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KTA Construction Inc; 2010-02-22; PWS10-13ENG Part 2 of 3
TECHNICAL SPECIFICATIONS SITE CLEARING 02230 SECTION 02230 - SITE CLEARING PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUMMARY A. This Section includes the following: 1. Removing existing trees, shrubs, groundcovers, plants, and grasses. 2. Clearing and grubbing. 3. Removing above- and below-grade site improvements. 4. Disconnecting, capping or sealing, abandoning site utilities in place, and removing site utilities. 5. Temporary erosion and sedimentation control measures. B. Related Sections include the following: 1. Division 1 Section "LEED Requirements" for additional LEED requirements. 2. Division 1 Section "Temporary Facilities and Controls" for temporary utilities, temporary construction and support facilities, temporary security and protection facilities, and temporary erosion and sedimentation control procedures. 3. Division 1 Section "Execution Requirements" for verifying utility locations and for recording field measurements. 4. Division 2 Section "Earthwork" for soil materials, excavating, backfilling, and site grading. 1.3 DEFINITIONS A. Topsoil: Natural or cultivated surface-soil layer containing organic matter and sand, silt, and clay particles; friable, pervious, and black or a darker shade of brown, gray, or red than underlying subsoil; reasonably free of subsoil, clay lumps, gravel, and other objects more than 2 inches (50 mm) in diameter; and free of subsoil and weeds, roots, toxic materials, or other non-soil materials. 1.4 MATERIAL OWNERSHIP A. Except for stripped topsoil or other materials indicated to remain Owner's property, cleared materials shall become Contractor's property and shall be removed from Project site. 1.5 SUBMITTALS A. Photographs or videotape, sufficiently detailed, of existing conditions of trees and plantings, adjoining construction, and site improvements that might be misconstrued as damage caused by site clearing. City of Carlsbad - Contract No.38372 Page 1 of 4 Pages SITE CLEARING 02230 B. Record drawings, according to General Provision Section 2-5.4 Record Drawings identifying and accurately locating capped utilities and other subsurface structural, electrical, and mechanical conditions. 1.6 QUALITY ASSURANCE A. Preinstallation Conference: Conduct conference at Project site to comply with requirements in Division 1 Section "Project Management and Coordination." 1.7 PROJECT CONDITIONS A. Traffic: Minimize interference with adjoining roads, streets, walks, and other adjacent occupied or used facilities during site-clearing operations. 1. Do not close or obstruct streets, walks, or other adjacent occupied or used facilities without permission from Owner and authorities having jurisdiction. 2. Provide alternate routes around closed or obstructed traffic ways if required by authorities having jurisdiction. B. Salvable Improvements: Carefully remove items indicated to be salvaged and store on Owner's premises where indicated. C. Utility Locator Service: Notify utility locator service for area where Project is located before site clearing. D. Do not commence site clearing operations until temporary erosion and sedimentation control measures are in place. PART 2-(Not Applicable) PART 3 - EXECUTION 3.1 PREPARATION A. Protect and maintain benchmarks and survey control points from disturbance during construction. B. Locate and clearly flag trees and vegetation to remain or to be relocated. C. Protect existing site improvements to remain from damage during construction. 1. Restore damaged improvements to their original condition, as acceptable to Owner. 3.2 TEMPORARY EROSION AND SEDIMENTATION CONTROL A. Provide temporary erosion and sedimentation control measures to prevent soil erosion and discharge of soil-bearing water runoff or airborne dust to adjacent properties and walkways, according to requirements of authorities having jurisdiction, sediment and City of Carlsbad - Contract No.38372 Page 2 of 4 Pages SITE CLEARING 02230 erosion control Drawings, a sediment and erosion control plan, specific to the site, that complies with EPA 832/R-92-005 or requirements of authorities having jurisdiction, whichever is more stringent. B. Inspect, repair, and maintain erosion and sedimentation control measures during construction until permanent vegetation has been established. C. Remove erosion and sedimentation controls and restore and stabilize areas disturbed during removal. 3.3 UTILITIES A. Owner will arrange for disconnecting and sealing indicated utilities that serve existing structures before site clearing, when requested by Contractor. 1. Verify that utilities have been disconnected and capped before proceeding with site clearing. B. Locate, identify, disconnect, and seal or cap off utilities indicated to be removed. 1. Arrange with utility companies to shut off indicated utilities. 2. Owner will arrange to shut off indicated utilities when requested by Contractor. C. Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary utility services according to requirements indicated: 1. Notify Construction Manager not less than two days in advance of proposed utility interruptions. 2. Do not proceed with utility interruptions without Construction Manager's written permission. D. Excavate for and remove underground utilities indicated to be removed. E. Removal of underground utilities is included in Division 2 Sections covering site utilities. 3.4 CLEARING AND GRUBBING A. Remove obstructions, trees, shrubs, grasses, and other vegetation to permit installation of new construction. 1. Grind stumps and remove roots, obstructions, and debris extending to a depth of 18 inches (450 mm) below exposed subgrade. 2. Dispose of off-site. B. Fill depressions caused by clearing and grubbing operations with satisfactory soil material unless further excavation or earthwork is indicated. 1. Place fill material in horizontal layers not exceeding a loose depth of 8 inches (200 mm), and compact each layer to a density equal to adjacent original ground. City of Carlsbad-Contract No. 38372 Page 3 of 4 Pages SITE CLEARING 02230 3.5 SITE IMPROVEMENTS A. Remove existing above- and below-grade improvements as indicated and as necessary to facilitate new construction. B. Remove slabs, paving, curbs, gutters, and aggregate base as indicated. 1. Unless existing full-depth joints coincide with line of demolition, neatly saw-cut length of existing pavement to remain before removing existing pavement. Saw- cut faces vertically. 2. Paint cut ends of steel reinforcement in concrete to remain to prevent corrosion. 3.6 DISPOSAL A. Disposal: Remove surplus soil material, unsuitable topsoil, obstructions, demolished materials, and waste materials including trash and debris, and legally dispose of them off Owner's property. 1. Separate recyclable materials produced during site clearing from other non- recyclable materials. Store or stockpile without intermixing with other materials and transport them to recycling facilities. END OF SECTION 02230 City of Carlsbad - Contract No.38372 page 4 of 4 pages RIPRAP 02273 SECTION 02273 - RIPRAP PART 1 - GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide riprap, including associated earthwork, complete and in place, in accordance with the Contract Documents. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Commercial Standards: ASTM C 88 Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate. ASTM C 535 Standard Test Method for Resistance to Degradation of Large Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine. AASHTOT85 Standard Method of Test for Specific Gravity and Absorption of Coarse Aggregate. AASHTO T 210 Method of Test for Aggregate Durability Index. 1.3 CONTRACTOR SUBMITTAL A. Furnish submittals in accordance with GENERAL PROVISIONS. B. Testing certificates from a qualified testing agency shall be submitted prior to acceptance of the rock source to verify the conformity to the requirements of the Contract Documents. PART 2 - PRODUCT 2.1 STONES FOR RIPRAP A. Stones shall be graded in size to produce a reasonably dense mass. Riprap shall consist of dense, natural rock fragments. Stones shall be resistant to weathering and to water action; free from overburden, spoil, shale and organic material; and shall meet the gradation requirements below. Shale and stones with shale seams are not acceptable. B. Riprap shall conform to the size types as follows: 1. Type I (6-inch Average Size): Diameter Percentage Passing 12-inch 95-100 6-inch 25 - 75 3-inch 0-10 City of Carlsbad - Contract No.38372 Page 1 of 4 Pages RIPRAP 02273 2. Type II (12-inch Average Size): Diameter Percentage Passing 18-inch 95-100 12-inch 25-75 6-inch 0-10 3. Type III (18-inch Average Size): Diameter Percentage Passing 24-inch 95-100 18-inch 25-75 12-inch 0-5 4. Type IV (24-inch Average Size): Diameter Percentage Passing 30-inch 95-100 24-inch 25 - 75 18-inch 15-25 12-inch 0-5 C. The greatest dimension of 50 percent of the stones shall be at least two-thirds but not more than 1-1/2 times the diameter of the average size. Neither the breadth nor thickness of any piece of riprap shall be less than one-third its length. Material shall be of shapes which will form a stable protection structure of required depth. Rounded boulders or cobbles shall not be used. D. Stones shall consist of durable, sound, hard, angular rock meeting the following requirements for durability absorption ratio, soundness test, and abrasion test: Durability Absorption Ratio Acceptability Greater than 23 Passes 10 to 23 Passes only if Durability Index is 52 or greater Less than 10 Fails Durability Absorption Ratio = Durability Index (Coarse)1 K % absorption +1 E. The durability index and percent absorption shall be determined by AASHTO T 210 and AASHTO T 85, respectively. The minimum apparent specific gravity of the stones shall be 2.5 as determined by AASHTO T 85. F. Stones shall have less than 10 percent los of weight after five cycles, when tested per ASTM C 88. G. Stones shall have a wear not greater than 40 percent, when tested per ASTM C 535. City of Carlsbad - Contract No.38372 Page 2 of 4 Pages RIPRAP 02273 H. Control of gradation shall be by visual inspection. The CONTRACTOR shall furnish a sample of the proposed gradation of at least 5 tons or 10 percent of the total riprap weight, whichever is less. If approved, the sample may be incorporated into the finished riprap at a location where it can be used as a frequent reference for judging the gradation of the remainder of riprap. Any difference of opinion between the ENGINEER and the CONTRACTOR shall be resolved by dumping and checking the gradation of two random truckloads of stones. Arranging for and the costs of mechanical equipment, a sorting site, and labor needed in checking gradation shall be the CONTRACTOR'S responsibility. I. The acceptability of the stones will be determined by the ENGINEER prior to placement. 2.2 FILTER MATERIAL A. Filter material shall be clean and free from organic matter. It shall be crushed rock or gravel, durable and free from slaking or decomposition under the action of alternate wetting or drying. The material shall be uniformly graded and shall conform to the following gradation: 1 . Type 1 _ Size _ Percentage Passing 3-inch 85-100 11/2-inch 45-75 3/4-inch 10-25 2. Type 2: CLASS 2, 1 1/2-inch aggregate base material, as described in Specification 02200 Type G Material. PART 3 - EXECUTION 3.1 SURFACE PREPARATION A. Surfaces to receive riprap shall be smooth and firm, free of brush, trees, stumps, and other objectionable material, and shall be brought to the line and grade indicated. B. If a boulder is encountered during excavation of areas where large riprap is to be placed, the CONTRACTOR shall excavate around the boulder. If the boulder is larger than the largest allowable stone size for that area, the CONTRACTOR shall break up the boulder to an acceptable size or remove it entirely. C. Prior to placement of the geotextile, the surface shall be prepared to a smooth condition free of debris, depressions, or obstructions, which may damage the geotextile. The geotextile shall be overlapped a minimum of 2 feet at longitudinal and transverse joints. Upstream sheets shall overlap downstream sheets. For slope placement, each strip shall overlap the next downhill strip. The geotextile shall be anchored using key trenches or aprons at the crest and toe of the slope. Pins may be used in securing the geotextile during installation. In no instance shall the geotextile be left exposed to sunlight longer than 7 calendar days. Overexposed geotextile shall be removed and replaced. City of Carlsbad - Contract No.38372 Page 3 of 4 Pages RIPRAP 02273 3.2 PLACEMENT OF FILTER BLANKET A. Area of riprap placement shall be excavated to the bottom of the filter blanket as indicated and in accordance with Section 02300 - Earthwork. After the excavation has been completed, the top 12-inches of exposed surface shall be scarified, brought to optimum moisture content, and compacted to 95 percent of maximum density. The finished grade shall be even, self-draining and in conformance with the slope of the finished grade. B. Placement of filter material shall be in accordance with Section 02300. Filter material shall be placed, spread, and compacted in lifts not-to-exceed 12-inches. C. The CONTRACTOR shall remove any portion of the filter blanket that has been disturbed to the degree that the layers become mixed. Replace the removed portion with the required sizes to the satisfaction of the ENGINEER. D. Filter material shall be placed as follows, unless otherwise indicated. 1. For Type II, III and IV riprap, use 12-inches of Type 1 filter material. 2. For Type I riprap, use 6-inches of Type 2 filter material. 3.3 PLACEMENT OF RIPRAP A. Placement of riprap shall begin at the toe of the slope and proceed up the slope. The tones may be placed by dumping and may be spread by bulldozers or other suitable equipment as long as the underlying material is not displaced. Stones shall be placed so as to provide a minimum of voids. Smaller stones shall be uniformly distributed throughout the mass. Sufficient hard work shall be done to produce a neat and uniform surface, true to the lines, grades, and sections indicated. 3.4 GROUTED RIPRAP A. After the riprap has been placed, sand or fine gravel shall be swept into the interstices to fill them to within 4-inches of the average surface of the riprap. After wetting the stones, the remaining volume of the interstices shall be filled with a well-mixed grout composed of 1 part Portland cement and 3 parts of sand, mixed to a workable consistency. The grout shall be kept wet by sprinkling or covering with wet material for at least 3 days. The grout shall be protected from stream water or any other disturbance during this curing period, and shall not be placed in freezing weather or when conditions are unfavorable. END OF SECTION €5mW City of Carlsbad - Contract No.38372 Page 4 of 4 Pages EARTHWORK SECTION 02300 SECTION 02300 - EARTHWORK PART 1 - GENERAL 1.1 THE REQUIREMENT A. The work of this Section includes all earthwork required for construction of the WORK. Such earthwork shall include, but not be limited to, the loosening, removing, loading, transporting, depositing, and compacting in its final location of all materials wet and dry, as required for the purposes of completing the work specified in the Contract Documents, which shall include, but not be limited to, the furnishing, placing, and removing of sheeting and bracing if necessary to safely support the sides of all excavation; all pumping, ditching, draining, dewatering, and other required measures for the removal or exclusion of water from the excavation; the supporting of structures above and below the ground; all backfilling around structures and all backfilling of trenches and pits; the disposal of excess excavated materials; alluvial removals, selective grading of expansive soils, soil importing, borrow of materials to make up deficiencies for fills; and all other incidental earthwork, all in accordance with the requirements of the Contract Documents. B. Soil Report: The recommendations within the project's soil report (Geotechnical Evaluation, Alga North Community Park, Carlsbad, California, prepared by Ninyo and Moore dated June 14, 2006 Project No. 104600002 and Addendum dated October 18, 2006) shall be incorporated into this specification. In the event of a conflict between the geotechnical report and these specifications and the project plans, immediately consult the project's Civil Engineer. 1.2 RELATED WORK SPECIFIED ELSEWHERE A. Division 02 FACILITIES SITEWORK, as applicable. B. Division 15 MECHANICAL, Piping, General. 1.3 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Comply with the applicable reference specifications as specified in the GENERAL PROVISIONS. B. Comply with the current provisions of the following Codes and Standards: 1. Commercial Standards: ASTM C 136 - Test Method for Sieve Analysis of Fine and Coarse Aggregates. ASTM D 422 - Test Method for Particle-Size Analysis of Soils. ASTM D 1556 - Test Method for Density of Soil in Place by the Sand-Cone Method. ASTM D 1557 - Test Methods for Moisture-Density Relations of Soils and Soil- Aggregate Mixtures Using 10-lb (4.54-kg) Rammer and 18-in (457-mm) Drop. ASTM D 2419 - Test Method for Sand Equivalent Value of Soils and Fine Aggregate. City of Carlsbad - Contract No. 38372 Page 1 of 12 Pages EARTHWORK SECTION 02300 ASTM D 2435 - Test Method for One-Dimensional Consolidation Properties of Soils. ASTM D 2487 - Classification of Soils for Engineering Purposes. ASTM D 2922 - Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth). ASTM D 3017 - Test Methods for Moisture Content of Soil & Rock in Place by Nuclear Methods (Shallow Depth). UBC Standard. 18-2 - Test Method for Expansion Index of Soils. 2. Standard Specifications: Standard Specifications for Public Works Construction (SSPWC) Section 211 - Soil and Aggregate Tests SSPWC Section 300 - Earthwork SSPWC Section 306-1 - Open Trench Operations 3. Uniform Building Code. 4. California Labor Code. 1.4 CONTRACTOR SUBMITTALS A. Submittals, including samples of materials, shall be in accordance with the GENERAL PROVISIONS. B. The CONTRACTOR'S attention is directed to the provisions for "Shoring and Bracing Drawings" in Section 6705 of the California Labor Code, and SSPWC Section 306-1.1. The CONTRACTOR, prior to beginning any trench or structure excavation 5 feet deep or over shall submit to the ENGINEER and shall be in receipt of the ENGINEER written acceptance of the CONTRACTOR'S detailed plan showing design of all shoring, bracing, sloping of the sides of excavation, and other provisions for worker protection against the hazard of caving ground during the excavation of such trenches or structure excavation. The plans shall be prepared by a qualified civil or structural engineer licensed in the State of California and employed by an independent engineering firm insured against errors and omissions to the extent required by the ENGINEER. The submittal(s) shall include a site location map referencing existing features; detailed plans; elevations, and various sections indicating all excavation slopes, shoring components and connections and showing all structures and utilities potentially influenced by the performance of shoring, trenching or structure excavation along with supporting calculations; notes including sequence of construction, materials, and other clarification as required by the California Labor Code, SSPWC, and the contract documents. 1.5 QUALITY ASSURANCE A. General: All soils testing will be done by a testing laboratory of the ENGINEER'S choice at the AGENCY'S expense except as specified in Paragraph 1.5C below. •^ City of Carlsbad - Contract No. 38372 Page 2 of 12 Pages EARTHWORK SECTION 02300 B. Where soil material is required to be compacted to a percentage of maximum dry density, the maximum dry density at optimum moisture content will be determined in accordance with the latest version of ASTM D 1557. In-place field density tests will be performed in accordance with ASTM D 1556, (sand cone) and/or ASTM D 2922 and ASTM D 3017 (nuclear gauge). The number and location of field density tests will be determined by the ENGINEER. C. In case the tests of the fill or backfill show non-compliance with the required density, the CONTRACTOR shall accomplish such remedy as may be required to ensure compliance. Subsequent testing to show compliance shall be by a testing laboratory selected by the ENGINEER and shall be at the CONTRACTOR'S expense. All imported fill material not specified in the contract shall be tested at the CONTRACTOR'S expense and approved by the ENGINEER. D. Where imported fill material is required to possess certain gradation, strength, and settlement properties, the grain size distribution of the soils will be determined using ASTM D 422, the gradation of concrete aggregate and base materials will be determined using ASTM C 136, the sand equivalent of soils will be determined using ASTM D 2419, the consolidation of soils will be determined using ASTM D 2435, the unconfined compressive strength of soils will be determined using ASTM D 2166, and the expansion index of soils will be determined using UBC Standard 18-2. 2.1 SUITABLE FILL AND BACKFILL MATERIAL REQUIREMENT A. General: Fill, backfill, and embankment materials shall be suitable selected or processed clean, fine earth, rock, or sand, and free from grass, roots, brush, or other vegetation; contamination; or deleterious material. The size, gradation, and properties of the materials shall be in accordance with the requirements of the soil report and these specifications. B. Suitable materials may be obtained from onsite excavations, may be processed onsite materials, or may be imported provided these materials meet all the requirements in the contract documents. If imported materials are required to meet the requirements of this Section or to meet the quantity requirements of the project, the CONTRACTOR shall provide the imported fill materials and the required conformance reports of test results at no additional expense to the AGENCY, unless a unit price item is included for imported materials (including the appropriate required testing reports) in the bidding schedule. Unclassified fill shall consist of all fill unless separately designated. Unclassified fill shall conform to the requirements of the SSPWC. The following types of suitable materials are designated and defined as follows: 1. Crushed Aggregate Base (CAB) shall conform to the requirements of SSPWC Section 200-2.2. 2. Crushed Miscellaneous Base (CMB) shall conform to the requirements of SSPWC Section 200-2.4. City of Carlsbad - Contract No. 38372 Page 3 of 12 Pages EARTHWORK SECTION 02300 3. 5. 6. 7. 8. 9. 10. 11. Drain rock shall be crushed rock or gravel, durable and free from slaking or decomposition under the action of alternate wetting or drying. The material shall be uniformly graded and shall meet the following gradation requirements: Sieve Size 1-inch 3/4-inch 3/8-inch No. 4 No. 8 No. 30 No. 50 No. 200 Percentage Passing 100 90-100 40-100 25-40 18-33 5-15 0-7 0-3 The drainrock shall have a sand equivalent value not less than 75. The finish graded surface of the drainrock immediately beneath hydraulic structures shall be stabilized to provide a firm, smooth surface upon which to construct reinforced concrete floor slabs. Primary Structural Fill shall conform to the General Specifications, the Geotechnical Report Section 8.1.6, and comprised of soils with a low to very low expansion potential (less than 50 as tested in accordance with UBC Standard 18- 2)- Structure Backfill material shall conform to the requirements of SSPWC Section 300-3.5.1 and the requirements herein. Pervious Backfill material shall conform to the requirements of SSPWC Section 300-3.5.2 and the requirements herein. Type A Bedding material shall conform to the requirements for 3/4-inch Crushed Rock, 1/2-inch Crushed Rock, No. 3 Concrete Aggregate, No. 4 Concrete Aggregate, or Portland Cement Concrete Sand in SSPWC Section 200-1 for pipes larger than 24 inches in diameter. Type A Bedding material shall conform to the requirements for Type B Bedding material or the requirements for Portland Cement Concrete Sand in SSPWC Section 200-1 for pipes 24 inches or smaller in diameter. Type B Bedding material shall conform to the requirements for 1/2-inch Crushed Rock or No. 4 Concrete Aggregate in SSPWC Section 200-1. Concrete Pipe Bedding material shall conform to the requirements of SSPWC Section 201-1. Sand-Cement Slurry material shall conform to the requirements of SSPWC Section 201-1 for Trench Backfill Slurry. Topsoil material shall conform to the requirements of SSPWC Section 212-1.1. 2.2 USE OF FILL, BACKFILL, AND EMBANKMENT MATERIAL TYPES A. The CONTRACTOR shall use the types of materials as designated herein for all required fill, backfill, and embankment construction hereunder. City of Carlsbad - Contract No. 38372 Page 4 of 12 Pages EARTHWORK SECTION 02300 B. Where these Specifications conflict with the requirements of any local agency having jurisdiction, or with the requirements of a material manufacturer, the ENGINEER shall be immediately notified. In case of conflict therewith, the CONTRACTOR shall use the most stringent requirement, as determined by the ENGINEER. C. Fill and backfill types shall be used in accordance with the following provisions: 1. Unclassified fill shall be placed in all areas unless specifically designated in this section. 2. Primary Structural Fill material shall be constructed of fill as described herein and conforming to the requirements recommended in the Geotechnical Report. Structural Fill shall be placed in structural areas on the site to a depth of 3 feet below the bottom of foundations or pool shells, or 5 feet below finish grade, whichever is deeper. The low to very low expansion material shall extend beyond the structural footprint a minimum distance of 8 feet. In areas of flatwork or pavements, the low to very low expansion materials shall extend to a depth of 3 feet below finish grade. 3. Pipe zone backfill, as defined under "Pipe and Utility Trench Backfill" herein, shall consist of the following materials for each pipe material listed below. a. Concrete pipe, shall be provided Type A Bedding, Type B Bedding, or Concrete Pipe Bedding materials as defined herein for pipe zone backfill material. b. Plastic pipe shall be backfilled with 3/4-inch Crushed Rock conforming to SSPWC Section 200-1 or Concrete Pipe Bedding material as defined herein for pipe zone backfill material. 4. Trench zone backfill for pipelines as defined under "Pipe and Utility Trench Backfill" shall be Unclassified Fill material as defined herein unless conditions require the use of a designated material as indicated in the Contract Documents. 5. Backfill material for pipelines under paved areas, as defined under "Pipe and Utility Trench Backfill" shall be Crushed Aggregate Base (CAB) material as defined herein or Primary Structural fill. 6. Trench backfill and final backfill for pipelines under structures shall be the same material as used in the pipe zone or Primary Structural fill, except where concrete encasement is required by the Contract Documents. 7. Aggregate base materials under pavements shall be Crushed Aggregate Base (CAB) material constructed to the thickness shown or specified. 8. Backfill around or behind structures shall consist of Structure Backfill as defined herein unless indicated otherwise in the Contract Documents. 9. Fill materials beneath structures shall be as follows: a. Fill beneath hydraulic structures or other water retaining structures with underdrain systems shall be drainrock material, as defined herein, constructed to the limits and thicknesses shown or specified. City of Carlsbad - Contract No. 38372 Page 5 of 12 Pages EARTHWORK SECTION 02300 b. Fill beneath structures without underdrain systems shall be Primary Structural Fill as defined herein. c. Fill beneath structures where groundwater must be removed to allow placement of concrete shall be Primary Structural Fill as defined herein. 9. Backfill used to replace pipeline trench over-excavation shall consist of Type B Bedding material as defined herein. PART 3 - EXECUTION 3.1 CLEARING, GRUBBING, AND STRIPPING A. Clearing and grubbing shall be performed in accordance with SSPWC Section 300-1. B. Stripping shall include the removal and disposal of all organic sod, topsoil, grass and grass roots, and other objectionable material remaining after clearing and grubbing from the areas designated to be stripped. The depth of stripping shall be as shown on the Drawings and specified herein. C. Topsoil from the strippings shall be stockpiled and may be used for the finished site grading, subject to the approval of the ENGINEER. Excess topsoil will be placed in the waste disposal areas designated by the ENGINEER. D. Prior to beginning any excavation or fill, strip the topsoil to a depth of 8 inches. In general, topsoil shall be removed where structures are to be built, trenches dug, and roads, parking lots, walks, and similar improvements constructed within the areas presently covered with topsoil. Topsoil shall be stored clear of the construction area. Take reasonable care to prevent the topsoil from becoming mixed with subsoil. 3.2 STRUCTURES, PAVEMENT, AND EMBANKMENT EXCAVATjON ' A. General: Except when specifically provided to the contrary, excavation shall include the removal of all materials of whatever nature encountered, including all obstructions of any nature that would interfere with the proper execution and completion of the work. The removal of said materials shall conform to the lines and grades shown or recommended by the Geotechnical Consultant. Unless otherwise provided, the entire construction site shall be stripped of all vegetation, debris, and all deleterious materials, and such materials shall be removed from the site prior to performing any excavation or placing any fill. The CONTRACTOR shall furnish, place, and maintain all supports and shoring that may be required for the sides of the excavations, and all pumping, ditching, or other measures for the removal or exclusion of water, including taking care of storm water, groundwater (dewatering if required), and wastewater reaching the site of the work from any source so as to prevent damage to the work or adjoining property. Excavations shall be sloped or otherwise supported in a safe manner in accordance with applicable Uniform Building Code requirements, State safety requirements, and the requirements of OSHA Safety and Health Standards for Construction (29CFR1926), and the Contract Documents. B. Excavation Slopes/Shoring of Excavations: The CONTRACTOR shall be fully responsible for providing safe excavation slopes or provide constructing shoring and bracing to prevent slides or cave-ins and to protect all existing improvements in the vicinity from damage as required. The CONTRACTOR shall submit to the ENGINEER, for approval, slope excavation shop drawings (if necessary) showing the limits, design criteria, shoring details, sequence of placement and removal, dewatering plans, and other data deemed pertinent by the Engineer to shore the excavation in accordance with ©mW City of Carlsbad - Contract No. 38372 Page 6 of 12 Pages EARTHWORK SECTION 02300 the GENERAL PROVISIONS. These shop drawings shall be prepared, signed, and sealed by a qualified Civil or Structural Engineer registered in the State of California. The CONTRACTOR shall not begin excavation operations until the shoring drawings have been reviewed by the ENGINEER. Review of the CONTRACTOR shoring plans shall not be constructed to invalidate other provisions of the GENERAL PROVISIONS (or these Specifications) or relieve the CONTRACTOR of the responsibilities inherent in the pursuance of the work. The CONTRACTOR shall, at its cost and for all its shoring work, obtain permits from the Engineering Department. The CONTRACTOR shall furnish all labor, equipment, and materials to construct, install, and remove the entire shoring system including removal of lagging, soldier beams, and bracing and detensioning of tiebacks. Full compensation for the shoring and its removal shall be considered as included in the Contract Price and no additional compensation will be allowed. Design of shoring shall be in accordance with the applicable requirements of the Uniform Building Code, and the Safety Orders of the Division of Industrial Safety, State of California. The CONTRACTOR shall be responsible for providing more extensive shoring or bracing systems than those required by the Construction Safety Orders when necessitated by conditions indicated on the drawings, specified, or otherwise required by the Work. C. Excavation Beneath Structures: Except where otherwise specified for a particular structure or ordered by the ENGINEER, excavation shall be accomplished (per the Soil Report Section 8.1.2, 8.1.3, and 8.1.4) to a depth of 12 feet or within 5 feet of groundwater, and replaced with compacted fill composed of Primary Structural fill extending to a minimum depth of 5 feet below the proposed finish grade and laterally a minimum of 8 feet beyond all structures. The base of the removal excavation shall extend a minimum of 8 feet laterally plus the depth of the removal beyond the structural areas. The extent of and depths to which the alluvium should be removed shall be evaluated by a representative of the Soil Engineer in the field based on the materials exposed. Where shown or ordered, areas beneath structures or fills shall be over- excavated. When such over-excavation is shown, both over-excavation and subsequent backfill to the required grade shall be performed by the CONTRACTOR. When such over-excavation is not shown on the plan and not specified but is ordered by the ENGINEER, such over-excavation and any resulting backfill will be paid for under a separate unit price bid item if such bid item has been established and approved by the ENGINEER prior to commencing the work; otherwise payment will be made in accordance with a negotiated price. After the required excavation or over-excavation has been completed, the exposed surface shall be scarified to a depth of 8 inches, brought to optimum moisture content, and rolled with heavy compaction equipment to obtain the required relative compaction. D. Excavation Beneath Future Buildings, Pools, Pool Decks, & Skate Park Areas: Excavation beneath future buildings, pools, pool decks, & skate park areas shall be accomplished in accordance with the Soil Report Section 8.1.2 and 8.1.3. Areas across cut/fill transitions shall be accomplished in accordance with the recommendations of the Soil Report Section 8.1.4. E. Excavation Beneath Future Flatwork and Future Paved Areas: Excavation under future flatwork and future areas to be paved shall extend to the bottom of the aggregate base or deeper as necessary such that the upper 3 feet below finish grade shall consist of soil materials with a very low to low expansion potential (less than 50 per UBC 18-2). After the required excavation (and removal and replacement, as necessary) has been completed, the exposed surface shall be scarified to a depth of at least 12 inches, brought to optimum moisture content, and rolled with heavy compaction equipment to obtain 95 percent of maximum dry density. F. Excavation Subgrade and Below Subgrade: City of Carlsbad - Contract No. 38372 Page 7 of 12 Pages EARTHWORK SECTION 02300 1. Excavate and shape subgrade to line, grade, and cross-section shown on Drawings. Following receipt of written acceptance for the subgrade by the ENGINEER, compact the subgrade with approved equipment until the top 12 inches is compacted to 95 percent of maximum dry density at optimum moisture content as determined by ASTM D 1557. Remove all soft, loose, or otherwise unsuitable material and replace with suitable sandy material. The finished subgrade shall be firm, hard and unyielding. The subgrade shall be considered to extend over the full width of the base course. Compaction shall extend 18 inches beyond the edge of paving, curb, or form. 2. Where the ENGINEER deems subgrade material to be unsatisfactory, excavation below subgrade will be required to such depths as necessary to remove the unsatisfactory material. Excavation below grade shall be of the same classification as that above it provided it is removed in the same operation as the normal excavation. Special equipment or hand excavation may be required because of the presence of shallow utilities or other unforeseen conditions. G. Notification of ENGINEER; The CONTRACTOR shall notify the ENGINEER at least 2 working days in advance of completion of any structure excavation and shall allow the ENGINEER a review period of at least one day before the exposed foundation is scarified and compacted or is covered with backfill or with any construction materials. 3.3 PIPELINE AND UTILITY TRENCH EXCAVATION A. General: Unless otherwise shown or ordered, excavation for pipelines and utilities shall be open-cut trenches conforming to SSPWC Section 306-1.1. Trench widths shall be kept as narrow as is practical for the method of pipe zone densification selected by the CONTRACTOR, but shall have a minimum width at the bottom of the trench equal to the outside diameter of the pipe plus 1 8 inches. B. Trench Bottom: Except when pipe bedding is required, the bottom of the trench shall be excavated uniformly to the grade of the bottom of the pipe. The trench bottom shall be given a final trim, using a string line for establishing grade, such that each pipe section when first laid will be continually in contact with the ground along the extreme bottom of the pipe. Rounding out the trench to form a cradle for the pipe will not be allowed. C. Open Trench: the maximum amount of open trench permitted in any one location shall be 500 feet, or the length necessary to accommodate the amount of pipe installed in a single day, whichever is greater. All trenches shall be fully backfilled at the end of each day or, in lieu thereof, shall be covered by heavy steel plates adequately braced and capable of supporting vehicular traffic in those locations where it is impractical to backfill at the end of each day. The above requirements for backfilling or use of steel plate will be waived in cases where the trench is located further than 100 feet from any traveled roadway or occupied structure. In such cases, however, barricades and warning lights meeting OSHA requirements shall be provided and maintained. D. Trench Over-Excavation: Where the Drawings indicate that trenches shall be over-excavated, they shall be excavated to the depth shown, and then backfilled to the grade of the bottom of the pipe. E. Over-Excavation: When ordered by the ENGINEER, whether indicated on the Drawings or not, trenches shall be over-excavated beyond the depth shown. Such over-excavation shall be to the depth ordered. The trench shall then be backfilled to the grade of the bottom of the pipe. All work specified in this Section shall be performed by the CONTRACTOR when the over-excavation ordered by the ENGINEER is less than City of Carlsbad - Contract No. 38372 Page 8 of 12 Pages EARTHWORK SECTION 02300 6 inches below the limits shown. When the over-excavation ordered by the ENGINEER is over 6 inches below the limits shown, additional payment will be made to the CONTRACTOR for that portion of the work which is located below said 6 inch distance. Said additional payment will be made under separate unit price bid items for over-excavation and bedding if such bid items have been established; otherwise payment will be made in accordance with a negotiated price. F. Where pipelines are to be installed in embankment or structure fills, the fill shall be constructed to a level at least one foot above the top of the pipe before the trench is excavated. G. Obtain ENGINEER'S approval before beginning excavation. Complete clearing and grubbing prior to the start of trenching. Do not permit excavated materials to cover brush or trees prior to disposal. 3.4 OVER-EXCAVATION NOT ORDERED, SPECIFIED, OR SHOWN A. Any over-excavation carried below the grade ordered, specified, or shown, shall be backfilled to the required grade with the specified material and compaction. Such work shall be performed by the CONTRACTOR at its own expense. 3.5 PROTECTION OF SUBGRADE A. After preparing the subgrade as specified, all traffic on the subgrade shall be avoided. Should it be necessary to haul over the prepared subgrade, the CONTRACTOR shall drag and roll the traveled way as frequently as may be necessary to remove ruts, cuts, and breaks in the surface. All cuts, ruts, and breaks in the surface of the subgrade that are not removed by the above operations shall be raked and hand tamped. All equipment used for transporting materials over the prepared subgrade shall be equipped with pneumatic tires. B. Continued use of sections of prepared subgrade for hauling, so as to cut up or deform it from the true cross-section, will not be permitted. The CONTRACTOR shall protect the prepared subgrade from all traffic. C. The CONTRACTOR will be required to plank the subgrade before hauling materials or equipment over it. D. The subgrade shall be maintained in the finished condition until the first succeeding course or steel or concrete is placed. E. The ENGINEER has the right to test the reworked subgrade and approve or disapprove the subgrade depending on its condition. 3.6 BACKFILL-GENERAL A. Backfill shall not be dropped directly upon any structure or pipe. Backfill shall not be placed around or upon any structure until the concrete has attained specified strength to withstand the loads imposed. Backfill around water retaining structures shall not be placed until the structures have been tested, and the structures shall be full of water while backfill is being placed. *r^ City of Carlsbad - Contract No. 38372 Page 9 of 12 Pages EARTHWORK SECTION 02300 B. Except for drainrock materials being placed in over-excavated areas or trenches, backfill shall be placed after all water is removed from the excavation. 3.7 PLACING AND SPREADING OF BACKFILL MATERIALS A. Backfill materials shall be placed and spread evenly in layers. When compaction is achieved using mechanical equipment, the layers shall be evenly spread in loose lifts not exceeding 8 inches in thickness so that when compacted each layer shall not exceed 6 inches in thickness. B. During spreading, each layer shall be thoroughly mixed as necessary to promote uniformity of material in each layer. Pipe zone backfill materials shall be manually spread around the pipe so that when compacted, the pipe zone backfill will provide uniform bearing and side support. C. Where the backfill material moisture content is below the optimum moisture content, water shall be added before or during spreading until the proper moisture content is achieved. D. Where the backfill material moisture content is too high to permit the specified degree of compaction, the material shall be dried until the moisture content is satisfactory, at or slightly above optimum moisture content. 3.8 COMPACTION OF FILL, BACKFILL, AND EMBANKMENT MATERIALS A. Each layer or fill shall be mechanically compacted using proper compaction equipment to the specified percentage of maximum dry density. Equipment that is consistently capable of achieving the required degree of compaction shall be used and each layer shall be compacted over its entire area while the material is at the required moisture content. B. Flooding, ponding, or jetting shall not be used to densify and fill materials unless authorized by the Geotechnical Engineer. C. Equipment weighing more than 10,000 pounds shall not be used closer to walls than a horizontal distance equal to the depth of the fill at that time, but not less than 5 feet. Hand operated power compaction equipment shall be used where use of heavier equipment is impractical or restricted due to weight limitations. D. Compaction Requirements: The following compaction test requirements shall be in accordance with ASTM D 1557. Where agency or utility company requirements govern, the highest compaction standards shall apply. Location or Use of Fill Pipe zone backfill portion above bedding for flexible pipe. Pipe zone backfill bedding and over-excavated zones under bedding/pjpe for flexible pipe. Pipe zone backfill portion above bedding for rigid pipe. Pipe zone backfill bedding and over-excavated zones under bedding/pipe for rigid pipe, Final backfill, beneath paved areas or structures. Final backfill, not beneath paved areas or structures. Trench zone backfill. Embankments. Embankments, beneath paved areas or structures. Percentage of Maximum Density 90 90 90 90 90 90 90 90 90 City of Carlsbad - Contract No. 38372 Page 10 of 12 Pages EARTHWORK SECTION 02300 Backfill beneath structures Backfill around structures Topsoil Aggregate base and upper 12 inches of pavement subgrade 90 90 85 95 E. Trench Backfill Requirements: The pipe has been structurally designed based upon the trench configuration specified herein. F. The CONTRACTOR shall maintain the indicated trench cross section up to a horizontal plane lying 6 inches above the top of the pipe. G. If, at any location under said horizontal plane, the CONTRACTOR slopes the trench walls or exceeds the maximum trench widths indicated in the Contract Documents, the pipe zone backfill shall be "improved" or the pipe class increased as specified herein, at no additional cost to the AGENCY. "Improved" backfill shall mean sand-cement backfill containing at least 1 88 pounds of cement per cubic yard or equal materials acceptable to the ENGINEER. H. If the allowable vertical deflection specified for flexible pipe is exceeded, the CONTRACTOR shall expose and re-round or replace the pipe, repair all damaged lining and coating, and reinstall the pipe zone material and trench backfill as specified at no additional expense to the AGENCY. 3.9 PIPE AND UTILITY TRENCH BACKFILL A. Pipe Zone Backfill: The pipe zone is defined as that portion of the vertical trench cross-section lying between a plane 6 inches below the bottom surface of the pipe, i.e., the trench subgrade, and a plane at a point 6 inches above the top surface of the pipe. The bedding for flexible pipe is defined as that portion of pipe zone backfill material between the trench subgrade and the bottom of the pipe. The bedding for rigid pipe is defined as that portion of the pipe zone backfill material between the trench subgrade and a level line which varies from the bottom of the pipe to the spring line as shown. B. Bedding shall be provided for all sewers, drainage pipelines, and other gravity flow pipelines. Unless otherwise specified or shown, for other pipelines the bedding may be omitted if all the following conditions exist. 1. The pipe bears on firm, undisturbed native soil which contains only particles that will pass a one-inch sieve. 2. The trench excavation is not through rock or stones. 3. The trench subgrade soils are classified as suitable fill and backfill materials. 4. The trench subgrade soils have, as a maximum, a moisture content that allows compaction. C. Where bedding is required, after compacting the bedding the CONTRACTOR shall perform a final trim using a string line for establishing grade, such that each pipe section when first laid will be continually in contact with the bedding along the extreme bottom of the pipe. D. The pipe zone shall be backfilled with the specified backfill material. The CONTRACTOR shall exercise care to prevent damage to the pipeline coating, cathodic bonds, or the pipe itself during the installation and backfill operations. City of Carlsbad - Contract No. 38372 Page 11 of 12 Pages EARTHWORK SECTION 02300 E. Trench Zone Backfill: After the pipe zone backfill has been placed as specified above, and after all excess water has completely drained from the trench, backfilling of the trench zone may proceed. The trench zone is defined as that portion of the vertical trench cross-section lying between a plane 6 inches above the top surface of the pipe and a plane at a point 18 inches below the finished surface grade, or if the trench is under pavement, 18 inches below the roadway subgrade. If concrete or sand-cement slurry backfill are used, the pipe shall be filled with water to prevent flotation. 3.10 EMBANKMENT CONSTRUCTION A. The area where an embankment is to be constructed shall be cleared of all vegetation, roots, dry or desiccated soils, and deleterious materials. Following this, the surface shall be moistened, scarified to a depth of 8 inches, and rolled or otherwise mechanically compacted unless otherwise directed. Embankment fill material shall be placed and spread evenly in horizontal layers. Each layer shall be moistened or aerated, as necessary. Each layer shall not exceed 6 inches of compacted thickness. The embankment fill and the scarified layer of underlying ground shall be compacted to 90 percent of maximum dry density as specified herein. B. When an embankment fill is to be made and compacted against hillsides or fill slopes steeper than 5:1, the slopes of hillsides or fills shall be horizontally benched to key the embankment fill to the underlying ground. A minimum of 12 inches normal to the slope of the hillside or fill shall be removed and recompacted as the embankment fill is brought up in layers. Material thus cut shall be recompacted along with the new fill material at the CONTRACTOR'S expense. Hillside or fill slopes 5:1 or flatter shall be prepared in accordance with Paragraph A, above. C. Where embankment or structure fills are constructed over pipelines, the first 4 feet of fill over the pipe shall be constructed using light placement and compaction equipment that does not damage the pipe but still provides the required compaction. END OF SECTION Amf City of Carlsbad - Contract No. 38372 Page 12 of 12 Pages STORM DRAINAGE 02630 SECTION 02630 - STORM DRAINAGE PART 1 - GENERAL 1.1 SUMMARY A. This Section includes gravity-flow, non-pressure storm drainage, with the following components: 1. Drains. 1.2 DEFINITIONS A. HOPE: High density polyethylene plastic. B. PVC: Polyvinyl chloride plastic. 1.3 PERFORMANCE REQUIREMENTS A. Gravity-Flow, Nonpressure, Drainage-Piping Pressure Rating: At least equal to system test pressure. Pipe joints shall be at least silt tight, unless otherwise indicated. 1.4 SUBMITTALS A. General: Submit each item in this Article in conformance with requirements of Section 01330. B. SD-02 Product Data: For the following: 1. Polyethylene piping, including fittings and joining material. 1.5 DELIVERY, STORAGE, AND HANDLING A. Do not store plastic pipe and fittings in direct sunlight. B. Protect pipe, pipe fittings, and seals from dirt and damage. 1.6 PROJECT CONDITIONS A. Interruption of Existing Storm Drainage Service: Do not interrupt service to facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary service according to requirements indicated: 1. Notify Owner no fewer than 15 days in advance of proposed interruption of service. 2. Do not proceed with interruption of service without Owner's written permission. PART 2 - PRODUCTS 2.1 MANUFACTURERS A. In other Part 2 articles where titles below introduce lists, the following requirements apply to product selection: 1. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, manufacturers specified. City of Carlsbad - Contract No. 38372 Page 1 of 5 Pages STORM DRAINAGE 02630 2.2 PIPING MATERIALS A. Refer to Part 3 "Piping Applications" Article for applications of pipe, fitting, and joining materials. 2.3 PIPE AND FITTINGS A. PVC Sewer Pipe and Fittings, NPS 15 and Smaller: ASTM D 3034, SDR 35, with bell- and-spigot ends for gasketed joints with ASTM F 477, elastomeric seals. B. PVC Sewer Pipe and Fittings, NPS 18 and Larger: ASTM F 679, T-1 wall thickness, bell and spigot for gasketed joints. 1. Gaskets: ASTM F 477, elastomeric seals. C. Corrugated PE Pipe and Fittings: AASHTO M 294, Type S, with smooth waterway for coupling joints. 1. Silttight Couplings: PE sleeve with ASTM D 1056, Type 2, Class A, Grade 2 gasket material that mates with pipe and fittings to form silttight joints. 2.4 NONPRESSURE-TYPE PIPE COUPLINGS A. Comply with ASTM C 1173, elastomeric, sleeve-type, reducing or transition coupling, for joining underground nonpressure piping. Include ends of same sizes as piping to be joined, and corrosion-resistant-metal tension band and tightening mechanism on each end. B. Sleeve Materials: 1. For Plastic Pipes: ASTM F 477, elastomeric seal or ASTM D 5926, PVC. 2. For Dissimilar Pipes: ASTM D 5926, PVC or other material compatible with pipe materials being joined. 2.5 DRAINS 1. Catch basins: As shown on plans. 2.6 CONCRETE A. Portland Cement Design Mix: 3000 psi minimum, with 0.45 maximum water- cementitious materials ratio. 2.7 CATCH BASINS A. Standard Precast Concrete Catch Basins: ASTM C 478M, precast, reinforced concrete, of depth indicated, with provision for sealant joints. As shown on plans. B. Frames and Grates: galvanized grates designed for A-16, structural loading. Include flat grate with small square or short-slotted drainage openings. 1. Size: 12 by 12-inch minimum, unless otherwise indicated. 2. Grate Free Area: Approximately 50 percent, unless otherwise indicated. City of Carlsbad - Contract No. 38372 Page 2 of 5 Pages STORM DRAINAGE 02630 2.8 PIPE OUTLETS A. Energy Dissipaters: Number 2 backing per Standard Specifications for Public Works Construction, unless otherwise indicated. PART 3 - EXECUTION 3.1 EARTHWORK A. Excavation, trenching, and backfilling are specified in Division 2 Section "Earthwork." 3.2 PIPING APPLICATIONS A. Pipe couplings and special pipefittings with pressure ratings at least equal to piping rating may be used in applications below, unless otherwise indicated. 1. Use nonpressure-type flexible couplings where required to join gravity-flow, nonpressure sewer piping, unless otherwise indicated. B. Special Pipe Fittings: Use for pipe expansion and deflection. Pipe couplings and special pipe fittings with pressure ratings at least equal to piping rating may be used in applications below, unless otherwise indicated. 3.3 PIPING INSTALLATION A. General Locations and Arrangements: Drawing plans and details indicate general location and arrangement of underground storm drainage piping. Location and arrangement of piping layout take design considerations into account. Install piping as indicated, to extent practical. Where specific installation is not indicated, follow piping manufacturer's written instructions. B. Install piping beginning at low point, true to grades and alignment indicated with unbroken continuity of invert. Place bell ends of piping facing upstream. Install gaskets, seals, sleeves, and couplings according to manufacturer's written instructions for use of lubricants, cements, and other installation requirements. C. Use fittings for branch connections unless direct tap into existing storm drain is indicated. D. Install proper size increasers, reducers, and couplings where different sizes or materials of pipes and fittings are connected. Reducing size of piping in direction of flow is prohibited. E. Tunneling: Install pipe under streets or other obstructions that cannot be disturbed by tunneling, jacking, or a combination of both. F. Install gravity-flow, nonpressure drainage piping according to the following: 1. Install piping pitched down in direction of flow, at minimum slope of 2 percent, unless otherwise indicated. 2. Install piping with 24-inches minimum cover. 3. Install PVC storm sewer piping according to UPC. 3.4 PIPE JOINT CONSTRUCTION A. Join gravity-flow, nonpressure drainage piping according to the following: City of Carlsbad - Contract No. 38372 Page 3 of 5 Pages STORM DRAINAGE 02630 1. Join corrugated PE piping according to CPPA 100 and the following: a. Use silttight couplings for Type 1, silttight joints. 2. Join PVC storm sewer piping according to UPC for elastomeric-seal joints and elastomeric gasket joints. B. Join dissimilar pipe materials with pressure-type couplings. 3.5 DRAIN INSTALLATION A. Install type of drains in locations indicated. 1. Use extra-heavy-duty, top-loading classification drains. B. Embed drains in 4-inch minimum depth of concrete around bottom and sides. C. Fasten grates to drains if indicated. D. Set drain frames and covers with tops flush with pavement surface. E. Assemble trench sections with flanged joints. F. Embed trench sections in 4-inch minimum concrete around bottom and sides. 3.6 CATCH BASIN INSTALLATION A. Construct catch basins to sizes and shapes indicated. B. Set frames and grates to elevations indicated. 3.7 STORMWATER INLET AND OUTLET INSTALLATION A. Construct inlet head walls, aprons, and sides of reinforced concrete, as indicated. B. Construct riprap of broken stone, as indicated. C. Install outlets that spill onto grade, with flared end sections that match pipe, where indicated. D. Construct energy dissipaters at outlets, as indicated. 3.8 CLOSING ABANDONED STORM DRAINAGE SYSTEMS A. Abandoned Piping: Close open ends of abandoned underground piping indicated to remain in place. Include closures strong enough to withstand hydrostatic and earth pressures that may result after ends of abandoned piping have been closed. Use either procedure below: 1. Close open ends of piping with at least 8-inch-thick, brick masonry bulkheads. 2. Close open ends of piping with threaded metal caps, plastic plugs, or other acceptable methods suitable for size and type of material being closed. Do not use wood plugs. B. Abandoned Manholes and Structures: Excavate around manholes and structures as required and use one procedure below: 1. Remove manhole or structure and close open ends of remaining piping. City of Carlsbad - Contract No. 38372 Page 4 of 5 Pages STORM DRAINAGE 02630 2. Remove top of manhole or structure down to at least 36-inches below final grade. Fill to within 12-inches of top with stone, rubble, gravel, or compacted dirt. Fill to top with concrete. C. Backfill to grade according to Division 2 Section "Earthwork." 3.9 IDENTIFICATION A. Materials and their installation are specified in division 2 Section "Earthwork." Arrange for installation of green warning tape directly over piping and at outside edge of underground structures. 1. Use detectable warning tape over nonferrous piping and over edges of underground structures. 3.10 FIELD QUALITY CONTROL A. Test new piping systems, and parts of existing systems that have been altered, extended, or repaired, for leaks and defects. 1. Alignment: ensure that a light source is visible from structure to structure. B. Replace leaking piping using new materials, and repeat testing until leakage is within allowances specified. 3.11 CLEANING A. Clean interior of piping of dirt and superfluous materials. END OF SECTION 02630 City of Carlsbad - Contract No. 38372 Page 5 of 5 Pages APPENDIX A STOCKPILE ASSESSMENT ALGA NORTE COMMUNITY PARK FEBRUARY 21, 2007 FOR INFORMATION PURPOSES ONLY Geoierhnic,-)! ;tna Cnvuonnienial Sciences Consultants February 21,2007 Project No. 104600004 Mr. William Plummer City of Carlsbad, Engineering Division 1635 Faraday Avenue Carlsbad, California 92008 Subject: Stockpile Assessment Alga Norte Community Park Carlsbad, California Reference: "Geotechnical Evaluation, Alga Norte Community Park, Carlsbad, California," prepared by Ninyo & Moore, dated June 9, 2006. Dear Mr. Plummer: In accordance with your authorization, we have performed an assessment of the stockpile materi- als present on the southeastern corner of the subject 33-acre proposed park site. The site is northwest of the recently completed intersection of Poinsettia Lane and Alicante Road in Carls- bad, California. The referenced geotechnical report was prepared for the site to address the development of the park. The report included surface sampling and laboratory testing of the stockpile materials. Our recent services were performed to provide further information for as- sessing the suitability of reusing the stockpile materials as on-site fill material. Based on the nature of stockpile development, materials may be highly variable and may contain materials dif- ferent from our observations. INTRODUCTION The stockpile is estimated to be approximately 109,000 cubic yards. It was placed between approxi- mately 2002 and 2005 from import materials. It is covered with vegetation consisting primarily of thin to thick grasses and weeds. For the purpose of this letter, the stockpile is divided into three areas, Areas A through C (Figure 1). 5710RuffinRoad • San Diego, California 92123 • Phone (858) 576-1000 • Fax (858) 576-9600 San Diego • Irvine • Ontario • Los Angeles • Oakland • Las Vegas • Carson City « Phoenix • Centennial Alga Norte Community Park February 21, 2007 Carlsbad, California Project No. 104600004 FIELD EXPLORATIONS AND LABORATORY TESTING As part of the assessment, we performed a geologic reconnaissance of the stockpile surface. We also excavated, logged and sampled five test pits (Test Pits 16 through 20) on the stockpile up to approximately 22 feet deep. Locations of our test pits are shown on Figure 1. Detailed logs of ihe test pits are presented on Figures A-l through A-5 in Appendix A. We performed laboratory test- ing on bulk samples taken from the test pits. Laboratory testing consisted of moisture content, expansion index, and sieve analysis. The results of the in-situ moisture content tests are shown on the test pit logs presented in Appendix A. Other laboratory test results are presented on Figures B-l through B-2 in Appendix B. OBSERVATIONS Based on our reconnaissance, boulders and concrete debris up to approximately 2 feet in diame- ter were encountered on the surface of Area A. The boulders consisted of hard metavolcanic rock. Our test pits also encountered occasional boulders. Gypsum crystals were observed at the surface where olive gray, sandy clay was present. The visual presence of gypsum indicates soil with the potential to be severely corrosive to concrete. Area B exposed olive gray, sandy clay. The surface of Area B was desiccated with some desiccation crack depths on the order of feet. Although our laboratory testing of similar materials indicated medium expansion potential, the desiccated nature of the surface suggests these materials are highly expansive. Approximately one half of the surface of Area C exposed materials similar to Area B. The remainder of Area C exposed reddish brown, silty sand. LIMITATIONS The field evaluation, laboratory testing, and geolechnical analyses presented in this geotechnical report have been conducted in general accordance with current practice and the standard of care exercised by geotechnical consultants performing similar tasks in the project area. No warranty, expressed or implied, is made regarding the conclusions, recommendations, and opinions pre- sented in this report. There is no evaluation detailed enough to reveal every subsurface condition. Variations may exist and conditions not observed or described in this report may be encountered I04WXSOO-11. Slncfcpik.ilac 7 Alga Norte Community Park Carlsbad, California February 21,2007 Project No. 104600004 during construction. Uncertainties relative to subsurface conditions can be reduced through addi- tional subsurface exploration. Additional subsurface evaluation will be performed upon request. This report is intended for design purposes only. It does not provide sufficient data to prepare an accurate bid by contractors. It is suggested that the bidders and their geotechnical consultant per- form an independent evaluation of the subsurface conditions in the project areas. The independent evaluations may include, but not be limited to, review of other geotechnical reports prepared for the adjacent areas, site reconnaissance, and additional exploration and laboratory testing. This document is intended to be used only in its entirely. No portion of the document, by itself, is designed to completely represent any aspect of the project described herein. It should be understood that the conditions of a site could change with time as a result of natural processes or the activities of man at the subject site or nearby sites. The findings of this report may, therefore, be invalidated over time, in part or in whole, by changes over which Ninyo & Moore has no control. This report is intended exclusively for use by the client. Any use or reuse of the findings and/or conclusions of this report by parties other than the client is undertaken at said parties' sole risk. Respectfully submitted, NINYO & MOORE Emil Rudolph, P.E. Senior Project Engineer ER/FOM/KHM/gg Francis O. Moreland, C.E.G. Senior Project Geologist Distribution: (2) Addressee (I) Mr. Brad Hilliker; Wimmer Yamada and Caughey Attachments: Figure 1 - Stockpile Exploration Map Appendix A - Test Pit Logs Appendix B - Laboratory Testing KKOfrjOOJ L.Stockpile doc £a fs ... . APPROXIMATE LIMITS i X) OF STOCKPILE •th-TP-20 APPROXIMATE LOCATION OF ^ EXPLORATORY TEST PIT STOCKPILE AREA NOTE: AU. DIMENSIONS. DIRECTIONS AND LOCATIONS ARE APPROXIMATE. REFERENCE; DRAFT REMEDIAL GRADING PLAN, ALGA NORTE COMMUNITYPARK. CITY OF CARLSBAD. STOCKPILE EXPLORATION MAP 150 300 FEET ALGA NORTE COMMUNITY PARK CARLSBAD, CALIFORNIA FIGURE 1 Alga Norte Community Park February 21, 2007 Carlsbad, California Project No. 104600004 APPENDIX A TEST PIT LOGS 10-fcOOOM L SlOs-kpifc A'S FIGURE^_^_._ ^fiKM5Wt^*^^^OfMrtB^^^^— Explanation of Test Pit, Core, Trench and Hand Auger Log Symbols PROJECT NO.DATE LLJHI a.01Q 0 SAMPLES1 ) \ 0} ) ^"^ J CO CQ r \ l o -!¥ ^ ' xx/xx DRY DENSITY (PCF)r iiCLASSIFICATIONU.S.C.S.1 ISM ML SM EXCAVATION LOG EXPLANATION SHEET FILL — Bulk sample. Dashed line denotes material change. — Drive sample. Sand cone performed. Seepage No recovery with drive sampler. Shelby tube sample. Distance pushed in inches/length of sample recovered in inches No recovery with Shelby tube sampler. ALLUVIUM Solid line denotes unit change. Attitude: Strike/Dip b: Bedding c: Contact j: Joint f: Fracture F: Fault cs: Clay Seam s: Shear bss: Basal Slide Surface sf: Shear Fracture sz: Shear Zone sbs: Sheared Bedding Surface The total depth line is a solid line that is drawn at the bottom of the excavation los. SCAl •" 1 inch = 1 foot . - - Testpit exp_ ..xls U.S.C.S. METHOD OF SOIL CLASSIFICATION MAJOR DIVISIONS SYMBOL TYPICAL NAMES COARSE-GRAINED SOILS(More than 1/2 of soil>No. 200 sieve size)FINE-GRAINED SOILS(More than 1/2 of soil<No. 200 sieve size)GRAVELS (More than 1/2 of coarse fraction > No. 4 sieve size) SANDS (More than 1/2 of coarse I fraction 1 <No. 4 sieve size) 1 SILTS & CLAYS Liquid Limit <50 | SILTS & CLAYS Liquid Limit >50 HIGHLY ORGANIC SOILS ** •" » • • •."• V-"» • ••••••rl 1 •1 1.,"•ii •wsum ^xx^- Iii • GW • GP 1 GM % GC•y sw SP SM I sc ML \ CL II °L MH flCH OH Pt Well graded gravels or gravel-sand mixtures, little or no fines Poorly graded gravels or gravel-sand mixtures, little or no fines Silty gravels, gravel-sand-silt mixtures Clayey gravels, gravel-sand-clay mixtures Well graded sands or gravelly sands, little or no fines Poorly graded sands or gravelly sands, little or no fines Silty sands, sand-silt mixtures Clayey sands, sand-clay mixtures Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean Organic silts and organic silty clays of low plasticity Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts Inorganic clays of high plasticity, fat clays Organic clays of medium to high plasticity, organic silty clays, organic silts Peat and other highly organic soils GRAIN SIZE CHART CLASSIFICATION BOULDERS COBBLES GRAVEL Coarse Fine SAND Coarse Medium Fine SILT & CLAY RANGE OF GRAIN SIZE U.S. Standard Sieve Size Above 12" 12" to 3" 3 "to No. 4 3" to 3/4" 3/4" to No. 4 No. 4 to No. 200 No. 4 to No. 10 No. 10 to No. 40 No. 40 to No. 200 Below No. 200 Grain Slz? >n Millimeters Above 305 305 to 76.2 76.2 to 4.76 76.2 to 19.1 19.1 to 4.76 4.76 to 0.075 4.76 to 2.00 2.00 to 0.420 0.420 to 0.075 Below 0.075 PLASTICITY CHART TO 60 x so y£ f£ / CL-M / L S / CL y MLt / / kOL / / / CH / /\ MHi / OH / 0 10 20 30 40 SO 60 70 80 90 100 LIQ UID LIMIT (LL), % U.S.C.S. METHOD OF SOIL CLASSIFICATION USCS Soil Classification Updated Nov. 2004 Oc TEST PIT LOG ALGA NORTE COMMUNITY PARK CARLSBAD, CALIFORNIA PROJECT NO.DATE 104600004 02/07 O : O "o o 6 Q •O.-is.o \ SCALE -(4 ft. CO CO 12 •20 _2i 0) LU I O 6.8 6.4 11.0 7.8 u. 01Q o:Q o ° oiwCO -; o sc DATE EXCAVATED 02/02/07 TEST PIT NO.TP-I6 GROUND ELEVATION 14Q'± (MSL) LOGGED BY METHOD OF EXCAVATION John Deere 200 C LC LOCATION Stockpile BTM FILL: Light reddish brown, damp, medium dense, silly clayey SAND. @ 4': Scattered gravel. @ 6': Scattered cobbles. 2' Diameter boulder. Light gray to light brown. Moist Reddish brown. Damp Total Depth = 22 feet. Groundwaler not encountered. Backfilled on 02/02/07. TEST PIT LOG ALGA NORTH COMMUNITY PARK CARLSBAD, CALIFORNIA PROJECT NO.DATE 104600004 02/07 oo O < C/3 5d DATE EXCAVATED 02/02/07 TEST PIT NO. TP-17 GROUND ELEVATION 139'± (MSL) LOGGED BY METHOD OF EXCAVATION Jolm Deere 200 C LC LOCATION Stockpile BTM DESCRIPTION -16 -20 CL SC FILL: Light gray, damp, firm sandy CLAY; scattered gravel. Light brown to reddish brown, damp to moist, medium dense, silty chiycy SAND; scattered gravel; concrete debris at approximately 2'. SM Light brown to reddish brown, damp, medium dense, silty SAND; scattered gravel. SC Reddish brown, damp, medium dense, clayey SAND; scattered gravel. Scattered cobbles up to approximately 10" in diameter; abundant gravel. Total Depth = 18 feet. Groundvvater not encountered. Backfilled on 02/02/07. TEST PIT LOG ALGA NORTH COMMUNITY PARK CARLSBAD, CALIFORNIA PROJECT NO.DATE 104600004 02/07 m O c/j DATE EXCAVATED 02/02/07 TEST PIT NO.TP-18 GROUND ELEVATION 144'± (MSL) LOGGED BY METHOD OF EXCAVATION John Deere 200 C LC LOCATION Stockpile BTM DESCRIPTION ?3m > -16 SCALE- .24 10.1 11.6 SM FILL Light brown, damp, medium dense, slightly clayey silty SAND. Reddish brown; scattered gravel. CL Light brown to reddish brown; moist, boulder approximately 1.5' in diameter; scattered cobbles. Light grayish brown, damp, firm, sandy silty CLAY. SC SM Light grayish brown, damp to moist, medium dense, silly clayey SAND; scattered gravel. Reddish brown, damp, medium dense, slightly clayey silty SAND; scattered \gravcl and cobbles up to approximately 1' in diameter. Total Depth = 20 feel. Groundwater not encountered. Backfilled on 02/02/07. TEST PIT LOG ALGA NORTH COMMUNITY PARK CARLSBAD, CALIFORNIA PROJECT NO. 104600004 DATE 02/07 coai CL <OT LU £ IO a. IDQ 1 O DATE EXCAVATED 02/02/07 TEST PIT NO. TP-19 GROUND ELEVATION 144' ± (MSL) LOGGED BY BTM METHOD OF EXCAVATION John Deere 200 C LC LOCATION Stockpile DESCRIPTION -4 "-8 -16 -20 11.3 11.7 7.5 SC FILL: Reddish brown, moist, medium dense, silly clayey SAND; scattered gravel. Light gray. Reddish brown, less gravel. SM Gray to brown, damp, medium dense, clayey silly SAND; organics. CL SM Grayish to reddish brown (mottled), damp, firm, sandy CLAY; organics. Dark gray, damp, medium dense, slightly clayey, silly fine SAND; organics Total Depth = 21 feel. Groundwatcr not encountered. Backfilled on 02/02/07. /y^0*yytaiire TEST PIT LOG ALGA NORTH COMMUNITY PARK CARLSBAD, CALIFORNIA PROJECT NO. DATE 104600004 02/07 1 SCALE - o 0 1 O o O o •[ ° o 0 : TO : a 'D T ° : I' A o Vo 7 ^S^L^l V4ft. I •. -DEPTH (FEET) |• -4 -8 -12 -16 -20 •>4 SAMPLES:£ m • 1 15 : ' <u I-a nW MOISTURE (%)7.0 12.2 HDRY DENSITY (PCF) ,n CLASSIFICATIU.S.C.S.SM CL DATE EXCAVATED 02/02/07 TEST PIT NO. TP-20 GROUND ELEVATION 140' ± (MSL) LOGGED BY BTM METHOD OF EXCAVATION John Deere 200 C LC LOCATION Stockpile DESCRIPTION FILL: Reddish brown, damp, medium dense, silly SAND; scattered gravel and scattered cobbles up to approximately 1 .0' in diameter. Light brown, damp, firm, sandy CLAY; scattered gravel. Moist. Total Depth = 10 feel. Groundwaler not encountered. Backfilled on 02/02/07. Alga Norte Community Park February 21, 2007 Carlsbad, California Project No. 104600004 APPENDIX B LABORATORY TESTING I04&00004 L Stockpile Joe GRAVEL Coarse Fine SAND Coarse Medium 1 Fine FINES SILT CLAY U.S. STANDARD SIEVE NUMBERS HYDROMETER 3" 2-1-1/2' 1' 3AT 3/S* 4 10 16 30 SO 100 200 j 900 ' £ 70.0 J 3 > CC. 500 , Z § UJa. \l 'v*_ 100 Symbol • 1 j ! 1 r I, . _Lr j ft 1 1 1 •>. > i i 11 ^ 1 \ i Vs. i- B -__ _j_ ! 1 - - I i 10 1 0.1 0.01 0.001 0.0001 GRAIN SIZE IN MILLIMETERS Sample Location TP-19 £ Depth (ft) >.0-6.0 Liquid Limit - Plastic Plasticity Limit Index _ D,0 _ DSO Deo - cu - * - Passing No. 200 24 u.s.c.s sc PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422-63 (02) M/jjUO&-NftfNQl£Q PROJECT NO. 104600004 DATE 2/07 GRADATION TEST RESULTS Alga None Community Park Stockpile Evaluation Carlsbad, California FIGURE B-1 1M6CCOD4SCVE TP-19 Q 3.0-«.0jib SAMPLE LOCATION TP-16 TP-17 TP-18 TP-20 SAMPLE DEPTH (FT) 6.0-19.0 9.0-10.0 13.0-14.0 8.0-9.0 INITIAL MOISTURE (%) 8.0 8.2 8.8 8.3 COMPACTED FINAL VOLUMETRIC EXPANSION POTENTIAL DRY DENSITY MOISTURE SWELL INDEX EXPANSION (PCF) (%) (IN) 117.0 18.3 0.025 25 Low 116.6 14.7 0.006 6 Very Low 113.8 24.1 0.084 84 Medium 115.7 20.7 0.061 61 Medium PERFORMED IN GENERAL ACCORDANCE WITH Q UBC STANDARD 18-2 Q ASTM D 1829-03 tfingo*ffioxffr* PROJECT 104600004 DATE 2/07 EXPANSION INDEX TEST RESULTS "GURE Alga Norte Community Park rj t\ Stockpile Evaluation Qm£. Carlsbad. California 1CH6OXJW EXPANSIONS IlS APPENDIX B GEOTECHNICAL EVALUATION ALGA NORTE COMMUNITY PARK JUNE 14, 2006 FOR INFORMATION PURPOSES ONLY GEOTECHNICAL EVALUATION ALGA NORTE COMMUNITY PARK CARLSBAD, CALIFORNIA Geotechnical and Environmental Sciences Consultants APPENDIX C GEOTECHNICAL EVALUATION ALGA NORTE COMMUNITY PARK JUNE 14, 2006 Geotechnica/ and Environmental Sciences Consultants GEOTECHNICAL EVALUATION ALGA NORTE COMMUNITY PARK CARLSBAD, CALIFORNIA PREPARED FOR: Mr. Brad Hilliker Wimmer Yamada and Caughey 3067 Fifth Avenue San Diego, California 92103 PREPARED BY: Ninyo & Moore Geotechnical and Environmental Sciences Consultants 5710 Ruffin Road San Diego, California 92123 June 14, 2006 Project No. 104600002 5710 Ruffin Road • San Diego, California 92123 = Phone (858J 576-1000 > Fax (858) 576-9600 San Diego • Irvine • Ontario • Los Angeles • Oakland • Las Vegas • Carson City • Phoenix Geotechnical and Environmental Sciences Consultants June 14,2006 Project No. 104600002 Mr. Brad Hilliker Wimmer Yamada and Caughey 3067 Fifth Avenue San Diego, California 92103 Subject: Geotechnical Evaluation Alga Norte Community Park Carlsbad, California Dear Mr. Hilliker: In accordance with your authorization, we have performed a geotechnical evaluation for the pro- posed Alga Norte Community Park in Carlsbad, California. This report presents our geotechnical findings, conclusions, and recommendations regarding the proposed project. Our report was pre- pared in accordance with our proposal dated May 12, 2006. We appreciate the opportunity to be of service on this project. Respectfully submitted, NINYO & MOORE Francis O. Moreland, C.E.G Senior Project Geologist TQ/Rl/FOM/EO/ag Distribution: (6) Addressee /FRANCIS 0. MORELAND No 2071 CERTIRED ENGINEERING GEOLOGIST Erik Olsen, GE. Chief Geoteehnicai Engineer 57JOI?uffinRoad • San Diego, California 92123 • Phone/858J 576-1000 • Fax |858j 576-9600 San Dieqo • Irvine • Ontario • Los Anqe/es • Oak/and • Las Vegas • Carson City • Phoenix Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 TABLE OF CONTENTS "'aee 1. INTRODUCTION 1 2. SCOPE OF SERVICES 1 3. PROJECT DESCRIPTION ! 1 4. SITE DESCRIPTION 2 5. FIELD EXPLORATION AND LABORATORY TESTING 2 5.1. Exploratory Test Pits 2 5.2. Exploratory Borings 3 5.3. Laboratory Testing 3 6. GEOLOGY AND SUBSURFACE CONDITIONS 3 6.1. Regional Geologic Setting 3 6.2. Site Geology 4 6.2.1. Fill 4 6.2.2. Alluvium .5 6.2.3. Santiago Formation 5 6.3. Rippability 6 6.4. Groundwater 6 6.5. Faulting and Seismicity 6 6.5.1. Strong Ground Motion and Ground Surface Rupture 6 6.5.2. Liquefaction and Seismically Induced Settlement 7 6.5.3. Tsunamis 7 6.6. Landsliding 7 7. CONCLUSIONS 8 8. RECOMMENDATIONS 8 8.1. Earthwork 8 8.1.1. Site Preparation 9 8.1.2. Treatment of Alluvium 9 8.1.3. Treatment of Expansive Soils 9 8.1.4. Treatment of Cut/Fill Transitions Beneath Structures 10 8.1.5. Excavation Characteristics 10 8.1.6. Materials for Fill 10 8.1.7. Compacted Fill 11 8.1.8. Slopes 12 8.1.9. Temporary Slope Stability 12 8.1.10. Trench Backfill , 13 8.1.11. Drainage 13 8.2. CBC Seismic Design Parameters 14 8.3. Foundations 14 104600002 R Alga None Park Alga Norte Community Park . June 14,2006 Carlsbad, California Project No. 104600002 8.3.1. Shallow Foundations 15 8.3.2. Shallow Foundation Lateral Resistance 15 8.3.3. Static Settlement 16 8.4. Retaining Walls 16 8.5. Slabs-on-Grade 16 8.6. Concrete Flatwork ; 17 8.7. Pavements 17 8.8. Corrosion 18 8.9. Concrete 19 8.10. Pre-Construction Meeting 20 8.11. Plan Review and Construction Observation 20 9. LIMITATIONS 21 10. SELECTED REFERENCES 23 Tables Table 1 - Seismic Design Parameters 14 Table 2 - Recommended Pavement Sections 18 Figures Figure 1 - Site Location Map Figure 2 - Geotechnical Map Figure 3 - Fault Location Map Figure 4 - Retaining Wall Drainage Detail Appendices Appendix A - Test Pit Logs Appendix B - Boring Logs of Previous Investigation Appendix C — Laboratory Testing Appendix D - Laboratory Testing of Previous Investigation Appendix E - Typical Earthwork Guidelines 104600002 R Alga Norte Park Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 1. INTRODUCTION In accordance with your request and our proposal dated May 12, 2006, we have performed a geotech- nical evaluation for the design of the proposed Alga Norte Community Park in Carlsbad, California. We previously performed a preliminary geotechnical evaluation for the site and the results were pre- sented in our report dated September 9, 2002. Boring logs and laboratory test results from our previous report are included in this report for reference. This report presents the results of our field exploration and laboratory testing, our conclusions regarding the geotechnical conditions at the subject site, and our recommendations for the design and earthwork construction of this project. 2. SCOPE OF SERVICES The scope of services for this study included the following: • Reviewing background data listed in the Selected References section of this report. The data reviewed included geotechnical reports, topographic maps, geologic data, stereoscopic aerial photographs, fault maps, and a provided plan set for the project. • Performing a geologic reconnaissance to observe site conditions and to locate and mark pro- posed exploratory excavations. • Coordinating and mobilizing for the subsurface exploration. Underground Service Alert (USA) was notified to mark underground utilities at the proposed excavation locations. • Subsurface exploration consisting of 15 exploratory test pits. • Performing geotechnical laboratory testing on selected samples. • Preparing this report presenting our findings, conclusions, and recommendations regarding the geotechnical design and construction aspects of the project. 3. PROJECT DESCRIPTION Based on the provided plans for Alga Norte Community Park, it is our understanding that the proposed park will be located on a 33-acre site northwest of the intersection of the future align- ments of Poinsettia Lane and Alicante Road. Currently planned improvements for the park include an aquatic center with an Olympic-size pool, training pool, and several associated build- 104600002 R Alga None Park Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 ings, moving river pool, skate park, several restrooms, a restroom/concession building, a mainte- nance building, ball and playing fields, and paved parking. One or more retaining walls are also currently planned. We anticipate that cuts and fills will be on the order of 25 feet or less. 4. SITE DESCRIPTION The 33-acre subject site is currently undeveloped; however a large stockpile of import material is located on the southern portion of the site. The site occupies the bottom of a north-south trending valley and was previously used for agricultural purposes. Moderately sloping hillsides are present on the east and west sides of the property. Site elevations range from approximately 105 feet above Mean Sea Level (MSL) at the southeastern corner of the site to approximately 175 feet MSL along the western side of the site. Vegetation at the site currently consists of grass, brush, and weeds. 5. FIELD EXPLORATION AND LABORATORY TESTING Our field exploration of the subject site included a geologic reconnaissance and subsurface explora- tion conducted on May 22 and 23, 2006. The subsurface evaluation consisted of excavating 15 exploratory test pits. The test pit locations were selected based on the results of our background geotechnical review and field reconnaissance. Prior to commencing the subsurface exploration, Un- derground Service Alert was notified for mark-out of the existing utilities. 5.1. Exploratory Test Pits Fifteen exploratory test pits were excavated at the site on May 22 and May 23, 2006 at the approximate locations indicated on Figure 2. The test pits were excavated with a four-wheel- drive backhoe. Test pit depths ranged from 6.5 to 20 feet below the existing ground surface. Detailed logs of the test pits are presented in Appendix A. 104600002 R Alga None Park Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 5.2. Exploratory Borings Fifteen exploratory borings were excavated at the site as part of our previous preliminary geotechnical evaluation, on August 5 and 6, 2002 at the approximate locations indicated on Figure 2. The borings were drilled with an all-terrain vehicle mounted, continuous flight hol- low-stem auger drill. Boring depths ranged from 11.5 to 51.3 feet below the ground surface. Detailed logs of the borings are presented for reference in Appendix B. 5.3. Laboratory Testing Samples were obtained during our subsurface evaluation for laboratory analysis. Testing of the current investigations included in-situ dry density and moisture content, grain size analyses, Atterberg limits, shear strength, expansion index, maximum dry density and optimum mois- ture content, corrosivity, and R-value. The results of the in-situ moisture content and dry density tests are shown on the test pit logs presented in Appendix A. Other laboratory test re- sults are presented in Appendix C. Results of laboratory tests performed in our previous investigation are included in Appendix D for reference. 6. GEOLOGY AND SUBSURFACE CONDITIONS Our findings regarding regional and local geology, including faulting and seismicity, landslides, rippability (excavatibility), and groundwater conditions at the subject site are provided in the fol- lowing sections. 6.1. Regional Geologic Setting The project area is situated in the western San Diego County section of the Peninsular Ranges Geomorphic Province. This geomorphic province encompasses an area that extends approximately 900 miles from the Transverse Ranges and the Los Angeles Basin south to the southern tip of Baja California (Norris and Webb, 1990). The province varies in width from approximately 30 to 100 miles. In general, the province consists of rugged mountains under- lain by Jurassic metavolcanic and metasedimentary rocks, and Cretaceous igneous rocks of 104600002 R Alga None Park Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 the southern California batholith. The portion of the province in San Diego County that in- cludes the project area consists generally of uplifted Tertiary age Santiago Formation and recent alluvium. The Peninsular Ranges Province is traversed by a group of sub-parallel faults and fault zones trending roughly northwest. Several of these faults, which are shown on Figure 3, Fault Lo- cation Map, are considered active faults. The Elsinore, San Jacinto and San Andreas faults are active fault systems located northeast of the project area and the Rose Canyon, Agua Blanca- Coronado Bank, and San Clemente faults are active faults located west of the project area. The Rose Canyon Fault Zone has been mapped approximately 7 miles southwest of the pro- ject site, which is the closest known active fault relative to the site. Major tectonic activity associated with these and other faults within this regional tectonic framework consists primar- ily of right-lateral, strike-slip movement. Further discussion of faulting relative to the site is provided in the Faulting and Seismicity section of this report. 6.2. Site Geology Geologic units encountered during our field reconnaissance and subsurface evaluation in- cluded fill, alluvium and materials of the Santiago Formation. Generalized descriptions of the earth units encountered during our field reconnaissance and subsurface exploration are provided in the subsequent sections. More detailed descriptions are provided on the boring and test pit logs in Appendices A and B. 6.2.1. Fill Fill soils were encountered during our reconnaissance in the large stockpile on the southern portion of the site and at various other locations on the site. These soils were generally associated with unimproved road construction on site and stockpiled imported soils generated during grading of the adjacent residential development. The types of soils in the stockpile can vary considerably and construction debris or vegetation may be present within the stockpile. Materials observed on the surface of the stockpile generally 104600002 R Alga None Park Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 appeared adequate for reuse as structural fill. A significant amount of fill is also located near the central portion of the southern boundary of the site. This fill is associated with the construction of a small reservoir (pond) and may be up to 10 feet deep. In general, we anticipate that these soils are derived from, and similar to the underlying alluvial soils. The fill soils in the stockpile and those associated with the reservoir are consid- ered undocumented, and not suitable for structural support. Another significant amount of fill is located at the northern end of the site and was placed during grading for the ad- jacent residential development. We assume that documentation for this fill can be provided. In general, the fill soils consist of dark yellowish and grayish brown to brown, damp, stiff to hard, silty to sandy clay, and loose to medium dense, clayey fine sand and silty fine sand. 6.2.2. Alluvium Alluvium was observed over the majority of the site and encountered in our exploratory borings and test pits from the surface to depths of more than 26.5 feet. In general, the al- luvium consisted of dark yellowish and grayish brown to brown, damp to wet, stiff to hard, silty to sandy clay, and loose to dense, clayey fine sand and silty fine sand. 6.2.3. Santiago Formation The Santiago Formation is present in the hillside on the western side of the site, and un- derlying the alluvium at the site. The Santiago Formation was encountered in borings B- 2, B-5, B-6, B-8, B-ll, B-12, B-13, and B-15 from a depth of 5 feet to the total depth explored of 51.3 feet, and in test pits TP2, TP-3, TP-5, TP-6, TP-7, TP-10, TP-11, and TP-15 from a depth of 1 foot to the total depth explored of 20 feet. In general, the Santi- ago Formation materials consist of yellowish brown, damp to moist, weakly cemented silty sandstone and light gray to brown, damp to moist, moderately to strongly indurated clayey siltstone and strongly indurated claystone. 104600002 R Alga None Park Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 6.3. Rippability Based on our subsurface exploration of the site, the on-site materials are expected to be rip- pable with normal heavy-duty earthmoving equipment. 6.4. Groundwater Groundwater was encountered in exploratory borings B-ll and B-14, at depths of 17 and 18 feet, respectively, and in test pit TP-12 at a depth of 14 feet below the ground surface. Fluc- tuations in the groundwater level may occur due to variations in ground surface topography, subsurface geologic conditions and structure, rainfall, irrigation, and other factors. 6.5. Faulting and Seismicity The project area is considered to be seismically active. Based on our review of the refer- enced geologic maps and stereoscopic aerial photographs, as well as on our geologic field reconnaissance, the subject site is not underlain by known active or potentially active faults (i.e., faults that exhibit evidence of ground displacement in the last 11,000 years and 2,000,000 years, respectively). In general, hazards associated with seismic activity include: strong ground motion, ground surface rupture, liquefaction, seismically induced settlement, and tsunamis. These hazards are discussed in the following sections. 6.5.1. Strong Ground Motion and Ground Surface Rupture Based on a Probabilistic Seismic Hazard Assessment for California, issued by the United States Geological Survey/California Geological Survey (2003), the project is lo- cated in a zone where the horizontal peak ground acceleration having a 10 percent probability of exceedance in 50 years is 0.32g (32 percent of the acceleration of gravity). The requirements of the governing jurisdictions and applicable building codes should be considered in the project design. 104600002 R Alga None Park Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 The active Rose Canyon Fault is located approximately 6.6 miles southwest of the site. The Rose Canyon Fault is capable of generating an earthquake magnitude of 7.2 (United States Geological Survey/California Geological Survey, 2003). Based on our review of the referenced literature and our site reconnaissance, no active faults are known to cross the project site. Therefore, the potential for ground rupture due to faulting at the site is considered low. However, lurching or cracking of the ground surface as a result of nearby seismic events is possible. 6.5.2. Liquefaction and Seismically Induced Settlement Liquefaction of cohesionless soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose granular soils and non- plastic silts that are saturated by a relatively shallow groundwater table are susceptible to liquefaction. Some loose granular alluvium was encountered within the upper 12 feet at the site. Recommendations are provided herein to remove and recompact the upper 12 feet of alluvium in structural areas. After these materials are mitigated, it is our opinion that the potential for liquefaction and seismically induced settlement in structural areas at the subject site will be low. 6.5.3. Tsunamis Tsunamis are long wavelength seismic sea waves (long compared to the ocean depth) generated by sudden movements of the ocean bottom during submarine earthquakes, landslides, or volcanic activity. Based on the inland location of the site, the potential for damage due to tsunami is not a design consideration. 6.6. Landsliding Based on our review of published geologic literature and aerial photographs, and our geo- logic reconnaissance, no landslides or related features are known to underlie the subject site. 104600002 R Alga None Park Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 7. CONCLUSIONS Based on our review of the referenced background data, geologic field reconnaissance, subsur- face evaluation, and laboratory testing, it is our opinion that construction of the proposed project is feasible from a geotechnical standpoint. Based on our review of published geologic maps and our field evaluation, the project site is not underlain by faults or landslides. Geotechnical consid- erations include the following: • Loose alluvium is present on the site. These soils are not suitable for structural support in their present condition unless compacted to the specified criteria. Recommendations are pre- sented herein for remedial grading of this material. • Some of the alluvium and materials of the Santiago Formation on site may possess a me- dium to high expansion potential. Recommendations are presented herein to reduce possible damage to structures resulting from swelling and shrinkage of these materials. • Based on the provided preliminary conceptual plan for the subject park, some of the struc- tures may be underlain by a cut/fill transition and subject to differential settlement. Recommendations are provided herein to mitigate the potential for differential settlement across cut/fill transitions. • Some on-site materials, including fill and alluvium, may not be suitable for use as structural fill. If encountered, these materials should be removed from the site. 8. RECOMMENDATIONS Based on our understanding of the project, the following preliminary recommendations are pro- vided for the design and construction of the proposed project. 8.1. Earthwork In general, earthwork should be performed in accordance with the recommendations pre- sented in this report. Ninyo & Moore should be contacted for questions regarding the recommendations or guidelines presented herein. In addition, Typical Earthwork Guidelines for the project are included as Appendix E. In the event of a conflict in recommendations, the rec- ommendations presented in the text of this report supersede those in Appendix E. 104600002 R Alga None Park Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 8.1.1. Site Preparation The project site should be cleared and grubbed prior to grading. Clearing and grubbing should consist of the removal of vegetation and other deleterious materials, such as trash and debris, from the areas to be graded. Clearing and grubbing should extend to the outside of the proposed excavation and fill areas. The debris generated during clearing and grubbing should be removed from areas to be graded and disposed of off site at a legal dumpsite. 8.1.2. Treatment of Alluvium We recommend that alluvium in structural areas be removed to a depth of 12 feet, or within 5 feet of groundwater, and replaced with compacted fill. The base of the removal excavation should extend 5 feet plus the depth of the removal beyond the structural ar- eas. The extent of, and depths to which the alluvium should be removed, should be evaluated by Ninyo & Moore's representative in the field based on the materials ex- posed. Any unsuitable materials such as organic matter or oversized material should be selectively removed and disposed of off site. We understand that up to 25 feet of fill may be placed over portions of the site. In struc- tural areas, where alluvium is removed and replaced with compacted fill, the estimated settlements may be approximately 1 inch. In non-structural areas, where remedial work is not performed, the estimated settlements may be up to approximately 5 inches. 8.1.3. Treatment of Expansive Soils To reduce the potential for differential movement of foundations due to expansive soils, we recommend that soils with low to very low expansion (Expansion Index less than 50) be placed in structural areas on the site to a depth of 3 feet below the bottom of foundations or pool shells, or 5 feet below finish grade, whichever is deeper. The low expansive material should extend beyond the structural footprint a distance of 8 feet. In areas with flatwork or pavements, we recommend that soils to a depth of 3 feet below finish grade consist of materials with a low to very low expansion potential. 104600002 R Alga None Park Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 8.1.4. Treatment of Cut/Fill Transitions Beneath Structures In order to mitigate the potential for differential settlement, we recommend that where a cut/fill transition line extends beneath a proposed building location, the cut portion of the pad should be undercut an amount one-third or more of the deepest fill depth be- neath the structure, or 3 feet, whichever is greater, and replaced with compacted fill. The undercut should be extended outward from the building footprint a distance of 5 feet plus the depth of undercut. 8.1.5. Excavation Characteristics The results of our field exploration program indicate that the project site, as presently pro- posed, is underlain by alluvium and materials of the Santiago Formation. The on-site materials should generally be excavatable by heavy-duty earthmoving equipment in good working condition. 8.1.6. Materials for Fill On-site soils with an organic content of less than 3 percent by volume (or 1 percent by weight) are suitable for use as fill. Fill material should not contain rocks or lumps over 6 inches in largest dimension, and not more than 40 percent larger than 3/4 inch. Utility trench backfill material should not contain rocks or lumps over 3 inches in largest dimen- sion. Larger chunks, if generated during excavation, may be broken into acceptably sized pieces or disposed of off site. Imported fill material should be a low or very low expansion potential (UBC Expansion Index of 50 or less) granular soil with a plasticity index of 12 or less. Import material should also have low corrosion potential (chloride content less than 500 parts per million [ppm], soluble sulfate content of less than 0.1 percent, and pH of 5.5 or more). Materials for use as fill should be evaluated by the Ninyo & Moore repre- sentative prior to filling or importing. 104600002 R Alga None Park in Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 8.1.7. Compacted Fill Prior to placement of compacted fill, the contractor should request an evaluation of the exposed ground surface by Ninyo & Moore. Unless otherwise recommended, the ex- posed ground surface should then be scarified to a depth of approximately 8 inches and watered or dried, as needed, to achieve generally consistent moisture contents at or near the optimum moisture content. The scarified materials should then be compacted to 90 percent relative compaction in accordance with American Society for Testing and Materials (ASTM) Test Method D1557. The evaluation of compaction by Ninyo & Moore should not be considered to preclude any requirements for observation or ap- proval by governing agencies. It is the contractor's responsibility to notify Ninyo & Moore and the appropriate governing agency when project areas are ready for observa- tion, and to provide reasonable time for that review. Fill materials should be moisture conditioned to near optimum moisture content prior to placement. The optimum moisture content will vary with material type and other factors. Moisture conditioning of fill soils should be generally consistent within the soil mass. Prior to placement of additional compacted fill material following a delay in the grading operations, the exposed surface of previously compacted fill should be prepared to receive fill. Preparation may include scarification, moisture conditioning, and recompaction. Compacted fill should be placed in horizontal lifts of approximately 8 inches in loose thickness. Prior to compaction, each lift should be watered or dried as needed to achieve near optimum moisture condition, mixed, and then compacted by mechanical methods, using sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other appropriate compacting rollers, to a relative compaction of 90 percent as evaluated by ASTM D1557. Successive lifts should be treated in a like manner until the desired finished grades are achieved. 104600002 R Alga None Park J J Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 8.1.8. Slopes Unless otherwise recommended by Ninyo & Moore and approved by the regulating agencies, permanent cut and fill slopes should not be steeper than 2:1 (horizon- tal:vertical). Compaction of the face of fill slopes should be performed by backrolling at intervals of 4 feet or less in vertical slope height, or as dictated by the capability of the available equipment, whichever is less. Fill slopes should be backrolled utilizing a conventional sheepsfoot-type roller. Care should be taken to maintain the desired moisture conditions and/or reestablish them, as needed, prior to backrolling. The placement, moisture condi- tioning, and compaction of fill slope materials should be done in accordance with the recommendations presented in the Compacted Fill section. Site runoff should not be permitted to flow over the tops of slopes. Positive drainage should be established away from the top of slopes. This may be accomplished by utiliz- ing brow ditches placed at the top of slopes to divert surface runoff away from the slope face where drainage devices are not otherwise available. The on-site soils are likely to be susceptible to erosion; therefore, the project plans and specifications should contain design features and construction requirements to mitigate erosioii of on-site soils during and after construction. Slopes and other exposed ground surfaces should be appropriately planted with protective ground cover. 8.1.9. Temporary Slope Stability We recommend that trenches and excavations be designed and constructed in accordance with OSHA (Occupational Safety and Health Administration) regulations. These regula- tions provide trench sloping and shoring design parameters for trenches up to 20 feet deep based on a description of the soil types encountered. Trenches over 20 feet deep should be designed by the Contractor's engineer based on site-specific geotechnical analyses. For planning purposes, we recommend that the following OSHA soil classification be used: 104600002 R Alga None Park j 2 Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 Fill and Alluvium Type C Santiago Formation Type B Upon making the excavations, the soil/rock classifications and excavation performance should be evaluated in the field by the geotechnical consultant in accordance with OSHA regulations. Recommendations for temporary shoring can be provided, if requested. In general, temporary slopes above the water table and excavated in fill or alluvium and the Santiago Formation should be inclined no steeper than 1.5:1 and 1:1, respectively. Temporary excavations that encounter seepage may need shoring or may be stabilized by placing sandbags or gravel along the base of the seepage zone. Excavations encountering seepage should be evaluated on a case-by-case basis. 8.1.10. Trench Backfill Backfill for utility trenches should be compacted to 90 percent relative compaction as evaluated by ASTM D 1557. Lifts should be of appropriate thickness to allow compac- tion to be achieved with the equipment used. 8.1.11. Drainage Roof, pad, and slope drainage should be directed away from slopes and structures to suitable discharge areas by nonerodible devices (e.g., gutters, downspouts, concrete swales, etc.). Positive drainage adjacent to structures should be established and maintained. Positive drainage may be accomplished by providing drainage away from the foundations of the structure at a gradient of 2 percent or steeper for a distance of 5 feet or more outside the building perimeter, and further maintained by a graded swale leading to an appropriate outlet, in accordance with the recommendations of the project civil engineer and/or landscape architect. 104600002 R Alga Norte Park I 1 Alga Norte Community Park Carlsbad, California June 14, 2006 Project No. 104600002 Surface drainage on the site should be provided so that water is not permitted to pond. A gra- dient of 2 percent or steeper should be maintained over the pad area and drainage patterns should be established to direct and remove water from the site to appropriate outlets. Care should be taken by the contractor during final grading to preserve any berms, drainage terraces, interceptor swales or other drainage devices of a permanent nature on or adjacent to the property. Drainage patterns established at the time of final grading should be maintained for the life of the project. The property operators should be made very clearly aware that altering drainage patterns might be detrimental to slope stability and foundation performance. 8.2. CBC (California Building Code) Seismic Design Parameters According to the 2001 CBC, the proposed site is within Seismic Zone 4. Based on the dis- tance from the site to the nearest active fault, the site is not within a Near-Source Zone. Table 1 includes the seismic design parameters for the site as defined in, and for use with, the 2001 edition of the CBC. Table 1 - Seismic Design Parameters Parameter Seismic Zone Factor, Z Soil Profile Type Seismic Coefficient Ca Seismic Coefficient Cv Near-Source Factor, Na Near-Source Factor, Nv Seismic Source Type Value 0.40 So 0.44Na 0.64NV 1.0 1.0 B 1997 UBC Reference Table 16-1 Table 16 -J Table 16 -Q Table 16 -R Table 16 -S Table 16 -T Table 16 -U 8.3. Foundations Based on our understanding that any future buildings will be relatively small, one- or two- story structures, we are providing the following preliminary foundation recommendations. 104600002 R Alga None Park 14 Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 8.3.f. Shallow Foundations Continuous and/or spread footings should be founded in compacted fill or materials of the Santiago Formation. Footings founded as recommended may be designed using an allowable bearing capacity of 3,500 pounds per square foot (psf). The allowable bearing pressures may be increased by one-third when considering loading of short duration such as wind or seismic forces. Foundations should be founded 18 inches below lowest adjacent grade. Continuous footings should have a width of 15 inches and isolated foot- ings should be 24 inches in width. We recommend that foundations be reinforced in accordance with the recommendations of the project structural engineer. From a geotechnical standpoint, we recommend that continuous footings be reinforced with four No. 4 reinforcing bars, two placed near the top of the footing and two near the bottom. 8.3.2. Shallow Foundation Lateral Resistance For resistance of foundations to lateral loads, we recommend an allowable passive pres- sure exerted by an equivalent fluid weight of 300 pounds per cubic foot (pcf) be used with a value of up to 3,000 psf. This value assumes that the ground is horizontal for a distance of 10 feet or more, or three times the height generating the passive pressure, whichever is greater. We recommend that, the upper one-foot of soil not protected by pavement or a concrete slab be neglected when calculating passive resistance. For frictional resistance to lateral loads, we recommend a coefficient of friction of 0.35 be used between soil and concrete. The allowable lateral resistance can be taken as the sum of the frictional resistance and passive resistance provided the passive resistance does not exceed one-half of the total allowable resistance. The passive resistance values may be increased by one-third when considering loads of short duration such as wind or seismic forces. 104600002 R Alga None Park ] 5 Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 8.3.3. Static Settlement We estimate that the proposed structures, designed and constructed as recommended herein, will undergo total settlements of less than approximately 1-inch. Differential set- tlements are typically less than about one-half of the total settlement. 8.4. Retaining Walls Retaining walls are anticipated at the subject site. For the design of a yielding retaining wall that is not restrained against movement by rigid comers or structural connections, an active pressure represented by an equivalent fluid weight of 70 pounds per cubic foot (pcf) may be assumed for 2:1 backfill and 40 pcf for level backfill. Restrained walls (non-yielding) may be designed for at-rest pressure represented by an equivalent fluid weight of 100 pcf for 2:1 backfill and 60 pcf for level backfill. These pressures assume low-expansive, granular back- fill with a friction angle of 30°, moist density of 120 pcf, and free-draining conditions. A drain should be provided behind the wall as shown on Figure 4. The drain should be connected to an appropriate outlet. Retaining walls may be founded on a continuous footing based in compacted fill. Recom- mendations regarding bearing capacity and lateral resistance in the Foundations section also apply to retaining walls. 8.5. Slabs-on-Grade We recommend that conventional, slab-on-grade floors, underlain by very low to low expan- sive compacted fill, be 5 inches in thickness and be reinforced with No. 3 reinforcing bars spaced 18 inches on center each way. The reinforcing bars should be placed near the mid- point of the slabs. As a means to help reduce shrinkage cracks, we recommend that the slabs be provided with expansion joints at intervals of approximately 15 to 20 feet, each way or as recommended by the structural engineer. The slab reinforcement and expansion joint spacing should be designed by the structural engineer. 104600002 R Alga None Park Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 If moisture sensitive floor coverings are to be used, we recommend that slabs be underlain by a vapor retarder and capillary break system consisting of a 10-mil polyethylene (or equivalent) membrane placed over 4 inches of clean medium to coarse sand or pea gravel and overlain by an additional 2 inches of sand to help protect the membrane from puncture during placement and to aid in concrete curing. The exposed subgrade should be moistened just prior to the placement of concrete. Exterior concrete flatwork should be 5 inches in thickness and should be reinforced with No. 3 reinforcing bars placed at 24 inches on-center both ways. The vapor retarder may be omitted for exterior flatwork. 8.6. Concrete Flatwork To reduce the potential manifestation of distress to exterior concrete flatwork due to move- ment of the underlying soil, we recommend that such flatwork be installed with crack- control joints at appropriate spacing as designed by the structural engineer. Exterior slabs should be underlain by 4 inches of clean sand. The subgrade soils should be scarified to a depth of 12 inches, moisture conditioned to within approximately 2 percent of the optimum moisture content, and compacted to a relative compaction of 90 percent, as evaluated by ASTM D1557. Positive drainage should be established and maintained adjacent to flatwork. 8.7. Pavements We understand that the proposed development will include an asphalt concrete-paved access drive and parking lot. For planning purposes we are providing preliminary pavement designs. Laboratory testing was performed on a representative sample of the on-site soils to evaluate R-value. The test was in general accordance with California Test Method 301 and the results are presented in Appendix B. The test results indicate an R-value of less than 5 for the sample tested. We have used a R-value of 5 for the preliminary basis for design of flexible pave- ments at the project site. Actual pavement recommendations should be based on R-value 104600002 R Alga None Park i -j Alga Norte Community Park Carlsbad, California June 14,2006 Project No. 104600002 tests performed on bulk samples of the soils that are exposed at the finished subgrade eleva- tions across the site once grading operations have been performed. For design we have used Traffic Indices (TI) of 6.0 for access drives and 5.0 for parking. The preliminary recommended pavement sections are as follows: Table 2 - Recommended Pavement Sections Area Access Roads Parking R-Value 5 5 Traffic Index 6.0 5.0 Asphalt Concrete (inches) 4 3 Class 2 Aggregate Base (inches) 11 10 As indicated, these values assume traffic indices of 6.0 for site access roads and 5.0 for parking areas where very little truck traffic is anticipated. In addition, we recommend that the upper 12 inches of the subgrade be compacted to a relative compaction of 95 percent. The above pavement sections should provide an approximate pavement life of 20 years. If traffic loads are different from those assumed, the pavement design should be re-evaluated. We suggest that consideration be given to using portland cement concrete pavements in areas where dumpsters will be stored and where refuse trucks will stop and load. Experience indi- cates that refuse truck traffic can significantly shorten the useful life of asphalt concrete sections. We recommend that in these areas, 6 inches of 600 psi flexural strength portland cement concrete reinforced with No. 3 bars, 18-inches on center, be placed over 3 feet of very low to low expansive soil compacted to the recommendations presented in the Com- pacted Fill section. 8.8. Corrosion Laboratory testing was performed on a representative sample of the on-site soils to evaluate pH and electrical resistivity, as well as chloride and sulfate contents. The pH and electrical resistivity tests were performed in accordance with California Test 643 and the sulfate and 104600002 R Alga None Park 18 Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 chloride tests were performed in accordance with California Tests 417 and 422, respectively. These laboratory test results are presented in Appendix B. The results of the corrosivity testing indicated an electrical resistivity of the sample tested of 420 ohm-cm. The soil pH of the sample was 6.6. The test indicated a chloride content of 75 ppm and a sulfate content of 0.04 percent. Based on Caltrans criteria, the on-site soils would not be classified as corrosive, which is defined as soil with more than 500 ppm chlo- rides, more than 0.2 percent sulfates, or a pH less than 5.5. Concrete in contact with soil or water that contains high concentrations of soluble sulfates can be subject to chemical deterioration. Laboratory testing indicated a sulfate content of the sample tested of less than 0.1 percent, which is considered negligible for sulfate attack (CBC, 2001). We recommend that 3 inches of concrete cover be provided over reinforcing steel for cast-in-place structures in contact with the soil. Although the results of the sulfate tests were not significantly high, due to the variability in the on-site soils and the potential future use of reclaimed water at the site, we recommend that Type V cement be used for con- crete structures in contact with soil, hi addition, we recommend a water to cement ratio of no more than 0.45. 8.9. Concrete In order to reduce the potential for shrinkage cracks in the concrete during curing, we rec- ommend that for slabs on grade, the concrete be placed with a slump in accordance with Table 5.2.1 of Section 302.1R of The Manual of Concrete Practice, "Floor and Slab Con- struction," or Table 2.2 of Section 332R in The Manual of Concrete Practice, "Guide to Residential Cast-in-Place Concrete Construction." If a higher slump is needed for screening and leveling, a super plasticizer is recommended to achieve the higher slump without chang- ing the required water to cement ratio. The slump should be checked periodically at the site prior to concrete placement. We also recommend that crack control joints be provided in slabs in accordance with the recommendations of the structural engineer to reduce the poten- 104600002 R Alga None Park in Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 tial for distress due to minor soil movement and concrete shrinkage. We further recommend that concrete cover over reinforcing steel for slabs on grade and foundations be in accor- dance with CBC 1907.7. The structural engineer should be consulted for additional concrete specifications. 8.10. Pre-Construction Meeting We recommend that a pre-construction meeting be held prior to commencement of grading. The owner or his representative, the agency representatives, the architect, the civil engineer, Ninyo & Moore, and the contractor should be in attendance to discuss the plans, the project, and the proposed construction schedule. 8.11. Plan Review and Construction Observation The conclusions and recommendations presented in this report are based on analysis of observed conditions in widely spaced exploratory excavations. If conditions are found to vary from those described in this report, Ninyo & Moore should be notified, and additional recommendations will *- be provided upon request. Ninyo & Moore should review the final project drawings and specifi- cations prior to the commencement of construction. Ninyo & Moore should perform the needed observation and testing services during construction operations. The recommendations provided in this report are based on the assumption that Ninyo & Moore will provide geotechnical observation and testing services during construction. In the event that it is decided not to utilize the services of Ninyo & Moore during construction, we request that the selected consultant provide the client with a letter (with a copy to Ninyo & Moore) indicating that they fully understand Ninyo & Moore's recommendations, and that they are in full agreement with the design parameters and recommendations contained in this report. Construction of proposed improvements should be performed by qualified subcon- tractors utilizing appropriate techniques and construction materials. 104600002 R Alga None Park 2Q Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 9. LIMITATIONS The field evaluation, laboratory testing, and geotechnical analyses presented in this geotechnical report have been conducted in general accordance with current practice and the standard of care exercised by geotechnical consultants performing similar tasks in the project area. No warranty, expressed or implied, is made regarding the conclusions, recommendations, and opinions pre- sented in this report. There is no evaluation detailed enough to reveal every subsurface condition. Variations may exist and conditions not observed or described in this report may be encountered during construction. Uncertainties relative to subsurface conditions can be reduced through addi- tional subsurface exploration. Additional subsurface evaluation will be performed upon request. Please also note that our evaluation was limited to assessment of the geotechnical aspects of the project, and did not include evaluation of structural issues, environmental concerns, or the pres- ence of hazardous materials. This document is intended to be used only in its entirety. No portion of the document, by itself, is designed to completely represent any aspect of the project described herein. Ninyo & Moore should be contacted if the reader requires additional information or has questions regarding the content, interpretations presented, or completeness of this document. This report is intended for design purposes only. It does not provide sufficient data to prepare an accurate bid by contractors. It is suggested that the bidders and their geotechnical consultant per- form an independent evaluation of the subsurface conditions in the project areas. The independent evaluations may include, but not be limited to, review of other geotechnical reports prepared for the adjacent areas, site reconnaissance, and additional exploration and laboratory testing. Our conclusions, recommendations, and opinions are based on an analysis of the observed site con- ditions. If geotechnical conditions different from those described in this report are encountered, our office should be notified, and additional recommendations, if warranted, will be provided upon re- quest. It should be understood that the conditions of a site could change with time as a result of natural processes or the activities of man at the subject site or nearby sites. In addition, changes to the applicable laws, regulations, codes, and standards of practice may occur due to government ac- 104600002 R Alga None Park Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 tion or the broadening of knowledge. The findings of this report may, therefore, be invalidated over time, in part or in whole, by changes over which Ninyo & Moore has no control. This report is intended exclusively for use by the client. Any use or reuse of the findings, conclu- sions, and/or recommendations of this report by parties other than the client is undertaken at said parties' sole risk. 104600002 R Alga None Park 2 ? Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 10. SELECTED REFERENCES American Concrete Institute, 199la, Guidelines for Concrete Floor and Slab Construction, (ACI 302.1R). American Concrete Institute, 1991b, Guidelines for Residential Cast-in-Place Concrete Construc- tion, (ACI 332R). California Department of Conservation Division of Mines and Geology, 1998, Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada: dated February. California Building Standards Commission, 2001, California Building Code, Title 24, Part 2, Volumes 1 and 2. California Department of Conservation Division of Mines and Geology, 1999, Seismic Shaking Hazards Maps of California: Map Sheet 48. California Division of Mines and Geology (CDMG), 1995, Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, California: Open File Report 95-04. California Division of Mines and Geology (CDMG), 1996, Geologic Maps of the Northwestern Part of San Diego County, California: Open File Report 96-02. Geocon, 2001, Update Soil and Geologic Investigation, Villages of La Costa - The Greens, Carlsbad, California: dated June 25. Geocon, 2001, Supplemental Geotechnical Investigation, Poinsettia Lane, Villages of La Costa - The Greens, Carlsbad, California: dated October 23. Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas: California Division of Mines and Geology, California Geologic Data Map Series, Map No. 6, Scale 1:750,000. Norris, R. M. and Webb, R. W., 1990, Geology of California, Second Edition: John Wiley & Sons, Inc. Public Works Standards, Inc., 2000, "Greenbook," Standard Specifications for Public Works Construction. United States Department of the Interior, Bureau of Reclamation, 1989, Engineering Geology Field Manual. United States Geological Survey/California Geological Survey, 2003, Probabilistic Seismic Haz- ards Assessment Model for California. United States Geological Survey, 1968 (photo-revised 1975), Encinitas Quadrangle, California, San Diego County, 7.5-Minute Series (Topographic): Scale 1:24,000. 104600002 R Alga None Park --, Alga Norte Community Park Carlsbad, California June 14, 2006 Project No. 104600002 AERIAL PHOTOGRAPHS Source USDA Date 4-11-53 Flight AXM-8M Numbers 72 and 73 Scale 1:20,000 104600002 R Alga None Park 24 rra*r f—g »«RW x \%lisfj^«*|?f^jJi *'.•-.. 3j?ff-: TO*|o | #"••• -•' I:""*"2'/! VV;;'&^" jT'j-- i M$~£ Vr*7.i !u'* ^*:» ^.''!^ vr \^i: Vv-"--.• i ^1 ^sww*-^' ••^•-', • j-,^'i:v. ,.••"»>•' I Vv.iis.^V^'Drj '" x^\ I Vrifetfe" 34 /" ^t;:/fV:«!frf^y;-^:C0STAj! #-?- j ^-Uv,. f^/U*lt^^fe^4^<^j **; -j-'u^j..^.-- ^At i»,^%^^T*^|-$ : ^I'^aS^&AY-7" =' •• ^^^5li^fc^v1fej^ y ^-^%l^, W REFERENCE: 2005 THOMAS GUIDE FOR SAN DIEGO COUNTY. STREET GUIDE AND DIRECTORY. 0 2400 4800 A APPROXIMATE SCALE IN FEET "ElALL DIMENSIONS. DIRECTIONS AND LOCATIONS ARE APPROXIMATE. PROJECT NO. 104600002 DATE 6/06 SITE LOCATION MAP ALGA NORTE COMMUNITY PARK CARLSBAD. CALIFORNIA FIGURE 1 APPROXIMATE SCALE 0 300 600 FEET MOTE ALL DIMENSIONS, DIRECTIONS AND LOCATIONS ARE APPROXIMATE LEGEND B 15 APPROXIMATE LOCATION OF EXPLORATORY BORING TP-15 APPROXIMATE LOCATION OF EXPLORATORY TEST PIT • S-2 APPROXIMATE LOCATION OF STOCKPILE SAMPLE SITE PLAN PROJECT NO. 104600002 DATE 6/06 ALGA NORTH COMMUNITY PARK CARLSBAD, CALIFORNIA FIGURE APPROXIMATE SCALE =! 30 60 MILES \t\er Norris and Webb. 1990. tyinyo PROJECT NO. 104600002 DATE 6/06 FAULT LOCATION MAP ALGA NORTE COMMUNITY PARK CARLSBAD. CALIFORNIA FIGURE SOIL BACKFILL COMPACTED TO 90% RELATIVE COMPACTION * 12 INCHES RETAINING WALL I '' '' /"x/x'/'- //^/' 3/4-INCH OPEN-GRADED GRAVEL WRAPPED IN AN APPROVED GEOFABRIC. GEOFABRIC WALL FOOTINi 3 INCHES 4-INCH-DIAMETER PERFORATED SCHEDULE 40 PVC PIPE OR EQUIVALENT INSTALLED WITH PERFORATIONS DOWN; 1% GRADIENT OR MORE TO A SUITABLE OUTLET *BASEDON ASTMD1557 NOT TO SCALE NOTE: AS AN ALTERNATIVE, AN APPROVED GEOCOMPOSITE DRAIN SYSTEM MAY BE USED. RETAINING WALL DRAINAGE DETAIL FIGURE PROJECT NO. 104600002 DATE 6/06 ALGA NORTE COMMUNITY PARK CARLSBAD, CALIFORNIA Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 APPENDIX A TEST PIT LOGS Field Procedure for the Collection of Disturbed Samples Disturbed soil samples were obtained in the field using the following methods. Bulk Samples Bulk samples of representative earth materials were obtained from the exploratory excava- tions. The samples were bagged and transported to the laboratory for testing. Field Procedure for the Collection of Relatively Undisturbed Samples Relatively undisturbed soil samples were obtained in the field using the following method. The Split-Barrel Knocker Bar Sampler The sampler, with an external diameter of 3.0 inches, was lined with 1-inch long, thin brass rings with inside diameters of approximately 2.4 inches. The sampler was manually driven into the ground with a hammer weighing approximately 35 pounds. The samples were re- moved from the sample barrel in the brass rings, sealed, and transported to the laboratory for testing. 104600002 R Alga None Park Q 0 5- 15- 70 SAMPLES 1BulkDriven! _ - I \BLOWS/FOOTXX/XX -.-MOISTURE (%)9 JZ.DRY DENSITY (PCF)SYMBOL ]CLASSIFICATIONU.S.C.S.SM BORING LOG EXPLANATION SHEET Bulk sample. Modified split-barrel drive sampler. No recovery with modified split-barrel drive sampler. Sample retained by others. Standard Penetration Test (SPT). No recovery with a SPT. Shelby tube sample. Distance pushed in inches/length of sample recovered in inches. No recovery with Shelby tube sampler. Continuous -Push Sample. Seepage. Groundwater encountered during drilling. Groundwater measured after drilling. ALLUVIUM: Solid line denotes unit change. Dashed line denotes material change. Attitudes: Strike/Dip b: Bedding c: Contact j: Joint f: Fracture F: Fault cs: Clay Seam s: Shear bss: Basal Slide Surface sf: Shear Fracture sz: Shear Zone sbs: Sheared Bedding Surface The total depth line is a solid line that is drawn at the soring. bottom of the ±*m- -» BORING LOG I f^fmfmmfmf-'^^^^fmO^J^L^S EXPLANATION OF BORING LOG SYMBOLSF "'9.' F PROJECT NO. D; Rev. VTE FIGURE 01/03 U.S.C.S. METHOD OF SOIL CLASSIFICATION MAJOR DIVISIONS SYMBOL TYPICAL NAMES COARSE-GRAINED SOILS(More than 1/2 of soil>No. 200 sieve size)FINE-GRAINED SOILS(More than 1/2 of soil<No. 200 sieve size)GRAVELS (More than 1/2 of coarse fraction > No. 4 sieve size) SANDS g H(More than 1/2 of coarse g fraction I <No. 4 sieve size) I SILTS & CLAYS Liquid Limit <50 f. L ftjffiiifflfjjjlij » m • % .*. • V* 1 . 1 */&<* ••I 1f{ 1 1 SILTS & CLAYS \ZZZ Liquid Limit >50 YS/yrsssf• s 3 : = 3 HIGHLY ORGANIC SOILS •How •; GP • CM ^ GCII sw 1 sp SM '%•' % SC ML ^ CL 1 °L MH ^ CH I OH Pt Well graded gravels or gravel-sand mixtures, little or no fines Poorly graded gravels or gravel-sand mixtures, little or no fines Silty gravels, gravel-sand-silt mixtures Clayey gravels, gravel-sand-clay mixtures Well graded sands or gravelly sands, little or no fines Poorly graded sands or gravelly sands, little or no fines Silty sands, sand-silt mixtures Clayey sands, sand-clay mixtures Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean Organic silts and organic silty clays of low plasticity Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts Inorganic clays of high plasticity, fat clays Organic clays of medium to high plasticity, organic silty clays, organic silts Peat and other highly organic soils GRAIN SIZE CHART CLASSIFICATION BOULDERS COBBLES GRAVEL Coarse Fine SAND Coarse Medium Fine SILT & CLAY RANGE OF GRAIN SIZE U.S. Standard Sieve Size Above 12" 12" to 3" 3" to No. 4 3" to 3/4" 3/4" to No. 4 No. 4 to No 200 No. 4 to No. 10 No. 10 to No. 40 No. 40 to No. 200 Below No. 200 Grain Size in Millimeters Above 305 305 to 76.2 76.2 to 4.76 76.210 19.1 19.1 to 4.76 4.76 to 0.075 4.76 to 2.00 2.00 to 0.420 0.420 to 0.075 Below 0.075 PLASTICITY CHART & /s~/ / CL-M / L / / CL / MLI / / 101, / / / CH / /\ MH« Sy I OH / O ID 20 30 40 50 60 70 BO 90 DO LIQUID LIMrT<LL), °/» tyinyo U.S.C.S. METHOD OF SOIL CLASSIFICATION USCS Soil Classificalion Updated Nov. 2004 TEST PIT LOG ALGA NORTE COMMUNITY PARK CARLSBAD, CALIFORNIA PROJECT NO.DATE 104600002 06/06 0.LUQ 01o: 03 O o Q_ CO LUQ < CO = co-co _;co -> O DATE EXCAVATED 5/22/06 GROUND ELEVATION TEST PIT K LOGGED BY TP-1 TQ METHOD OF EXCAVATION BACKHOE LOCATION See Figure 2 DESCRIPTION - 16 20 CL ALLUVIUM: L,ight brown, moist, soft, sandy silty CLAY; roots. Brown. Light brown. Yellowish brown. SANTIAGO FORMATION: Light gray, damp, moderately cemented, sandy SILTSTONE. Total Depth =16.5 feet. No groundwater encountered. Backfilled on 05/22/06. SCALE = 1 in./4 ft. DATE EXCAVATED 5/22/06 GROUND ELEVATION TEST PIT NO. LOGGED BY TP-2 BTM METHOD OF EXCAVATION BACKHOE LOCATION See Figure 2 DESCRIPTION ALLUVIUM: _ight_brown, dampj lqose_to_medium dense, clayey, silty_fine SAND. Brown, damp, stiff to very stiff, sandy, silty CLAY. SANTIAGO FORMATION: Light gray, damp, moderately indurated, clayey SILTSTONE; with scattered stringers and blebs of carbonate. Total Depth = 17 feet. Groundwater not encountered. Backfilled on 05/22/06. t fry *yyVwnre TEST PIT LOG ALGA NORTH COMMUNITY PARK CARLSBAD, CALIFORNIA PROJECT NO. 1 DATE 104600002 j 06/06 i j ! i • \ - i J 1 I V^ \ '• ~T " "T -i ii i 1 ! /- " T-.^..— ' ~ | ~~ iii y [ 1I !i i Ii t :i :i i i // HI HIU_DEPTH (-12 - 16 20 94 " SAMPLESii00 > Q 0) O T3c (f.MOISTURE (%) "DRY DENSITY (PC. ,IiOh- . o ,<CLASSIFIU.S.CML DATE EXCAVATED 5/22/06 TEST PIT Nf TP-3 GROUND ELEVATION LOGGED BY TQ METHOD OF EXCAVATION BACKHOE LOCATION See Figure 2 DESCRIPTION ALLUVIUM Brown, moist, loose, sandy SILT; roots. Light brown, medium stiff, sandy clayey silt. Dark brown. SANTIAGO FORMATION: \Light gray, damp, moderately indurated, clayey SILTSTONE. Total Depth- 13.5 feet. Groundwater not encountered. Backfilled on 5/22/06. SCALE = 1 in./4 ft. TEST PIT LOG ALGA NORTH COMMUNITY PARK CARLSBAD, CALIFORNIA O < c/J o DATE EXCAVATED 5/22/06 GROUND ELEVATION TEST PIT NO. LOGGED BY TP-4 TQ METHOD OF EXCAVATION BACKHOE LOCATION See Figure 2 DESCRIPTION ML ALLUVIUM: Light brown, moist, loose, sandy SILT; roots. Damp, stiff to very stiff. Clayey silt. Dark brown, organics. Moist. Total Depth = 19 feet. Groundwater not encountered. Backfilled on 5/22/06. TEST PIT LOG ALGA NORTH COMMUNITY PARK CARLSBAD, CALIFORNIA PROJECT NO.DATE 104600002 06/06 c/5tu <CO CD UJa: to O oCL COz LU Q a: Q DATE EXCAVATED 5/22/06 GROUND ELEVATION TEST PIT N LOGGED BY TP-5 TQ METHOD OF EXCAVATION BACKHOE LOCATION See Figure 2 DESCRIPTION h4 Hhl2 h!6 r-20 -24 24.7 ML 51 ALLUVIUM: 89.7 \Light brown, darng_to_mcnst,Jpqse,_sandy SILJj rapts^ _ _ _ _ Light brown, damp to moist, stiff to very stiff, silty CLAY; organics. Dark brown. SANTIAGO FORMATION: Light gray, moist to wet, moderately cemented, sandy SILTSTONE. Total Depth = 19.5 feet. No groundwater encountered. Backfilled on 05/22/06. SCALE = 1 in./4 ft. Minuo &yiAimr e ^r U-f ^m TEST PIT LOG ALGA NORTH COMMUNITY PARK CARLSBAD, CALIFORNIA PROJECT NO. DATE 104600002 06/06 ^; i N \, | - j— — - j ij ^-L iiii i . i i /! /j/ ^r | i i I ; 1i j iiiiiii1 IL SCALE = 1 ,. ) — - UJUJu_DEPTH (u -4 -8 - -16 -20 24 ] SAMPLES100 — _ 1Q ' | cra00 ~MOISTURE (%) II11.8 DRY DENSITY (PCF), . i110.0 FICATION3.C.S.100 -:CO — ' o CL DATE EXCAVATED 5/22/06 TEST PIT NO. TP-6 GROUND ELEVATION LOGGED BY BTM METHOD OF EXCAVATION BACKHOE LOCATION See Figure 2 DESCRIPTION ALLUVIUM: Dark brown, damp, stiff, silty CLAY. Reddish brown, stiff to very stiff, sandy, silty clay. SANTIAGO FORMATION: Light gray to reddish brown (mottled), damp, moderately indurated, clayey SILTSTONE; with scattered stringers of carbonate. Total Depth = 8.5 feet. Groundwater not encountered. Backfilled on 05/22/06. f inuo &/yvoorfc TEST PIT LOG ALGA NORTH COMMUNITY PARK CARLSBAD, CALIFORNIA PROJECT NO. 104600002 V- -LiV i : ; i i I ; X —>«--..•••- •i ; I DATE 06/06 •i • ""^ _, / i // r LLJ LULL 'I Q.LUQ U : -8 12 -16 -20 74 u] SAMPLESuCD 1 \ 0) 0 - 0) o0 T3 CO CO MOISTURE (%) II8 S OO^ CO LU Q Q 947 CLASSIFICATIONU.S.C.S.CL DATE EXCAVATED 5/22/06 TEST PIT N TP-7 GROUND ELEVATION LOGGED BY BTM METHOD OF EXCAVATION BACKHOE LOCATION See Figure 2 DESCRIPTION ALLUVIUM: Dark brown, damp, stiff, sandy, silty CLAY. Brown, stiff to very stiff. SANTIAGO FORMATION: Light gray to light brown, damp, weakly cemented, clayey silty SANDSTONE. Total Depth = 8. 5 feet. Groundwater not encountered. Backfilled on 5/22/06. SCALE = ' in./4 ft. oore TEST PIT LOG ALGA NORTH COMMUNITY PARK CARLSBAD, CALIFORNIA PROJECT NO. o\- 5o DATE EXCAVATED 5/23/06 GROUND ELEVATION TEST PIT NO. LOGGED BY TP-8 TQ METHOD OF EXCAVATION BACKHOE LOCATION See Figure 2 DESCRIPTION CL ALLUVIUM: 3rown, moist, soft, sandy silty CLAY; roots, ^ight brown, stiff to very stiff, organics. Dark brown. Total Depth = 20 feet. No ground water encountered. Backfilled on 05/23/06. TEST PIT LOG ALGA NORTH COMMUNITY PARK CARLSBAD, CALIFORNIA DATE EXCAVATED 5/23/06 GROUND ELEVATION TEST PIT NC LOGGED BY rp-9 TQ METHOD OF EXCAVATION BACKHOE LOCATION See Figure 2 DESCRIPTION ALLUVIUM:Brown, moist, soft silty CLAY; roots. Light brown, damp to moist, medium dense to dense, silty fine SAND; poorly graded. Brown, damp, stiff to very stiff, sandy silty CLAY; organics. Few gravel up to 2" in diameter. Total Depth = 20 feet. No groundwater encountered. Backfilled on 05/23/06. SCALE = 1 in./4 ft. ^//7y0& Moore TEST PIT LOG ALGA NORTE COMMUNITY PARK CARLSBAD, CALIFORNIA PROJECT NO. 104600002 I [ rV Vf"" ^™ ™" ' ' \ I i ^^ ; f !:.. i ; j ; ! '• i i i 1 i i = ! " \ t DATE 06/06 / 7/ /\ i // y. — _.. i // / £ LUU_DEPTHu - 8 -12 -16 -20 74 u] SAMPLES^. 3 CQ <s> O r u C s 5CO MOISTURE (%) 11 SCALE -Mk DRY DENSITY (PCF)CLASSIFICATIONU.S.C.S.— 1CL SM CL DATE EXCAVATED 5/23/06 TEST PIT NO. TP-10 GROUND ELEVATION LOGGED BY TQ METHOD OF EXCAVATION BACKHOE LOCATION See Figure 2 DESCRIPTION ALLUVIUM: \Brown, damp, soft, sandy, silty CLAYjroots. Light brown, damp, medium dense to dense, silty fine SAND; poorly grated. Brown, damp, stiff to very stiff, sandy silty CLAY. SANTIAGO FORMATION: Yellowish brown, damp, weakly cemented, silty SANDSTONE. Light gray, damp to moist, moderately cemented, sandy SILTSTONE. Total Depth = 14 feet. No ground water encountered. Backfilled on 05/23/06. / /ry**^\oore TEST PIT LOG ALGA NORTE COMMUNITY PARK CARLSBAD, CALIFORNIA PROJECT NO. 104600002 V - L _ j _ _ \ • • l -1V .... _ \ ! \ \ DATE 06/06 1i1 /VX i ^^\ \ \ i ii i it ! i1j / ~ fj-/ / 7 ii LLJ LLIU.DEPTH- 8 - 12 16 -20 74 SAMPLES5 1Q D rs MOISTURE (%)DRY DENSITY (PC.CLASSIFICATIONU.S.C.S.CL SM CL DATE EXCAVATED 5/23/06 TEST PIT Nf fP-11 GROUND ELEVATION LOGGED BY TQ METHOD OF EXCAVATION BACKHOE LOCATION See Figure 2 DESCRIPTION ALLUVIUM: >Brown damp, soft,_silty CLAY;_roots. Light brown, damp, medium dense, silty fine SAND; poorly graded. Brown, damp, stiff to very stiff, sandy silty CLAY; organics. SANTIAGO FORMATION: Yellowish brown, damp, weakly cemented, silty SANDsTUNb. Light gray, damp, moderately cemented, sandy SILTSTONE. Total Depth = 12 feet. No ground water encountered. Backfilled on 05/1 3/06. SCALE = 1 in./4 ft. core TEST PIT LOG ALGA NORTE COMMUNITY PARK CARLSBAD, CALIFORNIA PROJECT NO SCALE = 1 r>. o <: co toco< o DATE EXCAVATED 5/23/06 GROUND ELEVATION TEST PIT NO. LOGGED BY TP-12 TQ METHOD OF EXCAVATION BACKHOE LOCATION See Figure 2 DESCRIPTION CL ALLUVRJM: Brown, damp, soft, silty CLAY; roots. Stiff. SM CL Light brown, damp, dense to very dense, silty fine SAND; poorly graded. Brown, damp, stiff, silty CLAY. Total Depth = 15 feet. Groundwater encountered at 14 feet. Backfilled on 05/23/06. TEST PIT LOG ALGA NORTH COMMUNITY PARK CARLSBAD, CALIFORNIA PROJECT NO.DATE SAMPLES* g MOISTUREDRY DENSIo h- . ydy=co8 =5o DATE EXCAVATED 5/23/06 GROUND ELEVATION TEST PIT N( LOGGED BY TP-13 TQ METHOD OF EXCAVATION BACKHOE LOCATION See Figure 2 DESCRIPTION -4 - 12 -16 i 20 24 CL ALLUVIUM: 3rown, damp, soft, silty CLAY; roots. Stiff, organics. Total Depth =19 feet. No groundwater encountered. Backfilled on 05/23/06. SCALE = 1 in./4 ft. tyinyo &yy\anr e TEST PIT LOG ALGA NORTH COMMUNITY PARK CARLSBAD, CALIFORNIA DATE EXCAVATED 5/23/06 GROUND ELEVATION TEST PIT NO. LOGGED BY TP-14 TQ METHOD OF EXCAVATION BACKHOE LOCATION See Figure 2 ^^ DESCRIPTION ALLUVIUM: Brown, damp, soft, silty CLAY; roots. Stiff to very stiff; organics. Light brown. Grayish brown. Total Depth = 20 feet. No groundwater encountered. Backfilled on 05/23/06. //myp&yMoiirfe TEST PIT LOG ALGA NORTE COMMUNITY PARK CARLSBAD, CALIFORNIA PROJECT NO. ! 104600002 ! \ \ , \j " | i; DATE 06/06 i ii i ^^s \ 1 i ii / . ! / / /Sf \ \! i i SCALE = 1 in./4 ft.DEPTH (FEET) yU 4 12 -16 -20 24 II] SAMPLES.* CD 5 c i) i\mj D a MOISTURE (%) iDRY DENSITY (PCF,CLASSIFICATIONU.S.C.S...- iiCL 1 DATE EXCAVATED 5/23/06 TEST PIT N TP-15 GROUND ELEVATION LOGGED BY TQ METHOD OF EXCAVATION BACKHOE LOCATION See Figure 2 DESCRIPTION ALLUVIUM: \Brown damp, soft sandy CLAY; roots. SANTIAGO FORMATION: Light gray, damp, moderately cemented; sandy SILTSTONE. Total Depth = 6.5 feet. No groundwater encountered. Backfilled on 05/23/06. Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 APPENDIX B BORING LOGS OF PREVIOUS INVESTIGATION Field Procedure for the Collection of Disturbed Samples Disturbed soil samples were obtained in the field using the following methods. Bulk Samples Bulk samples of representative earth materials were obtained from the exploratory excava- tions. The samples were bagged and transported to the laboratory for testing. The Standard Penetration Test (SPT) Spoon Disturbed drive samples of earth materials were obtained by means of a Standard Penetration Test spoon sampler. The sampler is composed of a split barrel with an external diameter of 2 inches and an unlined internal diameter of 1-3/8 inches. The spoon was driven into the ground 12 to 18 inches with a 140-pound hammer free-falling from a height of 30 inches in general ac- cordance with ASTM D 1586-99. The blow counts were recorded for every 6 inches of penetration; the blow counts reported on the logs are those for the last 12 inches of penetration. Soil samples were observed and removed from the spoon, bagged, sealed and transported to the laboratory for testing. Field Procedure for the Collection of Relatively Undisturbed Samples Relatively undisturbed soil samples were obtained in the field using the following method. The Modified Split-Barrel Drive Sampler The sampler, with an external diameter of 3.0 inches, was lined with 1-inch long, thin brass rings with inside diameters of approximately 2.4 inches. The sample barrel was driven into the ground with the weight of a 140-pound hammer, in general accordance with ASTM D 3550-84. The driving weight was permitted to fall freely. The approximate length of the fall, the weight of the hammer, and the number of blows per foot of driving are presented on the boring logs as an index to the relative resistance of the materials sampled. The samples were removed from the sample barrel in the brass rings, sealed, and transported to the labo- ratory for testing. 104600002 R Alga None Paik I CL UU Oo o_)m o o Q 2O W _:w ^ o DATE DRILLED 08/05/02 BORING NO.B-l GROUND ELEVATION !70'±(MSL)SHEET OF METHOD OF DRILLING 8" Diameter Hollow-Stem Auger DRIVE WEIGHT 1401bs. (AuloTnp Hammer) SAMPLED BY EP LOGGED BY DROP 30" EP REVIEWED BY Rl DESCRIPTION/INTERPRETATION 20 49 10.4 108.6 CL+SC ALLUVIUM: Dark yellowish brown, damp, stiff to very stiff, fine-grained sandy CLAY and medium dense to dense, clayey fine SAND. Hard to dense. Yellowish brown, damp, dense, clayey fine SAND; iron oxide staining; white silt clusters approximately 1/4" in diameter. 20 30 H Total Depth =16.5 feet. Groundwater not encountered during drilling. Backfilled on 08/05/02. tyinyo ffi BORING LOG ALGA NORTH COMMUNITY PARK CARLSBAD, CALIFORNIA PROJECT NO. 104600001 DATE 09/02 FIGURE A-l '£> £ 1 , L 1 o ! 1 . 1 ' '] 1: 20-- 30 40 i SAMPLES |ic: a)l > mo •, f i i—o BLOWS/FO21 36 72 32 50/4" o"1-MOISTURE17.8 . DRY DENSITY (PCF)95.9 SYMBOtI I | 1 1 ICLASSIFICATION U.S.C.S.CL Ninya&M^ DATE DRILLED 08/06/02 BORING NO. B-2 GROUND ELEVATION !50'±(MSL) SHEET 1 OF 1 METHOD OF DRILLING 8" Diameter Hollow-Stem Auger DRIVE WEIGHT 1 40 Ibs. (Auto Trip Hammer) DROP 30" SAMPLED BY EP LOGGED BY EP REVIEWED BY Rl DESCRIPTION/INTERPRETATION ALLUVIUM: Brown, damp, stiff, sandy CLAY. SANTIAGO FORMATION: Light gray, damp, moderately cemented, sandy SILTSTONE. Iron oxide staining. Brown. Total Depth = 25.1 feet. Groundwater not encountered during drilling. Backfilled on 08/06/02. BORING LOG J%W* fV ALGA NORTH COMMUNITY PARK HM ^5 CARLSBAD. CALIFORNIA PROJECT NO. DATE FIGURE 104600001 09/02 A-2 DEPTH (feet) ,0 | 1 - 10- 1 - i ! 20- 1 - 30 10 coUJ_)CL 2 <CO j*: CJ CD 1 -1 c<u> Q BLOWS/FOOT!!. 33 26 B 27 £ UlKD1-OT O5 12.) 16.9 \HoQ-^ £ COzLU O o:o 106.7 111.2 SYMBOL% zO1- .< CO ^0 twCO _; CO -:'<_l 0 CL SC CL DATE DRILLED i 08/05/02 BORING NO. B-3 GROUND ELEVATION 135'±(MSL) SHEET 1 OF 1 METHOD OF DRILLING 8" Diameter Hollow-Stem Auger DRIVE WEIGHT SAMPLED BY 1 40 Ibs. (Auto Trip Hammer) DROP 30" EP LOGGED BY EP REVIEWED BY R] DESCRIPTION/INTERPRETATION ALLUVIUM: Dark yellowish brown, moist, hard, fine-grained sandy CLAY. Yellowish brown, moist, medium dense, clayey fine SAND. Pale yellow; iron-oxide staining; a few clay layers. Gray, moist, very stiff to hard, fine to medium sandy CLAY. J Total Depth = 26.5 feet. Groundwater not encountered during drilling. Backfilled on 08/05/02. ' Mfny0&tyfwxL*BORING LOG ALGA NORTH COMMUNITY PARK CARLSBAD, CALIFORNIA PROJECT NO. 1 DATE FIGURE 104600001 1 09/02 A-3 => ^, I L 0 0 1 1 1ft 1 1 1 1 • 20- 1 j 11 1 c L < C ai " ] \ nuj in c<B O i' _ ! r;r i \~oou_ w s CD 12 1i 28 33 22 23 • *£ .yit F -3- UJ(XD CO O"S 12.1 17.4 19.4 JAU oQ.i i UJ J D c >- DC O I 1 \ 89.8 i£ 110.3 106.1 fU&t z O, (- D < w D — <j S ^CO>- CO _Jn in-1 o i sc I \ CL+SC Ji JB/yv^f DATE DRILLED 08/06/02 BORING NO. B-4 GROUND ELEVATION 140'±(MSL) SHEET i OF 1 METHOD OF DRILLING 8" Diameter Hollow-Stem Auger DRIVE WEIGHT 1 40 Ibs. (Auto Trip Hammer) DROP 30" SAMPLED BY EP LOGGED BY EP REVIEWED BY Rl DESCRIPTION/INTERPRETATION ALLUVIUM: Brown, damp, loose, fine clayey SAND. Brown, damp, hard, fine sandy CLAY and medium dense, fine clayey SAND. Dark brown; scattered roots. Brown; iron oxide staining. Yellowish brown; very stiff; increase in sand content. Brown; moist; decrease in sand content. Total Depth = 26.5 feet. Groundwater not encountered during drilling. Backfilled on 08/06/02. BORING LOG |%1B^ •% ALGA NORTE COMMUNITY PARK Ui • WB CARLSBAD, CALIFORNIA PROJECT NO. DATE FIGURE 10460000! 09/02 A-4 0)£ i»-0.LU Q 0 1 1 1 10-1 1 l»- 1 1 i 11 ,30- 40 CO LU_! CL 5 <CO .* ZJ CO c(D> O •> i -J \ .1 r BLOWS/FOOT18 19 36 16 74 79/11"MOISTURE (%)13.3 14.8 12.6 DRY DENSITY (PCF)94.3 112.6 iiO.i SYMBOLI1 20h- .< CO «0^ w 8:2 3O CL Ninya&M^ DATE DRILLED 08/06/02 BORING NO. B-5 GROUND ELEVATION 165'±(MSL) SHEET I OF 1 METHOD OF DRILLING 8" Diameter Hollow-Stem Auger DRIVE WEIGHT 1 40 Ibs. (Auto Trip Hammer) DROP 30" , SAMPLED BY EP LOGGED BY EP REVIEWED BY RJ DESCRIPTION/INTERPRETATION ALLUVIUM: Brown, damp, very stiff, sandy silty CLAY; some rootlets. Hard. Very stiff. SANTIAGO FORMATION: II Light gray, damp, moderately cemented, sandy SILTSTONE. Trace iron oxide staining. Total Depth = 3 1.5 feet. Groundwater not encountered during drilling. Backfilled on 08/06/02. BORING LOG 1 [%•* (E^ ALGA NORTH COMMUNITY PARK %|^ ^5 CARLSBAD. CALIFORNIA PROJECT NO. DATE FIGURE 104600001 09/02 A-5 || lr= 0) 1° 1 0 1 1 - 101 :] i ' 20- 10 cL C -j£U 1 1 i r> LS_i n c CD Q 'r •- r , f — > Hoou_ CO§O CO 25 2\3 84/11" 63 50/5" • fSVh F s? UJ EC CO O 13.1 16.0 7<9c/ oo_ £w g>- IT Q ^!! 109.6 ^ ! E I \ 108.7 I HJf^ o ™) *X C/)n O d? u_ >- CO _:W CO ^ o ^ CL 1 1 !1 :|3 I m M .MaF DATE DRILLED 08/06/02 BORING NO. B-6 GROUND ELEVATION 145'±(MSL) SHEET 1 OF 1 METHOD OF DRILLING 8" Diameter Hollow-Stem Auger DRIVE WEIGHT 1 40 Ibs. (Auto Trip Hammer) DROP 30" SAMPLED BY EP LOGGED BY EP REVIEWED BY RJ DESCRIPTION/INTERPRETATION ALLUVIUM: Brown, damp, very stiff, sandy CLAY; trace iron-oxide staining. SANTIAGO FORMATION: Light gray, white, and red (mottled), damp, moderately cemented, SILTSTONE; iron-oxide staining. Weakly cemented. Total Depth = 26 feet. Groundwater not encountered during drilling. Backfilled on 08/06/02. BORING LOG [%Wt ^% ALGA NORTH COMMUNITY PARK ^•M «5 CARLSBAD, CALIFORNIA PROJECT NO DATE FIGURE 104600001 09/02 A-6 0) X DLUJQ 0 1 10- 1 20- 1 I30 40 c1 f _*: -> OJ H nuj §ir> c 0>> 0 " > O u. OT5o_i CD 19 21 31 28 )9 • mSVfiT 0^ £T 0 COo"5 10.2 16.5 19.3 M C/ oQ_^ >- f-co a) D>-o:o 101.9 109.1 108.3 r0* um?>(f> ''// % \ ~z_Ot— yd "- wW _;W -1 < O CL • myv°F DATE DRILLED 08/06/02 BORING NO. B-7 j GROUND ELEVATION 135'+ (MSL) SHEET 1 OF 1 METHOD OF DRILLING 8" Diameter Hollow-Stem Auger DRIVE WEIGHT 1 40 Ibs. (Auio Trip Hammer) DROP 30" SAMPLED BY EP LOGGED BY EP REVIEWED BY Rl DESCRIPTION/INTERPRETATION ALLUVIUM: 1 Brown, damp, very stiff, sandy CLAY. J Hard. Increase in sand content; scattered iron-oxide staining. Very stiff. Total Depth = 26.5 feet. Groundwater not encountered during drilling. Backfilled on 08/06/02. BORING LOG [%••> •% ALGA NORTH COMMUNITY PARK 10M W* CARLSBAD. CALIFORNIA PROJECT NO. j DATE FIGURE 104600001 1 09/02 A-7 ^D c 0 ll ; II • 10-II i ' 1 JO 1 40 i i cu \ J _ /)u_J 5</> 0 1 1- > t-oo U- co $O_jDO 14 24 32 „ • f9VAf ~ or V) O*5 3.1 ^ «/ uQ__ CO OJo ct0 95.4 T0&t z 0 , I— s c ^ >- CO "' 0 SM t • IB^\o7 DATE DRILLED 08/06/02 BORING NO. B-8 GROUND ELEVATION 160'±(MSL) SHEET 1 OF 1 METHOD OF DRILLING 8" Diameter Hollow-Stem Auger DRIVE WEIGHT 1 40 Ibs. (Auto Trip Hammer) DROP 30" SAMPLED BY EP LOGGED BY EP REVIEWED BY Rl DESCRIPTION/INTERPRETATION ALLUVIUM: Very pale brown, damp, loose, fine silty SAND. Medium dense. Slightly clayey. SANTIAGO FORMATION: Very pale brown, damp, weakly cemented, silty SANDSTONE. [[ Total Depth = 2 1.5 feet. Groundwater not encountered during drilling. Backfilled on 08/06/02. BORING LOG [%V* •% ALGA NORTH COMMUNITY PARK %•• ^5 CARLSBAD, CALIFORNIA PROJECT NO. DATE FIGURE 104600001 09/02 A-8 | "5CD I(- Q-LUa 0 1 _ I . ll - 10- 1 - 20- ! - ! 1 - I" 1 I i 40 tr> UJi Q_ < (f> j*r D CD 1 c <D> O 1 BLOWS/FOOT- -42- - 23 17 „ 5?MOISTURE15.5 25.8 DRY DENSITY (PCF112.8 95.7 SYMBOli CLASSIFICATIONU.S.C.S.SM CL CH i Ninyo&M& DATE DRILLED 08/05/02 BORING NO. B-9 GROUND ELEVATION 125'±(MSL) SHEET 1 OF 1 METHOD OF DRILLING 8" Diameter Hollow-Stem Auger DRIVE WEIGHT ) 40 Ibs. (Auto Trip Hammer) DROP 30" SAMPLED BY EP LOGGED BY EP REVIEWED BY RJ DESCRIPTION/INTERPRETATION ALLUVIUM: Dark brown, dry, dense, silty SAND. Pink, damp, hard, silty sandy CLAY; white silt clusters approximately 1/4 "in diameter. Very stiff. Light yellowish brown. Light gray, moist, stiff, CLAY. Total Depth = 26.5 feet. Groundwater not encountered during drilling. ! Backfilled on 08/05/02. BORING LOG I rmWh ^^ ALGA NORTH COMMUNITY PARK mJM *5 CARLSBAD, CALIFORNIA |j PROJECT NO. DATE FIGURE 104600001 09/02 A-9 ij — ^. L 0 1 1 10-1 11 1 Ko 1 11 JU 40 1 cl i UJ - r>u 5n c CD Q •, / 1 — 1—O OU- CO O_J CD r„ • fSyfi 7 3? UJ EH CO O Wmi oO_ f CO LJJ Q >- & Q r0<s om?>- CO !^ I I I j > 2 O 1- .< w ^d ^ COCO _: CO ^< O sc CL • ml\0f DATE DRILLED 08/06/02 BORING NO. B-10 GROUND ELEVATION 150'+ (MSL) SHEET 1 OF ! METHOD OF DRILLING 8" Diameter Hollow-Stem Auger DRIVE WEIGHT 1 40 Ibs. (Auto Trip Hammer) DROP 30" SAMPLED BY EP LOGGED BY EP REVIEWED BY RJ DESCRIPTION/INTERPRETATION ALLUVIUM: Brown, damp, medium dense, fine clayey SAND. Brown, damp, very stiff, sandy CLAY. Total Depth = 11. 5 feet. Groundwater not encountered during drilling. Backfilled on 08/06/02. . BORING LOG [%W*ffc ALGA NORTH COMMUNITY PARK | IBM «5 CARLSBAD, CALIFORNIA PROJECT NO. DATE FIGURE 104600001 09/02 A- 10 | DEPTH (feet)0 I 1 1 10-1 1 1 1 20- 1 I 1 3. 40 SAMPLESj*n CD c:o>> O | I BLOWS/FOOT26 ' 11 19 28 MOISTURE (%)S- 22.2 DRY DENSITY (PCF)104.4 SYMBOL1 ^O < COydtwCO • CO ^< d CL Minyo&Mp DATE DRILLED 08/06/02 BORING NO. B-ll GROUND ELEVATION 120'+ (MSL) SHEET 1 OF 1 METHOD OF DRILLING 8" Diameter Hollow-Slem Auger DRIVE WEIGHT 1 40 )bs.( Auto Trip Hammer) DROP 30" SAMPLED BY EP LOGGED BY EP REVIEWED BY RI DESCRIPTION/INTERPRETATION ALLUVIUM: Brown, moist, very stiff, CLAY. Hard. Yellowish brown; wet; stiff; sandy clay. Brown; saturated; very stiff; small sand clusters approximately 1/2" in diameter. SANTIAGO FORMATION: Light gray, moist, weakly cemented, clayey SILTSTONE. Iron-oxide staining. Total Depth = 26.5 feet. Groundwater encountered at approximately 17' during drilling. II Backfilled on 08/06/02. BORING LOG FM* Chi ALGA NORTE COMMUNITY PARK \MW ^5 CARLSBAD, CALIFORNIA PROJECT NO DATE FIGURE 104600001 09/02 A-9 11 1 75 •S 1 u_ 1 Q [ 1 o '1 1 . 1 10-1 1 - 1 l»- 1 1 1 I30 40 SAMPLESJDQ 1 " | 0)1> 0 BLOWS/FOOT29 28 50/5" 50/2" 81/10"MOISTURE (%)5.7 12.7 DRY DENSITY (PCF)100.8 1 inii 106.0 [I :::: :: It ZO _) 1- .n < coB 2o 2 ^w>- wl</> w =><_J0 SM I 1H:::::::: : :::::::::::: :r:: !: Nlnyo&M^ DATE DRILLED 08/05/02 BORING NO. B-12 GROUND ELEVATION 125'±(MSL) SHEET 1 OF 1 METHOD OF DRILLING 8" Diameter Hollow-Stem Auger DRIVE WEIGHT ] 40 Ibs. (Auto Trip Hammer) DROP 30" SAMPLED BY EP LOGGED BY EP REVIEWED BY RJ DESCRIPTION/INTERPRETATION ALLUVIUM: Reddish brown, damp, medium dense, silty SAND. White silt clusters approximately 1/4" in diameter. SANTIAGO FORMATION: Light gray, moist, moderately cemented, sandy SILTSTONE. Light yellowish gray, moist, moderately cemented, silty clayey SANDSTONE. Total Depth = 26.4 feet. Groundwater not encountered during drilling. — Backfilled on 08/05/02. BORING LOG [%•*•% ALGA NORTH COMMUNITY PARK %B • «5 CARLSBAD, CALIFORNIA PROJECT NO. DATE FIGURE 104600001 09/02 A- 12 1 I B£ i Q.UJ Q 1 1 " 1 1 1 10- 1 1 1 L 1 40_ ^ nUJ rsjj_j ScC /) 1 c<U> Q ' \ ' J 1-OOu_ CO O_jCD 1L 79 • MS.v» F 0^ tilCtD CO O•5 13.7 ^ «/ O Q_ f CO ai Q ^o:D 112.0 r/j^ Om > CO ffii§W%$$?it Hfc I 2 0 h- < COg° OTSCO ^< o SC CL • JBy\oF DATE DRILLED 08/06/02 BORING NO. B-13 GROUND ELEVATION 145'±(MSL) SHEET 1 OF 1 METHOD OF DRILLING 8" Diameter Hollow-Stem Auger DRIVE WEIGHT 1 40 Ibs. (Auto Trip Hammer) DROP 30" SAMPLED BY EP LOGGED BY EP REVIEWED BY Rl DESCRIPTION/INTERPRETATION ALLUVIUM: Grayish brown, damp, dense, fine clayey SAND. ! Grayish brown, damp, hard, CLAY. Brown. SANTIAGO FORMATION: Light gray, moist, moderately cemented, SILTSTONE; with reddish brown stains. Total Depth = 16.5 feet. Groundwater not encountered during drilling. Backfilled on 08/06/02. 1 BORING LOG [%•* •% ALGA NORTH COMMUNITY PARK \M\ «5 CARLSBAD, CALIFORNIA PROJECT NO. DATE FIGURE 104600001 09/02 A- 13 II — 1 *II ID "" Jl ^ II II o 1II 1 - 1 • 10- ! IJ II II 1 20™ l| I 30- 1 1 1 ' < OJ i 1 J : J : i nu_i ?<n i_ > n 1r.\-•- ! , ti j \-oo CO gO_J DD 38 27 21 12 28 • f3.\iiiIfUf ° U) Z> O 10.1 16.9 •S rti^711 €/ _^_^ OQ. !>~ CO o:Q 118.9 111.5 ^n & r~)03>_a: y/Zs ^'% I % I % I </fi >$£ J f J r J '/ -z.o1- . < CO S26"- coCO _; CO — ' _) O CL SC • m -mily|uf DATE DRILLED 08/05/02 BORING NO. B-14 GROUND ELEVATION 110'±(MSL) SHEET 1 OF 1 METHOD OF DRILLING 8" Diameter Hollow-Stem Auger DRIVE WEIGHT ] 40 Ibs. (Auto Trip Hammer) DROP 30" SAMPLED BY EP LOGGED BY EP REVIEWED BY Rl DESCRIPTION/INTERPRETATION ALLUVIUM: Dark yellowish brown, damp, hard, fine-grained sandy CLAY. Pale brown; very stiff. Light brownish gray, saturated, loose, silty clayey SAND. Vledium dense. Total Depth = 26.5 feet. Groundwater encountered at approximately 1 8 feet during drilling. Backfilled on 08/05/02. BORING LOG [\V* ^% ALGA NORTE COMMUNITY PARK UM ^5 CARLSBAD, CALIFORNIA PROJECT NO. DATE FIGURE 104600001 09/02 A- 14 CDCD X Q_LU Q 0 1 - 1 10-1 1 11 20- 1 ' 1 ' 30- . 40 -* UJ I 1 1 t I - nu_j cCr> c <D p^ i \ \ I > Oo CO 0 31 22 26 83/11" 50/5" 75/10" 50/5" • fS\mr 0^ UJ CO O 15.9 19.2 13.6 16.5 7J9«/ o s~ CO aiD KQ 107.5 108.3 114.6 98.2 fff& o m OT ^nj, %1 1 ttI1 l!|: I A :M z 0 H- . < CO«(J"- wCO _;CO ^ _i O CL • MIy\oF DATE DRILLED 08/05/02 BORING NO. B-15 GROUND ELEVATION 110'±(MSL) SHEET 1 OF 2 METHOD OF DRILLING 8" Diameter Hollow-Stem Auger DRIVE WEIGHT 140 lbs.(Aulo Trip Hammer) DROP 30" SAMPLED BY EP LOGGED BY EP REVIEWED BY R] DESCRIPTION/INTERPRETATION ALLUVIUM: Dark brown, damp, hard, CLAY. Very stiff; increase in fine sand content. Dark yellowish brown. SANTIAGO FORMATION: Light gray, moist, strongly cemented, clayey sandy SILTSTONE. Iron-oxide staining. •"ale brown; little iron-oxide staining; moderately cemented. Vlinor iron-oxide staining. Light red, moist, strongly indurated, CLAYSTONE. BORING LOG |%V* ^^ ALGA NORTH COMMUNITY PARK %|M ^5 CARLSBAD, CALIFORNIA PROJECT NO. DATE FIGURE 104600001 09/02 A- 1 5 | "5 £ 1 t_ 1 f~40~ 1 1 - 1 • 50- 1 1 1 1 1 1 1 SO 1 SAMPLES I].J CD c <D> Q f X 1 BLOWS/FOOT50/5" 50/5" 88/9"MOISTURE (%)\I^ O0- £coztU Q a:o SYMBOL~— I Z O 1- . < CO<2u twco-co ^< 0 M/ngo&Mp DATE DRILLED 08/05/02 BORING NO. B-I5 GROUND ELEVATION I10'+(MSL) SHEET 2 OF 2 METHOD OF DRILLING 8" Diameter Hollow-Stem Auger DRIVE WEIGHT 1 40 Ibs. (Auto Trip Hammer) DROP 30" SAMPLED BY EP LOGGED BY EP REVIEWED BY Rl DESCRIPTION/INTERPRETATION SANTIAGO FORMATION: (Continued) Light red, moist, strongly indurated, CLAYSTONE. Gray to light red (mottled). Light gray, moist, strongly cemented, SILTSTONE. Total Depth = 51.3 feet. Groundwater not encountered during drilling. Backfilled on 08/05/02. BORING LOG V%WA 0^ ALGA NORTH COMMUNITY PARK \Mm «5 CARLSBAD, CALIFORNIA PROJECT NO. DATE FIGURE 104600001 09/02 A- 16 Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 APPENDIX C LABORATORY TESTING Classification Soils were visually and texturally classified in accordance with the Unified Soil Classification System (USCS) in general accordance with ASTM D 2488-00. Soil classifications are indicated on the logs of the exploratory excavations in Appendix A. In-Place Moisture and Density Tests The moisture content and dry density of relatively undisturbed samples obtained from the ex- ploratory excavations were evaluated in general accordance with ASTM D 2937-04. The test results are presented on the logs of the exploratory excavations in Appendix A. Gradation Analysis Gradation analysis tests were performed on selected representative soil samples in general accor- dance with ASTM D 422-63. The grain-size distribution curves are shown on Figures C-l through C-3. These test results were utilized in evaluating the soil classifications in accordance with the Unified Soil Classification System. Atterberg Limits Tests were performed on selected representative fine-grained soil samples to evaluate the liquid limit, plastic limit, and plasticity index in general accordance with ASTM D 4318-05. These test results were utilized to evaluate the soil classification in accordance with the Unified Soil Classi- fication System. The test results and classifications are shown on Figure C-4. Direct Shear Tests Direct shear tests were performed on undisturbed samples in general accordance with ASTM D 3080-04 to evaluate the shear strength characteristics of selected materials. The samples were inundated during shearing to represent adverse field conditions. The results are shown on Figures C-5 and C-6. Expansion Index Tests The expansion index of selected materials was evaluated in general accordance with U.B.C. Standard No. 18-2 (ASTM D 4829-03). Specimens were molded under a specified compactive energy at approximately 50 percent saturation (plus or minus 1 percent). The prepared 1-inch thick by 4-inch diameter specimens were loaded with a surcharge of 144 pounds per square foot 104600002 R Alga None Park Rev 05/02 Alga Norte Community Park June 14, 2006 Carlsbad, California Project No. 104600002 and were inundated with tap water. Readings of volumetric swell were made for a period of 24 hours. The results of these tests are presented on Figure C-7. Maximum Dry Density and Optimum Moisture Content Tests The maximum dry density and optimum moisture content of a selected representative soil sample were evaluated in general accordance with ASTM D 1557-02. The results of these tests are sum- marized on Figure C-8. Soil Corrosivitv Tests Soil pH, and resistivity tests were performed on a representative sample in general accordance with California Test (CT) 643. The chloride content of the selected sample was evaluated in gen- eral accordance with CT 422. The sulfate content of the selected sample was evaluated in general accordance with CT 417. The test results are presented on Figure C-9. R-Value The resistance value, or R-value, for site soils was evaluated in general accordance with Califor- nia Test Method 301. Samples were prepared and evaluated for exudation pressure and expansion pressure. The equilibrium R-value is reported as the lesser or more conservative of the two calcu- lated results. The test results are shown on Figure C-10. 104600002 R Alga None Park Alga Norte Community Park Appendix E Carlsbad, California Project No. 104600002 tractor to provide mechanical compaction as close to the outer edge of the overbuilt slope surface as practical. 7.2.5. If access restrictions, property line location, or other constraints limit over- building and cutting back of the slope face, an alternative method for compaction of the slope face may be attempted by conventional construction procedures including backrolling at intervals of 4 feet or less in vertical slope height, or as dictated by the capability of the available equipment, whichever is less. Fill slopes shall be backrolled utilizing a conventional sheeps foot-type roller. Care shall be taken to maintain the specified moisture condi- tions and/or reestablish the same, as needed, prior to backrolling.. 7.2.6. The placement, moisture conditioning and compaction of fill slope materials shall be done in accordance with the recommendations presented in Sec- tion 5. of these guidelines. 7.2.7. The contractor shall be ultimately responsible for placing and compacting the soil out to the slope face to obtain a relative compaction of 90 percent as evaluated by ASTM D 1557 and a moisture content in accordance with Sec- tion 5. The geotechnical consultant shall perform field moisture and density tests at intervals of one test for approximately every 10,000 square feet of slope face and/or approximately every 10 feet of vertical height of slope. 7.2.8. Backdrains shall be provided in fill slopes in accordance with the details pre- sented on Figure A of these guidelines, or as recommended by the geotechnical consultant. 7.3. Top-of-Slope Drainage 7.3.1. For pad areas above slopes, positive drainage shall be established away from the top of slope. This may be accomplished utilizing a berrn and pad gradient of 2 percent or steeper at the top-of-slope areas. Site runoff shall not be per- mitted to flow over the tops of slopes. 7.3.2. Gunite-lined brow ditches shall be placed at the top of cut slopes to redirect surface runoff away from the slope face where drainage devices are not oth- erwise provided. 7.4. Slope Maintenance 7.4.1. In order to enhance surficial slope stability, slope planting shall be accom- plished at the completion of grading. Slope plants shall consist of deep- rooting, variable root depth, drought-tolerant vegetation. Native vegetation is generally desirable. Plants native to semiarid and arid areas may also be ap- propriate. Large-leafed ice plant should not be used on slopes. A landscape 104600002 Eanbworlcdoc J Q Alga Norte Community Park Appendix E Carlsbad, California Project No. 104600002 architect shall be consulted regarding the actual types of plants and planting configuration to be used. 7.4.2. Irrigation pipes shall be anchored to slope faces and not placed in trenches excavated into slope faces. Slope irrigation shall be maintained at a level just sufficient to support plant growth! Property owners shall be made aware that over watering of slopes is detrimental to slope stability. Slopes shall be moni- tored regularly and broken sprinkler heads and/or pipes shall be repaired immediately. 7.4.3. Periodic observation of landscaped slope areas shall be planned and appropri- ate measures taken to enhance growth of landscape plants. 7.4.4. Graded swales at the top of slopes and terrace drains shall be installed and the property owners notified that the drains shall be periodically checked so that they may be kept clear. Damage to drainage improvements shall be repaired immediately. To reduce siltation, terrace drains shall be constructed at a gra- dient of 3 percent or steeper, in accordance with the recommendations of the project civil engineer. 7.4.5. If slope failures occur, the geotechnical consultant shall be contacted immedi- ately for field review of site conditions and development of recommendations for evaluation and repair. 8. TRENCH BACKFILL The following sections provide recommendations for backfilling of trenches. 8.1. Trench backfill shall consist of granular soils (bedding) extending from the trench bottom to 1 or more feet above the pipe. On-site or imported fill which has been evaluated by the geotechnical consultant may be used above the granular backfill. The cover soils directly in contact with the pipe shall be classified as having a very low expansion potential, in accordance with UBC Standard 18-2, and shall contain no rocks or chunks of hard soil larger than 3/4-inch in diameter. 8.2. Trench backfill shall, unless otherwise recommended, be compacted by mechanical means to 90 percent relative compaction as evaluated in accordance with ASTM D 1557. Backfill soils shall be placed in loose lifts 8-inches thick or thinner, mois- ture conditioned, and compacted in accordance with the recommendations of Section 5. of these guidelines. The backfill shall be tested by the geotechnical con- sultant at vertical intervals of approximately 2 feet of backfill placed and at spacings along the trench of approximately 100 feet in the same lift. 104600002 Earthwork.doc J J Alga Norte Community Park Appendix E Carlsbad, California Project No. 104600002 8.3. Jetting of trench backfill materials is generally not a recommended method of den- sification, unless the on-site soils are sufficiently free-draining and provisions have been made for adequate dissipation of the water utilized in the jetting process. 8.4. If it is decided that jetting may be utilized, granular material with a sand equivalent greater than 30 shall be used for backfilling in the areas to be jetted. Jetting shall generally be considered for trenches 2 feet or narrower in width and 4 feet or shal- lower in depth. Following jetting operations, trench backfill shall be mechanically compacted to the specified compaction to finish grade. 8.5. Trench backfill which underlies the zone of influence of foundations shall be me- chanically compacted to 90 percent relative compaction, as evaluated in accordance with ASTM D 1557. The zone of influence of the foundations is generally defined as the roughly triangular area within the limits of a 1:1 projection from the inner and outer edges of the foundation, projected down and out from both edges. 8.6. Trench backfill within slab areas shall be compacted by mechanical means to a relative compaction of 90 percent relative compaction, as evaluated in accordance with ASTM D 1557. For minor interior trenches, density testing may be omitted or spot testing may be performed, as deemed appropriate by the geotechnical consult- ant. 8.7. When compacting soil in close proximity to utilities, care shall be taken by the grading contractor so that mechanical methods used to compact the soils do not damage the utilities. If the utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a buried conduit, then the grading con- tractor may elect to use light mechanical compaction equipment or, with the approval of the geotechnical consultant, cover the conduit with clean granular ma- terial. These granular materials shall be jetted in place to the top of the conduit in accordance with the recommendations of Section 8.4 prior to initiating mechanical compaction procedures. Other methods of utility trench compaction may also be appropriate, upon review by the geotechnical consultant and the utility contractor, at the time of construction. 8.8. Clean granular backfill and/or bedding materials are not recommended for use in slope areas unless provisions are made for a drainage system to mitigate the poten- tial for buildup of seepage forces or piping of backfill materials. 8.9. The contractor shall exercise the specified safety precautions, in accordance with OSHA Trench Safety Regulations, while conducting trenching operations. Such precautions include shoring or laying back trench excavations at 1:1 or flatter, de- pending on material type, for trenches in excess of 5 feet in depth. The geotechnical consultant is not responsible for the safety of trench operations or stability of the trenches. 104600002 Earthwork doc |2 Rev. 12/05 Alga Norte Community Park Appendix E Carlsbad, California Project No. 104600002 9. DRAINAGE The following sections provide recommendations pertaining to site drainage. 9.1. Canyon subdrain systems recommended by the geotechnical consultant shall be in- stalled in accordance with the Canyon Subdrain Detail, Figure C, provided in these guidelines. Canyon subdrains shall be installed to conform to the approximate alignment and details shown on project plans. The actual subdrain location shall be evaluated by the geotechnical consultant in the field during grading. Materials specified in the attached Canyon Subdrain Detail shall not be changed or modified unless so recommended by the geotechnical consultant. Subdrains shall be sur- veyed by a licensed land surveyor/civil engineer for line and grade after installation. Sufficient time shall be allowed for the surveys prior to commence- ment of filling over the subdrains. 9.2. Typical backdrains for stability, side hill, and shear key fills shall be installed in accordance with the details provided on Figure A, Figure F, and Figure G of these guidelines. 9.3. Roof, pad, and slope drainage shall be such that it is away from slopes and struc- tures to suitable discharge areas by nonerodible devices (e.g., gutters, downspouts, concrete swales, etc.). 9.4. Positive drainage adjacent to structures shall be established and maintained. Posi- tive drainage may be accomplished by providing drainage away from the foundations of the structure at a gradient of 2 percent or steeper for a distance of 5 feet or more outside the building perimeter, further maintained by a graded swale leading to an appropriate outlet, in accordance with the recommendations of the project civil engineer and/or landscape architect. 9.5. Surface drainage on the site shall be provided so that water is not permitted to pond. A gradient of 2 percent or steeper shall be maintained over the pad area and drainage patterns shall be established to remove water from the site to an appropri- ate outlet. 9.6. Care shall be taken by the contractor during finish grading to preserve any berms, drainage terraces, interceptor swales or other drainage devices of a permanent na- ture on or adjacent to the property. Drainage patterns established at the time of finish grading shall be maintained for the life of the project. Property owners shall be made very clearly aware that altering drainage patterns may be detrimental to slope stability and foundation performance. 104600002 Eanhwork.doc 13 Alga Norte Community Park Appendix E Carlsbad, California Project No. 104600002 10. SITE PROTECTION The site shall be protected as outlined in the following sections. 10.1. Protection of the site during the period of grading shall be the responsibility of the contractor unless other provisions are made in writing and agreed upon among the concerned parties. Completion of a portion of the project shall not be considered to preclude that portion or adjacent areas from the need for site protection, until such time as the project is finished as agreed upon by the geotechnical consultant, the client, and the regulatory agency. 10.2. The contractor is responsible for the stability of temporary excavations. Recom- mendations by the geotechnical consultant pertaining to temporary excavations are made in consideration of stability of the finished project and, therefore, shall not be considered to preclude the responsibilities of the contractor. Recommendations by the geotechnical consultant shall also not be considered to preclude more restrictive requirements by the applicable regulatory agencies. 10.3. Precautions shall be taken during the performance of site clearing, excavation, and grading to protect the site from flooding, ponding, or inundation by surface runoff. Temporary provisions shall be made during the rainy season so that surface runoff is away from and off the working site. Where low areas cannot be avoided, pumps shall be provided to remove water as needed during periods of rainfall. 10.4. During periods of rainfall, plastic sheeting shall be used as needed to reduce the po- tential for unprotected slopes to become saturated. Where needed, the contractor shall install check dams, desilting basins, riprap, sandbags or other appropriate de- vices or methods to reduce erosion and provide the recommended conditions during inclement weather. 10.5. During periods of rainfall, the geotechnical consultant shall be kept informed by the contractor of the nature of remedial or precautionary work being performed on site (e.g., pumping, placement of sandbags or plastic sheeting, other labor, dozing, etc.). 10.6. Following periods of rainfall, the contractor shall contact the geotechnical consult- ant and arrange a walk-over of the site in order to visually assess rain-related damage. The geotechnical consultant may also recommend excavation and testing in order to aid in the evaluation. At the request of the geotechnical consultant, the contractor shall make excavations in order to aid in evaluation of the extent of rain-related damage. 10.7. Rain- or irrigation-related damage shall be considered to include, but may not be limited to, erosion, silting, saturation, swelling, structural distress, and other ad- verse conditions noted by the geotechnical consultant. Soil adversely affected shall be classified as "Unsuitable Material" and shall be subject to overexcavation and l04600002Earthwork.doc Alga Norte Community Park Appendix E Carlsbad, California Project No. 104600002 replacement with compacted fill or to other remedial grading as recommended by the geotechnical consultant. 10.8. Relatively level areas where saturated soils and/or erosion gullies exist to depths greater than 1 foot shall be overexcavated to competent materials as evaluated by the geotechnical consultant. Where adverse conditions extend to less than 1 foot in depth, saturated and/or eroded materials may be processed in-place. Overexcavated or in-place processed materials shall be moisture conditioned and compacted in ac- cordance with the recommendations provided in Section 5. If the desired results are not achieved, the affected materials shall be overexcavated, moisture conditioned, and compacted until the specifications are met. 10.9. Slope areas where saturated soil and/or erosion gullies exist to depths greater than 1 foot shall be overexcavated and replaced as compacted fill in accordance with the applicable specifications. Where adversely affected materials exist to depths of 1 foot or less below proposed finished grade, remedial grading by moisture condi- tioning in-place and compaction in accordance with the appropriate specifications may be attempted. If the desired results are not achieved, the affected materials shall be overexcavated, moisture conditioned, and compacted until the specifica- tions are met. As conditions dictate, other slope repair procedures may also be recommended by the geotechnical consultant. 10.10. During construction, the contractor shall grade the site to provide positive drainage away from structures and to keep water from ponding adjacent to structures. Water shall not be allowed to damage adjacent properties. Positive drainage shall be main- tained by the contractor until permanent drainage and erosion reducing devices are installed in accordance with project plans. 104600002 Eanhwork.doc 15 Alga Norte Community Park Carlsbad, California Appendix E Project No. 104600002 11. DEFINITIONS OF TERMS ALLUVIUM: AS-GRADED (AS-BUILT): BACKCUT: BACKDRAIN: BEDROCK: BENCH: BORROW (IMPORT): BUTTRESS FILL: CIVIL ENGINEER: CLIENT: COLLUVIUM: COMPACTION: Unconsolidated detrital deposits deposited by flowing water; includes sediments deposited in river beds, canyons, flood plains, lakes, fans at the foot of slopes, and in estuaries. The site conditions upon completion of grading. A temporary construction slope at the rear of earth-retaining structures such as buttresses, shear keys, stabilization fills, or retaining walls. Generally a pipe-and-gravel or similar drainage system placed behind earth-retaining structures such as buttresses, stabilization fills, and retaining walls. Relatively undisturbed in-place rock, either at the surface or beneath surficial deposits of soil. A relatively level step and near-vertical riser excavated into sloping ground on which fill is to be placed. Any fill material hauled to the project site from off-site areas. A fill mass, the configuration of which is designed by engi- neering calculations, to retain slopes containing adverse geologic features. A buttress is generally specified by a key width and depth and by a backcut angle. A buttress normally contains a back drainage system. The Registered Civil Engineer or consulting firm responsible for preparation of the grading plans and surveying, and evaluating as-graded topographic conditions. The developer or a project-responsible authorized represen- tative. The client has the responsibility of reviewing the findings and recommendations made by the geotechnical consultant and authorizing the contractor and/or other con- sultants to perform work and/or provide services. Generally loose deposits, usually found on the face or near the base of slopes and brought there chiefly by gravity through slow continuous downhill creep (see also Slope Wash). The densification of a fill by mechanical means. 104600002 Earthwork.**16 Rev 12/05 Alga Norte Community Park Carlsbad, California Appendix E Project No. 104600002 CONTRACTOR: DEBRIS: ENGINEERED FILL: ENGINEERING GEOLOGIST: EROSION: EXCAVATION: EXISTING GRADE: FILL: FINISH GRADE: GEOFABRIC: A person or company under contract or otherwise retained by the client to perform demolition, grading, and other site improvements. The products of clearing, grubbing, and/or demolition, or contaminated soil material unsuitable for reuse as compacted fill, and/or any other material so designated by the geotech- nical consultant. A fill which the geotechnical consultant or the consultant's representative has observed and/or tested during placement, enabling the consultant to conclude that the fill has been placed in substantial compliance with the recommendations of the geotechnical consultant and the governing agency re- quirements. A geologist registered by the state licensing agency who ap- plies geologic knowledge and principles to the exploration and evaluation of naturally occurring rock and soil, as re- lated to the design of civil works. The wearing away of the ground surface as a result of the movement of wind, water, and/or ice. The mechanical removal of earth materials. The ground surface configuration prior to grading; original grade. Any deposit of soil, rock, soil-rock blends, or other similar materials placed by man. The as-graded ground surface elevation that conforms to the grading plan. An engineering textile utilized in geotechnical applications such as subgrade stabilization and filtering. GEOTECHNICAL CONSULTANT: The geotechnical engineering and engineering geology con- sulting firm retained to provide technical services for the project. For the purpose of these specifications, observations by the geotechnical consultant include observations by the geotechnical engineer, engineering geologist and other per- sons employed by and responsible to the geotechnical consultant. 104600002 Earthwork doc 17 Alga Norte Community Park Carlsbad, California Appendix E Project No. 104600002 GEOTECHNICAL ENGINEER: GRADING: LANDSLIDE DEPOSITS: OPTIMUM MOISTURE: RELATIVE COMPACTION: ROUGH GRADE: SHEAR KEY: SITE: SLOPE: SLOPE WASH: SLOUGH: SOIL: A licensed civil engineer and geotechnical engineer, regis- tered by the state licensing agency, who applies scientific methods, engineering principles, and professional experience to the acquisition, interpretation, and use of knowledge of materials of the earth's crust to the resolution of engineering problems. Geotechnical engineering encompasses many of the engineering aspects of soil mechanics, rock mechanics, geology, geophysics, hydrology, and related sciences. Any operation consisting of excavation, filling, or combina- tions thereof and associated operations. Material, often porous and of low density, produced from instability of natural or manmade slopes. The moisture content that is considered optimum to compac- tion operations. The degree of compaction (expressed as a percentage) of a material as compared to the dry density obtained from ASTM test method D 1557. The ground surface configuration at which time the surface elevations approximately conform to the approved plan. Similar to a subsurface buttress; however, it is generally con- structed by excavating a slot within a natural slope in order to stabilize the upper portion of the slope without encroach- ing into the lower portion of the slope. The particular parcel of land where grading is being per- formed. An inclined ground surface, the steepness of which is gener- ally specified as a ratio of horizontal units to vertical units. Soil and/or rock material that has been transported down a slope by gravity assisted by the action of water not confined to channels (see also Colluvium). Loose, uncompacted fill material generated during grading operations. Naturally occurring deposits of sand, silt, clay, etc., or com- binations thereof. 104600002 Earthwork doc 18 Rev. 12/05 Alga Norte Community Park Carlsbad, California Appendix E Project No. 104600002 STABILIZATION FILL: SUBDRATN: TAILINGS: TERRACE: TOPSOIL: WINDROW: A fill mass, the configuration of which is typically related to slope height and is specified by the standards of practice for enhancing the stability of locally adverse conditions. A stabi- lization fill is normally specified by a key width and depth and by a backcut angle. A stabilization fill may or may not have a back drainage system specified. Generally a pipe-and-gravel or similar drainage system placed beneath a fill along the alignment of buried canyons or former drainage channels. Non-engineered fill which accumulates on or adjacent to equipment haul roads. A relatively level bench constructed on the face of a graded slope surface for drainage and maintenance purposes. The upper zone of soil or bedrock materials, which is usually dark in color, loose, and contains organic materials. A row of large rocks buried within engineered fill in accor- dance with guidelines set forth by the geotechnical consultant. 104600002 Eanhwork.doc 19 Alga Norte Community Park Carlsbad, California Appendix E Project No. 104600002 FILL SLOPE OVER NATURAL GROUND SWALE AT TOP OF SLOPE OUTLET PIPE DRAINS TO A SUITABLE OUTLET IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE CIVIL ENGINEER BENCH INCLINED SLIGHTLY INTO SLOPENATURAL GROUND I ~ I BACKDRAIN f——15' MIN.—1 AND T-CONNECTION 1 ' (SEE DRAIN DETAIL, FIGURE G) BEDROCK OR COMPETENT MATERIAL, AS EVALUATED BY THE GEOTECHNICAL CONSULTANT FILL SLOPE OVER CUT SWALE AT TOP OF SLOPE •^-COMPACTED FILL- NATURAL GROUND OUTLET PIPE DRAINS TO A SUITABLE OUTLET IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE CIVIL ENGINEER BENCH INCLINED SLIGHTLY INTO SLOPE BEDROCK OR COMPETENT MATERIAL, AS EVALUATED BY THE GEOTECHNICAL CONSULTANT BACKDRAIN AND T-CONNECTION (SEE DRAIN DETAIL, FIGURE G) *MTNIMUU KEY WIDTH DIMENSION. ACTUAL W1P7H SHOULD BE PROVIDED BY GEOTECHNICAL CONSULTANT BASED ON EVALUATION Of SHE-SPECIFIC CEOTECHNICAL CONDITIONS. NOTES: CUT SLOPE SHALL BE CONSTRUCTED PRIOR TO PLACEMENT OF FILL- SLOPE DRAINAGE SHOULD BE PROVIptD IN ACCORDANCE WITH RECOMMENDATIONS PRESENTED ON FIGURE E •orlhfo.dwg NOT TO SCALE FILL SLOPE OVER NATURAL GROUND OR CUT FIGURE A 104600002 Eanhwork.doc Alga Norte Community Park Carlsbad, California Appendix E Project No. 104600002 TRANSITION (CUT-FILL) LOT NATURAL GROUND ^•5' MIN.«~| 1 3' MIN. OVEREXCAVATt AND RECOMPACT BEDROCK OR COMPETENT MATERIAL, -• AS EVALUATED BY THE — GEOTECHNICAL CONSULTANT UNDERCUT LOT V NATURAL GROUND OVEREXCAVATE AND RECOMPACT BEDROCK OR COMPETENT MATERIAL, AS EVALUATED BY THE — GEOTECHNICAL CONSULTANT NOTE: DIMENSIONS PROVIDED IN THE DETAILS ABOVE ARE APPROXIMATE AND MAY BE MODIFIED IN THE FIELD BY THE GEOTECHNICAL CONSULTANT AS CONDITIONS DICTATE. NOT TO SCALE; TRANSITION AND UNDERCUT LOT DETAILS I04600002 Earthwork.** Alga Norte Community Park Carlsbad, California Appendix E Project No. 104600002 CANYON SUBDRAIN NATURAL GROUND SEE FIGURE A FOR DETAILS OF BENCHES LOWEST BENCH INCLINED TOWARD DRAIN COMPACTED FILL REMOVE UNSUITABLE MATERIAL BEDROCK OR COMPETENT MATERIAL, AS EVALUATED BY THE GEOTECHNICAL CONSULTANT SUBDRAIN (SEE DRAIN DETAIL. FIGURE G) DETAIL OF CANYON SUBDRAlN TERMINATION DESIGN FINISH GRADE SUBDRAIN PIPE OUTLET PIPE DRAINS TO A SUITABLE OUTLET IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE CIVIL ENGINEER V COMPACTED FILL CUTOFF WALL CONSTRUCTED .OF GROUT, CONCRETE. 8ENTONITE. OR OTHER SUITABLE MATERIAL AS EVALUATED BY THE GEOTESHNICAL CONSULTANT FILTER MATERIAL -NON-PERFORATED P1PE- 20' MIN.WIN. -PERFORATED PIPE •or1Mc.dwg NOT TO SCALE CANYON SUBDRAIN DETAIL FIGURE C 104600002 Earthwork doc Alga Norte Community Park Carlsbad, California Appendix E Project No. 104600002 WINDROW SECTION 30 S.E. SOIL (FLOODED) "V" OR RECTANGULAR TRENCH A MINIMUM OF 2 FEET DEEP AND 5 FEET WIDE EXCAVATED INTO COMPACTED FILL OR NATURAL GROUND PAD SECTION FINISH GRADE ZONE A MATERIAL STREET 5' MIN. SpHV^ BEDROCK OR COMPETENT MATERIAL AS EVALUATED BY GEOTECHNICAL CONSULTANT ZONE A: COMPACTED FILL WITH ROCK FRAGMENTS NO GREATER THAN 6 INCHES IN DIAMETER. ZONE B: COMPACTED FILL WITH ROCK FRAGMENTS BETWEEN 6 AND 46 INCHES IN DIAMETER MAY BE PLACED IN STAGGERED WINDROWS UP TO 100' LONG IN THIS ZONE AND SURROUNDED BY GRANULAR SOIL (30 SAND EQUIVALENT) DENS1FIED BY FLOODING. ROCK FRAGMENTS LESS THAN 6 INCHES IN DIAMETER MAY BE PLACED IN COMPACTED FILL SOIL. NOTE: SLOPE DRAINAGE SHOULD BE PROVIDED IN ACCORDANCE WITH RECOMMENDATIONS PRESENTED ON FIGURE E. «rihM .top..** NOT TO SCALE OVERSIZED ROCK PLACEMENT DETAIL n^o 104600002 Earthwort.doc Alga Norte Community Park Carlsbad, California Appendix E Project No. 104600002 SWALE AT TOP OF SLOPE BENCH INCLINED SLIGHTLY INTO SLOPE BEDROCK OR COMPETENT MATERIAL AS EVALUATED BY THE GEOTECHNtCAL CONSULTANT WHEN POSSIBLE. LOWEST BACKDRAIN SHOULD BE PLACED IN THE BASE OF KEY (SEE DRAIN DETAIL, FIGURE G) MID-SLOPE BACKDRAIN (SEE DRAIN DETAIL. FIGURE G) NON-PERFORATED OUTLET PIPE TERRACE WIDTH* REINFORCED CONCRETED PAVED TERRACE (SWALE) MAXIMUM VERTICAL SLOPE HEIGHT. H (FEET) LESS THAN 30 60 120 GREATER THAN 120 * TERRACE WIDTH AND LOCATION NO TERRACE REQUIRED ONE TERRACE AT LEAST 6 FEET WIDE AT MIDHEIGHT ONE TERRACE AT LEAST 12 FEET WIDE AT APPROXIMATELY MIDHEIGHT AND 6-FOOT WIDE TERRACES CENTERED IN REMAINING SLOPES DESIGNED BY CIVIL ENGINEER WITH APPROVAL OF GOVERNING AUTHORITIES NOTES: 1. MID-SLOPE BACKDRAINS SHOULD BE PLACED IN FILL SLOPES IN CONJUNCTION WITH EACH TERRACE. 2. TERRACES SHOULD HAVE AT LEAST A 5-PERCENT GRADIENT. AND RUM OFF SHOULD BE DIRECTEDTO AN APPROPRIATE: SURFACE DRAINAGE COLLECTOR. 3. TERRACES SHOULD BE CLEANED OF DEBRIS AND VEGETATION TO ALLOW UNRESTRICTED FLOW OF WATER; 4. TERRACES SHOULD BE KEPT IN GOOD REPAIR. 5. REFER TO UBC CHAPTER 70 FOR ADDITIONAL REQUIREMENTS. NOT TO SCALE SLOPE DRAINAGE DETAIL FIGLfiE E 104600002 Earthwork, doc Alga Norte Community Park Carlsbad, California Appendix E Project No. 104600002 PROPOSED GRADED SURFACE EXISTING GROUND SURFACE BENCH INCLINED SLIGHTLY INTO SLOPE (SEE FIGURE A) UNSTABLE MATERIAL PLANE OF WEAKNESSF WEAKNESS —7 s~ { BEDROCK OR COMPETENT MATERIAL, AS EVALUATED BY THE GEOTECHNICAL CONSULTANT BACKDRAIN (SEE DRAIN DETAIL. FIGURE G)NON-PERFORATED OUTLET PIPE NOTES: 1. THE DEPTH AND WIDTH OF KEY WILL BE PROVIDED Br THE GEOTECHNICAL CONSULTANT BASED ON ANALYSISOF SITE-SPECIFIC GEOTECHNICAL CONDITIONS. 2. AN ADDITIONAL MID-SLOPE BACKDRAIN AND TERRACE DRAIN MAY BE RECOMMENDED FOR SLOPES OVER 3O FEET HIGH. SEE SLOPE DRAINAGE DETAIL. FIGURE E. 3. SLOPE DRAINAGE SHOULD BE PROVIDED IN ACCORDANCE WITH RECOMMENDATIONS PRESENTED ON FIGURE E. NOT TO SCALE SHEAR KEY DETAIL FIGURE F 104600002 Earthwoik.doc Alga Norte Community Park Carlsbad, California Appendix E Project No. 104600002 SUBDRAIN CONFIGURATION ALTERNATIVE A* ALTERNATIVE B FILTER MATERIAL '(9 CUBIC FEET PER LINEAR FOOT) BACKDRAIN CONFIGURATION FILTER MATERIAL (3 CUBIC FEET PER LINEAR FOOT) PERFORATED PIPE INSTALLED WITH PERFORATION DOWN (SEE SCHEDULE BELOW) * ALTERNATIVE A SUBDRAIN CONFIGURATION MAY BE USED IN FILLS LESS THAN 25 FEET DEEP PERFORATED PIPE, 4" MIN. SCHEDULE 40 PVC OR EQUIVALENT INSTALLED WITH PERFORATIONS DOWN T-CONNECTION DETAIL PERFORATED PIPE SLOPED AT 1% MIN. TOWARD OUTLET PIPE NON-PERFORATED OUTLET PIPE UP TO 100' ON CENTER HORIZONTALLY FILTER MATERIAL FILTER MATERIAL SHALL BE CLASS II PERMEABLE MATERIAL PER STATE OF CALIFORNIA STANDARD SPECIFICATIONS OR APPROVED ALTERNATE GEOFA8RIC DRAIN SYSTEM. CLASS II GRADATIONS SIEVE SIZE PERCENT PASSING I" 3/4" 3>8" No. 4 No. 8 No. 30 No. 50 No. 200 100 90-100 40-100 25-40 18-33 5-15 0-7 0-3 END CAP PIPE SCHEDULE PERFORATED AND NON-PERFORATED PIPE SHALL BE SCHEDULE 40 POLYVINYL CHLORIDE (PVC) OR ACRYLONITRILE BUTADIENE STYRENE (ABS) OR EQUIVALENT. AND WILL HAVE A MINIMUM CRUSHING STRENGTH OF 1000 PSI FOR DEPTHS OF FILL UP TO 50 FEET. FOR DEEPER FILLS, PERFORATED AND NON-PERFORATED PIPE SHOULD BE DESICNED WITH ADEQUATE CRUSHING STRENGTH. THE PIPE DIAMETER WILL GENERALLY MEET THE FOLLOWING CRfTERIA. BUT MAY BE MODIFIED IN THE FIELD BY THE GEOTECHNICAL CONSULTANT AS CONDITIONS DICTATE. THE LENGTH OF RUN IS MEASURED FROM THE HIGHEST ELEVATION. NOTE: AS AN ALTERNATIVE THE FILTER MATERIAL MAY CONSIST OF UP TO 1" DIAMETER OPEN-GRADED GRAVEL WRAPPED IN AN APPROVED GEOFABRIC WITH 6-INCH OR MORE OVERUP. LENGTH OF RUN 0-500' 500-1500' > 1500' PIPE DIAMETER 4" 6" 8" NOT TO SCALE •arthfg.dwg DRAIN DETAIL FIGURE G 104600002 Earthwork doc GRAVEL Coarse 3" 2-1-1/2" I [l 1 ' 01 50° f 1 1 OJ io 1 01 1CL 1 I I 100 Sy • Fine SAND Coarse Medium U.S. STANDARD SIEVE NUMBERS • 3«" 3/8" 4 10 16 30 50 ~=Rr 10 . , Samplenbol . ..Location » TP-9 Depth (ft) 4.0-6.0 -ik-». ^ Fine FINES SILT |CLAY HYDROMETER 100 200 I \ \| \ > \V ' 1 0.1 0.01 0.001 0.0001 GRAIN SIZE IN MILLIMETERS Liquid Limit - Plastic Limit - Plasticity Index - D» - D3o DSO - cu - * - Passing No. 200 45 u.s.c.s SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422-63 (02) M//H/D & ^ftbWTQ PROJECT NO. 104600002 DATE 6/06 GRADATION TEST RESULTS Alga Norte Community Park Carlsbad, California FIGURE C-1 104600002 SIEVE TP-9 @ 4.0-6.0.xls GRAVEL Coarse Fine SAND Coarse Medium Fine FINES Silt Clay 3" 1-1/2" U.S. STANDARD SIEVE NUMBERS 1" 3/4- MT 3/8- 4 8 16 30 50 100 200 HYDROMETER 100 90 80 70 60 50 30 20 10 0 HN v iLLJoo: 100 10 0.01 0.001 0.000 GRAIN SIZE IN MILLIMETERS Symbol • Hole No. Stockpile Sample 1 Depth (ft) Bulk Liquid Limit - Plastic Limit - Plasticity Index - D1D - D30 - Deo - cu - c. - Passing No. 200 21 U.S.C.S SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422-63 (02) PROJECT NO. 104600002 DATE 6/06 GRADATION TEST RESULTS Alga Norte Community Park Carlsbad, California FIGURE C-2 104600002 SIEVE @ Stockpile »1-Xls GRAVEL PERCENT FINER BY WEIGHT_,^M«ASOSSS^3Coarse 3' 1-1/2" 1 ( ^s ^ Fine SAND Coarse Medium Fine FINES Silt U.S. STANDARD SIEVE NUMBERS ' 3/4" 1/2" 3/8" 4 8 16 30 50 100 200 I V I i1 100 Symbol M -V L ^-4- 10 Hole No. Stockpile * Sample 2 Depth (ft) Bulk --1V >si^\s>SV ^9 Clay HYDROMETER 1 0.1 GRAIN SIZE IN MILLIMETERS Liquid Limit - Plastic Limit - Plasticity Index - D10 - DM - 0.01 D60 - cu - * - 0.001 0.0001 Passing No. 200 20 U.S.C.S SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422-63 (02) jy/iiyO&JflmTV GRADATION TEST RESULTS PROJECT NO. 104600002 DATE 6/06 Alga Norte Community Park Carlsbad, California FIGURE C-3 1046000O2 SIEVE @ Stockpile ff2.xls SYMBOL • - + LOCATION TP-1 TP-1 TP-8 DEPTH (FT) 4.0-6.0 8.0-10.0 8.0-10.0 LIQUID LIMIT, LL (%) 35 45 33 PLASTIC LIMIT, PL (%) 16 22 14 PLASTICITY INDEX, PI (%) 19 23 19 uses CLASSIFICATION (Fraction Finer Than No. 40 Sieve) CL CL CL uses (Entire Sample) CL CL CL NP - Indicates Non-Plastic 60 50 40 r 30 20 10 s L-ML CL or OL ML or OL CH or OH -MHorOH- 0 10 20 30 40 50 60 70 80 90 100 LL(%) PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4318-05 PROJECT NO. 104600002 DATE 6/06 ATTERBERG LIMITS TEST RESULTS Alga Norte Community Park Carlsbad, California FIGURE C-4 1IM600002ATTERBeRGPg Ijds 5000 4000 u_ CO £b. 3000 CO COUJ 01 COa: < 2000 i CO 1000 1000 2000 3000 NORMAL STRESS (PSF) 4000 5000 Description Sandy SILTSTONE Sandy SILTSTONE Symbol - -X - - Sample Location TP-5 TP-5 Depth (ft) 19.0-19.5 19.0-19.5 Shear Strength Peak Ultimate Cohesion, c (psf) 110 110 Friction Angle, <|> (degrees) 26 25 Soil Type Formation Formation PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080-04 PROJECT 104600002 DATE 6/06 DIRECT SHEAR TEST RESULTS Alga Node Community Park Carlsbad, California FIGURE C-5 104600002 SHEAR TP-5 fi> 19.0-19-5.xls 2000 1500 LJ_ CO COcoUJo: 1000 CO tr< UJxto 500 500 1000 1500 NORMAL STRESS (PSF) 2000 Description Remolded @ 90% Relative Compaction Symbol •^^^^ - -X - - Sample Location TP-7 TP-7 Depth (ft) 2.0-3.0 2.0-3.0 Shear Strength Peak Ultimate Cohesion, c (psf) 550 420 Friction Angle, $ (degrees) 15 15 Soil Type CL CL PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080-04 PROJECT 104600002 DATE 6/06 DIRECT SHEAR TEST RESULTS Alga Norte Community Park Carlsbad, California FIGURE C-6 SAMPLE LOCATION TP-7 TP-10 SAMPLE DEPTH (FT) 2.0-3.0 12.0-14.0 INITIAL MOISTURE (-%) 9.9 11.7 COMPACTED DRY DENSITY (PCF) 109.1 102.3 FINAL MOISTURE (%) 25.2 30.3 VOLUMETRIC SWELL (IN) . 0.130 0.108 EXPANSION INDEX 130 108 POTENTIAL EXPANSION High High PERFORMED IN GENERAL ACCORDANCE WITH ] UBC STANDARD 18-2 Q ASTM D 4829-03 /yr//^»*/ytoi>re PROJECT 104600002 DATE 6/06 EXPANSION INDEX TEST RESULTS Alga Norte Community Park Carlsbad, California FIGURE C-7 104600002 El Pa'»ls 130 120 uToD- t CO 110 HI Q 01a 100 90 80 Sample Location TP-7 n n f\ n t \ <•* \ \\ ,x \\ \\ X t\ \ \ \ \ \ S\ X \ V\ \ X V \ \ / \\ \ \ / s\ \"s\ / \ KV \ / \ V ^\ // \ s\ \ \ V ^\ s ^^ vt Zero Air Voic (Specific Gravit hy /" \ \ / N s\ \ \ X i V \| JL y - ine = 2.70) Zero Air Voic (Spec fie Gravib \ \ ^ \ \ s \ \ \ x \ \ iL i- ine 2.60) Zero Air Voi (Specific Gravit S Xk Ss [S \ \ \ \ \ V s V s \ N \J \ \ S s s dL y- N \ \ me = 2.50) \ \ \ s S \ \ \ S ss \ \ \s 0 5 10 15 20 25 30 35 40 MOISTURE CONTENT (%) Depth (ft) 2.0-3.0 Soil Description Dark Brown Sandy, S Ity CLAY Dry Density and Moisture Content Values Corrected for Oversize (ASTM D 4718-87) Maximum Dry Density (pcf) 120.0 N/A Optimum Moisture Content (%) 12.0 N/A PERFORMED IN GENERAL ACCORDANCE WITH 0 ASTM D 1557-02 D ASTM D 698-OOa METHOD 0 A D B D C ty/nyo*ffiswr^ PROJECT NO. 104600002 DATE 6/06 PROCTOR DENSITY TEST RESULTS Alga Norte Community Park Carlsbad, California FIGURE C-8 104600002 PROCTOR TP-7 @ 2.0-3.0j<ls SAMPLE LOCATION TP-7 SAMPLE DEPTH (FT) 2.0-3.0 PH1 6.6 RESISTIVITY 1 (Ohm-cm) 420 SULFATE CONTENT 2 (%) 0.04 CHLORIDE CONTENT 3 (ppm) 75 1 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 643 z PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 417 3 PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 422 /flngo&ffiww PROJECT 104600002 DATE 6/06 CORROSIVITY TEST RESULTS Alga Norte Community Park Carlsbad, California FIGURE C-9 1W600002 CORROSIVITY TP-7 @ 2 0-3.0.xls .5> Alga Norte Community Park June 14, 2006 Carlsbad, California ' Project No. 104600002 APPENDIX D LABORATORY TESTING OF PREVIOUS INVESTIGATION 104600002 R Alga None PaiV GRAVEL Coarse Fine SAND Coarse Medium Fine FINES Silt Clay U.S. STANDARD SIEVE NUMBERS 3" 1-1/2- r 3/4" 1/2' 3/B- 4 B 16 30 50 100 200 HYDROMETER IO 0] ItUJz 100 90 80 70 60 50 40I £ 30a. 20 10 0 \ too 10 0.1 GRAIN SIZE IN MILLIMETERS 0.001 0.0001 Symbol • Hole No. B-11 Depth (ft) 15.0-16.5 Liquid Limit - Plastic Limit - Plasticity Index - D,0 - D30 - D6o - cu - Cc - Passing No. 200 (%) 52 U.S.C.S CL PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422-63 GRADATION TEST RESULTS Alga Norte Community Park Carlsbad, California f PROJECT NO. ^ 104600001 DATE A 8/02 J C FIGURED L B-1 J SVB11@15-16.5x1s 0. -4.0 -3.0 0^ § -i.o wi o.o Q. ! X u 1.0 2.0 3.0 4.0 5.0 6.0 co 7.0 COUJ o f 9.0 Ul ex 10.0 £ 11-0 0 £ 12.0in ffi 13.0 § 14.0 g 15.0 ° 16.0 00 17.0 18.0 19.0 20.0 1 i-x^^i — • — A u p= — 1 1 — i Se Lo Lo Re r~~ L — at ad ad be ^ nc in in )U \ 3< g g 1C c 1 -! P A ( TRESS IN 0 ^L \\ /cle nor to Inur :ter Inunde Dycle KIPSF ~ V : \ datior lion J I 1 JER H i SQL r E[ c F JAF 3or Dei 3oi ER ^E in; Jth T rOf F 3'( YF ^M 0 ] r-\ ^Jc ft. ie EC D LO H T .0 B-5 5.0-6.5 CL M GENERAL A"CORD^^ICE iWIThIASTM D 1C 243 0.0 5-96 CONSOLIDATION TEST RESULTS Alga Norte Community Park ^ Carlsbad, California ^ f PROJECT NO. DATE A ^ 104600001 8/02 J /"FIGURED V B-2 J 0.1 STRESS IN KIPS PER SQUARE FOOT 1.0 10.0 100.0 O W <a.x w C/3 UJ 0 UJ UJ I g Szo0 -4.U J'U -2.0 -1.0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 17.0 1H.U 19.0 20.0 1 >~-L-^. — — 1 1CT-^ =*!feq 1 ^"-1 1 "•- *"-^u-^ — ^ r" — < — Seating Cycle Loading Prior to Inundation Loading After Inundation Rebound Cycle Boring No. B-5 Depth (ft.) 15.0-16.5 Soil Type CL PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 2435-96 CNB5@T5-165»ts CONSOLIDATION TEST RESULTS Alga Norte Community Park Carlsbad, California f PROJECT NO. V 104600001 DATE "\ 8/02 J FIGURE B-3 J r 0.1 STRESS IN KIPS PER SQUARE FOOT 1.0 10.0 100.0 -4.0 -3.0 ~ -2.0 § -1.0 z n n '< 0.0, X 1 u 1.0 2.0 3.0 4.0 5.0 6 0 •°w 1 8.0o f 9.0 IKa! 10.0 " 11-0o z 12.0 ID S 13.0 O g 15.0 8 16.0zo0 17.0 18.0 19.0 20.0 V "•V. . . _"_- . ^ »^_ — ^~~--^ »— «^M ~1 — • — A ---A > fe —^=^=^< Se Lo Lo Re i ai ad ad be nc in n u J< 3 g 1C ^P A ( ' — ^*^ ~*v — >^ ^^^ tc\e 'ior io Inur r(er Inunda iycle ^••^ ~^ dation tion f | ^ «^- "X, E [ c\. P -X 3or )ef ERF 4 -- int >th T :OF — 3f (f yp (M X" i-) e ED p= B-11 5.0-6.5 CL N GENERAL ACCORDANCEVVITH AS rMD2435-96 1 CONSOLIDATION TEST RESULTS Alga Norte Community Park Carlsbad, California ^ r PROJECT NO. V 104600001 DATE A | 8/02 ) ' ^FIGURE^N ^ B-4 J SVB11@5-6.5j»ls 0 -4.0 -3.0 -2.0 § -1.0 w 5 0.0 0- ' Xw 1.0 ' 2.0 •? nj.\i 4.0 5.0 6.0 co 7.0 C/3 111| 8.0 o £ 9.0 LlJ 5T 10.0 £ 11.0 o ^ 12.0 LU K 13 0Si 1-D-U § H-0 Q 15.0 § 16.0 O0 17.0 18.0 19.0 I I " i 1 ~-«== .. ~- _, ^_ —-J c 1 TRESS IN 0 *==: |- - KIPS F -^^— 3ER ^ —— ^»- r — SQl =-^ JA s RE ^N FO V O 1C -1 T .0 v \ -- 30.0 20.0 * ...I ---»--- Seating Cycle Boring No. B-11 — • — Loading Prior to Inundation Depth (ft.) 10.0-11.5 — A — Loading After Inundation Soil Type CL ---A--- Rebound Cycle PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 2435-96 J J CONSOLIDATION TEST RESULTS Alga Norte Community Park Carlsbad, California j f PROJECT NO. DATE A V 104600001 8/02 J /"FIGURED V B 5 J 4000 3000 LL V) Wto UJ 2000 u.<LJX (O 1000 1000 2000 NORMAL STRESS (PSF) 3000 4000 Description Siltstone Symbol • Boring Number B-2 Depth (ft) 5.0-6.5 Shear Strength Peak Cohesion (psf) 165 Friction Angle (deg) 31 Soil Type Formation DIRECT SHEAR TEST RESULTS Alga Norte Community Park Carlsbad, California f PROJECT NO. V^ 104600001 DATE "\ 8/02 J : FIGURED B-6 J DSB2@5-6.5.xls EXPANSION INDEX TEST RESULTS SAMPLE LOCATION B-2 SAMPLE DEPTH (FT) 2.0-5.0 INITIAL MOISTURE (%) 12.4 COMPACTED DRY DENSITY (PCF) 99.1 FINAL MOISTURE <%) 30.9 VOLUMETRIC SWELL (IN) 0.078 EXPANSION INDEX 78 EXPANSION POTENTIAL Medium PERFORMED IN GENERAL ACCORDANCE WITH UBC STANDARD 18-2 PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4829-95 EXPANSION INDEX TEST RESULTS Alga Norte Community Park Carlsbad, California C PROJECT NO. V^ 104600001 DATE j 8/02 JX FIGUREJ B-7 J CORROSIVITY TEST RESULTS SAMPLE LOCATION B-2 SAMPLE DEPTH (FT) 2.0-5.0 PH' 6.9 RESISTIVITY * (ohm-cm) 815 WATER-SOLUBLE SULFATE CONTENT IN SOIL ** (%) 0.005 CHLORIDE CONTENT *** (ppm) 105 ' PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 643 " PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 417 *" PERFORMED IN GENERAL ACCORDANCE WITH CALIFORNIA TEST METHOD 422 CORROSIVITY TEST RESULTS Alga Norte Community Park Carlsbad, California r PROJECT NO. V 104600001 DATE "\ 8/02 J FIGURED B-8 ) mire Alga Norte Community Park Appendix E Carlsbad, California Project No. 104600002 APPENDIX E TYPICAL EARTHWORK GUIDELINES Alga Norte Community Park Appendix E Carlsbad, California Project No. 104600002 TABLE OF CONTENTS Page 1. GENERAL 1 2. OBLIGATIONS OF PARTIES 2 3. SITE PREPARATION 3 4. REMOVALS AND EXCAVATIONS 4 5. COMPACTED FILL 5 6. OVERSIZED MATERIAL 7 7. SLOPES 8 8. TRENCH BACKFILL 11 9. DRAINAGE 13 10. SITE PROTECTION 14 11. DEFINITIONS OF TERMS 16 Figures Figure A - Fill Slope Over Natural Ground or Cut Figure B - Transition and Undercut Lot Details Figure C - Canyon Subdrain Detail Figure D - Oversized Rock Placement Detail Figure E - Slope Drainage Detail Figure F - Shear Key Detail Figure G - Drain Detail 104600002 Earthwork doc : Rev. 12/05 Alga Norte Community Park Appendix E Carlsbad, California Project No. 104600002 TYPICAL EARTHWORK GUIDELINES 1. GENERAL These guidelines and the standard details attached hereto are presented as general procedures for earthwork construction. They are to be utilized in conjunction with the project grading plans. These guidelines are considered a part of the geotechnical report, but are superseded by recom- mendations in the geotechnical report in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could super- sede these specifications and/or the recommendations of the geotechnical report. It is the responsibility of the contractor to read and understand these guidelines as well as the geotechni- cal report and project grading plans. 1.1. The contractor shall not vary from these guidelines without prior recommendations by the geotechnical consultant and the approval of the client or the client's author- ized representative. Recommendations by the geotechnical consultant and/or client shall not be considered to preclude requirements for approval by the jurisdictional agency prior to the execution of any changes. 1.2. The contractor shall perform the grading operations in accordance with these speci- fications, and shall be responsible for the quality of the finished product notwithstanding the fact that grading work will be observed and tested by the geo- technical consultant. 1.3. It is the responsibility of the grading contractor to notify the geotechnical consult- ant and the jurisdictional agencies, as needed, prior to the start of work at the site and at any time that grading resumes after interruption. Each step of the grading operations shall be observed and documented by the geotechnical consultant and, where necessary, reviewed by the appropriate jurisdictional agency prior to pro- ceeding with subsequent work. 1.4. If, during the grading operations, geotechnical conditions are encountered which were not anticipated or described in the geotechnical report, the geotechnical con- sultant shall be notified immediately and additional recommendations, if applicable, may be provided. 1.5. An as-graded report shall be prepared by the geotechnical consultant and signed by a registered engineer and registered engineering geologist. The report documents the geotechnical consultants' observations, and field and laboratory test results, and 104600002 Eanhwoik.doc 1 Rev. 12/05 Alga Norte Community Park Appendix E Carlsbad, California Project No. 104600002 provides conclusions regarding whether or not earthwork construction was per- formed in accordance with the geotechnical recommendations and the grading plans. Recommendations for foundation design, pavement design, subgrade treat- ment, etc., may also be included in the as-graded report. 1.6. For the purpose of evaluating quantities of materials excavated during grading and/or locating the limits of excavations, a licensed land surveyor or civil engineer shall be retained. 1.7. Definitions of terms utilized in the remainder of these specifications have been provided in Section 11. 2. OBLIGATIONS OF PARTIES The parties involved in the projects earthwork activities shall be responsible as outlined in the following sections. 2.1. The client is ultimately responsible for the aspects of the project. The client or the client's authorized representative has a responsibility to review the findings and recommendations of the geotechnical consultant. The client shall authorize the con- tractor and/or other consultants to perform work and/or provide services. During grading the client or the client's authorized representative shall remain on site or remain reasonably accessible to the concerned parties to make the decisions that may be needed to maintain the flow of the project. 2.2. The contractor is responsible for the safety of the project and satisfactory comple- tion of grading and other associated operations, including, but not limited to, earthwork in accordance with the project plans, specifications, and jurisdictional agency requirements. During grading, the contractor or the contractor's authorized representative shall remain on site. The contractor shall further remain accessible during non-working hours times, including at night and during days off. 2.3. The geotechnical consultant shall provide observation and testing services and shall make evaluations to advise the client on geotechnical matters. The geotechnical consultant shall report findings and recommendations to the client or the client's authorized representative. 2.4. Prior to proceeding with any grading operations, the geotechnical consultant shall be notified two working days in advance to schedule the needed observation and testing services. 104600002 Earthwork .doc 7 Rev. 12/05 Alga Norte Community Park Appendix E Carlsbad, California Project No. 104600002 2.4.1. Prior to any significant expansion or reduction in the grading operation, the geotechnical consultant shall be provided with two working days notice to make appropriate adjustments in scheduling of on-site personnel. 2.4.2. Between phases of grading operations, the geotechnical consultant shall be provided with two working days notice in advance of commencement of ad- ditional grading operations. 3. SITE PREPARATION Site preparation shall be performed in accordance with the recommendations presented in the following sections. 3.1. The client, prior to any site preparation or grading, shall arrange and attend a pre-grading meeting between the grading contractor, the design engineer, the geo- technical consultant, and representatives of appropriate governing authorities, as well as any other involved parties. The parties shall be given two working days no- tice. 3.2. Clearing and grubbing shall consist of the substantial removal of vegetation, brush, grass, wood, stumps, trees, tree roots greater than 1/2-inch in diameter, and other deleterious materials from the areas to be graded. Clearing and grubbing shall ex- tend to the outside of the proposed excavation and fill areas. 3.3. Demolition in the areas to be graded shall include removal of building structures, foun- dations, reservoirs, utilities (including underground pipelines, septic tanks, leach fields, seepage pits, cisterns, etc.), and other manmade surface and subsurface improvements, and the backfilling of mining shafts, tunnels and surface depressions. Demolition of utilities shall include capping or rerouting of pipelines at the project perimeter, and abandonment of wells in accordance with the requirements of the governing authorities and the recommendations of the geotechnical consultant at the time of demolition. 3.4. The debris generated during clearing, grubbing and/or demolition operations shall be removed from areas to be graded and disposed of off site at a legal dump site. Clearing, grubbing, and demolition operations shall be performed under the obser- vation of the geotechnical consultant. 3.5. The ground surface beneath proposed fill areas shall be stripped of loose or unsuit- able soil. These soils may be used as compacted fill provided they are generally free of organic or other deleterious materials and evaluated for use by the geotech- nical consultant. The resulting surface shall be evaluated by the geotechnical consultant prior to proceeding. The cleared, natural ground surface shall be scari- 104600002 Eanhwork.doc Alga Norte Community Park Appendix E Carlsbad, California Project No. 104600002 fled to a depth of approximately 8 inches, moisture conditioned, and compacted in accordance with the specifications presented in Section 5 of these guidelines. 3.6. Where fills are to be constructed on hillsides or slopes, topsoil, slope wash, collu- vium, and other materials deemed unsuitable shall be removed. Where the exposed slope is steeper than 5 horizontal units to 1 vertical unit, or where recommended by the geotechnical consultant, the slope of the original ground on which the fill is to be placed shall be benched and a key as shown on Figure A of this document shall be provided by the contractor in accordance with the specifications presented in Section 7 of this document. The benches shall extend into the underlying bedrock or, where bedrock is not present, into suitable compacted fill as evaluated by the geotechnical consultant. 4. REMOVALS AND EXCAVATIONS Removals and excavations shall be performed as recommended in the following sections. 4.1. Removals 4.1.1. Materials which are considered unsuitable shall be excavated under the ob- servation of the geotechnical consultant in accordance with the recommendations contained herein. Unsuitable materials include, but may not be limited to, dry, loose, soft, wet, organic, compressible natural soils, frac- tured, weathered, soft bedrock, and undocumented or otherwise deleterious fill materials. 4.1.2. Materials deemed by the geotechnical consultant to be unsatisfactory due to moisture conditions shall be excavated in accordance with the recommenda- tions of the geotechnical consultant, watered or dried as needed, and mixed to a generally uniform moisture content in accordance with the specifications presented in Section 5 of this document. 4.2. Excavations 4.2.1. Temporary excavations no deeper than 5 feet in firm fill or natural materials may be made with vertical side slopes. To satisfy CAL OSHA requirements, any excavation deeper than 5 feet shall be shored or laid back at a 1:1 (hori- zontal: vertical) inclination or flatter, depending on material type, if construction workers are to enter the excavation. 104600002 Earthwork doc Alga Norte Community Park Appendix E Carlsbad, California Project No. 104600002 5. COMPACTED FILL Fill shall be constructed as specified below or by other methods recommended by the geotechni- cal consultant. Unless otherwise specified, fill soils shall be compacted to 90 percent relative compaction, as evaluated in accordance with ASTM Test Method D 1557. 5.1. Prior to placement of compacted fill, the contractor shall request an evaluation of the exposed ground surface by the geotechnical consultant. Unless otherwise rec- ommended, the exposed ground surface shall then be scarified to a depth of approximately 8 inches and watered or dried, as needed, to achieve a generally uni- form moisture content at or near the optimum moisture content. The scarified materials shall then be compacted to 90 percent relative compaction. The evalua- tion of compaction by the geotechnical consultant shall not be considered to preclude any requirements for observation or approval by governing agencies. It is the contractor's responsibility to notify the geotechnical consultant and the appro- priate governing agency when project areas are ready for observation, and to provide reasonable time for that review. 5.2. Excavated on-site materials which are in general compliance with the recommenda- tions of the geotechnical consultant may be utilized as compacted fill provided they are generally free of organic or other deleterious materials and do not contain rock fragments greater than 6 inches in dimension. During grading, the contractor may encounter soil types other than those analyzed during the preliminary geotechnical study. The geotechnical consultant shall be consulted to evaluate the suitability of any such soils for use as compacted fill. 5.3. Where imported materials are to be used on site, the geotechnical consultant shall be notified three working days in advance of importation in order that it may sam- ple and test the materials from the proposed borrow sites. No imported materials shall be delivered for use on site without prior sampling, testing, and evaluation by the geotechnical consultant. 5.4. Soils imported for on-site use shall preferably have very low to low expansion po- tential (based on UBC Standard 18-2 test procedures). Lots on which expansive soils may be exposed at grade shall be undercut 3 feet or more and capped with very low to low expansion potential fill. Details of the undercutting are provided in the Transition and Undercut Lot Details, Figure B of these guidelines. In the event expansive soils are present near the ground surface, special design and construction considerations shall be utilized in general accordance with the recommendations of the geotechnical consultant. 5.5. Fill materials shall be moisture conditioned to near optimum moisture content prior to placement. The optimum moisture content will vary with material type and other 104600002 Earthwork doc Alga Norte Community Park Appendix E Carlsbad, California Project No. 104600002 factors. Moisture conditioning of fill .soils shall be generally uniform in the soil mass. 5.6. Prior to placement of additional compacted fill material following a delay in the grading operations, the exposed surface of previously compacted fill shall be pre- pared to receive fill. Preparation may include scarification, moisture conditioning, and recompaction. 5.7. Compacted fill shall be placed in horizontal lifts of approximately 8 inches in loose thickness. Prior to compaction, each lift shall be watered or dried as needed to achieve near optimum moisture condition, mixed, and then compacted by mechani- cal methods, using sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other appropriate compacting rollers, to the specified relative compaction. Succes- sive lifts shall be treated in a like manner until the desired finished grades are achieved. 5.8. Fill shall be tested in the field by the geotechnical consultant for evaluation of gen- eral compliance with the recommended relative compaction and moisture conditions. Field density testing shall conform to ASTM D 1556-00 (Sand Cone method), D 2937-00 (Drive-Cylinder method), and/or D 2922-96 and D 3017-96 (Nuclear Gauge method). Generally, one test shall be provided for approximately every 2 vertical feet of fill placed, or for approximately every 1,000 cubic yards of fill placed. In addition, on slope faces one or more tests shall be taken for approxi- mately every 10,000 square feet of slope face and/or approximately every 10 vertical feet of slope height. Actual test intervals may vary as field conditions dic- tate. Fill found to be out of conformance with the grading recommendations shall be removed, moisture conditioned, and compacted or otherwise handled to accom- plish general compliance with the grading recommendations. 5.9. The contractor shall assist the geotechnical consultant by excavating suitable test pits for removal evaluation and/or for testing of compacted fill. 5.10. At the request of the geotechnical consultant, the contractor shall "shut down" or restrict grading equipment from operating in the area being tested to provide ade- quate testing time and safety for the field technician. 5.11. The geotechnical consultant shall maintain a map with the approximate locations of field density tests. Unless the client provides for surveying of the test locations, the locations shown by the geotechnical consultant will be estimated. The geotechnical consultant shall not be held responsible for the accuracy of the horizontal or verti- cal location or elevations. 5.12. Grading operations shall be performed under the observation of the geotechnical consultant. Testing and evaluation by the geotechnical consultant does not preclude the need for approval by or other requirements of the jurisdictional agencies. 104600002 Eanhwork.doc Alga Norte Community Park Appendix E Carlsbad, California Project No. 104600002 5.13. Fill materials shall not be placed, spread or compacted during unfavorable weather - conditions. When work is interrupted by heavy rains, the filling operation shall not be resumed until tests indicate that moisture content and density of the fill meet the project specifications. Regrading of the near-surface soil may be needed to achieve the specified moisture content and density. 5.14. Upon completion of grading and termination of observation by the geotechnical consultant, no further filling or excavating, including that planned for footings, foundations, retaining walls or other features, shall be performed without the in- volvement of the geotechnical consultant. 5.15. Fill placed in areas not previously viewed and evaluated by the geotechnical con- sultant may have to be removed and recompacted at the contractor's expense. The depth and extent of removal of the unobserved and undocumented fill will be de- cided based upon review of the field conditions by the geotechnical consultant. 5.16. Off-site fill shall be treated in the same manner as recommended in these specifica- tions for on-site fills. Off-site fill subdrains temporarily terminated (up gradient) shall be surveyed for future locating and connection. 5.17. Prior to placement of a canyon fill, a subdrain shall be installed in bedrock or com- pacted fill along the approximate alignment of the canyon bottom if recommended by the geotechnical consultant. Details of subdrain placement and configuration have been provided in the Canyon Subdrain Detail, Figure C, of these guidelines. 5.18. Transition (cut/fill) lots shall generally be undercut 3 feet or more below finished grade to provide a generally uniform thickness of fill soil in the pad area. Where the depth of fill on a transition lot greatly exceeds 3 feet, overexcavation may be in- creased at the discretion of the geotechnical consultant. Details of the undercut for transition lots are provided in the Transition and Undercut Lot Detail, Figure B, of these guidelines. 6. OVERSIZED MATERIAL Oversized material shall be placed in accordance with the following recommendations. 6.1. During the course of grading operations, rocks or similar irreducible materials greater than 6 inches in dimension (oversized material) may be generated. These materials shall not be placed within the compacted fill unless placed in general ac- cordance with the recommendations of the geotechnical consultant. 6.2. Where oversized rock (greater than 6 inches in dimension) or similar irreducible material is generated during grading, it is recommended, where practical, to waste such material off site, or on site in areas designated as "nonstructural rock disposal l046C0002Eanhwork.doc 7 Rev 12/05 Alga Norte Community Park Appendix E Carlsbad, California Project No. 104600002 areas." Rock designated for disposal areas shall be placed with sufficient sandy soil to generally fill voids. The disposal area shall be capped with a 5-foot thickness of fill which is generally free of oversized material. 6.3. Rocks 6 inches in dimension and smaller may be utilized within the compacted fill, provided they are placed in such a manner that nesting of rock is not permitted. Fill shall be placed and compacted over and around the rock. The amount of rock greater than 3/4-inch in dimension shall generally not exceed 40 percent of the total dry weight of the fill mass, unless the fill is specially designed and constructed as a "rock fill." 6.4. Rocks or similar irreducible materials greater than 6 inches but less than 4 feet in dimension generated during grading may be placed in windrows and capped with finer materials in accordance with the recommendations of the geotechnical con- sultant, the approval of the governing agencies, and the Oversized Rock Placement Detail, Figure D, of these guidelines. Selected native or imported granular soil (Sand Equivalent of 30 or higher) shall be placed and flooded over and around the windrowed rock such that voids are filled. Windrows of oversized materials shall be staggered so that successive windrows of oversized materials are not in the same vertical plane. Rocks greater than 4 feet in dimension shall be broken down to 4 feet or smaller before placement, or they shall be disposed of off site. 7. SLOPES The following sections provide recommendations for cut and fill slopes. 7.1. Cut Slopes 7.1.1. Unless otherwise recommended by the geotechnical consultant and accepted by the building official, permanent cut slopes shall not be steeper than 2:1 (horizontal:vertical). The recommended height of a cut slope shall be evalu- ated by the geotechnical consultant. Slopes in excess of 30 feet high shall be provided with terrace drains (swales) in accordance with the recommenda- tions presented in the Uniform Building Code, Section 3315 and the details provided in Figure E of these guidelines. 7.1.2. The geotechnical consultant shall observe cut slopes during excavation. The geotechnical consultant shall be notified by the contractor prior to beginning slope excavations. 7.1.3. If excavations for cut slopes expose loose, cohesionless, significantly frac- tured, or otherwise unsuitable materials, overexcavation of the unsuitable material and replacement with a compacted stabilization fill shall be evalu- ated and may be recommended by the geotechnical consultant. Unless 104600002 Earthwork doc Q Rev. 12/05 Alga Norte Community Park Appendix E Carlsbad, California Project No. 104600002 otherwise specified by the geotechnical consultant, stabilization fill construc- tion shall be in general accordance with the details provided on Figure F of these guidelines. 7.1.4. If, during the course of grading, adverse or potentially adverse geotechnical conditions are encountered in the slope which were not anticipated in the pre- liminary evaluation report, the geotechnical consultant shall evaluate the conditions and provide appropriate recommendations. 7.2. Fill Slopes 7.2.1. When placing fill on slopes steeper than 5:1 (horizontal:vertical), topsoil, slope wash, colluvium, and other materials deemed unsuitable shall be re- moved. Near-horizontal keys and near-vertical benches shall be excavated into sound bedrock or firm fill material, in accordance with the recommenda- tion of the geotechnical consultant. Keying and benching shall be accomplished in general accordance with the details provided on Figure A of these guidelines. Compacted fill shall not be placed in an area subsequent to keying and benching until the area has been observed by the geotechnical consultant. Where the natural gradient of a slope is less than 5:1, benching is generally not recommended. However, fill shall not be placed on compressi- ble or otherwise unsuitable materials left on the slope face. 7.2.2. Within a single fill area where grading procedures dictate two or more sepa- rate fills, temporary slopes (false slopes) may be created. When placing fill adjacent to a temporary slope, benching shall be conducted in the manner de- scribed in Section 7.2.1. A 3-foot or higher near-vertical bench shall be excavated into the documented fill prior to placement of additional fill. 7.2.3. Unless otherwise recommended by the geotechnical consultant and by the building official, permanent fill slopes shall not be steeper than 2:1 (horizon- tahvertical). The height of a fill slope shall be evaluated by the geotechnical consultant. Slopes in excess of 30 feet high shall be provided with terrace drains (swales) and backdrains in accordance with the recommendations pre- sented in the Uniform Building Code, Section 3315 and the details provided in Figure E of these guidelines. 7.2.4. Unless specifically recommended otherwise, compacted fill slopes shall be overbuilt and cut back to grade, exposing firm compacted fill. The actual amount of overbuilding may vary as field conditions dictate. If the desired re- sults are not achieved, the existing slopes shall be overexcavated and reconstructed in accordance with the recommendations of the geotechnical consultant. The degree of overbuilding may be increased until the desired compacted slope face condition is achieved. Care shall be taken by the con- 104600002 Earthwork.doc APPENDIX C Miscellaneous Standard Drawings #13 (#4)0 1 52mm (6 ) both/\ | :•/-_£- — -£] **ji-±i• ' r ' :. 1 Rounded pipe endsI ^| See drawing D-61-^ 1 1 1 || C — l£J M 83;.° ij _w S r— [f ;~* ~ — •£*X-j • • .— — > T L^B SECTION A-A 4-|13 (#4)around pipe — ^ Lr-L NOTE: 1. See Standard Drawing D-11 2. When V exceeds 1.22m (4') 3. Exposed edges of concrete 4. Construct openings on both 5. Maintain 38mm (1-1/2") cl 6. Install 25mm (1") steel pr Revision By Approved Dote ORIGINAL Kerchevol 12/75 """ " Jd Metric T. Stanton 03/03 Reformatted T. Stanton 04/06 Manhole frame and cover. Elev. shown on plans — \ \ »H: / 279mm (11") ^ 4 »-. unless shown — -*~ — L otherwise on plans r-rJ- .•: 4-#13 (#4)Tr;:; around pipe — ^^ li -I •: III , \ ' ,H E OJ |"~""!il "::^;!* | — £n-!_• 1 -_I CN (j, 1 ^1 =!!> v ^/p>j^ . p - Elev shown .-i,* \\ • f?:':J Slope floor 12:1 ^^^^7--^-^,U <- 610mm (2') s. _-:^\ySpv }-_-_- =* jr \J^/ 1 __j 1 N/ J"~ 1.22m (4') w SECTION B-B iT)1 £ to o PLAN for additional notes and details, steps shall be installed. See Standard Drawing D— 11 for details, shall be rounded with o radius of 13mm (1/2"). sides unless otherwise shown on plans, ear spacing between reinforcing and surface. LEGEND ON PLANS otection bar. RECOMMENDED BY THE SAN DIEGOIEGO REGIONAL STANDARD DRAWING REGIONAL STANDARDS COMMITTEE A^ i^t-f 7~\ CATCH BASIN - TYPE F ^ 'fflffifal^ 310112003 Chairperson R.C.E. 19246 Date DRAWING n 7 NUMBER u~f #13 (#4)O 305mm (12") both ways Slope floor 12:1 towards outlet.ELEVATION #13 (#4) @ 305mm (12") both ways NOTES 1. See Standard Drawing D-11 for additional notes and details. 2. When V exceeds 1.22m (4'), steps shall be installed. See Standard Drawing D-11 for details. 3. Maintain 38mm (1-1/2") clear spacing between reinforcing and surface. 4. Increase in allowable depth subject to approval by Agency. 5. Section A-A shows 3 sizes and shall not imply that on interior wall is to be built for the structures with with double or triple frame and grate. 6. Exposed edges of concrete shall be rounded with radius of 13mm (1/2"). 7. Designate types as follows: Single G-1, Double G-2 and Triple G-3. 8. Only end bearing grates shall be used. See Std. Drawing D-15. 152mm (6") 889mm (2-11^ sin9le 1.52m (5'-0") double For frame and grate details, see dwgs. D-13. D-15. Rounded pipe endsSee drawing D-61 Elev shown on plans LEGEND ON PLANS SECTION A-A Revision ORIGINAL Add Metric Reformatted By Approved Kerchevol T. Stonton T. Stonton Dote 12/75 03/03 04/06 SAN DIEGO REGIONAL STANDARD DRAWING CATCH BASIN - TYPE G RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE 310112003 Ch'oirperson R.C.E. 19246 Dote DRAWING NUMBER D-8 2~#13 (#4) bars |13 (#4) Bars placed diagonally |13 (|4) @ 203mm (8") both ways Bend Down 381mm (15") (Typ.)PLAN TYPE A 4 A 5 A 6 A 7 A 8 PIPE DIA. up to 991mm (39") 1.1m (42") to 1.22m (48") 1.30m (51") to 1.50m (60") 1.60m (63") to 1.80m (72") 1.90m (75") to 2.13m (84") X 1.22m (4') 1.52m (5') 1.83m (61) 2.13m (7') 2.44m (8') Y 1.22m (4') 1.22m (4') 1.22m (4') 1.22m (41) 1.22m (41) Z 1.83m (6') 1.83m (6') 1.83m (6') 2.13m (71) 2.44m (8') 51mm (2") Bend Down. Diogonal Bars 2-|13 (#4) bars Elev. shown on plans -Rounded Pipe Ends See Drawing D-61 "Manhole Frame and Coversee Standard Drawing M-3 For step details, seeStandard Drawing D-11 4~#13 (#4) Around pipe Slope floor 12:1 towards outlet NOTES SECTION A-A 1. See Standard Drawing D-11 for additional notes end details. 2. Concrete base shall be 332kg/M3-C-22Mpo (560-C-3250) 3. All precast components shall be reinforced with 6.35mm (1/4") diameter steel, wound spirally on 102mm (4") centers. 4. All joints shall be set in Class C mortar. 5. Maintain 38mm (1 1/2") clear spacing between reinforcing and surface unless otherwise noted. 6. Exposed edges of concrete shall be rounded with a radius of 13mm (1/2"). 7. Manhole cover to be designated "Storm Drain". LEGEND ON PLANS Jo] Revision ORIGINAL Metric Keformatted By Approved Kercheval 12/75 T. Stonton T. Stonton Dale 03/03 04/06 SAN DIEGO REGIONAL STANDARD DRAWING STORM DRAIN CLEANOUT - TYPE A RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE Oiairperson R.C.E. 19246 Date DRAWING NUMBER D-9 Vertical reinforcing #13 (#4) @ 457mm (18") max. for horizontal reinforcing, see table on page D—11B. —38mm 1(-1/2") Clearance, Typ 13mm (2") Typical TYPICAL BOX SECTION ical—•] 254mm (10") 102mm 356mm (14*) R. Approved steel reinforced polypropylene step '3. STEP DETAIL NOTES 1. Concrete shall be 332kg/M3-C-22-Mpa (560-C-3250) unless otherwise noted. 2. Reinforcing steel shall comply with this drawing unless otherwise specified. 3. Reinforcing steel shall be intermediate grade deformed bars conforming to latest ASTM specifications. 4. Bends shall be in accordance with latest ACI code. 5. Minimum splice length for reinforcing shall be 30 diameters. 6. Floor shall have a wood trowel finish and, except where used as junction boxes, shall hove a minimum slope of 1:12 toward the outlet. 7. Depth V is measured from the top of the structure to the flowline of the box. 8. Wall thickness and reinforcing steel required may be decreased in accordance with table above. 9. Wall thickness shall be stepped on the outside of the box. 10. When the structure depth V exceeds 1.21m (41), steps shall be cast into the wall at 381mm (15") intervals from 381mm (15") above floor to within 305mm (12") of top of structure. Where possible place steps in wall without pipe opening, otherwise over opening of smallest diameter. 11. Alternate step may be an approved steel reinforced polypropylene step. 12. Upon approval of the Agency and the Engineer, as defined by Section 6703 of the Business and Professions Code, the use of precast storm structures is acceptable as an alternate to cast-in-place. Precast units shall conform to ASTM standards and be manufactured in a permanent facility designed for that purpose. Revision ORIGINAL Add Metric Reformatted By Approved Kercheval T. Stonton T. Stonton Dote 12/75 03/03 04/06 SAN DIEGO REGIONAL STANDARD DRAWING INLETS AND CLEANOUTS NOTES AND DETAILS RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE Chairperson R.C.E. 19246 Dote DRAWING NUMBER 305mm(1') lap ^ p- | 305mm(1') |_lap 1-f13(f4)—|m im(12") 51mm(2") clr. SECTION A-A -I 203mm(8") PLAN U TYPE WING TYPE £ E'csm ;Joro rB 203mm(8") "I 76mm WING WALL REINFORCING 76mm(3") B ELEVATION 2-#13(#4) Alternate Detail C jjM3(#4)§305mm(12")_ 152mm(6") SECTION B-B ALT. DETAIL C Metric US Metric US Metric US Metric US DM. OF PPE 450mm 18" 600mm 24' 750mm 30" 900mm 36" DHNSBNS L 689mm 2'-3 1/8" 962mm 3'-1 7/8" 1.24m 4'-0 5/8" 1.51m 4'-11 1/2" E 381mm 1'-3" 533mmr-9" 686mm 2'-3" 838mm 2'-9" F 571mm 1'-10 1/2' 800mm 2'-7 1/2" 1.03m 3'-4 1/2" 1.26m 4'-1 1/2" DOUBLE PPE W 610mm 2'-0" 762mm 2'-6" 914mm 3'-0" 1.07m 3'-6" UTYPE CONC. 0.43k< D.55yi 0.61k( 0.79y< .81kg 1.05yc 1.02k< 1.33yd STEEL 16kg 35lb 22kq 47lb 33kg 71lb 40kg 88lb WING TYPE CONC. ).49k< ].63y( }.72k( ).93y< 1.0kg 1.29y( 1.30k( 1.69yc STEE 20kg 431b 28kg Bfflb 39kg 8516 52kg 11416 DOUBLE PPE W O- C3 "& UTYPE CONC. ).63k< D.82y( 1.0kg 1.22yd 1.3kg 1.66y< IJOkt 2.19y< STEEL 24kg 53lb 34kg 73lb 50kg 10916 62kg 136lb WNGTYPE CONC. }.69kg 190yd 1.1kg 1.% 1.5kg 1.92y( 1.95kg1 2.55yi STEEL 28kg 6116 39kg 8616 56kg 123lb 74kg 162lb NOTES: 1. Concrete shall be 332kg/M3 -C-22Mpa (560-C-3250) 2. Exposed corners to be chamfered 3/4" (19mm). 3. Multiple pipes to be set a distance of D/2, with a 305mm(1') minimum between outside diameters of pipes. 4. Top of headwall shall be placed approximately parallel to profile grade when the grade is 3% or more. 5. Skewed pipes: Dimension W to be increased in width or length due to skew or multiple pipes. LEGEND ON PLANS 6. For pipe wall thickness greater than 76mm(3") use alternate Detail-C. Revision ORIGINAL Id Metric Reformatted By Approved Kercheval T. Stanton T. Stanton Date 12/75 03/03 04/06 SAN DIEGO REGIONAL STANDARD DRAWING WING AND U TYPE HEADWALLS FOR 450mm (18") TO 900mm (36') PIPES RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE ^ ^^ S( Of /ZOOS Chairperson R.C.E. 19246 Dote DRAWING n 0- NUMBER U'M 8CM I—1 I II I 203mm(8l [ |__ U TYPE PLAN WING TYPE 76mrr>- (3") *~H\t~* / tO 1= CM IO -)n 6mm ELEVATION NOTE: For Dimension Toble and General Notes, see D-35B 203mm(8") 40mm (1 1/2"). Varies 203rnm(8") #16(|5)§305mm(ir) " SECTION A-A 1305mm(l2") E oCM Alt. Detail C 203mm(8") SECTION B-B ALT. DETAIL C Revision ORIGINAL Add Metric Reformatted By Approved Kerchevol 12/75 T. Stonton T. Stonton Dote 03/03 04/06 SAN DIEGO REGIONAL STANDARD DRAWING WING AND U TYPE HEADWALLS FOR 1.0m (42") TO 2.0m (84") PIPE RECOMMENDED BY THE SAN DIEGOREGIONAL STANDARDS COMMITTEE 310112005 Chtirperson R.C.E. 19246 Date DRAWING NUMBER * + o E r inn v-^ ^ ...L. 152mm(6")x152mrn(6")! - 10/10 WWF ' ^-330 kg/'cu m-C-23Mpa "^ (560-C-3250) Concrete or Air Placed Concrete (optional) 152mm (6") x 152mm (6") - 10/10 WWF; .„_m Inlet constr.1.5D+230mm except for multiple pipe installations (see note 1) Min 152mm (6") around pipe inlet |—152mm (6") MT -See note 4. -152mm (6") x 152mm (6") - 10/10 WWF SECTION B-B SECTION C-C NOTES 1. When more than one pipe is used the profile view shown shall hold for the distance across across all pipe openings. Section A-A and B-B shall be from the outermost pipe. The distance between pipes shall be D/2 for round and Spon/3 for orch pipe. (305mm (12") minimum). 2. Culvert shall be cut off even with apron surface when required by the Agency. 3. Use inlet apron only where a flared and section can not be utilized. 4. Place weep holes when required by the Agency. LEGEND ON PLANS Revision ORIGINAL Metric •Reformatted By Approved Kercheval 12/75 T. Stonton T. Stanton Dote 03/03 04/06 SAN DIEGO REGIONAL STANDARD DRAWING INLET APRON FOR CULVERTS UP TO 1050mm (42") DIAMETER RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE Chairperson R.C.E. 19246 Date DRAWING NUMBER D-39 2D OR 2 W (min.)Endwall (typical) PLAN Concrete Channel D min. 3 (min.) SECTION B-B Design Velocity m/sec (ft/sec)* 1.8-3 (6-10) 3-3.7 (10-12) 3.7-4.3 (12-14) 4.3-4.9 (14-16) 4.9-5.5 (16-18) Rock Classification No. 2 Backing 220 kg (1/4 ton) 450 kg (1/2 ton) 900 kg (1 ton) 1.8 tonne (2 ton) T (min) 320mm (1.1ft) 823mm (2.7ft) 1.1m (3.5ft) 1.3m (4.4ft) 1.6m (5.4ft) •over 5.5 mps (18 fps) requires special design D = Pipe Diameter W = Bottom Width of Channel .5T (min.)#13 (#4) Bars Flow -Rlter Blanket -152mm (6") \Sill, Class 249kg/rrf -C-13Mpa (420-C-2000) Concrete SECTION A-A NOTES 1. Plans shall specify: A) Rock Class ond thickness (T). 8) Filter material, number of layers ond thickness. 2. Rip rap shall be either quarry stone or broken concrete (if shown on the plans.) Cobbles are not acceptable. 3. Rip rap shall be placed over filter blanket which may be either granular material or filter fabric (woven filter slit film fabric shall not be used). 4. See Regional Supplement Amendments for selection of filter blanket. 5. Rip rap energy dissipators shall be designated as either Type 1 or Type 2. Type 1 shall be with concrete sill; Type 2 shall be without sill. Revision ORIGINAL Add Metric Add Rip Rap Table By Approved Kercheval 12/75 T. Stonton S. Brody Dote 03/03 04/06 SAN DIEGO REGIONAL STANDARD DRAWING RIP RAP ENERGY DISSIPATOR RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE 04/27/2006 Chairperson R.C.E. 19246 Date DRAWING NUMBER D-40 203mm (8") min. 305mm (12") max. Invert Elevation 102mm (4") Clearance (min.) 19mm (3/4") Crushed Roc SECTION NOTES: 1. For trenching on improved streets see Standard Drawing G—24 or G—25 for resurfacing details. 2. (*) indicates minimum relative compaction. Revision ORIGINAL >dd Metric Reformatted By Approved Parkinson T. Stanton T. Stonton Date 2/95 03/03 04/06 SAN DIEGO REGIONAL STANDARD DRAWING PIPE BEDDING AND TRENCH BACKFILL FOR STORM DRAINS RECOMMENDED BY THE SAN DIEGOREGIONAL STANDARDS COMMITTEE 310112003 Chirperson R.C.E. 19246 Date D_6Q ELEVATION 76mm (3") Max gap 152mm (6") Overlap Finish smooth with Class C mortor , 152mm (6*) Min overlap on each pipe E -E- • Cut pipe end Z SECTION A-A NOTES 1. Pipe collor does not hove to be finished if covered. 2. Concrete shall be332 kg/M;5 -C-22Mpa (560-C-3250) 3. Where gap exceeds 76mm (3") but is not more than 152mm (6* ) an internal form sholl be used. LEGEND ON PLANS Revision By ORIGINAL Add Metric Reviewed Approved Kerchevol 12/75 T. Stonton T. Stanton Dote 03/03 04/06 SAN DIEGO REGIONAL STANDARD DRAWING PIPE COLLAR RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE Ch-airperson R.C.E. 19246 Date DRAWING NUMBER D-62 152mm (6") min — r ^ L r\ L PLAN SKEWED CONNECTION — —152mm (6") min PLAN Rounded pipe ends,, see drawing D-61. Rounded pipe ends, see drawing D—61. SECTION A-A SECTION B-B NOTES 1. The end of connecting pipe shall not project into the waterway of the larger pipe. 2. The larger pipe shall not be less than 610mm (24") ID. 3. The smaller pipe shall not be more than 2/3 the size of the larger pipe. 4. Concrete shall be279kg/M3-C-14-Mpo (470-C-2000). LEGEND ON PLANS Revision ORIGINAL Metric .reviewed By Approved Kerchevol 12/75 T. Stanton T. Stonton Dote 03/03 04/06 SAN DIEGO REGIONAL STANDARD DRAWING CONCRETE LUG RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE 310112003 Chairperson R.C.E. 19246 Date DRAWING NUMBER D-63 305mm (12") 152mm 610mm (24"min) (6") Bottom may be rounded at the option of the contractor. — TYPE A (470-C-2000) concrete or 76mm (3") 17 Mpa (2500psi), air placed concrete with 38mm (1-1/2") x 38mm (1-1/2")" 17 gage stucco netting. BROW DITCH TYPE B 152mm (6") 152mm (6") Bottom may be rounded at the option of the contractor.- TYPE C __ 470-C-2000 concrete or 3" 2500 psi, oir placed concrete with 38mm (1 1/2")x38mm (1-1/2") 17 gage stucco netting. TYPE D TERRACE DITCH NOTES 1. Longitudinal slope of lined ditch shall be 2% minimum. 2. Over slope down ditches shall employ 152mm (6") thickened edge section at both sides of ditch. LEGEND ON PLANS Revision I ORIGINAL Add Metric Reviewed By Approved Kerchevol T. Stonton T. Stanton Dote 12/75 03/03 04/06 SAN DIEGO REGIONAL STANDARD DRAWING DRAINAGE DITCHES RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE 310112005 Chbirperson R.C.E. 19246 Date DRAWING NUMBER D-75 | KeviewedT. Stantono <Ol 1 o'I StontonSo Ol SINGLE BOX CULVERTDETAILS No.1ZOCX> ro*i *"T"' "Z.•°CT O •ija> 93\ 9 5.taO3 ;o prn toro ^en o0_sr 0;oo >\.KerchevaN3 -~JUl TOi.CO B' CD fO i oo et SAN DIEGO REGIONAL STANDARD DRAWINGRECOMMENDED BY THE SAN DIEGOREGIONAL STANDARDS COMMITTEEA\A^rf~~^p^-~JpQfcvMW 3I01IS003METRIC TABLE - SPANS UP TO .22M (all measuemenu in millimeters unless otherwise noted). SPAN HEIGHT STRENGTH CLASSIFICATION MAX FILL OVER TOP oo Reinforcing Stee3 Top Slab Ti Bottom Slab T2 Sidewalls a "d" Dist. Bars "e" Bars Spacers Concrete: Reinf. kg T3 Size Bar " Spacing Length Top Slab-No, of Bottom Slab-No, of Spacing Number cubic meter per lin. ft per lin. ft. 610 457 A 610 A 1.68m 152 152 152 13 89 965 2 2 457 12 13 12.3 152 152 152 13 89 965 2 2 457 12 13.8 13.2 914 610 A 965 159 159 152 13 89 1.27rr 3 2 457 12 17.6 15.5 914 A 965 159 159 152 13 89 l.27rr 3 2 457 B .68rr 203 203 152 16 102 1.3m 2 2 311 12 20.7 16.4 23.7 20.9 1.22m 610 A 711 178 178 152 16 127 1.6m 3 3 457 12 22,2 20.0 914 A 711 178 178 152 16 127 1.6m 5 B 940 203 203 152 16 114 1.6m 3 3 457 457 12 25.3 20.5 27.6 21.4 1.22m A 711 178 178 152 16 127 1.6m 3 B 940 203 203 152 16 114 1.6m 3 3 432 330 C 1.27rr 229 229 152 19 127 1.57rr 3 3 241 14 27.6 21.8 30.6 23.6 32.9 29.0 1.52m 610 A 305 191 152 152 16 102 1.9m 7 B 686 203 203 152 16 102 1.9m 3 3 457 457 14 24.5 25.9 28.3 25.5 914 A 305 191 152 152 16 102 1.9m 7 B 686 203 203 152 16 102 1.9m 3 3 457 457 14 27.6 26.8 31.2 25.9 1.22m A 279 191 152 152 16 102 1.9m 7 B 660 203 203 152 16 102 1.9m C 889 241 254 152 19 127 .88rr 3 3 457 432 330 D .17rr 267 273 152 19 114 1.88n 3 3 279 14 30.6 27.7 33.7 27.3 39.0 30.9 41.3 34.0 1.52m A 279 191 152 152 16 102 1.9m 7 3 457 B 635 203 203 152 16 102 1.9m C 889 241 254 152 19 127 bSrr 3 3 305 216 D l.17rr 267 273 152 19 114 1.88rr 3 3 165 16 32.9 28.6 34.5 29.5 42.1 35.0 43.6 39.5 IMPERIAL TABLE - SPANS UP TO 5' (all meosuements in feet and/or nches). SPAN HEIGHT STRENGTH CLASSIFICATION MAX FILL OVER TOP o §o Reinforcing Steei Top Slab Ti Bottom Slab T2 Sidewalls "a" "d" Dist. Bars "e" Bars Spacers Concrete T3 Size Bar Spacing Length Top Slob-No, of Bottom Slab-No, of Spacing Number C.Y. per lin. ft. Reinf. Ibs per lin. ft. 2' i'-6" A 2' A 66 6 6 6 4 3 1/2 3-2 2 2 18 12 17 27 6 6 6 4 3 1/2 3-2 2 2 18 12 18 29 3' 2' A 38 6 1/4 6 1/4 6 4 3 1/2 4-2 3 2 18 12 23 34 3' A 38 6 1/4 6 1/4 6 4 3 1/2 4-2 3 2 18 B 66 8 8 6 5 4 4-3 2 2 121/4 12 27 36 31 46 4' 2' A 28 7 7 6 5 5 5-3 3 3 18 12 29 44 3' A 28 7 7 6 5 5 5-3 5 B 37 8 8 6 5 41/2 5-3 3 3 18 18 12 33 45 36 47 4' A 28 7 7 6 5 5 5-3 3 B 37 8 8 6 5 4 1/2 5-3 3 3 17 13 C 50 9 9 6 6 5 5-2 3 3 9 1/2 14 36 48 40 52 43 64 5' 2' A 12 7 1/2 6 6 5 4 6-3 7 B 27 8 8 6 5 4 6-3 3 3 18 18 14 32 57 37 56 3' A 12 7 1/2 6 6 5 4 6-3 7 B 27 8 8 6 5 4 6-3 3 3 18 18 14 36 59 41 57 4' A 11 7 1/2 6 6 5 4 6-3 7 B 26 8 8 6 5 4 6-3 C 35 9 1/2 10 6 6 5 6-2 3 3 18 17 13 D 46 101/2 103/4 6 6 4 1/2 6-2 3 3 11 14 40 61 44 60 51 68 54 75 5' A 11 7 1/2 6 6 5 4 6-3 7 3 18 B 25 8 8 6 5 4 6-3 C 35 9 1/2 10 6 6 5 6-2 3 3 12 |8 1/2 D 46 101/2 103/4 6 6 4 1/2 6-2 3 3 6 1/2 16 43 63 48 65 55 77 57 87 NOTE: For boxes of height less than that shown in table, use next greater table height slabs, wall dimensions and reinforcing steel, and moke necessary changes in bar lengths, number of spacers and quantities. Angle of flare -Extend all jonqitudinal bars in box walls 610mm (2'-0; into wings, except where expansion joint occurs. // /-DetoilX 3-113 (#4) #13 (#4)J § 305mm (12") T, (omit if angle of flare is less than 30") Detail X TYPE B PLAN .Where design H exceeds 2.74M (9') or length of wing wall exceeds 1.5 "H", place 13mm (1/2") Exp. Joint Filler at junction box wolh (B/—~^-Moy be varied by Engineer to suit conditions in the field. TYPE A TYPE B END ELEVATION § 305mm Detail Y #13 (#4) tj 0 457mm (18") crts^" SEC B-B J13 (#4) § 457mm (18") + NOTE:Where 1 1/2:1 surcharge exeeds 1.52m (5'), use Type 2 Retaining Wall. Elev. a Detail Y- of flare Parapet 2-#13 (#4) Matchground line •305mm (I'-O" ) TYPE C ELEVATION Revision ORIGINAL Add Metric Reviewed By Approved Kercheval 12/75 T. Stanton T. Stanton Date 03/03 04/06 SAN DIEGO REGIONAL STANDARD DRAWING BOX CULVERT WINGWALL TYPES A, B & C DETAILS NO. 1 RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE Chairperson R.C.E. 19246 Dote DRAWING NUMBER APPENDIX D STORM WATER POLLUTION PREVENTION PLAN (SWPPP) Storm Water Pollution Prevention Plan For: ALGA NORTE COMMUNITY PARK CARLSBAD, CA Prepared for: City of Carlsbad 1635 Faraday Avenue Carlsbad, CA 92008 William Plummer (760) 434-2830 Contractor: Name TBD Address TBD City TBD Phone TBD Contact TBD Project Site Location/Address: Northwest corner of Poinsettia Lane and Alicante Road Phone TBD Contractor's Storm Water Pollution Prevention Manager TBD Phone TBD SWPPP Prepared by: R.E. BERG ENGINEERING, INC. 726 CALIFORNIA OAKS DRIVE VISTA, CA 92081 (760) 599-9031 RICHARD E. BERG, P.E. SWPPP Preparation Date: AUGUST 28, 2009 Estimated Project Dates: Start of Construction: TBD Completion of Construction: TBD WDID No.: DIRECTIONS TO CITY/CONTRACTOR ALGA NORTE COMMUNITY PARK SWPPP Contractor is required to complete the following prior to the start of construction: 1. Insert WDID number in SWPPP document where appropriate. 2. Page 100-2, Sign Owner/Representative Certification Page. 3. Insert Contractor information, site phone number and Storm Water Pollution Prevention Manager information when known. 4. Insert Construction Start and End dates. 5. Complete Contractor Personnel Training Log Attachment I. 6. Complete SWPPP Manager Training Info in Section 500.7. 7. Insert copy of Construction Schedule after Page 300-2. 8. Mail Subcontractor Notification Letter and Complete Notification Log per Attachment J. 9. Complete Sampling Sections on Pages 600-14 & 600-15. In addition to the above requirements, the contractor is responsible for updating the information/forms provided in the SWPPP attachments. Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA Contents Section 100 SWPPP Certifications and Approval 100-1 100.1 SWPPP Certification by Preparer 100-1 100.2 Owner Approval and Certification of SWPPP 100-2 100.3 Annual Compliance Certification 100-3 Section 200 SWPPP Amendments 200-1 200.1 SWPPP Amendment Certification and Approval 200-1 200.2 Amendment Log 200-3 Section 300 Introduction and Project Description 300-1 300.1 Introduction and Project Description 300-1 300.2 Unique Site Features 300-1 300.3 Construction Site Estimates 300-1 300.4 Project Schedule/Water Pollution Control Schedule 300-1 300.5 Contact Information/List of Responsible Parties 300-2 Section 400 References 400-1 Section 500 Body of SWPPP 500-1 500.1 Objectives 500-1 500.2 Vicinity Map 500-2 500.3 Pollutant Source Identification and BMP Selection 500-2 500.3.1 Inventory of Materials and Activities that May Pollute Storm Water 500-2 500.3.2 Existing (pre-construction) Control Measures 500-3 500.3.3 Nature of Fill Material and Existing Data Describing the Soil 500-3 500.3.4 Erosion Control 500-3 500.3.5 Sediment Control 500-4 500.3.6 Tracking Control : 500-5 500.3.7 Wind Erosion Control 500-6 500.3.8 Non-Storm Water Control 500-6 500.3.9 Waste Management and Materials Pollution Control 500-7 500.3.10 Cost Breakdown for Water Pollution Control 500-7 500.4 Water Pollution Control Drawings (WPCDs) 500-8 500.5 Construction BMP Maintenance, Inspection, and Repair 500-8 500.6 Post-Construction Storm Water Management 500-8 500.6.1 Post-Construction Control Practices 500-8 500.6.2 Operation/Maintenance after Project Completion 500-8 500.7 Training 500-9 CITY OF CARLSBAD ALGA NORTE SWPPP Page i AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA 500.8 List of Subcontractors 500-9 500.9 Other Plans/Permits 500-9 Section 600 Monitoring Program and Reports 600-10 600.1 Site Inspections 600-10 600.2 Non-Compliance Reporting 600-10 600.3 Record Keeping and Reports 600-10 600.4 Sampling and Analysis Plan for Sediment 600-11 600.5 Sampling and Analysis Plan for Non-Visible Pollutants 600-11 600.5.1 Scope of Monitoring Activities 600-11 600.5.2 Monitoring Strategy 600-12 600.5.3 Monitoring Preparation 600-14 600.5.4 Analytical Constituents 600-15 600.5.5 Sample Collection and Handling 600-15 600.5.6 Sample Analysis 600-18 600.5.7 Quality Assurance/Quality Control 600-20 600.5.8 Data Management and Reporting 600-20 600.5.9 Data Evaluation 600-20 600.5.10 Change of Conditions 600-20 SWPPP Attachments Attachment A Vicinity Map Attachment B Water Pollution Control Drawings Attachment C BMP Consideration Checklist Attachment D Computation Sheet for Determining Runoff Coefficients Attachment E Computation Sheet for Determining Run-on Discharges Attachment F Notice of Intent (NOI) Attachment G Program for Maintenance, Inspection, and Repair of Construction Site BMPs Attachment H Storm Water Quality Construction Site Inspection Checklist Attachment I Trained Contractor Personnel Log Attachment J Subcontractor Notification Letter and Log Attachment K Notice of Non-Compliance Attachment L SWPPP and Monitoring Program Checklist Attachment M Annual Certification of Compliance Form Attachment N Other Plans/Permits Attachment 0 Water Pollution Control Cost Breakdown Attachment P Notice of Termination (NOT) Attachment Q BMPs Selected for the Project Attachment R Sampling Activity Log CITY OF CARLSBAD ALGA NORTE SWPPP Page ii AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA Attachment S Construction Material and Pollutant Testing Guidance Table - Non-Visible Pollutants Attachment T Discharge Reporting Log CITY OF CARLSBAD ALGA NORTE SWPPP P3QG Hi AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA Section 100 SWPPP Certifications and Approval 100.1 SWPPP Certification by Preparer Project Name: ALGA NORTE COMMUNITY PARK Project Number: CARLSBAD, CA "I certify under a penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to ensure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system or those persons directly responsible for gathering the information, to the best of my knowledge and belief, the information submitted is true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations." Preparer's Signature Date RICHARD E. BERG, P.E. (760) 599-9031 Preparer's Name and Title Telephone Number CITY OF CARLSBAD Section 100 ALGA NORTH SWPPP P3Q6 100-1 AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA 100.2 Owner Approval and Certification of SWPPP Owner's (or Authorized Representative) Approval and Certification of the Storm Water Pollution Prevention Plan Project Name: ALGA NORTE COMMUNITY PARK Project Number: CARLSBAD, CA "I certify under a penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to ensure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system or those persons directly responsible for gathering the information, to the best of my knowledge and belief, the information submitted is true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations." Owner (or Authorized Representative) Signature Date Name and Title Telephone Number CITY OF CARLSBAD Section 200 ALGA NORTE SWPPP Page 100-2 AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA 100.3 Annual Compliance Certification By July 1 of each year, the Owner shall complete an Annual Certification of Compliance stating compliance with the terms and conditions of the Permit and the SWPPP. The blank Annual Certification of Compliance Form is included in Attachment M. Completed Annual Certifications of Compliance and Approvals can be found in the following pages. CITY OF CARLSBAD Section 200 ALGA NORTE SWPPP PaQC 100-3 AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA Section 200 SWPPP Amendments 200.1 SWPPP Amendment Certification and Approval This SWPPP shall be amended: • Whenever there is a change in construction or operations which may affect the discharge of pollutants to surface waters, groundwater(s), or a municipal separate storm sewer system (MS4); or • If any condition of the Permits is violated or the general objective of reducing or eliminating pollutants in storm water discharges has not been achieved. If the RWQCB determines that a Permit violation has occurred, the SWPPP shall be amended and implemented within 14-calendar days after notification by the RWQCB; • Annually, prior to the defined rainy season; and • When deemed necessary by the Owner. The following items will be included in each amendment: • Who requested the amendment. • The location of proposed change. • The reason for change. • The original BMP proposed, if any. • The new BMP proposed. The amendments for this SWPPP, along with the Owner's Certification and the Owner approval, can be found in the following pages. Amendments are listed in the Amendment Log in section 200.2 CITY OF CARLSBAD Section 200 ALGA NORTE SWPPP Page 200-1 AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA SWPPP Amendment No. Project Name: ALGA NORTE COMMUNITY PARK Project Number: CARLSBAD, CA Preparer Certification of the Storm Water Pollution Prevention Plan Amendment "I certify under a penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to ensure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system or those persons directly responsible for gathering the information, to the best of my knowledge and belief, the information submitted is true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations." Preparer's Signature Date Preparer's Name and Title Telephone Number Owner (or Owner's Authorized Representative) Approval of the Storm Water Pollution Prevention Plan Amendment "I certify under a penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to ensure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system or those persons directly responsible for gathering the information, to the best of my knowledge and belief, the information submitted is true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations." Owner (or Authorized Representative) Signature Date Name and Title Telephone Number CITY OF CARLSBAD Section 200 ALGA NORTE SWPPP page 2QQ-2 AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA 200.2 Amendment Log Project Name: ALGA NORTE COMMUNITY PARK Project Number: CARLSBAD, CA Amendment No.Date Brief Description of Amendment Prepared By crrv OF CARLSBAD ALGA NORTE SWPPP AUGUST 28, 2009 Section 200 Page 200-3 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA Section 300 Introduction and Project Description 300.1 Introduction and Project Description The Alga Norte Community Park development is located in the City of Carlsbad west of Alicante Road and north of Poinsettia Lane. This project will encompass the grading of the entire site, including construction of vegetated swales, sediment basins and backbone utility lines in preparation for the eventual build-out of the community park. The site is currently undeveloped with low-lying brush covering most of the area. The project site is bounded on the south by Poinsettia Lane; on the east by Alicante Road; on the north and west by vegetated natural terrain. 300.2 Unique Site Features Storm runoff from the project flows toward the southeast corner of the site. The project discharges indirectly into an un-named tributary that flows into Batiquitos Lagoon and then into the Pacific Ocean at Carlsbad State Beach, approximately 6 miles downstream. 300.3 Construction Site Estimates The following are estimates of the construction site: Construction site area Percentage impervious area before construction Runoff coefficient before construction W Percentage impervious area after construction Runoff coefficient after construction W Anticipated storm water flow on to the construction site P) P) Calculations are shown in Attachment D (2) Calculations are shown in Attachment E 300.4 Project Schedule/Water Pollution Control Schedule Construction Commencement Date: TBD Projected Grading Completion Date: TBD Projected Complete Project Date: TBD Rainy Season Starts: 10/15/2009 Rainy Season Ends: 4/15/2010 32 acres 0 % 0.41 0 % 0.41 CITY OF CARLSBAD ALGA NORTE SWPPP AUGUST 28, 2009 0 cfs Section 300 Page 300-1 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA A complete construction schedule is included on the following page. 300.5 Contact Information/List of Responsible Parties The Storm Water Pollution Prevention Manager (SWPPM) assigned to this project is: TBD Phone TBD Name TBD Address TBD City TBD The SWPPM shall have primary responsibility and significant authority for the implementation, maintenance, inspection and amendments to the approved SWPPP. The SWPPM will be available at all times throughout the duration of the project. Duties of the SWPPM include but are not limited to: • Ensuring full compliance with the SWPPP and the Permit • Implementing all elements of the SWPPP, including but not limited to: - Implementation of prompt and effective erosion and sediment control measures - Implementing all non-storm water management, and materials and waste management activities such as: monitoring discharges (dewatering, diversion devices); general site clean-up; vehicle and equipment cleaning, fueling and maintenance; spill control; ensuring that no materials other than storm water are discharged in quantities which will have an adverse effect on receiving waters or storm drain systems; etc. • Pre-storm inspections • Storm event inspections • Post-storm inspections • Routine inspections as specified in the project's specifications or described in the SWPPP • Updates/Amendments to the SWPPP, as needed • Preparing annual compliance certification for owner's, or owner's authorized representative, signature CITY OF CARLSBAD Section 300 ALGA NORTE SWPPP Page 300-2 AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA Ensuring elimination of all unauthorized discharges The SWPPM shall be assigned authority by the Contractor to mobilize crews in order to make immediate repairs to the control measures Coordinate with the Contractor to assure all of the necessary corrections/repairs are made immediately, and that the project complies with the SWPPP, the Permit and approved plans at all times Submitting Notices of Discharge and reports of Illicit Connections or Illegal Discharges CITY OF CARLSBAD Section 300 ALGA NORTE SWPPP Page 300-3 AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA Section 400 References The following documents are made a part of this SWPPP by reference: • Project plans and specifications No. C-l, dated August 2009, prepared by R.E. BERG ENGINEERING, INC. • State Water Resources Control Board (SWRCB) Order No. 99-08-DWQ, National Pollutant Discharge Elimination System (NPDES) General Permit No. CAS000002, Waste Discharge Requirements (WDRs) for Discharges of Storm Water Runoff Associated with Construction Activity. • California Stormwater BMP Handbook - Construction, January 2003 cmr OF CARLSBAD Section 400 ALGA NORTE SWPPP Page 400-1 AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA Section 500 Body of SWPPP 500.1 Objectives This Storm Water Pollution Prevention Plan (SWPPP) has six main objectives: • Identify all pollutant sources, including sources of sediment that may affect the quality of storm water discharges associated with construction activity (storm water discharges) from the construction site, and • Identify non-storm water discharges, and • Identify, construct, implement in accordance with a time schedule, and maintain Best Management Practices (BMPs) to reduce or eliminate pollutants in storm water discharges and authorized non-storm water discharges from the construction site during construction, and • Develop a maintenance schedule for BMPs installed during construction designed to reduce or eliminate pollutants after construction is completed (post-construction BMPs). • Identify a sampling and analysis strategy and sampling schedule for discharges from construction activity which discharge directly into water bodies listed on Attachment 3 of the Permit (Clean Water Act Section 303(d) [303(d)] Water Bodies listed for Sedimentation). • For all construction activity, identify a sampling and analysis strategy and sampling schedule for discharges that have been discovered through visual monitoring to be potentially contaminated by pollutants not visually detectable in the runoff. This SWPPP conforms with the required elements of the General Permit No. CAS000002 issued by the State of California, State Water Resources Control Board (SWRCB). This SWPPP will be modified and amended to reflect any amendments to the Permit or any changes in construction or operations that may affect the discharge of pollutants from the construction site to surface waters, groundwaters, or the municipal separate storm sewer system (MS4). The SWPPP will also be amended if it is in violation of any condition of the Permit or has not achieved the general objective of reducing pollutants in storm water discharges. The SWPPP shall be readily available on-site for the duration of the project. CITY OF CARLSBAD Section 500 ALGA NORTE SWPPP PaQC 500-1 AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA 500.2 Vicinity Map The construction project vicinity map showing the project location, surface water boundaries, geographic features, construction site perimeter, and general topography, is located in Attachment A. The project's Title Sheet provides more detail regarding the project location and is also included in Attachment A. 500.3 Pollutant Source Identification and BMP Selection 500.3.1 Inventory of Materials and Activities that May Pollute Storm Water The following is a list of construction matericils that will be used and activities that will be performed that will have the potential to contribute pollutants, other than sediment, to storm water runoff (control practices for each activity are identified in the Water Pollution Control Drawings (WPCDs) and/or in Sections 500.3.4 through 500.3.9: • Vehicle fluids including grease, oil, petroleum and coolants • Trash and Debris Construction activities that have the potential to contribute sediment to storm water discharges include: • Clear and grub operations • Grading operations • Utility excavation • Cement materials associated with PCC Concrete drainage structures Attachment C lists all Best Management Practices (BMPs) that have been selected for implementation in this project. Implementation and location of BMPs are shown on the WPCDs in Attachment B. Narrative descriptions of BMPs to be used during the project are listed by category in each of the following SWPPP sections. Attachment Q includes a list, and/or copies of the fact sheets of all the BMPs selected for this project. cm OF CARLSBAD Section 500 ALGA NORTE SWPPP Page 500-2 AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract NO. CARLSBAD, CA 500.3.2 Existing (pre-construction) Control Measures The following are existing (pre-construction) control measures encountered within the project site: • Site is undisturbed naturally vegetated terrain 500.3.3 Nature of Fill Material and Existing Data Describing the Soil Existing site features that, as a result of past usage, may contribute pollutants to storm water (e.g., toxic materials that are known to have been treated, stored, disposed, spilled, or leaked onto the construction site) include: • No known toxic materials on site. 500.3.4 Erosion Control Erosion control, also referred to as soil stabilization, consists of source control measures that are designed to prevent soil particles from detaching and becoming transported in storm water runoff. Erosion control BMPs protect the soil surface by covering and/or binding soil particles. This project will incorporate erosion control measures required by the contract documents, and other measures selected by the Contractor, SWPPP Manager, or Owner. This project will implement the following practices for effective temporary and final erosion control during construction: 1) Preserve existing vegetation where required and when feasible. 2) Apply temporary erosion control to remaining active and non-active areas as required by the California Stormwater BMPs Handbook - Construction, and the contract documents. Reapply as necessary to maintain effectiveness. 3) Implement temporary erosion control measures at regular intervals throughout the defined rainy season to achieve and maintain the contract's disturbed soil area requirements. Implement erosion control prior to the defined rainy season. 4) Stabilize non-active areas as soon as feasible after the cessation of construction activities. CITY OF CARLSBAD Section 500 ALGA NORTE SWPPP Page 500-3 AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA 5) Control erosion in concentrated flow paths by applying erosion control blankets, erosion control seeding, and lining swales as required in the contract documents. 6) Apply seed to areas deemed substantially complete by the Owner during the defined rainy season. 7) At completion of construction, apply permanent erosion control to all remaining disturbed soil areas. Sufficient erosion control materials will be maintained on-site to allow implementation in conformance with Permit requirements and described in this SWPPP. This includes implementation requirements for active areas and non-active areas that require deployment before the onset of rain. Implementation and locations of temporary erosion control BMPs are shown on the Water Pollution Control Drawings (WPCDs) in Attachment B and/or described in this section. The BMP Consideration Checklist in Attachment C indicates the BMPs that will be implemented to control erosion on the construction site; these are: • EC-1, Scheduling • EC-2, Preservation of Existing Vegetation EC-4, Hydroseeding will be utilized on the entire site to prevent erosion. BMPs will be installed to prevent silt, mud or other construction debris from being tracked into the adjacent street(s). The contractor shall be responsible for cleaning any such debris that may be in the street at the end of each work day or after a storm event that causes a breech in the installed construction BMPs. Plastic covers will be used to cover exposed soil and stockpiled materials. Covers will be placed over stockpiles prior to forecast storm events and secured to prevent wind damage. All erosion control devices shall be maintained in working order at all times. Prior to forecast storm events temporary erosion control BMPs will be deployed and inspected. All BMPs will be inspected prior to forecast rain, daily during extended rain events, after rain events, weekly during the rainy season, and at two-week intervals during the non-rainy season. 500.3.5 Sediment Control Sediment controls are structural measures that are intended to complement and enhance the selected erosion control measures and reduce sediment discharges from active construction areas. Sediment controls are designed to intercept and settle out soil particles that have been detached and transported by the force of water. This project will cmr OF CARLSBAD Section 500 ALGA NORTE SWPPP Page 500-4 AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA incorporate sediment control measures required by the contract documents, and other measures selected by the Contractor, SWPPP Manager, or Owner. Sufficient quantities of temporary sediment control materials will be maintained on-site throughout the duration of the project, to allow implementation of temporary sediment controls in the event of predicted rain, and for rapid response to failures or emergencies, in conformance with other Permit requirements and as described in this SWPPP. This includes implementation requirements for active areas and non-active areas before the onset of rain. Implementation and locations of temporary sediment control BMPs are shown on the Water Pollution Control Drawings (WPCDs) in Attachment B. The BMP Consideration Checklist in Attachment C indicates all the BMPs that will be implemented to control sediment on the construction site; these are: • SE-1, Silt Fence • SE-2, Sediment Basin (Desiltation Basin) • SE-4, Check Dams • SE-10, Storm Drain Inlet Protection BMPs will be installed to prevent silt, mud or other construction debris from being tracked into the adjacent street(s). The contractor shall be responsible for cleaning any such debris that may be in the street at the end of each work day or after a storm event that causes a breech in the installed construction BMPs. All sediment control devices shall be maintained in working order at all times. The contractor shall remove silt and debris after each major rainfall, or when sediment accumulation reaches one-third the barrier height. Storm drain catch basins in the construction area shall be covered so that sediment and debris do not enter the catch basins during construction. BMPs will be inspected prior to forecast rain, daily during extended rain events, after rain events, weekly during the rainy season, and at two-week intervals during the non-rainy season.) 500.3.6 Tracking Control The following BMPs have been selected to reduce sediment tracking from the construction site onto private or public roads: • SE-7, Street Sweeping and Vacuuming • TC-1, Stabilized Construction Entrance/Exit CITY OF CARLSBAD Section 500 ALGA NORTE SWPPP Page 500-5 AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA Tracking Control BMPs will be installed to prevent silt, mud or other construction debris from being tracked into the adjacent street(s) due to construction vehicles. The contractor shall be responsible for cleaning any such debris that may be in the street at the end of each work day or after a storm event that causes a breech in the installed construction BMPs. 500.3.7 Wind Erosion Control The following BMPs have been selected to control dust from the construction site: • WE-1, Wind Erosion Control Dust control measures require frequent, often daily, or multiple times per day attention. The contractor will inspect dust control measures to ensure exposed surfaces are stabilized and minimize activities that suspend or track dust particles. Stockpile Management will be implemented to prevent wind dispersal of sediment from stockpiles. 500.3.8 Non-Storm Water Control An inventory of construction activities and potential non-storm water discharges is provided in Section 5.3.1. The BMP Consideration Checklist in Attachment C and the following list indicates the BMPs that have been selected to control non-storm water pollution on the construction site. Implementation and locations of some non-storm water control BMPs are shown on the Water Pollution Control Drawings (WPCDs) in Attachment B. A narrative description of each BMP follows. • NS-6, Illicit Connection/Illegal Discharge Detection and Reporting • NS-8, Vehicle and Equipment Cleaning • NS-9, Vehicle and Equipment Fueling • NS-10, Vehicle and Equipment Maintenance • NS-1, Water Conservation Practices • NS-12, Concrete Curing • NS-13, Concrete Finishing The contractor will implement Illicit Connection/Illegal Discharge Detection and Reporting throughout the duration of the project. Vehicle fueling and maintenance BMPs will be utilized to prevent discharges of fuel and other vehicle fluids on site. Equipment, machinery and storage containers will be maintained and inspected regulary to minimize leaks and drips. Drip pans shall be placed under equipment to catch leaks. These drip CITY OF CARLSBAD Section 500 ALGA NORTE SWPPP Page 500-6 AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK _ContractNoL CARLSBAD, CA pans shall be cleaned periodically. During rain events these drip pans shall be removed so that the stormwater runoff doesn't become contaminated from their contents. Refer to WM-4, Spill Prevention and Control. All materials will be secured to prevent discharges via wind. Accumulated debris and waste generated during construction will be stockpiled in accordance with WM-3, Stockpile Management. 500.3.9 Waste Management and Materials Pollution Control An inventory of construction activities, materials, and wastes is provided in Section 5.3.1. The BMP Consideration Checklist in Attachment C and the following list indicates the BMPs that have been selected to handle materials and control construction site wastes. A narrative description of each BMP follows. • WM-1, Material Delivery and Storage • WM- 2, Material Use • WM-3, Stockpile Management • WM-4, Spill Prevention and Control • WM-5, Solid Waste Management • WM-9, Sanitary/Septic Waste Management • WM-6, Hazardous Waste Management • WM-7, Contaminated Soil Management • WM-8, Concrete Waste Management • WM-10, Liquid Waste Management All construction materials and equipment will be protected against potential release of pollutants into the environment during delivery, storage and use. Ample supplies of spill control and cleanup materials will be kept on-site. 500.3.10 Cost Breakdown for Water Pollution Control A cost breakdown itemizing the contract lump sum for water pollution control has been developed for this project and included in Attachment O. The cost breakdown reflects the items of work, quantities and costs for BMPs shown in the SWPPP, except for those construction site BMPs and permanent BMPs that are shown on the project plans and for which there is a contract item of work. CITY OF CARLSBAD Section 500 ALGA NORTE SWPPP Page 500-7 AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA 500.4 Water Pollution Control Drawings (WPCDs) The Water Pollution Control Drawings can be found in Attachment B of the SWPPP. 500.5 Construction BMP Maintenance, Inspection, and Repair Inspections will be conducted as follows: • Prior to a forecast storm • after a rain event that causes runoff from the construction site • at 24-hour intervals during extended rain events • at any other time(s) or intervals of time specified in the contract documents Completed inspection checklists will be kept with the SWPPP. A tracking or follow-up procedure shall follow any inspection that identifies deficiencies in BMPs. A program for Maintenance, Inspection and Repair of BMPs is shown in Attachment G. 500.6 Post-Construction Storm Water Management 500.6.1 Post-Construction Control Practices The following are the post-construction BMPs that are to be used at this construction site after all construction is complete: • earthen-swales • sediment (desiltation) basins 500.6.2 Operation/Maintenance after Project Completion The post-construction BMPs that are described above will be funded and maintained by The City of Carlsbad CITY OF CARLSBAD Section 500 ALGA NORTE SWPPP Page 500-8 AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA 500.7 Training Section 300.5 shows the name of the Contractor's Storm Water Pollution Prevention Manager (SWPPM). This person has received the following training: The training log showing formal and informal training of various Contractor personnel is shown in Attachment I. This SWPPP was prepared by R.E. Berg Engineering, Inc., Richard Berg, P.E. 500.8 List of Subcontractors All contractors and subcontractors will be notified of the requirement for storm water management measures during the project. A list of contractors will be maintained and included in the SWPPP. If subcontractors change during the project, the list will be updated accordingly. The subcontractor notification letter and log is included in the SWPPP as Attachment J. 500.9 Other Plans/Permits Attachment N includes copies of other local, state, and federal plans and permits. Following is a list of the plans and permits included in Attachment N: • State Water Resources Control Board (SWRCB) Order No. 99-08-DWQ, National Pollutant Discharge Elimination System (NPDES) General Permit No. CAS000002, Waste Discharge Requirements (WDRs) for Discharges of Storm Water Runoff Associated with Construction Activity. crrv OF CARLSBAD Section 500 ALGA NORTE SWPPP Page 500-9 AUGUST 28, 2009 Section 600 Monitoring Program and Reports 600.1 Site Inspections The SWPPM will inspect the site prior to a forecast storm, after a rain event that causes runoff from the construction site, at 24-hour intervals during extended rain events, and as specified in the contract documents. The results of all inspections and assessments will be documented. Copies of the completed inspection checklists will be maintained with the SWPPP. Site inspections conducted for monitoring purposes will be performed using the inspection checklist shown in Attachment H. The name(s) and contact number(s) of the assigned inspection personnel are listed below: Assigned inspector: TBD Contact phone: TBD 600.2 Non-Compliance Reporting If a discharge occurs or if the project receives a written notice of non-compliance, the Contractor will immediately notify the Owner and will file a written report to the Owner within 7 days of the discharge or notice. The Owner is responsible for filing a written report to the Regional Water Quality Control Board (RWQCB) within 30 days or identification of non-compliance. Corrective measures will be implemented immediately following the discharge, notice or order. A sample Notice of Non-Compliance (NONC) form is provided in Attachment K. All discharges will be documented on a Discharge Reporting Log using the example form in Attachment T. The report to the Owner and to the RWQCB will contain the following items: • The date, time, location, nature of operation, and type of unauthorized discharge, including the cause or nature of the notice or order, • The control measures (BMPs) deployed before the discharge event, or prior to receiving notice or order, • The date of deployment and type of control measures (BMPs) deployed after the discharge event, or after receiving the notice or order, including additional measures installed or planned to reduce or prevent re-occurrence, and • An implementation and maintenance schedule for any affected BMPs 600.3 Record Keeping and Reports Records shall be retained for a minimum of three years for the following items: CITY OF CARLSBAD Section 600 ALGA NORTE SWPPP Page 600-10 AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA m Site inspections • Compliance certifications • Discharge reports • Approved SWPPP document and amendments 600.4 Sampling and Analysis Plan for Sediment This project does not have the potential to discharge directly to a water body listed as impaired due to Sedimentation/Siltation and/or Turbidity pursuant to Clean Water Act, Section 303(d). 600.5 Sampling and Analysis Plan for Non-Visible Pollutants This Sampling and Analysis Plan (SAP) for Non-Visible Pollutants describes the sampling and analysis strategy and schedule for monitoring non-visible pollutants in storm water discharges from the project site and off-site activities directly related to the project, in accordance with the requirements of Section B of the General Permit, including SWRCB Resolution 2001-046. 600.5.1 Scope of Monitoring Activities The following construction materials, wastes or activities, as identified in Section 500.3.1, are potential sources of non-visible pollutants to storm water discharges from the project. Storage, use, and operational locations are shown on the WPCDs in Attachment B. • Line Flushing • Portable Toilets • Cleaning • Dust Control • Concrete Curing The following existing site features, as identified in Section 500.3.3, are potential sources of non-visible pollutants to storm water discharges from the project. Locations of existing site features contaminated with non-visible pollutants are shown on the WPCDs in Attachment B. • N/A CITY OF CARLSBAD Section 600 ALGA NORTE SWPPP Page 600-11 AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA The following soil amendments have the potential to change the chemical properties, engineering properties, or erosion resistance of the soil and will be used on the project site. Locations of soil amendment application are shown on the WPCDs in Attachment B. • N/A The project has the potential to receive storm water run-on with the potential to contribute non-visible pollutants to storm water discharges from the project. Locations of such run-on to the project site are shown on the WPCDs in Attachment B. • No Storm Water Run-On Sampling for non-visible pollutants will be conducted when (1) a breach, leakage, malfunction, or spill is observed; and (2) the leak or spill has not been cleaned up prior to the rain event; and (3) there is the potential for discharge of non-visible pollutants to surface waters or drainage system. 600.5.2 Monitoring Strategy Sampling Schedule Samples for the applicable non-visible pollutant(s) and a sufficiently large uncontaminated background sample shall be collected during the first two hours of discharge from rain events that result in a sufficient discharge for sample collection. Samples shall be collected during daylight hours (sunrise to sunset) and shall be collected regardless of the time of year, status of the construction site, or day of the week. In conformance with the U.S. Environmental Protection Agency definition, a minimum of 72 hours of dry weather will be used to distinguish between separate rain events. Collection of discharge samples for non-visible pollutant monitoring will be triggered when any of the following conditions are observed during the required inspections conducted before or during rain events: • Materials or wastes containing potential non-visible pollutants are not stored under watertight conditions. Watertight conditions are defined as (1) storage in a watertight container, (2) storage under a watertight roof or within a building, or (3) protected by temporary cover and containment that prevents storm water contact and runoff from the storage area. • Materials or wastes containing potential non-visible pollutants are stored under watertight conditions, but (1) a breach, malfunction, leakage, or spill is observed, (2) the CITY OF CARLSBAD Section 600 ALGA NORTE SWPPP Page 600-12 AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA leak or spill is not cleaned up prior to the rain event, and (3) there is the potential for discharge of non-visible pollutants to surface waters or a storm sewer system. • An operational activity, including but not limited to those in Section 600.5.1, with the potential to contribute non-visible pollutants (1) was occurring during or within 24 hours prior to the rain event, (2) applicable BMPs were observed to be breached, malfunctioning, or improperly implemented, and (3) there is the potential for discharge of non-visible pollutants to surface waters or a storm sewer system. • Soil amendments that have the potential to change the chemical properties, engineering properties, or erosion resistance of the soil have been applied, and there is the potential for discharge of non-visible pollutants to surface waters or a storm sewer system. • Storm water runoff from an area contaminated by historical usage of the site has been observed to combine with storm water runoff from the site, and there is the potential for discharge of non-visible pollutants to surface waters or a storm sewer system. Sampling Locations Sampling locations are based on proximity to planned non-visible pollutant storage, occurrence or use; accessibility for sampling, personnel safety; and other factors in accordance with the applicable requirements in the Permit. Planned sampling locations are shown on the WPCDs in Attachment B and include the following: • One sampling locations have been identified for the collection of samples of runoff that drain areas where soil amendments that have the potential to change the chemical properties, engineering properties, or erosion resistance of the soil will be applied. • Sample location number(s) 1 is located at the outlet on the southeast corner of project site. • 0 sampling locations have been identified for the collection of samples of runoff that drain areas contaminated by historical usage of the site. • There are no Sample location number(s) is located • No sampling locations have been identified for the collection of samples of run-on to the project site with the potential to combine with discharges being sampled for non-visible pollutants. These samples are intended to identify sources of potential non-visible pollutants that originate off the project site. • There are no Sample location number(s) is located • A location has been identified for the collection of an uncontaminated sample of runoff as a background sample for comparison with the samples being analyzed for non-visible CITY OF CARLSBAD Section 600 ALGA NORTE SWPPP Page 600-13 AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA pollutants. This location was selected such that the sample will not have come in contact with (1) operational or storage areas associated with the materials, wastes, and activities identified in Section 500.3.1; (2) potential non-visible pollutants due to historical use of the site as identified in Section 500.3.3; (3) areas in which soil amendments that have the potential to change the chemical properties, engineering properties, or erosion resistance of the soil have been applied; or (4) disturbed soils areas. • One Sample location number(s) 1 is located southeast corner of project site. If an operational activity or storm water inspection conducted 24 hours prior to or during a rain event identifies the presence of a material storage, waste storage, or operations area with spills or the potential for the discharge of non-visible pollutants to surface waters or a storm sewer system that was an unplanned location and has not been identified on the WPCDs, sampling locations will be selected using the same rationale as that used to identify planned locations. 600.5.3 Monitoring Preparation Samples on the project site will be collected by the following Contractor sampling personnel: Name/Telephone Number: TBD / TBD Name/Telephone Number: Alternate(s)/Telephone Number: Alternate (s) / Telephone Number: Prior to the rainy season, all sampling personnel and alternates will review the SAP. Qualifications of designated Contractor personnel describing environmental sampling training and experience are provided in Attachment I. An adequate stock of monitoring supplies and equipment for monitoring non-visible pollutants will be available on the project site prior to a sampling event. Monitoring supplies and equipment will be stored in a cool-temperature environment that will not come into contact with rain or direct sunlight. Sampling personnel will be available to collect samples in accordance with the sampling schedule. Supplies maintained at the project site will include, but are not limited to, surgical gloves, sample collection equipment, coolers, appropriate number and volume of sample bottles, identification labels, re-sealable storage bags, paper towels, personal rain gear, ice, Sampling Activity Log forms, and Chain of Custody (COC) forms. The Contractor will CITY OF CARLSBAD Section 600 ALGA NORTE SWPPP PaQC 600-14 AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA obtain and maintain the field-testing instruments, as identified in Section 600.5.6, for analyzing samples in the field by Contractor sampling personnel. Safety practices for sample collection will be in accordance with the THE CITY OF CARLSBAD'S HEALTH AND SAFETY PLAN FOR ALGA NORTE COMMUNITY PARK 600.5.4 Analytical Constituents Identification of Non-Visible Pollutants Table 600-2 lists the specific sources and types of potential non-visible pollutants on the project site and the applicable water quality indicator constituent(s) for that pollutant. Table 600-2 Potential Non-Visible Pollutants and Water Quality Indicator Constituents „ ,, . . „ „ „ . . Water Quality IndicatorPollutant Source Pollutant ^ *Constituent SEE ATTACHMENT S 600.5.5 Sample Collection and Handling Sample Collection Procedures Samples of discharge will be collected at the designated sampling locations shown on the WPCDs for observed breaches, malfunctions, leakages, spills, operational areas, soil amendment application areas, and historical site usage areas that triggered the sampling event. Grab samples will be collected and preserved in accordance with the methods identified in the Table 600-3, "Sample Collection, Preservation and Analysis for Monitoring Non-Visible Pollutants," provided in Section 600.5.6. Only personnel trained in proper water quality sampling will collect samples. CITY OF CARLSBAD Section 600 ALGA NORTH SWPPP Page 600-15 AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA Samples will be collected by placing a separate lab-provided sample container directly into a stream of water downgradient and within close proximity to the potential non-visible pollutant discharge location. This separate lab-provided sample container will be used to collect water, which will be transferred to sample bottles for laboratory analysis. The upgradient and uncontaminated background samples shall be collected first prior to collecting the downgradient to minimize cross-contamination. The sampling personnel will collect the water upgradient of where they are standing. Once the separate lab- provided sample container is filled, the water sample will be poured directly into sample bottles provided by the laboratory for the analyte(s) being monitored. To maintain sample integrity and prevent cross-contamination, sampling collection personnel will: • Wear a clean pair of surgical gloves prior to the collection and handling of each sample at each location. • Not contaminate the inside of the sample bottle by not allowing it to come into contact with any material other than the water sample. • Discard sample bottles or sample lids that have been dropped onto the ground prior to sample collection. • Not leave the cooler lid open for an extended period of time once samples are placed inside. • Not sample near a running vehicle where exhaust fumes may impact the sample. • Not touch the exposed end of a sampling tube, if applicable. • Avoid allowing rainwater to drip from rain gear or other surfaces into sample bottles. • Not eat, smoke, or drink during sample collection. • Not sneeze or cough in the direction of an open sample bottle. • Minimize the exposure of the samples to direct sunlight, as sunlight may cause biochemical transformation of the sample to take place. • Decontaminate sampling equipment prior to sample collection using a TSP-soapy water wash, distilled water rinse, and final rinse with distilled water. • Dispose of decontamination water/soaps appropriately; i.e., not discharge to the storm drain system or receiving water. CITY OF CARLSBAD Section 600 ALGA NORTE SWPPP Page 600-16 AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA Sample Handling Procedures Immediately following collection, sample bottles for laboratory analytical testing will be capped, labeled, documented on a Chain of Custody form provided by the analytical laboratory, sealed in a re-sealable storage bag, placed in an ice-chilled cooler, at as near to 4 degrees Celsius as practicable, and delivered within 24 hours to the following California state-certified laboratory: Laboratory Name: D-TEK ANALYTICAL LABORATORIES Address: 2722 LOKER AVE WEST SUITE B CARLSBAD, CA 92010 Telephone Number: (760) 930-2555 Point of Contact: TIM CANNON Sample Documentation Procedures All original data documented on sample bottle identification labels, Chain of Custody forms, Sampling Activity Logs, and Inspection Checklists will be recorded using waterproof ink. These will be considered accountable documents. If an error is made on an accountable document, the individual will make corrections by lining through the error and entering the correct information. The erroneous information will not be obliterated. All corrections will be initialed and dated. Copies of the Sampling Activity Log and Chain of Custody form are provided in Attachment R. Sampling and field analysis activities will be documented using the following: • Sample Bottle Identification Labels: Sampling personnel will attach an identification label to each sample bottle. At a minimum, the following information will be recorded on the label, as appropriate: Project name - Project number - Unique sample identification number and location. [Project Number]-[Six digit sample collection date]-[Location] (Ex0mp/e:OG5304-081801-Inlet472). Quality assurance/quality control (QA/QC) samples shall be identified similarly using a unique sample number or designation (Example: OG5304-081801-DUP1). CITY OF CARLSBAD Section 600 ALGA NORTE SWPPP Page 600-17 AUGUST 28, 2009 Storm Water Pollution Prevention Plan (SWPPP) ALGA NORTE COMMUNITY PARK Contract No. CARLSBAD, CA - Collection date/time (No time applied to QA/QC samples Analysis constituent • Sampling Activity Logs: A log of sampling events will identify: - Sampling date - Separate times for collected samples and QA/QC samples recorded to the nearest minute Unique sample identification number and location - Analysis constituent - Names of sampling personnel - Weather conditions (including precipitation amount) - Field analysis results Other pertinent data • Chain of Custody (COQ forms: All samples to be analyzed by a laboratory will be accompanied by a COC form provided by the laboratory. Only the sample collectors will sign the COC form over to the lab. COC procedures will be strictly adhered to for QA/QC purposes. • Storm Water Quality Construction Inspection Checklists: When applicable, the Contractor's storm water inspector will document on the checklist that samples for non- visible pollutants were taken during a rain event. 600.5.6 Sample Analysis Samples will be analyzed for the applicable constituents using the analytical methods identified in Table 600-3, "Sample Collection, Preservation and Analysis for Monitoring Non-Visible Pollutants" in this section. cmr OF CARLSBAD Section 600 ALGA NORTE SWPPP PaQC 600-18 AUGUST 28, 2009 Table 600-3 Sample Collection, Preservation and Analysis for Monitoring Non-Visible Pollutants Constituent Analytical Method Minimum Sample Volume Sample Bottle Sample Preservation Reporting Limit Maximum Holding Time Notes: CITY OF CARLSBAD ALGA NORTE SWPPP AUGUST 28, 2009 Section 600 Page 600-19 600.5.7 Quality Assurance/Quality Control For an initial verification of laboratory or field analysis, duplicate samples will be collected at a rate of 10 percent or 1 duplicate per sampling event. The duplicate sample will be collected, handled, and analyzed using the same protocols as primary samples. A duplicate sample will be collected at each location immediately after the primary sample has been collected. Duplicates will be collected where contamination is likely, not on the background sample. Duplicate samples will not influence any evaluations or conclusions; however, they will be used as a check on laboratory quality assurance. 600.5.8 Data Management and Reporting A copy of all water quality analytical results and QA/QC data will be included in the on- site SWPPP within 5 days of sampling (for field analyses) and within 30 days (for laboratory analyses). Lab reports and COCs will be reviewed for consistency between lab methods, sample identifications, dates, and times for both primary samples and QA/QC samples. All data, including COC forms and Sampling Activity Logs, shall be kept with the SWPPP. 600.5.9 Data Evaluation An evaluation of the water quality sample analytical results, including figures with sample locations, the water quality analytical results, and the QA/QC data, will be included in the on-site SWPPP. Should the runoff/downgradient sample show an increased level of the tested analyte relative to the background sample, the BMPs, site conditions, and surrounding influences will be assessed to determine the probable cause for the increase. As determined by the site and data evaluation, appropriate BMPs will be repaired or modified to mitigate discharges of non-visual pollutant concentrations. Any revisions to the BMPs will be recorded as an amendment to the SWPPP. 600.5.10 Change of Conditions Whenever SWPPP monitoring, pursuant to Section B of the General Permit, indicates a change in site conditions that might affect the appropriateness of sampling locations or introduce additional non-visible pollutants of concern, testing protocols will be revised accordingly. All such revisions will be recorded as amendments to the SWPPP. CITY OF CARLSBAD Section 600 ALGA NORTE SWPPP Page 600-20 AUGUST 28, 2009 Attachment A Vicinity Map Dale: 7/23/2009 Scale: N.T.S. Path: R.E. BERG ENGINEERING, INC. 726 CALIFORNIA OAKS DRIVE VISTA, CA 92081 (760)599-9031 (760)599-9041 FAX VICINITY MAP ALGA NORTH COMMUNITY PARK CARLSBAD , CA JOB NUMBER: 06-26 OF 1 SHEET Attachment B Water Pollution Control Drawings (WPCDs) © MANAGE SWALE PER EC-9 £jf f/?/ tj) INSTALL STABILIZED CONS7HVC7KN ENTRANCE/*,/''./ PEK TR-t •^ / */' S 0 mSTALL CHECK DAM PER Sf-4 /ft' © INSTALL fffP-RAP PROTECTION PER K-fQ © IHSTAU. SEGMENT BASH PEK Sf-J ® INSTALL arfEVCf PER SF-f (D «5wu. wtrr pttoTEcnoN pen s£-io © EHvmCNUfNTAL HJtCE AU (W«€D «f>(J 7D SF HYUtOSEEDED PEK K-4. IN ADDITION, MHO BK&ON CONTROL IS TO BE PHOHOfD TO ALL GRADED AREAS HUBS APPLICABLE. SEE SHEET C16 R. E. BCRQ ENQMCERMQ. INC.CIVIL ENGINEERING AND LAND SURVEYING 72E CALIFORNIA OAKS DRIVE VISTA, CA 92081 (760) 599-9031 (T) (7SO) 599-9041 (F) <Q_20__Q 40 80 120 GRAPHIC SCALE 1"- 40'-0" WATER POLLUTION CONTROLPLAN PP«OVCO BTi VflLUAtl E COttSTItUCTlOM MOTta/LfQfND 0 SLOPE PROTECTION WJW XOTEXltlE UAT5PER EC-7 fj) WSMU STABILIZED CONSTRUCTION ENTRANCEP&t TR-t PROTECTION POT £C-fO WSMU secmffwr s^sw «» sf-^ INSTALL SLJ FENCE P£fi S£-1 INSTALL INLET PROTECTION P&l S£-10 INSTALL SKAfL BAG BERU P£K S£~S ENMONHENTAL FENCE R. E. BERO ENQMEERMQ. INC.CIVIL ENGINEERING AND LAND SURVEYING728 CAUFORM1A OAKS OfifVE VISTA, CA 92081 (760) 599-9031 (T) (760) 599-9041 (F) ALL GXADED AREAS TO BE H1MOSEEDED PER EC-4. IN ADDITION. MUD EROSON CONTROL IS TO BE PSOVfDED TO ALL GRADED AREAS APPLICABLE. WATER POLLUTION CONTROL PLAN Attachment C BMP Consideration Checklist CONSTRUCTION SITE BMPs CONSIDERATION CHECKLIST The BMPs listed here should be considered for every project. Those BMPs that are not included in the SWPPP must be checked as "Not Used" with a brief statement describing why it is not being used. EROSION CONTROL BMPs BMP No. EC-1 EC-2 EC-3 EC-4 EC-5 EC-6 EC-7 EC-8 EC-9 EC-10 EC-11 EC-12 EC-1 3 BMP Scheduling Preservation of Existing Vegetation Hydraulic Mulch Hydroseeding Soil Binders Straw Mulch Geotextiles & Mats Wood Mulching Earth Dikes & Drainage Swales Velocity Dissipation Devices Slope Drains Streambank Stabilization Polyacrylamide CONSIDERED FOR PROJECT CHECK IF USED X X X X X CHECK IF NOT USED X X X X X X X X IF NOT USED, STATE REASON HYDROSEEDING BEING USED HYDROSEEDING BEING USED GEOTEXTILES & MATS BEING USED GEOTEXTILES & MATS BEING USED VELOCITY DISSIPATION BEING USED VELOCITY DISSIPATION BEING USED NO STREAMBANKS HYDROSEEDING BEING USED California Storm Water Quality Handbooks Construction January 2003 BMP Consideration Checklist 1of4 Attachment C BMP Consideration Checklist CONSTRUCTION SITE BMPs CONSIDERATION CHECKLIST The BMPs listed here should be considered for every project. Those BMPs that are not included in the SWPPP must be checked as "Not Used" with a brief statement describing why it is not being used. SEDIMENT CONTROL BMPs BMP No. SE-1 SE-2 SE-3 SE-4 SE-5 SE-6 SE-7 SE-8 SE-9 SE-10 SE-11 BMP Silt Fence Sediment Basin Sediment Trap Check Dam Fiber Rolls Gravel Bag Berm Street Sweeping and Vacuuming Sand Bag Barrier Straw Bale Barrier Storm Drain Inlet Protection Chemical Treatment CONSIDERED FOR PROJECT CHECK IF USED X X X X X X CHECK IF NOT USED X X X X X IF NOT USED, STATE REASON Silt Fence & Check Dams being used Silt Fence & Check Dams being used Silt Fence & Check Dams being used Silt Fence & Check Dams being used Storm drain inlet protection being used WE-1 Wind Erosion Control WIND EROSION CONTROL BMPs TRACKING CONTROL BMPs TR-1 TR-2 TR-3 Stabilized Construction Entrance/Exit Stabilized Construction Roadway Entrance/Outlet Tire Wash X X X TR-1 AND TR-2 BEING USED BMP Consideration Checklist 2 of 4 California Stormwater Quality Handbooks Construction January 2003 Errata 8-04 Attachment C BMP Consideration Checklist CONSTRUCTION SITE BMPs CONSIDERATION CHECKLIST The BMPs listed here should be considered for every project. Those BMPs that are not included in the SWPPP must be checked as "Not Used" with a brief statement describing why it is not being used. NON-STORM WATER MANAGEMENT BMPs BMP No. NS-1 NS-2 NS-3 NS-4 NS-5 NS-6 NS-7 NS-8 NS-9 NS-10 NS-11 NS-1 2 NS-1 3 NS-14 NS-1 5 NS-1 6 BMP Water Conservation Practices Dewatering Operations Paving and Grinding Operations Temporary Stream Crossing Clear Water Diversion Illicit Connection/ Discharge Potable Water/Irrigation Vehicle and Equipment Cleaning Vehicle and Equipment Fueling Vehicle and Equipment Maintenance Pile Driving Operations Concrete Curing Concrete Finishing Material and Equipment Use Over Water Demolition Adjacent to Water Temporary Batch Plants CONSIDERED FOR PROJECT CHECK IF USED X X X X X X X X X X CHECK IF NOT USED X X X X X X IF NOT USED, STATE REASON No stream Not applicable Not applicable Not applicable Not applicable Not applicable California Storm Water Quality Handbooks Construction January 2003 Errata 8-04 BMP Consideration Checklist 3 of 4 Attachment C BMP Consideration Checklist CONSTRUCTION SITE BMPs CONSIDERATION CHECKLIST The BMPs listed here should be considered for every project. Those BMPs that are not included in the SWPPP must be checked as "Not Used" with a brief statement describing why it is not being used. WASTE MANAGEMENT AND MATERIALS POLLUTION CONTROL BMPs BMP No. WM-1 WM-2 WM-3 WM-4 WM-5 WM-6 WM-7 WM-8 WM-9 WM-10 BMP Material Delivery and Storage Material Use Stockpile Management Spill Prevention and Control Solid Waste Management Hazardous Waste Management Contaminated Soil Management Concrete Waste Management Sanitary/Septic Waste Management Liquid Waste Management CONSIDERED FOR PROJECT CHECK IF USED X X X X X X X X X X CHECK IF NOT USED IF NOT USED, STATE REASON BMP Consideration Checklist 4 of 4 California Stormwater Quality Handbooks Construction January 2003 Errata 8-04 Attachment D Computation Sheet for Determining Runoff Coefficients Total Site Area = Existing Site Conditions Impervious Site Area 1 = Impervious Site Area Runoff Coefficient*•4 = Pervious Site Area3 = Pervious Site Area Runoff Coefficient4 = 32.0 Acres (A) Existing Site Area Runoff Coefficient (BxC)+(DxE) (A) 0 Acres 0.95 32.0 Acres 0.41 0.41 (B) (C) (D) (E) (F) Proposed Site Conditions (after construction) Impervious Site Area 1 Impervious Site Area Runoff Coefficient2| 4 Pervious Site Area 3 Pervious Site Area Runoff Coefficient4 Proposed Site Area Runoff Coefficient (GxH)+(lxj) (A) 0 Acres 0.95 32.0 Acres 0.41 0.41 (G) (H) (I) (J) (K) 1. Includes paved areas, areas covered by buildings, and other impervious surfaces. 2. Use 0.95 unless lower or higher runoff coefficient can be verified. 3. Includes areas of vegetation, most unpaved or uncovered soil surfaces, and other pervious areas. 4. Refer to local Hydrology Manual for typical C values. Attachment E Computational Sheet for Determining Run-on Discharges NO SITE-RUN ON DISCHARGES ARE EXPECTED Existing Site Conditions Area Runoff Coefficient = (A) Area Rainfall Intensity = in/hr (B) Drainage Area = Acres (C) Site Area Run-on Discharge (A) x (B) x (C) = ft3/sec (D)