HomeMy WebLinkAboutTract Map 16178-1 Lots 11-12 WQMP Nelson Auto Service Center tea 0`�-O08G
Project Specific
Water Quality Management Plan
For:
NELSON AUTO SERVICE CENTER
DEVELOPMENT NO. LOT 11 & 12, TRACT 16178-1
Prepared for:
JON NELSON, OWNER
42215 THORNTON AVENUE
HEMET, CA 92544
951-317-3949
Prepared by:
LDDC
2313 E. PHILADELPHIA ST., SUITE F
ONTARIO, CA 91761
(909)930-1466
KEVIN J. RICHER, RCE 43714
LIC. EXP. 3/31/09
WQMP Preparation/Revision Date:
8/26/05
Rev. 2/10/06
Rev. 1/29/07
Rev. 3/28/07
Rev. 4/30/07
• ENGINEER'S CERTIFICATION
"I certify under penalty of law that this document and all attachments and appendices
were prepared under my direction or supervision in accordance with a system designed
to ensure that qualified personnel gather and evaluate the information submitted."
5�l/l�i'07
b Signature Date
• oQ�,pFESSlpy9�
J. R
LU c No. 43714 yj
LIC. EXP .
3131/6�
Water Quality Management Plan (WQMP)
Nelson Auto Service Center
OWNER'S CERTIFICATION
This project-specific Water Quality Management Plan (WQMP) has been prepared for:
JON NELSON for the project known as NELSON AUTO SERVIC CENTER at the
southwest corner of Commerce Center Drive and Via Montezuma in the city of
Temecula.
This WQMP is intended to comply with the requirements of TEMECULA for Lots 11 and
12 of TR 16178-1 , which includes the requirement for the preparation and
implementation of a project-specific WQMP.
The undersigned, while owning the property/project described in the preceding
paragraph, shall be responsible for the implementation of this WQMP and will ensure
that this WQMP is amended as appropriate to reflect up-to-date conditions on the site.
This WQMP will be reviewed with the facility operator, facility supervisors, employees,
tenants, maintenance and service contractors, or any other party (or parties) having
responsibility for implementing portions of this WQMP. At least one copy of this WQMP
will be maintained at the project site or project office in perpetuity.
The undersigned is authorized to certify and to approve implementation of this WQMP.
The undersigned is aware that implementation of this WQMP is enforceable under
TEMECULA Water Quality Ordinance (Municipal Code Section 8.28.500).
If the undersigned transfers its interest in the subject property/project, its successor in
interest the undersigned shall notify the successor in interest of its responsibility to
implement this WQMP.
"I certify under penalty of law that the provision of this WQMP have been reviewed and
accepted and tha the WQMP will be transferred to future successors in interest."
el-io - o 7
wner's Signature Date
,_7-og klelS,�2 0 owns
Owner's Printed Name Owner's Title/Position
JON NELSON
42215 THORNTON AVENUE
HEMET, CA 92544
08/26/05
CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT
State of California
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On pl� /r�/61tQZ�]� 0�ej, before me, /�fkr IA"Vlewi�l
Date f Name and Ttl of Officer(e.g., 'Jane Doe,Notary Public")
personally appeared (��0.✓ /l/eliec.-Y
Names)of Signer(e)
❑ personally known to me
roved 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
aMARY ANN PANKONIN authorized capacity(ies), and that by his/her/their
Commission# 1524541 signature(s) on the instrument the person(s), or the
•-®�• Notary Public-California entity upon behalf of which the person(s) acted,
Riverside County - executed the instrument.
My C omm.Expires Nov 6,2008
WITNESS-my hand and official seal.
Place Notary Seal Above � �j,{/<,�
5 ature of Notary Public
OPTIONAL
Though the information below is not required by law, it may prove valuable to persons relying on the document
and could prevent fraudulent removal and reattachment of this form to another document.
Description of Attached Docume t
Title or Type of Document: �.lL� ! /7441VIflr�i�1G?N/
Document Date: & 1pdlea „,GV Number of Pages: 3
Signer(s) Other Than Named Above:
Capacity(ies) CI imed by Signers)
Signer's Name: d ,(/ '�SO� Signer's Name:
individual LJ Individual
❑ Corporate Officer—Title(s): ❑ Corporate Officer—Title(s):
❑ Partner—❑ Limited ❑ General ❑ Partner—❑ Limited ❑ General _
❑ Attorney in Fact To of m�mb Here ❑ Attorney in Fact -
P Top of thumb here
❑ Trustee ❑ Trustee
❑ Guardian or Conservator ❑ Guardian or Conservator
❑ Other: ❑ Other:
Signer Is Representing: Signer Is Representing:
0 2004 National Notary Association•9350 De Soto Ave.,PO.Box 2402•Chatsworth,CA 91313-2402 Item No.59D7 Reorder:Call Toll-Free 1-800-876-6827
Water Quality Management Plan (WQMP)
Nelson Auto Service Center
0
Contents
Section Page
I PROJECT DESCRIPTION A-1
II SITE CHARACTERIZATION A-4
III POLLUTANTS OF CONCERN A-5
IV HYDROLOGIC CONDITIONS OF CONCERN A-6
V BEST MANAGEMENT PRACTICES A-7
V.1 Site Design BMPs A-7
V.2 Source Control BMPs A-11
V.3 Treatment Control BMPs A-12
VA Equivalent Treatment Control Alternatives A-15
V.5 Regionally-Based Treatment Control BMPs A-15
VI OPERATION AND MAINTENANCE RESPONSIBILITY FOR TREATMENT
CONTROL BMPs A-16
VII FUNDING A-17
•
APPENDICES
A. CONDITIONS OF APPROVAL
B. VICINITY MAP AND SITE PLAN
C. SUPPORTING DETAIL RELATED TO HYDRAULIC CONDITIONS OF CONCERN(IF APPLICABLE)
D. EDUCATIONAL MATERIALS
E. SOILS REPORT
F. TREATMENT CONTROL BMP SIZING CALCULATIONS AND DESIGN DETAILS
G. AGREEMENTS—CC&RS, COVENANT AND AGREEMENTS AND/OR OTHER MECHANISMS FOR ENSURING
ONGOING OPERATION, MAINTENANCE, FUNDING AND TRANSFER OF REQUIREMENTS FOR THIS PROJECT-
SPECIFIC WQMP
H. PHASE 1 ENVIRONMENTAL SITE ASSESSMENT—SUMMARY OF SITE REMEDIATION CONDUCTED AND USE
RESTRICTIONS
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I . Project Description
The project description shall completely and accurately describe in narrative form, and with
supporting figures (maps or exhibits), where facilities will be located, what activities will be
conducted and where, what kinds of materials will be used and/or stored, how and where
materials will be delivered, and the types of wastes that will be generated. The following
information shall be described and/or addressed in the "Project Description" section of the
project-specific WOMP:
■ Project owner and WOMP preparer;
■ Project location;
■ Project size;
■ Standard Industrial Classification (SIC), if applicable;
■ Location of facilities;
■ Activities and location of activities;
■ Materials Storage and Delivery Areas;
■ Wastes generated by project activities.
Project Owner: Jon Nelson
• 42215 Thornton Avenue
Hemet, CA 92544
(951) 317-3949
WOMP Preparer: LDDC
2313 E. Philadelphia St., Suite F
Ontario, CA 91761
(909) 930-1466
Kevin J. Richer- RCE 43714
Project Address: The southwest corner of Commerce Center Drive and Via Montezuma
Temecula
APN Number(s): 921-400-026 & 027
Thomas Bros. Map: 2005, Page 958, Grid G5
Project Watershed: Santa Margarita River (HA 902)
Sub-watershed: Murrieta Creek (HSA 902.32)
Project Site Size: 1.08 Acres
Standard Industrial Classification (SIC) Code: 7538
• Formation of Home Owners' Association (HOA) or Property Owners Association (POA): NO
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PROJECT DESCRIPTION:
The project proposes to construct an automotive repair service building with 9 maintenance
bays and an office area. The project site is a 1.08 acre parcel surrounded by an existing
parking lot on the west and north sides. The project site is located at the northwest corner of
Via Montezuma and Business Center Drive.
LOCATION OF FACILITIES:
The proposed building is located in the middle of the site with paved access drives surrounding
the building. Vegetated infiltration swales, perforated infiltration pipes and catch basins with
fossil filter inserts are located along the southeasterly and northeasterly curbs adjacent to Via
Montezuma and Commerce Center Drive. Floor drains will be located within the maintenance
bays. These drains will discharge into a proposed clarifier located southeasterly of the building.
The trash enclosure at the southwesterly corner of the site will have a trench drain constructed
along the front of the enclosure. This trench drain will be connected to a drain pipe that
connects to the 24"x24" box near the southeast corner of the site. This box is connected to the
public storm drain system.
ACTIVITIES:
Automotive repair services will be conducted onsite. Services will consist of oil changes, lubes,
engine repairs and other similar automotive repair services.
LOCATION OF ACTIVITIES:
The activities will occur within the maintenance bays. No repair services will be conducted
outside of the building area.
MATERIAL STORAGE:
All material storage is kept inside the repair bays/ maintenance shop. There is no exterior
storage.
DELIVERY AREAS:
Delivery areas are located in front of the repair bay doors for the project. There are no
loading/unloading docks proposed for this project.
WASTE GENERATED:
The expected wastes for the repair operations will be automotive fluids, worn parts, etc. that will
be disposed of according to procedures outlined for automotive repair businesses. Wastes
generated on the exterior portion are expected to be litter, debris, trimmings and dead plant
material from landscape areas and oil and grease from parked cars.
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Additional Permits/Approvals required for the Project
AGENCY Permit required (yes or
no)
State Department of Fish and Game, 1601 Streambed NO
Alteration Agreement
State Water Resources Control Board, Clean Water NO
Act (CWA) section 401 Water Quality Certification
US Army Corps of Engineers, CWA section 404 NO
permit
US Fish and Wildlife, Endangered Species Act section NO
7 biological opinion
Other (please list in the space below as required)
General Construction Permit(SWRCB) YES
CITY GRADING PERMIT
YES
CITY BUILDING PERMIT
YES
Appendix A of this project-specific WQMP includes a complete copy of the final Conditions of
Approval. Appendix B of this project-specific WQMP shall include:
1. A Vicinity Map identifying the project site and surrounding planning areas in sufficient
detail to allow the project site to be plotted on Co-Permittee base mapping; and
2. A Site Plan for the project. The Site Plan included as part of Appendix B depicts the
following project features:
■ Location and identification of all structural BMPs, including Treatment Control
BMPs;
■ Landscaped areas;
■ Paved areas and intended uses (i.e., parking, outdoor work area, outdoor
material storage area, sidewalks, patios, tennis courts, etc.);
■ Number and type of structures and intended uses (i.e., buildings, tenant spaces,
dwelling units, community facilities such as pools, recreation facilities, tot lots,
etc.);
■ Infrastructure (i.e., streets, storm drains, etc.) that will revert to public agency
ownership and operation;
. ■ Location of existing and proposed public and private storm drainage facilities
(i.e., storm drains, channels, basins, etc.), including catch basins and other
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• in structures. Existing and proposed drainage facilities should be
clearly differentiated;
■ Location(s) of Receiving Waters to which the project directly or indirectly
discharges;
■ Location of points where onsite (or tributary offsite) flows exit the property/project
site;
■ Proposed drainage areas boundaries, including tributary offsite areas, for each
location where flows exits the property/project site. Each tributary area should be
clearly denoted;
■ Pre- and post-project topography.
Appendix G of this project-specific WQMP shall include copies of CC&Rs, Covenant and
Agreements, and/or other mechanisms used to ensure the ongoing operation, maintenance,
funding, transfer and implementation of the project-specific WQMP requirements.
•
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II . Site Characterization
Land Use Designation or Zoning: Light Industriall
Current Property Use: VACANT
Proposed Property Use: COMMERCIAL
Availability of Soils Report: YES, INCLUDED
Phase 1 Site Assessment: NO
Receiving Waters for Urban Runoff from Site
Receiving 303(d) List Designated Beneficial Uses Proximity to RARE
Waters Impairments Beneficial Use
Murrieta Phosphorus MUN, AGR, IND, PROC, Not a RARE
Creek (HSA GWR, REC1, REC2, WARM, waterbody
2.32, 2.52) WILD (approximately 200
feet from site
Santa Phosphorus MUN, AGR, IND, REC1, RARE waterbody
• Margarita REC2, WARM, COLD, WILD, (approximately 3
River— Upper RARE mile from site)
portion (HSA
2.22, 2.21
Santa None MUN, AGR, IND, PROC, RARE waterbody
Margarita REC1, REC2, WARM, COLD, (approximately 12
River— Lower WILD, RARE miles from site
portion (HSA respectively)
2.13, 2.12,
2.11
Santa Eutrophic REC1, REC2, EST, WILD, RARE waterbody
Margarita RARE, MAR, MIGR, SPWN (approximately 19
Lagoon (HSA miles from site)
2.11
None IND, NAV, REC1, REC2, RARE waterbody
Pacific Ocean COMM, BIOL, WILD, RARE, (approximately 29
MAR, AQUA, MIGR, SPWN, total miles from
SHELL site)
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III. Pollutants of Concern
Potential pollutants associated with Urban Runoff from the proposed project must be identified.
Exhibit B of the WQMP provides brief descriptions of typical pollutants associated with Urban
Runoff and a table that associates typical potential pollutants with types of development (land
use). It should be noted that at the Co-Permittees discretion, the Co-Permittees may also accept
updated studies from the California Association of Stormwater Quality Agencies (CASQA),
USEPA, SWRCB and/or other commonly accepted agencies/associations acceptable to the Co-
Permittee for determination of Pollutants of Concern associated with given land use.
Additionally, in identifying Pollutants of Concern, the presence of legacy pesticides, nutrients, or
hazardous substances in the site's soils as a result of past uses and their potential for exposure
to Urban Runoff must be addressed in project-specific WQMPs. The Co-Permittee may also
require specific pollutants commonly associated with urban runoff to be addressed based on
known problems in the watershed. The list of potential Urban Runoff pollutants identified for the
project must be compared with the pollutants identified as causing an impairment of Receiving
Waters, if any. To identify pollutants impairing proximate Receiving Waters, each project
proponent preparing a project-specific WQMP shall, at a minimum, do the following:
1. For each of the proposed project discharge points, identify the proximate Receiving
Water for each discharge point, using hydrologic unit basin numbers as identified in the
most recent version of the Water Quality Control Plan for the Santa Ana River Basin or
the San Diego Region.
2. Identify each proximate identified above that is listed on the most recent list of Clean
• Water Act Section 303(d) list of impaired water bodies, which can be found at website
www.swrcb.ca.gov/tmdl/303d lists.html. List all pollutants for which the proximate
Receiving Waters are impaired.
3. Compare the list of pollutants for which the proximate Receiving Waters are impaired
with the pollutants expected to be generated by the project.
This WQMP will address pollutants associated with the "Parking Lots" category.
Item #1. Addressed in Section ll, Receiving Waters table.
Item #2. Addressed in Section ll, Receiving Waters table.
Item #3. 'Parking lots' will be used as the pollutant category for this WQMP. As such,
the pollutants associated with parking lots are listed below.
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�PALLM POTENTIAL SOURCE 3ti3 (d) LISTING
Potential
X Bacteria/Virus
X _ Heavy Metals
X Nutrients Phosphorus
X Pesticides
X _ Organic Compounds
X Sediments
X Trash & Debris
X Oxygen Demanding Substances
X Oil & Grease
Pollutant of Concern Murrieta Creek is listed on the 303(d) list as impaired by
phosphorus. As such, phosphorus is the POC for this
project.
• Legacy Pollutants This site is a vacant lot that was previously graded but not
developed. As such, there are no legacy pollutants
associated with this site.
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Urban Runoff Pollutants:
The site is graded to direct flows southeasterly and northeasterly towards two
vegetated infiltration swales that are located along the landscape frontages adjacent to
Via Montezuma and Commerce Center Drive. The vegetated infiltration swales will flow
southwesterly towards catch basin inlets which connect to an existing storm drain. The
catch basin will be fitted with a fossil filter. The vegetated infiltration swales and catch
basins / trench drain fossil filters are a combined design that treats each of the listed
pollutants at a medium to high efficiency.
•
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IV. Hydrologic Conditions of Concern
Impacts to the hydrologic regime resulting from the Project may include increased runoff volume and
velocity; reduced infiltration; increased flow frequency, duration, and peaks; faster time to reach peak
flow; and water quality degradation. Under certain circumstances, changes could also result in the
reduction in the amount of available sediment for transport; storm flows could fill this sediment-
carrying capacity by eroding the downstream channel. These changes have the potential to
permanently impact downstream channels and habitat integrity. A change to the hydrologic regime of
a Project's site would be considered a hydrologic condition of concern if the change would have a
significant impact on downstream erosion compared to the pre-development condition or have
significant impacts on stream habitat, alone or as part of a cumulative impact from development in the
watershed.
This project-specific WQMP must address the issue of Hydrologic Conditions of Concern unless one
of the following conditions are met:
■ Condition A: Runoff from the Project is discharged directly to a publicly-owned, operated and
maintained MS4; the discharge is in full compliance with Co-Permittee requirements for
connections and discharges to the MS4 (including both quality and quantity requirements); the
discharge would not significantly impact stream habitat in proximate Receiving Waters; and
the discharge is authorized by the Co-Permittee.
■ Condition B: The project disturbs less than 1 acre. The disturbed area calculation should
include all disturbances associated with larger plans of development.
• ■ Condition C: The project's runoff flow rate, volume, velocity and duration for the post-
development condition do not exceed the pre-development condition for the 2-year, 24-hour
and 10-year 24-hour rainfall events. This condition can be achieved by minimizing impervious
area on a site and incorporating other site-design concepts that mimic pre-development
conditions. This condition must be substantiated by hydrologic modeling methods acceptable
to the Co-Permittee.
This Project meets the following condition: B
The disturbed area for the site is 0.75 acre. See the site map in Appendix C listing the
disturbed area. The project parcel area is 1.08 acres; however there are existing drives
and landscape areas which will not be disturbed.
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Velocity
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Volume
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Duration 2Shr IU ri
(minutes) 25h1" 10min 25hr lOmi� 25h� l0 2576,r l0m,7 Zshr /Um
•
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V. Best Management Practices
VA SITE DESIGN BMPs
Project proponents shall implement Site Design concepts that achieve each of the following:
1) Minimize Urban Runoff
2) Minimize Impervious Footprint
3) Conserve Natural Areas
4) Minimize Directly Connected Impervious Areas (DCIAs)
The project proponent should identify the specific BMPs implemented to achieve each Site Design
concept and provide a brief explanation for those Site Design concepts considered not applicable.
See Section 4.5.1 of the WQMP for additional guidance on Site Design BMPs.
If a particular Site Design BMP concept is found to be not applicable, please provide a brief
explanation as to why the concept cannot be implemented. Also provide a narrative describing how
each included BMP will be implemented. In those areas, where Site Design BMPs require ongoing
maintenance, the inspection and maintenance frequency, the inspection criteria, and the entity or
party responsible for implementation, maintenance, and/or inspection shall be described. The
location of each Site Design BMP must also be shown on the WQMP Site Plan included in Appendix
B.
•
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Table 1. Site Design BMPs
Included
Design Technique Specific BMP yes no
Concept
Site Design Minimize Urban Runoff
Concept 1
Maximize the permeable area(See Section 4.5.1 of the X
WQMP .
Incorporate landscaped buffer areas between X ,
sidewalks and streets.
Maximize canopy interception and water conservation X
by preserving existing native trees and shrubs, and
planting additional native or drought tolerant trees and
large shrubs.
Use natural drainage systems. X(2)
Where soils conditions are suitable, use perforated X
pipe or gravel filtration pits for low flow infiltration.
Construct onsite ponding areas or retention facilities to X
increase opportunities for infiltration consistent with
vector control objectives.
• Other comparable and equally effective site design X
concepts as approved by the Co-Permittee(Note:
Additional narrative required to describe BMP and how
it addresses Site Design concept).
(1) The existing landscape areas along Via Montezuma and Commerce Center will be preserved to
maximize permeable areas. The landscape areas along Via Montezuma and Commerce Center will
also have vegetated infiltration swales designed to promote filtration prior to having the storm flows
enter the existing storm drain.
(2) The site is a graded pad. There are no natural drainage systems.
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• Table 1. Site Design BMPs (Cont.)
Included
Design Technique Specific BMP yes no
Concept
Site Design Minimize Impervious
Concept 1 Footprint
Maximize the permeable area (See Section 4.5.1 of the X
WQMP .
Construct walkways, trails, patios, overflow parking X(3)
lots, alleys, driveways, low-traffic streets and other low
-traffic areas with open-jointed paving materials or
permeable surfaces, such as pervious concrete,
porous asphalt, unit pavers, and granular materials.
Construct streets, sidewalks and parking lot aisles to X
the minimum widths necessary, provided that public
safety and a walk able environment for pedestrians are
not compromised.
Reduce widths of street where off-street parking is X(4)
available.
Minimize the use of impervious surfaces, such as X
decorative concrete, in the landscape design.
Other comparable and equally effective site design X
concepts as approved by the Co-Permittee(Note:
Additional narrative required describing BMP and how
it addresses Site Design concept).
Site Design Conserve Natural Areas
Concept 1
Conserve natural areas (See WQMP Section 4.5.1). N/A(5)
Maximize canopy interception and water conservation N/A
by preserving existing native trees and shrubs, and
planting additional native or drought tolerant trees and
large shrubs.
Use natural drainage systems. N/A
Other comparable and equally effective site design N/A
concepts as approved by the Co-Permittee(Note:
Additional narrative required describing BMP and how
it addresses Site Design concept).
(3) Pavers or other pervious pavements are not suitable for the soil conditions beneath this development.
(4) The drive aisles and parking stalls are designed to the minimum widths allowed under the city
ordinance. Decorative concrete areas are not included in the landscape design.
(5) The site is a graded pad; there are no natural areas to conserve.
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• Table 1. Site Design BMPs (Cont.)
Included
Design Technique Specific BMP Yes no
Concept
Site Design Minimize Directly Residential and commercial sites must be designed to contain X
Concept 2 Connected Impervious and infiltrate roof runoff, or direct roof runoff to vegetative
Areas (DCIAs) swales or buffer areas, where feasible.
Where landscaping is proposed, drain impervious sidewalks, X
walkways, trails, and patios into adjacent landscaping.
Increase the use of vegetated drainage swales in lieu of X
underground piping or imperviously lined swales.
Rural swale system: street sheet flows to vegetated infiltration N/A
swales or gravel shoulder, curbs at street corners, culverts
under driveways and street crossings.
Urban curb/swale system: street slopes to curb; periodic N/A
swale inlets drain to vegetated infiltration swales/biofilter.
Dual drainage system: First flush captured in street catch N/A
basins and discharged to adjacent vegetated infiltration
swales or gravel shoulder, high flows connect directly to
MS4s.
Design driveways with shared access, flared (single lane at X(6)
street) or wheel strips(paving only under tires); or, drain into
landscaping prior to discharging to the MS4.
Uncovered temporary or guest parking on private residential N/A
lots may be paved with a permeable surface, or designed to
drain into landscaping prior to discharging to the MS4.
Where landscaping is proposed in parking areas, incorporate X
landscape areas into the drainage design.
Overflow parking (parking stalls provided in excess of the Co- X(a)
Permittee's minimum parking requirements) may be
constructed with permeable paving.
Other comparable and equally effective design concepts as X
approved by the Co-Permittee (Note: Additional narrative
required describing BMP and how it addresses Site Design
concept).
The site is designed per city requirements for landscape coverage, etc. The roof drains are
directed to discharge directly into landscape areas adjacent to the building. These flows eventually
enter the vegetated infiltration swales along Via Montezuma and Commerce Center. The sidewalks
located near the building entrances are directed to flow into the landscape areas adjacent to the
walks. These flows eventually will enter the parking lot areas and drain toward said vegetated
infiltration swales. No modifications are made to the street improvements because the improvements
are existing. The landscape buffer around the perimeter streets is existing and will be maintained.
The canopies and shrubbery will be maintained in this landscape area.
(6) Existing driveways were designed and installed previously and are not a part of this project.
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• V.2 SOURCE CONTROL BMPS
Table 2. Source Control BMPS
Check One
Not If not applicable,
BMP Name Included Applicable state brief reason
Non-Structural Source Control BMPS
Education for Property Owners, Operators, Tenants,
Occupants, or Employees X
Activity Restrictions X
Irrigation System and Landscape Maintenance X
Common Area Litter Control X
Street Sweeping Private Streets and Parking Lots X
Drainage Facility Inspection and Maintenance X
Structural Source Control BMPS
MS4 Stenciling and Si na e X
Landscape and Irrigation System Design X
Protect Slopes and Channels X No slopes onsite
Provide Community Car Wash Racks X No wash facilities
Properly Design:
Fueling Areas X No fueling facilities
. Air/Water Supply Area Drainage X
Trash Storage Areas X
Loading Docks X No loading docks
Maintenance Bays X
Vehicle and Equipment Wash Areas X No wash facilities
Vehicles are parked
Outdoor Material Storage Areas X for repair
Outdoor Work Areas or Processing Areas X No outdoor work area
Provide Wash Water Controls for Food Preparation
Areas X Not a food business
NON-STRUCTURAL BMPs
The owner/operator will be supplied with educational materials for employees, etc. Materials shall
include BMP brochures for various Non-Structural & Structural BMPS, for vehicle maintenance
operations. These brochures will be posted onsite.
City ordinances and Covenants, Conditions and Restrictions recorded for the property restrict outdoor
activities and outdoor storage. Outdoor maintenance activities are prohibited. The outdoor storage is
limited to customers dropping off vehicles for repair. The owner/operator is responsible for enforcing
these restrictions.
Irrigation systems and landscape will be maintained by a landscape maintenance contractor.
Irrigation will be maintained and adjusted as necessary to prevent leaks, overwatering, etc. The
• owner will provide a maintenance contract and schedule to the City prior to occupancy. The
maintenance contractor can also be contracted to included common area litter cleanup and sweeping
of the parking lot at biweekly intervals at a minimum.
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Water Quality Management Plan(WQMP)
Nelson Auto Service Center
•
ACTIVITI' P.ECIF.I F.REQUENChY��RES RN!NSIBLEIP.AR M�
Non_StnTctural[SouFeeJCTRF-51-511
Education Provided at occupancy & Owner
annually thereafter
Activity Restrictions Daily Owner
Irrigation & Landscape Bi-weekly Owner
Maintenance
Litter Control Daily Owner
Parking Lot Sweeping Bi-weekly Owner
Catch Basin Inspection Monthly Owner
aal($ource Controls
Stenciling Inspect and/or replace annually Owner
Landscape Design Same as landscape Owner
maintenance
• Air/Water Supply Inspect weekly Owner
Trash Storage Areas Daily Owner
•
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EMPLOYEE I EDUCATION LOG
Name Name Date WQMP
(Printed) (Signature) Materials
Provided
(Mo/NiNjYr)
•
•
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The owner will enter into a maintenance and inspection contract for inspection and maintenance of
the catch basins and filters with the installer of the filter system. The owner will provide a
maintenance contract and schedule to the City prior to occupancy. These inspections shall take
place twice a year, at a minimum. One of these inspections is required to be conducted immediately
prior to the rainy season.
STRUCTURAL BMPs
The catch basin inlets and trench drain will be stenciled with an appropriate message "No Dumping-
Drains to River" or other approved message that the rainfall drains to the river.
The landscape will be designed to group plants in similar watering requirements and also to include
drought tolerant plants. The landscape along the frontage of Via Montezuma and Commerce Center
Drive is designed to include vegetated infiltration swales to increase infiltration and treatment of
pollutants. A Y-6" landscape basin will be graded around the catch basin inlet at the southeast
corner of the parking lot to promote infiltration.
Air/Water Supply areas and Trash areas will be designed to keep drainage flows form entering areas.
Loading/unloading areas will be cleaned of litter daily by employees.
Maintenance areas will be serviced daily according to the BMP handout included in Appendix D. The
. facility is not designed with pits or recessed areas.
Appendix D includes copies of the educational materials that will be used in implementing this
project-specific WQMP.
•
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Nelson Auto Service Center
• V.3 TREATMENT CONTROL BMPs
Directions for completing Table 3: Treatment Control BMP Selection Matrix
For each pollutant of concern enter "yes" if identified using Exhibit B (Riverside County WQMP -
General Categories of Pollutants of Concern per the instructions specified in Section III of this
Template), or "no" if not identified for the project. Check the boxes of selected BMPs that will be
implemented for the project to address each pollutant of concern from the project as identified using
Exhibit B. Treatment Control BMPs must be selected and installed with respect to identified
pollutant characteristics and concentrations that will be discharged from the site. For any identified
pollutants of concern not listed in the Treatment Control BMP Selection Matrix, provide an
explanation of how they will be addressed by Treatment Control BMPs.
For identified pollutants of concern that are causing an impairment in receiving waters, the project
WQMP shall incorporate one or more Treatment Control BMPs of medium or high effectiveness in
reducing those pollutants. It is the responsibility of the project proponent to demonstrate,
and document in the project WQMP, that all pollutants of concern will be fully addressed. The
Agency may require information beyond the minimum requirements of this WQMP to demonstrate
that adequate pollutant treatment is being accomplished.
In addition to completing the Selection Matrix, provide detailed descriptions on the location,
implementation, installation, and long-term O&M of planned Treatment Control BMPs.
Supporting engineering calculations for QBMP and/or VBMP, and Treatment Control BMP design details
are included in Appendix F.
Note: Projects that will utilize infiltration-based Treatment Control BMPs (e.g., Infiltration Basins,
Infiltration Trenches, Porous Pavement) must include a copy of the property/project soils report as
Appendix E to the project-specific WQMP. The selection of a Treatment Control BMP (or BMPs) for
the project must specifically consider the effectiveness of the Treatment Control BMP for pollutants
identified as causing an impairment of Receiving Waters to which the project will discharge Urban
Runoff.
•
A-19
ni i1oinc
• • Water Quality Management Plan (WQqk)
Nelson Auto Service Center
Table 3: Treatment Control BMP Selection Matrix
Treatment Control BMP Categories(9)
Veg. Swale Detention Infiltration Basins Wet Sand Water Hydrodynamic Manufactured/
Neg. Filter Basins(2) & Ponds or Filter or Quality Separator Proprietary
Pollutant of Concern Strips Trenches/Porous Wetlands Filtration Inlets Systems(4) Devices
Pavement(3)(10)
Sediment/Turbidity HIM M HIM HIM HIM L HIM U
L for turbidit
Yes/No? Yes X X X
Nutrients (Phosphorous) L M HIM HIM UM L L U
Yes/No? Yes X X X
Organic Compounds U U U U HIM L L U
Yes/No? Yes X X X
Trash &Debris L M U U HIM M HIM U
Yes/No? Yes X X X
Oxygen Demanding Substances L M HIM HIM HIM L L U
Yes/No? Yes X X X
Bacteria &Viruses U U HIM U HIM L L U
Yes/No? Yes X X X
Oils&Grease HIM M U U HIM M L/M U
Yes/No? Yes X X X
Pesticides(non-soil bound) U U U U U L L U
Yes/No? Yes X X X
Metals HIM M H H H L L U
Yes/No? Yes X X X
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Water Quality Management Plan (WQMP)
Nelson Auto Service Center
Abbreviations:
L: Low removal efficiency H/M: High or medium removal efficiency U: Unknown removal efficiency
Notes:
(1) Periodic performance assessment and updating of the guidance provided by this table may be
necessary.
(2) Includes grass swales, grass strips, wetland vegetation swales, and bioretention.
(3) Includes extended/dry detention basins with grass lining and extended/dry detention basins with
impervious lining. Effectiveness based upon minimum 36-48-hour drawdown time.
(4) Includes infiltration basins, infiltration trenches, and porous pavements.
(5) Includes permanent pool wet ponds and constructed wetlands.
(6) Includes sand filters and media filters.
(7) Also known as hydrodynamic devices, baffle boxes, swirl concentrators, or cyclone separators.
(8) Includes proprietary stormwater treatment devices as listed in the CASQA Stormwater Best
Management Practices Handbooks, other stormwater treatment BMPs not specifically listed in this
WQMP, or newly developed/emerging stormwater treatment technologies.
(9) Project proponents should base BMP designs on the Riverside County Stormwater Quality Best
Management Practice Design Handbook. However, project proponents may also wish to reference the
California Stormwater BMP Handbook— New Development and Redevelopment
(www.cabmphand books.com). The Handbook contains additional information on BMP operation and
maintenance.
(10) Note: Projects that will utilize infiltration-based Treatment Control BMPs (e.g., Infiltration Basins,
Infiltration Trenches, Porous Pavement) must include a copy of the property/project soils report as
Appendix E to the project-specific WQMP. The selection of a Treatment Control BMP (or BMPs) for the
• project must specifically consider the effectiveness of the Treatment Control BMP for pollutants
identified as causing an impairment of Receiving Waters to which the project will discharge Urban
Runoff.
•
A-21
n4nGinc
Water Quality Management Plan (WQMP)
Nelson Auto Service Center
• VA EQUIVALENT TREATMENT CONTROL ALTERNATIVES
NOT APPLICABLE
V.5 REGIONALLY-BASED TREATMENT CONTROL BMPS
NOT APPLICABLE
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Water Quality Management Plan (WQMP)
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•
VI . Operation and Maintenance Responsibility for
Treatment Control BMPs
Operation and maintenance (O&M) requirements for all structural Source Control and Treatment
Control BMPs shall be identified in the project-specific WQMP. The project-specific WQMP shall
address the following:
■ Identification of each BMP that requires O&M.
■ Thorough description of O&M activities, the O&M process, and the handling and placement of
any wastes.
■ BMP start-up dates.
■ Schedule of the frequency of O&M for each BMP.
■ Identification of the parties (name, address, and telephone number) responsible for O&M,
including a written agreement with the entities responsible for O&M. This agreement can take
the form of a Covenant and Agreement recorded by the Project Proponent with the County
Recorder, HOA or POA CC&Rs, formation of a maintenance district or assessment district or
other instrument sufficient to guarantee perpetual O&M. The preparer of this project-specific
WQMP should carefully review Section 4.6 of the WQMP prior to completing this section of
the project-specific WQMP.
• ■ Self-inspections and record-keeping requirements for BMPs (review local specific
requirements regarding self-inspections and/or annual reporting), including identification of
responsible parties for inspection and record- keeping.
■ Thorough descriptions of water quality monitoring, if required by the Co-Permittee.
The proposed catch basins and trench drain will be fitted with Flogard Plus fossil filters. The
filters need to be inspected monthly during the rainy season and once before the start of the
rainy season. The hydrocarbon absorbent media will be replaced as necessary by the
inspector/contractor. The maintenance of the BMP will begin at the time the certificate of
occupancy is issued. The owner is responsible for the cost of this maintenance. A
maintenance contract will be provided by the owner prior to occupancy. Inspection reports will
be provided to the owner.
The vegetated infiltration swales and depressed landscape basin will be maintained by the owner
thru a landscape maintenance contractor. The swale will be inspected bi-weekly to check for
deposits of sediment and areas of damaged or dead vegetation. Damaged or dead
vegetation shall be removed and replaced. Inspection reports will be provided to the owner.
A covenant and agreement will be recorded by the owner stating that the owner is responsible for
the maintenance of the project site until such time as the property is sold or transferred. A
copy of this document is included herein.
•
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Water Quality Management Plan (WQMP)
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VII . Funding
A funding source or sources for the O&M of each Treatment Control BMP identified in the project-
specific WQMP must be identified. By certifying the project-specific WQMP, the Project applicant is
certifying that the funding responsibilities have been addressed and will be transferred to future
owners. One example of how to adhere to the requirement to transfer O&M responsibilities is to
record the project-specific WQMP against the title to the property.
The owner is responsible for the funding of the O&M for the BMPs.
JON NELSON
42215 THORNTON AVENUE
HEMET, CA 92544
BMP Maintenance O & M Cost
Frequency (Annual)
Catch Basin Filter Monthly during $1000
Rainy season
• Trench Drain Filter Monthly during $1000
Rainy season
Vegetated Infiltration Biweekly $500
Swales
Infiltration Basin Biweekly $500
Structuural Quantity l3apit51 Annual Start'Up 0&M Responsible Responsible
BMPs Cost($) O&M Dates Frequency Funding Funding Party
qcl
Cost (weekly/ Party for Long-Tenn
($) monthly/ For O&M
uarterl Installation
Catch 2 EA $1000 $200 Prior to Monthly during Owner Owner
Basin Filter Occu anc rainy season
Trench 1 EA $1000 $200 Prior to Monthly during Owner Owner
Drain Filter Occupancy rainy season
Vegetated 320 LF $7500 $500 Prior to Bi-weekly Owner Owner
Infiltration Occupancy
Swales
•
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Water Quality Management Plan (WQMP)
Nelson Auto Service Center
FUNDING CERTIFICATION
A source of funding is required for all site design, source control, and treatment BMPs. For this project, the
owner will fund the installation, and operate and maintenance of all BMPs set forth in this WQMP until the
project is transferred to a new owner. Each owner shall record this WQMP with the County of Riverside as an
attachment to the title of the property in order to transfer the O&M responsibilities to each new owner. Where
the owner requires a lessee or other party to install, and operate and maintain the BMPs, the owner will
maintain ultimate funding responsibilities, and will, upon default of the lessee or other party to fulfill these
responsibilities, shall cause the same to be performed at the owner's expense. Nothing in this WQMP shall
prevent the owner from pursuing cost recovery from any lessee or other party responsible for the BMPs, or from
pursuing remedies for the default of responsibilities as provided by the lease contract and law.
The owner for Nelson Auto Service Center, The southwest corner of Commerce Center Drive and Via
Montezuma Temecula will be responsible for the installation, and operation and maintenance of all BMPs until
such time that the site rf0erred to a new owner.
`/-/ ° 'Z9 7
Owner or Company Official's Signature Date ,s 1
Jon Nelson ,1P��v(n.-�
Owner or Company Official's Printed Name Owner or Company Official's Title/Position
. pany Nam
Company Addr s� 42215 Thornton Avenue, Hemet, CA 92544
951-652-4431
Fax Number '
q6t 3i� -3gaA
y t .
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Water Quality Management Plan (WQMP)
Nelson Auto Service Center
Appendix A
Conditions of Approval
Planning Commission Resolution/ZOO
Dated
INCLUDED IN FINAL WQMP
:*
08//26/05
90s3 -
CWO177an.
d4be�
STAFF REPORT— PLANNING pahAwc....
• CITY OF TEMECULA
DIRECTOR'S HEARING
Date of Meeting: June 30, 2005
Prepared by: Christine Damko Title: Associate Planner
File Number PA05-0086 Application Type: Development Plan
Project Description: A Development Plan to construct a 6,806 square foot auto service
center on 1.08 acres, located on the south west corner of Commerce
Center Drive and Via Montezuma.
Recommendation: ® Approve with Conditions
(Check One)
Deny
❑ Continue for Redesign
❑ Continue to:
❑ Recommend Approval with Conditions
❑ Recommend Denial
CEQA: ® Categorically Exempt
(Check One) (Class) 1533—
❑ Negative Declaration
❑ Mitigated Negative Declaration with Monitoring Plan
❑ EIR
•
RECEIVED
GAT'lanningp005\PA05-0086 Auto Service Center-r)"Ianoing\staff report doe JUN 2 4 2005
t lthhtu*t nwun;court
APP14119PTc run
PROJECT DATA SUMMARY
Applicant: Russell Rumansoff
Completion Date: March 16, 2005
Mandatory Action Deadline Date: • June 30, 2005
General Plan Designation: Business Park (BP)
Zoning Designation: Light Industrial (LI)
Site/Surrounding Land Use:
Site: Existing overflow parking for adjacent buildings
North: Existing commercial buildings
South: _Existing industrial buildings
East: Existing industrial buildings
West: Existing industrial buildings
Lot Area: 1.08 acres
Building Summary: Proposed 6,806 square foot building
Building Height: 24 feet four inches
Total Floor Area/Ratio: .144
Landscape Area/Coverage: 9,918 square feet/21%
Parking Required/Provided: 36 required/49 provided
BACKGROUND SUMMARY
® 1. Staff has worked with the applicant to ensure that all concerns have been addressed,
and the applicant concurs with the recommended Conditions of Approval.
A Development Plan application was submitted on March 16, 2005. A DRC meeting was held
on April 28, 2005 to discuss site, landscaping, architecture, and other departmental issues. The
applicant resubmitted on May 18, 2005.
ANALYSIS
Site Plan
The project conforms to the development regulations of the Light Industrial (LI) zoning district.
The building setbacks meet the minimum requirements of the Development Code and the 0.144
Floor Area Ratio (FAR) is below the target FAR of 0.40 for this zoning district. The proposed
14.4 percent lot coverage is also below the maximum permitted lot coverage of 40 percent. The
GAPlanning\2005PA05-0086 Auto Service Center-DP\Plannia-Vtaff report.do
project will have two vehicle entrances, one off of Via Montezuma and the second off of
Commerce Center Drive. The proposed site plan provides adequate circulation for vehicles
anticipated to utilize the site, as well as emergency vehicles. In addition to the adequate vehicle
access, the project also incorporates 49 parking spaces, which meets the parking requirement in
the Development Code. The proposed project will also have an outdoor employee eating area
located on the west side of the building.
Architecture
The proposed building is consistent with the Development Code and Design Guidelines and is
compatible with other adjacent buildings within the vicinity. The proposed architecture includes
split face concrete masonry units (C.M.U.) in colors of beige and grey, and smooth face C.M.U.
with score lines. The building includes various breaks in the wall planes, which, in conjunction
with landscaping, breaks up building mass from street view. The main entry ways of the building
are accentuated by a two foot raised parapet and an aluminum overhang extending one foot
from the building outline and five feet from the recessed entry ways. The applicant uses colors
and materials to break up the large building mass as well as having pop-outs ranging form six
inches to one foot along the front elevation. Although the rear of the building along the eastern
boundary of the project site has little articulation, this is acceptable to staff because the rear of
the building will not be visible to the public.
Landscaping
The landscape plan conforms to the landscape requirements of the Development Code and
Design Guidelines. Tree and shrub placement will serve to screen onsite parking areas and
effectively soften building elevations. The project proposes to landscape 9,918 square feet or 21
percent of the site, which is consistent with the landscaping requirements in the LI (Light
Industrial) zone. The project provides landscaping around the perimeter of the site, as well as
varied landscape setbacks around the building footprints.
Access and Circulation
The Public Works Department has analyzed the projected traffic impact of the project and has
determined that the impacts are consistent with the traffic volumes projected for the site by the
previously approved City General Plan EIR. The Fire Department also reviewed the plan and
determined that there is proper access and circulation to provide emergency services to the site.
ENVIRONMENTAL DETERMINATION
® 1. In accordance with the California Environmental Quality Act, the proposed Project has
been deemed to be Categorically Exempt from further environmental review per Section
15332, In-Fill Development Projects.
CONCLUSION/RECOMMENDATION
Staff has determined that the proposed project, as conditioned, is consistent with the City's
General Plan, Development Code, and all applicable ordinances, standards, guidelines, and
policies. Therefore, staff recommends approval of the Development Plan with the attached
conditions of approval.
G:\P1anning\2005\PA05-0086 Auto Service Center-DP\Planning\staff report.doc
. FINDINGS
Development Plan (17 05 01 OF)
1. The proposed use is in conformance with the General Plan for Temecula and with all
applicable requirements of state law and other ordinances of the City.
The proposal is consistent with the land use designation and policies reflected for
Business Park (BP) development in the City of Temecula General Plan. The General
Plan has listed the proposed uses, including the light manufacturing, warehouse, and
office, as typical uses in the Business Park designation. The proposed project is
consistent with the use regulations outlined by the Building Department and Fire
Prevention Bureau to comply with all applicable Building and Fire Codes.
2. The overall development of the land is designed for the protection of the public health,
safety, and general welfare.
The proposed project is consistent with the development standards outlined in the City of
Temecula Development Code. The proposed architecture and site layout for the project
has been reviewed utilizing the Industrial Development Performance Standards of the
Development Code. The proposed project has met the performance standards in regard
to circulation, architectural design and site plan design.
ATTACHMENTS
• 1. Plan Reductions — Blue Page 5
2. PC Resolution No. 2004-_ — Blue Page 6
Exhibit A — Draft Conditions of Approval
i
G1P1anning\2005\PA05-0086 Auto Service Center-DP\Plonning�Staff report-doc
ATTACHMENT NO. 1
• PLAN REDUCTIONS
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ATTACHMENT NO. 2
DH RESOLUTION NO. 2005- 00$
G:Tlanning2005VPA05-0096 Auto Service Center- P\Planning\staf(report do,
MAR-29-2007 09:28A FROM:HERRON+RUMANSOFF (951)652-0373 TO: 19099301468 P.2
DH RESOLUTION NO. 2005-008
A RESOLUTION OF THE PLANNING DIRECTOR OF THE CITY
OF TEMECULA APPROVING PLANNING APPLICATION NO.
PA05-0086, A DEVELOPMENT PLAN TO CONSTRUCT A 6,806
SQUARE FOOT AUTO SERVICE CENTER LOCATED ON 1.08
ACRES LOCATED ON THE SOUTHWEST CORNER OF
COMMERCE CENTER DRIVE AND VIA MONTEZUMA, KNOWN
AS ASSESSOR PARCEL NO. 821-400.026.
WHEREAS, Russell Rumansoff filed Planning Application No. PA05-0086 (Development
Plan Application), in a manner in accordance with the City of Temecula General Plan and
Development Code;
WHEREAS, the Application was processed including, but not limited to a public notice,
in the time and manner prescribed by State and local law;
WHEREAS, the Planning Director, at a regular meeting, considered the Application on
July 14, 2005. at a duly noticed public hearing as prescribed by law, at which time the City staff
and Interested persona had an opportunity to and did testify either in support or in opposition to
this matter;
WHEREAS, at the conclusion of the Director Hearing and after due consideration of the
testimony, the Director approved the Application subject to and based upon the findings set
forth hereunder,
WHEREAS, all legal preconditions to the adoption of this Resolution have occurred.
NOW, THEREFORE, THE PLANNING DIRECTOR OF THE CITY OF TEMEC'ULA
DOES HEREBY RESOLVE, DETERMINE AND ORDER AS FOLLOWS:
Section 1. That the above recitations are true and correct and are hereby
incorporated by reference.
Section 2. IF ndlnas. The Planning Director, In approving the Application, hlareby
makes the following findings as required by Section 17.05.010F of the Temecula Municipal
Code:
A. The proposed use Is In conformance with the General Plan for Temecula anit with
all applicable requirements of state law and other ordinances of the City.
The proposal is consistent with the land use designation and policies reflected for
Business Park (BP) development In the City of Temecula General Plan. The General
Plan has listed the proposed uses, Including the light manufacturing, warehousir, and
office, as typical uses In the Business Park designation. The proposed projact Is
consistent with the use regulations outlined by the Building Department an(' Fire
Prevention Bureau to comply with all applicable Building and Fire Codes.
B. The overall development of the land Is designed for the protection of the public
health, safety, and general welfare.
O:lP1amjnt2005WA05-0086 Auto smim Ccnm DP\Plannln&kDH RESOLLMON AND COA.doc
I
i
MPR-29-2007 09:28A FROM:HERRON+RUMRNSOFF (951)652-0373 TO: 19099301468 P.3
}
The proposed project is consistent with the development standards outlined in the Gity of
Temecula Development Code. The proposed architecture and site layout for the project
has been reviewed utilizing the Industrial Development Performance Standards of the
Development Code. The proposed project has met the performance standards in regard
to circulation, architectural design and site plan design.
Section 3. Environmental Compliance. The project will have no significant
environmental impacts and has been found to be Categorically Exempt pursuant to Section
15332 (In-Fill Development Project) of the California Environmental Duality Act Guldellne&
Section 4. Conditions. The City of Temecula Planning Commission hereby
conditionally approves the Application, a request to construct, operate and establish e. one-
story, 6,806 square foot industrial warehouse and office building with conditions of approval as
set forth on Exhibit A, attached hereto, and Incorporated herein by this reference together with
any and all necessary conditions that may be deemed necessary.
Section 5. PASSED, APPROVED AND ADOPTED by the City of Temecula
Planning Director this 14thh day of July 2005.
S �
Stephen Brown, Principal P anner
• 1, Kathy Simpkins , Secretary of the Temecula Director's Hearing, do hereby certify that
DH Resolution No. 200"08 was duly and regularly adopted by the Director of Planning of the
City of Temecula at a regular meeting thereof held on the 14th day of July, 2005.
{ athy Simpkins, Secre?ary
0:Tlenniny1=WA05.0086 Auto Sake Cemu•DP lanuingOH RPSOLU71ON AND COA.doc
2
MAR-29-2007 09:29A FROM:HERRON+RUMANSOFF (951)652-0373 TO:19099301468 PA
i
106. The Developer shall pay to the City the Western Riverside County Transportation
Uniform Mitigation Fee (TUMF) Program as required by, and In accordance with,
Chapter 15.08 of the Temecula Municipal Code and all Resolutions Implementing
Chapter 15.08.
By placing my signature below, I confirm that I have read, understand and accept all the above
Conditions of Approval. I further understand that the property shall be maintained in
conformance with these conditions of approval and that any changes I may wish to make to the
project shall be subject to Community Development Department approval.
plicant's Signature Date
J n /�Je`-rdln
Applicant's Printed Name
•
O:\Plaonlnt,2005PA05 0086 Auld S"n Cmtw37NPw=in$DH RPSOIAMON AND COAAw
22
EXHIBIT A
CITY OF TEMECULA
FINAL CONDITIONS OF APPROVAL
Planning Application No.: PA05-0086
Project Description: A Development Plan to construct a 6,806 square foot
auto service center on 1.08 acres, located on the south
west corner of Commerce Center Drive and Via
Montezuma (APN: 921-400-026).
DIF Category: Service Commercial
TUMF Service Commercial
MSHCP Category: Service Commercial
Assessor's Parcel No.: 921-400-026
Approval Date: July 14, 2005
Expiration Date: July 14, 2007
• WITHIN FORTY-EIGHT(48) HOURS OF APPROVAL OF THIS PROJECT
Planning Department
1• The applicant shall deliver to the Planning Department a cashier's check or money order
made payable to the County Clerk in the amount of Sixty-Four Dollars ($64.00) for the
County administrative fee, to enable the City to file the Notice of Exemption required
under Public Resources Code Section 21108(b) and California Code of Regulations
Section 15075. If within said forty-eight (48) hour period the applicant has not delivered
to the Planning Department the check as required above, the approval for the project
granted shall be void by reason of failure of condition [Fish and Game Code Section
711.4(c)].
RECEIVED
. JUL 212005
HERRON+RUMANSOFF
ARCHITECTS INC
GAPlanning\2005\PA05-0086 Auto Service Center-MI'lanning\DH RESOLUTION AND COA.doc
4
•
GENERAL REQUIREMENTS
GAPlanning\2005\PA05-0086 Auto Service Center-DP\Planning\DH RESOLUTION AND COA.doe
Planning Department
. 2. The applicant and owner of the real property subject to this condition shall hereby agree
to indemnify, protect, hold harmless, and defend the City with Legal Counsel of the City's
own selection from any and all claims, actions, awards, judgments, or proceedings
against the City to attack, set aside, annul, or seek monetary damages resulting, directly
or indirectly, from any action in furtherance of and the approval of the City, or any
agency or instrumentality thereof, advisory agency, appeal board or legislative body
including actions approved by the voters of the City, concerning the Planning
Application. The City shall be deemed for purposes of this condition, to include any
agency or instrumentality thereof, or any of its elected or appointed officials, officers,
employees, consultants, contractors, legal counsel, and agents. City shall promptly
notify both the applicant and landowner of any claim, action, or proceeding to which this
condition is applicable and shall further cooperate fully in the defense of the action. The
City reserves the right to take any and all action the City deems to be in the best interest
of the City and its citizens in regards to such defense.
3. The permittee shall obtain City approval for any modifications or revisions to the
approval of this development plan.
4. This approval shall be used within two (2) years of the approval date; otherwise, it shall
become null and void. By use is meant the beginning of substantial construction
contemplated by this approval within the two (2) year period, which is thereafter diligently
pursued to completion, or the beginning of substantial utilization contemplated by this
approval.
• 5. The Director of Planning may, upon an application being filed within thirty days prior to
expiration, and for good cause, grant a time extension of up to three one-year
extensions of time, one year at a time.
6. The development of the premises shall substantially conform to the approved site plan
and elevations contained on file with the Planning Department.
7. Landscaping installed for the project shall be continuously maintained to the reasonable
satisfaction of the Planning Director. If it is determined that the landscaping is not being
maintained, the Planning Director shall have the authority to require the property owner
to bring the landscaping into conformance with the approved landscape plan. The
continued maintenance of all landscaped areas shall be the responsibility of the
developer or any successors in interest.
8. All mechanical and roof equipment shall be fully screened from public view by being
placed below the surrounding parapet wall.
9. Trash enclosures shall be provided to house all trash receptacles utilized on the site.
10. The construction landscape drawings shall indicate coordination and grouping of all
utilities, which are to be screened from view per applicable City Codes and guidelines.
11. If at any time during excavation/construction of the site, archaeological/cultural
• resources, or any artifacts or other objects which reasonably appears to be evidence of
cultural or archaeological resource are discovered, the property owner shall immediately
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6
advise the City of such and the City shall cause all further excavation or other
disturbance of the affected area to immediately cease. The Director of Planning at
his/her sole discretion may require the property to deposit a sum of money it deems
reasonably necessary to allow the City to consult and/or authorize an independent, fully
qualified specialist to inspect the site at no cost to the City, in order to assess the
significance of the find. Upon determining that the discovery is not an
archaeological/cultural resource, the Director of Planning shall notify the property owner
of such determination and shall authorize the resumption of work. Upon determining
that the discovery is an archaeological/cultural resource, the Director of Planning shall
notify the property owner that no further excavation or development may take place until
a mitigation plan or other corrective measures have been approved by the Director of
Planning.
12. The applicant shall sign both copies of the final conditions of approval that will be
provided'by the Planning Department staff, and return one signed set to the Planning
Department for their files.
13. A separate building permit shall be required for all signage.
14. Lighting shall be consistent with Ordinance No. 655 for the regulation of light pollution.
15. The condition of approval specified' in this resolution, to the extent specific items,
materials, equipment, techniques, finishes or similar matters are specified, shall be
deemed satisfied by staffs prior approval of the use or utilization of an item, material,
equipment, finish or technique that City staff determines to be the substantial equivalent
of that required by the condition of approval. Staff may elect to reject the request to
substitute, in which case the real party in interest may appeal, after payment of the
regular cost of an appeal, the decision to the Planning Commission for its decision.
Buildina Material Finish and Color
Main Body Split face C.M.U. RCP: Beige Spice
Split face C.M.U. RCP: Warm Grey
Trim Smooth face C.M.U. RCP: Warm Grey
Parapet Metal Frazee #8773M, Dauphin Gray
Roll up door
16. All conditions shall be complied with prior to any occupancy or use allowed by this
Development Plan.
Fire Department
17. If there are changes to underlying maps then prior to map recordation the applicant shall
submit to the Fire Prevention Bureau a georectified (pursuant to Riverside County
standards) digital version of the map including parcel and street centerline information.
The electronic file will be provided in a ESRI Arclnfo/ArcView compatible format and
projected in a State Plane NAD 83 (California Zone VI) coordinate system. The Bureau
must accept the data as to completeness, accuracy and format prior to satisfaction of
this condition.
GAPlanning\20051PA05-0086 Auto Service Center-DP3lanning0H RESOLUTION AND COA.doc
18. The applicant shall comply with the requirements of the Fire Code permit process and
update any changes in the items and quantities approved as part of their Fire Code
permit. These changes shall be submitted to the Fire Prevention Bureau for review and
approval per the Fire Code and is subject to inspection. (CFC 105)
19. The applicant shall submit for review and approval by the Riverside County Department
of Environmental Health and City Fire Department an update to the Hazardous Material
Inventory Statement and Fire Department Technical Report on file at the City; should
any quantities used or stored onsite increase or should changes to operation introduce
any additional hazardous material not listed in existing reports. (CFC Appendix II-E)
Community Services
20. Developer will label the existing streetlights. None will be relocated and no additional
lights will be installed as a result of this project.
21. The trash enclosures shall be large enough to accommodate a recycling bin, as well as,
regular solid waste containers.
22. The developer shall contact the City's franchised solid waste hauler for disposal of
construction debris. Only the City's franchisee may haul construction debris.
23. The Applicant shall comply with the Public Art Ordinance.
24. All parkways, landscaping, fencing and on site lighting shall be maintained by the
• property owner or maintenance association.
Public Works
25. A Grading Permit for precise grading, including all on-site flat work and improvements,
shall be obtained from the Department of Public Works prior to commencement of any
construction outside of the City-maintained street right-of-way.
26. An Encroachment Permit shall be obtained from the Department of Public Works prior to
commencement of any construction within an existing or proposed City right-of-way.
27. All grading plans shall be coordinated for consistency with adjacent projects and existing
improvements contiguous to the site and shall be submitted on standard 24" x 36" City of
Temecula mylars.
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•
PRIOR TO ISSUANCE OF GRADING PERMITS
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. Planning Department
28. Provide the Planning Department with a copy of the underground water plans and
electrical plans for verification of proper placement of transformer(s) and double detector
check prior to final agreement with the utility companies.
29. The applicant shall submit a photometric plan, including the parking lot to the Planning
Department, which meets the requirements of the Development Code and the Palomar
Lighting Ordinance. The parking lot light standards shall be placed in such a way as to
not adversely impact the growth potential of the parking lot trees.
30. A copy of the Grading Plan shall be submitted and approved by the Planning
Department.
31. The applicant shall comply with the provisions of Chapter 8.24 of the Temecula
Municipal Code (Habitat Conservation) by paying the appropriate fee set forth in that
Ordinance or by providing documented evidence that the fees have already been paid.
Public Works
32. A Grading Plan shall be prepared by a registered Civil Engineer and shall be reviewed
and approved by the Department of Public Works. The grading plan shall include all
necessary erosion control measures needed to adequately protect adjacent public and
private property.
• 33. The Developer shall post security and enter into an agreement guaranteeing the grading
and erosion control improvements in conformance with applicable City Standards and
subject to approval by the Department of Public Works.
34. A Soil Report shall be prepared by a registered Soil or Civil Engineer and submitted to
the Director of the Department of Public Works with the initial grading plan check. The
report shall address all soils conditions of the site, and provide recommendations for the
construction of engineered structures and pavement sections.
35. A Geological Report shall be prepared by a qualified engineer or geologist and
submitted to the Department of Public Works with the initial grading plan check. The
report shall address special study zones and the geological conditions of the site, and
shall provide recommendations to mitigate the impact of liquefaction.
36. The Developer shall have a Drainage Study prepared by a registered Civil Engineer in
accordance with City Standards identifying storm water runoff expected from this site
and upstream of this site. The study shall identify all existing or proposed public or
private drainage facilities intended to discharge this runoff. The study shall also analyze
and identify impacts to downstream properties and provide specific recommendations to
protect the properties and mitigate any impacts. Any upgrading or upsizing of
downstream facilities, including acquisition of drainage or access easements necessary
to make required improvements, shall be provided by the Developer.
37. NPDES - The project proponent shall implement construction-phase and post-
construction pollution prevention measures consistent with the State Water Resources
Control Board (SWRCB) and City of Temecula (City) NPDES programs. Construction-
GAPlanning\2005\PA05-0086 Auto Service Center-MI'lanning\DH RESOLUTION AND COA.doc
phase measures shall include Best Management Practices (BMPs) consistent with the
City's Grading, Erosion & Sediment Control Ordinance, the City's standard notes for
Erosion and Sediment Control, and the SWRCB General Permit for Construction
Activities. Post-construction measures shall be required of all Priority Development
Projects as listed in the City's NPDES permit. Priority Development Projects will include
a combination of structural and non-structural onsite source and treatment control BMPs
to prevent contaminants from commingling with stormwater and treat all unfiltered runoff
year-round prior to entering a storm drain. Construction-phase and post-construction
BMPs shall be designed and included into plans for submittal to, and subject to the
approval of, the City Engineer prior to issuance of a Grading Permit. The project
proponent shall also provide proof of a mechanism to ensure ongoing long-term
maintenance of all structural post-construction BMPs.
38. As deemed necessary by the Director of the Department of Public Works, the Developer
shall receive written clearance from the following agencies:
a. San Diego Regional Water Quality Control Board
b. Riverside County Flood Control and Water Conservation District
C. Planning Department
d. Department of Public Works
39. The Developer shall comply with all constraints which may be shown upon an
Environmental Constraint Sheet (ECS) recorded with any underlying maps related to the
subject property.
40. Permanent landscape and irrigation plans shall be submitted to the Planning Department
and the Department of Public Works for review and approval.
41. The Developer shall obtain any necessary letters of approval or slope easements for off-
site work performed on adjacent properties as directed by the Department of Public
Works.
42. A flood mitigation charge shall be paid. The Area Drainage Plan fee is payable to the
Riverside County Flood Control and Water Conservation District by either cashier's
check or money order, prior to issuance of permits, based on the prevailing area
drainage plan fee. If the full Area Drainage Plan fee or mitigation charge has already
been credited to this property, no new charge needs to be paid.
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11
PRIOR TO ISSUANCE OF BUILDING PERMIT
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Planning Department
43. Four (4) copies of Construction Landscaping and Irrigation Plans shall be reviewed and
approved by the Planning Department. These plans shall conform to the approved
conceptual landscape plan, or as amended by these conditions. The location, number,
genus, species, and container size of the plants shall be shown. The plans shall be
consistent with the Water Efficient Ordinance. The plans shall be accompanied by the
following items:
a. Appropriate filing fee (per the City of Temecula Fee Schedule at time of
submittal).
b. Provide a minimum five foot wide planter to be installed at the perimeter of all
parking areas. Curbs, walkways, etc. are not to infringe on this area.
C. Provide an agronomic soils report with the construction landscape plans.
d. One (1) copy of the approved grading plan.
e. Water usage calculations per Chapter 17.32 of the Development Code (Water
Efficient Ordinance).
f. Total cost estimate of plantings and irrigation (in accordance with approved plan).
g. A landscape maintenance program shall be submitted for approval, which details
the proper maintenance of all proposed plant materials to assure proper growth
and landscape development for the long-term esthetics of the property. The
approved maintenance program shall be provided to the landscape maintenance
contractor who shall be responsible to carry out the detailed program.
44. All utilities and light poles shall be shown and labeled on the landscape plans and
appropriate screening shall be provided. A three-foot (3.0') clear zone shall be provided
around fire check detectors as required by the Fire Department before starting the
screen. Group utilities together in order to reduce intrusion.
45. Provide a detail of the proposed common area furniture to the satisfaction of the Director
of Planning.
46. An appropriate method for screening the gas meters and other externally mounted utility
equipment shall be reviewed and approved by the Planning Department.
47. The Planning Director shall approve the Construction Landscaping and Irrigation Plans.
48. The construction plans shall indicate that all roof hatches shall be painted "International
Orange".
Fire Department
49. Final fire and life safety conditions will be addressed when building plans are reviewed
by the Fire Prevention Bureau. These conditions will be based on occupancy, use, the
California Building Code (CBC), California Fire Code (CFC), and related codes which
are in force at the time of building plan submittal.
. 50. The Fire Prevention Bureau is required to set a minimum fire flow for the remodel or
construction of all commercial buildings per CFC Appendix III.A, Table A-III-A-1. The
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13
. developer shall provide for this project, a water system capable of delivering 2250 GPM
at 20 PSI residual operating pressure, plus an assumed sprinkler demand of 0 GPM for
a total fire flow of 2250 GPM with a 2 hour duration. The required fire flow may be
adjusted during the approval process to reflect changes in design, construction type, or
automatic fire protection measures as approved by the Fire Prevention Bureau. The Fire
Flow as given above has taken into account all information as provided. (CFC 903.2,
Appendix III-A)
51. The Fire Prevention Bureau is required to set minimum fire hydrant distances per CFC
Appendix III-B, Table A-III-B-1. A minimum of 2 hydrants, in a combination of on-site and
off-site (6" x 4" x 2-2 1/2" outlets) shall be located on Fire Department access roads and
adjacent public streets. Hydrants shall be spaced at 450 feet apart, at each intersection
and shall be located no more than 225 feet from any point on the street or Fire
Department access road(s) frontage to a hydrant. The required fire flow shall be
available" from any adjacent hydrant(s) in the system. The upgrade of existing fire
hydrants may be required. (CFC 903.2, 903.4.2, and Appendix III-B)
52. As required by the California Fire Code, when any portion of the facility is in excess of
150 feet from a water supply on a public street, as measured by an approved route
around the exterior of the facility, on-site fire hydrants and mains capable of supplying
the required fire flow shall be provided. For this project on site fire hydrants are
required. (CFC 903.2)
53. If construction is phased, each phase shall provide approved access and fire protection
. prior to any building construction. (CFC 8704.2 and 902.2.2)
54. Prior to building construction, all locations where structures are to be built shall have
approved temporary Fire Department vehicle access roads for use until permanent
roads are installed. Temporary Fire Department access roads shall be an all weather
surface for 80,000 lbs. GVW. (CFC 8704.2 and 902.2.2.2)
55. Prior to building final, all locations where structures are to be built shall have approved
Fire Department vehicle access roads to within 150 feet to any portion of the facility or
any portion of an exterior wall of the building(s). Fire Department access roads shall be
an all weather surface designed for 80,000 lbs. GVW with a minimum AC thickness of
.25 feet. ( CFC sec 902)
56. Fire Department vehicle access roads shall have an unobstructed width of not less than
twenty-four (24) feet and an unobstructed vertical clearance of not less than thirteen (13)
feet six (6) inches. (CFC 902.2.2.1)
57. Prior to building construction, dead end road ways and streets in excess of one hundred
and fifty (150) feet which have not been completed shall have a turnaround capable of
accommodating fire apparatus. (CFC 902.2.2.4)
58. Prior to building construction, this development shall have two (2) points of access, via
all-weather surface roads, as approved by the Fire Prevention Bureau. (CFC 902.2.1)
59. Prior to issuance of building permits, the developer shall furnish one copy of the water
• system plans to the Fire Prevention Bureau for approval prior to installation. Plans shall
be signed by a registered civil engineer; contain a Fire Prevention Bureau approval
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• signature block; and conform to hydrant type, location, spacing and minimum fire flow
standards. After the plans are signed by the local water company, the originals shall be
presented to the Fire Prevention Bureau for signatures. The required water system
including fire hydrants shall be installed and accepted by the appropriate water agency
prior to any combustible building materials being placed on an individual lot. (CFC
8704.3, 901.2.2.2 and National Fire Protection Association 24 1-4.1)
60. All manual and electronic gates on required Fire Department access roads or gates
obstructing Fire Department building access shall be provided with the Knox Rapid entry
system for emergency access by fire fighting personnel. (CFC 902.4)
61. Prior to final inspection of any building, the applicant shall prepare and submit to the Fire
Department for approval, a site plan designating Fire Lanes with appropriate lane
painting and or signs.
62. Prior to the building final, speculative buildings capable of housing high-piled
combustible stock, shall be designed with the following fire protection and life safety
features: an automatic fire sprinkler system(s) designed for a specific commodity class
and storage arrangement, hose stations, alarm systems, smoke vents, draft curtains,
Fire Department access doors and Fire department access roads. Buildings housing
high-piled combustible stock shall comply with the provisions California Fire Code Article
81 and all applicable National Fire Protection Association standards. (CFC Article 81)
63. Prior to building permit issuance, a full technical report may be required to be submitted
and to the Fire Prevention Bureau. This report shall address, but not be limited to, all
• fire and life safety measures per 1998 CFC, 1998 CBC, NFPA — 13, 24, 72 and 231-C.
Community Services
64. Prior to issuance of building permits, the developer shall provide TCSD verification of
arrangements made with the City's franchise solid waste hauler for disposal of
construction debris.
Building Department
65. All design components shall comply with applicable provisions of the 2001 edition of the
California Building, Plumbing and Mechanical Codes; 2001 California Electrical Code;
California Administrative Code, Title 24 Energy Code, California Title 24 Disabled
Access Regulations, and the Temecula Municipal Code.
66. The City of Temecula has adopted an ordinance to collect fees for a Riverside County
area wide Transportation Uniform Mitigation Fee (TUMF). Upon the adoption of this
ordinance on March 31, 2003, this project will be subject to payment of these fees at the
time of building permit issuance. The fees shall be subject to the provisions of Ordinance
03-01 and the fee schedule in effect at the time of building permit issuance.
67. Submit at time of plan review, a complete exterior site lighting plans showing compliance
with Ordinance No. 655 for the regulation of light pollution. All street-lights and other
outdoor lighting shall be shown on electrical plans submitted to the Department of
• Building and Safety. Any outside lighting shall be hooded and directed so as not to shine
directly upon adjoining property or public rights-of-way.
GAP1anning\2005\PA05-0086 Auto Service Center-MPlanning\DH RESOLUTION AND COA.doc
• 68. A receipt or clearance letter from the Temecula Valley School District shall be submitted
to the Building & Safety Department to ensure the payment or exemption from School
Mitigation Fees.
69. Obtain all building plans and permit approvals prior to commencement of any
construction work.
70. Obtain street addressing for all proposed buildings prior to submittal for plan review.
71. All building and facilities must comply with applicable disabled access regulations.
Provide all details on plans. (California Disabled Access Regulations effective April
1, 1998)
72. Provide disabled access from the public way to the main entrance of the building.
73. Provide van accessible parking located as close as possible to the main entry.
74. Provide house electrical meter provisions for power for the operation of exterior lighting,
fire alarm systems.
75. Provide appropriate stamp of a registered professional with original signature on plans
prior to permit issuance.
76. Provide electrical plan including load calculations and panel schedule, plumbing
schematic and mechanical plan for plan review.
• 77. Truss calculations that are stamped by the engineer of record and the truss
manufacturer engineer are required for plan review submittal.,
78. Provide precise grading plan at plan check submittal to check accessibility for persons
with disabilities.
79. A pre-construction meeting is required with the building inspector prior to the start of the
building construction.
80. Trash enclosures, patio covers, light standards, and any block walls if not on the
approved building plans, will require separate approvals and permits.
81. Show all building setbacks.
82. Signage shall be posted conspicuously at the entrance to the project that indicates the
hours of construction, shown below, as allowed by the City of Temecula Ordinance No.
94-21, specifically Section G (1) of Riverside County Ordinance No. 457.73, for any site
within one-quarter mile of an occupied residence.
Monday-Friday 6:30 a.m. —6:30 p.m.
Saturday 7:00 a.m. — 6:30 p.m.
No work is permitted on Sundays or Government Holidays
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16
Public Works
83. Precise grading plans shall conform to applicable City of Temecula Standards subject to
approval by the Director of the Department of Public Works. The following design
criteria shall be observed:
a. Flowline grades shall be 0.5% minimum over P.C.C. and 1.00% minimum over
A.C. paving.
b. Driveways shall conform to the applicable City of Temecula Standard No.207A.
C. Concrete sidewalks and ramps shall be constructed along public street frontages
in accordance with City of Temecula Standard Nos. 400. 401 and 402.
d. All street and driveway centerline intersections shall be at 90 degrees.
e. Landscaping shall be limited in the corner cut-off area of all intersections and
adjacent to driveways to provide for minimum sight distance and visibility.
84. The Developer shall construct the following public improvements to City of Temecula
General Plan standards unless otherwise noted. Plans shall be reviewed and approved
by the Director of the Department of Public Works:
a. Improve Via Montezuma (Principal Road Standards - 78' R/W) to include
installation of sidewalk, street lights, drainage facilities, signing and striping,
utilities (including but not limited to water and sewer).
b. Improve Commerce Center Drive (Collector Road Standards - 66' R/W) to
include installation of sidewalk, street lights, drainage facilities, signing and
striping, utilities (including but not limited to water and sewer).
85. The Developer shall construct the following public improvements in conformance with
applicable City Standards and subject to approval by the Director of the Department of
Public Works.
a. Street improvements, which may include, but not limited to: sidewalks, drive
approaches, street lights, signing, striping.
b. Storm drain facilities.
C. Sewer and domestic water systems.
d. Under grounding of proposed utility distribution lines.
86. A construction area Traffic Control Plan shall be designed by a registered Civil or Traffic
Engineer and reviewed by the Director of the Department of Public Works for any street
closure and detour or other disruption to traffic circulation as required by the Department
of Public Works.
87. The building pad shall be certified to have been substantially constructed in accordance
with the approved Precise Grading Plan by a registered Civil Engineer, and the Soil
Engineer shall issue a Final Soil Report addressing compaction and site conditions.
88. The Developer shall obtain an easement for ingress and egress over the adjacent
property.
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89. The Developer shall pay to the City the Public Facilities Development Impact Fee as
required by, and in accordance with, Chapter 15.06 of the Temecula Municipal Code and
all Resolutions implementing Chapter 15.06.
90. The Developer shall pay to the City the Western Riverside County Transportation
Uniform Mitigation Fee (TUMF) Program as required by, and in accordance with,
Chapter 15.08 of the Temecula Municipal Code and all Resolutions implementing
Chapter 15.08.
O1Planning\2005\PA05-0086 Auto Service Center-D"lanning0li RESOLUTION AND COA.doc
PRIOR TO BUILDING OCCUPANCY
•
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• Planning Department
91. The property owner shall fully install all required landscaping and irrigation, and submit a
landscape maintenance bond in a form and amount approved by the Planning
Department for a period of one-year from the date of the first occupancy permit.
92. Prior to building occupancy, all site improvements including but not limited to parking
areas and striping shall be installed.
93. All of the foregoing conditions shall be complied with prior to occupancy or any use
allowed by this permit.
Fire Department
94. Prior to issuance of a Certificate of Occupancy or building final, "Blue Reflective
Markers" shall be installed to identify fire hydrant locations. (CFC 901.4.3)
95. Prior to issuance of a Certificate of Occupancy or building final, approved numbers or
addresses shall be provided on all new and existing buildings in such a position as to be
plainly visible and legible from the street or road fronting the property. Numbers shall be
of a contrasting color to their background. Commercial, multi-family residential and
industrial buildings shall have a minimum twelve (12) inches numbers with suite
numbers a minimum of six (6) inches in size. All suites shall gave a minimum of six (6)
inch high letters and/or numbers on both the front and rear doors. Single family
residences and multi-family residential units shall have four (4) inch letters and /or ,
. numbers, as approved by the Fire Prevention Bureau. (CFC 901.4.4)
96. Prior to the issuance of a Certificate of Occupancy or building final, a "Knox-Box" shall
be provided. The Knox-Box shall be installed a minimum of six (6) feet in height and be
located to the right side of the main entrance door. (CFC 902.4)
97. Prior to the issuance of a Certificate of Occupancy or building final, the
developer/applicant shall be responsible for obtaining underground and/or aboveground
tank permits for the storage of combustible liquids, flammable liquids or any other
hazardous materials from both the County Health department and Fire Prevention
Bureau. (CFC 7901.3 and 8001.3)
98. Prior to issuance of a Certificate of Occupancy or building final a simple plot plan and a
simple floor plan, each as an electronic file of the .DWG format must be submitted to the
Fire Prevention Bureau. Alternative file formats may be acceptable, contact fire
prevention for approval.
Public Works
99. Precise grading plans shall conform to applicable City of Temecula Standards subject to
approval by the Director of the Department of Public Works. The following design criteria
shall be observed:
a. Flowline grades shall be 0.5% minimum over P.C.C. and 1.00% minimum over
• A.C. paving.
b. Driveways shall conform to the applicable City of Temecula Standard No. 207A.
GAP1anning\2005\PA05-0086 Auto Service Center-DP\Planning�DH RESOLUTION AND COA.doc
• C. Concrete sidewalks and ramps shall be constructed along public street frontages
in accordance with City of Temecula Standard Nos. 400, 401 and 402.
d. All street and driveway centerline intersections shall be at 90 degrees.
e. Landscaping shall be limited in the corner cut-off area of all intersections and
adjacent to driveways to provide for minimum sight distance and visibility.
100. The Developer shall construct the following public improvements to City of Temecula
General Plan standards unless otherwise noted. Plans shall be reviewed and approved
by the Director of the Department of Public Works:
a. Improve Via Montezuma (Principal Road Standards - 78' R/W) to include
installation of sidewalk, street lights, drainage facilities, signing and striping,
utilities (including but not limited to water and sewer).
b. Improve Commerce Center Drive (Collector Road Standards - 66' R/W) to
include installation of sidewalk, street lights, drainage facilities, signing and
striping, utilities (including but not limited to water and sewer).
101. The Developer shall construct the following public improvements in conformance with
applicable City Standards and subject to approval by the Director of the Department of
Public Works.
a. Street improvements, which may include, but not limited to: sidewalks, drive
approaches, street lights, signing, striping.
• b. Storm drain facilities.
C. Sewer and domestic water systems.
d. Under grounding of proposed utility distribution lines.
102. A construction area Traffic Control Plan shall be designed by a registered Civil or Traffic
Engineer and reviewed by the Director of the Department of Public Works for any street
closure and detour or other disruption to traffic circulation as required by the Department
of Public Works.
103. The building pad shall be certified to have been substantially constructed in accordance
with the approved Precise Grading Plan by a registered Civil Engineer, and the Soil
Engineer shall issue a Final Soil Report addressing compaction and site conditions.
104. The Developer shall obtain an easement for ingress and egress over the adjacent
property.
105. The Developer shall pay to the City the Public Facilities Development Impact Fee as
required by, and in accordance with, Chapter 15.06 of the Temecula Municipal Code and
all Resolutions implementing Chapter 15.06.
G:P1anning\2005\PA05-0086 Auto Service Center-DP\PIanning\DH RESOLUTION AND COA.doc
. 106. The Developer shall pay to the City the Western Riverside County Transportation
Uniform Mitigation Fee (TUMF) Program as required by, and in accordance with,
Chapter 15.08 of the Temecula Municipal Code and all Resolutions implementing
Chapter 15.08.
By placing my signature below, I confirm that I have read, understand and accept all the above
Conditions of Approval. I further understand that the property shall be maintained in
conformance with these conditions of approval and that any changes I may wish to make to the
project shall be subject to Community Development Department approval.
7',�95
plicant's-Signature Date
Applicant's Printed Name
•
G:TIanning\2005\PA05-0086 Auto Service Center-DIVIanning0H RESOLUTION AND COA.doc
Water Quality Management Plan (WQMP)
Nelson Auto Service Center
Appendix B
Vicinity Map, WQMP and Site Plan, Receiving Waters Map.
noire unc
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928 58
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DETAIL 'A '
- - - - - - -
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in DETAIL "A
- - - - - - - - - - - - - - - - - - ""-EW- - - - - -
-VIA MONTEZUMA
DETAIL 'A A; EX ` gW
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I
N.T.S. _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ J
EN. 1i c.u.L .N,Ea.wS
- - — — — — — — — N..
D au c. °wl1 CA 171
(909) 930-1�6� FAX"(9°i69J0.11°B
IELOPMENT l
ESIGN
GRPORA PON PLANNING - COAL - SURVEYING
aE"°""" " RE"s'°""' PREPARED UNDER THESUPERVISOR " WATER OUALITY MANAGEMENT °"M/1°,0, mow'
`° 0"A5191 SE:" �CESTEP �. FAO3 31 �9 �RAR� Rom. PLAN g,�. °
9O
A- WYt E E NI 10 L "a HERRON FUNANSOfF NFLSb! AUTO XRNCf CENRR
TOTAL AREA DISTURBED- 0. 75 AC a° PoW LI�. 10k5R � E
PEACE CENTER ON S W. 9GE 1-15. RIG SrSrCA 9T54J ACE 26110 NA AACNZE (N/A rc.R ° SHEET
FAX (95)J 652—OJ]J 72)X LA. CA OF
flEv. 1We.ta TELEPHONE (951) 6V-44J1 N POP � SHEETS
W�
P7405- 0081.0
FILTER BODY
STAINLESS STEEL.
ATTACHMENT SNAPS 23.00"
.._._.
SUPPORT FRAME
NOTES: Bypass Weirs
CORNER r ;;., REPLACEABLE
INLET GRATE 1.Ada-Gord'1g1Filter body In p►afabricated from polypropylan*wdvert tlPPORT «t "• . '"''r'''•'. ADSORBENT-FILLED
monofilament geote"le, LzffACKETS 0 *:�' .' .y 8 POUCHES
2.All metal components shell be stainless steel CType 304}. ,�, ,�• •
3.Refer to eppllcation chart for catch baoln and filter sizing.CZ ...
4. Filter medium shall be Foss#lkwAr''Installed and maintained in
accordance with manufacturer racommendwlona. .: �•
S.Refer to Manufacturer's reeornmendetions for maintenance
program. 6 25"
0.F1*-G*tf"'Inserts may be installed without adsorbent pouches o 0
during course of conuMctla n as a sedimentation control device. '
After construction,remove,the sediment and IrtataJl the •„ ,...... ODULAR DESIGN FOR
adsorbent pouches. T o 0 Flo-GardTM Trench Drain Filter
D EASY REPL
ACEMENT OF Installed
o FILTER COMPONENTS
FLO-GIARD INSERT NEOPRENE GASKET
(SEE APPI.IVATION CHART) CHART* (T�N S1oEG)A��L� ATION Fossil RockTM Pouch
DURABLE WOVEN (clips into place)
MOOM. MESH FILTER BODY NOTES:
Nt?. Inlet I.D. dr-ata G.D. COMMENTSTOP
FF-120 12''x 12" 14'"x 14" GRATED INLET RE"CEABLE 1. Ah-Qrud""Fitter body is profabric ated from polypropylene woven VIEW
FF•VO40 14"x 14" 10"x 10" GRATED INLET" ADSORBENT-FILLED monofilament geotextile.
o ,•, POUCHES 2.All metal components shall be sta(n(eas steel(Type 304).
a FF-160 Is" x 18" 180 x Is* CRATED INLET 3, Maier to application chart for catch basin and filter siting.
f F-1624D t 8" x 24" 10'x 26' Gi1A17ED INLET 4. Filter medium shall ha A'osa,?nce installed and maintained in
' accordcmGo with manufacturer recommendations.
FF-18D 18" x 1o" 20*x 4' GRATED INLET 6. Refer to Manufacturer's recommendations for ma(ntananco o M o
FF-1838SD 18" x 38'' 1B"x 40" GRATED INLET program.
FF-18360GO 18"x 38" 18"x 40" COMBINATION INLET
8. Fla-G&V''(nsarts may be Installed(without adsorb-ant pouchas) o 0
FF-24p ;Z4'x 24"' Z8"x 2$'" GRATED INLET c RR
during enures of consdvctlon as a dedlment.ation control device.After
construction,removo sediment and Install adsorbent pouches.
FF-2430D 24*x 30" 260'x 30" GRATED INLET
FF•RF24D 24"x 24" 26"dia CIRCULAR INLET
FF-240G0 �,24"x 24" 18"x 38" COMBINATION INLET fir►
CATCH BASIN PF-2436D 24"x 30" 24*n40" COMBINATION INLET WIGH trLO'�tl �� FOR APPLICATION -CHART
FF-2436060 24" x 30" 24"x 4q" GRATED INLET BYPASSSEESIDE VIEW 3.5of t
SHEET � OF � NOTES.
• FF»300 30"x 30" 30"x 34" GRATED INLET
FF-360(2pc) 38*x 36W 38"x 40' GRATED INLET 1. Storage capacity reflects maximum solids collection
" M " A prior to Impeding filtering bypass.
FF-244gI�(2pcl 24 x 40 28 x 48 GRATED iN1.E`I' p � 9 • ,
FF�48D 48"x 48" 48"x 52" GRATED INLET ! 2. Clean flow rate is the filtering flow rate,without
5.25" allowance for collecting sediment and debris
(recommend applying multiplying factor of 0.50 to
0,75 to clean flow rate to allow for sediment and debris}.
Flo-Clara FiltQr"'`; tn�sarta are danlgnad to fit catch basins with
N� VIEW 3. Flo-GardTM Trench Drain Filter Inserts are available
approximate dimensions shown. TOP VIEW Ein the standard sizes (see above)or in custom sizes.
Stainless Steel Call for details on custom size inserts.
4. Fla-GardTM filter inserts should be used in conjunction
Frame with a regular maintenance program. Refer to
SALT AND DEBRIS
CIL1NTAINMENT AREAS manufacturer's recommended maintenance guidelines.
*Flca-Qtard"4 Filter inserts are designed to fit catch basins with
approximate dimensions shown.
Polypropylene �"5°'�
LL
TM TM Filter Bag
FOSSIL FILTER FOSSIL FILTER
TM � FLOwGARd � M
F�.O G,A�iD FL.o
DFL. GARS
CATCH BASIN INSERT CATCH BASIL INSERT TRENCH DRAIN FILTER INSERT TRENCH DRAIN FILTER INSERT
INSTALLATION DETAIL. : REPLACEABLE (SHEET 1 OF 23 Models FF-TD8 through FF=TD14 ADSOR811W-FILUID Models FF TD$ through FF TD'i4
JVIEE'T 2 OF 2) POUCHES KdStar Enterprises, [no.,Santa Rosa,CA(900) 579-SB19
(Trench Drain Installation
Kri5tar Enterprises,[no,,Santa Ross,CA 18001~ 579.8919 SECTION
VIEW
PATENT PENDING p piNG KriStar Enterprises, Inc.,Santa Rosa,CA (800)57a-8819 Kri$tar FEnterprises,Inc.,Santa Rosa,CA (800)579-8819
R/W
3„ 6 3..
- 18do '
4.5
12'
FLAT SWALE BOTTOM
�,
14 TRAFFIC GRATE
1 •
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.�� \\ r
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I FOSSIL FILTER
c,, o PER DEDTAIL HEREON ,
I AN SAND BED r.
3 CLEAN W a
..:....... < P RP RAT D PIPE
Qi
F/L TRA TION DRA/N PER
OETA/L HEREON.
._.....w w aN .
TION B-B
,
s . ........ R/W
N TS r
..........
L--j
TRENCH DRAIN DETAIL 20
. ,: PROPOSED GUTTER
`t,.. ... �' _. p ..: M. ':::.. PROP. TRENCH DRAIN
14
f
3 3
N o✓ Q f r Q Q ! / l { �.
rc,,4 � N . T. S.
Id WlTl-1 CONCRETET BOTTOM
J1,
AND FILTER PER DETAIL HEREON.
SS l � yy66tt
�j@ fp{)e}
/ l 1.5 -2.5"0 WASHED GRAVEL
I/J
SECTION A -A
Q
- - IMPERVIOUS GEOTEXTILE
H._.._......_ r.
.. ...� .. FOR SIDE WALLS
i .,
...................
N TS
WRAP GRAVEL : ......_._... .... s
A.•..,v.M•.. 4 0 PVC 2313 E. Philadelphia St., Ste. F
. 1
W NON—WOVEN .:.......... K w:_._::..: _. I P
/ PERFORATED DRAIN AND
FILTER FABRIC iu _............ „..,,. E Ontario, CA 91761
TOP & BOTTOM m• H. ^.^: w •„. u
_ ^ _ 0 930 1466 FAX 0 930 1468
TION �--• F/L TRA TION DRAIN PER E l/ErL oPMEN T
_..rc .....M..._.... ° ..^. N TS DETAIL HEREON.
DESIGN
CORPORA TiON PLANNING • CIVIL • SURVEYING
BENCHMARK REVISIONS: PREPARED UNDER THE SUPERVISION OF: DATE: JOB NO.
WATER OUALITY MANAGEMENT 05/10/07 4053
FD BRASS CAP ON TOP CONC. POST
DRAWN BY: SCALE
INFILTRATION DRAIN DETAIL UP 0.50' 1900'f S.E. OF WINCHESTER KEVIN J. RICHER P1w A N
RD. 400'f N.E. JEFFERSON AVE. R.C.E. 43714 LIC. EXP. 3/31/2009 ���EPA p�-1.— '- KJR 1"=20'
ALONG POWER LINE, 10'f S.W. OF APPROVED BY: HERRON RUMANSOFF NELSON AUTO SER VICE CEN TER DESIGNED BY:
FENCE CENTER ON S.W. SIDE 1-15, 530 ST. JOHNS PLACE 28710 VIA MONTEZUMA
SCALE.- I = J7O HEMEr CA 92543 KJR SHEET 2
TEMECUL A, CA
ELEV. 1039.14 FAX (951) 652-0373 CHECKED BY: OF
DATE TELEPHONE (951) 652—4431 KJR 2 SHEETS
P/�O,!5--00 9)0L,,v
Water Quality Management Plan (WQMP)
Nelson Auto Service Center
Appendix C
Supporting Detail Related to Hydraulic Conditions of Concern
ACREAGE EXHIBIT
08//26/05
i
Hydrology Study
Site:
Nelson Auto Center
Via Montezuma, Temecula
Prepared for:
Herron/ Rumansoff
Prepared By:
Land Development Design Corporation
2313 E. Philadelphia St. Suite F
Ontario, CA 91761
(909) 930-1466
Prepared under the Supervision of:
Kevin J. Richer
RCE 43714, Reg. Exp. 3/31/07
. Discussion
This study will calculate the existing onsite flows.
The site is located at the southwest corner of Via Montezuma and Commerce
Center Drive. The site is a graded pad remaining from a larger commercial
development. Paved driveways and parking areas bound the site on the west and south
side of the project. Via Montezuma, a fully developed street, abuts the project to the
east and Commerce Center Drive, another fully developed street, abuts the project to
the north. There are no tributary flows to the site. There is an existing storm drain
located in an existing drainage easement that runs northerly through the site in the
easterly parking lot. This storm drain is a public drain which intercepts site flows
upstream of this project site. There are two existing inlets onsite which intercept existing
flows.
The grading"plan proposes to drain the site around the existing pad through curb and
gutters located along the landscape setback. Two catch basins will be constructed in
landscape islands along the easterly boundary to replace the existing inlets
The catch basins will be fitted with fosisil filters to collect the hydrocarbons in the
flow. This will address BMPs for the project.
This study assumes the site coverage is commercial (90% impervious); the soil
type is assumed as Type C. The map shows several small areas of A,B & BC soil in
area. Soil C is the worst case and is used for this study.
•
•
Vicinity, Soil & Rainfall Maps
CHEER Y S T.
WINCHES TER
Sl TE v1A ROAD
"ON rE uMA
oPo
0
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V1CINI T Y MAP
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0 LEGEND HYDROLOGIC SOILS GROUP MAP
-- SOILS GROUP BOUNDARY
A SOILS GROUP DESIGNATION FOR
i
R C F C a W C D TEMECULA
FJYDROLDGV IJ/IA1Y IJAI n FFFT anon
IT
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------------
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' J'~ IXIX I�vSI�
c IN IbM7E�lY1 _
Ex. IY C.M.L Me1Fl61ML
4t, 0 40 80 120
Scale 1 " = 40 ' HYDROLOGY MAP
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (C) 1989 - 2000 Version 6 . 3
Rational Hydrology Study Date: 04/04/07 File:2u.out
-- - ------- - -
JN4053- Nelson
2 YR Storm
Pre-Developed
- -- ---- - -- - -------- --- -- -- ---- - - - -
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------ -- --- - -- ----- -- ------ ---- ---- -- -- ------------- - --- - - --------------
Land Development Design Corporation, Ontario, CA - SIN 544
-- - --- - - ------ --- - - -- ----- ------- ----------- --------- ------ -- ----- ------
Rational. Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 2 . 00 Antecedent Moisture Condition = 1
Standard intensity-duration curves data (Plate D-4 . 1)
For the [ Murrieta,Tmc,Rnch Callorco ] area used.
10 year storm 10 minute intensity = 2 .360 (In/Hr)
10 year storm 60 minute intensity = 0.880 (In/Hr)
100 year storm 10 minute intensity = 3 .480 (In/Hr)
100 year storm 60 minute intensity = 1.300 (In/Hr)
Storm event year = 2 .0
Calculated rainfall intensity data:
1 hour intensity = 0. 586 (In/Hr)
Slope of intensity duration curve = 0.5500
+++++++++++++++++++++++++++++++++++++++++++++++++++++++*++++++++++++++
Process from Point/Station 1 . 000 to Point/Station 2 . 000
**** INITIAL AREA EVALUATION **** AREA A
Initial area flow distance = 135.000 (Ft. )
Top (of initial area) elevation = 1015.510 (Ft. )
Bottom (of initial area) elevation = 1013 . 180 (Ft. )
Difference in elevation = 2 .330 (Ft. )
Slope = 0. 01726 s (percent) = 1.73
TC = k(0.530) * [ (length"3) / (elevation change) ] "0.2
Initial area time of concentration = 8 .492 min.
Rainfall intensity = 1 . 719 (In/Hr) for a 2 .0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0. 668
Decimal fraction soil group A = 0. 000
Decimal fraction soil group B = 0. 000
Decimal fraction soil group C = 1 .000
Decimal fraction soil group D = 0.000
. RI index for soil (AMC 1) = 71.60
Pervious area fraction = 1 .000; Impervious fraction = 0.000
Initial subarea runoff = 1.219 (CFS)
Total initial stream area = 1.030 (Ac. )
Pervious area fraction = 1 .000
End of computations, total study area = 1 .03 (Ac. )
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 1 . 000
Area averaged RI index number = 86. 0
i
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6 .3
Rational Hydrology Study Date: 04/04/07 File:10u.out
JN4053- Nelson
10 YR Storm
Pre-Developed
--- -- ----- -- - ------- -- --- ---- - ------- - ---- -- ----- -- ----------- -- - --- --- -
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
---------- - - - - -- -- - - --- -- - -- - ------ --------- ------- ----------- - --- - - --- -
Land Development Design Corporation, Ontario, CA - SIN 544
-------- -- ------ - - -- - - - -- -- -----—------ - --- - ---- - - ----—- -- --- -- ------ -
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1976 hydrology manual
Storm event (year) = 10 . 00 Antecedent Moisture Condition = 2
Standard intensity-duration curves data (Plate D-4 . 1)
For the [ Murrieta,Tmc,Rnch Callorco ] area used.
10 year storm 10 minute intensity = 2.360 (In/Hr)
10 year storm 60 minute intensity = 0 .880 (In/Hr)
100 year storm 10 minute intensity = 3 .480 (In/Hr)
100 year storm 60 minute intensity = 1.300 (In/Hr)
• Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0 .680 (In/Hr)
Slope of intensity duration curve = 0 .5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2 .000
**** INITIAL AREA EVALUATION **** AREA A
Initial area flow distance = 135.000 (Ft. )
Top (of initial area) elevation = 1015.510 (Ft. )
Bottom (of initial area) elevation = 1013 .180 (Ft. )
Difference in elevation = 2.330 (Ft. )
slope = 0.01726 s (percent) = 1 .73
TC = k(0.530) * [ (length'3) / (elevation change) ] "0.2
Initial area time of concentration = 8.492 min.
Rainfall intensity = 2.579 (In/Hr) for a 10.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0 .830
Decimal fraction soil group A = 0. 000
Decimal fraction soil group B = 0 .000
Decimal fraction soil group C = 1 . 000
Decimal fraction soil group D = 0 . 000
RI index for soil (AMC 2) = 86.00
Pervious area fraction = 1. 000; Impervious fraction = 0.000
• Initial subarea runoff = 2 .205 (CFS)
Total initial stream area = 1 . 030 (Ac. )
Pervious area fraction = 1.000
End of computations, total study area = 1 .03 (Ac. )
• The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 1 .000
Area averaged RI index number = 86 .0
Riverside County Rational Hydrology Program
• CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6 . 3
Rational Hydrology Study Date: 04/04/07 File : 100u.Out
-- - - - - - - - -- --- - -- - - - - - - - - - -- - ---- --- - -- - -- - --- - --- - - - - - --- -- — -- - -- -- - - -
JN4053- Nelson
100 YR Storm
Pre-Developed
- -- -- -- - ----- --- -- - - - - --- - --- --- - --- - -
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
---- --- -- --- ----- - - ---- -- ------- - - ----- ------ --- - - --- - -- ----- - - - ------ -
Land Development Design Corporation, Ontario, CA - SIN 544
-- -- ------- - -- -- ---- - - -- --- -- --- --- -- - -
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100 . 00 Antecedent Moisture Condition 3
Standard intensity-duration curves data (Plate D-4 . 1)
For the [ Mnrrieta,Tmc,Rrlch Callorco ] area used.
10 year storm 10 minute intensity = 2.360 (In/Hr)
10 year storm 60 minute intensity = 0 .880 (In/Hr)
100 year storm 10 minute intensity = 3 .460(In/Hr)
100 year storm 60 minute intensity = 1.300 (In/Hr)
• Storm event year = 100 .0
Calculated rainfall intensity data:
1 hour intensity = 1.300 (In/Hr)
Slope of intensity duration curve = 0.5500
Process from Point/Station 1.000 to Point/Station 2 . 000
**** INITIAL AREA EVALUATION **** AREA A
Initial area flow distance = 135.000 (Ft. )
Top (of initial area) elevation = 1015.510 (Ft. )
Bottom (of initial area) elevation = 1013 .180 (Ft. )
Difference in elevation = 2 . 330 (Ft. )
Slope = 0 . 01726 s(percent) = 1.73
TC = k(0.530) * [ (length"3)/ (elevation change)] "0.2
Initial area time of concentration = 8.492 min.
Rainfall intensity = 3 .810 (In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0 .882
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil (AMC 3) = 94 .40
• Pervious area fraction = 1 . 000; Impervious fraction = 0.000
Initial subarea runoff = 3 .460 (CFS)
Total initial stream area = 1 .030 (Ac. )
Pervious area fraction = 1 .000
End of computations, total study area = 1 . 03 (Ac. )
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 1 . 000
Area averaged RI index number = 86.0
s
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6.3
Rational Hydrology Study Date: 03/16/07 File:2 .out
---- - --- - - - --- -- --- - - ---- - ------ - -- --- ------ - ----- - - - --- --- -- - -- -- ---- -
JN4053
2YR Storm (Post Developed)
--- -- - -- --- --- ---- - - -- - - ---
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
--- ------- ------ -- ------ - -- --- -- --------- - ------ ---- ------ - -- --- -------
Land Development Design Corporation, Ontario, CA - SIN 544
--------- ------- --- -------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 2 .00 Antecedent Moisture Condition = 1
Standard intensity-duration curves data (Plate D-4 . 1)
For the [ Murrieta,Tmc,Rnch Callorco ] area used.
10 year storm 10 minute intensity = 2 .360 (In/Hr)
10 year storm 60 minute intensity = 0.880 (In/Hr)
100 year storm 10 minute intensity = 3 .480 (In/Hr)
100 year storm 60 minute intensity = 1 .300 (In/Hr)
Storm event year 2 .0
Calculated rainfall intensity data:
1 hour intensity = 0 . 586 (In/Hr)
Slope of intensity duration curve = 0 .5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2 .000 '
**** INITIAL AREA EVALUATION **** AREA 1
Initial area flow distance = 292 . 000 (Ft. )
Top (of initial area) elevation = 1014 .640 (Ft. )
Bottom (of initial area) elevation = 1013 .180 (Ft. )
Difference in elevation = 1 .460 (Ft. )
Slope = 0. 00500 s (percent) = 0.50
TC = k(0.300) * [ (length"3) / (elevation change) ] '0.2
Initial area time of concentration = 6.385 min.
Rainfall intensity = 1 . 731 (In/Hr) for a 2 .0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.861
Decimal fraction soil group A = 0 .000
Decimal fraction soil group B = 0 .000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil (AMC 1) = 49.80
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 0.626 (CFS)
Total initial stream area = 0.420 (Ac. )
Pervious area fraction = 0.100
+++++++++{++i++++++++++++++++++i++++++++++++++++++++++++i+++++++++++++
Process from Point/Station 3 .000 to Point/Station 4 . 000
**** INITIAL AREA EVALUATION **** AREA 2
Initial area flow distance = 307 . 000 (Ft . )
Top (of initial area) elevation = 1015.500 (Ft . )
Bottom (of initial area) elevation = 1014 . 000 (Ft . )
Difference in elevation = 1 . 500 (Ft. )
Slope = 0 .00489 s (percent) = 0 .49
TC = k(0.300) * [ (length'3) / (elevation change) 7 '0.2
Initial area time of concentration = 8 .594 min.
Rainfall intensity = 1 .708 (In/Hr) for a 2 . 0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.860
Decimal fraction soil group A = 0. 000
Decimal fraction soil group B = 0 . 000
Decimal fraction soil group C = 1 .000
Decimal fraction soil group D = 0 . 000
RI index for soil (AMC 1) = 49.80
Pervious area fraction = 0.100; Impervious fraction = 0 . 900
Initial subarea runoff = 0.896 (CFS)
Total initial stream area = 0.610 (Ac. )
Pervious area fraction = 0 . 100
i
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6 .3
Rational Hydrology Study Date: 03/16/07 File :10 .out
--- - - --- -- --- - - ----- -- -- - - - - --- ------ - -- - -- - ---- - - - -- ---- --- --- -- --- --- -
JN4053
10YR Storm (Post Developed)
------------ -- ----- - ---- --- ---- ----- --- - --------- -
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------ -------- - --- --- -- - - -- - ------------- ---------- ------ --- -- -- -- --
Land Development Design Corporation, Ontario, CA - SIN 544
------- --- ---- --- _--------------'- --- -- ------ - --
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2
Standard intensity-duration curves data (Plate D-4 . 1)
For the [ Murrieta,Tmc,Rnch Callorco ] area used.
10 year storm 10 minute intensity = 2 .360 (In/Hr)
10 year storm 60 minute intensity = 0.880 (In/Hr)
100 year storm 10 minute intensity = 3 .480 (In/Hr)
100 year storm 60 minute intensity = 1.300 (In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0 .880 (In/Hr)
Slope of intensity duration curve = 0.5500
+++++++++++++++++++++++++++++++++++++++++i++++++++++++++++++++++++++++
Process from Point/Station 1 .000 to Point/Station 2 . 000 •'
**** INITIAL AREA EVALUATION **** AREA 1
Initial area flow distance = 292 .000 (Ft. )
Top (of initial area) elevation = 1014 .640 (Ft. )
Bottom (of initial area) elevation = 1013 .180 (Ft. )
Difference in elevation = 1.460 (Ft. )
Slope = 0 . 00500 s (percent) = 0.50
TC = k(0.300) * [ (length"3) / (elevation change) ] "0.2
Initial area time of concentration = 8.385 min.
Rainfall intensity = 2 .597 (In/Hr) for a 10 . 0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.883'
Decimal fraction soil group A = 0, 000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil (AMC 2) = 69:00
Pervious area fraction = 0.100; Impervious fraction = 0 . 900
Initial subarea runoff = 0.963 (CFS)
Total initial stream area = 0.420(Ac. )
• Pervious area fraction = 0. 100
• ++i+++t++++4+++++++i+++++++++i++++++14++++....4.+i++i+......i+++++++i+
Process from Point/Station 3 .000 to Point/Station 4 .000
**** INITIAL AREA EVALUATION **** AREA 2
Initial area flow distance = 307 .000 (Ft . )
Top (of initial area) elevation = 1015 .500 (Ft. )
Bottom (of initial area) elevation = 1014 .000 (Ft. )
Difference in elevation = 1 .500 (Ft . )
Slope = 0 . 00489 s (percent) = 0.49
TC = k(0. 300) * [ (length"3) / (elevation change) ] "0.2
Initial area time of concentration = 6.594 min.
Rainfall intensity = 2 .562 (In/Hr) for a 10 . 0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.883
Decimal fraction soil group A = 0. 000
Decimal fraction soil group B = 0 . 000
Decimal fraction soil group C = 1 . 000
Decimal fraction soil group D = 0 . 000
RI index for soil (AMC 2) = 69. 00
Pervious area fraction = 0. 100; Impervious fraction = 0. 900
Initial subarea runoff = 1 . 380 (CFS)
Total initial stream area = 0.610 (Ac. )
Pervious area fraction = 0.100
. Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6 .3
Rational Hydrology Study Date: 09/01/05 File;40S3 .out
-------- --- - ---- --- ----- - - -- ---- - -- --- --- ----- --- -- - - - - -- - -- --- -- - -- --- -
JN4053
100 YR Storm (Post Developed)
--- --- --- -- --------- - - -- -- ------ -- ------ -- - ----- --- - -- - - --- -- --- - - - - - - -
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------ -- - --- -- --- --- -------- - - -- ---- --- -- --- - -- -- - - - --- -
Land Development Design Corporation, Ontario, CA - SIN 544
-- --- ------- -- --- ---- -- -- - ------ -— —---- — —-—-- -----
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
Standard intensity-duration curves data (Plate D-4 . 1)
For the [ Murrieta,Tmc,Rnch Callorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880 (In/Hr)
100 year storm 10 minute intensity = 3 .480 (In/Hr)
100 year storm 60 minute intensity = 1. 300 (In/Hr)
• Storm event year = 100. 0
Calculated rainfall intensity data:
1 hour intensity = 1. 300 (In/Hr)
Slope of intensity duration curve = 0 .5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2 . 000
**** INITIAL AREA EVALUATION **** AREA 1
Initial area flow distance = 292. 000 (Ft. )
Top (of initial area) elevation = 1014.640 (Ft. )
Bottom (of initial area) elevation = 1013 .180 (Ft. )
Difference in elevation = 1.460 (Ft. )
Slope = 0.00500 s (percent) = 0.50
TC = k(0. 300) * [ (length"3) / (elevation change) ] "0.2
Initial area time of concentration = 6.385 min.
Rainfall intensity = 3 .837 (In/Hr) for a 100 . 0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0 . 895
Decimal fraction soil group A = 0 . 000
Decimal fraction soil group B = 0 . 000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil (AMC 3) = 84 .40
Pervious area fraction = 0.100; Impervious fraction = 0. 900
Initial subarea runoff = 1.442 (CFS)
Total initial stream area = 0.420 (Ac. )
Pervious area fraction = 0 . 100
End of computations, total study area = 0.42 (Ac. )
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++i
Process from Point/Station 3 .000 to Point/Station 4 . 000
**** INITIAL AREA EVALUATION AREA 2
Initial area flow distance = 307 .000 (Ft . )
Top (of initial area) elevation = 1015.500 (Ft . )
Bottom (of initial area) elevation = 1014 .000 (Ft. )
Difference in elevation = 1 .500 (Ft. )
Slope = 0 . 00489 s (percent) = 0.49
TC = k(0 .300) * ( (length"3) / (elevation change) ] "0.2
Initial area time of concentration = 8 .594 min.
Rainfall intensity = 3 . 786 (In/Hr) for a 100. 0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0 . 894
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1 ,000
Decimal fraction soil group D = 0 . 000
RI index for soil (AMC 3) = 84 .40
Pervious area fraction = 0 .100; Impervious fraction = 0 . 900
Initial subarea runoff = 2 . 066 (CFS)
Total initial stream area = 0.610 (Ac. )
Pervious area fraction = 0.100
End of computations, total study area = 0 .61 (Ac. )
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 1999, Version 6 .0
Study date 04/04/07 File: 2uh242 .out
- - - - - - - ---- - - -- - -- - - -- -- -- -- - - - - - - - - -- - - - - - - ---- - - - - -- -- - - - - - -- - -- - - - - -
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Land Development Design Corporation, Ontario, CA - SIN 544
- - - --- - - - - - -- ------- - - -- - - - - - -- - - - - - - - --- - - -- -- - - --- - - --- - - - -- - - - -- - -
English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
- - - - -- - -- ----- ----- - ---------- - - - - --- -- - - - --- --- -- --- - - --- -- -- - - - - -
JN4053-Nelson
2 YR Storm- 24 HR hydrograph
Pre-Developed condition
- ------ -- ----- - - --- - ---- -- ------ - ---- ---- -- ------- -- - -- -- ------- --- -
Drainage Area = 1 .03 (Ac . ) = 0 . 002 Sq. Mi .
USER Entry of lag time in hours
Lag time = 0 . 150 Hr.
Lag time = 9.00 Min.
25% of lag time = 2 .25 Min.
40% of lag time = 3 .60 Min.
Unit time = 5. 00 Min.
Duration of storm = 24 Hour (s)
User Entered Base Flow = 0. 00 (CFS)
2 YEAR Area rainfall data:
Area(Ac. ) [1] Rainfall (In) [2] Weighting [1*2]
1 .03 1 .80 1 . 85
100 YEAR Area rainfall data:
Area (Ac. ) [1] Rainfall (In) [2] Weighting [1.2]
1.03 4 .50 4 .63
STORM EVENT (YEAR) = 2 . 00
Area Averaged 2-Year Rainfall = 1. 600 (In)
Area Averaged 100-Year Rainfall = 4 .500 (In)
Point rain (area averaged) = 1 .800 (In)
Areal adjustment factor = 100.00 %
Adjusted average point rain 1 .800 (In)
Sub-Area Data:
Area (Ac. ) Runoff Index Impervious W
1.030 86 .00 0. 000
Total Area Entered = 1 .03 (Ac. )
RI RI Infil . Rate Impervious Adj . Infil. Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.*) (In/Hr) (Dec. ) (In/Hr)
86.0 71 .6 0. 343 0 . 000 0.343 1 .000 0.343
• Sum (F) = 0 . 343
Area averaged mean soil loss (F) (In/Hr) = 0.343
Minimum soil loss rate ( (In/Hr) ) = 0. 172
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0 . 900
- --- - - - - - - - - - - - - - - - --- - - - - - - - - - -- - - - - -- - - - -- - -- -- - - - - -- - - - -
U n i t H y d r 0 g r a p h
VALLEY S-Curve
- ----- - - - - -- - - - - - - - - - - - - - - - - - -- - - - --- --- - - - - - -- - - - --- - --- - - -- - - - - - - -
Unit Hydrograph Data
-- - -- - -- -- -- - --- - - - - --- - -- -- -- - -- - -- - - - - - -- - -- - -- - --- ------ ---- -- - - - -
Unit time period Time % of lag Distribution Unit Hydrograph
(hrs) Graph % (CFS)
- - --- - -- - -- ---- - - -- - - - ---- - - - - - - ------ ------ - - - -- --- -- --- -- -- - - - - -- - -
1 0 .083 55 .556 7 . 238 0 .075
2 0 . 167 111 . 111 30.666 0 .318
3 0 .250 166 .667 27 . 886 0 .289
4 0 . 333 222 .222 11.247 0 . 117
5 0.417 277 .778 6.375 0 .066
6 0. 500 333 . 333 4 .366 0 .045
7 0. 583 388 . 889 3 .169 0.033
8 0. 667 444 .444 2 .271 0 .024
9 0. 750 500 . 000 1.746 0 .018
10 0.633 555 .556 1 .444 0 .015
11 0.917 611 . 111 1.086 0.011
12 1 .000 666 . 667 0 .839 0 .009
13 1.083 722 .222 0.610 0 .006
14 1 .167 777 .778 0.556 0 .006
15 1.250 833 . 333 0 .500 0 .005
Sum = 100 ,000 Sum= 1 .0"
------------------- -- -------------- --------------------------- -- ----
Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective
(Hr. ) Percent (In/Hr) Max Low (In/Hr)
1 0. 08 0.07 0 . 014 0.608 0.013 0 . 00
2 0. 17 0.07 0 . 014 0.606 0.013 0 . 00
3 0 .25 0.07 0 . 014 0.604 0.013 0. 00
4 0. 33 0.10 0 .022 0.601 0.019 0. 00
5 0 .42 0. 10 0 .022 0. 599 0.019 0.00
6 0 .50 0. 10 0.022 0.597 0. 019 0.00
7 0 .58 0.10 0.022 0.594 0.019 0. 00
8 0 .67 0 .10 0.022 0 .592 0. 019 0. 00
9 0 .75 0.10 0. 022 0.590 0.019 0. 00
10 0.83 0 .13 0 . 029 0 .587 0.026 0 . 00
11 0.92 0 .13 0 . 029 0.585 0.026 0 . 00
12 1. 00 0.13 0 . 029 0.583 0.026 0.00
13 1 . 08 0. 10 0.022 0. 580 0.019 0. 00
14 1 . 17 0.10 0.022 0.578 0. 019 0. 00
15 1 .25 0.10 0 . 022 0.576 0. 019 0. 00
16 1.33 0 .10 0 . 022 0.573 0.019 0 . 00
17 1.42 0 .10 0 . 022 0.571 0.019 0. 00
18 1 . 50 0. 10 0.022 0.569 0.019 0. 00
19 1 . 58 0. 10 0.022 0. 567 0.019 0. 00
20 1 .67 0. 10 0 . 022 0.564 0. 019 0. 00
21 1.75 0 .10 0. 022 0.562 0.019 0 . 00
22 1 .83 0.13 0 .029 0 .560 0 .026 0. 00
23 1 . 92 0.13 0 .029 0.558 0.026 0. 00
24 2 . 00 0. 13 0 . 029 0.555 0. 026 0. 00
25 2 . 08 0 . 13 0 . 029 0.553 0 . 026 0 . 00
26 2 . 17 0 . 13 0 . 029 0 . 551 0 . 026 0 . 00
27 2 .25 0 . 13 0 . 029 0.549 0 . 026 0 . 00
28 2 . 33 0 . 13 0 . 029 0 .546 0 .026 0 . 00
29 2 . 42 0.13 0 . 029 0. 544 0 . 026 0 . 00
30 2 .50 0 . 13 0 . 029 0.542 0 . 026 0 . 00
31 2 .58 0 . 17 0 .036 0 .540 0 .032 0. 00
32 2 .67 0.17 0 . 036 0 .537 0.032 0. 00
33 2 .75 0.17 0 . 036 0 .535 0 . 032 0 . 00
34 2 .83 0.17 0. 036 0 .533 0.032 0 . 00
35 2 . 92 0 .17 0 .036 0 .531 0 .032 0. 00
36 3 . 00 0. 17 0.036 0.529 0.032 0. 00
37 3 . 08 0 . 17 0 .036 0 .526 0 .032 0 . 00
38 3 .17 0 . 17 0 .036 0 .524 0.032 0 . 00
39 3 .25 0 . 17 0 .036 0.522 0 . 032 0 . 00
40 3 .33 0 . 17 0. 036 0. 520 0 . 032 0 . 00
41 3 .42 0 . 17 0 . 036 0. 518 0 . 032 0 . 00
42 3 .50 0.17 0 . 036 0. 516 0 . 032 0 . 00
43 3 .58 0. 17 0 . 036 0 .513 0 . 032 0 . 00
44 3 .67 0.17 0 . 036 0 .511 0 . 032 0. 00
45 3 .75 0.17 0. 036 0 .509 0 . 032 0 . 00
46 3 .83 0.20 0 . 043 0.507 0 . 039 0. 00
47 3 . 92 0.20 0 . 043 0.505 0. 039 0. 00
48 4. 00 0.20 0 . 043 0 .503 0. 039 0 . 00
49 4 .08 0. 20 0 . 043 0 .501 0. 039 0. 00
50 4 .17 0.20 0 . 043 0.498 0 . 039 0 . 00
51 4 .25 0.20 0 . 043 0.496 0. 039 0. 00
52 4 .33 0.23 0 . 050 0.494 0 . 045 0. 01
53 4 .42 0.23 0. 050 0.492 0. 045 0. 01
54 4 .50 0.23 0 .050 0.490 0. 045 0.01
55 4.58 0.23 0. 050 0.488 0. 045 0. 01
56 4 .67 0.23 0.050 0.486 0. 045 0.01
57 4 .75 0.23 0.050 0.484 0. 045 0.01
58 4 .83 0.27 0.056 0.482 0 . 052 0 .01
59 4 . 92 0.27 0.058 0.480 0 . 052 0 .01
60 5.00 0.27 0.058 0.477 0 . 052 0 . 01
61 5.06 0.20 0.043 0.475 0 . 039 0 . 00
62 5.17 0.20 0 . 043 0.473 0. 039 0. 00
63 5.25 0.20 0 . 043 0.471 0.039 0. 00
64 5.33 0.23 0 . 050 0.469 0 .045 0.01
65 5.42 0 .23 0 . 050 0 .467 0.045 0.01
66 5.50 0 .23 0 . 050 0 .465 0.045 0.01
67 5.58 0 .27 0.058 0 .463 0.052 0. 01
68 5.67 0 .27 0.058 0 .461 0.052 0 . 01
69 5 .75 0.27 0.058 0 .459 0. 052 0. 01
70 5 .83 0.27 0 . 058 0.457 0. 052 0.01
71 5.92 0.27 0 . 058 0.455 0. 052 0. 01
72 6.00 0 .27 0 .058 0.453 0.052 0.01
73 6 .08 0. 30 0.065 0 .451 0.058 0 . 01
74 6 .17 0 .30 0.065 0.449 0.058 0 . 01
75 6.25 0.30 0. 065 0.447 0. 058 0.01
76 6 .33 0.30 0 . 065 0.445 0. 058 0.01
77 6.42 0. 30 0 .065 0.443 0.058 0.01
78 6.50 0 . 30 0.065 0.441 0.058 0 . 01
79 6 .58 0.33 0 . 072 0 .439 0.065 0. 01
80 6 .67 0.33 0 . 072 0.437 0. 065 0. 01
81 6 .75 0 . 33 0 .072 0 .435 0 . 065 0 . 01
. 82 6 . 83 0 . 33 0 . 072 0 .433 0 . 065 0 . 01
83 6 . 92 0 . 33 0 .072 0.431 0 . 065 0 . 01
84 7 . 00 0 . 33 0.072 0 .429 0 . 065 0 . 01
85 7 . 08 0 . 33 0 .072 0 .427 0 . 065 0. 01
66 7 . 17 0 . 33 0 .072 0 .425 0 . 065 0. 01
87 7 . 25 0 . 33 0.072 0 .423 0 . 065 0. 01
68 7 . 33 0 . 37 0.079 0 .421 0 .071 0 .01
89 7 .42 0 . 37 0 .079 0 .419 0 . 071 0 . 01
90 7. 50 0 . 37 0 .079 0 .417 0 . 071 0 .01
91 7 . 58 0 .40 0. 086 0 .416 0 .078 0 . 01
92 7 . 67 0 .40 0 .086 0 .414 0 .078 0 . 01
93 7.75 0 .40 0.086 0 .412 0 . 078 0 .01
94 7.83 0 .43 0. 094 0 .410 0 .084 0 . 01
95 7. 92 0 .43 0.094 0 .408 0 . 084 0 . 01
96 8 .00 0 .43 0 .094 0 .406 0 .084 0 . 01
97 8.08 0 .50 0.108 0.404 0 . 097 0 . 01
98 8. 17 0 . 50 0.108 0.402 0 . 097 0 . 01
99 8.25 0 .50 0 .108 0 .400 0 .097 0 . 01
100 8.33 0 . 50 0 .108 0 .399 0 .097 0. 01
101 8.42 0 . 50 0 . 108 0 .397 0 .097 0. 01
102 8.50 0 .50 0 . 108 0 .395 0 .097 0. 01
103 8.58 0 .53 0 . 115 0 .393 0 . 104 0. 01
104 8.67 0 .53 0 . 115 0.391 0 .104 0. 01
105 8 . 75 0 .53 0 . 115 0 .389 0.104 0.01
106 8.83 0 .57 0.122 0.387 0.110 0 . 01
107 8.92 0.57 0 . 122 0.386 0.110 0 . 01
108 9.00 0 .57 0 .122 0.384 0. 110 0 . 01
109 9.08 0 .63 0 .137 0.382 0.123 0. 01
110 9. 17 0 .63 0.137 0.380 0.123 0. 01
111 9.25 0.63 0.137 0. 376 0.123 0. 01
112 9. 33 0.67 0.144 0 . 377 0. 130 0. 01
113 9.42 0.67 0 .144 0.375 0.130 0. 01
114 9. 50 0.67 0 .144 0.373 0.130 0. 01
115 9.58 0.70 0 . 151 0 .371 0. 136 0.02
116 9.67 0.70 0 . 151 0.369 0 .136 0 . 02
117 9.75 0 .70 0. 151 0 .368 0 . 136 0 . 02
118 9.83 0 .73 0.158 0.366 0.143 0. 02
119 9.92 0 .73 0.158 0.364 0.143 0. 02
120 10.00 0.73 0 . 158 0. 362 0.143 0. 02
121 10. 08 0.50 0. 108 0.361 0. 097 0. 01
122 10 . 17 0. 50 0 . 108 0 .359 0 . 097 0 . 01
123 10.25 0. 50 0 .108 0.357 0 .097 0. 01
124 10 .33 0 . 50 0.108 0.355 0 .097 0. 01
125 10.42 0 .50 0. 108 0.354 0.097 0.01
126 10.50 0.50 0 . 108 0. 352 0.097 0. 01
127 10 .58 0.67 0 . 144 0 .350 0. 130 0 . 01
128 10 .67 0. 67 0.144 0.348 0. 130 0 . 01
129 10 .75 0 .67 0. 144 0.347 0 . 130 0.01
130 10.83 0.67 0 . 144 0. 345 0.130 0. 01
131 10.92 0.67 0 . 144 0 .343 0. 130 0 . 01
132 11 .00 0. 67 0.144 0 .342 0. 130 0. 01
133 11.08 0 .63 0 . 137 0.340 0.123 0. 01
134 11 . 17 0.63 0 . 137 0.338 0.123 0. 01
135 11 .25 0.63 0. 137 0. 337 0. 123 0. 01
136 11 . 33 0.63 0. 137 0 .335 0 . 123 0. 01
137 11 .42 0 .63 0 . 137 0.333 0. 123 0. 01
138 11 .50 0. 63 0 . 137 0 . 332 0 . 123 0 . 01
• 139 11 . 58 0 . 57 0 . 122 0 .330 0 . 110 0 . 01
140 11 . 67 0. 57 0 . 122 0. 328 0 . 110 0 . 01
141 11 .75 0. 57 0 . 122 0. 327 0 . 110 0 . 01
142 11 . 83 0 . 60 0 . 130 0 . 325 0. 117 0.01
143 11 . 92 0 .60 0 . 130 0 . 324 0 . 117 0 .01
144 12 . 00 0.60 0 . 130 0. 322 0. 117 0. 01
145 12 . 08 0.83 0 . 180 0 . 320 0 . 162 0 . 02
146 12 . 17 0.83 0 . 180 0 . 319 0. 162 0 .02
147 12 .25 0 .83 0.180 0 . 317 0 . 162 0 . 02
148 12 .33 0. 87 0 . 187 0. 316 0. 168 0 . 02
149 12 . 42 0. 87 0 .167 0. 314 0 . 168 0 . 02
150 12.50 0. 87 0. 187 0 . 312 0. 168 0 . 02
151 12 .58 0. 93 0.202 0. 311 0. 181 0 . 02
152 12.67 0.93 0 .202 0 . 309 0. 181 0 . 02
153 12.75 0. 93 0.202 0. 308 0. 181 0 . 02
154 12 .83 0. 97 0 .209 0.306 0.188 0 . 02
155 12 . 92 0. 97 0. 209 0. 305 0. 188 0 . 02
156 13 .00 0. 97 0 . 209 0.303 0 . 188 0 . 02
157 13 .08 1.13 0 . 245 0. 301 0.220 0 . 02
158 13 .17 1. 13 0 . 245 0.300 0 .220 0 . 02
159 13 .25 1. 13 0 .245 0 .298 0.220 0 . 02
160 13 .33 1. 13 0 .245 0.297 0 .220 0.02
161 13 .42 1. 13 0 .245 0.295 0 .220 0. 02
162 13 .50 1 . 13 0 .245 0.294 0 .220 0.02
163 13 .58 0.77 0 . 166 0 .292 0 . 149 0 .02
164 13 .67 0.77 0. 166 0.291 0 . 149 0 . 02
165 13 .75 0.77 0 . 166 0 .289 0 . 149 0 . 02
• 166 13 .83 0.77 0. 166 0 .288 0. 149 0 . 02
167 13 . 92 0 .77 0.166 0 .286 0.149 0 . 02
168 14 .00 0 .77 0 .166 0 .285 0.149 0 . 02
169 14 . 08 0.90 0 .194 0 .284 0.175 0. 02
170 14 . 17 0. 90 0 . 194 0 .282 0.175 0.02
171 14 .25 0.90 0 . 194 0 .281 0 .175 0.02
172 14 .33 0.87 0 . 187 0.279 0. 168 0 .02
173 14 .42 0.87 0 .187 0.278 0 . 168 0 . 02
174 14 .50 0.87 0. 187 0.276 0. 168 0 . 02
175 14 .58 0.87 0 .187 0.275 0 . 168 0 . 02
176 14 .67 0.87 0 . 187 0.274 0 .168 0. 02
177 14 .75 0.87 0 . 187 0 .272 0.168 0.02
178 14 .83 0.83 0 . 180 0.271 0.162 0.02
179 14 . 92 0.83 0. 180 0.269 0. 162 0 . 02
180 15 .00 0. 83 0.180 0.268 0. 162 0 . 02
181 15.08 0.80 0. 173 0.267 0 . 156 0.02
182 15.17 0.80 0 . 173 0 .265 0.156 0. 02
183 15.25 0 .80 0.173 0.264 0. 156 0 . 02
184 15 .33 0 . 77 0.166 0.263 0. 149 0. 02
185 15 .42 0.77 0. 166 0.261 0. 149 0. 02
186 15.50 0 .77 0 . 166 0 .260 0 .149 0. 02
187 15.58 0 .63 0 . 137 0 .259 0.123 0 . 01
188 15 .67 0.63 0 . 137 0.257 0. 123 0. 01
189 15.75 0.63 0 . 137 0.256 0. 123 0.01
190 15. 83 0 .63 0 . 137 0 .255 0.123 0 . 01
191 15. 92 0 .63 0.137 0 .253 0.123 0 . 01
• 192 16 .00 0.63 0 . 137 0 .252 0. 123 0.01
193 16.06 0. 13 0 . 029 0.251 0. 026 0.00
194 16 . 17 0 . 13 0 .029 0.249 0 . 026 0.00
195 16 .25 0 . 13 0 . 029 0 .248 0 . 026 0 . 00
196 16 . 33 0. 13 0 . 029 0 .247 0. 026 0 . 00
197 16 .42 0 . 13 0 .029 0 .246 0.026 0 . 00
198 16 .50 0 . 13 0 .029 0.244 0 . 026 0.00
199 16 . 58 0.10 0 . 022 0 .243 0 . 019 0.00
200 16. 67 0. 10 0. 022 0 .242 0.019 0 . 00
201 16 .75 0 . 10 0.022 0 .241 0.019 0 . 00
202 16 .83 0 . 10 0 .022 0.239 0 .019 0. 00
203 16 . 92 0 .10 0 . 022 0 .238 0 . 019 0 .00
204 17.00 0 .10 0 .022 0 .237 0. 019 0 . 00
205 17 .08 0 . 17 0 .036 0.236 0. 032 0 . 00
206 17 .17 0. 17 0 . 036 0.235 0 . 032 0 . 00
207 17.25 0. 17 0. 036 0.233 0.032 0.00
208 17 . 33 0 . 17 0.036 0 .232 0.032 0 . 00
209 17 .42 0.17 0 .036 0.231 0. 032 0 . 00
210 17.50 0.17 0 .036 0 .230 0 . 032 0 .00
211 17 .58 0 . 17 0.036 0 .229 0.032 0.00
212 17 .67 0.17 0 .036 0.228 0. 032 0. 00
213 17.75 0.17 0 . 036 0 .227 0. 032 0 . 00
214 17.83 0 .13 0 . 029 0 .225 0. 026 0 . 00
215 17 . 92 0 . 13 0.029 0.224 0.026 0.00
216 18 .00 0.13 0.029 0.223 0.026 0. 00
217 18 .08 0.13 0 .029 0.222 0 . 026 0 . 00
218 18.17 0.13 0. 029 0.221 0.026 0 . 00
219 18 .25 0. 13 0.029 0 .220 0.026 0 .00
220 18 . 33 0.13 0.029 0.219 0.026 0.00
221 18.42 0.13 0.029 0.218 0 . 026 0.00
222 18 .50 0 . 13 0 . 029 0 .217 0 . 026 0 . 00
223 18 .56 0 . 10 0 .022 0 .216 0.019 0. 00
224 18 .67 0.10 0.022 0.215 0.019 0. 00
225 16.75 0 .10 0.022 0.214 0.019 0.00
226 18.83 0 .07 0 .014 0 .213 0 . 013 0.00
227 18 . 92 0 . 07 0 . 014 0 .212 0.013 0 . 00
228 19. 00 0. 07 0 .014 0.211 0.013 0. 00
229 29. 08 0.10 0.022 0.210 0.019 0 .00
230 19.17 0.10 0.022 0.209 0. 019 0. 00
231 19 .25 0.10 0.022 0.208 0 . 019 0.00
232 19.33 0 . 13 0.029 0 .207 0. 026 0.00
233 19.42 0 . 13 0 .029 0 .206 0.026 0.00
234 19.50 0 . 13 0 . 029 0.205 0.026 0. 00
235 19.58 0.10 0 . 022 0.204 0.019 0. 00
236 19.67 0.10 0 . 022 0.203 0.019 0 . 00
237 19.75 0.10 0 .022 0.202 0 .019 0. 00
238 19.83 0.07 0.014 0 .201 0 . 013 0 . 00
239 19.92 0.07 0.014 0 .200 0. 013 0 . 00
240 20. 00 0. 07 D.014 0 .199 0 . 013 0 . 00
241 20 .08 0 .10 0.022 0 .198 0. 019 0. 00
242 20 .17 0 .10 0.022 0 .197 0. 019 0. 00
243 20.25 0 . 10 0.022 0 .197 0. 019 0. 00
244 20.33 0 . 10 0 .022 0 .196 0. 019 0.00
245 20 .42 0 . 10 0 .022 0 .195 0.019 0.00
246 20 .50 0 . 10 0.022 0.194 0.019 0.00
247 20.56 0 .10 0 .022 0.193 0.019 0 .00
248 20 .67 0 . 10 0.022 0.192 0.019 0.00
249 20 .75 0 . 10 0.022 0.192 0.019 0 .00
250 20 .83 0 . 07 0.014 0.191 0.013 0.00
251 20. 92 0 .07 0. 014 0. 190 0 .013 0 . 00
. 252 21 . 00 0 .07 0 . 014 0 . 189 0. 013 0 . 00
253 21 . 08 0 . 10 0 . 022 0 . 189 0 .019 0 . 00
254 21 . 17 0 . 10 0 . 022 0. 188 0.019 0 . 00
255 21 .25 0 . 10 0. 022 0.187 0 .019 0 . 00
256 21 . 33 0 . 07 0. 014 0. 186 0 .013 0 . 00
257 21 .42 0 . 07 0.014 0. 186 0.013 0 . 00
258 21 . 50 0 . 07 0.014 0.185 0 .013 0 . 00
259 21 . 58 0. 10 0 .022 0 .184 0 .019 0 .00
260 21. 67 0. 10 0.022 0 .184 0 .019 0 . 00
261 21 . 75 0 . 10 0.022 0 .183 0 . 019 0 . 00
262 21 .83 0 .07 0 .014 0 .182 0 . 013 0 . 00
263 21 . 92 0 .07 0 .014 0 . 182 0 . 013 0 .00
264 22 .00 0 .07 0 . 014 0 . 181 0. 013 0 .00
265 22 .06 0 . 10 0 . 022 0 . 181 0. 019 0 .00
266 22 . 17 0 . 10 0 . 022 0.180 0 . 019 0 .00
267 22 .25 0 . 10 0 . 022 0. 179 0.019 0.00
268 22 . 33 0. 07 0 . 014 0. 179 0.013 0.00
269 22 .42 0. 07 0 . 014 0. 178 0. 013 0.00
270 22 . 50 0 . 07 0 . 014 0.178 0. 013 0.00
271 22 .58 0 .07 0.014 0.177 0.013 0.00
272 22 .67 0.07 0.014 0.177 0.013 0.00
273 22 .75 0.07 0. 014 0.176 0.013 0.00
274 22 .83 0.07 0 . 014 0.176 0.013 0.00
275 22. 92 0.07 0.014 0.175 0 .013 0 .00
276 23 .00 0.07 0.014 0 .175 0.013 0.00
277 23 .08 0 .07 0.014 0 .175 0 .013 0.00
278 23 .17 0 .07 0.014 0.174 0.013 0. 00
279 23 .25 0 .07 0.014 0.174 0 .013 0.00
280 23 .33 0 .07 0.014 0 .173 0.013 0. 00
281 23 .42 0.07 0. 014 0.173 0.013 0. 00
282 23 .50 0.07 0.014 0.173 0.013 0 . 00
283 23 .58 0 .07 0 .014 0.173 0.013 0 . 00
284 23 .67 0 .07 0.014 0.172 0. 013 0. 00
285 23 .75 0 .07 0.014 0.172 0.013 0. 00
286 23 .83 0 .07 0 . 014 0 .172 0.013 0 . 00
287 23 .92 0 .07 0 . 014 0.172 0.013 0 . 00
288 24 .00 0.07 0 . 014 0.172 0.013 0 . 00
Sum = 100.0 Sum = 2 .2
Flood volume = Effective rainfall 0 . 18 (In)
times area 1 . 0 (Ac. ) / [ (In) / (Ft. ) ] = 0. 0 (Ac.Ft)
Total soil loss = 1 . 62 (In)
Total soil loss = 0 . 139 (Ac.Ft)
Total rainfall = 1 . 80 (In)
Flood volume = 673 . 0 Cubic Feet
Total soil loss = 6057 .0 Cubic Feet
-------- ---------- --------- - --------- ------------------- ------
Peak flow rate of this hydrograph = 0 .025 (CFS)
- --------- ------------ -- --------- -------- ---------------- -- -- - -- - ---
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
------ -- -- -------- -- -- -- - --- -- - --------- - --------- ---------- - ---- ---
Hydrograph in 5 Minute intervals ( (CFS) )
Time (h+m) Volume Ac.Ft Q(CFS) 0 2 .5 5.0 7 .5 10. 0
- - - - - -- - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - --- - - - - -- -- - -- - --- -- -- - - - -- - -- -
0+ 5 0 . 0000 0 . 00 Q
0+10 0 .0000 0 . 00 Q I
0+15 0 .0000 0 . 00 Q
0+20 0 . 0000 0 . 00 Q
0+25 0 . 0000 0 . 00 Q
0+30 0 . 0000 0 . 00 Q
0+35 0 . 0001 0 . 00 Q
0+40 0. 0001 0 .00 Q
0+45 0 . 0001 0.00 Q
0+50 0 .0001 0 .00 Q
0+55 0.0001 0 . 00 Q
1+ 0 0 . 0001 0 . 00 Q
1+ 5 0 . 0002 0 . 00 Q
1+10 0 . 0002 0 . 00 Q I
1+15 0. 0002 0 . 00 Q
1+20 0.0002 0 . 00 Q
1+25 0 .0002 0.00 Q
1+30 0 .0002 0.00 Q
1+35 0 .0003 0.00 Q
1+40 0 . 0003 0 .00 Q
1+45 0 . 0003 0 .00 Q
1+50 0. 0003 0 .00 Q
1+55 0. 0003 0 .00 Q
2+ 0 0. 0003 0.00 Q
2+ 5 0. 0004 0 .00 Q
2+10 0.0004 0 . 00 Q I I
. 2+15 0.0004 0 . 00 QV
2+2020 0.0004 0 . 00 QV
2+25 0.0004 0 . 00 QV
2+30 0.0005 0 . 00 QV
2+35 0 .0005 0 . 00 QV
2+40 0.0005 0 . 00 QV
2+45 0 .0005 0 . 00 QV I
2+50 0 . 0005 0 . 00 QV
2+55 0.0006 0 . 00 QV
3+ 0 0 .0006 0 . 00 QV
3+ 5 0.0006 0 . 00 QV
3+10 0 . 0006 0 . 00 QV
3+15 0 .0007 0 . 00 QV
3+20 0 .0007 0 .00 QV
3+25 0 .0007 0. 00 QV
3+30 0.0007 0 .00 QV i
3+35 0 .0008 0 .00 Q V
3+40 0.0008 0.00 Q V
3+45 0.0008 0.00 Q v
3+50 0. 0009 0 .00 Q v
3+55 0. 0009 0 . 00 Q v
4+ 0 0. 0009 0 . 00 Q V
4+ 5 0.0009 0 . 00 Q V
4+10 0 . 0010 0.00 Q v
4+15 0 . 0010 0.00 Q v
4+20 0 .0010 0.00 Q v I
4+25 0.0011 0 .00 Q v
• 4+30 0. 0011 0 . 00 Q v
I
4+35 0. 0011 0 . 01 Q v
4+40 0 . 0012 0.01 Q V
4+45 0 . 0012 0 . 01 Q V
4+50 0 . 0012 0. 01 Q V
I I I
4+55 0 .0013 0 . 01 Q V
5+ 0 0 .0013 0 . 01 Q V
5+ 5 0 . 0014 0 . 01 Q V
5+10 0 . 0014 0 . 01 Q V
5+15 0 .0014 0 . 00 Q V
5420 0 . 0015 0. 00 Q V
5+25 0 . 0015 0. 00 Q V I
5+30 0 . 0015 0 . 01 Q V
5+35 0 . 0016 0 . 01 Q V
5+40 0 . 0016 0. 01 Q V
5+45 0. 0016 0. 01 Q V
5+50 0. 0017 0.01 Q V
5+55 0. 0017 0.01 Q V
6+ 0 0.0018 0.01 Q V
6+ 5 0.0018 0.01 Q V
6+10 0.0018 0.01 Q V
6+15 0.0019 0.01 Q V I
6+20 0 .0019 0.01 Q V
6+25 0 .0020 0.01 Q V
6+30 0.0020 0.01 Q V
6+35 0 .0021 0.01 Q V
6+40 0 .0021 0.01 Q V
6+45 0 .0022 0.01 Q V
6+50 0.0022 0. 01 Q V
6+55 0 .0023 0.01 Q V
7+ 0 0 .0023 0. 01 Q V
• 7+ 5 0.0024 0 . 01 Q V
7+10 0.0024 0 . 01 Q V
7+15 0.0025 0 . 01 Q V
7+20 0.0025 0. 01 Q V
7+25 0.0026 0 . 01 Q V
7+30 0.0026 0.01 Q V
7+35 0.0027 0.01 Q V
7+40 0.0027 0.01 Q V
7+45 0. 0028 0. 01 Q V
7+50 0 . 0029 0 . 01 Q V
7+55 0 . 0029 0 . 01 Q V
8+ 0 0 . 0030 0 . 01 Q V I
8+ 5 0 .0031 0.01 Q V
8+10 0.0031 0 .01 Q V
8+15 0.0032 0. 01 Q V I
8+20 0. 0033 0 . 01 Q V
8+25 0 . 0033 0 . 01 Q V
8+30 0. 0034 0 .01 Q V
8+35 0 .0035 0.01 Q VI I
8+40 0.0036 0.01 Q VI
8+45 0. 0037 0. 01 Q VI I I
8+50 0. 0037 0 . 01 Q VI
8+55 0 .0038 0.01 Q VI
9+ 0 0.0039 0.01 Q V
9+ 5 0.0040 0. 01 Q V
• 9+1 0. 004 0 . 01 Q V
9+15 0 . 0042 0.01 Q V
I I I
9+20 0 .0043 0. 01 Q IV
9+25 0 .0044 0 . 01 Q IV
• 9+30 0 . 0045 0 . 01 Q IV
9+35 0 . 0046 0 . 01 Q IV
9+40 0 .0047 0 . 01 Q I v
9+45 0 .0048 0 .02 Q I v
9+50 0 .0049 0 .02 Q I V
9+55 0 .0050 0 .02 Q I v
10+ 0 0 .0051 0.02 Q I V I
101 5 0 .0052 0 . 02 Q I v
10+10 0.0053 0 .01 Q v
10+15 0 .0054 0 . 01 Q V
10+20 0 .0055 0 . 01 Q V
10+25 0 .0056 0 .01 Q v
10+30 0 .0057 0 . 01 Q v
10+35 0.0057 0 . 01 Q V
10+40 0 .0058 0 . 01 Q I V I
10+45 0.0059 0 . 01 Q V
10+50 0 .0060 0 . 01 Q V
10+55 0.0061 0 . 01 Q v
11+ 0 0 .0062 0 . 01 Q V I
11+ 5 0.0063 0 . 01 Q v
11+10 0.0064 0 . 01 Q V
11+15 0.0065 0.01 Q V
11+20 0. 0066 0.01 Q v
11+25 0. 0067 0 .01 Q v
11+30 0. 0068 0.01 Q V
11+35 0. 0069 0 . 01 Q V
11+40 0 .0070 0 . 01 Q V I
• 11+45 0 .0071 0 . 01 Q V
11+50 0 . 0072 0 . 01 Q v l
11+55 0 .0073 0. 01 Q I v I
12+ 0 0.0074 0.01 Q VI
12+ 5 0 .0075 0.01 Q VI I
12+10 0.0076 0 . 02 Q VI
12+15 0.0077 0 . 02 Q VI
12+20 0. 0078 0 . 02 Q V
12+25 0 . 0079 0. 02 Q V
12+30 0 .0081 0.02 Q V
12+35 0.0082 0. 02 Q I IV
12+40 0.0083 0 . 02 Q IV
12+45 0. 0085 0 . 02 Q Iv
12+50 0. 0086 0. 02 Q v
12+55 0 .0087 0.02 Q I v
13+ 0 0 .0089 0 . 02 Q I V
13+ 5 0.0090 0 . 02 Q V
13+10 0. 0092 0 . 02 Q v
13+15 0. 0094 0.02 Q I v
13+20 0.0095 0 . 02 Q V
13+25 0.0097 0 . 02 Q V
13+30 0. 0099 0.02 Q V
13+35 0.0100 0. 02 Q I V
13+40 0.0102 0 . 02 Q V
13+45 0.0103 0. 02 Q V
13+50 0. 0105 0. 02 Q v l
• 13+5 0.010 0 . 02 Q I V
0 I
14+ 0.0107 0.02 Q I I v l I
14+ 5 0. 0108 0 .02 Q V
A b oo ' 0 9bTO'0 oS+aT •
l e b 00 ,0 9b10 ' 0 Sb+BT
n b oo • O 96To 'o Ob+aT
l e b 00 ' 0 9bT0'0 SE+aT
A a 00.0 SbTO'o OZ+8T
A a Oo 'o SbT0 '0 Sz+eT
A I b oo ' O S6To •0 oZ+ST
A b oo ' O SbTo'O ST+aT
A b 00'0 sbTo'0 oT+8T
e b 00.0 bbTO' 0 S +eT
l e a oo • o bbTO 'O 0 +81
l a I a 00 . 0 bbTO o SS+LT
l A b 00'0 bbTO 0 oS+LT
n b 00'0 £bT0' 0 S9+LT
e b oo ' o EbTO ' 0 ob+LT
n i I I b 00 . 0 EbTO .O SE+LT
A b 00'0 EDTO 'o OE+LT
A b 00'0 ZbTO 'O Sz+LT
A a 00.0 ZbTo'o oz+LT
A b oo ' O Zb10' 0 ST+LT
e b oo • o zbTo' o oT+LT
n a 00. 0 ZbTO . O S +LT
A I a 00.0 T9TO'O 0 +LT
n b 00.0. TbTO ' o sS+9T
A I a 00.0 TbTO o OS+9T
A b 00'0 TbTO o Sb+9T
A b 00'0 TbTO '0 ob+9T
A b oo ' o ObTO'0 SE+9T •
e b oo ' o ObTO' O 0£+9T
I e I b oo ' O ObTO'O SZ+9T
A a TO ' O 6ETO' O oz+9T
A b TO 'O 6ETO'O ST+91
A b TO' O 6ETO' O OT+9T
A a 10.0 9ETo• o s +91
A b TO'O LETO' 0 0 +9T
A b TO' O 9ET0'0 ss+sT
A b TO'O SETO' O os+ST
A a zo' o bETO 0 sb+si
A a zo' O E£TO'o ob+sT
A b ZO' 0 ZETO' 0 sE+si
A l I b zo ' 0 TETO ' 0 of+sT
A a zo' O 6ZTO' O Sz+ST
e b zo o 8ZTO 0 OZ+ST
A b zo• 0 LZTO 0 ST+ST
n l b zo ' o 9ZTO' O oT+sT
A I b zo ' o bZTO' O S +ST
AI b zo ' o EZTO' O 0 +ST
AI b zo ' 0 ZZTO' 0 Ss+bT
Al b zo ' O OZTO. O os+bT
A a Zo • O 6TTO' O Sb+bi
n b zo ' O BTTO' O Ob+bT
n b zo • 0 9Ti0 ' 0 SE+BT
IA b zo ' 0 STTO'O oE+bT
IA 1 b zo • 0 TTO. O SZ+bT .
I IA I I b zo Z
o TTo 0 oz+bi
A b zo ' O tTTO' O ST+bi
A 0 zo 0 OTTO ' o of+bT
18+55 0.0146 0 . 00 Q v
19+ 0 0.0146 0 . 00 Q v
19+ 5 0.0147 0 . 00 Q v
19410 0 .0147 0 .00 Q I v l
19415 0 .0147 0 . 00 Q v
19+20 0 . 0147 0 . 00 Q v
19+25 0 . 0147 0 . 00 Q v l
19+30 0 . 0147 0 . 00 Q v
19+35 0 . 0148 0 . 00 Q v
19+40 0 . 0148 0 . 00 Q v
19+45 0.0146 0 .00 Q v
19+50 0.0148 0.00 Q v
19+55 0 .0148 0 .00 Q v l
20+ 0 0 .0148 0 .00 Q v l
20+ 5 0 .0148 0 .00 Q v l
20+10 0 . 0149 0 .00 Q v l
20+15 0 . 0149 0 . 00 Q v
20+20 0 . 0149 0 . 00 Q I v
20+25 0 . 0149 0 . 00 Q I I v
20+30 0. 0149 0 . 00 Q v
20+35 0.0149 0 . 00 Q v l
20+40 0.0149 0 . 00 Q v l
20+45 0.0150 0 . 00 Q v l
20+50 0 .0150 0 . 00 Q v l
20+55 0 .0150 0 . 00 Q v l
21+ o 0.0150 0 . 00 Q I v l
21+ 5 0 .0150 0 . 00 Q v l
21+10 0.0150 0 .00 Q v l
21+15 0 .0150 0 . 00 Q I v
21+20 0.0151 0 . 00 Q v l
21+25 0 .0151 0 . 00 Q vl
21+30 0 .0151 0 . 00 Q I vl
21+35 0.0151 0. 00 Q vl
21+40 0 . 0151 0 . 00 Q vl
21+45 0 . 0151 0 . 00 Q vl
21+50 0.0151 0 . 00 Q vl
21+55 0 .0151 0 . 00 Q vl
22+ 0 0 .0152 0 . 00 Q vl
22+ 5 0 . 0152 0 . 00 Q vl
22+10 0.0152 0 .00 Q vl
22+15 0.0152 0.00 Q I vl
22+20 0.0152 0.00 Q vl
22+25 0.0152 0.00 Q I vl
22+30 0.0152 0. 00 Q I vl
22+35 0. 0152 0 .00 Q vl
22+40 0 . 0153 0 . 00 Q vl
22+45 0. 0153 0 .00 Q vl
22+50 0 . 0153 0.00 Q vl
22+55 0 .0153 0.00 Q vl
23+ 0 0.0153 0.00 Q vl
23+ 5 0.0153 0. 00 Q I I _ vl
23+10 0. 0153 0 . 00 Q vl
23+15 0. 0153 0 . 00 Q vl
23+20 0 . 0153 0.00 Q vl
23+25 0 .0153 0.00 Q I vl
23+30 0 .0154 0 . 00 Q VI
23+35 0. 0154 0 .00 Q vl
23+40 0 .0154 0 . 00 Q V
23+45 0 .0154 0 . 00 Q V
23+50 0 .0154 0. 00 Q VI
23+55 0 . 0154 0 . 00 Q VI
24+ 0 0.0154 0 . 00 Q VI
24+ 5 0.0154 0 . 00 Q VI
24+10 0 . 0154 0 . 00 Q VI
24+15 0 . 0154 0 . 00 Q VI
24+20 0.0154 0 . 00 Q VI
24+25 0.0154 0 . 00 Q VI
24+30 0 .0154 0 . 00 Q VI
24+35 0.0154 0 . 00 Q I VI
24+40 0.0154 0 . 00 Q VI
24+45 0 .0154 0 . 00 Q I VI
24+50 0 .0154 0 . 00 Q VI
24+55 0.0154 0 . 00 Q I VI
25+ 0 0.0154 0 . 00 Q VI
25+ 5 0 .0154 0 . 00 Q VI
25+10 0 .0154 0 . 00 Q V
- ---- -- ---- --- -- - - - ------ -------- -- --- - - ------------ -- ----- ----- - - -- - --
U n i t H y d r o g r a p h A n a l y s i s
. Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 1999, Version 6 . 0
Study date 04/04/07 File: louh2410.out
---- --- - - - - - - - - - - - -- -- - - - -- - - - -- -- --- - ---- - -- ---- - - --- -- -- - - - -- — - - ----
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Land Development Design Corporation, Ontario, CA - SIN 544
- -- -- - - -- --- - -- -- - - --- --- --- - -- ---- --- -- --- — ---- - - - -- -- - - - -- -- _- --- -
English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--- - -- ------ - - -- - - ---- --- -- - --- ---- - -- --- ------- - - -- - - ----- - - -- - - - -
JN4053-Nelson
10 YR Storm- 24 HR hydrograph
Pre-Developed condition
---- ------------- ---- -------- -- --------- - - - ------ -- --- ------ --------
Drainage Area = 1.03 (Ac . ) = 0 .002 Sq. Mi .
USER Entry of lag time in hours
Lag time = 0 . 150 Hr.
Lag time = 9.00 Min.
25% of lag time = 2 .25 Min.
40% of lag time = 3 . 60 Min.
Unit time = 5.00 Min.
Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00 (CFS)
• 2 YEAR Area rainfall data:
Area(Ac. ) [1] Rainfall (In) [2] Weighting [1*2]
1 .03 1 .80 1. 85
100 YEAR Area rainfall data:
Area (Ac. ) [1] Rainfall (In) [2] Weighting [1*2]
1. 03 4 .50 4 .63
STORM EVENT (YEAR) = 10 .00
Area Averaged 2-Year Rainfall = 1 .800 (In)
Area Averaged 100-Year Rainfall = 4 .500 (In)
Point rain (area averaged) = 2 . 911 (In)
Areal adjustment factor = 100 .00 %
Adjusted average point rain = 2 . 911 (In)
Sub-Area Data:
Area (Ac. ) Runoff Index Impervious %
1.030 86 . 00 0.000
Total Area Entered = 1 . 03 (Ac. )
RI RI Infil. Rate Impervious Adj . Infil. Rate Area% F
AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec. ) (In/Hr)
86.0 86.0 0. 176 0.000 0. 176 1.000 0.176
Sum (F) = 0 . 176
Area averaged mean soil loss (F) (In/Hr) = 0.176
. Minimum soil loss rate ( (In/Hr) ) = 0 .088
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0 .900
• - -- - - ----- - --- - - - - --- - --- - '
U n i t H y d r o g r a p h
VALLEY S-Curve
- ----- -- -- - -- - - -- - --- -- -- - - -- -- - -- --- -- _ _ - ---- -- - -- - -- - -- - - - - --- -
Unit Hydrograph Data
- -- - - - - - -- - - - -- --- - - --- --- -- -- --- - ------ -- - - -- ---- - -- - - -- -- -- - - -- -- - -
Unit time period Time % of lag Distribution Unit Hydrograph
(hrs) Graph % (CPS)
- ------ ---- - --- - --- -- - - - ---------- - - - ---- - - --- --- -------- ---- - - - - - -- -
1 0 . 083 55 . 556 7.238 0 .075
2 0 . 167 111 . 111 30,668 0. 318
3 0. 250 166,667 27.886 0 .289
4 0. 333 222 .222 11 ,247 0 .117
5 0.417 277 .778 6 , 375 0. 066
6 0.500 333 .333 4 , 366 0. 045
7 0.583 388 .889 3 .169 0. 033
8 0 .667 444 .444 2 .271 0. 024
9 0.750 500.000 1,746 0.018
10 0 . 833 555 .556 1.444 0. 015
11 0 . 917 611 .111 1.086 0. 011
12 1.000 666.667 0.839 0.009
13 1. 083 722 .222 0 .610 0.006
14 1.167 777 .778 0,556 0.006
15 1.250 833 .333 0.500 0. 005
Sum = 100.000 Sum= 1. 038
- -------------------------------------------------_-------------------
Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective
(Hr. ) Percent (In/Hr) Max Low (In/Hr)
1 0 .08 0.07 0 . 023 0 .311 0.021 0 . 00
2 0. 17 0.07 0 .023 0 .310 0.021 0. 00
3 0 .25 0.07 0. 023 0 .309 0.021 0 . 00
4 0 .33 0.10 0 . 035 0 .308 0.031 0. 00
5 0 .42 0.10 0 .035 0.306 0.031 0. 00
6 0.50 0.10 0.035 0 .305 0.031 0.00
7 0 .56 0.10 0.035 0 .304 0.031 0.00
8 0.67 0 .10 0.035 0.303 0.031 0. 00
9 0.75 0.10 0.035 0.302 0.031 0. 00
10 0.63 0.13 0. 047 0.301 0.042 0. 00
11 0.92 0. 13 0 .047 0.299 0. 042 0 . 00
12 1.00 0 . 13 0 . 047 0.298 0. 042 0 . 00
13 1 . 08 0 . 10 0 .035 0.297 0 . 031 0. 00
14 1 . 17 0 . 10 0. 035 0.296 0 . 031 0.00
15 1 .25 0 .10 0.035 0 .295 0 .031 0.00
16 1.33 0 .10 0.035 0 .293 0.031 0.00
17 1 .42 0.10 0 . 035 0 .292 0.031 0. 00
18 1.50 0.10 0 . 035 0.291 0. 031 0 . 00
19 1.58 0. 10 0 . 035 0.290 0. 031 0. 00
20 1 . 67 0 . 10 0.035 0,289 0 . 031 0. 00
21 1 . 75 0 .10 0.035 0.288 0 .031 0.00
22 1 .83 0 .13 0 . 047 0 .287 0 .042 0. 00
23 1 .92 0.13 0 . 047 0 .265 0 .042 0 . 00
24 2 .00 0. 13 0. 047 0 .284 0. 042 0 . 00
25 2 . 08 0 . 13 0.047 0 .283 0. 042 0. 00
26 2 . 17 0 . 13 0 .047 0.282 0 . 042 0. 00
• 27 2 .25 0 . 13 0 .047 0.281 0 . 042 0 .00
26 2 . 33 0 .13 0.047 0 .280 0 . 042 0 . 00
29 2 .42 0 .13 0. 047 0 .278 0 .042 0 . 00
30 2 .50 0. 13 0 .047 0 .277 0 .042 0 . 00
31 2 . 58 0. 17 0 . 058 0 .276 0. 052 0. 01
32 2 .67 0.17 0 . 058 0 .275 0 . 052 0 . 01
33 2 .75 0.17 0 . 058 0 .274 0. 052 0 . 01
34 2 .83 0. 17 0 .058 0.273 0 . 052 0 . 01
35 2 . 92 0 . 17 0 .058 0.272 0 . 052 0 . 01
36 3 .00 0 . 17 0.058 0.271 0 . 052 0 . 01
37 3 .08 0. 17 0 .058 0.269 0 . 052 0 . 01
38 3 . 17 0 . 17 0 .058 0.268 0 . 052 0 . 01
39 3 .25 0. 17 0 .058 0.267 0 . 052 0 . 01
40 3 .33 0 . 17 0 .058 0.266 0 .052 0. 01
41 3 .42 0 . 17 0.058 0.265 0 . 052 0. 01
42 3 .50 0 . 17 0.058 0.264 0.052 0.01
43 3 .58 0 . 17 0. 058 0.263 0.052 0 .01
44 3 . 67 0 . 17 0 . 058 0 .262 0.052 0 . 01
45 3 . 75 0 . 17 0 . 058 0 .261 0.052 0 . 01
46 3 . 83 0 .20 0 . 070 0 .259 0.063 0 . 01
47 3 . 92 0 .20 0 .070 0 .258 0. 063 0 . 01
48 4 . 00 0.20 0.070 0.257 0 . 063 0 . 01
49 4 . 06 0.20 0.070 0.256 0 . 063 0. 01
50 4 .17 0.20 0.070 0.255 0 . 063 0.01
51 4 .25 0.20 0.070 0.254 0 . 063 0.01
52 4 . 33 0.23 0. 082 0.253 0.073 0 . 01
. 53 4 .42 0 .23 0 . 082 0 .252 0.073 0 . 01
54 4 .50 0 .23 0 . 082 0 .251 0.073 0 . 01
55 4 .58 0 .23 0 .082 0 .250 0.073 0 . 01
56 4 .67 0 .23 0 .082 0.249 0. 073 0 .01
57 4 .75 0.23 0.082 0.248 0 . 073 0.01
58 4 .83 0.27 0.093 0.246 0 . 084 0 .01
59 4 . 92 0.27 0 . 093 0.245 0. 084 0 . 01
60 5.00 0 .27 0 .093 0.244 0.084 0 . 01
61 5.08 0 .20 0 .070 0 .243 0.063 0.01
62 5.17 0 .20 0.070 0.242 0.063 0.01
63 5.25 0.20 0.070 0 .241 0. 063 0.01
64 5. 33 0.23 0. 082 0.240 0. 073 0 . 01
65 5 .42 0.23 0 .082 0.239 0.073 0 . 01
66 5.50 0 .23 0.082 0.238 0.073 0 . 01
67 5.58 0 .27 0.093 0 .237 0.084 0.01
68 5.67 0.27 0. 093 0 .236 0. 084 0 . 01
69 5 .75 0.27 0 . 093 0.235 0 .084 0. 01
70 5 .83 0 .27 0.093 0.234 0.084 0.01
71 5.92 0 .27 0.093 0 .233 0.084 0. 01
72 6 . 00 0 .27 0 . 093 0 .232 0. 084 0 . 01
73 6 .08 0. 30 0 .105 0.231 0 . 094 0 .01
74 6.17 0 . 30 0.105 0.230 0.094 0. 01
75 6 .25 0.30 0 . 105 0 .229 0.094 0 . 01
76 6 . 33 0.30 0 . 105 0.228 0 . 094 0 . 01
77 6.42 0. 30 0 .105 0.227 0.094 0.01
76 6 . 50 0 .30 0 . 105 0.226 0. 094 0. 01
79 6 .58 0.33 0 .116 0 .225 0 . 105 0. 01
80 6 .67 0. 33 0 .116 0.224 0 . 105 0.01
81 6. 75 0 . 33 0 . 116 0.223 0.105 0. 01
82 6. 83 0 . 33 0 . 116 0.222 0 . 105 0. 01
• 83 6 , 12 0 , 33 0 , 116 0 .221 0 . 105 0. 01
84 7 . 00 0 . 33 0 , 116 0 .220 0. 105 0 . 02
85 7 . 08 0 . 33 0 . 116 0 .219 0 . 105 0 . 01
86 7 , 17 0 . 33 0 . 116 0 .218 0 . 105 0 . 01
87 7 .25 0.33 0 . 116 0 .217 0 . 105 0 . 01
88 7 . 33 0. 37 0 . 128 0.216 0. 115 0 . 01
69 7 .42 0 . 37 0 . 128 0.215 0 , 115 0. 01
90 7 .50 0. 37 0 . 128 0.214 0 . 115 0. 01
91 7 . 58 0.40 0 . 140 0.213 0 . 126 0. 02
92 7 .67 0.40 0. 140 0.212 0 . 126 0 . 01
93 7 .75 0.40 0. 140 0.211 0 . 126 0 . 01
94 7 .83 0.43 0. 151 0.210 0 . 136 0 . 02
95 7 . 92 0 .43 0. 151 0 .209 0 . 136 0 . 02
96 8 .00 0 .43 0 .151 0 .208 0.136 0 . 02
97 8 .08 0. 50 0. 175 0 .207 0.157 0 . 02
96 8.17 0 . 50 0 .175 0 .206 0 . 157 0. 02
99 8 .25 0 .50 0 .175 0 .205 0.157 0. 02
100 8.33 0 .50 0 . 175 0 .204 0. 157 0. 02
101 8.42 0 . 50 0 . 175 0.203 0 . 157 0. 02
102 8.50 0 .50 0 . 175 0 .202 0. 157 0 . 02
103 8 . 58 0 .53 0 . 186 0.201 0 . 168 0 . 02
104 8.67 0 .53 0.186 0.200 0. 168 0 . 02
105 8 .75 0.53 0 .186 0.199 0 . 168 0 . 02
106 8 .83 0. 57 0. 198 0. 198 0.178 0 . 02
107 8 . 92 0.57 0 . 198 0. 197 -- - 0. 00
108 9.00 0. 57 0 . 198 0.196 --- 0. 00
109 9. 08 0 .63 0 .221 0 . 195 --- 0 . 03
• 110 9.17 0 .63 0 .221 0 .195 --- 0 . 03
111 9.25 0 .63 0.221 0.194 0 . 03
112 9. 33 0 .67 0.233 0.193 --- 0 . 04
113 9.42 0 .67 0.233 0.192 --- 0.04
114 9.50 0.67 0.233 0. 191 --- 0. 04
115 9.58 0.70 0 .245 0 .190 --- 0 . 05
116 9.67 0.70 0 .245 0 .189 --- 0 . 06
117 9.75 0.70 0.245 0 .188 --- 0 . 06
118 9.83 0.73 0.256 0.187 --- 0.07
119 9. 92 0 .73 0 .256 0.186 --- 0.07
120 10 . 00 0. 73 0 .256 0.185 --- 0. 07
121 10 .08 0. 50 0.175 0 .185 0.157 0. 02
122 10.17 0 . 50 0.175 0 .184 0. 157 0. 02
123 10.25 0 .50 0. 175 0.183 0. 157 0. 02
124 10 . 33 0.50 0 . 175 0.182 0.157 0 . 02
125 10 .42 0.50 0 . 175 0. 181 0,157 0 . 02
126 10.50 0 . 50 0.175 0 .180 0. 157 0.02
127 10.58 0 .67 0 .233 0.179 --- 0. 05
128 10. 67 0.67 0 .233 0.178 --- 0. 05
129 10 .75 0. 67 0.233 0.177 --- 0.06
130 10.83 0 .67 0.233 0 .177 --- 0. 06
131 10.92 0 .67 0 .233 0.176 --- 0. 06
132 11 . 00 0. 67 0 .233 0. 175 - -- 0.06
133 11.08 0. 63 0.221 0 .174 --- 0. 05
134 11 . 17 0.63 0 .221 0.173 -- - 0 . 05
135 11 .25 0. 63 0.221 0.172 --- 0.05
136 11 . 33 0.63 0. 221 0 .171 --- 0. 05
• 137 11 .42 0 .63 0 .221 0.171 - - - 0 . 05
138 11 . 50 0.63 0.221 0.170 0 .05
139 11 . 56 0 .57 0 . 198 0. 169 - - - 0 . 03
140 11 .67 0. 57 0. 198 0. 168 - - - 0 .03
141 11 . 75 0. 57 0 . 198 0 . 167 0 . 03
142 11 . 83 0 .60 0 .210 0 .166 --- 0 .04
143 11 . 92 0 .60 0. 210 0. 166 - - - 0.04
144 12 .00 0 . 60 0 . 210 0. 165 - - - 0 . 04
145 12 . 08 0. 83 0 .291 0.164 --- 0 . 13
146 12 . 17 0 .83 0.291 0.163 - - - 0 .13
147 12 .25 0 .83 0. 291 0. 162 - - - 0 . 13
148 12 . 33 0 .87 0 . 303 0. 161 - -- 0. 14
149 12 .42 0. 87 0 .303 0. 161 - -- 0 . 14
150 12 .50 0.87 0 . 303 0. 160 --- 0 . 14
151 12 . 58 0 . 93 0. 326 0.159 - -- 0 . 17
152 12 .67 0 . 93 0 . 326 0. 158 --- 0. 17
153 12 .75 0. 93 0. 326 0.157 --- 0 . 17
154 12. 83 0. 97 0. 338 0. 157 - - - 0 . 18
155 12 . 92 0 . 97 0 . 338 0. 156 - -- 0 . 18
156 13 .00 0 .97 0. 338 0.155 - -- 0 . 16
157 13 .08 1. 13 0.396 0. 154 - -- 0 .24
158 13 .17 1 . 13 0. 396 0. 154 -- - 0.24
159 13 .25 1.13 0.396 0.153 --- 0 .24
160 13 .33 1 . 13 0. 396 0.152 --- 0.24
161 13 .42 1 . 13 0 . 396 0. 151 -- - 0 .24
162 13 .50 1.13 0 .396 0.150 - - - 0.25
163 13 .58 0. 77 0 .268 0 .150 --- 0 .12
164 13 .67 0.77 0 .268 0.149 --- 0 . 12
165 13 . 75 0.77 0 .268 0. 148 --- 0. 12
166 13 .83 0. 77 0.268 0.147 0 . 12
167 13 .92 0 .77 0 .268 0.147 0 . 12
168 14 . 00 0 .77 0.268 0. 146 --- 0 . 12
169 14 .08 0.90 0. 314 0.145 - -- 0 . 17
170 14 .17 0. 90 0.314 0.144 --- 0. 17
171 14 .25 0.90 0.314 0.144 --- 0.17
172 14 .33 0.87 0 .303 0 .143 --- 0. 16
173 14 .42 0.87 0.303 0.142 --- 0. 16
174 14 .50 0 .87 0. 303 0.141 --- 0 . 16
175 14 .58 0. 87 0 .303 0 .141 --- 0. 16
176 14 . 67 0.87 0 . 303 0. 140 --- 0. 16
177 14 .75 0.87 0 . 303 0.139 --- 0 . 16
178 14 .83 0.83 0.291 0.139 --- 0.15
179 14 . 92 0.83 0 .291 0.138 --- 0 . 15
160 15.00 0.83 0.291 0.137 --- 0.15
181 15. 08 0.80 0 .279 0. 136 --- 0. 14
182 15 .17 0. 80 0.279 0 .136 --- 0. 14
183 15.25 0 .80 0.279 0.135 --- 0 . 14
184 15 .33 0. 77 0.268 0 .134 --- 0.13
185 15.42 0 .77 0 .268 0.134 --- 0. 13
186 15.50 0. 77 0.268 0 .133 -- - 0.13
187 15. 58 0 .63 0.221 0. 132 --- 0 . 09
188 15 .67 0. 63 0.221 0 .132 --- 0. 09
189 15. 75 0 .63 0 .221 0.131 --- 0 . 09
190 15.83 0. 63 0. 221 0 .130 - -- 0. 09
191 15. 92 0 .63 0 .221 0.130 --- 0.09
192 16.00 0. 63 0. 221 0 .129 - -- 0. 09
193 16 . 08 0 .13 0 .047 0. 126 0 .042 0.00
194 16 .17 0. 13 0. 047 0 . 128 0. 042 0 . 00
195 16 .25 0 . 13 0 . 047 0. 127 0 . 042 0 . 00
196 16 . 33 0 . 13 0 . 047 0.126 0 . 042 0 . 00
197 16.42 0 . 13 0 . 047 0.126 0.042 0 . 00
198 16 . 50 0 . 13 0 .047 0 .125 0 .042 0. 00
199 16 .58 0 .10 0 . 035 0 .124 0 . 031 0 . 00
200 16 .67 0 .10 0 . 035 0. 124 0 . 031 0 . 00
201 16 . 75 0 . 10 0. 035 0 .123 0 . 031 0 . 00
202 16. 83 0 . 10 0.035 0 .123 0 .031 0 . 00
203 16. 92 0.10 0.035 0.122 0.031 0. 00
204 17 .00 0 . 10 0 . 035 0. 121 0 . 031 0 . 00
205 17 . 08 0 . 17 0. 058 0 .121 0. 052 0. 01
206 17 .17 0. 17 0.058 0 .120 0 .052 0 . 01
207 17 .25 0 .17 0 .058 0 . 119 0 .052 0 . 01
208 17 . 33 0 .17 0 . 058 0. 119 0 . 052 0 . 01
209 17 .42 0 . 17 0 . 058 0.118 0 . 052 0. 01
210 17.50 0.17 0 .058 0 .118 0.052 0. 01
211 17 .58 0 .17 0.058 0 .117 0 .052 0. 01
212 17 .67 0 .17 0 . 058 0 .117 0 . 052 0 . 01
213 17 . 75 0 . 17 0 . 058 0. 116 0 . 052 0 .01
214 17.83 0. 13 0. 047 0.115 0.042 0 . 00
215 17 . 92 0.13 0. 047 0 .115 0.042 0. 00
216 18 .00 0.13 0.047 0 .114 0 .042 0. 00
217 18 . 08 0 .13 0.047 0.114 0 . 042 0 . 00
218 18 .17 0 . 13 0 . 047 0.113 0 . 042 0 . 00
219 18.25 0.13 0 . 047 0 .113 0.042 0 . 00
220 18.33 0.13 0. 047 0.112 0.042 0. 00
221 18 .42 0.13 0.047 0 .111 0.042 0 . 00
222 18 .50 0 . 13 0.047 0 .111 0 .042 0. 00
223 18 .58 0 . 10 0.035 0.110 0 . 031 0. 00
224 16.67 0 . 10 0 . 035 0.110 0.031 0. 00
225 18.75 0.10 0 . 035 0.109 0.031 0 . 00
226 18 .83 0.07 0 . 023 0 .109 0.021 0. 00
227 18 . 92 0.07 0 .023 0 .108 0.021 0 .00
228 19.00 0 .07 0.023 0.108 0 .021 0 .00
229 19. 08 0 .10 0 .035 0.107 0 . 031 0 . 00
230 19.17 0 . 10 0.035 0.107 0 . 031 0. 00
231 19.25 0.10 0 .035 0.106 0.031 0. 00
232 19.33 0.13 0 .047 0.106 0.042 0. 00
233 19.42 0.13 0.047 0.105 0.042 0. 00
234 19.50 0.13 0 . 047 0 .105 0.042 0. 00
235 19.58 0 .10 0.035 0 .104 0.031 0. 00
236 19.67 0.10 0. 035 0 .104 0 .031 0. 00
237 19. 75 0.10 0. 035 0.103 0. 032 0. 00
238 19.83 0 .07 0 . 023 0 .103 0 .021 0 . 00
239 19. 92 0.07 0 . 023 0 . 102 0.021 0 . 00
240 20 . 00 0 .07 0 . 023 0 . 102 0 .021 0 . 00
241 20. 08 0 .10 0 . 035 0.102 0 .031 0. 00
242 20 . 17 0 . 10 0. 035 0. 101 0 .031 0 . 00
243 20 .25 0 . 10 0 . 035 0.101 0 . 031 0. 00
244 20. 33 0 . 10 0 . 035 0. 100 0 . 031 0. 00
245 20 .42 0 .10 0 . 035 0.100 0 . 031 0. 00
246 20 .50 0 .10 0 . 035 0.099 0 .031 0. 00
247 20 .58 0 .10 0 . 035 0 . 099 0 . 031 0. 00
246 20.67 0.10 0 .035 0 .099 0 .031. 0. 00
249 20 .75 0 .10 0 .035 0 . 098 0. 031 0. 00
250 20 .83 0 .07 0 .023 0. 098 0 .021 0. 00
251 20 . 92 0 .07 0 .023 0.097 0.021 0. 00
252 21 . 00 0 . 07 0 . 023 0 .097 0 .021 0 . 00
• 253 21 .08 0. 10 0 . 035 0 .097 0 .031 0 . 00
254 21 . 17 0 . 10 0 .035 0 .096 0 . 031 0 . 00
255 21 .25 0. 10 0 . 035 0 .096 0 . 031 0. 00
256 21 .33 0. 07 0 . 023 0 .095 0 . 021 0 . 00
257 21 .42 0 .07 0 . 023 0 .095 0 . 021 0. 00
256 21 .50 0.07 0 . 023 0 .095 0 .021 0.00
259 21 .58 0. 10 0 . 035 0 .094 0 . 031 0 . 00
260 21 .67 0 . 10 0 .035 0 .094 0 .031 0. 00
261 21 .75 0 . 10 0 .035 0 .094 0 .031 0 .00
262 21 .83 0 .07 0 . 023 0 .093 0 .021 0 . 00
263 21 . 92 0 .07 0. 023 0. 093 0 . 021 0 . 00
264 22 . 00 0 .07 0.023 0.093 0 . 021 0. 00
265 22 . 08 0 . 10 0.035 0 .092 0 . 031 0. 00
266 22 .17 0 . 10 0. 035 0. 092 0 . 031 0.00
267 22 . 25 - 0 . 10 0.035 0. 092 0. 031 0.00
268 22 . 33 0 . 07 0. 023 0. 092 0 . 021 0. 00
269 22 .42 0 . 07 0.023 0. 091 0 . 021 0 . 00
270 22 .50 0 . 07 0.023 0. 091 0. 021 0. 00
271 22.58 0 . 07 0.023 0. 091 0. 021 0. 00
272 22 .67 0 . 07 0.023 0. 090 0. 021 0 . 00
273 22 .75 0 . 07 0.023 0.090 0. 021 0 . 00
274 22.83 0.07 0.023 0.090 0. 021 0 . 00
275 22.92 0 . 07 0.023 0.090 0. 021 0 . 00
276 23 .00 0 . 07 0.023 0.090 0 . 021 0 . 00
277 23 .08 0. 07 0.023 0.089 0. 021 0 . 00
278 23 .17 0. 07 0.023 0.089 0. 021 0 . 00
• 279 23 .25 0 . 07 0 . 023 0. 089 0 . 021 0 . 00
280 23 .33 0 . 07 0 .023 0.089 0 . 021 0 . 00
281 23 .42 0. 07 0 . 023 0.089 0 . 021 0 . 00
282 23 .50 0 .07 0 . 023 0. 088 0 .021 0.00
283 23 . 58 0 . 07 0 . 023 0.088 0 .021 0. 00
284 23 .67 0 . 07 0 . 023 0. 088 0 .021 0. 00
285 23 . 75 0 .07 0.023 0.088 0 .021 0.00
286 23 . 83 0 .07 0 .023 0.088 0.021 0 . 00
287 23 . 92 0 .07 0 .023 0.088 0.021 0 . 00
288 24 .00 0.07 0.023 0 .088 0.021 0. 00
Sum = 100 .0 Sum = 10 .1
Flood volume = Effective rainfall 0.84 (In)
times area 1 .0 (Ac. ) / I (In) / (Ft. ) ] = 0 . 1 (Ac.Ft)
Total soil loss = 2 .07 (In)
Total soil loss = 0.177 (Ac.Ft)
Total rainfall = 2 . 91 (In)
Flood volume = 3155.4 Cubic Feet
Total soil loss = 7727 .8 Cubic Feet
------------- ---------- ----------------- ---------- ---- -- ------- ----
Peak flow rate of this hydrograph = 0.244 (CFS)
-------------- --------------- --------------------------------- - -----
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
24 - H O U R S T 0 R M
R u n o f f H y d r o g r a p h
-- ----- -- ------ ---- -- --- --- - --- ---- -- ----------- - --------- ----- ---
Hydrograph in 5 Minute intervals ( (CFS) )
- - - -- ---- -- - - --- -- --- -- - -- - --- -- -------------- - ------- - -- --- ----
Time(h+m) Volume AC.Ft Q(CFS) 0 2 . 5 5 . 0 7 . 5 10 . 0
o+ s 0 . 0000 0 . 00- -Q I I I I
0+10 0 . 0000 0 . 00 Q
0+15 0 . 0000 0 . 00 Q
0+20 0 . 0000 0 .00 Q
0+25 0 . 0000 0 .00 Q
0+30 0 . 0001 0 .00 Q
0+35 0 . 0001 0 .00 Q
0+40 0 .0001 0. 00 Q
0+45 0 .0001 0 . 00 Q
0+50 0 .0002 0 . 00 Q
0+55 0.0002 0 . 00 Q
1+ 0 0 .0002 0 . 00 Q I
1+ 5 0.0002 0 . 00 Q
1+10 0.0003 0 .00 Q
1+15 0.0003 0. 00 Q
1+20 0. 0003 0 .00 Q
1+25 0. 0004 0.00 Q
1+30 0 . 0004 0.00 Q
1+35 0. 0004 0.00 Q
1+40 0 . 0004 0.00 Q
1+45 0 .0005 0. 00 Q
1+50 0.0005 0 . 00 Q
1+55 0.0005 0 .00 Q
2+ 0 0.0005 0.00 Q
2+ 5 0.0006 0.00 Q
• 2+10 0. 0006 0. 00 Q
2+15 0. 0006 0 . 00 Q
2+20 0. 0007 0 . 00 Q
2+25 0 . 0007 0 . 00 Q
2+30 0.0007 0 .00 Q
2+35 0.0008 0.00 Q
2+40 0.0008 0.01 Q
2+45 0.0008 0.01 Q I I
2+50 0. 0009 0 . 01 Q I
2+55 0 .0009 0.01 Q
3+ 0 0. 0010 0.01 Q
3+ 5 0.0010 0. 01 Q
3+10 0.0010 0 . 01 Q I I I
3+15 0. 0011 0.01 Q
3+20 0 . 0011 0.01 Q
3+25 0.0012 0.01 Q I
3+30 0. 0012 0 . 01 Q I I
3+35 0. 0013 0 .01 Q
3+40 0.0013 0.01 Q
3+45 0.0013 0 . 01 Q
3+50 0. 0014 0 . 01 Q I
3+55 0. 0014 0.01 Q
4+ 0 0.0015 0 . 01 Q I
4+ 5 0.0015 0. 01 Q
4+10 0. 0016 0.01 Q
4+15 0.0016 0. 01 Q
4+20 0.0017 0.01 Q
. 4+ 0 . 001 0.01 Q
4+30 30 0 .0018 0 . 01 Q
4+35 0.0016 0 .01 QV I I
4+40 0 . 0019 0.01 QV
4+45 0 .0019 0.01 QV
4+50 0 .0020 0 . 01 QV
I I I
4+55 0.0021 0. 01 QV I I I
5+ 0 0 . 0021 0 . 01 QV
5+ 5 0 . 0022 0 . 01 QV
5+10 0 . 0022 0 , 01 QV
5+15 0 ,0023 0 , 01 QV
5+20 0 .0024 0 .01 QV
5+25 0.0024 0. 01 QV I I I I
5+30 0 . 0025 0 . 01 QV
5+35 0 . 0025 0 , 01 QV
5+40 0.0026 0 . 01 QV
5+45 0.0027 0 .01 QV
5+50 0 .0027 0 .01 QV
5+55 0. 0028 0. 01 QV I I !
6+ 0 0 . 0028 0.01 QV
6+ 5 0 . 0029 0 .01 QV
6+10 0.0030 0 . 01 QV
6+15 0.0031 0 . 01 QV
6+20 0 .0031 0 . 01 QV
6+25 0. 0032 0. 02 QV I
6+30 0 . 0033 0 .01 QV
6+35 0 .0033 0.01 QV
6+40 0. 0034 0.01 QV
6+45 0.0035 0.01 QV
6+50 0, 0036 0, 01 QV
. 6+55 0 .0037 0 .01 Q v
I I I
7+ 0 0,0037 0 . 01 Q v
7+ 5 0.0038 0 . 01 Q v
7+10 0 ,0039 0 . 01 Q V
7+15 0 , 0040 0 . 01 Q v
7+20 0 . 0041 0 . 01 Q v
7+25 0 , 0042 0 . 01 Q v
7+30 0 .0043 0 . 01 Q v
7+35 0. 0043 0 . 01 Q V
7+40 0.0044 0 .01 Q V
7+45 0.0045 0 .01 Q v
7+50 0.0046 0 . 01 Q v
7+55 0.0047 0 . 01 Q v
8+ 0 0. 0048 0 . 02 Q V
8+ 5 0. 0049 0. 02 Q V
8+10 0 . 0051 0 . 02 Q V
8+15 0. 0052 0. 02 Q V
8+20 0. 0053 0.02 Q v
8+25 0. 0054 0.02 Q V I I
8+30 0 . 0055 0 . 02 Q V
8+35 0 . 0057 0.02 Q V
8+40 0 . 0058 0.02 Q V
8+45 0 . 0059 0 . 02 Q V
8+50 0.0060 0 . 02 Q v
8+55 0.0062 0 . 02 Q V
9+ 0 0.0063 0 . 01 Q V
• 9+ 5 0.0063 0 . 0 Q V
9+10 0. 0064 0.022 Q V
9+15 0. 0066 0.02 Q V
9+20 0 . 0067 0 .03 Q V
• 9+25 0 . 0070 0.03 Q V
9+30 0 . 0072 0 .04 Q V
9+35 0 .0075 0 . 04 Q V
9+40 0 .0078 0. 04 Q V
9+45 0 .0081 0 . 05 Q V
9+50 0 .0085 0 .05 Q V
9+55 0 .0089 0 .06 Q V
10+ 0 0 .0093 0 .06 Q V
10+ 5 0 .0098 0 .06 Q V
10+10 0 .0101 0 .05 Q V
10+15 0 .0103 0 .03 Q V
10+20 0. 0105 0.03 Q V
10+25 0.0107 0 .03 Q V
10+30 0. 0109 0. 02 Q V
10+35 0. 0111 0. 03 Q V
10+40 0. 0113 0. 04 Q V
10+45 0 . 0116 0 . 05 Q V
10+50 0 . 0120 0 . 05 Q V
10+55 0. 0123 0 .05 Q V
11+ 0 0 . 0127 0 .05 Q V
11+ 5 0 .0131 0.06 Q V
11+10 0 .0134 0.05 Q V
11+15 0 .0138 0. 05 Q V
11+20 0.0141 0. 05 Q V I
11+25 0.0145 0 . 05 Q V
11+30 0. 0148 0 .05 Q V
11+35 0. 0152 0 .05 Q V
• 11+40 0 . 0155 0 .04 Q V
11+45 0 .0158 0.04 Q V
11+50 0 .0160 0.04 Q V
1u+s5 0 .0163 0 . 04 Q VI
12+ 0 0.0166 0 . 04 Q VI
12+ 5 0.0169 0 . 05 Q VI
12+10 0. 0175 0 .08 Q VI
12+15 0. 0182 0.10 Q V
12+20 0 . 0190 0. 11 Q V
12+25 0 .0198 0. 12 Q V
12+30 0.0207 0. 13 Q IV
12+35 0. 0217 0.14 Q IV
12+40 0. 0227 0. 15 Q I V
12+45 0.0238 0 . 16 Q I V
12+50 0.0249 0 .16 Q I V
12+5s 0. 0261 0.17 Q I V
13+ 0 0. 0273 0. 18 Q I V
13+ 5 0 .0286 0 .19 Q I V
13+10 0.0301 0.21 Q I V
13+15 0. 0316 0.23 Q I V
13+20 0. 0332 0 .24 Q I V
13+25 0 .0349 0.24 Q I VI
13+30 0. 0366 0.24 Q I V
13+35 0. 0382 0 .24 Q I IV
13+40 0 .0396 0.20 Q I IV
13+45 0. 0407 0. 16 Q I I V
. 13+50 0. 0418 0 .15 Q I I V
13+55 0.0428 0.14 Q I I V
14+ 0 0.0437 0 . 14 Q I I V
14+ 5 0 . 0447 0 . 14 Q ( I V
14+10 0 .0457 0 . 15 Q V
14415 0 . 0469 0 . 17 Q V
14+20 0 .0480 0 . 17 Q V
14+25 0 .0492 0 . 17 Q V
14+30 0 . 0503 0 . 17 Q V
14+35 0 . 0515 0 . 17 Q V
14+40 0 .0526 0. 17 Q VI
14+45 0 .0538 0 .17 Q I VI
14+50 0 .0549 0.17 Q V
14+55 0 .0560 0 . 16 Q V
15+ 0 0 .0572 0. 16 Q IV
15+ 5 0 .0583 0 . 16 Q V
15+10 0 .0593 0 .16 Q V
15+15 0 .0604 0. 15_ Q V
15+20 0 .0615 0 .15 Q V
15+25 0.0625 0 . 15 Q V
15+30 0 .0635 0 .14 Q V
15+35 0.0644 0 . 14 Q V
15+40 0 .0653 0 . 12 Q V
15+45 0.0660 0 . 11 Q V
15+50 0 .0668 0 . 11 Q v
15+55 0.0675 0 . 10 Q I V
16+ 0 0.0682 0 . 10 Q V
16+ 5 0 .0688 0 . 09 Q V
16+10 0 .0692 0 .06 Q V
16+15 0.0695 0.04 Q I V
16+20 0.0697 0.03 Q ( V
16+25 0.0698 0 .02 Q V
16+30 0. 0700 0.02 Q V
16+35 0. 0700 0 . 01 Q I V
16+40 0 . 0701 0 . 01 Q I V
16+45 0. 0702 0 . 01 Q V
16+50 0 . 0702 0 . 01 Q I V
16+55 0.0703 0 .01 Q V
17+ 0 0.0703 0.01 Q v
17+ 5 0.0703 0.00 Q V
17+10 0.0704 0. 01 0 I I V
17+15 0.0704 0 . 01 Q V
17+20 0. 0705 0 . 01 Q V
17+25 0. 070s 0 .01 Q V
17+30 0 .0705 0.01 Q V I
17+35 0 .0706 0. 01 Q I I V
17+40 0.0706 0 . 01 Q V
17+45 0. 0707 0 .01 Q VI
17+50 0. 0707 0.01 Q I VI
17+55 0 .0707 0. 01 Q VI
18+ 0 0.0708 0 . 01 Q VI
18+ 5 0.0708 0 .01 Q VI
18+10 0. 0708 0.01 Q I VI
18+15 0 .0709 0. 00 Q VI
18+20 0 .0709 0 . 00 Q VI
18+25 0. 0709 0 .00 Q VI
18+30 0. 0710 0. 00 Q VI
1a+35 0 . 0710 0 . 00 Q VI
18+40 0 .0710 0 . 00 Q VI
18+45 0. 0711 0 .00 Q VI
18+50 0 .0711 0 .00 Q VI
18+55 0 .0711 0 .00 Q VI
19+ 0 0. 0711 0. 00 Q I I V)
19+ 5 0 . 0712 0 . 00 Q VI
19+10 0 . 0712 0 . 00 Q VI
19+15 0 . 0712 0 . 00 Q VI
19+20 0. 0712 0 . 00 Q VI
19+25 0.0713 0 . 00 Q I I VI
19+30 0.0713 0 . 00 Q VI
19+35 0 .0713 0 . 00 Q VI
19+40 0 . 0713 0 .00 Q VI
19+45 0 . 0714 0.00 Q VI
19+50 0 . 0714 0. 00 Q VI
19+55 0.0714 0. 00 Q VI
20+ 0 0 .0714 0 . 00 Q vI
20+ 5 0.0715 0 . 00 Q V
20+10 0 . 0715 0 . 00 Q VI
20+15 0 . 0715 0 .00 Q VI
20+20 0. 0715 0 .00 Q I I I VI
20+25 0. 0715 0.00 Q VI
20+30 0.0716 0.00 Q VI
20+35 0.0716 0. 00 Q vI
20+40 0 .0716 0.00 Q vI
20+45 0. 0716 0. 00 0 I I VI
20+50 0 . 0717 0. 00 Q VI
20+55 0 . 0717 0 . 00 Q VI
21+ 0 0 . 0717 0 . 00 Q vI
21+ 5 0. 0717 0 . 00 Q VI
21+10 0. 0718 0 . 00 Q vI
21+15 0.0718 0 .00 Q vI
21+20 0. 0718 0 . 00 Q VI
21+25 0 .0718 0 . 00 Q VI
21+30 0.0718 0 .00 Q VI
21+35 0 .0719 0 . 00 Q VI
21+40 0 .0719 0. 00 Q I I VI
21+45 0.0719 0 . 00 Q VI
21+50 0.0719 0 .00 Q VI
21+55 0.0719 0 . 00 Q ( VI
22+ 0 0 .0720 0 . 00 Q vI
22+ 5 0.0720 0 . 00 Q I VI
22+10 0 .0720 0 . 00 Q VI
22+15 0.0720 0. 00 Q vI
22+20 0.0720 0. 00 Q V)
22+2s 0.0721 0. 00 Q VI
22+30 0.0721 0.00 Q VI
22+35 0. 0721 0.00 Q I VI
22+40 0. 0721 0.00 Q VI
22+45 0. 0721 0. 00 Q VI
22+50 0. 0722 0 . 00 Q VI
22+55 0 .0722 0 . 00 Q VI
23+ 0 0 .0722 0. 00 Q I VI
23+ 5 0 .0722 0. 00 Q VI
23+10 0 .0722 0.00 Q VI
23+15 0. 0722 0.00 Q VI
23+20 0.0723 0. 00 Q VI
23+25 0. 0723 0. 00 Q I I VI
23+30 0. 0723 0 . 00 Q VI
23+35 0 . 0723 0 . 00 Q V
23+40 0. 0723 0 . 00 Q I V
23+45 0 .0723 0 . 00 Q V
23+50 0 . 0724 0 . 00 Q VI
23+55 0 . 0724 0 . 00 Q VI
24+ 0 0. 0724 0.00 Q VI
24+ 5 0.0724 C. 0o Q I vI
24+10 0 .0724 0 . 00 Q VI
24+15 0 . 0724 0 . 00 Q VI
24+20 0 . 0724 0 . 00 Q VI
24+25 0 . 0724 0 . 00 Q VI
24+30 0 .0724 0 . 00 Q VI
24+35 0 . 0724 0 . 00 Q VI
24+40 0 . 0724 0 . 00 Q VI
24+45 0. 0724 0 . 00 Q VI
24+50 0 . 0724 0 .00 Q I VI
24+55 0 .0724 0 .00 Q VI
25+ 0 0 . 0724 0 .00 Q VI
25+ 5 0 . 0724 0 . 00 Q VI
25+10 0.0724 0 . 00 Q V
---- -- -- -- ------------ --- --- - ------------ -- ---- ------- ------ -- - --------
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 1999, Version 6.0
Study date 04/04/07 File: 100uh24100 .out
- -- --- - ---- -- - - - - - - - - - ------- - --- - -- - -- -- -- - -- - -- -- --------- -- - - - - -- ----
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Land Development Design Corporation, Ontario, CA - S/N 544
---- -- -- ------ -- --- - ------ --- - - --- - -- ---- ----- - -- --- - -- ------ ------ - -
English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
- -- ------ -- --- ----- --------- - - ------ -- -- ------ -- - -- - - ------- ---- ----
JN4053-Nelson
100 YR Storm- 24 HR hydrograph
Pre-Developed condition
---- ----------------------- - ----- -- -
Drainage Area = 1. 03 (Ac. ) = 0.002 Sq. Mi .
USER Entry of lag time in hours
Lag time = 0. 150 Hr.
Lag time = 9. 00 Min.
25% of lag time = 2 .25 Min.
40% of lag time = 3 .60 Min.
Unit time = 5.00 Min.
Duration of storm = 24 Hour(s)
User Entered Base Flow = 0 .00 (CFS)
• 2 YEAR Area rainfall data:
Area (Ac. ) [1] Rainfall (In) [2] Weighting [1*2]
1 .03 1.80 1 . 85
100 YEAR Area rainfall data:
Area(Ac. ) [1] Rainfall (In) [2] Weighting [1*2]
1.03 4 .50 4 .63
STORM EVENT (YEAR) = 100 .00
Area Averaged 2-Year Rainfall = 1 .800 (In)
Area Averaged 100-Year Rainfall = 4 .500 (In)
Point rain (area averaged) = 4 .500 (In)
Areal adjustment factor = 100 . 00 %
Adjusted average point rain = 4 .500 (In)
Sub-Area Data:
Area(Ac. ) Runoff Index Impervious %
1. 030 86.00 0.000
Total Area Entered = 1 . 03 (Ac. )
RI RI Infil . Rate Impervious Adj . Infil. Rate Area% F
AMC2 AMC-3 (In/Hr) (Dec.%) (In/Hr) (Dec. ) (In/Hr)
86. 0 94 .4 0. 073 0 . 000 0.073 11000 0.073
. Sum (F) = 0. 073
Area averaged mean soil loss (F) (In/Hr) = 0.073
Minimum soil loss rate ( (In/Hr) ) = 0 . 036
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0 . 900
- - --- - - - -- --- - -- - - - --- - -- - -- - - - -- - -- -- - -- -- - -- --- - - -- - -- - - - --- ---- - --
U n i t H y d r 0 g r a p h
VALLEY S-Curve
--- --- - - -- --- - -- --- - - - ----- - - --- ------- - ---- -- --- ---- -- - - -- - ---- - --
Unit Hydrograph Data
- ----- - - - -- -- -- ---- - - --- -- -- - --- ------- --- - -- -- - -- ------- - -- ------ - - -
Unit time period Time % of lag Distribution Unit Hydrograph
(hrs) Graph % (CFS)
--------- - ---- - ---- -- ------- - - - ---- ------ --- ----- -- -- - ---- - - - --- --- - -
1 0.083 55. 556 7.238 0,075
2 0 . 167 111 . 111 30.668 0 . 318
3 0.250 166 .667 27.886 0 .289
4 _0.333 222 .222 11.247 0. 117
5 0.417 277 .778 6 . 375 0. 066
6 0 .500 333 . 333 4 . 366 0.045
7 0 . 583 388 .889 3 .169 0 .033
8 0. 667 444 .444 2 .271 0 .024
9 0.750 500.000 1.746 0 .018
10 0 .833 555 . 556 1.444 0. 015
11 0 . 917 611 . 111 1 . 086 0. 011
12 1 . 000 666 .667 0.839 0.009
13 1.083 722 .222 0,610 0 .006
14 1.167 777 .778 0 .556 0 .006
15 1.250 833 . 333 0.500 0 .005
Sum 0 Sum 1----------- -- -- = --- --- --- - ,038
------- - -- ------
Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective
(Hr. ) Percent (In/Hr) Max Low (In/Hr)
1 0.08 0. 07 0 .036 0. 129 0.032 0.00
2 0.17 0. 07 0. 036 0. 129 0.032 0. 00
3 0.25 0 .07 0 . 036 0. 128 0.032 0.00
4 0.33 0 .10 0 . 054 0.128 0.049 0.01
5 0.42 0.10 0 . 054 0.127 0.049 0. 01
6 0.50 0.10 0 . 054 0.127 0. 049 0. 01
7 0 .58 0.10 0 . 054 0.126 0.049 0. 01
8 0.67 0.10 0 . 054 0.126 0.049 0. 01
9 0. 75 0.10 0 . 054 0 .125 0 . 049 0.01
10 0 .83 0.13 0 . 072 0.125 0. 065 0. 01
11 0 . 92 0.13 0 . 072 0.124 0 . 065 0. 01
12 1 . 00 0.13 0 . 072 0 .124 0 . 065 0. 01
13 1 . 08 0.10 0 . 054 0 .123 0. 049 0.01
14 1 . 17 0.10 0 . 054 0 .123 0. 049 0.01
15 1 .25 0.10 0 . 054 0 .122 0 .049 0.01
16 1 . 33 0.10 0 . 054 0 .122 0. 049 0. 01
17 1.42 0.10 0 . 054 0.121 0 . 049 0.01
18 1 ,50 0.10 0 .054 0.121 0. 049 0.01
19 1 .58 0.10 0 . 054 0 .120 0. 049 0.01
20 1 .67 0 .10 0.054 0.120 0.049 0 . 01
. 21 1 .75 0 . 10 0.054 0.119 0.049 0 . 01
22 1 .83 0 . 13 0.072 0.119 0.065 0 . 01
23 1. 92 0 . 13 0 .072 0.118 0.065 0 . 01
24 2 .00 0 . 13 0 . 072 0. 118 0. 065 0.01
• 25 2 .08 0 . 13 0.072 0. 117 0. 065 0 .01
26 2 . 17 0 . 13 0 .072 0. 127 0. 065 0 .01
27 2 .25 0 . 13 0 .072 0. 116 0. 065 0.01
28 2 . 33 0 . 13 0 .072 0. 116 0. 065 0 .01
29 2 .42 0 . 13 0.072 0. 115 0.065 0 . 01
30 2 .50 0. 13 0. 072 0 . 115 0 . 065 0 . 01
31 2 . 58 0 .17 0 . 090 0 . 115 0 . 081 0 . 01
32 2 .67 0 .17 0. 090 0.114 0 . 081 0 . 01
33 2 .75 0 .17 0 . 090 0 .114 0 . 081 0 . 01
34 2 .83 0 . 17 0 . 090 0 .113 0 . 081 0 . 01
35 2 . 92 0 . 17 0 . 090 0 .113 0 .081 0 . 01
36 3 .00 0 . 17 0. 090 0 . 112 0. 081 0 . 01
37 3 .08 0 . 17 0 . 090 0 . 112 0. 081 0 . 01
38 3 . 17 0.17 0 . 090 0 . 111 0 . 081 0 .01
39 3 .25 0.17 0 . 090 0 .111 0 . 081 0 .01
40 3 .33 0.17 0 . 090 0 .110 0.081 0. 01
41 3 .42 0 . 17 0 . 090 0.110 0. 081 0.01
42 3 .50 0 . 17 0 . 090 0 .109 0 .081 0 .01
43 3 .58 0. 17 0 . 090 0 .109 0 . 081 0.01
44 3 .67 0 .17 0 . 090 0 .108 0 . 081 0.01
45 3 .75 0 .17 0. 090 0 .108 0. 081 0.01
46 3 .83 0.20 0.108 0 . 108 --- 0 .00
47 3 .92 0.20 0.108 0. 107 --- 0 . 00
48 4 .00 0.20 0.108 0 .107 - -- 0 . 00
49 4 .08 0.20 0.108 0 .106 --- 0 . 00
SO 4 .17 0.20 0.108 0 .106 --- 0 . 00
51 4 .25 0.20 0. 108 0.105 - -- 0 .00
• 52 4 . 33 0 .23 0 . 126 0. 105 --- 0.02
53 4 .42 0.23 0 . 126 0.104 0.02
54 4 . 50 0 .23 0 . 126 0. 104 --- 0.02
55 4 .58 0 .23 0 . 126 0. 104 - -- 0 .02
56 4 .67 0 .23 0. 126 0.103 --- 0 .02
57 4 .75 0 .23 0.126 0. 103 --- 0 . 02
58 4 .83 0.27 0.144 0.102 --- 0 . 04
59 4 .92 0 .27 0.144 0 .102 --- 0. 04
60 5.00 0.27 0 .144 0 .101 -- - 0.04
61 5.08 0.20 0 . 108 0 .101 --- 0.01
62 5.17 0.20 0 . 108 0.100 --- 0. 01
63 5.25 0.20 0.108 0.100 --- 0 . 01
64 5 . 33 0 .23 0.126 0. 100 --- 0. 03
65 5 .42 0.23 0.126 0 .099 --- 0.03
66 5.50 0.23 0 . 126 0.099 --- 0.03
67 5.58 0.27 0. 144 0.098 --- 0 . 05
68 5. 67 0.27 0.144 0.098 --- 0 . 05
69 5 .75 0 .27 0. 144 0. 097 --- 0 . 05
70 5 .83 0 .27 0 . 144 0 . 097 --- 0. 05
71 5. 92 0.27 0 .144 0.097 --- 0.05
72 6. 00 0.27 0.144 0 .096 --- 0 . 05
73 6 . 08 0 . 30 0 . 162 0. 096 --- 0 . 07
74 6 . 17 0 .30 0 . 162 0 .095 --- 0 .07
75 6.25 0. 30 0 .162 0 .095 --- 0 . 07
76 6 . 33 0. 30 0. 162 0.094 --- 0. 07
77 6 .42 0 .30 0. 162 0.094 - -- 0.07
78 6 .50 0.30 0 . 162 0. 094 --- 0 . 07
• 79 6. 58 0. 33 0.180 0 .093 0 . 09
80 6 . 67 0. 33 0 . 180 0.093 0. 09
81 6.75 0. 33 0.160 0 . 092 - - - 0 . 09
82 6 .83 0 . 33 0 . 180 0 . 092 0 .09
83 6 . 92 0 . 33 0. 180 0.091 0.09
84 7 . 00 0. 33 0 . 180 0 .091 -- - 0. 09
85 7 .08 0 .33 0. 180 0 .091 --- 0. 09
86 7 .17 0 . 33 0 .160 0.090 - -- 0 . 09
87 7 .25 0 . 33 0 . 180 0.090 --- 0 .09
88 7 .33 0 .37 0 . 198 0 .089 --- 0 . 11
89 7 .42 0 .37 0 .198 0 .089 - - - 0 . 11
90 7 .50 0 . 37 0 . 198 0 .089 --- 0 .11
91 7 . 58 0.40 0 .216 0 .086 --- 0 .13
92 7.67 0.40 0 .216 0 .088 -- - 0.13
93 7 .75 0 .40 0 .216 0.087 -- - 0 . 13
94 7 . 83 0.43 0 .234 0 .087 - -- 0 .15
95 7.92 0 .43 0 .234 0 .087 --- 0 .15
96 8.00 0 .43 0 .234 0.086 --- 0. 15
97 8 . 08 0. 50 0.270 0.086 --- 0. 18
98 8.17 0 .50 0.270 0.085 --- 0. 18
99 8.25 0 .50 0 .270 0 .085 --- 0 . 19
100 8 .33 0 . 50 0 .270 0. 085 --- 0. 19
101 8 .42 0.50 0.270 0.084 --- 0. 19
102 6.50 0 .50 0 .270 0 .084 --- 0 . 19
103 8 .58 0 .53 0 .288 0 .083 --- 0 .20
104 8 .67 0. 53 0 .288 0.083 --- 0 .21
105 8.75 0.53 0.266 0.083 --- 0.21
106 8.83 0.57 0 .306 0.082 --- 0.22
107 8.92 0.57 0 .306 0.082 --- 0 .22
109 9.08 0 . 63 0 . 342 0.081 --- 0 .22
109 9. 08 0.63 0 .342 0.081 0 . 26
110 9.17 0.63 0.342 0.081 0 .26
111 9.25 0 .63 0.342 0.080 --- 0.26
112 9.33 0 .67 0.360 0 .080 --- 0.28
113 9.42 0. 67 0 .360 0.080 --- 0 .28
114 9.50 0.67 0 .360 0.079 --- 0.26
115 9.58 0.70 0 .378 0.079 --- 0 .30
116 9.67 0 .70 0.378 0 .078 --- 0 .30
117 9.75 0 .70 0.378 0 .078 --- 0.30
118 9.83 0 .73 0 .396 0 .078 --- 0. 32
119 9. 92 0.73 0 .396 0. 077 --- 0 . 32
120 10. 00 0.73 0 .396 0.077 --- 0. 32
121 10. 08 0.50 0 .270 0.077 --- 0 . 19
122 10.17 0.50 0 .270 0.076 --- 0. 19
123 10.25 0.50 0.270 0.076 --- 0 . 19
124 10.33 0.50 0.270 0 .075 --- 0 . 19
125 10 .42 0.50 0.270 0 .075 --- 0 .19
126 10.50 0 .50 0.270 0.075 --- 0 .20
127 10.58 0.67 0.360 0.074 --- 0 .29
128 20. 67 0 .67 0.360 0.074 --- 0 .29
129 10 .75 0 .67 0.360 0. 074 --- 0.29
130 10 .83 0 .67 0.360 0.073 --- 0.29
131 10 . 92 0 .67 0.360 0. 073 --- 0 .29
132 11 .00 0 .67 0.360 0. 072 --- 0 .29
133 11 . 08 0 .63 0.342 0. 072 - -- 0 .27
134 11 . 17 0.63 0.342 0.072 --- 0.27
135 11 .25 0. 63 0.342 0.071 -- 0 .27
_
136 11 . 33 0 .63 0.342 0.071 0.27
137 11 .42 0.63 0.342 0.071 --- 0.27
138 11 . 50 0.63 0 . 342 0. 070 - - - 0 . 27
139 11 .58 0 . 57 0 . 306 0. 070 0 . 24
140 11 .67 0 .57 0 . 306 0 .070 0 . 24
141 11 .75 0 . 57 0. 306 0 .069 - - - 0 .24
142 11 . 83 0 . 60 0.324 0 .069 - - - 0.26
143 11 . 92 0. 60 0 . 324 0 .069 -- - 0.26
144 12 .00 0.60 0 . 324 0. 068 - -- 0 .26
145 12 .08 0 .83 0 .450 0. 068 - -- 0 . 38
146 12 . 17 0 .83 0 .450 0 .068 - -- 0 . 38
147 12 .25 0 .83 0 .450 0 .067 - - - 0 . 38
148 12 . 33 0.87 0.468 0 .067 - -- 0 .40
149 12 .42 0 .87 0 .468 0. 067 - - - 0 .40
150 12 . 50 0 .87 0 .468 0.066 -- - 0 .40
151 12 . 58 0 . 93 0 . 504 0 .066 - -- 0 .44
152 12.67 0 . 93 0 . 504 0 .066 --- 0 .44
153 12.75 0. 93 0 . 504 0 .065 --- 0 .44
154 12 .83 0. 97 0 .522 0.065 --- 0 .46
155 12 . 92 0 . 97 0.522 0.065 --- 0 .46
156 13 . 00 0 . 97 0 .522 0 .064 - -- 0 .46
157 13 . 08 1 . 13 0 .612 0 .064 - -- 0.55
158 13 .17 1 .13 0 . 612 0 .064 -- - 0 .55
159 13 .25 1.13 0 . 612 0 .063 --- 0.55
160 13 .33 1 . 13 0 .612 0 .063 --- 0 .55
161 13 .42 1 .13 0. 612 0. 063 --- 0 . 55
162 13 .50 1 .13 0.612 0. 062 --- 0. 55
163 13 .58 0 .77 0.414 0.062 --- 0 . 35
164 13 . 0 .77 0 .41 0.06 0 . 35
165 13 . 75 75 0.77 0.414 0.0611 - 0 . 35
__
166 13 .83 0.77 0 .414 0.061 0 . 35
167 13 .92 0. 77 0 .414 0.061 --- 0 .35
168 14 .00 0.77 0 .414 0 .060 --- 0 .35
169 14 .08 0.90 0 .486 0.060 --- 0 .43
170 14 .17 0.90 0 .486 0.060 --- 0 .43
171 14 .25 0 .90 0 .486 0. 060 --- 0 .43
172 14 .33 0 .87 0 .468 0.059 --- 0.41
173 14 .42 0 .87 0.468 0.059 --- 0.41
174 14 .50 0 .87 0 .468 0.059 --- 0.41
175 14 . 58 0 .87 0 .468 0.058 --- 0.41
176 14 . 67 0 .87 0 .468 0.058 --- 0 .41
177 14 . 75 0 .87 0 .468 0.058 --- 0.41
178 14 .83 0 .83 0 .450 0.057 --- 0 .39
179 14 .92 0 .83 0 .450 0.057 --- 0 .39
180 15. 00 0 .83 0 .450 0.057 --- 0 .39
181 15. 08 0 .80 0 .432 0.057 --- 0 .38
182 15. 17 0 .80 0.432 0. 056 --- 0 .38
183 15.25 0 .80 0 .432 0.056 --- 0 .38
184 15. 33 0 .77 0 .414 0.056 --- 0 .36
185 15.42 0.77 0 .414 0. 055 --- 0 . 36
186 15.50 0 .77 0 .414 0. 055 --- 0 . 36
187 15 .58 0.63 0.342 0. 055 --- 0.29
188 15.67 0.63 0.342 0. 055 --- 0.29
189 15 .75 0.63 0.342 0.054 --- 0.29
190 15 .83 0.63 0. 342 0 .054 --- 0 .29
191 15.92 0.63 0 . 342 0 .054 --- 0.29
192 16.00 0 . 63 0 . 342 0 .053 0.29
193 16 . 08 0 . 13 0.072 0 .053 --- 0 .02
194 16 . 17 0.13 0 .072 0.053 - - - 0 . 02
195 16.25 0 .13 0 .072 0 .053 - -- 0 . 02
196 16 .33 0 . 13 0 . 072 0 .052 0 . 02
197 16 .42 0 . 13 0 . 072 0.052 - -- 0 .02
198 16 . 50 0 .13 0 . 072 0. 052 - -- 0 .02
199 16.58 0.10 0 . 054 0. 052 -- - 0 .00
200 16. 67 0. 10 0.054 0. 051 - - - 0.00
201 16 .75 0 . 10 0. 054 0.051 -- - 0 . 00
202 16. 83 0 . 10 0 . 054 0.051 - -- 0. 00
203 16.92 0 . 10 0 . 054 0. 051 --- 0 . 00
204 17 .00 0 .10 0 . 054 0 .050 --- 0 . 00
205 17.08 0. 17 0.090 0.050 -- - 0. 04
206 17 . 17 0 . 17 0.090 0 .050 - -- 0 .04
207 17 .25 0 .17 0. 090 0. 050 --- 0. 04
208 17 .33 0.17 0 . 090 0 .049 - -- 0 . 04
209 17 .42 0.17 0 . 090 0 .049 --- 0 . 04
210 17.50 0 . 17 0.090 0.049 --- 0. 04
211 17 . 58 0 .17 0 .090 0.049 --- 0 .04
212 17.67 0.17 0 .090 0. 048 --- 0 .04
213 17 .75 0.17 0 . 090 0.048 --- 0.04
214 17 .83 0 .13 0 . 072 0.048 --- 0.02
215 17 . 92 0 .13 0 .072 0.048 --- 0. 02
216 18 .00 0 . 13 0 .072 0.047 --- 0 . 02
217 18. 08 0 .13 0.072 0.047 --- 0 . 02
218 16.17 0.13 0.072 0.047 --- 0 .03
219 18.25 0.13 0.072 0.047 --- 0 .03
220 18 .33 0.13 0 . 072 0.046 --- 0.03
22 18 . 0.13 0 . 072 0 .046 --- 0 .03
222 18 . 50 50 0 .13 0 .072 0 .046 0. 03
223 18.58 0 . 10 0 . 054 0. 046 0. 01
224 18.67 0.10 0.054 0.046 --- 0. 01
225 18.75 0.10 0.054 0.045 --- 0. 01
226 18 .83 0.07 0.036 0.045 0.032 0 . 00
227 18 . 92 0.07 0.036 0.045 0.032 0 . 00
228 19. 00 0.07 0.036 0.045 0.032 0 . 00
229 19. 08 0 .10 0.054 0 .044 --- 0 .01
230 19. 17 0 .10 0 . 054 0 .044 --- 0 . 01
231 19.25 0 .10 0. 054 0 .044 --- 0 .01
232 19.33 0 . 13 0. 072 0.044 --- 0 . 03
233 19.42 0 . 13 0 . 072 0. 044 --- 0 .03
234 19.50 0.13 0 . 072 0.043 --- 0 .03
235 19.58 0. 10 0 . 054 0.043 --- 0 .01
236 19.67 0. 10 0 . 054 0. 043 --- 0.01
237 19.75 0. 10 0 . 054 0.043 --- 0 . 01
238 19.83 0.07 0 . 036 0.043 0.032 0 . 00
239 19.92 0. 07 0.036 0. 042 0.032 0 . 00
240 20.00 0. 07 0.036 0.042 0. 032 0 .00
241 20.08 0. 10 0.054 0. 042 --- 0 . 01
242 20.17 0. 10 0.054 0. 042 --- 0 . 01
243 20.25 0. 10 0.054 0. 042 --- 0 . 01
244 20.33 0. 10 0.054 0. 042 --- 0 . 01
245 20.42 0 . 10 0.054 0.041 - -- 0 . 01
246 20.50 0 . 10 0.054 0. 041 --- 0. 01
247 20. 58 0 . 10 0. 054 0 . 041 --- 0. 01
248 20. 67 0 .10 0. 054 0 . 041 --- 0. 01
249 20.75 0.10 0 . 054 0 .041 0. 01
250 20 .83 0 .07 0 . 036 0 .041 0 .032 0. 00
251 20 . 92 0 .07 0 . 036 0 .040 0.032 0. 00
• 252 21 .00 0 . 07 0 . 036 0 .040 0 .032 0 . 00
253 21 . 08 0 . 10 0 . 054 0 . 040 0 . 01
254 21 . 17 0.10 0, 054 0 . 040 - - - 0 .01
255 21 .25 0.10 0. 054 0.040 - -- 0.01
256 21 . 33 0 .07 0 . 036 0.040 0 .032 0.00
257 21 .42 0 . 07 0 . 036 0 .039 0 .032 0 .00
258 21 .50 0. 07 0 . 036 0 . 039 0 .032 0 . 00
259 21 .58 0 . 10 0.054 0.039 - -- 0 . 01
260 21 .67 0 . 10 0.054 0 .039 - -- 0 . 02
261 21. 75 0. 10 0 . 054 0 .039 - -- 0 .02
262 21 .83 0. 07 0 . 036 0 .039 0 .032 0. 00
263 21 . 92 0 .07 0 .036 0. 039 0 . 032 0 . 00
264 22 .00 0 .07 0. 036 0 .038 0.032 0 . 00
265 22 , 06 0 . 10 0 . 054 0 .038 --- 0 . 02
266 22 .17 0.10 0 . 054 0 .038 --- 0 .02
267 22 .25 0 .10 0 . 054 0. 038 --- 0 .02
268 22 . 33 0 .07 0 .036 0.038 0 . 032 0 . 00
269 22 .42 0 . 07 0.036 0.038 0.032 0. 00
270 22 . 50 0.07 0 .036 0 .038 0 .032 0 . 00
271 22.58 0.07 0 . 036 0 .038 0 .032 0 . 00
272 22 .67 0 .07 0. 036 0. 038 0.032 0 . 00
273 22 .75 0 . 07 0. 036 0.037 0 .032 0. 00
274 22 .83 0 . 07 0.036 0.037 0. 032 0.00
275 22 .92 0.07 0.036 0.037 0.032 0. 00
276 23 .00 0 .07 0 . 036 0 . 037 0 .032 0 . 00
277 23 .08 0 .07 0 . 036 0. 037 0 . 032 0 . 00
278 23 .17 0 .07 0 . 036 0.037 0. 032 0 .00
279 23 .25 0 . 07 0 .036 0 .037 0.032 0 .00
280 23 .33 0. 07 0.036 0 .037 0.032 0 .00
281 23 .42 0.07 0.036 0 .037 0.032 0.00
282 23 .50 0.07 0.036 0.037 0. 032 0. 00
283 23 .58 0.07 0.036 0. 037 0 .032 0. 00
284. 23 .67 0 .07 0 . 036 0.037 0 .032 0. 00
285 23 .75 0 .07 0 . 036 0.036 0. 032 0 . 00
286 23 .83 0 .07 0. 036 0.036 0.032 0 . 00
287 23 . 92 0 , 07 0 . 036 0.036 0.032 0 . 00
288 24 . 00 0, 07 0 .036 0.036 0.032 0.00
Sum = 100 .0 Sum = 35.8
Flood volume = Effective rainfall 2 .98 (In)
times area 1.0 (Ac. ) / [ (In) / (Ft. ) ] = 0.3 (Ac.Ft)
Total soil loss = 1.52 (In)
Total soil loss = 0 .130 (Ac.Ft)
Total rainfall = 4 .50 (In)
Flood volume = 11142 .1 Cubic Feet
Total soil loss = 5662 . 9 Cubic Feet
--- ----------
Peak flow rate of this hydrograph = 0.557 (CFS)
--------------------- --- -------------------------- --- ------------- - -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
24 - H O U R S T 0 R M
R u n o f f H y d r o g r a p h
--------- --------------------- --------------------------------- -----
• Hydrograph in 5 Minute intervals ( (CFS) )
------------'-- ----------------- ----------- ------"'-
Time (h+m) Volume AC.Ft Q(CFS) 0 2. 5 5 . 0 7 . 5 10.0
0+ 5 0 . 0000 0 .00 Q
0+10 0 . 0000 0.00 Q
I I
0+15 0 . 0000 0.00 Q
0+20 0 . 0000 0.00 Q
0+25 0 . 0001 0.00 Q
0+30 0 . 0001 0.00 Q
0+35 0 . 0001 0.00 Q
0+40 0 .0002 0.01 Q
0+45 0 . 0002 0.01 Q
0+50 0 . 0002 0.01 Q
0+55 0. 0003 0 .01 Q I
1+ 0 0.0003 0.01 Q
1+ 5 0.0004 0 .01 Q
1+10 0.0004 0.01 Q
1+15 0.0005 0 .01 Q
1+20 0.0005 0.01 Q
1+25 0.0005 0.01 Q
1+30 0.0006 0.01 Q
1+35 0 .0006 0.01 Q
1+40 0.0007 0.01 Q
1+45 0.0007 0.01 Q
1+50 0.0007 0 .01 Q I I
1+55 0 .0008 0.01 Q
2+ 0 0.0008 0.01 Q
2+ 5 0.0009 0 . 01 Q
2+10 0.0009 0 .01 Q
• 2+15 0.0010 0 . 01 Q
2+20 0.0010 0 . 01 Q
2+25 0.0011 0 . 01 Q
2+30 0.0011 0 .01 Q
2+35 0.0012 0 .01 Q
2+40 0. 0012 0.01 Q
2+45 0. 0013 0.01 Q
2+50 0 . 0014 0.01 Q
2+55 0 . 0014 0.01 Q
3+ 0 0. 0015 0.01 Q
3+ 5 0 . 0016 0 .01 Q
3+10 0.0016 0 . 01 Q
3+15 0.0017 0.01 Q
3+20 0.0017 0.01 Q
3+25 0. 0018 0.01 Q
3+30 0 . 0019 0. 01 Q
3+35 0. 0019 0 . 01 Q
3+40 0 .0020 0.01 Q
3+45 0.0021 0.01 Q
3+50 0.0021 0.01 Q
3+55 0. 0022 0. 01 Q
4+ 0 0. 0022 0 . 00 Q
4+ 5 0.0022 0 .00 Q
4+10 0.0022 0.00 Q
4+15 0. 0023 0. 00 Q
4+20 0 . 0023 0 . 00 Q
• 4+ 0 .0024 0.0 Q
9+30 30 0.0025 0.02 Q
4+35 0. 0026 0. 02 Q
4+40 0 . 0027 0 . 02 Q I
• 4+45 0 . 0029 0 . 02 Q
4+50 0 . 0030 0 . 02 Q
4+55 0 .0032 0 . 03 Q
5+ 0 0 .0035 0 . 04 Q
5+ 5 0 . 0037 0 . 04 Q
5+10 0 . 0039 0 . 03 Q
5+15 0 . 0040 0 . 02 Q
5+20 0 . 0041 0 . 02 Q
5+25 0 . 0043 0 . 02 Q I
5+30 0 . 0044 0 . 02 Q
5+35 0 . 0046 0 . 03 Q
5+40 0 . 0049 0 . 03 Q
5+45 0. 0051 0 . 04 Q
5+50 0. 0054 0 . 04 Q
5+55 0.0057 0 . 04 Q
6+ 0 0. 0061 0 . 05 Q
6+ 5 0. 0064 0 . 05 Q
6+10 0. 0068 0. 05 QV
6+15 0. 0072 0 .06 QV I I
6+20 0.0076 0 . 06 QV
6+25 0.0081 0 . 07 QV
6+30 0.0085 0 .07 QV
6+35 0.0090 0 .07 QV
6+40 0.0095 0.08 QV
6+45 0. 0101 0.08 QV
6+50 0. 0107 0 .09 QV
• 6+55 0 .0113 0.09 QV
7+ 0 0 . 0119 0.09 QV
7+ 5 0 . 0125 0.09 Qv I I I
7+10 0 .0132 0 .09 Q v
7+15 0 . 0138 0 . 09 Q v
7+20 0 . 0144 0 . 09 Q v
7+25 0 .0151 0 .10 Q v
7+30 0.0159 0.11 Q v
7+35 0.0166 0.11 Q v
7+40 0.0174 0.12 Q v
7+45 0.0183 0.12 Q V .
7+50 0.0192 0. 13 Q v
7+55 0. 0201 0. 14 Q V I I I
8+ 0 0 . 0211 0. 14 Q v
8+ 5 0 .0221 0.15 Q v
8+10 0.0232 0 .16 Q V
8+15 0.0244 0. 17 Q v
8+20 0.0257 0 . 18 Q v
8+25 0. 0269 0.18 Q V
8+30 0 .0282 0.19 Q V
8+35 0.0295 0. 19 Q V
8+40 0.0309 0 .20 Q V
8+45 0. 0323 0.20 Q v I
8+50 0. 0337 0.21 Q v
8+55 0.0352 0.22 Q v
9+ 0 0.0367 0 .22 Q v
. 9+ 5 0.0 0.2 Q V
9+10 0 . 0400 400 0.24 Q V
9+15 0.0417 0 .25 IQ V
9+20 0 .0435 0 .26 Q V
9+25 0.0454 0 .27 iQ V
9+30 0 .0473 0 . 26 Q V
9+35 0 . 0493 0 . 28 IQ V
9+40 0 . 0513 0.29 IQ V I
9+45 0 . 0534 0. 30 IQ V I
9+50 0 .0554 0. 30 IQ V I
9+55 0 .0576 0 . 31 IQ VI
10+ 0 0 .0598 0 .32 IQ VI
10+ 5 0 .0620 0. 31 IQ VI
10+10 0 .0639 0 .28 IQ VI
10+15 0 . 0655 0 .24 Q V
10+20 0 .0671 0. 23 Q V
10+25 0.0686 0.22 Q V
10+30 0 .0701 0.22 Q V
10+35 0 .0716 0.22 Q IV
10+40 0 .0733 0 .25 Q IV
10+45 0 . 0752 0 .27 IQ IV
10+50 0 . 0771 0 .28 IQ I V
10+55 0 .0791 0 .28 IQ I V
11+ 0 0.0811 0 .29 IQ I V
11+ 5 0.0831 0 .29 IQ I V
11+10 0 .0850 0 .29 IQ I V
11+15 0 .0870 0.28 IQ I V
11+20 0 .0889 0.28 Q I V
11+25 0. 0909 0.28 IQ I V I
11+30 0 . 0928 0.28 IQ I V
11+35 0 . 0947 0.28 IQ I V
11+40 0 . 0966 0.27 IQ I V
11+45 0 . 0984 0.26 IQ I V
11+50 0. 1001 0.26 IQ I V
ll+55 0.1019 0 .26 IQ I V
12+ 0 0.1037 0 .26 IQ I V
12+ 5 0.1056 0.27 IQ I V
12+10 0 .1078 0.31 IQ I V
12+15 0.1102 0. 35 IQ I V
12+20 0.1127 0 . 37 IQ I V
12+25 0.1154 0.38 IQ I V
12+30 0.1181 0.39 IQ I V
12+35 0.1206 0.40 IQ I V
12+40 0.1237 0.42 IQ I VI
12+45 0.1267 0.43 IQ I VI
12+50 0.1297 0.44 IQ I V
12+55 0 . 1329 0.45 IQ I V
13+ 0 0.1360 0.46 IQ I IV
13+ 5 0.1393 0 .47 IQ I IV
13+10 0 . 1427 0 . 50 Q V
13+15 0 . 1464 0 .53 Q V
13+20 0 . 1502 0.54 Q V
13+25 0 .1540 0 .55 Q V
13+30 0 . 1578 0.56 I Q I I V
13+35 0.1616 0.55 Q V
13+40 0.1649 0 .49 Q V
13+45 0.1679 0 .43 Q V
13+5 0. 17 0 .41 Q V
13+55 0. 173434 0 .40 IQ V
14+ 0 0 . 1761 0 .39 IQ V
14+ 5 0. 1788 0. 39 IQ I V I
14+10 0 . 1816 0 .41 IQ V
14+15 0 . 1845 0 .43 Q V
14+20 0 . 1875 0 .43 Q VI
14+25 0 . 1905 0 .43 IQ VI
14+30 0 . 1934 0 .42 Q V
I
14+35 0 . 1963 0 .42 Q V
14+40 0 . 1992 0 .42 IQ IV
14+45 0 .2022 0 .42 IQ IV
14+50 0 .2051 0 .42 IQ V
14+55 0 .2080 0 .42 IQ V
15+ 0 0 .2108 0.41 IQ I I V
15+ 5 0 .2136 0.41 IQ V
15+10 0 .2164 0.40 IQ V
15+15 0 .2192 0.40 IQ I V
15+20 0 .2219 0.39 IQ i V I
15+25 0 .2245 0.39 Q V
15+30 0 .2272 0.38 Q V
15+35 0.2297 0. 37 IQ V
15+40 0 .2321 0 . 35 IQ V
15+45 0 .2344 0 . 33 IQ V
15+50 0.2366 0 . 32 IQ V
15+55 0.2387 0 . 31 IQ V
16+ 0 0. 2409 0 . 31 IQ i V
16+ 5 0.2428 0.29 10 V
16+10 0.2442 0.20 Q V
16+15 0.2450 0.12 Q V
16+20 0 .2456 0. 09 Q V
16+25 0 .2461 0 . 07 Q V
16+30 0 .2465 0 . 06 Q V
16+35 0 .2468 0 . 05 Q I V
16+40 0.2470 0.03 Q V
16+45 0.2472 0.02 Q V
16+50 0.2473 0.02 Q V
16+55 0.2474 0.01 Q V
17+ 0 0.2475 0.01 Q I V
17+ 5 0 .2475 0 . 01 Q V
17+10 0.2477 0 . 02 Q V
17+15 0.2479 0.03 Q V
17+20 0.2481 0. 03 Q V
17+25 0.2484 0 . 04 Q V
17+30 0.2486 0 . 04 Q I V
17+35 0.2489 0.04 Q I V
17+40 0.2492 0.04 Q V
17+45 0.2495 0 . 04 Q VI
17+50 0.2497 0 . 04 Q I I VI
17+55 0 .2500 0.04 Q I VI
18+ 0 0.2502 0. 03 Q VI
184 5 0.2504 0 . 03 Q V
18+10 0.2506 0. 03 Q I V
18+15 0.2508 0. 03 Q I VI
18+20 0.2510 0 . 03 Q VI
18+25 0.2512 0. 03 Q VI
18+30 0 .2513 0. 03 Q I VI
18+35 0.2515 0 . 03 Q VI
18+40 0.2517 0.02 Q VI
18+45 0 .2518 0. 02 Q VI
18+50 0 .2519 0 .01 Q VI
18+55 0 .2519 0. 01 Q VI
19+ 0 0 .2520 0 . 01 Q vl
19+ 5 0.2520 0. 01 Q I I ! VI
19+10 0 ,2521 0 . 01 Q VI
19+15 0 .2521 0 .01 Q VI
19+20 0.2522 0 . 01 Q VI
19+25 0 .2523 0.02 Q vl
19+30 0 .2525 0.02 Q VI
19+35 0.2527 0. 02 Q I I VI
19+40 0.2526 0 . 02 Q VI
19+45 0.2S29 0 . 01 Q VI
19+50 0 .2530 0 , 01 Q VI
19+55 0 .2530 0 .01 Q VI
20+ 0 0 .2531 0.01 Q VI
20+ 5 0.2532 O, ol Q I V!
20+10 0 .2532 0 . 01 Q VI
20+15 0.2533 0 . 01 Q VI
20+20 0.2534 0 . 01 Q VI
20+25 0 .2535 0 . 01 Q VI
20+30 0 .2535 0.01 Q v
20+35 0.2536 0.01 Q ! I VI
20+40 0 .2537 0 .01 Q I V
20+45 0.2538 0.01 Q VI
20+50 0.2539 0.01 Q VI
20+55 0.2540 0.01 Q VI
21+ 0 0.2540 0.01 Q VI
21+ 5 0.2540 0. 01 Q I I I VI
21+10 0.2541 0 . 01 Q VI
21+15 0 .2542 0 . 01 Q VI
21+20 0 .2543 0 . 01 Q VI
21+25 0 .2543 0 . 01 Q VI
21+30 0 .2544 0 . 01 Q VI
21+35 0.2544 0 . 01 Q VI
21+40 0.2545 0 . 01 Q VI
21+45 0.2546 0. 01 Q VI
21+50 0.2547 0 . 01 Q VI
21+55 0.2547 0 . 01 Q VI
22+ 0 0.2548 0 . 01 Q VI
22+ 5 0,2548 0 . 01 Q VI
22+10 0.2549 0 . 01 Q I I VI
22+15 0.2550 0 . 01 Q VI
22+20 0,2551 0. 01 Q VI
22+25 0,2552 0.01 Q VI
22+30 0,2552 0 . 01 Q vI
22+35 0 .2552 0.01 Q VI
22+40 0 ,2553 0.01 Q I I VI
22+45 0 ,2553 0.00 Q VI
22+50 0 .2553 0.00 Q j VI
22+55 0.2554 0 . 00 Q VI
23+ 0 0.2554 0 . 00 Q VI
23+ 5 0.2554 0. 00 Q VI
23+10 0.2555 0 . 00 Q I ! VI
23+15 0.2555 0.00 Q VI
23+20 0,2555 0.00 Q VI
23+25 0.2555 0.00 Q VI
23+30 0 .2556 0 . 00 Q VI
23+35 0 .2556 0. 00 Q VI
• 23+40 0 .2556 0 .00 Q VI
23+45 0 .2556 0. 00 Q V
23+50 0 .2557 0. 00 Q V
23+55 0 . 2557 0 . 00 Q VI
24+ 0 0 .2557 0 . 00 Q VI
24+ 5 0 .2557 0 . 00 Q VI
24+10 0.2558 0 . 00 Q VI
24+15 0 .2558 0 . 00 Q I VI
24+20 0 .2558 0 . 00 Q VI
24+25 0 .2558 0 . 00 Q VI
24+30 0 .2558 0 .00 Q ( VI
24+35 0 .2556 0 .00 Q VI
24+40 0.2558 0 . 00 Q VI
24+45 0 .2558 0.00 Q VI
24+50 0 .2558 0 .00 Q VI
24+55 0 .2558 0 .00 Q VI
25+ 0 0 .2558 0. 00 Q I VI
25+ 5 0 .2558 0 . 00 Q VI
25+10 0 .2558 0 . 00 Q V
- ---------------- -- ---- - -------- ----- - --- - -- ---- ------- -- - - ----- -- -- -- -
U n i t H y d r o g r a p h A n a l y s i s
is Study
(c) CIVILCADD/CIVILDESIGN, 1989 - 1999, Version 6 .0
Study date 04/04/07 File: 2dh242 .out
- -- -- - - - - -- --- ---- - --- - - - --- - -- ------ - - -- --- -- --- -- - - - --- - - - - - -- - -- - -- --
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Land Development Design Corporation, Ontario, CA - SIN 544
- --- --- --- ----- — -—-- --- - -- -- - -- --- --
English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
-------- --- --- ----- -- -- -- --- -- ------ -------------- -- --- ---- --------
JN4053-Nelson
100 YR Storm- 24 HR hydrograph
Developed condition
------------- ----------------- ---------------- -- --------- -------
Drainage Area = 1.03 (Ac. ) = 0.002 Sq. Mi .
USER Entry of lag time in hours
Lag time = 0 . 140 Hr.
Lag time = 8 .40 Min.
25% of lag time = 2 . 10 Min.
40% of lag time = 3 . 36 Min.
Unit time = 5 . 00 Min.
Duration of storm = 24 Hour(s)
• User Entered Base Flow = 0.00 (CFS)
2 YEAR Area rainfall data:
Area(Ac. ) [1) Rainfall (In) [2) Weighting [1*2)
1.03 1.80 1 . 85
100 YEAR Area rainfall data:
Area(AC. ) [1] Rainfall (In) [2] Weighting [1*2]
1.03 4 .50 4 .63
STORM EVENT (YEAR) = 2 . 00
Area Averaged 2-Year Rainfall = 1.800 (In)
Area Averaged 100-Year Rainfall = 4 .500 (In)
Point rain (area averaged) = 1.800 (ln)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 1.800 (In)
Sub-Area Data:
Area(Ac. ) Runoff Index Impervious %
1.030 69.00 0 .900
Total Area Entered = 1. 03 (Ac. )
RI RI Infil. Rate Impervious Adj . Infil , Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec. ) (In/Hr)
69. 0 49.8 0 .574 0. 900 0. 109 1.000 0 . 109
• Sum (F) = 0.109
Area averaged mean soil loss (F) (In/Hr) = 0. 109
Minimum soil loss rate ( (In/Hr) ) = 0 . 055
• (for 24 hour storm duration)
Soil low loss rate (decimal) = 0 . 180
- - -- - - -- - - -- --- -- - - -- - - - - ---- - -- - -- - - ------ ------ - - - - - -- - -- -- - - - - - ---
U n i t H y d r o g r a p h
VALLEY S-Curve
-- ---- - '_ '- --- -- - - - - --- ---- - - -- - ---- ---- - - - ------ - - -- - -- -- - - - - - - -
Unit Hydrograph Data
Unit time period Time % of lag Distribution Unit Hydrograph
(hrs) Graph % (CFS)
- ------ --- -- - - - --- --
1 0.083 59. 524 8. 108 0 .084
2 0.167 119. 048 33 . 630 0 .349
3 0 .250 178 . 571 26. 737 0 .278
4 0 . 333 238 .095 10.389 0 .108
5 0 .417 297 .619 6 .125 0 .064
6 0 . 500 357.143 4 .147 0. 043
7 0 .583 416 .667 2 . 960 0 . 031
8 0.667 476 .190 2 .078 0 . 022
9 0.750 535.714 1.719 0 .018
10 0.833 595.238 1.279 0 .013
11 0.917 654 .762 0. 977 0. 010
12 1.000 714 .286 0.697 0 . 007
13 1.083 773 .810 0.595 0.006
14 1.167 833 .333 0.560 0 . 006
Sum = 100. 000 Sum= 1 . 038
-------------------- --------
. Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective
(Hr. ) Percent (In/Hr) Max Low (In/Hr)
1 0 . 08 0 .07 0 . 014 0.193 0 .003 0.01
2 0 .17 0 .07 0 . 014 0.193 0.003 0.01
3 0 .25 0.07 0. 014 0.192 0.003 0.01
4 0 .33 0 .10 0. 022 0.191 0 .004 0.02
5 0.42 0.10 0. 022 0.190 0. 004 0.02
6 0 .50 0 .10 0. 022 0.190 0.004 0.02
7 0 .58 0.10 0. 022 0.189 0.004 0 .02
8 0.67 0 .10 0.022 0.188 0.004 0 . 02
9 0.75 0.10 0.022 0 .187 0.004 0 . 02
10 0.83 0.13 0 .029 0 .187 0.005 0 . 02
11 0.92 0.13 0 .029 0 .186 0.005 0 . 02
12 1 .00 0.13 0 . 029 0 .185 0.005 0. 02
13 1.08 0. 10 0 . 022 0.184 0. 004 0.02
14 1.27 0. 10 0. 022 0.184 0.004 0.02
15 1 .25 0. 10 0.022 0 .183 0.004 0 .02
16 1 . 33 0.10 0. 022 0 .182 0.004 0 . 02
17 1.42 0.10 0.022 0.182 0.004 0 . 02
18 1 .50 0.10 0 .022 0.181 0.004 0. 02
19 1 .56 0.10 0 . 022 0 .180 0.004 0. 02
20 1.67 0.10 0. 022 0 . 179 0. 004 0.02
21 1.75 0.10 0.022 0 .179 0. 004 0.02
22 1 .83 0 . 13 0.029 0.178 0.005 0 . 02
23 1 . 92 0.13 0. 029 0.277 0. 005 0. 02
• 24 2 .00 0.13 0 . 029 0.176 0.005 0. 02
25 2 . 08 0. 13 0. 029 0 .176 0.005 0.02
26 2 . 17 0.13 0. 029 0 . 175 0. 005 0.02
27 2 .25 0 .13 0 . 029 0 . 174 0 . 005 0. 02
28 2 . 33 0 . 13 0, 029 0. 174 0 . 005 0.02
29 2 .42 0 . 13 0.029 0. 173 0. 005 0 . 02
30 2 . 50 0 . 13 0 . 029 0. 172 0. 005 0.02
31 2 .58 0. 17 0 . 036 0. 172 0 . 006 0 . 03
32 2 .67 0.17 0 . 036 0 .171 0.006 0. 03
33 2 .75 0 .17 0 . 036 0 .170 0 .006 0 . 03
34 2 .83 0 . 17 0 . 036 0. 169 0. 006 0. 03
35 2 . 92 0 . 17 0 . 036 0 . 169 0 . 006 0 . 03
36 3 . 00 0 . 17 0. 036 0. 168 0 . 006 0 . 03
37 3 .08 0. 17 0.036 0. 167 0 . 006 0 . 03
38 3 .17 0 .17 0 .036 0.167 0. 006 0 . 03
39 3 .25 0 .17 0 . 036 0.166 0. 006 0 .03
40 3 . 33 0 . 17 0 . 036 0 . 165 0.006 0 .03
41 3 .42 0 . 17 0 . 036 0 . 165 0. 006 0 . 03
42 3 .50 0. 17 0. 036 0. 164 0. 006 0. 03
43 3 .58 0.17 0.036 0.163 0. 006 0 . 03
44 3 .67 0 .17 0,036 0.162 0. 006 0 . 03
45 3 .75 0.17 0 .036 0.162 0. 006 0 . 03
46 3 .83 0 .20 0.043 0.161 0.008 0 . 04
47 3 .92 0 .20 0, 043 0 .160 0.008 0. 04
48 4 .00 0 .20 0, 043 0 .160 0 .008 0.04
49 4 .08 0.20 0 . 043 0 . 159 0.008 0.04
50 4 .17 0.20 0 . 043 0. 158 0 . 008 0.04
51 4 .25 0.20 0 . 043 0.156 0. 008 0. 04
52 4 .33 0.23 0 . 050 0.157 0. 009 0. 04
53 4 .42 0.23 0.050 0.156 0. 009 0. 04
54 4 .50 0.23 0.050 0 .156 0.009 0. 04
55 4 .58 0 .23 0.050 0.155 0.009 0 . 04
56 4 . 67 0 .23 0.050 0 .154 0.009 0 . 04
57 4 .75 0 .23 0.050 0 .154 0.009 0 . 04
58 4 .83 0 .27 0.058 0 . 153 0.010 0 . 05
59 4 .92 0.27 0.058 0. 152 0.010 0. 05
60 5 .00 0.27 0.058 0.152 0.010 0 . 05
61 5.08 0.20 0.043 0.151 0 .008 0 . 04
62 5 .17 0.20 0 . 043 0.150 0. 008 0 . 04
63 5 .25 0.20 0 . 043 0.150 0. 008 0 . 04
64 5 .33 0.23 0. 050 0.149 0. 009 0 . 04
65 5 .42 0.23 0. 050 0.148 0. 009 0 . 04
66 5 .50 0.23 0. 050 0.148 0. 009 0 . 04
67 5.58 0.27 0.058 0.147 0. 010 0. 05
68 5.67 0.27 0.058 0.147 0. 010 0 .05
69 5 .75 0.27 0.058 0.146 0. 010 0 . 05
70 5 .83 0.27 0.058 0.145 0. 010 0 . 05
71 5. 92 0.27 0.058 0.145 0. 010 0. 05
72 6.00 0.27 0.058 0.144 0. 010 0 . 05
73 6 .08 0. 30 0.065 0.143 0.012 0. 05
74 6 . 17 0 . 30 0.065 0. 143 0 .012 0. 05
75 6 .25 0 . 30 0.065 0.142 0 .012 0. 05
76 6.33 0.30 0 . 065 0 . 141 0.012 0.05
77 6.42 0 .30 0 . 065 0 . 141 0.012 0.05
78 6 . 50 0 .30 0 . 065 0 .140 0.012 0 . 05
79 6 .58 0.33 0 .072 0 .140 0. 013 0 . 06
80 6 .67 0.33 0.072 0.139 0. 013 0. 06
81 6 .75 0. 33 0,072 0.138 0. 013 0. 06
82 6.83 0.33 0.072 0 .138 0. 013 0. 06
83 6.92 0. 33 0 . 072 0.137 0. 013 0. 06
84 7 . 00 0. 33 0. 072 0 . 136 0.013 0. 06
85 7 . 08 0. 33 0 . 072 0 .136 0. 013 0 . 06
86 7 . 17 0. 33 0 . 072 0 . 135 0. 013 0 . 06
87 7 .25 0 . 33 0 . 072 0 . 135 0 . 013 0 . 06
88 7 . 33 0 . 37 0 . 079 0.134 0 . 014 0 . 06
89 7 .42 0 . 37 0 .079 0 .133 0 . 014 0 . 06
90 7 . 50 0 . 37 0 .079 0. 133 0 . 014 0 .06
91 7 . 58 0 .40 0 .086 0. 132 0 . 016 0.07
92 7 .67 0 .40 0 .086 0. 131 0.016 0 . 07
93 7 .75 0 .40 0 .086 0.131 0. 016 0 . 07
94 7 .83 0 .43 0.094 0. 130 0 .017 0 . 08
95 7 . 92 0 .43 0.094 0 .130 0 .017 0 . 08
96 8 .00 0 .43 0 .094 - 0. 129 0.017 0 . 08
97 8 .08 0 . 50 0 .108 0. 128 0.019 0 . 09
98 8 . 17 0 .50 0 .108 0. 128 0. 019 0 . 09
99 8 .25 0 .50 0 . 108 0 .127 0.019 0. 09
100 8 .33 0 . 50 0 . 108 0.127 0.019 0.09
101 8 .42 0.50 0 . 108 0 .126 0. 019 0.09
102 8 .50 0. 50 0 . 108 0 . 125 0. 019 0.09
103 8.58 0.53 0 . 115 0.125 0 . 021 0. 09
104 8.67 0.53 0 . 115 0.124 0 . 021 0 . 09
105 8.75 0.53 0.115 0.124 0 . 021 0 . 09
106 8 . 83 0.57 0.122 0.123 0.022 0. 10
107 8 .92 0. 57 0.122 0.123 0.022 0. 10
108 9. 00 0. 57 0 . 122 0. 122 --- 0.00
109 9. 08 0. 63 0 . 137 0.121 --- 0.02
110 9. 17 0.63 0 . 137 0. 121 --- 0. 02
111 9.25 0 .63 0 .137 0 .120 --- 0 . 02
112 9.33 0 .67 0 .144 0 .120 --- 0 . 02
113 9.42 0.67 0 .144 0 .119 0. 02
114 9.50 0.67 0.144 0.119 --- 0. 03
115 9.58 0.70 0 .151 0.118 - -- 0.03
116 9.67 0.70 0 . 151 0.117 --- 0. 03
117 9.75 0.70 0 . 151 0.117 --- 0. 03
118 9.83 0.73 0.158 0. 116 --- 0 . 04
119 9. 92 0 .73 0 .158 0 .116 --- 0 . 04
120 10 .00 0 .73 0.158 0 .115 --- 0. 04
121 10 .08 0.50 0 . 108 0.115 0. 019 0.09
122 10.17 0.50 0 . 108 0 .114 0.019 0. 09
123 10.25 0 . 50 0 .108 0. 113 0.019 0 . 09
124 10. 33 0 .50 0.108 0.113 0.019 0. 09
125 10.42 0.50 0.108 0 . 112 0. 019 0.09
126 10.50 0.50 0 . 108 0.112 0 .019 0.09
127 10. 58 0. 67 0 . 144 0.111 --- 0. 03
128 10 .67 0 .67 0.144 0.111 --- 0. 03
129 10 .75 0.67 0 .144 0.110 --- 0.03
130 10.83 0.67 0 . 144 0 .110 --- 0 . 03
131 10 . 92 0 . 67 0 .144 0.109 --- 0 . 03
132 11 .00 0 .67 0. 144 0. 109 --- 0.04
133 11 . 08 0.63 0 .137 0 .108 --- 0 . 03
134 11 . 17 0. 63 0.137 0.108 --- 0 . 03
135 11 .25 0 .63 0 . 137 0. 107 - -- 0. 03
136 11.33 0.63 0 . 137 0 . 106 --- 0. 03
137 11 .42 0. 63 0.137 0.106 --- 0. 03
138 11 .50 0 .63 0 . 137 0.105 --- 0.03
139 11 . 58 0.57 0 . 122 0. 105 0. 02
140 11 .67 0. 57 0.122 0.104 --- 0 . 02
141 11 .75 0 . 57 0 . 122 0 .104 - -- 0 . 02
• 142 11. 83 0 .60 0 .130 0 .103 0 . 03
143 11. 92 0 .60 0 . 130 0 . 103 0 . 03
144 12 .00 0 . 60 0. 130 0 . 102 - - - 0 . 03
145 12.08 0 . 83 0 . 180 0 .102 --- 0 . 08
146 12. 17 0. 83 0. 180 0. 101 -- - 0. 08
147 12 .25 0.83 0.180 0 . 101 --- 0 . 08
146 12 . 33 0. 87 0.187 0. 100 - -- 0 . 09
149 12 .42 0.87 0. 187 0. 100 - -- 0 . 09
150 12 . 50 0.87 0 . 187 0.099 --- 0 . 09
151 12 . 58 0. 93 0 .202 0.099 -- - 0 . 10
152 12 .67 0 . 93 0 .202 0.098 --- 0 . 10
253 12. 75 0. 93 0.202 0. 098 --- 0 . 10
154 12.83 0 . 97 0 .209 0 .097 - -- 0. 11
155 12 . 92 0 .97 0 .209 0 .097 - -- 0 . 11
156 13 .00 0 .97 0 .209 0 .096 --- 0. 11
157 13 .08 1.13 0 .245 0 .096 --- 0 . 15
158 13 . 17 1.13 0.245 0 .095 - -- 0.15
159 13 .25 1.13 0.245 0 . 095 - -- 0.15
160 13 . 33 1 .13 0.245 0.094 - -- 0.15
161 13 .42 1.13 0.245 0.094 --- 0.15
162 13 .50 1 .13 0.245 0.093 --- 0. 15
163 13 .58 0.77 0.166 0.093 --- 0.07
164 13 .67 0 .77 0.166 0.092 --- 0.07
165 13 .75 0 .77 0.166 0.092 --- 0.07
166 13 .83 0 .77 0.166 0 .092 - - - 0.07
167 13 .92 0 .77 0.166 0.091 - -- 0. 07
168 14 .00 0 .77 0.166 0 .091 --- 0.08
• 169 14 .08 0 . 90 0.194 0 .090 -_- 0. 10
170 14 .17 0 . 90 0.194 0.090 0 . 10
171 14 .25 0 . 90 0.194 0 .089 --- 0.11
172 14 .33 0 .87 0.187 0.089 --- 0. 10
173 14 .42 0 .87 0.187 0.088 --- 0 .10
174 14 .50 0 .87 0.187 0.088 --- 0. 10
175 14 ,58 0.87 0. 187 0.087 --- 0.10
176 14 ,67 0 .87 0.187 0.087 --- 0 . 10
177 14 .75 0 .87 0.187 0.086 --- 0 . 10
178 14 .83 0.83 0 .180 0.086 --- 0 . 09
179 14 .92 0 .83 0 . 180 0.086 --- 0. 09
160 15.00 0 .83 0 . 180 0.085 --- 0. 09
181 15. 08 0 .80 0 . 173 0.085 --- 0. 09
182 15. 17 0.80 0. 173 0. 084 --- 0.09
183 15.25 0.80 0 .173 0. 084 --- 0.09
184 15 . 33 0.77 0.166 0. 083 --- 0.08
185 15 .42 0.77 0.166 0 .083 --- 0 . 08
186 15.50 0. 77 0.166 0 .083 --- 0 . 08
187 15.58 0 .63 0 . 137 0 .082 --- 0 . 05
188 15.67 0 .63 0 . 137 0.082 --- 0. 06
189 15.75 0 .63 0.137 0.081 --- 0.06
190 15. 83 0 .63 0.137 0.081 --- 0. 06
191 15. 92 0.63 0.137 0. 080 --- 0 . 06
192 16 .00 0. 63 0 . 137 0 .080 --- 0. 06
193 16.08 0 .13 0 . 029 0 .080 0. 005 0 . 02
194 16.17 0 . 13 0 . 029 0 .079 0.005 0 .02
• 195 16 ,25 0,13 0,029 0.079 0 .005 0. 02
196 16 . 33 0.13 0 . 029 0.078 0.005 0. 02
197 16.42 0. 13 0 . 029 0. 078 0.005 0. 02
198 16. 50 0 . 13 0 . 029 0 .078 0 .005 0. 02
• 199 16 . 58 0 . 10 0 . 022 0 .077 0 .004 0 . 02
200 26 . 67 0 . 10 0 . 022 0 .077 0 . 004 0 . 02
201 16 . 75 0 . 10 0 .022 0 .076 0 . 004 0 . 02
202 26 . 63 0 . 10 0 .022 0 .076 0.004 0. 02
203 16. 92 0 . 10 0 .022 0 .076 0 .004 0 . 02
204 17 . 00 0 . 10 0 . 022 0 .075 0 . 004 0. 02
205 17 . 08 0 . 17 0 .036 0 .075 0.006 0 . 03
206 17 . 17 0 . 17 0 .036 0 .075 0.006 0 . 03
207 17 .25 0. 17 0 . 036 0 .074 0. 006 0. 03
208 17 .33 0. 17 0 .036 0. 074 0 . 006 0 . 03
209 17 .42 0. 17 0 .036 0.073 0 .006 0. 03
210 17 .50 0.17 0 . 036 0. 073 0 . 006 0.03
211 17 .58 0.17 0 . 036 0. 073 0 . 006 0. 03
212 17 .67 0.17 0 . 036 0. 072 0 .006 0. 03
213 17 .75 0 . 17 0 . 036 0. 072 0 . 006 0. 03
214 17 .83 0 .13 0 . 029 0.072 0 . 005 0 .02
215 17 . 92 0 .13 0 . 029 0.071 0 . 005 0.02
216 18 .00 0 . 13 0 . 029 0.071 0 . 005 0. 02
217 18 . 08 0.13 0 . 029 0.071 0 . 005 0. 02
218 18 . 17 0.13 0 . 029 0.070 0. 005 0. 02
219 18 .25 0 . 13 0 . 029 0.070 0. 005 0. 02
220 18 .33 0. 13 0 . 029 0.070 0 . 005 0. 02
221 18 .42 0 .13 0 . 029 0.069 0 . 005 0. 02
222 18 . 50 0 .13 0 . 029 0.069 0 . 005 0 . 02
223 18 .58 0. 10 0 .022 0.069 0 . 004 0 . 02
224 18 .67 0.10 0 .022 0.068 0 . 004 0 . 02
225 18 .75 0.10 0.022 0.068 0 . 004 0 . 02
226 18 .83 0.07 0.014 0.068 0 . 003 0 . 01
227 18 . 92 0.07 0.014 0. 067 0 . 003 0 . 01
228 19. 00 0.07 0.014 0. 067 0 . 003 0 . 01
229 19. 08 0.10 0 .022 0.067 0. 004 0 . 02
230 19. 17 0.10 0.022 0. 066 0 .004 0.02
231 19.25 0.10 0.022 0 .066 0.004 0.02
232 19. 33 0.13 0.029 0 .066 0.005 0.02
233 19.42 0.13 0. 029 0.065 0.005 0. 02
234 19.50 0. 13 0 . 029 0 .065 0.005 0. 02
235 19.58 0 . 10 0 .022 0 .065 0.004 0 . 02
236 19.67 0 . 10 0 . 022 0.064 0.004 0 . 02
237 19.75 0 . 10 0.022 0.064 0. 004 0 . 02
238 19. 83 0 .07 0.014 0.064 0. 003 0 . 01
239 19. 92 0 .07 0.014 0.064 0.003 0.01
240 20 . 00 0.07 0.014 0.063 0 . 003 0. 01
241 20.08 0.10 0 . 022 0. 063 0.004 0. 02
242 20. 17 0. 10 0 .022 0 .063 0.004 0 . 02
243 20.25 0 . 10 0.022 0 .062 0.004 0 . 02
244 20.33 0 . 10 0.022 0.062 0. 004 0.02
245 20 .42 0 .10 0 . 022 0. 062 0. 004 0. 02
246 20 .50 0.10 0 . 022 0. 062 0 .004 0. 02
247 20 .58 0. 10 0.022 0. 061 0 .004 0 . 02
248 20.67 0 . 10 0.022 0 .061 0.004 0. 02
249 20. 75 0 . 10 0 . 022 0.061 0. 004 0.02
250 20 . 83 0 .07 0 . 014 0.061 0. 003 0. 01
251 20 . 92 0.07 0 . 014 0.060 0. 003 0. 01
• 252 21 .00 0. 07 0.014 0 .060 0.003 0 .01
253 21 . 08 0 . 10 0 . 022 0 .060 0. 004 0.02
254 21 . 17 0 .10 0 . 022 0.060 0. 004 0. 02
255 21 .25 0 . 10 0. 022 0 .059 0 . 004 0.02
. 256 21 .33 0 . 07 0.014 0 .059 0 . 003 0 . 01
257 21 .42 0 . 07 0. 014 0 .059 0.003 0 . 01
258 21. 50 0 . 07 0 . 014 0.059 0 .003 0 . 01
259 21.56 0 . 10 0 . 022 0. 059 0 .004 0 . 02
260 21 .67 0 .10 0 . 022 0.058 0 . 004 0 . 02
261 21 .75 0 . 10 0 . 022 0 .058 0 . 004 0 . 02
262 21 .83 0 . 07 0.014 0 .058 0 .003 0 . 01
263 21. 92 0 . 07 0 .014 0 .058 0.003 0 . 01
264 22 . 00 0.07 0. 014 0 .058 0.003 0.01
265 22 .08 0 .10 0 . 022 0.057 0.004 0 . 02
266 22 .17 0 . 10 0 . 022 0 .057 0 .004 0 . 02
267 22 .25 0 . 10 0 .022 0 .057 0 . 004 0 . 02
268 22 . 33 0.07 0.014 0 .057 0.003 0 . 01
269 22 .42 0 .07 0. 014 0.057 0.003 0 . 01
270 22 .50 0 .07 0. 014 0.057 0 .003 0 .01
271 22 .58 0 . 07 0 . 014 0.056 0 .003 0.01
272 22 .67 0 .07 0 . 014 0.056 0 . 003 0. 01
273 22 .75 0.07 0 .014 0 .056 0 .003 0. 01
274 22.83 0.07 0.014 0.056 0.003 0. 01
275 22.92 0 .07 0.014 0.056 0.003 0 . 01
276 23 .00 0 .07 0 . 014 0.056 0 .003 0 . 01
277 23 .08 0 . 07 0 .014 0.055 0.003 0 . 01
278 23 . 17 0 .07 0 . 014 0 .055 0 . 003 0 . 01
279 23 .25 0.07 0 . 014 0 .055 0 . 003 0 . 01
280 23 .33 0.07 0 .014 0 .055 0 . 003 0 .01
281 23 .42 0.07 0 .014 0.055 0.003 0. 01
282 23 .50 0.07 0.014 0.055 0.003 0. 01
• 263 23 .58 0 . 07 0.014 0.055 0.003 0 . 01
284 23 .67 0 . 07 0.014 0.055 0.003 0. 01
265 23 .75 0 . 07 0.014 0.055 0.003 0. 01
286 23 .83 0 . 07 0 .014 0.055 0 .003 0. 01
287 23 . 92 0.07 0 .014 0.055 0.003 0. 01
288 24 . 00 0.07 0 . 014 0 .055 0 . 003 0. 01
Sum = 100 . 0 Sum = 12 . 3
Flood volume = Effective rainfall 1.02 (In)
times area 1.0 (Ac. ) / [ (In) / (Ft. ) ] = 0.1 (Ac.Ft)
Total soil loss = 0. 78 (In)
Total soil loss = 0. 067 (Ac.Ft)
Total rainfall = 1. 80 (In)
Flood volume = 3826.3 Cubic Feet
Total soil loss = 2903 .7 Cubic Feet
-- ------------------------------------ ------------------------------
Peak flow rate of this hydrograph = 0.151 (CFS)
--------------------------------------------------------------------
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
- ------ - ---------------------- -----------------------------------
Hydrograph in 5 Minute intervals ( (CFS) )
----------------------- ----------------------------
Time (h+m) volume Ac.Ft Q(CFS) 0 2 .5 5. 0 7 .5 10.0
0+ 5 0.0000 0 . 00 Q
• 0+1 0.000 0 . 01 Q
0+15 0.000
1 0.01 Q
0+20 0. 0002 0 .01 Q
n 0 so•o BOTO*Oo +s S010*0 •
I I I I n 0 so'o soTo ss+f,
A 0 Duo z010. 0 oS+6
A a vo • o 6600' 0 st,+f,
A 0 vo 'o 9600 '0 of,+f,
A b V0.0 E600 '0 sE+b
A 0 4o•o 0600'0 OE+f,
n 0 t,0.0 8e00'o sz+f,
I A 0 f0 '0 saoo'o OZ+a
n a V0 0 zeo0•o ST+b
A b vo o 0800.0 aT+tl
A a f'o ' o LLoo•o s +a
A b EO .O SLOO' o o +f,
A b Eo'O ELOo ' 0 Ss+E
A b EO.O OLOO' o os+E
A 0 Eo•o 9900'0 sfl+E
I I I A 0 EO'O 9900 ' 0 ofl+E
n b Eo•o b900 . 0 SE+E
n 0 Eo•o Z900 .0 OE+E
n b Eo•O 0900 .0 SZ+E
A 0 Eo'o ssoo 'o 0z+£
n 0 Eo•o ss0o' o ST+E
n 0 Eo•o ES00. 0 oT+E
A 0 Eo'O TSoo'O s +E
I I I n 0 EO'o 6b00' 0 0 +E
n 0 £o'o Lb00'0 ss+z
n 0 Eo'O S1700'0 os+z
Aa Eo•o EBoo' 0 stl+z •
AO Eo' 0 T400'0 of,+z
AO zo'o 6E00.0 SE+Z
AO ZO.O 6E00.0 0£+Z
A0 Zo• O 9Eo0'o sz+z
I I I Aa zo 'o 6Eoo 'o oz+z
A0 z0• o £Eoo •0 ST+z
A0 zo • o TEOO 'O oT+z
AO ZO ' O 6zoo• o s +z
A0 zo ' o szoo'o 0 +z
AO Zo 'O 9zoo•o sS+T
nb Zo 'O sz00•0 Os+T
AO zo'o EZ00 'o Sb+T
! ! A0 zo•o ZZoo ' o Ob+T
0 zo' o TZ00 ' O SE+T
a z0 ' 0 ozoo' 0 of+T
a zo ' o aToo'o Sz+T
0 zo o LToo 'O oz+T
0 zo ' o 9100 .0 ST+T
a zo ' 0 17 Too 0 oT+T
0 z0'0 ET00 ' 0 S +T
1 0 zo• o TTOO• o o +T
a zo' o OToo'O ss+o
a zo ' o 9000'0 os+o
b z0 ' o L000 ' 0 Sb+o
0 zo o 9000 . 0 0�+0
0 zo ' o SOOO ' O SE+O
b ZO 'o 5000' 0 0E+0
b TO'0 E000' O SZ+O
A a Eo' O EbEO'O Stl+6
4 b Eo ' o of,Eo •0 04+6
b Eo 'o 9EEo •o sE+6
b Eo'o 9EEO 'O 0E+6
6 b Eo•o 5EE0.O SZ+6
I A a Eo ' o ZEEO ' O oZ+6
A a Eo•o OEEO 'O ST+6
A a to• o 8ZEO 'o OT+6
A a 90. 0 SZEo'O s +6
I A b 60' o TZEO.O o +6
I I A a oT • o STEO' o Ss+e
e a oT 'o sOEo '0 oS+s
A a OT•o TOEO 'O st,+e
A a 60•0 S6Zo 'O 0a+8
I A a 6o' o eszo •O SE+a
A b 60 ' 0 zazo'o OE+a
n a 60 ' 0 9LZO'O Sz+8
I A b 60 ' 0 OLZO 0 OZ+e
I Al b 60 '0 E9zo 0 ST+e
I I Al a 80'0 LSZO'o OT+e
Al a 80'0 ZSZO ' O s +8
Al b 80'0 9BZO .0 0 +a
A a LO'O ttlzo•o ss+L
A a LO'O 9EZ0 ' 0 OS+L
A b LO' O TEZO ' O Sb+L
A b LO•o 9ZZo ' 0 O6+L
A b LO'O TZZO ' O S£+L
IA b LO'O LTZO 'o o£+L
la a 90 '0 ZTZO' O sZ+L
IA b 90 • 0 e0zo ' o oZ+L
IA a 90 . 0 EOZO ' 0 ST+L
IA a 90 . 0 66TO ' 0 OT+L
n b 90 ' 0 S6TO' O S +L
A b 90 . 0 16TO ' 0 0 +L
1 A a 90 . 0 LSTO o SS+9
n a 90 ' 0 ESTO o os+9
A a 90•0 HLTO'O S11+9
I A b 90 ' 0 bLTO' o oa+9
n b 90 ' 0 OLTO.O SE+9
n b so ' o L9To•O OE+9
n b SO ' O E910 .0 SZ+9
A a so• o 6STo'O OZ+9
n a so' o SSTO 'O ST+9
A a so' o zsto•o OT+9
A b So' o BbTO ' O s +9
A a so' o S9T0 ' 0 0 +9
A a so'o ZbTO ' O ss+s
d a so' o 6ETO' o oS+S
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I n a so o ZETO. O o4+s
I n b Po ' o 6ZT0'O sE+S
I A a fo 'o 9zto'o OE+s
A b f'o ' o £ZTo•O SZ+S
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I I I I A b f' LT
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A a to ' o STTO 'O oT+s
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9+50 0 . 0345 0 . 03 Q V
9+55 0 . 0348 0 . 04 Q V
10+ 0 0 . 0350 0 . 04 Q V
10+ 5 0 . 0354 0 . 05 Q V
10+10 0 . 0358 0 . 06 Q V
10+15 0 .0363 0 . 08 Q V
10+20 0 . 0369 0 . 08 Q V
10+25 0 . 0374 0 .08 Q V
10+30 0 . 0380 0 .09 Q V
10+35 0 .0386 0 .08 Q V
10+40 0 . 0391 0 .06 Q V
10+45 0 . 0394 0 .05 Q V
10+50 0 . 0397 0 .05 Q V
10+55 0 . 0400 0 . 04 Q V
11+ 0 0 . 0403 0.04 Q V
11+ 5 0 . 0406 0 .04 Q V
11+10 0 . 0408 0.04 Q V i
11+15 0 . 0411 0.03 Q V
11+20 0. 0413 0.03 Q V
11+25 0. 0415 0 .03 Q V
11+30 0 . 0417 0.03 Q VI
11+35 0 . 0420 0.03 Q VI
11+40 0 . 0421 0.03 Q VI
11+45 0 . 0423 0.02 Q VI
11+50 0.0425 0 . 02 Q VI
11+55 0 .0426 0 . 02 Q I VI
12+ 0 0.0428 0 . 03 Q I VI
12+ 5 0 .0430 0 . 03 Q I VI
12+10 0.0434 0 .05 Q I VI
12+15 0.0438 0.06 Q I VI
12+20 0.0443 0.07 Q I V
12+25 0.0448 0.08 Q V
12+30 0. 0454 0. 08 Q V
12+35 0. 0460 0 .09 Q V
12+40 0. 0466 0. 09 Q IV
12+45 0 . 0473 0 . 10 Q IV
12+50 0 .0480 0 .10 Q IV i
12+55 0.0487 0.11 Q V
13+ 0 0.0495 0.11 Q V
13+ 5 0.0503 0. 12 Q I V
13+10 0. 0512 0 . 13 Q V
13+15 0 . 0522 0 . 14 Q V
13+20 0.0532 0 .15 Q V
13+25 0.0542 0. 15 Q V
13+30 0.0552 0 . 15 Q V
13+35 0.0563 0 . 15 Q V
13+40 0. 0571 0. 12 Q V
13+45 0.0578 0.10 Q i V
13+50 0.0584 0 . 09 Q V
13+55 0. 0590 0 . 09 Q V
14+ 0 0. 0596 0 . 09 Q V
14+ 5 0 .0602 0.09 Q I V I
14+10 0.0608 0 . 09 Q V
14+15 0.0615 0 . 10 Q V
. 14+20 0 .0621 0.10 Q V
14+25 0.0630 0 . 10 Q I V
14+30 0. 0637 0 . 10 Q V
14+35 0 . 0644 0 . 10 Q V1 1
. 14+40 0 . 0651 0 . 10 Q VI
14+45 0 . 0658 0 . 10 Q VI
14+50 0 . 0665 0.10 Q V
14+55 0 . 0672 0. 10 Q I V
15+ 0 0.0679 0.10 Q V
15+ 5 0 .0686 0 . 10 Q IV
15+10 0 .0692 0 . 10 Q IV
15+15 0 .0699 0 . 09 Q IV
15+20 0 . 0705 0 . 09 Q V
15+25 0. 0711 0. 09 Q I V I
15+30 0.0717 0 . 09 Q V
15+35 0 .0723 0.09 Q V
15+40 0.0729 0.08 Q V
15+45 0 .0733 0.07 Q V
15+50 0 . 0738 0.06 Q V
15+55 0 . 0742 0. 06 Q V
16+ 0 0. 0746 0 . 06 Q I V
16+ 5 0. 0750 0 . 06 Q v
16+10 0.0753 0 . 05 Q V
16+15 0.0756 0 . 04 Q V
16+20 0 .0758 0. 03 Q V
16+25 0.0760 0.03 Q V
16+30 0. 0762 0.03 Q I I I V
16+35 0 . 0764 0 .03 Q V
16+40 0 . 0766 0.02 Q V
16+45 0 . 0767 0 .02 Q V
16+50 0. 0768 0.02 Q V
16+55 0.0770 0. 02 Q V
17+ 0 0.0771 0.02 Q V
17+ 5 0. 0773 0.02 Q V I
17+10 0.0774 0.02 Q V
17+15 0. 0776 0. 03 Q V
17+20 0.0778 0. 03 Q V
17+25 0.0780 0.03 Q V
17+30 0.0782 0.03 Q V
17+35 0.0784 0. 03 Q I I I V
17+40 0.0786 0.03 Q V
17+45 0.0788 0.03 Q V
17+50 0.0790 0.03 Q V
17+55 0.0792 0.03 Q V
18+ 0 0.0794 0.03 Q V
18+ 5 0. 0796 0. 03 Q V
16+10 0.0798 0. 03 Q V
18+15 0. 0799 0 . 03 Q V
18+20 0. 0801 0. 03 Q V
18+25 0.0803 0 . 02 Q V
18+30 0 .0804 0. 02 Q V
18+35 0 .0606 0.02 Q V
18+40 0 .0608 0.02 Q I I I V
18+45 0.0809 0. 02 Q V ,
18+50 0.0810 0 . 02 Q V
18+55 0. 0811 0 . 02 Q V
19+ 0 0. 0813 0.01 Q V
19+ 5 0 . 0814 0.0 Q V
19+10 0.0815 0.0
2 Q I V I
19+15 0 .0816 0. 02 Q V
19+20 0 .0817 0.02 Q v
• 19+25 0 .0818 0 . 02 Q v
19+30 0 . 0820 0 . 02 Q v
19+35 0 . 0822 0.02 Q v
19+40 0 . 0823 0 .02 Q V
19+45 0.0824 0 . 02 Q v
19+50 0 . 0826 0 . 02 Q v
19+55 0 . 0827 0 . 02 Q v
20+ 0 0.0626 0.01 Q I I I v
20+ 5 0 . 0829 0.01 Q v
20+10 0 . 0830 0 . 02 Q v
20+15 0 .0831 0 . 02 Q V
20+20 0 .0832 0.02 Q v
20+25 0 . 0833 0 . 02 Q V
20+30 0 .0835 0 . 02 Q v
20+35 0.0636 0 .02 Q v
20+40 0 .0837 0.02 Q V
20+45 0 . 0838 0.02 Q I V
20+50 0 .0840 0 . 02 Q V
20+55 0.0841 0 . 02 Q v
21+ 0 0 .0842 0 .01 Q V
21+ 5 0 . 0843 0 .01 Q v
21+10 0 .0844 0 .02 Q v l
21+15 0.0845 0 .02 Q v
21+20 0 .0846 0 . 02 Q v
21+25 0 . 0847 0.02 Q v l
21+30 0 . 0848 0.01 Q I I V
21+ 0.0 0 .0 Q v
21+40 0.0650 850 0.022 Q V
21+45 0.0851 0 .02 Q v l
21+50 0.0853 0 . 02 Q v l
21+55 0 . 0854 0 . 02 Q v
22+ 0 0 .0855 0.01 Q v
22+ 5 0.0855 0.01 Q v
22+10 0.0857 0.02 Q vI
22+15 0.0656 0.02 Q I I I VI
22+20 0.0859 0 . 02 Q VI
22+25 0 . 0860 0 . 02 Q VI
22+30 0 . 0861 0 . 01 Q VI
22+35 0 .0862 0 . 01 Q VI
22+40 0 .0863 0 . 01 Q VI
22+45 0.0864 0 . 01 Q VI
22+50 0.0864 0.01 Q vl
22+55 0.0865 0 .01 Q vl
23+ 0 0 .0866 0.01 Q I I I VI
23+ 5 0.0867 0.01 Q VI
23+10 0.0868 0.01 Q VI
23+15 0.0869 0.01 Q VI
23+20 0 .0870 0 .01 Q VI
23+25 0.0870 0 . 01 Q VI
23+30 0.0871 0.01 Q VI
23+35 0 .0872 0 .01 Q VI
23+40 0 . 0873 0 . 01 Q VI
. 23+45 0.0674 0 . 01 Q VI
23+50 0.0675 0 . 01 Q vl
23+55 0.0675 0 . 01 Q VI
24+ 0 0 . 0876 0 .01 Q VI
24+ 5 0 . 0877 0 . 01 Q V
24+10 0 . 0878 0 . 01 Q V
24+15 0 .0878 0 . 00 Q VI
24+20 0 .0878 0 . 00 Q VI
24+25 0. 0878 0.00 Q VI
24+30 0 .0878 0.00 Q I I I VI
24+35 0 .0678 0 . 00 Q I VI
24+40 0 . 0878 0 . 00 Q VI
24+45 0 .0878 0 .00 Q VI
24+50 0.0876 0. 00 Q VI
24+55 0 .0678 0 . 00 Q VI
25+ 0 0 . 0878 0 .00 Q VI
25+ 5 0.0876 0.00 Q VI
---- -- - -- ----- ---- ------- ----- ------------- ------ -- ---- -- --------- -----
U n i t H y d r o g r a p h A n a l y s i s
• Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 1999, Version 6 .0
Study date 04/04/07 File: 10dh2410.Out
-- --
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Land Development Design Corporation, Ontario, CA - SIN 544
- ---- ---- ----- - - --- --
English (in-lb) Input Units Used
English Rainfall Data (Inches) Input values Used
English Units used in output format
------------- ------------------ -- ---- ------ -- - --- - --- - ----- ---- --- -- -
JN4053-Nelson
100 YR Storm- 24 HR hydrograph
Developed condition
--------------------------------- -------- -- -------- --------- ------- -
Drainage Area = 1 . 03 (Ac. ) = 0. 002 Sq. Mi .
USER Entry of lag time in hours
Lag time = 0.140 Hr.
Lag time = 8 .40 Min.
25% of lag time = 2 .10 Min.
40% of lag time = 3 . 36 Min.
Unit time = 5 . 00 Min.
Duration of storm = 24 Hour(s)
User Entered Base Flow = 0. 00 (CFS)
• 2 YEAR Area rainfall data:
Area(Ac. ) [1] Rainfall (In) [2] Weighting[1*2]
1. 03 1.80 1.85
100 YEAR Area rainfall data:
Area (Ac. ) [1] Rainfall (In) [2] Weighting [1*2]
1 ,03 4 .50 4 .63
STORM EVENT (YEAR) = 10.00
Area Averaged 2-Year Rainfall = 1.800 (In)
Area Averaged 100-Year Rainfall = 4 .500 (In)
Point rain (area averaged) = 2 .911 (In)
Areal adjustment factor = 100. 00 W
Adjusted average point rain = 2 . 911 (In)
Sub-Area Data:
Area (Ac. ) Runoff Index Impervious %
1.030 69 . 00 0. 900
Total Area Entered = 1. 03 (Ac. )
RI RI Infil . Rate Impervious Adj . Infil . Rate Area% F
AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec. ) (In/Hr)
69. 0 69.0 0 .373 0. 900 0 .071 1.000 0 . 071
Sum (F) = 0. 071
Area averaged mean soil loss (F) (In/Hr) = 0 . 071
Minimum soil loss rate ( (In/Hr) ) = 0.035
(for 24 hour storm duration)
Soil low loss rate (decimal) 0 . 180
- - -- - - - - -- - - - - - ---- - - - - - - --- - - - - - -- - - - - -- -- - - - -- -- - - - - - --- -- - - - -- --- -
U n i t H y d r o g r a p h
VALLEY S-Curve
- -- -- -- -- - - --- - -- - - - - - -- -- -- - - -- - ---- -- - --- -- -- - -- - - ----- -- - - - -- -- -
Unit Hydrograph Data
- - - -- ----- - -- - -- - - - --- --- -- - - - - ------------- - - --- - - - --- ---- - --- - -- -
Unit time period Time % of lag Distribution Unit Hydrograph
(hrs) Graph % (CFS)
-- -- -- ----- ---- - - --- -- --- - - - - -- -- -- - -- -- --- -- --- -- ---- --- --- -- - --- -- -
1 0 . 083 59.524 8. 108 0.084
2 0 . 167 119.048 33 .630 0 .349
3 0.250 178 .571 26.737 0 .278
4 0. 333 238 .095 10 .389 0.108
5 0.417 297 .619 6 .125 0 .064
6 0.500 357 . 143 4 . 147 0 .043
7 0.583 416.667 2 . 960 0 .031
8 0.667 476 . 190 2 . 078 0 .022
9 0.750 535.714 1.719 0 .018
10 0.833 595.238 1.279 0.013
11 0. 917 654 . 762 0. 977 0.010
12 1.000 714 .286 0. 697 0 .007
13 1 .083 773 .810 0. 595 0.006
14 1 .167 833 . 333 0.560 0.006
Sum = 100.000 Sum= 1.038
-------------------------------------------------------------- -----
•
Unit Time Pattern Storm Rain Loss rate (In. /Hr) Effective
(Hr. ) Percent (In/Hr) Max ( Low (In/Hr)
1 0 .08 0.07 0 . 023 0.126 0 .004 0 . 02
2 0 . 17 0.07 0 . 023 0.125 0.004 0 . 02
3 0 .25 0.07 0.023 0 .125 0 .004 0 . 02
4 0 .33 0.10 0 .035 0.124 0.006 0 . 03
5 0 .42 0.10 0.035 0.124 0.006 0 . 03
6 0 .50 0 . 10 0.035 0.123 0. 006 0. 03
7 0 .58 0 . 10 0.035 0.123 0.006 0. 03
8 0.67 0 . 10 0. 035 0.122 0.006 0.03
9 0.75 0 . 10 0.035 0.122 0. 006 0.03
10 0.83 0 . 13 0. 047 0 .121 0. 008 0.04
11 0.92 0.13 0 . 047 0 .121 0 . 008 0 . 04
12 1. 00 0.13 0 . 047 0 .120 0 . 008 0 . 04
13 1 . 08 0.10 0.035 0.120 0 .006 0. 03
14 1 . 17 0.10 0.035 0.119 0.006 0. 03
15 1 .25 0 . 10 0.035 0.119 0.006 0.03
16 1.33 0 .10 0 . 035 0.118 0.006 0.03
17 1.42 0 . 10 0 . 035 0.118 0. 006 0 . 03
18 1. 50 0.10 0.035 0 .117 0. 006 0 . 03
19 1 .58 0.10 0.035 0.117 0 .006 0.03
20 1 .67 0 .10 0. 035 0 .117 0 .006 0.03
21 1 .75 0. 10 0. 035 0.116 0 .006 0.03
22 1.83 0 . 13 0. 047 0.116 0.008 0. 04
23 1 . 92 0 .13 0.047 0. 115 0. 008 0. 04
24 2 . 00 0.13 0.047 0 .115 0 . 008 0. 04
25 2 .08 0. 13 0. 047 0 .114 0 .008 0.04
26 2 . 17 0 . 13 0.047 0. 114 0. 008 0 . 04
27 2 .25 0 . 13 0.047 0. 113 0 . 008 0 . 04
28 2 .33 0 . 13 0 .047 0 . 113 0 . 008 0 . 04
29 2 .42 0 . 13 0.047 0 .112 0 . 008 0 . 04
30 2.50 0 . 13 0 . 047 0 . 112 0 . 008 0 . 04
31 2 .58 0 . 17 0 . 058 0 .111 0 . 010 0 . 05
32 2 .67 0 . 17 0 . 058 0 .111 0 .010 0.05
33 2 .75 0 . 17 0 . 058 0 .110 0 . 020 0 . 05
34 2.83 0 . 17 0 . 058 0 .110 0 .010 0 .05
35 2. 92 0 . 17 0 . 058 0 .110 0 .010 0 . 05
36 3 .00 0 . 17 0 . 058 0.109 0.010 0 . 05
37 3 .08 0 . 17 0 . 058 0 .109 0 .010 0 . 05
38 3 .17 0 . 17 0 . 058 0 .108 0 .010 0 . 05
39 3 .25 0 . 17 0 . 058 0 .108 0 .010 0 . 05
40 3 . 33 0 . 17 0 .058 0 .107 0 .010 0 . 05
41 3 .42 0 . 17 0 . 058 0 .107 0 .010 0 . 05
42 3 .50 0 . 17 0 . 058 0. 106 0.010 0 . 05
43 3 .58 0 .17 0 .058 0.106 0 .010 0 . 05
44 3 .67 0 . 17 0 .058 0 .106 0 .010 0 . 05
45 3 .75 0. 17 0.058 0 .105 0 .010 0 . 05
46 3 .83 0 .20 0 .070 0.105 0 .013 0 . 06
47 3 . 92 0 .20 0 .070 0.104 0 .013 0 . 06
48 4 .00 0.20 0.070 0.104 0.013 0.06
49 4 .08 0 .20 0.070 0.103 0.013 0.06
50 4 .17 0 .20 0.070 0. 103 0.013 0.06
51 4 .25 0.20 0. 070 0.102 0.013 0.06
52 4 .33 0.23 0. 082 0.102 0.015 0. 07
53 4 .42 0.23 0 . 082 0. 102 0.015 0 . 07
54 4 . 50 0.23 0 . 082 0.101 0. 015 0 . 07
55 4 .58 0 .23 0.082 0. 101 0.015 0 . 07
56 4 .67 0 .23 0 .082 0. 100 0. 015 0. 07
57 4 .75 0 .23 0.082 0 .100 0. 015 0.07
58 4 .83 0 .27 0.093 0 .099 0. 017 0.08
59 4 . 92 0 .27 0.093 0 .099 0. 017 0.08
60 5 .00 0 .27 0.093 0 .099 0.017 0. 08
61 5.08 0.20 0.070 0 .098 0.013 0 . 06
62 5.17 0.20 0 . 070 0 .098 0.013 0. 06
63 5.25 0.20 0 .070 0.097 0.013 0. 06
64 5. 33 0.23 0 .082 0.097 0.015 0.07
65 5.42 0 .23 0.082 0.096 0. 015 0.07
66 5 .50 0 .23 0. 082 0 .096 0.015 0. 07
67 5.58 0.27 0 . 093 0 .096 0.017 0. 08
68 5.67 0.27 0 . 093 0.095 0.017 0. 08
69 5. 75 0.27 0 . 093 0.095 0. 017 0. 08
70 5 . 83 0 .27 0.093 0. 094 0. 017 0 . 08
71 5. 92 0 .27 0 .093 0 .094 0 .017 0 . 08
72 6.00 0 .27 0 . 093 0 .093 0. 017 0 . 08
73 6.08 0.30 0. 105 0.093 --- 0. 01
74 6 . 17 0. 30 0.105 0.093 --- 0. 01
75 6.25 0 .30 0.105 0 .092 --- 0 . 01
76 6.33 0 . 30 0 . 105 0 .092 --- 0. 01
77 6.42 0.30 0 .105 0 .091 --- 0. 01
78 6 . 50 0. 30 0. 105 0.091 - -- 0 . 01
79 6.58 0 . 33 0 . 116 0 . 091 --- 0. 03
80 6. 67 0 .33 0 . 116 0 .090 0.03
81 6 . 75 0. 33 0.116 0 .090 0. 03
82 6 .83 0 . 33 0 . 116 0.089 --- 0. 03
83 6 . 92 0 . 33 0 . 116 0.089 --- 0 . 03
84 7 . 00 0 . 33 0 . 116 0.089 --- 0 . 03
85 7 .08 0.33 0 . 116 0 .088 0 .03
86 7. 17 0. 33 0 .116 0.088 -- - 0. 03
87 7 .25 0 .33 0 . 116 0. 087 --- 0 .03
88 7 .33 0 . 37 0 , 128 0 .087 - - - 0 . 04
89 7 .42 0 .37 0 , 128 0.087 - -- 0 ,04
90 7 . 50 0.37 0 . 128 0 .086 - - - 0 .04
91 7 .58 0 .40 0.140 0.066 - -- 0 .05
92 7.67 0 .40 0 . 140 0.085 - -- 0 .05
93 7 .75 0.40 0 . 140 0.085 --- 0 . 05
94 7 .83 0 .43 0 . 151 0 .085 -- - 0 . 07
95 7.92 0 .43 0 .151 0. 084 --- 0 .07
96 8 .00 0.43 0 . 151 0.084 --- 0.07
97 8 . 06 0 .50 0 . 175 0 .083 --- 0 . 09
98 8.17 0 .50 0 . 175 0.083 --- 0 . 09
99 8 .25 0 . 50 0.175 0.083 -- - 0 .09
100 8 .33 0.50 0 .175 0.082 --- 0 .09
101 8 .42 0 .50 0 .175 0 .082 --- 0 .09
102 8 .50 0 . 50 0 . 175 0.082 --- 0 . 09
103 8.58 0 .53 0.186 0.081 --- 0 . 11
104 8 .67 0.53 0.186 0.081 --- 0 . 11
105 8 .75 0 .53 0.186 0 .080 --- 0 .11
106 8 .63 0 .57 0 . 198 0 .080 --- 0.12
107 8.92 0 .57 0 . 198 0.080 --- 0. 12
108 9.00 0. 57 0 .198 0.079 --- 0 . 12
209 9. 08 0. 63 0.221 0 .079 --- 0 . 14
110 9. 17 0.63 0 .221 0 .078 --- 0 .14
111 9.25 0 .63 0 .221 0 .078 --- 0 .14
112 9.33 0 .67 0 .233 0. 078 0.16
113 9.42 0.67 0 .233 0.077 --- 0.16
114 9.50 0.67 0 .233 0.077 --- 0. 16
215 9.58 0. 70 0.245 0,077 --- 0. 17
116 9.67 0 .70 0.245 0 .076 --- 0 . 17
117 9.75 0 .70 0.245 0 .076 --- 0 .17
118 9.83 0 .73 0 .256 0.076 --- 0 .18
119 9.92 0.73 0.256 0.075 --- 0.18
120 10.00 0.73 0 .256 0,075 --- 0 .18
121 10.08 0. 50 0. 175 0. 074 --- 0 .10
122 10 .17 0.50 0 . 175 0.074 --- 0.10
123 10 .25 0.50 0 . 175 0.074 --- 0.10
124 10.33 0.50 0 .175 0.073 --- 0.10
125 10.42 0.50 0.175 0 .073 --- 0. 10
126 10. 50 0 .50 0.175 0 .073 --- 0 .10
127 10.58 0.67 0.233 0.072 --- 0. 16
128 10.67 0 .67 0.233 0. 072 --- 0.16
129 10.75 0 .67 0.233 0. 072 --- 0 . 16
130 10.83 0 .67 0.233 0. 071 --- 0. 16
131 10 .92 0 .67 0.233 0.071 --- 0. 16
132 11.00 0 .67 0.233 0. 071 --- 0. 16
133 11.08 0 .63 0.221 0.070 --- 0.15
134 11.17 0 .63 0 .221 0.070 --- 0. 15
135 11.25 0 .63 0 .221 0.069 --- 0. 15
136 11.33 0 .63 0 .221 0.069 --- 0.15
13 11. 0.63 0 .221 0.06 --- 0.15
138 11. 50 50 0 .63 0 .221 0. 068 0.15
139 11 . 58 0 .57 0 . 198 0. 068 0 . 13
140 11 .67 0 . 57 0. 198 0. 068 - - - 0 . 13
• 141 11 .75 0 . 57 0 .198 0. 067 0. 13
_ _ _142 11 . 83 0 . 60 0 .210 0 .067 0. 14
143 11 .92 0.60 0 .210 0 .067 -- - 0 . 14
144 12 .00 0 .60 0 .210 0.066 -- - 0 . 14
145 12 .08 0.83 0 .291 0 .066 -- - 0 .22
146 12 .17 0.83 0 .291 0. 066 - - - 0 .23
147 12 .25 0 . 83 0.291 0.065 - -- 0 .23
148 12 . 33 0 . 87 0.303 0. 065 - -- 0 . 24
149 12 .42 0 . 67 0.303 0.065 - -- 0 . 24
150 12 . 50 0.87 0.303 0. 064 - -- 0 .24
151 12 .58 0. 93 0 .326 0.064 --- 0 .26
152 12 .67 0. 93 0 .326 0 .064 -- - 0.26
153 12. 75 0. 93 0. 326 0. 064 --- 0.26
154 12 .83 0 . 97 0 .338 0. 063 --- 0.27
155 12 .92 0 . 97 0.338 0. 063 - -- 0 .27
156 13 . 00 0. 97 0.338 0.063 --- 0 .28
157 13 .08 1 .13 0.396 0.062 --- 0 . 33
158 13 .17 1.13 0.396 0 .062 --- 0 . 33
159 13 .25 1. 13 0.396 0 .062 -- - 0 . 33
160 13 .33 1 . 13 0.396 0 .061 --- 0 . 33
161 13 .42 1 . 13 0.396 0 .061 --- 0 . 33
162 13 .50 1 . 13 0 .396 0.061 - -- 0 .34
163 13 . 58 0 .77 0 .268 0. 060 --- 0.21
164 13.67 0. 77 0.268 0. 060 --- 0.21
165 13 .75 0 .77 0 .268 0.060 --- 0.21
166 13 .83 0.77 0 .268 0.059 --- 0.21
167 13 .92 0.77 0 .268 0.059 --- 0.21
• 168 14 .00 0.77 0 .268 0.059 - -- 0.21
169 14 .08 0.90 0 . 314 0.059 0.26
170 14 .17 0.90 0 .314 0.058 --- 0.26
171 14 .25 0.90 0 .314 0.058 --- 0.26
172 14 .33 0.87 0 .303 0.058 --- 0.25
173 14 .42 0.87 0 . 303 0.057 --- 0.25
174 14 .50 0.87 0 . 303 0 .057 --- 0.25
175 14 .58 0.87 0 .303 0.057 --- 0.25
176 14 .67 0.87 0 .303 0 .056 --- 0.25
177 14 .75 0.87 0 .303 0 .056 --- 0.25
178 14 .83 0.83 0.291 0.056 --- 0.24
179 14 .92 0.83 0 .291 0.056 --- 0.24
180 15 .00 0 .83 0.291 0.055 --- 0.24
181 15.08 0.80 0.279 0 .055 --- 0.22
182 15.17 0.80 0 .279 0.055 --- 0.22
183 15.25 0 .80 0.279 0.054 --- 0.22
184 15.33 0. 77 0.268 0.054 --- 0 .21
185 15.42 0.77 0.268 0.054 --- 0.21
186 15. 50 0. 77 0.268 0. 054 --- 0.21
187 15.58 0 . 63 0 .221 0. 053 --- 0.17
188 15 .67 0 .63 0 .221 0 . 053 --- 0.17
189 15 .75 0.63 0 .221 0 .053 -- - 0. 17
190 15 .83 0 .63 0.221 0 .053 --- 0 . 17
191 15.92 0.63 0.221 0.052 --- 0 . 17
192 16.00 0.63 0.221 0 .052 - -- 0.17
193 16 . 08 0. 13 0 . 047 0.052 0. 008 0.04
194 16 . 17 0 . 13 0 . 047 0. 051 0. 008 0.04
• 195 16 .25 0 .13 0 . 047 0. 051 0 .008 0 . 04
196 16 . 33 0 . 13 0.047 0 .051 0 .008 0 . 04
197 16 .42 0.13 0 . 047 0. 051 0 .008 0 . 04
• 198 16.50 0 . 13 0 . 047 0.050 0 .008 0 . 04
199 16 .58 0 . 10 0 . 035 0 .050 0 .006 0 . 03
200 16 . 67 0 . 10 0.035 0 .050 0 . 006 0 .03
201 16 . 75 0. 10 0.035 0 .050 0 . 006 0 .03
202 16.83 0. 10 0 .035 0.049 0 . 006 0 .03
203 16. 92 0.10 0 .035 0. 049 0.006 0.03
204 17 . 00 0 . 10 0 . 035 0. 049 0 .006 0. 03
205 17 . 08 0 . 17 0 . 058 0 .049 --- 0. 02
206 17 . 17 0. 17 0. 058 0 .048 --- 0 . 01
207 17.25 0.17 0.058 0.048 --- 0 . 01
208 17 .33 0 . 17 0.058 0.048 --- 0 ,01
209 17 .42 0 . 17 0 .058 0.048 --- 0 ,01
210 17 . 50 0 . 17 0 . 058 0 .047 -- - 0 .01
211 17.58 0. 17 0 . 058 0 .047 -- - 0. 01
212 17.67 0. 17 0.058 0.047 --- 0 . 01
213 17 .75 0 .17 0.058 0.047 --- 0 . 01
214 17 . 83 0 . 13 0.047 0.047 --- 0. 00
215 17 . 92 0 . 13 0.047 0.046 --- 0 .00
216 18.00 0. 13 0 . 047 0 .046 --- 0 .00
217 18.08 0.13 0 . 047 0 .046 - -- 0 .00
218 18. 17 0.13 0 .047 0.046 --- 0 .00
219 18 .25 0.13 0.047 0. 045 --- 0.00
220 18 .33 0.13 0.047 0.045 - -- 0. 00
221 18.42 0 . 13 0.047 0.045 --- 0. 00
222 18.50 0. 13 0 .047 0.045 --- 0. 00
223 18.58 0.10 0.035 0.045 0.006 0.03
224 18.67 0.10 0 .035 0 .044 0.006 0 .03
• 225 18 .75 0.10 0 .035 0.044 0 . 006 0 .03
226 18 .83 0.07 0 . 023 0. 044 0 . 004 0 . 02
227 18 . 92 0.07 0 . 023 0.044 0 . 004 0 .02
228 19. 00 0 . 07 0 . 023 0.043 0. 004 0 .02
229 19. 08 0 . 10 0 . 035 0.043 0.006 0 .03
230 19. 17 0 . 10 0.035 0.043 0.006 0. 03
231 19.25 0. 10 0.035 0 .043 0.006 0. 03
232 19.33 0. 13 0.047 0. 043 --- 0.00
233 19.42 0.13 0.047 0 .042 --- 0.00
234 19.50 0.13 0.047 0 .042 --- 0. 00
235 19.58 0.10 0.035 0 .042 0.006 0. 03
236 19.67 0.10 0.035 0 .042 0.006 0. 03
237 19.75 0.10 0.035 0 .042 0.006 0. 03
238 19.83 0.07 0.023 0 .041 0.004 0. 02
239 19.92 0.07 0.023 0 .041 0.004 0.02
240 20.00 0.07 0.023 0 .041 0.004 0.02
241 20 .08 0.10 0.035 0. 041 0. 006 0. 03
242 20.17 0.10 0.035 0 .041 0.006 0.03
243 20.25 0.10 0 .035 0 .041 0.006 0 .03
244 20.33 0.10 0 . 035 0 .040 0.006 0 .03
245 20 .42 0.10 0 . 035 0 .040 0.006 0 . 03
246 20. 50 0. 10 0 . 035 0.040 0.006 0 . 03
247 20.58 0. 10 0 . 035 0 .040 0. 006 0 . 03
248 20. 67 0 .10 0 . 035 0 .040 0.006 0 . 03 '
249 20. 75 0 . 10 0.035 0.040 0. 006 0. 03
250 20.83 0. 07 0.023 0.039 0. 004 0. 02
. 251 20 , 92 0 . 07 0,023 0, 039 0 , 014 0, 02
252 21 . 00 0 . 07 0.023 0.039 0. 004 0. 02
253 21 .08 0.10 0. 035 0.039 0 . 006 0 . 03
254 21 . 17 0 . 10 0 . 035 0. 039 0.006 0 . 03
. 255 21 .25 0 . 10 0 . 035 0. 039 0 .006 0. 03
256 21 . 33 0. 07 0 . 023 0. 038 0 . 004 0 . 02
257 21 .42 0.07 0 . 023 0.038 0 . 004 0 . 02
258 21 . 50 0 .07 0 . 023 0 .038 0 . 004 0 . 02
259 21 . 58 0.10 0 . 035 0.038 0 . 006 0 . 03
260 21 .67 0 . 10 0 . 035 0.038 0 . 006 0 . 03
261 21.75 0 . 10 0 . 035 0 .036 0 . 006 0 . 03
262 21 .83 0 . 07 0.023 0.038 0.004 0 . 02
263 21 . 92 0 . 07 0.023 0.038 0.004 0 . 02
264 22 . 00 0 . 07 0.023 0. 037 0.004 0 . 02
265 22 . 06 0. 10 0.035 0. 037 0.006 0 . 03
266 22 .17 0 .10 0. 035 0.037 0 .006 0 . 03
267 22.25 0 . 10 0 . 035 0. 037 0.006 0. 03
268 22.33 0.07 0 . 023 0.037 0 .004 0 .02
269 22.42 0 . 07 0 . 023 0 .037 0.004 0 .02
270 22.50 0 . 07 0 . 023 0.037 0.004 0. 02
271 22 .58 0 . 07 0. 023 0 .037 0.004 0.02
272 22 .67 0 . 07 0.023 0. 036 0.004 0 . 02
273 22 .75 0. 07 0.023 0.036 0.004 0. 02
274 22. 83 0.07 0.023 0. 036 0.004 0. 02
275 22.92 0.07 0.023 0 .036 0.004 0. 02
276 23 .00 0.07 0.023 0.036 0.004 0. 02
277 23 .08 0.07 0. 023 0.036 0.004 0. 02
278 23 .17 0.07 0. 023 0.036 0 .004 0. 02
279 23 .25 0. 07 0. 023 0.036 0 . 004 0. 02
280 23 . 33 0.07 0 . 023 0.036 0. 004 0 . 02
281 23.42 0 . 07 0 . 023 0 .036 0.004 0. 02
• 282 23 .50 0 . 07 0.023 0.036 0.004 0. 02
283 23 .58 0 . 07 0. 023 0.036 0.004 0. 02
284 23 .67 0 . 07 0 . 023 0.036 0.004 0. 02
285 23 .75 0 . 07 0. 023 0.036 0.004 0. 02
286 23 .83 0 . 07 0 . 023 0.035 0.004 0. 02
287 23 .92 0 .07 0 .023 0. 035 0.004 0 . 02
288 24 . 00 0 .07 0 . 023 0. 035 0.004 0. 02
Sum = 100.0 Sum = 24 .3
Flood volume = Effective rainfall 2 .02 (In)
times area 1. 0 (Ac. ) / [ (In) / (Ft. ) ] = 0.2 (Ac.Ft)
Total soil loss = 0.89 (In)
Total soil loss = 0 .076 (Ac.Ft)
Total rainfall = 2 .91 (In)
Flood volume = 7559.0 Cubic Feet
Total soil loss = 3324 .2 Cubic Feet
- ----
Peak flow rate of this hydrograph = 0.340 (CFS)
- ------- -------------- ---- ------------------------- ------------
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
' 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
------ ------------------------------------------------------ -- -- --
Hydrograph in 5 Minute intervals ( (CFS) )
------ -------------------------- ------------------------------- -- ---
Time (h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7 . 5 10.0
---------- -- ---------- - - ----
. 0+ 5 0.0000 0.00 Q
0+10 0.0001 0. 01 Q
0+15 0. 0002 0 .01 Q
0+20 0 .0003 0 . 02 Q
0+25 0 . 0004 0 . 02 Q
0+30 0 . 0006 0 .02 Q
0+35 0.0008 0 .03 Q
0+40 0 .0010 0 . 03 Q
0+45 0 . 0011 0 . 03 Q
0+50 0. 0013 0 . 03 Q
0+55 0.0016 0 .03 Q
1+ 0 0 .0018 0 . 04 Q
1+ 5 0 . 0021 0 . 04 Q
1+10 0.0023 0 . 03 Q
1+1s 0 .0025 0 .03 Q
1+20 0 . 0027 0 . 03 Q I I I
1+25 0.0029 0 . 03 Q
1+30 0.0032 0 . 03 Q
1+35 0 . 0034 0 .03 Q
1+40 0.0036 0 . 03 Q
1+45 0.0038 0 .03 Q
1+50 0 .0040 0.03 Q
1+55 0 .0042 0.03 Q
2+ 0 0. 0045 0 . 04 QV
2+ 5 0.0047 0 .04 QV
2+10 0.0050 0 .04 QV
2+15 0 .0053 0.04 QV
2+20 0. 0055 0.04 QV
2+ 0.00 0 . 04 QV
2+30 30 0.006161 0 . 04 QV
2+35 0.0064 0 .04 QV
2+40 0 .0067 0 .04 QV
2+45 0 . 0070 0.05 QV
2+So 0. 0073 0.05 QV
2+55 0.0076 0. 05 QV
3+ 0 0.0080 0 . 05 QV
3+ 5 0.0083 0 . 05 QV
3+10 0.0086 0 . 05 QV
3+15 0. 0090 0 . 05 Q v
3+20 0. 0093 0. 05 Q V
3+25 0.0097 0.05 Q V
3+30 0.0100 0.05 Q V
3+35 0.0103 0.05 Q V
3+40 0.0107 0.05 Q V
3+45 0.0110 0.05 Q V
3+50 0.0114 0.05 Q V
3+55 0.0117 0.05 Q v
4+ 0 0.0121 0 .06 Q V
4+ 5 0 .0125 0 . 06 Q V
4+10 0 .0129 0.06 Q V
4+15 0 .0133 0. 06 Q V
4+20 0 .0137 0 . 06 Q V . I I I I
4+25 0 . 0142 0.06 Q V
4+30 0 .0146 0.07 Q V
4+35 0 .0151 0.07 Q V
4+40 0 .0155 0.07 Q V
4+45 0.0160 0.07 Q V
4+50 0.0165 0 .07 Q V
4+55 0 . 0170 0 . 07 Q V
5+ 0 0 . 0175 0 .08 Q v
5+ 5 0 . 0180 0 .06 Q v
5+10 0 . 0185 0.07 Q v
5+15 0 .0190 0. 06 Q v I I I
5+20 0 .0194 0 . 06 Q V
5+25 0 .0199 0 . 07 Q v
5+30 0 . 0203 0 . 07 Q V
5+35 0 . 0208 0 . 07 Q V
5+40 0 . 0213 0 . 07 Q V
5+45 0. 0218 0. 08 Q v I I
5+50 0 .0224 0.08 Q v
5+55 0.0229 0.08 Q v
6+ 0 0 .0234 0. 08 Q V
6+ 5 0 . 0239 0 . 07 Q V
6+10 0 . 0243 0 . 05 Q V
6+15 0.0245 0 . 03 Q V
6+20 0. 0247 0 .03 Q v I
6+25 0 .0248 0 . 02 Q V
6+30 0 .0250 0.02 Q V
6+35 0 .0251 0.02 Q V
6+40 0 . 0253 0 .02 Q V
6+45 0 . 0255 0 . 03 Q V
6+50 0.0256 0. 03 Q V
6+55 0 .0258 0 . 03 Q V
7+ 0 0. 0260 0 . 03 Q V
7+ 5 0.0262 0 . 03 Q v
7+10 0.0264 0 . 03 Q V
7+15 0.0266 0 . 03 Q V
I
7+20 0 .0268 0 .03 Q V
7+25 0.0270 0 . 03 Q v I I
7+30 0 .0273 0 . 04 Q v
7+35 0 . 0276 0 . 04 Q V
7+40 0 . 0279 0.05 Q v
7+45 0 . 0283 0 . 05 Q V
7+50 0 . 0286 0 . 05 Q v
7+55 0. 0290 0. 06 Q v I I ! I
8+ 0 0 . 0295 0. 06 Q v
8+ 5 0 . 0299 0 .07 Q v
8+10 0 . 0305 0 . 08 Q v l
8+15 0 . 0311 0. 08 Q v l
8+20 0 . 0317 0 . 09 Q v
8+25 0 . 0323 0 . 09 Q V
8+30 0 . 0329 0 . 09 Q V
8+35 0 . 0336 0 . 09 Q V
8+40 0 . 0343 0.10 Q V
8+45 0 .0350 0 .10 Q V
8+50 0. 0357 0.11 Q V
8+55 0 .0365 0.11 Q V
9+ 0 0.0373 0.12 Q V I I I
9+ 5 0.0381 0.12 Q v
9+10 0. 0390 0 . 13 Q V
9+15 0. 0400 0 . 14 Q VI
9+20 0. 0410 0 .14 Q VI
9+25 0 . 0420 0.1s Q VI
9+30 0. 0431 0.15 Q VI iI
9+35 0.0441 0 . 16 Q V
9+40 0.0453 0 . 16 Q V
9+45 0.0464 0 . 17 Q V
9+50 0 .0476 0 . 17 Q V
9+55 0 .0488 0 . 18 Q IV
10+ 0 0 .0501 0 . 18 Q IV
10+ 5 0 . 0513 0 . 18 Q IV
10+10 0 . 0523 0 . 15 Q I V
10+15 0 . 0532 0 . 13 Q I V
10+20 0. 0540 0 . 12 Q I V
10+25 0. 0548 0 .12 Q I V
10+30 0 . 0556 0. 11 Q I V
10+35 0.0564 0 . 12 Q I V
10+40 0.0574 0. 14 Q I v
10+45 0 .0584 0.15 Q I v I
10+50 0 .0595 0.16 Q I v
10+55 0 . 0606 0.16 Q I v
11+ 0 0 . 0617 0 . 16 Q I v
11+ 5 0. 0628 0. 16 Q I V
11+10 0. 0639 0. 16 Q I V
11+15 0 . 0650 0 . 16 Q I v
11+20 0.0661 0 . 16 Q I V
11+25 0. 0672 0 . 16 Q I v
11+30 0.0683 0 . 16 Q I V
11+35 0.0694 0 . 16 Q I V
11+40 0.0704 0 . 15 Q I V
11+45 0.0714 0. 14 Q I V I '
11+50 0.0723 0 . 14 Q I V
11+55 0.0733 0 . 14 Q I V
12+ 0 0.0743 0 . 15 Q I V
12+ 5 0.0754 0 . 15 Q I v l
12+10 0.0767 0 . 18 Q I V
12+15 0.0781 0 .21 Q I V
12+20 0.0796 0 .22 Q I v
12+25 0.0811 0 .23 Q I V
12+30 0 .0827 0 .23 Q I VI
12+35 0.0844 0 .24 Q I VI
12+40 0.0861 0 .25 IQ I VI
12+45 0. 0879 0.26 IQ I V
12+50 0.0897 0.26 IQ I V
12+55 0.0916 0.27 IQ Iv
13+ 0 0.0935 0.28 IQ IV
13+ 5 0. 0955 0.28 IQ V
13+10 0. 0976 0 .31 IQ V
13+15 0. 0998 0 . 32 IQ v
13+20 0.1021 0 .33 IQ v
13+25 0 .1044 0.34 IQ V
13+30 0.1068 0.34 IQ V
13+35 0.1090 0.33 IQ v
13+40 0.1110 0 . 29 IQ v
13+45 0.1128 0 .25 IQ V
13+50 0. 1145 0.24 Q I I V
13+55 0.1161 0.23 Q V
14+ 0 0 .1177 0.23 Q v
14+ 5 0.1192 0 .23 Q V
• 14+10 0.1209 0 .24 Q
V
14+15 0. 1227 0.26 IQ V
14+20 0. 1245 0.26 Q V
14+25 0 . 1262 0 .26 Q V
. 14+30 0 . 1280 0 .25 Q V
14+35 0 . 1297 0 .25 Q V
14+40 0 . 1315 0 .25 IQ V
14+45 0 . 1332 0.25 Q V
14+50 0 . 1350 0 .25 Q IV
14+55 0 . 1367 0 . 25 IQ V
15+ 0 0 . 1384 0 .25 Q IV
15+ 5 0 . 1401 0 .25 Q V
15+10 0 .1418 0 .24 Q V
15+15 0 . 1434 0 .24 Q V
15+20 0 .1450 0 .24 Q V
15+25 0 .1466 0 .23 Q V
15+30 0 .1482 0 .23 Q V
15+35 0.1497 0 .22 Q V
15+40 0.1511 0 .20 Q I I I V
15+45 0.1525 0 . 19 Q V
15+50 0.1537 0 . 19 Q V
15+55 0.1550 0.18 Q v
16+ 0 0.1562 0.18 Q V
16+ 5 0 .1574 0. 17 Q V
16+10 0 . 1582 0 . 12 Q V
16+15 0. 1588 0 . 08 Q V
16+20 0. 1593 0. 07 0 I V
16+25 0 .1597 0 . 06 Q V
16+30 0 .1601 0.05 Q V
16+35 0.1605 0.05 Q V
16+40 0.1607 0.04 Q V
16+45 0.1610 0 .04 Q V
16+50 0. 1613 0 .04 Q V
16+55 0. 1615 0 . 03 Q V
17+ 0 0 .1617 0 . 03 Q V
17+ 5 0.1619 0.03 Q f V f
17+10 0 .1621 0.02 Q V
17+15 0.1622 0.02 Q V
17+20 0.1623 0 . 01 Q V
17+25 0.1624 0 . 01 Q V
17+30 0. 1625 0. 01 Q V
17+35 0.1626 0.01 Q V
17+40 0.1626 0 .01 Q V
17+45 0.1627 0. 01 Q I I I V
17+50 0. 1628 0. 01 Q v
17+55 0. 1628 0.01 Q V
18+ 0 0.1629 0 . 00 Q
18+ 5 0.1629 0 . 00 Q V
18+10 0. 1629 0.00 Q V
18+15 0.1629 0.00 Q V
18+20 0 .1629 0 . 00 Q V
18+25 0.1629 0. 00 Q I I ! v l
18+30 0. 1630 0.00 Q V
18+35 0 .1630 0 . 00 Q V
18+40 0.1631 0 . 01 Q V
18+45 0. 1632 0.02 Q I V
18+50 0 .1634 0 . 02 Q V
• 18+55 0.1635 0 . 02 Q V
19+ 0 0. 1637 0. 02 Q V
19+ 5 0 . 1638 0 . 02 Q I I I V
19+10 0 . 1640 0 . 02 Q v
. 19+15 0 .1642 0 . 03 Q V
19+20 0 . 1643 0 . 03 Q V
19+25 0 . 1645 0 .02 Q V
19+30 0 . 1645 0 . 01 Q v
19+35 0 . 1646 0 . 01 Q v
19+40 0 .1647 0 . 02 Q I I V
19+45 0 . 1649 0 .02 Q V
19+50 0 . 1651 0 .03 Q V
19+55 0.1652 0 . 02 Q V
20+ 0 0 .1654 0 . 02 Q v 1
20+ 5 0 . 1655 0 . 02 Q v
20+10 0 .1657 0.02 Q v
20+15 0 .1659 0.03 Q I V
20+20 0 . 1661 0 . 03 Q V
20+25 0 . 1663 0 .03 Q v
20+30 0 .1665 0 .03 Q V
20+35 0 .1667 0 .03 Q V
20+40 0 . 1669 0 . 03 Q V
20+45 0 . 1671 0 . 03 Q v
20+50 0.1673 0 . 03 Q V
20+55 0.1674 0 .03 Q I I I V
21+ 0 0.1676 0 .02 Q v
21+ 5 0 .1678 0. 02 Q V -
21+10 0 . 1679 0 . 03 Q V
21+15 0. 1681 0 . 03 Q v
21+20 0.1683 0 . 03 Q v
21+25 0 .1685 0.02 Q v
• 21+30 0.1686 0 .02 Q f V
21+35 0 .1688 0 .02 Q V
21+40 0 .1690 0 . 03 Q V
21+45 0.1692 0 . 03 Q V
21+50 0.1693 0 . 03 Q VI
21+55 0.1695 0 . 02 Q I VI
22+ 0 0 .1697 0.02 Q I VI
22+ 5 0 .1698 0 .02 Q I VI
22+10 0 . 1700 0 .03 Q I I VI
22+15 0 . 1702 0.03 Q I VI
22+20 0 . 1704 0.03 Q ( I VI
22+25 0. 1705 0.02 Q I VI
22+30 0.1707 0.02 Q I VI
22+35 0.1706 0.02 Q I VI
22+40 0.1710 0 . 02 Q I VI
22+45 0.1711 0 .02 Q I VI
22+50 0.1713 0.02 Q I I VI
22+55 0.1714 0. 02 Q I VI
23+ 0 0 .1715 0 . 02 Q I VI
23+ 5 0 .1717 0 .02 Q I VI
23+10 0.1718 0.02 Q I VI
23+15 0.1720 0.02 Q I VI
23+20 0.1721 0.02 Q I I I VI
23+25 0.1722 0.02 Q VI
23+30 0.1724 0.02 Q VI
• 23+35 0.1725 0 .02 Q I VI
23+40 0.1726 0 . 02 Q I VI
23+45 0. 1728 0 . 02 Q - I VI
23+50 0 .1729 0 .02 Q I vI
. 23+55 0 . 1730 0 . 02 Q v
244 0 0.1732 0. 02 Q I I vI
24+ 5 0 . 1733 0 .02 Q I v
24+10 0.1734 0 . 01 Q v1
24+15 0 . 1734 0 .01 Q VI
24+20 0 . 1735 0 . 00 Q v
24+25 0. 1735 0.00 Q I v
24+30 0.1735 0 . 00 Q I VI
24+35 0 . 1735 0 .00 Q I VI
24+40 0.1735 0 . 00 Q I v1
24+45 0 . 1735 0.00 Q I v1
24+50 0.1735 0 . 00 Q I v1
24+55 0 . 1735 0 .00 Q I I vI
254 0 0. 1735 0 . 00 Q I I v1
25+ 5 0 . 1735 0 .00 Q I v
-------- ------- ---- --- --- ---
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 1999, Version 6 .0
Study date 04/04/07 File: 100dh24100 .out
_ _ ___ _ _ _ _ _ _ __ _ _ ___ _ _ __ ____ _ _ _ _ __ _ ____ _ __ __ ____ __ _ __ __ _ ___ _ _ _ _ _ _ _ _ __ _ ____
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Land Development Design Corporation, Ontario, CA - SIN 544
_ __ ___ _ __ _ _ _ _ _ _ __ _____ __ _ _ __ ____ _ ____ ____ _ _ _____ _ __ _ _ _ _ _ _ ___
English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
-- ---- -- ----- -- - ----- ------- -- ------- ---- - -- -- ----- - -- --- ------------
JN4053-Nelson
100 YR Storm- 24 HR hydrograph
Developed condition
--- ----- --- ----- ------ -------- ------ -- ----------- ---- - ----- - ------ --
Drainage Area = 1 . 03 (Ac. ) = 0. 002 Sq. Mi .
USER Entry of lag time in hours
Lag time = 0 .140 Hr.
Lag time = 8 .40 Min.
25% of lag time = 2 .10 Min.
40% of lag time = 3 .36 Min.
Unit time = 5. 00 Min.
Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00 (CFS)
2 YEAR Area rainfall data:
Area(Ac. ) [1] Rainfall (In) [2] Weighting [1*2]
1.03 1. 80 1.85
100 YEAR Area rainfall data:
Area(Ac. ) [1] Rainfall (In) [2] Weighting (1*2]
1.03 4 .50 4 .63
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 1.800 (In)
Area Averaged 100-Year Rainfall = 4 .500 (In)
Point rain (area averaged) = 4 .500 (In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 4 .500 (In)
Sub-Area Data:
Area(Ac. ) Runoff Index Impervious 8
1.030 69. 00 0. 900
Total Area Entered = 1 . 03 (Ac. )
RI RI Infil . Rate Impervious Adj . Infil . Rate Area% F
AMC2 AMC-3 (In/Hr) (Dec. %) (In/Hr) (Dec. ) (In/Hr)
69.0 84 .4 0. 194 0. 900 0.037 1.000 0 .037
Sum (F) = 0 . 037
Area averaged mean soil loss (F) (In/Hr) = 0 . 037
Minimum soil loss rate ( (In/Hr) ) = 0.018
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0. 180
- -- - --- - - -- - - - - - - -- - - - - - - -- - - -- - - -- - - ---- - - - - -- - - -- ------ -- --- - - -- - - -
U n i t H y d r o g r a p h
VALLEY S-Curve
--- -- ---- - -- - - - - - - -- - - -- - ------ ---- ----- - - - - -- - -- --- -- - - -- - - - - -- - ---
Unit Hydrograph Data
-- --- - - - -- - - - - - - - --- -- - - - ------- - - ------- - - - - - ----- - -- --- - - --- --- - - - -
Unit time period Time % of lag Distribution Unit Hydrograph
(hrs) Graph 8 (CPS)
- ---- -- -- ---- - - - - - - - - - - - - --- - - --- -- ----- -- - - - - --- - - - ---- - -- - -- --- - - - -
1 0.083 59 .524 8.108 0.084
2 0 ,167 119 . 048 33 .630 0 . 349
3 0 ,250 178 . 571 26 .737 0 .278
4 0, 333 238 .095 10.389 0. 108
5 0,417 297 .619 6.125 0. 064
6 0.500 357 .143 4 .147 0.043
7 0 .583 416 .667 2 . 960 0 .031
8 0 .667 476 . 190 2 . 078 0 .022
9 0.750 535.714 1.719 0. 018
10 0.833 595.238 1 .279 0.013
11 0.917 654 .762 0 . 977 0. 010
12 1.000 714 .286 0 .697 0. 007
13 1.083 773 . 810 0 .595 0.006
14 1 .167 833 . 333 0.560 0 .006
Sum = 100, 000 Sum= 1 .038
----- ---------- ------- ------- ------- ----------------------- ------ ---
Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective
(Hr. ) Percent (In/Hr) Max Low (In/Hr)
1 0 .08 0.07 0.036 0.065 0.006 0. 03
2 0.17 0.07 0.036 0.065 0.006 0.03
3 0 .25 0 .07 0.036 0 .065 0 .006 0 .03
4 0 .33 0.10 0.054 0.065 0 . 010 0.04
5 0 .42 0 .10 0 .054 0.064 0 . 010 0.04
6 0 . 50 0 .10 0.054 0.064 0 .010 0.04
7 0.58 0 . 10 0 .054 0.064 0.010 0.04
8 0. 67 0.10 0 .054 0.064 0. 010 0.04
9 0.75 0.10 0 .054 0.063 0.010 0.04
10 0. 83 0.13 0 .072 0.063 --- 0.01
11 0.92 0.13 0.072 0.063 --- 0.01
12 1. 00 0.13 0 .072 0.063 - -- 0.01
13 1.08 0.10 0.054 0.062 0.010 0.04
14 1.17 0.10 0 . 054 0.062 0.010 0.04
15 1.25 0.10 0 . 054 0.062 0.010 0.04
16 1.33 0. 10 0.054 0.062 0.010 0.04
17 1.42 0.10 0 .054 0.061 0.010 0.04
18 1.50 0.10 0.054 0.061 0.010 0.04
19 1.58 0.10 0.054 0.061 0.010 0.04
20 1.67 0.10 0.054 0.061 0. 010 0 . 04
21 1 .75 0.10 0.054 0.060 0.010 0 . 04
22 1.83 0. 13 0.072 0.060 --- 0 . 01
23 1. 92 0. 13 0.072 0.060 --- 0 . 01
24 2 . 00 0 .13 0 . 072 0. 060 --- 0. 01
25 2 . 08 0 . 13 0 . 072 0.059 0.01
26 2 . 17 0 . 13 0 . 072 0.059 - -- 0.01
27 2 .25 0 . 13 0 . 072 0 .059 - - - 0 . 01
28 2 . 33 0 . 13 0. 072 0. 059 0 . 01
29 2 .42 0 . 13 0 . 072 0. 058 0 . 01
30 2 . 50 0 . 13 0 . 072 0. 058 --- 0 . 01
31 2 . 56 0 . 17 0 . 090 0. 058 - - - 0 . 03
32 2 . 67 0 .17 0 . 090 0.058 - -- 0 . 03
33 2 . 75 0 . 17 0 . 090 0.057 - -- 0 . 03
34 2 . 83 0.17 0 . 090 0 .057 - - - 0 . 03
35 2 .92 0 . 17 0 . 090 0 .057 - - - 0 . 03
36 3 .00 0 .17 0 . 090 0 .057 - - - 0 . 03
37 3 .08 0 .17 0 . 090 0 .057 - - - 0 . 03
38 3 . 17 0 .17 0 . 090 0.056 --- 0 . 03
39 3 .25 0 . 17 0 . 090 0 .056 - -- 0 .03
40 3 . 33 0 . 17 0.090 0. 056 -- - 0 . 03
41 3 .42 0 . 17 0 . 090 0.056 - -- 0. 03
42 3 . 50 0.17 0.090 0.055 --- 0. 03
43 3 .58 0.17 0. 090 0.055 --- 0. 03
44 3 .67 0 .17 0. 090 0.055 --- 0. 04
45 3 .75 0.17 0 . 090 0.055 -- - 0. 04
46 3 .83 0 .20 0 . 108 0 .054 --- 0 . 05
47 3 . 92 0 .20 0 . 108 0 .054 --- 0 . 05
48 4 .00 0 .20 0 . 108 0.054 --- 0 . 05
49 4 . 08 0 .20 0 . 108 0.054 --- 0 . 05
50 4 . 17 0 .20 0 . 108 0. 054 --- 0 . 05
51 4 .25 0 .20 0 . 108 0.053 -- - 0 . 05
52 4 . 33 0 .23 0 .126 0.053 --- 0 . 07
53 4 .42 0 .23 0 . 126 0.053 --- 0 . 07
54 4 .5 0 .23 0 . 126 0. 053 --- 0 . 07
55 4 .58 0.23 0 .126 0.052 0 . 07
56 4 .67 0.23 0 . 126 0.052 0 . 07
57 4 .75 0.23 0 .126 0.052 --- 0 . 07
58 4 .83 0.27 0 .144 0.052 --- 0. 09
59 4 .92 0.27 0 . 144 0.051 --- 0 . 09
60 5.00 0.27 0 . 144 0.051 --- 0 . 09
61 5.08 0.20 0 .108 0 .051 --- 0 . 06
62 5.17 0.20 0 .108 0.051 --- 0 . 06
63 5.25 0.20 0 .108 0.051 --- 0 . 06
64 5.33 0.23 0.126 0 .050 --- 0. 08
65 5.42 0.23 0. 126 0.050 --- 0. 08
66 5.50 0.23 0 . 126 0.050 --- 0. 08
67 5. 58 0.27 0 . 144 0.050 --- 0. 09
68 5.67 0 .27 0. 144 0.049 --- 0. 09
69 5. 75 0 .27 0.144 0. 049 --- 0 .09
70 5.83 0 .27 0.144 0. 049 --- 0 . 09
71 5. 92 0 .27 0.144 0.049 --- 0 . 10
72 6 . 00 0 .27 0 .144 0.049 --- 0 . 10
73 6.08 0 .30 0 . 162 0 .048 --- 0 . 11
74 6.17 0 .30 0 . 162 0 .048 --- 0. 11
75 6.25 0.30 0 . 162 0.048 --- 0.11
76 6.33 0. 30 0.162 0.048 --- 0 . 11
77 6.42 0 . 30 0.162 0.048 --- 0 . 11
78 6 .50 0 .30 0 .162 0. 047 - -- 0 . 11
79 6 .58 0 .33 0 . 180 0 . 047 --- 0. 13
80 6 .67 0.33 0 . 160 0 .047 -- - 0. 13
81 6 .75 0 .33 0.180 0.047 -- 0.13
_82 6 . 83 0.33 0.180 0.046 0 . 13
83 6. 92 0. 33 0. 280 0.046 --- 0 . 13
84 7 . 00 0 .33 0 . 180 0 . 046 - -- 0 . 13
. 85 7 . 08 0 . 33 0 .180 0 . 046 --- 0 . 13
86 7 . 17 0. 33 0 . 180 0. 046 0 . 13
87 7 . 25 0 . 33 0 . 180 0. 045 --- 0 . 13
88 7 . 33 0. 37 0 . 198 0 . 045 - -- 0 .15
89 7 .42 0 . 37 0.198 0 . 045 - -- 0 . 15
90 7 . 50 0. 37 0.198 0 . 045 -- - 0 .15
91 7 .58 0.40 0 . 216 0 .045 - -- 0 . 17
92 7 . 67 0.40 0.216 0 . 044 - -- 0 . 17
93 7. 75 0.40 0 .216 0 . 044 --- 0 . 17
94 7 .83 0.43 0 . 234 0 . 044 - -- 0. 19
95 7 .92 0.43 0.234 0 . 044 --- 0 . 19
96 6.00 0.43 0 .234 0 .044 --- 0 . 19
97 8.08 0.50 0 .270 0 .043 - -- 0 .23
98 8.17 0.50 0.270 0 .043 - -- 0 .23
99 8.25 0.50 0 .270 0 .043 --- 0.23
100 8.33 0.50 0 .270 0 .043 - -- 0 .23
101 8.42 0.50 0 .270 0 . 043 --- 0 .23
102 8.50 0.50 0 .270 0 . 042 - -- 0.23
103 8 .58 0.53 0.288 0 .042 --- 0 .25
104 8.67 0.53 0 .288 0 .042 - -- 0 .25
105 8 .75 0.53 0 .288 0 .042 --- 0 . 25
106 8 .83 0.57 0 . 306 0 .042 --- 0 .26
107 8.92 0.57 0 . 306 0 .041 --- 0 .26
108 9.00 0.57 0 .306 0.041 --- 0 .26
109 9.08 0.63 0.342 0 .041 --- 0 . 30
110 9.17 0. 63 0.342 0 .041 --- 0. 30
111 9.25 0. 63 0.342 0.041 --- 0.30
• 112 9.33 0 . 67 0.360 0 .040 --- 0.32
113 9.42 0 .67 0.360 0.040 0 .32
114 9.50 0 .67 0.360 0.040 --- 0 .32
115 9.58 0 .70 0 . 378 0.040 --- 0 .34
116 9.67 0 .70 0 .378 0.040 --- 0 . 34
117 9.75 0 .70 0 . 378 0.039 --- 0. 34
118 9.83 0 .73 0 . 396 0. 039 --- 0.36
119 9.92 0.73 0.396 0 .039 --- 0.36
120 10.00 0.73 0.396 0 .039 --- 0.36
121 10.08 0.50 0.270 0.039 --- 0.23
122 10. 17 0.50 0.270 0.039 --- 0 .23
123 10.25 0 .50 0 .270 0.038 --- 0 .23
124 10 .33 0 .50 0 .270 0.038 --- 0.23
125 10 .42 0 .50 0 .270 0. 038 --- 0.23
126 10.50 0. 50 0.270 0 . 038 --- 0.23
127 10.58 0. 67 0 .360 0 .038 --- 0 . 32
128 10. 67 0 . 67 0 . 360 0.037 --- 0 . 32
129 10 . 75 0 .67 0 .360 0.037 --- 0. 32
130 10 .83 0.67 0.360 0.037 --- 0.32
131 10.92 0.67 0. 360 0 . 037 --- 0. 32
132 11. 00 0. 67 0 .360 0 .037 --- 0. 32
133 11 . 08 0 .63 0 .342 0.036 --- 0. 31
134 11 .17 0 .63 0.342 0.036 --- 0.31
135 11.25 0. 63 0 .342 0 . 036 --- 0. 31
136 11.33 0.63 0 .342 0 .036 - -- 0 . 31
137 11 .42 0 .63 0.342 0.036 --- 0 . 31
. 138 11.50 0.63 0 . 342 0.036 0.31
_ __
139 11.58 0. 57 0 . 306 0 .035 0 .27
140 11 . 67 0 . 57 0.306 0 .035 --- 0 .27
141 11 .75 0 .57 0 . 306 0 .035 --- 0 .27
• 142 11 .83 0.60 0 . 324 0 .035 0 .29
143 11 . 92 0.60 0 . 324 0 .035 0 . 29
144 12 .00 0.60 0 . 324 0 .035 -- - 0 . 29
145 12 . 08 0. 83 0 .450 0 .034 -- - 0 . 42
146 12 . 17 0.83 0 .450 0.034 --- 0 .42
147 12 .25 0. 83 0.450 0.034 --- 0 .42
148 12 . 33 0. 87 0 .468 0 .034 --- 0 .43
149 12 .42 0.87 0 .468 0.034 --- 0 .43
150 12 . 50 0. 87 0 .468 0 .034 --- 0 .43
151 12 . 58 0 . 93 0 . 504 0.033 --- 0.47
152 12 .67 0. 93 0 .504 0 .033 --- 0.47
153 12 .75 0. 93 0 .504 0 .033 --- 0 .47
154 12 .83 0. 97 0.522 0 .033 --- 0 .49
155 12 . 92 0. 97 0 .522 0 .033 --- 0 .49
156 13 . 00 0.97 0 .522 0.033 --- 0 .49
157 13 . 08 1.13 0.612 0 .032 - -- 0 .58
158 13 . 17 1.13 0.612 0 .032 --- 0 .58
159 13 .25 1.13 0 .612 0 .032 --- 0 . 58
160 13 . 33 1.13 0.612 0 .032 --- 0 . 58
161 13 .42 1.13 0.612 0.032 --- 0 .58
162 13 . 50 1.13 0.612 0 .032 --- 0 . 58
163 13 .58 0.77 0.414 0.031 --- 0 . 38
164 13 .67 0.77 0 .414 0.031 --- 0 . 38
165 13 .75 0.77 0 .414 0.031 --- 0. 38
166 13 .83 0. 77 0 .414 0.031 --- 0 . 38
167 13 . 92 0.77 0 .414 0.031 --- 0 .38
• 169 14 .08 0.90 0 .486 0.030 0.38
46
169 14 .08 0. 90 0.486 0.030 0.46
170 14 .17 0 .90 0 .486 0. 030 0 .46
171 14 .25 0 . 90 0.486 0.030 --- 0 .46
172 14 .33 0 .87 0.468 0. 030 --- 0 .44
173 14 .42 0.87 0.468 0 .030 --- 0 .44
174 14 .50 0.87 0.468 0 .030 --- 0.44
175 14 .58 0 .87 0 .468 0 .030 --- 0.44
176 14 .67 0.87 0 .468 0.029 --- 0.44
177 14 .75 0.87 0.468 0 .029 --- 0.44
178 14 .83 0.83 0.450 0.029 --- 0.42
179 14 . 92 0.83 0 .450 0.029 --- 0 .42
180 15 .00 0 . 83 0.450 0. 029 --- 0 .42
181 15.08 0 .80 0 .432 0 .029 --- 0.40
182 15.17 0.80 0 .432 0.028 --- 0.40
183 15.25 0.80 0.432 0.028 --- 0 .40
184 15. 33 0. 77 0.414 0.028 --- 0 . 39
185 15.42 0. 77 0.414 0.028 --- 0.39
186 15.50 0 .77 0 .414 0. 028 --- 0 .39
187 15.58 0 .63 0 . 342 0 .028 --- 0.31
168 15. 67 0.63 0.342 0.028 --- 0 . 31
189 15.75 0. 63 0.342 0 .027 --- 0 . 31
190 15 .83 0 . 63 0 . 342 0. 027 - -- 0 . 31
191 15. 92 0.63 0.342 0. 027 --- 0. 31
192 16. 00 0.63 0.342 0.027 --- 0 . 31
193 16 . 08 0. 13 0. 072 0.027 -- - 0. 05
194 16.17 0 . 13 0 . 072 0.027 --- 0. 05
. 195 16. 25 0.13 0. 072 0 .027 --- 0 .05
196 16. 33 0.13 0.072 0 .026 0. 05
197 16 .42 0 . 13 0 . 072 0.026 --- 0. 05
198 16 .50 0 .13 0 . 072 0.026 -- - 0 .05
• 199 16 . 58 0 . 10 0 . 054 0. 026 0 .03
200 16 . 67 0 . 10 0 . 054 0.026 0 . 03
201 16 . 75 0 .10 0 .054 0.026 - - - 0 .03
202 16 .83 0 .10 0 .054 0 .026 - - - 0 .03
203 16. 92 0 . 10 0.054 0. 026 - -- 0 .03
204 17 . 00 0 .10 0 . 054 0.025 - - - 0 .03
205 17 . 08 0 . 17 0 . 090 0.025 - - - 0.06
206 17 .17 0 .17 0 . 090 0.025 --- 0 .06
207 17 .25 0 . 17 0 .090 0 .025 - -- 0 . 06
208 17 . 33 0 .17 0 .090 0.025 -- - 0 . 07
209 17 .42 0. 17 0.090 0.025 --- 0 . 07
210 17 .50 0 . 17 0 . 090 0.025 - -- 0 .07
211 17 .58 0.17 0 . 090 0.025 - - - 0.07
212 17.67 0 .17 0 . 090 0.024 - -- 0 .07
213 17 .75 0 .17 0.090 0. 024 --- 0 . 07
214 17 . 83 0 . 13 0.072 0.024 --- 0 . 05
215 17 .92 0. 13 0. 072 0.024 --- 0 .05
216 18 .00 0. 13 0 . 072 0.024 -- - 0.05
217 18.08 0.13 0 . 072 0.024 --- 0.05
218 18 . 17 0 .13 0 . 072 0. 024 - -- 0.05
219 18 .25 0 .13 0.072 0.024 --- 0 .05
220 18 .33 0 . 13 0.072 0.023 --- 0 . 05
221 18 .42 0 .13 0.072 0.023 --- 0 . 05
222 16 .50 0.13 0 . 072 0 .023 --- 0 . 05
223 18 .58 0.10 0 . 054 0 . 023 --- 0 .03
224 18 .67 0.10 0 . 054 0. 023 --- 0.03
225 18 .75 0 .10 0 . 054 0. 023 - -- 0.03
. 226 18 .83 0.07 0 .036 0.023 --- 0.01
227 18 . 92 0 . 07 0.036 0.023 0 .01
228 19.00 0.07 0.036 0.023 - -- 0 .01
229 19 .08 0.10 0.054 0 .022 --- 0.03
230 19. 17 0.10 0.054 0. 022 --- 0 . 03
231 19.25 0 .10 0 . 054 0. 022 --- 0 . 03
232 19. 33 0.13 0 . 072 0. 022 --- 0 .05
233 19.42 0.13 0 . 072 0.022 --- 0 . 05
234 19. 50 0 .13 0 . 072 0.022 --- 0 . 05
235 19.58 0 . 10 0 .054 0.022 --- 0 .03
236 19.67 0 . 10 0 . 054 0.022 --- 0 .03
237 19.75 0 .10 0 . 054 0.022 --- 0 .03
238 19.83 0 . 07 0 .036 0.022 --- 0 .01
239 19.92 0 . 07 0 .036 0.021 --- 0 . 01
240 20.00 0. 07 0 .036 0.021 --- 0 .01
241 20.08 0.10 0 . 054 0.021 --- 0 .03
242 20.17 0. 10 0 . 054 0.021 --- 0 . 03
243 20.25 0 .10 0 . 054 0 .021 --- 0 .03
244 20.33 0. 10 0 . 054 0.021 --- 0 . 03
245 20.42 0 . 10 0 . 054 0.021 --- 0 . 03
246 20.50 0. 10 0 . 054 0.021 --- 0 . 03
247 20.58 0 . 10 0. 054 0.021 --- 0 . 03
248 20 . 67 0 .10 0. 054 0.021 --- 0.03
249 20 .75 0 .10 0.054 0.021 --- 0. 03
250 20 . 83 0 .07 0.036 0.020 --- 0.02
251 20 . 92 0 .07 0.036 0.020 --- 0 .02
• 252 21 . 0 0 . 0.0 0.020 0.0
253 21 . 08 0 .1010 0 .05454 0.020 0.033
254 21 . 17 0.10 0 . 054 0.020 0 .03
255 21 .25 0. 10 0 . 054 0.020 --- 0 . 03
256 21 .33 0 . 07 0 . 036 0.020 =_= 0 . 02
257 21.42 0 . 07 0 . 036 0 .020 0 . 02
258 21 . 50 0. 07 0. 036 0. 020 - -- 0 . 02
259 21 .58 0 . 10 0 . 054 0 .020 --- 0 .03
260 21 . 67 0 . 10 0 .054 0 .020 - -- 0 . 03
261 21 .75 0 . 10 0 .054 0 .020 - - - 0 . 03
262 21.83 0 . 07 0.036 0 .020 - -- 0 . 02
263 21 . 92 0 . 07 0 .036 0. 020 - -- 0 . 02
264 22 .00 0.07 0 .036 0.019 - -- 0 . 02
265 22 . 08 0.10 0 . 054 0. 019 - - - 0. 03
266 22 . 17 0 .10 0 . 054 0.019 - -- 0.03
267 22 .25 0.10 0 . 054 0.019 --- 0 .03
268 22 .33 0.07 0 .036 0.019 -- - 0 . 02
269 22 .42 0.07 0 .036 0.019 -- - 0 . 02
270 22 .50 0. 07 0.036 0.019 --- 0 . 02
271 22 .58 0.07 0.036 0 .019 - -- 0 . 02
272 22 .67 0. 07 0.036 0 .019 --- 0. 02
273 22 .75 0. 07 0.036 0 .019 --- 0 .02
274 22 .83 0 . 07 0 .036 0.019 --- 0.02
275 22 . 92 0 . 07 0 . 036 0.019 --- 0. 02
276 23 . 00 0 . 07 0 . 036 0.019 --- 0 . 02
277 23 . 08 0. 07 0 .036 0.019 --- 0 . 02
278 23 .17 0.07 0.036 0.019 --- 0 . 02
279 23 .25 0.07 0.036 0.019 --- 0.02
280 23 .33 0.07 0 .036 0 .019 --- 0.02
281 23 .42 0. 07 0 . 036 0 .019 --- 0.02
282 23 .50 0 . 07 0. 036 0.019 --- 0 . 02
283 23 .58 0 . 07 0.036 0.019 0. 02
___
284 23 .67 0.07 0.036 0.018 0.02
285 23 .75 0 .07 0.036 0.018 --- 0.02
286 23 .83 0.07 0 .036 0.018 --- 0.02
287 23 . 92 0.07 0 . 036 0.018 --- 0 . 02
288 24 .00 0. 07 0.036 0.016 --- 0 . 02
Sum = 100.0 Sum = 44 .4
Flood volume = Effective rainfall 3 .70 (In)
times area 1.0 (Ac. ) / [ (In) / (Ft. ) ] = 0.3 (Ac.Ft)
Total soil loss = 0.80 (In)
Total soil loss = 0.069 (AC.Ft)
Total rainfall = 4 .50 (In)
Flood volume = 13819.4 Cubic Feet
Total soil loss = 3005.6 Cubic Feet
---' ------ " ---------
Peak flow rate of this hydrograph = 0. 591 (CFS)
----------------------- ------------------------------------------- --
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-- - -- -------------------------------------------- --------------- --
Hydrograph in 5 Minute intervals ( (CFS) )
-- ------------ -----------
Time (h+m) Volume Ac. Ft Q(CFS) 0 2. 5 5 . 0 7 .5 10. 0
------------' --- ---- --
0+ 5 0 .000 0 . 0 Q
0+10 0. 0001 0 .01 Q
0+15 0. 0002 0.02 Q j
0+20 0 . 0004 0 . 03 Q
0+25 0.0006 0 . 03 Q
0+30 0.0009 0 . 04 Q
0+35 0.0012 0 . 04 Q
0+40 0 .0015 0 . 04 Q
0+45 0 .0018 0 .04 Q
0+50 0 . 0021 0 .04 Q
0+55 0 . 0023 0. 03 Q
1+ 0 0. 0024 0.02 Q
1+ 5 0. 0025 0 .02 Q
1+10 0.0027 0.03 Q
1+15 0.0030 0 . 04 Q
1+20 0 .0033 0 . 04 Q
1+25 0 .0036 0 . 04 Q
1+30 0 . 0039 0 . 04 Q
1+35 0. 0042 0 . 04 Q
1+40 0. 0045 0 .04 Q
1+45 0.0048 0.04 Q
1+50 0.0051 0.04 Q
1+55 0.0053 0.03 Q
2+ 0 0.0055 0.02 Q
2+ 5 0 .0056 0.02 Q
2+10 0 .0057 0 .02 Q
2+15 0 .0058 0 .02 Q
2+20 0. 0059 0.02 Q
2+25 0 . 0060 0.02 Q
2+30 0. 0062 0.02 Q
2+ 0. 006 0 .02 Q
2+40 0. 0064 0.02 Q
2+45 0. 0066 0 . 03 Q
2+50 0. 0068 0. 03 Q
2+55 0. 0070 0. 03 Q
3+ 0 0. 0073 0.03 Q
3+ 5 0.0075 0.03 Q
3+10 0. 0077 0. 03 Q
3+15 0.0079 0 . 03 QV
3+20 0. 0082 0.03 QV
3+25 0.0084 0.03 QV
3+30 0. 0087 0.04 QV
3+35 0.0089 0.04 QV
3+40 0. 0091 0.04 QV
3+45 0. 0094 0.04 QV
3+50 0. 0097 0 .04 QV
3+55 0. 0100 0 . 04 QV
4+ 0 0. 0103 0 . 05 QV
4+ 5 0.0107 0. 05 QV
4+10 0 .0110 0.05 QV
4+15 0.0114 0.05 QV
4+20 0. 0118 0.06 QV
4+25 0. 0122 0. 06 QV
4+30 0. 0127 0 . 07 QV
4+35 0 . 0132 0 . 07 QV
4+40 0.0137 0.07 QV
4+45 0 .0142 0.07 QV
4+50 0.0147 0.08 QV
I I
4+55 0, 0153 0 . 08 QV
5+ 0 0, 0159 0 . 09 Q V
5+ 5 0 . 0165 0 . 09 Q v
5+10 0 . 0171 0 . 06 Q v
5+15 0 . 0175 0.07 Q V
I
5+20 0 . 0180 0 . 07 Q v
5+25 0 .0185 0.07 Q V
5+30 0.0190 0 .08 Q V
5+35 0 .0196 0 .08 Q v
5+40 0 .0201 0 .09 Q V
5+45 0.0208 0.09 Q v
5+50 0 . 0214 0 .09 Q v
5+55 0 . 0221 0 .10 Q v
6+ 0 0 . 0227 0. 10 Q v
6+ 5 0 . 0234 0 . 10 Q V
6+10 0 .0241 0 . 11 Q v
6+15 0.0249 0 . 11 Q V
6+20 0.0257 0 . 11 Q v
6+25 0.0265 0 . 12 Q V
6+30 0 .0273 0 .12 Q V
6+35 0.0281 0. 12 Q V
6+40 0 .0290 0 . 13 Q V
6+45 0 .0299 0.13 Q V
6+50 0 .0308 0 .13 Q V
6+55 0 .0317 0 .14 Q V
7+ 0 0 . 0327 0.14 Q V
7+ 5 0 . 0336 0.14 Q v
7+10 0 . 0346 0.14 Q V
7+15 0 . 0355 0.14 Q V
7+20 0. 0365 0.14 Q v
•
7+25 0 . 0375 0. 15 Q V
I I
7+30 0 . 0385 0.15 Q V
7+35 0 . 0396 0 .16 Q V
7+40 0 . 0407 0. 16 Q V
7+45 0.0419 0.17 Q v
7+50 0.0431 0.17 Q V
7+55 0. 0444 0. 18 Q V
8+ 0 0. 0457 0 . 19 Q V
8+ 5 0 . 0470 0 . 19 Q v
8+10 0 . 0484 0 .21 Q V
8+15 0. 0500 0 .22 Q v
6+20 0 . 0515 0.23 Q v
8+25 0.0531 0.23 Q V
8+30 0.0547 0.23 Q V
8+35 0.0563 0.23 Q v
8+40 0.0580 0.24 Q V
8+45 0. 0597 0 .25 Q V
6+50 0. 0614 0.25 IQ V
8+55 0 . 0632 0 .26 IQ V
9+ 0 0 . 0650 0 .27 IQ v I
9+ 5 0 .0669 0.27 IQ V I
9+10 0.0689 0.29 IQ v I
9+15 0 .0709 0 .30 IQ V I
9+20 0. 0730 0 .30 IQ VI
9+25 0. 0752 0 .31 IQ VI
9+30 0. 0774 0.32 IQ VI
9+35 0.0796 0 .33 IQ V
9+40 0.0819 0 .33 IQ V
9+45 0.0843 0.34 IQ V
9+50 0. 0867 0 .35 IQ V
9+55 0.0891 0.35 IQ IV
10+ 0 0.0916 0.36 iQ iV
10+ 5 0.0940 0 . 35
10+10 0.0962 0 . 31 IQ I V
10+15 0 .0981 0.28 IQ I V
10+20 0. 0999 0 .27 IQ I V
10+25 0 . 1017 0 .26 IQ V
10+30 0. 1035 0 .25 I Q V
10+35 0 . 1052 0 .26 IQ I V
10+40 0 . 1072 0 .29 IQ I V
10+45 0 . 1094 0 . 31 IQ I V
10+50 0 . 1116 0 . 32 IQ I V
10+55 0. 1138 0 . 32 IQ I V
11+ 0 0. 1160 0 .33 IQ I V
11+ 5 0.1183 0.33 IQ I V
11+10 0 .1205 0.32 IQ I V
11+15 0.1227 0.32 IQ I V
11+20 0.1249 0.32 IQ I V I
11+25 0. 1271 0.32 IQ I V
11+30 0. 1293 0.32 IQ I V
11+35 0 . 1315 0.32 IQ I V
11+40 0 . 1336 0.30 IQ I V
11+45 0 . 1356 0.29 IQ I V
11+50 0 . 1376 0.29 IQ I V
11+55 0 . 1396 0.30 IQ I V
12+ 0 0 . 1417 0.30 IQ I V
12+ 5 0 . 1438 0.31 IQ I V
• 12+10 0 . 1462 0.35 IQ I V
12+15 0 . 1489 0.39 IQ I V I
12+20 0. 1517 0.41 IQ I VI
12+25 0 . 1546 0.42 IQ I VI
12+30 0. 1576 0.43 IQ I VI
12+35 0 . 1606 0 .44 IQ IV
12+40 0 . 1637 0 .46 IQ I V
12+45 0 . 1670 0.47 IQ IV
12+50 0 . 1703 0 .48 IQ IV
12+55 0 .1736 0.49 IQ IV
13+ 0 0.1770 0.50 IQ v
13+ 5 0.1805 0.51 Q V
13+10 0.1843 0.54 Q V
13+15 0.1882 0.57 Q V
13+20 0.1922 0. 58 Q V
13+25 0. 1962 0 . 59 Q V
13+30 0.2003 0.59 I Q V
13+35 0.2043 0.58 Q V
13+40 0.2078 0.51 Q V
13+45 0.2109 0.46 IQ V
13+50 0.2140 0.44 IQ I V I
13+55 0.2169 0 .43 IQ V
14+ 0 0.2198 0 .42 IQ V
14+ 5 0 .2227 0.42 IQ V I
14+10 0.2257 0.44 IQ V I
14+15 0.2289 0 .46 Q V I
. 14+20 0.2320 0 .46 Q VI
14+25 0.2352 0 .46 IQ VI
14+30 0 .2383 0.45
14+35 0 .2415 0 .45 IQ p
. 14+40 0.2446 0 .45 Q V
14+45 0. 2477 0.45 Q IV
14+50 0 .2508 0.45 Q IV
14+55 0 .2539 0.45 Q V
15+ 0 0. 2570 0 .44 IQ V
15+ 5 0 .2600 0 .44 Q V
15+10 0 .2630 0 .43 Q V
15+15 0 .2659 0 .43 Q v
15+20 0 .2688 0 .42 IQ v
15+25 0 .2717 0 .42 IQ V
15+30 0 .2745 0 .41 Q V
15+35 0 .2773 0 .40 1 Q V
15+40 0 .2798 0 . 37 IQ V
15+45 0 . 2823 0 . 35 IQ V
15+50 0 .2846 0 . 34 IQ V
15+55 0 .2870 0 . 34 Q V
16+ 0 0 .2893 0 . 34 IQ V
16+ 5 0 .2914 0 . 31 IQ V
16+10 0 .2929 0.21 Q V
16+15 0 .2939 0. 14 Q
16+20 0 .2946 0.11 Q V
16+25 0 .2952 0 .09 Q V
16+30 0 .2958 0.08 Q V
16+35 0 .2962 0.07 Q v
16+40 0.2966 0.06 Q v
16+45 0.2970 0 . 05 Q I p
16+50 0.2972 0 . 04 Q V
• 16+55 0 .2975 0. 04 Q V
17+ 0 0 .2977 0. 03 Q V
17+ 5 0.2980 0 .04 Q V
17+10 0.2963 0. 05 Q V
17+15 0.2987 0.06 Q V
17+20 0 .2991 0.06 Q V
17+25 0 .2995 0.06 Q V
17+30 0 .3000 0 . 06 Q V
17+35 0.3004 0 . 06 Q p
17+40 0.3009 0.07 Q V
17+45 0.3013 0.07 Q V
17+50 0. 3018 0.07 Q v
17+55 0 . 3022 0 . 06 Q V
18+ 0 0.3026 0. 06 Q V
18+ 5 0.3029 0.05 Q V
18+10 0. 3033 0.05 Q V
18+15 0. 3036 0 . 05 Q V
18+20 0.3040 0 . 05 Q v
18+25 0.3043 0.05 Q V
18+30 0.3047 0.05 Q I I v
18+35 0. 3050 0 . 05 Q V
18+40 0 . 3053 0 .04 Q V
18+45 0.3056 0.04 Q V
18+50 0.3058 0 . 03 Q v
18+55 0 .3060 0. 03 Q p
19+ 0 0.3062 0.02 Q V
• 19+ 5 0.3063 0 . 02 Q V
19+10 0.3065 0. 03 Q p
19+15 0 .3067 0.03 Q v
19+20 0.3069 0 .03 Q V
• 19+25 0 . 3072 0 . 04 Q V
19+30 0 .3075 0 . 04 Q V
19+35 0 . 3078 0 .05 Q V
19+40 0. 3061 0. 04 Q V
19+45 0 . 3083 0.04 Q I V
19+50 0 . 3086 0. 03 Q V
19+55 0 . 3088 0 .03 Q V
20+ 0 0. 3089 0 . 02 Q V
20+ 5 0. 3091 0 . 02 Q V
20+10 0 . 3092 0 . 03 Q V
20+15 0 .3095 0 . 03 Q V
20+20 0 . 3097 0 . 03 Q VI
20+25 0 . 3099 0 . 03 Q V
20+30 0 . 3101 0 . 03 Q V
20+35 0 .3104 0 . 03 Q V
20+40 0 . 3106 0 .03 Q V
20+45 0.3108 0.03 Q V
20+50 0.3110 0.03 Q VI
20+55 0.3112 0.03 Q VI
21+ 0 0.3114 0 . 02 Q I VI
21+ 5 0.3115 0. 02 Q I VI
21+10 0 .3117 0 . 03 Q I ( VI
21+15 0 .3119 0 . 03 Q I I I VI
21+20 0 .3121 0 . 03 Q I VI
21+25 0 .3123 0 . 03 Q I VI
21+30 0 .3125 0 . 02 Q I VI
21+35 0 .3126 0 . 02 Q IVI
• 21+40 0 .3128 0 . 03 Q I VI
21+45 0.3130 0.03 Q VI
21+50 0 . 3132 0.03 Q VI
21+55 0 . 3134 0. 03 Q VI
22+ 0 0 . 3135 0.02 Q VI
22+ 5 0 . 3137 0. 02 Q VI
22+10 0 . 3139 0. 03 Q VI
22+15 0 .3141 0. 03 Q VI
22+20 0 . 3143 0.03 Q VI
22+25 0 . 3145 0 .03 Q VI
22+30 0.3146 0 .02 Q VI
22+35 0.3148 0 .02 Q VI
22+40 0.3149 0 . 02 Q VI
22+45 0 .3151 0. 02 Q I VI
22+50 0.3152 0. 02 Q VI
22+55 0.3153 0 . 02 Q VI
23+ 0 0. 3154 0.02 Q VI
23+ 5 0. 3156 0.02 Q VI
23+10 0. 3157 0.02 Q VI
23+15 0 .3158 0 .02 Q VI
23+20 0 . 3159 0 . 02 Q VI
23+25 0 .3161 0 . 02 Q VI
23+30 0.3162 0.02 Q VI
23+35 0.3163 0.02 Q VI
23+40 0. 3164 0. 02 Q VI
23+45 0 .3166 0 . 02 Q VI
• 23+5 0 . 316 0 . 02 Q VI
23+55 0 .3168 0. 02 Q V
24+ 0 0.3169 0.02 Q VI
24+ 5 0 . 3170 0 . 02 Q ( VI
24+10 0.3171 0 . 01 Q VI
24+15 0 . 3172 0 . 01 Q VI
24+20 0 . 3172 0 . 00 Q VI
24+25 0 . 3172 0 . 00 Q VI
24+30 0.3172 0 .00 Q VI
24+35 0.3172 0 .00 Q VI
24+40 0 .3172 0 .00 Q ( VI
24+45 0 . 3172 0 .00 Q I I I VI
24+50 0.3172 0 .00 Q VI
24+55 0. 3172 0.00 Q VI
25+ 0 0. 3172 0.00 Q VI
25+ 5 0. 3172 0.00 Q V
- - -- -- - - -- ----- - - - --- -- ---- -- -- --- - - -- - --- - --- - ----- - -- -- ----- - --- --
Water Quality Management Plan (WQMP)
Nelson Auto Service Center
Appendix D
Educational Materials
The educational materials will be provided to the owner/operator.
The materials shall be provided to the employees through the training materials.
These materials shall also be posted in the office.
08//26/05
Water Quality Management Plan (WQMP)
Nelson Auto Service Center
enant Certification
I certify that at the time of final walk-through, I have received, reviewed and discussed
all WQMP (Water Quality Managemnt Plan) materials provided to me by Land
Development Design Corporation, an Authroized Representative of the development,
and fully understand the importance of following these requirements and activity
restrictions.
Date
Tenant Name (S) (Print) Date
Date
Tenant Signature (s) Date
40
Unit Address, City, State, Zip
Developer's Representative (Signature) Date
08//26/05
.Non-Stormwater Discharges SC- 10
Objectives
I'rillt 't r 11t ` lit, lj ■ Contain
used'
�? Oil Educate
■ Reduce/Minimize
w,
rti � f
N. �'"'` Use 1N,Household I Vasty
7rcnhneat Frteility
Graphic by: M,argie'Winter _
Description Targeted Constituents
Non-stormwater discharges are those flows that do not consist vSediment ✓
entirely of stormwater. For municipalities non-stormwater Nutrients ✓
discharges present themselves in two situations. One is from Trash
fixed facilities owned and/or operated by the municipality. The
other situation is non-stormwater discharges that are discovered Metals ✓
during the normal operation of a field program. Some non- Bacteria ✓
stormwater discharges do not include pollutants and may be Oil and Grease ✓
discharged to the storm drain. These include uncontaminated Organics ✓
groundwater and natural springs. There are also some non- Oxygen Demanding ✓
stormwater discharges that typically do not contain pollutants
and may be discharged to the storm drain with conditions. These
include car washing, and surface cleaning. However, there are
certain non-stormwater discharges that pose environmental
concern. These discharges may originate from illegal dumping
or from internal floor drains, appliances, industrial processes,
sinks, and toilets that are connected to the nearby storm
drainage system. These discharges (which may include: process
waste waters, cooling waters, wash waters, and sanitary
wastewater) can carry substances (such as paint, oil,fuel and
other automotive fluids, chemicals and other pollutants) into
storm drains. The ultimate goal is to effectively eliminate non-
stormwater discharges to the stormwater drainage system
through implementation of measures to detect, correct, and
enforce against illicit connections and illegal discharges.
Approach
The municipality must address non-stormwater discharges from itsV
Q A
fixed facilities by assessing the types of non-stormwater discharges
and implementing BMPs for the discharges determined to poseer
environmental concern. For field programs the field staff must be
taciation
January 2003 California stormwater BMP Handbook 1 of 11
Municipal
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SC- 10 Non-Stormwater Discharges
trained to now what to look for regarding non-stormwater discharges and the procedures to
follow in investigating the detected discharges.
Suggested Protocols
Fixed Facility
General
■ Post"No Dumping" signs with a phone number for reporting dumping and disposal. Signs
should also indicate fines and penalties for illegal dumping.
■ Stencil storm drains, where applicable,to prevent illegal disposal of pollutants. Storm drain
inlets should have messages such as "Dump No Waste Drains to Stream" stenciled next to
them to warn against ignorant or intentional dumping of pollutants into the storm drainage
system.
■ Landscaping and beautification efforts of hot spots might also discourage future dumping,
as well as provide open space and increase property values.
■ Lighting or barriers may also be needed to discourage future dumping.
Illicit Connections
■ Locate discharges from the fixed facility drainage system to the municipal storm drain
system through review of"as-built"piping schematics.
■ Use techniques such as smoke testing, dye testing and television camera inspection (as noted
below)to verify physical connections.
■ Isolate problem areas and plug illicit discharge points.
Visual Inspection and Inventory
■ Inventory and inspect each discharge point during dry weather.
■ Keep in mind that drainage from a storm event can continue for several days following the
end of a storm and groundwater may infiltrate the underground stormwater collection
system. Also, non-stormwater discharges are often intermittent and may require periodic
inspections.
Review Infield Piping
■ Review the"as-built"piping schematic as a way to determine if there are any connections to
the stormwater collection system.
■ Inspect the path of floor drains in older buildings.
Smoke Testing
■ Smoke testing of wastewater and stormwater collection systems is used to detect
connections between the two systems.
2 of 11 California stormwater BMP Handbook January 2003
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Non-Stormwater Discharges SC- 10
■ During dry weather the stormwater collection system is filled with smoke and then traced to
sources. The appearance of smoke at the base of a toilet indicates that there may be a
connection between the sanitary and the stormwater system.
Dye Testing
■ A dye test can be performed by simply releasing a dye into either your sanitary or process
wastewater system and examining the discharge points from the stormwater collection
system for discoloration.
TVInspection of Storm Sewer
■ TV Cameras can be employed to visually identify illicit connections to the fixed facility storm
drain system.
Illegal Dumping
■ Regularly inspect and clean up hot spots and other storm drainage areas where illegal
dumping and disposal occurs.
■ Clean up spills on paved surfaces with as little water as possible. Use a rag for small spills, a
damp mop for general cleanup, and absorbent material for larger spills. If the spilled
material is hazardous, then the used cleanup materials are also hazardous and must be sent
to a certified laundry(rags) or disposed of as hazardous waste.
is
■ Never hose down or bury dry material spills. Sweep up the material and dispose of properly.
■ Use adsorbent materials on small spills rather than hosing down the spill. Remove the
adsorbent materials promptly and dispose of properly.
■ For larger spills, a private spill cleanup company or Hazmat team may be necessary.
■ See fact sheet SC-ri Spill Prevention, Control, and Clean Up.
Field Program
General
■ Develop clear protocols and lines of communication for effectively prohibiting non-
stormwater discharges, especially ones that involve more than one jurisdiction and those
that are not classified as hazardous, which are often not responded to as effectively as they
need to be.
■ Stencil storm drains, where applicable, to prevent illegal disposal of pollutants. Storm drain
inlets should have messages such as "Dump No Waste Drains to Stream" stenciled next to
them to warn against ignorant or intentional dumping of pollutants into the storm drainage
system.
■ See SC-74 Stormwater Drainage System Maintenance for additional information.
January 2003 California Stormwater BMP Handbook 3 of 11
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SC- 10 Non-Stormwater Discharges
Field.Inspection
■ Regularly inspect and clean up hot spots and other storm drainage areas where illegal
dumping and disposal occurs.
■ During routine field program maintenance field staff should look for evidence of illegal
discharges or illicit connection:
- Is there evidence of spills such as paints, discoloring, etc.
- Are there any odors associated with the drainage system
- Record locations of apparent illegal discharges/illicit connections and notify appropriate
investigating agency.
■ If trained, conduct field investigation of non-stormwater discharges to determine whether
they pose a threat to water quality.
Recommended Complaint Investigation Equipment
is Field Screening Analysis
pH paper or meter
- Commercial stormwater pollutant screening kit that can detect for reactive phosphorus,
nitrate nitrogen, ammonium nitrogen, specific conductance, and turbidity
- Sample jars
- Sample collection pole
- A tool to remove access hole covers
■ Laboratory Analysis
- Sample cooler
- Ice
- Sample jars and labels
- Chain of custody forms.
■ Documentation
- Camera
- Notebook
- Pens
- Notice of Violation forms
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,Non-Stormwater Discharges SC- 10
Educational materials
Reporting
■ A database is useful for defining and tracking the magnitude and location of the problem.
■ Report prohibited non-stormwater discharges observed during the course of normal daily
activities so they can be investigated, contained and cleaned up or eliminated.
■ Document that non-stormwater discharges have been eliminated by recording tests
performed, methods used, dates of testing, and any onsite drainage points observed.
■ Maintain documentation of illicit connection and illegal dumping incidents, including
significant conditionally exempt discharges that are not properly managed.
Enforcement
■ Educate the responsible party if identified on the impacts of their actions, explain the
stormwater requirements, and provide information regarding Best Management Practices
(BMP), as appropriate. Initiate follow-up and/or enforcement procedures.
If an illegal discharge is traced to a commercial, residential or industrial source, conduct the
following activities or coordinate the following activities with the appropriate agency:
- Contact the responsible party to discuss methods of eliminating the non-stormwater
. discharge, including disposal options, recycling, and possible discharge to the sanitary
sewer(if within POTW limits).
- Provide information regarding BMPs to the responsible party, where appropriate.
- Begin enforcement procedures, if appropriate.
- Continue inspection and follow-up activities until the illicit.discharge activity has ceased.
■ if an illegal discharge is traced to a commercial or industrial activity, coordinate information
on the discharge with the jurisdiction's commercial and industrial facility inspection
program.
Training
■ Train technical staff to identify and document illegal dumping incidents.
■ Well-trained employees can reduce human errors that lead to accidental releases or spills.
The employee should have the tools and knowledge to immediately begin cleaning up a spill
if one should occur. Employees should be familiar with the Spill Prevention Control and
Countermeasure Plan.
■ Train employees to identify non-stormwater discharges and report them to the appropriate
departments.
■ Train staff who have the authority to conduct surveillance and inspections, and write
citations for those caught illegally dumping.
January 2003 California Stormwater BMP Handbook 5 of 11
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SC- 10 Non-Stormwater Discharges
■ Train municipal staff responsible for surveillance and inspection in the following:
- OSHA-required Health and Safety Training (29 CFR 1910.120) plus annual refresher
training (as needed).
- OSHA Confined Space Entry training (Cal-OSHA Confined Space, Title 8 and federal
OSHA 29 CFR 1910.146).
- Procedural training (field screening, sampling, smoke/dye testing,TV inspection).
■ Educate the identified responsible party on the impacts of his or her actions.
Spill Response and Prevention
■ See SC-1i Spill Prevention Control and Clean Up
Other Considerations
■ The elimination of illegal dumping is dependent on the availability, convenience, and cost of
alternative means of disposal. The cost of fees for dumping at a proper waste disposal
facility are often more than the fine for an illegal dumping offense, thereby discouraging
people from complying with the law. The absence of routine or affordable pickup service for
trash and recyclables in some communities also encourages illegal dumping. A lack of
understanding regarding applicable laws or the inadequacy of existing laws may also
contribute to the problem.
■ Municipal codes should include sections prohibiting the discharge of soil, debris, refuse,
hazardous wastes, and other pollutants into the storm drain system.
■ Many facilities do not have accurate, up-to-date schematic drawings.
■ Can be difficult to locate illicit connections especially if there is groundwater infiltration.
Requirements
Costs
■ Eliminating illicit connections can be expensive especially if structural modifications are
required such re-plumbing cross connections under an existing slab.
■ Minor cost to train field crews regarding the identification of non-stormwater discharges.
The primary cost is for a fully integrated program to identify and eliminate illicit connections
and illegal dumping. However,by combining with other municipal programs (i.e.
pretreatment program) cost may be lowered.
■ Municipal cost for containment and disposal maybe borne by the discharger.
Maintenance
Not applicable
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.Non-Stormwater Discharges SC- 10
. Supplemental Information
Further Detail of the BMP
What constitutes a "non-stormwater"discharge?
■ Non-stormwater discharges are discharges not made up entirely of stormwater and include
water used directly in the manufacturing process (process wastewater), air conditioning
condensate and coolant, non-contact cooling water, cooling equipment condensate, outdoor
secondary containment water, vehicle and equipment wash water, landscape irrigation, sink
and drinking fountain wastewater, sanitary wastes, or other wastewaters.
Permit Requirements
■ Current municipal NPDES permits require municipalities to effectively prohibit non-
stormwater discharges unless authorized by a separate NPDES permit or allowed in
accordance with the current NPDES permit conditions. Typically the current permits allow
certain non-stormwater discharges in the storm drain system as long as the discharges are
not significant sources of pollutants. In this context the following non-stormwater
discharges are typically allowed:
- Diverted stream flows;
- Rising found waters;
- Uncontaminated ground water infiltration (as defined at 40 CFR 35.2005(20));
• - Uncontaminated pumped ground water;
- Foundation drains;
- Springs;
- Water from crawl space pumps;
- Footing drains;
- Air conditioning condensation;
- Flows from riparian habitats and wetlands;
- Water line and hydrant flushing ;
- Landscape irrigation;
- Planned and unplanned discharges from potable water sources;
- Irrigation water;
- Individual residential car washing; and
• - Lawn watering.
January 2003 California Stormwater BMF Handbook 7 of 11
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SC- 10 Non-Stormwater Discharges
Municipal facilities subject to industrial general permit requirements must include a
certification that the stormwater collection system has been tested or evaluated for the presence
of non-stormwater discharges. The state's General Industrial Stormwater Permit requires that
non-stormwater discharges be eliminated prior to implementation of the facility's SWPPP.
Illegal Dumping
■ Establish a system for tracking incidents. The system should be designed to identify the
following:
- Illegal dumping hot spots
- Types and quantities (in some cases) of wastes
- Patterns in time of occurrence (time of day/night, month, or year)
- Mode of dumping (abandoned containers, "midnight dumping"from moving vehicles,
direct dumping of materials, accidents/spills)
- Responsible parties
Outreach
One of the keys to success of reducing or eliminating illegal dumping is increasing the number of
people on the street who are aware of the problem and who have the tools to at least identify the
incident,if not correct it. There we a number of ways of accomplishing this:
■ Train municipal staff from all departments (public works, utilities, street cleaning,parks and
recreation, industrial waste inspection,hazardous waste inspection, sewer maintenance) to
recognize and report the incidents.
■ Deputize municipal staff who may come into contact with illegal dumping with the authority
to write illegal dumping tickets for offenders caught in the act(see below).
■ Educate the public. As many as 3 out of 4 people do not understand that in most
communities the storm drain does not go to the wastewater treatment plant. Unfortunately,
with the heavy emphasis in recent years on public education about solid waste management,
including recycling and household hazardous waste,the sewer system (both storm and
sanitary)has been the likely recipient of cross-media transfers of waste.
■ Provide the public with a mechanism for reporting incidents such as a hot line and/or door
hanger(-see below).
■ Help areas where incidents occur more frequently set up environmental watch programs
(like crime watch programs).
■ Train volunteers to notice and report the presence and suspected source of an observed
pollutant to the appropriate public agency.
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Non-Stormwater Discharges SC- 10
. What constitutes a "no n-stormuater"discharge?
Non-stormwater discharges are discharges not made up entirely of stormwater and include
water used directly in the manufacturing process (process wastewater), air conditioning
condensate and coolant, non-contact cooling water, cooling equipment condensate, outdoor
secondary containment water,vehicle and equipment wash water,landscape irrigation, sink
and drinking fountain wastewater, sanitary wastes, or other wastewaters.
Permit Requirements
■ Current municipal NPDES permits require municipalities to effectively prohibit non-
stormwater discharges unless authorized by a separate NPDES permit or allowed in
accordance with the current NPDES permit conditions. Typically the current permits allow
certain non-stormwater discharges in the storm drain system as long as the discharges are
not significant sources of pollutants. In this context the following non-stormwater
discharges are typically allowed:
- Diverted stream flows;
- Rising found waters;
- Uncontaminated ground water infiltration (as defined at 40 CFR 35.2005(20));
- Uncontaminated pumped ground water;
. - Foundation drains;
Springs;
- Water from crawl space pumps;
- Footing drains;
- Air conditioning condensation;
- Flows from riparian habitats and wetlands;
- Water line and hydrant flushing ;
- Landscape irrigation;
- Planned and unplanned discharges from potable water sources;
- Irrigation water;
- Individual residential car washing; and
- Lawn watering.
•
January 2003 California Stcrmwater BMP Handbook 9
Municipal
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SC- 10 Non-Stormwater Discharges
Municipal facilities subject to industrial general permit requirements must include a
certification that the stormwater collection system has been tested or evaluated for the presence
of non-stormwater discharges. The state's General Industrial Stormwater Permit requires that
non-Stormwater discharges be eliminated prior to implementation of the facility's SWPPP.
Storm Drain Stenciling
■ Stencil storm drain inlets with a message to prohibit illegal durnpings, especially in areas
with waste handling facilities.
■ Encourage public reporting of improper waste disposal by a HOTLINE number stenciled
onto the storm drain inlet.
■ See Supplemental Information section of this fact sheet for further detail on stenciling
program approach.
Oil Recycling
■ Contract collection and hauling of used oil to a private licensed used oil hauler/recycler.
■ Comply with all applicable state and federal regulations regarding storage, handling, and
transport of petroleum products.
■ Create procedures for collection such as; collection locations and schedule, acceptable
containers, and maximum amounts accepted.
■ The California Integrated Waste Management Board has a Recycling Hotline, (800) 553-
2962,that provides information and recycling locations for used oil.
Household Hazardous Waste
■ Provide household hazardous waste (HHW) collection facilities. Several types of collection
approaches are available including permanent, periodic, or mobile centers, curbside
collection, or a combination of these systems.
Training
■ Train municipal employees and contractors in proper and consistent methods for waste
disposal.
■ Train municipal employees to recognize and report illegal dumping.
■ Train employees and subcontractors in proper hazardous waste management.
Spill Response and Prevention
■ Refer to SC-ir, Spill Prevention, Control &Cleanup
■ Have spill cleanup materials readily available and in a known location.
■ Cleanup spills immediately and use dry methods if possible.
■ Properly dispose of spill cleanup material.
10 of 11 California Stormwater BMP Handbook January 2003
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Non-Stormwater Discharges SC- 10
• Other Considerations
■ Federal Regulations (RCRA, SARA, CERCLA) and state regulations exist regarding the
disposal of hazardous waste.
■ Municipalities are required to have a used oil recycling and a HHW element within their
integrate waste management plan.
■ Significant liability issues are involved with the collection, handling, and disposal of HHW.
Examples
The City of Palo Alto has developed a public participation program for reporting dumping
violations. When a concerned citizen or public employee encounters evidence of illegal
dumping, a door hanger (similar in format to hotel "Do Not Disturb"signs) is placed on the
front doors in the neighborhood. The door hanger notes that a violation has occurred in the
neighborhood, informs the reader why illegal dumping is a problem, and notes that illegal
dumping carries a significant financial penalty. Information is also provided on what citizens
can do as well as contact numbers for more information or to report a violation.
The Port of Long Beach has a state of the art database incorporating storm drain infrastructure,
potential pollutant sources, facility management practices, and a pollutant tracking system.
The State Department of Fish and Game has a hotline for reporting violations called CaITIP (i-
800-952-5400). The phone number may be used to report any violation of a Fish and Game
code (illegal dumping, poaching, etc.).
• The California Department of Toxic Substances Control's Waste Alert Hotline, 1-800-69TOXIC,
can be used to report hazardous waste violations.
References and Resources
http:/Zwww.stormwatercenter.net/
California's Nonpoint Source Program Plan httn://www.co.clark.wa.us/uubworks/bmnman pdf
King County Stormwater Pollution Control Manual -http://dnr.metrokc.govZwlrZdss/spem.htm
Orange County Stormwater Program,
http://www.oewatersheds.com/stormwater/swp—introduction.asp
San Diego Stormwater Co-perrnittees Jurisdictional Urban Runoff Management Program
(http://www Jprojectcleanwater org)
Santa Clara Valley Urban Runoff Pollution Prevention Program
http:l-'/www.s(,viirppp-W2k.com/`pdf�/�2odocuments/PS ICID PDF
January 2003 California Stormwater BMP Handbook
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Spill Prevention, Control & Cleanup SC- 11
Objectives
t ■ Ccver
` wa ■ Contain
dsk y
■ Educate
a Reduce/Minimize
s ■ Product Substitution
xa
Description
Spills and leaks, if not properly controlled, can adversely impact Targeted Constituents
the storm drain system and receiving waters. Due to the type of
work or the materials involved, many activities that occur either Nutrients ✓
at a municipal facility or as a part of municipal field programs Trash
have the potential for accidental spills and leaks. Proper spill Metals ✓
response planning and preparation can enable municipal
employees to effectively respond to problems when they occur Bacteria
and minimize the discharge of pollutants to the environment. Oil and Grease ✓
Organics ✓
Approach Oxygen Demanding ✓
■ An effective spill response and control plan should include:
- Spill/leak prevention measures;
- Spill response procedures;
- Spill cleanup procedures;
- Reporting; and
- Training
■ A well thought out and implemented plan can prevent
pollutants from entering the storm drainage system and can
be used as a tool for training personnel to prevent and
control future spills as well.
Pollution Prevention
■ Develop and implement a Spill Prevention Control and C A S Q A
Response Plan. The plan should include: iCalifomia
Stormwater
Quality
Association
January 2003 California Stormwater BMP Handbook 1 of 7
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SC- 11 Spill Prevention, Control & Cleanup
- A description of the facility, the address, activities and materials involved
- Identification of key spill response personnel
- Identification of the potential spill areas or operations prone to spills/leaks
- Identification of which areas should be or are bermed to contain spills/leaks
- Facility map identifying the key locations of areas, activities, materials, structural BMPs,
etc.
- Material handling procedures
- Spill response procedures including:
- Assessment of the site and potential impacts
- Containment of the material
- Notification of the proper personnel and evacuation procedures
- Clean up of the site
- Disposal of the waste material and
- Proper record keeping
■ Product substitution— use less toxic materials (i.e. use water based paints instead of oil
based paints)
■ Recycle, reclaim, or reuse materials whenever possible. This will reduce the amount of
materials that are brought into the facility or into the field.
Suggested Protocols
Spill/Leak Prevention Measures
■ If possible, move material handling indoors, under cover, or away from storm drains or
sensitive water bodies.
■ Properly label all containers so that the contents are easily identifiable.
■ Berm storage areas so that if a spill or leak occurs,the material is contained.
■ Cover outside storage areas either with a permanent structure or with a seasonal one such as
a tarp so that rain can not come into contact with the materials.
■ Check containers (and any containment sumps) often for leaks and spills. Replace
containers that are leaking, corroded, or otherwise deteriorating with containers in good
condition. Collect all spilled liquids and properly dispose of them.
2 of 7 California Stormwater BMP Handbook January 2003
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Spill Prevention, Control & Cleanup SC- 11
a Store, contain and "transfer liquid materials in such a manner that if the container is
ruptured or the contents spilled, they will not discharge, flow or be washed into the storm
drainage system, surface waters, or groundwater.
■ Place drip pans or absorbent materials beneath all mounted taps and at all potential drip
and spill locations during the filling and unloading of containers.Any collected liquids or
soiled absorbent materials should be reused/recycled or properly disposed of.
■ For field programs, only transport the minimum amount of material needed for the daily
activities and transfer materials between containers at a municipal yard where leaks and
spill are easier to control.
• If paved, sweep and clean storage areas monthly, do not use water to hose down the area
unless all of the water will be collected and disposed of properly.
■ Install a spill control device(such as a tee section) in any catch basins that collect runoff
from any storage areas if the materials stored are oil, gas, or other materials that separate
from and float on water. This will allow for easier cleanup if a spill occurs.
e If necessary, protect catch basins while conducting field activities so that if a spill occurs, the
material will be contained.
Training
■ Educate employees about spill prevention, spill response and cleanup on a routine basis.
■ Well-trained employees can reduce human errors that lead to accidental releases or spills:
- The employees should have the tools and knowledge to immediately begin cleaning up a
spill if one should occur.
- Employees should be familiar with the Spill Prevention Control and Countermeasure
Plan if one is available.
■ Training of staff from all municipal departments should focus on recognizing and reporting
potential or current spills/leaks and who they should contact.
■ Employees responsible for aboveground storage tanks and liquid transfers for large bulk
containers should be thoroughly familiar with the Spill Prevention Control and
Countermeasure Plan and the plan should be readily available.
Spill Response and Prevention
■ Identify key spill response personnel and train employees on who they are.
■ Store and maintain appropriate spill cleanup materials in a clearly marked location near
storage areas; and train employees to ensure familiarity with the site's spill control plan
and/or proper spill cleanup procedures.
■ Locate spill cleanup materials, such as absorbents,where they will be readily accessible (e.g.
near storage and maintenance areas, on field trucks).
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SC- 11 Spill Prevention, Control & Cleanup
■ Follow the Spill Prevention Control and Countermeasure Plan if one is available.
■ If a spill occurs, notify the key spill response personnel immediately. If the material is
unknown or hazardous, the local fire department may also need to be contacted.
■ If safe to do so, attempt to contain the material and block the nearby storm drains so that the
area impacted is minimized. If the material is unknown or hazardous wait for properly
trained personnel to contain the materials.
■ Perform an assessment of the area where the spill occurred and the downstream area that it
could impact. Relay this information to the key spill response and clean up personnel.
Spill Cleanup Procedures
■ Small non-hazardous spills
- Use a rag, damp cloth or absorbent materials for general clean up of liquids
- Use brooms or shovels for the general clean up of dry materials
- If water is used, it must be collected and properly disposed of. The wash water can not
he allowed to enter the storm drain.
- Dispose of any waste materials properly
- Clean or dispose of any equipment used to clean up the spill properly
■ Large non-hazardous spills
- Use absorbent materials for general clean up of liquids
- Use brooms, shovels or street sweepers for the general clean up of dry materials
- If water is used, it must be collected and properly disposed of. The wash water can not
be allowed to enter the storm drain.
- Dispose of any waste materials properly
- Clean or dispose of any equipment used to clean up the spill properly
■ For hazardous or very large spills, a private cleanup company or Hazmat team may need to
be contacted to assess the situation and conduct the cleanup and disposal of the materials.
■ Chemical cleanups of material can be achieved with the use of absorbents, gels, and foams.
Remove the adsorbent materials promptly and dispose of according to regulations.
■ If the spilled material is hazardous, then the used cleanup materials are also hazardous and
must be sent to a certified laundry;rags) or disposed of as hazardous waste.
Reporting
■ Report any spills immediately to the identified key municipal spill response personnel.
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Spill Prevention, Control & Cleanup SC- 11
■ Report spills in accordance with applicable reporting laws. Spills that pose an immediate
threat to human health or the environment must be reported immediately to the Office of
Emergency Service (OES)
■ Spills that pose an immediate threat to human health or the environment may also need to
be reported within 24 hours to the Regional Water Quality Control Board.
■ Federal regulations require that any oil spill into a water body or onto an adjoining shoreline
be reported to the National Response Center (NRC) at 800-424-8802 (24 hour)
■ After the spill has been contained and cleaned up, a detailed report about the incident
should be generated and kept on file (see the section on Reporting below). The incident may
also be used in briefing staff about proper procedures
Other Considerations
■ State regulations exist for facilities with a storage capacity of ro,000 gallons or more of
petroleum to prepare a Spill Prevention Control and Countermeasure Plan (SPCC) Plan
(Health &Safety Code Chapter 6.67).
■ State regulations also exist for storage of hazardous materials (Health &Safety Code Chapter
6.95), including the preparation of area and business plans for emergency response to the
releases or threatened releases.
■ Consider requiring smaller secondary containment areas (less than 200 sq. ft.) to be
connected to the sanitary sewer, if permitted to do so, prohibiting any hard connections to
the storm drain.
Requirements
Costa
■ Will vary depending on the size of the facility and the necessary controls.
■ Prevention of leaks and spills is inexpensive. Treatment and/or disposal of wastes,
contaminated soil and water is very expensive
Maintenance
■ This BMP has no major administrative or staffing requirements. However, extra time is
needed to properly handle and dispose of spills, which results in increased labor costs
Supplemental Information
Further Detail of the BMP
Reporting
Record keeping and internal reporting represent good operating practices because they can
increase the efficiency of the response and containment of a spill. A good record keeping system
helps the municipality minimize incident recurrence, correctly respond with appropriate
containment and cleanup activities, and comply with legal requirements.
January 2003 Ca4ornia Stormwater BMP Handbook 5 o; 7
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SC- 11 Spill Prevention, Control & Cleanup
A record keeping and reporting systern should be set up for documenting spills,leaks, and other
discharges, including discharges of hazardous substances in reportable quantities. Incident
records describe the quality and quantity of non-stormwater discharges to the storm drain.
These records should contain the following information:
■ Date and time of the incident
■ Weather conditions
■ Duration of the spill/leak/discharge
■ Cause of the spill/leak/discharge
■ Response procedures implemented
■ Persons notified
■ Environmental problems associated with the spill/leak/discharge
Separate record keeping systems should be established to document housekeeping and
preventive maintenance inspections, and training activities. All housekeeping and preventive
maintenance inspections should be documented. Inspection documentation should contain the
following information:
■ The date and time the inspection was performed
■ Name of the inspector
■ Items inspected
■ Problems noted
■ Corrective action required
■ Date corrective action was taken
Other means to document and record inspection results are field notes, timed and dated
photographs,videotapes, and drawings and maps.
Examples
The City of Palo Alto includes spill prevention and control as a major element of its highly
--- — effective program for municipal vehicle maintenance shops.
References and Resources
King County Stormwater Pollution Control Manual - http://dnr.metrokc.gov/wlr/dss/spem.htm
Orange County Stormwater Program
http://www.ocwatersheds.com/stormwater/swp introduction asp
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Spill Prevention, Control & Cleanup SC- 11
• San Diego Stormwater Co-permittees Jurisdictional Urban Runoff Management Program
(URMP)
http:Z/www.projecteleanwater.org�pdLModel%2oPro auIO/b 2oMun1cipal%2oFacilities.pdf
January 2003 California Stormwater BMP Handbook 7 of
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Outdoor Loading/ Unloading SC-30
Objectives
" ■ Cover
■ Contain
e Educate
n Reduce/Minimize
■ Product Substitution
ra
!a`�Y�'�Irv+'#���'r`C. ..o:a Ilq�y,+hr."z�Er�ft'.FSz •
r+ 4�
11 �'
{ c i
Description
The loading/unloading of materials usually takes place outside Targeted Constituents
on docks or terminals; therefore, materials spilled, leaked, or lost Sediment ✓
during loading/unloading may collect in the soil or on other Nutrients ✓
surfaces and have the potential to be carried away by stormwater Trash
runoff or when the area is cleaned. Additionally, rainfall may Metals ✓
wash pollutants from machinery used to unload or move
materials. Loading and unloading of material may include Bacteria
package products,barrels, and bulk products. Implementation Oil and Grease ✓
of the following protocols will prevent or reduce the discharge of Organics ✓
pollutants to stormwater from outdoor loading/unloading of Oxygen Demanding ✓
materials.
Approach
Pollution Prevention
■ Keep accurate maintenance logs to evaluate materials
removed and improvements made.
■ Park tank trucks or delivery vehicles in designated areas so
that spills or leaks can be contained.
■ Limit exposure of materials with the potential to contaminate
stormwater.
■ Prevent stormwater runon.
■ Regularly check equipment for leaks.
C, A S QA
;californla
stormwater
• Quality
Association
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SC-30 Outdoor Loading/ Unloading
Suggested Protocols
Loading and Unloading - General Guidelines
■ Develop an operations plan that describes procedures for loading and/or unloading.
■ Do not conduct loading and unloading during wet weather, whenever possible.
■ Cover designated loading/unloading areas to reduce exposure of materials to rain.
■ A seal or door skirt between delivery vehicles and building can reduce or prevent exposure to
rain.
■ Design loading/unloading area to prevent stormwater runon which would include grading or
berming the area, and positioning roof downspouts so they direct stormwater away from the
loading/unloading areas.
■ If feasible, load and unload all materials and equipment in covered areas such as building
overhangs at loading docks.
■ Load/unload only at designated loading areas.
■ Use drip pans underneath hose and pipe connections and other leak-prone spots during
liquid transfer operations, and when making and breaking connections. Several drip pans
should be stored in a covered location near the liquid transfer area so that they are always
available,yet protected from precipitation when not in use. Drip pans can be made
specifically for railroad tracks. Drip pans must be cleaned periodically, and drip collected
materials must be disposed of properly.
■ Pave loading areas with concrete instead of asphalt.
■ Avoid placing storm drains in the area.
■ Grade and/or berm he loading/unloading area to a drain that is connected to a dead-end
sump.
Inspection
■ Check loading and unloading equipment regularly for leaks, including valves, pumps, flanges
and connections.
■ Look for dust or fumes during loading or unloading operations.
-- Training
■ Train employees (e.g. fork lift operators) and contractors on proper spill containment and
cleanup.
■ Employees trained in spill containment and cleanup should be present during the
loading/unloading.
■ Train employees in proper handling techniques during liquid transfers to avoid spills.
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Outdoor Loading / Unloading SC-30
• a Make sure forklift operators are properly trained on loading and unloading procedures.
Spill Response and Prevention
■ Refer to SC-i1, Spill Prevention, Control &Cleanup
■ Keep your spill prevention Control and countermeasure (SPCC) Plan up-to-date, and
implement accordingly.
■ Have spill cleanup materials readily available and in a known location.
• Cleanup spills immediately and use dry methods if possible.
■ Properly dispose of spill cleanup material.
Other Considerations
■ Space, material characteristics and/or time limitations may preclude all transfers from being
performed indoors or under cover.
Requirements
Costs
■ Should below except when covering a large loading/unloading area.
Afaintenance
Conduct regular inspections and make repairs as necessary. The frequency of repairs v :ll
. depend on the age of the facility.
Check loading and unloading equipment regularly for leaks.
■ Regular broom dry-sweeping of area.
■ Conduct major clean-out of loading and unloading area and sump prior to October r of each
year.
Supplemental Information
Further Detail of the BMP
Special Circumstances for Indoor Loading/Unloading of Materials
As appropriate loading or unloading of liquids should occur indoors so that any spills that are
not completely retained can be discharged to the sanitary sewer, treatment plant, or treated in a
manner consistent with local sewer authorities and permit requirements.
■ For loading and unloading tank trucks to above and below ground storage tanks, the
following procedures should be used:
- The area where the transfer takes place should be paved. If the liquid is reactive with the
asphalt, Portland cement should be used to pave the area.
- Transfer area should be designed to prevent runon of stormwater from adjacent areas.
• Sloping the pad and using a curb, like a spied bump, around the uphill side of the
transfer area should reduce run-on.
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SC-30 Outdoor Loading/ Unloading
- Transfer area should be designed to prevent runoff of spilled liquids from the area.
Sloping the area to a drain should prevent runoff. The drain should be connected to a
dead-end sump or to the sanitary sewer (if allowed). A positive control valve should be
installed on the drain.
■ For transfer from rail cars to storage tanks that must occur outside, use the following
procedures:
- Drip pans should be placed at locations where spillage may occur, such as hose
connections,hose reels, and filler nozzles, Use drip pans when making and breaking
connections.
- Drip pan systems should be installed between the rails to collect spillage from tank cars.
References and Resources
http://www.stormwatereenter.net/
King County-ftp://dnr.metroke,gov/wlr/dss/spcm/Chapter%203.PDF
Orange County Stormwater Program
http://www.ocwatersbeds.com/StormWater/swp—introduction.asp
San Diego Stormwater Co-permittees Jurisdictional Urban Runoff Management Program
(URMP) -
http://www.projecteleanwater.org/pdf/Model%2oProgram%2oMunicipal%2oFacilities.pdf
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Waste Handling & Disposal SC-34
Objectives
■ Cover
■ Contain
3
■ Educate
■ Reduce/Minimize
■ Product Substitution
aefe.,rz
�r
mot( ,
3
Description
Improper storage and handling of solid wastes can allow toxic Targeted Constituents
compounds, oils and greases,heavy metals, nutrients, suspended Sediment ✓
solids, and other pollutants to enter stormwater runoff. The Nutrients ✓
discharge of pollutants to stormwater from waste handling and Trash ✓
disposal can be prevented and reduced by tracking waste Metals ✓
generation, storage, and disposal; reducing waste generation and Bacteria ✓
. disposal through source reduction, re-use, and recycling; and
preventing runon and runoff. Oil and Grease ✓
Organics ✓
Approach Oxygen Demanding ✓
Pollution Prevention
■ Reduction in the amount of waste generated can be
accomplished using the following source controls such as:
- Production planning and sequencing
- Process or equipment modification
- Raw material substitution or elimination
- Loss prevention and housekeeping
- Waste segregation and separation
- Close loop recycling
■ Establish a material tracking system to increase awareness
about material usage. This may reduce spills and minimize
contamination, thus reducing the amount of waste produced. C /q S Q A
y'r. iCalifornia
■ Recycle materials whenever possible. normwater
nua ,
As,
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SC-34 Waste Handling & Disposal
Suggested Protocols
General
■ Cover storage containers with leak proof lids or some other means. If waste is not in
containers, cover all waste piles (plastic tarps are acceptable coverage) and prevent
stormwater runon and runoff with a berm. The waste containers or piles must be covered
except when in use.
■ Use drip pans or absorbent materials whenever grease containers are emptied by vacuum
trucks or other means. Grease cannot be left on the ground. Collected grease must be
properly disposed of as garbage.
■ Check storage containers weekly for leaks and to ensure that lids are on tightly. Replace any
that are leaking, corroded, or otherwise deteriorating.
■ Sweep and clean the storage area regularly. If it is paved, do not hose down the area to a
storm drain.
■ Dispose of rinse and wash water from cleaning waste containers into a sanitary sewer if
allowed by the local sewer authority. Do not discharge wash water to the street or storm
drain.
■ Transfer waste from damaged containers into safe containers.
■ Take special care when loading or unloading wastes to minimize losses. Loading systems
can be used to minimize spills and fugitive emission losses such as dust or mist. Vacuum
transfer systems can minimize waste loss.
Controlling Litter
■ Post"No Littering" signs and enforce anti-litter laws.
■ Provide a sufficient number of litter receptacles for the facility.
■ Clean out and cover litter receptacles frequently to prevent spillage.
Waste Collection
■ Keep waste collection areas clean.
■ Inspect solid waste containers for structural damage or leaks regularly. Repair or replace
damaged containers as necessary.
■ Secure solid waste containers; containers must be closed tightly when not in use.
■ Place waste containers under cover if possible.
■ Do not fill waste containers with washout water or any other Lquid.
■ Ensure that only appropriate solid wastes are added to the solid waste container. Certain
wastes such as hazardous wastes, appliances, fluorescent lamps, pesticides, etc. may not be
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Waste Handling & Disposal SC-34
disposed of in solid waste containers (see chemical/hazardous waste collection section
below).
Do not mix wastes; this can cause chemical reactions, make recycling impossible, and
complicate disposal.
Good Housekeeping
■ Use all of the product before disposing of the container.
■ Keep the waste management area clean at all times by sweeping and cleaning up spills
immediately.
■ Use dry methods when possible (e.g. sweeping, use of absorbents) when cleaning around
restaurant/food handling dumpster areas. If water must be used after sweeping/using
absorbents, collect water and discharge through grease interceptor to the sewer.
■ Stencil storm drains on the facility's property with prohibitive message regarding waste
disposal.
Chemical/Hazardous Wastes
■ Select designated hazardous waste collection areas on-site.
■ Store hazardous materials and wastes in covered containers protected from vandalism, and
in compliance with fire and hazardous waste codes.
■ Place hazardous waste containers in secondary containment.
■ Make sure that hazardous waste is collected, removed, and disposed of only at authorized
disposal areas.
Runon/Runoff Prevention
■ Prevent stormwater runon from entering the waste management area by enclosing the area
or building a berm around the area.
■ Prevent the waste materials from directly contacting rain.
■ Cover waste piles with temporary covering material such as reinforced tarpaulin,
polyethylene, polyurethane, polypropyleneor hypalon.
■ Cover the area with a permanent roof if feasible.
■ Cover dumpsters to prevent rain from washing waste out of holes or cracks in the bottom of
the dumpster.
■ Move the activity indoor after ensuring all safety concerns such as fire hazard and
ventilation are addressed.
Inspection
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SC-34 Waste Handling & Disposal
■ Inspect and replace faulty pumps or hoses regularly to minimize the potential of releases and
spills.
■ Check waste management areas for leaking containers or spills.
■ Repair leaking equipment including valves,lines, seals, or pumps promptly.
Training
■ Train staff pollution prevention measures and proper disposal methods.
■ Train employees and contractors proper spill containment and cleanup. The employee
should have the tools and knowledge to immediately begin cleaning up a spill if one should
occur.
■ Train employees and subcontractors in proper hazardous waste management.
Spill Response and Prevention
■ Refer to SC-ri, Spill Prevention, Control &Cleanup.
■ Keep your Spill Prevention Control and countermeasure (SPCC)plan up-to-date, and
implement accordingly.
■ Have spill cleanup materials readily available and in a known location.
■ Cleanup spills immediately and use dry methods if possible.
• Properly dispose of spill cleanup material.
■ Vehicles transporting waste should have spill prevention equipment that can prevent spills
during transport. The spill prevention equipment includes:
- Vehicles equipped with baffles for liquid waste
- Trucks with sealed gates and spill guards for solid waste
Other Considerations
■ Hazardous waste cannot be re-used or recycled; it must be disposed of by a licensed
hazardous waste hauler.
Requirements
Costs
■ Capital and operation and maintenance costs will vary substantially depending on the size of
the facility and the types of waste handled. Costs should be low if there is an inventory
program in place.
Maintenance
■ None except for maintaining equipment for material tracking program.
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Waste Handling & Disposal SC-34
Supplemental Information
Further Detail of the BMP
Land Treatment System
■ Minimize the runoff of polluted stormwater from land application of municipal waste on-site
by:
- Choosing a site where slopes are under 6%, the soil is permeable, there is a low water
table, it is located away from wetlands or marshes, there is a closed drainage system.
- Avoiding application of waste to the site when it is raining or when the ground is
saturated with water.
- Growing vegetation on land disposal areas to stabilize soils and reduce the volume of
surface water runoff from the site.
- Maintaining adequate barriers between the land application site and the receiving
waters. Planted strips are particularly good.
- Using erosion control techniques such as mulching and matting, filter fences, straw
bales, diversion terracing, and sediment basins.
- Performing routine maintenance to ensure the erosion control or site stabilization
measures are working.
• References and Resources
King County Stormwater Pollution Control Manual -http:Z/dnr.metroke.gov/wlr/dss/spcm.htm
Orange County Stormwater Program
bttp://www.ocwatersheds.com/StormWater/swp—introduction.asp
Pollution from Surface Cleaning Folder. 1996. Bay Area Stormwater Management Agencies
Associations (BASMAA). On-line: http://www.basmaa org
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Safer Alternative Products SC-35
Description Objectives
• Promote the use of less harmful products and products that ■ Educate
contain little or no TMDL pollutants. Alternatives exist for most ■ Reduce/Minimize
product classes including chemical fertilizers, pesticides,
cleaning solutions,janitorial chemicals, automotive and paint • Product Substitution
products, and consumables (batteries, fluorescent lamps).
Approach
Pattern a new program after the many established programs
around the state and country. Integrate this best management _
practice-as-much-as possible with-existing programs at your
facility.
Develop a comprehensive program based on:
■ The "Precautionary Principle,"which is an alternative to the
"Risk Assessment" model that says it's acceptable to use a
potentially harmful product until physical evidence of its Targeted Constituents
harmful effects are established and deemed too costly from
an environmental or public health perspective. For instance, Sediment
a risk assessment approach might say it's acceptable to use a Nutrients
pesticide until there is direct proof of an environmental Trash
impact. The Precautionary Principle approach is used to Metals
evaluate whether a given product is safe, whether it is really Bacteria
necessary, and whether alternative products would perform Oil and Grease /
just as well.
Organics
■ Environmentally Preferable Purchasing Program to minimize
the purchase of products containing hazardous ingredients
used in the facility's custodial services, fleet maintenance,
and facility maintenance in favor of using alternate products
that pose less risk to employees and to the environment.
■ Integrated Pest Management (IPM) or Less-Toxic Pesticide
Program, which uses a pest management approach that
minimizes the use of toxic chemicals and gets rid of pests by
methods that pose a lower risk to employees, the public, and
the environment.
■ Energy Efficiency Program including no-cost and low-cost:
energy conservation and efficiency actions that can reduce
both energy consumption and electricity bills, along with
long-term energy efficiency investments.
Consider the following mechanisms for developing and
implementing a comprehensive program: V011fornia
GA
■ Policies
er
ciation
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Safer Alternative Products SC-35
■ Some alternative products maybe slightly more expensive than conventional products.
• Supplemental Information
Employees and contractors / service providers can both be educated about safer alternatives by
using information developed by a number of organizations including the references and
resources listed below.
The following discussion provides some general information on safer alternatives. More specific
information on particular hazardous materials and the available alternatives may be found in
the references and resources listed below.
■ Automotive products---Less toxic-alternatives are not available for many automotive
products, especially engine fluids. But there are alternatives to grease lubricants, car
polishes, degreasers, and windshield washer solution. Rerefined motor oil is also available.
■ ve isle railer lu rication — Fifth wheel bearings on trucks require routine lubrication.
Adhesive lubricants are available to replace typical chassis grease.
• Cleaners —Vegetables-based or citrus-based soaps are available to replace petroleum-based
soaps/detergents.
■ Paint products — Water-based paints, wood preservatives, stains, and finishes are available.
■ Pesticides — Specific alternative products or methods exist to control most insects, fungi, and
weeds.
• • Chemical Fertilizers — Compost and soil amendments are natural alternatives.
■ Consurnables —Manufacturers have either reduced or are in the process of reducing the
amount of heavy metals in consumables such as batteries and fluorescent lamps. All
fluorescent lamps contain mercury, however low-mercury containing lamps are now
available from most hardware and lighting stores. Fluorescent lamps are also more energy
efficient than the average incandescent lamp.
■ Janitorial chemicals — Even biodegradable soap can harm fish and wildlife before it
biodegrades. Biodegradable does not mean non-toxic. Safer products and procedures are
available for floor stripping and cleaning, as well as carpet, glass, metal, and restroom
cleaning and disinfecting.
Examples
There are a number of business and trade associations, and communities with effective
programs. Some of the more prominent are listed below in the references and resources section.
References and Resources
Note: Many of these references provide alternative products for materials that typically are used
inside and disposed to the sanitary sewer as well as alternatives to products that usually end up
in the storm drain.
•
January 2003 California Stormwater BMP Handbook
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Safer Alternative Products SC-35
Dioxins
• Bay Area Dioxins Project (http://dioxin.abag.ca.gov/)
•
•
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Building & Grounds Maintenance SC-41
Objectives
■ Cover
'- ■ Contain
■ Educate
■ ReducelMinimize
■ Product Substitution
x
Targeted Constituents
Description Sediment __�w�_�~✓
Stormwater runoff from building and grounds maintenance Nutrients ✓
activities can be contaminated with toxic hydrocarbons in Trash ✓
solvents,fertilizers and pesticides, suspended solids,heavy
metals, and abnormal pH. Utilizing the following protocols will Metals ✓
prevent or reduce the discharge of pollutants to stormwater from Bacteria ✓
building and grounds maintenance activities by washing and Oil and Grease ✓
cleaning up with as little water as possible, following good Organics ✓
landscape management practices, preventing and cleaning up Oxygen Demanding ✓
spills immediately,keeping debris from entering the storm
drains, and maintaining the stormwater collection system.
Approach
.Pollution Prevention
■ Switch to non-toxic chemicals for maintenance when
possible.
■ Choose cleaning agents that can be recycled.
■ Encourage proper lawn management and landscaping,
including use of native vegetation.
■ Encourage use of Integrated Pest Management techniques for
pest control.
■ Encourage proper onsite recycling of yard trimmings.
■ Recycle residual paints, solvents, lumber, and other material as . S Q A
much as possible. % or_na
tormwater
nuality
Association
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SC-41 Building & Grounds Maintenance
Suggested Protocols
Pressure Washing of Buildings, Rooftops, and Other Large Objects
■ In situations where soaps or detergents are used and the surrounding area is paved, pressure
washers must use a waste water collection device that enables collection of wash water and
associated solids. A sump pump,wet vacuum or similarly effective device must be used to
collect the runoff and loose materials.The collected runoff and solids must be disposed of
properly.
■ If soaps or detergents are not used, and the surrounding area is paved,wash water runoff
does not haveto be collected but must be screened: Pressure washes must nse filter fabric
or some other type of screen on the ground and/or in he catch basin to trap the particles in
wash water runoff.
■ If you are pressure washing on a grassed area (with or without soap), runoff must be
dispersed as sheet flow as much as possible, rather than as a concentrated stream. The wash
runoff must remain on the grass and not drain to pavement. Ensure that this practice does
not kill grass.
Landscaping Activities
■ Do not apply any chemicals (insecticide,herbicide, or fertilizer) directly to surface waters,
unless the application is approved and permitted by the state.
■ Dispose of grass clippings, leaves, sticks, or other collected vegetation as garbage, or by
composting. Do not dispose of collected vegetation into waterways or storm drainage
systems.
■ Use mulch or other erosion control measures on exposed soils.
■ Check irrigation schedules so pesticides will not be washed away and to minimize non-
stormwater discharge.
Building Repair, Remodeling, and Construction
■ Do not dump any toxic substance or liquid waste on the pavement, the ground, or toward a
storm drain.
■ Use ground or drop cloths underneath outdoor painting, scraping, and sandblasting work,
and properly dispose of collected material daily.
Use a ground cloth or oversized tub for activities such as paint mixing and tool cleaning.
■ Clean paint brushes and tools covered with water-based paints in sinks connected to
sanitary sewers or in portable containers that can be dumped into a sanitary sewer drain.
Brushes and tools covered with non-water-based paints, finishes, or other materials must be
cleaned in a manner that enables collection of used solvents (e.g., paint thinner, turpentine,
etc.) for recycling or proper disposal.
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Building & Grounds Maintenance SC-41
■ Use a storm drain cover, filter fabric, or similarly effective runoff control mechanism if dust,
grit, wash water, or other pollutants may escape the work area and enter a catch basin. The
containment device(s) must be in place at the beginning of the work day, and accumulated
dirty runoff and solids must be collected and disposed of before removing the containment
device(s) at the end of the work day.
■ If you need to de-water an excavation site,you may need to filter the water before
discharging to a catch basin or off-site. In which case you should direct the water through
hay bales and filter fabric or use other sediment filters or traps.
Store toxic material_under-cover_with.secondary-containment during-precipitation-events —
and when not in use.A cover would include tarps or other temporary cover material.
Mowing, Trimming, and Planting
■ Dispose of leaves, sticks, or other collected vegetation as garbage,by composting or at a
permitted landfill. Do not dispose of collected vegetation into waterways or storm drainage
systems.
■ Use mulch or other erosion control measures when soils are exposed.
': Place temporarily stockpiled material away from watercourses and drain inlets, and berm or
cover stockpiles to prevent material releases to the storm drain system.
■ Consider an alternative approach when bailing out muddy water; do not put it in the storm
drain, pour over landscaped areas.
■ Use hand or mechanical weeding where practical.
Fertilizer and Pesticide Management
■ Follow all federal, state, and local laws and regulations governing the use, storage, and
disposal of fertilizers and pesticides and training of applicators and pest control advisors.
■ Follow manufacturers'recommendations and label directions. Pesticides must never be
applied if precipitation is occuring or predicted. Do not apply insecticides within roo feet of
surface waters such as lakes, ponds, wetlands, and streams.
• Use less toxic pesticides that will do the job, whenever possible. Avoid use of copper-based
pesticides if possible.
■ Do not use pesticides if rain is expected.
• Do not mix or prepare pesticides for application near storm drains.
■ Use the minimum amount needed for the job.
■ Calibrate fertilizer distributors to avoid excessive application.
■ Employ techniques to minimize off-target application (e.g. spray drift) of pesticides,
including consideration of alternative application techniques.
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SC-41 Building & Grounds Maintenance
• Apply pesticides only when wind speeds are low.
■ Work fertilizers into the soil rather than dumping or broadcasting them onto the surface.
■ Irrigate slowly to prevent runoff and then only as much as is needed.
■ Clean pavement and sidewalk if fertilizer is spilled on these surfaces before applying
irrigation water.
■ Dispose of empty pesticide containers according to the instructions on the container label.
- :— se np t e pestrcides. Rinse containers;and use rinse water as product. Dispose of unused
pesticide as hazardous waste.
■ Implement storage.rea uir m n s for j�esticidp.nrnrinrt¢with guidanra frnm the lnral fire
department and County Agricultural Commissioner. Provide secondary containment for
pesticides.
Inspection
■ Inspect irrigation system periodically to ensure that the right amount of water is being
applied and that excessive runoff is not occurring. Minimize excess watering, and repair
leaks in the irrigation system as soon as they are observed.
Training
■ Educate and train employees on use of pesticides and in pesticide application techniques to
prevent pollution.
■ Train employees and contractors in proper techniques for spill containment and cleanup.
■ Be sure the frequency of training takes into account the complexity of the operations and the
nature of the staff.
Spill Response and Prevention
■ Refer to SC-J 1, Spill Prevention, Control &Cleanup
■ Keep your Spill Prevention Control and countermeasure (SPCC)plan up-to-date, and
implement accordingly.
■ Have spill cleanup materials readily available and in a known location.
■ Cleanup spills immediately and use dry methods if possible.
■ Properly dispose of spill cleanup material.
Other Considerations
■ Alternative pest/weed controls may not be available, suitable, or effective in many cases.
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Building & Grounds Maintenance SC-41
Requirements
Costs
■ Overall costs should be low in comparison to other BMPs.
Maintenance
■ Sweep paved areas regularly to collect loose particles, and wipe up spills with rags and other
absorbent material immediately, do not hose down the area to a storm drain.
Supplemental Information
Further Detail of the BMP
Fire Sprinkler Line Flushing
Building fire sprinkler line flushing may be a source of non-stormwater runoff pollution. The
wiater_entei ing.the.systern_is-usually-potable-waterthough-irrsome-areas•it-maybe-nontpotgbl'e
reclaimed wastewater. There are subsequent factors that may drastically reduce the quality of
the water in such systems. Black iron pipe is usually used since it is cheaper than potable piping
but it is subject to rusting and results in lower quality water. Initially the black iron pipe has an
oil coating to protect it from rusting between manufacture and installation; this will
contaminate the water from the first flush but not from subsequent flushes. Nitrates, poly-
phosphates and other corrosion inhibitors, as well as fire suppressants and antifreeze may be
added to the sprinkler water system. Water generally remains in the sprinkler system a long
time, typically a year,between flushes and may accumulate iron,manganese,lead, copper,
nickel and zinc. The water generally becomes anoxic and contains living and dead bacteria and
breakdown products from chlorination. This may result in a significant BOD problem and the
water often smells. Consequently dispose fire sprinkler line flush water into the sanitary sewer.
Do not allow discharge to storm drain or infiltration due to potential high levels of pollutants in
fire sprinkler line water.
References and Resources
California's Nonpoint Source Program Plan http:Zlwww.swreb.ca.gov/npslindex.html
King County-ftp://dnr.metroke.gov/wlr/dss/spem/Chapter%203.PDF
Orange County Stormwater Program
http://www.ocwatersheds.com/StormWater/swp_introduction.asp
Mobile Cleaners Pilot Program: Final Report. 1997. Bay Area Stormwater Management
Agencies Association (BASSMA) blip:/,/www.basma.a.org/
Pollution from Surface Cleaning Folder. 1996. Bay Area Stormwater Management Agencies
Association (BASMAA)http:/Zww-vv.basmaa.org/
San Diego Stormwater Co-permittees Jurisdictional Urban Runoff Management Program
(URMP) -
http://www.projecteleanwater.org/pdf/Model%2oProgram%20Municipal%2oFacilities.pdf
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Parking/ Storage Area Maintenance SC-43
Objectives
n Cover
` ■ Contain
■ Educate
* ■ Reduce/Minimize
"
{� jl
■ Product Substitution
Ft
Targeted Constituents '
Description Sediment ✓
,Parking lots and storage areas can contribute a number of Nutrients ✓
substances, such as trash, suspended solids, hydrocarbons, oil Trash ✓
and grease, and heavy metals that can enter receiving waters
through stormwater runoff or non-stormwater discharges. The Metals ✓
following protocols are intended to prevent or reduce the Bacteria ✓
• discharge of pollutants from parking/storage areas and include Oil and Grease ✓
using good housekeeping practices, following appropriate Organics ✓
cleaning BMPs, and training employees. Oxygen Demanding ✓
Approach
Pollution Prevention
■ Encourage alternative designs and maintenance strategies for
impervious parking lots. (See New Development and
Redevelopment BMP Handbook).
■ Keep accurate maintenance logs to evaluate BMP
implementation.
Suggested Protocols
General
■ Keep the parking and storage areas clean and orderly.
Remove debris in a timely fashion.
■ Allow sheet runoff to flow into biofilters (vegetated strip and
swale) and/or infiltration devices.
■ Utilize sand filters or oleophilic collectors for oily waste in low canFornia
concentrations. stormwater
Quality
Association
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SC-43 Parking/Storage Area Maintenance
• Arrange rooftop drains to prevent drainage directly onto paved surfaces.
■ Design lot to include semi-permeable hardscape.
Controlling Litter
■ Post"No Littering" signs and enforce anti-litter laws.
■ Provide an adequate number of litter receptacles.
a __Clean out and cover litter receptacles_frequently_to_prevent spillage.__.__
■ Provide trash receptacles in parking lots to discourage litter.
Surface cleaning
r Use dry cleaning methods (e.g. sweeping or vacuuming) to prevent the discharge of
pollutants into the stormwater conveyance system.
■ Establish frequency of public parking lot sweeping based on usage and field observations of
waste accumulation.
■ Sweep all parking lots at least once before the onset of the wet season.
■ If water is used follow the procedures below:
- Block the storm drain or contain runoff.
- Wash water should be collected and pumped to the sanitary sewer or discharged to a
pervious surface, do not allow wash water to enter storm drains.
- Dispose of parking lot sweeping debris and dirt at a landfill.
■ When cleaning heavy oily deposits:
- Use absorbent materials on oily spots prior to sweeping or washing.
- Dispose of used absorbents appropriately.
Surface Repair
■ Pre-heat, transfer or load hot bituminous material away from storm drain inlets.
■ Apply concrete, asphalt, and seal coat during dry weather to prevent contamination form
contacting stormwater runoff.
■ Cover and seal nearby storm drain inlets (with waterproof material or mesh) and manholes
before applying seal coat, slurry seal, etc., where applicable. Leave covers in place until job
is complete and until A water from emulsified oil sealants has drained or evaporated. Clean
any debris from these covered manholes and drains for proper disposal.
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Parking/Storage Area Maintenance SC-43
• ■ Use only as much water as necessary for dust control, to avoid runoff.
■ Catch drips from paving equipment that is not in use with pans or absorbent material placed
under the machines. Dispose of collected material and absorbents properly.
Inspection
■ Have designated personnel conduct inspections of the parking facilities and stormwater
conveyance systems associated with them on a regular basis.
■_Inspect-cleaning-equipment/sweepers.for-leaks on-a-regular-basis-- - -- --- -
Training
■ Provide regular training to field employees and/or contractors regarding cleaning of paved
areas an proper operation ZTequipmen .
■ Train employees and contractors in proper techniques for spill containment and cleanup.
Spill Response and Prevention
■ Refer to SC-i1, Spill Prevention, Control &Cleanup.
■ Keep your Spill Prevention Control and countermeasure (SPCC) plan up-to-date, nad
implement accordingly.
• ■ Have spill cleanup materials readily available and in a known location.
■ Cleanup spills immediately and use dry methods if possible.
■ Properly dispose of spill cleanup material.
Other Considerations
■ Limitations related to sweeping activities at large parking facilities may include high
equipment costs, the need for sweeper operator training, and the inability of current sweeper
technology to remove oil and grease.
Requirements
Costs
Cleaning/sweeping costs can be quite large, construction and maintenance of stormwater
structural controls can be quite expensive as well.
Maintenance
■ Sweep parking lot to minimize cleaning with water.
• Clean out oil/water/sand separators regularly, especially after heavy storms.
■ Clean parking facilities on a regular basis to prevent accumulated wastes and pollutants
from being discharged into conveyance systems during rainy conditions.
•
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SC-43 Parking/Storage Area Maintenance
Supplemental Information
Further Detail of the BMP
Surface Repair
Apply concrete, asphalt, and seal coat during dry weather to prevent contamination form
contacting stormwater runoff. Where applicable, cover and seal nearby storm drain inlets (with
waterproof material or mesh) and manholes before applying seal coat, slurry seal, etc. Leave
covers in place until job is complete and until all water from emulsified oil sealants has drained
or evaporated. Clean any debris from these covered manholes and drains for proper disposal.
Use only as-much water-as-necessary_for-dust control, to-avoid.runoff.
References and Resources
http://www.stormwatercenter.net/
California's Nonpoint Source Program Plan http://www.swreb-ca.gov/nps/index.htm]
Model Urban Runoff Program: A How-To Guide for Developing Urban Runoff Programs for
Small Municipalities. Prepared by City of Monterey, City of Santa Cruz, California Coastal
Commission, Monterey Bay National Marine Sanctuary,Association of Monterey Bay Area
Governments,Woodward-Clyde, Central Coast Regional Water Quality control Board. July
1998 (Revised February 2002 by the California Coastal Commission).
Orange County Stormwater Program
http://www.oewatersheds.com/StormWater/swp—inLroduction.asp
Oregon Association of Clean Water Agencies. Oregon Municipal Stormwater Toolbox for
Maintenance Practices. June 1998.
Pollution from Surface Cleaning Folder. 1996. Bay Area Stormwater Management Agencies
Association (BASMAA)http_//www.basma.org
San Diego Stormwater Co-permittees Jurisdictional Urban Runoff Management Program
(URMP)
http//www Jprojecteleanwater org/pdf/Model%2OProgram%2oMunicipal%2oFacilities.p
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Drainage System Maintenance SC-44
Objectives
.. w Cover
n„
a Contain
g fisu
- "•'' a, Educate
{ ■ Reduce/Minimize
•veal
Y
Description
As a consequence of its function, the stormwater conveyance Targeted Constituents
system collects and transports urban runoff and stormwater that Sediment V,W
may contain certain pollutants. The protocols in this fact sheet Nutrients
,-are intended to reduce pollutants reaching receiving waters Trash
through proper conveyance system operation and maintenance. Metals
Approach Bacteria
• Pollution Prevention Oil and Grease
Maintain catch basins, stormwater inlets, and other stormwater Organics
conveyance structures on a regular basis to remove pollutants,
reduce high pollutant concentrations during the first flush of
storms, prevent clogging of the downstream conveyance system,
restore catch basins'sediment trapping capacity, and ensure the
system functions properly hydraulically to avoid flooding.
Suggested Protocols
Catch Basins/Inlet Structures
■ Staff should regularly inspect facilities to ensure compliance
with the following:
- Immediate repair of any deterioration threatening
structural integrity.
- Cleaning before the sump is 40% full. Catch basins
should be cleaned as frequently as needed to meet this
standard.
Stenciling of catch basins and inlets (see SC34 Waste � /q S Q /�{
Handling and Disposal). California
Stormwater
• Quality
Association
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Drainage System Maintenance SC-44
- Are there any odors associated with the drainage system?
- Record locations of apparent illegal discharges/illicit connections?
- .Track flows back to potential dischargers and conduct aboveground inspections. This
can be done through visual inspection of upgradient manholes or alternate techniques
including zinc chloride smoke testing, fluorometric dye testing, physical inspection
testing, or television camera inspection.
- Eliminate the discharge once the origin of flow is established.
■—Stencil on demarcate storm drains, where applicable, to prevent illegal disposal of pollutants.
Storm drain inlets should have messages such as "Dump No Waste Drains to Stream"
stenciled next to them to warn against ignorant or intentional dumping of pollutants into the
storm drainage.system
■ Refer to fact sheet SC-io Non-Stormwater Discharges.
Illegal Dumping
■ Inspect and clean up hot spots and other storm drainage areas regularly where illegal
dumping and disposal occurs.
■ Establish a system for tracking incidents. The system should be designed to identify the
following:
- Illegal dumping hot spots
- Types and quantities (in some cases) of wastes
- Patterns in time of occurrence(time of day/night, month, or year)
- Mode of dumping (abandoned containers, "midnight dumping" from moving vehicles,
direct dumping of materials, accidents/spills)
- Responsible parties
■ Post "No Dumping" signs in problem areas with a phone number for reporting dumping and
disposal. Signs should also indicate fines and penalties for illegal dumping.
■ Refer to fact sheet SC-to Non-Stormwater Discharges.
Training
■ Train crews in proper maintenance activities, including record keeping and disposal.
■ Allow only properly trained individuals to handle hazardous materials/wastes.
■ Have staff involved in detection and removal of illicit connections trained in the following:
OSHA-required Health and Safety Training (29 CFR 1910.120) plus annual refresher
training(as needed).
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Drainage System Maintenance SC-44
■ Methods used for illicit connection detection (smoke testing, dye testing, visual inspection,
and flow monitoring) can be costly and time-consuming. Site-specific factors, such as the
level of impervious area, the density and ages of buildings, and type of land use will
determine the level of investigation necessary.
Maintenance
■ Two-person teams may be required to clean catch basins with vactor trucks.
• Teams of at least two people plus administrative personnel are required to identify illicit
discharges, depending on the complexity of the storm sewer system.
■ Arrangements must be made for proper disposal of collected wastes.
• Technical staff are required to detect and investigate illegal dumping violations.
Supplemental Information
Further Detail of the BMP
Storm Drain Flushing
Flushing is a common maintenance activity used to improve pipe hydraulics and to remove
pollutants in storm drainage systems. Flushing may be designed to hydraulically convey
-accumulated material to strategic locations, such as an open channel, another point where
flushing will be initiated, or the sanitary sewer and the treatment facilities,thus preventing
resuspension and overflow of a portion of the solids during storm events. Flushing prevents
"plug flow" discharges of concentrated pollutant loadings and sediments. Deposits can hinder
the designed conveyance capacity of the storm drain system and potentially cause backwater
conditions in severe cases of clogging.
Storm drain flushing usually takes place along segments of pipe with grades that are too flat to
maintain adequate velocity to keep particles in suspension. An upstream manhole is selected to
place an inflatable device that temporarily plugs the pipe. Further upstream, water is pumped
into the line to create a flushing wave. When the upstream reach of pipe is sufficiently full to
cause a flushing wave, the inflated device is rapidly deflated with the assistance of a vacuum
pump, thereby releasing the backed up water and resulting in the cleaning of the storm drain
segment.
To further reduce impacts of stormwater pollution, a second inflatable device placed well
downstream may be used to recollect the water after the force of the flushing wave has
dissipated. A pump may then be used to transfer the water and accumulated material to the
sanitary sewer for treatment. In some cases, an interceptor structure may be more practical or
required to recollect the flushed waters.
It has been found that cleansing efficiency of periodic flush waves is dependent upon flush
volume, flush discharge rate, sewer slope, sewer length, sewer flow rate, sewer diameter, and
population density. As a rule of thumb, the length of line to be flushed should not exceed'700
feet. At this maximum recommended length, the percent removal efficiency ranges between 65-
75%for organics and 55-65%for dry weather grit/inorganic material. The percent removal
efficiency drops rapidly beyond that. Water is commonly supplied by a water truck,but fire
hydrants can also supply water. To make the best use of water, it is recommended that
reclaimed water be used or that fire hydrant line flushing coincide with storm sewer flushing.
January 2003 California stormwater BMP Handbook
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Vegetated Swale TC-30
Design Considerations .a
. t �r Tributary Area
,�aw
xr , ■ .Area Required
�, b it r Slope
y
v Water Availability
Description
Vegetated swales are open, shallow channels with vegetation ---� -�--- --
covering the side slopes and bottom that collect and slowly Targeted Constituents
convey runoff flow to downstream discharge points. They are ✓ Sediment
.designed to treat runoff through filtering by the vegetation in the ✓ Nutrients •
channel, filtering through a subsoil matrix, and/or infiltration ✓ Trash •
into the underlying soils. Swales can be natural or manmade. V ,Metals
They trap particulate pollutants (suspended solids and trace Bacteria o
. metals), promote infiltration, and reduce the flow velocity of V Oil and Grease
stormwater runoff. Vegetated swales can serve as part of a
stormwater drainage system and can replace curbs, gutters and ✓ Organics
storm sewer systems. Legend(Removal Effectiveness)
California Experience • Low C High
C,altrans constructed and monitored six vegetated swales in
♦ Medium
southern California. These swales were generally effective in
reducing the volume and mass of pollutants in runoff. Even in
the areas where the annual rainfall was only about io inches/yr,
the vegetation did not require additional irrigation. One factor
that strongly affected performance was the presence of large
numbers of gophers at most of the sites. The gophers created
earthen mounds, destroyed vegetation, and generally reduced the
effectiveness of the controls for TSS reduction.
Advantages
If properly designed,vegetated, and operated, swales can
serve as an aesthetic, potentially inexpensive urban
development or roadway drainage conveyance measure with ®A
significant collateral water quality benefits.
}California �._
Stormwater
Quality
Association
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TC-30 Vegetated Swale
■ Roadside ditches should be regarded as significant potential swale/buffer strip sites and
should be utilized for this purpose whenever possible.
Limitations
■ Can be difficult to avoid channelization.
■ May not be appropriate for industrial sites or locations where spills may occur
■ Grassed swales cannot treat a very large drainage area. Large areas may be divided and
treated using multiple swales.
■ A thick vegetative cover is needed for these practices to function properly.
■ They are impractical in areas with steep topography.
■ They are not effective and may even erode when flow velocities are high, if the grass cover is
not properly maintained.
■ In some places,their use is restricted by law: many local municipalities require curb and
gutter systems in residential areas.
■ Swales are mores susceptible to failure if not properly maintained than other treatment
BMPs.
Design and Sizing Guidelines
■ Flow rate based design determined by local requirements or sized so that 85% of the annual
runoff volume is discharged at less than the design rainfall intensity.
■ Swale should be designed so that the water level does not exceed 2/3rds the height of the
grass or 4 inches, which ever is less, at the design treatment rate.
■ Longitudinal slopes should not exceed 2.5%
■ Trapezoidal channels are normally recommended but other configurations, such as
parabolic, can also provide substantial water quality improvement and may be easier to mow
than designs with sharp breaks in slope.
■ Swales constructed in cut are preferred, or in fill areas that are far enough from an adjacent
slope to minimize the potential for gopher damage. Do not use side slopes constructed of
fill, which are prone to structural damage by gophers and other burrowing animals.
■ A diverse selection of low growing, plants that thrive under the specific site, climatic, and
watering conditions should be specified.Vegetation whose growing season corresponds to
the wet season are preferred. Drought tolerant vegetation should be considered especially
for swales that are not part of a regularly irrigated landscaped area.
■ The width of the Swale should be determined using Manning's Equation using a value of
0.25 for Manning's n.
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Vegetated Swale TC-30
• Construction/Inspection Considerations
■ Include directions in the specifications for use of appropriate fertilizer and soil amendments
based on soil properties determined through testing and compared to the needs of the
vegetation requirements.
■ Install swales at the time of the year when there is a reasonable chance of successful
establishment without irrigation; however, it is recognized that rainfall in a given year may
not be sufficient and temporary irrigation maybe used.
■ If sod tiles must be used, they should be placed so that there are no gaps between the tiles;
stagger the ends of the-tiles to prevent the formation of channels along the swale or strip.
■ Use a roller on the sod to ensure that no air pockets form between the sod and the soil.
■ Where seeds are used, erosion controls will be necessary to protect seeds for at least 75 days
after the first rainfall of the season.
Performance
The literature suggests that vegetated swales represent a practical and potentially effective
technique for controlling urban runoff quality. While limited quantitative performance data
exists for vegetated swales, it is known that check dams, slight slopes, permeable soils, dense
grass cover, increased contact time, and small storm events all contribute to successful pollutant
removal by the swale system. Factors decreasing the effectiveness of swales include compacted
soils, short runoff contact time, large storm events, frozen ground, short grass heights, steep
• slopes, and high runoff velocities and discharge rates.
Conventional vegetated swale designs have achieved mixed results in removing particulate
pollutants. A study performed by the Nationwide Urban Runoff Program (NURP) monitored
three grass swales in the Washington, D.C., area and found no significant improvement in urban
runoff quality for the pollutants analyzed. However, the weak performance of these swales was
attributed to the high flow velocities in the swales, soil compaction, steep slopes, and short grass
height.
Another project in Durham, NC, monitored the performance of a carefully designed artificial
swale that received runoff from a commercial parking lot. The project tracked 11 storms and
concluded that particulate concentrations of heavy metals (Cu, Pb, Zn, and Cd)were reduced by
approximately 50 percent. However, the swale proved largely ineffective for removing soluble
nutrients.
The effectiveness of vegetated swales can be enhanced by adding check dams at approximately
17 meter (50 foot) increments along their length (See Figure 1). These dams maximize the
retention time within the swale, decrease flow velocities, and promote particulate settling.
Finally, the incorporation of vegetated filter strips parallel to the top of the channel banks can
help to treat sheet flows entering the swale.
Only 9 studies have been conducted on all grassed channels designed for water quality(Table 1).
The data suggest relatively high removal rates for some pollutants, but negative removals for
some bacteria, and fair performance for phosphorus.
•
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TC-30 Vegetated Swale
Table 1 Grassed swale pollutant removal efficiency data
Removal Efficiencies(%Removal)
Study TSS 1T TN NO3 Metals Bacteria Type
Caltrans 2002 77 8 67 66 83-90 -33 dry swales
Goldberg 1993 67.8 4.5 31.4 42-62 -100 grassed channel
Seattle Metro and Washington
Department of Ecology 1992 60 45 - -25 2-16 -25 grassed channel
. .. ...-_-Seattle-Metro-and-Washington
Department of Ecology,1992 83 29 - -25 46 73 -25 grassed channel
Wang et al.,1981 8o - - - 70-80 - dry swale
45 37- 1 - dry swale
Harper,1988 87 83 84 80 88-90 dry swale
Kercher et al., 1983 99 99 99 99 99 - dry swale
Harper,1988. 81 17 40 52 37-69 wet swale
Koon,1995 67 39 - 9 -35 to 6 - wet swale
While it is difficult to distinguish between different designs based on the small amount of
available data, grassed channels generally have poorer removal rates than wet and dry swales,
although some swales appear to export soluble phosphorus (Harper, 1988; Koon, 1995)• It is not
clear why swales export bacteria. One explanation is that bacteria thrive in the warm swale
soils.
Siting Criteria
The suitability of a swale at a site will depend on land use, size of the area serviced, soil type,
slope, imperviousness of the contributing watershed, and dimensions and slope of the swale
system (Schueler et al., 1992). In general, swales can be used to serve areas of less than 10 acres,
with slopes no greater than 5 %. Use of natural topographic lows is encouraged and natural
drainage courses should be regarded as significant local resources to be kept in use(Young et al.,
1996)
Selection Criteria (NCTCOG, 1993)
■ Comparable performance to wet basins
■ Limited to treating a few acres
■ Availability of water during dry periods to maintain vegetation
■ Sufficient available land area
Research in the Austin area indicates that vegetated controls are effective at removing pollutants
even when dormant. Therefore, irrigation is not required to maintain growth during dry
periods, but may be necessary only to prevent the vegetation from dying.
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Vegetated Swale TC-30
The topography of the site should permit the design of a channel with appropriate slope and
• cross-sectional area. Site topography may also dictate a need for additional structural controls.
Recommendations for longitudinal slopes range between 2 and 6 percent. Flatter slopes can be
used, if sufficient to provide adequate conveyance. Steep slopes increase flow velocity, decrease
detention time, and may require energy dissipating and grade check. Steep slopes also can be
managed using a series of check dams to terrace the swale and reduce the slope to within
acceptable limits. The use of check dams with swales also promotes infiltration.
Additional Design Guidelines
Most of the design guidelines adopted for swale design specify a minimum hydraulic residence
time-of-9-minutes.—This criterion-is based on-the results of a single study conducted in Seattle,
Washington (Seattle Metro and Washington Department of Ecology, 1992), and is not well
supported.Analysis of the data collected in that study indicates that pollutant removal at a
residence time of 5 minutes was not significantly different,.although there-is-more variability-in
tha[—data. erefore, additional research in the design criteria for swales is needed. Substantial
pollutant removal has also been observed for vegetated controls designed solely for conveyance
(Barrett et al, 1998); consequently, some flexibility in the design is warranted.
Many design guidelines recommend that grass be frequently mowed to maintain dense coverage
near the ground surface. Recent research (Colwell et al., 2000)has shown mowing frequency or
grass height has little or no effect on pollutant removal.
Summary of Design Recommendations
1) The swale should have a length that provides a minimum hydraulic residence time of
at least 10 minutes. The maximum bottom width should not exceed io feet unless a
dividing berm is provided. The depth of flow should not exceed 2/3rds the height of
the grass at the peak of the water quality design storm intensity. The channel slope
should not exceed 2.5%.
2) A design grass height of 6 inches is recommended.
3) Regardless of the recommended detention time,the swale should be not less than
100 feet in length.
4) The width of the swale should be determined using Manning's Equation, at the peak
of the design storm, using a Manning's n of 0.25.
5) The swale can be sized as both a treatment facility for the design storm and as a
conveyance system to pass the peak hydraulic flows of the too-year storm if it is
located"on-line." The side slopes should be no steeper than 3:1 (FIX).
6) Roadside ditches should be regarded as significant potential swale/buffer strip sites
and should be utilized for this purpose whenever possible. If flow is to be introduced
through curb cuts, place pavement slightly above the elevation of the vegetated areas.
Curb cuts should be at least 12 inches wide to prevent clogging.
7) Swales must be vegetated in order to provide adequate treatment of runoff. It is
important to maximize water contact with vegetation and the soil surface. For
. general purposes, select fine, close-growing, water-resistant grasses. If possible,
divert runoff(other than necessary irrigation) during the period of vegetation
January 2003 California Stormwater BMP Handbook 5 of 13
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TC-30 Vegetated Swale
establishment. Where runoff diversion is not possible, cover graded and seeded
areas with suitable erosion control materials.
Maintenance
The useful life of a vegetated swale system is directly proportional to its maintenance frequency.
If properly designed and regularly maintained,vegetated swales can last indefinitely. The
maintenance objectives for vegetated swale systems include keeping up the hydraulic and
removal efficiency of the channel and maintaining a dense,healthy grass cover.
Maintenance activities should include periodic mowing (with grass never cut shorter than the
_— design flow depth) 'weed control watering during drought conditions;-reseeding-of-bare-areas,---- - -----.
and clearing of debris and blockages. Cuttings should be removed from the channel and
disposed in a local composting facility. Accumulated sediment should also be removed
manually to avoid roncentrated flows in the swale. The application of fertilizers and pesticides
should be minimal.
Another aspect of a good maintenance plan is repairing damaged areas within a channel. For
example, if the channel develops ruts or holes, it should be repaired utilizing a suitable soil that
is properly tamped and seeded. The grass cover should be thick; if it is not, reseed as necessary.
Any standing water removed during the maintenance operation must be disposed to a sanitary
sewer.at an approved discharge location. Residuals (e.g., silt, grass cuttings) must be disposed
in accordance with local or State requirements. Maintenance of grassed swales mostly involves
maintenance of the grass or wetland plant cover. Typical maintenance activities are
summarized below:
■ Inspect swales at least twice annually for erosion, damage to vegetation, and sediment and
debris accumulation preferably at the end of the wet season to schedule summer
maintenance and before major fall runoff to be sure the swale is ready for winter. However,
additional inspection after periods of heavy runoff is desirable. The swale should be checked
for debris and litter, and areas of sediment accumulation.
■ Grass height and mowing frequency may not have a large impact on pollutant removal.
Consequently, mowing may only be necessary once or twice a year for safety or aesthetics or
to suppress weeds and woody vegetation.
■ Trash tends to accumulate in Swale areas, particularly along highways. The need for litter
removal is determined through periodic inspection,but litter should always be removed
prior to mowing.
■ Sediment accumulating near culverts and in channels should be removed when it builds up
to 75 mm (3 in.) at any spot, or covers vegetation.
■ Regularly inspect swales for pools of standing water. Swales can become a nuisance due to
mosquito breeding in standing water if obstructions develop (e.g. debris accumulation,
invasive vegetation) and/or if proper drainage slopes are not implemented and maintained.
6 of 13 California Stormwater BMP Handbook January 2003
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Vegetated Swale TC-30
cost
• Construction Cost
Little data is available to estimate the difference in cost between various swale designs. One
study (SWRPC, r991) estimated the construction cost of grassed channels at approximately
$0.25 per ft2. This price does not include design costs or contingencies. Brown and Schueler
(1997) estimate these costs at approximately 32 percent of construction costs for most
stormwater management practices. For swales,however, these costs would probably be
significantly higher since the construction costs are so low compared with other practices.A
more realistic estimate would be a total cost of approximately $0.50 per ft2, which compares
favorably with other stormwater management practices.
•
January 2003 California Stormwater BMP Handbook 7 of 13
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TC-30 Vegetated Swale
Table 2 Swale Cost Estimate (SEWRPC, 1991)
Unit Cost Total Cost
Component Unit Extent Low Moderate High Low Moderate High
Mobilization t Swale 1 $107 $274 $441 $107 '$274 $441
Demobilization-Light
Site Preparation
Clearingb................ Acre 0.5 $2,200 $3.800 $5,400 $1.110C $1,9oo $2,700
Grubbin¢.............. Acre 0.25 $3,800 $5.200 $8.600 $950 $1,300 $1,650
General Yd° 372 $2.10 $3.70 $5.30 $781 $1,376 $1972
Exc avat iort'.._........
Level and Till•........ Yd' 1,210 $0.20 $0.35 $0,50 $242 $424 $605
Sites Development j
Salvaged Topsoil
Seed,and Mulch'.. Yd° 1,210 $0.40 $1.00 $1.60 $484 $1,210 $1,936
Sods_................... Ydx 1,210 $1.20 $2.40 $3.60 $1,45 $2,904 $4,356
Subtotal -- — -- — -- $5.111 $9,388 $13,660
Contingencies Swale 1 26% 25% 25% $1,271 $2,347 $3,415
Total $639 $11735 $17,075
Source:(SEWRPC,1991)
Note:Mobitizallon/demobil¢ation refers to the organizatim and planning involved in establishing a vegetafive wale.
°Swale has a bottom width of 1.0 foot,9 top width of 10 feet with 1:3 side slopes, and a 1,000-foot length.
b Area cleared=(top width+ 10 feet)x swale length.
`Area grubbed =(top width x swale length).
°Volume excavated=(0.67 x top width x swale depth)x swale length(parabolic cross-section).
"Area tilled=(top width+8(swale depth2)x swale length(paraboilc cross-section).
3(top width)
Area seeded =area cleared x 0.5.
a Area sodded=area cleared x 0.5.
i
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i ! 1 0
Vegetated Swale TC-30
Table 3 Estimated Maintenance Costs (SEWRPC, 1991) I
Swale Size
(Depth and Top Width) _
Component Unit Cost 1.5 Foot Depth,One- 3-Foot Depth, 3-Foot Comment
Foot Bottom Width, Bottom Width,21-loot
10-Foot Top Width Top Width
Lawn Mowing $0.8511,000fPlmowing $0.14/linearfoot $0211 linear foot� Law n maintenance eras=(top
width+10 feet)x length. Mow
eig fit times peryear
General Lawn Care $g.0011,000ft2/year WAS Ilinearfoot $0.28 1 linear foot Lawn maintenance area=Qop
I
width+10 foot)x length
Swale Debris and Utter $0.1011inear foot Iyear $0.10 1 linear foot $0.101 linear foot
) —
Removal
Grass Reseeding with $0,30/yd2 $0.0111inearfoot $0.011 linear foot l Area revegetsted equals 1%
Mulch and Fertilizer of lawn maintanancearea per
year
Program Administration and $0.151 linear That lyear, $0.151linearfoot $0,15/linear foot Ins ipoct four times par year
Swale Inspection plus$25/Inspect on
Total •• $0.58/linear foot $0.751linear fool{ _
I
January 2003 California Stormwater BMP Handbook 9 of 13
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TC-30 Vegetated Swale
Maintenance Cost
Caltrans (2002) estimated the expected annual maintenance cost for a swale with a tributary
area of approximately 2 ha at approximately$2,700. Since almost all maintenance consists of
mowing, the cost is fundamentally a function of the mowing frequency. Unit costs developed by
SEWRPC are shown in Table 3. In many cases vegetated channels would be used to convey
runoff and would require periodic mowing as well, so there may be little additional cost for the
water quality component. Since essentially all the activities are related to vegetation
management, no special training is required for maintenance personnel.
------_- .-References and_Sour c_es_ of Additional Information
Barrett, Michael E.,Walsh, Patrick M., Malina, Joseph F., Jr., Charbeneau, Randall J, 1998,
"Performance of vegetative controls for treating highway runoff,"ASCE Journal of
Environmental Engineering,Vol. 124, No. 11, pp. 1121-1128.
Brown,W., and T. Schueler. 1997. The Economics of Stormwater BMPs in the Mid-Atlantic
Region. Prepared for the Chesapeake Research Consortium,Edgewater, MD,by the Center for
Watershed Protection, Ellicott City, MD.
Center for Watershed Protection(CWP). 1996. Design of Stormwater Filtering Systems.
Prepared for the Chesapeake Research Consortium, Solomons,MD, and USEPA Region V,
Chicago, IL,by the Center for Watershed Protection, Ellicott City,MD.
Colwell, Shanti R., Horner, Richard R., and Booth, Derek B., 2000. Characterization of
Performance Predictors and Evaluation of Mowing Practices in Biofiltration Swales. Report
to King County Land And Water Resources Division and others by Center for Urban Water
Resources Management, Department of Civil and Environmental Engineering, University of
Washington, Seattle,WA
Dorman, M.E., J. Hartigan, R.F. Steg, and T. Quasebarth. 1989.Retention,Detention and
Overland Flow for Pollutant Removal From Highway Stormwater Runoff. Vol. 1. FHWA/RD
89/202. Federal Highway Administration,Washington, DC.
Goldberg. 1993• Dayton Avenue Swale Biofiltration Study. Seattle Engineering Department,
Seattle,WA.
Harper, H. 1988. Effects of Stormwater Management Systems on Groundwater Quality.
Prepared for Florida Department of Environmental Regulation,Tallahassee, FL, by
Environmental Research and Design, Inc., Orlando, FL.
Kercher,W.C., J.C. Landon, and R. Massarelli. 1983. Grassy swales prove cost-effective for
water pollution control. Public Works, 16: 53-55•
Koon, J. 1995• Evaluation of Water Quality Ponds and Swales in the Issaquah/East Lake
Sammamish Basins. King County Surface Water Management, Seattle, WA, and Washington
Department of Ecology, Olympia,WA.
Metzger, M. E., D. F. Messer, C. L. Beitia, C. M. Myers, and V. L. Kramer. 2002. The Dark Side
Of Stormwater Runoff Management: Disease Vectors Associated With Structural BMPs.
Stormwater 3(2): 24-39.Oakland, P.H. 1983. An evaluation of stormwater pollutant removal
10 of 13 California Stormwater BMP Handbook January 2003
New Development and Redevelopment
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Vegetated Swale TC-30
through grassed swale treatment. In Proceedings of the International Symposium of Urban
Hydrology,Hydraulics and Sediment Control, Lexington,KY. pp. 173-182.
Occoquan Watershed Monitoring Laboratory. 1983. Final Report: Metropolitan Washington
Urban Runoff Project. Prepared for the Metropolitan Washington Council of Governments,
Washington, DC, by the Occoquan Watershed Monitoring Laboratory, Manassas,VA.
Pitt, R., and J. McLean. 1986. Toronto Area Watershed Management Strategy Study: Humber
River Pilot Watershed Project. Ontario Ministry of Environment, Toronto, ON.
Schueler,-T.-1997-Comparative Pollutant Removal-Capability of Urban BMPs: A reanalysis.
Watershed Protection Techniques 2(2):379-383•
Seattle Metro and Washington Department of Ecoloev. 1gg2• Riofil_ do _Swale.P_exfRrrnnrtce
Recommendations and Design Considerations. Publication No. 657. Water Pollution Control
Department, Seattle, WA.
Southeastern Wisconsin Regional Planning Commission (SWRPC). 1991. Costs of Urban
Nonpoint Source Water Pollution Control Measures. Technical report no. 31. Southeastern
Wisconsin Regional Planning Commission, Waukesha, WI.
U.S. EPA, i999, Stormwater Fact Sheet: Vegetated Swales, Report`# 832-F-99-o06
http:/Zwww.epa.gov/owm/mtb/vegswale.pd Office of Water, Washington DC.
Wang, T., D. Spyridakis, B. Mar, and R. Horner. 1981. Transport,Deposition and Control of
Heavy Metals in Highway Runoff. FHWA-WA-RD-39-10. University of Washington,
Department of Civil Engineering, Seattle,WA.
Washington State Department of Transportation, 1995,Highway Runoff Manual, Washington
State Department of Transportation, Olympia,Washington.
Welborn, C., and J.Veenhuis. 1987. Effects of Runoff Controls on the Quantity and Quality of
Urban Runoff in Two Locations in Austin, TX. USGS Water Resources Investigations Report
No. 87-4004. U.S. Geological Survey, Reston,VA.
Yousef,Y., M. Wanielista, H. Harper, D. Pearce, and R. Tolbert. 1985. Best Management
Practices: Removal of Highway Contaminants By Roadside Swales. University of Central
Florida and Florida Department of Transportation, Orlando, FL.
Yu, S., S. Barnes, and V. Gerde. 1993• Testing of Best Management Practices for Controlling
Highway Runoff. FHWA/VA-93-R16. Virginia Transportation Research Council,
Charlottesville,VA.
Information Resources
Maryland Department of the Environment (MDE). 2000. Maryland Stormwater Design
Manual. www.mde.state.md.us/environment/wma/stormwatermanual. Accessed May 22,
2001.
Reeves, E. 1994• Performance and Condition of Biofilters in the Pacific Northwest. Watershed
Protection Techniques 1(3):117-119.
January 2003 California Stormwater BMP Handbook 11 of 13
New Development and Redevelopment
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TC-30 Vegetated Swale
Seattle Metro and Washington Department of Ecology. 1992. Biofiltration Swale Performance.
Recommendations and Design Considerations. Publication No. 657. Seattle Metro and
Washington Department of Ecology, Olympia, WA.
USEPA 1993• Guidance Specifying Management Measures for Sources of Nonpoint Pollution in
Coastal Waters. EPA-84o-B-92-002. U.S. Environmental Protection Agency, Office of Water.
Washington, DC.
Watershed Management Institute (WMI). 1997. Operation,Maintenance, and Management of
Stormwater Management Systems. Prepared for U.S. Environmental Protection Agency, Office
of Water: Wastiin ton DC_li—the Watershed Mana emenfInsfifute,Ingleside, lYlD.g Y g-
12 of 13 California Stormwater BMP Handbook January 2003
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Vegetated Swale TC-30
7117 - It&-or-4-
i
Provide for scour (a) Gross section of wait with check dam.
protecttoo.
7 _V
Notation:
L =Lonoth of swalo Impoundment area per check dam Ift} (h) Dimensional view of%wale Impoundment area.
Oa =booth of check dam(it)
Ss =Bottom sips of$wale(")
W =Top width of check dam(to
We =Bottom width of check dam(ft)
Ztar=Redo of horizontal W vortical change in awalo side skma(tVR)
•
January 2003 California Stormwater BMP Handbook 13 of 13
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Media Filter MP-40
Maintenance Concerns,
• General Description Objectives, and Goals
Stormwater media filters are usually two-chambered including a Pollutant Breakthrough
pretreatment settling basin and a filter bed filled with sand or
other absorptive filtering media. As stormwater flows into the ■ Clogged of Sand Media
first chamber,large particles settle out, and then finer particles ■ Trash and Debris Accumulation
and other pollutants are removed as stormwater flows through
the filtering media in the second chamber.
There are currently three manufacturers of stormwater filter
systems. Two are similar in that they use cartridges of a
standard size. The cartridges are placed-in the number of
cartridges a function of the design flow rate. The water flows
laterally(horizontally) into the cartridge to a centerwell,then
do,�yvaxd.to.an.underdrain.system--The.thixd product.is.a
flatbed filter, similar in appearance to sand filters.
Inspection/Maintenance Considerations
Media filters may exhibit decreased effectiveness after a few Targeted Constituents
years of operation, depending on the activities occurring in the
drainage area. Media filters clog easily when subjected to high ✓ Sediment
sediment loads. Sediment reducing pretreatment practices, such ✓ Nutrients
as vegetated buffer strips or vegetated swales,placed upstream of ✓ Trash
the filter should be maintained properly to reduce sediment ✓ Metals
• loads into filter. Media filters can become a nuisance due to ✓ Bacteria
mosquito or midge breeding if not properly designed and ✓ Oil and Grease
maintained. Installations should dewater completely
✓ Organics
(recommended 72 hour or less residence time) to prevent ,/ Oxygen Demanding
creating mosquito and other vector habitats. Maintenance
efforts will need to focus on basic housekeeping practices such as Removal Effectiveness
removal of debris accumulations and vegetation management(in See New Development and
filter media) to prevent clogs and/or pods of standing water. To Redevelopment BMP Handbook-
minimize the potential for clogging, frequent maintenance and Section 5.
inspection practices are required. Waste sand, gravel, filter
cloth, or filter media must be disposed of properly and in
accordance with all applicable laws.
CASQA
2 ;California
loom,• Stormwater
Quality
Association
January 2003 California Stormwater BMP Handbook 1 of 3
Municipal
www.cabmphandbooks.com
MP-40 Media Filter
Inspectron Activitiesi �r ' Suggested t
11
■ During the first year of operation,inspect chambers quarterly to ensure that the system is Post construction
functioning properly.
■ Inspect sand filters after every major storm in the first few months after construction to
ensure that the system is functioning properly.
■ Ensure that filter surface,inlets,and outlets are clear of debris. Quarterly,and after
■ Ensure that the contributing area is stabilized and mowed,with clippings removed. major storms
■ Check to ensure that the filter surface is not clogging: -- ---- - - -- -- - — -- - — ----
■ Ensure that activities in the drainage area minimize oil/grease and sediment entry to the -.
system.
whether the facility is draining completely within 92 hr.
■ Inspect for standing water,sediment,trash and debris,structural damage,and to identify Semi-annual
potential problems.
■ Check to see that the filter bed is clean of sediments and the sediment chamber contains Annual
no more than six inches of sediment.
■ Make surethat there is no evidence of deterioration of concrete structures.
■ Inspect grates(if used).
■ Inspect inlets,outlets,and overflow spillway to ensure good condition and no evidence of
erosion.
■ Ensure that flow is not bypassing the facility.
■ Ensure that no noticeable odors are detected outside the facility.
ee,a, r, .,3 r...'�r a�.ah,es .« -•ts.,°�... .- .a.'. , _.r �.`-.;u3 It ..-.. FrBQUQnCy . ..-
■ Remove trash and debris from the sedimentation basin(Austin design),the riser pipe, Frequently
and the filter bed as needed. (as needed)
■ Prevent grass clippings from washing into the filter.
■ Remove trash from inlet grates to maintain the inflow capacity of the media filter.
■ Upstream vegetation should be maintained as needed.
■ Clean filter surface semiannually;or more often if watershed is excessively erosive. Semi-annual
■ Replace sorbent pillows(Multi-Chamber Treatment Train only).
■ Repair or replace any damaged structural parts. Annual
■ Stabilize any eroded areas.
■ Remove accumulated sediment in the sedimentation chamber every io years or when the As needed
sediment occupies to-2o%of the basin volume or accumulates to a depth of six inches,
whichever is less.
■ Remove top 2 in.of media filter and landfill if facility drain time exceeds 92 hr. Restore
media depth to 18 in.when overall media depth drops to 12 in.).
2 of 3 California Stormwater BMP Handbook January 2003
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Drain Insert MP-52
General Description
~Maintenance Concerns,w
Objectives, and Goals
Drain inserts are manufactured filters or fabric placed in a drop ---jean----, a —Goals
«
inlet to remove sediment and debris. There are a multitude of • SedhZVDebris Removal
inserts of various shapes and configurations, typically falling into
one of three different groups: socks,boxes, and trays. The sock
consists of a fabric, usually constructed of polypropylene. The
fabric may be attached to a frame or the grate of the inlet holds
the sock. Socks are meant for vertical (drop) inlets. Boxes are
constructed of plastic or wire mesh. Typically a polypropylene
"bag"is placed in the wire mesh box. The bag takes the form of
the-box—Most-box-products-are one box;-that is,-the setting area
and filtration through media occur in the same box. Some
products consist of one or more trays or mesh grates. The trays
may hold different types of media. Filtration media vary by
manufacturer. Types include polypropylene, porous polymer,
treated cellulose, and activated carbon.
Inspection/Maintenance Considerations Targeted Constituents
Washout problems increase with rain intensity. At low flow -----•—
rates, energy dissipater between gate and treatment areas can J Sediments
"minimize re-suspension of accumulated sediment. ✓ Nutrients
✓ Trash
Metals
InspectlonrActieslx rk S me Bacteria
. � Y, iJ Frequency
✓ Oil and Grease
■ p proper Ins ect for sediment buildup and ( At the beginning of the ✓
pwet season and after Organics
functioning. significant storms ✓ Oxygen Demanding
■ Verify that stormwater enters the unit and After construction.
Removal Effectiveness
does not leak around the perimeter. i See New Development and
Redevelopment BMP Handbook-
ktf 'W'z .a2�, vn .� up+,. ,.• SU eeted �&
htalntenance�Aetivities'- �. r � .$�" r99.�srw� ,' Section 5.
■ Remove sediment as needed. At the beginning of the
t wet season and as
necessary
Air ASCIA
.California
Stormwater
. Ouality
Association
January 2003 California Stormwater BMP Handbook 1 of 1
Municipal
www,cabmphandbooks.com
Media Filter MP-40
References
Metropolitan Council, Urban Small Sites Best Management Practices Manual. Available at:
htt,2://www.metrocouncil ore/environmentlWatershed/BMP/manual htm
U.S. Environmental Protection Agency, Post-Construction Stormwater Management in New
Development& Redevelopment BMP Factsheets. Available at:
http:/Zwww.cfpub.epa.gov/npdes/stormwater/menuofbmps/bmp files cfm
Ventura Countywide Stormwater Quality Management Program, Technical Guidance Manual
for Stormwater Quality Control Measures. July, 2002.
•
•
January 2003 California Stormwater BMP Handbook 3 of 3
Municipal
www.cabmphandbooks.com
• i •
For Information: Stoldoler Pollution Do you know . , . where the water should go?
LOCAL SEWERING AGENCIES ��/h G�"� Riverside County hastwo drainage systems-sanitary
IN RIVERSIDE COUNTY: What tat you should know for... — sewers and storm drains. The storm drain system is
City of Beaumont (9p9)769-8520 f designed to prevent footling by carrying excess
B Nair Homeowners Association (909)277-1414 rainwater away from streets...it's no[designed to bee
City of anning (909)922-3130 OUTDOOR CLEANING waste disposal system. Since the storm drain system
City of Blythe (760)922-6161 !{ does not provide for water treatment, It often serves
City of Coachella (760)391-5008 the unintended function of transporting pollutants
Coachella Valley Water District 1760)398-2651 ACTIVITIES directly to our waterways.
City of Corona (909)736-2259
Desert Center.CSA#51 (760)227-3203 NON-STORMWATER DISCHARGES
Eastern Municipal Water District (909)928-3777
Elsinore Valley MIND (909)674-3146 -'y-z mnnnact dtoatreatment laotm--the flow direct drains are ly
Farm Mutual Water Company (909)244-4198 '�.' P Y y
Idyllwild Water District (909)659-2143 'i to our local streams,rivers and lakes.
Jurupa Community Services Dist. (909)685-7434 Non-stormwate generated iscr discharges such as
Lake Hemet MWD (909)658-3241 washwater ttl from outdoor
Lee Lake Water District (909)277-1414 cleaning projects often transport harmful Soaps,degreasers.automotive Fluids,litter,and a host
March Air Force Base (909)656-7000 �,r� pollutants into storm drains and our local of other materials washed off buildings, sidewalks,
Mission Springs Water District (760)329-6448 .`' waterways. Polluted runoff contaminates I plazas,parking areas,vehicles,and equipment can all
City of Palm Springs (909)780-8272 t
pollute our waterways.
Rancho Caballero (909)780-9272 '� Fir local waterways and poses a threat toRancho California Water Dist. (909)676-0101 ij,�� groundwater resources. '
Ripley,CSA#62 (760)9224909 s+,.
Rubidoux Community Services Dist. (909)684 7580
City of Riverside (909)782-5341 .`
Silent Valley Club.Inc (909)849-4501
Valley Sanitary District (760)347-2356 f > \ The Cities and County of Riverside
Western Municipal Water District (909)780-4170
(� StormWaterlCleanWater Protection Program
SPILL RESPONSE AGENCY: Since preventing pollution is much easier,and less costly than cleaning up"after the fact,"the
HAz-MAT.- (909)358-5055 Cities and County of Riverside Storm Water/CleenWater Protection Program informs residents and
HAZARDOUS WASTE DISPOSAL: (909)358-5055 GUIDELINES businesses of pollution prevention activities such as those described in this pamphlet.
To REPORT ILLEGAL DUMPING OR A CLOGGED
STORM DRAIN: 1-800-506-2555 The Cities and County of Riverside have adopted ordinances for stormwater management and
for disposal of washwater discharge Control. In accordance with state and federal law,these local stormwater ordinances
prohibit the discharge of wastes into the storm drain system or local surface waters. This includes
from non-stormwater discharges Containing oil,grease,detergents,degreasers,trash,or other waste
e rr StormWa.teT materials.
L 1111 L 1 . Sidewalk,plaza or parking lot cleaning
tC• i`i" ►�� � Vehicle washing or detailing 1W
PROTECTION PROGRAM i Building exterior cleaning
Waterproofing �trl
Riverside County gratefully acknowledges the Bay Area ' Equipment cleaning or degreasing
Stormwater Management Agencies Association and PLEASE NOTE: The discharge of pollutants into the street, gutters, storm drain system, or waterways -
the Cleaning Equipment Trade Association for without a Regional Water Quality Control Board permit or waiver-is strictly prohibited by local ordinances
information provided in this brochure and state and federal law.
Help Protect our Waterways!
Use These Guidelines For Outdoor Cleaning Activities and Washwater Disposal
Do . . . Dispose of small amounts of washwater from cleaning Do . . . Understand that mobile auto detailers should divert OTHER TIPS TO HELP
building exteriors, sidewalks, or plazas onto landscaped or unpaved washwater to landscaped or dirt areas. Note: Be aware that soapy
surfaces provided vrni have the owner's nermission and the discharge will washwater may adversely affect landscaping; consult with the property PROTECT OUR WATER . . .
not cause flood,,,,. ,.._ . .. _. _,........ ..
' owner. Residual washwater may remain on paved surfaces to evaporate;
Do NOT. . .Discharge large amounts of these types ofwashwater sweep up any remaining residue. Ifthere is sufficient water volume to reach SCREENING WASH WATER
onto landscaped areas or soil where water may run to a street or stone the storm drain.collect the runoff and obtain permission to pump it into the
drain. Wastewater from exterior cleaning may be pumped to a sewer line sanitarysewer. Follow local sewering agency's requirements for disposal. A thorough dry cleanup before washing (WId10Ut
with specific permission from the local sewering agency, soap)surfaces such as building exteriors and decks
Do NOT . . . Dispose of left over cleaning agents into the gutter, without loose paint,sidewalks,or plaza areas,should
storm drain or sanitary sewer. be sufficient to protect storm drains. However if any
Do . Check with your local sewering agency's policies and debris(solids)could enter storm drains or remain in
requirements concerning waste water disposal. Water from many the gutter or street after cleaning,washwater should
outdoor cleaning activities may be acceptable for disposal to the sewer first pass through a"20 mesh"or finer screen to Catch
system. See the list on the back of this flyer for phone numbers of the Regarding Cleaning Agents: the solid material,which should then be disposed of
sewering agencies in your area. in the trash.
Do NOT . . . Pour hazardous wastes or toxic materials into the If you must use soap,use biodegradable/phosphate free cleaners. Avoid use
stone drain or sewer system... property dispose of it instead. When in of petroleum based cleaning products. Although the use of nontoxic cleaning
doubt,contact the local sewering agency! The agency will tell you what products is strongly encouraged,do understand that these products can still DRAIN INLET PROTECTION/
types of liquid wastes can be accepted. degrade water quality and,therefore,the discharge of these products into CONTAINING & COLLECTING
Hroao- WASH WATER
• Sand bags can be used to create a barrier around
DO . . . Understand that water(without soap)used to remove dust s'' _ storm drain inlets.
from clean vehicles may be discharged to a street or storm drain. t mil o • Plugs or rubber mats can be used to temporarily
Washwater from sidewalk, plaza,and building surface cleaning may seal Storm drain Openings.
go into a street or storm drain if ALL of the following conditions are met: • You can also use vacuum booms, containment
The surface being washed is free of residual oil stains, debris and pads, or temporary berms to keep wash water
similar pollutants by using dry cleanup methods (sweeping, and awayfrom the street,gutter,or storm drain.
cleaning any oil or chemical spills with rags or other absorbent materials the street, gutters. storm drain
hefore using water), system, or waterways is prohibited EQUIPMENT AND SUPPLIES
Washing is done with water only-no soap or other cleaning materials. by local ordinances and the State Special materials Such as absorbents, storm drain
You have not used the water to remove paint from surfaces during Water Code. and seals, small , and vacuum
cleaning. - plugs sump pumps,Ps
booms are available from many vendors. For more
Do NOT. . . Dispose ofwater containing soap orany othertype of information check catalogs such as New Pig (800-
cleaning agent into a storm drain or water body. This is a direct violation of 468-4647),Lab Safety Supply(800-356-0783),C&H
state and/or local regulations. Because wastewater from cleaning Note: When cleaning surfaces with a high pressure washer or steam (800-558-9966),and W.W.Grainger(800-994-9174);
parking areas or roadways normally contains metallic brake pad dust,oil cleaning methods,additional precautions should be taken to prevent the or call the Cleaning Equipment Trade Association
and other automotive fluids,it should never be discharged to a street,gutter, discharge of pollutants into the storm drain system. These two methods of (g00�41-0111) or the Power Washers of North
or storm drain, surface cleaning, as compared to the use of a low pressure hose, can
remove additional materials that can contaminate localwaterways. America(800-393-PWNA).
• 0 s
For information; DID You KNOW . . . StormWater Pollution . . . What you should know
For more information on the General Industrial Riverside County has two drainage systems-sanitary sewers and storm drains.
Storm Water Permit Contact: YOUR FACILITY MAY The storm drain system is designed to help prevent flooding by carrying excess
State Water Resources Control BDard(SWRCB) rainwater away from streets. Since the storm drain system does not provide for
(916)657-1146 or www.swrob.ce.govl or,at your I NEED A STORM WATER water treatment, it also serves the
Regional Water Quality Control Board(RWQCB). PERMIT? unintended function of transporting
pollutants direct) to our waterways
Santa Ana Region(8) I P Y Y California Tower
3737 Main Street,Ste.500 _ Unlike sanitary sewers. storm
Riverside,CA 92501-3339
(909)782-4130 drains are not connected to a
treatment plant- they flow directly
San Diego Region(s)9771 Clairem to our local streams, rivers and
ont Mesa Blvd.,Ste.A
San Diego,CA 92124 lakes. - LmjB
(619)467-2952
Colorado River Basin Region(7) In recent years, awareness of the need
73-720 Fred Waring Dr.,Ste.100 to protect water quality has increased.
Palm Desert,CA92260 As a result, federal, state, and local
(760)346-7491 programs have been established to 8�
reduce polluted stormwater discharges to
SPILL RESPONSE AGENCY our waterways. The emphasis of these t
[Hnz-MAT (909)358-5055 programsis to prevent stormwater
HAZARDOUS WASTE DISPOSAL: (909)358-5055 1 pollution since it's much easier, and less -�-
B'
RECYCLING INFORMATION: 1-800-366-SAVE costly, than cleaning up "after the fact."
TO REPORT ILLEGAL DUMPING OR A CLOGGED
STnPMDRAIN '-gn0-$01,-7555
To order additional brochures or to obtain information
on other pollution sj ssiiii activmes,can: Many industrial facilities National Pollutant Discharge Elimination System (NPDES)
and manufacturing operations
must obtain coverage under the
I StormWater Industrial Activities Stor,r N'iter In 1987, the Federal Clean Water Act was amended to establish a framework for
y General Permit regulating industrial stormwater discharges under the NPDES permit program. In
w s r 1 r = California, NPDES permits are issued by the State Water Resources Control Board
PROTECTION PROGRAM (SWRCB) and the nine (9) Regional Water Quality Control Boards (RWQCB). In
FIND OUT general, certain industrial facilities and manufacturing operations must obtain
Riverside County gratefully acknowledges the State IF YOUR FACILITY coverage under the Industrial Activities Storm Water General Permit if the type of
Water Quality Control Board and the American Public MUST OBTAIN A PERMIT facilities or operations falls into one of the several categories described in this
Works Association,Storm Water Quality Task Force for brochure.the information provided in this brochure.
•
What are the requirements of the
How Do I Know If Need A Permit? Industrial Activities Storm Water General Permit?
Following are general descriptions of the -i Landfills,land application sites and open The basic requirements of the Pennit are:
industry categories types that are regulated by the dumps that receive or have received any industrial
Industrial Activities Storm Water General Permit. waste; unless there is a new overlying land use 1. The facility must eliminate any non-stormwater discharges or obtain a separate permit for such
Contact your local Region Water Quality Control such as a golf course, park,etc.,and there is no discharges.
Board to determine if your facility/operation discharge associated with the landfill;
requires coverage under the Permit. 2. The facility must develop and implement a Storm Water Pollution Prevention Plan (SWPPPt The
i Facilities such as cement manufacturing; i Facilities involved in the recycling of SWPPP must identify sources of pollutants that may be exposed to stormwater. Once the sources of
feedlots; fertilizer manufacturing; petroleum materials, including metal scrap yards, battery pollutants have been identified,the facility operator must develop and implement Best Management
refining;phosphate manufacturing;steam electric reclaimers, salvage yards, and automobile Practices(BMPs)to minimize or prevent polluted runoff.
power generation; coal mining; mineral mining junkyards;
and processing; ore mining and dressing; and Guidance in preparing a SWPPP is available from a document prepared by the California Storm Water
asphalt emulsion; -► Steam electric power generating facilities, Quality Task Force called the Califomia Storm Water Best Management Practice Handbook.
facilities that generate steam for electric power by
i Facilities classified as lumber and wood combustion; 3. The facility must develop and implement a Monitoring Program that includes conducting visual
products (except wood kitchen cabinets); pulp, observations and collecting samples of the facility's storm water discharges associated with industrial
paper,and paperboard mills;chemical producers 4 Transportation facilities that have vehicle activity. The General Permit requires that the analysis be conducted by a laboratory that is certified by the
(except some pharmaceutical and biological maintenance shops,fueling facilities, equipment State of California.
products); petroleum and coal products; leather cleaning operations,or airport deicing operations.
production and products; stone, clay and glass This includes school bus maintenance facilities 4. The facility must submit to the Regional Board,every July 1,an annual report that includes the results of
products; primary metal industries; fabricated operated bye school district; its monitoring program.
structural metal; ship and boat building and
repairing;
Sewage treatment facilities;
Active or inactive mining operations and
oil and gas exploration,production,processing,or 4 Facilities that have areas where material A Non-Storm Water Discharge is...any A 8MP is . . . a technique,process, activity,
treatmentoperations; handling equipment or activities, raw materials, discharge to a stomt drain system that is not orstructumusedtoreduce the pollutant contentof
intermediate products, final products, waste imposed entirely of storm water. The following a storm water discharge. BMPs may include
-► Hazardous waste treatment, storage, or materials, by-products, or industrial machinery nort-storm waterdischarges are authorized by the simple, nonestmcturel methods such as good
disposal facilities; are exposed to storm water. General PemtR; fire hydrant flushing; potable housekeeping, staff training and preventive
water sources,including potable water related to maintenance. Additionally, BMPs may include
the operation,maintenance, or testing of potable structural modifications such as the installation of
I water systems; drinking fountain water; berms,canopies or treatment control(e.g.setting
How do I obtain coverage under th atmospheric condensates including refrigeration, basins,oil/waterseparetors,etc.)
air conditioning, and compressor condensate; -
Industrial Activities Storm Water Ge eral Permit? irrigation drainage;landscape watering;springs;
non-contaminated ground water, foundation or
Obtain a permit application package from your local Regional Water Quality Control Board listed on the back roofing drainage;and sea water infiltration where 7
of this brochure or the State Water Resources Control Board(SWRCB). Submit a completed Notice of Intent the sea Waters are discharged back into the sea
(NOI)form,site map and the appropriate fee($250 or$500)to the SWRCB. Facilities must submit an Not watersource.
thirty(30)days prior to beginning operation. Once you submit the NOI,the State Board will send you a letter
acknowledging receipt of your NOI and will assign yourfacility a waste discharge identification number(W DID
No.). You will also receive an annual fee billing.These billings should roughly coincide with the date the State WARNING: There arc significant penalties for non-compliance:a minimum fine of$5.000 for failing to obtain permit
Board processed your original Not submittal. coverage antl,up to$10.000 perday,pervlolatlon plus SiOpergallon ofrlischarge in excess of 1.000 gallons.
Water Quality Management Plan (WQMP)
Nelson Auto Service Center
Appendix E
Soils Report
INCLUDED IN FINAL WQMP
08//26/05
INLAND, INC.
Geotechnical Consulting
PRELIMINARY GEOTECHNICAL INVESTIGATION
FOR THE PROPOSED '%ACRE
COMMERCIAL DEVELOPMENT VIA MONTEZUMA
AND COMMERCE CENTER DRIVE
CITY OF TEMECULA,RIVERSIDE COUNTY
CALIFORNIA
Project No.I04558-10
Dated:September 16, 2004
Prepared For:
Ms. Tawnma McMacken
HERR ON+R UMANSOFF AR CHI TE CTS
530 Saint Johns Place
Hemet, California 92543
40
dn995 County Canter Drive Suite A Temecula. CA 92591 - (951) 719-1076 - Fax (951) 719-1077
® INLAND, INC.
Geotechnical Consulting
•September 16, 2004 Project No, 1045 5 8-1 0
Ms. Tawnrna McMacken
HERRON+R UMANSOFF ARCHITECTS
530 Saint Johns Place
Hemet, California 92543
Subject. Preliminary Geotechnical Investigation for the Proposed %Acre Commercial Development,
Via Montezuma and Commerce Center Drive, City of Temecula, Riverside County, California
LGC Inland, Inc. (LGC) is pleased to submit herewith our geotechnical investigation report for the
approximately ''/<-acre parcel, Assessors Parcel Number 361-36-04, located at Via Montezuma and Commerce
Center Drive, City of Temecula, Riverside County, California. This work was performed in accordance with
the scope of work outlined in our proposal, dated July 29, 2004. This report presents the results of our field
investigation, laboratory testing and our engineering judgment, opinions, conclusions and recommendations
pertaining to the geotechnical design aspects of the proposed development.
It has been a pleasure to be of service to you on this project. Should you have any questions regarding the
Wocontent of this report or should you require additional information, please do not hesitate to contact this office at
ur earliest convenience.
Respectfully submitted,
LGC INLAND, INC.
Mark B rgmann
President
TMP/GU/MB/SMP/jn
Distribution: (6)Addressee
40935 County Center Drive - Suite A • Temecula. CA 92591 • 19511 719-1076 • Fax tote 71 Q_1 n77
TABLE OF CONTENTS
Aftection
Page
qw-
1.0 INTRODUCTION........................................................................................................................................ 1
1.1 Purpose and Scope of Services ............................................................................................................... 1
1.2 Location and Site Description................................................................................................................. 1
1.3 Proposed Development and Grading...................................................................................................... 3
2.0 INVESTIGA TION AND LABORATORY TESTING.................................................................................... 3
2.1 Field Investigation .................................................................................................................................. 3
2.2 Laboratory Testing..................................................................................................................................4
2.3 Aerial Photograph Interpretation........................................................................................................... 4
3.0 FINDINGS..................................................................................................................................................4
3.1 Regional Geologic Setting....................................................................................................................... 4
3.2 Local Geology and Soil Conditions........................................................................................................ 4
3.3 Groundwater........................................................................................................................................... 6
3.4 Faulting................................................................................................................................................... 6
3.5 Landslides ............................................................................................................................................... 6
4.0 CONCLUSIONS AND RECOMMENDATIONS......................................................................................... 6
4.1 General.................................................................................................................................................... 6
4.2 Earthwork................................................................................................................................................ 6
4.2.1 General Earthwork and Grading Specifications ............................................................................ 6
4.2.2 Clearing and Grubbing................................................................................................................... 6
4.2.3 Excavation Characteristics............................................................................................................. 7
. 4.2.4 Groundwater................................................................................................................................... 7
4.2.5 Ground Preparation—Fill Areas.................................................................................................... 7
4.2.6 Disposal of Oversize Rock.............................................................................................................. 7
4.2.7 Fill Placement................................................................................................................................. 7
4.2.8 Import Soils for Grading................................................................................................................. 8
4.2.9 Cut/Fill Transition Lots .................................................................................................................. 8
4.2.10 Shrinkage, Bulking and Subsidence................................................................................................ 8
4.2.11 Geotechnical Observations............................................................................................................. 9
4.3 Post Grading Considerations.................................................................................................................. 9
4.3.1 Slope Landscaping and Maintenance............................................................................................. 9
4.3.2 Site Drainage .................................................................................................................................. 9
4.3.3 Utility Trenches............................................................................................................................... 9
5.0 SEISMIC DESIGN CONSIDERATIONS.................................................................................................. 10
5.1 Ground Motions.................................................................................................................................... 10
5.2 Secondary Seismic Hazards.................................................................................................................. 11
5.3 Liquefaction .......................................................................................................................................... 11
6.0 TENTATIVEFOUNDATION DESIGN RECOMMENDATIONS............................................................. 12
6.1 General.................................................................................................................................................. 12
6.2 Allowable Bearing Values..................................................................................................................... 12
6.3 Settlement.............................................................................................................................................. 12
6.4 Lateral Resistance................................................................................................................................. 12
6.5 Footing Observations............................................................................................................................ 13
. 6.6 Expansive Soil Considerations.............................................................................................................. 13
6.7 Low Expansion Potential(Expansion Index of 21 to 50)...................................................................... 13
6.7.1 Footings ........................................................................................................................................ 13
6.7.2 Building Floor Slabs..................................................................................................................... 14
6.8 Medium Expansion Potential(Expansion Index of 51 to 90) ............................................................... 14
6.8.1 Footings ........................................................................................................................................ 14
6.8.2 Building Floor Slabs..................................................................................................................... 15
6.9 Post Tensioned Slab/Foundation Design Recommendations................................................................ 15
6.10 Corrosivity to Concrete and Metal....................................................................................................... 17
6.11 Structural Setbacks................................................................................................................................ 17
7.0 RETAINING WALLS................................................................................................................................. 17
7.1 Active and At-Rest Earth Pressures...................................................................................................... 17
7.2 Drainage ............................................................................................................................................... 18
7.3 Temporary Excavations ........................................................................................................................ 18
7.4 Wall Backfzll.......................................................................................................................................... 18
8.0 CONCRETE FLATWORK......................................................................................................................... 18
8.1 Thickness and Joint Spacing................................................................................................................. 18
8.2 Subgrade Preparation........................................................................................................................... 19
9.0 PRELIMINAR Y ASPHALTIC CONCRETE PAVEMENT DESIGN.......................................................... 19
10.0 GRADING PLANREVIEWAND CONSTRUCTION SERVICES............................................................. 20
11.0 INVESTIGATION LIMITATIONS............................................................................................................. 20
Attachments:
Figure 1 —Site Location Map (Page 2)
Figure 2—Regional Geologic Map (Page 5)
Plate I — Geotechnical Map (Rear of Text)
APPENDIXA —References (Rear of Text)
APPENDIX B—Boring Logs (Rear of Text)
APPENDIX C—Laboratory Testing Procedures and Test Results (Rear of Text)
APPENDIX D—Seismicity (Rear of Text)
APPENDIX E—Liquefaction Analysis (Rear of Text)
APPENDIX F—Asphaltic Concrete Pavement Calculations (Rear of Text))
APPENDIX G—General Earthwork and Grading Specifications (Rear of Text)
Project No. I04558-10 Page ii September 16, 2004
1.0 INTRODUCTION
&GC Inland, Inc. (LGC) is pleased to present this geotechnical investigation report for the subject property.
he purposes of this investigation were to determine the nature of surface and subsurface soil conditions,
evaluate their in-place characteristics, and then provide preliminary grading and foundation design
recommendations based on the accompanying site map provided by you. The general location of the property is
indicated on the Site Location Map (Figure 1). The Site Plan you provided was used as the base map to show
geologic conditions within the subject site (see Geotechnical Map, Plate 1).
1.1 Purpose and Scope of Services
The purposes of this investigation were to obtain information on the surface/subsurface soil and geologic
conditions within the subject site, evaluate the data, and then provide preliminary grading and
foundation design recommendations. The scope of our investigation included the following:
• Review of readily available published and unpublished literature and geologic maps pertaining to
active and potentially active faults that lie in close proximity to the site which may have an impact
on the proposed development (see Appendix A, References).
• Field reconnaissance to observe existing site conditions and coordinate with Underground Service
Alert to locate any known underground utilities.
• Geologic mapping of the site.
• Excavating, logging, and selective sampling of two (2) hollow-stem-auger borings to depths between
26% to 51'/2 feet. Exploration locations are shown on the enclosed Geotechnical Map (Plate 1) and
descriptive logs are presented in Appendix B.
• Laboratory testing and analysis of representative samples of soil materials (bulk and undisturbed)
obtained during exploration to determine their engineering properties (Appendix Q.
Engineering and geologic analysis of the data with respect to the proposed development.
An evaluation of faulting and seismicity of the region as it pertains to the site (Appendix D).
An evaluation of site liquefaction analysis (Appendix E).
• Preparation of asphaltic concrete pavement calculations (Appendix F).
Preparation of general earthwork and grading specifications (Appendix G).
• Preparation of this report presenting our findings, conclusions and preliminary geotechnical
recommendations for the proposed development.
1.2 Location and Site Description
The subject site is located on the northwest side of Via Montezuma in the City of Temecula, Riverside
County, California. The general location and configuration of the site is shown on the Site Location
Map (Figure 1).
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Project Name AUTO SERVICE CENTER
LGC, FIGURE 1 Project No. 104558-10
SITE LOCATION MAP Geol./Eng. MB/SMP
INLAND Scale NOT TO SCALE
Date SEPTEMBER 2004
The topography of the site is relatively flat. The general elevation of the property is 1,014 feet above
mean sea level (msl) with differences of less than 3t feet across the entire site. Local drainage is
• generally directed to the northwest.
No underground structures are known to exist at the site. A portion of the property has been developed
and currently consists of two (2) office buildings with adjacent parking.
Vegetation consists of a moderate to dense cover of annual weeds/grasses.
1.3 Proposed Development and GradinP
The proposed commercial site is expected to be concrete panel, tilt-up structure utilizing slab on ground
construction with associated parking, landscape areas, and utilities. No proposed design or grading plan
was available at the time this report was prepared.
The Site Map, provided by you, was utilized in our investigation and forms the base for our
Geotechnical Map (Plate 1). Since the site has been rough graded and the existing office buildings to
the north and west, the relatively level terrain surrounding the site dictate existing elevations, LGC
assumes that existing grade elevations will remain essentially unchanged. Cuts and fills should be less
than 5 feet in height.
2.0 INVESTIGATIONAND LABORATORY TESTING
1 Field Investination
Subsurface exploration within the subject site was performed on August 6, 2004 for the exploratory
borings. A hollow-stem-auger drill rig was utilized to drill two (2) borings throughout the site to depths
ranging from 26V2 to 51V2 feet. Prior to the subsurface work, an underground utilities clearance was
obtained from Underground Services Alert of Southern California.
Earth materials encountered during exploration were classified and logged in general accordance with
the visual-manual procedures of ASTM D 2488. The approximate exploration locations are shown on
Plate 1 and descriptive logs are presented in Appendix B.
Associated with the subsurface exploration was the collection of bulk (disturbed) samples and relatively
undisturbed samples of soil materials for laboratory testing. The relatively undisturbed samples were
obtained with a 3-inch outside diameter modified California split-spoon sampler lined with 1-inch high
brass rings. In addition, samples were obtained using a Standard Penetration Test (SPT) sampler. The
soil samples were driven mechanically with successive 30-inch drops of an automatic 140-pound,
sampling hammer. The blow counts for each 6-inch increment are recorded on the boring logs. The
central portions of the driven-core samples were placed in sealed containers and transported to our
laboratory for testing.
Project No. 104558-10 Page 3 September 16, 2004
2,2 Laboratory Testing
• Maximum dry density/optimum moisture content, expansion potential, R-value, corrosivity, and in-situ
density/moisture content were determined for selected undisturbed and bulk samples of soil materials,
considered representative of those encountered. A brief description of laboratory test criteria and
summaries of test data are presented in Appendix C. An evaluation of the test data is reflected
throughout the Conclusions and Recommendations section of this report.
2.3 Aerial Photograph Interpretation
No strong geomorphic lineaments were interpreted to project through the site during our review of aerial
photographs of the subject property. Geomorphic evidence of active landsliding was not observed on
the site. These interpretations along with our site reconnaissance served as a starting point in developing
our subsurface exploration. A table summarizing the aerial photographs utilized in our geomorphic
interpretation of lineaments and landslides is included in Appendix A - Aerial Photograph Interpretation
Table.
3.0 FINDINGS
3.1 Regional Geologic Setting
Regionally, the site is located in the Peninsular Ranges Geomorphic Province of California. The
Peninsular Ranges are characterized by steep, elongated valleys that trend west to northwest. The
• northwest-trending topography is controlled by the Elsinore fault zone, which extends from the San
Gabriel River Valley southeasterly to the United States/Mexico border. The Santa Ana Mountains lie
along the western side of the Elsinore fault zone, while the Perris Block is located along the eastern side
of the fault zone. The mountainous regions are underlain by Pre-Cretaceous, metasedimentary and
metavolcanic rocks and Cretaceous plutonic rocks of the Southern California Batholith. Tertiary and
Quaternary rocks are generally comprised of non-marine sediments consisting of sandstone, mudstones,
conglomerates, and occasional volcanic units. A map of the regional geology is presented on the
Regional Geologic Map, Figure 2.
3.2 Local Geology and Soil Conditions
The earth materials on the site are comprised of shallow fill soils overlying Quaternary alluvium. A
general description of the soil materials observed on the site is provided in the following paragraphs:
• Artificial Fill, Undocumented (map symbol Afu): Undocumented artificial fill materials were
encountered at the proposed building site in the upper 0 to 10 feet within the borings. These
materials are typically locally derived from the native materials and consist generally of light to dark
silty to clayey sands with gravel. These materials are generally dense in consistency.
Quaternary Alluvium (map symbol Qyva): Quaternary, young valley alluvium was encountered at a
depth of approximately 10 feet to a maximum depth of 51% feet. This alluvial unit consists of light
to dark brown to black, clayey sand, silty sand, clayey silt, and sandy clay. This unit is generally
• moist to saturated and very loose (very soft) to very dense (hard) in condition.
Project No. 104558-10 Page 4 September 16, 2004
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Project Name AUTO SERVICE CENTER
FIGURE 2 Project No. 104558-10
REGIONAL GEOLOGIC MAP Geol./ Eng. MB/ SMP
Scale NOT TO SCALE
Date SEPTEMBER 2004
3.3 Groundwater
0 Groundwater was encountered in both borings at an elevation of 14'/z to 15 feet, respectively.
3.4 Faulting
The geologic structure of the entire Southern California area is dominated by northwest-trending faults
associated with the San Andreas Fault system. Faults, such as the Newport-Inglewood, Whittier-
Elsinore, San Jacinto and San Andreas are major faults in this system and all are known to be active. In
addition, the San Andreas, Elsinore, and San Jacinto faults are known to have ruptured the ground
surface in historic times.
Based on our review of published and unpublished geologic maps and literature pertaining to the site
and regional geology, the closest active fault producing the highest anticipated peak ground acceleration
at site is the Elsinore-Temecula fault located approximately 1.4 kilometers to the northwest. This fault
is capable of producing a moderate magnitude earthquake. No active or potentially active faults are
known to project through the site and the site does not lie within an Alquist-Priolo Earthquake Fault
Zone (previously called an Alquist-Priolo Special Studies Zone).
3.5 Landslides
No landslide debris was noted during our subsurface exploration and no ancient landslides are known to
exist on the site.
4.0 CONCLUSIONS AND RECOMMENDATIONS
4.1 General
From a soils engineering and engineering geologic point of view, the subject property is considered
suitable for the proposed development, provided the following conclusions and recommendations are
incorporated into the design criteria and project specifications.
4.2 Earthwork
4.2.1 General Earthwork and Grading Specifications
All earthwork and grading should be performed in accordance with all applicable requirements
of the Grading and Excavation Code and the Grading Manual of the City of Temecula, in
addition to the provisions of the 1997 Uniform Building Code (UBC), including Appendix
Chapter 33. Grading should also be performed in accordance with applicable provisions of the
General Earthwork and Grading Specifications (Appendix G), prepared by LGC, unless
specifically revised or amended herein.
4.2.2 Clearing and Grubbing
All weeds, grasses, brush, shrubs, debris and trash in the areas to be graded should be stripped
and hauled offsite. During site grading, laborers should clear from fills any roots, branches, and
other deleterious materials missed during clearing and grubbing operations.
Project No. I04558-10 Page 6 September 16, 2004
The project geotechnical engineer or his qualified representative should be notified at appropriate
times to provide observation and testing services during clearing operations and to verify
compliance with the above recommendations. In addition, any buried structures or unusual or
adverse soil conditions encountered that are not described or anticipated herein should be
brought to the immediate attention of the geotechnical consultant.
4.2.3 Excavation Characteristics
Based on the results of our exploration, the near surface soil materials, will be readily excavated
with conventional earth moving equipment.
4.2.4 Groundwater
Groundwater was encountered during our subsurface exploration, and is reported to be at a depth
of approximately 15 feet below the existing ground surface. Therefore, groundwater may be a
factor during grading or construction especially in areas of deeper removal.
4.2.5 Ground Preparation —Fill Areas
All existing low density and potentially collapsible soil materials, such as loose manmade fill
and alluvium, should be removed to underlying competent alluvium, from each area to receive
compacted fill. Dense native soils are generally defined as undisturbed native materials existing
at an in-place relative compaction of 85 percent or greater based on ASTM Test Method
D1557-91, subject to verification by the project engineer or geologist. Prior to placing structural
fills, the exposed bottom surfaces in each removal area should first be scarified to a depth of 6
inches or more, watered or air dried as necessary to achieve near-optimum moisture conditions
and then re-compacted in-place to a minimum relative compaction of 90 percent.
Based on LGC's exploration, anticipated depths of removal are shown on the enclosed
Geotechnical Map (Plate 1). In general, the anticipated removal depths should vary from 11 to
13 feet. However, actual depths and horizontal limits of any removals will have to be
determined during grading on the basis of in-grading observations and testing performed by the
project geotechnical consultant and/or engineering geologist.
4.2.6 Disposal of Oversize Rock
Oversize rock is not expected to be encountered during construction. Therefore, oversize rock,
(i.e., rock exceeding a maximum dimension of 12 inches) will require special handling, such as
offsite disposal or stockpiled onsite and crushed for future use. The disposal of oversize rock is
discussed in General Earthwork and Grading Specifications, Appendix G.
4.2.7 Fill Placement
Any fill should be placed in 6- to 8-inch maximum (uncompacted) lifts, watered or air dried as
necessary to achieve uniform near optimum moisture content (preferred at or slightly above
optimum moisture content) and then compacted in-place to a minimum of 90 percent relative
compaction. The laboratory maximum dry density and optimum moisture content for each
change in soil type should be determined in accordance with ASTM Test Method D 1557-00.
Project No. 104558-10 Page 7 September 16, 2004
4.2.8 Import Soils for Grading
. In the event import soils are needed to achieve final design grades, all potential import materials
should be free of deleterious/oversize materials, non-expansive, and approved by the project
geotechnical consultant prior to commencement of delivery onsite.
4.2.9 Cuffill Transition Lots
To mitigate distress to residential structures related to the potential adverse affects of excessive
differential settlement, cut/fill transitions should be eliminated from all building areas where the
depth of fill placed within the "fill" portion exceeds proposed footing depths. The entire
structure should be founded on a uniform bearing material. This should be accomplished by
overexcavating the "cut" portion and replacing the excavated materials as properly compacted
fill. Recommended depths of overexcavation are provided in the following table:
DEPTH OF FILL (" :11" ortion DEPTH OF OVEREXCAVATION("cut" anion)
Up to 5 feet Equal Depth
5 to 10 feet 5 feet
Greater than 10 feet One-half the thickness of fill placed on the"fill"portion (10
feet maximum)
Overexcavation of the "cut" portion should extend beyond the perimeter building lines a
horizontal distance equal to the depth of overexcavation or to a minimum distance of 5 feet,
whichever is greater.
• 4.2.10 Shrinkage. Bulking and Subsidence
Volumetric changes in earth quantities will occur when excavated onsite earth materials are
replaced as properly compacted fill. The following is an estimate of shrinkage and bulking
factors for the various geologic units found onsite. These estimates are based on in-place
densities of the various materials and on the estimated average degree of relative compaction
achieved during grading.
GEOLOGIC UNIT SHRINKAGE PERCENT
Artificial Fill 0 to 10
Alluvium 10 to 15
Subsidence from scarification and recompaction of exposed bottom surfaces in removal areas to
receive fill is expected to vary from negligible to approximately 0.2-foot.
The above estimates of shrinkage and subsidence are intended as an aid for project engineers in
determining earthwork quantities. However, these estimates should be used with some
caution since they are not absolute values. Contingencies should be made for balancing
earthwork quantities based on actual shrinkage and subsidence that occurs during grading.
•
Project No. I04558-10 Page 8 September 16, 2004
4.2.11 Geotechnical Observations
• An observation of clearing operations, removal of unsuitable surficial materials, and general
grading procedures should be performed by the project geotechnical consultant or his
representative. Fills should not be placed without prior approval from the geotechnical
consultant.
The project geotechnical consultant or his representative should also be present onsite during all
grading operations to verify proper placement and adequate compaction of all fill materials, as
well as to verify compliance with the other recommendations presented herein.
4.3 Post Gradinje Considerations
4.3.1 Slope Landscaping and Maintenance
Adequate slope and pad drainage facilities are essential in the design of the finish grading for the
subject site. An anticipated rainfall equivalency of 60 to 100 inches per year at the site can result
due to irrigation. The overall stability of graded slopes should not be adversely affected
provided all drainage provisions are properly constructed and maintained thereafter and provided
all engineered slopes are landscaped with a deep rooted, drought tolerant and maintenance free
plant species, as recommended by the project landscape architect. Additional comments and
recommendations are presented below with respect to slope drainage, landscaping and irrigation.
A discussion of pad drainage is given in the following section.
• 4.3.2 Site Drainage /
Positive drainage devices, such as sloping sidewalks, graded swales and/or area drains, should be G
provided around buildings to collect and direct all water away from the structures. Neither rain
nor excess irrigation water should be allowed to collect or pond against building foundations.
Roof gutters and downspouts may be required on the sides of buildings where yard drainage
devices cannot be provided and/or where roof drainage is directed onto adjacent slopes. All
drainage should be directed to adjacent driveways, adjacent streets or storm drain facilities.
4.3.3 Utility Trenches
All utility trench backfill within the street right-of-ways, utility easements, under sidewalks,
driveways and building-floor slabs, as well as within or in proximity to slopes should be
compacted to a minimum relative compaction of 90 percent. Where onsite soils are utilized as
backfill, mechanical compaction will be required. Density testing, along with probing, should be
performed by the project geotechnical engineer or their representative to verify proper
compaction.
For deep trenches with vertical walls, backfill should be placed in approximately 1- to 2-foot
maximum lifts and then mechanically compacted with a hydro-hammer, pneumatic tampers or
similar equipment. For deep trenches with sloped walls, backfill materials should be placed in
approximately 8- to 12-inch maximum lifts and then compacted by rolling with a sheepsfoot
tamper or similar equipment.
Project No. 10 45 5 8-1 0 Page 9 September 16, 2004
As an alternative for shallow trenches where pipe may be damaged by mechanical compaction
equipment, such as under building floor slabs, imported clean sand having a sand equivalent
. value of 30 or greater may be utilized and jetted or flooded into place. No specific relative
compaction will be required; however, observation, probing, and, if deemed necessary, testing
should be performed.
To avoid point loads and subsequent distress to vitrified clay, concrete or plastic pipe, imported
sand bedding should be placed at least 1-foot above the pipe in areas where excavated trench
materials contain significant cobbles. Sand bedding materials should be thoroughly jetted prior
to placing the backfill.
Where utility trenches are proposed parallel to any building footing (interior and/or exterior
trenches), the bottom of the trench should not be located within a 1:1 horizontal to vertical (h:v)
plane projected downward from the outside bottom edge of the adjacent footing.
5.0 SEISMIC DESIGN CONSIDERATIONS
5.1 Ground Motions
Structures within the site should be designed and constructed to resist the effects of seismic ground
motions as provided in the 1997 UBC Sections 1626 through 1633. The method of design is dependent
on the seismic zoning, site characteristics, occupancy category, building configuration, type of structural
system and building height.
• For structural design in accordance with the 1997 UBC, a computer program developed by Thomas F.
Blake (UBCSEIS, 1998) was used that compiles fault information for a particular site using a modified
version of a data file of approximately 183 California faults that were digitized by the California
Division of Mines and Geology and the U.S. Geological Survey. This program computes various
information for a particular site, including; the distance of the site from each of the faults in the data file,
the estimated slip rate for each fault and the "maximum moment magnitude" of each fault. The program
then selects the closest Type A, Type B and Type C faults from the site and computes the seismic design
coefficients for each of the fault types. The program then selects the largest of the computed seismic
design coefficients and designates these as the design coefficients for the subject site.
The probabilistic seismic hazard analysis for the site was completed for three (3) different attenuation
relationships (Campbell & Bozorgnia, 1997, Sadigh et al., 1997, and Abrahamson & Silva, 1997). The
peak ground acceleration value of 0.73g is the mean of the three (3) values obtained. The probability of
exceedance versus acceleration waves for the different attenuation relationships are presented in
Appendix D.
Probability curves were calculated using the computer program FRISKSP Version 4.0 (Blake, 2000).
Based on our evaluation, the Elsinore fault zone would probably generate the most severe site ground
motions with anticipated maximum moment magnitudes of 6.8 and anticipated slip rate of 5 mm/yr. The
following 1997 UBC seismic design coefficients should be used for the proposed structures. These
. criteria are based on the soil profile type as determined by subsurface geologic conditions, on the
proximity of the Elsinore-Temecula fault and on the maximum moment magnitude and slip rate.
Project No. 10 4 55 8-1 0 Page 10 September 16, 2004
UBC 1997 TABLE FACTOR
Figure 16-2 Seismic Zone 4
Table 16-I Seismic Zone Factor Z 0.4
Table 16-U Seismic Source Type B
Table 16-J Seismic Profile Type So
Table 16-S Near-Source Factor, N. 1.3
Table 16-T Near-Source Factor, N, 1.6
Table 16-Q Seismic Coefficient, C, 0.57
Table 16-R Seismic Coefficient, C, 1.02
5.2 Secondary Seismic Hazards
Secondary effects of seismic activity normally considered as possible hazards to a site include several
types of ground failure as well as induced flooding. Various general types of ground failures, which
might occur as a consequence of severe ground shaking of the site, include land sliding, ground
lurching, shallow ground rupture, and liquefaction. The probability of occurrence of each type of
ground failure depends on the severity of the earthquake, distance from faults, topography, subsurface
soils, groundwater conditions, and other factors. Based on our subsurface exploration, all of the above
secondary effects of seismic activity are considered unlikely.
Seismically induced flooding normally includes flooding due to tsunamis (seismic sea wave), a seiche
(i.e., a wave-like oscillation of the surface of water in an enclosed basin that may be initiated by a strong
• earthquake) or failure of a major reservoir or retention structure upstream of the site. Since the site is
located nearly 20 miles inland from the nearest coastline of the Pacific Ocean at an elevation in excess
of 1000 feet above mean sea level, the potential for seismically induced flooding due to a tsunamis run-
up is considered nonexistent. Since no enclosed bodies of water lie adjacent to the site, the potential for
induced flooding at the site due to a seiche is also considered nonexistent.
5.3 Liquefaction
Liquefaction involves the substantial loss of shear strength in saturated soil, usually taking place within
a soil medium exhibiting a uniform, fine grained characteristic, loose consistency and low confining
pressure when subjected to impact by seismic or dynamic loading. Factors influencing a site's potential
for liquefaction include area seismicity, onsite soil type and consistency and groundwater level. The
project site will be underlain by compacted fill and alluvium with groundwater at a depth of
approximately 15 feet. The potential for earthquake induced liquefaction within the site is considered
very low due to the engineering characteristics of the materials underlying the site. However, our
analysis did reveal some minor dynamic settlement potential of less than 2 inches at a depth of 29 to 33
feet below the ground surface.
Project No. 104558-10 Page I September 16, 2004
6.0 TENTATIVE FOUNDATIONDESIGNRECOMMENDATIONS
.1 General
Provided site grading is performed in accordance with the recommendations of this report, conventional
shallow foundations are considered feasible for support of the proposed structures. Tentative foundation
recommendations are provided herein. However, these recommendations may require modification
depending on as-graded conditions existing within the building site upon completion of grading.
6.2 Allowable Bearinr Values
An allowable bearing value of 1,500 pounds per square foot (psf) is recommended for design of 24-inch
square pad footings and 12-inch wide continuous footings founded at a minimum depth of 12 inches
below the lowest adjacent final grade. This value may be increased by 20 percent for each additional
1-foot of width and/or depth to a maximum value of 2,500 psf. Recommended allowable bearing values
include both dead and live loads and may be increased by one-third when designing for short duration
wind and seismic forces.
6.3 Settlement
Based on the general settlement characteristics of the soil types that underlie the building sites and the
anticipated loading, it has been estimated that the maximum total settlement of conventional footings
will be less than approximately '/<-inch. Differential settlement is expected to be about %-inch over a
horizontal distance of approximately 20 feet, for an angular distortion ratio of 1:480. It is anticipated
that the majority of the settlement will occur during construction or shortly thereafter as loads are
applied.
The above settlement estimates are based on the assumption that the grading will be performed in
accordance with the grading recommendations presented in this report and that the project geotechnical
consultant will observe or test the soil conditions in the footing excavations.
6.4 Lateral Resistance
A passive earth pressure of 250 psf per foot of depth to a maximum value of 2,500 psf may be used to
determine lateral bearing resistance for footings. Where structures such as masonry block walls and
retaining walls are planned in or near descending slopes, the passive earth pressure should be reduced to
150 psf per foot of depth to a maximum value of 1,500 psf In addition, a coefficient of friction of 0.40
times the dead load forces may be used between concrete and the supporting soils to determine lateral
sliding resistance. The above values may be increased by one-third when designing for short duration
wind or seismic forces.
The above values are based on footings for an entire structure being placed directly against compacted
fill or competent alluvium. In the case where footing sides are formed, all backfill placed against the
footings should be compacted to a minimum of 90 percent of maximum dry density.
Project No. I04558-10 Page 12 September 16, 2004
6.5 Footine Observations
All foundation excavations should be observed by the project geotechnical engineer to verify that they
have been excavated into competent bearing materials. The foundation excavations should be observed
prior to the placement of forms, reinforcement or concrete. The excavations should be trimmed neat,
level and square. All loose, sloughed or moisture softened soil should be removed prior to concrete
placement.
Excavated materials from footing excavations should not be placed in slab on grade areas unless the
soils are compacted to a minimum 90 percent of maximum dry density and tested for expansiveness.
6.6 Expansive Soil Considerations
Results of preliminary laboratory tests indicate onsite earth materials exhibit LOW TO MEDIUM
potentials as classified in accordance with 1997 UBC Table 18-I-B. Accordingly, expansive soil
conditions should be re-evaluated for site specific as-graded conditions at the completion of rough
grading. The design and construction details herein are intended to provide recommendations for the
various levels of expansion potential, which may be evident at the completion of rough grading.
6.7 Low Expansion Potential(Expansion Index of21 to 50)
Onsite soils may exhibit a LOW expansion potential as classified in accordance with Table
18-I-B of the 1997 Uniform Building Code(UBC). The 1997 UBC specifies that slab on ground
foundations (floor slabs) resting on soils with expansion indices greater than 20, require special
design considerations in accordance with 1997 UBC Section 1815. The design procedures
outlined in 1997 UBC Section 1815 are based on the thickness and plasticity index of each
different soil type existing within the upper 15 feet of the building site. For final design
purposes, we have assumed an effective plasticity index of 12 for in accordance with 1997 UBC
Section 1815.4.2.
6.7.1 Footinns
Exterior continuous footings may be founded at the minimum depths indicated in UBC Table
18-I-C (i.e. 12-inch minimum depth for one-story and 18-inch minimum depth for two-story
construction). Interior continuous footings for both one- and two-story construction may be
founded at a minimum depth of 12 inches below the lowest adjacent grade. All continuous
footings should have a minimum width of 12 and 15 inches, for one-story and two-story
buildings, respectively, and should be reinforced with a minimum of two (2) No. 4 bars, one (1)
top and one(1)bottom.
• Exterior pad footings intended for the support of roof overhangs, such as second story decks,
patio covers and similar construction should be a minimum of 24 inches square and founded at a
minimum depth of 18 inches below the lowest adjacent final grade. The pad footings should be
reinforced with No. 4 bars spaced a maximum of 18 inches on center, both ways, near the
bottom-third of the footings.
Project No. 1045 5 8-1 0 Page 13 .Senrp.nbav 16 2004
6.7.2 Building Floor Slabs
• The project architect or structural engineer should evaluate minimum floor slab thickness and
reinforcement in accordance with 1997 UBC Section 1815 based on an effective plasticity index
of 21. Unless a more stringent design is recommended by the architect or the structural engineer,
we recommend a minimum slab thickness of 4 inches for both living area and garage floor slabs,
and be reinforced with either 6-inch by 6-inch, No. 6 by No. 6 welded wire mesh
(6x6-W2.9xW2.9); or with No. 3 bars spaced a maximum of 18 inches on center, both ways. All
slab reinforcement should be supported on concrete chairs or bricks to ensure the desired
placement near mid-depth.
• Concrete floor slabs should be underlain with a moisture vapor barrier consisting of a polyvinyl
chloride membrane such as 6 mil visqueen, or equivalent. All laps within the membrane should
be sealed, and at least 2 inches of clean sand be placed over the membrane to promote uniform
curing of the concrete.
• Prior to placing concrete, the subgrade soils below all floor slabs should be pre-watered to
achieve a moisture content that is at least equal or slightly greater than optimum moisture
content. This moisture content should penetrate to a minimum depth of 12 inches into the
subgrade soils.
6.8 Medium Expansion Potential(Expansion Index of 51 to 90)
Onsite soils may exhibit a MEDIUM expansion potential as classified in accordance with Table 18-I-B
of the 1997 Uniform Building Code (UBC). The 1997 UBC specifies that slab on ground foundations '
(floor slabs) resting on soils with expansion indices greater than 20, require special design
considerations in accordance with 1997 UBC Section 1815. The design procedures outlined in 1997
UBC Section 1815 are based on the thickness and plasticity index of each different soil type existing
within the upper 15 feet of the building site. For final design purposes we have assumed an effective
plasticity index of 20 in accordance with 1997 UBC Section 1815.4.2.
6.8.1 Footings
• Exterior continuous footings for both one- and two-story construction should be founded at a
minimum depth of 18 inches below lowest adjacent final grade. Interior continuous footings for
both one- and two-story construction may be founded at a minimum depth of 12 inches below
the lowest adjacent grade. All continuous footings should have a minimum width of 12 and 15
inches, for one-story and two-story buildings, respectively, and should be reinforced with two (2)
No. 4 bars, one (1) top and one (1) bottom.
• Exterior pad footings intended for the support of roof overhangs, such as second story decks,
patio covers and similar construction should be a minimum of 24 inches square and founded at a
minimum depth of 18 inches below the lowest adjacent final grade. The pad footings should be
reinforced with No. 4 bars spaced a maximum of 18 inches on centers, both ways, near the
bottom-third of the footings.
Project No. 104558-10 Pape 14 1�o11fonihor 76 M04
6.8.2 Buildine Floor Slabs
The project architect or structural engineer should evaluate minimum floor slab thickness and
reinforcement in accordance with 1997 UBC Section 1815 based on an effective plasticity index
of 20. Unless a more stringent design is recommended by the architect or the structural engineer,
we recommend a minimum slab thickness of 4 inches for living area slabs, and be reinforced
with No. 3 bars spaced a maximum of 18 inches on centers, both ways. All slab reinforcement
should be supported on concrete chairs or bricks to ensure the desired placement near mid-depth.
Concrete floor slabs should be underlain with a moisture vapor barrier consisting of a polyvinyl
chloride membrane such as 6 mil visqueen, or equivalent. All laps within the membrane should
be sealed, and at least 2 inches of clean sand be placed over the membrane to promote uniform
curing of the concrete.
• Prior to placing concrete, the subgrade soils below all floor slabs should be pre-watered to
achieve a moisture content that is 5 percent greater than optimum moisture content. This
moisture content should penetrate to a minimum depth of 18 inches into the subgrade soils.
6.9 Post Tensioned Slab/Foundation Design Recommendations
In lieu of the proceeding recommendations for conventional footing and floor slabs post tensioned slabs
may be utilized for the support of the proposed structures. We recommend that the foundation engineer
design the foundation system using the geotechnical parameters provided below in Table 1. These
parameters have been determined in general accordance with Chapter 18 Section 1816 of the Uniform
• Building Code (UBC), 1997 edition. Alternate designs are allowed per 1997 UBC Section 1806.2 that
addresses the effects of expansive soils when present. In utilizing these parameters, the foundation
engineer should design the foundation system in accordance with the allowable deflection criteria of
applicable codes and the requirements of the structural engineer/architect.
Please note that the post tensioned design methodology reflected in UBC Chapter 18 is in part based on
the assumption that soil moisture changes around and beneath the post-tensioned slabs are influenced
only by climatological conditions. Soil moisture change below slabs is the major factor in foundation
damages relating to expansive soil. The UBC design methodology has no consideration for
presaturation, homeowner irrigation, or other nonclimate related influences on the moisture content of
subgrade soils. In recognition of these factors, we have modified the geotechnical parameters obtained
from this methodology to account for reasonable irrigation practices and proper homeowner
maintenance. In addition, we recommend that prior to foundation construction, slab subgrades be
presoaked to 12 inches prior to trenching and maintained at above optimum moisture up to concrete
construction. We further recommend that the moisture content of the soil around the immediate
perimeter of the slab be maintained near optimum moisture content (or above) during construction and
up to occupancy of the homes.
The following geotechnical parameters provided in Table I assume that if the areas adjacent to the
foundation are planted and irrigated, these areas will be designed with proper drainage so ponding,
which causes significant moisture change below the foundation, does not occur. Our recommendations
do not account for excessive irrigation and/or incorrect landscape design. Sunken planters placed
adjacent to the foundation, should either be designed with an efficient drainage system or liners to
prevent moisture infiltration below the foundation. Some lifting of the perimeter foundation beam
should be expected even with properly constructed planters. Based on the design parameters we have
Project No. 1045 5 8-1 0 Page 15 .Sentamho,- 1(, 200a
provided, and our experience with monitoring similar sites on these types of soils, we anticipate that if
the soils become saturated below the perimeter of the foundations due to incorrect landscaping irrigation
. or maintenance, then up to approximately ''/<-inch of uplift could occur at the perimeter of the foundation
relative to the central portion of the slab.
Future owners should be informed and educated regarding the importance of maintaining a consistent
level of soil moisture. The owners should be made aware of the potential negative consequences of both
excessive watering, as well as allowing expansive soils to become too dry. The soil will undergo
shrinkage as it dries up, followed by swelling during the rainy winter season, or when irrigation is
resumed. This will result in distress to site improvements and structures.
TABLE I
Preliminary Geotechnical Parameters for Post Tensioned Foundation Slab Desien
PARAMETER VAL UE
Expansion Index Low Medium
Percent that is Finer than 0.002 mm in the Fraction Passing the No. <20 percent(assumed) <30 percent(assumed)
200 Sieve.
Clay Mineral Type Montmorillonite Montmorillonite
(assumed) (assumed)
Thornthwaite Moisture Index -20 -20
Depth to Constant Soil Suction (estimated as the depth to constant 7 feet qfeet
moisture content over time,but within U.B.C. limits)
Constant Soil Suction P.F. 3.6
. Moisture Velocity0.7 inches/month onth
Center Lift Edge moisture variation distance,e,,, 5.5 feet t a
Center lift, ,,, 2.0 inches s J/
Edge Lift Edge moisture variation distance, e,,, 3.0 feet tEd e lift, 0.8 inches sSoluble Sulfate Content for Design of Concrete Mixtures in
Contact with Site Soils in Accordance with 1997 UBC Table 19-A- Moderate e
4
Modulus of Subgrade Reaction, k (assuming presaturation as 200lbs/in' 1201bs/in3
indicated below
Minimum Perimeter Foundation Embedment 18 24
an and Vis ueen T e l T e l
Additional Recommendations:
Type I — Install a 10-mil Visqueen (or equivalent) moisture barrier covered by a minimum of 1-inch layer of sand.
Note: The builder must ensure that the Visqueen has been lapped and sealed and not punctured as a result of being placed
in direct contact with the native soil or by other construction methods.
Type 2—Install a 6-mil Visqueen(or equivalent) moisture barrier covered by a minimum of 1-inch layer of sand and
2 inches below. Or, install 10-mil Visqueen (or equivalent) moisture barrier in contact with the native soils and covered
by a minimum of at least 2 inches of sand. Note: For both options, the builder must ensure that the Visqueen has been
la ed and sealed and not punctured as a result of being placed in direct contact with the native soils.
* The above sand and Visqueen recommendations are traditionally included with geotechnical foundation
recommendations although they are generally not a major factor influencing the geotechnical performance of the foundation.
The sand and Visqueen requirements are the purview of the foundation engineer/corrosion engineer and the builder to ensure
that the concrete cures correctly is protected from corrosive environments and moisture penetration of the floor is acceptable
to the future owners. Therefore, the above recommendations may be superceded by the requirements of the previously
mentioned parties.
•
Project No. 104558-10 Page 16 4pntpn1hpr 16 7004
6.10 Corrosivity to Concrete and Metal
• The National Association of Corrosion Engineers (MACE) defines corrosion as "a deterioration of a
substance or its properties because of a reaction with its environment." From a geotechnical viewpoint,
the "environment" is the prevailing foundation soils and the "substances" are the reinforced concrete
foundations or various buried metallic elements such as rebar, piles, pipes, etc., which are in direct
contact with or within close vicinity of the foundation soil.
In general, soil environments that are detrimental to concrete have high concentrations of soluble
sulfates and/or pH values of less than 5.5. Table 19-A-4 of the U.B.C., 1997, provides specific
guidelines for the concrete mix design when the soluble sulfate content of the soils exceeds 0.1 percent
by weight or 1,000 ppm. The minimum amount of chloride ions in the soil environment that are
corrosive to steel, either in the form of reinforcement protected by concrete cover, or plain steel
substructures such as steel pipes or piles, is 500 ppm per California Test 532.
Based on testing performed within the project area, the onsite soils are classified as having a moderate
sulfate exposure condition in accordance with Table 19-A-4 of U.B.C., 1997. Therefore, in accordance
with Table 19-A-4 structural concrete in contact with earth materials should have cement of Type H,,
with a water to cement ratio of 0.5 and a minimum compressive strength of 3,000 pounds per square
inch (psi). It is also our opinion that onsite soils should be considered very highly corrosive to buried
metals.
This recommendation is based on limited samples of the subsurface soils. The initiation of grading at
the site could blend various soil types and import soils may be used locally. These changes made to the
• foundation soils could alter sulfate content levels. Accordingly, it is recommended that additional
testing be performed at the completion of grading to verify sulfate contents and other chemical
properties.
Despite the minimum recommendation above, LGC is not a corrosion engineer, therefore, we
recommend that you consult with a competent corrosion engineer and conduct additional testing (if
required) to evaluate the actual corrosion potential of the site and provide recommendations to mitigate
the corrosion potential with respect to the proposed improvements. The recommendations of the
corrosion engineer may supercede the above requirements.
6.11 Structural Setbacks
Structural setbacks, in addition to those required per the UBC, are not required due to geologic or
geotechnical conditions within the site. Building setbacks from slopes, property lines, etc. should
conform to 1997 UBC requirements.
7.0 RETAINING WALLS
7.1 Active and At-Rest Earth Pressures
An active earth pressure represented by an equivalent fluid having a density of 45 pounds per cubic foot
• (pcf) should tentatively be used for design of cantilevered walls up to 10 feet high retaining a drained
level backfill. Where the wall backfill slopes upward at 2:1 (h:v), the above value should be increased
Project No. 104 5 5 8-1 0 Page 17 September 16, 2004
to 75 pcf. All retaining walls should be designed to resist any surcharge loads imposed by other nearby
walls or structures in addition to the above active earth pressures.
For design of retaining walls that are restrained at the top, an at-rest earth pressure equivalent to a fluid
having a density of 68 pcf should tentatively be used for walls up to 10 feet high supporting a level
backfill. This value should be increased to 110 pcf for ascending 2:1 (h:v) backfill.
7.2 Drainage
Weep holes or open vertical masonry joints should be provided in retaining walls to prevent entrapment
of water in the backfill. Weep holes, if used, should be 3 inches in minimum diameter and provided at
minimum intervals of 6 feet along the wall. Open vertical masonry joints, if used, should be provided at
32-inch minimum intervals. A continuous gravel fill, 12 inches by 12 inches, should be placed behind
the weep holes or open masonry joints. The gravel should be wrapped in filter fabric to prevent
infiltration of fines and subsequent clogging of the gravel. Filter fabric may consist of Mirafi 140N or
equivalent.
In lieu of weep holes or open joints, a perforated pipe and gravel subdrain may be used. Perforated pipe
should consist of 4-inch minimum diameter PVC Schedule 40 or ABS SDR-35, with the perforations
laid down. The pipe should be embedded in 1`/2 cubic feet per foot of/- or l Yz-inch open graded gravel
wrapped in filter fabric. Filter fabric may consist of Mirafi 140N or equivalent.
The backfilled side of the retaining wall supporting backfill should be coated with an approved
waterproofing compound to inhibit infiltration of moisture through the walls.
3 Temporary Excavations
All excavations should be made in accordance with OSHA requirements. LGC is not responsible for job
site safety.
7.4 Wall Backfill
Retaining-wall backfill materials should be approved by the soils engineer prior to placement. All
retaining-wall backfill should be placed in 6- to 8-inch maximum lifts, watered or air dried as necessary
to achieve near optimum moisture conditions and compacted in place to a minimum relative compaction
of 90 percent.
8.0 CONCRETE FLATWORK
8.1 Thickness and Joint Spacing
To reduce the potential of unsightly cracking, concrete sidewalks and patio type slabs should be at least
3%2 inches thick and provided with construction or expansion joints every 6 feet or less. Any concrete
driveway slabs should be at least 5 inches thick and provided with construction or expansion joints every
10 feet or less.
0
Project No. 1045 5 8-1 0 Page 18 September 16, 2004
8.2 Subgrade Preparation
As a further measure to minimize cracking of concrete flatwork, the subgrade soils underlying concrete
flatwork should first be compacted to a minimum relative compaction of 90 percent and then thoroughly
wetted to achieve a moisture content that is at least equal to or slightly greater than optimum moisture
content. This moisture should extend to a depth of 12 inches below subgrade and be maintained in the
soils during the placement of concrete. Pre-watering of the soils will promote uniform curing of the
concrete and minimize the development of shrinkage cracks. A representative of the project
geotechnical engineer should observe and verify the density and moisture content of the soils and the
depth of moisture penetration prior to placing concrete.
9.0 PRELIMINARFASPHAL TIC CONCRETE PAVEMENT DESIGN
A representative sample of soil was tested. The laboratory test results indicated an R-value of 6.
Assumed Traffic Indices are presented in the table below. This table shows our minimum recommended
street sections. Further evaluation should be carried out once grading is complete, and R-values have
been confirmed. The following asphaltic concrete pavement sections have been computed in accordance
with the State of California design procedures. The asphaltic concrete pavement calculations are
attached in Appendix E.
Preliminag As halt Concrete Pavement Desf n
Commercial Parkin Lot
Assumed Traffic Index 6.0
R-value 6
AC Thickness 0.40 feet
AB Thickness 0.90 feet
Notes: AC-Asphaltic Concrete(feet)
AB-Aggregate Base(feet)
Subgrade soil immediately below the aggregate base (base) should be compacted to a minimum of 95
percent relative compaction based on ASTM Test Method D1557 to a minimum depth of 12 inches.
Final subgrade compaction should be performed prior to placing base or asphaltic concrete and after all
utility trench backfills have been compacted and tested.
Base materials should consist of Class 2 aggregate base conforming to Section 26-1.02B of the State of
California Standard Specifications or crushed aggregate base conforming to Section 200-2 of the
Standard Specifications for Public Works Construction (Greenbook). Base materials should be
compacted to a minimum of 95 percent relative compaction based on ASTM Test Method D1557. The
base materials should be at or slightly below optimum moisture content when compacted. Asphaltic
concrete materials and construction should conform to Section 203 of the Greenbook.
Protect No. 104558-10 Paae 19 Cantombar 16 M04
10.0 GRADING PLAN REVIEW AND CONSTRUCTION SERVICES
his report has been prepared for the exclusive use of Herron + Rumansoff Architects to assist the project
ngineer and architect in the design of the proposed development. It is recommended that LGC be engaged to
review the final design drawings and specifications prior to construction. This is to verify that the
recommendations contained in this report have been properly interpreted and are incorporated into the project
specifications. If LGC is not accorded the opportunity to review these documents, we can take no
responsibility for misinterpretation of our recommendations.
We recommend that LGC be retained to provide geotechnical engineering services during construction of the
excavation and foundation phases of the work. This is to observe compliance with the design, specifications or
recommendations and to allow design changes in the event that the subsurface conditions differ from those
anticipated prior to the start of construction.
If the project plans change significantly (e.g., building loads or type of structures), we should be retained to
review our original design recommendations and their applicability to the revised construction. If conditions
are encountered during the construction operations that appear to be different than those indicated in this report,
this office should be notified immediately. Design and construction revisions may be required.
11.0 INVESTIGATION LIMITATIONS
Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances,
by reputable engineers and geologists practicing in this or similar localities. No other warranty, expressed or
*mplied, is made as to the conclusions and professional advice included in this report. The samples taken and
ubmitted for laboratory testing, the observations made, and the in-situ field testing performed are believed to be
representative of the entire project; however, soil and geologic conditions revealed during construction may be
different than our preliminary findings. If this occurs, the changed conditions must be evaluated by the project
soils engineer and geologist, and design(s) adjusted or required as alternate design(s) recommended.
This report is issued with the understanding that it is the responsibility of the owner, or of his/her representative,
to ensure that the information and recommendations contained herein are brought to the attention of the
architect and/or project engineer and incorporated into the plans, and the necessary steps are taken to see that
the contractor and/or subcontractor properly implements the recommendations in the field. The contractor
and/or subcontractor should notify the owner if they consider any of the recommendations presented herein to
be unsafe.
The findings of this report are valid as of the present date. However, changes in the conditions of a property
can and do occur with the passage of time, whether they be due to natural processes or the works of man on this
or adjacent properties.
In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or
the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by
changes outside our control. Therefore, this report is subject to review and modification, and should not be
relied upon after a period of 3 years.
is report has not been prepared for use by parties or projects other than those named or described herein. It
'MMnay not contain sufficient information for other parties or other purposes.
Proiect No. 104558-10 Page 20 CPntemher 16 ?004
The professional opinions contained herein have been derived in accordance with current standards of practice
and no warranty is expressed or implied.
We opportunity to be of service is appreciated. Should you have any questions regarding the content of this
report, or should you require additional information, please do not hesitate to contact this office at your earliest
convenience.
�" '�o EGp
Respectfully submitted, � � , -,r P4
LGC INLAND, INC. I c ` b .
ca
QQpFESStpy� �; o�o�=.Q
4Q�O�a�1CH �AF� G ��P
4StphWen M. Poolq�c�t H,cp` v Todd M. Page
Vice President �lN'rt C�v��oQ� Project Geologist, CEG 2083
Principal Engineer, ram
TMP/GU/MB/SMP/jn
•
Proiect Nn 104 5 58-7 0 Pnaa 27 Sentemher 16 2M04
APPENDIX A
• References
Blake, T.F., 2000, "FRISKSP, Version 4.0, A Computer Program for the Probabilistic Estimation of Peak
Acceleration and uniform Hazard Spectra Using 3-D Faults as Earthquake Sources."
"FRISKSP", Version 3.01b, A Computer Program for the Probabilistic Estimation of Peak Acceleration
and uniform Hazard Spectra Using 3-13 Faults as Earthquake Sources."
1998b, "UBCSEIS, Version 1.30, A Computer Program for the Estimation of Uniform Building Code
Coefficients Using 3-D Fault Sources.
Campbell K.W. and Bozorgnia, Y., 1994 "Near Source Attenuation of Peak Horizontal Acceleration from
Worldwide Accelerograms Recorder from 1957 to 1993;" Proceedings of the fifth U.S. National
Conference on Earthquake En ing eering, Vol. III, Earthquake Engineering Institute, pp. 283-292.
California Division of Mines and Geology, 1976, "Geologic Hazards in Southwestern San Bernardino County,
California, Special Report 113".
Campbell K.W., 1997, "Empirical Near-Source Attenuation Relationships for Horizontal and Vertical
Components of Peak Ground Acceleration, Peak Ground Velocity and Pseudo-Absolute Acceleration
Response Spectra," Seismological Research Letters, Vol. 68, No. 1, pp. 154-179.
international Conference of Building Officials, 1997, "Uniform Building Code, Structural Engineering Design
Provisions".
1998, "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of
Nevada", Prepared by California Division of Mines and Geology.
Kennedy, M.P., 1977, "Regency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside
County, California", California Division of Mines and Geology Special Report 131.
Morton, D.M., "Preliminary Digital Geologic Map of the Santa Ana 30' x 60' Quadrangle", Southern
California, Version 2.0, USGS.
Aerial Photograph Interpretation Table
DATE FLIGHT NUMBER SCALE
April 12, 2000 18-21 1-inch= 1,600 feet
April 12, 2000 18-22 1-inch= 1,600 feet
November 27, 1983 199 1-inch= 1,600 feet
December 8, 1983 360 1-inch= 1,600 feet
•
APPENDIX A
REFERENCES
LEGEND
ena.e�.e.t
i
Earth Unite
Afu - Artificial Fill,Undocumented
V I P Symbols
•Limits of Report
B-2 � _ -_ B-2
i 11-13
A �—
H � ( � i � e -Boring Location
` l 11 , T.D.=25' A T.D.=25'
1— B-1 -G:W.@ 15' — W NO GW
c1 1 fu
W. nO14.5' S
Z' 11-13 -Re commended Removal Depth
J
3
l �
� � � ' � (3Uli-DtNCa f✓
r3
N
Protect Name AUTO SERVICE CENTER
GEOTECHNICAL MAP Project No. 104558-10
PLATE 1 Eng.I Geol. SMP/TMp
Scale 1"=40'
Date SEPTEMBER 2004
E
APPENDIX B:
. .e
Geotechnical Boring Log B-1
Date: August-6, 2004 Project Name: Auto Service Center Page 1 of 2
Project Number: 104558.10 Logged By: Melissa Fite
illing Company: 2R Drilling Type of Rig: CME-55
ive Weight (Ibs): 140 Drop (in): 30 Hole Dia (in): 8
Top of Hole Elevation (ft): Hole Location: See Geotechnical Map
CD
Q a N
o z c d 2 E F
a w
a 3 a 1 o CO
_ > o
T
°' (0 a)cD DESCRIPTION
0 Afu Artificial Fill: Max, El,
SC Clayey SAND with gravel; medium brown, dry, dense to very dense, R-value,
14 24 R-1 120.6 8.1 partially indurated.
24 Sulfate, Chem
5 - -- ------ ----- ------------------------------- ------------ ----------------------- ----------------
g R 2 20.7 -- .6 Sand C . -
n 1207 11.6 CL YI-LAY; dark brown, dry, verystiff, partiallyindurated.
20
----........
------- ----- ------- ---- ------'-------gray,---------�------------------------------------------- -----------------
� R-3 112.0 14.0 SM Silty SAND,dark moist, ve loose.
6 Cam-
10
2 R-Q 82.9 38.2 Qal Alluvium:
2 CL C AYi; black, wet, very soft.
¥ `-Groundwater.@.14%.Feet?
15 - --i-------"`=-- ------------------------------------------------ ----------------
5 R-5 112.2 18.1 SM Silty'SAND; li ht brown, wet to saturated, firm. -200
s
--- ----- ------- ------ ------- .----------------------------------------------------------------------------- ----------------
SP SAND; medium brown, saturated, medium dense.
20
1° R-6 116.9 12.8
26
25 ------ ------ ----------------------_ ------------------------------------------------------------- ------200 ---
6 SPT-i SC-SM Silty Clayey SAND; dark gray, saturated, loose.
Atterberg
0
_ p
Geotechnical Boring Log B•1
Date: August 6, 2004 Project Name: Auto Service Center Page 2 of 2
Project Number: 104558.10 Logged By: Melissa Fite
illing Company: 2R Drilling Type of Rig: CME•55
rive Weight (lbs): 140 Drop (in): 30 Hole Dia (in): 8
Top of Hole Elevation (ft): Hole Location: See Geotechnical Map
U
N
C O o a O
N
=O z U E ~
U a
n 3 y o v)
E
C° "' o DESCRIPTION
30 a R-7 114.7 10.7 light tan to dark gray, medium dense. 200
13
35 2 SPT-2 dark gray, medium dense.
i� --------- - ----- ----rate - - e-------------------------------------- -----------------
SM Silty SAND; gray, saturated, dense.
40
17
R8 105.0 21.2
26
' ------'----- -------------------------------- ----------------
Sp SAND with some Clay; dark gray, saturated, medium dense.
45 12 SPT-3
73
24
50 s
29 R 9 115.9 13.1 very dense.
50
Total Depth - 5IY2 Feet
Groundwater @ 94Y2 Feet.
55
60
Geotechnical Boring Log B-2
;Doaote: August-6, 2004 Project Name: Auto Service Center Page 1 of 1
jectNumber: 104558.10 Logged By: Melissa Fite
ling Company: 2R Drilling Type of Rig: CME-55
e Weight (Ibs): 140 Drop (in): 30 Hole Dia (in): 8
of Hole Elevation (ft): Hole Location: See Geotechnical Map
U
C O o Q O N
Z m E
N
`= O C d U
U °� a
Q.. 3 E 0 (n o cn 75 a0i
CO CO 3 DESCRIPTION
0 AfU Artificial Fill:
SC Clayey S NANA D; yellowish brown, slightly moist, dense to very dense.
12 R-1 124.0 5.6
n
----- ------- - - ---------------------------------------------------------- -----------------
CL Sandy CLAY; dark brown, moist•, very stiff.
5 io
16 R-t 115.1 14.5
15
12 R-3 114.4 15.9
15
10 Qal Alluvium: Max
1 SPT-i CL ,CLAY black, moist very soft. El
t
------ -- undwater @_15_Feet------------------------ -
15
2 SPT-2 SC Clayey SAND; dark gray, wet, loose.
4
- ______ ------------- ______ -------.------------------------------------------------------------_-------------------------------------
SM Silty SAND; dark brown, wet, loose.
20 5 5 SPT-3
5
SC-SM Silty Clayey SAND; dark brown, wet, medium dense.
25 9
8 RA 98.3 25.7
9
Total Depth - 26% Feet
Groundwater @ 15 Feet.
30
0
LABORATORY TESTING PROCEDURES.AND _TEST RESULTS
APPENDIX C
• Laboratory Testing Procedures and Test Results
The laboratory testing program was directed towards providing quantitative data relating to the relevant
engineering properties of the soils. Samples considered representative of site conditions were tested in general
accordance with American Society for Testing and Materials (ASTM) procedure and/or California Test Methods
(CTM), where applicable. The following surnmary is a brief outline of the test type and a table summarizing the
test results.
Auerberp Linuts: The liquid and plastic limits ("Atterberg Limits") were determined in accordance with
ASTM Test Method D4318 for engineering classification of fine grained material and presented in the table
below:
SAMPLE LIQUID PLASTIC PLASTICITY USCS SOIL
LOCATION LIMIT LIMIT INDEX CLASSIFICATION
B-1@ 25 feet 23 17 6 CL
Grain Size Distribution: Representative samples were dried, weighed, and soaked in water until individual soil
particles were separated (per ASTM D421) and then washed on a No. 200 sieve. The portion retained on the No.
200 sieve was dried and then sieved on a U.S. Standard brass sieve set in accordance with ASTM D422
(CTM 202). Where an appreciable amount of fines were encountered (greater than 20 percent passing the No. 200
Oieve) a hydrometer analysis was done to determine the distribution of soil particles passing the No. 200 sieve.
SAMPLE LOCATION DESCRIPTION %PASSING#200 SIEVE
B-1 @ 15 feet Sandy Clay/Clayey Sand 35
B-1 @ 25 feet Clayey Sand 38
B-1 @ 30 feet Silty Sand 20
Soil Classification: Soils were classified in general accordance with ASTM Test Methods D2487 and D2488.
This system utilizes the Atterberg limits and grain size distribution of a soil. The soil classifications (or group
symbol) are shown on the laboratory test data, boring logs, and trench logs.
Chloride Content. Chloride content was tested in accordance with Caltrans Test Method (CTM) 422. The
results are presented below:
SAMPLE LOCATION CHLORIDE CONTENT,ppin
B-1 @ 0-5 feet 790
•
Expansion Index: The expansion potential of selected samples were evaluated by the Expansion Index Test
ASTM D4829. Specimens are molded under a given compactive energy to approximately the optimum moisture
40ontent and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared
-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with
tap water until volumetric equilibrium is reached. The results of these tests are presented in the table below:
SAMPLE SAMPLE COMPACTEDDRY EXPANSION EXPANSION
LOCATION DESCRIPTION DENSITY(pcf) INDEX POTENTIAL*
B-1@ 0-5 feet Clayey Sand 112.6 46 LORV
B-2 @ 10-15 feet Sandy Clay/Clayey Sand 105.2 56 MEDIUM
Per Table 18-1-B of 1997 UBC.
Moisture and Density Determination Tests: Moisture content (ASTM D2216) and dry density detenuinations
(ASTM D2937) were performed on relatively undisturbed samples obtained from the test borings and/or trenches.
The results of these tests are presented in the boring and/or trench logs. Where applicable, only moisture content
was determined from undisturbed or disturbed samples.
Maximum Density Tests: The maximum dry density and optimum moisture content of typical materials were
determined in accordance with ASTM D 1557. The results of these tests are presented in the table below:
SAMPLE SAMPLE MAXIMUMDRY I OPTIMUM MOISTURE
LOCATION DESCRIPTION DENSITY(pcf) CONTENT(%)
B-I @ 0-5 feet Clayey fine to coarse 127.0 10.5
Sand with gravel trace
B-2 @ 10-15 feet Clayey fine to coarse 122.5 12.0
Sand with gravel trace
Minimum Resistivitv and pH Tests: Minimum resistivity and pH tests were performed in general accordance
with CTM 643 and standard geochemical methods. The electrical resistivity of a soil is a measure of its resistance
to the flow of electrical current. As a result of a soil's resistivity decreasing, corrosivity increases. The results are
presented in the table below: ,
SAMPLE SAMPLE II MIIAIUMRESISTIVITY
LOCATION DESCRIPTION P (ohm-cm)
B-1 @ 0-5 feet Clayey fine to coarse Sand with gravel trace 7.8 420
Project No. I04558-10 Page 2 September 16, 2004
R-Value: The resistance R-value was determined by the ASTM D2844 soils. The sample(s) were prepared and
exudation pressure and R-value were determined. These/This result(s) were used for asphaltic concrete pavement
design purposes.
SAMPLE LOCATION SAMPLE DESCRIPTION R-VALUE
B-1 @ 0-5 feet Clayey F-C Sand w/gravel trace 1 6
Soluble Sulfates: The soluble sulfate contents of selected sample(s) were detennined by standard geochemical
methods (CTM 417). The soluble sulfate content is used to determine the appropriate cement type and maximum
water-cement ratios. The test results are presented in the table below:
SAMPLE SAMPLE SULFATE SULFATE
LOCATION DESCRIPTION CONTENT(ppin)* EXPOSURE*
B-1 @ 0-5 feet Clayey sand with grave] 860 Moderate
* Based on the 1997 edition of the Uniform Building Code (U.B. C.), Table No. 19-A-4, prepared by the International
Conference of Building Officials(ICBO, 1997).
i
Project No. I04558-10 Page 3 September 16, 2004
APPENDIX D,:,
SEISMICITY,
CALIFORNIA FAULT MAP
Montezuma
1100
1000
900
800
700
600
500
400
300
200
100 d�O
S
o � \
0
-100
1111911191111
-400 -300 -200 -100 0 100 200 300 400 500 600
•
montezuma.OUT
U B C S E I S
Version 1.03
COMPUTATION OF 1997
UNIFORM BUILDING CODE
SEISMIC DESIGN PARAMETERS
30B NUMBER: 104558-10 DATE: 09-07-2004
JOB NAME: Via Montezuma
FAULT-DATA-FILE NAME: CDMGUBCR.DAT
SITE COORDINATES:
SITE LATITUDE: 33 . 5094
SITE LONGITUDE: 117.1584
UBC SEISMIC ZONE: 0.4
UBC SOIL PROFILE TYPE: SO
• NEAREST TYPE A FAULT:
NAME: ELSINORE-3ULIAN
DISTANCE: 20.0 km
NEAREST TYPE B FAULT:
NAME: ELSINORE-TEMECULA
DISTANCE: 1.4 km
NEAREST TYPE C FAULT:
NAME:
DISTANCE: 99999.0 km
SELECTED UBC SEISMIC COEFFICIENTS:
Na: 1. 3
NV: 1.6
Ca: 0. 57
Cv: 1.02
TS: 0. 716
TO: 0. 143
CAUTION: The digitized data points used to model faults are
limited in number and have been digitized from small -
scale maps (e.g. , 1:750,000 scale) . Consequently,
the estimated fault-site-distances may be in error by
several kilometers . Therefore, it is important that
the distances be carefully checked for accuracy and
adjusted as needed, before they are used in design.
Page 1
montezuma.DUT
• -----------------
SUMMARY OF FAULT PARAMETERS
---------------------------
------------------------------------------------------ ---------
APPROX. ISOURCE I MAX. I SLIP I FAULT
ABBREVIATED JDISTANCEJ TYPE I MAG. I RATE I TYPE
FAULT NAME I (km) j (A,B,C) I (Mw) J (mm/yr) I (SS,DS,BT)
ELSINORE-TEMECULA 1.4 B 6.8 5.00 SS
ELSINORE-JULIAN 20.0 A 7.1 5.00 SS
ELSINORE-GLEN IVY 23 .0 B 6.8 5 .00 SS
SAN JACINTO-SAN JACINTO VALLEY 34.0 B 6.9 12.00 SS
SAN JACINTO-ANZA 34.0 A 7 . 2 12.00 SS
NEWPORT-INGLEWOOD (Offshore) 1 44.6 B 6.9 1. 50 SS
ROSE CANYON 1 48.9 B 6.9 1. 50 SS
CHINO-CENTRAL AVE. (Elsinore) 1 51.9 B 6.7 1.00 DS
SAN JACINTO-SAN BERNARDINO 56.9 B 6.7 12 .00 SS
ELSINORE-WHITTIER 58.6 B 6.8 2. 50 SS
SAN JACINTO-COYOTE CREEK 60.6 1 B 6.8 4.00 SS
SAN ANDREAS - Southern 61.7 A 7.4 24.00 SS
EARTHQUAKE VALLEY 64. 7 B 6. 5 2.00 SS
NEWPORT-INGLEWOOD (L.A.Basin) 71. 7 B 6.9 1.00 SS
CORONADO BANK 71.9 B 7.4 3 .00 SS
PINTO MOUNTAIN 73. 2 B 7.0 2. 50 SS
PALOS VERDES 76.4 B 7.1 3 .00 SS
CUCAMONGA 79. 3 1 A 7.0 5.00 DS
NORTH FRONTAL FAULT ZONE (West) 82 .6 B 7.0 1.00 DS
. SAN JOSE 83 . 1 B 6. 5 0. 50 DS
CLEGHORN 85 .6 B 6. 5 3 .00 1 SS
SIERRA MADRE (Central) 87.0 B 7 .0 3 .00 DS
BURNT MTN. 87.2 B 6. 5 0.60 SS
NORTH FRONTAL FAULT ZONE (East) 88.2 B 6. 7 0. 50 DS
EUREKA PEAK 91.8 B 6. 5 0.60 SS
SAN ANDREAS - 1857 Rupture 95 . 5 A 7 .8 34.00 SS
ELSINORE-COYOTE MOUNTAIN 95. 5 B 6.8 4.00 SS
SAN JACINTO - BORREGO 95 .8 B 6. 6 4.00 SS
HELENDALE - S. LOCKHARDT 99.4 B ( 7.1 0.60 SS
LANDERS 100.1 B 7. 3 0.60 SS
CLAMSHELL-SAWPIT 103. 3 B 1 6. 5 0. 50 DS
LENWOOD-LOCKHART-OLD WOMAN SPRGS 105.7 B 7.3 0.60 SS
RAYMOND 107. 3 B 6. 5 0. 50 DS
JOHNSON VALLEY (Northern) 111. 5 B 6.7 0.60 SS
EMERSON So. - COPPER MTN. 114 .7 B 6.9 0.60 SS
VERDUGO 115. 3 B 6.7 0. 50 DS
HOLLYWOOD 120.3 B 6. 5 1.00 DS
CALICO - HIDALGO 125 .7 B 7.1 0.60 SS
PISGAH-BULLION MTN. -MESQUITE LK 126.9 B 7.1 0.60 SS
SUPERSTITION MTN. (San Jacinto) 128.2 B 6.6 5.00 SS
ELMORE RANCH 132 .1 B 6.6 1.00 SS
SANTA MONICA 132 .2 B 6.6 1.00 DS
SUPERSTITION HILLS (San Jacinto) 134 . 3 B 6.6 4.00 SS
SIERRA MADRE (San Fernando) 135 . 6 B 6.7 2.00 DS
BRAWLEY SEISMIC ZONE 135 .8 B 6. 5 25 .00 SS
SAN GABRIEL 137. 5 B 7.0 1.00 SS
• Page 2
montezuma.OUT
SUMMARY OF FAULT PARAMETERS
---------------------------
---- ---------------- --------------
j APPROX. ISOURCE I MAX. I SLIP FAULT
ABBREVIATED DISTANCEI TYPE I MAG. j RATE TYPE
FAULT NAME _ (km) (A,B,C) I (MW) I (mm/yr) j (SS,DS, BT)
==_________________________1========1=======1======1========= 1=====_____
MALIBU COAST 140.0 B 6.7 0. 30 j DS
ELSINORE-LAGUNA SALADA 147.0 B 7.0 3 . 50 SS
ANACAPA-DUME j 151.9 B 7.3 3 .00 DS
GRAVEL HILLS - HARPER LAKE 153.2 B 6.9 0.60 SS
SANTA SUSANA 153. 5 B 6.6 5 .00 DS
IMPERIAL 161.4 I A j 7.0 1 20.00 1 SS
HOLSER 162 . 5 1 B j 6. 5 1 0.40 j DS
BLACKWATER 168.9 j B 1 6.9 1 0.60 1 SS
OAK RIDGE (Onshore) 173 . 5 B j 6.9 4.00 DS
SIMI-SANTA ROSA 175 .1 B j 6.7 1.00 DS
SAN CAYETANO 180.9 B 6.8 6.00 DS
SANTA YNEZ (East) 200.0 B j 7.0 2 .00 SS
GARLOCK (West) 205 . 5 A 7.1 6.00 SS
VENTURA - PITAS POINT 206.0 B 6.8 1.00 j DS
GARLOCK (East) 213 .1 A 7.3 7.00 SS
M.RIDGE-ARROYO PARIDA-SANTA ANA 214.6 B 6.7 0.40 DS
PLEITO THRUST 217.1 B 6.8 2 .00 DS
RED MOUNTAIN 220. 3 B 6.8 2 .00 DS
SANTA CRUZ ISLAND 225 .0 B 6.8 1.00 DS
BIG PINE 225 .0 B 6.7 0.80 SS
WHITE WOLF 232 .2 B 7.2 2 .00 j DS
OWL LAKE 234.6 B 6. 5 2 .00 SS
PANAMINT VALLEY 234.9 B 7.2 2 . 50 j SS
So. SIERRA NEVADA 236.0 B 7.1 0.10 j DS
TANK CANYON 237. 3 B 1 6. 5 1.00 DS
LITTLE LAKE 238.0 B 6. 7 0.70 j SS
DEATH VALLEY (South) 242.8 B 6.9 4 .00 SS
SANTA YNEZ (West) 253 .9 B 6.9 2.00 j SS
SANTA ROSA ISLAND 261.1 B 6.9 1.00 DS
DEATH VALLEY (Graben) 284 .9 B 6.9 4.00 DS
LOS ALAMOS-W. BASELINE 296.9 B 6.8 0.70 DS
OWENS VALLEY 307.8 B 7.6 1. 50 SS
LIONS HEAD 314.4 B 6.6 0.02 DS
SAN JUAN 317. 3 B 7.0 1.00 SS
SAN LUIS RANGE (S. Margin) 321.9 B 7.0 0. 20 DS
HUNTER MTN. - SALINE VALLEY 331.0 B 7.0 2. 50 SS
CASMALIA (Orcutt Frontal Fault) 331.6 1 B 6. 5 0.25 DS
DEATH VALLEY (Northern) 338.7 A 7.2 5 .00 j SS
INDEPENDENCE 343 .8 B 6.9 0.20 DS
LOS OSOS 351. 3 B 6.8 0. 50 DS
HOSGRI 360. 5 B 7. 3 2 . 50 SS
RINCONADA j 369.4 B 7. 3 1.00 SS
BIRCH CREEK j 400.6 B 6. 5 0.70 DS
WHITE MOUNTAINS 404. 3 B 7 .1 1.00 j SS
SAN ANDREAS (Creeping) 419.9 B j 5.0 34 .00 SS
DEEP SPRINGS 422. 1 B j 6.6 0.80 DS
Pana 3
montezuma.OUT
---------------------------
SUMMARY OF FAULT PARAMETERS
---------------------------
------
APPROX. ISOURCE 1 MAX. 1 SLIP FAULT
ABBREVIATED DISTANCEI TYPE I MAG. 1 RATE TYPE
FAULT NAME (km) (A, B,C) 1 (MW) I (mm/yr) I (SS,DS, BT)
-------------
DEATH VALLEY (N of Cucamongo) 4.25 .6 I A 1 7.0 1 5 .00 1 SS
ROUND VALLEY (E. of S.N.Mtns.) 436.6 I B 1 6.8 1 1.00 1 DS
FISH SLOUGH 443. 3 B 6.6 0.20 DS
HILTON CREEK 463.0 B 6. 7 2. 50 DS
HARTLEY SPRINGS 487.9 B 6.6 0. 50 DS
ORTIGALITA 501.2 B 6.9 1.00 SS
CALAVERAS (So.of Calavera5 Res) 508.9 B 6.2 15.00 SS
MONTEREY BAY - TULARCITOS 514.8 B 7 . 1 0. 50 DS
PALO COLORADO - SUR 518.0 B 7.0 3 .00 SS
QUIEN SABE 521. 5 B 6. 5 1.00 SS
MONO LAKE 1 524 . 1 1 B 6. 6 1 2. 50 I DS
ZAYANTE-VERGELES 540.9 1 B 6.8 1 0. 10 1 SS
SARGENT 545.8 I 6 6.8 1 3.00 1 SS
SAN ANDREAS (1906) 546. 2 A 7.9 24.00 SS
ROBINSON CREEK 555 . 5 B 6. 5 0. 50 DS
SAN GREGORIO 589.9 A 7.3 5.00 SS
GREENVILLE 592.9 B 6.9 2 .00 SS
HAYWARD (SE Extension) 595.0 B 6. 5 3.00 SS
MONTE VISTA - SHANNON 595 .9 B 6. 5 0.40 DS
ANTELOPE VALLEY 596. 2 B 6.7 0.80 DS
HAYWARD (Total Length) 614. 2 A 7.1 9.00 SS
CALAVERAS (No.of Calavera5 Res) 614. 2 B 6. 8 6.00 SS
GENOA 1 622 .3 B 6.9 1.00 DS
CONCORD - GREEN VALLEY 660. 7 B 6.9 6.00 SS
RODGERS CREEK 699.9 A 7.0 9.00 SS
WEST NAPA 700. 2 B 6. 5 1.00 SS
POINT REYES 721.1 B 6.8 0. 30 DS
HUNTING CREEK - BERRYESSA 721.4 B 6.9 6.00 SS
MAACAMA (South) 762 .0 B 6.9 9.00 SS
COLLAYOMI 778. 2 B 6. 5 0.60 SS
BARTLETT SPRINGS 780. 6 A 7.1 6.00 SS
MAACAMA (Central) 803 .6 A 7.1 9.00 SS
MAACAMA (North) 862.4 A 7.1 9.00 SS
ROUND VALLEY (N. S. F.Bay) 1 867. 3 I B 1 6.8 1 6.00 1 SS
BATTLE CREEK 1 885 .4 B 6. 5 1 0. 50 DS
LAKE MOUNTAIN 1 925. 6 1 B 6.7 6.00 SS
GARBERVILLE-BRICELAND 943.4 B 6.9 9.00 SS
MENDOCINO FAULT ZONE 1000. 5 A 7.4 35 .00 DS
LITTLE SALMON (Onshore) 1005.6 A 7.0 5 .00 DS
MAD RIVER 1007. 5 B 7.1 0. 70 DS
CASCADIA SUBDUCTION ZONE 1014.9 1 A 8. 3 35 .00 DS
MCKINLEYVILLE 1018.1 1 B 7.0 0.60 DS
TRINIDAD 1019.4 1 B 7.3 2 . 50 DS
FICKLE HILL 1020. 3 j B 1 6.9 1 0.60 1 DS
TABLE BLUFF 1026.4 1 B 7 .0 0.60 DS
LITTLE SALMON (Offshore) 1039.6 B 7. 1 1.00 DS
Panes d
montezuma.OUT
---------------------------
SUMMARY OF FAULT PARAMETERS
---------------------------
-- ------- -
-------------
APPROX. ISOURCE I MAX. I SLIP I FAULT
ABBREVIATED DISTANCEI TYPE I MAG. I RATE i TYPE
FAULT NAME (km) I (A, B,C) I (MW) I (mm/yr) j (SS,DS,BT)
BIG LAGOON - BALD MTN. FLT.ZONE 1056.0 B 7.3 0, 50 DS
• PAna S
•
PROBABILITY OF EXCEEDANCE
SADIGH ET AL. (1997) DEEP SOIL 1
0
25 yrs 50 yrs
F-M7 F—V7
100 75 yrs 100 rs
90
,. 80
0
70
60
° 50
n
(1) 40
c
-tea 30
a�
a�
X 20
w
10
0
0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50
Acceleration (g)
*ETURN PERIOD A . ACCELERATIOW
SADIGH ET AL. ( 1997) DEEP SOIL 1
ZE
1000
0
a)
o_
c
L
a) 100
l
0.00 0.25 0. 50 0. 75 1 . 00 1 .25 1 . 50
Acceleration (q )
•
PROBABILITY OF EXCEEDANCE
ABRAHAMSON & SILVA (1997) SOIL 1
0
25 yrs 50 yrs
0
100 75 yrs 100 rs
90
.1 80
0
70
c�
60
° 50
n
40
c
m
30
a�
X 20
w
10
0
0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50
Acceleration (q)
*ETURN PERIOD * . ACCELERATIO*
ABRAHAMSON & SILVA ( 1997) SOIL 1
,1
1000
o_
nL'
nW
n
L
a) 100
fy
0. 00 0.25 0.50 0. 75 1 .00 1 .25 1 . 50
Acceleration (q )
PROBABILITY OF EXCEEDANCE
CAMP. & BOZ. ( 1997 Rev.) AL 1
25 yrs 50 yrs
0 0
100 75 yrs 100 rs
90
�. 80
a
70
60
2 50
o_
40
a�
30
a�
X 20
w
10
0
0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50
Acceleration (q)
*ETURN PERIOD f,� . ACCELERATIOk
CAMP. & BOZ. ( 1997 Rev.) AL 1
10000
L
0
L 1000
a)
n
c
a)
100
0.00 0.25 0.50 0.75 1 .00 1 .25 1 . 50
Acceleration (q )
APPENDIX E .:.
LIQUEFACTION ANALYSIS
(NI ) 60cs B - 1
I04558- 10
0
-5
-10
-15
i
-20
-25 A
a�
-30
-35
-40 s
I
-45
-50
0 50 100 150
N 160 (bpf)
Factor of Safety B - 1
I04558- 10
0
-5
-10
- 15
-20
-25
-30
-35
-40
-45
-50
0 . 0 0 . 5 1 . 0 1 . 5 2 . 0
F . S .
APPENDIX F ..
ASPHAL TIC.CONCRETE PA VEMENT CALCULATIONS
PAVING DESIGN
a �L
JN: 104558-10 CONSULT: TP
CLIENT Herron + Rumansoff
CALCULATION SHEET# 3
CALTRANS METHOD FOR DESIGN OF FLEXIBLE PAVEMENT
Input "R" value or "CBR" of native soil 6
Type of Index Property - "R" value or "CBR" (C or R) R R Value
R Value used for Caltrans Method 6
Input Traffic Index (TI) 6
Calculated Total Gravel Equivalent (GE) 1.8048 feet
Calculated Total Gravel Equivalent (GE) 21 .6576 inches
Calculated Gravel Factor (Gf) for A/C paving 2.31
Gravel Factor for Base Course (Gf) 1 .0
RIAL EQUIVALENT PAVEMENT SECTIONS:
A/C SECTION BASE SECTION FEET
Section Gravel Equivalent Minimum A/C Section Minimum
Thickness GE GE Delta Base Thickness Base
inches feet inches inches inches feet (feet)
3 0.58 6.94 14.72 15.0 0.25 1.25
3.6 0.69 8.33 13.33 13.2 0.30 1.10
4.2 0.81 9.72 11 .94 12.0 0.35 1.00
4.8 0.93 11 .11 10.55 10.8 0.40 0.90
6 1.16 13.88 7.77 7.8 0.50 0.65
7 1.35 16.20 5.46 5.4 0.58 0.45
8 1 .54 18.51 3.15 3.0 0.67 0.25
9 1 .74 20.83 0.83 0.6 0.75 0.05
10 1 .93 23.14 -1.48 #VALUE! 0.83 #VALUE!
11 2.12 25.45 -3.80 #VALUE! 0.92 #VALUE!
12 2.31 27.77 -6.11 #VALUE! 1.00 #VALUE!
APPENDIX G ::.
GENERAL.EARTHWORKAND GRADING SPECIFICATIONS
LGCINLAND, INC.
General Earthwork and Grading Specifications
1.0 General
1.1 Intent: These General Earthwork and Grading Specifications are for the grading and earthwork
shown on the approved grading plants) and/or indicated in the geotechnical report(s). These
Specifications are a part of the recommendations contained in the geotechnical report(s). In case of
conflict, the specific recommendations in the geotechnical report shall supersede these more
general Specifications. Observations of the earthwork by the project Geotechnical Consultant
during the course of grading may result in new or revised recommendations that could supersede
these specifications or the recommendations in the geotechnical report(s).
1.2 The Geotechnical Consultant of Record: Prior to commencement of work, the owner shall
employ a qualified Geotechnical Consultant of Record (Geotechnical Consultant). The
Geotechnical Consultant shall be responsible for reviewing the approved geotechnical report(s) and
accepting the adequacy of the preliminary geotechnical findings, conclusions, and
recommendations prior to the commencement of the grading.
Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan"
prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform
the appropriate level of observation, mapping, and compaction testing.
• During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and
document the subsurface exposures to verify the geotechnical design assumptions. If the observed
conditions are found to be significantly different than the interpreted assumptions during the design
phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in
design to accommodate the observed conditions, and notify the review agency where required.
The Geotechnical Consultant shall observe the moisture-conditioning and processing of the
subgrade and fill materials and perform relative compaction testing of fill to confirm that the
attained level of compaction is being accomplished as specified. The Geotechnical Consultant
shall provide the test results to the owner and the Contractor on a routine and frequent basis.
1.3 The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified,
experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to
receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contractor shall
review and accept the plans, geotechnical report(s), and these Specifications prior to
commencement of grading. The Contractor shall be solely responsible for perfornling the grading
in accordance with the project plans and specifications. The Contractor shall prepare and submit to
the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork
grading, the number of "equipment" of work and the estimated quantities of daily earthwork
contemplated for the site prior to commencement of grading. The Contractor shall inform the
owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan
at least 24 hours in advance of such changes so that appropriate personnel will be available for
observation and testing. The Contractor shall not assume that the Geotechnical Consultant is
aware of all grading operations.
The Contractor shall have the sole responsibility to provide adequate equipment and methods to
accomplish the earthwork in accordance with the applicable grading codes and agency ordinances,
• these Specifications, and the recommendations in the approved geotechnical report(s) and grading
plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as
unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size,
adverse weather, etc., are resulting in a quality of work less than required in these specifications,
the Geotechnical Consultant shall reject the work and may recommend to the owner that
construction be stopped until the conditions are rectified. It is the contractor's sole responsibility to
provide proper fill compaction.
2.0 Preparation ofAreas to be Filled
2.1 Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious material
shall be sufficiently removed and properly disposed of in a method acceptable to the owner,
governing agencies, and the Geotechnical Consultant.
The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site
conditions. Earth fill material shall not contain more than 1 percent of organic materials (by
volume). No fill lift shall contain more than 10 percent of organic matter. Nesting of the organic
materials shall not be allowed.
If potentially hazardous materials are encountered, the Contractor shall stop work in the affected
area, and a hazardous material specialist shall be informed immediately for proper evaluation and
• handling of these materials prior to continuing to work in that area.
As presently defined by the State of California, most refined petroleum products (gasoline, diesel
fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous
waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may
constitute a misdemeanor, punishable by fines and/or imprismurient, and shall not be allowed. The
contractor is responsible for all hazardous waste relating to his work. The Geotechnical Consultant
does not have expertise in this area. If hazardous waste is a concern, then the Client should acquire
the services of a qualified environmental assessor.
2.2 Processing: Existing ground that has been declared satisfactory for support of fill by the
Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is
not satisfactory shall be overexcavated as specified in the following section. Scarification shall
continue until soils are broken down and free of oversize material and the working surface is
reasonably uniform, flat, and free of uneven features that would inhibit unifornl compaction.
2.3 Overexcavation: In addition to removals and overexcavations recommended in the approved
geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly
fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated
by the Geotechnical Consultant during grading.
•
Project No. 104558-10 Page 2 September 16, 2004
2.4 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to
vertical units), the ground shall be stepped or benched. Please see the Standard Details for a
. graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least
2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches
shall be excavated a minimum height of 4 feet into competent material or as otherwise
recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:1 shall
also be benched or otherwise overexcavated to provide a flat subgrade for the fill.
2.5 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and processed
areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested
prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor
shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A
licensed surveyor shall provide the survey control for determining elevations of processed areas,
keys, and benches.
3.0 Fill Material
3.1 General. Material to be used as fill shall be essentially free of organic matter and other deleterious
substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of
poor quality, such as those with unacceptable gradation, high expansion potential, or low strength
shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to
achieve satisfactory fill material.
• 3.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum
dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and
placement methods are specifically accepted by the Geotechnical Consultant. Placement
operations shall be such that nesting of oversized material does not occur and such that oversize
material is completely surrounded by compacted or densified fill. Oversize material shall not be
placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground
construction.
3.3 ImpOrl: If importing of fill material is required for grading, proposed import material shall meet
the requirements of Section 3.1. The potential import source shall be given to the Geotechnical
Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be
determined and appropriate tests performed.
4.0 Fill Placement and Compaction
4.1 Fill Lavers: Approved fill material shall be placed in areas prepared to receive fill (per
Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Geoteclmical
Consultant may accept thicker layers if testing indicates the grading procedures can adequately
compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain
relative uniformity of material and moisture throughout.
Project No. 104558-10 Page 3 September 16, 2004
4.2 Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed, as
necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum
density and optimum soil moisture content tests shall be performed in accordance with the
American Society of Testing and Materials (ASTM Test Method DI 557-91).
4.3 Compaction of Fill. After each layer has been moisture-conditioned, mixed, and evenly spread, it
shall be uniformly compacted to not less than 90 percent of maximum dry density (AST1\4 Test
Method D1557-91). Compaction equipment shall be adequately sized and be either specifically
designed for soil compaction or of proven reliability to efficiently achieve the specified level of
compaction with uniformity.
4.4 Compaction of Fill Slopes: In addition to normal compaction procedures specified above,
compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at
increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results
acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of
the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test
Method D1557-91.
4.5 Compaction Testing: Field tests for moisture content and relative compaction of the fill soils shall
be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the
Consultant's discretion based on field conditions encountered. Compaction test locations will not
necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of
compaction levels in areas that are judged to be prone to inadequate compaction (such as close to
slope faces and at the fill/bedrock benches).
4.6 Frequency of Compaction Testing: Tests shall be taken at intervals not exceeding 2 feet in
vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a
guideline, at least one (1) test shall be taken on slope faces for each 5,000 square feet of slope face
and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is
such that the testing schedule can be accomplished by the Geotechnical Consultant. The
Contractor shall stop or slow down the earthwork construction if these minimum standards are not
met.
4.7 Compaction Test Locations: The Geotechnical Consultant shall document the approximate
elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the
project surveyor to assure that sufficient grade stakes are established so that the Geotechnical
Consultant can determine the test locations with sufficient accuracy. At a minimum, two (2) grade
stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential
test locations shall be provided.
5.0 Subdrain Installation
Subdrain systems shall be installed in accordance with the approved geoteclmical report(s), the grading
plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or
changes in subdrain extent, location, grade, or material depending on conditions encountered during
grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after
installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys.
ProjectAlo. I04558-I0 Page 4 P.ntP791hBY 16 2004
6.0 Excavation
Excavations, as well as overexcavation for remedial purposes, shall be evaluated by the Geotechnical
Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only.
The actual extent of removal shall be determined by the Geotechnical Consultant based on the field
evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut
portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to
placement of materials for construction of the fill portion of the slope, unless otherwise recommended by
the Geotechnical Consultant.
ZO Trench Backfills
7.1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench
excavations.
7.2 All bedding and backfill of utility trenches shall be done in accordance with the applicable
provisions of Standard Specifications of Public Works Construction. Bedding material shall have
a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the top of
the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of
90 percent of maximum from I foot above the top of the conduit to the surface.
7.3 The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant.
7.4 The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one (1)
test should be made for every 300 feet of trench and 2 feet of fill.
7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of
Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant
that the fill lift can be compacted to the minimum relative compaction by his alternative equipment
and method.
i
Project No, 104558-10 Page 5 September I6, 2004
Cut dot
(Exposing (Unsuitable Soils at Design 6;rade)
1 4
i'saposed urails � i !''_ Pr'oiec' iur� iu
� Ceent.ove l,4vesiiab4e f Competerri 1Aaierial
i thareriu i
y rl Compoeted FrBi fi 5' Alin.
t
i
1 i Propction To Competent material
Competent Mai eriol Overexcovaie and Recornpact
Noic. ? Pernoval Butiom Should. be C-maded }More ?'. Where Design Cut Lars are
With hhinirnum 2 % Fall Tovvards Street or Excavated cntirzly into Competent
Other Suitable Area (as Determined by Molzrio), Overexanroiiun May 501 be
Solis Engineer; to Avoid Ponding Below Required for Hord-l'ock Catl6tions or far
P-06110 Alloterwis t,MJ Variebie Exponsion
Characteristics.
Cut/Fall Transition Lot
Proposed Grade
i:P Projection To
f ` competent Moicrini
Overexcovaic
F i\ and Recompaci
1. tdPsO
eo
Cut a t no Steeper-ihan 2.1 (Haf)
Competent flw,at¢s4aaP Beroea Building Footprint
i
f
"beeper if Spmcf'fied by
Soils Engineer
cur AND TRANSITION
LOT OVEREXCAVATION
DETAIL
t trocrm
•
,---proposed c-r odc
beeocr In Areas c�'t i• .� s,, __..a._�..,.._._._._.. ,i
Swimming Pool,E i c
r t •;.'�
Slope sacs `�. ---•e _ � r
Ai
J�
Ov rw ed
s fJ,m .l uoudc •:
VYi nd row cnlh
' Opel sn PAoJ ial
• ' �� colripacied
Vruidroa Parallel to Slopc Fecc '��. / Fill
Jetted or Flooded Appro,ed '
Granular FAo enoI �f
s ?
r r
f�
6;cm ai'ed Ircnd
or bo er V-CU1 �\•�\
N'01'e: 0vci•6i ze Rock is Larger
iivan G" in M,X1mum 1)menslon.
017EIDSIZ•E. ROCK
DISPOSAL DETAIL
i t loon^
5' Typical Compocicd Fill
vi ,zcormoienc2d by Soils Engineer
Proposed Grade
Per¢. 'bC 3oc mron
^" Solid PVC (30 Max
i ---r� 1
CDmotmit ererie!
8' rLbn t 2 1 (`-N) 13ClCk Cut 01 ae
Designed by Soils Engineer
9 \ �
Key Dimensions Per 5011
E.agineer(Typically "I/2 or '15' if0m or 7 r1 i Yo of 2 %Slope
1 o ot Tilt 1'sndaj
i
Perk.PVC Pipe
Perrora'tbr15. Down
�.
12" Min, Overinp,
Seared Every 6 Peet
Schad.4.0 Solid PVC Outlet Pipe, (13ackfilled
_ and Compacted VltiSh Netive Maicriols)
OIITIe'§S to be Placed Every 100' (Mox.)O.C. rc
La, r
5'Ft Art 3/4" - 11/2" Open Sroded Pock
6co'l'abric (fihirof'i 1401\r �
or f,pproved. Cquivolem)
T17PICAL STABILIZATION
Fill Slope _
f
omgaz'ted Fill
Not Lrel
t;raur.c WOW
+. 1 Pvu,-c.;ion To � f, v�Ter,al
bAwsricd ��ujay�e
ofe_._.._s� l v oi_n';
,
�` !� 'e '� �•� CotvP&eat Material
6reaterof 2%Slope or I F',or Ti!* {seek
15' r•.4in. ;zey bO,in
Fill-Over-Cut Slope
Lampaeted
Proposed Fill
G•adc.
N'cnurcd o15 � .
round
L i Fctc..
Competent Miateric!
Typical
fJ�m�% -.�'r2atcr'of Sitveyf_ Fooi T;±t back -inVaries
��— ff Nun. Key Width
" Construct CO Slope First
Cut-Over-Fill Slope �v
Nolural Ground
Overbuild end Trim Eacf; �--
-'' Cut Face
Proposed Grade \
—Campaeted F41E
Competent A+lateriO
/
!liin �' 'eai'er of %Slope:or % Foot 7,iii 60,:k
1r.' lAin. Key Widi'ie 1\1ota� Moil! 5io7e5 Steeper Sinn C-0 (P, A/)
fv1ust Pe pcncFintl.
NOL,rnl Ground -�
ohos c Grace \
y CamRac*ed Fill
1
� f !
wenches
Remove Ui15l11 I able
Mcteriels
� I .,
1) Co n i woos R LI is 111 C cos= oi' 500' �
s'nall Usc 0" biam t Pipe.
2) Final 20' of Pye of Oudci Sholl be 12" Mrn,Overlop, I
Sohcl mnd Eockfillsd with Fmc-grained Sccured Every 6 Fesi
tii&erial. i
6" C'olec�or Pipe
-(Schell.^ %-0,"erf.PVC) � � =a,� i /
3/4" - t '1/2" Crushed Rock �11�..._ �-'�
Geo abric (Mir6f1 1g01V
or Approved Equivnlcnl
Proposed Outlet Detail
Proposed Gracie PAay be beeper Depeuideni
upon Sitc Conditions i
'!0' Min Pert°oreted PVC Schedub_40
-- -:._....-_ s---.i/4" - i 1,/2" Ci'LlShed Rock I
! 20' Nun. I
-- 5' Mlr�. �� 6eofabric(lt4irm`i 2gON
r---6" Solid PVC Pipe I �or Approved Cquivolsm)
VIM: CANYON SUBDRAINS
1 1/26/02
5' Typical Corapacied Pill
If Rzcomreended by Soils Fnyince^
Proposed Gradc 15,
Se r�i,
1' Typical
-' Psr'r.PVC Bad;drrnn .
Solid PVC' Ou'71 r —�--• 8' -�
t
Lampe#�n# Material
.p 2 1 (rI:V)oLlc C'L}or as
D sI9nzd by Soils engineer
Ivey Dimensions Per Soils Engineer Grerter of 2 % Slope
i �r l Tit Bade .
Pori.PVC Pipe
Perforations Limon
12'' Min, Overlap,
Secured Evenly u Feel'
Scked.4-0 Solid PVC Curlet Pipe, (Dock,illed ' )
and Compacted %Ahj h Native Mci'erials)
Outleis#o be Placed Every 100' (Mm;,) O.C. ��
5 F1.%Ft. 9/4-' - 1 1/2" Open C-rocled Rock
`w
Geofabric (At rofi 740N •„ a�r.f-�' `
at, Approved Eeuivoleni)
TYPICAL BUTTRESS
RESS
DETAIL
AIL
11/26/02
Water Quality Management Plan (WQMP)
Nelson Auto Service Center
Appendix F
Treatment Control BMP Sizing Calculations and Design Details
40
40
08H26ios
. Design Procedure Form for Design Flow Worksheet 2
Uniform Intensity Design Flow
Designer:
Company:
LDL>r"
Date: -__-----
Project: --.
Location: ` -F —
1 Determine Impervious Percentage I .
a Determine total tributary area
b. Determine Impervious % Awb
acres (U
(z) .
2 Determine Runoff Coefficient Values
Use Table 4 and impervious % found in step 1
a A Soil Runoff Coefficient
b. B Soil Runoff Coefficient Ca =
C ,—�- -- (3)
c. C Soil Runoff Coefficient
d. D Soil Runoff Coefficient — _
• (5)
(6)
3 Determine the Area decimal fraction of each soil typal
in tributary area
a. Area of A Soil
b. Area of B Soil / (1) = A, _
c. Area of C Soil / (1) = A° -
(8)
d. Area of D Soil / (�) = A`
A _ M
(10) j
4. Determine Runoff Coefficient
a. C = (3)x(7) + (4)x(8) + (5)x(9) (6
)x(10)
C =
(/1)
5 Determine BMP Design Flow,
a. Qeuc = CXIXA = 01) x0.2x (1)
IU
• Worksheet 9
Design Procedure Form for Grassed Swale
Designer:
Company:
Date:
Project:
Location:
1. Determine Design Flow QBMP = O//8 cfs
(Use Worksheet 2)
2. Swale Geometry
a. Swale bottom width (b) b = 3 ft
b. Side slope (z) z = O, i0
c. Flow direction slope (s) s = CZCd5 %
3. Design flow velocity (Manning n = 0.2) v = CIA", fus
4. Depth of flow(D) D = O. 22:- ft
•
5. Design Length (L)
L = (7 min) x (flow velocity, ft/sec) x 60 L = 7 ft
6. Vegetation (describe) ,,, l �Q
8. Outflow Collection (check type used or X Grated Inlet'
describe "other") Infiltration Trench
_ Underdrain
Other
Notes:
G&-A)67rV 101201JAQa10 �90'
55
10 Table 4. Runoff Coefficients..for an Intensit 0.2 in/hr for Urban Soil I pe S.
7C Soils !k P
oil
2 -K R I 69 r 75
0 (Natural) 0.06 0.14 0.23 0.28
5 0.10
0.18 0.26 0.31
10 0.14 0.22 0.29 �0.34
15 0.19 0.26 0.33 0.37
20 (1-Acre) 0.23 0.30 0.36 0.40
25 0.27 0.33
0.3 0.43
A
30 0.31 0.37 UJ 1 0.47
�S.
=
35 0.35 0.41 0.46 1 050
40 (1/2-Acre) 0.40 -T
0.45 0.50 0.53
45 0.44
0.48 0.53 0.56
50 (1/4-Acre) 0.48 0.521 0.56 0.59
55 0.52
0.56 060 0.62
60 0.56 0.60 0.63 1 0.65
65 (Condominiums) 0.61 0.64 0.06 0.68
70 0.6-5 -0.67 0.70 0.71
75 (Mobilehomes) 0.69 0.71 0.73 1 0.74
80 (Apartments) 0.73 0.75 0.77
0.78
85 0.77 0.79 0.80 mi
90 (Commercial)
0.82 0.82 0.83 0_84
95 0.86 :::t-_-= 0.87- 0.81
.86 I
1100 0.90 0.90 0. 30 1 Q0
-Complete District's standards can be tom- the Riverside County Rom Control&vC'3KSv.Manuaj
Worksheet 11
Design Procedure Form for Water Quality Inlets
Designer:
Company:
Date:
Project:
_..��l
Location:
1. Determine Design Flow Rate QBMP - G% cfs
(Use Worksheet 2)
2. Water Quality Inlet
Manufacturer Name Make K_
Model Model
Flow Capacity of Model Capacity cfs
Please include a technical sheet from
the manufacturer with information on
• this model.
Notes:
•
61
Worksheet 1
Design Procedure for BMP Design Volume
85`" percentile runoff event
Designer:
Company:
Date:
Project:
Location:
1. Create Unit Storage Volume Graph
a. Site location (Township, Range, and _ T 8R
Section). Section (1)
b. Slope value from the Design Volume
Curve in Appendix A. p (2
Slope=_ )
c. Plot this value on the Unit Storage
Volume Graph shown on Figure 2.
d. Draw a straight line form this point to Is this graph
the origin, to create the graph attached? YesXq No❑
2. Determine Runoff Coefficient
• a. Determine total impervious area acres (5)
b. Determine total tributary area A,o,a, . G' acres (6)
C. Determine Impervious fraction
i = (5)/(6) i = l/. _ (7)
d. Use(7) in Figure t to find Runoff
OR C= .858i - .78iZ+ .774i + .04 C = = (8)
3. Determine 85% Unit Storage Volume
a. Use (8) in Figure 2
Draw a Vertical line from (8) to the
graph, then a Horizontal line to the
desired Vu value. in-acre
V. = >U acre (9)
4. Determine Design Storage Volume
a. VBMP = (9)x (6) [in- acres] VBMP in-acre (10)
b. VBMP = (10)/ 12 [ft- acres] V 5
eMP=_ L, . 3,J _ ft-acre (11)
c. VBMP = (11)x 43560 [ft'] V -BMP It' (12)
Notes:
•
7
Design Procedure Form for Infiltration Trench Worksheet 5
Designer:
Company:
Date:
Project:
Location:
1. Determine Design Storage Volume
(Use worksheet1)
a. Total Tributary Area (maximum 10) A,«ai = acres
b. Design Storage Volume, VBMp VBMP s
- .i L.�.�J tt
2. Maximum Allowable Depth (Dm =
tl/12s) I = �- 0 in/hr
a. Site infiltration rate (1) t i�� hrs
b. Minimum drawdown time (t = 48 s
hrs) Dm = ''.%,'7 ft
c. Safety factor (s)
d. Dm = tl/12s
. 3. Trench Bottom Surface Area
Am = VBMP/ D. Am = / L 0,J tt2
Notes:
i itr .7 S
30
•
R7W ROW R5W RI ROW RSW RIW. -R1E -RUE ROE RIE R5E ROE R7E ROE
- i
TZ
.- •A 1A410g0
_ IIOv♦�OO
'T Bvlrll. 1 Het Smr9s Eml
00
..toa -Clbmon ' 1.
TAS
a .
:L
11 1 - T7S
�S �m 1 . •'' N:T.S: •.Rrrrl Ci10efloetYe
mla x s is
1.10 _ 1._.. 0.05 i
I
I LA
I- .._.•_•• ♦ ROE R7E PRE
1_ v
1 •'� wwnvi.rrlrl.n een arino
i5 - •� _.yam4.1 .vroi ml�na.uemer
1
Slope of the Design Volume Curve
.�Ty ROW R5W RI 'ROW RxW RiW RtE. RUE ROE RIE RSE
0
1.9 2 Plot Slope value from Appendix A here
1.8
1.7
1.6
1.5
1.4
CO
r-n
.g I
1.3
2. 1.2
0
0.9
3 C 0.8
(D
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 1 0.8 0.9
Runoff Coefficient (C)
Figure 2 Unit Storage Volume Graph
NOTES:
INLET GRATE I-FWGrdw FIRM body 4IBefabdrnted from Polypropylene woven
morro8lamam oaotextpa.
2.All metal cortlponanb shall be staWasa neal Rype 3041.
3.Refer to eppkadon chart for coach bain and Rhar sizing.
OOO 4.Fllaer medluln shag be rwal Ract Inrolled and maintained In
aeeordsncs with manufeehver recammwWetlom.
tP
e.Prog .a-ln..,.mr,be netelledwlthautsdmmentPouches
D�O O�OOQ�OO After co eviction,remove the Mdbnent VA Isunell thejon device.O�OQQ� Wsurbent pouches.
0
FLO-GARD INSERT
(SEE APPLIEATION CHARM APPLICATION CHART'
MODEL
N0. nM I.D. � 0rsw O.D. I COMMENTS
FF72D 12 x 12' 14'x 1P CRATED INLET
r . FFV84D 14'x 14' 18•x 18' GRATED INLET
FF18D 18'x/8' 18'x Is' GRATED INLET
FF-1624D 18'x 24- le,x 28' GRATED INLET
FF1BD 18•x 18' 20'x 20• GRATED INLET
FFiB300IEV GRATED INLET
x
FF18.76DG0 18'.36. 18•x 40' COMBINATION INLET
• FF240 24'x 24' 28'x 28' GRATED INLET
FF2430D 24'x 30' 26'x 30' GRATED INLET
FF 1F240 24•x 24' 25•de CIRCULAR INLET
FF-24DG0 24'x 24' 18'x 38' COMBINATION INLET
CATCH BASIN FF24380 24•x 30' 24'x 40' COMBINATION INLET
FF2438DG0 24•x 38' 24'x 40' GRATED IN
FF3013 30'x 30- 30'x 34' GRATED INLET
FF38D120e1 38•x 38• 38•x 40• GRAED T INLET
FF2448D12pP) 24•x 4B' 28'x 48• G RATED INLET
FF48D 48'x 48- 48'x 52' GRATED INLET
RRo-Gard FBIer^ Imerb ere d WgnW to fit catch beebw whh
sPPrwdroala dim mi m drown.
FOSSIL FILTER'
FLO-GARB T""
CATCH BASIN INSERT
INSTALLATION DETAIL
(SHEET 2 OF 21
KdSter Ernerpdses,Ina.,Sena Roca,CA 18001 579-8819
• PATENT PENDING
FILTER BODY
STAINLESS STEEL ATTACHMENT SNAPS
SUPPORT FRAME
0
CORNEA REPLACEABLE
UPPORT B B fuCKlsrs ADSORBENT-FILLED
B B
POUCHES
o a
0 0
0 0 MODULAR DESIGN FOR
D ' a EASY REPLACEMENT OF
0 0 FILTER COMPONENTS
NEOPRENE IL4SKET
(TWO SIDES)
DURABLE WOVEN
MESH FILTER BODY NOTES:
REPLACEABLE 1. R*4wd"FBbr body isprefebri ham Polypropylene,woven
ADSORBENT-FILLED monofilement ganmadle.
POUCHES 2.AD"watal mpoionc abed r stainless,basin
steel(Type 3011.
4.Rehr m appliaide shall
a artAs for catch basin and and dung.
4.Filter madWm shell be fvaelRoecor i rand ti end mandelnad in
amordmp wM tnnNhetunr rocommardedans.
6.Refer to MenWeemroYs mcommendetWns hr mNnlenento
proprom.
B.Flo4wel'obverea real,be Installed Iwlfwut adsorbent pooches)
during coupe of tmeatmctlon as a 9"rnentation control device.Aker
construction.remove aedlment end Install adsorbent pouches.
HIGH FLOW FOR APPLICATION CHART
BYPASS
SEE SHEET 2 OF 2
TOP VIEW
SILT AND DEBRIS
CONTAINMENT AREAS
;Flc-Gard" Roar inserts am designed to fit catch basins with
appmdmem dbmnsiono thown.
e e
FOSSIL FILTERT"'
FLO•GARDTT''
CATCH BASIN INSERT
REPLACEABLE (SHEET d OF 21
ADSORBENT-FILLED
POUCHES KdStar Enmrpdsee.Inc..Santa Roae,CA(8001 579-88t9
SECTION VIEW
PATENT PENDING
5't
PROPOSED GUTTER
PROP. TRENCH DRAIN
w7H CONCRETET BOTTOM
AND FIL TER PER DETAIL HEREON.
SECTION A —A
N rs
•
R/W
1B•
12' 3' 3'
o�
FM 7RA 7701V DRAIN PER
DETAIL HEREON.
SECTION S-B
N TS
R/W
20'
14' 3' 3'
r1
I 1
I
0
FIL TRA PON DRAIN PER
DETAIL HEREON.
SEC TION C— C
N rs
•
4' TRAFFIC GRATE
d
FOSSIL FILTER
• PER DEDTAIL HEREON
Q
8" PERPORATED PIPE
i
Q d
b Q Q
Q
TRENCH DRAIN DETAIL
N.T.S.
0
45'
FLAT SW ALE BOTTOM
_ 6" TOP SOIL
I -III _ 3' CLEAN SAND BED
1-III I-�
-II I-1
I�-III III-III
III11�11 I El I=
-� 1.5'-2.5'0 WASHED GRAVEL
1-I 1171111-IMPER OUS TEXTILE
OR SIDE WALLS
-11
WRAP GRAVEL -III-_-1 - _ I I-III-4'0 PVC
FILT
W/NON-WOVEN -III-III _-III-I_- PERFORATED DRAIN
TOP& BOTTIOM -� I-III-III-I I
III IIII�-IIF
INFILTRATION DRAIN DETAIL
NTS
..—. �...+ i , 11i.ov0111 WH1It CAN 1ND PAGE 01/01
�?TENiCATE
• i r i
000
n nrgo
WOO 140NC
WOO 140NC is a nonwoven geotextile composed of polypropylene fibers, which are
formed into a stable network such that the fibers retain their relative position. 140NC is
inert to biological degradation and resists naturally encountered chemicals, alkalis, and
acids.
Minimum Average
Mechanical Properties Test Method Unit Roll Value
MD CD
Grab Tensile Strength ASTM D 4632 kN Ibs 0.45 100 0.45 100
Grab Tensile Elongation ASTM D 4632 % 60 60
Grab Tensile
Toughness Strength x Ibs 6000
Elongation
--Trapezoid Tear Strength ASTM D 4533 kN Ibs 0.20 45 0.20 45
Mullen Burst Strength ASTM D 3786 kPa (psi) 1447 210
Puncture Strength' ASTM D 4833 kN Ibs : 0.30 65
CBR Puncture Stren th ASTM D 6241 kN Ibs 1.11 250
• Apparent Opening Size (AOS) ASTM D 4751 mm 0.212
U.S. Sieve 70
Permittivity ASTM D 4491 sec 1.9
Permeability ASTM D 4491 cm/sec 0.21
Flow Rate ASTM D 4491 I/minim allmin/ftZ 5704
140
Mass/Unit Area ASTM D 5261 /m oz/ d 136 (4.0)
UV Resistance (at 500 hours) ASTM D 4355 % strength 70
retained
ASTM D 4833 has been replaced with ASTM D 6241
Physical Properties Test Method Unit Typical Value
Thickness ASTM D 5199 mm mils 1.1 42
Roll Dimensions m 3.6 x 110 4.5 x 110
width x length) ft 12.5 x 360 15 x 360
Roll Area m d 418 500 502 600
Estimated Roll Weight k (lb) 69 152 83 182
Disclaimer: TenCate assumes no liability for the accuracy or completeness of this information or for the ultimate use
by the purchaser. TenCate disclaims any and all express,implied,or statutory standards,warranties or guarantees,
including without limitation any implied warranty as to merchantability or fitness for a particular purpose or arising from
a course of dealing or usage of trade as to any equipment,materials,or information furnished herewith. This
document should not be construed as engineering advice.
,ftMNICATE
materials that make a dlffemnce
ETQR1a
Water Quality Management Plan (WQMP)
Nelson Auto Service Center
Appendix G
AGREEMENTS - CC&RS, COVENANT AND AGREEMENTS AND/OR OTHER
MECHANISMS FOR ENSURING ONGOING OPERATION,
MAINTENANCE, FUNDING AND TRANSFER OF REQUIREMENTS FOR
THIS PROJECT-SPECIFIC WQMP
•
08//26/05
File
Prepared by KJR
Checked by
Assessor's Parcel Number:
921-400-026 & 027
Recording requested by City of Ontario,
and when recorded mail to:
CITY OF TEMECULA
ENGINEERING DEPARTMENT
43200 BUSINESS PARK DR.
TEMECULA, CA 92590
THIS SPACE FOR RECORDER'S USE
Water Quality Management Plan and Stormwater BMP
Transfer, Access and Maintenance Agreement
OWNER: JON NELSON
PROPERTY ADDRESS: The southwest corner of Commerce Center Drive and Via
Montezuma,
Temecula, CA 92544
• THIS AGREEMENT is made and entered into in
Temecula , California, this 21 day of
March by and between
John Nelson, herein after referred to as "Owner" and CITY OF TEMECULA, a municipal
corporation, located in the County of Riverside, State of California.
WHEREAS, the Owner owns real property ("Property") in the City of Temecula, County
of Riverside, State of California, more specifically described in Exhibit "A" , of which
exhibit is attached hereto and incorporated herein by this reference;
WHEREAS, at the time of initial approval of development project known as
PP16580R1 within the Property described herein, the City of Temecula required the
project to employ Best Management Practices, hereinafter referred to as "BMPs," to
minimize pollutants in urban runoff;
WHEREAS, the Owner has chosen to install and/or implement BMPs as described in
the Water Quality Management Plan, on file with the City of Temecula, hereinafter
referred to as "WQMP", to minimize pollutants in urban runoff and to minimize other
• adverse impacts of urban runoff;
WHEREAS, said WQMP has been certified by the Owner and reviewed and approved
• by the City of Temecula;
WHEREAS, said BMPs, with installation and/or implementation on private property and
draining only private property, are part of a private facility with all maintenance or
replacement, therefore, the sole responsibility of the Owner in accordance with the
terms of this Agreement;
WHEREAS, the Owner is aware that periodic and continuous maintenance, including,
but not necessarily limited to, filter material replacement and sediment removal, is
required to assure peak performance of all BMPs in the WQMP and that, furthermore,
such maintenance activity will require compliance with all Local, State, or Federal laws
and regulations, including those pertaining to confined space and waste disposal
methods, in effect at the time such maintenance occurs;
NOW THEREFORE, it is mutually stipulated and agreed as follows:
1 . Owner hereby provides the City of Temecula's designee complete access, of any
duration, to the BMPs and their immediate vicinity at any time, upon reasonable
notice, or in the event of emergency, as determined by City of Temecula's
Engineer, no advance notice, for the purpose of inspection, sampling, testing of the
Device, and in case of emergency, to undertake all necessary repairs or other
preventative measures at owner's expense as provided in paragraph 3 below. City
of Temecula shall make every effort at all times to minimize or avoid interference
• with Owner's use of the Property.
2. Owner shall use its best efforts diligently to maintain all BMPs in a manner
assuring peak performance at all times. All reasonable precautions shall be
exercised by Owner and Owner's representative or contractor in the removal and
extraction of any material(s) from the BMPs and the ultimate disposal of the
material(s) in a manner consistent with all relevant laws and regulations in effect at
the time. As may be requested from time to time by the City of Temecula, the
Owner shall provide the City of Temecula with documentation identifying the
material(s) removed, the quantity, and disposal destination.
3. In the event Owner, or its successors or assigns, fails to accomplish the necessary
maintenance contemplated by this Agreement, within five (5) days of being given
written notice by the City of Temecula, the City of Temecula is hereby authorized
to cause any maintenance necessary to be done and charge the entire cost and
expense to the Owner or Owner's successors or assigns, including administrative
costs, attorneys fees and interest thereon at the maximum rate authorized by the
Civil Code from the date of the notice of expense until paid in full.
4. The City of Temecula may require the owner to post security in form and for a time
period satisfactory to the city to guarantee the performance of the obligations state
herein. Should the Owner fail to perform the obligations under the Agreement, the
• City of Temecula may, in the case of a cash bond, act for the Owner using the
proceeds from it, or in the case of a surety bond, require the sureties to perform
• the obligations of the Agreement. As an additional remedy, the City of Temecula's
Engineer may withdraw any previous stormwater-related approval with respect to
the property on which BMPs have been installed and/or implemented until such
time as Owner repays to City of Temecula its reasonable costs incurred in
accordance with paragraph 3 above.
5. This agreement shall be recorded in the Office of the Recorder of Riverside
County, California, at the expense of the Owner and shall constitute notice to all
successors and assigns of the title to said Property of the obligation herein set
forth, and also a lien in such amount as will fully reimburse the City of Temecula,
including interest as herein above set forth, subject to foreclosure in event of
default in payment.
6. In event of legal action occasioned by any default or action of the Owner, or its
successors or assigns, then the Owner and its successors or assigns agree(s) to
pay all costs incurred by the City of Temecula in enforcing the terms of this
Agreement, including reasonable attorney's fees and costs, and that the same
shall become a part of the lien against said Property.
7. It is the intent of the parties hereto that burdens and benefits herein undertaken
shall constitute covenants that run with said Property and constitute a lien there
against.
• 8. The obligations herein undertaken shall be binding upon the heirs, successors,
executors, administrators and assigns of the parties hereto. The term "Owner" shall
include not only the present Owner, but also its heirs, successors, executors,
administrators, and assigns. Owner shall notify any successor to title of all or part
of the Property about the existence of this Agreement. Owner shall provide such
notice prior to such successor obtaining an interest in all or part of the Property.
Owner shall provide a copy of such notice to the City of Temecula at the same time
such notice is provided to the successor.
9. Time is of the essence in the performance of this Agreement.
10. Any notice to a party required or called for in this Agreement shall be served in
person, or by deposit in the U.S. Mail, first class postage prepaid, to the address
set forth below. Notice(s) shall be deemed effective upon receipt, or seventy-two
(72) hours after deposit in the U.S. Mail, whichever is earlier. A party may change
a notice address only by providing written notice thereof to the other party.
•
• IF TO CITY: IF TO OWNER:
CITY OF TEMECULA JON NELSON
ENGINEERING DEPARTMENT 42215 THORNTON AVENUE
43200 BUSINESS PARK DR. HEMET, CA 92544
TEMECULA, CA 92590
IN WITNESS THEREOF, the parties hereto have affixed their signatures as of the date first
written above.
OWNER:
Name
Title
OWNER:
• Name
Title
NOTARIES ON FOLLOWING PAGE
•
EXHIBIT A
(Le
_gal Description)
That portion of Lots 11 and 12 of Tract 16178-1, as shown by map on file in book 127
and pages 22 through 24 of maps, records of Riverside County, California, more
particularly described as follows:
Beginning at the Northeast corner of Lot 11, said corner being on the Southwesterly
right-of-way line of Commerce Center Drive, and beginning of a non-tangent curve
concave easterly and having a radius of 883.00 feet, a radial line to the beginning of
said noon-tangent curve bears North 51' 49' 39" East;
Thence southerly along the said curve and right-of-way line through an angle of 080 45'
55", a distance of 135.00 feet, to the True Point of Beginning;
Thence South 430 03' 44' West a distance of 45.65 feet;
Thence South 55L 43' 25" West a distance of 291.67 feet;
Thence South 340 16' 35" East a distance of 116.90 feet;
Thence South 47' 13' 00" West a distance of 57.10 feet to a point on the Northerly right-
of-way line of Via Montezuma;
Thence North 42' 47' 00" East along said right-of-way line a distance of 331.88 feet;
Thence North 01° 35' 51" east a distance of 31.89 feet to a point to said Southwesterly
right-of-way line of Commerce Center Drive;
Thence North 470 13' 00" West a distance of 80.20 feet to the True Point of beginning.
No.31653 � ;
LIC. E.P. 3 "` i
Ma
IF TO CITY: IF TO OWNER:
CITY OF TEMECULA JON NELSON
ENGINEERING DEPARTMENT 42215 THORNTON AVENUE
43200 BUSINESS PARK DR. HEMET, CA 92544
TEMECULA, CA 92590
IN WITNESS THEREOF, the parties hereto have affixed their signatures as of the date first
written above.
OWNER:
j -
Name
Title
OWNER:
Name
Title
NOTARIES ON FOLLOWING PAGE
s
File
Prepared by KJR
Checked by
Assessor's Parcel Number:
921-400-026 & 027
Recording requested by City of Ontario,
and when recorded mail to:
CITY OF TEMECULA
ENGINEERING DEPARTMENT
43200 BUSINESS PARK DR.
TEMECULA, CA 92590
THIS SPACE FOR RECORDER'S USE
Water Quality Management Plan and Stormwater BMP
Transfer, Access and Maintenance Agreement
OWNER: JON NELSON
PROPERTY ADDRESS: The southwest corner of Commerce Center Drive and Via
Montezuma,
Temecula, CA 92544
THIS AGREEMENT is made and entered into in
Temecula , California, this 21 day of
March by and between
John Nelson, herein after referred to as "Owner" and CITY OF TEMECULA, a municipal
corporation, located in the County of Riverside, State of California.
WHEREAS, the Owner owns real property ("Property") in the City of Temecula, County
of Riverside, State of California, more specifically described in Exhibit "A" , of which
exhibit is attached hereto and incorporated herein by this reference;
WHEREAS, at the time of initial approval of development project known as
PP1658OR1 within the Property described herein, the City of Temecula required the
project to employ Best Management Practices, hereinafter referred to as "BMPs," to
minimize pollutants in urban runoff;
WHEREAS, the Owner has chosen to install and/or implement BMPs as described in
the Water Quality Management Plan, on file with the City of Temecula, hereinafter
referred to as "WQMP", to minimize pollutants in urban runoff and to minimize other
adverse impacts of urban runoff;
WHEREAS, said WQMP has been certified by the Owner and reviewed and approved
by the City of Temecula;
WHEREAS, said BMPs, with installation and/or implementation on private property and
draining only private property, are part of a private facility with all maintenance or
replacement, therefore, the sole responsibility of the Owner in accordance with the
terms of this Agreement;
WHEREAS, the Owner is aware that periodic and continuous maintenance, including,
but not necessarily limited to, filter material replacement and sediment removal, is
required to assure peak performance of all BMPs in the WQMP and that, furthermore,
such maintenance activity will require compliance with all Local, State, or Federal laws
and regulations, including those pertaining to confined space and waste disposal
methods, in effect at the time such maintenance occurs;
NOW THEREFORE, it is mutually stipulated and agreed as follows:
1. Owner hereby provides the City of Temecula's designee complete access, of any
duration, to the BMPs and their immediate vicinity at any time, upon reasonable
notice, or in the event of emergency, as determined by City of Temecula's
Engineer, no advance notice, for the purpose of inspection, sampling, testing of the
Device, and in case of emergency, to undertake all necessary repairs or other
preventative measures at owner's expense as provided in paragraph 3 below. City
of Temecula shall make every effort at all times to minimize or avoid interference
with Owner's use of the Property.
2. Owner shall use its best efforts diligently to maintain all BMPs in a manner
assuring peak performance at all times. All reasonable precautions shall be
exercised by Owner and Owner's representative or contractor in the removal and
extraction of any material(s) from the BMPs and the ultimate disposal of the
material(s) in a manner consistent with all relevant laws and regulations in effect at
the time. As may be requested from time to time by the City of Temecula, the
Owner shall provide the City of Temecula with documentation identifying the
material(s) removed, the quantity, and disposal destination.
3. In the event Owner, or its successors or assigns, fails to accomplish the necessary
maintenance contemplated by this Agreement, within five (5) days of being given
written notice by the City of Temecula, the City of Temecula is hereby authorized
to cause any maintenance necessary to be done and charge the entire cost and
expense to the Owner or Owner's successors or assigns, including administrative
costs, attorneys fees and interest thereon at the maximum rate authorized by the
Civil Code from the date of the notice of expense until paid in full.
4. The City of Temecula may require the owner to post security in form and for a time
period satisfactory to the city to guarantee the performance of the obligations state
herein. Should the Owner fail to perform the obligations under the Agreement, the
City of Temecula may, in the case of a cash bond, act for the Owner using the
proceeds from it, or in the case of a surety bond, require the sureties to perform
the obligations of the Agreement. As an additional remedy, the City of Temecula's
Engineer may withdraw any previous stormwater-related approval with respect to
the property on which BMPs have been installed and/or implemented until such
time as Owner repays to City of Temecula its reasonable costs incurred in
accordance with paragraph 3 above.
5. This agreement shall be recorded in the Office of the Recorder of Riverside
County, California, at the expense of the Owner and shall constitute notice to all
successors and assigns of the title to said Property of the obligation herein set
forth, and also a lien in such amount as will fully reimburse the City of Temecula,
including interest as herein above set forth, subject to foreclosure in event of
default in payment.
6. In event of legal action occasioned by any default or action of the Owner, or its
successors or assigns, then the Owner and its successors or assigns agree(s) to
pay all costs incurred by the City of Temecula in enforcing the terms of this
Agreement, including reasonable attorney's fees and costs, and that the same
shall become a part of the lien against said Property.
7. It is the intent of the parties hereto that burdens and benefits herein undertaken
shall constitute covenants that run with said Property and constitute a lien there
against.
8. The obligations herein undertaken shall be binding upon the heirs, successors,
executors, administrators and assigns of the parties hereto. The term "Owner" shall
include not only the present Owner, but also its heirs, successors, executors,
administrators, and assigns. Owner shall notify any successor to title of all or part
of the Property about the existence of this Agreement. Owner shall provide such
notice prior to such successor obtaining an interest in all or part of the Property.
Owner shall provide a copy of such notice to the City of Temecula at the same time
such notice is provided to the successor.
9. Time is of the essence in the performance of this Agreement.
10. Any notice to a party required or called for in this Agreement shall be served in
person, or by deposit in the U.S. Mail, first class postage prepaid, to the address
set forth below. Notice(s) shall be deemed effective upon receipt, or seventy-two
(72) hours after deposit in the U.S. Mail, whichever is earlier. A party may change
a notice address only by providing written notice thereof to the other party.
• IF TO CITY: IF TO OWNER:
CITY OF TEMECULA JON NELSON
ENGINEERING DEPARTMENT 42215 THORNTON AVENUE
43200 BUSINESS PARK DR. HEMET, CA 92544
TEMECULA, CA 92590
IN WITNESS THEREOF, the parties hereto have affixed their signatures as of the date first
written above.
OWNER:
Name
Title
OWNER:
• Name
Title
NOTARIES ON FOLLOWING PAGE
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