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ENGINEER'S COST ESTIMATE
HORSE HAVEN ESTATES
PAVING, DRAINAGE & WATER IMPROVEMENTS
PAVING & DRAINAGE IMPROVEMENTS
Mobilization, & Erosion Control 1 LS $13,471.50
Roadway Earthwork (Excavation, Embankment, 1 LS $8,000.00 Stripping & Seeding)
6" Compacted Lime Stabilized Subgrade 3,593 SY $3.50
8" Limestone Flexible Base 2,889 SY $6.00
1 112" H.M.A.C. Surface 250 TON $55.00
Concrete Curb & Gutter 2,115 LF $8.00
Concrete Sidewalk (with ramps) 5,733 SF $3.00
24" RCP (Class Ill) Cluvert 128 LF $45.00
Concrete Double Barrell Headwall wl30° Flare 2 EA $500.00
16" D.l.P. (Class 350) wlCement Stabilized Sand 50 LF $55.00 Backfill
WATER IMPROVEMENTS
8" PVC Water Line (C900, Class 200) wlClass "D" 1,215 LF $16.00 Embedment
Standard Fire Hydrant (Type 2) & Appurtenances 2 EA $1,800.00
8" (MJ) Gate Valve & Box 1 EA $550.00
6" (MJ) Gate Valve & Box 2 EA $450.00
Mechanical Joint. Ductile Iron Fittings & Specials 1 LS $3,000.00 (Class 350)
Cement Stabilized Sand Backfill (Water Line) v 275 LF $15.00
TOT AL ESTIMATED CONSTRUCTION COST =
Horse Haven Estatas -000751·3386
$13,096.50 /
$8,000.00
$12,575.50
$17,334.00
$13,750.00 /
$16,920.00
$17,199.00
$5,760.00
$1 ,000.00
$2,750.00
$19,440.00
$3,600.00
$550.00
$900.00
$3,000.00
$4, 125.00
$140,000.00 /
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ENGINEER'S COST ESTIMATE
HORSE HAVEN ESTATES
PAVING, DRAINAGE & WATER IMPROVEMENTS
PAVING & DRAINAGE IMPROVEMENTS
Mobilization, & Erosion Control 1 LS $12,586.50
Roadway Earthwork (Excavation, Embankment, 1 LS $8,000.00 Stripping & Seeding)
6" Compacted Lime Stabilized Subgrade 3,593 SY $3.50
8" Limestone Flexible Base 2,889 SY $6.00
1 1/2" H.M.A.C. Surface 250 TON $55.00
Concrete Curb & Gutter 2,115 LF $8.00
Concrete Sidewalk (with ramps) 5,733 SF $3.00
24" RCP (Class Ill) Cluvert 128 LF $45.00
Concrete Double Barrell Headwall w/30" Flare 2 EA $500.00
16" D.l.P. (Class 350) w/Cement Stabilized Sand 50 LF $55.00 Backfill
WATER IMPROVEMENTS
8" PVC Water Line (C900, Class 200) w/Class "D" 1,075 LF $16.00 Embedment
Standard Fire Hydrant (Type 2) & Appurtenances 2 EA $1 ,800.00
8" (MJ) Gate Valve & Box 3 EA $550.00
6" (MJ) Gate Valve & Box 2 EA $450.00
Mechanical Joint, Ductile Iron Fittings & Specials 1 LS $3,500.00 (Class 350)
Cement Stabilized Sand Backfill (Water Line) 225 LF $15.00
Open-Cut 14" Steel Encasement (Sch 40) & 8" D.l.P.
(Class 350) Locking Joints w/Casing Spacers & 20 LF $45.00
Gaskets
$12,586.50
$8,000.00
$12,575.50
$17,334.00
$13,750.00
$16,920.00
$17,199.00
$5,760.00
$1 ,000.00
$2,750.00
$17,200.00
$3,600.00
$1 ,650.00
$900.00
$3,500.00
$3,375.00
$900.00
TOTAL ESTIMATED CONSTRUCTION COST= $139,ooo.oo
This Engineer's Cost Estimate was prepared in our office,
at the date shown, and is released for the purpose of
public infrastructure cost projections .
Horse Haven Estates • 000751-3386
., __ ... , WeO rOR
MF'LIANCE
JUN 1 9 2001
COLLEGE STATION
ENGINEE~ 1 of 1
~-v
COLLEGE STATION
DEVELOPMENT PERMIT
PERMIT NO. 100031
DP-HORSE HA VEN ESTATES
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
LOT 1
HORSE HA VEN ESTA TES
DATE OF ISSUE: MAY 03 , 01
OWNER:
HERMANN, BURT & VIRGINIA
2401 EARL RUDDER FR WY S
COLLEGE STATION, TX 77845
SITE ADDRESS:
2401 EARL RUDDER FWY S
DRAINAGE BASIN:
WOLF PEN CREEK
VALID FOR 12 MONTHS
CONTRACTOR:
TYPE OF DEVELOPMENT: FULL DEVELOPMENT PERMIT-FOR HORSE HA VEN LANE ONLY
SPECIAL CONDITIONS:
All construction must be in compliance with the approved construction plans
All trees must be barricaded, as shown on plans, prior to any construction. Any trees not barricaded will not count
towards landscaping points. Barricades must be 1' per caliper inch of the tree diameter.
The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site
in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design
Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation
occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor
shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner
and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy
machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work.
Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any
operations of this permit can begin.
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to
insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage
facilities.
I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in
accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit
application for the above named project and all of the codes and ordinances of the City of College Station that apply.
~ Date
C}-..--c:;;3-o I
Owner/ Agent/Contractor Date
'
~-v
COLLEGE STATION
DEVELOPMENT PERMIT
PERMIT NO. 100031
DP-HORSE HA VEN ESTATES
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
LOT 1
HORSE HA VEN ESTATES
DATE OF ISSUE: MAY 03 , 01
OWNER:
HERMANN, BURT & VIRGINIA
2401 EARL RUDDER FR WY S
COLLEGE STATION, TX 77845
SITE ADDRESS:
2401 EARL RUDDER FWY S
DRAINAGE BASIN:
WOLF PEN CREEK
VALID FOR 12 MONTHS
CONTRACTOR:
TYPE OF DEVELOPMENT: FULL DEVELOPMENT PERMIT-FOR HORSE HA VEN LANE ONLY
SPECIAL CONDITIONS:
All construction must be in compliance with the approved construction plans
All trees must be barricaded, as shown on plans, prior to any construction. Any trees not barricaded will not count
towards landscaping points. Barricades must be l' per caliper inch of the tree diameter.
The Contractor shall take all necessary precautions to prevent si lt and debris from leaving the immediate construction site
in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design
Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation
occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor
shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner
and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy
machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work.
Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any
operations of this permit can begin.
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to
insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage
facilities.
I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in
accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit
application for the above named project and all of the codes and ordinances of the City of College Station that apply.
Owner/ Agent/Contractor
Date
~,,..t?3 -o I
Date
·'-·
.,.
~ti
COllll:.l ST,\1101'1
DEVELOPMENT PERMIT
MINIMUM SUBMITTAL REQUIREMENTS
V $100.00 Development Permit Application Fee.
FOR OFFICE USE ONLY
CASI NO.: 0 -Oo 3
DA TE SUBMITI'ED:
__ Drainage and erosion control plan, with supporting Drainage Report two (2) copies each.
Notice ofintent (N.O.I.) if disturbed area is greater than 5 acres.
APPLICANT (Prim: Contact for the Project):
Name ~u..r t l/ervn ~V\1"\
StreetAddress cJ.'f~( R~cJ.cJ.e....-Fw~, S, City <J. ,S:'71(. 772f:S-
State :z2G. Zip Code Zz?</S-E-Mail Address-----------
Phone Number G fb-&? 7 '! .>-Fa.'\: Number {>. j'c; -~ V: 6 ~
PROPERTY OWNER'S INFOR.i\.iA TION :
Name S~e. a. S
Street Address ----------------City -------------
State Zip Code _____ E-Mail Address ------------
Phone Number __________ Fax Number-----------------
ARCHITECT OR ENGINEER'S INFOR.MATION:
Name CV'~ 'f~ 5 ~t-/YI D (]..
Street Address 5iJ-/ f~0-4 A'1;.sfo. .,4 City __ e_._~_. ______ _
State ?')(. Zip Code 7 7 3 ~ E-Mail Address -----------
Phone Number 6'/3-S3S-2 FaxNwnber 6 9 '3 -~ 2-~ .3
Application is hereby made for the following development specific site/waterway alterations : : t ""'-S /;-a--u. d-t t;"" () -f /;? a.-r f::-( ~ ~ ~ ~ /;-e Y-#1.-~ ~
ACKNO\VL EDGMENTS:
I, BIA.Ir-{;-I/ e rm a."'~ , <k:si91t 111gi11eet/owner, hereby acknowledge or affinn that:
The information and conclus ions contained in the above plans and supporting documents comply with the current
requ irements of the City of Coll ege Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design
Standards.
As a condition of approval of this pem1it appli ca ti on, I agree to construct the improvements proposed in this application
according i;o these documents and the requirements of Chapter l 3 of the College Station City Code .
Property Owner(s) ~--( Y-0 /
DEV'ELOP~fE;-;T PERMIT
Dl'ERMIT.DOC 3/l~/99
E:i>2i>-E:SS C SlS l
Contr:ictor
I of2
Rr:;t:n to at ....1d~
. .. ::::=:::::::::::::::::::::::·:··
...... :.:;.:.:.:.:.:.:.;.:.:.:···. .·.·:·:·:·:::::::::::::::::.:·:·:·.·.
i ~ ~~ ~ ~ ~ ~~i~~!~~i~~~i~ ii~~~~:
COLLEG§'::§j[~Tl~~t::!Jl~~''':c_g,;y:~JJY, TEXAS
··.-.,.,,,::::::e::f::=t::r::~~~~~:,:::2,g~:;::::Q'i:r:::::::::o·:··
Revised: April 16, 2001
~ ~ ~ f.. _25_5_1 T_e_xa_s_A_ve_. _so_u_th_, S_te_. A,_C_ol_le_ge_S_ta_ti_on._TX_77_8_4o ________ _
""-~~~~ Ofc: 979 .693.5359 Fax: 979.693.4243 Email: mdgcs@mdgcs.com Web : www.mdgcs.com
~" ""' ~~\;)~~~ ~~\;) "V~ G
ENGINEER'S COST ESTIMATE
HORSE HAVEN ESTATES
PA YING, DRAINAGE & WATER IMPROVEMENTS
NO. DESCRIPTION QUANTITY UNIT
PAVING & DRAINAGE IMPROVEMENTS
1 Mobilization, & Erosion Control 1 LS
2 Roadway Earthwork (Excavation, Embankment, 1 LS Stripping & Seeding)
3 6" Compacted Lime Stabilized Subgrade 3,593 SY
4 8" Limestone Flexible Base 2,889 SY
5 1 1/2" H.M.AC. Surface 250 TON
6 Concrete Curb & Gutter 2,115 LF
7 Concrete Sidewalk (with ramps) 5,733 SF
8 24" RCP (Class Ill) Cluvert 128 LF
9 Concrete Double Barrell Headwall w/30° Flare 2 EA
10 16" D.l.P. (Class 350) w/Cement Stabilized Sand 50 LF Backfill
WATER IMPROVEMENTS
11 8" PVC Water Line (C900, Class 200) w/Class "D" 1,215 LF Embedment
12 Standard Fire Hydrant (Type 2) & Appurtenances 2 EA
13 8" (MJ) Gate Valve & Box 1 EA
14 6" (MJ) Gate Valve & Box 2 EA
15 Mechanical Joint, Ductile Iron Fittings & Specials 1 LS (Class 350)
16 Cement Stabilized Sand Backfill (Water Line) 275 LF
UNIT
COST .
$13,471 .50
$8,000.00
$3.50
$6.00
$55.00
$8.00
$3.00
$45.00
$500.00
$55.00
$16.00
$1 ,800.00
$550.00
$450.00
$3,000.00
$15.00
TOT AL ESTIMATED CONSTRUCTION COST =
This Engineer's Cost Estimate was prepared in our office,
at the date shown, and is released for the purpose of
public infrastructure cost projections.
Horse Haven Estates -000751-3386
TOTAL
COST
$13,096.50
$8,000.00
$12,575.50
$17,334.00
$13,750.00
$16,920.00
$17, 199.00
$5,760.00
$1 ,000.00
$2,750.00
$19,440.00
$3,600.00
$550.00
$900.00
$3,000.00
$4, 125.00
$140,000.00
1of1
TABLE OF CONTENTS
1.0 PROJECT SCOPE ..................................................................................................... 4
1.1 SITE LOCATION ........................................................................................................ 4
1.2 GENERAL DESCRIPTION ........................................................................................ .4
2.0 DRAINAGE BASINS & SUB-BASINS ................................................................... .4
2.1 MAJOR DRAINAGE BASIN DESCRIPTIONS ........................................................ .4
2.2 SUB-DRAINAGE BASIN DESCRIPTIONS .............................................................. 5
3.0 DRAINAGE DESIGN CRITERIA & CONSTRAINTS ......................................... 5
3.1 STREET DRAINAGE .................................................................................................. 5
3 .2 STORM SEWER INLETS ........................................................................................... 6
3 .3 STORM SEWER SYTEMS ......................................................................................... 6
3.4 OPEN CHANNELS ...................................................................................................... 7
3.5 CULVERTS .................................................................................................................. 8
3.6 DETENTION FACILITIES ......................................................................................... 8
4.0 DRAINAGE SYSTEM MODELING ....................................................................... 9
4.1 STREET DRAINAGE .................................................................................................. 9
4.2 STORM SEWER INLETS ........................................................................................... 9
4.3 STORM SEWER SYSTEMS ....................................................................................... 9
4.4 OPEN CHANNELS .................................................................................................... 10
4.5 CULVERTS ................................................................................................................ 10
4.6 DETENTION FACILITIES ....................................................................................... 10
5.0 CONCLUDED DRAINAGE IMPROVEMENTS ................................................. 11
5.1 STREET DRAINAGE RESULTS ............................................................................. 11
5.2 CULVERTS ............................ ~ ....................................... : ........................................... 12
APPENDIX A-HYDRAULIC COMPUTATIONS
APPENDIX B -MAPPING
LIST OF TABLES
DESCRIPTION PAGE NO.
TABLE #1: RUNOFF VALUES ..................................................................................... .11
TABLE #2: STREET DRAINAGE (10-YEAR) .............................................................. 11
TABLE #3: STREET DRAINAGE (100-YEAR) ........................................................... .12
TABLE #4: CULVERTS (lO-YEAR) ............................................................................. .12
TABLE #5: CULVERTS (lOO-YEAR) ............................................................................ 12
Horse Haven Estates
Paving and Drainage Improvements Municipal Development Group
1.0 PROJECT SCOPE
This report outlines the pavmg and drainage improvements for the proposed
development at Horse Haven Estates, Tracts 4 and 5. This drainage report will
consist of the requirements necessary for the improvements of this site in
accordance with the provisions of the City of College Station Drainage Policy and
Design Standards. The improvements have been performed by two separate
engineering firms. Terra & Associates conducted design for the development for
Lot 1. Municipal Development Group provided engineering for the extension of
these improvements through Tracts 4 and 5.
1.1 SITE LOCATION
The project is located on the northbound frontage road of Bypass State
Highway 6 approximately one mile north of the intersection with Raintree
Drive. The site is adjacent to the Lone Star Golf Academy and Practice
Range to the North. The south adjacent property is vacant and
unimproved.
1.2 GENERAL DESCRIPTION
The subject property is currently vacant with the exception of an oil well
and pad site. This land generally slopes to Wolf Pen Creek at a grade of
approximately 2.00%. This site is currently unimproved with native
grasses, and weeds. Runoff drains southeast over land to the Wolf Pen
Creek. Wolf Pen Creek is a secondary drainage system in the Carter's
Creek drainage basin.
2.0 DRAINAGE BASINS & SUB-BASINS
2.1 MAJOR DRAINAGE BASIN DESCRIPTIONS
The paving and drainage improvements project site is contained within the
drainage-watershed of the Wolf Pen Creek Drainage System, part of the
Carter's Creek Drainage Basin. This drainage basin is illustrated on
Exhibit #1 -"Carter's Creek Drainage Basin" located in Appendix B -
000751 -3386 Drainage Report Final Drainage Report - 4
Horse Haven Estates
Paving and Drainage Improvements Municipal Development Group
Mapping. The borders of this drainage basin roughly consist of Rock
Prairie Road on the south and west, State Hwy No 30 to the east, and State
Hwy No. 21 to the north.
2.2 SUB-DRAINAGE BASIN DESCRIPTIONS
There are two sub-drainage basins that will determine all drainage
calculations. The drainage areas primarily consist of the upstream Lone
Star Golf Range. A graphical representation of the sub-drainage basins
are illustrated on Exhibit #2 -"Sub-Drainage Basins" located in Appendix
B-Mapping.
Portions of this project are located within the 100-year floodplain as
graphically depicted by F.E.M.A FIRM Community Panel No
48041C0144 C (as revised by LOMR dated July 10, 2000) and Panel No.
48041CO163 C), having an effective date of July 2, 1992. An excerpt of
the FIRM map with the location of the project site is illustrated on Exhibit
#3 -"FIRM Map" located in Appendix B -Mapping
3.0 DRAINAGE DESIGN CRITERIA & CONSTRAINTS
For all development within the City of College Station, there are criteria on the
use of which design storms and development conditions for type of drainage
improvements. Below, in each type of improvement, the required design
constraints are more fully detailed. All drainage improvements shall also be
analyzed during the 100-year rainfall event to insure that no adverse conditions
will exist.
3.1 STREET DRAINAGE
Street drainage improvements shall be designed in accordance to the City
of College Station's Drainage Policy and Design Standards. Unless
otherwise stated, the following constraints shall dictate the design of all
street grading and drainage:
000751-3386 Drainage Report Final Drainage Report -5
Horse Haven Estates
Paving and Drainage Improvements Municipal Development Group
•!• All proposed streets shall have curb and gutter.
•!• Maximum velocity not to exceed 10 ft/sec and minimum slope of
0.4%.
•!• Concrete valley gutters shall be placed at all roadway intersections
where runoff is carried from one side of the roadway to the other.
•!• The 100-year rainfall event shall be confined within the limits of the
street right-of-way.
•!• All streets permissible spread of water shall be dictated by the 10-year
rainfall event. For each class of street, the following conditions will
control:
> Arterial & Parkway-One clear lane in each direction 24 foot total
clearance at center of street.
> Collector & Commercial -One clear lane 12 foot total clearance at
the center of the street.
> Local -Depth of water not to exceed the top of curb or crown,
whichever is less.
3 .2 STORM SEWER INLETS
Storm sewer inlets shall be designed in accordance to the City of College
Station's Drainage Policy and Design Standards. Unless otherwise stated,
the following constraints shall dictate the design of all storm sewer inlets:
•!• Inlets on all streets, except for residential, shall be recessed with a
minimum 4" depression.
•!• Curb openings shall be a minimum length of 5 feet.
•!• Inlets with greater than a 5" gutter depression on streets with less than
a 1.00% grade shall be designed in sump conditions.
•!• Inlets at bridges and culvert structures shall be oversized to
accommodate 125% of the 10-year rainfall event.
•!• Ponding at curb inlets shall not exceed 18" in depth.
3.3 STORM SEWER SYSTEMS
Storm sewer system improvements shall be designed in accordance to the
City of College Station's Drainage Policy and Design Standards. Unless
otherwise stated, the following constraints shall dictate the design of all
storm sewer systems:
•!• Minimum velocity allowed is 2.5-ft/sec and maximum velocity
allowed is 15 ft/sec during the 10-year rainfall event.
00075 1-3386 Drainage Report Final Drainage Report - 6
Horse Haven Estates
Paving and Drainage Improvements Municipal Development Group
•!• When a change in pipe or boxes size is required, the soffit or top
respectively will match and a junction box shall be provided for at
these points.
•!• Maximum spacing of manholes shall be 300 feet for pipes of 54"
diameter or smaller. Maximum spacing of manhole shall be 500 feet
for pipes greater than 54" diameter.
•!• Minimum storm sewer pipe diameter of 18". Short laterals adjacent to
inlets may be 12" in diameter.
•!• Conduits of 24" or less shall be designed with the assumption of a
25% reduction in cross-sectional area.
•!• At all inlets, manholes, and junction boxes an elevation drop of 0.1
feet minimum will be necessary.
•!• The theoretical hydraulic grade line for the 10-year rainfall event shall
be a minimum of 0.5 feet from the flowline of any curb inlet in the
system.
•!• The minimum width of any easement for a storm sewer system shall
be 15 feet, and the centerline of the storm sewer shall be at least 5 feet
from the closest side of the easement.
3 .4 OPEN CHANNELS
Open channel improvements shall be designed in accordance to the City of
College Station's Drainage Policy and Design Standards. Unless
otherwise stated, the following constraints shall dictate the design of all
open channels:
•!• Minimum grade shall be 0.4% for earth or vegetative lined channels.
•!• Channel capacities shall be dictated by the design storm of the 25-year
rainfall event.
•!• Low-flow pilot channels shall be required for grass-lined channels
with a carrying capacity of 1/3 of the peak discharge of the 5-year
rainfall event.
•!• Minimum permissible velocity of 2.5 ft/sec during the 25-year rainfall
event.
•!• Maximum channel velocities shall be as dictated below:
> Exposed earth at 3.0 ft/sec.
> Seeded grass at 4.5 ft/sec.
> Sodded grass at 6.0 ft/sec.
> Impermeable surface at 10 ft/sec.
•!• Maximum side slope for grass-lined earth channel is 3: 1.
•!• Channels with trapezoidal cross-section shall have a minimum bottom
width of 4 feet.
•!• Channel shall have a minimum freeboard of 0.5 feet.
000751-3386 Drainage Report Final Drainage Report -7
Horse Haven Estates
Paving and Drainage Improvements Municipal Development Group
•:• The 100-year rainfall event shall be contained within the channel
drainage easement.
•:• Minimum drainage easement width shall be the channel's top width
plus 20 feet.
3.5 CULVERTS
Culverts shall be designed in accordance to the City of College Station's
Drainage Policy and Design Standards. Unless otherwise stated, the
following constraints shall dictate the design of culverts:
•:• The design discharge for culverts shall be the 25-year rainfall event
unless under a residential street in the secondary drainage system.
Then the 10-year rainfall event will be the design storm.
•:• Maximum headwater elevation shall be one foot less than the top of
curb elevation.
•:• Maximum overflow into the street shall be 2 feet in depth from the
lowest point in the roadway profile. Overflow shall not exceed design
conditions for street drainage.
•:• The maximum allowable discharge into channels are as follows:
~ Natural channel or seeded cover at 6.0 ft/sec.
~ Sodded cover at 8.0 ft/sec .
~ Impermeable surface at 15 ft/sec.
3.6 DETENTION
Detention shall be designed in accordance to the City of College Station's
Drainage Policy and Design Standards. Unless otherwise stated, the
following constraints shall dictate the design of detention basins:
•:• Detention facilities shall have the capacity to contain the 100-year
rainfall event.
•:• Maximum detention basin's side slope shall be 4:1 with vegetative
cover and 2: 1 for non-vegetative cover.
•:• Bottom slopes of the detention basin with vegetative co ver shall be at a
grade of 20: 1 with low-flow pilot channels.
•:• Minimum of 0.5 feet of freeboard during the 100-year rainfall event.
•:• Detention facilities other than parking lots and rooftops shall have an
increased capacity of 10% to allow for sedimentation.
000751-3386 Drainage Report Final Drainage Report -8
Horse Haven Estates
Paving and Drainage Improvements Municipal Development Group
4.0 DRAINAGE SYSTEM MODELING
For all drainage system modeling, the volume of runoff will be calculated. The
drainage area calculations are summarized accordingly using the Rational
Method: (Q=CIA) where "Q" is the runoff in cubic feet/second, "C" is the runoff
coefficient, "I" is the storm intensity in inches/hour for each selected frequency,
and "A" is the drainage area in acres. A minimum 10-minute time of
concentration for all calculations will be assumed. The selected frequencies will
be 2, 5, 10, 25 , 50, 100-year rainfall events.
4.1 STREET DRAINAGE
Street flow calculations are aided by the program FlowMaster v. 5.7 by
Haestad Methods. Within this program basic geometry and characteristics
of a proposed or existing curb & gutter street can be defined. From this
information, Manning's formula is then used to calculate desired
parameters of the street.
4.2 STORM SEWER INLETS
Storm sewer inlets are a part of the storm sewer system evaluation. As
mentioned above, this was done with the (TxDOT) hydraulic program
WinStorm v. 1.3. Derivatives of Manning's formula are used within this
program, pending on the geometry of the curb inlet and the condition of
flow, to size inlets accordingly to the permissible spread of water on the
street.
4.3 STORM SEWER SYSTEMS
Storm sewer system are evaluated with (TxDOT) hydraulic program
WinStorm v. 1.3. Within this program, basic geometry and characteristics
of a storm sewer system can be defined. This would include data such as
drainage basin calculations, type and configuration of several types of
inlet boxes, and controlling factors of the conveyance system. From this
000751-3386 Drainage Report Final Drainage Report - 9
Horse Haven Estates
Paving and Drainage Improvements Municipal Development Group
program critical information can be determined about the storm sewer
system.
4.4 OPEN CHANNELS
Open channel hydraulic calculations are aided by the program FlowMaster
v. 5.7 by Haestad Methods. Within this program, basic geometry and
characteristics of a proposed or existing channel can be defined. From this
information, Manning's formula is then used to calculate desired
parameters of the open channel.
4.5 CUL VER TS
Culverts are evaluated one of two ways:
Short, singular culverts are calculated with the Texas Department of
Transportation (TxDOT) hydraulic program Culverts v. 1.0. Within this
program, basic geometry and characteristics of a culvert can be defined.
This would included data such as tailwater, geometry, and entrance/exit
losses. For each culvert investigations will be made in order to determine
whether it is inlet or outlet controlled.
For longer more complex culvert with bends and grade transitions the
program StormCad v. 1.0 by Haestad Methods will be used.
4.6 DETENTION
Detention requirements are determined by graphical means. Tabulations of
the pre-development and the post-development hydrographs of the
drainage areas are provided. The hydrographs are based on the standard
SCS unit hydrograph with time to peak discharge set to equal the time of
concentration and the total base time set at 3.00 times the time of
concentration.
000751-3386 Drainage Report Final Drainage Report -l 0
Horse Haven Estates
Paving and Drainage Improvements Municipal Development Group
5.0 CONCLUDED DRAINAGE IMPROVEMENTS
c
D
B
E
The proposed development receives runoff from primary two sub-drainage basins
with three other sub-drainage basins that consist of the street only (see Exhibit
#2). Using these calculated runoff values, the street curb and gutters and drainage
structures were checked for compliance with the drainage policy. The runoff
values are as follows:
TABLE #1: RUNOFF VALUES
DRAINAGE AREAS
Rainfall Event A B c D E
<vr) (cfs) (cfs) (cfs) (cfs) (cfs)
2 17.343 5.063 1.879 1.879 1.333
5 21.494 6.172 2.284 2.284 1.621
10 24.388 6.937 2.564 2.564 1.82
25 27.977 7.927 2.928 2.928 2.078
50 31 .767 8.965 3.310 3.310 2.349
100 33.153 9.358 3.456 3.456 2.453
5.1 STREET DRAINAGE RESULTS
AREA
l.D.
Design of Horse Haven Lane was based from the 10-year rainfall event
and analyzed during the 100-year rainfall event. The bases of design
limits were for residential "local" streets. The resulting calculations from
the design is as follows:
TABLE #2: STREET DRAINAGE (10-YEAR)
DESCRIPTION 010 SLOPE DEPTH VELOCITY
(cfs) (%) (ft) (fps)
North side of Horse 2.564 0.40 0.31 2.04
Haven Lane 3.03 0.21 4.35
South side of Horse 0.40 0.31 2.04
Haven Lane 2.564 3.03 0.21 4.35
North side of Horse 1.50 0.35 4.29 Haven Lane 6.937
South side of Horse 1.50 0.21 3.07 Haven Lane 1.820
With the 100-year analysis only the flattest slopes were used to test depth
of flow. Results are as follows :
000751-3386 Drainage Report-revb.doc Final Drainage Report - 11
Apr 1 7 01 03: l 4p MDG \ (979) 693-4243
To:
~.~e c:_ CJ
~"' 2551 Texas A". South, Ste. A, College Station, TX 77840
\.V~~4' Ofc: 979.693.5359 Fax: 979.693.4243 Email: mdgcs@mdgcs.com ~~~~ *'QC._; <::i~ ~
Facsimile Transmittal
Fax:
From: f.J&rJ rvk-reAcf Date:
Web : www .mdgcs.com
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**If there is a problem with this transmission, please call us at (979) 693-5359.
Notes:
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exclusive and confidential use of the individual or e11tity to wlticlz tlze message is addressed.
p. 1
Apr 17 01 03: 14p MDG (979) 693-4243
Horse Hav.:n Estates
Paving and Drainage Improvements Municipal Development Group
TABLE #3: STREET DRAINAGE (100-YEAR)
0 100 SLOPE DEPTH
D.A. 1.0. (cfs) (%) (ft)
c 3.456 0.40 0.35
D 3.456 0.40 0.35
B 9.358 1.50 0.39
E 2.453 1.50 0.24
5.2 CULVERTS
The design of the culvert for drainage of the Lone Start Golf Academy
Practice Field and the cul-de-sac discharge flume were based from the 10-
year rainfall event. Horse Haven Lane was considered to be a residential
street in the secondary drainage system . Discharge constraints were set at
6.0 fps with the receiving streams considered natural channels.
Additionally, the culvert and discharge flume were analyzed during the
100-year rainfall events for headwater and depth of flows . The street
culvert is a double barrel 24" R.C.P . that is at inlet control conditions.
Results are as follows :
TABLE #4: CULVERTS (10-YEAR)
DESCRIPTION CONTRIBUTING 0 10 SLOPE DISCHARGE
D.A. (cfs) (%) VELOCITY (fps)
Street Culvert A 24.39 0.95 3.91
Discharoe Flume 8,E 8.76 1.00 5.49
TABLE #5: CULVERTS (100-YEAR)
DESCRIPTION CONTRIBUTING 0 100 HWDEPTH TWDEPTH
D.A. (cfs) (ft) (ft)
Street Culvert A 33.153 261.51 260.82
Discharae Flume B E 11 .811 0.48 NIA
00075 1-3386 Drainage Report-revb.doc J:";.,,,.1 n ... ; .... ~ .... -o-.~· .. ·" , ..,
p.2
000751-3386 Drainage Report-revb
APPENDIX A
HYDRAULIC COMPUTATION
DESCRIPTION
APPENDIX A
TABLE OF CONTENTS
PAGE NO.
Drainage Calculations ..................................................................................................... A-1
Curb and Gutter Calculations .......................................................................................... A-2
Discharge Flume Calculations ........................................................................................ A-4
Street Culvert .................................................................................................................. A-3
000751-3386 Drainage Report
SUB-DRAINAGE AREAS
GENERAL INFORMATION
Description: Drainage basin upstream of proposed site.
Drainage Area (A) = 11 .660 acres
TIME OF CONCENTRATION CTcl
GIVEN
Maximum Travel Distance (DMAJoR) =
Velocity of Runoff (VMAJoR) =
Coefficient of Runoff (CMAJoR) =
**NOTE: Minimum Tc allowed= 10 min.
850 ft
ft 0.65 fsec
0.35
2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0.806
65
8
5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0.785
76
8.5
10 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.763
Coefficient (b) =
Coefficient (d) =
80
8.5
25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0.754
89
8.5
50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0.745
98
8.5
100 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
000751-3386 Drainage Calculations.xls
0.73
96
8
RESULT
TqMAJOR) = 21 .8 min.
Rainfall Intensity (Ii) = 4.215 in/hr
li:a••.•:••t••r • •·•:•::::::: • ir~~m::::r
Rainfall Intensity (15) = 5.223 in/hr
.•_•_n_·_··_._·_:_ •. ·_•,,._•_•.:_,_•_z=_:_:·.•.•-·.•.•.•-•.•-•.•.••.••.••. : , • • • • • 1161..Y::t!S. ? :~ ······.··.·.·.·.:-:.:-:.:-:-:-:.:-:-:-:-:-:.;-;.;.;.;.:.:-:-:-:-:-·-·-:-·-·.·.·.· ·.·.·.·.·.·.:-:-:-:-:-:-:-:-:·:-:-:-:-:-;.;.
Rainfall Intensity (110) = 5.927 in/hr
""""' .............. · .. · ... ·.·.· .... ·.·.· ..... ······· :::::::::::::: :::::'/\{ ,•_,•,•_,•,•_,:_·_: .• "".·_ .• _.:, .... ',·_·_,··_::.••_:_:.,._ •. · .. ·.·._0-o __ ·_.·,•.'_.··_.'·,•,•_,•,•·,=.''_ .• _'_:_'_'·_ .• ,'.'.·_:,-.'-.',•.• .. •._,',•.:_,•,'_·.•.•.·,•,•,•,•.• •,:9i.~iF]l •••• •• • ""-"""'"'CJG: \ol~
Rainfall Intensity (125) = 6. 799 in/hr
@iifF:: .: •••••• • •••• 6'ti!'l_"it!'.•···:·
Rainfall Intensity (150) = 7.720 in/hr
•m:a:.--: '::::•::: ••:. ,,,. ···• .• ~1~7§?•·~tr,
Rainfall Intensity (1100) 8.057 in/hr
·.·.·.·.·.·.·.·.·.·.·.·.·.·.·,·.· ·.·.·,·.·.·.·.··:·:·:·:-:·:·:·:·:·· ····.·•·.·•·.·.·.·• . ·•·.·.····
: __ n __ ••.-·:_.·•_.·:_•.•_·~-··.··.··_·•• .. •• .. ;= .. ••.-••.-•-.•.•• .. '•.-••_'_:,_·.·,_•'_::_: : , < , == 3.3asa ctsr • ~.w;w; ·····················.···.·.·.·.·.·.··:·····:-:-:-;.;.;.:-:-;.:-:-:-:·:-:-:-·
SUB-DRAINAGE AREAS
GENERAL INFORMATION
Description: Drainage basin upstream of proposed site.
Drainage Area (8) = 2.380 acres
TIME OF CONCENTRATION CTc)
GIVEN
Maximum Travel Distance (DMAJoR) =
Velocity of Runoff (VMAJoR) =
Coefficient of Runoff (CMAJoR) =
**NOTE: Minimum Tc allowed= 10 min.
500 ft
ft 0.75 fsec
0.35
2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0.806
65
8
5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.785
Coefficient (b) = 76
Coefficient (d) = 8.5
10 YEAR FREQUENCY, RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0.763
80
8.5
25 YEAR FREQUENCY, RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0.754
89
8.5
50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0.745
98
8.5
100 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
000751-3386 Drainage Calculations.xis
0.73
96
8
RESULT
TqMAJOR) = 11 .1 min .
Rainfall Intensity (l:z) =
Rainfall Intensity 05) =
Rainfall Intensity 010) =
Rainfall Intensity (150) = 10.674 in;hr
g :§ :·;·::t:' ::: : t l :: :: :§~Ii§!:~ t
Rainfall Intensity 0100) 11 .141 in/hr
~we :: : :::'::·:··:u::, :~~~1:£t~::·_::
SUB-DRAINAGE AREAS
GENERAL INFORMATION
Description : Drainage basin upstream of proposed site.
Drainage Area (C) = 0.310 acres
TIME OF CONCENTRATION CTc)
GIVEN
Maximum Travel Distance (DMAJoR) =
Velocity of Runoff (VMAJoFV =
Coefficient of Runoff (CMAJoFV =
**NOTE: Minimum Tc allowed= 10 min .
500 ft
2.00 It/sec
0.95
2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0.806
65
8
5 YEAR FREQUENCY, RATE OF DISCHARGE (Q)
Coefficient (e) = 0.785
Coefficient (b) = 76
Coefficient (d) = 8.5
10 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0.763
80
8.5
25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0.754
89
8.5
50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0.745
98
8.5
100 YEAR FREQUENCY, RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.73
Coefficient (b) = 96
Coefficient (d) = 8
000751-3386 Drainage Calculations.xis
RESULT
T C(MAJOR) = 4.2 min.
Rainfall Intensity (1:0 = 6.327 i%r
:·::::::::::::::::.::::::::::: :.;.;.;.;;::: ·-.·:·:·.·:-:·:·.·:·:·:·:-:·.·.·:·:·.·:-:·:-:·:-.·:-: ... •Simi >t::''' 'i:t •::::::::::::::•\'?'-•~!!!¢ts. ,,,
Rainfall Intensity (125) = 9.86 1 in/hr
.·.•_a.•.·.·.•.·.•.·.•;..._•·.··.···.'.•.•-~.•-•.•.•.•.•.•.•.•.•.•.•.•.••.•••.••.••• •••• •'• •• •• :•:•. •t 1 • 2~9.isfaWl••• 4"iJ ... ···········.···.··.·.·.·.·.·.·-:-:-:··-;.;.:-:-:-:-:-:-:-:-:-:·:··-:-·-·.·.· ..
Rainfall Intensity (150) = 11 .148 in/hr
.•-·.•.'°",'.·,·.•,•_-,'.•rn_••_'.•.·•.•.•,•.:,~.:,·_:,·_:.·.•.:,,•_•,•.•,•.•,•.r.•.•.•.• ,, ., •.•.... ·· ... ,,•> :tt''':J: •3]31d ai•••••• u ~ .·.·.·.·.·.·.·.·-:·:-·-:-:-:-:-:-:-:-:·:;:;:·:::::::::·:;:;::::::::::: :.:-:-:·:·:·:·:·:-:-:-:-:-:-:-:-:··-·.·.·
Rainfall Intensity (1100) 11 .639 in/hr
,,,91.,,.,.,,•••••••••••••••g ••••••••'·'·•••••••••,:,:,:,., ,,.,.;;:::,,.,...,..,,.,.., ,,,,,.,,,,::::;;::•.: •••_•;_'.•••_1i _r._·'~_,_.,._:''.•!_::t.•t-... _·':''•,_:t_i.•!_::.•:.::.••.••.•
..... :.·.·.·.•.·.· .. ·.·.··_;;.,._:_:·.·· .. ·.•.•.•.:.-_:.·_:.·.•.•.•.•.•.'.•.•.• .•.•.•.•.•.•.•.•.'.•.•.•.•.•.•.'.•.••.••.•.•.••.••.•:.::::::::::;:;:;::;:;:;:·:·:·. ~"tiil:9: ... ~ .WV ·····.··.·.·.·.·.·.·.··:·····:·>:·:·>:·:·:·:·:·:·:·:·:·:·····:··.·.·.·.·.·.····
SUB-DRAINAGE AREAS
GENERAL INFORMATION
Description: Drainage basin upstream of proposed site.
Drainage Area (D) = 0.310 acres
TIME OF CONCENTRATION CTc)
GIVEN
Maximum Travel Distance (DMAJoR) =
Velocity of Runoff CVMAJoR) =
Coefficient of Runoff (CMAJoR) =
**NOTE: Minimum Tc allowed = 1 O min.
500 ft
ft 2.00 lsec
0.95
2 YEAR FREQUENCY. RATE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0.806
65
8
5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.785
Coefficient (b) =
Coefficient (d) =
76
8.5
10 YEAR FREQUENCY, RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0.763
80
8.5
25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0. 754
Coefficient (b) =
Coefficient (d) =
89
8.5
50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.745
Coefficient (b) = 98
Coefficient (d) = 8.5
100 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.73
Coefficient (b) = 96
Coefficient (d) = 8
000751 -3386 Drainage Calculations.xis
RESULT
T C(MAJOR) = 4.2 min.
Rainfall Intensity (lz) = 6.327 in/hr
.:·····:·····:·:·········:··-:···:·:·····:·:·:·:-:·:·:·:·:·:·:·:·:·:·:·:·:·.·: .. · .. ·.·.·.·.·.·.·.· .. ·.:-:·:;:·:·:··· ............. :·: .. R£ar: ::r:rn::: JJJ: ttJtJ ,=~~~f:!::m;rr::
Rainfall Intensity (15) = 7.693 in/hr
,r1·;::::::t::: :::::::.:':. :::: rii::.: : '!8?1::#t.4:J r
Rainfall Intensity (110) = 8.635 i%r
·.·.·.·.·,·.·.·, •·•·•·•·•·•·•·•·•••·•·• ····:·:·:·:·:·:·:·:·:·:·:·:·:-:·:·:·:-:·:·:·:·:·:·:·: ·-:-:=:-:=:: :_:_:.:_:_:·_,,:_:.:_:_:_:_:_:.:_:.·_=.·2--.·~.=:·5--.~.·=:..:···=.~:::~='.~.==_:=-·.·::::_-,',','.=.·,:_=_-,:,:,'.=,:-,:,:_:.·_=.:,: ~.-=.=m.• .... :· .. •-.-~.= .. ==.:_~.·=·.·= .. i~.-.~.:'. .. ·.-·.=-.. ·.= ·.~.!:.'.~.~.~.~.~.~.~-j.i.i_~.~.~-~.~.~_!_i~.fa_t_}_~i .·.·.·.·.·.·.·.·.·-=··-:·=·=·=-··=·=·=·=·=·=·=·=·=· ,.. ~ :\:.'l:;:t..= :-•:.: ·.··.·.·.··.·.·.·.·.·.··.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.:·:·:·:·:-:-:-:-:-:·:·:·:·:·:-:-:-:-:-:-:·:-:-:-:-
Rainfall Intensity (125) = 9.861 in/hr
:i;t;g:::::::r :::::r:: ::: ::·::::::,.:::::r·' ~~~1:::f:r!:r::
Rainfall Intensity (150) = 11 .148 in/hr
m ::a:·:·::i::::.=.:::::::::::r ::::::: •. :: : : ~~ij!,·as:::r
Rainfall Intensity (1100) 11 .639 in;hr
:
:,•,""',=,=_•,•_•,=_=,=,•_••_L_::_••_'_','.=•,:,=,=,•,=,=,:,',','.·.',',•,:,:,:,',:,:,•,•,;=·=·=·=·==•=•==:•:::::::\:;::.=:=·=·==·======.......... :1@_••~-•=·=_=•.'•_'~.---•. ·r .. =·:~_=---.=,·._:.%'#;.=---.~--,'_','_','=.'_·,:,•,:,•.:,.,=,·.=,:.:,:.:,•.:.• ~-tfff' ~r;~;}=:=)f:===~:r: t?f~fjff~ ·.·.·.·.·.·.·.··=-~=-=~ ~·~
SUB-DRAINAGE AREAS
GENERAL INFORMATION
Description : Drainage basin upstream of proposed site.
Drainage Area (E) = 0.220 acres
TIME OF CONCENTRATION CTc)
GIVEN
Maximum Travel Distance (DMAJoR) =
Velocity of Runoff (VMAJoR) =
Coefficient of Runoff (CMAJoR) =
**NOTE: Minimum Tc allowed = 10 min.
400 ft
ft 2.00 lsec
0.95
2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.806
Coefficient (b) =
Coefficient (d) =
65
8
5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0.785
76
8.5
10 YEAR FREQUENCY. RATE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0.763
80
8.5
25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.754
Coefficient (b) =
Coefficient (d) =
89
8.5
50 YEAR FREQUENCY. RATE OF DISCHARGE (Q)
Coefficient (e) = 0.745
Coefficient (b) =
Coefficient (d) =
98
8.5
100 YEAR FREQUENCY. RATE OF DISCHARGE (Q)
Coefficient (e) = 0.73
Coefficient (b) = 96
Coefficient (d) = 8
000751-3386 Drainage Calculations.xis
RESULT
T C(MAJOR) = 3.3 min.
Rainfall Intensity (1 5) =
Rainfall Intensity (1 10) = 8.635 in/hr
.•.•.Q ... ·.•.• ...... 1.:.·.•.o.·.·.•.·.•.•.k::.: .. •.:.:.:.:.•.•.•.•.•.•.•.•.•.•.•.•.•.• ·.:•.: .. :· .• •• .•... i . .:.:.) .......... r.•··· · • · ..... •• • •1~aN:rn;m: It ·.·.·.·.·.·.·.·.·.·.·.·.··:·:-:-:-:-:-:-:-:-;.:-:-:··-·.·.··.·.·
Rainfall Intensity (125) = 9.86 1 in/hr
.•.•.a.·.·.•.•.•.·.·~.··.··.··.·.·.•.•.;::.·.:.·.:.·.•.lf J ·• ................... :·.•·.> • • • •t ··.·.·.·.·.•.·.•.·.•.· ... ·.· .. · .. •.•.•.•.•.2.•.•.•.• ... ~.•.•.ox.·.•.·.· .•. ·.•-.· .. ••.a.·.·-•.•.•-•·•.if$••i•J ~ ::;:::::::::::;:;:::::::::::::::::;:;:::::;:;::::::::
Rainfall Intensity (150) = 11 .148 in/hr
1#.·a:···•:·.-···; ···:·•!.: .·· :: ::·•••··::.:.:: .. ~211·:•dfi •>
Rainfall Intensity (1 100) 11 .639 in/hr
11.M•ffi•: •• .rr ·•: }·.•· . :: :• t ··:•• ::·g~m1 •P!s •>
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Worksheet
Worksheet for Triangular Channel
i:\projects\700\3386 -hhe eng\drainage report\3386r1 ra.fm2
Curb & Gutter C1 (10 YR)
Triangular Channel
Manning's Formula
Channel Depth
0.013
0.40 %
0 H :V
26 H :V
2.564 cfs
0.31 ft
1.26 ft2
8.41 ft
8.09 ft
0.30 ft
0.004879 ft/ft
2.04 ft/s
0.06 ft
0.38 ft
0.91
Municipal Development Group 04/03/01
03:55:48 PM Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
Worksheet
Worksheet for Triangular Channel
i:\projects\700\3386 -hhe eng\drainage report\3386r1 rb .fm2
Curb & Gutter C2 (10 YR)
Triangular Channel
Manning's Formula
Channel Depth
0.013
3.03 %
0 H :V
26 H :V
2.564 cfs
0.21 ft
0.59 ft2
5.75 ft
5.53 ft
0.30 ft
0.004880 ft/ft
4.35 ft/s
0.29 ft
0.51 ft
2.35
Municipal Development G roup 04116/01
10:28:42 AM Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Worksheet
Worksheet for Triangular Channel
i:\projects\700\3386 -hhe eng\drainage report\3386r1 ra.fm2
Curb & Gutter D1 (10 YR)
Triangular Channel
Manning's Formula
Channel Depth
0.013
0.40 %
0 H :V
26 H :V
2.564 cfs
0.31 ft
1.26 ft2
8.41 ft
8.09 ft
0.30 ft
0.004879 tuft
2.04 fUs
0.06 ft
0.38 ft
0.91
Municipal Development Group 04103/01
03:56:43 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
Worksheet
Worksheet for Triangular Channel
i:\projects\700\33 86 -hhe eng\drainage report\3386r1 rb.fm2
Curb & Gutter D2 (10 YR)
Triangular Channel
Manning's Formula
Channel Depth
0.013
3.03 %
0 H :V
26 H :V
2.564 cfs
0.21 ft
0.59 ft2
5.75 ft
5.53 ft
0.30 ft
0.004880 ft/ft
4.35 ft/s
0.29 ft
0.51 ft
2.35
Municipal Development Group 04116/01
10:28:56 AM Haestad Methods , Inc. 37 Brookside Road W aterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
Worksheet
Worksheet for Triangular Channel
i:\projects\700\3386 -hhe eng\drainage report\3386r1 ra.fm2
Curb & Gutter B (10 YR)
Triangular Channel
Manning's Formula
Channel Depth
0.013
1.50 %
0 H :V
26 H :V
6.937 cfs
0.35 ft
1.62 ft2
9.53 ft
9.17 ft
0.45 ft
0.00427 4 ft/ft
4.29 ft/s
0.29 ft
0.64 ft
1.80
Municipal Development Group 04103/01
03:58:12 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
Worksheet
Worksheet for Triangular Channel
i:\projects\700\3386 -hhe eng\drainage report\3386r1 ra.fm2
Curb & Gutter E (10 YR)
Triangular Channel
Manning's Formula
Channel Depth
0.013
1.50 %
0 H :V
26 H :V
1.820 cfs
0.21 ft
0.59 ft2
5.77 ft
5.55 ft
0.26 ft
0.005109 ft/ft
3.07 ft/s
0.15 ft
0.36 ft
1.66
Municipal Development Group 04103/01
03:58:39 PM Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
W etted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Worksheet
Worksheet for Triangular Channel
i:\projects\700\3386 -hhe eng\drainage report\3386r1 ra.fm2
Curb & Gutter C1 (100 YR)
Triangular Channel
Manning's Formula
Channel Depth
0.013
0.40 %
0 H:V
26 H :V
3.456 cfs
0.35 ft
1.57 ft2
9.40 ft
9.05 ft
0.34 ft
0.004689 ft/ft
2.20 ft/s
0.07 ft
0.42 ft
0.93
Municipal Development Group 04103/01
04:01 :33 PM Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Worksheet
Worksheet for Triangular Channel
i:\projects\700\3386 -hhe eng\drainage report\3386r1 ra.fm2
Curb & Gutter D1 (100 YR)
Triangular Channel
Manning's Formula
Channel Depth
0.013
0.40 %
0 H :V
26 H:V
3.456 cfs
0.35 ft
1.57 ft2
9.40 ft
9.05 ft
0.34 ft
0.004689 ft/ft
2.20 ft/s
0.07 ft
0.42 ft
0.93
Municipal Development Group 04/03/01
04:01 :57 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
Worksheet
Worksheet for Triangular Channel
i:\projects\700\3386 -hhe eng\drainage report\3386r1 ra.fm2
Curb & Gutter B (100 YR)
Triangular Channel
Manning's Formula
Channel Depth
0.013
1.50 %
0 H:V
26 H :V
9.358 cfs
0.39 ft
2.02 ft2
10.66 ft
10.26 ft
0.50 ft
0.004107 ft/ft
4.62 ft/s
0.33 ft
0.73 ft
1.84
Municipal Development Group 04103/01
04:02:22 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
Worksheet
Worksheet for Triangular Channel
i:\projects\700\3386 -hhe eng\drainage report\3386r1 ra.fm2
Curb & Gutter E (100 YR)
Triangular Channel
Manning's Formula
Channel Depth
0.013
1.50 %
0 H:V
26 H :V
2.453 cfs
0.24 ft
0.74 ft2
6.45 ft
6.21 ft
0.29 ft
0.004909 tuft
3.31 tus
0.17 ft
0.41 ft
1.69
Municipal Development Group 04103/01
04:02:45 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of 1
Texas Hydraulic System Culvert Design
Horse Haven
000751-3386
Brazos
Residential Street Culvert
al
Shape: I Circular
Material: I concrete
Sp.an: §g.00 ft
Rise: 2.00 ft
Barrels: 2
Discharge Description
lOYR
100 YR
Q
total
(cfs)
24.39
33 .15
*Backwater (BW = HW -TW -S·L)
HW TW
elevation elevation
(ft) (ft)
261.19 260.82
261.51 260.82
I:\PROJECTS\700\3386-H-l \DRAINA-1 \3386TIRA.CL V
Length(L): I 33.ool ft
Slope(S): I 0.00961
n: 0.0120
Ke: 0.20
Entrance Type: 1: 1 Beveled Edge I
BW* Q Inlet Ctl Outlet Ctl v
out over road HW depth HW depth
(ft) (ft) (cfs) (ft) (ft)
0.05 3.91 0.00 1.85 1.99
0.38 5.32 0.00 2.32 2.31
413/01
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Bottom Width
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
Worksheet
Worksheet for Rectangular Channel
i:\projects\700\3386 -hhe eng\drainage report\3386r1 rb.fm2
Discharge Flume (10 YR)
Rectangular Channel
Manning's Formula
Channel Depth
0.013
1.00 %
4.00 ft
8.757 cfs
0.40 ft
1.60 ft2
4.80 ft
4.00 ft
0.53 ft
0.004163 ft/ft
5.49 ft/s
0.47 ft
0.87 ft
1.53
Municipal Development Group 04116/01
10:30:35AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Bottom Width
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
Worksheet
Worksheet for Rectangular Channel
i:\projects\700\3386 -hhe eng\drainage report\3386r1 ra.fm2
Discharge Flume (100 YR)
Rectangular Channel
Manning's Formula
Channel Depth
0.013
1.00 %
4.00 ft
11 .811 cfs
0.48 ft
1.94 ft2
4.97 ft
4.00 ft
0.65 ft
0.004138 tuft
6.10 tus
0.58 ft
1.06 ft
1.55
Municipal Development Group 04103/01
04:07:47 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster vS.07
Page 1 of 1
000751-3386 Drainage Report-revb
APPENDIXB
MAPPING
DESCRIPTION
APPENDIXB
TABLE OF CONTENTS
PAGE NO.
Exhibit #1 -Carter's Creek Drainage Basin .................................................................... B-1
Exhibit #2 -Sub-Drainage Basins ................................................................................... B-2
Exhibit #3 -FIRM Map ................................................................................................... B-3
000751-3386 Drainage Report