Attachment 3.9.1 - Appendix I1 Preliminary Drainage Report_Redacted.pdf — Chula Vista City Council, November 18, 2025

Appendix I1
Preliminary Drainage Report

PRELIMINARY

DRAINAGE REPORT

YARDS AT THE BAY
City of Chula Vista, CA
City of Chula Vista Tentative Parcel Map and Coastal Development Permit ----
APN #: 571-330-36 Through 571-330-45
Project Address:

Marina Parkway and H Street,
Chula Vista, CA 91910
Prepared For:

WOHL Property Group
2251 San Diego A venue, Suite A24 7
San Diego, CA 92110
Prepared By:

PROJECT DESIGN

CONSULTANTS
701 B Street, Suite 800
San Diego, CA 92101
No. 71026
p. 06-30-
a Bowman company 619.235.6471
PDC Job No. 4508
Prepared by: Jonathan Teas, PE
Under the supervision of
Chelisa A. Pack, PE RCE 71026
Registration Expires 6/30/25

TABLE OF CONTENTS

1. INTRODUCTION .................................................................................................................. 1

2. EXISTING AND PROPOSED DRAINAGE PATTERNS AND IMPROVEMENTS .......... 2

2.1 Existing Drainage Patterns .............................................................................................. 2

2.2 Proposed Drainage Improvements .................................................................................. 3

3. HYDROLOGY CRITERIA, METHODOLOGY, AND RESULTS ...................................... 4

3.1 Hydrology Criteria .......................................................................................................... 4

3.2 Hydrologic Methodology ................................................................................................ 4

3.3 Description ofHydrologic Modeling Software .............................................................. 5

3.4 Hydrology Results .......................................................................................................... 6

4. HYDRAULIC CRITERIA, METHODOLOGY, AND RESULTS ....................................... 6

5. CONCLUSION ....................................................................................................................... 6 TABLES
Table 1: Hydrology Criteria ............................................................................................................ 4 Table 2: Hydrology Results ............................................................................................................ 6

APPENDICES
1 Supplemental Information (Intensity Duration Frequency Curve, Runoff Coefficients)
2 Existing Conditions Rational Method Computer Output
3 Proposed Conditions Rational Method Computer Output
4 Hydraulic Calculations
5 Drainage Exhibits

1. INTRODUCTION
This drainage report has been prepared in support of the preliminary design of the proposed storm drain improvements associated with the Yards at the Bay development project (Project) for a Tentative Parcel Map and Coastal Development Permit submittal. Total Project area is 35.91 acres and includes a development previously developed with two industrial buildings for manufacturing occupied by Rohr Aircraft Facility prior to 2020. The project is an active construction site for the demolition of the industrial buildings. The project is south of Sweetwater River, on the East side of Marina Parkway across from the Gaylord Resort development which is currently under construction. The project proposes commercial/light industrial uses with four large buildings, parking, and drive aisles. Fill will be imported in to the site to elevate the proposed buildings above existing grades. The additional fill will allow for additional protection against the effects of potential future sea level rise, as the site is close to the San Diego Bay. The southerly portion of the project consists of two undeveloped sloped pads which will not be developed with the project.

A future development of the pads will likely consist of commercial uses; thus, we have treated these pads as commercial development for flow calculations.

SAN DIEGO BA Y

NA TIONAL 'MLDLIFE
REFUGE

SAN DIEGO BAY

VICINITY MAP

NOT TO SCALE
Figure 1: Vicinity Map
1 P:14508\Engr\Rcports\Drainage-Prelim\ 4508 - Yanls at the Bay Drainage Rcport.docx At present the site land consists mostly of parking and building roofs. There is very little if any natural terrain existing on the site. There is a small amount of runon 0.3 acres at the north easterly comer of the site where an SDG&E substation exists, the run-on sheet flows through the site for a short distance and then enters G Street.

Presently the urban run-off is split north and south of the site. There are various roof drain collections and grate inlets which direct the flow, splitting the north and south sides of the site.

The proposed project will split the site in a similar way, however; minor grading adjustments will send more flow to the south, since the southerly storm drain has a higher capacity to handle the large flows conveyed on the site. One biofiltration basin and several Modular Wetland Units will be implemented to manage water. The proposed site's storm drain system will outlet into the existing storm drain facilities along the north and south end of the project respectively. Both north and south connections outlet to the San Diego Bay via pipe flow. For water quality management concerns refer to the Storm Water Quality Management Plan (SWQMP) prepared by Project Design Consultants for the proposed project treatment BMPs.

2. EXISTING AND PROPOSED DRAINAGE PATTERNS AND IMPROVEMENTS The following sections provide descriptions of the existing and proposed drainage patterns and improvements for the project.

2.1 Existing Drainage Patterns (Pre-demolition Conditions) There are on-site drainage facilities, including storm drain pipe with grate inlet and roof drain connections for the roofs and drive and parking aisles on the site which splits the site drainage between the North and South towards the San Diego Bay west of the site. The north system connects to an 36" RCP stub, and then outlets through an 54-inch RCP into a slough just northwest of the site. The slough is directly connect to the San Diego Bay. The south system connects to an 60" RCP stub, and then outlets through an 84-inch RCP that discharges into the San Diego Bay at the Chula Vista Marina. Refer to Exhibit A in Appendix 5 for the existing condition drainage map.

The Hydrologic Soil Group of the site consists of Soil Group D and an Unknown Soil Group. Per the NRCS Soil Map Survey, the easterly side of the site consists of HuC which is Soil Group D 2 P:\4508\Engr\Reports\Drainage-Prelim\ 4508 - Yards at the Bay Drainage Report.docx and a portion of the westerly side of the site consists of Md which is Made Land and is not a known Soil Group. The NRCS Soil Map Survey is included in Appendix 1.

2.2 Proposed Drainage Improvements
The site will remove the existing site storm drain facilities and replace with similar facilities to meet the project needs, trench drains, grate and curb inlets will be used to pick up flow, and storm drain pipes to convey the site flow. Roof flow will be directed to the drive aisles and picked up with grate inlets or hard tied directly to the storm drain. The project maintains similar patterns to the existing conditions, discharging to north and south. However; the project site's drainage plan directs more flow south because there is more capacity in the on-site storm drain stub on the south site. As described in Section 2.1, the north storm drain system connects to a 36" stub. In contrast, the south system connect to an 60" stub. Directing more flow to the South stub was necessary in the proposed conditions, so that the Northerly 36" stub capacity is not over-burdened. Refer to Exhibit B in Appendix 5 for the proposed condition drainage map.

Water quality requirements will be managed with one biofiltration basin and several modular wetland units.
3 P:\4508\Engr\Reports\Drainage-Prelim\ 4508 - Yards at the Bay Drainage Report.docx

3. HYDROLOGY CRITERIA, METHODOLOGY, AND RESULTS
Hydrologic modeling was performed per City of Chula Vista Subdivision Manual criteria to provide the design flows for storm drain design and improvements.

3.1 Hydrology Criteria
Table 1 summarizes the hydrology assumptions and criteria used for hydrologic modeling.

Table 1: Hydrology Criteria
Existing and Proposed 100-year storm frequency
Hydrology:

Soil Type: Hydrologic Soil Group D & Unknown
Land Use/ Runoff Coefficients: Based on criteria presented in the Revised 2012 City of Chula Vista Subdivision Manual Section 3-200
Hydrology/Drainage/Urban Runoff.

Rainfall intensity: Based on intensity duration frequency relationships presented in the 2017 Chula Vista Design Standards &
Revised 2012 Citv of Chula Vista Subdivision Manual
Section 3-200 Hydrology/Drainage/Urban Runoff, see
Appendix 1.

3.2 Hydrologic Methodology
The Rational Method was used to determine the onsite 100-year storm flow for the design of the Project storm drainpipe improvements. The goal of this analysis was to:
■ Determine the design flows for the sizing of any proposed storm drain improvements. ■ Determine the differences in the drainage conditions between existing and proposed conditions to confirm there are no significant downstream impacts.

The AES Modified Rational Method program was used to calculate onsite and offsite runoff for the 100-year storm event. For the existing conditions model, a runoff coefficient of 0.90 ("Paved Surface") was used, since the entire site is nearly 100% impervious. For the proposed condition model, a representative runoff coefficient was assigned for each subarea. Therefore, a runoff 4 P:\4508\Engr\Reports\Drainage-Prelim\ 4508 - Yards at the Bay Drainage Report.docx coefficient of0.90 ("Paved Surface") was used for areas that will be nearly 100% impervious, and other subareas were modeled as 0.85 runoff coefficient ("Commercial Areas") and 0.45 ("Flat Vegetated Slopes") was used only for the westerly large pervious area. For the two southerly undeveloped sloped pads on the project, a runoff coefficient of 0.85 ("Commercial Areas") was used, because a future project may develop these areas in the future. However, these pads are not proposed to be developed with this project, and thus until the pads are developed the actual run off from these areas will be more similar to Flat Vegetated Slopes 0.45 runoff coefficient which will contribute less runoff thus making the modeling included in this report conservative.

3.3 Description of Hydrologic Modeling Software
The Modified Rational Method was used to determine the 100-year storm flow for the design of the storm system. The Advanced Engineering Software (AES) Rational Method Program was used to perform the hydrologic calculations. This section provides a brief explanation of the computational procedure used in the computer model.

The AES Modified Rational Method Hydrology Program is a computer-aided design program where the user develops a node link model of the watershed. Developing independent node link models for each interior watershed and linking these sub-models together at confluence points creates the node link model. The intensity-duration-frequency relationships are applied to each of the drainage areas in the model to get the peak flow rates at each point of interest. 5 P:\4508\Engr\Reports\Drainage-Prelim\ 4508 - Yards at the Bay Drainage Report.docx

3.4 Hydrology Results
The Rational Method as presented in the City of Chula Vista Subdivision Manual and County of San Diego Hydrology Manual was used to calculate the existing and proposed conditions peak storm flows. Table 2 below summarizes the Rational Method results for the comparison of the existing and proposed project site. The total peak 100-year flows under the post-prjoect condition are less than the pre-project condition peak flows. The peak flow to the south outlet increases slightly in the post-project condition, in order to alleviate downstream pipe capacity concerns for the north outlet, since the stub for the outlet has more pipe conveyance capacity that the storm drain stub for the north outlet.

Table 2: Hydrology Results

YARDS AT THE BAY HYDROLOGY SUMMARY

EXISTING CONDITIONS PROPOSED CONDITIONS
OUTFALL OF SYSTEM AREA TC Ql00 SYSTEM AREA TC Ql00
INTEREST {ac) {min) {cfs) {ac) {min) {cfs)
#1 (South) 100 18.6 6.5 102.7 100 23.2 7.18 109.1
#2 (North) 200 17.8 5.97 98.1 200 13.2 6.29 69.0
TOTAL 36.4 200.8 36.4 178.1

4. HYDRAULIC CRITERIA, METHODOLOGY, AND RESULTS
Hydraulic analyses shall be performed during final engineering will include grate and curb inlet sizing, and HGL determination.

5. CONCLUSION
This drainage report has been prepared in support of the preliminary design of the storm drain improvements for the Tentative Parcel Map and Coastal Development Permit for the Yards at the Bay project. The purpose of this report is to provide peak discharges for use in designing the private storm drain systems for the project and to address issues regarding comparing the post project flows to the pre-project flows. Table 2 indicates that the proposed conditions discharge 6 P:14508\Engr\Rcports\Drainag e-Prelim\ 4508 - Yanls at the Bay Drainage Rcport.docx slightly more runoff to the south, but the overall total post-project 100-year flow is less compared to the existing condition.

The storm drain system will be sufficient to satisfy City of Chula Vista criteria in the post development condition.
7 P:\4508\Engr\Reports\Drainage-Prelim\ 4508 - Yards at the Bay Drainage Report.docx APPENDIXl
Supplemental Information (Intensity Duration Frequency Curve, Runoff Coefficients)

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1.0 Intensity-Duration Design Chart - Template
Directions for Application:
(1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yr maps included in the Design and Procedure Manual).
(2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert).
(3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed .

Application Form:
(a) Selected frequency ~ year
p
(b) P5 = --2.,Q_ in., P24 = _AA_ ' P 6 = 59.1 %<2l
24 (c) Adjusted P6<2l = __ in.
{d) Ix= ___ min.
(e) I= ___ in./hr.

Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965.

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P6 1 1.5 2 2 .5 3 3 .5 4 4.5 5 5.5 6 --·-Duration I I I I I I I I I I I I 5 2.63 3.95 5.27 6.59 7.90 9.22 1054 11.86 13.17 14.49 15.81 7 2.12 3.18 4.24 5.30 6.36 7.42 8.48 9.54 10.60 11.66 12.72 10 1.68 2.53 3.37 4.21 5.05 5.90 6.74 7.58 8.42 9.27 10.11 15 1.30 1.95 2.59 3.24 3.89 4.54 5.19 5.84 6.49 7.13 7.78 20 1.08 1.62 2.15 2.69 3.23 3.77 4.31 4.85 5.39 5.93 6.46 - 25 0.93 1.40 1.87 2.33 2.80 3.27 3.73 4.20 4.67 5.13 5 .60 30 0.83 1.24 1.66 2.07 2.49 2.90 3.32 '3. 73 4.15 4.56 4.98 40 0.69 1.03 1.38 1.72 207 2.41 2.76 3.10 3.45 3T9" 4.13 50 0.60 0.90 1.19 1.49 1.79 2.09 2.39 2.69 2.98 3.28 3.58 60 0.53 0.80 1.06 1.33 1.59 1.86 2.12 2.39 2.65 2.92 3.18 90 0.41 0.61 0.82 1.02 1.23 1.43 1.63 1.84 2.04 - 2.45 2.25 120 0.34 0.51 0.68 0.85 1.02 1.19 1.36 1.53 1.70 1.87 2.04 150 0.29 0.44 0.59 0.73 0. 88 1.03 1.18 1.32 1.47 1.62 1.76 180 0.26 0.39 0.52 0.65 0.78 0.91 1.04 1.18 1.31 1.44 1.57 240 0.22 0.33 0.43 0.54 0.65 0.76 0 .87 0.98 1.08 1.19 1.30 300 0.19 0.28 0.38 0.47 0.56 0.66 0.75 0.85 0.94 1.03 1.13 360 0.17 0.25 0.33 0.42 0.50 0.58 0.67 0.75 0.84 0.92 1.00

SUBDIVISION MANUAL
SECTION 3: GENERAL DESIGN CRITERIA
Section 3-200 Page 5
Revised 03-13-2012
3-203 Hydrology
Developers draining to a river or stream will be required to use the latest adopted County Hydrology Manual to determine the flows expected at a given frequency (Q10, Q50 Q100, etc,) Infill developments will use the following Hydrology requirements. The City Engineer will determine which projects may be considered "infill" projects. 3-203.1 Previously Approved Reports
Runoff quantities; as set forth or derived from the report prepared by Lawrence, Fogg, Florer and Smith titled "A Special Study of Storm Drain Facilities" on file in the office of the City Engineer may be used in the design of drainage facilities in Chula Vista. A hydrologic study prepared and approved at General Development Plan (GDP) or Specific Planning Area (SPA) plan may be used as determined by the City Engineer.
3-203.2
For local drainage basins, storm discharge flow may be estimated based on the Rational Method or the Modified Rational Method. For all lateral and major drainage basins the SCS method, U.S. Army Corps of Engineers HEC-1 computer method or other tabular or computer method may be used upon City Engineer approval.
3-203.3 Rational and Modified Rational Methods
(1) The rational method equation relates storm rainfall intensity (I), a selected runoff coefficient (C) and drainage area (A) to the peak runoff rate (Q):
where:

Q = CIA (Empirical Units)
Q = Peak runoff in cubic feet per second
C = Runoff coefficient
I = lnten.sity, inches per hours
A = Drainage basin area in acres
Or
where:

Q=0.278CIA (Metric Units)
Q = Peak runoff in cubic meters per second
C = Runoff coefficient
I = Intensity in millimeters per second
A= Drainage area in square kilometers
(2) Coefficient of Runoff: Consider probable development. Use highest number of the following values:
a)
b)
c)
Paved Surface
Commercial Area
Dense Residential (R2, R3)

0.90 0.85

0.75 NOTES:

SUBDIVISION MANUAL
SECTION 3: GENERAL DESIGN CRITERIA
Section 3-200 Page 6
Revised 03-13-2012
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Flat=
Composite=
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h)
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k)
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Normal Residential (R1)
Suburban Property (RE)
Barren Slopes Steep
Barren Slopes Hilly
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Vegetated Slopes Steep
II II Hilly
11 " Rolling
11 " Flat
Farm Land
Parks, Golf Courses

0.65 0.55

0.80 0.75

0.70 0.65

0.60 0.55

0.50 0.45

0.35 0.30
Steep, rugged terrain with average slopes generally above 30%.

Hilly terrain with average slopes of 10% to 30%.

Rolling terrain with average slopes of 5% to 10%.

Relatively flat land, with average slopes of 0% to 5%.

Where drainage areas are composed of parts having different runoff characteristics, a weighted coefficient for the total drainage area may be used.

The runoff coefficient for a basin should be a composite coefficient made of the many different runoff coefficients for the sub-areas of the basin per equation:

CA1 = C1A1+C~2+ ... CnAn
n
(3) Time of Concentration (tc = minutes) is the time required for runoff to flow from the most remote part of the watershed to the outlet point under consideration.

With exceptions for limited natural watersheds, the time of concentration shall be calculated as follows:
a) where:
ti = Initial time or overland flow time of concentration, the time required for runoff to flow to the first inlet or to the street gutter
tr= Travel time of concentration, the time required for runoff to flow within street gutters to inlets, with channels or within storm drain pipes.
b) ti may be calculated using the following natural watershed flow formula: •
L = Length of water shed (miles)
H = Difference in elevation from furthermost point to the design point (feet).
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REVISION BY APPROVED DATE CITY OF CHULA VISTA
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ORIGINAL 01/02 ENGINEERING & CAPITAL PROJECTS
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I REVISION CVM C. SWANSON 11/02 STANDARD DRAWING •~y " .. ln;IM•"' REVISION DPH W. VALLE 11/17 CITY ENGIN°EER
100-YEAR, 6-HOUR PRECIPITATION DRN-0 4

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County of San Diego
Hydrology Manual
Rainfall lsopluvials
100 Year Rainfall Event- 24 Hours
lsopluvial (inches)
3 Miles
Hydrologic Soil Group-San Diego County Area, California 32° 38' O" N
32° 37' 33" N
400300 400400 400500 400700
Map Scale: 1:4,140 if printed on A portrait (8.5'' x 11") sheet.

N ----= ====-------- =======~ Meters 0 50 100 200 ::ro
A
----====-------.-c========Feet
1200 0 200 400 In)
Map projection: Web Mercator Comer mordinates: WGS84 Edge tics: LJTM Zone llN WGS84 USDA Natural Resources
""' Conservation Service
Web Soil Survey
National Cooperative Soil Survey
400800 4oorol
~
w
[n
3 7/27/2023

Page 1 of 4 ends

32° 38' O" N
32° 37' 33" N
Hydrologic Soil Group-San Diego County Area, California

MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
D Area of Interest (AOI)
Soils
Soil Rating Polygons
D A
D AID
DB
D BID
D C
□ CID
D D
D Not rated or not available
Soil Rating Lines
A
....,,,. AID
....,,,. B
....,,,. BID
C
....,,,. CID
..,,..,. D
~ ~ Not rated or not available
Soil Rating Points
□ A
AID
■ B
■ BID
USDA Natural Resources
= Conservation Service
□ C
CID
D
□ Not rated or not available
Water Features
Streams and Canals
Transportation
t+t Rails
.-., Interstate Highways
US Routes
Major Roads
Local Roads
Background
• Aerial Photography
Web Soil Survey
National Cooperative Soil Survey
The soil surveys that comprise your AOI were mapped at
1:24,000.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for map
measurements .

Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:

Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required .

This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.

Soil Survey Area: San Diego County Area, California
Survey Area Data: Version 18, Sep 14, 2022
Soil map units are labeled (as space allows) for map scales 1 :50,000 or larger.

Date(s) aerial images were photographed : Mar 24, 2022-Apr 29,2022
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.
7/27/2023

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Hydrologic Soil Group-San Diego County Area, California Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI HuC Huerhuero-Urban land D 30.9
complex, 2 to 9
percent slopes
Md Made land 13.6
Totals for Area of Interest 44.4
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation , are thoroughly wet, and receive precipitation from long-duration storms.

The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (AID, 8/D , and C/D). The groups are defined as follows:

Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission .

Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture.

These soils have a moderate rate of water transmission .

Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture . These soils have a slow rate of water transmission .

Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission.

If a soil is assigned to a dual hydrologic group (AID, 8/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes.

Rating Options
Aggregation Method : Dominant Condition
USDA Natural Resources
~ Conservation Service
Web Soil Survey
National Cooperative Soil Survey

69.4%

30.6%
100.0%
7/27/2023

Page 3 ends

Hydrologic Soil Group-San Diego County Area, California !lill
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/27/2023

Page 4 ends

Nati·onal Flood Hazard Layer FIRMette FEMA
0 250 500 1,000 1,500
Feet
2,000 1:6,000
8ascmap Imagery So1m:ei !JSGS National Map 2023
Legend
SEE Fl!; AEPOJIT FOR DEfAllID LEGEND AND I EX !'IMP, FOIR iFiRM l'A'NEl. l.Jil'o\iT ~PEciAL f1.0QI)

HAZARD AREAS
OTH:E:R AREAS Of
fLOOD HAZARD
Wlitirloqi Bass-Hood 'Elevation (BF'E)
Zvho A. ~- .ol99
With ElF:E III lil1Bpth.la.,.4 AO, ,IH ,
F'legtllalo[}' FtooelWBf

0..2%, 1i11Jal Chance, Flood Hazard, Areas
t1f 1% a nu chance flood with avexag.0
dep.til less 111.an o.ne foot or wllfl , dra1na,;,e
-~r111as of MS than ooe square mlla /. ~
Rrture Co11dttlons :1~ An·nual
CilllllCB Flood Haz:a:lld 1<,..,, l
.Area w til Reduced Flood Risi! due to
levee . . See Notes, z,,, X
Are,ll With Flood Riskd l!e to le""" .l:M•D
No -smttli Area 111 nlmal Rlood Haiz.ard ~•n• ~
c:::::::::J Eltl!'CUve LOMRs
OTHER AREAS Area ilf Undet ermined Flood Harald &,,• o
G.ENERAiL ell.In e<I, Cvl..-cott, 0r Slo!lil So:wo:r
SffilJCfU RES 1 1 , 1 , Levee, Oik~, qr fl0 0dwr1U
CJOH Settio ni; willt 1·% nu Ch fltlt
OlH~Fl

FEATURES
W;i er S1:0-face• Et~•iitfo;n
t - - - t:q~,m,i Tf!!l\$@¢1
....., N._., S~Sie Flood E»evallon Urie l'~ I
= Limit of St1:1d)'
1ur1sllfl(;l1011 Botmlllary
--- --- Coil . I Tti'JM <:<lt Ba el "
F'ro Ile Ba,se 111a
1-l'r(lro~phl(; Fe~tl!rt:

N
MAP PANELS Unmapped +
o p!n dli;playoo oo lhe m._,jp Is an approximate
pomt selected lly the user and do.es not r~res,a:nt.
an a11itl'{lrltatl\-e property k>catlon.

This map compiles Yrith FEMA's standards Ol' ilH! use o dlgltal ilood .map!i I~ not 'l'c>ld: as descitbed be!ow.

The lla~ap shown complies wrl,h FEMA's basemap
accur1;1c:y standards
The fJood hail-ii rd ·In ormati on Is derived dlJBCJ y f.rom the authoritalille F'HL web sel'\llces ·provided by l'EMA, ms ma;p was eitpOil'led on 7 / 16/ 2M3 at 10:54 AM and d'oes no! reflect ohang~ or amendmenl!i subsequent lo this date and li'me. The FHL 11111l eff ecwre :informs 011 mar change or become superseded by new data over time,
Thi'S map ·ma.go is ,•oid it the -on or m ore, of tlte following map e'9men-ts do n<it appear: basemap-,lmagol')', 'll'ood zo11e labels, lc,gsnd, sca!e bar map creation dat<1,, comm un'lty identl ers, FIRM pall I m11mber, .and FIRM effectlv-e date. Map [mage:s for ijnmapp11d and 11nmodemlz.edl areas eannol be usod f.or regulat111y-pui-poses,
APPENDIX2
Existing Conditions Rational Method Computer Output
EXISTING 100-YEAR RATIONAL ANALYSIS SYSTEM 100
****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1509
Analysis prepared by:

FILE NAME: S100E100.DAT
TIME/DATE OF STUDY: 08:30 07/19/2023
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.600
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES:

MANNING

WIDTH CROSSFALL IN- I OUT-/PARK- HEIGHT WIDTH LIP
NO. (FT) (FT) SIDE I SIDE/ WAY (FT) (FT) (FT)
--------- ----------------- ====== ======
=======
1 30.0 20.0 0.018/0.018/0.020 0.67 1.50 0.0313
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth= 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint= 0.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
HIKE
(FT)

0.125
FACTOR
(n)

0.0150
**************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
INITIAL SUBAREA FLOW-LENGTH(FEET) 50.00
UPSTREAM ELEVATION(FEET) = 9.49
DOWNSTREAM ELEVATION(FEET) = 9.38
ELEVATION DIFFERENCE(FEET) = 0.11
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 3.207
WARNING: THE MINIMUM OVERLAND FLOW SLOPE, 0.5%, IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc 5-MINUTE.

SUBAREA RUNOFF(CFS) 0.55
TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.55
**************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 9.38 DOWNSTREAM(FEET)
CHANNEL LENGTH THRU SUBAREA(FEET) = 54.12 CHANNEL SLOPE CHANNEL BASE(FEET) 3.00 "Z" FACTOR= 50.000
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"

TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS)
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.)
AVERAGE FLOW DEPTH(FEET) 0.19 TRAVEL TIME(MIN.)
Tc(MIN.) = 3.65

4.75 2.04

0.44 8.94

0.0081
SUBAREA AREA(ACRES) 1.36 SUBAREA RUNOFF(CFS)

0.900

8.38 AREA-AVERAGE RUNOFF COEFFICIENT
TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) 8.94
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.25 FLOW VELOCITY(FEET/SEC.) 2.36
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 104.12 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 6.64 DOWNSTREAM(FEET) 5.81 FLOW LENGTH(FEET) = 166.76 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 5.06
ESTIMATED PIPE DIAMETER(INCH) 21.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 8.94
PIPE TRAVEL TIME(MIN.) =

LONGEST FLOWPATH FROM NODE

0.55 Tc(MIN.) =
100.00 TO NODE

4.20 103.00 270.88 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000

SOIL CLASSIFICATION

AREA-AVERAGE RUNOFF

SUBAREA AREA(ACRES)
TOTAL AREA(ACRES) =
TC(MIN.) = 4.20
IS "D"

COEFFICIENT

1.54 3.0
= 0.9000

SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =

9.49 18.43
**************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 5.81 DOWNSTREAM(FEET) 4.30 FLOW LENGTH(FEET) = 302.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 6.04
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 18.43
PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 5.03
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 572.88 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.822
PAVED SURFACE RUNOFF COEFFICIENT= .9000

SOIL CLASSIFICATION

AREA-AVERAGE RUNOFF

SUBAREA AREA(ACRES)
TOTAL AREA(ACRES) =
TC(MIN.) = 5.03
IS "D"

COEFFICIENT

1.02 4.0
= 0.9000

SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =

6.26 24.62
**************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.822
PAVED SURFACE RUNOFF COEFFICIENT= .9000

SOIL CLASSIFICATION

AREA-AVERAGE RUNOFF

SUBAREA AREA(ACRES)
TOTAL AREA(ACRES) =
TC(MIN.) = 5.03
IS "D"

COEFFICIENT

1.66 5.7
= 0.9000

SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =

10.19 34.81
**************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 105.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.822
PAVED SURFACE RUNOFF COEFFICIENT= .9000

SOIL CLASSIFICATION

AREA-AVERAGE RUNOFF

SUBAREA AREA(ACRES)
TOTAL AREA(ACRES) =
TC(MIN.) = 5.03
IS "D"

COEFFICIENT

1.80 7.5
= 0.9000

SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =

11.05 45.86
**************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 4.30 DOWNSTREAM(FEET)
FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 7.60
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 45.86

0.44 Tc(MIN.) = 5.47
1 3.31
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 772.88 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.464
PAVED SURFACE RUNOFF COEFFICIENT= .9000

SOIL CLASSIFICATION

AREA-AVERAGE RUNOFF

SUBAREA AREA(ACRES)
TOTAL AREA(ACRES) =
TC(MIN.) = 5.47
IS "D"

COEFFICIENT

0.79 8.3
= 0.9000

SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =

4.60 48.05
**************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) 5.47
RAINFALL INTENSITY(INCH/HR) = 6.46
TOTAL STREAM AREA(ACRES) = 8.26
PEAK FLOW RATE(CFS) AT CONFLUENCE= 48.05
**************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00
UPSTREAM ELEVATION(FEET) = 13.83
DOWNSTREAM ELEVATION(FEET) = 12.89
ELEVATION DIFFERENCE(FEET) = 0.94
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.)
100 YEAR RAINFALL INTENSITY(INCH/HOUR)

2.063

6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

SUBAREA RUNOFF(CFS) 0.55
TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.55
**************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 12.89 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 166.90 CHANNEL SLOPE CHANNEL BASE(FEET) 3.00 "Z" FACTOR= 50.000
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000

11.50 0.0083
SOIL CLASSIFICATION IS "D"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.)
AVERAGE FLOW DEPTH(FEET) 0.19 TRAVEL TIME(MIN.)
Tc(MIN.) = 3.42

5.02 2.05

1.36 SUBAREA AREA(ACRES) 1.45

AREA-AVERAGE RUNOFF COEFFICIENT

SUBAREA RUNOFF(CFS)

0.900
TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS)
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.25 FLOW VELOCITY(FEET/SEC.) 2.47

8.94 9.49
LONGEST FLOWPATH FROM NODE 107.00 TO NODE 109.00 = 216.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 8.57 DOWNSTREAM(FEET) 7.86 FLOW LENGTH(FEET) = 112.90 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 5.62
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 9.49
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 3.76
LONGEST FLOWPATH FROM NODE 107.00 TO NODE 110.00 329.80 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.9000
SUBAREA AREA(ACRES) 0.88 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 2.4 TOTAL RUNOFF(CFS) =
TC(MIN.) = 3.76

5.43 14.92
**************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 7.86 DOWNSTREAM(FEET) 7.05 FLOW LENGTH(FEET) = 130.10 MANNING'S N 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 6.22
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 14.92
PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 4.10
LONGEST FLOWPATH FROM NODE 107.00 TO NODE 111.00 459.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000

SOIL CLASSIFICATION

AREA-AVERAGE RUNOFF

SUBAREA AREA(ACRES)
TOTAL AREA(ACRES) =
TC(MIN.) = 4.10
IS "D"

COEFFICIENT

1.43 3.8
= 0.9000

SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =

8.82 23.74
**************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 113.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 7.05 DOWNSTREAM(FEET) 3.43 FLOW LENGTH(FEET) = 578.20 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 22.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 6.85
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 23.74

1.41 Tc(MIN.) = PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE 107.00 TO NODE

5.51 113.00 1038.10 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.433
PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.9000
SUBAREA AREA(ACRES) 1.99 SUBAREA RUNOFF(CFS) 11.52
TOTAL AREA(ACRES) = 5.8 TOTAL RUNOFF(CFS) 33.81
TC(MIN.) = 5.51
**************************************************************************** FLOW PROCESS FROM NODE 112. 00 TO NODE 112.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.433
PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.9000
SUBAREA AREA(ACRES) 4.49 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 10.3 TOTAL RUNOFF(CFS) =
TC(MIN.) = 5.51

26.00 59.81
**************************************************************************** FLOW PROCESS FROM NODE 113. 00 TO NODE 106.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 3.43 DOWNSTREAM(FEET)
FLOW LENGTH(FEET) = 529.50 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 8.72
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 59.81

1.01 Tc(MIN.) = 6.52
1 0.12
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE 107.00 TO NODE 106.00 1567.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 113. 00 TO NODE 106.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) 6.52
RAINFALL INTENSITY(INCH/HR) = 5.77
TOTAL STREAM AREA(ACRES) = 10.33
PEAK FLOW RATE(CFS) AT CONFLUENCE= 59.81
** CONFLUENCE DATA**

STREAM RUNOFF

NUMBER (CFS)
1 48.05
Tc
(MIN.)

5.47 INTENSITY
(INCH/HOUR)

6.464
AREA
(ACRE)

8.26 1
2 59.81 6.52 5.770 10.33

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE**

STREAM RUNOFF

NUMBER (CFS)
1 98.21
2 102.70
Tc
(MIN.)

5.47 6.52

INTENSITY
(INCH/HOUR)

6.464

5.770
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) 102.70 Tc(MIN.) = 6.52
TOTAL AREA(ACRES) = 18.6

LONGEST FLOWPATH FROM NODE
END OF STUDY SUMMARY:

TOTAL AREA(ACRES)

PEAK FLOW RATE(CFS)
107.00 TO NODE
18 . 6 TC (MIN. ) =
102.70

END OF RATIONAL METHOD ANALYSIS
106.00

6.52 1567.60 FEET.

EXISTING 100-YEAR RATIONAL ANALYSIS SYSTEM 200
****************************************************************************

FILE NAME: S200E200.DAT
TIME/DATE OF STUDY: 08:46 07/20/2023
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.600
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES:

MANNING

1. Relative Flow-Depth= 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint= 0.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
HIKE
(FT)

0.125
FACTOR
(n)

0.0150
**************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00
UPSTREAM ELEVATION(FEET) = 14.16
DOWNSTREAM ELEVATION(FEET) = 13.47
ELEVATION DIFFERENCE(FEET) = 0.69
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.)
100 YEAR RAINFALL INTENSITY(INCH/HOUR)

2.286

6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

SUBAREA RUNOFF(CFS) 1.23
TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.23
**************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 13.47 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 149.00 CHANNEL SLOPE CHANNEL BASE(FEET) 3.00 "Z" FACTOR= 50.000
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"

TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS)
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.)
AVERAGE FLOW DEPTH(FEET) 0.18 TRAVEL TIME(MIN.)
Tc(MIN.) = 3.25

5.58 2.58

0.96 11.47

0.0134
SUBAREA AREA(ACRES) 1.41 SUBAREA RUNOFF(CFS)

0.900

8.69 AREA-AVERAGE RUNOFF COEFFICIENT
TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) 9.93
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.23 FLOW VELOCITY(FEET/SEC.) 2.94
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 199.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 10.80 DOWNSTREAM(FEET) 10.29 FLOW LENGTH(FEET) = 147.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 4.55
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 9.93
PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 3.79
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 346.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.9000
SUBAREA AREA(ACRES) 2.70 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 4.3 TOTAL RUNOFF(CFS) =
TC(MIN.) = 3.79

16.65 26.57
**************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 10.29 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 228.10 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 5.76
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 26.57

0.66 Tc(MIN.) = 4.45
1 9.50
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 574.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.9000
SUBAREA AREA(ACRES) 2.75 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 7.1 TOTAL RUNOFF(CFS) =
TC(MIN.) = 4.45

16.95 43.53
**************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 9.50 DOWNSTREAM(FEET)
FLOW LENGTH(FEET) = 641.50 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 7.04
ESTIMATED PIPE DIAMETER(INCH) = 36.00
PIPE-FLOW(CFS) = 43.53

NUMBER OF PIPES

1.52 Tc(MIN.) =
1 6.61
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE 200.00 TO NODE

5.97 205.00 1215.60 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.112
PAVED SURFACE RUNOFF COEFFICIENT= .9000

SOIL CLASSIFICATION

AREA-AVERAGE RUNOFF

SUBAREA AREA(ACRES)
TOTAL AREA(ACRES) =
TC(MIN.) = 5.97
IS "D"

COEFFICIENT

2.43 9.5
= 0.9000

SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =

13.37 52.20
**************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 211.00 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) 5.97
RAINFALL INTENSITY(INCH/HR) = 6.11
TOTAL STREAM AREA(ACRES) = 9.49
PEAK FLOW RATE(CFS) AT CONFLUENCE= 52.20
**************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00
UPSTREAM ELEVATION(FEET) = 10.00
DOWNSTREAM ELEVATION(FEET) 8.80
ELEVATION DIFFERENCE(FEET) 1.20
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 1.901
100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

SUBAREA RUNOFF(CFS) 0.74
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.74
**************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 208.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 8.80 DOWNSTREAM(FEET)
CHANNEL LENGTH THRU SUBAREA(FEET) = 127.10 CHANNEL SLOPE CHANNEL BASE(FEET) 3.00 "Z" FACTOR= 50.000
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"

TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS)
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.)
AVERAGE FLOW DEPTH(FEET) 0.21 TRAVEL TIME(MIN.)
Tc(MIN.) = 3.30

4.32 1.51

1.40 8.30

0.0039
SUBAREA AREA(ACRES) 1.16 SUBAREA RUNOFF(CFS)

0.900

7.15 AREA-AVERAGE RUNOFF COEFFICIENT
TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) 7.89
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.27 FLOW VELOCITY(FEET/SEC.) 1.75
LONGEST FLOWPATH FROM NODE 206.00 TO NODE 208.00 = 177.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 209.00 TO NODE 209.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.9000
SUBAREA AREA(ACRES) 2.64 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 3.9 TOTAL RUNOFF(CFS) =
TC(MIN.) = 3.30

16.28 24.17
**************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 210.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 5.90 DOWNSTREAM(FEET) 2.96 FLOW LENGTH(FEET) = 345.50 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 7.89
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 24.17
PIPE TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 4.03
LONGEST FLOWPATH FROM NODE 206.00 TO NODE 210.00 522.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.9000
SUBAREA AREA(ACRES) 0.78 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 4.7 TOTAL RUNOFF(CFS) =
TC(MIN.) = 4.03

4.81 28.98
**************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.9000
SUBAREA AREA(ACRES) 3.65 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 8.4 TOTAL RUNOFF(CFS) =
TC(MIN.) = 4.03

22.50 51.48
**************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1 TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) 4.03
RAINFALL INTENSITY(INCH/HR) = 6.85
TOTAL STREAM AREA(ACRES) = 8.35
PEAK FLOW RATE(CFS) AT CONFLUENCE= 51.48
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 52.20 5.97 6.112 9.49
2 51.48 4.03 6.850 8.35

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 86.75 4.03 6.850
2 98.13 5.97 6.112
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =

LONGEST FLOWPATH FROM
END OF STUDY SUMMARY:

TOTAL AREA(ACRES)

PEAK FLOW RATE(CFS)
NODE

98.13 Tc (MIN.) =

17.8 200.00 TO NODE
1 7 . 8 TC (MIN. ) =

98.13 END OF RATIONAL METHOD ANALYSIS

5.97 211. 00

5.97 1215.60 FEET.

APPENDIX3
Proposed Conditions Rational Method Computer Output
PROPOSED 100-YEAR RATIONAL ANALYSIS SYSTEM 100
****************************************************************************

FILE NAME: S100D100.DAT
TIME/DATE OF STUDY: 13:38 07/27/2023
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.600
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES:

MANNING

1. Relative Flow-Depth= 0.10 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
HIKE
(FT)

0.167
FACTOR
(n)

0.0150
**************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00
UPSTREAM ELEVATION(FEET) = 14.63
DOWNSTREAM ELEVATION(FEET) = 13.70
ELEVATION DIFFERENCE(FEET) = 0.93
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 2.070
100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

SUBAREA RUNOFF(CFS) 0.43
TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.43
**************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 13.70 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 55.00 CHANNEL SLOPE CHANNEL BASE(FEET) 3.00 "Z" FACTOR= 50.000
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"

TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS)
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.)
AVERAGE FLOW DEPTH(FEET) 0.16 TRAVEL TIME(MIN.)
Tc(MIN.) = 2.63

3.02 1.63

0.56 13.35

0.0064
SUBAREA AREA(ACRES) 0.84 SUBAREA RUNOFF(CFS)

0.900

5.18 AREA-AVERAGE RUNOFF COEFFICIENT
TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) 5.61
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.21 FLOW VELOCITY(FEET/SEC.) 1.97
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 105.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 11.35 DOWNSTREAM(FEET) 8.85 FLOW LENGTH(FEET) = 392.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 4.99
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 5.61

1.31 Tc(MIN.) = PIPE TRAVEL TIME(MIN.)
LONGEST FLOWPATH FROM NODE 100.00 TO NODE

3.94 103.00 497.00 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

COMMERCIAL AREA RUNOFF COEFFICIENT= .8500

SOIL CLASSIFICATION

AREA-AVERAGE RUNOFF

SUBAREA AREA(ACRES)
TOTAL AREA(ACRES) =
TC(MIN.) = 3.94
IS "D"

COEFFICIENT

0.72 1.6
= 0.8779

SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =

4.19 9.80
**************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 103.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.8804
SUBAREA AREA(ACRES) 0.21 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 1.8 TOTAL RUNOFF(CFS) =
TC(MIN.) = 3.94

1.29 11.10
**************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 8.85 DOWNSTREAM(FEET)
FLOW LENGTH(FEET) = 256.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 7.04
ESTIMATED PIPE DIAMETER(INCH) = 21.00
PIPE-FLOW(CFS) = 11.10

NUMBER OF PIPES

0.61 Tc(MIN.) =
1 6.24
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE 100.00 TO NODE

4.55 105.00 753.00 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

COMMERCIAL AREA RUNOFF COEFFICIENT= .8500
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.8716
SUBAREA AREA(ACRES) 0.75 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 2.6 TOTAL RUNOFF(CFS) =
TC(MIN.) = 4.55

4.37 15.46
**************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 105.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.8832
SUBAREA AREA(ACRES) 1.78 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 4.4 TOTAL RUNOFF(CFS) =
TC(MIN.) = 4.55

10.97 26.44
**************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 105.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.8851
SUBAREA AREA(ACRES) 0.56 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 4.9 TOTAL RUNOFF(CFS) =
TC(MIN.) = 4.55

3.45 29.89
**************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 105.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.8857
SUBAREA AREA(ACRES) 0.21 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 5.1 TOTAL RUNOFF(CFS) =
TC(MIN.) = 4.55

1.29 31.19
**************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 109.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 6.24 DOWNSTREAM(FEET) 4.28 FLOW LENGTH(FEET) = 351.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 7.22
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 31.19

0.81 Tc(MIN.) = 5.36 PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 1104.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.550
COMMERCIAL AREA RUNOFF COEFFICIENT= .8500

SOIL CLASSIFICATION

AREA-AVERAGE RUNOFF

SUBAREA AREA(ACRES)
TOTAL AREA(ACRES) =
TC(MIN.) = 5.36
IS "D"

COEFFICIENT

1.32 6.5
= 0.8784

SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =

7.35 37.17
**************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 4.28 DOWNSTREAM(FEET) 3.60 FLOW LENGTH(FEET) 90.30 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.)

ESTIMATED PIPE DIAMETER(INCH)
PIPE-FLOW(CFS) = 37.17

8.42 33.00 NUMBER OF PIPES
PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) =
1 LONGEST FLOWPATH FROM NODE 100.00 TO NODE

5.54 110.00 1194.30 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) 5.54
RAINFALL INTENSITY(INCH/HR) = 6.41
TOTAL STREAM AREA(ACRES) = 6.46
PEAK FLOW RATE(CFS) AT CONFLUENCE= 37.17
**************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00
UPSTREAM ELEVATION(FEET) = 14.23
DOWNSTREAM ELEVATION(FEET) = 13.50
ELEVATION DIFFERENCE(FEET) = 0.73
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.)
100 YEAR RAINFALL INTENSITY(INCH/HOUR)

2.244

6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

SUBAREA RUNOFF(CFS) 0.37
TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.37
**************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 13.50 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 53.10 CHANNEL SLOPE CHANNEL BASE(FEET) 3.00 "Z" FACTOR= 50.000
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000

12.60 0.0169
SOIL CLASSIFICATION IS "D"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.)
AVERAGE FLOW DEPTH(FEET) 0.14 TRAVEL TIME(MIN.)
Tc(MIN.) = 2.59

3.70 2.58

0.34 SUBAREA AREA(ACRES) 1.08

AREA-AVERAGE RUNOFF COEFFICIENT

SUBAREA RUNOFF(CFS)

0.900
TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS)
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.19 FLOW VELOCITY(FEET/SEC.) 2.86

6.66 7.03
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 113.00 = 103.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 114.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 11.10 DOWNSTREAM(FEET) 8.44 FLOW LENGTH(FEET) = 468.50 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 4.94
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 7.03
PIPE TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 4.17
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 114.00 571.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

COMMERCIAL AREA RUNOFF COEFFICIENT= .8500
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.8782
SUBAREA AREA(ACRES) 0.88 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 2.0 TOTAL RUNOFF(CFS) =
TC(MIN.) = 4.17

5.12 12.15
**************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 110.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 7.31 DOWNSTREAM(FEET)
FLOW LENGTH(FEET) = 540.90 MANNING'S N 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 6.05
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 12.15

1.49 Tc(MIN.) = 5.66

3.60 1
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 110.00 1112.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 110.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.327
COMMERCIAL AREA RUNOFF COEFFICIENT= .8500

SOIL CLASSIFICATION

AREA-AVERAGE RUNOFF

SUBAREA AREA(ACRES)
TOTAL AREA(ACRES) =
TC(MIN.) = 5.66
IS "D"

COEFFICIENT

0.32 2.3
= 0.8744

SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =

1.72 12.94
**************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 110.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.327
COMMERCIAL AREA RUNOFF COEFFICIENT= .8500

SOIL CLASSIFICATION

AREA-AVERAGE RUNOFF

SUBAREA AREA(ACRES)
TOTAL AREA(ACRES) =
TC(MIN.) = 5.66
IS "D"

COEFFICIENT

0.26 2.6
= 0.8719

SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =

1.40 14.34
**************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 110.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.327
COMMERCIAL AREA RUNOFF COEFFICIENT= .8500

SOIL CLASSIFICATION

AREA-AVERAGE RUNOFF

SUBAREA AREA(ACRES)
TOTAL AREA(ACRES) =
TC(MIN.) = 5.66
IS "D"

COEFFICIENT

1.00 3.6
= 0.8658

SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =

5.38 19.72
**************************************************************************** FLOW PROCESS FROM NODE 118. 00 TO NODE 110.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.327
PAVED SURFACE RUNOFF COEFFICIENT= .9000

SOIL CLASSIFICATION

AREA-AVERAGE RUNOFF

SUBAREA AREA(ACRES)
TOTAL AREA(ACRES) =
TC(MIN.) = 5.66
IS "D"

COEFFICIENT

0.28 3.9
= 0.8683

SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =

1.59 21.31
**************************************************************************** FLOW PROCESS FROM NODE 119 . 0 0 TO NODE 110.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.327
PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.8706
SUBAREA AREA(ACRES) 0.30 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 4.2 TOTAL RUNOFF(CFS) =
TC(MIN.) = 5.66

1. 71

23.02 **************************************************************************** FLOW PROCESS FROM NODE 11 7 . 0 0 TO NODE 110 . 0 0 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) 5.66
RAINFALL INTENSITY(INCH/HR) = 6.33
TOTAL STREAM AREA(ACRES) = 4.18
PEAK FLOW RATE(CFS) AT CONFLUENCE= 23.02
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 37.17 5.54 6.413 6.46
2 23.02 5.66 6.327 4.18

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
1 ** PEAK FLOW RATE TABLE**
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 59. 71 5.54 6.413
2 59.69 5.66 6.327
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) 59.71 Tc(MIN.) =
TOTAL AREA(ACRES) = 10.6
LONGEST FLOWPATH FROM NODE 100.00 TO NODE

5.54 110.00 1194.30 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 110. 00 TO NODE 120.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 3.60 DOWNSTREAM(FEET) 1.46 FLOW LENGTH(FEET) = 433.30 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 8.06
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 59.71
PIPE TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) =
LONGEST FLOWPATH FROM NODE 100.00 TO NODE

6.43 120.00 1627.60 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.822
COMMERCIAL AREA RUNOFF COEFFICIENT= .8500
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.8739
SUBAREA AREA(ACRES) 0.63 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 11.3 TOTAL RUNOFF(CFS)
TC(MIN.) = 6.43
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE

3.12 59. 71
**************************************************************************** FLOW PROCESS FROM NODE 110. 00 TO NODE 120.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.822
COMMERCIAL AREA RUNOFF COEFFICIENT= .8500
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8731
SUBAREA AREA(ACRES) 0.40 SUBAREA RUNOFF(CFS) 1.98
TOTAL AREA(ACRES) = 11.7 TOTAL RUNOFF(CFS) 59.71
TC(MIN.) = 6.43
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) 6.43
RAINFALL INTENSITY(INCH/HR) = 5.82
TOTAL STREAM AREA(ACRES) = 11.67
PEAK FLOW RATE(CFS) AT CONFLUENCE= 59.71
**************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00
UPSTREAM ELEVATION(FEET) = 11.00
DOWNSTREAM ELEVATION(FEET) = 10.75
ELEVATION DIFFERENCE(FEET) = 0.25
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 3.207
WARNING: THE MINIMUM OVERLAND FLOW SLOPE, 0.5%, IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc 5-MINUTE.

SUBAREA RUNOFF(CFS) 0.92
TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.92
**************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 10.75 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 99.00 CHANNEL SLOPE CHANNEL BASE(FEET) 3.00 "Z" FACTOR= 50.000
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850

10.17 0.0059
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"

TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS)
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.)
AVERAGE FLOW DEPTH(FEET) 0.13 TRAVEL TIME(MIN.)
Tc(MIN.) = 4.39

1.82 1.39

1.19 SUBAREA AREA(ACRES) 0.29

AREA-AVERAGE RUNOFF COEFFICIENT

SUBAREA RUNOFF(CFS)

0.900
TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS)
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.)

1.79 2.71
LONGEST FLOWPATH FROM NODE 121.00 TO NODE

1.49 123.00 = 149.00 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 123.00 TO NODE 124.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

VEGETATED SLOPES (FLAT) RUNOFF COEFFICIENT= .4500
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.7643
SUBAREA AREA(ACRES) 0.19 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) =
TC(MIN.) = 4.39

0.59 3.30
**************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 125.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 7.34 DOWNSTREAM(FEET)
FLOW LENGTH(FEET) = 124.10 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 4.29
ESTIMATED PIPE DIAMETER(INCH) = 18.00
PIPE-FLOW(CFS) = 3.30

NUMBER OF PIPES

0.48 Tc(MIN.) =
1 6.59
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE 121.00 TO NODE

4.88 125.00 273.10 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

VEGETATED SLOPES (FLAT) RUNOFF COEFFICIENT= .4500
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.6520
SUBAREA AREA(ACRES) 0.35
TOTAL AREA(ACRES) = 1.0
TC(MIN.) = 4.88

SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =

1.08 4.38
**************************************************************************** FLOW PROCESS FROM NODE 126.00 TO NODE 125.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.7509
SUBAREA AREA(ACRES) 0.65 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) =
TC(MIN.) = 4.88

4.01 8.38
**************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 125.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000

SOIL CLASSIFICATION

AREA-AVERAGE RUNOFF

SUBAREA AREA(ACRES)
TOTAL AREA(ACRES) =
TC(MIN.) = 4.88
IS "D"

COEFFICIENT

1.19 2.8
= 0.8138

SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =

7.34 15.72
**************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 120.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 6.59 DOWNSTREAM(FEET) 1.46 FLOW LENGTH(FEET) 219.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 10.52
ESTIMATED PIPE DIAMETER(INCH) 21.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 15.72
PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 5.22
LONGEST FLOWPATH FROM NODE 121.00 TO NODE 120.00 492.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 120.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) 5.22
RAINFALL INTENSITY(INCH/HR) = 6.66
TOTAL STREAM AREA(ACRES) = 2.82
PEAK FLOW RATE(CFS) AT CONFLUENCE= 15.72
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 59. 71 6.43 5.822 11. 67
2 15. 72 5.22 6.661 2.82

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 67.92 5.22 6.661
2 73.45 6.43 5.822
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) 73.45 Tc (MIN.) = 6.43
TOTAL AREA(ACRES) = 14.5
1 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 1627.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 128.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1.46 DOWNSTREAM(FEET) 0.45 FLOW LENGTH(FEET) = 264.70 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 7.72
ESTIMATED PIPE DIAMETER(INCH) 48.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 73.45

0.57 Tc(MIN.) = PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE 100.00 TO NODE

7.00 128.00 1892.30 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 129.00 TO NODE 128.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.511
COMMERCIAL AREA RUNOFF COEFFICIENT= .8500
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.8594
SUBAREA AREA(ACRES) 3.25 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 17.7 TOTAL RUNOFF(CFS) =
TC(MIN.) = 7.00

15.23 84.03
**************************************************************************** FLOW PROCESS FROM NODE 128.00 TO NODE 130.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1.00 DOWNSTREAM(FEET)
FLOW LENGTH(FEET) = 109.60 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 10.17
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 84.03

0.18 Tc(MIN.) = 7.18
1 0.16
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 2001.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 128.00 TO NODE 130.00 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) 7.18
RAINFALL INTENSITY(INCH/HR) = 5.42
TOTAL STREAM AREA(ACRES) = 17.74
PEAK FLOW RATE(CFS) AT CONFLUENCE= 84.03
**************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00
UPSTREAM ELEVATION(FEET) = 13.73
DOWNSTREAM ELEVATION(FEET) = 13.00
ELEVATION DIFFERENCE(FEET) = 0.73
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.)
100 YEAR RAINFALL INTENSITY(INCH/HOUR)

2.244

6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

SUBAREA RUNOFF(CFS) 0.37
TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.37
**************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 133.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 13.00 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 407.00 CHANNEL SLOPE CHANNEL BASE(FEET) 3.00 "Z" FACTOR= 50.000
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.493
PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"

TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS)
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.)
AVERAGE FLOW DEPTH(FEET) 0.19 TRAVEL TIME(MIN.)
Tc(MIN.) = 7.04

3.29 1.41

4.80 11.40

0.0039
SUBAREA AREA(ACRES) 1.16 SUBAREA RUNOFF(CFS)

0.900

5.73 AREA-AVERAGE RUNOFF COEFFICIENT
TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) 6.03
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.24 FLOW VELOCITY(FEET/SEC.) 1.66
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 133.00 = 457.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 133.00 TO NODE 134.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 8.60 DOWNSTREAM(FEET)
FLOW LENGTH(FEET) = 132.20 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.10

4.60 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 6.03
PIPE TRAVEL TIME(MIN.) =

LONGEST FLOWPATH FROM NODE

0.24 Tc(MIN.) =
130.00 TO NODE

7.28 134.00 589.20 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 134.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.374
COMMERCIAL AREA RUNOFF COEFFICIENT= .8500

SOIL CLASSIFICATION

AREA-AVERAGE RUNOFF

SUBAREA AREA(ACRES)
TOTAL AREA(ACRES) =
TC(MIN.) = 7.28
IS "D"

COEFFICIENT

4.27 5.5
= 0.8611

SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =

19.51 25.41
**************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 134.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) 7.28
RAINFALL INTENSITY(INCH/HR) = 5.37
TOTAL STREAM AREA(ACRES) = 5.49
PEAK FLOW RATE(CFS) AT CONFLUENCE= 25.41
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 84.03 7.18 5.422 17.74
2 25.41 7.28 5.374 5.49

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 109.09 7.18 5.422
2 108.69 7.28 5.374
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) 109.09 Tc (MIN.) = 7.18
TOTAL AREA(ACRES) = 23.2
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 134.00
1 2001.90 FEET.

END OF STUDY SUMMARY:

TOTAL AREA(ACRES)

PEAK FLOW RATE(CFS)

23.2 TC(MIN.) =
109.09

END OF RATIONAL METHOD ANALYSIS

7.18 PROPOSED 100-YEAR RATIONAL ANALYSIS SYSTEM 200
****************************************************************************

FILE NAME: S200D200.DAT
TIME/DATE OF STUDY: 13:41 07/27/2023
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.600
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES:

MANNING

1. Relative Flow-Depth= 0.10 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
HIKE
(FT)

0.167
FACTOR
(n)

0.0150
**************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00
UPSTREAM ELEVATION(FEET) = 14.63
DOWNSTREAM ELEVATION(FEET) = 14.00
ELEVATION DIFFERENCE(FEET) = 0.63
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) 2.357
100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

SUBAREA RUNOFF(CFS) 0.62
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.62
**************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 14.00 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 64.20 CHANNEL SLOPE CHANNEL BASE(FEET) 3.00 "Z" FACTOR= 50.000
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"

TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS)
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.)
AVERAGE FLOW DEPTH(FEET) 0.19 TRAVEL TIME(MIN.)
Tc(MIN.) = 2.77

6.29 2.56

0.42 13.20

0.0125
SUBAREA AREA(ACRES) 1.84 SUBAREA RUNOFF(CFS)

0.900

11.34 AREA-AVERAGE RUNOFF COEFFICIENT
TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) 11.96
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.25 FLOW VELOCITY(FEET/SEC.) 2.99
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 114.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 11.70 DOWNSTREAM(FEET) 7.30 FLOW LENGTH(FEET) = 503.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 6.71
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 11.96

1.25 Tc(MIN.) = PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE 200.00 TO NODE

4.02 203.00 617.20 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 203.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000

SOIL CLASSIFICATION

AREA-AVERAGE RUNOFF

SUBAREA AREA(ACRES)
TOTAL AREA(ACRES) =
TC(MIN.) = 4.02
IS "D"

COEFFICIENT

0.32 2.3
= 0.9000

SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =

1.97 13.93
**************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 203.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.9000
SUBAREA AREA(ACRES) 0.17 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 2.4 TOTAL RUNOFF(CFS) =
TC(MIN.) = 4.02

1.05 14.98
**************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 206.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 7.32 DOWNSTREAM(FEET)
FLOW LENGTH(FEET) = 151.10 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 7.94
ESTIMATED PIPE DIAMETER(INCH) = 21.00
PIPE-FLOW(CFS) = 14.98

NUMBER OF PIPES

0.32 Tc(MIN.) =
1 5.51
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE 200.00 TO NODE

4.34 206.00 768.30 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 206.00 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) 4.34
RAINFALL INTENSITY(INCH/HR) = 6.85
TOTAL STREAM AREA(ACRES) = 2.43
PEAK FLOW RATE(CFS) AT CONFLUENCE= 14.98
**************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 208.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00
UPSTREAM ELEVATION(FEET) = 14.50
DOWNSTREAM ELEVATION(FEET) = 14.20
ELEVATION DIFFERENCE(FEET) = 0.30
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.)
100 YEAR RAINFALL INTENSITY(INCH/HOUR)

3.018

6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

SUBAREA RUNOFF(CFS) 2.16
TOTAL AREA(ACRES) = 0.35 TOTAL RUNOFF(CFS) = 2.16
**************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 209.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 14.20 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 205.00 CHANNEL SLOPE CHANNEL BASE(FEET) 3.00 "Z" FACTOR= 50.000
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 5.95
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 2.60 AVERAGE FLOW DEPTH(FEET) 0.19 TRAVEL TIME(MIN.) 1.31
Tc(MIN.) = 4.33

11.30 0.0141
SUBAREA AREA(ACRES) = 1.23 SUBAREA RUNOFF(CFS) 7.58
AREA-AVERAGE RUNOFF COEFFICIENT 0.900
TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) 9.74
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.23 FLOW VELOCITY(FEET/SEC.) 3.01
LONGEST FLOWPATH FROM NODE 207.00 TO NODE 209.00 = 255.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 209.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.9000
SUBAREA AREA(ACRES) 0.13 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 1.7 TOTAL RUNOFF(CFS) =
TC(MIN.) = 4.33

0.80 10.54
**************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 209.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

COMMERCIAL AREA RUNOFF COEFFICIENT= .8500

SOIL CLASSIFICATION

AREA-AVERAGE RUNOFF

SUBAREA AREA(ACRES)
TOTAL AREA(ACRES) =
TC(MIN.) = 4.33
IS "D"

COEFFICIENT

0.46 2.2
= 0.8894

SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =

2.68 13.22
**************************************************************************** FLOW PROCESS FROM NODE 209.00 TO NODE 206.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 6.10 DOWNSTREAM(FEET) 5.50 FLOW LENGTH(FEET) = 79.80 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 6.35
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 13.22
PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 4.54
LONGEST FLOWPATH FROM NODE 207.00 TO NODE 206.00 334.80 FEET. **************************************************************************** FLOW PROCESS FROM NODE 209.00 TO NODE 206.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) 4.54
RAINFALL INTENSITY(INCH/HR) = 6.85
TOTAL STREAM AREA(ACRES) = 2.17
PEAK FLOW RATE(CFS) AT CONFLUENCE= 13.22
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 14.98 4.34 6.850 2.43
2 13.22 4.54 6.850 2.17

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 27.62 4.34 6.850
2 28.20 4.54 6.850
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) 28.20 Tc (MIN.) = 4.54
TOTAL AREA(ACRES) = 4.6
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00
1 768.30 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 212.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 5.50 DOWNSTREAM(FEET)
FLOW LENGTH(FEET) = 286.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 6.72
ESTIMATED PIPE DIAMETER(INCH) = 33.00
PIPE-FLOW(CFS) = 28.20

NUMBER OF PIPES

0.71 Tc(MIN.) =
1 4.10
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE 200.00 TO NODE

5.25 212.00 1054.30 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.638
PAVED SURFACE RUNOFF COEFFICIENT= .9000

SOIL CLASSIFICATION

AREA-AVERAGE RUNOFF

SUBAREA AREA(ACRES)
TOTAL AREA(ACRES) =
TC(MIN.) = 5.25
IS "D"

COEFFICIENT

0.97 5.6
= 0.8959

SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =

5.79 33.12
**************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 4.10 DOWNSTREAM(FEET)
FLOW LENGTH(FEET) = 62.30 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 6.84
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 33.12

0.15 Tc(MIN.) =
1 3.80
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE 200.00 TO NODE

5.40 213.00 1116.60 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) 5.40
RAINFALL INTENSITY(INCH/HR) = 6.52
TOTAL STREAM AREA(ACRES) = 5.57
PEAK FLOW RATE(CFS) AT CONFLUENCE= 33.12
**************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 215.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
COMMERCIAL AREA RUNOFF COEFFICIENT= .8500
SOIL CLASSIFICATION IS "D"
INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00
UPSTREAM ELEVATION(FEET) = 14.22
DOWNSTREAM ELEVATION(FEET) = 13.93
ELEVATION DIFFERENCE(FEET) = 0.29
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.)
100 YEAR RAINFALL INTENSITY(INCH/HOUR)

3.815

6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

SUBAREA RUNOFF(CFS) 0.70
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.70
**************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 216.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 13.90 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 40.90 CHANNEL SLOPE CHANNEL BASE(FEET) 3.00 "Z" FACTOR= 50.000
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

COMMERCIAL AREA RUNOFF COEFFICIENT= .8500
SOIL CLASSIFICATION IS "D"

TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS)
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.)
AVERAGE FLOW DEPTH(FEET) 0.14 TRAVEL TIME(MIN.)
Tc(MIN.) = 4.25

2.21 1.58

0.43 13.60

0.0073
SUBAREA AREA(ACRES) 0.52 SUBAREA RUNOFF(CFS)

0.850

3.03 AREA-AVERAGE RUNOFF COEFFICIENT
TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) 3.73
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.17 FLOW VELOCITY(FEET/SEC.) 1.86
LONGEST FLOWPATH FROM NODE 214.00 TO NODE 216.00 = 90.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 217.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 8.20 DOWNSTREAM(FEET)
FLOW LENGTH(FEET) = 186.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 4.40
ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 3.73
1 7.10
PIPE TRAVEL TIME(MIN.) =

LONGEST FLOWPATH FROM NODE

0.71 Tc(MIN.) =
214.00 TO NODE

4.95 217.00 276.90 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

COMMERCIAL AREA RUNOFF COEFFICIENT= .8500

SOIL CLASSIFICATION

AREA-AVERAGE RUNOFF

SUBAREA AREA(ACRES)
TOTAL AREA(ACRES) =
TC(MIN.) = 4.95
IS "D"

COEFFICIENT

1.22 1.9
= 0.8500

SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =

7.10 10.83
**************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 218.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 7.10 DOWNSTREAM(FEET) 6.10 FLOW LENGTH(FEET) = 186.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 5.36
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 10.83
PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 5.53
LONGEST FLOWPATH FROM NODE 214.00 TO NODE 218.00 462.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 218.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.418
COMMERCIAL AREA RUNOFF COEFFICIENT= .8500

SOIL CLASSIFICATION

AREA-AVERAGE RUNOFF

SUBAREA AREA(ACRES)
TOTAL AREA(ACRES) =
TC(MIN.) = 5.53
IS "D"

COEFFICIENT

0.47 2.3
= 0.8500

SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =

2.56 12.71
**************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 213.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 6.10 DOWNSTREAM(FEET)
FLOW LENGTH(FEET) = 144.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 8.35
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 12.71
PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) =
LONGEST FLOWPATH FROM NODE 214.00 TO NODE

5.82 213.00

3.80 1
606.90 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 213.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) 5.82
RAINFALL INTENSITY(INCH/HR) = 6.21
TOTAL STREAM AREA(ACRES) = 2.33
PEAK FLOW RATE(CFS) AT CONFLUENCE= 12.71
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 33.12 5.40 6.517 5.57
2 12. 71 5.82 6.212 2.33

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 44. 92 5.40 6.517
2 44.28 5.82 6.212
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) 44.92 Tc (MIN.) = 5.40
TOTAL AREA(ACRES) = 7.9
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 213.00
1 1116.60 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 219.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 3.80 DOWNSTREAM(FEET) 2.50 FLOW LENGTH(FEET) = 257.80 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 7.44
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 44.92
PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 5.98
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 219.00 1374.40 FEET. **************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 219.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.104
COMMERCIAL AREA RUNOFF COEFFICIENT= .8500

SOIL CLASSIFICATION

AREA-AVERAGE RUNOFF

SUBAREA AREA(ACRES)
TOTAL AREA(ACRES) =
TC(MIN.) = 5.98
IS "D"

COEFFICIENT

1.35 9.3
= 0.8776

SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =

7.00 49.55
**************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 220.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 2.50 DOWNSTREAM(FEET) 1.80 FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 8.21
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 49.55
PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 6.21
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 220.00 1488.40 FEET. **************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 220.00 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 6.21
RAINFALL INTENSITY(INCH/HR) = 5.96
TOTAL STREAM AREA(ACRES) = 9.25
PEAK FLOW RATE(CFS) AT CONFLUENCE= 49.55
**************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00
UPSTREAM ELEVATION(FEET) = 14.90
DOWNSTREAM ELEVATION(FEET) = 11.50
ELEVATION DIFFERENCE(FEET) = 3.40
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.)
100 YEAR RAINFALL INTENSITY(INCH/HOUR)

1.344

6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

SUBAREA RUNOFF(CFS) 0.37
TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.37
**************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 223.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 11.60 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 106.60 CHANNEL SLOPE CHANNEL BASE(FEET) 3.00 "Z" FACTOR= 50.000
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"

TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS)
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.)
AVERAGE FLOW DEPTH(FEET) 0.12 TRAVEL TIME(MIN.)
Tc(MIN.) = 2.31

1.91 1.84

0.97 10.20

0.0131
SUBAREA AREA(ACRES) 0.50 SUBAREA RUNOFF(CFS)

0.900

3.08 AREA-AVERAGE RUNOFF COEFFICIENT
TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS)
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.)
LONGEST FLOWPATH FROM NODE 221.00 TO NODE

2.25 223.00 =

3.45 156.60 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 224.00 TO NODE 225.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.9000
SUBAREA AREA(ACRES) 0.53 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 1.1 TOTAL RUNOFF(CFS) =
TC(MIN.) = 2.31

3.27 6.72
**************************************************************************** FLOW PROCESS FROM NODE 223.00 TO NODE 225.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

VEGETATED SLOPES (FLAT) RUNOFF COEFFICIENT= .4500
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.8216
SUBAREA AREA(ACRES) 0.23
TOTAL AREA(ACRES) = 1.3
TC(MIN.) = 2.31

SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =

0.71 7.43
**************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 226.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 7.20 DOWNSTREAM(FEET) 6.20 FLOW LENGTH(FEET) = 158.70 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 5.21
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 7.43
PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 2.82
LONGEST FLOWPATH FROM NODE 221.00 TO NODE 226.00 315.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 227.00 TO NODE 226.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.8447
SUBAREA AREA(ACRES) 0.55 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 1.9 TOTAL RUNOFF(CFS) =
TC(MIN.) = 2.82

3.39 10.82
**************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 226.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

VEGETATED SLOPES (FLAT) RUNOFF COEFFICIENT= .4500
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.8065
SUBAREA AREA(ACRES) 0.20 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 2.1 TOTAL RUNOFF(CFS) =
TC(MIN.) = 2.82

0.62 11.44
**************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 220.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 6.20 DOWNSTREAM(FEET) 1.80 FLOW LENGTH(FEET) = 181.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 9.82
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 11.44

0.31 Tc(MIN.) = PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE 221.00 TO NODE

3.12 220.00 496.30 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 228.00 TO NODE 220.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.8200

SUBAREA AREA(ACRES)
TOTAL AREA(ACRES) =
TC(MIN.) = 3.12

0.35 SUBAREA RUNOFF(CFS) =

2.4 TOTAL RUNOFF(CFS) =

2.16 13.59
**************************************************************************** FLOW PROCESS FROM NODE 229.00 TO NODE 220.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

VEGETATED SLOPES (FLAT) RUNOFF COEFFICIENT= .4500
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.8026
SUBAREA AREA(ACRES) 0.12
TOTAL AREA(ACRES) = 2.5
TC(MIN.) = 3.12

SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =

0.37 13.96
**************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 220.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) 3.12
RAINFALL INTENSITY(INCH/HR) = 6.85
TOTAL STREAM AREA(ACRES) = 2.54
PEAK FLOW RATE(CFS) AT CONFLUENCE= 13.96
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 49.55 6.21 5.956 9.25
2 13.96 3.12 6.850 2.54

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 57.04 3.12 6.850
2 61. 69 6.21 5.956
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) 61. 69 Tc (MIN.) = 6.21
TOTAL AREA(ACRES) = 11.8
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 220.00
1 1488.40 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1.80 DOWNSTREAM(FEET) 1.00 FLOW LENGTH(FEET) = 59.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 11.94
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 61.69
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 6.29
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 230.00 1547.40 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) 6.29
RAINFALL INTENSITY(INCH/HR) = 5.91
TOTAL STREAM AREA(ACRES) = 11.79
PEAK FLOW RATE(CFS) AT CONFLUENCE= 61.69
**************************************************************************** FLOW PROCESS FROM NODE 231.00 TO NODE 232.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"
INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00
UPSTREAM ELEVATION(FEET) = 15.40
DOWNSTREAM ELEVATION(FEET) = 15.00
ELEVATION DIFFERENCE(FEET) = 0.40
URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.)
100 YEAR RAINFALL INTENSITY(INCH/HOUR)

2.742

6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.

SUBAREA RUNOFF(CFS) 0.55
TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.55
**************************************************************************** FLOW PROCESS FROM NODE 232.00 TO NODE 233.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 15.00 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 299.50 CHANNEL SLOPE CHANNEL BASE(FEET) 3.00 "Z" FACTOR= 50.000
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.727
PAVED SURFACE RUNOFF COEFFICIENT= .9000
SOIL CLASSIFICATION IS "D"

TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS)
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.)
AVERAGE FLOW DEPTH(FEET) 0.13 TRAVEL TIME(MIN.)
Tc(MIN.) = 5.14

2.46 2.08

2.40 11.10

0.0130
SUBAREA AREA(ACRES) 0.64 SUBAREA RUNOFF(CFS)

0.900

3.87 AREA-AVERAGE RUNOFF COEFFICIENT
TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) 4.42
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.)
LONGEST FLOWPATH FROM NODE 231.00 TO NODE

2.38 233.00 = 349.50 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 233.00 TO NODE 234.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.727
COMMERCIAL AREA RUNOFF COEFFICIENT= .8500

SOIL CLASSIFICATION

AREA-AVERAGE RUNOFF

SUBAREA AREA(ACRES)
TOTAL AREA(ACRES) =
TC(MIN.) = 5.14
IS "D"

COEFFICIENT

0.10 0.8
= 0.8940

SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =

0.57 4.99
**************************************************************************** FLOW PROCESS FROM NODE 234.00 TO NODE 235.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.727
COMMERCIAL AREA RUNOFF COEFFICIENT= .8500
SOIL CLASSIFICATION IS "D"
AREA-AVERAGE RUNOFF COEFFICIENT= 0.8757
SUBAREA AREA(ACRES) 0.59 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) =
TC(MIN.) = 5.14

3.37 8.36
**************************************************************************** FLOW PROCESS FROM NODE 235.00 TO NODE 230.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) 5.14
RAINFALL INTENSITY(INCH/HR) = 6.73
TOTAL STREAM AREA(ACRES) = 1.42
PEAK FLOW RATE(CFS) AT CONFLUENCE= 8.36
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 61. 69 6.29 5.905 11. 79
2 8.36 5.14 6. 727 1.42

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 62.52 5.14 6. 727
2 69.03 6.29 5.905
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =

LONGEST FLOWPATH FROM
END OF STUDY SUMMARY:

TOTAL AREA(ACRES)

PEAK FLOW RATE(CFS)
NODE

69.03 Tc (MIN.) =

13.2 200.00 TO NODE
13 . 2 TC (MIN. ) =

69.03 END OF RATIONAL METHOD ANALYSIS

6.29 230.00

6.29 1
1547.40 FEET.

APPENDIX4
Hydraulic Calculations
To be completed during Final Engineering
APPENDIX5
Drainage Exhibits
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PROPOSED DRAINAGE EXH/BfT
EXH/BfTB

Chula Vista City CouncilNovember 18, 2025

Chula Vista City Council
November 18, 2025