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App H - WQMP Site Plan and Preliminary Priority WQMP ASMBLD Appendix H: WQMP Site Plan and Preliminary Priority WQMP THIS PAGE INTENTIONALLY LEFT BLANK H-1: WQMP Site Plan THIS PAGE INTENTIONALLY LEFT BLANK THIS PAGE INTENTIONALLY LEFT BLANK H-2: Preliminary Priority WQMP THIS PAGE INTENTIONALLY LEFT BLANK PRELIMINARY PRIORITY WATER QUALITY MANAGEMENT PLAN (WQMP) For: Terrace Apartments 200 City Boulevard West Orange, CA 92868 Prepared for: Van Tilburg, Banvard & Soderbergh, AIA 1738 Berkeley Street Santa Monica, CA 90404 (310) 394-0273 Prepared by: KPFF Consulting Engineers Ali Khamsi, RCE 74768 18400 Von Karman Ave, Suite 600 Irvine, CA 92612 (949) 252-1022 Date Prepared: 6/29/2018 ___________________________________ _________________________ Public Works Director Date __________________________ _____________________ City Engineer Date OWNER’S CERTIFICATION WATER QUALITY MANAGEMENT PLAN FOR Terrace Apartments This Water Quality Management Plan (WQMP) for the Terrace Apartments has been prepared for Van Tilburg, Banvard & Soderbergh, AIA. This WQMP is intended to comply with the requirements of the City of Orange’s Parcel Map No. 80-776 in the City of Orange, as per map recorded in Book 167, Page 14, 15 and 16 of Parcel Maps ; and minor Site Plan Review No. 0895-17 requiring the preparation of a Water Quality Management Plan. The undersigned, while it owns the subject property, is responsible for the implement ation of the provisions of this plan and will ensure that this plan is amended as appropriate to reflect up-to-date conditions on the site consistent with the City of Orange Local Implementation Plan (LIP), and the intent of NPDES Permit and Waste Discharg e Requirements for the City of Orange, County of Orange, Orange County Flood Control District and the incorporated Cities of Orange County within the Santa Ana Region. This WQMP will be reviewed with the facility operator, facility supervisors, employees, tenants, maintenance and service contractors, or any other party having responsibility for implementing portions of this WQMP. Maintenance requirements within Section V and Appendix D will be adhered to with particular emphasis on maintaining the BMPs d escribed within Sections IV and V. The Owner’s Annual Self Certification Statement along with a BMP maintenance implementation table will be submitted by June 30 th every year following project completion. At least one copy of the approved WQMP shall be a vailable on the subject property in perpetuity. Once the undersigned transfers its interest in the property, its successors-in-interest shall bear the aforementioned responsibility to implement and amend the WQMP. The City of Orange will be notified of the change of ownership and the new owner will submit a new certification. Signature: ____________________________ Date: Name: ______________________________ Title: _______________________________ Company: ______________________________________ Address: ______________________________________ Telephone Number: ________________________ Notice of Transfer of Responsibility Water Quality Management Plan (WQMP) WQMP Number – As assigned by the City of Orange: Submission of this Notice of Transfer of Responsibility constitutes notice to the City that responsibility for the Water Quality Management Plan (WQMP) for the subject property identified below, and implementation of that plan, is being transferred from the Previous Owner (and his/her agent) of the site (or portion thereof) to the New Owner, as further described below. I. Owner/ Responsible Party Information Company/ Individual: Contact Person: Street Address: Title: City State Zip Phone: II. Information about Site Relevant to WQMP Name of Project: Title of WQMP applicable to site: Street Address of the site: Date of Transfer of Responsibility: III. New Owner (Upon Transfer)/ Responsible Party Information Company/ Individual: Contact Person: Street Address: Title: City State Zip Phone: WQMP for Terrace Apartments Date Prepared: 6/29/2018 i Table of Contents I. Discretionary Permit Number(s), Water Quality Condition Number(s) and Conditions………………………………………………………………….. 1 II. Project Description………………………………………………………… 2 III. Site Description……………………………………………………………. 4 IV. Best Management Practices……………………………………………… 5 IV.1 Site Design BMPs…………………………………………………. 5 IV.2 Source Control BMPs……………………………………………… 6 IV.3 Low Impact Development BMP Selection………………………. 12 IV.4 Drainage Management Areas……………………………………. 13 IV.5 Calculations………………………………………………………… 14 V. Implementation, Maintenance and Inspection Responsibility for BMPs (O&M Plan)……………………………………..…………………… 15 VI. Location Map, Site Plan, and BMP Details………………….…………… 19 VII. Educational Materials………………………………………………………. 20 Appendices A. Minor Site Plan Review No. 0895-17 dated February 28, 2017 B. Educational Material C. Maps & Exhibits D. BMP Details E. BMP Maintenance Information F. Preliminary Geotechnical Investigation Report (for reference only) List of Tables Table A Potential Storm Water Pollutants…………………………. 1 Table 1 Site Design BMPs…………………………………………... 5 Table 2 Routine Non-Structural BMPs……………………………… 6 Table 3 Routine Structural BMPs…………………………………… 7 Table 4 Hydrologic Source Control BMPs…………………………. 8 Table 5 Infiltration BMPs…………….. ……………………………… 9 Table 6 Evapotranspiration, Rainwater Harvesting……………….. 10 Table 7 Biotreatment BMPs………………………………………….. 11 Table 8 Frequency Inspection Matrix…………………………..……. 16 WQMP for Terrace Apartments Date Prepared: 6/29/2018 1 I. Discretionary Permit Number(s), Water Quality Condition Number(s) and Conditions of Approval Tract No__3414__ Lot No.__10, 12 ____ GPS Coordinates: 6061742.88, 2233555.90 Water Quality Conditions (WQMP conditions listed below) A complete copy of the signed Minor Site Plan Review No. 0895-17 dated February 28, 2017 is included as Appendix A. Conditions of Approval: For developments with POA and residential projects of more than fifty (50) dwelling units, project conditions of approval will require that the POA p eriodically provide environmental awareness education materials, made available by the municipalities, to all of its members. Among other things, these materials will describe the use of chemicals (including household type) that should be limited to the property, with no discharge of wastes via hosing or other direct discharge to gutters, catch basins and storm drains. Educational materials available from the County of Orange can be downloaded here: http://www.ocwatersheds.com/PublicEd/resources/default.aspx WQMP for Terrace Apartments Date Prepared: 6/29/2018 2 II. Project Description Planning Area (Location): UMIX – West Chapman Avenue/Uptown Orange Project Site Area (ac): 16.9 Project Disturbed Area (ac): 3.3 Percent Change in Impermeable Surfaces: 8% SIC Code: N/A; Residential Project Description: The 3.3 acre, residential, redevelopment project consists of adding 167 apartments to the existing 441 apartments at the Terrace Apartments located at 200 City West Boulevard – just northwest of the Outlets at Orange. The redevelopment will also support a fire lane realignment, onsite fire hydrant relocations, and new Fire Department Connections per the Minor Site Plan Review NO. 0895-17 letter in Appendix A. Post- development conditions will mimic the pre-development conditions, where most of the 3.3 acre project area will consist of impervious building roof area, asphalt pavement for parking stalls and fire lanes, and also decorative landscape area. Project Purpose and Activities: The purpose of the project is to construct additional onsite housing units and accommodate the new units with appropriate utilities and fire safety features. Project activities include, but are not limited to the following:  Demolition of existing pavements  Demolition of existing non- retaining architectural block walls  Excavations for new subterranean parking and building footings  Revisions to existing drainage system  Onsite soil recompaction  Precise grading including pavement forming and pouring  Installation of new utility infrastructure to support new buildings  Remove and repave portion of existing fire lane  New security perimeters WQMP for Terrace Apartments Date Prepared: 6/29/2018 1 Table A Potential Storm Water Pollutants Pollutants of Concern: Detached Residential Development Pollutant Check One for each: E=Expected to be of concern N=Not Expected to be of concern Additional Information and Comments Suspended-Solid/ Sediment E N Nutrients E N Heavy Metals E N Not expected to be of concerned for Residential Development Pathogens (Bacteria/Virus) E N Pesticides E N Oil and Grease E N Toxic Organic Compounds E N Not expected to be of concerned for Residential Development Trash and Debris E N Hydrologic Conditions of Concern: Per Appendix C, “Susceptibility Analysis Newport Bay - Newport Coastal Streams, Figure XVI-3d”, the project site is not in an area potentially susceptible to hydromodification impacts. Therefore HCOC’s are not considered to exist for this project site. WQMP for Terrace Apartments Date Prepared: 6/29/2018 2 Post Development Drainage Characteristics: Post-Development Drainage Conditions at the surface will mostly mimic those from the pre-development. At the surface level, the site will drain away from existing and proposed buildings towards site gutters and catch basins. Below grade, storm water runoff from the project Drainage Management Areas (DMA’s) -1 and -2, illustrated in Section VI of this report, will be conveyed into hydrodynamic separation devices (CDS units) as pretreatment measures and then to shallow, perforated Corrugated Metal Pipes (CMP’s) for treatment via below-grade infiltration. Overflow from the CMP in DMA-1 will be diverted into the existing, onsite storm drain system via an overflow pipe within the CDS pretreatment unit. Because the proposed treatment system in DMA-2 will be independent of the existing onsite storm drain system, overflow from the CMP in DMA-2 will build up within the treatment system and create a “bubbler” condition at the proposed catch basins. The onsite curb and gutters will allow the overflow runoff to travel downstream and offsite to mimic the existing condition. Residential Projects: The existing Terrace Apartments consists of approximately 16.9 acres of residential apartment area with approximately 2.5 acres of open space. The existing, (8) residential buildings onsite are all 3-story apartment buildings, each with subterranean parking for tenants. There are also (4) rows of additional detached carports with designated tenant spaces; (2) rows of carports are located at the north face of the property and the other (2) are located at the south face of the property. Floor spaces for each apartment building ranges from 450SF studios to 1,345SF, 2-bedroom apartments. The existing 441 apartments consists of (63) studio, (144) 1 -bedroom, and (234) 2-bedroom apartments. There is also a 2-story main office building at the frontage of the existing campus along City Boulevard West and a pool, hot tubs, exterior patio, and additional restroom building behind the main office due west. There are also existing tennis courts at the westerly face of the building. Site Ownership and any Easements: Easements and ownership identified in Site Plan Section VI. Entity information also listed. WQMP for Terrace Apartments Date Prepared: 6/29/2018 3 III. Site Description Reference Location Map: Parcel Map No. 80-776; P.M.B. 167/14-16 Site Address: 200 City Boulevard West, Orange, CA 92868 Zoning: UMIX Predominant Soil type: B (Per Appendix C “NRCS Hydrologic Soils Groups, Figure XVI-2a”) Pre-project percent pervious: 34% Post-project percent pervious: 26% Pre-project percent impervious: 66% Post-project percent impervious: 74% Site Characteristics The existing 16.9 acre site is currently developed and occupied by the Terrace Apartments, located at 200 City Boulevard West, Orange, CA 92686. The project site is bound by existing asphalt parking lots to the north and south, City Boulevard West to the east, and South Lewis St. to the West. The site is relatively flat and allows storm water runoff to sheet flow away from the existing, three-story, above grade apartments over landscape and hardscape. The single-level subterranean parking lots under each apartment building incorporate a trench drain at the bottom of the driveway to drain any runoff that sheet flows over driveways. Generally, the northerly portion of the project is at the higher, 130 contour, and the southerly portion of the project is at the lower 12 7-126 contours. Across the north-south length of the project of approximately 1,350ft, the existing site is relatively flat with surface drainage longitudinal slopes in concrete gutters at approximately 0.3%. The existing condition allows runoff to occur over asphalt pavement, concrete walks, landscape areas, and other common areas such as tennis court areas towards onsite area drains which discharge to an onsite storm drain facility owned by the City of Orange illustrated in Appendix C “Basemap of Drainage Facilities in Orange County, Map 21.” The City-owned, onsite storm drain facility begins as a 24” diameter RCP at the northernmost portion and leaves the site as a 33” diameter RCP along an 8’ easement due west towards S Lewis St. The offsite receiving waters include the City-owned 45” diameter RCP along S Lewis St which conveys storm water due south towards the Lewis Storm Channel, or Channel 5 (C05SII), and the downstream East Garden Grove Wintersburg Channel, both owned and maintained by the Orange County Flood Control District. WQMP for Terrace Apartments Date Prepared: 6/29/2018 4 The onsite, north-south drive aisle currently allows runoff to discharge offsite at the southerly face of the drive aisle via an existing curb and gutter. The runoff continues south towards a curb inlet adjacent to City Parkway W . and discharges into the Lewis Storm Channel at an upstream location further east per Appendix C “Basemap of Drainage Facilities in Orange County, Map 21.” Per Appendix C “Orange County Mapped Depth to 1st Groundwater, Figure XVI-2d and Orange County Mapped Shallow Groundwater, Figure XVI-2e,” groundwater is below 50’ from finish surface for this site and no shallow groundwater is located at this site. Per Appendix F, the project Geotechnical Report, dated November 22, 2017, prepared by GMU, the soils encountered in the 11 boring logs resembled mostly sandy silt with areas of silty sand as well as poorly graded sand with silt. Soil density ranges from loose to medium dense and sand particle size ranges from fine - to coarse-grained sand. The site is also deemed feasible for infiltration within the upper 5 to 10 feet of site soils per the geotechnical report conclusions. Observed infiltration rates range from 3.86- 20.06 and design infiltration rates range from 1.93-10.03 (incorporating a factor of safety of 2.0 per the Orange County TGD Appendix VII). Infiltration rates for DMA-1 and DMA-2 are most nearly 10.0 and 2.17 in/hour, respectively, per Appendix F. Further BMP calculations can be found in Section IV.5 of this report. Watershed Characteristics Watershed: Anaheim-Bay/Huntington Harbor (Appendix C, “Susceptibility Analysis Newport Bay - Newport Coastal Streams, Figure XVI-3d”) Downstream Receiving Waters: East Garden Grove Wintersburg Channel Water Quality Impairments (if applicable): Ammonia (Unionized) Identify hydromodification susceptibility: None (Appendix C, “Susceptibility Analysis Newport Bay - Newport Coastal Streams, Figure XVI-3d”) Identify watershed management priorities: N/A WQMP for Terrace Apartments Date Prepared: 6/29/2018 5 IV. Best Management Practices Site design BMPs include minimizing impervious area by maximizing pervious or landscape area. This allows for a reduced Low Impact Development treatment volume for the proposed on-lot infiltration. IV.1 Site Design and Drainage Characteristics Table 1 Site Design BMPs Technique Included? If no, state justification. Yes No Minimize Directly Connected Impervious Areas (DCIAs) (C-Factor Reduction) X Proposed Buildings will utilize maximum space possible due to site area constraints. Proposed impervious areas will be similar to existing impervious areas. Create Reduced or “Zero Discharge” Areas (Runoff Volume Reduction)1 X All areas will discharge to one or a combination of existing area drains, existing site gutters, and existing storm drains. HCOC’s are not considered to exist based on Appendix C, “Susceptibility Analysis Newport Bay - Newport Coastal Streams, Figure XVI-3d” Minimize Impervious Area/Maximize Permeability (C-Factor Reduction)2 X Conserve Natural Areas (C-Factor Reduction) X 1 Detention and retention areas incorporated into landscape design provide areas for retaining and detaining stormwater flows, resulting in lower runoff rates and reductions in volume due to limited infiltration and evaporation. Such Site Design BMPs may reduce the size of Treatment Control BMPs. 2 The “C Factor” is a representation of the ability of a surface to produce runoff. Surfaces that produce higher volumes of runoff are represented by higher C Factors. By incorporating more pervious, lower C Factor surfaces into a development, lower volumes of runoff will be produced. Lower volumes and rates of runoff translate directly to lowering treatment requirements. Minimize Impervious Area/Maximize Permeability (C-Factor Reduction): Landscape areas will be utilized where building roof, concrete walk, and vehicular pavement areas are not required. Conserve Natural Areas (C-Factor Reduction): Landscape areas and pavement areas beyond of the limits of work for the proposed redevelopment will be protected in place. WQMP for Terrace Apartments Date Prepared: 6/29/2018 6 IV.2 Source Control BMPs IV.2.1 Routine Non-Structural BMPs Complete Table 2. Table 2 Routine Non-Structural BMPs BMP No. Name Check One If not applicable, state brief reason. Included Not Applicable N1 Education for Property Owners, Tenants and Occupants X N2 Activity Restriction X CCR’s not formed N3 Common Area Landscape Management X N4 BMP Maintenance X N5 Title 22 CCR Compliance X Hazardous Waste Materials not anticipated for this project. N6 Local Water Quality Permit Compliance X This BMP is not applicable. The City of Orange does not issue water quality permits. N7 Spill Contingency Plan X N8 Underground Storage Tank Compliance X N9 Hazardous Materials Disclosure Compliance X Hazardous Materials not anticipated for this project. N10 Uniform Fire Code Implementation X N11 Common Area Litter Control X N12 Employee Training X N13 Housekeeping of Loading Docks X Not part of proposed redevelopment. N14 Common Area Catch Basin Inspection X N15 Street Sweeping Private Streets and Parking Lots X The Routine Nonstructural BMP selected in Table 2 to be implemented to reduce runoff and minimize pollutants in the project are described in the narratives below from the Orange County Technical Guidance Document dated December 20, 2013: N1 Education for Property Owners, Tenants and Occupants For developments with no Property Owners Association (POA) or with POAs of less than fifty (50) dwelling units, practical information materials will be provided to the first WQMP for Terrace Apartments Date Prepared: 6/29/2018 7 residents/occupants/tenants on general housekeeping practices that contribut e to the protection of stormwater quality. These materials will be initially developed and provided to first residents/occupants/tenants by the developer. Thereafter such materials will be available through the Permittees’ education program. Different materials for residential, office commercial, retail commercial, vehicle-related commercial and industrial uses will be developed. For developments with POA and residential projects of more than fifty (50) dwelling units, project conditions of approval will require that the POA periodically provide environmental awareness education materials, made available by the municipalities, to all of its members. Among other things, these materials will describe the use of chemicals (including household type) that should be limited to the property, with no discharge of wastes via hosing or other direct discharge to gutters, catch basins and storm drains. Educational materials available from the County of Orange can be downloaded here: http://www.ocwatersheds.com/PublicEd/resources/default.aspx N3 (SC-73) Common Area Landscape Management Identify on-going landscape maintenance requirements that are consistent with those in the County Water Conservation Resolution (or city equivalent) that include fertilizer and/or pesticide usage consistent with Management Guidelines for Use of Fertilizers (DAMP Section 5.5). Statements regarding the specific applicable guidelines must be included in the Project WQMP. N4 BMP Maintenance The Project WQMP shall identify responsibility for implementation of each non -structural BMP and scheduled cleaning and/or maintenance of all structural BMP facilities. N7 (SC-11) Spill Contingency Plan A Spill Contingency Plan is prepared by building operator or occupants for use by specified types of building or suite occupancies. The Spill Contingency Plan describes how the occupants will prepare for and respond to spills of hazardous materials. Plans typically describe stockpiling of cleanup materials, notification of responsible agencies, disposal of cleanup materials, documentation, etc. N8 Underground Storage Tank Compliance Compliance with State regulations dealing with underground storage tanks, enforced by County Environmental Health on behalf of State. WQMP for Terrace Apartments Date Prepared: 6/29/2018 8 N10 Uniform Fire Code Implementation Compliance with Article 80 of the Uniform Fire Code enforced by fire protection agency. N11 (SC-60) Common Area Litter Control For industrial/commercial developments and for developments with POAs, the owner/POA should be required to implement trash management and litter control procedures in the common areas aimed at reducing pollution of drainage water. The owner/POA may contract with their landscape maintenance firms to pr ovide this service during regularly scheduled maintenance, which should consist of litter patrol, emptying of trash receptacles in common areas, and noting trash disposal violations by tenants/homeowners or businesses and reporting the violations to the owner/POA for investigation. N12 Employee Training Education program (see N1) as it would apply to future employees of individual businesses. Developer either prepares manual(s) for initial purchasers of business site or for development that is constructed for an unspecified use makes commitment on behalf of POA or future business owner to prepare. An example would be training on the proper storage and use of fertilizers and pesticides, or training on the implementation of hazardous spill contingency plans. N14 (SC-74) Common Area Catch Basin Inspection For industrial/commercial developments and for developments with privately maintained drainage systems, the owner is required to have at least 80 percent of drainage facilities inspected, cleaned and maintained on an annual basis with 100 percent of the facilities included in a two-year period. Cleaning should take place in the late summer/early fall prior to the start of the rainy season. Drainage facilities include catch basins (storm drain inlets) detention basins, retention basins, sediment basins, open drainage channels and lift stations. Records should be kept to document the annual maintenance. N15 (SC-43, SC-70) Street Sweeping Private Streets and Parking Lots Streets and parking lots are required to be swept prior to the storm season, in late summer or early fall, prior to the start of the rainy season or equivalent as required by the governing jurisdiction. WQMP for Terrace Apartments Date Prepared: 6/29/2018 9 IV.2.2 Routine Structural BMPs Table 3 Routine Structural BMPs Name Check One If not applicable, state brief reason Included Not Applicable Provide storm drain system stenciling and signage- “No Dumping – Drains to Ocean” X Design and construct outdoor material storage areas to reduce pollution introduction X Outdoor Material Storage not part of proposed redevelopment Design and construct trash and waste storage areas to reduce pollution introduction X Trash Enclosure Area not part of proposed redevelopment Use efficient irrigation systems & landscape design X Protect slopes and channels and provide energy dissipation X Channels and energy dissipation not anticipated for this redevelopment Incorporate requirements applicable to individual project features X Not part of proposed redevelopment a. Dock areas X Not part of proposed redevelopment b. Maintenance bays X Not part of proposed redevelopment c. Vehicle or community wash areas X Not part of proposed redevelopment d. Outdoor processing areas X Not part of proposed redevelopment e. Equipment wash areas X Not part of proposed redevelopment f. Fueling areas X Not part of proposed redevelopment g. Hillside landscaping X Not part of proposed redevelopment h. Wash water control for food preparation areas X Not part of proposed redevelopment The Routine Structural BMP selected in Table 3 to be implemented to reduce runoff and minimize pollutants in the project are described in the narratives below from the Orange County Technical Guidance Document dated December 20, 2013: WQMP for Terrace Apartments Date Prepared: 6/29/2018 10 Provide Storm Drain System Stenciling and Signage (SD-13) Storm drain stencils are highly visible source control messages, typically placed directly adjacent to storm drain inlets. The stencils contain a brief statement that prohibits the dumping of improper materials into the municipal storm drain system. Graphical icons, either illustrating anti-dumping symbols or images of receiving water fauna, are effective supplements to the antidumping message. Stencils and signs alert the public to the destination of pollutants discharged into storm water. The following requirements should be included in the project design and shown on the project plans: 1. Provide stenciling or labeling of all storm drain inlets and catch basins, constructed or modified, within the project area with prohibitive language (such as: “NO DUMPING DRAINS TO OCEAN”) and/or graphical icons to discourage illegal dumping. 2. Post signs and prohibitive language and/or graphical icons, which prohibit illegal dumping at public access points along channels and creeks within the project area. 3. Maintain legibility of stencils and signs. Use Efficient Irrigation Systems and Landscape Design (SD-12) Projects shall design the timing and application methods of irrigation water to minimize the runoff of excess irrigation water into the municipal storm drain system. (Limited exclusion: detached residential homes.) The following methods to reduce excessive irrigation runoff shall be considered, and incorporated on common areas of development and other areas where determined applicable and feasible by the Permittee: 1. Employing rain shutoff devices to prevent irrigation after precipitation. 2. Designing irrigation systems to each landscape area’s specific water requirements. 3. 3. Using flow reducers or shutoff valves triggered by a pressure drop to control water loss in the event of broken sprinkler heads or lines. 4. Implementing landscape plan consistent with County Water Conservation Resolution or city equivalent, which may include provision of water sensors, programmable irrigation times (for short cycles), etc. 5. The timing and application methods of irrigation water shall be designed to minimize the runoff of excess irrigation water into the municipal storm drain system. 6. Employing other comparable, equally effective, methods to reduce irrigation water runoff. 7. Group plants with similar water requirements in order to reduce excess irrigation runoff and promote surface filtration. Choose plants with low irrigation WQMP for Terrace Apartments Date Prepared: 6/29/2018 11 requirements (for example, native or drought tolerant species). Consider other design features, such as:  Use mulches (such as wood chips or shredded wood products) in planter areas without ground cover to minimize sediment in runoff.  Install appropriate plant materials for the location, in accordance with amount of sunlight and climate, and use native plant material where possible and/or as recommended by the landscape architect.  Leave a vegetative barrier along the property boundary and interior watercourses, to act as a pollutant filter, where appropriate and feasible.  Choose plants that minimize or eliminate the use of fertilizer or pesticides to sustain growth. Irrigation practices shall comply with local and statewide ordinances related to irrigation efficiency. WQMP for Terrace Apartments Date Prepared: 6/29/2018 12 IV.3 Low Impact Development BMP Selection DMA-1 and -2 are not self-retaining areas, but will utilize underground infiltration BMPs in lieu of hydrology source controls. IV.3.1 Infiltration BMPs Per Table 4 below, subsurface infiltration galleries will be used as the primary treatment BMPs. Table 4 Infiltration BMPs Name Check If Used Bioretention without underdrains Rain gardens Porous landscaping Infiltration planters Retention swales Infiltration trenches Infiltration basins Drywells Subsurface infiltration galleries French drains Permeable asphalt Permeable concrete Permeable concrete pavers Other: Other: Overflow from the CMP in DMA-1 will be diverted into the existing, onsite storm drain system via an overflow pipe within the CDS pretreatment unit. Because the proposed treatment system in DMA-2 will be independent of the existing onsite storm drain system, overflow from the CMP in DMA-2 will build up within the treatment system and create a “bubbler” condition at the proposed catch basins. The onsite curb and gutters will allow the overflow runoff to travel downstream and offsite to mimic the existing condition. WQMP for Terrace Apartments Date Prepared: 6/29/2018 13 IV.3.2 Hydromodification Control BMPs N/A Per Appendix C, “Susceptibility Analysis Newport Bay - Newport Coastal Streams, Figure XVI-3d”, the project site is not in an area potentially susceptible to hydromodification impacts. Therefore HCOC’s are not considered to exist for this project site. IV.4 Drainage Management Area (DMA) Describe each DMA used in project, the BMPs in each DMA and the area treated. DMA Number BMPs Area Treated 1 Perforated Corrugated Metal Pipe (CMP)  6’ Diameter  33’ Long Barrel Approx. 52520 sq.ft. Approx. 1.21 Acres 66% Impervious 2 Perforated Corrugated Metal Pipe (CMP)  6’ Diameter  (2) 66’ Long Barrels Approx. 89685 sq.ft. Approx. 2.06 Acres 79% Impervious Total Project Area 3.27 Acres WQMP for Terrace Apartments Date Prepared: 6/29/2018 14 IV.5 Calculations Provided are the following calculations:  TGD Worksheet C: Capture Efficiency Method for Volume-Based, Constant Drawdown BMPs WQMP for Terrace Apartments Date Prepared: 6/29/2018 15 V. Implementation, Maintenance and Inspection Responsibility for BMPs (O&M Plan) Responsible Party Information (Local Contact Information) Name: ___________________________ Title: _______________________ Company: _____________________ Phone Number: __________________ Table 5 - Frequency Inspection Matrix BMP Responsible Party *Maintenance Activity *Inspection/Maintenance Frequency Low Impact Development and Treatment BMPs CONTECH CDS Units Per Manufacturer’s Operation and Maintenance Manual. See Appendix E. Twice yearly or as needed. Refer to Maintenance Manual for specific details. CONTECH CMPs Per Manufacturer’s Operation and Maintenance Manual. See Appendix E. Twice yearly or as needed. Refer to Maintenance Manual for specific details. WQMP for Terrace Apartments Date Prepared: 6/29/2018 16 Regulatory Permits N/A Funding Funding for the project will be provided privately by Domino Realty Management Group. WQMP for Terrace Apartments Date Prepared: 6/29/2018 17 OWNER SELF CERTIFICATION STATEMENT As the owner representative of the Terrace Apartments Project for which a Water Quality Management Plan (WQMP) was approved by the City, I hereby certify under penalty of law that all Best Management Practices contained within the approved Project WQMP have been maintained and inspected in accordance with the schedule and frequency outlined in the approved WQMP Maintenance Table. The maintenance activities and inspections conducted are shown in the attached table and have been performed by qualified and knowledgeable individuals. Structural Treatment BMPs have been inspected and certified by a licensed professional engineer. To the best of my knowledge, the information submitted is true and accurate and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fines and citations for violating water quality regulations. Signed: ____________________________________ Name: ____________________________________ Title: ____________________________________ Company: __________________________________ Address: __________________________________ Telephone Number: ___________________________ Date: _________________ WQMP for Terrace Apartments Date Prepared: 6/29/2018 18 Table 6 - BMP Implementation Tracking Table BMP Activity Completion Dates or Frequency Initial Low Impact Development and Treatment BMPs *This sheet is to be submitted annually with the Owner Self Certification Statement. WQMP for Terrace Apartments Date Prepared: 6/29/2018 19 VI. Location Map, Site Plan, and BMP Details Included in this Section is a Preliminary-WQMP Plot Plan. Refer to Appendix C for location map. WQMP for Terrace Apartments Date Prepared: 6/29/2018 20 VII. Educational Materials Refer to the City’s website www.cityoforange.org or the Orange County Stormwater Program (ocwatersheds.com) for a library of materials available. Attach only the educational materials specifically applicable to the project. Education Materials Residential Material (http://www.ocwatersheds.com) Check If Applicable Business Material (http://www.ocwatersheds.com) Check If Applicable The Ocean Begins at Your Front Door Tips for the Automotive Industry Tips for Car Wash Fund-raisers Tips for Using Concrete and Mortar Tips for the Home Mechanic Tips for the Food Service Industry Homeowners Guide for Sustainable Water Use Proper Maintenance Practices for Your Business Household Tips Other Material Check If Attached Proper Disposal of Household Hazardous Waste Recycle at Your Local Used Oil Collection Center (North County) IC3. Building Maintenance Recycle at Your Local Used Oil Collection Center (Central County) IC5. Concrete and Asphalt Production, Application, and Cutting Recycle at Your Local Used Oil Collection Center (South County) IC6. Contaminated or Erodible Surfaces Areas Tips for Maintaining a Septic Tank System IC7. Landscape Maintenance Responsible Pest Control IC10. Outdoor Loading/Unloading of Materials Sewer Spill Response IC12. Outdoor Storage of Raw Materials, Products, and Containers Tips for the Home Improvement Projects IC14. Painting, Finishing, and Coatings of Vehicles, Boats, Buildings, and Equipment Tips for Horse Care IC15. Parking and Storage Area Maintenance Tips for Landscaping and Gardening IC16. Pool and Fountain Cleaning Tips for Pet Care IC17. Spill Prevention and Cleanup Tips for Pool Maintenance IC21. Waste Handling and Disposal Tips for Residential Pool, Landscape and Hardscape Drains IC24. Disposal of Wastewater Generated by Mobile Businesses & Outdoor Activities Tips for Projects Using Paint WQMP for Terrace Apartments Date Prepared: 6/29/2018 21 Appendix A: Conditions of Approval Resolution Number: N/A Entitlement: Minor Site Plan Review No. 0895-17 February 28, 2017 WQMP for Terrace Apartments Date Prepared: 6/29/2018 22 Appendix B: Educational Material For More Information Aliso Viejo (949) 425-2535 Anaheim Public Works Operations (714) 765-6860 Brea Engineering (714) 990-7666 Buena Park Public Works (714) 562-3655 Costa Mesa Public Services (714) 754-5323 Cypress Public Works (714) 229-6740 Dana Point Public Works (949) 248-3584 Fountain Valley Public Works (714) 593-4441 Fullerton Engineering Dept (714) 738-6853 Garden Grove Public Works (714) 741-5956 Huntington Beach Public Works (714) 536-5431 Irvine Public Works (949) 724-6315 La Habra Public Services (562) 905-9792 La Palma Public Works (714) 690-3310 Laguna Beach Water Quality (949) 497-0378 Laguna Hills Public Services (949) 707-2650 Laguna Niguel Public Works (949) 362-4337 Laguna Woods Public Works (949) 639-0500 Lake Forest Public Works (949) 461-3480 Los Alamitos Community Dev (562) 431-3538 Mission Viejo Public Works (949) 470-3056 Newport Beach, Code & Water Quality Enforcement (949) 644-3215 Orange Public Works (714) 532-6480 Placentia Public Works (714) 993-8245 Rancho Santa Margarita (949) 635-1800 San Clemente Environmental Programs (949) 361-6143 San Juan Capistrano Engineering (949) 234-4413 Santa Ana Public Works (714) 647-3380 Seal Beach Engineering (562) 431-2527 x317 Stanton Public Works (714) 379-9222 x204 Tustin Public Works/Engineering (714) 573-3150 Villa Park Engineering (714) 998-1500 Westminster Public Works/Engineering (714) 898-3311 x446 Yorba Linda Engineering (714) 961-7138 Orange County Stormwater Program (877) 897-7455 Orange County 24-Hour Water Pollution Problem Reporting Hotline 1-877-89-SPILL (1-877-897-7455) On-line Water Pollution Problem Reporting Form w w w o c w a t e r s h e d s c o m The Ocean Begins at Your Front Door California Environmental Protection Agency www calepa ca gov • Air Resources Board www arb ca gov • Department of Pesticide Regulation www cdpr ca gov • Department of Toxic Substances Control www dtsc ca gov • Integrated Waste Management Board www ciwmb ca gov • Office of Environmental Health Hazard Assessment www oehha ca gov • State Water Resources Control Board www waterboards ca gov Earth 911 - Community-Specific Environmental Information 1-800-cleanup or visit www 1800cleanup org Health Care Agency’s Ocean and Bay Water Closure and Posting Hotline (714) 433-6400 or visit www ocbeachinfo com Integrated Waste Management Dept. of Orange County (714) 834-6752 or visit www oclandfills com for information on household hazardous waste collection centers, recycling centers and solid waste collection O.C. Agriculture Commissioner (714) 447-7100 or visit www ocagcomm com Stormwater Best Management Practice Handbook Visit www cabmphandbooks com UC Master Gardener Hotline (714) 708-1646 or visit www uccemg com Did You Know? Most people believe that the largest source of water pollution in urban areas comes from specific sources such as factories and sewage treatment plants In fact, the largest source of water pollution comes from city streets, neighborhoods, construction sites and parking lots This type of pollution is sometimes called “non-point source” pollution There are two types of non-point source pollution: stormwater and urban runoff pollution Stormwater runoff results from rainfall When rainstorms cause large volumes of water to rinse the urban landscape, picking up pollutants along the way Urban runoff can happen any time of the year when excessive water use from irrigation, vehicle washing and other sources carries trash, lawn clippings and other urban pollutants into storm drains Where Does It Go? Anything we use outside homes, vehicles and businesses – like motor oil, paint, pesticides, fertilizers and cleaners – can be blown or washed into storm drains A little water from a garden hose or rain can also send materials into storm drains Storm drains are separate from our sanitary sewer systems; unlike water in sanitary sewers (from sinks or toilets), water in storm drains is not treated before entering our waterways Printed on Recycled Paper The Orange County Stormwater Program has created and moderates an electronic mailing list to facilitate communications, take questions and exchange ideas among its users about issues and topics related to stormwater and urban runoff and the implementation of program elements To join the list, please send an email to ocstormwaterinfo-join@list ocwatersheds com Orange County Stormwater Program Even if you live miles from the Pacific Ocean, you may be unknowingly polluting it.Sources of Non-Point Source Pollution Automotive leaks and spills Improper disposal of used oil and other engine fluids Metals found in vehicle exhaust, weathered paint, rust, metal plating and tires Pesticides and fertilizers from lawns, gardens and farms Improper disposal of cleaners, paint and paint removers Soil erosion and dust debris from landscape and construction activities Litter, lawn clippings, animal waste, and other organic matter Oil stains on parking lots and paved surfaces The Effect on the OceanNon-point source pollution can have a serious impact on water quality in Orange County Pollutants from the storm drain system can harm marine life as well as coastal and wetland habitats They can also degrade recreation areas such as beaches, harbors and bays Stormwater quality management programs have been developed throughout Orange County to educate and encourage the public to protect water quality, monitor runoff in the storm drain system, investigate illegal dumping and maintain storm drains Support from Orange County residents and businesses is needed to improve water quality and reduce urban runoff pollution Proper use and disposal of materials will help stop pollution before it reaches the storm drain and the ocean Dumping one quart of motor oil into a storm drain can contaminate 250,000 gallons of water. Follow these simple steps to help reduce water pollution: Household Activities Do not rinse spills with water Use dry cleanup methods such as applying cat litter or another absorbent material, sweep and dispose of in the trash Take items such as used or excess batteries, oven cleaners, automotive fluids, painting products and cathode ray tubes, like TVs and computer monitors, to a Household Hazardous Waste Collection Center (HHWCC) For a HHWCC near you call (714) 834-6752 or visit www oclandfills com Do not hose down your driveway, sidewalk or patio to the street, gutter or storm drain Sweep up debris and dispose of it in the trash Automotive Take your vehicle to a commercial car wash whenever possible If you wash your vehicle at home, choose soaps, cleaners, or detergents labeled non-toxic, phosphate- free or biodegradable Vegetable and citrus-based products are typically safest for the environment Do not allow washwater from vehicle washing to drain into the street, gutter or storm drain Excess washwater should be disposed of in the sanitary sewer (through a sink or toilet) or onto an absorbent surface like your lawn Monitor your vehicles for leaks and place a pan under leaks Keep your vehicles well maintained to stop and prevent leaks Never pour oil or antifreeze in the street, gutter or storm drain Recycle these substances at a service station, a waste oil collection center or used oil recycling center For the nearest Used Oil Collection Center call 1-800-CLEANUP or visit www 1800cleanup org Never allow pollutants to enter the street, gutter or storm drain! Lawn and Garden Pet and animal waste Pesticides Clippings, leaves and soil Fertilizer Common Pollutants Automobile Oil and grease Radiator fluids and antifreeze Cleaning chemicals Brake pad dust Home Maintenance Detergents, cleaners and solvents Oil and latex paint Swimming pool chemicals Outdoor trash and litter The Ocean Begins at Your Front Door Trash Place trash and litter that cannot be recycled in securely covered trash cans Whenever possible, buy recycled products Remember: Reduce, Reuse, Recycle Pet Care Always pick up after your pet Flush waste down the toilet or dispose of it in the trash Pet waste, if left outdoors, can wash into the street, gutter or storm drain If possible, bathe your pets indoors If you must bathe your pet outside, wash it on your lawn or another absorbent/permeable surface to keep the washwater from entering the street, gutter or storm drain Follow directions for use of pet care products and dispose of any unused products at a HHWCC Pool Maintenance Pool and spa water must be dechlorinated and free of excess acid, alkali or color to be allowed in the street, gutter or storm drain When it is not raining, drain dechlorinated pool and spa water directly into the sanitary sewer Some cities may have ordinances that do not allow pool water to be disposed of in the storm drain Check with your city Landscape and Gardening Do not over-water Water your lawn and garden by hand to control the amount of water you use or set irrigation systems to reflect seasonal water needs If water flows off your yard onto your driveway or sidewalk, your system is over-watering Periodically inspect and fix leaks and misdirected sprinklers Do not rake or blow leaves, clippings or pruning waste into the street, gutter or storm drain Instead, dispose of waste by composting, hauling it to a permitted landfill, or as green waste through your city’s recycling program Follow directions on pesticides and fertilizer, (measure, do not estimate amounts) and do not use if rain is predicted within 48 hours Take unwanted pesticides to a HHWCC to be recycled For locations and hours of HHWCC, call (714) 834-6752 or visit www oclandfills com Clean beaches and healthy creeks, rivers, bays and ocean are important to Orange County. However, many common activities such as pest control can lead to water pollution if you’re not careful. Pesticide treatments must be planned and applied properly to ensure that pesticides do not enter the street, gutter or storm drain. Unlike water in sanitary sewers (from sinks and toilets), water in storm drains is not treated before entering our waterways. You would never dump pesticides into the ocean, so don’t let it enter the storm drains. Pesticides can cause significant damage to our environment if used improperly. If you are thinking of using a pesticide to control a pest, there are some important things to consider. For more information, please call University of California Cooperative Extension Master Gardeners at (714) 708-1646 or visit these Web sites: www.uccemg.org www.ipm.ucdavis.edu For instructions on collecting a specimen sample visit the Orange County Agriculture Commissioner’s website at: http://www.ocagcomm.com/ser_lab.asp To report a spill, call the Orange County 24-Hour Water Pollution Problem Reporting Hotline at 1-877-89-SPILL (1-877-897-7455). For emergencies, dial 911. Information From: Cheryl Wilen, Area IPM Advisor; Darren Haver, Watershed Management Advisor; Mary Louise Flint, IPM Education and Publication Director; Pamela M. Geisel, Environmental Horticulture Advisor; Carolyn L. Unruh, University of California Cooperative Extension staff writer. Photos courtesy of the UC Statewide IPM Program and Darren Haver. Funding for this brochure has been provided in full or in part through an agreement with the State Water Resources Control Board (SWRCB) pursuant to the Costa-Machado Water Act of 2000 (Prop. 13). Help Prevent Ocean Pollution: The Ocean Begins at Your Front Door Responsible Pest Control Printed on Recycled Paper Key Steps to Follow: Step 1: Correctly identify the pest (insect, weed, rodent, or disease) and verify that it is actually causing the problem. This is important because beneficial insects are often mistaken for pests and sprayed with pesticides needlessly. Consult with a Certified Nursery Professional at a local nursery or garden center or send a sample of the pest to the Orange County Agricultural Commissioner’s Office. Determine if the pest is still present – even though you see damage, the pest may have left. Step 2: Determine how many pests are present and causing damage. Small pest populations may be controlled more safely using non- pesticide techniques. These include removing food sources, washing off leaves with a strong stream of water, blocking entry into the home using caulking and replacing problem plants with ones less susceptible to pests. Step 3: If a pesticide must be used, choose the least toxic chemical. Obtain information on the least toxic pesticides that are effective at controlling the target pest from the UC Statewide Integrated Pest Management (IPM) Program’s Web site at www.ipm.ucdavis.edu. Seek out the assistance of a Certified Nursery Professional at a local nursery or garden center when selecting a pesticide. Purchase the smallest amount of pesticide available. Apply the pesticide to the pest during its most vulnerable life stage. This information can be found on the pesticide label. Step 4: Wear appropriate protective clothing. Follow pesticide labels regarding specific types of protective equipment you should wear. Protective clothing should always be washed separately from other clothing. Step 5: Continuously monitor external conditions when applying pesticides such as weather, irrigation, and the presence of children and animals. Never apply pesticides when rain is predicted within the next 48 hours. Also, do not water after applying pesticides unless the directions say it is necessary. Apply pesticides when the air is still; breezy conditions may cause the spray or dust to drift away from your targeted area. In case of an emergency call 911 and/or the regional poison control number at (714) 634-5988 or (800) 544-4404 (CA only). For general questions you may also visit www.calpoison.org. Step 6: In the event of accidental spills, sweep up or use an absorbent agent to remove any excess pesticides. Avoid the use of water. Be prepared. Have a broom, dust pan, or dry absorbent material, such as cat litter, newspapers or paper towels, ready to assist in cleaning up spills. Contain and clean up the spill right away. Place contaminated materials in a doubled plastic bag. All materials used to clean up the spill should be properly disposed of according to your local Household Hazardous Waste Disposal site. Step 7: Properly store and dispose of unused pesticides. Purchase Ready-To- Use (RTU) products to avoid storing large concentrated quantities of pesticides. Store unused chemicals in a locked cabinet. Unused pesticide chemicals may be disposed of at a Household Hazardous Waste Collection Center. Empty pesticide containers should be triple rinsed prior to disposing of them in the trash. Household Hazardous Waste Collection Center(714) 834-6752www.oclandfills.com Integrated Pest Management (IPM) usually combines several least toxic pest control methods for long-term prevention and management of pest problems without harming you, your family, or the environment. Three life stages of the common lady beetle, a beneficial insect. Tips for Pest Control Sewage Spill Regulatory Requirements This brochure was designed courtesy of the Orange County Sanitation District (OCSD). For additional information, call (714) 962-2411, or visit their website at www.ocsd.com Your Responsibilities as a Private Property Owner Reference Guide Sewage Spill Allowing sewage to discharge to a gutter or storm drain may subject you to penalties and/or out-of- pocket costs to reimburse cities or public agencies for clean-up efforts. Here are the pertinent codes, fines, and agency contact information that apply. Orange County Stormwater Program 24 Hour Water Pollution Reporting Hotline 1-877-89-SPILL (1-877-897-7455) !County and city water quality ordinances prohibit discharges containing pollutants. California Health and Safety Code, Sections 5410-5416 !No person shall discharge raw or treated sewage or other waste in a manner that results in contamination, pollution or a nuisance. !Any person who causes or permits a sewage discharge to any state waters: •must immediately notify the local health agency of the discharge. •shall reimburse the local health agency for services that protect the public’s health and safety (water-contact receiving waters). •who fails to provide the required notice to the local health agency is guilty of a misdemeanor and shall be punished by a fine (between $500–$1,000) and/or imprisonment for less than one year. !Requires the prevention, mitigation, response to and reporting of sewage spills. California Water Code, Article 4, Chapter 4, Sections 13268-13271 California Code of Regulations, Title 23, Division 3, Chapter 9.2, Article 2, Sections 2250-2260 !Any person who causes or permits sewage in excess of 1,000 gallons to be discharged to state waters shall immediately notify the Office of Emergency Services. !Any person who fails to provide the notice required by this section is guilty of a misdemeanor and shall be punished by a fine (less than $20,000) and/or imprisonment for not more than one year. Orange County Health Care Agency Environmental Health (714) 433-6419 Regional Water Quality Control Board Santa Ana Region San Diego Region (951) 782-4130 (858) 467-2952 California Office of Emergency Services (800) 852-7550 What is a Sewage Spill? You Are Responsible for a Sewage Spill Caused by a Blockage or Break in Your Sewer Lines! Gre ase builds up insid e and eventually blocks sewer pipes. Grease gets into the sewer from food establishments, household drains, as well as from poorly maintained commercial grease traps and interceptors. Structure problems caused by tree roots in the lines, broken/cracked pipes, missing or broken cleanout caps or undersized sewers can cause blockages. Infiltration and inflow (I/I) impacts pipe capacity and is caused when groundwater or rainwater enters the sew e r s ystem thr o ugh pi pe defects an d ill e gal connections. Time is of the essence in dealing with sewage spills. You are required to immediately: Control and minimize the spill. Keep spills contained on private property and out of gutters, storm drains and public waterways by shutting off or not using the water. Use sandbags, dirt and/or plastic sheeting to prevent sewage from entering the storm drain system. Clear the sewer blockage. Always wear gloves and wash your hands. It is recommended that a plumbing professional be called for clearing blockages and making necessary repairs. Always notify your city sewer/public works department or public sewer district of sewage spills. If the spill enters the storm drains also notify the Health Care Agency. In addition, if it exceeds 1,000 gallons notify the Office of Emergency Services. Refer to the numbers listed in this brochure. Caution Allowing sewage from your home, business or property to discharge to a gutter or storm drain may subject you to penalties and/or out-of-pocket costs to reimburse cities or public agencies for clean-up and enforcement efforts. See Regulatory Codes & Fines section for pertinent codes and fines that apply. What to Look For You Could Be Liable Sewage spills can be a very noticeable gushing of water from a manhole or a slow water leak that may take time to be noticed. Don’t dismiss unaccounted-for wet areas. Look for: !Drain backups inside the building. !Wet ground and water leaking around manhole lids onto your street. !Leaking water from cleanouts or outside drains. !Unusual odorous wet areas: sidewalks, external walls or ground/landscape around a building. Rev 4/06 printed on recycled paper Common Causes of Sewage Spills Overflowing cleanout pipe located on private property Keep people and pets away from the affected area. Untreated sewage has high levels of disease-causing viruses and bacteria. Call your local health care agency listed on the back for more information. DTP113 Sewage spills occur when the wastewater being transported via underground pipes overflows through a manhole, cleanout or broken pipe. Sewage spills can cause health hazards, damage to homes and businesses, and threaten the environment, local waterways and beaches. Health Care Agency Environmental Health C A AILI NFOR FO OYRTAN NGUEOCIf You See a Sewage Spill Occurring, Notify Your City Sewer/Public Works Department or Public Sewer District IMMEDIATELY! www.ocwatersheds.com P R O J E C T P R E V E N T I O N Residences Businesses Homeowner/Condominium Associations Federal and State Complexes Military Facilities Orange County Sanitation District How a Sewer System Works Orange County Agency Responsibilites You Could Be Liable for Not Protecting the Environment Local and state agencies have legal jurisdic- tion and enforcement authority to ensure that sewage spills are remedied. They may respond and assist with contain- m ent , reliev ing p ip e blo c k age s , a n d/o r clean-up of the sewage spill, especially if the spill is flowing into storm drains or onto public property. A property owner may be charged for c o s t s i nc urr ed b y t h e se ag en cie s re s p o n d i n g to s pi l l s f r o m p r i v a t e properties . How You Can Prevent Sewage Spills A property owner's sewer pipes are called service laterals and are connected to larger local main and regional trunk lines. Service laterals run from the connection at the home to the connection with the public sewer (including the area under the street). These laterals are the responsibility of the property owner and must be maintained by the property owner. Many city agencies h a v e a d o p t e d o r di n a n c e s r e q u i r i n g maintenance of service laterals. Check with y o ur c i ty s e w er /lo c a l p u b l i c w o r k s department for more information. Operation and maintenance of local and regional sewer lines are the responsi- bility of the city sewer/public works depart- ments and public sewer districts. Preventing Grease Blockages The drain is not a dump! Recycle or dispose of grease properly and never pour grease down the drain. Homeowners should mix fats, oils and grease with absor- bent waste materials such as paper, coffee grounds, or kitty litter and place it in the trash. Wipe food scraps from plates and pans and dump them in the trash. Restaurants and commercial food service establishments should always use “Kitchen Best Management Practices.” These include: !Collecting all cooking grease and liquid oil from pots, pans and fryers in covered grease containers for recycling. !Scraping or dry-wiping excess food and grease from dishes, pots, pans and fryers into the trash. !Installing drain screens on all kitchen drains. !Having spill kits readily available for cleaning up spills. !Properly maintaining grease traps or interceptors by having them serviced regularly. Check your local city codes. !City Sewer/Public Works Departments— R e s p o n s i b l e f o r p r o t e c t i n g c i t y p r o p e r t y and streets, the local storm drain system, sewage collection system and other public areas. !P u b l i c S e w e r /S a n i t a t i o n D i s t r i c t — Responsible for collecting, treating and disposing of wastewater. !County of Orange Health Care Agency— Responsible for protecting public health by closing ocean/bay waters and may close food-service businesses if a spill poses a threat to public health. !Regional Water Quality Control Boards— Responsible for protecting State waters. !Orange Cou n ty Sto rmwat e r Progr a m— Responsible for preventing harmful pollutants from being discharged or washed by stormwater runoff into the municipal storm drain system, creeks, bays and the ocean. 2 3 1 Never put grease down garbage disposals, drains or toilets. P e r f o r m p e r i o d i c c l e a n i n g t o eliminate grease, debris and roots in your service laterals. R e p a ir any s t ru ct u r a l p r o b l ems in your sewer system and eliminate any ra i n w a ter i n f ilt r a ti o n /i n f low leaks into your service laterals. Sewage spills can cause damage to the environment. Help prevent them! Regional Trunk line Sewer Wastewater Treatment Plant Cleanout CleanoutGrease Trap Downspout (rain water goes into the storm drain system, not the sewer) RESIDENCE BUSINESS Manhole Local Main Sewer Line Private Service Laterals Manhole City Sewer/Public Works Departments Aliso Viejo .........................(949) 425-2500 Anaheim...........................(714) 765-6860 Brea ..............................(714) 990-7691 Buena Park ........................(714) 562-3655 Costa Mesa ........................(949) 645-8400 Cypress ...........................(714) 229-6760 Dana Point .........................(949) 248-3562 Fountain Valley .....................(714) 593-4600 Fullerton...........................(714) 738-6897 Garden Grove .......................(714) 741-5375 Huntington Beach ...................(714) 536-5921 Irvine .............................(949) 453-5300 Laguna Beach ......................(949) 497-0765 Laguna Hills ........................(949) 707-2650 Laguna Niguel ......................(949) 362-4337 Laguna Woods ......................(949) 639-0500 La Habra...........................(562) 905-9792 Lake Forest ....................(949) 461-3480 La Palma ..........................(714) 690-3310 Los Alamitos .......................(562) 431-3538 Mission Viejo .......................(949) 831-2500 Newport Beach .....................(949) 644-3011 Orange ............................(714) 532-6480 Orange County ......................(714) 567-6363 Placentia ..........................(714) 993-8245 Rancho Santa Margarita ............(949) 635-1800 San Clemente.......................(949) 366-1553 San Juan Capistrano ................(949) 443-6363 Santa Ana .........................(714) 647-3380 Seal Beach.........................(562) 431-2527 Stanton ...........................(714) 379-9222 Tustin .............................(714) 962-2411 Villa Park ..........................(714) 998-1500 Westminster .......................(714) 893-3553 Yorba Linda ........................(714) 961-7170 Public Sewer/Water Districts Costa Mesa Sanitary District ..........(714) 393-4433/ (949) 645-8400 El Toro Water District ................(949) 837-0660 Emerald Bay Service District ..........(949) 494-8571 Garden Grove Sanitary District .........(714) 741-5375 Irvine Ranch Water District ............(949) 453-5300 Los Alamitos/Rossmoor Sewer District ...(562) 431-2223 Midway City Sanitary District (Westminster)(714) 893-3553 Moulton Niguel Water District .........(949) 831-2500 Orange County Sanitation District.......(714) 962-2411 Santa Margarita Water District ........(949) 459-6420 South Coast Water District ............(949) 499-4555 South Orange County Wastewater Authority (949) 234-5400 Sunset Beach Sanitary District .........(562) 493-9932 Trabuco Canyon Sanitary District .......(949) 858-0277 Yorba Linda Water District ............(714) 777-3018 Other Agencies Orange County Health Care Agency .....(714) 433-6419 Office of Emergency Services ..........(800) 852-7550 Report Sewage Spills! Help Prevent Ocean Pollution: For more information, please call the Orange County Stormwater Program at 1-877-89-SPILL (1-877-897-7455) or visit www.ocwatersheds.com To report a spill, call the Orange County 24-Hour Water Pollution Problem Reporting Hotline at 1-877-89-SPILL (1-877-897-7455). For emergencies, dial 911. The tips contained in this brochure provide useful information to help prevent water pollution while performing home improvement projects. If you have other suggestions, please contact your city’s stormwater representatives or call the Orange County Stormwater Program. Clean beaches and healthy creeks, rivers, bays and ocean are important to Orange County. However, many common activities can lead to water pollution if you’re not careful. Home improvement projects and work sites must be maintained to ensure that building materials do not enter the street, gutter or storm drain. Unlike water in sanitary sewers (from sinks and toilets), water in storm drains is not treated before entering our waterways. You would never dump building materials into the ocean, so don’t let them enter the storm drains. Follow these tips to help prevent water pollution. Printed on Recycled Paper Tips for Pool Maintenance When permanently removing large quantities of soil, a disposal location must be found prior to excavation. Numerous businesses are available to handle disposal needs. For disposal options, visit www.ciwmb.ca.gov/SWIS. Prevent erosion by planting fast-growing annual and perennial grasses. They will shield and bind the soil. Recycle Use a construction and demolition recycling company to recycle lumber, paper, cardboard, metals, masonry (bricks, concrete, etc.), carpet, plastic, pipes (plastic, metal and clay), drywall, rocks, dirt and green waste. For a listing of construction and demolition recycling locations in your area, visit www.ciwmb.ca.gov/recycle. Spills Clean up spills immediately by using an absorbent material such as cat litter, then sweep it up and dispose of it in the trash. Immediately report spills that have entered the street, gutter or storm drain to the County’s 24-Hour Water Pollution Problem Reporting Hotline at (714) 567-6363 or visit www.ocwatersheds.com to fill out an incident reporting form. Home improvement projects can cause significant damage to the environment. Whether you hire a contractor or work on the house yourself, it is important to follow these simple tips while renovating, remodeling or improving your home: General Construction Schedule projects for dry weather. Keep all construction debris away from the street, gutter and storm drain. Store materials under cover with temporary roofs or plastic sheets to eliminate or reduce the possibility that rainfall, runoff or wind will carry materials from the project site to the street, storm drain or adjacent properties. Building Materials Never hose materials into a street, gutter or storm drain. Exposed piles of construction material should not be stored on the street or sidewalk. Minimize waste by ordering only the amount of materials needed to complete the job. Do not mix more fresh concrete than is needed for each project. Wash concrete mixers and equipment in a designated washout area where the water can flow into a containment area or onto dirt. Dispose of small amounts of dry excess materials in the trash. Powdery waste, such as dry concrete, must be properly contained within a box or bag prior to disposal. Call your local trash hauler for weight and size limits. Paint Measure the room or object to be painted, then buy only the amount needed. Place the lid on firmly and store the paint can upside- down in a dry location away from the elements. Tools such as brushes, buckets and rags should never be washed where excess water can drain into the street, gutter or storm drain. All tools should be rinsed in a sink connected to the sanitary sewer. When disposing of paint, never put wet paint in the trash. Dispose of water-based paint by removing the lid and letting it dry in the can. Large amounts must be taken to a Household Hazardous Waste Collection Center (HHWCC). Oil-based paint is a household hazardous waste. All leftover paint should be taken to a HHWCC. For HHWCC locations and hours, call (714) 834-6752 or visit www.oclandfills.com. Erosion Control Schedule grading and excavation projects for dry weather. When temporarily removing soil, pile it in a contained, covered area where it cannot spill into the street, or obtain the required temporary encroachment or street closure permit and follow the conditions instructed by the permit. Tips for Home Improvement Projects For more information, please call the Orange County Stormwater Program at 1-877-89-SPILL (1-877-897-7455) or visit www.ocwatersheds.com UCCE Master Gardener Hotline: (714) 708-1646 To report a spill, call the Orange County 24-Hour Water Pollution Problem Reporting Hotline 1-877-89-SPILL (1-877-897-7455). For emergencies, dial 911. The tips contained in this brochure provide useful information to help prevent water pollution while landscaping or gardening. If you have other suggestions, please contact your city’s stormwater representatives or call the Orange County Stormwater Program. C lean beaches and healthy creeks, rivers, bays and ocean are important to Orange County. However, many common activities can lead to water pollution if you’re not careful. Fertilizers, pesticides and other chemicals that are left on yards or driveways can be blown or washed into storm drains that flow to the ocean. Overwatering lawns can also send materials into storm drains. Unlike water in sanitary sewers (from sinks and toilets), water in storm drains is not treated before entering our waterways. You would never pour gardening products into the ocean, so don’t let them enter the storm drains. Follow these easy tips to help prevent water pollution. Printed on Recycled Paper Tips for Landscape and GardeningTips for Landscape & Gardening Never allow gardening products or polluted water to enter the street, gutter or storm drain. General Landscaping Tips Protect stockpiles and materials from wind and rain by storing them under tarps or secured plastic sheeting. Prevent erosion of slopes by planting fast-growing, dense ground covering plants. These will shield and bind the soil. Plant native vegetation to reduce the amount of water, fertilizers, and pesticide applied to the landscape. Never apply pesticides or fertilizers when rain is predicted within the next 48 hours. Garden & Lawn Maintenance Do not overwater. Use irrigation practices such as drip irrigation, soaker hoses or micro spray systems. Periodically inspect and fix leaks and misdirected sprinklers. Do not rake or blow leaves, clippings or pruning waste into the street, gutter or storm drain. Instead, dispose of green waste by composting, hauling it to a permitted landfill, or recycling it through your city’s program. Use slow-release fertilizers to minimize leaching, and use organic fertilizers. Read labels and use only as directed. Do not over-apply pesticides or fertilizers. Apply to spots as needed, rather than blanketing an entire area. Store pesticides, fertilizers and other chemicals in a dry covered area to prevent exposure that may result in the deterioration of containers and packaging. Rinse empty pesticide containers and re-use rinse water as you would use the product. Do not dump rinse water down storm drains. Dispose of empty containers in the trash. When available, use non-toxic alternatives to traditional pesticides, and use pesticides specifically designed to control the pest you are targeting. For more information, visit www.ipm.ucdavis.edu. If fertilizer is spilled, sweep up the spill before irrigating. If the spill is liquid, apply an absorbent material such as cat litter, and then sweep it up and dispose of it in the trash. Take unwanted pesticides to a Household Hazardous Waste Collection Center to be recycled. Locations are provided below. Household Hazardous Waste Collection Centers Anaheim: 1071 N. Blue Gum St. Huntington Beach: 17121 Nichols St. Irvine: 6411 Oak Canyon San Juan Capistrano: 32250 La Pata Ave. For more information, call (714) 834-6752 or visit www.oclandfills.com Help Prevent Ocean Pollution: For more information, please call the Orange County Stormwater Program at 1-877-89-SPILL (1-877-897-7455) or visit www.ocwatersheds.com To report a spill, call the Orange County 24-Hour Water Pollution Problem Reporting Hotline at 1-877-89-SPILL (1-877-897-7455). For emergencies, dial 911. The tips contained in this brochure provide useful information to help prevent water pollution. If you have other suggestions, please contact your city’s stormwater representatives or call the Orange County Stormwater Program. Printed on Recycled Paper Tips for Residential Pool, Landscape and Hardscape Drains Pool Maintenance All pool water discharged to the curb, gutter or permitted pool drain from your property must meet the following water quality criteria: The residual chlorine does not exceed 0.1 mg/L (parts per million). The pH is between 6.5 and 8.5. The water is free of any unusual coloration. There is no discharge of filter media or acid cleaning wastes. Some cities have ordinances that do not allow pool water to be discharged to the storm drain. Check with your city. Landscape and Hardscape Drains The following recommendations will help reduce or prevent pollutants from your landscape and hardscape drains from entering the street, gutter or storm drain. Unlike water that enters the sewer (from sinks and toilets), water that enters a landscape or hardscape drain is not treated before entering our creeks, rivers, bays and ocean. Household Activities Do not rinse spills of materials or chemicals to any drain. Use dry cleanup methods such as applying cat litter or another absorbent material, then sweep it up and dispose of it in the trash. If the material is hazardous, dispose of it at a Household Hazardous Waste Collection Center (HHWCC). For locations, call (714) 834-6752 or visit www.oclandfills.com. Do not hose down your driveways, sidewalks or patios to your landscape or hardscape drain. Sweep up debris and dispose of it in the trash. Always pick up after your pet. Flush waste down the toilet or dispose of it in the trash. Tips for Residential Pool, Landscape and Hardscape Drains Do not store items such as cleaners, batteries, automotive fluids, paint products, TVs, or computer monitors uncovered outdoors. Take them to a HHWCC for disposal. Yard Maintenance Do not overwater. Water by hand or set automated irrigation systems to reflect seasonal water needs. Follow directions on pesticides and fertilizers (measure, do not estimate amounts) and do not use if rain is predicted within 48 hours. Cultivate your garden often to control weeds and reduce the need to use chemicals. Vehicle Maintenance Never pour oil or antifreeze down your landscape or hardscape drain. Recycle these substances at a service station, a waste collection center or used oil recycling center. For locations, contact the Used Oil Program at 1-800- CLEANUP or visit www.CLEANUP.org. Whenever possible, take your vehicle to a commercial car wash. If you do wash your vehicle at home, do not allow the washwater to go down your landscape or hardscape drain. Instead, dispose of it in the sanitary sewer (a sink or toilet) or onto an absorbent surface such as your lawn. Use a spray nozzle that will shut off the water when not in use. For more information, please call the Orange County Stormwater Program at 1-877-89-SPILL (1-877-897-7455) or visit www.ocwatersheds.com To report a spill, call the Orange County 24-Hour Water Pollution Problem Reporting Hotline at 1-877-89-SPILL (1-877-897-7455). For emergencies, dial 911. The tips contained in this brochure provide useful information to help prevent water pollution while using, storing and disposing of paint. If you have other suggestions, please contact your city’s stormwater representatives or call the Orange County Stormwater Program. Clean beaches and healthy creeks, rivers, bays and ocean are important to Orange County. However, many common activities such as painting can lead to water pollution if you’re not careful. Paint must be used, stored and disposed of properly to ensure that it does not enter the street, gutter or storm drain. Unlike water in sanitary sewers (from sinks and toilets), water in storm drains is not treated before entering our waterways. You would never dump paint into the ocean, so don’t let it enter the storm drains. Follow these easy tips to help prevent water pollution. Printed on Recycled Paper Tips for Pool Maintenance Paint can cause significant damage to our environment. Whether you hire a contractor or do it yourself, it is important to follow these simple tips when purchasing, using, cleaning, storing and disposing of paint. Purchasing Paint Measure the room or object to be painted, then buy only the amount needed. Whenever possible, use water-based paint since it usually does not require hazardous solvents such as paint thinner for cleanup. Painting Use only one brush or roller per color of paint to reduce the amount of water needed for cleaning. Place open paint containers or trays on a stable surface and in a position that is unlikely to spill. Always use a tarp under the area or object being painted to collect paint drips and contain spills. Cleaning Never clean brushes or rinse paint containers in the street, gutter or storm drain. For oil-based products, use as much of the paint on the brushes as possible. Clean brushes with thinner. To reuse thinner, pour it through a fine filter (e.g. nylon, metal gauze or filter paper) to remove solids such as leftover traces of paint. For water-based products, use as much of the paint on the brushes as possible, then rinse in the sink. Collect all paint chips and dust. Chips and dust from marine paints or paints containing lead, mercury or tributyl tin are hazardous waste. Sweep up and dispose of at a Household Hazardous Waste Collection Center (HHWCC). Storing Paint Store paint in a dry location away from the elements. Store leftover water-based paint, oil-based paint and solvents separately in original or clearly marked containers. Avoid storing paint cans directly on cement floors. The bottom of the can will rust much faster on cement. Place the lid on firmly and store the paint can upside- down to prevent air from entering. This will keep the paint usable longer. Oil-based paint is usable for up to 15 years. Water-based paint remains usable for up to 10 years. Alternatives to Disposal Use excess paint to apply another coat, for touch-ups, or to paint a closet, garage, basement or attic. Give extra paint to friends or family. Extra paint can also be donated to a local theatre group, low-income housing program or school. Take extra paint to an exchange program such as the “Stop & Swap” that allows you to drop off or pick up partially used home care products free of charge. “Stop & Swap” programs are available at most HHWCCs. For HHWCC locations and hours, call (714) 834-6752 or visit www.oclandfills.com. Disposing of Paint Never put wet paint in the trash. For water-based paint: If possible, brush the leftover paint on cardboard or newspaper. Otherwise, allow the paint to dry in the can with the lid off in a well-ventilated area protected from the elements, children and pets. Stirring the paint every few days will speed up the drying. Large quantities of extra paint should be taken to a HHWCC. Once dried, paint and painted surfaces may be disposed of in the trash. When setting a dried paint can out for trash collection, leave the lid off so the collector will see that the paint has dried. For oil-based paint: Oil-based paint is a household hazardous waste. All leftover paint should be taken to a HHWCC. Aerosol paint: Dispose of aerosol paint cans at a HHWCC. Spills Never hose down pavement or other impermeable surfaces where paint has spilled. Clean up spills immediately by using an absorbent material such as cat litter. Cat litter used to clean water-based paint spills can be disposed of in the trash. When cleaning oil-based paint spills with cat litter, it must be taken to a HHWCC. Immediately report spills that have entered the street, gutter or storm drain to the County’s 24-Hour Water Pollution Problem Reporting Hotline at (714) 567-6363 or visit www.ocwatersheds.com to fill out an incident reporting form. Tips for Projects Using Paint Help Prevent Ocean Pollution: The Tips contained in this brochure provide useful information about how you can keep materials and washwater from entering the storm drain system. If you have other suggestions for how water and materials may be contained, please contact your city’s stormwater representative or call the Orange County Stormwater Program. Tips for Using Concrete and Mortar C lean beaches and healthy creeks, rivers, bays, and ocean are important to Orange County. However, many common activities can lead to water pollution if you’re not careful. Materials and excess concrete or mortar can be blown or washed into the storm drains that flow to the ocean. Unlike water in sanitary sewers (from sinks and toilets), water in storm drains is not treated before entering our waterways. You would never throw building materials into the ocean, so don’t let them enter the storm drains. Follow these easy tips to help prevent water pollution. For more information, please call the Orange County Stormwater Program at 1-877-89-SPILL (1-877-897-7455) or visit www.ocwatersheds.com. To report a spill, call the Orange County 24-Hour Water Pollution Reporting Hotline at 1-877-89-SPILL (1-877-897-7455). For emergencies, dial 911. The Ocean Begins at Your Front Door Never allow materials or washwater to enter the street or storm drain. Before the Project • Schedule projects for dry weather. • Store materials under cover, with temporary roofs or plastic sheets, to eliminate or reduce the possibility that the materials can be carried from the project site to streets, storm drains or adjacent properties via rainfall, runoff or wind. • Minimize waste by ordering only the amount of materials needed to complete the job. • Take measures to block nearby storm drain inlets. During the Project • Set up and operate small mixers on tarps or heavy drop cloths. • Do not mix more fresh concrete or cement than is needed for the job. • When breaking up pavement, pick up all chunks and pieces and recycle them at a local construction and demolition recycling company. (See information to the right) • When making saw cuts in pavement, protect nearby storm drain inlets during the saw-cutting operation and contain the slurry. Collect the slurry residue from the pavement or gutter and remove from the site. Clean-Up • Dispose of small amounts of dry concrete, grout or mortar in the trash. • Never hose materials from exposed aggregate concrete, asphalt or similar treatments into a street, gutter, parking lot, or storm drain. • Wash concrete mixers and equipment in designated washout areas where the water can flow into a containment area or onto dirt. Small amounts of dried material can be disposed of in the trash. Large amounts should be recycled at a local construction and demolition recycling company. (See information below) • Recycle cement wash water by pumping it back into cement mixers for reuse. Spills • Never hose down pavement or impermeable surfaces where fluids have spilled. Use an absorbent material such as cat litter to soak up a spill, then sweep and dispose in the trash. • Clean spills on dirt areas by digging up and properly disposing of contaminated dry soil in trash. • Immediately report significant spills to the County’s 24-Hour Water Pollution Problem Reporting Hotline at 714-567-6363 or log onto the County’s website at www.ocwatersheds.com and fill out an incident reporting form. For a list of construction and demolition recycling locations in your area visit www.ciwmb.ca.gov/Recycle/. For additional information on how to control, prevent, remove, and reduce pollution refer to the Stormwater Best Management Practice Handbook, available on-line at www.cabmphandbooks.com. Tips for Using Concrete and Mortar For more information, please call the Orange County Stormwater Program at 1-877-89-SPILL (1-877-897-7455) or visit www.ocwatersheds.com To report a spill, call the Orange County 24-Hour Water Pollution Problem Reporting Hotline at 1-877-89-SPILL (1-877-897-7455). For emergencies, dial 911. Proper Maintenance Practices for Your Business The Ocean Begins at Your Front Door PROJECT PREVENTION Help Prevent Ocean Pollution: Preventing water pollution at your commercial/industrial site Clean beaches and healthy creeks, rivers, bays and ocean are important to Orange County. However, many landscape and building maintenance activities can lead to water pollution if you’re not careful. Paint, chemicals, plant clippings and other materials can be blown or washed into storm drains that flow to the ocean. Unlike water in sanitary sewers (from sinks and toilets), water in storm drains is not treated before entering our waterways. You would never pour soap or fertilizers into the ocean, so why would you let them enter the storm drains? Follow these easy tips to help prevent water pollution. Some types of industrial facilities are required to obtain coverage under the State General Industrial Permit. For more information visit: www.swrcb.ca.gov/stormwater/industrial.html Printed on Recycled Paper Tips for Pool Maintenance Call your trash hauler to replace leaking dumpsters. Do not dump any toxic substance or liquid waste on the pavement, the ground, or near a storm drain. Even materials that seem harmless such as latex paint or biodegradable cleaners can damage the environment. Recycle paints, solvents and other materials. For more information about recycling and collection centers, visit www.oclandfills.com. Store materials indoors or under cover and away from storm drains. Use a construction and demolition recycling company to recycle lumber, paper, cardboard, metals, masonry, carpet, plastic, pipes, drywall, rocks, dirt, and green waste. For a listing of construction and demolition recycling locations in your area, visit www.ciwmb.ca.gov/recycle. Properly label materials. Familiarize employees with Material Safety Data Sheets. Landscape Maintenance Compost grass clippings, leaves, sticks and other vegetation, or dispose of it at a permitted landfill or in green waste containers. Do not dispose of these materials in the street, gutter or storm drain. Irrigate slowly and inspect the system for leaks, overspraying and runoff. Adjust automatic timers to avoid overwatering. Follow label directions for the use and disposal of fertilizers and pesticides. Do not apply pesticides or fertilizers if rain is expected within 48 hours or if wind speeds are above 5 mph. Do not spray pesticides within 100 feet of waterways. Fertilizers should be worked into the soil rather than dumped onto the surface. If fertilizer is spilled on the pavement or sidewalk, sweep it up immediately and place it back in the container. Building Maintenance Never allow washwater, sweepings or sediment to enter the storm drain. Sweep up dry spills and use cat litter, towels or similar materials to absorb wet spills. Dispose of it in the trash. If you wash your building, sidewalk or parking lot, you must contain the water. Use a shop vac to collect the water and contact your city or sanitation agency for proper disposal information. Do not let water enter the street, gutter or storm drain. Use drop cloths underneath outdoor painting, scraping, and sandblasting work, and properly dispose of materials in the trash. Use a ground cloth or oversized tub for mixing paint and cleaning tools. Use a damp mop or broom to clean floors. Cover dumpsters to keep insects, animals, rainwater and sand from entering. Keep the area around the dumpster clear of trash and debris. Do not overfill the dumpster. PROJECT PREVENTION Proper Maintenance Practices for your Business Never Dispose of Anything in the Storm Drain. IC5 Concrete and Asphalt Production, 1 Application, and Cutting 1. Properly collect and dispose of process water. 2. Protect production, pouring, and cutting areas from stormwater runoff and runon. 3. Sweep the production, pouring, and cutting areas regularly to collect loose materials. 4. Pre-heat, transfer or load hot bituminous material away from storm drain inlets. 5. Use drip pans or absorbent material to catch drips from paving equipment, including equipment that is not in use. 6. Cover and seal nearby storm drain inlets (with waterproof material or mesh) and manholes before applying seal coat, slurry seal, etc. 7. Conduct surface repair work during dry weather to prevent contamination from contacting stormwater runoff. 8. To avoid runoff, use only as much water as necessary for dust control. 9. Do not allow concrete and concrete pumping vehicles to discharge concrete, slurry, or rinse water into gutters, storm drains, or drainage ditches. 10. Train employees on these BMPs, storm water discharge prohibitions, and wastewater discharge requirements. IC5. CONCRETE AND ASPHALT PRODUCTION, APPLICATION, AND CUTTING Pollution Prevention Consider pollution prevention measures at all times for improving pollution control. Implementation of pollution prevention measures may reduce or eliminate the need to implement other more costly or complicated procedures. The following pollution prevention principles apply to most industries: • Affirmative Procurement - Use alternative, safer, or recycled products. • Redirect storm water flows away from areas of concern. • Reduce use of water or use dry methods. • Reduce storm water flow across facility site. • Recycle and reuse waste products and waste flows. • Move or cover potential pollution from storm water contact. • Provide on-going employee training in pollution prevention. Best Management Practices 1. Properly collect and dispose of process water. Discharge process water from production, pouring, equipment cleaning, and cutting activities to a sump, process water treatment or recycling system, or sanitary sewer system if allowed. 2. Protect production, pouring, and cutting areas from stormwater runoff and runon. Construct a berm around the perimeter of the area to prevent the runon of uncontaminated stormwater from adjacent areas as well as runoff of stormwater. 3. Sweep the production, pouring, and cutting areas regularly to collect loose materials. • DO NOT hose down area to a storm drain or conveyance ditch. • Do not wash sweepings from exposed aggregate concrete into the street or storm drain. Collect and return sweepings to aggregate base stockpile, or dispose in the trash. 4. Pre-heat, transfer or load hot bituminous material away from storm drain inlets. 5. Use drip pans or absorbent material to catch drips from paving equipment, including equipment that is not in use. Dispose of collected material and absorbents properly. 6. Cover and seal nearby storm drain inlets (with waterproof material or mesh) and manholes before applying seal coat, slurry seal, etc. • Clean covers regularly. • Leave covers in place until job is complete and clean any debris for proper disposal. 7. Conduct surface repair work during dry weather to prevent contamination from contacting stormwater runoff. 8. To avoid runoff, use only as much water as necessary for dust control. IC5 Concrete and Asphalt Production, 1 Application, and Cutting 1. Properly collect and dispose of process water. 2. Protect production, pouring, and cutting areas from stormwater runoff and runon. 3. Sweep the production, pouring, and cutting areas regularly to collect loose materials. 4. Pre-heat, transfer or load hot bituminous material away from storm drain inlets. 5. Use drip pans or absorbent material to catch drips from paving equipment, including equipment that is not in use. 6. Cover and seal nearby storm drain inlets (with waterproof material or mesh) and manholes before applying seal coat, slurry seal, etc. 7. Conduct surface repair work during dry weather to prevent contamination from contacting stormwater runoff. 8. To avoid runoff, use only as much water as necessary for dust control. 9. Do not allow concrete and concrete pumping vehicles to discharge concrete, slurry, or rinse water into gutters, storm drains, or drainage ditches. 10. Train employees on these BMPs, storm water discharge prohibitions, and wastewater discharge requirements. IC5. CONCRETE AND ASPHALT PRODUCTION, APPLICATION, AND CUTTING Pollution Prevention Consider pollution prevention measures at all times for improving pollution control. Implementation of pollution prevention measures may reduce or eliminate the need to implement other more costly or complicated procedures. The following pollution prevention principles apply to most industries: • Affirmative Procurement - Use alternative, safer, or recycled products. • Redirect storm water flows away from areas of concern. • Reduce use of water or use dry methods. • Reduce storm water flow across facility site. • Recycle and reuse waste products and waste flows. • Move or cover potential pollution from storm water contact. • Provide on-going employee training in pollution prevention. Best Management Practices 1. Properly collect and dispose of process water. Discharge process water from production, pouring, equipment cleaning, and cutting activities to a sump, process water treatment or recycling system, or sanitary sewer system if allowed. 2. Protect production, pouring, and cutting areas from stormwater runoff and runon. Construct a berm around the perimeter of the area to prevent the runon of uncontaminated stormwater from adjacent areas as well as runoff of stormwater. 3. Sweep the production, pouring, and cutting areas regularly to collect loose materials. • DO NOT hose down area to a storm drain or conveyance ditch. • Do not wash sweepings from exposed aggregate concrete into the street or storm drain. Collect and return sweepings to aggregate base stockpile, or dispose in the trash. 4. Pre-heat, transfer or load hot bituminous material away from storm drain inlets. 5. Use drip pans or absorbent material to catch drips from paving equipment, including equipment that is not in use. Dispose of collected material and absorbents properly. 6. Cover and seal nearby storm drain inlets (with waterproof material or mesh) and manholes before applying seal coat, slurry seal, etc. • Clean covers regularly. • Leave covers in place until job is complete and clean any debris for proper disposal. 7. Conduct surface repair work during dry weather to prevent contamination from contacting stormwater runoff. 8. To avoid runoff, use only as much water as necessary for dust control. IC5 Concrete and Asphalt Production, 2 Application, and Cutting 9. Do not allow concrete and concrete pumping vehicles to discharge concrete, slurry, or rinse water into gutters, storm drains, or drainage ditches. 10. Training 1. Train employees on these BMPs, storm water discharge prohibitions, and wastewater discharge requirements. 2. Train employees on proper spill containment and cleanup. • Establish training that provides employees with the proper tools and knowledge to immediately begin cleaning up a spill. • Ensure that employees are familiar with the site’s spill control plan and/or proper spill cleanup procedures. • BMP IC17 discusses Spill Prevention and Control in detail. 3. Establish a regular training schedule, train all new employees, and conduct annual refresher training. 4. Use a training log or similar method to document training. References Los Angeles County Stormwater Quality. Public Agency Activities Model Program. On-line: http://ladpw.org/wmd/npdes/public_TC.cfm King County Stormwater Pollution Control Manual. Best Management Practices for Businesses. King County Surface Water Management. July 1995. On-line: http://dnr.metrokc.gov/wlr/dss/spcm.htm Model Urban Runoff Program: A How-To Guide for Developing Urban Runoff Programs for Small Municipalities. Prepared by City of Monterey, City of Santa Cruz, California Coastal Commission, Monterey Bay National Marine Sanctuary, Association of Monterey Bay Area Governments, Woodward-Clyde, Central Coast Regional Water Quality Control Board. July 1998. (Revised February 2002 by the California Coastal Commission) Santa Clara Valley Urban Runoff Pollution Prevention Program. Maintenance Best Management Practices for the Construction Industry. Brochures: Landscaping, Gardening, and Pool; Roadwork and Paving; and Fresh Concrete and Mortar Application. June 2001. For additional information contact: City of Orange Public Works Department – Surface Water Quality 714-532-6480 or visit our website: www.cityoforange.org IC6 Contaminated or Erodible Surface Areas 1 1. Protect contaminated or erodible surface areas from rainfall and wind dispersal. 2. Protect materials from stormwater runoff and runon. 3. Minimize pooling of water. 4. Conduct routine maintenance. 5. Train employees on these BMPs, storm water discharge prohibitions, and wastewater discharge requirements. IC6. CONTAMINATED OR ERODIBLE SURFACES AREAS Pollution Prevention Consider pollution prevention measures at all times for improving pollution control. Implementation of pollution prevention measures may reduce or eliminate the need to implement other more costly or complicated procedures. The following pollution prevention principles apply to most industries: • Affirmative Procurement - Use alternative, safer, or recycled products. • Redirect storm water flows away from areas of concern. • Reduce use of water or use dry methods. • Reduce storm water flow across facility site. • Recycle and reuse waste products and waste flows. • Move or cover potential pollution from storm water contact. • Provide on-going employee training in pollution prevention. Best Management Practices 1. Protect contaminated or erodible surface areas from rainfall and wind dispersal though one or more of the following: • Preserve natural vegetation. • Re-plant or landscaping bare ground surfaces. • Use chemical stabilization or geosynthetics to stabilize bare ground surfaces. • Remove contaminated soils. • Cover materials with a fixed roof or a temporary waterproof covering made of polyethylene, polypropylene or hypalon. Keep covers in place at all times when work is not occurring. If areas are so large that they cannot feasibly be covered and contained, implement erosion control practices at the perimeter of the area and at any catch basins to prevent dispersion of the stockpiled material. 2. Protect materials from stormwater runoff and runon. Construct a berm around the perimeter of the area to prevent the runon of uncontaminated stormwater from adjacent areas as well as runoff of stormwater from the material. 3. Minimize pooling of water. Paved areas should be sloped in a manner that minimizes the pooling of water in the area. A minimum slope of 1.5 percent is recommended. 4. Conduct routine maintenance. Sweep paved areas regularly to collect loose materials. • DO NOT hose down area to a storm drain or conveyance ditch. • Properly dispose of waste materials. IC6 Contaminated or Erodible Surface Areas 2 5. Training 1. Train employees on these BMPs, storm water discharge prohibitions, and wastewater discharge requirements. 2. Train employees on proper spill containment and cleanup. • Establish training that provides employees with the proper tools and knowledge to immediately begin cleaning up a spill. • Ensure that employees are familiar with the site’s spill control plan and/or proper spill cleanup procedures. • BMP IC17 discusses Spill Prevention and Control in detail. 3. Establish a regular training schedule, train all new employees, and conduct annual refresher training. 4. Use a training log or similar method to document training. References California Storm Water Best Management Practice Handbooks. Industrial/Commercial Best Management Practice Handbook. Prepared by Camp Dresser& McKee, Larry Walker Associates, Uribe and Associates, Resources Planning Associates for Stormwater Quality Task Force. March 1993. King County Stormwater Pollution Control Manual. Best Management Practices for Businesses. King County Surface Water Management. July 1995. On-line: http://dnr.metrokc.gov/wlr/dss/spcm.htm Stormwater Management Manual for Western Washington. Volume IV Source Control BMPs. Prepared by Washington State Department of Ecology Water Quality Program. Publication No. 99-14. August 2001. For additional information contact: City of Orange Public Works Department – Surface Water Quality 714-532-6480 or visit our website: www.cityoforange.org IC7 Landscape Maintenance 1 1. Take steps to reduce landscape maintenance requirements. 2. Properly store and dispose of gardening wastes. 3. Use mulch or other erosion control measures on exposed soils. 4. Properly manage irrigation and runoff. 5. Properly store and dispose of chemicals. 6. Properly manage pesticide and herbicide use. 7. Properly manage fertilizer use. 8. Train employees on these BMPs, storm water discharge prohibitions, and wastewater discharge requirements. OPTIONAL: 9. Incorporate integrated pest management techniques where appropriate. IC7. LANDSCAPE MAINTENANCE Pollution Prevention Consider pollution prevention measures at all times for improving pollution control. Implementation of pollution prevention measures may reduce or eliminate the need to implement other more costly or complicated procedures. The following pollution prevention principles apply to most industries: • Affirmative Procurement - Use alternative, safer, or recycled products. • Redirect storm water flows away from areas of concern. • Reduce use of water or use dry methods. • Reduce storm water flow across facility site. • Recycle and reuse waste products and waste flows. • Move or cover potential pollution from storm water contact. • Provide on-going employee training in pollution prevention. Best Management Practices 1. Take steps to reduce landscape maintenance requirements. • Where feasible, retain and/or plant native vegetation with features that are determined to be beneficial. Native vegetation usually requires less maintenance than planting new vegetation. • When planting or replanting consider using low water use flowers, trees, shrubs, and groundcovers. OPTIONAL: • Consider alternative landscaping techniques such as naturescaping and xeriscaping. 2. Properly store and dispose of gardening wastes. • Dispose of grass clippings, leaves, sticks, or other collected vegetation as garbage at a permitted landfill or by composting. • Do not dispose of gardening wastes in streets, waterways, or storm drainage systems. • Place temporarily stockpiled material away from watercourses and storm drain inlets, and berm and/or cover. 3. Use mulch or other erosion control measures on exposed soils. 4. Properly manage irrigation and runoff. • Irrigate slowly or pulse irrigate so the infiltration rate of the soil is not exceeded. • Inspect irrigation system regularly for leaks and to ensure that excessive runoff is not occurring. • If re-claimed water is used for irrigation, ensure that there is no runoff from the landscaped area(s). • If bailing of muddy water is required (e.g. when repairing a water line leak), do not put it in the storm drain; pour over landscaped areas. IC7 Landscape Maintenance 2 OPTIONAL: • Use automatic timers to minimize runoff. • Use popup sprinkler heads in areas with a lot of activity or where pipes may be broken. Consider the use of mechanisms that reduce water flow to broken sprinkler heads. 5. Properly store and dispose of chemicals. • Implement storage requirements for pesticide products with guidance from the local fire department and/or County Agricultural Commissioner. • Provide secondary containment for chemical storage. • Dispose of empty containers according to the instructions on the container label. OPTIONAL: • Triple rinse containers and use rinse water as product. 6. Properly manage pesticide and herbicide use. • Follow all federal, state, and local laws and regulations governing the use, storage, and disposal of pesticides and herbicides and training of applicators and pest control advisors. • Follow manufacturers’ recommendations and label directions. • Use pesticides only if there is an actual pest problem (not on a regular preventative schedule). When applicable use less toxic pesticides that will do the job. Avoid use of copper-based pesticides if possible. Use the minimum amount of chemicals needed for the job. • Do not apply pesticides if rain is expected or if wind speeds are above 5 mph. • Do not mix or prepare pesticides for application near storm drains. Prepare the minimum amount of pesticide needed for the job and use the lowest rate that will effectively control the targeted pest. • Whenever possible, use mechanical methods of vegetation removal rather than applying herbicides. Use hand weeding where practical. • Do not apply any chemicals directly to surface waters, unless the application is approved and permitted by the state. Do not spray pesticides within 100 feet of open waters. • Employ techniques to minimize off-target application (e.g. spray drift) of pesticides, including consideration of alternative application techniques. • Clean pavement and sidewalk if chemicals are spilled on these surfaces before applying irrigation water. • When conducting mechanical or manual weed control, avoid loosening the soil, which could lead to erosion. OPTIONAL: • Purchase only the amount of pesticide that you can reasonably use in a given time period. • Careful soil mixing and layering techniques using a topsoil mix or composted organic material can be used as an effective measure to reduce herbicide use and watering. 7. Properly manage fertilizer use. • Follow all federal, state, and local laws and regulations governing the use, storage, and disposal of fertilizers. • Follow manufacturers’ recommendations and label directions. • Employ techniques to minimize off-target application (e.g. spray drift) of fertilizer, including consideration of alternative application techniques. Calibrate fertilizer distributors to avoid excessive application. • Periodically test soils for determining proper fertilizer use. IC7 Landscape Maintenance 3 • Fertilizers should be worked into the soil rather than dumped or broadcast onto the surface. • Clean pavement and sidewalk if chemicals are spilled on these surfaces before applying irrigation water. • Sweep pavement and sidewalk if fertilizer is spilled on these surfaces before applying irrigation water. OPTIONAL: • Use slow release fertilizers whenever possible to minimize leaching 8. Training 1. Train employees on these BMPs, storm water discharge prohibitions, and wastewater discharge requirements. 2. Educate and train employees on the use of pesticides and pesticide application techniques. Only employees properly trained to use pesticides can apply them. 3. Train and encourage employees to use integrated pest management techniques. 4. Train employees on proper spill containment and cleanup. • Establish training that provides employees with the proper tools and knowledge to immediately begin cleaning up a spill. • Ensure that employees are familiar with the site’s spill control plan and/or proper spill cleanup procedures. • BMP IC17 discusses Spill Prevention and Control in detail. 5. Establish a regular training schedule, train all new employees, and conduct annual refresher training. 6. Use a training log or similar method to document training. OPTIONAL: 9. Incorporate the following integrated pest management techniques where appropriate: • Mulching can be used to prevent weeds where turf is absent. • Remove insects by hand and place in soapy water or vegetable oil. Alternatively, remove insects with water or vacuum them off the plants. • Use species-specific traps (e.g. pheromone-based traps or colored sticky cards). • Sprinkle the ground surface with abrasive diatomaceous earth to prevent infestations by soft-bodied insects and slugs. Slugs also can be trapped in small cups filled with beer that are set in the ground so the slugs can get in easily. • In cases where microscopic parasites, such as bacteria and fungi, are causing damage to plants, the affected plant material can be removed and disposed of (pruning equipment should be disinfected with bleach to prevent spreading the disease organism). • Small mammals and birds can be excluded using fences, netting, and tree trunk guards. • Promote beneficial organisms, such as bats, birds, green lacewings, ladybugs, praying mantis, ground beetles, parasitic nematodes, trichogramma wasps, seedhead weevils, and spiders that prey on detrimental pest species. IC7 Landscape Maintenance 4 References California Storm Water Best Management Practice Handbooks. Industrial/Commercial Best Management Practice Handbook. Prepared by Camp Dresser& McKee, Larry Walker Associates, Uribe and Associates, Resources Planning Associates for Stormwater Quality Task Force. March 1993. King County Stormwater Pollution Control Manual. Best Management Practices for Businesses. King County Surface Water Management. July 1995. On-line: http://dnr.metrokc.gov/wlr/dss/spcm.htm Stormwater Management Manual for Western Washington. Volume IV Source Control BMPs. Prepared by Washington State Department of Ecology Water Quality Program. Publication No. 99-14. August 2001. Water Quality Handbook for Nurseries. Oklahoma Cooperative Extension Service. Division of Agricultural Sciences and Natural Resources. Oklahoma State University. E-951. September 1999. For additional information contact: City of Orange Public Works Department – Surface Water Quality 714-532-6480 or visit our website: www.cityoforange.org IC10 Outdoor Loading/Unloading of Materials 1 1. Properly design loading/unloading areas to prevent storm water runon, runoff of spilled liquids, etc. 2. Park vehicles and conduct loading/unloading only in designated loading/unloading areas so that spills or leaks can be contained. 3. Clean loading/unloading areas regularly to remove potential sources of pollutants. 4. Reduce exposure of materials to rain. 5. Use drip pans underneath hose and pipe connections and other leak-prone spots during liquid transfer operations, and when making and breaking connections. 6. Inspect equipment regularly. 7. If possible, conduct loading and unloading in dry weather. 8. Train employees on these BMPs, storm water discharge prohibitions, and wastewater discharge requirements. IC10. OUTDOOR LOADING/UNLOADING OF MATERIALS Pollution Prevention Consider pollution prevention measures at all times for improving pollution control. Implementation of pollution prevention measures may reduce or eliminate the need to implement other more costly or complicated procedures. The following pollution prevention principles apply to most industries: • Affirmative Procurement - Use alternative, safer, or recycled products. • Redirect storm water flows away from areas of concern. • Reduce use of water or use dry methods. • Reduce storm water flow across facility site. • Recycle and reuse waste products and waste flows. • Move or cover potential pollution from storm water contact. • Provide on-going employee training in pollution prevention. Best Management Practices 1. Properly design loading/unloading areas to prevent storm water runon, runoff of spills, etc. • Grade and/or berm the area to prevent runon. • Position roof downspouts to direct stormwater away from the area. • Grade and/or berm the loading/unloading area to a drain that is connected to a dead-end. • The area where truck transfers take place should be paved. If the liquid is reactive with the asphalt, Portland cement should be used to pave the area. • Avoid placing loading/unloading areas near storm drains. 2. Park vehicles and conduct loading/unloading only in designated loading/unloading areas so that spills or leaks can be contained. 3. Clean loading/unloading areas regularly to remove potential sources of pollutants. This includes outside areas that are regularly covered by containers or other materials. 4. Reduce exposure of materials to rain. • Cover the loading/unloading areas. • If a cover is unfeasible, use overhangs, or seals or door skirts to enclose areas. 5. Use drip pans underneath hose and pipe connections and other leak-prone spots during liquid transfer operations, and when making and breaking connections. 6. Inspect equipment regularly • Designate a responsible party to check under delivery vehicles for leaking fluids, spilled materials, debris, or other foreign materials. • Check loading/unloading equipment regularly for leaks. 7. If possible, conduct loading and unloading in dry weather. IC10 Outdoor Loading/Unloading of Materials 2 8. Training 1. Train employees on these BMPs, storm water discharge prohibitions, and wastewater discharge requirements. 2. Train employees on proper spill containment and cleanup. • Establish training that provides employees with the proper tools and knowledge to immediately begin cleaning up a spill. • Ensure that employees are familiar with the site’s spill control plan and/or proper spill cleanup procedures. • BMP IC17 discusses Spill Prevention and Control in detail. 3. Train employees on the proper techniques used during liquid transfers to avoid leaks and spills. 4. Train forklift operators on the proper loading and unloading procedures. 5. Establish a regular training schedule, train all new employees, and conduct annual refresher training. 6. Use a training log or similar method to document training. References California Storm Water Best Management Practice Handbooks. Industrial/Commercial Best Management Practice Handbook. Prepared by Camp Dresser& McKee, Larry Walker Associates, Uribe and Associates, Resources Planning Associates for Stormwater Quality Task Force. March 1993. Model Urban Runoff Program: A How-To Guide for Developing Urban Runoff Programs for Small Municipalities. Prepared by City of Monterey, City of Santa Cruz, California Coastal Commission, Monterey Bay National Marine Sanctuary, Association of Monterey Bay Area Governments, Woodward-Clyde, Central Coast Regional Water Quality Control Board. July 1998 (Revised February 2002 by the California Coastal Commission). Stormwater Management Manual for Western Washington. Volume IV Source Control BMPs. Prepared by Washington State Department of Ecology Water Quality Program. Publication No. 99-14. August 2001. For additional information contact: City of Orange Public Works Department – Surface Water Quality 714-532-6480 or visit our website: www.cityoforange.org IC12 Outside Storage of Raw Materials, 1 Products, and Containers 1. Store materials indoors, if feasible. 2. Store materials on paved or impervious surfaces. 3. Protect materials stored outside from rainfall and wind dispersal. 4. Protect materials stored outside from stormwater runon. 5. Minimize pooling of water. 6. All materials stored outside should have a secondary containment system. 7. Properly store and handle chemical materials. 8. Keep outdoor storage containers in good condition. 9. Conduct regular inspections of storage areas. 10. If drums are stored in an area where unauthorized persons may gain access secure them in such a manner as to prevent accidental spillage, pilferage, or any unauthorized use. 11. Train employees on these BMPs, storm water discharge prohibitions, and wastewater discharge requirements. IC12. OUTDOOR STORAGE OF RAW MATERIALS, PRODUCTS, AND CONTAINERS Pollution Prevention Consider pollution prevention measures at all times for improving pollution control. Implementation of pollution prevention measures may reduce or eliminate the need to implement other more costly or complicated procedures. The following pollution prevention principles apply to most industries: • Affirmative Procurement - Use alternative, safer, or recycled products. • Redirect storm water flows away from areas of concern. • Reduce use of water or use dry methods. • Reduce storm water flow across facility site. • Recycle and reuse waste products and waste flows. • Move or cover potential pollution from storm water contact. • Provide on-going employee training in pollution prevention. Best Management Practices 1. Store materials indoors, if feasible. 2. Store materials on paved or impervious surfaces. 3. Protect materials stored outside from rainfall and wind dispersal. • Cover materials with a fixed roof or a temporary waterproof covering made of polyethylene, polypropylene, or hypalon. • Keep covers in place at all times when work is not occurring. • If areas are so large that they cannot feasibly be covered and contained, implement erosion control practices at the perimeter of the area and at any catch basins to prevent dispersion of the stockpiled material. 4. Protect materials stored outside from stormwater runon. Construct a berm around the perimeter of the material storage area to prevent the runon of uncontaminated stormwater from adjacent areas as well as runoff of stormwater from the material. 5. Minimize pooling of water. Slope paved areas to minimize the pooling of water on the site, particularly with materials that may leach pollutants into stormwater and/or groundwater, such as compost, logs, and wood chips. A minimum slope of 1.5 percent is recommended. 6. All materials stored outside should have a secondary containment system. • Surround storage tanks with a berm or other secondary containment system. • Slope the area inside the berm to a drain. • Drain liquids to the sanitary sewer if available. • DO NOT discharge wash water to sanitary sewer until contacting the local sewer authority to find out if pretreatment is required. If discharge to the sanitary sewer is not allowed, pump water to a tank and dispose of properly. OPTIONAL: • Pass accumulated stormwater in petroleum storage areas through an oil/water separator. IC12 Outside Storage of Raw Materials, 2 Products, and Containers 7. Properly store and handle chemical materials. • Designate a secure material storage area that is paved with Portland cement concrete, free of cracks and gaps, and impervious in order to contain leaks and spills. • Do not store chemicals, drums, or bagged materials directly on the ground. Place these items in secondary containers. • Liquid materials should be stored in UL approved double walled tanks or surrounded by a curb or dike to provide the volume to contain 10 percent of the volume of all the containers or 110 percent of the volume of the largest container, whichever is greater. • Keep chemicals in their original containers, if feasible, and keep them well labeled. 8. Keep outdoor storage containers in good condition. • Keep storage areas clean and dry. • Sweep and maintain routes to and from storage areas. 9. Conduct regular inspections of storage areas. • Check for external corrosion of material containers, structural failures, spills and overfills due to operator error, failure of piping system, etc. • Inspect tank foundations, connections, coatings, tank walls, and piping system. • Look for corrosion, leaks, cracks, scratches, and other physical damage that may weaken tanks or container systems. 10. If drums are stored in an area where unauthorized persons may gain access secure them in such a manner as to prevent accidental spillage, pilferage, or any unauthorized use. 11. Training 1. Train employees on these BMPs, storm water discharge prohibitions, and wastewater discharge requirements. 2. Train employees on proper spill containment and cleanup. • Establish training that provides employees with the proper tools and knowledge to immediately begin cleaning up a spill. • Ensure that employees are familiar with the site’s spill control plan and/or proper spill cleanup procedures. • BMP IC17 discusses Spill Prevention and Control in detail. 3. Train forklift operators on the proper loading and unloading procedures. 4. Establish a regular training schedule, train all new employees, and conduct annual refresher training. 5. Use a training log or similar method to document training. References California Storm Water Best Management Practice Handbooks. Industrial/Commercial Best Management Practice Handbook. Prepared by Camp Dresser& McKee, Larry Walker Associates, Uribe and Associates, Resources Planning Associates for Stormwater Quality Task Force. March 1993. Model Urban Runoff Program: A How-To Guide for Developing Urban Runoff Programs for Small Municipalities. Prepared by City of Monterey, City of Santa Cruz, California Coastal Commission, Monterey Bay National Marine Sanctuary, Association of Monterey Bay Area Governments, Woodward-Clyde, Central Coast Regional Water Quality Control Board. July 1998 (Revised February 2002 by the California Coastal Commission). IC12 Outside Storage of Raw Materials, 3 Products, and Containers For additional information contact: City of Orange Public Works Department – Surface Water Quality 714-532-6480 or visit our website: www.cityoforange.org IC14 Painting, Finishing, and Coating of Vehicles, 1 Boats, Buildings, and Equipment 1. Use drop/ground cloths. 2. Shelter any blasting and spray painting activities. 3. Maintain a clean working environment. 4. Cover and seal nearby storm drain inlets. 5. Properly clean, store, and dispose of painting, finishing, and coating materials. 6. Train employees on these BMPs, storm water discharge prohibitions, and wastewater discharge requirements. IC14. PAINTING, FINISHING, AND COATINGS OF VEHICLES, BOATS, BUILDINGS, AND EQUIPMENT Pollution Prevention Consider pollution prevention measures at all times for improving pollution control. Implementation of pollution prevention measures may reduce or eliminate the need to implement other more costly or complicated procedures. The following pollution prevention principles apply to most industries: • Affirmative Procurement - Use alternative, safer, or recycled products. • Redirect storm water flows away from areas of concern. • Reduce use of water or use dry methods. • Reduce storm water flow across facility site. • Recycle and reuse waste products and waste flows. • Move or cover potential pollution from storm water contact. • Provide on-going employee training in pollution prevention. Best Management Practices 1. Use drop/ground cloths. • Underneath outdoor painting, scraping, and sandblasting work. • Underneath outdoor mixing of paints, solvents, and tool cleaning. 2. Shelter any blasting and spray painting activities. • Hang wind-blocking tarps to prevent sand blasting dust and overspray from escaping. • Do not conduct these activities when wind conditions are such that containment is rendered ineffective. • Do not conduct these activities over open water. 3. Maintain a clean working environment. • Utilize dry cleaning methods (e.g. sweeping). If washing is unavoidable, collect wash water for treatment and/or proper disposal. • Vacuum loose paint chips and paint dust to prevent paint and other chemical substances from entering waters. • Properly dispose of surface chips, used blasting sand, residual paints, and other materials. Use temporary storage containment that is not exposed to rain. 4. Cover and seal nearby storm drain inlets. • Cover and seal nearby storm drain inlets with waterproof material, mesh, or other runoff control device. • Leave covers in place until job is complete. • Clean covers daily and remove any debris for proper disposal. IC14 Painting, Finishing, and Coating of Vehicles, 2 Boats, Buildings, and Equipment 5. Properly clean, store, and dispose of painting, finishing, and coating materials. • Do not dispose of toxic substances or liquid wastes on the pavement, the ground, or toward a storm drain. • Cover materials left outdoors at the end of the workday with a temporary waterproof covering made of polyethylene, polypropylene or hypalon. • Clean paint brushes and tools covered with water-based paints in sinks connected to sanitary sewers or in portable containers that can be poured into a sanitary sewer drain. • Clean paint brushes and tools covered with non-water-based paints, finishes, or other materials such that used solvents (e.g., paint thinner, turpentine, etc.) can be collected for recycling or proper disposal. OPTIONAL: • Recycle paint, paint thinner, solvents, and other recyclable materials whenever possible. 6. Training 1. Train employees on these BMPs, storm water discharge prohibitions, and wastewater discharge requirements. 2. Train employees on proper spill containment and cleanup. • Establish training that provides employees with the proper tools and knowledge to immediately begin cleaning up a spill. • Ensure that employees are familiar with the site’s spill control plan and/or proper spill cleanup procedures. • BMP IC17 discusses Spill Prevention and Control in detail. 3. Establish a regular training schedule, train all new employees, and conduct annual refresher training. 4. Use a training log or similar method to document training. References California Storm Water Best Management Practice Handbooks. Industrial/Commercial Best Management Practice Handbook. Prepared by Camp Dresser& McKee, Larry Walker Associates, Uribe and Associates, Resources Planning Associates for Stormwater Quality Task Force. March 1993. King County Stormwater Pollution Control Manual. Best Management Practices for Businesses. King County Surface Water Management. July 1995. On-line: http://dnr.metrokc.gov/wlr/dss/spcm.htm Stormwater Management Manual for Western Washington. Volume IV Source Control BMPs. Prepared by Washington State Department of Ecology Water Quality Program. Publication No. 99-14. August 2001. For additional information contact: City of Orange Public Works Department – Surface Water Quality 714-532-6480 or visit our website: www.cityoforange.org IC15 Parking-Storage Area Maintenance 1 1. Conduct regular cleaning. 2. Properly collect and dispose of wash water. 3. Consider use of source treatment BMPs to treat runoff. 4. Keep the parking and storage areas clean and orderly. 5. When cleaning heavy oily deposits: 6. When conducting surface repair work: 7. Conduct inspections on a regular basis. 8. Keep accurate maintenance logs to evaluate materials removed/stored and improvements made. 9. Arrange rooftop drains to prevent drainage directly onto paved surfaces. 10. Train employees on these BMPs, storm water discharge prohibitions, and wastewater discharge requirements. IC15. PARKING AND STORAGE AREA MAINTENANCE Pollution Prevention Consider pollution prevention measures at all times for improving pollution control. Implementation of pollution prevention measures may reduce or eliminate the need to implement other more costly or complicated procedures. The following pollution prevention principles apply to most industries: • Affirmative Procurement - Use alternative, safer, or recycled products. • Redirect storm water flows away from areas of concern. • Reduce use of water or use dry methods. • Reduce storm water flow across facility site. • Recycle and reuse waste products and waste flows. • Move or cover potential pollution from storm water contact. • Provide on-going employee training in pollution prevention. Best Management Practices 1. Conduct regular cleaning. • Sweeping or vacuuming the parking facility is encouraged over other methods. • Sweep all parking lots at least once before the onset of the wet season. OPTIONAL: • Establish frequency of sweeping based on usage and field observations of waste accumulation. 2. Properly collect and dispose of wash water. • Block the storm drain or contain runoff. • Wash water should be collected and pumped to the sanitary sewer or discharged to a pervious surface, do not allow wash water to enter storm drains. DO NOT discharge wash water to sanitary sewer until contacting the local sewer authority to find out if pretreatment is required. • Dispose of parking lot sweeping debris and dirt at a landfill. 3. Consider use of source treatment BMPs to treat runoff. • Allow sheet runoff to flow into biofilters (vegetated strip and swale) and/or infiltration devices. • Utilize sand filters or oleophilic collectors for oily waste in low quantities. 4. Keep the parking and storage areas clean and orderly. • Clean out and cover litter receptacles frequently to prevent spillage. • Remove debris in a timely fashion. OPTIONAL: • Post “No Littering” signs. 5. When cleaning heavy oily deposits: • If possible, clean oily spots with absorbent materials. • Do not allow discharges to the storm drain. • Appropriately dispose of spilled materials and absorbents. IC15 Parking-Storage Area Maintenance 2 6. When conducting surface repair work: • Pre-heat, transfer or load hot bituminous material away from storm drain inlets. • Conduct surface repair work during dry weather to prevent contamination from contacting stormwater runoff. • Cover and seal nearby storm drain inlets (with waterproof material or mesh) and manholes before applying seal coat, slurry seal, etc. Leave covers in place until job is complete and clean any debris for proper disposal. • To avoid runoff, use only as much water as necessary for dust control. • Use drip pans or absorbent material to catch drips from paving equipment that is not in use. Dispose of collected material and absorbents properly. 7. Conduct inspections on a regular basis. • Designate personnel to conduct inspections of the parking facilities and stormwater conveyance systems associated with them. • Inspect cleaning equipment/sweepers for leaks on a regular basis. 8. Keep accurate maintenance logs to evaluate materials removed/stored and improvements made. 9. Arrange rooftop drains to prevent drainage directly onto paved surfaces. 10. Training 1. Train employees on these BMPs, storm water discharge prohibitions, and wastewater discharge requirements. 2. Train employees on proper spill containment and cleanup. • Establish training that provides employees with the proper tools and knowledge to immediately begin cleaning up a spill. • Ensure that employees are familiar with the site’s spill control plan and/or proper spill cleanup procedures. • BMP IC17 discusses Spill Prevention and Control in detail. 3. Provide regular training to field employees and/or contractors regarding cleaning of paved areas and proper operation of equipment. 4. Establish a regular training schedule, train all new employees, and conduct annual refresher training. 5. Use a training log or similar method to document training. References California Storm Water Best Management Practice Handbooks. Industrial/Commercial Best Management Practice Handbook. Prepared by Camp Dresser& McKee, Larry Walker Associates, Uribe and Associates, Resources Planning Associates for Stormwater Quality Task Force. March 1993. King County Stormwater Pollution Control Manual. Best Management Practices for Businesses. King County Surface Water Management. July 1995. On-line: http://dnr.metrokc.gov/wlr/dss/spcm.htm Model Urban Runoff Program: A How-To Guide for Developing Urban Runoff Programs for Small Municipalities. Prepared by City of Monterey, City of Santa Cruz, California Coastal Commission, Monterey Bay National Marine Sanctuary, Association of Monterey Bay Area Governments, Woodward-Clyde, Central Coast Regional Water Quality Control Board. July 1998 (Revised February 2002 by the California Coastal Commission). Stormwater Management Manual for Western Washington. Volume IV Source Control BMPs. Prepared by Washington State Department of Ecology Water Quality Program. Publication No. 99-14. August 2001. IC15 Parking-Storage Area Maintenance 3 For additional information contact: City of Orange Public Works Department – Surface Water Quality 714-532-6480 or visit our website: www.cityoforange.org IC16 Pool and Fountain Cleaning 1 1. Prevent algae problems with regular cleaning, consistent adequate chlorine levels, and well-maintained water filtration and circulation systems. 2. Manage pH and water hardness to minimize corrosion of copper pipes. 3. Discharge pool and fountain water properly. 4. Properly clean and/or dispose of filters. 5. Train employees on these BMPs, storm water discharge prohibitions, and wastewater discharge requirements. IC16. POOL AND FOUNTAIN CLEANING Pollution Prevention Consider pollution prevention measures at all times for improving pollution control. Implementation of pollution prevention measures may reduce or eliminate the need to implement other more costly or complicated procedures. The following pollution prevention principles apply to most industries: • Affirmative Procurement - Use alternative, safer, or recycled products. • Redirect storm water flows away from areas of concern. • Reduce use of water or use dry methods. • Reduce storm water flow across facility site. • Recycle and reuse waste products and waste flows. • Move or cover potential pollution from storm water contact. • Provide on-going employee training in pollution prevention. Best Management Practices 1. Prevent algae problems with regular cleaning, consistent adequate chlorine levels, and well-maintained water filtration and circulation systems. • Do not use copper-based algaecides. • Control algae with chlorine or other alternatives, such as sodium bromide. 2. Manage pH and water hardness to minimize corrosion of copper pipes. 3. Discharge pool and fountain water properly. Consider hiring a professional pool-draining service to collect all pool water for off-site disposal. If this is not feasible, adhere to the following: • When draining pools or fountains never discharge water to a street or storm drain, discharge to the sanitary sewer if permitted to do so. • If draining a pool to the sanitary sewer, prevent backflow by maintaining an “air gap” between the discharge line and the sewer line (do not seal the connection between the hose and sewer line). Be sure to call the local sewer authority for guidance on flow rate restrictions, backflow prevention, and handling special cleaning waste (such as acid wash). Keep discharge flows to the low levels. Higher flow rates may be prohibited by local ordinance. • If water is dechlroinated with a neutralizing chemical or by allowing chlorine to dissipate for a few days (do not use the facility during this time), the water may be recycled/reused by draining it gradually onto a landscaped area. Water must be tested prior to discharge to ensure that chlorine is not present. • Provide drip pans or buckets beneath drain pipe connections to catch leaks. This will be especially pertinent if pool or spa water that has not been dechlorinated is pumped through piping to a discharge location. IC16 Pool and Fountain Cleaning 2 4. Properly clean and/or dispose of filters. • Never clean a filter in the street or near a storm drain. • Rinse cartridge filters onto a dirt area, and work filter residue into soil. • Backwash diatomaceous earth filters onto dirt. Dispose of spent diatomaceous earth in the garbage. Diatomaceous earth cannot be discharged to surface waters, storm drainage systems, septic systems, or on the ground. • If there is not a suitable dirt area, discharge filter backwash or rinsewater to the sanitary sewer if permitted to do so by the local sewering agency. 5. Training 1. Train employees on these BMPs, storm water discharge prohibitions, and wastewater discharge requirements. 2. Train employees on proper spill containment and cleanup. • Establish training that provides employees with the proper tools and knowledge to immediately begin cleaning up a spill. • Ensure that employees are familiar with the site’s spill control plan and/or proper spill cleanup procedures. • BMP IC17 discusses Spill Prevention and Control in detail. 3. Train maintenance personnel on the proper techniques for testing chlorine levels and applying neutralizing chemicals. 4. Establish a regular training schedule, train all new employees, and conduct annual refresher training. 5. Use a training log or similar method to document training. References King County Stormwater Pollution Control Manual. Best Management Practices for Businesses. 1995. King County Surface Water Management. July. On-line: http://dnr.metrokc.gov/wlr/dss/spcm.htm Los Angeles County Stormwater Quality. Public Agency Activities Model Program. On-line: http://ladpw.org/wmd/npdes/public_TC.cfm Model Urban Runoff Program: A How-To Guide for Developing Urban Runoff Programs for Small Municipalities. Prepared by City of Monterey, City of Santa Cruz, California Coastal Commission, Monterey Bay National Marine Sanctuary, Association of Monterey Bay Area Governments, Woodward-Clyde, Central Coast Regional Water Quality Control Board. July 1998 (Revised February 2002 by the California Coastal Commission). Santa Clara Valley Urban Runoff Pollution Prevention Program. Maintenance Best Management Practices for the Construction Industry. Brochures: Landscaping, Gardening, and Pool; Roadwork and Paving; and Fresh Concrete and Mortar Application. June 2001. For additional information contact: City of Orange Public Works Department – Surface Water Quality 714-532-6480 or visit our website: www.cityoforange.org IC17 Spill Prevention and Control 1 1. Develop procedures to prevent/mitigate spills to storm drain systems. 2. Post “No Dumping” signs with a phone number for reporting illegal dumping and disposal. 3. Conduct routine cleaning, inspections, and maintenance. 4. Properly store and handle chemical materials. 5. Utilize secondary containment systems for liquid materials. 6. Protect materials stored outside from stormwater runon. 7. Secure drums stored in an area where unauthorized persons may gain access to prevent accidental spillage, pilferage, or any unauthorized use. 8. Identify key spill response personnel. 9. Adopt the Orange County Hazardous Materials Area Plan or an equivalent plan. 10. Clean up leaks and spills immediately. 11. Report and track spills. 12. Train employees on these BMPs, storm water discharge prohibitions, and wastewater discharge requirements. IC17. SPILL PREVENTION AND CLEANUP Pollution Prevention Consider pollution prevention measures at all times for improving pollution control. Implementation of pollution prevention measures may reduce or eliminate the need to implement other more costly or complicated procedures. The following pollution prevention principles apply to most industries: • Affirmative Procurement - Use alternative, safer, or recycled products. • Redirect storm water flows away from areas of concern. • Reduce use of water or use dry methods. • Reduce storm water flow across facility site. • Recycle and reuse waste products and waste flows. • Move or cover potential pollution from storm water contact. • Provide on-going employee training in pollution prevention. Best Management Practices Spill Prevention 1. Develop procedures to prevent/mitigate spills to storm drain systems. Standardize reporting procedures, containment, storage, and disposal activities, documentation, and follow-up procedures. 2. Post “No Dumping” signs with a phone number for reporting illegal dumping and disposal. Signs should also indicate fines and penalties applicable for illegal dumping. 3. Conduct routine cleaning, inspections, and maintenance. • Sweep and clean storage areas consistently at a designated frequency (e.g. weekly, monthly). DO NOT hose down areas to storm drains. • Place drip pans or absorbent materials beneath all mounted taps, and at all potential drip and spill locations during filling and unloading of tanks. Reuse, recycle, or properly dispose of any collected liquids or soiled absorbent materials. • Check tanks (and any containment sumps) frequently for leaks and spills. Replace tanks that are leaking, corroded, or otherwise deteriorating with tanks in good condition. Collect all spilled liquids and properly dispose of them. • Check for external corrosion of material containers, structural failures, spills and overfills due to operator error, failure of piping system, etc. • Inspect tank foundations, connections, coatings, and tank walls and piping system. IC17 Spill Prevention and Control 2 4. Properly store and handle chemical materials. • Designate a secure material storage area that is paved with Portland cement concrete, free of cracks and gaps, and impervious in order to contain leaks and spills. • Do not store chemicals, drums, or bagged materials directly on the ground. Place these items in secondary containers. • Keep chemicals in their original containers, if feasible. • Keep containers well labeled according to their contents (e.g., solvent, gasoline). • Label hazardous substances regarding the potential hazard (corrosive, radioactive, flammable, explosive, poisonous). • Prominently display required labels on transported hazardous and toxic materials (per US DOT regulations). 5. Utilize secondary containment systems for liquid materials. • Surround storage tanks with a berm or other secondary containment system. • Slope the area inside the berm to a drain. • Drain liquids to the sanitary sewer if available. • Pass accumulated stormwater in petroleum storage areas through an oil/water separator. • Use catch basin filtration inserts. • DO NOT discharge wash water to sanitary sewer until contacting the local sewer authority to find out if pretreatment is required. • If the liquid is oil, gas, or other material that separates from and floats on water, install a spill control device (such as a tee section) in the catch basins that collect runoff from the storage tank area. 6. Protect materials stored outside from stormwater runon. Construct a berm around the perimeter of the material storage area to prevent the runon of uncontaminated stormwater from adjacent areas as well as runoff of stormwater from the material. 7. Secure drums stored in an area where unauthorized persons may gain access to prevent accidental spillage, pilferage, or any unauthorized use. Spill Control and Cleanup Activities 8. Identify key spill response personnel. 9. Adopt the Orange County Hazardous Materials Area Plan or an equivalent plan, which includes a set of planned responses to hazardous materials emergencies addressing chain-of-command, public agency participation, and allocation of authority. The plan should include such items as: • Description of the facility, owner and address, activities and chemicals present • Facility map • Notification and evacuation procedures • Cleanup instructions • Identification of responsible departments IC17 Spill Prevention and Control 3 10. Clean up leaks and spills immediately. • Place a stockpile of spill cleanup materials where they will be readily accessible (e.g. near storage and maintenance areas). • Utilize dry cleaning methods to clean up spills to minimize the use of water. Use a rag for small spills, a damp mop for general cleanup, and absorbent material for larger spills. If the spilled material is hazardous, then used cleanup materials are also hazardous and must be sent to a certified laundry (rags) or disposed of as hazardous waste. Physical methods for the cleanup of dry chemicals include the use brooms, shovels, sweepers, or plows. • Never hose down or bury dry material spills. Sweep up the material and dispose of properly. • Clean up chemical materials with absorbents, gels, and foams. Use adsorbent materials on small spills rather than hosing down the spill. Remove the adsorbent materials promptly and dispose of properly. • For larger spills, a private spill cleanup company or Hazmat team may be necessary. 11. Reporting 1. Report spills that pose an immediate threat to human health or the environment to local agencies, such as the fire department, and the Regional Water Quality Control Board. 2. Establish a system for tracking incidents. The system should be designed to identify the following: • Types and quantities (in some cases) of wastes • Patterns in time of occurrence (time of day/night, month, or year) • Mode of dumping (abandoned containers, “midnight dumping” from moving vehicles, direct dumping of materials, accidents/spills) • Responsible parties 3. Federal regulations require that any oil spill into a water body or onto an adjoining shoreline be reported to the National Response Center (NRC) at 800-424-8802 (24 hour). 12. Training 1. Educate employees about spill prevention and cleanup. • Establish training that provides employees with the proper tools and knowledge to immediately begin cleaning up a spill. • Educate employees on aboveground storage tank requirements. • Train all employees upon hiring and conduct annual refresher training. 2. Train employees responsible for aboveground storage tanks and liquid transfers on the Spill Prevention Control and Countermeasure Plan. IC17 Spill Prevention and Control 4 References California Storm Water Best Management Practice Handbooks. Industrial/Commercial Best Management Practice Handbook. Prepared by Camp Dresser& McKee, Larry Walker Associates, Uribe and Associates, Resources Planning Associates for Stormwater Quality Task Force. March 1993. Model Urban Runoff Program: A How-To Guide for Developing Urban Runoff Programs for Small Municipalities. Prepared by City of Monterey, City of Santa Cruz, California Coastal Commission, Monterey Bay National Marine Sanctuary, Association of Monterey Bay Area Governments, Woodward-Clyde, Central Coast Regional Water Quality Control Board. July 1998 (Revised February 2002 by the California Coastal Commission). Stormwater Management Manual for Western Washington. Volume IV Source Control BMPs. Prepared by Washington State Department of Ecology Water Quality Program. Publication No. 99-14. August 2001. For additional information contact: City of Orange Public Works Department – Surface Water Quality 714-532-6480 or visit our website: www.cityoforange.org IC21 Waste Handling and Disposal 1 1. Prevent waste materials from coming in direct contact with wind or rain. 2. Design waste handling and disposal area to prevent stormwater runon. 3. Design waste handling and disposal area to contain spills. 4. Keep waste collection areas clean. 5. Secure solid waste containers when not in use. 6. Regularly inspect, repair, and/or replace waste containers. 7. Do not fill waste containers with washout water or any other liquid. 8. Use all of a product before disposing of the container. 9. Segregated wastes by type and label and date wastes. 10. Label and store hazardous wastes according to hazardous waste regulations. 11. Train employees on these BMPs, storm water discharge prohibitions, and wastewater discharge requirements. OPTIONAL: 12. Minimize waste. IC21. WASTE HANDLING AND DISPOSAL Pollution Prevention Consider pollution prevention measures at all times for improving pollution control. Implementation of pollution prevention measures may reduce or eliminate the need to implement other more costly or complicated procedures. The following pollution prevention principles apply to most industries: • Affirmative Procurement - Use alternative, safer, or recycled products. • Redirect storm water flows away from areas of concern. • Reduce use of water or use dry methods. • Reduce storm water flow across facility site. • Recycle and reuse waste products and waste flows. • Move or cover potential pollution from storm water contact. • Provide on-going employee training in pollution prevention. Best Management Practices 1. Prevent waste materials from coming in direct contact with wind or rain. • Cover the waste management area with a permanent roof. • If this is not feasible, cover waste piles with temporary covering material such as reinforced tarpaulin, polyethylene, polyurethane, polypropylene, or hypalon. • Cover dumpsters to prevent rain from washing out waste materials. 2. Design waste handling and disposal area to prevent stormwater runon. • Enclose the waste handling and disposal area or build a berm around it. • Position roof downspouts to direct stormwater away from waste handling and disposal area. 3. Design waste handling and disposal area to contain spills. • Place dumpsters or other waste receptacles on an impervious surface. • Construct a berm around the area to contain spills. • Install drains connected to the public sewer or the facility’s process wastewater system within these contained areas. DO NOT discharge to a public sewer until contacting the local sewer authority to find out if pretreatment is required. 4. Keep waste collection areas clean. • When cleaning around waste handling and disposal areas use dry methods when possible (e.g. sweeping, use of absorbents). • If water must be used, collect water and discharge to the sewer if permitted to do so. DO NOT discharge to a public sewer until contacting the local sewer authority to find out if pretreatment is required. If discharge to the sanitary sewer is not allowed, pump water to a tank and dispose of properly. IC21 Waste Handling and Disposal 2 OPTIONAL: • Post “No Littering” signs. 5. Secure solid waste containers when not in use. 6. Regularly inspect, repair, and/or replace waste containers. 7. Do not fill waste containers with washout water or any other liquid. 8. Use all of a product before disposing of the container. 9. Segregate wastes by type and label and date wastes. • Do not mix wastes; this can cause chemical reactions, make recycling impossible, and complicate disposal. • Ensure that only appropriate solid wastes are added to solid waste containers. • Certain wastes such as hazardous wastes, appliances, fluorescent lamps, pesticides, etc. may not be disposed of in solid waste containers. 10. Label and store hazardous wastes according to hazardous waste regulations. • Consult your local hazardous waste agency or Fire Department for details. • Obtain a hazardous waste generator license or permit. 11. Training 1. Train employees on these BMPs, storm water discharge prohibitions, and wastewater discharge requirements. 2. Train employees in proper waste handling and disposal. 3. Train employees on proper spill containment and cleanup. • Establish training that provides employees with the proper tools and knowledge to immediately begin cleaning up a spill. • Ensure that employees are familiar with the site’s spill control plan and/or proper spill cleanup procedures. • BMP IC17 discusses Spill Prevention and Control in detail. 4. Establish a regular training schedule, train all new employees, and conduct annual refresher training. 5. Use a training log or similar method to document training. OPTIONAL: 12. Minimize waste. • Recycle materials whenever possible. • Modify processes or equipment to increase efficiency. • Identify and promote use of non-hazardous alternatives. • Reduction in the amount of waste generated can be accomplished using many different types of source controls such as: Production planning and sequencing Process or equipment modification Raw material substitution or elimination Loss prevention and housekeeping Waste segregation and separation IC21 Waste Handling and Disposal 3 Close loop recycling • Establish a material tracking system to increase awareness about material usage. This may reduce spills and minimize contamination, thus reducing the amount of waste produced. OPTIONAL: Reduction in the amount of waste generated can be accomplished using many different types of source controls such as: - Production planning and sequencing - Process or equipment modification - Raw material substitution or elimination - Loss prevention and housekeeping - Waste segregation and separation - Close loop recycling Establish a material tracking system to increase awareness about material usage. This may reduce spills and minimize contamination, thus reducing the amount of waste produced. References California Storm Water Best Management Practice Handbooks. Industrial/Commercial Best Management Practice Handbook. Prepared by Camp Dresser& McKee, Larry Walker Associates, Uribe and Associates, Resources Planning Associates for Stormwater Quality Task Force. March 1993. Model Urban Runoff Program: A How-To Guide for Developing Urban Runoff Programs for Small Municipalities. Prepared by City of Monterey, City of Santa Cruz, California Coastal Commission, Monterey Bay National Marine Sanctuary, Association of Monterey Bay Area Governments, Woodward-Clyde, Central Coast Regional Water Quality Control Board. July 1998 (Revised February 2002 by the California Coastal Commission). For additional information contact: City of Orange Public Works Department – Surface Water Quality 714-532-6480 or visit our website: www.cityoforange.org IC24 Disposal of Wastewater Generated by Mobile Businesses and Outdoor Activities 1 1. Dispose of wastewater according to the instructions below. No wastewater shall be disposed of into the storm drain system. 2. Train employees on these BMPs, storm water discharge prohibitions, and wastewater discharge requirements. 3. Provide on-going employee training in pollution prevention. IC24. DISPOSAL OF WASTEWATER GENERATED BY MOBILE BUSINESSES & OUTDOOR ACTIVITIES Best Management Practices (BMPs) A BMP is a technique, measure or structural control that is used for a given set of conditions to improve the quality of the stormwater runoff in a cost effective manner.1 Implementation of pollution prevention/good housekeeping measures may reduce or eliminate the need to implement other more costly or complicated procedures. Proper employee training is key to the success of BMP implementation. Purpose of this BMP: Orange County cities and the County of Orange are mandated under NPDES Permits issued by the California Regional Water Quality Control Boards to prohibit the discharge of pollutants and non-storm water runoff into the storm drain system. Therefore, untreated wastewater (including wastewater from mobile detailing, pressure washing, steam cleaning, carpet cleaning, or similar activities) shall not be discharged to the storm drain system. In an effort to help businesses comply with the NPDES Permit, the cities of Orange County and the County of Orange have developed the following best management practices (BMPs) for the proper disposal of wastewater generated by mobile business operations and outdoor activities. 1. General Best Management Practices (BMPs) and Preparation of Work Area What should I do prior to conducting a job? The BMPs presented below are intended to help you comply with local and state regulations that prohibit wastewater from entering the storm drain system. The following BMPs must be followed by all mobile businesses or outdoor activities of a fixed business that generate wastewater, regardless of the type of surface to be cleaned or cleaning operation to be performed: • Evaluate the chemicals and compounds used for cleaning and reduce or eliminate the use of those that contain solvents, heavy metals, high levels of phosphates, or very high/very low pH that exceeds the local sewering agency requirements. • Walk through the area where the cleaning will occur prior to the start of the job and identify all area drains, yard drains, and catch basins where wastewater could potentially enter the storm drain system. • Block/seal off identified drains or catch basins using sand bags, plugs, rubber mats, or temporary berms. • Collect all trash and debris from the project area and place them in a trash bin for disposal. 1 EPA " Preliminary Data Summary of Urban Stormwater Best Management Practices” IC24 Disposal of Wastewater Generated by Mobile Businesses and Outdoor Activities 2 • Sweep all surface areas prior to cleaning to minimize the amount of suspended solids, soil, and grit in wastewater. • Identify the wastewater disposal option that will be used. Whether you are discharging to landscaping or the sanitary sewer, it is necessary that you meet all the requirements identified below. • Conduct mobile washing in accordance with all operating instructions provided by the equipment supplier. Maintain equipment in good working order and routinely check and test all safety features. What methods can be used to collect wastewater at a site? There is no specific containment method that must be used for wastewater collection/diversion. However, the system must be adequately designed so that the wastewater does not flow into an on-site or off-site storm drain inlet. All mobile and existing businesses should use one of the following methods, regardless of the surface to be cleaned or the type of cleaning operation to be performed: • Portable containment areas can be made from waterproof tarps, heavy-duty plastic, or rubber matting equipped with berms to prevent wastewater from running into storm drain inlets or discharge off-site. Materials that can be used for berms include sand bags or water-filled tubing. Whatever containment material is used, it must seal tightly to the ground so that no wastewater can pass under or over the berms. • When power washing smaller pieces of equipment, containment devices to use may include portable vinyl swimming pools, plastic 55-gallon drums on casters, and flat metal or plastic containment pads. • Depending on the volume of wastewater generated, it may be necessary to use a pump system, which may range in size from a wet-dry vacuum to a sump pump. A natural basin from which to pump can also be set up by establishing a slightly sloped containment area. • Stationary or more permanent containment areas can be constructed with cement. Berms and pump systems may be used to contain wastewater and divert it to a holding tank. • Commercial wastewater collection systems are also available for power washing. These systems can range from portable wash pits to self-contained water recycling systems. A list of companies selling this type of equipment can usually be found in the telephone book under “Pressure Washing Services and Equipment”. • Storm drain inlet covers can be made of an impermeable barrier such as a heavy-duty vinyl or plastic secured in place with materials such as concrete blocks, gravel bags, or sand bags. Storm drain inlet covers may also be available though commercial vendors. Note: Blocking storm drain catch basin inlets in the public right-of-way (i.e. public street, or other publicly owned facility) is prohibited as a method of containment, unless expressly permitted by the municipality typically through an encroachment permit process. Wastewater should be contained on-site prior to entering the public right-of-way. Contact the local municipality for more information. 2. Wastewater Disposal Options How can I dispose of my wastewater? IC24 Disposal of Wastewater Generated by Mobile Businesses and Outdoor Activities 3 Wastewater is not allowed in the storm drain or street. However, the wastewater may be discharged to landscaping or the sanitary sewer, or it may be picked up and disposed of by a waste hauler. Please note that if you are unsure of the types of pollutants in the wastewater, laboratory analysis may be required to establish the proper disposal method. Choose one of the three wastewater disposal options listed below based upon the following conditions: Option 1: Discharge Wastewater to a Landscaped Area The wastewater must meet the following requirements if discharging to landscaping: • The pH must be between 6.5 and 8.5. This can be checked quickly and easily through the use of pH paper test strips. • The wastewater may not contain: o Toxic materials. o Degreasers. o Pollutants that may create a fire or explosion hazard (e.g., gasoline, diesel). o Solid or viscous pollutants in amounts sufficient to cause obstruction or blockage of flow. o Petroleum oil, or other products of mineral oil origin. o Paint. • In addition, wastewater from cleaning food-related vehicles or areas, vehicle exteriors or engines, and buildings with lead- or mercury-based paint should not be discharged to landscaping. • Filter the wastewater if it contains debris, fibers, or other suspended solids. • Ensure that the wastewater is fully contained within the landscaped area and will fully infiltrate into the ground prior to leaving the job site. Option 2: Discharge Wastewater to the Sanitary Sewer The wastewater must comply with the following conditions if disposed of into the sanitary sewer system: • The wastewater temperature must be less than 140°F (60°C). • The pH must be between 6.0 and 10.0. This can be checked quickly and easily through the use of pH paper test strips. Adjust the wastewater to a pH that is between 6.0 and 10.0. Dilution is not an effective or acceptable pretreatment. • The wastewater quality must comply with the local sanitary sewer district’s discharge limits and requirements. The wastewater should not contain large volumes or concentrations of: o Pollutants that may create a fire or explosion hazard (e.g., gasoline, diesel). o Solid or viscous pollutants in amounts sufficient to cause obstruction or blockage of flow. o Petroleum oil, non-biodegradable cutting oil, or other products of mineral oil origin. o Oil based paint. IC24 Disposal of Wastewater Generated by Mobile Businesses and Outdoor Activities 4 Prior to surface washing, you must exercise any reasonable means to eliminate large volumes or concentrations of the above listed pollutants. Common methods to eliminate standing pools of pollutants include the placement of absorbent to adsorb the pollutant, dry-sweeping the absorbent, and disposing of the absorbent properly. • No wastewater shall be discharged into any publicly owned sewer manholes without the sewer agency’s written authorization. • Filter the wastewater if it contains debris, fibers, or other suspended solids. • If chemicals (e.g., solvents or acids) are used during the cleaning process, additional precautions may be needed. Contact your local sanitation district to learn if wastewater containing these chemicals requires pretreatment before discharge to the sanitary sewer or if it needs to be treated as hazardous waste. • Ensure that the wastewater is released at a flow rate and/or concentration, which will not cause problems, pass through, or interference with the sewerage facilities. Generally, if you are using a privately owned cleanout, sink, toilet, or floor drain at a client’s property, and the flow does not backup, the flow amount will not cause problems, pass through, or interference with the sewerage facilities. • Utilize an approved discharge point such as: o Privately owned cleanout (or sink, toilet or floor drain), oil/water separator, or below ground clarifier at the client’s property where the wash water is generated; o Privately owned industrial sewer connection at the client’s property where the wash water is generated; o Waste hauler station at sanitary sewer facility; and o Any other disposal points approved by the sanitary sewer facility. • Maintain a logbook of all discharges. Option 3: Dispose of Wastewater Using a Professional Hazardous Waste Hauler Wastewater that can be characterized in any of the following ways must be disposed of using a hazardous waste hauler: • Is corrosive (as indicated by a pH value of less than 5.5) or caustic (as indicated by a pH value of greater than 10.0). • Contains a pollutant that may create a fire or explosion hazard (e.g., gasoline, diesel fuel). • Contains solid or viscous pollutants in amounts sufficient to cause obstruction or blockage of flow. • Contains petroleum oil, non-biodegradable cutting oil, or other products of mineral oil origin. • Contains other potential hazardous wastes. Examples of other potential hazardous wastes include: IC24 Disposal of Wastewater Generated by Mobile Businesses and Outdoor Activities 5 o Wastewater generated from power washing old paint off a building. Paint chips need to be collected, evaluated, and disposed of properly. Paint chips cannot be left on the ground at the job site. Old paint stripped off commercial buildings may contain metals (e.g., lead, chromium, cadmium, and mercury), causing it to be a regulated hazardous waste. o Wastewater used in conjunction with certain solvents and degreasing agents, which may cause the wastewater to be classified as a listed or characteristic hazardous waste. You must comply with the following conditions if a hazardous waste hauler is used: • Ensure that the waste hauler is certified by the appropriate sanitary sewering agency and the Orange County Health Care Agency, is Hazardous Waste DOT certified, and is complying with applicable discharge regulations, which may include obtaining necessary permits and conducting water quality monitoring requirements. Please contact the Orange County Health Care Agency and/or the city fire department for specific requirements. • Identify the wastes involved and determine if a hazardous waste has been generated. • Maintain a logbook of all discharges and hazardous waste manifests, if applicable. For additional information contact: Local Sewering Agency Orange County Sanitation District 714-962-2411 or visit the website: www.ocsd.com City of Orange Public Works Department – Surface Water Quality 714-532-6480 or visit our website: www.cityoforange.org WQMP for Terrace Apartments Date Prepared: 6/29/2018 23 Appendix C: Maps & Exhibits  Basemap of Drainage Facilities in Orange County, Map 21  Orange County Rainfall Zone Map, Figure XVI-1  NRCS Hydrologic Soils Group - Figure XVI-2a  Orange County Mapped Depth to 1st Groundwater, Figure XVI-2d  Orange County Mapped Shallow Groundwater, Figure XVI-2e  Orange County Groundwater Protection Areas, Figure XVI -2f  Infiltration Analysis Overlapping Constraint Location, Figure XVI-2g  Susceptibility Analysis Newport Bay - Newport Coastal Streams, Figure XVI-3d ApproximateSite BoundaryC05SII(Lewis StormChannel, OCFCD) O R A N G E C O U N T Y O R A N G E C O U N T Y RI V E R S I D E C O U N T Y RI V E R S I D E C O U N T Y OR A N G E C O U N T Y OR A N G E C O U N T Y SA N B E R N A R D I N O C O U N T Y SA N B E R N A R D I N O C O U N T Y ORANGE COUNTYORANGE COUNTY LOS ANGELES COUNTYLOS ANGELES COUNTY ORANGE COUNTYORANGE COUNTYLOS ANGELES COUNTYLOS ANGELES COUNTY1.05 0.7 1 0 . 9 50.90.850.80.750 . 70.65 0.9 5 0.70.90.9 0.7 5 P:\9526E\6-GIS\Mxds\Reports\InfiltrationFeasability_20110215\9526E_FigureXVI-1_RainfallZones_20110215.mxdFIGUREJOBTITLESCALE1" = 1.8 milesDESIGNEDDRAWINGCHECKEDBMP04/22/10DATEJOB NO.9526-ETHTHORANGE COUNTYTECHNICAL GUIDANCEDOCUMENTORANGE CO.CARAINFALL ZONESSUBJECT TO FURTHER REVISION 0 3.6 7.21.8 Miles 0 6 123 Kilometers LEGEND Orange County Precipitation Stations 24 Hour, 85th Percentile Rainfall (Inches) 24 Hour, 85th Percentile Rainfall (Inches) - Extrapolated City Boundaries Rainfall Zones Design Capture Storm Depth (inches) 0.65" 0.7 0.75 0.80 0.85 0.90 0.95 1.00 1.10" Note: Events defined as 24-hour periods (calendar days) with greater than 0.1 inches of rainfall. For areas outside of available data coverage, professional judgment shall be applied. XVI-1 Project Location O R A N G E C O U N T Y O R A N G E C O U N T Y RI V E R S I D E C O U N T Y RI V E R S I D E C O U N T Y OR A N G E C O U N T Y OR A N G E C O U N T Y SA N B E R N A R D I N O C O U N T Y SA N B E R N A R D I N O C O U N T Y ORANGE COUNTYORANGE COUNTYLOS ANGELES COUNTYLOS ANGELES COUNTY ORANGE COUNTYORANGE COUNTYLOS ANGELES COUNTYLOS ANGELES COUNTYP:\9526E\6-GIS\Mxds\Reports\InfiltrationFeasability_20110215\9526E_FigureXVI-2a_HydroSoils_20110215.mxdFIGURE XVI-2aJOBTITLESCALE1" = 1.8 milesDESIGNEDDRAWINGCHECKEDBMP02/09/11DATEJOB NO.9526-ETHTHORANGE COUNTYINFILTRATION STUDYORANGE CO.CANRCS HYDROLOGICSOILS GROUPSSUBJECT TO FURTHER REVISION Source: Soils: Natural Resources Conservation Service (NRCS) Soil Survey - soil_ca678, Orange County & Western Riverside Date of publication: 2006-02-08 !I 0 3.6 7.21.8 Miles 0 5 102.5 Kilometers LEGEND City Boundaries Hydrologic Soil Groups A Soils B Soils C Soils D Soils http://websoilsurvey.nrcs.usda.gov/app/HomePage.htm Project Location O R A N G E C O U N T Y O R A N G E C O U N T Y RI V E R S I D E C O U N T Y RI V E R S I D E C O U N T Y OR A N G E C O U N T Y OR A N G E C O U N T Y SA N B E R N A R D I N O C O U N T Y SA N B E R N A R D I N O C O U N T Y ORANGE COUNTYORANGE COUNTY LOS ANGELES COUNTYLOS ANGELES COUNTY ORANGE COUNTYORANGE COUNTYLOS ANGELES COUNTYLOS ANGELES COUNTY1010 3 51030103010 20 10 10 5 50 3 303030302051020 30 50 1030 20 P:\9526E\6-GIS\Mxds\Reports\InfiltrationFeasability_20110215\9526E_FigureXVI-2d_DepthToGroundwaterOverview_20110215.mxdFIGURE XVI-2dJOBTITLESCALE1" = 1.25 milesDESIGNEDDRAWINGCHECKEDBMP02/09/11DATEJOB NO.9526-ETHTHORANGE COUNTYINFILTRATION STUDYORANGE CO.CANORTH ORANGE COUNTYMAPPED DEPTH TO FIRST GROUNDWATERSUBJECT TO FURTHER REVISION Note: Data are not available for South Orange County at this time. Source: Sprotte, Fuller and Greenwood, 1980. California Division of Mines and Geology; California Geological Survey !I 0 2.5 51.25 Miles 0 4 82 Kilometers LEGEND Depth To First Groundwater Contours City Boundaries OCWD Groundwater Basin Protection Boundary Project Location O R A N G E C O U N T Y O R A N G E C O U N T Y RI V E R S I D E C O U N T Y RI V E R S I D E C O U N T Y OR A N G E C O U N T Y OR A N G E C O U N T Y SA N B E R N A R D I N O C O U N T Y SA N B E R N A R D I N O C O U N T Y ORANGE COUNTYORANGE COUNTY LOS ANGELES COUNTYLOS ANGELES COUNTY ORANGE COUNTYORANGE COUNTYLOS ANGELES COUNTYLOS ANGELES COUNTYP:\9526E\6-GIS\Mxds\Reports\InfiltrationFeasability_20110215\9526E_FigureXVI-2e_DepthToGroundwaterLt5ft_20110215.mxdFIGURE XVI-2eJOBTITLESCALE1" = 1.25 milesDESIGNEDDRAWINGCHECKEDBMP02/09/11DATEJOB NO.9526-ETHTHORANGE COUNTYINFILTRATION STUDYORANGE CO.CANORTH ORANGE COUNTYMAPPED SHALLOW GROUNDWATERSUBJECT TO FURTHER REVISION Note: Data are not available for South Orange County at this time. Source: Sprotte, Fuller and Greenwood, 1980. California Division of Mines and Geology; California Geological Survey !I 0 2.5 51.25 Miles 0 4 82 Kilometers LEGEND City Boundaries OCWD Groundwater Basin Protection Boundary Depth To Groundwater <= 5' 5-10' Project Location O R A N G E C O U N T Y O R A N G E C O U N T Y RI V E R S I D E C O U N T Y RI V E R S I D E C O U N T Y OR A N G E C O U N T Y OR A N G E C O U N T Y SA N B E R N A R D I N O C O U N T Y SA N B E R N A R D I N O C O U N T Y ORANGE COUNTYORANGE COUNTY LOS ANGELES COUNTYLOS ANGELES COUNTY ORANGE COUNTYORANGE COUNTYLOS ANGELES COUNTYLOS ANGELES COUNTYP:\9526E\6-GIS\Mxds\Reports\InfiltrationFeasability_20110215\9526E_FigureXVI-2f_NorthOCGroundwaterProtectionAreasStreetMap_20110215.mxdFIGURE XVI-2fJOBTITLESCALE1" = 1.25 milesDESIGNEDDRAWINGCHECKEDBMP04/22/10DATEJOB NO.9526-ETHTHORANGE COUNTYINFILTRATION STUDYORANGE CO.CANORTH ORANGE COUNTYGROUNDWATER PROTECTIONAREASSUBJECT TO FURTHER REVISION Note: Individual contamination sites are not plotted. See State Water Resources Control Board Geotracker database (http://geotracker.waterboards.ca.gov), Department of Toxic Substance Control Envirostor database (http://www.envirostor.dtsc.ca.gov) and other applicable sources for current listing of active contaminated sites. Groundwater basin and plume protection boundaries for South Orange County are not shown on this exhibit at this time !I 0 2.5 51.25 Miles 0 4 82 Kilometers LEGEND City Boundaries OCWD Groundwater Basin Protection Boundary Plume Protection Boundaries North Basin Groundwater Protection Project South Basin Groundwater Protection Project El Toro Marine Base Tustin Marine Air Base Approximate Selenium Contamination Area Project Location O R A N G E C O U N T Y O R A N G E C O U N T Y RI V E R S I D E C O U N T Y RI V E R S I D E C O U N T Y OR A N G E C O U N T Y OR A N G E C O U N T Y SA N B E R N A R D I N O C O U N T Y SA N B E R N A R D I N O C O U N T Y ORANGE COUNTYORANGE COUNTY LOS ANGELES COUNTYLOS ANGELES COUNTY ORANGE COUNTYORANGE COUNTYLOS ANGELES COUNTYLOS ANGELES COUNTYP:\9526E\6-GIS\Mxds\Reports\InfiltrationFeasability_20110215\9526E_FigureXVI-2g_InfiltrationFinal_20110215.mxdFIGURE XVI-2gJOBTITLESCALE1" = 1.8 milesDESIGNEDDRAWINGCHECKEDBMP04/22/10DATEJOB NO.9526-ETHTHORANGE COUNTYINFILTRATION STUDYORANGE CO.CAINFILTRATION ANALYSISOVERLAPPING CONSTRAINTLOCATIONSSUBJECT TO FURTHER REVISION Analysis Layers Included: 1. Hydrologic Soil Group D, 2. Landslide Hazard Zone, 3. Groundwater Protection Areas 4. Approximate Selinium Area, 5. Depth to Groundwater <= 5' Note: Screening datasets are not exhaustive. The applicant should always conduct a review of available site-specific information relative to infiltration constraints as part of assessing the feasibility of stormwater infiltration. Source; Infiltration Constraint Analysis: PACE/Geosyntec 0 3.6 7.21.8 Miles 0 5 102.5 Kilometers LEGEND OCWD Groundwater Basin Protection Boundary City Boundaries Infiltration Constraints 1 Constraint 2 Overlapping Constraints 3 Overlapping Constraints 4 Overlapping Constraints Project Location P:\9526E\6-GIS\Mxds\Workspace\SusceptibleAnalysis_20100422\9526E_AnaheimBay_20100331.mxdLos AlamitosNaval AirStation Seal BeachNaval WeaponsStation John WayneAirport Seal BeachNationalWildlife Refuge NewportBay SanGabriel-CoyoteCreek SantaAna River NewlandRetardingBasin LakeHuntington West StreetRetardingBasin HasterRetardingBasin FIGURE 2JOBTITLESCALE1" = 6500'DESIGNEDDRAWINGCHECKEDBMP04/22/10DATEJOB NO.9526-ETHTHORANGE COUNTYWATERSHEDMASTER PLANNINGORANGE CO.CASUSCEPTIBILITY ANALYISANAHEIM BAY-HUNTINGTON HARBOR0 6,500 13,000Feet Susceptibility Potential Areas of Erosion, Habitat, &Physical Structure Susceptibility Channel Type Earth (Unstable) Earth (Stabilized) Stabilized Tidel Influence <= Mean High Water Line (4.28') Water Body Basin Lake Federal & Other Lands Seal Beach National Wildlife Refuge Airports/Military PRELIMINARY MAP – SUBJECT TO FURTHER REVISION SUSCEPTIBILITY MAP UPDATE (DEC 2012) Project Location WQMP for Terrace Apartments Date Prepared: 6/29/2018 24 Appendix D: BMP Details 14'-0"6'-0"DYODS CHECKED: DRAWN: DYODS DESIGNED: APPROVED:C:\DYODS\DATA\CPC\DYODS_8388-1.DWG 6/27/2018 3:42 PMSHEET NO.: 6/27/2018 DATE:PROJECT No.: 8388-1 SEQ. No.: 0 D1 CONTECH DRAWING DYODS 800-338-1122 513-645-7000 513-645-7993 FAXREVISION DESCRIPTIONDATE BY NOTES x ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS, SHALL BE VERIFIED BY THE ENGINEER OF RECORD PRIOR TO RELEASING FOR FABRICATION. x ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTM A998. x ALL RISERS AND STUBS ARE 2 2 3" x 12" CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED. x RISERS TO BE FIELD TRIMMED TO GRADE. x QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE RESPONSIBILITY OF THE CONTRACTOR. x BAND TYPE TO BE DETERMINED UPON FINAL DESIGN. x THE PROJECT SUMMARY IS REFLECTIVE OF THE DYODS DESIGN, QUANTITIES ARE APPROX. AND SHOULD BE VERIFIED UPON FINAL DESIGN AND APPROVAL. FOR EXAMPLE, TOTAL EXCAVATION DOES NOT CONSIDER ALL VARIABLES SUCH AS SHORING AND ONLY ACCOUNTS FOR MATERIAL WITHIN THE ESTIMATED EXCAVATION FOOTPRINT. The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof , may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. www.ContechES.com NOTE: THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. CALCULATION DETAILS x LENGTH PER BARREL = 14 FT x LENGTH PER HEADER = 0 FT x LOADING = H20 & H25 x APPROX. CMP FOOTAGE = 14 FT PIPE DETAILS x DIAMETER = 72 IN x CORRUGATION = 5" X 1" OR 3" X 1" x GAGE = 16 x COATING = ALUMINIZED STEEL TYPE 2 (ALT2) x WALL TYPE = PERFORATED x BARREL SPACING = 36 IN BACKFILL DETAILS x WIDTH AT ENDS = 36 IN x ABOVE PIPE = 6 IN x WIDTH AT SIDES = 36 IN x BELOW PIPE = 6 IN STORAGE SUMMARY x STORAGE VOLUME REQUIRED 907 CF x PIPE STORAGE = 395 CF x STRUCTURAL BACKFILL STORAGE = 513 CF x TOTAL STORAGE PROVIDED = 909 CF ASSEMBLY SCALE: 1" = 10' PROJECT SUMMARY DYODS - 8388-1-0 PROJECT NAME: Terrace Apartments Orange, CA DESCRIPTION: DMA 1 - S LEWIS ST. KEY 1.) RIGID OR FLEXIBLE PAVEMENT 2.) GRANULAR ROAD BASE 3.) 12" MIN. FOR DIAMETERS THROUGH 96" 18" MIN. FOR DIAMETERS FROM 102" AND LARGER MEASURED TO TOP OF RIGID OR BOTTOM OF FLEXIBLE PAVEMENT. 4.) FREE DRAINING ANGULAR WASHED STONE 3/4" - 2" MIN. PARTICLE SIZE. 5.) GRANULAR BEDDING, ROUGHLY SHAPED TO FIT THE BOTTOM OF PIPE, 4"- 6" IN DEPTH. 6.) CONTECH C-40 OR C-45 NON-WOVEN GEOTEXTILE REQUIRED, WRAPPING TRENCH ONLY. 3 1 2 FOUNDATION/BEDDING PREPARATION PRIOR TO PLACING THE BEDDING, THE FOUNDATION MUST BE CONSTRUCTED TO A UNIFORM AND STABLE GRADE. IN THE EVENT THAT UNSUITABLE FOUNDATION MATERIALS ARE ENCOUNTERED DURING EXCAVATION, THEY SHALL BE REMOVED AND BROUGHT BACK TO THE GRADE WITH A FILL MATERIAL AS APPROVED BY THE ENGINEER. ONCE THE FOUNDATION PREPARATION IS COMPLETE, THE 4 INCHES OF A WELL-GRADED GRANULAR MATERIAL SHALL BE PLACED AS THE BEDDING. BACKFILL THE BACKFILL MATERIAL SHALL BE FREE-DRAINING ANGULAR WASHED STONE 3/4" - 2" PARTICLE SIZE. MATERIAL SHALL BE PLACED IN 8"-10" MAXIMUM LIFTS. MATERIAL SHALL BE WORKED INTO THE PIPE HAUNCHES BY MEANS OF SHOVEL- SLICING, RODDING, AIR-TAMPER, VIBRATORY ROD, OR OTHER EFFECTIVE METHODS COMPACTION IS CONSIDERED ADEQUATE WHEN NO FURTHER YIELDING OF THE MATERIAL IS OBSERVED UNDER THE COMPACTOR, OR UNDER FOOT, AND THE PROJECT ENGINEER OR HIS REPRESENTATIVE IS SATISFIED WITH THE LEVEL OF COMPACTION. INADEQUATE COMPACTION CAN LEAD TO EXCESSIVE DEFLECTIONS WITHIN THE SYSTEM AND SETTLEMENT OF THE SOILS OVER THE SYSTEM. BACKFILL SHALL BE PLACED SUCH THAT THERE IS NO MORE THAN A TWO-LIFT DIFFERENTIAL BETWEEN THE SIDES OF ANY PIPE IN THE SYSTEM AT ALL TIMES DURING THE BACKFILL PROCESS. BACKFILL SHALL BE ADVANCED ALONG THE LENGTH OF THE SYSTEM AT THE SAME RATE TO AVOID DIFFERENTIAL LOADING ON ANY PIPES IN THE SYSTEM. EQUIPMENT USED TO PLACE AND COMPACT THE BACKFILL SHALL BE OF A SIZE AND TYPE SO AS NOT TO DISTORT, DAMAGE, OR DISPLACE THE PIPE. ATTENTION MUST BE GIVEN TO PROVIDING ADEQUATE MINIMUM COVER FOR SUCH EQUIPMENT, AND MAINTAINING BALANCED LOADING ON ALL PIPES IN THE SYSTEM, DURING ALL SUCH OPERATIONS. OTHER ALTERNATE BACKFILL MATERIAL MAY BE ALLOWED DEPENDING ON SITE SPECIFIC CONDITIONS. REFER TO TYPICAL BACKFILL DETAIL FOR MATERIAL REQUIRED. 4 5 6 6 TYPICAL SECTION VIEW LINER OVER ROWS SCALE: N.T.S. LIMITS OF REQUIRED BACKFILL 20 MIL PE IMPERMEABLE LINER OVER TOP OF PIPE (IF REQUIRED) NOTE: IF SALTING AGENTS FOR SNOW AND ICE REMOVAL ARE USED ON OR NEAR THE PROJECT, A GEOMEMBRANE BARRIER IS RECOMMENDED WITH THE SYSTEM. THE GEOMEMBRANE LINER IS INTENDED TO HELP PROTECT THE SYSTEM FROM THE POTENTIAL ADVERSE EFFECTS THAT MAY RESULT FROM A CHANGE IN THE SURROUNDING ENVIRONMENT OVER A PERIOD OF TIME. PLEASE REFER TO THE CORRUGATED METAL PIPE DETENTION DESIGN GUIDE FOR ADDITIONAL INFORMATION. 7%'TBD" TYP.TBD" TYP. TYPICAL PERFORATION DETAIL SCALE: N.T.S.1.50"2.8" COIL WIDTH 2 2/3" x 1/2" CORRUGATION - STEEL AND ALUMINUM CMP EDGE SPACING EQUAL ON BOTH SIDES OPEN AREA = 3.76 SQ IN/SQ FT2.05"NOTES: 1.PERFORATIONS MEET AASHTO AND ASTM SPECIFICATIONS. 2.PERFORATION OPEN AREA PER SQUARE FOOT OF PIPE IS BASED ON THE NOMINAL DIAMETER AND LENGTH OF PIPE. 3.ALL DIMENSIONS ARE SUBJECT TO MANUFACTURING TOLERANCES. 4.$//+2/(62.00"3.54" COIL WIDTH 3" x 1" CORRUGATION - STEEL AND ALUMINUM CMP (COIL PROVIDED FROM CONTECH LANTANA, FL PLANT) OPEN AREA = 4.16 SQ IN/SQ FT2.04"1.75" CCTYP2.711" 9@2.711" = 24.399" COIL WIDTH 5" x 1" CORRUGATION - STEEL ONLY EDGE SPACING EQUAL ON BOTH SIDES OPEN AREA = 3.33 SQ IN/SQ FT DYODS CHECKED: DRAWN: DYODS DESIGNED: APPROVED:C:\DYODS\DATA\CPC\DYODS_8388-1.DWG 6/27/2018 3:43 PMSHEET NO.: 6/27/2018 DATE:PROJECT No.: 8388-1 SEQ. No.: 0 D2 CONTECH DRAWING DYODS 800-338-1122 513-645-7000 513-645-7993 FAXREVISION DESCRIPTIONDATE BY The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof , may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. www.ContechES.com TYPICAL RISER DETAIL SCALE: N.T.S. ELEVATION END RISER (TYP.) SEE DETAIL3,3(2'-6" 3,3( 2'-6"3,3(PLAN FRONT TYPICAL MANWAY DETAIL SCALE: N.T.S. NOTE: MANWAY DETAIL APPLICABLE FOR CMP SYSTEMS WITH DIAMETERS 48" AND LARGER. MANWAYS MAY BE REQUIRED ON SMALLER SYSTEMS DEPENDING ON ACTUAL SITE SPECIFIC CONDITIONS. NOTE: LADDERS ARE OPTIONAL AND ARE NOT REQUIRED FOR ALL SYSTEMS. NOTE: THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. DYODS - 8388-1-0 PROJECT NAME: Terrace Apartments Orange, CA DESCRIPTION: DMA 1 - S LEWIS ST. BACKFILL DETAIL SCALE: N.T.S. DYODS CHECKED: DRAWN: DYODS DESIGNED: APPROVED:C:\DYODS\DATA\CPC\DYODS_8388-1.DWG 6/27/2018 3:43 PMSHEET NO.: 6/27/2018 DATE:PROJECT No.: 8388-1 SEQ. No.: 0 D3 CONTECH DRAWING DYODS 800-338-1122 513-645-7000 513-645-7993 FAXREVISION DESCRIPTIONDATE BY CONSTRUCTION LOADS FOR TEMPORARY CONSTRUCTION VEHICLE LOADS, AN EXTRA AMOUNT OF COMPACTED COVER MAY BE REQUIRED OVER THE TOP OF THE PIPE. THE HEIGHT-OF-COVER SHALL MEET THE MINIMUM REQUIREMENTS SHOWN IN THE TABLE BELOW. THE USE OF HEAVY CONSTRUCTION EQUIPMENT NECESSITATES GREATER PROTECTION FOR THE PIPE THAN FINISHED GRADE COVER MINIMUMS FOR NORMAL HIGHWAY TRAFFIC. PIPE SPAN, INCHES 18-50 MINIMUM COVER (FT) AXLE LOADS (kips) 50-75 75-110 110-150 12-42 2.0 2.5 3.0 3.0 4.03.53.048-72 3.0 3.078-120 3.5 4.0 4.0 4.54.54.0126-144 3.5 *MINIMUM COVER MAY VARY, DEPENDING ON LOCAL CONDITIONS. THE CONTRACTOR MUST PROVIDE THE ADDITIONAL COVER REQUIRED TO AVOID DAMAGE TO THE PIPE. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE. FINISHED GRADE TEMPORARY COVER FOR CONSTRUCTION LOADS HEIGHT OF COVER SCOPE THIS SPECIFICATION COVERS THE MANUFACTURE AND INSTALLATION OF THE DESIGNED DETENTION SYSTEM DETAILED IN THE PROJECT PLANS. MATERIAL THE MATERIAL SHALL CONFORM TO THE APPLICABLE REQUIREMENTS LISTED BELOW: ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE APPLICABLE REQUIREMENTS OF AASHTO M-274 OR ASTM A-92. THE GALVANIZED STEEL COILS SHALL CONFORM TO THE APPLICABLE REQUIREMENTS OF AASHTO M-218 OR ASTM A-929. THE POLYMER COATED STEEL COILS SHALL CONFORM TO THE APPLICABLE REQUIREMENTS OF AASHTO M-246 OR ASTM A-742. THE ALUMINUM COILS SHALL CONFORM TO THE APPLICABLE REQUIREMENTS OF AASHTO M-197 OR ASTM B-744. CONSTRUCTION LOADS CONSTRUCTION LOADS MAY BE HIGHER THAN FINAL LOADS. FOLLOW THE MANUFACTURER'S OR NCSPA GUIDELINES. PIPE THE PIPE SHALL BE MANUFACTURED IN ACCORDANCE TO THE APPLICABLE REQUIREMENTS LISTED BELOW: ALUMINIZED TYPE 2: AASHTO M-36 OR ASTM A-760 GALVANIZED: AASHTO M-36 OR ASTM A-760 POLYMER COATED: AASHTO M-245 OR ASTM A-762 ALUMINUM: AASHTO M-196 OR ASTM B-745 HANDLING AND ASSEMBLY SHALL BE IN ACCORDANCE WITH NCSP'S (NATIONAL CORRUGATED STEEL PIPE ASSOCIATION) FOR ALUMINIZED TYPE 2, GALVANIZED OR POLYMER COATED STEEL. SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS FOR ALUMINUM PIPE. INSTALLATION SHALL BE IN ACCORDANCE WITH AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, SECTION 26, DIVISION II DIVISION II OR ASTM A-798 (FOR ALUMINIZED TYPE 2, GALVANIZED OR POLYMER COATED STEEL) OR ASTM B-788 (FOR ALUMINUM PIPE) AND IN CONFORMANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. IF THERE ARE ANY INCONSISTENCIES OR CONFLICTS THE CONTRACTOR SHOULD DISCUSS AND RESOLVE WITH THE SITE ENGINEER. IT IS ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR TO FOLLOW OSHA GUIDELINES FOR SAFE PRACTICES. SPECIFICATION FOR DESIGNED DETENTION SYSTEM:8"11" TYP.2"1" GAP (TYP. ALLSIDES)NOTES: 1. DESIGN IN ACCORDANCE WITH AASHTO, 17th EDITION. 2. DESIGN LOAD HS25. 3. EARTH COVER = 1' MAX. 4. CONCRETE STRENGTH = 3,500 psi 5. REINFORCING STEEL = ASTM A615, GRADE 60. 6. PROVIDE ADDITIONAL REINFORCING AROUND OPENINGS EQUAL TO THE BARS INTERRUPTED, HALF EACH SIDE. ADDITIONAL BARS TO BE IN THE SAME PLANE. A A2" COVER (TYP) SECTION VIEW ROUND OPTION PLAN VIEW SQUARE OPTION PLAN VIEW &035,6(5 INTERRUPTED BAR REPLACEMENT, SEE NOTE 6. STANDARD REINFORCING, SEE TABLE OPENING IN PROTECTION SLAB FOR CASTING #4 DIAGONAL TRIM BAR (TYP. 4 PLACES), SEE NOTE 7. $ INTERRUPTED BAR REPLACEMENT, SEE NOTE 6. % OPENING IN PROTECTION SLAB FOR CASTING #4 DIAGONAL TRIM BAR (TYP. 4 PLACES), SEE NOTE 7. STANDARD REINFORCING, SEE TABLE GASKET MATERIAL SUFFICIENT TO PREVENT SLAB FROM BEARING ON RISER TO BE PROVIDED BY CONTRACTOR. 2 " COVER (TYP . ) % ACCESS CASTING TO BE PROVIDED AND INSTALLED BY CONTRACTOR. REINFORCING TABLE &03 RISER A %REINFORCING **BEARING PRESSURE (PSF) 24" 4'X4'26"#5 @ 12" OCEW #5 @ 12" OCEW 2,410 1,780 30" 4'-6" X 4'-6"32"#5 @ 12" OCEW #5 @ 12" OCEW 2,120 1,530 36" 5' X 5'38"#5 @ 10" OCEW #5 @ 10" OCEW 1,890 1,350 42" 5'-6" X 5'-6"44"#5 @ 10" OCEW #5 @ 9" OCEW 1,720 1,210 48" 6' X 6'50"#5 @ 9" OCEW #5 @ 8" OCEW 1,600 1,100 ** ASSUMED SOIL BEARING CAPACITY1'-0"A 2" COV E R (TYP.)2" COV E R (TYP) 7. TRIM OPENING WITH DIAGONAL #4 BARS, EXTEND BARS A MINIMUM OF 12" BEYOND OPENING, BEND BARS AS REQUIRED TO MAINTAIN BAR COVER. 8. PROTECTION SLAB AND ALL MATERIALS TO BE PROVIDED AND INSTALLED BY CONTRACTOR. 9. DETAIL DESIGN BY DELTA ENGINEERING, BINGHAMTON, NY. % The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof , may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. www.ContechES.com NOTE: THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. DYODS - 8388-1-0 PROJECT NAME: Terrace Apartments Orange, CA DESCRIPTION: DMA 1 - S LEWIS ST. MANHOLE CAP DETAIL SCALE: N.T.S. CONSTRUCTION LOADING DIAGRAM SCALE: N.T.S. DYODS CHECKED: DRAWN: DYODS DESIGNED: APPROVED:C:\DYODS\DATA\CPC\DYODS_8388-1.DWG 6/27/2018 3:43 PMSHEET NO.: 6/27/2018 DATE:PROJECT No.: 8388-1 SEQ. No.: 0 D4 CONTECH DRAWING DYODS 800-338-1122 513-645-7000 513-645-7993 FAXREVISION DESCRIPTIONDATE BY The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof , may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. www.ContechES.com CMP DETENTION INSTALLATION GUIDE PROPER INSTALLATION OF A FLEXIBLE UNDERGROUND DETENTION SYSTEM WILL ENSURE LONG-TERM PERFORMANCE. THE CONFIGURATION OF THESE SYSTEMS OFTEN REQUIRES SPECIAL CONSTRUCTION PRACTICES THAT DIFFER FROM CONVENTIONAL FLEXIBLE PIPE CONSTRUCTION. CONTECH ENGINEERED SOLUTIONS STRONGLY SUGGESTS SCHEDULING A PRE-CONSTRUCTION MEETING WITH YOUR LOCAL SALES ENGINEER TO DETERMINE IF ADDITIONAL MEASURES, NOT COVERED IN THIS GUIDE, ARE APPROPRIATE FOR YOUR SITE. FOUNDATION CONSTRUCT A FOUNDATION THAT CAN SUPPORT THE DESIGN LOADING APPLIED BY THE PIPE AND ADJACENT BACKFILL WEIGHT AS WELL AS MAINTAIN ITS INTEGRITY DURING CONSTRUCTION. IF SOFT OR UNSUITABLE SOILS ARE ENCOUNTERED, REMOVE THE POOR SOILS DOWN TO A SUITABLE DEPTH AND THEN BUILD UP TO THE APPROPRIATE ELEVATION WITH A COMPETENT BACKFILL MATERIAL. THE STRUCTURAL FILL MATERIAL GRADATION SHOULD NOT ALLOW THE MIGRATION OF FINES, WHICH CAN CAUSE SETTLEMENT OF THE DETENTION SYSTEM OR PAVEMENT ABOVE. IF THE STRUCTURAL FILL MATERIAL IS NOT COMPATIBLE WITH THE UNDERLYING SOILS AN ENGINEERING FABRIC SHOULD BE USED AS A SEPARATOR. IN SOME CASES, USING A STIFF REINFORCING GEOGRID REDUCES OVER EXCAVATION AND REPLACEMENT FILL QUANTITIES. GRADE THE FOUNDATION SUBGRADE TO A UNIFORM OR SLIGHTLY SLOPING GRADE. IF THE SUBGRADE IS CLAY OR RELATIVELY NON-POROUS AND THE CONSTRUCTION SEQUENCE WILL LAST FOR AN EXTENDED PERIOD OF TIME, IT IS BEST TO SLOPE THE GRADE TO ONE END OF THE SYSTEM. THIS WILL ALLOW EXCESS WATER TO DRAIN QUICKLY, PREVENTING SATURATION OF THE SUBGRADE. BEDDING A 4 TO 6-INCH THICK, WELL-GRADED, GRANULAR MATERIAL IS THE PREFERRED PIPE BEDDING. IF CONSTRUCTION EQUIPMENT WILL OPERATE FOR AN EXTENDED PERIOD OF TIME ON THE BEDDING, USE EITHER AN ENGINEERING FABRIC OR A STIFF GEOGRID TO ENSURE THE BASE MATERIAL MAINTAINS ITS INTEGRITY. USING AN OPEN-GRADED BEDDING MATERIAL IS ACCEPTABLE; HOWEVER, AN ENGINEERING FABRIC SEPARATOR IS REQUIRED BETWEEN THE BASE AND THE SUBGRADE. GRADE THE BASE TO A SMOOTH, UNIFORM GRADE TO ALLOW FOR THE PROPER PLACEMENT OF THE PIPE. IN-SITU TRENCH WALL IF EXCAVATION IS REQUIRED, THE TRENCH WALL NEEDS TO BE CAPABLE OF SUPPORTING THE LOAD THAT THE PIPE SHEDS AS THE SYSTEM IS LOADED. IF SOILS ARE NOT CAPABLE OF SUPPORTING THESE LOADS, THE PIPE CAN DEFLECT. PERFORM A SIMPLE SOIL PRESSURE CHECK USING THE APPLIED LOADS TO DETERMINE THE LIMITS OF EXCAVATION BEYOND THE SPRING LINE OF THE OUTER MOST PIPES. IN MOST CASES THE REQUIREMENTS FOR A SAFE WORK ENVIRONMENT AND PROPER BACKFILL PLACEMENT AND COMPACTION TAKE CARE OF THIS CONCERN. BACKFILL MATERIAL TYPICALLY, THE BEST BACKFILL MATERIAL IS AN ANGULAR, WELL-GRADED, GRANULAR FILL MEETING THE REQUIREMENTS OF AASHTO A-1, A-2 OR A-3. IN SOME CASES, IT MAY BE DESIRABLE TO USE A UNIFORMLY GRADED MATERIAL FOR THE FIRST 18- TO 24-INCHES. THIS TYPE OF MATERIAL IS EASIER TO PLACE UNDER THE HAUNCHES OF THE PIPE AND REQUIRES LITTLE COMPACTIVE EFFORT. DEPENDING ON THE BEDDING MATERIAL, A SEPARATION GEOTEXTILE MIGHT BE REQUIRED ABOVE AND BELOW THESE INITIAL LIFTS. OPEN-GRADED FILL IS TYPICALLY NOT USED BEYOND THE INITIAL 18- TO 24-INCHES BECAUSE THIS TYPE OF FILL OFTEN DOES NOT PROVIDE ADEQUATE CONFINING RESTRAINT TO THE PIPES. IF A UNIFORMLY GRADED MATERIAL (PARTICLES ALL ONE SIZE) IS USED, INSTALL A GEOTEXTILE SEPARATION FABRIC TO PREVENT THE MIGRATION OF FINES INTO THE BACKFILL. %$&.),//86,1*&21752//('/2:675(1*7+0$7(5,$/&/6025³)/2:$%/( ),//´:+(17+(63$&,1*%(7:((17+(3,3(6:,//127$//2:)25 PLACEMENT AND ADEQUATE COMPACTION OF THE BACKFILL. WORK CLOSELY WITH THE LOCAL CONTECH SALES ENGINEER REGARDING THE SPECIAL INSTALLATION TECHNIQUES REQUIRED WHEN USING CLSM. BACKFILL PLACEMENT PLACE BACKFILL IN 8-INCH LOOSE LIFTS AND COMPACT TO 90% AASHTO T99 STANDARD PROCTOR DENSITY. MATERIAL SHALL BE WORKED INTO THE PIPE HAUNCHES BY MEANS OF SHOVEL-SLICING, RODDING, AIR TAMPER, VIBRATORY ROD, OR OTHER EFFECTIVE METHODS. IF AASHTO T99 PROCEDURES ARE DETERMINED INFEASIBLE BY THE GEOTECHNICAL ENGINEER OF RECORD, COMPACTION IS CONSIDERED ADEQUATE WHEN NO FURTHER YIELDING OF THE MATERIAL IS OBSERVED UNDER THE COMPACTOR, OR UNDER FOOT, AND THE GEOTECHNICAL ENGINEER OF RECORD (OR REPRESENTATIVE THEREOF) IS SATISFIED WITH THE LEVEL OF COMPACTION. FOR LARGE SYSTEMS, CONVEYOR SYSTEMS, BACKHOES WITH LONG REACHES OR DRAGLINES WITH STONE BUCKETS MAY BE USED TO PLACE BACKFILL. ONCE MINIMUM COVER FOR CONSTRUCTION LOADING ACROSS THE ENTIRE WIDTH OF THE SYSTEM IS REACHED, ADVANCE THE EQUIPMENT TO THE END OF THE RECENTLY PLACED FILL, AND BEGIN THE SEQUENCE AGAIN UNTIL THE SYSTEM IS COMPLETELY BACKFILLED. THIS TYPE OF CONSTRUCTION SEQUENCE PROVIDES ROOM FOR STOCKPILED BACKFILL DIRECTLY BEHIND THE BACKHOE, AS WELL AS THE MOVEMENT OF CONSTRUCTION TRAFFIC. MATERIAL STOCKPILES ON TOP OF THE BACKFILLED DETENTION SYSTEM SHOULD BE LIMITED TO 8- TO 10-FEET HIGH AND MUST PROVIDE BALANCED LOADING ACROSS ALL BARRELS. TO DETERMINE THE PROPER COVER OVER THE PIPES TO ALLOW THE MOVEMENT OF CONSTRUCTION EQUIPMENT SEE TABLE 1, OR CONTACT YOUR LOCAL CONTECH SALES ENGINEER. WHEN FLOWABLE FILL IS USED, YOU MUST PREVENT PIPE FLOATATION. TYPICALLY, SMALL LIFTS ARE PLACED BETWEEN THE PIPES AND THEN ALLOWED TO SET-UP PRIOR TO THE PLACEMENT OF THE NEXT LIFT. THE ALLOWABLE THICKNESS OF THE CLSM LIFT IS A FUNCTION OF A PROPER BALANCE BETWEEN THE UPLIFT FORCE OF THE CLSM, THE OPPOSING WEIGHT OF THE PIPE, AND THE EFFECT OF OTHER RESTRAINING MEASURES. THE PIPE CAN CARRY LIMITED FLUID PRESSURE WITHOUT PIPE DISTORTION OR DISPLACEMENT, WHICH ALSO AFFECTS THE CLSM LIFT THICKNESS. YOUR LOCAL CONTECH SALES ENGINEER CAN HELP DETERMINE THE PROPER LIFT THICKNESS. CONSTRUCTION LOADING TYPICALLY, THE MINIMUM COVER SPECIFIED FOR A PROJECT ASSUMES H-20 LIVE LOAD. BECAUSE CONSTRUCTION LOADS OFTEN EXCEED DESIGN LIVE LOADS, INCREASED TEMPORARY MINIMUM COVER REQUIREMENTS ARE NECESSARY. SINCE CONSTRUCTION EQUIPMENT VARIES FROM JOB TO JOB, IT IS BEST TO ADDRESS EQUIPMENT SPECIFIC MINIMUM COVER REQUIREMENTS WITH YOUR LOCAL CONTECH SALES ENGINEER DURING YOUR PRE-CONSTRUCTION MEETING. ADDITIONAL CONSIDERATIONS BECAUSE MOST SYSTEMS ARE CONSTRUCTED BELOW-GRADE, RAINFALL CAN RAPIDLY FILL THE EXCAVATION; POTENTIALLY CAUSING FLOATATION AND MOVEMENT OF THE PREVIOUSLY PLACED PIPES. TO HELP MITIGATE POTENTIAL PROBLEMS, IT IS BEST TO START THE INSTALLATION AT THE DOWNSTREAM END WITH THE OUTLET ALREADY CONSTRUCTED TO ALLOW A ROUTE FOR THE WATER TO ESCAPE. TEMPORARY DIVERSION MEASURES MAY BE REQUIRED FOR HIGH FLOWS DUE TO THE RESTRICTED NATURE OF THE OUTLET PIPE. 1 2 3 4 5 678910 1514131211 GEOGRID WASN'T USED GEOGRID UNDERCUT AND REPLACE UNSUITABLE SOILS EMBANKMENT GEOGRID USED TO REDUCE THE AMOUNT OF UNDERCUT BEDDING COVER EMBANKMENTBEDDING - WELL GRADED GRANULAR AND SMALLER IN-SITU TRENCHWALL 1 2" PER FOOT OF COVER OR 4" MIN. EMBANKMENT LIVE LOAD BEDDING - WELL GRADED GRANULAR AND SMALLER BACKFILL - WELL GRADED 3 4" GRANULAR AND SMALLER GEOTEXTILE SEPARATION (ABOVE AND BELOW BEDDING) WITH UNIFORMLY GRADED BEDDING LAYER. PIPE A PIPE B PIPE C PIPE D BEDDING8" LOOSE LIFTS EMBANKMENT MAXIMUM UNBALANCE LIMITED TO 2 LIFTS (APPROX. 16") EMBANKMENT TYPICAL BACKFILL SEQUENCE EMBANKMENT PAVED PARKING LOT STAGE POURS AS REQUIRED TO CONTROL FLOATATION AND PIPE DISTORTION/DISPLACEMENT CLSM WEIGHTED PIPE WITH MOBILE CONCRETE BARRIERS (OR OTHER REMOVABLE WEIGHTS) BACKFILL CATCH BASIN INLET WATER WATER WATER ELEVATION IN DETENTION SYSTEM FINISHED FUNCTIONING SYSTEM OUTLET CONTROL CMP DETENTION SYSTEM INSPECTION AND MAINTENANCE UNDERGROUND STORMWATER DETENTION AND INFILTRATION SYSTEMS MUST BE INSPECTED AND MAINTAINED AT REGULAR INTERVALS FOR PURPOSES OF PERFORMANCE AND LONGEVITY. INSPECTION INSPECTION IS THE KEY TO EFFECTIVE MAINTENANCE OF CMP DETENTION SYSTEMS AND IS EASILY PERFORMED. CONTECH RECOMMENDS ONGOING, QUARTERLY INSPECTIONS. THE RATE AT WHICH THE SYSTEM COLLECTS POLLUTANTS WILL DEPEND MORE ON SITE SPECIFIC ACTIVITIES RATHER THAN THE SIZE OR CONFIGURATION OF THE SYSTEM. INSPECTIONS SHOULD BE PERFORMED MORE OFTEN IN EQUIPMENT WASHDOWN AREAS, IN CLIMATES WHERE SANDING AND/OR SALTING OPERATIONS TAKE PLACE, AND IN OTHER VARIOUS INSTANCES IN WHICH ONE WOULD EXPECT HIGHER ACCUMULATIONS OF SEDIMENT OR ABRASIVE/ CORROSIVE CONDITIONS. A RECORD OF EACH INSPECTION IS TO BE MAINTAINED FOR THE LIFE OF THE SYSTEM MAINTENANCE CMP DETENTION SYSTEMS SHOULD BE CLEANED WHEN AN INSPECTION REVEALS ACCUMULATED SEDIMENT OR TRASH IS CLOGGING THE DISCHARGE ORIFICE. ACCUMULATED SEDIMENT AND TRASH CAN TYPICALLY BE EVACUATED THROUGH THE MANHOLE OVER THE OUTLET ORIFICE. IF MAINTENANCE IS NOT PERFORMED AS RECOMMENDED, SEDIMENT AND TRASH MAY ACCUMULATE IN FRONT OF THE OUTLET ORIFICE. MANHOLE COVERS SHOULD BE SECURELY SEATED FOLLOWING CLEANING ACTIVITIES. CONTECH SUGGESTS THAT ALL SYSTEMS BE DESIGNED WITH AN ACCESS/INSPECTION MANHOLE SITUATED AT OR NEAR THE INLET AND THE OUTLET ORIFICE. SHOULD IT BE NECESSARY TO GET INSIDE THE SYSTEM TO PERFORM MAINTENANCE ACTIVITIES, ALL APPROPRIATE PRECAUTIONS REGARDING CONFINED SPACE ENTRY AND OSHA REGULATIONS SHOULD BE FOLLOWED. DURING THE ANNUAL INSPECTION PROCESS IF EVIDENCE OF SALTING/DE-ICING AGENTS IS OBSERVED WITHIN THE SYSTEM, IT IS BEST PRACTICE FOR THE SYSTEM TO BE RINSED, INCLUDING ABOVE THE SPRING LINE SOON AFTER THE SPRING THAW AS PART OF THE MAINTENANCE PROGRAM FOR THE SYSTEM. MAINTAINING AN UNDERGROUND DETENTION OR INFILTRATION SYSTEM IS EASIEST WHEN THERE IS NO FLOW ENTERING THE SYSTEM. FOR THIS REASON, IT IS A GOOD IDEA TO SCHEDULE THE CLEANOUT DURING DRY WEATHER. THE FOREGOING INSPECTION AND MAINTENANCE EFFORTS HELP ENSURE UNDERGROUND PIPE SYSTEMS USED FOR STORMWATER STORAGE CONTINUE TO FUNCTION AS INTENDED BY IDENTIFYING RECOMMENDED REGULAR INSPECTION AND MAINTENANCE PRACTICES. INSPECTION AND MAINTENANCE RELATED TO THE STRUCTURAL INTEGRITY OF THE PIPE OR THE SOUNDNESS OF PIPE JOINT CONNECTIONS IS BEYOND THE SCOPE OF THIS GUIDE. DYODS - 8388-1-0 PROJECT NAME: Terrace Apartments Orange, CA DESCRIPTION: DMA 1 - S LEWIS ST. GEOMEMBRANE BARRIER A SITE'S RESISTIVITY MAY CHANGE OVER TIME WHEN VARIOUS TYPES OF SALTING AGENTS ARE USED, SUCH AS ROAD SALTS FOR DEICING AGENTS. IF SALTING AGENTS ARE USED ON OR NEAR THE PROJECT SITE, A GEOMEMBRANE BARRIER IS RECOMMENDED WITH THE SYSTEM. THE GEOMEMBRANE LINER IS INTENDED TO HELP PROTECT THE SYSTEM FROM THE POTENTIAL ADVERSE EFFECTS THAT MAY RESULT FROM THE USE OF SUCH AGENTS INCLUDING PREMATURE CORROSION AND REDUCED ACTUAL SERVICE LIFE. THE PROJECT'S ENGINEER OF RECORD IS TO EVALUATE WHETHER SALTING AGENTS WILL BE USED ON OR NEAR THE PROJECT SITE, AND USE HIS/HER BEST JUDGEMENT TO DETERMINE IF ANY ADDITIONAL PROTECTIVE MEASURES ARE REQUIRED. BELOW IS A TYPICAL DETAIL SHOWING THE PLACEMENT OF A GEOMEMBRANE BARRIER FOR PROJECTS WHERE SALTING AGENTS ARE USED ON OR NEAR THE PROJECT SITE. 7%'TBD" TYP.TBD" TYP. LIMITS OF REQUIRED BACKFILL 20 MIL PE IMPERMEABLE LINER OVER TOP OF PIPE )25 )25$1'! 69'-0"6'-0"DYODS CHECKED: DRAWN: DYODS DESIGNED: APPROVED:C:\DYODS\DATA\CPC\DYODS_8390-1.DWG 6/27/2018 3:48 PMSHEET NO.: 6/27/2018 DATE:PROJECT No.: 8390-1 SEQ. No.: 0 D1 CONTECH DRAWING DYODS 800-338-1122 513-645-7000 513-645-7993 FAXREVISION DESCRIPTIONDATE BY NOTES x ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF RISERS AND INLETS, SHALL BE VERIFIED BY THE ENGINEER OF RECORD PRIOR TO RELEASING FOR FABRICATION. x ALL FITTINGS AND REINFORCEMENT COMPLY WITH ASTM A998. x ALL RISERS AND STUBS ARE 2 2 3" x 12" CORRUGATION AND 16 GAGE UNLESS OTHERWISE NOTED. x RISERS TO BE FIELD TRIMMED TO GRADE. x QUANTITY OF PIPE SHOWN DOES NOT PROVIDE EXTRA PIPE FOR CONNECTING THE SYSTEM TO EXISTING PIPE OR DRAINAGE STRUCTURES. OUR SYSTEM AS DETAILED PROVIDES NOMINAL INLET AND/OR OUTLET PIPE STUB FOR CONNECTION TO EXISTING DRAINAGE FACILITIES. IF ADDITIONAL PIPE IS NEEDED IT IS THE RESPONSIBILITY OF THE CONTRACTOR. x BAND TYPE TO BE DETERMINED UPON FINAL DESIGN. x THE PROJECT SUMMARY IS REFLECTIVE OF THE DYODS DESIGN, QUANTITIES ARE APPROX. AND SHOULD BE VERIFIED UPON FINAL DESIGN AND APPROVAL. FOR EXAMPLE, TOTAL EXCAVATION DOES NOT CONSIDER ALL VARIABLES SUCH AS SHORING AND ONLY ACCOUNTS FOR MATERIAL WITHIN THE ESTIMATED EXCAVATION FOOTPRINT. The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof , may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. www.ContechES.com NOTE: THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. CALCULATION DETAILS x LENGTH PER BARREL = 69 FT x LENGTH PER HEADER = 0 FT x LOADING = H20 & H25 x APPROX. CMP FOOTAGE = 69 FT PIPE DETAILS x DIAMETER = 72 IN x CORRUGATION = 5" X 1" OR 3" X 1" x GAGE = 16 x COATING = ALUMINIZED STEEL TYPE 2 (ALT2) x WALL TYPE = PERFORATED x BARREL SPACING = 36 IN BACKFILL DETAILS x WIDTH AT ENDS = 36 IN x ABOVE PIPE = 6 IN x WIDTH AT SIDES = 36 IN x BELOW PIPE = 6 IN STORAGE SUMMARY x STORAGE VOLUME REQUIRED 3,652 CF x PIPE STORAGE = 1,950 CF x STRUCTURAL BACKFILL STORAGE = 1,739 CF x TOTAL STORAGE PROVIDED = 3,690 CF ASSEMBLY SCALE: 1" = 10' PROJECT SUMMARY DYODS - 8390-1-0 PROJECT NAME: Terrace Apartments Orange, CA DESCRIPTION: DMA 2 - CITY BOULEVARD WEST KEY 1.) RIGID OR FLEXIBLE PAVEMENT 2.) GRANULAR ROAD BASE 3.) 12" MIN. FOR DIAMETERS THROUGH 96" 18" MIN. FOR DIAMETERS FROM 102" AND LARGER MEASURED TO TOP OF RIGID OR BOTTOM OF FLEXIBLE PAVEMENT. 4.) FREE DRAINING ANGULAR WASHED STONE 3/4" - 2" MIN. PARTICLE SIZE. 5.) GRANULAR BEDDING, ROUGHLY SHAPED TO FIT THE BOTTOM OF PIPE, 4"- 6" IN DEPTH. 6.) CONTECH C-40 OR C-45 NON-WOVEN GEOTEXTILE REQUIRED, WRAPPING TRENCH ONLY. 3 1 2 FOUNDATION/BEDDING PREPARATION PRIOR TO PLACING THE BEDDING, THE FOUNDATION MUST BE CONSTRUCTED TO A UNIFORM AND STABLE GRADE. IN THE EVENT THAT UNSUITABLE FOUNDATION MATERIALS ARE ENCOUNTERED DURING EXCAVATION, THEY SHALL BE REMOVED AND BROUGHT BACK TO THE GRADE WITH A FILL MATERIAL AS APPROVED BY THE ENGINEER. ONCE THE FOUNDATION PREPARATION IS COMPLETE, THE 4 INCHES OF A WELL-GRADED GRANULAR MATERIAL SHALL BE PLACED AS THE BEDDING. BACKFILL THE BACKFILL MATERIAL SHALL BE FREE-DRAINING ANGULAR WASHED STONE 3/4" - 2" PARTICLE SIZE. MATERIAL SHALL BE PLACED IN 8"-10" MAXIMUM LIFTS. MATERIAL SHALL BE WORKED INTO THE PIPE HAUNCHES BY MEANS OF SHOVEL- SLICING, RODDING, AIR-TAMPER, VIBRATORY ROD, OR OTHER EFFECTIVE METHODS COMPACTION IS CONSIDERED ADEQUATE WHEN NO FURTHER YIELDING OF THE MATERIAL IS OBSERVED UNDER THE COMPACTOR, OR UNDER FOOT, AND THE PROJECT ENGINEER OR HIS REPRESENTATIVE IS SATISFIED WITH THE LEVEL OF COMPACTION. INADEQUATE COMPACTION CAN LEAD TO EXCESSIVE DEFLECTIONS WITHIN THE SYSTEM AND SETTLEMENT OF THE SOILS OVER THE SYSTEM. BACKFILL SHALL BE PLACED SUCH THAT THERE IS NO MORE THAN A TWO-LIFT DIFFERENTIAL BETWEEN THE SIDES OF ANY PIPE IN THE SYSTEM AT ALL TIMES DURING THE BACKFILL PROCESS. BACKFILL SHALL BE ADVANCED ALONG THE LENGTH OF THE SYSTEM AT THE SAME RATE TO AVOID DIFFERENTIAL LOADING ON ANY PIPES IN THE SYSTEM. EQUIPMENT USED TO PLACE AND COMPACT THE BACKFILL SHALL BE OF A SIZE AND TYPE SO AS NOT TO DISTORT, DAMAGE, OR DISPLACE THE PIPE. ATTENTION MUST BE GIVEN TO PROVIDING ADEQUATE MINIMUM COVER FOR SUCH EQUIPMENT, AND MAINTAINING BALANCED LOADING ON ALL PIPES IN THE SYSTEM, DURING ALL SUCH OPERATIONS. OTHER ALTERNATE BACKFILL MATERIAL MAY BE ALLOWED DEPENDING ON SITE SPECIFIC CONDITIONS. REFER TO TYPICAL BACKFILL DETAIL FOR MATERIAL REQUIRED. 4 5 6 6 TYPICAL SECTION VIEW LINER OVER ROWS SCALE: N.T.S. LIMITS OF REQUIRED BACKFILL 20 MIL PE IMPERMEABLE LINER OVER TOP OF PIPE (IF REQUIRED) NOTE: IF SALTING AGENTS FOR SNOW AND ICE REMOVAL ARE USED ON OR NEAR THE PROJECT, A GEOMEMBRANE BARRIER IS RECOMMENDED WITH THE SYSTEM. THE GEOMEMBRANE LINER IS INTENDED TO HELP PROTECT THE SYSTEM FROM THE POTENTIAL ADVERSE EFFECTS THAT MAY RESULT FROM A CHANGE IN THE SURROUNDING ENVIRONMENT OVER A PERIOD OF TIME. PLEASE REFER TO THE CORRUGATED METAL PIPE DETENTION DESIGN GUIDE FOR ADDITIONAL INFORMATION. 7%'TBD" TYP.TBD" TYP. TYPICAL PERFORATION DETAIL SCALE: N.T.S.1.50"2.8" COIL WIDTH 2 2/3" x 1/2" CORRUGATION - STEEL AND ALUMINUM CMP EDGE SPACING EQUAL ON BOTH SIDES OPEN AREA = 3.76 SQ IN/SQ FT2.05"NOTES: 1.PERFORATIONS MEET AASHTO AND ASTM SPECIFICATIONS. 2.PERFORATION OPEN AREA PER SQUARE FOOT OF PIPE IS BASED ON THE NOMINAL DIAMETER AND LENGTH OF PIPE. 3.ALL DIMENSIONS ARE SUBJECT TO MANUFACTURING TOLERANCES. 4.$//+2/(62.00"3.54" COIL WIDTH 3" x 1" CORRUGATION - STEEL AND ALUMINUM CMP (COIL PROVIDED FROM CONTECH LANTANA, FL PLANT) OPEN AREA = 4.16 SQ IN/SQ FT2.04"1.75" CCTYP2.711" 9@2.711" = 24.399" COIL WIDTH 5" x 1" CORRUGATION - STEEL ONLY EDGE SPACING EQUAL ON BOTH SIDES OPEN AREA = 3.33 SQ IN/SQ FT DYODS CHECKED: DRAWN: DYODS DESIGNED: APPROVED:C:\DYODS\DATA\CPC\DYODS_8390-1.DWG 6/27/2018 3:48 PMSHEET NO.: 6/27/2018 DATE:PROJECT No.: 8390-1 SEQ. No.: 0 D2 CONTECH DRAWING DYODS 800-338-1122 513-645-7000 513-645-7993 FAXREVISION DESCRIPTIONDATE BY The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof , may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. www.ContechES.com TYPICAL RISER DETAIL SCALE: N.T.S. ELEVATION END RISER (TYP.) SEE DETAIL3,3(2'-6" 3,3( 2'-6"3,3(PLAN FRONT TYPICAL MANWAY DETAIL SCALE: N.T.S. NOTE: MANWAY DETAIL APPLICABLE FOR CMP SYSTEMS WITH DIAMETERS 48" AND LARGER. MANWAYS MAY BE REQUIRED ON SMALLER SYSTEMS DEPENDING ON ACTUAL SITE SPECIFIC CONDITIONS. NOTE: LADDERS ARE OPTIONAL AND ARE NOT REQUIRED FOR ALL SYSTEMS. NOTE: THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. DYODS - 8390-1-0 PROJECT NAME: Terrace Apartments Orange, CA DESCRIPTION: DMA 2 - CITY BOULEVARD WEST BACKFILL DETAIL SCALE: N.T.S. DYODS CHECKED: DRAWN: DYODS DESIGNED: APPROVED:C:\DYODS\DATA\CPC\DYODS_8390-1.DWG 6/27/2018 3:48 PMSHEET NO.: 6/27/2018 DATE:PROJECT No.: 8390-1 SEQ. No.: 0 D3 CONTECH DRAWING DYODS 800-338-1122 513-645-7000 513-645-7993 FAXREVISION DESCRIPTIONDATE BY CONSTRUCTION LOADS FOR TEMPORARY CONSTRUCTION VEHICLE LOADS, AN EXTRA AMOUNT OF COMPACTED COVER MAY BE REQUIRED OVER THE TOP OF THE PIPE. THE HEIGHT-OF-COVER SHALL MEET THE MINIMUM REQUIREMENTS SHOWN IN THE TABLE BELOW. THE USE OF HEAVY CONSTRUCTION EQUIPMENT NECESSITATES GREATER PROTECTION FOR THE PIPE THAN FINISHED GRADE COVER MINIMUMS FOR NORMAL HIGHWAY TRAFFIC. PIPE SPAN, INCHES 18-50 MINIMUM COVER (FT) AXLE LOADS (kips) 50-75 75-110 110-150 12-42 2.0 2.5 3.0 3.0 4.03.53.048-72 3.0 3.078-120 3.5 4.0 4.0 4.54.54.0126-144 3.5 *MINIMUM COVER MAY VARY, DEPENDING ON LOCAL CONDITIONS. THE CONTRACTOR MUST PROVIDE THE ADDITIONAL COVER REQUIRED TO AVOID DAMAGE TO THE PIPE. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE. FINISHED GRADE TEMPORARY COVER FOR CONSTRUCTION LOADS HEIGHT OF COVER SCOPE THIS SPECIFICATION COVERS THE MANUFACTURE AND INSTALLATION OF THE DESIGNED DETENTION SYSTEM DETAILED IN THE PROJECT PLANS. MATERIAL THE MATERIAL SHALL CONFORM TO THE APPLICABLE REQUIREMENTS LISTED BELOW: ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE APPLICABLE REQUIREMENTS OF AASHTO M-274 OR ASTM A-92. THE GALVANIZED STEEL COILS SHALL CONFORM TO THE APPLICABLE REQUIREMENTS OF AASHTO M-218 OR ASTM A-929. THE POLYMER COATED STEEL COILS SHALL CONFORM TO THE APPLICABLE REQUIREMENTS OF AASHTO M-246 OR ASTM A-742. THE ALUMINUM COILS SHALL CONFORM TO THE APPLICABLE REQUIREMENTS OF AASHTO M-197 OR ASTM B-744. CONSTRUCTION LOADS CONSTRUCTION LOADS MAY BE HIGHER THAN FINAL LOADS. FOLLOW THE MANUFACTURER'S OR NCSPA GUIDELINES. PIPE THE PIPE SHALL BE MANUFACTURED IN ACCORDANCE TO THE APPLICABLE REQUIREMENTS LISTED BELOW: ALUMINIZED TYPE 2: AASHTO M-36 OR ASTM A-760 GALVANIZED: AASHTO M-36 OR ASTM A-760 POLYMER COATED: AASHTO M-245 OR ASTM A-762 ALUMINUM: AASHTO M-196 OR ASTM B-745 HANDLING AND ASSEMBLY SHALL BE IN ACCORDANCE WITH NCSP'S (NATIONAL CORRUGATED STEEL PIPE ASSOCIATION) FOR ALUMINIZED TYPE 2, GALVANIZED OR POLYMER COATED STEEL. SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS FOR ALUMINUM PIPE. INSTALLATION SHALL BE IN ACCORDANCE WITH AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, SECTION 26, DIVISION II DIVISION II OR ASTM A-798 (FOR ALUMINIZED TYPE 2, GALVANIZED OR POLYMER COATED STEEL) OR ASTM B-788 (FOR ALUMINUM PIPE) AND IN CONFORMANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. IF THERE ARE ANY INCONSISTENCIES OR CONFLICTS THE CONTRACTOR SHOULD DISCUSS AND RESOLVE WITH THE SITE ENGINEER. IT IS ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR TO FOLLOW OSHA GUIDELINES FOR SAFE PRACTICES. SPECIFICATION FOR DESIGNED DETENTION SYSTEM:8"11" TYP.2"1" GAP (TYP. ALLSIDES)NOTES: 1. DESIGN IN ACCORDANCE WITH AASHTO, 17th EDITION. 2. DESIGN LOAD HS25. 3. EARTH COVER = 1' MAX. 4. CONCRETE STRENGTH = 3,500 psi 5. REINFORCING STEEL = ASTM A615, GRADE 60. 6. PROVIDE ADDITIONAL REINFORCING AROUND OPENINGS EQUAL TO THE BARS INTERRUPTED, HALF EACH SIDE. ADDITIONAL BARS TO BE IN THE SAME PLANE. A A2" COVER (TYP) SECTION VIEW ROUND OPTION PLAN VIEW SQUARE OPTION PLAN VIEW &035,6(5 INTERRUPTED BAR REPLACEMENT, SEE NOTE 6. STANDARD REINFORCING, SEE TABLE OPENING IN PROTECTION SLAB FOR CASTING #4 DIAGONAL TRIM BAR (TYP. 4 PLACES), SEE NOTE 7. $ INTERRUPTED BAR REPLACEMENT, SEE NOTE 6. % OPENING IN PROTECTION SLAB FOR CASTING #4 DIAGONAL TRIM BAR (TYP. 4 PLACES), SEE NOTE 7. STANDARD REINFORCING, SEE TABLE GASKET MATERIAL SUFFICIENT TO PREVENT SLAB FROM BEARING ON RISER TO BE PROVIDED BY CONTRACTOR. 2 " COVER (TYP . ) % ACCESS CASTING TO BE PROVIDED AND INSTALLED BY CONTRACTOR. REINFORCING TABLE &03 RISER A %REINFORCING **BEARING PRESSURE (PSF) 24" 4'X4'26"#5 @ 12" OCEW #5 @ 12" OCEW 2,410 1,780 30" 4'-6" X 4'-6"32"#5 @ 12" OCEW #5 @ 12" OCEW 2,120 1,530 36" 5' X 5'38"#5 @ 10" OCEW #5 @ 10" OCEW 1,890 1,350 42" 5'-6" X 5'-6"44"#5 @ 10" OCEW #5 @ 9" OCEW 1,720 1,210 48" 6' X 6'50"#5 @ 9" OCEW #5 @ 8" OCEW 1,600 1,100 ** ASSUMED SOIL BEARING CAPACITY1'-0"A 2" COV E R (TYP.)2" COV E R (TYP) 7. TRIM OPENING WITH DIAGONAL #4 BARS, EXTEND BARS A MINIMUM OF 12" BEYOND OPENING, BEND BARS AS REQUIRED TO MAINTAIN BAR COVER. 8. PROTECTION SLAB AND ALL MATERIALS TO BE PROVIDED AND INSTALLED BY CONTRACTOR. 9. DETAIL DESIGN BY DELTA ENGINEERING, BINGHAMTON, NY. % The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof , may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. www.ContechES.com NOTE: THESE DRAWINGS ARE FOR CONCEPTUAL PURPOSES AND DO NOT REFLECT ANY LOCAL PREFERENCES OR REGULATIONS. PLEASE CONTACT YOUR LOCAL CONTECH REP FOR MODIFICATIONS. DYODS - 8390-1-0 PROJECT NAME: Terrace Apartments Orange, CA DESCRIPTION: DMA 2 - CITY BOULEVARD WEST MANHOLE CAP DETAIL SCALE: N.T.S. CONSTRUCTION LOADING DIAGRAM SCALE: N.T.S. DYODS CHECKED: DRAWN: DYODS DESIGNED: APPROVED:C:\DYODS\DATA\CPC\DYODS_8390-1.DWG 6/27/2018 3:48 PMSHEET NO.: 6/27/2018 DATE:PROJECT No.: 8390-1 SEQ. No.: 0 D4 CONTECH DRAWING DYODS 800-338-1122 513-645-7000 513-645-7993 FAXREVISION DESCRIPTIONDATE BY The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof , may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. www.ContechES.com CMP DETENTION INSTALLATION GUIDE PROPER INSTALLATION OF A FLEXIBLE UNDERGROUND DETENTION SYSTEM WILL ENSURE LONG-TERM PERFORMANCE. THE CONFIGURATION OF THESE SYSTEMS OFTEN REQUIRES SPECIAL CONSTRUCTION PRACTICES THAT DIFFER FROM CONVENTIONAL FLEXIBLE PIPE CONSTRUCTION. CONTECH ENGINEERED SOLUTIONS STRONGLY SUGGESTS SCHEDULING A PRE-CONSTRUCTION MEETING WITH YOUR LOCAL SALES ENGINEER TO DETERMINE IF ADDITIONAL MEASURES, NOT COVERED IN THIS GUIDE, ARE APPROPRIATE FOR YOUR SITE. FOUNDATION CONSTRUCT A FOUNDATION THAT CAN SUPPORT THE DESIGN LOADING APPLIED BY THE PIPE AND ADJACENT BACKFILL WEIGHT AS WELL AS MAINTAIN ITS INTEGRITY DURING CONSTRUCTION. IF SOFT OR UNSUITABLE SOILS ARE ENCOUNTERED, REMOVE THE POOR SOILS DOWN TO A SUITABLE DEPTH AND THEN BUILD UP TO THE APPROPRIATE ELEVATION WITH A COMPETENT BACKFILL MATERIAL. THE STRUCTURAL FILL MATERIAL GRADATION SHOULD NOT ALLOW THE MIGRATION OF FINES, WHICH CAN CAUSE SETTLEMENT OF THE DETENTION SYSTEM OR PAVEMENT ABOVE. IF THE STRUCTURAL FILL MATERIAL IS NOT COMPATIBLE WITH THE UNDERLYING SOILS AN ENGINEERING FABRIC SHOULD BE USED AS A SEPARATOR. IN SOME CASES, USING A STIFF REINFORCING GEOGRID REDUCES OVER EXCAVATION AND REPLACEMENT FILL QUANTITIES. GRADE THE FOUNDATION SUBGRADE TO A UNIFORM OR SLIGHTLY SLOPING GRADE. IF THE SUBGRADE IS CLAY OR RELATIVELY NON-POROUS AND THE CONSTRUCTION SEQUENCE WILL LAST FOR AN EXTENDED PERIOD OF TIME, IT IS BEST TO SLOPE THE GRADE TO ONE END OF THE SYSTEM. THIS WILL ALLOW EXCESS WATER TO DRAIN QUICKLY, PREVENTING SATURATION OF THE SUBGRADE. BEDDING A 4 TO 6-INCH THICK, WELL-GRADED, GRANULAR MATERIAL IS THE PREFERRED PIPE BEDDING. IF CONSTRUCTION EQUIPMENT WILL OPERATE FOR AN EXTENDED PERIOD OF TIME ON THE BEDDING, USE EITHER AN ENGINEERING FABRIC OR A STIFF GEOGRID TO ENSURE THE BASE MATERIAL MAINTAINS ITS INTEGRITY. USING AN OPEN-GRADED BEDDING MATERIAL IS ACCEPTABLE; HOWEVER, AN ENGINEERING FABRIC SEPARATOR IS REQUIRED BETWEEN THE BASE AND THE SUBGRADE. GRADE THE BASE TO A SMOOTH, UNIFORM GRADE TO ALLOW FOR THE PROPER PLACEMENT OF THE PIPE. IN-SITU TRENCH WALL IF EXCAVATION IS REQUIRED, THE TRENCH WALL NEEDS TO BE CAPABLE OF SUPPORTING THE LOAD THAT THE PIPE SHEDS AS THE SYSTEM IS LOADED. IF SOILS ARE NOT CAPABLE OF SUPPORTING THESE LOADS, THE PIPE CAN DEFLECT. PERFORM A SIMPLE SOIL PRESSURE CHECK USING THE APPLIED LOADS TO DETERMINE THE LIMITS OF EXCAVATION BEYOND THE SPRING LINE OF THE OUTER MOST PIPES. IN MOST CASES THE REQUIREMENTS FOR A SAFE WORK ENVIRONMENT AND PROPER BACKFILL PLACEMENT AND COMPACTION TAKE CARE OF THIS CONCERN. BACKFILL MATERIAL TYPICALLY, THE BEST BACKFILL MATERIAL IS AN ANGULAR, WELL-GRADED, GRANULAR FILL MEETING THE REQUIREMENTS OF AASHTO A-1, A-2 OR A-3. IN SOME CASES, IT MAY BE DESIRABLE TO USE A UNIFORMLY GRADED MATERIAL FOR THE FIRST 18- TO 24-INCHES. THIS TYPE OF MATERIAL IS EASIER TO PLACE UNDER THE HAUNCHES OF THE PIPE AND REQUIRES LITTLE COMPACTIVE EFFORT. DEPENDING ON THE BEDDING MATERIAL, A SEPARATION GEOTEXTILE MIGHT BE REQUIRED ABOVE AND BELOW THESE INITIAL LIFTS. OPEN-GRADED FILL IS TYPICALLY NOT USED BEYOND THE INITIAL 18- TO 24-INCHES BECAUSE THIS TYPE OF FILL OFTEN DOES NOT PROVIDE ADEQUATE CONFINING RESTRAINT TO THE PIPES. IF A UNIFORMLY GRADED MATERIAL (PARTICLES ALL ONE SIZE) IS USED, INSTALL A GEOTEXTILE SEPARATION FABRIC TO PREVENT THE MIGRATION OF FINES INTO THE BACKFILL. %$&.),//86,1*&21752//('/2:675(1*7+0$7(5,$/&/6025³)/2:$%/( ),//´:+(17+(63$&,1*%(7:((17+(3,3(6:,//127$//2:)25 PLACEMENT AND ADEQUATE COMPACTION OF THE BACKFILL. WORK CLOSELY WITH THE LOCAL CONTECH SALES ENGINEER REGARDING THE SPECIAL INSTALLATION TECHNIQUES REQUIRED WHEN USING CLSM. BACKFILL PLACEMENT PLACE BACKFILL IN 8-INCH LOOSE LIFTS AND COMPACT TO 90% AASHTO T99 STANDARD PROCTOR DENSITY. MATERIAL SHALL BE WORKED INTO THE PIPE HAUNCHES BY MEANS OF SHOVEL-SLICING, RODDING, AIR TAMPER, VIBRATORY ROD, OR OTHER EFFECTIVE METHODS. IF AASHTO T99 PROCEDURES ARE DETERMINED INFEASIBLE BY THE GEOTECHNICAL ENGINEER OF RECORD, COMPACTION IS CONSIDERED ADEQUATE WHEN NO FURTHER YIELDING OF THE MATERIAL IS OBSERVED UNDER THE COMPACTOR, OR UNDER FOOT, AND THE GEOTECHNICAL ENGINEER OF RECORD (OR REPRESENTATIVE THEREOF) IS SATISFIED WITH THE LEVEL OF COMPACTION. FOR LARGE SYSTEMS, CONVEYOR SYSTEMS, BACKHOES WITH LONG REACHES OR DRAGLINES WITH STONE BUCKETS MAY BE USED TO PLACE BACKFILL. ONCE MINIMUM COVER FOR CONSTRUCTION LOADING ACROSS THE ENTIRE WIDTH OF THE SYSTEM IS REACHED, ADVANCE THE EQUIPMENT TO THE END OF THE RECENTLY PLACED FILL, AND BEGIN THE SEQUENCE AGAIN UNTIL THE SYSTEM IS COMPLETELY BACKFILLED. THIS TYPE OF CONSTRUCTION SEQUENCE PROVIDES ROOM FOR STOCKPILED BACKFILL DIRECTLY BEHIND THE BACKHOE, AS WELL AS THE MOVEMENT OF CONSTRUCTION TRAFFIC. MATERIAL STOCKPILES ON TOP OF THE BACKFILLED DETENTION SYSTEM SHOULD BE LIMITED TO 8- TO 10-FEET HIGH AND MUST PROVIDE BALANCED LOADING ACROSS ALL BARRELS. TO DETERMINE THE PROPER COVER OVER THE PIPES TO ALLOW THE MOVEMENT OF CONSTRUCTION EQUIPMENT SEE TABLE 1, OR CONTACT YOUR LOCAL CONTECH SALES ENGINEER. WHEN FLOWABLE FILL IS USED, YOU MUST PREVENT PIPE FLOATATION. TYPICALLY, SMALL LIFTS ARE PLACED BETWEEN THE PIPES AND THEN ALLOWED TO SET-UP PRIOR TO THE PLACEMENT OF THE NEXT LIFT. THE ALLOWABLE THICKNESS OF THE CLSM LIFT IS A FUNCTION OF A PROPER BALANCE BETWEEN THE UPLIFT FORCE OF THE CLSM, THE OPPOSING WEIGHT OF THE PIPE, AND THE EFFECT OF OTHER RESTRAINING MEASURES. THE PIPE CAN CARRY LIMITED FLUID PRESSURE WITHOUT PIPE DISTORTION OR DISPLACEMENT, WHICH ALSO AFFECTS THE CLSM LIFT THICKNESS. YOUR LOCAL CONTECH SALES ENGINEER CAN HELP DETERMINE THE PROPER LIFT THICKNESS. CONSTRUCTION LOADING TYPICALLY, THE MINIMUM COVER SPECIFIED FOR A PROJECT ASSUMES H-20 LIVE LOAD. BECAUSE CONSTRUCTION LOADS OFTEN EXCEED DESIGN LIVE LOADS, INCREASED TEMPORARY MINIMUM COVER REQUIREMENTS ARE NECESSARY. SINCE CONSTRUCTION EQUIPMENT VARIES FROM JOB TO JOB, IT IS BEST TO ADDRESS EQUIPMENT SPECIFIC MINIMUM COVER REQUIREMENTS WITH YOUR LOCAL CONTECH SALES ENGINEER DURING YOUR PRE-CONSTRUCTION MEETING. ADDITIONAL CONSIDERATIONS BECAUSE MOST SYSTEMS ARE CONSTRUCTED BELOW-GRADE, RAINFALL CAN RAPIDLY FILL THE EXCAVATION; POTENTIALLY CAUSING FLOATATION AND MOVEMENT OF THE PREVIOUSLY PLACED PIPES. TO HELP MITIGATE POTENTIAL PROBLEMS, IT IS BEST TO START THE INSTALLATION AT THE DOWNSTREAM END WITH THE OUTLET ALREADY CONSTRUCTED TO ALLOW A ROUTE FOR THE WATER TO ESCAPE. TEMPORARY DIVERSION MEASURES MAY BE REQUIRED FOR HIGH FLOWS DUE TO THE RESTRICTED NATURE OF THE OUTLET PIPE. 1 2 3 4 5 678910 1514131211 GEOGRID WASN'T USED GEOGRID UNDERCUT AND REPLACE UNSUITABLE SOILS EMBANKMENT GEOGRID USED TO REDUCE THE AMOUNT OF UNDERCUT BEDDING COVER EMBANKMENTBEDDING - WELL GRADED GRANULAR AND SMALLER IN-SITU TRENCHWALL 1 2" PER FOOT OF COVER OR 4" MIN. EMBANKMENT LIVE LOAD BEDDING - WELL GRADED GRANULAR AND SMALLER BACKFILL - WELL GRADED 3 4" GRANULAR AND SMALLER GEOTEXTILE SEPARATION (ABOVE AND BELOW BEDDING) WITH UNIFORMLY GRADED BEDDING LAYER. PIPE A PIPE B PIPE C PIPE D BEDDING8" LOOSE LIFTS EMBANKMENT MAXIMUM UNBALANCE LIMITED TO 2 LIFTS (APPROX. 16") EMBANKMENT TYPICAL BACKFILL SEQUENCE EMBANKMENT PAVED PARKING LOT STAGE POURS AS REQUIRED TO CONTROL FLOATATION AND PIPE DISTORTION/DISPLACEMENT CLSM WEIGHTED PIPE WITH MOBILE CONCRETE BARRIERS (OR OTHER REMOVABLE WEIGHTS) BACKFILL CATCH BASIN INLET WATER WATER WATER ELEVATION IN DETENTION SYSTEM FINISHED FUNCTIONING SYSTEM OUTLET CONTROL CMP DETENTION SYSTEM INSPECTION AND MAINTENANCE UNDERGROUND STORMWATER DETENTION AND INFILTRATION SYSTEMS MUST BE INSPECTED AND MAINTAINED AT REGULAR INTERVALS FOR PURPOSES OF PERFORMANCE AND LONGEVITY. INSPECTION INSPECTION IS THE KEY TO EFFECTIVE MAINTENANCE OF CMP DETENTION SYSTEMS AND IS EASILY PERFORMED. CONTECH RECOMMENDS ONGOING, QUARTERLY INSPECTIONS. THE RATE AT WHICH THE SYSTEM COLLECTS POLLUTANTS WILL DEPEND MORE ON SITE SPECIFIC ACTIVITIES RATHER THAN THE SIZE OR CONFIGURATION OF THE SYSTEM. INSPECTIONS SHOULD BE PERFORMED MORE OFTEN IN EQUIPMENT WASHDOWN AREAS, IN CLIMATES WHERE SANDING AND/OR SALTING OPERATIONS TAKE PLACE, AND IN OTHER VARIOUS INSTANCES IN WHICH ONE WOULD EXPECT HIGHER ACCUMULATIONS OF SEDIMENT OR ABRASIVE/ CORROSIVE CONDITIONS. A RECORD OF EACH INSPECTION IS TO BE MAINTAINED FOR THE LIFE OF THE SYSTEM MAINTENANCE CMP DETENTION SYSTEMS SHOULD BE CLEANED WHEN AN INSPECTION REVEALS ACCUMULATED SEDIMENT OR TRASH IS CLOGGING THE DISCHARGE ORIFICE. ACCUMULATED SEDIMENT AND TRASH CAN TYPICALLY BE EVACUATED THROUGH THE MANHOLE OVER THE OUTLET ORIFICE. IF MAINTENANCE IS NOT PERFORMED AS RECOMMENDED, SEDIMENT AND TRASH MAY ACCUMULATE IN FRONT OF THE OUTLET ORIFICE. MANHOLE COVERS SHOULD BE SECURELY SEATED FOLLOWING CLEANING ACTIVITIES. CONTECH SUGGESTS THAT ALL SYSTEMS BE DESIGNED WITH AN ACCESS/INSPECTION MANHOLE SITUATED AT OR NEAR THE INLET AND THE OUTLET ORIFICE. SHOULD IT BE NECESSARY TO GET INSIDE THE SYSTEM TO PERFORM MAINTENANCE ACTIVITIES, ALL APPROPRIATE PRECAUTIONS REGARDING CONFINED SPACE ENTRY AND OSHA REGULATIONS SHOULD BE FOLLOWED. DURING THE ANNUAL INSPECTION PROCESS IF EVIDENCE OF SALTING/DE-ICING AGENTS IS OBSERVED WITHIN THE SYSTEM, IT IS BEST PRACTICE FOR THE SYSTEM TO BE RINSED, INCLUDING ABOVE THE SPRING LINE SOON AFTER THE SPRING THAW AS PART OF THE MAINTENANCE PROGRAM FOR THE SYSTEM. MAINTAINING AN UNDERGROUND DETENTION OR INFILTRATION SYSTEM IS EASIEST WHEN THERE IS NO FLOW ENTERING THE SYSTEM. FOR THIS REASON, IT IS A GOOD IDEA TO SCHEDULE THE CLEANOUT DURING DRY WEATHER. THE FOREGOING INSPECTION AND MAINTENANCE EFFORTS HELP ENSURE UNDERGROUND PIPE SYSTEMS USED FOR STORMWATER STORAGE CONTINUE TO FUNCTION AS INTENDED BY IDENTIFYING RECOMMENDED REGULAR INSPECTION AND MAINTENANCE PRACTICES. INSPECTION AND MAINTENANCE RELATED TO THE STRUCTURAL INTEGRITY OF THE PIPE OR THE SOUNDNESS OF PIPE JOINT CONNECTIONS IS BEYOND THE SCOPE OF THIS GUIDE. DYODS - 8390-1-0 PROJECT NAME: Terrace Apartments Orange, CA DESCRIPTION: DMA 2 - CITY BOULEVARD WEST GEOMEMBRANE BARRIER A SITE'S RESISTIVITY MAY CHANGE OVER TIME WHEN VARIOUS TYPES OF SALTING AGENTS ARE USED, SUCH AS ROAD SALTS FOR DEICING AGENTS. IF SALTING AGENTS ARE USED ON OR NEAR THE PROJECT SITE, A GEOMEMBRANE BARRIER IS RECOMMENDED WITH THE SYSTEM. THE GEOMEMBRANE LINER IS INTENDED TO HELP PROTECT THE SYSTEM FROM THE POTENTIAL ADVERSE EFFECTS THAT MAY RESULT FROM THE USE OF SUCH AGENTS INCLUDING PREMATURE CORROSION AND REDUCED ACTUAL SERVICE LIFE. THE PROJECT'S ENGINEER OF RECORD IS TO EVALUATE WHETHER SALTING AGENTS WILL BE USED ON OR NEAR THE PROJECT SITE, AND USE HIS/HER BEST JUDGEMENT TO DETERMINE IF ANY ADDITIONAL PROTECTIVE MEASURES ARE REQUIRED. BELOW IS A TYPICAL DETAIL SHOWING THE PLACEMENT OF A GEOMEMBRANE BARRIER FOR PROJECTS WHERE SALTING AGENTS ARE USED ON OR NEAR THE PROJECT SITE. 7%'TBD" TYP.TBD" TYP. LIMITS OF REQUIRED BACKFILL 20 MIL PE IMPERMEABLE LINER OVER TOP OF PIPE )25 )25$1'! WQMP for Terrace Apartments Date Prepared: 6/29/2018 25 Appendix E: BMP Maintenance Information CDS Guide OperOperation, Design, Performance and Maintenanceation, Design, Performance and Maintenance Underground stormwater detention and infiltration systems must be inspected and maintained at regular intervals for purposes of performance and longevity. Inspection Inspection is the key to effective maintenance of CMP detention systems and is easily performed. Contech recommends ongoing, quarterly inspections. The rate at which the system collects pollutants will depend more on site specific activities rather than the size or configuration of the system. Inspections should be performed more often in equipment washdown areas, in climates where sanding and/or salting operations take place, and in other various instances in which one would expect higher accumulations of sediment or abrasive/corrosive conditions. A record of each inspection is to be maintained for the life of the system. Maintenance CMP detention systems should be cleaned when an inspection reveals accumulated sediment or trash is clogging the discharge orifice. Accumulated sediment and trash can typically be evacuated through the manhole over the outlet orifice. If maintenance is not performed as recommended, sediment and trash may accumulate in front of the outlet orifice. Manhole covers should be securely seated following cleaning activities. Contech suggests that all systems be designed with an access/inspection manhole situated at or near the inlet and the outlet orifice. Should it be necessary to get inside the system to perform maintenance activities, all appropriate precautions regarding confined space entry and OSHA regulations should be followed. Systems are to be rinsed, including above the spring line, annually soon after the spring thaw, and after any additional use of salting agents, as part of the maintenance program for all systems where salting agents may accumulate inside the pipe. Maintaining an underground detention or infiltration system is easiest when there is no flow entering the system. For this reason, it is a good idea to schedule the cleanout during dry weather. The foregoing inspection and maintenance efforts help ensure underground pipe systems used for stormwater storage continue to function as intended by identifying recommended regular inspection and maintenance practices. Inspection and maintenance related to the structural integrity of the pipe or the soundness of pipe joint connections is beyond the scope of this guide. Contech® CMP Detention Inspection and Maintenance Guide CMP MAINTENANCE GUIDE 2/17 PDF © 2017 Contech Engineered Solutions LLC All rights reserved. Printed in USA. ENGINEERED SOLUTIONS NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY. APPLICATIONS SUGGESTED HEREIN ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS AND DECISIONS, AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION. CONTECH MAKES NO WARRANTY WHATSOEVER, EXPRESS OR IMPLIED, RELATED TO THE APPLICATIONS, MATERIALS, COATINGS, OR PRODUCTS DISCUSSED HEREIN. ALL IMPLIED WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH. SEE CONTECH’S CONDITIONS OF SALE (AVAILABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION CMP DETENTION SYSTEMS Maintenance Underground storm water detention and retention systems should be inspected at regular intervals and maintained when necessary to ensure optimum performance. The rate at which the system collects pollutants will depend more heavily on site activities than the size or configuration of the system. Inspection Inspection is the key to effective maintenance and is easily performed. CONTECH recommends ongoing quarterly inspections of the accumulated sediment. Sediment deposition and transport may vary from year to year and quarterly inspections will help insure that systems are cleaned out at the appropriate time. Inspections should be performed more often in the winter months in climates where sanding operations may lead to rapid accumulations, or in equipment washdown areas. It is very useful to keep a record of each inspection. A sample inspection log is included for your use. Systems should be cleaned when inspection reveals that accumulated sediment or trash is clogging the discharge orifice. CONTECH suggests that all systems be designed with an access/inspection manhole situated at or near the inlet and the outlet orifice. Should it be necessary to get inside the system to perform maintenance activities, all appropriate precautions regarding confined space entry and OSHA regulations should be followed. Cleaning Maintaining an underground detention or retention system is easiest when there is no flow entering the system. For this reason, it is a good idea to schedule the cleanout during dry weather. Accumulated sediment and trash can typically be evacuated through the manhole over the outlet orifice. If maintenance is not performed as recommended, sediment and trash may accumulate in front of the outlet orifice. Manhole covers should be securely seated following cleaning activities. Inspection & Maintenance Log __” Diameter System Location: Anywhere, USA Date Depth of Sediment Accumulated Trash Maintenance Performed Maintenance Personnel Comments 12/01/99 2” None Removed Sediment B. Johnson Installed 03/01/00 1” Some Removed Sediment and Trash B. Johnson Swept parking lot 06/01/00 0” None None 09/01/00 0” Heavy Removed Trash S. Riley 12/01/00 1” None Removed Sediment S. Riley 4/01/01 0” None None S. Riley 04/15/01 2” Some Removed Sediment and Trash ACE Environmental Services SAMPLE CDS® Using patented continuous defl ective separation technology, the CDS system screens, separates and traps debris, sediment, and oil and grease from stormwater runoff. The indirect screening capability of the system allows for 100% removal of fl oatables and neutrally buoyant material without blinding. Flow and screening controls physically separate captured solids, and minimize the re-suspension and release of previously trapped pollutants. Inline units can treat up to 6 cfs, and internally bypass fl ows in excess of 50 cfs. Available precast or cast-in-place, offl ine units can treat fl ows from 1 to 300 cfs. The pollutant removal capacity of the CDS system has been proven in lab and fi eld testing. Operation Overview Stormwater enters the diversion chamber where the diversion weir guides the fl ow into the unit’s separation chamber and pollutants are removed from the fl ow. All fl ows up to the system’s treatment design capacity enter the separation chamber and are treated. Swirl concentration and screen defl ection force fl oatables and solids to the center of the separation chamber where 100% of fl oatables and neutrally buoyant debris larger than the screen apertures are trapped. Stormwater then moves through the separation screen, under the oil baffl e and exits the system. The separation screen remains clog free due to continuous defl ection. During the fl ow events exceeding the design capacity, the diversion weir bypasses excessive fl ows around the separation chamber, so captured pollutants are retained in the separation cylinder. Design Basics There are three primary methods of sizing a CDS system. The Water Quality Flow Rate Method determines which model size provides the desired removal effi ciency at a given fl ow rate for a defi ned particle size. The Rational Rainfall MethodTM and Probabalistic Method are used when a specifi c removal effi ciency of the net annual sediment load is required. Typically in the Unites States, CDS systems are designed to achieve an 80% annual solids load reduction based on lab generated performance curves for a gradation with an average particle size (d50) of 125-microns (µm). For some regulatory environments, CDS systems can also be designed to achieve an 80% annual solids load reduction based on an average particle size (d50) of 75-microns (µm). Water Quality Flow Rate Method In many cases, regulations require that a specifi c fl ow rate, often referred to as the water quality design fl ow (WQQ), be treated. This WQQ represents the peak fl ow rate from either an event with a specifi c recurrence interval (i.e. the six-month storm) or a water quality depth (i.e. 1/2-inch of rainfall). The CDS is designed to treat all fl ows up to the WQQ. At infl uent rates higher than the WQQ, the diversion weir will direct most fl ow exceeding the treatment fl ow rate around the separation chamber. This allows removal effi ciency to remain relatively constant in the separation chamber and reduces the risk of washout during bypass fl ows regardless of infl uent fl ow rates. Treatment fl ow rates are defi ned as the rate at which the CDS will remove a specifi c gradation of sediment at a specifi c removal effi ciency. Therefore they are variable based on the gradation and removal effi ciency specifi ed by the design engineer. Rational Rainfall Method™ Differences in local climate, topography and scale make every site hydraulically unique. It is important to take these factors into consideration when estimating the long-term performance of any stormwater treatment system. The Rational Rainfall Method combines site-specifi c information with laboratory generated performance data, and local historical precipitation records to estimate removal effi ciencies as accurately as possible. Short duration rain gauge records from across the United States and Canada were analyzed to determine the percent of the total annual rainfall that fell at a range of intensities. US stations’ depths were totaled every 15 minutes, or hourly, and recorded in 0.01-inch increments. Depths were recorded hourly with 1-mm resolution at Canadian stations. One trend was consistent at all sites; the vast majority of precipitation fell at low intensities and high intensity storms contributed relatively little to the total annual depth. These intensities, along with the total drainage area and runoff coeffi cient for each specifi c site, are translated into fl ow rates using the Rational Rainfall Method. Since most sites are relatively small and highly impervious, the Rational Rainfall Method is appropriate. Based on the runoff fl ow rates calculated for each intensity, operating rates within a proposed CDS system are determined. Performance effi ciency curve determined from full scale laboratory tests on defi ned sediment PSDs is applied to 2 3 calculate solids removal effi ciency. The relative removal effi ciency at each operating rate is added to produce a net annual pollutant removal effi ciency estimate. Probabalistic Rational Method The Probabalistic Rational Method is a sizing program CONTECH developed to estimate a net annual sediment load reduction for a particular CDS model based on site size, site runoff coeffi cient, regional rainfall intensity distribution, and anticipated pollutant characteristics. The Probabilistic rational method is an extension of the rational method used to estimate peak discharge rates generated by storm events of varying statistical return frequencies (i.e.: 2-year storm event). Under this method, an adjustment factor is used to adjust the runoff coeffi cient estimated for the 10-year event, correlating a known hydrologic parameter with the target storm event. The rainfall intensities vary depending on the return frequency of the storm event under consideration. In general, these two frequency dependent parameters increase as the return frequency increases while the drainage area remains constant. These intensities, along with the total drainage area and runoff coeffi cient for each specifi c site, are translated into fl ow rates using the Rational Method. Since most sites are relatively small and highly impervious, the Rational Method is appropriate. Based on the runoff fl ow rates calculated for each intensity, operating rates within a proposed CDS are determined. Performance effi ciency curve on defi ned sediment PSDs is applied to calculate solids removal effi ciency. The relative removal effi ciency at each operating rate is added to produce a net annual pollutant removal effi ciency estimate. Treatment Flow Rate The inlet throat area is sized to ensure that the WQQ passes through the separation chamber at a water surface elevation equal to the crest of the diversion weir. The diversion weir bypasses excessive fl ows around the separation chamber, thus helping to prevent re-suspension or re-entrainment of previously captured particles. Hydraulic Capacity CDS hydraulic capacity is determined by the length and height of the diversion weir and by the maximum allowable head in the system. Typical confi gurations allow hydraulic capacities of up to ten times the treatment fl ow rate. As needed, the crest of the diversion weir may be lowered and the inlet throat may be widened to increase the capacity of the system at a given water surface elevation. The unit is designed to meet project specifi c hydraulics. Performance Full-Scale Laboratory Test Results A full-scale CDS unit (Model CDS2020-5B) was tested at the facility of University of Florida, Gainesville, FL. This full-scale CDS unit was evaluated under controlled laboratory conditions of pumped infl uent and the controlled addition of sediment. Two different gradations of silica sand material (UF Sediment & OK-110) were used in the CDS performance evaluation. The particle size distributions (PSD) of the test materials were analyzed using standard method “Gradation ASTM D-422 with Hydrometer” by a certifi ed laboratory. UF Sediment is a mixture of three different U.S. Silica Sand products referred as: “Sil-Co-Sil 106”, “#1 DRY” and “20/40 Oil Frac”. Particle size distribution analysis shows that the UF Sediment has a very fi ne gradation (d50 = 20 to 30 µm) covering a wide size range (uniform coeffi cient Cu averaged at 10.6). In comparison with the hypothetical TSS gradation specifi ed in the NJDEP (New Jersey Department of Environmental Protection) and NJCAT (New Jersey Corporation for Advanced Technology) protocol for lab testing, the UF Sediment covers a similar range of particle size but with a fi ner d50 (d50 for NJDEP is approximately 50 µm) (NJDEP, 2003). The OK-110 silica sand is a commercial product of U.S. Silica Sand. The particle size distribution analysis of this material, also included in Figure 1, shows that 99.9% of the OK-110 sand is fi ner than 250 microns, with a mean particle size (d50) of 106 microns. The PSDs for the test material are shown in Figure 1. Figure 1. Particle size distributions for the test materials, as compared to the NJCAT/NJDEP theoretical distribution. Tests were conducted to quantify the CDS unit (1.1 cfs (31.3-L/s) design capacity) performance at various fl ow rates, ranging from 1% up to 125% of the design capacity of the unit, using the 2400 micron screen. All tests were conducted with controlled infl uent concentrations approximately 200 mg/L. Effl uent samples were taken at equal time intervals across the entire duration of each test run. These samples were then processed with a Dekaport Cone sample splitter to obtain representative sub-samples for Suspended Sediment Concentration (SSC – ASTM Standard Method D3977-97) and particle size distribution analysis. Results and Modeling Based on the testing data from the University of Florida, a performance model was developed for the CDS system. A regression analysis was used to develop a fi tting curve for the scattered data points at various design fl ow rates. This model, which demonstrated good agreement with the laboratory data, can then be used to predict CDS system performance with respect to SSC removal for any particle size gradation assuming sandy-silt type of inorganic components of SSC. Figure 2 shows CDS predictive performance for two typical particle size gradations (NJCAT gradation and OK-110 sand). 2 3 Figure 2. CDS stormwater treatment predictive performance for various particle gradations as a function of operating rate. Many regulatory jurisdictions set a performance standard for hydrodynamic devices by stating that the devices shall be capable of achieving an 80% removal effi ciency for particles having a mean particle size (d50) of 125 microns (WADOE, 2008). The model can be used to calculate the expected performance of such a PSD (shown in Figure 3). Supported by the laboratory data, the model indicates (Figure 4) that the CDS system with 2400 micron screen achieves approximately 80% removal at 100% of design fl ow rate, for this particle size distribution (d50 = 125 µm). Figure 3. PSD with d50 = 125 microns, used to model performance for Ecology submittal. Figure 4. Modeled performance for CDS unit with 2400 microns screen, using Ecology PSD. Maintenance The CDS system should be inspected at regular intervals and maintained when necessary to ensure optimum performance. The rate at which the system collects pollutants will depend more heavily on site activities than the size of the unit, e.g., unstable soils or heavy winter sanding will cause the grit chamber to fi ll more quickly but regular sweeping of paved surfaces will slow accumulation. Inspection Inspection is the key to effective maintenance and is easily performed. Pollutant deposition and transport may vary from year to year and regular inspections will help insure that the system is cleaned out at the appropriate time. At a minimum, inspections should be performed twice per year (i.e. spring and fall) however more frequent inspections may be necessary in climates where winter sanding operations may lead to rapid accumulations, or in equipment washdown areas. Additionally, installations should be inspected more frequently where excessive amounts of trash are expected. The visual inspection should ascertain that the system components are in working order and that there are no blockages or obstructions to inlet and/or separation screen. The inspection should also identify evidence of vector infestation and accumulations of hydrocarbons, trash, and sediment in the system. Measuring pollutant accumulation can be done with a calibrated dipstick, tape measure or other measuring instrument. If sorbent material is used for enhanced removal of hydrocarbons then the level of discoloration of the sorbent material should also 4 be identifi ed during inspection. It is useful and often required as part of a permit to keep a record of each inspection. A simple form for doing so is provided. Access to the CDS unit is typically achieved through two manhole access covers. One opening allows for inspection and cleanout of the separation chamber (screen/cylinder) and isolated sump. The other allows for inspection and cleanout of sediment captured and retained behind the screen. For units possessing a sizable depth below grade (depth to pipe), a single manhole access point would allow both sump cleanout and access behind the screen. The CDS system should be cleaned when the level of sediment has reached 75% of capacity in the isolated sump and/or when an appreciable level of hydrocarbons and trash has accumulated. If sorbent material is used, it should be replaced when signifi cant discoloration has occurred. Performance will not be impacted until 100% of the sump capacity is exceeded however it is recommended that the system be cleaned prior to that for easier removal of sediment. The level of sediment is easily determined by measuring from fi nished grade down to the top of the sediment pile. To avoid underestimating the level of sediment in the chamber, the measuring device must be lowered to the top of the sediment pile carefully. Finer, silty particles at the top of the pile typically offer less resistance to the end of the rod than larger particles toward the bottom of the pile. Once this measurement is recorded, it should be compared to the as-built drawing for the unit to determine if the height of the sediment pile off the bottom of the sump fl oor exceeds 75% of the total height of isolated sump. Cleaning Cleaning of the CDS systems should be done during dry weather conditions when no fl ow is entering the system. Cleanout of the CDS with a vacuum truck is generally the most effective and convenient method of excavating pollutants from the system. Simply remove the manhole covers and insert the vacuum hose into the sump. The system should be completely drained down and the sump fully evacuated of sediment. The area outside the screen should be pumped out also if pollutant build-up exists in this area. In installations where the risk of petroleum spills is small, liquid contaminants may not accumulate as quickly as sediment. However, an oil or gasoline spill should be cleaned out immediately. Motor oil and other hydrocarbons that accumulate on a more routine basis should be removed when an appreciable layer has been captured. To remove these pollutants, it may be preferable to use adsorbent pads since they are usually less expensive to dispose than the oil/water emulsion that may be created by vacuuming the oily layer. Trash can be netted out if you wish to separate it from the other pollutants. The screen should be power washed to ensure it is free of trash and debris. Manhole covers should be securely seated following cleaning activities to prevent leakage of runoff into the system from above and also to ensure proper safety precautions. Confi ned Space Entry procedures need to be followed. Disposal of all material removed from the CDS system should be done is accordance with local regulations. In many locations, disposal of evacuated sediments may be handled in the same manner as disposal of sediments removed from catch basins or deep sump manholes. Check your local regulations for specifi c requirements on disposal. 5 CDS Diameter Distance from Water Surface Sediment Model to Top of Sediment Pile Storage Capacity ft m ft m yd3 m3 CDS2015-4 4 1.2 3.0 0.9 0.5 0.4 CDS2015 5 1.5 3.0 0.9 1.3 1.0 CDS2020 5 1.5 3.5 1.1 1.3 1.0 CDS2025 5 1.5 4.0 1.2 1.3 1.0 CDS3020 6 1.8 4.0 1.2 2.1 1.6 CDS3030 6 1.8 4.6 1.4 2.1 1.6 CDS3035 6 1.8 5.0 1.5 2.1 1.6 CDS4030 8 2.4 4.6 1.4 5.6 4.3 CDS4040 8 2.4 5.7 1.7 5.6 4.3 CDS4045 8 2.4 6.2 1.9 5.6 4.3 Table 1: CDS Maintenance Indicators and Sediment Storage Capacities Note: To avoid underestimating the volume of sediment in the chamber, carefully lower the measuring device to the top of the sediment pile. Finer silty particles at the top of the pile may be more diffi cult to feel with a measuring stick. These fi ner particles typically offer less resistance to the end of the rod than larger particles toward the bottom of the pile. 6 76 6 7 CDS Inspection & Maintenance Log CDS Model: Location: Model: Location: Water Floatable Describe Maintenance Date depth to Layer Maintenance Personnel Comments sediment1 Thickness2 Performed —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— 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The water depth to sediment is determined by taking two measurements with a stadia rod: one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. If the difference between these measurements is less than eighteen inches the system should be cleaned out. Note: To avoid underestimating the volume of sediment in the chamber, the measuring device must be carefully lowered to the top of the sediment pile. 2. For optimum performance, the system should be cleaned out when the fl oating hydrocarbon layer accumulates to an appreciable thickness. In the event of an oil spill, the system should be cleaned immediately.6 7the event of an oil spill, the system should be cleaned immediately.6 7 800.925.5240 contechstormwater.com Support Drawings and specifi cations are available at www.contechstormwater.com. Site-specifi c design support is available from our engineers. ©2008 CONTECH Stormwater Solutions CONTECH Construction Products Inc. provides site solutions for the civil engineering industry. CONTECH’s portfolio includes bridges, drainage, sanitary sewer, stormwater and earth stabilization products. For information on other CONTECH division offerings, visit contech-cpi.com or call sanitary sewer, stormwater and earth stabilization products. For information on other CONTECH division offerings, visit contech-cpi.com or call sanitary sewer 800.338.1122 Nothing in this catalog should be construed as an expressed warranty or an implied warranty of merchantability or fi tness for any particular purpose. See the CONTECH standard quotation or acknowledgement for applicable warranties and other terms and conditions of sale. The product(s) described may be protected by one or more of the following US patents: 5,322,629; 5,624,576; 5,707,527; 5,759,415; 5,788,848; 5,985,157; 6,027,639; 6,350,374; 6,406,218; 6,641,720; 6,511,595; 6,649,048; 6,991,114; 6,998,038; 7,186,058; 7,296,692; 7,297,266; related foreign patents or other patents pending. • • cds_manual 10/08 3M WQMP for Terrace Apartments Date Prepared: 6/29/2018 26 Appendix F: Preliminary Geotechnical Investigation Report GEOTECHNICAL, INC. 23241 Arroyo Vista  Rancho Santa Margarita, CA 92688  phone: 949.888.6513  fax: 949.888.1380  info@gmugeo.com  www.gmugeo.com Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West Orange, California Prepared For DOMINO REALTY MANAGEMENT CO. November 22, 2017 GMU Project No. 17-176-00 GEOTECHNICAL, INC. 23241 Arroyo Vista  Rancho Santa Margarita, CA 92688  phone: 949.888.6513  fax: 949.888.1380  info@gmugeo.com  www.gmugeo.com TRANSMITTAL DOMINO REALTY MANAGEMENT CO. DATE: November 22, 2017 9990 Santa Monica Boulevard PROJECT: 17-176-00 Beverly Hills, CA 90212 ATTENTION: Mr. Sidh Solanki SUBJECT: Preliminary Geotechnical Investigation Report, Addition at Terrace Apartments, 200 City Boulevard West, Orange, California DISTRIBUTION: Electronic copy to addressee cc: Van Tilburg, Banvard & Soderbergh (electronic copy) Attn: Mr. Roger Wolf Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 i GMU Project 17-096-00 TABLE OF CONTENTS Description Page INTRODUCTION ........................................................................................................................................ 1 PURPOSE .............................................................................................................................................. 1 SCOPE ................................................................................................................................................... 1 LOCATION AND DESCRIPTION ....................................................................................................... 2 PROPOSED IMPROVEMENTS .................................................................................................................. 2 SUBSURFACE EXPLORATION ................................................................................................................ 2 LABORATORY TESTING .......................................................................................................................... 3 GEOLOGIC FINDINGS .............................................................................................................................. 3 REGIONAL GEOLOGIC SETTING ..................................................................................................... 3 Geologic Formations ...................................................................................................................... 3 GROUNDWATER ................................................................................................................................. 3 GEOLOGIC HAZARDS .............................................................................................................................. 4 FAULTING AND SEISMICITY ........................................................................................................... 4 LIQUEFACTION AND SEISMIC SETTLEMENT .............................................................................. 4 Liquefaction ................................................................................................................................... 4 Secondary Seismic Hazards ........................................................................................................... 4 Seismic Settlement ......................................................................................................................... 5 LANDSLIDES ....................................................................................................................................... 5 TSUNAMI, SEICHE, AND FLOODING .............................................................................................. 5 GEOTECHNICAL ENGINEERING FINDINGS ........................................................................................ 5 SOIL EXPANSION ............................................................................................................................... 5 SOIL CORROSION ............................................................................................................................... 5 PRELIMINARY PERCOLATION TESTING ...................................................................................... 6 EXCAVATION CHARACTERISTICS ................................................................................................ 7 Rippability ...................................................................................................................................... 7 CONCLUSIONS........................................................................................................................................... 7 RECOMMENDATIONS .............................................................................................................................. 8 GENERAL SITE PREPARATION AND GRADING .......................................................................... 8 General ........................................................................................................................................... 8 Clearing and Grubbing ................................................................................................................... 8 Corrective Grading ......................................................................................................................... 8 Temporary Excavations ................................................................................................................ 10 Temporary Shoring ...................................................................................................................... 11 STRUCTURE SEISMIC DESIGN ...................................................................................................... 14 FOUNDATION DESIGN AND CONSTRUCTION – AT-GRADE TOWNHOMES........................ 15 General ......................................................................................................................................... 15 General Foundation Design Parameters – At-Grade Townhomes ............................................... 15 FOUNDATION DESIGN AND CONSTRUCTION – SUBTERRANEAN LEVELS ....................... 17 General ......................................................................................................................................... 17 General Foundation Design Parameters – Conventional Spread/Continuous Footings ............... 17 General Foundation Design Parameters – Mat Foundation ......................................................... 19 Geopiers or Equivalent Gravel Piers ............................................................................................ 19 BASEMENT WALLS .......................................................................................................................... 20 Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 ii GMU Project 17-176-00 General ......................................................................................................................................... 20 Foundation Recommendations ..................................................................................................... 20 Lateral Earth Pressure .................................................................................................................. 20 Dynamic Lateral Load .................................................................................................................. 20 Drainage ....................................................................................................................................... 20 Waterproofing .............................................................................................................................. 21 STRUCTURAL CONCRETE .............................................................................................................. 21 FERROUS METAL CORROSION PROTECTION ........................................................................... 21 MOISTURE VAPOR TRANSMISSION ............................................................................................. 22 Moisture Vapor Retarder .............................................................................................................. 22 SURFACE DRAINAGE ...................................................................................................................... 23 UTILITY TRENCH BACKFILL CONSIDERATIONS ..................................................................... 23 General ......................................................................................................................................... 23 Pipe Zone (Bedding and Shading)................................................................................................ 23 Trench Backfill ............................................................................................................................. 24 ASPHALT CONCRETE PAVEMENT THICKNESS RECOMMENDATIONS ............................... 24 CONCRETE PAVEMENT THICKNESS RECOMMENDATIONS .................................................. 25 SITE INFILTRATION ......................................................................................................................... 25 CONCRETE FLATWORK DESIGN .................................................................................................. 26 PLAN REVIEW / GEOTECHNICAL TESTING DURING GRADING / FUTURE REPORT ......... 27 Plan Review ................................................................................................................................. 27 Geotechnical Testing .................................................................................................................... 27 Future Report................................................................................................................................ 27 LIMITATIONS ........................................................................................................................................... 28 CLOSURE .................................................................................................................................................. 29 REFERENCES ........................................................................................................................................... 30 PLATES Plate 1 -- Location Map Plate 2 -- Drill Hole and Percolation Locations Map APPENDICES APPENDIX A: Geotechnical Exploration Procedures, Drill Hole Logs, and Cone Penetration Testing Data by GMU APPENDIX A-1: Cone Penetration Testing Data by GMU APPENDIX B: Geotechnical Laboratory Procedures and Test Results by GMU APPENDIX C: Liquefaction Analysis APPENDIX D: Percolation Test Result Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California INTRODUCTION PURPOSE This report presents the results of our preliminary geotechnical engineering evaluation performed for the proposed additions to the Terrace Apartments project located at 200 City Boulevard West, in the City of Orange, California. The purpose of this study is to evaluate the subsurface conditions at the site and to provide preliminary geotechnical recommendations related to the design and construction of the proposed structures. The preliminary geotechnical recommendations should be reviewed when structural loads and wall/column locations become available. SCOPE The scope of our services, as outlined in our August 18, 2017 proposal is as follows: 1. Reviewed the reference conceptual plans dated February 2, 2017 (references listed on Page 30). 2. Marked eleven (11) truck-mounted, hollow-stem-auger (HSA) drill holes, and seven (7) cone penetration testing (CPT) soundings, coordinated with Domino Realty Management Co., and contacted Underground Service Alert (USA/Dig Alert) in order to provide advanced notification of the subsurface drill holes and CPT’s planned within the subject site. 3. Performed a field subsurface exploration program consisting of:  Advancing a total of eleven (11) HSA drill holes to a maximum depth of 71.5 feet below the existing ground surface (in order to classify the subsurface material and obtain representative samples for laboratory testing to be utilized during design).  Utilizing four of the eleven HSA drill holes to perform percolation testing.  Performing seven (7) CPT soundings to a maximum depth of 75 feet below the existing ground surface.  Logging of all field exploration work and obtaining bulk, drive, and SPT soil samples for geotechnical laboratory testing. 4. Performed laboratory testing on soil samples obtained from the HSA drill holes. Testing included moisture and density, Atterberg limits, particle size distribution, maximum density and optimum moisture content, direct shear testing, consolidation, R-value, and full chemical analysis. 5. Interpreted and evaluated the acquired field and laboratory data. Performed geotechnical engineering analysis to evaluate potential geological hazards and develop preliminary geotechnical conclusions and recommendations that are contained herein. Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 2 GMU Project 17-176-00 6. Prepared this geotechnical investigation report. LOCATION AND DESCRIPTION The site is currently occupied by the existing Terrace Apartments, and is bound by Lewis Street and existing asphalt-paved parking lot on the west, by an existing asphalt-paved parking lot on the north, by an existing asphalt-paved parking lot, City Boulevard West and The City Way East on the east, and asphalt-paved parking lot on the south. The general location of the project is shown on Plate 1 – Location Map. The site relatively flat and consist of existing three-story, above-grade apartment homes over one- level of subterranean parking. The site is also occupied by asphalt-concrete pavement, car ports, trees and planter areas. PROPOSED IMPROVEMENTS It is our understanding that the proposed project will consist of development of three (3) four-story buildings over two (2) story of subterranean parking structure and twenty eight (28) two-story at- grade three (3) story townhomes. Two of the four story structures are planned to be constructed adjacent to City Boulevard West and the third four-story building is planned to be constructed adjacent to Lewis Street. The townhomes are planned to be constructed along the north and south side of the property. In addition, it is our understanding the project will also include construction of new asphalt-concrete pavement and associated site work. The site layout and our field investigation locations are shown on Plate 2 – Geotechnical Map. SUBSURFACE EXPLORATION GMU conducted a subsurface exploration program to evaluate the soil conditions within the project limits. A total of eleven (11) exploratory drill holes and seven (7) CPT soundings were performed which consisted of the following:  Eleven (11) hollow-stem-auger exploratory drill holes to a maximum depth of 71.5 feet below the existing ground surface in order to determine site specific subsurface geologic and groundwater conditions and to obtain bulk and drive samples for geotechnical testing.  Seven (7) CPT soundings to a maximum depth of 75 feet below the existing ground surface. The drill holes were logged by our staff engineer and samples were collected and transported to our facility for observation and testing. The drill holes and CPT locations are shown on Plate 2 – Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 3 GMU Project 17-176-00 Drill Hole and Percolation Locations Map. Drill hole logs are contained in Appendix A and CPT reports are presented in Appendix A-1. LABORATORY TESTING Laboratory testing for the subject investigation was performed on samples collected during our field investigation and included the following tests:  In-place moisture and density  Maximum density and optimum moisture content  Particle size distribution  Atterberg limits  Consolidation tests  Direct shear tests  R-value  Corrosion series testing (sulfate content, chloride content, pH, and soil resistivity) The results of our laboratory testing are summarized on Table B-1 included in Appendix B – Geotechnical Laboratory Procedures and Test Results. GEOLOGIC FINDINGS REGIONAL GEOLOGIC SETTING The site is located within the Los Angeles Basin within the Peninsular Range Province. According to the geologic map of the Santa Ana (CGS, 2006), the project site is underlain by younger alluvial fan deposits (Qyf) that are typically comprised of sand, clay, silts and gravel. Geologic Formations Earth materials encountered during our subsurface investigation consist of approximately two to three feet of artificial fill (Qaf) overlaying the alluvial fan deposits (Qyf) extending to the total depth of exploration. In general, the artificial fill consists of damp to moist, loose to medium dense, silty sand material. The alluvial fan deposits (Qyf) consists of moist, loose to dense sands, and moist to very moist, firm to stiff, clay and silts material. GROUNDWATER Groundwater was not observed during our exploration to a maximum depth of 71.5 feet below the existing grade. The historical high depth to groundwater is reportedly 50 feet below the existing grade at the project site (CDMG 2001). Groundwater conditions may vary across the site due to Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 4 GMU Project 17-176-00 stratigraphic and hydrologic conditions, and may change over time as a consequence of seasonal and meteorological fluctuations, or activities by humans at this site and nearby sites. However, based on the above findings, groundwater is unlikely to impact the proposed development. GEOLOGIC HAZARDS FAULTING AND SEISMICITY The site is not located within an Alquist-Priolo Earthquake Fault Zone, and no known active faults are shown on the reviewed geologic maps crossing the site, however, the site is located in the seismically active region of Southern California. The nearest known active faults are the San Joaquin hills and the Puente Hills (Coyote Hills) systems, which are located approximately 6 miles from the site and capable of generating a maximum earthquake magnitude (Mw) of 6.9 and 7.1, respectively. Given the proximity of the site to these and numerous other active and potentially active faults, the site will likely be subject to earthquake ground motions in the future. A site PGAM of 0.53g was calculated for the site in conformance with the 2016 CBC. This PGAM is primarily dominated by earthquakes with a mean magnitude of 6.6 at a mean distance of 9 miles from the site using the USGS 2014 Interactive Deaggregation website. LIQUEFACTION AND SEISMIC SETTLEMENT Liquefaction Based on our review of the State of California Official Map of Seismic Hazard for the Anaheim Quadrangle, the site is not located within a zone of required investigation for liquefaction. In addition, based on the lack of shallow groundwater, relatively uniform soil stratum across the site, and our liquefaction analysis, it is our professional opinion that the liquefaction potential at the site is very low. Secondary Seismic Hazards Seismically induced dry sand settlement is the ground settlement due to densification of loose, dry, cohesionless soils during strong earthquake shaking. Based on our secondary seismic hazard analysis, it is our professional opinion that the potential for seismically induced dry-sand settlement is low to moderate. Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 5 GMU Project 17-176-00 Seismic Settlement Based on our seismic settlement analysis results and review of overall soil conditions, we recommend that an average total seismic settlement of less than ½ inch with differential settlement of less than ¼ inch over a 30 feet span be used for the structural design of the at-grade townhomes. LANDSLIDES Based on our review of available geologic maps, literature, topographic maps, aerial photographs, and our subsurface evaluation, no landslides or related features underlie or are adjacent to the subject site. Due to the relatively level nature of the site and surrounding areas, the potential for landslides to occur at the project site is considered negligible. TSUNAMI, SEICHE, AND FLOODING The site is not located on any State of California – County of Orange Tsunami Inundation Map for Emergency Planning. The potential for the site to be adversely impacted by earthquake-induced tsunamis is considered to be negligible because the site is located several miles inland from the Pacific Ocean coast at an elevation exceeding the maximum height of potential tsunami inundation. The potential for the site to be adversely impacted by earthquake-induced seiches is considered to be negligible due to the lack of any significant enclosed bodies of water located in the vicinity of the site. GEOTECHNICAL ENGINEERING FINDINGS SOIL EXPANSION Based on our evaluation and experience with similar material types, the sandy soils encountered near the ground surface at the site exhibit a very low expansion potential, however, the clay soils encountered at the basement level exhibit a low to medium expansion potential. SOIL CORROSION Based on laboratory test results for pH, soluble chlorides, sulfate, and minimum resistivity of the site soils obtained during our subsurface investigation, the on-site soils should be considered to have the following:  A moderate sulfate exposure to concrete per ACI 318-14, Table 19.3.2.1 Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 6 GMU Project 17-176-00  A low to high minimum resistivity indicating conditions that are severely corrosive to ferrous metals.  A chloride content of up to 2064 ppm (severely corrosive to ferrous metals). Metal structures which will be in direct contact with the soil (i.e., underground metal conduits, pipelines, metal sign posts, etc.) and/or in close proximity to the soil (wrought iron fencing, etc.) may be subject to corrosion. The use of special coatings or cathodic protection around buried metal structures has been shown to be beneficial in reducing corrosion potential. Corrosion of ferrous metal reinforcing elements in structural concrete should be reduced by increasing the thickness of concrete cover and the use of the recommended maximum water/cement ratio for concrete. The results of the laboratory chemical tests performed within the site are presented in Table B-1 in Appendix B. The laboratory testing program performed for this project does not address the potential for corrosion to copper piping. In this regard, a corrosion engineer should be consulted to perform more detailed testing and develop appropriate mitigation measures (if necessary). The above discussion is provided for general guidance in regards to the corrosiveness of the on-site soils to typical metal structures used for construction. Detailed corrosion testing and recommendations for protecting buried ferrous metal and/or copper elements are beyond our purview. If detailed recommendations are required, a corrosion engineer should be consulted to develop appropriate mitigation measures. PRELIMINARY PERCOLATION TESTING Four (4) preliminary percolation tests were performed in general conformance with the Santa Ana Regional Water Quality Control Board Technical Guidance Document (TGD), Appendices dated March 2011. The “Shallow Percolation” test procedure contained in Section VII.3.8 was utilized. The percolation borings were drilled to depths ranging from 5 to 11 feet below the existing grade using a hollow-stem-auger, truck-mounted drill rig. The calculated infiltration rates are presented in Table 1 below. We note that that the project civil engineer should apply a safety factor to the infiltration rates presented below in accordance with the TGD manual. Table 1: Calculated Infiltration Rates Drill Hole Depth Below Finish Grade (feet) Infiltration Rate (inch/hour) DH-8 5.20 4.34 DH-9 11.0 3.86 DH-10 10.7 20.00 DH-11 5.0 20.06 Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 7 GMU Project 17-176-00 The preliminary percolation test hole locations are shown on the attached Drill Hole and Percolation Locations Map, Plate 2. The results of the percolation testing are summarized in Appendix D of this report and site infiltration recommendations are presented later in this report. EXCAVATION CHARACTERISTICS Rippability The majority of the soil materials underlying the site can be excavated with scrapers and other conventional grading equipment. CONCLUSIONS Based on our geotechnical findings, the following is a summary of our conclusions: 1. The project area is not underlain by any known active faults. 2. Groundwater is not expected to be encountered and is not anticipated to have a significant impact on the proposed development. 3. The site is not subject to liquefaction, however, there is a potential for minor dry seismic settlement to be incorporated into the design. 4. Site soils within the at-grade foundation influence zone are anticipated to have a low expansion potential based on our recent laboratory test results and local experience, however, site clayey soils within the below-grade foundation influence zone are anticipated to have a low to medium expansion potential. Recommendations for the proposed developments are based on a “low to medium” expansive condition. 5. Corrosion testing indicates that the on-site soils have a moderate sulfate exposure and are severely corrosive to buried ferrous metals and reinforcing steel. Consequently, any metal exposed to the soil shall be protected. In addition, due to high levels of chlorides, steel reinforcement will require proper concrete cover. 6. Based on our percolation testing and calculated infiltration rates, the site soils in the upper 5 to 10 feet are deemed feasible for infiltration of water. Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 8 GMU Project 17-176-00 RECOMMENDATIONS GENERAL SITE PREPARATION AND GRADING General The following recommendations pertain to any required grading associated with the proposed improvements and corrective grading needed to support the proposed improvements. All site preparation and grading should be performed in accordance with the City of Orange grading code requirements and the recommendations presented in this report. Clearing and Grubbing All significant organic material such as weeds, brush, tree branches, or roots, or construction debris such as old irrigation lines, asphalt concrete, and other decomposable material should be removed from the area to be graded. No rock or broken concrete greater than 6 inches in diameter should be utilized in the fills. Corrective Grading Remedial grading will serve to create a firm and workable platform for construction of the proposed developments such as new 4-story apartment buildings, new townhomes, and pavements and flatwork. The fill material encountered during our subsurface investigation will require some remedial grading in order to densify any disturbed soil and undocumented artificial fill that may be encountered during the grading operation. It should be noted that the recommendations provided herein are based on our subsurface exploration and knowledge of the on-site geology. Actual removals may vary in configuration and volume based on observations of geologic materials and conditions encountered during grading. The bottom of all remedial grading removals should be observed by a GMU representative to verify the suitability of in-place soil prior to performing scarification and recompaction. Remedial grading recommendations are outlined below. Subterranean Structures Building Pads: In order to create a firm and stable platform on which to construct the new subterranean structures foundations, we recommend the following: o The subterranean structures building pads should be excavated to a depth of at least 3 feet below the bottom of the foundation. o The bottom of the over excavation should then be scarified to a depth of at least 6 inches, moisture conditioned to 2% above optimum moisture content and recompacted to at least 90% relative compaction as determined in accordance with ASTM D1557. Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 9 GMU Project 17-176-00 o Following the approval of the over-excavation bottom by a representative of GMU, the onsite material may be used as fill material to achieve the planned pad grade. o The fill material should then be placed in 6- to- 8-inch-thick lifts, moisture conditioned to 2% above optimum moisture content and compacted to achieve 90% relative compaction. Additionally, we anticipate to encounter unstable clay material at the pad elevation of the proposed subterranean parking structures. If unstable/saturated soils are encountered at the bottom of the excavation, the unstable soil may be mitigated by performing the following:  Upon reaching the bottom of the over-exavation, the relatively soft subgrade should be kept relatively undisturbed (with very limited heavy equipment driving over it).  A blanket of approximately 24 inches of Crushed Aggregate Base (CAB) should be placed over the relatively undisturbed bottom. The thickness of the CAB will depend on the amount of CAB to create a stable platform, however, it is not anticipated to exceed 24 inches.  The lower foot of CAB should be placed in a 6-to-8-inch-thick lift and compacted to 90 percent relative compaction.  The final 12 inches of CAB should also be placed in a 6-to-8-inch-thick lift and compacted to 95 percent relative compaction and the top of the 24 inches of CAB should be proof rolled under the observation of a representative of GMU.  If the 24 inches of CAB are deemed stable by GMU, the engineered fill to reach the final pad grade may consist of onsite sandy soils, placed in 6- to 8-inch-thick lifts, moisture conditioned to optimum moisture content, and compacted to 90 percent relative compaction.  A representative of GMU should observe the excavation bottom prior to utilizing this mitigation method. If the subterranean buildings foundation elements are supported by Geopier or equivalent ground improvement system, then the proposed buildings slab-on-grade should be supported on 24 inches of engineered fill. At-Grade Townhomes Foundations and Slabs: Grading recommendations for support of new townhomes foundations and slabs should consist of the following: o The townhomes pads should be excavated to a depth of at least 2 feet below the bottom of the footing or 4 feet from existing grade, whichever is greater. The lateral extent of the overexcavation should be at least 4 feet beyond the edge of the future footings, where space is available. o The bottom of the over-excavation should then be scarified to a depth of at least 6 inches, moisture conditioned to 2% above optimum moisture content, and recompacted to at least 90% relative compaction. o Following the approval of the over-excavation bottom by a representative of GMU, the onsite material may be used as fill material to achieve the planned slab subgrade elevation. Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 10 GMU Project 17-176-00 o The fill material should then be placed in 6- to- 8-inch-thick lifts, moisture conditioned to 2% above optimum moisture content and compacted to achieve 90% relative compaction. Flatwork/Pavement Areas: Grading recommendations for the support of the asphalt and concrete pavement and flatwork should consist of the following: o The pavement/flatwork section should be over-excavated to a depth of at least 1 foot below the bottom of the pavement structural/flatwork section (i.e., 1 foot below the bottom of the aggregate base). o The bottom of the over-excavation should then be scarified to a depth of at least 8 inches, moisture conditioned to least 2% above optimum moisture content, and recompacted to at least 90% relative compaction. o Following the approval of the over-excavation bottom by a representative of GMU, the onsite material may be used as fill material to achieve the planned subgrade elevation. o The fill material should then be placed in 6- to- 8-inch-thick lifts, moisture conditioned to at least 2% above optimum moisture content, and compacted to achieve 90% relative compaction. If the existing loose fill materials are found to be disturbed to depths greater than the proposed remedial grading, then the depth of over-excavation and re-compaction should be increased accordingly in local areas as recommended by a representative of GMU. Temporary Excavations Temporary excavations for demolitions, earthwork, footings, and utility trenches are expected. We anticipate that unsurcharged excavations with vertical side slopes less than 3 feet high will generally be stable, however, some sloughing of cohesionless sandy materials encountered near the existing grade at the site should be expected. Our recommendations for temporary excavations are as follows:  Temporary, unsurcharged excavation sides over 3 feet in height should be sloped no steeper than an inclination of 1.5H:1V (horizontal:vertical).  Where sloped excavations are created, the tops of the slopes should be barricaded so that vehicles and storage loads do no encroach within 10 feet of the tops of the excavated slopes. A greater setback may be necessary when considering heavy vehicles, such as concrete trucks and cranes. GMU should be advised of such heavy vehicle loadings so that specific setback requirements can be established.  If the temporary construction slopes are to be maintained during the rainy season, berms are recommended to be graded along the tops of the slopes in order to prevent runoff water from entering the excavation and eroding the slope faces. Our temporary excavation recommendations are provided only as minimum guidelines. All work associated with temporary excavations should meet the minimal requirements as set forth by CAL- Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 11 GMU Project 17-176-00 OSHA. Temporary slope construction, maintenance, and safety are the responsibility of the contractor. Temporary Shoring Temporary shoring is anticipated to be placed along the perimeter of the proposed basement parking garage. Based on the assumed finished floor elevation and anticipated foundation excavations and corrective grading, shored walls may be on the order of 35 to 40 feet high. Where shoring is required, restrained shoring will most likely be necessary to limit deflections and disruption to nearby improvements. It has been our experience that cantilever shoring might be feasible for temporary shoring to a height of only about 10 to 15 feet where allowable deflections are limited. The temporary shoring should be designed for additional surcharges due to adjacent loads such as from construction vehicles, street traffic, and adjacent buildings. To prevent excessive surcharging of the walls, we recommend that heavy loads such as construction equipment and stockpiles of materials be kept at least 15 feet from the top of the excavations. If this is not possible, the shoring must be designed to resist the additional anticipated lateral loads. Shoring systems should be designed with sufficient rigidity to prevent detrimental lateral displacements. For design of cantilevered shoring, a triangular distribution of lateral earth pressure may be used. It may be assumed that the drained soils, with a level surface behind the cantilevered shoring, will exert an active equivalent fluid pressure of 40 pcf. Tied-back or braced shoring should be designed to resist a trapezoidal distribution of lateral earth pressure as recommended in Table 2 below. Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 12 GMU Project 17-176-00 Table 2: Temporary Shoring System Design Parameter Design Parameter Design Value Minimum Lateral Wall Surcharge1 120 psf Earth Pressure2 From ground surface to (2/3)H1 (ft) Increase from 0 to 39H psf Earth Pressure3 Between (2/3)H1 and (1/3)H (ft) Uniform pressure of 39H psf Earth Pressure4 Below (2/3)(Hn+1) (ft) Reduce from 39H to 0 psf Passive Pressure5 350 psf to a maximum value of 3,500 psf Note: 1 For the upper 5 feet (minimum for incidental loading) 2 Where H1 is the distance from ground surface at top of wall to uppermost level of anchors. 3 Where H is the height of wall. 4 Where Hn+1 is the distance from the base of excavation to lowermost ground anchor. 5 May assume to act over 2 times the diameter of soldier piles, neglecting the upper 1.5D (D = diameter of pile). SOLDIER PILES: The frictional resistance between the soldier piles and retained earth material may be used to resist the vertical component of the anchor loads. The coefficient of friction may be taken as 0.35 based on uniform contact between the steel beam and lean mix concrete and retained soils. The portion of soldier piles below the plane of excavation may also be employed to resist the downward loads. The downward capacity may be determined using an average allowable unit skin friction of 300 psf per foot of embedment below the excavation bottom. This allowable unit skin friction incorporates a factor of safety of 2.0. TIEBACK ANCHORS: Frictional anchors consisting of high stress thread bars are recommended. For design purposes, the active wedge adjacent to the shoring may be defined by a plane 35 degree from vertical through the bottom plane of the excavation. Anchors should extend a minimum of 20 feet beyond the assumed active wedge. Drilled friction anchors may be designed for an allowable unit skin friction of 300 psf. Pressure grouted anchors may be designed using a skin friction of 1,600 psf. ANCHOR TESTING: All quality control and quality assurance tests should be performed based on the FHWA (1999) requirements. Two of the initial anchors should be tested to 200% of their design capacity for 24 hours. Ten anchors around the site should be tested to 200% of their capacity for a quick (½-hour) test. All anchors shall be proof tested to 150% of their design capacity. Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 13 GMU Project 17-176-00 LAGGING: Lagging should be designed for the full design pressure, but be limited to a maximum of 400 psf. GMU representative should observe the installation of lagging to insure uniform support of the excavated embankment. GENERAL CONSTRUCTION CONSIDERATIONS: Shoring construction shall meet as a minimum, the quality control and quality assurance and construction specifications provided in FHWA (1999) guidelines. In addition, the following should be considered:  For the movements of shoring to be reduced, the designer will have to provide for a uniform and timely mobilization of the soil pressures.  Tiebacks or interior bracing should be loaded to the design loads prior to excavation of the adjacent soil so that load induced strains in the retaining system will not result in the system moving toward the excavation.  A relatively stiff shoring system should be designed to limit deflections under loading. In general, we recommend designing a shoring system to deflect less than about ½-inch.  In addition, ground subsidence and deflections can be caused by other factors, such as voids created behind the shoring system by over-excavation, soil sloughing, erosion of sand or silt layers due to perched water, etc. All voids behind the shoring system should be filled with a 1 ½ sac sand-cement slurry as soon as the lagging is installed to minimize potential movement or settlement. PILE DRILLING CONSTRUCTION CONSIDERATION: The following recommendations should be considered during the drilling for the soldier piles:  Piles drilled adjacent to one another should be drilled alternatively on different days to minimize disturbance to the open excavations.  Drilling of the solider pile shafts can be accomplished using conventional drilling equipment.  Caving should be anticipated within the upper approximately 35 feet, where layers of loose to medium dense sand were encountered during our field exploration.  In the event of soil caving, it may be necessary to use casing and/or drilling mud to permit the installation of the soldier piles. The contractor should implement appropriate measures to stabilize the drilled holes.  Drilled holes for soldier piles should not be left open overnight.  Concrete for piles should be placed immediately after the drilling of the hole is complete.  The concrete should be pumped to the bottom of the drilled shaft using a tremie.  Once concrete pumping is initiated, the bottom of the tremie should remain below the surface of the concrete to prevent contamination of the concrete by soil inclusions.  If steel casing is used, the casing should be removed as the concrete is placed. ANCHOR INSTALLATION CONSTRUCTION CONSIDERATION: The following recommendations should be considered during the installation of the tie-back anchors: Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 14 GMU Project 17-176-00  Caving should be anticipated during the drilling of tiebacks. In the event of soil caving, it may be necessary to use casing to permit the tie-back installation. The contractor should implement appropriate measures to stabilize the drilled holes.  The anchors should be filled with concrete placed by pumping from the tip out. Pressure grouting is recommended. MONITORING: In conjunction with the shoring installation, as previously discussed, a monitoring program should be set up and carried out by the contractor to determine the effects of the construction on adjacent buildings and other improvements such as streets, sidewalks, utilities and parking areas. At minimum, we recommend the following:  Horizontal and vertical surveying of reference points on the shoring and on adjacent streets and buildings, in addition to an initial pre-construction photographic, video and/or survey of adjacent improvements.  All supported and/or sensitive utilities should be located and monitored by the contractor.  Reference points should be set up and read prior to the start of construction activities.  Points should also be set on the shoring as soon as initial installations are made.  Alternatively, inclinometers could be installed by the contractor at critical locations for a more detailed monitoring of shoring deflections.  Surveys should be made at least once a week, and more frequently during critical construction activities, or if significant deflections are noted. GMU can provide inclinometer materials and has the equipment and software to read and analyze the data quickly. STRUCTURE SEISMIC DESIGN No active or potentially active faults are known to cross the site, therefore, the potential for primary ground rupture due to faulting on-site is very low. However, the site will likely be subject to seismic shaking at some time in the future. Based on our field exploration and the site soil profile, the site should be designated as Site Class D based on the measured shear wave velocities at CPT-2 and CPT-4, resulting in Vs30 of 865 feet/sec and 855 feet/sec respectively. The seismic design coefficients based on ASCE 7-10 and 2016 CBC are listed in Table 3 below. Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 15 GMU Project 17-176-00 Table 3: 2016 CBC Site Categorization and Site Coefficients Categorization/Coefficient Design Value Site Class based on Soil Profile (ASCE 7, Table 20.3-1) D Short Period Spectral Acceleration Ss** 1.479 1-sec. Period Spectral Acceleration S1** 0.539 Site Coefficient Fa (Table 11.4-1)** 1.000 Site Coefficient Fv (Table 11.4-2)** 1.500 Short Period MCE* Spectral Acceleration SMS** 1.479 1-sec. Period MCE Spectral Acceleration SM1** 0.809 Short Period Design Spectral Acceleration SDS** 0.986 1-sec. Period Design Spectral Acceleration SD1** 0.539 MCE Peak Ground Acceleration (PGA) * 0.531 Site Coefficient FPGA (Table 11.8-1)** 1.000 MCE Peak Ground Acceleration (PGAM) * 0.531 Mean Contributing Magnitude to MCE Event 6.6 * MCE: Maximum Considered Earthquake ** Values Obtained from USGS Earthquake Hazards Program website are based on the ASCE7- 10 and 2016 CBC and site coordinates of N33.7861o and W117.8950o. It should be recognized that much of southern California is subject to some level of damaging ground shaking as a result of movement along the major active (and potentially active) fault zones that characterize this region. Design utilizing the 2016 CBC is not meant to completely protect against damage or loss of function. Therefore, the preceding parameters should be considered as minimum design criteria. FOUNDATION DESIGN AND CONSTRUCTION – AT-GRADE TOWNHOMES General The criteria contained in the following section may be used for the design and construction of the proposed townhomes. Foundation design parameters are presented below. General Foundation Design Parameters – At-Grade Townhomes o Bearing Material: Engineered Fill o Removal and Re-compaction Depth: 4 feet from existing grade or a minimum of 2 feet below the bottom of foundations, whichever is deeper o Minimum Footing Size:  Width: 24 inches  Depth: 24 inches embedment below lowest adjacent soil grade (depth) o Allowable Bearing Capacity: 2,500 psf for the minimum footing size given above.  May be increased by 500 psf for each additional foot of footing depth and Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 16 GMU Project 17-176-00 by 250 for each additional foot of footing width to a maximum of 3,500 psf  Above value may be increased by 1/3 for temporary loads such as wind or seismic o Settlement:  Static Settlement:  Total: 0.5 inches  Differential: 0.25 inches over a span of 30 feet  Seismic Settlement:  Total: 0.5 inches  Differential: 0.25 inches over a span of 30 feet o Lateral Foundation Resistance:  Allowable passive resistance: 240 psf/ft (disregard upper 6 inches, max 2,400 psf)  Allowable friction coefficient: 0.35  Above values may be combined without reduction and may be increased by 1/3 for temporary loads such as wind or seismic Slab Subsection and Slab Design Minimum Thickness: The minimum slab thickness shall be 5 inches. Minimum Slab Reinforcement: Minimum slab reinforcement shall not be less than No. 4 bars placed at 18 inches on center. Welded wire mesh is not recommended. Care should be taken to position the reinforcement bars in the center of the slab. Slab Subgrade  The upper 18 inches of the on-site soils and subgrade soil should be moisture conditioned to 2 percent above the optimum moisture content, and compacted to a minimum relative compaction of 90 percent in accordance with the latest version of ASTM D1557.  A 4-inch-thick section of compacted ¾-inch crushed rock shall be provided directly below the slab.  Place moisture vapor retarder per the Moisture Vapor Transmission section of this report.  Sand above the moisture retarder/barrier (i.e., directly below the slab) is not a geotechnical issue. This should be provided by the structural engineer of record based on the type of slab, potential for curling, etc. Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 17 GMU Project 17-176-00 FOUNDATION DESIGN AND CONSTRUCTION – SUBTERRANEAN LEVELS General The criteria contained in the following section may be used for the design and construction of the proposed apartment building subterranean foundation. We have developed recommendations for two types of foundation system, which includes, 1). A conventional spread/continuous footings system or 2). Mat foundation system. The two types of foundation systems were developed based on the following:  As discussed previously, based on the provided conceptual plans, it is our understanding that three (3) four-story apartment buildings will be supported on two-levels of subterranean parking structure.  The bottom proposed subterranean parking structures will be situated at a depth of approximately 25 to 30 feet below the existing grade.  Based on our field exploration, we have encountered a moist to very moist clay layer at depth of approximately 30 feet below the existing grade.  Our shallow spread/continuous footings foundation system recommendations incorporate a 3 feet corrective grading below bottom of footings. o We have assumed that the maximum column load (dead plus live) is 500 kips, which yielded a total settlement of 1 inch. o If the maximum column load is greater than 500 kips and if there is a need for an increase in bearing capacity while limiting the associated settlement, we recommend that the proposed below-grade structures be supported by either a mat foundation system or shallow conventional spread/continuous foundation system with ground improvement such as Geopiers or equivalent systems. A ground improvement such as Geopiers or equivalent may be beneficial to eliminate the overexcavation below the foundations and reduce the shoring height. General Geopier recommendations are presented below. General Foundation Design Parameters – Conventional Spread/Continuous Footings Shallow spread/continuous footings foundation system recommendations provided in this section are based on corrective grading performed below the bottom of footings as discussed previously in the Corrective Grading section. The design parameters are presented below may be used for foundation structural design. o Bearing Material: Engineered Fill o Removal and Re-compaction Depth: 3 feet below bottom of footings o Minimum Footing Size:  Width: 24 inches  Depth: 24 inches embedment below lowest adjacent soil grade (depth) Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 18 GMU Project 17-176-00 o Allowable Bearing Capacity: 3,500 psf for the minimum footing size given above.  May be increased by 300 psf for each additional foot of footing depth and by 150 psf for each additional foot of footing width to a maximum of 4,500 psf  Above value may be increased by 1/3 for temporary loads such as wind or seismic o Settlement:  Static Settlement:  Total: 1.0 inch  Differential: 0.5 inches over a span of 40 feet o Lateral Foundation Resistance:  Allowable passive resistance: 200 psf/ft (disregard upper 6 inches, max 2,000 psf)  Allowable friction coefficient: 0.30  Above values may be combined without reduction and may be increased by 1/3 for temporary loads such as wind or seismic Slab-on-Grade Subsection and Slab Design Minimum Thickness: The minimum slab thickness shall be 6 inches. Minimum Slab Reinforcement: Minimum slab reinforcement shall not be less than No. 4 bars placed at 18 inches on center. Welded wire mesh is not recommended. Care should be taken to position the reinforcement bars in the center of the slab. Slab Subgrade  The upper 18 inches of the on-site soils and subgrade soil should be moisture conditioned to 2 percent above the optimum moisture content, and compacted to a minimum relative compaction of 90 percent in accordance with the latest version of ASTM D1557.  A 4-inch-thick section of compacted ¾-inch crushed rock shall be provided directly below the slab.  A moisture vapor retarder for below-grade parking garage should be placed per the recommendations provided in the Moisture Vapor Transmission section of this report.  Sand above the moisture retarder/barrier (i.e., directly below the slab) is not a geotechnical issue. This should be provided by the structural engineer Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 19 GMU Project 17-176-00 General Foundation Design Parameters – Mat Foundation The following recommendations are based on corrective grading performed below the mat as discussed previously in the Corrective Grading section. The design parameters presented below may be used for foundation structural design. o Bearing Material: Engineered Fill o Removal and Re-compaction Depth: 3 feet below bottom of footings o Minimum Mat Foundation:  Based on our correspondence with the project architect, it is our understanding that the structural engineer has estimated that the proposed mat will impose a pressure of 1,000 psf.  Minimum thickness: 24 inches o Allowable Bearing Capacity:  Based on the assumptions made above, the mat foundation pressure of 1,000 psf can be also be taken as the allowable bearing capacity. However, for localized loading conditions, a maximum allowable bearing pressure of 3,500 psf may be used.  Above value may be increased by 1/3 for temporary loads such as wind or seismic o Settlement:  For the purpose of preparing this preliminary settlement estimate, we have assumed a uniform bearing pressure of 1,000 psf under the mat slab.  Static Settlement:  Total: 1.0 inch  Differential: 0.5 inches over a span of 40 feet o Modulus of Subgrade Reaction (k):  100 pci (static0 The mat slab should be designed by the project structural engineer. Geopiers or Equivalent Gravel Piers Based on the site conditions, it is our opinion that Geopiers or equivalent supported shallow spread/continuous foundation systems may be used for support of the proposed apartment buildings. The allowable bearing capacity provided by the Geopier system is typically up to 6,000 psf, which result in smaller size of shallow foundations based on our assumed structural loads. We recommend that once a generalized foundation plan is developed, we review the applicability of Geopier-supported foundations at this site. If suitable based on the structural loading conditions, Geopier-supported foundations could be a cost-effective solution for structure support, which should be designed by the specialty contractor. Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 20 GMU Project 17-176-00 BASEMENT WALLS General Basement retaining walls are anticipated for the two-level subterranean parking structure below the proposed apartment buildings. Foundation Recommendations It is anticipated that foundations for the basement walls will be integrated into the overall foundation design. Consequently, basement wall foundation may be sized based on recommendations from “Foundation Design Parameters”. Lateral Earth Pressure The following equivalent fluid pressures in pounds per cubic foot are presented with their applicable conditions: Restrained Wall: 60 pcf for level backfill Unrestrained Wall: 40 pcf for level backfill The values presented above assume that the supported grade is level and that surcharge loads are not applied. In addition, these pressures are calculated assuming that a drainage system will be installed behind the basement walls and that external hydrostatic pressure will not develop behind the walls. Where adequate drainage is not provided behind the walls, further evaluation should be conducted by a geotechnical engineer and the lateral earth pressure values will need to be adjusted accordingly. The unrestrained values are applicable only when the walls are designed and constructed as cantilevered walls allowing sufficient wall movement to mobilize “active” pressure conditions. This wall movement should not be less than .01 H (H = height of wall) for the unrestrained values to be applicable. Dynamic Lateral Load Given the general seismicity and the fact that the basement walls are greater than 6 feet, it is recommended that the walls also be designed for a seismic lateral load or increment. The total dynamic lateral load may be represented by an equivalent fluid pressure (EFP) of 18 pcf. The dynamic lateral load may be considered to be a triangle with the maximum pressure at the bottom. Drainage For basement walls that do not receive backfill and are not designed to withstand hydrostatic pressure, a drainage system behind the walls consisting of Miradrain 6000 or equivalent should be Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 21 GMU Project 17-176-00 installed. The drainage system should be connected to a collector, consist of a continuous foundation drain around the entire perimeter of the parking structure below-grade retaining wall. The drain should be placed well below the lower level floor slab-on-grade The collector system should drain to sump pits. The sump pits should contain a sump pump that automatically pumps the water to the appropriate site drainage system. Given the size of the parking structure, it is likely that several sump pits may be necessary. The drainage system should be designed by the project Civil Engineer. Waterproofing The back side of the retaining walls should be waterproofed prior to placing subdrains or backfill. Waterproofing is outside our geotechnical purview and should be designed by a waterproofing consultant. STRUCTURAL CONCRETE Laboratory tests indicate that the onsite soils classified as having a “moderate” sulfate exposure and “S1” sulfate exposure category per ACI 318-14, Table 19.3.1.1. On this, for structural features to be in direct contact with the site soils at depth, restrictions on the type of Portland cement, water to cement ratio, and the concrete compressive strength are provided below per ACI 318-14, Table 19.3.2.1.  Type II/V cement with a maximum water to cement ratio of 0.50, and a minimum compressive strength of 4,000 psi. Wet curing of the concrete per ACI Publication 308 is also recommended. The aforementioned recommendations in regards to concrete are made from a soils perspective only. Final concrete mix design is beyond our purview. All applicable codes, ordinances, regulations, and guidelines should be followed in regard to the designing a durable concrete with respect to the potential for sulfate exposure from the on-site soils and/or changes in the environment. FERROUS METAL CORROSION PROTECTION The results of the laboratory chemical tests performed on a sample of soil collected within the site indicate that the on-site soils are severely corrosive to ferrous metals. Consequently, metal structures which will be in direct contact with the soil (i.e., underground metal conduits, pipelines, metal sign posts, etc.) and/or in close proximity to the soil (wrought iron fencing, etc.) may be subject to corrosion. The use of special coatings or cathodic protection around buried metal structures has been shown to be beneficial in reducing corrosion potential. Additional provisions Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 22 GMU Project 17-176-00 will be required to address high chloride contents of the soil per the 2016 CBC to protect the concrete reinforcement. The laboratory testing program performed for this project does not address the potential for corrosion to copper piping. In this regard, a corrosion engineer should be consulted to perform more detailed testing and develop appropriate mitigation measures (if necessary). The above discussion is provided for general guidance in regards to the corrosiveness of the on-site soils to typical metal structures used for construction. Detailed corrosion testing and recommendations for protecting buried ferrous metal and/or copper elements are beyond our purview. If detailed testing is required, a corrosion engineer should be consulted to perform the testing and develop appropriate mitigation measures. MOISTURE VAPOR TRANSMISSION Moisture Vapor Retarder A vapor retarder, such as a 15-mil-thick moisture vapor retarder that meets the requirements of ASTM E1745 Class C (Stego Wrap or equivalent) should be placed directly over the prepared soil subgrade to provide protection against vapor transmission through concrete floor slabs that are anticipated to receive carpet, tile or other moisture sensitive coverings. The use of moisture vapor retarder should be determined by the project architect. At minimum, the vapor retarder should be installed as follows:  Per the manufacture’s specifications as well as with the applicable recognized installation procedures such as ASTM E1643;  Joints between the sheets and the openings for utility piping should be lapped and taped. If the barrier is not continuously placed across footings/ribs, the barrier should at minimum be lapped into the side of the footing/rib trenches down to the bottom of the trench; and,  Punctures in the vapor retarder should be repaired prior to concrete placement. It should be noted that the moisture retarder is intended only to reduce moisture vapor transmissions from the soil beneath the concrete and is consistent with the current standard of the industry in the building construction in Southern California. It is not intended to provide a “waterproof” or “vapor proof” barrier or reduce vapor transmission from sources above the retarder (i.e., concrete). The evaluation of water vapor from any source and its effect on any aspect of the proposed building space above the slab (i.e., floor covering applicability, mold growth, etc.) is beyond our purview and the scope of this report. Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 23 GMU Project 17-176-00 SURFACE DRAINAGE Surface drainage should be carefully controlled during and after grading to prevent ponding and uncontrolled runoff adjacent to the structures. Particular care will be required during grading to maintain slopes, swales, and other erosion control measures needed to direct runoff toward permanent surface drainage facilities. Positive drainage of at least 2% away from the perimeters of the structures and site pavements should be incorporated into the design. In addition, it is recommended that nuisance water be directed away from the perimeter of the structures by the use of area drains in adjacent landscape and flatwork areas and roof drains tied into the site storm drain system. UTILITY TRENCH BACKFILL CONSIDERATIONS General New utility line pipeline trenches should be backfilled with select bedding materials beneath and around the pipes (pipe zone) and compacted soil above the pipe bedding. Recommendations for the types of the materials to be used and the proper placement of these materials are provided in the following sections. Pipe Zone (Bedding and Shading) The pipe bedding and shading materials should extend from at least 6 inches below the pipes to at least 12 inches above the crown of the pipes. Pipe bedding and shading should consist of either clean sand with a sand equivalent (SE) of at least 30, or crushed rock. If crushed rock is used, it should consist of ¾-inch crushed rock that conforms to Table 200-1.2.1 (A) of the 2015 “Greenbook.” Pipe bedding and shading should also meet the minimum requirements of the City of Orange. If the requirements of the County or City are more stringent, they should take precedence over the geotechnical recommendations. Sufficient laboratory testing should be performed to verify the bedding and shading meets the minimum requirements of the Greenbook and City of Orange grading codes. Based on our subsurface exploration and knowledge of the onsite materials, the soils that will be excavated from the pipeline trenches will not meet the recommendations for pipe bedding and shading materials; therefore, imported materials will be required for pipe bedding and shading. Granular pipe bedding and shading material should be properly placed in thicknesses not exceeding 3 feet, and then sufficiently flooded or jetted in place. Crushed rock, if used, should be wrapped with filter fabric (Mirafi 160N, or equivalent; Mirafi 140N filter fabric is suitable if available) to prevent the migration of fines into the rock. Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 24 GMU Project 17-176-00 Trench Backfill All existing soil material within the limits of the site are considered suitable for use as trench backfill above the pipe bedding and shading zone if care is taken to remove all significant organic and other decomposable debris, moisture condition the soil materials as necessary, and separate and selectively place and/or stockpile any inert materials larger than 6 inches in maximum diameter. Imported soils are not anticipated for backfill since the on-site soils are suitable. However, if imported soils are used, the soils should consist of clean, granular materials with physical and chemical characteristics similar to or better than those described herein for on-site soils. Any imported soils to be used as backfill should be evaluated and approved by GMU prior to placement. Soils to be used as trench backfill should be moistened, dried, or blended as necessary to achieve a minimum of 2% over optimum moisture content (i.e., if the optimum moisture content is 14%, the compacted fill’s moisture content shall be at least 16%), placed in lifts which, prior to compaction, shall not exceed the thickness specified in section 306-12.3 of the 2015 “Greenbook” for various types of equipment, and mechanically compacted/densified to at least 90% relative compaction as determined by ASTM Test Method D 1557. Jetting is not permitted in this trench zone. No rock or broken concrete greater than 6 inches in maximum diameter should be utilized in the trench backfills. ASPHALT CONCRETE PAVEMENT THICKNESS RECOMMENDATIONS Based on the R-value test results, as well as testing completed in the vicinity, an R-value of 50 was used for the design. Table 4 below provides recommended minimum thicknesses for asphalt concrete (AC) and aggregate base sections for two traffic indices. Table 4: Recommended Minimum AC and Base Section Thicknesses Location R-Value Traffic Index Asphalt Concrete (in.) Aggregate Base* (in.) Driveways Parking Stalls 50 50 5.5 4.0 4.0 3.0 4.0 4.0 * assumed R-Value = 78 Asphalt concrete pavement construction should be in accordance with the following recommendations: Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 25 GMU Project 17-176-00  The planned pavement structural sections should consist of aggregate base materials (AB) and asphalt concrete materials (AC) of a type meeting the minimum Caltrans and City of Orange requirements.  The subgrade soils should be prepared in accordance with the Site Corrective Grading section of this report.  The AB and AC should be compacted to at least 95% relative compaction. CONCRETE PAVEMENT THICKNESS RECOMMENDATIONS It is anticipated that Portland Cement Concrete (PCC) pavement will be constructed as part of the drive way approaches. Table 5 below provides minimum PCC pavement section constructed over properly prepared subgrade and AB section. Table 5: Recommended Minimum PCC and Base Section Thicknesses Location R-Value Traffic Index PCC (in.) Aggregate Base* (in.) Driveways 50 6.0 6.0 4.0 * assumed R-Value = 78 Concrete pavement construction should be in accordance with the following recommendations:  The pavement structural sections should consist of aggregate base materials (AB) and Portland Cement Concrete (PCC).  The subgrade soils should be prepared in accordance with the Site Corrective Grading section of this report.  The AB should be compacted to at least 95% relative compaction. SITE INFILTRATION Based on our preliminary percolation test result as discussed previously in this report and as presented in Appendix D, all four test locations showed adequate infiltration rates within the upper 5 to 10 feet of the site soils to design for an infiltration BMP. Additional field infiltration testing should be performed at the actual planned BMP location for confirmation once the BMP type, location and depth are selected. At minimum, the proposed infiltration BMP must comply with the setback requirements shown on Table 6 below. Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 26 GMU Project 17-176-00 Table 6: BMP Setback Requirements Property lines and public right of way  A minimum of 5 feet setback. Any foundation  A minimum of 15 feet setback or within 1:1 plane drawn up from the bottom of foundation, whichever is greater. Water wells used for drinking water  A minimum of 100 feet setback. CONCRETE FLATWORK DESIGN We recommend that the subgrade for the subject concrete flatwork be moisture conditioned to 2% over optimum to a depth of 18 inches below finish grade and compacted to 90% relative compaction. A 2-inch-thick section of Class 2 aggregate base (AB) or crushed miscellaneous base (CMB) should then be placed on the compacted subgrade soils, brought to 2% above optimum moisture condition, and compacted to 95% relative compaction prior to placement of walkway and patio flatwork reinforcing steel and concrete. For flatwork concrete underlain by aggregate base, Type II/V cement with a maximum water/cement ratio of 0.50 and minimum compressive strength of 3,250 psi may be used. Table 7 below summarizes our flatwork recommendations: Table 7: Concrete Flatwork Recommendations Description Subgrade Preparation (1) Aggregate Base (Class 2 or CMB) (2) Minimum Concrete Thickness Reinforcement(3) Control Joint Spacing (4) (Maximum) Concrete(5) Concrete Paving (Patio, and flatwork/stair adjacent) 2% over optimum to 18 inches at 90% relative compaction 2-inch- thick section at 95% relative compaction 5 inches No. 3 bars @ 18”o.c.b.w. and dowel into building and curb using 9-inch Speed Dowels @ 18"o.c 10-foot x 10-foot using 9-inch speed dowels with No. 3 bars @ 18" o.c. Type II/V 3,250 psi min. (1) The moisture content and compaction of the subgrade must be verified by the geotechnical consultant prior to base placement. (2) For pedestrian usages only, S.E. 30 sand may be used instead of Aggregate Base. (3) Reinforcement to be placed in the middle of the recommended concrete section. (4) Control Joints: Suggested spacing of Pedestrian areas at 10’. (5) Final concrete mix design to be supplied by others. Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 27 GMU Project 17-176-00 PLAN REVIEW / GEOTECHNICAL TESTING DURING GRADING / FUTURE REPORT Plan Review GMU should review the final construction plans to confirm that they are consistent with our recommendations provided in this report. Geotechnical Testing Geotechnical observation and testing should be performed by GMU during the following stages of precise grading and construction:  During site clearing and grubbing.  During removal of any buried irrigation lines or other subsurface structures.  During all phases of grading including over-excavation, temporary excavations, removals, scarification, ground preparation, moisture conditioning, proof-rolling, and placement and compaction of all fill materials.  During the installation of temporary shoring.  During grading for the proposed townhomes.  During grading for the proposed apartment buildings.  During pavement and flatwork section placement and compaction.  Foundation slab construction.  When any unusual conditions are encountered. Future Report If required, a report summarizing our construction observation/testing services will be prepared at project completion. Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 28 GMU Project 17-176-00 LIMITATIONS All parties reviewing or utilizing this report should recognize that the findings, conclusions, and recommendations presented represent the results of our professional geological and geotechnical engineering efforts and judgements. Due to the inexact nature of the state of the art of these professions and the possible occurrence of undetected variables in subsurface conditions, we cannot guarantee that the conditions actually encountered during grading and foundation installation will be identical to those observed and sampled during our study or that there are no unknown subsurface conditions which could have an adverse effect on the use of the property. We have exercised a degree of care comparable to the standard of practice presently maintained by other professionals in the fields of geotechnical engineering and engineering geology, and believe that our findings present a reasonably representative description of geotechnical conditions and their probable influence on the grading and use of the property. Because our conclusions and recommendations are based on a limited amount of current and previous geotechnical exploration and analysis, all parties should recognize the need for possible revisions to our conclusions and recommendations during grading of the project. Additionally, our conclusions and recommendations are based on the assumption that our firm will act as the geotechnical engineer of record during grading of the project to observe the actual conditions exposed, to verify our design concepts and the grading contractor's general compliance with the project geotechnical specifications, and to provide revised conclusions and recommendations should subsurface conditions differ significantly from those used as the basis for our conclusions and recommendations presented in this report. Detailed corrosion testing and recommendations for protecting buried ferrous metal and/or copper elements are beyond our purview. This report has not been prepared for use by other parties or projects other than those named or described herein. This report may not contain sufficient information for other parties or other purposes. Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 30 GMU Project 17-176-00 REFERENCES SITE-SPECIFIC REFERENCES Van Tilburg, Banvard & Soderbergh, 2017, “The Terrace Apartmenst for Domino Realty,” dated February 2, 2017. TECHNICAL REFERENCES California Building Standards Commission and International Conference of Building Officials, 2016, 2016 California Building Code. California Department of Conservation, California Geological Survey, 2008, Guidelines for Evaluation and Mitigation of Seismic Hazards in California: Special Publication 117A, 98 pp. California Department of Conservation, Division of Mines and Geology, 2001, Seismic Hazard Zone Report for the Anaheim and Newport Beach 7.5-Minute Quadrangle, Orange County, California: Seismic Hazard Zone Report 003, 47 pp. plus 3 plates. California Department of Conservation, California Geological Survey, 1998, State of California Seismic Hazard Zones, Anaheim Quadrangle, Official Map, dated November 6, scale 1:24,000. California Geological Survey (CGS), 2009, Tsunami Inundation Map for Emergency Planning, State of California – County of Orange, Anaheim-Newport Beach Quadrangle, dated June 1. California Geological Survey (CGS), 2006, Preliminary Digital Geologic Map of the Santa Ana 30’x60’ Quadrangle, Southern California. Coduto, Donald P., 1994, Foundation Design: Principles and Practices: Prentice-Hall, Inc., Englewood Cliffs, New Jersey. Federal Highway Administration (FHWA), 1999, “Geotechnical Engineering Circular No. 4, Ground Anchor and Anchored Systems,” Publication No. FHWA-IF-99-015, June 1999. Standard Specifications for Public Works Construction, by Public Works Standards, Inc., 2015, The Greenbook 2015 Edition. U.S. Geological Survey, 2014, 2014 Interactive De-aggregations Program; web site address: https://earthquake.usgs.gov/hazards/interactive/. PROJECT SITE 200 City Blvd. West Orange, CA 9%*#2/#0#8' Date: Project No.: Plate Location Map 17-176-00 November 22, 2017 1 .#/2510#8'5.'9+556%+6;$.8& '#56 6*'%+6;&4 5176* %+6;$.8&9'56 )'16'%*0+%#..')'0& APPROXIMATE LOCATION OF HOLLOW STEM DRILL HOLE DH-11DH-10 DH-5DH-4 DH-7 DH-9 DH-8 DH-3 DH-2 DH-1 DH-6 CPT-1 CPT-2 CPT-7 CPT-4 CPT-3 CPT-5 CPT-6 Date: Project No.:17-176-00 NOVEMBER 22, 2017 DH-7 APPROXIMATE LOCATION OF CPT Plate No.:2 DRILL HOLE AND PERCOLATION LOCATIONS MAP APPENDIX A Geotechnical Exploration Procedures, Drill Hole Logs, and Cone Penetration Testing Data by GMU Geotechnical, Inc. Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 A-1 GMU Project 17-176-00 APPENDIX A GMU GEOTECHNICAL EXPLORATION PROCEDURES, DRILL HOLE LOGS, AND CONE PENETRATION TESTING DATA Our exploration at the subject site consisted of eleven (11) drilled holes to a maximum depth of 71.5 feet below the existing grade and seven (7) Cone Penetration Testing (CPT) soundings to a maximum depth of 75 feet below the existing grade. Our drilled holes were logged by a Staff Engineer, and drive, bulk, and Standard Penetration Test (SPT) samples of the excavated soils were collected. Blow counts recorded during sampling from the California Modified Sampler (Cal Mod) and SPT are shown on the drill hole logs. The logs of each drill hole are contained in this Appendix A, and the Legend to Logs is presented as Plates A-1 and A-2. The CPT data are presented in Appendix A-1. The approximate locations of the drill holes and CPT’s are shown on Plate 2 – Geotechnical Map. “Undisturbed” Cal Mod samples were taken using a 3.0-inch, thin walled, outside-diameter drive sampler which contains a 2.416-inch-diameter brass sample sleeve that is 6 inches in length. SPT samples were obtained using a 2.0-inch outside diameter split spoon sampler without liners. Bulk samples of the soil materials were also collected from the upper 5 feet of the site soils. The geologic and engineering field descriptions and classifications that appear on these logs are prepared according to Corps of Engineers and Bureau of Reclamation standards. Major soil classifications are prepared according to the Unified Soil Classification System as modified by ASTM Standard No. 2487. Since the descriptions and classifications that appear on the Log of Drill Hole are intended to be that which most accurately describe a given interval of a drill hole (frequently an interval of several feet), discrepancies do occur in the Unified Soil Classification System nomenclature between that interval and a particular sample in that interval. For example, an 8-foot-thick interval in a log may be identified as silty sand (SM) while one sample taken within the interval may have individually been identified as sandy silt (ML). This discrepancy is frequently allowed to remain to emphasize the occurrence of local textural variations in the interval. 1%3%5% 10%15% 20% SAMPLE SYMBOLS Undisturbed Sample (California Sample) Bulk Sample Unsuccessful Sampling Attempt SPT Sample 10: 10 Blows for 12-Inches Penetration 6/4: 6 Blows Per 4-Inches Penetration P: Push (13): Uncorrected Blow Counts ("N" Values) for 12-Inches Penetration- Standard Penetration Test (SPT) Undisturbed Sample (Shelby Tube) LEGEND TO LOGS ASTM Designation: D 2487 (Based on Unified Soil Classification System) P8-11/16/2012 Plate A-1 DS = Direct Shear HY = Hydrometer Test TC = Triaxial Compression Test UC = Unconfined Compression CN = Consolidation Test (T) = Time Rate EX = Expansion Test CP = Compaction Test PS = Particle Size Distribution EI = Expansion Index SE = Sand Equivalent Test AL = Atterberg Limits FC = Chemical Tests RV= Resistance Value SG = Specific Gravity SU = Sulfates CH = Chlorides MR = Minimum Resistivity pH (N) = Natural Undisturbed Sample (R) = Remolded Sample ADDITIONAL TESTS CS = Collapse Test/Swell-Settlement Well Graded Gravels and Gravel-Sand Mixtures, Little or No Fines. Poorly Graded Gravels and Gravel-Sand Mixtures Little or No Fines. Silty Gravels, Gravel-Sand-Silt Mixtures. Clayey Gravels, Gravel-Sand-Clay Mixtures. Well Graded Sands and Gravelly Sands, Little or No Fines. Poorly Graded Sands and Gravelly Sands, Little or No Fines. Silty Sands, Sand-Silt Mixtures. Clayey Sands, Sand-Clay Mixtures. Inorganic Silts, Very Fine Sands, Rock Flour, Silty or Clayey Fine Sands or Clayey Silts With Slight Plasticity. Inorganic Clays of Low To Medium Plasticity, Gravelly Clays, Sandy Clays, Silty Clays, Lean Clays. 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 Silts. Peat and Other Highly Organic Soils. Clean Gravels Gravels With Fines GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT Clean Sands Sands With Fines FINE-GRAINED SOILS 50% or More Passe The No.200 Sieve Based on The Material Passing The 3-Inch (75mm) Sieve. Reference: ASTM Standard D2487 COARSE-GRAINED SOILS More Than 50% Retained On No.200 Sieve Based on The Material Passing The 3-Inch (75mm) Sieve. Reference: ASTM Standard D2487 HIGHLY ORGANIC SOILS SANDS More Than 50% of Coarse Fraction Passes No.4 Sieve GRAVELS 50% or More of Coarse Fraction Retained on No.4 Sieve SILTS AND CLAYS Liquid Limit 50% or Greater SILTS AND CLAYS Liquid Limit Less Than 50% MAJOR DIVISIONS TYPICAL NAMES SymbolGroup LetterThe descriptive terminology of the logs is modified from current ASTM Standards to suit the purposes of this study GEOLOGIC NOMENCLATURE B = Bedding C = Contact J = Joint S = ShearF = Fracture Flt = Fault = Groundwater RS = Rupture Surface = Seepage LEGEND TO LOGS P8-11/16/2012 Plate A-2 MOISTURE CONTENT Dry- Very little or no moisture Damp- Some moisture but less than optimum Moist- Near optimum Very Moist- Above optimum Wet/Saturated- Contains free moisture SOIL DENSITY/CONSISTENCY Consistency Field Test SPT (#blows/foot) Mod (#blows/foot) Very Soft Easily penetrated by thumb, exudes between fingers Soft Easily penetrated one inch by thumb, molded by fingers Firm Penetrated over 1/2 inch by thumb with moderate effort Stiff Penetrated about 1/2 inch by thumb with great effort Very Stiff Readily indented by thumbnail Hard Indented with difficulty by thumbnail FINE GRAINED Density Field Test SPT (#blows/foot) Mod (#blows/foot) Very Loose Easily penetrated with 0.5" rod pushed by hand Loose Easily penetrated with 0.5" rod pushed by hand Medium Dense Easily penetrated 1' with 0.5" rod driven by 5lb hammer Dense Dificult to penetrat 1' with 0.5" rod driven by 5lb hammer Very Dense Penetrated few inches with 0.5" rod driven by 5lb hammer COARSE GRAINED <2 2-4 4-8 8-15 15-30 >30 <3 3-6 6-12 12-25 25-50 >50 <4 4-10 10-30 31-50 >50 <5 5-12 12-35 35-60 >60 BEDROCK HARDNESS Density Field Test SPT (#blows/foot) Soft Can be crushed by hand, soil like and structureless Moderately Hard Can be grooved with fingernails, crumbles with hammer Hard Can't break by hand, can be grooved with knife Very Hard Scratches with knife, chips with hammer blows 1-30 30-50 50-100 >100 Sieve Size Grain Size Approximate Size >12" >12" Larger than a basketball 3-12" 3-12" Fist-sized to basketball-sized Coarse 3/4-3" 3/4-3" Thumb-sized to fist-sized Fine #4-3/4" 0.19-0.75" Pea-sized to thumb-sized Coarse #10-#4 0.079-0.19" Rock-salt-sized to pea-sized Medium #40-#10 0.017-0.079" Sugar-sized to rock salt-sized Fine #200-#40 0.0029-0.017" Flour-sized to sugar-sized Fines passing #200 <0.0029" Flour-sized and smaller Description Boulders Cobbles Gravel Sand GRAIN SIZE MODIFIERS Trace Few Some Numerous Abundant 1% 1-5% 5-12% 12-20% >20% 3 1 95 ALLUVIAL FAN DEPOSITS (Qyf) 3 4 6 6 6 7 8 9 13 Asphalt Concrete (approximate 3.5 inches), Paving fabric @ 1" Below AC Surface SILTY SAND (SM); brown, moist, loose, fine- to- medium coarse-grained sand POORLY GRADED SAND (SP); white, light brown to light gray-brown, dry, loose, fine- to- coarse-grained sand SILTY SAND (SM); light brown, dry, medium dense, fine-grained sand POORLY GRADED SAND (SP); light tan brown, damp, medium dense to dense, fine- to- coarse-grained sand 9/29/2017 ENGINEERING CLASSIFICATION AND DESCRIPTION MOISTURECONTENT, %GEOLOGICAL CLASSIFICATION AND DESCRIPTION Marl M12 132.0 MTFLogged By Checked By Drill Hole Backfill SAMPLEDRIVINGWEIGHT, lbsDRY UNITWEIGHT, pcfTotal Depth of Drill HoleHollow Stem Auger Approx. Surface Elevation, ft MSL California Modified, SPT, & Bulk ELEVATION, feetDEPTH, feet71.5 feet 8" Date(s) Drilled Driving Method and Drop Gregg Drilling Remarks SAMPLE DATA ADDITIONALTESTSORIENTATION DATA GRAPHIC LOGTEST DATA Sampling Method(s) Drilling Contractor Not Encountered [0.0] Auto Hammer Native NS Drilling Method Diameter(s) of Hole, inches Groundwater Depth [Elevation], feet Drill Rig Type NUMBEROF BLOWS / 6"130 125 120 115 Project Location: 200 City Boulevard West Drill Hole DH- 1 Sheet 1 of 4Project Number: 17-176-00 5 10 15 Project: Terrace Apartments Expansion Log of Drill Hole DH- 1 DH_REV3 17-176-00.GPJ GMULAB.GPJ 11/20/17 1 24 97 3 7 9 11 17 23 3 5 4 4 6 9 5 7 11 medium dense, no recovery dense SANDY SILTY CLAY (CL-ML); gray-brown, very moist, firm, fine-grained sand becomes gray and dry SILTY CLAY (CL); gray-brown, moist, stiff SILTY SAND (SM); brown, dry to slightly moist, medium dense, fine-grained sand ADDITIONALTESTSDRY UNITWEIGHT, pcfELEVATION, feetSAMPLEENGINEERING CLASSIFICATION AND DESCRIPTION ORIENTATION DATA GEOLOGICAL CLASSIFICATION AND DESCRIPTION GRAPHIC LOGDEPTH, feetTEST DATASAMPLE DATA MOISTURECONTENT, %DRIVINGWEIGHT, lbsNUMBEROF BLOWS / 6"110 105 100 95 90 Project Location: 200 City Boulevard West Drill Hole DH- 1 Sheet 2 of 4Project Number: 17-176-00 25 30 35 40 Project: Terrace Apartments Expansion Log of Drill Hole DH- 1 DH_REV3 17-176-00.GPJ GMULAB.GPJ 11/20/17 17 11 4 98 109 103 8 13 19 2 5 10 4 8 15 10 15 19 16 16 33 SANDY SILT (ML); light gray-brown, very moist, very stiff SANDY CLAY (CL); brown, very moist, stiff to very stiff firm to stiff POORLY GRADED SAND WITH SILT (SP-SM); light gray-brown, dry to damp, dense, fine- to- coarse-grained sand SANDY SILT (ML); brown, very moist, stiff, fine-grained sand.ADDITIONALTESTSDRY UNITWEIGHT, pcfELEVATION, feetSAMPLEENGINEERING CLASSIFICATION AND DESCRIPTION ORIENTATION DATA GEOLOGICAL CLASSIFICATION AND DESCRIPTION GRAPHIC LOGDEPTH, feetTEST DATASAMPLE DATA MOISTURECONTENT, %DRIVINGWEIGHT, lbsNUMBEROF BLOWS / 6"85 80 75 70 65 Project Location: 200 City Boulevard West Drill Hole DH- 1 Sheet 3 of 4Project Number: 17-176-00 50 55 60 65 Project: Terrace Apartments Expansion Log of Drill Hole DH- 1 DH_REV3 17-176-00.GPJ GMULAB.GPJ 11/20/17 3 5 6 Total Depth = 71.5 feet Groundwater not encountered ADDITIONALTESTSDRY UNITWEIGHT, pcfELEVATION, feetSAMPLEENGINEERING CLASSIFICATION AND DESCRIPTION ORIENTATION DATA GEOLOGICAL CLASSIFICATION AND DESCRIPTION GRAPHIC LOGDEPTH, feetTEST DATASAMPLE DATA MOISTURECONTENT, %DRIVINGWEIGHT, lbsNUMBEROF BLOWS / 6"60 Project Location: 200 City Boulevard West Drill Hole DH- 1 Sheet 4 of 4Project Number: 17-176-00 Project: Terrace Apartments Expansion Log of Drill Hole DH- 1 DH_REV3 17-176-00.GPJ GMULAB.GPJ 11/20/17 4 3 103 ALLUVIAL FAN DEPOSITS (Qyf) 10 15 18 2 4 6 4 9 11 Asphalt Concrete (approximately 4 inches) SILTY SAND (SM); light gray-brown, damp, loose to medium dense, fine- to- coarse-grained sand POORLY GRADED SAND (SP); light brown, moist, medium dense, fine- to- coarse-grained sand POORLY GRADED SAND WITH SILT (SP-SM); light brown, slightly moist, fine- to- medium coarse-grained sand, loose to medium dense medium dense 9/28/2017 ENGINEERING CLASSIFICATION AND DESCRIPTION MOISTURECONTENT, %GEOLOGICAL CLASSIFICATION AND DESCRIPTION Marl M12 131.0 MTFLogged By Checked By Drill Hole Backfill SAMPLEDRIVINGWEIGHT, lbsDRY UNITWEIGHT, pcfTotal Depth of Drill HoleHollow Stem Auger Approx. Surface Elevation, ft MSL California Modified, SPT, & Bulk ELEVATION, feetDEPTH, feet26.5 feet 8" Date(s) Drilled Driving Method and Drop Gregg Drilling Remarks SAMPLE DATA ADDITIONALTESTSORIENTATION DATA GRAPHIC LOGTEST DATA Sampling Method(s) Drilling Contractor Not Encountered [0.0] Auto Hammer Native NS Drilling Method Diameter(s) of Hole, inches Groundwater Depth [Elevation], feet Drill Rig Type NUMBEROF BLOWS / 6"130 125 120 115 Project Location: 200 City Boulevard West Drill Hole DH- 2 Sheet 1 of 2Project Number: 17-176-00 5 10 15 Project: Terrace Apartments Expansion Log of Drill Hole DH- 2 DH_REV3 17-176-00.GPJ GMULAB.GPJ 11/20/17 11 103 6 9 12 8 8 13 zone of CLAYEY SILT (ML); light grayish brown, very moist, very stiff SILTY SAND (SM); light grayish brown, very moist, medium dense, fine-grained sand ADDITIONALTESTSDRY UNITWEIGHT, pcfELEVATION, feetSAMPLEENGINEERING CLASSIFICATION AND DESCRIPTION ORIENTATION DATA GEOLOGICAL CLASSIFICATION AND DESCRIPTION GRAPHIC LOGDEPTH, feetTEST DATASAMPLE DATA MOISTURECONTENT, %DRIVINGWEIGHT, lbsNUMBEROF BLOWS / 6"110 105 Project Location: 200 City Boulevard West Drill Hole DH- 2 Sheet 2 of 2Project Number: 17-176-00 25 Project: Terrace Apartments Expansion Log of Drill Hole DH- 2 DH_REV3 17-176-00.GPJ GMULAB.GPJ 11/20/17 0 6 126 98 ALLUVIAL FAN DEPOSITS (Qyf) 11 19 21 3 5 6 4 8 11 SILTY SAND (SM); brown, moist to very moist, medium dense, medium coarse-grained sand POORLY GRADED SAND (SP); light gray-brown, dry, dense, fine- to- coarse-grained sand POORLY GRADED SAND WITH SILT (SP-SM); light brown, moist, medium dense, fine- to- coarse-grained sand 9/28/2017 ENGINEERING CLASSIFICATION AND DESCRIPTION MOISTURECONTENT, %GEOLOGICAL CLASSIFICATION AND DESCRIPTION Marl M12 133.0 MTFLogged By Checked By Drill Hole Backfill SAMPLEDRIVINGWEIGHT, lbsDRY UNITWEIGHT, pcfTotal Depth of Drill HoleHollow Stem Auger Approx. Surface Elevation, ft MSL California Modified, SPT, & Bulk ELEVATION, feetDEPTH, feet51.5 feet 8" Date(s) Drilled Driving Method and Drop Gregg Drilling Remarks SAMPLE DATA ADDITIONALTESTSORIENTATION DATA GRAPHIC LOGTEST DATA Sampling Method(s) Drilling Contractor Not Encountered [0.0] Auto Hammer Native NS Drilling Method Diameter(s) of Hole, inches Groundwater Depth [Elevation], feet Drill Rig Type NUMBEROF BLOWS / 6"130 125 120 115 Project Location: 200 City Boulevard West Drill Hole DH- 3 Sheet 1 of 3Project Number: 17-176-00 5 10 15 Project: Terrace Apartments Expansion Log of Drill Hole DH- 3 DH_REV3 17-176-00.GPJ GMULAB.GPJ 11/20/17 2 19 104 4 5 4 8 12 8 4 6 9 2 4 6 5 7 8 becomes loose POORLY GRADED SAND (SP); light gray-brown, moist, medium dense, fine- to- coarse-grained sand SILTY SAND (SM); light brown, moist, medium dense, fine-grained sand SANDY CLAY (CL); brown, very moist, firm, fine-grained sand becomes stiff ADDITIONALTESTSDRY UNITWEIGHT, pcfELEVATION, feetSAMPLEENGINEERING CLASSIFICATION AND DESCRIPTION ORIENTATION DATA GEOLOGICAL CLASSIFICATION AND DESCRIPTION GRAPHIC LOGDEPTH, feetTEST DATASAMPLE DATA MOISTURECONTENT, %DRIVINGWEIGHT, lbsNUMBEROF BLOWS / 6"110 105 100 95 90 Project Location: 200 City Boulevard West Drill Hole DH- 3 Sheet 2 of 3Project Number: 17-176-00 25 30 35 40 Project: Terrace Apartments Expansion Log of Drill Hole DH- 3 DH_REV3 17-176-00.GPJ GMULAB.GPJ 11/20/17 12 985 9 15 3 3 5 SILTY SAND (SM); light gray-brown, damp to moist, medium dense, fine-grained sand SAND SILT (ML); brown, moist, firm, fine-grained sand ADDITIONALTESTSDRY UNITWEIGHT, pcfELEVATION, feetSAMPLEENGINEERING CLASSIFICATION AND DESCRIPTION ORIENTATION DATA GEOLOGICAL CLASSIFICATION AND DESCRIPTION GRAPHIC LOGDEPTH, feetTEST DATASAMPLE DATA MOISTURECONTENT, %DRIVINGWEIGHT, lbsNUMBEROF BLOWS / 6"85 Project Location: 200 City Boulevard West Drill Hole DH- 3 Sheet 3 of 3Project Number: 17-176-00 50 Project: Terrace Apartments Expansion Log of Drill Hole DH- 3 DH_REV3 17-176-00.GPJ GMULAB.GPJ 11/20/17 17 21 92 103 ARTIFICIAL FILL (Qaf) ALLUVIAL FAN DEPOSITS (Qyf) 2 4 5 1 3 3 3 4 10 Asphalt Concrete (approximately 4 inches) SILTY SAND (SM); light brown, damp, loose, fine to medium grained sand SANDY SILT (ML); light brown, moist to very moist, firm, fine grained sand SIILTY SAND (SM); light brown, damp, loose, fine to medium grained sand SANDY SILT (ML); light brown, moist to very moist, firm, fine grained sand SILTY SAND (SM); brown to light brown, very moist, loose to medium dense, fine to medium grained sand SANDY SILT (ML); light brown, very moist, stiff POORLY GRADED SAND WITH SILT (SP-SM); light gray-brown, dry, medium dense, fine- to- coarse-grained sand, with trace fine gravel 9/29/2017 ENGINEERING CLASSIFICATION AND DESCRIPTION MOISTURECONTENT, %GEOLOGICAL CLASSIFICATION AND DESCRIPTION Marl M12 131.0 MTFLogged By Checked By Drill Hole Backfill SAMPLEDRIVINGWEIGHT, lbsDRY UNITWEIGHT, pcfTotal Depth of Drill HoleHollow Stem Auger Approx. Surface Elevation, ft MSL California Modified, SPT, & Bulk ELEVATION, feetDEPTH, feet71.5 feet 8" Date(s) Drilled Driving Method and Drop Gregg Drilling Remarks SAMPLE DATA ADDITIONALTESTSORIENTATION DATA GRAPHIC LOGTEST DATA Sampling Method(s) Drilling Contractor Not Encountered [0.0] Auto Hammer Native NS Drilling Method Diameter(s) of Hole, inches Groundwater Depth [Elevation], feet Drill Rig Type NUMBEROF BLOWS / 6"130 125 120 115 Project Location: 200 City Boulevard West Drill Hole DH- 4 Sheet 1 of 4Project Number: 17-176-00 5 10 15 Project: Terrace Apartments Expansion Log of Drill Hole DH- 4 DH_REV3 17-176-00.GPJ GMULAB.GPJ 11/20/17 2 16 113 6 11 15 9 18 27 3 5 4 4 8 14 5 7 13 becomes dense SILTY SAND (SM); light brown, damp, loose, fine-grained sand, trace clay SANDY CLAY (CL); light grayish brown, very moist, stiff, fine-grained sand SANDY SILT (ML); light gray and white, damp to moist, very stiff, fine grained sand ADDITIONALTESTSDRY UNITWEIGHT, pcfELEVATION, feetSAMPLEENGINEERING CLASSIFICATION AND DESCRIPTION ORIENTATION DATA GEOLOGICAL CLASSIFICATION AND DESCRIPTION GRAPHIC LOGDEPTH, feetTEST DATASAMPLE DATA MOISTURECONTENT, %DRIVINGWEIGHT, lbsNUMBEROF BLOWS / 6"110 105 100 95 90 Project Location: 200 City Boulevard West Drill Hole DH- 4 Sheet 2 of 4Project Number: 17-176-00 25 30 35 40 Project: Terrace Apartments Expansion Log of Drill Hole DH- 4 DH_REV3 17-176-00.GPJ GMULAB.GPJ 11/20/17 5 23 21 93 101 89 8 14 17 9 9 10 4 7 10 6 7 8 9 13 15 SILTY SAND (SM); light grayish brown, damp, medium dense, fine grained sand becomes brown SANDY SILT (ML); light brown, very moist, stiff, some free water noticed in sampler, possible pearched water above POORLY GRADED SAND (SP); light brown, light gray, and gray, very moist, medium dense, fine grained sand ADDITIONALTESTSDRY UNITWEIGHT, pcfELEVATION, feetSAMPLEENGINEERING CLASSIFICATION AND DESCRIPTION ORIENTATION DATA GEOLOGICAL CLASSIFICATION AND DESCRIPTION GRAPHIC LOGDEPTH, feetTEST DATASAMPLE DATA MOISTURECONTENT, %DRIVINGWEIGHT, lbsNUMBEROF BLOWS / 6"85 80 75 70 65 Project Location: 200 City Boulevard West Drill Hole DH- 4 Sheet 3 of 4Project Number: 17-176-00 50 55 60 65 Project: Terrace Apartments Expansion Log of Drill Hole DH- 4 DH_REV3 17-176-00.GPJ GMULAB.GPJ 11/20/17 3 4 6 SANDY SILT (ML); brown, very moist to saturated, stiff ADDITIONALTESTSDRY UNITWEIGHT, pcfELEVATION, feetSAMPLEENGINEERING CLASSIFICATION AND DESCRIPTION ORIENTATION DATA GEOLOGICAL CLASSIFICATION AND DESCRIPTION GRAPHIC LOGDEPTH, feetTEST DATASAMPLE DATA MOISTURECONTENT, %DRIVINGWEIGHT, lbsNUMBEROF BLOWS / 6"60 Project Location: 200 City Boulevard West Drill Hole DH- 4 Sheet 4 of 4Project Number: 17-176-00 Project: Terrace Apartments Expansion Log of Drill Hole DH- 4 DH_REV3 17-176-00.GPJ GMULAB.GPJ 11/20/17 3 3 ARTIFICIAL FILL (Qaf) ALLUVIAL FAN DEPOSITS (Qyf) 1 2 2 3 5 7 5 7 9 3 5 9 Asphalt Concrete (approximately 4 inches) SILTY SAND (SM); light gray-brown, moist, very loose, medium grained sand POORLY GRADED SAND WITH SILT (SP-SM); light brown to gray brown, moist, very loose to medium dense becomes medium dense POORLY GRADED SAND (SP); light brown, moist, medium dense, fine- to- coarse-grained sand zones of CLAYEY SILT (ML) ~ 1" thick within sampler 9/28/2017 ENGINEERING CLASSIFICATION AND DESCRIPTION MOISTURECONTENT, %GEOLOGICAL CLASSIFICATION AND DESCRIPTION Marl M12 130.0 MTFLogged By Checked By Drill Hole Backfill SAMPLEDRIVINGWEIGHT, lbsDRY UNITWEIGHT, pcfTotal Depth of Drill HoleHollow Stem Auger Approx. Surface Elevation, ft MSL California Modified, SPT, & Bulk ELEVATION, feetDEPTH, feet26.5 feet 8" Date(s) Drilled Driving Method and Drop Gregg Drilling Remarks SAMPLE DATA ADDITIONALTESTSORIENTATION DATA GRAPHIC LOGTEST DATA Sampling Method(s) Drilling Contractor Not Encountered [0.0] Auto Hammer Native NS Drilling Method Diameter(s) of Hole, inches Groundwater Depth [Elevation], feet Drill Rig Type NUMBEROF BLOWS / 6"125 120 115 Project Location: 200 City Boulevard West Drill Hole DH- 5 Sheet 1 of 2Project Number: 17-176-00 5 10 15 Project: Terrace Apartments Expansion Log of Drill Hole DH- 5 DH_REV3 17-176-00.GPJ GMULAB.GPJ 11/20/17 13 9910 8 6 7 12 16 SANDY SILT (ML); grayish brown, very moist to saturated, stiff, fine grained sand, tip of sampler has some free water, possible pearched water from above POORLY GRADED SAAND (SP); white, light brown, and gray, damp to moist, medium dense, fine to coarse grained sand ADDITIONALTESTSDRY UNITWEIGHT, pcfELEVATION, feetSAMPLEENGINEERING CLASSIFICATION AND DESCRIPTION ORIENTATION DATA GEOLOGICAL CLASSIFICATION AND DESCRIPTION GRAPHIC LOGDEPTH, feetTEST DATASAMPLE DATA MOISTURECONTENT, %DRIVINGWEIGHT, lbsNUMBEROF BLOWS / 6"105 Project Location: 200 City Boulevard West Drill Hole DH- 5 Sheet 2 of 2Project Number: 17-176-00 25 Project: Terrace Apartments Expansion Log of Drill Hole DH- 5 DH_REV3 17-176-00.GPJ GMULAB.GPJ 11/20/17 11 1 93 ARTIFICIAL FILL (Qaf) ALLUVIAL FAN DEPOSITS (Qyf) 2 4 5 3 3 3 4 8 9 4 5 7 Asphalt Concrete (approximately 4 inches) SILTY SAND (SM); gray-brown, damp, loose, medium grained sand POORLY GRADED SAND WITH SILT (SP-SM); light gray-brown, moist, firm, fine-grained sand POORLY GRADED SAND (SP); light gray-brown, dry, medium dense, fine to coarse grained sand 9/28/2017 ENGINEERING CLASSIFICATION AND DESCRIPTION MOISTURECONTENT, %GEOLOGICAL CLASSIFICATION AND DESCRIPTION Marl M12 130.0 MTFLogged By Checked By Drill Hole Backfill SAMPLEDRIVINGWEIGHT, lbsDRY UNITWEIGHT, pcfTotal Depth of Drill HoleHollow Stem Auger Approx. Surface Elevation, ft MSL California Modified, SPT, & Bulk ELEVATION, feetDEPTH, feet26.5 feet 8" Date(s) Drilled Driving Method and Drop Gregg Drilling Remarks SAMPLE DATA ADDITIONALTESTSORIENTATION DATA GRAPHIC LOGTEST DATA Sampling Method(s) Drilling Contractor Not Encountered [0.0] Auto Hammer Native NS Drilling Method Diameter(s) of Hole, inches Groundwater Depth [Elevation], feet Drill Rig Type NUMBEROF BLOWS / 6"125 120 115 Project Location: 200 City Boulevard West Drill Hole DH- 6 Sheet 1 of 2Project Number: 17-176-00 5 10 15 Project: Terrace Apartments Expansion Log of Drill Hole DH- 6 DH_REV3 17-176-00.GPJ GMULAB.GPJ 11/20/17 212 14 15 2 3 5 SANDY SILT (ML); grayish brown, very moist, firm, fine-grained sand ADDITIONALTESTSDRY UNITWEIGHT, pcfELEVATION, feetSAMPLEENGINEERING CLASSIFICATION AND DESCRIPTION ORIENTATION DATA GEOLOGICAL CLASSIFICATION AND DESCRIPTION GRAPHIC LOGDEPTH, feetTEST DATASAMPLE DATA MOISTURECONTENT, %DRIVINGWEIGHT, lbsNUMBEROF BLOWS / 6"105 Project Location: 200 City Boulevard West Drill Hole DH- 6 Sheet 2 of 2Project Number: 17-176-00 25 Project: Terrace Apartments Expansion Log of Drill Hole DH- 6 DH_REV3 17-176-00.GPJ GMULAB.GPJ 11/20/17 3 1 103 ARTIFICIAL FILL (Qaf) ALLUVIAL FAN DEPOSITS (Qyf) 4 7 10 3 5 7 4 7 10 5 10 13 Asphalt Concrete (approximately 5 inches) SILTY SAND (SM); light gray-brown, damp, medium dense, fine- to- medium coarse-grained sand POORLY GRADED SAND WITH SILT (SP-SM); light brown, moist, medium dense, fine- to- coarse-grained sand POORLY GRADED SAND (SP); light gray-brown, damp, medium dense, fine- to- coarse-grained sand 9/29/2017 ENGINEERING CLASSIFICATION AND DESCRIPTION MOISTURECONTENT, %GEOLOGICAL CLASSIFICATION AND DESCRIPTION Marl M12 124.0 MTFLogged By Checked By Drill Hole Backfill SAMPLEDRIVINGWEIGHT, lbsDRY UNITWEIGHT, pcfTotal Depth of Drill HoleHollow Stem Auger Approx. Surface Elevation, ft MSL California Modified, SPT, & Bulk ELEVATION, feetDEPTH, feet26.5 feet 8" Date(s) Drilled Driving Method and Drop Gregg Drilling Remarks SAMPLE DATA ADDITIONALTESTSORIENTATION DATA GRAPHIC LOGTEST DATA Sampling Method(s) Drilling Contractor Not Encountered [0.0] Auto Hammer Native NS Drilling Method Diameter(s) of Hole, inches Groundwater Depth [Elevation], feet Drill Rig Type NUMBEROF BLOWS / 6"120 115 110 105 Project Location: 200 City Boulevard West Drill Hole DH- 7 Sheet 1 of 2Project Number: 17-176-00 5 10 15 Project: Terrace Apartments Expansion Log of Drill Hole DH- 7 DH_REV3 17-176-00.GPJ GMULAB.GPJ 11/20/17 2 10513 19 35 5 11 15 becomes dense SILTY SAND (SM); brown, moist, medium dense ADDITIONALTESTSDRY UNITWEIGHT, pcfELEVATION, feetSAMPLEENGINEERING CLASSIFICATION AND DESCRIPTION ORIENTATION DATA GEOLOGICAL CLASSIFICATION AND DESCRIPTION GRAPHIC LOGDEPTH, feetTEST DATASAMPLE DATA MOISTURECONTENT, %DRIVINGWEIGHT, lbsNUMBEROF BLOWS / 6"100 Project Location: 200 City Boulevard West Drill Hole DH- 7 Sheet 2 of 2Project Number: 17-176-00 25 Project: Terrace Apartments Expansion Log of Drill Hole DH- 7 DH_REV3 17-176-00.GPJ GMULAB.GPJ 11/20/17 ARTIFICIAL FILL (Qaf) ALLUVIAL FAN DEPOSITS (Qyf) SILTY SAND (SM); gray, moist to very moist, loose, fine- to- medium coarse-grained sand SILTY SAND (SM); light gray-brown, moist, medium dense, fine- to- coarse-grained sand 9/28/2017 ENGINEERING CLASSIFICATION AND DESCRIPTION MOISTURECONTENT, %GEOLOGICAL CLASSIFICATION AND DESCRIPTION Hand Augur 128.0 MTFLogged By Checked By Drill Hole Backfill SAMPLEDRIVINGWEIGHT, lbsDRY UNITWEIGHT, pcfTotal Depth of Drill HoleHollow Stem Auger Approx. Surface Elevation, ft MSL California Modified, SPT, & Bulk ELEVATION, feetDEPTH, feet5.0 feet 6" Date(s) Drilled Driving Method and Drop Gregg Drilling Remarks SAMPLE DATA ADDITIONALTESTSORIENTATION DATA GRAPHIC LOGTEST DATA Sampling Method(s) Drilling Contractor Not Encountered [0.0] Auto Hammer Native NS Drilling Method Diameter(s) of Hole, inches Groundwater Depth [Elevation], feet Drill Rig Type NUMBEROF BLOWS / 6"125 Project Location: 200 City Boulevard West Drill Hole DH- 8 Sheet 1 of 1Project Number: 17-176-00 5 Project: Terrace Apartments Expansion Log of Drill Hole DH- 8 DH_REV3 17-176-00.GPJ GMULAB.GPJ 11/20/17 9 94 ARTIFICIAL FILL (Qaf) ALLUVIAL FAN DEPOSITS (Qyf) 6 8 12 1 3 4 SILTY SAND (SM); gray brown, moist to very moist, loose, fine to medium grained sand SILTY SAND (SM); light gray brown, moist, loose to medium dense, fine to coarse grained sand SANDY SILT (ML); brown, moist to very moist, firm, fine-grained sand 9/28/2017 ENGINEERING CLASSIFICATION AND DESCRIPTION MOISTURECONTENT, %GEOLOGICAL CLASSIFICATION AND DESCRIPTION Marl M12 128.0 MTFLogged By Checked By Drill Hole Backfill SAMPLEDRIVINGWEIGHT, lbsDRY UNITWEIGHT, pcfTotal Depth of Drill HoleHollow Stem Auger Approx. Surface Elevation, ft MSL California Modified, SPT, & Bulk ELEVATION, feetDEPTH, feet11.0 feet 8" Date(s) Drilled Driving Method and Drop Gregg Drilling Remarks SAMPLE DATA ADDITIONALTESTSORIENTATION DATA GRAPHIC LOGTEST DATA Sampling Method(s) Drilling Contractor Not Encountered [0.0] Auto Hammer Native NS Drilling Method Diameter(s) of Hole, inches Groundwater Depth [Elevation], feet Drill Rig Type NUMBEROF BLOWS / 6"125 120 Project Location: 200 City Boulevard West Drill Hole DH- 9 Sheet 1 of 1Project Number: 17-176-00 5 10 Project: Terrace Apartments Expansion Log of Drill Hole DH- 9 DH_REV3 17-176-00.GPJ GMULAB.GPJ 11/20/17 3 96 ARTIFICIAL FILL (Qaf) ALLUVIAL FAN DEPOSITS (Qyf) 5 8 11 3 4 6 SILTY SAND (SM); light brown, moist, loose, medium grained sand POORLY GRADED SAND (SP); light gray brown, moist, medium dense, fine- to- coarse-grained sand 9/28/2017 ENGINEERING CLASSIFICATION AND DESCRIPTION MOISTURECONTENT, %GEOLOGICAL CLASSIFICATION AND DESCRIPTION Marl M12 131.0 MTFLogged By Checked By Drill Hole Backfill SAMPLEDRIVINGWEIGHT, lbsDRY UNITWEIGHT, pcfTotal Depth of Drill HoleHollow Stem Auger Approx. Surface Elevation, ft MSL California Modified, SPT, & Bulk ELEVATION, feetDEPTH, feet10.5 feet 8" Date(s) Drilled Driving Method and Drop Gregg Drilling Remarks SAMPLE DATA ADDITIONALTESTSORIENTATION DATA GRAPHIC LOGTEST DATA Sampling Method(s) Drilling Contractor Not Encountered [0.0] Auto Hammer Native NS Drilling Method Diameter(s) of Hole, inches Groundwater Depth [Elevation], feet Drill Rig Type NUMBEROF BLOWS / 6"130 125 Project Location: 200 City Boulevard West Drill Hole DH-10 Sheet 1 of 1Project Number: 17-176-00 5 10 Project: Terrace Apartments Expansion Log of Drill Hole DH-10 DH_REV3 17-176-00.GPJ GMULAB.GPJ 11/20/17 ARTIFICIAL FILL (Qaf) ALLUVIAL FAN DEPOSITS (Qyf) SILTY SAND (SM); light brown, moist, loose, medium grained sand POORLY GRADED SAND (SP); light gray brown, moist, medium dense, fine- to- coarse-grained sand 9/28/2017 ENGINEERING CLASSIFICATION AND DESCRIPTION MOISTURECONTENT, %GEOLOGICAL CLASSIFICATION AND DESCRIPTION Marl M12 131.0 MTFLogged By Checked By Drill Hole Backfill SAMPLEDRIVINGWEIGHT, lbsDRY UNITWEIGHT, pcfTotal Depth of Drill HoleHollow Stem Auger Approx. Surface Elevation, ft MSL California Modified, SPT, & Bulk ELEVATION, feetDEPTH, feet5.0 feet 6" Date(s) Drilled Driving Method and Drop Gregg Drilling Remarks SAMPLE DATA ADDITIONALTESTSORIENTATION DATA GRAPHIC LOGTEST DATA Sampling Method(s) Drilling Contractor Not Encountered [0.0] Auto Hammer Native NS Drilling Method Diameter(s) of Hole, inches Groundwater Depth [Elevation], feet Drill Rig Type NUMBEROF BLOWS / 6"130 Project Location: 200 City Boulevard West Drill Hole DH-11 Sheet 1 of 1Project Number: 17-176-00 5 Project: Terrace Apartments Expansion Log of Drill Hole DH-11 DH_REV3 17-176-00.GPJ GMULAB.GPJ 11/20/17 APPENDIX A-1 Cone Penetration Testing Data by GMU Geotechnical, Inc. Project: Terrace Apartments ExpansionGMU GEOTECHNICAL23241 Arroyo VistaRancho Santa Margarita, CA 92688www.gmugeo.comTotal depth: 61.68 ft, Date: 10/26/2017Surface Elevation: 0.00 ftOrange, CACoords: X:0.00, Y:0.00Cone Type: UknownCone Operator: UknownCPT: CPT-01Location:Cone resistance qtTip resistance (tsf)200Depth (ft)60585654525048464442403836343230282624222018161412108642Cone resistance qtPore pressure uPressure (psi)0-5-10Depth (ft)60585654525048464442403836343230282624222018161412108642Pore pressure uFriction ratioRf (%)1086420Depth (ft)60585654525048464442403836343230282624222018161412108642Friction ratioSBT IndexIc SBT4321Depth (ft)60585654525048464442403836343230282624222018161412108642SBT IndexSoil Behaviour TypeSBT (Robertson, 2010)181614121086420Depth (ft)60585654525048464442403836343230282624222018161412108642Soil Behaviour TypeSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClay & silty claySand & silty sandSand & silty sandSilty sand & sandy siltSand & silty sandClay & silty claySilty sand & sandy siltClay & silty clayClayClaySilty sand & sandy siltSilty sand & sandy siltClay & silty clayClaySilty sand & sandy siltVery dense/stiff soilSilty sand & sandy siltClay & silty claySilty sand & sandy siltSilty sand & sandy siltClayClay & silty clayVery dense/stiff soilClay & silty clayVery dense/stiff soilVery dense/stiff soilVery dense/stiff soilVery dense/stiff soilSBT legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty clay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to clayey sand9. Very stiff fine grainedCPeT-IT v.2.0.1.66 - CPTU data presentation & interpretation software - Report created on: 11/7/2017, 11:12:17 AM1Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Settlement\Terrace Apts C-PeTiT.cpt Project: Terrace Apartments ExpansionGMU GEOTECHNICAL23241 Arroyo VistaRancho Santa Margarita, CA 92688www.gmugeo.comTotal depth: 61.68 ft, Date: 10/26/2017Surface Elevation: 0.00 ftOrange, CACoords: X:0.00, Y:0.00Cone Type: UknownCone Operator: UknownCPT: CPT-01Location:Norm. cone resistanceQtn4003002001000Depth (ft)60585654525048464442403836343230282624222018161412108642Norm. cone resistanceNorm. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)60585654525048464442403836343230282624222018161412108642Norm. pore pressure ratioNorm. friction ratioFr (%)1086420Depth (ft)60585654525048464442403836343230282624222018161412108642Norm. friction ratioSBTn IndexIc4321Depth (ft)60585654525048464442403836343230282624222018161412108642SBTn IndexNorm. Soil Behaviour TypeSBTn (Robertson 1990)181614121086420Depth (ft)60585654525048464442403836343230282624222018161412108642Norm. Soil Behaviour TypeSand & silty sandSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSilty sand & sandy siltVery dense/stiff soilSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSilty sand & sandy siltClay & silty clayClayClay & silty clayClay & silty clayClay & silty clayClay & silty clayClay & silty claySilty sand & sandy siltClay & silty clayClaySilty sand & sandy siltClayOrganic soilClay & silty clayClay & silty clayClay & silty claySilty sand & sandy siltSand & silty sandSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty clay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to clayey sand9. Very stiff fine grainedCPeT-IT v.2.0.1.66 - CPTU data presentation & interpretation software - Report created on: 11/7/2017, 11:12:17 AM2Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Settlement\Terrace Apts C-PeTiT.cpt Project: Terrace Apartments ExpansionGMU GEOTECHNICAL23241 Arroyo VistaRancho Santa Margarita, CA 92688www.gmugeo.comTotal depth: 66.28 ft, Date: 10/26/2017Surface Elevation: 0.00 ftOrange, CACoords: X:0.00, Y:0.00Cone Type: UknownCone Operator: UknownCPT: CPT-02Location:Cone resistance qtTip resistance (tsf)4002000Depth (ft)66646260585654525048464442403836343230282624222018161412108642Cone resistance qtPore pressure uPressure (psi)0-5-10Depth (ft)66646260585654525048464442403836343230282624222018161412108642Pore pressure uFriction ratioRf (%)1086420Depth (ft)66646260585654525048464442403836343230282624222018161412108642Friction ratioSBT IndexIc SBT4321Depth (ft)66646260585654525048464442403836343230282624222018161412108642SBT IndexSoil Behaviour TypeSBT (Robertson, 2010)181614121086420Depth (ft)66646260585654525048464442403836343230282624222018161412108642Soil Behaviour TypeSand & silty sandSand & silty sandClay & silty clayVery dense/stiff soilSand & silty sandSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClay & silty claySilty sand & sandy siltClay & silty clayClayClay & silty clayClay & silty claySilty sand & sandy siltClay & silty claySilty sand & sandy siltVery dense/stiff soilSilty sand & sandy siltClay & silty claySilty sand & sandy siltClay & silty clayClayClayClaySilty sand & sandy siltSilty sand & sandy siltClay & silty claySand & silty sandSand & silty sandSand & silty sandSand & silty sandVery dense/stiff soilSBT legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty clay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to clayey sand9. Very stiff fine grainedCPeT-IT v.2.0.1.66 - CPTU data presentation & interpretation software - Report created on: 11/7/2017, 11:12:17 AM3Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Settlement\Terrace Apts C-PeTiT.cpt Project: Terrace Apartments ExpansionGMU GEOTECHNICAL23241 Arroyo VistaRancho Santa Margarita, CA 92688www.gmugeo.comTotal depth: 66.28 ft, Date: 10/26/2017Surface Elevation: 0.00 ftOrange, CACoords: X:0.00, Y:0.00Cone Type: UknownCone Operator: UknownCPT: CPT-02Location:Norm. cone resistanceQtn4003002001000Depth (ft)66646260585654525048464442403836343230282624222018161412108642Norm. cone resistanceNorm. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)66646260585654525048464442403836343230282624222018161412108642Norm. pore pressure ratioNorm. friction ratioFr (%)1086420Depth (ft)66646260585654525048464442403836343230282624222018161412108642Norm. friction ratioSBTn IndexIc4321Depth (ft)66646260585654525048464442403836343230282624222018161412108642SBTn IndexNorm. Soil Behaviour TypeSBTn (Robertson 1990)181614121086420Depth (ft)66646260585654525048464442403836343230282624222018161412108642Norm. Soil Behaviour TypeSand & silty sandVery dense/stiff soilVery dense/stiff soilSand & silty sandSand & silty sandSilty sand & sandy siltClay & silty claySand & silty sandSand & silty sandSilty sand & sandy siltSilty sand & sandy siltClay & silty clayClay & silty claySilty sand & sandy siltClay & silty clayClayClay & silty clayClayClay & silty clayClayClay & silty clayClayClay & silty clayClayClayClayClay & silty clayClayClaySilty sand & sandy siltSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty clay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to clayey sand9. Very stiff fine grainedCPeT-IT v.2.0.1.66 - CPTU data presentation & interpretation software - Report created on: 11/7/2017, 11:12:17 AM4Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Settlement\Terrace Apts C-PeTiT.cpt Project: Terrace Apartments ExpansionGMU GEOTECHNICAL23241 Arroyo VistaRancho Santa Margarita, CA 92688www.gmugeo.comTotal depth: 75.13 ft, Date: 10/26/2017Surface Elevation: 0.00 ftOrange, CACoords: X:0.00, Y:0.00Cone Type: UknownCone Operator: UknownCPT: CPT-03Location:Cone resistance qtTip resistance (tsf)4002000Depth (ft)75706560555045403530252015105Cone resistance qtPore pressure uPressure (psi)0-5-10Depth (ft)75706560555045403530252015105Pore pressure uFriction ratioRf (%)1086420Depth (ft)75706560555045403530252015105Friction ratioSBT IndexIc SBT4321Depth (ft)75706560555045403530252015105SBT IndexSoil Behaviour TypeSBT (Robertson, 2010)181614121086420Depth (ft)75706560555045403530252015105Soil Behaviour TypeSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltClay & silty claySilty sand & sandy siltSand & silty sandSand & silty sandSand & silty sandSilty sand & sandy siltClay & silty clayClayClay & silty claySand & silty sandVery dense/stiff soilSand & silty sandSilty sand & sandy siltSilty sand & sandy siltClay & silty claySilty sand & sandy siltClay & silty clayClayClayVery dense/stiff soilSilty sand & sandy siltClaySilty sand & sandy siltSilty sand & sandy siltClay & silty clayVery dense/stiff soilClay & silty clayClay & silty clayClay & silty clayVery dense/stiff soilSBT legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty clay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to clayey sand9. Very stiff fine grainedCPeT-IT v.2.0.1.66 - CPTU data presentation & interpretation software - Report created on: 11/7/2017, 11:12:17 AM5Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Settlement\Terrace Apts C-PeTiT.cpt Project: Terrace Apartments ExpansionGMU GEOTECHNICAL23241 Arroyo VistaRancho Santa Margarita, CA 92688www.gmugeo.comTotal depth: 75.13 ft, Date: 10/26/2017Surface Elevation: 0.00 ftOrange, CACoords: X:0.00, Y:0.00Cone Type: UknownCone Operator: UknownCPT: CPT-03Location:Norm. cone resistanceQtn4003002001000Depth (ft)75706560555045403530252015105Norm. cone resistanceNorm. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)75706560555045403530252015105Norm. pore pressure ratioNorm. friction ratioFr (%)1086420Depth (ft)75706560555045403530252015105Norm. friction ratioSBTn IndexIc4321Depth (ft)75706560555045403530252015105SBTn IndexNorm. Soil Behaviour TypeSBTn (Robertson 1990)181614121086420Depth (ft)75706560555045403530252015105Norm. Soil Behaviour TypeSand & silty sandSilty sand & sandy siltVery dense/stiff soilSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClayClay & silty claySilty sand & sandy siltSand & silty sandSand & silty sandClay & silty clayClay & silty clayClayClay & silty clayClay & silty clayClayClay & silty clayClayClayClay & silty clayClayClay & silty clayOrganic soilOrganic soilClayClay & silty claySBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty clay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to clayey sand9. Very stiff fine grainedCPeT-IT v.2.0.1.66 - CPTU data presentation & interpretation software - Report created on: 11/7/2017, 11:12:17 AM6Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Settlement\Terrace Apts C-PeTiT.cpt Project: Terrace Apartments ExpansionGMU GEOTECHNICAL23241 Arroyo VistaRancho Santa Margarita, CA 92688www.gmugeo.comTotal depth: 75.13 ft, Date: 10/26/2017Surface Elevation: 0.00 ftOrange, CACoords: X:0.00, Y:0.00Cone Type: UknownCone Operator: UknownCPT: CPT-04Location:Cone resistance qtTip resistance (tsf)3002001000Depth (ft)75706560555045403530252015105Cone resistance qtPore pressure uPressure (psi)0-5-10Depth (ft)75706560555045403530252015105Pore pressure uFriction ratioRf (%)1086420Depth (ft)75706560555045403530252015105Friction ratioSBT IndexIc SBT4321Depth (ft)75706560555045403530252015105SBT IndexSoil Behaviour TypeSBT (Robertson, 2010)181614121086420Depth (ft)75706560555045403530252015105Soil Behaviour TypeSand & silty sandSilty sand & sandy siltClay & silty clayClay & silty claySilty sand & sandy siltClaySilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClay & silty clayClay & silty claySilty sand & sandy siltClay & silty clayVery dense/stiff soilVery dense/stiff soilVery dense/stiff soilClay & silty clayClaySilty sand & sandy siltClayClay & silty clayClayClay & silty clayClay & silty claySilty sand & sandy siltClaySilty sand & sandy siltClay & silty clayClay & silty claySilty sand & sandy siltClayClay & silty claySand & silty sandSBT legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty clay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to clayey sand9. Very stiff fine grainedCPeT-IT v.2.0.1.66 - CPTU data presentation & interpretation software - Report created on: 11/7/2017, 11:12:18 AM7Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Settlement\Terrace Apts C-PeTiT.cpt Project: Terrace Apartments ExpansionGMU GEOTECHNICAL23241 Arroyo VistaRancho Santa Margarita, CA 92688www.gmugeo.comTotal depth: 75.13 ft, Date: 10/26/2017Surface Elevation: 0.00 ftOrange, CACoords: X:0.00, Y:0.00Cone Type: UknownCone Operator: UknownCPT: CPT-04Location:Norm. cone resistanceQtn4003002001000Depth (ft)75706560555045403530252015105Norm. cone resistanceNorm. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)75706560555045403530252015105Norm. pore pressure ratioNorm. friction ratioFr (%)1086420Depth (ft)75706560555045403530252015105Norm. friction ratioSBTn IndexIc4321Depth (ft)75706560555045403530252015105SBTn IndexNorm. Soil Behaviour TypeSBTn (Robertson 1990)181614121086420Depth (ft)75706560555045403530252015105Norm. Soil Behaviour TypeSand & silty sandSilty sand & sandy siltSilty sand & sandy siltClay & silty clayClay & silty claySilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClayOrganic soilClay & silty clayClay & silty claySilty sand & sandy siltClay & silty claySilty sand & sandy siltClayClay & silty clayClayClay & silty clayClayClay & silty clayClayClay & silty clayClay & silty clayClay & silty clayClayOrganic soilSilty sand & sandy siltSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty clay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to clayey sand9. Very stiff fine grainedCPeT-IT v.2.0.1.66 - CPTU data presentation & interpretation software - Report created on: 11/7/2017, 11:12:18 AM8Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Settlement\Terrace Apts C-PeTiT.cpt Project: Terrace Apartments ExpansionGMU GEOTECHNICAL23241 Arroyo VistaRancho Santa Margarita, CA 92688www.gmugeo.comTotal depth: 50.36 ft, Date: 10/26/2017Surface Elevation: 0.00 ftOrange, CACoords: X:0.00, Y:0.00Cone Type: UknownCone Operator: UknownCPT: CPT-05Location:Cone resistance qtTip resistance (tsf)3002001000Depth (ft)5048464442403836343230282624222018161412108642Cone resistance qtPore pressure uPressure (psi)0-5Depth (ft)5048464442403836343230282624222018161412108642Pore pressure uFriction ratioRf (%)1086420Depth (ft)5048464442403836343230282624222018161412108642Friction ratioSBT IndexIc SBT4321Depth (ft)5048464442403836343230282624222018161412108642SBT IndexSoil Behaviour TypeSBT (Robertson, 2010)181614121086420Depth (ft)5048464442403836343230282624222018161412108642Soil Behaviour TypeSand & silty sandClay & silty claySilty sand & sandy siltSilty sand & sandy siltClay & silty claySilty sand & sandy siltSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClay & silty clayClaySand & silty sandSilty sand & sandy siltClaySilty sand & sandy siltSilty sand & sandy siltClayClay & silty clayClay & silty claySilty sand & sandy siltVery dense/stiff soilVery dense/stiff soilClay & silty claySilty sand & sandy siltVery dense/stiff soilSand & silty sandClayClayClay & silty clayClay & silty claySBT legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty clay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to clayey sand9. Very stiff fine grainedCPeT-IT v.2.0.1.66 - CPTU data presentation & interpretation software - Report created on: 11/7/2017, 11:12:18 AM9Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Settlement\Terrace Apts C-PeTiT.cpt Project: Terrace Apartments ExpansionGMU GEOTECHNICAL23241 Arroyo VistaRancho Santa Margarita, CA 92688www.gmugeo.comTotal depth: 50.36 ft, Date: 10/26/2017Surface Elevation: 0.00 ftOrange, CACoords: X:0.00, Y:0.00Cone Type: UknownCone Operator: UknownCPT: CPT-05Location:Norm. cone resistanceQtn4003002001000Depth (ft)5048464442403836343230282624222018161412108642Norm. cone resistanceNorm. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)5048464442403836343230282624222018161412108642Norm. pore pressure ratioNorm. friction ratioFr (%)1086420Depth (ft)5048464442403836343230282624222018161412108642Norm. friction ratioSBTn IndexIc4321Depth (ft)5048464442403836343230282624222018161412108642SBTn IndexNorm. Soil Behaviour TypeSBTn (Robertson 1990)181614121086420Depth (ft)5048464442403836343230282624222018161412108642Norm. Soil Behaviour TypeVery dense/stiff soilVery dense/stiff soilSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClay & silty clayClaySand & silty sandSilty sand & sandy siltClay & silty clayClay & silty claySand & silty sandClay & silty clayClayClay & silty claySilty sand & sandy siltSilty sand & sandy siltClay & silty claySilty sand & sandy siltSilty sand & sandy siltClay & silty clayClaySBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty clay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to clayey sand9. Very stiff fine grainedCPeT-IT v.2.0.1.66 - CPTU data presentation & interpretation software - Report created on: 11/7/2017, 11:12:18 AM10Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Settlement\Terrace Apts C-PeTiT.cpt Project: Terrace Apartments ExpansionGMU GEOTECHNICAL23241 Arroyo VistaRancho Santa Margarita, CA 92688www.gmugeo.comTotal depth: 50.20 ft, Date: 10/26/2017Surface Elevation: 0.00 ftOrange, CACoords: X:0.00, Y:0.00Cone Type: UknownCone Operator: UknownCPT: CPT-06Location:Cone resistance qtTip resistance (tsf)2000Depth (ft)5048464442403836343230282624222018161412108642Cone resistance qtPore pressure uPressure (psi)0-5-10Depth (ft)5048464442403836343230282624222018161412108642Pore pressure uFriction ratioRf (%)1086420Depth (ft)5048464442403836343230282624222018161412108642Friction ratioSBT IndexIc SBT4321Depth (ft)5048464442403836343230282624222018161412108642SBT IndexSoil Behaviour TypeSBT (Robertson, 2010)181614121086420Depth (ft)5048464442403836343230282624222018161412108642Soil Behaviour TypeOrganic soilClay & silty clayClayClay & silty claySilty sand & sandy siltSand & silty sandSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltSand & silty sandVery dense/stiff soilSand & silty sandSilty sand & sandy siltClayClay & silty clayClay & silty clayClayClay & silty clayClay & silty claySilty sand & sandy siltSand & silty sandVery dense/stiff soilSand & silty sandSand & silty sandClaySilty sand & sandy siltClay & silty claySBT legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty clay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to clayey sand9. Very stiff fine grainedCPeT-IT v.2.0.1.66 - CPTU data presentation & interpretation software - Report created on: 11/7/2017, 11:12:18 AM11Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Settlement\Terrace Apts C-PeTiT.cpt Project: Terrace Apartments ExpansionGMU GEOTECHNICAL23241 Arroyo VistaRancho Santa Margarita, CA 92688www.gmugeo.comTotal depth: 50.20 ft, Date: 10/26/2017Surface Elevation: 0.00 ftOrange, CACoords: X:0.00, Y:0.00Cone Type: UknownCone Operator: UknownCPT: CPT-06Location:Norm. cone resistanceQtn4003002001000Depth (ft)5048464442403836343230282624222018161412108642Norm. cone resistanceNorm. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)5048464442403836343230282624222018161412108642Norm. pore pressure ratioNorm. friction ratioFr (%)1086420Depth (ft)5048464442403836343230282624222018161412108642Norm. friction ratioSBTn IndexIc4321Depth (ft)5048464442403836343230282624222018161412108642SBTn IndexNorm. Soil Behaviour TypeSBTn (Robertson 1990)181614121086420Depth (ft)5048464442403836343230282624222018161412108642Norm. Soil Behaviour TypeClayVery dense/stiff soilVery dense/stiff soilSilty sand & sandy siltClay & silty claySilty sand & sandy siltSand & silty sandSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltSand & silty sandVery dense/stiff soilSand & silty sandSilty sand & sandy siltClay & silty clayClayOrganic soilClay & silty claySilty sand & sandy siltClay & silty clayClayClay & silty clayClaySilty sand & sandy siltSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty clay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to clayey sand9. Very stiff fine grainedCPeT-IT v.2.0.1.66 - CPTU data presentation & interpretation software - Report created on: 11/7/2017, 11:12:18 AM12Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Settlement\Terrace Apts C-PeTiT.cpt Project: Terrace Apartments ExpansionGMU GEOTECHNICAL23241 Arroyo VistaRancho Santa Margarita, CA 92688www.gmugeo.comTotal depth: 50.53 ft, Date: 10/26/2017Surface Elevation: 0.00 ftOrange, CACoords: X:0.00, Y:0.00Cone Type: UknownCone Operator: UknownCPT: CPT-07Location:Cone resistance qtTip resistance (tsf)3002001000Depth (ft)5048464442403836343230282624222018161412108642Cone resistance qtPore pressure uPressure (psi)0-10Depth (ft)5048464442403836343230282624222018161412108642Pore pressure uFriction ratioRf (%)1086420Depth (ft)5048464442403836343230282624222018161412108642Friction ratioSBT IndexIc SBT4321Depth (ft)5048464442403836343230282624222018161412108642SBT IndexSoil Behaviour TypeSBT (Robertson, 2010)181614121086420Depth (ft)5048464442403836343230282624222018161412108642Soil Behaviour TypeSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClayClaySand & silty sandSilty sand & sandy siltSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSilty sand & sandy siltClay & silty clayClay & silty clayClay & silty clayClay & silty clayClay & silty clayClay & silty claySilty sand & sandy siltClay & silty claySilty sand & sandy siltVery dense/stiff soilVery dense/stiff soilVery dense/stiff soilVery dense/stiff soilSilty sand & sandy siltClayClayClay & silty clayVery dense/stiff soilSBT legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty clay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to clayey sand9. Very stiff fine grainedCPeT-IT v.2.0.1.66 - CPTU data presentation & interpretation software - Report created on: 11/7/2017, 11:12:19 AM13Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Settlement\Terrace Apts C-PeTiT.cpt Project: Terrace Apartments ExpansionGMU GEOTECHNICAL23241 Arroyo VistaRancho Santa Margarita, CA 92688www.gmugeo.comTotal depth: 50.53 ft, Date: 10/26/2017Surface Elevation: 0.00 ftOrange, CACoords: X:0.00, Y:0.00Cone Type: UknownCone Operator: UknownCPT: CPT-07Location:Norm. cone resistanceQtn4003002001000Depth (ft)5048464442403836343230282624222018161412108642Norm. cone resistanceNorm. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)5048464442403836343230282624222018161412108642Norm. pore pressure ratioNorm. friction ratioFr (%)1086420Depth (ft)5048464442403836343230282624222018161412108642Norm. friction ratioSBTn IndexIc4321Depth (ft)5048464442403836343230282624222018161412108642SBTn IndexNorm. Soil Behaviour TypeSBTn (Robertson 1990)181614121086420Depth (ft)5048464442403836343230282624222018161412108642Norm. Soil Behaviour TypeSandSand & silty sandSilty sand & sandy siltClayClaySand & silty sandSilty sand & sandy siltSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltClay & silty clayClaySilty sand & sandy siltClay & silty clayClayClayClay & silty clayClaySilty sand & sandy siltClay & silty claySilty sand & sandy siltSilty sand & sandy siltClayClay & silty claySBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty clay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to clayey sand9. Very stiff fine grainedCPeT-IT v.2.0.1.66 - CPTU data presentation & interpretation software - Report created on: 11/7/2017, 11:12:19 AM14Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Settlement\Terrace Apts C-PeTiT.cpt APPENDIX B Geotechnical Laboratory Procedures and Test Results by GMU Geotechnical, Inc. Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 B-1 GMU Project 17-096-00 APPENDIX B GMU GEOTECHNICAL LABORATORY PROCEDURES AND TEST RESULTS MOISTURE AND DENSITY Field moisture content and in-place density were determined for selected 6-inch sample sleeve of undisturbed soil material obtained from the drill holes. The field moisture content was determined in general accordance with ASTM Test Method D 2216 by obtaining one-half the moisture sample from each end of the 6-inch sleeve. The in-place dry density of the sample was determined by using the wet weight of the entire sample. At the same time the field moisture content and in-place density were determined, the soil material at each end of the sleeve was classified according to the Unified Soil Classification System. The results of the field moisture content and in-place density determinations are presented on the right-hand column of the Log of Drill Hole and are summarized on Table B-1. The results of the visual classifications were used for general reference. PARTICLE SIZE DISTRIBUTION As part of the engineering classification of the materials underlying the site, some samples were tested to determine the distribution of particle sizes. The distribution was determined in general accordance with ASTM Test Method D 422 using U.S. Standard Sieve Openings 3", 1.5", 3/4, 3/8, and U.S. Standard Sieve Nos. 4, 10, 20, 40, 60, 100, and 200. In addition, on some samples a standard hydrometer test was performed to determine the distribution of particle sizes passing the No. 200 sieve (i.e., silt and clay-size particles). The results of the tests are contained in this Appendix B. Key distribution categories (% gravel; % sand, etc.) are contained on Table B-1. ATTERBERG LIMITS As part of the engineering classification of the soil material, some samples of the on-site soil material were tested to determine relative plasticity. This relative plasticity is based on the Atterberg limits determined in general accordance with ASTM Test Method D 4318. The results of these tests are contained in this Appendix B and also Table B-1. CHEMICAL TESTS The corrosion potential of typical on-site materials under long-term contact with both metal and concrete was determined by chemical and electrical resistance tests. The soluble sulfate test for Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 B-2 GMU Project 17-176-00 potential concrete corrosion was performed in general accordance with California Test Method 417, the minimum resistivity test for potential metal corrosion was performed in general accordance with California Test Method 643, and the concentration of soluble chlorides was determined in general accordance with California Test Method 422. The results of these tests are contained in Table B-1. COMPACTION TESTS A bulk sample representative of the on-site materials was tested to determine the maximum dry density and optimum moisture content of the soil. These compactive characteristics were determined in general accordance with ASTM Test Method D 1557. The results of this test are contained in this Appendix B and also Table B-1. CONSOLIDATION TESTS The one-dimensional consolidation properties of “undisturbed” samples were evaluated in general accordance with the provisions of ASTM Test Method D 2435. Sample diameter was 2.416 inches and sample height was 1.00 inch. Water was added during the test at various normal loads to evaluate the potential for hydro-collapse and to produce saturation during the remainder of the testing. Consolidation readings were taken regularly during each load increment until the change in sample height was less than approximately 0.0001 inch over a two-hour period. The graphic presentation of consolidation data is a representation of volume change in change in axial load. The results of these tests are contained in this Appendix B. DIRECT SHEAR STRENGTH TESTS Direct shear tests were performed on typical on-site materials. The general philosophy and procedure of the tests were in accord with ASTM Test Method D 3080 - “Direct Shear Tests for Soils Under Consolidated Drained Conditions”. The tests are single shear tests and are performed using a sample diameter of 2.416 inches and a height of 1.00 inch. The normal load is applied by a vertical dead load system. A constant rate of strain is applied to the upper one-half of the sample until failure occurs. Shear stress is monitored by a strain gauge-type precision load cell and deflection is measured with a digital dial indicator. This data is transferred electronically to data acquisition software which plots shear strength vs. deflection. The shear strength plots are then interpreted to determine either peak or ultimate shear strengths. Residual strengths were obtained through multiple shear box reversals. A strain rate compatible with the grain size distribution of the soils was utilized. The interpreted results of these tests are shown in this Appendix B. Mr. Sidh Solanki, DOMINO REALTY MANAGEMENT CO. Preliminary Geotechnical Investigation Report, Addition to Terrace Apartments, 200 City Boulevard West, Orange, California November 22, 2017 B-3 GMU Project 17-176-00 R-VALUE TESTS A bulk sample representative of the underlying on-site materials was tested to measure the response of a compacted sample to a vertically applied pressure under specific conditions . The R-value of a material is determined when the material is in a state of saturation such that water will be exuded from the compacted test specimen when a 16.8 kN load (2.07 MPa) is applied. The results from these test procedures are reported in Table B-1. DH- 1 5 127.0 QyfSP2.9 95 10DH- 1 15 117.0 QyfSP0.8DH- 1 25 107.0 QyfSP1.2DH- 1 30 102.0 QyfCL-ML0 43571128217DH- 1 35 97.0 QyfCL24.1 97 91DH- 1 45 87.0 QyfML16.6 98 64DH- 1 50 82.0 QyfCL39 23 16DH- 1 55 77.0 QyfCL11.1 109 57DH- 1 65 67.0 QyfSP-SM3.8 103 17DH- 2 0 131.0 QyfSM74DH- 2 5 126.0 QyfSP4.1 103 18DH- 2 15 116.0 QyfSP-SM2.6DH- 2 25 106.0 QyfSM11.1 103 49DH- 3 5 128.0 QyfSM0.0 126 0DH- 3 15 118.0 QyfSP-SM6.2 98 24DH- 3 25 108.0 QyfSP2.0DH- 3 30 103.0 QyfSM7.5 1252 720 6015DH- 3 35 98.0 QyfCL18.9 104 84 0 31 69 25 35 20 15DH- 3 45 88.0 QyfSM12.0 98 47DH- 4 5 126.0 QyfML16.6 92 56DH- 4 15 116.0 QyfSM20.6 103 89DH- 4 25 106.0 QyfSP-SM2.1DH- 4 35 96.0 QyfCL15.7 113 90DH- 4 45 86.0 QyfSM5.1 93 17DH- 4 55 76.0 QyfML23.0 101 96SUMMARY OF SOIL LABORATORY DATATABLE B-1Project No. 17-176-00Project: Terrace Apartments ExpansionUSCSGroupSymbolPIPLSample InformationBoringNumberIn SituWaterContent,%In SituDry UnitWeight,pcf<2µ,%Elevation,feetGeologicUnitLLMaximumDry UnitWeight,pcfSand,%pHR-ValueChemical Test ResultsExpansionIndexMin.Resistivity(ohm/cm)Chloride(ppm)Sulfate(ppm)Atterberg LimitsIn SituSatur-ation,%Depth,feetCompaction<#200,%Gravel,%Sieve/HydrometerOptimumWaterContent,%GMU_TABLE_SOIL_LAB_DATA 17-176-00.GPJ FNC AB GWGN01.GDT 11/20/17 DH- 4 60 71.0 QyfML21.1 89 65DH- 5 0 130.0 QafSM9 31 648 1871DH- 5 2.5 127.5 QyfSP-SM2.9 0 88 11 2DH- 5 10 120.0 QyfSP3.5DH- 5 20 110.0 QyfML13.0 99 52DH- 6 0 130.0 QafSM124.0 11.0DH- 6 2.5 127.5 QyfSP-SM10.9 93 37DH- 6 10 120.0 QyfSP1.4DH- 6 20 110.0 QyfSP2.4DH- 7 0 124.0 QafSM125.0 7.5 6.6 16 2064 13830DH- 7 2.5 121.5 QyfSP-SM3.2 103 14DH- 7 10 114.0 QyfSP1.3DH- 7 20 104.0 QyfSP1.9 105 9DH- 9 5 123.0 QyfSM9.1 94 32DH-10 5 126.0 QyfSP3.2 96 12SUMMARY OF SOIL LABORATORY DATATABLE B-1Project No. 17-176-00Project: Terrace Apartments ExpansionUSCSGroupSymbolPIPLSample InformationBoringNumberIn SituWaterContent,%In SituDry UnitWeight,pcf<2µ,%Elevation,feetGeologicUnitLLMaximumDry UnitWeight,pcfSand,%pHR-ValueChemical Test ResultsExpansionIndexMin.Resistivity(ohm/cm)Chloride(ppm)Sulfate(ppm)Atterberg LimitsIn SituSatur-ation,%Depth,feetCompaction<#200,%Gravel,%Sieve/HydrometerOptimumWaterContent,%GMU_TABLE_SOIL_LAB_DATA 17-176-00.GPJ FNC AB GWGN01.GDT 11/20/17 0 10 20 30 40 50 60 70 80 0 102030405060708090100110 CL or OL PLASTICITY INDEX, PIATTERBERG LIMITS MH or OH CH or OH LIQUID LIMIT, LL ML or OL "A" LINE CL-ML PI Test Symbol DH- 1 DH- 1 DH- 3 Classification 30.0 50.0 35.0 Boring Number 21 23 20 PL 7 16 15 LL 19 Water Content (%) SANDY SILTY CLAY (CL-ML) SANDY CLAY (CL) SANDY CLAY (CL) 28 39 35 Depth (feet) Geologic Unit Qyf Qyf Qyf Project: Terrace Apartments Expansion Project No. 17-176-00GMU_ATTERBERG_LIMITS_12 PTS 17-176-00.GPJ GM&U.GDT 11/20/17 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 7 15 GRAVEL OPENING SILT CLAY DH- 1 DH- 3 DH- 5 COARSE 3" 1.5" COARSE MEDIUM FINE PARTICLE SIZE IN MILLIMETERSPERCENT FINER BY WEIGHT28 35 #10 U.S. STANDARD SIEVE NUMBERS SAND #20 #40 FINE 30.0 35.0 2.5 #4 #60 #1003/8" U.S. STANDARD SIEVE SANDY SILTY CLAY (CL-ML) SANDY CLAY (CL) POORLY GRADED SAND WITH SILT (SP-SM) 3/4"#200 PARTICLE SIZE DISTRIBUTION Qyf Qyf Qyf 0 5 6 1 Symbol LLBoring Number PIDepth (feet) Geologic Unit Classification Project: Terrace Apartments Expansion Project No. 17-176-00GMU_GRAIN_SIZE 17-176-00.GPJ 11/20/17 80 85 90 95 100 105 110 115 120 125 130 135 140 0 1020304050 Depth (feet) 0.0 0.0 Geologic Unit Qaf Qaf COMPACTION TEST DATA Boring Number DH- 6 DH- 7 Symbol MOISTURE CONTENT (%) SG=2.60 SG=2.70 ClassificationDRY DENSITY (pcf)Optimum Moisture Content, % Maximum Dry Density, pcf 11 7.5 SILT SAND (SM) SILTY SAND (SM) 124 125 Project: Terrace Apartments Expansion Project No. 17-176-00GMU_COMPACTION_4_SETS 17-176-00.GPJ 11/20/17 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 0 1,000 2,000 3,000 4,000 SAMPLE AND TEST DESCRIPTION SHEAR TEST DATA Sample Location: STRENGTH TYPE NORMAL STRESS (psf) STRENGTH PARAMETERS FRICTION ANGLE (degrees)SHEAR STRESS (psf)COHESION (psf) Notes: Strain Rate (in/min): DH- 3 @ 15.0 ft Geologic Unit: Classification:POORLY GRADED SAND WILT SILT (SP-S 0.005 Sample saturated prior and during shearing Qyf Sample Preparation:Undisturbed Project: Terrace Apartments Expansion Project No. 17-176-00 45Peak Strength 36.0 GMU_DIRECT_SHEAR 17-176-00.GPJ GM&U.GDT 11/20/17Ultimate Strength 40 30.0 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 0 1,000 2,000 3,000 4,000 SAMPLE AND TEST DESCRIPTION SHEAR TEST DATA Sample Location: STRENGTH TYPE NORMAL STRESS (psf) STRENGTH PARAMETERS FRICTION ANGLE (degrees)SHEAR STRESS (psf)COHESION (psf) Notes: Strain Rate (in/min): DH- 3 @ 35.0 ft Geologic Unit: Classification:SANDY CLAY (CL) 0.005 Sample saturated prior and during shearing Qyf Sample Preparation:Undisturbed Project: Terrace Apartments Expansion Project No. 17-176-00 245Peak Strength 26.0 GMU_DIRECT_SHEAR 17-176-00.GPJ GM&U.GDT 11/20/17Ultimate Strength 210 25.0 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 0 1,000 2,000 3,000 4,000 SAMPLE AND TEST DESCRIPTION SHEAR TEST DATA Sample Location: STRENGTH TYPE NORMAL STRESS (psf) STRENGTH PARAMETERS FRICTION ANGLE (degrees)SHEAR STRESS (psf)COHESION (psf) Notes: Strain Rate (in/min): DH- 4 @ 35.0 ft Geologic Unit: Classification:SANDY CLAY (CL) 0.005 Sample saturated prior and during shearing Qyf Sample Preparation:Undisturbed Project: Terrace Apartments Expansion Project No. 17-176-00 525Peak Strength 27.0 GMU_DIRECT_SHEAR 17-176-00.GPJ GM&U.GDT 11/20/17Ultimate Strength 515 24.0 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 0 1,000 2,000 3,000 4,000 SAMPLE AND TEST DESCRIPTION SHEAR TEST DATA Sample Location: STRENGTH TYPE NORMAL STRESS (psf) STRENGTH PARAMETERS FRICTION ANGLE (degrees)SHEAR STRESS (psf)COHESION (psf) Notes: Strain Rate (in/min): DH- 6 @ 2.5 ft Geologic Unit: Classification:POORLY GRADED SAND WITH SILT (SP-S 0.005 Sample saturated prior and during shearing Qyf Sample Preparation:Undisturbed Project: Terrace Apartments Expansion Project No. 17-176-00 110Peak Strength 30.0 GMU_DIRECT_SHEAR 17-176-00.GPJ GM&U.GDT 11/20/17Ultimate Strength 110 30.0 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 0 1,000 2,000 3,000 4,000 SAMPLE AND TEST DESCRIPTION SHEAR TEST DATA Sample Location: STRENGTH TYPE NORMAL STRESS (psf) STRENGTH PARAMETERS FRICTION ANGLE (degrees)SHEAR STRESS (psf)COHESION (psf) Notes: Strain Rate (in/min): DH- 7 @ 2.5 ft Geologic Unit: Classification:POORLY GRADED SAND WITH SILT (SP-S 0.005 Sample saturated prior and during shearing Qyf Sample Preparation:Undisturbed Project: Terrace Apartments Expansion Project No. 17-176-00 75Peak Strength 31.0 GMU_DIRECT_SHEAR 17-176-00.GPJ GM&U.GDT 11/20/17Ultimate Strength 75 31.0 0 1 2 3 4 5 6 7 8100 1,000 10,000 W = water added % Hydro- Collapse -0.11 SILTY CLAY (CL)DH- 1 In Situ In Situ In Situ In Situ Boring Number Depth (feet) 35.0 Geologic Unit Qyf Symbol CONSOLIDATION TEST DATASTRAIN (%)STRESS (psf) W Classification In Situ or Remolded Sample Project: Terrace Apartments Expansion Project No. 17-176-00GMU_CONSOL 17-176-00.GPJ GM&U.GDT 11/20/17 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0100 1,000 10,000 W = water added % Hydro- Collapse -0.08 SANDY CLAY (CL)DH- 4 In Situ In Situ In Situ In Situ Boring Number Depth (feet) 35.0 Geologic Unit Qyf Symbol CONSOLIDATION TEST DATASTRAIN (%)STRESS (psf) W Classification In Situ or Remolded Sample Project: Terrace Apartments Expansion Project No. 17-176-00GMU_CONSOL 17-176-00.GPJ GM&U.GDT 11/20/17 APPENDIX C Liquefaction Analysis GMU GEOTECHNICAL 23241 Arroyo Vista Rancho Santa Margarita, CA 92688 www.gmugeo.com Overall Parametric Assessment Method Settlements vs PGA CPTu Name CPT-01 CPT-02 CPT-03 CPT-04 CPT-05 CPT-06 CPT-07Settlements (in)0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Robertson (NCEER 2001) Robertson (2009) Idriss & Boulanger (2008) Moss et al. (2006) Boulanger & Idriss (2014) :: CPT main liquefaction parameters details :: GWT in situ (ft) CPT Name Earthquake Mag. Earthquake Accel. GWT earthq. (ft) CPT-01 6.60 0.53 90.00 50.00 CPT-02 6.60 0.53 90.00 50.00 CPT-03 6.60 0.53 90.00 50.00 CPT-04 6.60 0.53 90.00 50.00 CPT-05 6.60 0.53 90.00 50.00 CPT-06 6.60 0.53 90.00 50.00 CPT-07 6.60 0.53 90.00 50.00 CLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:30:43 AM Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clq 1 LIQ UEFACTION ANALYSIS REPORT Input parameters and analysis data Analysis method: Fines correction method: Points to test: Earthquake magnitude Mw: Peak ground acceleration: NCEER (1998) NCEER (1998) Based on Ic value 6.60 0.53 G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Project title : Terrace Apartments Expansion Location : Orange, CA GMU GEOTECHNICAL 23241 Arroyo Vista Rancho Santa Margarita, CA 92688 www.gmugeo.com CPT file : CPT-01 90.00 ft 50.00 ft 1 2.60 Based on SBT Use fill: Fill height: Fill weight: Trans. detect. applied: Kσ applied: No N/A N/A Yes Yes Clay like behavior applied: Limit depth applied: Limit depth: MSF method: Sands only No N/A Method based Cone resistance qt (tsf) 4003002001000Depth (ft)75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Cone resistance SBTn Plot Ic (Robertson 1990) 4321 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 SBTn Plot CRR plot CRR & CSR 0.60.40.20 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 CRR plot During earthq. Qtn,cs 200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Liquefaction No Liquefaction Normalized friction ratio (%) 0.1 1 10Normalized CPT penetration resistance1 10 100 1,000 Friction Ratio Rf (%) 1086420 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Friction Ratio Mw =71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot Factor of safety 21.510.50 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 FS Plot During earthq. Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:27:57 AM Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clq 1 This software is licensed to: GMU Geotechnical, Inc.CPT name: CPT-01Cone resistanceqt (tsf)4003002001000Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cone resistanceCPT basic interpretation plotsFriction RatioRf (%)1086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Friction RatioPore pressureu (psi)0-5-10Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Pore pressureInsituSBT PlotIc(SBT)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBT PlotSoil Behaviour TypeSBT (Robertson et al. 1986)181614121086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Soil Behaviour TypeSand & silty sandSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSand & silty sandSilty sand & sandy siltSand & silty sandClay & silty claySilty sand & sandy siltClay & silty clayClay & silty clayClay & silty claySilty sand & sandy siltSilty sand & sandy siltClay & silty claySilty sand & sandy siltVery dense/stiff soilSilty sand & sandy siltSilty sand & sandy siltVery dense/stiff soilClay & silty clayClaySilty sand & sandy siltVery dense/stiff soilSilty sand & sandy siltSand & silty sandSand & silty sandSand & silty sandSilty sand & sandy siltCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:27:57 AM2Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clqInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.600.5390.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:50.00 ft12.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/ASBT legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grained This software is licensed to: GMU Geotechnical, Inc.CPT name: CPT-01Norm. cone resistanceQtn200150100500Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. cone resistanceCPT basic interpretation plots (normalized)Norm. friction ratioFr (%)1086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. friction ratioNom. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Nom. pore pressure ratioSBTn PlotIc (Robertson 1990)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBTn PlotNorm. Soil Behaviour TypeSBTn (Robertson 1990)181614121086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. Soil Behaviour TypeSand & silty sandSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSilty sand & sandy siltClay & silty clayClayClay & silty clayClay & silty clayClay & silty clayClay & silty claySilty sand & sandy siltSilty sand & sandy siltClay & silty clayClaySilty sand & sandy siltClayOrganic soilSilty sand & sandy siltClay & silty claySilty sand & sandy siltClay & silty clayCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:27:57 AM3Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clqSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grainedInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.600.5390.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:50.00 ft12.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: GMU Geotechnical, Inc.CPT name: CPT-01CRR plotCRR & CSR0.60.40.20Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420CRR plotDuring earthq.Liquefaction analysis overall plotsFS PlotFactor of safety21.510.50Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420FS PlotDuring earthq.LPILiquefaction potential20151050Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420LPIVertical settlementsSettlement (in)0.50.40.30.20.10Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Vertical settlementsLateral displacementsDisplacement (in)0Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Lateral displacementsCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:27:57 AM4Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clqF.S. color schemeLPI color schemeInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.600.5390.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:50.00 ft12.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/AAlmost certain it will liquefyVery likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefyAlmost certain it will not liquefyVery high riskHigh riskLow risk LIQ UEFACTION ANALYSIS REPORT Input parameters and analysis data Analysis method: Fines correction method: Points to test: Earthquake magnitude Mw: Peak ground acceleration: NCEER (1998) NCEER (1998) Based on Ic value 6.60 0.53 G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Project title : Terrace Apartments Expansion Location : Orange, CA GMU GEOTECHNICAL 23241 Arroyo Vista Rancho Santa Margarita, CA 92688 www.gmugeo.com CPT file : CPT-02 90.00 ft 50.00 ft 1 2.60 Based on SBT Use fill: Fill height: Fill weight: Trans. detect. applied: Kσ applied: No N/A N/A Yes Yes Clay like behavior applied: Limit depth applied: Limit depth: MSF method: Sands only No N/A Method based Cone resistance qt (tsf) 4003002001000Depth (ft)75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Cone resistance SBTn Plot Ic (Robertson 1990) 4321 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 SBTn Plot CRR plot CRR & CSR 0.60.40.20 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 CRR plot During earthq. Qtn,cs 200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Liquefaction No Liquefaction Normalized friction ratio (%) 0.1 1 10Normalized CPT penetration resistance1 10 100 1,000 Friction Ratio Rf (%) 1086420 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Friction Ratio Mw =71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot Factor of safety 21.510.50 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 FS Plot During earthq. Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:27:57 AM Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clq 5 This software is licensed to: GMU Geotechnical, Inc.CPT name: CPT-02Cone resistanceqt (tsf)4003002001000Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cone resistanceCPT basic interpretation plotsFriction RatioRf (%)1086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Friction RatioPore pressureu (psi)0-5-10Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Pore pressureInsituSBT PlotIc(SBT)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBT PlotSoil Behaviour TypeSBT (Robertson et al. 1986)181614121086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Soil Behaviour TypeOrganic soilSilty sand & sandy siltClay & silty clayVery dense/stiff soilSand & silty sandSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClay & silty claySilty sand & sandy siltClay & silty clayClayClay & silty clayClay & silty clayVery dense/stiff soilClaySilty sand & sandy siltVery dense/stiff soilClay & silty claySilty sand & sandy siltClay & silty clayClayClayClaySilty sand & sandy siltSilty sand & sandy siltClay & silty claySand & silty sandSand & silty sandSand & silty sandSand & silty sandVery dense/stiff soilCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:27:57 AM6Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clqInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.600.5390.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:50.00 ft12.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/ASBT legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grained This software is licensed to: GMU Geotechnical, Inc.CPT name: CPT-02Norm. cone resistanceQtn200150100500Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. cone resistanceCPT basic interpretation plots (normalized)Norm. friction ratioFr (%)1086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. friction ratioNom. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Nom. pore pressure ratioSBTn PlotIc (Robertson 1990)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBTn PlotNorm. Soil Behaviour TypeSBTn (Robertson 1990)181614121086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. Soil Behaviour TypeClaySand & silty sandSilty sand & sandy siltSand & silty sandSand & silty sandSand & silty sandSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSilty sand & sandy siltClaySilty sand & sandy siltClay & silty clayOrganic soilClayClay & silty clayClayClay & silty clayClay & silty clayClayClayClayClay & silty clayClayClaySilty sand & sandy siltClay & silty clayCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:27:57 AM7Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clqSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grainedInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.600.5390.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:50.00 ft12.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: GMU Geotechnical, Inc.CPT name: CPT-02CRR plotCRR & CSR0.60.40.20Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420CRR plotDuring earthq.Liquefaction analysis overall plotsFS PlotFactor of safety21.510.50Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420FS PlotDuring earthq.LPILiquefaction potential20151050Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420LPIVertical settlementsSettlement (in)0.50.40.30.20.10Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Vertical settlementsLateral displacementsDisplacement (in)0Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Lateral displacementsCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:27:57 AM8Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clqF.S. color schemeLPI color schemeInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.600.5390.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:50.00 ft12.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/AAlmost certain it will liquefyVery likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefyAlmost certain it will not liquefyVery high riskHigh riskLow risk LIQ UEFACTION ANALYSIS REPORT Input parameters and analysis data Analysis method: Fines correction method: Points to test: Earthquake magnitude Mw: Peak ground acceleration: NCEER (1998) NCEER (1998) Based on Ic value 6.60 0.53 G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Project title : Terrace Apartments Expansion Location : Orange, CA GMU GEOTECHNICAL 23241 Arroyo Vista Rancho Santa Margarita, CA 92688 www.gmugeo.com CPT file : CPT-03 90.00 ft 50.00 ft 1 2.60 Based on SBT Use fill: Fill height: Fill weight: Trans. detect. applied: Kσ applied: No N/A N/A Yes Yes Clay like behavior applied: Limit depth applied: Limit depth: MSF method: Sands only No N/A Method based Cone resistance qt (tsf) 4003002001000Depth (ft)75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Cone resistance SBTn Plot Ic (Robertson 1990) 4321 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 SBTn Plot CRR plot CRR & CSR 0.60.40.20 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 CRR plot During earthq. Qtn,cs 200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Liquefaction No Liquefaction Normalized friction ratio (%) 0.1 1 10Normalized CPT penetration resistance1 10 100 1,000 Friction Ratio Rf (%) 1086420 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Friction Ratio Mw =71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot Factor of safety 21.510.50 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 FS Plot During earthq. Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:27:58 AM Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clq 9 This software is licensed to: GMU Geotechnical, Inc.CPT name: CPT-03Cone resistanceqt (tsf)4003002001000Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cone resistanceCPT basic interpretation plotsFriction RatioRf (%)1086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Friction RatioPore pressureu (psi)0-5-10Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Pore pressureInsituSBT PlotIc(SBT)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBT PlotSoil Behaviour TypeSBT (Robertson et al. 1986)181614121086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Soil Behaviour TypeOrganic soilSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltClay & silty claySilty sand & sandy siltSand & silty sandSand & silty sandSand & silty sandSilty sand & sandy siltClayClayClay & silty claySand & silty sandVery dense/stiff soilSand & silty sandSilty sand & sandy siltSilty sand & sandy siltClay & silty claySilty sand & sandy siltSilty sand & sandy siltClay & silty claySilty sand & sandy siltVery dense/stiff soilClay & silty clayVery dense/stiff soilClay & silty claySilty sand & sandy siltSilty sand & sandy siltClayClayClay & silty clayClay & silty clayCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:27:58 AM10Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clqInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.600.5390.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:50.00 ft12.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/ASBT legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grained This software is licensed to: GMU Geotechnical, Inc.CPT name: CPT-03Norm. cone resistanceQtn200150100500Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. cone resistanceCPT basic interpretation plots (normalized)Norm. friction ratioFr (%)1086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. friction ratioNom. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Nom. pore pressure ratioSBTn PlotIc (Robertson 1990)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBTn PlotNorm. Soil Behaviour TypeSBTn (Robertson 1990)181614121086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. Soil Behaviour TypeOrganic soilSilty sand & sandy siltSilty sand & sandy siltClay & silty claySilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClayClay & silty claySilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandClay & silty clayClay & silty clayClayClayClayClay & silty clayClayClayClay & silty clayClayClayClayClayCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:27:58 AM11Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clqSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grainedInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.600.5390.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:50.00 ft12.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: GMU Geotechnical, Inc.CPT name: CPT-03CRR plotCRR & CSR0.60.40.20Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420CRR plotDuring earthq.Liquefaction analysis overall plotsFS PlotFactor of safety21.510.50Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420FS PlotDuring earthq.LPILiquefaction potential20151050Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420LPIVertical settlementsSettlement (in)0.50.40.30.20.10Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Vertical settlementsLateral displacementsDisplacement (in)0Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Lateral displacementsCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:27:58 AM12Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clqF.S. color schemeLPI color schemeInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.600.5390.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:50.00 ft12.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/AAlmost certain it will liquefyVery likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefyAlmost certain it will not liquefyVery high riskHigh riskLow risk LIQ UEFACTION ANALYSIS REPORT Input parameters and analysis data Analysis method: Fines correction method: Points to test: Earthquake magnitude Mw: Peak ground acceleration: NCEER (1998) NCEER (1998) Based on Ic value 6.60 0.53 G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Project title : Terrace Apartments Expansion Location : Orange, CA GMU GEOTECHNICAL 23241 Arroyo Vista Rancho Santa Margarita, CA 92688 www.gmugeo.com CPT file : CPT-04 90.00 ft 50.00 ft 1 2.60 Based on SBT Use fill: Fill height: Fill weight: Trans. detect. applied: Kσ applied: No N/A N/A Yes Yes Clay like behavior applied: Limit depth applied: Limit depth: MSF method: Sands only No N/A Method based Cone resistance qt (tsf) 4003002001000Depth (ft)75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Cone resistance SBTn Plot Ic (Robertson 1990) 4321 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 SBTn Plot CRR plot CRR & CSR 0.60.40.20 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 CRR plot During earthq. Qtn,cs 200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Liquefaction No Liquefaction Normalized friction ratio (%) 0.1 1 10Normalized CPT penetration resistance1 10 100 1,000 Friction Ratio Rf (%) 1086420 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Friction Ratio Mw =71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot Factor of safety 21.510.50 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 FS Plot During earthq. Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:27:59 AM Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clq 13 This software is licensed to: GMU Geotechnical, Inc.CPT name: CPT-04Cone resistanceqt (tsf)4003002001000Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cone resistanceCPT basic interpretation plotsFriction RatioRf (%)1086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Friction RatioPore pressureu (psi)0-5-10Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Pore pressureInsituSBT PlotIc(SBT)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBT PlotSoil Behaviour TypeSBT (Robertson et al. 1986)181614121086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Soil Behaviour TypeOrganic soilSand & silty sandSilty sand & sandy siltClay & silty clayClay & silty claySilty sand & sandy siltClaySilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClay & silty clayClayClay & silty claySilty sand & sandy siltClay & silty clayVery dense/stiff soilVery dense/stiff soilVery dense/stiff soilClay & silty clayClaySilty sand & sandy siltClayClay & silty clayClayClay & silty clayClay & silty claySilty sand & sandy siltVery dense/stiff soilClay & silty clayClaySilty sand & sandy siltSilty sand & sandy siltVery dense/stiff soilClayClay & silty claySand & silty sandCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:27:59 AM14Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clqInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.600.5390.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:50.00 ft12.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/ASBT legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grained This software is licensed to: GMU Geotechnical, Inc.CPT name: CPT-04Norm. cone resistanceQtn200150100500Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. cone resistanceCPT basic interpretation plots (normalized)Norm. friction ratioFr (%)1086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. friction ratioNom. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Nom. pore pressure ratioSBTn PlotIc (Robertson 1990)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBTn PlotNorm. Soil Behaviour TypeSBTn (Robertson 1990)181614121086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. Soil Behaviour TypeOrganic soilSand & silty sandSilty sand & sandy siltSilty sand & sandy siltClay & silty clayClay & silty claySilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClayOrganic soilClay & silty claySilty sand & sandy siltClay & silty clayClay & silty clayClay & silty clayClay & silty clayClayClay & silty clayClayClay & silty clayClayClay & silty clayClayClay & silty clayClay & silty clayClay & silty clayClayOrganic soilSilty sand & sandy siltCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:27:59 AM15Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clqSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grainedInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.600.5390.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:50.00 ft12.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: GMU Geotechnical, Inc.CPT name: CPT-04CRR plotCRR & CSR0.60.40.20Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420CRR plotDuring earthq.Liquefaction analysis overall plotsFS PlotFactor of safety21.510.50Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420FS PlotDuring earthq.LPILiquefaction potential20151050Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420LPIVertical settlementsSettlement (in)0.50.40.30.20.10Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Vertical settlementsLateral displacementsDisplacement (in)0Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Lateral displacementsCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:27:59 AM16Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clqF.S. color schemeLPI color schemeInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.600.5390.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:50.00 ft12.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/AAlmost certain it will liquefyVery likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefyAlmost certain it will not liquefyVery high riskHigh riskLow risk LIQ UEFACTION ANALYSIS REPORT Input parameters and analysis data Analysis method: Fines correction method: Points to test: Earthquake magnitude Mw: Peak ground acceleration: NCEER (1998) NCEER (1998) Based on Ic value 6.60 0.53 G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Project title : Terrace Apartments Expansion Location : Orange, CA GMU GEOTECHNICAL 23241 Arroyo Vista Rancho Santa Margarita, CA 92688 www.gmugeo.com CPT file : CPT-05 90.00 ft 50.00 ft 1 2.60 Based on SBT Use fill: Fill height: Fill weight: Trans. detect. applied: Kσ applied: No N/A N/A Yes Yes Clay like behavior applied: Limit depth applied: Limit depth: MSF method: Sands only No N/A Method based Cone resistance qt (tsf) 4003002001000Depth (ft)75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Cone resistance SBTn Plot Ic (Robertson 1990) 4321 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 SBTn Plot CRR plot CRR & CSR 0.60.40.20 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 CRR plot During earthq. Qtn,cs 200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Liquefaction No Liquefaction Normalized friction ratio (%) 0.1 1 10Normalized CPT penetration resistance1 10 100 1,000 Friction Ratio Rf (%) 1086420 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Friction Ratio Mw =71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot Factor of safety 21.510.50 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 FS Plot During earthq. Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:28:00 AM Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clq 17 This software is licensed to: GMU Geotechnical, Inc.CPT name: CPT-05Cone resistanceqt (tsf)4003002001000Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cone resistanceCPT basic interpretation plotsFriction RatioRf (%)1086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Friction RatioPore pressureu (psi)0-2-4-6-8Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Pore pressureInsituSBT PlotIc(SBT)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBT PlotSoil Behaviour TypeSBT (Robertson et al. 1986)181614121086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Soil Behaviour TypeOrganic soilClay & silty clayClay & silty clayClay & silty claySilty sand & sandy siltSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClay & silty claySilty sand & sandy siltSand & silty sandSilty sand & sandy siltClay & silty claySand & silty sandClay & silty clayClay & silty clayClay & silty claySilty sand & sandy siltVery dense/stiff soilClay & silty claySilty sand & sandy siltSand & silty sandClayClayClayCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:28:00 AM18Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clqInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.600.5390.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:50.00 ft12.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/ASBT legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grained This software is licensed to: GMU Geotechnical, Inc.CPT name: CPT-05Norm. cone resistanceQtn200150100500Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. cone resistanceCPT basic interpretation plots (normalized)Norm. friction ratioFr (%)1086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. friction ratioNom. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Nom. pore pressure ratioSBTn PlotIc (Robertson 1990)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBTn PlotNorm. Soil Behaviour TypeSBTn (Robertson 1990)181614121086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. Soil Behaviour TypeOrganic soilClay & silty claySilty sand & sandy siltClay & silty claySilty sand & sandy siltSand & silty sandSilty sand & sandy siltClaySilty sand & sandy siltSand & silty sandSilty sand & sandy siltClaySand & silty sandClayClay & silty claySilty sand & sandy siltSilty sand & sandy siltClay & silty claySilty sand & sandy siltVery dense/stiff soilClayCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:28:00 AM19Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clqSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grainedInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.600.5390.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:50.00 ft12.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: GMU Geotechnical, Inc.CPT name: CPT-05CRR plotCRR & CSR0.60.40.20Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420CRR plotDuring earthq.Liquefaction analysis overall plotsFS PlotFactor of safety21.510.50Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420FS PlotDuring earthq.LPILiquefaction potential20151050Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420LPIVertical settlementsSettlement (in)0.50.40.30.20.10Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Vertical settlementsLateral displacementsDisplacement (in)0Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Lateral displacementsCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:28:00 AM20Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clqF.S. color schemeLPI color schemeInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.600.5390.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:50.00 ft12.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/AAlmost certain it will liquefyVery likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefyAlmost certain it will not liquefyVery high riskHigh riskLow risk LIQ UEFACTION ANALYSIS REPORT Input parameters and analysis data Analysis method: Fines correction method: Points to test: Earthquake magnitude Mw: Peak ground acceleration: NCEER (1998) NCEER (1998) Based on Ic value 6.60 0.53 G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Project title : Terrace Apartments Expansion Location : Orange, CA GMU GEOTECHNICAL 23241 Arroyo Vista Rancho Santa Margarita, CA 92688 www.gmugeo.com CPT file : CPT-06 90.00 ft 50.00 ft 1 2.60 Based on SBT Use fill: Fill height: Fill weight: Trans. detect. applied: Kσ applied: No N/A N/A Yes Yes Clay like behavior applied: Limit depth applied: Limit depth: MSF method: Sands only No N/A Method based Cone resistance qt (tsf) 4003002001000Depth (ft)75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Cone resistance SBTn Plot Ic (Robertson 1990) 4321 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 SBTn Plot CRR plot CRR & CSR 0.60.40.20 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 CRR plot During earthq. Qtn,cs 200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Liquefaction No Liquefaction Normalized friction ratio (%) 0.1 1 10Normalized CPT penetration resistance1 10 100 1,000 Friction Ratio Rf (%) 1086420 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Friction Ratio Mw =71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot Factor of safety 21.510.50 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 FS Plot During earthq. Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:28:01 AM Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clq 21 This software is licensed to: GMU Geotechnical, Inc.CPT name: CPT-06Cone resistanceqt (tsf)4003002001000Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cone resistanceCPT basic interpretation plotsFriction RatioRf (%)1086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Friction RatioPore pressureu (psi)0-5-10Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Pore pressureInsituSBT PlotIc(SBT)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBT PlotSoil Behaviour TypeSBT (Robertson et al. 1986)181614121086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Soil Behaviour TypeOrganic soilClay & silty clayClay & silty claySilty sand & sandy siltSand & silty sandSilty sand & sandy siltSilty sand & sandy siltSand & silty sandSand & silty sandSilty sand & sandy siltClayClay & silty clayClayClayClay & silty claySilty sand & sandy siltSand & silty sandVery dense/stiff soilSand & silty sandSand & silty sandClay & silty clayClay & silty clayCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:28:01 AM22Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clqInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.600.5390.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:50.00 ft12.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/ASBT legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grained This software is licensed to: GMU Geotechnical, Inc.CPT name: CPT-06Norm. cone resistanceQtn200150100500Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. cone resistanceCPT basic interpretation plots (normalized)Norm. friction ratioFr (%)1086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. friction ratioNom. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Nom. pore pressure ratioSBTn PlotIc (Robertson 1990)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBTn PlotNorm. Soil Behaviour TypeSBTn (Robertson 1990)181614121086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. Soil Behaviour TypeOrganic soilClay & silty claySilty sand & sandy siltSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSilty sand & sandy siltSand & silty sandSand & silty sandSilty sand & sandy siltClayOrganic soilClay & silty claySilty sand & sandy siltClay & silty clayClay & silty clayClay & silty clayCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:28:01 AM23Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clqSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grainedInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.600.5390.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:50.00 ft12.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: GMU Geotechnical, Inc.CPT name: CPT-06CRR plotCRR & CSR0.60.40.20Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420CRR plotDuring earthq.Liquefaction analysis overall plotsFS PlotFactor of safety21.510.50Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420FS PlotDuring earthq.LPILiquefaction potential20151050Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420LPIVertical settlementsSettlement (in)0.50.40.30.20.10Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Vertical settlementsLateral displacementsDisplacement (in)0Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Lateral displacementsCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:28:01 AM24Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clqF.S. color schemeLPI color schemeInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.600.5390.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:50.00 ft12.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/AAlmost certain it will liquefyVery likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefyAlmost certain it will not liquefyVery high riskHigh riskLow risk LIQ UEFACTION ANALYSIS REPORT Input parameters and analysis data Analysis method: Fines correction method: Points to test: Earthquake magnitude Mw: Peak ground acceleration: NCEER (1998) NCEER (1998) Based on Ic value 6.60 0.53 G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Project title : Terrace Apartments Expansion Location : Orange, CA GMU GEOTECHNICAL 23241 Arroyo Vista Rancho Santa Margarita, CA 92688 www.gmugeo.com CPT file : CPT-07 90.00 ft 50.00 ft 1 2.60 Based on SBT Use fill: Fill height: Fill weight: Trans. detect. applied: Kσ applied: No N/A N/A Yes Yes Clay like behavior applied: Limit depth applied: Limit depth: MSF method: Sands only No N/A Method based Cone resistance qt (tsf) 4003002001000Depth (ft)75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Cone resistance SBTn Plot Ic (Robertson 1990) 4321 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 SBTn Plot CRR plot CRR & CSR 0.60.40.20 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 CRR plot During earthq. Qtn,cs 200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Liquefaction No Liquefaction Normalized friction ratio (%) 0.1 1 10Normalized CPT penetration resistance1 10 100 1,000 Friction Ratio Rf (%) 1086420 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Friction Ratio Mw =71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot Factor of safety 21.510.50 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 FS Plot During earthq. Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:28:02 AM Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clq 25 This software is licensed to: GMU Geotechnical, Inc.CPT name: CPT-07Cone resistanceqt (tsf)4003002001000Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Cone resistanceCPT basic interpretation plotsFriction RatioRf (%)1086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Friction RatioPore pressureu (psi)0-10Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Pore pressureInsituSBT PlotIc(SBT)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBT PlotSoil Behaviour TypeSBT (Robertson et al. 1986)181614121086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Soil Behaviour TypeOrganic soilSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClay & silty claySand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandClay & silty clayClay & silty clayClay & silty claySilty sand & sandy siltClayClay & silty claySilty sand & sandy siltSilty sand & sandy siltVery dense/stiff soilVery dense/stiff soilVery dense/stiff soilVery dense/stiff soilClayClay & silty clayCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:28:02 AM26Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clqInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.600.5390.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:50.00 ft12.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/ASBT legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grained This software is licensed to: GMU Geotechnical, Inc.CPT name: CPT-07Norm. cone resistanceQtn200150100500Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. cone resistanceCPT basic interpretation plots (normalized)Norm. friction ratioFr (%)1086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. friction ratioNom. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Nom. pore pressure ratioSBTn PlotIc (Robertson 1990)4321Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420SBTn PlotNorm. Soil Behaviour TypeSBTn (Robertson 1990)181614121086420Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Norm. Soil Behaviour TypeOrganic soilSand & silty sandSilty sand & sandy siltClay & silty claySand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandClay & silty clayClay & silty clayClay & silty clayClay & silty clayClay & silty clayClay & silty clayClay & silty clayClaySilty sand & sandy siltClay & silty claySilty sand & sandy siltClayClay & silty clayCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:28:02 AM27Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clqSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to silty5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand to9. Very stiff fine grainedInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.600.5390.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:50.00 ft12.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: GMU Geotechnical, Inc.CPT name: CPT-07CRR plotCRR & CSR0.60.40.20Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420CRR plotDuring earthq.Liquefaction analysis overall plotsFS PlotFactor of safety21.510.50Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420FS PlotDuring earthq.LPILiquefaction potential20151050Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420LPIVertical settlementsSettlement (in)0.50.40.30.20.10Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Vertical settlementsLateral displacementsDisplacement (in)0Depth (ft)74727068666462605856545250484644424038363432302826242220181614121086420Lateral displacementsCLiq v.2.1.6.11 - CPT Liquefaction Assessment Software - Report created on: 11/17/2017, 8:28:02 AM28Project file: U:\2017\17-176-00 Terraces Apartments Geotechnical Investigation\Analyses\Liquefaction\CLIQ_TERRACE APTS.clqF.S. color schemeLPI color schemeInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.600.5390.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:50.00 ft12.60Based on SBTNoN/AFill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/AAlmost certain it will liquefyVery likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefyAlmost certain it will not liquefyVery high riskHigh riskLow risk APPENDIX D Percolation Test Result Riverside/Orange County - Percolation Rate Conversion Porchet Method, aka Inverse Borehole Method Terraces Apartments - Orange, CA 17-176-00 DH-8 4 inches 62.4 inches (min)(min)(ft)(ft)(in)(in)(in)(in)(in/hour) 1 8:45:00 AM 8:55:00 AM 10.0 10.0 2.62 3.51 30.96 20.28 10.68 25.62 4.64 2 8:56:00 AM 9:06:00 AM 10.0 20.0 2.62 3.45 30.96 21.00 9.96 25.98 4.27 3 9:07:00 AM 9:17:00 AM 10.0 30.0 2.62 3.45 30.96 21.00 9.96 25.98 4.27 4 9:18:00 AM 9:28:00 AM 10.0 40.0 2.62 3.47 30.96 20.76 10.20 25.86 4.39 5 9:29:00 AM 9:39:00 AM 10.0 50.0 2.62 3.51 30.96 20.28 10.68 25.62 4.64 6 9:40:00 AM 9:50:00 AM 10.0 60.0 2.62 3.46 30.96 20.86 10.10 25.91 4.34 4.34 Final Height of Water (Hf) ∆H Havg Infiltration Rate (It) Average Infiltration Rate (in/hour) End Time ∆t Total Time Initial Depth of Water (D0) Final Depth of Water (Df) Initial Hight of Water (H0) Project Name: Project Number: Test Hole Number: Test Hole Radius: Total Depth : Trial Start Time 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0Infiltration Rate (in/hour)Time (min) DH-8 Infiltration Rate vs. Time 20.20 20.30 20.40 20.50 20.60 20.70 20.80 20.90 21.00 21.10 21.20 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0Water level drop (in)Time (min) DH-8 Water Level Drop vs. Time Riverside/Orange County - Percolation Rate Conversion Porchet Method, aka Inverse Borehole Method Terraces Apartments - Orange, CA 17-176-00 DH-9 4 inches 132.0 inches (min)(min)(ft)(ft)(in)(in)(in)(in)(in/hour) 1 9:01:00 AM 9:11:00 AM 10.0 10.0 7.43 9.00 42.84 24.00 18.84 33.42 6.38 2 9:12:00 AM 9:22:00 AM 10.0 20.0 7.43 9.00 42.84 24.00 18.84 33.42 6.38 3 9:23:00 AM 9:33:00 AM 10.0 30.0 7.43 8.43 42.84 30.84 12.00 36.84 3.71 4 9:34:00 AM 9:44:00 AM 10.0 40.0 7.43 8.35 42.84 31.80 11.04 37.32 3.37 5 9:45:00 AM 9:55:00 AM 10.0 50.0 7.43 8.35 42.84 31.80 11.04 37.32 3.37 6 9:56:00 AM 10:06:00 AM 10.0 60.0 7.43 8.47 42.84 30.42 12.42 36.63 3.86 3.86 s Test Hole Radius: Average Infiltration Rate (in/hour) Project Name: Project Number: Test Hole Number: Total Depth : Trial Start Time Final Height of Water (Hf) ∆H Infiltration Rate (It)End Time ∆t Total Time Initial Depth of Water (D0) Final Depth of Water (Df) Initial Hight of Water (H0) Havg 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0Infiltration Rate (in/hour)Time (min) DH-9 Infiltration Rate vs. Time 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0Water level drop (in)Time (min) DH-9 Water Level Drop vs. Time Riverside/Orange County - Percolation Rate Conversion Porchet Method, aka Inverse Borehole Method Terraces Apartments - Orange, CA 17-176-00 DH-10 4 inches 128.4 inches (min)(min)(ft)(ft)(in)(in)(in)(in)(in/hour) 1 11:00:00 AM 11:10:00 AM 10.0 10.0 9.03 10.70 20.04 0.00 20.04 10.02 20.01 2 11:11:00 AM 11:21:00 AM 10.0 20.0 9.03 10.70 20.04 0.00 20.04 10.02 20.01 3 11:22:00 AM 11:32:00 AM 10.0 30.0 9.03 10.70 20.04 0.00 20.04 10.02 20.01 4 11:33:00 AM 11:43:00 AM 10.0 40.0 9.03 10.70 20.04 0.00 20.04 10.02 20.01 5 11:44:00 AM 11:54:00 AM 10.0 50.0 9.03 10.70 20.04 0.00 20.04 10.02 20.01 6 11:55:00 AM 12:05:00 PM 10.0 60.0 9.03 10.70 20.04 0.00 20.04 10.02 20.01 20.01 Initial Hight of Water (H0) Project Name: Project Number: Test Hole Number: Test Hole Radius: Total Depth : Trial Start Time Final Height of Water (Hf) ∆H Havg Infiltration Rate (It) Average Infiltration Rate (in/hour) End Time ∆t Total Time Initial Depth of Water (D0) Final Depth of Water (Df) 0.00 5.00 10.00 15.00 20.00 25.00 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0Infiltration Rate (in/hour)Time (min) DH-10 Infiltration Rate vs. Time 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0Water level drop (in)Time (min) DH-10 Water Level Drop vs. Time Riverside/Orange County - Percolation Rate Conversion Porchet Method, aka Inverse Borehole Method Terraces Apartments - Orange, CA 17-176-00 DH-10 4 inches 128.4 inches (min)(min)(ft)(ft)(in)(in)(in)(in)(in/hour) 1 11:00:00 AM 11:10:00 AM 10.0 10.0 9.03 10.70 20.04 0.00 20.04 10.02 20.01 2 11:11:00 AM 11:21:00 AM 10.0 20.0 9.03 10.70 20.04 0.00 20.04 10.02 20.01 3 11:22:00 AM 11:32:00 AM 10.0 30.0 9.03 10.70 20.04 0.00 20.04 10.02 20.01 4 11:33:00 AM 11:43:00 AM 10.0 40.0 9.03 10.70 20.04 0.00 20.04 10.02 20.01 5 11:44:00 AM 11:54:00 AM 10.0 50.0 9.03 10.70 20.04 0.00 20.04 10.02 20.01 6 11:55:00 AM 12:05:00 PM 10.0 60.0 9.03 10.70 20.04 0.00 20.04 10.02 20.01 20.01 Initial Hight of Water (H0) Project Name: Project Number: Test Hole Number: Test Hole Radius: Total Depth : Trial Start Time Final Height of Water (Hf) ∆H Havg Infiltration Rate (It) Average Infiltration Rate (in/hour) End Time ∆t Total Time Initial Depth of Water (D0) Final Depth of Water (Df) 0.00 5.00 10.00 15.00 20.00 25.00 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0Infiltration Rate (in/hour)Time (min) DH-10 Infiltration Rate vs. Time 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0Water level drop (in)Time (min) DH-10 Water Level Drop vs. Time THIS PAGE INTENTIONALLY LEFT BLANK