HomeMy WebLinkAboutCT 2018-0006; LAGUNA DRIVE SUBDIVISION; STORM WATER QUALITY MANAGEMENT PLAN; 2020-06-08RECORD COPY
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CITY OF CARLSBAD
PRIORITY DEVELOPMENT PROJECT (PDP)
STORM WATER QUALITY MANAGEMENT PLAN (SWQMP)
FOR
Laguna Drive Subdivision
PROJECT ID CT2018-0006
DRAWING No. 521-7A
SWQMP No.
ENGINEER OF
,oESSIok
GORY JONES, PE
NoC698O1 CA RCE NO. 69807
06I30I20
OF chi %i
PROVIDE WETSIGNARE AND STAMP ABOVE LINE
PREPARED FOR:
BRETT FARROW ARCHITECT
125 M .
CARDIFF-BY-THE-SEA, CA 92007 JL Q
760.230.6851 ,....
L
PREPARED BY:
CLT.E
CORY JONES ENGINEERING
1820 S. EL CAMINO REAL, UNIT A205
ENCINITAS, CA 92024
619.884.0576
DATE:
June 8, 2020
TABLE OF CONTENTS
Certification Page
Project Vicinity Map
FORM E-34 Storm Water Standard Questionnaire
Site Information
FORM E-36 Standard Project Requirement Checklist
Summary of PDP Structural BMPs
Attachment 1: Backup for PDP Pollutant Control BMPs
Attachment Ia: DMA Exhibit
Attachment I b: Tabular Summary of DMAs and Design Capture Volume Calculations
Attachment I c: Harvest and Use Feasibility Screening (when applicable)
Attachment Id: Categorization of Infiltration Feasibility Condition (when applicable)
Attachment le: Pollutant Control BMP Design Worksheets /Calculations
Attachment 2: Backup for POP Hydromodification Control Measures
Attachment 2a: Hyd ro modification Management Exhibit
Attachment 2b: Management of Critical Coarse Sediment Yield Areas
Attachment 2c: Geomorphic Assessment of Receiving Channels
Attachment 2d: Flow Control Facility Design
Attachment 3: Structural BMP Maintenance Thresholds and Actions
Attachment 4: Single Sheet BMP (SSBMP) Exhibit
Attachment 5: Existing Site - Historical Aerial Photos
CERTIFICATION PAGE
Project Name: Laguna Drive Subdivision
Project ID: CT2018-0006
I hereby declare that I am the Engineer in Responsible Charge of design of storm water BMPs
for this project, and that I have exercised responsible charge over the design of the project as
defined in Section 6703 of the Business and Professions Code, and that the design is consistent
with the requirements of the BMP Design Manual, which is based on the requirements of
SDRWQCB Order No. R9-2013-0001 (MS4 Permit) or the current Order.
I have read and understand that the City Engineer has adopted minimum requirements for
managing urban runoff, including storm water, from land development activities, as described in
the BMP Design Manual. I certify that this SWQMP has been completed to the best of my ability
and accurately reflects the project being proposed and the applicable source control and site
design BMPs proposed to minimize the potentially negative impacts of this project's land
development activities on water quality. I understand and acknowledge that the. plan check
review of this SWQMP by the City Engineer is confined to a review and does not relieve me, as
the Engineer in Responsible Charge of design of storm water BMPs for this project, of my
responsibilities for project design.
CA RCE No. 69807, Exp. 6/30/2020
Work's Signature, PE Number & Expiration Date
Cory Jones, PE, QSD/P, QISP TaR, ENV SP
Print Name
Cory Jones Engineering
Company
06/08/2020
Date
PROJECT VICINITY MAP
Project
Location I
C) Laguna Dr.
0 0 L
0 lp,(-p
0
Figure 1 - Vicinity Map
(City of STORM WATER STANDARDS Development Services
Carlsbad QUESTIONNAIRE Land Development Engineering
1635 Faraday Avenue
E-34 (760) 602-2750
www.carlsbadca.gov
INSTRUCTIONS:. :.
To address post-development pollutants that may be generated from development projects, the city requires that new
development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management
Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual,
refer to the Engineering Standards (Volume 5).
This questionnaire must be completed by the applicant in advance of submitting for a development application
(subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of
storm water standards that must be applied to a proposed development or redevelopment project. Depending on the
outcome, your project will either be subject to 'STANDARD PROJECT' requirements or be subject to 'PRIORITY
DEVELOPMENT PROJECT' (PDP) requirements.
Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City
staff has responsibility for making the final assessment after submission of the development application. If staff
determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than
initially assessed by you, this will result in the return of the development application as incomplete. In this case, please
make the changes to the questionnaire and resubmit to the city.
If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the
questions, please seek assistance from Land Development Engineering staff.
A completed and signed questionnaire must be submitted with each development project application. Only one
completed and signed questionnaire is required when multiple development applications for the same project are
submitted concurrently.
fROJEQIRMATiON :.
PROJECT NAME: Laguna Drive Subdivision PROJECT ID: CT2018-0006
ADDRESS: 570 Laguna Drive APN: 155-221-12-00
The project is (check one): 0 New Development E1 Redevelopment
The total proposed disturbed area is: 23,868 ft2 (_0.55 ) acres
The total proposed newly created and/or replaced impervious area is: 11,858 ft2 ( 0.27 ) acres
If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the
SWQMP # of the larger development project:
Project ID SWQMP #:
Then, go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your
application to the city.
E-34 Page 1 of 4 REV 02116
:STEP1: .,.-
I
I TO BE COMPLETED FOR ALL PROJECT
To determine if your project is a "development project", please answer the following question:
YES NO
Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building 70 IN or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)?
If-you answered "yes" to the above question, provide justification below then go to Step 5, mark the third box stating "my
project is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant
information.
Justification/discussion: (e.g. the project includes only interior remodels within an existing building):
If you answered "no" to the above question, the project is a development project', go to Step 2.
STEP2
- TO BEcOMPLETED FOR AI DEVELOPMENT PROJEcTS,
To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer
the following questions:
Is your project LIMITED to one or more of the following:
YES NO
1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria:
Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non-
erodible permeable areas; El 0 Designed and constructed to be hydraulically disconnected from paved streets or roads;
Designed and constructed with permeable pavements or surfaces in accordance with USEPA
Green Streets guidance?
2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in o accordance with the USEPA Green Streets guidance?
3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? 0 EI
If you answered "yes" to one or more of the above questions, provide discussion/justification below, then go to Step 5, mark
the second box stating "my project is EXEMPT from PDP ..." and complete applicant information.
Discussion to justify exemption ( e.g. the project redeveloping existing road designed and constructed in accordance with
the USEPA Green Street guidance):
If you answered "no" to the above questions, your project is not exempt from POP, go to Step 3.
E-34 Page 2 of 4 REV 04/17
STERI
COMPLETED FOR MI NEWOR REDEVELOPMENT PROJCTS
To determine if your project is a POP, please answer the following questions (MS4 Permit Provision E.3.b.(1)):
YES NO
Is your project a new development that creates 10,000 square feet or more of impervious surfaces
collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, 0
and public development projects on public or private land.
Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of
impervious surface collectively over the entire project site on an existing site of 10,000 square feet or ff) El more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public
development projects on public or private land.
Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more
of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is
a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and 0
refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial
Classification (SIC) code 5812).
Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious
surface collectively over the entire project site and supports a hillside development project? A hillside 0 E
development project includes development on any natural slope that is twenty-five percent or greater.
Is your project a new or redevelopment project that creates and/or replaces 5,000square feet or more
of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is El N a land area or facility for the temporary parking or storage of motor vehicles used personally for
business or for commerce.
Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more
of impervious street, road, highway, freeway or driveway surface collectively over the entire project
site? A street, road, highway, freeway or driveway is any paved impervious surface used for the
transportation of automobiles, trucks, motorcycles, and other vehicles.
Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more
of impervious surface collectively over the entire site, and discharges directly to an Environmentally
Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 0 E1
200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an
isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands) .
Is your project a new development or redevelopment project that creates and/or replaces 5,000 square
feet or more of impervious surface that supports an automotive repair shop? An automotive repair El F81 shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC)
codes: 5013, 5014, 5541, 7532-7534, or 7536-7539.
Is your project a new development or redevelopment project that creates and/or replaces 5,000 square
feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes
RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily
Traffic (ADT) of 100 or more vehicles per day.
Is your project a new or redevelopment project that results in the disturbance of one or more acres of land El X and are expected to generate pollutants post construction?
Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of -
impervious surface or (2) increases impervious surface on the property by more than 10%? (CIVIC FI 0
21.203.040)
If you answered "yes" to one or more of the above questions, your project is a PDP. If your project is a redevelopment
project, go to step 4. If your project is a new project, go to step 5, check the first box stating "My project is a PDP ..."
and complete applicant information.
If you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT.' Go to step 5, check the
second box stating "My project is a 'STANDARD PROJECT'..." and complete applicant information.
E-34 Page 3 of 4 REV 04/17
..:STEp4
O BE- COMPLETED RED EVELQPMENTPROJEGTSTHAT ARE. PRIORITY-DEVELOPMENT PROJECTS (POP) ,:OR
ONL-Y
Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)):
YES NO
Does the redevelopment project result in the creation or replacement of impervious surface in an amount
of less than 50% of the surface area of the previously existing development? Complete the percent
impervious calculation below:
Existing impervious area (A) =
11,207 sq. ft. 0 EI
Total proposed newly created or replaced impervious area (B) = 11,679 sq. ft.
104 Percent impervious area created or replaced (B/A)*100 =
If you answered 'yes", the structural BMPs required for POP apply only to the creation or replacement of impervious
surface and not the entire development. Go to step 5, check the first box stating "My project is a POP ..." and complete
applicant information.
If you answered "no," the structural BMP's required for PDP apply to the entire development. Go to step 5, check the
check the first box stating "My project is a PDP ..." and complete applicant information.
. STEP 5 y
cHEc HEAPPROPRIATE BOX AND:QMPLETEAPPUCANTINFORMATlPN.
21 My project is a POP and must comply with POP stormwater requirements of the BMP Manual. I understand I must
prepare a Storm Water Quality Management Plan (SWQMP) for submittal at time of application.
0 My project is a 'STANDARD PROJECT' OR EXEMPT from POP and must only comply with STANDARD PROJECT'
stormwater requirements of the BMP Manual. As part of these requirements, I will submit a "Standard Project
Requirement Checklist Form E-36" and incorporate low impact development strategies throughout my project.
Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations
and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply.
0 My Project is NOT a 'development project' and is not subject to the requirements of the BMP Manual.
Applicant Information and Signature Box
Applicant Name: Cory Jones Applicant Title: Project Manager, Civil/stormwater
06/08/2020
Applicant Signature: Date:
* Environmentally Sensitive Areas include but are not limited to all r..lean water Act Section iUitO) impairsa wajer uuuie, drUdb UbI911dIU
Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies
designated with the RARE beneficial use by the State Water Resources control Board (Water Quality Control Plan for the San Diego Basin (1994) and
amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat
Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City.
This Box for City Use On/v
ity Concurrence:
NO I YES
y:
ate:
Projectt ID:
E-34 Page 4 of 4 REV 04/17
SITE INFORMATION CHECKLIST
Project Name Laguna Drive Subdivision
Project ID CT20180006
Project Address 570-580 Laguna Drive, Carlsbad CA 92008
Assessor's Parcel Number(s) (APN(s)) 155-221-12-00
Project Watershed (Hydrologic Unit) Carlsbad 904
Parcel Area 0.72 Acres (31,344 Square Feet)
Existing Impervious Area 0.26 Acres (11,207 Square Feet)
(subset of Parcel Area)
Area to be disturbed by the project 0.55 Acres (23,868 Square Feet)
(Project Area)
Project Proposed Impervious Area 0.27 Acres (11,679 Square Feet)
(subset of Project Area)
Project Proposed Pervious Area 0.28 Acres (12,010 Square Feet)
(subset of Project Area)
Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the
Project.
This may be less than the Parcel Area.
Descrlption of Existing Site CondItionadDraiflage Patterns
Current Status of the Site (select all that apply):
Existing development
0 Previously graded but not built out
Agricultural or other non-impervious use
0 Vacant, undeveloped/natural
(refer to aerial photo panels in Attachment 5).
Description / Additional Information:
\ little under half of the property gently slopes towards Laguna drive and the remainder slopes
awards Buena Vista Lagoon, were it steps down a steep bluff incline that his highly vegetated and
has been maintained by the current residents.
Existing Land Cover Includes (select all that apply):
Vegetative Cover
Non-Vegetated Pervious Areas
Z Impervious Areas
Description I Additional Information:
The site has an existing single family residence and office building with parking lot. Site is a mix
of landscaping, non-maintained and mix of hardscapes.
Underlying Sail belongs to Hydrologic Soil Group (select all that apply):
o NRCS Type A - Determined via review of on-site Geotechnical Report and verifying materials in
NRCS Type B boring logs.
0 NRCS Type C
D NRCS Type D
Approximate Depth to Groundwater (GW):
O GW Depth <5 feet
05 feet < GW Depth < 10 feet
10 feet < GW Depth < 20 feet
CE GW Depth > 20 feet
Existing Natural Hydrologic Features (select all that apply):
O Watercourses
0 Seeps
O Springs
Wetlands
None
Description / Additional Information:
Site property includes partial inclusion of portion of the Buena Vista Lagoon wetlands with 40 vertical
drop bluff. However, the proposed development site has mild slopes along the top of the bluff that splits
flow north to the Lagoon and south to Laguna Drive. The proposed infill re-development will include
demolition of one structure at 570 Laguna Drive and one SFR structure and garage at 580 Laguna Drive,
lot split to accomodate 13 lots to include 13 new SFR buildings. All infill development area is to be
designed to drain to the south to Laguna Drive to the existing 36 -inch storm drain and the frontage will
drain to the curb and gutter on Laguna Drive.
Description of Existing Site Topography and Drainage [How is storm water runoff conveyed from
the site? At a minimum, this description should answer
whether existing drainage conveyance is natural or urban;
describe existing constructed storm water conveyance systems, if applicable; and
is runoff from offsite conveyed through the site? if so, describe]:
Existing site drainage is to both the street across parking lots/hardscape and infiltration
into site.
No existing storm water conveyance systems are present.
No runoff from off site conveys to site.
In general the site is flat where proposed development is to occur.
Site has very good infiltration rates per soils report and visible conditions. Asphalt and hardscape
areas drain to both the street and existing soil.
Project Description / Proposed Land Use and/or Activities:
Demolition of existing single family dwelling and garage and existing office. Addition
of (13) new detatched single family dwellings.
List/describe proposed impervious features of the project (e.g., buildings, roadways, parking
lots, courtyards, athletic courts, other impervious features):
Site contains a single family dwelling with ad hoc drainage, an office building which drains to
parking lot, parking lots drain to both Laguna Drive and site.
List/describe proposed pervious features of the project (e.g., landscape areas):
Site will contain landscape that conveys water to storm drain inlets that drain to a
series of two pervious pavement BMPs, excess of water quality volume will drain to
the 36-in storm drain in Laguna Drive. Site also contains small landscape planters.
Does the project include grading and changes to site topography?
ZYes
E] No
Description /Additional Information:
The site will require over-excavation of the building pads and addition imported soil to be mixed
with existing top soil prior to recompaction and pad preparation per the Geotechnical Engineer's
recommendations. The pad will be elevated approximately 2' from rear to front to provide
additional drainage improvements to the site.
Does the project include changes to site drainage (e.g., installation of new storm water
conveyance systems)?
ØYes
ONo
Descriotion I Additional Information:
Drainage from the interior of the development flows along the rear of structures along is
intercepted by a series of catch basins with filters on each new residence and is
conveyed by storm drain piping to the porous pavement subbase (for drainage from the
east). Drainage from the frontage of the residences drains to direclty to the porous
pavement or is intercepted by an inlet that feeds the porous pavement rock subgrade.
The porous pavement system collect the DCV for each of two DMAs. The volume of
water greaterthan the DCV drains through porous piping that drains off the property
and is tied into the City of Calrsbad's existing 36-inch storm drain pipe within Laguna
Drive. urainage from me irontage remains conveyed to me cUFU dilU yUUI diUlly
Laguna Drive.
Identify whether any of the following features, activities, and/or pollutant source areas will be
present (select all that apply):
On-site storm drain inlets
O Interior floor drains and elevator shaft sump pumps
El Interior parking garages
O Need for future indoor & structural pest control
Landscape/Outdoor Pesticide Use
El Pools, spas, ponds, decorative fountains, and other water features
O Food service
* 1J Refuse areas
El Industrial processes
O Outdoor storage of equipment or materials
J Vehicle and Equipment Cleaning
El Vehicle/Equipment Repair and Maintenance
o Fuel Dispensing Areas
El Loading Docks
El Fire Sprinkler Test Water
O Miscellaneous Drain or Wash Water
Plazas, sidewalks, and parking lots
*Note that refuse containers will only be exposed to stormwater on days of trash collection, all
other days, containers will be maintained within the interior garages of each individual lot.
IdejdIficatioii'ofReciivingwater Pollutants
Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or
reservoir, as applicable):•
Storm water flow for the proposed project is to the gutter along Laguna Drive. Project is at high
point of Laguna Drive and drains to gutter. Site drainage is ultimately to Buena Vista Lagoon,
(see MS4 Permit Provisions).
List any 303(d) impaired water bodies within the path of storm water from the project site to the
Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the
pollutant(s)Istressor(s) causing impairment, and identify any TMDLs for the impaired water
bodies:
303(d) Impaired Water Body Pollutant(s)IStressor(s) TMDLs
Buena Vista Creek Benthic Community Effects
Buena Vista Creek Bifenthrin
Buena Vista Creek Selenium
Buena Vista Creek Toxicity
Buena Vista Lagoon Indicator Bacteria Established
Buena Vista Lagoon Nutrients Estimated 150 acres in upper lagoon
Buena Vista Lagoon Sedimentation/Siltation
Buena Vista Lagoon Toxicity
Idefltjfjcatlon of Project Site Pollutants; -
Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see
BMP Design Manual ADpendix B.6):
Pollutant
Not Applicable to
the Project Site
Anticipated from the
Project Site
Also a Receiving
Water-Pollutant of
Concern
Sediment
Nutrients
Heavy Metals
elenium (a metalloid, not
nticioated from siteL
Organic Compounds
Trash & Debris
Oxygen Demanding
Substances
Oil _&_Grease
Bacteria _&_Viruses
Pesticides
ch ow,
Do hydromodification management requirements apply (see Section 1.6 of the BMP Design
Manual)?
flYes, hydromodification management flow control structural BMPs required.
ONo, the project will discharge runoff directly to existing underground storm drains discharging
directly to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean.
LJNo, the project will discharge runoff directly to conveyance channels whose bed and bank
are concrete-lined all the way from the point of discharge to water storage reservoirs, lakes,
enclosed embayments, or the Pacific Ocean.
No, the project will discharge runoff directly to an area identified as appropriate for an
exemption by the WMAA for the watershed in which the project resides.
Description / Additional Information (to be provided if a 'No' answer has been selected above):
The area has been identified by the City as appropriate for an exemption by the optional WMAA
incorporated into the Water Quality Improvement Plan pursuantto provision B.3.b.(4) of the MS4
permit.
- 'Critical Coarse Sediment Yield Areas*
*Thus Section only required if hydromodification management requirements apply
Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas
exist within the project drainage boundaries?
E] Yes
No, No critical coarse sediment yield areas to be protected based on WMAA maps
If yes, have any of the optional analyses presented in Section 6.2 of the BMP Design Manual
been performed?
O 6.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite
O 6.2.2 Downstream Systems Sensitivity to Coarse Sediment
O 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite
No optional analyses performed, the project will avoid critical coarse sediment yield areas
identified based on WMAA maps
If optional analyses were performed, what is the final result?
No critical coarse sediment yield areas to be protected based on verification of GLUs onsite
O Critical coarse sediment yield areas exist but additional analysis has determined that protection is
not required. Documentation attached in Attachment 8 of the SWQMP.
O Critical coarse sediment yield areas exist and require protection. The project will implement
management measures described in Sections 6.2.4 and 6.2.5 as applicable, and the areas are
identified on the SWQMP Exhibit.
Discussion I Additional Information:
flow Cofltrolf*r Post -Projèt Runo ' :. -.
ThIsSè6tionónIy required If hyd odiflcatlon.rnaflagemehtreqiiirernent apply
List and describe point(s) of compliance (POCs) for flow control for hydromodification
management (see Section 6.3.1). For each POC, provide a POC identification name or number
correlating to the project's HMP Exhibit and a receiving channel identification name or number
correlating to the project's HMP Exhibit.
Not Applicable. However, the following would define these POCs.
POC I would be the outfall to Buena Vista Lagoon to the north.
POC 2 would be the discharge to Laguna Drive street curb and gutter.
Has a geomorphic assessment been performed for the receiving channel(s)?
NOT APPLICABLE, PROJECT IS EXEMPT FROM THESE REQUIREMENTS.
No, the low flow threshold is 0.1Q2 (default low flow threshold)
E] Yes, the result is the low flow threshold is 0.1Q2
O Yes, the result is the low flow threshold is 0.3Q2
0 Yes, the result is the low flow threshold is 0.5Q2
If a geomorphic assessment has been performed, provide title, date, and preparer:
Discussion I Additional Information: (optional)
it
When applicable, list other site requirements or constraints that will influence storm water
management design, such as zoning requirements including setbacks and open space, or City
codes governing minimum street width, sidewalk construction, allowable pavement types, and
drainage requirements.
The most significant site requirement is bluff stability.
The soils report performed for the project recommends no drainage or infiltration to
or near the bluff. As such the proposed drainage pattern is a combination of storm
drain flow lines that drain to planters that drain to subgrade storm drain pipes that
drain toa pervious pavement system that is separated from surrounding lateral
movement by use of a concrete cut-off wall.
Optlàhãl Addltlhállnfàiiátiàn oCótiiüiàtióii'f PiiloüsSeèiioniAiNiede3 -
This space provided for additional information or continuation of information from previous
sections as needed.
The project seeks to improve the existing condition of storm water drainage and protect the
bluff. Currently untreated run-off flows from buildings and parking lots to Laguna Drive.
Additional run-off also flows to open pervious areas of the site.
The new project will both diminish this deleterious condition by treating storm drain water,
appropriately locating infiltration locations and reduce the impervious areas of the site by 25%.
The project also seeks to reintroduce native habitat to the bluff both enhancing the Buena
Vista Lagoon ecology and in the process stabilizing. Outreach to Fish and Game has been
made and will be incorporated into the landscape design with an emphasis on correct
sourcing for native landscape materials.
These measures are part of an overall concept that has the redevelopment of the site actually
enhancing Buena Vista Lagoon and improving the environment in general.
[Insert City's Standard Project Requirement Checklist Form E-36 (here)]
CF, City of
Carlsbad
STANDARD PROJECT
REQUIREMENT
CHECKLIST
E-36
Development Services
Land Development Engineering
1635 Faraday Avenue
(760) 602-2750
www.carlsbadca.gov
Project Information
Project Name: Laguna Drive Subdivision
Project ID: CT2018-0006
DWG No. or Building Permit No.: 521-7A
Source Control BMPs -
All development projects must implement source control BMPs SC-1 through SC-6 where applicable and feasible. See
Chapter 4 and Appendix EA of the BMP Design Manual (Volume 5 of City Engineering Standards) for information to
implement source control BMPs shown in this checklist.
Answer each category below pursuant to the following.
"Yes" means the project will implement the source control BMP as described in Chapter 4 and/or Appendix EA of the
Model BMP Design Manual. Discussion/justification is not required.
"No" means the BMP is applicable to the project but it is not feasible to implement. Discussion/justification must be
provided. Please add attachments if more space is needed.
"N/A" means the BMP is not applicable at the project site, because the project does not include the feature that is
addressed by the BMP (e.g., the project has no outdoor materials storage areas). Discussion/justification may be
provided.
Source Control Requirement - Applied?
SC-I Prevention of Illicit Discharges into the MS4 ll Yes I 0 No 0 N/A
Discussion/justification if SC-i not implemented:
SC-2 Storm Drain Stenciling or Signage l!1 Yes 0 No 7O N/A
Discussion/justification if SC-2 not implemented:
SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On, Runoff, and Wind 0 Yes 0 No lii N/A
Dispersal
Discussionfjustification if SC-3 not implemented:
This single family residential development does not plan to provide outdoor storage areas for
long-term nor short-term storage of materials, therefore this source control is not applicable to this
development.
E-36 . Page 1 of 4 Revised 09/16
Source Control Requirement (continued) Applied?
SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, Runoff, and
Wind Dispersal
0 es N 0 o 9 N
Discussionljustification if SC-4 not implemented:
This single family residential development does not plan to provide outdoor work areas, therefore this
source control is not applicable to this development.
SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal lJ Yes 0 No 0 N/A
Discussion/justification if SC-5 not implemented:
SC-6 Additional BMPs based on Potential Sources of Runoff Pollutants must answer for each source listed below and
identify additional BMPs. (See Table in Appendix E.1 of BMP Manual for guidance).
On-site storm drain inlets 9 Yes 0 No 0 N/A
Interior floor drains and elevator shaft sump pumps 0 Yes 0 No 11 N/A
Interior parking garages 0 Yes 0 No lJ N/A
Need for future indoor & structural pest control 0 Yes 0 No 9 N/A
Landscape/Outdoor Pesticide Use I H Yes 0 No 0 N/A
Pools, spas, ponds, decorative fountains, and other water features 0 Yes 0 No lJ N/A
Food service 0 Yes 0 No 9 N/A
Refuse areas 0 Yes 0 No 0 N/A
Industrial processes 0 Yes 0 No W N/A
Outdoor storage of equipment or materials 0 Yes 0 No I1 N/A
Vehicle and Equipment Cleaning 0 Yes 0 No M N/A
Vehicle/Equipment Repair and Maintenance 0 Yes 0 No N N/A
Fuel Dispensing Areas 0 Yes 0 No ll N/A
0 Loading Docks 0 Yes 0 No 9 N/A
Fire Sprinkler Test Water 0 Yes 0 No lJ N/A
Miscellaneous Drain or Wash Water 0 Yes 0 No Iji N/A
0 Plazas, sidewalks, and parking lots 9 Yes 0 No 0 N/A
For "Yes" answers, identify the additional BMP per Appendix E.1. Provide justification for "No" answers.
E-36 Page 2 of 4 Revised 09/16
Site Design BMPs
All development projects must implement site design BMPs SDi through SD-8 where applicable and feasible. See
Chapter 4 and Appendix E.2 thru E.6 of the BMP Design Manual (Volume 5 of City Engineering Standards) for information
to implement site design BMPs shown in this checklist.
Answer each category below pursuant to the following.
"Yes" means the project will implement the site design BMPs as described in Chapter 4 and/or Appendix E.2 thru E.6 of
- the Model BMP Design Manual. Discussion /justification is not required.
"No" means the BMPs is applicable to the project but it is not feasible to implement. Discussion/justification must be
provided. Please add attachments if more space is needed.
"N/A" means the BMPs is not applicable at the project site because the project does not include the feature that is
addressed by the BMPs (e.g., the project site has no existing natural areas to conserve). Discussionljustification may be
provided.
Site!Design Requirement Applied?
SD-I Maintain Natural Drainage Pathways and Hydrologic Features M Yes I 0 No I 0 N/A
Discussion/justification if SD-1 not implemented:
SD-2 Conserve Natural Areas, Soils, and Vegetation I i Yes- I 0 No I 0 N/A
Discussion/justification if SD-2 not implemented:
SD-3 Minimize Impervious Area . I l Yes I 0 No I 0 N/A
Discussion/justification if SD-3 not implemented:
SD-4 Minimize Soil Compaction I lii Yes I 0 No I 0 N/A
Discussion/justification if SD-4 not implemented:
SD-5 Impervious Area Dispersion I ii Yes I 0 No I 0 N/A
Discussion/justification if SD-5 not implemented:
E-36 Page 3 of 4 Revised 09/16
Site Design Requirement (continued) Applied?
SD-6 Runoff Collection 9 Yes 0 No 0 N/A
Discussionljustification if SD-6 not implemented:
SO-7 Landscaping with Native or Drought Tolerant Species I M Yes I 0 No I 0 N/A
Discussion/justification if SD-7 not implemented:
SD-8 Harvesting and Using Precipitation I 0 Yes I lJ No I 0 N/A
Discussion/justification if SD-8 not implemented:
See County spreadsheet including calculations used to consider potential for Harvest and Use BMPs.
From review of this information, these BMPs are not feasible for this project.
E-36 Page 4 of 4 Revised 09/16
SUMMARY OF PDP STRUCTURAL BMPS
--PDP'
All
:
All PDPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of
the BMP Design Manual). Selection of PDP structural BMPs for storm water pollutant control
must be based on the selection process described in Chapter 5. PDPs subject to
hydromodification management requirements must also implement structural BMPs for flow
control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both
storm water pollutant control and flow control for hydromodification management can be
achieved within the same structural BMP(s).
PDP structural BMPs must be verified by the City at the completion of construction. This may
include requiring the project owner or project owner's representative to certify construction of
the structural BMPs (see Section 1.12 of the BMP Design Manual). POP structural BMPs must
be maintained into perpetuity, and the City must confirm the maintenance (see Section 7 of the
BMP Design Manual).
Use this form to provide narrative description of the general strategy for structural BMP
implementation at theproject site in the box below. Then complete the PDP structural BMP
summary information sheet for each structural BMP within the project (copy the BMP summary
information page as many times as needed to provide summary information for each individual
structural BMP).
Describe the general strategy for structural BMP implementation at the site. This information
must describe how the steps for selecting and designing storm water pollutant control BMPs
presented in Section 5.1 of the BMP DesignManual were followed, and the results (type of
BMPs selected). For projects requiring hydromodification flow control BMPs, indicate whether
pollutant control and flow control BMPs are integrated together or separate.
All of the Design Capture Volume is contained in a series of BMPs.
The BMPs include (2) Pervious Pavement Systems in series.
[Continue on next page as necessary.]
•• StrUtUal fl
[Copy t1us ge pa as needed to provide information for each individual proposed
:'. ifruoivaiBM]
Structural BMP ID No. I
DWG 521-7A, Sheet No. 2
Type of structural BMP:
O Retention by harvest and use (HU-l)
O Retention by infiltration basin (INF-I)
O Retention by bioreténtion (lNF-2)
Retention by permeable pavement (INF-3)
O Partial retention by biofiltration with partial retention (PR-1)
O Biofiltration (BF-1) o Flow-thru treatment control included as pre-treatmentlforebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration
BMP it serves in discussion section below)
O Detention pond or vault for hydromodification management
O Other (describe in discussion section below)
Purpose:
Pollutant control only
O Hydromodification control only
O Combined pollutant control and hydromodification control
O Pre-treatment/forebay for another structural BMP
O Other (describe in discussion section below)
Discussion (as needed):
••, ;StnicturaJBMPSumrnarylnfcrmation
(Copy this page as needed to provide information for each individul proposed
* •
Structural BMP ID No. 2
DWG 521-7A, Sheet No. 2
Type of structural BMP:
E] Retention by harvest and use (HU-1)
O Retention by infiltration basin (INF-1)
O Retention by bioretention (lNF-2)
Retention by permeable pavement (INF-3)
O Partial retention by biofiltration with partial retention (PR-1)
O Bioflltration (BF-1)
O Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or
biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration
BMP it serves in discussion section below)
O Detention pond or vault for hydromodification management
O Other (describe in discussion section below)
Purpose:
Pollutant control only
O Hydromodification control only
E] Combined pollutant control and hydromodification control
O Pre-treatmentlforebay for another structural BMP
O Other (describe in discussion section below)
Discussion (as needed):
ATTACHMENT I
BACKUP FOR PDP POLLUTANT CONTROL BMPS
This is the cover sheet for Attachment I.
Check which Items are Included behind this cover sheet:
Attachment Contents Checklist
Sequence
Attachment la DMA Exhibit (Required) Included
See DMA Exhibit Checklist on the
back of this Attachment cover sheet.
(24"x36" Exhibit typically required)
Attachment lb Tabular Summary of DMAs Showing D Included on DMA Exhibit
DMA ID matching DMA Exhibit, DMA in Attachment la
Area, and DMA Type (Required)* Z Included as Attachment
I b, separate from DMA Exhibit
*Provide table in this Attachment OR
on DMA Exhibit in Attachment I
Attachment I c Form 1-7, Harvest and Use Feasibility j Included
Screening Checklist (Required unless Not included because the
the entire project will use infiltration entire project will use infiltration
BMPs) 3MPs
Refer to Appendix 13.3-1 of the BMP
Design Manual to complete Form 1-7.
Attachment Id Form 1-8, Categorization of Infiltration EJ Included
Feasibility Condition (Required unless Not included because the
the project will use harvest and use entire project will use harvest and
BMPs) use BMPs
Refer to Appendices C and D of the
BMP Design Manual to complete
Form 1-8;
Attachment le Pollutant Control BMP Design DD Included
Worksheets I Calculations (Required) 0 Not included.
Refer to Appendices B and E of the
BMP Design Manual for structural
pollutant control BMP design
guidelines
Attachment la DMA Exhibit
Use this checklist to ensure the required information has been included on the DMA
Exhibit:
The DMA Exhibit must identify:
J Underlying hydrologic soil group
I Approximate depth to groundwater
E1 Existing natural hydrologic features (watercourses, seeps, springs, wetlands)
II Critical coarse sediment yield areas to be protected (if present)
II Existing topography and impervious areas
LI Existing and proposed site drainage network and connections to drainage offsite
1 Proposed grading
L Proposed impervious features [Refer to separate Impervious Area Exhibit for clarity.]
1 Proposed design features and surface treatments used to minimize imperviousness
J Drainage management area (DMA) boundaries, DMA ID numbers, and DMA areas
(square footage or acreage), and DMA type (i.e., drains to BMP, self-retaining, or self-
mitigating)
I`xI Structural BMPs (identify location and type of BMP)
Page Left Intentionally Blank
L
(NOT A PART)
- -
I
CUT—OFF FWALL
A(1 OR imp)
APN OO
23181' NOO°4V42'E
277 SF
A(
279 SF
11R imp) A(1 2R imp)
279 S
Now
/
S
N /
JUL
N -
---/
/
2 :
N
I 1
N4N
N NN N NHNN N \
N -
6 73 SF
N
I
673 SF
-J, ----
N N
N
\// /
I
N N N\ N
N N \ \\ \
N N N N N < N N N - -
3 SF
\0
A(5Fimp)
673 SF
-_______
Ile
N NNNN NNNN NNNN 7
N\
\ N
N N N
N
N N
N N
N N
10' 20'
N N N
N
1 INCH = 10 FT
N
-
-
A(1 3R imp
1,050 SF
41:1:1:1. • - di.u.•r rii.
'!rrltl'U!'
II
/N
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'N- U-
Hco
I
LL
co \ /
/
U,-
A (2imp)
V1 31 SF. /
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oI U,-
0 cl'
H
N 0 U-
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0 0)
LL
H U
LL
0)
H
LL 00 -(I) I
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555VL -.----
/F1 0 ---'— -----v-----••---w------
0 1 I I
5/IW -_51W__± W ---•---l- W—€- 5/
LL
S
W - w
LL
LL
'I
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0 0 )
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S
0 U-
4 0 LL
- - w - —1w —N
(NOTA PART)
APN 155-221-11-00
POR LOT I SECT/ON 1
TI2S R5W SBM
8476'T/7 S(SQO°41'42" W
H ••••
--5- ..-
2
N
IMPERVIOUS AREAS EXHIBIT
PflT—C(JTPi iciirmi ikAP
14 IY' /
NI A7
-i- U-
N ---5 9 0 LU/S 0) /4 5
LN5
NSf
--• 0 I) I
S U-
0 LL
LL
'N 0
° 0
H LL
0 5
LL
0 I LL C') (I-)
SHEET CITY OF CARLSBAD SHEETS
ENGINEERING DEPARTMENT
F\IVL., \#
LEGEND
DMA EXHIBIT - IMPERVIOUS AREAS MAP - FOR WQMP
570 LAGUNA DRIVE, CARLSBAD, CA
i;.;i;u;i;i;i;i;i;qi;i; PROJECT NO.
CT201 8-0006
DRMMNG NO.
2
RECORD COPY
INITIAL DATE
CORY JONES ENGINEERING
1820 S. EL CAM/NO REAL, A205
ENCINI TA S, CA 92024
(P) 619-884-0576
DATE I INITIAL DATE I
OTHER APPROVAL CITY APPROVAL
DATE I INITIAL
ENGINEER OF ~RK] REVISION DESCRIPTION
BMP DESIGN NOTES:
BMP NO. BMP TYPE DMA'S THAT DRAIN TO BMP DRAINAGE AREA 851H% PRECIP DCV (WORKSHEET B.1) VOL PROVIDED
1 PERVIOUS PAVEMENT Al, A2, A3 70 033 SF 0.6 IN 250 CF 1,091 CF
2 PERVIOUS PAVEMENT REMAINDER LESS A19 AND A18 13313 SF 0.6 IN 355 CF 1,076 CF
CROSS-SECTION
.N1N,.N\NNJ
'NT IV N a U..
I _
Ifi:!JWIiIJI, C'I*I
—
I P IT'i '1;1Ii i.I:1I
(s:]
2' ]11IK1SI:]I I
IIi iiiiii ii:ii 11
T I11I (on :1I —
I;!; ---- —
Eel ITi A
- ir. ii -'iii ivi.
, ERVIOUS PAVERS OF NO.2 WASHED STONE BEDDING LAYER IV _-------------- / I I j
OF NO. 57 WASHED STONE CHOKER ROCK
HOLES ORIENTED DOWN NOTE, PAVER HATCH PATTERN IS '
5" MIN ILLUSTRATIVE AND DOES NOT INTEND TO
BELOW SHOW MULTIPLE LAYERS OF PAVERS. , 'I C) 0
PERE PIPE N.T.S
(NOTA PART)
APN 155-221-15-00 30" IN
BELOW
,
POR LOT I SECT/ON 1 ADJACEN1
TI2S R5W SBM BLPG
SLURRY MIX
NOO°4V42"E
NEW
9
_e "__://_--'_jW-"-/-_-
-
- — - —
- — - — -- A11- R
Al
—
Al
V\=\\7
U_
DO
-
N___g(N • • — — V V
V\
N N - >
LL ry
N j720 - \T\CL IN - /J \j92
7,
_________
-p1T
/
________________ r 7 Al
Al /
374 - - UNIT 1
i pJr\iui'1 96 1 424 bRAINS. TO BMP
UNIT
/ B'JIL<iNG\DECK. / I(
ØV \i±i9F
N \ 110 / 11 0000 - V
_1J-NI W k IJNI TI18 I S \
ELEVATED
110, FROM GRADE
3,5501Y ' V
N UN I /
—
3,057
7 N N N C
hNUED
NZ
N\N \\NNc \\\\7\\\\\\\\\ \ C
VM1BT
A1 2F
582
NNI'N_-
N\
N1 N N \\
UNIT 51V
C) V V-
ABULAR SUMMARYOF DMA's PER- ATTACH, M EN Ti
subDMA ID .AREA (SF N
N 7 1/PE
1 : OR 627 RAINS
hF 618 DRAINS TO BMP7C. N. N
11R 518 DRAINS TO B M P7
l2F 58 DRAINS TO BMP NN7N N \ N N
12R 5f7 DRAINS 10 BMP N N
I zr I J U DAIkIC T(\ DUD N \ I DRAINS I '4 . I %J BMP 1 V\ \
137 1,436 DRAINS TO BMP 7777
13B, 451 DRAINS TO BMP
___ 374 SELF—MITIGATING 77%
13,057 SELF—MITIGATING 7%
'N _T V\AI VV
LL
I_
0
df
ILL
LL UNIT 13
LJ
- -- V
44 Vøø't T /1'. 2
(TO tAGJNtA DR1//SD)
Iw h4- VYI-r_ 4i
l/N W1OQ =4171.7NFF5
14-14 ci'
V ,'iL_jIV I _'0 l0/ f ;F N1ii H0/
STF1EEtT LO1FE=
LL
VV!!N
4
44IViI H
1%±
UL
.,
w
590
Nj
1346
0 LL
- V V , NN1 TrT rTV
V:
I 7 UNIT
VV/
/ V'V VV VV A7F
552
UNI
N'7N N \
\N7\
I\NNV\NNN\\\NNVN NNNNV N\NN NN11 N
V
VV \ \ \ \ \ N V \ N \ N
)\\\V NN\V \\V NNN \\\\NNN NN\ N\\\\ N NNNNV NN'NNCN N N
0
V V N N N V V V N I N
DISCHARGE POINNZN\OR)NVNN NNN7NNNN\f N
Q100=0.36 CFS V1 00=0.60 FPS \$7 V7N7
V
NN
\ V N
(EST. AS CHANNEL 11FB=5O'7Z=1O, Sn=O.1)V V\V N
V N V \=67%\ V
NV V V\ I N
Cfl Tabular _Summary Explanation VN N N N NN
subDMA ID's 1, 2, and 3 drain DMA 1. DMA 1 drains to BMPN I. VV 7 N V\ N
sub DMA ID's 18 and 19 are self—mitigating. N 7 N N N
V
N
sub DMA ID's 5, 7F, 8F, 9F, 10F, hF, 12F, 13F,7R, 8R, 9R, 9B, 1R,11R,N12R, 13RV and 13B all drain DMA 2. DMA \2-,, drains to BMPZ.
/ N
77c Ar7
0\01,F, V
_
zol
284.761 /\ S(0O'.41'42" W
/ --—.--- C IN
(NOTA PART)
APN 155-221-11-00
POR LOT I SECTION 1
T125 RSWSBM
N
N
N
N
0 10' 20' 7Nj
N V LN
1 INCH, = 10 FT
N
PERVIOUS PAVEMENT BMP 21 'NVVVj
CROSS-SECTION N
t II1IjIj1j_TIIT I H{T_1-7T11ITj ERVIOUS PAVERS
30" IN VI_.:. "OF NO.2 WASHED STONE BEDDING LAYEI
BELOW . -._I_N" OF NO. 57 WASHED STONE CHOKER ROCK
V
ADJAc. , -8" OF WASHED 314" ROCK
BIL G UT-OFF WALL
5" MIN, PERF_ PIPE _SUBDAIN
3-SACK HOLES ORIENTED DOWN NOTE, PAVER HATCH PATTERN IS SLURRY MIX 27" MIN ILLUSTRATIVE AND DOES NOT INTEND TO
BELOW SHOW MULTIPLE LAYERS OF PAVERS. PERF PIPE N.T.S
UN1kT 1PS 1 -
6ISCKARI;EPoINI1 1
'40e A9B (SOUTH)ILL
42 -
Q1001.%59ICFS
Y1OO LL.= !2.5 FPSL
LL X
j) I --HJ --,
r LL
'"
I,
0'
BMP NOTES: CERTIFICATION
1. THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURERS
RECOMMENDATIONS OR THESE PLANS.
PLAN PREPARED BY: 2. NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WITHOUT PRIOR
NAME CORY JONES, PE APPROVAL FROM THE CITY ENGINEER.
3. NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES
SIGNATURE WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER.
COMPANY CORY JONESENGINEERING 4. NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTION STAFF
ADDRESS 1820 S. EL CAMINO REAL, A205 HAS INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION
ENCINITAS,CA 92024 AND INSTALLATION.
5. REFER TO MAINTENANCE AGREEMENT DOCUMENT.
PHONE NO. 760.274.6678 6. SEE PROJECT SWMP FOR ADDITIONAL INFORMATION.
SWMP NO. TBD
PARTY RESPONSIBLE FOR MAINTENANCE:
NAME BRETT FARROW
ADDRESS 125 MOZART AVE. CONTACT CARDIFF,
PHONE NO. 760.230.6851
DMA EXHIBIT INFO:
UNDERLYING HYDROLOGIC SOIL GROUP: TYPE B SOILS
APPROXIMATE DEPTH TO GROUNDWATER = 40—FT±
EXIST NATURAL HYDROLOGIC FEATURES: N/A
CRITICAL COURSE SEDIMENT YIELD AREAS: N/A
EXIST AND PROPOSED TOPO: SEE PLAN VIEW
PROPOSED DEMO: SEE PLAN VIEW SHEET FciTy OF CARLSBAD SHEETS 1 ENGINEERINGDEPARTMENT 1
PROJECT:
570-580 LAGUNA DRIVE
CARLSBAD VILLAGE
Designedby: Designedfor:
CLJE BRETT FARROW
ARCHITECT, INC.
Cory Jones Engineering
1820 S. El Camino Real, A205 125 Mozart Avenue
Encinitas, CA 92024 Cardiff-by-the-Sea, CA 92007
cory.laneave@gmail.com brettfarrow@cox.net
DMA EXHIBIT FOR WQMP
LAGUNA DRIVE SUBDIVISION c018-0006
570 —580 LAGUNA DRIVE, RP2018-0008
CDP2018-0032 CARLSBAD, CA HDP2018-0003
CR 2019-0044 HMP2019-0003
DMA NAME Al
T\5-SUBAREA (SF)
FLOW DIREC11ON Val
FLOW PATH
PER SUBAREA
DRAINAGE MANAGEMENT AREA
(DMA) BOUNDARY
PROPOSED GRADING: SEE PLAN VIEW
PROPOSED IMPERVIOUS FEATURES: SEE IMPERVIOUS AREA EXHIBIT.
PROPOSED DESIGN FEATURES AND SURFACE TREATMENTS: SEE PLAN VIEW
DRAINAGE MANAGEMENT AREA BOUNDARIES: SEE PLAN VIEW
POTENTIAL POLLUTANT SOURCE AREAS: FUTURE STRUCTURES, PARKING AND DRIVE AISLE
STRUCTURAL BMPS:
BMP 1 (N. DRIVE AISLE) - PERVIOUS PAVEMENT,
BMP 2 (S. DRIVE AISLE) - PERVIOUS PAVEMENT. PROJECT NO.
CT201 8— 0006
DRAWING NO.
521-7A
RECORD COPY
INITIAL DATE
DATE I_ INITIAL I DATE I_INITIAL I DATE I
ENGINEER OF WORK I_REVISION DESCRIP11ON _OTHER APPROVAL CITY APPROVAL
Attachment 1 b Tabular Summary of DMAs
Showing DMA ID matching DMA Exhibit,
DMA Area, and DMA Type
Attachment lb. Tabular Summary of DMAs and Summarized DCV
Sub-DMA ID. Area (SF) DMA Type DMA Area DCV
1 1,203 Drains to BMP 1 250
2 2,280 Drains to BMP 1
3 3,550 Drains to BMP 1
5 3,668 Drains to BMP 2 355
7F 552 Drains to BMP 2
711 570 Drains to BMP 2
8F 560 Drains to BMP 2
811 575 Drains to BMP 2
9F 590 Drains to BMP 2
911 1,059 Drains to BMP 2
9B 424 Drains to BMP 2
1OF 610 Drains to BMP 2
1OR 627 Drains to BMP 2
hF 618 Drains toBMP 2
hR 518 Drains to BMP 2
12F 582 Drains to BMP 2
12R 517 Drains to BMP 2
13F 66 Drains to BMP 2 "
13R 1,436 Drains to BMP 2
13B 451 Drains to BMP 2
18 374 1 Self-Mitigating 1 3 N/A
19 13,057 1 Self-Mitigating 1 3
Attachment 1c Form 1-7,
Harvest and Use Feasibility Screening
Checklist
Attachment id Form 1-8,
Categorization of Infiltration Feasibility
Condition
COAST GEOTECHNICAL
CONSULTING ENGINEERS AND GEOLOGISTS
July 2, 2018
Brett Farrow
Brett Farrow Architect
125 Mozart Avenue
Cardiff, CA92007
Subject: GEOTECHNICAL REVIEW CATEGORIZATION OF INFILTRATION
FEASIBILITY CONDITION (FORM 1-8)
Proposed 12 Residential Structures
570-580 Laguna Drive
Carlsbad, California
Reference: PRELIMINARY GEOTECHNICAL INVESTIGATION
Proposed 12 Residential Structures
570-580Laguna Drive
Carlsbad, California
Prepared by Coast Geotechnical
Dated April 4, 2018
Dear Mr. Farrow:
We have reviewed the above subjectInfiltration Feasibility Form I-8.and agree with the findings.
If you have any questions, please do not hesitate to contact us at (858) 755-8622.
Sincerely,
COAST GEOTECHNI
CERTIFJED *\ ENGINEERING Mark Burwell, '- GEOLOGIST
Engineering Geologist
Enclosure: Infiltration. Feasibility-Form I-S
Vi
Ge
P.O. BOX 230163 * ENCINITAS, CALIFORNIA 92023
(858) 755-8622
Page Left Intentionally Blank
()COAST GEOTECHMCAL
CONSULTING ENGINEERING GEOLOGISTS
April 6,2020
Brett Farrow
Brett Farrow Architect
125 Mozart Avenue
Cardiff, CA 92007
Subject: PERMEABLE PAVER DRIVEWAY
Laguna Drive Subdivision
570-580 Laguna Drive
Carlsbad, California
References: Please see Page 2
Dear Mr. Farrow:
In response to the city of Carlsbad, the following item is addressed:
W.O. P-686218
Regarding the permeable paver driveway, potential lateral migration of infiltrated. water in the'
permeable paver driveway has been mitigated. by subsurface cut-off walls on either side of the
driveway and subdrains. An impermeable liner is not required under the proposed permeable
driveway section, as currently designed
If you have any questions regarding this report, please do .not hesitate. to contact our office.
Reference to our Job No. P6862 18 will help, expedite a response to your inquiry.
Respectfully submitted,
COAST GEOTECHNICAL
Mark Burwell, C.E.G.
Engineering Geologist
CT'-ED
ENGtNEENG 1*/I
GEOLOGIST ...'S>.J Vithaya Singhanet, P
Geotechnical Engine
P.O. BOX 230163 • ENCJ.NITAS, CALIFORNIA 92023
(858) 755-8622
Coast Geotechnical April 6, 2020
W.O. P-686218
Page 2 of 3
REFERENCES
GEOTECHNICAL UPDATE REPORT
570-580- Laguna Drive
Carlsbad, California
Prepared by Coast Geotechnical
Dated January 23, 2020
RESPONSE TO REVIEW COMMENTS OF GEOTECHNICAL REPORTS
Laguna Drive Sübdivisión
570-590 Laguna Drive
Carlsbad, California
Prepared by Coast Geotechnical
Dated January 14, 2020
THIRD GRADING PLAN REVIEW
Proposed 13 Residential Structures
570-580 Laguna Drive.
Carlsbad, CA 92008
Prepared by Coast Geotechnical
Dated December 19, 2019
FOUNDATION PLAN REVIEW
PrOposed 13 Residential Structures
570-580 Laguna Drive
Carlsbad,. California.
Prepared by Coast Geotechnical
Dated December 19, 2019
SUPPLEMENTAL RECOMMENDATIONS FOR A 3-STORY -STRUCTURE
Proposed 12 Residential Structures
570-580 Laguna Drive
Carlsbad, California
Prepared by Coast Geotechnical
November 21, 2019
April 6, 2020
W.O. P-686218
Page 3 of 3
Coast Geotechñical
6, SECOND GRADING PLAN REVIEW
Proposed 1.2 Residential Structures
570680 Laguna Drive
Carlsbad, CA 92008
Prepared by Coast etechnical
Dated January 14,. 2019
'GRADING PLAN REVIEW
Proposed 12 Residential, Structures
570-580 Laguna Drive
Carlsbad, CA 92008
Prepared by. Coast Geotëchnical.
Dated August 6, 2018
PRELIMINARY GEQTECHNICAL INVESTIGATION
Proposed. 12 Resdentiä1.Sthictures
570-580'Laguna Drive
Carlbad, CA '92008
Prepared by Cóast:Geotechnical
Dated April 4,2018
COAST GEOTECHNICAL
CONSULTING ENGINEERS-AND GEOLOGISTS
April 4, 2018
Brett Farrow
Brett Farrow Architect
125 Mozart Avenue
Cardiff, CA 92007
RE: PRELIMINARY GEOTECHNICAL INVESTIGATION
Proposed 12 Residential. Structures
570-580 Laguna Drive
Carlsbad, CA 92008
Dear Mr.. Farrow:
In response to your request and in accordance with our Agreement dated January 16, 2018, we have
performed 'a preliminary geótéchñical investigation onthe subject site for the proposed 12 residential
structures. The findings of the investigation, laboratory test results, and recommendations for the
foundation design are presented in this report.
From a geologic and soils engin&riñgpoint of view, it is our Opinion that the site is suitable for the
proposed deyelopment, provided the recommendations in this report are implemented during the
design and construction phases. However, certain geotechnical conditions will require special
consideration during the design and construction phases, as indicated by the following:
The existing soil and weathered Paralic Deposits are not. suitable for the support of proposed
footings, slabs-on-grade, exterior improvements* or proposed fills in their present condition.
Remedial gradingis recommended.
P.O. BOX 230163 * ENCINITAS, CALIFORNIA 92023
(858) 7554622
The rear inland bluff is composed, in pail, of friable Paralic Deposits which are susceptible
to surficial failure and bluff retreat. Surface drainage should be directed, as much as
possible, away from the top of slope.
The geologic conditions underlying the rear bluff are such that inflltrate4.yvater developing
saturated conditions can adversely affect slope stability. Stormwater infiltration should be
significantly limited and if necessary bioretention basins should be located in the' most
southern portion of the site.
If you have any questions, please do not hesitate to' contact us at (858) 755-8622. This opportuiiity
to be of service is appreciated.
Respectfully submitted,
COAST GEOTECHNICAL
Wyatt Bartholomew
Project Geologist
Mark Burwell, C.E.G. Vithaya Singhanet, P.E.
Engineering Geologist Geotechnical Engineer
PRELIMINARYGEO1EdHNIcAL INVESTIGATION.
Proposed 12 Residential.Structures
570-580 Laguna Drive:
Carlsbad, CA 92008
Prepared for:
Brett.:Farrow
Brett Farrow, Architect.
125 Mozart, Avenue
Cardiff; CA 92007
Peparedby
COAST QEOTEC}ZCAL
P.O.- Box 230.163
Encinitas, CA 92023
April 4, 2018
W.*Om 686218
TABLE OF CONTENTS
INTRODUCTION 6
SCOPE OF SERVICES .
6
SITE DESCRIPTION AND PROPOSED DEVELOPMENT .........................7
3.1 Site Description..........................................................
3.2 Proposed Development ............................................ . ....... 7
SITE INVESTIGATION AND LABORATORY TESTING..........................8
4.1 Site Investigation.........................................................8
4.2 Laboratory Testing and Analysis ............................................8
4.3 Infiltration Testing .......................................................
GEOLOGIC CONDITIONS .................................................... 9
5.1 Regional Geologic Setting .................................................9
5.2 Site Geology ............................................................10
5.3 Expansive Soil ..........................................................11
5.4 Groundwater Conditions .................................................11
GEOLOGIC HAZARDS .....................................................11
6.1 Faulting and Seismicity ................. . .................................. 11
6.2 Landslide Potential .......................................................13
6.3 Liquefaction Potential ..................................................... 14
6.4 Tsunami Potential ........................................................ .15
CONCLUSIONS...........................................................15
RECOMMENDATIONS ....................................................16
8.1 Removals and Recompaction ..............................................16
8.2 Temporary Slopes and Excavation Characteristics ...............................
17
8.3 Foundations .......................................... ..................... 17
8.4 Sulfate and Chloride Tests ................... . ......... ................... .18
8.5 Slabs on Grade (Interior and Exterior) .........................................18
8.6 Lateral Resistance.......................................................19
8.7 Retaining Walls ......................................................... 19
8.8 Dynamic (Seismic) Lateral Earth Pressures ...................................20
8.9 Settlement Characteristics .................................................. 21
8.10 Seismic Considerations.....................................................21
8.11 Preliminary Pavement Design ............................................. 22
8.12 Permeable Interlocking Concrete Payers (PICP) ..............................23
8.13 Utility Trench ...........................................................24
8.14 Drainage ..............................................................24
8.15 Geotechnical Observations ...............................................25
8.16 Plan Review ...........................................................25
LIMITATIONS ......................................................... 25
REFERENCES...............................................................27
COAST GEOTECH1IICAL Brett Farrow
W.O. 686218
Page 5 of 28
APPENDIX A
Figure 1: Location Map
Figure 2: Geotechnical Map
Figure 3: Cross Section A-A"
Figure 4: Borehole Log No. 1
Figure 5.: Borehole Log No. 2
Figure 6: Regional Fault Map
Plate A: Typical Iso1atioü Joints and Re-EntEañt Coiiier Reinforcerñent
Plate B: Typical Permeable Paver Detail
APPENDIX B
Laboratory Test Results
Figure 7: Infiltration Test Graph
Seismic Design Parameters
Design Response Spectrum..
APPENDIX C
Slope Stability-Analysis
APPENDIX:D
Grading Guidelines
COAST GEOTECHNICAL Brett..Farrow
W.O..686218
Page 6 of 28
INTRODUCTION
This report presents the results of our background review, subsurface investigation, laboratory
testing, geotechnical analyses, conclusions regarding the conditions at 70-580 Laguna Drive, and
recommendations for design and construction. The purpose of this study is to evaluate the nature
and characteristics of the earth materials underlying the property, the engineering properties of the
surficial deposits and their influence-on the proposed 12 residential structures.
SCOPE OF SERVICES
The scope of services provided included a review of background data, reconnaissance of the site
geology, and engineering analysis with regard to the proposed. The performed tasks specifically
included the following:
Reviewing geologic and hazard (seismic, landslide, and tsunami) maps, recently published
regarding the., seismic potential of nearby faults,, and. a. site plan for the project. All
background data is listed in the References portion of this report.
Performing a site.reconnaissance, including the observation of geologic conditions and, other
hazards, which may impact.the proposed project.
Excavation of exploratory borings consisting of excavating, logging, and sampling of earth
materials, to evaluate the. subsurface conditions.
Performing geotechnical laboratory testing of recovered soil samples.
Analyzing data obtained from our research, subsurface exploration, and laboratory and
infiltration testing.
[
• Preparing this preliminary report.
COAST GEOTECHNICAL Brett Farrow
W.O. 686218
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3. SITE DESCRIPTION AND PROPOSED DEVELOPMENT
3.1 Site Description
The subject site is a partially developed lot on Laguna Drive in the city of Carlsbad (Figure 1). The
northwest quadrant of the lot is vacant, the southeast quadrant of the lot is developed with a small
building, the northeast and southeast quadrant hosts an existing building and the remainder of the
lot is paved with asphalt. The property is a polygonal-shaped area that descends gently to the
northwest and is bounded by an inland bluff that descends to Buena Vista Lagoon. The elevation
of the lot ranges from approximately 5.0 to 45 feet.
The subject site includes an existing residence, existing office building, and two existing AC parking
areas. The lot is relatively flat ranging from 40 to 43 feet. as you move north to south along the
property. The northern portion of the property is bounded by an inland bluff that descends to the
Buena Vista Lagoon at a gradient approaching 1¼:l (horizontal to vertical) for approximately 40
vertical feet. The site is bounded along the north by Buena Vista Lagoon, to the south by Laguna
Drive, and to the east and west by developed residential lots.
Vegetation on the site consists of trees and shrubs. Drainage is generally by sheet flow to the
northwest in .the direction of the inland bluff and Buena Vista Lagoon.
3.2 Proposed Development
A topographic plat of the site was prepared by Sampo Engineering. Preliminary architectural plans
for the development of the site were prepared by Brett Farrow, Architect. The project is anticipated
to include the demolition of the most southeastern existing building, but not the northeastern
structure, and the construction of 12 residential structures with one car garages (Figure 2). Grading
plans were not available during the assessment of the lot, but due to the relatively flat nature of the
existing lot, we presume grading to be minimal.
COAST GEOTECHNICAL Brett Farrow
W.O. 686218
Page 8 of 28
4. SITE INVESTIGATION AND LABORATORY TESTING
4.1 Site Investigation
Site exploration wasperformed on March 16, 2018. It included a visual reconnaissance of the site
and the excavation of two (2) exploratory boreholes (Figures 4-5). The boreholes. were drilled using
a truck-mounted hollow-stem auger. Samples were obtained using a modified California Sampler
and SPT Sampler. All the borings were extended through the underlying top soil, Old Paralic
Deposits and into the underlying Santiago Formation to maximum depths 50 feet inBorehole I an
30 feet in Borehole 2. Earth materials encountered were visually classified and logged by our field
project geologist, and sampled for future laboratory testing. Undisturbed, representative samples of
earth materials were obtained at selective intervals by driving a thin-walled steel sampler into the
desired strata with a 140 pound hammer powered by a cathead and rope system. Bulk samples were
also obtained at selected intervals. Samples are retained in waterproof containers and brass rings and
transported to Coast Geotechnical Soils Laboratory for testing and analysis..
The site investigation also included a visual observation of the surrounding landscape of the project
site. Existing wood retaining walls are in place along the slope into the lagoon.
4.2 Laboratory Testing and Analysis
The laboratory tests were performed in accordance with the generally accepted American Society
for Testing and Materials (ASTM) test methods or suggested procedures. All lab descriptions and
results can be found in the Test Results section of Appendix B of this report.
The following tests were preformed:
Classification of Soils
Grain Size Distribution
Moisture/Density
COAST GEOTECHNICAL Brett. Farrow
W.O. 686218
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Maximum Dry Density and Optimum Moisture Content
Expansion Index Test
Sulfate Ion Content
Chloride Ion Content
pH Test
Field Resistivity Test
Shear Test
Infiltration Test
4.3 Infiltration Testing
Infiltration testing was performed using a Double-Ring Infiltrometer (ASTM D3385). The
infiltration test area is located in the southern portion of the' site as indicated on the enclosed
Geotechnical Map. The area was prepared by excavating down to the Paralic Deposits. A level pad
was established for testing. Infiltration results can befoünd in the Test Rósults section of Appendix
B of this report as Figures 7 (infiltration Test Log) and 8 (Infiltration Test Graph).
5. GEOLOGIC CONDITIONS
The geologic conditions at the site are based. on our fiCld exploration and review of available
geologic andgeotechnical literature.
5.1 Regional Geologic Settings
The subject property is located in the Coastal Plains subdivision of the Peninsular Ranges
geomorphic province of San Diego. The coastal plain area is characterized by Pleistocene marine
terrace landforms. These surfaces are relatively flat erosional platforms that were shaped by wave
action along the former coastlines. The step-like elevation of the marine terraces was caused by
changes in sea level throughout the Pleistocene and by seismic activity along the Newport-Inglewood
Fault Zone located 4.5 miles west of the coastline. The Newport-Inglewood Fault Zone is one of
many northwest trending, sub-parallel faults and fault zones that traverse the nearby vicinity. Several
COAST GEOTECHNICAL Brett Farrow
W.O. 686218
Page 10 of 28
of these faults, including the Rose Canyon Fault Zone, are considered active faults. Further
discussion of faulting in regards to the site is discussed in the Geologic Hazards section of this
report.
5.2 Site Geology
Previously published geologic maps conducted by Kennedy and Tan (2008) suggest that the subject
property is underlain at depth by the Santiago Formation (Tsa) and Old Paralic Deposits (Qop).
Overlying the rocks is lop Soil (Qs). The Old Paralic Deposits are covered by Top Soil (Qs) along
the surface of the property site as encountered in Boring Nos. 1 and 2 (B-I and B-2). The general
geologic conditions are depicted on cross-section A-A" enclosed on Figure 3. A brief description
of the earth materials encountered on the site are as follows:
Top Soil (Qs)
In Borehole Nos. I and 2 (B-1 and B-2), 2.5. to 2 feet of Top Soil was encountered,
respectively. The Top Soil is a reddish dark brown, fine. grained, extremely well, sorted,
moderately dense sand and has an organic odor.
Old Paralic Deposits (Qop)
Approximately 17 feet and 18 feet of Paralic sediments were encountered in Borehole Nos.
1 and 2 (B-i and B-2) respectively. In Borehole I., from 2.5 feet to 11.5 feet and in Borehole
2, from 2 feet to 11.5 feet, the sediments are tan reddish brown, fine and medium grained
sandstone, slightly moist and moderately dense. From 11.5 feet to 16 feet in Borehole 1 and
11.5 feet to 15 feet in Borehole 2, the sediments are light brownish tan to red brown fine-
grained sandstone, well sorted, dense, slightly moist and contain rounded gray pebbles. It's
important to note the gravel layer was penetrated in both boreholes at an approximate depth
between 13. to 17 feet. In Borehole 1 from 16 feet to 19 feet and Borehole 2 from 15 feet to
19.5 feet, the sediments encountered were tan to light-orange to red brown coarse to fine-
grained sandstone, slightly moist and moderately dense.
COAST GEOTECHNICAL Brett Farrow
W.O. 686218
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Santiago Formation (Tsa)
Underlying the Old Paralic Deposits is the Santiago Formation. This formation of
interbedded sands and clays was encountered at a depth of 19 feet in Borehole 1 and 19.5 feet
in Borehole 2 and extended to the maximum depths of 50 feet and 30 feet in Boreholes I and
2, respectively. It consists of gray to pale green to white clayey fine to coarse grained
sandstone and is very dense and slightly moist.
5.3 Expansive Soil
Based on our experience in the area and previous laboratory testing of selected samples, the Paralic
deposits reflect an expansion potential in the low range.
5.4 Groundwater conditions
No evidence of perched or high groundwater tables were encountered to the depth explored.
However, the upper Paralic Deposits are pervious and the underlying Santiago Formation is
relatively impervious suggesting that perched groundwater conditions-can develop from infiltration
of water. It should be noted that seepage problems can develop after completion of construction.
These seepage problems most often result from drainage alterations, landscaping, and over-irrigation.
In the event that seepage or saturated ground does occur, it has been our experience that they are
most effectively handled on an individual basis.
6. GEOLOGIC HAZARDS
6.1 Faulting and Seismicity
The subject site is located within the seismically active Southern. California. region, which is
generally characterized by northwest trending, right-lateral strike-slip faults and fault zones. Several
of these fault segments and zones are classified as active by the California Geologic Survey
(Aiquist-Priolo Erthquake Fault Zoning Act.). As a result, ground shaking is a potential hazard
throughout. the region.
COAST GEOTECHNICAL Brett Farrow
W.O. 686218
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Based on a review of published geologic maps, no known active faults traverse the site (Figure 6).
Thus, ground surface rupture is not likely to occur as a result of an earthquake or seismic event.
The nearest active fault to the site is the Newport Inglewood Fault (offshore), located approximately
4.5 miles west of the site. It should be noted that the Newport Inglewood Fault is one of four main
fault strands that make up the Newport-Inglewood/Rose Canyon (NIRC) fault system (Treünan,
1984). The four strands form a series of right-stepping en echelon faults situated along the Southern
California coastline. A recent study by Sahakian et al (2017) concluded that thegeornetry of the
NIRC fault system. may enable rupture along the entire length of the fault zone. The study also
modeled several rupture scenarios in light ofthe-newly defined geometry which suggest earthquake
ruptures up to magnitudes (M) of 7.4 are possible along the NIRC system. While the models are
intriguing, the paper recommends further research and modeling on the NIRC fault geometry to
improve our understanding of potential hazards and ground shaking along the Southern California
coast. Therefore, the modeled rupture magnitude of M = 7.4 on the Rose Canyon Fault was not used
for the recommendations for this investigation.
Other nearby faults that may affect the site include the Rose Canyon, Coronado Bank, Temecula and
Julian Faults.. The proximity of major faults to the site, and their estimated maximum earthquake.
magnitudes and peak site accelerations are enclosed on Table I and were determined by EQFAULT
version 3.00 software (Blake, 2000).
COAST GEOTEC}ThTICAL Brett Farrow
W.O. 686218
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Table.!: PrincipalActive.FauIts
Fault Name
Approximate Distance
from site (mi)
Maximum EQ
Magnitude (Mmax)
Peak Site
Aced. (g)
.Newport-Inglewood 4.5 6.9 0.388
Rose Canyon 4.8 6.9 0.381
Elsinore-Ternecula 20.9 7.4 0.223
Elsinore- Julian 24.1 6.8 0.1.52
Elsinore- Glen Ivy 24.5 7.1 O 174
Palos Verdes 3:3.0 6.8 0.116
Earthquake' Valley 34.9 7.1 0.131
Newport-Inglewood 44.6 6.5 0.072
San 'Jaciñto- Anza 45.0 6.9 0.092
The Rose Canyon Fault is capable of generating a magnitude earthquake which would cause strong
ground' motions at the subject site. Further analysis' on seismicity and the site specific seismic
parameters are discussed in the Recommendations. chapter of this report.
6.2 Landslide Potential
A lanllide is the displacement of a mass of rock, debris, or earth down a slope 'caused, by
topographic, geological, geotechnical and/or subsurface' water conditions. Potential landslide
hazards for the site were assessed using the review of published' geologic and topographic maps as
well as subsurface exploration.
According to the Landslide Hazards map, San Luis Ray Quadrangle (Tan and Giffen, 1995), the site
is located within Susceptibility Area 3-1 where slopes are generally susceptible. Most slopes in this:
area do not contain landslide 'deposits, but they, can be subject to surficial failure and bluff retreat as
discussed below.
COAST GEOTECHNICAL Brett Farrow
W.O. 686218
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The rear bluff descends at a gradient approaching 11/4: 1 (horizontal, to vertical) for approximately 40
vertical feet and is underlain by two (2) major geologic units with different characteristics.
The upper 20 feet of the rear bluff is composed. of Pleistocene-age sediments that are weakly
cemented and friable along slope faces. These fine-grained sands are subject to surficial failures and
bluff retreat. Wood batter boards have been installed in the slope to retard surficial slippage with
limited success.
Underlying the coastal'bluff sediments, Eocene-age sedimentary units which have commonly been
correlated with the Santiago Formation are present. The sedimentary rock is primarily composed
of dense to very dense clayey sandstone. Although claystone units within the Santiago Formation
have been associated with landslides, no evidence of deep-seated instability was observed in the
exploratory borings or site topographic expression.
Slope stability analysis utilizing GSTABL7 with STEDwin suggests the most critical failure surface
is primarily within the upper Pleistocene Old Paralic Deposits. Static and Pseudo-static stability
analyses are Shown on the enclosed Stability Analysis Appendix C.
6.3 Liquefaction Potential
Liquefaction-is a process by which a sand mass loses its shearing strength completely and flows. The
temporary transformation of the material into a fluid mass is often associated with ground motion
resulting from an earthquake, and high groundwater conditions.
The fifty (50) foot deep boring (B-i) suggests that the Paralic Deposits are in a medium-dense to
dense condition and the underlying sedimentary units of the Santiago Formation are in a very dense
condition. Groundwater was not encountered to a depth of 50 feet, belowexisting ground surface.
COAST GEOTECHNICAL Brett FarrOw
W.O. 686218
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Owing to the moderately dense to very dense nature of the geologic formations and the anticipated
depth to groundwater,.' the potential for seismically-induced 'liquefaction and soil instability is
considered low.
6.4 Tsunami Potential
Tsunamis are large sea waves generated by earthquakes, volcanic eruptions, or landslides that
potentially cause the displacement of substantial volumes of'water.
The Tsunami Inundation Map, for Emergency Planning: San Luis Ray Quadrangle (California
Emergency Management Agency, 2009) suggests that the site is not susceptible to flooding from
tsunamis.
7. CONCLUSIONS
No geologic hazards such as faulting, liquefaction' or leep-seated instability Which could
preclude .development 'were encountered on the site.
The rear. slope is composedof friable Pleistocene sediments, which are,,subjectto.erosion,
surficial failure and retreat during prolonged rainfall and drainage directed toward the top of
the slope.
Design plans should consider raising the proposed pad grades such that drainage is. directed
to the south away 'from the top of the bluff.
The'geOlogiô conditions underlying the rear bluff are-such that infiltrated water developing
saturated conditions can adversely affect slope stability. Storm water infiltration should be
significantly limited and, if necessary, bioreteñtion basins should be located inn the most
southern portion of the site.
COAST GEOTECFD4ICAL Brett Farrow
W.O. 686218
Page 16 of 28
The existing soil and weathered Paralic Deposits are not suitable for the support of proposed
footings; slab-on-grade, exterior improvements or proposed fills in their present condition.
These deposits should be removed and replaced as pfoperly compacted fill.
Disturbed soils resulting from the demolition of structures and utility lines should be
removed and replaced as properly compacted fill.
Prior to the double-ring infiltration test, the area was excavated into the Old Paralic Deposits
about the 42 foot elevation. Testing in.the area of the site (IF-i) was conducted in the Paralic
Deposit and reflected a stabilized infiltration rate approaching that of 2.48 inches per hour.
8. RECOMMENDATIONS
8.1 Removals and Recompaction
The existing soil and weathered Old Paralic Deposits in the building pad should be removed and
replace as properly compacted fill. Removals in building pads should extend a minimum of 5.0 feet
beyond the building footprint or the entire building pad depending upon final designplans. The
depth ofrëmóvals are anticipated to be on the order of 3.0 feet in building pads. Most of the existing
earth deposits are generally suitable for reuse, provided they are cleared of all vegetation, debris, and
thoroughly mixed. PriOr to placement of fill, the base of the removal should be observed by a
representative of this firm. Additional overexcavation and recommendations may be necessary at
that time. The exposed bottom Should be scarified to a minimum depth of 6.0 inches, moistened as
required, and compacted to a minimum of 90 percent the laboratory maximum dry density. Fill
should be placed in 6.0 to 8.0 inch lifts, moistened to approximately 1.0-2.0 percent above optimum
moisture content and compaction to a minimum of percent the. laboratory maximum dry density.
Soil and weathered Paralic Deposits.in areas of proposed concrete flatwork, exterior improvements,
and driveways should be removed and replaced as properly compacted fill. Imported fill, if
necessary, should consist of non-expansive granular deposits approved by the geotechnical engineer.
COAST GEOTECHNICAL Brett Farrow
W.O. 686218
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8.2 Temporary Slopes and Excavation Characteristics
Temporary excavation, which expose soil and weathered Paralic Deposits should be trimmed to a
gradient of 1:1 (horizontal to vertical) or less depending upon conditions encountered during grading.
The Old Paralic Deposits may be excavated to a vertical height of 5.0 feet. The temporary slope
recommendations assume no surcharges are located or will be placed along the top of the slope
within a horizontal distance equal to one half the height of the slope. The Paralic Deposits are dense
below the weathered zone. However, based on our experience in the area, the Paralic Deposits are
rippable with conventional heavy moving equipment in good working order.
-i 8.3 Foundations
The following design parameters are based on footings founded into non-expansive approved
compacted fill deposits or competent Paralic Deposits. Footings for the proposed structure should
be a minimum of 12 inches. and 15 inches wide and founded aminimum of 12 inches and 18 inches
below the lower most adjacent subgrade at the time of foundation construction for single-story and
two-story structures, respectively. A 12 inch by 12 inch grade beam or footing should be placed
across the garage opening. Footings should be reinforced with a minimum of four No. 4 bars, two
along the top of the footing and two along the base. Where parallel wall footings occur, the upper
footing should be deepened below a 45 degree plane projected up from the base of the lower footing,
or the lower wall should be designed for the additional surcharge load from the upper wall. Footing
recommendations provided herein are based upon underlying soil conditions and are not intended
to be in lieu of the project structural engineer's design.
The base of footings should be maintained a minimum horizontal distance of 10 lateral feet to the
face of the nearest slope.
For design purposes, an allowable bearing value of 2000 pounds per square foot and 2400 pounds
per square foot may; be used for foundations at the recommended footing depths for single and two
story structures, respectively.
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W.O. 686218
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For footings deeper than 1.8 inches, the bearing value may be increased by 250 pounds per square
foot for each additional 6.0 inches of embedment to a maximum of 3000 pounds per square foot.
The bearing value may be increased by one-third for the short durations of loading, which includes
the effects of wind and seismic forces.
The bearing value indicated above is for the total dead and frequently applied live loads. This value
may be increased by 33 percent for short durations of loading, including the effects of wind and
seismic forces.
8.4 Sulfate and Chloride Tests
The results of our, sulfate and chloride tests performed on representative samples are presented on
Tables 8 and 9 in Appendix B. The test results suggest a sulfate content of 0.005 (negligible).
& 5 Slabs on Grade (Interior and Exterior)
Slab on grade should bea minimum of 5.0 inches thick and reinforced in both directions with No.
3 bars placed 18 inches on center in both directions. Exterior slabs on grade should be a minimum
of 4.5 inches thick and reinforced with No.3 placed 18 inches on center in both directions. The slab
should be underlain by a minimum 2.0-inch coarse sand blanket (S.E. greater. than 30). Where
moisture sensitive floors are used, a minimum 10.0-mil Visqueen, Stego, or equivalent moisture
barrier should be placed over the sand blanket and covered by an additional two inches of sand (S.E.
greater than 30). Utility trenches underlying the slab may be backfihled with on-site materials,
compacted to a minimum of 90 percent of the laboratory maximum dry density. Slabs should be
reinforced as indicated above the provided with saw cuts/expansion joints, as recommended by the
project structural engineer. All slabs should be cast over dense compacted subgrades. At a
minimum, interior slabs should be provided with softcut contraction/control joints consisting of
sawcuts spaced 10 feet on center maximum each way. Cut as soon as the slab will support the
weight of the saw, and operate without disturbing the final finish, which is normally within 2 hours
after final finish at each control joint location or 150 psi to 800 psi. The sOftcuts should be a.
COAST GEOTECHNICAL Brett Farrow
W.O. 686218
Page 19of28
minimum of 3/4 inch in depth:, but should not exceed 1 inch deep maximum. Anti-ravel skid plates
should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled
equipment across cuts for at least 24 hours. Provide re-entrant corner (270 degrees corners)
reinforced for all interior slabs consisting of minimum two, 10-feet long No. 3 bars at 12 inches on
center with the first bat placed 3 inches from re-entrant corner (see Plate F). Re-entrant corners will
depend on slab geometry and/or interior column locations. Exterior slabs should be provided with
weakened planejoints at frequent intervals in accordance with the American Concrete Institute (ACI)
guidelines.
Our experience indicates that the use of reinforcement in slabs and foundations can reduce the
potential for drying and shrinkage cracking. However, some minor cracking is considered normal
and should be expected as the concrete cures. Moisture barriers can retard, but not, eliminate
moisture vapor movement from the underlying soils up through the slab.
8.6 Lateral Resistance
Resistance to lateral load may be provided by friction acting at the base foundations and by passive
earth pressure. A coefficientof friction of 0.25may be used with dead-load forces. Design passive
earth resistance may be calculated from a lateral pressure corresponding to an equivalent, fluid
density of 300 pounds per cubic foot with a maximum of 2500 pounds per, square foot.
8.7 Retaining Wails
Cantilever walls (yielding) retaining nonexpansive granular soils may be designed for an
active-equivalent fluid pressure of 37 pounds per cubic foot for a level surcharge and 45 pounds per
cubic foot for a sloping backfill. Restrained walls (nonylelding) should be designed for an "at-rest"
equivalent fluid pressure of 60 pounds per cubic foot. Wall footings should be designed in
accordance with the foundation design recommendations. All retaining walls should be provided
with adequate backdrainage system. A geocomposite blanket drain such as Miradrain 6000 or
equivalent is recommended behind walls. The soil parameters assume a level nonexpansive select
granular backfill compacted to a minimum of 90 percent of the laboratory maximum thy density.
COAST GEOTECHNICAL BrettFarrow
W.O. 686218
Page 20 of 28
8.8 Dynamic (Seismic) Lateral Earth Pressures
For proposed, restrained walls (non-yielding), potential seismic loading should be considered. For
smooth rigid walls, Wood (1973) expressed the dynamic thrust in the following form:
AN = k4yH2 (nonyielding)
where kh is /2 peak ground acceleration equal to 50 percent of the design, spectral response
acceleration coefficient (Sds) divided by 2.5 per C.B.C. (2007), y is equal to the unit weight of
backfill, and H is equal to the height of the wall.
The pressure diagram for this dynamic component can be approximated as an inverted..trapezoid with
stress decreasing with depth. The point of application of the dynamic thrust is at a height of 0.6
above the base of the wall. The magnitude of the resultant is:
APe = 20.3 H2 (nonyielding)
This dynamic component should be added to the at-rest static pressure for seismic loading
conditions.
For cantilever walls (yielding), Seed and Whitman (1970) developed the dynamic thrust as:
AN = 3/8 kh?H2 (yielding)
COAST GEOTECHNICAL Brett Farrow
W.O. 686218
Page 21 of 28
The prcssure diagram for this dynamic component can be approximated as an inverted trapezoid with
stress decreasing with depth and the resultant at a height of *b.6 above the base of the wall. The
magnitude of the resultant is:
APe = 7.62 H2 (yielding)
This 'dynamic component should be added to the static pressure for seismic loading conditions.
8.9 Settlement characteristics
Estimated total and differential settlement over a horizontal distance of 30 feet is expected to be on
the order of 1.0- inch and 3h inch, respectively. It should also be noted that long term secondary
settlement due to irrigation and loads imposed by structures- is anticipated to be./4inch.
.8. 10 Seismic considerations
Although the likelihood of ground rupture on the site is remote, the property will be óxposed to
moderate to high levels of ground motion resulting from the release of energy should an earthquake
occur along the numerous known and unknown faults in the region. The Newport-Inglewood
(offshore) Fault 'Zone located approximately 45 miles west of the property is the nearest known
active fault, and is considered the dósign fault for the site. In addition to the Newport-Inglewood
fault, several other active faults may affect the subject site.
Seismic design parameters were determined as part of this investigation in accordance with Chapter
16, Section 1613 of the 2016 California Building Code (CBC) and ASCE 7-10 Standard using the
web-based United States Geological Survey (USGS) Seismic Design Tool. The generated results
for the parameters are presented on Table 2.
COAST GEOTECHMCAL Brett Farrow
W.O. 686218
Page 22 of 28
Th1 . Rpi-amie fliipn Parimeters
Factors Values
Site Class D
Seismic Design Category 1/111111
Site Coefficient, F. 1.037
Site Coefficient, F 1.556
Mapped Short Period Spectral Acceleration, Ss 1.158
Mapped One-Period Spectral Acceleration, S1 0.444
Short Period Spectral Acceleration Adjusted for Site Class, SMS 1.2019
One-Second Period Spectral Acceleration Adjusted for Site, SMI 0.691 g
Design Short Period Spectral Acceleration, SDS 0.800 g
Design One-Second Period Spectral Acceleration, SDI 0.461 g :::j
& 11 Preliminary Pavement Design
The following preliminary pavement section is recommended for proposed driveways:
4.0 inches of asphaltic concrete on
6.0 inches of select base (Class 2) on
12 inches of compacted subgrade soils or
5.5 inches of concrete on
12 inches of compacted subgrade soils
Subgrade soils should be compacted to the thiékness indicated in the structural section and left in
a condition to. receive base materials. Class 2 base materials should have a minimum R-value of78
and a minimum sand equivalent of 30. Subgrade soils and base materials should be compacted to
a minimum of 95 percent of their laboratory maximum dry density. Concrete. should be reinforced
with No. 3 bars placed 18 inches on center in both directions.
COAST GEOTECI{NCAL Brett Farrow
W.O. 686218
Page 23 of 28
The pavement. section should be protected from water sources. Migration of water into subgrade
deposits and base materials could result in pavement failure.
& 12 Permeable Interlocking Concrete Payers (PICP,)
Permeable Interlocking Concrete Payers (PICP), if proposed, shou14 consider.sevçral design aspects.
Foundations adjacent to or in close proximity to PICP should be protected by an impervious
membrane extending a minimum of 3.0 lateral feet from the foundation under the pavement. section.
The intent is to reduce lateral migration of infiltrated drainage and potential impact on footings.
However, this approach is considered less desirable from a geotechnical viewpoint than lining the
entire section with an impervious liner.
Pavement. underdrains are recommended and should be incorporated in the design for proper
collection and disposal of filtrated storm water as indicated on Plate G. If subdrains are not allowed
for storm water infiltration by reviewing agencies, the long term effects of infiltrated water on
structural foundations and slabs cannot be predicted with any degree of certainty.
PICP pavement structural section (Driveways) should consist Of 31/8 inch PICP, over aminiErium of
2.0 inches ofASTM No. 8, bedding course/choke stone, over a minimum of 8.0 inches of AS.TM No.
57 stone base course, over a minimum Of 12 inches of 95 percent compacted .subgrade. Bedding
course/choke stone and base course stone should also be well compacted, consolidated, and
interlocked (avoid crushing the underdrain pipes) with heavy construction equipment. ASTM No.
8, No. 9 or No. 89 should be used for joint materials, depending On the joint size and per
manufacturer recommendations. The above stone base section maybe reduced from 12 inches to
a minimum of 6.0 inches for walkways and patios, if desired. The gradational requirements are
summarized on Table 3.
COAST GEOTECHNICAL Brett Farrow
W.O. 686218
Page 24 of 28
Table 3: Gradational Requirements for ASMT No. 57, No. 8, No. 89, and No.9
Sieve
Size
Percent Passing
No. 57 No. 8 No. 89 No. 9
100 -- -- --
1" .95 to 100 - --
25 to 60. 100 100 --
-- 85 to 100 90 to 100 100
No.4 0 to 10 10 to 30 20 to 55 85 to 100
No.8 0to5 OtolO 5to30 10to40
No. 16 - Oto 5 0 to 10' Oto 10
No. 50 -- -- 0to5. 0to5
8.13 Utility Trench
We recommend that all utilities be bedded in clean sand to at least one foot above the top of the
conduit. The bedding should be flooded in place to fill all -the voids, around the conduit. Imported
or on-site granular material compacted to at least 90 percent relative compaction may be utilized for
backfill above the bedding.
The invert of subsutface utility excavations paralleling footings should be located above the zone
of influence of these adjacent footings. This zone of inflüeñce is dèfmed as the area below a 45
degree plane projected down from the nearest bottom edge of an adjacent footing. This can be
accomplished by either deepening the footing, raising the invert elevation of the utility, or moving
the utility or the footing away from one another.
8.14 Drainage
Specific drainage patterns should be designated by the project architect or engineer. However, in
general, pad water should be directed. away from foundations and around the 'structure to the street.
COAST GEOTEC1-INICAL, Brett Farrow
W.O. 686218
Page 25 of 28
Roof water should be collected and conducted to the street via non-eEodible devices. Pad water
should not be allowed to pond. Vegetation adjacent to foundations should be avoided. If vegetation
in these areas is desired, sealed planter boxes or drought resistant plants should be considered. Other
alternative may be available, however, the intent is to reduce moisture from migrating into
foundation subsoils. Irrigation should be limited to that amount necessary to sustain plant life. All
drainage systems should be inspected and cleaned annually, prior to winter rains.
8.15 Geotechnical Observations
Structural footing excavations should be observed by a representative of this firm prior to the
placement of 'steel and forms. All fill should be placed while a representative of the geotechnical
engineering is present to observe and test. -
8.16 Plan Review
A copy of the final plans should be submitted to this office for review prior' to the initiation of
constructions. Additional recommendations may be necessary at that time.
.9. LIMiTATIONS
This report is presented with the provision that it is the responsibility of the owner or the owner's
representative to bring the information and recommendations given herein to the attention of the.
project's architects and/or engineers so that they may be incorporated into the plans.
If conditions encountered during construction appear to differ from those described in this report,
our office should be notified so that we may consider whether modifications are needed. No
responsibility for construction compliance with design concepts, specifications, or recommendations
given in this report is assumed unless on-site review is performed during the course of construction.
COAST GEOTEHN1CAL Brett Farrow
W.O. 686218
Page 26 of 28
The subsurface conditions, excavation characteristics, and geologic structure described herein are
based on individual exploratory excavations made on the subject property. The subsurface
conditions, excavation characteristics, and geologic structures discussed should in no way be
construed to reflect any variations which may occur among the exploratory excavations.
Please note that fluctuations in the level of groundwater may occur due to variations in rainfall,
temperature, and other factors not evident at the time measurements were made and reported herein.
Coast Geotechnical assumes no responsibility for variations which may occur across the site.
The conclusions and recommendations of this report apply as of the current date. In time, however,
changes can occur on a property whether caused by acts of man or nature on this or adjoining
properties. Additionally, changes in professional standards may be brought about by legislation or
the expansion of knowledge. Consequently, the conclusions and recommendations of this report
may be rendered wholly or partially invalid by event beyond our control. This report is therefore
subject to review and should not be relied upon after the passage of two years.
The professional judgements presented herein are founded pertly on our assessment of the technical
data gathered, partly on our understanding of the proposed construction, and partly on our general
experience in the geotechnical field. However, in no respect do we guarantee the outcome of the
project.
This study has been provided solely for the benefit of the client, and is in no way intended to benefit
or extend any right or interest to any third-party. This report is not to be used on other projects or
extensions to this project except by agreement in writing with Coast Geotechnical.
COAST GEOTECHNICAL Brett Farrow
W.O. 686218
Page 27 of 28
REFERENCES
Blake, T. F. (2000). EQFAULT: A Computer Program for the Deterministic Estimation of Peak
Acceleration using Three-Dimensional California Faults as Earthquake Sources, Version 3.0,
Thomas F. Blake Computer Services and Software, Thousand Oaks, CA.
California Building Standards Commission. (January 1, 2016). 2016 California Building Code
California Code of Regulations.
California Emergency Management Agency, California Geological Survey, and University of
Southern California. (2009). Tsunami Inundation Map for Emergency Planning: San Luis Rey
Quadrangle, California, San Diego County, Scale 1:24,000.
California Geologic Survey, (1994),Fault Activity Map of California, Map Scale 1"=750,00'.
Gregory Geotechnical Software, GSTABL7 with STEDwn (1996, 1999). Slope Stability Analysis
System.
Kennódy, M; P., and Tan, S. S. (2008). California Geological Survey, Regional Geologic Map No.
3, 1:100,000 scale.
Sáhaldan, V., et al. (2017). Seismic Constraints on the Architecture ofthe.Newport-Ing1ewood/Rose
Canyon Fault: Implications for the Length and Magnitude of Future Earthquake Ruptures. Ameñcan
Geophysical Union. DO!: 10.1002/2016JB013467.
Sampo Engineering Inc. (2018). Topographic Plat: 570-580 LagunaDrive, Carlsbad, California,
Scale 1" = 20'.
COAST GEOTECHNICAL Brett Farrow
W.O. 686218
Page 28 of 28
REFERENCES (CONT.)
Seed, H.B., and Whitman, R.V. (1970). Design of earth retaining structures for dynamic loads.
In Proceedings of the ASCE Special Conference on Lateral Stresses, Ground Displacement and Earth
Retaining Structure, Ithaca, N.Y., pp. 1.03-147.
Tan, S. S., and Giffen, D. G. (1995). Landslide Hazards in the Northern Part of the San Diego
Metropolitan Area, San Diego County, Cálifomia,.OFR 95-04, Plate 35D.
Treiman, J. A. (1984). The Rose Canyon Fault.Zone: A Review and Analysis, California Division
of Mines and. Geology, Fault Evaluation Report 216.
Wood, J.H. (1973). Earthquake-induced soil pressures on structures. Ph.D. thesis, the California
Institute of Technology, Pasadena, Calififornia.
USGS, U. S. Seismic Design Maps, Scale= Variable.
https://earthquake.usgs.gov/designmaps/us/appllcation:php
APPENDIX A
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APPENDIX.B
LABORATORY TESTING AND RESULTS
Earth materials encountered in the exploratory trenches were closely examined and sampled for
laboratory testing. The laboratory tests were performed in accordance with the generally accepted
American Society-for Testing and Materials. (ASTM) test methods. or suggested •procedures.
Classification: The field classification was verified through laboratory examination, in accordance
with.the Unified Soil Classification System. The final classification is shown on the enclosed
Exploratory Logs provided in Appendix B.
Grain Size Distribution: The grain size distribution of selected soil samples was determined in
accordance with ASTM. D6913-04. The test result is presented on Table 4 and is graphically
depicted on the following pages.
TABLE 4
Sieve Size 1" 's" #4 f #10 1 #20 J #407[#100 1#200
Location Soil Type Percentage Passing
BI @5' 1 100 100 100 j 100 1 99.9 1 98.8! 86.3 1 39.9 f 28.4
Expansion Index Test: An Expansion. Test was performed on the selected sample. The test
procedure were conducted in accordance with the Uniform Building Code, Standard No. 29-2 and
AIvIST D4829. The classification of expansive soil, based on the expansion index, are as indicated
in Table.. 29-C of the Uniform Building. Code. The test result is presented on Table 5,
Location . Soil
Type
Expansion
Reading
Degree of
Saturation
Uncorrected
Expansion Index (El)
Corrected El for
50% Saturation
B1@1-5' 1 1 -0.01 1 38.6Sm N/A I N/A.
Maximum Dry Density. and Optimum Moisture Content: The maximum dry density and optimum
moisture content were determined for selected samples of earth materials taken from the site. The
laboratory standardrtests were in accOrdance 'with ASTM D-1557-12. Thetestresültispreseiited on
Table 6.
TABLE 6
Maximum Dry Optimum Moisture Location Soil Type
Density (ym-pcf) Content ((opt-%)
B! . l'-5' 1 130.0 9.0
Moisture/Density. The field moisture content and dry unit weight were determined for each of the
undisturbed soil samples. Test procedures were conducted in accOrdance with ASTM D7263-09
(Method A). This information is useful in proyiding a gross picture of the soil consistency or
variation among exploratory excavation. The field moisture content was determined as a percentage
of the dry unit weight: The dry unit weight was determined inpounds per cubicfoot.(pcf). The test
results are presented on Table 7.
Shear Test Shear tests were perfonfied in a strain-control typedirect shear machme The Iaboratoiy
standard tests were in accordance with ASTM D3080 The rate of deformati6#-..w'*****as approximately
0025 inches per, minute açh sample was sheared under varying confining loads in order to
determineihe Coulomb shear strength parameters, cohes,ion, and ãnglepfrntemal friction Samples
were tested in a saturated condition The test results are presented in Table S
TABLE 8
smp1eLD Angle of Internal Frictioi :; Ap$reñUohesion;
B-I: @ 9' (ring) 291 degrees 70.*psf
B-I.@ 30' (ring) 34degiees 350 psf
Sulfate and Chloride Tests: A sulfate test was performed on a selected sample in accordance with
California Test Method (CTM) 417, and a chloride test was performed on a selected sample in
accordance with California Test Method (CTM) 422. The test results are presented on Tables 9 and
10.
TABLE 9
SaMple ID Sulfate Content (ppm) Sulfate Content (% by wgt)
B-i @ 1-5' 48 0.005
TABLE 10
Sample ID Chloride Content (ppm) Chloride Content (% by wgt)
B-I ® 1.5' 21 0.002
infiltration Testing: Infiltration tests were performed in accordance to ASTM D3385-09. This-test
method is useful for field measurement of the infilttátion rate of soils. A stabilized infiltration rate
of 2.48 inches per hour was established. The results of our testing are graphically shown on Figure
7. The rates indicated above are actual fates measured in the field and do not include a safety factor.
An adequate safety factor as recommended by the project engineer should be incorporated.
Field Resistivity Test: Afield resistivity test was performed on a selected sample in aôcordance with
California Test Method (CT.M) 643. The field resistivity test gives an indication of the quantity of
soluble salts in the soil or water to obtain data estimating the service life of culverts. The test results
for pH and field resistivity are presented on Table 11.
TABLE 11
p11: 7.6
Water Added (ml) Resistivity (ohm-cm)
10 13000
5 7800
5 6700
5 5600
5 5500
5 5200
5 5500
5 5900
60 years to perforation of a 16 gauge metal culvert..
78 years to perforation of a 14 gauge metal culvert.
108 years to perforation of a 12 gauge metal culvert.
138 years to perforation of a 10 gauge metal culvert.
168 years to perforation of a 8 gauge metal culvert.
SMS Geotechnical Solutions, Inc. Sieve Analysis
5931 Sea Lion place, Suite 109 ASTM 0 6913 - 04 Carlsbad, CA 92010
Sample 1
Project Farrow Job # 686218
Supervising Lab Tech f S p Sample Bi @ 1-5' Soil type 1
Supervising Lab Manager MS Date Tech j WB
Address 578 Laguna Drive I
Sample WetWt. [584.6 grj Sample Dry Wt. 1 563.5 gr Moisture% 1 3.7' I
Seive
152 mm 6"
75 inm 3"
50 mm 2"-
37.5 mm 11/2"
25 mm 1"
19 mm 3/4'
12.5 mm 1/2"
9.5 mm 3/8"
4.75 mm #4
2 m #10
0.85 mm #20
0.6 mm #30
0.425 mm #40
0.15mm #100
0.075 mm #200
Pan
Specification
D.G. Class 2
100 100
90-100 100
87-100
50-100 30-65
25-55 5-35
5-18 0-12
Accum. Wt. (gr) % Retained % Passing
0.1 0.0 100.0
0.8 0.1 99.9
6.6 1.0 98.8
77.4 12.6 86.3
338.4 46.3 39.9
403.6 11.6 28.4
409.5 1.0
USGS Design Maps Detailed Report
ASCE 7-10 Standard (33.165410N, 117.352°W)
Site Class D - Stiff Soil", Risk Category I/il/Ill
Section 11.4.1 - Mapped Acceleration Parameters
Note: Ground motion values provided below, are for the direction of maximum horizontal
spectral response acceleration. They .have been converted from corresponding geometric
mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S5) and
1.3 (to obtain Si). Maps in the 2010 ASCE-? Standard are provided for Site Class B.
Adjustments for other Site Classes are made, as needed, in Section 11.4.3.
From Figure 22-:11. 111 SS = 1.158 g
From Figure 22-2. (21 S1 = 0.444 g
Section 11.4.2 - Site Class
The authority having jurisdiction (not thE USGS), site-specific geotechnical data, and/or
thedefault has classified the site as Site Class D, based on the site soil properties in
accordance with Chapter 20.
Table 20.3-1 Site Classification
Site Class VS SU
Hard Rock >5,000 ft/s N/A N/A
Rock
- 2,500 to 5,000 ft/s N/A N/A
Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000p5f
Stiff Soil 600 to 1,200 ft/s .15 to 50 1,000 to 2,090 psf
Soft clay soil <600 ft/s <15 <1,000 psf
Any proflle with more than 10 ft of soil having the
characteristics
Plasticity index P1 >20,
MoIsture content W 2t 40%, and
Undrained shear strength; <500 psf
F. Soils requiring site response See Section 20.3.1
analysis In accordance with Section
21.1
For ST: lft/s = 0.3048 m/s llb/ft2 = 0.0479 kN/m2
Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake
Spectral Response Acceleration Parameters
Table 11.4-1: Site Coefficient F6
Site Class Mapped MCE a Spectral Response Acceleration Parameter at Short Period
Ss --.0.25 SS = 0.50 SS = 0.75 SS = 1.00 S ?_ 1.25
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
E
1.1 1.0
E '
1.1 E
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of S
For Site Class = D and Ss = 1.158 g, F6 = 1.037
Table 11.4-2: Site Coefficient F,
Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period
S, :S 0.10 S1 = 0.20 S = 0.30 S1 = 0.40 S1 0.50
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
1.4
E
1.5
'
1.6 E
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of S1
For Site Class = D and S1 = 0.444 g, F, = 1.556
Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design
Categories D through F
From Figure 22-7 [41 PGA = 0.460
Equation (11.8-1): PGAM = FPGAPGA = 1.040 x 0.460 = 0.478 9
Table 11.8-1:.Site Coefficient FmA
Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA
Class
PGA 5 PGA = PGA = PGA = PGA
0.10 0.20 0.30 0.40 0.50
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.2 1.2 1.1 1.0 1.0
D 1.6 1.4 1.2 1.1 1.0.
E 2.5 1.7 1.2 0.9 0.9
F See Section -11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of PGA
For Site Class = P and PGA = 0.460 g, FpG,, = 1.040
Section 21.2.1.1 - Method 1 (from chapter 21 - Site-Specific Ground Motion Procedures for
Seismic Design)
From Figure 22-17 E51 CRS = 0.940
From Figure 22-18163 CRI = 0.991
Section 11.6 - Seismic Design Category
Table 11.6-1 Seismic Desian Cateaory Based on Short Period Resoonce Acceleration *Parameter
VALUE OF SOS
RISK CATEGORY
loril III IV
Scs < 0.167g A A A
0.167g S Sos < 0.33g B B C
0.33gSD <0.50g C C D
°•509Sos D D D
For Risk Category = I and Sos = 0.800g, Seismic Design Category = D
Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter
VALUE OF Ss RISK CATEGORY
lorli III IV
S01 < 0.067g A A A
0.0679 S1 < 0.133g B B C
$01 < O.20g
!tg
C C
0
D
S01 D D
For Risk Category = I and Sol = 0.461. g, Seismic Design Category = D
Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category Is E for
buildings in Risk Categories I, II, and III, and F for those In Risk Category IV, Irrespective
of the above.
Seismic Design Category 'the more severe design category in accordance with
Table 11.6-1 or 11.6-2" = D
Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category.
References
Figure 22-1: https://earthquake.usgs.gov/hazards/desjgnrnaps/downioads/pdfs/20jo ASCE-7 Figure 22- 1.pdf
Figure 22-2: https ://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2o1o_AscE7Figure22_2.pf
figure 22-12: https://earthquake.usgs.gov/hazards/designrnaps/downloads/pdfs/2o1o_AscE
7..Figure....22- 12.pdf
Figure 22-7: https://earthquake.usgs.gov/hazards/de5ignmaps/downloads/pdfs/2o1opcE7 Figure 22-7 pdf
S. Figure 22-17: https ://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2Q1opcE
7_Figure_22-17.pdf
6. FIgure 22-18: https ://earthquake.usgs.gov/hazards/designrnaps/downloads/pd/2o1oAsc
7_Figure_22- 18.pdf
APPENDIX C
C:\stedwin\p-686218.OUT Page 1
GSTABL7 ***
** GSTABL7 by Garry If. Gregory, P.E.
** Original Version 1.0, January 1996; Current Version 2.0, September 2001
**
(All Rights Reserved-Unauthorized Use Prohibited)
SLOPE STABILITY ANALYSIS SYSTEM
Modified Bishop, Simplified Jambu, or GLE Method of Slices.
(Includes Spencer & Morgenstern-Price Type Analysis)
Including Pier/Pile, Reinforcement, Soil Nail, Tieback,
Nonlinear Undrained Shear Strength, Curved Phi Envelope,
Anisotropic Soil, Fiber-Reinforced Soil, Boundary Loads, Water
Surfaces, Pseudo-Static Earthquake, and Applied Force Options.
**V*** ******** **** ******* ********* ***** ********************************V**+* k****
Analysis Run Date: 4/3/2018
Time of Run: 6:09PM
Run By: MB/Vs
Input Data Filename: C:p-686218.
Output Filename: C:p-686218.OUT
Unit System: English
Plotted Output Filename: C:p-686218.PLT
PROBLEM DESCRIPTION: LAGOON P-686218
BOUNDARY COORDINATES
9 Top Boundaries
9 Total Boundaries
Boundary X-Left Y-Left X-Right Y-Right Soil Type
No. (ft) (ft) (ft) (ft) Below Bnd
1 0.00 25.00 5.00 25.00 2
2 5.00 25.00 11.00 30.00 2
3 11.00 30.00 27.00 40.00 2
4 27.00 40.00 40.00 50.00 1
5 40.00 50.00 57.00 60.00 1
6 57.00 60.00 70.00 62.00 1
7 70.00 62.00 100.00 63.00 1
8 100.00 63.00 136.00 63.00 1
9 136.00 63.00 182.00 64.00 1
ISOTROPIC SOIL PARAMETERS
2 Type(s) of Soil
Soil Total Saturated Cohesion Friction Pore Pressure Pier.
Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface
No. (pcf) (pcf) (psf) (deg) Param. (psf) No.
1 116.0 122.0 70.0 29.0 0.00 0.0 0
2 120.0 128.0 350.0 34.0 0.00 0.0 0
A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Circular Surfaces, Has Been Specified.
1250 Trial Surfaces Have Been Generated.
25 Surfaces Initiate From Each Of 50 Points Equally Spaced
Along The Ground Surface Between X - 28.00(ft)
and X = 45.00(ft)
Each Surface Terminates Between X. = 70.00(ft)
and X = 110.00(ft)
Unless Further Limitations Were Imposed, The Minimum Elevation
At Which A Surface Extends Is Y = 0.00(ft)
5.00(ft) Line Segments Define Each Trial Failure Surface.
Following Are Displayed The Ten Most Critical Of The Trial
Failure Surfaces Evaluated. They Are
Ordered - Most Critical First.
+ * Safety Factors Are Calculated By The Modified Bishop Method " *
Total Number of Trial Surfaces Evaluated = 1250
Statistical Data On All Valid FS Values:
FS Max 8.025 FS Mm = 1.513 FS Ave = 3.582
Standard Deviation = 1.278 Coefficient of Variation = 35.68 %
Failure Surface Specified By 11 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 29.39 41.04
2 34.14 43.38
C:\stedwin\p-686218.OUT Page 2
Factor of safety
1.513
Individual data on the I
Water Water
Force Force I
Weight Top Bot
(lbs) (lbs) (lbs)
583.6 0.0 0.0
1675.3 0.0 0.0
568.1 0.0 0.0
1932.8 0.0 0.0
2888.5 0.0 0.0
3144.6 0.0 0.0
3286.6 0.0 0.0
5.6 0.0 0.0
2839.0 0.0 0.0
1858.1 0.0 0.0
831.7 0.0 0.0
16.0 0.0 0.0
24.2 0.0 0.0
re Surface Specified By 11
nt X-Surf Y-Surf
(ft) (ft)
28.00 40.77
32.68 42.52
37.33 44.38
41.93 46.33
46.49 48.38
51.00 50.54
55.47 52.78
59.88 55.13
64.25 57.57
68.56 60.10
71.73 62.06
e Center At X = -50.8 ; Y
Factor of Safety
1.520 ***
ire Surface Specified By 12
nt X-Surf Y-Surf
(ft) (ft)
28.69 41.30
33.66 41.88
38.57 42.81
43.41 44.07
48.15 45.67
52.77 47.59
P 57.24 49.83
61.54 52.37
65.66 55.21
69.57 58.33
73.25 61.71
73.64 62.12
.e Center At X = 22.9 ; Y
Factor of Safety
+4 1.521
Failure Surface Specified By 11
3 38.85 45.08
4 43.49 46.94
5 48.06 48.96
6 52.56 51.13
7 56.99 53.46
8 61.34 55.93
9 65.60 58.54
10 69.77 61.30
11 70.78 62.03
Circle Center At X -13.8 ; Y
= 258.3 and Radius, 231.4
Coordinate Points
= 112.8 and Radius, 71.7
Coordinate Points
= 183.0 and Radius, 147.6
3 slices
Tie Tie Earthquake
'orce Force Force Surcharge
loris Tan Nor Vex Load
(lbs) (lbs) (lbs) (lbs) (lbs)
0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0
Coordinate Points
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Slice Width
No. (ft)
1. 4.8
2 4.7
3 1.2
4 3.5
5 4.6
6 4.5
7 4.4
8 0.0
9 4.3
10 4.3
11 4.2
12 0.2
13 0.8
Failu
Poi
No
1
2
3
4
5
6
.7
8
9
10
11
Circi
C:\stedwin\p-686218.OUT Page 3
Point X-Surf 1-Surf
No. (It) (ft)
1 28.69 41.30
2 33.69 41.32
3 38.67 41.83
.1 43.57 42.83
5 48.34 44.31
6 52.95 46.26
7 57.34 48.66
8 61.46 51.48
9 65.29 54.69
10 68.79 58.27
11 71.81 62.06
Circle Center At X = 31.0 ; I = 91.6
Factor of Safety
** 1.525 ***
Failure Surface Specified By 11. Coordinate
Point'X-Surf Y-Surf
No. (ft) (ft)
1 28.69 41.30
2 33.46 42.82
3 38.17 44.48
4 42.84 46.26
5 47.45 48.22
6 52.00 50.29
7 56.49 52.49
8 60.91 54.82
9 65.27 57.28
10 69.54 59.87
11 72.99 62.10
Circle Center At X -20.6 ; I = 204.1
Factor of Safety *** 1.535 ***
Failure Surface Specified By 11 Coordinate
Point X-Surf 1-Surf
No. (It) (It)
1 29.39 41.84
2 34.39 41.74
3 39.37 42.18
4 44.27 43.15
5 49.05 44.64
6 53.63 46.63
7 57.98 49.09
8 62.04 52.01
9 65.77 55.35
10 69.11 59.06
11 71.27 62.04
Circle Center At X = 32.8 ; I = 88.4
Factor of Safety
1.548 ***
Failure Surface Specified By II .Coordinate
Point X- Surf Y-Sürf
No. (ft) (ft.)
1 28.69 41.30
2 33.39 43.02
3 38.05 44.83
4 42.67 46.75
5 47.25 48.76
6 51.78 50.88
7 56.26 53.09
8 60.70. 55.40
9 65.08 57.80
10 69.41 60.30
11 72.35 62.08
Circle Center At X -48.1 ; 1 259.0
Factor of Safety
and Radius, 50.4
Points
and Radius, 170.1
Points
and Radius, 46.7
Points
and Radius, 230.8
C:\stedwin\p-686218.OUT Page 4
1.548
Failure Surface Specified By 12 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 28.35 41.04
2 33.34 41.29
3 38.30 41.93
4 43.19 42.96
5 .47.99 44.35
6 52.67 46.12
7 57.20 48.24'
8 61.55 50.71
9 65.69 53.51
10 69.61 56.61
11 73.28 60.01
12 75.27 62.18
Circle Center At.X = 27.6 ; Y = 105.3 and Radius 64.3
Factor of Safety 4*, 1.567 4*4
Failure Surface Specified By 11 Coordinate Points
Point X-Surf Y-S.urf
No. (ft) (ft)
1 28.00 40.77
2 32.59 42.75
3 37.16 44.77
4 41.72 46.84
5 46.25 48.95
6 50.76 51.10.
7 55.26 53.29
8 59.73 55.53
9 64.18 57.80
10 68.61 60.12
11 72.28 62.08
Circle Center At X = -183.0 ;'Y 536.1 and Radius, 5.38.4
Factor of Safety *** 1.582 ***
Failure Surface Specified By 12 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 29.04 41.57
2 34.04 41.35,
3 39.03 41.63
4 43.97 42.42
5 48.80 43.70
6 53.48 45.47
7 .57.95 47.70
8 62.18 50.37
9 66.11 53.46
10 69.71 56.93
11 72.94 60.75
12. 73.89 62.13
Circle Center At X 33.8 ; = 90.4 and Radius, 49.1
Factor of Safety
*** 1.609
END OF GSTABL7 OUTPUT
C:\stedwin\p-686218.OuT Page 1
*** GSTABL7 **
** GSTABL7 by Garry H. Gregory, P.E.
** Original Version 1.0, January 1996; Current Version 2.0, September 2001 **
(All Rights Reserved-Unauthorized Use Prohibited)
********* ********************4****** **************************************** 44*4*
SLOPE STABILITY ANALYSIS SYSTEM
Modified Bishop, Simplified Janbu, or OLE Method of Slices.
(Includes Spencer & Morgenstern-Price Type Analysis)
Including Pier/Pile, Reinforcement, Soil Nail, Tieback,
Nonlinear Undrained Shear Strength, Curved Phi Envelope,
Anisotropic Soil, Fiber-Reinforced Soil, Boundary Loads, Water
Surfaces, Pseudo-Static Earthquake, and Applied Force Options.
* * 44444 + * 4 * 4 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * 4 * * * * * * * * * * * * * * * * * * * * * *
Analysis Hurt Date: 4/3/2018
Time of Run: 6:05PM
Run By: MB/VS
Input Data Filename: C:p-686218.
Output Filename: C:p-686218.OUT
Unit System: English
Plotted Output Filename: C:p-686218.PLT
PROBLEM DESCRIPTION: LAGOON P-666218
BOUNDARY COORDINATES
9 Top Boundaries
9 Total Boundaries
Boundary X-Left Y-Left X-Right Y-Right Soil Type
No. (ft) (ft) (It) (ft) Below and
1 0.00 25.00 5.00 25.00 2
2 5.00 25.00 11.00 30.00 2
3 11.00 30.00 27.00 40.00 2
4 27.00 40.00 40.00 50.00 1
5 40.00 50.00 57.00 60.00 1
6 57.00 60.00 70.00 62.00 1
7 70.00 62.00 100.00 63.00 1
8 100.00 63.00 136.00 63.00 1
9 136.00 63.00 182.00 64.00 1
ISOTROPIC SOIL PARAMETERS
2 Type(s) of Soil
Soil Total Saturated Cohesion Friction Pore Pressure Piez.
Type Unit Wt. Unit Nt. Intercept Angle Pressure Constant Surface
No. (pcf) (pcf) (psf) (deg) Param. (pat) No.
1 116.0 122.0 70.0 29.0 0.00 0.0 0
2 120.0 128.0 350.0 34.0 0.00 0.0 0
A Horizontal Earthquake Loading Coefficient
Of0.160 Has Been Assigned
A Vertical Earthquake Loading Coefficient
OfO.000 Has Been Assigned
Cavitation Pressure = O.O(psf)
A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Circular Surfaces, Has Been Specified.
1250 Trial Surfaces Have Been Generated.
25 Surfaces Initiate From Each of 50 Points Equally Spaced
Along The Ground Surface Between X 28.00(ft)
and X = 45.00(ft)
Each Surface Terminates Between X = 70.00(ft)
and X 110.00(ft)
Unless Further Limitations Were Imposed, The Minimum Elevation
At Which A Surface Extends Is Y = 0.00(ft)
5.00(ft) Line Segments Define Each Trial Failure Surface.
Following Are Displayed The Ten Most Critical Of The Trial
Failure Surfaces Evaluated. They Are
Ordered - Most Critical First.
* * Safety Factors Are Calculated By The Modified Bishop Method * *
Total Number of Trial Surfaces Evaluated = 1250
Statistical Data On All Valid FS Values:
PS Max = 3.436 FS Mm - 1.087 FS Ave - 2.097
Standard Deviation 0.545 Coefficient of Variation = 25.99 %
4 slices
Tie Tie Earthquake
orce Force Force Surcharge
lorm Tan Mor Ver Load
lbs) (lbs) (lbs) (lbs) (lbs)
0.0 0.0 149.3 0.0 0.0
0.0 0.0 425.7 0.0 0.0
0.0 0.0 170.9 0.0 0.0
0.0 0.0 467.3 0.0 0.0
0.0 0.0 750.2 0.0 0.0
0.0 0.0 815.7 0.0 0.0
0.0 0.0 794.0 0.0 0.0
0.0 0.0 45.0 0.0 0.0
0.0 0.0 740.2 0.0 0.0
0.0 0.0 551.8 0.0 0.0
0.0 0.0 352.8 0.0 0.0
0.0 0.0 27.6 0.0 0.0
0.0 0.0 110.7 0.0 0.0
0.0 0.0 1.4 0.0 0.0
Coordinate Points
C:\stedwin\p-686218.OUT Page 2
Failure Surface Specified By 12
Point X-Surf Y-Surf
No. (ft) (ft)
1 28.69 41.30
2 33.66 41.88
3 38.57 42.81
4 43.41 44.07
5 48.15 45.67
6 52.77 47.59
7 57.24 49.83
8 61.54 52.37
9 65.66 55.21
10 69.57 58.33
U 73.25 61.71
12 73.64 62.12
Circle Center At X = 22.9 ; Y
Factor of Safety
*** 1.087 +**
Individual data on the
Water Water
Force Force
Slice Width Weight Top Bot
No. (ft) (lbs) (lbs) (lbs)
1 5.0 933.3 0.0 0.0
2 4.9 2660.8 0.0 0.0
3 1.4 1067.9 0.0 0.0
4 3.4 2920.3 0.0 0.0
5 4.7 4688.9 0.0 0.0
6 4.6 5098.3 0.0 0.0
7 4.2 4962.5 0.0 0.0
8 0.2 281.2 0.0 0.0
9 4.3 4626.1 0.0 0.0
10 4.1 3448.9 0.0 0.0
11 3.9 2205.0 0.0 0.0
12 0.4 172.8 0.0 0.0
13 3.3 692.0 0.0 0.0
14 0.4 9.0 0.0 0.0
Failure Surface Specified By 11
Point X-Surf Y-Surf
No. (ft) (ft)
3. 29.39 41.84
2 34.14 43.38
3 38.85 45.08
4 43.49 46.94
S 48.06 48.96
6 52.56 51.13
7 56.99 53.46
8 61.34 55.93
9 65.60 58.54
10 69.77 61.30
11 70.78 62.03
Circle Center At X -13.8 ; Y
Factor of Safety
4** 1.090 ***
Failure Surface Specified By 11
Coordinate Points
112.8 and Radius, 71.7
183.0 and Radius, 147.6
Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 28.00 40.77
2 32.68 42.52
3 37.33 44.38
4 41.93 46.33
5 46.49 48.38
6 51.00 50.54
7 55.47 52.78
8 59.88 55.13
9 64.25 57.57
C:\stedwin\p-686218.OUT Page 3
10 68.56 60.10
11 71.73 62.06
Circle Center At X = -50.8 ; I = 258.3 and Radius, 231.4
Factor of Safety
*** 1.092 ***
Failure Surface Specified By 11 Coordinate Points
Point X-Surf I-Surf
No. (ft) (ft)
1 28.69 41.30
2 33.46 42.82
3 38.17 44.48
4 42.84 46.28
5 47.45 48.22
6 52.00 50.29
7 56.49 52.49
8 60.91 5.4.82
9 65.27 57.28
10 69.54 59.87
11 72.99 62.10
Circle Center At X = -20.6 ; Y = 204.1 and Radius, 170.1
Factor of Safety
1.094 ***
Failure Surface Specified By 11 Coordinate Points
Point X-Surf X-Surf
No. (ft) (ft)
1 28.69 41.30,
2 33.69 41.32
3 38.67 41.83
4 43.57 42.83
S 48.34 44.3.1
6 52.95 46.26
7 57.34 48.66
8 61.46 51.48
9 65.29 54.69
10 68.79 58.27
11 71.81 62.06
Circle Center At •X 31.0 ; I = 91.6 and Radius, 50.4
Factor of Safety
*** 1.105 ***
Failure Surface Specified By 11 Coordinate Points
Point X-Surf I-Surf
No. (ft) (ft)
1 28.69 41.30
2 33.39 43.02
3 38.05 44.83
4 42,. 67 46.75
5 47.25 48.76
6 51.78 50.88
7 56.26 53.09
8 60.70 55.40
9 65.08 57.80
10 69.41 60.30
11 72.35 62.08
Circle Center At X = -48.1 ; Y = 259.0 and Radius, 23.0.8
Factor of Safety
*** 1.107 ***
Failure Surface Specified By 12 Coordinate Points
Point X-Surf I-Surf
NO. (it) (ft)
1 28.35 41.04
2 33.34 41.29
3 3830 41.93
4 43.19 42.96
5 47.99 44.35
6 5267 46.12
7 57.20 48.24
C:\5tedwin\p-686218.0UT Page 4
8 61.55 50.71
9 65.69 53.51
10 69.61 56.61
11 73.28 60.01
12 75.27 62.18
Circle Center At X 27.6 ; Y = 105.3 and Radius, 64.3
Factor of Safety
*** 1.114
Failure Surface Specified By 11 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 29.39 41.84
2 34.39 41.74
3 39.37 42.18
4 44.27 43.15
5 49.05 44.64
6 53.63 16.63.
7 57.98 49.09
8 62.04 52.01
9 65.77 55.35
10 69.11 59.06
11 71.27 62.04
Circle Center At X = 32.8 ; Y = 88.4 and Radius, 46.7
Factor of Safety
1.122
Failure Surface Specified By 11 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 28.00 40.77
2 32.59 42.75
3 37.16 44.77
4 41.72 46.84
5 46.25 48.95.
6 50.76 51.10
7 55.26 53.29
8 59.73 55.53
9 64.18 57.80
10 68.61 60.12
11 72.28 62.08
Circle Center At X = -183.0 ; Y = 536.1 and Radius, 538;4
Factor of Safety
** 1.133
Failure Surface Specified By 11 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 30.08 42.37
2 34.82 43.97
3 39.52 45.66
4 44.19 47.46
5 48.82 49.35
6 53.40 51.34
7 57.95 53.43
8 62.44 55.62
9 66.89 57.90
10 71.29 60.28
11 74.59 62.15
Circle Center At X = -42.2 ; Y = 265.1 and Radius, 234.2
Factor of Safety
* 1.149
END OF GSTABL7 OUTPUT ''
APPENDIX D
Grading Guidelines
Grading should be performed to at least the minimum requirements of the local governing agencies,
the California Building Code, 2016, the geotechnical report and the guidelines presented below. All
of the guidelines may not apply to a specific site and additional recommendations may be necessary
during the grading phase.
Site Clearing
Trees, dense vegetation, and other deleterious materials should be removed from the site.
Non-organic debris or concrete may be placed in deeper fill areas under direction of the Soils
engineer.
Subdrainage
During grading, the Geologist and Soils Engineer should evaluate the necessity of placing
additional drains.
All subdrainage systems should be observed by the Geologist and Soils Engineer during
construction and prior to covering with compacted fill.
Consideration should be given to having subdrains located by the project surveyors. Outlets
should be located and protected.
Treatment of Existing Ground
All heavy vegetation, rubbish and other deleterious materials should be disposed of off site.
All surficial deposits including alluvium and colluvium should be removed unless otherwise
indicated in the text of this report. Groundwater existing in the alluvial areas may make
excavation difficult. Deeper removals than indicated in the text of the report may be
necessary due to saturation during winter months.
Subsequent to removals, the natural ground should be processed to a depth of six inches,
moistened to near optimum moisture conditions and compacted to fill standards.
Fill Placement
Most site soil and bedrock may be reused for compacted fill; however, some special
processing or handling may be required (see report). Highly organic or contaminated soil
should not be used for compacted fill.
Material used in the compacting process should be evenly spread, moisture conditioned,
processed, and compacted in thin lifts not to exceed six inches in thickness to obtain a
uniformly dense layer. The fill should be placed and compacted on a horizontal plane, unless
otherwise found acceptable by the Soils Engineer.
If the moisture content or relative density varies from that acceptable to the Soils engineer,
the Contractor should rework the fill until it is in accordance with the following:
Moisture content of the fill should be at or above optimum moisture. Moisture should
be evenly distributed without wet and dry pockets. Pre-watering of cut or removal areas
should be considered in addition to watering during fill placement, particularly in clay
or dry surficial soils.
Each six inch layer should be compacted to at least 90 percent of the maximum density
in compliance with the testing method specified by the controlling governmental agency.
In this case, the testing method is ASTM Test Designation D-1557-91.
Side-hill fills should have a minimum equipment-width key at their toe excavated through
all surficial soil and into competent material (see report) and tilted back into the hill. As the
fill is elevated, it should be benched through surficial deposits and into competent bedrock,
or other material deemed suitable by the Soils Engineer.
Rock fragments less than six inches in diameter may be utilized in the fill, provided:
They are not placed in concentrated pockets;
There is a sufficient percentage of fine-grained material to surround the rocks;
The distribution of the rocks is supervised by the Soils Engineer.
Rocks greater than six inches in diameter should be taken off site, or placed in accordance
with the recommendations of the Soils Engineer in areas designated as suitable for rock
disposal.
In clay soil large chunks or blocks are common; if in excess of six (6) inches minimum
dimension then they are considered as oversized. Sheepsfoot compactors mother suitable
methods should be used to break the up blocks.
The Contractor should be required to obtain a minimum relative compaction of 90 percent
out to the finished slope face of fill slopes. This may be achieved by either overbuilding the
slope and cutting back to the compacted core, or by direct compaction of the slope face with
suitable equipment.
If fill slopes are built "at grade" using direct compaction methods then the slope construction
should be performed so that a constant gradient is maintained throughout construction. Soil
should not be "spilled" over the slope face nor should slopes be "pushed out" to obtain
grades. Compaction equipment should compact each lift along the immediate top of slope.
Slopes should be back rolled approximately every 4 feet vertically as the slope is built.
Density tests should be taken periodically during grading on the flat surface of the fill three
to five feet horizontally from the face of the slope.
In addition, if a method other than over building and cutting back to the compacted core is
to be employed, slope compaction testing during construction should include testing the outer
six inches to three feet in the slope face to determine if the required compaction is being
achieved. Finish grade testing of the slope, should be performed after construction is
complete. Each day the Contractor should receive a copy Of the Soils Engineer's "Daily Field
Engineering Report" which would indicate the results of field density tests that day.
Fill over cut slopes should be constructed in the following manner:
All surficial soils and weathered rock materials should be removed at the cut-fill
interface.
A key at least I equipment width wide (see report) and tipped at least 1 foot into slope
should be excavated into competent materials and observed by the Soils Engineer or his
representative.
The cut portion of the slope should be constructed prior to fill placement to evaluate if
stabilization is necessary, the contractor should be responsible for any additional
earthwork created by placing fill prior to cut excavation.
Transition lots (cut and fill) and lots above stabilization fills should be capped with a four
foot thick compacted fill blanket (or as indicated in the report).
Cut pads should be observed by the Geologist to evaluate the need for overexcavation and
replacement with fill. This may be necessary to reduce water infiltration into highly
fractured bedrock or other permeable zones, and/or due to differing expansive potential of
materials beneath a structure. The overexcavation should be at least three feet. Deeper
overexcavation may be recommended in some cases.
Exploratory backhoe or dozer trenches still remaining after site removal should be excavated
and filled with compacted fill if they can be located.
Grading Observation and Testing
Observation of the fill placement should be provided by the Soils Engineer during the
progress of grading.
in general, density tests would be made at intervals not exceeding two feet of fill height or
every 1,000 cubic yards of fill placed. This criteria will vary depending on soil conditions
and the size of the fill. In any event, an adequate number of field density tests should be
made to evaluate if the required compaction and moisture content is generally being
obtained.
Density tests may be made on the surface material to receive fill, as required by the Soils
Engineer.
Cleanouts, processed ground to receive fill, key excavations, subdrains and rock disposal
should be observed by the Soils Engineer prior to placing any fill. It will be the Contractor's
responsibility to notify the Soils Engineer when such areas are ready for observation.
A Geologist should observe subdrain construction.
A Geologist should observe benching prior to and during placement of fill.
Utility Trench Backfill
Utility trench backfill should be placed to the following standards:
Ninety percent of the laboratory standard if native material is used as backfill.
As an alternative, clean sand may be utilized and flooded into place. No specific relative
compaction would be required; however, observation, probing, and if deemed necessary,
testing may be required.
Exterior trenches, paralleling a footing and extending below a 1:1 plane projected from the
outside bottom edge of the footing, should be compacted to 90 percent of the laboratory
standard. Sand backfill, unless it is similar to the inplace fill, should not be allowed in these
trench-backfill areas.
Density testing along with probing should be accomplished to verify the desired results.
Page Left Intentionally Blank
Attachment le Pollutant Control BMP
Design Worksheets I Calculations
41,
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updated
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— 4tIRa *i'll( (Is4u'.E rEeF PIPE)
I, 3-(piier) - q
( ç 9se
Ar 33') =
CAP -L
SAavE AS vvPt -
Appendix E: BMP Design Fact Sheets
Manual Catcgor
Infiltration
1-1ov-thru Treatment
Control
Applicable Performance
Standard
Pollutant Control
Flow Control
Primary Benefits
Volume Reduction
Peak Flow Attenuation
Location: Kellogg Park, San Diego, California
Description
Permeable pavement is pavement that allows for percolation through void spaces in the pavement
surface into subsurface layers. The subsurface layers are designed to provide storage of storm water
runoff so that outflows, primarily via infiltration into subgrade soils or release to the downstream
conveyance system, can be at controlled rates. Varying levels of storm water treatment and flow
control can be provided depending on the size of the permeable pavement system relative to its
drainage area, the underlying infiltration rates, and the configuration of outflow controls. Pollutant
control permeable pavement is designed to receive runoff from a larger tributary area than site design
permeable pavement (see SD-SB). Pollutant control is provided via infiltration, filtration, sorption,
sedimentation, and biodegradation processes.
Typical permeable pavement components include, from top to bottom:
Permeable surface layer
Bedding layer for permeable surface
Aggregate storage layer with optional underdrain(s)
Optional final filter course layer over uncompacteci existing suhgradc
E-48 February 2016
Appendix E: BMP Design Fact Sheets
CURB
CLEANOU'
(OPTIONAL
/
I
PLAN
NOT TO SCALE
CURB
CLEANOUT
(OPTIONAL)
PERMEABLE SURFACE LAYER BASED ON
PEDESTRIAN/TRAFFIC NEEDS
BEDDING LAYER
MIN. 6" DIAMETER
UNDERDRAIN
(OPTIONAL)
YIN. 3" AGGREGAT\'YM
BELOW UNDERORAIN -'
EXISTING
UNCOMPACTED
SOILS
MEDIA LAYER (OPTIONAL).
FILTER COURSE FOR MEDIA
LAYER SEPARATION (OPTIONAL)
YIN, 6" AGGREGATE STORAGE
FILTER COURSE (OPTIONAL)
SECTION A-A'
NOT TO SCALE
Typical plan and Section view of a Permeable Pavement BMP
Subcategories of permeable pavement include modular paver units or paver blocks, pervious concrete,
E-49 February 2016
Appendix E: BMP Design Fact Sheets
porous asphalt, and turf payers. These subcategory variations differ in the material used for the
permeable surface layer but have similar functions and characteristics below this layer.
'DesIgnA&apIatI,nsfóProjectGoaIs.
Site design BMP to reduce impervious area and DCV. See site design option SD-6B.
Full infiltration BMP for storm water pollutant control. Permeable pavement without an
underdrain and without impermeable liners can be used as a pollutant control BMP, designed to
infiltrate runoff from direct rainfall as well. as runoff from adjacent areas that' are tributary to the
pavement. The system must be designed with an infiltration storage volume (a function of the
aggregate storage volume) equal to the full DCV and able to meet drawdown time limitations.
Partial infiltration BMP with flow-thru treatme$r-storm water pollutant control. Permeable
pavement can be designed so that a portion pf-tlibCV is infiltrated by providing an underdrain with
infiltration storage below the AfaGn invert. The infiltration storage depth should be determined
by the volume that can e- infiltrated within drawdown time limitations. Water discharged
through the pefain is considered flow-thru 'treatment and is not considered bioulitration
treatment-'Sbrage provided above the underdrain invert is included in the flow-thru treatment
Flow-thru treatment BMP for storm water pollutant contro1. The system may be lined and/or
installed over impermeable native soils with an underdrain provided at the bottom to carry away
filtered runoff. Water quality treatment is providedyia-(init treatment processes other than infiltration.
This configuration is considered to pyid(flow-thru treatment, not biofiltration treatment.
Significant aggregate storage provd4ove the underdrain invert can provide detention storage,
which can be controlled via ik eion of an orifice in an outlet structure at the downstream end of the
underdrain: PDPs ha.il1 option to add saturated storage to the flow-thru configuration in
order to reducee15CV that the BMP is 'required to treat. Saturated storage can be added to this
design by inJing an upturned elbow installed at the downstream end of the underdrain or via an
internaJ,Tr structure designed to maintain a specific water level elevation. The DCV can be reduced
bylr(amount of saturated -storage provided. -
Integrated, storm water flow co Lantlollutant control configuration. With any of the above
configurations, the sy c-fitr designed to provide flow rate and duration control. This may include
having a dpriegatc storage layer that allows for significant detention storage above the
Flow-thru treatment control BMP is not an option as a structural BMP. Carlsbad has not adopted an Alternative
Compliance Program.
E-50 February 2016
Appendix E: BMP Design Fact Sheets
underdrain, which can be further controlled via inclusion of an outlet structure at the downstream end
of the underdrain.
Design Criteria and Considerations
Permeable pavements must meet the following design criteria. Deviations from the below criteria may
be apptoved at the discretion of the City Engineer if it is determined to be appropriate:
Siring and Design Intent/Rationale
Placement observes geotechnical
recommendations regarding potential hazards
(e.g., slope stability, landslides, liquefaction Must not negatively impact existing site
zones) and setbacks (c.g., slopes, foundations, gcotechnical concerns.
utilities).
Selection must be based on infiltration
Pull or partial infiltration designs must be
feasibility criteria. supported by drainage area feasibility
findings.
Lining prevents storm water from
An impermeable liner or other hydraulic impacting groundwater and/or sensitive
0 restriction layer is included if site constrnts
environmental or gcotcchnical features.
indicate that infiltration should not be allowed. Incidental infiltration, when allowable, "lot can aid in pollutant removal and
groundwater recharge.
Permeable pavement is not placed in an area Leaves and organic debris can clog the
13" with significant overhanging trees or other pavement surface.
vegetation.
For pollutant control permeable pavement, the Higher ratios increase the potential for
ratio of the total drainage area (including the clogging but may be acceptable for X. 0 permeable pavement) to the permeable relatively clean tributary areas. IA1 pavement should not exceed 4:1. ç — -
Finish grade of the permeable pavement has a Flatter surfaces facilitate increased runoff Tb $-
slope 5%. capture. 6
A minimum separation facilitates SKAZO Minimum depth to groundwater and bedrock infiltration and lessens the risk of
> 1 fl fr negative groundwater impacts.
j/ Contributing tributary area includes effective Sediment can clog the pavement surface.
sediment source control and/or pretreatment
E-51 February 2016
Appendix E: BMP Design Fact Sheets
Siting and Design Intent/Rationale
measures such as raised curbed or grass filter
strips.
Direct discharges to permeable pavement are Roof runoff typically carries Less
,, only from downspouts carrying "clean" roof sediment than runoff from other
L_J runoff that are equipped with filters to eemove impervious surfaces and is less likely to
gross solids, clog the pavement surface.
Permeable Surface Layer
Permeable surface layer type is appropriately Pavement miy wear more quickly if not
El' chosen based on pavement use and expected durable for expected loads or
vehicular loading. frequencies.
Permeable surface layer type is appropriate for
El' expected pedestrian traffic.
Bedding Layer for Permeable Surface
Expected demographic and accessibility
needs (e.g., adults, children, seniors,
runners, high-heeled shoes, wheelchairs,
strollers, bikes) requires selection of
appropriate surface layer type 'that will
not impede pedestrian needs.
Porous asphalt requires a 2- to 4-inch
layer of asphalt and a 1- to 2-inch layer
of choker course (single-sized crushed
aggregate, one-half inch) to stabilize the
surface.
Pervious concrete also requires an
aggregate course of dean gravel or
crushed stone with a minimum amount
of fines.
Bedding thickness and material is appropriate Permeable Interlocking Concrete Paver
for the chosen permeable surface layer type. requires I or 2 inches of sand or No. 8
aggregate to allow for leveling of the
Paver blocks.
Similar to Permeable Interlocking
Concrete Paver, plastic grid systems also
require a 1- to 2-inch bedding course of
either gravel or sand.
For Permeable Interlocking Concrete
Paver and plastic grid systems, if sand is
used, a geotcxtile should be used
E-52 February 2016
Appendix E: BMP Design Fact Sheets
Siting and Desi-n Intent/Rationale
between the sand. course and the
reservoir media to prevent the sand from
migrating into the, stone media.
Washing aggregate will, help eliminate
, Aggregate used for bedding layer is washed fines that could clog the permeable
prior to placement. pavement system aggregate storage layer
void spaces or underdrain.
Media Layer (Optionl —used between bedding layer and aggregate storage layer to
provide pollutant treatment control _ tO',( *-40 0 .b5A t.G1r
Media used for BMP design should be a 5
The pollutant removal performance of the shown via research or testing to be PEE. AA 0 media layer is documented by the applicant. appropriate for expected pollutants of
A filter course is provided tO separate the
0 media layer from the aggregate storage layer.
If a filter course is used, calculations assessing
suitability for particle migration prevetition
have been completed.
concern and flow rates.
Migration of media can cause clogging of
the aggregate storage layer void spaces or OV
undcrdrain.
Gradation relationship between layers
can evaluate factors (e.g., bridging,
permeability, and uniformity) to
determine if particle sizing is appropriate
or if an intermediate layer is needed.
Consult permeable pavement manufacturer to Media must not. compromise. the
verify that media layer provides required structural integrity or intended uses of
structural support the permeable pavement surface.
Aggregate Storage Layer
Aggregate used for the aggregate storage layer
Washing aggregate will, help eliminate
fines that could clog aggregate storage is washed and free of fines. layer void spaces or underdrain.
Minimum layer depth is 6 inches and for
infiltration designs, the maximum depth is A minimum depth of aggregate provides
(j' determined based on the infiltration storage structural stability for expected pavement
volume that will infiltrate within a 36-hour loads.
drawdown time.
Underdrain and Outflow Structures
E-53 February 2016
Appendix E: BMP Design Fact Sheets
Siting and Design Intent/Rationale -
j Underdrains and outflow structures, if used, Maintenance will improve the performance and extend the life of the
are accessible for inspection and maintenance. permeable pavement system.
A minimal separation from subgrade or
linderdrain outlet elevation should be a the liner lessens the risk of fines entering
[( minimum of 3 inches above the bottom the underdrain and can improve
elevation of the aggregate storage layer. hydraulic performance by allowing
perforations to remain unblocked.
/ Smaller diameter underdrains are prone
Minimum underdrain diameter i i s 6nches. to clogging.
Slotted underdrains provide greater Underdrains arc made of slotted, PVC pipe i ntake capacity, clog resistant drainage,
, conforming to AS TM D 3034 or equivalent or and reduced entrance velocity into the corrugated, HDPE pipe conforming to pipe, thereby reducing the chances of AAsH'ro 252M or equivalent, solids migration.
Filter Course (Optional)
Washing aggregate will hclp eliminate
Filter course is washed and free of fines, fines that could clog subgrade and
impede infiltration.
1 1
Determine the areas where pr~eable pavement can be used in the site design to replace
traditional pavement to)e(uce the impervious area and DCV. These permeable pavement
areas can be creditej,t6ward reducing runoff generated through representation in storm water
calculations as piious, not impervious, areas but are not credited for storm water pollutant
control. Th1 permeable pavement areas should be designed as self-retaining with the
approiafe tributary area ratio identified in the design criteria.
Cjkiate the DCV per Appendix B, taking into account reduced runoff from self-retaining
,4ermeable pavement areas.
Conceptual Design and Sizing Approach for Storm Water Pollutant Control Only
To design permeable pavement for storm water pollutant control only (no flow control required), the
following steps should be taken:
1. Verify that siting and design criteria have been met, including placement requirements,
maximum finish grade slope, and the recommended tributary area ratio for non-self-retaining
permeable pavement. If infiltration is infeasible, the permeable pavement can be designed as
E-54 February 2016
Appendix E: BMP Design Fact Sheets
flow-thru treatment per the sizing worksheet. If infiltration is feasible, calculations should
follow the remaining design steps.
Calculate the DCV per Appendix B based on expected site design runoff for tributary areas.
Use the sizing worksheet to determine if full or partial infiltration of the DCV is achievable
based on the available infiltration storage volume calculated from the permeable pavement
footprint, aggregate storage layer depth, and in-situ soil design infiltration rate for a maximum
36-hour drawdown time. The applicant has an option to use a different drawdown time up to
96 hours if the volume of the facility is adjusted using the percent capture method in Appendix
B.4.2.
Where the DCV cannot be fully infiltrated based on the site or permeable pavement
constraints, an undetdrain must be incorporated above the infiltration storage to carry away
runoff that exceeds the infiltration storage capacity.
The remaining DCV to be treated should be calculated for use in sizing downstream BMP(s).
Conceptual Design ànd Sszing Approach when Storm Water Flow :n p. Is Applicable'
Control of flow rates and/or durations will typically require significant aggregate storage volumes, and
therefore the following steps should be taken prior to determination of storm water pollutant control
design. Pre-dcvclopmcnt and allowable post-project flow rates and durations should be determined as
discussed in Chapter 6 of the manual.
Verify that siting and design criteria have been met, including placement requirements,
maximum finish grade slope, and the recommended tributary area ratio for non-self-retaining
permeable pavement. Design for flow control can be achieving using various design
configurations, but a flow-thru treatment design will typically require a greater aggregate
storage layer volume than designs which allow for full or partial infiltration of the DCV.
Iteratively determine the area and aggregate storage layer depth required to provide infiltration
and/or detention storage to reduce flow rates and durations to allowable limits. Flow rates
and durations can be controlled from detention storage by altering outlet structure orifice
size(s) and/or water control levels. Multi-level orifices can be used within an outlet structure
to control the full range of flows.
If the permeable pavement system cannot fully provide the flow rate and duration control
required by this manual, a downstream structure with sufficient storage volume such as an :
Plow-thru treatment control BMPs is not an option as a structural BMP. Carlsbad has not adopted an Alternative
Compliance Program.
E-55 February 2016
Appendix E: BMP Design Fact Sheets
underground vault can be used to provide remaining controls.
4. After permeable pavement has been designed to meet flow control requirements, calculations
must be completed to verify if storm water pollutant control requirements to treat the DCV
have been met.
E-56 February 2016
ATTACHMENT 2
BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES
[This is the cover sheet for Attachment 2.1
Indicate which Items are Included behind this cover sheet:
PROJECT IS EXEMPT FROM HYDROMODIFICATIONL1
kE-QUIREMENTS, THEREFORE THIS SECTION .ISEMPTY.
Attachm\nt Contents Checklist /
Seguence\
Attachment Hydromodification Management
\ Exhibit (Required)
D Included/
See H cation Management
Exhibit on the back of this
Attach r sheet.
Attachment 2b Mana ment of Critical Coarse
2rai
Ex$bit showing project
Sedime Yield Areas (WMAA Exhibit Øge boundaries marked on
is require additional analyses are N$AA Critical Coarse Sediment
optional) field Area Map (Required)
See Section 6.2 the BMP Design Optional analyses for Critical Coarse
Manual. Sediment Yield Area Determination
E] 6.2.1 Verification of
Geomorphic Landscape Units
)nsite
D 6.2.2 Downstream Systems
Sensitivity to Coarse Sediment
O 6.2.3 Optional Additional
Analysis of Potential Critical Coarse
Sediment Yield Areas Onsite
Attachment 2c Geomorphic Aessment of Receiving 0 Not performed roral) Chann 1NIncluded
See 3.4 of the BMP Design
Man
Attachment 2d Flow ontrol Facility Design and Includ
Str tural BMP Drawdown
C Iculations (Required)
See Chapter 6 and Appendix G of the
/ BMP Design Manual
Use this checklist to ensure the required information has been included on the
Hydromodification Management Exhibit:
The Hyd ro modification Management Exhibit must identify:
El Underlying hydrologic soil group
El Approximate depth to groundwater
El Existing natural hydrologic features (watercourses, seeps, springs, wetlands)
\necessaryi crea
cal coarse sediment yield areas to be protected (if present)
ting topography
ting and proposed site drainage network and connections to drainag offsite
osed grading
'sed impervious features
pod design features and surface treatments used to minimiz mperviousness
t(s) (Compliance (POC) for Hydromoditication Manageme
ting anproposed drainage boundary and drainage area t each POC (when
ary, creatseparate exhibits for pre-development and po -project conditions)
ctural BMPor hydromodification management (identi location, type of BMP,
e/detail) \
ATTACHMENT 3
Structural BMP Maintenance Information
Use this checklist to ensure the required information has been included in the Structural
BMP Maintenance Information Attachment:
Preliminary Design/Planning/CEQA level submittal:
Attachment 3 must identify:
Typical maintenance indicators and actions for proposed structural BMP(s) based on
Section 7.7 of the BMP Design Manual
Final Design level submittal:
Attachment 3 must identify:
[91 Specific maintenance indicators and actions for proposed structural BMP(s). This shall
be based on Section 7.7 of the BMP Design Manual and enhanced to reflect actual
proposed components of the structural BMP(s)
How to access the structural BMP(s) to inspect and perform maintenance
91 Features that are provided to facilitate inspection (e.g., observation ports, cleanouts,
silt posts, or other features that allow the inspector to view necessary components of the
structural BMP and compare to maintenance thresholds)
N/AD Manufacturer and part number for proprietary parts of structural BMP(s) when
applicable
M Maintenance thresholds for BMPs subject to siltation or heavy trash(e.g., silt level
posts or other markings shall be included in all BMP components that will trap and store
sediment, trash, and/or debris, so that the inspector may determine how full the BMP is,
and the maintenance personnel may determine where the bottom of the BMP is. If
required, posts or other markings shall be indicated and described on structural BMP
plans.)
II Recommended equipment to perform maintenance
N/AD When applicable, necessary special training or certification requirements for inspection
and maintenance personnel such as confined space entry or hazardous waste
management
Page Left Intentionally Blank
BMP OPERATIONS AND MAINTENANCE
PLAN (MAJOR WQMP BMP O&M PLAN)
FOR PRIORITY PROJECTS
PROJECT NAME: 570 LAGUNA DRIVE. CARLSBAD. CA
PARCEL NUMBER: 155-221-12-00
PROJECT NUMBER: CT2018-0006
APPLICANT NAME: _BRETT FARROW ARCHITECT
DATE: 01/30/2020
Preparedfor:
City of Carlsbad
Land Development Engineering
1635 Faraday Avenue
Carlsbad, CA 92008
Approved by City of Carlsbad
Department of Public Works,
Environmental Management,
Storm Water Protection Program
Date:
CITY OF CARLSBAD
BAIP OI'ERil TIONS AND MAINTENANCE PLAN
570 Logwia Drive, Car/shad, CA
Table of Contents
Compliance with Stormwater Best Management Practices Maintenance
Requirements......................................................................................................I
Designation Responsible Parties ......................................................................I
Maintenance Personnel .......................................................................2
Organizational Chart............................................................................2 Training................................................................................................2
BMP Maintenance Funding..................................................................3
Ill. Low Impact Development and Site Design BMPs............................................3
IV. Source Control BMPs .........................................................................................4
V. Drainage Areas..................................................................................................15
VI. Stormwater Treatment Control BMPS ............................................................. 15
VII. Inspecting Stormwater BMPs...........................................................................16
Inspection Procedures .......................................................................16 Inspection Report...............................................................................16
Verification of Inspection and Checklist Submittal .............................17
VIII. Maintenance Schedule for Stormwater BMPs, ............................ . ................... 17
IX. Maintaining Stormwater BMPs.........................................................................17
Maintenance Categories .................................................................... 18
Maintenance Forms ............................................................................18
X. Preventative Measures to Reduce Maintenance Costs.................................19
XI. Inspection & Maintenance - Annual Reporting..............................................19
TABLES
TABLE 1 Ownership and Maintenance
TABLE 2 BMP Operation and Maintenance Funding
TABLE 3 Source Control BMPs
TABLE 4 Drainage Management Areas
TABLE 5 Stormwater Treatment Control BMPs
BMP O&M PLAN
C177 OF C4RLSBAD
BAY OPERA TIONSAND MAINTENANCE PLAN
570 Laguna Drive. Cur/shad, CA
ATTACHMENTS
Organizational Chart
Training Program
BMP Operation and Maintenance Funding Supplemental Information
LID BMPs Inspection Form
Source Control BMP Inspection Form
Site Map
Plans and Other Operation and Maintenance Requirements
Treatment Control BMP Inspection and Maintenance Checklist(s)
Maintenance Schedule
Service Agreement
II. Annual Inspection and Maintenance Reporting Form
12. City of Carlsbad O&M Agreement
BMP O&M PLAN
CITY OFC4RISI3AD
BAlI' OPERA TIONS AND MAINTENANCE PLAN
370 Laguna Drive, Carlsbad. CA
COMPLIANCE WITH STORMWATER BEST MANAGEMENT
PRACTICES MAINTENANCE REQUIREMENTS
All property owners are responsible for ensuring that stormwater best
management practices (BMPs) or facilities installed on their property are properly
maintained and that they function as designed. Tenants shall be aware of their
responsibilities regarding stormwater facility maintenance and need to be familiar
with the contents of this Operations and Maintenance Plan (O&M Plan). Property
Owners have signed and agreed to proper maintenance of these facilities in a
City of Carlsbad Maintenance Agreement (wet-signature copy to be maintained
in Attachment 12). In some cases, this maintenance responsibility may be
assigned to others through special agreements. All other maintenance
agreements between the property owner and their maintenance employees
associated with this property shall be included in Attachment 10.
DESIGNATION OF RESPONSIBLE PARTIES
Responsible parties shall be designated and identified in Table 1.
The Responsible BMP Party is individual, party, or parties that shall have
direct responsibility for the maintenance of stormwater controls. This
individual shall be the designated contact with City inspectors and should
sign self-inspection reports and any correspondence with the City
regarding verification of inspections and required maintenance.
The Duly Authorized Representative is the corporate officer authorized to
negotiate and execute any contracts that might be necessary for future
changes to operation and maintenance or to implement remedial
measures if problems occur.
The Designated Emergency Respondent is the party responsible for
emergencies such as clogged drains, broken irrigation pipes, etc., that
would require immediate response should they occur during off-hours.
TABLE 1
OWNERSHIP AND MAINTENANCE
Name Address ' Phone I Email
Responsible BMP Laguna 125 Mozart Ave., 760.230.6851
Party Project, LP Cardiff-By-the-Sea,
(if different than above) CA, 92007
Employees reporting to Brett Farrow 760.230.6851
Responsible BMP
Party
Duly Authorized Brett Farrow 760.230.6851
Representative
____________
BMP O&M PLAN
CITY OF CARlSBAD
BA/P OPERA TIONS AND MAINTENANCE PLAN
570 Lagu,ra Drive. Cur/shad, CA
Designated Emergency TBD
Respondent'
1 The Designated Emergency Respondents phone number must be a cellular phone that is reachable 24
hours a day.
Updated contact information must be provided to the City immediately whenever
a property is sold and whenever designated individuals or contractors change.
Maintenance Personnel
Maintenance personnel including Responsible BMP Party, Employees Reporting
to Responsible BMP Party, and the Designated Emergency Respondent, must
be qualified to properly maintain stormwater BMPs (including treatment and flow-
control facilities), especially for restoration or rehabilitation work. Inadequately
trained personnel can cause additional problems resulting in additional
maintenance costs.
Organizational Chart
An organization chart showing the relationships of authority and responsibility
between the individuals responsible for maintenance is provided in Attachment 1.
Training
Periodic training is conducted by the responsible BMP party for all personnel
affiliated with the maintenance of stormwater BMPs. New staff and/or
contractors training regarding the purpose, mode of operation, and maintenance
requirements for the site's storm water facilities will be provided by the site.
Necessary ongoing training for staff and/or contractors will also be provided. The
site's Staff Training Program is described in Attachment 2.
-
—TABLE 2
Sources of Funding Unit 13 Rental Residence funds
Budget Category for Maintenance Budget
Expenditures
Process for establishing Evaluate costs in prior year, and add estimate
Annual O&M Budget addition of any repair or replacements.
Process for obtaining TBD
unexpected expenditures for
major corrective activities
BMP O&M PLAN 2
CITY OF CARLSBAD
BAll' OPERA 7IONS AND MAINTENANCE PLAN
570 Laguna Drive, Carlsbad. CA
D. BMP Maintenance Funding
The funding for BMP operation and maintenance shall be described in Table 2,
including sources of funds, budget category for expenditures, process for
establishing the annual operations and maintenance budget, and process for
obtaining authority should unexpected expenditures for major corrective
maintenance be required. Any supplemental information, including calculations
and documentation shall be included in Attachment 3.
Ill. LOW IMPACT DEVELOPMENT AND SITE DESIGN BMPS
Low Impact Development (LID) and Site Design BMPs have been incorporated
into the project to minimize stormwater impacts. LID BMPs collectively minimize
directly connected impervious area and promote infiltration on the project site.
Site design BMPs are permanent measures and are similar to LID BMPs.
The LID and Site Design BMPs for the project which require maintenance are
identified along with their locations, including Drainage Management Areas
(DMAs), in Table 22 of the project WQMP. A LID Inspection form for the site is
provided in Attachment 4. In the event that a project use should change or
maintenance considerations may require the site to become amended, Table 22
should be referenced for original site constraints and design guidelines.
BMP O&M PLAN
CITY OF CARLSBAD
&tIP OPERA TIONS AND MAINTENANCE I'LAN
570 Lugwzu Drive. car/shad. CA
IV. SOURCE CONTROL BMPS
Source control BMPs have been selected for the project in order to minimize or
prevent pollutant generation. Table 4 identifies the potential pollutant sources
and corresponding permanent and operational source controls as well as their
locations.
Source control BMPs should be inspected routinely in order to reduce or prevent
pollution from accumulating in these areas. Routine inspections of the site's
source controls are discussed in the site's maintenance schedule. Source
control inspection forms are in Attachment 5.
BMPO&M PLAN 4
CITY OF CARLSBAD
BMP OPERATIONS AND MAINTENANCE PLAN
570 Lugww Drive. Carlsbad. CA
SOURCE CONTROL BIVIPS
Potential Pollutant Sources Description Operational BMPs Location
ZOn-site storm drain inlets .-,All.inlets-shalI-bemarkedwith-Cityof Maintain and periodically replace inlet See Site Plan
Carlsbad.stormdrainmarkers -(tYPicaI marker- markers, as necessary. shown-below). --Markers-can -be -obtained -from - Review stormwater pollution prevention www.berntsen.com or-fromothervendors. information applicable to the site.
Adhere to applicable operational BMPs in
Fact Sheet SC-44, "Drainage System
Maintenance," in the CASQA Stormwater
Quality Handbooks at
www.cabmphandbooks.com
% M Do not allow anyone to discharge anything
to storm drains or to store or deposit
materials so as to create a potential
441 discharge to storm drains.
[]Interior floor drains and Interior floor drains and elevator shaft sump Inspect and maintain drains to prevent Interior of building,
elevator shaft sump pumps will be plumbed to sanitary sewer. blockages and overflow, lower floor of rear
pumps Regularly clear all associated cleanouts expansion
and hand holes.
EJlnterior parking garages Parking garage floor drains will be plumbed Inspect and maintain drains to prevent N/A
to the sanitary sewer. blockages and overflow.
BMP O&M PLAN
C/fl' OF CARLSIJA/)
liMP OPERA T!OMAND MAINTEiVANCE I'LAN
570 Laguna Drive. car/shad. CA
F SOURCE CONTROL BIVIPS
Potential Pollutant Sources ' Description Operational BMPs I Location
Landscape/ Outdoor Final site landscape plans shall be placed in Maintain landscaping using a minimum Vegetated Swale &
Pesticide Use Attachment 7 (following final City permit amount of or no pesticides (consider the rear playground
approvals) and shall be used to maintain the use of organic techniques).
following: Review and adhere to applicable
Preserve existing native trees, shrubs, and operational BMPs in Fact Sheet SC-41,
ground cover to the maximum extent "Building and Grounds Maintenance," in
possible. the CASQA Stormwater Quality
Minimize irrigation and runoff, to promote Handbooks at www.cabmphandbooks.com
surface infiltration where appropriate, and Review IMP information and provide to
to minimize the use of fertilizers and landscape and maintenance personnel.
pesticides that can contribute to stormwater
pollution.
Where landscaped areas are used to retain
or detain stormwater, maintain and replace,
as necessary, plants that are tolerant of
saturated soil conditions.
Consider using pest-resistant plants,
especially adjacent to hardscape.
To insure successful establishment, select
plants appropriate to site soils, slopes,
climate, sun, wind, rain, land use, air
movement, ecological consistency, and
plant- interactions.
Use efficient irrigation Employ rain shutoff devices to prevent Inspect irrigation system for leaks and/or Vegetated Swale &
systems irrigation after precipitation. malfunctions. rear of facility
Design irrigation systems to each landscape Inspect that water usage is consistent with landscaping
area's specific water requirements. vegetation requirements.
Use flow reducers or shutoff valves triggered Inspect that irrigation shut-off controls
by a pressure drop to control water loss in the operate correctly.
event of broken sprinkler heads or lines.
Employ other comparable, equally effective,
BMP O&M PLAN
CITY OF CARLSBAD
BMP O!'ERATIONSAND MAINTENANCE PLAN
570 Lagw,a Drive, Carlsbad. CA
SOURCE CONTROL BIVIPS
Potential Pollutant Sources Description Operational BMPs Location
methods to reduce irrigation water runoff.
DNeed for future indoor & Note building design features that discourage Review Integrated Pest Management N/A
structural pest control entry of pests. information and provide to other
maintenance personnel.
EPools, spas, ponds, Plumb pools to the sanitary sewer in Review and adhere to applicable N/A
decorative fountains, and accordance with local requirements. operational BMPs in Fact Sheet SC-72,
other water features. "Fountain and Pool Maintenance," in the
CASQA Stormwater Quality Handbooks at
www.cabmphandbooks.com
Food service Describe the location and features of the Trash Bins are kept covered and are Parking area and area
designated cleaning area. managed by each residence. adjacent to outdoor
Describe the items to be cleaned in this covered walkways
facility and how it has been sized to insure
that the largest items can be accommodated.
BMP O&M PLAN
CITY OF CARLSBAD
EM!' OPERA TIONS AND MA/NTENA,VE !'LAN
570 Laguna Drive, Car/shad. CA
SOURCE CONTROL BMPS —i
Potential Pollutant Sources ' Description Operational BMPs Location
Refuse areas . State how site refuse will be handled and Provide adequate number of receptacles. Dumpster Area
provide supporting detail to what is shown on . Inspect receptacles regularly; repair or designed per City
plans. replace leaky receptacles, requirements and
Prohibitive signs shall be posted on or near Keep receptacles covered at all times. CASQA SC-34
dumpsters with the words "Do not dump Prohibit/prevent dumping of liquid or www.casqa.org/resour
hazardous materials here' or similar. hazardous wastes. ces/bmphandbooks/m
Any drains from dumpsters, compactors, and Post and replace, as necessary, "
unicipal-bmp-
bin areas shall be connected to a grease hazardous materials' signs. handbook.
removal device before discharge to sanitary Inspect and pick up litter daily and clean
sewer. up spills immediately.
Keep spill control materials available on-
site. Review Fact Sheet SC-34, "Waste
Handling and Disposal" in the CASQA
Stormwater Quality Handbooks at
www.cabmphandbooks.com
Dlndustrial processes. Cover or enclose areas that would be the Review and adhere to Fact Sheet SC-la, N/A
most significant source of pollutants; or, "Non- Stormwater Discharges" in the
slope the area toward •a dead-end sump; or, CASQA Stormwater Quality Handbooks at
discharge to the sanitary sewer system in www.cabmphandbooks.com
compliance with the applicable municipal
waste water district's requirements (include a
copy of the waste acceptance letter from the
agency accepting the waste in Attachment
10).
Grade or berm area to prevent run-on from
surrounding areas.
Installation of storm drains in areas of
equipment repair is prohibited.
Implement other features which are
comparable or equally effective.
BMP O&M PLAN
C/ri' OF CARLSBAD
)JM/' Ol'ERAT/ONSAND MAINTENANCE /'LAsV
570 Laguna Drive. Carlsbad. CA
Potential Pollutant Sources
SOURCE CONTROL BIVIPS
Description Operational BMPs I Location
DOutdoor storage of Comply with all requirements of local Review and adhere to the Fact Sheets SC- N/A
equipment or materials Hazardous Materials Programs for: 31, "Outdoor Liquid Container Storage"
Hazardous Waste Generation and SC- 33, "Outdoor Storage of Raw
Hazardous Materials Release Response Materials" in the CASQA Stormwater
and Inventory Quality Handbooks at
California Accidental Release (CalARP) www.cabmphandbooks.com
oAboveground Storage Tank
Uniform Fire Code Article 80 Section
103(b) & (c) 1991
Underground Storage Tank
Storage of non-hazardous liquids shall be
covered by a roof and/or drain to the sanitary
sewer system, and be contained by berms,
dikes, liners, or vaults.
Storage of hazardous materials and wastes
must be in compliance with the local
hazardous materials ordinance and a
Hazardous Materials Management Plan for
the site.
Include a detailed description of materials to be
stored, storage areas, and structural features to
prevent pollutants from entering storm drains.
BMP O&M PLAN
CITY OF CARLSBAD
EM!' OPERATIONS AND MAINTENANCE I'L4N
570 Lagwiu Drive. Carlsbad, CA
IF
Potential Pollutant Sources
TABLE3
SOURCE CONTROL BMPS
Description Operational BMPs Location
DVehicle and Equipment If a car wash area is not provided, describe Follow operational measures to implement .N/A
Cleaning measures taken to discourage on-site car the following (if applicable):
washing and explain how these will be Washwater from vehicle and equipment
enforced. washing operations shall not be
Equip wash area with a clarifier, grease trap discharged to the storm drain system.
or other pretreatment facility, as appropriate Car dealerships and similar may rinse
and properly connect to the sanitary sewer. cars with water only.
Implement other features which are Review and adhere to Fact Sheet SC-
comparable or equally effective 21, "Vehicle and Equipment Cleaning,"
Commercial/ industrial facilities having in the CASQA Stormwater Quality
vehicle/ equipment cleaning needs shall Handbooks at
either provide a covered, bermed area for www.cabmphandbooks.com
washing activities or discourage
vehicle/equipment washing by removing hose
bibs and installing signs prohibiting such
uses.
Washing areas for cars, vehicles, and
equipment shall be paved, designed to
prevent run-on to or runoff from the area, and
plumbed to drain to the sanitary sewer.
Commercial car wash facilities shall be
designed such that no runoff from the facility
is discharged to the storm drain system.
Wastewater from the facility shall discharge
to the sanitary sewer, or a wastewater
reclamation system shall be installed and
permitted by proper regulatory authorities
(attach permits in Attachment 10, as
necessary).
BMPO&M PLAN 10
ciry oi CARLSIJAD
liMP OPERATIONS AND MAINTENANCE PLAN
570 Laguna Drive. car/shad. (A
SOURCE CONTROL BIVIPS
Potential Pollutant Sources ' Description Operational BMPs I Location
DVehicle/Equipment Repair No vehicle repair or maintenance will be done The following restrictions apply to use the N/A
and Maintenance outdoors, or else describe the required site:
features of the outdoor work area. No person shall dispose of, nor permit
An industrial waste discharge permit will be the disposal, directly or indirectly of
obtained. For floor drains connected to the vehicle fluids, hazardous materials, or
sanitary sewer; design will meet the rinse water from parts cleaning into
permitting agency's requirements. storm drains.
An industrial waste discharge permit will be No vehicle fluid removal shall be
obtained for tanks, containers or sinks to be performed outside a building, nor on
used for parts cleaning or rinsing; design will asphalt or ground surfaces, whether
meet the permitting agency's requirements. inside or outside a building, except in
Accommodate all vehicle equipment repair such a manner as to ensure that any
and maintenance indoors or designate an spilled fluid will be in an area of
outdoor work area and design the area to secondary containment. Leaking vehicle
prevent run-on and runoff of stormwater. fluids shall be contained or drained from
Show secondary containment for exterior the vehicle immediately.
work areas where motor oil, brake fluid, No person shall leave unattended drip
gasoline, diesel fuel, radiator fluid, acid- parts or other open containers
containing batteries or other hazardous containing vehicle fluid, unless such
materials or hazardous wastes are used or containers are in use or in an area of
stored. Drains shall not be installed within the secondary containment.
secondary containment areas.
BMP O&M PLAN 11
CITY OF CARLSBAD
lIMP OPERA TIONS AND MAINTENANCE PLAN
570 Laguna Drive, Carlsbad, CA
Potential Pollutant Sources
SOURCE CONTROL BMPS
Description Operational BMPs I Location
DFuel Dispensing Areas Fueling areas1 shall have impermeable floors The fueling area is to be dry swept N/A
(i.e., portland cement concrete or equivalent routinely.
smooth impervious surface) that are: Review and adhere to the Business Guide
Graded at the minimum slope necessary to Sheet, "Automotive Service—Service
prevent ponding Stations" in the CASQA Stormwater
Separated from the rest of the site by a Quality Handbooks at
grade break that prevents run-on of www.cabmphandbooks.com
stormwater to the maximum extent
practicable.
Fueling areas shall be covered by a canopy
that extends a minimum often feet in each
direction from each pump. [Alternative: The
fueling area must be covered and the covers
minimum dimensions must be equal to or
greater than the area within the grade break
or fuel dispensing area'. The canopy [or
cover] shall not drain onto the fueling area.
The fueling area shall be defined as the area extending a minimum of 6.5 feet from the corner of each fuel dispenser or the length at which the hose and nozzle
assembly may be operated plus a minimum of one foot, whichever is greater.
BMP O&M PLAN 12
CITY OF CARLSBAD
B/vt!' OPERATIONS AND MAINTENANCE PLAN
570 Lagwsa Drive. Carlsbad. CA
Potential Pollutant Sources
1:
BIVIPS
Description I Operational BMPs I Location
OLoading Docks Loading dock areas draining directly to the Move loaded and unloaded items indoors N/A
sanitary sewer shall be equipped with a spill as soon as possible.
control valve or equivalent device, which shall Review and adhere to Fact Sheet SC-30,
be kept closed during periods of operation. 'Outdoor Loading and Unloading," in the
Provide a roof overhang over the loading CASQA Stormwater Quality Handbooks at
area or install door skirts cowling) at each www.cabmphandbooks.com
bay that enclose the end of the trailer.
Roof downspouts shall be positioned to direct
stormwater away from the loading area.
Water from loading dock areas should be
drained to the sanitary sewer where feasible.
DFire Sprinkler Test Water Provide a means to drain fire sprinkler test Review the note in Fact Sheet SC-41, Drains to sewer in
water to the sanitary sewer. 'Building and Grounds interior floor drain.
Maintenance,' in the CASQA Stormwater
Quality Handbooks at
www.cabmphandbooks.com
BMP O&M PLAN . 13
Cm' OF CARLSBAD
BMI' O!'ERATIONSANL) AMmA'Th,VA,VCE !'LAN
570 Laguna Drive. Carlsbad. CA
Potential Pollutant Sources
SOURCE CONTROL BIVIPS
' Description Operational BMPs I Location
OMiscellaneous Drain or . Boiler drain lines shall be directly or indirectly Condensate drains
Wash Water connected to the sanitary sewer system and from rooftop to
Boiler drain lines may not discharge to the storm drain system. landscaping from roof
Condensate drain lines Condensate drain lines may discharge to drains, then to rear of
Rooftop equipment landscaped areas if the flow is small enough building for infiltration
Drainage sumps that runoff will not occur. Condensate drain or capture for use as
Roofing, gutters, and lines may not discharge to the storm drain landscape irrigation.
trim system.
Rooftop mounted equipment with potential to New gutters shall not
produce pollutants shall be roofed and/or be made of metals.
have secondary containment.
Any drainage sumps on-site shall feature a
sediment sump to reduce the quantity of
sediment in pumped water.
Avoid roofing, gutters, and trim made of
copper or other unprotected metals that may
leach into runoff.
Plazas, sidewalks, and Plazas, sidewalks, and parking lots shall Routine sweeping
parking lots be swept regularly to prevent the occurs monthly.
accumulation of litter and debris. Debris
from pressure washing shall be collected
to prevent entry into the storm drain
system. Washwater containing any
cleaning agent or degreaser shall be
collected and discharged to the sanitary
sewer and not discharged to a storm drain.
BMP O&M PLAN 14
CITY OF CARLSBAD
lIMP OPER.A lIONS AND MAIN1ENANCE PLAN
570 Laguna Drive, Carlsbad, CA
DRAINAGE AREAS
Table 5 summarizes the drainage management areas (DMAs) on site. Areas are
designated as self-treating, self-retaining, draining to self-retaining, and draining
to an Integrated Management Practice (IMP).
DRAINAGE MANAGEMENT AREAS
sub DMA No. I Designation Description
1, 2, 3 Drains to BMP Drains to pervious
pavement system.
5, 7F, 8F, 9F, 1OF, Drains to BMP Drains to pervious
IOR, hF, IIR, 12F, pavement system.
12R, 13F, 13R, 13B
7R, 8R, 9R, 9B Drains to BMP Drains to pervious
pavement system.
The site map in Attachment 6 shows the DMAs and their flow patterns. The map
indicates, using flow patterns, how the flow from each DMA is routed to the
corresponding storm water facility. Impervious and pervious areas are shown on
the map.
STORMWATER TREATMENT CONTROL BMPS
Treatment control BMPs treating runoff from DMAs that could not be routed to
properly sized self-treating areas, self-retaining areas, areas draining to self-
retaining areas, and/or areas draining to an IMP have been included in the
project design and are summarized in Table 6.
Treatment
Control BMP
Type
Pervious Payers
BMP 1
Pervious Payers
BMP2
Description
Drains DMAs Al, A2, A3
Drains DMAs A4 to A17
Size or Treatment
Control BMP
Capacity
1,091 CF PROVIDED
1.076 CF PROVIDED
Area Drained or
Water Quality
Flow
DCV 250 CF
DCV 355 CF
BMP O&M PLAN 15
CITY OF CARlSBAD
&t/P OPERA TIONS AND MAINTENANCE P/AN
570 Laguna Drive, Carlsbad, CA
The location and type of each of the project's stormwater facilities on site are
shown on the site map in Attachment 6.
The as-built drawings2, manufacturer's data, cut-sheets, manuals, and specific
operation and maintenance requirements for each treatment control BMP shall
be provided in Attachment 7.
VII. INSPECTING STORMWATER BMPS
The quality of stormwater entering the waters of the U.S. or waters of the state
relies heavily on the proper operation and maintenance of permanent BMPs.
LID, source control, and treatment control stormwater BMPs must be periodically
inspected to ensure that they are functioning as designed. Inspections will
determine the appropriate maintenance that is required for the facility.
Inspection Procedures
All stormwater treatment BMPs are required to be inspected a minimum of once
per year. Inspections follow the inspection procedures found in the Inspection
and Maintenance Checklists provided in the City of Carlsbad's BMP Design
Manual document or located on the City's website
http:/Iwww.carlsbadca.gov/services/depts/landevllanddev.asp. The Inspection
and Maintenance Checklist(s) that is applicable to the site is provided in
Attachment 8.
Inspection Report
The person(s) conducting the inspection activities (Responsible BMP Party.
Employees reporting to Responsible BMP Party, or the Designated Emergency
Respondent) shall complete the appropriate inspection checklist for the specific
facility. All completed checklists are located in Attachment 8. All facilities are to
be inspected on an annual basis at a minimum. A copy of each inspection form
shall be kept by the property owner a minimum of 5 years.
Inspection Scoring
For each inspection item, a score is given to identify the urgency for any required
maintenance. The scoring is as follows:
0 = No deficiencies identified.
1 = Monitor - Although maintenance may not be required at this time,
a potential problem exists that will most likely need to be
addressed in the future. This can include items like minor erosion,
concrete cracks/spalling, or minor sediment accumulation. This
item should be revisited at the next inspection.
2 As-built drawings must be included after construction is complete.
BMP O&M PLAN 16
CITY OF CARLSBAD
BA /P OPERA TIONS AND MAINTENANCE PLAN
570 Laguna Drive. Carlsbad, CA
2 = Routine Maintenance Required - Some inspection items can be
addressed through the routine maintenance program. This can
include items like vegetation management or debris/trash removal.
3 = Immediate Repair Necessary - This item needs immediate
attention because failure is imminent or has already occurred.
This could include items such as structural failure of a feature
(outlet, weir, manhole, etc.), significant erosion, or significant
sediment accumulation. This score should be given to an item
that can Significantly affect the function of the facility.
N/A = This is checked by an item that may not exist in a facility. Not all
facilities have all of the features identified on the form (outlet, weir,
manhole, etc.).
Overall Facility Rating
An overall rating is given for each facility inspected. The overall facility rating
should correspond with the highest score (0, 1, 2, 3) given to any feature on
the inspection form.
C. Verification of Inspection and Checklist Submittal
The Stormwater BMP Inspection and Maintenance Checklist (in Attachment 8)
provides a record of inspections and the need for maintenance activities at the
facility. Verification of the inspection of the stormwater facilities and the facility
inspection checklist(s) shall be provided to the City of Carlsbad Storm Water
Protection Program on an annual basis. The verification and the inspection
checklist(s) shall be reviewed and submitted by the property owner or
Responsible BMP Party, or the Duly Authorized Representative, per Table 1.
MAINTENANCE SCHEDULE FOR STORMWATER BMPS
A maintenance schedule for the stormwater source control and treatment control
BMPs on site is provided in Attachment 9. Attachment 9 includes schedules for
routine inspection and maintenance, annual inspection and maintenance, and
inspection and maintenance after major storm events.
A service agreement with any contractors hired to perform stormwater treatment
control BMP maintenance is also provided in Attachment 10.
MAINTAINING STORMWATER BMPS
Stormwater BMPs must be properly maintained to ensure that they operate
correctly and provide the water quality treatment for which they were designed.
Routine maintenance performed on a frequently scheduled basis, can help avoid
BMP O&M PLAN 17
CITY OF CARlSBAD
BA/I' OI'ERATJONSAND MAINTENANCE PLAN
570 Laguna Drive, Carlsbad. CA
more costly rehabilitative maintenance that results when facilities are not
adequately maintained.
Maintenance Categories
Stormwater BMP maintenance programs are separated into three broad
categories of work: routine, restoration, and rehabilitation. The categories are
separated based upon the magnitude and type of the maintenance activities
performed. A description of each category follows:
Routine Work
This work includes items such as the removal of debris/material that may be
clogging the outlet structure well screens and trash racks. It also includes
activities such as road and parking lot sweeping, weed control, mosquito
treatment, and algae treatment. These activities normally will be performed
numerous times during the year. These items can be completed without any
prior correspondence with the City of Carlsbad Storm Water Protection
Program; however, inspection and maintenance forms shall be completed
with the information also being reported on the annual report forms and
submitted to the City.
Restoration Work
This work consists of a variety of isolated or small-scale maintenance and
work needed to address operational problems. Most of this work can be
completed by a small crew, with minor tools, and small equipment. These
items do not require prior correspondence with City of Carlsbad Storm Water
Protection Program. However, completed maintenance forms are required to
be submitted to City of Carlsbad Storm Water Protection Program with the
annual report forms.
Rehabilitation Work
This work consists of large-scale maintenance and major improvements
needed to address failures within the stormwater BMP. This work requires
consultation with the City and may require an engineering design with
construction plans to be prepared for review and approval by the City.
Maintenance Forms
The Stormwater BMP Inspection and Maintenance Form provides a record of
maintenance activities and includes general cost information to assist in
budgeting for future maintenance. Maintenance Forms for each facility type are
provided in Attachment 3. Maintenance Forms shall be completed by the
responsible BMP party. The form shall then be reviewed by the property owner
BMP O&M PLAN 18
CITY OF CARLSBAD
JiM!' OPERA TIONS AND MAINTENANCE PLAN
570 Lagww Drive. Carlsbad, CA
or an authorized agent of the property owner and made available for review upon
inspection by the City of Carlsbad.
X. PREVENTATIVE MEASURES TO REDUCE MAINTENANCE COSTS
The most effective way to maintain a stormwater quality facility is to prevent
pollutants from entering the facility. Common pollutants include sediment, trash
& debris, chemicals, pet wastes, runoff from stored materials, illicit discharges
into the storm drainage system and many others. This maintenance program
includes measures to address these potential contaminants at the source and
save time and money in the long run. The maintenance program will consider
the following:
Educate employees and patrons to be aware of how their actions affect
water quality and how they can help reduce maintenance costs.
Keep properties, streets, gutters, and parking lots free of trash, debris,
and lawn clippings.
Ensure the proper use, storage, and disposal of hazardous wastes and
chemicals. Promptly clean up spilled materials and dispose of properly.
Plan landscape care to minimize and properly use chemicals and
pesticides.
Sweep paved surfaces and put the sweepings back on the lawn.
Be aware of automobiles leaking fluids. Use absorbents such as cat litter
to soak up drippings - dispose of properly.
Encourage pet owners to clean up pet wastes.
Re-vegetate disturbed and bare areas to maintain vegetative stabilization.
Clean any private storm drainage system components, including inlets,
storm drains, and outfalls.
Do not store materials outdoors (including landscaping materials) unless
properly protected from runoff.
XI. INSPECTION & MAINTENANCE - ANNUAL REPORTING
The tenant is responsible for providing verification that the stormwater treatment
control BMPs have been properly inspected and maintained unless otherwise
noted. Verification includes records of inspections and maintenance performed
on site. Any maintenance required will be identified and described.
Annual written verification of effective operation and maintenance of each
approved source and treatment control BMP by the responsible party is required
to be submitted to the City of Carlsbad Storm Water Protection Program prior to
each wet season (October 1) of each year. A standard annual reporting form is
provided in Attachment 11.
BMPO&M PLAN 19
CITY OF CARLSBAD
BA/P OPERA TIOMAND MAbVTENANCE PLAN
570 Lugww Drive, Carlsbad, CA
BMP O&M PLAN 20
CITY OF CARLSBAD
Bit/P OPERA TIONS AND MAINTENANCE PLAN
570 Lagwza Drive, Carlsbad. CA
ATTACHMENT 1- ORGANIZATIONAL
CHART
See Table I, updates to be provided herein.
CITY OF CARLSBAD
BAll' OPERA TIOJ\AND MAINTENANCE PLAN
570 Loguna Drive, Carlsbad, CA
ATTACHMENT 2- TRAINING PROGRAM
Training to be provided by SWQMP author following approval of
documents and following certification of construction. Following said,
training all training documents are to be kept in this location of the
O&M Plan.
CITY OF CARLSBAD
1W? OPERA 770N5 AND MAINTENANCE PLAN
570 Laguna Drive, Carlsbad, CA
ATTACHMENT 3- BMP OPERATION AND
MAINTENANCE
FUNDING
SUPPLEMENTAL
INFORMATION
Funding to be provided by owner of Unit 13 Multi-Family Rental
Residences with funds that are currently earmarked for routine
maintenance of the proposed BMPs.
CITY OF CARLSBAI)
B4t 1? OI'ERA7I0NS AND MAINTENANCE PLAN
570 Laguna Drive. Carlsbad. CA
ATTACHMENT 4- LID BMPS INSPECTION
FORM
CITY OF CARLSIJA/.)
BMI' OPERA TIONS AND MAINTENANCE PLAN
570 Laguna Drive, Car/shad, CA
LID BMP INSPECTION FORM
I Inspector: I 'Weather:
Reason for Inspection: Comments:
LID BMP Type Description Location Operational BMPs Maintenance
Required
Maintenance
Performed/Comments
DBioretention /
Vegetated Swale
[]Regularly weed and
water during plant
establishment phase
-]No 0 Yes
I:jArea is free of litter and
excess sediment DNo 0 Yes
DArea free of erosion
and stabilized [-]No 0 Yes
[]Plants are healthy and
thriving [:]No 0 Yes
DPlant types are those
from original design [-]No 0 Yes
flFilter Strips ORegularly weed and
water during plant L3No 0 Yes
establishment phase
OPlants are healthy and
thriving [-]No 0 Yes
DArea free of erosion
and stabilized DNo 0 Yes
[-]Area is free of litter and
excess sediment [-]No 0 Yes
flPlant types are those
from original design [:]No 0 Yes
OFlow spreader is free of
debris and is not clogged []No 0 Yes
1
NA
____
BMP O&M PLAN
(717 OF CARLS/IAD
liMP OPERA TIONS AND MAINTE,VANCE PLAN
570 Laguna Drive. Car/shad, CA
LID BMP INSPECTION FORM
Date: I Inspector: I I Weather:
Reason for Inspection: I Comments:
LID BMP Type Description Location Operational BMPs Maintenance
Required
Maintenance
Performed/Comments
[]Vegetated Buffers DRegularly weed and
water during plant EJNo 0 Yes
establishment phase
ElPlants are healthy and
thriving [-]No 0 Yes
DArea free of erosion
and stabilized [-]No o Yes
DArea is free of litter and
excess sediment [:]No El Yes
DPlant types are those
from original design []No 0 Yes
[]Flow spreader is free of NA
debris and is not clogged ElNo El Yes
OBiofiltration Basin
BMPs Biofiltration Basin
(BMP3)
SW of lot 9 Regularly weed and
water during plant
establishment phase
[-]No 0 Yes
Plants are healthy and
thriving ONo El Yes
Area free of erosion
and stabilized DNo El Yes
Plant types are those
from original design [:]No El Yes
Overflow is clean of
debris [:]No 0 Yes
Verify infiltration
drawdown rates at
observation port ElNo El Yes
BMP O&M PLAN
- CITY OF CARLSBAD
13/VIP OI'ERATIOA'SAND MAINTENANCE PLAN
570 Lagwia Drive. Carlsbad. CA
LID BMP INSPECTION FORM
Date: i inspector: Weather:
Reason for inspection: Comments:
LID BMP Type I Description Location Operational BMPs Maintenance
Required
Maintenance
Performed/Comments
ZPorous Pavement Parking Area and
Drive Aisles
Parking Area and
Drive Aisles
NPavement is free of
debris and sediment
LJNo LI Yes
Pavement is swept
monthly
[]No LI Yes
Pavement is in good
condition and stabilized DNo 0 Yes
Area is dry swept
regularly
[:]No LI Yes
Soil Structure
Enhancement (use of
compost)
LIArea is protected from
compaction
[]No LI Yes NA
DLimited foot traffic [:]No 0 Yes NA
02 to 1 ratio of compost
soil and existing soil is ElNo LI Yes
NA
present
BMP O&M PLAN
C/fl' OF CARLSBAD
liMP OPERA TIONS AND MA IN lENA NCE PLAN
570 Laguna Drive. ear/shad. CA
ATTACHMENT 5- SOURCE CONTROL BMP
INSPECTION FORM
CITY OF CARLSBAD
BMI' OPERA lIONS AND MAINTENANCE I'LAN
570 Lugwsa Drive, Carlsbad. CA
SOURCE CONTROL :MP JINSPECTIONI a.]i
Date: Inspector I Weather:
Reason for Inspection: Comments:
Potential Pollutant Sources Location Operational BMPs Maintenance
Required Maintenance Performed/Comments
NOn-site storm drain inlets ZMaintain and periodically replace inlet DNo o Yes markers, if necessary.
Review stormwater pollution
prevention information applicable to DNo F1 Yes
the site.
ZAdhere to applicable operational
BMPs in Fact Sheet SC-44, "Drainage
System Maintenance," in the CASQA DNo 0 Yes
Stormwater Quality Handbooks at
www.cabmphandbooks.com
Do not allow anyone to discharge
anything to storm drains or to store or LJNo 0 Yes deposit materials so as to create a
_discharge _to potential storm drains.
Dlnterior floor drains and Dlnspect and maintain drains to prevent [:]No 0 Yes elevator shaft sump pumps blockages and overflow.
Dlnterior parking garages []inspect and maintain drains to prevent ONo 0 Yes blockages and overflow.
Landscape/ Outdoor NMaintain landscaping using minimum [:]No 0 Yes
Pesticide Use or no pesticides.
- Review and adhere to applicable
operational BMPs in Fact Sheet SC-
41, '"Building and Grounds []No DYes Maintenance," in the CASQA
Stormwater Quality Handbooks at
www.cabmphandbooks.com
BMP O&M PLAN
CITY OF CA RLSIJA 1)
liMP OI'ERATIONSAND MAINTENANCE PLAN
570 Lagwia Drive. Carlsbad, CA
SOURCE CONTROL BMP INSPECTION FORM
Date: J Inspector: I Weather:
Reason for Inspection: Comments:
Potential Pollutant Sources Location Operational BMPs Maintenance
Required Maintenance Performed/Comments
Landscape/Outdoor pesticide Z Review IMP information and provide to
Use Continued landscape and maintenance DNo 0 Yes
personnel.
ZUse efficient irrigation Ninspect irrigation system for leaks ElNo El Yes
systems and/or malfunctions.
[]Need for future indoor & []Review Integrated Pest Management
structural pest control information and provide to other ElNo 0 Yes
maintenance personnel.
ElPools, spas, ponds, DReview and adhere to applicable
decorative fountains, and operational BMPs in Fact Sheet SC-
other water features. 72, "Fountain and Pool Maintenance,"
in the CASQA Stormwater Quality ONo 0 Yes
Handbooks at
www.cabrnphandbooks.com
DFood service [-]Grease traps cleaned, as necessary. DNo 0 Yes []See Refuse Areas.
Refuse areas Refuse containers are to NProvide adequate number of [:]No El Yes
be maintained in each receptacles.
Zinspect receptacles regularly; repair or ElNo El Yes lot's garage. Containers
will be moved to curb for replace leaky receptacles.
Keep receptacles covered at all times. [:]No El Yes pickup only on trash
collection days. Prohibit/prevent dumping of liquid or flNo 0 Yes Maintenance is the
responsibility of each lot hazardous wastes.
Post "no hazardous materials" signs. DNo 0 Yes owner/lessee.
BMP O&M PLAN
CITY OF CARLSBAD
!JMI' OPERA TIONS AND MAINTENANCE PLAN
570 Lagwsa Drive. Carlsbad. CA
SOURCE CONTROL BMP iINSPECTIONiFORM
Date: Inspector: Weather:
Reason for Inspection: Comments:
Potential Pollutant Sources Location Operational BMPs Malntenandce Require Maintenance Performed/Comments
Refuse areas- Continued M inspect and pick up litter daily and No El Yes clean spills _up_ _immediately.
Keep spill control materials available
on- site. Review Fact Sheet SC-n34,
"Waste Handling and Disposal" in the DNo 0 Yes
CASQA Stormwater Quality Handbooks
at www.cabmphandbooks.com
fllndustnal processes. DReview and adhere to Fact Sheet SC-
10, "Non- Stormwater Discharges" in
the CASQA Stormwater Quality [:]No [1 Yes
Handbooks at
www.cabmphandbooks.com
DOutdoor storage of DReview and adhere to the Fact Sheets
equipment or materials SC-31, "Outdoor Liquid Container
Storage" and SC- 33 "Outdoor Storage DNo 0 Yes• of Raw Materials" in the CASQA
Stormwater Quality Handbooks at
www.cabmphandbooks.com
OVehicle and Equipment
Cleaning Follow operational measures to implement the following (if applicable):
DWashwater from vehicle and
equipment washing operations shall
not be discharged to the storm drain DNo 0 Yes
system.
BMP O&M PLAN
CITY OF CARLSBAD
JiM!' OPERA TIONSAND MAINTENANCE PLAN
570 Lugww Drive. Car/shad. CA
1
SOURCE CONTROL :1I2INSPECTIONFORM
Date: Inspector: Weather:
Reason for Inspection: Comments:
Potential Pollutant Sources Location Operational BMPs Mauntenandce Require Maintenance Performed/Comments
DCar dealerships and similar may rinse
cars with potable water only. Any
excess water shall be drained through [-]No D Yes
landscaping and dechlorinated prior to
discharge to the storm drain system.
DReview and adhere to Fact Sheet SC-
21, "Vehicle and Equipment Cleaning,"
in the CASQA Stormwater Quality [:]No D Yes
Handbooks at
www.cabmphandbooks.com
DVehicle/Equipment Repair The following restrictions apply to use the site:
and Maintenance
DNo person shall dispose of, nor permit
the disposal, directly or indirectly of
vehicle fluids, hazardous materials, or [:]No D Yes
rinse water from parts cleaning into
storm drains.
DNo vehicle fluid removal shall be
performed outside a building, Nor on
asphalt or ground surfaces, whether
inside or outside a building, except in
such a manner as to ensure that any DNo LI Yes
spilled fluid will be in an area of
secondary containment. Leaking
vehicle fluids shall be contained or
drained from the vehicle immediately.
BMP O&M PLAN
CITY OF CARLSIJAD
HMP O!'ERATIONSAND MAINTENAiVCE PLAN
570 Lagww Drive. Carlsbad. CA
SOURCE CONTROL BMP INSPECTION FORM i
Date: (inspector: Weather:
Reason for inspection: Comments:
Potential Pollutant Sources Location Operational BMPs Maintenance
Required Maintenance Performed/Comments
Vehicle/Equipment Repair DNo person shall leave unattended drip
and Maintenance parts or other open containers of
Continued chemicals such as vehicle fluid, unless DNo 0 Yes
such containers are in use or in an
area of secondary containment.
LjFuel Dispensing Areas []The fueling area is to be dry swept
routinely. 0No LI Yes
DReview and adhere to the Business
Guide Sheet, "Automotive Service—
Service Stations" in the CASQA [—]No 0 Yes
Stormwater Quality Handbooks at
www.cabmphandbooks.com
DFuehng areas are covered by a [-]No 0 Yes
DThe canopy does not drain onto the []No 0 Yes fueling area.
[]Grading of the area prevents run-on of
stormwater to the maximum extent DNo 0 Yes
practicable.
[]Loading Docks DMove loaded and unloaded items No D Ye S indoors as soon as possible.
Loading Docks flReview and adhere to Fact Sheet SC-
Continued 30, "Outdoor Loading and Unloading,"
in the CASQA Stormwater Quality DNo 0 Yes
Handbooks at
www.cabmphandbooks.com
BMP O&M PLAN
CITY OF CARLSBAD
JiM!' OPERA TIONS AND MAINTENANCE PLAN
570 Laguna Drive. Carlsbad, CA
SOURCE CONTROL BMP INSPECTION FORM
Date: --7 inspector: Weather:
Reason for Inspection: Comments:
Potential Pollutant Sources Location Operational BMPs Maintenance
Required Maintenance Performed/Comments
OFire Sprinkler Test Water DReview the note in Fact Sheet SC-41,
Building and Grounds Maintenance,'
in the CASQA Stormwater Quality DNo 0 Yes
Handbooks at
www.cabmphandbooks.com
DMiscellaneous Drain or
Wash Water
Boiler drain lines
Condensate drain lines Na 0 Y es
Rooftop equipment
Drainage sumps
Roofing, gutters, and
trim
Plazas, sidewalks, and ZPIazas, sidewalks, and parking lots
parking lots shall be swept regularly to prevent
the accumulation of litter and debris.
Debris from pressure washing shall
be collected to prevent entry into the
storm drain system. Washwater DNo El Yes
containing any cleaning agent or
degreaser shall be collected and
discharged to the sanitary sewer and
not discharged to a storm drain.
BMP O&M PLAN
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CITY OF CARLSBAD
RMP OPERA TIONSAND MAINTENANCE PLAN
570 Laguna Drive, Carlsbad, CA
ATTACHMENT 6- SITE MAP
Page Left Intentionally Blank
Page LeftIntentionally Blank
CITY OF CA RLSBA I)
&.IP OPERA TIONS AND MAIN7ENANCE PLAN
570 Laginu Drive, Carlsbad, CA
ATTACHMENT 7- AS-BUILT DRAWINGS
Note, current plan set is currently included until final as-built
drawings are available to replace these place-holder plans.
Page Left Intentionally Blank
GRADING NOTES STREET NOTES
(INADDITION TO THE REQUIREMENTS OF CHAPTER 15.16 OF THE CARLSBAD MUNICIPAL CODE) 30. THE CONTRACTOR SHALL VERIFY THE LOCATION OFALL EXISTING FACILITIES (ABOVE GROUND AND UNDER
1. THIS PLAN SUPERSEDES ALL OTHER PLANS PREVIOUSLYAPPROVED BY THE CITY OF CARLSBAD GROUND) WITHIN THE PROJECT SITE SUFFICIENTLYAHEAD OF GRADING TO PERMIT THE REVISION OF THE 1. ACTUAL STRUCTURAL SECTIONS WILL. BE DETERMINED AFTER "R" VALUE TESTS HAVE BEEN CONDUCTED BYA
REGARDING GRADING SHOWN ON THIS SET OF PLANS, GRADING PLANS IF IT IS FOUND THAT THE ACTUAL LOCATIONS ARE IN CONFLICT WITH THE PROPOSED WORK. PROFESSIONAL ENGINEER OF THE STATE OF CALIFORNIA, PRINCIPALLY DOING BUSINESS IN THE FIELD OF
2. APPROVAL OF THIS PLAN DOES NOT LESSEN OR WAIVE ANY PORTION OF THE CARLSBAD 31. THE CONTRACTOR SHALL NOTIFY AFFECTED UTILITY COMPANIES (SEE BELOW) AT LEAST 2 FULL WORKING
APPLIED SOIL MECHANICS, ON THE PREPARED BASEMENT SOIL. THE "if' VALUE TESTS AND THE ENGINEERED
STRUCTURAL SECTION MUST BE SUBMITTED TO THE ENGINEERING INSPECTOR FOR REVIEW AND APPROVAL A MUNICIPAL CODE, RESOLUTION OF CONDITIONAL APPROVAL, CITY STANDARDS OR OTHER
ADDITIONAL DOCUMENTS LISTED HEREON AS THEY MAY PERTAIN TO THIS PROJECT. THE DAYS PRIOR TO STARTING GRADING NEAR THEIR FACILITIES AND SHALL COORDINATE THE WORK WITH A MINIMUM OF TWO (2) CITY WORKING DAYS BEFORE THE WORK BEGINS.
ENGINEER IN RESPONSIBLE CHARGE SHALL REVISE THESE PLANS WHEN NON-CONFORMANCE IS COMPANY REPRESENTATIVE STREET LIGHTS SHALL BE INSTALLED AS SHOWN ON THESE PLANS, UNDERGROUND CONDUIT RUNS, SERVICE
DISCOVERED, UNDERGROUND SERVICEALERT (DIG ALERT) (800) 422-4133 /811 POINTS AND HAND-HOLES SHALL BE SHOWN ON THE "AS-BUILT" PLANS. NO DIRECT BURIAL STREET LIGHT
CITYAPPROVAL OF PLANS DOES NOT RELIEVE THE DEVELOPER OR ENGINEER-OF- WORK FROM
SDG&E (800)411-7343
AT&T (619) 237-2787
FOUNDATIONS WILL BE ALL LUMINAIRES SHALL BE "CUT OFF" TYPE ALLOWED.
3. ALL UNDERGROUND UTILITIES AND LATERALS SHALL BE INSTALLED PRIOR TO CONSTRUCTION OF CURBS, RESPONSIBILITY FOR THE CORRECTION OF ERRORS AND OMISSIONS DISCOVERED DURING SPECTRUM CABLE (800) 227-2600 CROSS GUTTERS OR SURFACING OF STREETS. CONSTRUCTION. ALL PLAN REVISIONS SHALL BE PROMPTLY SUBMITTED TO THE CITY ENGINEER COX COMMUNICATIONS (619)262-1122 4. WHERE AN EXISTING PIPE LINE IS TO BE ABANDONED IT SHALL BE REMOVED WITHIN TWENTY FEET OF FOR APPROVAL. CITY OF CARLSBAD (STREETS & STORM DRAIN) (760) 434-2980 BUILDING OR STREET AREAS AND REPLACED WITH PROPERLY COMPACTED SOILS, IN OTHER AREAS THE PIPE
4. A RIGHT-OF-WAY PERMIT FROM THE CITY ENGINEER WILL BE REQUIRED FOR ANY WORK IN THE CITY OF CARLSBAD (SEWER, WATER & RECLAIMED WATER) (760) 438-2722 WILL BE PLUGGED WITH CONCRETE OR REMOVED AS APPROVED BY THE CITY ENGINEER.
PUBLIC RIGHT OF WAY. PRIOR TO PERMIT ISSUANCE, A CERTIFICATE OF INSURANCE AS WELL AS 32. PERMIT COMPLIANCE REQUIREMENTS: 5. WHEELCHAIR RAMPS SHALL BE INSTALLED PER REQUIREMENTS OF TITLE 24, CALIFORNIA ADMINISTRATIVE CODE.
ADDITIONAL INSURED ENDORSEMENT MUST BE FILED NAMING THE CITY OF CARLSBAD AS AN A. FOR CONTROLLED GRADING - THE APPLICANT HIRES A CIVIL ENGINEER, SOILS ENGINEER, AND/OR GEOLOGIST 6. STREET TREES SHALL BE INSTALLED PER SECTION VI OF THE CITY OF CARLSBAD LANDSCAPE MANUAL.
ADDITIONAL INSURED ON THE PERMITTEE'S POLICY IN THE MINIMUM AMOUNT OF $1,000,000.00 TO GIVE TECHNICAL ADVICE, OBSERVE AND CONTROL THE WORK IN PROGRESS 15.16.120 A.8 CARLSBAD 7. FIRE HYDRANT MARKERS SHALL BE PLACED IN THE STREET WITHIN THE LIMITS OF WORK OF THIS PLAN PER FOR EACH OCCURRANCE OF LIABILITY. THE INSURANCE COMPANY WRITING THE POLICY MUST MUNICIPAL CODE SDRSD DWG M19.
HAVEA RATING OF "A-" OR BETTER AND A SIZE CATEGORY OF CLASS VII OR BETTER AS
ESTABLISHED BY "BESTS" KEY RATING GUIDE B. PRIOR TO COMPLETION OF GRADING WORK- THE FOLLOWING REPORTS MUST BE SUBMITTED TO THE CITY 8. ALL SURVEY MONUMENTS AND POINTS THAT ARE DISTURBED BY THIS WORK SHALL BE REESTABLISHED,
ENGINEER VIA THE PROJECT INSPECTOR PER SECTION 15.16.120 OF THE CARLSBAD MUNICIPAL CODE: PERPETUATED, AND DOCUMENTED PER THE PROFESSIONAL LAND SURVEYORS ACT.
5. NO WORK SHALL BE COMMENCED UNTIL ALL PERMITS HAVE BEEN OBTAINED FROM THE CITY AND (1) FINAL REPORT BYSUPERVISING GRADING ENGINEER STATING ALL GRADING IS COMPLETE ALL EROSION 9. TWO (2) SETS OF SURVEY(CUT) SHEETS SHALL BE PROVIDED TO THE CITY ENGINEERING INSPECTOR,
OTHER APPROPRIATE AGENCIES. CONTROL, SLOPE PLANTING AND IRRIGATION ARE INSTALLED IN CONFORMANCE WITH CITY CODE AND THE 10. STREET LIGHTS SHALL BE 5,500 LUMEN (40 WATT) OR 13,700 PUPIL LUMEN (100 WATT) HIGH EFFICIENCY
6. APPROVAL OF THESE PLANS BY THE CITY ENGINEER DOES NOTAUTHORIZE ANY WORK OR APPROVED PLANS (OBTAIN SAMPLE OF COMPLIANCE LETTER FROM CITY ENGINEERING DEPARTMENT). INDUCTION LIGHTS.
GRADING TO BE PERFORMED UNTIL THE PROPERTY OWNER'S PERMISSION HAS BEEN OBTAINED AS-BUILT GRADING PLAN,
AND A VALID GRADING PERMIT HAS BEEN ISSUED. REPORT FROM THE SOILS ENGINEER, WHICH INCLUDES RECOMMENDED SOIL BEARING CAPACITIES, A BASIS OF BEARINGS
7. NO REVISIONS WILL BE MADE TO THESE PLANS WITHOUT THE WRITTEN APPROVAL OF THE CITY
ENGINEER, NOTED WITHIN THE REVISION BLOCK, ON THE APPROPRIATE SHEET OF THE PLANS
STATEMENTAS TO THE EXPANSIVE QUALITY OF THE SOIL, AND SUMMARIES OF FIELD AND LABORATORY
TESTS. THE REPORT SHALL ALSO INCLUDE A STATEMENT BY THE SOILS ENGINEER THAT THE GRADING WAS THE BASIS OF BEARINGS FOR THIS SURVEY IS THE CALIFORNIA COORDINATE SYSTEM, NAD 83 (CCSB3) EPOCH 1991.35,
AND THE TITLE SHEET. DONE IN ACCORDANCE WITH THE REQUIREMENTS AND RECOMMENDATIONS OUTLINED IN THE ZONE 6, AS DETERMINED LOCALLY BYA LINE BETWEEN FIRST ORDER CONTROL STATIONS 128 (CLSB-128) AND 139
PRELIMINARY SOILS REPORTAND ANY SUPPLEMENTS THERETO. (5-50.7) BEING A GRID BEARING OF N28°25'24"EAS DERIVED FROM GEODETIC VALUES SHOWN ON RECORD OF SURVEY
8. ORIGINAL DRAWINGS SHALL BECOME THE PROPERTY OF THE CITY UPON BEING SIGNED BY THE REPORT WITH AS-BUILT GEOLOGIC PLAN, IF REQUIRED BY THE CITY. 17271, CITY OF CARLSBAD SURVEY CONTROL, FILED ON FEBRUARY 8, 2002 AS FILE NUMBER 2002-0112862 IN THE
CITY ENGINEER. PERMANENT STRUCTURAL BMP INSTALLATION CERTIFICATE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY
9. THE ORIGINAL DRAWING SHALL BE REVISED TO REFL EC T AS-B UIL T CONDITIONS BY THE (6) PERMITTED WALL FINAL INSPECTION REPORT.
ENGINEER-OF-WORK PRIOR TO FINAL ACCEPTANCE OF THE WORK BY THE CITY. 33. UNLESS A GRADING PERMIT FOR THIS PROJECT IS ISSUED WITHIN ONE (1) YEAR AFTER THE CITY ENGINEER'S QUOTED BEARINGS FROM REFERENCE MAPS OR DEEDS MAY OR MAY NOT BE IN TERMS OF SAID SYSTEM.
10. ACCESS FOR FIRE AND OTHER EMERGENCY VEHICLES SHALL BE MAINTAINED TO THE PROJECT APPROVAL, THESE PLANS MAYBE REQUIRED TO BE RESUBMITTED FOR PLANCHECK. PLANCHECK FEES WILL BE
SITE ATALL TIMES DURING CONSTRUCTION. REQUIRED FOR ANY SUCH RECHECK.
11. WHERE TRENCHES ARE WITHIN CITY EASEMENTS, A SOILS REPORT COMPRISED OF: (A) SUMMARY 34. IN ACCORDANCE WITH THE CITY STORM WATER STANDARDS, ALL STORM DRAIN INLETS CONSTRUCTED BY THIS
SHEET, (B) LABORATORY WORK SHEETS AND (C) COMPACTION CURVES, SHALL BE SUBMITTED BY PLAN SHALL INCLUDE "STENCILS" BE ADDED TO PROHIBIT WASTEWATER DISCHARGE DOWNSTREAM, STENCILS
A PROFESSIONAL ENGINEER OF THE STATE OF CALIFORNIA, PRINCIPALLY DOING BUSINESS IN THE SHALL BE ADDED TO THE SATISFACTION OF THE CITY ENGINEER. SOURCE OF TOPOGRAPHY
FIELD OF APPLIED SOILS MECHANICS, THE SOILS REPORT WILL BE SUBMITTED TO THE CITY
ENGINEERING INSPECTOR WITHIN TWO WORKING DAYS OF THE COMPLETION OF FIELD TESTS, TOPOGRAPHY SHOWN ON THESE PLANS WAS GENERATED BY FIELD SURVEY METHODS FROM INFORMATION
12. A SOILS COMPACTION REPORTAND COMPLIANCE VERIFICATION REGARDING ADHERENCE TO EROSION CONTROL NOTES GATHERED ON: 10/17/2019 BY: PASCO, LARET, SUITER & ASSOCIATES
RECOMMENDATIONS OUTLINED IN THE SOILS REPORT IS REQUIRED PRIOR TO THE ISSUANCE OF IN CASE EMERGENCY WORK IS REQUIRED, CONTACT BRETT FARROWAT 760-230-6851. ALONG WITH TOPOGRAPHY PROVIDED BY METROPOLITAN MAPPING AND SAMPO ENGINEERING,
A BUILDING PERMIT. ALL CONTROLLED GRADING SHALL BE DONE UNDER THE DIRECTION OFA EQUIPMENTAND WORKERS FOR EMERGENCY WORK SHALL BE MADE AVAILABLE AT ALL TIMES DURING THE RAINY
TOPOGRAPHY SHOWN HEREON CONFORMS TO NATIONAL MAP ACCURACY STANDARDS.
PROFESSIONAL ENGINEER OF THE STATE OF CALIFORNIA PRINCIPALLY DOING BUSINESS IN THE
FIELD OF APPLIED SOILS MECHANICS. ALL FILL OR FUTURE FILL AREAS SHALL BE CONSTRUCTED SEASON. ALL NECESSARY MATERIALS SHALL BE STOCKPILED ON SITE AT CONVENIENT LOCATIONS TO FACILITATE PROJECT LOCATION
IN ACCORDANCE WITH THE CITY OF CARLSBAD STANDARD SPECIFICATIONS AND THE" RAPID CONSTRUCTION OF TEMPORARY DEVICES WHEN RAIN IS EMINENT.
EARTHWORK SPECIFICATIONS "ATTACHED TO THE PRELIMINARY SOILS INVESTIGATION, DAILY FOR PROJECTS COVERED BY STATE S WPPP/WDID, IN ACCORDANCE WITH THE CONSTRUCTION ORDER ISSUED BY THIS PROJECT IS LOCATED WITHIN ASSESSORS PARCEL NUMBER(S): 155-221-12-00
FIELD COMPACTION REPORTS WILL BE SUBMITTED TO THE PROJECT INSPECTOR. THE CALIFORNIA REGIONAL WATER QUALITY CONTROL BOARD, THE QUALIFIED SWPPP PRACTITIONER (QSP) SHALL THE CALIFORNIA COORDINATE INDEX OF THIS PROJECT IS: N 2005 E 6225
13, A PRECONSTRUCTION MEETING SHALL BE HELD AT THE SITE PRIOR TO THE BEGINNING OF UPDATEAND MAINTAIN THE WATER POLLUTION CONTROL PLAN (WPCP) TO ADDRESS UPDATED SITE CONDITIONS
WORKAND SHALL BE ATTENDED BYALL REPRESENTATIVES RESPONSIBLE FOR OF THE PROJECT. THE UPDATED WPC PLAN AND UPDATED SWPPP SHALL BE KEPTAT THE PROJECT SITE AND MADE
CONSTRUCTION, INSPECTION, SUPERVISION, TESTING AND ALL OTHER ASPECTS OF THE AVAILABLE TO THE CITY INSPECTOR. ADDITIONAL CONSTRUCTION BMP'S BEYOND THE ORIGINAL APPROVED MITIGATION MONITORING AND REPORTING PROGRAM (MMRP) NOTES WORK. THE CONTRACTOR SHALL REQUESTA PRECONSTRUCTION MEETING BY CALLING THE SWPPP SHALL BE PROVIDED TO ADDRESS SITE CONDITIONS NOTANTICIPA TED. THE QSP SHALL REPORT BMP
INSPECTION LINE AT (760) 438-3891 AT LEAST FIVE(5) WORKING DAYS PRIOR TO STARTING DEFICIENCIES TO THE CITY INSPECTOR. THE QSP SHALL OBTAIN APPROVAL FROM THE QUALIFIED SWPPP NOISE-I:
CONSTRUCTION. THE CONTRACTOR WILL THEN BE CONTACTED BY THE PROJECT INSPECTOR TO DEVELOPER AND THE CITY INSPECTOR REGARDING ANY SIGNIFICANT CHANGES TO BMP DEPLOYMENT. CONSTRUCTION ACTIVITIES SHALL TAKE PLACE DURING THE PERMITTED TIME AND DAY PER CARLSBAD MUNICIPAL
COORDINATE A DATE AND TIME FOR THE PRECONSTRUCTION MEETING. APPROVED DRAWINGS 4, THE CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION CODE CHAPTER 8.48. THE APPLICANT SHALL ENSURE THAT CONSTRUCTION ACTIVITIES FOR THE PROPOSED PROJECT
MUST BE AVAILABLE PRIOR TO SCHEDULING, THE GRADING PERMIT WILL BE PROVIDED BY THE OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL, ARE LIMITED TO THE HOURS FROM 7A.M. TO 6P.M. MONDAY THROUGH FRIDAY, AND 8A.M. TO 6P.M. ON SATURDAYS;
PROJECT INSPECTOR AT THE MEETING,
5. THE CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAYBE REQUIRED BY THE CITY NO WORK SHALL BE CONDUCTED ON SUNDAYS OR ON FEDERAL HOLIDAYS, THIS CONDITION SHALL BE LISTED ON THE
14. ALL INSPECTION REQUESTS OTHER THAN FOR PRECONSTRUCTION MEETING WILL BE MADE ENGINEER DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MA YARISE PROJECT'S FINAL DESIGN TO THE SATISFACTION OF THE CITY OF CARLSBAD LAND DEVELOPMENT ENGINEERING
BY CALLING THE ENGINEERING 24-HOUR INSPECTION REQUEST LINE AT (760) 438-3891. DIVISION.
INSPECTION REQUEST MUST BE RECEIVED PRIOR TO 2:00 P.M. ON THE DAY BEFORE THE 6. THE CONTRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT PUBLIC
INSPECTION IS NEEDED. INSPECTIONS WILL BE MADE THE NEXT WORKDAY UNLESS YOU TRESPASS ONTO AREAS WHERE IMPOUNDED WATERS CREATE A HAZARDOUS CONDITION. SEE EROSION CONTROL PLAN ON SHEET4 FOR BIO-3,4, & 5 MITIGATION MEASURES,
REQUEST OTHERWISE. REQUESTS MADE AFTER 2:00 P.M. WILL BE SCHEDULED FOR TWO FULL 7. ALL EROSION CONTROL MEASURES PROVIDED PER THE APPROVED SWPPP AND/OR EROSION CONTROL PLAN WORK DAYS LATER. SHALL BE INCORPORATED HEREON,
15, THE OWNER AND/OR APPLICANT THROUGH THE DEVELOPER AND/OR CONTRACTOR SHALL 8. GRADED AREAS AROUND THE PROJECT PERIMETER MUST DRAIN AWAY FROM THE FACE OF SLOPEAT THE DESIGN, CONS TRUCTAND MAINTAIN ALL SAFETY DEVICES, INCLUDING SHORING, AND SHALL BE CONCLUSION OF EACH WORKING DAY. SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATEAND FEDERAL SAFETYAND
HEALTH STANDARDS, LAWS AND REGULATIONS. 9. ALL REMOVABLE PROTECTIVE DEVICES SHOWN SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN
16, THE CONTRACTOR SHALL CONFORM TO LABOR CODE SECTION 6705 BY SUBMITTING A DETAIL THE FIVE (5) DAYRAIN PROBABILITY FORECASTEXCEEDS FIFTY PERCENT (50%). SILTAND OTHER DEBRIS SHALL
PLAN TO THE CITY ENGINEER AND/OR CONCERNED AGENCY SHOWING THE DESIGN OF SHORING, BE REMOVED AFTER EACH RAINFALL.
BRACING SLOPING OR OTHER PROVISIONS TO BE MADE OF WORKER PROTECTION FROM THE 10. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGRATE.
HAZARD OF CAVING GROUND DURING THE EXCAVATION OF SUCH TRENCH OR TRENCHES OR 11. SHOULD GERMINATION OF HYDROSEEDED SLOPES FAIL TO PROVIDE EFFECTIVE COVERAGE OF GRADED SLOPES DURING THE PIPE INSTALLATION THEREIN. THIS PLAN MUST BE PREPARED FOR ALL TRENCHES (90% COVERAGE) PRIOR TO NOVEMBER 15, THE SLOPES SHALL BE STABILIZED BY PUNCH STRAW INSTALLED IN FIVE FEET (5) OR MORE IN DEPTH AND APPROVED BY THE CITY ENGINEER AND/OR CONCERNED ACCORDANCE WITH SECTION 35.023 OF THE EROSION AND SEDIMENT CONTROL HANDBOOK OF THE DEPARTMENT AGENCY PRIOR TO EXCAVATION, IF THE PLAN VARIES FROM THE SHORING SYSTEM OF CONSERVATION, STATE OF CALIFORNIA. STANDARDS ESTABLISHED BY THE CONSTRUCTION SAFETY ORDERS, TITLE 8 CALIFORNIA
ADMINISTRATIVE CODE, THE PLAN SHALL BE PREPARED BYA REGISTERED ENGINEER AT THE
CONTRACTORS EXPENSE A COPY OF THE OSHA EXCAVATION PERMIT MUST BE SUBMITTED SOILS ENGINEER'S CERTIFICATE TO THE INSPECTOR PRIOR TO EXCAVATION.
17, NO BLASTING SHALL BE PERFORMED UNTIL A VALID BLASTING PERMIT HAS BEEN OBTAINED FROM I, VITHAYA SINGHA NET, G.E., A REGISTERED CEO TECHNICAL ENGINEER OF THE STATE OF CALIFORNIA, PRINCIPALLY
THE CITY OF CARLSBAD, SUBMITAPPLICATION FOR BLASTING PERMIT WELL IN ADVANCE OF THE DOING BUSINESS IN THE FIELD OFAPPLIED SOILS MECHANICS, HEREBY CERTIFY THATA SAMPLING AND STUDY OF THE
SCHEDULING OF BLASTING OPERATIONS. SOIL CONDITIONS PREVALENT WITHIN THIS SITE WAS MADE BY ME OR UNDER MY DIRECTION ON APRIL 4, 2018. TWO
IFANYARCHAEOLOGICAL RESOURCES ARE DISCOVERED WITHIN ANY WORKAREA DURING COPIES OF THE SOIL REPORT COMPILED FROM THIS STUDY, WITH MY RECOMMENDATIONS, HAS BEEN SUBMITTED TO
CONSTRUCTION, OPERATIONS WILL CEASE IMMEDIATELY, AND THE PERMITTEE WILL NOTIFY THE THE OFFICE OF THE CITY ENGINEER.
CITY ENGINEER, OPERATIONS WILL NOT RESTART UNTIL THE PERMITTEE HAS RECEIVED WRITTEN
AUTHORITY FROM THE CITY ENGINEER TO DO SO, SIGNED:________________________________ VITHAYA SINGHANET, GE
ALL OPERATIONS CONDUCTED ON THE SITE OR ADJACENT THERETO, INCLUDING WARMING UP,
REPAIR, ARRIVAL, DEPARTURE OR OPERATION OF TRUCKS, EARTHMOVING EQUIPMENT, G.E/P.E. NO.:_782 GE/23485 PE
CONSTRUCTION EQUIPMENTAND ANY OTHER ASSOCIATED GRADING EQUIPMENT SHALL BE
LIMITED TO THE PERIOD BETWEEN 7:00A.M. AND 6:00 P.M. EACH DAY, MONDAY THRU FRIDAYAND DATE:___________________________________
NO EARTHMOVING OR GRADING OPERATIONS SHALL BE CONDUCTED ON WEEKENDS OR
HOLIDAYS. (A LIST OF CITY HOLIDAYS IS AVAILABLE AT THE ENGINEERING DEPARTMENT LICENSE EXPIRATION DATE:12-31-2021
COUNTER.) OWNER'S CERTIFICATE
ALL OFF-SITE HAUL ROUTES SHALL BE SUBMITTED BY THE CONTRACTOR TO THE CITY
ENGINEER FOR APPROVAL TWO FULL WORKING DAYS PRIOR TO BEGINNING OF WORK. I (WE) HEREBY CERTIFY THATA REGISTERED SOILS ENGINEER OR GEOLOGIST HAS BEEN OR WILL BE RETAINED TO
IMPORT MATERIAL SHALL BE OBTAINED FROM, AND WASTE MATERIAL SHALL BE DEPOSITED AT, A SIGNED: 1 SUPERVISE OVER-ALL GRADING ACTI VITYAND ADVISE ON THE COMPACTION AND STABILITY OF THIS SITE IF THIS
SITE APPROVED BY THE CITY ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY MARK B UR WELL, CEG PROJECT/DEVELOPMENT IS SUBJECT TO A STATE-REGULATED SWPPP, I (WE) ALSO AGREE A QUALIFIED SWPPP
DEBRIS OR DAMAGE OCCURRING ALONG THE HAUL ROUTES OR ADJACENT STREETS AS A G.EJP.E. NO.: 2109 PRACTITIONER QSP HAS BEEN OR WILL BE RETAINED TO SUPERVISE IMPLENTATION OF THE SWPPP IN ACCORDANCE
RESULT OF THE GRADING OPERA TION . WITH THE CALIFORNIA CONSTRUCTION ORDER AND MUNICIPAL PERMIT, LATEST VERSION.
BRUSH SHALL BE REMOVED ONLY WITHIN THE AREA TO BE GRADED. NO TREES ARE TO BE DATE:___________________________________
REMOVED UNLESS SPECIFICALLY NOTED ON THE PLAN.
ALL AREAS SHALL BE GRADED TO DRAIN. GRADING RESULTING IN THE PONDING OF WATER IS NOT LICENSE EXPIRATION DATE: 5-31-2020
PERMITTED. ALL EARTHEN S WALES AND DITCHES SHALL HAVEA MINIMUM ONE PERCENT SLOPE -- SIGNATURE DATE
THESE PLANS ARE SUBJECT TO A SIGNED AND APPROVED SWPPP AND/OR SET OF EROSION BRETT FARROW
CONTROL PLANS, EROSION CONTROL SHALL BEAS SHOWN AND AS APPROVED BY THE CITY FOR: LAGUNA PROJECT, LP ENGINEER ORAS DIRECTED BY THE PROJECT INSPECTOR.
ALL SLOPES SHALL BE TRIMMED TO FINISH GRADE TO PRODUCEA UNIFORM SURFACEAND DECLARATION OF RESPONSIBLE CHARGE (SHEETS 1-5)
CROSS SECTION. THE SITE SHALL BE LEFT IN A NEATAND ORDERLY CONDITION. ALL STONES, I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT, THAT /HAVE EXERCISED
ROOTS OR OTHER DEBRIS SHALL BE REMOVED AND DISPOSED OFATA SITE APPROVED OF BY RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECTAS DEFINED IN SECTION 6703 OF THE BUSINESS AND THE CITY ENGINEER. PROFESSIONS CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS.
26, ALL SLOPES SHALL BE IRRIGATED, STABILIZED, PLANTED AND/OR HYDROSEEDED WITHIN TEN (10) I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY OF CARLSBAD
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WORK TO BE DONE
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THE GRADING WORK SHALL CONSIST OF THE CONSTRUCTION OF ALL CUTS AND FILLS, REMEDIAL GRADING,
DRAINAGE FACILITIES, EROSION CONTROL FACILITIES, AND PLANTING OF PERMANENT LANDSCAPING AND
PREPARATION OF AS-BUILT GRADING PLANS, AS-BUILT GEOLOGIC MAPS AND REPORTS, ALL AS SHOWN OR
REQUIRED ON THIS SET OF PLANS AND THE CITY STANDARDS, SPECIFICATIONS, REQUIREMENTS,
RESOLUTIONS AND ORDINANCES CITED ON THESE PLA NS.
THE GRADING WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE FOLLOWING DOCUMENTS,
CURRENT AT THE TIME OF CONSTRUCTION, AS DIRECTED BY THE CITY ENGINEER.
CARLSBAD MUNICIPAL CODE 10, CALIFORNIA COASTAL COMMISSION DEVELOPMENT
CITY OF CARLSBAD ENGINEERING STANDARDS PERMIT CONDITIONS DATED 9/10/2019
THIS SET OF PLANS 11. ENVIRONMENTAL APPROVAL DOCUMENTS
RESOLUTION NO 7341 DATED 7/17/2019 DA TED NIA
RESOLUTION NO 7342 DATED 7/17/2019 12, STORM WATER POLLUTION PREVENTION PLAN (TIER 2)
RESOLUTION NO. 2019-169 DATED 9/10/2019 PREPARED BY: PLSA
THE STANDARD SPECIFICATIONS FOR PUBLIC 13. STORM WATER QUALITY MANAGEMENT PLAN PREPARED
WORKS CONSTRUCTION (GREEN 900K) BY: WE DATED: 05/2020
SOILS REPORT AND RECOMMENDATIONS BY 14. CALIFORNIA STORM WATER QUALITYASSOCIATION BMP
COAST GEOTECHNIGAL DATED 01/23/2020. CONSTRUCTION HANDBOOKAND CAL TRANS CONSTRUCTION
VICINITY MAP '1'
N.T.S. N
THE SAN DIEGO REGIONAL STANDARD DRAWINGS SITE BMP MANUAL
AND AS MAYBE MODIFIED BY THE CITY OF CARLSBAD
STANDARDS,
PROJECT ADDRESS
570-580 LACUNA DRIVE
CARLSBAD, CA 92008
REFERENCE DRAWINGS
CARLSBAD DWG. NO. 153-9
CARLSBAD DWG. NO. 457-4J
INDEX OF SHEETS
1 GRADING PLAN TITLE SHEET
2 GRADING PLAN
3 SECTIONS AND DETAILS
4 TIER 2 SWPPP TITLE SHEET
5 TIER 2SWPPP EROSION CONTROL PLAN
6 SINGLE SHEET BMP SITE PLAN
OWNER/DEVELOPER
NAME: LACUNA PROJECT, LP
CONTACT: BRETT FARROW (MANAGER)
ADDRESS: 125 MOZARTAVE
CARDIFF, CA 92007
PHONE NO.: (760)230-6851
ABBREVIATED LEGAL DESCRIPTION
APN: 155-221-12-00
THAT PORTION OF LOT 1, SECTION 1, TOWNSHIP 12 SOUTH, RANGE 5 WEST, SAN
BERNARDINO BASE AND MERIDIAN, IN THE COUNTY OF SAN DIEGO, STATE OF
CALIFORNIA, ACCORDING TO UNITED STATES GOVERNMENT SURVEY APPROVED
JUNE 22,1883, AS DESCRIBED IN GRANT DEED ON NOVEMBER 2, 2012 AS DOCUMENT
NO. 2012-0684749, OF OFFICIAL RECORDS IN THE OFFICE OF THE SAN DIEGO COUNTY
RECORDER.
BENCH MARK -
DESCRIPTION: CADT 5-50.7 -CONTROL POINT 139
LOCATION: FD. CADT DISK IN SOUTH SIDEWALK NEAR THE EAST END OF LAS
FLORES DRIVE BRIDGE OVER INTERSTATE 5 PER ROS 17271
RECORDED: 2002
ELEVATION: 82.221 DATUM: NGVD 29
EARTHWORK QUANTITIES
CUT: 3601 CY IMPORT: 60± CY
FILL: 420± CY EXPORT: 0 CY
REMEDIAL: 1350 CY
DISTURBED AND IMPERVIOUS AREA
TOTAL NETAREA 31,351SF10720 AC
(THIS AREA
IMPROVEMd
STAGING Ad
DESCRIPTION STD. SYMBOL QUANTITY
SUBDIVISION BOUNDARY -
RIGHT OF WAY
PROPOSED SETBACKS
EXISTING EASEMENT
CENTERLINE OF ROAD -
EXISTING CONTOUR LINE -47-- -
PROPOSED CONTOUR LINE 47
DRAINAGESWALE
SAWCUTOFEX!STINGAC PAVEMENT I_I 120 LF
PRIVATE 6" PVC STORM DRAIN - 120 LF
PRIVATE PERFORATED PVC STORM DRAIN 120 LF
PVT I8"X 18" GRATED INLET BROOKS BOX 2 EA
TRAFFIC RATED
PVT. I2"X 12" CATCH BASIN NDS OR EQUAL 9 EA
LANDSCAPED TREE WELL DETAIL, SHEET 200 SF
6" PCC CURB & GUTTER SDRSD G2* 120 LF
TRENCH RESURFACING CITY OF CARLSBAD GS-26 120 LF
MASONRY RETAINING WALL SDRSD C-03 -_----- 400 SF
PERMEABLE PAVER BMP DETAIL SHEET 2500 SF
60" REINFORCED PCC (IMPERVIOUS) PER PLAN SEE 2000 SF I I.
DETAIL, SHEET 3
40" PCC WALK (IMPERVIOUS) 2000 SF SDRSD G-0 7* 4
4
4"AC PVMT OVER 4"AB (MIN) DETAIL, SHEET 3 240 SF L
2"AC GRIND & OVERLAY L//2Y/-//>//1 600 SF
SEWER MANHOLE (PVC LINED) CITY OF CARLSBAD S-IA, S-2 I EA
A-4 STORM CLEANOUT SDRSD D-09
u
I EA
PVT. 4" PVC SEWER LATERAL CITY OF CARLSBAD S-7 S 200 LF
WiTH WYE CLEANOUT
6" PVC SEWER MAIN CITY OF CARLSBAD S-5 s I EA
PROPOSED 2" WATER SERVICE CMWD W-4, W-20 ----------------D----® I EA
PROPOSED 1"IRRIGATION SERVICE CMWD W-3, W-20 I EA
PROPOSED 4" FIRE SERVICE CMWD W-22 I EA
PCC DRIVEWAYAPRON SDRSD G14A* A_N 220 SF
*AS MODIFIED BY CITY OF
CARLSBAD STANDARDS
TOTAL REP
TOTAL PRO
ui1U Ur il-it I lMt VVt1t1Y t/4L.I-1 LUI-'b l bt(ULILtlI IL) C1-(/4Ub / ."IlUVVN UN 11-lb /WI-'IiUVbU iJJL..J I(t.'I S'.LLJL V L IVIL, tJ l..I YL7IIWLLt 'Jr VVIJflr LU IVH fL7UiJIVQICflLI I IIQ FL% rrWJICL, I IJCQI(.IV.
GRADING PLANS.
LANDSCAPING SHALL BE ACCOMPLISHED ON ALL SLOPES AND PADS AS REQUIRED BY THE CITY
OF CARLSBAD LANDSCAPE MANUAL, THE LANDSCAPING PLANS FOR THIS PROJECT, DRA WING NO, BY: DATE: 5/22/2020
AND/OR AS DIRECTED BY THE CITY ENGINEER OR PLANNING DIRECTOR, TYLER G. LAWSON, R.C.E.
THE OWNER/APPLICANT SHALL INSURE THATALL CONTRACTORS SHALL COORDINATE THE WORK
OF THESE GRADING PLANS WITH THAT SHOWN ON BOTH THE LANDSCAPEAND IRRIGATION R.C.E. NO.: 80356 co
Z3 No. 80356 PLANS AND THE IMPROVEMENT PLANS AS REQUIRED FOR THIS WORK IN ACCORDANCE WITH THE REGISTRATION EXPIRATION DA 12-31-2020
LANDSCAPE MANUAL TIME REQUIREMENTS. Exp. 2/31/20 '
WHERE AN EXISTING PIPE LINE IS TO BE ABANDONED AS A RESULT OF THE GRADING FIRM: PASCO, LARET, SUITER, AND ASSOCIATES, INC.
OPERATION, IT SHALL BE REMOVED WITHIN TWENTY FEET OF BUILDING OR STREETAREAS AND ADDRESS: 535 NORTH HIGHWAY 101, SUITE A
REPLACED WITH PROPERLY COMPACTED SOILS, IN OTHER AREAS THE PIPE WILL BE PLUGGED
- - MTV TATiAM AU A 0fl7
STRUCTURAL (POST- CONSTRUCTION)BMP TABLE
STORM WA TER REQUIREMENTS THAT APPLY: EXEMPT FROM HYDROMODIFICA TION?
STANDARD STORM WA TER REQUIREMENTS YES (SEE SWMP FOR DOCUMENTATION)
PROJECT REQUIREMENTS F7PRIORITY NO
TYPE DESCRIPTION OWNERSHIP MAINTENANCE SHEET NO. MAINTENANCE
AGREEMENT FREQUENCY
PERMEABLE PERMEABLE PRIVATE N/A 2 REFER TO
PAVEMENT PAVEMENT (INF-3) PROJECT SWQMP
- WITH CONCRETE OR REMOVED AS APPROVED BY THE CITY ENGINEER. _
TELEPHONE (858) 259-821
TOTAL GRC
TOTAL DISI
SS AREA = 32551SFIO.747AC
7JRBED AREA = 23,000 SF/0.528AC
NTS AND TEMPORARY DISTURBANCE SUCH AS VEHICLE AND EQUIPMENT
?EAS,CONSTRUCTION TRENCHES, BACKFILL CUTS AND SLOPE KEYWAYS)
LACED IMPERVIOUS AREA = 11,207 SF
INCLUDES BUT IS NOT LIMITED TO OFF-SITE WORK INCLUDING PUBLIC
POSED IMPERVIOUS AREA = 11,858SF
"AS BU I LT"
RCE_______ EXP.__________ DATE
REVIEWED BY:
INSPECTOR DATE
CITY OF CARLSBAD SHEETS
I ENGINEERINGDEPARTMENT 6
GRADING PLANS FOR
LAGUNA ROW RP2018-0008
570-580 LAGUNA DRIVE
GR 2019-0044 TITLE SHEET HMP2OI8-0003
APPROVED: JASON S. GELDERT
CITYENGINEER _RCE63912 EXPIRES 9/30/20DATE
CJB DWN By.. PROJECT NO.DRAWiNG NO
RVWD BY: _____
CT 2018-0006 521-7A DATE INI11AL
REVISION DESCRIPTiON
DATE INITIAL DATE INIllAL
ENGINEER OF WORK 01HER APPROVAL CITY APPROVAL
I
\) /
(NOTA PART) PUBLIC CURB DATA TABLE I APNI55-221-15-OO STA 5+25,-20 /
BEARING DISTANCE NOTE I PORLOT±SECT!ON1--
TI2S R5W SBM I
I 7
I END IMPROVEMENTS \
MATCH EXISTING CONDITION \
(45 15 TC/44 65 FL) \
- \ i I
Lo
LI N 89°2434" W 5488' 6" TYPE 'G' C&G PER G-2
L2 N 89°24'34" W 2600' CURB OPENING PER G I4A
L3 N 89°2434" W 39.1Z 6" TYPE 'G' C&G PER G-2
445FG _,_,"(461&) (45.2FG) (45.2 FG) (45.3FG) (45.3FG) (45.25 FG) ) 231.81' \ N 00°4142 E r 45.1 FG -
A A A 44FG- - A r X - A I90 PVT SEWER LATERAL DATA TABLE -
___*__f -®- 451 FG
LA .95 TG /N=35
E-42
-510FG 4505 TG 44 96 TG (.J_ LA I
1
46.31 FS \: OIE . -cj- '. -r .+ A' ao-j':-u- LLJ
uj
oc I
7 7 ___ '-45 60 FG R460 46 18F LA
45 75 FG_\\ 45 55 FG_\ LA
4535FG_\8
34 LA
I PR! VA TE ROAD CENTERLINE DATA I__ UNIT -1 GARAGE' GE
17
JIt c
- \'' UNIT 13 4551 S -7)y r 1 '
CL
BEARING DISTANCE NOTE
S53°5454W 7709' 6PVC
2 NOO°38'04"E 116.97' 6PVC
BEARING DISTANCE
I S89°17'59"E 901'
2 N53°54'54E 6646'
3 NOO°35'26"E 83.10'
I LX-Th Jb b2)T 4" - - - 2.0% PAD: 45.60 / \ \( \- \ FF:45.53 42.75 !6
I I
PAD. 45 4510 MI \ I I W
RAISED WOOD FLOOR Si 4 "SEWER LATERAL -3 U 00 \\__-,__ \ _,•# .O8FS\r i -i
I
FF47.34 1 IE=37.84 LA \'-45.75FG UNIT 10 5.55 FIG UNITII \-5.35FG 'ç"-45.10G V - T . I I LL
**PRIVATE WATER NOTE** I /
PAD: 45.75 PAD. 45.55
PAD: 4535 45.51 FS 44.86
ONSITE PRIVATE WATER UTILITIES AND FACILITIES
4 SEWER - ,- '
:\\\\O
FS V WATER TOP= 39.$
SHOWN HEREON FOR REFERENCE ONLY. REFER I LATERAL Q 45.46 / UTIL X-ING
CTO PROJECT
ONSTRUCTION
SEPARATE MEP PLAN FOR
IE= 3771 ,
20 19 LOT I
\ 22 4410 TG FS LA II
12 /" '
T 3;
"
WATER IE= 39 0
LN V . -- Z I WA TER IE= 39, 0 UNIT 2
SEWER LATERAL NOTE UNIT10GARAG cp cp, UNIT 12 GARA UNIT 13 GARAGE,
BACKWATER VALVES REQUIRED FOR UNITS 7, 8, 9 11, (43.7FG) V 4"SEWER FF:45.60 \ FF:45.40 FF:45.20 PAD: 45.60 FF:44.95 I
42.50 V V fl-ING
12,& 13; REFER TO PROJECT SEPARATE MEP PLAN ' ..* \ LATERAL
Q_
PAD: 44.85 PAD: 44.65 PAD: 44.45 PAD: 44.2i0 LI , / WATER IE=39.Ow
- V
11
° \, c IE= 3737 - /
- \ SSFM TOP- 32.2 .- O,
SEWER LATERAL NOTE
V 4" SEWER 4 SEWER
LATERAL 4 SEWELATERAL 0 R - 4 20 FS
28 29 -
PROPERTY UNKNOWN; LATERAL TO BE LOCATED IN FF: 46.18 1 35.65 ... .. I EXISTING SEWER LATERAL LOCATION SERVING -UNIT 3
c,' 12 G - IEz 42.40 V I I CONNECT TO EX 10" WTR 0 ~
FIELD AND SERVICE TO BE CAPPEDATPROPERTYLINE ' (43.9FG
FAD: 45.43 V
IE V
\\ : . LA . LA
LA LA W / - STA4+75.50-11.1'RT
/4% '\ ' 45IFS'
21
/4.4 1
30 V 6'HOTTAPTOEXIO"VTTR
STATIONING It' NOTE - LATERAL
/
, (9>11!45.26F§-.l
I 0
4496 FS I 44 79 FS " ' FS 9 STA 4+6853111 RT
ii-iiii.iivuvtivw '.
-' !E=37.02 - \-3\ S l4r3gFs I
I -
'H 1. 44FS
- V STA1O+3435 ' EXWATERSERVICE
CENTERLINE STATIONING FOR LAGUNA DRIVE '*- 3- \WT "NV W -_ w - w --.-- q ._,__ , -- PROP A-4 SDCO I TO BE KILLED AT MAIN
(STAI+00)TOBEGINATINTERSECTIONOFLAGUNA I 33l -_RIM=4430_ -
DRIVEAND STATE STREET \ UNIT4Wpw
__
V
VJ'7VV IE
\\' LOT2 V FF:46.O1
6
UTILITIES ARE KNOWN TO EXIST IN THE AREA. ' PROPOSED OPENSPACE-.. " (43.4 FG) PAD. 45.267 \\ L1
INFORMATION SHOWN HEREON IS PER BEST S NO GRADING TO OCCUR
AVAILABLE RECORD INFORMATION. EXACT
HORIZONTAL AND VERTICAL LOCATION OF \ r
r 4" SE WER
EXISTING UTILITIES UNKNOWN. CONTRACTOR TO '. \.. - V loj
FIELD VERIFY LOCATION OF EXISTING UTILITIES 'V
V V V V V \\ UNIT 5 IE= 36.68 ' \
V 5' r I \
STA 4 +53.55 -9.0' LT
EUGNTOEXSD -
- L2 -V - - s/N 18" !E=$O. 18
Sm 4+&00 -20.0 L T 0\'D1 (36" MAIN !E=28.68)
STA d+s&oo LACUNA DR
33 21 N -V STA 10+00 PRIVATE DRIVE
I '-i JJJ
/ STA 4+57.48 N \'N \N\NtTN PROP DROP SSMH
IN
aj7_'T>
4432
__- L1 34J E347TTL V_
.444.."liful
I .__J__ .I
LATERAL
t.•57 3N3[V
PRIOR TO ORDERING MATERIALS AND 46 3 STA 4+57.48 SILT CONSTRUCTION. CONTRACTOR SHALL NOTIFY PAD: 45.0 <4t ~~5~, Pmr- I STA 4+57.48
ENGINEER OF WORK OF ANY DISCREPANCIES 4 45.1 (IE=2~9.44) 39
BETWEENACTUAL LOCATION AND PLAN LOCATION 414+~ OF UTILITIES UPON DISCOVERY OF DISCREPANCY 14 1 vrs UTIL X.Wr, I 00, LA
4" SEWER ABBREVIATION LEGEND LATERAL LATERAL 38 4
BS=ELEVAT!ONATBOTTOMOFSTAIR LI\\N \\ \ - \ \N L
LI!!t F RADING FF4567 LATERAL V !E-35.49 IE=35.03 Lu iE-3. SSLAT
BW- BOOM OF WALL ELEVATION N\\\ N N \N \N\\\ V
\ MATHEXGRADE TYP N\ PAD: 44.92 UNIT7 1E= 36. 12 I 12
23 TOP 3i.9± 36" SD
EG EXISTING GRADE N N ' N \ ' 430 FG V b1 F. 45.44 UNIT 8 UTIL -NO FSF!NISHEDSURFACE N \ \ N" '> V
-
7 \ PAD: 44.69 7 \ / FF. 45.15 7 UNIT 36 - : L3 2"GSIE=40.8 FG -FINISHED GRADE N \ N N I N PAD: 44.40 FF:44.66 SSTTOP=33.4 FL = FLOWLINE N ' N - \ N - N- N I I PAD: 43.91 V
15 FF = FINISHED FLOOR N \ N N ' - \ ' V ' V 7 12 V I GF = GARAGE FACE \ \ N \ 77 N \ N \ N - 41- \I
I IE INVERT ELEVATION 'V \ \ \ \ \ N - N - - ' N N - ' / -. -
V ,-0'7
LA = LANDSCAPE AREA
' - 4 ' W 1 I [I PVT =PRIVATE \ N \ -\ N - N N \ - 7 N ' N - 0 .5 , .
TG = TOP OF GRATE ELEVATION \\N N \\\ \\\\ \ \ 7\
\\
N N -' 1 N \ SETB K- \ o V 20' I 20' I TYP = TYPICAL 44\7TWlBe LA
RIM = TOP OF RIM ELEVATION
TS ELEVATION AT TOP OF STAIR 7 7 N \ N N N N N N N N \ - ) (42 G) 4440 TO 23 N 22 11 TO ,,
N
I 22 4345 G 1 34 22 43 10 LA TG - / (=TOPOF WALL ELEVATION \ N \\
\N N N NV BW)
7 \22 42.90- 44.40 FG 42601E 91F 42.30! \
- -
41.951E 411- (42.2 I /
PRI"ESE'A/EPLATERATABE 3.45 FG) I V 11 I V V I Ii 7
U-
\3,
UNIT P VT RD STATION
LA TERALATMA IN
IEAT
MAIN
DISTANCE
FROM MA IN
TO SSCO
DROP
ATMAIN
LATERAL
IEcSSCO
LATERAL
SLOPE
SSCO
RIM EL
COVER AT
SSCO
GFF UPSTREAM
MHRIM
ELEV
BACKWATER
VALVE
REQD
I PVT RD 8+19.43 36.52 4.7 1.2 37.81 2% 46.24 8.43 46.35 45.55 NO
2 PVT RD 8+23.35 36.34 7.2 1.2 1 37.68 2% 46.21 8.53 46.35 45.55 NO
3 PVT RD 8+40.60 36.00 7.2 1.2 37.34 2% 46.1 8.76 46.18 45.55 NO
4 PVT RD 8+57.85 35.65 7.2 1.2 36.99 2% 45.91 8.92 46.01 45.55 NO
5 P VT RD 8+75.10 35.31 7.2 1.2 36.65 1 2% 45.74 9.09 45.84 45.55 NO
6 PVT RD 8+89.43 34.91 12.4 1.2 36.36 2% 45.59 9.23 45.67 45.55 NO
7 PVT RD 9+02.66 34.65 11.6 1.2 36.08 2% 45.38 9.30 45.44 45.55 YES
8 PVT RD 9+35.36 33.99 13.5 1.2 35.46 2% 45.08 9.62 45.15 45,55 YES
9 PVT RD 9+57.77 33.54 13.1 1.2 35.00 2% 44.6 9.60 44.66 45.55 YES
10 PVT RD 8+97.19 34.76 22.5 1.2 36.41 2% 45.55 9.14 45.6 45.55 NO
11 PVT RD 9+16.30 34.37 22.1 1.2 36.01 2% 45.33 9.32 45.4 45.55 YES
12 PVT RD 9+36.72 33.97 22.4 1.2 35.62 2% 45.1 9.48 45.2 45.55 YES
13 PVT RD 9+54.95 33.60 21.8 1.2 35.24 2% 44.85 9.61 44.95 45.55 YES
BMP TABLE
TYPE SIZE OWNERSHIP
1,212 SF
PERMEABLE PAVERS PER INF-3 PRIVATE 1,195 SF
100 SF TREE WELL PER SD-A, SD-F PRIVATE
100 SF
FESS/
j"
-
"AS B U I LT"
co
DATE
43.6 TIN A .43.33 FIG
/ APN 155-221-11-00 ( I 4335 TCI 42 85 FL) N L:NNNN -N POR LOT I SECTION I I1- N. U-
N N N N N \ TI2S R5W SBM ii r I 1
ADDITIONAL SITE NOTES PLAN VIEW- GRADING PLAN STREET TREE SIGHT DISTANCE NOTE
I ALL UTILITIES SHOWN HEREON PER BESTA VAILABLE RECORD INFORMATION SCALE 1' =10 HORIZONTAL 0 10 20 30
CONTRACTOR TO POTHOLE OR FIELD VERIFY UTILITY CROSSING INFORMATION ALL PROPOSED STREET TREES IN PUBLIC RIGHT-OF-WA Y LOCATED WITHIN CAL TRANS SIGHT AND CONNECTION INVERT ELEVATIONS PRIOR TO CONSTRUCITON ACP WATER NOTE DISTANCE TRIANGLES SHALL HAVE CLIPPINGS MAINTAINED A MINIMUM OF 6'ABOVE FINISHED
SURFACE SO AS TO NOT IMPEDE VIEW CORRIDORS; REFER TO SEPARATE LANDSCAPE PLAN FOR GRAPHIC SCALE. I - 10
2 ALL EXISTING ONSITE STRUCTURES TO BE DEMOLISHED NO CUTTING OF ASBESTOS CEMENT PIPE (ACP) IS PERMITTED, CONTRACTOR SHALL REMOVED ACP STREET TREE LOCATIONS AND INFORMATION
3 ALL EXISTING ONSITE TREES TO BE REMOVED UNLESS OTHERWISE NOTED rONEAREAST COUPLING AND INSTALL ACP XPVC ADAPTORS AND THE NECESSARY PVC SIZE AND
CLASS PIPE TO INSTALL THE TEE AT THE STATION.
4. ALL PROPOSED ONSITE RETAINING WALL FINISH MATERIAL AND COLOR TO BE -
NATURAL GRAYMEDIUM WEIGHT SPLIT FACE BLOCK.
CONSTRUCTION NOTES
(I) EXISTING CURB, GUTTER, AND SIDEWALK TO REMAIN. PROTECT IN PLACE. (~D PROPOSED RETAINING WALL. HEIGHT PER PLAN. VERSA-LOK STANDARD PROPOSED 6- STORM DRAIN CLEAN OUT, RIMAE PER PLAN. PROPOSED TRANSFORMER & PAD PER SEPARATE SDG&E WORK ORDER.
MODULAR CONCRETE UNITS WITHOUT REINFORCEMENT, OR APPROVED EQUAL.
(i EXISTING BACKFLOW TO REMAIN. PROTECT IN PLACE. ( PROPOSED 18" RCP STORM DRAIN. PROPOSED ELECTRICAL CONDUIT BY OTHERS. MAINTAIN 5.0' SEPARATION (TYP).
PROPOSED SA WCUT LINE
® EXISTING TELECOM CABINET TO REMAIN, PROTECT IN PLACE INSTALL NEW 2- WATER SERVICE, METER, AND BA KFLOWPRE VENT/ON DEVICE ® PROPOSED DOWNSPOUT PER ARCHITECTURAL PLANS (TYP.
.-.. -----...-. ® PROPOSED AC RESURFACING PER DETAIL, SHEET 3. PER CMWDW-4, W-20.24"MAX SEPARATION METER TO BACKFLOW. - -- -
j ) EXISTING I KU! I KL± / C) KbMAllV. I-'KU I b I IN PLAC~.
TRENCH RESURFACING WITH AC PAVEMENT PER CITY OF CARLSBAD GS-25. Q INSTALL 1-IRRIGATION SERVICE LINE AND 3/4"METER WITH BACKFLOW
(3) PROPOSED ABOVE-GRADE DECK PER ARCHITECTURAL PLANS (TYP). NOTE: SEE SHEET 6 FOR FULL BMP PLAN AND TABLE REVIEWED WbL) BY:
OF EXISTING LIGHT TO REMAIN PROTECT IN PLACE PREVENTION DEVICE PER CMWD W-3, W-20.24" MAX SEP METER TO BACKFLOW PROPOSED RAISED WOOD FLOOR PER ARCHITECTURAL PLANS (TYP)
(J D INSTALL 20' WIDE PCC DRIVEWAY PER SDRSD G 14A STATIC PRESSURE =90 PSI MAX IRRIGATION FLOW= 11 GPM SEE SECTION SHEET 3 INSPECTOR DATE
EXISTING SURVEY MONUMENT (L&D MARKED "LS 2789'9 TO BE DESTROYED AND
REPLACED PER MAP 2019-0009. PROPOSED IMPERVIOUS 60 REINFORCED PCC SIDEWALK SEE DETAIL, SHEET 3 (TYP) INSTALL 4" PVC FIRE SERVICE LINE WITH DOUBLE DETECTOR CHECKASSEMBL Y PROPOSED LOT LINE PER CT 2018 0006 SEE SHEET 3
-
SHEET CITY OF CARLSBAD SHEETS
EMPTY WATER METER BOX TO 13E REMOVED. REMOVE SERVICE IF FOUND. SHEET 3 DETAIL,(7) Q~) PROPOSED 9" CUTOFF WALL, SEE
PER CMWD W-22; CONNECT TO EXISTING WATER MAIN WITH 6" HOT TAP, 6" GATE 6 2 ENGINEERING DEPARTMENT -
E-28 FORM & SUBMIT TO INSPECTOR FOR HOT TAP PRIOR TO WORK
S .
EXISTING STREET TREE TO BE REMOVED. PROPOSED PERMEABLE PAVEMENT BMP, SEE BMP 2 PROFILE, SHEET 3 (TYP). PROPOSED CONSTRUCTION LIMIT PER SHEET 5. CONSTRUCT SILT FENCE TO
- INSTALL PVC LINED SEWER DROP MANHOLE PER CITY OF CARLSBAD S-IA, S-2. DELINEATE IMPACT FOOTPRINT. SEE DETAIL, SHEET 5,
(J EXISTING 15" WATER SERVICE AND METER TO BE REMOVED FROM RIW TO MAIN PROPOSED 60" REINFORCED PCC DRIVEWAY OVER 12" COMPACTED SUBGRADE
SEE DETAIL, SHEET 3 (TYP). INSTALL 6" PVC PRIVATE SEWER LATERAL PER CITY OF CARLSBAD S-7; CONNECT PROPOSED FDC W/4" STANDPIPE. SEE SEPARATE FIRE PROTECTION PLAN.
EXISTING 4" SEWER LATERAL TO BE REMOVED. CUT LATERAL AT MAIN. TO ONSITE PRIVATE 6" PVC SEWER LATERAL; INSTALL 4" SEWER CLEANOUT PER
PROPOSED CATCH BASIN BYNDS WITH FILTER INSERT PER DETAIL SHEET 3 (TYP) CITY OF CARLSBAD S 7AT GARAGE FACE ® PROPOSED TREE WELL BMP 6" BELOW ADJACENT FS WITH AMENDED SOILS (jD PROPOSED 6" PCC TYPE 'G' CURB AND GUTTER PER SDRSD G-2. PER DETAIL, SHEET 3.
GRADING PLANS FOR. -
CT2018-0006
LAGUNA ROW RP2018-0008
570-580 LAGUNA DRIVE CDP2018-0032
F% A r KI PLAN P20180003 GR 2019-0044 jr',wIi'i LJWI -
V
____________________________________________
-
_______ ______ ______ ______V
APPROVED JASON S GELDERT
(,3) PROPOSED 6" SOLID WALL PVC STORM DRAIN (TYP). (3) INSTALL 6" SEWER CLEANOUT WI 10" CAST IRON LID PER CITY OF CARLSBAD S-7.
______ __________________________________________ ______ ______ _____ I CITY ENGINEER RCE 63912 EXPIRES 9/30/20 DATE I ( PROPOSED 4" PCC SIDEWALK PER SDRSD G-7. (TYP) PROPOSED TRAFFIC RATED I8"X18" BROOKS BOX WITH FILTER PER DETAIL ON V
PROPOSED 6" PERFORATED PVC PIPE (TYP) PROPOSED FENCE PER SEPARATE ARCHITECTURAL PLANS (TYP) SHEET 3. CONNECT TO STORM DRAIN DATE INIllAL DATE I INITiAL DATE I INIllAL DWN D6 "Y
PROJECT NO DRAWiNG NO
() PROPOSED 4- PERFORATED PVC PIPE (TYP). () PROPOSED USPS MAILBOX. SEE ARCHITECTURAL PLANS. () PROPOSED 6" PVC SWING CHECK VALVE ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL IRVMWD BY: CT 2018-0006 521-7A
/
BUENA /
VISTA
LAGOON I I 3.0 MIN / VARIES 4.0' 8.0' 8.0' 4.0' VARIES I COLD PLANE AND OVERLAY - - - / VARIES 4.0' 8.0' 8.0' 4.0' VARIES
2.0' MIN / DRIVEWAY WALK DRIVE DRIVE WALK LANDSCAPE /
--- Ti ii
DRA,`E DRIVE 89-2453-E
/ 'i ? / / / / / / / / ,/rSMOOTH TRANSITION UNIT 3 1 (REINFORCED PCC) (REINF. PCC) (PERMEABLE PAVERS) (PERMEABLE PAVERS) (REINF PCC) LANDSCAPE WALK WALK DRIVEWAY
(REINF.PCC) (PERMEABLE PA VERS) (PERMEABLE PAVERS) (REINF.PCC) (REINFORCED PCC) 25.22'10T 1
UNIT 7 UNIT 10 14
1 SAWCUT-\ / ,,[PAVEMENT
FF=46.18 _-46.FS %(45.96Fs MIN EXISTINGAC
•
72 FS 45.95 FS /FF475 FF45.44 / 45.36FS 2W 45.17FS 1% MIN 45.46FS-45.56 FS /FF=460
LINE
4 PE ep
CONDUIT CONDUIT
`17 2"ELECJ 2"ELEC-J
L 6" STRUCTURAL SECTION INSTAL
, 1 1 v I m TYPE G PCC 4"AC OVER 6" CLASS I/ AB 41.14 BS 1"PERF SD SERVICE / LOT 1 4AP 242 / L SEE PERVIOUS
c&G PER OVER NATIVE SUBGRADE IE= 43.97 PAVER SYSTEM 40.3OBS ?EfERF SD SEE PERVIOUS
// / I
/ \ SDRSD G-2 COMPACTED TO 95% REL.COMP. -. 2" WATER DETAIL, THIS SHEET cli
SERVICE - 6" PERF SD 6"PERF SD - SEDETAIL, THIS EET SEE STREET NOTE
/ EXTEND BASE '
SHEET
. 6" SS IE= 41.50 IE= 42.20
/ 6"BEHIND CURB LATERAL
IE= 35.81 LA TERAL
34.70 DETAIL -ACRESURFACING NOTE. MINIMUM BEDDING & BASE COURSE NOTE. MINIMUM BEDDING& BASE COURSE
/ SEE CONSTRUCTION NOTE 15 NOT TO SCALE DEPTH SHOWN. ADDITIONAL DEPTH TO BE SECTION A T S TA8+50.00 SECTION AT S TA9+00.00 DEPTH SHOWN. ADDITIONAL DEPTH TO BE
SPECIFICATIONS FROM THE MANUFACTURER PROPOSED TREE NOT TO SCALE Xx NOT TO SCALE SPECIFICATIONS FROM THE MANUFACTURER. 3NMULCH & ROOT BALL
27E E C
ONDUI
tOT2
ADDED IF NEEDED TO CONFORM TO PAVER ADDED IF NEEDED TO CONFORM TO PAVER
PER LSCAPE
/ /4OPJ SP(CE)' K
/ PROPOSEDt
P W 4 ,/
I /
9" WIDE CUTOFF WALL 120 CF MIN
(f I 24" ROOT CONTROL I AMENDED SOIL 3-1/8" PERVIOUS I BARRIER PER SDRSD L-06 4" ASTM #8 BEDDING / INTERLOCKING PAVERS / - 4.5" REINFORCED PCC
/ / 7/ / / /
/
/ / N / / / I V PtV 3-1/8" PER VIOUS AMENDED SOIL TO REMAIN- ' SEE NOTE BELOW
BEDDING _j V, C) INFLUENCE FROM FTG
J -
DETAIL TREE WELL 8"ASTM#57BASE f PAVERS 4"ASTM# UNDER DRAIN
46.07 FS 11% ________I SDCO SEE NOTE, BELOW PROP. 6/
IDEjITOFF WALL
NOT TO SCALE SEE NOTE BELOW _I _ PIPE @ 15'0. C.
LIMIT OF 100-FT \y, IN 05 f"IXt,~< TO CONNECT
C4/, WE L(.) V_ - PER PLAN PROP 1E VARIES TLANDSETBACK
v PER PLAN 314ff CRUSHED ROCK---, GRAVEL LAYERS
~191TOF- 17 95% COMPACTED GRADING NATIVE SUBGRADL-
44.25
pth PVC PIPE_ 8" ASTM #57 BASE _______ I NOTE: MINIMUM BEDDING & BASE COURSEIELOW TOP OF Bi
2.5 I//12/
'UNDERDRAM DEPTH SHOWN. ADDITIONAL DEPTH TO BE
/ \/ \/ \/ \/ \/ \/ \/ \/ \/ \/ \/ "/ AT TOP OF STORAGE 7 IE= 44.O5 \ f \" " \/ \'"-<"--r' -' -" 4 4 'L. \2 7( '\/ 7 1 A-4 SDCO ADDED IF NEEDED TO CONFORM TO PAVER
"3/4" CRUSHED ROCK \/ \ 6" PERF SD (TYP) \./ \/ \/ 'Jç7- ç/-çV -z/ / '/ 'L \L \.4\4'\7 \/ \/ \/ '/ \/ \/\ J/ 7 PER PLAN SPECIFICATIONS FROM THE MANUFACTURER.
L IE-42.50 6 PERF PRVAMP IE= 42.15 IE= 42.10 DETAIL - PER VIOUSPAVERSYSTEM
,
i
/V ____
I
________________________________________________________________________________ CRUSHED ROCK DISPERSION PIPE PROP. 18" SEE CONSTRUCTION NOTE 20 NOT TO SCALE
- I 2 BO1TOM OF STORAGE BOTTOM OF STORAGE-' 6" PERF SO IE= 41.50 @ 0.0% - RCP SD
712/V EL 41,14 BMPIPROFILE EL=41.14 IE= 40.80
)1 / / Ii i/ . \\_ ..J -9"WIDECUTOFFWALL /32 -/ / / ii '? I .. 9 WIDE CUTOFF WALL ALONG DRIVE CENTERLINE BOTTOM OF STORAGE BOTTOM OF STORAGE 560-C-3250
2 //
j Lo CID O0TOM58F WELL EL = 40.42 NOT TO SCALE BOTTOM OF WALL----'
EL =40.30 BMP2PROFILE EL -40.30 '1.. ROW
I / /
1,4
44-I a NOTE: MINIMUM BEDDING & BASE COURSE EL- 37.80 ALONG DRIVE CENTERLINE BOTTOM OF WALL 60.0'
DEPTH SHOWN. ADDITIONAL DEPTH TO BE NOT TO SCALE EL- 37.80
/ / I ' ADDED IF NEEDED TO CONFORM TO PAVER
SPECIFICATIONS FROM THE MANUFACTURER.
vv
,' /()/v /7
LOT
/ / ) / I LINE
i V I I I I 2 RAISED I UNIT 4 DECK WOOD FLOOR VARIES -5' FF. 4 6. 01
1-3 ARCH'L FF-46.01 I I PAD: 45.26
"A/8 LOT STRUCTURAL 2 2Y. MIN PER PLAN ,~4 Cot PROPOSED, PER 'N
I 5' PER SOILS ENGINEER
- I I El BEYOND PAD
- - - - -
0
SECTION NEARUNIT4
2_
;: _ NOT TOSCALE
10.0'DEDIcATION j / PER DOC 93-118828" 2 RECORDED 2J2519,3' 2125/93
GRATE
NOTES:
'-N ID i i / FRAME 1. EXISTING SOILS SHOULD BE EVALUATED TO ________
LAGUNAi.ri ji v,- DRIVE -, ENSURE PROPER STRUCTURAL AND
FILTER BAG PERMEABILITY PROPERTIES.
N jL.JLJ/ 2. INSTALLATION TO BE COMPLETED IN
SPECIFICATIONS
I - ----------
4. THIS DRAWING IS INTENDED FOR USE BY
(NOTA PART)
CATCH BASIN ARCHITECTS, ENGINEERS, CONTRACTORS,
APN 203-101-37 0 20 40 60 1W_'/ CONSUL TANTSAND DESIGN PROFESSIONALS
7777-7-7-7-1 --- 10ft / / I 88S8S1 /'fJ FOR PLANNING PURPOSES ONLY.
/ I 5. ALL INFORMATION CONTAINED HEREIN WAS
/ CURRENT AT THE TIME OF DEVELOPMENT
I ISOMETRIC FILTER BAG BUT MUST BE REVIEWED AND APPROVED BY
EASEMENT NOTES OVERALL SITE PLAN THE PRODUCT MANUFACTURER TO BE -
CONSIDERED ACCURATE.
LIII PROPOSED 25' EASEMENT IRREVOCABLE OFFER OF DEDICATION FOR PUBLIC SCALE: 1"- 20'
ACCESS PER DOC. NO REC. _/_/_ CATCH BASIN INLET FILTER
PROPOSED SHARED PRIVATE DRIVEWAY WITH MUTUAL MAINTENANCE, SEE CONSTRUCTION NOTES 22,46 NOT TO SCALE
UTILITYAND ACCESS EASEMENT PER DOC. NO REC.
ACCORDANCE WITH MANUFACTURER'S
3, DO NOT SCALE DRAWING. ____
30.0' 0.1. 30.0'
EXISTING AC PROJECT 10.0' PARKWAY 200' TO CURB FACE PAVEMENT
SITE 0 r TO REMAIN
1 5.51 I I
PCC SLAB-----_
MAX VARIES
VARIES
NO, 3 BARS X
DIRECTIONS) INSTALL 6" TYPE G
por IVI EXISTING PCC CURB, GU PER SD SD G-2 T GUTTER & SIDEWALK SAND (S.E.40) EXISTING CURB CUT
LOCATIONS, SEE DETAIL,
UPPER LEFT 90UMIR 'EX 10"AC WATER CO AC ED K- 4"AC OVER 6"GLASS!IAB
(MIN); SEE STREET NOTE #1 EX 36" RCP EX 8" HOPE SSFM
DETAIL - REINFORCED CONCRETE SLAB SAWCUTEXISTINGAC STORM DRAIN
PAVEMENT, PROPOSED
SEE CONSTRUCTION NOTES: 18,21 NOT TO SCALE 2"AC GRIND & OVERLAY TYPICAL SECTION - LAGUNA DRIVE
NOT TO SCALE
PASCO LARET SUITER "AS BUILT"
'& ASSOCIATES ((( No.80356
CIVIL ENGINEERING + LAND PLANNING + LAND SURVEYING Exp. 12/31/20 ).JJ RCE_______ EXP._________ DATE
535 North Highway 101, Ste A, Solana Beach, CA 92075
ph 858.2598212 I ft 858.259.4812 plsaenglneering.com REVIEWED BY:
INSPECTOR DATE
SHEET CITY OF CARLSBAD SHEETS
3 ENGINEERING DEPARTMENT 6
GRADING PLANS FOR
LAGUNA ROW
570-580 LACUNA DRIVE
GR2019-0044 SEC11ONS & DETAILS HMP20I8-0003
DATE I INITIAL
ENGINEER OF WORK REVISION DESCRIP11ON
ICIlY ENGINEER RCE
DWN BY: CJB DATE INITIAL DATE INITIAL CHKD BY:
O1HER APPROVAL CITY APPROVAL RVWD BY:
I
PLSA 3218
1 1. TIER 2 CITY STORM WATER POLLUTION PREVENTION PLAN ( TIER 2 SWPPP)
STORM WATER POLLUTION PREVENTION NOTES MITIGATION MONITORING AND REPORTING PROGRAM (MMRP) NOTES
GENERAL SITE MANAGEMENT REQUIREMENTS EROSION CONTROL HYDROSEEDING, PLANTING AND IRRIGATION BIO-3: CLEARING AND GRADING ACTIVITIES SHOULD BE AVOIDED DURING THE BIRD BREEDING SEASON
(FEBRUARY 15 THROUGHAUGUST3I FOR MOST SPECIES, AND JANUARY 1 THROUGHAUGUST3I FOR RAPTORS)
THE FOLLOWING GENERAL SITE MANAGEMENT REQUIREMENTS SHALL BEADHERED TO THROUGHOUT THE 1. ALL PERMANENTAND TEMPORARYEROSION CONTROL PLANTING AND TO REDUCE INDIRECT IMPACTS TO NESTING BIRDS THAT MAYBE PRESENT WITHIN THE CONSTRUCTION
FOOTPRINT DURATION OF THE CONSTRUCTION WORK (YEAR ROUND). IRRIGA TIOA' SHALL BE INS TALLED AND MAINTAINED AS REQUIRED IN SECTION OR RESTORATION AREAS, OTHER CONSTRUCTION ACTIVITIES SHOULD ALSO BE AVOIDED DURING
I. IN CASE EMERGENCY WORK IS REQUIRED, CONTACT: BRETT FARROW, LAGUNA PROJECT LP, AT (760) 212 OF THE STANDARD SPECIFICA TIONS AND THE FOLLOWING: THE BIRD BREEDING SEASON, IF FEASIBLE. IF THIS CANNOT BE AVOIDED, THE FOLLOWING MEASURES SHALL BE
230-6851 TAKEN:
2. DEVICES SHOWN ON CI7YAPPROVED PLANS SHALL NOT BE MOVED OR MODIFIED WITHOUT THE A HYDROSEEDING SHALL BEAPPL lED TO: A. NESTING BIRD SURVEYS SHALL BE CONDUCTED BYA QUALIFIED BIOLOGIST INAPPROPRIATE HABITAT
APPROVAL OF THE ENGINEERING INSPECTOR, I ALL SLOPES THA TARE GRADED 6:1 (HORIZONTAL TO VERTICAL) OR FOR NESTING RAPTORS AND MIGRATORY BIRDS AND WITH, IN 500-FOOT SURVEY BUFFER WITHIN THREE (3)
3. THE CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE STEEPER WHEN THEYARE: DAYS OF CONSTRUCTION.
SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL. a. THREE FEET OR MORE IN HEIGHTANDADJA CENT TO PUBLIC B. IF NESTS OF LISTED BIRDS, MIGRA TORY BIRDS, RAPTORS, OR OTHER SPECIAL-STATUS SPECIES ARE
LOCATED, THESE AREAS SHALL BE FENCED WITHA PROTECTIVE BUFFER OFAT LEAST 500 FEET FROM 4. THE CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAYBE REQUIRED BY WALL OR STREET ACTIVE NESTS OF LISTED SPECIES, AND 300 FEET FROM OTHER SPECIAL-STATUS BIRD SPECIES. THE CITY ENGINEER DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORSEEN CIRCUMSTANCES b. ALL SLOPES 4 FEET OR MORE IN HEIGHT C. ALL CONSTRUCTION ACTIVITY SHALL BE PROHIBITED WITHIN THIS AREA. REDUCED BUFFERS CAN BE WHICH MAYARISE,
5. THE CONTRACTOR SHALL BE RESPONSIBLEAND SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT 2 AREAS GRADED FLATTER THAN 6:1 WHENANYOF THE REQUESTED FROM THE CITY IF THE PROJECT BIOLOGIST CAN DEMONSTRATE THAT THE NESTING SUCCESS
PUBLIC TRESPASS ONTO AREAS WHERE IMPOUNDED WATERS CREATE A HAZARDOUS CONDITION. FOLLOWING CONDITIONS EXIST: WILL NOT BE AFFECTED.
6. GRADING AREAS AROUND THE PROJECT PERIMETER MUST DRAIN AWAY FROM THE FACE OF SLOPE AT a. IS/OTSCHEDULED FOR IMPROVEMENTS (CONSTRUCTION OR BI04: THE POTENTIAL FOR SIGNIFICANT INDIRECT IMPACTS DURING CONSTRUCTION SHALL BE MITIGATED THE CONCLUSION OF EACH WORKING DAY. GENERAL LANDSCAPING) WITHIN 60 DAYS OFROUGH GRADING. THROUGH IMPLEMENTATION OF THE FOLLOWING MEASURES PRIOR TO ISSUANCE OFA GRADING PERMIT OR 7. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN b. IDENTIFIED BY THE PARKS AND RECREA TION DIRECTOR AS DURING GRADING ACT! VITYAS APPROPRIATE FOR THE MEASURE: FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%% %). SILTAND OTHER DEBRIS HIGHLY VISIBLE TO THE PUBL IC. A. THE FOOTPRINT OF DISTURBANCE SHALL BE SPECIFIED IN THE CONSTRUCTION PLANS. CONSTRUCTION SHALL BE REMOVED AFTER EACH RAINFALL. c. HA VEANYSPECIAL CONDITION IDENTIFIED BY THE CITY LIMITS SHALL BE DELINEATED WITH ORANGE FENCING, AND IN AREAS POTENTIALLY SUBJECT TO PROJECT 8. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGA TE, ENGINEER THAT WARRANTS IMMEDIATE TREA TMENT RELATED RUNOFF, SILT FENCING SHALL BE USED TO DELINEATE THE IMPACT FOOTPRINT. ALL FENCING 9, ALL EXPOSED DISTURBED AREAS MUST HAVE EROSION PROTECTION BMPs PROPERLY INSTALLED, THIS SHALL BE MAINTAINED UNTIL THE COMPLETION OF ALL CONSTRUCTION ACTIVITIES, AT WHICH TIME ALL INCLUDES ALL BUILDING PADS, UNFINISHED ROADS, AND SLOPES B HYDROSEEDING AREAS SHALL BE IRRIGA TED INACCORDANCE WITH THE FENCING SHALL BE REMOVED. ALL CONSTRUCTION PERSONNEL AND ASSOCIATES SHALL BE INSTRUCTED 10. ADEQUATE PERIMETER PROTECTION BMPs MUST BE INSTALLED AND MAINTAINED AND WILL BE FOLLOWING CRITERIA: THAT THEIR ACTIVITIES, VEHICLES, EQUIPMENT, AND CONSTRUCTION MATERIALS ARE RESTRICTED TO THE UPGRADED, IF NECESSARY, TO PROVIDE SUFFICIENT PROTECTION FROM RUNOFF DURING RAIN EVENTS. 1 ALL SLOPES THA TARE GRADED 6:1 OR STEEPERAND THA TARE: PROPOSED PROJECT FOOTPRINT, DESIGNATED STAGING AREAS, AND ROUTES OF TRAVEL. IFANY IMPACTS 11. ADEQUATE SEDIMENT CONTROL BMPs MUST BE INSTALLED AND MAINTAINED. a. THREE TO EIGHTFEETIN HEIGHT SHALL BE IRRIGATED BYHAND SHALL OCCUR BEYOND THE APPROVED IMPACT FOOTPRINT, ALL WORK IN THE IMMEDIATE VICINITY SHALL 12. ADEQUATE BMPs TO CONTROL OFFSITE SEDIMENT TRACKING MUST BE INSTALLED AND MAINTAINED. WATERING FROM QUICK COUPLERS/HOSE BIBS ORA CEASE UNTIL THE DISTURBANCE LIMIT BREACH HAS BEEN ADDRESSED TO THE SATISFACTION OF THE CITY. 13. A MINIMUM OF 125% OF THE MATERIAL NEEDED TOO INSTALL STANDBY BMPs TO PROTECT THE EXPOSED CONVENTIONAL SYSTEM OFLOWPRECIPITA TION SPRINKLER B. THE QUALIFIED PROJECT BIOLOGIST SHALL REVIEW GRADING PLANS (E.G., ALL ACCESS ROUTES AND AREAS FROM EROSION AND PREVENT SEDIMENT DISCHARGES, MUST BE STORED Oft/SITEE, AREAS HEADS PROVIDING 100% COVERAGE. STAGING AREAS), AND MONITOR CONSTRUCTION ACTIVITIES THROUGHOUT THE DURATION OF
ALREADY PROTECTED FROM EROSION USING PHYSICAL STABILIZATION OR ESTABLISHED VEGETATION b. GREA TER THAN 8 FEET/N HEIGHT SHALL BE WA TERED BYA GRADING/GROUND DISTURBANCE ASSOCIATED WITH THE PROJECT TO ENSURE THATALL PRACTICABLE STABILIZATION BMPs ARE NOT CONSIDERED TO BE "EXPOSED" FOR PURPOSES OF THIS REQUIREMENT. CONVENTIONAL SYSTEM OFLOWPRECIPITA TION SPRINKLER HEADS MEASURES ARE BEING EMPLOYED TO AVOID INCIDENTAL DISTURBANCE OF HABITATAND ANY TARGET 14. THE 0 WNER/DEVELOPERICONTRACTOR MUST FOLLO W "WEATHER TRIGGERED" ACTION PLAN AND BE PROVIDING 100% COVERAGE. SPECIES OF CONCERN OUTSIDE THE PROJECT FOOTPRINT.
ABLE TO DEPLOY STANDBY BMPs TO PROTECT THE EXPOSED PORTIONS OF THE SITE WITHIN 48 HOURS C. ANYHABITAT THAT IS IMPACTED THAT IS NOT IN THE IDENTIFIED PROJECT FOOTPRINT SHALL BE OFA PREDICTED STORM EVENT (A PREDICTED STORM EVENT IS DEFINED AS A 40% CHANCE OF RAIN 2 AREAS SLOPED LESS THAN 6:1 SHALL BE IRRIGA TED ASAPPRO VED BY DISCLOSED IMMEDIATELY TO THE CITY, UNITED STATES FISH AND WILDLIFE SERVICE (USFWS), CALIFORNIA WITHIN A 5-DAY NATIONAL WEATHER SERVICE FORECAST). ON REQUEST, THE THE CITY ENGINEER, PRIOR TO HYDROSEEDING. THE DEVELOPER SHALL DEPARTMENT OF FISH AND WILDLIFE (CDFW), AND CALIFORNIA COASTAL COMMISSION (CCC); AND SHALL BE OWNER/DEVELOPER/CONTRACTOR MUST PROVIDE PROOF OF THIS CAPABILITY. SUBMITA PROPOSED SCHEME TO PROVIDE IRRIGA TION TO THE CITY COMPENSATED ATA MINIMUM RATIO OF 5:1. 15. DEPLOYMENT OF PHYSICAL OR VEGETATION EROSION CONTROL BMPs MUST COMMENCE AS SOON AS ENGINEER. THE PROPOSAL SHALL BE SPECIfiC REGARDING THE NUMBERS, D. CONSTRUCTION EMPLOYEES SHALL LIMIT THEIR ACTIVITIES, VEHICLES, EQUIPMENT, AND CONSTRUCTION SLOPES ARE COMPLETED, THE OWNER/DEVELOPER/CONTRACTOR MAY NOT RELY ON THE ABILITY TO TYPE, AND COSTS OF THEELEMENTS OF THE PROPOSED SYSTEM MATERIALS TO THE FENCED PROJECT FOOTPRINT. DEPLOY STANDBY BMP MATERIALS TO PREVENT EROSION OF SLOPES THAT HAVE BEEN COMPLETED, E. EQUIPMENT STORAGE, FUELING, AND STAGING AREAS SHALL BE LOCATED ON DISTURBED UPLAND SITES 16. THE AREA THAT CAN BE CLEARED, GRADED, AND LEFT EXPOSED ATONE TIME IS LIMITED TO THE AMOUNT 3 IRRIGATION SHALL MAINTAIN THE MO/S TURE LEVEL OF THE SOIL AT THE WITH MINIMAL RISK OF DIRECT DRAINAGE INTO RIPARIAN AREAS OR OTHER SENSITIVE HABITATS, AND AT OFACREAGE THAT THE CONTRACTOR CAN ADEQUATELY PROTECT PRIOR TO A PREDICTED RAIN EVENT. OPTIMUM LEVEL FOR THE GRADING OF THE HYDROSEEDED GROWTH. LEAST 100 FEET FROM WATERS OF THE UNITED STATES. THESE DESIGNATED AREAS SHALL BE LOCATED IN FOR LARGER SITES, GRADING SHOULD BE PHASED. IT MAYBE NECESSARY TO DEPLOY EROSION AND SUCH A MANNER AS TO PREVENTANY RUNOFF FROM ENTERING SENSITIVE HABITAT. ALL NECESSARY SEDIMENT CONTROL BMPs IN AREAS THA TARE NOT COMPLETED, BUTARE NOTACTI VELY BEING C HYDROSEEDING MIX SHALL CONSIST OFALL OF THE FOLLOWING: PRECAUTIONS SHALL BE TAKEN TO PREVENT THE RELEASE OF CEMENT OR OTHER TOXIC SUBSTANCES INTO WORKED BEFORE ADDITIONAL GRADING IS ALLOWED TO PROCEED, AT THE DISCRETION OF THE CITY I SEED MIX SHALL CONSIST OF NO LESS THAN: SURFACE WATERS. ALL PROJECT RELATED SPILLS OF HAZARDOUS MATERIALS SHALL BE REPORTED TO THE INSPECTOR. 20 lbs. PERACRE OF ROSE CLOVER CITYAAID SHALL BE CLEANED UP IMMEDIA TEL Y A ND CONTAMINATED SOILS REMOVED TO APPROVED 17, ALL DISTURBED AREAS THA TARE NOT COMPLETED AND/OR NOT BEING ACTIVELY GRADED MUST BE 20 lbs PERACRE OFZORRO FESCUE DISPOSAL AREAS. FULLY PROTECTED FROM EROSION IF LEFT FOR 14 OR MORE DAYS. THE ABILITY TO INSTALL BMP C. 3Ibs PERACRE OFE SCHOOL CIA CALIFORNICA F. LIGHTING IN OR ADJACENT TO THE PRESERVE SHALL NOT BE USED, EXCEPT WHERE ESSENTIAL FOR MATERIALS WA PROMPT MANNER IS NOT SUFFICIENT. BMPs NEED TO BE INSTALLED IN THESE AREAS. d. 4 lbs PERACRE OFACHILLEA MILLEFOLIA ROADWAY, FACILITY USE, AND SAFETY. IF NIGHTTIME CONSTRUCTION LIGHTS ARE NECESSARY, ALL 18. BMPs MUST BE STOCKPILED AT VARIOUS LOCATION THROUGHOUT THE PROJECT SITE THROUGHOUT THE a. 3Ibs PER ACRE OFAL YSSUM (CARPET OF SNOW) LIGHTING ADJACENT TO NATURAL HABITAT WILL BE SHIELDED AND/OR DIRECTED AWAY FROM HABITAT. YEAR. WHENEVER THERE IS 40% CHANCE OR GREATER OFA RAIN WITHIN A THREE (3) DAY FORECAST, f 1121b. PERACRE IFDIMORPHOLECA G. FUGITIVE DUST SHALL BEA VOIDED AND MINIMIZED THROUGH WATERING AND OTHER APPROPRIATE THE INSPECTOR WILL VERIFY THAT BMPs ARE ADEQUA TEL Y STOCKPILED. BMPs MUST BE STOCKPILED g. ITEMS c, d, e, AND f OF THIS SUBSECTION MA YBE OMITTED ON MEASURES. AND READY FOR DEPLOYMENT WHEN THERE IS 50%%% CHANCE OF RAIN WITHIN A 48 HOUR FORECAST VISIBLE FROM EITHER A PUBLIC STREET OR RESIDENTIAL H. EXOTIC SPECIES THAT PREY UPON OR DISPLACE TARGET SPECIES OF CONCERN SHOULD BE FAILURE TO COMPLY WITH THIS REQUIREMENT COULD RESULTIN THE ISSUANCE OFA STOP WORK STRUCTURES. PERMANENTLY REMOVED FROM THE SITE. NOTICE OR OTHER ENFORCEMENTACTION. h. ITEM a OF THIS SUBSECTION MUSTBE INOCULA TED WITHA I. TO A VOIDA1TRACTING PREDATORS OF THE NATIVE WILDLIFE SPECIES, THE PROJECT SITE SHALL BE 19, ALL TREATMENTAND EROSION CONTROL BMPs MUST BE INSPECTED WEEKLYAND PRIOR TO A NITROGEN FIXING BACTERIA AND APPLIED DRYEITHER BY KEPTAS CLEAN OF DEBRIS AS POSSIBLE, ALL FOOD RELATED TRASH ITEMS SHALL BE ENCLOSED IN SEALED FORECASTED RAIN EVENT OF GREATER THAN 50%%%, AND AFTER A RAIN EVENT, IN ADDITION, DRILLING OR BROADCA SING BEFORE HYDROSEEDING, CONTAINERS AND REGULARLY REMOVED FROM THE SITE(S). PETS OF PROJECT PERSONNEL SHALL NOT BE TREATMENT CONTROL BMPs MUST BE SERVICED AS NEEDED THROUGHOUT THE YEAR. I. ALL SEED MA TERIALS SHALL BE TRANSPORTED TO THE JOBSITE ALLOWED ON SITE WHERE THEY MAY COME INTO CONTACT WITH ANY NA TIVE SPECIES. 20. IF SELECTED BMP FAILS DURING A RAIN EVENT, IT MUST BE REPAIRED OR IMPROVED OR REPLACED WITH IN UNOPENED CONTAINERS WITH THE CALIFORNIA DEPARTMENT J. THE CITY OF CARLSBAD HAS THE RIGHT TO ACCESS AND INSPECTANY SITES OFAPPROVED PROJECTS AN ACCEPTABLE AL TERNATE AS SOON AS IT IS SAFE TO DO SO. THE FAILURE OFA BMP INDICATES IT WAS OF FOOD AND A GRICUL TURE CERTIFICA TJON TAGA TTACHED TO, INCLUDING ANY RESTORATION/ENHANCEMENTAREA FOR COMPLIANCE WITH PROJECTAPPROVAL NOTADEQUATE FOR THE CIRCUMSTANCES IN WHICH IT WAS USED. REPAIRS AND REPLACEMENT MUST OR PRINTED ON SAID CONTAINERS. CONDITIONS INCLUDING THESE BEST MANAGEMENT PRACTICES. THE USFWS AND CDFW MAYACCOMPANY THEREFORE PUTA MORE ROBUST BMP MEASURE IN PLACE. / I/ON-PHYTO-TOXIC WETTING AGENTS MA YBEADDED TO THE CITY REPRESENTATIVES ON THIS INSPECTION, 21. ALL CONSTRUCTION EMPLOYEES MUST BE TRAINED ON THE IMPORTANCE OF STORM WATER POLLUTION HYDROSEED SLURRYA T THE DISCRETION OF THE CONTRACTOR. K. GRADING ACTIVITY SHALL BE PROHIBITED DURING THE RAINY SEASON: FROM OCTOBER 1ST THROUGH PREVENTION AND BMP MAINTENANCE. APRIL ISTOF EACH YEAR.
2 TYPE I MULCHAPPLIEDA T THEM TE OFNO LESS HAN2000 lbs PER L. ALL GRADED AREAS SHALL BE LANDSCAPED PRIOR TO OCTOBER 1ST OF EACH YEAR WITH EITHER
ACRE. TYPE 6 MULCH (STRAW) MAYBE SUBSTITUTED, WHEN STRAW/S TEMPORARY OR PERMANENT LANDSCAPING MATERIALS, TO REDUCE EROSION POTENTIAL. SUCH
WEATHER TRIGGERED ACTION PLAN USED, ITMUSTBEANCHORED TO THE SLOPE BYMECHAMCALL YPUNCHING LANDSCAPING SHALL BE MAINTAINED AND REPLANTED IF NOT WELL-ESTABLISHED BY DECEMBER 1ST
NO LESS THAN 50% IF THE STRA WINTO THE SOIL. FOLLOWING THE INITIAL PLANTING.
THE DEVELOPER SHALL DEPLOY STANDBY BEST MANAGEMENT PRACTICE MEASURES TO COMPLETELY M. THE OCTOBER 1ST GRADING SEASON DEADLINE MAYBE EXTENDED WITH THE APPROVAL OF THE CITY
PROTECT THE EXPOSED PORTIONS OF THE SITE WITHIN 48 HOURS OFA PREDICTED STORM EVENT (A 3 FERTILIZER CONSISTING OFAMMONIUMPHOSPHA TE SULFATE, 16-20-0 ENGINEER SUBJECT TO IMPLEMENTATION BY OCTOBER 1ST OF SPECIAL EROSION CONTROL MEASURES
PREDICTED STORM EVENT IS DEFINED AS A FORECASTED, 40%%% CHANCE OF RAIN BY THE NATIONAL WITH 15% SULPHUR APPLIED A T THE RATE OF 500 lbs. PERACRE. DESIGNED TO PROHIBIT DISCHARGE OF SEDIMENTS OFF-SITE DURING AND AFTER THE GRADING OPERATION,
WEATHER SERVICE), IN ADDITION TO BMPs IMPLEMENTED YEAR-ROUND INCLUDING PERIMETER CONTROL, EXTENSIONS BEYOND NOVEMBER 15TH MAYBE ALLOWED IN AREAS OF VERYLOW RISK OF IMPACT TO
WIND EROSION CONTROL, TRACKING, NON-STORM WATER CONTROL, WASTE MANAGEMENT, AND D AREAS TO BE HYDROSEEDED SHALL BE PREPARED PRIOR TO HYDROSEEDING: SENSITIVE COASTAL RESOURCES AND MAYBE APPROVED EITHER AS PART OF THE ORIGINAL COASTAL
MATERIALS POLLUTION CONTROL, I ROUGHENING THE SURFACE TO BE PLANTED BYANYORA DEVELOPMENT PERMIT OR AS AN AMENDMENT TO AN EXISTING COASTAL DEVELOPMENT PERMIT
COMB/NA TION OF: N. IF ANY OF THE RESPONSIBLE RESOURCE AGENCIES PROHIBIT GRADING OPERATIONS DURING THE
THE NATIONAL WEATHER SERVICE FORECAST SHALL BE MONITORED AND USED BY THE DEVELOPER ON A TRACK WALKING SLOPES STEEPER THAN 6:1. SUMMER GRADING PERIOD IN ORDER TO PROTECT ENDANGERED OR RARE SPECIES OR SENSITIVE
DAILYBASIS, IF PRECIPITATION IS PREDICTED (40% %% CHANCE OF RAIN), THEN THE NECESSARY WATER HARROWING AREAS 6:1 OR FLATTER THA TARE SUFFICIENTLY ENVIRONMENTAL RESOURCES, THEN GRADING ACTIVITIES MAYBE ALLOWED DURING THE WINTER BYA
POLLUTION CONTROL PRACTICES SHALL BE DEPLOYED WITHIN 48 HOURS AND PRIOR TO THE ONSET OF FRIABLE. COASTAL DEVELOPMENT PERMIT OR PERMITAMENDMENT, PROVIDED THATAPPROPRIATE BEST
THE PRECIPITATION. 2 AREAS GRADED FLATTER THAN 6:1 WHENANYOF THE FOLLOWING MANAGEMENT PRACTICES ARE ADOPTED.
CONDITIONS EXIST:
THE DEPLOYMENT OF THE BMPS SHALL INCLUDE BUT NOT BE LIMITED TO GRAVEL BAGS AND SILT FENCES. ADJUSTING THE SURFACE SOIL MOISTURE TO PRO VIDE A DAMP BIO-5: TO PREVENT IMPACTS OF THE PROPOSED DEVELOPMENT ON THE HMP PRESERVEAREA OFF SITE AND
A MINIMUM OF 125% OF THE MATERIAL NEEDED TO INSTALL STANDBY BEST MANAGEMENT PRACTICES BITNOTSA TIJRA TED SEEDBED, TO THE NORTH AND NORTHWEST OF THE PROJECT SITE, THE PROJECT SHALL COMPLY WITH THE FOLLOWING
MEASURES TO PROTECT THE EXPOSED AREAS FORM EROSION AND PREVENT SEDIMENT DISCHARGES THEADDITION OF SOIL AMENDMENTS, PH ADJUS TMENT, LEACHING ADJACENCY STANDARDS:
MUST BE STORED ON-SITE AREAS THAT HAVE ALREADY BEEN PROTECTED FROM EROSION USING COVERING SALINE SOILS TO PROVIDED VIABLE CONDITIONS FOR A. FIRE MANAGEMENT -EXISTING NON-NATIVE PLANTS SHALL BE REMOVED AND REPLACED WITH NATIVE
PHYSICAL STABILIZATION OR ESTABLISHED VEGETATION STABILIZATION BMPS AS DETERMINED BY THE GROWTH. SPECIES. A FUEL MANAGEMENTZONE B-3 SHALL BE ESTABLISHED FROM THE STRUCTURES OUTWARD AND
CITY OF CARLSBAD ARE NOT CONSIDERED TO BE "EXPOSED" FOR THE PURPOSES OF "WEATHER SHALL BE MAINTAINED TO BE CLEAR OF DEAD AND DYING COMBUSTIBLE MATERIALS.
TRIGGERED ACTION PLAN". AN ADEQUATE SOURCE OFEQUIPMENTAND WORKERS SHALL BEAVAILABLE E HYDROSEEDINGAREJ4S SHALL BE MA INTAINED TO PRO VIDEA VIGOROUS GROWTH EROSION CONTROL -STANDARD BEST MANAGEMENT PRACTICES (BMPS) SHALL BE IMPLEMENTED TO
FOR DEPLOYMENT OF "WEATHER TRIGGERED BMPS" UNTIL THE PROJECT IS PERMANENTL YL4NDSCAPED OR, FOR AREAS WHERE SLOW SURFACE FLOWAND DAMPEN INITIAL PRECIPITATION FLOW WITHIN THE DE VELOPMENTAREA. NO NEW HYDROSEEDING IS THE PERMA NENTLANDSCA PING, UNTIL THE PROJECT/S SURFACE DRAINAGE SHALL BE DIRECTED INTO THE OPEN SPACE AREAS. COMPLETEDANDALL BONDS RELEASED. LANDSCAPE RESTRICTIONS -LANDSCAPE PLANTING PALETTES FOR THE PROPOSED PROJECT SHALL
2. ALL SLOPES SHALL HA VEIRRIGA TION INSTALLED AND BE STABILIZED, PLANTED PROHIBIT NON-NA TIVE, INVASIVE PLANT SPECIES IN THE AREAS ADJACENT TO THE RIPARIAN OR UPLAND
HABITAT OR ADJACENT TO THE HMP PRESERVE LOCATED 'OFF SITE TO THE NORTH AND NORTHWEST, IN AND/OR HYDROSEEDED WITHIN TEN (10) DAYS OF THE TIME WHEN EACH SLOPE ADDITION, BECAUSE THE SITE IS WITHIN THE COASTAL ZONE, NO INVASIVE PLANT SPECIES SHALL BE USED IS BROUGHT TO GRADEAS SHOWN ON THEAPPROVED GRADING PLANS. IN THE LANDSCAPING OF THE DEVELOPMENT IRRIGATION OF THE LANDSCAPING SHALL BE DESIGNED AND
SCHEDULED TO AVOID RUNOFF INTO THE PROPOSED OPEN SPACE AREAS. THE WETLAND BUFFER SHALL BE 3. SHOULD GERMINATION OFHYDROSEEDED SLOPES FAIL TO PRO VIDE EFFICIENT RESTORED WITH NATIVE HABITAT IN ACCORDANCE WITH MITIGATION MEASURE BI0-2 LISTED ABOVE. COVERAGE OF GRADING SLOPES (90% COVERAGE) PRIOR TO OCTOBER 1, THE D. FENCING, SIGNS AND LIGHTING -TO DISCOURAGE ENTRY INTO THE RIPARIAN HABITAT BY PEOPLE AND SLOPES SHALL BE STABILIZED BYANAPPROPRIA TEEROSION CONTROL MATTING PETS, THE OPEN SPACE AREA SHALL BE FENCED IN ACCORDANCE WITH REQUIREMENTS OF THE CITYAS MA TERIAL APPROVED BY THE PUBLIC WORKS INSPECTOR. APPROPRIATE. EXTERIOR RESIDENTIAL LIGHTING ADJACENT TO THE OPEN SPACE AREAS SHALL BE OFA
MINIMUM NECESSARY FOR SAFETYAND SECURITY AND SHALL BE SHIELDED AND/OR DIRECTED AWAY TO 4. LANDSCAPING SHALL BEACCOMPLISHED ONALL SLOPESAND PADSAS REQUIRED THE MAXIMUM EXTENT PRACTICABLE TO AVOID INCREASING NIGHTTIME LIGHT INPUT INTO THE OPEN SPACE.
BY THE CITY OF CARLSBAD LANDSCAPE MANUAL, THE LANDSCAPING PLANS FOR PROJECT CC&RS SHALL INCLUDE SUCH LIGHTING RESTRICTIONS.
THIS PROJECT OR AS DIRECTED BY THE CITYENGINEER OF PLANNING DIRECTOR. E. PREDATOR AND EXOTIC SPECIES CONTROL -THE PROPERTY OWNER OF THE PROPOSED DEVELOPMENT
SHALL ALERT FUTURE RESIDENTS OF THE POTENTIAL EFFECTS DOMESTIC ANIMALS MAY HAVE ON THE 5. THE OWNER/APPLICANTSHALL ENSURE THA TALL CONTRACTORS SHALL NATIVE FAUNA AND FLORA, PROJECT CC&RS SHALL INCLUDE TEXT TO EDUCATE HOMEOWNERS REGARDING
COORDINATE THE WORK OF THIS CONSTRUCTION SWPPP SHOWN ONANY RESPONSIBLE PET OWNERSHIP (E.G., KEEPING PETS INDOORS, SPA YING/NEUTERING PETS, PROHIBITING
GRADING PLANS, LANDSCAPEAND IRRIGATION PLANS, AND IMPROVEMENT THE RELEASE OF PETS INTO THE WILD, ETC.).
PLA NS A SREQUIRED FOR THIS PROJECT WORK
R
Ir /\\
VICINITY MAP
N.T.S. N
/
SHEET INDEX OWNER/APPLICANT
SHEET4 TIER 2 SWPPP TITLE SHEET NAME -LAGUNA PROJECT, LP
SHEETS TIER 2 SWPPP EROSION CONTROL PLAN AIJDRESS - 125 MOZARTA yE, CARDIFF CA 92007
TELEPHONE NO.: (760) 230-6851
APN:
155-221-12-00 EMERGENCY CONTACT:
NAME: - BRE7TFARROW, MA NA CER A TLAGUNA PROJECT, LP
SITE ADDRESS: ADDRESS:- 125 MOZ4RTA VE, CARDIFF CA 92007
570-580 LACUNA DRIVE TELEPHONE NO (760)230-68S1
CARLSBAD, CA 92008
OWNER'S CERTIFICATION:
AREA OF DISTURBANCE I UNDERSTAND AND ACKNOWLEDGE TI-/AT/MUST: (I) IMPLEMENT
AREA OF DISTURBANCE 23,868 S.F. BESTMA NA CEMENT PRACTICES (BMPs) DURING CONS TRUCTIONACTI VI TIES
TO THE MAXIMUM EXTENTPRACTICABLE TO AVOID THE MOBIL IZA TION OF (THIS AREA INCLUDES BUT IS NOT LIMITED TO POLLUTANTS SUHAS SED/MENTAND TOA VOID THE EXPOSURE OF STORM OFFSITE WORK IA/CL UDING PUBLIC IMPROVEMENTS WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AND TEMPORARY DISTURBANCE SUCHAS VEHICLE A TALL TIMES, COMPLY WITH THIS CITYAPPROVED TIER 2 CONSTRUCTION SWPPP AND EQUIPMENTSTAGINGAREAS, CONSTRUCTION THROUGHOUT THE DURA TION OF THE CONS TRUC TIONACTI VI TIES UNTIL THE WORKER FOOT TRAFFIC, SOIL/GM VEL PILES, UTILITY CONSTRUCTION WORK IS COMPLETEAND SIGNED OFF BY THE CITY OF CARLSBAD. TRENCHES, BACKFILL CUTS AND SLOPE KEYWA YS)
BRETTFARROW, LAGUNA PROJECT, LP
CONSTRUCTION THREAT: OWNER(S)/OWNERAGENTNAME (PRINT) DATE
CONSTRUCTION THREAT TO STORM WATER QUALITY (CHECKBOX)
: EM HIGH D MEDIUM OWNER(S)/OWNER'S AGENTNAME (SIGNA TURE) DATE
BEST MANA GEMENT PRACTICES (BMP) SELECTION TABLE
Erosion control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials
BMPs Control BMPs Management BMPs Pollution Control BMPs
Z O .0 0
-i.-.
.
C'
ci C'
0
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Best Management Practice*
.
(BMP) Description - - -JC' C'
X E - C'
E E C'EE
') e
o - C' - > C' _ L -Q .E - . C'
(':)
-
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- o -b C' C' -I--. L.
L
. C'
: 0 ,., C' L C' ..'.. _Z Z3 C' C'- 0 -+... C' - c'.. o C' N C C' C' 0 C' C' LjC: (i) Cr) Cr) 1( CL ( (i co (i1 (I)-E U)C Q.. Q0 CL U) ')Zi E
CASQA Designation - r. c ,-. r N D T CJ ? r
Construction Activity
Grading/SoilDisturbance _77 V V 7
_ _ _
_iIIiJ_ 111111 / Trenchin g/Excovat ion V v'
/Stockpiling
- - -- - V
Drilling/Boring
, Concrete/Asphalt Sawcutting - -
,1 V -
/ Concrete Flatwork V V V V V
/Paving ------- VVV v V
/Conduit/PipeInstallation - -- v' V
/ Stucco/Mortar Work V
/ Waste Disposal ------ _LLL V V I
/Staging/Lay Down Area
Equipment Maintenance and Fueling
/ Hazardous Substance Use/Storage /V
Dewatering
Site Access Across Dirt
Other (list):
Instructions:
Check the box to the left of all applicable construction activity (first column) expected to occur during construction.
Located along the top of the BMP Table is a list of BMP 's with it's corresponding California Storm water Quality Association (CASQA) designation number. Choose one
or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column.
Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project.
PASCO LARET SUITER A~
1 & ASSOCIATES No, 80356 rn
CIVIL ENGINEERING + LAND PLANNING + LAND SURVEYING \ Exp. 12/31/20 )JJ
535 North Highway 101, Ste A, Solana Beach, CA 92075
ph 858 259.8212 I ft 858.259.4812 I p1lueng1neertng.cont
-
CITY OF CARLSBAD SHEETS
4 ENGINEERING DEPARTMENT 6
GRADING PLANS FOR
LAGUNA ROW RP2018-0008
570-580 LAGUNA DRIVE
GR2019-0044 TIER 2 SWPPP TITLE SHEET HMP20I8-0003
APPROVED JASON S GELDERT
CITY ENGINEER RCE 63912 EXPIRES 9/30/20 DATE
DWN BY: ' PROJECT NO. DRAWING NO.
CHKD BY. CT 2018-0006 521-7A DATE INITIAL
RE',ISION DESCRIP11ON
DATE INITIAL DATE INITIAL
ENGINEER OF WORK OTHER APPROVAL CITY APPROVAL
PLSA 3218
At
23, LEGEND
3 EC-4, HYDROSEEDING + + + 6:000 SF
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TRA STABILIZED
x x x fx x x x x UNI1GARAGE - - I CONSTRUCTION ENTRANCE 800 SF
] < x >< x x x x x x x x x x x x x x X FF. 46.35 H /
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I x X X X X X X X X X X X X X X X X X X PAD. 45.60 V / FF. 45.53 VACUUMING PER SE 7 SS V
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>< < < < < >< >< < >< >< >< < FF. 45.60 FR 45.40 FF. 45.20 FF. 44.95 I
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SOLID WASTE MANAGEMENT
N N x \ x x x X\ X x x x x x x X\ x x x x P / / A A
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xx XX N / K " N
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N N N x x x x X / X X X X x x x x V~ X U' V A P A A
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X X X / X X X X X X X X A A
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X ' X N X X X HXI X X , X X S A
A V A I I L!J INSTALL SILT FENCE PER CA BMP HANDBOOK FACT SHEET
X X \X(N/X X X X X X X I ' SE-IANDPERDETAILTHISSHEET.
X X X XH, X X X X X X X ¶ S •
x x >< H, X X X X X X X X / j ) A V A A A
A A V I APPLY HYDROSEED MIXAS NEEDED AS PER CA BMP
X X X X X X X X X X X UNIT 6
A A
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>< X X X EF: 4544 V UNIT 7 UNIT 8 5 II A ' SSV 1PER SE 7
PAD: 44.92 HANDBOOK FACT SHEET SE- WAND PER DETAIL THIS SHEET.
Xx UNIT 9 INSTALL TEMPORARY STABILIZED CONSTRUCTION ENTRANCE
Lu
5 X xX x X\ i PAD: 43.91 A A
FF: 44.66 11 V I PER DETAIL THIS SHEET.
N \ N \ N\ N N N N N N N>/ N ' N N
' '
N N N H x x x
< S A A I INSTALL GRAVEL BAG BERM PER CA BMP HANDBOOK FACT
V
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p I I SHEET SE-6.
INSTALL GRAVEL BAG CHEVRONS PER GA BMP HANDBOOK
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GRAVEL BAG ROW SPACING TABLE
GRADE INTERVAL
LESS THAN 2% 100'
2% TO 4% 50'
4ZT06Z 40
6% TO 8% 25'
) PLAN VIEW- GRADING PLAN
SCALE: 1"=10'HORIZONTAL 0 10 20 30
GRAPHIC SCALE I"= 10
RUNOFF TWO LAYERS OF
GRAVEL BAGS WITH
I SET POSTS AND EXCAVATE 2 STAPLE WIRE FENCING TO GRAVEL BAG CHEVRONS GAP BETWEEN BA GS ENDS OVERLAPPED 4 BY4 IN (10 BY 10CM) THE POSTS ACISAS SPILL WAY TRENCH UPSLOPE FROM AND NO SCALE
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LI
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Exp. 12/31/20 ;)
CIVs%-
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' & ASSOCIATES
CIVIL ENGINEERING + LAND PLANNING + LAND SURVEYING
535 North Highway 101, Ste A, Solana Beach, CA 92075
ph 858.2598212 I ft 858.259.4812 I pJ.sunglneering.com
12" MIN.T
PROFILE
EXISTING GROUND DRIVE AISLE
4 IN (10 CM)
3. ATTACH THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE THE WIRE FENCE AND EXTEND IT EXCAVATED SOIL.
INTO THE TRENCH. S
I I FILTER FABRIC - 1w lam-
SILT FENCE
NO SCALE
DIRECTION OF FLOW DIRECTION OF FLOW
"m 1~w No
GRAVEL BAGS
I NOTE:
1. ALL PROVISIONS OF BMP
GRAVEL BAGS WIDE DETAIL SE-10 SHALL BE
I GRAVEL BAG HIGH APPLIED.
INLET OPENING
STORM DRAIN INLET PROTECTION
NO SCALE
PER CASQA BMP FACT SHEET SE-10
-.
16'MIN.
PLAN
PROVIDE APPROPRIATE TRANSITION BETWEEN
STABILIZED CONSTRUCTION ENTRANCE AND PUBLIC
RIGHT-OF- WAY
STABILIZED ZCONSTRUCTIO N ai iiE.J a
NO SCALE
CITY OF CARLSBAD SHEETS
5 - ENGINEERING DEPARTMENT 6 -
-
- -
GRADING PLANS FOR:
rQni CT201800Q6 LAGUNA
S
Pt LIINPt ROW -- RP2018-0008
1 570-580 LAGUNA DRIVE
GR 2019-0044 EROSION CONTROL PLAN HMP20I8-0003
-
-
- -
-
APPROVED: JASON S. GELDERT
CITY ENGINEER RCE 63912 EXPIRES 9/30/20 DATE
DWN BY CJB PROJECT NO DRAWNG NO
RVWD ] CT 20 18-0006 5217' DATE INITIAL
REVISION DESCRIP11ON
DATE INIllAL DATE INITIAL
ENGINEER OF WORK OTHER APPROVAL an' APPROVAL -J
,, r'A ::'4fl
PERVIOUS PAVEMENT BMP 1
CROSS-SECTION
BELOW
I 9 MIN, PERF PIPE SUBDRAIN
L._. 3-SACK HOLES ORIENTED DOWN
SLURRY Mix I I 8" MIN L. BELOW
PERVIOUS PAVEMENT BMP 2 - BMP CONSTRUCTION AND INSPECTION NOTE:
CROSS-SECTION THE EOW WILL VERIFY THAT PERMANENT BMPs ARE CONSTRUCTED AND OPERATING IN COMPLIANCE NTH THE APPLICABLE "
REQUIREMENTS. PRIOR TO OCCUPANCY, THE EOW MUST PROVIDE: I \ o ) TITTITTT1 i 'TT'T5'Ti ERVIOUS PAVERS E
OF NO. 2 WASHED STONE BEDDING LAYER
RVIOUSPAVERS
3
BELOW OF NO. 57 WASHED STONE CHOKER ROCK
5 OF 2 WASHED
— PHOTOGRAPHS OF THE INSTALLATION OF PERMANENT POLLUTION CONTROL BMPs PRIOR TO CONSTRUCTION, DURING OF NO 57 WASHED STONE CHOKER ROCK ADJACEN OF WASHED 3/4 ROCK CONSTRUCTION, AND AT FINAL INSTALLATION. INOTA PART) UT-OFF WALL UT-OFI` WALL
r — A WET STAMPED LETTER VERIFYING THAT PERMANENT BMPs ARE CONSTRUCTED AND OPERATING PER THE REQUIREMENTS APN '' >< / 0) \ /
___________ 9" MIN, PERF PIPE SUBORAIN OF THE APPROVED PLANS. POR LOT ISE 5
-00
3-SA K /
/ ) / SLURRY MIX 2
HOLES ORIENTED DOWN
— PHOTOGRAPHS TO VERIFY THE PERMANENT WATER QUALITY TREATMENT SIGNAGE HAS BEEN INSTALLED.
BELOW TI2S R5WSBM N.T.S.PEREPB N.T.S. PRIOR TO RELEASE OF SECURITIES, THE DEVELOPER IS RESPONSIBLE FOR ENSURING THE PERMANENT BMPs HAVE NOT BEEN
REMOVED OR MODIFIED BY THE NEW HOMEOWNER OR HOA WITI-OUT THE APPRO 1pF THE CITYNcR. 0 I
I _ — — — — —
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-- \ \ \ \ \ \ \ \ \ \' \ \ 0 STD. MAINTENANCE INDICATORS AND ACTIONS:"'~~'~' Uj
WASH, IF CONTINUES, REMOVE AND REPLACE PAVERASTONES AND CONFER 'WITH\M~NUFACTURER'~ ST 'PRACTICES Ck DRAIN INLET INSERT FILTER — NOTICEABLE LAYER 6RSEDiMb~t, DEBRO 'P S\ S(
HOW TO ACCESS:
PERVIOUS PAVEMENT — BY VEHICLE N N \N\N\N \ N N N N N N N N N \ N N N
\ \ \ ) N \ \ \ \ V \ V
0 DRAIN INLET INSERT ALTER — BY FOOT
FEATURES TO FACILITATE INSPECTION: LL
V V
19 PERVIOUS PAVEMENT — OBSERVA11ON PORTS AVAILABLE VIA H`YDR bC ~Y \CON4~CTED \C \tCH BASINS.\ 17
L DRAIN INLET INSERT ALTER — OBSERVATION BY REMOVAL OF IN\ GRA \\ N N N N N N N N N N N N N NJ 44 - V V MANUFACTURER AN&PAR-1NUMOR: — — _____ - — JN N \\ NN.\\NNJ
— JIIJ T_iNNNv N\
45 LULL DRAIN INLET INSERT: NDS 900FF 9" CATCH BASIN FILTER (OR NbSOôB\LKIT\9X,'CTftNN N N7NT
_____ - - _____ - -
____ i I - BASIN KIT WITH NDS 981 BLACK ATRIUM GRATE /\N N \N\N\N N/N\:\ \N\ \\ 'N N 'N -00 -
N\ 28416' SpO41'42"W
-
W —J--- W OR \ \\ N N N \N \ N
N (NOTAPAR I I / NDS 1200FF CATCH BASIN ALTER (OR APPROVED EQUAL) IN NDS 1200\N BkIijz"Xi2 TCH"B)SiN WE\TH NDS N 'N APN 155-221-11-00 r / 1208 PLUG FOR INLETS NTH ON STORM DRAIN CONNECTION AND NDS 1 BLA6\1~ ATRIUM GRATE
MAINTENANCE THRESHOLDS: SEE TABLE BELOW. ' N \ 77 7 "- N 'N ________ TI2S R5W SBM - — N LL RECOMMENDED EQUIPMENT TO PERFORM MAINTENANCE: " \\ \N \ 7N N N \
PAVERS: STREET SWEEPER, HOSE FOR PRESSURE WASHING N N N N 0 N 10' 20' DRAIN INLET INSERT FILTER: CONTRACTOR THICK TRASH BAG FOR COLLEC116H OF'SEDIMENT, DEBRI \AND OTHER N
" N ___________________ CERTIFICATION GROSS SOLIDS AND TRANSPORT TO APPROVED COLLECTION FACILITIES. N BMP NOTES:
SPECIAL TRAINING FOR MAINTENANCE: N/A N N N N N N \ 1, THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURER'S N N N N N 1 INCH\ —
— 10 FT
' RECOMMENDATIONS OR THESE PLANS. N N N N N N N i I A I A fl fl N N N I
,OESSf
—LAN ,<<
C11) C", ñí\ \ II L,J I No.tKcflT I r' IIcI ILyfi
/3o/2
1/30/2020
cf'
L
C!Vi2p
N SIGN DETAIL rLIAVI rrwrtrwu DL L. NO GHAINGES IL) Iht PROPOSEDMUN THIS SHEET WiIIIOUI F'KIOF(
* NAME CORY JONES, PE APPROVAL FROM THE CITY ENGINEER.
CHOOSE FROM THE LIST ______________________________________ STORM 3 NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES BELOW FOR COMPLETING
THE FIELDS IN THE
,,'- WATER
MANAGEMENT BEST LIJ PARTY RESPONSIBLE FOR MAINTENANCE:_______________________
SIGNATURECq
INSPECTIONS & MANAGEMENT PRACTICE: M NAME LAGUNA PROJECT, LP (D.B.A. "LAGUNA ROW-) COMPANY CORY JONES ENGINEERING 4. NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTION STAFF
MAINTENANCE INLETFILTERS& $ CONTACT BRETT FARROW ADDRESS 1820 S.REAL, EL CAMINO A205 HAS INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION
FRENQUENCY COLUMNS:
PERVIOUS PAVEMENT ADDRESS 125 MOZART AVE. ENCINITAS, CA 92024 AND INSTALLATION.
ANNUAL CARDIFF_CA92007 5 REFER TO MAINTENANCE AGREEMENT DOCUMENT SEMI-ANNUALLY
QUARTERLY THESE BMP'S IS TO BE MAINTAINED PER PHONE NO 760 230 6851 PHONE NO 760 274 6678 6 SEE PROJECT SWMP FOR ADDITIONAL INFORMATION
BIMONTHLY THE SPECIFICATIONS PROVIDED IN THE
MONTHLY STORM WATER QUAUTY MANAGEMENT PLAN
OPERATIONS AND MAINTENANCE PLAN AS SHEET CITY OF CARLSBAD AS NEEDED IrS
HEETS
6 NONE APPROVED BY THE CITY OF CARLSBAD. CA Uj ENGINEERINGDEPARTMENT
______
BMP TABLE N
~~ BMP I BMP TYPE
F SYMBOL
I
CASQA NO. QUANTITY DRAWING~NJO SHEET NO.( S --- -T)
INSPECT\ION
FREQUENCY
MIAINTEN'A CE
IENt FREQUEN Y.
TREATMENT CONTROL
PERVIOUS
cD ® I PAVEMENT J IC 10 _____ 521_7A
[_
2 3j_SEMI-ANNUALLY EMIANNUALLYANNUALLY ANNUALLY
LOWIMPACT DESIGN (L.LD.)
TREE
-
® N/A 100 521-7A 2,3 SEMI-ANNUALLY ANNUALLY WELLS
ROOF DRAIN To
LANDSCAPING 0 SD-1 1 13 521-7A 2
- ANNUALLY ANNUALLY
SOURCE CONTROL
- TRASH ENCLOSURE
- El Jill - - SD-32 - 13 Arch Plan - Arch Site Plan - WEEKLY - WEEKLY
STENCILS &
INLET FILTERS D I?N PdEGAN 9 521-7A 2 MONTHLY QUARTERLY
BMP SIGN
I —IVN/A 2
SINGLE SHEET
BMP SITE PLAN
SINGLE SHEET
BMP SITE PLAN ANNUAL ANNUAL
[GRADING PLANS FOR I
CT2018-0006 I
LAGUNA DRIVE SUBDIVISION RP2018-0008 I
CDP2018-0032 I 570-580 LAGUNA DRIVE HDP2018-00031
GR 2019-0044 SINGLE SHEETBMP SITE PLAN HMP2O19-00031
7IPR0VED: JASON S. GELDERT I
I TIME PER YEAR
2 TIMES PER YEAR
3 TIMES PER YEAR
4 TIMES PER YEAR
** NOTE, BMP ID'S
7,9, 11, 13, AND 15
ARE NOT USED.
WEEKLY
THIS FACILITY IS DESIGNED TO IMPROVE
THE STORM WATER RUNOFF QUALITY PRIOR
TO DISCHARGE OFF THIS PROPERTY AND
DRAINING TO DOWNSTREAM WATER BODIES
INCLUDING BUENA VISTA LAGOON AND THE
NOTES PACIFIC OCEAN.
SIGN SHALL BE CONSTRUCTED OF A MIN. 0.062 THICK ALUMINUM. LETTERING, SYMBOL AND BORDER SHALL BE REFLECTROIZED WHITE, ON A BLUE BACKGROUND.
LETTERING SHALL BE 1 AND 2 HIGH. SET SIGN ON SDRSD M-45 SIGN POST. DATE INITIAL
PROJECT:
570-580 LAGUNA DRIVE
CARLSBAD VILLAGE
Designed by: Designed for:
Ff T BRETT FARROW
ARCHITECT, INC.
Cory Jones Engineering
1820 S. El Camino Real, A205 125 Mozart Avenue
Encinitas, CA 92024 Cardiff-by-the-Sea, CA 92007
cory.laneave@gmail.com brettfarrow@cox.net REVISION DESCRIP11ON NO IL I KAl-1 (.X)N IAINEF(S ONLY MOVED OUTSIDE TO CURB ON COLLECTION DAYS, OTHERWISE THEY REMAIN COVERED WITHIN EACH UNIT. ENGINEER OF WORI
DATE I INITIAL DATE
OTHER APPROVAL CITY APPROVAL
1fN BY: JCLJ PROJECT NO. 11DRAWING NO. I I CHKD BY: CT 2018-0006 521-7A R'VLWD BY:
Gin' OF C4RLSBAD
BA/i' Oi'ERATiONS AND MAINTENANCE PLAN
570 Lagwia Drive. Gur/shad, CA
ATTACHMENT 8- TREATMENT CONTROL
BMP INSPECTION AND
MAINTENANCE
CHECKLIST(S)
Page Left Intentionally Blank
Pervious Pavement
INSPECTION AND MAINTENANCE CHECKLIST
Property Address: 570 Laguna Drive, Carlsbad, CA Property Owner: Laguna Project, LP
Treatment Measure No.: Date of Inspection: Type of Inspection: 0 Monthly 0 Pre-Wet Season
0 After heavy runoff 0 End of Wet Season
Inspector(s): Overall Facility Score*: 0 Other:____________________________
Conditions When Maintenance
Comments
(Describe maintenance Results Expected Date
Defect Maintenance Is Needed Score" completed and if needed When Maintenance Is Complete
maintenance was not conducted, Performed I Initial
note when it will be clone)
Sediment, trash Sediment, trash and debris I I Sediment, trash and
and debris accumulated in the debris removed from
accumulation pervious pavement valley pervious pavement and
gutter and downstream catch basin and
catch basin. Pavement disposed of properly.
does not drain as Pavement drains per
specified. design specifications.
Standing water Pervious Pavement does Clogs removed from
not drain within three days pervious pavement.
after rainfall. Pavement drains per
design specifications.
Sediment Evidence of sedimentation Material removed so
in Pervious Pavement, that there is no clogging
or blockage. Material is
disposed of properly.
Mosquitoes Evidence of mosquito Clogs removed from
larvae in Pervious pervious pavement.
Pavement. Pavement drains per
I design specifications.
BMP Operation and Maintenance Plan
Page 1 of 2
Pervious Pavement - Inspection and Maintenance Checklist Date of Inspection:______________
Property Address: 570 Laguna Drive. Carlsbad, CA Treatment Measure No.:_____________
5. Miscellaneous Any condition not covered
above that needs attention
in order for the non-
proprietary media filter to
function as designed.
*0 rail Facility Score = Worst Score from all Defect Items Noted.
Scores: 0= OK, 1 = Monitor, 2 = Routine Maintenance, 3= Immediate Repair Necessary.
Meet the design
specifications.
BMP Operation and Maintenance Plan
Page 2 of 2
CITY OF CAR/SHAD
BAY OPERATIONS AND MA/WrENANCE PLAN
570 Laguna Drive, Cur/shad, CA
ATTACHMENT 9- MAINTENANCE
SCHEDULE
Schedule to be assigned by maintenance staff following results of manufacturer's
recommended maintenance schedule for permeable pavement systems.
Page Left Intentionally Blank
C/fl' OF CARLSBAD
Bit!? OPERA 7'IONSAND MAINTENAN('E PLAN
570 Laguna Drive, Car/shad, CA
ATTACHMENT 10- SERVICE AGREEMENT
To be attached when completed.
CITY OF CARLSBAD
Bit'!!' OPERA TIONS AND MAINTENANCE PLAN
570 Lagwia Drive, Cur/shad, CA
CITY OF C4RLSBAD
BMP OPERA TIONS AND MAINTENANCE PLAN
370 Logwa Drive, Carlsbad, CA
ATTACHMENT 11- ANNUAL INSPECTION
AND MAINTENANCE
REPORTING FORM
Page Left Intentionally Blank
CITY OF CARLSBAD
B/VIP OPERA TIONS AND MAINTENANCE PLAN
570 Lagzuw Drive. Carlsbad. CA
STORMWATER MITIGATION PLAN REPORTING FORM
ANNUAL INSPECTION AND MAINTENANCE OF TREATMENT CONTROL BMPS
(SIDE A)
Responsible Party for Inspection Maintenance: Signature:__________________
Date:______________ Print Name/Title
Facility Name: Laguna Project, LP
BMP Type
Location
Lat./Lon
Date
or Inlet #
of
Construction
Inspection
Date(s)
Condition of BMP
Indicate whether the BMP is present and
in working condition, requires cleaning
or replacement.
*Maintenance
required? (Y/N)
If yes, complete I
reverse side. .. I
* Maintenance is to be carried out as needed and in accordance with the City approved Operation and Maintenance Plan.
A copy of this inspection report must be provided to the City's Storm Water Protection Program by September 15 of each
year. Submissions can be made via email, fax or through regular mail. For assistance completing this form, contact City of
Carlsbad Storm Water Protection Program at (760) 602-2799.
BMP O&M PLAN
CuT OF CARLi/3AD
liMP Ol'ERA TIONS ANt) MAINTENANCE PLAN
570 Laguna Drive. Carlsbad, CA
URBAN STORM WATER MITIGATION PLAN REPORTING FORM
ANNUAL INSPECTION AND MAINTENANCE OF TREATMENT CONTROL BMPS
(SIDE B)
If applicable, Description of BMP Location Date of Maintenance describe any
BMP Type maintenance
(IaUlon or Inlet #) Activity additional work performed required.
* Maintenance is to be carried out as needed and in accordance with the City approved Operation and Maintenance Plan.
A copy of this inspection report must be provided to the City's Storm Water Protection Program by September 15 of each
year. Submissions can be made via email, fax or through regular mail. For assistance completing this form, contact City of
Carlsbad Storm Water Protection Program at (760) 602-2799.
BMPO&M PLAN 2
CITY OF CARLSBAD
B1l' OPERA TIONS AND MAINTENANCE PLAN
570 Laguna Drive. (jar/shad. CA
ATTACHMENT 12- CITY OF CARLSBAD
O&M AGREEMENT
Page Left Intentionally Blank
C/fl' OF CARLSBAD
&tI1' OPERA TIONSAND MAINTENANCE PLAN
570 Logunc. Drive. CurI.vbcsd, CA
MAINTENANCE NOTIFICATION AGREEMENT FOR
CATEGORY 1 STORMWATER STRUCTURAL BMP's
THIS AGRFFMFNT is made nn the day of____________________
20 . Laguna Project. LP the Owner(s) of the hereinafter described real property:
Address 570 Laguna Drive l'ost Office Carlsbad, CA - Zip Code 92008 Assessor Parcel No. (s)
_155-221-12-00 List, identify, locate (plan/ drawing number) and describe the Structural
BMP's:
Pervious Pavement Systems (BMP # 1 and 2) - Located across the parking lot and drive aisle.
Owner(s) of the above property acknowledge the existence of the storm water Structural Best
Management Practice on the said property. Perpetual maintenance of the Structural BMP(s) is the
requirement of the State NPDES Permit, Order No. R9-2015-0001, Section E.3.e.(1)( c) and the City
of Carlsbad Storm Water Protection Ordinance (WPO) Ordinance No. 15-12, and City BMP
Design Manual (BMP DM) Chapters 7 & 8. In consideration of the requirement to construct and
maintain Structural BMP(s), as conditioned by Discretionary Permit, Grading Permit, and/or
Building Permit (as may be applicable), I/we hereby covenant and agree that:
I/We are the owner(s) of the existing (or to be constructed concurrently) premises located on
the above described property.
I/We shall take the responsibility for the perpetual maintenance of the Structural BMP(s) as
listed above in accordance with the maintenance plan and in compliance with City's self-
inspection reporting and verification for as long as I/we have ownership of said property(ies).
I/We shall cooperate with and allow the City staff to come onto said property(ies) and
perform inspection duties as prescribed by local and state regulators.
I/We shall inform future buyer(s) or successors of said property(ies) of the existence and
perpetual maintenance requirement responsibilities for Structural BMP(s) as listed above and to
ensure that such responsibility shall transfer to the future owner(s).
I/We will abide by all of the requirements and standards of Chapter 15-12 Municipal Code (or
renumbering thereof) as it exists on the date of this Agreement, and which hereby is incorporated
herein by reference.
This Agreement shall run with the land. If the subject property is conveyed to any other person,
firm, or corporation, the instrument that conveys title or any interest in or to said property, or
any portion thereof, shall contain a provision transferring maintenance responsibility for
Structural BMP(s) to the successive owner according to the terms of this Agreement. Any
violation of this Agreement is grounds for the City to impose penalties upon the property owner
as prescribed in City Code of Regulatory Ordinances, Title 1, Division 8, Chapter 1
Administrative Citations §18.101-18.116.
CITY OF CARLSBAD
BA-111 OPERA TJONS AND MAINTENANCE PLAN
570 Laguna Drive. Carlsbad. CA
MAINTENANCE NOTIFICATION AGREEMENT FOR
CATEGORY 1 STORMWATER STRUCTURAL BMP's
Owner(s) Signature(s)
Print Owner(s) Name(s) and Title
STATE OF CALIFORNIA
CITY OF CARLSBAD
On before me, Notary
Public, personally appeared _________________________________who proved to me on
the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the
within instrument and acknowledged to me that he/she/they executed the same in his/her/their
authorized capacity(ies), and that by his/her/ their signature(s) on the instrument the person(s)
or the entity upon behalf of which the person(s) acted, executed the instrument. I certify under
PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is
true and correct. WITNESS my hand and official seal.
Include Exhibits that illustrate:
the Project Site Vicinity;
the Project Site Map; and
a map for each BMP and it's Drainage Management Area
BMP O&M PLAN
ATTACHMENT 4
City standard Single Sheet BMP (SSBMP) Exhibit
[Use the City's standard Single Sheet BMP Plan.]
Page Left Intentionally Blank
PERVIOUS PAVEMENT BMP 1 PERVIOUS PAVEMENT BMP 2 BMP CONSTRUCTION AND INSPECTION NOTE: N
CROSS-SECTION THE EOW WILL VERIFY THAT PERMANENT BMPs ARE CONSTRUCTED AND OPERATING IN COMPLIANCE WITH THE APPLICABLE N CROSS-SECTION REQUIREMENTS. PRIOR TO OCCUPANCY, THE EOW.MUST PROVIDE: I \ ki I TV rr--r—r 1TrTTV I I S PAVERS IL. PERVIOUS PAVERS I 'q1 I ill I II I IJ PERVIOU
304.iIN 1h1h1h1.Li N II'III'I_ OF NO.2 WASHED STONE BEDDING LAYER
W OF NO. 57 WASHED STONE CHOKER ROCK BELOW OF 57 WASHED STONE CHOKER ROCK - PHOTOGRAPHS OF THE INSTALLATION OF PERMANENT POLLU11ON CONTROL BMPs PRIOR TO CONSTRUC11ON, DURING \
AOJAOEN1 OF WASHED OF WASHED 3/4 ROCK
BL UT-OFF WALL CONSTRUCTION, AND AT FINAL INSTALLATION. 'NOTA PART / 0 / BL WALL
- A WET STAMPED LETTER VERIFYING THAT PERMANENT BMPs ARE CONSTRUCTED AND OPERATING PER THE REQUIREMENTS APN 155 -221-15-00 X / \
9 MIN, \ PERF PIPE SUBDRAIN ..J L I HOLE$ORIENTDDOWN ..-. OF THE APPROVED PLANS. POR LOT I SECTION 1 / /
SLURRY MIX
L BELOW
HOLES ORIENTED DOWN SLURRY MIX L 27" MIN - PHOTOGRAPHS TO VERIFY THE PERMANENT WATER QUALITY TREATMENT SIGNAGE HAS BEEN INSTALLED. TI2S R5WSBM -/' 8 MIN
BELOW NT S PERF PIPE N.T.S.
/
PERF PIPE PRIOR TO RELEASE OF SECURITIES, THE DEVELOPER IS RESPONSIBLE FOR ENSURING THE PERMANENT BMPs HAVE NOT BEEN
REMOVED OR MODIFIED BY THE NEW HOMEOWNER OR HOA WITHOUT THE APPRO11pF THE CITYN ?cR. C,)
Ljj
L A 23 25
CO
co
1NGECK
/ N . N \ N
e I33 41
I LL
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VV %UTJ w —T W W -0-
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104, U
0
/ NN \\NN\
0
// NN
N NNNNN \N NNN\ NN\
'V MCL
20 N N N \ \\N\\ \ \ N \\\N \N\\N \\ N
V
LL
I CITY STD. SINGLE SHEET BMP EXFO: N \N NN\\\N
N N N
N
77 7
DRAIN INLET INSERT FILTER - BY FOOT 0 U-
STD. MAINTENANCE INDICATORS AND ACTIONS:
'EN P61N\ PERVIOUS PAVEMENT - MAINTAIN WATER DRAINAIX-;WH \CL6 G\\ 6CCIO~, \8;TREE1-\SW4P\ A~\E \ ~~RtSSURE
WASH, IF CONTINUES, REMOVE AND REPLACE PAVER--STONES AND CONFER WITH\MANU\FkT6RER1 tE)S\T P0,0C 1\iCES
DRAIN INLET INSERT FILTER - NOTICEABLE LAYER bF,§EPIM&~t, DEB\Rl$,,OR 'OTHER\ f,\ROSS~ SOLIDS
HOW TO ACCESS:
PERVIOUS PAVEMENT - BY VEHICLE
FEARES TO FACILITATE INSPECTION: N N N N N \ N N N N N N N N \ N N V \ \ \ N 7 \ \ 7 7 7 V V
V
PERVIOUS PAVEMENT - OBSERVATION PORTS AVAILABLE VIA '1YDRA!bC
DRAIN INLET INSERT FILTER 1\ 4
ALLNY CONNCTED \CAtQA BAS!NS.N N N \\,\\ /N N N N N N N N O ---( V V V
V OBSERVATION BY REMOVAL OF
MANUFACTUReR AtD PAR-1NUMOER: - - ____ - - ,\ \._. N \N N N7\\N V ____ N N ____ \ N\ z/ - -
V (9 IL
LL E -x
DRAIN INLET INSERT. NDS 90OFF 9" CATCH BASIN FILTER (OR APP
BASIN KIT WITH NDS 981 BLACK ATRIUM GRATE N \N \N\N\N \ \\ NN \ \ \ N
N N N
N
N
(NOTA PAR
284.76 S41'42" W W _
NDS 1200FF CATCH BASIN FILTER (OR APPROVED EQUAL) IN NDS 1200\NB1<12"Xi ATCHBAS1N WI\TH NDS N N ( I APN 155-221-11-00 / . 1208 PLUG FOR INLETS WITH ON STORM DRAIN CONNECTION AND NDS 1 12 x1 2 BLACK\ ATRIUM GRATE N N N N POR LOT I SECTION 1 - N
U-
\ N MAINTENANCE THRESHOLDS: SEE TABLE BELOW. \ \ \N N N N N N N N --- \ TI2S R5W SBM I N I IL /V\
RECOMMENDED EQUIPMENT TO PERFORM MAINTENANCE: N N \N \ N N N N N N PAVERS: STREET SWEEPER, HOSE FOR PRESSURE WASHING \ N N N N N o N
N 10' 20' 1/ -- _____ ___________________-__________
DRAIN INLET INSERT FILTER: CONTRACTOR THICK TRASH BAG FOR COLLEC11öF4 QFNSEDIMENT, DEBRI \AND OThERN N\ N ___________________ BMP NOTES: CERTIFICATION
GROSS SOLIDS AND TRANSPORT TO APPROVED COLLECTION FACILITIES. N N L -r 1
SPECIAL TRAINING FOR MAINTENANCE: N/A 7 N N N N N — \ 1. THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURER'S
N N N N N 1 INCH\ — 10 FT RECOMMENDATIONS OR THESE PLANS. N N N N N N N N N N PLAN PREPARED BY: 2. NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WITHOUT PRIOR
N
N
I(N Ut. I AIL
I NAME CORYJ'NS PE APPROVAL FROM THE CITY ENGINEER.
*CHOOSE FROM THE LIST - - NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES
BELOW FOR COMPLETING
THE FIELDS IN TH9
STORM WATER
MANAGEMENT BEST PARTY RESPONSIBLE FOR MAINTENANCE SIGNATURE WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER
INSPECTIONS & MANAGEMENT PRACTICE:
L..._ M NAME LAGUNA ,, ,, PROJECT, LP (D.B.A.LAGUNA RO) COMPANY CORY JONES ENGINEERING NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTION STAFF
MAINTENANCE INLET III TIDC CONTACT BRETT FARROW ADDRESS 1820 S. EL CAMINO REAL, A205 HAS INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION
FRENQUENCY COLUMNS: I
ADDRESS MOZART AVE. CA 92024 AND INSTALLATION.
ANNUAL PERVIOUS PAVEMENT CARDIFF, CA92007 REFER TO MAINTENANCE AGREEMENT DOCUMENT.
SEMI-ANNUALLY
Iq
PHONE NO 760 230 6851 PHONE NO 760 274 6678 6 SEE PROJECT SWMP FOR ADDITIONAL INFORMATION QUARTERLY THESE BMP'S IS TO BE MAINTAINED PER
BIMONTHLY THE SPECIFICATIONS PROVIDED IN THE S2 __
MONTHLY STORM WATER QUALITY MANAGEMENT PLAN SHEET CITY OF CARLSBAD SHEETS
AS NEEDED OPERATIONS AND MAINTENANCE PLAN AS
NONE APPROVED BY THE CiTY OF CARLSBAD, CA -_____ ENGINEERING____________________________________
N NBMP TABLE N NNN NNN
**
BMP ID # BMP TYPE SYMBOL CASQA NO. QUANTITY DRAWING NO. T I SHEET NO.(S) INSPECTION *
FREQUENCY
MAINTEIA CE *
FREQUENCY,
TREATMENT CONTROL
') ® I
TC 10
]_
521-7A
J 2,3 SEMI-ANNUALLY ANNUALLY
LOW IMPACT DESIGN (L.I.D.)
TREE
.
-
_______
N/A ° : 521-7A 2,3 SEMI-ANNUALLY ANNUALLY
®
WELLS
® ROOF DRAIN TO
LANDSCAPING 0 SDII 13 521-7A 2
-
ANNUALLY ANNUALLY
SOURCE CONTROL
D TRASH ENCLOSURE [tJLi1 SD 32 13 Arch Plan - Arch Site Plan WEEKLY WEEKLY
0 -0 STENCILS &
INLET FILTERS
NO DUMNG DRAINS TO dAN
SD-13 :i: & 9 521-7A 2 MONTHLY QUARTERLY
BMP SIGN N/A 2
SINGLE SHEET
BMP SITE
SINGLE SHEET
BMP SITE PLAN ANNUAL ANNUAL
[GRADING PLANS FOR:
I CT2018-0006
I LAGUNA DRIVE SUBDIVISION RP2018-0008
I 570-580 LAGUNA DRIVE P200003
[a019—o044 SINGLE SHEET BMP SITE PLAN HMP2019-0003
RECORD COPY PROJECT NO.
CT201 8-0006
DRAWING NO.
521-7A REVISION DESCRIPTION INITIAL
PROJECT:
570-580 LAGUNA DRIVE
CARLSBAD VILLAGE
Designed by: Designed for:
BRETT FARROW
. J ,J ARCHITECT, INC.
Cory Jones Engineering
1820 S. El Camino Real, A205 125 Mozart Avenue
Encinitas, CA 92024 Cardiff-by-the-Sea, CA 92007
cory.laneave@gmail.com brettfarrow@cox.net DATE NOTE: TRASH CONTAINERS ONLY MOVED OUTSIDE TO CURB ON COLLECTION DAYS, OTHERWISE THEY REMAIN COVERED WITHIN EACH UNIT.
'i I iiiiir.i •'Y'u
OTHER APPROVAL CITY APPROVAL
I TIME PER YEAR
2 TIMES PER YEAR
3 TIMES PER YEAR
4 TIMES PER YEAR
** NOTE, BMP ID'S
7,9, 11, 13, AND 15
ARE NOT USED.
THIS FACILITY IS DESIGNED TO IMPROVE 0 THE STORM WATER RUNOFF QUALITY PRIOR Z
TO DISCHARGE OFF THIS PROPERTY AND
DRAINING TO DOWNSTREAM WATER BODIES
INCLUDING BUENA VISTA LAGOON AND THE
NOTES PACIFIC OCEAN.
SIGN SHALL BE CONSTRUCTED OF A MIN. 0.062 THICK ALUMINUM.
LETTERING, SYMBOL AND BORDER SHALL BE REFLECTROIZED WHITE, ON
A BLUE BACKGROUND.
LETTERING SHALL BE 1 AND 2R HIGH.
SET SIGN ON SDRSD M-45 SIGN POST. DATE INITIAL
ENGINEER OF WORK
Page Left Intentionally Blank
01
Date: 1990
Date: 1938
hTr
I I VA
I y U
Date 1
IJ
r
-
-:
Date: 1930
Date: 1967
570 Laguna
Attachment 5: Existing Site Conditions - Historical Aerial Photos and Geotracker 1000-ft Radius
Historical Aerial Photos Source: NETR Historical Aerials website
4-.. C S -' geotracker raterboaeds.ca.gov Er. .- - •- .
GEOTRrC Ibd CA
- 9
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----
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