Agenda packet — Beaumont City Council, March 7, 2023 (part 2 of 6)

E.2 Stormwater Credits
Projects that cannot implement LID BMPs but nevertheless implement smart growth principles are potentially eligible for Stormwater Credits. Utilize Table 3-8 within the WQMP Guidance Document to identify your Project Category and its associated Water Quality Credit. If not applicable, write N/A.

Table E.2 Water Quality Credits
Qualifying Project Categories
Credit Percentage2
NA
Total Credit Percentage1
'Cannot Exceed 50%
2Obtain corresponding data from Table 3-8 in the WQMP Guidance Document E.3 Sizing Criteria
After you appropriately considered Stormwater Credits for your project, utilize Table E.3 below to appropriately size them to the DCV, or Design Flow Rate, as applicable. Please reference Chapter 3.5.2 of the WQMP Guidance Document for further information.

Table E.3 Treatment Control BMP Sizing
DMA
Type/ID
DMA
Area
(square
feet)
Post-
Project
Surface
Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA
Area x
Runoff
Factor
Enter BMP Name / Identifier Here
[A]
[B]
[C]
[A] x [C]
Design
Storm
Depth
(in)
Minimum
Design
Capture
Volume or
Design Flow
Rate (cubic
feet or cfs)
Total Storm
Water
Credit %
Reduction
Proposed
Volume
or Flow
on Plans
(cubic
feet or
cfs)
AT= 1_ [D]
1[A] [G]
[E]
= [D E]
[F] X
[1]
[F]
(1-[H])
[B], [C] is obtained as described in Section 2.3.1 from the WQMP Guidance Document [E] is for Flow -Based Treatment Control BMPs [E] = .2, for Volume -Based Control Treatment BMPs, [E] obtained from Exhibit A in the WQMP Guidance Document
[G] is for Flow -Based Treatment Control BMPs [G] = 43,560, for Volume -Based Control Treatment BMPs, [G] = 12 [H] is from the Total Credit Percentage as Calculated from Table E.2 above [I] as obtained from a design procedure sheet from the BMP manufacturer and should be included in Appendix 6 - 21 -

Page 134 of 1234 ends

E.4 Treatment Control BMP Selection
Treatment Control BMPs typically provide proprietary treatment mechanisms to treat potential pollutants in runoff, but do not sustain significant biological processes. Treatment Control BMPs must have a removal efficiency of a medium or high effectiveness as quantified below:
• High: equal to or greater than 80% removal efficiency • Medium: between 40% and 80% removal efficiency
Such removal efficiency documentation (e.g., studies, reports, etc.) as further discussed in Chapter 3.5.2 of the WQMP Guidance Document, must be included in Appendix 6. In addition, ensure that proposed Treatment Control BMPs are properly identified on the WQMP Site Plan in Appendix 1.

Table E.4 Treatment Control BMP Selection
Selected Treatment Control BMP
Name or ID'
Priority Pollutant(s) of
Concern to Mitigate2
Removal Efficiency
Percentage3
NA
1 Treatment Control BMPs must not be constructed within Receiving Waters. In addition, a proposed Treatment Control BMP may be listed more than once if they possess more than one qualifying pollutant removal efficiency.

Cross Reference Table E.1 above to populate this column. 3 As documented in a Co-Permittee Approved Study and provided in Appendix 6. - 22 -

Page 135 of 1234 ends

Section F: Hydromodification
F.1 Hydrologic Conditions of Concern (HCOC) Analysis
Once you have determined that the LID design is adequate to address water quality requirements, you will need to assess if the proposed LID Design may still create a HCOC. Review Chapters 2 and 3 (including Figure 3-7) of the WQMP Guidance Document to determine if your project must mitigate for Hydromodification impacts. If your project meets one of the following criteria which will be indicated by the check boxes below, you do not need to address Hydromodification at this time. However, if the project does not qualify for Exemptions 1, 2 or 3, then additional measures must be added to the design to comply with HCOC criteria. This is discussed in further detail below in Section F.2.

HCOC EXEMPTION 1: The Priority Development Project disturbs less than one acre. The Copermittee has the discretion to require a Project -Specific WQMP to address HCOCs on projects less than one acre on a case by case basis. The disturbed area calculation should include all disturbances associated with larger common plans of development.

Does the project qualify for this HCOC Exemption?
If Yes, HCOC criteria do not apply.
❑Y ®N
HCOC EXEMPTION 2: The volume and time of concentration) of storm water runoff for the post - development condition is not significantly different from the pre -development condition for a 2 -year return frequency storm (a difference of 5% or less is considered insignificant) using one of the following methods to calculate:
• Riverside County Hydrology Manual
• Technical Release 55 (TR-55): Urban Hydrology for Small Watersheds (NRCS 1986), or derivatives thereof, such as the Santa Barbara Urban Hydrograph Method • Other methods acceptable to the Co-Permittee
Does the project qualify for this HCOC Exemption? ❑ Y ❑ N If Yes, report results in Table F.1 below and provide your substantiated hydrologic analysis in Appendix 7.

Table F.1 Hydrologic Conditions of Concern Summary
2 year — 24 hour
Pre -condition
Post -condition
% Difference
Time of
Concentration
Volume (Cubic Feet)
1,524.81 cf
11,625.13 cf
662.4%
1 Time of concentration is defined as the time after the beginning of the rainfall when all portions of the drainage basin are contributing to flow at the outlet.
- 23 -

Page 136 of 1234 ends

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HCOC EXEMPTION 3: All downstream conveyance channels to an adequate sump (for example, Prado Dam, Lake Elsinore, Canyon Lake, Santa Ana River, or other lake, reservoir or naturally erosion resistant feature) that will receive runoff from the project are engineered and regularly maintained to ensure design flow capacity; no sensitive stream habitat areas will be adversely affected; or are not identified on the Co-Permittees Hydromodification Susceptibility Maps.

Does the project qualify for this HCOC Exemption? Y N If Yes, HCOC criteria do not apply and note below which adequate sump applies to this HCOC qualifier:

F.2 HCOC Mitigation
If none of the above HCOC Exemption Criteria are applicable, HCOC criteria is considered mitigated if they meet one of the following conditions:
a. Additional LID BMPS are implemented onsite or offsite to mitigate potential erosion or habitat impacts as a result of HCOCs. This can be conducted by an evaluation of site-specific conditions utilizing accepted professional methodologies published by entities such as the California Stormwater Quality Association (CASQA), the Southern California Coastal Water Research Project (SCCRWP), or other Co-Permittee approved methodologies for site-specific HCOC analysis.

b. The project is developed consistent with an approved Watershed Action Plan that addresses HCOC in Receiving Waters.

c. Mimicking the pre-development hydrograph with the post-development hydrograph, for a 2-year return frequency storm. Generally, the hydrologic conditions of concern are not significant, if the post-development hydrograph is no more than 10% greater than pre-development hydrograph.

In cases where excess volume cannot be infiltrated or captured and reused, discharge from the site must be limited to a flow rate no greater than 110% of the pre-development 2-year peak flow.

Be sure to include all pertinent documentation used in your analysis of the items a, b or c in Appendix 7.

Per the Santa Ana WQMP Guidance Manual, Section 2.3.2 Hydromodification and item c. above:

In cases where excess volume cannot be infiltrated or captured and used, discharge from the site must be limited to a flow rate no greater than 110 percent of the pre-development 2-year, 24-hour peak flow.

Since the project’s excess volume cannot be infiltrated or captured and used, the proposed project’s discharge flow rate must be limited to 110% of the pre-development 2-year, 24-hour peak flow rate of

0.058 CFS (26.0 GPM). The supporting pre-development Shortcut Unit Hydrograph Method is provided in Appendix 7.

Discharge from the proposed underground chamber system will be controlled via an orifice plate in the outlet manhole. The sump pump will be designed for a maximum flowrate of 0.064 CFS (28.7 GPM) and will outlet via a parkway drain to the Highland Springs Avenue curb and gutter.

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Section G: Source Control BMPs
Source control BMPs include permanent, structural features that may be required in your project plans — such as roofs over and berms around trash and recycling areas — and Operational BMPs, such as regular sweeping and “housekeeping”, that must be implemented by the site’s occupant or user. The MEP standard typically requires both types of BMPs. In general, Operational BMPs cannot be substituted for a feasible and effective permanent BMP. Using the Pollutant Sources/Source Control Checklist in Appendix 8, review the following procedure to specify Source Control BMPs for your site:

1. Identify Pollutant Sources: Review Column 1 in the Pollutant Sources/Source Control Checklist. Check off the potential sources of Pollutants that apply to your site.

2. Note Locations on Project-Specific WQMP Exhibit: Note the corresponding requirements listed in Column 2 of the Pollutant Sources/Source Control Checklist. Show the location of each Pollutant source and each permanent Source Control BMP in your Project-Specific WQMP Exhibit located in Appendix 1.

3. Prepare a Table and Narrative: Check off the corresponding requirements listed in Column 3 in the Pollutant Sources/Source Control Checklist. In the left column of Table G.1 below, list each potential source of runoff Pollutants on your site (from those that you checked in the Pollutant Sources/Source Control Checklist). In the middle column, list the corresponding permanent, Structural Source Control BMPs (from Columns 2 and 3 of the Pollutant Sources/Source Control Checklist) used to prevent Pollutants from entering runoff. Add additional narrative in this column that explains any special features, materials or methods of construction that will be used to implement these permanent, Structural Source Control BMPs.

4. Identify Operational Source Control BMPs: To complete your table, refer once again to the Pollutant Sources/Source Control Checklist. List in the right column of your table the Operational BMPs that should be implemented as long as the anticipated activities continue at the site. Copermittee stormwater ordinances require that applicable Source Control BMPs be implemented; the same BMPs may also be required as a condition of a use permit or other revocable Discretionary Approval for use of the site.

Table G.1 Permanent and Operational Source Control Measures Potential Sources of Runoff
pollutants
Permanent Structural Source
Control BMPs
Operational Source Control BMPs
On-site storm drain inlets Inlets marked with “Only Rain Down the Drain”
SC-44 Drainage System
Maintenance
On-site storm drain inlet insert
filters
SC-44 Drainage System
Maintenance and insert filter
manufacturer’s service and
maintenance guides

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Landscape/Outdoor Pest Control
Pest-resistant plant species will
be considered and selected
based upon site soil type, slope,
climate, ecological and plant
interactions
Maintain landscaping using
minimal pesticides. Integrated
pest management information
will be provided to owner and
operator.

Refuse areas
Trash enclosures will be covered
and signs posted “Do not dump
hazardous materials here.”
SC-34 Waste Handling and
Disposal
Fire sprinkler test water Test water to be collected and drained to sewer.

SC-41 Building and Grounds
Maintenance
Rooftop equipment, drainage
sumps and roofing, gutters and
trim.

Rooftop equipment with
potential to produce pollutants
shall be covered and/or have
secondary containment.

Drainage sumps shall have a
sediment sum to reduce the
quantity of sediment in pumped
water.

Plazas, sidewalks and parking
lots SC-43 Regular Sweeping
Practices

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- 27 -

Section H: Construction Plan Checklist
Populate Table H.1 below to assist the plan checker in an expeditious review of your project. The first two columns will contain information that was prepared in previous steps, while the last column will be populated with the corresponding plan sheets. This table is to be completed with the submittal of your final Project-Specific WQMP.

Table H.1 Construction Plan Cross-reference
BMP No. or
ID
BMP Identifier and
Description
Corresponding Plan Sheet(s) BMP Location (Lat/Long)
BR 2 Bio-retention facility
Precise grading plan sheet 18
WQMP site plan
33°55’51.90” N
116°56’52.65” W
BR 3 Bio-retention facility
Precise grading plan sheet 17
WQMP site plan
33°55’50.21” N
116°56’52.90” W
BR 4 Bio-retention facility
Precise grading plan sheets 10 and
12 WQMP site plan
33°55’50.88” N
116°56’49.56” W

Note that the updated table — or Construction Plan WQMP Checklist — is only a reference tool to facilitate an easy comparison of the construction plans to your Project-Specific WQMP. Co-Permittee staff can advise you regarding the process required to propose changes to the approved Project-Specific WQMP.

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Section I: Operation, Maintenance and Funding
The Copermittee will periodically verify that Stormwater BMPs on your site are maintained and continue to operate as designed. To make this possible, your Copermittee will require that you include in Appendix 9 of this Project-Specific WQMP:

1. A means to finance and implement facility maintenance in perpetuity, including replacement cost.

2. Acceptance of responsibility for maintenance from the time the BMPs are constructed until responsibility for operation and maintenance is legally transferred. A warranty covering a period following construction may also be required.

3. An outline of general maintenance requirements for the Stormwater BMPs you have selected.

4. Figures delineating and designating pervious and impervious areas, location, and type of Stormwater BMP, and tables of pervious and impervious areas served by each facility. Geo- locating the BMPs using a coordinate system of latitude and longitude is recommended to help facilitate a future statewide database system.

5. A separate list and location of self-retaining areas or areas addressed by LID Principles that do not require specialized O&M or inspections but will require typical landscape maintenance as noted in Chapter 5, pages 85-86, in the WQMP Guidance. Include a brief description of typical landscape maintenance for these areas.

Your local Co-Permittee will also require that you prepare and submit a detailed Stormwater BMP Operation and Maintenance Plan that sets forth a maintenance schedule for each of the Stormwater BMPs built on your site. An agreement assigning responsibility for maintenance and providing for inspections and certification may also be required.

Details of these requirements and instructions for preparing a Stormwater BMP Operation and Maintenance Plan are in Chapter 5 of the WQMP Guidance Document.

Maintenance Mechanism: Covenant and Agreement with City of Beaumont Will the proposed BMPs be maintained by a Home Owners’ Association (HOA) or Property Owners Association (POA)?
Y N

Include your Operation and Maintenance Plan and Maintenance Mechanism in Appendix 9. Additionally, include all pertinent forms of educational materials for those personnel that will be maintaining the proposed BMPs within this Project-Specific WQMP in Appendix 10.

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Appendix 1: Maps and Site Plans
Location Map, WQMP Site Plan and Receiving Waters Map

Page 142 of 1234 ends

PROJECT LOCATION
31-AUG-2020JOB 2019_23 PLOTTED:D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23exb06_Vic Map.dgn

VICINITY MAP

NOT TO SCALEHIGHLAND SPRINGS AVEW RAMSEY ST
UPRR
10 W WILSON ST
ALEGHENY STW 5TH ST

Page 143 of 1234 ends

X2589.5
X2589.6 2590X2590.6
X2590.6
2591
X2591.5
X2591.5 ASPH.2592X2592.5 2593X2593.5
X2593.5
X2589.3
2590
X2590.8
2591
X2591.2
X2591.3
X2591.4
X2591.5
X2591.5
X2591.7
CONC.
2592
2592
X2592.5
X2592.6
X2592.6
2592.7 2593CONC.

X2593.2
X2593.2
2593.4
X2593.8
2 5
9 4
X2595.3
X2595.4
X2595.7
X2595.8
25962596
X2596.3
X2596.3
X2597.5

DENSE TREES

18.00'

PRIVATE STORAGE CHAMBERS

PIPE CONNECTION TO

PROJECT LOCATION

SIDEWALK DRAIN

PROPOSED UNDER

WITH SOLID ROOF

PROPOSED TRASH ENCLOSURE

WITH SOLID ROOF

PROPOSED TRASH ENCLOSURE
DCV = 301.6 CF
Dgravel = 1.0'
Dsoil = 2.0'
A = 208 SF
BR 2
DCV = 338.4 CF
Dgravel = 1.0'
Dsoil = 2.0'
A = 240 SF
BR 3
DCV = 2,915.56 CF
Dgravel = 1.0'
Dsoil = 3.0'
A = 1,688 SF
BR 4

INTERCEPTOR

PROPOSED GREASE
1-3" CRUSHED STONE

PAVEMENT
BASE
1"-3" STONE FOUNDATION

SUITABLE SUB-GRADE

NON-WOVEN GEOTEXTILE
PRINSCO HYDROSTOR HS180 CHAMBER (TYP)

INITIAL BACKFILL
HS180 CHAMBER SYSTEM

PRINSCO HYDROSTOR

OVERFLOW INLET

86.85 IE

91.10 TG

84.43 IE 6"

87.61 IE 15"

90.61 TG

85.60 IE

92.78 TG

90.75 IE

94.00 TG

91.50 IE

94.75 TG

89.39 IE

92.37 TG

84.86 IE

WITH SOLID ROOF

PROPOSED VACUUM ENCLOSURE
BE DEPRESSED 2.2 INCHES.

DMA 5 SELF RETAINING AREA TO

UNDISTURBED NATURAL GROUND

FINISHED GRADE

0.5" - 1.5" CLEAN GRAVEL

SEE NOTES BELOW

ENGINEERED SOIL MEDIA,

TO OVERFLOW BASIN
6" PERFORATED PIPE TIED

PRECISE GRADING PLAN

OVERFLOW BASIN PER

PONDING LIMIT

FG PER PRECISE GRADING PLAN

GRADING PLAN

IE PER PRECISE

GRADING PLAN

IE PER PRECISE

PRECISE GRADING PLAN

TO PARKWAY DRAIN PER

PROPOSED SUMP AND PUMP

PER PRECISE GRADING PLAN

PROPOSED PARKWAY DRAIN
6" PERFORATED PIPE
6" PERFORATED PIPE
6" PERFORATED PIPE
6" PERFORATED PIPE
8" PIPE
8" PIPE
8" PIPE
8" PIPE
8" PIPE 8" PIPE
15" PIPE
15" PIPE
15" PIPE

FIRST FLUSH SEDIMENT ROW
DMA 1
DMA 2
DMA 3
DMA 4
DMA 5

VICINITY MAP

NOT TO SCALEHIGHLAND SPRINGS AVEW RAMSEY ST
UPRR
10 W WILSON ST
ALEGHENY STW 5TH ST
e n g i n e e r i n g, i n c
MTH2 (951) 850-2190
Riverside, CA 92506
639 Lakewood Drive
urban design and planning
civil water resources storm water
www.mth2engineering.com
SCALE: 1" = 20'
20 0 20 40

EXISTING CAR WASH

BUILDING A

AUTO SERVICE

EXISTING

BUILDING B
3456NOTES
APN 419-150-047
LOT 27
APN 419-150-027
LOT 26
APN 419-150-026
LOT 25

DMA SURFACE TYPE AREA SUMMARY

BIO-RETENTION FACILITY

16.00'13.00'30.00'8.00'92.00'77.8"
8"12"45.5"9"12"8' MAX23.5" MINSF Total 2609.02
SF 1027.06Landscape (Self-retaining)
SF 1581.96Concrete or Asphalt (Drains to self-retaining) DMA 5
SF Total51198.29
SF 6187.45Landscape
SF 2970.73Roofs
SF42040.11Concrete or Asphalt
DMA 4
SF Total 5246.26
1225.82 SFLandscape
SF 3214.17Roofs
SF 806.28Concrete or Asphalt
DMA 3
SF Total 5068.80
SF 1039.10Landscape
SF 3214.33Roofs
SF 815.36Concrete or Asphalt
DMA 2
SF Total 1696.67
SF 1696.67Landscape (Self-treating)
DMA 1
PRINSCO HYDROSTOR HS180 CHAMBER SYSTEM

NOT A PART

NOT A PART
17-AUG-2022JOB 2019_23 PLOTTED:D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23exb04_WQMP.dgn

IN THE CITY OF BEAUMONT, CALIFORNIA
HIGH SAND, INC.

HIGHLAND SPRINGS REMODEL AND DEVELOPMENT

WQMP SITE PLAN
GUIDANCE DOCUMENT, AND DOES NO RUN-ON TO THE PROPOSED PROJECT.

THE SANTA ANA REGION WATER QUALITY MANAGEMENT PLAN TECHNICAL THRESHOLDS LISTED PER TABLE 1-1 "PRIORITY DEVELOPMENT CATEGORIES" IN THE REDEVELOPMENT PROPOSED WITHIN LOT 27 DOES NOT MEET THE MINIMUM THE EXISTING DEVELOPED SITE WITHIN LOT 27 (APN 419-150-047) IS NOT A PART. 2.

CURB A MINIMUM OF 1" UNLESS OTHERWISE NOTED.

LANDSCAPE AREAS TO BE DEPRESSED BELOW ADJACENT HARDSCAPE OR TOP OF 1.

BMP GEO-LOCATIONS

INDICATES DMA BOUNDARY

INDICATES BUILDING ROOF

INDICATES LANDSCAPE

INDICATES FLOW DIRECTION
LEGEND

INDICATES PC CONCRETE PAVEMENT

INDICATES OVERFLOW INLET

INDICATES BIO-RETENTION FACILITY

INDICATES STORM DRAIN PIPE
6"
Dsoil PER PLAN
6' MIMINUM TOP WIDTH
4:1 SIDE SLOPE 4:1 SIDE SLOPE
THAT THE NITROGEN DOES NOT LEACH FROM THE MEDIA.

THE ORGANIC COMPONENT SHALL BE NITROGEN STABILIZED COMPOST, SUCH 3.

CLAY 5%-10%
SILT15%-20%
SAND70%-80%
THE RANGES BELOW:

THE MINERAL COMPONENT SHALL BE CLASS A SANDY LOAM TOPSOIL MEETING 2.

ORGANIC COMPONENTS BY VOLUME, DRUM MIXED PRIOR TO PLACEMENT.

ENGINEERED SOIL MEDIA SHALL BE COMPRISED OF 85% MINERAL AND 15% 1.

NOTES:
1'
--- ---SELF-RETAININGDMA 5/LANDSCAPE
2914.6 CF 2851.5 CFBIO-RETENTION FACILITYDMA 4/BR-4
338.4 CF 259.9 CFBIO-RETETNION FACILITYDMA 3/BR-3
301.6 CF 259.0 CFBIORETENTION FACILITYDMA 2/BR-2
--- ---SELF-TREATINGDMA 1/LANDSCAPE

PROVIDEDREQUIRED

DCV DCV LONGITUDE LATITUDE BMP DESCRIPTION DMA/ID HIGHLAND SPRINGS AVENUEWV WV
WV
WV
WV
WV
WV
VENT
EL
TS
SMH
WV
EMH
VENT
X
GM
GM
BF
EL
SCO
SCO
FDCPIV
WV
SMH XXXXPARKINGNOPARKINGNOPARKINGNOVANPOOL/EVCLEAN AIR/PARKINGNOPARKINGNOVANPOOL/EVCLEAN AIR/VANPOOL/EVCLEAN AIR/VANPOOL/EVCLEAN AIR/2590 2591
2591
259125912591 25912592
2592 2592259225922592
2592
2593
25932593
2593
2593
25 9
3 2
5 9
3 2593 25932594
25942595259325
9 3 25932594
2594
2594
25942594
25942594
25942594
2594
2595
2595
2595
2595
2595
2595 259125912592259225932593Page 144 of 1234

PROJECT LOCATION
SAN TIMOTEO REACH 3

YUCAIPA CREEK

SAN TIMOTEO WASH

PRADO DAM
SANTA ANA RIVER REACH 5
SANTA ANA RIVER REACH 4
SANTA ANA RIVER REACH 3
e n g i n e e r i n g, i n c
MTH2 (951) 850-2190
Riverside, CA 92506
639 Lakewood Drive
urban design and planning
civil water resources storm water
www.mth2engineering.comNTS

RECEIVING WATERS MAP
D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23exb04_WQMP.dgn 10-MAR-2022JOB 2019_23 PLOTTED:Page 145 of 1234

- 30 -

Appendix 2: Construction Plans
Precise Grading and Drainage Plan

Page 146 of 1234 ends

BOL
BOL
BOL

PROJECT LOCATION

ENGINEER'S NOTES TO CONTRACTOR

WORK TO BE DONE
CONSTRUCTION ("GREENBOOK").

AND THE 2021 EDITION OF THE STANDARD SPECIFICATIONS FOR PUBLIC WORK

TO THIS PLAN, THE CURRENT CITY OF BEAUMONT STANDARDS AND SPECIFICATIONS,

THESE IMPROVEMENTS CONSIST OF THE FOLLOWING WORK TO BE DONE ACCORDING PLACEMENT AND CONFIGURATION OF THE IMPROVEMENTS ON THE SITE.

PLAN. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE ACCURATE WRITTEN DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALE. DO NOT SCALE 8.

EXACT MEANING, SHALL BE DIRECTED TO THE ENGINEER OF RECORD.

BE CONSTRUCTION STANDARDS. QUESTIONS REGARDING THE SAME, OR THEIR ALL SYMBOLS AND ABBREVIATIONS SHOWN ON THIS PLAN ARE CONSIDERED TO 7.

ALL WORK.

THE CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS AND APPROVALS FOR 6.

PROTECTION TO THESE LINES.

THIS WORK, WHETHER OR NOT SHOWN HERE ON, AND FOR ANY DAMAGE OR

EXCAVATION TO DETERMINE THE EXACT LOCATIONS OF ALL LINES AFFECTING

NOTIFYING ALL UTILITY AND IRRIGATION COMPANIES PRIOR TO WORK OR LOCATIONS ARE NOT SHOWN. THE CONTRACTOR SHALL BE RESPONSIBLE FOR

EXACT LOCATION OF SAID LINES NOR FOR UTILITY OR IRRIGATION LINES WHOSE AVAILABLE RECORDS. THE CIVIL ENGINEER ASSUMES NO LIABILITY AS TO THE

OR STRUCTURES SHOWN ON THIS PLAN ARE OBTAINED BY A SEARCH OF THE THE EXISTENCE AND APPROXIMATE LOCATIONS OF ANY UNDERGROUND UTILITIES 5.

FROM THE SOLE NEGLIGENCE OF THE OWNER OR ENGINEER.

PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTION FOR LIABILITY RISING

FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE

DEFEND, INDEMNIFY AND HOLD THE OWNER AND CIVIL ENGINEER HARMLESS

LIMITED TO NORMAL WORKING HOURS, AND THAT THE CONTRACTOR SHALL

PROPERTY, THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE

CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND

RESPONSIBILITY FOR JOBSITE CONDITIONS DURING THE COURSE OF CONTRACTOR FURTHER AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE 4.

COMPLIANCE WITH SAID REGULATIONS AND ORDERS.

RESPONSIBLE IN ANY WAY FOR THE CONTRACTOR'S AND SUB-CONTRACTOR'S CONSTRUCTION SAFETY ORDERS. THE CIVIL ENGINEER SHALL NOT BE

LABOR AND THE STATE OF CALIFORNIA DEPARTMENT OF INDUSTRIAL RELATIONS OCCUPATIONAL SAFETY AND HEALTH REGULATIONS OF THE U.S. DEPARTMENT OF ALL CONTRACTORS AND SUB-CONTRACTORS SHALL COMPLY WITH THE 3.

PROTECTED.

EMPLOYEES ARE PROVIDED A SAFE PLACE TO WORK AND THE PUBLIC IS

RELATED TO THIS PLAN SHALL CONDUCT THEIR OPERATIONS SO THAT ALL ALL CONTRACTORS AND SUB-CONTRACTORS PERFORMING WORK SHOWN ON OR 2.

SAID WORK.

RECORD'S ATTENTION IN WRITING FOR CLARIFICATION PRIOR TO INSTALLATION OF

PLANS AND SPECIFICATIONS, IT SHALL BE BROUGHT TO THE ENGINEER OF CONDITIONS. SHOULD THERE BE AN OMISSION OR DISCREPANCY BETWEEN SAID

CONSULTING PROFESSIONAL'S PLANS, SPECIFICATIONS, OR EXISTING

ANY OMISSIONS OR DISCREPANCIES BETWEEN THIS ENGINEERING PLAN, OTHER THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF RECORD IMMEDIATELY OF 1.

GENERAL NOTES
(951) 214-3333
CONTACT: ALI HARB
BEAUMONT, CA 92223
655 HIGHLAND SPRINGS AVENUE
HIGH SAND, INC.

FILE IN BOOK 19, PAGE 41 OF MAPS, RECORDS OF RIVERSIDE COUNTY, CALIFORNIA.

OF BEAUMONT, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AS SHOWN BY MAP ON LOTS 25 THRU 27 INCLUSIVE OF SCENIC VIEW SUBDIVISION, UNIT NO. 1, IN THE CITY

VICINITY MAP
NOT TO SCALEHIGHLAND SPRINGS AVEEAST 6TH ST
UPRR
10 EAST 8TH ST
W 5TH ST

W RAMSEY ST

W WILSON ST

CITY OF BEAUMONT CITY OF BANNING

LEGAL DESCRIPTION

ENGINEER/CONTACT PERSON

OWNER/APPLICANT/DEVELOPER
SCALE: 1" = 60'
60 0 60 120

BASIS OF BEARINGS
419-150-026, -027 AND -046
JANUARY 1993 ADJUSTMENT
ELEVATION = 2573.37 FEET NAVD 88 DATUM
CONCRETE BRIDGE ABUTMENT.

OF RAILROAD, FOUND 3 1/4 INCH MWD STANDARD ALUMINUM DISK SET FLUSH IN CENTERLINE OF HIGHLAND SPRINGS AVE., 20 FEET (6.1 M) NORTH OF THE NORTH RAIL RAILROAD OVER HIGHLAND SPRINGS AVE., 60 FEET (18.3 M) WEST OF THE

IN BANNING, AT THE NORTHWEST BRIDGE ABUTMENT FOR SOUTHERN PACIFIC PID DX5401NGS BENCHMARK DESIGNATION 400
ZONE X PER FIRM MAP NO. 06065C0812G, EFFECTIVE DATE AUG 28, 2008

ASSESSOR'S PARCEL NUMBERS

FEMA FLOODZONE

BENCHMARK
RECORDER OF RIVERSIDE COUNTY, STATE OF CALIFORNIA.

NO. 1, FILED IN BOOK 19, PAGE 41 OF MAPS IN THE OFFICE OF THE COUNTY

THE BASIS OF BEARINGS IS THE CENTERLINE OF GLEN EYRIE AVENUE (HIGHLAND

STANDARD DRAWINGS NOTE
*** STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION
** EMWD SEWER STANDARD DRAWINGS
* RCFC&WCD STANDARD MANUAL
STANDARDS AND SPECIFICATIONS UNLESS NOTED OTHERWISE:

ALL STANDARD DRAWINGS ARE COUNTY OF RIVERSIDE ROAD IMPROVEMENT

DECLARATION OF RESPONSIBLE CHARGE
PROJECT DESIGN.

DOES NOT RELIEVE ME AS ENGINEER OF WORK OF MY RESPONSIBILITIES FOR

CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY OF BEAUMONT DESIGN IS CONSISTENT WITH CURRENT STANDARDS. I UNDERSTAND THAT THE DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE, AND THAT THE

HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT AS

I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT, THAT I DATE:
(MARTEN L. ANDERSON, RCE 51313)
BY:

TELEPHONE: (951) 850-2190
CITY, ST: RIVERSIDE, CA
ADDRESS: 639 LAKEWOOD DRIVE
FIRM: MTH2 ENGINEERING, INC.
17-OCT-2022

PRIVATE ENGINEERS NOTICE TO CONTRACTOR(S)
ACCEPTABLE SOLUTION AND REVISING THE PLANS FOR APPROVAL BY THE CITY.

THE PRIVATE ENGINEER SHALL BE RESPONSIBLE FOR DETERMINING AN

DISCREPANCIES ARISING AFTER CITY APPROVAL OR DURING CONSTRUCTION, THE ACCURACY AND ACCEPTABILITY OF THE DESIGN HEREON. IN THE EVENT OF THE PRIVATE ENGINEER SIGNING THESE PLANS IS RESPONSIBLE FOR ASSURING 4.

TO BIDDING FOR CONSTRUCTION.

CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ALL QUANTITIES PRIOR QUANTITIES SHOWN HEREON ARE PROVIDED FOR BIDDING PURPOSES ONLY. 3.

UTILITIES OR STRUCTURES CONCERNED BEFORE STARTING WORK.

IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO NOTIFY THE OWNER OF ALL 2.

TO THESE LINES OR STRUCTURES

THESE PLANS AND IS RESPONSIBLE FOR THE PROTECTION OF, AND ANY DAMAGE

UTILITIES SHOWN, AND ANY OTHER LINES OR STRUCTURES NOT SHOWN ON

IS REQUIRED TO TAKE ALL PRECAUTIONARY MEASURES TO PROTECT THE EXISTING UTILITIES EXCEPT THOSE SHOWN ON THESE PLANS. THE CONTRACTOR AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE, THERE ARE NO

STRUCTURES SHOWN ON THESE PLANS ARE OBTAINED BY A SEARCH OF THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES OR 1. 1 TITLE SHEET1" = 60'

SEE SHEET ABOVE RIGHT

IN THE CITY OF BEAUMONT
HIGH SAND, INC.

HIGHLAND SPRINGS REMODEL AND DEVELOPMENT

PRECISE GRADING PLAN
(951) 850-2190
CONTACT: MARTEN L. ANDERSON
RIVERSIDE, CA 92506
639 LAKEWOOD DRIVE
MTH2 ENGINEERING, INC.

ESTIMATED EXCAVATION:

ESTIMATED EMBANKMENT:

GRADING TOLERANCE NOTE

ESTIMATED GRADING QUANTITIES

GEOTECHNICAL ENGINEER'S CERTIFICATE
THIS PROJECT IS DESIGNED TO BALANCE.

PURPOSES ONLY AND ARE NOT TO BE USED FOR FINAL PAY QUANTITIES.

NOTE: THE GRADING QUANTITIES SHOWN HEREON ARE RAW QUANTITIES FOR PERMIT FINISHED SURFACE THAT WILL NOT POND.

TOLERANCES RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY OF PROVIDING A O.5' OF THE LOCATION SHOWN ON THESE PLANS. IN NO WAY DO THE ABOVE ELEVATIONS SHOWN ON THESE PLANS. ALL SLOPES SHALL BE CONSTRUCTED WITHIN GRADING SHALL BE DONE WITHIN A TOLERANCE OF 0.1' OF THE GRADES AND

SHEET INDEX
PHASE 1:

ESTIMATED EXCAVATION:

ESTIMATED EMBANKMENT:

PHASE 2:

DATENAME
BEAUMONT, CALIFORNIA" DATED MAR 16,2020.

COMPLEX, 675 AND 695 N. HIGHLAND SPRINGS AVE (APN 419-150-026 & -027) , CITY OF INVESTIGATION AND INFILTRATION TESTS REPORT, ENTITLED "PROPOSED OFFICE REPORT PREPARED BY SOIL EXPLORATION COMPANY, INC. PRELIMINARY SOIL

CONFORMANCE WITH THE RECOMMENDATIONS AS OUTLINED IN THE GEOTECHNICAL

THIS PLAN HAS BEEN REVIEWED BY THE UNDERSIGNED AND FOUND TO BE IN 700 C.Y.
250 C.Y.
1,200 C.Y.
350 C.Y.

SHEET 10
SHEET 11, 18 SHEET 12, 19
HORIZONTAL CONTROL SHEET PHASE 2SHEET 20
CONSTRUCTION SHEET PHASE 2SHEET 19
CONSTRUCTION SHEET PHASE 2SHEET 18
CONSTRUCTION SHEET PHASE 2SHEET 17
DEMOLITION SHEET PHASE 2SHEET 16
DEMOLITION SHEET PHASE 2SHEET 15
DEMOLITION SHEET PHASE 2SHEET 14
HORIZONTAL CONTROL SHEET PHASE 1SHEET 13
CONSTRUCTION SHEET PHASE 1SHEET 12
CONSTRUCTION SHEET PHASE 1SHEET 11
CONSTRUCTION SHEET PHASE 1SHEET 10
CONSTRUCTION SHEET PHASE 1SHEET 9
DEMOLITION SHEET PHASE 1SHEET 8
DEMOLITION SHEET PHASE 1SHEET 7
DEMOLITION SHEET PHASE 1SHEET 6
DEMOLITION SHEET PHASE 1SHEET 5
DETAIL SHEETSHEET 4
DETAIL SHEETSHEET 3
NOTES AND SECTIONS SHEETSHEET 2
TITLE SHEETSHEET 1
HAUL ROUTE OR ADJACENT STREETS AS A RESULT OF THE GRADING OPERATION.

CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEBRIS OR DAMAGE OCCURRING ALONG THE ENGINEER FOR APPROVAL TWO FULL WORKING DAYS PRIOR TO BEGINNING OF WORK. THE ALL OFF-SITE HAUL ROUTES SHALL BE SUBMITTED BY THE CONTRACTOR TO THE CITY 29.

AND 6:00 P.M. MONDAY THROUGH FRIDAY.

TIME PERIOD. CONSTRUCTION ACTIVITIES WILL BE LIMITED TO THE PERIOD BETWEEN 7:00 A.M.

LIMITED BY THE NOISE ORDINANCE TO THE LIMIT OF DECIBELS SPECIFIED FOR THE AREA AND NOISE ORDINANCE SET FORTH BY THE CITY MUNICIPAL CODE. ALL OPERATIONS SHALL BE ALL OPERATIONS CONDUCTED ON THE SITE OR ADJACENT THERETO SHALL ADHERE TO THE 28.

STREETS AFFECTED BY THE CONSTRUCTION.

ALL TIMES. THE DEVELOPER SHALL BE RESPONSIBLE FOR ANY CLEAN UP ON ADJACENT

ADJACENT STREETS SHALL BE KEPT CLEAN OF SEDIMENT, DEBRIS AND OTHER NUISANCES AT SANITARY CONDITION AT ALL TIMES AND TO THE SATISFACTION OF THE CITY'S INSPECTOR. THE THE CONTRACTOR SHALL MAINTAIN ADJACENT STREETS IN A NEAT, SAFE, CLEAN AND 27.

REPORT IS SUBMITTED TO AND APPROVED BY THE PUBLIC WORKS DEPARTMENT.

TRENCHING FOR UTILITIES AND STRUCTURES IS NOT ALLOWED UNTIL A SOIL COMPACTION 26. (800) 611-1911SOUTHERN CALIFORNIA EDISONe.
(951) 845-9581BEAUMONT CHERRY VALLEY WATER DISTRICTd.
(951) 423-1391SOUTHERN CALIFORNIA GAS COMPANYc.
(877) 486-5667FRONTIERb.
(951) 769-8520CITY OF BEAUMONTa.

COMMENCING ANY CONSTRUCTION OR GRADING:
8-1-1 AND THE FOLLOWING UTILITY OR AGENCIES A MINIMUM OF TWO WORKING DAYS PRIOR TO CONTRACTOR SHALL NOTIFY UNDERGROUND SERVICE ALERT TWO DAYS BEFORE DIGGING AT 25.

REPORT OF WASTE DISCHARGE FOR RIVERSIDE COUNTY PERMITTEES.

STORMWATER AS WELL AS BEST MANAGEMENT PRACTICES IDENTIFIED IN THE CURRENT BEAUMONT'S BEST MANAGEMENT PRACTICES AND BEAUMONT’S DRAINAGE MASTER PLAN FOR

GREASE TD PREVENT POLLUTION IN STORM WATER RUNOFF IN COMPLIANCE WITH THE CITY OF

PROVIDED WITH ADEQUATE CAPABILITIES TO FILTER AND RETAIN SEDIMENT, GRIT, OIL, AND ALL STORM DRAINS, CATCH BASINS, AND STORM WATER RUNOFF STRUCTURES WILL BE 24.

MUST BE APPROVED PRIOR TO BUILDING PERMIT FINAL INSPECTION FOR EACH LOT.

ADVANCE REQUESTING FINISH LOT GRADE AND DRAINAGE INSPECTION. THIS INSPECTION THE CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS DEPARTMENT AT LEAST 24 HOURS IN 23.

PLANS FOR ALL GRADING DESIGNATED AS "ENGINEERED GRADING”.

COMPLETION OF FINAL GRADING STATING SUBSTANTIAL CONFORMANCE WITH THE APPROVED DEPARTMENT AND THE PUBLIC WORKS DEPARTMENT A FINAL GEOTECHNICAL REPORT OF 22.

A GEOTECHNICAL ENGINEER OR GEOLOGIST SHALL SUBMIT TO THE BUILDING AND SAFETY 21.

REQUIRED, THE ACTUAL DISTANCE ABOVE THE ADJACENT GROUND SHALL BE GIVEN.

SHALL BE GIVEN. IF AN ELEVATION WITH RESPECT TO ADJACENT GROUND SURFACE IS A PAD CERTIFICATION FOR ALL PADS. THE ELEVATION WITH RESPECT TO MEAN SEA LEVEL A LAND SURVEYOR OR ENGINEER AUTHORIZED TO PRACTICE LAND SURVEYING SHALL SUBMIT 20.

INCLUDE LINE GRADES, ELEVATIONS, AND LOCATION OF CUT/FILL SLOPES.

REQUESTING INSPECTION AND ISSUANCE OF BUILDING PERMITS. CERTIFICATIONS SHALL

THE BUILDING AND SAFETY DEPARTMENT AND THE PUBLIC WORKS DEPARTMENT PRIOR TO

SUBSTANTIAL CONFORMANCE WITH THE APPROVED GRADING PLAN, SHALL BE SUBMITTED TO A FINAL GEOTECHNICAL REPORT OF COMPLETION OF THE ROUGH GRADING, STATING 19.

COMPACTION REPORT FOR ALL FILLS OVER 1' DEEP.

SHALL VERIFY THAT ALL FILL HAS BEEN PROPERLY PLACED AND WHO SHALL SUBMIT A FINAL ALL GRADING SHALL BE CONTINUOUSLY OBSERVED BY A COMPETENT SOILS ENGINEER WHO 18.

GEOLOGIST PRIOR TO PLACEMENT OF FILL MATERIAL.

APPROVED BY A SUITABLY QUALIFIED AND REGISTERED GEOTECHNICAL ENGINEER OR KEYED, AND BENCHED INTO FIRM NATURAL SOIL FOR FULL SUPPORT. PREPARATION SHALL BF IF STEEP SLOPING TERRAIN OCCURS UPON WHICH FILL IS TO BE PLACED. IT MUST BE CLEARED, 17.

BACKFLOW PREVENTION DEVICE PER CITY REQUIREMENTS.

PROVIDED WITH AN IN-GROUND IRRIGATION SYSTEM COMPLETE WITH AN APPROPRIATE GROUND COVER. SLOPES EQUAL TO OR GREATER THAN 4' IN VERTICAL HEIGHT SHALL BE A COMBINATION OF SHRUBS AND TREES NOT TO EXCEED 15' IN ADDITION TO A GRASS MIX APPROVED TREES SPACED NOT TO EXCEED 20' ON CENTER OR SHRUBS NOT TO EXCEED 10' OR AT 12" ON CENTER. SLOPES EXCEEDING 15' IN VERTICAL HEIGHT SHALL BE PLANTED WITH ALL SLOPES REQUIRED TO BE PLANTED SHALL BE PLANTED WITH APPROVED GROUND COVER 16.

INSPECTION

ACCORDANCE WITH CITY OF BEAUMONT REQUIREMENTS PRIOR TO FINAL GRADING

WITH GRASS OR GROUND COVER TO PROTECT THE SLOPE FROM EROSION AND INSTABILITY IN CUT AND FILL SLOPES EQUAL TO OR GREATER THAN 3’ IN VERTICAL HEIGHT SHALL BE PLANTED 15.

FOR A MINIMUM OF 10'.

FINISH GRADE SHALL BE SLOPED AWAY FROM ALL EXTERIOR WALLS AT NOT LESS THAN 5% 14.

OPERATIONS.

DRAINAGE PROVISIONS MUST BE USED TO PROTECT ADJOINING PROPERTIES DURING GRADING

ESPECIALLY DURING STORM CONDITIONS, PROTECTIVE MEASURES AND TEMPORARY ALL EXISTING DRAINAGE COURSES ON THE PROJECT SITE SHALL CONTINUE TO FUNCTION, 13.

NO OBSTRUCTION OF FLOODPLAIN OR NATURAL WATER COURSES SHALL BE PERMITTED.12.

0.2' DEEP AND BE CONSTRUCTED A MINIMUM OF 2' FROM THE TOE OF CUT OR FILL SLOPES.

THAN 10'. 2% IF CUT OR FILL IS GREATER THAN 10'. DRAINAGE SWALES SHALL BE A MINIMUM OF MINIMUM BUILDING PAD AND DRAINAGE SWALE SLOPE SHALL BE 1% IF CUT OR FILL IS LESS 11.

SLOPES.

PROVIDE A BROW DITCH DESIGNED TO HANDLE 100 YR STORM FLOWS ALONG THE TOP OF CUT 10.

OVER 5' HIGH.

PROVIDE A 5' WIDE BY 1' HIGH BERM OR EQUIVALENT ALONG THE TOP OF ALL FILL SLOPES 9.

SHALL BE SUBMITTED BY A SOILS ENGINEER TO THE PUBLIC WORKS DEPARTMENT.

STABILITY CALCULATIONS WITH A FACTOR OF SAFETY OF AT LEAST ONE AND FIVE TENTHS (1.5) 8.

MAXIMUM CUT AND FILL SLOPE = 2: 1 EXCEPT WHERE SPECIFICALLY APPROVED OTHERWISE.7.

DEBRIS, TOPSOIL AND OTHER DELETERIOUS MATERIAL.

NO FILL SHALL BE PLACED ON EXITING GROUND THAT HAS NOT BEEN CLEARED OF WEEDS. 6.

DUST SHALL BE CONTROLLED BY WATERING OR OTHER APPROVED METHODS.5.

ADJACENT PROPERTIES.

PROVIDED TD PREVENT PONDING WATER, SEDIMENT TRANSPORTATION, AND DAMAGE TO

DRAINAGE STRUCTURES, TEMPORARY DRAINAGE AND EROSION CONTROL SHOULD BE DURING ROUGH GRADING OPERATIONS AND PRIOR TO CONSTRUCTION OF PERMANENT 4.

COMMENCEMENT OF ANY CONSTRUCTION /GRADING.

ALL PROPERTY CORNERS SHALL BE CLEARLY DELINEATED IN THE FIELD PRIOR TO 3.

OTHER APPROPRIATE AGENCIES.

NO WORK SHALL COMMENCE UNTIL ALL PERMITS HAVE BEEN OBTAINED FROM THE CITY AND 2.

WORKS CONSTRUCTION "LATEST EDITION" AND RECOMMENDATIONS OF THE SOILS ENGINEER.

CALIFORNIA BUILDING CODE, APPENDIX J, THE STANDARD SPECIFICATIONS FOR PUBLIC ALL GRADING SHALL CONFORM TO THE CITY OF BEAUMONT ORDINANCES, CURRENT ADOPTED 1.ALLEGHENY STSHEET 9, 17 HIGHLAND SPRINGS AVENUEPARKING NO

VANPOOL/EV

CLEAN AIR/

VANPOOL/EV
CLEAN AIR/PARKINGNOPARKINGNOPARKINGNOPARKINGNOPARKINGNOVANPOOL/EVCLEAN AIR/PARKINGNOPARKINGNOVANPOOL/EVCLEAN AIR/VANPOOL/EVCLEAN AIR/VANPOOL/EVCLEAN AIR/20 D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23pgp01.dgn e n g i n e e r i n g, i n c
MTH2 (951) 850-2190
Riverside, CA 92506
639 Lakewood Drive
urban design and planning
civil water resources storm water
www.mth2engineering.com
R
Call at least 2 working days prior to excavating.
before you dig.Call
.belowKnow what's
CAUTION:

START OF CONSTRUCTION.

VERIFY IN FIELD PRIOR TO
UNKNOWN. CONTRACTOR TO

UNDERGROUND FACILITIES IS

EXACT LOCATION OF EXISTING
17-OCT-2022JOB 2019_23 PLOTTED:

BY MARK APPR.DATE

ENGINEER CITY

DESCRIPTION

R E V I S I O N S DATE
DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION
Reviewed By:

Staff Engineer
for Approval By:

Recommended
Approved By:

Administrative Engineer
City Engineer/Director of Public Works

CITY OF BEAUMONT, CALIFORNIA
FILE NO:

S H E E T

OF SHEETS
TEL: (951) 769-8520 FAX: (951) 769-8526
Beaumont, CA 92223
550E. 6th St
Date:

Date:

R.C.E. 51313

ENGINEER OF WORK
PRECISE GRADING PLANS FOR:

SEP, 2021
MTH2
MTH2
MTH2
2019_23
BENCHMARK:

AND DEVELOPMENT

HIGHLAND SPRINGS REMODEL
17-OCT-2022
PW2021-0785REENIG

NE LANOISSEFORP DERET

SIGERAINROFILAC FO ETAT

SLIVICNOS
REDNA .L NETRAMNo. 51313
Exp. 6-30-24
WDID NO. 8 33C398692

Page 147 of 1234 ends

BOL
99 24.50
100
VENT

EXISTING GROUND

ALLEY RIGHT-OF-WAY EXISTING BUILDING
PROPOSED 8" TYPE D CURB
PROPOSED 6" TYPE D CURB
PROPOSED 6" TYPE D CURB PROPOSED EDGE OF PAVEMENT

PROPOSED WALKWAY
6" PONDING DEPTH
Dgravel=1.0'
Dsoil=3.0'
A=1,688 SF
BR4
PROPOSED 6" TYPE D CURB

PROPOSED RIGHT-OF-WAY

VAR SLOPE
4:1 SLOPE

EXISTING GROUND
PROPOSED 6" TYPE D CURB

PROPOSED WALKWAY

AND PROPOSED FACE OF WALL

EXISTING PROPERTY LINE

PROPOSED WALKWAY

EXISTING GROUND

EXISTING PROPERTY LINE

PROPOSED RIBBON GUTTER
PROPOSED 6" TYPE D CURB
PROPOSED 6" TYPE D CURB
PROPOSED 6" TYPE D CURB
PROPOSED A-6 TYPE D CURB
PROPOSED 6" TYPE D CURB

PROPOSED WALKWAY

PROPOSED FULL DEPTH AC PAVEMENT
2 ASPHALT CONCRETE

AMERICANS WITH DISABILITIES ACT

BEGIN CURVE

BEST MANAGEMENT PRACTICE

CALIFORNIA BUILDING CODE

CURB FACE

CENTERLINE

CONCRETE

DRAWING

END CURVE

FINISHED FLOOR ELEVATION

FINISHED GRADE

FLOWLINE

FINISHED SURFACE

GRADE BREAK

HIGH DENSITY POLYETHYLENE

HIGH POINT

INVERT ELEVATION

LOW POINT

MAXIMUM

MINIMUM
NUMBER

PORTLAND CEMENT CONCRETE

PAD ELEVATION

PROPERTY LINE

POLYVINYL CHLORIDE

REINFORCED CONCRETE PIPE

RIGHT-OF-WAY

SQUARE FEET

STORM WATER POLLUTION PREVENTION PLAN

TOP OF CURB

TOP OF GRATE

TYPICAL

WATER QUALITY MANAGEMENT PLAN

ABBREVIATIONS
EC
DWG
FFE
GB
HDPE
FL
FG
FS
BC
BMP
AC
ADA
CL
CONC
CBC
CF
TC
TG
SF
SWPPP
WQMP
TYP
ROW
MIN
NO
IE
HP
MAX
LP
PVC
PL
RCP
PE
PCC

STD STANDARD

SSPWC STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION

SPPWC STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION

PUE PUBLIC UTILITY EASEMENT
SCO
WM
WV

EXISTING BUILDING

EXISTING CONTOUR MAJOR

EXISTING CONTOUR MINOR

EXISTING CURB

EXISTING FLOWLINE

EXISTING SEWER CLEANOUT

EXISTING BOLLARD

EXISTING FIRE DEPARTMENT CONNECTION

EXISTING FIRE HYDRANT

EXISTING SIGN

EXISTING TREE

EXISTING WATER METER

EXISTING WATER VALVE
100
99 PROPOSED BUILDING

PROPOSED CONTOUR MAJOR

PROPOSED CONTOUR MINOR

PROPOSED CURB

PROPOSED FLOWLINE

PROPOSED FIRE HYDRANT

PROPOSED SIGN

PROPOSED ELEVATION

PROPOSED EDGE OF PCC PAVING

PROPOSED EDGE OF AC PAVING

EXISTING EDGE OF AC PAVING

PROPOSED BOLLARD

EXISTING STREET LIGHT

PROPOSED FIRE SERVICE

PROPOSED IRRIGATION

EMHEXISTING ELECTRIC MANHOLE

ELEXISTING ELECTRIC BOX

EXISTING POST INDICATOR VALVE

XEXISTING POWER POLE

SDMHEXISTING STORM DRAIN MANHOLE

EXISTING SEWER MANHOLE SMH

EXISTING SEWER

EXISTING STORM DRAIN

EXISTING WATER

EXISTING SPOT ELEVATION

PROPOSED SEWER

PROPOSED WATER

PROPOSED DEMOLITION LIMITS

PROPOSED WALL - CONCRETE OR MASONRY

PROPOSED WALL - RETAINING

EXISTING FENCE - CHAINLINK

EXISTING WALL - CONCRETE OR MASONRY

PROPOSED STREET LIGHT

PROPOSED AC PAVEMENT

PROPOSED PCC PAVEMENT

PROPOSED LANDSCAPE AREA
PROPOSED STORM DRAIN (12" OR SMALLER)
PROPOSED STORM DRAIN (LARGER THAN 12")

PROPOSED GRADEBREAK LINE

EXISTING PROPERTY LINE

EXISTING EASEMENT LINE

EXISTING CENTERLINE

EXISTING BOUNDARY

EXISTING RIGHT-OF-WAY LINE

PROPOSED PROPERTY LINE

PROPOSED RIGHT-OF-WAY LINE

EXISTING EDGE OF CONCRETE
FDC
LEGEND

24.50 PIV

PROPOSED CUT/FILL LINE

PROPOSED DAYLIGHT LINE

PROPOSED GRADED SWALE

PROPOSED SAWCUT LINE

PROPOSED BMP FACILITY AREA

BFEXISTING BACKFLOW

EXISTING ELECTRIC VAULT VENT

AS NOTED
1" = 5' VERT
1" = 20' HORIZ

SECTIONA
2 1" = 5' VERT
1" = 20' HORIZ

SECTIONB
2 1" = 5' VERT
1" = 20' HORIZ

SECTIONC
2 5:1
1" = 5' VERT
1" = 20' HORIZ

SECTIOND
2 PROPOSED BUILDING
1" = 5' VERT
1" = 20' HORIZ

SECTIONE
2 PROPOSED BUILDING
CONSTRUCT 6" TYPE "D" CURB PER COUNTY OF RIVERSIDE STD NO. 204 CONSTRUCT BIO-RETENTION FACILITY PER DETAIL 2 ON SHEET NO. 3 INSTALL DETECTABLE WARNINGS PER CBC 11B-705
SUB-GRADE COMPACTED TO 95%
PLACE 6" CLASS 560-C-3250 PCC PAVEMENT PER SSPWC OVER 12" NATIVE PLACE 4" CLASS 520-A-2500 PCC PAVEMENT PER SSPWC
INSTALL 6" ADS N-12 OR PVC PERFORATED PIPE
INSTALL 8" ADS N-12 OR PVC PIPE
PLAN

CONSTRUCT COMBINATION FREESTANDING-RETAINING WALL PER STRUCTURAL CONSTRUCT TYPE A-6 CURB PER COUNTY OF RIVERSIDE STD NO. 200 CONSTRUCT SUMP AND PUMP PER DETAIL 3 ON SHEET NO. 3
INSTALL 6" ADS N-12 OR PVC PIPE
INSTALL 15" ADS N-12 OR PVC PIPE
INSTALL 15" ADS N-12 OR PVC WYE
INSTALL 15X8" ADS N-12 OR PVC ECCENTRIC REDUCER
CONSTRUCT 4' RIBBON GUTTER PER DETAIL 7 ON SHEET NO. 3
CONSTRUCT 3' RIBBON GUTTER, MATCH EXISTING
CONSTRUCT UNDERSIDEWALK DRAIN PER DETAIL 6 ON SHEET NO. 3

DRAWINGS UNDER SEPARATE COVER
GENERIC DETAIL 1 ON SHEET NO. 3 AND MANUFACTURER'S INSTALLATION CONSTRUCT PRINSCO HYDROSTOR HS180 STORMWATER CHAMBER SYSTEM PER INSTALL PARKING LOT ENTRY SIGNAGE PER DETAIL 13 ON SHEET NO. 4 APPLY 4" WIDE BLUE STRIPE

INSTRUCTIONS
INSTALL JENSEN PRECAST 6' STANDARD PARKING CURB PER MANUFACTURER'S INSTALL 8" ADS N-12 OR PVC CAP
INSTALL VAN ACCESSIBLE PARKING SIGNAGE PER DETAIL 12 ON SHEET NO. 4 CURB OPENINGS PER DETAIL 8 ON SHEET NO. 4
CONSTRUCT 6" TYPE "D" CURB PER COUNTY OF RIVERSIDE STD NO. 204 WITH CONSTRUCT 8" TYPE "D" CURB PER COUNTY OF RIVERSIDE STD NO. 204 7 4
6 5
1 2
3 PROTECT IN PLACE AS NOTED

SAWCUT AS NOTED

REMOVE AS NOTED

CONSTRUCTION NOTES AND QUANTITY ESTIMATE
1 LS
1 LS
1 EA
0 EA
1 EA
9 LF
1 EA
3 EA
2 EA
2 EA
2 EA
2 EA
1 EA
1 EA
0 LF
2 EA
1 EA
1 EA
3 EA
5 EA
1 LS
0 LF
1 LS
0 LF
0 EA
2 EA
0 EA
0 LF
0 LF
0 EA
0 EA
0 EA
0 EA
0 EA
0 EA
0 EA
0 EA
0 LF
0 LF
4 EA
1 EA
2 EA
0 EA
2 EA
PHASE 1 PHASE 2

NOTES AND SECTIONS SHEET
562 LF
292 LF
1,656 SF
120 LF
86 LF
358 LF
42 LF
123 LF
44 LF
1,123 LF
218 LF
20,083 SF
2,208 SF
133 SF
1,508 LF
749 LF
448 SF
42 LF
110 LF
229 LF
150 LF
1,095 LF
121 LF
18,757 SF
4,708 SF
69 SF
722 LF
106 LF
1 EA 0 EA
40 39
38 37
36 35
34 32
31 29
28 27
26 25
24 23
22 21
INSTALL ACCESSIBLE PARKING SIGNAGE PER DETAIL 11 ON SHEET NO. 4 CONSTRUCT FOREBAY AT RIBBON GUTTER PER DETAIL 4 ON SHEET NO. 3 CONSTRUCT FOREBAY AT UNDERSIDEWALK DRAIN PER DETAIL 5 ON SHEET NO. 3 30 PLACE FULL DEPTH AC PAVEMENT OVER COMPACTED NATIVE 0 SF451 SF

EXISTING EDGE OF UNIMPROVED ROAD
33 APPLY ACCESSIBLE PARKING STRIPING PER DETAIL 9 ON SHEET NO. 4 3 EA 3 EA APPLY CLEAN AIR/VANPOOL/EV PARKING STRIPING PER DETAIL 10 ON SHEET NO. 4 APPLY 4" WIDE WHITE STRIPE
CFS

GPM GALLONS PER MINUTE

CUBIC FEET PER SECOND
1 EA 0 EA
20 19
18 17
16 15
14 13
12 11
10 9
8 PROPOSED ADA PATH OF TRAVEL
FFE=2595.36

PROPOSED VACUUM CANOPY ARM AND FOUNDATION

PROPOSED CHAMBER SEDIMENT ROW
FGP-18F, OR APPROVED EQUAL

GRATE OR APPROVED EQUAL, WITH FLOGARD CATCH BASIN INSERT FILTER INSTALL JENSEN PRECAST 18"X18" DROP INLET WITH PEDESTRIAN FRAME AND FGP-24F, OR APPROVED EQUAL

GRATE OR APPROVED EQUAL, WITH FLOGARD CATCH BASIN INSERT FILTER INSTALL JENSEN PRECAST 24"X24" DROP INLET WITH PEDESTRIAN FRAME AND 20 D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23pgp02.dgn e n g i n e e r i n g, i n c
MTH2 (951) 850-2190
Riverside, CA 92506
639 Lakewood Drive
urban design and planning
civil water resources storm water
www.mth2engineering.com
R
Call at least 2 working days prior to excavating.
before you dig.Call
.belowKnow what's
CAUTION:

START OF CONSTRUCTION.

VERIFY IN FIELD PRIOR TO
UNKNOWN. CONTRACTOR TO

UNDERGROUND FACILITIES IS

EXACT LOCATION OF EXISTING
17-OCT-2022JOB 2019_23 PLOTTED:

BY MARK APPR.DATE

ENGINEER CITY

DESCRIPTION

R E V I S I O N S DATE
DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION
Reviewed By:

Staff Engineer
for Approval By:

Recommended
Approved By:

Administrative Engineer
City Engineer/Director of Public Works

CITY OF BEAUMONT, CALIFORNIA
FILE NO:

S H E E T

OF SHEETS
TEL: (951) 769-8520 FAX: (951) 769-8526
Beaumont, CA 92223
550E. 6th St
Date:

Date:

R.C.E. 51313

ENGINEER OF WORK
PRECISE GRADING PLANS FOR:

SEP, 2021
MTH2
MTH2
MTH2
2019_23
BENCHMARK:

AND DEVELOPMENT

HIGHLAND SPRINGS REMODEL
17-OCT-2022
PW2021-0785REENIG

NE LANOISSEFORP DERET

SIGERAINROFILAC FO ETAT

SLIVICNOS
REDNA .L NETRAMNo. 51313
Exp. 6-30-24
WDID NO. 8 33C398692

Page 148 of 1234 ends

CHAMBER SYSTEM

PIPE CONNECTION TO

SUBMERSIBLE AUTOMATIC PUMP
28 GPM MAX FLOWRATE

UNDISTURBED NATURAL GROUND

FINISHED GRADE

0.5" - 1.5" CLEAN GRAVEL

SEE NOTES BELOW

ENGINEERED SOIL MEDIA,

IE PER PLAN

TO OVERFLOW BASIN
6" PERFORATED PIPE TIED

IE PER PLAN

PONDING LIMIT

FG PER PLAN

ADJACENT CURB FACE (TYP)

1.5" WIDE (TYP)

FULL HEIGHT WEIR,

1.5" WIDE

FULL HEIGHT WEIR,

INLET PIPE
15" HDPE
24" MANIFOLD
24" MANIFOLD

TO SUMP AND PUMP
15" HDPE OUTLET PIPE
1-3" CRUSHED STONE

PAVEMENT
BASE
1"-3" STONE FOUNDATION

SUITABLE SUB-GRADE

NON-WOVEN GEOTEXTILE
PRINSCO HYDROSTOR HS180 CHAMBER (TYP)

INITIAL BACKFILL

SEDIMENT ROW

OBSERVATION PORT
HS180 CHAMBER (TYP)

PRINSCO HYDROSTOR
NO. 3 BARS AT 12" OC
NO. 3 BARS AT 5" OC

SIDEWALK FINISHED SURFACE
NO. 3 BARS AT 12" OC
NO. 3 BARS AT 5" OC

OUTLET FL PER PLAN

INLET FL PER PLAN

OVERFLOW BASIN, TG PER PLAN

JENSEN PRECAST DROP INLET

1.5" WIDE (TYP)

FULL HEIGHT WEIR,

1.5" WIDE

FULL HEIGHT WEIR,

CURB FACE

ADJACENT

LEVEL LINE

PAVEMENT
1/2" R (TYP)
NO. 4 REBAR CONTINUOUS, CENTEREDCONCRETE COVER AT BOTTOM (TYP) NO. 4 REBAR CONTINUOUS, WITH 3" MIN

COMPACTED SUB-GRADE

5.5" CLASS II AGGREGATE BASE

THICKENED EDGE
4' RIBBON GUTTER

IMPACT WALL (TYP)

THICKENED EDGE
4' RIBBON GUTTER
18" NO. 4 REBAR, CENTERED
18" NO. 4 REBAR (TYP)18" NO. 4 REBAR (TYP)

IMPACT WALL (TYP)
18" NO. 4 REBAR, CENTERED

THICKENED EDGE

UNDERSIDEWALK DRAIN

BACK OF WALKWAY (TYP)

THICKENED EDGE

UNDERSIDEWALK DRAIN

WALKWAY FINISHED SURFACE

UNDERSIDEWALK DRAIN TOP AND

FL PER PLAN

TC PER PLAN

FS PER PLAN

FL PER PLAN

FS PER PLAN FS PER PLAN

LOAD RATED COVER
BASIN WITH ROUND H25
INLET 30" HARCO DRAIN
30" HARCO DRAIN BASIN

STAINLESS STEEL ORIFICE PLATE

MATCH TOP OF CHAMBER ARCH

TOP OF ORIFICE PLATE TO
HS180 CHAMBER

PRINSCO HYDROSTOR

BELOW LEFT, ALIGNED PER PLAN

ORIFICE PLATE PER DETAIL

COVER AND STAINLESS STEEL
WITH ROUND H25 LOAD RATED
OUTLET 30" HARCO DRAIN BASIN
24" CHAMBER OUTLET PIPE
15" OUTLET TO SUMP PUMP

PIPE UNDERDRAIN
6" PERFORATED HDPE

DRAIN BASIN

UNDERDRAIN TO HARCO
6" PIPE CONNECTION FROM

HARCO DRAIN BASIN
6" PIPE CONNECTION TO
6" UNDERDRAIN AND

INLET BOTTOM, EVENLY SPACED
CORE 5-2" DIA HOLES IN DROP

DROP INLET BOTTOM

INSTALL FILTER FABRIC OVER

WITH TRAFFIC GRATE AND FRAME
JENSEN PRECAST DI2424 DROP INLET
6" BEYOND DROP INLET ON ALL SIDES
12" LAYER OF 3/4" WASHED ROCK,

CHECK VALVE
6" PCC CURB
SEE ELECTRICAL PLAN.

IN DROP INLET, SEALED.

POWER CABLE THRU CORE

INLET PIPE

AND REDHEAD ANCHORS

GALVANIZED ANCHOR STRAP

PARKWAY DRAIN SIDEWALL

ALLOW PIPE TO PASS THRU

MODIFY JENSEN GRATE TO
DRAIN

PARKWAY

JOIN PARKWAY DRAIN
3 DETAIL SHEETAS NOTED
SEE SHEET NO. 1
1 3
6 3
6"
Dsoil PER PLAN
6' MIMINUM TOP WIDTH
4:1 SIDE SLOPE 4:1 SIDE SLOPE
THAT THE NITROGEN DOES NOT LEACH FROM THE MEDIA.

THE ORGANIC COMPONENT SHALL BE NITROGEN STABILIZED COMPOST, SUCH 3.

CLAY 5%-10%
SILT15%-20%
SAND70%-80%
THE RANGES BELOW:

THE MINERAL COMPONENT SHALL BE CLASS A SANDY LOAM TOPSOIL MEETING 2.

ORGANIC COMPONENTS BY VOLUME, DRUM MIXED PRIOR TO PLACEMENT.

ENGINEERED SOIL MEDIA SHALL BE COMPRISED OF 85% MINERAL AND 15% 1.

NOTES:
1'
2 3 NOT TO SCALE

BIO-RETENTION FACILITY DETAIL

NOT TO SCALE
SUMP AND PUMP DETAIL3
3 PLAN

SECTION
FLOW
FLOW
6"
LEVEL
6"

1.5"
6"
4 3 NOT TO SCALE
4' RIBBON GUTTER DETAIL5
3NOT TO SCALE

NOT TO SCALE

77.8"
8"12"45.5"9"12"8' MAX23.5" MINNOT TO SCALE

UNDERSIDEWALK DRAIN DETAIL
5'14"4"
4"
6"
6"
1"1.00%SECTION
PLAN
7 34'2.5'
PLAN

SECTION
FLOW
FLOW
6"
LEVEL
6"

1.5"4'2.5'
NOT TO SCALE 6"1.0"48"4"REQUIREMENTS AT FOREBAY.

SEE DETAIL 4 FOR THICKENED EDGE 3.

SHALL BE ROUNDED WITH A 1/2" RADIUS.

ALL EXPOSED CORNERS ON PCC CURB 2.
520-C-2500 CONCRETE.1.

NOTES:

FOREBAY AT RIBBON GUTTER DETAIL FOREBAY AT UNDERSIDEWALK DRAIN DETAIL 12" (TYP)
CONSTRUCT PER SSPWC 303-5.3.

ROUNDED WITH A 1/2" RADIUS.

ALL EXPOSED CORNERS ON PCC WALL SHALL BE 2.

CLASS 520-C-2500 CONCRETE.1.

NOTES:

CONSTRUCT PER SSPWC 303-5.3.

ROUNDED WITH A 1/2" RADIUS.

ALL EXPOSED CORNERS ON PCC WALL SHALL BE 2.

CLASS 520-C-2500 CONCRETE.1.

NOTES:
12"
FOREBAY.

SEE DETAIL 5 FOR THICKENED EDGE REQUIREMENTS AT 3.

SHALL BE ROUNDED WITH A 1/2" RADIUS.

ALL EXPOSED CORNERS ON UNDERSIDEWALK DRAIN 2.

CONCRETE.

UNDERSIDEWALK DRAIN SHALL BE 520-C-2500 1.

NOTES:
6"
12" (TYP)
12"
12"

1.50%

16.2"
DETAILS.

COVER FOR ADDITIONAL INFORMATION AND INSTALLATION
REFER TO MANUFACTURER'S DRAWINGS UNDER SEPARATE 2.

AND FOR GENERAL REFERENCE ONLY.

DETAILS AND DIMENSIONS HEREON ARE GENERAL IN NATURE 1.

NOTES:

ORIFICE PLATE DETAIL
PRINSCO HYDROSTOR HS180 CHAMBER SYSTEM DETAIL
20 D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23pgp03.dgn e n g i n e e r i n g, i n c
MTH2 (951) 850-2190
Riverside, CA 92506
639 Lakewood Drive
urban design and planning
civil water resources storm water
www.mth2engineering.com
R
Call at least 2 working days prior to excavating.
before you dig.Call
.belowKnow what's
17-OCT-2022JOB 2019_23 PLOTTED:

BY MARK APPR.DATE

ENGINEER CITY

DESCRIPTION

R E V I S I O N S DATE
DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION
Reviewed By:

Staff Engineer
for Approval By:

Recommended
Approved By:

Administrative Engineer
City Engineer/Director of Public Works

CITY OF BEAUMONT, CALIFORNIA
FILE NO:

S H E E T

OF SHEETS
TEL: (951) 769-8520 FAX: (951) 769-8526
Beaumont, CA 92223
550E. 6th St
Date:

Date:

R.C.E. 51313

ENGINEER OF WORK
PRECISE GRADING PLANS FOR:

SEP, 2021
MTH2
MTH2
MTH2
2019_23
BENCHMARK:

AND DEVELOPMENT

HIGHLAND SPRINGS REMODEL
17-OCT-2022
PW2021-0785REENIG

NE LANOISSEFORP DERET

SIGERAINROFILAC FO ETAT

SLIVICNOS
REDNA .L NETRAMNo. 51313
Exp. 6-30-24
WDID NO. 8 33C398692

Page 149 of 1234 ends

SLOPE TOP TO DRAIN

PAVING PER PLAN

FINISHED GRADE OR

0.080" ALUMINUM SIGN

SIGN POST
2" x 2" GALV BREAK-AWAY

SIGN POST SOCKET
2"X2" GALV BREAK-AWAY
PER CBC 11B-502.6.2

MINIMUM FINE SIGN
ADDITIONAL LANGUAGE "VAN ACCESSIBLE"
IDENTIFICATION SIGN PER CBC 11B-502.6 INCLUDING

MANUFACTURER'S INSTRUCTIONS

PER BREAK-AWAY POST

POST ANCHOR HARDWARE
12" DIA CONC FOOTING

SLOPE TOP TO DRAIN

PAVING PER PLAN

FINISHED GRADE OR

0.080" ALUMINUM SIGN

SIGN POST SOCKET
2" x 2" GALV BREAK-AWAY

SIGN POST
2" x 2" GALV BREAK-AWAY
IDENTIFICATION SIGN PER CBC 11B-502.6
PER CBC 11B-502.6.2

MINIMUM FINE SIGN
12" DIA CONC FOOTING

MANUFACTURER'S INSTRUCTIONS

PER BREAK-AWAY POST

POST ANCHOR HARDWARE

0.080" ALUMINUM SIGN
SIGN TO STATE:

PERMANENT FABRICATION OF SIGN.

ALL LETTERING TO BE 1" TALL MIN AND

SLOPE TOP TO DRAIN

PAVING PER PLAN

FINISHED GRADE OR

SIGN POST SOCKET
2"X2" GALV BREAK-AWAY

SIGN POST
2" x 2" GALV BREAK-AWAY
PER CBC 11B-502.8

ADDITIONAL SIGNAGE

MANUFACTURER'S INSTRUCTIONS

PER BREAK-AWAY POST

POST ANCHOR HARDWARE
12" DIA CONC FOOTING
PAINT STRIPES PER 11B-502.3.3
ACCESS AISLE 4" WIDE BLUE

ROUTE IS ADJACENT SIGNAGE
48" MIN CLEAR WIDTH WHEN ACCESSIBLE
SECTION 11B-502.3.3

ACCESS AISLE PER CBC

LEGEND AT EACH
12" WHITE "NO PARKING"
STRIPES PER CBC 11B-502.6.4.2
PARKING SPACE 4" WIDE BLUE PAINT

DETAIL AT RIGHT (TYP)

ISA PARKING SYMBOL PER
PER DETAIL 12 ON SHEET 4

VAN ACCESSIBLE PARKING SIGNAGE
PER DETAIL 11 ON SHEET 4

ACCESSIBLE PARKING SIGNAGE
AISLE PER CBC 11B-502.3.3

ANGLE WITHIN ACCESS

WHITE ON ASPHALT PAINT
4" WIDE BLUE ON CONCRETE,

BACK OF CURB

TO BACK OF CURB

PROJECT PAVEMENT SLOPE
6" CURB

PAVEMENT

PAVING PER PLAN

FINISHED GRADE OR

0.080" ALUMINUM SIGN

TO ATTACH TO EXISTING BUILDING
USE 2 WALL ANCHORS PER SIGN

0.080" ALUMINUM SIGN, MIN 70 SQUARE INCHES
LANGUAGE "VAN ACCESSIBLE"
PER CBC 11B-502.6 INCLUDING ADDITIONAL

WHITE WITH A BLUE BACKGROUND

REFLECTORIZED IDENTIFICATION SIGN,
PER CBC 11B-502.6.2

WHITE WITH A BLUE BACKGROUND

REFLECTORIZED MINIMUM FINE SIGN,
SECTION 11B-502.3.3

ACCESS AISLE PER CBC

LEGEND AT EACH
12" WHITE "NO PARKING"
CGBSC SECTION 5-106.5.2.1

LEGEND AT EACH ACCESS AISLE PER
12" WHITE "CLEAN AIR/VANPOOL/EV"
AISLE PER CBC 11B-502.3.3

ANGLE WITHIN ACCESS
4" WIDE WHITE PAINT

WHITE PAINT STRIPES
PARKING SPACE 4" WIDE

WHITE PAINT STRIPES
ACCESS AISLE 4" WIDE
4 DETAIL SHEETAS NOTED
SEE SHEET NO. 1
9 4
11 4 3"$250 FINE

MINIMUM

ACCESSIBLE
VAN
2'ACCESSIBLE ROUTE5' MIN, 6'-8" MIN IN AN3"$250 FINE

MINIMUM
2'ACCESSIBLE ROUTE5' MIN, 6'-8" MIN IN AN12
4NOT TO SCALE NOT TO SCALE3"2'ACCESSIBLE ROUTE5' MIN, 6'-8" MIN IN AN(951) X

OR BY TELEPHONING
X

RECLAIMED AT

TOWED VEHICLES MAY BE
AT THE OWNER'S EXPENSE.

WILL BE TOWED AWAY

FOR PERSONS WITH DISABILITIES

SPECIAL LICENSE PLATES ISSUED

DISTINGUISHING PLACARDS OR

SPACES NOT DISPLAYING

IN DESIGNATED ACCESSIBLE

UNAUTHORIZED VEHICLES PARKED
17" MIN
22" MIN(951) x

OR BY TELEPHONING
x

RECLAIMED AT

TOWED VEHICLES MAY BE
AT THE OWNER'S EXPENSE.

WILL BE TOWED AWAY

FOR PERSONS WITH DISABILITIES

SPECIAL LICENSE PLATES ISSUED

DISTINGUISHING PLACARDS OR

SPACES NOT DISPLAYING

IN DESIGNATED ACCESSIBLE
"UNAUTHORIZED VEHICLES PARKED
13 4
NO PARKING18' MIN36"12' MIN 5' MIN 9' MIN
6'2'CL CL CL CL
CL CL

4.5'
FLOOR OR GROUND SURFACES SHALL CONFORM TO CBC 11B-302.2.

PARKING SPACES SHALL CONFORM TO CBC 11B-502.1.

NOTES:3'-4"3'-0"2"2"2"
3'-4"
3'-0"2"

WHITE PAINTED SYMBOL AND BORDER

ISA PARKING SYMBOL DETAIL
INTERNATIONAL SYMBOL OF ACCESSIBILITY PER CBC 11B-703.7.2.1 CBC 11B-703.7.2.1
15090 IN SAE AMS-STD 595 PER
BLUE BACKGROUND COLOR NO.

NOT TO SCALE

ACCESSIBLE PARKING STRIPING DETAIL

ACCESSIBLE PARKING SIGNAGE DETAIL PARKING LOT ENTRY SIGNAGE DETAIL ROUNDED WITH A 1/2" RADIUS.

ALL EXPOSED CORNERS ON PCC CURB SHALL BE 2.

CURB SHALL BE 520-C-2500 CONCRETE.1.

NOTES:

SPACED 10' OC1' WIDE OPENINGS

NOT TO SCALE
CURB OPENING DETAIL8
4 NOT TO SCALE

VAN ACCESSIBLE PARKING SIGNAGE DETAIL
$250 FINE

MINIMUM

ACCESSIBLE
VAN
5'PROPOSED BUILDING

WALL MOUNTED

NOT TO SCALE
10 4
NO PARKING18' MIN36"12' MIN 5' MIN 9' MIN
6'

CL CL CL CL
CL CL

4.5'

VANPOOL/EV

CLEAN AIR/

VANPOOL/EV

CLEAN AIR/
APPLY ACCESS AISLE STRIPING.B.

FLOOR OR GROUND SURFACES SHALL CONFORM TO CBC 11B-302.A.

FOR ADA COMPLIANT CLEAN AIR/VANPOOL/EV PARKING SPACES:2.

PARKING SPACES SHALL CONFORM TO CGBSC 5.106.5.2.1.

NOTES:

CLEAN AIR/VANPOOL/EV PARKING STRIPING DETAIL
20 D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23pgp04.dgn e n g i n e e r i n g, i n c
MTH2 (951) 850-2190
Riverside, CA 92506
639 Lakewood Drive
urban design and planning
civil water resources storm water
www.mth2engineering.com
R
Call at least 2 working days prior to excavating.
before you dig.Call
.belowKnow what's
17-OCT-2022JOB 2019_23 PLOTTED:

BY MARK APPR.DATE

ENGINEER CITY

DESCRIPTION

R E V I S I O N S DATE
DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION
Reviewed By:

Staff Engineer
for Approval By:

Recommended
Approved By:

Administrative Engineer
City Engineer/Director of Public Works

CITY OF BEAUMONT, CALIFORNIA
FILE NO:

S H E E T

OF SHEETS
TEL: (951) 769-8520 FAX: (951) 769-8526
Beaumont, CA 92223
550E. 6th St
Date:

Date:

R.C.E. 51313

ENGINEER OF WORK
PRECISE GRADING PLANS FOR:

SEP, 2021
MTH2
MTH2
MTH2
2019_23
BENCHMARK:

AND DEVELOPMENT

HIGHLAND SPRINGS REMODEL
17-OCT-2022
PW2021-0785REENIG

NE LANOISSEFORP DERET

SIGERAINROFILAC FO ETAT

SLIVICNOS
REDNA .L NETRAMNo. 51313
Exp. 6-30-24
WDID NO. 8 33C398692

Page 150 of 1234 ends

2591
X2591.2
X2591.4
X2591.5
X2591.7
CONC.
2592
2592
X2592.5
X2592.6
X2592.7
2593CONC.

X2593.2
X2593.2
X2593.3
X2593.5
X2593.5
X2593.7
X2593.8
2594
2 5
9 4
X2594.4

SHIPPING CONTAINER

OWNER TO RELOCATE
RECORDED JUN 14, 1990
SCE EASEMENT PER INST NO. 90-219976

LOT LINE ADJUSTMENT

PROPOSED LOT LINE PER
5 SCALE: 1" = 10'
10 0 10 20
PHASE 1
DEMOLITION SHEET1" = 10'
SEE SHEET NO. 1 SEE SHEET NO. 6SEE SHEET NO. 7
1 2
3 PROTECT IN PLACE AS NOTED

SAWCUT AS NOTED

REMOVE AS NOTED

CONSTRUCTION NOTES

DEMOLITION NOTES
PROCEED GIVEN BY THE ENGINEER.

THE UTILITIES HAVE BEEN ASCERTAINED BY THE ENGINEER AND AUTHORITY TO

ENCOUNTERED, WORK IN THAT AREA IS TO BE HALTED UNTIL THE STATUS OF IF DURING THE COURSE OF DEMOLITION, UNKNOWN EXISTING UTILITIES ARE 12.

SUCH GIVEN SHUTDOWN.

CONTRACTOR SHALL GIVE A MINIMUM OF 48-HOUR ADVANCE NOTICE FOR ANY CONSTRUCTION MANAGER, TO SCHEDULE A SHUTDOWN. THE DEMOLITION

RESPONSIBILITY OF THE CONTRACTOR TO CONTACT THE OWNER, THROUGH THE

PERMIT EXECUTION OF THE DEMOLITION PROCESS, IT SHALL BE THE WHERE IT BECOMES NECESSARY TO TEMPORARILY DISTURB SYSTEMS TO 11.

MAY NOT BE WASHED DOWN BY RAIN OR OTHER MEANS.

PUBLIC WAY. ACCIDENTAL DEPOSITIONS MUST BE SWEPT UP IMMEDIATELY AND

STABILIZED SO AS TO INHIBIT SEDIMENTS FROM BEING DEPOSITED INTO THE VEHICLE TRAFFIC. THE CONSTRUCTION ENTRANCE ROADWAYS MUST BE SEDIMENTS AND OTHER MATERIALS MAY NOT BE TRACKED FROM THE SITE BY 10.

DISPERSAL BY WIND.

A COVERED RECEPTACLE TO PREVENT CONTAMINATION OF RAINWATER AND TRASH AND CONSTRUCTION RELATED SOLID WASTES MUST BE DEPOSITED INTO 9.

ANY OTHER ACTIVITY SHALL BE CONTAINED AT THE PROJECT SITE.

NON-STORM WATER RUNOFF FROM EQUIPMENT AND VEHICLE WASHING AND 8.

DRAINAGE SYSTEM.

AND DISPOSED OF IN A PROPER MANNER. SPILLS MAY NOT BE WASHED INTO THE PROTECTED FROM THE WEATHER. SPILLS MUST BE CLEANED UP IMMEDIATELY AND SURFACE WATERS. ALL APPROVED STORAGE CONTAINERS ARE TO BE

ACCORDANCE WITH THEIR LISTING AND ARE NOT TO CONTAMINATE THE SOIL FUELS, OILS, SOLVENTS AND OTHER TOXIC MATERIALS MUST BE STORED IN 7.

WIND OR WATER.

BE PROTECTED FROM BEING TRANSPORTED FROM THE SITE BY THE FORCES OF STOCKPILES OF EARTH AND OTHER CONSTRUCTION RELATED MATERIALS MUST 6.

DRAINS, NATURAL DRAINAGE COURSES OR WIND.

MAY NOT BE TRANSPORTED FROM THE SITE VIA SHEET FLOW, SWALES, AREA ERODED SEDIMENTS AND OTHER POLLUTANTS MUST BE RETAINED ON SITE AND 5.

DEMOLITION SITE IS NOT PERMITTED.

BURYING, COVERING, OR OTHERWISE DISCARDING OF DEBRIS ON THE 4.

BY TRANSPORTING TO AN APPROVED LANDFILL.

DISPOSE OF DEBRIS AND TRASH CREATED DURING THE DEMOLITION PROCESS 3.

CONTRACTOR TO REMOVE DEBRIS AND RESIDUE.2.

FOUND TO THE ENGINEER FOR CLARIFICATION BEFORE PROCEEDING.

CONDITIONS WITHIN THE DEMOLITION AREAS. REPORT ANY DISCREPANCIES DESCRIBED BY THE NOTES. THE CONTRACTOR SHALL VERIFY ALL EXISTING PLACE OR BE REMOVED. GENERALLY, ALL IMPROVEMENT DEMOLITION IS

CERTAIN ITEMS ARE SHOWN AND INDICATED TO BE SALVAGED, PROTECTED IN MAJORITY OF EXISTING IMPROVEMENTS ARE SHOWN ON THE DRAWINGS.

NOT NECESSARILY REPRESENT A COMPLETE FIELD VERIFIED LAYOUT. THE EXIST ON THE SITE. THE DRAWINGS INDICATE THE GENERAL LAYOUT AND DO THESE DRAWINGS, BY THEIR NATURE, CANNOT REVEAL ALL CONDITIONS THAT 1.

REGULATORY NOTES
DEMOLITION RELATED REGULATIONS AND RESOURCES.
http://www.calrecycle.ca.gov/ConDemo/ FOR VARIOUS CONSTRUCTION AND “CONSTRUCTION AND DEMOLITION DEBRIS RECYCLING” WEBSITE LOCATED AT:

CONTRACTOR TO REVIEW THE STATE OF CALIFORNIA’S CAL-RECYCLE 3.

WASTE REDUCTION AND RECYCLING OVER ALL OTHER OPTIONS.

BASED ON AN INTEGRATED WASTE MANAGEMENT HIERARCHY THAT PRIORITIZED ESTABLISHED THE 50 PERCENT DIVERSION GOAL FOR LOCAL GOVERNMENT INTEGRATED WASTE MANAGEMENT BOARD (CIWMB BOARD). AB 939 STATUTES OF 1989, AS AMENDED [AB 939]) CREATED THE CALIFORNIA THE INTEGRATED WASTE MANAGEMENT ACT (AB 939, SHER, CHAPTER 1095, 2.

AUTHORITIES HAVING JURISDICTION.

PERTINENT CODES, RULES, ORDINANCES AND REGULATIONS OF THE ALL WORK PERFORMED ON THIS PROJECT SHALL BE IN COMPLIANCE WITH ALL 1.

EL
SCO
WV
SMH
20 D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23pgp05.dgn e n g i n e e r i n g, i n c
MTH2 (951) 850-2190
Riverside, CA 92506
639 Lakewood Drive
urban design and planning
civil water resources storm water
www.mth2engineering.com
R
Call at least 2 working days prior to excavating.
before you dig.Call
.belowKnow what's
CAUTION:

START OF CONSTRUCTION.

VERIFY IN FIELD PRIOR TO
UNKNOWN. CONTRACTOR TO

UNDERGROUND FACILITIES IS

EXACT LOCATION OF EXISTING
17-OCT-2022JOB 2019_23 PLOTTED:

BY MARK APPR.DATE

ENGINEER CITY

DESCRIPTION

R E V I S I O N S DATE
DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION
Reviewed By:

Staff Engineer
for Approval By:

Recommended
Approved By:

Administrative Engineer
City Engineer/Director of Public Works

CITY OF BEAUMONT, CALIFORNIA
FILE NO:

S H E E T

OF SHEETS
TEL: (951) 769-8520 FAX: (951) 769-8526
Beaumont, CA 92223
550E. 6th St
Date:

Date:

R.C.E. 51313

ENGINEER OF WORK
PRECISE GRADING PLANS FOR:

SEP, 2021
MTH2
MTH2
MTH2
2019_23
BENCHMARK:

AND DEVELOPMENT

HIGHLAND SPRINGS REMODEL
17-OCT-2022
PW2021-0785REENIG

NE LANOISSEFORP DERET

SIGERAINROFILAC FO ETAT

SLIVICNOS
REDNA .L NETRAMNo. 51313
Exp. 6-30-24
WDID NO. 8 33C398692
1 PAVEMENT
1 PAVEMENT
1 PAVEMENT
1 PAVEMENT
1 PAVEMENT
1 PAVEMENT
1 BUILDING
2 PAVEMENT
2 PAVEMENT
3 CURB
PAVEMENT2
WALL3 WALL 3
3 STRIPING
3 STRIPING
3 STRIPING
3 STRIPING
3 STRIPING1TRANSFORMER
FH1
1 WV
3STRIPING
1 2 PAVEMENT
2PAVEMENT
PAVEMENT2
3CURB
3CURB
CURB3
3 CURB
CURB3
CURB 1
3 FENCE
WALL3
FENCE3
3 FENCE
3 FENCE
1 PAVEMENT
1 PAVEMENT
1 PAVEMENT
3 STRIPING
3FENCE
3FENCE
3 GUTTER
1GUTTER
1 CURB
1 CURB3GUTTER
GUTTER 2
GUTTER 1 1

PAVEMENT
1 BUILDING
1 LANDSCAPE
1 LANDSCAPE
3 LANDSCAPE
3 LANDSCAPE
ALLEY
3 LANDSCAPE
3 LANDSCAPE
3 LANDSCAPE
SEPARATE ENCROACHMENT PERMIT.

ALLEY RIGHT-OF-WAY REQUIRES A
NOTE: ALL CONSTRUCTION WITHIN THE

TANK LIDS

CLARIFIER
AC AND BASE3 AC AND BASE2
3 PCC AND BASE
3 PCC AND BASE
3 PCC AND BASE
3 PCC AND BASE
CURB 1 CURB 2 CURB 2CURB3
2PAVEMENT
1PAVEMENT
3 PAVEMENT
3 PAVEMENT
3 PAVEMENT
2CURB
CURB 3
CURB 2
PAVEMENT 2
1 PAVEMENT
2PAVEMENT
2GUTTER
2 GUTTER 1 GUTTER
BOLLARDS (TYP)1

Page 151 of 1234 ends

X2589.3
X2589.5
X2589.6 25902590
X2590.6
X2590.6
X2590.8
2591
X2591.3
X2591.4
X2591.5
X2591.5
X2591.5 ASPH.CONC.
2592
X2592.1
X2592.6
X2592.7
BOL
BOL
BOL
BOL
BOL

DENSE TREES
55'

LOT LINE ADJUSTMENT

PROPOSED LOT LINE PER
6 SCALE: 1" = 10'
10 0 10 20
PHASE 1
DEMOLITION SHEETSEE SHEET NO. 6SEE SHEET NO. 8
SEE SHEET NO. 1
1" = 10'
1 2
3 PROTECT IN PLACE AS NOTED

SAWCUT AS NOTED

REMOVE AS NOTED

CONSTRUCTION NOTES

DEMOLITION NOTES
PROCEED GIVEN BY THE ENGINEER.

THE UTILITIES HAVE BEEN ASCERTAINED BY THE ENGINEER AND AUTHORITY TO

ENCOUNTERED, WORK IN THAT AREA IS TO BE HALTED UNTIL THE STATUS OF IF DURING THE COURSE OF DEMOLITION, UNKNOWN EXISTING UTILITIES ARE 12.

SUCH GIVEN SHUTDOWN.

CONTRACTOR SHALL GIVE A MINIMUM OF 48-HOUR ADVANCE NOTICE FOR ANY CONSTRUCTION MANAGER, TO SCHEDULE A SHUTDOWN. THE DEMOLITION

RESPONSIBILITY OF THE CONTRACTOR TO CONTACT THE OWNER, THROUGH THE

PERMIT EXECUTION OF THE DEMOLITION PROCESS, IT SHALL BE THE WHERE IT BECOMES NECESSARY TO TEMPORARILY DISTURB SYSTEMS TO 11.

MAY NOT BE WASHED DOWN BY RAIN OR OTHER MEANS.

PUBLIC WAY. ACCIDENTAL DEPOSITIONS MUST BE SWEPT UP IMMEDIATELY AND

STABILIZED SO AS TO INHIBIT SEDIMENTS FROM BEING DEPOSITED INTO THE VEHICLE TRAFFIC. THE CONSTRUCTION ENTRANCE ROADWAYS MUST BE SEDIMENTS AND OTHER MATERIALS MAY NOT BE TRACKED FROM THE SITE BY 10.

DISPERSAL BY WIND.

A COVERED RECEPTACLE TO PREVENT CONTAMINATION OF RAINWATER AND TRASH AND CONSTRUCTION RELATED SOLID WASTES MUST BE DEPOSITED INTO 9.

ANY OTHER ACTIVITY SHALL BE CONTAINED AT THE PROJECT SITE.

NON-STORM WATER RUNOFF FROM EQUIPMENT AND VEHICLE WASHING AND 8.

DRAINAGE SYSTEM.

AND DISPOSED OF IN A PROPER MANNER. SPILLS MAY NOT BE WASHED INTO THE PROTECTED FROM THE WEATHER. SPILLS MUST BE CLEANED UP IMMEDIATELY AND SURFACE WATERS. ALL APPROVED STORAGE CONTAINERS ARE TO BE

ACCORDANCE WITH THEIR LISTING AND ARE NOT TO CONTAMINATE THE SOIL FUELS, OILS, SOLVENTS AND OTHER TOXIC MATERIALS MUST BE STORED IN 7.

WIND OR WATER.

BE PROTECTED FROM BEING TRANSPORTED FROM THE SITE BY THE FORCES OF STOCKPILES OF EARTH AND OTHER CONSTRUCTION RELATED MATERIALS MUST 6.

DRAINS, NATURAL DRAINAGE COURSES OR WIND.

MAY NOT BE TRANSPORTED FROM THE SITE VIA SHEET FLOW, SWALES, AREA ERODED SEDIMENTS AND OTHER POLLUTANTS MUST BE RETAINED ON SITE AND 5.

DEMOLITION SITE IS NOT PERMITTED.

BURYING, COVERING, OR OTHERWISE DISCARDING OF DEBRIS ON THE 4.

BY TRANSPORTING TO AN APPROVED LANDFILL.

DISPOSE OF DEBRIS AND TRASH CREATED DURING THE DEMOLITION PROCESS 3.

CONTRACTOR TO REMOVE DEBRIS AND RESIDUE.2.

FOUND TO THE ENGINEER FOR CLARIFICATION BEFORE PROCEEDING.

CONDITIONS WITHIN THE DEMOLITION AREAS. REPORT ANY DISCREPANCIES DESCRIBED BY THE NOTES. THE CONTRACTOR SHALL VERIFY ALL EXISTING PLACE OR BE REMOVED. GENERALLY, ALL IMPROVEMENT DEMOLITION IS

CERTAIN ITEMS ARE SHOWN AND INDICATED TO BE SALVAGED, PROTECTED IN MAJORITY OF EXISTING IMPROVEMENTS ARE SHOWN ON THE DRAWINGS.

CONTRACTOR TO REVIEW THE STATE OF CALIFORNIA’S CAL-RECYCLE 3.

WASTE REDUCTION AND RECYCLING OVER ALL OTHER OPTIONS.

AUTHORITIES HAVING JURISDICTION.

PERTINENT CODES, RULES, ORDINANCES AND REGULATIONS OF THE ALL WORK PERFORMED ON THIS PROJECT SHALL BE IN COMPLIANCE WITH ALL 1.

WV
WV
GM
GM
BF
WV
WM
WM
SCO

FDC PIV
EL
TS
SMH
20 D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23pgp06.dgn e n g i n e e r i n g, i n c
MTH2 (951) 850-2190
Riverside, CA 92506
639 Lakewood Drive
urban design and planning
civil water resources storm water
www.mth2engineering.com
R
Call at least 2 working days prior to excavating.
before you dig.Call
.belowKnow what's
CAUTION:

START OF CONSTRUCTION.

VERIFY IN FIELD PRIOR TO
UNKNOWN. CONTRACTOR TO

UNDERGROUND FACILITIES IS

EXACT LOCATION OF EXISTING
17-OCT-2022JOB 2019_23 PLOTTED:

BY MARK APPR.DATE

ENGINEER CITY

DESCRIPTION

R E V I S I O N S DATE
DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION
Reviewed By:

Staff Engineer
for Approval By:

Recommended
Approved By:

Administrative Engineer
City Engineer/Director of Public Works

CITY OF BEAUMONT, CALIFORNIA
FILE NO:

S H E E T

OF SHEETS
TEL: (951) 769-8520 FAX: (951) 769-8526
Beaumont, CA 92223
550E. 6th St
Date:

Date:

R.C.E. 51313

ENGINEER OF WORK
PRECISE GRADING PLANS FOR:

SEP, 2021
MTH2
MTH2
MTH2
2019_23
BENCHMARK:

AND DEVELOPMENT

HIGHLAND SPRINGS REMODEL
17-OCT-2022
PW2021-0785REENIG

NE LANOISSEFORP DERET

SIGERAINROFILAC FO ETAT

SLIVICNOS
REDNA .L NETRAMNo. 51313
Exp. 6-30-24
WDID NO. 8 33C398692
1 PAVEMENT
1 PAVEMENT
1 PAVEMENT
1 PAVEMENT
1 BUILDING
WALL3 WALL 3
3 ENCLOSURE
3 STRIPING
3STRIPING
3STRIPING
1 SIGN
3 STRIPING
FDC 1 PIV1
1 WM
GM 1
1GM
1BF
PAVEMENT 2
3CURB
3CURB3CURB
CURB3 CURB 3
CURB 2 CURB3CURB1
3 PALM
3 BOLLARDS
3CURB
1 PAVEMENT
1 PAVEMENT
3 STRIPING
2PAVEMENT HIGHLAND SPRINGS AVENUECURB 3
1 CURBPAVEMENT2
PAVEMENT2
PAVEMENT 2
1 PAVEMENT
PAVEMENT2
3 LANDSCAPE
ALLEY
3 LANDSCAPE
3 LANDSCAPE
3 LANDSCAPE
SEPARATE ENCROACHMENT PERMIT.

ALLEY RIGHT-OF-WAY REQUIRES A
NOTE: ALL CONSTRUCTION WITHIN THE
AC AND BASE2
AC AND BASE 3
3PCC AND BASE
3 PCC AND BASE
3PCC AND BASE
3 PCC AND BASE
1 PAVEMENT
STRIPING3
PAVEMENT 2
3 PCC AND BASE
3 PCC AND BASE
2PAVEMENT
2GUTTER 3GUTTER

Page 152 of 1234 ends

X2593.5
X2593.7
25942594
X2594.1
X2594.2
X2594.5
X
X
2594.5
2594.5
2595X2595.3
X2595.4
X2595.4
X2595.7
X
X
2595.8
2595.8
X2595.9
25962596
2596
2596.3
X2596.3
X2596.3
X2596.9

DENSE TREES
SCALE: 1" = 10'
10 0 10 20
7 PHASE 1

DEMOLITION SHEET
SEE SHEET NO. 1
1" = 10'
SEE SHEET NO. 5 SEE SHEET NO. 81
2 3

PROTECT IN PLACE AS NOTED

SAWCUT AS NOTED

REMOVE AS NOTED

CONSTRUCTION NOTES

DEMOLITION NOTES
PROCEED GIVEN BY THE ENGINEER.

THE UTILITIES HAVE BEEN ASCERTAINED BY THE ENGINEER AND AUTHORITY TO

ENCOUNTERED, WORK IN THAT AREA IS TO BE HALTED UNTIL THE STATUS OF IF DURING THE COURSE OF DEMOLITION, UNKNOWN EXISTING UTILITIES ARE 12.

SUCH GIVEN SHUTDOWN.

CONTRACTOR SHALL GIVE A MINIMUM OF 48-HOUR ADVANCE NOTICE FOR ANY CONSTRUCTION MANAGER, TO SCHEDULE A SHUTDOWN. THE DEMOLITION

RESPONSIBILITY OF THE CONTRACTOR TO CONTACT THE OWNER, THROUGH THE

PERMIT EXECUTION OF THE DEMOLITION PROCESS, IT SHALL BE THE WHERE IT BECOMES NECESSARY TO TEMPORARILY DISTURB SYSTEMS TO 11.

MAY NOT BE WASHED DOWN BY RAIN OR OTHER MEANS.

PUBLIC WAY. ACCIDENTAL DEPOSITIONS MUST BE SWEPT UP IMMEDIATELY AND

STABILIZED SO AS TO INHIBIT SEDIMENTS FROM BEING DEPOSITED INTO THE VEHICLE TRAFFIC. THE CONSTRUCTION ENTRANCE ROADWAYS MUST BE SEDIMENTS AND OTHER MATERIALS MAY NOT BE TRACKED FROM THE SITE BY 10.

DISPERSAL BY WIND.

A COVERED RECEPTACLE TO PREVENT CONTAMINATION OF RAINWATER AND TRASH AND CONSTRUCTION RELATED SOLID WASTES MUST BE DEPOSITED INTO 9.

ANY OTHER ACTIVITY SHALL BE CONTAINED AT THE PROJECT SITE.

NON-STORM WATER RUNOFF FROM EQUIPMENT AND VEHICLE WASHING AND 8.

DRAINAGE SYSTEM.

AND DISPOSED OF IN A PROPER MANNER. SPILLS MAY NOT BE WASHED INTO THE PROTECTED FROM THE WEATHER. SPILLS MUST BE CLEANED UP IMMEDIATELY AND SURFACE WATERS. ALL APPROVED STORAGE CONTAINERS ARE TO BE

ACCORDANCE WITH THEIR LISTING AND ARE NOT TO CONTAMINATE THE SOIL FUELS, OILS, SOLVENTS AND OTHER TOXIC MATERIALS MUST BE STORED IN 7.

WIND OR WATER.

BE PROTECTED FROM BEING TRANSPORTED FROM THE SITE BY THE FORCES OF STOCKPILES OF EARTH AND OTHER CONSTRUCTION RELATED MATERIALS MUST 6.

DRAINS, NATURAL DRAINAGE COURSES OR WIND.

MAY NOT BE TRANSPORTED FROM THE SITE VIA SHEET FLOW, SWALES, AREA ERODED SEDIMENTS AND OTHER POLLUTANTS MUST BE RETAINED ON SITE AND 5.

DEMOLITION SITE IS NOT PERMITTED.

BURYING, COVERING, OR OTHERWISE DISCARDING OF DEBRIS ON THE 4.

BY TRANSPORTING TO AN APPROVED LANDFILL.

DISPOSE OF DEBRIS AND TRASH CREATED DURING THE DEMOLITION PROCESS 3.

CONTRACTOR TO REMOVE DEBRIS AND RESIDUE.2.

FOUND TO THE ENGINEER FOR CLARIFICATION BEFORE PROCEEDING.

CONDITIONS WITHIN THE DEMOLITION AREAS. REPORT ANY DISCREPANCIES DESCRIBED BY THE NOTES. THE CONTRACTOR SHALL VERIFY ALL EXISTING PLACE OR BE REMOVED. GENERALLY, ALL IMPROVEMENT DEMOLITION IS

CERTAIN ITEMS ARE SHOWN AND INDICATED TO BE SALVAGED, PROTECTED IN MAJORITY OF EXISTING IMPROVEMENTS ARE SHOWN ON THE DRAWINGS.

CONTRACTOR TO REVIEW THE STATE OF CALIFORNIA’S CAL-RECYCLE 3.

WASTE REDUCTION AND RECYCLING OVER ALL OTHER OPTIONS.

AUTHORITIES HAVING JURISDICTION.

PERTINENT CODES, RULES, ORDINANCES AND REGULATIONS OF THE ALL WORK PERFORMED ON THIS PROJECT SHALL BE IN COMPLIANCE WITH ALL 1.XX25 9 3
20 D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23pgp07.dgn e n g i n e e r i n g, i n c
MTH2 (951) 850-2190
Riverside, CA 92506
639 Lakewood Drive
urban design and planning
civil water resources storm water
www.mth2engineering.com
R
Call at least 2 working days prior to excavating.
before you dig.Call
.belowKnow what's
CAUTION:

START OF CONSTRUCTION.

VERIFY IN FIELD PRIOR TO
UNKNOWN. CONTRACTOR TO

UNDERGROUND FACILITIES IS

EXACT LOCATION OF EXISTING
17-OCT-2022JOB 2019_23 PLOTTED:

BY MARK APPR.DATE

ENGINEER CITY

DESCRIPTION

R E V I S I O N S DATE
DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION
Reviewed By:

Staff Engineer
for Approval By:

Recommended
Approved By:

Administrative Engineer
City Engineer/Director of Public Works

CITY OF BEAUMONT, CALIFORNIA
FILE NO:

S H E E T

OF SHEETS
TEL: (951) 769-8520 FAX: (951) 769-8526
Beaumont, CA 92223
550E. 6th St
Date:

Date:

R.C.E. 51313

ENGINEER OF WORK
PRECISE GRADING PLANS FOR:

SEP, 2021
MTH2
MTH2
MTH2
2019_23
BENCHMARK:

AND DEVELOPMENT

HIGHLAND SPRINGS REMODEL
17-OCT-2022
PW2021-0785REENIG

NE LANOISSEFORP DERET

SIGERAINROFILAC FO ETAT

SLIVICNOS
REDNA .L NETRAMNo. 51313
Exp. 6-30-24
WDID NO. 8 33C398692
WALL1 FENCE1
FENCE3
3 FENCE 3FENCE
FENCE 3
FENCE1 FENCE1
FENCE3FENCE1
ANCHOR 1
GUY WIRE 1
PP 1
1 LANDSCAPE
1 LANDSCAPE
1 LANDSCAPE
3 LANDSCAPE

Page 153 of 1234 ends

X2591.5 ASPH.25922592.1
X2592.3
X2592.5
X2592.8
2593 2593X2593.3
X2593.5
X2593.5
X2593.7
CONC.
2594
X2594.3
X2594.4
X2594.7
X2595.3
X2595.4

DENSE TREES
55'

LOT LINE ADJUSTMENT

PROPOSED LOT LINE PER
8 SCALE: 1" = 10'
10 0 10 20
PHASE 1

DEMOLITION SHEET
SEE SHEET NO. 1
1" = 10'
SEE SHEET NO. 6SEE SHEET NO. 71
2 3

PROTECT IN PLACE AS NOTED

SAWCUT AS NOTED

REMOVE AS NOTED

CONSTRUCTION NOTES

DEMOLITION NOTES
PROCEED GIVEN BY THE ENGINEER.

THE UTILITIES HAVE BEEN ASCERTAINED BY THE ENGINEER AND AUTHORITY TO

ENCOUNTERED, WORK IN THAT AREA IS TO BE HALTED UNTIL THE STATUS OF IF DURING THE COURSE OF DEMOLITION, UNKNOWN EXISTING UTILITIES ARE 12.

SUCH GIVEN SHUTDOWN.

CONTRACTOR SHALL GIVE A MINIMUM OF 48-HOUR ADVANCE NOTICE FOR ANY CONSTRUCTION MANAGER, TO SCHEDULE A SHUTDOWN. THE DEMOLITION

RESPONSIBILITY OF THE CONTRACTOR TO CONTACT THE OWNER, THROUGH THE

PERMIT EXECUTION OF THE DEMOLITION PROCESS, IT SHALL BE THE WHERE IT BECOMES NECESSARY TO TEMPORARILY DISTURB SYSTEMS TO 11.

MAY NOT BE WASHED DOWN BY RAIN OR OTHER MEANS.

PUBLIC WAY. ACCIDENTAL DEPOSITIONS MUST BE SWEPT UP IMMEDIATELY AND

STABILIZED SO AS TO INHIBIT SEDIMENTS FROM BEING DEPOSITED INTO THE VEHICLE TRAFFIC. THE CONSTRUCTION ENTRANCE ROADWAYS MUST BE SEDIMENTS AND OTHER MATERIALS MAY NOT BE TRACKED FROM THE SITE BY 10.

DISPERSAL BY WIND.

A COVERED RECEPTACLE TO PREVENT CONTAMINATION OF RAINWATER AND TRASH AND CONSTRUCTION RELATED SOLID WASTES MUST BE DEPOSITED INTO 9.

ANY OTHER ACTIVITY SHALL BE CONTAINED AT THE PROJECT SITE.

NON-STORM WATER RUNOFF FROM EQUIPMENT AND VEHICLE WASHING AND 8.

DRAINAGE SYSTEM.

AND DISPOSED OF IN A PROPER MANNER. SPILLS MAY NOT BE WASHED INTO THE PROTECTED FROM THE WEATHER. SPILLS MUST BE CLEANED UP IMMEDIATELY AND SURFACE WATERS. ALL APPROVED STORAGE CONTAINERS ARE TO BE

ACCORDANCE WITH THEIR LISTING AND ARE NOT TO CONTAMINATE THE SOIL FUELS, OILS, SOLVENTS AND OTHER TOXIC MATERIALS MUST BE STORED IN 7.

WIND OR WATER.

BE PROTECTED FROM BEING TRANSPORTED FROM THE SITE BY THE FORCES OF STOCKPILES OF EARTH AND OTHER CONSTRUCTION RELATED MATERIALS MUST 6.

DRAINS, NATURAL DRAINAGE COURSES OR WIND.

MAY NOT BE TRANSPORTED FROM THE SITE VIA SHEET FLOW, SWALES, AREA ERODED SEDIMENTS AND OTHER POLLUTANTS MUST BE RETAINED ON SITE AND 5.

DEMOLITION SITE IS NOT PERMITTED.

BURYING, COVERING, OR OTHERWISE DISCARDING OF DEBRIS ON THE 4.

BY TRANSPORTING TO AN APPROVED LANDFILL.

DISPOSE OF DEBRIS AND TRASH CREATED DURING THE DEMOLITION PROCESS 3.

CONTRACTOR TO REMOVE DEBRIS AND RESIDUE.2.

FOUND TO THE ENGINEER FOR CLARIFICATION BEFORE PROCEEDING.

CONDITIONS WITHIN THE DEMOLITION AREAS. REPORT ANY DISCREPANCIES DESCRIBED BY THE NOTES. THE CONTRACTOR SHALL VERIFY ALL EXISTING PLACE OR BE REMOVED. GENERALLY, ALL IMPROVEMENT DEMOLITION IS

CERTAIN ITEMS ARE SHOWN AND INDICATED TO BE SALVAGED, PROTECTED IN MAJORITY OF EXISTING IMPROVEMENTS ARE SHOWN ON THE DRAWINGS.

CONTRACTOR TO REVIEW THE STATE OF CALIFORNIA’S CAL-RECYCLE 3.

WASTE REDUCTION AND RECYCLING OVER ALL OTHER OPTIONS.

AUTHORITIES HAVING JURISDICTION.

PERTINENT CODES, RULES, ORDINANCES AND REGULATIONS OF THE ALL WORK PERFORMED ON THIS PROJECT SHALL BE IN COMPLIANCE WITH ALL 1.

VENT
WV
VENT
WV
WV
WV
WV
EMH

VENTX X
X20
D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23pgp08.dgn e n g i n e e r i n g, i n c
MTH2 (951) 850-2190
Riverside, CA 92506
639 Lakewood Drive
urban design and planning
civil water resources storm water
www.mth2engineering.com
R
Call at least 2 working days prior to excavating.
before you dig.Call
.belowKnow what's
CAUTION:

START OF CONSTRUCTION.

VERIFY IN FIELD PRIOR TO
UNKNOWN. CONTRACTOR TO

UNDERGROUND FACILITIES IS

EXACT LOCATION OF EXISTING
17-OCT-2022JOB 2019_23 PLOTTED:

BY MARK APPR.DATE

ENGINEER CITY

DESCRIPTION

R E V I S I O N S DATE
DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION
Reviewed By:

Staff Engineer
for Approval By:

Recommended
Approved By:

Administrative Engineer
City Engineer/Director of Public Works

CITY OF BEAUMONT, CALIFORNIA
FILE NO:

S H E E T

OF SHEETS
TEL: (951) 769-8520 FAX: (951) 769-8526
Beaumont, CA 92223
550E. 6th St
Date:

Date:

R.C.E. 51313

ENGINEER OF WORK
PRECISE GRADING PLANS FOR:

SEP, 2021
MTH2
MTH2
MTH2
2019_23
BENCHMARK:

AND DEVELOPMENT

HIGHLAND SPRINGS REMODEL
17-OCT-2022
PW2021-0785REENIG

NE LANOISSEFORP DERET

SIGERAINROFILAC FO ETAT

SLIVICNOS
REDNA .L NETRAMNo. 51313
Exp. 6-30-24
WDID NO. 8 33C398692
FENCE 1FENCE1
HIGHLAND SPRINGS AVENUE1

LANDSCAPE
1 LANDSCAPE
3 LANDSCAPE
3 LANDSCAPE

Page 154 of 1234 ends

2591
X2591.2
X2591.4
X2591.5
X2591.7
CONC.
2592
2592
X2592.5
X2592.6
2593CONC.

X2593.2
X2593.2
X2593.8
2594
2 5
9 4
X2594.4

93.60 FG

93.65 FG

93.70 FS

94.22 FS

95.55 TC

94.34 FS

94.67 TC 93.82 FS

94.60 FS

94.72 FS

93.90 FG

93.64 FG/FL

92.71 FG/FL 92.32 FG/FL

91.57 FS

92.07 TC

91.52 FS

92.02 TC

91.60 FS

92.10 TC

91.64 FS

92.14 TC

91.81 FS

92.31 TC

91.91 FS

92.41 TC

91.99 FS

92.49 TC

91.80 FS

92.30 TC

94.00 FS

94.66 FS/GB

94.66 TC

94.14 FS/GB

94.64 TC

94.12 FS/GB

94.62 TC

93.20 FS

93.20 FS/GB

94.08 FS/GB

94.58 TC

93.15 FS

93.65 TC

93.13 FS

93.63 TC

93.07 FS

93.57 TC

93.06 FS

93.56 TC

93.07 FS

93.57 TC

93.10 FS

93.60 TC

93.26 FS

93.76 TC

93.62 FS

95.16 FS

95.18 FS

95.04 FS/GB

94.90 FS/GB

94.98 FS

94.96 FS

95.03 FS/GB

94.77 FS/GB

94.70 FS/GB

94.70 TC

95.11 FS

95.10 FS

95.10 FS
(94.18 FS)
(94.18 FS)
(94.18 FS)
(94.18 FS)
(94.18 FS)

JOIN EXISTING PAVEMENT

JOIN EXISTING GUTTER

JOIN EXISTING PAVEMENT

JOIN EXISTING GUTTER

JOIN EXISTING PAVEMENT

92.81 FS

85.80 IE

85.75 IE

85.68 IE

88.07 IE

90.55 IE
S=0.0471
S=0.0050
(92.77 FS)

93.20 FS

93.70 TC

94.08 FS/GB

92.42 FS
593.9 TF
596.0 TWR
600.9 TW
593.2 TF
594.6 TWR
600.2 TW
591.8 TF
593.9 TWR
599.5 TW
592.5 TF
593.9 TWR
599.5 TW

93.19 FS/GB

93.22 FS

93.10 FS

93.60 TC

93.66 FS/GB

86.21 IE 8"

85.63 IE/GB 15"

86.41 IE 8"

85.83 IE 15"

94.01 FS/GB

93.21 FS

93.81 TC

93.20 FS

93.80 TC

93.75 FS93.85 FS

93.83 FS/GB

93.83 TC

93.31 FS/GB

93.81 TC

93.29 FS/GB

93.79 TC 93.77 FS/GB

93.77 TC

TRASH AND VENDING ENCLOSURE

SEE ARCHITECTURAL PLAN FOR
RECORDED JUN 14, 1990
SCE EASEMENT PER INST NO. 90-219976

FOR VACUUM ENCLOSURE

SEE ARCHITECTURAL PLAN

VACUUM AND VENDING ENCLOSURE

SEE ARCHITECTURAL PLAN FOR

PER SEPARATE PLAN

PROPOSED FIRE LINE
(91.82 FL)
(91.39 FL)

CLARIFIER TANK LID (TYP)
(93.70 FS)
(92.64 FS)
(92.40 FL)
(93.34 FS)

93.84 TC
(91.00 FL)
(91.68 FS)
(92.99 FS)
(93.38 TC)
(92.97 FS)
(93.39 TC)

JOIN EXISTING PAVEMENT JOIN EXISTING PAVEMENT

JOIN EXISTING PAVEMENT
(92.94 FS)
(93.40 TC)
(92.90 FS)
(93.38 TC)
(92.98 FS)

92.98 TC 0" CF

91.37 FS

92.04 TC 8" CF

91.53 FS

92.03 TC 6" CF

91.23 FS

91.90 TC

JOIN EXISTING PAVEMENT
(93.50 FS)
(93.50 FS)
(93.50 FS)

90.96 FS

91.63 TC

90.70 FS

91.37 TC

93.41 FS/GB

92.94 FS

85.60 IE

92.78 RIM
PHASE 1

CONSTRUCTION SHEET
SCALE: 1" = 10'
10 0 10 20
SEE SHEET NO. 1
1" = 10'
SEE SHEET NO. 11
SEE SHEET NO. 109

CONSTRUCT COMBINATION FREESTANDING-RETAINING WALL PER STRUCTURAL INSTALL 15" ADS N-12 OR PVC PIPE
16 18
19 INSTALL 15" ADS N-12 OR PVC WYE
INSTALL 15X8" ADS N-12 OR PVC ECCENTRIC REDUCER
12 13
23 29
31 32
33 35
36 39
CONSTRUCT 3' RIBBON GUTTER, MATCH EXISTING
15 5

DRAWINGS UNDER SEPARATE COVER
GENERIC DETAIL 1 ON SHEET NO. 3 AND MANUFACTURER'S INSTALLATION CONSTRUCT PRINSCO HYDROSTOR HS180 STORMWATER CHAMBER SYSTEM PER APPLY ACCESSIBLE PARKING STRIPING PER DETAIL 9 ON SHEET NO. 4 INSTALL PARKING LOT ENTRY SIGNAGE PER DETAIL 12 ON SHEET NO. 4 APPLY 4" WIDE BLUE STRIPE
17 INSTALL 8" ADS N-12 OR PVC CAP
26 INSTALL VAN ACCESSIBLE PARKING SIGNAGE PER DETAIL 11 ON SHEET NO. 4 28 CONSTRUCT 8" TYPE "D" CURB PER COUNTY OF RIVERSIDE STD NO. 204 INSTALL ACCESSIBLE PARKING SIGNAGE PER DETAIL 10 ON SHEET NO. 4 30 PLACE FULL DEPTH AC PAVEMENT OVER COMPACTED NATIVE
APPLY 4" WIDE WHITE STRIPE
EL
SCO
WV
SMH PARKINGNO2591
2592
25 9
3 259325932594
259425954:1
4:1
2593
259
4 2594259520
D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23pgp09.dgn e n g i n e e r i n g, i n c
MTH2 (951) 850-2190
Riverside, CA 92506
639 Lakewood Drive
urban design and planning
civil water resources storm water
www.mth2engineering.com
R
Call at least 2 working days prior to excavating.
before you dig.Call
.belowKnow what's
CAUTION:

START OF CONSTRUCTION.

VERIFY IN FIELD PRIOR TO
UNKNOWN. CONTRACTOR TO

UNDERGROUND FACILITIES IS

EXACT LOCATION OF EXISTING
17-OCT-2022JOB 2019_23 PLOTTED:

BY MARK APPR.DATE

ENGINEER CITY

DESCRIPTION

R E V I S I O N S DATE
DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION
Reviewed By:

Staff Engineer
for Approval By:

Recommended
Approved By:

Administrative Engineer
City Engineer/Director of Public Works

CITY OF BEAUMONT, CALIFORNIA
FILE NO:

S H E E T

OF SHEETS
TEL: (951) 769-8520 FAX: (951) 769-8526
Beaumont, CA 92223
550E. 6th St
Date:

Date:

R.C.E. 51313

ENGINEER OF WORK
PRECISE GRADING PLANS FOR:

SEP, 2021
MTH2
MTH2
MTH2
2019_23
BENCHMARK:

AND DEVELOPMENT

HIGHLAND SPRINGS REMODEL
17-OCT-2022
PW2021-0785REENIG

NE LANOISSEFORP DERET

SIGERAINROFILAC FO ETAT

SLIVICNOS
REDNA .L NETRAMNo. 51313
Exp. 6-30-24
WDID NO. 8 33C398692
2590.90 FSS=0.0471S=0.0050S=0.00501.00%1.50%

1.50%

5.38%

0.36%1.50%0.36%1.50%7.07%1.50%1.50%

1.50%
4 4
12 12
12 12
12 13
13 15
15 15
1918
23 23
2626
26 26
26 26
26 26
28 28
26 29
29 29
29 29 29
30 30
5 3131
31 3129
31 31
32 32
33 36
37 TYP 38
39 TYP
TYP 39
17 ALLEY
TYP 38

7.50%7.50%1.50%5.25'7.47%
SEPARATE ENCROACHMENT PERMIT.

ALLEY RIGHT-OF-WAY REQUIRES A
NOTE: ALL CONSTRUCTION WITHIN THE
FFE=2593.50
FFE=2594.18
32 2.50%2.50%26
2626
A2B229

1.50%
31291.14%5'

Page 155 of 1234 ends

X2589.3
2590
X2590.8
X2591.3
X2591.4
X2591.5
CONC.
2592
X2592.6
X2589.5
X2589.6 2590X2590.6
X2590.6
2591
X2591.5
X2591.5 ASPH.90.61 FL
55'
(91.51 FS)
(92.01 TC)

90.59 FL

84.45 IE 15"

90.61 TG

91.82 FG/FL

91.26 FS

91.76 TC

90.81 FS

91.31 TC

90.78 FS

91.28 TC

90.64 FS

91.14 TC

90.40 FS

90.90 TC

91.50 FS

92.00 TC

91.92 FL

91.69 FL

91.81 FS

92.31 TC

91.93 FS

92.43 TC

92.96 FS 92.96 FS/GB

92.91 FS

92.81 FS

93.31 TC

92.79 FS

93.29 TC

92.75 FS

93.25 TC

92.87 FS

93.37 TC 92.84 FS

93.34 TC

92.53 FS

93.03 TC

92.48 FS

92.98 TC

93.43 FS/GB

93.43 TC

JOIN EXISTING PAVEMENT

JOIN EXISTING GUTTER

JOIN EXISTING PAVEMENT

91.19 FS

92.19 TC

86.85 IE

91.10 TG

90.60 FG

91.10 FG91.10 FG

86.66 IE

86.53 IE

84.56 IE

84.47 IE92.48 FS

92.98 TC
(93.20 FS)92.87 FS

93.37 TC

92.96 FS/GB

93.46 TC/GB92.96 FS

93.46 TC

92.80 FS/GB

93.30 TC

92.13 FS/GB

92.63 TC

92.09 FS

92.59 TC

92.01 FS

92.51 TC

91.95 FS

92.45 TC

92.73 FS

93.23 TC

92.64 FS

93.14 TC

92.51 FS

92.36 FS/GB

92.36 TC

92.32 FS/GB

92.32 TC

92.36 FS/GB

92.40 FS/GB

92.03 FS/GB

92.07 FS/GB

91.44 FS

92.10 FS

91.46 FS/GB

91.48 FS/GB

91.52 FS/GB

JOIN EXISTING PAVEMENT

JOIN EXISTING CURB

84.85 IE

91.45 FS/GB

92.35 FS

92.85 TC

92.30 FS

92.80 TC92.36 FS

92.86 TC

92.16 FS

92.66 TC

92.11 FS

92.61 TC

92.12 FS

92.62 TC

92.90 FS/GB

93.40 TC93.45 FS

91.66 FS

FOR VACUUM ENCLOSURE

SEE ARCHITECTURAL PLAN

90.60 FG
Dsoil=3.0'
L=92.0' W=13.0'
Vbmp=2,844 CF
BR 4
(91.00 FL)

90.36 FL

90.36 TC
(90.38 FS)
(90.44 FL)
(92.83 FS)
(92.85 FS)
(92.78 FS)
(92.72 FS)
(91.37 FS)(91.12 FS)

JOIN EXISTING PAVEMENT
(92.90 FS)
(93.38 TC)

90.21 FS

90.88 TC

89.85 FS

90.52 TC

JOIN EXISTING PAVEMENT
(93.50 FS)

90.70 FS

91.37 TC

90.40 FS

91.07 TC

93.41 FS/GB

93.07 FS

93.57 TC

93.52 FS

93.02 FS

93.52 TC

92.88 FS

93.38 TC
(93.31 TC)

92.54 FS/GB
(92.84 FS)

STREET IMPROVEMENT PLAN

UNDER SIDEWALK DRAINS PER

92.11 RIM

84.85 IE 6"

84.85 IE 15"

92.37 RIM

92.05 FS

91.98 FS

92.48 TC
PHASE 1

CONSTRUCTION SHEET
10 SCALE: 1" = 10'
10 0 10 20
SEE SHEET NO. 1
1" = 10'SEE SHEET NO. 9SEE SHEET NO. 12

CONSTRUCTION NOTES
CONSTRUCT 6" TYPE "D" CURB PER COUNTY OF RIVERSIDE STD NO. 204 CONSTRUCT BIO-RETENTION FACILITY PER DETAIL 2 ON SHEET NO. 3 INSTALL DETECTABLE WARNINGS PER CBC 11B-705
SUB-GRADE COMPACTED TO 95%
PLACE 6" CLASS 560-C-3250 PCC PAVEMENT PER SSPWC OVER 12" NATIVE 38 37
8 PLACE 4" CLASS 520-A-2500 PCC PAVEMENT PER SSPWC
INSTALL 6" ADS N-12 OR PVC PERFORATED PIPE
INSTALL 8" ADS N-12 OR PVC PIPE
6 10
CONSTRUCT TYPE A-6 CURB PER COUNTY OF RIVERSIDE STD NO. 200 9 CONSTRUCT SUMP AND PUMP PER DETAIL 3 ON SHEET NO. 3
11 INSTALL 6" ADS N-12 OR PVC PIPE
INSTALL 15" ADS N-12 OR PVC PIPE
12 13
25 29
31 32
33 35
36 39
40 14
5 DRAWINGS UNDER SEPARATE COVER
GENERIC DETAIL 1 ON SHEET NO. 3 AND MANUFACTURER'S INSTALLATION CONSTRUCT PRINSCO HYDROSTOR HS180 STORMWATER CHAMBER SYSTEM PER APPLY ACCESSIBLE PARKING STRIPING PER DETAIL 9 ON SHEET NO. 4 INSTALL PARKING LOT ENTRY SIGNAGE PER DETAIL 12 ON SHEET NO. 4 APPLY 4" WIDE BLUE STRIPE

INSTRUCTIONS
INSTALL JENSEN PRECAST 6' STANDARD PARKING CURB PER MANUFACTURER'S 26 INSTALL VAN ACCESSIBLE PARKING SIGNAGE PER DETAIL 11 ON SHEET NO. 4 28 CONSTRUCT 8" TYPE "D" CURB PER COUNTY OF RIVERSIDE STD NO. 204 INSTALL ACCESSIBLE PARKING SIGNAGE PER DETAIL 10 ON SHEET NO. 4 30 PLACE FULL DEPTH AC PAVEMENT OVER COMPACTED NATIVE
34 APPLY CLEAN AIR/VANPOOL/EV PARKING STRIPING PER DETAIL 10 ON SHEET NO. 4 APPLY 4" WIDE WHITE STRIPE
16 FGP-24F, OR APPROVED EQUAL

GRATE OR APPROVED EQUAL, WITH FLOGARD CATCH BASIN INSERT FILTER INSTALL JENSEN PRECAST 24"X24" DROP INLET WITH PEDESTRIAN FRAME AND GM
GM
BF
SCO

FDC PIV WV
WV
WV
EL
TS
SMH

PARKING
NO

VANPOOL/EV

CLEAN AIR/

VANPOOL/EV
CLEAN AIR/PARKINGNO2590
2591
2591259
2 25922592
259
325935:12592
20 D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23pgp10.dgn e n g i n e e r i n g, i n c
MTH2 (951) 850-2190
Riverside, CA 92506
639 Lakewood Drive
urban design and planning
civil water resources storm water
www.mth2engineering.com
R
Call at least 2 working days prior to excavating.
before you dig.Call
.belowKnow what's
CAUTION:

START OF CONSTRUCTION.

VERIFY IN FIELD PRIOR TO
UNKNOWN. CONTRACTOR TO

UNDERGROUND FACILITIES IS

EXACT LOCATION OF EXISTING
17-OCT-2022JOB 2019_23 PLOTTED:

BY MARK APPR.DATE

ENGINEER CITY

DESCRIPTION

R E V I S I O N S DATE
DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION
Reviewed By:

Staff Engineer
for Approval By:

Recommended
Approved By:

Administrative Engineer
City Engineer/Director of Public Works

CITY OF BEAUMONT, CALIFORNIA
FILE NO:

S H E E T

OF SHEETS
TEL: (951) 769-8520 FAX: (951) 769-8526
Beaumont, CA 92223
550E. 6th St
Date:

Date:

R.C.E. 51313

ENGINEER OF WORK
PRECISE GRADING PLANS FOR:

SEP, 2021
MTH2
MTH2
MTH2
2019_23
BENCHMARK:

AND DEVELOPMENT

HIGHLAND SPRINGS REMODEL
17-OCT-2022
PW2021-0785REENIG

NE LANOISSEFORP DERET

SIGERAINROFILAC FO ETAT

SLIVICNOS
REDNA .L NETRAMNo. 51313
Exp. 6-30-24
WDID NO. 8 33C398692
2590.18 FS
S=0.0050
S=0.0050 S=0.0050
S=0.0050

0.50%3.49%3.49%1.39%1.41%1.39%0.50%1.38%3.45%

7.50%

0.36%1.50%6
9 10
10 12
12 13
16 16
20 23
25 2626
26 26
26 26
26 2626
26 26
26 28 28
26 26
26 26
29 29
29 29 29
30 30
29 29
5 31
31 31
32 32
32 32
32 33
37 TYP 38
TYP 38
TYP 38
TYP 38
38 38
38 38
39 TYP
39 TYP
TYP 39
40TYPTYP40

HIGHLAND SPRINGS AVENUEALLEY
35 SEPARATE ENCROACHMENT PERMIT.

ALLEY RIGHT-OF-WAY REQUIRES A
NOTE: ALL CONSTRUCTION WITHIN THE
8 FFE=2593.50
38 2.50%2.50%A2B2C
2 31 1.12%1.50%

1.12%1.50%1.50%
34 34
BOOTH

ATTENDANT
13 14
11 11

Page 156 of 1234 ends

X2593.7
25942594
X2594.1
X2594.2
X2594.5
X
X
2594.5
2594.5
2595X2595.3
X2595.4
X2595.4
X2595.7
X
X
2595.8
2595.8
X2595.9
25962596
2596
2596.3
X2596.3
X2596.3
X2596.9

DENSE TREES

93.40 FG93.97 FG

93.64 FG/FL

92.71 FG/FL 92.32 FG/FL

93.62 FS

92.81 FS

85.75 IE

85.68 IE

88.07 IE
S=0.0471
S=0.0050

92.42 FS
594.6 TF
596.7 TWR
602.3 TW
594.6 TF
596.7 TWR
602.3 TW
594.6 TF
596.7 TWR
602.3 TW
593.9 TF
596.0 TWR
600.9 TW

87.40 IE

86.21 IE 8"

85.63 IE/GB 15"

86.41 IE 8"

85.83 IE 15"

PER SEPARATE PLAN

PROPOSED FIRE LINE

85.60 IE

92.78 RIM
SCALE: 1" = 10'
10 0 10 20
11 PHASE 1

CONSTRUCTION SHEET
SEE SHEET NO. 1
1" = 10'
SEE SHEET NO. 9 SEE SHEET NO. 12CONSTRUCTION NOTES
SUB-GRADE COMPACTED TO 95%
PLACE 6" CLASS 560-C-3250 PCC PAVEMENT PER SSPWC OVER 12" NATIVE INSTALL 8" ADS N-12 OR PVC PIPE
4 PLAN

CONSTRUCT COMBINATION FREESTANDING-RETAINING WALL PER STRUCTURAL INSTALL 15" ADS N-12 OR PVC PIPE
18 19
INSTALL 15" ADS N-12 OR PVC WYE
INSTALL 15X8" ADS N-12 OR PVC ECCENTRIC REDUCER
12 13
29 15
5 DRAWINGS UNDER SEPARATE COVER
GENERIC DETAIL 1 ON SHEET NO. 3 AND MANUFACTURER'S INSTALLATION CONSTRUCT PRINSCO HYDROSTOR HS180 STORMWATER CHAMBER SYSTEM PER 17 INSTALL 8" ADS N-12 OR PVC CAPXX
25 9
3 5:12593
2593
2594
20 D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23pgp11.dgn e n g i n e e r i n g, i n c
MTH2 (951) 850-2190
Riverside, CA 92506
639 Lakewood Drive
urban design and planning
civil water resources storm water
www.mth2engineering.com
R
Call at least 2 working days prior to excavating.
before you dig.Call
.belowKnow what's
CAUTION:

START OF CONSTRUCTION.

VERIFY IN FIELD PRIOR TO
UNKNOWN. CONTRACTOR TO

UNDERGROUND FACILITIES IS

EXACT LOCATION OF EXISTING
17-OCT-2022JOB 2019_23 PLOTTED:

BY MARK APPR.DATE

ENGINEER CITY

DESCRIPTION

R E V I S I O N S DATE
DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION
Reviewed By:

Staff Engineer
for Approval By:

Recommended
Approved By:

Administrative Engineer
City Engineer/Director of Public Works

CITY OF BEAUMONT, CALIFORNIA
FILE NO:

S H E E T

OF SHEETS
TEL: (951) 769-8520 FAX: (951) 769-8526
Beaumont, CA 92223
550E. 6th St
Date:

Date:

R.C.E. 51313

ENGINEER OF WORK
PRECISE GRADING PLANS FOR:

SEP, 2021
MTH2
MTH2
MTH2
2019_23
BENCHMARK:

AND DEVELOPMENT

HIGHLAND SPRINGS REMODEL
17-OCT-2022
PW2021-0785REENIG

NE LANOISSEFORP DERET

SIGERAINROFILAC FO ETAT

SLIVICNOS
REDNA .L NETRAMNo. 51313
Exp. 6-30-24
WDID NO. 8 33C398692S=0.00504
4 12
12 12
12 13
13 15
15 1918
29 5
17 S=0.03
7 3

Page 157 of 1234 ends

2593
X2593.7
2594
X2594.3
X2595.3
X2595.4
X2591.5 ASPH.2592X2592.5 2593X2593.5
X2593.5
CONC.
55'

91.82 FG/FL

92.56 FG/FL

92.70 FG/FL

92.66 FG

92.86 FG/FL

92.39 FG/FL

93.92 FG

94.26 FG

94.29 FG94.45 FG

94.51 FG/FL

92.05 FS

91.92 FL

91.69 FL

91.81 FS

92.31 TC

91.81 FS

92.31 TC

91.93 FS

92.43 TC

91.93 FS

92.43 TC

91.98 FS

92.48 TC

93.21 FS

93.27 FS

93.28 FS

93.16 FL

93.56 FS

93.38 FS

92.85 FS

93.25 TC 92.85 FS

93.25 TC

92.74 FS

93.24 TC

92.69 FS

93.19 TC

93.04 FS

93.54 TC

92.77 FS92.54 FL

92.52 FS

93.02 TC

92.54 FS

93.04 TC

92.66 FS

93.16 TC

92.79 FS

93.29 TC

92.84 FS

93.34 TC

93.01 FS

93.51 TC

93.02 FS

93.52 TC

92.99 FS

93.49 TC

92.92 FS

93.42 TC

91.19 FS

92.19 TC

86.85 IE

91.10 TG

90.60 FG

91.10 FG91.10 FG

91.10 FG/GB

90.60 FG/GB

91.80 FS

93.15 TC

86.85 IE/GB

87.53 IE

91.76 FG

91.26 FG

91.76 FG

93.15 FS

92.31 FL

86.66 IE

84.56 IE

91.95 FS

92.45 TC

84.85 IE

93.28 FS

92.67 FS

91.66 FS

92.61 FG

92.74 FL

92.74 TC (0" CF)92.37 FL

93.04 TC (8" CF)

92.37 FL

93.04 TC (8" CF)

92.59 FL/GB

93.09 TC (6" CF)

91.34 TB

91.33 TB91.33 TB

91.34 TB

91.59 TB

91.58 TB

91.59 TB

91.58 TB

90.87 FG

91.12 FG

91.07 FG

90.82 FG

92.72 FL

PER SEPARATE PLAN

PROPOSED SEWER

90.60 FG
Dsoil=3.0'
L=92.0' W=13.0'
Vbmp=2,844 CF
BR 4

PER SEPARATE PLAN

PROPOSED FIRE LINE

PER SEPARATE PLAN

PROPOSED WATER SERVICE

PER SEPARATE PLAN

PROPOSED WATER SERVICE

PER SEPARATE PLAN

PROPOSED WATER MANIFOLD

PER SEPARATE PLAN

PROPOSED FIRE HYDRANT

PER SEPARATE PLAN

PROPOSED IRRIGATION SERVICE

SEPARATE PLAN

PROPOSED DCDA PER

92.93 FS

93.43 TC

92.41 FG

92.15 FG

92.11 RIM

84.85 IE 6"

84.85 IE 15"

92.37 RIM

92.05 FS

91.98 FS

92.48 TC
12 PHASE 1

CONSTRUCTION SHEET
SCALE: 1" = 10'
10 0 10 20
SEE SHEET NO. 1
1" = 10'
SEE SHEET NO. 10SEE SHEET NO. 11CONSTRUCTION NOTES
CONSTRUCT 6" TYPE "D" CURB PER COUNTY OF RIVERSIDE STD NO. 204 CONSTRUCT BIO-RETENTION FACILITY PER DETAIL 2 ON SHEET NO. 3 INSTALL DETECTABLE WARNINGS PER CBC 11B-705
SUB-GRADE COMPACTED TO 95%
PLACE 6" CLASS 560-C-3250 PCC PAVEMENT PER SSPWC OVER 12" NATIVE 38 37
8 PLACE 4" CLASS 520-A-2500 PCC PAVEMENT PER SSPWC
INSTALL 6" ADS N-12 OR PVC PERFORATED PIPE
INSTALL 8" ADS N-12 OR PVC PIPE
6 10
CONSTRUCT TYPE A-6 CURB PER COUNTY OF RIVERSIDE STD NO. 200 11 INSTALL 6" ADS N-12 OR PVC PIPE
INSTALL 15" ADS N-12 OR PVC PIPE
16 12
13 20
24 25
29 31
32 39
CONSTRUCT 4' RIBBON GUTTER PER DETAIL 6 ON SHEET NO. 3
14 22 CONSTRUCT UNDERSIDEWALK DRAIN PER DETAIL 5 ON SHEET NO. 3 5 DRAWINGS UNDER SEPARATE COVER
GENERIC DETAIL 1 ON SHEET NO. 3 AND MANUFACTURER'S INSTALLATION CONSTRUCT PRINSCO HYDROSTOR HS180 STORMWATER CHAMBER SYSTEM PER INSTALL PARKING LOT ENTRY SIGNAGE PER DETAIL 11 ON SHEET NO. 4 APPLY 4" WIDE BLUE STRIPE
26 CONSTRUCT FOREBAY AT RIBBON GUTTER PER DETAIL 4 ON SHEET NO. 3 21 CONSTRUCT FOREBAY AT UNDERSIDEWALK DRAIN PER DETAIL 5 ON SHEET NO. 3 APPLY 4" WIDE WHITE STRIPE
FGP-24F, OR APPROVED EQUAL

GRATE OR APPROVED EQUAL, WITH FLOGARD CATCH BASIN INSERT FILTER INSTALL JENSEN PRECAST 24"X24" DROP INLET WITH PEDESTRIAN FRAME AND XXWV WV
WV
WV
VENT
WV
EMH
VENT
X
2591
2591
259125912592
259
2 259225922592
2 593
2593
2593
2 5
9 3
5:12592
5:1
2593 25932593
2594
25945:15:120
D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23pgp12.dgn e n g i n e e r i n g, i n c
MTH2 (951) 850-2190
Riverside, CA 92506
639 Lakewood Drive
urban design and planning
civil water resources storm water
www.mth2engineering.com
R
Call at least 2 working days prior to excavating.
before you dig.Call
.belowKnow what's
CAUTION:

START OF CONSTRUCTION.

VERIFY IN FIELD PRIOR TO
UNKNOWN. CONTRACTOR TO

UNDERGROUND FACILITIES IS

EXACT LOCATION OF EXISTING
17-OCT-2022JOB 2019_23 PLOTTED:

BY MARK APPR.DATE

ENGINEER CITY

DESCRIPTION

R E V I S I O N S DATE
DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION
Reviewed By:

Staff Engineer
for Approval By:

Recommended
Approved By:

Administrative Engineer
City Engineer/Director of Public Works

CITY OF BEAUMONT, CALIFORNIA
FILE NO:

S H E E T

OF SHEETS
TEL: (951) 769-8520 FAX: (951) 769-8526
Beaumont, CA 92223
550E. 6th St
Date:

Date:

R.C.E. 51313

ENGINEER OF WORK
PRECISE GRADING PLANS FOR:

SEP, 2021
MTH2
MTH2
MTH2
2019_23
BENCHMARK:

AND DEVELOPMENT

HIGHLAND SPRINGS REMODEL
17-OCT-2022
PW2021-0785REENIG

NE LANOISSEFORP DERET

SIGERAINROFILAC FO ETAT

SLIVICNOS
REDNA .L NETRAMNo. 51313
Exp. 6-30-24
WDID NO. 8 33C398692
S=0.0050
S=0.0050

0.50%1.18%1.41%1.39%1.45%1.38%0.50%0.70%1.14%1.56%6
6 10
10 10
12 16
20 21
22 24
24 2424
25 25
26 26
26 26
26 26
26 26
2929
29 29
29 29
29 29
5 3132
37 38
38 39 TYP
HIGHLAND SPRINGS AVENUE8
C
2 1311

Page 158 of 1234 ends

BOLBOL
BOL
BOL
CONC.CONC.

BOLBOL

BOL BOL

DENSE TREES
ASPH.CONC.
11'19'11'19'12'19'12'20'
12'19'14'
12'12'14'36'19'28'55'55'
55'
24'
13 SCALE: 1" = 20'
20 0 20 40
SEE SHEET NO. 1
1" = 20'
PHASE 1

HORIZONTAL CONTROL SHEET
GM
GM
BF
EL
SCO
SCO
FDCPIV
TC
XWV
SMH

CTV XXXXWV
WV
WV
WV
WV
WV
WV
WV
VENT
TS
EL
TS
SMH
WV
EMH
IRR
VENT
X
20 D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23pgp13.dgn e n g i n e e r i n g, i n c
MTH2 (951) 850-2190
Riverside, CA 92506
639 Lakewood Drive
urban design and planning
civil water resources storm water
www.mth2engineering.com
R
Call at least 2 working days prior to excavating.
before you dig.Call
.belowKnow what's
CAUTION:

START OF CONSTRUCTION.

VERIFY IN FIELD PRIOR TO
UNKNOWN. CONTRACTOR TO

UNDERGROUND FACILITIES IS

EXACT LOCATION OF EXISTING
17-OCT-2022JOB 2019_23 PLOTTED:

BY MARK APPR.DATE

ENGINEER CITY

DESCRIPTION

R E V I S I O N S DATE
DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION
Reviewed By:

Staff Engineer
for Approval By:

Recommended
Approved By:

Administrative Engineer
City Engineer/Director of Public Works

CITY OF BEAUMONT, CALIFORNIA
FILE NO:

S H E E T

OF SHEETS
TEL: (951) 769-8520 FAX: (951) 769-8526
Beaumont, CA 92223
550E. 6th St
Date:

Date:

R.C.E. 51313

ENGINEER OF WORK
PRECISE GRADING PLANS FOR:

SEP, 2021
MTH2
MTH2
MTH2
2019_23
BENCHMARK:

AND DEVELOPMENT

HIGHLAND SPRINGS REMODEL
17-OCT-2022
PW2021-0785REENIG

NE LANOISSEFORP DERET

SIGERAINROFILAC FO ETAT

SLIVICNOS
REDNA .L NETRAMNo. 51313
Exp. 6-30-24
WDID NO. 8 33C398692

PARKING
NO

VANPOOL/EV

CLEAN AIR/

VANPOOL/EV
CLEAN AIR/PARKINGNOPARKINGNOL1
C1L2C2L3C3L4L5L6L7L8L9L10C4L11
C5L12L13
C6L14L15L16L17
C7L18C8L19C9L20L21L22L23
L25
L26L27
L24 L28 L29L30L31C10L32L33L34L35
C11L36
L37C12
L38 C13L39L40C14L41C15
L42L43C16C17C18L44C19L45C20L46L47L48C21L49
L50SDL1
SDC1
SDL2
SDL3
SDL4SDL5
SDC2
SDC3SDL6
SDL7SDL8SDL9SDL10SDL11SDL12SDL13 2.50' 3.93' 2.50' 90°00'00"C21

3.00' 4.71' 3.00' 90°00'00"C20

3.00' 4.71' 3.00' 90°00'00"C19

1.71' 3.40'10.00' 19°27'47"C18

9.22'17.67'25.00' 40°30'09"C17

0.93' 1.84' 5.00' 21°02'22"C16
--- 4.71' 1.50'180°00'00"C15
--- 4.71' 1.50'180°00'00"C14

10.09'15.80'10.00' 90°30'09"C13

6.67'12.55'15.00' 47°55'47"C12

2.88' 5.69'15.00' 21°42'58"C11

2.50' 3.93' 2.50' 90°00'00"C10

3.00' 4.71' 3.00' 90°00'00"C9

3.00' 4.71' 3.00' 90°00'00"C8

10.00'15.71'10.00' 90°00'09"C7

2.99' 4.70' 3.00' 89°43'13"C6

4.95' 7.80' 5.00' 89°26'16"C5

5.00' 7.85' 5.00' 90°00'10"C4

2.54' 3.97' 2.50' 90°55'15"C3

5.00' 7.85' 5.00' 90°00'00"C2

5.00' 7.85' 5.00' 89°59'50"C1
---------------------------------------------------------------------- LengthLengthRadius DeltaName
Tangent Arc
Curve Table

TYP TYP
TYP

10.50'
5'

10.50'
TYP
5'
TYP

1.50'
TYP

1.50'
30'R26'R
HIGHLAND SPRINGS AVENUE 13.43'26.10'45.00' 33°14'14"SDC3

13.43'26.10'45.00' 33°14'15"SDC2

18.58'35.25'45.00' 44°52'35"SDC1
---------------------------------------------------------------------- LengthLengthRadius DeltaName
Tangent Arc
Storm Drain Curve TableSDL14SDL15
SDL16 HIGHLAND SPRINGS AVENUEHIGHLAND SPRINGS AVENUEALLEY ALLEY N89°52'35"E 22.29'L50
N89°52'35"E 23.13'L49
N0°07'25"W 74.50'L48
N0°07'25"W 55.75'L47
N0°07'25"W 71.50'L46
N89°52'35"E 3.00'L45
N0°07'25"W 11.84'L44
N0°07'25"W 37.23'L43
N89°52'35"E 9.00'L42
N0°07'25"W 17.00'L41
N0°07'25"W 17.00'L40
N0°07'25"W 0.79'L39
N89°52'35"E 11.13'L38
N0°07'25"W 4.95'L37
N89°52'35"E 21.35'L36
N0°07'25"W 50.20'L35
N89°52'35"E 9.00'L34
N0°07'25"W 36.00'L33
N89°52'35"E 0.42'L32
N0°07'25"W 13.03'L31
N89°52'35"E 0.75'L30
N0°07'25"W 3.47'L29
N89°52'35"E 11.25'L28
N89°52'26"E 24.37'L27
N0°07'25"W 3.70'L26
N89°52'35"E 15.33'L25
N89°52'35"E109.50'L24
N89°52'35"E 14.25'L23
N0°07'25"W 3.47'L22
N89°52'35"E 0.75'L21
N0°07'25"W 12.53'L20
N89°52'35"E 11.58'L19
N0°07'25"W 12.02'L18
N89°52'26"E 3.06'L17
N0°07'25"W 3.47'L16
N89°52'35"E 0.75'L15
N0°07'25"W 12.55'L14
N89°35'55"W 1.58'L13
N89°35'55"W 0.48'L12
N89°52'45"E 21.30'L11
N0°07'25"W 16.39'L10
N89°52'35"E 0.75'L9
N0°07'25"W 3.47'L8
N89°52'45"E165.50'L7
N0°07'25"W 3.47'L6
N89°52'35"E 0.75'L5
N0°07'25"W 17.26'L4
N89°52'35"E 20.86'L3
N0°07'25"W 15.72'L2
N89°52'45"E214.00'L1
---------------------------------------------------
DirectionLengthName
Line Table
5'5'5'6.5'5'5'6.5'5'
9'
N0°07'25"W 1.25'SDL16
N89°52'35"E 1.68'SDL15
N0°07'25"W 29.93'SDL14
N0°07'25"W 5.00'SDL13
N45°07'25"W 17.34'SDL12
N89°52'35"E 57.62'SDL11
N0°07'25"W 90.08'SDL10
N44°52'35"E 10.00'SDL9
N0°07'25"W 15.00'SDL8
N45°07'25"W 10.00'SDL7
N89°52'35"E145.78'SDL6
N89°52'35"E 11.09'SDL5
N45°07'25"W 26.44'SDL4
N89°52'35"E 4.34'SDL3
N89°52'35"E 4.34'SDL2
N45°00'00"E 52.58'SDL1
---------------------------------------------------
DirectionLengthName
Storm Drain Line Table
MIN

Page 159 of 1234 ends

2591
X2591.2
X2591.4
X2591.5
X2591.7
CONC.
2592
2592
X2592.5
X2592.6
2593CONC.

X2593.2
X2593.2
X2593.8
2594
2 5
9 4
X2594.4
PHASE 2

DEMOLITION SHEET
SCALE: 1" = 10'
10 0 10 20
14 SEE SHEET NO. 1
1" = 10'
SEE SHEET NO. 15
1 3

PROTECT IN PLACE AS NOTED

REMOVE AS NOTED

CONSTRUCTION NOTES

DEMOLITION NOTES
PROCEED GIVEN BY THE ENGINEER.

THE UTILITIES HAVE BEEN ASCERTAINED BY THE ENGINEER AND AUTHORITY TO

ENCOUNTERED, WORK IN THAT AREA IS TO BE HALTED UNTIL THE STATUS OF IF DURING THE COURSE OF DEMOLITION, UNKNOWN EXISTING UTILITIES ARE 12.

SUCH GIVEN SHUTDOWN.

CONTRACTOR SHALL GIVE A MINIMUM OF 48-HOUR ADVANCE NOTICE FOR ANY CONSTRUCTION MANAGER, TO SCHEDULE A SHUTDOWN. THE DEMOLITION

RESPONSIBILITY OF THE CONTRACTOR TO CONTACT THE OWNER, THROUGH THE

PERMIT EXECUTION OF THE DEMOLITION PROCESS, IT SHALL BE THE WHERE IT BECOMES NECESSARY TO TEMPORARILY DISTURB SYSTEMS TO 11.

MAY NOT BE WASHED DOWN BY RAIN OR OTHER MEANS.

PUBLIC WAY. ACCIDENTAL DEPOSITIONS MUST BE SWEPT UP IMMEDIATELY AND

STABILIZED SO AS TO INHIBIT SEDIMENTS FROM BEING DEPOSITED INTO THE VEHICLE TRAFFIC. THE CONSTRUCTION ENTRANCE ROADWAYS MUST BE SEDIMENTS AND OTHER MATERIALS MAY NOT BE TRACKED FROM THE SITE BY 10.

DISPERSAL BY WIND.

A COVERED RECEPTACLE TO PREVENT CONTAMINATION OF RAINWATER AND TRASH AND CONSTRUCTION RELATED SOLID WASTES MUST BE DEPOSITED INTO 9.

ANY OTHER ACTIVITY SHALL BE CONTAINED AT THE PROJECT SITE.

NON-STORM WATER RUNOFF FROM EQUIPMENT AND VEHICLE WASHING AND 8.

DRAINAGE SYSTEM.

AND DISPOSED OF IN A PROPER MANNER. SPILLS MAY NOT BE WASHED INTO THE PROTECTED FROM THE WEATHER. SPILLS MUST BE CLEANED UP IMMEDIATELY AND SURFACE WATERS. ALL APPROVED STORAGE CONTAINERS ARE TO BE

ACCORDANCE WITH THEIR LISTING AND ARE NOT TO CONTAMINATE THE SOIL FUELS, OILS, SOLVENTS AND OTHER TOXIC MATERIALS MUST BE STORED IN 7.

WIND OR WATER.

BE PROTECTED FROM BEING TRANSPORTED FROM THE SITE BY THE FORCES OF STOCKPILES OF EARTH AND OTHER CONSTRUCTION RELATED MATERIALS MUST 6.

DRAINS, NATURAL DRAINAGE COURSES OR WIND.

MAY NOT BE TRANSPORTED FROM THE SITE VIA SHEET FLOW, SWALES, AREA ERODED SEDIMENTS AND OTHER POLLUTANTS MUST BE RETAINED ON SITE AND 5.

DEMOLITION SITE IS NOT PERMITTED.

BURYING, COVERING, OR OTHERWISE DISCARDING OF DEBRIS ON THE 4.

BY TRANSPORTING TO AN APPROVED LANDFILL.

DISPOSE OF DEBRIS AND TRASH CREATED DURING THE DEMOLITION PROCESS 3.

CONTRACTOR TO REMOVE DEBRIS AND RESIDUE.2.

FOUND TO THE ENGINEER FOR CLARIFICATION BEFORE PROCEEDING.

CONDITIONS WITHIN THE DEMOLITION AREAS. REPORT ANY DISCREPANCIES DESCRIBED BY THE NOTES. THE CONTRACTOR SHALL VERIFY ALL EXISTING PLACE OR BE REMOVED. GENERALLY, ALL IMPROVEMENT DEMOLITION IS

CERTAIN ITEMS ARE SHOWN AND INDICATED TO BE SALVAGED, PROTECTED IN MAJORITY OF EXISTING IMPROVEMENTS ARE SHOWN ON THE DRAWINGS.

CONTRACTOR TO REVIEW THE STATE OF CALIFORNIA’S CAL-RECYCLE 3.

WASTE REDUCTION AND RECYCLING OVER ALL OTHER OPTIONS.

AUTHORITIES HAVING JURISDICTION.

PERTINENT CODES, RULES, ORDINANCES AND REGULATIONS OF THE ALL WORK PERFORMED ON THIS PROJECT SHALL BE IN COMPLIANCE WITH ALL 1.

EL
SCO
WV
SMH PARKINGNO2591
2592
25 9
3 259325932594
2594259593.60 FG
2593

93.65 FG
259
4 2594259520
D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23pgp14.dgn e n g i n e e r i n g, i n c
MTH2 (951) 850-2190
Riverside, CA 92506
639 Lakewood Drive
urban design and planning
civil water resources storm water
www.mth2engineering.com
R
Call at least 2 working days prior to excavating.
before you dig.Call
.belowKnow what's
CAUTION:

START OF CONSTRUCTION.

VERIFY IN FIELD PRIOR TO
UNKNOWN. CONTRACTOR TO

UNDERGROUND FACILITIES IS

EXACT LOCATION OF EXISTING
17-OCT-2022JOB 2019_23 PLOTTED:

BY MARK APPR.DATE

ENGINEER CITY

DESCRIPTION

R E V I S I O N S DATE
DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION
Reviewed By:

Staff Engineer
for Approval By:

Recommended
Approved By:

Administrative Engineer
City Engineer/Director of Public Works

CITY OF BEAUMONT, CALIFORNIA
FILE NO:

S H E E T

OF SHEETS
TEL: (951) 769-8520 FAX: (951) 769-8526
Beaumont, CA 92223
550E. 6th St
Date:

Date:

R.C.E. 51313

ENGINEER OF WORK
PRECISE GRADING PLANS FOR:

SEP, 2021
MTH2
MTH2
MTH2
2019_23
BENCHMARK:

AND DEVELOPMENT

HIGHLAND SPRINGS REMODEL
17-OCT-2022
PW2021-0785REENIG

NE LANOISSEFORP DERET

SIGERAINROFILAC FO ETAT

SLIVICNOS
REDNA .L NETRAMNo. 51313
Exp. 6-30-24
WDID NO. 8 33C398692
1 PAVEMENT
1 PAVEMENT
1WALKWAY
1 WALL
1 WALL
1 PAVEMENT
1 BUILDING
1 BUILDING
1SD
1SD
1 CHAMBERS
ALLEY
3 LANDSCAPE
3 LANDSCAPE
1 ENCLOSURE
TRASH
FIRE LINE1
FIRE LINE1

Page 160 of 1234 ends

X2593.7
25942594
X2594.1
X2594.2
X2594.5
X
X
2594.5
2594.5
2595X2595.3
X2595.4
X2595.4
X2595.7
X
X
2595.8
2595.8
X2595.9
25962596
2596
2596.3
X2596.3
X2596.3
X2596.9

DENSE TREES
SCALE: 1" = 10'
10 0 10 20
15 PHASE 2

DEMOLITION SHEET
SEE SHEET NO. 1
1" = 10'
SEE SHEET NO. 14 SEE SHEET NO. 161
3 PROTECT IN PLACE AS NOTED

REMOVE AS NOTED

CONSTRUCTION NOTES

DEMOLITION NOTES
PROCEED GIVEN BY THE ENGINEER.

THE UTILITIES HAVE BEEN ASCERTAINED BY THE ENGINEER AND AUTHORITY TO

ENCOUNTERED, WORK IN THAT AREA IS TO BE HALTED UNTIL THE STATUS OF IF DURING THE COURSE OF DEMOLITION, UNKNOWN EXISTING UTILITIES ARE 12.

SUCH GIVEN SHUTDOWN.

CONTRACTOR SHALL GIVE A MINIMUM OF 48-HOUR ADVANCE NOTICE FOR ANY CONSTRUCTION MANAGER, TO SCHEDULE A SHUTDOWN. THE DEMOLITION

RESPONSIBILITY OF THE CONTRACTOR TO CONTACT THE OWNER, THROUGH THE

PERMIT EXECUTION OF THE DEMOLITION PROCESS, IT SHALL BE THE WHERE IT BECOMES NECESSARY TO TEMPORARILY DISTURB SYSTEMS TO 11.

MAY NOT BE WASHED DOWN BY RAIN OR OTHER MEANS.

PUBLIC WAY. ACCIDENTAL DEPOSITIONS MUST BE SWEPT UP IMMEDIATELY AND

STABILIZED SO AS TO INHIBIT SEDIMENTS FROM BEING DEPOSITED INTO THE VEHICLE TRAFFIC. THE CONSTRUCTION ENTRANCE ROADWAYS MUST BE SEDIMENTS AND OTHER MATERIALS MAY NOT BE TRACKED FROM THE SITE BY 10.

DISPERSAL BY WIND.

A COVERED RECEPTACLE TO PREVENT CONTAMINATION OF RAINWATER AND TRASH AND CONSTRUCTION RELATED SOLID WASTES MUST BE DEPOSITED INTO 9.

ANY OTHER ACTIVITY SHALL BE CONTAINED AT THE PROJECT SITE.

NON-STORM WATER RUNOFF FROM EQUIPMENT AND VEHICLE WASHING AND 8.

DRAINAGE SYSTEM.

AND DISPOSED OF IN A PROPER MANNER. SPILLS MAY NOT BE WASHED INTO THE PROTECTED FROM THE WEATHER. SPILLS MUST BE CLEANED UP IMMEDIATELY AND SURFACE WATERS. ALL APPROVED STORAGE CONTAINERS ARE TO BE

ACCORDANCE WITH THEIR LISTING AND ARE NOT TO CONTAMINATE THE SOIL FUELS, OILS, SOLVENTS AND OTHER TOXIC MATERIALS MUST BE STORED IN 7.

WIND OR WATER.

BE PROTECTED FROM BEING TRANSPORTED FROM THE SITE BY THE FORCES OF STOCKPILES OF EARTH AND OTHER CONSTRUCTION RELATED MATERIALS MUST 6.

DRAINS, NATURAL DRAINAGE COURSES OR WIND.

MAY NOT BE TRANSPORTED FROM THE SITE VIA SHEET FLOW, SWALES, AREA ERODED SEDIMENTS AND OTHER POLLUTANTS MUST BE RETAINED ON SITE AND 5.

DEMOLITION SITE IS NOT PERMITTED.

BURYING, COVERING, OR OTHERWISE DISCARDING OF DEBRIS ON THE 4.

BY TRANSPORTING TO AN APPROVED LANDFILL.

DISPOSE OF DEBRIS AND TRASH CREATED DURING THE DEMOLITION PROCESS 3.

CONTRACTOR TO REMOVE DEBRIS AND RESIDUE.2.

FOUND TO THE ENGINEER FOR CLARIFICATION BEFORE PROCEEDING.

CONDITIONS WITHIN THE DEMOLITION AREAS. REPORT ANY DISCREPANCIES DESCRIBED BY THE NOTES. THE CONTRACTOR SHALL VERIFY ALL EXISTING PLACE OR BE REMOVED. GENERALLY, ALL IMPROVEMENT DEMOLITION IS

CERTAIN ITEMS ARE SHOWN AND INDICATED TO BE SALVAGED, PROTECTED IN MAJORITY OF EXISTING IMPROVEMENTS ARE SHOWN ON THE DRAWINGS.

CONTRACTOR TO REVIEW THE STATE OF CALIFORNIA’S CAL-RECYCLE 3.

WASTE REDUCTION AND RECYCLING OVER ALL OTHER OPTIONS.

AUTHORITIES HAVING JURISDICTION.

PERTINENT CODES, RULES, ORDINANCES AND REGULATIONS OF THE ALL WORK PERFORMED ON THIS PROJECT SHALL BE IN COMPLIANCE WITH ALL 1.XX25 9 3
2593
2593
2594
20 D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23pgp15.dgn e n g i n e e r i n g, i n c
MTH2 (951) 850-2190
Riverside, CA 92506
639 Lakewood Drive
urban design and planning
civil water resources storm water
www.mth2engineering.com
R
Call at least 2 working days prior to excavating.
before you dig.Call
.belowKnow what's
CAUTION:

START OF CONSTRUCTION.

VERIFY IN FIELD PRIOR TO
UNKNOWN. CONTRACTOR TO

UNDERGROUND FACILITIES IS

EXACT LOCATION OF EXISTING
17-OCT-2022JOB 2019_23 PLOTTED:

BY MARK APPR.DATE

ENGINEER CITY

DESCRIPTION

R E V I S I O N S DATE
DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION
Reviewed By:

Staff Engineer
for Approval By:

Recommended
Approved By:

Administrative Engineer
City Engineer/Director of Public Works

CITY OF BEAUMONT, CALIFORNIA
FILE NO:

S H E E T

OF SHEETS
TEL: (951) 769-8520 FAX: (951) 769-8526
Beaumont, CA 92223
550E. 6th St
Date:

Date:

R.C.E. 51313

ENGINEER OF WORK
PRECISE GRADING PLANS FOR:

SEP, 2021
MTH2
MTH2
MTH2
2019_23
BENCHMARK:

AND DEVELOPMENT

HIGHLAND SPRINGS REMODEL
17-OCT-2022
PW2021-0785REENIG

NE LANOISSEFORP DERET

SIGERAINROFILAC FO ETAT

SLIVICNOS
REDNA .L NETRAMNo. 51313
Exp. 6-30-24
WDID NO. 8 33C398692
1 PAVEMENT
1 PAVEMENT
FENCE 1FENCE1WALL1
WALL1
1 WALL 1SD
1 CHAMBERS
3 LANDSCAPE
3 LANDSCAPE
3 LANDSCAPE
FIRE LINE1
SD 1

Page 161 of 1234 ends

2593
X2593.7
2594
X2594.3
X2595.3
X2595.4
X2591.5 ASPH.2592X2592.5 2593X2593.5
X2593.5
CONC.
55'
SCALE: 1" = 10'
10 0 10 20
16 PHASE 2

DEMOLITION SHEET
SEE SHEET NO. 1
1" = 10'SEE SHEET NO. 151
3 PROTECT IN PLACE AS NOTED

REMOVE AS NOTED

CONSTRUCTION NOTES

DEMOLITION NOTES
PROCEED GIVEN BY THE ENGINEER.

THE UTILITIES HAVE BEEN ASCERTAINED BY THE ENGINEER AND AUTHORITY TO

ENCOUNTERED, WORK IN THAT AREA IS TO BE HALTED UNTIL THE STATUS OF IF DURING THE COURSE OF DEMOLITION, UNKNOWN EXISTING UTILITIES ARE 12.

SUCH GIVEN SHUTDOWN.

CONTRACTOR SHALL GIVE A MINIMUM OF 48-HOUR ADVANCE NOTICE FOR ANY CONSTRUCTION MANAGER, TO SCHEDULE A SHUTDOWN. THE DEMOLITION

RESPONSIBILITY OF THE CONTRACTOR TO CONTACT THE OWNER, THROUGH THE

PERMIT EXECUTION OF THE DEMOLITION PROCESS, IT SHALL BE THE WHERE IT BECOMES NECESSARY TO TEMPORARILY DISTURB SYSTEMS TO 11.

MAY NOT BE WASHED DOWN BY RAIN OR OTHER MEANS.

PUBLIC WAY. ACCIDENTAL DEPOSITIONS MUST BE SWEPT UP IMMEDIATELY AND

STABILIZED SO AS TO INHIBIT SEDIMENTS FROM BEING DEPOSITED INTO THE VEHICLE TRAFFIC. THE CONSTRUCTION ENTRANCE ROADWAYS MUST BE SEDIMENTS AND OTHER MATERIALS MAY NOT BE TRACKED FROM THE SITE BY 10.

DISPERSAL BY WIND.

A COVERED RECEPTACLE TO PREVENT CONTAMINATION OF RAINWATER AND TRASH AND CONSTRUCTION RELATED SOLID WASTES MUST BE DEPOSITED INTO 9.

ANY OTHER ACTIVITY SHALL BE CONTAINED AT THE PROJECT SITE.

NON-STORM WATER RUNOFF FROM EQUIPMENT AND VEHICLE WASHING AND 8.

DRAINAGE SYSTEM.

AND DISPOSED OF IN A PROPER MANNER. SPILLS MAY NOT BE WASHED INTO THE PROTECTED FROM THE WEATHER. SPILLS MUST BE CLEANED UP IMMEDIATELY AND SURFACE WATERS. ALL APPROVED STORAGE CONTAINERS ARE TO BE

ACCORDANCE WITH THEIR LISTING AND ARE NOT TO CONTAMINATE THE SOIL FUELS, OILS, SOLVENTS AND OTHER TOXIC MATERIALS MUST BE STORED IN 7.

WIND OR WATER.

BE PROTECTED FROM BEING TRANSPORTED FROM THE SITE BY THE FORCES OF STOCKPILES OF EARTH AND OTHER CONSTRUCTION RELATED MATERIALS MUST 6.

DRAINS, NATURAL DRAINAGE COURSES OR WIND.

MAY NOT BE TRANSPORTED FROM THE SITE VIA SHEET FLOW, SWALES, AREA ERODED SEDIMENTS AND OTHER POLLUTANTS MUST BE RETAINED ON SITE AND 5.

DEMOLITION SITE IS NOT PERMITTED.

BURYING, COVERING, OR OTHERWISE DISCARDING OF DEBRIS ON THE 4.

BY TRANSPORTING TO AN APPROVED LANDFILL.

DISPOSE OF DEBRIS AND TRASH CREATED DURING THE DEMOLITION PROCESS 3.

CONTRACTOR TO REMOVE DEBRIS AND RESIDUE.2.

FOUND TO THE ENGINEER FOR CLARIFICATION BEFORE PROCEEDING.

CONDITIONS WITHIN THE DEMOLITION AREAS. REPORT ANY DISCREPANCIES DESCRIBED BY THE NOTES. THE CONTRACTOR SHALL VERIFY ALL EXISTING PLACE OR BE REMOVED. GENERALLY, ALL IMPROVEMENT DEMOLITION IS

CERTAIN ITEMS ARE SHOWN AND INDICATED TO BE SALVAGED, PROTECTED IN MAJORITY OF EXISTING IMPROVEMENTS ARE SHOWN ON THE DRAWINGS.

CONTRACTOR TO REVIEW THE STATE OF CALIFORNIA’S CAL-RECYCLE 3.

WASTE REDUCTION AND RECYCLING OVER ALL OTHER OPTIONS.

AUTHORITIES HAVING JURISDICTION.

PERTINENT CODES, RULES, ORDINANCES AND REGULATIONS OF THE ALL WORK PERFORMED ON THIS PROJECT SHALL BE IN COMPLIANCE WITH ALL 1.XXWV WV
WV
WV
VENT
WV
EMH
VENT
X
20 D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23pgp16.dgn e n g i n e e r i n g, i n c
MTH2 (951) 850-2190
Riverside, CA 92506
639 Lakewood Drive
urban design and planning
civil water resources storm water
www.mth2engineering.com
R
Call at least 2 working days prior to excavating.
before you dig.Call
.belowKnow what's
CAUTION:

START OF CONSTRUCTION.

VERIFY IN FIELD PRIOR TO
UNKNOWN. CONTRACTOR TO

UNDERGROUND FACILITIES IS

EXACT LOCATION OF EXISTING
17-OCT-2022JOB 2019_23 PLOTTED:

BY MARK APPR.DATE

ENGINEER CITY

DESCRIPTION

R E V I S I O N S DATE
DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION
Reviewed By:

Staff Engineer
for Approval By:

Recommended
Approved By:

Administrative Engineer
City Engineer/Director of Public Works

CITY OF BEAUMONT, CALIFORNIA
FILE NO:

S H E E T

OF SHEETS
TEL: (951) 769-8520 FAX: (951) 769-8526
Beaumont, CA 92223
550E. 6th St
Date:

Date:

R.C.E. 51313

ENGINEER OF WORK
PRECISE GRADING PLANS FOR:

SEP, 2021
MTH2
MTH2
MTH2
2019_23
BENCHMARK:

AND DEVELOPMENT

HIGHLAND SPRINGS REMODEL
17-OCT-2022
PW2021-0785REENIG

NE LANOISSEFORP DERET

SIGERAINROFILAC FO ETAT

SLIVICNOS
REDNA .L NETRAMNo. 51313
Exp. 6-30-24
WDID NO. 8 33C398692
2591
2591
259125912592
259
2 259225922592
2 593
2593
2593
2 5
9 3
2592
2593 25932593
2594
25941

PAVEMENT
1 PAVEMENT
1 PAVEMENT
CURB 1
1 GUTTER
FENCE 1FENCE1
1 CHAMBERS
1 GUTTER
1 PAVEMENT
1 LANDSCAPE
HIGHLAND SPRINGS AVENUE3

LANDSCAPE
1SEWER
FIRE LINE1
1WATER SERVICE
1WATER SERVICE

Page 162 of 1234 ends

2591
X2591.2
X2591.4
X2591.5
X2591.7
CONC.
2592
2592
X2592.5
X2592.6
2593CONC.

X2593.2
X2593.2
X2593.8
2 5
9 4

94.11 FS

94.61 TC

92.66 FL

93.16 TC

92.31 FL

92.81 TC

95.36 FS

95.35 FS
(94.03 FS)

94.53 TC
(94.04 FS)

94.54 TC

95.36 FS

95.33 FS

95.29 FS 95.36 FS/GB

95.20 FS

95.21 FS

95.12 FS

95.23 FS

90.55 IE

93.80 TG

93.30 FG93.30 FG

93.80 FG 93.80 FG
8" HDPE PER PHASE 1 PLAN

JOIN EXISTING PAVEMENT

PIPE CAP

REMOVE EXISTING
(90.55 IE)

93.80 FG

93.30 FG

93.80 FG
(90.49 IE)
(86.42 IE)
Dsoil=2.0'
L=30.0' W=8.0'
Vbmp=260 CF
BR 3
(94.09 FS)(94.18 FS)
(94.96 FS)
(94.90 FS/GB)
(95.04 FS/GB)
(95.18 FS)
(95.10 FS)

94.66 FS

95.16 TC

PER SEPARATE PLAN

PROPOSED FIRE LINE
SCALE: 1" = 10'
10 0 10 20
PHASE 2

CONSTRUCTION SHEET
17 SEE SHEET NO. 18
1" = 10'
SEE SHEET NO. 1SEE SHEET NO. 1

CONSTRUCTION NOTES
CONSTRUCT 6" TYPE "D" CURB PER COUNTY OF RIVERSIDE STD NO. 204 CONSTRUCT BIO-RETENTION FACILITY PER DETAIL 2 ON SHEET NO. 3 SUB-GRADE COMPACTED TO 95%
PLACE 6" CLASS 560-C-3250 PCC PAVEMENT PER SSPWC OVER 12" NATIVE 38 7
PLACE 4" CLASS 520-A-2500 PCC PAVEMENT PER SSPWC
INSTALL 6" ADS N-12 OR PVC PERFORATED PIPE
6 10
24 29
31 CONSTRUCT 4' RIBBON GUTTER PER DETAIL 7 ON SHEET NO. 3 26 APPLY 4" WIDE WHITE STRIPE
FGP-18F, OR APPROVED EQUAL

GRATE OR APPROVED EQUAL, WITH FLOGARD CATCH BASIN INSERT FILTER INSTALL JENSEN PRECAST 18"X18" DROP INLET WITH PEDESTRIAN FRAME AND EL
SCO
WV
SMH PARKINGNO2591
2592
25 9
3 259325932594
2594259525942594
2594
2595
20 D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23pgp17.dgn e n g i n e e r i n g, i n c
MTH2 (951) 850-2190
Riverside, CA 92506
639 Lakewood Drive
urban design and planning
civil water resources storm water
www.mth2engineering.com
R
Call at least 2 working days prior to excavating.
before you dig.Call
.belowKnow what's
CAUTION:

START OF CONSTRUCTION.

VERIFY IN FIELD PRIOR TO
UNKNOWN. CONTRACTOR TO

UNDERGROUND FACILITIES IS

EXACT LOCATION OF EXISTING
17-OCT-2022JOB 2019_23 PLOTTED:

BY MARK APPR.DATE

ENGINEER CITY

DESCRIPTION

R E V I S I O N S DATE
DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION
Reviewed By:

Staff Engineer
for Approval By:

Recommended
Approved By:

Administrative Engineer
City Engineer/Director of Public Works

CITY OF BEAUMONT, CALIFORNIA
FILE NO:

S H E E T

OF SHEETS
TEL: (951) 769-8520 FAX: (951) 769-8526
Beaumont, CA 92223
550E. 6th St
Date:

Date:

R.C.E. 51313

ENGINEER OF WORK
PRECISE GRADING PLANS FOR:

SEP, 2021
MTH2
MTH2
MTH2
2019_23
BENCHMARK:

AND DEVELOPMENT

HIGHLAND SPRINGS REMODEL
17-OCT-2022
PW2021-0785REENIG

NE LANOISSEFORP DERET

SIGERAINROFILAC FO ETAT

SLIVICNOS
REDNA .L NETRAMNo. 51313
Exp. 6-30-24
WDID NO. 8 33C398692
10 6
7 24
26 26
29 31
3131 TYP 38
ALLEY

0.50%0.50%

1.50%
PAD=2594.69
FFE=2595.36
D
2 E2Page 163 of 1234

X2595.4
X2595.7
X2595.8
25962596
2596.3
X2596.3

DENSE TREES

94.66 FS

95.16 TC

94.66 FS

95.16 TC

94.66 FS

95.16 TC

94.66 FS

95.16 TC

94.66 FS

95.16 TC

94.66 FS

95.16 TC

94.66 FS

95.16 TC

93.29 FL

93.79 TC

93.11 FL

93.55 FS

94.05 TC

93.37 FS

93.87 TC

93.43 FS

93.93 TC

93.06 FS

93.56 TC

93.24 FS

93.74 TC

93.17 FS

93.67 TC

94.15 FS

94.09 FS

94.03 FS

94.10 FG

92.87 FL

93.37 TC

92.93 FS

93.43 TC

92.77 FL

93.27 TC

92.66 FL

93.16 TC

92.78 FS

93.28 TC

92.89 FS

93.39 TC

92.99 FS

93.49 TC

93.00 FS

93.50 TC

92.50 FS

93.00 TC

92.47 FS

92.97 TC

92.31 FL

92.81 TC

95.36 FS

95.35 FS

95.20 FS

95.18 FS

95.11 FS

95.28 FS/GB

95.28 TC

95.28 FS/GB

95.28 TC

95.28 FS/GB

95.28 TC

93.21 FS

93.71 TC

93.42 FS

93.92 TC

94.02 FS/GB

94.02 TC

93.99 FS/GB

93.99 TC

93.41 FS/GB

93.91 TC

93.14 FS

93.43 TC

93.08 FS

93.37 TC

93.48 FS/GB

93.42 FS

93.96 TC 93.93 TC

93.38 FS/GB

93.88 TC/GB

93.20 FS/GB

93.70 TC/GB

95.36 FS

95.11 FS

95.13 FS

95.15 FS

95.21 FS

95.18 FS

95.36 FS/GB95.30 FS/GB

95.33 FS

95.36 FS/HP

95.33 FS

95.35 FS/GB

95.23 FS

94.09 FS

94.10 FS

94.15 FS

91.50 IE

94.75 TG

94.25 FG

94.75 FG

88.71 IE

JOIN EXISTING PAVEMENT
8" HDPE PER PHASE 1 PLAN

92.92 FG 92.29 FG

92.97 FG92.62 FG94.32 FS/GB

94.32 FS/GB 92.99 FL

93.49 TC

92.96 FL

93.46 TC

92.93 FL

93.43 TC

93.05 FS

92.99 FS

93.07 FL

93.57 TC

93.17 FS

93.67 TC94.32 FS/GB
(90.49 IE)
(86.42 IE)

94.25 FG

94.75 FG

94.25 FG

94.75 FG

94.75 FG
Dsoil=2.0'
L=16.0' W=13.0'
Vbmp=259 CF
BR 2
(96.32 FG)(95.89 FG)(95.73 FG)(95.46 FG)

94.32 FS/GB

92.98 FS

93.48 TC

PIPE CAP

REMOVE EXISTING
(87.40 IE)

92.68 FL

93.18 TC

95.24 FS

95.05 FS

95.55 TC

95.31 FS

95.81 TC

94.56 FS

95.06 TC

94.40 FS

94.90 TC

95.02 FS

95.52 TC

94.37 FS

94.87 TC

94.32 FS

94.82 TC

94.72 FS

95.22 TC

94.47 FS

94.97 TC

94.28 FS

94.78 TC

94.25 FS

94.75 TC

94.29 FS

94.79 TC

94.69 FS

95.19 TC

93.50 FL/HP

94.00 TC/HP

93.32 FL

93.82 TC

FOR TRASH ENCLOSURE

SEE ARCHITECTURAL PLAN

93.56 RIM

PER SEPARATE PLAN

PROPOSED WATER SERVICE

SEPARATE PLAN

PROPOSED SEWER PER

PER SEPARATE PLAN

PROPOSED FIRE LINE

PER SEPARATE PLAN

PROPOSED WATER SERVICE

PER SEPARATE PLAN

PROPOSED FIRE LINE
SCALE: 1" = 10'
10 0 10 20
PHASE 2

CONSTRUCTION SHEET
18 SEE SHEET NO. 17 SEE SHEET NO. 19SEE SHEET NO. 1
1" = 10'

CONSTRUCTION NOTES
CONSTRUCT 6" TYPE "D" CURB PER COUNTY OF RIVERSIDE STD NO. 204 CONSTRUCT BIO-RETENTION FACILITY PER DETAIL 2 ON SHEET NO. 3 INSTALL DETECTABLE WARNINGS PER CBC 11B-705
SUB-GRADE COMPACTED TO 95%
PLACE 6" CLASS 560-C-3250 PCC PAVEMENT PER SSPWC OVER 12" NATIVE 38 37
7 PLACE 4" CLASS 520-A-2500 PCC PAVEMENT PER SSPWC
INSTALL 6" ADS N-12 OR PVC PERFORATED PIPE
INSTALL 8" ADS N-12 OR PVC PIPE
6 10
CONSTRUCT TYPE A-6 CURB PER COUNTY OF RIVERSIDE STD NO. 200 12 24
25 27
29 31
32 33
35 36
39 CONSTRUCT 4' RIBBON GUTTER PER DETAIL 7 ON SHEET NO. 3 40 APPLY ACCESSIBLE PARKING STRIPING PER DETAIL 9 ON SHEET NO. 4 INSTALL PARKING LOT ENTRY SIGNAGE PER DETAIL 12 ON SHEET NO. 4 APPLY 4" WIDE BLUE STRIPE

INSTRUCTIONS
INSTALL JENSEN PRECAST 6' STANDARD PARKING CURB PER MANUFACTURER'S 26 INSTALL VAN ACCESSIBLE PARKING SIGNAGE PER DETAIL 11 ON SHEET NO. 4 CURB OPENINGS PER DETAIL 8 ON SHEET NO. 4
CONSTRUCT 6" TYPE "D" CURB PER COUNTY OF RIVERSIDE STD NO. 204 WITH INSTALL ACCESSIBLE PARKING SIGNAGE PER DETAIL 10 ON SHEET NO. 4 APPLY 4" WIDE WHITE STRIPE
34 APPLY CLEAN AIR/VANPOOL/EV PARKING STRIPING PER DETAIL 10 ON SHEET NO. 4 FGP-18F, OR APPROVED EQUAL

GRATE OR APPROVED EQUAL, WITH FLOGARD CATCH BASIN INSERT FILTER INSTALL JENSEN PRECAST 18"X18" DROP INLET WITH PEDESTRIAN FRAME AND XXPARKINGNOPARKINGNOPARKINGNOVANPOOL/EVCLEAN AIR/PARKINGNOPARKINGNOVANPOOL/EVCLEAN AIR/VANPOOL/EVCLEAN AIR/VANPOOL/EVCLEAN AIR/25 9 32593 25
9 3
2594
2594
2594
25942594
25942595
2595
2595
2595
20 D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23pgp18.dgn e n g i n e e r i n g, i n c
MTH2 (951) 850-2190
Riverside, CA 92506
639 Lakewood Drive
urban design and planning
civil water resources storm water
www.mth2engineering.com
R
Call at least 2 working days prior to excavating.
before you dig.Call
.belowKnow what's
CAUTION:

START OF CONSTRUCTION.

VERIFY IN FIELD PRIOR TO
UNKNOWN. CONTRACTOR TO

UNDERGROUND FACILITIES IS

EXACT LOCATION OF EXISTING
17-OCT-2022JOB 2019_23 PLOTTED:

BY MARK APPR.DATE

ENGINEER CITY

DESCRIPTION

R E V I S I O N S DATE
DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION
Reviewed By:

Staff Engineer
for Approval By:

Recommended
Approved By:

Administrative Engineer
City Engineer/Director of Public Works

CITY OF BEAUMONT, CALIFORNIA
FILE NO:

S H E E T

OF SHEETS
TEL: (951) 769-8520 FAX: (951) 769-8526
Beaumont, CA 92223
550E. 6th St
Date:

Date:

R.C.E. 51313

ENGINEER OF WORK
PRECISE GRADING PLANS FOR:

SEP, 2021
MTH2
MTH2
MTH2
2019_23
BENCHMARK:

AND DEVELOPMENT

HIGHLAND SPRINGS REMODEL
17-OCT-2022
PW2021-0785REENIG

NE LANOISSEFORP DERET

SIGERAINROFILAC FO ETAT

SLIVICNOS
REDNA .L NETRAMNo. 51313
Exp. 6-30-24
WDID NO. 8 33C398692
S
=0.0
3 7
3 10
12 6 7
24 24
24 25
25 25
25 2626
26 26
26 26
26 26
26 26
262626
26 26
26 26
2626
26 26
26 2727
292929
29 29
29 29
2929
29 29 29
31 31
31 31
313131
32 32
32 33
333335
36 32
36 38TYP38TYP
38TYP38TYP
TYP 38
38 39 TYP

0.50%0.50%

0.50%0.50%0.50%0.50%

0.56%0.56%0.56%2.40%2.41%3.99%3.98%3.90%1.75%

1.75%

4.76%

1.44%0.92%0.76%7.50%

7.50%

1.50%

7.50%1.50%0.40%

0.57%

4.33%

5.02%

5.26%

3.92%
TYP 38
12 PAD=2594.69
FFE=2595.36
PAD=2593.48
FFE=2594.15
PAD=2594.69
FFE=2595.36
D
2 E240
40 34
3434
34 S=0.0373Page 164 of 1234

X2595.3
X2595.4
X2591.5 ASPH.2592X2592.5 2593X2593.5
X2593.5
CONC.
55'

93.17 FL

93.67 TC

92.93 FS

93.43 TC

92.47 FS

92.97 TC

92.19 FS

92.69 TC

92.15 FS

92.65 TC

92.55 FS

93.05 TC

92.91 FS

93.41 TC

92.89 FS

93.39 TC

92.75 FS

93.25 TC

93.38 FS/GB

93.88 TC/GB

93.20 FS/GB

93.70 TC/GB

92.01 FL

92.51 TC

93.93 TC

93.73 FS/GB

93.73 TC

93.82 FS

93.79 FS/GB

93.79 TC (93.27 FS/GB)

93.77 TC
GB)(93.21 FS/

93.71 TC
(92.76 FS)

93.26 TC
(91.92 FL)

94.15 FS

JOIN EXISTING PAVEMENT

JOIN EXISTING GUTTER

JOIN EXISTING CURB

92.19 FG

92.32 FG(91.69 FL)
(92.59 FL/GB)
(93.09 TC)
(93.15 FL/GB)
(95.04 FG)(94.64 FG)

94.29 FS

94.79 TC

94.69 FS

95.19 TC

94.39 FS

94.89 TC

93.93 FS

94.43 TC

94.00 FS

94.50 TC

93.98 FS

94.48 TC

94.36 FS

94.86 TC 94.32 FS/GB

94.82 TC/GB

93.08 FS

93.58 TC

93.57 FS

94.07 TC
(92.93 FS)
(93.43 TC)

93.53 RIM93.56 RIM

PER SEPARATE PLAN

PROPOSED FIRE LINE

SEPARATE PLAN

PROPOSED SEWER PER

PER SEPARATE PLAN

PROPOSED WATER SERVICE

PER SEPARATE PLAN

PROPOSED WATER SERVICE
SCALE: 1" = 10'
10 0 10 20
19 PHASE 2
CONSTRCUTION SHEETSEE SHEET NO. 181" = 10'
SEE SHEET NO. 1

CONSTRUCTION NOTES
CONSTRUCT 6" TYPE "D" CURB PER COUNTY OF RIVERSIDE STD NO. 204 INSTALL DETECTABLE WARNINGS PER CBC 11B-705
SUB-GRADE COMPACTED TO 95%
PLACE 6" CLASS 560-C-3250 PCC PAVEMENT PER SSPWC OVER 12" NATIVE 38 PLACE 4" CLASS 520-A-2500 PCC PAVEMENT PER SSPWC
CONSTRUCT TYPE A-6 CURB PER COUNTY OF RIVERSIDE STD NO. 20025 29 31
32 26
27 CURB OPENINGS PER DETAIL 8 ON SHEET NO. 4
CONSTRUCT 6" TYPE "D" CURB PER COUNTY OF RIVERSIDE STD NO. 204 WITH APPLY 4" WIDE WHITE STRIPEXXWV
WV
WV
WV
VENT
WV
EMH
VENT
X
2591
2591
259125912592
259
2 259225922592
2 593
2593
2593
2 5
9 3
25932594
2594
2594
2595
20 D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23pgp19.dgn e n g i n e e r i n g, i n c
MTH2 (951) 850-2190
Riverside, CA 92506
639 Lakewood Drive
urban design and planning
civil water resources storm water
www.mth2engineering.com
R
Call at least 2 working days prior to excavating.
before you dig.Call
.belowKnow what's
CAUTION:

START OF CONSTRUCTION.

VERIFY IN FIELD PRIOR TO
UNKNOWN. CONTRACTOR TO

UNDERGROUND FACILITIES IS

EXACT LOCATION OF EXISTING
17-OCT-2022JOB 2019_23 PLOTTED:

BY MARK APPR.DATE

ENGINEER CITY

DESCRIPTION

R E V I S I O N S DATE
DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION
Reviewed By:

Staff Engineer
for Approval By:

Recommended
Approved By:

Administrative Engineer
City Engineer/Director of Public Works

CITY OF BEAUMONT, CALIFORNIA
FILE NO:

S H E E T

OF SHEETS
TEL: (951) 769-8520 FAX: (951) 769-8526
Beaumont, CA 92223
550E. 6th St
Date:

Date:

R.C.E. 51313

ENGINEER OF WORK
PRECISE GRADING PLANS FOR:

SEP, 2021
MTH2
MTH2
MTH2
2019_23
BENCHMARK:

AND DEVELOPMENT

HIGHLAND SPRINGS REMODEL
17-OCT-2022
PW2021-0785REENIG

NE LANOISSEFORP DERET

SIGERAINROFILAC FO ETAT

SLIVICNOS
REDNA .L NETRAMNo. 51313
Exp. 6-30-24
WDID NO. 8 33C398692HIGHLAND SPRINGS AVENUE24
25 2626
26 26
26 2626
26 26
26 26
26 27
29 29
29 29
29 29
31 32
38TYP38TYP
38TYP 3.33%(1.56%)(1.45%)(1.14%)(1.39%)(1.41%)(0.50%)(0.50%)0.50%0.50%

0.50%0.50%(1.38%)(1.18%)(0.70%)1.61%0.56%0.56%3.06%2.33%2.36%2.40%7.50%1.50%PAD=2593.48 FFE=2594.15
E2Page 165 of 1234

BOL
ASPH.

BOL
BOL
BOL
BOL
CONC.

CONC.CONC.

BOLBOL

BOL BOL

DENSE TREES
ASPH.CONC.19'9'12'12'9'9'19'
9'19'12'28'
9'19'9'19'9'19'9'19'12'12'28'55'
55'
20 SCALE: 1" = 20'
20 0 20 40
SEE SHEET NO. 1
1" = 20'
PHASE 2

HORIZONTAL CONTROL SHEET
GM
GM
BF
EL
SCO
SCO
FDCPIV
TC
XWV
SMH

CTV XXXXWV
WV
WV
WV
WV
WV
WV
WV
VENT
TMH
TS
EL
TS
SMH
WV
EMH
IRR
VENT
X

PARKING
NO

VANPOOL/EV

CLEAN AIR/

VANPOOL/EV
CLEAN AIR/PARKINGNOPARKINGNOPARKINGNOPARKINGNOPARKINGNOVANPOOL/EVCLEAN AIR/PARKINGNOPARKINGNOVANPOOL/EVCLEAN AIR/VANPOOL/EVCLEAN AIR/VANPOOL/EVCLEAN AIR/20 D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23pgp20.dgn e n g i n e e r i n g, i n c
MTH2 (951) 850-2190
Riverside, CA 92506
639 Lakewood Drive
urban design and planning
civil water resources storm water
www.mth2engineering.com
R
Call at least 2 working days prior to excavating.
before you dig.Call
.belowKnow what's
CAUTION:

START OF CONSTRUCTION.

VERIFY IN FIELD PRIOR TO
UNKNOWN. CONTRACTOR TO

UNDERGROUND FACILITIES IS

EXACT LOCATION OF EXISTING
17-OCT-2022JOB 2019_23 PLOTTED:

BY MARK APPR.DATE

ENGINEER CITY

DESCRIPTION

R E V I S I O N S DATE
DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION
Reviewed By:

Staff Engineer
for Approval By:

Recommended
Approved By:

Administrative Engineer
City Engineer/Director of Public Works

CITY OF BEAUMONT, CALIFORNIA
FILE NO:

S H E E T

OF SHEETS
TEL: (951) 769-8520 FAX: (951) 769-8526
Beaumont, CA 92223
550E. 6th St
Date:

Date:

R.C.E. 51313

ENGINEER OF WORK
PRECISE GRADING PLANS FOR:

SEP, 2021
MTH2
MTH2
MTH2
2019_23
BENCHMARK:

AND DEVELOPMENT

HIGHLAND SPRINGS REMODEL
17-OCT-2022
PW2021-0785REENIG

NE LANOISSEFORP DERET

SIGERAINROFILAC FO ETAT

SLIVICNOS
REDNA .L NETRAMNo. 51313
Exp. 6-30-24
WDID NO. 8 33C398692L1C1L2L3L4L5L6L7C2L8L9L10C3L11L12L13C4L14L15L16C5L17L18L19C6L20C7L21 C8L22
L23 L24L25
L26L27C9
L28L29
L30L31
L32 L33C10L34C11L35C12L36C13L37C14L38L39L40C15L41L42L43C16 N89°52'35"E 14.08'SDL3
N0°07'25"W 74.65'SDL2
N89°56'20"E 28.08'SDL1
---------------------------------------------------
DirectionLengthName
Storm Drain Line Table
--- 9.42' 3.00'180°00'00"C16
---11.00' 3.50'180°00'00"C15
--- 9.42' 3.00'180°00'00"C14

10.00'15.71'10.00' 90°00'00"C13

5.00' 7.85' 5.00' 90°00'00"C12

2.50' 3.93' 2.50' 90°00'00"C11

3.00' 4.71' 3.00' 90°00'00"C10
--- 7.85' 2.50'180°00'00"C9

2.50' 3.93' 2.50' 90°00'00"C8

8.00'12.57' 8.00' 90°00'00"C7

3.00' 4.71' 3.00' 90°00'00"C6
--- 7.85' 2.50'180°00'00"C5
--- 7.85' 2.50'180°00'00"C4
--- 7.85' 2.50'180°00'00"C3

3.00' 4.71' 3.00' 90°00'00"C2

3.00' 4.71' 3.00' 90°00'00"C1
---------------------------------------------------------------------- LengthLengthRadius DeltaName
Tangent Arc
Curve Table

18.64'35.34'45.00' 45°00'00"SDC1
---------------------------------------------------------------------- LengthLengthRadius DeltaName
Tangent Arc
Storm Drain Curve Table
SDL1
S
DC1SDL2SDL3
TYP5'5'TYP5'TYP

TYP TYP TYP TYP
5'5'19'ALLEY ALLEY HIGHLAND SPRINGS AVENUEHIGHLAND SPRINGS AVENUEN0°07'25"W 16.00'L43 N89°52'35"E 63.00'L42
N0°07'25"W 15.50'L41
N0°07'25"W 15.50'L40
N89°52'35"E 54.00'L39
N0°07'25"W 16.00'L38
N0°07'25"W 12.00'L37
N89°52'35"E121.00'L36
N0°07'25"W 17.00'L35
N89°52'35"E105.50'L34
N0°07'25"W 16.00'L33
N89°52'35"E 12.00'L32
N89°52'35"E 19.63'L31
N0°07'25"W 6.33'L30
N89°52'35"E 5.00'L29
N0°07'25"W 16.50'L28
N0°07'25"W 16.50'L27
N0°07'25"W 6.42'L26
N89°52'35"E 10.58'L25
N0°07'25"W 6.42'L24
N89°52'35"E 2.58'L23
N89°52'35"E 1.58'L22
N89°52'35"E139.50'L21
N0°07'25"W 31.50'L20
N0°07'25"W 16.00'L19
N89°52'35"E 54.00'L18
N0°07'25"W 16.50'L17
N0°07'25"W 16.50'L16
N89°52'35"E 54.00'L15
N0°07'25"W 16.50'L14
N0°07'25"W 16.50'L13
N89°52'35"E 54.00'L12
N0°07'25"W 16.50'L11
N0°07'25"W 16.50'L10
N89°52'35"E 45.00'L9
N0°07'25"W 19.00'L8
N89°52'35"E 19.00'L7
N0°07'25"W 27.00'L6
N0°07'25"W 12.00'L5
N0°07'25"W 9.00'L4
N0°07'25"W 84.00'L3
N89°52'35"E 16.00'L2
N0°07'25"W 3.00'L1
---------------------------------------------------
DirectionLengthName
Line Table

Page 166 of 1234 ends

- 31 -

Appendix 3: Soils Information
Geotechnical Study and Other Infiltration Testing Data

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N. Highland Springs Ave.

Beaumont, California
Project No. 19137-01
March I 6, 2020

The approximate locations of the above and other features are shown on Exploratory Boring and Infiltration Tests Location Map (Plate 1).

Proposed Development

We understand a proposed 1-story office building, drive-thru restaurant building, an extension of the existing car wash building, facade enhancements to the existing vehicle service building, and associated site improvements are proposed at the site. Construction of the proposed site will be phased. We understand the proposed structures will be wood framed construction with concrete slabs supported on prepared subgrade. Based on the relatively flat topography of the site, modest cut or fill grading and n o permanent significant cut or fill slopes are proposed. A minor temporary cut slope will be created as a part of the first construction phase.

Field Work

Four exploratory borings were drilled on February 14, 2020, to a maximum depth of 20 feet below existing ground surface, utilizing a B-53 mobile drill rig equipped with 8-inch diameter hollow stem auger. Refer to Plate 1 for boring locations. Standard Penetration Tests (SPT) blow counts were recorded for the earth materials. Relatively undisturbed samples of the soils were also obtained by utilizing California Ring Sampler.

In general these borings revealed that the site area is underlain by alluvial soils consisting of silty sand (USCS "SM"}. The earth materials are loose to very dense. Geologic Map of the Beaumont Quadrangle shows the site area is underlain with alluvial-fan deposits (see Figure 2). Detailed descriptions of the earth materials encountered are presented in the form of Geotechnical Boring Logs in Appendix B.

Laboratorv Testing

Laboratory tests were performed for select soils samples. The tests consisted primarily of natural moisture contents, dry density and water soluble sulfates. Laboratory test results are presented in Appendix C and with Geotechnical Boring Logs in Appendix B.

Groundwater/Liquefaction

Groundwater, seepage or wet soils were not encountered in our exploratory borings, drilled to a maximum depth of 20 feet, at the time this work was performed. Groundwater study is not within the scope of this work. However groundwater data from State well in the vicinity of the site is tabulated below (see Figure 1, Site Location Map, for location of well):

State Well No.

WSE*
(ft)
Date
Measured
Distance/Location
Relative to Site
Estimated Depth
of Water Below
Site (ft)
03S01W01NOOS 2300.09 12/3/1930 N/0.33 miles 308.3
2240.89 10/26/1999 367.5
03S01W12E001S 2191.4 11/17/2000 SEJ0.13 miles 401
2189.27 11/06/2017 390.73
• WSE = Water Surface Elevation

Liquefaction occurs when loose, fine grained (poorly graded), saturated cohesionless soils are subject to ground shaking during an earthquake of large magnitude. Liquefaction potential in general is relatively high when the ground water table is less than thirty feet below ground surface. Based on the Riverside County GIS map, the site is located in a zone of low liquefaction potential (see Figure 3). Considering depth to groundwater (over 300 feet below ground surface), the potential for liquefaction at the site is very low.

Soil Exploration Co,. Inc. Page 2 Page 169 of 1234

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Appendix 4: Historical Site Conditions
Phase I Environmental Site Assessment or Other Information on Past Site Use Not applicable

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Appendix 5: LID Infeasibility
LID Technical Infeasibility Analysis
Not applicable

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- 34 -

Appendix 6: BMP Design Details
BMP Sizing, Design Details and other Supporting Documentation

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WQMP Project Report
County of Riverside Stormwater Program
Santa Ana River Watershed Geodatabase
Wednesday, May 13, 2020
Note: The information provided in this report and on the Stormwater Geodatabase for the County of Riverside Stormwater Program is intended to provide basic guidance in the preparation of the applicantï¿½s Water Quality Management Plan (WQMP) and should not be relied upon without independent verification.

Project Site Parcel Number(s):419150046, 419150027, 419150026, 419150035, 419150017, RW, 419150016, 419150025, 419150050
Latitude/Longitude:33.9307, -116.9476
Thomas Brothers Page:

Project Site Acreage:2.36
Watershed(s):SANTA ANA
This Project Site Resides in the
following Hydrologic Unit(s)
(HUC):

HUC Name - HUC Number
Potrero Creek - 180702020201
The HUCs Contribute stormwater
to the following 303d listed water
bodies and TMDLs which may
include drainage from your
proposed Project Site:

WBID Name - WBID Number
Canyon Lake (Railroad Canyon Reservoir) -
CAL8021100019990208151525
Elsinore, Lake - CAL8023100019990208151100
These 303d listed Water bodies
and TMDLs have the following
Pollutants of Concern (POC):

Bacterial Indicators - Pathogens
Nutrients - Nutrients, Organic Enrichment/Low
Dissolved Oxygen
Other Organics - PCBs (Polychlorinated biphenyls)
Toxicity - Sediment Toxicity, Unknown Toxicity
Is the Site subject to
Hydromodification:Yes
Limitations on Infiltration: Project Site Onsite Soils Group(s) - C Known Groundwater Contamination Plumes within
1000' - No
Adjacent Water Supply Wells(s) - No information
available please contact your local water agency for
more information. Your local contact agency is
BEAUMONT-CHERRY VALLEY W.D.. Your local
wholesaler contact agency is SAN GORGONIO PASS
WATER AGENCY.

Environmentally Sensitive Areas
within 200'(Fish and Wildlife
Habitat/Species):

None

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Environmentally Sensitive Areas
within 200'(CVMSHCP):

None
Environmentally Sensitive Areas
within 200'(WRMSHCP):None
Groundwater elevation from Mean
Sea Level:2160
85th Percentile Design Storm
Depth (in):0.838
Groundwater Basin:Beaumont
MSHCP/CVMSHCP Criteria Cell
(s):No Data
Retention Ordinance Information:No Data
Studies and Reports Related to
Project Site:

Comprehensive Nutrient Reduction Plan
IBI Scores - Southern Cal
bulletin118_4-sc
water_fact_3_7.11
8039-SAR-Hydromodification
BCVWD Urban Management Plan
2006-Report-on-Water-Supply-Issues-LAFCO
2010 Urban Water Management Plan SGPWA-B-W
ByerlyReport2005Dec5
RiversideCountyOrdinance859.2
sir_2006-5026
v2-ReportOnWaterConditions-2010-200dpi
Beaumont MDP

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Date
D85=0.84 inches
DMA
Type/ID
DMA Area
(square feet)
Post-Project Surface
Type
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
2a 815.36 Concrete or Asphalt 1 0.89 727.3
2b 3214.33 Roofs 1 0.89 2867.2
2c 1039.1 Ornamental
Landscaping 0.1 0.11 114.8
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
5068.79 3709.3 0.84 259 301.6
Notes:

BMP Identification
Drainage Management Area Tabulation
Design Rainfall Depth
BMP NAME / ID DMA 2/BR 2
Must match Name/ID used on BMP Design Calculation Sheet Designed by MTH2 Engineering, Inc.Case No
Company Project Number/Name Beaumont
Santa Ana Watershed - BMP Design Volume, VBMP
(Rev. 10-2011)
Legend:Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name MTH2 Engineering, Inc.9/12/2021
Total
85th Percentile, 24-hour Rainfall Depth,
from the Isohyetal Map in Handbook Appendix E
Insert additional rows if needed to accommodate all DMAs draining to the BMP

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BMP ID
DMA2 BR 2
Company Name:Date:12-Sep-21
Designed by:County/City Case No.:

Enter the area tributary to this feature AT=0.1163636 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP=259 ft3 Depth of Soil Filter Media Layer dS =2.0 ft
Top Width of Bioretention Facility, excluding curb wT =13.0 ft Total Effective Depth, dE
dE =1.45 ft
dE = [(0.3) x dS + (0.4) x 1] + 0.5 dE =1.50 ft
AM =180 ft2
A=208 ft2
Minimum Required Length of Bioretention Facility, L L =13.8 ft z =4 :1
Diameter of Underdrain 6 inches
Longitudinal Slope of Site (3% maximum)0 %
6" Check Dam Spacing 0 feet
Describe Vegetation:

Notes:

Required Entries
Minimum Surface Area, Am
dE = (0.3) x dS + (0.4) x 1 - (0.7/wT) + 0.5
Type of Bioretention Facility Design
VBMP (ft3)AM (ft2) =
Proposed Surface Area
dE (ft)
Bioretention Facility Properties
Legend:Bioretention Facility - Design Procedure
MTH2 Engineering, Inc.

MTH2 Engineering, Inc.

Design Volume
Calculated Cells
Natural Grasses
Bioretention Facility Surface Area
Side Slopes in Bioretention Facility
Side slopes required (parallel to parking spaces or adjacent to walkways) No side slopes required (perpendicular to parking space or Planter Boxes) Riverside County Best Management Practice Design Handbook JUNE 2010 Page 215 of 1234

Date
D85=0.84 inches
DMA
Type/ID
DMA Area
(square feet)
Post-Project Surface
Type
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
3a 806.28 Concrete or Asphalt 1 0.89 719.2
3b 3214.17 Roofs 1 0.89 2867
3c 1225.82 Ornamental
Landscaping 0.1 0.11 135.4
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
5246.27 3721.6 0.84 259.9 338.4
Notes:

Total
85th Percentile, 24-hour Rainfall Depth,
from the Isohyetal Map in Handbook Appendix E
Insert additional rows if needed to accommodate all DMAs draining to the BMP Santa Ana Watershed - BMP Design Volume, VBMP
(Rev. 10-2011)
Legend:Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name MTH2 Engineering, Inc.9/12/2021
Designed by MTH2 Engineering, Inc.Case No
Company Project Number/Name Beaumont
BMP Identification
Drainage Management Area Tabulation
Design Rainfall Depth
BMP NAME / ID DMA 3/BR 3
Must match Name/ID used on BMP Design Calculation Sheet

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BMP ID
DMA 3 BR 3
Company Name:Date:12-Sep-21
Designed by:County/City Case No.:

Enter the area tributary to this feature AT=0.1204378 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP=260 ft3 Depth of Soil Filter Media Layer dS =2.0 ft
Top Width of Bioretention Facility, excluding curb wT =8.0 ft Total Effective Depth, dE
dE =1.41 ft
dE = [(0.3) x dS + (0.4) x 1] + 0.5 dE =1.50 ft
AM =184 ft2
A=240 ft2
Minimum Required Length of Bioretention Facility, L L =23.0 ft z =4 :1
Diameter of Underdrain 6 inches
Longitudinal Slope of Site (3% maximum)0 %
6" Check Dam Spacing 0 feet
Describe Vegetation:

Notes:

MTH2 Engineering, Inc.

Date
D85=0.84 inches
DMA
Type/ID
DMA Area
(square feet)
Post-Project Surface
Type
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
4a 42040.11 Concrete or Asphalt 1 0.89 37499.8
4b 2970.73 Roofs 1 0.89 2649.9
4c 6187.45 Ornamental
Landscaping 0.1 0.11 683.5
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
51198.29 40833.2 0.84 2851.5 2914.56
Notes:

Total
85th Percentile, 24-hour Rainfall Depth,
from the Isohyetal Map in Handbook Appendix E
Insert additional rows if needed to accommodate all DMAs draining to the BMP Santa Ana Watershed - BMP Design Volume, VBMP
(Rev. 10-2011)
Legend:Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name MTH2 Engineering, Inc.9/12/2021
Designed by MTH2 Engineering, Inc.Case No
Company Project Number/Name Beaumont
BMP Identification
Drainage Management Area Tabulation
Design Rainfall Depth
BMP NAME / ID DMA 4/BR 4
Must match Name/ID used on BMP Design Calculation Sheet

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BMP ID
DMA 4 BR 4
Company Name:Date:12-Sep-21
Designed by:County/City Case No.:

Enter the area tributary to this feature AT=1.175351 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP=2,852 ft3 Depth of Soil Filter Media Layer dS =3.0 ft
Top Width of Bioretention Facility, excluding curb wT =18.0 ft Total Effective Depth, dE
dE =1.76 ft
dE = [(0.3) x dS + (0.4) x 1] + 0.5 dE =1.80 ft
AM =1,620 ft2
A=1,656 ft2
Minimum Required Length of Bioretention Facility, L L =90.0 ft z =4 :1
Diameter of Underdrain 6 inches
Longitudinal Slope of Site (3% maximum)1 %
6" Check Dam Spacing 25 feet
Describe Vegetation:

Notes:

MTH2 Engineering, Inc.

- 35 -

Appendix 7: Hydromodification
Supporting Detail Relating to Hydrologic Conditions of Concern

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Hydrology Study

for

Highland Springs Remodel and Development
PW2021-0786

Prepared for:

High Sand, Inc.
655 Highland Springs Avenue
Beaumont, CA 92223

Prepared by:

639 Lakewood Drive
Riverside, CA 92506

September 22, 2021
Revised: March 10, 2022

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Table of Contents

1.0 Introduction ................................................................................................................................ 1

1.1 Project Description ................................................................................................................1

1.2 Purpose of The Study .............................................................................................................1

1.3 Hydrology Study Methodology ...............................................................................................1

2.0 Pre-Development Condition Hydrology ........................................................................................ 1

2.1 Pre-Development Conditions .................................................................................................1

2.2 Pre-Development Hydrology Calculations ...............................................................................1

3.0 Post-Development Condition Hydrology ....................................................................................... 1

3.1 Post-Development Conditions ................................................................................................1

3.2 Post-Development Hydrology Calculations .............................................................................2

4.0 Comparison of Post-Development and Pre-Development Hydrologic Conditions ........................... 2

4.1 Hydrologic Conditions of Concern (HCOC) ...............................................................................2

5.0 Hydraulic Calculations .................................................................................................................. 2

5.1 Hydraulic Calculations Methodology ......................................................................................2

6.0 Conclusions ................................................................................................................................. 3 Appendix A - Location Map ............................................................................................................... A Appendix B – Hydrology Manual Plates ............................................................................................. B Appendix C - NOAA Atlas 14 Point Precipitation Data ......................................................................... C Appendix D - Hydrology Maps ........................................................................................................... D Appendix E - Pre-Development Hydrology Calculations ....................................................................... E Appendix F - Post-Development Hydrology Calculations ..................................................................... F Appendix G – Hydraulic Calculations .................................................................................................. G

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1 1.0 Introduction

1.1 Project Description

The project is proposed on 2 vacant parcels westerly side of Highland Springs Avenue, between East 6th Street to the south and East 8th Street to the north. See the location map in Appendix A.

The proposed project is an office building and drive-thru restaurant, entry lanes and canopy- covered vacuum parking for the existing car wash on the parcel to the south, trash enclosures and associated parking and site improvements. Highland Springs Avenue will be widened along the project frontage to ultimate width per the Beaumont General Plan Circulation Element.

1.2 Purpose of The Study

The purpose of this study is to develop a hydrologic analysis of the existing and proposed conditions of the project site, and to design facilities and methods for flood protection for the proposed project site and existing downstream facilities.

1.3 Hydrology Study Methodology

The Shortcut Unit Hydrograph methodology per the Riverside County Flood Control and Water Conservation District Hydrology Manual is used to determine the runoff volumes and peak flow rates for the 2, 5, 10 and 100-year, 1, 3, 6 and 24-hour duration storm events.

2.0 Pre-Development Condition Hydrology

2.1 Pre-Development Conditions

The pre-developed site is an undeveloped area. The project totals 1.511 acres. The site generally drains towards the east, and then south within the existing curb and gutter of Highland Springs Avenue.

The existing site has an impervious coverage of 0.0%.

2.2 Pre-Development Hydrology Calculations

See the pre-developed hydrology map in Appendix D. For pre-development hydrology calculations, see Appendix E.

3.0 Post-Development Condition Hydrology

3.1 Post-Development Conditions

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2 The post-developed site contains one office and one drive-thru restaurant building, self-serve vacuum parking spaces with canopy shades above, two trash enclosures, a vacuum enclosure, paved entry and exit lanes, and various landscape areas.

The project applicant proposes bio-retention with underdrain facilities for Water Quality Management Plan (WQMP) purposes. An underground detention chamber system is proposed to detain the incremental increase in storm runoff. Runoff from the development will be directed to the bio-retention with underdrain facilities, and low flow and overflow will be directed to the underground detention chamber system. The detention chamber system will have a orifice/weir plate within the outlet basin to allow storm events larger than the critical storm to pass thru the system, and an orifice to release the stored volume at a maximum rate of 110% of the 2-year, 24-hour pre-development rate via a pipe and sump pump to under sidewalk drains to Highland Springs Avenue.

The proposed site has an impervious coverage of approximately 82.8%.

3.2 Post-Development Hydrology Calculations

See the post-developed hydrology map in Appendix D. For post-development hydrology calculations, see Appendix F.

4.0 Comparison of Post-Development and Pre-Development Hydrologic Conditions

4.1 Hydrologic Conditions of Concern (HCOC)

Per the Santa Ana WQMP Guidance Manual, Section 2.3.2 Hydromodification:

Calculations for sizing of the orifice plate within the underground detention chamber system outlet basin are provided in Appendix G.

5.0 Hydraulic Calculations

5.1 Hydraulic Calculations Methodology

Pipe flow calculations were performed using the Hazen-Williams formula to determine the full flow capacity of various pipe diameters at a 0.5% slope.

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3 The peak site flowrate was proportioned for each Drainage Management Area (DMA) based on the percent area to determine the peak flowrate for each DMA overflow inlet. The pipe network sizing is designed from each DMA overflow drain inlet to meet or exceed the pipe size capacity for each branch. Where 2 DMA branches join, the appropriate pipe size is selected to meet or exceed the cumulative flowrate of the joining DMA branches.

See Appendix G for calculations.

6.0 Conclusions

Peak flows from the Shortcut Unit Hydrograph methodology per the Riverside County Flood Control and Water Conservation District Hydrology Manual were determined to be the following:

Development
Phase
Peak Flow
Pre-developed 5.538 cfs (100-Year, 1-hr event)
Post-developed 5.980 cfs (100-Year, 1-hr event)

Bio-retention with underdrain facilities will be constructed to satisfy NPDES requirements and are designed to capture and treat the 85th-percentile storm event.

The bio-retention with underdrain facilities will increase the time of concentration of the developed project, reduce pollutant generation thru filtration and absorption, and reduce runoff volume thru minor infiltration, absorption and evapotransporation.

The Shortcut Unit Hydrograph Method resulted in a pre- to post-development runoff volume increase of 19,009 CF for the 100-year, 24-hour event. The total volume for the bio-retention with underdrain facilities equates to 3,736 CF. The minimum underground chamber detention volume required is 15,272 CF, with the proposed detention chamber system providing 15,451 CF of storage.

The total storage volume proposed is 19,187 CF, which exceeds the pre- to post- increase in volume of 19,099 CF.

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A
Appendix A - Location Map

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PROJECT LOCATION
31-AUG-2020JOB 2019_23 PLOTTED:D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23exb06_Vic Map.dgn

VICINITY MAP

NOT TO SCALEHIGHLAND SPRINGS AVEW RAMSEY ST
UPRR
10 W WILSON ST
ALEGHENY STW 5TH ST

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B
Appendix B – Hydrology Manual Plates

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Pre-DevPost-DevPage 230 of 1234

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Project LocationPage 234 of 1234

C
Appendix C - NOAA Atlas 14 Point Precipitation Data

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D
Appendix D - Hydrology Maps
Pre-Development Hydrology Map
Post-Development Hydrology Map

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DENSE TREES
D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23exb09_Hydro_Map.dgn 20-JUL-2022JOB 2019_23 PLOTTED:

SCALE: 1" = 20'
20 0 20 40
e n g i n e e r i n g, i n c
MTH2 (951) 850-2190
Riverside, CA 92506
639 Lakewood Drive
urban design and planning
civil water resources storm water
www.mth2engineering.comHIGHLAND SPRINGS AVENUELEGEND

INDICATES FLOW DIRECTION

SITE DATA

INDICATES DRAINAGE BOUNDARY
100-YEAR, 1-HOUR - 5.538 CFS
10-YEAR, 1-HOUR - 2.610 CFS
5-YEAR, 1-HOUR - 1.391 CFS
2-YEAR, 1-HOUR - 0.712 CFS
FLOW SUMMARY:

AREA: 65,819 SF (1.511 AC)

IN THE CITY OF BEAUMONT

HIGH SAND, INC

PRE-DEVELOPMENT HYDROLOGY MAP
VENT
WV
WV
WV
VENT
GM
GM
BF
EL
SCO
WV
WV
WV
WV
WV
TS
WM
WM
SCO
FDCPIV
EL
TS
SMH
TC
IRR
WV
EMH
XWV
SMH
IRR
CTV
IRR

VENTX X
XXXPage 241 of 1234

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DENSE TREES

SIDEWALK DRAIN

PROPOSED UNDER

WITH SOLID ROOF

PROPOSED TRASH ENCLOSURE

WITH SOLID ROOF

PROPOSED TRASH ENCLOSURE

INTERCEPTOR

PROPOSED GREASE

OVERFLOW INLET

OVERFLOW INLET
DCV = 338.4 CF
Dgravel = 1.0'
Dsoil = 2.0'
A = 240 SF
BR 3
DCV = 301.6 CF
Dgravel = 1.0'
Dsoil = 2.0'
A = 208 SF
BR 2
DCV = 2,915.56 CF
Dgravel = 1.0'
Dsoil = 3.0'
A = 1,688 SF
BR 4

ORIFICE/WEIR PLATE

OUTLET BASIN WITH
STORAGE VOLUME = 15,451 CF
HS180 CHAMBER SYSTEM

PRINSCO HYDROSTOR

90.61 FL

90.59 FL
SEE SHEET 2 OF 2

PROPOSED SUMP AND PUMP

SEE STREET IMPROVEMENT PLAN
PER RIVERSIDE COUNTY STD NO. 309,
2 PROPOSED 2' UNDER SIDEWALK DRAINS
e n g i n e e r i n g, i n c
MTH2 (951) 850-2190
Riverside, CA 92506
639 Lakewood Drive
urban design and planning
civil water resources storm water
www.mth2engineering.comHIGHLAND SPRINGS AVENUESCALE: 1" = 20' 20 0 20 40
DMA 1
DMA 2
DMA 3
DMA 4
DMA 5
D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23exb09_Hydro_Map.dgn 20-JUL-2022JOB 2019_23 PLOTTED:

IN THE CITY OF BEAUMONT

HIGH SAND, INC

POST-DEVELOPMENT HYDROLOGY MAP
6" PERF
6" PERF 6" PERF8"8"8"8"15"6" PERF6"
6 "
15"15"8"
8"
8"

INDICATES LANDSCAPE
LEGEND

INDICATES PC CONCRETE PAVEMENT

INDICATES DRAIN INLET

INDICATES FLOW DIRECTION

SITE DATA

INDICATES BIO-RETENTION FACILITY

INDICATES DRAINAGE BOUNDARY
100-YEAR, 1-HOUR - 5.980 CFS
10-YEAR, 1-HOUR - 3.052 CFS
5-YEAR, 1-HOUR - 2.276 CFS
2-YEAR, 1-HOUR - 1.597 CFS
FLOW SUMMARY:

AREA: 65,819 SF (1.511 AC)

INDICATES DRAINAGE MANAGEMENT AREA BOUNDARY
SHEET 1 OF 2
SEE SHEET 2 OF 2 FOR DETAILS AND SECTIONS.1.

NOTE:

INDICATES DRAIN INLET
WV
WV
WV
WV
WV
WV
WV
WV
VENT
TS
EL
TS
SMH
IRR
WV
EMH
IRR
IRR
VENT
X
GM
GM
BF
EL
SCO
SCO
FDCPIV
TC
XWV
SMH

CTV XXXXPARKING
NO

VANPOOL/EV

CLEAN AIR/

VANPOOL/EV
CLEAN AIR/PARKINGNOPARKINGNOPARKINGNOPARKINGNOPARKINGNOVANPOOL/EVCLEAN AIR/PARKINGNOPARKINGNOVANPOOL/EVCLEAN AIR/VANPOOL/EVCLEAN AIR/VANPOOL/EVCLEAN AIR/2590 2591
2591
259125912591 25912592
25 9
2 2592259225922592
2592
25 9
3 25932593
2593
2593
2593
2 5
9 3
2593 25932594
25942595259325
93 25932594
2594
2594
25942594
25942594
25942595
2595
2595
2595
2595
25912591259225922593259325942595Page 242 of 1234

WITH TRAFFIC GRATE AND FRAME
JENSEN PRECAST 24"X24" DROP INLET

SUBMERSIBLE AUTOMATIC PUMP

0.064 CFS (28.7 GPM) MAX FLOWRATE

CHAMBER SYSTEM

PIPE CONNECTION TO
1-3" CRUSHED STONE

PAVEMENT
BASE
1"-3" STONE FOUNDATION

SUITABLE SUB-GRADE

NON-WOVEN GEOTEXTILE
PRINSCO HYDROSTOR HS180 CHAMBER (TYP)

INITIAL BACKFILL

INLET PIPE
15" HDPE
24" MANIFOLD
24" MANIFOLD

TO SUMP AND PUMP
15" HDPE OUTLET PIPE

OUTLET PIPE
6" HDPE UNDERDRAIN

STONE FOUNDATION

PIPE CENTERED IN
6" PERFORATED HDPE

SEDIMENT ROW

OBSERVATION PORT
HS180 CHAMBER (TYP)

PRINSCO HYDROSTOR

LOAD RATED GRATE
BASIN WITH ROUND H25
INLET 30" HARCO DRAIN
30" HARCO DRAIN BASIN
15" OUTLET TO SUMP PUMP

STAINLESS STEEL ORIFICE PLATE
24" CHAMBER OUTLET PIPE

MATCH TOP OF CHAMBER ARCH

TOP OF ORIFICE PLATE TO

ORIFICE AT CHAMBER BOTTOM

1.125" DIA ORIFICE, BOTTOM OF
HS180 CHAMBER

PRINSCO HYDROSTOR

BELOW LEFT, ALIGNED PER PLAN

ORIFICE PLATE PER DETAIL

GRATE AND STAINLESS STEEL
WITH ROUND H25 LOAD RATED
OUTLET 30" HARCO DRAIN BASIN

PARKWAY DRAIN

CONCRETE CURB
SEE ELECTRICAL PLAN.

IN DROP INLET, SEALED.

POWER CABLE THRU CORE
SYSTEM

STORAGE CHAMBER

OUTLET PIPE FROM

CHECK VALVE
6" BEYOND DROP INLET ON ALL SIDES
12" LAYER OF 3/4" WASHED ROCK,

INLET BOTTOM, EVENLY SPACED
CORE 5-2" DIA HOLES IN DROP

DROP INLET BOTTOM

INSTALL FILTER FABRIC OVER

AROUND PUMP DISCHARGE PIPE

CONSTRUCT PARKWAY DRAIN

CORE IN DROP INLET, SEALED

PUMP DISCHARGE PIPE THRU

SYSTEM SUB-GRADE

STORAGE CHAMBER

OUTLET PIPE FROM

UNDISTURBED NATURAL GROUND

FINISHED GRADE

0.5" - 1.5" CLEAN GRAVEL

SEE NOTES BELOW

ENGINEERED SOIL MEDIA,

IE PER PLAN

TO OVERFLOW BASIN
6" PERFORATED PIPE TIED

IE PER PLAN

PONDING LIMIT

FG PER PLAN

OVERFLOW BASIN, TG PER PLAN

JENSEN PRECAST DROP INLET
e n g i n e e r i n g, i n c
MTH2 (951) 850-2190
Riverside, CA 92506
639 Lakewood Drive
urban design and planning
civil water resources storm water
www.mth2engineering.com
SHEET 2 OF 2
D:\MTH2\Engineering\2019_23 Beaumont\Civil\2019_23exb09_Hydro_Map.dgn 20-JUL-2022JOB 2019_23 PLOTTED:

IN THE CITY OF BEAUMONT

HIGH SAND, INC

POST-DEVELOPMENT HYDROLOGY MAP

NOT TO SCALE

77.8"
8"12"45.5"9"12"8' MAX23.5" MINDETAILS.

COVER FOR ADDITIONAL INFORMATION AND INSTALLATION
REFER TO MANUFACTURER'S DRAWINGS UNDER SEPARATE 2.

AND FOR GENERAL REFERENCE ONLY.

DETAILS AND DIMENSIONS HEREON ARE GENERAL IN NATURE 1.

NOTES:

ORIFICE PLATE DETAIL
PRINSCO HYDROSTOR HS180 CHAMBER SYSTEM DETAIL

NOT TO SCALE

SUMP AND PUMP DETAIL
6"
Dsoil PER PLAN
6' MIMINUM TOP WIDTH
4:1 SIDE SLOPE 4:1 SIDE SLOPE
THAT THE NITROGEN DOES NOT LEACH FROM THE MEDIA.

THE ORGANIC COMPONENT SHALL BE NITROGEN STABILIZED COMPOST, SUCH 3.

CLAY 5%-10%
SILT15%-20%
SAND70%-80%
THE RANGES BELOW:

THE MINERAL COMPONENT SHALL BE CLASS A SANDY LOAM TOPSOIL MEETING 2.

ORGANIC COMPONENTS BY VOLUME, DRUM MIXED PRIOR TO PLACEMENT.

ENGINEERED SOIL MEDIA SHALL BE COMPRISED OF 85% MINERAL AND 15% 1.

NOTES:
1'

NOT TO SCALE

BIO-RETENTION FACILITY DETAIL

Page 243 of 1234 ends

E
Appendix E - Pre-Development Hydrology Calculations
2-Year Frequency Storm Hydrology
5-year Frequency Strom Hydrology
10-Year Frequency Storm Hydrology
100-Year Frequency Storm Hydrology

Page 244 of 1234 ends

Project:Beaumont Pre-Development
Recurrence Interval 2 year
Storm Duration (hrs)1 3 6 24
2-year NOAA Atlas 14 Point Precipitation (in)0.600 0.995 1.440 2.780 Unit time (minutes)5 5 5 15
Drainage Area 65819 SF 1.511 Ac.

Soils Group B
AMC index Runoff Number (plate E-6.1)65 Type:Woodland, Grass; fair Pervious Area Loss Rate (Fp)(in/hr) (plate E-6.2)0.80 AMC I Percentage of Impervious Cover (Ai)(%) (plate E-6.3)0
Weighted Average Loss Rate (F=Fp(1-.9Ai))(in./hr.)0.80 (used for 1, 3, and 6 hour storm, the 24 hour storm uses variable maximum loss rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90
Percolation Rate (in/hr)1.00 (Used for retention basin and drywell) Percolation is taken incrementally.

Basin volume is calculated using the "truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometimes used (Drywell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywell storage includes 40% of the 1' wide rock bed surrounding the drywell: formula (upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2)) The drywell wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "grav" Drywell design factors
Upper sec. (FT)=0.0001 Lower sec. (FT)=0.0001 Ring diam. (FT) =0.0001 Gravel bed width around drywell=0.0001 Drywell lower max. (CF)=0.00 Upper max.(CF)=0.00 Drywell total(CF)=0.00 Retention Basin design factors
Top (SF)=0.0001 Bot. (SF)=0.0001 Max. Depth (FT)=0.0001 Max. storage (CF)=0.00 (d/3)*(bottom+top+(bottom*top)^0.50) Formulas vol=(h/3)*(bottom+top+(bottom*top)^0.50) area=bottom+(h/d)*(top-bottom)h=(vol*3)/(bottom+top+(bottom*top)^0.5) 2 -year 1 Hour Storm in 5 minute increments
Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Value Max.Min.Rain (in/hr)Rate (CFS)Vol. (CF)Input (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Basin (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Vol. (CF)Rate (CFS) 0:05 3.7 0.27 0.80 0.24 0.027 0.041 12.18 0.00 0.00 0.00 0.00 0.00 12.18 0.00 0.00 0.00 0.00 12.18 0.04 0:10 4.8 0.35 0.80 0.31 0.035 0.053 15.80 0.00 0.00 0.00 0.00 0.00 15.80 0.00 0.00 0.00 0.00 15.80 0.05 0:15 5.1 0.37 0.80 0.33 0.037 0.056 16.78 0.00 0.00 0.00 0.00 0.00 16.78 0.00 0.00 0.00 0.00 16.78 0.06 0:20 4.9 0.35 0.80 0.32 0.035 0.054 16.13 0.00 0.00 0.00 0.00 0.00 16.13 0.00 0.00 0.00 0.00 16.13 0.05 0:25 6.6 0.48 0.80 0.43 0.048 0.072 21.72 0.00 0.00 0.00 0.00 0.00 21.72 0.00 0.00 0.00 0.00 21.72 0.07 0:30 7.3 0.53 0.80 0.47 0.053 0.080 24.02 0.00 0.00 0.00 0.00 0.00 24.02 0.00 0.00 0.00 0.00 24.02 0.08 0:35 8.4 0.60 0.80 0.54 0.060 0.092 27.64 0.00 0.00 0.00 0.00 0.00 27.64 0.00 0.00 0.00 0.00 27.64 0.09 0:40 9.0 0.65 0.80 0.58 0.065 0.099 29.62 0.00 0.00 0.00 0.00 0.00 29.62 0.00 0.00 0.00 0.00 29.62 0.10 0:45 12.3 0.89 0.80 0.80 0.089 0.135 40.48 0.00 0.00 0.00 0.00 0.00 40.48 0.00 0.00 0.00 0.00 40.48 0.13 0:50 17.6 1.27 0.80 N/A 0.467 0.712 213.55 0.00 0.00 0.00 0.00 0.00 213.55 0.00 0.00 0.00 0.00 213.55 0.71 0:55 16.1 1.16 0.80 N/A 0.359 0.547 164.18 0.00 0.00 0.00 0.00 0.00 164.18 0.00 0.00 0.00 0.00 164.18 0.55 1:00 4.2 0.30 0.80 0.27 0.030 0.046 13.82 0.00 0.00 0.00 0.00 0.00 13.82 0.00 0.00 0.00 0.00 13.82 0.05 Total volume (CF)595.92 Total Overflow (CF)595.92
RCFC&WCD Short Cut Unit Hydrograph Method
1 of 24

Page 245 of 1234 ends

2 -year 3 Hour Storm in 5 minute increments
Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Value Max.Min.Rain (in/hr)Rate (CFS)Vol. (CF)Input (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Basin (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Vol. (CF)Rate (CFS) 0:05 1.3 0.16 0.80 0.14 0.016 0.024 7.09 0.00 0.00 0.00 0.00 0.00 7.09 0.00 0.00 0.00 0.00 7.09 0.02 0:10 1.3 0.16 0.80 0.14 0.016 0.024 7.09 0.00 0.00 0.00 0.00 0.00 7.09 0.00 0.00 0.00 0.00 7.09 0.02 0:15 1.1 0.13 0.80 0.12 0.013 0.020 6.00 0.00 0.00 0.00 0.00 0.00 6.00 0.00 0.00 0.00 0.00 6.00 0.02 0:20 1.5 0.18 0.80 0.16 0.018 0.027 8.19 0.00 0.00 0.00 0.00 0.00 8.19 0.00 0.00 0.00 0.00 8.19 0.03 0:25 1.5 0.18 0.80 0.16 0.018 0.027 8.19 0.00 0.00 0.00 0.00 0.00 8.19 0.00 0.00 0.00 0.00 8.19 0.03 0:30 1.8 0.21 0.80 0.19 0.021 0.033 9.82 0.00 0.00 0.00 0.00 0.00 9.82 0.00 0.00 0.00 0.00 9.82 0.03 0:35 1.5 0.18 0.80 0.16 0.018 0.027 8.19 0.00 0.00 0.00 0.00 0.00 8.19 0.00 0.00 0.00 0.00 8.19 0.03 0:40 1.8 0.21 0.80 0.19 0.021 0.033 9.82 0.00 0.00 0.00 0.00 0.00 9.82 0.00 0.00 0.00 0.00 9.82 0.03 0:45 1.8 0.21 0.80 0.19 0.021 0.033 9.82 0.00 0.00 0.00 0.00 0.00 9.82 0.00 0.00 0.00 0.00 9.82 0.03 0:50 1.5 0.18 0.80 0.16 0.018 0.027 8.19 0.00 0.00 0.00 0.00 0.00 8.19 0.00 0.00 0.00 0.00 8.19 0.03 0:55 1.6 0.19 0.80 0.17 0.019 0.029 8.73 0.00 0.00 0.00 0.00 0.00 8.73 0.00 0.00 0.00 0.00 8.73 0.03 1:00 1.8 0.21 0.80 0.19 0.021 0.033 9.82 0.00 0.00 0.00 0.00 0.00 9.82 0.00 0.00 0.00 0.00 9.82 0.03 1:05 2.2 0.26 0.80 0.24 0.026 0.040 12.01 0.00 0.00 0.00 0.00 0.00 12.01 0.00 0.00 0.00 0.00 12.01 0.04 1:10 2.2 0.26 0.80 0.24 0.026 0.040 12.01 0.00 0.00 0.00 0.00 0.00 12.01 0.00 0.00 0.00 0.00 12.01 0.04 1:15 2.2 0.26 0.80 0.24 0.026 0.040 12.01 0.00 0.00 0.00 0.00 0.00 12.01 0.00 0.00 0.00 0.00 12.01 0.04 1:20 2.0 0.24 0.80 0.21 0.024 0.036 10.91 0.00 0.00 0.00 0.00 0.00 10.91 0.00 0.00 0.00 0.00 10.91 0.04 1:25 2.6 0.31 0.80 0.28 0.031 0.047 14.19 0.00 0.00 0.00 0.00 0.00 14.19 0.00 0.00 0.00 0.00 14.19 0.05 1:30 2.7 0.32 0.80 0.29 0.032 0.049 14.74 0.00 0.00 0.00 0.00 0.00 14.74 0.00 0.00 0.00 0.00 14.74 0.05 1:35 2.4 0.29 0.80 0.26 0.029 0.044 13.10 0.00 0.00 0.00 0.00 0.00 13.10 0.00 0.00 0.00 0.00 13.10 0.04 1:40 2.7 0.32 0.80 0.29 0.032 0.049 14.74 0.00 0.00 0.00 0.00 0.00 14.74 0.00 0.00 0.00 0.00 14.74 0.05 1:45 3.3 0.39 0.80 0.35 0.039 0.060 18.01 0.00 0.00 0.00 0.00 0.00 18.01 0.00 0.00 0.00 0.00 18.01 0.06 1:50 3.1 0.37 0.80 0.33 0.037 0.056 16.92 0.00 0.00 0.00 0.00 0.00 16.92 0.00 0.00 0.00 0.00 16.92 0.06 1:55 2.9 0.35 0.80 0.31 0.035 0.053 15.83 0.00 0.00 0.00 0.00 0.00 15.83 0.00 0.00 0.00 0.00 15.83 0.05 2:00 3.0 0.36 0.80 0.32 0.036 0.055 16.37 0.00 0.00 0.00 0.00 0.00 16.37 0.00 0.00 0.00 0.00 16.37 0.05 2:05 3.1 0.37 0.80 0.33 0.037 0.056 16.92 0.00 0.00 0.00 0.00 0.00 16.92 0.00 0.00 0.00 0.00 16.92 0.06 2:10 4.2 0.50 0.80 0.45 0.050 0.076 22.92 0.00 0.00 0.00 0.00 0.00 22.92 0.00 0.00 0.00 0.00 22.92 0.08 2:15 5.0 0.60 0.80 0.54 0.060 0.091 27.29 0.00 0.00 0.00 0.00 0.00 27.29 0.00 0.00 0.00 0.00 27.29 0.09 2:20 3.5 0.42 0.80 0.38 0.042 0.064 19.10 0.00 0.00 0.00 0.00 0.00 19.10 0.00 0.00 0.00 0.00 19.10 0.06 2:25 6.8 0.81 0.80 0.73 0.081 0.124 37.11 0.00 0.00 0.00 0.00 0.00 37.11 0.00 0.00 0.00 0.00 37.11 0.12 2:30 7.3 0.87 0.80 0.78 0.087 0.133 39.84 0.00 0.00 0.00 0.00 0.00 39.84 0.00 0.00 0.00 0.00 39.84 0.13 2:35 8.2 0.98 0.80 N/A 0.179 0.273 81.85 0.00 0.00 0.00 0.00 0.00 81.85 0.00 0.00 0.00 0.00 81.85 0.27 2:40 5.9 0.70 0.80 0.63 0.070 0.107 32.20 0.00 0.00 0.00 0.00 0.00 32.20 0.00 0.00 0.00 0.00 32.20 0.11 2:45 2.0 0.24 0.80 0.21 0.024 0.036 10.91 0.00 0.00 0.00 0.00 0.00 10.91 0.00 0.00 0.00 0.00 10.91 0.04 2:50 1.8 0.21 0.80 0.19 0.021 0.033 9.82 0.00 0.00 0.00 0.00 0.00 9.82 0.00 0.00 0.00 0.00 9.82 0.03 2:55 1.8 0.21 0.80 0.19 0.021 0.033 9.82 0.00 0.00 0.00 0.00 0.00 9.82 0.00 0.00 0.00 0.00 9.82 0.03 3:00 0.6 0.07 0.80 0.06 0.007 0.011 3.27 0.00 0.00 0.00 0.00 0.00 3.27 0.00 0.00 0.00 0.00 3.27 0.01 Total volume (CF)582.85 Total Overflow (CF)582.85
2 of 24

Page 246 of 1234 ends

2 -year 6 Hour Storm in 5 minute increments
Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Value Max.Min.Rain (in/hr)Rate (CFS)Vol. (CF)Input (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Basin (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Vol. (CF)Rate (CFS) 0:05 0.5 0.09 0.80 0.08 0.009 0.013 3.95 0.00 0.00 0.00 0.00 0.00 3.95 0.00 0.00 0.00 0.00 3.95 0.01 0:10 0.6 0.10 0.80 0.09 0.010 0.016 4.74 0.00 0.00 0.00 0.00 0.00 4.74 0.00 0.00 0.00 0.00 4.74 0.02 0:15 0.6 0.10 0.80 0.09 0.010 0.016 4.74 0.00 0.00 0.00 0.00 0.00 4.74 0.00 0.00 0.00 0.00 4.74 0.02 0:20 0.6 0.10 0.80 0.09 0.010 0.016 4.74 0.00 0.00 0.00 0.00 0.00 4.74 0.00 0.00 0.00 0.00 4.74 0.02 0:25 0.6 0.10 0.80 0.09 0.010 0.016 4.74 0.00 0.00 0.00 0.00 0.00 4.74 0.00 0.00 0.00 0.00 4.74 0.02 0:30 0.7 0.12 0.80 0.11 0.012 0.018 5.53 0.00 0.00 0.00 0.00 0.00 5.53 0.00 0.00 0.00 0.00 5.53 0.02 0:35 0.7 0.12 0.80 0.11 0.012 0.018 5.53 0.00 0.00 0.00 0.00 0.00 5.53 0.00 0.00 0.00 0.00 5.53 0.02 0:40 0.7 0.12 0.80 0.11 0.012 0.018 5.53 0.00 0.00 0.00 0.00 0.00 5.53 0.00 0.00 0.00 0.00 5.53 0.02 0:45 0.7 0.12 0.80 0.11 0.012 0.018 5.53 0.00 0.00 0.00 0.00 0.00 5.53 0.00 0.00 0.00 0.00 5.53 0.02 0:50 0.7 0.12 0.80 0.11 0.012 0.018 5.53 0.00 0.00 0.00 0.00 0.00 5.53 0.00 0.00 0.00 0.00 5.53 0.02 0:55 0.7 0.12 0.80 0.11 0.012 0.018 5.53 0.00 0.00 0.00 0.00 0.00 5.53 0.00 0.00 0.00 0.00 5.53 0.02 1:00 0.8 0.14 0.80 0.12 0.014 0.021 6.32 0.00 0.00 0.00 0.00 0.00 6.32 0.00 0.00 0.00 0.00 6.32 0.02 1:05 0.8 0.14 0.80 0.12 0.014 0.021 6.32 0.00 0.00 0.00 0.00 0.00 6.32 0.00 0.00 0.00 0.00 6.32 0.02 1:10 0.8 0.14 0.80 0.12 0.014 0.021 6.32 0.00 0.00 0.00 0.00 0.00 6.32 0.00 0.00 0.00 0.00 6.32 0.02 1:15 0.8 0.14 0.80 0.12 0.014 0.021 6.32 0.00 0.00 0.00 0.00 0.00 6.32 0.00 0.00 0.00 0.00 6.32 0.02 1:20 0.8 0.14 0.80 0.12 0.014 0.021 6.32 0.00 0.00 0.00 0.00 0.00 6.32 0.00 0.00 0.00 0.00 6.32 0.02 1:25 0.8 0.14 0.80 0.12 0.014 0.021 6.32 0.00 0.00 0.00 0.00 0.00 6.32 0.00 0.00 0.00 0.00 6.32 0.02 1:30 0.8 0.14 0.80 0.12 0.014 0.021 6.32 0.00 0.00 0.00 0.00 0.00 6.32 0.00 0.00 0.00 0.00 6.32 0.02 1:35 0.8 0.14 0.80 0.12 0.014 0.021 6.32 0.00 0.00 0.00 0.00 0.00 6.32 0.00 0.00 0.00 0.00 6.32 0.02 1:40 0.8 0.14 0.80 0.12 0.014 0.021 6.32 0.00 0.00 0.00 0.00 0.00 6.32 0.00 0.00 0.00 0.00 6.32 0.02 1:45 0.8 0.14 0.80 0.12 0.014 0.021 6.32 0.00 0.00 0.00 0.00 0.00 6.32 0.00 0.00 0.00 0.00 6.32 0.02 1:50 0.8 0.14 0.80 0.12 0.014 0.021 6.32 0.00 0.00 0.00 0.00 0.00 6.32 0.00 0.00 0.00 0.00 6.32 0.02 1:55 0.8 0.14 0.80 0.12 0.014 0.021 6.32 0.00 0.00 0.00 0.00 0.00 6.32 0.00 0.00 0.00 0.00 6.32 0.02 2:00 0.9 0.16 0.80 0.14 0.016 0.024 7.11 0.00 0.00 0.00 0.00 0.00 7.11 0.00 0.00 0.00 0.00 7.11 0.02 2:05 0.8 0.14 0.80 0.12 0.014 0.021 6.32 0.00 0.00 0.00 0.00 0.00 6.32 0.00 0.00 0.00 0.00 6.32 0.02 2:10 0.9 0.16 0.80 0.14 0.016 0.024 7.11 0.00 0.00 0.00 0.00 0.00 7.11 0.00 0.00 0.00 0.00 7.11 0.02 2:15 0.9 0.16 0.80 0.14 0.016 0.024 7.11 0.00 0.00 0.00 0.00 0.00 7.11 0.00 0.00 0.00 0.00 7.11 0.02 2:20 0.9 0.16 0.80 0.14 0.016 0.024 7.11 0.00 0.00 0.00 0.00 0.00 7.11 0.00 0.00 0.00 0.00 7.11 0.02 2:25 0.9 0.16 0.80 0.14 0.016 0.024 7.11 0.00 0.00 0.00 0.00 0.00 7.11 0.00 0.00 0.00 0.00 7.11 0.02 2:30 0.9 0.16 0.80 0.14 0.016 0.024 7.11 0.00 0.00 0.00 0.00 0.00 7.11 0.00 0.00 0.00 0.00 7.11 0.02 2:35 0.9 0.16 0.80 0.14 0.016 0.024 7.11 0.00 0.00 0.00 0.00 0.00 7.11 0.00 0.00 0.00 0.00 7.11 0.02 2:40 0.9 0.16 0.80 0.14 0.016 0.024 7.11 0.00 0.00 0.00 0.00 0.00 7.11 0.00 0.00 0.00 0.00 7.11 0.02 2:45 1.0 0.17 0.80 0.16 0.017 0.026 7.90 0.00 0.00 0.00 0.00 0.00 7.90 0.00 0.00 0.00 0.00 7.90 0.03 2:50 1.0 0.17 0.80 0.16 0.017 0.026 7.90 0.00 0.00 0.00 0.00 0.00 7.90 0.00 0.00 0.00 0.00 7.90 0.03 2:55 1.0 0.17 0.80 0.16 0.017 0.026 7.90 0.00 0.00 0.00 0.00 0.00 7.90 0.00 0.00 0.00 0.00 7.90 0.03 3:00 1.0 0.17 0.80 0.16 0.017 0.026 7.90 0.00 0.00 0.00 0.00 0.00 7.90 0.00 0.00 0.00 0.00 7.90 0.03 3:05 1.0 0.17 0.80 0.16 0.017 0.026 7.90 0.00 0.00 0.00 0.00 0.00 7.90 0.00 0.00 0.00 0.00 7.90 0.03 3:10 1.1 0.19 0.80 0.17 0.019 0.029 8.69 0.00 0.00 0.00 0.00 0.00 8.69 0.00 0.00 0.00 0.00 8.69 0.03 3:15 1.1 0.19 0.80 0.17 0.019 0.029 8.69 0.00 0.00 0.00 0.00 0.00 8.69 0.00 0.00 0.00 0.00 8.69 0.03 3:20 1.1 0.19 0.80 0.17 0.019 0.029 8.69 0.00 0.00 0.00 0.00 0.00 8.69 0.00 0.00 0.00 0.00 8.69 0.03 3:25 1.2 0.21 0.80 0.19 0.021 0.032 9.48 0.00 0.00 0.00 0.00 0.00 9.48 0.00 0.00 0.00 0.00 9.48 0.03 3:30 1.3 0.22 0.80 0.20 0.022 0.034 10.27 0.00 0.00 0.00 0.00 0.00 10.27 0.00 0.00 0.00 0.00 10.27 0.03 3:35 1.4 0.24 0.80 0.22 0.024 0.037 11.06 0.00 0.00 0.00 0.00 0.00 11.06 0.00 0.00 0.00 0.00 11.06 0.04 3:40 1.4 0.24 0.80 0.22 0.024 0.037 11.06 0.00 0.00 0.00 0.00 0.00 11.06 0.00 0.00 0.00 0.00 11.06 0.04 3:45 1.5 0.26 0.80 0.23 0.026 0.039 11.85 0.00 0.00 0.00 0.00 0.00 11.85 0.00 0.00 0.00 0.00 11.85 0.04 3:50 1.5 0.26 0.80 0.23 0.026 0.039 11.85 0.00 0.00 0.00 0.00 0.00 11.85 0.00 0.00 0.00 0.00 11.85 0.04 3:55 1.6 0.28 0.80 0.25 0.028 0.042 12.64 0.00 0.00 0.00 0.00 0.00 12.64 0.00 0.00 0.00 0.00 12.64 0.04 4:00 1.6 0.28 0.80 0.25 0.028 0.042 12.64 0.00 0.00 0.00 0.00 0.00 12.64 0.00 0.00 0.00 0.00 12.64 0.04 4:05 1.7 0.29 0.80 0.26 0.029 0.045 13.43 0.00 0.00 0.00 0.00 0.00 13.43 0.00 0.00 0.00 0.00 13.43 0.04 3 of 24

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4:10 1.8 0.31 0.80 0.28 0.031 0.047 14.22 0.00 0.00 0.00 0.00 0.00 14.22 0.00 0.00 0.00 0.00 14.22 0.05 4:15 1.9 0.33 0.80 0.30 0.033 0.050 15.01 0.00 0.00 0.00 0.00 0.00 15.01 0.00 0.00 0.00 0.00 15.01 0.05 4:20 2.0 0.35 0.80 0.31 0.035 0.053 15.80 0.00 0.00 0.00 0.00 0.00 15.80 0.00 0.00 0.00 0.00 15.80 0.05 4:25 2.1 0.36 0.80 0.33 0.036 0.055 16.59 0.00 0.00 0.00 0.00 0.00 16.59 0.00 0.00 0.00 0.00 16.59 0.06 4:30 2.1 0.36 0.80 0.33 0.036 0.055 16.59 0.00 0.00 0.00 0.00 0.00 16.59 0.00 0.00 0.00 0.00 16.59 0.06 4:35 2.2 0.38 0.80 0.34 0.038 0.058 17.38 0.00 0.00 0.00 0.00 0.00 17.38 0.00 0.00 0.00 0.00 17.38 0.06 4:40 2.3 0.40 0.80 0.36 0.040 0.061 18.17 0.00 0.00 0.00 0.00 0.00 18.17 0.00 0.00 0.00 0.00 18.17 0.06 4:45 2.4 0.41 0.80 0.37 0.041 0.063 18.96 0.00 0.00 0.00 0.00 0.00 18.96 0.00 0.00 0.00 0.00 18.96 0.06 4:50 2.4 0.41 0.80 0.37 0.041 0.063 18.96 0.00 0.00 0.00 0.00 0.00 18.96 0.00 0.00 0.00 0.00 18.96 0.06 4:55 2.5 0.43 0.80 0.39 0.043 0.066 19.75 0.00 0.00 0.00 0.00 0.00 19.75 0.00 0.00 0.00 0.00 19.75 0.07 5:00 2.6 0.45 0.80 0.40 0.045 0.068 20.54 0.00 0.00 0.00 0.00 0.00 20.54 0.00 0.00 0.00 0.00 20.54 0.07 5:05 3.1 0.54 0.80 0.48 0.054 0.082 24.48 0.00 0.00 0.00 0.00 0.00 24.48 0.00 0.00 0.00 0.00 24.48 0.08 5:10 3.6 0.62 0.80 0.56 0.062 0.095 28.43 0.00 0.00 0.00 0.00 0.00 28.43 0.00 0.00 0.00 0.00 28.43 0.09 5:15 3.9 0.67 0.80 0.61 0.067 0.103 30.80 0.00 0.00 0.00 0.00 0.00 30.80 0.00 0.00 0.00 0.00 30.80 0.10 5:20 4.2 0.73 0.80 0.65 0.073 0.111 33.17 0.00 0.00 0.00 0.00 0.00 33.17 0.00 0.00 0.00 0.00 33.17 0.11 5:25 4.7 0.81 0.80 0.73 0.081 0.124 37.12 0.00 0.00 0.00 0.00 0.00 37.12 0.00 0.00 0.00 0.00 37.12 0.12 5:30 5.6 0.97 0.80 N/A 0.168 0.255 76.64 0.00 0.00 0.00 0.00 0.00 76.64 0.00 0.00 0.00 0.00 76.64 0.26 5:35 1.9 0.33 0.80 0.30 0.033 0.050 15.01 0.00 0.00 0.00 0.00 0.00 15.01 0.00 0.00 0.00 0.00 15.01 0.05 5:40 0.9 0.16 0.80 0.14 0.016 0.024 7.11 0.00 0.00 0.00 0.00 0.00 7.11 0.00 0.00 0.00 0.00 7.11 0.02 5:45 0.6 0.10 0.80 0.09 0.010 0.016 4.74 0.00 0.00 0.00 0.00 0.00 4.74 0.00 0.00 0.00 0.00 4.74 0.02 5:50 0.5 0.09 0.80 0.08 0.009 0.013 3.95 0.00 0.00 0.00 0.00 0.00 3.95 0.00 0.00 0.00 0.00 3.95 0.01 5:55 0.3 0.05 0.80 0.05 0.005 0.008 2.37 0.00 0.00 0.00 0.00 0.00 2.37 0.00 0.00 0.00 0.00 2.37 0.01 6:00 0.2 0.03 0.80 0.03 0.003 0.005 1.58 0.00 0.00 0.00 0.00 0.00 1.58 0.00 0.00 0.00 0.00 1.58 0.01 Total volume (CF)822.24 Total Overflow (CF)822.24
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2 -year 24 Hour Storm in 15 minute increments
Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Value Max.Min.Rain (in/hr)Rate (CFS)Vol. (CF)Input (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Basin (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Vol. (CF)Rate (CFS) 0:15 0.2 0.02 1.40 0.02 0.002 0.003 3.05 0.00 0.00 0.00 0.00 0.00 3.05 0.00 0.00 0.00 0.00 3.05 0.00 0:30 0.3 0.03 1.39 0.03 0.003 0.005 4.57 0.00 0.00 0.00 0.00 0.00 4.57 0.00 0.00 0.00 0.00 4.57 0.01 0:45 0.3 0.03 1.37 0.03 0.003 0.005 4.57 0.00 0.00 0.00 0.00 0.00 4.57 0.00 0.00 0.00 0.00 4.57 0.01 1:00 0.4 0.04 1.36 0.04 0.004 0.007 6.10 0.00 0.00 0.00 0.00 0.00 6.10 0.00 0.00 0.00 0.00 6.10 0.01 1:15 0.3 0.03 1.34 0.03 0.003 0.005 4.57 0.00 0.00 0.00 0.00 0.00 4.57 0.00 0.00 0.00 0.00 4.57 0.01 1:30 0.3 0.03 1.32 0.03 0.003 0.005 4.57 0.00 0.00 0.00 0.00 0.00 4.57 0.00 0.00 0.00 0.00 4.57 0.01 1:45 0.3 0.03 1.31 0.03 0.003 0.005 4.57 0.00 0.00 0.00 0.00 0.00 4.57 0.00 0.00 0.00 0.00 4.57 0.01 2:00 0.4 0.04 1.29 0.04 0.004 0.007 6.10 0.00 0.00 0.00 0.00 0.00 6.10 0.00 0.00 0.00 0.00 6.10 0.01 2:15 0.4 0.04 1.28 0.04 0.004 0.007 6.10 0.00 0.00 0.00 0.00 0.00 6.10 0.00 0.00 0.00 0.00 6.10 0.01 2:30 0.4 0.04 1.26 0.04 0.004 0.007 6.10 0.00 0.00 0.00 0.00 0.00 6.10 0.00 0.00 0.00 0.00 6.10 0.01 2:45 0.5 0.06 1.25 0.05 0.006 0.008 7.62 0.00 0.00 0.00 0.00 0.00 7.62 0.00 0.00 0.00 0.00 7.62 0.01 3:00 0.5 0.06 1.23 0.05 0.006 0.008 7.62 0.00 0.00 0.00 0.00 0.00 7.62 0.00 0.00 0.00 0.00 7.62 0.01 3:15 0.5 0.06 1.21 0.05 0.006 0.008 7.62 0.00 0.00 0.00 0.00 0.00 7.62 0.00 0.00 0.00 0.00 7.62 0.01 3:30 0.5 0.06 1.20 0.05 0.006 0.008 7.62 0.00 0.00 0.00 0.00 0.00 7.62 0.00 0.00 0.00 0.00 7.62 0.01 3:45 0.5 0.06 1.18 0.05 0.006 0.008 7.62 0.00 0.00 0.00 0.00 0.00 7.62 0.00 0.00 0.00 0.00 7.62 0.01 4:00 0.6 0.07 1.17 0.06 0.007 0.010 9.15 0.00 0.00 0.00 0.00 0.00 9.15 0.00 0.00 0.00 0.00 9.15 0.01 4:15 0.6 0.07 1.15 0.06 0.007 0.010 9.15 0.00 0.00 0.00 0.00 0.00 9.15 0.00 0.00 0.00 0.00 9.15 0.01 4:30 0.7 0.08 1.14 0.07 0.008 0.012 10.67 0.00 0.00 0.00 0.00 0.00 10.67 0.00 0.00 0.00 0.00 10.67 0.01 4:45 0.7 0.08 1.13 0.07 0.008 0.012 10.67 0.00 0.00 0.00 0.00 0.00 10.67 0.00 0.00 0.00 0.00 10.67 0.01 5:00 0.8 0.09 1.11 0.08 0.009 0.014 12.20 0.00 0.00 0.00 0.00 0.00 12.20 0.00 0.00 0.00 0.00 12.20 0.01 5:15 0.6 0.07 1.10 0.06 0.007 0.010 9.15 0.00 0.00 0.00 0.00 0.00 9.15 0.00 0.00 0.00 0.00 9.15 0.01 5:30 0.7 0.08 1.08 0.07 0.008 0.012 10.67 0.00 0.00 0.00 0.00 0.00 10.67 0.00 0.00 0.00 0.00 10.67 0.01 5:45 0.8 0.09 1.07 0.08 0.009 0.014 12.20 0.00 0.00 0.00 0.00 0.00 12.20 0.00 0.00 0.00 0.00 12.20 0.01 6:00 0.8 0.09 1.05 0.08 0.009 0.014 12.20 0.00 0.00 0.00 0.00 0.00 12.20 0.00 0.00 0.00 0.00 12.20 0.01 6:15 0.9 0.10 1.04 0.09 0.010 0.015 13.72 0.00 0.00 0.00 0.00 0.00 13.72 0.00 0.00 0.00 0.00 13.72 0.02 6:30 0.9 0.10 1.03 0.09 0.010 0.015 13.72 0.00 0.00 0.00 0.00 0.00 13.72 0.00 0.00 0.00 0.00 13.72 0.02 6:45 1.0 0.11 1.01 0.10 0.011 0.017 15.25 0.00 0.00 0.00 0.00 0.00 15.25 0.00 0.00 0.00 0.00 15.25 0.02 7:00 1.0 0.11 1.00 0.10 0.011 0.017 15.25 0.00 0.00 0.00 0.00 0.00 15.25 0.00 0.00 0.00 0.00 15.25 0.02 7:15 1.0 0.11 0.98 0.10 0.011 0.017 15.25 0.00 0.00 0.00 0.00 0.00 15.25 0.00 0.00 0.00 0.00 15.25 0.02 7:30 1.1 0.12 0.97 0.11 0.012 0.019 16.77 0.00 0.00 0.00 0.00 0.00 16.77 0.00 0.00 0.00 0.00 16.77 0.02 7:45 1.2 0.13 0.96 0.12 0.013 0.020 18.30 0.00 0.00 0.00 0.00 0.00 18.30 0.00 0.00 0.00 0.00 18.30 0.02 8:00 1.3 0.14 0.94 0.13 0.014 0.022 19.82 0.00 0.00 0.00 0.00 0.00 19.82 0.00 0.00 0.00 0.00 19.82 0.02 8:15 1.5 0.17 0.93 0.15 0.017 0.025 22.87 0.00 0.00 0.00 0.00 0.00 22.87 0.00 0.00 0.00 0.00 22.87 0.03 8:30 1.5 0.17 0.92 0.15 0.017 0.025 22.87 0.00 0.00 0.00 0.00 0.00 22.87 0.00 0.00 0.00 0.00 22.87 0.03 8:45 1.6 0.18 0.91 0.16 0.018 0.027 24.40 0.00 0.00 0.00 0.00 0.00 24.40 0.00 0.00 0.00 0.00 24.40 0.03 9:00 1.7 0.19 0.89 0.17 0.019 0.029 25.92 0.00 0.00 0.00 0.00 0.00 25.92 0.00 0.00 0.00 0.00 25.92 0.03 9:15 1.9 0.21 0.88 0.19 0.021 0.032 28.97 0.00 0.00 0.00 0.00 0.00 28.97 0.00 0.00 0.00 0.00 28.97 0.03 9:30 2.0 0.22 0.87 0.20 0.022 0.034 30.50 0.00 0.00 0.00 0.00 0.00 30.50 0.00 0.00 0.00 0.00 30.50 0.03 9:45 2.1 0.23 0.86 0.21 0.023 0.036 32.02 0.00 0.00 0.00 0.00 0.00 32.02 0.00 0.00 0.00 0.00 32.02 0.04 10:00 2.2 0.24 0.84 0.22 0.024 0.037 33.55 0.00 0.00 0.00 0.00 0.00 33.55 0.00 0.00 0.00 0.00 33.55 0.04 10:15 1.5 0.17 0.83 0.15 0.017 0.025 22.87 0.00 0.00 0.00 0.00 0.00 22.87 0.00 0.00 0.00 0.00 22.87 0.03 10:30 1.5 0.17 0.82 0.15 0.017 0.025 22.87 0.00 0.00 0.00 0.00 0.00 22.87 0.00 0.00 0.00 0.00 22.87 0.03 10:45 2.0 0.22 0.81 0.20 0.022 0.034 30.50 0.00 0.00 0.00 0.00 0.00 30.50 0.00 0.00 0.00 0.00 30.50 0.03 11:00 2.0 0.22 0.79 0.20 0.022 0.034 30.50 0.00 0.00 0.00 0.00 0.00 30.50 0.00 0.00 0.00 0.00 30.50 0.03 11:15 1.9 0.21 0.78 0.19 0.021 0.032 28.97 0.00 0.00 0.00 0.00 0.00 28.97 0.00 0.00 0.00 0.00 28.97 0.03 11:30 1.9 0.21 0.77 0.19 0.021 0.032 28.97 0.00 0.00 0.00 0.00 0.00 28.97 0.00 0.00 0.00 0.00 28.97 0.03 11:45 1.7 0.19 0.76 0.17 0.019 0.029 25.92 0.00 0.00 0.00 0.00 0.00 25.92 0.00 0.00 0.00 0.00 25.92 0.03 12:00 1.8 0.20 0.75 0.18 0.020 0.030 27.45 0.00 0.00 0.00 0.00 0.00 27.45 0.00 0.00 0.00 0.00 27.45 0.03 12:15 2.5 0.28 0.74 0.25 0.028 0.042 38.12 0.00 0.00 0.00 0.00 0.00 38.12 0.00 0.00 0.00 0.00 38.12 0.04 5 of 24

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12:30 2.6 0.29 0.73 0.26 0.029 0.044 39.65 0.00 0.00 0.00 0.00 0.00 39.65 0.00 0.00 0.00 0.00 39.64 0.04 12:45 2.8 0.31 0.72 0.28 0.031 0.047 42.69 0.00 0.00 0.00 0.00 0.00 42.69 0.00 0.00 0.00 0.00 42.69 0.05 13:00 2.9 0.32 0.70 0.29 0.032 0.049 44.22 0.00 0.00 0.00 0.00 0.00 44.22 0.00 0.00 0.00 0.00 44.22 0.05 13:15 3.4 0.38 0.69 0.34 0.038 0.058 51.84 0.00 0.00 0.00 0.00 0.00 51.84 0.00 0.00 0.00 0.00 51.84 0.06 13:30 3.4 0.38 0.68 0.34 0.038 0.058 51.84 0.00 0.00 0.00 0.00 0.00 51.84 0.00 0.00 0.00 0.00 51.84 0.06 13:45 2.3 0.26 0.67 0.23 0.026 0.039 35.07 0.00 0.00 0.00 0.00 0.00 35.07 0.00 0.00 0.00 0.00 35.07 0.04 14:00 2.3 0.26 0.66 0.23 0.026 0.039 35.07 0.00 0.00 0.00 0.00 0.00 35.07 0.00 0.00 0.00 0.00 35.07 0.04 14:15 2.7 0.30 0.65 0.27 0.030 0.046 41.17 0.00 0.00 0.00 0.00 0.00 41.17 0.00 0.00 0.00 0.00 41.17 0.05 14:30 2.6 0.29 0.64 0.26 0.029 0.044 39.65 0.00 0.00 0.00 0.00 0.00 39.65 0.00 0.00 0.00 0.00 39.64 0.04 14:45 2.6 0.29 0.63 0.26 0.029 0.044 39.65 0.00 0.00 0.00 0.00 0.00 39.65 0.00 0.00 0.00 0.00 39.64 0.04 15:00 2.5 0.28 0.62 0.25 0.028 0.042 38.12 0.00 0.00 0.00 0.00 0.00 38.12 0.00 0.00 0.00 0.00 38.12 0.04 15:15 2.4 0.27 0.61 0.24 0.027 0.041 36.60 0.00 0.00 0.00 0.00 0.00 36.60 0.00 0.00 0.00 0.00 36.60 0.04 15:30 2.3 0.26 0.60 0.23 0.026 0.039 35.07 0.00 0.00 0.00 0.00 0.00 35.07 0.00 0.00 0.00 0.00 35.07 0.04 15:45 1.9 0.21 0.60 0.19 0.021 0.032 28.97 0.00 0.00 0.00 0.00 0.00 28.97 0.00 0.00 0.00 0.00 28.97 0.03 16:00 1.9 0.21 0.59 0.19 0.021 0.032 28.97 0.00 0.00 0.00 0.00 0.00 28.97 0.00 0.00 0.00 0.00 28.97 0.03 16:15 0.4 0.04 0.58 0.04 0.004 0.007 6.10 0.00 0.00 0.00 0.00 0.00 6.10 0.00 0.00 0.00 0.00 6.10 0.01 16:30 0.4 0.04 0.57 0.04 0.004 0.007 6.10 0.00 0.00 0.00 0.00 0.00 6.10 0.00 0.00 0.00 0.00 6.10 0.01 16:45 0.3 0.03 0.56 0.03 0.003 0.005 4.57 0.00 0.00 0.00 0.00 0.00 4.57 0.00 0.00 0.00 0.00 4.57 0.01 17:00 0.3 0.03 0.55 0.03 0.003 0.005 4.57 0.00 0.00 0.00 0.00 0.00 4.57 0.00 0.00 0.00 0.00 4.57 0.01 17:15 0.5 0.06 0.54 0.05 0.006 0.008 7.62 0.00 0.00 0.00 0.00 0.00 7.62 0.00 0.00 0.00 0.00 7.62 0.01 17:30 0.5 0.06 0.53 0.05 0.006 0.008 7.62 0.00 0.00 0.00 0.00 0.00 7.62 0.00 0.00 0.00 0.00 7.62 0.01 17:45 0.5 0.06 0.53 0.05 0.006 0.008 7.62 0.00 0.00 0.00 0.00 0.00 7.62 0.00 0.00 0.00 0.00 7.62 0.01 18:00 0.4 0.04 0.52 0.04 0.004 0.007 6.10 0.00 0.00 0.00 0.00 0.00 6.10 0.00 0.00 0.00 0.00 6.10 0.01 18:15 0.4 0.04 0.51 0.04 0.004 0.007 6.10 0.00 0.00 0.00 0.00 0.00 6.10 0.00 0.00 0.00 0.00 6.10 0.01 18:30 0.4 0.04 0.50 0.04 0.004 0.007 6.10 0.00 0.00 0.00 0.00 0.00 6.10 0.00 0.00 0.00 0.00 6.10 0.01 18:45 0.3 0.03 0.50 0.03 0.003 0.005 4.57 0.00 0.00 0.00 0.00 0.00 4.57 0.00 0.00 0.00 0.00 4.57 0.01 19:00 0.2 0.02 0.49 0.02 0.002 0.003 3.05 0.00 0.00 0.00 0.00 0.00 3.05 0.00 0.00 0.00 0.00 3.05 0.00 19:15 0.3 0.03 0.48 0.03 0.003 0.005 4.57 0.00 0.00 0.00 0.00 0.00 4.57 0.00 0.00 0.00 0.00 4.57 0.01 19:30 0.4 0.04 0.48 0.04 0.004 0.007 6.10 0.00 0.00 0.00 0.00 0.00 6.10 0.00 0.00 0.00 0.00 6.10 0.01 19:45 0.3 0.03 0.47 0.03 0.003 0.005 4.57 0.00 0.00 0.00 0.00 0.00 4.57 0.00 0.00 0.00 0.00 4.57 0.01 20:00 0.2 0.02 0.46 0.02 0.002 0.003 3.05 0.00 0.00 0.00 0.00 0.00 3.05 0.00 0.00 0.00 0.00 3.05 0.00 20:15 0.3 0.03 0.46 0.03 0.003 0.005 4.57 0.00 0.00 0.00 0.00 0.00 4.57 0.00 0.00 0.00 0.00 4.57 0.01 20:30 0.3 0.03 0.45 0.03 0.003 0.005 4.57 0.00 0.00 0.00 0.00 0.00 4.57 0.00 0.00 0.00 0.00 4.57 0.01 20:45 0.3 0.03 0.45 0.03 0.003 0.005 4.57 0.00 0.00 0.00 0.00 0.00 4.57 0.00 0.00 0.00 0.00 4.57 0.01 21:00 0.2 0.02 0.44 0.02 0.002 0.003 3.05 0.00 0.00 0.00 0.00 0.00 3.05 0.00 0.00 0.00 0.00 3.05 0.00 21:15 0.3 0.03 0.44 0.03 0.003 0.005 4.57 0.00 0.00 0.00 0.00 0.00 4.57 0.00 0.00 0.00 0.00 4.57 0.01 21:30 0.2 0.02 0.43 0.02 0.002 0.003 3.05 0.00 0.00 0.00 0.00 0.00 3.05 0.00 0.00 0.00 0.00 3.05 0.00 21:45 0.3 0.03 0.43 0.03 0.003 0.005 4.57 0.00 0.00 0.00 0.00 0.00 4.57 0.00 0.00 0.00 0.00 4.57 0.01 22:00 0.2 0.02 0.42 0.02 0.002 0.003 3.05 0.00 0.00 0.00 0.00 0.00 3.05 0.00 0.00 0.00 0.00 3.05 0.00 22:15 0.3 0.03 0.42 0.03 0.003 0.005 4.57 0.00 0.00 0.00 0.00 0.00 4.57 0.00 0.00 0.00 0.00 4.57 0.01 22:30 0.2 0.02 0.41 0.02 0.002 0.003 3.05 0.00 0.00 0.00 0.00 0.00 3.05 0.00 0.00 0.00 0.00 3.05 0.00 22:45 0.2 0.02 0.41 0.02 0.002 0.003 3.05 0.00 0.00 0.00 0.00 0.00 3.05 0.00 0.00 0.00 0.00 3.05 0.00 23:00 0.2 0.02 0.41 0.02 0.002 0.003 3.05 0.00 0.00 0.00 0.00 0.00 3.05 0.00 0.00 0.00 0.00 3.05 0.00 23:15 0.2 0.02 0.40 0.02 0.002 0.003 3.05 0.00 0.00 0.00 0.00 0.00 3.05 0.00 0.00 0.00 0.00 3.05 0.00 23:30 0.2 0.02 0.40 0.02 0.002 0.003 3.05 0.00 0.00 0.00 0.00 0.00 3.05 0.00 0.00 0.00 0.00 3.05 0.00 23:45 0.2 0.02 0.40 0.02 0.002 0.003 3.05 0.00 0.00 0.00 0.00 0.00 3.05 0.00 0.00 0.00 0.00 3.05 0.00 24:00 0.2 0.02 0.40 0.02 0.002 0.003 3.05 0.00 0.00 0.00 0.00 0.00 3.05 0.00 0.00 0.00 0.00 3.05 0.00 Total volume (CF)1524.81 Total Overflow (CF)1524.81
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Project:Beaumont Pre-Development
Recurrence Interval 5 year
Storm Duration (hrs)1 3 6 24
5-year NOAA Atlas 14 Point Precipitation (in)0.811 1.270 1.810 3.620 Unit time (minutes)5 5 5 15
Drainage Area 65819 SF 1.511 Ac.

Basin volume is calculated using the "truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometimes used (Drywell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywell storage includes 40% of the 1' wide rock bed surrounding the drywell: formula (upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2)) The drywell wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "grav" Drywell design factors
Upper sec. (FT)=0.0001 Lower sec. (FT)=0.0001 Ring diam. (FT) =0.0001 Gravel bed width around drywell=0.0001 Drywell lower max. (CF)=0.00 Upper max.(CF)=0.00 Drywell total(CF)=0.00 Retention Basin design factors
Top (SF)=0.0001 Bot. (SF)=0.0001 Max. Depth (FT)=0.0001 Max. storage (CF)=0.00 (d/3)*(bottom+top+(bottom*top)^0.50) Formulas vol=(h/3)*(bottom+top+(bottom*top)^0.50) area=bottom+(h/d)*(top-bottom)h=(vol*3)/(bottom+top+(bottom*top)^0.5) 5 -year 1 Hour Storm in 5 minute increments
Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Value Max.Min.Rain (in/hr)Rate (CFS)Vol. (CF)Input (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Basin (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Vol. (CF)Rate (CFS) 0:05 3.7 0.36 0.80 0.32 0.036 0.055 16.46 0.00 0.00 0.00 0.00 0.00 16.46 0.00 0.00 0.00 0.00 16.46 0.05 0:10 4.8 0.47 0.80 0.42 0.047 0.071 21.35 0.00 0.00 0.00 0.00 0.00 21.35 0.00 0.00 0.00 0.00 21.35 0.07 0:15 5.1 0.50 0.80 0.45 0.050 0.076 22.69 0.00 0.00 0.00 0.00 0.00 22.69 0.00 0.00 0.00 0.00 22.69 0.08 0:20 4.9 0.48 0.80 0.43 0.048 0.073 21.80 0.00 0.00 0.00 0.00 0.00 21.80 0.00 0.00 0.00 0.00 21.80 0.07 0:25 6.6 0.64 0.80 0.58 0.064 0.098 29.36 0.00 0.00 0.00 0.00 0.00 29.36 0.00 0.00 0.00 0.00 29.36 0.10 0:30 7.3 0.71 0.80 0.64 0.071 0.108 32.47 0.00 0.00 0.00 0.00 0.00 32.47 0.00 0.00 0.00 0.00 32.47 0.11 0:35 8.4 0.82 0.80 0.74 0.082 0.125 37.37 0.00 0.00 0.00 0.00 0.00 37.37 0.00 0.00 0.00 0.00 37.37 0.12 0:40 9.0 0.88 0.80 0.79 0.088 0.133 40.03 0.00 0.00 0.00 0.00 0.00 40.03 0.00 0.00 0.00 0.00 40.03 0.13 0:45 12.3 1.20 0.80 N/A 0.397 0.605 181.48 0.00 0.00 0.00 0.00 0.00 181.48 0.00 0.00 0.00 0.00 181.48 0.60 0:50 17.6 1.71 0.80 N/A 0.913 1.391 417.23 0.00 0.00 0.00 0.00 0.00 417.23 0.00 0.00 0.00 0.00 417.23 1.39 0:55 16.1 1.57 0.80 N/A 0.767 1.168 350.51 0.00 0.00 0.00 0.00 0.00 350.51 0.00 0.00 0.00 0.00 350.51 1.17 1:00 4.2 0.41 0.80 0.37 0.041 0.062 18.68 0.00 0.00 0.00 0.00 0.00 18.68 0.00 0.00 0.00 0.00 18.68 0.06 Total volume (CF)1189.43 Total Overflow (CF)1189.43
RCFC&WCD Short Cut Unit Hydrograph Method
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5 -year 3 Hour Storm in 5 minute increments
Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Value Max.Min.Rain (in/hr)Rate (CFS)Vol. (CF)Input (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Basin (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Vol. (CF)Rate (CFS) 0:05 1.3 0.20 0.80 0.18 0.020 0.030 9.06 0.00 0.00 0.00 0.00 0.00 9.06 0.00 0.00 0.00 0.00 9.06 0.03 0:10 1.3 0.20 0.80 0.18 0.020 0.030 9.06 0.00 0.00 0.00 0.00 0.00 9.06 0.00 0.00 0.00 0.00 9.06 0.03 0:15 1.1 0.17 0.80 0.15 0.017 0.026 7.66 0.00 0.00 0.00 0.00 0.00 7.66 0.00 0.00 0.00 0.00 7.66 0.03 0:20 1.5 0.23 0.80 0.21 0.023 0.035 10.45 0.00 0.00 0.00 0.00 0.00 10.45 0.00 0.00 0.00 0.00 10.45 0.03 0:25 1.5 0.23 0.80 0.21 0.023 0.035 10.45 0.00 0.00 0.00 0.00 0.00 10.45 0.00 0.00 0.00 0.00 10.45 0.03 0:30 1.8 0.27 0.80 0.25 0.027 0.042 12.54 0.00 0.00 0.00 0.00 0.00 12.54 0.00 0.00 0.00 0.00 12.54 0.04 0:35 1.5 0.23 0.80 0.21 0.023 0.035 10.45 0.00 0.00 0.00 0.00 0.00 10.45 0.00 0.00 0.00 0.00 10.45 0.03 0:40 1.8 0.27 0.80 0.25 0.027 0.042 12.54 0.00 0.00 0.00 0.00 0.00 12.54 0.00 0.00 0.00 0.00 12.54 0.04 0:45 1.8 0.27 0.80 0.25 0.027 0.042 12.54 0.00 0.00 0.00 0.00 0.00 12.54 0.00 0.00 0.00 0.00 12.54 0.04 0:50 1.5 0.23 0.80 0.21 0.023 0.035 10.45 0.00 0.00 0.00 0.00 0.00 10.45 0.00 0.00 0.00 0.00 10.45 0.03 0:55 1.6 0.24 0.80 0.22 0.024 0.037 11.15 0.00 0.00 0.00 0.00 0.00 11.15 0.00 0.00 0.00 0.00 11.15 0.04 1:00 1.8 0.27 0.80 0.25 0.027 0.042 12.54 0.00 0.00 0.00 0.00 0.00 12.54 0.00 0.00 0.00 0.00 12.54 0.04 1:05 2.2 0.34 0.80 0.30 0.034 0.051 15.32 0.00 0.00 0.00 0.00 0.00 15.32 0.00 0.00 0.00 0.00 15.32 0.05 1:10 2.2 0.34 0.80 0.30 0.034 0.051 15.32 0.00 0.00 0.00 0.00 0.00 15.32 0.00 0.00 0.00 0.00 15.32 0.05 1:15 2.2 0.34 0.80 0.30 0.034 0.051 15.32 0.00 0.00 0.00 0.00 0.00 15.32 0.00 0.00 0.00 0.00 15.32 0.05 1:20 2.0 0.30 0.80 0.27 0.030 0.046 13.93 0.00 0.00 0.00 0.00 0.00 13.93 0.00 0.00 0.00 0.00 13.93 0.05 1:25 2.6 0.40 0.80 0.36 0.040 0.060 18.11 0.00 0.00 0.00 0.00 0.00 18.11 0.00 0.00 0.00 0.00 18.11 0.06 1:30 2.7 0.41 0.80 0.37 0.041 0.063 18.81 0.00 0.00 0.00 0.00 0.00 18.81 0.00 0.00 0.00 0.00 18.81 0.06 1:35 2.4 0.37 0.80 0.33 0.037 0.056 16.72 0.00 0.00 0.00 0.00 0.00 16.72 0.00 0.00 0.00 0.00 16.72 0.06 1:40 2.7 0.41 0.80 0.37 0.041 0.063 18.81 0.00 0.00 0.00 0.00 0.00 18.81 0.00 0.00 0.00 0.00 18.81 0.06 1:45 3.3 0.50 0.80 0.45 0.050 0.077 22.99 0.00 0.00 0.00 0.00 0.00 22.99 0.00 0.00 0.00 0.00 22.99 0.08 1:50 3.1 0.47 0.80 0.43 0.047 0.072 21.59 0.00 0.00 0.00 0.00 0.00 21.59 0.00 0.00 0.00 0.00 21.59 0.07 1:55 2.9 0.44 0.80 0.40 0.044 0.067 20.20 0.00 0.00 0.00 0.00 0.00 20.20 0.00 0.00 0.00 0.00 20.20 0.07 2:00 3.0 0.46 0.80 0.41 0.046 0.070 20.90 0.00 0.00 0.00 0.00 0.00 20.90 0.00 0.00 0.00 0.00 20.90 0.07 2:05 3.1 0.47 0.80 0.43 0.047 0.072 21.59 0.00 0.00 0.00 0.00 0.00 21.59 0.00 0.00 0.00 0.00 21.59 0.07 2:10 4.2 0.64 0.80 0.58 0.064 0.098 29.26 0.00 0.00 0.00 0.00 0.00 29.26 0.00 0.00 0.00 0.00 29.26 0.10 2:15 5.0 0.76 0.80 0.69 0.076 0.116 34.83 0.00 0.00 0.00 0.00 0.00 34.83 0.00 0.00 0.00 0.00 34.83 0.12 2:20 3.5 0.53 0.80 0.48 0.053 0.081 24.38 0.00 0.00 0.00 0.00 0.00 24.38 0.00 0.00 0.00 0.00 24.38 0.08 2:25 6.8 1.04 0.80 N/A 0.236 0.360 108.02 0.00 0.00 0.00 0.00 0.00 108.02 0.00 0.00 0.00 0.00 108.02 0.36 2:30 7.3 1.11 0.80 N/A 0.313 0.476 142.85 0.00 0.00 0.00 0.00 0.00 142.85 0.00 0.00 0.00 0.00 142.85 0.48 2:35 8.2 1.25 0.80 N/A 0.450 0.685 205.54 0.00 0.00 0.00 0.00 0.00 205.54 0.00 0.00 0.00 0.00 205.54 0.69 2:40 5.9 0.90 0.80 N/A 0.099 0.151 45.32 0.00 0.00 0.00 0.00 0.00 45.32 0.00 0.00 0.00 0.00 45.32 0.15 2:45 2.0 0.30 0.80 0.27 0.030 0.046 13.93 0.00 0.00 0.00 0.00 0.00 13.93 0.00 0.00 0.00 0.00 13.93 0.05 2:50 1.8 0.27 0.80 0.25 0.027 0.042 12.54 0.00 0.00 0.00 0.00 0.00 12.54 0.00 0.00 0.00 0.00 12.54 0.04 2:55 1.8 0.27 0.80 0.25 0.027 0.042 12.54 0.00 0.00 0.00 0.00 0.00 12.54 0.00 0.00 0.00 0.00 12.54 0.04 3:00 0.6 0.09 0.80 0.08 0.009 0.014 4.18 0.00 0.00 0.00 0.00 0.00 4.18 0.00 0.00 0.00 0.00 4.18 0.01 Total volume (CF)1001.87 Total Overflow (CF)1001.87
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5 -year 6 Hour Storm in 5 minute increments
Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Value Max.Min.Rain (in/hr)Rate (CFS)Vol. (CF)Input (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Basin (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Vol. (CF)Rate (CFS) 0:05 0.5 0.11 0.80 0.10 0.011 0.017 4.96 0.00 0.00 0.00 0.00 0.00 4.96 0.00 0.00 0.00 0.00 4.96 0.02 0:10 0.6 0.13 0.80 0.12 0.013 0.020 5.96 0.00 0.00 0.00 0.00 0.00 5.96 0.00 0.00 0.00 0.00 5.96 0.02 0:15 0.6 0.13 0.80 0.12 0.013 0.020 5.96 0.00 0.00 0.00 0.00 0.00 5.96 0.00 0.00 0.00 0.00 5.96 0.02 0:20 0.6 0.13 0.80 0.12 0.013 0.020 5.96 0.00 0.00 0.00 0.00 0.00 5.96 0.00 0.00 0.00 0.00 5.96 0.02 0:25 0.6 0.13 0.80 0.12 0.013 0.020 5.96 0.00 0.00 0.00 0.00 0.00 5.96 0.00 0.00 0.00 0.00 5.96 0.02 0:30 0.7 0.15 0.80 0.14 0.015 0.023 6.95 0.00 0.00 0.00 0.00 0.00 6.95 0.00 0.00 0.00 0.00 6.95 0.02 0:35 0.7 0.15 0.80 0.14 0.015 0.023 6.95 0.00 0.00 0.00 0.00 0.00 6.95 0.00 0.00 0.00 0.00 6.95 0.02 0:40 0.7 0.15 0.80 0.14 0.015 0.023 6.95 0.00 0.00 0.00 0.00 0.00 6.95 0.00 0.00 0.00 0.00 6.95 0.02 0:45 0.7 0.15 0.80 0.14 0.015 0.023 6.95 0.00 0.00 0.00 0.00 0.00 6.95 0.00 0.00 0.00 0.00 6.95 0.02 0:50 0.7 0.15 0.80 0.14 0.015 0.023 6.95 0.00 0.00 0.00 0.00 0.00 6.95 0.00 0.00 0.00 0.00 6.95 0.02 0:55 0.7 0.15 0.80 0.14 0.015 0.023 6.95 0.00 0.00 0.00 0.00 0.00 6.95 0.00 0.00 0.00 0.00 6.95 0.02 1:00 0.8 0.17 0.80 0.16 0.017 0.026 7.94 0.00 0.00 0.00 0.00 0.00 7.94 0.00 0.00 0.00 0.00 7.94 0.03 1:05 0.8 0.17 0.80 0.16 0.017 0.026 7.94 0.00 0.00 0.00 0.00 0.00 7.94 0.00 0.00 0.00 0.00 7.94 0.03 1:10 0.8 0.17 0.80 0.16 0.017 0.026 7.94 0.00 0.00 0.00 0.00 0.00 7.94 0.00 0.00 0.00 0.00 7.94 0.03 1:15 0.8 0.17 0.80 0.16 0.017 0.026 7.94 0.00 0.00 0.00 0.00 0.00 7.94 0.00 0.00 0.00 0.00 7.94 0.03 1:20 0.8 0.17 0.80 0.16 0.017 0.026 7.94 0.00 0.00 0.00 0.00 0.00 7.94 0.00 0.00 0.00 0.00 7.94 0.03 1:25 0.8 0.17 0.80 0.16 0.017 0.026 7.94 0.00 0.00 0.00 0.00 0.00 7.94 0.00 0.00 0.00 0.00 7.94 0.03 1:30 0.8 0.17 0.80 0.16 0.017 0.026 7.94 0.00 0.00 0.00 0.00 0.00 7.94 0.00 0.00 0.00 0.00 7.94 0.03 1:35 0.8 0.17 0.80 0.16 0.017 0.026 7.94 0.00 0.00 0.00 0.00 0.00 7.94 0.00 0.00 0.00 0.00 7.94 0.03 1:40 0.8 0.17 0.80 0.16 0.017 0.026 7.94 0.00 0.00 0.00 0.00 0.00 7.94 0.00 0.00 0.00 0.00 7.94 0.03 1:45 0.8 0.17 0.80 0.16 0.017 0.026 7.94 0.00 0.00 0.00 0.00 0.00 7.94 0.00 0.00 0.00 0.00 7.94 0.03 1:50 0.8 0.17 0.80 0.16 0.017 0.026 7.94 0.00 0.00 0.00 0.00 0.00 7.94 0.00 0.00 0.00 0.00 7.94 0.03 1:55 0.8 0.17 0.80 0.16 0.017 0.026 7.94 0.00 0.00 0.00 0.00 0.00 7.94 0.00 0.00 0.00 0.00 7.94 0.03 2:00 0.9 0.20 0.80 0.18 0.020 0.030 8.93 0.00 0.00 0.00 0.00 0.00 8.93 0.00 0.00 0.00 0.00 8.93 0.03 2:05 0.8 0.17 0.80 0.16 0.017 0.026 7.94 0.00 0.00 0.00 0.00 0.00 7.94 0.00 0.00 0.00 0.00 7.94 0.03 2:10 0.9 0.20 0.80 0.18 0.020 0.030 8.93 0.00 0.00 0.00 0.00 0.00 8.93 0.00 0.00 0.00 0.00 8.93 0.03 2:15 0.9 0.20 0.80 0.18 0.020 0.030 8.93 0.00 0.00 0.00 0.00 0.00 8.93 0.00 0.00 0.00 0.00 8.93 0.03 2:20 0.9 0.20 0.80 0.18 0.020 0.030 8.93 0.00 0.00 0.00 0.00 0.00 8.93 0.00 0.00 0.00 0.00 8.93 0.03 2:25 0.9 0.20 0.80 0.18 0.020 0.030 8.93 0.00 0.00 0.00 0.00 0.00 8.93 0.00 0.00 0.00 0.00 8.93 0.03 2:30 0.9 0.20 0.80 0.18 0.020 0.030 8.93 0.00 0.00 0.00 0.00 0.00 8.93 0.00 0.00 0.00 0.00 8.93 0.03 2:35 0.9 0.20 0.80 0.18 0.020 0.030 8.93 0.00 0.00 0.00 0.00 0.00 8.93 0.00 0.00 0.00 0.00 8.93 0.03 2:40 0.9 0.20 0.80 0.18 0.020 0.030 8.93 0.00 0.00 0.00 0.00 0.00 8.93 0.00 0.00 0.00 0.00 8.93 0.03 2:45 1.0 0.22 0.80 0.20 0.022 0.033 9.93 0.00 0.00 0.00 0.00 0.00 9.93 0.00 0.00 0.00 0.00 9.93 0.03 2:50 1.0 0.22 0.80 0.20 0.022 0.033 9.93 0.00 0.00 0.00 0.00 0.00 9.93 0.00 0.00 0.00 0.00 9.93 0.03 2:55 1.0 0.22 0.80 0.20 0.022 0.033 9.93 0.00 0.00 0.00 0.00 0.00 9.93 0.00 0.00 0.00 0.00 9.93 0.03 3:00 1.0 0.22 0.80 0.20 0.022 0.033 9.93 0.00 0.00 0.00 0.00 0.00 9.93 0.00 0.00 0.00 0.00 9.93 0.03 3:05 1.0 0.22 0.80 0.20 0.022 0.033 9.93 0.00 0.00 0.00 0.00 0.00 9.93 0.00 0.00 0.00 0.00 9.93 0.03 3:10 1.1 0.24 0.80 0.22 0.024 0.036 10.92 0.00 0.00 0.00 0.00 0.00 10.92 0.00 0.00 0.00 0.00 10.92 0.04 3:15 1.1 0.24 0.80 0.22 0.024 0.036 10.92 0.00 0.00 0.00 0.00 0.00 10.92 0.00 0.00 0.00 0.00 10.92 0.04 3:20 1.1 0.24 0.80 0.22 0.024 0.036 10.92 0.00 0.00 0.00 0.00 0.00 10.92 0.00 0.00 0.00 0.00 10.92 0.04 3:25 1.2 0.26 0.80 0.23 0.026 0.040 11.91 0.00 0.00 0.00 0.00 0.00 11.91 0.00 0.00 0.00 0.00 11.91 0.04 3:30 1.3 0.28 0.80 0.25 0.028 0.043 12.91 0.00 0.00 0.00 0.00 0.00 12.91 0.00 0.00 0.00 0.00 12.91 0.04 3:35 1.4 0.30 0.80 0.27 0.030 0.046 13.90 0.00 0.00 0.00 0.00 0.00 13.90 0.00 0.00 0.00 0.00 13.90 0.05 3:40 1.4 0.30 0.80 0.27 0.030 0.046 13.90 0.00 0.00 0.00 0.00 0.00 13.90 0.00 0.00 0.00 0.00 13.90 0.05 3:45 1.5 0.33 0.80 0.29 0.033 0.050 14.89 0.00 0.00 0.00 0.00 0.00 14.89 0.00 0.00 0.00 0.00 14.89 0.05 3:50 1.5 0.33 0.80 0.29 0.033 0.050 14.89 0.00 0.00 0.00 0.00 0.00 14.89 0.00 0.00 0.00 0.00 14.89 0.05 3:55 1.6 0.35 0.80 0.31 0.035 0.053 15.88 0.00 0.00 0.00 0.00 0.00 15.88 0.00 0.00 0.00 0.00 15.88 0.05 4:00 1.6 0.35 0.80 0.31 0.035 0.053 15.88 0.00 0.00 0.00 0.00 0.00 15.88 0.00 0.00 0.00 0.00 15.88 0.05 4:05 1.7 0.37 0.80 0.33 0.037 0.056 16.88 0.00 0.00 0.00 0.00 0.00 16.88 0.00 0.00 0.00 0.00 16.88 0.06 9 of 24

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4:10 1.8 0.39 0.80 0.35 0.039 0.060 17.87 0.00 0.00 0.00 0.00 0.00 17.87 0.00 0.00 0.00 0.00 17.87 0.06 4:15 1.9 0.41 0.80 0.37 0.041 0.063 18.86 0.00 0.00 0.00 0.00 0.00 18.86 0.00 0.00 0.00 0.00 18.86 0.06 4:20 2.0 0.43 0.80 0.39 0.043 0.066 19.86 0.00 0.00 0.00 0.00 0.00 19.86 0.00 0.00 0.00 0.00 19.86 0.07 4:25 2.1 0.46 0.80 0.41 0.046 0.069 20.85 0.00 0.00 0.00 0.00 0.00 20.85 0.00 0.00 0.00 0.00 20.85 0.07 4:30 2.1 0.46 0.80 0.41 0.046 0.069 20.85 0.00 0.00 0.00 0.00 0.00 20.85 0.00 0.00 0.00 0.00 20.85 0.07 4:35 2.2 0.48 0.80 0.43 0.048 0.073 21.84 0.00 0.00 0.00 0.00 0.00 21.84 0.00 0.00 0.00 0.00 21.84 0.07 4:40 2.3 0.50 0.80 0.45 0.050 0.076 22.83 0.00 0.00 0.00 0.00 0.00 22.83 0.00 0.00 0.00 0.00 22.83 0.08 4:45 2.4 0.52 0.80 0.47 0.052 0.079 23.83 0.00 0.00 0.00 0.00 0.00 23.83 0.00 0.00 0.00 0.00 23.83 0.08 4:50 2.4 0.52 0.80 0.47 0.052 0.079 23.83 0.00 0.00 0.00 0.00 0.00 23.83 0.00 0.00 0.00 0.00 23.83 0.08 4:55 2.5 0.54 0.80 0.49 0.054 0.083 24.82 0.00 0.00 0.00 0.00 0.00 24.82 0.00 0.00 0.00 0.00 24.82 0.08 5:00 2.6 0.56 0.80 0.51 0.056 0.086 25.81 0.00 0.00 0.00 0.00 0.00 25.81 0.00 0.00 0.00 0.00 25.81 0.09 5:05 3.1 0.67 0.80 0.61 0.067 0.103 30.78 0.00 0.00 0.00 0.00 0.00 30.78 0.00 0.00 0.00 0.00 30.78 0.10 5:10 3.6 0.78 0.80 0.70 0.078 0.119 35.74 0.00 0.00 0.00 0.00 0.00 35.74 0.00 0.00 0.00 0.00 35.74 0.12 5:15 3.9 0.85 0.80 0.76 0.085 0.129 38.72 0.00 0.00 0.00 0.00 0.00 38.72 0.00 0.00 0.00 0.00 38.72 0.13 5:20 4.2 0.91 0.80 N/A 0.112 0.171 51.30 0.00 0.00 0.00 0.00 0.00 51.30 0.00 0.00 0.00 0.00 51.30 0.17 5:25 4.7 1.02 0.80 N/A 0.221 0.336 100.94 0.00 0.00 0.00 0.00 0.00 100.94 0.00 0.00 0.00 0.00 100.94 0.34 5:30 5.6 1.22 0.80 N/A 0.416 0.634 190.29 0.00 0.00 0.00 0.00 0.00 190.29 0.00 0.00 0.00 0.00 190.29 0.63 5:35 1.9 0.41 0.80 0.37 0.041 0.063 18.86 0.00 0.00 0.00 0.00 0.00 18.86 0.00 0.00 0.00 0.00 18.86 0.06 5:40 0.9 0.20 0.80 0.18 0.020 0.030 8.93 0.00 0.00 0.00 0.00 0.00 8.93 0.00 0.00 0.00 0.00 8.93 0.03 5:45 0.6 0.13 0.80 0.12 0.013 0.020 5.96 0.00 0.00 0.00 0.00 0.00 5.96 0.00 0.00 0.00 0.00 5.96 0.02 5:50 0.5 0.11 0.80 0.10 0.011 0.017 4.96 0.00 0.00 0.00 0.00 0.00 4.96 0.00 0.00 0.00 0.00 4.96 0.02 5:55 0.3 0.07 0.80 0.06 0.007 0.010 2.98 0.00 0.00 0.00 0.00 0.00 2.98 0.00 0.00 0.00 0.00 2.98 0.01 6:00 0.2 0.04 0.80 0.04 0.004 0.007 1.99 0.00 0.00 0.00 0.00 0.00 1.99 0.00 0.00 0.00 0.00 1.99 0.01 Total volume (CF)1191.35 Total Overflow (CF)1191.35
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5 -year 24 Hour Storm in 15 minute increments
Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Value Max.Min.Rain (in/hr)Rate (CFS)Vol. (CF)Input (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Basin (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Vol. (CF)Rate (CFS) 0:15 0.2 0.03 1.40 0.03 0.003 0.004 3.97 0.00 0.00 0.00 0.00 0.00 3.97 0.00 0.00 0.00 0.00 3.97 0.00 0:30 0.3 0.04 1.39 0.04 0.004 0.007 5.96 0.00 0.00 0.00 0.00 0.00 5.96 0.00 0.00 0.00 0.00 5.96 0.01 0:45 0.3 0.04 1.37 0.04 0.004 0.007 5.96 0.00 0.00 0.00 0.00 0.00 5.96 0.00 0.00 0.00 0.00 5.96 0.01 1:00 0.4 0.06 1.36 0.05 0.006 0.009 7.94 0.00 0.00 0.00 0.00 0.00 7.94 0.00 0.00 0.00 0.00 7.94 0.01 1:15 0.3 0.04 1.34 0.04 0.004 0.007 5.96 0.00 0.00 0.00 0.00 0.00 5.96 0.00 0.00 0.00 0.00 5.96 0.01 1:30 0.3 0.04 1.32 0.04 0.004 0.007 5.96 0.00 0.00 0.00 0.00 0.00 5.96 0.00 0.00 0.00 0.00 5.96 0.01 1:45 0.3 0.04 1.31 0.04 0.004 0.007 5.96 0.00 0.00 0.00 0.00 0.00 5.96 0.00 0.00 0.00 0.00 5.96 0.01 2:00 0.4 0.06 1.29 0.05 0.006 0.009 7.94 0.00 0.00 0.00 0.00 0.00 7.94 0.00 0.00 0.00 0.00 7.94 0.01 2:15 0.4 0.06 1.28 0.05 0.006 0.009 7.94 0.00 0.00 0.00 0.00 0.00 7.94 0.00 0.00 0.00 0.00 7.94 0.01 2:30 0.4 0.06 1.26 0.05 0.006 0.009 7.94 0.00 0.00 0.00 0.00 0.00 7.94 0.00 0.00 0.00 0.00 7.94 0.01 2:45 0.5 0.07 1.25 0.07 0.007 0.011 9.93 0.00 0.00 0.00 0.00 0.00 9.93 0.00 0.00 0.00 0.00 9.93 0.01 3:00 0.5 0.07 1.23 0.07 0.007 0.011 9.93 0.00 0.00 0.00 0.00 0.00 9.93 0.00 0.00 0.00 0.00 9.93 0.01 3:15 0.5 0.07 1.21 0.07 0.007 0.011 9.93 0.00 0.00 0.00 0.00 0.00 9.93 0.00 0.00 0.00 0.00 9.93 0.01 3:30 0.5 0.07 1.20 0.07 0.007 0.011 9.93 0.00 0.00 0.00 0.00 0.00 9.93 0.00 0.00 0.00 0.00 9.93 0.01 3:45 0.5 0.07 1.18 0.07 0.007 0.011 9.93 0.00 0.00 0.00 0.00 0.00 9.93 0.00 0.00 0.00 0.00 9.93 0.01 4:00 0.6 0.09 1.17 0.08 0.009 0.013 11.91 0.00 0.00 0.00 0.00 0.00 11.91 0.00 0.00 0.00 0.00 11.91 0.01 4:15 0.6 0.09 1.15 0.08 0.009 0.013 11.91 0.00 0.00 0.00 0.00 0.00 11.91 0.00 0.00 0.00 0.00 11.91 0.01 4:30 0.7 0.10 1.14 0.09 0.010 0.015 13.90 0.00 0.00 0.00 0.00 0.00 13.90 0.00 0.00 0.00 0.00 13.90 0.02 4:45 0.7 0.10 1.13 0.09 0.010 0.015 13.90 0.00 0.00 0.00 0.00 0.00 13.90 0.00 0.00 0.00 0.00 13.90 0.02 5:00 0.8 0.12 1.11 0.10 0.012 0.018 15.88 0.00 0.00 0.00 0.00 0.00 15.88 0.00 0.00 0.00 0.00 15.88 0.02 5:15 0.6 0.09 1.10 0.08 0.009 0.013 11.91 0.00 0.00 0.00 0.00 0.00 11.91 0.00 0.00 0.00 0.00 11.91 0.01 5:30 0.7 0.10 1.08 0.09 0.010 0.015 13.90 0.00 0.00 0.00 0.00 0.00 13.90 0.00 0.00 0.00 0.00 13.90 0.02 5:45 0.8 0.12 1.07 0.10 0.012 0.018 15.88 0.00 0.00 0.00 0.00 0.00 15.88 0.00 0.00 0.00 0.00 15.88 0.02 6:00 0.8 0.12 1.05 0.10 0.012 0.018 15.88 0.00 0.00 0.00 0.00 0.00 15.88 0.00 0.00 0.00 0.00 15.88 0.02 6:15 0.9 0.13 1.04 0.12 0.013 0.020 17.87 0.00 0.00 0.00 0.00 0.00 17.87 0.00 0.00 0.00 0.00 17.87 0.02 6:30 0.9 0.13 1.03 0.12 0.013 0.020 17.87 0.00 0.00 0.00 0.00 0.00 17.87 0.00 0.00 0.00 0.00 17.87 0.02 6:45 1.0 0.14 1.01 0.13 0.014 0.022 19.86 0.00 0.00 0.00 0.00 0.00 19.86 0.00 0.00 0.00 0.00 19.86 0.02 7:00 1.0 0.14 1.00 0.13 0.014 0.022 19.86 0.00 0.00 0.00 0.00 0.00 19.86 0.00 0.00 0.00 0.00 19.86 0.02 7:15 1.0 0.14 0.98 0.13 0.014 0.022 19.86 0.00 0.00 0.00 0.00 0.00 19.86 0.00 0.00 0.00 0.00 19.86 0.02 7:30 1.1 0.16 0.97 0.14 0.016 0.024 21.84 0.00 0.00 0.00 0.00 0.00 21.84 0.00 0.00 0.00 0.00 21.84 0.02 7:45 1.2 0.17 0.96 0.16 0.017 0.026 23.83 0.00 0.00 0.00 0.00 0.00 23.83 0.00 0.00 0.00 0.00 23.83 0.03 8:00 1.3 0.19 0.94 0.17 0.019 0.029 25.81 0.00 0.00 0.00 0.00 0.00 25.81 0.00 0.00 0.00 0.00 25.81 0.03 8:15 1.5 0.22 0.93 0.20 0.022 0.033 29.78 0.00 0.00 0.00 0.00 0.00 29.78 0.00 0.00 0.00 0.00 29.78 0.03 8:30 1.5 0.22 0.92 0.20 0.022 0.033 29.78 0.00 0.00 0.00 0.00 0.00 29.78 0.00 0.00 0.00 0.00 29.78 0.03 8:45 1.6 0.23 0.91 0.21 0.023 0.035 31.77 0.00 0.00 0.00 0.00 0.00 31.77 0.00 0.00 0.00 0.00 31.77 0.04 9:00 1.7 0.25 0.89 0.22 0.025 0.038 33.75 0.00 0.00 0.00 0.00 0.00 33.75 0.00 0.00 0.00 0.00 33.75 0.04 9:15 1.9 0.28 0.88 0.25 0.028 0.042 37.73 0.00 0.00 0.00 0.00 0.00 37.73 0.00 0.00 0.00 0.00 37.73 0.04 9:30 2.0 0.29 0.87 0.26 0.029 0.044 39.71 0.00 0.00 0.00 0.00 0.00 39.71 0.00 0.00 0.00 0.00 39.71 0.04 9:45 2.1 0.30 0.86 0.27 0.030 0.046 41.70 0.00 0.00 0.00 0.00 0.00 41.70 0.00 0.00 0.00 0.00 41.70 0.05 10:00 2.2 0.32 0.84 0.29 0.032 0.049 43.68 0.00 0.00 0.00 0.00 0.00 43.68 0.00 0.00 0.00 0.00 43.68 0.05 10:15 1.5 0.22 0.83 0.20 0.022 0.033 29.78 0.00 0.00 0.00 0.00 0.00 29.78 0.00 0.00 0.00 0.00 29.78 0.03 10:30 1.5 0.22 0.82 0.20 0.022 0.033 29.78 0.00 0.00 0.00 0.00 0.00 29.78 0.00 0.00 0.00 0.00 29.78 0.03 10:45 2.0 0.29 0.81 0.26 0.029 0.044 39.71 0.00 0.00 0.00 0.00 0.00 39.71 0.00 0.00 0.00 0.00 39.71 0.04 11:00 2.0 0.29 0.79 0.26 0.029 0.044 39.71 0.00 0.00 0.00 0.00 0.00 39.71 0.00 0.00 0.00 0.00 39.71 0.04 11:15 1.9 0.28 0.78 0.25 0.028 0.042 37.73 0.00 0.00 0.00 0.00 0.00 37.73 0.00 0.00 0.00 0.00 37.73 0.04 11:30 1.9 0.28 0.77 0.25 0.028 0.042 37.73 0.00 0.00 0.00 0.00 0.00 37.73 0.00 0.00 0.00 0.00 37.73 0.04 11:45 1.7 0.25 0.76 0.22 0.025 0.038 33.75 0.00 0.00 0.00 0.00 0.00 33.75 0.00 0.00 0.00 0.00 33.75 0.04 12:00 1.8 0.26 0.75 0.23 0.026 0.040 35.74 0.00 0.00 0.00 0.00 0.00 35.74 0.00 0.00 0.00 0.00 35.74 0.04 12:15 2.5 0.36 0.74 0.33 0.036 0.055 49.64 0.00 0.00 0.00 0.00 0.00 49.64 0.00 0.00 0.00 0.00 49.64 0.06 11 of 24

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12:30 2.6 0.38 0.73 0.34 0.038 0.057 51.62 0.00 0.00 0.00 0.00 0.00 51.62 0.00 0.00 0.00 0.00 51.62 0.06 12:45 2.8 0.41 0.72 0.36 0.041 0.062 55.60 0.00 0.00 0.00 0.00 0.00 55.60 0.00 0.00 0.00 0.00 55.60 0.06 13:00 2.9 0.42 0.70 0.38 0.042 0.064 57.58 0.00 0.00 0.00 0.00 0.00 57.58 0.00 0.00 0.00 0.00 57.58 0.06 13:15 3.4 0.49 0.69 0.44 0.049 0.075 67.51 0.00 0.00 0.00 0.00 0.00 67.51 0.00 0.00 0.00 0.00 67.51 0.08 13:30 3.4 0.49 0.68 0.44 0.049 0.075 67.51 0.00 0.00 0.00 0.00 0.00 67.51 0.00 0.00 0.00 0.00 67.51 0.08 13:45 2.3 0.33 0.67 0.30 0.033 0.051 45.67 0.00 0.00 0.00 0.00 0.00 45.67 0.00 0.00 0.00 0.00 45.67 0.05 14:00 2.3 0.33 0.66 0.30 0.033 0.051 45.67 0.00 0.00 0.00 0.00 0.00 45.67 0.00 0.00 0.00 0.00 45.67 0.05 14:15 2.7 0.39 0.65 0.35 0.039 0.060 53.61 0.00 0.00 0.00 0.00 0.00 53.61 0.00 0.00 0.00 0.00 53.61 0.06 14:30 2.6 0.38 0.64 0.34 0.038 0.057 51.62 0.00 0.00 0.00 0.00 0.00 51.62 0.00 0.00 0.00 0.00 51.62 0.06 14:45 2.6 0.38 0.63 0.34 0.038 0.057 51.62 0.00 0.00 0.00 0.00 0.00 51.62 0.00 0.00 0.00 0.00 51.62 0.06 15:00 2.5 0.36 0.62 0.33 0.036 0.055 49.64 0.00 0.00 0.00 0.00 0.00 49.64 0.00 0.00 0.00 0.00 49.64 0.06 15:15 2.4 0.35 0.61 0.31 0.035 0.053 47.65 0.00 0.00 0.00 0.00 0.00 47.65 0.00 0.00 0.00 0.00 47.65 0.05 15:30 2.3 0.33 0.60 0.30 0.033 0.051 45.67 0.00 0.00 0.00 0.00 0.00 45.67 0.00 0.00 0.00 0.00 45.67 0.05 15:45 1.9 0.28 0.60 0.25 0.028 0.042 37.73 0.00 0.00 0.00 0.00 0.00 37.73 0.00 0.00 0.00 0.00 37.73 0.04 16:00 1.9 0.28 0.59 0.25 0.028 0.042 37.73 0.00 0.00 0.00 0.00 0.00 37.73 0.00 0.00 0.00 0.00 37.73 0.04 16:15 0.4 0.06 0.58 0.05 0.006 0.009 7.94 0.00 0.00 0.00 0.00 0.00 7.94 0.00 0.00 0.00 0.00 7.94 0.01 16:30 0.4 0.06 0.57 0.05 0.006 0.009 7.94 0.00 0.00 0.00 0.00 0.00 7.94 0.00 0.00 0.00 0.00 7.94 0.01 16:45 0.3 0.04 0.56 0.04 0.004 0.007 5.96 0.00 0.00 0.00 0.00 0.00 5.96 0.00 0.00 0.00 0.00 5.96 0.01 17:00 0.3 0.04 0.55 0.04 0.004 0.007 5.96 0.00 0.00 0.00 0.00 0.00 5.96 0.00 0.00 0.00 0.00 5.96 0.01 17:15 0.5 0.07 0.54 0.07 0.007 0.011 9.93 0.00 0.00 0.00 0.00 0.00 9.93 0.00 0.00 0.00 0.00 9.93 0.01 17:30 0.5 0.07 0.53 0.07 0.007 0.011 9.93 0.00 0.00 0.00 0.00 0.00 9.93 0.00 0.00 0.00 0.00 9.93 0.01 17:45 0.5 0.07 0.53 0.07 0.007 0.011 9.93 0.00 0.00 0.00 0.00 0.00 9.93 0.00 0.00 0.00 0.00 9.93 0.01 18:00 0.4 0.06 0.52 0.05 0.006 0.009 7.94 0.00 0.00 0.00 0.00 0.00 7.94 0.00 0.00 0.00 0.00 7.94 0.01 18:15 0.4 0.06 0.51 0.05 0.006 0.009 7.94 0.00 0.00 0.00 0.00 0.00 7.94 0.00 0.00 0.00 0.00 7.94 0.01 18:30 0.4 0.06 0.50 0.05 0.006 0.009 7.94 0.00 0.00 0.00 0.00 0.00 7.94 0.00 0.00 0.00 0.00 7.94 0.01 18:45 0.3 0.04 0.50 0.04 0.004 0.007 5.96 0.00 0.00 0.00 0.00 0.00 5.96 0.00 0.00 0.00 0.00 5.96 0.01 19:00 0.2 0.03 0.49 0.03 0.003 0.004 3.97 0.00 0.00 0.00 0.00 0.00 3.97 0.00 0.00 0.00 0.00 3.97 0.00 19:15 0.3 0.04 0.48 0.04 0.004 0.007 5.96 0.00 0.00 0.00 0.00 0.00 5.96 0.00 0.00 0.00 0.00 5.96 0.01 19:30 0.4 0.06 0.48 0.05 0.006 0.009 7.94 0.00 0.00 0.00 0.00 0.00 7.94 0.00 0.00 0.00 0.00 7.94 0.01 19:45 0.3 0.04 0.47 0.04 0.004 0.007 5.96 0.00 0.00 0.00 0.00 0.00 5.96 0.00 0.00 0.00 0.00 5.96 0.01 20:00 0.2 0.03 0.46 0.03 0.003 0.004 3.97 0.00 0.00 0.00 0.00 0.00 3.97 0.00 0.00 0.00 0.00 3.97 0.00 20:15 0.3 0.04 0.46 0.04 0.004 0.007 5.96 0.00 0.00 0.00 0.00 0.00 5.96 0.00 0.00 0.00 0.00 5.96 0.01 20:30 0.3 0.04 0.45 0.04 0.004 0.007 5.96 0.00 0.00 0.00 0.00 0.00 5.96 0.00 0.00 0.00 0.00 5.96 0.01 20:45 0.3 0.04 0.45 0.04 0.004 0.007 5.96 0.00 0.00 0.00 0.00 0.00 5.96 0.00 0.00 0.00 0.00 5.96 0.01 21:00 0.2 0.03 0.44 0.03 0.003 0.004 3.97 0.00 0.00 0.00 0.00 0.00 3.97 0.00 0.00 0.00 0.00 3.97 0.00 21:15 0.3 0.04 0.44 0.04 0.004 0.007 5.96 0.00 0.00 0.00 0.00 0.00 5.96 0.00 0.00 0.00 0.00 5.96 0.01 21:30 0.2 0.03 0.43 0.03 0.003 0.004 3.97 0.00 0.00 0.00 0.00 0.00 3.97 0.00 0.00 0.00 0.00 3.97 0.00 21:45 0.3 0.04 0.43 0.04 0.004 0.007 5.96 0.00 0.00 0.00 0.00 0.00 5.96 0.00 0.00 0.00 0.00 5.96 0.01 22:00 0.2 0.03 0.42 0.03 0.003 0.004 3.97 0.00 0.00 0.00 0.00 0.00 3.97 0.00 0.00 0.00 0.00 3.97 0.00 22:15 0.3 0.04 0.42 0.04 0.004 0.007 5.96 0.00 0.00 0.00 0.00 0.00 5.96 0.00 0.00 0.00 0.00 5.96 0.01 22:30 0.2 0.03 0.41 0.03 0.003 0.004 3.97 0.00 0.00 0.00 0.00 0.00 3.97 0.00 0.00 0.00 0.00 3.97 0.00 22:45 0.2 0.03 0.41 0.03 0.003 0.004 3.97 0.00 0.00 0.00 0.00 0.00 3.97 0.00 0.00 0.00 0.00 3.97 0.00 23:00 0.2 0.03 0.41 0.03 0.003 0.004 3.97 0.00 0.00 0.00 0.00 0.00 3.97 0.00 0.00 0.00 0.00 3.97 0.00 23:15 0.2 0.03 0.40 0.03 0.003 0.004 3.97 0.00 0.00 0.00 0.00 0.00 3.97 0.00 0.00 0.00 0.00 3.97 0.00 23:30 0.2 0.03 0.40 0.03 0.003 0.004 3.97 0.00 0.00 0.00 0.00 0.00 3.97 0.00 0.00 0.00 0.00 3.97 0.00 23:45 0.2 0.03 0.40 0.03 0.003 0.004 3.97 0.00 0.00 0.00 0.00 0.00 3.97 0.00 0.00 0.00 0.00 3.97 0.00 24:00 0.2 0.03 0.40 0.03 0.003 0.004 3.97 0.00 0.00 0.00 0.00 0.00 3.97 0.00 0.00 0.00 0.00 3.97 0.00 Total volume (CF)1985.54 Total Overflow (CF)1985.54
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Project:Beaumont Pre-Development
Recurrence Interval 10 year
Storm Duration (hrs)1 3 6 24
10-year NOAA Atlas 14 Point Precipitation (in)1.010 1.520 2.130 4.310 Unit time (minutes)5 5 5 15
Drainage Area 65819 SF 1.511 Ac.

Soils Group B
AMC index Runoff Number (plate E-6.1)65 Type:Woodland, Grass; fair Pervious Area Loss Rate (Fp)(in/hr) (plate E-6.2)0.42 AMC II Percentage of Impervious Cover (Ai)(%) (plate E-6.3)0
Weighted Average Loss Rate (F=Fp(1-.9Ai))(in./hr.)0.42 (used for 1, 3, and 6 hour storm, the 24 hour storm uses variable maximum loss rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90
Percolation Rate (in/hr)1.00 (Used for retention basin and drywell) Percolation is taken incrementally.

Basin volume is calculated using the "truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometimes used (Drywell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywell storage includes 40% of the 1' wide rock bed surrounding the drywell: formula (upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2)) The drywell wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "grav" Drywell design factors
Upper sec. (FT)=0.0001 Lower sec. (FT)=0.0001 Ring diam. (FT) =0.0001 Gravel bed width around drywell=0.0001 Drywell lower max. (CF)=0.00 Upper max.(CF)=0.00 Drywell total(CF)=0.00 Retention Basin design factors
Top (SF)=0.0001 Bot. (SF)=0.0001 Max. Depth (FT)=0.0001 Max. storage (CF)=0.00 (d/3)*(bottom+top+(bottom*top)^0.50) Formulas vol=(h/3)*(bottom+top+(bottom*top)^0.50) area=bottom+(h/d)*(top-bottom)h=(vol*3)/(bottom+top+(bottom*top)^0.5) 10 -year 1 Hour Storm in 5 minute increments
Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Value Max.Min.Rain (in/hr)Rate (CFS)Vol. (CF)Input (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Basin (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Vol. (CF)Rate (CFS) 0:05 3.7 0.45 0.42 0.40 0.045 0.068 20.50 0.00 0.00 0.00 0.00 0.00 20.50 0.00 0.00 0.00 0.00 20.50 0.07 0:10 4.8 0.58 0.42 N/A 0.162 0.246 73.94 0.00 0.00 0.00 0.00 0.00 73.94 0.00 0.00 0.00 0.00 73.94 0.25 0:15 5.1 0.62 0.42 N/A 0.198 0.302 90.56 0.00 0.00 0.00 0.00 0.00 90.56 0.00 0.00 0.00 0.00 90.56 0.30 0:20 4.9 0.59 0.42 N/A 0.174 0.265 79.48 0.00 0.00 0.00 0.00 0.00 79.48 0.00 0.00 0.00 0.00 79.48 0.26 0:25 6.6 0.80 0.42 N/A 0.380 0.579 173.65 0.00 0.00 0.00 0.00 0.00 173.65 0.00 0.00 0.00 0.00 173.65 0.58 0:30 7.3 0.88 0.42 N/A 0.465 0.708 212.43 0.00 0.00 0.00 0.00 0.00 212.43 0.00 0.00 0.00 0.00 212.43 0.71 0:35 8.4 1.02 0.42 N/A 0.598 0.911 273.37 0.00 0.00 0.00 0.00 0.00 273.37 0.00 0.00 0.00 0.00 273.37 0.91 0:40 9.0 1.09 0.42 N/A 0.671 1.022 306.61 0.00 0.00 0.00 0.00 0.00 306.61 0.00 0.00 0.00 0.00 306.61 1.02 0:45 12.3 1.49 0.42 N/A 1.071 1.631 489.42 0.00 0.00 0.00 0.00 0.00 489.42 0.00 0.00 0.00 0.00 489.42 1.63 0:50 17.6 2.13 0.42 N/A 1.713 2.610 783.03 0.00 0.00 0.00 0.00 0.00 783.03 0.00 0.00 0.00 0.00 783.03 2.61 0:55 16.1 1.95 0.42 N/A 1.531 2.333 699.93 0.00 0.00 0.00 0.00 0.00 699.93 0.00 0.00 0.00 0.00 699.93 2.33 1:00 4.2 0.51 0.42 N/A 0.089 0.136 40.70 0.00 0.00 0.00 0.00 0.00 40.70 0.00 0.00 0.00 0.00 40.70 0.14 Total volume (CF)3243.60 Total Overflow (CF)3243.60
RCFC&WCD Short Cut Unit Hydrograph Method
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10 -year 3 Hour Storm in 5 minute increments
Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Value Max.Min.Rain (in/hr)Rate (CFS)Vol. (CF)Input (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Basin (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Vol. (CF)Rate (CFS) 0:05 1.3 0.24 0.42 0.21 0.024 0.036 10.84 0.00 0.00 0.00 0.00 0.00 10.84 0.00 0.00 0.00 0.00 10.84 0.04 0:10 1.3 0.24 0.42 0.21 0.024 0.036 10.84 0.00 0.00 0.00 0.00 0.00 10.84 0.00 0.00 0.00 0.00 10.84 0.04 0:15 1.1 0.20 0.42 0.18 0.020 0.031 9.17 0.00 0.00 0.00 0.00 0.00 9.17 0.00 0.00 0.00 0.00 9.17 0.03 0:20 1.5 0.27 0.42 0.25 0.027 0.042 12.51 0.00 0.00 0.00 0.00 0.00 12.51 0.00 0.00 0.00 0.00 12.51 0.04 0:25 1.5 0.27 0.42 0.25 0.027 0.042 12.51 0.00 0.00 0.00 0.00 0.00 12.51 0.00 0.00 0.00 0.00 12.51 0.04 0:30 1.8 0.33 0.42 0.30 0.033 0.050 15.01 0.00 0.00 0.00 0.00 0.00 15.01 0.00 0.00 0.00 0.00 15.01 0.05 0:35 1.5 0.27 0.42 0.25 0.027 0.042 12.51 0.00 0.00 0.00 0.00 0.00 12.51 0.00 0.00 0.00 0.00 12.51 0.04 0:40 1.8 0.33 0.42 0.30 0.033 0.050 15.01 0.00 0.00 0.00 0.00 0.00 15.01 0.00 0.00 0.00 0.00 15.01 0.05 0:45 1.8 0.33 0.42 0.30 0.033 0.050 15.01 0.00 0.00 0.00 0.00 0.00 15.01 0.00 0.00 0.00 0.00 15.01 0.05 0:50 1.5 0.27 0.42 0.25 0.027 0.042 12.51 0.00 0.00 0.00 0.00 0.00 12.51 0.00 0.00 0.00 0.00 12.51 0.04 0:55 1.6 0.29 0.42 0.26 0.029 0.044 13.34 0.00 0.00 0.00 0.00 0.00 13.34 0.00 0.00 0.00 0.00 13.34 0.04 1:00 1.8 0.33 0.42 0.30 0.033 0.050 15.01 0.00 0.00 0.00 0.00 0.00 15.01 0.00 0.00 0.00 0.00 15.01 0.05 1:05 2.2 0.40 0.42 0.36 0.040 0.061 18.34 0.00 0.00 0.00 0.00 0.00 18.34 0.00 0.00 0.00 0.00 18.34 0.06 1:10 2.2 0.40 0.42 0.36 0.040 0.061 18.34 0.00 0.00 0.00 0.00 0.00 18.34 0.00 0.00 0.00 0.00 18.34 0.06 1:15 2.2 0.40 0.42 0.36 0.040 0.061 18.34 0.00 0.00 0.00 0.00 0.00 18.34 0.00 0.00 0.00 0.00 18.34 0.06 1:20 2.0 0.36 0.42 0.33 0.036 0.056 16.67 0.00 0.00 0.00 0.00 0.00 16.67 0.00 0.00 0.00 0.00 16.67 0.06 1:25 2.6 0.47 0.42 N/A 0.054 0.083 24.79 0.00 0.00 0.00 0.00 0.00 24.79 0.00 0.00 0.00 0.00 24.79 0.08 1:30 2.7 0.49 0.42 N/A 0.072 0.110 33.13 0.00 0.00 0.00 0.00 0.00 33.13 0.00 0.00 0.00 0.00 33.13 0.11 1:35 2.4 0.44 0.42 0.39 0.044 0.067 20.01 0.00 0.00 0.00 0.00 0.00 20.01 0.00 0.00 0.00 0.00 20.01 0.07 1:40 2.7 0.49 0.42 N/A 0.072 0.110 33.13 0.00 0.00 0.00 0.00 0.00 33.13 0.00 0.00 0.00 0.00 33.13 0.11 1:45 3.3 0.60 0.42 N/A 0.182 0.277 83.15 0.00 0.00 0.00 0.00 0.00 83.15 0.00 0.00 0.00 0.00 83.15 0.28 1:50 3.1 0.57 0.42 N/A 0.145 0.222 66.48 0.00 0.00 0.00 0.00 0.00 66.48 0.00 0.00 0.00 0.00 66.48 0.22 1:55 2.9 0.53 0.42 N/A 0.109 0.166 49.80 0.00 0.00 0.00 0.00 0.00 49.80 0.00 0.00 0.00 0.00 49.80 0.17 2:00 3.0 0.55 0.42 N/A 0.127 0.194 58.14 0.00 0.00 0.00 0.00 0.00 58.14 0.00 0.00 0.00 0.00 58.14 0.19 2:05 3.1 0.57 0.42 N/A 0.145 0.222 66.48 0.00 0.00 0.00 0.00 0.00 66.48 0.00 0.00 0.00 0.00 66.48 0.22 2:10 4.2 0.77 0.42 N/A 0.346 0.527 158.19 0.00 0.00 0.00 0.00 0.00 158.19 0.00 0.00 0.00 0.00 158.19 0.53 2:15 5.0 0.91 0.42 N/A 0.492 0.750 224.88 0.00 0.00 0.00 0.00 0.00 224.88 0.00 0.00 0.00 0.00 224.88 0.75 2:20 3.5 0.64 0.42 N/A 0.218 0.333 99.83 0.00 0.00 0.00 0.00 0.00 99.83 0.00 0.00 0.00 0.00 99.83 0.33 2:25 6.8 1.24 0.42 N/A 0.820 1.250 374.95 0.00 0.00 0.00 0.00 0.00 374.95 0.00 0.00 0.00 0.00 374.95 1.25 2:30 7.3 1.33 0.42 N/A 0.912 1.389 416.63 0.00 0.00 0.00 0.00 0.00 416.63 0.00 0.00 0.00 0.00 416.63 1.39 2:35 8.2 1.50 0.42 N/A 1.076 1.639 491.67 0.00 0.00 0.00 0.00 0.00 491.67 0.00 0.00 0.00 0.00 491.67 1.64 2:40 5.9 1.08 0.42 N/A 0.656 1.000 299.92 0.00 0.00 0.00 0.00 0.00 299.92 0.00 0.00 0.00 0.00 299.92 1.00 2:45 2.0 0.36 0.42 0.33 0.036 0.056 16.67 0.00 0.00 0.00 0.00 0.00 16.67 0.00 0.00 0.00 0.00 16.67 0.06 2:50 1.8 0.33 0.42 0.30 0.033 0.050 15.01 0.00 0.00 0.00 0.00 0.00 15.01 0.00 0.00 0.00 0.00 15.01 0.05 2:55 1.8 0.33 0.42 0.30 0.033 0.050 15.01 0.00 0.00 0.00 0.00 0.00 15.01 0.00 0.00 0.00 0.00 15.01 0.05 3:00 0.6 0.11 0.42 0.10 0.011 0.017 5.00 0.00 0.00 0.00 0.00 0.00 5.00 0.00 0.00 0.00 0.00 5.00 0.02 Total volume (CF)2778.79 Total Overflow (CF)2778.79
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10 -year 6 Hour Storm in 5 minute increments
Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Value Max.Min.Rain (in/hr)Rate (CFS)Vol. (CF)Input (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Basin (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Vol. (CF)Rate (CFS) 0:05 0.5 0.13 0.42 0.12 0.013 0.019 5.84 0.00 0.00 0.00 0.00 0.00 5.84 0.00 0.00 0.00 0.00 5.84 0.02 0:10 0.6 0.15 0.42 0.14 0.015 0.023 7.01 0.00 0.00 0.00 0.00 0.00 7.01 0.00 0.00 0.00 0.00 7.01 0.02 0:15 0.6 0.15 0.42 0.14 0.015 0.023 7.01 0.00 0.00 0.00 0.00 0.00 7.01 0.00 0.00 0.00 0.00 7.01 0.02 0:20 0.6 0.15 0.42 0.14 0.015 0.023 7.01 0.00 0.00 0.00 0.00 0.00 7.01 0.00 0.00 0.00 0.00 7.01 0.02 0:25 0.6 0.15 0.42 0.14 0.015 0.023 7.01 0.00 0.00 0.00 0.00 0.00 7.01 0.00 0.00 0.00 0.00 7.01 0.02 0:30 0.7 0.18 0.42 0.16 0.018 0.027 8.18 0.00 0.00 0.00 0.00 0.00 8.18 0.00 0.00 0.00 0.00 8.18 0.03 0:35 0.7 0.18 0.42 0.16 0.018 0.027 8.18 0.00 0.00 0.00 0.00 0.00 8.18 0.00 0.00 0.00 0.00 8.18 0.03 0:40 0.7 0.18 0.42 0.16 0.018 0.027 8.18 0.00 0.00 0.00 0.00 0.00 8.18 0.00 0.00 0.00 0.00 8.18 0.03 0:45 0.7 0.18 0.42 0.16 0.018 0.027 8.18 0.00 0.00 0.00 0.00 0.00 8.18 0.00 0.00 0.00 0.00 8.18 0.03 0:50 0.7 0.18 0.42 0.16 0.018 0.027 8.18 0.00 0.00 0.00 0.00 0.00 8.18 0.00 0.00 0.00 0.00 8.18 0.03 0:55 0.7 0.18 0.42 0.16 0.018 0.027 8.18 0.00 0.00 0.00 0.00 0.00 8.18 0.00 0.00 0.00 0.00 8.18 0.03 1:00 0.8 0.20 0.42 0.18 0.020 0.031 9.35 0.00 0.00 0.00 0.00 0.00 9.35 0.00 0.00 0.00 0.00 9.35 0.03 1:05 0.8 0.20 0.42 0.18 0.020 0.031 9.35 0.00 0.00 0.00 0.00 0.00 9.35 0.00 0.00 0.00 0.00 9.35 0.03 1:10 0.8 0.20 0.42 0.18 0.020 0.031 9.35 0.00 0.00 0.00 0.00 0.00 9.35 0.00 0.00 0.00 0.00 9.35 0.03 1:15 0.8 0.20 0.42 0.18 0.020 0.031 9.35 0.00 0.00 0.00 0.00 0.00 9.35 0.00 0.00 0.00 0.00 9.35 0.03 1:20 0.8 0.20 0.42 0.18 0.020 0.031 9.35 0.00 0.00 0.00 0.00 0.00 9.35 0.00 0.00 0.00 0.00 9.35 0.03 1:25 0.8 0.20 0.42 0.18 0.020 0.031 9.35 0.00 0.00 0.00 0.00 0.00 9.35 0.00 0.00 0.00 0.00 9.35 0.03 1:30 0.8 0.20 0.42 0.18 0.020 0.031 9.35 0.00 0.00 0.00 0.00 0.00 9.35 0.00 0.00 0.00 0.00 9.35 0.03 1:35 0.8 0.20 0.42 0.18 0.020 0.031 9.35 0.00 0.00 0.00 0.00 0.00 9.35 0.00 0.00 0.00 0.00 9.35 0.03 1:40 0.8 0.20 0.42 0.18 0.020 0.031 9.35 0.00 0.00 0.00 0.00 0.00 9.35 0.00 0.00 0.00 0.00 9.35 0.03 1:45 0.8 0.20 0.42 0.18 0.020 0.031 9.35 0.00 0.00 0.00 0.00 0.00 9.35 0.00 0.00 0.00 0.00 9.35 0.03 1:50 0.8 0.20 0.42 0.18 0.020 0.031 9.35 0.00 0.00 0.00 0.00 0.00 9.35 0.00 0.00 0.00 0.00 9.35 0.03 1:55 0.8 0.20 0.42 0.18 0.020 0.031 9.35 0.00 0.00 0.00 0.00 0.00 9.35 0.00 0.00 0.00 0.00 9.35 0.03 2:00 0.9 0.23 0.42 0.21 0.023 0.035 10.51 0.00 0.00 0.00 0.00 0.00 10.51 0.00 0.00 0.00 0.00 10.51 0.04 2:05 0.8 0.20 0.42 0.18 0.020 0.031 9.35 0.00 0.00 0.00 0.00 0.00 9.35 0.00 0.00 0.00 0.00 9.35 0.03 2:10 0.9 0.23 0.42 0.21 0.023 0.035 10.51 0.00 0.00 0.00 0.00 0.00 10.51 0.00 0.00 0.00 0.00 10.51 0.04 2:15 0.9 0.23 0.42 0.21 0.023 0.035 10.51 0.00 0.00 0.00 0.00 0.00 10.51 0.00 0.00 0.00 0.00 10.51 0.04 2:20 0.9 0.23 0.42 0.21 0.023 0.035 10.51 0.00 0.00 0.00 0.00 0.00 10.51 0.00 0.00 0.00 0.00 10.51 0.04 2:25 0.9 0.23 0.42 0.21 0.023 0.035 10.51 0.00 0.00 0.00 0.00 0.00 10.51 0.00 0.00 0.00 0.00 10.51 0.04 2:30 0.9 0.23 0.42 0.21 0.023 0.035 10.51 0.00 0.00 0.00 0.00 0.00 10.51 0.00 0.00 0.00 0.00 10.51 0.04 2:35 0.9 0.23 0.42 0.21 0.023 0.035 10.51 0.00 0.00 0.00 0.00 0.00 10.51 0.00 0.00 0.00 0.00 10.51 0.04 2:40 0.9 0.23 0.42 0.21 0.023 0.035 10.51 0.00 0.00 0.00 0.00 0.00 10.51 0.00 0.00 0.00 0.00 10.51 0.04 2:45 1.0 0.26 0.42 0.23 0.026 0.039 11.68 0.00 0.00 0.00 0.00 0.00 11.68 0.00 0.00 0.00 0.00 11.68 0.04 2:50 1.0 0.26 0.42 0.23 0.026 0.039 11.68 0.00 0.00 0.00 0.00 0.00 11.68 0.00 0.00 0.00 0.00 11.68 0.04 2:55 1.0 0.26 0.42 0.23 0.026 0.039 11.68 0.00 0.00 0.00 0.00 0.00 11.68 0.00 0.00 0.00 0.00 11.68 0.04 3:00 1.0 0.26 0.42 0.23 0.026 0.039 11.68 0.00 0.00 0.00 0.00 0.00 11.68 0.00 0.00 0.00 0.00 11.68 0.04 3:05 1.0 0.26 0.42 0.23 0.026 0.039 11.68 0.00 0.00 0.00 0.00 0.00 11.68 0.00 0.00 0.00 0.00 11.68 0.04 3:10 1.1 0.28 0.42 0.25 0.028 0.043 12.85 0.00 0.00 0.00 0.00 0.00 12.85 0.00 0.00 0.00 0.00 12.85 0.04 3:15 1.1 0.28 0.42 0.25 0.028 0.043 12.85 0.00 0.00 0.00 0.00 0.00 12.85 0.00 0.00 0.00 0.00 12.85 0.04 3:20 1.1 0.28 0.42 0.25 0.028 0.043 12.85 0.00 0.00 0.00 0.00 0.00 12.85 0.00 0.00 0.00 0.00 12.85 0.04 3:25 1.2 0.31 0.42 0.28 0.031 0.047 14.02 0.00 0.00 0.00 0.00 0.00 14.02 0.00 0.00 0.00 0.00 14.02 0.05 3:30 1.3 0.33 0.42 0.30 0.033 0.051 15.19 0.00 0.00 0.00 0.00 0.00 15.19 0.00 0.00 0.00 0.00 15.19 0.05 3:35 1.4 0.36 0.42 0.32 0.036 0.055 16.36 0.00 0.00 0.00 0.00 0.00 16.36 0.00 0.00 0.00 0.00 16.36 0.05 3:40 1.4 0.36 0.42 0.32 0.036 0.055 16.36 0.00 0.00 0.00 0.00 0.00 16.36 0.00 0.00 0.00 0.00 16.36 0.05 3:45 1.5 0.38 0.42 0.35 0.038 0.058 17.52 0.00 0.00 0.00 0.00 0.00 17.52 0.00 0.00 0.00 0.00 17.52 0.06 3:50 1.5 0.38 0.42 0.35 0.038 0.058 17.52 0.00 0.00 0.00 0.00 0.00 17.52 0.00 0.00 0.00 0.00 17.52 0.06 3:55 1.6 0.41 0.42 0.37 0.041 0.062 18.69 0.00 0.00 0.00 0.00 0.00 18.69 0.00 0.00 0.00 0.00 18.69 0.06 4:00 1.6 0.41 0.42 0.37 0.041 0.062 18.69 0.00 0.00 0.00 0.00 0.00 18.69 0.00 0.00 0.00 0.00 18.69 0.06 4:05 1.7 0.43 0.42 0.39 0.043 0.066 19.86 0.00 0.00 0.00 0.00 0.00 19.86 0.00 0.00 0.00 0.00 19.86 0.07 15 of 24

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4:10 1.8 0.46 0.42 0.41 0.046 0.070 21.03 0.00 0.00 0.00 0.00 0.00 21.03 0.00 0.00 0.00 0.00 21.03 0.07 4:15 1.9 0.49 0.42 N/A 0.066 0.100 30.00 0.00 0.00 0.00 0.00 0.00 30.00 0.00 0.00 0.00 0.00 30.00 0.10 4:20 2.0 0.51 0.42 N/A 0.091 0.139 41.69 0.00 0.00 0.00 0.00 0.00 41.69 0.00 0.00 0.00 0.00 41.69 0.14 4:25 2.1 0.54 0.42 N/A 0.117 0.178 53.37 0.00 0.00 0.00 0.00 0.00 53.37 0.00 0.00 0.00 0.00 53.37 0.18 4:30 2.1 0.54 0.42 N/A 0.117 0.178 53.37 0.00 0.00 0.00 0.00 0.00 53.37 0.00 0.00 0.00 0.00 53.37 0.18 4:35 2.2 0.56 0.42 N/A 0.142 0.217 65.05 0.00 0.00 0.00 0.00 0.00 65.05 0.00 0.00 0.00 0.00 65.05 0.22 4:40 2.3 0.59 0.42 N/A 0.168 0.256 76.73 0.00 0.00 0.00 0.00 0.00 76.73 0.00 0.00 0.00 0.00 76.73 0.26 4:45 2.4 0.61 0.42 N/A 0.193 0.295 88.42 0.00 0.00 0.00 0.00 0.00 88.42 0.00 0.00 0.00 0.00 88.42 0.29 4:50 2.4 0.61 0.42 N/A 0.193 0.295 88.42 0.00 0.00 0.00 0.00 0.00 88.42 0.00 0.00 0.00 0.00 88.42 0.29 4:55 2.5 0.64 0.42 N/A 0.219 0.334 100.10 0.00 0.00 0.00 0.00 0.00 100.10 0.00 0.00 0.00 0.00 100.10 0.33 5:00 2.6 0.66 0.42 N/A 0.245 0.373 111.78 0.00 0.00 0.00 0.00 0.00 111.78 0.00 0.00 0.00 0.00 111.78 0.37 5:05 3.1 0.79 0.42 N/A 0.372 0.567 170.20 0.00 0.00 0.00 0.00 0.00 170.20 0.00 0.00 0.00 0.00 170.20 0.57 5:10 3.6 0.92 0.42 N/A 0.500 0.762 228.61 0.00 0.00 0.00 0.00 0.00 228.61 0.00 0.00 0.00 0.00 228.61 0.76 5:15 3.9 1.00 0.42 N/A 0.577 0.879 263.66 0.00 0.00 0.00 0.00 0.00 263.66 0.00 0.00 0.00 0.00 263.66 0.88 5:20 4.2 1.07 0.42 N/A 0.654 0.996 298.71 0.00 0.00 0.00 0.00 0.00 298.71 0.00 0.00 0.00 0.00 298.71 1.00 5:25 4.7 1.20 0.42 N/A 0.781 1.190 357.12 0.00 0.00 0.00 0.00 0.00 357.12 0.00 0.00 0.00 0.00 357.12 1.19 5:30 5.6 1.43 0.42 N/A 1.011 1.541 462.27 0.00 0.00 0.00 0.00 0.00 462.27 0.00 0.00 0.00 0.00 462.27 1.54 5:35 1.9 0.49 0.42 N/A 0.066 0.100 30.00 0.00 0.00 0.00 0.00 0.00 30.00 0.00 0.00 0.00 0.00 30.00 0.10 5:40 0.9 0.23 0.42 0.21 0.023 0.035 10.51 0.00 0.00 0.00 0.00 0.00 10.51 0.00 0.00 0.00 0.00 10.51 0.04 5:45 0.6 0.15 0.42 0.14 0.015 0.023 7.01 0.00 0.00 0.00 0.00 0.00 7.01 0.00 0.00 0.00 0.00 7.01 0.02 5:50 0.5 0.13 0.42 0.12 0.013 0.019 5.84 0.00 0.00 0.00 0.00 0.00 5.84 0.00 0.00 0.00 0.00 5.84 0.02 5:55 0.3 0.08 0.42 0.07 0.008 0.012 3.50 0.00 0.00 0.00 0.00 0.00 3.50 0.00 0.00 0.00 0.00 3.50 0.01 6:00 0.2 0.05 0.42 0.05 0.005 0.008 2.34 0.00 0.00 0.00 0.00 0.00 2.34 0.00 0.00 0.00 0.00 2.34 0.01 Total volume (CF)3109.48 Total Overflow (CF)3109.48
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10 -year 24 Hour Storm in 15 minute increments
Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Value Max.Min.Rain (in/hr)Rate (CFS)Vol. (CF)Input (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Basin (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Vol. (CF)Rate (CFS) 0:15 0.2 0.03 0.74 0.03 0.003 0.005 4.73 0.00 0.00 0.00 0.00 0.00 4.73 0.00 0.00 0.00 0.00 4.73 0.01 0:30 0.3 0.05 0.73 0.05 0.005 0.008 7.09 0.00 0.00 0.00 0.00 0.00 7.09 0.00 0.00 0.00 0.00 7.09 0.01 0:45 0.3 0.05 0.72 0.05 0.005 0.008 7.09 0.00 0.00 0.00 0.00 0.00 7.09 0.00 0.00 0.00 0.00 7.09 0.01 1:00 0.4 0.07 0.71 0.06 0.007 0.011 9.46 0.00 0.00 0.00 0.00 0.00 9.46 0.00 0.00 0.00 0.00 9.46 0.01 1:15 0.3 0.05 0.70 0.05 0.005 0.008 7.09 0.00 0.00 0.00 0.00 0.00 7.09 0.00 0.00 0.00 0.00 7.09 0.01 1:30 0.3 0.05 0.69 0.05 0.005 0.008 7.09 0.00 0.00 0.00 0.00 0.00 7.09 0.00 0.00 0.00 0.00 7.09 0.01 1:45 0.3 0.05 0.69 0.05 0.005 0.008 7.09 0.00 0.00 0.00 0.00 0.00 7.09 0.00 0.00 0.00 0.00 7.09 0.01 2:00 0.4 0.07 0.68 0.06 0.007 0.011 9.46 0.00 0.00 0.00 0.00 0.00 9.46 0.00 0.00 0.00 0.00 9.46 0.01 2:15 0.4 0.07 0.67 0.06 0.007 0.011 9.46 0.00 0.00 0.00 0.00 0.00 9.46 0.00 0.00 0.00 0.00 9.46 0.01 2:30 0.4 0.07 0.66 0.06 0.007 0.011 9.46 0.00 0.00 0.00 0.00 0.00 9.46 0.00 0.00 0.00 0.00 9.46 0.01 2:45 0.5 0.09 0.65 0.08 0.009 0.013 11.82 0.00 0.00 0.00 0.00 0.00 11.82 0.00 0.00 0.00 0.00 11.82 0.01 3:00 0.5 0.09 0.65 0.08 0.009 0.013 11.82 0.00 0.00 0.00 0.00 0.00 11.82 0.00 0.00 0.00 0.00 11.82 0.01 3:15 0.5 0.09 0.64 0.08 0.009 0.013 11.82 0.00 0.00 0.00 0.00 0.00 11.82 0.00 0.00 0.00 0.00 11.82 0.01 3:30 0.5 0.09 0.63 0.08 0.009 0.013 11.82 0.00 0.00 0.00 0.00 0.00 11.82 0.00 0.00 0.00 0.00 11.82 0.01 3:45 0.5 0.09 0.62 0.08 0.009 0.013 11.82 0.00 0.00 0.00 0.00 0.00 11.82 0.00 0.00 0.00 0.00 11.82 0.01 4:00 0.6 0.10 0.61 0.09 0.010 0.016 14.18 0.00 0.00 0.00 0.00 0.00 14.18 0.00 0.00 0.00 0.00 14.18 0.02 4:15 0.6 0.10 0.61 0.09 0.010 0.016 14.18 0.00 0.00 0.00 0.00 0.00 14.18 0.00 0.00 0.00 0.00 14.18 0.02 4:30 0.7 0.12 0.60 0.11 0.012 0.018 16.55 0.00 0.00 0.00 0.00 0.00 16.55 0.00 0.00 0.00 0.00 16.55 0.02 4:45 0.7 0.12 0.59 0.11 0.012 0.018 16.55 0.00 0.00 0.00 0.00 0.00 16.55 0.00 0.00 0.00 0.00 16.55 0.02 5:00 0.8 0.14 0.58 0.12 0.014 0.021 18.91 0.00 0.00 0.00 0.00 0.00 18.91 0.00 0.00 0.00 0.00 18.91 0.02 5:15 0.6 0.10 0.58 0.09 0.010 0.016 14.18 0.00 0.00 0.00 0.00 0.00 14.18 0.00 0.00 0.00 0.00 14.18 0.02 5:30 0.7 0.12 0.57 0.11 0.012 0.018 16.55 0.00 0.00 0.00 0.00 0.00 16.55 0.00 0.00 0.00 0.00 16.55 0.02 5:45 0.8 0.14 0.56 0.12 0.014 0.021 18.91 0.00 0.00 0.00 0.00 0.00 18.91 0.00 0.00 0.00 0.00 18.91 0.02 6:00 0.8 0.14 0.55 0.12 0.014 0.021 18.91 0.00 0.00 0.00 0.00 0.00 18.91 0.00 0.00 0.00 0.00 18.91 0.02 6:15 0.9 0.16 0.55 0.14 0.016 0.024 21.28 0.00 0.00 0.00 0.00 0.00 21.28 0.00 0.00 0.00 0.00 21.28 0.02 6:30 0.9 0.16 0.54 0.14 0.016 0.024 21.28 0.00 0.00 0.00 0.00 0.00 21.28 0.00 0.00 0.00 0.00 21.28 0.02 6:45 1.0 0.17 0.53 0.16 0.017 0.026 23.64 0.00 0.00 0.00 0.00 0.00 23.64 0.00 0.00 0.00 0.00 23.64 0.03 7:00 1.0 0.17 0.52 0.16 0.017 0.026 23.64 0.00 0.00 0.00 0.00 0.00 23.64 0.00 0.00 0.00 0.00 23.64 0.03 7:15 1.0 0.17 0.52 0.16 0.017 0.026 23.64 0.00 0.00 0.00 0.00 0.00 23.64 0.00 0.00 0.00 0.00 23.64 0.03 7:30 1.1 0.19 0.51 0.17 0.019 0.029 26.00 0.00 0.00 0.00 0.00 0.00 26.00 0.00 0.00 0.00 0.00 26.00 0.03 7:45 1.2 0.21 0.50 0.19 0.021 0.032 28.37 0.00 0.00 0.00 0.00 0.00 28.37 0.00 0.00 0.00 0.00 28.37 0.03 8:00 1.3 0.22 0.50 0.20 0.022 0.034 30.73 0.00 0.00 0.00 0.00 0.00 30.73 0.00 0.00 0.00 0.00 30.73 0.03 8:15 1.5 0.26 0.49 0.23 0.026 0.039 35.46 0.00 0.00 0.00 0.00 0.00 35.46 0.00 0.00 0.00 0.00 35.46 0.04 8:30 1.5 0.26 0.48 0.23 0.026 0.039 35.46 0.00 0.00 0.00 0.00 0.00 35.46 0.00 0.00 0.00 0.00 35.46 0.04 8:45 1.6 0.28 0.48 0.25 0.028 0.042 37.82 0.00 0.00 0.00 0.00 0.00 37.82 0.00 0.00 0.00 0.00 37.82 0.04 9:00 1.7 0.29 0.47 0.26 0.029 0.045 40.19 0.00 0.00 0.00 0.00 0.00 40.19 0.00 0.00 0.00 0.00 40.19 0.04 9:15 1.9 0.33 0.46 0.29 0.033 0.050 44.92 0.00 0.00 0.00 0.00 0.00 44.92 0.00 0.00 0.00 0.00 44.92 0.05 9:30 2.0 0.34 0.46 0.31 0.034 0.053 47.28 0.00 0.00 0.00 0.00 0.00 47.28 0.00 0.00 0.00 0.00 47.28 0.05 9:45 2.1 0.36 0.45 0.33 0.036 0.055 49.64 0.00 0.00 0.00 0.00 0.00 49.64 0.00 0.00 0.00 0.00 49.64 0.06 10:00 2.2 0.38 0.44 0.34 0.038 0.058 52.01 0.00 0.00 0.00 0.00 0.00 52.01 0.00 0.00 0.00 0.00 52.01 0.06 10:15 1.5 0.26 0.44 0.23 0.026 0.039 35.46 0.00 0.00 0.00 0.00 0.00 35.46 0.00 0.00 0.00 0.00 35.46 0.04 10:30 1.5 0.26 0.43 0.23 0.026 0.039 35.46 0.00 0.00 0.00 0.00 0.00 35.46 0.00 0.00 0.00 0.00 35.46 0.04 10:45 2.0 0.34 0.42 0.31 0.034 0.053 47.28 0.00 0.00 0.00 0.00 0.00 47.28 0.00 0.00 0.00 0.00 47.28 0.05 11:00 2.0 0.34 0.42 0.31 0.034 0.053 47.28 0.00 0.00 0.00 0.00 0.00 47.28 0.00 0.00 0.00 0.00 47.28 0.05 11:15 1.9 0.33 0.41 0.29 0.033 0.050 44.92 0.00 0.00 0.00 0.00 0.00 44.92 0.00 0.00 0.00 0.00 44.92 0.05 11:30 1.9 0.33 0.41 0.29 0.033 0.050 44.92 0.00 0.00 0.00 0.00 0.00 44.92 0.00 0.00 0.00 0.00 44.92 0.05 11:45 1.7 0.29 0.40 0.26 0.029 0.045 40.19 0.00 0.00 0.00 0.00 0.00 40.19 0.00 0.00 0.00 0.00 40.19 0.04 12:00 1.8 0.31 0.39 0.28 0.031 0.047 42.55 0.00 0.00 0.00 0.00 0.00 42.55 0.00 0.00 0.00 0.00 42.55 0.05 12:15 2.5 0.43 0.39 N/A 0.044 0.067 60.10 0.00 0.00 0.00 0.00 0.00 60.10 0.00 0.00 0.00 0.00 60.10 0.07 17 of 24

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12:30 2.6 0.45 0.38 N/A 0.067 0.102 91.71 0.00 0.00 0.00 0.00 0.00 91.71 0.00 0.00 0.00 0.00 91.71 0.10 12:45 2.8 0.48 0.38 N/A 0.107 0.163 146.86 0.00 0.00 0.00 0.00 0.00 146.86 0.00 0.00 0.00 0.00 146.86 0.16 13:00 2.9 0.50 0.37 N/A 0.130 0.198 178.27 0.00 0.00 0.00 0.00 0.00 178.27 0.00 0.00 0.00 0.00 178.27 0.20 13:15 3.4 0.59 0.36 N/A 0.222 0.338 304.15 0.00 0.00 0.00 0.00 0.00 304.15 0.00 0.00 0.00 0.00 304.15 0.34 13:30 3.4 0.59 0.36 N/A 0.227 0.346 311.73 0.00 0.00 0.00 0.00 0.00 311.73 0.00 0.00 0.00 0.00 311.73 0.35 13:45 2.3 0.40 0.35 N/A 0.043 0.066 59.17 0.00 0.00 0.00 0.00 0.00 59.17 0.00 0.00 0.00 0.00 59.17 0.07 14:00 2.3 0.40 0.35 N/A 0.049 0.074 66.56 0.00 0.00 0.00 0.00 0.00 66.56 0.00 0.00 0.00 0.00 66.56 0.07 14:15 2.7 0.47 0.34 N/A 0.123 0.187 168.40 0.00 0.00 0.00 0.00 0.00 168.40 0.00 0.00 0.00 0.00 168.40 0.19 14:30 2.6 0.45 0.34 N/A 0.111 0.169 151.94 0.00 0.00 0.00 0.00 0.00 151.94 0.00 0.00 0.00 0.00 151.94 0.17 14:45 2.6 0.45 0.33 N/A 0.116 0.177 159.01 0.00 0.00 0.00 0.00 0.00 159.01 0.00 0.00 0.00 0.00 159.01 0.18 15:00 2.5 0.43 0.33 N/A 0.104 0.158 142.34 0.00 0.00 0.00 0.00 0.00 142.34 0.00 0.00 0.00 0.00 142.34 0.16 15:15 2.4 0.41 0.32 N/A 0.092 0.140 125.57 0.00 0.00 0.00 0.00 0.00 125.57 0.00 0.00 0.00 0.00 125.57 0.14 15:30 2.3 0.40 0.32 N/A 0.079 0.121 108.69 0.00 0.00 0.00 0.00 0.00 108.69 0.00 0.00 0.00 0.00 108.69 0.12 15:45 1.9 0.33 0.31 0.29 0.033 0.050 44.92 0.00 0.00 0.00 0.00 0.00 44.92 0.00 0.00 0.00 0.00 44.92 0.05 16:00 1.9 0.33 0.31 0.29 0.033 0.050 44.92 0.00 0.00 0.00 0.00 0.00 44.92 0.00 0.00 0.00 0.00 44.92 0.05 16:15 0.4 0.07 0.30 0.06 0.007 0.011 9.46 0.00 0.00 0.00 0.00 0.00 9.46 0.00 0.00 0.00 0.00 9.46 0.01 16:30 0.4 0.07 0.30 0.06 0.007 0.011 9.46 0.00 0.00 0.00 0.00 0.00 9.46 0.00 0.00 0.00 0.00 9.46 0.01 16:45 0.3 0.05 0.29 0.05 0.005 0.008 7.09 0.00 0.00 0.00 0.00 0.00 7.09 0.00 0.00 0.00 0.00 7.09 0.01 17:00 0.3 0.05 0.29 0.05 0.005 0.008 7.09 0.00 0.00 0.00 0.00 0.00 7.09 0.00 0.00 0.00 0.00 7.09 0.01 17:15 0.5 0.09 0.29 0.08 0.009 0.013 11.82 0.00 0.00 0.00 0.00 0.00 11.82 0.00 0.00 0.00 0.00 11.82 0.01 17:30 0.5 0.09 0.28 0.08 0.009 0.013 11.82 0.00 0.00 0.00 0.00 0.00 11.82 0.00 0.00 0.00 0.00 11.82 0.01 17:45 0.5 0.09 0.28 0.08 0.009 0.013 11.82 0.00 0.00 0.00 0.00 0.00 11.82 0.00 0.00 0.00 0.00 11.82 0.01 18:00 0.4 0.07 0.27 0.06 0.007 0.011 9.46 0.00 0.00 0.00 0.00 0.00 9.46 0.00 0.00 0.00 0.00 9.46 0.01 18:15 0.4 0.07 0.27 0.06 0.007 0.011 9.46 0.00 0.00 0.00 0.00 0.00 9.46 0.00 0.00 0.00 0.00 9.46 0.01 18:30 0.4 0.07 0.26 0.06 0.007 0.011 9.46 0.00 0.00 0.00 0.00 0.00 9.46 0.00 0.00 0.00 0.00 9.46 0.01 18:45 0.3 0.05 0.26 0.05 0.005 0.008 7.09 0.00 0.00 0.00 0.00 0.00 7.09 0.00 0.00 0.00 0.00 7.09 0.01 19:00 0.2 0.03 0.26 0.03 0.003 0.005 4.73 0.00 0.00 0.00 0.00 0.00 4.73 0.00 0.00 0.00 0.00 4.73 0.01 19:15 0.3 0.05 0.25 0.05 0.005 0.008 7.09 0.00 0.00 0.00 0.00 0.00 7.09 0.00 0.00 0.00 0.00 7.09 0.01 19:30 0.4 0.07 0.25 0.06 0.007 0.011 9.46 0.00 0.00 0.00 0.00 0.00 9.46 0.00 0.00 0.00 0.00 9.46 0.01 19:45 0.3 0.05 0.25 0.05 0.005 0.008 7.09 0.00 0.00 0.00 0.00 0.00 7.09 0.00 0.00 0.00 0.00 7.09 0.01 20:00 0.2 0.03 0.24 0.03 0.003 0.005 4.73 0.00 0.00 0.00 0.00 0.00 4.73 0.00 0.00 0.00 0.00 4.73 0.01 20:15 0.3 0.05 0.24 0.05 0.005 0.008 7.09 0.00 0.00 0.00 0.00 0.00 7.09 0.00 0.00 0.00 0.00 7.09 0.01 20:30 0.3 0.05 0.24 0.05 0.005 0.008 7.09 0.00 0.00 0.00 0.00 0.00 7.09 0.00 0.00 0.00 0.00 7.09 0.01 20:45 0.3 0.05 0.23 0.05 0.005 0.008 7.09 0.00 0.00 0.00 0.00 0.00 7.09 0.00 0.00 0.00 0.00 7.09 0.01 21:00 0.2 0.03 0.23 0.03 0.003 0.005 4.73 0.00 0.00 0.00 0.00 0.00 4.73 0.00 0.00 0.00 0.00 4.73 0.01 21:15 0.3 0.05 0.23 0.05 0.005 0.008 7.09 0.00 0.00 0.00 0.00 0.00 7.09 0.00 0.00 0.00 0.00 7.09 0.01 21:30 0.2 0.03 0.23 0.03 0.003 0.005 4.73 0.00 0.00 0.00 0.00 0.00 4.73 0.00 0.00 0.00 0.00 4.73 0.01 21:45 0.3 0.05 0.22 0.05 0.005 0.008 7.09 0.00 0.00 0.00 0.00 0.00 7.09 0.00 0.00 0.00 0.00 7.09 0.01 22:00 0.2 0.03 0.22 0.03 0.003 0.005 4.73 0.00 0.00 0.00 0.00 0.00 4.73 0.00 0.00 0.00 0.00 4.73 0.01 22:15 0.3 0.05 0.22 0.05 0.005 0.008 7.09 0.00 0.00 0.00 0.00 0.00 7.09 0.00 0.00 0.00 0.00 7.09 0.01 22:30 0.2 0.03 0.22 0.03 0.003 0.005 4.73 0.00 0.00 0.00 0.00 0.00 4.73 0.00 0.00 0.00 0.00 4.73 0.01 22:45 0.2 0.03 0.22 0.03 0.003 0.005 4.73 0.00 0.00 0.00 0.00 0.00 4.73 0.00 0.00 0.00 0.00 4.73 0.01 23:00 0.2 0.03 0.21 0.03 0.003 0.005 4.73 0.00 0.00 0.00 0.00 0.00 4.73 0.00 0.00 0.00 0.00 4.73 0.01 23:15 0.2 0.03 0.21 0.03 0.003 0.005 4.73 0.00 0.00 0.00 0.00 0.00 4.73 0.00 0.00 0.00 0.00 4.73 0.01 23:30 0.2 0.03 0.21 0.03 0.003 0.005 4.73 0.00 0.00 0.00 0.00 0.00 4.73 0.00 0.00 0.00 0.00 4.73 0.01 23:45 0.2 0.03 0.21 0.03 0.003 0.005 4.73 0.00 0.00 0.00 0.00 0.00 4.73 0.00 0.00 0.00 0.00 4.73 0.01 24:00 0.2 0.03 0.21 0.03 0.003 0.005 4.73 0.00 0.00 0.00 0.00 0.00 4.73 0.00 0.00 0.00 0.00 4.73 0.01 Total volume (CF)3556.73 Total Overflow (CF)3556.73
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Project:Beaumont Pre-Development
Recurrence Interval 100 year
Storm Duration (hrs)1 3 6 24
100-year NOAA Atlas 14 Point Precipitation (in)1.920 2.570 3.460 6.730 Unit time (minutes)5 5 5 15
Drainage Area 65819 SF 1.511 Ac.

Basin volume is calculated using the "truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometimes used (Drywell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywell storage includes 40% of the 1' wide rock bed surrounding the drywell: formula (upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2)) The drywell wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "grav" Drywell design factors
Upper sec. (FT)=0.0001 Lower sec. (FT)=0.0001 Ring diam. (FT) =0.0001 Gravel bed width around drywell=0.0001 Drywell lower max. (CF)=0.00 Upper max.(CF)=0.00 Drywell total(CF)=0.00 Retention Basin design factors
Top (SF)=0.0001 Bot. (SF)=0.0001 Max. Depth (FT)=0.0001 Max. storage (CF)=0.00 (d/3)*(bottom+top+(bottom*top)^0.50) Formulas vol=(h/3)*(bottom+top+(bottom*top)^0.50) area=bottom+(h/d)*(top-bottom)h=(vol*3)/(bottom+top+(bottom*top)^0.5) 100 -year 1 Hour Storm in 5 minute increments
Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Value Max.Min.Rain (in/hr)Rate (CFS)Vol. (CF)Input (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Basin (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Vol. (CF)Rate (CFS) 0:05 3.7 0.85 0.42 N/A 0.432 0.659 197.68 0.00 0.00 0.00 0.00 0.00 197.68 0.00 0.00 0.00 0.00 197.68 0.66 0:10 4.8 1.11 0.42 N/A 0.686 1.045 313.52 0.00 0.00 0.00 0.00 0.00 313.52 0.00 0.00 0.00 0.00 313.52 1.05 0:15 5.1 1.18 0.42 N/A 0.755 1.150 345.11 0.00 0.00 0.00 0.00 0.00 345.11 0.00 0.00 0.00 0.00 345.11 1.15 0:20 4.9 1.13 0.42 N/A 0.709 1.080 324.05 0.00 0.00 0.00 0.00 0.00 324.05 0.00 0.00 0.00 0.00 324.05 1.08 0:25 6.6 1.52 0.42 N/A 1.101 1.677 503.08 0.00 0.00 0.00 0.00 0.00 503.08 0.00 0.00 0.00 0.00 503.08 1.68 0:30 7.3 1.68 0.42 N/A 1.262 1.923 576.79 0.00 0.00 0.00 0.00 0.00 576.79 0.00 0.00 0.00 0.00 576.79 1.92 0:35 8.4 1.94 0.42 N/A 1.515 2.309 692.64 0.00 0.00 0.00 0.00 0.00 692.64 0.00 0.00 0.00 0.00 692.64 2.31 0:40 9.0 2.07 0.42 N/A 1.654 2.519 755.82 0.00 0.00 0.00 0.00 0.00 755.82 0.00 0.00 0.00 0.00 755.82 2.52 0:45 12.3 2.83 0.42 N/A 2.414 3.678 1103.35 0.00 0.00 0.00 0.00 0.00 1103.35 0.00 0.00 0.00 0.00 1103.35 3.68 0:50 17.6 4.06 0.42 N/A 3.635 5.538 1661.49 0.00 0.00 0.00 0.00 0.00 1661.49 0.00 0.00 0.00 0.00 1661.49 5.54 0:55 16.1 3.71 0.42 N/A 3.289 5.012 1503.53 0.00 0.00 0.00 0.00 0.00 1503.53 0.00 0.00 0.00 0.00 1503.53 5.01 1:00 4.2 0.97 0.42 N/A 0.548 0.834 250.33 0.00 0.00 0.00 0.00 0.00 250.33 0.00 0.00 0.00 0.00 250.33 0.83 Total volume (CF)8227.38 Total Overflow (CF)8227.38
RCFC&WCD Short Cut Unit Hydrograph Method
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100 -year 3 Hour Storm in 5 minute increments
Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Value Max.Min.Rain (in/hr)Rate (CFS)Vol. (CF)Input (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Basin (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Vol. (CF)Rate (CFS) 0:05 1.3 0.40 0.42 0.36 0.040 0.061 18.33 0.00 0.00 0.00 0.00 0.00 18.33 0.00 0.00 0.00 0.00 18.33 0.06 0:10 1.3 0.40 0.42 0.36 0.040 0.061 18.33 0.00 0.00 0.00 0.00 0.00 18.33 0.00 0.00 0.00 0.00 18.33 0.06 0:15 1.1 0.34 0.42 0.31 0.034 0.052 15.51 0.00 0.00 0.00 0.00 0.00 15.51 0.00 0.00 0.00 0.00 15.51 0.05 0:20 1.5 0.46 0.42 0.42 0.046 0.070 21.14 0.00 0.00 0.00 0.00 0.00 21.14 0.00 0.00 0.00 0.00 21.14 0.07 0:25 1.5 0.46 0.42 0.42 0.046 0.070 21.14 0.00 0.00 0.00 0.00 0.00 21.14 0.00 0.00 0.00 0.00 21.14 0.07 0:30 1.8 0.56 0.42 N/A 0.135 0.206 61.76 0.00 0.00 0.00 0.00 0.00 61.76 0.00 0.00 0.00 0.00 61.76 0.21 0:35 1.5 0.46 0.42 0.42 0.046 0.070 21.14 0.00 0.00 0.00 0.00 0.00 21.14 0.00 0.00 0.00 0.00 21.14 0.07 0:40 1.8 0.56 0.42 N/A 0.135 0.206 61.76 0.00 0.00 0.00 0.00 0.00 61.76 0.00 0.00 0.00 0.00 61.76 0.21 0:45 1.8 0.56 0.42 N/A 0.135 0.206 61.76 0.00 0.00 0.00 0.00 0.00 61.76 0.00 0.00 0.00 0.00 61.76 0.21 0:50 1.5 0.46 0.42 0.42 0.046 0.070 21.14 0.00 0.00 0.00 0.00 0.00 21.14 0.00 0.00 0.00 0.00 21.14 0.07 0:55 1.6 0.49 0.42 N/A 0.073 0.112 33.57 0.00 0.00 0.00 0.00 0.00 33.57 0.00 0.00 0.00 0.00 33.57 0.11 1:00 1.8 0.56 0.42 N/A 0.135 0.206 61.76 0.00 0.00 0.00 0.00 0.00 61.76 0.00 0.00 0.00 0.00 61.76 0.21 1:05 2.2 0.68 0.42 N/A 0.258 0.394 118.15 0.00 0.00 0.00 0.00 0.00 118.15 0.00 0.00 0.00 0.00 118.15 0.39 1:10 2.2 0.68 0.42 N/A 0.258 0.394 118.15 0.00 0.00 0.00 0.00 0.00 118.15 0.00 0.00 0.00 0.00 118.15 0.39 1:15 2.2 0.68 0.42 N/A 0.258 0.394 118.15 0.00 0.00 0.00 0.00 0.00 118.15 0.00 0.00 0.00 0.00 118.15 0.39 1:20 2.0 0.62 0.42 N/A 0.197 0.300 89.95 0.00 0.00 0.00 0.00 0.00 89.95 0.00 0.00 0.00 0.00 89.95 0.30 1:25 2.6 0.80 0.42 N/A 0.382 0.582 174.53 0.00 0.00 0.00 0.00 0.00 174.53 0.00 0.00 0.00 0.00 174.53 0.58 1:30 2.7 0.83 0.42 N/A 0.413 0.629 188.63 0.00 0.00 0.00 0.00 0.00 188.63 0.00 0.00 0.00 0.00 188.63 0.63 1:35 2.4 0.74 0.42 N/A 0.320 0.488 146.34 0.00 0.00 0.00 0.00 0.00 146.34 0.00 0.00 0.00 0.00 146.34 0.49 1:40 2.7 0.83 0.42 N/A 0.413 0.629 188.63 0.00 0.00 0.00 0.00 0.00 188.63 0.00 0.00 0.00 0.00 188.63 0.63 1:45 3.3 1.02 0.42 N/A 0.598 0.911 273.20 0.00 0.00 0.00 0.00 0.00 273.20 0.00 0.00 0.00 0.00 273.20 0.91 1:50 3.1 0.96 0.42 N/A 0.536 0.817 245.01 0.00 0.00 0.00 0.00 0.00 245.01 0.00 0.00 0.00 0.00 245.01 0.82 1:55 2.9 0.89 0.42 N/A 0.474 0.723 216.82 0.00 0.00 0.00 0.00 0.00 216.82 0.00 0.00 0.00 0.00 216.82 0.72 2:00 3.0 0.93 0.42 N/A 0.505 0.770 230.92 0.00 0.00 0.00 0.00 0.00 230.92 0.00 0.00 0.00 0.00 230.92 0.77 2:05 3.1 0.96 0.42 N/A 0.536 0.817 245.01 0.00 0.00 0.00 0.00 0.00 245.01 0.00 0.00 0.00 0.00 245.01 0.82 2:10 4.2 1.30 0.42 N/A 0.875 1.334 400.07 0.00 0.00 0.00 0.00 0.00 400.07 0.00 0.00 0.00 0.00 400.07 1.33 2:15 5.0 1.54 0.42 N/A 1.122 1.709 512.84 0.00 0.00 0.00 0.00 0.00 512.84 0.00 0.00 0.00 0.00 512.84 1.71 2:20 3.5 1.08 0.42 N/A 0.659 1.005 301.40 0.00 0.00 0.00 0.00 0.00 301.40 0.00 0.00 0.00 0.00 301.40 1.00 2:25 6.8 2.10 0.42 N/A 1.677 2.555 766.57 0.00 0.00 0.00 0.00 0.00 766.57 0.00 0.00 0.00 0.00 766.57 2.56 2:30 7.3 2.25 0.42 N/A 1.831 2.790 837.05 0.00 0.00 0.00 0.00 0.00 837.05 0.00 0.00 0.00 0.00 837.05 2.79 2:35 8.2 2.53 0.42 N/A 2.109 3.213 963.92 0.00 0.00 0.00 0.00 0.00 963.92 0.00 0.00 0.00 0.00 963.92 3.21 2:40 5.9 1.82 0.42 N/A 1.400 2.132 639.71 0.00 0.00 0.00 0.00 0.00 639.71 0.00 0.00 0.00 0.00 639.71 2.13 2:45 2.0 0.62 0.42 N/A 0.197 0.300 89.95 0.00 0.00 0.00 0.00 0.00 89.95 0.00 0.00 0.00 0.00 89.95 0.30 2:50 1.8 0.56 0.42 N/A 0.135 0.206 61.76 0.00 0.00 0.00 0.00 0.00 61.76 0.00 0.00 0.00 0.00 61.76 0.21 2:55 1.8 0.56 0.42 N/A 0.135 0.206 61.76 0.00 0.00 0.00 0.00 0.00 61.76 0.00 0.00 0.00 0.00 61.76 0.21 3:00 0.6 0.19 0.42 0.17 0.019 0.028 8.46 0.00 0.00 0.00 0.00 0.00 8.46 0.00 0.00 0.00 0.00 8.46 0.03 Total volume (CF)7414.30 Total Overflow (CF)7414.30
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100 -year 6 Hour Storm in 5 minute increments
Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Value Max.Min.Rain (in/hr)Rate (CFS)Vol. (CF)Input (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Basin (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Vol. (CF)Rate (CFS) 0:05 0.5 0.21 0.42 0.19 0.021 0.032 9.49 0.00 0.00 0.00 0.00 0.00 9.49 0.00 0.00 0.00 0.00 9.49 0.03 0:10 0.6 0.25 0.42 0.22 0.025 0.038 11.39 0.00 0.00 0.00 0.00 0.00 11.39 0.00 0.00 0.00 0.00 11.39 0.04 0:15 0.6 0.25 0.42 0.22 0.025 0.038 11.39 0.00 0.00 0.00 0.00 0.00 11.39 0.00 0.00 0.00 0.00 11.39 0.04 0:20 0.6 0.25 0.42 0.22 0.025 0.038 11.39 0.00 0.00 0.00 0.00 0.00 11.39 0.00 0.00 0.00 0.00 11.39 0.04 0:25 0.6 0.25 0.42 0.22 0.025 0.038 11.39 0.00 0.00 0.00 0.00 0.00 11.39 0.00 0.00 0.00 0.00 11.39 0.04 0:30 0.7 0.29 0.42 0.26 0.029 0.044 13.28 0.00 0.00 0.00 0.00 0.00 13.28 0.00 0.00 0.00 0.00 13.28 0.04 0:35 0.7 0.29 0.42 0.26 0.029 0.044 13.28 0.00 0.00 0.00 0.00 0.00 13.28 0.00 0.00 0.00 0.00 13.28 0.04 0:40 0.7 0.29 0.42 0.26 0.029 0.044 13.28 0.00 0.00 0.00 0.00 0.00 13.28 0.00 0.00 0.00 0.00 13.28 0.04 0:45 0.7 0.29 0.42 0.26 0.029 0.044 13.28 0.00 0.00 0.00 0.00 0.00 13.28 0.00 0.00 0.00 0.00 13.28 0.04 0:50 0.7 0.29 0.42 0.26 0.029 0.044 13.28 0.00 0.00 0.00 0.00 0.00 13.28 0.00 0.00 0.00 0.00 13.28 0.04 0:55 0.7 0.29 0.42 0.26 0.029 0.044 13.28 0.00 0.00 0.00 0.00 0.00 13.28 0.00 0.00 0.00 0.00 13.28 0.04 1:00 0.8 0.33 0.42 0.30 0.033 0.051 15.18 0.00 0.00 0.00 0.00 0.00 15.18 0.00 0.00 0.00 0.00 15.18 0.05 1:05 0.8 0.33 0.42 0.30 0.033 0.051 15.18 0.00 0.00 0.00 0.00 0.00 15.18 0.00 0.00 0.00 0.00 15.18 0.05 1:10 0.8 0.33 0.42 0.30 0.033 0.051 15.18 0.00 0.00 0.00 0.00 0.00 15.18 0.00 0.00 0.00 0.00 15.18 0.05 1:15 0.8 0.33 0.42 0.30 0.033 0.051 15.18 0.00 0.00 0.00 0.00 0.00 15.18 0.00 0.00 0.00 0.00 15.18 0.05 1:20 0.8 0.33 0.42 0.30 0.033 0.051 15.18 0.00 0.00 0.00 0.00 0.00 15.18 0.00 0.00 0.00 0.00 15.18 0.05 1:25 0.8 0.33 0.42 0.30 0.033 0.051 15.18 0.00 0.00 0.00 0.00 0.00 15.18 0.00 0.00 0.00 0.00 15.18 0.05 1:30 0.8 0.33 0.42 0.30 0.033 0.051 15.18 0.00 0.00 0.00 0.00 0.00 15.18 0.00 0.00 0.00 0.00 15.18 0.05 1:35 0.8 0.33 0.42 0.30 0.033 0.051 15.18 0.00 0.00 0.00 0.00 0.00 15.18 0.00 0.00 0.00 0.00 15.18 0.05 1:40 0.8 0.33 0.42 0.30 0.033 0.051 15.18 0.00 0.00 0.00 0.00 0.00 15.18 0.00 0.00 0.00 0.00 15.18 0.05 1:45 0.8 0.33 0.42 0.30 0.033 0.051 15.18 0.00 0.00 0.00 0.00 0.00 15.18 0.00 0.00 0.00 0.00 15.18 0.05 1:50 0.8 0.33 0.42 0.30 0.033 0.051 15.18 0.00 0.00 0.00 0.00 0.00 15.18 0.00 0.00 0.00 0.00 15.18 0.05 1:55 0.8 0.33 0.42 0.30 0.033 0.051 15.18 0.00 0.00 0.00 0.00 0.00 15.18 0.00 0.00 0.00 0.00 15.18 0.05 2:00 0.9 0.37 0.42 0.34 0.037 0.057 17.08 0.00 0.00 0.00 0.00 0.00 17.08 0.00 0.00 0.00 0.00 17.08 0.06 2:05 0.8 0.33 0.42 0.30 0.033 0.051 15.18 0.00 0.00 0.00 0.00 0.00 15.18 0.00 0.00 0.00 0.00 15.18 0.05 2:10 0.9 0.37 0.42 0.34 0.037 0.057 17.08 0.00 0.00 0.00 0.00 0.00 17.08 0.00 0.00 0.00 0.00 17.08 0.06 2:15 0.9 0.37 0.42 0.34 0.037 0.057 17.08 0.00 0.00 0.00 0.00 0.00 17.08 0.00 0.00 0.00 0.00 17.08 0.06 2:20 0.9 0.37 0.42 0.34 0.037 0.057 17.08 0.00 0.00 0.00 0.00 0.00 17.08 0.00 0.00 0.00 0.00 17.08 0.06 2:25 0.9 0.37 0.42 0.34 0.037 0.057 17.08 0.00 0.00 0.00 0.00 0.00 17.08 0.00 0.00 0.00 0.00 17.08 0.06 2:30 0.9 0.37 0.42 0.34 0.037 0.057 17.08 0.00 0.00 0.00 0.00 0.00 17.08 0.00 0.00 0.00 0.00 17.08 0.06 2:35 0.9 0.37 0.42 0.34 0.037 0.057 17.08 0.00 0.00 0.00 0.00 0.00 17.08 0.00 0.00 0.00 0.00 17.08 0.06 2:40 0.9 0.37 0.42 0.34 0.037 0.057 17.08 0.00 0.00 0.00 0.00 0.00 17.08 0.00 0.00 0.00 0.00 17.08 0.06 2:45 1.0 0.42 0.42 0.37 0.042 0.063 18.98 0.00 0.00 0.00 0.00 0.00 18.98 0.00 0.00 0.00 0.00 18.98 0.06 2:50 1.0 0.42 0.42 0.37 0.042 0.063 18.98 0.00 0.00 0.00 0.00 0.00 18.98 0.00 0.00 0.00 0.00 18.98 0.06 2:55 1.0 0.42 0.42 0.37 0.042 0.063 18.98 0.00 0.00 0.00 0.00 0.00 18.98 0.00 0.00 0.00 0.00 18.98 0.06 3:00 1.0 0.42 0.42 0.37 0.042 0.063 18.98 0.00 0.00 0.00 0.00 0.00 18.98 0.00 0.00 0.00 0.00 18.98 0.06 3:05 1.0 0.42 0.42 0.37 0.042 0.063 18.98 0.00 0.00 0.00 0.00 0.00 18.98 0.00 0.00 0.00 0.00 18.98 0.06 3:10 1.1 0.46 0.42 0.41 0.046 0.070 20.88 0.00 0.00 0.00 0.00 0.00 20.88 0.00 0.00 0.00 0.00 20.88 0.07 3:15 1.1 0.46 0.42 0.41 0.046 0.070 20.88 0.00 0.00 0.00 0.00 0.00 20.88 0.00 0.00 0.00 0.00 20.88 0.07 3:20 1.1 0.46 0.42 0.41 0.046 0.070 20.88 0.00 0.00 0.00 0.00 0.00 20.88 0.00 0.00 0.00 0.00 20.88 0.07 3:25 1.2 0.50 0.42 N/A 0.078 0.119 35.76 0.00 0.00 0.00 0.00 0.00 35.76 0.00 0.00 0.00 0.00 35.76 0.12 3:30 1.3 0.54 0.42 N/A 0.120 0.182 54.74 0.00 0.00 0.00 0.00 0.00 54.74 0.00 0.00 0.00 0.00 54.74 0.18 3:35 1.4 0.58 0.42 N/A 0.161 0.246 73.72 0.00 0.00 0.00 0.00 0.00 73.72 0.00 0.00 0.00 0.00 73.72 0.25 3:40 1.4 0.58 0.42 N/A 0.161 0.246 73.72 0.00 0.00 0.00 0.00 0.00 73.72 0.00 0.00 0.00 0.00 73.72 0.25 3:45 1.5 0.62 0.42 N/A 0.203 0.309 92.70 0.00 0.00 0.00 0.00 0.00 92.70 0.00 0.00 0.00 0.00 92.70 0.31 3:50 1.5 0.62 0.42 N/A 0.203 0.309 92.70 0.00 0.00 0.00 0.00 0.00 92.70 0.00 0.00 0.00 0.00 92.70 0.31 3:55 1.6 0.66 0.42 N/A 0.244 0.372 111.67 0.00 0.00 0.00 0.00 0.00 111.67 0.00 0.00 0.00 0.00 111.67 0.37 4:00 1.6 0.66 0.42 N/A 0.244 0.372 111.67 0.00 0.00 0.00 0.00 0.00 111.67 0.00 0.00 0.00 0.00 111.67 0.37 4:05 1.7 0.71 0.42 N/A 0.286 0.436 130.65 0.00 0.00 0.00 0.00 0.00 130.65 0.00 0.00 0.00 0.00 130.65 0.44 21 of 24

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4:10 1.8 0.75 0.42 N/A 0.327 0.499 149.63 0.00 0.00 0.00 0.00 0.00 149.63 0.00 0.00 0.00 0.00 149.63 0.50 4:15 1.9 0.79 0.42 N/A 0.369 0.562 168.61 0.00 0.00 0.00 0.00 0.00 168.61 0.00 0.00 0.00 0.00 168.61 0.56 4:20 2.0 0.83 0.42 N/A 0.410 0.625 187.58 0.00 0.00 0.00 0.00 0.00 187.58 0.00 0.00 0.00 0.00 187.58 0.63 4:25 2.1 0.87 0.42 N/A 0.452 0.689 206.56 0.00 0.00 0.00 0.00 0.00 206.56 0.00 0.00 0.00 0.00 206.56 0.69 4:30 2.1 0.87 0.42 N/A 0.452 0.689 206.56 0.00 0.00 0.00 0.00 0.00 206.56 0.00 0.00 0.00 0.00 206.56 0.69 4:35 2.2 0.91 0.42 N/A 0.493 0.752 225.54 0.00 0.00 0.00 0.00 0.00 225.54 0.00 0.00 0.00 0.00 225.54 0.75 4:40 2.3 0.95 0.42 N/A 0.535 0.815 244.52 0.00 0.00 0.00 0.00 0.00 244.52 0.00 0.00 0.00 0.00 244.52 0.82 4:45 2.4 1.00 0.42 N/A 0.576 0.878 263.50 0.00 0.00 0.00 0.00 0.00 263.50 0.00 0.00 0.00 0.00 263.50 0.88 4:50 2.4 1.00 0.42 N/A 0.576 0.878 263.50 0.00 0.00 0.00 0.00 0.00 263.50 0.00 0.00 0.00 0.00 263.50 0.88 4:55 2.5 1.04 0.42 N/A 0.618 0.942 282.47 0.00 0.00 0.00 0.00 0.00 282.47 0.00 0.00 0.00 0.00 282.47 0.94 5:00 2.6 1.08 0.42 N/A 0.660 1.005 301.45 0.00 0.00 0.00 0.00 0.00 301.45 0.00 0.00 0.00 0.00 301.45 1.00 5:05 3.1 1.29 0.42 N/A 0.867 1.321 396.34 0.00 0.00 0.00 0.00 0.00 396.34 0.00 0.00 0.00 0.00 396.34 1.32 5:10 3.6 1.49 0.42 N/A 1.075 1.637 491.23 0.00 0.00 0.00 0.00 0.00 491.23 0.00 0.00 0.00 0.00 491.23 1.64 5:15 3.9 1.62 0.42 N/A 1.199 1.827 548.16 0.00 0.00 0.00 0.00 0.00 548.16 0.00 0.00 0.00 0.00 548.16 1.83 5:20 4.2 1.74 0.42 N/A 1.324 2.017 605.10 0.00 0.00 0.00 0.00 0.00 605.10 0.00 0.00 0.00 0.00 605.10 2.02 5:25 4.7 1.95 0.42 N/A 1.531 2.333 699.99 0.00 0.00 0.00 0.00 0.00 699.99 0.00 0.00 0.00 0.00 699.99 2.33 5:30 5.6 2.33 0.42 N/A 1.905 2.903 870.79 0.00 0.00 0.00 0.00 0.00 870.79 0.00 0.00 0.00 0.00 870.79 2.90 5:35 1.9 0.79 0.42 N/A 0.369 0.562 168.61 0.00 0.00 0.00 0.00 0.00 168.61 0.00 0.00 0.00 0.00 168.61 0.56 5:40 0.9 0.37 0.42 0.34 0.037 0.057 17.08 0.00 0.00 0.00 0.00 0.00 17.08 0.00 0.00 0.00 0.00 17.08 0.06 5:45 0.6 0.25 0.42 0.22 0.025 0.038 11.39 0.00 0.00 0.00 0.00 0.00 11.39 0.00 0.00 0.00 0.00 11.39 0.04 5:50 0.5 0.21 0.42 0.19 0.021 0.032 9.49 0.00 0.00 0.00 0.00 0.00 9.49 0.00 0.00 0.00 0.00 9.49 0.03 5:55 0.3 0.12 0.42 0.11 0.012 0.019 5.69 0.00 0.00 0.00 0.00 0.00 5.69 0.00 0.00 0.00 0.00 5.69 0.02 6:00 0.2 0.08 0.42 0.07 0.008 0.013 3.80 0.00 0.00 0.00 0.00 0.00 3.80 0.00 0.00 0.00 0.00 3.80 0.01 Total volume (CF)7731.16 Total Overflow (CF)7731.16
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100 -year 24 Hour Storm in 15 minute increments
Drywell Drywell Drywell Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow %Rain (in/hr)Value Max.Min.Rain (in/hr)Rate (CFS)Vol. (CF)Input (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Basin (CF)Area (sf)Perc. (CF)Vol. (CF)Depth (ft)Vol. (CF)Rate (CFS) 0:15 0.2 0.05 0.74 0.05 0.005 0.008 7.38 0.00 0.00 0.00 0.00 0.00 7.38 0.00 0.00 0.00 0.00 7.38 0.01 0:30 0.3 0.08 0.73 0.07 0.008 0.012 11.07 0.00 0.00 0.00 0.00 0.00 11.07 0.00 0.00 0.00 0.00 11.07 0.01 0:45 0.3 0.08 0.72 0.07 0.008 0.012 11.07 0.00 0.00 0.00 0.00 0.00 11.07 0.00 0.00 0.00 0.00 11.07 0.01 1:00 0.4 0.11 0.71 0.10 0.011 0.016 14.77 0.00 0.00 0.00 0.00 0.00 14.77 0.00 0.00 0.00 0.00 14.77 0.02 1:15 0.3 0.08 0.70 0.07 0.008 0.012 11.07 0.00 0.00 0.00 0.00 0.00 11.07 0.00 0.00 0.00 0.00 11.07 0.01 1:30 0.3 0.08 0.69 0.07 0.008 0.012 11.07 0.00 0.00 0.00 0.00 0.00 11.07 0.00 0.00 0.00 0.00 11.07 0.01 1:45 0.3 0.08 0.69 0.07 0.008 0.012 11.07 0.00 0.00 0.00 0.00 0.00 11.07 0.00 0.00 0.00 0.00 11.07 0.01 2:00 0.4 0.11 0.68 0.10 0.011 0.016 14.77 0.00 0.00 0.00 0.00 0.00 14.77 0.00 0.00 0.00 0.00 14.77 0.02 2:15 0.4 0.11 0.67 0.10 0.011 0.016 14.77 0.00 0.00 0.00 0.00 0.00 14.77 0.00 0.00 0.00 0.00 14.77 0.02 2:30 0.4 0.11 0.66 0.10 0.011 0.016 14.77 0.00 0.00 0.00 0.00 0.00 14.77 0.00 0.00 0.00 0.00 14.77 0.02 2:45 0.5 0.13 0.65 0.12 0.013 0.021 18.46 0.00 0.00 0.00 0.00 0.00 18.46 0.00 0.00 0.00 0.00 18.46 0.02 3:00 0.5 0.13 0.65 0.12 0.013 0.021 18.46 0.00 0.00 0.00 0.00 0.00 18.46 0.00 0.00 0.00 0.00 18.46 0.02 3:15 0.5 0.13 0.64 0.12 0.013 0.021 18.46 0.00 0.00 0.00 0.00 0.00 18.46 0.00 0.00 0.00 0.00 18.46 0.02 3:30 0.5 0.13 0.63 0.12 0.013 0.021 18.46 0.00 0.00 0.00 0.00 0.00 18.46 0.00 0.00 0.00 0.00 18.46 0.02 3:45 0.5 0.13 0.62 0.12 0.013 0.021 18.46 0.00 0.00 0.00 0.00 0.00 18.46 0.00 0.00 0.00 0.00 18.46 0.02 4:00 0.6 0.16 0.61 0.15 0.016 0.025 22.15 0.00 0.00 0.00 0.00 0.00 22.15 0.00 0.00 0.00 0.00 22.15 0.02 4:15 0.6 0.16 0.61 0.15 0.016 0.025 22.15 0.00 0.00 0.00 0.00 0.00 22.15 0.00 0.00 0.00 0.00 22.15 0.02 4:30 0.7 0.19 0.60 0.17 0.019 0.029 25.84 0.00 0.00 0.00 0.00 0.00 25.84 0.00 0.00 0.00 0.00 25.84 0.03 4:45 0.7 0.19 0.59 0.17 0.019 0.029 25.84 0.00 0.00 0.00 0.00 0.00 25.84 0.00 0.00 0.00 0.00 25.84 0.03 5:00 0.8 0.22 0.58 0.19 0.022 0.033 29.53 0.00 0.00 0.00 0.00 0.00 29.53 0.00 0.00 0.00 0.00 29.53 0.03 5:15 0.6 0.16 0.58 0.15 0.016 0.025 22.15 0.00 0.00 0.00 0.00 0.00 22.15 0.00 0.00 0.00 0.00 22.15 0.02 5:30 0.7 0.19 0.57 0.17 0.019 0.029 25.84 0.00 0.00 0.00 0.00 0.00 25.84 0.00 0.00 0.00 0.00 25.84 0.03 5:45 0.8 0.22 0.56 0.19 0.022 0.033 29.53 0.00 0.00 0.00 0.00 0.00 29.53 0.00 0.00 0.00 0.00 29.53 0.03 6:00 0.8 0.22 0.55 0.19 0.022 0.033 29.53 0.00 0.00 0.00 0.00 0.00 29.53 0.00 0.00 0.00 0.00 29.53 0.03 6:15 0.9 0.24 0.55 0.22 0.024 0.037 33.22 0.00 0.00 0.00 0.00 0.00 33.22 0.00 0.00 0.00 0.00 33.22 0.04 6:30 0.9 0.24 0.54 0.22 0.024 0.037 33.22 0.00 0.00 0.00 0.00 0.00 33.22 0.00 0.00 0.00 0.00 33.22 0.04 6:45 1.0 0.27 0.53 0.24 0.027 0.041 36.91 0.00 0.00 0.00 0.00 0.00 36.91 0.00 0.00 0.00 0.00 36.91 0.04 7:00 1.0 0.27 0.52 0.24 0.027 0.041 36.91 0.00 0.00 0.00 0.00 0.00 36.91 0.00 0.00 0.00 0.00 36.91 0.04 7:15 1.0 0.27 0.52 0.24 0.027 0.041 36.91 0.00 0.00 0.00 0.00 0.00 36.91 0.00 0.00 0.00 0.00 36.91 0.04 7:30 1.1 0.30 0.51 0.27 0.030 0.045 40.60 0.00 0.00 0.00 0.00 0.00 40.60 0.00 0.00 0.00 0.00 40.60 0.05 7:45 1.2 0.32 0.50 0.29 0.032 0.049 44.30 0.00 0.00 0.00 0.00 0.00 44.30 0.00 0.00 0.00 0.00 44.30 0.05 8:00 1.3 0.35 0.50 0.31 0.035 0.053 47.99 0.00 0.00 0.00 0.00 0.00 47.99 0.00 0.00 0.00 0.00 47.99 0.05 8:15 1.5 0.40 0.49 0.36 0.040 0.062 55.37 0.00 0.00 0.00 0.00 0.00 55.37 0.00 0.00 0.00 0.00 55.37 0.06 8:30 1.5 0.40 0.48 0.36 0.040 0.062 55.37 0.00 0.00 0.00 0.00 0.00 55.37 0.00 0.00 0.00 0.00 55.37 0.06 8:45 1.6 0.43 0.48 0.39 0.043 0.066 59.06 0.00 0.00 0.00 0.00 0.00 59.06 0.00 0.00 0.00 0.00 59.06 0.07 9:00 1.7 0.46 0.47 0.41 0.046 0.070 62.75 0.00 0.00 0.00 0.00 0.00 62.75 0.00 0.00 0.00 0.00 62.75 0.07 9:15 1.9 0.51 0.46 0.46 0.051 0.078 70.14 0.00 0.00 0.00 0.00 0.00 70.14 0.00 0.00 0.00 0.00 70.14 0.08 9:30 2.0 0.54 0.46 N/A 0.083 0.126 113.76 0.00 0.00 0.00 0.00 0.00 113.76 0.00 0.00 0.00 0.00 113.76 0.13 9:45 2.1 0.57 0.45 N/A 0.116 0.177 159.62 0.00 0.00 0.00 0.00 0.00 159.62 0.00 0.00 0.00 0.00 159.62 0.18 10:00 2.2 0.59 0.44 N/A 0.150 0.228 205.40 0.00 0.00 0.00 0.00 0.00 205.40 0.00 0.00 0.00 0.00 205.40 0.23 10:15 1.5 0.40 0.44 0.36 0.040 0.062 55.37 0.00 0.00 0.00 0.00 0.00 55.37 0.00 0.00 0.00 0.00 55.37 0.06 10:30 1.5 0.40 0.43 0.36 0.040 0.062 55.37 0.00 0.00 0.00 0.00 0.00 55.37 0.00 0.00 0.00 0.00 55.37 0.06 10:45 2.0 0.54 0.42 N/A 0.115 0.175 157.65 0.00 0.00 0.00 0.00 0.00 157.65 0.00 0.00 0.00 0.00 157.65 0.18 11:00 2.0 0.54 0.42 N/A 0.121 0.185 166.16 0.00 0.00 0.00 0.00 0.00 166.16 0.00 0.00 0.00 0.00 166.16 0.18 11:15 1.9 0.51 0.41 N/A 0.100 0.153 137.67 0.00 0.00 0.00 0.00 0.00 137.67 0.00 0.00 0.00 0.00 137.67 0.15 11:30 1.9 0.51 0.41 N/A 0.106 0.162 146.01 0.00 0.00 0.00 0.00 0.00 146.01 0.00 0.00 0.00 0.00 146.01 0.16 11:45 1.7 0.46 0.40 N/A 0.059 0.089 80.42 0.00 0.00 0.00 0.00 0.00 80.42 0.00 0.00 0.00 0.00 80.42 0.09 12:00 1.8 0.48 0.39 N/A 0.092 0.139 125.49 0.00 0.00 0.00 0.00 0.00 125.49 0.00 0.00 0.00 0.00 125.49 0.14 12:15 2.5 0.67 0.39 N/A 0.286 0.435 391.94 0.00 0.00 0.00 0.00 0.00 391.94 0.00 0.00 0.00 0.00 391.94 0.44 23 of 24

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Beaumont City CouncilMarch 7, 2023

Beaumont City Council
March 7, 2023