van buren street storm drain drainage report

Dibble Engineering

August 2010

Dibble Project No. 10‐1018

i Van Buren Street Storm Drain

City of Tolleson Project No. VBSD‐001

Table of Contents

I. Introduction ................................................................................................................................................. 1 A. General ............................................................................................................................................................................. 1 B. Study Watershed .............................................................................................................................................................. 2 C. FEMA Flood Zone .............................................................................................................................................................. 3 D. Existing Drainage Studies .................................................................................................................................................. 4

II. Design Criteria .............................................................................................................................................. 5 A. Rainfall .............................................................................................................................................................................. 5 B. Roadway Inundation ......................................................................................................................................................... 5 C. Catch Basins ...................................................................................................................................................................... 5 D. Storm Drain ....................................................................................................................................................................... 6 E. Retention Basin ................................................................................................................................................................. 6

III. Methodology & Approach ............................................................................................................................ 7 A. Survey & Mapping ............................................................................................................................................................. 7 B. Hydrology .......................................................................................................................................................................... 7

Parameter Estimation ............................................................................................................................................... 7 Existing Onsite Retention .......................................................................................................................................... 8 Residential Depressed Lots ....................................................................................................................................... 8 Land Use .................................................................................................................................................................... 8 Flow Split Locations ................................................................................................................................................. 11 Soils ......................................................................................................................................................................... 11

C. Storm Drain Design ......................................................................................................................................................... 11 Catch Basin Sizing .................................................................................................................................................... 11 Pipe Sizing ............................................................................................................................................................... 11 Outfall Condition ..................................................................................................................................................... 12 Design Parameters .................................................................................................................................................. 14

D. Retention Basin Design ................................................................................................................................................... 14

IV. Results & Recommendations ...................................................................................................................... 15 A. Hydrology ........................................................................................................................................................................ 15 B. 10‐Year Storm Drain Design ............................................................................................................................................ 15

Van Buren Street & 95th Avenue ............................................................................................................................ 16 Van Buren Street & 96th Avenue ............................................................................................................................ 16

C. Harrison Properties Warehouse Retention Basin ........................................................................................................... 17 D. TUHSD Retention Basin Design ....................................................................................................................................... 19

V. REFERENCES ............................................................................................................................................... 21

List of Figures

Figure 1 – Project Location Map ....................................................................................................................................................... 1 Figure 2 – Vicinity Map ..................................................................................................................................................................... 3 Figure 3 – HEC‐1 Schematic .............................................................................................................................................................. 9 Figure 4 – Land Use ......................................................................................................................................................................... 10 Figure 5 – Catch Basin Drainage Areas ............................................................................................................................................ 13 Figure 6 – Inlet Capacity vs. Elevation – Sump Condition ............................................................................................................... 17

List of Tables

Table 1 – Rainfall Data ...................................................................................................................................................................... 5 Table 2 –HEC‐1 Flow Summary ....................................................................................................................................................... 15 Table 3 –Catch Basin and Subbasin ID’s .......................................................................................................................................... 15

Dibble Engineering

August 2010

Dibble Project No. 101018

1 Van Buren Street Storm Drain


I. Introduction

A. General

This drainage report is prepared for the City of Tolleson in support of the stormwater drainage design for portions of Van Buren Street and Polk Street in the downtown area of the City of Tolleson. The project can be seen on the Project Location Map, Figure 1. The project is along Van Buren Street, between 96th Avenue and 95th Avenue, along 95th Avenue between Van Buren Street and Polk Street, along Polk Street between 95th Avenue and 94th Avenue, and the 96th Avenue alignment between Van Buren Street and Harrison Street. Van Buren Street is an existing five lane arterial roadway with an approximate width of 72 feet between faces of curbs; right‐of‐way widths in the corridor vary between 73 feet and 88 feet. Van Buren Street currently has curb, gutter, and sidewalk within the project limits. Existing curb heights are six inches. The corridor generally exhibits good pavement condition; however, several laterally connecting streets exhibit poor pavement condition, likely due to age and intermittent standing water. This is the case at 96th Avenue. There is currently no dedicated underground storm drain system in Van Buren Street.

Figure 1 – Project Location Map

Van Buren Street experiences ponding and associated lane restrictions at a sump condition at the intersection of Van Buren Street and 95th Avenue. A small surface inlet and pipe exists at this location, a remnant of the historic irrigation system; however, it has been abandoned with the construction of adjacent properties and has no outlet. A primarily residential community exists north of the project corridor. On Polk Street, stormwater runoff conveyed on the roadway exceeds the street capacity and is often pushed over the curb and gutter and into adjacent yards during relatively minor storm events.

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The Tolleson Union High School District (TUHSD) is planning an expansion of the athletic fields at Tolleson Union High School along the 96th Avenue alignment, just south of Van Buren Street and the Tolleson City Complex. The project provides an opportunity for the City to make joint use of the area for a storm drain corridor. South of the athletic fields is the future site of the Harrison Property Warehouse. The City has entered into an agreement to make joint use of the site’s retention basin for the Van Buren Street Storm Drain outfall. The entire site lies within a FEMA Zone AH and Zone AE floodplain. As such, it is required to elevate the building pad above the 100‐year floodplain elevation and provide compensatory storage for the displaced floodplain volume. This represents a volume requirement above that required for the 100‐year 6‐hour onsite retention. The Van Buren Street Storm Drain project will make use of the basin volume that is in excess of the onsite requirement. The basin is planned to be constructed and maintained by the City. These features can be seen on Figure 2 Vicinity Map.

The following goals have been established for this project:

Provide a storm water collection system for the sump location at 95th Avenue and Van Buren

Street with capacity for a 10‐year 6‐hour storm event.

Contain surface runoff within the street vertical curbs for Van Buren Street between 95th Avenue

and 96th Avenue for a 10‐year 6‐hour storm event.

Provide inlets on Polk Street and 95th Avenue with a 10‐year 6‐hour collection capacity to help

alleviate street conveyance of stormwater and the associated spilling of stormwater to adjacent

properties.

Design a stormwater retention basin to serve as the storm drain outfall of adequate size to

provide 100‐year 6‐hour runoff retention and floodplain compensatory storage for the Harrison

Properties Warehouse; ensure that the compensatory storage volume is adequate for the 10‐

year 6‐hour storm water volume delivered by the proposed Van Buren Street Storm Drain.

Make use of excess storage capacity in the TUHSD retention basins south of Van Buren Street at

95th Avenue to relieve runoff on Van Buren Street.

Analysis and design for the 100‐year storm is beyond the scope of work for this project.

B. Study Watershed

This area, bounded by 91st and 96th Avenues on the east and west and Roosevelt and Van Buren Streets

on the north and south constitutes the off‐site watershed for the project, an area of approximately 205

acres. The area is composed of a mixture of high density residential homes, schools, and churches. The

topography slopes from northeast to southwest at a flat average slope of 0.2%. This residential

community has also experienced stormwater problems; the City has reported that many of the homes

Ponding at the Intersection of Van Buren Street and

95th Avenue

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Figure 2 – Vicinity Map

were constructed with finished floors below the adjacent roadway grade making them susceptible to

flooding when the curb capacity of the adjacent street is exceeded.

C. FEMA Flood Zone

The majority of the project watershed is within a FEMA zone X, defined as “Areas of 0.2% annual chance

flood; areas of 1% annual chance flood with average depth less than 1 foot or with drainage areas less

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August 2010




than 1 square mile; and areas protected by levees from 1% annual chance flood.” The flood hazard in

this designation is considered moderate or minimal, and flood insurance is not federally mandated. The

proposed retention basin site and the future site of the Harrison Properties Warehouse is within FEMA

flood zones AE and AH. AE zones are areas with a 1% annual chance of flooding with base flood

elevations determined. AH zones are areas with 1% annual chance of shallow flooding, usually in the

form of a pond, with an average depth ranging from 1 to 3 feet. Flood insurance requirements exist for

federally insured loans in these areas. The floodplain is administered locally by the Flood Control

District of Maricopa County, and restrictions exist for building or operating in these zones. FEMA Flood

Insurance Rate Map (FIRM) Panel No. 04013C2085G which shows the project location is provided in

Appendix A.

D. Existing Drainage Studies

The following existing drainage studies are relevant to the project vicinity, and have been considered

during design development.

1. Acting as the City Engineer, W.C. Scoutten prepared conceptual level (30%) plans for the Van Buren Street Storm Drain entitled Storm Drain Improvements Van Buren Street – 95th Avenue to 96th Avenue – Van Buren Street to Harrison Properties Detention Basin in 2008. Plans were intended to establish a storm drain corridor, provide preliminary cost data, and provide a foundation for property acquisition discussions, coordination, and final design. The conceptual plans for the project are not based on detailed site hydrology or hydraulic analysis of the pipe or retention basin.

2. Preliminary Drainage Report Harrison Properties, Tolleson, AZ provides calculations for 100‐year

6‐hour onsite stormwater retention and compensatory volume associated with the FEMA floodplain for the future Harrison Properties Warehouse.

3. The City of Tolleson has been included in a number of regional drainage studies. In 2001,

Dibble completed the Durango Area Drainage Master Plan (ADMP) for the Flood Control District of Maricopa County (FCDMC), a regional drainage study and management plan for approximately 68 square miles, an area bounded by the Salt/Gila and Agua Fria Rivers that extends northward to I‐10 and eastward to I‐17.

4. Since the Durango ADMP was completed, there have been several updates to the model as various developments have taken place in the watershed. In 2002, the FCDMC provided an update to the Durango hydrology entitled Revisions to the Durango ADMS Due to Erie Study to incorporate drainage improvements to industrial property and residential subdivisions that are located east of 91st Avenue.

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II. Design Criteria

Design criteria for this project is provided by (1) the City of Tolleson’s specific goals for this project and

(2) the Flood Control District of Maricopa County (FCDMC) Drainage Design Manual for Maricopa

County Volume 1 Hydrology (Hydrology Manual) and Volume 2 Hydraulics (Hydraulics Manual) unless

noted otherwise. Order of precedence is as listed. Examples of specific design criteria for various

elements are provided in the following sections.

A. Rainfall

site‐specific rainfall data has been developed for use in the drainage analysis and design for the

contributing watershed areas. National Oceanic and Atmospheric Administration (NOAA) Atlas 14

values are used for this project. Rainfall precipitation values (in inches) are provided in Table 1.

Table 1 – Rainfall Data

Duration 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year

5 Min 0.255 0.347 0.416 0.510 0.583 0.656

10 Min 0.389 0.528 0.634 0.776 0.887 0.999

15 Min 0.482 0.654 0.785 0.962 1.099 1.238

30 Min 0.649 0.881 1.058 1.296 1.480 1.668

1 Hour 0.803 1.090 1.309 1.604 1.832 2.064

2 Hour 0.901 1.204 1.437 1.754 1.995 2.247

3 Hour 0.950 1.249 1.486 1.815 2.078 2.354

6 Hour 1.112 1.427 1.677 2.018 2.286 2.566

12 Hour 1.225 1.553 1.809 2.155 2.419 2.692

24 Hour 1.433 1.857 2.191 2.655 3.025 3.406

Source: NOAA Atlas 14

B. Roadway Inundation

The sump area at 95th Avenue and Van Buren Street will drain completely after peak stage

inundation of the 10‐year 6‐hour storm event.

Roadway flow will not exceed the top of curb for the 10‐year storm event, spread

requirements do not apply.

A Manning's "n" value of 0.015 will be used for street flow on paved streets unless special conditions exist.

C. Catch Basins

COP Standard Detail P‐1569‐1, P‐1570 Type N, or P‐1571 will be used for sump and on‐grade

conditions.

The curb opening for catch basins is not greater than five inches in height.

Regardless of the calculated peak flow rate, no curb inlet type catch basin will be smaller

than an M‐1, L=3 feet basin constructed in accordance with COP detail P‐1569.

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D. Storm Drain

In cases where the peak flows from the 10‐year design storm exceed the roadway

inundation requirements, underground pipes of sufficient size to carry the excess will be

installed.

A minimum pipe size of 15 inches will be used for catch basin connector pipes, 18 inches is

preferable.

A minimum pipe size of 24 inches will be used for main line pipes.

Whenever possible storm drains shall be designed with flow velocities between 5 fps and 15 fps for the design storm QPeak.

Clearance with City of Tolleson water and sewer facilities require a minimum of 6 feet horizontally and one foot vertically. Salt River Project utilities require a minimum of 2 feet clearance horizontally and 1 foot vertically. Clearance with other utilities shall be a minimum of 1 foot both horizontally and vertically.

Hydraulic Grade Line (HGL) will be no higher than 1 foot below surface grade at the design storm QPeak.

Starting HGL is set at the retention basin stage at the time of the design storm QPeak.

E. Retention Basin

The retention basin for this project is proposed as a joint use facility. The facility is sized for the Harrison Properties Warehouse development. The entire warehouse site lies within a FEMA Zone AH and Zone AE floodplain; as such, it is required to elevate the building pad above the 100‐year floodplain elevation and provide compensatory storage for the displaced floodplain volume. This represents a volume requirement above that required for the 100‐year 6‐hour onsite retention. The storm drain project project will make use of the basin volume that is in excess of the onsite requirement. The basin is planned to be constructed and maintained by the City.

Retention basin shall be sized for the 100‐year 6‐hour storm event generated on the proposed development property – precipitation depth is 3 inches.

Floodplain Zone AH requirement: the retention basin shall be sized for a volume equal to the displaced floodplain volume resulting from the proposed development. This requirement is not in addition to the 100‐year 6‐hour onsite runoff retention requirement, the greater of the two volumes shall govern the retention basin volume requirement.

The stormwater volume delivered by the proposed City storm drain design storm shall not exceed the difference in volume between the displaced floodplain volume and the 100‐year 6‐hour onsite runoff requirement.

Retention basin shall be designed in order to drain within 36 hours.

Basin sideslopes shall be no greater than 4:1.

Storage depth may exceed 3 feet when fencing is provided around the basin to restrict public access.

Emergency spillways shall be provided for all stormwater storage basins. For basins with all the design storage volume situated below existing grade (i.e. without a berm/dam), the spillway may be nothing more than grading to ensure that basin overflows will follow the downstream predevelopment drainage pattern in a safe manner.

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III. Methodology & Approach

A. Survey & Mapping

Dibble Engineering provided topographic survey within the Van Buren Street, 95th Avenue, and Polk

Street right of way. In addition, the 96th Avenue alignment between Van Buren Street and Harrison

Street was surveyed. Survey was performed on NGVD 1929 vertical datum.

The FCDMC provided 2 foot contour mapping for the study limits. The contour mapping was developed by Kenney Aerial Mapping Company in March 1994 using the NGVD 1929 vertical datum.

B. Hydrology

The hydrology of the area was analyzed using the Corps of Engineer’s HEC‐1 hydrology software.

FCDMC’s Drainage Design Management System for Windows (DDMSW) version 3.5.2 was used to

manage HEC‐1 modeling. The Rational Method is used to supplement HEC‐1 for sub‐basin areas less

than about 1 acre. Watershed boundaries, Subbasin limits, and flow paths are determined by field

reconnaissance, 2 foot contour mapping completed in 1994, existing drainage reports, project

survey, and aerial photography. Field reconnaissance of the study area was conducted by Dibble

Engineering in the months of May and June of 2010. The project HEC‐1 Schematic is provided as

Figure 3. Proposed storm drain mainline is modeled as routing reaches in the HEC‐1 model when

sizes are sufficient to effect storage routing. This begins at Van Buren Street and extends to the

stormdrain outfall.

Parameter Estimation

Rainfall Distribution – FCDMC’s 6‐hour ‘Pattern No. 1’ through ‘Pattern No. 5’ rainfall distributions per the FCDMC Hydrology Manual Table 2.4 and Figure 2.17 are used within DDMSW.

Precipitation Depth – Precipitation depths are obtained from NOAA Atlas 14 isopluvials. The 100‐year, 6‐hour precipitation depth is 1.68 inches.

Unit Hydrographs – Clark Unit Hydrograph is used for this project. Sub‐basin area, flow path, upstream ground elevation, downstream ground elevation, and time‐area relation are provided to DDMSW for each sub‐basin.

Aerial Reduction Factors – Per Table 2.2 of the Hydrology Manual.

Rainfall Losses – Green & Ampt method has been selected for this project. The rainfall loss parameters are developed using guidance provided in the Hydrology Manual. The Green & Ampt infiltration equation parameters are based on logarithmic area‐averaging of the map unit hydraulic conductivities (XKSAT) for mapped soils in each basin, and the selection of capillary suction (PSIF) and soil moisture deficit (DTHETA) are based on the calculated sub‐basin value of XKSAT. The bare ground XKSAT values for each Sub‐basin are then adjusted for vegetation cover. The calculation of these parameters is accomplished within DDMSW.

Flow Routing – Normal depth routing is used for surface flow. Kinematic Wave routing is used for pipe flow.

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Time Step – 4 minutes.

Existing Onsite Retention

Several areas were determined to provide retention in excess of the 10‐year storm. These are:

(1) PH Gonzales Elementary School (2) the park area associated with Villa de Tolleson (3) the

high density housing associated with the Maricopa County Housing Authority near 93rd Avenue

and Baden Street and (4) the Family Dollar. For these areas the retention volume has been

estimated and diverted out of the HEC‐1 model, or the areas have been removed from the

contributing drainage area for this project.

Residential Depressed Lots

The majority of the residential lots in the

watershed east of 96th Avenue exhibit

depressed yards and low finished floors,

perhaps a remnant of historical flood

irrigation. Lots are typically depressed

several inches relative to the adjacent

sidewalk grade. This grading greatly

affects the runoff response from the

area. Field reconnaissance provided

average lot depression for each

subbasin. This value (varying from 1.3 to

3.7 inches) was used along with the area

of non depressed areas within each lot

(such as driveways, roadways, rooftops,

and sidewalks) to create an area

weighted average initial abstraction value (varying from 1.1 to 2.4 inches) for each subbasin.

This was then applied to residential land use types in sub‐basins where residential depressed

lots exist. Selected IA values can be found in the DDMSW detailed output provided in

Appendix B.

Land Use

Land Use data for the Green & Ampt and S‐Graph method computations have been obtained

from MAG Year 2004 Land Use coverages for the area. Runoff properties for each land use (land

use defaults) are those provided by FCDMC within DDMSW and modified as necessary based on

data collection. MAG land use information was created as a joint effort of MAG and MAG

member agency staff. The Year 2004 Land Use coverage was updated for this study using high‐

resolution 2010 aerial imagery with current 1‐ft to 2‐ft resolution. The land use shapefile was

used to calculate component land use areas for each watershed sub‐basin. The Existing Land

Use map for the project is provided as Figure 4.

Example of a Yard and Finished Floor Elevation Depressed

Relative to the Adjacent Roadway Grade

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Figure 3 – HEC‐1 Schematic

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Figure 4 – Land Use

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Flow Split Locations

Two flow split locations are modeled; these occur at Polk Street and 93rd Avenue and at Polk

Street and 94th Avenue. Detailed survey has been obtained at Polk Street and 94th Avenue. A

rating curve is developed based on the comparative channel capacity of Polk Street versus the

weir overflow capacity of 94th Avenue. In the absence of detailed survey information, this rating

curve is applied at Polk Street and 94th Avenue as well. Street sections and slopes are similar at

both locations. Rating curves are coded into HEC‐1 as divert statements.

Soils

Soils information for the Green & Ampt method is obtained from soil survey performed by the

Soil Conservation Service (SCS).

C. Storm Drain Design

Pavement and inlet hydraulic calculations are based on procedures contained in the Federal

Highway Administration Hydraulic Engineering Circular No. 12 Drainage of Highway Pavements,

1996 and are performed within Hydraflow Storm Sewers 2009, version 6.066 (Hydraflow) design

software.

Storm drain hydraulic grade line calculations are performed by Hydraflow, and are made using an

iterative procedure that applies Bournoulli’s energy equation between downstream and upstream

ends of each line in the system. Manning’s equation is used to determine head losses due to pipe

friction. Hydraflow estimates junction and manhole losses by multiplying a loss coefficient K times

the velocity head. The values of K are input manually into Hydraflow and are based on criteria

adapted from FHWA Hydraulic Engineering Circular No. 22. Hydraflow is a 1‐dimensional flow

model.

Catch Basin Sizing

Inlets are sized using flow rates from either HEC‐1 or Rational Method output. The rational

method is used when catch basin subbasin sizes are too small to be effectively modeled with

HEC‐1. This is the case with subbasin sizes smaller than approximately 1 acre. Figure 5 Catch

Basin Drainage Areas displays subbasins used for each catch basin. Catch basin numbers shown

correspond to numbers shown on the construction plans. Subbasins are colored based on

hydrology methodology. Also, Rational Method subbasins are titled with an “R” prior to the

sequential number. Catch basin sizing calculations are performed within Hydraflow. Note:

Catch Basin 1 and Catch Basin 16 are not shown on Figure 5. Catch Basin 1 receives no

stormwater and is constructed as a discharge point for the City reservoir. Catch Basin 16 is an

overflow inlet for the depressed area that was once Cowden Park.

Pipe Sizing

The storm drain pipe system is sized within Hydraflow for a 10‐year storm with 100% inlet

interception. Mainline pipe sizing is done using HEC‐1 output flow rates to take advantage of

hydrograph timing and volume attenuation. Within Hydraflow, catch basin flow rates are

automatically summed where connector pipes meet the mainline pipe. These summed values

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are manually “corrected” at the mainline to match HEC‐1 concentration point values. HEC‐1

concentration point ID’s are provided in Hydraflow modeling for correlation with HEC‐1 output.

Outfall Condition

The outfall for this storm drain is a proposed retention basin at the site of the future Harrison

Properties Warehouse. Starting HGL for the pipe system is the stage at the time of the design

storm QPeak. The storm drain outflow hydrograph is exported from HEC‐1 and the volume

beneath the hydrograph from time‐equal‐zero up to the time of the QPeak is calculated. This

volume is added to the 10‐year 6‐hour volume generated on the Harrison Properties Warehouse

site. The total volume is used to determine the stage within the retention basin at the time of

the QPeak, i.e. the starting HGL.

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Figure 5 – Catch Basin Drainage Areas

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Design Parameters

The following parameter values are selected for this project.

Manning’s n

Reinforced Concrete Pipe (RCP) 0.013 Gutter Flow 0.015

Rational Method C Factors

Pavement/Rooftop Runoff 0.95

Grass Yards 0.30

Rational Method Kb Type

Pavement Runoff Type A (Minimum Kb)

Offsite Runoff Type A (Minimum Kb)

Storm Drain Junction & Bend Loss Coefficients, k

Junction loss coefficients represent the value that when multiplied by the velocity head of the

flow in a pipe system computes the head‐loss across the junction or bend. These values are

adapted from the FCDMC Hydraulics Manual.

At Inlet (Connector Pipe) 1.00

At Manhole (Inline) 0.15

Mainline 45 Degree Bend 0.40

Mainline 90 Degree Bend 1.40

Single Lateral Junction (90 Degree) 0.50

Double Lateral Junction (90 Degree) 0.75

Clogging Factors

Curb Opening On‐Grade & Sump 0.80

Grated Inlet On‐Grade 0.50

D. Retention Basin Design

The volume used to size the proposed retention basin is provided by the Preliminary Drainage Report Harrison Properties. This report is provided as Appendix E. The report provides the following calculated development retention volume requirements:

100‐year 6‐hour Onsite Retention Requirement: 3.00 Ac‐ft

Floodplain Compensatory Storage Requirement: 13.37 Ac‐ft These requirements are not additive; the greater of the two governs the storage requirement. Therefore, the minimum required retention basin volume requirement is 13.37 Ac‐ft. The future Harrison Properties Warehouse development will be required to consider the above values as maximum allowable volume resulting from the warehouse development.

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IV. Results & Recommendations

A. Hydrology

Hydrology model results for the proposed design at selected concentration points are are provided

in Table 2. Detailed HEC ‐1 reports form DDMSW software can be found in Appendix B. Rational

Method Calculations can be found in Appendix C.

Table 2 –HEC‐1 Flow Summary

HEC‐1

ID

Location Contributing

Area (Sq Mi)

10‐Year

Flow Rate

DI18C Polk Street @ 94th Ave 0.07 9 cfs

4C2 95th Avenue @ Polk Street 0.18 21 cfs

13C2 Van Buren Street @ 95th Ave 0.25 49 cfs

14C Van Buren Street @ 96th Ave 0.27 62 cfs

17C 96

th Avenue @ South Limit

of City Hall Parking Lot 0.28 66 cfs

6CR 96th Avenue @ Pipe Outfall 0.29 66 cfs

B. 10‐Year Storm Drain Design

Detailed Hydraflow software reports including HGL profile can be found in Appendix D. Catch basin

numbers on Figure 5 and the construction plans relate to the hydrology subbasin ID’s or HEC‐1

combine ID’s according to the following table.

Table 3 –Catch Basin and Subbasin ID’s

CB ID

Subbasin Drng Area ID or HEC‐1

Combine ID

CB1 Reservoir Release

CB2 3

CB3 3

CB4 13C1*

CB5 8C*

CB6 13C1*

CB7 13C1*

CB8 4C1

CB9 4C1

CB10 7

CB11 7

CB12 DI18C

CB13 DI18C

CB14 R2

CB15 R1

CB16 RB6**

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* See discussion below of inlets at the intersection of Van

Buren Street and 95th Avenue

** Cowden Park overflow drain – not shown on Figure 5.

The computed 10‐Year HGL does not exceed an elevation of one foot below the proposed surface

grade elevation. Mainline pipe velocities vary from 3 fps to 5 fps. Connector pipe velocities vary

from 0.6 fps to 9 fps. Gutter depth does not exceed curb height at peak flow during a 10‐year 6‐

hour storm event. Efforts have been made to increase pipe velocities that fall below 5 fps;

however, slope and minimum pipe size constraints make this not possible.

Van Buren Street & 95th Avenue

The area at Van Buren Street and 95th Avenue is a sump condition. Catch basins 4, 5, 6, and 7 work

together at this location. In order to determine the required size of catch basin inlets it is necessary

to examine the summed contribution from each catch basin. The calculated 10‐year peak flow

reaching this location overland is 28 cfs (HEC‐1 ID 13C1). Catch basin 5 can be expected to

effectively collect 5 cfs of runoff from Van Buren Street in an on‐grade condition; this is the half‐

street capacity of Van Buren Street – while the inlet itself has capacity for more than 5 cfs, it can not

reliably be expected to collect more flow than this because the runoff may be beyond the roadway

section. The remaining catch basins act together in a sump condition. Because they all have slightly

different inlet elevations they have different capacities at a given ponding elevation. Therefore, it is

necessary to determine the combined capacity outside of Hydraflow by plotting their individual

capacities versus elevations and summing. This is shown as Figure 6. Results suggest that at peak

flow CB4, CB6, and CB7 collect 16.25 cfs, 3cfs, and 3.75 cfs respectively. This is at an elevation of

1009.57’, just below the top of curb in this area. A stub has been provided at the end of the eastern

limit of the Van Buren Street storm drain main line. In the future, the City may elect to extend this

line and add additional curb inlet catch basins to collect storm water before it reaches an amount

beyond the street capacity.

Van Buren Street & 96th Avenue

Catch basins 2 and 3 do not have capacity for the entire 10‐year storm runoff reaching them. The

bypass from this runoff continues to the existing catch basin labeled EXST. Subbasin 15 (Sonic and

Tolleson Plaza) generates 7 cfs that reaches Van Buren Street. This is added to the bypass flow from

CB2 and CB3 and runoff generated in R3. The result is a total flow of approximately 12 cfs at EXST.

The EXST catch basin has capacity for only about 2 cfs, the remainder, about 10 cfs, continues west

on Van Buren Street. A pipe stub has been provided at the northern limit of the 96th Avenue storm

drain main line. In the future, the City may elect to extend this line and add additional curb inlet

catch basins to collect storm water before it reaches Van Buren Street. This will reduce the total

flow at EXST. Further, calculations suggest that if the City elects to increase the size of EXST the

existing retention at the Family Dollar is adequate for the 10‐year volume reaching it.

CB17 R4

CB18 R6

CB19 R5

EXST R3

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Figure 6 – Inlet Capacity vs. Elevation – Sump Condition

C. Harrison Properties Warehouse Retention Basin

During a 100‐year storm event, the volume that the proposed storm drain can contribute to the

Harrison Properties Retention Basin will be limited by inlet and pipe sizes of the proposed 10‐year, 6‐

hour system. The total volume provided by the proposed retention basin is 14.8 ac‐ft. The volume

available for use by the proposed storm drain system is therefore 14.8 ac‐ft ‐ 3.00 ac‐ft (Harrison

Warehouse Requirement)= 11.8 ac‐ft. The total volume generated by the proposed storm drain system

during a 10‐year 6‐hour storm event is 10.25 ac‐ft. Therefore, results suggest that the storm drain

volume generated by the 10‐year 6‐hour design storm does not exceed the capacity provided by

floodplain compensatory storage.

Starting HGL

Figure 7 displays the 10‐year 6‐hour peak hydrograph for the proposed storm drain system. The

volume delivered at the time of the QPeak is calculated as 3.4 ac‐ft. This is represented by the area

under the hydrograph at the time of QPeak. This volume is added to the 10‐year 6‐hour volume

generated on the Harrison Properties Warehouse site to determine the total volume at the time of

the QPeak. It is assumed that the entire 10‐year 6‐hour volume from the warehouse site will have

reached the basin at the time of the storm drain Qpeak.

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TOTAL 10‐YEAR VOLUME AT TIME OF QPEAK

10‐year volume required for warehouse site:

Require Volume = Area x P100/12 x C

=654,264 sq‐ft X (1.68”/12) X 0.80

= 1.68 Ac‐ft

10‐year volume from proposed storm drain at time of Qpeak:

=3.4 Ac‐ft

Total volume at QPeak = 1.68 Ac‐ft + 3.4 Ac‐ft = 5.08 Ac‐ft

As a factor of safety this volume is increased by 25%. The resulting volume is 6.4 Ac‐ft; this volume

corresponds to a water surface elevation of 995.20 in the proposed retention basin, the starting HGL

for the storm drain system.

Source: VBSD106.DSS

10YR 6HR PEAK FLOW = 66 CFS

3.4 AC‐FT

Figure 7

Dibble Engineering

August 2010




Harrison Properties Retention Basin Drain Time

Geotechnical investigation of the proposed basin site suggests the presence of soils with infiltration

rates of 10 minutes per inch are expected to be encountered at depths greater than 14 feet, the

approximate depth of the proposed basin bottom. Considering infiltration occurring through the

basin bottom only, the infiltration time is as follows:

REQUIRED DRAIN TIME FOR HARRISON PROPERTIES RETENTION BASIN

Total required volume = 14.8 ac‐ft = 644,688 cu‐ft

Effective depth of retention = Volume/Surface Area= 582,397 cu‐ft/38,005 sq‐ft x 12 = 203.6 in

Infiltration rate = 10 min/inch

Dissipation Time = Depth x Rate = 203.6 in x 10 x 1hr/60 min = 33.9 hours

Additional factor of safety is provided by infiltration through the basin side slopes. It should be

noted that the infiltration rate provided by the Geotechnical Engineer is for clean water; silting and

pollutants over time my reduce the infiltration rate. A 4 feet deep x 230 feet x 4 feet percolation pit

is added to the basin design to ensure the basin drains in the required time.

D. TUHSD Retention Basin Design

The original design volume for the Tolleson Union High School retention basins near Van Buren Street

and 95th Avenue was obtained from the City in order to ensure that the additional volume generated on

the half‐street fronting the retention basin does not raise the 100‐year water surface above that which

is allowable by City drainage standards. Calculations in the Drainage Report for Tolleson Union High

School New Student Services Building report the required volume as 19,131 cubic feet. However, the

depth and shape of the existing retention basin suggest that construction of the basin did not follow the

original design plan; a longer shallower basin was constructed than is documented in the report and

construction plans. The larger basin covers more land area, and therefore, additional surface runoff

needs to be added to the storage requirement. This additional volume requirement is 1,377 cubic feet.

The additional volume needed for the Van Buren Street half‐street is 3,881 cubic feet. A C factor of 0.30

is used for the retention area; a C factor of 0.95 is used for the half‐street.

TOTAL REQUIRED 100‐YEAR VOLUME FOR TUHS RETENTION BASIN

Require Volume = Area x P100/12 x C:

16,343 sq‐ft area x (3”/12) x 0.95 = 3,881 cu‐ft volume from Van Buren Street half‐street

18,355 sq‐ft area x (3”/12) x 0.30 = 1,377 cu‐ft volume required for additional retention basin

area not accounted for in the original calculations (the western basin)

Original Basin Requirement for high school runoff = 19,131 cu‐ft

Total Required Volume = 19,131 cu‐ft + 3,881 cu‐ft + 1,377 cu‐ft = 24,389 cu‐ft

Using AutoCAD Civil3d and a detailed survey of the existing basins the new water surface depth at the

required volume is calculated. The combined volume produces a ponding depth of 2.27’. The resulting

Dibble Engineering

August 2010




Basin WSE = 1007.89. This is well below the City’s requirement of 4 feet or less and provides over a foot

of freeboard to any adjacent finished floor elevation. The basins were originally designed with an

additional design constraint: the basin was kept shallow because the inlets in the campus area are set

only about 2.2 feet feet higher than the retention basin floor. Therefore, during the 100‐year 6‐hour

storm event these inlets could be submerged a few inches; however, finished floors are elevated well

above this, which meets City requirements.

REQUIRED DRAIN TIME FOR TUHS RETENTION BASIN

Total required volume = 19,131 cu‐ft + 3,881 cu‐ft + 1,377 cu‐ft = 24,389 cu‐ft

Drywell infiltration rate (as reported in Drainage Report for Tolleson Union High School New

Student Services Building) = 0.02 cfs.

Dissipation Time = Volume x 1/Rate = 24,389 cu‐ft x 1/0.02 x 1hr/3600 s = 33.9 hours

An excerpt from the Drainage Report for Tolleson Union High School New Student Services Building can

be found in Appendix F.

Dibble Engineering

August 2010




V. REFERENCES

KVL Consultants, Inc. Drainage Design Management System for Windows, Version 3.5.2, 2009.

Autodesk, Hydraflow Storm Sewers Extension Version 6.066, 2007.

Flood Control District of Maricopa County, Engineering Division. Drainage Design Manual for Maricopa

County, Arizona Volume I, Hydrology. January 1, 1995.

Flood Control District of Maricopa County, Engineering Division. Drainage Design Manual for Maricopa

County, Arizona Volume II, Hydraulics. January 28, 1996.

Federal Highway Administration. Hydraulic Engineering Circular No. 12 Drainage of Highway Pavements, 1996.

Ricker, Atkinson, McBee, Morman & Associates, Inc. Geotechnical Engineering Report Van Buren Street Storm Drain Improvements, Tolleson Arizona, RAMM Project No. G17698, April 2010.

Kland Huval Civil Engineers, Preliminary Drainage Report Harrison Properties, Tolleson, AZ , November

25, 2008.

Hess‐Roundree, Inc., Tolleson High School New Student Services Building, H‐R #0502‐04, 2006.

Appendix A

FEMA Flood Insurance Rate Map

Appendix B

DDMSW (HEC‐1) Detailed Output

8/22/2010Page 1

City of Tolleson

Drainage Design Management System

PROJECT DEFAULTS

Van Buren and 95th AvenueLocation

City of Tolleson

FCDMCLand Use Agency

NOAA14Rainfall

FCDMCSoils Agency

Project

10-1018-FINALReference

Title Van Buren Street Storm Drain

Agency

Project Defaults

Model HEC1

HEC-1 Defaults

Unit Hydrograph

Loss Method

Duration

Tabulation Interval

No. Ordinates

Output

Comments

Clark

Green-Ampt

6 Hour

4

600

5

(stProj.rpt)

8/22/2010Page 1

Duration 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year

Flood Control District of Maricopa County


RAINFALL DATA

Project Reference: 10-1018-FINAL

Rainfall Method: NOAA14

5 MIN 0.255 0.347 0.416 0.510 0.583 0.656

10 MIN 0.389 0.528 0.634 0.776 0.887 0.999

15 MIN 0.482 0.654 0.785 0.962 1.099 1.238

30 MIN 0.649 0.881 1.058 1.296 1.480 1.668

1 HOUR 0.803 1.090 1.309 1.604 1.832 2.064

2 HOUR 0.901 1.204 1.437 1.754 1.995 2.247

3 HOUR 0.950 1.249 1.486 1.815 2.078 2.354

6 HOUR 1.112 1.427 1.677 2.018 2.286 2.566

12 HOUR 1.225 1.553 1.809 2.155 2.419 2.692

24 HOUR 1.433 1.857 2.191 2.655 3.025 3.406

(stRanDat.rpt)

8/22/2010Page 1

ID Type Area Discharge cfs

2 Year 5 Year 10 Year 25 Year 50 Year 100 Year(sq mi)



HEC-1 FLOW SUMMARY


Major Basin 01

0.020Hydrograph 2 3 3 5 8 1110

0.020Diversion 2 3 3 4 4 3RBO10

0.020Hydrograph 2 3 3 5 8 11RB10

0.020Routed 2 2 3 5 8 1110R

0.030Hydrograph 5 7 8 11 17 239

0.050Combined 5 7 8 15 22 319C

0.050Routed 5 7 8 15 22 319CR

0.010Hydrograph 2 3 5 7 10 1319

0.070Combined 8 10 13 19 29 4019C

0.070Diversion 1 2 3 6 10 16DT19C

0.070Hydrograph 7 8 10 14 19 24DI19C

0.070Routed 7 8 10 13 19 2419CR

Hydrograph 1 2 2 4 5 618

0.070Combined 8 10 12 16 21 2718C

0.070Diversion 1 1 2 4 7 9DT18C

0.070Hydrograph 7 8 9 12 15 18DI18C

0.070Routed 7 8 9 11 15 1818CR

0.010Hydrograph 2 2 2 3 3 47

0.080Combined 8 10 11 14 17 217C


Diversion 2 3 4 5 6 6RBO2

Hydrograph 1 3 4 6RB2

0.060Hydrograph 33 46 57 77 92 1085

0.060Diversion 33 46 57 77 92 108RBO5

0.060Hydrograph 25 53 84RB5

0.010Hydrograph 1 2 3 4 5 612

0.070Combined 1 2 3 28 58 9312C

0.070Routed 1 2 3 25 54 8312CR

0.030Hydrograph 5 6 7 9 11 174

0.100Combined 6 8 10 32 65 994C1

0.180Combined 14 18 21 44 81 1204C2

0.180Routed 14 18 21 44 79 1254C2R


0.050Hydrograph 9 12 15 24 32 4011

0.050Routed 9 11 15 23 30 3911R

0.020Hydrograph 6 9 10 13 16 198

0.070Hydrograph 1 2 3 6 10 16FRM19

0.070Routed 1 3 6 10 16D19CR

0.070Hydrograph 1 1 2 4 7 9FRM18

0.070Routed 1 2 4 6 9D18CR

0.070Combined 14 20 27 43 59 798C

0.070Combined 15 21 28 44 60 8013C1

0.250Combined 29 39 49 86 139 20213C2

0.250Routed 29 38 48 85 137 19413CR

0.020Hydrograph 10 14 17 23 27 323

Hydrograph 1 1 114

0.270Combined 37 50 62 96 155 22014C

0.270Routed 37 49 62 96 154 21514CR

0.010Hydrograph 5 7 9 12 14 1717

0.280Combined 40 53 66 98 158 22217C

0.280Routed 40 53 66 97 156 21717CR

0.010Hydrograph 3 5 6 8 10 116

0.010Diversion 3 5 6 8 10 11RBO6

0.010Hydrograph 2 5RB6

(stHec1Sm.rpt)

8/22/2010Page 2

ID Type Area Discharge cfs

2 Year 5 Year 10 Year 25 Year 50 Year 100 Year(sq mi)



HEC-1 FLOW SUMMARY


0.290Combined 40 53 66 97 156 2176C

0.290Routed 40 53 66 96 153 2166CR

0.030Hydrograph 8 11 14 20 24 291

Hydrograph 4 6 7 8 10 1115

Diversion 4 5 5 5 4 4RBO15

Hydrograph 3 5 7 8 10 11RB15


0.010Combined 4 8 11 13 16 1816C

0.010Diversion 4 8 11 13 16 18RBO16

0.010HydrographRB16

(stHec1Sm.rpt)

8/22/2010Page 1



SOILS

Area ID Soil ID Area

(sq mi)

Area

(%)

XKSAT Rock

Percent

(%)

Effective

Rock (%)


Book

Number

Map Unit

Major Basin ID: 01

1 0.026 98.50 0.04 - 100 6513259 651 Gt

0.000 1.50 0.01 - 100 6516231 651 Vf

10 0.022 100.00 0.04 - 100 6513259 651 Gt

11 0.054 100.00 0.04 - 100 6513259 651 Gt

12 0.009 100.00 0.04 - 100 6513259 651 Gt

13 0.002 52.90 0.01 - 100 6516231 651 Vf

0.002 47.10 0.04 - 100 6515859 651 Tt

14 0.001 92.90 0.04 - 100 6515859 651 Tt

0.000 7.10 0.01 - 100 6516231 651 Vf

15 0.005 100.00 0.04 - 100 6515859 651 Tt

16 0.003 100.00 0.04 - 100 6515859 651 Tt

17 0.009 100.00 0.04 - 100 6515859 651 Tt

18 0.005 100.00 0.04 - 100 6513259 651 Gt

19 0.012 100.00 0.04 - 100 6513259 651 Gt

2 0.003 100.00 0.04 - 100 6513259 651 Gt

3 0.004 17.60 0.04 - 100 6513259 651 Gt

0.009 39.60 0.01 - 100 6516231 651 Vf

0.010 42.70 0.04 - 100 6515859 651 Tt

4 0.027 95.70 0.04 - 100 6513259 651 Gt

0.001 4.30 0.01 - 100 6516231 651 Vf

5 0.060 100.00 0.04 - 100 6513259 651 Gt

6 0.010 100.00 0.04 - 100 6515859 651 Tt

7 0.003 50.00 0.04 - 100 6513259 651 Gt

0.003 50.00 0.04 - 100 6515859 651 Tt

8 0.014 77.70 0.04 - 100 6513259 651 Gt

0.004 22.30 0.04 - 100 6515859 651 Tt

9 0.033 100.00 0.04 - 100 6513259 651 Gt

(stSlDataGA.rpt)* Non default value

8/22/2010Page 1

Land Use Code Area

(sq mi)

Area

(%)

Percent

Impervious

(RTIMP)

Sub

Basin



LAND USE


Initial Loss

(IA)

Vegetable

Cover

(%)

DTHETA Kb

Major Basin ID: 01

160 0.019 71.21 40 0.25 50.0 NORMAL 0.03

320 0.000 1.5 55 0.15 60.0 NORMAL 0.04

530 0.002 8.8 80 0.10 75.0 NORMAL 0.04

710 0.000 0.8 5 0.10 90.0 NORMAL 0.05

750 0.000 0.4 0 0.50 85.0 NORMAL 0.10

900 0.005 17.3 0 0.35 25.0 DRY 0.07

0.026 100.0

160 0.016 75.310 40 1.67 * 50.0 NORMAL 0.03

520 0.001 4.2 45 0.29 80.0 NORMAL 0.04

710 0.000 1.9 5 0.10 90.0 NORMAL 0.04

750 0.001 5.6 0 0.50 85.0 NORMAL 0.08

900 0.003 13.0 0 0.35 25.0 DRY 0.08

0.022 100.0

160 0.045 83.111 40 1.40 * 50.0 NORMAL 0.03

230 0.009 16.0 80 0.10 75.0 NORMAL 0.04

400 0.001 0.9 80 0.10 75.0 NORMAL 0.04

0.054 100.0

160 0.005 60.512 40 0.25 50.0 NORMAL 0.04

320 0.000 1.2 55 0.15 60.0 NORMAL 0.05

520 0.000 2.3 45 0.29 80.0 NORMAL 0.05

530 0.001 5.8 80 0.10 75.0 NORMAL 0.04

710 0.000 2.3 5 0.10 90.0 NORMAL 0.05

750 0.000 2.3 0 0.50 85.0 NORMAL 0.09

900 0.002 25.6 0 0.35 25.0 DRY 0.08

0.009 100.0

160 0.000 2.913 40 0.25 50.0 NORMAL 0.05

230 0.003 94.3 80 0.10 75.0 NORMAL 0.04

520 0.000 2.9 45 0.29 80.0 NORMAL 0.05

0.004 100.1

600 0.000 6.714 80 0.10 75.0 NORMAL 0.05

600 0.001 86.7 80 0.10 75.0 NORMAL 0.04

600 0.000 6.7 80 0.10 75.0 NORMAL 0.05

0.002 100.1

230 0.005 100.015 80 0.10 75.0 NORMAL 0.04

0.005 100.0

230 0.001 24.116 80 0.10 75.0 NORMAL 0.04

520 0.000 3.4 45 0.29 80.0 NORMAL 0.05

900 0.002 72.4 0 0.35 25.0 DRY 0.08

0.003 99.9

520 0.009 98.917 45 0.29 80.0 NORMAL 0.04

900 0.000 1.1 0 0.35 25.0 DRY 0.10

0.009 100.0

160 0.005 88.518 40 1.24 * 50.0 NORMAL 0.04

230 0.001 11.5 80 0.50 * 75.0 NORMAL 0.04

0.005 100.0

160 0.012 94.419 40 1.08 * 50.0 NORMAL 0.03

230 0.001 5.6 80 0.10 75.0 NORMAL 0.04

0.012 100.0

160 0.000 9.12 40 0.25 50.0 NORMAL 0.04

710 0.003 90.9 5 0.10 90.0 NORMAL 0.04

(stLuDataCG.rpt)* Non default value

8/22/2010Page 2

Land Use Code Area

(sq mi)

Area

(%)

Percent

Impervious

(RTIMP)

Sub

Basin



LAND USE


Initial Loss

(IA)

Vegetable

Cover

(%)

DTHETA Kb

Major Basin ID: 01

0.003 100.0

160 0.020 89.03 40 0.25 50.0 NORMAL 0.03

180 0.001 2.2 45 0.25 50.0 NORMAL 0.04

230 0.001 3.5 80 0.10 75.0 NORMAL 0.04

900 0.001 5.3 0 0.35 25.0 DRY 0.08

0.023 100.0

160 0.028 98.24 40 1.81 * 50.0 NORMAL 0.03

230 0.000 0.4 80 0.10 75.0 NORMAL 0.05

520 0.000 0.7 45 0.29 80.0 NORMAL 0.05

530 0.000 0.7 80 0.10 75.0 NORMAL 0.05

0.028 100.0

160 0.000 0.55 40 0.25 50.0 NORMAL 0.04

230 0.003 4.7 80 0.10 75.0 NORMAL 0.04

520 0.041 68.1 45 0.29 80.0 NORMAL 0.03

530 0.004 7.3 80 0.10 75.0 NORMAL 0.04

710 0.005 8.7 5 0.10 90.0 NORMAL 0.04

750 0.001 0.8 0 0.50 85.0 NORMAL 0.09

900 0.006 10.0 0 0.35 25.0 DRY 0.07

0.060 100.1

520 0.010 100.06 45 0.29 80.0 NORMAL 0.03

0.010 100.0

160 0.006 100.07 40 2.36 * 50.0 NORMAL 0.04

0.006 100.0

160 0.004 19.08 40 0.25 50.0 NORMAL 0.04

230 0.015 80.4 80 0.10 75.0 NORMAL 0.03

520 0.000 0.5 45 0.29 80.0 NORMAL 0.05

0.018 99.9

160 0.031 94.89 40 1.58 * 50.0 NORMAL 0.03

230 0.000 0.6 80 0.10 75.0 NORMAL 0.05

520 0.001 3.3 45 0.29 80.0 NORMAL 0.04

710 0.000 1.2 5 0.10 90.0 NORMAL 0.04

0.033 99.9

(stLuDataCG.rpt)* Non default value

1Page 8/22/2010

Area ID Area

(sq mi)

Length

(mi)

Slope

(ft/mi)

Adj

Slope

Time-Area Kb IA

(in)

PSIF

(in)

XKSAT

(in/hr)

RTIMP

(%)

DTHETA

Sub Basin Parameters Rainfall Losses Return Period Parameters



SUB BASINS

2 Yr 5 Yr 10 Yr 25 Yr 50 Yr 100 Yr


Major Basin ID: 01

0.601 0.601 0.595 0.543 0.4851 0.026 0.35 8.6 URBAN 0.25 0.17 9.70 0.06 360.038 0.5118.6 Tc (Hrs)

Vel (f/s)

R (Hrs)

0.85 0.85 0.86 0.95 1.00 1.06

0.727 0.727 0.719 0.649 0.607 0.573

0.227 0.227 0.225 0.209 0.19013 0.003 0.09 17.6 URBAN 0.11 0.10 11.20 0.03 780.038 * * * * *0.199*17.6 Tc (Hrs)

Vel (f/s)

R (Hrs)

0.58 0.58 0.59 0.63 0.66 0.69

0.284 0.284 0.282 0.260 0.246 0.234

0.167 0.167 0.165 0.149 0.13216 0.003 0.06 88.7 URBAN 0.29 0.22 9.70 0.05 210.066 * * * * *0.139*88.7 Tc (Hrs)

Vel (f/s)

R (Hrs)

0.53 0.53 0.53 0.59 0.63 0.67

0.146 0.146 0.144 0.129 0.120 0.113

0.413 0.413 0.407 0.357 0.30618 0.005 0.12 8.7 URBAN 1.15 0.15 9.70 0.06 450.037 0.3288.7 Tc (Hrs)

Vel (f/s)

R (Hrs)

0.43 0.43 0.43 0.49 0.54 0.58

0.521 0.521 0.513 0.443 0.403 0.373

0.525 0.525 0.518 0.452 0.38919 0.012 0.22 8.9 URBAN 1.03 0.15 9.70 0.06 420.034 0.4188.9 Tc (Hrs)

Vel (f/s)

R (Hrs)

0.61 0.61 0.62 0.71 0.77 0.83

0.670 0.670 0.661 0.568 0.521 0.481

0.980 0.980 0.973 0.815 0.66410 0.022 0.35 5.7 URBAN 1.35 0.16 9.70 0.06 320.039 * * * * 0.7305.7 Tc (Hrs)

Vel (f/s)

R (Hrs)

0.52 0.52 0.53 0.63 0.70 0.77

1.375 1.375 1.365 1.121 0.992 0.893

0.324 0.324 0.322 0.299 0.27114 0.001 0.17 18.1 URBAN 0.10 0.15 9.70 0.07 800.041 0.28418.1 Tc (Hrs)

Vel (f/s)

R (Hrs)

0.77 0.77 0.77 0.83 0.88 0.92

1.316 1.316 1.306 1.202 1.137 1.081

0.293 0.293 0.291 0.265 0.23817 0.009 0.15 19.9 URBAN 0.29 0.15 9.70 0.07 450.036 0.25019.9 Tc (Hrs)

Vel (f/s)

R (Hrs)

0.75 0.75 0.76 0.83 0.88 0.92

0.305 0.305 0.302 0.273 0.256 0.241

0.820 0.820 0.808 0.709 0.60911 0.053 0.54 7.5 URBAN 1.18 0.15 9.70 0.06 470.030 * * * 0.6527.5 Tc (Hrs)

Vel (f/s)

R (Hrs)

0.97 0.97 0.98 1.12 1.21 1.30

0.967 0.967 0.952 0.824 0.750 0.695

* Non default value or value out of range (stSubBasCG.rpt)

2Page 8/22/2010

Area ID Area

(sq mi)

Length

(mi)

Slope

(ft/mi)

Adj

Slope

Time-Area Kb IA

(in)

PSIF

(in)

XKSAT

(in/hr)

RTIMP

(%)

DTHETA




SUB BASINS

2 Yr 5 Yr 10 Yr 25 Yr 50 Yr 100 Yr


Major Basin ID: 01

0.209 0.209 0.208 0.193 0.17515 0.005 0.11 31.0 URBAN 0.10 0.15 9.70 0.07 800.037 * * * * *0.183*31.0 Tc (Hrs)

Vel (f/s)

R (Hrs)

0.77 0.77 0.78 0.84 0.88 0.92

0.228 0.228 0.227 0.209 0.197 0.188

0.636 0.636 0.630 0.572 0.50912 0.008 0.31 8.2 URBAN 0.27 0.18 9.70 0.06 310.045 0.5378.2 Tc (Hrs)

Vel (f/s)

R (Hrs)

0.71 0.71 0.72 0.79 0.85 0.89

1.375 1.375 1.360 1.221 1.141 1.074

0.187 0.187 0.185 0.168 0.1502 0.003 0.07 29.4 URBAN 0.11 0.15 9.70 0.07 80.038 * * * * *0.158*29.4 Tc (Hrs)

Vel (f/s)

R (Hrs)

0.55 0.55 0.55 0.61 0.65 0.68

0.188 0.188 0.186 0.167 0.156 0.147

0.460 0.460 0.456 0.421 0.3803 0.023 0.32 12.7 URBAN 0.25 0.10 11.20 0.03 390.034 0.39912.7 Tc (Hrs)

Vel (f/s)

R (Hrs)

1.02 1.02 1.03 1.11 1.18 1.24

0.540 0.540 0.535 0.488 0.461 0.437

0.668 0.668 0.664 0.619 0.5204 0.028 0.34 10.2 URBAN 1.78 0.15 9.70 0.06 400.032 0.57910.2 Tc (Hrs)

Vel (f/s)

R (Hrs)

0.75 0.75 0.75 0.81 0.86 0.96

0.766 0.766 0.760 0.703 0.654 0.580

0.452 0.452 0.447 0.408 0.3655 0.060 0.30 13.3 URBAN 0.26 0.16 9.70 0.07 410.033 0.38513.3 Tc (Hrs)

Vel (f/s)

R (Hrs)

0.97 0.97 0.98 1.08 1.14 1.21

0.291 0.291 0.288 0.260 0.243 0.229

0.508 0.508 0.503 0.459 0.4116 0.010 0.22 6.0 URBAN 0.29 0.15 9.70 0.07 450.035 0.4336.0 Tc (Hrs)

Vel (f/s)

R (Hrs)

0.64 0.64 0.64 0.70 0.75 0.79

0.717 0.717 0.710 0.642 0.601 0.567

0.391 0.391 0.389 0.363 0.3317 0.006 0.12 13.0 URBAN 2.36 0.15 9.70 0.06 400.036 0.34613.0 Tc (Hrs)

Vel (f/s)

R (Hrs)

0.45 0.45 0.45 0.48 0.51 0.53

0.442 0.442 0.439 0.406 0.385 0.367

0.539 0.539 0.535 0.495 0.4498 0.018 0.40 10.0 URBAN 0.13 0.15 9.70 0.07 720.033 0.47010.0 Tc (Hrs)

Vel (f/s)

R (Hrs)

1.09 1.09 1.10 1.19 1.25 1.31

0.884 0.884 0.876 0.804 0.760 0.722


3Page 8/22/2010

Area ID Area

(sq mi)

Length

(mi)

Slope

(ft/mi)

Adj

Slope

Time-Area Kb IA

(in)

PSIF

(in)

XKSAT

(in/hr)

RTIMP

(%)

DTHETA




SUB BASINS

2 Yr 5 Yr 10 Yr 25 Yr 50 Yr 100 Yr


Major Basin ID: 01

0.702 0.702 0.697 0.631 0.5179 0.033 0.40 11.3 URBAN 1.51 0.15 9.70 0.06 400.032 0.56411.3 Tc (Hrs)

Vel (f/s)

R (Hrs)

0.84 0.84 0.84 0.93 1.04 1.13

0.839 0.839 0.833 0.746 0.658 0.598


1Page

8/22/2010



HEC-1 ROUTING DATA


Route ID Shape Length

(ft)

Slope

(ft/ft)

Manning's

N

Height

(ft)

Width

(ft)

Side Slope

(h/v)

Diameter

(ft)

KINEMATIC WAVE

Major Basin 01

42 - - - 13CR PIPE 900.00 0.0025 0.013

48 - - - 14CR PIPE 530.00 0.0023 0.013

48 - - - 17CR PIPE 640.00 0.0023 0.013

48 - - - 6CR PIPE 1,200.00 0.0023 0.013

(stHec1Rt.rpt)

2Page

8/22/2010



HEC-1 ROUTING DATA


Route IDLOB N Chan N ROB N Length

(ft)

Slope

(ft/ft)

Max

Elev (ft)

1. 2. 3. 4.5.

6. 7. 8.

NORMAL DEPTH

Major Basin 01

X:

Y:

10R 0.030 0.0300.016 1,600.00 0.0038 - -

2.00

5.00

0.50

5.60

-

23.60

0.36

41.60

-

42.20

0.50

47.20

2.00

48.00

2.10

X:

Y:

11R 0.015 0.0300.015 1,945.00 0.0021 - -

2.00

36.00

0.75

37.40

0.59

37.50

1.09

48.50

1.28

48.50

1.28

64.50

1.46

64.50

1.46

X:

Y:

12CR 0.030 0.0300.015 927.00 0.0038 - -

2.00

5.00

0.50

5.60

-

23.60

0.36

41.60

-

42.20

0.50

47.20

2.00

48.00

2.10

X:

Y:

18CR 0.030 0.0300.015 440.00 0.0012 - -

2.00

5.00

0.50

5.60

-

23.60

0.36

41.60

-

42.20

0.50

47.20

2.00

48.00

2.10

X:

Y:

19CR 0.030 0.0300.015 450.00 0.0022 - -

2.00

5.00

0.50

5.60

-

23.60

0.36

41.60

-

42.20

0.50

47.20

2.00

48.00

2.10

X:

Y:

4C2R 0.030 0.0300.015 380.00 0.0021 - -

2.00

5.00

0.50

5.60

-

23.60

0.36

41.60

-

42.20

0.50

47.20

2.00

48.00

2.10

X:

Y:

9CR 0.030 0.0300.015 320.00 0.0008 - -

2.00

5.00

0.50

5.60

-

23.60

0.36

41.60

-

42.20

0.50

47.20

2.00

48.00

2.10

X:

Y:

D18CR 0.030 0.0300.015 753.00 0.0013 - -

2.00

36.00

0.75

37.40

0.59

37.50

1.09

48.50

1.28

48.50

1.28

64.50

1.46

64.50

1.46

X:

Y:

D19CR 0.015 0.0300.015 1,250.00 0.0160 - -

2.00

36.00

0.75

37.40

0.59

37.50

1.09

48.50

1.28

48.50

1.28

64.50

1.46

64.50

1.46

(stHec1Rt.rpt)

1***************************************** *************************************** * * * * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS * * JUN 1998 * * HYDROLOGIC ENGINEERING CENTER * * VERSION 4.1 * * 609 SECOND STREET * * * * DAVIS, CALIFORNIA 95616 * * RUN DATE 19AUG10 TIME 20:59:47 * * (916) 756-1104 * * * * * ***************************************** *************************************** X X XXXXXXX XXXXX X X X X X X XX X X X X X XXXXXXX XXXX X XXXXX X X X X X X X X X X X X X X XXXXXXX XXXXX XXX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 1 HEC-1 INPUT PAGE 1 LINE ID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10 1 ID Flood Control District of Maricopa County 2 ID 10-1018-FINAL - Tolleson SD 3 ID Major Basin: 01 4 ID 10 Year - Return Period 5 ID 6 Hour Storm 6 ID Multiple Storms 7 ID Unit Hydrograph: Clark 8 ID 08/19/2010 9 IT 4 1JAN99 1200 600 10 IN 15 11 IO 5 *DIAGRAM * 12 JD 1.677 0.0001 13 PC 0.000 0.008 0.016 0.025 0.033 0.041 0.050 0.058 0.066 0.074 14 PC 0.087 0.099 0.118 0.138 0.216 0.377 0.834 0.911 0.931 0.950 15 PC 0.962 0.972 0.983 0.991 1.000 16 JD 1.667 0.5000 17 PC 0.000 0.008 0.016 0.025 0.033 0.041 0.050 0.058 0.066 0.074 18 PC 0.087 0.099 0.118 0.138 0.216 0.377 0.834 0.911 0.931 0.950 19 PC 0.962 0.972 0.983 0.991 1.000 * 20 KK 10 BASIN 21 BA 0.022 22 LG 1.35 0.16 9.70 0.06 32 23 UC 0.973 1.365 24 UA 0 5.0 16.0 30.0 65.0 77.0 84.0 90.0 94.0 97.0 25 UA 100 * 26 KK RB10 27 KM ESTIMATED RETENTION VOLUME ATGARFIELDAND 93RDAVE 28 DT RBO10 .16 29 DI 0 100 500 1000 5000 30 DQ 0 100 500 1000 5000 * 31 KK 10R ROUTE 32 KM ROUTING REACH TYPE 1 - LOCAL STREET NORTH OF VAN BUREN 33 KM ROUTE DRAINAGE AREA 10 TO COMBINATION POINT 9C 34 RS 7 FLOW 0.0 0.0 35 RC 0.030 0.016 0.030 1600 0.0038 0.00 36 RX 0.00 5.00 5.60 23.60 41.60 42.20 47.20 48.00 37 RY 2.00 0.50 0.00 0.36 0.00 0.50 2.00 2.10 * 38 KK 9 BASIN 39 BA 0.033 40 LG 1.51 0.15 9.70 0.06 40 41 UC 0.697 0.833 42 UA 0 5.0 16.0 30.0 65.0 77.0 84.0 90.0 94.0 97.0 43 UA 100 * 1 HEC-1 INPUT PAGE 2 LINE ID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10

44 KK 9C COMBINE 45 KM COMBINE 10R AND RB9 46 HC 2 * 47 KK 9CR ROUTE 48 KM ROUTING REACH TYPE 1 - LOCAL STREET NORTH OF VAN BUREN 49 KM ROUTE DRAINAGE AREA 9C TO COMBINATION POINT 19C 50 RS 8 FLOW 0.0 0.0 51 RC 0.030 0.015 0.030 320 0.0008 0.00 52 RX 0.00 5.00 5.60 23.60 41.60 42.20 47.20 48.00 53 RY 2.00 0.50 0.00 0.36 0.00 0.50 2.00 2.10 * 54 KK 19 BASIN 55 BA 0.012 56 LG 1.03 0.15 9.70 0.06 42 57 UC 0.518 0.661 58 UA 0 5.0 16.0 30.0 65.0 77.0 84.0 90.0 94.0 97.0 59 UA 100 * 60 KK 19C COMBINE 61 KM COMBINE 9CR AND 19 62 HC 2 * 63 KK DI19C 64 KM FLOW SPLIT AT93RD AV E AND POLK STREET 65 DT DT19C 66 DI 0 5.7 6.3 8.5 13.5 25.9 100 67 DQ 0 0 .02 0.8 3.4 8.3 50 * 68 KK 19CR ROUTE 69 KM ROUTING REACH TYPE 1 - LOCAL STREET NORTH OF VAN BUREN 70 KM ROUTE DRAINAGE AREA 19C TO COMBINATION POINT 18C 71 RS 1 FLOW 0.0 0.0 72 RC 0.030 0.015 0.030 450 0.0022 0.00 73 RX 0.00 5.00 5.60 23.60 41.60 42.20 47.20 48.00 74 RY 2.00 0.50 0.00 0.36 0.00 0.50 2.00 2.10 * 75 KK 18 BASIN 76 BA 0.005 77 LG 1.15 0.15 9.70 0.06 45 78 UC 0.407 0.513 79 UA 0 5.0 16.0 30.0 65.0 77.0 84.0 90.0 94.0 97.0 80 UA 100 * 1 HEC-1 INPUT PAGE 3 LINE ID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10 81 KK 18C COMBINE 82 KM COMBINE 19CR AND 18 83 HC 2 * 84 KK DI18C 85 KM FLOW SPLIT AT 94TH AVE AND POLK STREET 86 DT DT18C 87 DI 0 5.7 6.3 8.5 13.5 25.9 100 88 DQ 0 0 .02 0.8 3.4 8.3 50 * 89 KK 18CR ROUTE 90 KM ROUTING REACH TYPE 1 - LOCAL STREET NORTH OF VAN BUREN 91 KM ROUTE DRAINAGE AREA 18C TO COMBINATION POINT 7C 92 RS 1 FLOW 0.0 0.0 93 RC 0.030 0.015 0.030 440 0.0012 0.00 94 RX 0.00 5.00 5.60 23.60 41.60 42.20 47.20 48.00 95 RY 2.00 0.50 0.00 0.36 0.00 0.50 2.00 2.10 * 96 KK 7 BASIN 97 BA 0.006 98 LG 2.36 0.15 9.70 0.06 40 99 UC 0.389 0.439 100 UA 0 5.0 16.0 30.0 65.0 77.0 84.0 90.0 94.0 97.0 101 UA 100 * 102 KK 7C COMBINE 103 KM COMBINE 18CR AND 7 104 HC 2 * 105 KK 2 BASIN 106 BA 0.003 107 LG 0.11 0.15 9.70 0.07 8 108 UC 0.185 0.186

109 UA 0 5.0 16.0 30.0 65.0 77.0 84.0 90.0 94.0 97.0 110 UA 100 * 111 KK RB2 112 KM ESTIMATED RETENTION VOLUME OF 100-YEAR, 6-HOUR 113 DT RBO2 0.138 114 DI 0 100 500 1000 5000 115 DQ 0 100 500 1000 5000 * 1 HEC-1 INPUT PAGE 4 LINE ID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10 116 KK 5 BASIN 117 BA 0.060 118 LG 0.26 0.16 9.70 0.07 41 119 UC 0.447 0.288 120 UA 0 5.0 16.0 30.0 65.0 77.0 84.0 90.0 94.0 97.0 121 UA 100 * 122 KK RB5 123 KM ESTIMATED RETENTION VOLUME OF 100-YEAR, 6-HOUR 124 DT RBO5 3.811 125 DI 0 100 500 1000 5000 126 DQ 0 100 500 1000 5000 * 127 KK 12 BASIN 128 BA 0.008 129 LG 0.27 0.18 9.70 0.06 31 130 UC 0.630 1.360 131 UA 0 5.0 16.0 30.0 65.0 77.0 84.0 90.0 94.0 97.0 132 UA 100 * 133 KK 12C COMBINE 134 KM COMBINE RB2, 12, RB5 135 HC 3 * 136 KK 12CR ROUTE 137 KM ROUTING REACH TYPE 1 - 95TH AVENUE 138 KM ROUTE 12C TO COMBINATION POINT 7C 139 RS 3 FLOW 0.0 0.0 140 RC 0.030 0.015 0.030 927 0.0038 0.00 141 RX 0.00 5.00 5.60 23.60 41.60 42.20 47.20 48.00 142 RY 2.00 0.50 0.00 0.36 0.00 0.50 2.00 2.10 * 143 KK 4 BASIN 144 BA 0.028 145 LG 1.78 0.15 9.70 0.06 40 146 UC 0.664 0.760 147 UA 0 5.0 16.0 30.0 65.0 77.0 84.0 90.0 94.0 97.0 148 UA 100 * 149 KK 4C1 COMBINE 150 KM COMBINE 12R AND 4 151 HC 2 * 1 HEC-1 INPUT PAGE 5 LINE ID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10 152 KK 4C2 COMBINE 153 KM COMBINE 4C1 AND 7C 154 HC 2 * 155 KK 4C2R ROUTE 156 KM ROUTING REACH TYPE 1 - 95TH AVENUE 157 KM ROUTE DRAINAGE AREA 4C2 TO COMBINATION POINT 13C 158 RS 1 FLOW 0.0 0.0 159 RC 0.030 0.015 0.030 380 0.0021 0.00 160 RX 0.00 5.00 5.60 23.60 41.60 42.20 47.20 48.00 161 RY 2.00 0.50 0.00 0.36 0.00 0.50 2.00 2.10 * 162 KK 13 BASIN 163 BA 0.003 164 LG 0.11 0.10 11.20 0.03 78 165 UC 0.225 0.282 166 UA 0 5.0 16.0 30.0 65.0 77.0 84.0 90.0 94.0 97.0 167 UA 100 * 168 KK 11 BASIN 169 BA 0.053 170 LG 1.18 0.15 9.70 0.06 47 171 UC 0.808 0.952

172 UA 0 5.0 16.0 30.0 65.0 77.0 84.0 90.0 94.0 97.0 173 UA 100 * 174 KK 11R ROUTE 175 KM ROUTING REACH TYPE 2 - NORTH SIDE OF VAN BUREN 176 KM ROUTE DRAINAGE AREA 11 TO COMBINATION POINT 8C 177 RS 4 FLOW 0.0 0.0 178 RC 0.015 0.015 0.030 1945 0.0021 0.00 179 RX 0.00 36.00 37.40 37.50 48.50 48.50 64.50 64.50 180 RY 2.00 0.75 0.59 1.09 1.28 1.28 1.46 1.46 * 181 KK 8 BASIN 182 BA 0.018 183 LG 0.13 0.15 9.70 0.07 72 184 UC 0.535 0.876 185 UA 0 5.0 16.0 30.0 65.0 77.0 84.0 90.0 94.0 97.0 186 UA 100 * 187 KK FRM19C 188 KM RETRIEVE HYDROGRAPH FROM 19C 189 DR DT19C * 1 HEC-1 INPUT PAGE 6 LINE ID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10 190 KK D19CR ROUTE 191 KM ROUTING REACH TYPE 2 - NORTH SIDE OF VAN BUREN 192 KM ROUTE DT19C TO COMBINATION POINT 8C 193 RS 1 FLOW 0.0 0.0 194 RC 0.015 0.015 0.030 1250 0.0160 0.00 195 RX 0.00 36.00 37.40 37.50 48.50 48.50 64.50 64.50 196 RY 2.00 0.75 0.59 1.09 1.28 1.28 1.46 1.46 * 197 KK FRM18C 198 KM RETRIEVE HYDROGRAPH FROM 18C 199 DR DT18C * 200 KK D18CR ROUTE 201 KM ROUTING REACH TYPE 2 - NORTH SIDE OF VAN BUREN 202 KM ROUTE DT18C TO COMBINATION POINT 8C 203 RS 4 FLOW 0.0 0.0 204 RC 0.030 0.015 0.030 753 0.0013 0.00 205 RX 0.00 36.00 37.40 37.50 48.50 48.50 64.50 64.50 206 RY 2.00 0.75 0.59 1.09 1.28 1.28 1.46 1.46 * 207 KK 8C COMBINE 208 KM COMBINE 11R, D18CR, D19CR, AND 8 209 HC 4 * 210 KK 13C1 COMBINE 211 KO 1 212 KM COMBINE 13 AND 8C 213 HC 2 * 214 KK 13C2 COMBINE 215 KO 1 216 KM COMBINE 13C1 AND 4C2R 217 HC 2 * 218 KK 13CR ROUTE 219 KM ROUTING REACH TYPE 3 - FLOWS IN DESIGN PIPE 220 KM ROUTE 13C TO COMBINATION POINT 3C 221 RK 900 0.0025 0.013 CIRC 3.500 * 222 KK 3 BASIN 223 BA 0.023 224 LG 0.25 0.10 11.20 0.03 39 225 UC 0.456 0.535 226 UA 0 5.0 16.0 30.0 65.0 77.0 84.0 90.0 94.0 97.0 227 UA 100 * 1 HEC-1 INPUT PAGE 7 LINE ID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10 228 KK 14 BASIN 229 BA 0.001 230 LG 0.10 0.15 9.70 0.07 80 231 UC 0.322 1.306 232 UA 0 5.0 16.0 30.0 65.0 77.0 84.0 90.0 94.0 97.0 233 UA 100 *

234 KK 14C COMBINE 235 KM COMBINE 3, 13CR, AND 14 236 HC 3 * 237 KK 14CR ROUTE 238 KM ROUTING REACH TYPE 4 - FLOWS IN DESIGN PIPE 239 KM ROUTE DRAINAGE AREA 14CR TO COMBINATION POINT 17C 240 KM ROUTING PIPE FLOW USING KINEMATIC WAVE ROUTE TYPE 241 RK 530 0.0023 0.013 CIRC 4.000 * 242 KK 17 BASIN 243 BA 0.009 244 LG 0.29 0.15 9.70 0.07 45 245 UC 0.291 0.302 246 UA 0 5.0 16.0 30.0 65.0 77.0 84.0 90.0 94.0 97.0 247 UA 100 * 248 KK 17C COMBINE 249 KO 1 250 KM COMBINE 14CR AND 17 251 HC 2 * 252 KK 17CR ROUTE 253 KM ROUTING REACH TYPE 4 - FLOWS IN DESIGN PIPE 254 KM ROUTE DRAINAGE AREA 17CR TO COMBINATION POINT 6C 255 KM ROUTING PIPE FLOW USING KINEMATIC WAVE ROUTE TYPE 256 RK 640 0.0023 0.013 CIRC 4.000 * 257 KK 6 BASIN 258 BA 0.010 259 LG 0.29 0.15 9.70 0.07 45 260 UC 0.503 0.710 261 UA 0 5.0 16.0 30.0 65.0 77.0 84.0 90.0 94.0 97.0 262 UA 100 * 1 HEC-1 INPUT PAGE 8 LINE ID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10 263 KK RB6 264 KM SURVEYED VOLUME IN COWDEN PARK 265 DT RBO6 0.795 266 DI 0 100 500 1000 5000 267 DQ 0 100 500 1000 5000 * 268 KK 6C COMBINE 269 KO 1 270 KM COMBINE 17CR AND 6 271 HC 2 * 272 KK 6CR ROUTE 273 KM ROUTING REACH TYPE 4 - FLOWS IN DESIGN PIPE 274 KM ROUTE DRAINAGE AREA 6C TO OUTLET 275 KM ROUTING PIPE FLOW USING KINEMATIC WAVE ROUTE TYPE 276 RK 1200 0.0023 0.013 CIRC 4.000 * 277 KK 1 BASIN 278 BA 0.026 279 LG 0.25 0.17 9.70 0.06 36 280 UC 0.595 0.719 281 UA 0 5.0 16.0 30.0 65.0 77.0 84.0 90.0 94.0 97.0 282 UA 100 * 283 KK 15 BASIN 284 BA 0.005 285 LG 0.10 0.15 9.70 0.07 80 286 UC 0.208 0.227 287 UA 0 5.0 16.0 30.0 65.0 77.0 84.0 90.0 94.0 97.0 288 UA 100 * 289 KK RB15 290 KM RETENTION VOLUME PROVIDED AS SURVEYED 291 DT RBO15 .156 292 DI 0 100 500 1000 5000 293 DQ 0 100 500 1000 5000 * 294 KK 16 BASIN 295 BA 0.003 296 LG 0.29 0.22 9.70 0.05 21 297 UC 0.165 0.144 298 UA 0 5.0 16.0 30.0 65.0 77.0 84.0 90.0 94.0 97.0 299 UA 100

* 1 HEC-1 INPUT PAGE 9 LINE ID.......1.......2.......3.......4.......5.......6.......7.......8.......9......10 300 KK 16C COMBINE 301 KO 1 302 KM COMBINE RB15 AND 16 303 HC 2 * 304 KK RB16 305 KM RETENTION VOLUME PROVIDED AS SURVEYED 306 DT RBO16 307 DI 0 100 500 1000 5000 308 DQ 0 100 500 1000 5000 * 309 ZZ 1 SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING (--->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (<---) RETURN OF DIVERTED OR PUMPED FLOW 20 10 . . 28 .-------> RBO10 26 RB10 V V 31 10R . . 38 . 9 . . . . 44 9C............ V V 47 9CR . . 54 . 19 . . . . 60 19C............ . . 65 .-------> DT19C 63 DI19C V V 68 19CR . . 75 . 18 . . . . 81 18C............ . . 86 .-------> DT18C 84 DI18C V V 89 18CR . . 96 . 7 . . . . 102 7C............ . . 105 . 2 . . . . 113 . .-------> RBO2 111 . RB2 . . . . 116 . . 5 . . . . . . 124 . . .-------> RBO5 122 . . RB5 . . . . . . 127 . . . 12 . . . . . . . . 133 . 12C........................

. V . V 136 . 12CR . . . . 143 . . 4 . . . . . . 149 . 4C1............ . . . . 152 4C2............ V V 155 4C2R . . 162 . 13 . . . . 168 . . 11 . . V . . V 174 . . 11R . . . . . . 181 . . . 8 . . . . . . . . 189 . . . . .<------- DT19C 187 . . . . FRM19C . . . . V . . . . V 190 . . . . D19CR . . . . . . . . . . 199 . . . . . .<------- DT18C 197 . . . . . FRM18C . . . . . V . . . . . V 200 . . . . . D18CR . . . . . . . . . . . . 207 . . 8C.................................... . . . . . . 210 . 13C1............ . . . . 214 13C2............ V V 218 13CR . . 222 . 3 . . . . 228 . . 14 . . . . . . 234 14C........................ V V 237 14CR . . 242 . 17 . . . . 248 17C............ V V 252 17CR . . 257 . 6 . . . . 265 . .-------> RBO6 263 . RB6 . . . . 268 6C............ V V 272 6CR . . 277 . 1 . . . . 283 . . 15 . . . . . .

291 . . .-------> RBO15 289 . . RB15 . . . . . . 294 . . . 16 . . . . . . . . 300 . . 16C............ . . . . . . 306 . . .-------> RBO16 304 . . RB16 (***) RUNOFF ALSO COMPUTED AT THIS LOCATION 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE + 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT + 10 3. 4.60 1. 0. 0. 0.02 DIVERSION TO + RBO10 3. 4.40 0. 0. 0. 0.02 HYDROGRAPH AT + RB10 3. 4.60 1. 0. 0. 0.02 ROUTED TO + 10R 3. 5.07 1. 0. 0. 0.02 HYDROGRAPH AT + 9 8. 4.33 2. 1. 0. 0.03 2 COMBINED AT + 9C 8. 4.93 3. 1. 0. 0.05 ROUTED TO + 9CR 8. 4.40 3. 1. 0. 0.05 HYDROGRAPH AT + 19 5. 4.27 1. 0. 0. 0.01 2 COMBINED AT + 19C 13. 4.40 4. 1. 1. 0.07 DIVERSION TO + DT19C 3. 4.40 0. 0. 0. 0.07 HYDROGRAPH AT + DI19C 10. 4.40 4. 1. 1. 0.07 ROUTED TO + 19CR 10. 4.40 4. 1. 1. 0.07 HYDROGRAPH AT + 18 2. 4.20 0. 0. 0. 0.00 2 COMBINED AT + 18C 12. 4.40 4. 1. 1. 0.07 DIVERSION TO + DT18C 2. 4.40 0. 0. 0. 0.07 HYDROGRAPH AT + DI18C 9. 4.40 4. 1. 1. 0.07 ROUTED TO + 18CR 9. 4.47 4. 1. 1. 0.07 HYDROGRAPH AT + 7 2. 4.20 0. 0. 0. 0.01 2 COMBINED AT + 7C 11. 4.40 4. 1. 1. 0.08 HYDROGRAPH AT + 2 4. 4.07 0. 0. 0. 0.00 DIVERSION TO + RBO2 4. 4.07 0. 0. 0. 0.00 HYDROGRAPH AT + RB2 1. 4.47 0. 0. 0. 0.00 HYDROGRAPH AT + 5 57. 4.20 7. 2. 1. 0.06 DIVERSION TO + RBO5 57. 4.20 7. 2. 1. 0.06

HYDROGRAPH AT + RB5 0. 0.00 0. 0. 0. 0.06 HYDROGRAPH AT + 12 3. 4.40 1. 0. 0. 0.01 3 COMBINED AT + 12C 3. 4.47 1. 0. 0. 0.07 ROUTED TO + 12CR 3. 4.67 1. 0. 0. 0.07 HYDROGRAPH AT + 4 7. 4.33 2. 1. 0. 0.03 2 COMBINED AT + 4C1 10. 4.47 3. 1. 0. 0.10 2 COMBINED AT + 4C2 21. 4.40 7. 2. 1. 0.18 ROUTED TO + 4C2R 21. 4.47 7. 2. 1. 0.18 HYDROGRAPH AT + 13 4. 4.07 0. 0. 0. 0.00 HYDROGRAPH AT + 11 15. 4.47 5. 1. 1. 0.05 ROUTED TO + 11R 15. 4.73 5. 1. 1. 0.05 HYDROGRAPH AT + 8 10. 4.27 3. 1. 0. 0.02 HYDROGRAPH AT + FRM19C 3. 4.40 0. 0. 0. 0.07 ROUTED TO + D19CR 3. 4.47 0. 0. 0. 0.07 HYDROGRAPH AT + FRM18C 2. 4.40 0. 0. 0. 0.07 ROUTED TO + D18CR 2. 4.67 0. 0. 0. 0.07 4 COMBINED AT + 8C 27. 4.60 8. 2. 1. 0.07 2 COMBINED AT + 13C1 28. 4.60 8. 2. 1. 0.07 2 COMBINED AT + 13C2 49. 4.53 15. 4. 2. 0.25 ROUTED TO + 13CR 48. 4.60 15. 4. 2. 0.25 HYDROGRAPH AT + 3 17. 4.20 3. 1. 0. 0.02 HYDROGRAPH AT + 14 0. 4.20 0. 0. 0. 0.00 3 COMBINED AT + 14C 62. 4.47 19. 5. 3. 0.27 ROUTED TO + 14CR 62. 4.47 19. 5. 3. 0.27 HYDROGRAPH AT + 17 9. 4.13 1. 0. 0. 0.01 2 COMBINED AT + 17C 66. 4.40 20. 5. 3. 0.28 ROUTED TO + 17CR 66. 4.47 20. 5. 3. 0.28 HYDROGRAPH AT + 6 6. 4.27 1. 0. 0. 0.01 DIVERSION TO + RBO6 6. 4.27 1. 0. 0. 0.01 HYDROGRAPH AT + RB6 0. 0.00 0. 0. 0. 0.01 2 COMBINED AT + 6C 66. 4.47 20. 5. 3. 0.29 ROUTED TO + 6CR 66. 4.47 20. 5. 3. 0.29

HYDROGRAPH AT + 1 14. 4.33 3. 1. 0. 0.03 HYDROGRAPH AT + 15 7. 4.07 1. 0. 0. 0.00 DIVERSION TO + RBO15 5. 3.93 0. 0. 0. 0.00 HYDROGRAPH AT + RB15 7. 4.07 0. 0. 0. 0.00 HYDROGRAPH AT + 16 4. 4.00 0. 0. 0. 0.00 2 COMBINED AT + 16C 11. 4.07 1. 0. 0. 0.01 DIVERSION TO + RBO16 11. 4.07 1. 0. 0. 0.01 HYDROGRAPH AT + RB16 0. 0.00 0. 0. 0. 0.01 1

Appendix C

Rational Method Calculations

Project: Van Buren Street Storm Drain Location: Tolleson, AZ Project No: VBSD-001 Station: Subbasin R5 Catch Basin: CB19

Design Data: Design Frequency

2 5 10 25 50 100 Year

Drainage Areas: A1 0.52 0.52 0.52 0.52 0.52 0.52 Acres

A2 - - - - - - Acres

A3 - - - - - - Acres

Total Drainage Area A 0.52 0.52 0.52 0.52 0.52 0.52 Acres

Drainage Length - - - - - - Feet

Elevations:

Top of Drainage Area - - - - - - Feet

At Structure - - - - - - Feet

Drainage Area Slope - - - - - - %

Hydrologic Soil Group A A A A A A

Design Computations: Design Frequency

2 5 10 25 50 100 Year

Time of Concentration Tc 10 10 10 10 10 10 Min

Rainfall Intensity I 2.33 3.17 3.80 4.66 5.32 5.99 In/Hr

HYDROLOGIC DESIGN DATA RECORD - RATIONAL METHOD

y

Runoff Coefficients: C1 0.95 0.95 0.95 0.95 0.95 0.95

C2 - - - - - -

C3 - - - - - -

Weighted Runoff Coefficient CW 0.95 0.95 0.95 0.95 0.95 0.95

Peak Discharge QP = CW I A 1.2 1.6 1.9 2.3 2.6 3.0 cfs



2 5 10 25 50 100 Year


A2 - - - - - - Acres

A3 - - - - - - Acres



Elevations:






2 5 10 25 50 100 Year




y


C2 - - - - - -

C3 - - - - - -



Project: Van Buren Street Storm Drain Location: Tolleson, AZ Project No: VBSD-001 Station: Subbasin R3 Catch Basin: EXST


2 5 10 25 50 100 Year


A2 - - - - - - Acres

A3 - - - - - - Acres



Elevations:






2 5 10 25 50 100 Year



Runoff Coefficients: C1 0 95 0 95 0 95 0 95 0 95 0 95



C2 - - - - - -

C3 - - - - - -



Appendix D

10‐Year Storm Drain Hydraulic Calculations

1

2

3 4

5

6

7

8

9

10

11

12 13 14 1516

17

18 19 20

21

22

23

24

25 26 27

28 29 30

31

323334

35

36

37

38

39

40

41

42

43

44

45

Outfall

Outfall

Outfall

MH1

MH2 MH3

MH4

MH5

MH6

MH7

MH8

MH9MH10 MH11 MH12 MH13 MH14

MH16

MH18 MH19 MH20CB12

CB1

CB2

CB17 CB19

CB4MH15

CB6

CB10

CB13

CB15

CB3CB5

CB9

CB7

CB11

CB14

CB2

CB8

CB18EXST

VAN BUREN STREET STORM DRAIN

Project File: Van Buren Storm Drain - Final.stm Number of lines: 45 Date: 08-22-2010

Hydraflow Storm Sewers Extension v6.066

0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 2400984.00 984.00

992.00 992.00

1000.00 1000.00

1008.00 1008.00

1016.00 1016.00

1024.00 1024.00

Sta

0+

00.0

0 -

Out

fall

Grn

d. E

l. 10

02.8

1In

v. E

l. 98

9.67

In

Sta

0+

56.0

0 -

Ln: 1

Rim

El.

1002

.97

Inv.

El.

990.

44 O

utIn

v. E

l. 99

0.44

In

56.000Lf - 48" @ 1.38%

Sta

6+

30.9

99 -

Ln:

2

Rim

El.

1004

.78

Inv.

El.

991.

76 O

utIn

v. E

l. 99

1.76

In

574.999Lf - 48" @ 0.23%

Sta

9+

07.0

01 -

Ln:

3

Rim

El.

1004

.83

Inv.

El.

992.

40 O

utIn

v. E

l. 99

2.40

In

276.002Lf - 48" @ 0.23%

Sta

9+

86.0

01 -

Ln:

4

Rim

El.

1005

.70

Inv.

El.

992.

58 O

utIn

v. E

l. 99

2.58

In

79.000Lf - 48" @ 0.23%

Sta

11+

10.9

86 -

Ln:

5

Grn

d. E

l. 10

06.2

0In

v. E

l. 99

2.87

Out

Inv.

El.

992.

87 In

124.985Lf - 48" @ 0.23%S

ta 1

3+45

.011

- L

n: 6

Rim

El.

1006

.44

Inv.

El.

993.

40 O

utIn

v. E

l. 99

3.40

In

234.025Lf - 48" @ 0.23%

Sta

17+

78.0

13 -

Ln:

7

Rim

El.

1007

.25

Inv.

El.

994.

40 O

utIn

v. E

l. 99

4.40

In

433.002Lf - 48" @ 0.23%

Sta

20+

53.0

02 -

Ln:

8

Rim

El.

1007

.70

Inv.

El.

995.

03 O

utIn

v. E

l. 99

5.03

In

274.989Lf - 48" @ 0.23%

Sta

21+

26.0

02 -

Ln:

9

Rim

El.

1007

.90

Inv.

El.

995.

20 O

utIn

v. E

l. 99

5.20

In

73.000Lf - 48" @ 0.23%

Sta

22+

74.0

11 -

Ln:

10

Rim

El.

1009

.18

Inv.

El.

995.

54 O

utIn

v. E

l. 99

5.54

In

148.009Lf - 48" @ 0.23%

Sta

23+

16.0

09 -

Ln:

11

Rim

El.

1009

.33

Inv.

El.

995.

64 O

ut

41.998Lf - 48" @ 0.24%

HGL Reach (ft)

Elev. (ft)

Proj. file: Van Buren Storm Drain - Final.stm

Hydraflow Storm Sewers Extension

Storm Sewer Profile

josh.papworth

Typewritten Text

96TH AVENUE ALIGNMENT - OUTFALL TO VAN BUREN STREET

josh.papworth

Typewritten Text

josh.papworth

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josh.papworth

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0 100 200 300 400 500 600 700 800 900 1000991.00 991.00

997.00 997.00

1003.00 1003.00

1009.00 1009.00

1015.00 1015.00

1021.00 1021.00

Sta

0+

00.0

0R

im E

l. 10

09.3

3In

v. E

l. 99

5.64

Out

Inv.

El.

996.

14 In

Sta

2+

07.0

46 -

Ln:

12

Rim

El.

1009

.84

Inv.

El.

996.

97 O

utIn

v. E

l. 99

6.97

In

207.046Lf - 42" @ 0.40%

Sta

5+

62.0

46 -

Ln:

13

Rim

El.

1010

.38

Inv.

El.

997.

85 O

utIn

v. E

l. 99

7.85

In355.000Lf - 42" @ 0.25%

Sta

7+

80.0

46 -

Ln:

14

Rim

El.

1010

.60

Inv.

El.

998.

40 O

utIn

v. E

l. 99

8.40

In

218.000Lf - 42" @ 0.25%

Sta

8+

88.7

28 -

Ln:

15

Rim

El.

1010

.71

Inv.

El.

998.

67 O

utIn

v. E

l. 99

9.67

In

108.682Lf - 42" @ 0.25%

Sta

9+

44.0

46 -

Ln:

30

Rim

El.

1010

.79

Inv.

El.

1000

.22

Out

55.318Lf - 30" @ 0.99%

HGL Reach (ft)

Elev. (ft)



Storm Sewer Profile

josh.papworth

Typewritten Text

VAN BUREN STREET

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0 50 100 150 200 250 300 350 400 450995.00 995.00

1000.00 1000.00

1005.00 1005.00

1010.00 1010.00

1015.00 1015.00

1020.00 1020.00

Sta

0+

00.0

0R

im E

l. 10

10.7

1In

v. E

l. 99

8.67

Out

Inv.

El.

998.

67 In

Sta

1+

05.9

9 -

Ln: 1

6

Rim

El.

1009

.57

Inv.

El.

999.

09 O

utIn

v. E

l. 99

9.09

In

105.990Lf - 30" @ 0.40%

Sta

3+

93.5

87 -

Ln:

17

Rim

El.

1010

.30

Inv.

El.

1001

.73

Out

Inv.

El.

1002

.23

In

287.597Lf - 30" @ 0.92%

Sta

4+

49.9

9 -

Ln: 3

2

Rim

El.

1010

.41

Inv.

El.

1002

.37

Out

56.403Lf - 24" @ 0.25%

HGL Reach (ft)

Elev. (ft)



Storm Sewer Profile

josh.papworth

Typewritten Text

95TH AVENUE

josh.papworth

Typewritten Text

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0 50 100 150 200 250 300 350 400 450998.00 998.00

1003.00 1003.00

1008.00 1008.00

1013.00 1013.00

1018.00 1018.00

1023.00 1023.00

Sta

0+

00.0

0R

im E

l. 10

10.3

0In

v. E

l. 10

01.7

3 O

utIn

v. E

l. 10

01.7

3 In

Sta

0+

43.0

16 -

Ln:

18

Rim

El.

1010

.37

Inv.

El.

1001

.90

Out

Inv.

El.

1001

.90

In

43.016Lf - 24" @ 0.40%

Sta

4+

16.0

16 -

Ln:

19

Rim

El.

1010

.95

Inv.

El.

1005

.50

Out

373.000Lf - 24" @ 0.97%

HGL Reach (ft)

Elev. (ft)



Storm Sewer Profile

josh.papworth

Typewritten Text

POLK STREET

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Inlet Report Page 1

Line Inlet ID Q = Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet BypNo CIA carry capt byp type line

Ht L area L W So W Sw Sx n Depth Spread Depth Spread Depr No(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)

1 MH1 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

2 MH2 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

3 MH3 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

4 MH4 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

5 0.00 0.00 0.00 0.00 None 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

6 MH5 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

7 MH6 -14.80 0.00 0.00 -14.80 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

8 MH7 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

9 MH8 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

10 MH9 -4.10 0.00 0.00 -4.10 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

11 MH10 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

12 MH11 -4.01 0.00 0.00 -4.01 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

13 MH12 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

14 MH13 -16.25 0.00 0.00 -16.25 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

15 MH14 -5.75 0.00 0.00 -5.75 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

16 MH16 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

17 MH18 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

18 MH19 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

19 MH20 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

20 CB12 4.50* 0.00 4.50 0.00 Curb 3.0 16.00 0.00 0.00 0.00 0.001 1.42 0.058 0.015 0.015 0.40 22.66 0.50 22.22 2.0 33

21 CB1 0.01* 0.00 0.00 0.01 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

22 0.01* 0.00 0.00 0.01 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

23 CB2 0.01* 0.00 0.01 0.00 DrGrt 0.0 0.00 2.00 2.00 1.00 Sag 1.00 0.001 0.001 0.000 0.01 14.48 0.01 14.48 0.0 Off

VAN BUREN STREET STORM DRAIN Number of lines: 45 Run Date: 08-22-2010

NOTES: Inlet N-Values = 0.014 ; Intensity = 22.51 / (Inlet time + 0.10) ^ 0.69; Return period = 10 Yrs. ; * Indicates Known Q added. All curb inlets are Horiz throat.


Inlet Report Page 2

Line Inlet ID Q = Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet BypNo CIA carry capt byp type line

Ht L area L W So W Sw Sx n Depth Spread Depth Spread Depr No(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)

24 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

25 CB17 2.20* 0.11 2.24 0.07 Curb 3.0 7.20 0.00 0.00 0.00 0.001 1.42 0.058 0.019 0.015 0.34 15.14 0.44 14.60 2.0 41

26 0.00 0.00 0.00 0.00 None 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

27 CB19 1.90* 0.00 1.79 0.11 Curb 3.0 7.20 0.00 0.00 0.00 0.003 1.42 0.058 0.021 0.013 0.26 10.07 0.36 9.30 2.0 25

28 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

29 CB4 16.25* 0.00 16.25 0.00 Curb 3.0 12.00 0.00 0.00 0.00 Sag 1.42 0.058 0.040 0.000 0.43 10.19 0.57 10.19 2.0 Off

30 MH15 22.00* 0.00 0.00 22.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

31 CB6 3.00* 0.00 3.00 0.00 Curb 3.0 16.00 0.00 0.00 0.00 0.001 1.42 0.058 0.007 0.015 0.29 31.23 0.38 30.62 2.0 29

32 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off

33 CB10 1.00* 0.00 1.00 0.00 Curb 3.0 10.40 0.00 0.00 0.00 0.006 1.42 0.058 0.006 0.015 0.17 15.53 0.25 13.72 2.0 39

34 CB13 4.50* 0.00 4.50 0.00 Curb 3.0 16.00 0.00 0.00 0.00 0.001 1.42 0.058 0.020 0.015 0.43 18.90 0.54 18.52 2.0 40

35 CB15 6.80* 0.00 6.80 0.00 Curb 3.0 14.40 0.00 0.00 0.00 Sag 1.42 0.058 0.015 0.000 0.35 19.32 0.46 19.32 2.0 Off

36 CB3 8.50* 0.00 6.61 1.89 Curb 3.0 16.00 0.00 0.00 0.00 0.003 1.42 0.058 0.011 0.015 0.38 28.39 0.47 27.94 2.0 45

37 CB5 5.00* 0.00 5.00 0.00 Curb 3.0 16.00 0.00 0.00 0.00 0.001 1.42 0.048 0.039 0.015 0.52 13.06 0.66 12.68 2.0 29

38 CB9 5.00* 0.00 4.75 0.25 Curb 3.0 16.00 0.00 0.00 0.00 0.002 1.42 0.058 0.010 0.015 0.33 26.58 0.43 26.13 2.0 39

39 CB7 3.75* 0.25 4.00 0.00 Curb 3.0 16.00 0.00 0.00 0.00 0.002 1.42 0.058 0.013 0.015 0.33 20.70 0.43 20.18 2.0 29

40 CB11 1.00* 0.00 1.00 0.00 Curb 3.0 10.40 0.00 0.00 0.00 0.001 1.42 0.058 0.009 0.015 0.23 17.38 0.31 16.48 2.0 39

41 CB14 12.00* 0.07 12.07 0.00 Curb 3.0 16.00 0.00 0.00 0.00 Sag 1.42 0.058 0.001 0.000 0.48 396.57 0.56 396.57 2.0 Off

42 CB2 8.50* 0.00 7.58 0.92 Curb 3.0 16.00 0.00 0.00 0.00 0.002 1.42 0.058 0.015 0.015 0.44 25.26 0.54 24.89 2.0 45

43 CB8 5.00* 0.00 5.00 0.00 Curb 3.0 16.00 0.00 0.00 0.00 0.001 1.42 0.058 0.017 0.015 0.43 21.81 0.53 21.43 2.0 31

44 CB18 1.40* 0.00 1.40 0.00 Curb 3.0 7.20 0.00 0.00 0.00 0.002 1.42 0.058 0.019 0.015 0.26 10.87 0.36 10.12 2.0 26

45 EXST 9.60* 2.81 1.85 10.56 Curb 3.0 2.67 0.00 0.00 0.00 0.006 1.42 0.058 0.020 0.013 0.43 18.75 0.53 18.37 2.0 Off


NOTES: Inlet N-Values = 0.014 ; Intensity = 22.51 / (Inlet time + 0.10) ^ 0.69; Return period = 10 Yrs. ; * Indicates Known Q added. All curb inlets are Horiz throat.


FL-DOT Report Page 1

Line To Type n - Len Drainage Area Time Time Inten Total Add Inlet Elev of HGL Rise HGL Actual Date: 08-22-2010No Line of value of of (I) CA Q elev

struc C1 = 0.95 conc flow Elev of Crown Span Pipe Full Flow Frequency: 10 yrsC2 = 0.95 in TotalC3 = 0.95 sect flow Elev of Invert Proj: Van Buren Storm Drai

Incre- Sub- Sum Q Up Down Fall Size Slope Vel Capment total CA

(ft) (ac) (ac) (min) (min) (in/hr) (cfs) (ft) (ft) (ft) (ft) (in) (%) (ft/s) (cfs) Line description

1 End MH 0.013 56.000 0.00 0.00 0.00 469.4 0.18 0.00 0.00 0.00 1002.97 995.32 995.20 0.12 48 0.21 5.25 66.020.00 0.00 0.00 66.02 994.44 993.67 48 1.38 13.40 168.40.00 0.00 0.00 990.44 989.67 0.77 Cir

2 1 MH 0.013 574.999 0.00 0.00 0.00 467.6 1.82 0.00 0.00 0.00 1004.78 996.70 995.49 1.21 48 0.21 5.25 66.010.00 0.00 0.00 66.01 995.76 994.44 48 0.23 5.48 68.830.00 0.00 0.00 991.76 990.44 1.32 Cir

3 2 MH 0.013 276.002 0.00 0.00 0.00 466.7 0.88 0.00 0.00 0.00 1004.83 997.89 997.31 0.58 48 0.21 5.25 66.010.00 0.00 0.00 66.01 996.40 995.76 48 0.23 5.50 69.170.00 0.00 0.00 992.40 991.76 0.64 Cir

4 3 MH 0.013 79.000 0.00 0.00 0.00 466.5 0.25 0.00 0.00 0.00 1005.70 998.66 998.49 0.17 48 0.21 5.25 66.010.00 0.00 0.00 66.01 996.58 996.40 48 0.23 5.46 68.570.00 0.00 0.00 992.58 992.40 0.18 Cir

5 4 None 0.013 124.985 0.00 0.00 0.00 466.1 0.40 0.00 0.00 0.00 1006.20 998.98 998.72 0.26 48 0.21 5.25 66.010.00 0.00 0.00 66.01 996.87 996.58 48 0.23 5.51 69.190.00 0.00 0.00 992.87 992.58 0.29 Cir

6 5 MH 0.013 234.025 0.00 0.00 0.00 465.3 0.74 0.00 0.00 0.00 1006.44 999.54 999.05 0.49 48 0.21 5.25 66.00 HEC-1 6C0.00 0.00 0.00 66.00 997.40 996.87 48 0.23 5.44 68.360.00 0.00 0.00 993.40 992.87 0.53 Cir

7 6 MH 0.013 433.002 0.00 0.00 0.00 23.01 1.37 0.00 0.00 -14.80 1007.25 1000.48 999.56 0.91 48 0.21 5.25 65.99 HEC-1 17C0.00 0.00 0.00 65.99 998.40 997.40 48 0.23 5.49 69.030.00 0.00 0.00 994.40 993.40 1.00 Cir

8 7 MH 0.013 274.989 0.00 0.00 0.00 22.08 0.93 0.00 0.00 0.00 1007.70 1001.21 1000.69 0.51 48 0.19 4.93 61.990.00 0.00 0.00 61.99 999.03 998.40 48 0.23 5.47 68.760.00 0.00 0.00 995.03 994.40 0.63 Cir

9 8 MH 0.013 73.000 0.00 0.00 0.00 21.83 0.25 0.00 0.00 0.00 1007.90 1001.40 1001.26 0.14 48 0.19 4.93 61.990.00 0.00 0.00 61.99 999.20 999.03 48 0.23 5.52 69.320.00 0.00 0.00 995.20 995.03 0.17 Cir

10 9 MH 0.013 148.009 0.00 0.00 0.00 21.33 0.50 0.00 0.00 -4.10 1009.18 1001.73 1001.46 0.28 48 0.19 4.93 61.990.00 0.00 0.00 61.99 999.54 999.20 48 0.23 5.48 68.840.00 0.00 0.00 995.54 995.20 0.34 Cir

11 10 MH 0.013 41.998 0.00 0.00 0.00 6.75 0.14 0.00 0.00 0.00 1009.33 1002.00 1001.92 0.08 48 0.19 4.93 61.990.00 0.00 0.00 61.99 999.64 999.54 48 0.24 5.58 70.110.00 0.00 0.00 995.64 995.54 0.10 Cir

NOTES: Intensity = 22.51 / (Inlet time + 0.10) ^ 0.69 (in/hr) ; Time of flow in section is based on full flow. VAN BUREN STREET STORM DRAIN







12 11 MH 0.013 207.046 0.00 0.00 0.00 6.21 0.54 0.00 0.00 -4.01 1009.84 1003.32 1002.53 0.79 42 0.38 6.44 61.99 HEC-1 14C0.00 0.00 0.00 61.99 1000.47 999.64 42 0.40 6.62 63.700.00 0.00 0.00 996.97 996.14 0.83 Cir

13 12 MH 0.013 355.000 0.00 0.00 0.00 5.05 1.16 0.00 0.00 0.00 1010.38 1004.48 1003.64 0.84 42 0.24 5.09 49.000.00 0.00 0.00 49.00 1001.35 1000.47 42 0.25 5.21 50.090.00 0.00 0.00 997.85 996.97 0.88 Cir

14 13 MH 0.013 218.000 0.00 0.00 0.00 4.34 0.71 0.00 0.00 -16.25 1010.60 1005.06 1004.54 0.52 42 0.24 5.09 49.000.00 0.00 0.00 49.00 1001.90 1001.35 42 0.25 5.25 50.540.00 0.00 0.00 998.40 997.85 0.55 Cir

15 14 MH 0.013 108.682 0.00 0.00 0.00 3.98 0.36 0.00 0.00 -5.75 1010.71 1005.52 1005.26 0.26 42 0.24 5.09 49.00 HEC-1 13C20.00 0.00 0.00 49.00 1002.17 1001.90 42 0.25 5.21 50.140.00 0.00 0.00 998.67 998.40 0.27 Cir

16 15 MH 0.013 105.990 0.00 0.00 0.00 3.67 0.31 0.00 0.00 0.00 1009.57 1006.57 1006.08 0.49 30 0.46 5.65 27.750.00 0.00 0.00 27.75 1001.59 1001.17 30 0.40 5.26 25.820.00 0.00 0.00 999.09 998.67 0.42 Cir

17 16 MH 0.013 287.597 0.00 0.00 0.00 2.55 1.12 0.00 0.00 0.00 1010.30 1007.70 1006.94 0.75 30 0.26 4.28 21.00 HEC-1 4C20.00 0.00 0.00 21.00 1004.23 1001.59 30 0.92 8.00 39.290.00 0.00 0.00 1001.73 999.09 2.64 Cir

18 17 MH 0.013 43.016 0.00 0.00 0.00 2.34 0.20 0.00 0.00 0.00 1010.37 1008.08 1007.98 0.10 24 0.24 3.50 11.00 HEC-1 7C0.00 0.00 0.00 11.00 1003.90 1003.73 24 0.40 4.53 14.220.00 0.00 0.00 1001.90 1001.73 0.17 Cir

19 18 MH 0.013 373.000 0.00 0.00 0.00 0.17 2.17 0.00 0.00 0.00 1010.95 1008.82 1008.22 0.59 24 0.16 2.87 9.000.00 0.00 0.00 9.00 1007.50 1003.90 24 0.97 7.07 22.220.00 0.00 0.00 1005.50 1001.90 3.60 Cir

20 19 Curb 0.013 26.303 0.00 0.00 0.00 0.00 0.17 0.00 0.00 4.50 1010.64 1008.98 1008.94 0.03 18 0.12 2.63 4.50 HEC-1 D18C0.00 0.00 0.00 4.50 1009.14 1007.00 18 8.14 16.95 29.950.00 0.00 0.00 1007.64 1005.50 2.14 Cir

21 1 MH 0.013 53.998 0.00 0.00 0.00 0.00 159.04 0.00 0.00 0.01 999.28 996.57 995.49 1.08 18 2.00 0.42 0.010.00 0.00 0.00 0.01 998.03 993.19 18 8.96 17.79 31.440.00 0.00 0.00 996.53 991.69 4.84 Cir

22 5 MH 0.013 48.645 0.00 0.00 0.00 0.00 143.27 0.00 0.00 0.01 1006.49 999.05 999.05 0.00 18 0.00 0.01 0.010.00 0.00 0.00 0.01 998.09 995.60 18 5.12 13.44 23.760.00 0.00 0.00 996.59 994.10 2.49 Cir








23 6 DrGrt 0.013 158.000 0.00 0.00 0.00 0.00 465.35 0.00 0.00 0.01 1007.18 1000.04 999.56 0.47 18 0.30 0.40 0.01 HEC-1 60.00 0.00 0.00 0.01 1001.50 996.36 18 3.25 10.72 18.940.00 0.00 0.00 1000.00 994.86 5.14 Cir

24 7 MH 0.013 14.027 0.00 0.00 0.00 0.13 0.04 0.00 0.00 0.00 1007.24 1001.86 1000.69 1.16 24 8.29 6.62 18.800.00 0.00 0.00 18.80 1002.32 997.86 24 31.80 40.60 127.50.00 0.00 0.00 1000.32 995.86 4.46 Cir

25 10 Curb 0.013 74.850 0.00 0.00 0.00 20.79 0.54 0.00 0.00 2.20 1009.39 1002.16 1001.92 0.24 18 0.32 3.39 4.10 R40.00 0.00 0.00 4.10 1002.89 997.88 18 6.69 15.37 27.170.00 0.00 0.00 1001.39 996.38 5.01 Cir

26 25 None 0.013 480.000 0.00 0.00 0.00 0.12 20.67 0.00 0.00 0.00 1010.10 1004.03 1002.93 1.10 30 0.23 2.53 1.900.00 0.00 0.00 1.90 1006.00 1004.90 30 0.23 4.00 19.630.00 0.00 0.00 1003.50 1002.40 1.10 Cir

27 26 Curb 0.013 8.000 0.00 0.00 0.00 0.00 0.12 0.00 0.00 1.90 1010.10 1004.72 1004.41 0.31 18 3.91 3.82 1.90 R50.00 0.00 0.00 1.90 1005.60 1005.50 18 1.25 6.64 11.740.00 0.00 0.00 1004.10 1004.00 0.10 Cir

28 12 MH 0.013 74.000 0.00 0.00 0.00 0.12 0.23 0.00 0.00 0.00 1008.91 1004.06 1003.64 0.42 24 0.57 5.41 17.000.00 0.00 0.00 17.00 1000.89 999.72 24 1.58 9.05 28.440.00 0.00 0.00 998.89 997.72 1.17 Cir

29 14 Curb 0.013 36.551 0.00 0.00 0.00 0.00 0.07 0.00 0.00 16.25 1009.62 1006.14 1005.26 0.88 18 2.40 9.20 16.25 SEE REPORT0.00 0.00 0.00 16.25 1004.14 1000.90 18 8.86 17.69 31.270.00 0.00 0.00 1002.64 999.40 3.24 Cir

30 15 MH 0.013 55.318 0.00 0.00 0.00 0.26 0.17 0.00 0.00 22.00 1010.79 1006.32 1006.08 0.24 30 0.43 5.50 27.00 HEC-1 8C0.00 0.00 0.00 27.00 1002.72 1002.17 30 0.99 8.33 40.890.00 0.00 0.00 1000.22 999.67 0.55 Cir

31 16 Curb 0.013 18.907 0.00 0.00 0.00 0.00 0.19 0.00 0.00 3.00 1009.75 1006.93 1006.94 -0.01 18 -0.05 1.92 3.00 SEE REPORT0.00 0.00 0.00 3.00 1007.32 1004.84 18 13.12 21.52 38.030.00 0.00 0.00 1005.82 1003.34 2.48 Cir

32 17 MH 0.013 56.403 0.00 0.00 0.00 0.14 0.30 0.00 0.00 0.00 1010.41 1008.09 1007.98 0.11 24 0.20 3.18 10.000.00 0.00 0.00 10.00 1004.37 1004.23 24 0.25 3.59 11.270.00 0.00 0.00 1002.37 1002.23 0.14 Cir

33 18 Curb 0.013 26.039 0.00 0.00 0.00 0.00 0.77 0.00 0.00 1.00 1010.78 1008.23 1008.22 0.00 18 0.01 0.57 1.00 HEC-1 70.00 0.00 0.00 1.00 1007.28 1003.65 18 13.94 22.19 39.210.00 0.00 0.00 1005.78 1002.15 3.63 Cir








34 19 Curb 0.013 13.896 0.00 0.00 0.00 0.00 0.09 0.00 0.00 4.50 1010.63 1008.95 1008.94 0.01 18 0.06 2.64 4.50 HEC-1 D18C0.00 0.00 0.00 4.50 1009.13 1007.00 18 15.33 23.27 41.110.00 0.00 0.00 1007.63 1005.50 2.13 Cir

35 24 Curb 0.013 29.749 0.00 0.00 0.00 0.00 0.13 0.00 0.00 6.80 1006.22 1004.47 1001.86 2.61 18 8.77 4.95 6.80 R10.00 0.00 0.00 6.80 1004.97 1002.14 18 9.51 18.33 32.390.00 0.00 0.00 1003.47 1000.64 2.83 Cir

36 28 Curb 0.013 34.749 0.00 0.00 0.00 0.00 0.12 0.00 0.00 8.50 1009.15 1004.74 1004.51 0.23 18 0.66 4.81 8.50 HEC-1 30.00 0.00 0.00 8.50 1002.65 1000.64 18 5.78 14.29 25.260.00 0.00 0.00 1001.15 999.14 2.01 Cir


38 32 Curb 0.013 22.971 0.00 0.00 0.00 0.00 0.14 0.00 0.00 5.00 1010.65 1008.30 1008.25 0.05 18 0.23 2.83 5.00 HEC-1 4C10.00 0.00 0.00 5.00 1004.65 1003.87 18 3.40 10.95 19.350.00 0.00 0.00 1003.15 1002.37 0.78 Cir


40 18 Curb 0.013 13.970 0.00 0.00 0.00 0.00 0.41 0.00 0.00 1.00 1010.67 1008.23 1008.22 0.00 18 0.01 0.57 1.00 HEC-1 70.00 0.00 0.00 1.00 1007.18 1003.65 18 25.27 29.87 52.790.00 0.00 0.00 1005.68 1002.15 3.53 Cir

41 24 Curb 0.013 28.006 0.00 0.00 0.00 0.00 0.07 0.00 0.00 12.00 1007.24 1005.54 1004.38 1.16 18 4.13 8.14 12.00 R20.00 0.00 0.00 12.00 1005.45 1004.87 18 2.07 8.55 15.110.00 0.00 0.00 1003.95 1003.37 0.58 Cir

42 28 Curb 0.013 18.340 0.00 0.00 0.00 0.00 0.06 0.00 0.00 8.50 1009.01 1005.10 1004.51 0.59 18 3.23 5.43 8.50 HEC-1 30.00 0.00 0.00 8.50 1005.49 1000.64 18 26.44 30.56 54.000.00 0.00 0.00 1003.99 999.14 4.85 Cir

43 32 Curb 0.013 20.000 0.00 0.00 0.00 0.00 0.12 0.00 0.00 5.00 1010.35 1008.23 1008.25 -0.02 18 -0.08 3.16 5.00 HEC-1 4C10.00 0.00 0.00 5.00 1008.60 1004.58 18 20.10 26.64 47.080.00 0.00 0.00 1007.10 1003.08 4.02 Cir

44 End Curb 0.013 35.000 0.00 0.00 0.00 0.00 0.74 0.00 0.00 1.40 1010.79 1007.24 1006.48 0.76 18 2.18 2.96 1.40 R60.00 0.00 0.00 1.40 1008.29 1007.49 18 2.29 8.98 15.880.00 0.00 0.00 1006.79 1005.99 0.80 Cir








45 End Curb 0.013 30.500 0.00 0.00 0.00 0.00 0.06 0.00 0.00 9.60 1008.16 1006.68 1006.01 0.67 15 2.20 7.91 9.60 R30.00 0.00 0.00 9.60 1006.41 1006.08 15 1.08 5.47 6.720.00 0.00 0.00 1005.16 1004.83 0.33 Cir



Hydraulic Grade Line Computations Page 1

Line Size Q Downstream Len Upstream Check JL Minorcoeff loss

Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgyelev elev head elev elev elev head elev Sf loss

(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)

1 48 66.02 989.67 995.20 4.00 12.56 5.25 0.43 995.63 0.211 56.000 990.44 995.32 4.00 12.57 5.25 0.43 995.75 0.211 0.211 0.118 0.40 0.17

2 48 66.01 990.44 995.49 4.00 12.56 5.25 0.43 995.92 0.211 574.999991.76 996.70 4.00 12.57 5.25 0.43 997.13 0.211 0.211 1.215 1.40 0.60

3 48 66.01 991.76 997.31 4.00 12.56 5.25 0.43 997.73 0.211 276.002992.40 997.89 4.00 12.57 5.25 0.43 998.32 0.211 0.211 0.583 1.40 0.60

4 48 66.01 992.40 998.49 4.00 12.56 5.25 0.43 998.92 0.211 79.000 992.58 998.66 4.00 12.57 5.25 0.43 999.09 0.211 0.211 0.167 0.15 0.06

5 48 66.01 992.58 998.72 4.00 12.56 5.25 0.43 999.15 0.211 124.985992.87 998.98 4.00 12.57 5.25 0.43 999.41 0.211 0.211 0.264 0.15 0.06

6 48 66.00 992.87 999.05 4.00 12.56 5.25 0.43 999.48 0.211 234.025993.40 999.54 4.00 12.57 5.25 0.43 999.97 0.211 0.211 0.494 0.05 0.02

7 48 65.99 993.40 999.56 4.00 12.56 5.25 0.43 999.99 0.211 433.002994.40 1000.48 4.00 12.57 5.25 0.43 1000.91 0.211 0.211 0.914 0.50 0.21

8 48 61.99 994.40 1000.69 4.00 12.56 4.93 0.38 1001.07 0.186 274.989995.03 1001.21 4.00 12.57 4.93 0.38 1001.58 0.186 0.186 0.512 0.15 0.06

9 48 61.99 995.03 1001.26 4.00 12.56 4.93 0.38 1001.64 0.186 73.000 995.20 1001.40 4.00 12.57 4.93 0.38 1001.78 0.186 0.186 0.136 0.15 0.06

10 48 61.99 995.20 1001.46 4.00 12.56 4.93 0.38 1001.83 0.186 148.009995.54 1001.73 4.00 12.57 4.93 0.38 1002.11 0.186 0.186 0.276 0.50 0.19

11 48 61.99 995.54 1001.92 4.00 12.56 4.93 0.38 1002.30 0.186 41.998 995.64 1002.00 4.00 12.57 4.93 0.38 1002.38 0.186 0.186 0.078 1.40 0.53

12 42 61.99 996.14 1002.53 3.50 9.62 6.44 0.65 1003.17 0.380 207.046996.97 1003.32 3.50 9.62 6.44 0.65 1003.96 0.380 0.380 0.786 0.50 0.32

13 42 49.00 996.97 1003.64 3.50 9.62 5.09 0.40 1004.04 0.237 355.000997.85 1004.48 3.50 9.62 5.09 0.40 1004.88 0.237 0.237 0.842 0.15 0.06

14 42 49.00 997.85 1004.54 3.50 9.62 5.09 0.40 1004.94 0.237 218.000998.40 1005.06 3.50 9.62 5.09 0.40 1005.46 0.237 0.237 0.517 0.50 0.20

15 42 49.00 998.40 1005.26 3.50 9.62 5.09 0.40 1005.66 0.237 108.682998.67 1005.52 3.50 9.62 5.09 0.40 1005.92 0.237 0.237 0.258 1.40 0.56

16 30 27.75 998.67 1006.08 2.50 4.91 5.65 0.50 1006.58 0.458 105.990999.09 1006.57 2.50 4.91 5.65 0.50 1007.06 0.458 0.458 0.485 0.75 0.37

17 30 21.00 999.09 1006.94 2.50 4.91 4.28 0.28 1007.23 0.262 287.5971001.73 1007.70 2.50 4.91 4.28 0.28 1007.98 0.262 0.262 0.754 1.00 0.28

18 24 11.00 1001.73 1007.98 2.00 3.14 3.50 0.19 1008.17 0.237 43.016 1001.90 1008.08 2.00 3.14 3.50 0.19 1008.27 0.237 0.237 0.102 0.75 0.14

19 24 9.00 1001.90 1008.22 2.00 3.14 2.87 0.13 1008.35 0.158 373.0001005.50 1008.82 2.00 3.14 2.86 0.13 1008.94 0.158 0.158 0.591 1.00 0.13

20 18 4.50 1005.50 1008.94 1.50 1.77 2.55 0.10 1009.04 0.184 26.303 1007.64 1008.98 1.34 1.66 2.71 0.11 1009.09 0.163 0.173 0.046 1.00 0.11

21 18 0.01 991.69 995.49 1.50 1.77 0.01 0.00 995.49 0.000 53.998 996.53 996.57 j 0.04** 0.01 0.83 0.01 996.58 0.713 0.357 n/a 1.00 n/a

22 18 0.01 994.10 999.05 1.50 1.77 0.01 0.00 999.05 0.000 48.645 996.59 999.05 1.50 1.77 0.01 0.00 999.05 0.000 0.000 0.000 1.00 0.00

23 18 0.01 994.86 999.56 1.50 1.77 0.01 0.00 999.56 0.000 158.0001000.00 1000.04 0.04** 0.01 0.79 0.01 1000.05 0.625 0.313 0.494 1.00 0.01


Notes: ; ** Critical depth.; j-Line contains hyd. jump. ; c = cir e = ellip b = box


Hydraulic Grade Line Computations Page 2

Line Size Q Downstream Len Upstream Check JL Minorcoeff loss

Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgyelev elev head elev elev elev head elev Sf loss

(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)

24 24 18.80 995.86 1000.69 2.00 3.14 5.99 0.56 1001.25 0.691 14.027 1000.32 1001.86 1.54** 2.59 7.26 0.82 1002.68 0.788 0.739 n/a 1.00 0.82

25 18 4.10 996.38 1001.92 1.50 1.77 2.32 0.08 1002.00 0.153 74.850 1001.39 1002.16 0.77** 0.92 4.47 0.31 1002.47 0.551 0.352 n/a 0.50 0.16

26 30 1.90 1002.40 1002.93 0.53* 0.75 2.53 0.10 1003.03 0.229 480.0001003.50 1004.03 0.53 0.75 2.53 0.10 1004.13 0.229 0.229 1.100 0.15 0.01

27 18 1.90 1004.00 1004.41 0.41* 0.39 4.88 0.37 1004.78 1.250 8.000 1004.10 1004.72 0.62 0.69 2.75 0.12 1004.84 0.255 0.752 0.060 1.00 0.12

28 24 17.00 997.72 1003.64 2.00 3.14 5.41 0.46 1004.09 0.565 74.000 998.89 1004.06 2.00 3.14 5.41 0.46 1004.51 0.565 0.565 0.418 1.00 0.46

29 18 16.25 999.40 1005.26 1.50 1.77 9.20 1.32 1006.58 2.396 36.551 1002.64 1006.14 1.50 1.77 9.20 1.31 1007.45 2.395 2.395 0.875 1.00 1.31

30 30 27.00 999.67 1006.08 2.50 4.91 5.50 0.47 1006.55 0.434 55.318 1000.22 1006.32 2.50 4.91 5.50 0.47 1006.79 0.433 0.434 0.240 1.00 0.47

31 18 3.00 1003.34 1006.94 1.50 1.77 1.70 0.04 1006.99 0.082 18.907 1005.82 1006.93 1.11 1.40 2.14 0.07 1007.00 0.101 0.091 0.017 1.00 0.07

32 24 10.00 1002.23 1007.98 2.00 3.14 3.18 0.16 1008.14 0.196 56.403 1002.37 1008.09 2.00 3.14 3.18 0.16 1008.25 0.195 0.196 0.110 1.00 0.16

33 18 1.00 1002.15 1008.22 1.50 1.77 0.57 0.00 1008.23 0.009 26.039 1005.78 1008.23 1.50 1.77 0.57 0.00 1008.23 0.009 0.009 0.002 1.00 0.00

34 18 4.50 1005.50 1008.94 1.50 1.77 2.55 0.10 1009.04 0.184 13.896 1007.63 1008.95 1.32 1.65 2.73 0.12 1009.07 0.165 0.174 0.024 1.00 0.12

35 18 6.80 1000.64 1001.86 1.22 1.53 4.43 0.31 1002.16 0.428 29.749 1003.47 1004.47 j 1.00** 1.24 5.46 0.46 1004.93 0.691 0.560 n/a 1.00 n/a

36 18 8.50 999.14 1004.51 1.50 1.77 4.81 0.36 1004.87 0.655 34.749 1001.15 1004.74 1.50 1.77 4.81 0.36 1005.10 0.655 0.655 0.228 1.00 0.36

37 18 5.00 1000.97 1006.79 1.50 1.77 2.83 0.12 1006.92 0.227 43.402 1001.92 1006.89 1.50 1.77 2.83 0.12 1007.02 0.227 0.227 0.098 1.00 0.12

38 18 5.00 1002.37 1008.25 1.50 1.77 2.83 0.12 1008.37 0.227 22.971 1003.15 1008.30 1.50 1.77 2.83 0.12 1008.42 0.227 0.227 0.052 1.00 0.12

39 18 3.75 1000.59 1006.94 1.50 1.77 2.12 0.07 1007.01 0.128 22.261 1004.75 1006.97 1.50 1.77 2.12 0.07 1007.04 0.128 0.128 0.028 1.00 0.07

40 18 1.00 1002.15 1008.22 1.50 1.77 0.57 0.00 1008.23 0.009 13.970 1005.68 1008.23 1.50 1.77 0.57 0.00 1008.23 0.009 0.009 0.001 1.00 0.00

41 18 12.00 1003.37 1004.38 1.01* 1.26 9.49 1.40 1005.78 2.071 28.006 1003.95 1005.54 1.50 1.77 6.79 0.72 1006.25 1.306 1.688 0.473 1.00 0.72

42 18 8.50 999.14 1004.51 1.50 1.77 4.81 0.36 1004.87 0.655 18.340 1003.99 1005.10 1.11** 1.41 6.05 0.57 1005.67 0.808 0.732 n/a 1.00 n/a

43 18 5.00 1003.08 1008.25 1.50 1.77 2.83 0.12 1008.37 0.227 20.000 1007.10 1008.23 1.13 1.43 3.50 0.19 1008.42 0.269 0.248 0.050 1.00 0.19

44 18 1.40 1005.99 1006.48 0.49 0.50 2.79 0.12 1006.60 0.334 35.000 1006.79 1007.24 j 0.45** 0.45 3.12 0.15 1007.39 0.457 0.396 n/a 0.00 n/a

45 15 9.60 1004.83 1006.01 1.18 1.20 8.00 0.99 1007.01 1.911 30.500 1005.16 1006.68 1.25 1.23 7.82 0.95 1007.63 2.210 2.061 0.628 0.00 0.00


Notes: * Normal depth assumed.; ** Critical depth.; j-Line contains hyd. jump. ; c = cir e = ellip b = box


Appendix E

Drainage Report: Preliminary Drainage Report Harrison Properties

Preliminary Drainage Report KLANDHUVAL

Harrison Properties - 2 - KH07214

1. Introduction The purpose of this report is to present the existing and new drainage plan for the proposed Harrison Properties project. The proposed site is located at 88th Avenue and Van Buren Street in Tolleson, Arizona. The site is located within the northwest quarter of Section 10, Township 1 North, Range 1 East of the Salt River Base and Meridian, Maricopa County, Arizona. See below.



2. Site Description The proposed Harrison Properties project is a 247,229 square foot warehouse distribution building in Tolleson. The project consists of a new warehouse building, new driveway entrance, firelane, large open space for retention and flood plain displacement and truck loading docks.

The site is bounded to the west by 99th Avenue, to the north by active farmland, wo the east by undeveloped vacant property and to the south by a mixture of vacant property and industrial properties. The site is presently impacted by off-site flows from the north. The off-site flows will be routed to the west once farm activity is ceased and development has occurred.



3. FEMA Information Federal Emergency Management Agency (FEMA) Designation The project lies within FEMA Flood Insurance Rate Map (FIRM) 04013C2085G. According to the FEMA FIRM panel number 04013 dated September 30, 2005, the project site is within two flood zones; Zone “AH” and “AE”.

The FIRM Panel defines a Zone “AH” designation as follows: “Flood depths of 1 to 3 feet (usually areas of ponding); Base Flood Elevations determined.” The FIRM Panel defines a Zone “AE” designation as follows: “Base Flood Elevations determined.”

See below for FEMA Flood Insurance Rate Map exhibit.



4. Drainage Design The existing site is currently undeveloped cultivated land being farmed. In accordance with City of Tolleson requirements, retention is designed for the anticipated discharge from the 100 year – 6 hour storm event and displaced flood volume. In the proposed development, there will be two surface retention basins; on the west side of the site adjacent to 99th Avenue and on the east side of the project. The storm water will be collected in a storm drain system with catch basins located at low points in the pavement. The storm drain systems will discharge into the retention basins. The retention basin on the east side of the site was sized to accept additional flow from the displaced floodwaters from the 100-year event to meet FEMA and Flood Control District of Maricopa County requirements. The storm drain system has been modeled using Haestad Methods, Inc StormCAD v5.5. See appendix B for storm drain model results. The discharge to the catch basins, curb openings and scupper have been calculated using the rational method. The catch basins, curb opening and scupper were sized for the anticipated 10-year peak with a 50% clogging factor for the catch basins and an 80% clogging factor for the curb opening and scupper. A clear path for the 100-year event has been provided to the proposed retention basins. See Appendix B for sizing and discharge calculations. The storm water from the adjacent half street will be captured in a catch basin and will flow to the large retention basin east of the building. The adjacent parking lot flows with discharge though curb openings into the landscape area and flow via a swale to an inlet on the storm drain system. The Conceptual Grading and Drainage Plan is included in Appendix A and shows the sub areas for the inlets and the retention basin. Currently no storm drain system is located in 99th Avenue. The large retention basin at the east side of the project will utilize a large percolation pit to dissipate storm water from the retention basin based on geotechnical report findings of the existence of a permeable soil layer at the bottom of the basin. The percolation pit will be tested in insure percolation within the required 36-hour dry-up time. The finished floor elevation of the building will be established at a minimum 12 inches above the adjacent retention basin high water, emergency outfall elevation of 14 inches above the ultimate outfall for the site; whichever is greater. The ultimate outfall is at the southwest portion of the site. See Appendix C for retention calculations.



4.1 METHOD OF ANALYSIS

The required retention volume for this project was calculated for the 100-year,

6-hour event based on the City of Tolleson requirements. The required

retention volume calculation is defined as follows:

Vr100 = P/12 C A

Vr100 = Required retention volume in cubic feet

C = Runoff coefficient

P = Total anticipated precipitation for the given storm event

A = Drainage area in square feet

Where: C = 0.80

P = 3 inches

The Rational Method was used to calculate estimated peak flows for the both

the 10 and 100-year storm event. The Rational Method is defined as follows:

Q10 = C I A

Q10 = Peak Flow in cubic feet for the selected storm reoccurrence

interval (for the example the 10-year storm event is indicated

after the Q)

C = Runoff Coefficient

I = Rainfall Depth for the selected storm at the time of

concentration

A = Drainage Area acres

4.2 CURB OPENINGS AND CULVERT SIZE

There are a total of four curb openings, four catch basins and two storm drain systems. The design flow for sizing the inlets was calculated for the 10-year storm event using the Rational Method with the rainfall intensity = 4.8 inches per hour. The storm drain systems were sized for the 100-year storm event using a rainfall intensity of 7.2 inches per hour. See Appendix B and C for results. The curb openings and catch basins were sized in accordance with Maricopa County Hydraulics Manual. The depth of flow for the inlets does not exceed 0.50 feet for the 10-year storm event. The depth of flow for the inlets does not exceed 0.64 feet during a 100-yr storm event, therefore ponding during the 100-yr event shall be less than 8-inches per City of Tolleson requirements. See Appendix B and C for results.



5. Conclusion The following is a summary of the final grading and drainage plan and report.

• This drainage report is prepared in accordance with the recommendations and

design parameters within the City of Tolleson design standards.

• The proposed conditions of the site do not significantly alter runoff pattern from

the existing condition.

• The flood plain storm water has been displaced within the onsite retention basins

per FEMA and Flood Control District of Maricopa County requirements.

• The project will be designed to retain the 100 year, 6 hour storm event per City of

Tolleson requirements.

• The retention basins will be designed to dewater in less than 36 hours via

percolation pit or drywells per City of Tolleson requirements.

• Finish floor elevations are designed to a minimum of 14-inches above the ultimate

outfall elevation.

• Finish floor elevations are designed to a minimum of 12-inches above 100-year

storm event retention storage elevation or emergency outfall elevation.

• There will be no on-site ponding over 8-inches during a 100-year storm event.

• Significant off-site flows do not impact the site.

END OF REPORT


Harrison Properties A KH07214

APPENDIX A

Conceptual Grading and Drainage Plan


Harrison Properties B KH07214

APPENDIX B

Hydraulics


Harrison Properties C KH07214

APPENDIX C

Hydrology

Appendix F

Drainage Report: Tolleson High School New Student Services Building (Excerpt)

van buren street storm drain drainage report

Documents