• A weep hole drainage system typically consisting of a series of 2 -inch diameter holes in the wall situated slightly above the ground surface elevation on the exposed side of the wall and at an approximate 10-foot on-center spacing. Alternatively, 4-inch diameter holes at an approximate 20-foot on-center spacing can be used for this type of drainage system.
In addition, the weep holes should include a 2 cubic foot pocket of open graded gravel, surrounded by an approved geotextile fabric, at each weep hole location.
• A 4-inch diameter perforated pipe surrounded by 2 cubic feet of gravel per linear foot of drain placed behind the wall, above the retaining wall footing. The gravel layer should be wrapped in a suitable geotextile fabric to reduce the potential for migration of fines. The footing drain should be extended to daylight or tied into a storm drainage system. The actual design of this type of system should be determined by the civil engineer to verify that the drainage system possesses the adequate capacity and slope for its intended use.
Plan Review
We recommend that our office be provided with be provided with copies of the grading plans, when they become available, for review with regard to the conclusions, recommendations, and assumptions contained within this report.
Closure
We sincerely appreciate the opportunity to be of service on this project. We look forward to providing additional consulting services during the course of the project. If we may be of further assistance in any manner, please contact our office.
Respectfully Submitted,
SOUTHERN CALIFORNIA GEOTECHNICAL, INC.
Oscar Sandoval
Staff Engineer
Gregory K. Mitchell, GE 2364
Principal Engineer
Distribution: (1) Addressee
Enclosures: Plate E-1 – 2022 CBC Seismic Design Parameters
PROPOSED VETERANS MEMORIAL PARK
DRAWN: OS
CHKD: GKM
SCG PROJECT
19G109-6
PLATE E-1
SEISMIC DESIGN PARAMETERS - 2022 CBC
CARLSBAD, CALIFORNIA
SOURCE: SEAOC/OSHPD Seismic Design Maps Tool
<https://seismicmaps.org/>
GEOTECHNICAL INVESTIGATION
VETERANS MEMORIAL PARK
Faraday Avenue at Whitman Way
Carlsbad, California
for
RJM Design Group
22885 Savi Ranch Parkway Suite E Yorba Linda California 92887 voice: (714) 685-1115 fax: (714) 685-1118 www.socalgeo.com
August 7, 2020
RJM Design Group
31591 Camino Capistrano
San Juan Capistrano, California 92675
Attention: Mr. Eric Chastain, LLA, LEED AP
Principal Landscape Architect
Proposal No.: 19G109-2
Subject: Geotechnical Investigation
Proposed Veterans Memorial Park
Faraday Avenue at Whitman Way
Carlsbad, California
Dear Mr. Chastain:
In accordance with your request, we have conducted a geotechnical investigation at the subject site. We are pleased to present this report summarizing the conclusions and recommendations developed from our investigation.
We sincerely appreciate the opportunity to be of service on this project. We look forward to providing additional consulting services during the course of the project. If we may be of further assistance in any manner, please contact our office.
Respectfully Submitted,
SOUTHERN CALIFORNIA GEOTECHNICAL, INC.
Gregory K. Mitchell, GE 2364
Principal Engineer
Robert G. Trazo, GE 2655
Principal Engineer
Distribution: (1) Addressee
Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2
TABLE OF CONTENTS
1.0 EXECUTIVE SUMMARY 1
2.0 SCOPE OF SERVICES 3
3.0 SITE AND PROJECT DESCRIPTION 4
3.1 Site Conditions 4
3.2 Proposed Development 4
4.0 SUBSURFACE EXPLORATION 6
4.1 Scope of Exploration/Sampling Methods 6
4.2 Geotechnical Conditions 6
4.3 Geologic Conditions 7
5.0 LABORATORY TESTING 10
6.0 CONCLUSIONS AND RECOMMENDATIONS 12
6.1 Seismic Design Considerations 12
6.2 Geotechnical Design Considerations 16
6.3 Site Grading Recommendations 18
6.4 Construction Considerations 23
6.5 Shallow Foundation Design and Construction – New Buildings 25
6.6 Drilled Pier Foundation Design and Construction 27
6.7 Floor Slab Design and Construction 28
6.8 Exterior Flatwork Design and Construction 29
6.9 Retaining Wall Design and Construction 30
6.10 Pavement Design Parameters 32
7.0 GENERAL COMMENTS 35
8.0 REFERENCES 36
APPENDICES
A Plate 1: Site Location Map D Grading Guide Specifications Plate 2: Boring Location Plan E Seismic Design Parameters Plate 3: Geologic Map F Liquefaction Evaluation Spreadsheets B Boring Logs
C Laboratory Test Results
Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2
1.0 EXECUTIVE SUMMARY
Presented below is a brief summary of the conclusions and recommendations of this investigation.
Since this summary is not all inclusive, it should be read in complete context with the entire report.
Geotechnical Design Considerations
• The extreme northern portion of the site is underlain by relatively deep alluvial soils. The remainder of the site is underlain by a relatively shallow layer of colluvium, which is underlain by Santiago formation sandstone and siltstone.
• Mapping performed by the County of San Diego indicates that the northern portion of the subject site is located within a liquefaction hazard zone. Therefore, one boring was extended to a depth of 50± feet below the existing site grades.
• The liquefaction analysis indicates a total settlement of 3.3± inches at Boring No. B -1. The liquefaction-induced differential settlements are conservatively estimated to be in the range of 1.6 to 2.2± inches. Assuming that these settlements occur across a distance of 50± feet, an angular distortion of 0.004± inches per inch would result. • The proposed building areas are generally underlaying by medium expansive alluvial and colluvial soils that possess low to moderate strengths and a potential for hydrocollapse. • Where new buildings are supported on shallow foundations and slabs -on-grade, remedial grading will be necessary to remove the upper portion of the near -surface native colluvial soils and replace these materials as compacted structural fill. • Shallow drilled piers may be used to support shade structures, canopies, etc., to minimize remedial grading.
Site Preparation Recommendations
• Remedial grading is recommended to be performed within the proposed building area s in order to remove the upper portion of the existing low strength alluvial and colluvial soils. The soils present within the proposed building areas should be overexcavated to a depth of 5 feet below existing grade and to a depth of at least 3 feet below proposed building pad subgrade elevation. The northern restroom building should be overexcavated to a depth of at least 5 feet below proposed pad grade. The proposed foundation influence zones should also be overexcavated to a depth of at least 3 feet below proposed foundation bearing grade. • After the recommended overexcavation has been completed, the resulting subgrade soils should be evaluated by the geotechnical engineer to identify any additional soils that should be overexcavated. The resulting subgrade should then be scarified to a depth of 12 inches , thoroughly moisture condition ed to 2 to 4 percent above optimum moisture content , and recompacted to at least 90 percent of the ASTM D-1557 maximum dry density. The previously excavated soils may then be replaced as compacted structural fill. • The subgrade soils within new flatwork, parking areas, bocce ball courts, playgrounds, etc., are recommended to be scarified to a depth of 12± inches, moisture conditioned to 2 to 4 percent above optimum, and recompacted to at least 90 percent of the ASTM D -1557 maximum dry density.
• Due to the presence of medium expansive soils, consideration shoul d be given to placing a 12 to 24-inch thick layer of very low expansive soils below the new flatwork.
Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2
Building Foundations
• Conventional shallow foundations, supported in newly placed compacted fill. • 2,000 lbs/ft2 maximum allowable soil bearing pressure. • Reinforcement consisting of at least six (6) No. 5 rebars (3 top and 3 bottom) in strip footings, due to the liquefaction potential and expansive potential of the on -site soils . Additional reinforcement may be necessary for structural considerations. • Structurally connect any isolated footings in both perpendicular directions within structures underlain by potentially liquefiable alluvium.
Pole Foundations
• Structures incorporating isolated poles, such as trellises, shade structures and light poles may be supported on shallow drilled pier foundations, supported in newly placed compacted fill. • 3,000 lbs/ft2 maximum allowable end-bearing pressure. • Minimum embedment: 5 feet below adjacent grade; 2 feet below grade for fencing.
Building Floor Slabs
• Conventional Slab-on-Grade, 4½ inches thick.
• Minimum slab thickness 6 inches for buildings underlain by potentially liquefiable alluvial soils, such as the northern restroom building.
• Reinforcement consisting of No. 4 bars at 16-inches on center in both directions due to the expansion potential of the on -site soils . The actual floor slab reinforcement should be determined by the structural engineer.
Pavements
ASPHALT PAVEMENTS (R = 15)
Materials
Thickness (inches)
Auto Parking
(TI = 4.0)
Auto Drive Lanes
(TI = 5.0)
Light Truck Traffic
(TI = 6.0)
Asphalt Concrete 3 3 3½
Aggregate Base 6 9 11
Compacted Subgrade 12 12 12
PORTLAND CEMENT CONCRETE PAVEMENTS (R = 15)
Materials
Thickness (inches)
Automobile Parking
and Drive Areas
(TI = 4.0 to 5.0)
Truck Traffic Areas
(TI =6.0)
Fire Lane
(TI = 6.5)
PCC 5 5½ 6
Compacted Subgrade
(95% minimum compaction) 12 12 12
Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2
2.0 SCOPE OF SERVICES
The scope of services performed for this proje ct was in accordance with our Proposal No. 18P372R, dated October 30, 2018. The scope of services included a visual site reconnaissance, subsurface exploration, field and laboratory testing, and geotechnical engineering analysis to provide criteria for preparing the design of the structure foundations, structure floor slabs, and parking lot pavements along with site preparation recommendations and construction considerations for the proposed development. Based on the location of the subject site, this investigation also included a site -specific liquefaction evaluation. The evaluation o f the environmental aspects of this site was beyond the scope of services for this geotechnical investigation.
Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2
3.0 SITE AND PROJECT DESCRIPTION
3.1 Site Conditions
The overall site is located at the southeast corner of Whitman Way and Faraday Avenue in Carlsbad, California. The overall site is bounded to the west and south by Faraday Avenue and to the north by Whitman Way, vacant land, and existing single-family residential tracts. The general location of the site is illustrated on the Site Location Map, enclosed as Plate 1 of this report.
The subject site consists of the westernmost 48± acres of Veteran’s Memorial Park. Based on information from the client, the eastern portion of Veteran’s Memorial Park is an existing preserve.
The park is currently unimproved with dirt trails that are utilized for hiking and/or biking. This area of the park consists of gently sloping terrain with groundcover comprised of heavy native grass, weeds, shrubs with areas of dense large trees.
Topographic information was obtained from a plan provided by the client. Based on this plan, topography within the proposed development area consists of rolling hills. Site grades range from elevation 222± feet mean sea level (msl) in the east -central ar ea to 44± feet msl in the northwestern area of the site.
3.2 Proposed Development
Based on the site plan provided to our office, the subject site will be developed with active and passive amenities, open space areas, public art, trails, utilities, parking, playgrounds, a bocce ball court, restrooms, and maintenance facilities. It is also expected that the park will include lighting, trellis shade structures and fencing. The primary structures will include a restroom and catering support structure located in the northwestern region of the site , a Veterans Memorial in the central region of the site, and a second restroom building located in the southern region of the site.
Detailed structural information was not available at the time of this report. It is assumed that any new buildings at the subject site will be single story structures of wood frame or masonry block construction. Based on the assumed construction, maximum column and wall loads are expected to be on the order of 30 kips and 1 to 3 kips per linear foot, respectively. It is assumed that the proposed structures will be supported on shallow foundations and concrete slab on grade floors.
Grading plans for the proposed development were not available at the time of this report. The proposed de velopment is not expected to include any significant amounts of below -grade construction such as basements or crawl spaces. Based on the existing site topography and assuming a relatively balanced site, cuts and fills of up to 5± feet are expected to be required.
Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2
Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2
4.0 SUBSURFACE EXPLORATION
4.1 Scope of Exploration/Sampling Methods
The subsurface exploration conducted for this project consisted of five (5) borings advanced to depths of 15 to 50± feet below the existing site grades. The 50-foot deep boring was advanced at the site as part of the liquefaction evaluation. All of the borings were logged during drilling by a member of our staff.
The borings were advanced with hollow-stem augers, by a limited access track-mounted drilling rig. Representative bulk and relatively undisturbed soil samples were taken during drilling.
Relatively undisturbed soil samples were taken with a split barrel “California Sampler” containing a series of one inch long, 2.416± inch diameter brass rings. Th is sampling method is described in ASTM Test Method D-3550. In-situ samples were also taken using a 1.4± inch inside diameter split spoon sampler, in general accordance with ASTM D-1586. Both of these samplers are driven into the ground with successive blows of a 140-pound weight falling 30 inches. The blow counts obtained during driving are recorded for further analysis. Bulk samples were collected in plastic bags to retain their original moisture content. The relatively undisturbed ring samples were placed in molded plastic sleeves that were then sealed and transported to our laboratory.
The approximate locations of the borings are indicated on the Boring Location Plan, included as Plate 2 in Appendix A of this report. The Boring Logs, which illustrate the conditions encountered at the boring locations, as well as the results of some of the laboratory testing, are included in Appendix B.
4.2 Geotechnical Conditions
Alluvium
Native alluvium was encountered at the ground surface at Boring No. B-1. The alluvium consists of medium dense clayey fine sands and stiff to very stiff fine sandy clays extending to a depth of 32± feet. Boring No. B -1 encountered medium dense clayey fine sands and silty fine sands extending from a depth of 32± feet to at least the maximum depth explored of 50± feet.
Colluvium
Native colluvium was encountered at the ground surface at Boring Nos. B -3 through B -5. The colluvium consists of medium dense silty fine sands and stiff fine sandy clays extending to depths of 2½ to 3½± feet.
Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2
Bedrock
Bedrock of the Santiago Formation was encountered at the ground surface at Boring No. B-2 and beneath the colluvium at Borings Nos. B-3 through B-5, extending to a depth of at least 15± feet.
The bedrock consists of interbedded medium dense t o very dense silty fine -grained sandstone and fine-grained sandy siltstone with very stiff to hard clayey siltstone. The bedrock was weakly cemented and friable with iron oxide staining throughout.
Groundwater
Groundwater was encountered during drilling at Boring No. B-1 at a depth of 43± feet. A delayed water level reading was taken after 4 hours. However, the boring caved to a depth of 37½± feet.
Based on the depth of the water encountered during drilling , the moisture contents of the recovered soil samples, and the caving conditions, the depth to the static groundwater table is considered to have existed at a depth of approximately 43± feet below existing site grades, at the time of the subsurface investigation.
SCG reviewed the water level data was obtained from the California Department of Water Resources website, http://www.water.ca.gov/waterdatalibrary/. However, the nearest monitoring well on record is located approximately 5.5 miles north of the site. Therefore, this groundwater data would not represent the groundwater at the subject site. SCG also reviewed groundwater information provided on California State Water Resources Control Board (SWRCB) Geotracker website https://geotracker.waterboards.ca.gov/. The nearest groundwater monitoring well is located 1.7± miles to the southeast of the subject site. The water level readings within this monitoring well indicate a groundwater level of 3.9± feet below the ground surface. This well is approximately at an elevation of 198± msl. Another groundwater monitoring well is located 1.8± miles southeast of the subject site. The water level readings in this monitoring well indicate a groundwater level of 22± feet below the ground surface. This well is at an elevation of approximately 300± feet msl.
4.3 Geologic Conditions
The subject site is located within the Peninsular Ranges province. The Peninsular Ranges province consists of several northwesterly-trending ranges in the southwestern California. The province is truncated to the north by the east-west trending Transverse Ranges. Prior to the mid-Mesozoic, the region was covered by seas and thick marine sedimentary and volcanic se quences were deposited. The bedrock geology that dominates the elevated areas of the Peninsular Ranges consists of high-grade metamorphic rocks intruded by Mesozoic plutons. During the Cretaceous, extensive mountain building occurred during the emplacemen t of the southern California batholith. The Peninsular Ranges have been significantly disrupted by Tertiary and Quaternary strike-slip faulting along the Elsinore and San Jacinto faults. This tectonic activity has resulted in the present terrain.
The prim ary available reference applicable to the subject site is the Geologic Map of the Oceanside, San Luis Rey, and San Marcos 7.5’ Quadrangles, San Diego County, California , by Siang S. Tan and Michael P. Kennedy, 1996. A portion of this map indicating the loc ation of the subject site is included as Plate 3 in Appendix A of this report.
Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2
This map indicates that the site is underlain by two geologic units. The first geologic unit is the Holocene-age alluvium and colluvium deposits (Map Symbol Qal) located in a m inor portion of the northwestern area of the site. This unit is described as unconsolidated silt, clay, sand and gravel. The second geologic unit is the Tertiary -age Santiago Formation (Map Symbol Tsa) underlying the majority of the subject site. The Santi ago Formation consists of light -colored, poorly-bedded, poorly-indurated, fine- to medium-grained sandstone interbedded with siltstone and claystone with localized coarse -grained sandstone and conglomerate. Bedding attitudes on this map indicate that the b eds strike generally northeast-southwest, dipping 12 to 15 degrees downward to the northwest. A minor fault (shear joint) plane is depicted on this map near the western boundary of the site. The minor fault plane generally strike northeast-southwest, dipping 80 degrees to the northwest. Three questionable landslides are also mapped 700 to 1,200± feet south-southeast of the subject site. These questionable landslides are located within the Santiago Formation.
Based on the conditions encountered during drilling, the subsurface conditions are similar to the mapped geologic conditions. Holocene -age alluvial soils consisting of clayey sands and sandy clays were encountered in the northwestern area of the site at Boring No. B-1. Santiago Formation bedrock consis ting of silty fine -grained sandstone, fine -grained sandy siltstone, and clayey siltstone were encountered below the shallow colluvial soils in the remaining areas of the site.
SCG previously conducted superficial geologic mapping at the subject site. The results of this mapping were presented in our Report No. 19G109 -1, dated July 15, 2019. Excerpts from this report are presented below:
Geologic Mapping
As part of this investigation, SCG performed surficial geologic mapping at the subject site. It should be noted that no subsurface investigation was performed as part of this investigation. The geologic mapping was limited to surficial exposure and expression of geologic units and features.
Due to the recent rainfall, the site was covered with heavy native grass and weed growth which obscured the near -surface alluvial soils. Bedrock was only exposed in six (6) limited areas throughout the site.
Based on the bedrock exposed at the outcrops at the subject site, it is our opinion that the site is underlain by massive silty fine -grained sandstone with localized interbedded fine -grained sandstone and conglomerate of the Santiago Formation (Map Symbol Tsa). The geologic conditions at the site are generally consistent with the mapped geologic conditions. The bedding attitudes in the Santiago Formation in south -central area of the site generally strike northwest - southeast and dip 15 degrees to the northeast and the bedding attitudes in the Santiago Formation in the eastern area of the site generally strike southeas t-southwest and dip 18 to 19 degrees to the northwest. As noted previously, a minor fault (shear joint) plane is mapped near the western boundary of the subject site. However, based on surface observations at the time of the geologic mapping, no evidence o f surface expression of faults (i.e. fault scarps, fault line scarps, or displacement in the near surface soils) is present on the subject site. Three questionable landslides are also mapped south-southeast of the subject site. Based on the surface
Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2
observations at the time of the geologic mapping, no evidence of surface expression of landslides (i.e. head scarps, minor scarps, crown cracks, radial cracks, etc.) is present on the subject site.
Fault Rupture Hazard
Currently, there is no published Alquist -Priolo Earthquake Fault Zone Map for the San Luis Rey Quadrangle. Therefore, the CGS has not mapped any active or potentially active faults with potential surface fault rupture in the San Luis Rey Quadrangle.
The nearest fault zone is the Rose Canyon Fault Zone (RCFZ) located 5.8± miles west of the subject site. The RCFZ is a right-lateral strike-slip fault. The RCFZ has a total length of 30 km with a slip rate ranging from 1.1 to 5 mm/yr. The interval between surface ruptures ranges between 1,200 and 3,000 years (scec.org).
An active fault is defined by the State of California under the Alquist-Priolo Act of 1972 as a fault which has displaced earth materials during the Holocene Epoch (11,000± years). The Santiago Formation bedrock that underlies the subject site is indicated to be Middle Eocene-Tertiary age (45± million years). Therefore, even though this bedrock unit may exhibit indicators of faulting near the subject site, the faulting may be ancient and may not be active.
Based on the age of the bedrock and the lack of surface expression at the subject site, the minor fault mapped outside the western boundary of the subject site is considered to be inactive.
Landslide Hazard
Based on the surficial geologic mapping conducted by SCG, there is no evidence of surface expressions for landslides at the subject site. In addition, there were no mapped landslides at the subject site and there were no indicators of landslides during the aerial photograph review.
Conclusions and Recommendations
Research of available maps indicates that the subject site is not located within an Alquist -Priolo Earthquake Fault Zone. A minor fault (shear joint) plane is mapped on the western boundary of the subject site. This minor fault (shear joint) is not associated with any known active fault. Based on our observations of the ground surface at the time of the surficial geologic mapping and the historic aerial photograph review, the minor fault (shear joint) does not show surface expression (i.e. fault scarps or fault line scarps). This fault is not identified on the Alquist-Priolo Earthquake Fault Zone map. Therefore, the possibility of significant fault rupture on the site is considered to be low.
There are no mapped landslides on the subject site, no evidence for landslides observed during the surficial geologic mapping, and no evidence for landslides during the historical aerial photograph review. Therefore, the possibility of an active landslide at the su bject site is considered low.
Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2
5.0 LABORATORY TESTING
The soil samples recovered from the subsurface exploration were returned to our laboratory for further testing to determine selected physical and engineering properties of the soils. The te sts are briefly discussed below. It should be noted that the test results are specific to the actual samples tested, and variations could be expected at other locations and depths.
Classification
All recovered soil samples were classified using the Unified Soil Classification System (USCS), in accordance with ASTM D-2488. Field identifications were then supplemented with additional visual classifications and/or by laboratory testing. The USCS classifications are shown on the Boring Logs and are periodically referenced throughout this report.
Density and Moisture Content
The density has been determined for selected relatively undisturbed ring samples. These densities were determined in general accordance with the method presented in ASTM D-2937. The results are recorded as dry unit weight in pounds per cubic foot. The moisture contents are determined in accordance with ASTM D -2216 and are expressed as a percentage of the dry weight. These test results are presented on the Boring Logs.
Consolidation
Selected soil samples have been tested to determine their consolidation potential, in accordance with ASTM D -2435. The testing apparatus is designed to accept either natural or remolded samples in a one -inch high ring, approximately 2.416 inches in diameter. Each sam ple is then loaded incrementally in a geometric progression and the resulting deflection is recorded at selected time intervals. Porous stones are in contact with the top and bottom of the sample to permit the addition or release of pore water. The samples are typically inundated with water at an intermediate load to determine their potential for collapse or heave. The results of the consolidation testing are plotted on Plates C-1 through C-4 in Appendix C of this report.
Maximum Dry Density and Optimum Moisture Content
A representative bulk sample has been tested for its maximum dry density and optimum moisture content. The results have been obtained using the Modified Proctor procedure, per ASTM D-1557 and are presented on Plate C -5 in Appendix C of this report. These tests are generally used to compare the in -situ densi ties of undisturbed field samples, and for later compaction testing.
Additional testing of other soil types or soil mixes may be necessary at a later date.
Soluble Sulfates
A representative sample of the near -surface soils were submitted to a subcontracte d analytical laboratory for determination of soluble sulfate content. Soluble sulfates are naturally present in soils, and if the concentration is high enough, can result in degradation of concrete which comes
Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2
into contact with these soils. The results of the soluble sulfate testing are presented below, and are discussed further in a subsequent section of this report.
Sample Identification Soluble Sulfates (%) Sulfate Classification B-1 @ 0 to 5 feet 0.013 Not Applicable (S0)
Corrosivity Testing
A r epresentative bulk sample of the near -surface soils w ere submitted to a subcontracted corrosion engineering laboratory to determine if the near -surface soils possess corrosive characteristics with respect to common construction materials. The corrosivity testing included a determination of the electrical resistivity, pH, and chloride and nitrate concentrations of the soils, as well as other tests. The results of some of these tests are presented below.
Sample Identification Saturated Resistivity
(ohm-cm) pH Chlorides
(mg/kg)
Nitrates
(mg/kg)
B-1 @ 0 to 5 feet 1,080 7.5 47 49
Expansion Index
The expansion potential of the on-site soils was determined in general accordance with ASTM D- 4829. The testing apparatus is designed to accept a 4-inch diameter, 1-in high, remolded sample.
The sample is initially remolded to 50± 1 percent saturation an d then loaded with a surcharge equivalent to 144 pounds per square foot. The sample is then inundated with water and allowed to swell against the surcharge. The resultant swell or consolidation is recorded after a 24 -hour period. The results of the EI testing are as follows:
Sample Identification Expansion Index Expansive Potential B-1 @ 0 to 5 feet 68 Medium
Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2
6.0 CONCLUSIONS AND RECOMMENDATIONS
Based on the results of our review, field exploration, laboratory testing and geotechnical analysis, the proposed development is considered feasible from a geotechnical standpoint. The recommendations contained in this report should be taken into the desig n, construction, and grading considerations.
The recommendations are contingent upon all grading and foundation construction activities being monitored by the geotechnical engineer of record. The recommendations are provided with the assumption that an ad equate program of client consultation, construction monitoring, and testing will be performed during the final design and construction phases to verify compliance with these recommendations. Maintaining Southern California Geotechnical, Inc., (SCG) as the geotechnical consultant from the beginning to the end of the project will provide continuity of services. The geotechnical engineering firm providing testing and observation services shall assume the responsibility of Geotechnical Engineer of Record.
The Grading Guide Specifications, included as Appendix D, should be considered part of this report, and should be incorporated into the project specifications. The contractor and/or owner of the development should bring to the attention of the geotechnical engineer any conditions that differ from those stated in this report, or which may be detrimental for the development.
6.1 Seismic Design Considerations
The subject site is located in an area which is subject to strong ground motions due to earthquakes. The performance of a site specific seismic hazards analysis was beyond the scope of this investigation. However, numerous faults capable of producing significant ground motions are located near the subject site. Due to economic considerations, it is not ge nerally considered reasonable to design a structure that is not susceptible to earthquake damage. Therefore, significant damage to structures may be unavoidable during large earthquakes. The proposed structures should, however, be designed to resist struct ural collapse and thereby provide reasonable protection from serious injury, catastrophic property damage and loss of life.
Faulting and Seismicity
Research of available maps indicates that the subject site is not located within an Alquist -Priolo Earthquake Fault Zone. Therefore, the possibility of significant fault rupture on the site is considered to be low.
Seismic Design Parameters
The 2019 California Building Code (CBC) provides procedures for earthquake resistant structural design that include considerations for on-site soil conditions, occupancy, and the configuration of the structure including the structural system and height. The seismic design parameters presented below are based on the soil profile and the proximity of known faults with respect to the subject site.
Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2
Based on standards in place at the time of this report, the proposed development is expected to be designed in accordance w ith the requirements of the 2019 edition of the California Building Code (CBC), which was adopted on January 1, 2020.
The 2019 CBC Seismic Design Parameters have been generated using the SEAOC/OSHPD Seismic Design Maps Tool , a web -based software application available at the website www.seismicmaps.org. This software application calculates se ismic design parameters in accordance with several building code reference documents, including ASCE 7 -16, upon which the 2019 CBC is based. The application utilizes a database of risk-targeted maximum considered earthquake (MCER) site accelerations at 0.0 1-degree intervals for each of the code documents.
The tables below were created using data obtained from the application. The output generated from this program is included as Plate E-1 in Appendix E of this report.
The 2019 CBC requires that a site-specific ground motion study be performed in accordance with Section 11.4.8 of ASCE 7 -16 for Site Class D sites with a mapped S 1 value greater than 0.2.
However, Section 11.4.8 of ASCE 7-16 also indicates an exception to the requirement for a site- specific gr ound motion hazard analysis for certain structures on Site Class D sites. The commentary for Section 11 of ASCE 7-16 (Page 534 of Section C11 of ASCE 7-16) indicates that “In general, this exception effectively limits the requirements for site -specific hazard analysis to very tall and or flexible structures at Site Class D sites.” Based on our understanding of the proposed development, the seismic design parameters presented below were calculated assuming that the exception in Section 11. 4.8 applies to the proposed structure at this site. However, the structural engineer should verify that this exception is applicable to the proposed structure s. Based on the exception, the spectral response accelerations presented below were calculated using the site coeffic ients (Fa and Fv) from Tables 1613.2.3(1) and 1613.2.3(2) presented in Section 16.4.4 of the 2019 CBC.
2019 CBC SEISMIC DESIGN PARAMETERS
Parameter Value
Mapped Spectral Acceleration at 0.2 sec Period SS 1.004 Mapped Spectral Acceleration at 1.0 sec Period S1 0.365 Site Class --- D*
Site Modified Spectral Acceleration at 0.2 sec Period SMS 1.205 Site Modified Spectral Acceleration at 1.0 sec Period SM1 0.706 Design Spectral Acceleration at 0.2 sec Period SDS 0.803 Design Spectral Acceleration at 1.0 sec Period SD1 0.471
*The 2019 CBC requires that Site Class F be assigned to any profile containing soils vulnerable to potential failure or colla pse under seismic loading, such as liquefiable soils. For Site Class F, the site coefficients are to be determined in accordance with Section 11.4.7 of ASCE 7-16. However, Section 20.3.1 of ASCE 7-16 indicates that for sites with structures having a fundamental period of vibration equal to or less than 0.5 seconds, the site coefficient factors (F a and Fv) may be determined using the standard procedures. The seismic design parameters tabulated above were calculated using the site coefficient factors for Site Class D, assuming that the fundamental period of the structures is less than 0.5 seconds. However, the results of the liquefaction evaluation indicate that the subject site is underlain by potentially liquefiable soils. Therefore, if the proposed structures have a fundamental period greater than
0.5 seconds, a site-specific seismic hazards analysis will be required and additional subsurface exploration will be necessary. Additional subsurface exploration and laboratory testing should be performed at the time of the design-level geotechnical investigation to confirm that this is a Site Class D site.
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It should be noted that the site coefficient Fv and the parameters SM1 and SD1 were not included in the SEAOC/OSHPD Seismic Design Maps Tool output for the 2019 CBC. We calculated these parameters-based on Table 1613.2.3(2) in Section 16.4.4 of the 2019 CBC using the value of S1 obtained from the Seismic Design Maps Tool, assuming that a site-specific ground motion hazards analysis is not required for the proposed buildings at this site.
Ground Motion Parameters
For the purposes of the liquefaction analysis perf ormed for this study, we utilized a site acceleration consistent with maximum considered earthquake ground motions, as required by the 2019 CBC. The peak ground acceleration (PGA) was determined in accordance with Section 11.8.3 of ASCE 7 -16. The parameter PGAM is the maximum considered earthquake geometric mean (MCEG) PGA, multiplied by the appropriate site coefficient from Table 11.8 -1 of ASCE 7-16. The web-based software application SEAOC/OSHPD Seismic Design Maps Tool (described in the previous section) was used to determine PGAM, which is 0.527g. A portion of the program output is included as Plate E -1 of this report. An associated earthquake magnitude was obtained from the USGS Unified Hazard Tool, Interactive Deaggre gation application available on the USGS website. The deaggregated modal magnitude is 6.67, based on the peak ground acceleration and soil classification D.
Liquefaction
The Liquefaction Hazard Map, published by San Diego County, indicates that the extreme northern portion of the subject site is located within a liquefaction hazard zone. The majority of the site is not located within a liquefaction hazard zone. Based on this mapping, and the subsurface conditions encountered at the borings, the scope of t his investigation included a detailed liquefaction evaluation in order to determine the site-specific liquefaction potential.
Liquefaction is the loss of strength in generally cohesionless, saturated soils when the pore-water pressure induced in the soil by a seismic event becomes equal to or exceeds the overburden pressure. The primary factors which influence the potential for liquefaction include groundwater table elevation, soil type and plasticity characteristics, relative density of the soil, initial confining pressure, and intensity and duration of ground shaking. The depth within which the occurrence of liquefaction may impact surface improvements is generally identified as the upper 50 feet below the existing ground surface. Liquefaction potential is greater in saturated, loose, poorly graded fine sands with a mean (d50) grain size in the range of 0.075 to 0.2 mm (Seed and Idriss, 1971). Non-sensitive clayey (cohesive) soils which possess a plasticity index of at least 18 (Bray and Sancio, 2006) are generally not considered to be susceptible to liquefaction, nor are those soils which are above the historic static groundwater table.
The liquefaction analysis was conducted in accordance with the requirements of Special Publication 117A (CDMG, 2008), and currently accepted practice (SCEC, 1997). The liquefaction potential of the subject site was evaluated using the empirical method deve loped by Boulanger and Idriss (Boulanger and Idriss, 2008). This method predicts the earthquake-induced liquefaction potential of the site based on a given design earthquake magnitude and peak ground acceleration at the subject site. This procedure essenti ally compares the cyclic resistance ratio (CRR) [the cyclic stress ratio required to induce liquefaction for a cohesionless soil stratum at a given depth] with the earthquake -induced cyclic stress ratio (CSR) at that depth from a specified design
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earthquake (defined by a peak ground surface acceleration and an associated earthquake moment magnitude). CRR is determined as a function of the corrected SPT N -value (N 1)60-cs, adjusted for fines content. The factor of safety against liquefaction is defined as CRR/CSR. Based on Special Publication 117A, a factor of safety of at least 1.3 is required in order to demonstrate that a given soil stratum is non -liquefiable. Additionally, in accordance with Special Publication 117A, clayey soils which do not meet the criteria for liquefiable soils defined by Bray and Sancio (2006), loose soils with a plasticity index (PI) less than 12 and moisture content greater than 85% of the liquid limit, are considered to be insusceptible to liquefaction. Non-sensitive soils with a PI greater than 18 are also considered non-liquefiable.
The liquefaction analysis procedure is tabulated on the spreadsheet forms included in Appendix F of this report. The liquefaction analysis was performed for Boring No. B-1, which was advanced to a depth of 50± feet. The liquefaction potential was analyzed at the boring location utilizing a PGAM of 0. 527g related to a 6.67 magnitude seismic event. The liquefaction evaluation was performed using a historic high groundwater depth of 37.5 feet.
If liquefiable soils are identified, the potential settlements that could occur as a result of liquefaction are determined using the equation for volumetric strain due to post -cyclic reconsolidation (Yoshimine et. al, 2006). This procedure uses an empirical r elationship between the induced cyclic shear strain and the corrected N -value to determine the expected volumetric strain of saturated sands subjected to earthquake shaking. This analysis is also documented on the spreadsheets included in Appendix F.
Conclusions and Recommendations
The liquefaction analysis ha s identified potentially liquefiable soils at Boring No. B -1. The liquefiable materials are present in a several layers between depths of 37.5 and 50± feet. Soils which are located above the historic high groundwater table ( 37.5 feet), or possess factors of safety in excess of 1.3, are considered non-liquefiable. Settlement analyses were conducted for each of the potentially liquefiable strata.
Based on the settlement analysis (also tabulated on th e spreadsheets in Appendix F) a total dynamic (liquefaction induced) settlement of 3.3± inches could be expected at Boring No. B -1.
The associated differential settlement is estimated to be on the order of 1.6 to 2.2± inches. The estimated differential set tlement could be assumed to occur across a distance of 50 feet, indicating a maximum angular distortion of less than 0.004± inches per inch.
It should be noted that the potentially liquefiable alluvial soils are only located in the north and northwestern regions of the site. As shown on Plate 3, the Geologic Map, the majority of the site is underlain by Santiago formation bedrock which is non - liquefiable. Special design considerations related to liquefaction-induced settlements will only be required for shallow foundations located within the area of the site that is underlain by the alluvial soils.
Based on our understanding of the proposed development, it is considered feasible to support the proposed structure on shallow foundations. Such a foundation system can be designed to resist the effects of the anticipated differential settlements, to the extent that the structure would
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not catastrophically fail. Designing the proposed structure to remain completely undamaged during a seismic event that could occur once every 2475 years (the code-specified return period used in the liquefaction analysis) is not considered to be economically feasible. Based on this understanding, the use of a shallow foundation system is considered to be the most economical means of supporting the proposed structures.
In order to support the proposed structures on shallow foundations (such as spread footings) the structural engineer should verify that the structure would not catastrophically fail due to the predicted dynamic d ifferential settlements. Any utility connections to the structure s should be designed to withstand the estimated differential settlements. It should also be noted that minor to moderate repairs, including re -leveling, restoration of utility connections, repair of damaged drywall and stucco, etc., would likely be required after occurrence of the liquefaction -induced settlements.
The use of a shallow foundation system, as described in this report, is typical for buildings of this type, where they are underlain the extent of liquefiable soils encountered at this site. The p ost- liquefaction damage that could occur within the buildings proposed for this site will also be typical of similar buildings in the vicinity of this project. However, if the owner determines that this level of potential damage is not acceptable, other ge otechnical and structural options are available, including the use of ground improvement or mat foundations.
6.2 Geotechnical Design Considerations
General
Most of the site is underlain by a thin layer of colluvium, which is underlain at relatively shallo w depth by Santiago formation bedrock. The notable exception to this is the northwestern corner of the site, in the vicinity of our Boring No. B-1. In this area, the site is underlain by native alluvial soils extending to a depth of more than 50± feet.
The near surface alluvium and colluvium possesses moderate strengths. The results of laboratory testing indicate that the upper 3 to 4 ± feet of these soils possess a potential for moderate consolidation and hydrocollapse. Based on these conditions, it is recommended that remedial grading be performed within the areas of the proposed structures. For structures supported on isolated pole foundations, such as canapés or playgrounds, the foundations may consist of shallow drilled piers, extended through the existing alluvium/colluvium into the native Santiago formation bedrock or medium dense alluvium below.
As discussed in a previous section of this report, potentially liquefiable soils were identified at Boring No. B -1, drilled in the northwestern region of the site. Therefore, special grading and foundation design recommendations will apply to the proposed pavilion/restroom/catering support building. The presence of the recommended layer of newly placed compacted structural fill above these liquefiable soils will help to reduce any surface manifestations that could occur as a result of liquefaction. The foundation and floor slab design recommendations presented in the subsequent sections of this report also contain recommendations to provide additional rigidity in
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order to reduce the potential effects of differential settlement that could occur as a result of liquefaction.
Settlement
The proposed remedial grading will remove the existing compressible alluvium/colluvium from within the proposed building areas. Alternatively, the foundations may be extended through the surface of colluvial soils into the San tiago formation bedrock below. The underlying native materials possess relatively high strengths and will not be excessively compressible unde r the new foundation loads. Therefore, following completion of the recommended remedial grading, post-construction static settlements are expected to be within tolerable limits.
Expansion
Laboratory testing performed on a representative sample of the near-surface soils indicates that these materials are medium expansive (EI = 68). Based on the presence of expansive soils at this site, special design and construction considerations are warranted. All building pad and flatwork subgrade soils should be prop erly moisture conditioned and maintained at adequate moisture content throughout the construction process. Further recommendations concerning the expansive soils are presented in subsequent sections of this report. It is recommended that additional expansion index testing be conducted at the completion of rough grading to verify the expansion potential of the as-graded structure pads.
Soluble Sulfates
The results of the soluble sulfate testing indicate that the selected sample of the on -site soils contains a concentration of soluble sulfates that corresponds to Class S0 with respect to the American Concrete Institute (ACI) Publication 318-14 Building Code Requirements for Structural Concrete and Commentary , Section 4.3. Therefore, specialized concrete mix d esigns are not considered to be necessary, with regard to sulfate protection purposes. It is, however, recommended that additional soluble sulfate testing be conducted at the completion of rough grading to verify the soluble sulfate concentrations of the s oils which are present at finished grade.
Corrosion Potential
The results of laboratory testing indicate that a representative sample of the on -site soils possesses a saturated resistivity value of 1,080 ohm-cm, and a pH value of 7.5. This test result has been evaluated in accordance with guidelines published by the Ductile Iron Pipe Research Association (DIPRA). The DIPRA guidelines consist of a point system by which characteristics of the soils are used to quantify the corrosivity charact eristics of the site. Sulfides, and redox potential are factors that are also used in the evaluation procedure. We have evaluated the corrosivity characteristics of the on -site soils using resistivity, pH, and moisture content. Based on these factors, and utilizing the DIPRA procedure, the on-site soils are considered to be highly corrosive to ductile iron pipe. Therefore, polyethylene encasement or some other appropriate method of protection will be required for iron pipes. Since SCG does not practice in the area of corrosion engineering, the client may also wish to contact a corrosion engineer to provide a more thorough evaluation.
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Only a low level (47 mg/kg) of chlorides was detected in the sample submitted for corrosivity testing. In general, soils poss essing chloride concentrations in excess of 350 to 500 parts per million (ppm) are considered to be corrosive with respect to steel reinforcement within reinforced concrete. Based on the lack of any significant chlorides in the tested sample, the site is considered to have a C1 chloride exposure in accordance with the American Concrete Institute (ACI) Publication 318 Building Code Requirements for Structural Concrete and Commentary. Therefore, a specialized concrete mix design for reinforced concrete for protection against chloride exposure is not considered warranted.
Shrinkage/Subsidence
Based on the results of the laboratory testing, removal and recompaction of the loose near - surface alluvial/colluvial soils, extending to depths of 5 to 6± feet, is estima ted to result in an average shrinkage of 10 to 16 percent. Shrinkage or bulking of less than 5 percent is expected to occur where Santiago formation bedrock materials are excavated and replaced as compacted fill. It should be noted that th ese shrinkage estimates are based on the results of dry density testing performed on small-diameter samples of the existing soils taken at the boring locations.
If a more accurate and precise shrinkage estimate is desired, SCG can perform a shrinkage study involving several excavated test-pits where in-place densities are determined using in-situ testing methods instead of laboratory density testing on small-diameter samples. Please contact SCG for details and a cost estimate regarding a shrinkage study, if desired.
Minor ground subsidence is expected to occur in the soils below the zone of removal, due to settlement and machinery working. The subsidence is estimated to be 0. 1± feet. This estimate may be used for grading in areas that are underlain by native alluvial or colluvial soils.
These estimates are based on previous experience and the subsurface conditions encountered at the boring locations. The actual amount of subsidence is expected to be variable and will be dependent on the type of machinery used, repetitions of use, and dynamic effects, all of which are difficult to assess precisely.
Grading and Foundation Plan Review
No detailed grading or foundation plans were available at the time of this report. It is therefore recommended that we be provided w ith copies of the preliminary plans, when they become available, for review with regard to the conclusions, recommendations, and assumptions contained within this report.
6.3 Site Grading Recommendations
The grading recommendations presented below are based on the subsurface conditions encountered at the boring locations and our understanding of the proposed development. We recommend that all grading activities be completed in accordance with the Grading Guide Specifications included as Appendix D of th is report, unless superseded by site -specific recommendations presented below.
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Site Stripping and Demolition
Initial site preparation should include stripping of any existing surficial vegetation and organic materials. Based on conditions observed at the t ime of the field exploration, stripping of only minor native grass and weed growth may be necessary within the western half of the subject site. Any organic material should be disposed of off-site. Removal of any trees should include all of the associated root masses. The actual extent of site stripping should be determined by the geotechnical engineer at the time of grading, based on the organic content and the stability of the encountered materials.
Treatment of Existing Soils: Building Pads
It is recommended that remedial grading be performed within the proposed building area s to remove the collapsible/compressible near-surface native alluvium and colluvium. The proposed building areas should be overexcavated to a depth of at least 5 feet below existing grade, and to a depth of at least 3 feet below proposed pad grade. Buildings that are underlain by potentially liquefiable alluvium, such as the northern restroom building, should be overexcavated to a depth of 5 feet below proposed pad grade. These recommendations apply to the building pads associated with the restrooms and catering support structures. Any similar structures (potentially including the proposed veterans memorial) to be supported on conventional shallow foundations and a concrete slab on grade floor should also be prepared in this manner.
Within the influence zones of the new foundations, the overexcavation should extend to a depth of at least 3 feet below proposed foundation bearing grade. The overexcavation should extend at least 5 feet beyond the building perimeter, and to an extent equal to the depth of new fill below the foundation bearing grade. If the proposed structures incorporate any exterior columns (such as for a building canopy or overhang) the overexcavation should also encompass these areas.
Following completion of the overexcavation, the subgrade soils within the new building areas should be evaluated by the geotechnical engineer to verify their suitability to serve as the structural fill subgrade, as well as to support the foundation loads of the new structure s. This evaluation should include proofrolling and probing to identify any soft, loose or otherwise unstable soils that must be removed. Some localized areas of deeper excavation may be required if loose, porous, or low density native soils are encountered at the base of the overexcavation.
Based on conditions encountered at the exploratory boring locations, some zones of moist to very moist soils will be encountered at or near the base of the recommended overexcavation. Stabilization of the exposed overexcavation subgrade soils is expected to be necessary. Scarification and air drying of these materials may be sufficient to obtain a stable subgrade. However, if highly unstable soils are identified, and if the constructio n schedule does not allow for delays associated with drying, mechanical stabilization, usually consisting of coarse crushed stone or geotextile, could be necessary. In this event, the geotechnical engineer should be contacted for supplementary recommendations.
After a suitable overexcavation subgrade has been achieved, the exposed soils should be scarified to a depth of 12 inches, and moisture conditioned to at least 2 to 4 percent above optimum moisture content, and recompacted to at least 9 0 percent of the ASTM D -1557 maximum dry density. The previously excavated soils may then be replaced as compacted structural fill.
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Treatment of Existing Soils: New Pole Foundation Areas Some of the new improvements including fencing, lighting, shade structures and trellises will require new foundations. As discussed in a subsequent section of this report, it is recommended that these improvements be supported on drilled pier foundations, extending through the surficial fill soils. Therefore, no significant remedial grading is considered warranted within these new foundation areas.
Treatment of Existing Soils: Bocce Ball Courts
Remedial grading should be performed within the proposed bocce court areas in order to remove the surficial alluvium/colluvium , and to cre ate a more uniform subgrade condition. It is recommended that the existing soils within the area of the proposed bocce ball courts be overexcavated to a depth of 1 foot below proposed subgrade elevation. Following completion of the overexcavation, the subg rade soils within the field areas should be evaluated by the geotechnical engineer to verify their suitability to serve as the structural fill subgrade. This evaluation should include proofrolling and probing to identify any soft, loose or otherwise unstable soils that must be removed. Some localized areas of deeper excavation may be required if loose, porous, or low density fill soils are encountered at the base of the overexcavation.
Based on conditions encountered at the exploratory boring locations, some zones of very moist soils may be encountered at or near the base of the recommended overexcavation. Stabilization of the exposed overexcavation subgrade soils may be necessary. Scarification and air drying of these materials may be sufficient to obtai n a stable subgrade. However, if highly unstable soils are identified, and if the construction schedule does not allow for delays associated with drying, mechanical stabilization, usually consisting of coarse crushed stone or geotextile, could be necessary. In this event, the geotechnical engineer should be contacted for supplementary recommendations.
After a suitable overexcavation subgrade has been achieved, the exposed soils should be scarified to a depth of at least 12 inches, and moisture conditioned to 2 to 4 percent above optimum moisture content, and recompacted to at least 90 percent of the AST M D-1557 maximum dry density. It is recommended that the bocce court areas be raised to grade with imported select structural fill, possessing an expansion index no greater than 20.
Any remedial grading and site preparation activities within the area of the proposed bocce ball courts should also be in accordance with any relevant specifications of the synthetic turf/bocce court surface manufacturer.
Treatment of Existing Soils: Parking and Drive Areas
Based on economic considerations, overexcavation of the existing potentially compressible soils in the new parking and drive areas is not considered warranted, with the exception of areas where lower strength, or unstable, soils are identified by the geotechnical engineer during grading.
Subgrade preparation in the new parking and drive areas should initially consist of removal of all soils disturbed during stripping and demolition operations. The geotechnical engineer should then
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evaluate the subgrade to identify any areas of additional unsuitable soils. The subgrade soils should then be scarified to a depth of 12± inches, moisture conditioned to 2 to 4 percent above optimum moisture content, and recompacted to at least 90 percent of the ASTM D-1557 maximum dry density.
The grading recommendations presented above for the proposed parking and drive areas assume that the owner and/or developer can tolerate minor amounts of settlement within the proposed parking areas. The grading recommendations presented above do not completely mitigate the extent of the compressible native soils that may be present in the parking and drive areas . As such, settlement and associated pavement distress could occur. Typically, repair of such distressed areas involves significantly lower costs than completely mitigating these soils at the time of construction. If the owner cannot tolerate the risk of s uch settlements, the parking and drive areas should overexcavated to provide a new layer of structural fill at least 2 feet in thickness.
Treatment of Existing Soils: Retaining Walls and Site Walls The existing soils within the areas of any proposed retai ning walls (less than 5 feet of retained height) should be overexcavated to a depth of 3 feet below foundation bearing grade and replaced as compacted structural fill, as discussed above for the proposed building pad s. The foundation subgrade soils within the areas of any proposed non -retaining site walls should also be overexcavated to a depth of 3 feet below proposed foundation bearing grade. For both types of walls, the overexcavation subgrade soils should be evaluated by the geotechnical engineer prior to scarifying, moisture conditioning and recompacting the upper 12 inches of exposed subgrade soils. The previously excavated soils may then be replaced as compacted structural fill.
If any walls retaining more than 5 feet of soil are proposed for this site, the geotechnical engineer should be contacted to provide supplementary remedial grading recommendations.
Treatment of Existing Soils: Flatwork
The proposed development is expected to include some areas of new Portland cement concrete flatwork. Based on conditions encountered at the boring locations, it is expected that these areas of flatwork will be underlain by moist to very moist medium expansive soils. The presence of these soils possesses a minor risk of heave and damage to new flatwork, which will be relatively lightly loaded. Based on economic considerations, flatwork is typically constructed immediately over medium expansive soils. However, if the owner desires protection against heaving of flatwork, a layer of very low expansive select structural fill could be placed below the flatwork areas. Typically, this layer of select fill is 1 to 2 feet in thickness.
Subgrade preparation in the new flatwork areas should initially consist of removal of all soils disturbed during stripping and demolition operations. The geotechnical engineer should then evaluate the subgrade to identify any areas of additional unsuitable soils. The subgrade soils should then be scarified to a depth of 12 inches, moisture conditioned to 2 to 4 percent above optimum, and recompacted to at least 90 percent of the ASTM D -1557 maximum dry density.
Based on the presence of variable strength fill soils throughout the site, it is expected that some isolated areas of additional overexcavation may be required to remove z ones of lower strength, unsuitable soils.
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These flatwork subgrade preparation recommendations may also be used for areas of new exterior rubberized play surfacing and areas of new flagstone, subject to any applicable manufacturer’s recommendations.
Fill Placement
• Fill soils should be placed in thin (6 ± inches), near-horizontal lifts, moisture conditioned to 2 to 4 percent above the optimum moisture content and compacted. • On-site soils may be used for fill provided they are cleaned of any debris to the satisfaction of the geotechnical engineer. Some drying of the on -site soils will likely be necessary in order to achieve a moisture content suitable for compaction as structural fill. All fill should conform with the recommendations presented in the Grading Guide Specifications, included as Appendix D.
• All grading and fill placement activities should be completed in accordance with the requirements of the 2019 CBC and the grading code of the city of Carlsbad. • All fill soils should be compacted to at least 90 percent of the ASTM D-1557 maximum dry density. Fill soils should be well mixed.
• Compaction tests should be performed periodically by the geotechnical engineer as random verification of compaction and moisture content. These tests are intended to aid the contractor. Since the tests are taken at discr ete locations and depths, they may not be indicative of the entire fill and therefore should not relieve the contractor of his responsibility to meet the job specifications.
Imported Structural Fill
All imported structural fill should consist of very low e xpansive (EI < 20), well graded soils possessing at least 10 percent fines (that portion of the sample passing the No. 200 sieve).
Additional specifications for structural fill are presented in the Grading Guide Specifications, included as Appendix D.
Utility Trench Backfill
In general, all utility trench backfill should be compacted to at least 90 percent of the ASTM D - 1557 maximum dry density. As an alternative, a clean sand (minimum Sand Equivalent of 30) may be placed within trenches and compacted in place (jetting or flooding is not recommended).
It is recommended that materials in excess of 3 inches in size not be used for utility trench backfill.
Compacted trench backfill should conform to the requirements of the local grading code, and more restrictive requirements may be indicated by the city of Carlsbad. All utility trench backfills should be witnessed by the geotechnical engineer. The trench backfill soils should be compaction tested where possible; probed and visually evaluated elsewhere.
Utility trenches which parallel a footing, and extending below a 1h:1v plane projected from the outside edge of the footing should be backfilled with structural fill soils, compacted to at least 90 percent of the ASTM D-1557 standard. Pea gravel backfill should not be used for these trenches.
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6.4 Construction Considerations
Excavation Considerations
The near-surface soils generally consist of silty clays and sandy clays. These materials are not expected to be subject to significant caving within shallow exc avations. If caving does occur within shallow excavations, flattened excavation slopes are expected to be sufficient to provide excavation stability. Deeper excavations will require some form of external stabilization such as shoring or bracing. Maintainin g adequate moisture content within the near -surface soils will improve excavation stability. Temporary excavation slopes should be no steeper than 1.5h:1v.
All excavation activities on this site should be conducted in accordance with Cal-OSHA regulations.
Excavations into the Santiago formation bedrock can be sloped at 1h:1v.
We were able to extend borings 15 feet into the Santiago formation bedrock using a conventional hollow-stem auger drill rig. Therefore it is expected that conventional grading equipment will be adequate to excavate the bedrock materials at depths of up to 15± feet. However, due to the density of the bedrock, slower production rates should be expected. If excavations more than 15 feet into bedrock are required, additional studies may be necessary to evaluate the excavation characteristics of the deeper bedrock materials.
Expansive Soils
The near-surface soils at this site are potentially expansive. Therefore, care should be given to proper moisture conditioning of all on-site soils to a moisture content of 2 to 4 percent above the Modified Proctor optimum during site grading. All imported fill soils should have low expansive characteristics. In addition to adequately moisture conditioni ng the subgrade soils and fill soils during grading, special care must be taken to maintain moisture content of these soils at 2 to 4 percent above the Modified Proctor optimum. This will require the contractor to frequently moisture condition these soils throughout the grading process, unless grading occurs during a period of relatively wet weather.
Due to the presence of expansive soils at this site, provisions should be made to limit the potential for surface water to penetrate the soils immediately adjacent to the structures. These provisions should include directing surface runoff into rain gutters and area drains, reducing the extent of landscaped areas around the structures, and sloping the ground surface away from the buildings.
Where possible, it is recommended that landscaped planters not be located immediately adjacent to the buildings. If landscaped planters around the buildings are necessary, it is recommended that drought tolerant plants or a drip irrigation system be utilized, to minimize t he potential for deep moisture penetration around the structures. Presented below is a list of additional soil moisture control recommendations that should be considered by the owner, developer, and civil engineer:
• Ponding and areas of low flow gradients in unpaved walkways, grass and planter areas should be avoided. In general, minimum drainage gradients of 2 percent should be maintained in unpaved areas.
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• Bare soil within five feet of proposed structures should be sloped at a minimum five percent gradient away from the structure (about three inches of fall in five feet), or the same area could be paved with a minimum surface gradient of one percent. Pavement is preferable. • Decorative gravel ground cover tends to provide a reservoir for surface water and may hide areas of ponding or poor drainage. Decorative gravel is, therefore, not recommended and should not be utilized for landscaping unless equipped with a subsurface drainage system designed by a licensed landscape architect.
• Positive drainage devi ces, such as graded swales, paved ditches, and catch basins should be installed at appropriate locations within the area of proposed development. • Concrete walks and flatwork should not obstruct the free flow of surface water to the appropriate drainage devices.
• Area drains should be recessed below grade to allow free flow of water into the drain. Concrete or brick flatwork joints should be sealed with mortar or flexible mastic. • Gutter and downspout systems should be installed to capture all discharge from roof areas.
Downspouts should discharge directly into a pipe or paved surface system to be conveyed offsite. • Enclosed planters adjoining, or in close proximity to proposed structures, should be sealed at the bottom and provided with subsurface collection systems and outlet pipes. • Depressed planters should be raised with soil to promote runoff (minimum drainage gradient two percent or five percent, see above), and/or equipped with area drains to eliminate ponding. • Drainage outfall locations should be select ed to avoid erosion of slopes and/or properly armored to prevent erosion of graded surfaces. No drainage should be directed over or towards adjoining slopes.
• All drainage devices should be maintained on a regular basis, including frequent observations during the rainy season to keep the drains free of leaves, soil and other debris. • Landscape irrigation should conform to the recommendations of the landscape architect and should be performed judiciously to preclude either soaking or excessive drying of the fo undation soils.
This should entail regular watering during the drier portions of the year and little or no irrigation during the rainy season. Automatic sprinkler systems should, therefore, be switched to manual operation during the rainy season. Good irri gation practice typically requires frequent application of limited quantities of water that are sufficient to sustain plant growth, but do not excessively wet the soils. Ponding and/or run-off of irrigation water are indications of excessive watering.
Other provisions, as determined by the landscape architect or civil engineer, may also be appropriate.
Moisture Sensitive Subgrade Soils
Most of the near-surface soils possess appreciable silt and clay content and will become unstable if exposed to signific ant moisture infiltration or disturbance by construction traffic. In addition, based on their granular content, some of the on-site soils will be susceptible to erosion. Therefore, the site should be graded to prevent ponding of surface water and to prevent water from running into excavations.
As discussed in Section 6.3 of this report, unstable subgrade soils will likely be encountered at the base of the overexcavation s within the proposed building area s. The extent of unstable subgrade soils will to a large degree depend on methods used by the contractor to avoid adding additional moisture to these soils or disturbing soils which already possess high moisture contents.
If grading occurs during a period of relatively wet weather, an increase in subgrade instability should also be expected. If unstable subgrade conditions are encountered, it is
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recommended that only track -mounted vehicles be used for fill placement and compaction.
If the construction schedule dictates that site grading will occur during a period of wet weather, allowances should be made for costs and delays associated with drying the on-site soils or import of a less moisture sensitive fill material. Grading during wet or cool weather may also increase the depth of overexcavation in the pad areas as well as the need for and or the thickness of the crushed stone stabilization layer, discussed in Section 6.3 of this report.
Groundwater
The static groundwater table at this site is considered to exist at a depth in excess of 30± feet.
Therefore, groundwater is not expected to impact grading or foundation construction activities.
Perched water may be encountered within sandy seams in the bedrock or alluvium. It is expected that minor perched water can be removed with sump pumps.
6.5 Shallow Foundation Design and Construction – New Buildings Based on the preceding grading recommendations, it is assumed that the new building pads will be underlain by new structural fill soils used to replace the existing compressible/collapsible native colluvial soil. These structural fill soils are expected to extend to a depth of at least 3 feet below proposed foundation bearing grade . Based on th is subsurface profile, and the design considerations presented in Section 6.1 of this report, the proposed buildings may be supported on conventional shallow foundations.
Building Foundation Design Parameters
New square and rectangular footings may be designed as follows:
• Maximum, net allowable soil bearing pressure: 2,000 lbs/ft2.
• Minimum wall/column footing width: 14 inches/24 inches.
• Minimum longitudinal steel reinforcement within strip footings: Six (6) No. 5 rebars (3 top and 3 bottom), due to the expansive potential of the encountered soils , as well as the potential for liquefaction-induced settlements.
• Within the northern restroom area, where potentially liquefiable soils exist, it is recommended that all isolated foundations be connected in both perpendicular directions to adjacent foundations. This is typically accomplished using grade beams, designed by the structural engineer.
• Minimum foundation embedment: 12 inches into suitable structural fill soils, and at least 24 inches below adja cent exterior grade. Interior column footings may be placed immediately beneath the floor slab.
Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2
• It is recommended that the perimeter building foundations be continuous across all exterior doorways. Any flatwork adjacent to the exterior doors should be doweled into the perimeter foundations in a manner determined by the structural engineer.
The allowable bearing pressure presented above may be increased by 1/3 when considering short duration wind or seismic loads. The minimum steel reinforcement recommended above is based on standard geotechnical practice. Additional rigidity may be necessary for structural considerations, or to resist the effects of the liquefaction -induced differential settlements, as discussed in Section 6.1. The actual design of the foundations should be determined by the structural engineer.
Foundation Construction
The foundation subgrade soils should be evaluated at the time of overexcavation, as discussed in Section 6.3 of this report. It is further recommended that the foundation subgrade soils be evaluated by the geotechnical engineer immediately prior to steel o r concrete placement. Soils suitable for direct foundation support should consist of newly placed structural fill, compacted to at least 90 percent of the A STM D-1557 maximum dry density. Any unsuitable materials should be removed to a depth of suitable bearing compacted structural fill, with the resulting excavations backfilled with compacted fill soils. As an alternative, lean concrete slurry (500 to 1,500 psi) may be used to backfill such isolated overexcavations.
The foundation subgrade soils should al so be properly moisture conditioned to 2 to 4 percent above the Modified Proctor optimum, to a depth of at least 12 inches below bearing grade. Since it is typically not feasible to increase the moisture content of the floor slab and foundation subgrade soils once rough grading has been completed, care should be taken to maintain the moisture content of the building pad subgrade soils throughout the construction process.
Estimated Foundation Settlements
Post-construction total and differential static settlements of shallow foundations designed and constructed in accordance with the previously presented recommendations are estimated to be less than 1.0 and 0.5 inches, respectively. Differential movements are expected to occur over a 30-foot span, thereby resulting in an angular distortion of less than 0.002 inches per inch. These settlements do not include the liquefaction -induced settlements discussed in Section 6.1 of this report.
Lateral Load Resistance
Lateral load resistance will be developed by a combination of friction acting at the base of foundations and slabs and the passive earth pressure developed by footings below grade. The following friction and passive pressure may be used to resist lateral forces:
• Passive Earth Pressure: 250 lbs/ft3
• Friction Coefficient: 0.25
These are allowable values and include a factor of safety. When combining friction and passive resistance, the passive pressure component should be reduced by one-third. These values assume
Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2
that footings will be poured directly against compacted structural fill. The maximum allowabl e passive pressure is 2,500 lbs/ft2.
6.6 Drilled Pier Foundation Design and Construction
As discussed previously, the proposed improvements may include shade structures, permanent fencing, lighting and trellises. Such structures are typically supported on isolated pole foundations. I t is recommended that these improvements be supported on drilled pier foundations to reduce the need for any remedial grading and to limit the effect of the medium expansive soils that exist at this site. These foundations may be designed as follows:
• Maximum, net allowable soil bearing pressure: 3,000 lbs/ft2.
• Minimum pier diameter: 18 inches, 12 inches for fencing.
• Minimum pier embedment: 5 feet below adjacent exterior grade; 2 feet below adjacent exterior grade for fencing.
Non-structural fencing, such as chain link fence, is not required to be supported on drilled piers.
The fence post foundations should extend to a depth of at least 18 inches.
The allowable bearing pressure presented above may be increased by 1/3 when considering short duration wind or seismic loads. The actual design of the foundations should be determined by the structural engineer.
Drilled Pier Construction
Minimum pier shaft diameters should be 18 inches (12 inches for fencing ) to help eliminate arching of concrete and possible void formation within the piers. On-center pier spacing should be at least four (4) times the pier diameter at the bearing surface to eliminate an overlapping stress influence. At a minimum, a pier spac ing equivalent to three (3) times the pier diameter could be utilized, with an associated 20 percent reduction in allowable capacities. Based on the conditions encountered at the boring locations, minor caving of the drilled pier excavations may occur. If caving or groundwater intrusion does occur during drilling, casing or liners will be required.
Prior to the placement of concrete, a clean -out bucket should be used to ensure that excess materials in the bottom of the pier have been sufficiently removed and that the dimensions of the pier are correct. Concrete should be place using a tremie pipe whenever the distance of fall is greater than five (5) feet. Concrete should be placed at about a 6 -inch slump when long reinforcing steel is used. It is rec ommended that the pier construction be performed in accordance with American Concrete Institute documents (ACI 336, I -79 and ACI 336 -3R-72, revised 1985). In the event that casing is required, a sufficient head of concrete (minimum of 5 feet) should be maintained in the casing as the casing is being removed to prevent the intrusion of caving soils in the pier.
Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2
It is recommended that the bearing materials at each drilled pier location be evaluated by the geotechnical engineer prior to placing steel or concrete.
Lateral Load Resistance
Lateral load resistance will be developed by a combination of friction acting at the base of foundations and slabs and the passive earth pressure developed by footings below grade. The following friction and passive pressure may be used to resist lateral forces:
• Passive Earth Pressure: 250 lbs/ft3
• Friction Coefficient: 0.25
These are allowable values, and include a factor of safety. The passive pressure may be increased by one-third for transient loads, but should not be doubled. Due to the presence of existing undocumented fill soils, the upper 12 inches of the soil subgrade should be neglected when determining the passive resistance. When combining friction and passive resistance, the passive pressure component should be reduced by one-third. These values assume that footings will be poured directly against compacted, low expansive, structural fill. The maximum allowable passive pressure is 2500 lbs/ft2.
6.7 Floor Slab Design and Construction
Subgrades which will suppor t new floor slabs should be prepared in accordance with the recommendations contained in the Site Grading Recommendations section of this report.
Based on the anticipated grading which will occur at this site, and based on the design considerations presented in Section 6.1 of this report, the floor s of the proposed buildings may be constructed as conventional slabs-on-grade supported on newly placed structural fill, extending to a depth of at least 3 feet below finished pad grade. Based on geotechnical considerations, the floor slabs may be designed as follows:
• Minimum slab thickness: 4½ inches. Building floor slabs underlain by potentially liquefiable native alluvium (such as the restroom in the northwestern region of the site) should be at least 6 inches in thickness.
• Minimum slab reinforcement: No. 4 bars at 16-inches on-center, in both dire ctions, due to presence of potentially liquefiable soils and expansive soils, at this site. The actual floor slab reinforcement should be determined by the structural engineer, based upon the imposed loading, and the potential liquefaction-induced settlements.
• The foundation/slab system may be designed using an effective plasticity index of 20.
• Slab underlayment: If moisture sensitive floor coverings will be used or if vapor transmission into the area above the building slab is problematic, then minimu m slab underlayment should consist of a moisture vapor barrier constructed below the entire area of the proposed slab. The moisture vapor barrier should meet or exceed the Class A rating as defined by ASTM E 1745 -97 and have a permeance rating less than 0. 01 perms as described in ASTM E 96-95 and ASTM E 154-88. A polyolefin material such as 15-mil Stego
Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2
Wrap Vapor barrier or equivalent will meet these specifications. The moisture vapor barrier should be properly constructed in accordance with all applicable manufacturer specifications. Given that a rock free subgrade is anticipated and that a capillary break is not required, sand below the barrier is not required. The need for sand and/or the amount of sand above the moisture vapor barrier should be specifie d by the structural engineer or concrete contractor. The selection of sand above the barrier is not a geotechnical engineering issue and hence outside our purview . Where moisture sensitive floor coverings are not anticipated, the vapor barrier may be eliminated.
• Moisture condition the floor slab subgrade soils to 2 to 4 percent above the Modified Proctor optimum moisture content, to a depth of 12 inches. The moisture content of the floor slab subgrade soils should be verified by the geotechnical engineer within 24 hours prior to concrete placement.
• Proper concrete curing techniques should be utilized to reduce the potential for slab curling or the formation of excessive shrinkage cracks.
The actual design of the floor slab should be completed by the structural engineer to verify adequate thickness and reinforcement.
6.8 Exterior Flatwork Design and Construction
Subgrades which will support new exterior slabs -on-grade for patios and sidewalks should be prepared in accordance with the recommendations contained in Section 6.3 of this report. Based on these recommendations, the exterior flatwork will be supported on existing native soils that have been scarified and moisture conditioned to a depth of 12 inches and recompacted to 90 percent of the ASTM D-1557 maximum dry density, or newly placed structural fill. The owner and/or developer should be aware that flatwork constructed over medium expansive soils may be subject to movements and minor distress due to heaving of the underlying expansive soils. If such movements are not acceptable, consideration should be given to the use of a low expansive layer of structural fill beneath the flatwork, as discussed in Section 6.3 of this report. Based on geotechnical considerations, exterior slabs on grade which are not subjected to any vehicular traffic may be designed as follows:
• Minimum slab thickness: 4½ inches
• Minimum slab reinforcement: No. 4 bars at 18 inches on center, in both directions.
• Moisture condition the flatwork subgrade soils to 2 to 4 percent above the optimum moisture content, to a depth of at least 12 inches.
• Proper concrete curing techniques should be utilized to reduce the potential for slab curling or the formation of excessive shrinkage cracks.
• Control joints should be provided at a maximum spacing of 8 feet on center in two directions for slabs and at 6 feet on center for sidewalks. Control joints are intended to direct cracking.
Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2
• Expansion or felt joints should be used at the interface of exterior slabs on grade and any fixed structures to permit relative movement.
• Where the flatwork is adjacent to a landscape planter or another area with exposed soil, it should incorporate a turned-down edge. This turned-down edge should be at least 12 inches in depth and 6 inches in width. The turned -down edge should incorporate longitudinal steel reinforcement consisting of at least one No. 4 bar.
• Flatwork which is constructed immediately adjacent to the new structure s should be dowelled into the perimeter foundations in a manner determined by the structural engineer.
• Some cracking of exterior flatwork at this site should be expected, due to the presence of expansive soils.
These flatwork design and construction recommendations may also be used for concrete slabs to be placed in areas of new exterior rubberized play surfacing and areas of new flagstone, subject to any applicable manufacturer’s recommendations.
6.9 Retaining Wall Design and Construction
Although not indicated on the site plan, some small (less than 5 feet in height) retaining walls may be required to facilitate the new site grades. The parameters recommended for use in the design of these walls are presented below.
Retaining Wall Design Parameters
Based on the soil conditions encountered at the boring locations, the following parameters may be used in the design of new retaining walls for this site. The on-site soils generally consist of potentially expansive alluvium or colluvium. These materials are not considered suitable for use as retaining wall backfill. Therefore, it is recommended that imported very low to non - expansive soils be used for retaining wall backfill. Typically, silty sands are used for this purpose. Such materials are expected to possess an internal angle of friction of at least 30 degrees when compacted to at least 90 percent of the ASTM D-1557 maximum dry density.
If desired, SCG could provide design parameters for an alternative select backfill material behind the retaining walls. The use of select backfill material could result in lower lateral earth pressures.
In order to use the design parameters for the imported select fill, this material must be placed within the entire active failure wedge. This wedge is defined as extending from the heel of the retaining wall upwards at an angle of approximately 60° from horizontal. If select backfill material behind the retaining wall is desired, SCG should be contacted for supplementary recommendations.
Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2
RETAINING WALL DESIGN PARAMETERS
Design Parameter
Soil Type
Imported Silty Sand
Internal Friction Angle () 30
Unit Weight 125 lbs/ft3
Equivalent
Fluid Pressure:
Active Condition
(level backfill) 42 lbs/ft3
Active Condition
(2h:1v backfill) 67 lbs/ft3
At-Rest Condition
(level backfill) 63 lbs/ft3
The walls should be designed using a soil-footing coefficient of friction of 0.25 and an equivalent passive pressure of 250 lbs/ft3. The structural engineer should incorporate appropriate factors of safety in the design of the retaining walls.
The active earth pressure may be used for the design of retaining walls that do not directly support structures or support soils that in turn support structures and which will be allowed to deflect. The at-rest earth pressure should be used for walls that will not be allowed to deflect such as those which will support foundation bearing soils, or which will support foundation loads directly.
Where the soils on the toe side of the retaining wall are not covered by a "hard" surface such as a structure or pavement, the upper 1 foot of soil should be neglected when calculating passive resistance due to the potential for the material to become disturbed or degraded during the life of the structure.
Seismic Lateral Earth Pressures
In addition to the lateral earth pressures presented in the previous section, retaining walls which are more than 6 feet in height should be designed for a seismic lateral earth pressure, in accordance with the 2019 CBC. Based on the current site plan, it is not expect ed that any walls in excess of 6 feet in height will be required for this project. If any such walls are proposed, our office should be contacted for supplementary design recommendations.
Retaining Wall Foundation Design
The retaining wall foundations should be supported within newly placed compacted structural fill, extending to a depth of at least 3 feet below proposed foundation bearing grade. Foundations to support new retaining walls should be designed in accordance with the general Foundation Design Parameters presented in a previous section of this report.
Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2
Backfill Material
The on-site soils are not considered suitable for use as retaining wall backfill. All retaining wall backfill soils should consist of imported low expansive sands or silty sands. A ll backfill material placed within 3 feet of the back wall face should have a particle size no greater than 3 inches.
The retaining wall backfill materials should be well graded.
It is recommended that a minimum 1 foot thick layer of free-draining granular material (less than 5 percent passing the No. 200 sieve) be placed against the face of the retaining walls. This material should extend from the top of the retaining wall footing to within 1 foo t of the ground surface on the back side of the retaining wall. This material should be approved by the geotechnical engineer. In lieu of the 1 foot thick layer of free -draining material, a properly installed prefabricated drainage composite such as the Mi raDRAIN 6000XL (or approved equivalent), which is specifically designed for use behind retaining walls, may be used. If the layer of free-draining material is not covered by an impermeable surface, such as a structure or pavement, a 12-inch thick layer of a low permeability soil should be placed over the backfill to reduce surface water migration to the underlying soils. The layer of free draining granular material should be separated from the backfill soils by a suitable geotextile, approved by the geotechnical engineer.
All retaining wall backfill should be placed and compacted under engineering controlled conditions in the necessary layer thicknesses to ensure an in -place density between 90 and 93 percent of the maximum dry density as determined by the Modified Proctor test (ASTM D1557). Care should be taken to avoid over-compaction of the soils behind the retaining walls, and the use of heavy compaction equipment should be avoided.
Subsurface Drainage
As previously indicated, the retaining wall design parameters are based upon drained backfill conditions. Consequently, some form of permanent drainage system will be necessary in conjunction with the appropriate backfill material. Subsurface drainage may consist of either:
• A weep hole drainage system typically consisting of a series of 4 -inch diameter holes in the wall situated slightly above the ground surface elevation on the exposed side of the wall and at an approximate 8-foot on-center spacing. The weep holes should include a 2 cubic foot pocket of open graded gravel, surrounded by an approved geotextile fabric, at each weep hole location.
• A 4-inch diameter perforated pipe surrounded by 2 cubic feet of gravel per linear foot of drain placed behind the wall, above the retaining wall footing. The gravel layer should be wrapped in a suitable geotextile fabric to reduce the potential for migration of fines. The footing drain should be extended to daylight or tied into a storm drainage system.
6.10 Pavement Design Parameters
Site preparation in the pavement area should be completed as previously recommended in the Site Grading Recommendations section of this report. The subsequent pavement
Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2
recommendations assume proper drainage and construction monitoring and are based on either PCA or CALTRANS design parameters for a twenty (20) year design period. However, these designs also assume a routine pavement maintenance program to obtain the anticipated 20-year pavement service life.
Pavement Subgrades
It is anticipated that the ne w pavements will be supported on the existing soils that have been scarified, moisture conditioned, and recompacted. These materials generally consist of silty clays and sandy clays or newly placed engineered fill soils of similar composition. These materials are expected to exhibit poor pavement support characteristics, with estimated R-values of 15 to 25.
Since R -value testing was not included in the scope of services for the current project, the subsequent pavement designs are based upon a conserva tively assumed R-value of 15. Any fill material imported to the site should have support characteristics equal to or greater than that of the on-site soils and be placed and compacted under engineering controlled conditions.
Asphaltic Concrete
Presented below are the recommended thicknesses for new flexible pavement structures consisting of asphaltic concrete over a granular base. The pavement designs are based on the traffic indices (TI’s) indicated. The client and/or civil engineer should veri fy that these TI’s are representative of the anticipated traffic volumes. If the client and/or civil engineer determine that the expected traffic volume will exceed the applicable traffic index, we should be contacted for supplementary recommendations. The design traffic indices equate to the following approximate daily traffic volumes over a 20-year design life, assuming six operational traffic days per week.
Traffic Index No. of Heavy Trucks per Day
4.0 0
5.0 1
6.0 3
For the purpose of the traffic volumes indicated above, a truck is defined as a 5-axle tractor trailer unit with one 8 -kip axle and two 32 -kip tandem axles. All of the traffic indices allow for 1,000 automobiles per day.
ASPHALT PAVEMENTS (R = 15)
Materials
Thickness (inches)
Auto Parking
(TI = 4.0)
Auto Drive Lanes
(TI = 5.0)
Light Truck Traffic
(TI = 6.0)
Asphalt Concrete 3 3 3½
Aggregate Base 6 9 11
Compacted Subgrade 12 12 12
Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2
The aggregate base course should be compacted to at least 95 percent of the ASTM D -1557 maximum dry density. The asphaltic concrete should be compacted to at least 95 percent of the Marshall maximum density, as determined by ASTM D -2726. The aggregate base course may consist of crushed aggregate base (CAB) or crushed miscellaneous base (CMB), which is a recycled gravel, asphalt and concrete material. The gradation, R -Value, Sand Equivalent, and Percentage Wear of the CAB or CMB should comply with appropriat e specifications contained in the current edition of the “Greenbook” Standard Specifications for Public Works Construction.
Portland Cement Concrete
The preparation of the subgrade soils within Portland cement concrete pavement areas should be performed as previously described for proposed asphalt pavement areas. The minimum recommended thicknesses for the Portland Cement Concrete pavement sections are as follows:
PORTLAND CEMENT CONCRETE PAVEMENTS (R = 15)
Materials
Thickness (inches)
Automobile Parking
and Drive Areas
(TI = 4.0 to 5.0)
Truck Traffic Areas
(TI =6.0)
Fire Lane
(TI = 6.5)
PCC 5 5½ 6
Compacted Subgrade
(95% minimum compaction) 12 12 12
The concrete should have a 28-day compressive strength of at least 3,000 psi. Reinforcing within all pavements should be designed by the structural engineer. The maximum joint spacing within all of the PCC pavements is recommended to be equal to or less than 30 times the pavement thickness. The actual joint spacing and reinforcing o f the Portland cement concrete pavements should be determined by the structural engineer.
Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2
7.0 GENERAL COMMENTS
This report has been prepared as an instrument of service for use by the client, in order to aid in the evaluation of this property and t o assist the architects and engineers in the design and preparation of the project plans and specifications. This report may be provided to the contractor(s) and other design consultants to disclose information relative to the project.
However, this repor t is not intended to be utilized as a specification in and of itself, without appropriate interpretation by the project architect, civil engineer, and/or structural engineer. The reproduction and distribution of this report must be authorized by the client and Southern California Geotechnical, Inc. Furthermore, any reliance on this report by an unauthorized third party is at such party’s sole risk, and we accept no responsibility for damage or loss which may occur. The client(s)’ reliance upon this report is subject to the Engineering Services Agreement, incorporated into our proposal for this project.
The analysis of this site was based on a subsurface profile interpolated from limited discrete soil samples. While the materials encountered in the project area are considered to be representative of the total area, some variations should be expected between boring locations and sample depths. If the conditions encountered during construction vary significantly from those detailed herein, we should be contacted immediately to determine if the conditions alter the recommendations contained herein.
This report has been based on assumed or provided characteristics of the proposed development.
It is recommended that the owner, client, architect, structur al engineer, and civil engineer carefully review these assumptions to ensure that they are consistent with the characteristics of the proposed development. If discrepancies exist, they should be brought to our attention to verify that they do not affect th e conclusions and recommendations contained herein. We also recommend that the project plans and specifications be submitted to our office for review to verify that our recommendations have been correctly interpreted.
The analysis, conclusions, and recomm endations contained within this report have been promulgated in accordance with generally accepted professional geotechnical engineering practice. No other warranty is implied or expressed.
Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-2
8.0 REFERENCES
Blake, Thomas F., FRISKSP, A Computer Pro gram for the Probabilistic Estimation of Peak Acceleration and Uniform Hazard Spectra Using 3-D Faults as Earthquake Sources, Version 4.00, 2000.
California Division of Mines and Geology (CDMG), “Guidelines for Evaluating and Mitigating Seismic Hazards in California,” State of California, Department of Conservation, Division of Mines and Geology, Special Publication 117, 1997.
National Research Council (NRC), “Liquefaction of Soils During Earthquakes,” Committee on Earthquake Engineering, National Research Council, Washington D. C., Report No. CETS-EE-001, 1985.
Seed, H. B., and Idriss, I. M., “Simplified Procedure for Evaluating Soil Liquefaction Potential using field Performance Data,” Journal of the Soil Mechanics and Foundations Division, American Society of Civil Engineers, September 1971, pp. 1249-1273.
Sadigh, K., Chang, C. –Y., Egan, J. A., Makdisi. F., Youngs, R. R., “Attenuation Relationships for Shallow Crustal Earthquakes Based on California Strong Motion Data” , Seismological Research Letters, Seismological Society of America, Volume 68, Number 1, January/ February 1997, pp. 180-189.
Southern California Earthquake Center (SCEC), University of Southern California, “Recommended Procedures for Implementation of DMG Special Publication 117, Guidel ines for Analyzing and Mitigating Liquefaction in California,” Committee formed 1997.
Tokimatsu K., and Seed, H. B., “Evaluation of Settlements in Sands Due to Earthquake Shaking,” Journal of the Geotechnical Engineering Division , American society of Civi l Engineers, Volume 113, No. 8, August 1987, pp. 861-878.
Tokimatsu, K. and Yoshimi, Y., “Empirical Correlations of Soil Liquefaction Based on SPT N-value and Fines Content,” Seismological Research Letters, Eastern Section Seismological Society Of America, Volume 63, Number 1, p. 73.
Youd, T. L. and Idriss, I. M. (Editors), “Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils,” Salt Lake City, UT, January 5-6 1996, NCEER Technical Report NCEER-97-0022, Buffalo, NY.
SITE
VETERANS MEMORIAL PARK
SCALE: 1" = 2000'
DRAWN: RB
CHKD: RGT
SCG PROJECT
19G109-2
PLATE 1
SITE LOCATION MAP
CARLSBAD, CALIFORNIA
SOURCE: USGS TOPOGRAPHIC MAP OF THE
SAN LUIS REY QUADRANGLE, SAN DIEGO COUNTY,
CALIFORNIA, 2018
15 19
18 FARADAY AVENUE
WHITMAN WAY
15 85
85 B-1
B-2
B-3
B-4
B-5
PROPOSED PAVILION,
RESTROOM, AND
CATERING SUPPORT
ROOM
PROPOSED
PLAYGROUND
PROPOSED BOCCE
BALL COURT
PROPOSED
PLAYGROUND
PROPOSED VETERANS
MEMORIAL
PROPOSED PICNIC
AREAS
PROPOSED
RESTROOM
PROPOSED
BIKE
PARK
TUNNELNOTE: SURFICIAL GEOLOGIC UNITS OBSCURED BY
VEGETATION EXCEPT IN EXPOSED OUTCROP AREAS.
NOTE: BASE MAP PREPARED BY CLIENT
SCALE: 1" = 200'
DRAWN: DRK
CHKD: GKM
PLATE 2
SCG PROJECT
19G109-2
CARLSBAD, CALIFORNIA
VETERANS MEMORIAL PARK
BORING LOCATION PLAN
GEOTECHNICAL LEGEND
NORTH
SoCalGeo
SANTIAGO FORMATION (Tsa)
15 85
OUTCROP
STRIKE AND DIP
JOINTING
APPROXIMATE BORING LOCATON
SITE
VETERANS MEMORIAL PARK
SCALE: 1" = 2000'
DRAWN: DRK
CHKD: GKM
SCG PROJECT
19G109-2
PLATE 3
GEOLOGIC MAP
CARLSBAD, CALIFORNIA
SOURCE: "GEOLOGIC MAP OF THE
OCEANSIDE, SAN LUIS REY, AND SAN
MARCOS 7.5' QUADRANGLES, SAN DIEGO
COUNTIY, CALIFORNIA" TAN AND
KENNEDY, 1996
Site boundary
BORING LOG LEGEND
SAMPLE TYPE GRAPHICAL
SYMBOL SAMPLE DESCRIPTION
AUGER
SAMPLE COLLECTED FROM AUGER CUTTINGS, NO FIELD
MEASUREMENT OF SOIL STRENGTH. (DISTURBED)
CORE
ROCK CORE SAMPLE: TYPICALLY TAKEN WITH A
DIAMOND-TIPPED CORE BARREL. TYPICALLY USED
ONLY IN HIGHLY CONSOLIDATED BEDROCK.
GRAB 1
SOIL SAMPLE TAKEN WITH NO SPECIALIZED
EQUIPMENT, SUCH AS FROM A STOCKPILE OR THE
GROUND SURFACE. (DISTURBED)
CS
CALIFORNIA SAMPLER: 2-1/2 INCH I.D. SPLIT BARREL
SAMPLER, LINED WITH 1-INCH HIGH BRASS RINGS.
DRIVEN WITH SPT HAMMER. (RELATIVELY
UNDISTURBED)
NSR
NO RECOVERY: THE SAMPLING ATTEMPT DID NOT
RESULT IN RECOVERY OF ANY SIGNIFICANT SOIL OR
ROCK MATERIAL.
SPT
STANDARD PENETRATION TEST: SAMPLER IS A 1.4
INCH INSIDE DIAMETER SPLIT BARREL, DRIVEN 18
INCHES WITH THE SPT HAMMER. (DISTURBED)
SH
SHELBY TUBE: TAKEN WITH A THIN WALL SAMPLE
TUBE, PUSHED INTO THE SOIL AND THEN EXTRACTED.
(UNDISTURBED)
VANE
VANE SHEAR TEST: SOIL STRENGTH OBTAINED USING
A 4 BLADED SHEAR DEVICE. TYPICALLY USED IN SOFT
CLAYS-NO SAMPLE RECOVERED.
COLUMN DESCRIPTIONS
DEPTH: Distance in feet below the ground surface.
SAMPLE: Sample Type as depicted above.
BLOW COUNT: Number of blows required to advance the sampler 12 inches using a 140 lb hammer with a 30-inch drop. 50/3” indicates penetration refusal (>50 blows) at 3 inches. WH indicates that the weight of the hammer was sufficient to push the sampler 6 inches or more.
POCKET PEN.
: Approximate shear strength of a cohesi ve soil sample as measured by pocket penetrometer.
GRAPHIC LOG
: Graphic Soil Symbol as depicted on the following page.
DRY DENSITY: Dry density of an undisturbed or relatively undisturbed sample in lbs/ft 3.
MOISTURE CONTENT: Moisture content of a soil sample, expressed as a percentage of the dry weight.
LIQUID LIMIT: The moisture content above which a soil behaves as a liquid.
PLASTIC LIMIT: The moisture content above which a soil behaves as a plastic.
PASSING #200 SIEVE: The percentage of the sample finer than the #200 standard sieve.
UNCONFINED SHEAR: The shear strength of a cohesive soil sample, as measured in the unconfined state.
SM
SP
COARSE
GRAINED
SOILS
SW
TYPICAL
DESCRIPTIONS
WELL-GRADED GRAVELS, GRAVEL -
SAND MIXTURES, LITTLE OR NO
FINES
SILTY GRAVELS, GRAVEL - SAND -
SILT MIXTURES
LETTERGRAPH
POORLY-GRADED GRAVELS,
GRAVEL - SAND MIXTURES, LITTLE
OR NO FINES
GC
GM
GP
GW
POORLY-GRADED SANDS,
GRAVELLY SAND, LITTLE OR NO
FINES
SILTS
AND
CLAYS
MORE THAN 50%
OF MATERIAL IS
LARGER THAN
NO. 200 SIEVE
SIZE
MORE THAN 50%
OF MATERIAL IS
SMALLER THAN
NO. 200 SIEVE
SIZE
MORE THAN 50%
OF COARSE
FRACTION
PASSING ON NO.
4 SIEVE
MORE THAN 50%
OF COARSE
FRACTION
RETAINED ON NO.
4 SIEVE CLAYEY GRAVELS, GRAVEL - SAND -
CLAY MIXTURES
FINE
GRAINED
SOILS
SYMBOLSMAJOR DIVISIONS
SOIL CLASSIFICATION CHART
PT
OH
CH
MH
OL
CL
ML
CLEAN SANDS
SC
SILTY SANDS, SAND - SILT
MIXTURES
CLAYEY SANDS, SAND - CLAY
MIXTURES
INORGANIC SILTS AND VERY FINE
SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH 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 SAND OR
SILTY SOILS
INORGANIC CLAYS OF HIGH
PLASTICITY
ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY, ORGANIC SILTS
PEAT, HUMUS, SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
SILTS
AND
CLAYS
GRAVELS WITH
FINES
SAND
AND
SANDY
SOILS (LITTLE OR NO FINES)
SANDS WITH
FINES
LIQUID LIMIT
LESS THAN 50
LIQUID LIMIT
GREATER THAN 50
HIGHLY ORGANIC SOILS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS GRAVEL
AND
GRAVELLY
SOILS
(APPRECIABLE
AMOUNT OF FINES)
(APPRECIABLE
AMOUNT OF FINES)
(LITTLE OR NO FINES)
WELL-GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO FINES
CLEAN
GRAVELS
48 53
36 37
31 12
14 10
8 16
16 10
10 11
11 12
12 14
16 20
14 13
12 34
44 11
18 ALLUVIUM
Gray Brown Clay
ey fine Sand to fine Sandy Clay,
medium dense to stiff-moist
Gray Brown to Dark Gray Brown Silty fine Sand thinly
interbedded with Clayey fine Sand, medium dense-moist to very moist
Gray Brown Clayey fine Sand, loose-very moist
Gray Brown Clayey fine Sand to fine Sandy Clay, medium
dense to very stiff-very moist
Light Gray Clayey fine Sand, medium dense-moist to very moist
Light Brown Silty fine Sand, trace Clay, occasional 1-inch fine Sandy Clay lenses, medium dense-moist to very moist
EI = 68 @ 0 to 5
feet
JOB NO.: 19G1
09-2
PROJECT: Veterans Park
LOCATION: Carlsbad, California
BORIN
G NO.
B-1
PLATE B-1a
DRILLING DATE:
7/16/20
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas
FIELD RESULTS
POCKET PEN.
(TSF)
LABORATORY RESULTS
COMMENTSSURFACE ELEVATION:
MSL
DRY DENSITY
(PCF)
DEPTH
(FEET)
MOISTURE
CONTENT (%)
LIQUID
LIMIT
PLASTIC
LIMIT
SAMPLE
BLOW COUN
T
WATER DEPTH:
43 feet
CAVE DEPTH: 37½ feet
READING TAKEN: 4 Hours After Completion
ORGANIC
CONTENT (%)
5 10
15 20
25 30
GRAPHIC LOG
PASSING
#2
00 SIEVE (%)
TEST
BORING LOG
DESCRIPTION
TBL 19G109-2.GPJ SOCALGEO.GDT 8/7/20
38 27
24 11
11 18
14 16
22 Light Brown Silty fine Sand
, trace Clay, occasional 1-inch fine
Sandy Clay lenses, medium dense-moist to very moist
Gray Brown Clayey fine Sand, medium dense-moist to very moist
Gray Brown Silty fine Sand, little Silt, medium dense-very moist to wet
Boring Terminated at 50'
Groundwate
r @
43'
JOB NO.: 19G1
09-2
PROJECT: Veterans Park
LOCATION: Carlsbad, California
BORIN
G NO.
B-1
PLATE B-1b
DRILLING DATE:
7/16/20
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas
FIELD RESULTS
POCKET PEN.
(TSF)
LABORATORY RESULTS
COMMENTS(Continued)
DRY DENSITY
(PCF)
DEPTH
(FEET)
MOISTURE
CONTENT (%)
LIQUID
LIMIT
PLASTIC
LIMIT
SAMPLE
BLOW COUN
T
WATER DEPTH:
43 feet
CAVE DEPTH: 37½ feet
READING TAKEN: 4 Hours After Completion
ORGANIC
CONTENT (%)
40 45
50 GRAPHIC LOG
PASSING
#2
00 SIEVE (%)
TEST
BORING LOG
DESCRIPTION
TBL 19G109-2.GPJ SOCALGEO.GDT 8/7/20
62 93
50/4"
50/2"
50/2"
50/5"
108
117
115
107
82 10
14 13
12 3
8 SANTIAGO FORMATION
(Tsa): Light Gray Silty
fine to
coarse-grained Sandstone, friable, weakly-cemented, trace Iron oxide staining, dense-moist
Light Gray to Light Brown thinly interbedded friable Silty fine-grained Sandstone and Clayey Siltstone,
weakly-cemented, Iron oxide staining, very dense-moist to very moist
Light Gray fine-grained Sandstone, friable, weakly-cemented, dense-dry to damp
Light Gray Silty fine-grained Sandstone, friable,
weakly-cemented, very dense-damp
Boring Terminated at 15'
JOB NO.: 19G1
09-2
PROJECT: Veterans Park
LOCATION: Carlsbad, California
BORIN
G NO.
B-2
PLATE B-2
DRILLING DATE:
7/16/20
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas
FIELD RESULTS
POCKET PEN.
(TSF)
LABORATORY RESULTS
COMMENTSSURFACE ELEVATION:
MSL
DRY DENSITY
(PCF)
DEPTH
(FEET)
MOISTURE
CONTENT (%)
LIQUID
LIMIT
PLASTIC
LIMIT
SAMPLE
BLOW COUN
T
WATER DEPTH:
Dry
CAVE DEPTH: 12 feet
READING TAKEN: At Completion
ORGANIC
CONTENT (%)
5 10
15 GRAPHIC LOG
PASSING
#2
00 SIEVE (%)
TEST
BORING LOG
DESCRIPTION
TBL 19G109-2.GPJ SOCALGEO.GDT 8/7/20
26 50/4"
50/5"
50/5"
50/5"
12 12
13 14
12 7
COLLUVIUM (Q
c): Dark Gray Brown Silty fine
Sand, little
Clay, medium dense-moist to very moist
SANTIAGO FORMATION (Tsa): Light Gray Silty
fine-grained
Sandstone, weakly-cemented, friable, medium dense-moist to very moist
Light Gray Silty fine-grained Sandstone with thinly interbedded gray brown Clayey Siltstone, Iron oxide staining, friable, weakly-cemented, very dense-very moist
Light Gray Silty fine-grained Sandstone, Iron oxide staining, friable, weakly-cemented, very dense-damp to very moist Boring Terminated at 15'
JOB NO.: 19G1
09-2
PROJECT: Veterans Park
LOCATION: Carlsbad, California
BORIN
G NO.
B-3
PLATE B-3
DRILLING DATE:
7/16/20
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas
FIELD RESULTS
POCKET PEN.
(TSF)
LABORATORY RESULTS
COMMENTSSURFACE ELEVATION:
MSL
DRY DENSITY
(PCF)
DEPTH
(FEET)
MOISTURE
CONTENT (%)
LIQUID
LIMIT
PLASTIC
LIMIT
SAMPLE
BLOW COUN
T
WATER DEPTH:
Dry
CAVE DEPTH: 13 feet
READING TAKEN: At Completion
ORGANIC
CONTENT (%)
5 10
15 GRAPHIC LOG
PASSING
#2
00 SIEVE (%)
TEST
BORING LOG
DESCRIPTION
TBL 19G109-2.GPJ SOCALGEO.GDT 8/7/20
18 30
40 31
37 27
94 93
109
107
110
18 14
15 16
22 20
COLLUVIUM (Q
c): Light Brown Silty fine Sand
, medium
dense-very moist
Dark Gray Brown fine Sandy Clay, some Silt, mottled,
stiff-moist
SANTIAGO FORMATION (Tsa): Gray Silty f
ine-grained
Sandstone, friable, weakly-cemented, trace Iron oxide
staining, medium dense-very moist
Light Gray to Gray fine Sandy Siltstone interbedded with Clayey Siltstone, Iron oxide staining, weakly-cemented, friable, stiff-very moist to wet
Light Gray to Gray Silty fine-grained Sandstone interbedded with fine Sandy Siltstone, weakly-cemented, friable, Iron oxide staining, medium dense-wet
Boring Terminated at 15'
JOB NO.: 19G1
09-2
PROJECT: Veterans Park
LOCATION: Carlsbad, California
BORIN
G NO.
B-4
PLATE B-4
DRILLING DATE:
7/16/20
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas
FIELD RESULTS
POCKET PEN.
(TSF)
LABORATORY RESULTS
COMMENTSSURFACE ELEVATION:
MSL
DRY DENSITY
(PCF)
DEPTH
(FEET)
MOISTURE
CONTENT (%)
LIQUID
LIMIT
PLASTIC
LIMIT
SAMPLE
BLOW COUN
T
WATER DEPTH:
Dry
CAVE DEPTH: 11 feet
READING TAKEN: At Completion
ORGANIC
CONTENT (%)
5 10
15 GRAPHIC LOG
PASSING
#2
00 SIEVE (%)
TEST
BORING LOG
DESCRIPTION
TBL 19G109-2.GPJ SOCALGEO.GDT 8/7/20
26 36
50 65
66 55
102
108
101
109
11 0
6 14
17 18
18 22
COLLUVIUM (Q
c): Light Gray Brown Silty fine
Sand, medium
dense-damp
Dark Gray Brown fine Sandy Clay, very stiff- damp to moist SANTIAGO FORMATION (Tsa): Gray Clayey
Siltstone, Iron
oxide staining, friable, weakly-cemented, dense to very stiff-very moist
Light Gray interbedded Silty fine-grained Sandstone with Clayey Siltstone, Iron oxide staining, friable, weakly-cemented, dense to very stiff-very moist
Gray to Light Gray interbedded fine Sandy Siltstone and Clayey Siltstone, Iron oxide staining, friable, weakly-cemented, very stiff to very dense-very moist
Boring Terminated at 15'
JOB NO.: 19G1
09-2
PROJECT: Veterans Park
LOCATION: Carlsbad, California
BORIN
G NO.
B-5
PLATE B-5
DRILLING DATE:
7/16/20
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas
FIELD RESULTS
POCKET PEN.
(TSF)
LABORATORY RESULTS
COMMENTSSURFACE ELEVATION:
MSL
DRY DENSITY
(PCF)
DEPTH
(FEET)
MOISTURE
CONTENT (%)
LIQUID
LIMIT
PLASTIC
LIMIT
SAMPLE
BLOW COUN
T
WATER DEPTH:
Dry
CAVE DEPTH: 12 feet
READING TAKEN: At Completion
ORGANIC
CONTENT (%)
5 10
15 GRAPHIC LOG
PASSING
#2
00 SIEVE (%)
TEST
BORING LOG
DESCRIPTION
TBL 19G109-2.GPJ SOCALGEO.GDT 8/7/20
Classification: Colluvium: Light Brown Silty fine Sand
Boring Number: B-4 Initial Moisture Content (%) 19
Sample Number: --- Final Moisture Content (%) 24
Depth (ft) 1 to 2 Initial Dry Density (pcf) 93.8
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 103.7 Specimen Thickness (in) 1.0 Percent Collapse (%) 1.21
Veterans Park
Carlsbad, California
Project No. 19G109-2
PLATE C- 1
0 2
4 6
8 10
12 14
16 18
20 0.1 1 10 100
Consolidation Strain (%)
Load (ksf)
Consolidation/Collapse Test Results
Water Added
at 1600 psf
Classification: Colluvium: Dark Gray Brown fine Sandy Clay, some Silt Boring Number: B-4 Initial Moisture Content (%) 13
Sample Number: --- Final Moisture Content (%) 20
Depth (ft) 3 to 4 Initial Dry Density (pcf) 92.8
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 105.0 Specimen Thickness (in) 1.0 Percent Collapse (%) 0.95
Veterans Park
Carlsbad, California
Project No. 19G109-2
PLATE C- 2
0 2
4 6
8 10
12 14
16 18
20 0.1 1 10 100
Consolidation Strain (%)
Load (ksf)
Consolidation/Collapse Test Results
Water Added
at 1600 psf
Classification: BEDROCK: Gray Silty fine grained Sandstone Boring Number: B-4 Initial Moisture Content (%) 15
Sample Number: --- Final Moisture Content (%) 17
Depth (ft) 5 to 6 Initial Dry Density (pcf) 109.3
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 114.6 Specimen Thickness (in) 1.0 Percent Collapse (%) 0.00
Veterans Park
Carlsbad, California
Project No. 19G109-2
PLATE C- 3
0 2
4 6
8 10
12 14
16 18
20 0.1 1 10 100
Consolidation Strain (%)
Load (ksf)
Consolidation/Collapse Test Results
Water Added
at 1600 psf
Classification: BEDROCK: Light Gray fine grained Sandy Siltstone Boring Number: B-4 Initial Moisture Content (%) 16
Sample Number: --- Final Moisture Content (%) 18
Depth (ft) 7 to 8 Initial Dry Density (pcf) 106.5
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 113.4 Specimen Thickness (in) 1.0 Percent Collapse (%) 0.33
Veterans Park
Carlsbad, California
Project No. 19G109-2
PLATE C- 4
0 2
4 6
8 10
12 14
16 18
20 0.1 1 10 100
Consolidation Strain (%)
Load (ksf)
Consolidation/Collapse Test Results
Water Added
at 1600 psf
Veterans Park
Carlsbad, California
Project No. 19G109-2
PLATE C-5
110
112
114
116
118
120
122
124
126
128
130
132
4 6 8 10 12 14 16 18
Dry Density (lbs/ft3)
Moisture Content (%)
Moisture/Density Relationship
ASTM D-1557
Soil ID Number B-1 @ 0-5'
Optimum Moisture (%) 11.5
Maximum Dry Density (pcf) 125.5
Soil Gray Brown Clayey fine Sand
Classification to fine Sandy Clay
Zero Air Voids Curve:
Specific Gravity = 2.7
Grading Guide Specifications Page 1
GRADING GUIDE SPECIFICATIONS
These grading guide specifications are intended to provide typical procedures for grading operations.
They are intended to supplement the recommendations contained in the geotechnical investigation report for this project. Should the recommendations in the geotechnical investigation report conflict with the grading guide specifications, the more site specific recommendations in the geotechnical investigation report will govern.
General
• The Earthwork Contractor is responsible for the satisfactory completion of all earthwork in accordance with the plans and geotechnical reports, and in accordance with city, county, and applicable building codes.
• The Geotechnical Engineer is the representati ve of the Owner/Builder for the purpose of implementing the report recommendations and guidelines. These duties are not intended to relieve the Earthwork Contractor of any responsibility to perform in a workman-like manner, nor is the Geotechnical Engineer to direct the grading equipment or personnel employed by the Contractor.
• The Earthwork Contractor is required to notify the Geotechnical Engineer of the anticipated work and schedule so that testing and inspections can be provided. If necessary, work may be stopped and redone if personnel have not been scheduled in advance.
• The Earthwork Contractor is required to have suitable and sufficient equipment on the job- site to process, moisture condition, mix and compact the amount of fill being placed to the approved compaction. In addition, suitable support equipment should be available to conform with recommendations and guidelines in this report.
• Canyon cleanouts, overexcavation areas, processed ground to receive fill, key excavations, subdrains and benches should be observed by the Geotechnical Engineer prior to placement of any fill. It is the Earthwork Contractor's responsibility to notify the Geotechnical Engineer of areas that are ready for inspection.
• Excavation, filling, and subgrade preparatio n should be performed in a manner and sequence that will provide drainage at all times and proper control of erosion. Precipitation, springs, and seepage water encountered shall be pumped or drained to provide a suitable working surface. The Geotechnical Engineer must be informed of springs or water seepage encountered during grading or foundation construction for possible revision to the recommended construction procedures and/or installation of subdrains.
Site Preparation
• The Earthwork Contractor is responsible for all clearing, grubbing, stripping and site preparation for the project in accordance wi th the recommendations of the Geotechnical Engineer.
• If any materials or areas are encountered by the Earthwork Contractor which are suspected of having toxic or environmentally sensitive contamination, the Geotechnical Engineer and Owner/Builder should be notified immediately.
Grading Guide Specifications Page 2
• Major vegetation should be stripped and disposed of off-site. This includes trees, brush, heavy grasses and any materials considered unsuitable by the Geotechnical Engineer.
• Underground structures such as basements, cesspools or septic disposal systems, mining shafts, tunnels, wells and pipelines should be removed under the inspection of the Geotechnical Engineer and recommendations provided by the Geotechnical Engineer and/or city, county or state agencies. If such st ructures are known or found, the Geotechnical Engineer should be notified as soon as possible so that recommendations can be formulated.
• Any topsoil, slopewash, colluvium, alluvium and rock materials which are considered unsuitable by the Geotechnical Engineer should be removed prior to fill placement.
• Remaining voids created during site clearing caused by removal of trees, foundations basements, irrigation facilities, etc., should be excavated and filled with compacted fill.
• Subsequent to clearing and removals, areas to receive fill should be scarified to a depth of 10 to 12 inches, moisture conditioned and compacted
• The moisture condition of the processed ground should be at or slightly above the optimum moisture content as determined by the Ge otechnical Engineer. Depending upon field conditions, this may require air drying or watering together with mixing and/or discing.
Compacted Fills
• Soil materials imported to or excavated on the property may be utilized in the fill, provided each material has been determined to be suitable in the opinion of the Geotechnical Engineer. Unless otherwise approved by the Geotechnical Engineer, all fill materials shall be free of deleterious, organic, or frozen matter, shall contain no chemicals that may result in the material being classified as “contaminated,” and shall be very low to non-expansive with a maximum expansion index (EI) of 50. The top 12 inches of the compacted fill should have a maximum particle size of 3 inches, and all underlying compacted fill material a maximum 6-inch particle size, except as noted below.
• All soils should be evaluated and tested by the Geotechnical Engineer. Materials with high expansion potential, low strength, poor grad ation or containing organic materials may require removal from the site or selective placement and/or mixing to the satisfaction of the Geotechnical Engineer.
• Rock fragments or rocks less than 6 inches in their largest dimensions, or as otherwise
determined by the Geotechnical Engineer, may be used in compacted fill, provided the distribution and placement is satisfactory in the opinion of the Geotechnical Engineer.
• Rock fragments or rocks greater than 12 inches should be taken off-site or placed in accordance with recommendations and in areas designated as suitable by the Geotechnical Engineer. These materials should be placed in accordance with Plate D-8 of these Grading Guide Specifications and in accordance with the following recommendations:
• Rocks 12 inches or more in diameter should be placed in rows at least 15 feet apart, 15 feet from the edge of the fill, and 10 feet or more below subgrade. Spaces should be l e f t b e t w e e n e a c h r o c k f r a g m e n t t o p r o vide for placement and compaction of soil around the fragments.
• Fill materials consisting of soil meeting the minimum moisture content requirements and free of oversize material should be placed between and over the rows of rock or Grading Guide Specifications Page 3
concrete. Ample water and compactive effort should be applied to the fill materials as they are placed in order that all of the voids between each of the fragments are filled and compacted to the specified density.
• Subsequent rows of rocks should be placed such that they are not directly above a row placed in the previous lift of fill. A minimum 5-foot offset between rows is recommended.
• To facilitate future trenching, oversized material should not be placed within the range of foundation excavations, future utilities or other underground construction unless specifically approved by the soil engineer and the developer/owner representative.
• Fill materials approved by the Geotechnical Engineer should be placed in areas previously prepared to receive fill and in evenly placed, near horizontal layers at about 6 to 8 inches in loose thickness, or as otherwise determined by the Geotechnical Engineer for the project.
• Each layer should be moisture conditioned to optimum moisture content, or slightly above, as directed by the Geotechnical Engineer. Af ter proper mixing and/or drying, to evenly distribute the moisture, the layers should be compacted to at least 90 percent of the maximum dry density in compliance with ASTM D-1557-78 unless otherwise indicated.
• Density and moisture content testing should be performed by the Geotechnical Engineer at random intervals and locations as determined by the Geotechnical Engineer. These tests are intended as an aid to the Earthwork Contractor, so he can evaluate his workmanship, equipment effectiveness and site conditions. The Earthwork Contractor is responsible for compaction as required by the Geotechnical Report(s) and governmental agencies.
• Fill areas unused for a period of time may re quire moisture conditioning, processing and recompaction prior to the start of additional filling. The Earthwork Contractor should notify the Geotechnical Engineer of his intent so that an evaluation can be made.
• Fill placed on ground sloping at a 5-to-1 inclination (horizontal-to-vertical) or steeper should be benched into bedrock or other suitable materials, as directed by the Geotechnical Engineer. Typical details of benching are illustrated on Plates D-2, D-4, and D-5.
• Cut/fill transition lots should have the cut portion overexcavated to a depth of at least 3 feet and rebuilt with fill (see Plate D-1), as determined by the Geotechnical Engineer.
• All cut lots should be inspected by the Ge otechnical Engineer for fracturing and other bedrock conditions. If necessary, the pads should be overexcavated to a depth of 3 feet and rebuilt with a uniform, more cohesive soil type to impede moisture penetration.
• Cut portions of pad areas above buttresses or stabilizations should be overexcavated to a depth of 3 feet and rebuilt with uniform, more cohesive compacted fill to impede moisture penetration.
• Non-structural fill adjacent to structural fill should typically be placed in unison to provide lateral support. Backfill along walls must be placed and compacted with care to ensure that excessive unbalanced lateral pre ssures do not develop. The type of fill material placed adjacent to below grade walls must be properly tested and approved by the Geotechnical Engineer with consideration of the lateral earth pressure used in the design.
Grading Guide Specifications Page 4
Foundations
• The foundation influence zone is defined as extending one foot horizontally from the outside edge of a footing, and proceeding downward at a ½ horizontal to 1 vertical (0.5:1) inclination.
• Where overexcavation beneath a footing subgrade is necessary, it should be conducted so as to encompass the entire foundation influence zone, as described above.
• Compacted fill adjacent to exterior footings should extend at least 12 inches above foundation bearing grade. Compacted fill within the interior of structures should extend to the floor subgrade elevation.
Fill Slopes
• The placement and compaction of fill describe d above applies to all fill slopes. Slope compaction should be accomplished by overfilling the slope, adequately compacting the fill in even layers, including the overfilled zone and cutting the slope back to expose the compacted core
• Slope compaction may also be achieved by backrolling the slope adequately every 2 to 4 vertical feet during the filling process as well as requiring the earth moving and compaction equipment to work close to the top of the slope. Upon completion of slope construction, the slope face should be compacted with a sheepsfoot connected to a sideboom and then grid rolled. This method of slope compaction should only be used if approved by the Geotechnical Engineer.
• Sandy soils lacking in adequate cohesion may be unstable for a finished slope condition and therefore should not be placed within 15 horizontal feet of the slope face.
• All fill slopes should be keyed into bedrock or other suitable material. Fill keys should be at least 15 feet wide and inclined at 2 percent into the slope. For slopes higher than 30 feet, the fill key width should be equal to one-half the height of the slope (see Plate D-5).
• All fill keys should be cleared of loose slough material prior to geotechnical inspection and should be approved by the Geotechnical Engineer and governmental agencies prior to filling.
• The cut portion of fill over cut slopes should be made first and inspected by the Geotechnical Engineer for possible stabilization requirements. The fill portion should be adequately keyed through all surficial soils an d into bedrock or suitable material. Soils should be removed from the transition zone between the cut and fill portions (see Plate D- 2).
Cut Slopes
• All cut slopes should be inspected by the Geotechnical Engineer to determine the need for stabilization. The Earthwork Contractor should notify the Geotechnical Engineer when slope cutting is in progress at intervals of 10 vertical feet. Failure to notify may result in a delay in recommendations.
• Cut slopes exposing loose, cohesionless sands should be reported to the Geotechnical Engineer for possible stabilization recommendations.
• All stabilization excavations should be cleared of loose slough material prior to geotechnical inspection. Stakes should be provided by the Civil Engineer to verify the location and dimensions of the key. A typical stabilization fill detail is shown on Plate D-5.
Grading Guide Specifications Page 5
• Stabilization key excavations should be provided with subdrains. Typical subdrain details are shown on Plates D-6.
Subdrains
• Subdrains may be required in canyons and swales where fill placement is proposed. Typical subdrain details for canyons are shown on Plate D-3. Subdrains should be installed after approval of removals and before filling, as determined by the Soils Engineer.
• Plastic pipe may be used for subdrains provided it is Schedule 40 or SDR 35 or equivalent.
Pipe should be protected against breakage , typically by placement in a square-cut (backhoe) trench or as recommended by the manufacturer.
• Filter material for subdrains should confor m to CALTRANS Specification 68-1.025 or as approved by the Geotechnical Engineer for th e specific site conditions. Clean ¾-inch crushed rock may be used provided it is wrapped in an acceptable filter cloth and approved by the Geotechnical Engineer. Pipe diameters should be 6 inches for runs up to 500 feet and 8 inches for the downstream continuations of longer runs. Four-inch diameter pipe may be used in buttress and stabilization fills.
GRADING GUIDE SPECIFICATIONS
NOT TO SCALE
DRAWN: JAS
CHKD: GKM
PLATE D-2
FILL ABOVE CUT SLOPE DETAIL
9' MIN.
4' TYP.
MINIMUM 1' TILT BACK
OR 2% SLOPE
(WHICHEVER IS GREATER)
REMOVE UNSUITABLE MATERIAL
BENCHING DIMENSIONS IN ACCORDANCE
WITH PLAN OR AS RECOMMENDED
BY THE GEOTECHNICAL ENGINEER
CUT SLOPE TO BE CONSTRUCTED
PRIOR TO PLACEMENT OF FILL
BEDROCK OR APPROVED
COMPETENT MATERIAL
CUT SLOPE
NATURAL GRADE
CUT/FILL CONTACT TO BE
SHOWN ON "AS-BUILT"
COMPETENT MATERIAL CUT/FILL CONTACT SHOWN
ON GRADING PLAN
NEW COMPACTED FILL
10' TYP.
KEYWAY IN COMPETENT MATERIAL
MINIMUM WIDTH OF 15 FEET OR AS
RECOMMENDED BY THE GEOTECHNICAL
ENGINEER. KEYWAY MAY NOT BE
REQUIRED IF FILL SLOPE IS LESS THAN 5
FEET IN HEIGHT AS RECOMMENDED BY
THE GEOTECHNICAL ENGINEER.
GRADING GUIDE SPECIFICATIONS
NOT TO SCALE
DRAWN: JAS
CHKD: GKM
PLATE D-4
FILL ABOVE NATURAL SLOPE DETAIL
10' TYP.
4' TYP.
(WHICHEVER IS GREATER)
OR 2% SLOPE
MINIMUM 1' TILT BACK
REMOVE UNSUITABLE MATERIAL
NEW COMPACTED FILL
COMPETENT MATERIAL
KEYWAY IN COMPETENT MATERIAL.
RECOMMENDED BY THE GEOTECHNIAL
ENGINEER. KEYWAY MAY NOT BE REQUIRED
IF FILL SLOPE IS LESS THAN 5' IN HEIGHT
AS RECOMMENDED BY THE GEOTECHNICAL
ENGINEER.
2' MINIMUM
KEY DEPTH
OVERFILL REQUIREMENTS
PER GRADING GUIDE SPECIFICATIONS
TOE OF SLOPE SHOWN
ON GRADING PLAN
BACKCUT - VARIES
PLACE COMPACTED BACKFILL
TO ORIGINAL GRADE
PROJECT SLOPE GRADIENT
(1:1 MAX.)
NOTE:
BENCHING SHALL BE REQUIRED
WHEN NATURAL SLOPES ARE
EQUAL TO OR STEEPER THAN 5:1
OR WHEN RECOMMENDED BY
THE GEOTECHNICAL ENGINEER.
FINISHED SLOPE FACE
MINIMUM WIDTH OF 15 FEET OR AS
BENCHING DIMENSIONS IN ACCORDANCE
WITH PLAN OR AS RECOMMENDED
BY THE GEOTECHNICAL ENGINEER
GRADING GUIDE SPECIFICATIONS
NOT TO SCALE
DRAWN: JAS
CHKD: GKM
PLATE D-5
STABILIZATION FILL DETAIL
FACE OF FINISHED SLOPE
COMPACTED FILL
MINIMUM 1' TILT BACK
OR 2% SLOPE
(WHICHEVER IS GREATER)
10' TYP.
2' MINIMUM
KEY DEPTH
3' TYPICAL
BLANKET FILL IF RECOMMENDED
BY THE GEOTECHNICAL ENGINEER
COMPETENT MATERIAL ACCEPTABLE
TO THE SOIL ENGINEER
KEYWAY WIDTH, AS SPECIFIED
BY THE GEOTECHNICAL ENGINEER
TOP WIDTH OF FILL
AS SPECIFIED BY THE
GEOTECHNICAL ENGINEER
BENCHING DIMENSIONS IN ACCORDANCE
WITH PLAN OR AS RECOMMENDED
BY THE GEOTECHNICAL ENGINEER
4' TYP.
VETERANS MEMORIAL PARK
DRAWN: RB
CHKD: RGT
SCG PROJECT
19G109-2
PLATE E-1
SEISMIC DESIGN PARAMETERS - 2019 CBC
CARLSBAD, CALIFORNIA
SOURCE: SEAOC/OSHPD Seismic Design Maps Tool
<https://seismicmaps.org/>
LIQUEFACTION EVALUATION
Project Name Veterans Memorial Park MCEG Design Acceleration 0.527 (g) Project Location Carlsbad, CA Design Magnitude 6.67
Project Number 19G109-2 Historic High Depth to Groundwater 37.5 (ft) Engineer PM Depth to Groundwater at Time of Drilling 43 (ft) Borehole Diameter 6 (in)
Boring No. B-1
Sample Depth (ft)
Depth to Top of
Layer (ft)
Depth to Bottom of
Layer (ft)
Depth to Midpoint
(ft)
Uncorrected
SPT N-Value
Unit Weight of Soil
(pcf)
Fines Content (%)
Energy Correction
CB
CS
CN
Rod Length
Correction
(N1)60
(N1)60CS
Overburden Stress
(so) (psf)
Eff. Overburden
Stress (Hist. Water)
(so') (psf)
Eff. Overburden
Stress (Curr. Water)
(so') (psf)
Stress Reduction
Coefficient (rd)
MSF
Ks
Cyclic Resistance
Ratio (M=7.5)
Cyclic Resistance
Ratio (M=6.67)
Cyclic Stress Ratio
Induced by Design
Earthquake
Factor of Safety
Comments
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) 7 0 37.5 18.8 120 1.3 1.05 1.1 0.95 0.75 0.0 0.0 2250 2250 2250 0.92 1.03 1 0.06 0.06 N/A N/A Above Water Table
39.5 37.5 42 39.8 11 120 38 1.3 1.05 1.114 0.68 1 11.4 17.0 4770 4630 4770 0.80 1.12 0.91 0.17 0.18 0.28 0.62 Liquefiable
44.5 42 43 42.5 11 120 27 1.3 1.05 1.11 0.66 1 11.0 16.2 5100 4788 5100 0.78 1.11 0.9 0.17 0.17 0.29 0.59 Liquefiable
44.5 43 47 45 11 120 27 1.3 1.05 1.108 0.65 1 10.8 16.0 5400 4932 5275 0.77 1.11 0.9 0.16 0.16 0.29 0.57 Liquefiable
49.5 47 50 48.5 18 120 24 1.3 1.05 1.202 0.68 1 20.2 25.2 5820 5134 5477 0.74 1.22 0.85 0.30 0.31 0.29 1.07 Liquefiable Notes:
(1) Energy Correction for N90 of automatic hammer to standard N60 (8) Stress Reduction Coefficient calculated by Eq. 22 (Boulanger and Idriss, 2008) (2) Borehole Diameter Correction (Skempton, 1986) (9) Magnitude Scaling Factor calculated by Eqns. A.8 & A.10 (Boulanger and Idriss, 2014) (3) Correction for split-spoon sampler with room for liners, but liners are absent, (Seed et al., 1984, 2001) (10) Overburden Correction Factor calcuated by Eq. 54 (Boulanger and Idriss, 2008) (4) Overburden Correction, Caluclated by Eq. 39 (Boulanger and Idriss, 2008) (11) Calcuated by Eq. 70 (Boulanger and Idriss, 2008) (5) Rod Length Correction for Samples <10 m in depth (12) Calcuated by Eq. 72 (Boulanger and Idriss, 2008) (6) N-value corrected for energy, borehole diameter, sampler with absent liners, rod length, and overburden (13) Calcuated by Eq. 25 (Boulanger and Idriss, 2008) (7) N-value corrected for fines content per Eqs. 75 and 76 (Boulanger and Idriss, 2008)
LIQUEFACTION INDUCED SETTLEMENTS
Project Name Veterans Memorial Park
Project Location Carlsbad, CA
Project Number 19G109-2
Engineer PM
Boring No. B-1
Sample Depth (ft)
Depth to Top of
Layer (ft)
Depth to Bottom of
Layer (ft)
Depth to Midpoint
(ft)
(N1)60
DN for fines content
(N1)60-CS
Liquefaction Factor
of Safety
Limiting Shear Strain
γmin
Parameter Fα
Maximum Shear
Strainγmax
Height of Layer
Vertical
Reconsolidation
StrainεV
Total Deformation of
Layer (in)
(1) (2) (3) (4) (5) (6) (7) (8)
7 0 37.5 18.8 0.0 0.0 0.0 N/A 0.50 0.95 0.00 37.50 0.000 0.00
39.5 37.5 42 39.8 11.4 5.6 17.0 0.62 0.22 0.67 0.22 4.50 0.026 1.42
44.5 42 43 42.5 11.0 5.2 16.2 0.59 0.24 0.70 0.24 1.00 0.027 0.33
44.5 43 47 45 10.8 5.2 16.0 0.57 0.25 0.71 0.25 4.00 0.027 1.32
49.5 47 50 48.5 20.2 5.0 25.2 1.07 0.09 0.22 0.03 3.00 0.007 0.26 Total Deformation (in) 3.32
Notes:
(1) (N1)60 calculated previously for the individual layer (2) Correction for fines content per Equation 76 (Boulanger and Idriss, 2008) (3) Corrected (N1)60 for fines content
(4) Factor of Safety against Liquefaction, calculated previously for the individual layer (5) Calcuated by Eq. 86 (Boulanger and Idriss, 2008)
(6) Calcuated by Eq. 89 (Boulanger and Idriss, 2008)
(7) Calcuated by Eqs. 90, 91, and 92 (Boulanger and Idriss, 2008) (8) Volumetric Strain Induced in a Liquefiable Layer, Calcuated by Eq. 96 (Boulanger and Idriss, 2008) (Strain N/A if Factor of Safety against Liquefaction > 1.3) Liquefiable
Liquefiable
Comments
Above Water Table
Liquefiable
Liquefiable
22885 Savi Ranch Parkway Suite E Yorba Linda California 92887 voice: (714) 685-1115 fax: (714) 685-1118 www.socalgeo.com July 15, 2019
RJM Design Group
31591 Camino Capistrano
San Juan Capistrano, California 92675
Attention: Mr. Eric Chastian, LLA, LEED AP
Principal Landscape Architect
Proposal No.: 19G109-1
Subject: Surficial Geologic Mapping
Proposed Veterans Memorial Park
Faraday Avenue at Whitman Way
Carlsbad, California
Dear Mr. Chastain:
In accordance with your request, we have completed surficial geologic mapping of potential and existing landslides. In order to prepare this report, we have also conducted geotechnical and geologic research of available sources. This report does not include any field or laboratory testing.
A comprehensive geotechnical study will be required prior to developing this site.
Site Location and Proposed Development
The overall site is located at the southeast corner of Whitman Way and Faraday Avenue in Carlsbad, California. The overall site is bounded to the west and south by Faraday Avenue and to the north by Whitman Way, vacant land, and existing single-family residential tracts.The general location of the site is illustrated on the Site Location Map, enclosed as Plate 1 of this report.
The subject site consists of the westernmost 48± acres of Veteran’s Memorial Park. Based on information from the client, the eastern portion of Veteran’s Memorial Park is an existing preserve.
The park is currently unimproved with dirt trails that are utilized for hiking and/or biking. This area of the park consists of gently sloping terrain with groundcover comprised of heavy native grass, weeds, shrubs with areas of dense large trees.
Based on information provided by the City of Carlsbad, the subject site will be developed with active and passive amenities, open space areas, public art, trails, utilities, parking, restrooms, and maintenance facilities. It is also expected that the park will include lighting, shade structures and fencing. No detailed plans have been provided at the time of this report.
It is assumed that any new buildings at the subject site will be single story structures of wood frame or masonry block construction. Based on the assumed construction, maximum column and wall loads are expected to be on the order of 50 kips and 1 to 3 kips per linear foot, respectively.
It is assumed that the proposed structures will be supported on conventional shallow foundations and concrete slab on grade floors.
Proposed Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-1
Regional Geology
The subject site is located within the Peninsular Ranges province. The Peninsular Ranges province consists of several northwesterly-trending ranges in the southwestern California. The province is truncated to the north by the east-west trending Transverse Ranges. Prior to the mid-Mesozoic, the region was covered by seas and thick marine sedimentary and volcanic sequences were deposited. The bedrock geology that dominates the elevated areas of the Peninsular Ranges consists of high-grade metamorphic rocks intruded by Mesozoic plutons. During the Cretaceous, extensive mountain building occurred during the emplacement of the southern California batholith. The Peninsular Ranges have been significantly disrupted by Tertiary and Quaternary strike-slip faulting along the Elsinore and San Jacinto faults. This tectonic activity has resulted in the present terrain.
Geologic Research
Geologic research indicates that the site is located in the southwestern area of the Peninsular Ranges. The primary available reference applicable to the subject site is the Geologic Map of the Oceanside, San Luis Rey, and San Marcos 7.5’ Quadrangles, San Diego County, California, by Siang S. Tan and Michael P. Kennedy, 1996. A portion of this map indicating the location of the subject site is included as Plate 3 in Appendix A of this report.
This map indicates that the site is underlain by two geologic units. The first geologic unit is the Holocene-age alluvium and colluvium deposits (Map Symbol Qal) located in a minor portion of the northwestern area of the site. This unit is described as unconsolidated silt, clay, sand and gravel. The second geologic unit is the Tertiary-age Santiago Formation (Map Symbol Tsa) underlying the majority of the subject site. The Santiago Formation consists of light-colored, poorly-bedded, poorly-indurated, fine- to medium-grained sandstone interbedded with siltstone and claystone with localized coarse-grained sandstone and conglomerate. Bedding attitudes on this map indicate that the beds strike generally northeast-southwest, dipping 12 to 15 degrees downward to the northwest. A minor fault (shear joint) plane is depicted on this map near the western boundary of the site. The minor fault plane generally strike northeast-southwest, dipping 80 degrees to the northwest. Three questionable landslides are also mapped 700 to 1,200± feet south-southeast of the subject site. These questionable landslides are located within the Santiago Formation.
Aerial Photograph Review
SCG performed a historic aerial photograph review. Historic aerial photographs were obtained from Google Earth and historicaerials.com. Historic aerial photographs from 1947, 1953, 1967, 1980, 1994, 2002, and 2018 were reviewed as part of this investigation. Aerial photographs from 2018, 1994, and 1947 are included as Plate 4, Plate 5, and Plate 6, respectively.
The subject site appears to be vacant and undeveloped from 1947 to prior to 1980. The subject site appears to have been cleared of vegetation throughout a significant portion of the site after 1980. Faraday Avenue is visible and several dirt hiking trails were also visible for the first time in the 2002 aerial photograph. The site appears to have been in its current configuration since at least 2002.
Proposed Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-1
No geologic hazards such as faulting or landslides were readily visible during the historical aerial photograph review.
Geologic Mapping
As part of this investigation, SCG performed surficial geologic mapping at the subject site. It should be noted that no subsurface investigation was performed as part of this investigation. The geologic mapping was limited to surficial exposure and expression of geologic units and features.
Due to the recent rainfall, the site was covered with heavy native grass and weed growth which obscured the near-surface alluvial soils. Bedrock was only exposed in six (6) limited areas throughout the site.
Based on the bedrock exposed at the outcrops at the subject site, it is our opinion that the site is underlain by massive silty fine-grained sandstone with localized interbedded fine-grained sandstone and conglomerate of the Santiago Formation (Map Symbol Tsa). The geologic conditions at the site are generally consistent with the mapped geologic conditions. The bedding attitudes in the Santiago Formation in south-central area of the site generally strike northwest- southeast and dip 15 degrees to the northeast and the bedding attitudes in the Santiago Formation in the eastern area of the site generally strike southeast-southwest and dip 18 to 19 degrees to the northwest. As noted previously, a minor fault (shear joint) plane is mapped near the western boundary of the subject site. However, based on surface observations at the time of the geologic mapping, no evidence of surface expression of faults (i.e. fault scarps, fault line scarps, or displacement in the near surface soils) is present on the subject site. Three questionable landslides are also mapped south-southeast of the subject site. Based on the surface observations at the time of the geologic mapping, no evidence of surface expression of landslides (i.e. head scarps, minor scarps, crown cracks, radial cracks, etc.) is present on the subject site.
Fault Rupture Hazard
Currently, there is no published Alquist-Priolo Earthquake Fault Zone Map for the San Luis Rey Quadrangle. Therefore, the CGS has not mapped any active or potentially active faults with potential surface fault rupture in the San Luis Rey Quadrangle.
The nearest fault zone is the Rose Canyon Fault Zone (RCFZ) located 5.8± miles west of the subject site. The RCFZ is a right-lateral strike-slip fault. The RCFZ has a total length of 30 km with a slip rate ranging from 1.1 to 5 mm/yr. The interval between surface ruptures ranges between 1,200 and 3,000 years (scec.org).
An active fault is defined by the State of California under the Alquist-Priolo Act of 1972 as a fault which has displaced earth materials during the Holocene Epoch (11,000± years). The Santiago Formation bedrock that underlies the subject site is indicated to be Middle Eocene-Tertiary age (45± million years). Therefore, even though this bedrock unit may exhibit indicators of faulting near the subject site, the faulting may be ancient and may not be active.
Based on the age of the bedrock and the lack of surface expression at the subject site, the minor fault mapped outside the western boundary of the subject site is considered to be inactive.
Proposed Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-1
Landslide Hazard
Based on the surficial geologic mapping conducted by SCG, there is no evidence of surface expressions for landslides at the subject site. In addition, there were no mapped landslides at the subject site and there were no indicators of landslides during the aerial photograph review.
Conclusions and Recommendations
Research of available maps indicates that the subject site is not located within an Alquist-Priolo Earthquake Fault Zone. A minor fault (shear joint) plane is mapped on the western boundary of the subject site. This minor fault (shear joint) is not associated with any known active fault. Based on our observations of the ground surface at the time of the surficial geologic mapping and the historic aerial photograph review, the minor fault (shear joint) does not show surface expression (i.e. fault scarps or fault line scarps). This fault is not identified on the Alquist-Priolo Earthquake Fault Zone map. Therefore, the possibility of significant fault rupture on the site is considered to be low.
There are no mapped landslides on the subject site, no evidence for landslides observed during the surficial geologic mapping, and no evidence for landslides during the historical aerial photograph review. Therefore, the possibility of an active landslide at the subject site is considered low.
Proposed Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-1
Closure
We sincerely appreciate the opportunity to be of service on this project. We look forward to providing additional consulting services during the course of the project. If we may be of further assistance in any manner, please contact our office.
Respectfully Submitted,
SOUTHERN CALIFORNIA GEOTECHNICAL, INC.
Daryl Kas, CEG 2467
Senior Geoloigst
Gregory K. Mitchell, GE 2364
Principal Engineer
Enclosure: Plate 1: Site Location Map
Plate 2: Surficial Geologic Map
Plate 3: Geologic Map
Plate 4: Aerial Photograph – 2018
Plate 5: Aerial Photograph – 1994
Plate 6: Aerial Photograph - 1947
SITE
VETERANS MEMORIAL PARK
SCALE: 1" = 2400'
DRAWN: AL
CHKD: GKM
SCG PROJECT
19G109-1
PLATE 1
SITE LOCATION MAP
CARLSBAD, CALIFORNIA
SOURCE: SAN DIEGO COUNTY
THOMAS GUIDE, 2008
15 19
18 FARADAY AVENUE
WHITMAN WAY
15 85
85 NOTE: SURFICIAL GEOLOGIC UNITS OBSCURED BY
VEGETATION EXCEPT IN EXPOSED OUTCROP AREAS.
NOTE: BASE MAP PREPARED BY CLIENT
SCALE: 1" = 200'
DRAWN: DRK
CHKD: GKM
PLATE 2
SCG PROJECT
19G109-1
CARLSBAD, CALIFORNIA
VETERANS MEMORIAL PARK
SURFICIAL GEOLOGIC MAP
GEOTECHNICAL LEGEND
NORTH
SoCalGeo
SANTIAGO FORMATION (Tsa)
15 85
OUTCROP
STRIKE AND DIP
JOINTING
SITE
VETERANS MEMORIAL PARK
SCALE: 1" = 2000'
DRAWN: AL
CHKD: GKM
SCG PROJECT
19G109-1
PLATE 3
GEOLOGIC MAP
CARLSBAD, CALIFORNIA
SOURCE: "GEOLOGIC MAP OF THE
OCEANSIDE, SAN LUIS REY, AND SAN
MARCOS 7.5' QUADRANGLES, SAN DIEGO
COUNTIY, CALIFORNIA" TAN AND
KENNEDY, 1996
Site boundary
SITE
CARLSBAD, CALIFORNIA
AERIAL PHOTOGRAPH - 2018
VETERANS MEMORIAL PARK
DRAWN: DRK
CHKD: GKM
1" = 300'
PLATE 4
SCG PROJECT
19G109-1
SITE
CARLSBAD, CALIFORNIA
AERIAL PHOTOGRAPH - 1994
VETERANS MEMORIAL PARK
DRAWN: DRK
CHKD: GKM
1" = 300'
PLATE 5
SCG PROJECT
19G109-1
SITE
CARLSBAD, CALIFORNIA
AERIAL PHOTOGRAPH - 1947
VETERANS MEMORIAL PARK
DRAWN: DRK
CHKD: GKM
1" = 300'
PLATE 6
SCG PROJECT
19G109-1
22885 Savi Ranch Parkway Suite E Yorba Linda California 92887 voice: (714) 685-1115 fax: (714) 685-1118 www.socalgeo.com August 7, 2020
RJM Design Group
31591 Camino Capistrano
San Juan Capistrano, California 92675
Attention: Mr. Eric Chastain, LLA, LEED AP
Principal Landscape Architect
Project No.: 19G109-3
Subject: Results of Infiltration Testing
Proposed Veterans Memorial Park
Faraday Avenue at Whitman Way
Carlsbad, California
References: Surficial Geologic Mapping, Proposed Veter ans Memorial Park, Faraday Avenue at Whitman Way, Carlsbad, California , Prepared for RJM Design Gro up, by Southern California Geotechnical , Inc. (SCG), SCG Project No. 19G109 -1, dated July 15, 2019.
Geotechnical Investigation, Proposed Veterans Memorial Park, Faraday Avenue at Whitman Way, Carlsbad, California, prepared for RJM Design Group, by Southern California Geotechnical, Inc. (S CG), SCG Project No. 1 9G109-2, dated August 7, 2020.
Mr. Chastain:
In accordance with your request, we have conducted infiltration testing at the subject site. We are pleased to present this report summarizing t he results of t he infiltra tion testing and our design recommendations.
Scope of Services
The scope of services performed for this project was in general accordance with our Proposal No. 1 8P372R, dated October 30 , 201 8. The scope of services included site reconnaissance, subsurface exploration, field testing, and engineering a nalysis to determine the infiltration rate s of the onsite soils. The infiltration testing was performed in general accordance with the County of San Diego, Low Impact Development Handbook – Stormwater Management Strategies – Appendix F dated July 2014. San Diego County allows for infiltration testing in small -diameter borings using the falling head method.
Site and Project Description
The overall site is located at the southeast corner of Whitman Way and Faraday Avenue in Carlsbad, California. The overall site is bounded to the west and south by Faraday Avenue and to the north by Whitman Way, vacant land, and existing single -family residential tracts. The general location of the site is illustrated on the Site Lo cation Map, enclosed as Plate 1 of this report.
Proposed Veterans Park – Carlsbad, CA
Project No. 19G109-3
The subject site consists of the westernmost 48± acres of Veteran’s Memorial Park. Based on information from the client, the eastern portion of Veteran’s Memorial Park is an existing preserve. The park is cur rently unimproved with dirt trails that are utilized for hiking and/or biking. This area of the park consists of gently sloping terrain with groundcover comprised of heavy native grass, weeds, shrubs with areas of dense large trees.
Topographic information was obtained from a plan provided by the client. Based on this plan, topography within the proposed development area consists of rolling hills . Site grades range from elevation 222± feet mean sea level (msl) in the east -central area to 44± feet msl in the northwestern area of the site.
Proposed Development
Based on the site plan provided to our office, the subject site will be developed with active and passive amenities, open space areas, public art, trails, utilities, parki ng, playgrounds, a bocce ball court, restrooms, and maintenance facilities. It is also expected that the park will include lighting, trellis shade structures and fencing. The primary structures will include a restroom and catering support structure located in the northwestern region of the site, a Veterans Memorial in the central region of the site , and a second restroom building located in the southern region of the site.
We understand that the proposed development may include on -site inf iltration to dispose of storm water. Based on the current site layout and conversat ions with the client , the proposed infiltration system s may consist of relatively sh allow bioswales or bas ins located around the perimeter of the site. The bottom of the pro posed bioswales or relatively shallow basins will likely extend to depths of 8± feet below the existing site grades.
Concurrent Study
SCG recently conducted a geotechnic al investigation at the subject site, referenced above. As a part of this study, five (5) borings were advanced to depths of 15 to 50± feet below existing site grades. Native alluvium was encountered at the ground surface at Boring No. B -1. The alluvium consists of medium dense clayey fine sands and stiff to very stiff fine sandy clayey extending to a depth of 32± feet. Boring No. B -1 encountered medium dense clayey fine sands and silty fine sands extending from 32± feet to the maximum depth explored of 50± feet.
Native colluvium was encountered at the ground surface at Boring Nos. B -3 through B -5. The colluvium consists of medium de nse silty fine s ands and stiff fine sandy clays extending to depths of 2½ to 3½± feet. Bedrock of the Santiago Formation was encountered at the ground surface to beneath the colluvium at Borings Nos. B -2 through B -5. The bedr ock consists of interbedded medium de nse to very dense silty fine -grained sandstone and fine -grained sandy siltstone with very stiff to hard clayey siltstone. The bedrock was weakly cemented and friable with iron oxide staining throughout.
Groundwater
Groundwater was encountered during drilling at Boring No. B -1 at a depth of 43± feet .
However, the boring caved to a depth of 37½± feet . Based on the depth of the water encountered during drilling, the moisture contents of the recovered soil samples, and the caving
Proposed Veterans Park – Carlsbad, CA
Project No. 19G109-3
conditions, the depth to the static groundwater table is consider ed to have existed at a depth of approximately 43± feet below existing site grades, at the time of the subsurface investigation.
SCG reviewed water level dat a obtained from the California Department of Water Reso urces website, http://www.water.ca.gov/waterdatalibrary/ , and the California State Water Resources Control Board (SWRCB) Geotr acker website https://geotracker.waterboards.ca.gov/. However, the nearest monitoring well s on record are located approximately 1.7 to 5.5± miles away from the site. Therefore, this groundwater data would not represent the groundwater at the subject site and is considered irrelevant.
Subsurface Exploration
Scope of Exploration
The su bsurface exploration conducted fo r the infiltration testing consisted of three (3) infiltration test boring s, advanced to depths of 8± feet below the exist ing site grades. The infiltration borings were advanced using a truck -mounted drilling rig, equippe d wi th 8 -inch diameter hollow stem au gers and w ere logged during drilling by a member of our staff . The approximate locations of the infiltration test borings (identified as I-1 through I-3) are indicated on the Infiltration Test Location Plan, enclosed as Plate 2 of this report.
Upon the completion of the infiltration borings, the bottom of each test boring was covered with 2± inches of clean ¾ -inch gravel. A sufficient length of 3 -inch-diameter perforated PVC casing was then placed into each test hole s o that the PVC casing extended from t he bottom of the test hole to the ground surface. Clean ¾ -inch gravel was then in stalled in the annulus surrounding the PVC casing.
Geotechnical Conditions
Alluvium
Native alluvium was encountered at the ground surface of Infiltration Boring No. I -1, extending to at least the maximum explored depth of 8± feet . The near-surface alluvium consisted of stiff fine sandy clays with some silt, extending to a depth of 5¾± feet. At depths greater than 5¾± feet, the alluvial soils consist of stiff clayey fine to medium sand s with trace iron oxide staining.
Colluvium
Colluvial soils were encountered during the drilling of Infiltration Boring No. I -3, extending to a depth of 5½± feet below the ground surface these materials consist of medium stiff fine sandy clays with some silt and mottling.
Bedrock
Bedrock of the Santiago Formation was encountered beneath the ground surface at Infil tration Boring No. I-2 and beneath the colluvium at Infiltration Boring No I -3. The bedrock consists of medium dense fine sandy silt stone interbedded with stiff clayey siltstone extendin g to at least the maximum explored depth of 8 feet. The bedrock is friable and weakly cemented.
Proposed Veterans Park – Carlsbad, CA
Project No. 19G109-3
Infiltration Testing
The infiltration testing was performed in general accordance with the County of San Diego, Low Impact Development Handbook – Stormwater Management Strategies – Appendix F dated July 2014.
Pre-soaking
The first phase of the infiltration testing consisted of pre-soaking all of the infiltration test holes one day prior to infiltration testing . The pre-soaking process consisted of filling each test boring with clear water so that the water level reaches a level of at least 5 times th e hole’s radi us above the gravel at the bottom of the holes. Pre-soaking was considered complete after all of the water had percolated through each test hole or after 15 hours since initiating the pre-soak.
Infiltration Testing
SCG performed the infiltration testing the day following the pre -soaking process. Each test hole was filled with water to a depth of at least 5 times the ho le’s radius above the gravel at the bottom of each test h ole. Readings were taken at 30-minute intervals for a t otal of 6 hours at each of the test locations. The water level readings are presented on the spreadsheets enclosed with this report. The inf iltration rates for each o f the timed intervals are also tabulated on the spreadsheets.
The infiltration rates from the t est are ta bulated in i nches per hour. In a ccordance with the typically accepted practice, it is recommended that the most conservativ e reading from the latter part of the infiltr ation test s be used as the design infiltration ra te. The rate s are summarized below:
Infiltration
Test No.
Depth
(feet) Soil Description
Infiltration
Rate
(inches/hour)
I-1 8.0 Gray Brown Clayey fine to medium Sand 0.0
I-2 8.0 Light Gray Silty fine to medium grained Sandstone 0.0 I-3 8.0 Light Gray to Gray fine-grained Siltstone, trace medium Sand 0.0
Laboratory Testing
Moisture Content
The moisture c ontents for the recovered soil samples were determine d in accorda nce with ASTM D -2216 and a re exp ressed as a percentage of the dry weight. These test results are presented on the Boring Logs.
Grain Size Analysis
The grain s ize distribution of selected so ils collected fr om the base of each infiltration test
Proposed Veterans Park – Carlsbad, CA
Project No. 19G109-3
boring have been determined using a r ange of wire mesh screens. These tests were performed in general accordance with ASTM D -422 and/or ASTM D-1140. The weight of the port ion of the sample re tained on e ach screen is re corded and the percentage finer or co arser of the total weight is calculate d. The results of these tests are presented on Plates C -1 through C-3 of this report.
Design Recommendations
Three (3) infiltration t ests were performed at the subject site. As noted above, the infiltration rates at these locations was 0.0 inches per hour. The major factors affecting the lack infiltration at these borings is the prese nce of bedrock and clays as well as very moist soils at the test depths. Based on the lack of infiltration at the depths teste d, infiltration is not considered feasible for this site.
Although infiltration is not considered feasible at this site, the client may desire to use storm water disposal systems that do not rely on i nfiltration at thi s site. The design of storm water disposal systems should be performed by the project civil e ngineer, in accordance wit h the City of Carlsbad and/or County of San Diego guidelines. It is recom mended any such systems be designed and constructed to facilitate removal of silt and clay, or other deleterious m aterials from any water that may enter the system. The presence of such materials would decrease the flow rates through the system.
Location of Storm Water Disposal Systems
Although no significant infiltration occurred at the test locations , the use of on-site storm water disposal systems which may introdu ce stormwater into the near surface soils carries a risk of creating adverse geotechnical conditions. Increasing the moisture content of the soil can cause the soil to lose internal shear strength and increase its compressibi lity, resulting in a change in the designed engineering properties. Overlying structures and pavements in areas where water is introduced into the on -site soils coul d potentially be damaged due to s aturation of subg rade soils. Systems that introduce water into the near surface soils at this site sho uld be locate d at least 25 feet away from any structures, including retaining walls. Even with this provision of locating the infiltration systems at least 25 feet from the bui ldings, it is possible that infiltrating water into the subsurface soils could h ave an advers e effect on the proposed or existing structures. It should also be noted that utility trenches which ha ppen to collect storm water can also serve as conduits to tr ansmit storm water toward t he structure, depending on the slope of the utility t rench. Theref ore, consideration should al so be given to the propose d location s of underground utilities which may pass near the proposed infiltration systems.
General Comments
This report has been prepared as an instrument of service for use by the client in order to aid in the evaluation of this property and to assist th e architec ts a nd engineers in the design and preparation of t he project plans and specifications. This report may be provided to the contractor(s) and other design consultants to disclose i nformation re lative to the project.
However, this report is not int ended to b e ut ilized as a specification in and of itself, wit hout appropriate interpretation by the project a rchitect, structural engine er, and/o r civil engineer.
The design of the proposed storm water infiltration system is the r esponsibility of the civil engineer. The role of the geotechnical engineer is limited t o determination of infiltration rate
Proposed Veterans Park – Carlsbad, CA
Project No. 19G109-3
only. By us ing the design infiltration rate con tained herein, the civil engineer agrees to indemnify, de fend, and hold harmless the geotechnical engineer for all aspect s of the design and performance of the proposed sto rm water infiltration system. The reproduction a nd distribution of this report must be authorized by the client and Southern Cal ifornia Geotechnical, Inc. Furthermore, a ny reliance on this report by an una uthorized third party is at such party’ s sole risk, and we accept no responsibility for damage or l oss which may occur. The analysis of this site was based on a subsurface profile interpolated from limited discrete soil samples. While the materials encountered in the project area are considered to be repre sentative of the total area, some variations sho uld be expected between bor ing locations and testing depths. If the conditions e ncountered du ring construction vary signi ficantly from those detail ed herein, we should be contacted immediately to determine if the conditions alter the recommendations contained herein.
This report ha s been ba sed on assumed or provided characteristics o f the propose d development. It is recomme nded that the owner, clien t, architect, structural engineer, and civil engineer careful ly review these assumptions to ensure that they are consistent with the characteristics of the proposed development. If discrepa ncies exist, they should be brought to our attention to verify that they do n ot affect the conclusions and recommend ations contained herein. We also recommend that the project plans and specifications be submitted to our office for review to verify that ou r recommendat ions have been correctly int erpreted. The analysis, conclusions, and recommendations contained within t his report h ave been promulgated in accordance with generall y ac cepted professional geo technical engineering practice. No other warranty is implied or expressed.
Closure
We sincerely appreciate the opp ortunity to be o f service on this project. We look for ward to providing additional consult ing services du ring the course of th e project. If we may be of further assistance in any manner, please contact our office.
Proposed Veterans Park – Carlsbad, CA
Project No. 19G109-3
Respectfully Submitted,
SOUTHERN CALIFORNIA GEOTECHNIC AL, INC.
Ryan Bremer
Staff Geologist
Gregory K. Mitchell, GE 2364
Principal Engineer
Distribution: (1) Addressee
Enclosures: Plate 1 - Site Location Map
Plate 2 - Infiltration Test Location Plan
Boring Log Legend and Logs (5 pages)
Infiltration Test Results Spreadsheets (3 pages)
Grain Size Distribution Graphs (3 pages)
SITE
VETERANS MEMORIAL PARK
SCALE: 1" = 2000'
DRAWN: RB
CHKD: RGT
SCG PROJECT
19G109-3
PLATE 1
SITE LOCATION MAP
CARLSBAD, CALIFORNIA
SOURCE: USGS TOPOGRAPHIC MAP OF THE
SAN LUIS REY QUADRANGLE, SAN DIEGO COUNTY,
CALIFORNIA, 2018
FARADAY AVENUE
WHITMAN WAY
I-1
I-3
I-2
B-1
B-2
B-3
B-4
B-5
PROPOSED PAVILION,
RESTROOM, AND
CATERING SUPPORT
ROOM
PROPOSED
PLAYGROUND
PROPOSED BOCCE
BALL COURT
PROPOSED
PLAYGROUND
PROPOSED VETERANS
MEMORIAL
PROPOSED PICNIC
AREAS
PROPOSED
RESTROOM
PROPOSED
BIKE
PARK
TUNNEL
NOTE: BASE MAP PREPARED BY CLIENT
SCALE: 1" = 200'
DRAWN: DRK
CHKD: GKM
PLATE 2
SCG PROJECT
19G109-3
CARLSBAD, CALIFORNIA
VETERANS MEMORIAL PARK
INFILTRATION TEST LOCATION PLAN
NORTH
SoCalGeo
GEOTECHNICAL LEGEND
APPROXIMATE BORING LOCATON
(SCG PROJECT NO. 19G109-2)
APPROXIMATE INFILTRATION TEST
LOCATION
WATER QUALITY TREATMENT
AREAS
BORING LOG LEGEND
SAMPLE TYPE GRAPHICAL
SYMBOL SAMPLE DESCRIPTION
AUGER
SAMPLE COLLECTED FROM AUGER CUTTINGS, NO FIELD
MEASUREMENT OF SOIL STRENGTH. (DISTURBED)
CORE
ROCK CORE SAMPLE: TYPICALLY TAKEN WITH A
DIAMOND-TIPPED CORE BARREL. TYPICALLY USED
ONLY IN HIGHLY CONSOLIDATED BEDROCK.
GRAB 1
SOIL SAMPLE TAKEN WITH NO SPECIALIZED
EQUIPMENT, SUCH AS FROM A STOCKPILE OR THE
GROUND SURFACE. (DISTURBED)
CS
CALIFORNIA SAMPLER: 2-1/2 INCH I.D. SPLIT BARREL
SAMPLER, LINED WITH 1-INCH HIGH BRASS RINGS.
DRIVEN WITH SPT HAMMER. (RELATIVELY
UNDISTURBED)
NSR
NO RECOVERY: THE SAMPLING ATTEMPT DID NOT
RESULT IN RECOVERY OF ANY SIGNIFICANT SOIL OR
ROCK MATERIAL.
SPT
STANDARD PENETRATION TEST: SAMPLER IS A 1.4
INCH INSIDE DIAMETER SPLIT BARREL, DRIVEN 18
INCHES WITH THE SPT HAMMER. (DISTURBED)
SH
SHELBY TUBE: TAKEN WITH A THIN WALL SAMPLE
TUBE, PUSHED INTO THE SOIL AND THEN EXTRACTED.
(UNDISTURBED)
VANE
VANE SHEAR TEST: SOIL STRENGTH OBTAINED USING
A 4 BLADED SHEAR DEVICE. TYPICALLY USED IN SOFT
CLAYS-NO SAMPLE RECOVERED.
COLUMN DESCRIPTIONS
DEPTH: Distance in feet below the ground surface.
SAMPLE: Sample Type as depicted above.
BLOW COUNT: Number of blows required to advance the sampler 12 inches using a 140 lb hammer with a 30-inch drop. 50/3” indicates penetration refusal (>50 blows) at 3 inches. WH indicates that the weight of the hammer was sufficient to push the sampler 6 inches or more.
POCKET PEN.
: Approximate shear strength of a cohesi ve soil sample as measured by pocket penetrometer.
GRAPHIC LOG
: Graphic Soil Symbol as depicted on the following page.
DRY DENSITY: Dry density of an undisturbed or relatively undisturbed sample in lbs/ft 3.
MOISTURE CONTENT: Moisture content of a soil sample, expressed as a percentage of the dry weight.
LIQUID LIMIT: The moisture content above which a soil behaves as a liquid.
PLASTIC LIMIT: The moisture content above which a soil behaves as a plastic.
PASSING #200 SIEVE: The percentage of the sample fine r than the #200 standard sieve.
UNCONFINED SHEAR: The shear strength of a cohesive soil sample, as measured in the unconfined state.
SM
SP
COARSE
GRAINED
SOILS
SW
TYPICAL
DESCRIPTIONS
WELL-GRADED GRAVELS, GRAVEL -
SAND MIXTURES, LITTLE OR NO
FINES
SILTY GRAVELS, GRAVEL - SAND -
SILT MIXTURES
LETTERGRAPH
POORLY-GRADED GRAVELS,
GRAVEL - SAND MIXTURES, LITTLE
OR NO FINES
GC
GM
GP
GW
POORLY-GRADED SANDS,
GRAVELLY SAND, LITTLE OR NO
FINES
SILTS
AND
CLAYS
MORE THAN 50%
OF MATERIAL IS
LARGER THAN
NO. 200 SIEVE
SIZE
MORE THAN 50%
OF MATERIAL IS
SMALLER THAN
NO. 200 SIEVE
SIZE
MORE THAN 50%
OF COARSE
FRACTION
PASSING ON NO.
4 SIEVE
MORE THAN 50%
OF COARSE
FRACTION
RETAINED ON NO.
4 SIEVE CLAYEY GRAVELS, GRAVEL - SAND -
CLAY MIXTURES
FINE
GRAINED
SOILS
SYMBOLSMAJOR DIVISIONS
SOIL CLASSIFICATION CHART
PT
OH
CH
MH
OL
CL
ML
CLEAN SANDS
SC
SILTY SANDS, SAND - SILT
MIXTURES
CLAYEY SANDS, SAND - CLAY
MIXTURES
INORGANIC SILTS AND VERY FINE
SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH 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 SAND OR
SILTY SOILS
INORGANIC CLAYS OF HIGH
PLASTICITY
ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY, ORGANIC SILTS
PEAT, HUMUS, SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
SILTS
AND
CLAYS
GRAVELS WITH
FINES
SAND
AND
SANDY
SOILS (LITTLE OR NO FINES)
SANDS WITH
FINES
LIQUID LIMIT
LESS THAN 50
LIQUID LIMIT
GREATER THAN 50
HIGHLY ORGANIC SOILS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS GRAVEL
AND
GRAVELLY
SOILS
(APPRECIABLE
AMOUNT OF FINES)
(APPRECIABLE
AMOUNT OF FINES)
(LITTLE OR NO FINES)
WELL-GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO FINES
CLEAN
GRAVELS
14 18
18 22
ALLUVIUM
: Dark Gray
fine Sandy Clay, some Silt, stiff-very
moist
Gray Brown Clayey fine to medium Sand, trace Iron oxide staining, stiff-very moist
Boring Terminated at 8'
JOB NO.:
19G109-3
PROJECT: Veterans Park
LOCATION: Carlsbad, California
BOR
ING NO.
I-1
PLATE B-1
DRILL
ING DATE: 7/16/20
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas
FIELD RES
ULTS
POCKET PEN.
(TSF)
LABORATORY RE
SULTS
COMMENTSSURFACE ELEV
ATION: MSL
DRY DENS
ITY
(PCF)
DEPTH (FEET)
MOISTURE
CONTENT (%)
LIQUID
LIMIT
PLASTIC
LIMIT
SAMPLE
BLO
W COUNT
WATER DEPTH
: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
ORGANIC
CONTENT (%)
5 GRAPHIC LO
G
PASSING
#200 SIEVE (%)
TES
T BORING LOG
DESCR
IPTION
TBL 19G109-3.GPJ S
OCALGEO.GDT 8/7/20
19 23
13 21
SANTIAGO FOR
MATION (Tsa): Light Gray
to Gray Clayey
Siltstone interbedded with fine Sandy Siltstone,
weakly-cemented, friable, stiff to medium dense-moist to very moist
Light Gray Silty fine to medium-grained Sandstone,
weakly-cemented, friable, medium dense-very moist to wet Boring Terminated at 8'
JOB NO.:
19G109-3
PROJECT: Veterans Park
LOCATION: Carlsbad, California
BOR
ING NO.
I-2
PLATE B-2
DRILL
ING DATE: 7/16/20
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas
FIELD RES
ULTS
POCKET PEN.
(TSF)
LABORATORY RE
SULTS
COMMENTSSURFACE ELEV
ATION: MSL
DRY DENS
ITY
(PCF)
DEPTH (FEET)
MOISTURE
CONTENT (%)
LIQUID
LIMIT
PLASTIC
LIMIT
SAMPLE
BLO
W COUNT
WATER DEPTH
: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
ORGANIC
CONTENT (%)
5 GRAPHIC LO
G
PASSING
#200 SIEVE (%)
TES
T BORING LOG
DESCR
IPTION
TBL 19G109-3.GPJ S
OCALGEO.GDT 8/7/20
9 28
21 18
COLLU
VIUM (Qc): Dark Gray
fine Sandy Clay, some Silt,
mottled, medium stiff-very moist
SANTIAGO FORMATION (Tsa): Light Gray
to Gray
fine-grained Sandy Siltstone, trace medium sand,
weakly-cemented, friable, Iron oxide staining, medium
dense-very moist
Boring Terminated at 8'
JOB NO.:
19G109-3
PROJECT: Veterans Park
LOCATION: Carlsbad, California
BOR
ING NO.
I-3
PLATE B-3
DRILL
ING DATE: 7/16/20
DRILLING METHOD: Hollow Stem Auger
LOGGED BY: Daryl Kas
FIELD RES
ULTS
POCKET PEN.
(TSF)
LABORATORY RE
SULTS
COMMENTSSURFACE ELEV
ATION: MSL
DRY DENS
ITY
(PCF)
DEPTH (FEET)
MOISTURE
CONTENT (%)
LIQUID
LIMIT
PLASTIC
LIMIT
SAMPLE
BLO
W COUNT
WATER DEPTH
: Dry
CAVE DEPTH: ---
READING TAKEN: At Completion
ORGANIC
CONTENT (%)
5 GRAPHIC LO
G
PASSING
#200 SIEVE (%)
TES
T BORING LOG
DESCR
IPTION
TBL 19G109-3.GPJ S
OCALGEO.GDT 8/7/20
INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 8.0 (ft)
Infiltration Test Hole I-1
Interval
Number
Time
Time
Interval
(min)
Water
Depth (ft)
Change in
Water
Level (ft)
Average
Head
Height (ft)
Infiltration
Rate Q
(in/hr)
Initial 9:18 AM 5.72
Final 9:48 AM 5.72
Initial 9:48 AM 5.72
Final 10:18 AM 5.72
Initial 10:18 AM 5.72
Final 10:48 AM 5.72
Initial 10:48 AM 5.72
Final 11:18 AM 5.72
Initial 11:18 AM 5.72
Final 11:48 AM 5.72
Initial 11:48 AM 5.72
Final 12:18 PM 5.72
Initial 12:18 PM 5.72
Final 12:48 PM 5.72
Initial 12:48 PM 5.72
Final 1:18 PM 5.72
Initial 1:18 PM 5.72
Final 1:48 PM 5.72
Initial 1:48 PM 5.72
Final 2:18 PM 5.72
Initial 2:18 PM 5.72
Final 2:48 PM 5.72
Initial 2:48 PM 5.72
Final 3:18 PM 5.72
Per County Standards, Infiltration Rate calculated as follows:
Where: Q = Infiltration Rate (in inches per hour)
∆H = Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius
∆t = Time Interval
Havg = Average Head Height over the time interval
12 30.0 0.00 2.28 0.00
10 30.0 0.00 2.28 0.00
11 30.0 0.00 2.28 0.00
8 30.0 0.00 2.28 0.00
9 30.0 0.00 2.28 0.00
6 30.0 0.00 2.28 0.00
7 30.0 0.00 2.28 0.00
4 30.0 0.00 2.28 0.00
5 30.0 0.00 2.28 0.00
2 30.0 0.00 2.28 0.00
3 30.0 0.00 2.28 0.00
Infiltration Testing
Proposed Veterans Memorial Park
Carlsbad, California
19G109-3
Ryan Bremer
1 30.0 0.00 2.28 0.00
) 2H t(r
H(60r)Q
avg
19G109-3 Infil Rate Calcs.xls
INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 8.0 (ft)
Infiltration Test Hole I-2
Interval
Number
Time
Time
Interval
(min)
Water
Depth (ft)
Change in
Water
Level (ft)
Average
Head
Height (ft)
Infiltration
Rate Q
(in/hr)
Initial 9:11 AM 5.51
Final 9:41 AM 5.51
Initial 9:41 AM 5.51
Final 10:11 AM 5.52
Initial 10:11 AM 5.52
Final 10:41 AM 5.54
Initial 10:41 AM 5.54
Final 11:11 AM 5.55
Initial 11:11 AM 5.55
Final 11:41 AM 5.55
Initial 11:41 AM 5.55
Final 12:11 PM 5.55
Initial 12:11 PM 5.55
Final 12:41 PM 5.56
Initial 12:41 PM 5.56
Final 1:11 PM 5.56
Initial 1:11 PM 5.56
Final 1:41 PM 5.57
Initial 1:41 PM 5.57
Final 2:11 PM 5.57
Initial 2:11 PM 5.57
Final 2:41 PM 5.58
Initial 2:41 PM 5.58
Final 3:11 PM 5.58
Per County Standards, Infiltration Rate calculated as follows:
Where: Q = Infiltration Rate (in inches per hour)
∆H = Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius
∆t = Time Interval
Havg = Average Head Height over the time interval
10 30.0 0.00 2.43 0.00
8 30.0 0.00 2.44 0.00
12 30.0 0.00 2.42 0.00
6 30.0 0.00 2.45 0.00
11 30.0 0.01 2.43 0.02
4 30.0 0.01 2.46 0.02
9 30.0 0.01 2.44 0.02
0.02 3 30.0 0.02 2.47
7 30.0 0.01 2.45 0.02
1 30.0 0.00 2.49 0.00
5 30.0 0.00 2.45 0.00
Proposed Veterans Memorial Park
Carlsbad, California
19G109-3
Ryan Bremer
Infiltration Testing
2 30.0 0.01 2.49
0.03 ) 2H t(r
H(60r)Q
avg
19G109-3 Infil Rate Calcs.xls
INFILTRATION CALCULATIONS
Project Name
Project Location
Project Number
Engineer
Test Hole Radius 4 (in)
Test Depth 8.0 (ft)
Infiltration Test Hole I-3
Interval
Number
Time
Time
Interval
(min)
Water
Depth (ft)
Change in
Water
Level (ft)
Average
Head
Height (ft)
Infiltration
Rate Q
(in/hr)
Initial 9:25 AM 5.22
Final 9:55 AM 5.23
Initial 9:55 AM 5.23
Final 10:25 AM 5.25
Initial 10:25 AM 5.25
Final 10:55 AM 5.28
Initial 10:55 AM 5.28
Final 11:25 AM 5.32
Initial 11:25 AM 5.32
Final 11:55 AM 5.35
Initial 11:55 AM 5.35
Final 12:25 PM 5.37
Initial 12:25 PM 5.37
Final 12:55 PM 5.40
Initial 12:55 PM 5.40
Final 1:25 PM 5.42
Initial 1:25 PM 5.42
Final 1:55 PM 5.44
Initial 1:55 PM 5.44
Final 2:25 PM 5.46
Initial 2:25 PM 5.46
Final 2:55 PM 5.48
Initial 2:55 PM 5.48
Final 3:25 PM 5.50
Per County Standards, Infiltration Rate calculated as follows:
Where: Q = Infiltration Rate (in inches per hour)
∆H = Change in Height (Water Level) over the time interval r = Test Hole (Borehole) Radius
∆t = Time Interval
Havg = Average Head Height over the time interval
10 30.0 0.02 2.55 0.03
8 30.0 0.02 2.59 0.03
12 30.0 0.02 2.51 0.03
6 30.0 0.02 2.64 0.03
11 30.0 0.02 2.53 0.03
4 30.0 0.04 2.70 0.06
9 30.0 0.02 2.57 0.03
0.03 3 30.0 0.03 2.74
7 30.0 0.03 2.62 0.04
1 30.0 0.01 2.78 0.01
5 30.0 0.03 2.67 0.04
Proposed Veterans Memorial Park
Carlsbad, California
19G109-3
Ryan Bremer
Infiltration Testing
2 30.0 0.02 2.76
0.04 ) 2H t(r
H(60r)Q
avg
19G109-3 Infil Rate Calcs.xls
Sample Description I-1 @ 6½ to 8 feet
Soil Classification Gray Brown Clayey fine to medium Sand Veteran's Park
Carlsbad, CA
Project No. 19G109-3
PLATE C- 1
0 10
20 30
40 50
60 70
80 90
100
0.0010.010.1110100
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200
Sample Description I-2 @ 6½ to 8 feet
Soil Classification Light Gray Silty fine to medium grained Sandstone Veteran's Park
Carlsbad, CA
Project No. 19G109-3
PLATE C- 2
0 10
20 30
40 50
60 70
80 90
100
0.0010.010.1110100
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200
Sample Description I-3 @ 6½ to 8 feet
Soil Classification Light Gray to Gray fine grained Siltstone, trace medium Sand Veteran's Park
Carlsbad, CA
Project No. 19G109-3
PLATE C- 3
0 10
20 30
40 50
60 70
80 90
100
0.0010.010.1110100
Percent Passing by Weight
Grain Size in Millimeters
Grain Size Distribution
Sieve Analysis Hydrometer Analysis
US Standard Sieve Sizes
Coarse Gravel Fine Gravel Crs. Sand Med. Sand Fine Sand Fines (Silt and Clay) 2 1 3/4 1/2 3/8 1/4 #4 #8 #10 #16 #20 #30 #40 #50 #100 #200
22885 Savi Ranch Parkway Suite E Yorba Linda California 92887 voice: (714) 685-1115 fax: (714) 685-1118 www.socalgeo.com November 30, 2021
RJM Design Group
31591 Camino Capistrano
San Juan Capistrano, California 92675
Attention: Mr. Eric Chastain, LLA, LEED AP
Principal Landscape Architect
Project No.: 19G109-4
Subject: Response to Review Comments
Proposed Veterans Memorial Park
Faraday Avenue at Whitman Way
Carlsbad, California
References: 1) Surficial Geologic Mapping, Proposed Veterans Memorial Park, Faraday Avenue at Whitman Way, Carlsbad, California , Prepared for RJM Design Group, by Southern California Geotechnical, Inc. (SCG), SCG Project No. 19G109 -1, dated July 15, 2019.
2) Geotechnical Investigation, Proposed Veterans Memorial Park, Faraday Avenue at Whitman Way, Carlsbad, California , prepared for RJM Design Grou p, by Southern California Geotechnical, Inc. (SCG), SCG Project No. 19G109 -2, dated August 7, 2020.
Mr. Chastain:
This letter presents our response to the City of Carlsbad review comments following their review of the referenced geotechnical reports. The two (2) comments issued by the city of Carlsbad are presented below, followed by the Southern California Geotechnical, Inc. (SCG) response.
PC3: Planning Comment 3. It seems additional information would be necessary to support the height of the retaining walls proposed because the geotechnical report reads “If any walls retaining more than 5 feet of soil are proposed for this site, the geotechnical engineer should be co ntacted to provide supplementary remedial grading recommendations.”
SCG: Additional retaining wall design parameters for retaining walls greater than 6 feet are as follows.
In accordance with the 2019 CBC, any retaining walls more than 6 feet in height must be designed for seismic lateral earth pressures. The recommended seismic pressure distribution is triangular in shape, assumed to occur at the top of the wall, decreasing to 0 at the base of the wall. For a level backfill condition behind the top of the wall, the seismic lateral earth pressure is 20H lbs/ft3, where H is the overall height of the wall. Where the ground surface above the wall consists of a 2h:1v sloping condition, the seismic lateral earth pressure is 50H lbs/ft 3. The Proposed Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-4
seismic pressure distribution is based on the Mononobe-Okabe equation, utilizing a design acceleration of 0. 351g. The 2019 CBC does not provide definitive guidance on determination of the design acceleration to be used in generating the seismic lateral earth pressure. In accordance with standard geotechnical practice, we have calculated the design acceleration as 2/3 of the PGA m. However, for combinations of high ground motion and steep slopes above the wall, the Mononobe-Okabe equation gives unrealistic high estimates of ac tive earth pressures. Therefore, the seismic earth pressure for the sloping condition presented above was derived using a design acceleration equal to 50% of the PGAm.
PC8c: Planning Comment 8. c. A soils investigation conducted by a licensed soils engineer has determined the subject slope area to be stable and grading and development impacts mitigatable for at least 75 years, or life of structure.
SCG: Based on the results of the subsurface investigation presented in the referenced reports, the site is expected to be safe from any landslides. In addition, review of the Veterans Memorial Park Conceptual Grading Plan prepared by CivTEC indicates the existing slopes to possess inclination of less than 3h:1v (horizontal to vertical).
The proposed grading is also expected to produce cut and fill slopes with slope inclinations of less up to 2h:1v, which are considered to be grossly stable. Based on our evaluation, the areas of the proposed buildings are expected to be stable for the life of the structures.
Closure
We appreciate the opportunity to be of continued service on this project. If there are any questions concerning this matter, please contact our office at your convenience.
Respectfully Submitted,
SOUTHERN CALIFORNIA GEOTECHNICAL, INC.
Pablo Montes Jr.
Staff Engineer
Gregory K. Mitchell, GE 2364
Principal Engineer
Distribution: (1) Addressee
22885 Savi Ranch Parkway Suite E Yorba Linda California 92887 voice: (714) 685-1115 fax: (714) 685-1118 www.socalgeo.com February 4, 2022
RJM Design Group
31591 Camino Capistrano
San Juan Capistrano, California 92675
Attention: Mr. Eric Chastain, LLA, LEED AP
Principal Landscape Architect
Project No.: 19G109-5
Subject: Additional Soil Sampling and Laboratory Testing Proposed Veterans Memorial Park
Faraday Avenue at Whitman Way
Carlsbad, California
References: 1) Surficial Geologic Mapping, Proposed Veterans Memorial Park, Faraday Avenue at Whitman Way, Carlsbad, California, Prepared for RJM Design Group, by Southern California Geotechnical, Inc. (SCG), SCG Project No. 19G109 -1, dated July 15, 2019.
2) Geotechnical Investigation, Proposed Veterans Memorial Park, Faraday Avenue at Whitman Way, Carlsbad, California , prepared for RJM Design Group, by Southern California Geotechnical, Inc. (SCG), SCG Project No. 19G109 -2, dated August 7, 2020.
Mr. Chastain:
In accordance with your request, Southern California Geotechnical, Inc. (SCG) has performed additional soil sampling and laboratory testing at the subject site. The purpose of this testing was to verify the fines content of the near-surface soils as part of a WQMP requirement.
Site and Project Description
The overall site is located at the southeast corner of Wh itman Way and Faraday Avenue in Carlsbad, California. The overall site is bounded to the west and south by Faraday Avenue and to the north by Whitman Way, vacant land, and existing single-family residential tracts. The general location of the site is illustrated on the Site Location Map, enclosed as Plate 1 of this report.
The subject site consists of the westernmost 48± acres of Veterans Memorial Park. Based on information from the client, the eastern portion of Veterans Memorial Park is an existing preserve.
The park is currently unimproved with dirt trails that are utilized for hiking and/or biking. This area of the park consists of gently sloping terrain with groundcover comprised of heavy native grass, weeds, shrubs with areas of dense large trees.
Topographic information was obtained from a plan provided by the client. Based on this plan, topography within the proposed development area consists of rolling hills. Site grades range from Proposed Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-5
elevation 222± feet mean sea level (msl) in the east -central ar ea to 44± feet msl in the northwestern area of the site.
Field Exploration
The subsurface exploration conducted for this project consisted of eight shallow borings advanced to depths of 1± foot below the existing site grades. The borings were advanced using manually operated hand auger equipment. All of the borings were logged during drilling by a member of our staff.
Representative bulk soil samples were taken during drilling from the auger cuttings and placed into plastic bags to retain their in-place moisture content.
The approximate locations of the borings are indicated on the Sample Location Plan, included as Plate 2 of this report.
Laboratory Testing
Grain Size Analysis
The percentage of fine-grained material within each sample was determined by washing the soil samples over a No. 200 sieve, in general accordance with ASTM D-422. The weight of the portion of the sample retained on the No. 200 sieve was recorded and the percentage finer than the No. 200 sieve was calculated. The results of these tests are presented below:
Sample No. Depth (ft) Percentage Fines
S-1 0 to 1 23
S-2 0 to 1 52
S-3 0 to 1 28
S-4 0 to 1 44
S-5 0 to 1 29
S-6 0 to 1 38
S-7 0 to 1 26
S-8 0 to 1 36
Proposed Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-5
Closure
We appreciate the opportunity to be of continued service on this project. If there are any questions concerning this matter, please contact our office at your convenience.
Respectfully Submitted,
SOUTHERN CALIFORNIA GEOTECHNICAL, INC.
Gregory K. Mitchell, GE 2364
Principal Engineer
Distribution: (1) Addressee
Enclosures: Plate 1: Site Location Map
Plate 2: Sample Location Plan
SITE
VETERANS MEMORIAL PARK
SCALE: 1" = 2000'
DRAWN: DRK
CHKD: GKM
SCG PROJECT
19G109-5
PLATE 1
SITE LOCATION MAP
CARLSBAD, CALIFORNIA
SOURCE: USGS TOPOGRAPHIC MAP OF THE
SAN LUIS REY QUADRANGLE, SAN DIEGO COUNTY,
CALIFORNIA, 2018
S-1
S-3
S-2
S-4
S-5
S-6
S-7
S-8
SCALE: 1" = 250'
DRAWN: DRK
CHKD: GKM
PLATE 2
SCG PROJECT
19G109-5
CARLSBAD, CALIFORNIA
VETERANS PARK
SAMPLE LOCATION PLAN
NORTH
SoCalGeo
APPROXIMATE SAMPLE LOCATION
GEOTECHNICAL LEGEND
22885 Savi Ranch Parkway Suite E Yorba Linda California 92887 voice: (714) 685-1115 fax: (714) 685-1118 www.socalgeo.com January 16, 2023
RJM Design Group
31591 Camino Capistrano
San Juan Capistrano, California 92675
Attention: Mr. Eric Chastain
Principal Landscape Architect
Project No.: 19G109-6
Subject: Updated Retaining Wall Design Recommendations
Proposed Veterans Memorial Park
Faraday Avenue at Whitman Way
Carlsbad, California
Reference: Geotechnical Investigation, Proposed Veterans Memorial Park, Faraday Avenue at Whitman Way, Carlsbad, California, prepared by Southern California Geotechnical, Inc. (SCG) for RJM Design Group, SCG Project No. 19G109-2, dated February 4, 2022.
Mr. Chastain:
In accordance with your request, this letter provides updated recommendations for the design and construction of the new retaining walls at the subject site. Based on the retaining wall plan provided to our office, several new retaining walls will be constructed throughout the site.
Site Conditions and Proposed Development
The overall site is located at the southeast corner of Whitman Way and Faraday Avenue in Carlsbad, California. The overall site is bounded to the west and south by Faraday Avenue and to the north by Whitman Way, vacant land, and existing single-family residential tracts. The subject site consists of the westernmost 48± acres of Veteran’s Memorial Park. The park is currently unimproved with dirt trails that are utilized for hiking and/or biking. This area of the park consists of gently sloping terrain with groundcover comprised of heavy native grass, weeds, shrubs with areas of dense large trees.
Topographic information was obtained from a plan provided by the client. Based on this plan, topography within the proposed development area consists of rolling hills. Site grades range from elevation 222± feet mean sea level (msl) in the east -central area to 44± feet msl in the northwestern area of the site.
Based on the retaining wall plan provided to our office, the proposed development will include new retaining walls located throughout the site. We have been requested to provide additional retaining wall recommendations for the proposed walls which will retain up to 12± feet.
Proposed Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-6
Seismic Design Parameters
The 2022 California Building Code (CBC) provides procedures for earthquake resistant structural design that include considerations for on-site soil conditions, occupancy, and the configuration of the structure including the structural system and height. Th e seismic design parameters presented below are based on the soil profile and the proximity of known faults with respect to the subject site. Based on the anticipated adoption of the 2022 California Building Code (CBC) on January 1, 2023, we expect that t he proposed development will be designed in accordance with the 2022 CBC.
The 2022 CBC Seismic Design Parameters have been generated using the SEAOC/OSHPD Seismic Design Maps Tool , a web -based software application available at the website www.seismicmaps.org. This software application calculates seismic design parameters in accordance with several building code reference documents, including ASCE 7 -16, upon which the 2022 CBC is based. The application utilizes a database of risk-targeted maximum considered earthquake (MCER) site accelerations at 0.01 -degree intervals for each of the code documents.
The tables below were created using data obtained from the application. The output generated from this program is included as Plate E-1 in Appendix E of this report.
2022 CBC SEISMIC DESIGN PARAMETERS
Parameter Value
Mapped Spectral Acceleration at 0.2 sec Period SS 1.004 Mapped Spectral Acceleration at 1.0 sec Period S1 0.365 Site Class --- C
Site Modified Spectral Acceleration at 0.2 sec Period SMS 1.205 Site Modified Spectral Acceleration at 1.0 sec Period SM1 0.548 Design Spectral Acceleration at 0.2 sec Period SDS 0.803 Design Spectral Acceleration at 1.0 sec Period SD1 0.365 Setbacks
All footings should be setback from descending slopes a distance sufficient to provide at least 7 feet of lateral embedment from the base of the footing to the adjacent slope face. Walls more than 10 feet high should be set back at least 10 feet from desce nding slopes. All setbacks from descending slopes should also be in accordance with the 2022 CBC which requires a setback equal to at least H/3, not to exceed 40 feet.
Retaining Wall Design Parameters
The following parameters may be used in the design of new retaining walls for this site. The on- site soils generally consist of potentially expansive alluvium or colluvium. These materials are not considered suitable for use as retaining wall backfill. Therefore, it is recommended that imported very low to non-expansive soils be used for retaining wall backfill. Typically, silty sands are used for this purpose. Such materials are expected to possess an internal angle of Proposed Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-6
friction of at least 30 degrees when compacted to at least 90 percent of the ASTM D -1557 maximum dry density.
If desired, SCG could provide design parameters for an alternative select backfill material behind the retaining walls. The use of select backfill material could result in lower lateral earth pressures.
In order to use the design parameters for the imported select fill, this material must be placed within the entire active failure wedge. This wedge is defined as extending from the heel of the retaining wall upwards at an angle of approximately 60° from horizontal. If select backfill material behind the retaining wall is desired, SCG should be contacted for supplementary recommendations.
RETAINING WALL DESIGN PARAMETERS
Design Parameter Soil Type
Imported Silty Sand
Internal Friction Angle () 30
Unit Weight 125 lbs/ft3
Equivalent
Fluid Pressure:
Active Condition
(level backfill) 42 lbs/ft3
Active Condition
(2h:1v backfill) 67 lbs/ft3
At-Rest Condition
(level backfill) 63 lbs/ft3
The walls should be designed using a soil-footing coefficient of friction of 0.25 and an equivalent passive pressure of 250 lbs/ft3. The structural engineer should incorporate appropriate factors of safety in the design of the retaining walls.
The active earth pressure may be used for the design of retaining walls that do not directly support structures or support soils that in turn support structures and which will be allowed to deflect. The at-rest earth pressure should be used for walls that will not be allowed to deflect such as those which will support foundation bearing soils, or which will support foundation loads directly.
Where retaining walls are located adjacent to descending slopes, the upper 2 feet of soil should be neglected when calculating passive resistance due to the potential for the material to become disturbed or degraded during the life of the structure.
When combining friction and passive resistance, the passive pressure component should be reduced by one -third. These values assume that footings will be poured directly against compacted, low expansive, structural fill. The maximum allowable passive pressure is 2500 lbs/ft2.
Retaining Wall Design Parameters (Biofiltration Basins) We understand that five (5) retaining walls will be located in Biofiltration Basins A, E, G1, G2, and H. These basins will not allow any infiltration. However, during times of rainfall the basins will retain water that will cause the soils within the basin to become saturated. As a result, the adjacent retaining walls will be subject to increased lateral earth pressures. It is recommended Proposed Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-6
that where these basins are located within a 1H:1V projection from the base of a retaining wall, the section of the walls located below the high -water surface level should be designed for increased lateral earth pressures as follows:
RETAINING WALL DESIGN PARAMETERS FOR WALLS
LOCATED NEAR BIOFILTRATION BASINS
Design Parameter Soil Type
On-site Silty Clays
Internal Friction Angle () 26
Unit Weight 139 lbs/ft3
Equivalent
Fluid Pressure:
Active Condition
(level backfill) 54 lbs/ft3
Active Condition
(2h:1v backfill) 107 lbs/ft3
At-Rest Condition
(level backfill) 79 lbs/ft3
The section of these walls located above the high-water surface level may be designed using the parameters on page 3.
If additional retained soils are located below the depth of the biofiltration basin footing, they may be modeled using the parameters on page 3.
Seismic Lateral Earth Pressures
In accordance with the 2022 CBC, any retaining walls more than 6 feet in height must be designed for seismic lateral earth pressures. The recommended seismic pressure distribution is triangular in shape, assumed to occur at the top of the wall, decreasing to 0 at the base of the w all. For a level backfill condition behind the top of the wall, the seismic lateral earth pressure is 20H lbs/ft3, where H is the overall height of the wall. Where the ground surface above the wall consists of a 2h:1v sloping condition, the seismic lateral earth pressure is 50H lbs/ft 3. The seismic pressure distribution is based on the Mononobe-Okabe equation, utilizing a design acceleration of 0.351g.
The 2022 CBC does not provide definitive guidance on determination of the design acceleration to be used i n generating the seismic lateral earth pressure. In accordance with standard geotechnical practice, we have calculated the design acceleration as 2/3 of the PGA M. However, for combinations of high ground motion and steep slopes above the wall, the Mononobe -Okabe equation gives unrealistic high estimates of active earth pressures. Therefore, the seismic earth pressure for the sloping condition presented above was derived using a design acceleration equal to 50% of the PGAM.
Subsurface Drainage
As previously indicated, the retaining wall design parameters are based upon drained backfill conditions. Consequently, some form of permanent drainage system will be necessary in conjunction with the appropriate backfill material. Subsurface drainage may consist of either:
Proposed Veterans Memorial Park – Carlsbad, CA
Project No. 19G109-6
• A weep hole drainage system typically consisting of a series of 2 -inch diameter holes in the wall situated slightly above the ground surface elevation on the exposed side of the wall and at an approximate 10-foot on-center spacing. Alternatively, 4-inch diameter holes at an approximate 20-foot on-center spacing can be used for this type of drainage system.
In addition, the weep holes should include a 2 cubic foot pocket of open graded gravel, surrounded by an approved geotextile fabric, at each weep hole location.
• A 4-inch diameter perforated pipe surrounded by 2 cubic feet of gravel per linear foot of drain placed behind the wall, above the retaining wall footing. The gravel layer should be wrapped in a suitable geotextile fabric to reduce the potential for migration of fines. The footing drain should be extended to daylight or tied into a storm drainage system. The actual design of this type of system should be determined by the civil engineer to verify that the drainage system possesses the adequate capacity and slope for its intended use.
Plan Review
We recommend that our office be provided with be provided with copies of the grading plans, when they become available, for review with regard to the conclusions, recommendations, and assumptions contained within this report.
Closure
We sincerely appreciate the opportunity to be of service on this project. We look forward to providing additional consulting services during the course of the project. If we may be of further assistance in any manner, please contact our office.
Respectfully Submitted,
SOUTHERN CALIFORNIA GEOTECHNICAL, INC.
Oscar Sandoval
Staff Engineer
Gregory K. Mitchell, GE 2364
Principal Engineer
Distribution: (1) Addressee
Enclosures: Plate E-1 – 2022 CBC Seismic Design Parameters
PROPOSED VETERANS MEMORIAL PARK
DRAWN: OS
CHKD: GKM
SCG PROJECT
19G109-6
PLATE E-1
SEISMIC DESIGN PARAMETERS - 2022 CBC
CARLSBAD, CALIFORNIA
SOURCE: SEAOC/OSHPD Seismic Design Maps Tool
<https://seismicmaps.org/>
CASQA Traditional SWPPP Template August 2023
for the 2022 CGP
STORMWATER POLLUTION PREVENTION PLAN
for
Veterans Memorial Park
Project Location:
WDID: [Number]
RISK LEVEL: 2
Legally Responsible Person (LRP):
City of Carlsbad
1635 Faraday Avenue, Carlsbad CA, 92008
Eleida Felix Yackel
760-602-2767
Duly Authorized Representative (DAR):
[DAR if designated by LRP]
[Phone Number]
Project Address:
Faraday Ave, Carlsbad CA 92008
Site Operating Hours:
[List hours of operation]
Estimated Project Dates:
Start of Construction: 05/31/2025
Completion of Construction: 11/30/2026
CASQA Traditional SWPPP Template ii August 2023
for the 2022 CGP
SWPPP Prepared by:
Nasland Engineering
4740 Ruffner St, San Diego CA 92111
SWPPP Preparation Date:
3/20/2025
QSD Name and Signature:
Contact Information
Role Name Phone Number License or Certification
Number, if Applicable
Qualified SWPPP
Developer (QSD)
Qualified SWPPP
Practitioner (QSP)
Qualified SWPPP
Practitioner (QSP)
QSP Delegate
QSP Delegate
QSP Delegate
QSP Delegate
Index of Appendices
Appendix Title Page
A Site Maps and Drawings
71 B Permit Registration Documents 126
C SWPPP Amendment QSD Certifications 136
D Submitted Changes of Information 138
E Construction Schedule 140
F Construction Activities, Materials
Used, and Associated Pollutants
142
G CASQA Stormwater BMP Handbook:
Construction Fact Sheets
144
H BMP Inspection Form 341
I Training Forms 347
J Responsible Parties 350
CASQA Traditional SWPPP Template iii August 2023
for the 2022 CGP
K Contractors and Subcontractors 352
L Calculations 353
M Weather Reports 457
N Monitoring Records 458
O Example Storm Event Monitoring
Forms
459
P Field Meter Instructions 467
Q Supplemental Information 469
R Active Treatment System and
Passive Treatment Plans
471
S Construction General Permit 473
CASQA Traditional SWPPP Template iv August 2023
for the 2022 CGP
Table of Contents
Table of Contents ...................................................................................................iv Qualified SWPPP Developer ................................................................................ vii Amendment Log ................................................................................................. viii Section 1 SWPPP Requirements .................................................................. 1-1
1.1 Introduction ................................................................................................................... 1-1
1.2 Permit Registration Documents .................................................................................... 1-1
1.3 SWPPP Availability and Implementation ..................................................................... 1-2
1.4 SWPPP Amendments.................................................................................................... 1-2
1.5 Retention of Records .................................................................................................... 1-4
1.6 Reporting ...................................................................................................................... 1-4
1.7 Changes to Permit Coverage ......................................................................................... 1-5
1.8 Notice of Termination ................................................................................................... 1-6 Section 2 Project Information ...................................................................... 2-1
2.1 Project and Site Description ......................................................................................... 2-1
2.1.1 Site Description ........................................................................................................ 2-1
2.1.2 Existing Conditions .................................................................................................. 2-1
2.1.3 Existing Drainage..................................................................................................... 2-1
2.1.4 Geology and Groundwater ....................................................................................... 2-2
2.1.5 Project Description .................................................................................................. 2-2
2.1.6 Developed Condition ............................................................................................... 2-2
2.2 Permits and Governing Documents .............................................................................. 2-2
2.3 Stormwater Run-On from Offsite Areas ....................................................................... 2-3
2.4 Findings of the Construction Site Sediment and Receiving Water Risk Determination 2- 4 2.5 Construction Schedule .................................................................................................. 2-5
2.6 Potential Construction Activity and Pollutant Sources ................................................ 2-6
2.7 TMDL Requirements .................................................................................................... 2-6
2.8 Identification of Non-Stormwater Discharges ............................................................. 2-7
2.9 Required Site Map Information .................................................................................... 2-8 Section 3 Best Management Practices .......................................................... 3-1
3.1 Schedule for BMP Implementation .............................................................................. 3-1
3.2 Erosion and Sediment Control ..................................................................................... 3-3
3.2.1 Erosion Control ........................................................................................................ 3-3
3.2.2 Sediment Controls ................................................................................................... 3-6
CASQA Traditional SWPPP Template v August 2023
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3.3 Non-Stormwater Controls and Waste and Materials Management ............................. 3-8
3.3.1 Non-Stormwater Controls ....................................................................................... 3-8
3.3.2 Materials Management and Waste Management ................................................... 3-11
3.4 TMDL-Related BMPs .................................................................................................. 3-14
3.5 Post Construction Stormwater Management Measures ............................................. 3-15 Section 4 BMP Inspection and Maintenance ................................................ 4-1
4.1 BMP Inspection and Maintenance ............................................................................... 4-1 Section 5 Training ........................................................................................ 5-1 Section 6 Responsible Parties and Operators............................................... 6-1
6.1 Responsible Parties ....................................................................................................... 6-1
6.2 Contractor List .............................................................................................................. 6-3 Section 7 Construction Site Monitoring Program ........................................ 7-1
7.1 Purpose ..................................................................................................................... 7-1
7.2 Applicability of Permit Requirements ...................................................................... 7-1
7.3. Weather and Precipitation Event Tracking .............................................................. 7-1
7.4 Monitoring Locations .............................................................................................. 7-2
7.5 Safety and Monitoring Exemptions ......................................................................... 7-2
7.6 Visual Monitoring .................................................................................................... 7-3
7.7 Water Quality Sampling and Analysis ..................................................................... 7-7
7.8 Active Treatment System Monitoring.....................................................................7-21
7.9 Passive Treatment Monitoring ...............................................................................7-21
7.10 Watershed Monitoring Option .............................................................................. 7-22
7.11 Quality Assurance and Quality Control ................................................................. 7-22
7.12 Records Retention ................................................................................................. 7-24 Section 8 References .................................................................................... 8-1
CASQA Traditional SWPPP Template vi August 2023
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Appendices
Appendix A: Site Maps and Drawings
Appendix B: Permit Registration Documents
Appendix C: SWPPP Amendment QSD Certifications
Appendix D: Submitted Changes of Information
Appendix E: Construction Schedule
Appendix F: Construction Activities, Materials Used, and Associated Pollutants Appendix G: CASQA Stormwater BMP Handbook: Construction Fact Sheets Appendix H: BMP Inspection Form
Appendix I: Training Forms
Appendix J: Responsible Parties
Appendix K: Contractors and Subcontractors
Appendix L: Calculations
Appendix M: Weather Reports
Appendix N: Monitoring Records
Appendix O: Example Storm Event Monitoring Forms
Appendix P: Field Meter Instructions
Appendix Q: Supplemental Information
Appendix R: Active Treatment System and Passive Treatment Plans Appendix S: Construction General Permit
CASQA Traditional SWPPP Template vii August 2023
for the 2022 CGP
Qualified SWPPP Developer
Approval and Certification of the Stormwater Pollution Prevention Plan
Project Name: Veterans Memorial Park
Project Number/ID:
[if applicable]
“This Stormwater Pollution Prevention Plan and its appendices were prepared under my direction to meet the requirements of the California Construction Stormwater General Permit (Order No. 2022- 0057-DWQ). I certify that I am a Qualified SWPPP Developer in good standing as of the date signed below and will maintain up to date credentials for the duration of the project.”
QSD Signature Date
QSD Name QSD Certificate Number
Title and Affiliation Telephone Number
Email
CASQA Traditional SWPPP Template
for the 2022 CGP viii August 2023
Amendment Log
Project Name: Veterans Memorial Park
Project Number/ID:
[if applicable]
Amendment
No. Date Brief Description of Amendment
(include section and page number)
Prepared and
Approved By
Name:
QSD#
Name:
QSD#
Name:
QSD#
The SWPPP will be revised when:
There is a 2022 CGP violation (2022 CGP Section VI.Q.1); There is a reduction or increase in total disturbed acreage (2022 CGP Section III.F.2. and F.4);
BMPs are not effective and are not resulting in a reduction or elimination of pollutants in stormwater discharges and authorized non-stormwater discharges (2022 CGP Section VI.Q.1 and Attachment E Section III.C.5);
There is a change in the project duration that changes the project Risk Type (2022 CGP Section III.F.1);
Dischargers with projects where all construction activities (including passive treatment, active treatment systems, and/or active equipment) will be suspended for 30 days or more (2022 CGP Section III.G);
There is a change in construction or operations that may affect the discharge of pollutants to surface waters, groundwater(s), or a municipal separate storm sewer system (MS4) (2022 CGP Sections IV.O. and VI.Q.1); or
When deemed necessary by the QSD. The QSD has determined that the changes listed in Table 1-1 can be field determined by the QSP. All other changes will be made by the QSD as formal amendments to the SWPPP. Note that the 2022 CGP requires that the QSD “revise the SWPPP to address potential problems identified by visual inspections, sampling data, comments from a QSP, or their own site observations (2022 CGP Section V.C.2.).
SWPPP Amendment QSD Certifications are located in Appendix C.
CASQA Traditional SWPPP Template 1-1 August 2023
for the 2022 CGP
Section 1 SWPPP Requirements
1.1 INTRODUCTION
This Stormwater Pollution Prevention Plan (SWPPP) is designed to comply with California’s General Permit for Stormwater Discharges Associated with Construction and Land Disturbance Activities (2022 CGP), State Water Resources Control Board (State Water Board) Order No. 2022-0057-DWQ (NPDES No. CAS000002) (Appendix S). This SWPPP has been prepared following the 2022 CGP SWPPP Template for Traditional Projects provided in the California Stormwater Quality Association (CASQA) Stormwater Best Management Practice (BMP) Handbook: Construction (CASQA 2023).
This project is considered a traditional construction project.
In accordance with the 2022 CGP, Section IV.O, this SWPPP is designed to address the following:
Identification of all pollutants, their sources, and control mechanisms, including sources of sediment associated with all construction activities (e.g., sediment, paint, cement, stucco, cleaners, site erosion);
Pollutant source assessments, including a list of potential pollutant sources and identification of site areas where additional BMPs are necessary to reduce or prevent pollutants in stormwater and authorized non-stormwater discharges, per the minimum requirements when developing the pollutant source assessment; Description of site-specific BMPs implemented to reduce or eliminate stormwater pollution;
Where not otherwise required to be under a Regional Water Quality Control Board (Regional Water Board) permit, all non-stormwater discharges are identified and either eliminated, controlled, or treated;
Site BMPs are effective and result in the reduction or elimination of pollutants in stormwater discharges and authorized non-stormwater discharges from construction activity to the Best Available Technology/Best Control Technology (BAT/BCT) standard; and;
Stabilization BMPs are installed to reduce or eliminate pollutants after construction is completed are effective and maintained; and
Calculations and design details, as well as BMP controls, are complete and correct.
The Veterans Memorial Park project (Project, or Site) comprises approximately 93.7 acres, of which 36.5 will be disturbed. The Project is located at the corner of Faraday avenue and Whitman way in Carlsbad, California. The property is owned by the city of Carlsbad and is being developed by [developer]. The project’s location is shown on the Site Maps in Appendix A.
1.2 PERMIT REGISTRATION DOCUMENTS
Required Permit Registration Documents (PRDs) shall be submitted to the State Water Board via the Stormwater Multi Application and Report Tracking System (SMARTS) by the LRP or DAR. The project-specific PRDs include (2022 CGP Section III.A):
1. Notice of Intent (NOI);
CASQA Traditional SWPPP Template 1-2 August 2023
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2. Risk Level Determination (Construction Site Sediment and Receiving Water Risk Determination);
3. Site Drawings and Map;
4. SWPPP;
5. Applicable plans, calculations, and other supporting documentation for compliance with the Phase I or Phase II municipal separate storm sewer system (MS4) post construction requirements or the post-construction standards of the 2022 CGP:
Attachment or web-source containing the applicable Phase I or Phase II MS4 post construction requirements;
The post construction plans and calculations submitted to or approved by the applicable Phase I or Phase II MS4; and/or
Post-construction water balance calculation;
6. Dischargers proposing an alternate K-factor or LS-factor must submit documentation to support the site-specific factors, if applicable;
7. Annual Fee per the current 23 California Code of Regulations Chapter 9 fee schedule for National Pollutant Discharge Elimination System (NPDES) stormwater permits; and
8. Signed Certification Statement (LRP Certification is provided electronically with SMARTS PRD submittal).
Site Maps can be found in Appendix A. A copy of the submitted PRDs shall also be kept in Appendix B along with the Waste Discharge Identification (WDID) confirmation.
1.3 SWPPP AVAILABILITY AND IMPLEMENTATION
The SWPPP will be available at the construction site during working hours list on the title sheet and Section 7.5, while construction is occurring and shall be made available upon request by a federal, state, or municipal inspector. A current copy of the site-specific SWPPP and any site inspection reports required by the 2022 CGP may be kept in electronic format at the site so long as the information requested by a federal, state, or municipal inspector can be made available during an inspection. Legible maps in hard copy must be available at the site (2022 CGP Section IV.O.1.).
The SWPPP must be implemented at the appropriate level to protect water quality at all times throughout the life of the project. The SWPPP must remain on the site during construction activities, commencing with the initial mobilization and ending with the termination of coverage under the 2022 CGP.
1.4 SWPPP AMENDMENTS
SWPPP changes or amendments will be uploaded through SMARTS within 30 calendar days.
The SWPPP will be revised when:
If there is a 2022 CGP violation (2022 CGP Section VI.Q.1); There is a reduction or increase in total disturbed acreage (2022 CGP Section III.F.2 and F.4.);
BMPs are not effective and are not resulting in a reduction or elimination of pollutants in stormwater discharges and authorized non-stormwater discharges (2022 CGP Section VI.Q.1 and Attachment D Section III.C.5);
CASQA Traditional SWPPP Template 1-3 August 2023
for the 2022 CGP
There is a change in the project duration that changes the project’s risk level (2022 CGP Section III.F.1); or
Dischargers with projects where all construction activities (including passive treatment, active treatment systems, and/or active equipment) will be suspended for 30 days or more (2022 CGP Section III.G.).
Additionally, the SWPPP will be amended when:
There is a change in construction or operations that may affect the discharge of pollutants to surface waters, groundwater(s), or a municipal separate storm sewer system (MS4) (2022 CGP Sections IV.O. and VI.Q.1); or
When deemed necessary by the QSD. The QSD has determined that the changes listed in Table 1-1 can be field determined by the QSP. All other changes will be made by the QSD as formal amendments to the SWPPP. Note that the 2022 CGP requires that the QSD revise the SWPPP to address potential problems identified by visual inspections, sampling data, comments from a QSP, or their own site observations (2022 CGP Section V.C.2.).
The following items shall be included in each amendment:
Who requested the amendment;
The location of proposed change;
The reason for change;
The original BMP(s) proposed, if any;
The new BMP(s) proposed; and
QSD certification.
SWPPP amendments will be logged at the front of the SWPPP and SWPPP Amendment QSD certifications will be located in Appendix C. The SWPPP text will be revised, replaced and/or hand annotated as necessary to properly convey the amendment. SWPPP amendments must be made by a QSD. The following changes have been designated by the QSD as “to be field determined” and constitute minor changes that the QSP may implement based on field conditions.
Table 1-1 List of Changes to be Field Determined
Candidate changes for field location or
determination by QSP (1)
Check changes that can be field
located or field determined by
QSP
Increase quantity of an Erosion or Sediment
Control Measure X
Relocate/add stockpiles or stored materials X
Relocate or add toilets X
Relocate vehicle storage and/or fueling locations X
Relocate areas for waste storage X
Relocate water storage and/or water transfer
location X
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Table 1-1 List of Changes to be Field Determined
Candidate changes for field location or
determination by QSP (1)
Check changes that can be field
located or field determined by
QSP
Changes to access points (entrance/exits) X
Change type or location of Erosion or Sediment
Control Measure X
Minor changes to schedule or phases X
Changes in construction materials X
(1) Any field changes not identified for field location or field determination by the QSP must be made as an amendment by the QSD.
1.5 RETENTION OF RECORDS
Paper or electronic records of documents required by this SWPPP will be retained for a minimum of three years from the date generated or date submitted, whichever is later, for the following items:
SWPPP;
Visual monitoring reports;
Sampling equipment calibration records;
pH and turbidity sampling field sheets;
Analytical laboratory reports; and
These records will be available at the Site until construction is complete. Records assisting in the determination of compliance with the 2022 CGP will be made available within a reasonable time to the Regional Water Board, State Water Board, or U.S. Environmental Protection Agency (EPA) upon request. Requests by the Regional Water Board for retention of records for a period longer than three years will be adhered to.
1.6 REPORTING
Completed inspection checklists are not required to be submitted to the Regional Water Board.
However, completed inspection checklists will be kept with the SWPPP on-site or electronically.
The 2022 CGP requires that permittees prepare, certify, and electronically submit an Annual Report no later than September 1 of each year. Reporting requirements are identified in 2022 CGP Section VI.P. Annual reports will be filed in SMARTS and in accordance with information required by the online forms.
Planned changes in site construction activities that may result in non-compliance with the 2022 CGP are required to be provided in writing to the Regional Water Board and local stormwater agency in advance of the changes.
If a 2022 CGP discharge violation occurs, the QSP will immediately notify the LRP. The LRP will include information on the violation with the Annual Report. Corrective measures will be implemented immediately following identification of the discharge or written notice of non- compliance from the Regional Board. Discharges and corrective actions must be documented and include the following items:
The date, time, location, nature of operation, and type of unauthorized discharge;
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The cause or nature of the notice or order;
The BMPs deployed before the discharge event, or prior to receiving notice or order; and The date of deployment and type of BMPs deployed after the discharge event, or after receiving the notice or order, including additional measures installed or planned to reduce or prevent re-occurrence.
Results of (pH and turbidity, etc.) monitoring will be electronically submitted through SMARTS for all field sampling results within 30 days of the completion of the precipitation event or within 10 days if the field sampling results demonstrate the exceedance of the pH and/or turbidity NALs. See Section 7.7.2.7 for additional discussion of the reporting requirements.
Reporting requirements for pH and turbidity Receiving Water Monitoring Triggers are discussed in Section 7.7.2.7.
Results of non-visible pollutant monitoring and corrective actions will be electronically submitted within 30 days after obtaining analytical results or within 10 days if the analytical results demonstrate the exceedance of an applicable TMDL-related NAL or NEL or Basin Plan parameter. See Section 7.7.1.7 for additional discussion of the reporting requirements.
A NAL exceedance report will be prepared when requested, in writing, by the Regional Water Board.
In the event of a TMDL NEL exceedance, by the end of each reporting year the project will submit and certify, in SMARTS, documentation of the site assessment, SWPPP evaluation, and implementation of the corrective actions.
Results of monitoring (pH, turbidity, flowrate, volume discharged, and freeboard storage) will be electronically submitted monthly during the project. See the ATS Plan for additional discussion of the reporting requirements.
In the event of an ATS NEL exceedance results will be electronically certified and submitted to SMARTS within 24-hours of obtaining the results.
The Regional Water Board will be notified via email 24 hours prior to the beginning of a planned dewatering discharge.
In the event of an emergency dewatering, the Regional Water Board and applicable MS4 are to be notified within 24 hours of a discharge occurring. An emergency is defined as the need to protect human life and health or prevent severe property damage.
Results of (pH and turbidity, etc.) monitoring will be electronically submitted through SMARTS for all field sampling results within 30 days of the completion of the precipitation event or within 10 days if the field sampling results demonstrate the exceedance of the pH and/or turbidity NALs.
See Section 7.7.4.5 for additional discussion of the reporting requirements including contacts for Regional Water Board and MS4 notifications.
A Passive Treatment Plan will be submitted electronically 14 days before passive treatment chemicals are used on site. See the Passive Treatment Plan for additional discussion of the reporting requirements.
1.7 CHANGES TO PERMIT COVERAGE
The 2022 CGP allows for the reduction or increase of the total acreage covered under the 2022 CGP when: a portion of the project is complete and/or conditions for termination of coverage
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have been met; when ownership of a portion of the project is purchased by a different entity; or when new acreage is added to the project.
Modified PRDs will be filed electronically through a Change of Information (COI) within 30 days of a reduction or increase in total disturbed area if a change in permit-covered acreage is to be sought. The SWPPP will be modified appropriately and will be logged at the front of the SWPPP. SWPPP Amendments QSD Certifications will be located in Appendix C. COIs submitted electronically via SMARTS can be found in Appendix D.
1.8 NOTICE OF TERMINATION
A Notice of Termination (NOT) must be submitted electronically by the LRP or DAR via SMARTS to terminate coverage under the 2022 CGP.
According to the requirements of 2022 CGP Section III.H.4., the following final stabilization method will be used to satisfy final stabilization condition requirements:
70 percent final cover method supported by pre- and post-project photographs demonstrating stabilization.
The Regional Water Board will consider a construction site complete when the conditions of the 2022 CGP Section III.H., have been met.
The discharger is required to submit the following in SMARTS:
NOT SMARTS Form;
QSP-prepared final NOT inspection which includes the QSP name and valid QSP certificate number;
Final site map with photo orientation references;
Photos demonstrating final stabilization and the applicable post-construction BMPs and/or low impact development; and
A long-term maintenance plan for the post-construction stormwater runoff BMPs and/or low impact development features being implemented.
According to the 2022 CGP, the NOT will be automatically approved within 30 calendar days after the date the NOT was submitted, unless, within the 30 calendar days the Regional Water Board notifies the discharger through SMARTS that the Notice of Termination has been denied, returned, or accepted for review (2022 CGP Section III.H.7).
Note: If an Annual Report has not been filed in the current reporting year, an Annual Report will need to be submitted prior to the NOT.
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Section 2 Project Information
2.1 PROJECT AND SITE DESCRIPTION
2.1.1 Site Description
The Veterans Memorial Park project site is Risk Level 2 that comprises approximately 93.7 acres and is located at the corner of Faraday Ave and Whitman Way, in Carlsbad, California. The project site is located approximately 1.37 miles northeast of Interstate-5 in the Aviara area. The project site is located approximately 1 mile east of Agua Hedionda. The project is located at
33.13914 Lat/-117.307207 Long and is identified on the Site Map in Appendix A.
2.1.2 Existing Conditions
As of the initial date of this SWPPP, the project site is almost entirely undeveloped containing natural vegetation, some drainage structures, including headwall inlets and outlets as well as concrete v-ditches. Additionally there are a verity of dirt hiking trails spanning the site. Faraday Avenue borders the site to the south with Whitman way bordering to the west. The remainder of the site is surrounded by residential housing or undeveloped parcels. The project site has not been previously developed. Historic sources of contamination include: there are no known historic sources of contamination at the site.
2.1.3 Existing Drainage
The project site is heavily sloped from the east to the west and south. The elevation of the project site ranges from 45 to 225 feet above mean sea level (msl). Surface drainage at the site currently flows to the south and to the west, toward Faraday Avenue through inlet headwalls. Stormwater is conveyed through surface runoff until reaches Faraday Avenue. Existing site topography, drainage patterns, and stormwater conveyance systems are shown on Site Maps Drainage Basin Map HYD 1.1 in Appendix A.
The project discharges to the Agua Hedionda Creek. The water quality impairments (303 (d) list and TMDLs identified in the 2022 CGP Table H-1 for the receiving waters are identified in the Table 2-1.
Table 2-1 Applicable 303(d) List Impairments and TMDLs
Receiving Water Water Quality Impairment
303(d) list TMDL (2022 CGP Table
H-1)
Agua Hedionda Creek Benthic Community Effects,
Bifenthrin, Chlorpyrifos,
Cyfluthrin, Cyhalothrin,
Lambda, Cypermethrin,
Deltamethrin, Indicator
Bacteria, Malathion,
Manganese, Nitrogen,
Phosphorus, Pyrethroids,
Selenium, Total Dissolved
Solids, Toxicity, Turbidity
5A
Aqua Hedionda Lagoon Toxicity 5A
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[Additional compliance actions applicable to the project are discussed in more detail in Section 7.7.]
2.1.4 Geology and Groundwater
The site is underlain by a variety of sands and clay from ranges 0 feet to 50 feet, Per the Geotechnical Investigation prepared by Southern California Geotechnical, dated August 7, 2020.
Aluvium was found at ranges of 0’ to 6 feet below the surface elevations. Aluviums consisted of medium soft to soft silty clay (CL) and soft sandy silt (ML). Below the layer of Aluvium are several layers of Gray Brown clayed fine Sand with different ranges of water content as well as fine sands. Groundwater was found at 43 feet below the ground surface during exploratory borings.
2.1.5 Project Description
Project grading will occur on approximately 36.5 of the project, which comprises approximately 40 percent of the total area. The limits of grading are shown on Site Maps Drainage Basin Map HYD 1.2 in Appendix A. Grading will include both cut and fill activities, with the total graded material estimated to be 218,800 cubic yards. Approximately 0 cubic yards of fill material will be imported during grading activities. Graded materials are expected to be hauled away. Soil will be stockpiled per contractors requirements or to the west corner of the site as shown on Site Maps ESCP1 in Appendix A. Construction activities will not be phased.
2.1.6 Developed Condition
Post-construction surface drainage will be directed to the west and south as surface flow through stormwater conveyance systems and will discharge to bioretention basins for treatment before being released to the existing drainage path.
Post-construction drainage patterns and conveyance systems are presented on Site Maps Proposed condition, Drainage Basin Map HYD-1.2 in Appendix A.
Table 2-2 Construction Site Estimates
Construction site area 93.7 acres
Total area of disturbance 36.5 acres
Percent impervious before construction 0 %
Runoff coefficient before construction 0.35
Percent impervious after construction 12.8 %
Runoff coefficient after construction 0.43
2.2 PERMITS AND GOVERNING DOCUMENTS
In addition to the 2022 CGP, the following documents have been taken into account while preparing this SWPPP:
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Regional Water Board requirements
Basin Plan requirements
Contract Documents
Air Quality regulations and permits
Federal Endangered Species Act
National Historic Preservation Act/Requirements of the State Historic Preservation Office
State of California Endangered Species Act
Clean Water Act Section 401 Water Quality Certifications and 404 Permits CA Department of Fish and Game 1600 Streambed Alteration Agreement California Ocean Plan
State Water Board GeoTracker database (GeoTracker)
2.3 STORMWATER RUN-ON FROM OFFSITE AREAS
Run-on to the site is generated by parcels above the proposed site. Stormwater run-on will sheet flow into areas inside the parcel that are not being disturbed. The area above the site contributing to site run-on is undeveloped.
The stormwater runoff drainage area contributing to offsite run-on is estimated to be approximately 20.5 acres. The anticipated runoff coefficients are approximately 0.35. The anticipated off-site run-on to the project site is estimated to be 16.14 cubic feet per second; calculations are included in Appendix L prepared by CivTEC Civil Engineering Consultants dated October 9th 2023.
The 2022 CGP requires that temporary BMPs be implemented to direct offsite run-on away from disturbed areas through the use of runoff controls. The following BMPs will be implemented by contractor prior to major earthwork activities. These BMPs will direct flow away from areas of disturbance to ensure no mixing of stormwater runoff with areas being disturbed. These BMPs will be located in areas on the parcel not being disturbed and will carry flow to the existing storm drainage path along Faraday Avenue. The off-site drainage areas and associated stormwater conveyance facilities or BMPs are shown on Site Maps Proposed condition, Drainage Basin Map HYD-1.2 in Appendix A.
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2.4 FINDINGS OF THE CONSTRUCTION SITE SEDIMENT AND
RECEIVING WATER RISK DETERMINATION
A construction site risk assessment has been performed for the project and the resultant risk level is Risk Level 2.
The risk level was determined through the use of the R-value determined from EPA’s Rainfall Erosivity Factor Calculator for Small Construction Sites at: https://lew.epa.gov/ in accordance with the State Water Board Guidance for multi-year projects at:
https://www.waterboards.ca.gov/water_issues/programs/stormwater/smarts/construction/do cs/rfactor_guide.pdf, and K and LS provided in SMARTS. The risk level is based on project duration, location, proximity to impaired receiving waters, and soil conditions. A copy of the Risk Level determination submitted on SMARTS with the PRDs is included in Appendix B.
Table 2-3 and Table 2-4 summarize the sediment and receiving water risk factors and document the sources of information used to derive the factors.
Table 2-3 Summary of Sediment Risk
RUSLE
Factor Value Method for Establishing Value
R 32.19 EPA’s Rainfall Erosivity Factor Calculator
K 0.43 Provided in SMARTS
LS 2.5 Provided in SMARTS
Total Predicted Sediment Loss (tons/acre) 34.62
Overall Sediment Risk
Low Sediment Risk < 15 tons/ acre
Medium Sediment Risk >= 15 and < 75 tons/acre
High Sediment Risk >= 75 tons/acre
☐ Low
☒ Medium
☐ High
Runoff from the project site discharges into the Agua Hedionda Creek that discharge into the Agua Hedionda Lagoon.
Table 2-4 Summary of Receiving Water Risk
Receiving Water
Name
303(d) Listed
for Sediment
Related
Pollutant (1)
TMDL for
Sediment Related
Pollutant (1)
Beneficial Uses of
COLD, SPAWN,
and MIGRATORY
(1)
Agua Hedionda Creek ☒ Yes ☐ No ☐ Yes ☒ No ☐ Yes ☒ No
Overall Receiving Water Risk ☐ Low
☒ High
(1) If yes is selected for any option the Receiving Water Risk is High
Risk Level 2 sites are subject to both the narrative effluent limitations and numeric action limitations (NALs). The narrative effluent limitations require stormwater discharges associated with construction activity to minimize or prevent pollutants in stormwater and authorized non-
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stormwater through the use of controls, structures and best management practices (BMPs).
Discharges from Risk Level 2 site are subject to NALs for pH and turbidity shown in Table 2-5.
This SWPPP has been prepared to address Risk Level 2 requirements (2022 CGP Attachment D).
Table 2-5 Numeric Action Levels and Numeric Effluent Limits Parameter Unit Numeric Action Level Numeric Effluent
Limit
pH pH units Lower NAL < 6.5
Upper NAL > 8.5 Not Applicable
Turbidity NTU > 250 NTU Not Applicable
2.5 CONSTRUCTION SCHEDULE
The site sediment risk was determined based on construction taking place between 05/31/2025 and 11/30/2026. Modification or extension of the schedule (start and end dates) may affect risk determination and permit requirements. The LRP shall contact the QSD if the schedule changes during construction to address potential impact to the SWPPP. The estimated schedule for planned work can be found in Appendix E.
Significant land moving activities will be present throughout multiple phases of the project.
Erosion control measures will be present through all stages of the project to ensure that receiving waters are not contaminated from earth moving activities.
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2.6 POTENTIAL CONSTRUCTION ACTIVITY AND POLLUTANT
SOURCES
Appendix F includes a list of construction activities and associated materials that are anticipated to be used onsite as well as the pollutant source assessment form that was completed for the project. These activities and associated materials will or could potentially contribute pollutants, other than sediment, to stormwater runoff.
The anticipated activities and associated pollutants were used in Section 3 to select the BMPs for the project. Locations of anticipated pollutants and associated BMPs are shown on the Site Map in Appendix A.
Additionally, proper measures will be taken to ensure that trench spoils or any other soils disturbed during construction activities that are contaminated are not discharged with stormwater or non-stormwater discharges into storm drains or water bodies (except pursuant to a separate NPDES Permit). If contaminated soils are found on site, and the responsible party cannot be identified or fails to take action, soils will be sampled to determine proper handling and protect public safety. The appropriate local, State, and federal agencies along with the appropriate Regional Water Board will be notified when contaminated soils are observed.
For sampling requirements for non-visible pollutants associated with construction activity, please refer to Section 7.7.1. For a full and complete list of onsite pollutants, refer to the Safety Data Sheets (SDS), which are retained onsite at the construction trailer or are available electronically at the site.
2.7 TMDL REQUIREMENTS
Based on the project’s receiving water and the pollutant source assessment, the following TMDLs are applicable to the project (See 2022 CGP Attachment H).
Table 2-8 Project TMDLs
TMDL Applicable
Water Body/
Watershed
Pollutants Additional
TMDL-
Related NAL
or NEL
Compliance
Actions
5A Agua Hedionda
Creek
Benthic
Community
Effects
N/A N/A
5A Agua Hedionda
Creek
Bifenthrin N/A N/A
5A Agua Hedionda
Creek
Chlorpyrifos N/A N/A
5A Agua Hedionda
Creek
Cyfluthrin N/A N/A
5A Agua Hedionda
Creek
Cyhalothrin,
Lambda
N/A N/A
5A Agua Hedionda
Creek
Cypermethrin N/A N/A
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Table 2-8 Project TMDLs
TMDL Applicable
Water Body/
Watershed
Pollutants Additional
TMDL-
Related NAL
or NEL
Compliance
Actions
5A Agua Hedionda
Creek
Deltamethrin N/A N/A
5A Agua Hedionda
Creek
Indicator
Bacteria
N/A N/A
5A Agua Hedionda
Creek
Malathion N/A N/A
5A Agua Hedionda
Creek
Manganese N/A N/A
5A Agua Hedionda
Creek
Nitrogen N/A N/A
5A Agua Hedionda
Creek
Phosphorus N/A N/A
5A Agua Hedionda
Creek
Pyrethroids N/A N/A
5A Agua Hedionda
Creek
Selenium N/A N/A
5A Agua Hedionda
Creek
Total Dissolved
Solids
N/A N/A
5A Agua Hedionda
Creek
Toxicity N/A N/A
5A Agua Hedionda
Creek
Turbidity N/A N/A
5A Agua Hedionda
Lagoon
Toxicity N/A N/A
These TMDLs are also identified in Section 2.1.3. The applicable NALs and NELs are also identified in Section 2.4. BMP requirements related to TMDLs are discussed in Section 3.4.
Monitoring requirements related to TMDLs are discussed further in Section 7.7.
2.8 IDENTIFICATION OF NON-STORMWATER DISCHARGES
Non-stormwater discharges into storm drainage systems or waterways, which are not authorized under the 2022 CGP and listed in the SWPPP, or authorized under a separate NPDES permit, are prohibited.
Non-stormwater discharges that are authorized from this project site include the following:
NONE
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NONE
These authorized non-stormwater discharges will be managed with the stormwater and non- stormwater BMPs described in Section 3 of this SWPPP and will be minimized under the direction of the QSP. Additionally, the non-stormwater discharges not applicable to this project are still allowable granted they do not contact potential pollutant sources.
Activities at this site that may result in unauthorized non-stormwater discharges include:
NONE
NONE
Steps will be taken, including the implementation of appropriate BMPs, to ensure that unauthorized discharges are eliminated, controlled, disposed, or treated on-site.
Discharges of construction materials and wastes, such as fuel or paint, resulting from dumping, spills, or direct contact with rainwater or stormwater runoff, are also prohibited.
The following discharge(s) have been authorized by (a) regional NPDES permit(s):
NONE
2.9 REQUIRED SITE MAP INFORMATION
The construction project’s Site Map(s) showing the project location, surface water boundaries, geographic features, construction site perimeter and general topography, locations of storm drain inlets that receive runoff from the project, and other requirements identified in 2022 CGP Sections IV.O.2. k. and l are located in Appendix A. Table 2-9 identifies Maps or Sheet Nos. where required elements are illustrated.
Table 2-9 Required Map Information
Included on
Map/Plan
Sheet No. (1)
Required Element
Pre-Earthwork Drawings
Site Drawings Site and project boundaries
Site Drawings Areas disturbed during geotechnical or other preconstruction investigation work
Site Drawings Existing roads and trails
Site Drawings Drainage areas
Site Drawings Discharge locations
Site Drawings Existing storm drain system if applicable Site Drawings Proposed locations of storage areas for waste Site Drawings Proposed locations of construction materials Site Drawings Proposed locations of project staging areas
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Table 2-9 Required Map Information
Included on
Map/Plan
Sheet No. (1)
Required Element
Site Drawings Proposed locations of stockpiles
Site Drawings Proposed locations of vehicles, equipment staging and vehicle maintenance Site Drawings Proposed locations of loading/unloading materials Site Drawings Proposed locations of site access (entrance/exits) Site Drawings Proposed locations of fueling, water storage, water transfer for dust control Site Drawings Proposed locations of demolition
Site Drawings Proposed locations of other construction support activities Construction and Earthwork Drawing(s)
Site Drawings Site layout (grading plans) including roads Site Drawings Site and project boundaries
Site Drawings Drainage areas
Site Drawings Discharge locations
Site Drawings Sampling locations
Site Drawings Areas of soil disturbance (temporary or permanent) Site Drawings Proposed active areas of soil disturbance (cut or fill) Site Drawings Proposed locations of erosion control BMPs Site Drawings Proposed locations of sediment control BMPs Site Drawings Proposed locations of run-off BMPs
Site Drawings Temporary and/or permanent run-on conveyance (if applicable) Site Drawings Proposed locations of active treatment systems(s) (if applicable) Site Drawings Proposed locations of storage areas for waste Site Drawings Proposed locations of construction materials Site Drawings Proposed locations of project staging areas Site Drawings Proposed locations of stockpiles
Site Drawings Proposed locations of vehicles, equipment and vehicle maintenance Site Drawings Proposed locations of loading/unloading materials Site Drawings Proposed locations of site access (entrance/exits) Site Drawings Proposed locations of fueling, water storage, water transfer for dust control Site Drawings Proposed locations of demolition
Site Drawings Proposed locations of other construction support activities
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Table 2-9 Required Map Information
Included on
Map/Plan
Sheet No. (1)
Required Element
Site Drawings Site-specific procedures to implement final stabilization BMPs as soon as reasonably practicable
Notes: (1) Indicate maps or drawings that information is included on (e.g., Vicinity Map, Site Map, Drainage Plans, Grading Plans, Progress Maps.)
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Section 3 Best Management Practices
3.1 SCHEDULE FOR BMP IMPLEMENTATION
BMPs will be implemented as per the schedule indicated in Table 3-1.
Table 3-1 BMP Implementation Schedule
BMP Location Implementation Duration
Erosion
Control BMPs
EC-1, Scheduling As required Prior to
Construction
Segment
Completion
EC-2, Preservation of
Existing Vegetation
Sitewide Start of
Construction
Segment
Completion
EC-4, Hydroseeding Sitewide Start of
construction
Project
completion
EC-5, Soil Binders
As required During
Preliminary
Grading
Project
completion
EC-7, Geotextiles and
Mats
As required During
Preliminary
Grading
Project
completion
EC-9, Drainage Swales
Determined by
contractors
During
Preliminary
grading
Project
completion
EC-10, Velocity
Dissipation Devices
Determined by
contractors
During
Preliminary
grading
Project
completion
EC-15, Soil
Preparation-
Roughening
Determined by
contractors
During
Preliminary
grading
Project
completion
Sediment Control BMPs
SE-1, Silt fence
Sitewide During
Preliminary
Grading
Project
Completion
SE-2, Sediment Basin
Stormwater outfall of
site
During
preliminary
grading
Project
completion
SE-4, Check Dams
Determined by
contractor
During
Preliminary
Grading
Project
completion
SE-5, Fiber Roll
Sitewide During
Preliminary
Grading
Project
Completion
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Table 3-1 BMP Implementation Schedule
BMP Location Implementation Duration
SE-6, Gravel Bag Berm
Determined by
contractor
During
Preliminary
Grading
Project
Completion
SE-7, Street Sweeping Faraday Ave, As
required As Required Project
Completion
SE-10, Storm Drain
Inlet Protection
Existing Storm Drain
inlets, Faraday Ave
During
Preliminary
Grading
Project
Completion
SE-12, Manufactured
Linear Sediment
Control
Determined by
contractor
During
Preliminary
Grading
Project
Completion
SE-14, Biofilter Bags
Determined by
contractor
During
preliminary
grading
Project
completion
Wind
Erosion
Control
BMPs
WE-1 Wind Erosion
Control
Perimeter of site
Start of
construction
Project
Completion
Tracking Control
BMPs
TC-1, Temporary
Construction Entrance
Site Entrance During
Preliminary
Grading
Project
Completion
TC-2, Stabilized
Construction Roadway
Determined By
contractor
During
Preliminary
Grading
Project
Completion
TC-3, Entrance Outlet
Tire Wash
Determined By
contractor
During
Preliminary
Grading
Project
Completion
Non-Stormwater Control BMPs NS-1, Water
Conservation Practices
As Required Beginning of
project
Project
completion
NS-3, Paving and
Grading Operations
As Required Beginning of
project
Project
completion
NS-6, Illicit
connection/ discharge
As Required Beginning of
project
Project
completion
NS-7, Potable Water/
Irrigation
As Required Beginning of
project
Project
completion
NS-8, Vehicle and
Equipment Cleaning
Determined by
contractor
Beginning of
project
Project
completion
NS-9, Vehicle and
equipment Fueling
Determined by
contractor
Beginning of
project
Project
Completion
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Table 3-1 BMP Implementation Schedule
BMP Location Implementation Duration
NS-10, Vehicle and
equipment
Maintenance
Determined by
contractor Beginning of
project
Project
Completion
NS-12, Concrete Curing As Required Beginning of
project
Project
completion
NS-13, Concrete
Finishing
As Required Beginning of
project
Project
completion
Construction
Material Control
BMPs
WM-01, Material
Delivery and Storage
As Required Beginning of
project
Project
completion
WM-02, Material Use As Required Beginning of
project
Project
completion
WM-03, Stockpile
Management
Determined by
contractor Beginning of
project
Project
completion
Waste Management Control
BMPs
WM-04, Spill
prevention and Control
As Required Beginning of
project
Project
completion
WM-05, Solid Waste
Management
As Required Beginning of
project
Project
completion
WM-06, Hazardous
waste management
As Required Beginning of
project
Project
completion
WM-08, Concrete
Waste Management
As Required Beginning of
project
Project
completion
WM-09, Sanitary-
septic Waste
Management
As Required Beginning of
project
Project
completion
3.2 EROSION AND SEDIMENT CONTROL
Erosion and sediment controls are required by the 2022 CGP to provide effective reduction or elimination of sediment related pollutants in stormwater discharges and authorized non- stormwater discharges from the Site. Applicable BMPs are identified in this section for erosion control, sediment control, tracking control, and wind erosion control.
3.2.1 Erosion Control
Erosion control, also referred to as soil stabilization, consists of source control measures that are designed to prevent soil particles from detaching and becoming transported in stormwater runoff. Erosion control BMPs protect the soil surface by covering and/or binding soil particles.
This construction project will implement the following practices to provide effective temporary and final erosion control during construction:
CASQA Traditional SWPPP Template 3-4 August 2023
for the 2022 CGP
1. Preserve existing vegetation where required and when feasible.
2. The area of soil disturbing operations shall be controlled such that the Contractor is able to implement erosion control BMPs quickly and effectively.
3. Stabilize non-active areas within 14 days of cessation of construction activities or sooner if stipulated by local requirements.
4. Control erosion in concentrated flow paths by applying erosion control blankets, check dams, erosion control seeding, or alternate methods.
5. Prior to the completion of construction, apply permanent erosion control to remaining disturbed soil areas.
Sufficient erosion control materials shall be maintained onsite to allow implementation in conformance with this SWPPP.
The following erosion control BMP selection table, Table 3-2 indicates the BMPs that will be implemented to control erosion on the construction site. Fact Sheets for temporary erosion control BMPs are provided in Appendix G.
These temporary erosion control BMPs shall be implemented in conformance with the following guidelines and as outlined in the BMP Factsheets provided in Appendix G. If there is a conflict between documents, the Site Map will prevail over narrative in the body of the SWPPP or guidance in the BMP Fact Sheets. Site specific details in the Site Map prevail over standard details included in the Site Map. The narrative in the body of the SWPPP prevails over guidance in the BMP Fact Sheets.
CASQA Traditional SWPPP Template 3-5 August 2023
for the 2022 CGP
Table 3-2 Erosion Control BMPs
CASQA
Fact
Sheet
BMP Name
Considered
for the
Project (1)
BMP Used If not used, state reason and alternate BMP, if applicable YES NO
EC-1 Scheduling
EC-2 Preservation of Existing
Vegetation
EC-3 Hydraulic Mulch (2) EC-4 used in place of EC-3 EC-4 Hydroseed (2)
EC-5 Soil Binders (2) May be used at contractors discretion EC-6 Straw Mulch (2) EC-4 used in place of EC-6
EC-7 Geotextiles and Mats (2) May be used at contractors discretion EC-8 Wood Mulching (2) Other BMPs used in place
EC-9 Earth Dike and Drainage
Swales (3)
EC-10 Velocity Dissipation Devices (3)
EC-11 Slope Drains (3) Not anticipated to be required EC-12 Stream Bank Stabilization No streams present on site EC-14 Compost Blankets (2) EC-4 used in place of EC-14 EC-15 Soil Preparation-Roughening
EC-16 Non-Vegetated Stabilization (2) Not applicable WE-1 Wind Erosion Control
(1) The 2022 CGP Fact Sheet Section I.R.1.d.through I.R.1.i.describes various BMPs that should be considered for use on the construction site.
(2) The QSD shall ensure implementation of one of the minimum measures listed or a combination thereof to achieve and maintain the Risk Level requirements.
(3) All run-on and runoff from the construction site shall be managed for Risk Level 2 and 3 and Risk Level 1 if the evaluation of quantity and quality of run-on and runoff deems them necessary or visual inspections show that the site requires these controls. Run-on from offsite shall be directed away from all disturbed areas, diversion of offsite flows may require design/analysis by a licensed civil engineer and/or additional environmental permitting.
CASQA Traditional SWPPP Template
for the 2022 CGP 3-6 August 2023
Scheduling
Scheduled construction activities reduces the amount & duration of soil exposure.
Preservation of Existing Vegetation
Preserve existing vegetation to the maximum extent practicable.
Hydroseed
Hydroseed shall be utilized on graded soil to provide additional stabilization and erosion protection from water and wind.
Soil Binders
Soil binders may be utilized at contractors discretion.
Geotextiles and Mats
Geotextiles and Mats may be utilized at contractors discretion.
Earth Dike and Drainage Swales
Drainage swales shall be utilized to facilitate drainage from off-site areas and areas not being disturbed to the existing drainage path. Contractor shall ensure run-on does not co-mingle with on-site storm drainage
Velocity Dissipation Devices
May be utilized at contractors discretion. Ensure velocities of temporary drainage paths are properly dispersed.
Soil Preparation-Roughening
May be utilized at contractors discretion.
Wind Erosion Control
Wind Erosion Control measures shall be provided to prevent of alleviate dust generated by construction activities. Care will be taken to prevent over-watering, which may result in runoff or erosion.
3.2.2 Sediment Controls
Sediment controls are temporary or permanent structural measures that are intended to complement the selected erosion control measures and reduce sediment discharges from active construction areas. Sediment controls are designed to intercept and settle out soil particles that have been detached and transported by the force of water.
The following sediment control BMP selection table indicates the BMPs that will be implemented to control sediment on the construction site. Fact Sheets for temporary sediment control BMPs are provided in Appendix G.
These temporary sediment control BMPs will be implemented in conformance with the following guidelines and in accordance with the BMP Fact Sheets provided in Appendix G. If there is a conflict between documents, the Site Map will prevail over narrative in the body of the SWPPP or guidance in the BMP Fact Sheets. Site specific details in the Site Map prevail over standard details included in the Site Map. The narrative in the body of the SWPPP prevails over guidance in the BMP Fact Sheets.
CASQA Traditional SWPPP Template 3-7 August 2023
for the 2022 CGP
Table 3-3 Temporary Sediment Control BMPs
CASQA
Fact
Sheet
BMP Name
Considered
for the
Project (1)
BMP used
If not used, state reason and alternate
BMP, if applicable
YES NO
SE-1 Silt Fence (2) (3)
SE-2 Sediment Basin
SE-3 Sediment Trap Sediment basins used instead
SE-4 Check Dams
SE-5 Fiber Rolls (2)(3)
SE-6 Gravel Bag Berm (3)
SE-7 Street Sweeping
SE-8 Sandbag Barrier Gravel bag used in place
SE-9 Straw Bale Barrier Gravel bag used in place
SE-10 Storm Drain Inlet Protection RL2&3
SE-11 ATS Not applicable
SE-12 Manufactured Linear Sediment
Controls
SE-13 Compost Sock and Berm (3) Not applicable
SE-14 Biofilter Bags (3)
NA Passive Treatment System Not applicable
TC-1 Stabilized Construction Entrance and
Exit
TC-2 Stabilized Construction Roadway
TC-3 Entrance Outlet Tire Wash
(1) The 2022 CGPs Fact Sheet Section I.R.1.d through I.R.1.i describes various BMPs that should be considered for use on the construction site.
(2) The QSD shall ensure implementation of one of the minimum measures listed or a combination thereof to achieve and maintain the Risk Level requirements.
(3) All run-on and runoff from the construction site shall be managed. Risk Level 2 and 3 shall provide linear sediment control along toe of slope, face of slope, and at the grade breaks of exposed slope.
CASQA Traditional SWPPP Template 3-8 August 2023
for the 2022 CGP
Silt Fence
Install Silt Fence in high sediment load areas as shown on the BMP Site Plan Sediment Basin
Sediment Basins will be installed to capture all site runoff in areas of land disturbance. Basins shall be located at lowest points of each basin above outfall location. Do not use biofiltration basin as temporary sediment basin.
Check Dams
Check dams may be utilized at the discretion of the contractor.
Fiber Rolls
Apply along slopes and at the edge of the construction fencing as needed.
Gravel Bag Berm
Use in conjunction with or in place of SE-5 and SE-10.
Street Sweeping
Street sweep paved surfaces just outside of all construction entrances or at any location outside of site where required.
Storm Drain Inlet Protection
Place around drain inlets on project site that have the potential to receive sediment run-on from construction.
Manufactured Linear Sediment Controls
Linear Sediment Controls may be utilized at the discretion of the contractor.
Biofilter Bags
Use in place of SE 6 and in conjunction with SE 10 at owners discretion.
Stabilized Construction Roadway
Stabilized Construction Roadway shall be used at any and all construction entrances to the site.
Entrance Outlet Tire Wash
To be used at owners discretion and as needed.
3.3 NON-STORMWATER CONTROLS AND WASTE AND MATERIALS
MANAGEMENT
3.3.1 Non-Stormwater Controls
Non-stormwater discharges into storm drainage systems or waterways which are not authorized under the 2022 CGP are prohibited. Non-stormwater discharges for which a separate NPDES permit is required by the local Regional Water Board are prohibited unless coverage under the separate NPDES permit has been obtained for the discharge. The selection of non-stormwater BMPs is based on the list of construction activities with a potential for non-stormwater discharges identified in Section 2.7 of this SWPPP.
The following non-stormwater control BMP selection table indicates the BMPs that will be implemented to control sediment on the construction site. Fact Sheets for temporary non- stormwater control BMPs are provided in Appendix G.
CASQA Traditional SWPPP Template 3-9 August 2023
for the 2022 CGP
Non-stormwater BMPs will be implemented in conformance with the following guidelines and in accordance with the BMP Fact Sheets provided in Appendix G. If there is a conflict between documents, the Site Map will prevail over narrative in the body of the SWPPP or guidance in the BMP Fact Sheets. Site specific details in the Site Map prevail over standard details included in the Site Map. The narrative in the body of the SWPPP prevails over guidance in the BMP Fact Sheets.
CASQA Traditional SWPPP Template 3-10 August 2023
for the 2022 CGP
Table 3-4 Temporary Non-Stormwater BMPs
CASQA
Fact Sheet BMP Name
Considered
for the
Project (1)
BMP used If not used, state reason and alternate
BMP, if applicable YES NO
NS-1 Water Conservation Practices
NS-2 Dewatering Operation Not applicable
NS-3 Paving and Grinding Operation
NS-4 Temporary Stream Crossing Not applicable
NS-5 Clear Water Diversion Not applicable
NS-6 Illicit Connection/Discharge
NS-7 Potable Water/Irrigation
NS-8 Vehicle and Equipment Cleaning
NS-9 Vehicle and Equipment Fueling
NS-10 Vehicle and Equipment Maintenance
NS-11 Pile Driving Operation Not applicable
NS-12 Concrete Curing
NS-13 Concrete Finishing
NS-14 Material and Equipment Use Over Water
NS-15 Demolition Removal Adjacent to Water
NS-16 Temporary Batch Plants
(1) The 2022 CGP Fact Sheet Section I.R.1.d through I.R.1.i describes various BMPs that should be considered for use on the construction site.
CASQA Traditional Project SWPPP Template
for the 2022 CGP 3-11 August 2023
Water Conservation Practices
Water use on site should be directed to sediment basins located on site.
Paving and Grinding Operation
Use proper operations while paving and grinding asphalt to control pollutants.
Illicit Connection/Discharge
Proper connections and discharge should be installed on site.
Potable Water/Irrigation
Water use should be implemented in order to ensure proper pollution control Vehicle and Equipment Cleaning
Wash equipment in designated contained areas only. Train employees on proper cleaning procedures. This is mandatory for all equipment involved with asphalt paving activities. Any vehicle and equipment cleaning shall be conducted to prevent pollution from entering any stormwater runoff
Vehicle and Equipment Fueling
Fuel equipment in designated contained areas only. Do not store fuel on site. Train employees on proper fueling procedures. Any Vehicle and Equipment Fueling shall be conducted to prevent pollution from entering any stormwater runoff.
Vehicle and Equipment Maintenance
If necessary, perform maintenance in designated contained areas only. Use in conjunction with NS-8 & NS-9. Locate maintenance areas a minimum of 50’ from downstream drainage facilities and watercourses. Any Vehicle and Equipment Maintenance shall be conducted to prevent pollution from entering any stormwater runoff
Concrete Curing
Use at all areas that require curing compound removal. Contractor shall ensure proper pollution control measures are in place to prevent any pollution from entering any stormwater runoff Concrete Finishing
Use at all areas that require final surface finish appearances. Contractor shall ensure proper pollution control measures are in place to prevent any pollution from entering any stormwater runoff
3.3.2 Materials Management and Waste Management
Materials management control practices consist of implementing procedural and structural BMPs for handling, storing, and using construction materials to prevent the release of those materials into stormwater discharges. The amount and type of construction materials to be utilized at the Site will depend upon the type of construction and the length of the construction period. The materials may be used continuously, such as fuel for vehicles and equipment, or the materials may be used for a discrete period, such as soil binders for temporary stabilization.
Waste management consist of implementing procedural and structural BMPs for handling, storing, and ensuring proper disposal of wastes to prevent the release of those wastes into stormwater discharges.
CASQA Traditional Project SWPPP Template
for the 2022 CGP 3-12 August 2023
Materials and waste management pollution control BMPs will be implemented to minimize stormwater contact with construction materials, wastes, and service areas; and to prevent materials and wastes from being discharged off-site. The primary mechanisms for stormwater contact that shall be addressed include:
Direct contact with precipitation
Contact with stormwater run-on and runoff
Wind dispersion of loose materials
Direct discharge to the storm drain system through spills or dumping Extended contact with some materials and wastes, such as asphalt cold mix and treated wood products, which can leach pollutants into stormwater.
A list of construction activities is provided in Section 2.6. The following Materials and Waste Management BMP selection table, Table 3-5, indicates the BMPs that shall be implemented to handle materials and control construction site wastes associated with these construction activities. Fact Sheets for Materials and Waste Management BMPs are provided in Appendix G.
Material management BMPs will be implemented in conformance with the following guidelines and in accordance with the BMP Fact Sheets provided in Appendix G. If there is a conflict between documents, the Site Map will prevail over narrative in the body of the SWPPP or guidance in the BMP Fact Sheets. Site specific details in the Site Map prevail over standard details included in the Site Map. The narrative in the body of the SWPPP prevails over guidance in the BMP Fact Sheets.
CASQA Traditional SWPPP Template 3-13 August 2023
for the 2022 CGP
Table 3-5 Temporary Materials Management BMPs
CASQA
Fact Sheet BMP Name Considered
for Project (1)
BMP used If not used, state reason and alternate BMP,
if applicable YES NO
WM-01 Material Delivery and
Storage
WM-02 Material Use
WM-03 Stockpile Management
WM-04 Spill Prevention and Control
WM-05 Solid Waste Management
WM-06 Hazardous Waste
Management
WM-07 Contaminated Soil
Management Not anticipated to be required
WM-08 Concrete Waste
Management
WM-09 Sanitary-Septic Waste
Management
WM-10 Liquid Waste Management Not anticipated to be required (1) The 2022 CGP Fact Sheet Section I.R.1.d through I.R.1.i describes various BMPs that should be considered for use on the construction site.
CASQA Traditional SWPPP Template 3-14 August 2023
for the 2022 CGP
Material Delivery and Storage
Train employees on the proper material delivery & storage Practices. Staging area should be used for stockpile of materials and to limit pollutants from entering stormwater discharge.
Material Use
Minimize hazardous material use on-site. Train employees in proper material use. Materials should be used in manner to safely prevent pollution from entering stormwater discharge.
Stockpile Management
During rainy season, stockpiles of soil & paving shall be covered with plastic & enclosed with fiber rolls. Materials should be stockpiled in a manner to prevent pollution from entering stormwater discharge.
Spill Prevention and Control
Train employees on proper spill cleanup procedures. Waste storage areas shall be kept clean & equipped with ample cleaning supplies. Spills of materials and waste should be properly treated to ensure no pollution will enter the sites stormwater runoff.
Solid Waste Management
Train employees to handle construction waste & litter properly, and dump legally. Solid waste should be properly disposed of to ensure no pollution will enter the site stormwater runoff.
Hazardous Waste Management
Train employees to handle hazardous waste properly, and dump legally. Any hazardous waste shall be properly disposed of to ensure no pollutants shall enter the site stormwater runoff.
Concrete Waste Management
Concrete washout areas will be implemented on-site in a designated contained area in conjunction with NS-12 and NS-13, proper waste management procedures should be used to ensure no pollution discharged into site stormwater runoff.
Sanitary-Septic Waste Management
Portable sanitary facility will be located away from drainage & traffic circulation. Monitor at least weekly for good working order
3.4 TMDL-RELATED BMPS
Bacteria TMDL BMPs:
o The QSP shall conduct training for construction site staff on routine housekeeping and sanitary waste management of identified sources of bacteria. o Structural BMPs designed for retention, infiltration, or diversion of stormwater shall be evaluated and implemented when the implemented minimum source control BMPs are inadequate to reduce bacteria loading to receiving waters.
Chloride and Salts TMDL BMPs:
o No additional BMPs are identified for this pollutant category in the 2022 CGP.
Diazinon TMDL BMPs:
o No additional BMPs are identified for this pollutant category in the 2022 CGP.
Nutrient TMDL BMPs:
CASQA Traditional SWPPP Template 3-15 August 2023
for the 2022 CGP
o No additional BMPs are identified for this pollutant category in the 2022 CGP.
Sediment TMDL BMPs:
o No additional BMPs are identified for this pollutant category in the 2022 CGP.
Temperature BMPs:
o No additional BMPs are identified for this pollutant category in the 2022 CGP.
Metals and Toxics TMDL BMPs:
o No additional BMPs are identified for this pollutant category in the 2022 CGP.
3.5 POST CONSTRUCTION STORMWATER MANAGEMENT MEASURES
Post construction BMPs are permanent measures installed during construction, designed to reduce or eliminate pollutant discharges from the site after construction is completed.
This site is subject to the post-construction requirements of an existing NPDES Phase I or Phase II MS4. ☐ Yes ☒ No
The post construction runoff reduction requirements have been satisfied through compliance with 2022 CGP Provision IV.N.3 and use of the SMARTS water balance calculator. The post construction requirements were uploaded as part of the PRDs as required by 2022 CGP Provision IV.N.2.
CASQA Traditional SWPPP Template 4-1 August 2023
for the 2022 CGP
Section 4 BMP Inspection and Maintenance
4.1 BMP INSPECTION AND MAINTENANCE
The 2022 CGP requires routine weekly inspections of BMPs, along with inspections before, during, and after qualifying precipitation events. A BMP inspection checklist must be filled out for inspections and maintained on-site with the SWPPP. The inspection checklist must include the necessary information covered in Section 7.6. A blank BMP Inspection Form can be found in Appendix H. Completed forms will be kept in Appendix N.
Maintenance, repair, or design and implementation of new BMPs alternatives will be begin withing 72 hours of the identification of failures or other shortcomings. Corrections will be completed as soon as possible, prior to the next forecasted precipitation event (2022 CGP Appendix D Section II.J).
The QSP will verify that all BMP maintenance and repairs were appropriately implemented during the next visual inspection following completion.
The QSP may delegate BMP maintenance and repair verification to an appropriately trained QSP Delegate.
Specific details for maintenance, inspection, and repair of Construction Site BMPs can be found in the BMP Factsheets in Appendix G.
CASQA Traditional SWPPP Template 5-1 August 2023
for the 2022 CGP
Section 5 Training
Appendix J identifies the QSPs and QSP Delegates for the project. To promote stormwater management awareness specific for this project, periodic training of job-site personnel will be included as part of routine project meetings (e.g., daily/weekly tailgate safety meetings), or task specific training as needed. Refresher training will be provided as necessary.
The QSP will be responsible for providing this information at the meetings, and subsequently completing the Training Reporting Form shown in Appendix I, which identify the site-specific stormwater topics covered as well as the names of site personnel who attended the meeting.
The QSP may delegate specific tasks to trained QSP Delegates who have received the following training based on the guidelines developed by the Construction General Permit Training Team.
1. Foundational training for all QSP Delegate(s) regarding stormwater compliance roles and responsibilities, forecast information, and documentation and reporting procedures; and
2. Site-specific training regarding visual inspections, sampling procedures, and/or SWPPP and BMP implementation activities relevant to the responsibilities assigned to the QSP Delegate(s).
The delegate cannot perform the QSD and QSP inspections required in Section V.C.4 or Section V.D.2, respectively.
Documentation of training activities will be retained in Appendix I.
CASQA Traditional SWPPP Template 6-1 August 2023
for the 2022 CGP
Section 6 Responsible Parties and Operators
6.1 RESPONSIBLE PARTIES
DAR(s) who are responsible for SWPPP implementation and have authority to sign permit- related documents [is/are] listed below. The DAR(s) assigned to this project [is/are]:
Name Title Phone Number
QSD(s) identified for the project are identified in Appendix J. The QSD will have primary responsibility for assessing how construction activities will affect sediment transport, erosion, and other discharges of pollutants in stormwater runoff throughout the project. The QSD is required to revise the SWPPP to address potential problems identified by visual inspections, sampling data, comments from a QSP, or their own site observations. The QSD is required to perform the following on-site visual inspections:
Within 30 days of construction activities commencing on site; Within 30 days when a new QSD is assigned to the project; Twice annually, once August through October and once January through March; Within 14 calendar days after a numeric action level exceedance; and Within the time period requested in writing from Regional Water Board staff.
QSPs and QSP Delegates identified for the project are identified in Appendix J. The QSP will have primary responsibility and significant authority for the implementation, maintenance, and inspection/monitoring of SWPPP requirements. The QSP will be available at all times throughout the duration of the project.
Duties of the QSP include but are not limited to:
Implementing all elements of the 2022 CGP and SWPPP, including, but not limited to:
o Performing the following on-site visual inspections:
One inspection per calendar month; other weekly inspections in the month can be delegated to a trained QSP Delegate under the specific direction of the QSP.
Within 72 hours prior to a forecasted qualifying precipitation event, to inspect any areas of concern and to verify the status of any deficient BMPs, or other identified issues at the site. If extended forecast precipitation data (greater than 72 hours) is available from the National Weather Service, then the Pre-Precipitation Event inspection may be done up to 120 hours in advance.
Within 14 days after a NAL exceedance, the QSP shall visually inspect the drainage area for exceedance and document any areas of concern. Prior to the submittal for the NOT or COI (for acreage changes) for all or part of the site.
o Ensuring that all BMPs are implemented, inspected, and properly maintained;
CASQA Traditional SWPPP Template 6-2 August 2023
for the 2022 CGP
o Ensure that the SMARTS generated WDID Number Notification form is posted on- site, in a location viewable by the public or readily available upon request, and the dates are correct and match the dates listed in SMARTS. Implementing non-stormwater management, and materials and waste management activities such as: monitoring discharges; general Site clean-up; vehicle and equipment cleaning, fueling and maintenance; spill control; ensuring that no materials other than stormwater are discharged in quantities which will have an adverse effect on receiving waters or storm drain systems, etc.;
Ensuring elimination of unauthorized discharges.
The QSPs shall be assigned authority by the LRP to mobilize crews in order to make immediate repairs to the control measures.
Coordinate with the Contractor(s) to assure the necessary corrections/repairs are made immediately and that the project complies with the SWPPP, the 2022 CGP, and approved plans at all times.
Notifying the LRP or Duly Authorized Representative immediately of off-site discharges or other non-compliance events.
Providing foundation and site-specific training to QSP Delegates and overseeing QSP Delegate work. Tasks that may be delegated to appropriately trained QSP-delegates include:
o Performing non-stormwater and stormwater visual observations and inspections; o Performing stormwater sampling and analysis, as required; and o Performing routine inspections and observations.
Table 6-1. QSP and QSP Delegate Authorized Inspections
Weekly BMP
and NSW
Pre-QPE
Daily-QPE
Visual Inspections
Post-QPE
Visual Inspections
Post NAL
Exceedances
Monthly
BMP and NSW
NOT
QSP X X X X X X X
QSP
Delegate X X X
CASQA Traditional SWPPP Template 6-3 August 2023
for the 2022 CGP
6.2 CONTRACTOR LIST
Contractor Name:
Title:
Contractor Company:
Address
Phone Number:
Phone Number (24/7)
[Add additional rows, if
needed]
CASQA Traditional SWPPP Template 7-1 August 2023
for the 2022 CGP
Section 7 Construction Site Monitoring Program
7.1 Purpose
This Construction Site Monitoring Program was developed to address the following objectives:
1. To demonstrate that the site is in compliance with the Discharge Prohibitions [and Numeric Action Levels (NALs)];
2. To demonstrate that the site is in compliance with TMDL NALs and Numeric Effluent Limitations (NELs);
3. To determine whether non-visible pollutants discharged from the construction site and are causing or contributing to exceedances of water quality objectives;
4. To determine whether immediate corrective actions, additional BMP implementation, or SWPPP revisions are necessary to reduce pollutants in stormwater discharges and authorized non-stormwater discharges;
5. To determine whether BMPs included in the SWPPP are effective in preventing or reducing pollutants in stormwater discharges and authorized non-stormwater discharges.
7.2 Applicability of Permit Requirements
This project has been determined to be a Risk Level 2 project. The 2022 CGP identifies the following types of monitoring as being applicable for a Risk Level 2 project.
Risk Level 2
• Visual inspections of BMPs;
• Visual monitoring of the site related to qualifying precipitation events; • Visual monitoring of the site for non-stormwater discharges; • Sampling and analysis of construction site runoff for pH and turbidity; • Sampling and analysis of construction site runoff for non-visible pollutants [including TMDL pollutants] identified during the pollutant source assessments when applicable; and
• Sampling and analysis of construction site runoff as required by the Regional Water Board when applicable.
7.3. Weather and Precipitation Event Tracking
Visual monitoring and inspections requirements of the 2022 CGP are triggered by a Qualifying Precipitation Event. The 2022 CGP defines a Qualifying Precipitation Event as any weather pattern that is forecast to have a 50 percent or greater Probability of Precipitation (PoP) and a Quantitative Precipitation Forecast (QPF) of 0.5 inches or more within a 24-hour period. The event begins with the 24-hour period when 0.5 inches has been forecast and continues on subsequent 24-hour periods when 0.25 inches of precipitation or more is forecast.
7.3.1 Weather Tracking
The QSP should daily consult the National Oceanographic and Atmospheric Administration (NOAA) for the Forecast Weather Table Interface. These forecasts can be obtained at
CASQA Traditional SWPPP Template 7-2 August 2023
for the 2022 CGP
http://forecast.weather.gov. Weather reports should be printed and maintained with the SWPPP in Appendix M. Record the date and time the forecast was printed.
7.3.2 Rain Gauges
The QSP shall install rain gauge(s) on the project site. Locate the gauge in an open area away from obstructions such as trees or overhangs. Mount the gauge on a post at a height of 3 to 5 feet with the gauge extending several inches beyond the post. Make sure that the top of the gauge is level. Make sure the post is not in an area where rainwater can indirectly splash from sheds, equipment, trailers, etc.
The rain gauge(s) shall be read daily during normal site scheduled hours. The rain gauge should be read at approximately the same time every day and the date and time of each reading recorded. An example rain gauge log sheet is provided in Appendix O. Retain rain gauge readings in Appendix N. Follow the rain gauge instructions to obtain accurate measurements.
Once the rain gauge reading has been recorded, accumulated rain shall be emptied, and the gauge reset. If an automated rain gauge is used, refer to manufacturers instructions.
For comparison with the site rain gauge, the nearest appropriate governmental rain gauge(s) is located at the Agua Hedionda public non-motorized launch site per rain gauge CASD34
7.4 Monitoring Locations
Monitoring locations are shown on the Site Maps in Appendix A. Monitoring locations are described in the Sections 7.6 and 7.7.
Whenever changes in the construction site might affect the appropriateness of sampling locations, the sampling locations shall be revised accordingly. All such revisions shall be implemented as soon as feasible and the SWPPP amended. Temporary changes that result in a one-time additional sampling location do not require a SWPPP amendment.
7.5 Safety and Monitoring Exemptions
Safety practices for sample collection will be in accordance with contractors health and safety plan for the project. A summary of the safety requirements that apply to sampling personnel is provided below.
This project is not required to collect samples or conduct visual observations (inspections) under the following conditions (see Section III.B of the 2022 CGP):
During dangerous weather conditions such as electrical storms, flooding, and high winds above 40 miles per hour;
Outside of scheduled site operating hours; or
When the site is not accessible to personnel. Scheduled site business hours as listed in bid documents.
Scheduled site business hours are:
If monitoring (visual monitoring or sample collection) of the site is unsafe because of the dangerous conditions noted above, then the QSP shall document the conditions for why an exception to performing the monitoring was necessary. The exemption documentation will be filed in Appendix N and must be included in the Annual Report.
CASQA Traditional SWPPP Template 7-3 August 2023
for the 2022 CGP
7.6 Visual Monitoring
Per Section III.B.2. of Attachment D in the 2022 CGP, “For inactive projects, dischargers may reduce the visual inspection frequency and suspend sampling per Section III.G of the 2022 CGP.
Dischargers shall provide an explanation with supporting information for all missed visual inspections or sampling required by this Attachment, to be included in the Annual Report.” Visual monitoring includes observations and inspections. Inspections of BMPs are required to identify and record BMPs that need maintenance to operate effectively, that have failed, or that could fail to operate as intended. Visual observations of the site are required to observe storm water drainage areas to identify any spills, leaks, or uncontrolled pollutant sources.
Table 7-1 identifies the required frequency of visual observations and inspections. Inspections and observations will be conducted at the locations identified in Section 7.6.3.
Table 7-1 Summary of Visual Monitoring and Inspections
Type of Inspection Frequency
Routine Inspections1
BMP Inspections Weekly2
BMP Inspections – Tracking Control Daily (RL 2 only)
Non stormwater discharge observations Quarterly During Daylight hours Qualifying Precipitation Event Triggered Inspections
Site Inspections Prior to a Qualifying
Precipitation Event
Within 72 hours of a qualifying precipitation
event or up to 120 hours prior if supported
with forecast 2
BMP Inspections During an Extended
Qualifying Precipitation Event
Once every 24-hour period of a qualifying
precipitation event3
Site Inspections Following a Qualifying
Precipitation Event
Within 96 hours of a qualifying precipitation
event2
1 Inspections are required during scheduled site operating hours.
2.Most BMPs must be inspected weekly; those identified below must be inspected more frequently. 3 Inspections are required during scheduled site operating hours on days that the forecast predicts at least 0.25 inches of precipitation once the qualifying precipitation event commences.
7.6.1 Routine Observations and Inspections
Routine site inspections and visual monitoring are necessary to confirm that the project is in compliance with the requirements of the 2022 CGP.
7.6.1.1 Routine BMP Inspections
Inspections of BMPs are conducted to identify and record:
BMPs that are properly installed;
BMPs that need maintenance to operate effectively;
BMPs that have failed; or
BMPs that could fail to operate as intended.
CASQA Traditional SWPPP Template 7-4 August 2023
for the 2022 CGP
7.6.1.2 Non-Stormwater Discharge Observations
Each drainage area will be inspected for the presence of or indications of prior unauthorized and authorized non-stormwater discharges. Inspections will record:
Presence or evidence of any non-stormwater discharge (authorized or unauthorized); Identification and elimination of unauthorized non-stormwater discharges Pollutant characteristics (floating and suspended material, sheen, discoloration, turbidity, odor, etc.); and
Source of discharge.
7.6.2 Qualifying Precipitation Event Triggered Observations and Inspections
Visual observations of the site and inspections of BMPs are required prior to a qualifying precipitation event; following a qualifying precipitation event, and every 24-hour period during a qualifying precipitation event. Pre-Qualifying Precipitation Event inspections will be conducted after consulting NOAA and determining that a precipitation event with a 50 percent or greater PoP and a QPF of 0.5 inches or more precipitation within a 24-hour period has been predicted by the National Weather Service Forecast Office.
7.6.2.1 Visual Observations Prior to a Forecasted Qualifying Precipitation Event Within 72 hours prior to a qualifying precipitation event or up to 120 hours prior if extended forecast precipitation data is available, a stormwater visual monitoring site inspection will include observations of the following locations:
All stormwater drainage areas to identify leaks, spills, or uncontrolled pollutant sources and when necessary, implement appropriate corrective actions. All BMPs to identify whether they have been properly implemented per the SWPPP and implement appropriate corrective actions, as necessary. All stormwater storage and containment areas to detect leaks and check for available capacity to prevent overflow.
The QSP must conduct the inspection prior to the qualifying precipitation event. Consistent with the requirements for a qualifying precipitation event, pre-rain BMP inspections and visual monitoring will be triggered by a NOAA forecast that indicates a 50 percent or greater probability of 0.5 inches of precipitation or more in a 24-hour period in the project area.
7.6.2.2 BMP Inspections During a Qualifying Precipitation Event During an extended qualifying precipitation event BMP inspections will be conducted at least once every 24 hours. Qualifying precipitation events are extended for each subsequent 24- hour period forecast to have at least 0.25 inches of precipitation. The BMP inspections are to identify and record:
If BMPs were adequately designed, implemented and effective. BMPs that require repair or replacement due to damage. Additional BMPs that need to be implemented and revise the SWPPP accordingly.
If the construction site is not accessible during the rain event, the visual inspections shall be performed at all relevant outfalls, discharge points, downstream locations. The inspections should record any projected maintenance activities.
CASQA Traditional SWPPP Template 7-5 August 2023
for the 2022 CGP
7.6.2.3 Visual Observations Following a Qualifying Precipitation Event Within 96 hours following the end of a qualifying precipitation event a stormwater visual monitoring site inspection is required to observe:
If BMPs were adequately designed, implemented and effective. BMPs that require repair or replacement due to damage. Additional BMPs that need to be implemented and revise the SWPPP accordingly.
7.6.3 Visual Monitoring Procedures
Visual monitoring shall be conducted by the QSP or QSP Delegates.
The name(s) and contact number(s) of the QSPs or QSP Delegates assigned to conduct visual observations are listed below and their training qualifications are provided in Appendix J.
Assigned QSP: NAME OF INSPECTOR Contact phone: TELEPHONE NUMBER Assigned QSP Delegate: NAME OF INSPECTOR Contact phone: TELEPHONE NUMBER Assigned QSP Delegate: NAME OF INSPECTOR Contact phone: TELEPHONE NUMBER
Stormwater observations shall be documented on the Visual Inspection Field Log Sheet (see Appendix O). BMP inspections shall be documented on the site-specific BMP inspection checklist and include photographs of areas of concern along with the QSP’s description of the problem.
The QSP shall within (1) days of the inspection submit copies of the completed inspection report to City of Carlsbad.
The completed reports will be kept in Appendix N. Results of visual monitoring must be summarized and reported in the Annual Report.
7.6.4 Visual Monitoring Follow-Up and Reporting
Maintenance, repairs, and correction of deficiencies, including design changes to BMPs, identified by the observations or inspections, including required repairs or maintenance of BMPs, shall be initiated within 72 hours of identification and completed as soon as possible, prior to the next forecasted precipitation event.
When design changes to BMPs are required, the SWPPP shall be amended to reflect the changes.
Deficiencies identified in site inspection reports and correction of deficiencies will be tracked on the Inspection Field Log Sheet or BMP Inspection Report shall be kept in Appendix N. QSP Delegates shall report issues identified during inspections that require corrective action to the QSP within 24 hours of the observation.
The QSP shall within (7) days of the inspection submit copies of the completed Inspection Field Log Sheet or BMP Inspection Report with the corrective actions to City of Carlsbad.
Results of visual monitoring must be summarized and reported in the Annual Report.
7.6.5 Visual Monitoring Locations
The inspections and observations identified in Sections 7.6.1 and 7.6.2 will be conducted at the locations identified in this section.
BMP locations are shown on the Site Maps in Appendix A.
CASQA Traditional SWPPP Template 7-6 August 2023
for the 2022 CGP
There are 7 drainage area(s) on the project site and the contractor’s yard, staging areas, and storage areas. Drainage area(s) are shown on the Site Maps in Appendix A and Table 7-2 identifies each drainage area by location.
Table 7-2 Site Drainage Areas
Location
No. Location
1 Area A located on the northwest corner of the site.
2 Area B1 and B2 located in the proposed parking area to the west of the site. 3 Area C1 and C2 located in the center of the site stretching to the north of the site.
4 Area D located on the southwest side of the site.
5 Area E1, E2, E3, E4, E5 and E6. Large area located through the center of the site stretching along the east side of the site to the south. 6 Area F to the south of the site.
7 Area G to the Southeast of the site.
There are 5 stormwater storage or containment area(s) are on the project site from which stormwater will be dewatered. Stormwater storage or containment area(s) are shown on the Site Maps in Appendix A and Table 7-3 identifies each stormwater storage or containment area by location.
Table 7-3 Stormwater Storage and Containment Areas (Dewatering Locations)
Location
No.
Location
1 Basin 1 located on the northwest of the site. Basin receiving drainage from Area A
2 Basin 2 located on the west side of the site. Basin receiving drainage from Area B1 and B2
3 Basin 3 located on the southwest side of the site relatively in the middle.
Receiving drainage from Area C2.
4 Basin 4 located in the southern portion of the site. Basin receiving drainage from Area E3, E4, E5 and E6.
5 Basin 5 located on the Southeast of the site. Basin Receiving drainage from area F.
There are 7 discharge location(s) on the project site. Site stormwater discharge location(s) are shown on the Site Maps in Appendix A and Table 7-4 identifies each stormwater discharge location.
CASQA Traditional SWPPP Template 7-7 August 2023
for the 2022 CGP
Table 7-4 Site Stormwater Discharge Locations
Location
No. Location
1 Outlet A, located at the Northwest portion of the site on Faraday Ave 2 Outlet B, located at the West portion of the site, to the south of outlet A on Faraday Ave
3 Outlet C, located at the West portion of the site, to the south of outlet B on Faraday Ave
4 Outlet D, located on the southwest side of the site on Faraday Ave. 5 Outlet E, located on the south side of the site on Faraday Ave. 6 Outlet F, located on the south side of the site, east of outlet E on Faraday Ave.
7 Outlet G, located on the south side of the site, east of outlet F on Faraday Ave.
7.7 Water Quality Sampling and Analysis
7.7.1 Sampling and Analysis Plan for Non-Visible Pollutants in Stormwater Runoff Discharges
This Sampling and Analysis Plan for Non-Visible Pollutants describes the sampling and analysis strategy and schedule for monitoring non-visible pollutants in stormwater runoff discharges from the project site.
Sampling for non-visible pollutants, including those associated with TMDLs will be conducted when (1) a breach, leakage, malfunction, or spill is observed; and (2) the leak or spill has not been cleaned up prior to the rain event; and (3) there is the potential for discharge of non-visible pollutants to surface waters or drainage system.
Table 7-4 summarizes the potential non-visible pollutants identified in the pollutant source assessment Sections 2.6 and 2.7 and the water quality constituent or indicator for that pollutant.
Drainage areas where the source is present are shown on the Site Maps in Appendix A.
Table 7-5 Potential Non-Visible Pollutants and Water Quality Indicator Constituents Based on the Pollutant Source Assessment
Pollutant
Water Quality
Indicator or
Constituent
Source/Reason from
Pollutant Source
Assessment
TMDL
Pollutant
Site
Drainage
Area
N/A N/A N/A [Yes] [No] N/A
CASQA Traditional SWPPP Template 7-8 August 2023
for the 2022 CGP
The project has the potential to receive stormwater run-on from the following locations with the potential to contribute non-visible pollutants to stormwater discharges from the project.
Locations of such run-on to the project site are shown on the Site Maps in Appendix A.
Area C1, located to the northeast of area C2
Area E1, located to the east of area E3
Area E2, located to the east of area E1
7.7.1.1 Sampling Schedule
Samples for the potential non-visible pollutant(s) and a sufficiently large unaffected background sample shall be collected during the first eight hours of discharge from rain events that result in a sufficient discharge for sample collection. Samples shall be collected during the site’s scheduled hours and shall be collected regardless of the time of year and phase of the construction.
Collection of discharge samples for non-visible pollutant monitoring will be triggered only when any of the following conditions are observed during site inspections conducted prior to or during a rain event.
Materials or wastes containing potential non-visible pollutants are not stored under watertight conditions. Watertight conditions are defined as (1) storage in a watertight container, (2) storage under a watertight roof or within a building, or (3) protected by temporary cover and containment that prevents stormwater contact and runoff from the storage area.
Materials or wastes containing potential non-visible pollutants are stored under watertight conditions, but (1) a breach, malfunction, leakage, or spill is observed, (2) the leak or spill is not cleaned up prior to the rain event, and (3) there is the potential for discharge of non-visible pollutants to surface waters or a storm drain system. A construction activity, including but not limited to those in Section 2.6, with the potential to contribute non-visible pollutants (1) was occurring during or within 24 hours prior to the rain event, (2) BMPs were observed to be breached, malfunctioning, or improperly implemented, and (3) there is the potential for discharge of non-visible pollutants to surface waters or a storm drain system.
Soil amendments that have the potential to change the chemical properties, engineering properties, or erosion resistance of the soil have been applied, and there is the potential for discharge of non-visible pollutants to surface waters or a storm drain system. Stormwater runoff from an area contaminated by historical usage of the site has been observed to combine with stormwater runoff from the site, and there is the potential for discharge of non-visible pollutants to surface waters or a storm drain system.
7.7.1.2 Sampling Locations
Sampling locations are based on proximity to planned non-visible pollutant storage, occurrence or use, accessibility for sampling, and personnel safety. Planned non-visible pollutant sampling locations are shown on the Site Maps in Appendix A and include the locations identified in Table 7-6.
5 sampling location(s) on the project site and the contractor’s yard have been identified for the collection of samples of runoff from planned material and waste storage areas and areas where non-visible pollutant producing construction activities are planned.
CASQA Traditional SWPPP Template 7-9 August 2023
for the 2022 CGP
1 sampling location(s) has been identified for the collection of an uncontaminated sample of runoff as a background sample for comparison with the samples being analyzed for non-visible pollutants. This location(s) was selected such that the sample will not have come in contact with the operations, activities, or areas identified in Section 7.7.1 or with disturbed soils areas. 3 sampling locations have been identified for the collection of samples of run-on to the project site. Run-on from these locations has the potential to combine with discharges from the site being sampled for non-visible pollutants. These samples are intended to identify potential sources of non-visible pollutants that originate off the project site.
If a stormwater visual monitoring site inspection conducted prior to or during a storm event identifies the presence of a material storage, waste storage, operations area with spills, or the potential for the discharge of non-visible pollutants to surface waters or a storm drain system that is at a location not listed above and has not been identified on the Site Maps, sampling locations will be selected by the QSP using the same rationale as that used to identify planned locations. Non-visible pollutant sampling locations shall be documented by the QSP on the pre-rain event inspection form prior to a forecasted qualifying precipitation event and the Effluent Sampling Field Log Sheet, which are provided in Appendix O.
7.7.1.3 Monitoring Preparation
Non-visible pollutant samples will be collected by:
QSP ☒ Yes ☐ No
QSP Delegate ☒ Yes ☐ No
An adequate stock of monitoring supplies and equipment for monitoring non-visible pollutants will be available on the project site prior to a sampling event. Monitoring supplies and equipment will be stored in a cool temperature environment that will not come into contact with rain or direct sunlight. The QSP or QSP Delegates responsible for sampling will be available to collect samples in accordance with the sampling schedule. Supplies maintained at the project site will include, but are not limited to, clean powder-free nitrile gloves, sample collection equipment, coolers, appropriate number and volume of sample bottles, identification labels, re-sealable storage bags, paper towels, personal rain gear, ice, and Effluent Sampling Field Log Sheets and Chain of Custody (CoC) forms, which are provided in Appendix O.
7.7.1.4 Analytical Constituents
Table 7-7 lists the specific sources and types of potential non-visible pollutants based on the project pollutant source assessment and the water quality indicator constituent(s) for that pollutant. Table 7-7 provides the specific analytical methods and reporting limits for the potential non-visible pollutants. Analytical methods were selected in compliance with U.S. EPA sufficiently sensitive method requirements in 40 Code of Federal Regulations Part 136, as evidenced by the method detection limit and minimum level.
7.7.1.5 Sample Collection
Samples of discharge shall be collected at the designated non-visible pollutant sampling locations identified in Table 7-6 and shown on the Site Maps in Appendix A or in the locations determined by observed breaches, malfunctions, leakages, spills, operational areas, soil amendment application areas, and historical site usage areas that triggered the sampling event.
CASQA Traditional SWPPP Template 7-10 August 2023
for the 2022 CGP
Grab samples shall be collected and preserved in accordance with the methods identified in the Table 7-7, “Sample Collection, Preservation and Analysis for Monitoring Non-Visible Pollutants” provided in Section 7.7.1.6. Only the QSP, or QSP Delegates trained on sample collection identified in Section 7.7.1.3 shall collect samples.
Sample collection and handling requirements are described in Section 7.7.7.
CASQA Traditional SWPPP Template
for the 2022 CGP 7-11 August 2023
Table 7-7 Sample Collection, Preservation and Analysis for Monitoring Non-Visible Pollutants Constituent Analytical
Method
Minimum
Sample
Volume
Sample
Containers
Sample
Preservation
Minimum
Level
Method
Detection
Limit
Maximum
Holding
Time
Notes: Analytical laboratories may use the term Reporting Level in lieu of Minimum Level
*To be filled out by contractor prior to construction.
CASQA Traditional SWPPP Template 7-12 August 2023
for the 2022 CGP
7.7.1.6 Sample Analysis
Samples shall be analyzed using the analytical methods identified in the Table 7-7.
Samples will be analyzed by:
Laboratory Name:
Street Address:
City, State Zip:
Telephone Number:
Point of Contact:
ELAP Certification
Number:
Samples will be delivered to the laboratory by:
Driven by QSP/QSP Delegate/Contractor ☐ Yes ☐ No
Picked up by Laboratory Courier ☐ Yes ☐ No
Shipped ☐ Yes ☐ No
7.7.1.7 Data Evaluation and Reporting
The QSP shall complete an evaluation of the water quality sample analytical results based on a comparison of the results to the unaffected sample [and to the TMDL NALs or NELs].
Runoff/downgradient results shall be compared with the associated upgradient/unaffected results and any associated run-on results. Should the runoff/downgradient sample show an increased level of the tested analyte relative to the unaffected background sample, which cannot be explained by run-on results, the BMPs, site conditions, and surrounding influences shall be assessed to determine the probable cause for the increase.
As determined by the site and data evaluation, appropriate BMPs shall be repaired or modified to mitigate discharges of non-visible pollutant concentrations. Any revisions to the BMPs shall be recorded as an amendment to the SWPPP.
Analytical results of non-visible pollutant monitoring shall be submitted to SMARTS within 30 days of obtaining the analytical results. Results demonstrating an exceedance of an applicable TMDL-related NAL or NEL or Basin Plan parameter shall be submitted to SMARTS within 30 days of obtaining the analytical results.
The 2022 CGP prohibits the storm water discharges that contain hazardous substances equal to or in excess of reportable quantities established in 40 C.F.R. §§ 117.3 and 302.4. The results of any non-stormwater discharge results that indicate the presence of a hazardous substance in excess of established reportable quantities shall be immediately reported to the Regional Water Board and other agencies as required by 40 C.F.R. §§ 117.3 and 302.4.
The QSP shall compare the runoff sample results to the applicable TMDL to determine whether the TMDL have been exceeded, see Table 7-8.
CASQA Traditional SWPPP Template 7-13 August 2023
for the 2022 CGP
Table 7-8 TMDL NAL and NEL Exceedances
Standard Exceedance Evaluation
TMDL NAL An exceedance occurs on the second, and each subsequent, analytical result for samples taken from any and all discharge location(s) within the same drainage area, during the same reporting year and taken in accordance with Attachment D Section III.D.3, that is above the concentration set forth in an applicable NAL.
TMDL NEL An exceedance occurs on the second, and each subsequent, analytical result for samples taken from any and all discharge location(s) within the same drainage area, during the same reporting year and taken in accordance with Attachment D Section III.D.3, that is above the concentration set forth in an applicable NEL.
In the event that the TMDL is exceeded, the QSP shall immediately notify [Name of Owners Representative] and investigate the cause of the exceedance and identify corrective actions.
The LRP or DAR shall electronically report all analytical results to the State Water Board by the through SMARTS within 30 days of receiving the results. Exceedances of shall be electronically reported to the State Water Board by the LRP or DAR through SMARTS within 10 days of receiving the results.
If requested by the Regional Water Board in writing, a TMDL NAL Exceedance report will be submitted within 30 days of the request. The TMDL NAL Exceedance Report must contain the following information:
Analytical method(s), method reporting unit(s), and Method Detection Limit(s) of each parameter;
Date, place, time of sampling, visual observation, and/or measurements, including precipitation; and
Description of the current BMPs associated with the sample that exceeded the TMDL NAL, a description of each corrective action taken including photographs, and date of implementation.
In the event of a TMDL NEL exceedance, by the end of each reporting year, project shall implement the following water quality based corrective actions:
Conducting a site assessment to identify pollutant source(s) within the site that are associated with construction activity and whether the BMPs described in the SWPPP have been properly implemented;
Evaluating the SWPPP and its implementation to determine whether additional BMPs or SWPPP implementation measures are necessary to reduce or prevent pollutants in all regulated discharges to comply applicable NELs, and
Certifying and submitting through SMARTS a report of the above site assessment and SWPPP evaluation that:
o Additional BMPs or SWPPP implementation measures have been identified and included in the SWPPP, or
o No additional BMPs or SWPPP implementation measures are required to reduce or prevent pollutants in all regulated discharges to comply with applicable NELs.
CASQA Traditional SWPPP Template 7-14 August 2023
for the 2022 CGP
7.7.2 Sampling and Analysis Plan for pH and Turbidity in Stormwater Runoff Discharges
Sampling and analysis of runoff for pH and turbidity is not required for Risk Level 1 projects.
Sampling and analysis of runoff for pH and turbidity is required for this project. This Sampling and Analysis Plan describes the strategy for monitoring turbidity and pH levels of stormwater runoff discharges from the project site and run-on that may contribute to an exceedance of a Numeric Action Level (NAL).
Samples for pH and turbidity will be collected at all discharge points where stormwater is discharged off-site.
7.7.2.1 Sampling Schedule
Stormwater runoff samples shall be collected for pH and turbidity from each day of a qualifying precipitation event that results in a discharge from the project site. One sample from each discharge location will be collected each 24 hour period of active discharge during a qualifying precipitation event. Samples should be representative of the discharge flow and characteristics.
Run-on samples shall be collected whenever the QSP identifies that run-on has the potential to contribute to an exceedance of a NAL.
7.7.2.2 Sampling Locations
Sampling locations are based on the site runoff discharge locations and locations where run-on enters the site, accessibility for sampling, and personnel safety. Planned pH and turbidity sampling locations are shown on the Site Maps in Appendix A and include the locations 7 sampling location(s) on the project site and the contractor’s yard have been identified for the collection of runoff samples.
Table 7-9 Turbidity and pH Runoff Sample Locations
Sample Location
Identifier Sample Location Description
Sample Location
Latitude and
Longitude (Decimal
Degrees)
Outlet A Located at the Northwest portion of the site
on Faraday Ave
N33°08’17.77”
W117°18’21.43”
Outlet B Located at the West portion of the site, to the south of outlet A on Faraday Ave
N33°08’15.81”
W117°18’20.30”
Outlet C Located at the West portion of the site, to the south of outlet B on Faraday Ave
N33°08’14.50”
W117°18’19.54”
Outlet D Located on the southwest side of the site on
Faraday Ave
N33°08’06.63”
W117°18’10.53”
Outlet E Located on the south side of the site, east of outlet D on Faraday Ave.
N33°08’02.47”
W117°18’06.12”
Outlet F Located on the south side of the site, east of outlet E on Faraday Ave.
N33°07’59.62”
W117°18’01.75”
CASQA Traditional SWPPP Template 7-15 August 2023
for the 2022 CGP
3 sampling locations have been identified for the collection of run-on samples where the run-on has the potential to contribute to an exceedance of a NAL or a Receiving Water Monitoring Trigger. Table 7-10 identifies the run-on sample locations.
Table 7-10 Turbidity and pH Run-On Sample Locations
Sample Location
Identifier Sample Location Description
Sample Location Latitude
and Longitude
(Decimal Degrees)
Outlet G Located on the south side of the site,
east of outlet F on Faraday Ave.
N33°07’58.87”
W117°17’57.48”
Outlet H
Located on the north east portion of
the property above limits of
disturbance.
N33°08’19.07”
W117°18’14.69”
Outlet J
Located on the south east portion of
the property above limits of
disturbance.
N33°08’06.95”
W117°18’02.18”
Outlet K
Located on the south east portion of
the property above limits of
disturbance.
N33°08’06.89”
W117°17’58.85”
The project does not receive run-on with the potential to exceed NALs or Receiving Water Monitoring Triggers.
7.7.2.3 Monitoring Preparation
Turbidity and pH samples will be collected and analyzed by:
QSP [Name] ☒ Yes ☐ No
QSD Delegate [Name] ☒ Yes ☐ No
An adequate stock of monitoring supplies and equipment for monitoring turbidity and will be available on the project site prior to a sampling event. Monitoring supplies and equipment will be stored in a cool temperature environment that will not come into contact with rain or direct sunlight. The QSP or QSP Delegates will be available to collect samples in accordance with the sampling schedule. Supplies maintained at the project site will include, but are not limited to, field meters, extra batteries, clean powder-free nitrile gloves, sample collection equipment, appropriate sample containers, paper towels, personal rain gear, and Effluent Sampling Field Log Sheets and CoC forms provided in Appendix O.
The QSP or QSP Delegates will obtain and maintain the field-testing instruments, as identified in Section 7.7.2.6, for analyzing samples in the field. Field meter instructions are provided in Appendix P.
7.7.2.4 Field Parameters
Samples shall be analyzed for the constituents indicated in the Table 7-11.
CASQA Traditional SWPPP Template 7-16 August 2023
for the 2022 CGP
Table 7-11 Sample Collection and Analysis for Monitoring Turbidity and pH Parameter Test Method
Minimum
Sample
Volume (1)
Sample Collection
Container Type
Detection
Limit
(minimum)
Turbidity
Field meter/probe with
calibrated portable
instrument
500 mL
Polypropylene or glass
(Do not collect in
meter sample cells)
1 NTU
pH
Field meter/probe with
calibrated portable
instrument or calibrated
pH test kit
100 mL Polypropylene 0.2 pH units
Notes: 1 Minimum sample volume recommended. Specific volume requirements will vary by instrument; check instrument manufacturer instructions.
L – Liter
mL – Milliliter
NTU – Nephelometric Turbidity Unit
7.7.2.5 Sample Collection
Samples of discharge shall be collected at the designated runoff and run-on sampling locations listed in Tables 7-9 and 7-10 shown on the Site Maps in Appendix A. Run-on samples shall be collected within close proximity of the point of run-on to the project.
Sample collection and handling requirements are described in Section 7.7.7.
7.7.2.6 Field Measurements
The collection and analysis of samples for field analysis, collection, analysis and the calibration of equipment shall be in accordance with the field instrument manufacturer’s specifications.
Immediately following collection, samples for field analysis shall be tested in accordance with the field instrument manufacturer’s instructions and results recorded on the Effluent Sampling Field Log Sheet.
The field instrument(s) listed in Table 7-12 will be used to analyze the following constituents:
Table 7-12 Field Instruments
Field Instrument
(Manufacturer and Model) Constituent
pH
Turbidity
The manufacturers’ instructions are included in Appendix P. Field sampling staff shall review the instructions prior to each sampling event and follow the instructions in completing measurement of the samples.
The instrument(s) shall be maintained in accordance with manufacturer’s instructions. The instrument(s) shall be calibrated before each sampling and analysis event.
CASQA Traditional SWPPP Template 7-17 August 2023
for the 2022 CGP
Maintenance and calibration records shall be maintained with the SWPPP.
The QSP may authorize alternate equipment provided that the equipment meets the 2022 CGP’s requirements and the manufacturers’ instructions for calibration and use are added to Appendix P.
7.7.2.7 Data Evaluation and Reporting
The LRP or DAR shall electronically report all stormwater pH and turbidity results to the State Water Board by the through SMARTS within 30 days of receiving the results. Exceedances of NALs shall be electronically reported to the State Water Board by the LRP or DAR through SMARTS within 10 days of receiving the results.
Numeric Action Levels
Compliance with the NALs for pH and turbidity is based on a single sample evaluation. A NAL exceedance occurs when any sample exceeds the turbidity NAL or is outside of the pH range shown in Table 7-13.
Table 7-13 Numeric Action Levels
Parameter Unit NAL
pH pH units Lower NAL < 6.5
Upper NAL > 8.5
Turbidity NTU >250
The QSP shall within (10) days of the sample collection submit copies of the completed Effluent Sampling Field Log Sheets to City of Carlsbad.
In the event that the pH or turbidity NAL is exceeded, the QSP shall immediately notify City of Carlsbad and investigate the cause of the exceedance and identify corrective actions.
Exceedances of NALs shall be electronically reported to the State Water Board by the LRP or DAR through the SMARTS within 10 days of the conclusion of the storm event.
If requested by the Regional Water Board in writing, a NAL Exceedance report will be submitted within 30 days of the request. The NAL Exceedance Report must contain the following information:
Analytical method(s), method reporting unit(s), and Method Detection Limit(s) of each parameter;
Date, place, time of sampling, visual observation, and/or measurements, including precipitation; and
An assessment of the existing BMPs associated with the sample that exceeded the NAL, a description of each corrective action taken including photographs, and date of implementation.
Receiving Water Monitoring Triggers
This project is not subject to Receiving Water Monitoring Triggers because it does not directly discharge to a receiving water.
CASQA Traditional SWPPP Template 7-18 August 2023
for the 2022 CGP
7.7.3 Sampling and Analysis Plan for pH and Turbidity in Receiving Water
This project is not subject to Receiving Water Monitoring. water monitoring is not required.
7.7.4 Sampling and Analysis Plan for Dewatering Discharges ☒ No dewatering activities are planned for this project. ☐ Dewatering activities planned for this project will be conducted and monitored according to the requirements of the following NPDES Permit: [insert name and order number of the permit.]
☐ Dewatering activities planned for this project will be conducted and monitored according to the requirements of the 2022 CGP Attachment J.
This Sampling and Analysis Plan for dewatering discharges describes the sampling and analysis strategy and schedule for monitoring dewatering discharges in accordance with the requirements of the 2022 CGP.
CASQA Traditional SWPPP Template 7-19 August 2023
for the 2022 CGP
7.7.5 Sampling and Analysis Plan for Other Pollutants Required by the Regional Water Board
The Regional Water Board has not specified monitoring for additional pollutants.
7.7.6 Training of Sampling Personnel
QSP Delegates assigned to conduct sampling shall be trained by the QSP to collect, maintain, and ship samples in accordance with the 2022 CGP Sample Collection and Handling Instructions and supplemental information as needed. Training records of QSP Delegates assigned to sample are provided in Appendix I.
The QSP and QSP Delegates have received the following stormwater sampling training:
Name Training
INSERT LIST OF TRAINING COURSES
INSERT LIST OF TRAINING COURSES
The QSP and QSP Delegates have the following stormwater sampling experience:
Name Experience
INSERT LIST OF STORMWATER SAMPLING EXPERIENCE
INSERT LIST OF STORMWATER SAMPLING EXPERIENCE
7.7.7 Sample Collection and Handling
7.7.7.1 Sample Collection
Samples shall be collected at the designated sampling locations shown on the Site Maps and listed in the preceding sections. Samples shall be collected, maintained and shipped in accordance with the 2022 CGP Sample Collection and Handling Instructions.
Grab samples shall be collected and preserved in accordance with the methods identified in preceding sections.
To maintain sample integrity and prevent cross-contamination, sample collection personnel shall follow the protocols below.
Collect samples (for laboratory analysis) in analytical laboratory-provided or specified sample containers;
o Use of any other type of containers could cause sample contamination and may result in NAL or NEL exceedances.
Wear clean, powder-free nitrile gloves when collecting samples; Change gloves whenever something not known to be clean has been touched; Change gloves between sampling locations;
Decontaminate all equipment (e.g., bucket, tubing) prior to sample collection; o using a trisodium phosphate water wash, distilled water rinse, and final rinse with distilled water..
o Dispose of wash and rinse water appropriately (i.e., do not discharge to storm drain or receiving water).
CASQA Traditional SWPPP Template 7-20 August 2023
for the 2022 CGP
o Do not decontaminate laboratory provided sample containers; Do not smoke during sampling events;
Never sample near a running vehicle;
Do not park vehicles in the immediate sample collection area (even non-running vehicles);
Do not eat or drink during sample collection; and
Do not breathe, sneeze, or cough in the direction of an open sample container.
The most important aspect of grab sampling is to collect a sample that represents the entire runoff stream. Typically, samples are collected by dipping the collection container in the runoff flow paths and streams as noted below.
i. For small streams and flow paths, simply dip the bottle facing upstream until full. ii. For larger stream that can be safely accessed, collect a sample in the middle of the flow stream by directly dipping the mouth of the bottle. Once again making sure that the opening of the bottle is facing upstream as to avoid any contamination by the sampler. iii. For larger streams that cannot be safely waded, pole-samplers may be needed to safely access the representative flow.
iv. Avoid collecting samples from ponded, sluggish or stagnant water. v. Avoid collecting samples directly downstream from a bridge as the samples can be affected by the bridge structure or runoff from the road surface.
Note, that depending upon the specific analytical test, some containers may contain preservatives. These containers should never be dipped into the stream but filled indirectly from the collection container.
7.7.7.2 Sample Handling
Turbidity and pH measurements must be conducted immediately. Do not store turbidity or pH samples for later measurement.
Samples for laboratory analysis must be handled as follows. Immediately following sample collection:
Cap sample containers;
Complete sample container labels;
Place sealed containers in a re-sealable storage bag; Place sample containers into an ice-chilled cooler;
Document sample information on the Effluent Sampling Field Log Sheet (Appendix O); and
Complete the CoC.
All samples for laboratory analysis must be maintained between 0-6 degrees Celsius during delivery to the laboratory. Samples must be kept on ice, or refrigerated, from sample collection through delivery to the laboratory. Place samples to be shipped inside coolers with ice. Make sure the sample bottles are well packaged to prevent breakage and secure cooler lids with packaging tape.
Ship samples that will be laboratory analyzed to the analytical laboratory right away. Hold times are measured from the time the sample is collected to the time the sample is analyzed. The 2022 CGP requires that samples be received by the analytical laboratory within 48 hours of the physical sampling (unless required sooner by the analytical laboratory to meet all hold times).
Laboratory Name:
CASQA Traditional SWPPP Template 7-21 August 2023
for the 2022 CGP
Address:
City, State Zip:
Telephone
Number:
Point of Contact:
7.7.7.3 Sample Documentation Procedures
All original data documented on sample container identification labels, Effluent Sampling Field Log Sheet (Appendix O), and CoCs shall be recorded using waterproof ink. These shall be considered accountable documents. If an error is made on an accountable document, the individual shall make corrections by lining through the error and entering the correct information. The erroneous information shall not be obliterated. All corrections shall be initialed and dated.
Duplicate samples shall be identified consistent with the numbering system for other samples to prevent the laboratory from identifying duplicate samples. Duplicate samples shall be identified in the Effluent Sampling Field Log Sheet.
Sample documentation procedures include the following:
Sample Bottle Identification Labels: Sampling personnel shall attach an identification label to each sample bottle. Sample identification shall uniquely identify each sample location. (These location identifiers should be listed in the tables in the SWPPP.) Field Log Sheets: Sampling personnel shall complete the Effluent Sampling Field Log Sheet and Receiving Water Sampling Field Log Sheet (Appendix O) for each sampling event, as appropriate.
Chain of Custody: Sampling personnel shall complete the CoC for each sampling event for which samples are collected for laboratory analysis. The sampler will sign the CoC (Appendix O) when the sample(s) is turned over to the testing laboratory or courier.
7.8 Active Treatment System Monitoring
Will an Active Treatment System (ATS) be deployed on the site? ☐ Yes ☒ No
This project does not require a project specific Sampling and Analysis Plan for an ATS because deployment of an ATS is not planned.
The project specific ATS Plan includes a Monitoring and Sampling Plan. The ATS Plan is provided in Appendix R.
7.9 Passive Treatment Monitoring
Will passive treatment technologies be deployed on the site? ☐ Yes ☒ No
This project does not require a project specific Sampling and Analysis Plan for passive treatment because deployment of passive treatment is not planned.
The project specific Passive Treatment Plan includes a Sampling and Analysis Plan. The Passive Treatment Plan is provided in Appendix R.
CASQA Traditional SWPPP Template 7-22 August 2023
for the 2022 CGP
7.10 Watershed Monitoring Option
This project is not participating in a watershed monitoring option.
7.11 Quality Assurance and Quality Control
An effective Quality Assurance and Quality Control (QA/QC) plan shall be implemented as part of the CSMP to ensure that analytical data can be used with confidence. QA/QC procedures to be initiated include the following:
Field logs;
Clean sampling techniques;
CoCs;
QA/QC Samples; and
Data verification.
Each of these procedures is discussed in more detail in the following sections.
7.11.1 Field Logs
The purpose of field logs is to record sampling information and field observations during monitoring that may explain any uncharacteristic analytical results. Sampling information to be included in the field log include the date and time of water quality sample collection, sampling personnel, sample container identification numbers, and types of samples that were collected.
Field observations should be noted in the field log for any abnormalities at the sampling location (color, odor, BMPs, etc.). Field measurements for pH and turbidity should also be recorded in the field log. A Visual Inspection Field Log and an Effluent Sampling Field Log Sheet are included in Appendix O.
7.11.2 Clean Sampling Techniques
Clean sampling techniques involve the use of certified clean containers for sample collection and clean powder-free nitrile gloves during sample collection and handling. As discussed in Section 7.7.7, adoption of a clean sampling approach will minimize the chance of field contamination and questionable data results.
7.11.3 Chain of Custody
The sample CoC is an important documentation step that tracks samples from collection through analysis to ensure the validity of the sample. Sample CoC procedures include the following:
Proper labeling of samples;
Use of CoC forms for all samples; and
Prompt sample delivery to the analytical laboratory.
Analytical laboratories usually provide CoC forms to be filled out for sample containers. An example CoC is included in Appendix O.
7.11.4 QA/QC Samples
QA/QC samples provide an indication of the accuracy and precision of the sample collection; sample handling; field measurements; and analytical laboratory methods. The following types of QA/QC will be conducted for this project:
CASQA Traditional SWPPP Template 7-23 August 2023
for the 2022 CGP
☐ Field Duplicates at a frequency of [5 percent or 1 duplicate minimum per sampling event]
(Required for all sampling plans with field measurements or laboratory analysis) ☐ Equipment Blanks at a frequency of [Insert frequency required by method] (Only needed if the equipment used to collect samples could add the pollutants to sample) ☐ Field Blanks at a frequency of [Insert frequency required by method] (Only required if sampling method calls for field blanks) ☐ Travel Blanks at a frequency of [Insert frequency required by method] (Required for sampling plans that include VOC laboratory analysis)
7.11.4.1 Field Duplicates
Field duplicates provide verification of laboratory or field analysis and sample collection.
Duplicate samples shall be collected, handled, and analyzed using the same protocols as primary samples. The sample location where field duplicates are collected shall be randomly selected from the discharge locations. Duplicate samples shall be collected immediately after the primary sample has been collected. Duplicate samples must be collected in the same manner and as close in time as possible to the original sample. Duplicate samples shall not influence any evaluations or conclusion.
7.11.4.2 Equipment Blanks
Equipment blanks provide verification that equipment has not introduced a pollutant into the sample. Equipment blanks are typically collected when:
New equipment is used;
Equipment that has been cleaned after use at a contaminated site; Equipment that is not dedicated for surface water sampling is used; or Whenever a new lot of filters is used when sampling metals.
7.11.4.3 Field Blanks
Field blanks assess potential sample contamination levels that occur during field sampling activities. De-ionized water field blanks are taken to the field, transferred to the appropriate container, and treated the same as the corresponding sample type during the course of a sampling event.
7.11.4.4 Travel Blanks
Travel blanks assess the potential for cross-contamination of volatile constituents between sample containers during shipment from the field to the laboratory. De-ionized water blanks are taken along for the trip and held unopened in the same cooler with the VOC samples.
7.11.5 Data Verification
After results are received from the analytical laboratory, the QSP or QSP Delegates shall verify the data to ensure that it is complete, accurate, and the appropriate QA/QC requirements were met. Data must be verified as soon as the data reports are received. Data verification shall include:
Check the CoC and laboratory reports.
Make sure all requested analyses were performed and all samples are accounted for in the reports.
CASQA Traditional SWPPP Template 7-24 August 2023
for the 2022 CGP
Check laboratory reports to make sure hold times were met and that the reporting levels meet or are lower than the reporting levels agreed to in the contract. Check data for outlier values and follow up with the laboratory.
Occasionally typographical errors, unit reporting errors, or incomplete results are reported and should be easily detected. These errors need to be identified, clarified, and corrected quickly by the laboratory. The QSP or QSP Delegates should especially note data that is an order of magnitude or more different than similar locations or is inconsistent with previous data from the same location. Check laboratory QA/QC results.
EPA establishes QA/QC checks and acceptable criteria for laboratory analyses. These data are typically reported along with the sample results. The QSP or QSP Delegates shall evaluate the reported QA/QC data to check for contamination (method, field, and equipment blanks), precision (laboratory matrix spike duplicates), and accuracy (matrix spikes and laboratory control samples). When QA/QC checks are outside acceptable ranges, the laboratory must flag the data, and usually provides an explanation of the potential impact to the sample results. Check the data set for outlier values and, accordingly, confirm results and re-analyze samples where appropriate.
Sample re-analysis should only be undertaken when it appears that some part of the QA/QC resulted in a value out of the accepted range. Sample results may not be discounted unless the analytical laboratory identifies the required QA/QC criteria were not met and confirms this in writing.
Field data including inspections and observations must be verified as soon as the field logs are received, typically at the end of the sampling event. Field data verification shall include:
Check field logs to make sure all required measurements were completed and appropriately documented;
Check reported values that appear out of the typical range or inconsistent; Follow-up immediately to identify potential reporting or equipment problems, if appropriate, recalibrate equipment after sampling;
Verify equipment calibrations;
Review observations noted on the field logs; and
Review notations of any errors and actions taken to correct the equipment or recording errors.
7.12 Records Retention
All records of stormwater monitoring information and copies of reports (including Annual Reports) must be retained for a period of at least three years from date of submittal or longer if required by the Regional Water Board.
Results of visual monitoring, field measurements, and laboratory analyses must be kept in the SWPPP along with CoCs, and other documentation related to the monitoring.
Records are to be kept onsite while construction is ongoing. Records to be retained include:
The date, place, and time of inspections, sampling, visual observations, and/or measurements, including precipitation;
The individual(s) who performed the inspections, sampling, visual observation, and/or field measurements;
The date and approximate time of field measurements and laboratory analyses; The individual(s) who performed the laboratory analyses;
CASQA Traditional SWPPP Template 7-25 August 2023
for the 2022 CGP
A summary of all analytical results, the method detection limits and reporting limits, and the analytical techniques or methods used;
Rain gauge readings from site inspections;
QA/QC records and results;
Calibration records;
Visual observation and sample collection exception records; The records of any corrective actions and follow-up activities that resulted from analytical results, visual observations, or inspections; [Dewatering notifications to the Regional Water Board;] [Dewatering exception notifications to the Regional Water Board and local stormwater agency;]
[NAL Exceedance Report];
[NEL water quality based corrective action reports]; and [Add specific records required by TMDLs].
CASQA Traditional SWPPP Template 8-1 August 2023
for the 2022 CGP
Section 8 References
Project Plans and Specifications for Veterans Memorial Park dated October 16th 2023, prepared by CivTEC Civil Engineering Consultants.
SWRCB (State Water Resources Control Board). (2022). Order 2022-0057-DWQ, NPDES General Permit No. CAS000002: Stormwater Discharges Associated with Construction and Land Disturbing Activities. Available online at:
https://www.waterboards.ca.gov/water_issues/programs/stormwater/construction/general_pe rmit_reissuance.html.
CASQA 2023. Stormwater BMP Handbook: Construction. Available online at: www.casqa.org [Include additional references as needed]
CASQA Traditional SWPPP Template A-1 August 2023
for the 2022 CGP
Appendix A: Site Maps and Drawings
CASQA Traditional SWPPP Template A -1 August 2023
for the 2022 CGP
Appendix A: Site Maps and Drawings
EXISTING CONDITION
1 HYD-1.1
075150300
SCALE: 1" = 150'
S
W
E
LEGEND
DIRECTION OF RUNOFF
DRAINAGE FLOW LINE
NODE NUMBER
SUBAREA DESIGNATION
WATERSHED BORDER
ACREAGE
1 0.7
A
NOTE:
ASSUME ALL SOIL GROUP D.
DRAWING NUMBER: PREPARED BY:
CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected]
SCALE:
DATE:
DRAWN BY:
CHECKED BY:
PLOT DATE:7/4/24
VETERANS MEMORIAL PARK
HYDROLOGY MAP
CARLSBAD, CAJN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640
PER PLAN
STAFF
TEC
NOT FOR CONSTRUCTION
7/4/24
7/4/24
WHITMAN WAY
CANNON RD.
TOLKIEN WAY
FARADAY AVE.
WATERSHED SUBAREA BORDER
1.2OUTLET 'A'
(48.2±) INV 30" RCP
Q(2) = 2.02 cfs
Q(25) = 3.53 cfs
Q(50) = 3.87 cfs
Q(100) = 4.54 cfs
2.2OUTLET 'B'
(49.3±) INV 18" RCP
Q(2) = 0.45 cfs
Q(25) = 0.79 cfs
Q(50) = 0.87 cfs
Q(100) = 1.02 cfs
3.2OUTLET 'C'
(45.5±) INV 30" RCP
Q(2) = 18.71 cfs
Q(25) = 32.75 cfs
Q(50) = 35.87 cfs
Q(100) = 42.11 cfs
4.2OUTLET 'D'
(94.0±) INV 18" RCP
Q(2) = 0.86 cfs
Q(25) = 1.51 cfs
Q(50) = 1.65 cfs
Q(100) = 1.94 cfs
5.2OUTLET 'E'
(72.6±) INV 36" RCP
Q(2) = 32.22 cfs
Q(25) = 56.38 cfs
Q(50) = 61.75 cfs
Q(100) = 72.49 cfs
6.2OUTLET 'F'
(102.5±) INV 18" RCP
Q(2) = 1.19 cfs
Q(25) = 2.08 cfs
Q(50) = 2.28 cfs
Q(100) = 2.68 cfs
7.2OUTLET 'G'
(111.6±) INV 18" RCP
Q(2) = 4.79 cfs
Q(25) = 8.39 cfs
Q(50) = 9.19 cfs
Q(100) = 10.78 cfs
2.52 A
0.48 B
1.01 D
34.48 C
49.26 E.1
7.17 G
1.37 F
(93.0±) FG
(108.0±) FG
1.15 1.1
0.12 ACRES
L = 100'
L = 105'(59.0±) FG2.1
(258.0±) FG3.15
0.11 ACRES
L = 100'
(268.0±) FG3.1
(200.0±) FG4.1
0.11 ACRES
L = 100'
(186.0±) FG4.15
L = 340'
(270.0±) FG5.1
0.54 ACRES
L = 100'
(266.0±) FG5.15
L = 2,375'
4.40 E.2
(126.9±) FL5.3
0.10 ACRES
L = 100'
(126.1±) FL5.35
(95.7±) FL
(86.0±) INV 24"5.4
(84.0±) INV
24" SD5.5
L = 1,325' L = 1,945'
L =82'
(158.0±) FG
0.12 ACRES
L = 100'
(148.0±) FG
L = 290'
6.1 6.15
(233.0±) FG7.1
0.15 ACRES
L = 100'
(226.0±) FG7.15
L = 1,000'
L = 525'
10'
10'
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLEPARKING
ELECTRIC
VEHICLEPARKING
ONLY
ELECTRICVEHICLEPARKING
ONLY
ELECTRICVEHICLEPARKINGONLY
ELECTRIC
VEHICLE
PARKINGONLY
ELECTRICVEHICLEPARKING
ONLY
ELECTRICVEHICLEPARKING
ONLY
ELECTRICVEHICLEPARKING
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKINGELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKING
ONLY
VAN
VAN
VAN
VAN
VAN
VAN
VAN
PROPOSED CONDITION
2 HYD-1.2
075150300
SCALE: 1" = 150'
S
W
E
LEGEND
DIRECTION OF RUNOFF
DRAINAGE FLOW LINE
NODE NUMBER
SUBAREA DESIGNATION
WATERSHED BORDER
ACREAGE
1 0.7
A
NOTE:
ASSUME ALL SOIL GROUP D.
DRAWING NUMBER: PREPARED BY:
CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected]
SCALE:
DATE:
DRAWN BY:
CHECKED BY:
PLOT DATE:7/4/24
VETERANS MEMORIAL PARK
HYDROLOGY MAP
CARLSBAD, CAJN 101.176
SHEET ___ OF 2
THOMAS E. CARCELLI, R.C.E. #81640
PER PLAN
STAFF
TEC
NOT FOR CONSTRUCTION
7/4/24
7/4/24
CANNON RD.
TOLKIEN WAY
FARADAY AVE.
WATERSHED SUBAREA BORDER
1.32 A
0.95 D
18.11 C.1
17.51 E.1
7.17 G
1.37 F
18.55 C.2
11.28 E.5
0.41 B.1
7.93 E.3
1.2OUTLET 'A'
(48.2±) INV 30" RCP
Q(2) = 1.36 cfs
Q(25) = 2.41 cfs
Q(50) = 2.64 cfs
Q(100) = 3.10 cfs
2.2OUTLET 'B'
(49.3±) INV 18" RCP
Q(2) = 1.71 cfs
Q(25) = 2.99 cfs
Q(50) = 3.27 cfs
Q(100) = 3.84 cfs
3.2OUTLET 'C'
(45.5±) INV 30" RCP
Q(2) = 23.74 cfs
Q(25) = 41.92 cfs
Q(50) = 45.98 cfs
Q(100) = 54.10 cfs
4.2OUTLET 'D'
(94.0±) INV 18" RCP
Q(2) = 0.83 cfs
Q(25) = 1.45 cfs
Q(50) = 1.59 cfs
Q(100) = 1.86 cfs
5.2OUTLET 'E'
(72.6±) INV 36" RCP
Q(2) = 35.02 cfs
Q(25) = 61.35 cfs
Q(50) = 67.22 cfs
Q(100) = 78.94 cfs
6.2OUTLET 'F'
(102.5±) INV 18" RCP
Q(2) = 1.32 cfs
Q(25) = 2.34 cfs
Q(50) = 2.57 cfs
Q(100) = 3.03 cfs
7.2OUTLET 'G'
(111.6±) INV 18" RCP
Q(2) = 4.79 CFS
Q(25) = 8.39 CFS
Q(50) = 9.19 CFS
Q(100) = 10.78 CFS
3.75 E.6
(95.7±) FL
(86.0±) INV 24"5.33
L = 1,325'
L =85'
(258.0±) FG3.02
0.11 ACRES
L = 100'
(268.0±) FG3.01
(270.0±) FG5.01
0.54 ACRES
L = 100'
(266.0±) FG5.02
(233.0±) FG7.01
0.15 ACRES
L = 100'
(226.0±) FG7.02
(126.9±) FL5.31
0.10 ACRES
L = 100'
(126.1±) FL5.32
82.0 FS1.02
0.15 ACRES
L = 100'
91.8 FS1.01
L = 265'
55.8 TG
54.7 INV1.03
L=95'
68.3 FS2.01
0.05 ACRES
L = 100'
65.7 FL
62.5 INV2.02
L = 1,815'
87.5 TG
82.5 INV3.03
L = 715'
L = 1,085'
L = 780'
0.33 ACRES
206.0 FS3.05
0.24 ACRES
L = 100'
216.9 FS3.04
190.0 TG
187.0 INV3.06
204.0 FG4.01
0.11 ACRES
L = 100'
178.0 FG4.02
L = 275'
113.0 TG
105.3 INV4.03
L = 1,420'
110.0 TG
106.8 INV5.03
L = 490'
155.0 FS
129.5 TG
126.5 INV5.17
0.13 ACRES
L = 170'
5.16 L = 550'
108.3 INV
105.8 INV
160.0 FG6.01
129.5 TG
126.0 INV
0.17 ACRES
L = 145'
6.02 6.03
L = 415'
123.8 TG
117.3 INV5.07
12.75 E.2
105.3 INV5.04
L=55'
108.5 TG
103.0 INV5.15
103.5 TG
99.0 INV5.11
0.54 E.4
(270.0±) FS5.05
173.0 FS5.13
247.4 FS5.09
54.3 INV
51.75 INV1.04
L=20'
54.3 INV
51.75 INV2.03
L=60' L=80'
54.8 INV
52.25 INV3.07
L=75'
L = 105'
L = 150'
0.30 ACRES
L = 100'
(266.0±) FG5.06
L = 1,310'
98.0 INV5.12
89.9 INV5.08
81.3 INV
78.8 INV5.18
0.16 ACRES
L = 100'
218.0 FS5.10
L = 325'
L = 70'
L = 135'
153.0 FS5.14
L = 235'
0.12 ACRES
L = 100'
L = 175'
L = 150'
L = 90'
L =35'
L = 1,000'
0.41 B.2
WHITMAN
WAY
CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] July 4, 2024
VETERANS MEMORIAL PARK
- TITLE SHEET -
PROJECT
LOCATION
DWG. 369-2
GRADING AND DRAINAGE PLANS FOR FARADAY AVE.
DWG. 377-3
KELLY RANCH CORE AREA
DWG. 377-3A
KELLY RANCH CORE
DWG. 478-5H
CARLSBAD DESALINATION CONVEYANCE PIPELINE
civTEC
999 CORPORATE DR., SUITE #100
LADERA RANCH, CA 92694
949-463-8822
C-81640
SEPT. 30, 2025
AERIAL
TOPOGRAPHY AND FIELD SURVEY
PSOMAS.
APN: 212-271-03-00
1995736.57 6240281.31 REF. STATIONS PER ROS 17271
REF. STATIONS PER ROS 17271: 105, 109, 58, 57, 56, 130
ELEVATIONS SHOWN HEREON BASED UPON CITY OF CARLSBAD
LOCAL NGVD29 DATUM.
THE COORDINATES SHOWN HEREON ARE BASED UPON THE
CALIFORNIA COORDINATE SYSTEM OF 1983, CCS83, ZONE 6, (EPOCH 1999.92) IN ACCORDANCE WITH THE CALIFORNIA PUBLIC RESOURCES CODE SECTIONS 8801-8819; SAID COORDINATES ARE BASED LOCALLY
UPON FIELD-OBSERVED TIES TO THE FOLLOWING CALIFORNIA SPATIAL REFERENCE NETWORK, OR EQUIVALENT STATIONS:
REFERENCED STATIONS CONNECTED PER ROS 17271: 105, 109, 58, 57, 56, 130
SOUTHERN CALIFORNIA GEOTECHNICAL
PROJECT NO. 19G109-2 APRIL 7, 2020
CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] July 4, 2024
TITLE SHEET 1
INDEX MAP/DETAILS 2
STREET PLAN/PROFILE SHEET 3
STREET PLAN GRADING DETAIL SHEET 4
PUBLIC WATER / SEWER PLAN 5
1 5
20 CITY OF CARLSBAD
THOMAS E. CARCELLI
1200 CARLSBAD VILLAGE DRIVE
CARLSBAD, CA 92008
442-339-2820
civTEC
N/A
7454 JUNE 15, 2022
N/A
BIOFILTRATION
AREA WITH
UNDERDRAIN
CITY OF
CARLSBAD
SEE SWQMP SEE DWG.
546-1A SEE SWQMP
NOTICE TO THE CONTRACTOR
THE ESTIMATES OF IMPROVEMENT QUANTITIES AS SHOWN HEREON ARE PROVIDED FOR SATISFYING PLAN CHECK INFORMATION REQUIREMENTS ONLY. THE CONTRACTOR SHALL PERFORM AN
INDEPENDENT ESTIMATE OF ALL IMPROVEMENT QUANTITIES, AND SHALL USE SAME AS A BASIS FOR HIS BID(S) AND CONTRACT(S).
TRENCH RESURFACING CITY STD. NO. GS-26 & GS-28 * 210 LF 2" WATER SERVICE AND METER CMWD STD. DWG. NO. W-4 ** 2 EA CONNECT TO EXIST. WATER LINE CMWD STD. DWG. NO. W-9 2 EA WITH NEW TEE AND THRUST BLOCK & W-19 **
2" PVC (SCH 80) WATER LINE CMWD STD. DWG. NO. W-2 ** 80 LF 8" PVC (C900, DR18) WATER LINE CMWD STD. DWG. NO. W-2 ** 125 LF 6" PVC (SDR 35) SEWER LINE CMWD STD. DWG. NO. S-7 ** 46 LF SAWCUT AND REMOVE N/A N/A 970 SF
EXIST. PAVEMENT
SAWCUT AND REMOVE N/A N/A 215 SF
EXIST. DRIVEWAY
SAWCUT AND REMOVE N/A N/A 210 LF
EXIST. CURB & GUTTER
SAWCUT AND REMOVE N/A N/A 1,200 SF
EXIST. SIDEWALK
CURB S.D.R.S.D. G-01 145 LF
CURB & GUTTER S.D.R.S.D. G-02 24 LF
ALLEY APRON, MODIFIED S.D.R.S.D. G-17 305 SF
18" WIDE U-CHANNEL DETAIL 1, SHEET 2 145 LF
WITH SOLID STEEL COVER
CURB RAMP S.D.R.S.D. G-27 & G-32B 4 EA
FULL-DEPTH A.C. PAVEMENT DETAIL 2, SHEET 2 230 LF
COMMERCIAL DRIVEWAY S.D.R.S.D. G-14B *** 380 SF
REMOVE EXIST. SERVICE AND CAP CMWD STD. SPECS. N/A 1 EA 8" GATE VALVE CMWD STD. W-21 ** 4 EA
MANUAL AIR RELEASE CMWD STD. W-10 ** 1 EA
REMOVE PLUG AND JOIN EXIST. N/A N/A 1 EA
SEWER LATERAL
CONNECT TO SEWER LINE CITY STD. S-7 * N/A 1 EA
3" A.C./9" A.B. PAVEMENT N/A 350 SF
GRIND AND OVERLAY N/A 1,070 SF
CONCRETE SIDEWALK S.D.R.S.D. G-7 AND G-9 1,250 SF
D.G. SURFACE DETAIL 3, SHEET 2
JULY 1, 2024
10'
10'
ELECTRICVEHICLEPARKINGONLY
ELECTRICVEHICLEPARKING
ELECTRICVEHICLE
PARKINGONLY
ELECTRIC
VEHICLE
PARKINGONLY
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKING
ELECTRICVEHICLEPARKINGONLY
ELECTRICVEHICLEPARKING
ELECTRICVEHICLEPARKINGONLY
ELECTRICVEHICLEPARKINGONLY
ELECTRICVEHICLEPARKINGONLY
VAN
VAN
VAN
VAN
VAN
VAN
VAN
S
W
E
FARADAY AVE.
WHITMAN WAY
CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] July 4, 2024
VETERANS MEMORIAL PARK
2 SHEET 3
L.P.
TELEPHONE
TOP OF WALL
WATER VALVE
WATER METER
SANITARY SEWER
TOP OF CURB
TOP OF FOOTING
TOP OF GRATE
WATERW
W.M.
W.V.
T.F.
T.W.
S
T.G.
T.C.
TEL.
CHAIN LINK FENCE
CENTERLINE
HIGH POINT
ROOF DRAIN
POWER POLE
GRADE BREAK
RIGHT OF WAY
FIRE HYDRANT
FINISHED SURFACE
FINISHED FLOOR
EDGE OF PAVEMENT
CATCH BASIN
STORM DRAIN
CURB & GUTTER
P.P.
R.O.W., R/W
R.D.
ST.
IRR. OR IRRIG.
M.H.
STREET
IRRIGATION
LOW POINT
MANHOLE
G.B.
H.P.
H.C.
INV.
F.S.
F.H.
F.L.
HANDICAP
INVERT
FLOWLINE
DWY.
ELEC.
E.P.
F.F.
CONC.
C.O. SD
DRIVEWAY
ELECTRIC
CONCRETE
CLEANOUT
C.B.
C&G
C.L.F.
C.L.
BLDG. BUILDING
TOP OF DECKT.D.
POINT OF CONNECTIONP.O.C.
DECOMPOSED GRANITE
P/A PLANTER AREA
D.G.
D.F. DRINKING FOUNTAIN
WROUGHT IRON FENCEW.I.F.
TOP OF SUBGRADET.O.S.
B.O.W. BACK OF WALK
TOP OF HEADWALLT.H.W.
CURB FACEC.F.
ABBREVIATIONS
- INDEX MAP/ DETAILS -
CANNON RD.
5 18" U-GUTTER WITH STEEL COVER1
6"
2"
6" 6"18"
EXPANSION JOINT
PER LANDSCAPE
ARCHITECT PLANS
6"
6"
C.A.B.
1/2" R
TYP.
1-1/2"
NOTE:
· USE TYPE II/V CONCRETE CLASS 560-C-3250
· LIGHT BROOM FINISH
SCALE:
N.T.S.
PATH OF TRAVELP.O.T.
SAWCUT AT
18-INCH MIN. WIDTH
OR PER PLAN
EXISTING A.C. PAVING
FULL-DEPTH DEEP LIFT A.C. PAVING
SAWCUT
EXIST.
5" A.C.
EXIST.
10" A.B.
FULL DEPTH (15")
AC PAVEMENT
(C2-PG 64-10)
15" MIN. DEPTH
PROPOSED CURB AND
GUTTER OR DRIVEWAY
PER PLAN
SLOPE TO
DRAIN
2 SOLID STEEL (A36) CHECKERED PLATE
(GALVANIZED OR STAINLESS STEEL) COVER
- 1/4" THICK, 4-FOOT MAX. LONG
SECTIONS
3"x3"x1/4" STEEL
ANGLE
BOLT ANGLE INTO
CONCRETE @ 24"
O.C. MAX.
-TYP.
EPOXY BOND STEEL COVER
ONTO STEEL ANGLE
- TYP.
FLUSH
-TYP.
HARDSCAPE PER
LANDSCAPE
ARCHITECT PLANS
3"
MAX.
3"
MAX.EXPANSION JOINT
PER LANDSCAPE
ARCHITECT PLANS
SCALE:
N.T.S.
COMPACTED BASE PER
SOILS ENGINEER
RECOMMENDATIONS
COMPACTED BASE PER
SOILS ENGINEER
RECOMMENDATIONS
FARADAY AVENUE
TYPICAL SECTION WITH NEW BULB OUT
NEAR ST. STA. 18+49.33
NOT TO SCALE
26'26'10' 10'
72'
36' 36'
2%
MAX.(2%) (2%) (2%)
3-INCH GRIND AND
OVERLAY
24-INCH MIN. WIDTH
OR PER PLAN
SEE DWG. 546-1A
SHEET 3
INDEX MAP
EXIST. 12"
RECL. PVC WATER
EXIST.
54" CML&C WATER
EXIST.
8" PVC WATER
EXIST. 12"
RECL. PVC WATER
EXIST. 12"
RECL. PVC WATER
EXIST.
12" PVC SEWER
EXIST.
12" PVC SEWER
EXIST.
12" PVC SEWER
EXIST.
12" PVC SEWER
EXIST.
8" PVC WATER
EXIST.
8" PVC WATER
EXIST.
8" PVC WATER
EXIST. FIRE
HYDRANT
EXIST. FIRE
HYDRANT
EXIST. FIRE
HYDRANT
EXIST. FIRE
HYDRANT
EXIST. STREET
LIGHT
EXIST. STREET
LIGHT
EXIST. STREET
LIGHT
EXIST. STREET
LIGHT
EXIST. STREET
LIGHT
EXIST. STREET
LIGHT
EXIST. STREET
LIGHT
FARADAY AVENUE
TYPICAL SECTION WITH NEW BULB OUT
NEAR ST. STA. 33+64.35
NOT TO SCALE
VARIES
26' TO 32'
VARIES
26' TO 32'10' 10'
VARIES
72' TO 84'
VARIES
36' TO 42'
VARIES
36' TO 42'
EXIST. STREET
LIGHT
EXIST. STREET
LIGHT
EXIST. STREET
LIGHT
EXIST. STREET
LIGHT
EXIST. STREET
LIGHT
EXIST. STREET
LIGHT
EXIST. STREET
LIGHT
2%
VARIES
8.5' MAX.
PROP. CONC. WALK
PROP. U-GUTTER WITH STEEL COVER
PROP. CONC. WALK
PROP. CURB
PROP. DEEP LIFT A.C.
PROP. GRIND AND OVERLAY
(2%) (2%) (2%)
2%
MAX.2%
VARIES
7.1' MAX.
PROP. CONC. WALK
PROP. U-GUTTER WITH STEEL COVER
PROP. CONC. WALK
PROP. CURB
PROP. DEEP LIFT A.C.
PROP. GRIND AND OVERLAY
DECOMPOSED GRANITE PAVING3
SCALE:
N.T.S.
NOTE:
· SEE ALSO DETAIL 5, SHEET L-2.01
SW
E
CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] July 4, 2024
VETERANS MEMORIAL PARK
3 - STREET PLAN / PROFILE SHEET -
5 EXISTING UNDERGROUND STRUCTURES
THE EXISTENCE AND LOCATION OF ANY UNDERGROUND PIPES OR CONDUITS
SHOWN ON THESE PLANS ARE OBTAINED BY A SEARCH OF THE AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE, THERE ARE NO EXISTING UTILITIES EXCEPT AS SHOWN ON THESE PLANS. THE CONTRACTOR IS REQUIRED
TO TAKE THE PRECAUTIONARY MEASURES TO PROTECT THE UTILITY LINES
SHOWN AND ANY OTHER LINES NOT OF RECORD OR NOT SHOWN ON THESE PLANS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE
OWNERS OF THE UTILITIES OR STRUCTURES CONCERNED BEFORE STARTING WORK. CONTRACTOR FURTHER ASSUMES ALL LIABILITY AND RESPONSIBILITY
FOR THE UNDERGROUND UTILITY PIPES, CONDUITS OR STRUCTURES SHOWN OR NOT SHOWN ON THESE PLANS. LOCATE ALL UTILITIES BEFORE CONSTRUCTION.
NOTE TO CONTRACTOR:
· PROTECT ALL EXISTING UTILITIES IN PLACE, WHETHER SHOWN ON THIS DRAWING OR NOT.
CONSTRUCTION NOTES
17+00 18+00 19+00
70 60
PROFILE SCALES:
HORIZ.: 1"=20'
VERT.: 1"=4'
50 0 10 20 40
SCALE: 1" = 20'
S
W
FARADAY AVENUE
0 10 20 40
SCALE: 1" = 20'
33+00 34+00
110
100
PROFILE SCALES:
HORIZ.: 1"=20'
VERT.: 1"=4'
90 FARADAY AVENUE
STA. 16+99.22
(54.21) TC
STA. 17+48.03
(54.18) TC
STA. 17+95.29
(55.03) TC
STA. 18+21.40
(55.64) TC
STA. 18+75.46
(57.12) TC
STA. 19+33.46
(59.76) TC
STA. 32+68.06
(100.04) TC
STA. 33+18.46
(99.60) TC
STA. 33+68.83
(99.14) TC
STA. 33+97.97
(98.80) TC
STA. 34+17.42
(98.60) TC
GENERAL CONSTRUCTION NOTES
4 3
5 2
PROTECT IN PLACE
1 6
7 8
CONSTRUCT 18" WIDE U-CHANNEL WITH SOLID STEEL COVER PER DETAIL 1, SHEET 2 9 10
CONSTRUCT CURB PER S.D.R.S.D. STANDARD DETAIL G-01, C.F. PER PLAN CONSTRUCT CURB & GUTTER PER S.D.R.S.D. STANDARD DETAIL G-02, C.F. PER PLAN CONSTRUCT CURB RAMP PER S.D.R.S.D. STANDARD DETAILS G-27 TO G-32B, TYPE B CONSTRUCT FULL DEPTH A.C. PAVEMENT PER DETAIL 2, SHEET 2 CONSTRUCT CONC. COMMERCIAL DRIVEWAY PER S.D.R.S.D. STANDARD DETAIL G-14B CONSTRUCT CONCRETE SIDEWALK PER S.D.R.S.D STANDARD DETAILS G-7 AND G-9 CONSTRUCT D.G. SURFACE PER DETAIL 3, SHEET 2
CONSTRUCT ALLEY APRON PER S.D.R.S.D. STANDARD DETAIL G-17, CONC. 5-1/2" THICK, MODIFY BACK OF CONCRETE TO STOP AT PROPOSED ACCESSIBLE P.O.T.
CURB LINE/CURVE DATA
BEARING/DELTANO. RADIUS LENGTH
B
C
49°46'19" 12.00' 10.42'
D
49°46'19"
E
A
91°33'31" 12.00' 19.18'
138°13'37" 12.00' 28.95'
N 17°25'09" E 35.57'-
G
H
49°47'09" 12.00' 10.43'
I
44°35'26" 12.00' 9.34'
J
F
44°24'46" 12.00' 9.30'
131°44'07" 27.59'12.00'
142°41'46" 12.00' 29.89'
12.00' 10.42'
SEE DRAWING NO. 546-1A
SEE DRAWING NO. 546-1A
EXIST. TOP OF
N.E.'LY CURB
EXIST. TOP OF
N.E.'LY CURB
36.00'
26'
17.50'
10'
36.00'
26'
10'
19.14'
19.00 17.50'
B.C.
BEGIN CONSTRUCTION
BEGIN CURB & GUTTER
BEGIN SIDEWALK
STA. 17+68.43
26.00' L
P.R.C.
STA. 17+77.59
21.75' L
E.C.
STA. 17+86.75
17.50' L
B.C.
STA. 18+22.32
17.50' L
E.C.
STA. 18+34.31
29.83' L
B.C.
STA. 18+64.34
29.17' L
P.R.C.
STA. 18+85.50
21.75' L
E.C.
END CONSTRUCTION
END CURB & GUTTER
END SIDEWALK
STA. 18+94.66
26.00' L
C.L. 20' WIDE DRIVEWAY
STA. 18+08.48
17.50' L
B.C.
BEGIN CONSTRUCTION
BEGIN CURB & GUTTER
BEGIN SIDEWALK
STA. 33+27.62
31.09' L
P.R.C.
STA. 33+35.68
26.86' L P.R.C.
STA. 34+03.24
23.01' LEFT
END CONSTRUCTION
END D.G. PATH
STA. 34+53.47
31.7' L
E.C.
END CURB & GUTTER
STA. 34+11.71
26.26' L
END SIDEWALK
STA. 34+17.5
26.69' L
E.C.
STA. 33+56.75
32.88' L
B.C.
STA. 33+83.20
33.75' L
CONSTRUCTION
CENTERLINE
EXIST.
ELEC.
EXIST.
3" GAS
EXIST. 12"
RECL. PVC WATER
EXIST.
54" CML&C WATER
EXIST.
12" PVC SEWER
EXIST.
8" PVC WATER
EXIST.
30" STORM DRAIN
5 5
5 5
5 5
5 DEMOLITION NOTES
AA
SAWCUT AND REMOVE EXISTING SIDEWALK
SAWCUT AND REMOVE EXISTING PAVEMENT
SAWCUT AND REMOVE EXISTING DRIVEWAY
SAWCUT AND REMOVE EXISTING CURB & GUTTER
BB
CC
DD
EXIST.
ELEC. 5
EXIST. 12"
RECL. PVC WATER 5
EXIST.
12" PVC SEWER 5
EXIST.
8" PVC WATER 5
PROP. WATER LINES
-SEE SHEET 5
PROP. WATER LINES
-SEE SHEET 5
PROP. SEWER LINE
-SEE SHEET 5
A
B C D E
F G H
I
J
BEGIN CONST.
B.C.
STA. 17+68.43
(54.54) TC
P.R.C.
STA. 17+77.59
54.87 TC
E.C.
STA. 17+86.75
55.15 TC
C.L. DWY.
STA. 18+08.48
55.20 TC
B.C.
STA. 18+22.32
55.93 TC
E.C.
STA. 18+34.31
55.7± TC
26.00' L
STA. 18+64.66
56.84 TC
STA. 18+76.66
57.50 TC
DWY.
STA. 17+98.48
54.98 TC
DWY.
STA. 18+18.48
55.42 TC
26.00' L
STA. 18+33.79
55.95 TC
B.C.
STA. 18+64.34
56.8± TC
P.R.C.
STA. 18+85.50
57.75 TC
END CONST.
E.C.
STA.18+94.66
(57.98) TC
10.42'
ALONG
CURVE
10.42'
ALONG
CURVE
19.18'
ALONG
CURVE
PROP. TOP OF
N.E.'LY CURB
28.95'
ALONG
CURVE
10.43'
ALONG
CURVE
PROP. TOP OF
N.E.'LY CURB
HP
STA. 33+39.45
99.65 TC
BEG. CONST.
B.C.
STA. 33+27.62
(99.52) TC
P.R.C.
STA. 33+35.68
99.61 TC
E.C.
STA. 33+56.75
99.0± TC
B.C.
STA. 33+83.20
98.54 TC
P.R.C.
STA. 34+03.24
98.92 TC
END CURB & GUTTER
STA. 34+11.71
(98.65) TC
STA. 33+44.09
99.62 TC
28.83' L
STA. 33+55.91
99.25 TC
27.19' L
STA. 33+83.85
98.95 TC
HP
STA. 33+88.90
99.15 TC
STA. 33+94.60
99.10 TC
PROP. TOP OF
N.E.'LY CURB
PROP. TOP OF
N.E.'LY CURB
9.34'
ALONG
CURVE
27.59'
ALONG
CURVE
29.89'
ALONG
CURVE
9.30'
ALONG
CURVE
SEE ALSO DETAIL 'A' SHEET ST-1.02 SEE ALSO DETAIL 'B' SHEET ST-1.02 (1.8%)
(2.3%)
(2.7%)
(4.6%)
(0.9%) (0.9%) (1.2%) (1.0%)
CCAA DD
BB
E
CCAA DD DD
"AS BUILT"
DATE
INSPECTOR DATE
REVIEWED BY:
DESCRIPTION
6" C & G/6" CURB
6" CURB
6" C & G/6" CURB
6" C & G/6" CURB
6" C & G/6" CURB
6" CURB
6" CURB/DWY.
6" CURB
6" CURB
6" CURB
EASEMENT TO SAN DIEGO
COUNTY WATER AUTHORITY
PER DOC. #2014-0105138
SAN DIEGO COUNTY
WATER AUTHORITY -
CARLSBAD DESALINATION
CONVEYANCE PIPELINE
MACARIO TUNNEL PIT
SEE DRAWING NO. 546-1A SEE DRAWING NO. 546-1A
DELTA/4
STA. 33+84.26
98.97 TCDELTA/4
STA. 33+89.37
99.14 TC DELTA/4
STA. 33+96.60
99.05 TC
3.5%
0.9%
1.8% 2.9%
DELTA/4
STA. 33+41.36
99.64 TC
DELTA/4
STA. 33+48.16
99.49 TC
DELTA/4
STA. 33+53.91
99.32 TC
1%
0.9%0.7%
2.6%
72'
11 CONSTRUCT 3" A.C. / 9" A.B. PAVEMENT
12 GRIND 2-INCHES MIN. OF EXIST. PAVEMENT AND CONSTRUCT ASPHALT OVERLAY PER SPPWC SECTIONS 203, 302, 404, TYPE III C3
EXIST. CURB
& GUTTER
R/WSIGHT LINE
-TYP.
EXIST. SIDEWALK
26.00'
C.L. ALLEY APRON
STA. 33+64.35
9°31'29"
12.97'14.26'
72'
EXIST. CONC.
DRIVEWAY
SIGHT LINE
-TYP.R/W
EXIST. SIDEWALK
EXIST. CURB
& GUTTER
C.L. ALLEY APRON
STA. 18+49.33
12'
2.2%1.8%
3.6%
0.5%
2.2%2.1%2.7%3.2%
DELTA/4
STA. 18+79.49
57.51 TC
DELTA/4
STA. 18+72.37
57.35 TC
DELTA/4
STA. 18+66.64
56.95 TC
DELTA/4
STA. 18+26.98
55.94 TC
DELTA/4
STA. 18+30.92
55.96 TC
DELTA/4
STA. 18+33.49
55.98 TC
CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] July 4, 2024
VETERANS MEMORIAL PARK
4 - STREET PLAN GRADING DETAIL SHEET -
5 S
W
E
FARADAY AVENUE
STREET PLAN DETAIL 'A'
SCALE: 1" = 10'
S
W
E
STREET PLAN DETAIL 'B'
SCALE: 1" = 10'
EXISTING UNDERGROUND STRUCTURES
THE EXISTENCE AND LOCATION OF ANY UNDERGROUND PIPES OR CONDUITS
SHOWN ON THESE PLANS ARE OBTAINED BY A SEARCH OF THE AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE, THERE ARE NO EXISTING UTILITIES EXCEPT AS SHOWN ON THESE PLANS. THE CONTRACTOR IS REQUIRED
TO TAKE THE PRECAUTIONARY MEASURES TO PROTECT THE UTILITY LINES
SHOWN AND ANY OTHER LINES NOT OF RECORD OR NOT SHOWN ON THESE PLANS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE
OWNERS OF THE UTILITIES OR STRUCTURES CONCERNED BEFORE STARTING WORK. CONTRACTOR FURTHER ASSUMES ALL LIABILITY AND RESPONSIBILITY
FOR THE UNDERGROUND UTILITY PIPES, CONDUITS OR STRUCTURES SHOWN OR NOT SHOWN ON THESE PLANS. LOCATE ALL UTILITIES BEFORE CONSTRUCTION.
NOTE TO CONTRACTOR:
· PROTECT ALL EXISTING UTILITIES IN PLACE, WHETHER SHOWN ON THIS DRAWING OR NOT.CONSTRUCTION NOTES
GENERAL CONSTRUCTION NOTES
1 CONSTRUCT CURB PER S.D.R.S.D. STANDARD DETAIL G-01, C.F. PER PLAN
DEMOLITION NOTES
AA
SAWCUT AND REMOVE EXISTING SIDEWALK
SAWCUT AND REMOVE EXISTING PAVEMENT
SAWCUT AND REMOVE EXISTING DRIVEWAY
SAWCUT AND REMOVE EXISTING CURB & GUTTER
BB
CC
DD
SEE DRAWING NO. 546-1A
E.C.
STA. 17+68.43
JOIN
(54.54) TC
(54.08) FL
P.R.C.
STA. 17+77.59
54.87 TC
*(54.37) FS
E.C.
STA. 17+86.75
55.15 TC
*(54.65) FS
STA. 18+18.48
55.42 TC
*(55.34) FS
E.C.
STA. 18+34.31
55.7± TC
B.C.
STA. 18+64.34
56.8± TC
P.R.C.
STA. 18+85.50
57.75 TC
*(57.25) FS
E.C.
STA. 18+94.66
JOIN
(57.98) TC
(57.50) FL
C.L. 20' WIDE DRIVEWAY
STA. 18+08.48
55.20 TC
*(55.12) FS
PROP. WATER LINES
-SEE DRAWING NO. 546-1A
SEE DRAWING NO. 546-1A
B.C.
STA. 33+27.62
JOIN
(99.52) TC
(99.02) FL P.R.C.
STA. 33+35.68
99.61 TC
*(99.11) FS
P.R.C.
STA. 34+03.24
98.92 TC
*(98.42) FS
END CONSTRUCTION
END D.G. PATH
STA. 34+53.5
31.7' L
E.C.
STA. 34+11.71
JOIN
(98.65) TC
(98.17) FL
STA. 34+17.5
JOIN
(98.61) TC
E.C.
STA. 33+56.75
99.0± TC
B.C.
STA. 33+83.20
0" CF
98.54 TC
CONSTRUCTION
CENTERLINE
PROP. WATER LINES
-SEE DRAWING NO. 546-1A
PROP. SEWER LINE
-SEE DRAWING NO. 546-1A
EXIST. SIDEWALK 5
10 (2%)
STA. 34+17.5
JOIN
*(98.7) FS
98.75 FS
STA. 33+94.60
99.10 TC
*(98.60) FS
HP
STA. 33+88.90
99.15 TC
98.65 FS
99.00 TC
(98.58) FS
27.19' L
STA. 33+83.94
98.95 TC
98.45 FL
0" CF
98.58 TC
99.01 TC
98.67 FS
98.48 FS
0" CF
98.51 TC
2%
99.43 TC
99.02 FS
0" CF
98.93 FS
0" CF
98.86 FS
98.83 FS
EXIST.
SIDEWALK5
28.82' L
STA. 33+55.39
99.25 TC
98.75 FL
99.08 FS
99.30 TC
(98.89) FS
STA. 33+44.09
99.62 TC
*(99.12) FS
HP
STA. 33+39.45
99.65 TC
99.15 FS
STA. 33+27.62
JOIN
*(99.62) FS
(2%)
99.01 FS
99.43 FS
99.36 FS
99.50 FS
99.54 FS99.70 FS
STA. 17+68.43
JOIN
*(54.64) FS
10 EXIST. SIDEWALK 5
EXIST. SIDEWALK 5
STA. 17+98.48
54.98 TC
*(54.90) FS
5%
26.00' L
STA. 18+33.79
55.95 TC
55.45 FL
56.00 TC
*(55.58) FS
55.89 FS
55.88 FS
55.68 FS
55.65 FS55.19 FS
55.22 FS
55.26 FS 55.74 FS
JOIN
(55.76) FS
JOIN
(55.27) FS 0" CF
55.62 FS
0" CF
55.55 FS
56.12 TC
55.72 FS
55.52 FS
1.8%
3.8%
1.8%
2%
57.09 FS
57.02 FS
57.09 TC
56.26 FL
0" CF
56.59 FS
0" CF
56.52 FS
57.16 FS
56.49 FS
26.00' L
STA. 18+64.86
56.84 TC
56.34 FL
56.89 TC
*(56.47) FS
STA. 18+76.66
57.50 TC
*(57.00) FS
57.02 FS
57.10 FS STA. 18+94.66
JOIN
*(58.1) FS
57.45 FS
B.C.
STA. 18+22.32
55.93 TC
*(55.43) FS
1 1
1 1
2 2
2 2
1 1
1 1
3 3
4 4
4 4
4 6
6 66
7 7
7 7
7 7
7 8
10 9 9 9
9 9
"AS BUILT"
DATE
INSPECTOR DATE
REVIEWED BY:
4 3
5 2
PROTECT IN PLACE
6 7
8 CONSTRUCT 18" WIDE U-CHANNEL WITH SOLID STEEL COVER PER DETAIL 1, SHEET 2 9 10
CONSTRUCT CURB & GUTTER PER S.D.R.S.D. STANDARD DETAIL G-02, C.F. PER PLAN CONSTRUCT CURB RAMP PER S.D.R.S.D. STANDARD DETAILS G-27 TO G-32B, TYPE B CONSTRUCT FULL DEPTH A.C. PAVEMENT PER DETAIL 2, SHEET 2 CONSTRUCT CONC. COMMERCIAL DRIVEWAY PER S.D.R.S.D. STANDARD DETAIL G-14B CONSTRUCT CONCRETE SIDEWALK PER S.D.R.S.D STANDARD DETAILS G-7 AND G-9 CONSTRUCT D.G. SURFACE PER DETAIL 3, SHEET 2
CONSTRUCT ALLEY APRON PER S.D.R.S.D. STANDARD DETAIL G-17, CONC. 5-1/2" THICK, MODIFY BACK OF CONCRETE TO STOP AT PROPOSED ACCESSIBLE P.O.T. 11 CONSTRUCT 3" A.C. / 9" A.B. PAVEMENT
12 GRIND 2-INCHES MIN. OF EXIST. PAVEMENT AND CONSTRUCT ASPHALT OVERLAY PER SPPWC SECTIONS 203, 302, 404, TYPE III C3
11 12
12 99.01 FS
98.94 FS
6.16'
4.18'
R/W SIGHT LINE
-TYP.
98.60 FL
98.66 FS
JOIN
(98.40±) FS
JOIN
(98.65±) FSJOIN
(98.75±) FS
JOIN
(99.10±) FS
JOIN
(99.20±) FS
JOIN
(99.35±) FS
SIGHT LINE
-TYP.
R/W
11 12 12 12
5.68'4.86'
55.90 FL
56.01 FS
JOIN
(54.60±) FS
JOIN
(54.75±) FS
JOIN
(55.50±) FS
JOIN
(55.90±) FS
JOIN
(56.75±) FS
JOIN
(57.05±) FS
JOIN
(57.75) FS
EASEMENT TO SAN DIEGO
COUNTY WATER AUTHORITY
PER DOC. #2014-0105138
10'
10'
ELECTRIC
VEHICLEPARKING
ONLY
ELECTRIC
VEHICLEPARKING
ELECTRICVEHICLEPARKING
ONLY
ELECTRICVEHICLEPARKINGONLY
ELECTRICVEHICLEPARKINGONLY
ELECTRIC
VEHICLE
PARKINGONLY
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRICVEHICLEPARKINGONLY
ELECTRICVEHICLEPARKING
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKINGELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKING
ONLY
VAN
VAN
VAN
VAN
VAN
VAN
VAN
CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] 4, 2024
VETERANS MEMORIAL PARK
0102040
SCALE: 1" = 20'
S
W
E
FARADAY AVE.
WATER / SEWER CONSTRUCTION NOTES:
FARADAY AVE.
WHITMAN WAY
DETAIL
'A'
S
W
E SHEET INDEX MAP
SCALE: 1" = 500'
DETAIL
'B'
* NOTE TO CONTRACTOR:
CONTRACTOR TO VERIFY ELEVATION PRIOR TO CONSTRUCTION AND NOTIFY CITY AND CIVIL ENGINEER IMMEDIATELY OF ANY DISCREPANCY.
NOTE TO CONTRACTOR:
LOCATE ALL EXISTING UTILITIES AS A FIRST ITEM OF WORK AND PROTECT THEM IN PLACE AS REQUIRED.
2" WATER
METER
2" R.P.B.P.
8" FIRE
BACKFLOW
ASSEMBLEY
WAT. STA. 17+62.50
[DWG. 369-2F]
8" FIRE SERVICE
- CONNECT TO EXIST. 8"
WATER LINE
WAT. STA. 17+58.50
[DWG. 369-2F]
2" DOM. WATER SERVICE
- CONNECT TO EXIST. 8"
WATER LINE
6" C.O. - G.B.
CONNECT TO EXIST. 6"
P.V.C. SEWER LATERAL
*(41.0±) INV 6"
41.33 INV 4"
C.O. - G.B.
42.58 INV 4"
2" DOM.
WATER
84 60
61 60
84 EXIST. 54" CML/CMC
WATER LINE
PER SHEET C-10 OF
DWG. NO. 578-5H
50 EXIST. 8" P.V.C.
WATER LINE
PER SHEET 4 OF DWG.
NO. 369-2F
50 EXIST. 12" P.V.C.
SEWER LINE
PER SHEET 14 OF
DWG. NO. 369-2F
50 EXIST.12" P.V.C.
RECYCLED WATER LINE
PER SHEET 9 OF DWG.
NO. 369-2F
50 EXIST. GAS LINE
EXIST. ELEC. LINE
50 50
EXIST. GAS LINE
EXIST. ELEC. LINE
50 50
EXIST. 6" P.V.C.
SEWER LATERAL
PER SHEET 14 OF
DWG. NO. 369-2F
50 80
54.35± INV 4" S.D.
44.3± TOP 4" SEW.
GENERAL CONSTRUCTION
(45.3±) TOP 54" WAT.
(40.7±) INV 54" WAT
(46.0±) TOP 54" WAT.
(41.4±) INV 54" WAT
51 51
63 62
4" SEWER
@ 10%83
REMOVE
EXIST. WATER
SERVICE AND
CAP AT MAIN
64 (45.25±) TOP 12" SEW.
(44.15±) INV 12" SEW.
(51.6±) TOP 12" RECL. WAT.
(50.5±) INV 12" RECL. WAT.
NOTE TO CONTRACTOR:
MIN. 1-FOOT VERTICAL SEPARATION
TO SEWER LINE OR RECYCLED WATER
LINE AT ALL WATER LINE CROSSINGS.
GATE
VALVE63B
WAT. STA. 17+53.50
[DWG. 369-2F]
GATE VALVE
65 51
C.O.
42.73 INV 4"84
5 - PUBLIC WATER / SEWER PLAN-
5 "AS BUILT"
DATE
INSPECTORDATE
REVIEWED BY:
PUBLIC WATER CONSTRUCTION
PUBLIC SEWER CONSTRUCTION
PROTECT IN PLACE
60 61
80 62
50 CONSTRUCT TRENCH RESURFACING A.C. PAVEMENT REPLACEMENT PER CITY STD. NO. GS-26 AND GS-2851 63 REMOVE PLUG AND CONNECT TO EXISTING SEWER LINE
CONSTRUCT 2" PVC WATER LINE PER CMWD STD. DWG. NO. W-2
CONSTRUCT 2" WATER SERVICE CONNECTION WITH 2" WATER METER PER CMWD STD. DWG. NO. W-4 CONSTRUCT 8" PVC (C900, DR18) WATER LINE, BEDDING PER CMWD STD. DWG. NO. W-2 CONSTRUCT 6" PVC SEWER LATERAL (SDR 35) PER CITY STD. DWG. NO. S-7, BEDDING PER CITY STD. DWG. NO. S-582 CONNECT TO EXIST. SEWER LINE PER CITY STD. DWG. NO. S-781 64REMOVE SERVICE AND CAP AT WATER MAIN PER CMWD STDS. - CONTRACTOR TO VERIFY SERVICE IS INACTIVE
PRIOR TO REMOVAL
65INSTALL 8" GATE VALVE PER CMWD STD. DWG. W-21
CONNECT TO EXISTING WATER LINE PER CMWD STD. DWG. W-9 WITH NEW DUCTILE IRON 8" TEE AND THRUST BLOCK PER CMWD STD. DWG. W-19 - MIN. BEARING AREA = 19.5 SQ. FT. 66INSTALL MANUAL AIR RELEASE PER CMWD STD. DWG. W-10
FARADAY AVE.
2" WATER
METER
2" R.P.B.P.
8" FIRE
BACKFLOW
ASSEMBLEY
WAT. STA. 33+98.76
[DWG. 369-2F]
8" FIRE SERVICE
- CONNECT TO EXIST. 8"
WATER LINE
WAT. STA. 33+93.86
[DWG. 369-2F]
2" DOM. WATER SERVICE
- CONNECT TO EXIST. 8"
WATER LINE
CONNECT TO EXIST. 12"
P.V.C. SEWER LINE
*(87.55±) INV 12"
88.22 INV 6" LATERAL
81 60
61 60
EXIST. 8" P.V.C.
WATER LINE
PER SHEET 6 OF DWG.
NO. 369-2F
50 EXIST. 12" P.V.C.
SEWER LINE
PER SHEET 16 OF
DWG. NO. 369-2F
50 EXIST. ELEC. LINE50
6" C.O. - G.B.
89.14 INV 6"
89.31 INV 4"
51 51
63 62
2" WATER65
51 6" SEWER
LATERAL
@ 2%
82 (93.5)± INV 12"
RECY. WATER
89.3± TOP 6" SEW.
EXIST.12" P.V.C.
RECYCLED WATER LINE
PER SHEET 11 OF DWG.
NO. 369-2F
50 (88.7±) TOP 12" SEW.
(87.6±) INV 12" SEW.
(93.6±) TOP 12" RECL. WAT.
(92.5±) INV 12" RECL. WAT.NOTE TO CONTRACTOR:
MIN. 1-FOOT VERTICAL SEPARATION
TO SEWER LINE OR RECYCLED WATER
LINE AT ALL WATER LINE CROSSINGS.
GATE
VALVE65
WAT. STA. 34+03.76
[DWG. 369-2F]
GATE VALVE
65 51
WAT. STA. 34+08.76
[DWG. 369-2F]
MANUAL AIR RELEASE
66 51
DETAIL 'B'
SCALE: 1" = 20'S
W
E
DETAIL 'A'
SCALE: 1" = 20'S
W
E
NOTE TO CONTRACTOR:
CONTRACTOR TO VERIFY MIN.
2-FOOT VERTICAL SEPARATION
BETWEEN BOTTOM OF METER
BOX AND GAS AND ELECTRIC
LINES.
NOTE TO CONTRACTOR:
CONTRACTOR TO VERIFY MIN.
2-FOOT VERTICAL SEPARATION
BETWEEN BOTTOM OF METER
BOX AND GAS AND ELECTRIC
LINES.
SOUTHERN CALIFORNIA GEOTECHNICAL
APN: 212-271-03-00
1994870.6 6239692.3
AERIAL TOPOGRAPHY AND FIELD SURVEY
PSOMAS.
PROJECT NO. 19G109-2 APRIL 7, 2020
civTEC
20 N/A
N/A
7454 JUNE 15, 2022
THE COORDINATES SHOWN HEREON ARE BASED UPON THE CALIFORNIA COORDINATE SYSTEM OF 1983, CCS83, ZONE 6, (EPOCH 1991.35) IN
ACCORDANCE WITH THE CALIFORNIA PUBLIC RESOURCES CODE SECTIONS 8801-8819; SAID COORDINATES ARE BASED LOCALLY UPON FIELD-OBSERVED
TIES TO THE FOLLOWING CALIFORNIA SPATIAL REFERENCE NETWORK, OR EQUIVALENT STATIONS:
REFERENCED STATIONS CONNECTED PER ROS 17271:
105,109,58,57,56,130
ALL COORDINATES ARE EXPRESSED IN US SURVEY FEET (ONE FOOT = 39.37/12 METERS). THE COORDINATES SHOWN HEREON ARE EXPRESSED IN TERMS OF GROUND DISTANCES. FROM THE GRID COORDINATE NORTH 1,995,736.572 AND EAST 6,240,281.313 APPLY THE RECIPROCAL OF THE AVERAGE COMBINATION FACTOR OF 0.999 961 32 TO OBTAIN GROUND COORDINATES.
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
BIOFILTRATION
AREA WITH
UNDERDRAIN
CITY OF
CARLSBAD
SEE SWQMP SEE DWG.
546-1A SEE SWQMP
civTEC
999 CORPORATE DR., SUITE #100
LADERA RANCH, CA 92694
949-463-8822
C-81640
SEPT. 30, 2025
THOMAS E. CARCELLI
BASED UPON CITY OF CARLSBAD LOCAL NGVD29 DATUM; SAID
ELEVATIONS ARE BASED LOCALLY UPON FIELD-OBSERVED TIES
TO THE FOLLOWING CITY OF CARLSBAD LOCAL BENCHMARKS:
REFERENCED STATIONS CONNECTED PER ROS 17271:
105,109,58,57,56,130
105: 45.41', 109: 26.135', 58: 56.23',
57: 44.01' ,56: 111.374', 130: 40.91'
CITY OF CARLSBAD
1200 CARLSBAD VILLAGE DRIVE
CARLSBAD, CA 92008
442-339-2820
TITLE SHEET
TITLE SHEET 1
PRIVATE WATER / SEWER IMPROVEMENTS 2 TO 3
PROJECT
LOCATION
DWG. 369-20
GRADING AND DRAINAGE PLANS FOR FARADAY AVE.
DWG. 369-2F
FARADAY AVE. WATER, RECYCLED WATER AND SEWER IMP.
DWG. 478-5H
CARLSBAD DESALINATION CONVEYANCE PIPELINE
NOTICE TO THE CONTRACTOR
THE ESTIMATES OF IMPROVEMENT QUANTITIES AS SHOWN HEREON ARE PROVIDED FOR SATISFYING PLAN CHECK INFORMATION REQUIREMENTS ONLY. THE CONTRACTOR SHALL PERFORM AN
INDEPENDENT ESTIMATE OF ALL IMPROVEMENT QUANTITIES, AND SHALL USE SAME AS A BASIS FOR HIS BID(S) AND CONTRACT(S).
1 3
BLANKET PROTECTION S.P.P.W.C. STD. PLAN 225-3 1 EA
CONNECT TO ON-SITE IRRIG. N/A N/A 1 EA
2-INCH REDUCED PRESSURE CMWD STD. DWG. NO. W-6 2 EA
BACKFLOW PREVENTOR
2" PVC (SCH 80) WATER LINE CMWD STD. DWG. NO. W-2 620 LF 8" PVC (C900, DR18) WATER LINE CMWD STD. DWG. NO. W-2 450 LF FIRE HYDRANT CMWD STD. DWG. NO. W-17 2 EA
AND W-18
CONNECT BLDG. WATER LINE N/A N/A 3 EA
1" PVC (SCH 80) WATER LINE CMWD STD. DWG. NO. W-2 370 LF 8-INCH BACKFLOW PREVENTION CMWD STD. DWG. NO. W-9 2 EA
ASSEMBLY
3/4" PVC (SCH 80) WATER LINE CMWD STD. DWG. NO. W-2 595 LF CONNECT BLDG. DRINING N/A N/A 4 EA
FOUNTAIN
4" PVC (SDR 35) SEWER LINE CMWD STD. DWG. NO. S-5 595 LF PRIVATE SEWER CLEAN OUT CMWD STD. DWG. NO. S-6 12 EA
CONNECT BLDG. SEWER LINE N/A N/A 2 EA
10'
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKINGELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKING
ONLY
VAN
VAN
VAN
VAN
EASEMENT TO SAN DIEGO
COUNTY WATER AUTHORITY
PER DOC. #2014-0105138
10'
10'
ELECTRIC
VEHICLEPARKING
ONLY
ELECTRIC
VEHICLEPARKING
ELECTRICVEHICLEPARKING
ONLY
ELECTRICVEHICLEPARKINGONLY
ELECTRICVEHICLEPARKINGONLY
ELECTRIC
VEHICLE
PARKINGONLY
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRICVEHICLEPARKINGONLY
ELECTRICVEHICLEPARKING
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKINGELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKING
ONLY
VAN
VAN
VAN
VAN
VAN
VAN
VAN
2 0102040
SCALE: 1" = 20'
S
W
E
FARADAY AVE.
WATER / SEWER CONSTRUCTION NOTES:
FARADAY AVE.
WHITMAN WAY
SHEET
2 S
W
E SHEET INDEX MAP
SCALE: 1" = 500'
DETAIL ' A'
SHEET 2
SHEET
3 MATCHLINE - SEE BELOW
MATCHLINE -
SEE ABOVE
* NOTE TO CONTRACTOR:
CONTRACTOR TO VERIFY ELEVATION PRIOR TO CONSTRUCTION AND NOTIFY CITY AND CIVIL ENGINEER IMMEDIATELY OF ANY DISCREPANCY.
NOTE TO CONTRACTOR:
VERIFY EXACT SIZE, LOCATION AND INVERT OF BUILDING SEWER P.O.C. AND SIZE AND LOCATION OF BUILDING WATER P.O.C. WITH PLUMBING DRAWINGS PRIOR TO CONSTRUCTION AND COORDINATE INSTALLATION.
NOTE TO CONTRACTOR:
LOCATE ALL EXISTING UTILITIES AS A FIRST ITEM OF WORK AND PROTECT THEM IN PLACE AS REQUIRED.
8" FIRE
WATER
2" WATER
METER
2" R.P.B.P.
2" DOM. WATER P.O.C.
- JOIN BUILDING LINE
8" FIRE
BACKFLOW
ASSEMBLEY
6" C.O. - G.B.
CONNECT TO EXIST. 6"
P.V.C. SEWER LATERAL
*(41.0±) INV 6"
41.33 INV 4"
C.O. - G.B.
42.58 INV 4"
C.O.
4" SEWER P.O.C.
63.32 INV 4"
- JOIN BUILDING LINE
2" DOM.
WATER
4" SEWER
@ 2% 84
72 64
65 67
69 83
84 8485
EXIST. 54" CML/CMC
WATER LINE
PER SHEET C-10 OF
DWG. NO. 578-5H
50 EXIST. 8" P.V.C.
WATER LINE
PER SHEET 4 OF DWG.
NO. 369-2F
50 EXIST. 12" P.V.C.
SEWER LINE
PER SHEET 14 OF
DWG. NO. 369-2F
50 EXIST.12" P.V.C.
RECYCLED WATER LINE
PER SHEET 9 OF DWG.
NO. 369-2F
50 EXIST. GAS LINE
EXIST. ELEC. LINE
50 50
EXIST. GAS LINE
EXIST. ELEC. LINE
50 50
EXIST. 6" P.V.C.
SEWER LATERAL
PER SHEET 14 OF
DWG. NO. 369-2F
50 80
54.35± INV 4" S.D.
44.3± TOP 4" SEW.
61.75± INV 8" S.D.
56.5± TOP 4" SEW.
PROP. BLDG.
67.5 F.F.
C.O. - G.B.
53.49 INV 4"84
C.O. - G.B.
57.32 INV 4"84
C.O.
55.41 INV 4"84
PROP. STORM DRAIN
(TYP.)
- SEE SHEETS C-1.01
TO C-1.20
PROP. STORM DRAIN
(TYP.)
- SEE SHEETS C-1.01
TO C-1.20
GENERAL CONSTRUCTION
8" FIRE
WATER67
8" FIRE
WATER67
2" WATER65
2" WATER65
2" WATER65
2" WATER65
1"
WATER71
3/4"
WATER73
FIRE
HYDRANT68 F.H.
4" SEWER
@ 33.7%83
4" SEWER
@ 2%83
3/4"
WATER73
4" SEWER
@ 8%83
3/4"
WATER73
CONNECT TO PROP.
DRINKING FOUNTAIN
-SEE LANDSCAPE
ARCHITECT PLANS
74 CONNECT TO PROP.
DRINKING FOUNTAIN
-SEE LANDSCAPE
ARCHITECT PLANS
74 3/4"
WATER73
REMOVE
EXIST. WATER
SERVICE AND
CAP AT MAIN
63A
3/4" DOM. WATER P.O.C.
- JOIN BUILDING LINE69
"AS BUILT"
DATE
INSPECTORDATE
REVIEWED BY:
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
WATER / SEWER PLANS - N'LY
CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] 4, 2024
3 4" SEWER
@ 10%83
C.O.
42.73 INV 4"84
PRIVATE SEWER CONSTRUCTION
PROTECT IN PLACE50
NOT USED51
66 67
68 CONSTRUCT 4" PVC SEWER LATERAL (SDR 35), BEDDING PER CITY STD. DWG. NO. S-5 CONSTRUCT PRIVATE SEWER CLEANOUT PER CITY STD. DWG. NO. S-6 - 6" C.O. REQUIRED AT PROPERTY LINES CONNECT PRIVATE WATER LINE TO BLDG. WATER LINE - SEE BUILDING PLUMBING PLANS CONNECT PRIVATE SEWER LINE TO BLDG. SEWER LINE - SEE BUILDING PLUMBING PLANS INSTALL 2-INCH REDUCED PRESSURE BACKFLOW PREVENTOR PER CMWD STD. DWG. NO. W-6
PRIVATE WATER CONSTRUCTION
65 64
69 70
85 84
83 CONSTRUCT 8" BACKFLOW PREVENTION ASSEMBLY PER CMWD STD. DWG. W-9 CONSTRUCT 2" PVC (SCH 80) WATER LINE, BEDDING PER CMWD STD. DWG. NO. W-2 INSTALL FIRE HYDRANT PER CMWD STD. DWG. NO. W-17 AND W-18
NOT USED
PRIVATE RECYCLED WATER CONSTRUCTION
75CONNECT TO ON-SITE IRRIGATION LINE - SEE IRRIGATION PLANS
NOTE USED
CONSTRUCT 8" PVC (C900, DR18) WATER LINE, THRUST BLOCK PER CMWD STD. DWG. NO. W-19, BEDDING PER CMWD STD. DWG. NO. W-2
CONSTRUCT BLANKET PROTECTION FOR PIPES PER S.P.P.W.C. STD. PLAN 225-352 71CONSTRUCT 1" PVC (SCH 80) WATER LINE, BEDDING PER CMWD STD. DWG. NO. W-2 72 73CONSTRUCT 3/4" PVC (SCH 80) WATER LINE, BEDDING PER CMWD STD. DWG. NO. W-2 74CONNECT DOMESTIC WATER LINE TO DRINKING FOUNTAIN PER MANUFACTURER'S SPECIFICATIONS SEE DWG. NO. 546-1
ELECTRIC
VEHICLEPARKING
ELECTRIC
VEHICLEPARKING
ONLY
ELECTRICVEHICLEPARKING
ONLY
ELECTRICVEHICLEPARKINGONLY
ELECTRICVEHICLEPARKINGONLY
ELECTRICVEHICLEPARKINGONLY
VAN
10'
10'
ELECTRIC
VEHICLEPARKING
ONLY
ELECTRIC
VEHICLEPARKING
ELECTRICVEHICLEPARKING
ONLY
ELECTRICVEHICLEPARKINGONLY
ELECTRICVEHICLEPARKINGONLY
ELECTRIC
VEHICLE
PARKINGONLY
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRICVEHICLEPARKINGONLY
ELECTRICVEHICLEPARKING
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKINGELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKING
ONLY
VAN
VAN
VAN
VAN
VAN
VAN
VAN
DETAIL ''A'
SCALE: 1" = 20'S
W
E
DETAIL ' A'
SHEET 3
FARADAY AVE.
WHITMAN WAY
S
W
E SHEET INDEX MAP
SCALE: 1" = 500'
FARADAY AVE.
FARADAY AVE.
MATCHLINE - SEE BELOW
MATCHLINE - SEE ABOVE
SHEET
2 SHEET
3 * NOTE TO CONTRACTOR:
CONTRACTOR TO VERIFY ELEVATION PRIOR TO CONSTRUCTION AND NOTIFY CITY AND CIVIL ENGINEER IMMEDIATELY OF ANY DISCREPANCY.
NOTE TO CONTRACTOR:
VERIFY EXACT SIZE, LOCATION AND INVERT OF BUILDING SEWER P.O.C. AND SIZE AND LOCATION OF BUILDING WATER P.O.C. WITH PLUMBING DRAWINGS PRIOR TO CONSTRUCTION AND COORDINATE INSTALLATION.
NOTE TO CONTRACTOR:
LOCATE ALL EXISTING UTILITIES AS A FIRST ITEM OF WORK AND PROTECT THEM IN PLACE AS REQUIRED.
IRRIG. P.O.C.
- SEE IRRIGATION
PLANS FOR
CONTINUATION
WATER / SEWER CONSTRUCTION NOTES:
GENERAL CONSTRUCTION
EXIST.12" P.V.C.
RECYCLED WATER LINE
PER SHEET 11 OF DWG.
NO. 369-2F
50 EXIST. ELEC. LINE50
EXIST.2" RECYCLED
WATER SERVCE
PER SHEET 11 OF DWG.
NO. 369-2F
50 EXIST. 2" AIR RELEASE
AND VACUUM RELIEF
ASSEMBLY PER SHEET 11
OF DWG. NO. 369-2F
50 75
8" FIRE
WATER
2" WATER
METER
2" R.P.B.P.
2" DOM. WATER P.O.C.
- JOIN BUILDING LINE
8" FIRE
BACKFLOW
ASSEMBLEY
C.O.
4" SEWER P.O.C.
102.5 INV 4"
- JOIN BUILDING LINE
72 64
67 69
8485
EXIST. 8" P.V.C.
WATER LINE
PER SHEET 6 OF DWG.
NO. 369-2F
50 EXIST. 12" P.V.C.
SEWER LINE
PER SHEET 16 OF
DWG. NO. 369-2F
50 EXIST. ELEC. LINE50
95.35± INV 12" S.D.
94.25± TOP 4" SEW.
PROP. BLDG.
106.5 F.F.
6" C.O. - G.B.
89.14 INV 6"
89.31 INV 4"
84 C.O. - G.B.
94.40 INV 4"84
C.O.
96.00 INV 4"84
PROP. STORM DRAIN
(TYP.)
- SEE SHEETS C-1.01
TO C-1.20
1"
WATER71
FIRE
HYDRANT68
F.H.
4" SEWER
@ 15.5%83
1"
WATER71
3/4"
WATER73
1"
WATER71
4" SEWER
@ 2%83
4" SEWER
@ 5.2%83
4" SEWER
@ 3.2%83
C.O.-G.B.
97.6 INV 4"84
EXIST.12" P.V.C.
RECYCLED WATER LINE
PER SHEET 11 OF DWG.
NO. 369-2F
50 2" DOM.
WATER65
2" DOM.
WATER65
2" DOM.
WATER65
8" FIRE
WATER67
8" FIRE
WATER67
3/4"
WATER73
CONNECT TO PROP.
DRINKING FOUNTAIN
-SEE LANDSCAPE
ARCHITECT PLANS
74 CONNECT TO PROP.
DRINKING FOUNTAIN
-SEE LANDSCAPE
ARCHITECT PLANS
74 100.8± INV 12" S.D.
98.4± TOP 4" SEW.
52 3
01020
SCALE: 1" = 20'
S
W
E
"AS BUILT"
DATE
INSPECTORDATE
REVIEWED BY:
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
WATER / SEWER PLANS - S'LY
CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] 4, 2024
3 PRIVATE SEWER CONSTRUCTION
PROTECT IN PLACE50
NOT USED51
66 67
68 CONSTRUCT 4" PVC SEWER LATERAL (SDR 35), BEDDING PER CITY STD. DWG. NO. S-5 CONSTRUCT PRIVATE SEWER CLEANOUT PER CITY STD. DWG. NO. S-6 - 6" C.O. REQUIRED AT PROPERTY LINES CONNECT PRIVATE WATER LINE TO BLDG. WATER LINE - SEE BUILDING PLUMBING PLANS CONNECT PRIVATE SEWER LINE TO BLDG. SEWER LINE - SEE BUILDING PLUMBING PLANS INSTALL 2-INCH REDUCED PRESSURE BACKFLOW PREVENTOR PER CMWD STD. DWG. NO. W-6
PRIVATE WATER CONSTRUCTION
65 64
69 70
85 84
83 CONSTRUCT 8" BACKFLOW PREVENTION ASSEMBLY PER CMWD STD. DWG. W-9 CONSTRUCT 2" PVC (SCH 80) WATER LINE, BEDDING PER CMWD STD. DWG. NO. W-2 INSTALL FIRE HYDRANT PER CMWD STD. DWG. NO. W-17 AND W-18
NOT USED
PRIVATE RECYCLED WATER CONSTRUCTION
75CONNECT TO ON-SITE IRRIGATION LINE - SEE IRRIGATION PLANS
NOTE USED
CONSTRUCT 8" PVC (C900, DR18) WATER LINE, THRUST BLOCK PER CMWD STD. DWG. NO. W-19, BEDDING PER CMWD STD. DWG. NO. W-2
CONSTRUCT BLANKET PROTECTION FOR PIPES PER S.P.P.W.C. STD. PLAN 225-352 71CONSTRUCT 1" PVC (SCH 80) WATER LINE, BEDDING PER CMWD STD. DWG. NO. W-2 72 73CONSTRUCT 3/4" PVC (SCH 80) WATER LINE, BEDDING PER CMWD STD. DWG. NO. W-2 74CONNECT DOMESTIC WATER LINE TO DRINKING FOUNTAIN PER MANUFACTURER'S SPECIFICATIONS 40 SEE DWG. NO. 546-1
CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] July 4, 2024
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
TITLE SHEET
SHEET C-0.01
PROJECT
LOCATION
TITLE SHEET 1
INDEX MAP 2
DETAIL SHEETS 3 TO 5
STANDARD DETAIL SHEETS 6 TO 8
DEMOLITION PLANS 9 TO 13
PRECISE GRADING PLAN 14 TO 33
STORM DRAIN PLAN/PROFILE 34 TO 37
HORIZONTAL CONTROL/SIGNING AND STRIPING PLAN 38 TO 43
(SEE ALSO TABLE ON SHEET 2)
218,800
180,900
0 2,950
5,000
37.1 ACRES
93.702 ACRES
0 SQ. FT.
206,647 SQ. FT.
CITY OF CARLSBAD
DWG. 369-2
GRADING AND DRAINAGE PLANS FOR FARADAY AVE.
DWG. 377-3
KELLY RANCH CORE AREA
DWG. 377-3A
KELLY RANCH CORE
DWG. 478-5H
CARLSBAD DESALINATION CONVEYANCE PIPELINE
EAST SIDE OF FARADAY AVENUE, SOUTH OF WHITMAN WAY
SOUTHERN CALIFORNIA GEOTECHNICAL
LOT 10 OF CITY OF CARLSBAD CT 09-03, IN THE CITY OF CARLSBAD,
COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO
MAP THEREOF NO. 15902 FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY ON MARCH 4, 2013.
APN: 212-271-03-00
APN: 212-271-03-00
1994870.6 6239692.3 civTEC
999 CORPORATE DR., SUITE #100
LADERA RANCH, CA 92694
949-463-8822
C-81640
SEPT. 30, 2025
AERIAL TOPOGRAPHY AND FIELD SURVEY
PSOMAS.
PROJECT NO. 19G109-2 APRIL 7, 2020
civTEC
SEE SHEET C-0.03
REVIEWED BY:
DATEINSPECTOR
DATE
"AS BUILT"
RCE EXP.
20 THOMAS E. CARCELLI
1 BASED UPON CITY OF CARLSBAD LOCAL NGVD29 DATUM; SAID
ELEVATIONS ARE BASED LOCALLY UPON FIELD-OBSERVED TIES
TO THE FOLLOWING CITY OF CARLSBAD LOCAL BENCHMARKS:
REFERENCED STATIONS CONNECTED PER ROS 17271:
105,109,58,57,56,130
BIOFILTRATION
AREA WITH
UNDERDRAIN
CITY OF
CARLSBAD
SEE SWQMP C-1.01, C-1.02,
C-1.06, C-1.09,
C-1.18, C-1.20
SEE SWQMP
105: 45.41', 109: 26.135', 58: 56.23',
57: 44.01' ,56: 111.374', 130: 40.91'
MITIGATION MONITORING AND REPORTING PROGRAM
MITIGATION MEASURES:
BIO-2:
B. PRIOR TO CONSTRUCTION, DELINEATE THE PROJECT’S LIMITS OF DISTURBANCE WITH ORANGE FENCING,
AND IN AREAS POTENTIALLY SUBJECT TO PROJECT-RELATED RUNOFF, USE SILT FENCING TO DELINEATE THE IMPACT FOOTPRINT CONSISTENT WITH THE PROJECT’S STORM WATER POLLUTION PREVENTION PLAN (SWPPP). ALL FENCING WOULD BE REVIEWED BY THE PROJECT BIOLOGIST PRIOR TO THE INITIATION OF WORK
BIO-4: CLEARING AND GRUBBING AND OTHER CONSTRUCTION ACTIVITIES ARE PROHIBITED ON SITE DURING THE BIRD-BREEDING SEASON (FEBRUARY 15–AUGUST 31), IF FEASIBLE. IF THE BREEDING SEASON CANNOT BE AVOIDED, THE FOLLOWING MEASURES SHALL BE TAKEN:
A. SINCE COASTAL CALIFORNIA GNATCATCHERS (POLIOPTILA CALIFORNIA CALIFORNICA) HAVE THE
POTENTIAL TO OCCUR ON SITE, A QUALIFIED BIOLOGIST SHALL CONDUCT A PRE-CONSTRUCTION NEST CLEARANCE SURVEY WITHIN 500 FEET SURROUNDING THE PROJECT SITE WITHIN SUITABLE HABITAT NO MORE THAN THREE DAYS PRIOR TO CONSTRUCTION.
B. SURVEYS SHALL BE CONDUCTED BY A QUALIFIED BIOLOGIST IN APPROPRIATE HABITAT FOR COASTAL CALIFORNIA GNATCATCHERS, NESTING RAPTORS AND MIGRATORY BIRDS AND WITHIN A 500-FOOT SURVEY BUFFER WITHIN THREE DAYS INITIATION OF CONSTRUCTION OR VEGETATION REMOVAL.
C. THE USFWS SHALL BE NOTIFIED IMMEDIATELY OF ANY FEDERALLY LISTED SPECIES THAT ARE LOCATED DURING PRE-CONSTRUCTION SURVEYS WITHIN THE ADJACENT AREAS.
D. IF NESTS OF LISTED BIRDS, MIGRATORY BIRDS, RAPTORS, OR OTHER SPECIAL-STATUS SPECIES ARE LOCATED, THEY SHALL BE FENCED WITH A PROTECTIVE BUFFER OF 500 FEET FROM ACTIVE NESTS OF
LISTED SPECIES OR RAPTORS, AND AN APPROPRIATE WIDTH FOR OTHER SPECIAL-STATUS BIRD SPECIES, TO BE DETERMINED BY QUALIFIED BIOLOGIST. ALL CONSTRUCTION ACTIVITY SHALL BE PROHIBITED
WITHIN THIS AREA UNTIL THE BIRDS HAVE FULLY FLEDGED, OR THE NEST IS DETERMINED TO NO LONGER BE ACTIVE.
E. DURING THE BREEDING SEASON, CONSTRUCTION NOISE SHALL BE MEASURED BY THE PROJECT BIOLOGIST REGULARLY TO MAINTAIN A THRESHOLD AT OR BELOW 60 A-WEIGHTED DECIBELS (DBA) HOURLY EQUIVALENT LEVEL (LEQ) WITHIN 500 FEET OF BREEDING HABITAT OCCUPIED BY LISTED SPECIES.
THE SITE IS CURRENTLY AFFECTED BY ROADWAY NOISE. IF AMBIENT LEVELS ARE GREATER THAN 60 DBA, A MODIFIED THRESHOLD SHOULD BE EVALUATED WITH THE CITY OF CARLSBAD. IF NOISE LEVELS EXCEED
THE THRESHOLD, THE CONSTRUCTION ARRAY SHALL BE CHANGED, SUCH AS USING DIFFERENT
CONSTRUCTION EQUIPMENT, OR NOISE ATTENUATION MEASURES SHALL BE IMPLEMENTED, SUCH AS NOISE BLANKETS, TO ACHIEVE A CONSTRUCTION NOISE LEVEL OF LESS THAN 60 DBA.
BIO-5: THE FOLLOWING WILDLIFE IMPACT AVOIDANCE MEASURES SHALL BE IMPLEMENTED DURING CONSTRUCTION OF THE PROJECT SITE.
A. LIGHTING IN OR ADJACENT TO THE PRESERVE SHALL NOT BE USED, EXCEPT WHERE ESSENTIAL FOR ROADWAY, FACILITY USE, AND SAFETY. IF NIGHTTIME CONSTRUCTION LIGHTS ARE NECESSARY, ALL
LIGHTING ADJACENT TO NATURAL HABITAT SHALL BE SHIELDED AND/OR DIRECTED AWAY FROM HABITAT.
B. IF DEAD OR INJURED LISTED SPECIES ARE LOCATED, INITIAL NOTIFICATION MUST BE MADE WITHIN THREE WORKING DAYS, IN WRITING, TO THE USFWS AND CDFW.
C. EXOTIC SPECIES THAT PREY ON OR DISPLACE TARGET SPECIES OF CONCERN SHALL BE PERMANENTLY
RELOCATED FROM THE SITE BY A QUALIFIED BIOLOGIST TO AN APPROPRIATE OPEN SPACE AREA TO BE COORDINATED WITH THE CITY.
D. TO AVOID ATTRACTING PREDATORS OF THE TARGET SPECIES OF CONCERN, THE PROJECT SITE SHALL BE KEPT AS CLEAN OF DEBRIS AS POSSIBLE. ALL FOOD-RELATED TRASH ITEMS SHALL BE ENCLOSED IN SEALED CONTAINERS AND REGULARLY REMOVED FROM THE SITE. PETS OF CONSTRUCTION PERSONNEL
SHALL NOT BE ALLOWED ON THE PROJECT SITE WHERE THEY MAY COME INTO CONTACT WITH ANY LISTED SPECIES.
E. PRIOR TO ANY TREE REMOVAL, A QUALIFIED BAT BIOLOGIST WILL SURVEY THE TREES PROPOSED FOR REMOVAL FOR POTENTIAL TO SUPPORT TREE ROOSTING BAT SPECIES. IF DETERMINED THAT TREE
ROOSTING BATS MAY BE PRESENT WITHIN A TREE TO BE REMOVED, TREE REMOVAL SHALL ONLY OCCUR BETWEEN SEPTEMBER 1 AND FEBRUARY 28, OUTSIDE OF THE MATERNITY ROOSTING SEASON WHEN YOUNG BATS ARE PRESENT BUT ARE YET READY TO FLY OUT OF THE ROOST (MARCH 1 TO AUGUST 31).
TREES TO BE REMOVED SHALL BE PUSHED DOWN USING HEAVY MACHINERY RATHER THAN FELLING WITH A CHAINSAW. TO ENSURE THE OPTIMUM WARNING FOR ANY ROOSTING BATS THAT MAY STILL BE
PRESENT, TREES SHOULD BE PUSHED LIGHTLY TWO OR THREE TIMES, WITH A PAUSE OF APPROXIMATELY 30 SECONDS BETWEEN EACH NUDGE TO ALLOW BATS TO BECOME ACTIVE. THE TREE SHOULD THEN BE PUSHED TO THE GROUND SLOWLY AND REMAIN IN PLACE UNTIL IT IS INSPECTED BY A BAT SPECIALIST.
TREES THAT ARE KNOWN TO BE BAT ROOSTS SHOULD NOT BE BUCKED OR MULCHED IMMEDIATELY. A PERIOD OF AT LEAST 24 HOURS SHALL ELAPSE PRIOR TO SUCH OPERATIONS TO ALLOW BATS TO ESCAPE. 1200 CARLSBAD VILLAGE DRIVE
CARLSBAD, CA 92008
442-339-2820
N/A
N/A
7454 JUNE 15, 2022
BASIS OF BEARINGS
THE COORDINATES SHOWN HEREON ARE BASED UPON THE CALIFORNIA COORDINATE SYSTEM OF 1983, CCS83, ZONE 6, (EPOCH 1991.35) IN ACCORDANCE WITH THE CALIFORNIA PUBLIC RESOURCES CODE SECTIONS 8801-8819; SAID COORDINATES ARE BASED LOCALLY UPON
FIELD-OBSERVED TIES TO THE FOLLOWING CALIFORNIA SPATIAL REFERENCE NETWORK, OR EQUIVALENT STATIONS:
REFERENCED STATIONS CONNECTED PER ROS 17271:
105,109,58,57,56,130
ALL COORDINATES ARE EXPRESSED IN US SURVEY FEET (ONE FOOT = 39.37/12 METERS). THE COORDINATES SHOWN HEREON ARE EXPRESSED IN TERMS OF GROUND DISTANCES. FROM THE GRID COORDINATE NORTH 1,995,736.572 AND EAST 6,240,281.313 APPLY THE RECIPROCAL OF THE AVERAGE COMBINATION FACTOR OF 0.999 961 32 TO OBTAIN GROUND COORDINATES.
JUNE
10'
10'
HB-1
HB-1
HB-1
ELECTRICVEHICLEPARKINGONLY
ELECTRICVEHICLE
PARKING
ELECTRICVEHICLE
PARKINGONLY
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKING
ELECTRICVEHICLEPARKINGONLY
ELECTRICVEHICLEPARKING
ELECTRICVEHICLEPARKINGONLY
ELECTRICVEHICLEPARKINGONLY
ELECTRICVEHICLEPARKINGONLY
1 2 3 4 5 6 7
8 9
10 11
12 13
14 15 16 17
18 19
20 21
22 23
24 25
26 27
28 29
303132
3334353637
44 45 46
47 48
49 50
51 52
53 54
55 56
57 58
59 60
61 62
63 6465
6667
6869
70 43
42 41
40 39
38 37
36 35
34 33
32 31
30 29
28 27
26 25
24 23
22 21
20 19
18 17
1 2
3 4
5 6
7 8
9 10
1112
13 14
15 16
72 71
VAN
VAN
VAN
VAN
VAN
VAN
VAN
0 60 120 240
SCALE: 1" = 120'
S
W
E
FARADAY AVE.
WHITMAN WAY
FARADAY AVENUE
CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] July 4, 2024
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
INDEX MAP
2 SHEET C-1.01
SHEET C-1.02
SHEET C-1.03
SHEET C-1.04
SHEET C-1.06
SHEET C-1.05
SHEET C-1.07
SHEET C-1.08
SHEET C-1.11
SHEET C-1.12
SHEET C-1.10
SHEET C-1.09
SHEET C-1.13 SHEET C-1.14
SHEET C-1.15
SHEET C-1.16
SHEET C-1.17
SHEET C-1.19
SHEET C-1.20
SHEET C-1.18
PARK AREAS LEGEND
FLOOD ZONE INFORMATION
FLOOD ZONE DESIGNATION: ZONE X
(AREAS OUTSIDE OF 0.2%
ANNUAL CHANCE FLOODPLAIN)
MAP NO.: 06073C0768G
PANEL NO.: 768 OF 2375
EFFECTIVE DATE: MAY 16, 2012
AREA DISTURBED: 36.5± ACRES
CUT 218,800 CUBIC YARDS
SHRINKAGE (13%±) (28,400) CUBIC YARDS
FILL 180,900 CUBIC YARDS
SHRINKAGE (O/E) (13%±) 650 CUBIC YARDS
SUBSIDENCE (0.1'±) 5,900 CUBIC YARDS
EXPORT 2,950 CUBIC YARDS
OVER-EXCAVATION * 5,000 CUBIC YARDS
* EARTHWORK
SHEET C-0.02
NOTE TO CONTRACTOR:
ALL GRADING AND EARTHWORK IS TO BE DONE IN ACCORDANCE WITH
THE EARTHWORK SPECIFICATION AND AS DIRECTED BY THE
GEOTECHNICAL ENGINEER.
* THE ABOVE CUT/FILL QUANTITIES ARE FOR PERMIT PURPOSES ONLY. THIS
CALCULATION DOES NOT INCLUDE SPOILS FROM BUILDING OR UTILITY FOOTINGS, NOR UTILITY TRENCHING. THIS CALCULATION INCLUDES EXCAVATION FOR THE
BIOFILTRATION AREAS AND INCLUDES AN ALLOWANCE FOR SELECT FILL BEHIND THE ALLAN BLOCK RETAINING WALLS, ASSUMED TO TOTAL 6,500 CUBIC YARDS.
THIS CALCULATION ASSUMES:
· SHRINKAGE OF 10% TO 16% - USE 13%
· SUBSIDENCE OF 0.1-FEET
· REMOVALS PER THE SOILS REPORT INCLUDE 5-FEET BELOW THE BUILDINGS AND 1-FOOT BELOW THE SIDEWALKS
CONTRACTOR SHALL REFER TO THE SOILS REPORT FOR STATEMENTS CONCERNING GRADING REQUIREMENTS.
THE ESTIMATES OF GRADING QUANTITIES AS SHOWN HEREON ARE PROVIDED FOR SATISFYING PLAN CHECK INFORMATION REQUIREMENTS ONLY. THE
CONTRACTOR SHALL PERFORM AN INDEPENDENT ESTIMATE OF ALL
IMPROVEMENT QUANTITIES, INCLUDING GRADING QUANTITIES, AND SHALL USE SAME AS A BASIS FOR HIS BID(S) AND CONTRACT(S).
NOTICE TO THE CONTRACTOR
THE GRADING CONTRACTOR SHALL BE RESPONSIBLE AND ACCOUNT FOR
DISTRIBUTING ANY EXCESS MATERIAL OR SUPPLYING ANY DEFICIENCIES TO BRING THE SITE TO DESIGN GRADE.
STORM DRAIN LINE 'C'
- SEE SHEET 32
STORM DRAIN LINE 'B-2'
- SEE SHEET 30
STORM DRAIN LINE 'B-1'
- SEE SHEET 30
STORM DRAIN LINE 'B'
- SEE SHEETS 31 AND 32
STORM DRAIN LINE 'A'
-SEE SHEETS 29 AND 30
GENERAL CONSTRUCTION NOTES
4 3
5 2
20 21
22A
PROTECT IN PLACE
CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04 CONSTRUCT 6" CONCRETE SURFACE PER LANDSCAPE ARCHITECT PLANS 23 24
25 26
27 28
29 CONSTRUCT 5" D.G. /3" A.B. SURFACE DETAIL 3, SHEET C-0.08 AND LANDSCAPE ARCHITECT PLANS CONSTRUCT ATRIUM DRAIN PER DETAIL 21, SHEET C-0.04
CONSTRUCT HEADWALL (INLET) AND TRASH RACK PER DETAIL 22, SHEET C-0.04 CONSTRUCT BIOFILTRATION AREA WITH UNDERDRAIN PER DETAIL 24/25, SHEET C-0.05 CONSTRUCT RESILIENT SURFACE DRAIN PER DETAIL 26, SHEET C-0.04 1 STORM DRAIN CONSTRUCTION NOTES
CONSTRUCT CONCRETE WEIR PER DETAIL 27, SHEET C-0.04
6 7
8 CONSTRUCT RESILIENT SURFACE PER LANDSCAPE ARCHITECT PLANS CONSTRUCT 3-FOOT WIDE V-GUTTER (IN PARKING AREAS) PER DETAIL 9, SHEET C-0.039
CONSTRUCT TREE WELL WITH CONCRETE BAND OR SEAT WALL PER LANDSCAPE ARCHITECT PLANS 10 CONSTRUCT INLET AT BROW-DITCH PER DETAIL 28, SHEET C-0.05 CONSTRUCT 36"x36" CATCH BASIN & GRATE (OUTLET) PER DETAIL 24/25, SHEET C-0.05 30 CONSTRUCT CURB PER S.D.R.S.D. STANDARD DETAIL G-01, C.F. PER PLAN CONSTRUCT CURB & GUTTER PER S.D.R.S.D. STANDARD DETAIL G-02, C.F. PER PLAN CONSTRUCT CURB RAMP PER S.D.R.S.D. STANDARD DETAILS G-27 TO G-32B, TYPE PER PLAN 31 CONSTRUCT CATCH BASIN - TYPE 'F'- PER S.D.R.S.D. DWG. NO. D-07 11 LEGEND
CONSTRUCT 4" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 CONSTRUCT STORM DRAIN CLEANOUT - TYPE 'A' - PER S.D.R.S.D. DWG. NO. D-09 32 33
34 CONSTRUCT HDPE FITTING PER MANUFACTURER'S RECOMMENDATIONS. SIZE PER PLAN. 12 CONSTRUCT DECORATIVE PAVING SURFACE PER LANDSCAPE ARCHITECT PLANS 13 CONSTRUCT 18" STEP-OUT CURB PER DETAIL 13, SHEET C-0.03 14 CONSTRUCT CURB FACE TRANSITION PER DETAIL 14, SHEET C-0.03 22B CONSTRUCT 8" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22C CONSTRUCT 12" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22D CONSTRUCT 18" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% 15 CONSTRUCT LOCAL DEPRESSION PER S.P.P.W.C. STD. PLAN 313-4, CASE E CONSTRUCT SUBDRAIN PER DETAIL 35, SHEET C-0.05
CONNECT SUBDRAIN TO PVC STORM DRAIN LINE
35 36
CONSTRUCT STORM DRAIN CLEANOUT PER DETAIL 37, SHEET C-0.0537 CONSTRUCT CURB INLET CATCH BASIN - TYPE B - PER S.D.R.S.D. STANDARD DETAIL D-02, Y=3.5', L=7' UNLESS OTHERWISE SHOWN ON PLAN, WITH STENCIL PER CITY STD. DS-1 REMOVE HEADWALL, INLET, AND/OR INTERFERING SECTION OF PIPE FOR NEW CLEANOUT38 16 CONSTRUCT LEVEL PAD FOR BUS STOP
17 CONSTRUCT 18" U-CHANNEL PER DETAIL 17, SHEET C-0.03
CONNECT TO SYNTHETIC SURFACE SUB DRAIN - SEE LANDSCAPE PLANS39 22E CONSTRUCT 24" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-GRATE-FULL 36-36-24 (OR APPROVED EQUAL)40 41 INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-CURB-FULL-24 (OR APPROVED EQUAL) 42 CONSTRUCT DECK DRAIN PER DETAIL 42, SHEET C-0.08
CONSTRUCT 3" A.C./9" A.B. PAVEMENT (DRIVE AISLES) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT 3" A.C./6" A.B. PAVEMENT (PARKING STALLS) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04, WRAP GRATE WITH MIRAFI 140N FILTER FABRIC 23A OUTLET PIPE THROUGH ALLAN BLOCK WALL - SEE DETAIL M/66 ON WALL PLANS 43 CONSTRUCT CONCRETE BLANKET PROTECTION FOR PIPES PER S.P.P.W.C. STD. PLAN 225-3 44 CONSTRUCT RIP RAP PER DETAIL 12, SHEET C-0.08
CONSTRUCT BROW DITCH - TYPE 'B'- PER S.D.R.S.D. DWG. NO. D-75, MOD. WIDTH PER PLAN, DEPTH = 6" UNLESS OTHERWISE SHOWN CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] July 4, 2024
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
DETAILS
3 SHEET C-0.03
6" TYP.
18"
18" CONCRETE STEP-OUT CURB (IN PARKING LOT)13
8"
NOTE:
· SEE LANDSCAPE ARCHITECT PLANS FOR
CONTROL JOINT LOCATIONS AND
DETAILS.
· USE TYPE II/V P.C.C. CONCRETE
560-C-3250
SURFACE PER
LANDSCAPE
ARCHITECT'S
PLAN
CONTINUOUS 18" WIDE TOP OF
CURB - NO SEPARATE POUR
3" CLEAR
MIN.
2 - #3 REBAR
- CONTINUOUS
PAVEMENT SECTION
PER PLAN
SCALE:
N.T.S.
LEGEND
PROPOSED CONTOUR
HMP BOUNDARY
20-FOOT BUFFER
CONCRETE PAVERS (IMPERVIOUS)
D.G. PAVING (PERVIOUS)
RESILIENT SURFACE (IMPERVIOUS)
CONCRETE (IMPERVIOUS)
A.C. PAVING (IMPERVIOUS)
PROPOSED STORM DRAIN
SPLIT RAIL FENCE
3-WIRE HABITAT FENCE
EXISTING CONTOUR
EXISTING STREET LIGHT
EXISTING MISC. UTIL. BOX
EXISTING MANHOLE
EXISTING FIRE HYDRANT
EXISTING WATER VALVE
95 XX
PROPERTY LINE
MATCH LINE
SIGHT DISTANCE
BIOFILTRATION AREA
CATCH BASIN & GRATE
ATRIUM DRAIN
FLOW DIRECTION/BROW DITCH
TYPE 'F' CATCH BASIN
TYPE 'A' CLEAN OUT
CURB INLET CATCH BASIN
RIP RAP
PEDESTRIAN RAMP
CURB & GUTTER
CURB
3-FOOT WIDE V-GUTTER
PROPOSED DOMESTIC WATER
PROPOSED RECLAIMED WATER
PROPOSED SEWER
PROPOSED ELECTRIC LINE
SWSW
RWRW
WTRWTR
SLOPE
TRUNCATED DOME PAVERS
L.P.
TELEPHONE
TOP OF WALL
WATER VALVE
WATER METER
SANITARY SEWER
TOP OF CURB
TOP OF FOOTING (CMU WALL)
TOP OF GRATE
WATERW
W.M.
W.V.
T.F.
T.W.
S
T.G.
T.C.
TEL.
CHAIN LINK FENCE
CENTERLINE
HIGH POINT
ROOF DRAIN
POWER POLE
GRADE BREAK
RIGHT OF WAY
FIRE HYDRANT
FINISHED SURFACE
FINISHED FLOOR
EDGE OF PAVEMENT
CATCH BASIN
STORM DRAIN
CURB & GUTTER
P.P.
R.O.W., R/W
R.D.
ST.
IRR. OR IRRIG.
M.H.
STREET
IRRIGATION
LOW POINT
MANHOLE
G.B.
H.P.
H.C.
INV.
F.S.
F.H.
F.L.
HANDICAP
INVERT
FLOWLINE
DWY.
ELEC.
E.P.
F.F.
CONC.
C.O.
SD
DRIVEWAY
ELECTRIC
CONCRETE
CLEANOUT
C.B.
C&G
C.L.F.
C.L.
BLDG. BUILDING
TOP OF DECKT.D.
POINT OF CONNECTIONP.O.C.
DECOMPOSED GRANITE
P/A PLANTER AREA
D.G.
D.F. DRINKING FOUNTAIN
WROUGHT IRON FENCEW.I.F.
TOP OF SUBGRADET.O.S.
B.O.W. BACK OF WALK
TOP OF HEADWALLT.H.W.
CURB FACEC.F.
NOTICE TO CONTRACTOR:
THE ESTIMATES OF IMPROVEMENT AND GRADING QUANTITIES AS SHOWN HEREON ARE PROVIDED FOR SATISFYING PLAN CHECK INFORMATION REQUIREMENTS ONLY. THE CONTRACTOR SHALL PERFORM AN INDEPENDENT ESTIMATE OF
ALL IMPROVEMENT QUANTITIES, INCLUDING GRADING QUANTITIES, AND SHALL USE SAME AS A BASIS FOR THEIR BID(S) AND CONTRACT(S).
CONSTRUCTION NOTES/ESTIMATE OF QUANTITIES
NO. DESCRIPTION QUANTITY
SEE SHEET C-5.01 FOR WATER / SEWER CONSTRUCTION NOTES
SEE SHEET C-3.01 FOR EROSION CONTROL CONSTRUCTION NOTES SEE SHEET C-4.01 FOR SIGNING / STRIPING CONSTRUCTION NOTES
ABBREVIATIONS
9 3' V-GUTTERC.F. TRANSITION14
NOTE:
· USE TYPE II/V CEMENT
· LIGHT BROOM FINISH - CONFIRM FINISH
W/LANDSCAPE PLAN
· ALL CONC. DRAINAGE DEVICES TO BE OF A
COLOR PER LANDSCAPE ARCHITECT SPECS.
FINISH
SURFACE
1"
4" OR 6"
TOP OF CURB
CURB FACE
EXPANSION JOINT
PER LANDSCAPE
PLANS
PER PLAN
(5-FEET IF NOT SHOWN)
3'-0"
8" P.C.C.
6" C.A.B.
1-1/2"
1/2" R1/2" R
3/8" LIP
(TYP.)
FL ELEV.
PER PLAN
LIP ELEV.
PER PLAN
BATTER
SIDES
AT 6:1
4"
6"
TOP OF CURB
CURB FACE
EXPANSION JOINT
PER LANDSCAPE
PLANS
PER PLAN
(5-FEET IF NOT SHOWN)
0" CURB FACE TO 4" OR 6" CURB FACE
4" CURB FACE TO 6" CURB FACE
GUTTER WITHIN ADA PATH
3'-0"
7/8"
MAX.
0 LIP
(TYP.)FL ELEV.
PER PLAN
0" R0" R
0 LIP
(TYP.)
4.9%
MAX.
SCALE:
N.T.S.
SCALE:
N.T.S.
18" U-GUTTER17
6"
1-1/2"
6" 6"18"
1/2" R
TYP.
6"
6"
C.A.B.
1/2" R
TYP.
2"
2%2%
NOTE:
· USE TYPE II/V CONCRETE CLASS 560-C-3250
· LIGHT BROOM FINISH
SCALE:
N.T.S.
7 EA
8 EA
51 EA
32 EA
3,705 LF
1 EA
5 EA
-
-
13,740 LF
8 EA
6 EA
14 EA
84 EA
2 EA
31 EA
17,072 SF
730 LF
11 EA
14 EA
940 LF
3,880 LF
7,660 LF
7,050 LF
83 EA
20 EA
6 EA
115 LF
530 LF
-
260 LF
2 EA
745 LF
1,350 LF
19,625 SF
-
-
-
31,650 SF
1 EA
24 LF
11 EA
6 EA
PROP. CMU RETAINING WALL
W/GUARDRAIL
- SEE STRUCTURAL PLANS
COMPACTED SUBGRADE PER SOILS
ENGINEER RECOMMENDATION
COMPACTED SUBGRADE PER SOILS
ENGINEER RECOMMENDATION
8"
8"
EQ.EQ.
2 EA
CUT/FILL LINE
DAYLIGHT LINE
BTM. BOTTOM OF ALLAN WALL BLOCK
(NOT FINISH GRADE AT BOTTOM OF WALL)
PROP. CMU RETAINING WALL
- SEE STRUCTURAL PLAN
PROP. ALLAN BLOCK WALL
W/GUARDRAIL
- SEE STRUCTURAL PLANS
PROP. ALLAN BLOCK RET. WALL
- SEE STRUCTURAL PLAN
RETAININGRET.
GEOGRID FOR ALLAN BLOCK
SYMBOL
10 EA
95 LF
600 SF
12" PONDING
DEPTH
6" MIN.
FINISH SURFACE
PER PLAN
- 64.1 BASIN 'D'
- 88.0 BASIN 'G'
UPPER BIOFILTRATION
SURFACE ELEV. PER PLAN
- 63.1 BASIN 'D'
- 87.0 BASIN 'G'
ASTM A615, Gr60
C1)
STEEL:
3)
2)
CONCRETE:
SPECIFICATIONS:
F' = 3,250 p.s.i., TYPE II/V
POUR FOOTING AGAINST UNDISTURBED
OR COMPACTED SOIL
NOTE TO CONTRACTOR:
ALL CONC. FLATWORK AND VISIBLE DRAINAGE
STRUCTURES TO BE FINISHED AND COLORED
CONSISTENTLY PER SPECIFICATIONS. HEADWALL
TO BE FINISHED WITH NATINA STAIN.
VERIFY COLOR AND FINISH WITH LANDSCAPE
ARCHITECT AND SUBMIT SAMPLE FOR
APPROVAL PRIOR TO CONSTRUCTION.
MIN. 6"
A
A
8"
11"
12"
SECTION A-A
CONCRETE WEIR DETAIL - SEE BASIN 'D' SHEET 10 AND BASIN 'G' SHEET 16 SCALE:
N.T.S.
SCALE:
N.T.S.22
9"
VARIES -
SEE PLAN
SECTION
ELEVATION
ASTM A615, Gr60
C1)
STEEL:
3)
2)
CONCRETE:
SPECIFICATIONS:
F' = 3,250 p.s.i., TYPE II/V
5' TYP.
POUR HEADWALL AGAINST UNDISTURBED
OR COMPACTED SOIL
1'
3" CLR.
MIN.
1-0" PIPE Ø 1'-0"
1'PIPE Ø1'-6"
4" CLR. MAX.
BETWEEN BARS
3" CLR. MAX.
6" MIN.
NOTES:
1. TRASH RACKS SHALL BE CONSTRUCTED WITH RECTANGULAR SMOOTH STEEL TUBE WITH A MIN. 1-INCH BY
0.5-INCH BY 16 GA CROSS SECTION. THE TUBE STEEL SHALL MEET THE ASTM A513 REQUIREMENTS.
2. THE HEADWALL CONNECTION PLATES SHALL BE 1
2-INCH X 6-INCH PLATE AND SHALL BE A36 STEEL. THE
HEADWALL CONNECTION BOLTS SHALL BE 5
8-INCH RED HEAD WEDGE ANCHOR BOLTS (ICC-ES AC193) AND
SHALL BE DRIVEN TO A MIN. DEPTH OF 4-INCHES INTO CONCRETE.
3. ALL TRASH RACK COMPONENTS SHALL HAVE A CORROSION PROTECTIVE FINISH (HOT-DIPPED GALVANIZED).
4. ALL WELDS SHALL BE 1
4-INCH WELDS.
5. CONTRACTOR TO PROVIDE SHOP DRAWINGS TO THE CITY FOR APPROVAL PRIOR TO CONSTRUCTION.
TRASH RACK
NOTE TO CONTRACTOR:
ALL CONC. FLATWORK AND VISIBLE DRAINAGE
STRUCTURES TO BE FINISHED AND COLORED
CONSISTENTLY PER SPECIFICATIONS. HEADWALL
TO BE FINISHED WITH NATINA STAIN.
VERIFY COLOR AND FINISH WITH LANDSCAPE
ARCHITECT AND SUBMIT SAMPLE FOR
APPROVAL PRIOR TO CONSTRUCTION.
CONCRETE HEADWALL (INLET) W/TRASH RACK
RIP-RAP WHERE SHOWN ON
PER PLAN
- SEE DETAIL 12, SHEET C-0.08
TRASH RACK
- SEE DETAIL ABOVE
SLOPE HEADWALL
AT 3:1
STORM DRAIN PIPE
PER PLAN
9" P.C.C. W/#5
@ 18" E.W.
PIPE INVERT PER PLAN
TOP OF HEADWALL
BOTTOM OF
CHANNEL PER PLAN
CONNECTION PLATE
WITH
AT LEAST ONE LOCKABLE
CLASP TO ATTACH
RACK TO PLATE
FACE OF HEADWALL
STORM DRAIN PIPE PER PLAN
CONNECTION PLATE
WITH HINGE
TO ALLOW TRASH
RACK TO SWING OPEN
1'-6"
3:1 MAX. SLOPE
COBBLE SURFACE
PER LANDSCAPE
ARCHITECT
RIP-RAP WHERE SHOWN
ON PER PLAN
- OMIT FOR OVERFLOW
HEADWALL
CONSTRUCT TRASH
RACK PER ABOVE
DETAIL
OVERALL WIDTH PER PLAN
- 22.0' FOR BASIN 'D'
- 16.0 FOR BASIN 'G'
WEIR WIDTH PER PLAN
- 10' FOR BASINS 'D' AND 'G'
*8" P.C.C. W/#5
@ 18" E.W.
ELEVATION
2424 -
24" OPENING
PLAN (FLAT TYPE)
5" 5"
CATCH BASIN & GRATE
PRE-CAST CONCRETE CATCH
BASIN WITH FRAME
- BROOKS PRODUCTS 2424
CB OR EQUAL
CAST IRON GRATE
- BROOKS PRODUCTS 2424 OR
EQUAL
- 1/2" MAX. SLOT
- GALVANIZED FINISH
- USE BLACK NDS DOMED
GRATES IN PLANTING AREAS
OR EQUAL
STORM DRAIN PIPE
- SIZE & TYPE PER PLAN
NOTE:
· USE DOMED GRATE IN PLANTING AREAS.
· GRATES LOCATED IN ACCESSIBLE AREAS
ARE TO HAVE ADA COMPLIANT
OPENINGS.
· USE 3,250 p.s.i., TYPE II/V CONCRETE
FLOW
INVERT ELEVATION
PER PLAN
STORM DRAIN SIZE &
TYPE PER PLAN
24" OPENING 5"5"
TOP OF GRATE
(TG) PER PLAN
- USE DOMED
GRATES IN
PLANTING
AREAS
6"
1/2"
MIN. DEPTH =
7" FOR UP TO 4" PIPE
POURED IN PLACE
P.C.C. BASE
WITH SLOPE TO DRAIN
SLOPE PER PLAN
20 INLET STORM DRAIN
PER PLAN
ROUND ATRIUM DRAIN21
NOTE:
USE FLAT GRATE IN TURF AREAS .
STORM DRAIN SIZE &
TYPE PER PLAN
USE 90° HUB x HUB
ELBOW FOR END OF
LINE CONDITIONS
- NDS OR EQUAL
- SIZE PER PLAN
INVERT ELEVATION
PER PLAN
4"Ø PVC SCH 40 PIPE
ADAPTOR
- NDS OR EQUAL
- SIZE AS REQUIRED FOR
PIPE SIZE
6" BLACK ROUND ATRIUM DRAIN
- NDS OR EQUAL
- USE FLAT GRATE IN TURF AREAS TOP OF GRATE
(TG) PER PLAN
1' MIN.
FLOW
SLOPE
PER
PLAN
SLOPE
PER
PLAN
CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] July 4, 2024
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
4 SHEET C-0.04SCALE:
N.T.S.RESILIENT SURFACE DRAIN26
FINISH GRADE PER PLAN
RUBBER AND CONCRETE SURFACING PER LANDSCAPE ARCHITECT'S PLAN
PRE-CAST CONCRETE CATCH BASIN WITH FRAME
- BROOKS PRODUCTS 1212 CB OR EQUAL
CAST IRON GRATE
- BROOKS PRODUCTS 1212 OR EQUAL - 1/2" MAX. SLOT - GALVANIZED FINISH 1 FILTER FABRIC MIRAFI 140N OR APPROVED EQUAL WRAPPED AROUND GRATE. 2 3
LEGEND
4 5
5 4
1 3
TOP OF GRATE
(TG)
PER PLAN
INVERT
(INV)
PER PLAN
FLOW
STORM DRAIN SIZE &
TYPE PER PLAN POURED IN PLACE
P.C.C. BASE
WITH SLOPE TO DRAIN
2 0.5% MIN. 0.5% MIN.
27 SCALE:
N.T.S.
SCALE:
N.T.S.
LOWER BIOFILTRATION
SURFACE ELEV. PER PLAN
- 62.0 BASIN 'D'
- 83.0 BASIN 'G'
12" MIN.
12" PONDING
DEPTH
12" PONDING
DEPTH
VARIES
1.1-FEET BASIN 'D'
4-FEET BASIN 'G'
LOWER BIOFILTRATION SURFACE
PONDING ELEV. PER PLAN
- 63.0 BASIN 'D'
- 84.0 BASIN 'G' IMPERMEABLE
LINER
18" DEPTH 3/4" CLEAN
CRUSHED ROCK
24" MIN. DEPTH OF
ENGINEERED SOIL
4" DEPTH CLEAN
WASHED PEA GRAVEL
UNDISTURBED OR
COMPACTED SOIL PER
SOILS ENGINEER
RECOMMENDATIONS
COMPACTED SUBGRADE PER SOILS
ENGINEER RECOMMENDATION
ELEVATION
COMPACTED SUBGRADE PER SOILS
ENGINEER RECOMMENDATION
30"
3" CLR.
3-#5 @ CONT.
TOP AND BOTTOM
DETAILS
MINERAL COMPONENT RANGE REQUIREMENTS
PERCENT RANGE COMPONENT
70-80 SAND
15-20 SILT
5-10 CLAY
NOTE TO CONTRACTOR:
DURING BASIN CONSTRUCTION, PRECAUTIONS MUST BE TAKEN TO PREVENT
ENGINEERED SOIL BED COMPACTION BY CONSTRUCTION EQUIPMENT AND SEDIMENT CONTAMINATION BY RUNOFF. BASIN EXCAVATION AND
ENGINEERED SOIL PLACEMENT SHOULD BE PERFORMED WITH EQUIPMENT PLACED OUTSIDE THE BASIN BOTTOM WHENEVER POSSIBLE. LIGHT EARTH
MOVING EQUIPMENT WITH OVERSIZED TIRES OR TRACKS SHOULD BE UTILIZED WHEN THE BASIN MUST BE ENTERED.
BROOKS PRODUCTS 3636
CATCH BASIN AND GRATE
3'
3:1 SLOPE
MAX.- SEE PLAN
6" PERFORATED PVC PIPE @ 0% SLOPE
5-FEET O.C.
- PLACE PERFORATIONS DOWN
PONDING DEPTH - E
VARIES - SEE PLAN FOR SHAPE
8 DEPTH 3/4" CLEAN
CRUSHED ROCK
- ANGULAR
18" MIN. DEPTH OF ENGINEERED
SOIL
3"
SOILS MEDIA
DEPTH - A
(18" MIN.)GRAVEL DEPTH - B
3" STANDARD SHREDDED AGED
HARDWOOD MULCH
3"
SURFACE
ELEV. PER
PLAN
PER PLAN
BOT. ROCK ELEV. PER PLAN
IMPERMEABLE LINER
IMPERMEABLE LINER
- 30 MIL (MIN.)
ALLAN BLOCK
WALL WHERE
SHOWN ON PLAN
12" FREEBOARD
4" DEPTH CLEAN WASHED
PEA GRAVEL
EXCAVATED SLOPE
1:1 MAX.
FLOW CONTROL OUTLET FOR
HYDROMODIFICATION - C
SEE DETAIL AND TABLE ON
SHEET C-0.08 FOR
HYDROMODIFICATION
OUTLETS FOR BASINS BC, E,
F, AND H
BMP SUMMARY TABLE
BMP
TRIBUTARY
AREA
(ACRES)
DIMENSIONS
BMP AREA
(SQUARE
FEET)
SOILS MEDIA
DEPTH - A
(INCHES)
GRAVEL
DEPTH - B
(INCHES)
LOWER
ORIFICE
DIAMETER -
C (INCHES)
RISER DEPTH
- D (INCHES)
PONDING
DEPTH - E
(INCHES)
SURFACE
DEPTH - F
(INCHES)
A 1.30 596 18 12 N/A 6 6 27
BC 0.90 1,604 18 12 5/8 18 6 24
D 0.56 1,080 18 12 N/A 9 9 18
E 8.30 3,971 18 12 3-1/8 18 6 24
F 4.48 2,042 18 12 2-1/4 18 6 28
G 5.19 2,033 18 12 N/A 9 9 24
H 10.60 4,761 18 12 3 20 6 33
I 0.29 134 18 12 N/A 6 6 24
J 0.27 99 18 12 N/A 6 6 24
K 1.39 779 18 12 N/A 6 6 24
L 0.21 80 18 12 N/A 6 6 24
BIOFILTRATION AREA WITH UNDERDRAIN
RISER DEPTH - D
SURFACE DEPTH - F
3"
MIN.
A
INLET IN BROW-DITCH28
SECTION A-A
90° HUB x HUB ELBOW
- NDS OR EQUAL
- SIZE PER PLAN
INVERT ELEVATION
PER PLAN
A
PROP. WALL/BLDG.
WHERE OCCURS
-BY OTHERS
PVC SCH 40 PIPE
-SIZE PER PLAN
TOP OF GRATE
(TG) PER PLAN
MASTIC JOINT
4"
CONCRETE
BROW-DITCH PER
PLAN
0.25%
6" - 12" DITCH
12" - 24" DITCH
MIN.
CONSTRUCT 4"
CONCRETE
CUTOFF WALL
AT END OF
V-DITCH ONLY
12" TRANSITION - 12" DITCH
24" TRANSITION - 24" DITCH
PROP. WALL/BLDG
WHERE OCCURS
3"
OR
4"
3"
OR
4"
4"
12" OR 24"
CUT-OFF WALL BEYOND
AND END OF DITCH
ONLY
NOTE:
· ALL CONC. DRAINAGE DEVICES WITHIN
LANDSCAPE SLOPES TO BE OF A COLOR
PER LANDSCAPE ARCHITECT SPECS.
· USE 3,250 p.s.i., TYPE II/V CONCRETE
ADAPTOR
- NDS OR EQUAL
- SIZE AS REQUIRED FOR
PIPE SIZE
6x6-10/10 W.W.M.
JOIN EXIST.
ELEV.
EXIST. SLOPE
VARIES
-2:1 MAX.
9" FOR 12" WIDE DITCH
12" FOR 24" DITCH
BLACK HIGH STRENGTH
PLASTIC ATRIUM DRAIN -
NDS OR EQUAL
9" FOR 12" WIDE DITCH
12" FOR 24" WIDE DITCH
BLACK HIGH STRENGTH
PLASTIC ATRIUM DRAIN -
NDS OR EQUAL
A
A
12" OR 24"
MATCH GUTTER WIDTH
CONCRETE
BROW-DITCH PER
PLAN
0.25%
MIN.
12" TRANSITION - 12" DITCH
24" TRANSITION - 24" DITCH
PROP. WALL/BLDG
WHERE OCCURS
12" MIN.
PER PLAN
3" - 12" DITCH
4" - 24" DITCH
3" - 12" DITCH
4" - 24" DITCH
9" FOR 12" WIDE DITCH
12" FOR 24" WIDE DITCH
BLACK HIGH STRENGTH
PLASTIC ATRIUM DRAIN -
NDS OR EQUAL
0.25%
MIN.
12" TRANSITION - 12" DITCH
24" TRANSITION - 24" DITCH
12" OR 24"
MATCH GUTTER WIDTH
@ END OF V-DITCH
PLAN
2" 12" MIN.
12"
SUBDRAIN35
FILTER FABRIC - TYPAR MODEL NO. 3301,
AVAILABLE FROM REEMAY CO. (800) 321-6771.
3/4" TO 1-1/2" OPEN GRADED GRAVEL - NOT
LESS THAN 2 SQUARE FEET PER LINEAR FOOT
4" P.V.C. (SCH 40) PERFORATED PIPE,-
PERFORATED HOLES AT THE BOTTOM
4"± 4"±
FULL OVERLAP OF FILTER FABRIC
STORM DRAIN CLEANOUT37
FLOW
2"
FINISH GRADE
- HARDSCAPE/AC/PCC
BODY AND COVER PER
BROOKS PRODUCTS
NO. 3-RT OR EQUAL
6" TYP.
6" TYP.
2"
MIN.
ROUND CONCRETE
COLLAR - CAN OMIT
COLLAR IF ADJACENT
PAVEMENT IS AT LEAST
4" THICK
PAVED AREA PLANTING AREA
6" TYP.
FLUSH
SQUARE CONCRETE
COLLAR
CAP WITH SCREW TOP
PVC 45° WYE
- USE 45° HUB x HUB ELBOW
FOR END OF LINE CONDITIONS
- NDS OR EQUAL
- SIZE PER PLAN
STORM DRAIN SIZE &
TYPE PER PLAN
4" - 45° HUB x HUB ELBOW
- NDS OR EQUAL
4" PVC PIPE (SCH 40)
- NDS OR EQUAL
NOTE:
· USE 4,500 p.s.i., TYPE II/V CONCRETE IN TRAFFIC AREAS · USE 3,250 p.s.i., TYPE II/V CONCRETE IN LANDSCAPE AREAS · BACKFILL TO TOP OF 45° BEND WITH SAME MATERIAL AS PIPE BACKFILL
UNDISTURBED SOIL
CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] July 4, 2024
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
5 SHEET C-0.0524/25
SCALE:
N.T.S.
SCALE:
N.T.S.
SCALE:
N.T.S.
SCALE:
N.T.S.
FILTER FABRIC MARAFI 140 N OR
APPROVED EQUAL ABOVE GRAVEL
BEDDING PER S.D.R.S.D.
DRAWING NO. D-60
12" MIN.
PER PLAN
3" - 12" DITCH
4" - 24" DITCH
3" - 12" DITCH
4" - 24" DITCH
SUBDRAIN PER PLAN
COMPACTED SUBGRADE PER SOILS
ENGINEER RECOMMENDATION
DETAILS
2'2'
1'
LINER TERMINATION
ON SLOPE
ENGINEERED SOIL MEDIA REQUIREMENTS
THE ENGINEERED SOIL MEDIA SHALL BE NUTRIENT-SENSITIVE THAT MEETS
THE GUIDELINES AS SPECIFIED IN THE COUNTY OF SAN DIEGO BEST MANAGEMENT PRACTICE DESIGN MANUAL (BMPDM) FACT SHEET BF-2 AND SECTION F.2 OF APPENDIX F. THE ACTUAL NUTRIENT CONTENT AND
ORGANIC CONTENT SHOULD BE MEASURED WHEN SPECIFYING THE MIX PROPORTIONS.
THE TRIP TICKET, OR CERTIFICATE OF COMPLIANCE, SHALL BE MADE
AVAILABLE TO THE INSPECTOR TO PROVE THE ENGINEERED MIX MEETS THIS SPECIFICATION.
CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] July 4, 2024
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
SHEET C-0.06
6 DETAILS
* 8"
* NOTE:
CITY OF CARLSBAD
MODIFICATION TO
SDRSD STD.
CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] July 4, 2024
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
SHEET C-0.07
7 DETAILS
* 6" x 6" x #10 x #10 WWM
* NOTE:
CITY OF CARLSBAD
MODIFICATION TO
SDRSD STD.
12" MIN. - PER PLAN
6"
CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] July 4, 2024
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
SHEET C-0.08
8 STORM DRAIN SIZE &
TYPE PER PLAN
USE 90° HUB x HUB
ELBOW FOR END OF
LINE CONDITIONS
- NDS OR EQUAL
- SIZE PER PLAN
INVERT ELEVATION
PER PLAN
4" PVC SCH 40 PIPE
1' MIN.
FLOW
NOTE:
· GRATES LOCATED IN ACCESSIBLE AREAS ARE TO HAVE ADA COMPLIANT OPENINGS. · INSTALL DRAIN IN P.C.C. SIDEWALK PER MANUFACTURER'S RECOMMENDATIONS. · DECK DRAINS ARE TO BE PLACED AT EXPANSION JOINT OR CONTROL JOINT INTERSECTIONS UNLESS OTHERWISE SHOWN.
CONCRETE SURFACE PER LANDSCAPE ARCHITECT'S PLAN
DRAINLINE CONNECTION TO STORM DRAIN LINE PER STORM DRAIN PLANS
FINISH SURFACE PER GRADING PLANS
1 4" DECK DRAIN, JOSAM DRAIN MODEL NO. 3004-5S-VP-2, OR APP'D EQUAL.
VANDAL PROOF SCREWS, SATIN BRONZE FINISH
2 3
LEGEND
4 2%
MAX.
2%
MAX.
8" 8"
TYPICAL INSTALLATION
NOT TO SCALE
DECK DRAIN
EXPANSION
/CONTROL JOINT
DECK DRAIN
EXPANSION
/CONTROL JOINT
WALL
4"±
(PER PLAN)2"
TOP OF GRATE
(TG) PER PLAN1
3 4 2
DECK DRAIN42
SCALE:
N.T.S.
DETAILS
EARTHEN SWALE-
FLOW LINE (FL) ELEVATION PER
PLAN
2'
1'
4"
SURFACE TREATMENT
PER LANDSCAPE PLANS
SCALE:
N.T.S.
RISER OUTLET DETAIL FOR HYDROMODIFICATION-
SCALE:
N.T.S.
DIMENSIONS OF BMP RISER HYDROMODIFICATION OUTLETS
BMP A
(INCHES)
B
(INCHES)
C
(INCHES)
D
(INCHES)
OUTLET X OUTLET Y OUTLET Z
DIA.
(INCHES) QUANTITY DIA.
(INCHES) QUANTITY
DIMENSIONS
[L (INCHES) X
H (INCHES)]
QUANTITY
BC 18 6 12 N/A 2 4x 4 2x N/A N/A
E 18 6 9 12 4 6x 6 6x 15 x 3 4x
F 18 6 9 12 4 2x 6 3x 24 x 2 2x
H 20 6 12 N/A 2 4x 4 4x N/A N/A
BROOKS PRODUCTS 3636
CATCH BASIN AND GRATE
PONDING DEPTH
SURFACE
ELEV. PER
PLAN
B
C
A
D
OUTLET X
OUTLET Y
OUTLET Z
DECOMPOSED GRANITE PAVING3
SCALE:
N.T.S.
NOTE:
· SEE ALSO DETAIL 5, SHEET L-2.01
1" TO 2"
WIDTH = 3-FEET MIN.
LENGTH = 4-FEET MIN. UNLESS NOTED ON PLAN
12"±
RIP-RAP NOTES:
· ROCKS FOR GROUTED RIP-RAP SHALL BE NO. 2 BACKING SPECIFICATION AND LAID SIDE BY SIDE AND ON TOP OF EACH OTHER. ALL VOIDS BETWEEN THE ROCKS SHALL BE MINIMIZED AS MUCH AS POSSIBLE.
· ALL RIP-RAP SHALL BE PLACED TO FORM A ROUGH UNEVEN SURFACE WITH PORTIONS EXTENDING 1" TO 2" ABOVE TOP OF ADJACENT GRADE.
· RIP-RAP APRON SHALL BE CONSTRUCTED IN A WORKMANLIKE MANNER AND COMPLETED TO THE SATISFACTION OF THE INSPECTOR.
UN-GROUTED RIP-RAP12
TOP OF PAD
(FG PER PLAN)
SURROUND PAD WITH
PERMEABLE FABRIC
- MIRAFI 140NC OR EQUAL
SCALE:
N.T.S.
CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] 4, 2024
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
DEMOLITION PLAN
9 0204080
SCALE: 1" = 40'
S
W
E
SHEET D-1.01
WHITMAN WAY
FARADAY AVE.
FARADAY AVE.
WHITMAN WAY
FARADAY AVENUE
SHEET
D-1.01
SHEET
D-1.02
S
W
E SHEET INDEX MAP
SCALE: 1" = 500'
TEMPORARY SLOPE EASEMENT TO ARCHSTONE-SMITH
PER DOC. #2002-0135146
(TO EXPIRE ONCE THE CITY OF CARLSBAD ACCESS
THE IMPROVEMENTS IN THE R.O.W.)
EASEMENT TO SAN DIEGO
COUNTY WATER AUTHORITY
PER DOC. #2014-0105138
LIMITS OF
GRADING
HMP
BOUNDARY
20' OFFSET FROM
HMP BOUNDARY
LIMITS OF GRADING
22'± OFFSET FROM
HMP BOUNDARY
NOTE TO CONTRACTOR:
CONTRACTOR TO SCHEDULE A SITE WALK
WITH THE CITY PRIOR TO START OF
DEMOLITION TO VERIFY ALL ITEMS TO BE
DEMOLISHED AND/OR SALVAGED.
NOTE TO CONTRACTOR:
CONTRACTOR SHALL INSTALL TEMPORARY BMPs PRIOR TO
DEMOLITION.
LEGEND
EXISTING FENCE
DEMOLITION NOTES
A
DEMOLITION GENERAL NOTES
SEE SHEET D-1.02.
NOTE TO CONTRACTOR:
·LOCATION OF EXISTING FACILITIES SHOWN HEREON ARE BASED ON THE
AERIAL TOPOGRAPHIC SURVEY PERFORMED BY PSOMAS, DATED JUNE 2020, FIELD OBSERVATION AND A SEARCH OF AVAILABLE RECORDS AND MAY NOT REPRESENT ACTUAL CONDITIONS.
·CONTRACTOR MUST FIELD LOCATE ALL UTILITIES (LOCATION AND DEPTH)
WITHIN WORK AREA AS A FIRST ITEM OF WORK AND VERIFY PROPOSED DESIGN IS VALID.
·CONTRACTOR SHALL PROTECT IN PLACE THE UTILITY LINES SHOWN AND ANY OTHER LINES NOT OF RECORD OR NOT SHOWN ON THESE PLANS.
CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE TO THE
EXISTING UTILITY LINES.
·CONTRACTOR TO VERIFY AND INFORM THE COUNTY OF ANY FACILITIES
ENCOUNTERED IN THE FIELD WHICH IS NOT SHOWN ON THIS PLAN, OR DIFFERS IN LOCATION OR SIZE, PRIOR TO REMOVAL.
·THE CITY MAY IDENTIFY AND REMOVE ANY ITEMS THEY WISH TO RETAIN PRIOR TO THE CONTRACTOR MOVE IN.
C
B
DPROTECT IN PLACE - POTHOLE AND LOCATE EXISTING UNDERGROUND UTILITY LINES TO PROTECT AS REQUIRED * REMOVE EXIST. FENCE/GATE, POSTS, BOLLARDS, FOOTINGS, ETC. - COORDINATE WITH CITY AND LANDSCAPE ARCHITECT PRIOR TO DEMO. ON WHAT TO SALVAGE AND/OR REUSE AND DISPOSE REMAINDER B
SHEET
D-1.03
SHEET
D-1.04
SHEET
D-1.05
MATCH LINE - SEE SHEET D-1.02
LIMITS OF
GRADING
SAN DIEGO COUNTY WATER AUTHORITY -
CARLSBAD DESALINATION CONVEYANCE
PIPELINE MACARIO TUNNEL PIT
LIMITS OF GRADING AND LOCATION OF ORANGE FENCING
NOTE TO CONTRACTOR:
THIS PROJECT HAS A MITIGATION MONITORING AND
REPORTING PROGRAM. SEE MIT. MEASURE BIO-2B AND
PRIOR TO CONSTRUCTION, DELINEATE THE PROJECT’S
LIMITS OF DISTURBANCE WITH ORANGE FENCING, AND
IN AREAS POTENTIALLY SUBJECT TO PROJECT-RELATED
RUNOFF, USE SILT FENCING TO DELINEATE THE IMPACT
FOOTPRINT CONSISTENT WITH THE PROJECT’S STORM
WATER POLLUTION PREVENTION PLAN (SWPPP). ALL
FENCING WOULD BE REVIEWED BY THE PROJECT
BIOLOGIST PRIOR TO THE INITIATION OF WORK.
REMOVE EXIST. CONC. DITCH (COMPLETE) AND DISPOSE
REMOVE EXIST. HEADWALL, INLET, AND/OR INTERFERING SECTION OF PIPE FOR NEW CONNECTION (COMPLETE) AND DISPOSE - SEE PRECISE GRADING PLANS
A
D
A
D
C
D HEADWALL,
SIDEWALLS,
AND PAD
C
D
C
B
A
A
LIMITS OF
GRADING
CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] 4, 2024
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
DEMOLITION PLAN
10 SHEET D-1.02
FARADAY AVE.
0204080
SCALE: 1" = 40'
S
W
E
DEMOLITION GENERAL NOTES
1. CONTRACTOR SHALL CONDUCT A SURVEY OF EXISTING CONDITIONS AND CORRELATE WITH REQUIREMENTS INDICATED TO DETERMINE AND VERIFY THE EXTENT OF DEMOLITION REQUIRED.
2. CONTRACTOR SHALL RECORD EXISTING CONDITIONS BY USE OF PRE-CONSTRUCTION PHOTOGRAPHS, PRE-CONSTRUCTION VIDEOTAPES, AND DRAWINGS AS APPROPRIATE.
3. A SURVEY SHALL BE PERFORMED AS WORK PROGRESSES TO DETECT HAZARDS RESULTING FROM DEMOLITION ACTIVITIES.
4. CONTRACTOR SHALL KEEP INVENTORY AND RECORD THE CONDITION OF ITEMS TO BE REMOVED AND REINSTALLED AND ITEMS TO BE REMOVED AND SALVAGED.
5. CONTRACTOR SHALL COORDINATE WITH THE OWNER THE STORAGE AND DELIVERY OF ITEMS TO BE SALVAGED.
6. LOCATE ALL EXISTING UTILITIES WHETHER SHOWN HEREON OR NOT AS THE FIRST ITEM OF WORK AND PROTECT THEM FROM DAMAGE. NOTIFY OWNER IMMEDIATELY IF DAMAGE OCCURS AND ASSUME FULL RESPONSIBILITY FOR EXPENSE OF REPAIR OR REPLACEMENT. NOTIFY OWNER'S REPRESENTATIVE IMMEDIATELY SHOULD FIELD CONDITIONS VARY FROM THOSE SHOWN ON PLAN.
7. WHEN UNANTICIPATED ELECTRICAL, STRUCTURAL, OR OTHER ELEMENTS INCLUDING STORM DRAIN, WATER AND
SEWER LINES THAT CONFLICT WITH INTENDED DESIGN ARE ENCOUNTERED, CONTRACTOR SHALL INVESTIGATE
AND MEASURE THE NATURE AND EXTENT OF CONFLICT AND CONTRACTOR SHALL PROMPTLY SUBMIT A WRITTEN REPORT TO THE COUNTY.
8. CONTRACTOR SHALL LOCATE, IDENTIFY, DISCONNECT, AND SEAL OR CAP OFF INDICATED UTILITY SERVICES AND MECHANICAL/ELECTRICAL SYSTEMS SERVING AREAS TO BE SELECTIVELY DEMOLISHED AND:
·SHALL ARRANGE TO SHUT OFF INDICATED UTILITIES WITH UTILITY COMPANIES. ·IF SERVICES/SYSTEMS ARE REQUIRED TO BE REMOVED, RELOCATED, OR ABANDONED, BEFORE
PROCEEDING WITH DEMOLITION CONTRACTOR SHALL PROVIDE TEMPORARY SERVICES/SYSTEMS THAT
BYPASS AREA OF DEMOLITION AND THAT MAINTAIN CONTINUITY OF SERVICES/SYSTEMS TO OTHER PARTS OF BUILDING AND SITE.
·SHALL CUT OFF PIPE OR CONDUIT IN WALLS TO BE REMOVED. CAP, VALVE, OR PLUG AND SEAL REMAINING PORTION OF PIPE OR CONDUIT AFTER BYPASSING. WHERE ENTIRE WALL IS TO BE REMOVED, EXISTING SERVICES/SYSTEMS MAY BE REMOVED WITH REMOVAL OF THE WALL. CONTRACTOR SHALL CUT OFF PIPE OR CONDUIT SO IT WILL NOT BE VISIBLE IN FINISHED CONSTRUCTION.
9. CONTRACTOR SHALL PROTECT EXISTING SERVICES/SYSTEMS INDICATED AGAINST DAMAGE DURING DEMOLITION OPERATIONS.
10. INACTIVE OR ABANDONED UTILITIES SHALL BE DISCONNECTED, REMOVED, AND PLUGGED OR CAPPED SUBJECT TO THE LOCAL GOVERNING AGENCIES.
11. ACTIVE UTILITIES SHALL BE PROTECTED BY AND AT THE EXPENSE OF THE CONTRACTOR. KEEP ANY REQUIRED
UTILITY IN OPERATING CONDITION DURING THE ENTIRE PERIOD OF WORK, INCLUDING EXISTING IRRIGATION SYSTEMS FOR LANDSCAPE MAINTENANCE.
12. DO NOT WILLFULLY PROCEED WITH CONSTRUCTION WHEN IT IS OBVIOUS THAT KNOWN OBSTRUCTIONS EXIST THAT MAY NOT HAVE BEEN KNOWN DURING DESIGN. SUCH CONDITIONS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE OWNER'S AUTHORIZED REPRESENTATIVE. ASSUME RESPONSIBILITY FOR ALL NECESSARY REVISION DUE TO FAILURE TO GIVE SUCH NOTIFICATION.
13. CONTRACTOR SHALL CONDUCT DEMOLITION AND DEBRIS-REMOVAL OPERATIONS TO ENSURE MINIMUM
INTERFERENCE WITH ROADS, STREETS, WALKS, WALKWAYS, AND OTHER ADJACENT OCCUPIED AND USED FACILITIES.
14. CONTRACTOR SHALL PROVIDE TEMPORARY BARRICADES AND OTHER PROTECTION REQUIRED TO PREVENT INJURY TO PEOPLE AND DAMAGE TO ADJACENT BUILDINGS AND FACILITIES TO REMAIN AND:
·SHALL PROVIDE TEMPORARY WEATHER PROTECTION, DURING THE INTERVAL BETWEEN DEMOLITION OF
EXISTING CONSTRUCTION ON EXTERIOR SURFACES AND NEW CONSTRUCTION, TO PREVENT WATER LEAKAGE AND DAMAGE TO STRUCTURE AND INTERIOR AREAS.
·SHALL PROTECT WORK THAT IS TO REMAIN OR THAT IS EXPOSED DURING DEMOLITION OPERATIONS. ·SHALL COVER AND PROTECT EQUIPMENT THAT HAS NOT BEEN REMOVED.
15. CONTRACTOR SHALL PROVIDE AND MAINTAIN SHORING, BRACING, AND STRUCTURAL SUPPORTS AS REQUIRED
TO PRESERVE STABILITY AND PREVENT MOVEMENT, SETTLEMENT, OR COLLAPSE OF CONSTRUCTION AND
FINISHES THAT REMAIN, AND TO PREVENT UNEXPECTED OR UNCONTROLLED MOVEMENT OR COLLAPSE OF CONSTRUCTION BEING DEMOLISHED. CONTRACTOR SHALL STRENGTHEN OR ADD NEW SUPPORTS WHEN REQUIRED DURING PROGRESS OF DEMOLITION.
16. DEMOLITION AND REMOVAL WORK SHALL BE CAREFULLY PERFORMED TO AVOID DAMAGE TO EXISTING TREES NOTED ON THE PLANS TO REMAIN.
17. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST ADOPTED EDITIONS OF THE UNIFORM
BUILDING CODE, THE AMERICANS WITH DISABILITIES ACT, AND ALL OTHER APPLICABLE LOCAL AND STATE CODES, ORDINANCES AND REGULATIONS.
18. CONTRACTOR SHALL USE METHODS REQUIRED TO COMPLETE THE WORK WITHIN THE LIMITATIONS OF GOVERNING REGULATIONS AND AS FOLLOWS:
·SHALL NEATLY CUT OPENINGS AND HOLES PLUMB, SQUARE, AND TRUE TO DIMENSIONS REQUIRED, USING
CUTTING METHODS LEAST LIKELY TO DAMAGE CONSTRUCTION TO REMAIN OR ADJOINING CONSTRUCTION. USE HAND TOOLS OR SMALL POWER TOOLS DESIGNED FOR SAWING OR GRINDING, NOT HAMMERING AND CHOPPING, TO MINIMIZE DISTURBANCE OF ADJACENT SURFACES. TEMPORARILY COVER OPENINGS TO REMAIN.
·SHALL CUT OR DRILL FROM THE EXPOSED OR FINISHED SIDE INTO CONCEALED SURFACES TO AVOID MARRING EXISTING FINISHED SURFACES.
·SHALL NOT USE CUTTING TORCHES UNTIL WORK AREA IS CLEARED OF FLAMMABLE MATERIALS. AT
CONCEALED SPACES, SUCH AS DUCT AND PIPE INTERIORS, VERIFY CONDITION AND CONTENTS OF HIDDEN SPACE BEFORE STARTING FLAME-CUTTING OPERATIONS. MAINTAIN FIRE WATCH AND PORTABLE FIRE-SUPPRESSION DEVICES DURING FLAME-CUTTING OPERATIONS. ·SHALL MAINTAIN ADEQUATE VENTILATION WHEN USING CUTTING TORCHES. ·SHALL REMOVE DECAYED, TERMITE-INFESTED, VERMIN-INFESTED, OR OTHERWISE DANGEROUS OR UNSUITABLE MATERIALS AND PROMPTLY DISPOSE OF OFF-SITE.
·SHALL LOCATE DEMOLITION EQUIPMENT AND REMOVE DEBRIS AND MATERIALS SO AS NOT TO IMPOSE EXCESSIVE LOADS ON STRUCTURES TO REMAIN.
19. CLEAR THE SITE OF GRASS, WEED GROWTH, RUBBISH, DEBRIS, PAVEMENT, CONCRETE, INACTIVE OR
ABANDONED FACILITIES (VERIFIED BY THE AGENCY), THAT ARE TO BE REMOVED FOR CONSTRUCTION OF THE SITE IMPROVEMENTS TO THE LIMITS AND DEPTHS SHOWN ON THE PLANS.
20. ABANDONED UNDERGROUND FACILITIES (VERIFIED BY THE AGENCY), ROOTS THREE INCHES IN DIAMETER AND LARGER, AND ROCKS AND BROKEN MASONRY LARGER THAN 4 INCHES IN ANY DIMENSION SHALL BE REMOVED TO A MINIMUM DEPTH OF 12" BELOW FINISH GRADE.
21. ALL DELETERIOUS MATERIALS WITHIN THE LIMITS OF THE WORK SHALL BE DISPOSED OF OFF-SITE BY THE CONTRACTOR, WHO SHALL MAKE ALL NECESSARY ARRANGEMENTS AND PAY ALL RELATED COSTS.
22. CONTRACTOR SHALL REMOVE DEMOLISHED MATERIALS FROM PROJECT SITE AND LEGALLY DISPOSE OF THEM AT THE CONTRACTOR'S EXPENSE IN AN EPA-APPROVED LANDFILL AND:
·SHALL NOT ALLOW DEMOLISHED MATERIALS TO ACCUMULATE ON-SITE. ·SHALL REMOVE AND TRANSPORT DEBRIS IN A MANNER THAT WILL PREVENT SPILLAGE ON ADJACENT SURFACES AND AREAS.
23. CONTRACTOR SHALL NOT BURN DEMOLISHED MATERIALS.
24. CONTRACTOR SHALL CLEAN ADJACENT STRUCTURES AND IMPROVEMENTS OF DUST, DIRT, AND DEBRIS CAUSED
BY DEMOLITION OPERATIONS AND RETURN ADJACENT AREAS TO CONDITION EXISTING BEFORE DEMOLITION OPERATIONS BEGAN.
MATCH LINE - SEE SHEET D-1.01
MATCH LINE - SEE SHEET D-1.03
MATCH LINE - SEE SHEET D-1.04
NOTE TO CONTRACTOR:
CONTRACTOR TO SCHEDULE A SITE WALK
WITH THE CITY PRIOR TO START OF
DEMOLITION TO VERIFY ALL ITEMS TO BE
DEMOLISHED AND/OR SALVAGED.
NOTE TO CONTRACTOR:
CONTRACTOR SHALL INSTALL TEMPORARY BMPs PRIOR TO
DEMOLITION.
LEGEND
EXISTING FENCE
DEMOLITION NOTES
A
C
B
DPROTECT IN PLACE - POTHOLE AND LOCATE EXISTING UNDERGROUND UTILITY LINES TO PROTECT AS REQUIRED * REMOVE EXIST. FENCE/GATE, POSTS, BOLLARDS, FOOTINGS, ETC. - COORDINATE WITH CITY AND LANDSCAPE ARCHITECT PRIOR TO DEMO. ON WHAT TO SALVAGE AND/OR REUSE AND DISPOSE REMAINDER
LIMITS OF GRADING AND LOCATION OF ORANGE FENCING
REMOVE EXIST. CONC. DITCH (COMPLETE) AND DISPOSE
REMOVE EXIST. HEADWALL, INLET, AND/OR INTERFERING SECTION OF PIPE FOR NEW CONNECTION (COMPLETE) AND DISPOSE - SEE PRECISE GRADING PLANS
FARADAY AVE.
WHITMAN WAY
FARADAY AVENUE
SHEET
D-1.01
SHEET
D-1.02
S
W
E SHEET INDEX MAP
SCALE: 1" = 500'
SHEET
D-1.03
SHEET
D-1.04
SHEET
D-1.05
DEMOLITION GENERAL NOTES
SEE SHEET D-1.02.
NOTE TO CONTRACTOR:
·LOCATION OF EXISTING FACILITIES SHOWN HEREON ARE BASED ON THE
AERIAL TOPOGRAPHIC SURVEY PERFORMED BY PSOMAS, DATED JUNE 2020, FIELD OBSERVATION AND A SEARCH OF AVAILABLE RECORDS AND MAY NOT REPRESENT ACTUAL CONDITIONS.
·CONTRACTOR MUST FIELD LOCATE ALL UTILITIES (LOCATION AND DEPTH)
WITHIN WORK AREA AS A FIRST ITEM OF WORK AND VERIFY PROPOSED DESIGN IS VALID.
·CONTRACTOR SHALL PROTECT IN PLACE THE UTILITY LINES SHOWN AND ANY OTHER LINES NOT OF RECORD OR NOT SHOWN ON THESE PLANS.
CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE TO THE
EXISTING UTILITY LINES.
·CONTRACTOR TO VERIFY AND INFORM THE COUNTY OF ANY FACILITIES
ENCOUNTERED IN THE FIELD WHICH IS NOT SHOWN ON THIS PLAN, OR DIFFERS IN LOCATION OR SIZE, PRIOR TO REMOVAL.
·THE CITY MAY IDENTIFY AND REMOVE ANY ITEMS THEY WISH TO RETAIN PRIOR TO THE CONTRACTOR MOVE IN.
NOTE TO CONTRACTOR:
THIS PROJECT HAS A MITIGATION MONITORING AND
REPORTING PROGRAM. SEE MIT. MEASURE BIO-2B AND
PRIOR TO CONSTRUCTION, DELINEATE THE PROJECT’S
LIMITS OF DISTURBANCE WITH ORANGE FENCING, AND
IN AREAS POTENTIALLY SUBJECT TO PROJECT-RELATED
RUNOFF, USE SILT FENCING TO DELINEATE THE IMPACT
FOOTPRINT CONSISTENT WITH THE PROJECT’S STORM
WATER POLLUTION PREVENTION PLAN (SWPPP). ALL
FENCING WOULD BE REVIEWED BY THE PROJECT
BIOLOGIST PRIOR TO THE INITIATION OF WORK.
B
B
B
A
HMP
BOUNDARY
HMP BOUNDAY
- RECORDED
COVENANT
INST. 2019-0151961
HMP BOUNDARY
- RECORDED COVENANT
INST. 2019-0151961
20' OFFSET FROM
HMP BOUNDARY
HMP BOUNDARY
- RECORDED
COVENANT
INST. 2019-0151961
20' OFFSET FROM
HMP BOUNDARY
EXIST. TRAIL
HMP BOUNDARY
- RECORDED COVENANT
INST. 2019-0151961
5' OFFSET FROM HMP BOUNDARY
- TRAIL ALLOWED WITHIN FIRST 15'
OF DEVELOPMENT SIDE
20' OFFSET FROM
HMP BOUNDARY
LIMITS OF GRADING
22'± OFFSET FROM
HMP BOUNDARY
CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] 4, 2024
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
DEMOLITION PLAN
11 SHEET D-1.03
0204080
SCALE: 1" = 40'
S
W
E
MATCH LINE - SEE SHEET D-1.04
MATCH LINE - SEE SHEET D-1.01
MATCH LINE - SEE SHEET D-1.02
NOTE TO CONTRACTOR:
CONTRACTOR TO SCHEDULE A SITE WALK
WITH THE CITY PRIOR TO START OF
DEMOLITION TO VERIFY ALL ITEMS TO BE
DEMOLISHED AND/OR SALVAGED.
NOTE TO CONTRACTOR:
CONTRACTOR SHALL INSTALL TEMPORARY BMPs PRIOR TO
DEMOLITION.
FARADAY AVE.
WHITMAN WAY
FARADAY AVENUE
SHEET
D-1.01
SHEET
D-1.02
S
W
E SHEET INDEX MAP
SCALE: 1" = 500'
DEMOLITION GENERAL NOTES
SEE SHEET D-1.02.
NOTE TO CONTRACTOR:
·LOCATION OF EXISTING FACILITIES SHOWN HEREON ARE BASED ON THE
AERIAL TOPOGRAPHIC SURVEY PERFORMED BY PSOMAS, DATED JUNE 2020, FIELD OBSERVATION AND A SEARCH OF AVAILABLE RECORDS AND MAY NOT REPRESENT ACTUAL CONDITIONS.
·CONTRACTOR MUST FIELD LOCATE ALL UTILITIES (LOCATION AND DEPTH)
WITHIN WORK AREA AS A FIRST ITEM OF WORK AND VERIFY PROPOSED DESIGN IS VALID.
·CONTRACTOR SHALL PROTECT IN PLACE THE UTILITY LINES SHOWN AND ANY OTHER LINES NOT OF RECORD OR NOT SHOWN ON THESE PLANS.
CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE TO THE
EXISTING UTILITY LINES.
·CONTRACTOR TO VERIFY AND INFORM THE COUNTY OF ANY FACILITIES
ENCOUNTERED IN THE FIELD WHICH IS NOT SHOWN ON THIS PLAN, OR DIFFERS IN LOCATION OR SIZE, PRIOR TO REMOVAL.
·THE CITY MAY IDENTIFY AND REMOVE ANY ITEMS THEY WISH TO RETAIN PRIOR TO THE CONTRACTOR MOVE IN.
SHEET
D-1.03
SHEET
D-1.04
SHEET
D-1.05
NOTE TO CONTRACTOR:
THIS PROJECT HAS A MITIGATION MONITORING AND
REPORTING PROGRAM. SEE MIT. MEASURE BIO-2B AND
PRIOR TO CONSTRUCTION, DELINEATE THE PROJECT’S
LIMITS OF DISTURBANCE WITH ORANGE FENCING, AND
IN AREAS POTENTIALLY SUBJECT TO PROJECT-RELATED
RUNOFF, USE SILT FENCING TO DELINEATE THE IMPACT
FOOTPRINT CONSISTENT WITH THE PROJECT’S STORM
WATER POLLUTION PREVENTION PLAN (SWPPP). ALL
FENCING WOULD BE REVIEWED BY THE PROJECT
BIOLOGIST PRIOR TO THE INITIATION OF WORK.
LEGEND
EXISTING FENCE
DEMOLITION NOTES
A
C
B
DPROTECT IN PLACE - POTHOLE AND LOCATE EXISTING UNDERGROUND UTILITY LINES TO PROTECT AS REQUIRED * REMOVE EXIST. FENCE/GATE, POSTS, BOLLARDS, FOOTINGS, ETC. - COORDINATE WITH CITY AND LANDSCAPE ARCHITECT PRIOR TO DEMO. ON WHAT TO SALVAGE AND/OR REUSE AND DISPOSE REMAINDER
LIMITS OF GRADING AND LOCATION OF ORANGE FENCING
REMOVE EXIST. CONC. DITCH (COMPLETE) AND DISPOSE
REMOVE EXIST. HEADWALL, INLET, AND/OR INTERFERING SECTION OF PIPE FOR NEW CONNECTION (COMPLETE) AND DISPOSE - SEE PRECISE GRADING PLANS
A
A
D
D
D
D
D
D
LIMITS OF
GRADINGHMP
BOUNDARY
EXIST. TRAIL
EXIST. TRAIL
EXIST. TRAIL
HMP
BOUNDARY
20' OFFSET FROM
HMP BOUNDARY
LIMITS OF GRADING
22'± OFFSET FROM
HMP BOUNDARY
HMP
BOUNDARY
LIMITS OF GRADING
22'± OFFSET FROM
HMP BOUNDARY
CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] 4, 2024
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
DEMOLITION PLAN
12 SHEET D-1.04
0204080
SCALE: 1" = 40'
S
W
E
FARADAY AVE.
MATCH LINE - SEE SHEET D-1.03
MATCH LINE - SEE SHEET D-1.05
MATCH LINE - SEE SHEET D-1.02
NOTE TO CONTRACTOR:
CONTRACTOR TO SCHEDULE A SITE WALK
WITH THE CITY PRIOR TO START OF
DEMOLITION TO VERIFY ALL ITEMS TO BE
DEMOLISHED AND/OR SALVAGED.
NOTE TO CONTRACTOR:
CONTRACTOR SHALL INSTALL TEMPORARY BMPs PRIOR TO
DEMOLITION.
FARADAY AVE.
WHITMAN WAY
FARADAY AVENUE
SHEET
D-1.01
SHEET
D-1.02
S
W
E SHEET INDEX MAP
SCALE: 1" = 500'
DEMOLITION GENERAL NOTES
SEE SHEET D-1.02.
NOTE TO CONTRACTOR:
·LOCATION OF EXISTING FACILITIES SHOWN HEREON ARE BASED ON THE
AERIAL TOPOGRAPHIC SURVEY PERFORMED BY PSOMAS, DATED JUNE 2020, FIELD OBSERVATION AND A SEARCH OF AVAILABLE RECORDS AND MAY NOT REPRESENT ACTUAL CONDITIONS.
·CONTRACTOR MUST FIELD LOCATE ALL UTILITIES (LOCATION AND DEPTH)
WITHIN WORK AREA AS A FIRST ITEM OF WORK AND VERIFY PROPOSED DESIGN IS VALID.
·CONTRACTOR SHALL PROTECT IN PLACE THE UTILITY LINES SHOWN AND ANY OTHER LINES NOT OF RECORD OR NOT SHOWN ON THESE PLANS.
CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE TO THE
EXISTING UTILITY LINES.
·CONTRACTOR TO VERIFY AND INFORM THE COUNTY OF ANY FACILITIES
ENCOUNTERED IN THE FIELD WHICH IS NOT SHOWN ON THIS PLAN, OR DIFFERS IN LOCATION OR SIZE, PRIOR TO REMOVAL.
·THE CITY MAY IDENTIFY AND REMOVE ANY ITEMS THEY WISH TO RETAIN PRIOR TO THE CONTRACTOR MOVE IN.
SHEET
D-1.03
SHEET
D-1.04
SHEET
D-1.05
NOTE TO CONTRACTOR:
THIS PROJECT HAS A MITIGATION MONITORING AND
REPORTING PROGRAM. SEE MIT. MEASURE BIO-2B AND
PRIOR TO CONSTRUCTION, DELINEATE THE PROJECT’S
LIMITS OF DISTURBANCE WITH ORANGE FENCING, AND
IN AREAS POTENTIALLY SUBJECT TO PROJECT-RELATED
RUNOFF, USE SILT FENCING TO DELINEATE THE IMPACT
FOOTPRINT CONSISTENT WITH THE PROJECT’S STORM
WATER POLLUTION PREVENTION PLAN (SWPPP). ALL
FENCING WOULD BE REVIEWED BY THE PROJECT
BIOLOGIST PRIOR TO THE INITIATION OF WORK.
LEGEND
EXISTING FENCE
DEMOLITION NOTES
A
C
B
DPROTECT IN PLACE - POTHOLE AND LOCATE EXISTING UNDERGROUND UTILITY LINES TO PROTECT AS REQUIRED * REMOVE EXIST. FENCE/GATE, POSTS, BOLLARDS, FOOTINGS, ETC. - COORDINATE WITH CITY AND LANDSCAPE ARCHITECT PRIOR TO DEMO. ON WHAT TO SALVAGE AND/OR REUSE AND DISPOSE REMAINDER
LIMITS OF GRADING AND LOCATION OF ORANGE FENCING
REMOVE EXIST. CONC. DITCH (COMPLETE) AND DISPOSE
REMOVE EXIST. HEADWALL, INLET, AND/OR INTERFERING SECTION OF PIPE FOR NEW CONNECTION (COMPLETE) AND DISPOSE - SEE PRECISE GRADING PLANS
B
B
A
D
CD
D
B
A
DD
D
D
A
A
A
A
LIMITS OF
GRADING
HMP
BOUNDARY
LIMITS OF
GRADING
20' OFFSET FROM
HMP BOUNDARY
CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] 4, 2024
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
DEMOLITION PLAN
13 SHEET D-1.05
0204080
SCALE: 1" = 40'
S
W
E
FARADAY AVE.
MATCH LINE - SEE SHEET D-1.04
AT HIGHPOINT
NOTE TO CONTRACTOR:
CONTRACTOR TO SCHEDULE A SITE WALK
WITH THE CITY PRIOR TO START OF
DEMOLITION TO VERIFY ALL ITEMS TO BE
DEMOLISHED AND/OR SALVAGED.
NOTE TO CONTRACTOR:
CONTRACTOR SHALL INSTALL TEMPORARY BMPs PRIOR TO
DEMOLITION.
FARADAY AVE.
WHITMAN WAY
FARADAY AVENUE
SHEET
D-1.01
SHEET
D-1.02
S
W
E SHEET INDEX MAP
SCALE: 1" = 500'
DEMOLITION GENERAL NOTES
SEE SHEET D-1.02.
NOTE TO CONTRACTOR:
·LOCATION OF EXISTING FACILITIES SHOWN HEREON ARE BASED ON THE
AERIAL TOPOGRAPHIC SURVEY PERFORMED BY PSOMAS, DATED JUNE 2020, FIELD OBSERVATION AND A SEARCH OF AVAILABLE RECORDS AND MAY NOT REPRESENT ACTUAL CONDITIONS.
·CONTRACTOR MUST FIELD LOCATE ALL UTILITIES (LOCATION AND DEPTH)
WITHIN WORK AREA AS A FIRST ITEM OF WORK AND VERIFY PROPOSED DESIGN IS VALID.
·CONTRACTOR SHALL PROTECT IN PLACE THE UTILITY LINES SHOWN AND ANY OTHER LINES NOT OF RECORD OR NOT SHOWN ON THESE PLANS.
CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE TO THE
EXISTING UTILITY LINES.
·CONTRACTOR TO VERIFY AND INFORM THE COUNTY OF ANY FACILITIES
ENCOUNTERED IN THE FIELD WHICH IS NOT SHOWN ON THIS PLAN, OR DIFFERS IN LOCATION OR SIZE, PRIOR TO REMOVAL.
·THE CITY MAY IDENTIFY AND REMOVE ANY ITEMS THEY WISH TO RETAIN PRIOR TO THE CONTRACTOR MOVE IN.
SHEET
D-1.03
SHEET
D-1.04
SHEET
D-1.05
NOTE TO CONTRACTOR:
THIS PROJECT HAS A MITIGATION MONITORING AND
REPORTING PROGRAM. SEE MIT. MEASURE BIO-2B AND
PRIOR TO CONSTRUCTION, DELINEATE THE PROJECT’S
LIMITS OF DISTURBANCE WITH ORANGE FENCING, AND
IN AREAS POTENTIALLY SUBJECT TO PROJECT-RELATED
RUNOFF, USE SILT FENCING TO DELINEATE THE IMPACT
FOOTPRINT CONSISTENT WITH THE PROJECT’S STORM
WATER POLLUTION PREVENTION PLAN (SWPPP). ALL
FENCING WOULD BE REVIEWED BY THE PROJECT
BIOLOGIST PRIOR TO THE INITIATION OF WORK.
LEGEND
EXISTING FENCE
DEMOLITION NOTES
A
C
B
DPROTECT IN PLACE - POTHOLE AND LOCATE EXISTING UNDERGROUND UTILITY LINES TO PROTECT AS REQUIRED * REMOVE EXIST. FENCE/GATE, POSTS, BOLLARDS, FOOTINGS, ETC. - COORDINATE WITH CITY AND LANDSCAPE ARCHITECT PRIOR TO DEMO. ON WHAT TO SALVAGE AND/OR REUSE AND DISPOSE REMAINDER
LIMITS OF GRADING AND LOCATION OF ORANGE FENCING
REMOVE EXIST. CONC. DITCH (COMPLETE) AND DISPOSE
REMOVE EXIST. HEADWALL, INLET, AND/OR INTERFERING SECTION OF PIPE FOR NEW CONNECTION (COMPLETE) AND DISPOSE - SEE PRECISE GRADING PLANS
D HEADWALL,
SIDEWALLS,
AND PAD
B
B
D
C
C
B
B
B
B
HB-1
HB-1
ELECTRICVEHICLEPARKINGONLY
ELECTRICVEHICLEPARKING
61 62
63 64 65
66 67
68 69
70 28
27 26
25 24
23 22
21 20
19 18
17 10
11 12
13 14
15 16
72 71
VAN
VAN
VAN
*(55.09) FS
B.O.W.
74.90 FS
68.98 FS
56.39 FS
67.20 FS
69.47 FS
HP
91.30 FS
67.20 FS
0" CF
67.30 FS
TEMPORARY SLOPE EASEMENT TO ARCHSTONE-SMITH
PER DOC. #2002-0135146
(TO EXPIRE ONCE THE CITY OF CARLSBAD ACCESS
THE IMPROVEMENTS IN THE R.O.W.) LIMITS OF
GRADING
HP
GUARDRAIL
59.94 TW
52.00 TF
55.5± FS
55.1± FS
69.20 FS
65.38 FS
62.99 FS
56.43 FS
59.54 FS
57.30 FS
PROP. BUS STOP
IMPROVEMENTS FOR ADA
ACCESSIBILITY
- 60" x 96" MIN. LEVEL PAD
- SEE DETAIL THIS SHEET
56.5 TMH
EXIST 30" RCP SD
*(48.20±) INV
50.03 INV 8"
51.0 INV 4"
14.0'
10.0'
55.75 TG
54.7 INV
62.5 TG
60.0 INV
68.75 TG
65.5 INV
59.0 TG
56.5 INV
69.0 TG
66.2 INV
66.5 TG
64.6 INV
10.0'
8.0'
54.50 TG
51.75 INV
8"@
10.8%
8"@
7.3%
57.00 TW
52.00 BTM.
8.0'
4"
@0.5%
55.5 TG
54.7 INV
69.8 FS
HP
67.1 FG
69.33 TC
68.83 FS0" CF
68.90 FS
0" CF
68.31 FS
68.70 FS
4" CF
68.50 TC
68.17 FS
4" CF
68.23 TC
67.90 FS
4" CF
67.76 TC
67.43 FS
0" CF
67.65 FS
4" CF
67.38 TC
67.05 FS
66.45 TC
65.95 FS
67.60 TC
67.10 FS
67.30 TC
66.80 FS
67.03 TC
66.53 FS
68.95 TC
68.45 FL
68.70 TC
68.20 FL
69.30 TC
68.80 FS
68.51 TC
68.01 FL
68.15 TC
67.65 FL
67.04 TC
66.54 FL
BASIN 'A'
54.0 SURFACE
51.75 SUBDRAIN OUT
51.50 BOT.
55.5 TG
54.8 INV
56.0 TG
55.0 INV
56.0 TG
54.8 INV
55.5 TG
54.4 INV
54.33 INV
56.28 TW
50.89 BTM.
56.28 TW
50.89 BTM.
VARIES36' TO 51'
VARIES36' TO 51'
30.0'
30.0'
55.75 TG
54.6 INV
55.20 FS
56.25 FS
56.33 FS
56.25 FS
66.03 FS69.08 FS
63.08 FS
62.90 FS
59.63 FS
59.44 FS
54.33 INV
54.33 INV
55.34 FS
56.11 FS
(55.47)
B.O.W.
8"
@0.7% (55.39)
B.O.W.
(55.08)
B.O.W.
67.48 FS
67.68 FS
67.68 FS
4.8%
10%
10%
4.8%
4.8%
4.8%
10%
5%
3 32
3 12
12 2
28 28
28 28
20 20
32 32
32 40
22B
2 2
2 38
3 22A
28 2
2 12
12 12
5 5
5 5
5 7
6 6
1 7 7
6 6
25 28
20 20
23 32
12"
16 1% TYP.
1% TYP.
1% TYP.
28 32
32 1.8%
1%
1%
1%
1%
4.8%
1%
5%
23A
23A
1.8%
22B
2:1
2:1
PROP. BLDG.67.70 FF
**67.28 PAD
22B
4"
@1%22A
4"
@1%22A
29 HP
56.5 FG
8"@
4.3%22B
8"@
1.1%22B
8"@
2.8%22B
66.75 FS
71.75 FS
1% TYP.
1.9%
69.25 FS
69.45 FS
1.8%
69.13 FS
69.04 FS
69.35 FS
1.8%
1.8%
1.5%
22A
4"22A
68.5 FL
61.4 FL
58.6 FL
C.O.
51.75 INV37
3%
1.8%
66.50 TC
65.83 FL
66.61 TC
1.1%
1.8%
67.45 TC
66.95 FS
67.40 TC
66.90 FS
67.31 TC
66.81 FS
66.90 TC
66.40 FL
13 68.43 TC
67.93 FL
13 13
67.06 TC
66.56 FS
1.5%
66.63 TC
66.13 FS
69.00 TC
68.50 FS
69.36 TC
68.86 FS
69.15 TC
68.65 FS
69.09 TC
68.59 FS
69.12 TC
68.62 FS
0.6%
68.67 FS
1.3%
2%
68.50 FS
68.60 FS
4" CF
68.33 TC
68.00 FS
1.8%
0.9%
14 14
1.5%
70.20 FS
67.43 FS
1.4%
1.6%
67.65 FS
67.65 FS
67.78 FS
67.63 FS
1% 4" CF
67.78 TC
67.45 FS
4" CF
67.43 TC
67.10 FS
14 14
1.4%
4" CF
67.04 TC
66.71 FS67.40 FS
67.45 FS
67.10 FS
1.8%
1%
13 17
32 67.04 FS
67.15 FS 67.18 FS
67.24 FS
67.37 FS
67.51 FS
68.55 FS
68.32 FS
68.22 FS
67.88 FS
TW = FS+18"
TYP.
HP
56.0 FL
24 4"22A
35 36
36 35
SIDEWALK10
66.5 TG
64.5 INV
12 12
12 67.15 TG
64.6 INV42
67.4 TG
64.7 INV21
67.94 FS
67.9 TG
66.0 INV21
67.2 TG
65.0 INV21
67.65 FS
67.65 FS
67.30 FS
0.5%
0.7%
67.54 FS
4.8%
4.8%
68.54 FS
70.08 FS
69.98 FS 69.93
FS
68.10 FS
68.20 FS
70.03 FS
70.08 FS
70.18 FS
4"22A
4.8%
68.4 TG
66.1 INV21
HP
70.8 FS 69.8 FSHP
70.1 FG
4" 22A
67.63 FS
1.6%
56.92 TW
50.89 BTM.
56.28 TW
50.89 BTM.
90.5 FG88.1 FG
4.8%
11 TYP.
11 TYP.
67.2 FG
66.9 FG
2:1
MAX.
2:1
MAX.2:1
MAX.
2:1MAX.
R/W
R/W
R/W
R/W
R/W
59.5 FL
65.5 FL
69.5 FL
74.5 FL
79.5 FL84.5 FL
89.5 FL
65.5 FL
74.3 FL
44 TYP.
56.8 GENERAL CONSTRUCTION NOTES
4 3
5 2
20 21
22A
PROTECT IN PLACE
CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04 CONSTRUCT 6" CONCRETE SURFACE PER LANDSCAPE ARCHITECT PLANS 23 24
25 26
27 28
29 CONSTRUCT 5" D.G. /3" A.B. SURFACE DETAIL 3, SHEET C-0.08 AND LANDSCAPE ARCHITECT PLANS CONSTRUCT ATRIUM DRAIN PER DETAIL 21, SHEET C-0.04
CONSTRUCT HEADWALL (INLET) AND TRASH RACK PER DETAIL 22, SHEET C-0.04 CONSTRUCT BIOFILTRATION AREA WITH UNDERDRAIN PER DETAIL 24/25, SHEET C-0.05 CONSTRUCT RESILIENT SURFACE DRAIN PER DETAIL 26, SHEET C-0.04 1 STORM DRAIN CONSTRUCTION NOTES
CONSTRUCT CONCRETE WEIR PER DETAIL 27, SHEET C-0.04
6 7
8 CONSTRUCT RESILIENT SURFACE PER LANDSCAPE ARCHITECT PLANS CONSTRUCT 3-FOOT WIDE V-GUTTER (IN PARKING AREAS) PER DETAIL 9, SHEET C-0.039
CONSTRUCT TREE WELL WITH CONCRETE BAND OR SEAT WALL PER LANDSCAPE ARCHITECT PLANS 10 CONSTRUCT INLET AT BROW-DITCH PER DETAIL 28, SHEET C-0.05 CONSTRUCT 36"x36" CATCH BASIN & GRATE (OUTLET) PER DETAIL 24/25, SHEET C-0.05 30 CONSTRUCT CURB PER S.D.R.S.D. STANDARD DETAIL G-01, C.F. PER PLAN CONSTRUCT CURB & GUTTER PER S.D.R.S.D. STANDARD DETAIL G-02, C.F. PER PLAN CONSTRUCT CURB RAMP PER S.D.R.S.D. STANDARD DETAILS G-27 TO G-32B, TYPE PER PLAN 31CONSTRUCT CATCH BASIN - TYPE 'F'- PER S.D.R.S.D. DWG. NO. D-07 11 LEGEND
CONSTRUCT 4" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 CONSTRUCT STORM DRAIN CLEANOUT - TYPE 'A' - PER S.D.R.S.D. DWG. NO. D-09 32 33
34CONSTRUCT HDPE FITTING PER MANUFACTURER'S RECOMMENDATIONS. SIZE PER PLAN.
SEE SHEET C-0.03
12CONSTRUCT DECORATIVE PAVING SURFACE PER LANDSCAPE ARCHITECT PLANS 13CONSTRUCT 18" STEP-OUT CURB PER DETAIL 13, SHEET C-0.03 14CONSTRUCT CURB FACE TRANSITION PER DETAIL 14, SHEET C-0.03 22BCONSTRUCT 8" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22CCONSTRUCT 12" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22DCONSTRUCT 18" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% 15CONSTRUCT LOCAL DEPRESSION PER S.P.P.W.C. STD. PLAN 313-4, CASE E CONSTRUCT SUBDRAIN PER DETAIL 35, SHEET C-0.05
CONNECT SUBDRAIN TO PVC STORM DRAIN LINE
35 36
CONSTRUCT STORM DRAIN CLEANOUT PER DETAIL 37, SHEET C-0.0537 CONSTRUCT CURB INLET CATCH BASIN - TYPE B - PER S.D.R.S.D. STANDARD DETAIL D-02, Y=3.5', L=7' UNLESS OTHERWISE SHOWN ON PLAN, WITH STENCIL PER CITY STD. DS-1 REMOVE HEADWALL, INLET, AND/OR INTERFERING SECTION OF PIPE FOR NEW CLEANOUT38 16CONSTRUCT LEVEL PAD FOR BUS STOP
17CONSTRUCT 18" U-CHANNEL PER DETAIL 17, SHEET C-0.03
CONNECT TO SYNTHETIC SURFACE SUB DRAIN - SEE LANDSCAPE PLANS39 22ECONSTRUCT 24" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-GRATE-FULL 36-36-24 (OR APPROVED EQUAL)40 41INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-CURB-FULL-24 (OR APPROVED EQUAL) 42CONSTRUCT DECK DRAIN PER DETAIL 42, SHEET C-0.08
CONSTRUCT 3" A.C./9" A.B. PAVEMENT (DRIVE AISLES) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT 3" A.C./6" A.B. PAVEMENT (PARKING STALLS) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04, WRAP GRATE WITH MIRAFI 140N FILTER FABRIC 23AOUTLET PIPE THROUGH ALLAN BLOCK WALL - SEE DETAIL M/66 ON WALL PLANS 43CONSTRUCT CONCRETE BLANKET PROTECTION FOR PIPES PER S.P.P.W.C. STD. PLAN 225-3 44CONSTRUCT RIP RAP PER DETAIL 12, SHEET C-0.08
CONSTRUCT BROW DITCH - TYPE 'B'- PER S.D.R.S.D. DWG. NO. D-75, MOD. WIDTH PER PLAN, DEPTH = 6" UNLESS OTHERWISE SHOWN CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] 4, 2024
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
PRECISE GRADING PLAN
14 0102040
SCALE: 1" = 20'
S
W
E
SHEET C-1.01
MATCH LINE - SEE SHEET C-1.02
MATCH LINE - SEE SHEET C-1.03
WHITMAN WAY
FARADAY AVE.
A
A
SECTION A-A
NOT TO SCALE
1%
PROP. 2:1
MAX. SLOPE
PROP. 5" D.G./3" A.B. WALK
PROP. BROW DITCH
PROP. 2:1
MAX. SLOPE
NOTE TO CONTRACTOR:
ALL GRADING AND EARTHWORK IS TO BE DONE IN
ACCORDANCE WITH THE EARTHWORK SPECIFICATION
AND AS DIRECTED BY THE GEOTECHNICAL ENGINEER.
* NOTE TO CONTRACTOR:
CONTRACTOR TO VERIFY ELEVATION PRIOR TO
CONSTRUCTION AND NOTIFY CIVIL ENGINEER
IMMEDIATELY OF ANY DISCREPANCY.
NOTE TO CONTRACTOR:
LOCATE ALL EXISTING UTILITIES AS A FIRST ITEM OF WORK
AND PROTECT THEM IN PLACE AS REQUIRED.
PROP. FENCE - SEE
LANDSCAPE PLANS
1'
MIN.
PROP. MOW CURB -
SEE LANDSCAPE
PLANS
15'
COLD JOINT PER LANDSCAPE
ARCHITECT PLANS
- SEE DETAIL 3, SHEET L-2.01
BUS STOP DETAIL
SCALE: 1" = 10'S
W
E
R/W
8.0'
9.0'
2.0'
5.0'
3 CONSTRUCT CONCRETE SIDEWALK
PER S.D.R.S.D STANDARD DETAILS
G-7 AND G-9
FARADAY
10'
HB-1
HB-1
HB-1
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRICVEHICLEPARKINGONLY
ELECTRICVEHICLEPARKING
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKINGELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKING
ONLY
444546
47 48
49 50
51 52 53
54 55
56 57
58 59
60 61
62 63
64 65
66 67
68 69
70 43
42 41 40
39 38
37 36
35 34
33 32
31 30
29 28
27 26
25 24
23 22
21 20
19 18
17 1
2 3
4 5
6 7
8 9
10 11 12
13 14
15 16
72 71
VAN
VAN
VAN
VAN
VAN
VAN
74.90 FS
68.98 FS
61.91 TC
61.41 FS
61.19 FS
67.20 FS
4" CF
67.00 TC
66.67 FS
69.47 FS
HP
66.80 TC
66.30 FL
65.75 TC
65.25 FL
(55.5) FS
(56.2) FS
(51.0±) TOP OF
HEADWALL
(41.6±) BOTTOM
OF HEADWALL
66.30 FS
66.01 CONC.
66.25 FS
66.50 FS
66.21 CONC.
67.20 FS
0" CF
67.30 FS
67.15 FS
EASEMENT TO SAN DIEGO
COUNTY WATER AUTHORITY
PER DOC. #2014-0105138
LIMITS OF
GRADING
GUARDRAIL
54.49 TW
47.82 BTM.
HP
GUARDRAIL
59.94 TW
52.00 TF
55.5± FS
55.1± FS
69.20 FS
65.38 FS
59.54 FS
PROP. BUS STOP
IMPROVEMENTS FOR ADA
ACCESSIBILITY
- 60" x 96" MIN. LEVEL PAD
- SEE DETAIL THIS SHEET
56.5 TMH
EXIST 30" RCP SD
*(48.20±) INV
50.03 INV 8"
51.0 INV 4"
54.75 TMH
EXIST 18" RCP SD
*(49.29±) INV
50.12 INV 8" IN
68.75 TG
65.5 INV
59.0 TG
56.5 INV
66.2 INV
66.5 TG
64.6 INV
66.5 TG
63.9 INV 8"
66.5 TG
63.2 INV
66.5 TG
62.2 INV 12"
8.0'
54.50 TG
51.75 INV
8"@
7.3%
10.0'
55.50 TG
51.75 INV
54.33 INV
57.00 TW
52.00 BTM.
57.00 TW
52.00 BTM.
55.67 TW
53.33 TF
55.67 TW
52.67 TF
8.0'
4"
@0.5%
55.5 TG
54.7 INV
6.5'
8.0'
62.75 TG
62.0 SURFACE
59.75 SUBDRAIN IN
59.50 BOT.
57.0 INV 8" OUT
8.0'
77.0 FS
GUARDRAIL
72.67 TW
65.00 TF
72.0 TW
70.5 TG
64.5 INV
4"
56.05 TG
55.45 INV
69.8 FS
HP
67.1 FG
HP
67.0 FG
HP
67.1 FG
69.33 TC
68.83 FS0" CF
68.90 FS
0" CF
68.31 FS
68.70 FS
4" CF
68.50 TC
68.17 FS
4" CF
68.23 TC
67.90 FS
4" CF
67.76 TC
67.43 FS
0" CF
67.65 FS
4" CF
67.38 TC
67.05 FS
4" CF
66.68 TC
66.35 FS
0" CF
66.52 FS 66.20 FS
0" CF
65.87 FS 65.78 FS
4" CF
65.95 TC
65.62 FS
65.90 TC
65.40 FS
65.25 TC
64.75 FS
64.06 TC
63.56 FS
63.60 TC
63.10 FL
62.18 TC
61.68 FS
61.80 TC
61.30 FL
12" CF
63.50 TC
62.50 FS
10" CF
65.13 TC
64.30 FS
65.10 TC
64.60 FS
66.45 TC
65.95 FS
66.27 TC
65.77 FS
67.60 TC
67.10 FS
67.30 TC
66.80 FS
67.03 TC
66.53 FS
68.95 TC
68.45 FL
68.70 TC
68.20 FL
69.30 TC
68.80 FS
68.51 TC
68.01 FL
68.15 TC
67.65 FL
67.04 TC
66.54 FL
66.65 TC
66.15 FS 66.24 TC
65.57 FL
65.65 TC
65.15 FL
64.50 TC
64.00 FL
66.08 TC
65.58 FS
64.90 TC
64.40 FS
54.0 SURFACE
51.75 SUBDRAIN OUT
BASIN 'BC'
54.0 SURFACE
51.75 INV SUBDRAIN OUT
51.50 BOT.
BASIN 'D'
56.5 FG
64.0 FG
63.1 SURFACE
60.60 BOT.
65.1 FG
56.0 FG
56.0 FG
4"
55.4 TG
54.4 INV
54.33 INV
55.5 TG
54.8 INV
56.0 TG
55.0 INV
56.0 TG
54.8 INV
55.5 TG
54.4 INV
54.33 INV
56.28 TW
50.89 BTM.
56.28 TW
50.89 BTM.
C.O.-G.B.
55.0 INV
C.O.
55.3 INV
12"
62.5 TG
59.5 INV 8"
8"
57.0 TC
56.5 TG/FS
55.4 INV
PROP. STREET
STRIPING PER
SEPARATE
PROJECT
WEIR
64.1 FS
62.0 SURFACE
59.50 BOT.
0" CF
66.54 FS
65.19 TC
64.69 FL
12" CF
64.6 TC
63.6 FS
66.20 FS
65.91 CONC.
66.03 FS69.08 FS
59.63 FS
59.44 FS
62.94 FS
54.33 INV
54.33 INV
55.34 FS
(55.47)
B.O.W.
8"
@0.7% (55.39)
B.O.W.
(55.08)
B.O.W.
(54.59)
B.O.W.
(54.38)
B.O.W.
(54.36)
B.O.W.
(54.36)
B.O.W.
(54.38)
B.O.W.
56.5 FG
SEE SHEET C-2.01
FOR SD
PLAN/PROFILE
67.48 FS
67.48 FS
67.48 FS
67.68 FS
67.68 FS
1.5%
4.9%
2:1MAX.
2:1 MAX.
1.5%
2.2%
3.3%
4.8%
4.8%
28 28
20 20
20 20
32 40
2 38
32 25
24 23
3 22A
28 2
2 2
2 12
12 12
12 12
12 4
3 29
5 5
5 5
5 5
5 25
24 7
7 6
6 6
6 6
8 2
7 1
1 1
1 1
7 6
7 7
7 7
6 6
6 6 9
13 13
13 28
2 22A
21 22
20 23
28 20
20 23
32 12"
32 12"
16 1% TYP.
1% TYP.
28 20
32 2778.0 FS
1%
1%
4.8%
1%
23A
23A
1.8%
22B
2 EA
2:1
2:1
2:1
2:1
2:1
PROP. BLDG.67.70 FF
**67.28 PAD
PROP. BLDG.
67.50 FF
**67.08 PAD
22B
4"
@1%22A
4"
@1%22A
29 HP
56.5 FG
8"@
4.3%22B
1.1%22B71.75 FS
1% TYP.
1.9%
69.25 FS
69.45 FS
1.8%
69.13 FS
69.04 FS
69.35 FS
1.8%
1.8%
1.5%
8"
@1.1%22B
1.8%
65.80 TC
65.30 FS
65.45 FS
64.45 TC
63.95 FS
63.04 TC
62.54 FS
62.79 TC
62.29 FS
1.8%
4.1%
63.18 FS
63.10 FS
2:1
65.68 TG
63.45 INV26
66.35 FS
65.06 CONC.
65.88 TG
63.5 INV
65.82 TG
63.0 INV26
65.88 TG
63.1 INV26
65.88 TG
63.5 INV26
66.88 TG
62.0 INV26
66.88 TG
62.0 INV26
65.88 TG
63.1 INV
65.88 TG
62.7 INV26
65.88 TG26
66.10 FS
65.68 CONC.
66.20 FS
65.91 CONC.
62.8 TG
60.2 INV21
65.0 TG
62.8 INV21
66.30 FS
66.01 CONC.
66.30 FS
66.30 FS
66.01 CONC.
66.30 FS
66.01 CONC.
66.30 FS
66.01 CONC.
66.30 FS
66.01 CONC.
66.30 FS
66.01 CONC.
67.30 FS
67.30 FS
68.30 FS
69.30 FS
70.30 FS
67.30 FS
67.30 FS
67.30 FS
67.30 FS
68.30 FS
68.30 FS
68.30 FS
70.30 FS
70.01 CONC.
69.30 FS
69.01 CONC. 69.30 FS
69.01 CONC.
69.30 FS
69.01 CONC.
65.88 TG
63.0 INV26
4"22A
26 12"22C
22A
22A
22A
22A
22A
64.30 FS
22A
22A
22A
22A
39 39
39 12"22C
4"22C
8"22B
8"22B
4"22A
68.5 FL
58.6 FL
C.O.
51.75 INV37
3%
1.8%
66.50 TC
65.83 FL
CB #1
62.50 INV OUT
30 15
22A37
38 8"22B
8"22B
C.O.-G.B.
54.6 INV37
PROP. DRIVEWAYAND STREET CURB PER
DWG. 546-1
CB #4
L=10'
55.3 INV IN
30 15
57.09 TC
56.42 FL
57.57 TC
56.90 FL
1.8%
6.9%
37 62.30 FS
61.26 TC
60.76 FL
61.45 TC
60.95 FL
60.93 TC
60.43 FL
4.8%
0" CF
60.69 FL
8 13
62.00 TC
61.50 FS
3.6%
63.70 TC
63.20 FL
64.04 TC
63.54 FS
63.71 TC
63.21 FS
1.8%
8"22B
12" 22C
12" 22C
8" 22B
8" 22B
61.88 TC
61.38 FS
61.15 TC
60.65 FS
62.30 TC
61.63 FL
62.15 TC
61.48 FL
CB #3
58.00 INV OUT30 15
4"22C
1.8%
1.8%
64.26 TC
63.76 FL
C.O.
60.85 INV37
60.85 INV
59.75 INV
C.O.
57.00 INV37
13 6
64.86 TC
64.36 FS
17 1.9%
66.05 TC
65.55 FS
65.94 TC
65.44 FS
65.54 TC
65.04 FL
13 7
66.61 TC
66.11 FS
66.52 TC
66.02 FS
66.45 TC
65.95 FS
66.11 TC
65.61 FL
1.1%
1.8%
67.45 TC
66.95 FS
67.40 TC
66.90 FS
67.31 TC
66.81 FS
66.90 TC
66.40 FL
13 68.43 TC
67.93 FL
13 13
67.06 TC
66.56 FS
1.5%
66.24 TC
65.74 FS
66.42 TC
65.92 FS
66.63 TC
66.13 FS
10" CF
65.18 TC
64.35 FS
6 1.6%
56.0 FG
69.00 TC
68.50 FS
13 13
69.36 TC
68.86 FS
69.15 TC
68.65 FS
69.09 TC
68.59 FS
69.12 TC
68.62 FS
0.6%
68.67 FS
1.3%
2%
68.50 FS
68.60 FS
4" CF
68.33 TC
68.00 FS
1.8%
0.9%
14 14
1.5%
70.20 FS
67.43 FS
1.4%
1.6%
67.65 FS
67.65 FS
67.78 FS
67.63 FS
1% 4" CF
67.78 TC
67.45 FS
4" CF
67.43 TC
67.10 FS
14 14
1.4%
4" CF
67.04 TC
66.71 FS67.40 FS
67.45 FS
1.4%
67.10 FS
4" CF
66.85 TC
66.52 FS
1.3%
4" CF
66.75 TC
66.42 FS
66.31 FS
1.8%
14 1.8%
1.8%
1.8%
14 66.10 FS
65.81 CONC.
0.9%
65.98 TC
65.48 FS
65.80 TC
65.30 FS
66.20 FS
0.5%
1.2%
67.40 FS
66.94 FS
67.35 FS
66.85 FS
1.8%4.8%
1.8%
67.48 FS
67.28 FS
67.45 FS3.1%
1%
13 17
66.32 TC
65.65 FL
CB #2
62.30 INV OUT
30 15
8"22B
C.O.-G.B.
61.00 INV37
56.0 FG
54.33 INV23
C.O.
51.75 INV37
C.O.-G.B.
54.6 INV37
8"22B
56.5 FG
32 TYPE A
TYPE D-MOD.
F.H.
SEE SHEET
C-5.01
TRANS. PER
ELEC. PLANS
70.00 TW
67.00 TF
76.8 TG
74.5 INV21
4" 22A
65.76 FS
65.92 FS
66.03 FS
66.11 FS
66.16 FS
66.59 FS
66.70 FS
66.54 FS
66.61 FS
66.71 FS
66.80 FS
66.96 FS
66.90 FS
67.03 FS
67.19 FS
67.36 FS
67.04 FS
67.15 FS 67.18 FS
67.24 FS
67.37 FS
67.51 FS
68.55 FS
68.32 FS
68.22 FS
67.88 FS
1%
60.68 FL
60.75 FS/LIP
61.06 FS
61.28 FS
0" CF
61.48 FS
0" CF
62.08 FS
61.98 TC
61.48 FS
62.05 TC
61.55 FS
62.15 FS
61.50 FS
62.08 TC
61.58 FS
66.00 FS
4" 22A
66.4 TG
63.0 INV21
TW = FS+18"
TYP.
TW = FS+18"
TYP.
C.O.
58.61 INV
1.8%
1.8%
12:1 MAX.
12:1 MAX.
12:1 MAX.
71.43 FS 71.34 FS
68.84 FS
68.75 FS
57.16 56.12 TC
55.72 FS
68.0 TG
64.0 INV21
22A
HP
56.0 FL
24 40
40 4"22A
35 36
36 35
DAYLIGHT
IN SLOPE
46.5 INV
36 GUARDRAIL
71.33 TW
65.67 TF
35 36
GUARDRAIL
69.33 TW
65.00 TF
67.33 TW
65.00 TF
4" 22A
36 35
10'
67.1 FG
3:1
65.95 FS
65.8 TG
63.0 INV21
4" 22A
66.25 FS
66.21 FS
67.20 FS
66.8 TG
63.0 INV21
67.18 TG
63.5 INV42
66.5 TG
64.5 INV21
66.5 TG
64.5 INV21
4"22A
12 12
12 67.15 TG
64.6 INV42
67.4 TG
64.7 INV21
67.94 FS
67.9 TG
66.0 INV21
67.2 TG
65.0 INV21
67.65 FS
67.65 FS
67.30 FS
1.1%
0.7%
0.5%
67.30 FS
0.5%
0.7%
67.54 FS
4.8%
4.8%
68.54 FS
70.08 FS
69.98 FS 69.93
FS
68.10 FS
68.20 FS
70.03 FS
70.08 FS
70.18 FS
4"22A
4.8%
68.4 TG
66.1 INV21
HP
70.8 FS 69.8 FSHP
70.1 FG
4" 22A
4" 22A
67.63 FS
1.6%
56.92 TW
50.89 BTM.
56.28 TW
50.89 BTM.
4.8%
11 TYP.
11 TYP.
11 TYP.
11 TYP.
11 TYP.
C.O.
59.2 INV37
67.2 FG
66.9 FG
66.0 FG
2:1
MAX.
R/W
R/W
R/W
SEAT WALL PER
LANDSCAPE PLANS
-TYP.
MOW CURB PER
LANDSCAPE PLANS
-TYP.
65.5 FL
44 TYP.
44 TYP.
TYP.
44 C.O.-G.B.
55.35 INV37
GENERAL CONSTRUCTION NOTES
4 3
5 2
20 21
22A
PROTECT IN PLACE
CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04 CONSTRUCT 6" CONCRETE SURFACE PER LANDSCAPE ARCHITECT PLANS 23 24
25 26
27 28
29 CONSTRUCT 5" D.G. /3" A.B. SURFACE DETAIL 3, SHEET C-0.08 AND LANDSCAPE ARCHITECT PLANS CONSTRUCT ATRIUM DRAIN PER DETAIL 21, SHEET C-0.04
CONSTRUCT HEADWALL (INLET) AND TRASH RACK PER DETAIL 22, SHEET C-0.04 CONSTRUCT BIOFILTRATION AREA WITH UNDERDRAIN PER DETAIL 24/25, SHEET C-0.05 CONSTRUCT RESILIENT SURFACE DRAIN PER DETAIL 26, SHEET C-0.04 1 STORM DRAIN CONSTRUCTION NOTES
CONSTRUCT CONCRETE WEIR PER DETAIL 27, SHEET C-0.04
6 7
8 CONSTRUCT RESILIENT SURFACE PER LANDSCAPE ARCHITECT PLANS CONSTRUCT 3-FOOT WIDE V-GUTTER (IN PARKING AREAS) PER DETAIL 9, SHEET C-0.039
CONSTRUCT TREE WELL WITH CONCRETE BAND OR SEAT WALL PER LANDSCAPE ARCHITECT PLANS 10 CONSTRUCT INLET AT BROW-DITCH PER DETAIL 28, SHEET C-0.05 CONSTRUCT 36"x36" CATCH BASIN & GRATE (OUTLET) PER DETAIL 24/25, SHEET C-0.05 30 CONSTRUCT CURB PER S.D.R.S.D. STANDARD DETAIL G-01, C.F. PER PLAN CONSTRUCT CURB & GUTTER PER S.D.R.S.D. STANDARD DETAIL G-02, C.F. PER PLAN CONSTRUCT CURB RAMP PER S.D.R.S.D. STANDARD DETAILS G-27 TO G-32B, TYPE PER PLAN 31CONSTRUCT CATCH BASIN - TYPE 'F'- PER S.D.R.S.D. DWG. NO. D-07 11 LEGEND
CONSTRUCT 4" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 CONSTRUCT STORM DRAIN CLEANOUT - TYPE 'A' - PER S.D.R.S.D. DWG. NO. D-09 32 33
34CONSTRUCT HDPE FITTING PER MANUFACTURER'S RECOMMENDATIONS. SIZE PER PLAN.
SEE SHEET C-0.03
12CONSTRUCT DECORATIVE PAVING SURFACE PER LANDSCAPE ARCHITECT PLANS 13CONSTRUCT 18" STEP-OUT CURB PER DETAIL 13, SHEET C-0.03 14CONSTRUCT CURB FACE TRANSITION PER DETAIL 14, SHEET C-0.03 22BCONSTRUCT 8" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22CCONSTRUCT 12" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22DCONSTRUCT 18" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% 15CONSTRUCT LOCAL DEPRESSION PER S.P.P.W.C. STD. PLAN 313-4, CASE E CONSTRUCT SUBDRAIN PER DETAIL 35, SHEET C-0.05
CONNECT SUBDRAIN TO PVC STORM DRAIN LINE
35 36
CONSTRUCT STORM DRAIN CLEANOUT PER DETAIL 37, SHEET C-0.0537 CONSTRUCT CURB INLET CATCH BASIN - TYPE B - PER S.D.R.S.D. STANDARD DETAIL D-02, Y=3.5', L=7' UNLESS OTHERWISE SHOWN ON PLAN, WITH STENCIL PER CITY STD. DS-1 REMOVE HEADWALL, INLET, AND/OR INTERFERING SECTION OF PIPE FOR NEW CLEANOUT38 16CONSTRUCT LEVEL PAD FOR BUS STOP
17CONSTRUCT 18" U-CHANNEL PER DETAIL 17, SHEET C-0.03
CONNECT TO SYNTHETIC SURFACE SUB DRAIN - SEE LANDSCAPE PLANS39 22ECONSTRUCT 24" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-GRATE-FULL 36-36-24 (OR APPROVED EQUAL)40 41INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-CURB-FULL-24 (OR APPROVED EQUAL) 42CONSTRUCT DECK DRAIN PER DETAIL 42, SHEET C-0.08
CONSTRUCT 3" A.C./9" A.B. PAVEMENT (DRIVE AISLES) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT 3" A.C./6" A.B. PAVEMENT (PARKING STALLS) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04, WRAP GRATE WITH MIRAFI 140N FILTER FABRIC 23AOUTLET PIPE THROUGH ALLAN BLOCK WALL - SEE DETAIL M/66 ON WALL PLANS 43CONSTRUCT CONCRETE BLANKET PROTECTION FOR PIPES PER S.P.P.W.C. STD. PLAN 225-3 44CONSTRUCT RIP RAP PER DETAIL 12, SHEET C-0.08
CONSTRUCT BROW DITCH - TYPE 'B'- PER S.D.R.S.D. DWG. NO. D-75, MOD. WIDTH PER PLAN, DEPTH = 6" UNLESS OTHERWISE SHOWN CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] 4, 2024
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
15 0102040
SCALE: 1" = 20'
S
W
E
SHEET C-1.02
MATCH LINE - SEE SHEET C-1.01
MATCH LINE - SEE
SHEET C-1.03
FARADAY AVE.
MATCH LINE - SEE SHEET C-1.04
MATCH LINE - SEE SHEET C-1.06
2%
EXIST. SLOPE
- VARIES 3.5:1 TO 5:1
EXIST. CONCRETE
CULVERT WITH WING
WALLS
PUNCHED HOLES IN EXIST.
CONC. BASE TO PROHIBIT
WATER FROM POOLING
EXIST.
SLOPE
SECTION K-K
NOT TO SCALE
PROP. 2:1
MAX.
SLOPE
START NEW SLOPE
AT BASE OF EXIST.
CULVERT
HEADWALL
(OPENING)
FARADAY AVE.
PROP.
D.G.
WALK
K
K
PROP. RETAINING
WALL
NOTE TO CONTRACTOR:
ALL GRADING AND EARTHWORK IS TO BE DONE IN
ACCORDANCE WITH THE EARTHWORK SPECIFICATION
AND AS DIRECTED BY THE GEOTECHNICAL ENGINEER.
* NOTE TO CONTRACTOR:
CONTRACTOR TO VERIFY ELEVATION PRIOR TO
CONSTRUCTION AND NOTIFY CIVIL ENGINEER
IMMEDIATELY OF ANY DISCREPANCY.
** NOTE TO CONTRACTOR:
VERIFY STRUCT. SLAB SECTION [ASSUMED 5" PCC /
VAPOR BARRIER / COMPACTED FILL] W/STRUCTURAL
DRAWINGS AND SOILS ENGINEER'S REPORT PRIOR TO
CONSTRUCTION AND NOTIFY CIVIL ENGINEER
IMMEDIATELY OF ANY DISCREPANCY.
NOTE TO CONTRACTOR:
LOCATE ALL EXISTING UTILITIES AS A FIRST ITEM OF WORK
AND PROTECT THEM IN PLACE AS REQUIRED.
PRECISE GRADING PLAN
SAN DIEGO COUNTY
WATER AUTHORITY -
CARLSBAD DESALINATION
CONVEYANCE PIPELINE
MACARIO TUNNEL PIT
L
L
SECTION L-L
NOT TO SCALE
PROP.
PAVEMENT
30'8'
PROP. CURB
& GUTTER
PROP.
SIDEWALK
PROP.
CURB
PROP. 2:1
MAX. SLOPE
Q
Q
R
R
PROP.
PAVEMENT
24' 6.5'
PROP. CURB
& GUTTER
PROP.
SIDEWALK
PROP.
CURB
PROP. 3:1
MAX. SLOPE
SECTION Q-Q
NOT TO SCALE
PROP.
PAVEMENT
44' 6.5'
PROP. CURB
& GUTTER
PROP.
SIDEWALK
PROP.
CURB
SECTION R-R
NOT TO SCALE
PROP. 2:1
MAX. SLOPE
PROP. 2:1
MAX. SLOPE
HB-1
HB-1
58 59
*(87.97) FS
B.O.W.
85.50 FS
84.65 FS
67.20 FS
80.35 FS
80.10 FS
78.85 FS
91.30 FS
82.55 FS
77.65 FS
67.20 FS
67.15 FS
HMP
BOUNDARY
66.5 TG
64.6 INV
66.5 TG
63.9 INV 8"
66.5 TG
63.2 INV
66.5 TG
62.2 INV 12"
14.0'
10.0'
10.5'
10.0'
10.0'
88.10 TG
85.0 INV
85.0 TG
82.0 INV
79.5 TG
76.5 INV
77.0 FS
72.0 TW
70.5 TG
64.5 INV
4"
82.83 TW
81.34 BTM.10.5'
HP
67.1 FG
HP
67.0 FG
HP
67.1 FG
76.0 TG
72.5 INV
0" CF
66.52 FS
88.5 TG
86.0 INV
77.5 TG
74.5 INV
88.81 FS
88.70 FS
66.54 FS
HP
84.75 FS
HP
91.80 FS
80.25 FS
80.25 FS
80.25 FS
80.00 FS
79.00 FS
79.00 FS
HP
84.25 FL
SEE SHEET C-2.02
FOR SD
PLAN/PROFILE
67.48 FS
67.48 FS
67.48 FS
67.68 FS
2.2%
4.8%
4.8%
4.8%
4.8%
4.8%
4.8%
4.8%
4.8%
3.5%
3.1%
3.3%
3 20
20 20
20 3
12 12
3 32
2 32
32 28
28 28
32 2
3 3
3 3
32 32
15%
1228
12 2
32 3
3 3
21 28
28 1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
32 32
32 32
1%
1.8%
1.8%
1.8%
5%
1.4%
2:1
2:1
PROP. BLDG.
PROP. BLDG.
67.50 FF
**67.08 PAD
4"22A12"22C
22A
8"22B
90.3 FL
8"22B
8"22B
8"22B
8" 22B
0.5%
1.2%88.1 FL
8"22B
8"22B
4"22A
*(87.4±) FS
B.O.W.
*(88.7±) FS
B.O.W.
(7.7%)
87.60 FS
87.80 FS
89.14 FS
88.98 FS
88.75 FS
88.77 FS
88.87 FS
89.00 FS
88.25 FL
12" 22C
1.6%
67.65 FS
67.40 FS
67.45 FS
1.4%
67.10 FS
1.8%
1.2%
67.40 FS
66.94 FS
67.35 FS
66.85 FS
1.8%4.8%
1.8%
67.48 FS
67.28 FS
67.45 FS3.1%
4" 22A
75.0 TG
73.0 INV21
66.59 FS
66.70 FS
66.61 FS
66.71 FS
67.36 FS
4" 22A
66.4 TG21
TW = FS+18"
TYP.
TW = FS+18"
TYP.
74.67 TW
72.33 TF1.8%
1.8%
1.8%
12:1 MAX.
12:1 MAX.
74.03 FS
73.93 FS
71.43 FS 71.34 FS
68.84 FS
68.75 FS
GUARDRAIL
71.33 TW
65.67 TF
35 SIDEWALK10
73.8 FG
67.1 FG
3:1
HP
89.20 FS
LP
88.50 FS
87.5 FL
HMP
BOUNDARY
20' OFFSET FROM
HMP BOUNDARY
LIMITS OF GRADING
22'± OFFSET FROM
HMP BOUNDARY
HMP
BOUNDARY
20' OFFSET FROM
HMP BOUNDARY
LIMITS OF GRADING
22'± OFFSET FROM
HMP BOUNDARY
HMP
BOUNDARY
20' OFFSET FROM
HMP BOUNDARY
LIMITS OF GRADING
22'± OFFSET FROM
HMP BOUNDARY
96.4 FL
90.50 TW
89.52 BTM.
1.4%
4"22A
32 1.9%
87.0 FL
84.45 INV31
87.9 TG
86.0 INV28
HP
88.6 FG
32 32
32 32
12"
22C12"
12"
90.5 FL
102.9 FL
4"
107.0 FL
32 12"
116.75 FL
35 32
12"
90.0 TG
87.0 INV28
67.20 FS
66.8 TG
63.0 INV21
67.18 TG
63.5 INV42
66.5 TG
64.5 INV21
66.5 TG
64.5 INV21
4"22A
12 67.65 FS
67.30 FS
1.1%
0.7%
0.5%
67.30 FS
0.5%
0.7%
4" 22A
36 HP
GUARDRAIL
96.84 TW
85.73 BTM.
11 TYP.
11 TYP.
102.1 FG
95.5 FG
105.5 FG
2:1MAX.
2:1MAX.
2:1MAX.
2:1MAX.
2:1MAX.
2:1MAX.
2:1MAX.
2:1 MAX.
2:1
MAX.
R/W
SEAT WALL PER
LANDSCAPE PLANS
-TYP.
MOW CURB PER
LANDSCAPE PLANS
-TYP.
43 32
12"
89.5 FL
89.5 FL
88.5 FL
88.5 FL
90.5 FL
94.5 FL
104.5 FL
104.5 FL
114.5 FL
114.5 FL
79.5 FL
79.5 FL
77.2 FL
3 WIRE HABITAT FENCE
PER LANDSCAPE
ARCHITECT PLANS
3 WIRE HABITAT FENCE
PER LANDSCAPE
ARCHITECT PLANS
89.0 FL
88.0 FL
GENERAL CONSTRUCTION NOTES
4 3
5 2
20 21
22A
PROTECT IN PLACE
CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04 CONSTRUCT 6" CONCRETE SURFACE PER LANDSCAPE ARCHITECT PLANS 23 24
25 26
27 28
29 CONSTRUCT 5" D.G. /3" A.B. SURFACE DETAIL 3, SHEET C-0.08 AND LANDSCAPE ARCHITECT PLANS CONSTRUCT ATRIUM DRAIN PER DETAIL 21, SHEET C-0.04
CONSTRUCT HEADWALL (INLET) AND TRASH RACK PER DETAIL 22, SHEET C-0.04 CONSTRUCT BIOFILTRATION AREA WITH UNDERDRAIN PER DETAIL 24/25, SHEET C-0.05 CONSTRUCT RESILIENT SURFACE DRAIN PER DETAIL 26, SHEET C-0.04 1 STORM DRAIN CONSTRUCTION NOTES
CONSTRUCT CONCRETE WEIR PER DETAIL 27, SHEET C-0.04
6 7
8 CONSTRUCT RESILIENT SURFACE PER LANDSCAPE ARCHITECT PLANS CONSTRUCT 3-FOOT WIDE V-GUTTER (IN PARKING AREAS) PER DETAIL 9, SHEET C-0.039
CONSTRUCT TREE WELL WITH CONCRETE BAND OR SEAT WALL PER LANDSCAPE ARCHITECT PLANS 10 CONSTRUCT INLET AT BROW-DITCH PER DETAIL 28, SHEET C-0.05 CONSTRUCT 36"x36" CATCH BASIN & GRATE (OUTLET) PER DETAIL 24/25, SHEET C-0.05 30 CONSTRUCT CURB PER S.D.R.S.D. STANDARD DETAIL G-01, C.F. PER PLAN CONSTRUCT CURB & GUTTER PER S.D.R.S.D. STANDARD DETAIL G-02, C.F. PER PLAN CONSTRUCT CURB RAMP PER S.D.R.S.D. STANDARD DETAILS G-27 TO G-32B, TYPE PER PLAN 31CONSTRUCT CATCH BASIN - TYPE 'F'- PER S.D.R.S.D. DWG. NO. D-07 11 LEGEND
CONSTRUCT 4" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 CONSTRUCT STORM DRAIN CLEANOUT - TYPE 'A' - PER S.D.R.S.D. DWG. NO. D-09 32 33
34CONSTRUCT HDPE FITTING PER MANUFACTURER'S RECOMMENDATIONS. SIZE PER PLAN.
SEE SHEET C-0.03
12CONSTRUCT DECORATIVE PAVING SURFACE PER LANDSCAPE ARCHITECT PLANS 13CONSTRUCT 18" STEP-OUT CURB PER DETAIL 13, SHEET C-0.03 14CONSTRUCT CURB FACE TRANSITION PER DETAIL 14, SHEET C-0.03 22BCONSTRUCT 8" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22CCONSTRUCT 12" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22DCONSTRUCT 18" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% 15CONSTRUCT LOCAL DEPRESSION PER S.P.P.W.C. STD. PLAN 313-4, CASE E CONSTRUCT SUBDRAIN PER DETAIL 35, SHEET C-0.05
CONNECT SUBDRAIN TO PVC STORM DRAIN LINE
35 36
CONSTRUCT STORM DRAIN CLEANOUT PER DETAIL 37, SHEET C-0.0537 CONSTRUCT CURB INLET CATCH BASIN - TYPE B - PER S.D.R.S.D. STANDARD DETAIL D-02, Y=3.5', L=7' UNLESS OTHERWISE SHOWN ON PLAN, WITH STENCIL PER CITY STD. DS-1 REMOVE HEADWALL, INLET, AND/OR INTERFERING SECTION OF PIPE FOR NEW CLEANOUT38 16CONSTRUCT LEVEL PAD FOR BUS STOP
17CONSTRUCT 18" U-CHANNEL PER DETAIL 17, SHEET C-0.03
CONNECT TO SYNTHETIC SURFACE SUB DRAIN - SEE LANDSCAPE PLANS39 22ECONSTRUCT 24" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-GRATE-FULL 36-36-24 (OR APPROVED EQUAL)40 41INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-CURB-FULL-24 (OR APPROVED EQUAL) 42CONSTRUCT DECK DRAIN PER DETAIL 42, SHEET C-0.08
CONSTRUCT 3" A.C./9" A.B. PAVEMENT (DRIVE AISLES) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT 3" A.C./6" A.B. PAVEMENT (PARKING STALLS) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04, WRAP GRATE WITH MIRAFI 140N FILTER FABRIC 23AOUTLET PIPE THROUGH ALLAN BLOCK WALL - SEE DETAIL M/66 ON WALL PLANS 43CONSTRUCT CONCRETE BLANKET PROTECTION FOR PIPES PER S.P.P.W.C. STD. PLAN 225-3 44CONSTRUCT RIP RAP PER DETAIL 12, SHEET C-0.08
CONSTRUCT BROW DITCH - TYPE 'B'- PER S.D.R.S.D. DWG. NO. D-75, MOD. WIDTH PER PLAN, DEPTH = 6" UNLESS OTHERWISE SHOWN CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] 4, 2024
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
16 0102040
SCALE: 1" = 20'
S
W
E
SHEET C-1.03
MATCH LINE - SEE SHEET C-1.05
MATCH LINE - SEE SHEET C-1.01
MATCH LINE -
SEE SHEET C-1.04
WHITMAN WAY
NOTE TO CONTRACTOR:
ALL GRADING AND EARTHWORK IS TO BE DONE IN
ACCORDANCE WITH THE EARTHWORK SPECIFICATION
AND AS DIRECTED BY THE GEOTECHNICAL ENGINEER.
* NOTE TO CONTRACTOR:
CONTRACTOR TO VERIFY ELEVATION PRIOR TO
CONSTRUCTION AND NOTIFY CIVIL ENGINEER
IMMEDIATELY OF ANY DISCREPANCY.
NOTE TO CONTRACTOR:
LOCATE ALL EXISTING UTILITIES AS A FIRST ITEM OF WORK
AND PROTECT THEM IN PLACE AS REQUIRED.
PRECISE GRADING PLAN
SEE DETAIL 'A' SHEET C-1.03 FOR
TYPICAL BROW DITCH TO CATCH
BASIN TYPE 'F' TRANSITION
TRANSITION FROM BROW DITCH TO CATCH BASINA
SCALE:
N.T.S.
2.67'
0.54'
0.75'
1.0'
OR
0.5'3" 2500 psi AIR PLACED
CONCRETE WITH 6 x
6-W1.4 x W1.4 WWF
BROW DITCH PER SDRSD
D-75, MOD. PER PLAN
PROFILE 2 PROFILE 1
CATCH BASIN TYPE
'F' PER SDRSD D-07
ELEVATION
PLANMATCH FL
PER PLAN
2'
TRANSITION FROM BROW DITCH (PROFLE 1)
TO PROFILE 2 AT CATCH BASIN TYPE 'F'
MATCH FL
PER PLAN
2'
TRANSITION FROM BROW DITCH (PROFLE 1)
TO PROFILE 2 AT CATCH BASIN TYPE 'F'
CATCH BASIN TYPE 'F' PER SDRSD D-07
BROW DITCH PER SDRSD
D-75, MOD. PER PLAN BROW DITCH PER SDRSD
D-75, MOD. PER PLAN
10'
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKINGELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKING
ONLY
ELECTRIC
VEHICLE
PARKING
ONLY
444546
47 48
49 50
51 52
53 54 55
56 57
58 59
60 43
42 41
40 39
38 37
36 35
34 33
32 31
1 VAN
VAN
VAN
61.19 FS
4" CF
67.00 TC
66.67 FS
80.10 FS
78.85 FS
132.50 FS
68.73 FS
88.4 FS
91.75 FS
95.8 FS
66.30 FS
66.01 CONC.
77.75 FS
83.25 FS
70.89 FS
74.23 FS
66.19 FS
66.25 FS
76.08 FS
66.50 FS
66.21 CONC.
74.55 FS 66.55 FS
66.26 CONC.
83.75 FS
85.0 FS
133.40 FS
75.00 FS
77.10 FS
77.65 FS
67.15 FS
H.P.
GUARDRAIL
78.10 TW
68.89 BTM.
GUARDRAIL
100.32 TW
91.11 BTM.
69.81 FS
GUARDRAIL
134.20 TW
123.08 BTM.
GUARDRAIL
90.55 TW
83.88 BTM.
GUARDRAIL
95.87 TW
85.39 BTM.
66.5 TG
62.2 INV 12"
68.25 TG
64.0 INV
8"
62.75 TG
62.0 SURFACE
59.75 SUBDRAIN IN
59.50 BOT.
57.0 INV 8" OUT
8"@22%
12"
77.0 FS
GUARDRAIL
72.67 TW
65.00 TF
72.0 TW
70.5 TG
64.5 INV
4"82.4 TG
79.0 INV
12"
88.8 TG
85.0 INV
74.25 TG
71.0 INV 12"
82.83 TW
81.34 BTM.
89.28 TW
87.70 BTM.
134.20 TW
132.60 BTM.
6.0'
10.0'
54.83 INV
10.0'
93.33 TW
92.37 BTM.
106.7 TG
103.5 INV
107.44 TW
106.47 BTM.
12"
4"
76.0 TG
72.5 INV
4" CF
66.68 TC
66.35 FS
0" CF
66.52 FS 66.20 FS
0" CF
65.87 FS 65.78 FS
4" CF
65.95 TC
65.62 FS
65.90 TC
65.40 FS
65.25 TC
64.75 FS
64.06 TC
63.56 FS
63.60 TC
63.10 FL
62.18 TC
61.68 FS
61.80 TC
61.30 FL
12" CF
63.50 TC
62.50 FS
65.10 TC
64.60 FS
65.65 TC
65.15 FL
64.50 TC
64.00 FL
66.08 TC
65.58 FS
64.90 TC
64.40 FS
77.5 TG
74.5 INV
BASIN 'D'
BASIN 'E'
54.5 SURFACE
57.19 TW
55.58 BTM.
56.55 TW
51.79 BTM.
64.0 FG
63.1 SURFACE
60.60 BOT.
65.1 FG
62.5 TG
59.5 INV 8"
8"
69.84 TW
68.26 BTM.
72.0 TG
68.5 INV
4"
91.25 TG
88.0 INV
C.O.
76.0 INV
12"
WEIR
64.1 FS
62.0 SURFACE
59.50 BOT.
0" CF
66.54 FS
65.19 TC
64.69 FL
12" CF
64.6 TC
63.6 FS
73.85 FS
75.00 FS
76.0 FS 66.20 FS
65.91 CONC.
62.94 FS
80.25 FS
80.00 FS
79.00 FS
79.00 FS
90.85 FS
90.75 FS
54.83 INV
GUARDRAIL
58.46 TW
51.79 BTM.
SEE SHEET C-2.01
FOR SD
PLAN/PROFILE
SEE SHEET C-2.01
FOR SD
PLAN/PROFILE
132.80 FS
132.38 TG
127.0 INV 12"
133.50 FS
133.21 CONC.
132.90 FS
133.50 FS
133.08 TG
129.6 INV
133.00 FS
132.71
CONC.
67.48 FS
4.8%
4.8%
4.8%
4.8%
4.8%
4.8%
3.3%
4.8%
1.5%
3.5%
2.9%
3.3%
4.8%
4.8%
3.3%
4.1%
20 2
28 2
12 12
12 4
4 4
5 5
25 24
7 6
6 1
1 7
6 7
6 9
13 13
2 22B
22C
2 3
28 12
12 2
2 22A
2 32
32 3
3 28
28 28
12 3
25 23
23A
32 28
3 3
22C
22A
32 21
28 32
12"
32 12"
32 12"
32 12"
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
28 22B
28 22A
28 32
32 32
32 2778.0 FS
76.0 FS
4.8%
1.5%
1.8%
1.8%
1.8%
1.4%
23 26
26 2:1 MAX.
2:1
2:1 MAX.
2:1
2:1
2:1
2:1
2:1
PROP. BLDG.
67.50 FF
**67.08 PAD
22B
111.8 FS
85.0 FS
74.30 FS
1% TYP.
1.8%
69.63 FS
67.85 FL
2 65.80 TC
65.30 FS
65.45 FS
64.45 TC
63.95 FS
63.04 TC
62.54 FS
62.79 TC
62.29 FS
1.8%
4.1%
63.18 FS
63.10 FS
2:1
77.58 TG
74.0 INV26
75.58 TG
73.0 INV26
74.68 TG
72.7 INV26
65.68 TG
63.45 INV26
66.35 FS
65.06 CONC.
65.88 TG
63.5 INV26
66.30 FS
66.01 CONC. 65.82 TG
63.0 INV26
65.88 TG
63.1 INV26
65.88 TG
63.5 INV26
66.88 TG
62.0 INV26
66.88 TG
62.0 INV26
65.88 TG
63.5 INV26
65.88 TG
63.1 INV26
65.88 TG
62.5 INV26
65.88 TG
62.1 INV26
65.88 TG
61.4 INV26
65.88 TG
62.9 INV26
65.88 TG
63.5 INV26
65.88 TG
63.5 INV26
65.88 TG
62.9 INV26
65.88 TG
57.9 INV
12"
26 65.88 TG
62.7 INV26
65.88 TG
58.6 INV
12"
26 66.10 FS
65.68 CONC.
66.20 FS
65.91 CONC.
4.8%
1%
65.9 TG
63.8 INV21
65.9 TG
63.5 INV21
65.9 TG
63.8 INV21
65.9 TG
63.5 INV21
64.5 TG
57.7 INV
12"
21 62.8 TG
60.2 INV21
65.0 TG
62.8 INV21
65.88 TG
61.0 INV 12"26
66.30 FS
66.30 FS
66.01 CONC.
66.38 FS
66.30 FS
66.01 CONC.
66.30 FS
66.01 CONC.
66.30 FS
66.30 FS
66.01 CONC.
66.30 FS
66.01 CONC.
66.30 FS
66.01 CONC.
66.30 FS
66.01 CONC.
66.30 FS
66.01 CONC.
66.30 FS
66.01 CONC.
66.30 FS
66.01 CONC.
66.30 FS
66.01 CONC.
66.30 FS
66.01 CONC.
66.30 FS
66.01 CONC.
66.30 FS
66.01 CONC.
67.30 FS
67.30 FS
68.30 FS
69.30 FS
70.30 FS
67.30 FS
67.30 FS
67.30 FS
67.30 FS
68.30 FS
68.30 FS
68.30 FS
70.30 FS
70.01 CONC.
70.30 FS
70.01 CONC.
69.30 FS
69.01 CONC. 69.30 FS
69.01 CONC.
69.30 FS
69.01 CONC.
65.88 TG
63.0 INV26
12"22C
4" 22A
132.66 FS
132.51 FS
132.4 TG
130.0 INV21
4"22A
133.26 FS
133.47 FS
133.45 FS
133.39 FS
133.30 FS
32 32
73.35 FL
12"@
22%22C
22A
4"22A
77.71 CONC.
77.58 TG
75.0 INV26
12"22C
77.71 CONC.22A22A
75.71 CONC.
22A
22A
22A
22A
64.30 FS
22A
22A
12"22C
22A
22A
22A
22A
22A
22A
22A
22A
22A
1%
1.9%
1%
4.8%
75.71 CONC.
133.0 TG
130.0 INV21
39 39
39 1.6%
133.41 FS
133.53 FS
4" 22A
132.0 FL
89.4 FL
8"22B
C.O.
52.25 INV37
12"22C
22A
8"22B
12"22C
37 8"22B
4" 22A
1%
4" 22A
12"22C
8"22B
62.30 FS
61.26 TC
60.76 FL
61.45 TC
60.95 FL
4.8%
0" CF
60.69 FL
8 13
62.00 TC
61.50 FS
3.6%
63.70 TC
63.20 FL
64.04 TC
63.54 FS
63.71 TC
63.21 FS
8"22B
12" 22C
12" 22C
62.30 TC
61.63 FL
62.15 TC
61.48 FL
60.85 INV
60.85 INV
59.75 INV
C.O.
57.00 INV37
13 6
64.86 TC
64.36 FS
17 1.9%
66.05 TC
65.55 FS
65.94 TC
65.44 FS
65.54 TC
65.04 FL
13 7
66.52 TC
66.02 FS
66.45 TC
65.95 FS
66.11 TC
65.61 FL
13 13
4" CF
66.85 TC
66.52 FS
4" CF
66.75 TC
66.42 FS
66.31 FS
14 1.8%
1.8%
1.8%
14 66.10 FS
65.81 CONC.
0.9%
65.98 TC
65.48 FS
65.80 TC
65.30 FS
66.20 FS
0.5%
1.2%
67.40 FS
66.94 FS
67.35 FS
66.85 FS
1.8%4.8%
1.8%
67.48 FS
67.28 FS
67.45 FS3.1%
INV OUT
TYPE A
F.H.
SEE SHEET
C-5.01
TRANS. PER
ELEC. PLANS
4" 22A
75.0 TG
73.0 INV21
70.00 TW
67.00 TF
76.8 TG
74.5 INV21
4" 22A
1%
74.5 TG
73.0 INV21
1%
65.76 FS
65.92 FS
66.03 FS
66.11 FS
66.16 FS
66.59 FS
66.70 FS
66.54 FS
66.61 FS
66.71 FS
66.80 FS
66.96 FS
66.90 FS
67.19 FS
1%
1%
1%
1%
61.28 FS
0" CF
61.48 FS
61.98 TC
61.48 FS
61.50 FS
66.00 FS
4" 22A
66.4 TG
63.0 INV21
133.4 TG
131.0 INV21
133.58 FS
133.80 FS
HP
133.8 FG C.O.
58.61 INV
C.O.
66.67 INV
1%
75.8 TG
73.0 INV21
74.67 TW
72.33 TF1.8%
1.8%
1.8%
12:1 MAX.
12:1 MAX.
12:1 MAX.
74.03 FS
73.93 FS
71.43 FS 71.34 FS
68.84 FS
68.75 FS
105.0 TG
102.0 INV28
105.59 FS
105.49 FS
105.59 FS
105.69 FS
68.0 TG
64.0 INV21
22A
H.P.
GUARDRAIL
90.55 TW
85.15 BTM.
HP
56.5 FL
HP
58.4 FL
56.0 TG
54.7 INV20
56.0 TG
55.0 INV20
4"22
40 107.0 TG
103.6 INV28
GUARDRAIL
71.33 TW
65.67 TF
35 36
GUARDRAIL
69.33 TW
65.00 TF
67.33 TW
65.00 TF
4" 22A
36 36
51.79 BTM.
35 73.02 TW
71.43 BTM.
35 36
DAYLIGHT
IN SLOPE
88.0 INV
4" 22A
35 36
36 DAYLIGHT
IN SLOPE
124.0 INV
4" 22A
35 36
36 35
35 10'
73.8 FG
67.1 FG
3:1
94.30 TW
93.35 BTM.
GUARDRAIL
87.37 TW
81.98 BTM.
96.4 FL
90.50 TW
89.52 BTM.
1.4%
4"
93.8 TG
90.5 INV28
22A4"
35 35
32 12"
32 12"
90.0 TG
87.0 INV
65.95 FS
65.8 TG
63.0 INV21
4" 22A
66.25 FS
66.21 FS
67.20 FS
66.8 TG
63.0 INV21
36 HP
GUARDRAIL
96.84 TW
85.73 BTM.
GUARDRAIL
90.55 TW
82.61 BTM.
89.5 FL
89.9 FL
90.1 FL
GUARDRAIL
90.35 TW
85.79 BTM.
GUARDRAIL
75.56 TW
69.53 BTM.
77.5 FL
57.82 TW
51.79 BTM.
11 TYP.
11 TYP.
11 TYP.
C.O.
59.2 INV37
95.1 FG
2:1 MAX.
2:1 MAX.
2:1
MAX.
2:1
MAX.
3'
43 43
-TYP.
PRECASE CONCRETE
STEPS PER LANDSCAPE
PLANS
-TYP.
43 32
104.5 FL
77.2 FL
74.4 FL
76.5 FL
94.5 FL
64.5 FL
TYP.
C.O.-G.B.
55.35 INV
C.O.-G.B.
55.35 INV37
GENERAL CONSTRUCTION NOTES
4 3
5 2
20 21
22A
PROTECT IN PLACE
CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04 CONSTRUCT 6" CONCRETE SURFACE PER LANDSCAPE ARCHITECT PLANS 23 24
25 26
27 28
29 CONSTRUCT 5" D.G. /3" A.B. SURFACE DETAIL 3, SHEET C-0.08 AND LANDSCAPE ARCHITECT PLANS CONSTRUCT ATRIUM DRAIN PER DETAIL 21, SHEET C-0.04
CONSTRUCT HEADWALL (INLET) AND TRASH RACK PER DETAIL 22, SHEET C-0.04 CONSTRUCT BIOFILTRATION AREA WITH UNDERDRAIN PER DETAIL 24/25, SHEET C-0.05 CONSTRUCT RESILIENT SURFACE DRAIN PER DETAIL 26, SHEET C-0.04 1 STORM DRAIN CONSTRUCTION NOTES
CONSTRUCT CONCRETE WEIR PER DETAIL 27, SHEET C-0.04
6 7
8 CONSTRUCT RESILIENT SURFACE PER LANDSCAPE ARCHITECT PLANS CONSTRUCT 3-FOOT WIDE V-GUTTER (IN PARKING AREAS) PER DETAIL 9, SHEET C-0.039
CONSTRUCT TREE WELL WITH CONCRETE BAND OR SEAT WALL PER LANDSCAPE ARCHITECT PLANS 10 CONSTRUCT INLET AT BROW-DITCH PER DETAIL 28, SHEET C-0.05 CONSTRUCT 36"x36" CATCH BASIN & GRATE (OUTLET) PER DETAIL 24/25, SHEET C-0.05 30 CONSTRUCT CURB PER S.D.R.S.D. STANDARD DETAIL G-01, C.F. PER PLAN CONSTRUCT CURB & GUTTER PER S.D.R.S.D. STANDARD DETAIL G-02, C.F. PER PLAN CONSTRUCT CURB RAMP PER S.D.R.S.D. STANDARD DETAILS G-27 TO G-32B, TYPE PER PLAN 31CONSTRUCT CATCH BASIN - TYPE 'F'- PER S.D.R.S.D. DWG. NO. D-07 11 LEGEND
CONSTRUCT 4" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 CONSTRUCT STORM DRAIN CLEANOUT - TYPE 'A' - PER S.D.R.S.D. DWG. NO. D-09 32 33
34CONSTRUCT HDPE FITTING PER MANUFACTURER'S RECOMMENDATIONS. SIZE PER PLAN.
SEE SHEET C-0.03
12CONSTRUCT DECORATIVE PAVING SURFACE PER LANDSCAPE ARCHITECT PLANS 13CONSTRUCT 18" STEP-OUT CURB PER DETAIL 13, SHEET C-0.03 14CONSTRUCT CURB FACE TRANSITION PER DETAIL 14, SHEET C-0.03 22BCONSTRUCT 8" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22CCONSTRUCT 12" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22DCONSTRUCT 18" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% 15CONSTRUCT LOCAL DEPRESSION PER S.P.P.W.C. STD. PLAN 313-4, CASE E CONSTRUCT SUBDRAIN PER DETAIL 35, SHEET C-0.05
CONNECT SUBDRAIN TO PVC STORM DRAIN LINE
35 36
CONSTRUCT STORM DRAIN CLEANOUT PER DETAIL 37, SHEET C-0.0537 CONSTRUCT CURB INLET CATCH BASIN - TYPE B - PER S.D.R.S.D. STANDARD DETAIL D-02, Y=3.5', L=7' UNLESS OTHERWISE SHOWN ON PLAN, WITH STENCIL PER CITY STD. DS-1 REMOVE HEADWALL, INLET, AND/OR INTERFERING SECTION OF PIPE FOR NEW CLEANOUT38 16CONSTRUCT LEVEL PAD FOR BUS STOP
17CONSTRUCT 18" U-CHANNEL PER DETAIL 17, SHEET C-0.03
CONNECT TO SYNTHETIC SURFACE SUB DRAIN - SEE LANDSCAPE PLANS39 22ECONSTRUCT 24" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-GRATE-FULL 36-36-24 (OR APPROVED EQUAL)40 41INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-CURB-FULL-24 (OR APPROVED EQUAL) 42CONSTRUCT DECK DRAIN PER DETAIL 42, SHEET C-0.08
CONSTRUCT 3" A.C./9" A.B. PAVEMENT (DRIVE AISLES) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT 3" A.C./6" A.B. PAVEMENT (PARKING STALLS) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04, WRAP GRATE WITH MIRAFI 140N FILTER FABRIC 23AOUTLET PIPE THROUGH ALLAN BLOCK WALL - SEE DETAIL M/66 ON WALL PLANS 43CONSTRUCT CONCRETE BLANKET PROTECTION FOR PIPES PER S.P.P.W.C. STD. PLAN 225-3 44CONSTRUCT RIP RAP PER DETAIL 12, SHEET C-0.08
CONSTRUCT BROW DITCH - TYPE 'B'- PER S.D.R.S.D. DWG. NO. D-75, MOD. WIDTH PER PLAN, DEPTH = 6" UNLESS OTHERWISE SHOWN CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] 4, 2024
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
17 0102040
SCALE: 1" = 20'
S
W
E
SHEET C-1.04
MATCH LINE - SEE SHEET C-1.06
MATCH LINE - SEE SHEET C-1.06
MATCH LINE - SEE SHEET C-1.05
MATCH LINE - SEE SHEET C-1.03
MATCH LINE - SEE SHEET C-1.02
MATCH LINE - SEE SHEET C-1.07
MATCH LINE - SEE SHEET C-1.05
NOTE TO CONTRACTOR:
ALL GRADING AND EARTHWORK IS TO BE DONE IN
ACCORDANCE WITH THE EARTHWORK SPECIFICATION
AND AS DIRECTED BY THE GEOTECHNICAL ENGINEER.
* NOTE TO CONTRACTOR:
CONTRACTOR TO VERIFY ELEVATION PRIOR TO
CONSTRUCTION AND NOTIFY CIVIL ENGINEER
IMMEDIATELY OF ANY DISCREPANCY.
NOTE TO CONTRACTOR:
LOCATE ALL EXISTING UTILITIES AS A FIRST ITEM OF WORK
AND PROTECT THEM IN PLACE AS REQUIRED.
PRECISE GRADING PLAN
M
M SECTION M-M
NOT TO SCALE
PROP. 2:1
MAX. SLOPE
PROP. BROW
DITCH
PROP. RETAINING
WALL AND WALK
- SEE LANDSCAPE
PLANS
PROP.
SUBDRAIN
PROP. STORM DRAIN WITH
CONC. ENCASEMENT
PROP. CONC.
WALK
80.35 FS
80.10 FS
78.85 FS
134.20
FS
88.4 FS
91.75 FS
77.75 FS
83.25 FS
74.23 FS
165.5 FS
76.08 FS
74.55 FS
83.75 FS
85.0 FS
133.40 FS
82.55 FS
75.00 FS
77.10 FS
77.65 FS
GUARDRAIL
134.20 TW
123.08 BTM.
GUARDRAIL
90.55 TW
83.88 BTM.
GUARDRAIL
95.87 TW
85.39 BTM.
79.5 TG
76.5 INV
8"@22%
82.4 TG
79.0 INV
12"
88.8 TG
85.0 INV
74.25 TG
71.0 INV 12"
82.83 TW
81.34 BTM.
89.28 TW
87.70 BTM.
134.20 TW
132.60 BTM.
134.20 TW
132.60 BTM.
6.0'
10.0'
125.2 TG
122.0 INV 12"
10.5'
10.0'
93.33 TW
92.37 BTM.133.7 TG
131.0 INV
77.5 TG
74.5 INV
72.0 TG
68.5 INV
91.25 TG
88.0 INV
C.O.
76.0 INV
12"
SEAT WALL PER
LANDSCAPE
ARCH. PLANS
135.80 TG
134.0 INV
136.0 TG
133.0 INV
75.00 FS
76.0 FS
80.25 FS
80.25 FS
80.25 FS
80.00 FS
79.00 FS
79.00 FS
90.85 FS
90.75 FS
SEE SHEET C-2.01
FOR SD
PLAN/PROFILE
134.70 FS
134.70 FS
133.50 FS
133.21 CONC.
133.50 FS
133.08 TG
4.8%
4.8%
4.8%
4.8%
4.8%
4.8%
4.8%
4.8%
1.5%
3.5%
4.8%
4.8%
0.8%
4.1%
15%
28 32
2 3
3 32
32 15%
4 22B
2 3
12 12
2 2
32 32
3 3
28 28 28
1212
3 3
28 3
3 32
28 3
28 32
12"
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
28 28
32 32
32 28
28 76.0 FS
4.8%
1.5%
1.8%
1.8%
1.8%
1.8%
1.4%
26 1% TYP.
1%
1%
2:1 MAX.
2:1 MAX.
2:1
111.8 FS
85.0 FS
74.30 FS
75.58 TG
73.0 INV26
74.68 TG
72.7 INV
134.75 FS
134.46 CONC.
134.75 FS
134.46 CONC.
133.8 TG
131.2 INV21
133.9 TG
130.7 INV21
132.4 TG21
4"22A
133.5 TG
130.0 INV21
133.26 FS
133.47 FS
133.45 FS
133.80 FS
136.69 FS
133.80 FS
133.70 FS
134.40 FS
134.25 FS
134.15 FS
134.21 FS
73.35 FL
22A
75.71 CONC.
133.8 TG
131.7 INV211.6%
133.82
FS
1%
1.2%
133.75 FS
4" 22A
8"@
2.6%22B
133.0 TG
130.0 INV21
4"22A 133.41 FS
133.53 FS
164.9 FL
89.4 FL
12"22C
8"22B
22A
8"22B
12"22C
8"22B
12"22C
37 8"22B
133.0 TG
130.7 INV21
133.5 TG
131.5 INV21
4" 22A
133.7 FG
1%
4.2%
135.46 FS
4"22A
4"22A
138.05 TW
136.55 FS
136.13 FS
1%
4" 22A
12"22C
8"22B
75.0 TG
73.0 INV21
1%
74.5 TG
73.0 INV21
1%
1%
133.4 TG
131.0 INV21
134.00 FS
133.58 FS
133.53 FS
133.78 FS
133.75 FS
133.83 FS
133.80 FS
133.92 FS
HP
133.8 FG
136.08 FS
137.85 TW
136.35 FS
136.33 FS
136.30 FS
136.38 FS
136.46 FS
136.35 FS
HP
136.2 FL
C.O.
66.67 INV
75.8 TG
73.0 INV
74.03 FS
73.93 FS
H.P.
GUARDRAIL
90.55 TW
85.15 BTM.
73.02 TW
71.43 BTM.
4" 22A
35 DAYLIGHT
IN SLOPE
124.0 INV
4" 22A
35 36
36 35
35 15%
HMP
BOUNDARY
20' OFFSET FROM
HMP BOUNDARY
LIMITS OF GRADING
22'± OFFSET FROM
HMP BOUNDARY
94.30 TW
93.35 BTM.
GUARDRAIL
87.37 TW
81.98 BTM.
HMP
BOUNDARY
20' OFFSET FROM
HMP BOUNDARY
LIMITS OF GRADING
22'± OFFSET FROM
HMP BOUNDARY
96.4 FL
90.50 TW
89.52 BTM.
1.4%
32 12"
102.9 FL
4"
118.5 TG
116.0 INV28
107.0 FL
32 12"
116.75 FL
22A4"
134.5 TG
131.0 INV28
32 12"
32 12"
93.8 TG
90.5 INV2836
22A4"
35 35
32 12"
32 12"
90.0 TG
87.0 INV28
32 36
HP
GUARDRAIL
96.84 TW
85.73 BTM.
GUARDRAIL
90.55 TW
82.61 BTM.
89.5 FL
89.9 FL
90.1 FL
GUARDRAIL
90.35 TW
85.79 BTM.
133.80 FL
105.5 FG
95.1 FG
2:1MAX.
2:1MAX.
2:1 MAX.
2:1 MAX.
2:1 MAX.
2:1MAX.
2:1
MAX.
2:1
MAX.
2:1
MAX.
2:1
MAX.
43 43
PRECASE CONCRETE
STEPS PER LANDSCAPE
PLANS
-TYP.
32 12"
32 12"
94.5 FL
104.5 FL
104.5 FL
114.5 FL
114.5 FL
124.5 FL
124.5 FL
134.5 FL
144.5 FL
144.5 FL
154.5 FL
79.5 FL
77.2 FL
74.4 FL
76.5 FL
3 WIRE HABITAT FENCE
PER LANDSCAPE
ARCHITECT PLANS
3 WIRE HABITAT FENCE
PER LANDSCAPE
ARCHITECT PLANS
GENERAL CONSTRUCTION NOTES
4 3
5 2
20 21
22A
PROTECT IN PLACE
CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04 CONSTRUCT 6" CONCRETE SURFACE PER LANDSCAPE ARCHITECT PLANS 23 24
25 26
27 28
29 CONSTRUCT 5" D.G. /3" A.B. SURFACE DETAIL 3, SHEET C-0.08 AND LANDSCAPE ARCHITECT PLANS CONSTRUCT ATRIUM DRAIN PER DETAIL 21, SHEET C-0.04
CONSTRUCT HEADWALL (INLET) AND TRASH RACK PER DETAIL 22, SHEET C-0.04 CONSTRUCT BIOFILTRATION AREA WITH UNDERDRAIN PER DETAIL 24/25, SHEET C-0.05 CONSTRUCT RESILIENT SURFACE DRAIN PER DETAIL 26, SHEET C-0.04 1 STORM DRAIN CONSTRUCTION NOTES
CONSTRUCT CONCRETE WEIR PER DETAIL 27, SHEET C-0.04
6 7
8 CONSTRUCT RESILIENT SURFACE PER LANDSCAPE ARCHITECT PLANS CONSTRUCT 3-FOOT WIDE V-GUTTER (IN PARKING AREAS) PER DETAIL 9, SHEET C-0.039
CONSTRUCT TREE WELL WITH CONCRETE BAND OR SEAT WALL PER LANDSCAPE ARCHITECT PLANS 10 CONSTRUCT INLET AT BROW-DITCH PER DETAIL 28, SHEET C-0.05 CONSTRUCT 36"x36" CATCH BASIN & GRATE (OUTLET) PER DETAIL 24/25, SHEET C-0.05 30 CONSTRUCT CURB PER S.D.R.S.D. STANDARD DETAIL G-01, C.F. PER PLAN CONSTRUCT CURB & GUTTER PER S.D.R.S.D. STANDARD DETAIL G-02, C.F. PER PLAN CONSTRUCT CURB RAMP PER S.D.R.S.D. STANDARD DETAILS G-27 TO G-32B, TYPE PER PLAN 31CONSTRUCT CATCH BASIN - TYPE 'F'- PER S.D.R.S.D. DWG. NO. D-07 11 LEGEND
CONSTRUCT 4" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 CONSTRUCT STORM DRAIN CLEANOUT - TYPE 'A' - PER S.D.R.S.D. DWG. NO. D-09 32 33
34CONSTRUCT HDPE FITTING PER MANUFACTURER'S RECOMMENDATIONS. SIZE PER PLAN.
SEE SHEET C-0.03
12CONSTRUCT DECORATIVE PAVING SURFACE PER LANDSCAPE ARCHITECT PLANS 13CONSTRUCT 18" STEP-OUT CURB PER DETAIL 13, SHEET C-0.03 14CONSTRUCT CURB FACE TRANSITION PER DETAIL 14, SHEET C-0.03 22BCONSTRUCT 8" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22CCONSTRUCT 12" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22DCONSTRUCT 18" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% 15CONSTRUCT LOCAL DEPRESSION PER S.P.P.W.C. STD. PLAN 313-4, CASE E CONSTRUCT SUBDRAIN PER DETAIL 35, SHEET C-0.05
CONNECT SUBDRAIN TO PVC STORM DRAIN LINE
35 36
CONSTRUCT STORM DRAIN CLEANOUT PER DETAIL 37, SHEET C-0.0537 CONSTRUCT CURB INLET CATCH BASIN - TYPE B - PER S.D.R.S.D. STANDARD DETAIL D-02, Y=3.5', L=7' UNLESS OTHERWISE SHOWN ON PLAN, WITH STENCIL PER CITY STD. DS-1 REMOVE HEADWALL, INLET, AND/OR INTERFERING SECTION OF PIPE FOR NEW CLEANOUT38 16CONSTRUCT LEVEL PAD FOR BUS STOP
17CONSTRUCT 18" U-CHANNEL PER DETAIL 17, SHEET C-0.03
CONNECT TO SYNTHETIC SURFACE SUB DRAIN - SEE LANDSCAPE PLANS39 22ECONSTRUCT 24" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-GRATE-FULL 36-36-24 (OR APPROVED EQUAL)40 41INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-CURB-FULL-24 (OR APPROVED EQUAL) 42CONSTRUCT DECK DRAIN PER DETAIL 42, SHEET C-0.08
CONSTRUCT 3" A.C./9" A.B. PAVEMENT (DRIVE AISLES) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT 3" A.C./6" A.B. PAVEMENT (PARKING STALLS) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04, WRAP GRATE WITH MIRAFI 140N FILTER FABRIC 23AOUTLET PIPE THROUGH ALLAN BLOCK WALL - SEE DETAIL M/66 ON WALL PLANS 43CONSTRUCT CONCRETE BLANKET PROTECTION FOR PIPES PER S.P.P.W.C. STD. PLAN 225-3 44CONSTRUCT RIP RAP PER DETAIL 12, SHEET C-0.08
CONSTRUCT BROW DITCH - TYPE 'B'- PER S.D.R.S.D. DWG. NO. D-75, MOD. WIDTH PER PLAN, DEPTH = 6" UNLESS OTHERWISE SHOWN CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] 4, 2024
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
18 0102040
SCALE: 1" = 20'
S
W
E
SHEET C-1.05
MATCH LINE - SEE SHEET C-1.03
MATCH LINE - SEE SHEET C-1.08
MATCH LINE - SEE SHEET C-1.03
MATCH LINE - SEE SHEET C-1.04
MATCH LINE - SEE SET C-1.06
MATCH LINE - SEE SHEET C-1.07
MATCH LINE - SEE SHEET C-1.07
NOTE TO CONTRACTOR:
ALL GRADING AND EARTHWORK IS TO BE DONE IN
ACCORDANCE WITH THE EARTHWORK SPECIFICATION
AND AS DIRECTED BY THE GEOTECHNICAL ENGINEER.
* NOTE TO CONTRACTOR:
CONTRACTOR TO VERIFY ELEVATION PRIOR TO
CONSTRUCTION AND NOTIFY CIVIL ENGINEER
IMMEDIATELY OF ANY DISCREPANCY.
NOTE TO CONTRACTOR:
LOCATE ALL EXISTING UTILITIES AS A FIRST ITEM OF WORK
AND PROTECT THEM IN PLACE AS REQUIRED.
PRECISE GRADING PLAN
4445
61.19 FS
132.50 FS
68.73 FS
91.75 FS
95.8 FS
105.30 FS
108.80 FS
70.89 FS
66.19 FS
100.0 FS
116.40 FS
119.7 FS
126.9 FS
102.25 FS
113.50
FS
101.57 FS
102.98 FS
83.0 FS
LIMITS OF
GRADING
H.P.
GUARDRAIL
114.41 TW
107.75 BTM.
H.P.
GUARDRAIL
78.10 TW
68.89 BTM.
GUARDRAIL
100.32 TW
91.11 BTM.
69.81 FS
(59.87±) FS
B.O.W.
(80.25±) FS
B.O.W.
81.0 FS
GUARDRAIL
95.87 TW
85.39 BTM.
58.0± TMH
EXIST 30" RCP SD
*(45.5±) INV
46.5 INV 18"
47.0 INV 12"
47.33 INV 8"/4"
68.25 TG
64.0 INV
8"
8.0'
12"
89.28 TW
87.70 BTM.
56.0 TG
52.25 INV
54.83 INV
54.83 INV
54.83 INV
54.83 INV
54.83 INV
8.0'
59.5 TG
56.0 INV
75.5 TG
73.5 INV
72.83 INV
14.0'
10.0'
93.33 TW
92.37 BTM.
10.0'
101.25 TG
98.0 INV 12"
106.7 TG
103.5 INV
100.96 TW
99.36 BTM.
107.44 TW
106.47 BTM.
111.88 TW
109.65 BTM.
12"
119.2 TG
116.0 INV 12"
62.18 TC
61.68 FS
BASIN 'E'
54.5 SURFACE
52.25 SUBDRAIN OUT
52.00 BOT.
BASIN 'F'
72.5 SURFACE
70.25 SUBDRAIN OUT
70.00 BOT.
BASIN 'G'
83.0 SURFACE
80.75 SUBDRAIN OUT
80.50 BOT.
84.0 TG
80.75 INV
GUARDRAIL
86.53 TW
79.86 BTM.
74.00 TG
70.25 INV
74.8 FG
56.5 FG
57.19 TW
55.58 BTM.
56.55 TW
51.79 BTM.
C.O.
55.3 INV
12"
62.5 TG
59.5 INV 8"
8"
69.84 TW
68.26 BTM.
72.0 TG
68.5 INV
4"
C.O.
62.0 INV
12"
91.25 TG
88.0 INV
PROP. STREET
STRIPING PER
SEPARATE
PROJECT
SIGHT
DISTANCE
TRIANGLE
56.56 TW
55.58 BTM.
SEAT WALL PER
LANDSCAPE
ARCH. PLANS
73.85 FS
62.94 FS
90.85 FS
90.75 FS
116.50 FS
(62.67)
B.O.W.
(65.95)
B.O.W.
(69.34)
B.O.W.
(72.53)
B.O.W.
(75.92)
B.O.W.
(79.30)
B.O.W.
(82.37)
B.O.W.
54.83 INV
GUARDRAIL
58.46 TW
51.79 BTM.
74.8 FG
72.83 INV
87.0 SURFACE
84.75 SUBDRAIN OUT
84.50 BOT. 89.07 TW
84.32 BTM.
85.89 TW
84.29 BTM.
SEE SHEET C-2.01
FOR SD
PLAN/PROFILE
132.90 FS
4.9%
3.3%
4.8%
2.9%
3.3%
4.8%
4.8%
4.8%
4.8%
4.8%10%
6.7%
8.3%
28 2
4 6
2 7
1 6 9
2 22C
25 32
24 23
23 23A
23 23
3 28
28 25
23 32
3 3
3 32
32 32
32 28
28 3
3 3
22C
24 3
3 32
25 24
32 12"
32 12"
32 12"
32 12"
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
28 22B
28 22A
28 32
32 12
12 1.8%
1.8%
1.8%
1%
2:1
23 23
37 2:1 MAX.
2:1
2:1 MAX.
2:1
2:1 MAX.
2:1 MAX.
63.5 TG
60.0 INV21
8"@
12.4%22B
5.6%
61.65 FS
(61.82±)
B.O.W.
1%
60.03 FS
1.8%
111.8 FS
85.0 FS
1% TYP.
1.8%
69.63 FS
67.85 FL
2 62.54 FS
62.79 TC
62.29 FS
1.8%
4.1%
63.18 FS
63.10 FS
2:1
65.88 TG
63.5 INV26
66.88 TG
62.0 INV26
66.88 TG
62.0 INV26
65.88 TG
63.5 INV26
65.88 TG
63.1 INV26
65.88 TG
62.5 INV26
65.88 TG
62.1 INV26
65.88 TG
61.4 INV26
65.88 TG
62.9 INV26
65.88 TG
63.5 INV26
65.88 TG
63.5 INV26
65.88 TG
62.9 INV26
65.88 TG
57.9 INV
12"
26 65.88 TG
62.7 INV26
65.88 TG
58.6 INV
12"
26 4.8%
1%
65.9 TG
63.8 INV21
65.9 TG
63.5 INV21
65.9 TG
63.8 INV21
65.9 TG
63.5 INV21
64.5 TG
57.7 INV
12"
21 62.8 TG
60.2 INV21
65.88 TG
61.0 INV 12"26
66.30 FS
66.30 FS
66.01 CONC.
66.38 FS
66.30 FS
66.01 CONC.
66.30 FS
66.01 CONC.
66.30 FS
66.30 FS
66.01 CONC.
66.30 FS
66.01 CONC.
66.30 FS
66.01 CONC.
66.30 FS
66.01 CONC.
66.30 FS
66.01 CONC.
66.30 FS
66.01 CONC.
66.30 FS
66.01 CONC.
66.30 FS
66.01 CONC.
66.30 FS
66.01 CONC.
67.30 FS
67.30 FS
68.30 FS
69.30 FS
70.30 FS
67.30 FS
67.30 FS
67.30 FS
67.30 FS
68.30 FS
70.30 FS
70.01 CONC.
70.30 FS
70.01 CONC.
69.01 CONC. 69.30 FS
69.01 CONC.
CONC.
132.66 FS
132.51 FS
132.4 TG
130.0 INV21
32 32
73.35 FL
22A
12"22C
22A
64.30 FS
22A
12"22C
22A
22A
22A
22A
22A
22A
22A
22A
22A
39 39
39 4" 22A
80.75 FL
12"22C
12"22C
104.75 FL
115.9 FL
99.5 FL
89.4 FL
8" 22B
8"22B
8"22B
C.O.
70.25 INV37
C.O.
70.25 INV37
74.8 FG
4" 22A
8"22B
12"22C
C.O.
52.25 INV37
C.O.
52.25 INV37
12"22C
12"22C
8"22B
8"22B
4"22C
101.72 FS
101.62 FS
101.47 FS
3.8%1%
1%
1%
1%
1%
102.0 TG
99.9 INV21
4"22A
102.7 FG
102.80 FS
102.75 FS
102.80 FS
102.80 FS
102.80 FS
105.90 FS
105.95 FS1%
PROP. DRIVEWAYAND STREET CURB PER
DWG. 546-1
CB #4
L=10'
55.3 INV IN
55.0 INV OUT
30 15
57.09 TC
56.42 FL
57.57 TC
56.90 FL
1.8%
37 62.30 FS
61.45 TC
60.95 FL
60.93 TC
60.43 FL
4.8%
0" CF
60.69 FL
8 13
8" 22B
TYPE A
1%
1%
1%
60.68 FLFS/LIP
61.06 FS
61.28 FS
2:1 102.88 FS
102.88 FS
102.88 FS
106.00 FS
GUARDRAIL
88.44 TW
79.86 BTM.
57.16 FS
103.0 FG
107.60 TW
106.10 FS
HP
107.8 TW
106.30 FS
106.14 FS
106.06 FS
107.60 TW
106.10 FS
106.05 FS
106.00 FS
HP
106.2 FL
105.0 TG
102.0 INV28
4"22A
105.75 FS
105.9 FL
1.8%
105.59 FS
105.49 FS
105.59 FS
105.69 FS
56.12 TC
55.72 FS
1%
103.5 FG
HP
56.5 FL
HP
58.4 FL
4"
56.0 TG
54.7 INV
22A
20 56.0 TG
55.0 INV20
4"22
40 40
40 107.0 TG
103.6 INV28
4"22A
4"22A
36 35
56.55 TW
51.79 BTM.
35 73.02 TW
71.43 BTM.
35 36
DAYLIGHT
IN SLOPE
88.0 INV
4" 22A
35 36
35 4"22A
C.O.-G.B.
101.0 INV
12"
37 111.0 TG
107.0 INV28
36 35
35 4" 22A
85.26 TW
83.75 BTM.
35 35
36 36
GUARDRAIL
85.89 TW
79.86 BTM.
SIDEWALK10
SIDEWALK10
GUARDRAIL
75.56 TW
69.53 BTM.
77.5 FL
57.82 TW
51.79 BTM.
114.0 FL
90.35 TW
84.32 BTM.
56.5 FG
132.1
FG
2:1
MAX.
2:1
MAX.
2:1 MAX.
2:1
MAX.
2:1MAX.
2:1MAX.
3'
43 79.0 FL
R/W
R/W
R/W
PRECASE CONCRETE
STEPS PER LANDSCAPE
PLANS
-TYP.
94.5 FL
64.5 FL
74.5 FL
84.5 FL
94.5 FL
2:1
MAX.
44 TYP.
44 TYP.
2'
C.O.-G.B.
55.0 INV37
C.O.-G.B.
55.35 INV37
C.O.-G.B.
55.35 INV37
C.O.-G.B.
55.35 INV37
C.O.-G.B.
73.35 INV37
GENERAL CONSTRUCTION NOTES
4 3
5 2
20 21
22A
PROTECT IN PLACE
CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04 CONSTRUCT 6" CONCRETE SURFACE PER LANDSCAPE ARCHITECT PLANS 23 24
25 26
27 28
29 CONSTRUCT 5" D.G. /3" A.B. SURFACE DETAIL 3, SHEET C-0.08 AND LANDSCAPE ARCHITECT PLANS CONSTRUCT ATRIUM DRAIN PER DETAIL 21, SHEET C-0.04
CONSTRUCT HEADWALL (INLET) AND TRASH RACK PER DETAIL 22, SHEET C-0.04 CONSTRUCT BIOFILTRATION AREA WITH UNDERDRAIN PER DETAIL 24/25, SHEET C-0.05 CONSTRUCT RESILIENT SURFACE DRAIN PER DETAIL 26, SHEET C-0.04 1 STORM DRAIN CONSTRUCTION NOTES
CONSTRUCT CONCRETE WEIR PER DETAIL 27, SHEET C-0.04
6 7
8 CONSTRUCT RESILIENT SURFACE PER LANDSCAPE ARCHITECT PLANS CONSTRUCT 3-FOOT WIDE V-GUTTER (IN PARKING AREAS) PER DETAIL 9, SHEET C-0.039
CONSTRUCT TREE WELL WITH CONCRETE BAND OR SEAT WALL PER LANDSCAPE ARCHITECT PLANS 10 CONSTRUCT INLET AT BROW-DITCH PER DETAIL 28, SHEET C-0.05 CONSTRUCT 36"x36" CATCH BASIN & GRATE (OUTLET) PER DETAIL 24/25, SHEET C-0.05 30 CONSTRUCT CURB PER S.D.R.S.D. STANDARD DETAIL G-01, C.F. PER PLAN CONSTRUCT CURB & GUTTER PER S.D.R.S.D. STANDARD DETAIL G-02, C.F. PER PLAN CONSTRUCT CURB RAMP PER S.D.R.S.D. STANDARD DETAILS G-27 TO G-32B, TYPE PER PLAN 31CONSTRUCT CATCH BASIN - TYPE 'F'- PER S.D.R.S.D. DWG. NO. D-07 11 LEGEND
CONSTRUCT 4" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 CONSTRUCT STORM DRAIN CLEANOUT - TYPE 'A' - PER S.D.R.S.D. DWG. NO. D-09 32 33
34CONSTRUCT HDPE FITTING PER MANUFACTURER'S RECOMMENDATIONS. SIZE PER PLAN.
SEE SHEET C-0.03
12CONSTRUCT DECORATIVE PAVING SURFACE PER LANDSCAPE ARCHITECT PLANS 13CONSTRUCT 18" STEP-OUT CURB PER DETAIL 13, SHEET C-0.03 14CONSTRUCT CURB FACE TRANSITION PER DETAIL 14, SHEET C-0.03 22BCONSTRUCT 8" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22CCONSTRUCT 12" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22DCONSTRUCT 18" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% 15CONSTRUCT LOCAL DEPRESSION PER S.P.P.W.C. STD. PLAN 313-4, CASE E CONSTRUCT SUBDRAIN PER DETAIL 35, SHEET C-0.05
CONNECT SUBDRAIN TO PVC STORM DRAIN LINE
35 36
CONSTRUCT STORM DRAIN CLEANOUT PER DETAIL 37, SHEET C-0.0537 CONSTRUCT CURB INLET CATCH BASIN - TYPE B - PER S.D.R.S.D. STANDARD DETAIL D-02, Y=3.5', L=7' UNLESS OTHERWISE SHOWN ON PLAN, WITH STENCIL PER CITY STD. DS-1 REMOVE HEADWALL, INLET, AND/OR INTERFERING SECTION OF PIPE FOR NEW CLEANOUT38 16CONSTRUCT LEVEL PAD FOR BUS STOP
17CONSTRUCT 18" U-CHANNEL PER DETAIL 17, SHEET C-0.03
CONNECT TO SYNTHETIC SURFACE SUB DRAIN - SEE LANDSCAPE PLANS39 22ECONSTRUCT 24" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-GRATE-FULL 36-36-24 (OR APPROVED EQUAL)40 41INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-CURB-FULL-24 (OR APPROVED EQUAL) 42CONSTRUCT DECK DRAIN PER DETAIL 42, SHEET C-0.08
CONSTRUCT 3" A.C./9" A.B. PAVEMENT (DRIVE AISLES) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT 3" A.C./6" A.B. PAVEMENT (PARKING STALLS) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04, WRAP GRATE WITH MIRAFI 140N FILTER FABRIC 23AOUTLET PIPE THROUGH ALLAN BLOCK WALL - SEE DETAIL M/66 ON WALL PLANS 43CONSTRUCT CONCRETE BLANKET PROTECTION FOR PIPES PER S.P.P.W.C. STD. PLAN 225-3 44CONSTRUCT RIP RAP PER DETAIL 12, SHEET C-0.08
CONSTRUCT BROW DITCH - TYPE 'B'- PER S.D.R.S.D. DWG. NO. D-75, MOD. WIDTH PER PLAN, DEPTH = 6" UNLESS OTHERWISE SHOWN CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] 4, 2024
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
19 0102040
SCALE: 1" = 20'
S
W
E
SHEET C-1.06
MATCH LINE - SEE SHEET C-1.02
MATCH LINE - SEE SHEET C-1.04
MATCH LINE - SEE SHEET C-1.04
MATCH LINE - SEE SHEET C-1.09
MATCH LINE - SEE SHEET C-1.07
FARADAY AVE.
B
B
SECTION B-B
NOT TO SCALE
PROP. 2:1
MAX. SLOPE
PROP.
CONC.
WALKPROP.
BROW
DITCH
PROP. GUARDRAIL
WHEN TOP OF WALL
TO BOTTOM OF WALL
IS OVER 2.5-FEET
PROP. 2:1
MAX. SLOPE
PROP. GUARDRAIL
WHEN TOP OF WALL
TO BOTTOM OF WALL
IS OVER 2.5-FEET
1%
CC
DD
SECTION C-C
NOT TO SCALE
PROP. 2:1
MAX. SLOPE
PROP. 2:1
MAX. SLOPE
SECTION D-D
PROP. 2:1
MAX. SLOPE
PROP. 2:1
MAX. SLOPE
PROP.
PAVER
SURFACE
PROP.
CONC.
SEATWALL
NOTE TO CONTRACTOR:
ALL GRADING AND EARTHWORK IS TO BE DONE IN
ACCORDANCE WITH THE EARTHWORK SPECIFICATION
AND AS DIRECTED BY THE GEOTECHNICAL ENGINEER.
* NOTE TO CONTRACTOR:
CONTRACTOR TO VERIFY ELEVATION PRIOR TO
CONSTRUCTION AND NOTIFY CIVIL ENGINEER
IMMEDIATELY OF ANY DISCREPANCY.
NOTE TO CONTRACTOR:
LOCATE ALL EXISTING UTILITIES AS A FIRST ITEM OF WORK
AND PROTECT THEM IN PLACE AS REQUIRED.
GRADE
BREAK
GRADED
SWALE
PRECISE GRADING PLAN
1%
PROP. 5" D.G.
/3" A.B. WALK
PROP. BROW DITCH
PROP. MOW CURB -
SEE LANDSCAPE
PLANS
10'
2'
1%
PROP. 5" D.G.
/3" A.B. WALK
PROP. BROW DITCH
PROP. MOW CURB -
SEE LANDSCAPE
PLANS
10'PROP. WALL
- SEE ALLAN BLOCK
RET. WALL PLANS
TW PER PLAN
BTM. PER PLAN
PROP. BROW DITCH
PROP. WALL
- SEE ALLAN BLOCK
RET. WALL PLANS
TW PER PLAN
BTM. PER PLAN
1%
PROP. 5" D.G.
/3" A.B. WALK
PROP. BROW DITCH
10'
2.5 TW PER PLAN
PROP. BROW DITCH
PROP. WALL
- SEE ALLAN BLOCK
RET. WALL PLANS
132.50 FS
134.20
FS
137.15 FS
108.80 FS
165.5 FS
139.72 FS
151.95 FS
156.4 FS
159.05 FS
161.0 FS
172.0 FS
177.25 FS
182.5 FS
200.2 FS
201.4 FS
204.25 FS
205.3 FS
186.7 FS
133.40 FS
126.9 FS
113.50
H.P.
GUARDRAIL
114.41 TW
107.75 BTM.
134.20 TW
132.60 BTM.
6.0'
106.7 TG
103.5 INV
111.88 TW
109.65 BTM.
12"
4"
8"
8"
126.4 TG
123.0 INV
133.7 TG
131.0 INV
136.5 TG
133.0 INV
160.0 TG
157.0 INV
171.5 TG
168.0 INV
10.0'
10.0'
10.0'
10.0'
10.0'
8"
180.3 TG
177.0 INV
202.0 TG
199.0 INV
205.5 TG
202.0 INV
152.3 TG
149.0 INV
135.80 TG
134.0 INV
148.8 FS
170.0 FS
192.0 FS
132.90 FS
132.48 TG
130.0 INV
C.O.
129.6 INV
132.80 FS
132.38 TG
127.0 INV 12"
137.00 FS
137.80 FS
138.05 FS
134.05 FS
133.76
CONC.
133.50 FS
133.21
CONC.
134.05 FS
133.76
CONC.
136.82 FS
136.80 FS
136.50 FS 134.05 FS
133.76
CONC.
134.70 FS
134.70 FS
133.50 FS
133.21 CONC.
132.90 FS
133.50 FS
133.08 TG
129.6 INV
133.00 FS
132.71
CONC.
133.40 FS
133.11
CONC.
4.8%
1.5%
4%
3.6%
4.8%
4.8%
2.4%
4.3%
2.5%
4.8%
4.8%
4.8%
0.8%
4 4
1212
3 3
3 32
28 3
3 3
22C
22A
22B
22B
28 28
28 28
28 3
32 32
32 32
32 32
32 32
32 32
3 3
3 3
3 3
22B
28 28
32 12"
32 12"
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
20 28
32 28
1.8%
1.8%
1.8%
1.8%
26 37
26 26
1% 1% TYP.
1%
1%
1%
1%
1%
1%
4 2:1 MAX.
2:1
2:1 MAX.
2:1 MAX.
2:1 MAX.
2:1 MAX.
12"22C
134.75 FS
134.46 CONC.
134.75 FS
134.46 CONC.
4" 22A
133.8 TG
131.2 INV21
133.9 TG
130.7 INV21
8"@
2.6%22B
4" 22A
4" 22A
8"22B
4%
136.98 FS
136.69
CONC.
136.76 FS
136.47
CONC.
136.4 TG
134.0 INV21
133.8 TG
131.3 INV21
132.66 FS
132.51 FS
132.4 TG
130.0 INV21
4"22A
4"22A
133.5 TG
130.0 INV21
133.4 TG
131.0 INV21
133.0 TG
130.15 INV21
133.0 TG
131.0 INV21
133.26 FS
133.47 FS
133.45 FS
133.80 FS
136.69 FS
133.80 FS
133.44 FS
133.70 FS
134.40 FS
134.25 FS
134.15 FS
133.95 FS
134.21 FS
134.09 FS 133.86 FS
133.58 FS
133.61 FS
133.39 FS
133.47 FS
133.30 FS
133.85 FS
133.56
CONC.
133.69 FS
133.40
CONC.
133.87 FS
133.15 FS
134.27 FS
133.98
CONC.
8"@
4%22B
133.8 TG
131.7 INV211.6%
133.82
FS
1%
1.2%
133.75 FS
1.6%
1%
133.30 FS
133.01
CONC. 133.00 FS
132.71
CONC.
1.3%
1.9%
1%
4.8%
4" 22A
134.43 FS
134.14
CONC.
1.8%
1.1%
8"@
2.6%22B
133.0 TG
130.0 INV21
4"22A
1.6%
133.41 FS
133.53 FS
4" 22A
8"22B
8"22B
4" 22A
4" 22A
132.0 FL
136.1 FL
157.8 FL
164.9 FL
179.0 FL
180.2 FS
8"22B
133.0 TG
130.7 INV21
1%
4.2%
135.46 FS
4"22A
136.13 FS
1%
1%
137.80 FS
130.5 FG
133.4 TG
131.0 INV21
133.58 FS
133.53 FS
133.78 FS
133.75 FS
133.83 FS
136.08 FS
137.85 TW
136.35 FS
28 111.0 TG
107.0 INV28
36 35
35 114.0 FL
134.05 FL
133.80 FL
132.1
FG
163.1
FG
185.1
FG
2.50'TYP.
2:1
MAX.
2:1
MAX.
2:1
MAX.
2:1MAX.
2:1
MAX.
2:1
MAX.
PRECASE CONCRETE
STEPS PER LANDSCAPE
PRECASE CONCRETE
STEPS PER LANDSCAPE
PLANS
-TYP.
124.5 FL
174.5 FL
184.5 FL
199.5 FL
204.5 FL
GENERAL CONSTRUCTION NOTES
4 3
5 2
20 21
22A
PROTECT IN PLACE
CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04 CONSTRUCT 6" CONCRETE SURFACE PER LANDSCAPE ARCHITECT PLANS 23 24
25 26
27 28
29 CONSTRUCT 5" D.G. /3" A.B. SURFACE DETAIL 3, SHEET C-0.08 AND LANDSCAPE ARCHITECT PLANS CONSTRUCT ATRIUM DRAIN PER DETAIL 21, SHEET C-0.04
CONSTRUCT HEADWALL (INLET) AND TRASH RACK PER DETAIL 22, SHEET C-0.04 CONSTRUCT BIOFILTRATION AREA WITH UNDERDRAIN PER DETAIL 24/25, SHEET C-0.05 CONSTRUCT RESILIENT SURFACE DRAIN PER DETAIL 26, SHEET C-0.04 1 STORM DRAIN CONSTRUCTION NOTES
CONSTRUCT CONCRETE WEIR PER DETAIL 27, SHEET C-0.04
6 7
8 CONSTRUCT RESILIENT SURFACE PER LANDSCAPE ARCHITECT PLANS CONSTRUCT 3-FOOT WIDE V-GUTTER (IN PARKING AREAS) PER DETAIL 9, SHEET C-0.039
CONSTRUCT TREE WELL WITH CONCRETE BAND OR SEAT WALL PER LANDSCAPE ARCHITECT PLANS 10 CONSTRUCT INLET AT BROW-DITCH PER DETAIL 28, SHEET C-0.05 CONSTRUCT 36"x36" CATCH BASIN & GRATE (OUTLET) PER DETAIL 24/25, SHEET C-0.05 30 CONSTRUCT CURB PER S.D.R.S.D. STANDARD DETAIL G-01, C.F. PER PLAN CONSTRUCT CURB & GUTTER PER S.D.R.S.D. STANDARD DETAIL G-02, C.F. PER PLAN CONSTRUCT CURB RAMP PER S.D.R.S.D. STANDARD DETAILS G-27 TO G-32B, TYPE PER PLAN 31CONSTRUCT CATCH BASIN - TYPE 'F'- PER S.D.R.S.D. DWG. NO. D-07 11 LEGEND
CONSTRUCT 4" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 CONSTRUCT STORM DRAIN CLEANOUT - TYPE 'A' - PER S.D.R.S.D. DWG. NO. D-09 32 33
34CONSTRUCT HDPE FITTING PER MANUFACTURER'S RECOMMENDATIONS. SIZE PER PLAN.
SEE SHEET C-0.03
12CONSTRUCT DECORATIVE PAVING SURFACE PER LANDSCAPE ARCHITECT PLANS 13CONSTRUCT 18" STEP-OUT CURB PER DETAIL 13, SHEET C-0.03 14CONSTRUCT CURB FACE TRANSITION PER DETAIL 14, SHEET C-0.03 22BCONSTRUCT 8" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22CCONSTRUCT 12" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22DCONSTRUCT 18" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% 15CONSTRUCT LOCAL DEPRESSION PER S.P.P.W.C. STD. PLAN 313-4, CASE E CONSTRUCT SUBDRAIN PER DETAIL 35, SHEET C-0.05
CONNECT SUBDRAIN TO PVC STORM DRAIN LINE
35 36
CONSTRUCT STORM DRAIN CLEANOUT PER DETAIL 37, SHEET C-0.0537 CONSTRUCT CURB INLET CATCH BASIN - TYPE B - PER S.D.R.S.D. STANDARD DETAIL D-02, Y=3.5', L=7' UNLESS OTHERWISE SHOWN ON PLAN, WITH STENCIL PER CITY STD. DS-1 REMOVE HEADWALL, INLET, AND/OR INTERFERING SECTION OF PIPE FOR NEW CLEANOUT38 16CONSTRUCT LEVEL PAD FOR BUS STOP
17CONSTRUCT 18" U-CHANNEL PER DETAIL 17, SHEET C-0.03
CONNECT TO SYNTHETIC SURFACE SUB DRAIN - SEE LANDSCAPE PLANS39 22ECONSTRUCT 24" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-GRATE-FULL 36-36-24 (OR APPROVED EQUAL)40 41INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-CURB-FULL-24 (OR APPROVED EQUAL) 42CONSTRUCT DECK DRAIN PER DETAIL 42, SHEET C-0.08
CONSTRUCT 3" A.C./9" A.B. PAVEMENT (DRIVE AISLES) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT 3" A.C./6" A.B. PAVEMENT (PARKING STALLS) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04, WRAP GRATE WITH MIRAFI 140N FILTER FABRIC 23AOUTLET PIPE THROUGH ALLAN BLOCK WALL - SEE DETAIL M/66 ON WALL PLANS 43CONSTRUCT CONCRETE BLANKET PROTECTION FOR PIPES PER S.P.P.W.C. STD. PLAN 225-3 44CONSTRUCT RIP RAP PER DETAIL 12, SHEET C-0.08
CONSTRUCT BROW DITCH - TYPE 'B'- PER S.D.R.S.D. DWG. NO. D-75, MOD. WIDTH PER PLAN, DEPTH = 6" UNLESS OTHERWISE SHOWN CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] 4, 2024
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
20 0102040
SCALE: 1" = 20'
S
W
E
SHEET C-1.07
MATCH LINE - SEE SHEET C-1.06
MATCH LINE - SEE SHEET C-1.09
MATCH LINE - SEE SHEET C-1.10
MATCH LINE - SEE SHEET C-1.08
MATCH LINE - SEE SHEET C-1.10
MATCH LINE - SEE SHEET C-1.05
NOTE TO CONTRACTOR:
ALL GRADING AND EARTHWORK IS TO BE DONE IN
ACCORDANCE WITH THE EARTHWORK SPECIFICATION
AND AS DIRECTED BY THE GEOTECHNICAL ENGINEER.
* NOTE TO CONTRACTOR:
CONTRACTOR TO VERIFY ELEVATION PRIOR TO
CONSTRUCTION AND NOTIFY CIVIL ENGINEER
IMMEDIATELY OF ANY DISCREPANCY.
NOTE TO CONTRACTOR:
LOCATE ALL EXISTING UTILITIES AS A FIRST ITEM OF WORK
AND PROTECT THEM IN PLACE AS REQUIRED.
PRECISE GRADING PLAN
172.0 FS
204.25 FS
205.3 FS
206.5 FS
207.4 FS
206.5 FG
211.8 FS
213.0 FS
214.0 FS
215.5 FS
HMP
BOUNDARY
10.5'
158.4 TG
155.0 INV
10.0'
10.0'
190.0 TG
187.0 INV
8"
171.5 TG
168.0 INV
207.5 TG
204.0 INV
205.5 TG
202.0 INV
207.25 FG
4.8%
2.5%
2%
4.8%
4.8%
1.9%
3.1%
8.5%
15%
13.9%
7.5%
3 28
3 3
3 32
22B
28 32
32 32
32 32
3 3
3 28
3 1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.1% TYP.
20 1.8%
1.8%
1.8%
2:1 MAX.
2:1 MAX.
164.9 FL
207.3 FL
8"22B
8"22B
8"22B
8"22B
8"22B
15%
4.2%
HMP
BOUNDARY
20' OFFSET FROM
HMP BOUNDARY
LIMITS OF GRADING
22'± OFFSET FROM
HMP BOUNDARY
15%
158.5 FS
HMP
BOUNDARY
20' OFFSET FROM
HMP BOUNDARY
LIMITS OF GRADING
22'± OFFSET FROM
HMP BOUNDARY
32 12"
158.4 FL
32 185.1
FG
2.50'TYP.
206.0 FG
206.5 FG
221.0 FG
217.5 FG
2:1
MAX.
2:1 MAX.
2:1
MAX.
2:1MAX.
144.5 FL
144.5 FL
154.5 FL
154.5 FL
164.5 FL
174.5 FL
184.5 FL
174.5 FL
204.5 FL
206.8 FL
209.5 FL
3 WIRE HABITAT FENCE
PER LANDSCAPE
ARCHITECT PLANS
GENERAL CONSTRUCTION NOTES
4 3
5 2
20 21
22A
PROTECT IN PLACE
CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04 CONSTRUCT 6" CONCRETE SURFACE PER LANDSCAPE ARCHITECT PLANS 23 24
25 26
27 28
29 CONSTRUCT 5" D.G. /3" A.B. SURFACE DETAIL 3, SHEET C-0.08 AND LANDSCAPE ARCHITECT PLANS CONSTRUCT ATRIUM DRAIN PER DETAIL 21, SHEET C-0.04
CONSTRUCT HEADWALL (INLET) AND TRASH RACK PER DETAIL 22, SHEET C-0.04 CONSTRUCT BIOFILTRATION AREA WITH UNDERDRAIN PER DETAIL 24/25, SHEET C-0.05 CONSTRUCT RESILIENT SURFACE DRAIN PER DETAIL 26, SHEET C-0.04 1 STORM DRAIN CONSTRUCTION NOTES
CONSTRUCT CONCRETE WEIR PER DETAIL 27, SHEET C-0.04
6 7
8 CONSTRUCT RESILIENT SURFACE PER LANDSCAPE ARCHITECT PLANS CONSTRUCT 3-FOOT WIDE V-GUTTER (IN PARKING AREAS) PER DETAIL 9, SHEET C-0.039
CONSTRUCT TREE WELL WITH CONCRETE BAND OR SEAT WALL PER LANDSCAPE ARCHITECT PLANS 10 CONSTRUCT INLET AT BROW-DITCH PER DETAIL 28, SHEET C-0.05 CONSTRUCT 36"x36" CATCH BASIN & GRATE (OUTLET) PER DETAIL 24/25, SHEET C-0.05 30 CONSTRUCT CURB PER S.D.R.S.D. STANDARD DETAIL G-01, C.F. PER PLAN CONSTRUCT CURB & GUTTER PER S.D.R.S.D. STANDARD DETAIL G-02, C.F. PER PLAN CONSTRUCT CURB RAMP PER S.D.R.S.D. STANDARD DETAILS G-27 TO G-32B, TYPE PER PLAN 31CONSTRUCT CATCH BASIN - TYPE 'F'- PER S.D.R.S.D. DWG. NO. D-07 11 LEGEND
CONSTRUCT 4" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 CONSTRUCT STORM DRAIN CLEANOUT - TYPE 'A' - PER S.D.R.S.D. DWG. NO. D-09 32 33
34CONSTRUCT HDPE FITTING PER MANUFACTURER'S RECOMMENDATIONS. SIZE PER PLAN.
SEE SHEET C-0.03
12CONSTRUCT DECORATIVE PAVING SURFACE PER LANDSCAPE ARCHITECT PLANS 13CONSTRUCT 18" STEP-OUT CURB PER DETAIL 13, SHEET C-0.03 14CONSTRUCT CURB FACE TRANSITION PER DETAIL 14, SHEET C-0.03 22BCONSTRUCT 8" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22CCONSTRUCT 12" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22DCONSTRUCT 18" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% 15CONSTRUCT LOCAL DEPRESSION PER S.P.P.W.C. STD. PLAN 313-4, CASE E CONSTRUCT SUBDRAIN PER DETAIL 35, SHEET C-0.05
CONNECT SUBDRAIN TO PVC STORM DRAIN LINE
35 36
CONSTRUCT STORM DRAIN CLEANOUT PER DETAIL 37, SHEET C-0.0537 CONSTRUCT CURB INLET CATCH BASIN - TYPE B - PER S.D.R.S.D. STANDARD DETAIL D-02, Y=3.5', L=7' UNLESS OTHERWISE SHOWN ON PLAN, WITH STENCIL PER CITY STD. DS-1 REMOVE HEADWALL, INLET, AND/OR INTERFERING SECTION OF PIPE FOR NEW CLEANOUT38 16CONSTRUCT LEVEL PAD FOR BUS STOP
17CONSTRUCT 18" U-CHANNEL PER DETAIL 17, SHEET C-0.03
CONNECT TO SYNTHETIC SURFACE SUB DRAIN - SEE LANDSCAPE PLANS39 22ECONSTRUCT 24" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-GRATE-FULL 36-36-24 (OR APPROVED EQUAL)40 41INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-CURB-FULL-24 (OR APPROVED EQUAL) 42CONSTRUCT DECK DRAIN PER DETAIL 42, SHEET C-0.08
CONSTRUCT 3" A.C./9" A.B. PAVEMENT (DRIVE AISLES) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT 3" A.C./6" A.B. PAVEMENT (PARKING STALLS) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04, WRAP GRATE WITH MIRAFI 140N FILTER FABRIC 23AOUTLET PIPE THROUGH ALLAN BLOCK WALL - SEE DETAIL M/66 ON WALL PLANS 43CONSTRUCT CONCRETE BLANKET PROTECTION FOR PIPES PER S.P.P.W.C. STD. PLAN 225-3 44CONSTRUCT RIP RAP PER DETAIL 12, SHEET C-0.08
CONSTRUCT BROW DITCH - TYPE 'B'- PER S.D.R.S.D. DWG. NO. D-75, MOD. WIDTH PER PLAN, DEPTH = 6" UNLESS OTHERWISE SHOWN CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] 4, 2024
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
21 0102040
SCALE: 1" = 20'
S
W
E
SHEET C-1.08
MATCH LINE - SEE SHEET C-1.11
MATCH LINE - SEE SHEET C-1.10
MATCH LINE - SEE SHEET C-1.07
MATCH LINE - SEE SHEET C-1.05
MATCH LINE - SEE SHEET C-1.11
NOTE TO CONTRACTOR:
ALL GRADING AND EARTHWORK IS TO BE DONE IN
ACCORDANCE WITH THE EARTHWORK SPECIFICATION
AND AS DIRECTED BY THE GEOTECHNICAL ENGINEER.
* NOTE TO CONTRACTOR:
CONTRACTOR TO VERIFY ELEVATION PRIOR TO
CONSTRUCTION AND NOTIFY CIVIL ENGINEER
IMMEDIATELY OF ANY DISCREPANCY.
NOTE TO CONTRACTOR:
LOCATE ALL EXISTING UTILITIES AS A FIRST ITEM OF WORK
AND PROTECT THEM IN PLACE AS REQUIRED.
PRECISE GRADING PLAN
10'
151.95 FS
147.5 FS
145.95 FS
116.40 FS
119.7 FS
109.0 FS
109.5 FS
145.06 FS
126.61 FS
134.25 FS
135.3 FS
140.0 FS
141.9 FS
143.75 FS
LIMITS OF
GRADING
GUARDRAIL
123.78 TW
116.48 BTM.
120.60 TW
118.37 BTM.
H.P.
GUARDRAIL
124.67 TW
116.10 BTM.
102.0 TG
98.0 INV 12"
14.0'
12"
119.2 TG
116.0 INV 12"
145.8 TG
143.0 INV
87.33 INV
10.0'
10.0'
111.8 TG
103.0 INV
8"
109.0 TG
104.5 INV
134.8 TG
131.0 INV
140.5 TG
137.0 INV
123.0 TG
112.0 INV
112.60 TW
110.38 BTM.
110.00 TW
108.47 BTM.
116.41 TW
109.12 BTM.
122.77 TW
121.82 BTM.
163.5 TG
158.0 INV
4"
4"
164.61 TW
162.38 BTM.
162.08 TW
159.83 BTM.
BASIN 'G'
83.0 SURFACE
80.75 SUBDRAIN OUT
80.50 BOT.
84.0 TG
80.75 INV
GUARDRAIL
90.98 TW
84.32 BTM.
GUARDRAIL
90.34 TW
84.32 BTM.
GUARDRAIL
86.53 TW
79.86 BTM.
C.O.
140.0 INV
GUARDRAIL
123.78 TW
117.11 BTM.
123.78 TW
122.81 BTM.
116.50 FS
121.50 TW
119.91 BTM.
146.3 FS
(82.37)
B.O.W.
(85.98)
B.O.W.
(86.67)
B.O.W.
(91.77)
B.O.W.
(94.70)
B.O.W.
(97.24)
B.O.W.
(99.38)
B.O.W.
(100.98)
B.O.W.
(102.18)
B.O.W.
(102.91)
B.O.W.
(103.27)
87.0 SURFACE
84.75 SUBDRAIN OUT
84.50 BOT.
WEIR
88.0 FS
GUARDRAIL
90.98 TW
84.32 BTM.
89.07 TW
84.32 BTM.
86.53 TW
84.92 BTM.
89.07 TW
84.32 BTM.
86.5 FG
85.89 TW
84.29 BTM.
85.89 TW
84.29 BTM.
4.8%
4.5%
10%
1.5%
4.8%
0.6%
10%
4.5%
4.6%
10%
28 32
32 22C
28 28
3 32
24 23A
3 3
32 3
3 3
3 32
32 32
32 28
28 28
28 22A
3 25
32 12"
32 12"
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1.8%
1.8%
1.8%
1%
27 2:1 MAX.
2:1 MAX.
2:1 MAX.
2:1
1%
121.7 FL
123.61 FS
123.53 FS
123.50 FS 123.75 FS
22A
8" 22B
8"22B
139.5 FL
8"22B
8"22B
8"22B
133.75 FL
8" 22B
8"22B
4" 22A
12" 22C
12"22C 12"22C
C.O.
84.75 INV37
80.75 FL
84.75 FL
115.9 FL
144.9 FL
8" 22B
GUARDRAIL
88.44 TW
79.86 BTM.
GUARDRAIL
87.80 TW
79.86 BTM.
4.6%
125.12 FS
1.5%
8.5%
C.O.-G.B.
110.0 INV37
4"22C
121.0 TG
112.0 INV28
H.P.
166.51 TW
159.21 BTM.
37 HP
90.3 FL
HP
90.3 FL
90.0 TG
88.0 INV20
4"22
40 4" 22A
4" 22A
85.26 TW
83.75 BTM.
35 35
35 36
36 GUARDRAIL
85.89 TW
79.86 BTM.
35 35
36 36
35 36
DAYLIGHT
IN SLOPE
116.0 INV4"22A
SIDEWALK
10'
146.40 FS
124.67 TW
116.10 BTM.
124.03
114.82 BTM.
124.2 FL
115.78 TW
110.38 BTM.
120.87 TW
116.73 BTM.
118.96 TW
115.47 BTM.
111.33 TW
107.84 BTM.
90.35 TW
84.32 BTM.
GUARDRAIL
89.71 TW
84.32 BTM.
36 166.51 TW
158.57 BTM.
115.78 TW
108.48 BTM.
117.05 TW
111.02 BTM.
79.0 FL
R/W
R/W
R/W
144.5 FL
141.3 FL
1% TYP.
1% TYP.
129.5 FL
126.0 FL
84.5 FL
94.5 FL
104.5 FL 44
TYP.
C.O.-G.B.
87.25 INV37
GENERAL CONSTRUCTION NOTES
4 3
5 2
20 21
22A
PROTECT IN PLACE
CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04 CONSTRUCT 6" CONCRETE SURFACE PER LANDSCAPE ARCHITECT PLANS 23 24
25 26
27 28
29 CONSTRUCT 5" D.G. /3" A.B. SURFACE DETAIL 3, SHEET C-0.08 AND LANDSCAPE ARCHITECT PLANS CONSTRUCT ATRIUM DRAIN PER DETAIL 21, SHEET C-0.04
CONSTRUCT HEADWALL (INLET) AND TRASH RACK PER DETAIL 22, SHEET C-0.04 CONSTRUCT BIOFILTRATION AREA WITH UNDERDRAIN PER DETAIL 24/25, SHEET C-0.05 CONSTRUCT RESILIENT SURFACE DRAIN PER DETAIL 26, SHEET C-0.04 1 STORM DRAIN CONSTRUCTION NOTES
CONSTRUCT CONCRETE WEIR PER DETAIL 27, SHEET C-0.04
6 7
8 CONSTRUCT RESILIENT SURFACE PER LANDSCAPE ARCHITECT PLANS CONSTRUCT 3-FOOT WIDE V-GUTTER (IN PARKING AREAS) PER DETAIL 9, SHEET C-0.039
CONSTRUCT TREE WELL WITH CONCRETE BAND OR SEAT WALL PER LANDSCAPE ARCHITECT PLANS 10 CONSTRUCT INLET AT BROW-DITCH PER DETAIL 28, SHEET C-0.05 CONSTRUCT 36"x36" CATCH BASIN & GRATE (OUTLET) PER DETAIL 24/25, SHEET C-0.05 30 CONSTRUCT CURB PER S.D.R.S.D. STANDARD DETAIL G-01, C.F. PER PLAN CONSTRUCT CURB & GUTTER PER S.D.R.S.D. STANDARD DETAIL G-02, C.F. PER PLAN CONSTRUCT CURB RAMP PER S.D.R.S.D. STANDARD DETAILS G-27 TO G-32B, TYPE PER PLAN 31CONSTRUCT CATCH BASIN - TYPE 'F'- PER S.D.R.S.D. DWG. NO. D-07 11 LEGEND
CONSTRUCT 4" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 CONSTRUCT STORM DRAIN CLEANOUT - TYPE 'A' - PER S.D.R.S.D. DWG. NO. D-09 32 33
34CONSTRUCT HDPE FITTING PER MANUFACTURER'S RECOMMENDATIONS. SIZE PER PLAN.
SEE SHEET C-0.03
12CONSTRUCT DECORATIVE PAVING SURFACE PER LANDSCAPE ARCHITECT PLANS 13CONSTRUCT 18" STEP-OUT CURB PER DETAIL 13, SHEET C-0.03 14CONSTRUCT CURB FACE TRANSITION PER DETAIL 14, SHEET C-0.03 22BCONSTRUCT 8" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22CCONSTRUCT 12" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22DCONSTRUCT 18" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% 15CONSTRUCT LOCAL DEPRESSION PER S.P.P.W.C. STD. PLAN 313-4, CASE E CONSTRUCT SUBDRAIN PER DETAIL 35, SHEET C-0.05
CONNECT SUBDRAIN TO PVC STORM DRAIN LINE
35 36
CONSTRUCT STORM DRAIN CLEANOUT PER DETAIL 37, SHEET C-0.0537 CONSTRUCT CURB INLET CATCH BASIN - TYPE B - PER S.D.R.S.D. STANDARD DETAIL D-02, Y=3.5', L=7' UNLESS OTHERWISE SHOWN ON PLAN, WITH STENCIL PER CITY STD. DS-1 REMOVE HEADWALL, INLET, AND/OR INTERFERING SECTION OF PIPE FOR NEW CLEANOUT38 16CONSTRUCT LEVEL PAD FOR BUS STOP
17CONSTRUCT 18" U-CHANNEL PER DETAIL 17, SHEET C-0.03
CONNECT TO SYNTHETIC SURFACE SUB DRAIN - SEE LANDSCAPE PLANS39 22ECONSTRUCT 24" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-GRATE-FULL 36-36-24 (OR APPROVED EQUAL)40 41INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-CURB-FULL-24 (OR APPROVED EQUAL) 42CONSTRUCT DECK DRAIN PER DETAIL 42, SHEET C-0.08
CONSTRUCT 3" A.C./9" A.B. PAVEMENT (DRIVE AISLES) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT 3" A.C./6" A.B. PAVEMENT (PARKING STALLS) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04, WRAP GRATE WITH MIRAFI 140N FILTER FABRIC 23AOUTLET PIPE THROUGH ALLAN BLOCK WALL - SEE DETAIL M/66 ON WALL PLANS 43CONSTRUCT CONCRETE BLANKET PROTECTION FOR PIPES PER S.P.P.W.C. STD. PLAN 225-3 44CONSTRUCT RIP RAP PER DETAIL 12, SHEET C-0.08
CONSTRUCT BROW DITCH - TYPE 'B'- PER S.D.R.S.D. DWG. NO. D-75, MOD. WIDTH PER PLAN, DEPTH = 6" UNLESS OTHERWISE SHOWN CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] 4, 2024
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
22 0102040
SCALE: 1" = 20'
S
W
E
SHEET C-1.09
MATCH LINE - SEE SHEET C-1.10
FARADAY AVE.
MATCH LINE - SEE SHEET C-1.06MATCH LINE - SEE SHEET C-1.07 MATCH LINE - SEE SHEET C-1.13
E
E
SECTION E-E
NOT TO SCALE
PROP. 2:1
MAX. SLOPE
PROP. 2:1
MAX. SLOPE
NOTE TO CONTRACTOR:
ALL GRADING AND EARTHWORK IS TO BE DONE IN
ACCORDANCE WITH THE EARTHWORK SPECIFICATION
AND AS DIRECTED BY THE GEOTECHNICAL ENGINEER.
* NOTE TO CONTRACTOR:
CONTRACTOR TO VERIFY ELEVATION PRIOR TO
CONSTRUCTION AND NOTIFY CIVIL ENGINEER
IMMEDIATELY OF ANY DISCREPANCY.
NOTE TO CONTRACTOR:
LOCATE ALL EXISTING UTILITIES AS A FIRST ITEM OF WORK
AND PROTECT THEM IN PLACE AS REQUIRED.
PRECISE GRADING PLAN
PROP. 2:1
MAX. SLOPE
1%
PROP. 5" D.G.
/3" A.B. WALK
PROP. BROW DITCH
10'
PROP. GUARDRAIL
WHEN TOP OF WALL
TO BOTTOM OF WALL
IS OVER 2.5-FEET
TW PER PLAN
PROP. BROW DITCH
BTM. PER PLAN
PROP. GUARDRAIL
WHEN TOP OF WALL
TO BOTTOM OF WALL
IS OVER 2.5-FEET
TW PER PLAN
PROP. BROW DITCH
BTM. PER PLAN
1%
PROP. 5" D.G.
/3" A.B. WALK
14'
2.5'
2.5'
137.15 FS
208.0 FS
207.0 FS
201.0 FS
151.95 FS
156.4 FS
159.05 FS
161.0 FS
177.25 FS
182.5 FS
200.2 FS
201.4 FS
186.7 FS
190.9 FS196.1 FS
190.4 FS
185.5 FS
186.0 FS
206.5 FS
206.5 FS
206.0 FS
206.0 FS
140.0 FS
GUARDRAIL
189.14 TW
182.48 BTM.
H.P.
GUARDRAIL
168.89 TW
164.76 BTM.
HMP
BOUNDARY
8"
136.5 TG
133.0 INV
160.0 TG
157.0 INV
10.0'
10.0'
10.0'
140.5 TG
137.0 INV
160.75 TG
157.0 INV
165.5 TG
162.0 INV
165.5 TG
161.0 INV
163.5 TG
158.0 INV
4"
4"
4"
8"
195.6 TG
192.0 INV
180.3 TG
177.0 INV
202.0 TG
199.0 INV
207.5 TG
204.0 INV
10.0'
10.0'
166.35 TW
165.39 BTM. 164.61 TW
162.38 BTM.
166.35 TW
164.76 BTM.
162.08 TW
159.83 BTM.
10.0'
8.0'190.41 TW
188.19 BTM.
181.52 TW
179.30 BTM.
152.3 TG
149.0 INV
C.O.
140.0 INV
148.8 FS
170.0 FS
192.0 FS
136.50 FS
4.8%
2.4%
4.3%
3.1%
10%
10%
4.5%
10%
10%
4.8%
1.8%
1.8%
22B
28 28
32 32
32 32
3 3
3 3
28 28
28 28
28 22A
22A
22B
28 28
28 28
32 3
3 3
3 3
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
28 32
12"
1.8%
1.8%
1.8%
1.8%
1.8%
1%
2:1
2:1 MAX.
2:1 MAX.
136.4 TG
134.0 INV21
8"22B
8"22B
22A
8" 22B
8"22B
136.1 FL
157.8 FL
179.0 FL
180.2 FS
179.0 FL
207.3 FL
22B
GRADED
SWALE
-TYP.
194.4 FL
190.1 TG
188.0 INV21
4" 22A
185.7 FL
H.P.
166.51 TW
159.21 BTM.
37 32
12"
35 36
36 35
168.2 FL
166.51 TW
158.57 BTM.
163.1
FG
2.50'TYP.
221.0 FG
C.O.-G.B.
185.0 INV372:1MAX.
2:1
MAX.
2:1
MAX.
2:1
MAX.
2:1
MAX.
2:1
MAX.
20' OFFSET FROM
HMP BOUNDARY
LIMITS OF
GRADING
PRECASE CONCRETE
STEPS PER LANDSCAPE
PLANS
-TYP.
144.5 FL
184.5 FL
199.5 FL
141.3 FL
3 WIRE HABITAT FENCE
PER LANDSCAPE
ARCHITECT PLANS
3 WIRE HABITAT FENCE
PER LANDSCAPE
ARCHITECT PLANS
GENERAL CONSTRUCTION NOTES
4 3
5 2
20 21
22A
PROTECT IN PLACE
CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04 CONSTRUCT 6" CONCRETE SURFACE PER LANDSCAPE ARCHITECT PLANS 23 24
25 26
27 28
29 CONSTRUCT 5" D.G. /3" A.B. SURFACE DETAIL 3, SHEET C-0.08 AND LANDSCAPE ARCHITECT PLANS CONSTRUCT ATRIUM DRAIN PER DETAIL 21, SHEET C-0.04
CONSTRUCT HEADWALL (INLET) AND TRASH RACK PER DETAIL 22, SHEET C-0.04 CONSTRUCT BIOFILTRATION AREA WITH UNDERDRAIN PER DETAIL 24/25, SHEET C-0.05 CONSTRUCT RESILIENT SURFACE DRAIN PER DETAIL 26, SHEET C-0.04 1 STORM DRAIN CONSTRUCTION NOTES
CONSTRUCT CONCRETE WEIR PER DETAIL 27, SHEET C-0.04
6 7
8 CONSTRUCT RESILIENT SURFACE PER LANDSCAPE ARCHITECT PLANS CONSTRUCT 3-FOOT WIDE V-GUTTER (IN PARKING AREAS) PER DETAIL 9, SHEET C-0.039
CONSTRUCT TREE WELL WITH CONCRETE BAND OR SEAT WALL PER LANDSCAPE ARCHITECT PLANS 10 CONSTRUCT INLET AT BROW-DITCH PER DETAIL 28, SHEET C-0.05 CONSTRUCT 36"x36" CATCH BASIN & GRATE (OUTLET) PER DETAIL 24/25, SHEET C-0.05 30 CONSTRUCT CURB PER S.D.R.S.D. STANDARD DETAIL G-01, C.F. PER PLAN CONSTRUCT CURB & GUTTER PER S.D.R.S.D. STANDARD DETAIL G-02, C.F. PER PLAN CONSTRUCT CURB RAMP PER S.D.R.S.D. STANDARD DETAILS G-27 TO G-32B, TYPE PER PLAN 31CONSTRUCT CATCH BASIN - TYPE 'F'- PER S.D.R.S.D. DWG. NO. D-07 11 LEGEND
CONSTRUCT 4" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 CONSTRUCT STORM DRAIN CLEANOUT - TYPE 'A' - PER S.D.R.S.D. DWG. NO. D-09 32 33
34CONSTRUCT HDPE FITTING PER MANUFACTURER'S RECOMMENDATIONS. SIZE PER PLAN.
SEE SHEET C-0.03
12CONSTRUCT DECORATIVE PAVING SURFACE PER LANDSCAPE ARCHITECT PLANS 13CONSTRUCT 18" STEP-OUT CURB PER DETAIL 13, SHEET C-0.03 14CONSTRUCT CURB FACE TRANSITION PER DETAIL 14, SHEET C-0.03 22BCONSTRUCT 8" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22CCONSTRUCT 12" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22DCONSTRUCT 18" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% 15CONSTRUCT LOCAL DEPRESSION PER S.P.P.W.C. STD. PLAN 313-4, CASE E CONSTRUCT SUBDRAIN PER DETAIL 35, SHEET C-0.05
CONNECT SUBDRAIN TO PVC STORM DRAIN LINE
35 36
CONSTRUCT STORM DRAIN CLEANOUT PER DETAIL 37, SHEET C-0.0537 CONSTRUCT CURB INLET CATCH BASIN - TYPE B - PER S.D.R.S.D. STANDARD DETAIL D-02, Y=3.5', L=7' UNLESS OTHERWISE SHOWN ON PLAN, WITH STENCIL PER CITY STD. DS-1 REMOVE HEADWALL, INLET, AND/OR INTERFERING SECTION OF PIPE FOR NEW CLEANOUT38 16CONSTRUCT LEVEL PAD FOR BUS STOP
17CONSTRUCT 18" U-CHANNEL PER DETAIL 17, SHEET C-0.03
CONNECT TO SYNTHETIC SURFACE SUB DRAIN - SEE LANDSCAPE PLANS39 22ECONSTRUCT 24" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-GRATE-FULL 36-36-24 (OR APPROVED EQUAL)40 41INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-CURB-FULL-24 (OR APPROVED EQUAL) 42CONSTRUCT DECK DRAIN PER DETAIL 42, SHEET C-0.08
CONSTRUCT 3" A.C./9" A.B. PAVEMENT (DRIVE AISLES) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT 3" A.C./6" A.B. PAVEMENT (PARKING STALLS) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04, WRAP GRATE WITH MIRAFI 140N FILTER FABRIC 23AOUTLET PIPE THROUGH ALLAN BLOCK WALL - SEE DETAIL M/66 ON WALL PLANS 43CONSTRUCT CONCRETE BLANKET PROTECTION FOR PIPES PER S.P.P.W.C. STD. PLAN 225-3 44CONSTRUCT RIP RAP PER DETAIL 12, SHEET C-0.08
CONSTRUCT BROW DITCH - TYPE 'B'- PER S.D.R.S.D. DWG. NO. D-75, MOD. WIDTH PER PLAN, DEPTH = 6" UNLESS OTHERWISE SHOWN CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] 4, 2024
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
23 0102040
SCALE: 1" = 20'
S
W
E
SHEET C-1.10
MATCH LINE - SEE SHEET C-1.13
MATCH LINE - SEE SHEET C-1.12
MATCH LINE - SEE SHEET C-1.11
MATCH LINE - SEE SHEET C-1.08
MATCH LINE - SEE SHEET C-1.07
MATCH LINE - SEE SHEET C-1.09
F
F
SECTION F-F
NOT TO SCALE
2%
NOTE TO CONTRACTOR:
ALL GRADING AND EARTHWORK IS TO BE DONE IN
ACCORDANCE WITH THE EARTHWORK SPECIFICATION
AND AS DIRECTED BY THE GEOTECHNICAL ENGINEER.
* NOTE TO CONTRACTOR:
CONTRACTOR TO VERIFY ELEVATION PRIOR TO
CONSTRUCTION AND NOTIFY CIVIL ENGINEER
IMMEDIATELY OF ANY DISCREPANCY.
NOTE TO CONTRACTOR:
LOCATE ALL EXISTING UTILITIES AS A FIRST ITEM OF WORK
AND PROTECT THEM IN PLACE AS REQUIRED.
PRECISE GRADING PLAN
PROP. 2:1
MAX. SLOPE
PROP. 2:1
MAX. SLOPE
PROP. 2:1
MAX. SLOPE
1%
PROP. 5" D.G.
/3" A.B. WALK
10'
PROP. GUARDRAIL
WHEN TOP OF WALL
TO BOTTOM OF WALL
IS OVER 2.5-FEET
TW PER PLAN
PROP. BROW DITCH
BTM. PER PLAN
PROP. GUARDRAIL
WHEN TOP OF WALL
TO BOTTOM OF WALL
IS OVER 2.5-FEET
TW PER PLAN
PROP. BROW DITCH
BTM. PER PLAN
4.4'
208.0 FS
(219.8±) FS
211.8 FS
213.0 FS
214.0 FS
215.5 FS218.0 FS
218.9 FS
217.40 FS
10.0'
10.0'
190.0 TG
187.0 INV
207.5 TG
204.0 INV
207.25 FG
10.5'
4.8%
1.9%
2.3%
15.5%
15.5%
2.2%
3.1%
8.5%
7.6%
11%
3 32
32 28
12 3
3 3
3 32
32 28
3 3
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1% TYP.
1.8%
215.7 FL
217.5 FL
1%
1%
1%
216.89 FS
217.00 FS
217.50 FS
218.20 FS
218.30 FS
8"22B
8"22B
HMP BOUNDAY
- RECORDED
COVENANT
INST. 2019-0151961
HMP BOUNDARY
- RECORDED COVENANT
INST. 2019-0151961
20' OFFSET FROM
HMP BOUNDARY
HMP BOUNDARY
- RECORDED
COVENANT
INST. 2019-0151961
20' OFFSET FROM
HMP BOUNDARY
EXIST. TRAIL
EXIST. TRAIL
8.2%
10%
HMP BOUNDARY
- RECORDED COVENANT
INST. 2019-0151961
20' OFFSET FROM
HMP BOUNDARY
LIMITS OF GRADING
22'± OFFSET FROM
HMP BOUNDARY
5' OFFSET FROM
HMP BOUNDARY
- TRAIL ALLOWED
WITHIN FIRST 15'
OF DEVELOPMENT
SIDE
HP
247.40 FS
HMP
BOUNDARY
20' OFFSET FROM
HMP BOUNDARY
LIMITS OF GRADING
22'± OFFSET FROM
HMP BOUNDARY
4"22A
4" 22A 32
8.2%
11%
10.5'
217.0 TG
214.0 INV28
1%
5.5%
217.5 FG
2:1
MAX.
2:1MAX.
2:1MAX.
2:1
MAX.
2:1
MAX.
2:1
MAX.
2:1 MAX.
2:1
MAX.
184.5 FL
194.5 FL
204.5 FL
214.5 FL
209.5 FL
3 WIRE HABITAT FENCE
PER LANDSCAPE
ARCHITECT PLANS
3 WIRE HABITAT FENCE
PER LANDSCAPE
ARCHITECT PLANS
GENERAL CONSTRUCTION NOTES
4 3
5 2
20 21
22A
PROTECT IN PLACE
CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04 CONSTRUCT 6" CONCRETE SURFACE PER LANDSCAPE ARCHITECT PLANS 23 24
25 26
27 28
29 CONSTRUCT 5" D.G. /3" A.B. SURFACE DETAIL 3, SHEET C-0.08 AND LANDSCAPE ARCHITECT PLANS CONSTRUCT ATRIUM DRAIN PER DETAIL 21, SHEET C-0.04
CONSTRUCT HEADWALL (INLET) AND TRASH RACK PER DETAIL 22, SHEET C-0.04 CONSTRUCT BIOFILTRATION AREA WITH UNDERDRAIN PER DETAIL 24/25, SHEET C-0.05 CONSTRUCT RESILIENT SURFACE DRAIN PER DETAIL 26, SHEET C-0.04 1 STORM DRAIN CONSTRUCTION NOTES
CONSTRUCT CONCRETE WEIR PER DETAIL 27, SHEET C-0.04
6 7
8 CONSTRUCT RESILIENT SURFACE PER LANDSCAPE ARCHITECT PLANS CONSTRUCT 3-FOOT WIDE V-GUTTER (IN PARKING AREAS) PER DETAIL 9, SHEET C-0.039
CONSTRUCT TREE WELL WITH CONCRETE BAND OR SEAT WALL PER LANDSCAPE ARCHITECT PLANS 10 CONSTRUCT INLET AT BROW-DITCH PER DETAIL 28, SHEET C-0.05 CONSTRUCT 36"x36" CATCH BASIN & GRATE (OUTLET) PER DETAIL 24/25, SHEET C-0.05 30 CONSTRUCT CURB PER S.D.R.S.D. STANDARD DETAIL G-01, C.F. PER PLAN CONSTRUCT CURB & GUTTER PER S.D.R.S.D. STANDARD DETAIL G-02, C.F. PER PLAN CONSTRUCT CURB RAMP PER S.D.R.S.D. STANDARD DETAILS G-27 TO G-32B, TYPE PER PLAN 31CONSTRUCT CATCH BASIN - TYPE 'F'- PER S.D.R.S.D. DWG. NO. D-07 11 LEGEND
CONSTRUCT 4" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 CONSTRUCT STORM DRAIN CLEANOUT - TYPE 'A' - PER S.D.R.S.D. DWG. NO. D-09 32 33
34CONSTRUCT HDPE FITTING PER MANUFACTURER'S RECOMMENDATIONS. SIZE PER PLAN.
SEE SHEET C-0.03
12CONSTRUCT DECORATIVE PAVING SURFACE PER LANDSCAPE ARCHITECT PLANS 13CONSTRUCT 18" STEP-OUT CURB PER DETAIL 13, SHEET C-0.03 14CONSTRUCT CURB FACE TRANSITION PER DETAIL 14, SHEET C-0.03 22BCONSTRUCT 8" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22CCONSTRUCT 12" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22DCONSTRUCT 18" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% 15CONSTRUCT LOCAL DEPRESSION PER S.P.P.W.C. STD. PLAN 313-4, CASE E CONSTRUCT SUBDRAIN PER DETAIL 35, SHEET C-0.05
CONNECT SUBDRAIN TO PVC STORM DRAIN LINE
35 36
CONSTRUCT STORM DRAIN CLEANOUT PER DETAIL 37, SHEET C-0.0537 CONSTRUCT CURB INLET CATCH BASIN - TYPE B - PER S.D.R.S.D. STANDARD DETAIL D-02, Y=3.5', L=7' UNLESS OTHERWISE SHOWN ON PLAN, WITH STENCIL PER CITY STD. DS-1 REMOVE HEADWALL, INLET, AND/OR INTERFERING SECTION OF PIPE FOR NEW CLEANOUT38 16CONSTRUCT LEVEL PAD FOR BUS STOP
17CONSTRUCT 18" U-CHANNEL PER DETAIL 17, SHEET C-0.03
CONNECT TO SYNTHETIC SURFACE SUB DRAIN - SEE LANDSCAPE PLANS39 22ECONSTRUCT 24" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-GRATE-FULL 36-36-24 (OR APPROVED EQUAL)40 41INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-CURB-FULL-24 (OR APPROVED EQUAL) 42CONSTRUCT DECK DRAIN PER DETAIL 42, SHEET C-0.08
CONSTRUCT 3" A.C./9" A.B. PAVEMENT (DRIVE AISLES) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT 3" A.C./6" A.B. PAVEMENT (PARKING STALLS) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04, WRAP GRATE WITH MIRAFI 140N FILTER FABRIC 23AOUTLET PIPE THROUGH ALLAN BLOCK WALL - SEE DETAIL M/66 ON WALL PLANS 43CONSTRUCT CONCRETE BLANKET PROTECTION FOR PIPES PER S.P.P.W.C. STD. PLAN 225-3 44CONSTRUCT RIP RAP PER DETAIL 12, SHEET C-0.08
CONSTRUCT BROW DITCH - TYPE 'B'- PER S.D.R.S.D. DWG. NO. D-75, MOD. WIDTH PER PLAN, DEPTH = 6" UNLESS OTHERWISE SHOWN CIVIL
ENGINEERING
CONSULTING
999 CORPORATE DR., SUITE 100
LADERA RANCH, CA 92694
p: 949.463.8822
e: [email protected] 4, 2024
VETERANS MEMORIAL PARK
FARADAY AVE./WHITMAN WAY
24 0102040
SCALE: 1" = 20'
S
W
E
SHEET C-1.11
MATCH LINE - SEE SHEET C-1.08
MATCH LINE - SEE SHEET C-1.08
MATCH LINE - SEE SHEET C-1.10MATCH LINE - SEE SHEET C-1.12 NOTE TO CONTRACTOR:
ALL GRADING AND EARTHWORK IS TO BE DONE IN
ACCORDANCE WITH THE EARTHWORK SPECIFICATION
AND AS DIRECTED BY THE GEOTECHNICAL ENGINEER.
* NOTE TO CONTRACTOR:
CONTRACTOR TO VERIFY ELEVATION PRIOR TO
CONSTRUCTION AND NOTIFY CIVIL ENGINEER
IMMEDIATELY OF ANY DISCREPANCY.
NOTE TO CONTRACTOR:
LOCATE ALL EXISTING UTILITIES AS A FIRST ITEM OF WORK
AND PROTECT THEM IN PLACE AS REQUIRED.
PRECISE GRADING PLAN
LIMITS OF
GRADING
BOUNDARY
HMP
BOUNDARY
3 3
HMP
BOUNDARY
EXIST. TRAIL
20' OFFSET FROM
HMP BOUNDARY
EXIST. TRAIL
EXIST. TRAIL
20' OFFSET FROM
HMP BOUNDARY
HMP BOUNDARY
- RECORDED COVENANT
INST. 2019-0151961
20' OFFSET FROM
HMP BOUNDARY
EXIST. TRAIL
HMP BOUNDARY
- RECORDED COVENANT
INST. 2019-0151961
HMP BOUNDARY
- RECORDED COVENANT
INST. 2019-0151961
5' OFFSET FROM
HMP BOUNDARY
- TRAIL ALLOWED
WITHIN FIRST 15'
OF DEVELOPMENT
SIDE
5' OFFSET FROM HMP BOUNDARY
- TRAIL ALLOWED WITHIN FIRST 15'
OF DEVELOPMENT SIDE
2:1MAX.
2:1MAX.
20' OFFSET FROM
HMP BOUNDARY
3 WIRE HABITAT FENCE
PER LANDSCAPE
ARCHITECT PLANS
3 WIRE HABITAT FENCE
PER LANDSCAPE
ARCHITECT PLANS
3 WIRE HABITAT FENCE
GENERAL CONSTRUCTION NOTES
4 3
5 2
20 21
22A
PROTECT IN PLACE
CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04 CONSTRUCT 6" CONCRETE SURFACE PER LANDSCAPE ARCHITECT PLANS 23 24
25 26
27 28
29 CONSTRUCT 5" D.G. /3" A.B. SURFACE DETAIL 3, SHEET C-0.08 AND LANDSCAPE ARCHITECT PLANS CONSTRUCT ATRIUM DRAIN PER DETAIL 21, SHEET C-0.04
CONSTRUCT HEADWALL (INLET) AND TRASH RACK PER DETAIL 22, SHEET C-0.04 CONSTRUCT BIOFILTRATION AREA WITH UNDERDRAIN PER DETAIL 24/25, SHEET C-0.05 CONSTRUCT RESILIENT SURFACE DRAIN PER DETAIL 26, SHEET C-0.04 1 STORM DRAIN CONSTRUCTION NOTES
CONSTRUCT CONCRETE WEIR PER DETAIL 27, SHEET C-0.04
6 7
8 CONSTRUCT RESILIENT SURFACE PER LANDSCAPE ARCHITECT PLANS CONSTRUCT 3-FOOT WIDE V-GUTTER (IN PARKING AREAS) PER DETAIL 9, SHEET C-0.039
CONSTRUCT TREE WELL WITH CONCRETE BAND OR SEAT WALL PER LANDSCAPE ARCHITECT PLANS 10 CONSTRUCT INLET AT BROW-DITCH PER DETAIL 28, SHEET C-0.05 CONSTRUCT 36"x36" CATCH BASIN & GRATE (OUTLET) PER DETAIL 24/25, SHEET C-0.05 30 CONSTRUCT CURB PER S.D.R.S.D. STANDARD DETAIL G-01, C.F. PER PLAN CONSTRUCT CURB & GUTTER PER S.D.R.S.D. STANDARD DETAIL G-02, C.F. PER PLAN CONSTRUCT CURB RAMP PER S.D.R.S.D. STANDARD DETAILS G-27 TO G-32B, TYPE PER PLAN 31CONSTRUCT CATCH BASIN - TYPE 'F'- PER S.D.R.S.D. DWG. NO. D-07 11 LEGEND
CONSTRUCT 4" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 CONSTRUCT STORM DRAIN CLEANOUT - TYPE 'A' - PER S.D.R.S.D. DWG. NO. D-09 32 33
34CONSTRUCT HDPE FITTING PER MANUFACTURER'S RECOMMENDATIONS. SIZE PER PLAN.
SEE SHEET C-0.03
12CONSTRUCT DECORATIVE PAVING SURFACE PER LANDSCAPE ARCHITECT PLANS 13CONSTRUCT 18" STEP-OUT CURB PER DETAIL 13, SHEET C-0.03 14CONSTRUCT CURB FACE TRANSITION PER DETAIL 14, SHEET C-0.03 22BCONSTRUCT 8" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22CCONSTRUCT 12" PVC (SDR 35) STORM DRAIN PIPE, BEDDING PER S.D.R.S.D. DWG. NO. D-60 22DCONSTRUCT 18" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% 15CONSTRUCT LOCAL DEPRESSION PER S.P.P.W.C. STD. PLAN 313-4, CASE E CONSTRUCT SUBDRAIN PER DETAIL 35, SHEET C-0.05
CONNECT SUBDRAIN TO PVC STORM DRAIN LINE
35 36
CONSTRUCT STORM DRAIN CLEANOUT PER DETAIL 37, SHEET C-0.0537 CONSTRUCT CURB INLET CATCH BASIN - TYPE B - PER S.D.R.S.D. STANDARD DETAIL D-02, Y=3.5', L=7' UNLESS OTHERWISE SHOWN ON PLAN, WITH STENCIL PER CITY STD. DS-1 REMOVE HEADWALL, INLET, AND/OR INTERFERING SECTION OF PIPE FOR NEW CLEANOUT38 16CONSTRUCT LEVEL PAD FOR BUS STOP
17CONSTRUCT 18" U-CHANNEL PER DETAIL 17, SHEET C-0.03
CONNECT TO SYNTHETIC SURFACE SUB DRAIN - SEE LANDSCAPE PLANS39 22ECONSTRUCT 24" H.D.P.E. STORM DRAIN PIPE (ADS N-12 DUAL WALL OR EQUAL), BEDDING PER MANUFACTURER'S RECOMMENDATIONS, CLASS 1 COMPACTED TO 90% INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-GRATE-FULL 36-36-24 (OR APPROVED EQUAL)40 41INSTALL BIO CLEAN FULL CAPTURE FILTER - BIO-CURB-FULL-24 (OR APPROVED EQUAL) 42CONSTRUCT DECK DRAIN PER DETAIL 42, SHEET C-0.08
CONSTRUCT 3" A.C./9" A.B. PAVEMENT (DRIVE AISLES) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT 3" A.C./6" A.B. PAVEMENT (PARKING STALLS) - SOILS ENGINEER TO CONFIRM IN THE FIELD WITH R-VALUE TEST CONSTRUCT CATCH BASIN & GRATE PER DETAIL 20, SHEET C-0.04, WRAP GRATE WITH MIRAFI 140N FILTER FABRIC 23AOUTLET PIPE THROUGH ALLAN BLOCK WALL - SEE DETAIL M/66 ON WALL PLANS 43CONSTRUCT CONCRETE BLANKET PROTECTION FOR PIPES PER S.P.P.W.C. STD. PLAN 225-3 44CONSTRUCT RIP RAP PER DETAIL 12, SHEET C-0.08
CONSTRUCT BROW DITCH - TYPE 'B'- PER S.D.R.S.D. DWG. NO. D-75, MOD. WIDTH PER PLAN, DEPTH = 6" UNLESS OTHERWISE SHOWN CIVIL