Exhibit_F_-_HYDROLOGY_AND_HYDRAULIC_ANALYSIS_FOR_CRAWFORD_CANYON_PARK_DATED_11-05-2021.pdf

HYDROLOGY AND

HYDRAULIC ANALYSIS

FOR

CRAWFORD CANYON PARK

(GRADING PERMIT NO. GRD20-0166)

S. CRAWFORD CANYON ROAD

& NEWPORT BLVD

City of Tustin

County of Orange, California November 5, 2021

Prepared for:

OC PARKS

OC Public Works

300 N. Flower Street Santa Ana, CA 92703-5000

Prepared by:

Hunsaker & Associate Irvine, Inc.

3 Hughes Irvine, CA 92618 (949)583-1010

HYDROLOGY AND HYDRAULIC

ANALYSIS

FOR

CRAWFORD CANYON PARK

(GRADING PERMIT NO. GRD20-0166)

S. CRAWFORD CANYON ROAD

& NEWPORT BLVD

City of Tustin

County of Orange

November 5, 2021

PREPARED UNDER THE SUPERVISION OF:

11/05/2021 Jianhua “Gary” Guan, R.C.E. 64519, Exp. 06/30/23 Date:

TABLE OF CONTENTS

SECTION TITLE

1 INTRODUCTION

A. PROJECT LOCATION

B. STUDY PURPOSE

C. DISCUSSION

D. HYDROLOGY METHODOLOGY

E. HYDROLOGY STUDY RESULTS

F. CONCLUSIONS

G. WATER QUALITY MANAGEMENT PLAN REPORT

2 EXISTING CONDITION HYDROLOGY

CALCULATIONS & MAP

A. 2-YEAR STORM

B. 25-YEAR STORM

C. 100-YEAR STORM

3 PROPOSED CONDITION HYDROLOGY

CALCULATIONS & MAP

A. 2-YEAR STORM

B. 25-YEAR STORM

C. 100-YEAR STORM

4 CATCH BASIN AND HYDRAULIC

CALCULATIONS

A. CATCH BASIN CALCULATIONS

B. WSPG HYDRAULIC CALCULATIONS

5 REDUCED SCALE 11X17 PLANS

6 REFERENCES

A. HYDROLOGIC SOILS GROUP MAP – PLATE B

B. CRAWFORD CANYON ROAD DRAINAGE

IMPROVEMENTS AND CONSTRUCTION PHASE 1

SECTION I

INTRODUCTION

A. PROJECT LOCATION

The project site is located on the northwest corner of Newport Avenue and Crawford Canyon Road in the City of Tustin. The site is bound by Newport Avenue on the south, existing single family residences on the north and west, and Crawford Canyon Road on the east. The general location of the project site can be found blow.

B. STUDY PURPOSE

The purpose of this preliminary hydrology study is to determine the flow rates produced by the site in its existing and proposed conditions for comparisons. It will also serve as the basis for analyzing and designing the proposed development’s required storm drain system. This report has been extended to perform the off-site hydrology analysis for the existing storm drain systems within the project site.

As part of the report, the 2-year, 25- and 100-year storm events for both existing and proposed conditions were analyzed. In addition, water quality BMPs are provided to ensure all flows will be treated prior to release into the existing storm drain systems downstream.

C. DISCUSSION

Existing Condition:

The project site in the size of approximate 3.9 acre is located on the northwest corner of Newport Avenue and Crawford Canyon Road in the City of Tustin. Currently, the project site is a public park with paved areas, concrete channels, scattered trees and vegetation.

There are existing storm drain systems within the project site. The existing storm drain systems convey the offsite runoffs from the north and east existing single family residential developments.

There is an existing 30” storm drain and 36” storm drain at the northeast corner of the project for the off-site flows. There is an existing 48” pipe after the confluence of the existing 30” and 36” pipes. The 48” storm drains discharge into an existing energy dissipater and ultimately into the existing trapezoidal earthen/concrete channel. The existing trapezoidal channel joins an existing 42” RCP at the southwest corner of the project and ultimately discharges into an existing 60-inch RCP along Newport Boulevard.

Majority of runoffs within the project site, including west half of Crawford Canyon Road sheet flows from east to west into a depressed area downstream where flows are collected and conveyed into the on-site trapezoidal channel.

Existing concrete v-ditches are located along the southern boundary along Newport Blvd to collect and convey the flows within the project site and are discharged into the existing trapezoidal channel downstream via a concrete down drain.

Refer to Exhibit 1 for off-site hydrology map and Exhibit 2 for on-site hydrology map for detailed drainage facilities

Proposed Condition:

The park improvements will consist of the following:

· New asphalt-concrete parking lot

· New storm water basin

· 8-foot wide walkways

· 5-foot wide trails

· Picnic tables and benches

· Exercise station

· Pedestrian bridges

· Various play areas

· Retaining wall in order to create a level area for the new parking lot

The proposed project drainage pattern remains the same as the existing condition. The off-site hydrology studies remain the same without any changes.

An inlet is proposed for the concrete down drain at the northeastern corner of the project and will be proposed to join the existing 30-inch RCP underneath. A 16-Ft wide turf block access road will be proposed for the existing 48” pipe.

The majority of the on-site runoffs will be collected and conveyed by a meandering natural creek swale, which traverses the park site from east to west. A Bioretention basin is proposed at the end of the swale for water quality treatments. The storm runoffs from the Bioretention basin discharge to the existing trapezoidal channel.

A catch basin and Filterra unit are proposed at the entrance to the parking lot. The storm drain system is proposed to join the existing trapezoidal channel which discharges into by an existing 42-inch RCP and ultimately into an existing 60-inch RCP along Newport Boulevard

Refer to Exhibit 3 for on-site hydrology map and the proposed drainage systems.

D. HYDROLOGY METHODOLOGY

The rational method was used to calculate the design discharge for the local drainage areas since the watershed area to the proposed storm drain systems is less than one square mile.

Hydrologic calculations to determine the 2-, 25- and 100-year discharges at critical locations throughout the project site were performed using the Orange County Rational Method. A technical description of the rational method is provided in the Orange County Hydrology Manual dated October, 1986. The Rational Method is an empirical computation procedure for developing a peak runoff rate (discharge) for small watersheds for storms of a specified recurrence interval. The rational method equation is based on the assumption that the peak flow rate is directly proportional to the drainage area, rainfall intensity and a loss coefficient which describes the effects of land use and soil type. The design discharges were computed by generating a hydrologic “link-node” model which divides the area into subareas, each tributary to a concentration point or hydrologic “node” point determined by the proposed terrain or street layout.

The following assumptions/guidelines were applied for use of the Rational Method.

· The rational Method Hydrology includes the effects of infiltration caused by soil surface characteristics. The soil map from Orange County Hydrology Manual indicates that the study area consists of soil types B, C & D. Refer to soils Map in Section 4. Hydrologic soils ratings are based on a scale of A through D, where A is the most pervious, providing the least runoff.

· The infiltration rate is also affected by the type of vegetation or ground cover and percentage of impervious surface. The runoff coefficients used for this study were based on the proposed land uses.

· Standard intensity-duration curve data was taken from the Orange County Hydrology Manual, dated October, 1986.

The hydrologic calculations were prepared using the Advanced Engineering Software (A.E.S.) Rational Method computer program. The results of the hydrologic calculations were used to design the required storm drain facilities.

E. HYDROLOGY STUDY RESULTS

There is only one drainage area within the studied reach for both the existing condition and proposed condition.

There are no available hydrology studies for the existing 30” and 36” pipe at the northeastern corner of the project site. This hydrology study was extended to include the off-site drainage areas. The 2-ft contour interval orthotopo mapping and aerial image was used to determine the drainage boundaries and land uses in the hydrology studies. The off-site hydrology studies (Exhibit 1) remain the same for the existing and proposed conditions.

The existing condition hydrology map and calculations can be found in Section 2 and the proposed condition hydrology analysis can be found in Section 3. Table 1 summarizes the hydrology analysis results for the overall hydrology study.

TABLE 1. CRAWFORD CANYON PARK OVERALL HYDROLOGY SUMMARY

Drainage Area

Existing Condition Proposed Condition Delta (Proposed-Existing)

Area 2-year

25-year

100-year Area 2-year 25-year 100-year

Area (Ac)

2-year

25-year

100-year

(acre) (cfs) (cfs) (cfs) (acre) (cfs) (cfs) (cfs) (acre) (cfs) (cfs) (cfs)

Overall 37.1 35.8 86.4 113.2 37.1 35.7 86.0 112.8 0.0 -0.1 -0.4 -0.4

As indicated in the table 1, the overall peak runoffs are similar to the existing condition after the park improvements. The overall tributary areas remain the same and the proposed condition flow rate are all less than the existing levels.

F. CONCLUSION

Overall, it is concluded that there will have no adverse impacts to the existing drainage systems due to the project developments.

G. WATER QUALITY MANGEMENT PLAN REPORT

The water quality BMPs are provided for the project to meet the WQMP and LID requirements and is provided per separate report.

SECTION II

EXISTING CONDITION HYDROLOGY

CALCULATIONS &MAP

A. 2-YEAR STORM

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE

(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)

(c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1239

Analysis prepared by:

HUNSAKER & ASSOCIATES

Irvine,Inc Planning * Engineering * Surveying Three Hughes * Irvine, California 92618 * (949)583-1010

************************** DESCRIPTION OF STUDY **************************

* Hydrology Study for Crawford Park *

* Existing Condition *

* 2-year Storm *

FILE NAME: CPEX.DAT

TIME/DATE OF STUDY: 19:25 11/13/2020

USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:

--*TIME-OF-CONCENTRATION MODEL*--

USER SPECIFIED STORM EVENT(YEAR) = 2.00

SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00

SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95

*DATA BANK RAINFALL USED*

*ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD*

*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*

HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR

NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150

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 = 6.0 (FT*FT/S)

*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN

OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*

*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED

FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21

>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<

>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<

INITIAL SUBAREA FLOW-LENGTH(FEET) = 280.00

ELEVATION DATA: UPSTREAM(FEET) = 915.00 DOWNSTREAM(FEET) = 750.00

Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.475

* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.797

SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL FAIR COVER

"OPEN BRUSH" C 1.19 0.25 1.000 59 7.47

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000

SUBAREA RUNOFF(CFS) = 1.66

TOTAL AREA(ACRES) = 1.19 PEAK FLOW RATE(CFS) = 1.66

FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 52

>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<

>>>>>TRAVELTIME THRU SUBAREA<<<<<

ELEVATION DATA: UPSTREAM(FEET) = 750.00 DOWNSTREAM(FEET) = 600.00

CHANNEL LENGTH THRU SUBAREA(FEET) = 325.00 CHANNEL SLOPE = 0.4615

NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION

CHANNEL FLOW THRU SUBAREA(CFS) = 1.66

FLOW VELOCITY(FEET/SEC) = 5.24 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)

TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 8.51

LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 605.00 FEET.

FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81

>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<

MAINLINE Tc(MIN.) = 8.51

* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.668

SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL FAIR COVER

"OPEN BRUSH" C 0.90 0.25 1.000 59

NATURAL FAIR COVER

"OPEN BRUSH" D 0.24 0.20 1.000 67

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.24 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000

SUBAREA AREA(ACRES) = 1.14 SUBAREA RUNOFF(CFS) = 1.47

EFFECTIVE AREA(ACRES) = 2.33 AREA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 1.00

TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 2.98

FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 62

>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<

>>>>>(STREET TABLE SECTION # 1 USED)<<<<<

UPSTREAM ELEVATION(FEET) = 600.00 DOWNSTREAM ELEVATION(FEET) = 503.00

STREET LENGTH(FEET) = 730.00 CURB HEIGHT(INCHES) = 8.0

STREET HALFWIDTH(FEET) = 30.00

DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00

INSIDE STREET CROSSFALL(DECIMAL) = 0.018

OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018

SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2

STREET PARKWAY CROSSFALL(DECIMAL) = 0.020

Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200

**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.11

STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.25

HALFSTREET FLOOD WIDTH(FEET) = 4.66

AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.59

PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.62

STREET FLOW TRAVEL TIME(MIN.) = 1.85 Tc(MIN.) = 10.35

* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.491

SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL

"2 DWELLINGS/ACRE" D 3.49 0.20 0.700 57

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.700

SUBAREA AREA(ACRES) = 3.49 SUBAREA RUNOFF(CFS) = 4.24

EFFECTIVE AREA(ACRES) = 5.82 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 0.82

TOTAL AREA(ACRES) = 5.8 PEAK FLOW RATE(CFS) = 6.85

END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 5.91

FLOW VELOCITY(FEET/SEC.) = 6.78 DEPTH*VELOCITY(FT*FT/SEC.) = 1.82

LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 1335.00 FEET.

FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 62

>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<

>>>>>(STREET TABLE SECTION # 1 USED)<<<<<

UPSTREAM ELEVATION(FEET) = 503.00 DOWNSTREAM ELEVATION(FEET) = 395.00

STREET LENGTH(FEET) = 1085.00 CURB HEIGHT(INCHES) = 8.0

STREET HALFWIDTH(FEET) = 30.00

DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00

INSIDE STREET CROSSFALL(DECIMAL) = 0.018

OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018

SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2

STREET PARKWAY CROSSFALL(DECIMAL) = 0.020

Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200

**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.89

STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.31

HALFSTREET FLOOD WIDTH(FEET) = 8.09

AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.35

PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.95

STREET FLOW TRAVEL TIME(MIN.) = 2.85 Tc(MIN.) = 13.20

* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.296

SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL

"2 DWELLINGS/ACRE" D 5.82 0.20 0.700 57

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.700

SUBAREA AREA(ACRES) = 5.82 SUBAREA RUNOFF(CFS) = 6.06

EFFECTIVE AREA(ACRES) = 11.64 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 0.76

TOTAL AREA(ACRES) = 11.6 PEAK FLOW RATE(CFS) = 11.90

END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.91

FLOW VELOCITY(FEET/SEC.) = 6.59 DEPTH*VELOCITY(FT*FT/SEC.) = 2.12

LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 2420.00 FEET.

FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31

>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<

>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<

ELEVATION DATA: UPSTREAM(FEET) = 395.00 DOWNSTREAM(FEET) = 394.00

FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013

DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.0 INCHES

PIPE-FLOW VELOCITY(FEET/SEC.) = 9.55

ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1

PIPE-FLOW(CFS) = 11.90

PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 13.28

LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 2465.00 FEET.

FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81

>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<

MAINLINE Tc(MIN.) = 13.28

* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.292

SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL

"2 DWELLINGS/ACRE" D 10.89 0.20 0.700 57

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.700

SUBAREA AREA(ACRES) = 10.89 SUBAREA RUNOFF(CFS) = 11.29

EFFECTIVE AREA(ACRES) = 22.53 AREA-AVERAGED Fm(INCH/HR) = 0.15

AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 0.73

TOTAL AREA(ACRES) = 22.5 PEAK FLOW RATE(CFS) = 23.14

FLOW PROCESS FROM NODE 15.00 TO NODE 25.00 IS CODE = 31

>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<

>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<

ELEVATION DATA: UPSTREAM(FEET) = 394.00 DOWNSTREAM(FEET) = 371.00

FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013

DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES

PIPE-FLOW VELOCITY(FEET/SEC.) = 19.58

ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1

PIPE-FLOW(CFS) = 23.14

PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 13.49

LONGEST FLOWPATH FROM NODE 10.00 TO NODE 25.00 = 2705.00 FEET.

FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 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.) = 13.49

RAINFALL INTENSITY(INCH/HR) = 1.28

AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 0.73

EFFECTIVE STREAM AREA(ACRES) = 22.53

TOTAL STREAM AREA(ACRES) = 22.53

PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.14

FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21

>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<

>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<

INITIAL SUBAREA FLOW-LENGTH(FEET) = 295.00

ELEVATION DATA: UPSTREAM(FEET) = 460.00 DOWNSTREAM(FEET) = 436.00

Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.036

* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.861

SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL

"2 DWELLINGS/ACRE" C 1.17 0.25 0.700 50 7.04

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.700

SUBAREA RUNOFF(CFS) = 1.77

TOTAL AREA(ACRES) = 1.17 PEAK FLOW RATE(CFS) = 1.77

FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 62

>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<

>>>>>(STREET TABLE SECTION # 1 USED)<<<<<

UPSTREAM ELEVATION(FEET) = 436.00 DOWNSTREAM ELEVATION(FEET) = 385.00

STREET LENGTH(FEET) = 625.00 CURB HEIGHT(INCHES) = 8.0

STREET HALFWIDTH(FEET) = 30.00

DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00

INSIDE STREET CROSSFALL(DECIMAL) = 0.018

OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018

SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1

STREET PARKWAY CROSSFALL(DECIMAL) = 0.020

Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200

**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.41

STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.26

HALFSTREET FLOOD WIDTH(FEET) = 5.47

AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.23

PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.36

STREET FLOW TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 9.03

* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.613

SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL

"2 DWELLINGS/ACRE" C 0.65 0.25 0.700 50

COMMERCIAL C 0.30 0.25 0.100 50

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.511

SUBAREA AREA(ACRES) = 0.95 SUBAREA RUNOFF(CFS) = 1.27

EFFECTIVE AREA(ACRES) = 2.12 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.62

TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 2.78

END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 6.03

FLOW VELOCITY(FEET/SEC.) = 5.37 DEPTH*VELOCITY(FT*FT/SEC.) = 1.45

LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 920.00 FEET.

FLOW PROCESS FROM NODE 22.00 TO NODE 25.00 IS CODE = 31

>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<

>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<

ELEVATION DATA: UPSTREAM(FEET) = 385.00 DOWNSTREAM(FEET) = 371.00

FLOW LENGTH(FEET) = 225.00 MANNING'S N = 0.013

ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000

DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES

PIPE-FLOW VELOCITY(FEET/SEC.) = 9.48

ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1

PIPE-FLOW(CFS) = 2.78

PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 9.42

LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 1145.00 FEET.

FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1

>>>>>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.) = 9.42

RAINFALL INTENSITY(INCH/HR) = 1.57

AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.62

EFFECTIVE STREAM AREA(ACRES) = 2.12

TOTAL STREAM AREA(ACRES) = 2.12

PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.78

** CONFLUENCE DATA **

STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER

NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE

1 23.14 13.49 1.281 0.21( 0.15) 0.73 22.5 10.00 2 2.78 9.42 1.573 0.25( 0.15) 0.62 2.1 20.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO

CONFLUENCE FORMULA USED FOR 2 STREAMS.

** PEAK FLOW RATE TABLE **

STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER

NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE

1 23.14 9.42 1.573 0.21( 0.15) 0.72 17.9 20.00 2 25.35 13.49 1.281 0.21( 0.15) 0.72 24.6 10.00

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 25.35 Tc(MIN.) = 13.49 EFFECTIVE AREA(ACRES) = 24.65 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 0.72

TOTAL AREA(ACRES) = 24.6

LONGEST FLOWPATH FROM NODE 10.00 TO NODE 25.00 = 2705.00 FEET.

FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 31

>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<

>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<

ELEVATION DATA: UPSTREAM(FEET) = 371.00 DOWNSTREAM(FEET) = 367.00

FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013

DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.0 INCHES

PIPE-FLOW VELOCITY(FEET/SEC.) = 13.77

ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1

PIPE-FLOW(CFS) = 25.35

PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 13.62

LONGEST FLOWPATH FROM NODE 10.00 TO NODE 26.00 = 2815.00 FEET.

FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81

>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<

MAINLINE Tc(MIN.) = 13.62

* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.274

SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL

"3-4 DWELLINGS/ACRE" B 0.33 0.30 0.600 36

RESIDENTIAL

"3-4 DWELLINGS/ACRE" C 3.00 0.25 0.600 50

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600

SUBAREA AREA(ACRES) = 3.33 SUBAREA RUNOFF(CFS) = 3.36

EFFECTIVE AREA(ACRES) = 27.98 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 0.71

TOTAL AREA(ACRES) = 28.0 PEAK FLOW RATE(CFS) = 28.26

FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 31

>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<

>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<

ELEVATION DATA: UPSTREAM(FEET) = 367.00 DOWNSTREAM(FEET) = 347.00

FLOW LENGTH(FEET) = 480.00 MANNING'S N = 0.013

DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.5 INCHES

PIPE-FLOW VELOCITY(FEET/SEC.) = 14.82

ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1

PIPE-FLOW(CFS) = 28.26

PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 14.16

LONGEST FLOWPATH FROM NODE 10.00 TO NODE 27.00 = 3295.00 FEET.

FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 81

>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<

MAINLINE Tc(MIN.) = 14.16

* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.245

SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL

"3-4 DWELLINGS/ACRE" B 2.00 0.30 0.600 36

RESIDENTIAL

"3-4 DWELLINGS/ACRE" C 0.50 0.25 0.600 50

RESIDENTIAL

"3-4 DWELLINGS/ACRE" D 2.16 0.20 0.600 57

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25

SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600

SUBAREA AREA(ACRES) = 4.66 SUBAREA RUNOFF(CFS) = 4.60

EFFECTIVE AREA(ACRES) = 32.64 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 0.69

TOTAL AREA(ACRES) = 32.6 PEAK FLOW RATE(CFS) = 32.15

FLOW PROCESS FROM NODE 27.00 TO NODE 35.00 IS CODE = 51

>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<

>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<

ELEVATION DATA: UPSTREAM(FEET) = 347.00 DOWNSTREAM(FEET) = 345.00

CHANNEL LENGTH THRU SUBAREA(FEET) = 70.00 CHANNEL SLOPE = 0.0286

CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000

MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00

* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.238

SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

PUBLIC PARK B 0.13 0.30 0.850 36

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850

TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 32.21

TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.13

AVERAGE FLOW DEPTH(FEET) = 0.37 TRAVEL TIME(MIN.) = 0.14

Tc(MIN.) = 14.30

SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.12

EFFECTIVE AREA(ACRES) = 32.77 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 0.69

TOTAL AREA(ACRES) = 32.8 PEAK FLOW RATE(CFS) = 32.15

NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.37 FLOW VELOCITY(FEET/SEC.) = 8.11

LONGEST FLOWPATH FROM NODE 10.00 TO NODE 35.00 = 3365.00 FEET.

FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 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.) = 14.30

RAINFALL INTENSITY(INCH/HR) = 1.24

AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 0.69

EFFECTIVE STREAM AREA(ACRES) = 32.77

TOTAL STREAM AREA(ACRES) = 32.77

PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.15

FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21

>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<

>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<

INITIAL SUBAREA FLOW-LENGTH(FEET) = 250.00

ELEVATION DATA: UPSTREAM(FEET) = 393.00 DOWNSTREAM(FEET) = 372.00

Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000

* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.264

SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

COMMERCIAL D 0.10 0.20 0.100 57 5.00

PUBLIC PARK C 0.30 0.25 0.850 50 7.22

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.663

SUBAREA RUNOFF(CFS) = 0.76

TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 0.76

FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 51

>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<

>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<

ELEVATION DATA: UPSTREAM(FEET) = 372.00 DOWNSTREAM(FEET) = 361.00

CHANNEL LENGTH THRU SUBAREA(FEET) = 335.00 CHANNEL SLOPE = 0.0328

CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 5.000

MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 5.00

* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.790

SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

PUBLIC PARK B 1.33 0.30 0.850 36

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850

TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.69

TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.21

AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 2.53

Tc(MIN.) = 7.53

SUBAREA AREA(ACRES) = 1.33 SUBAREA RUNOFF(CFS) = 1.84

EFFECTIVE AREA(ACRES) = 1.73 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.81

TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 2.42

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 2.52

LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 585.00 FEET.

FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 51

>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<

>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<

ELEVATION DATA: UPSTREAM(FEET) = 361.00 DOWNSTREAM(FEET) = 350.00

CHANNEL LENGTH THRU SUBAREA(FEET) = 263.00 CHANNEL SLOPE = 0.0418

CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 5.000

MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 5.00

* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.617

SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

PUBLIC PARK B 1.27 0.30 0.850 36

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850

TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.20

TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.01

AVERAGE FLOW DEPTH(FEET) = 0.18 TRAVEL TIME(MIN.) = 1.46

Tc(MIN.) = 8.98

SUBAREA AREA(ACRES) = 1.27 SUBAREA RUNOFF(CFS) = 1.56

EFFECTIVE AREA(ACRES) = 3.00 AREA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.82

TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 3.71

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET/SEC.) = 3.07

LONGEST FLOWPATH FROM NODE 30.00 TO NODE 33.00 = 848.00 FEET.

FLOW PROCESS FROM NODE 33.00 TO NODE 35.00 IS CODE = 31

>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<

>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<

ELEVATION DATA: UPSTREAM(FEET) = 350.00 DOWNSTREAM(FEET) = 345.00

FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013

ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000

DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES

PIPE-FLOW VELOCITY(FEET/SEC.) = 10.32

ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1

PIPE-FLOW(CFS) = 3.71

PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 9.11

LONGEST FLOWPATH FROM NODE 30.00 TO NODE 35.00 = 928.00 FEET.

FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 1

>>>>>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.) = 9.11

RAINFALL INTENSITY(INCH/HR) = 1.60

AREA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.29 AREA-AVERAGED Ap = 0.82

EFFECTIVE STREAM AREA(ACRES) = 3.00

TOTAL STREAM AREA(ACRES) = 3.00

PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.71

** CONFLUENCE DATA **

STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER

NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE

1 31.66 10.25 1.500 0.22( 0.15) 0.68 26.0 20.00 1 32.15 14.30 1.238 0.22( 0.15) 0.69 32.8 10.00 2 3.71 9.11 1.604 0.29( 0.24) 0.82 3.0 30.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO

CONFLUENCE FORMULA USED FOR 2 STREAMS.

** PEAK FLOW RATE TABLE **

STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER

NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE

1 34.05 9.11 1.604 0.23( 0.16) 0.70 26.1 30.00 2 35.09 10.25 1.500 0.23( 0.16) 0.70 29.0 20.00 3 34.87 14.30 1.238 0.23( 0.16) 0.70 35.8 10.00

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 35.09 Tc(MIN.) = 10.25 EFFECTIVE AREA(ACRES) = 28.98 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.70

TOTAL AREA(ACRES) = 35.8

LONGEST FLOWPATH FROM NODE 10.00 TO NODE 35.00 = 3365.00 FEET.

FLOW PROCESS FROM NODE 35.00 TO NODE 45.00 IS CODE = 51

>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<

>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<

ELEVATION DATA: UPSTREAM(FEET) = 345.00 DOWNSTREAM(FEET) = 339.00

CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.0218

CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000

MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00

* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.452

SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

PUBLIC PARK B 0.58 0.30 0.850 36

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850

TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 35.40

TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.73

AVERAGE FLOW DEPTH(FEET) = 0.42 TRAVEL TIME(MIN.) = 0.59

Tc(MIN.) = 10.84

SUBAREA AREA(ACRES) = 0.58 SUBAREA RUNOFF(CFS) = 0.62

EFFECTIVE AREA(ACRES) = 29.56 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.70

TOTAL AREA(ACRES) = 36.4 PEAK FLOW RATE(CFS) = 35.09

NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.42 FLOW VELOCITY(FEET/SEC.) = 7.77

LONGEST FLOWPATH FROM NODE 10.00 TO NODE 45.00 = 3640.00 FEET.

FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 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.) = 10.84

RAINFALL INTENSITY(INCH/HR) = 1.45

AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.70

EFFECTIVE STREAM AREA(ACRES) = 29.56

TOTAL STREAM AREA(ACRES) = 36.35

PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.09

FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21

>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<

>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<

INITIAL SUBAREA FLOW-LENGTH(FEET) = 160.00

ELEVATION DATA: UPSTREAM(FEET) = 388.20 DOWNSTREAM(FEET) = 378.00

Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.378

* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.968

SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

PUBLIC PARK B 0.20 0.30 0.850 36 6.38

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850

SUBAREA RUNOFF(CFS) = 0.31

TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.31

FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 51

>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<

>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<

ELEVATION DATA: UPSTREAM(FEET) = 378.00 DOWNSTREAM(FEET) = 364.00

CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0538

CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000

MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 2.00

* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.688

SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

PUBLIC PARK B 0.23 0.30 0.850 36

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850

TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.46

TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.21

AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 1.96

Tc(MIN.) = 8.33

SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.30

EFFECTIVE AREA(ACRES) = 0.43 AREA-AVERAGED Fm(INCH/HR) = 0.26 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.85

TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.55

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) = 2.42

LONGEST FLOWPATH FROM NODE 40.00 TO NODE 42.00 = 420.00 FEET.

FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 51

>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<

>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<

ELEVATION DATA: UPSTREAM(FEET) = 364.00 DOWNSTREAM(FEET) = 354.00

CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.0364

CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000

MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 2.00

* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.488

SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

PUBLIC PARK B 0.23 0.30 0.850 36

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850

TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.68

TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.24

AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 2.05

Tc(MIN.) = 10.38

SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.26

EFFECTIVE AREA(ACRES) = 0.66 AREA-AVERAGED Fm(INCH/HR) = 0.26 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.85

TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 0.73

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.14 FLOW VELOCITY(FEET/SEC.) = 2.29

LONGEST FLOWPATH FROM NODE 40.00 TO NODE 43.00 = 695.00 FEET.

FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 51

>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<

>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<

ELEVATION DATA: UPSTREAM(FEET) = 354.00 DOWNSTREAM(FEET) = 345.00

CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0346

CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000

MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 2.00

* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.354

SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

PUBLIC PARK B 0.12 0.30 0.850 36

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30

SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850

TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.79

TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.33

AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 1.86

Tc(MIN.) = 12.24

SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.12

EFFECTIVE AREA(ACRES) = 0.78 AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.85

TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 0.77

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.) = 2.27

LONGEST FLOWPATH FROM NODE 40.00 TO NODE 44.00 = 955.00 FEET.

FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 51

>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<

>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<

ELEVATION DATA: UPSTREAM(FEET) = 345.00 DOWNSTREAM(FEET) = 339.00

CHANNEL LENGTH THRU SUBAREA(FEET) = 40.00 CHANNEL SLOPE = 0.1500

CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000

MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00

CHANNEL FLOW THRU SUBAREA(CFS) = 0.77

FLOW VELOCITY(FEET/SEC.) = 2.98 FLOW DEPTH(FEET) = 0.03

TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 12.46

LONGEST FLOWPATH FROM NODE 40.00 TO NODE 45.00 = 995.00 FEET.

FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 1

>>>>>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.) = 12.46

RAINFALL INTENSITY(INCH/HR) = 1.34

AREA-AVERAGED Fm(INCH/HR) = 0.25 AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.85

EFFECTIVE STREAM AREA(ACRES) = 0.78

TOTAL STREAM AREA(ACRES) = 0.78

PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.77

** CONFLUENCE DATA **

STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER

NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE

1 34.05 9.71 1.547 0.23( 0.16) 0.70 26.7 30.00 1 35.09 10.84 1.452 0.23( 0.16) 0.70 29.6 20.00 1 34.87 14.90 1.210 0.23( 0.16) 0.71 36.4 10.00 2 0.77 12.46 1.340 0.30( 0.25) 0.85 0.8 40.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO

CONFLUENCE FORMULA USED FOR 2 STREAMS.

** PEAK FLOW RATE TABLE **

STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER

NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE

1 34.77 9.71 1.547 0.24( 0.17) 0.70 27.3 30.00 2 35.83 10.84 1.452 0.23( 0.16) 0.70 30.2 20.00 3 35.77 12.46 1.340 0.23( 0.16) 0.71 33.1 40.00 4 35.54 14.90 1.210 0.23( 0.16) 0.71 37.1 10.00

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 35.83 Tc(MIN.) = 10.84 EFFECTIVE AREA(ACRES) = 30.24 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.70

TOTAL AREA(ACRES) = 37.1

LONGEST FLOWPATH FROM NODE 10.00 TO NODE 45.00 = 3640.00 FEET.

END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 37.1 TC(MIN.) = 10.84

EFFECTIVE AREA(ACRES) = 30.24 AREA-AVERAGED Fm(INCH/HR)= 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.703

PEAK FLOW RATE(CFS) = 35.83

** PEAK FLOW RATE TABLE **

STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER

NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE

1 34.77 9.71 1.547 0.24( 0.17) 0.70 27.3 30.00 2 35.83 10.84 1.452 0.23( 0.16) 0.70 30.2 20.00 3 35.77 12.46 1.340 0.23( 0.16) 0.71 33.1 40.00 4 35.54 14.90 1.210 0.23( 0.16) 0.71 37.1 10.00

END OF RATIONAL METHOD ANALYSIS

B. 25-YEAR STORM

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE

(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)

(c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1239

Analysis prepared by:

HUNSAKER & ASSOCIATES

Irvine,Inc Planning * Engineering * Surveying Three Hughes * Irvine, California 92618 * (949)583-1010

************************** DESCRIPTION OF STUDY **************************

* Hydrology Study for Crawford Park *

* Existing Condition *

* 25-year Storm *

FILE NAME: CPEX.DAT

TIME/DATE OF STUDY: 19:26 11/13/2020

USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:

--*TIME-OF-CONCENTRATION MODEL*--

USER SPECIFIED STORM EVENT(YEAR) = 25.00

SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00

SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95

*DATA BANK RAINFALL USED*

*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD*

*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*

HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR

NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150

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 = 6.0 (FT*FT/S)

*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN

OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*

*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED

FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21

>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<

>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<

INITIAL SUBAREA FLOW-LENGTH(FEET) = 280.00

ELEVATION DATA: UPSTREAM(FEET) = 915.00 DOWNSTREAM(FEET) = 750.00

Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.475

* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.842

SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

NATURAL FAIR COVER

"OPEN BRUSH" C 1.19 0.25 1.000 77 7.47

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000

SUBAREA RUNOFF(CFS) = 3.85

TOTAL AREA(ACRES) = 1.19 PEAK FLOW RATE(CFS) = 3.85

FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 52

>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<

>>>>>TRAVELTIME THRU SUBAREA<<<<<

ELEVATION DATA: UPSTREAM(FEET) = 750.00 DOWNSTREAM(FEET) = 600.00

CHANNEL LENGTH THRU SUBAREA(FEET) = 325.00 CHANNEL SLOPE = 0.4615

NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION

CHANNEL FLOW THRU SUBAREA(CFS) = 3.85

FLOW VELOCITY(FEET/SEC) = 6.28 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)

TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 8.34

LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 605.00 FEET.

FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81

>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<

MAINLINE Tc(MIN.) = 8.34

* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.612

SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

NATURAL FAIR COVER

"OPEN BRUSH" C 0.90 0.25 1.000 77

NATURAL FAIR COVER

"OPEN BRUSH" D 0.24 0.20 1.000 83

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.24 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000

SUBAREA AREA(ACRES) = 1.14 SUBAREA RUNOFF(CFS) = 3.46

EFFECTIVE AREA(ACRES) = 2.33 AREA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.24 AREA-AVERAGED Ap = 1.00

TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 7.06

FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 62

>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<

>>>>>(STREET TABLE SECTION # 1 USED)<<<<<

UPSTREAM ELEVATION(FEET) = 600.00 DOWNSTREAM ELEVATION(FEET) = 503.00

STREET LENGTH(FEET) = 730.00 CURB HEIGHT(INCHES) = 8.0

STREET HALFWIDTH(FEET) = 30.00

DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00

INSIDE STREET CROSSFALL(DECIMAL) = 0.018

OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018

SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2

STREET PARKWAY CROSSFALL(DECIMAL) = 0.020

Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200

**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.97

STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.31

HALFSTREET FLOOD WIDTH(FEET) = 8.28

AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.42

PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.30

STREET FLOW TRAVEL TIME(MIN.) = 1.64 Tc(MIN.) = 9.98

* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.263

SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL

"2 DWELLINGS/ACRE" D 3.49 0.20 0.700 75

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.700

SUBAREA AREA(ACRES) = 3.49 SUBAREA RUNOFF(CFS) = 9.81

EFFECTIVE AREA(ACRES) = 5.82 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 0.82

TOTAL AREA(ACRES) = 5.8 PEAK FLOW RATE(CFS) = 16.14

END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.66

FLOW VELOCITY(FEET/SEC.) = 7.86 DEPTH*VELOCITY(FT*FT/SEC.) = 2.63

LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 1335.00 FEET.

FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 62

>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<

>>>>>(STREET TABLE SECTION # 1 USED)<<<<<

UPSTREAM ELEVATION(FEET) = 503.00 DOWNSTREAM ELEVATION(FEET) = 395.00

STREET LENGTH(FEET) = 1085.00 CURB HEIGHT(INCHES) = 8.0

STREET HALFWIDTH(FEET) = 30.00

DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00

INSIDE STREET CROSSFALL(DECIMAL) = 0.018

OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018

SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2

STREET PARKWAY CROSSFALL(DECIMAL) = 0.020

Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200

**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 23.36

STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.38

HALFSTREET FLOOD WIDTH(FEET) = 12.23

AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.64

PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.91

STREET FLOW TRAVEL TIME(MIN.) = 2.37 Tc(MIN.) = 12.34

* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.892

SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL

"2 DWELLINGS/ACRE" D 5.82 0.20 0.700 75

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.700

SUBAREA AREA(ACRES) = 5.82 SUBAREA RUNOFF(CFS) = 14.42

EFFECTIVE AREA(ACRES) = 11.64 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 0.76

TOTAL AREA(ACRES) = 11.6 PEAK FLOW RATE(CFS) = 28.61

END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.40

FLOW VELOCITY(FEET/SEC.) = 7.96 DEPTH*VELOCITY(FT*FT/SEC.) = 3.20

LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 2420.00 FEET.

FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31

>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<

>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<

ELEVATION DATA: UPSTREAM(FEET) = 395.00 DOWNSTREAM(FEET) = 394.00

FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013

DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.3 INCHES

PIPE-FLOW VELOCITY(FEET/SEC.) = 11.79

ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1

PIPE-FLOW(CFS) = 28.61

PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 12.41

LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 2465.00 FEET.

FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81

>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<

MAINLINE Tc(MIN.) = 12.41

* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.884

SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL

"2 DWELLINGS/ACRE" D 10.89 0.20 0.700 75

SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.700

SUBAREA AREA(ACRES) = 10.89 SUBAREA RUNOFF(CFS) = 26.89

EFFECTIVE AREA(ACRES) = 22.53 AREA-AVERAGED Fm(INCH/HR) = 0.15

AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 0.73

TOTAL AREA(ACRES) = 22.5 PEAK FLOW RATE(CFS) = 55.42

FLOW PROCESS FROM NODE 15.00 TO NODE 25.00 IS CODE = 31

>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<

>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<

ELEVATION DATA: UPSTREAM(FEET) = 394.00 DOWNSTREAM(FEET) = 371.00

FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013

DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.4 INCHES

PIPE-FLOW VELOCITY(FEET/SEC.) = 24.20

ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1

PIPE-F…