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CITY OF COLLEGE STATION
Planning & De11cwpmmr Servim
V Site plan application completed in full.
~ $200 .00 Application Fee .
AN APPLICATION
_.ll_ $200.00 Development Permit Application Fee.
DATE SUBMITIED:
v $600.00 Public Infrastructure Inspection Fee if applicable. (This fee is payable if construction of a public
waterline, sewerline, sidewalk, street or drainage facilities is involved.)
~leven (11) folded copies of site plan
____JL_ One (1) folded copy of the landscape plan .
_L One (1) copy of building elevation for all buildings.
__!:___A list of building materials for all facades and screening for non-residential buildings.
_j_ Color samples for all non-residential buildings.
~Traffic Impact Analysis (if applicable for non-residential buildings).
_lL:: A copy of the attached site plan checklist with all items checked off or a brief explanation as to why they
are not checked off.
rJ }~Parkland Dedication requirement approved by the Parks & Recreation Board , please provide proof of
approval (if applicable).
"1. "~ :.... ..\,. <-h\, -:. .!I. J I &--·J-u-
Date of Preapplication Conference: _____ i_1 ____ --_( 7-_-_o_· _S ____________ _
NAME OF PROJECT __ f\J_o_.--fh---'---_Fc_r_es_t___,9._,_c_~~_,_<_5_~_~ 'li_...,,er'--\-'--\'-') f\.....__'-=-k _______ _
ADDRESS :L-t)() \ E'1tr l &"'~lrir r/ceW-"'---1 Sc.--.+-"'-.
LEGALDESCRIPTION N~r\-\---t=~rc ')t 5"'6J..:\l~.S ~o""' J L~~\ I 6lo Jc_ \
APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project):
Name f ,--e_J fS c:-f (; { )
Street Address l 3D5 l/vt::jf-\;" {/ v. M vv,·O\ City __ /3_r--+'1-o_V\ _____ _
State 1'-L Zip Code 'l ] ~ol E-Mail Address \~c~l ;55@.__ Co1'-ly,._kr.,.__f-,c:.i•-i
Phone Number 7 7 5 -9 3 7 5 Fax Number ..; 77 0 ·-Df b ·1
PROPERTY OWNER'S INFORMATION:
Name VV\ Ii'-~ o \fer~ LL-L
StreetAddress \]eS weA v: llo IN\w/"" 12.C e--J City Br1 c~
State 1 1-Zip Code I 7 ~ 0 ) E-Mail Address ')\n c.:yl /5 f e. Ci:J'/...-r~ .. k .. J-. Co "-1
Phone Number I 1 9 -q] 1 5 Fax Number __ '1_7 __ '1 -_D_S"_b_7 _____ _
ARCHITECT OR EN~INEER'S INFORMATION: \ {J ,_.
Name Te y. c_o~ -J ee_ S~ ~~ +( , · 1=. ·
Street Address --~\_/_D_']~_G_r_c--_· \r-._o_"""_~{<_Z:_ ... _()'_J __ ' __ _
State J d:: Zip Code £ 1 B f 5
Phone Number --~-+-=-0_4.._-_1_._l--'f'-'S __ _
City Ga~{ e5e S f c-.f/1;"'
E-Mail Address --)-+, o_c:_S_c ~-· _" _[ +_2-_<2 __ ~_'1-_c"'_"'_· n_c_f_
Fax Number ___ 1....._b_f-'---_7_7_5"_~'-------
6/13/03 I of6
DEVELOPMENT PERMIT
PERMIT NO. 06-17
CITY OF C OLLEGE STATION
Plannint cf Dtw/cpm~nl &rvica
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
North Forest Subdivision (Prof. Park)
Block 1, Lot 1 A -1 E
Replat of Lot 1, Block 1
DATE OF ISSUE: August 24, 2006
OWNER:
Muco Verde, LLC
1305 West Villa Maria Road
Bryan, Texas 77801
SITE ADDRESS:
2801 Earl Rudder Freeway South
DRAINAGE BASIN:
Main Bee Creek
VALID FOR 12 MONTHS
CONTRACTOR:
TYPE OF DEVELOPMENT: Full Development Permit
SPECIAL CONDITIONS:
All construction must be in compliance with the approved construction plans
All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section
7 .5.E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance, prior to any operations of
this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and
required to remain is strictly prohibited. The disposal of any waste material such as, but not limited to, paint, oil, solvents,
asphalt, concrete, mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also
prohibited.
Full Development Permit
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. If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite, it is the
contractors responsibility to implement measures that will meet City, State and Federal requirements. 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.
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/ AgenUContractor Date
Item
No.
2
3
4
5 --
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
NORTH FOREST PROFESSIONAL PARK
ENGINEER'S ESTIMATE OF PUBLIC INFRASTRUCTURE
May 31, 2006
Description I Estim ated Unit Unit Price Estimated Cost _ I Quantity 1
Water
16" Water Line (C909, Cl 200) -structural 319 LF 28.00 8,932
8" Water Line (C909, Cl 200) -structural 597 LF 32.00 19,104
Fire Hydrant Assembly (tee, extension, valve) 2 EA 2,500.00 5,000
12"x 8" Tapping Sleeve & Valve I 1 EA 3,500.00 3,500
8" M.J. Valve J 5 [~A 800.00 1 4,000 ------
6" M.J. Valve EA 600.00 600
8"x 8" M.J. Tee (cut into existing line) EA 700.00 700
8"x 8" M.J. Tee EA 400.00 400
8"x 6" M.J. Tee EA 350.00 350
8"x 6" M.J. Reducer EA 300.00 f 300 ---.. ----
2" Blow Off Assembly 2 EA 750.00 · 1,500
1.5" Water Service (avg length = 12 ft) 6 EA 800.001 4,800
Subtotal -Water! $49, 186
Sewer
6" Sewer Line (SDR 26, D224 l ), structural 252 LF 32.00· 8,064
6" Sewer Line (SDR 26, D3034), structural 20 LF 34.00 680
Standard Manhole, 4' diameter,,0-8.00 ft depth l LF 2,600.00 2,600
Standard Manhole, 4' diameter, 8.01 -10.00 ft depth 1 LF 2,900.00 2,900
Drop Manhole, 6' diameter, 16.00-18.00 ft depth ___ 1 LF 5,000.00 1 5,000 ----------
6" Sewer Service (avg length= 46 ft) 6 EA 900.00 5,400
I I
I
TV sewer line inspection 285 LF 3.50 998 I I ' Trench Safety 285 LF I 2.00 570
Subtotal -Sewer $26 ,212
TOT AL CONSTRUCTION 1 $75,398
Water and Sewer System Report
for
North Forest Business Park
College Station, Texas
June 2006
Prepared By:
Civil Development, Ltd.
2900 Longmire Drive, Suite K
College Station, Texas 77845
(979) 764-7743
General Information
location:
General Note:
land Use:
Design Criteria
The 01ih Forest Business Park is located on the southeast comer of the intersection
of North Forest Parkway and the Earl Rudder Freeway.
The North Forest Business Park is a conunercial subdivision comprised of 5 lots.
Four of these lots are approximately 0.5 acre or less, and the fifth lot is
approximately 2.5 acres in size. The common area, which includes the driveway,
parking and landscape areas, encompass about 1.1 acres more.
Water service to the site is provided by an
Sewer service for all 19 lots will be provided by the City of College Station. All of
these lots are included in the sewer analysis below. Also included in the analysis
are an additional 20 lots for South Hampton Phase 2, which is not being developed
at this time, but will c01mect directly to the same sewer system as Phase 4 in the
future.
Professional Offices
WATER SYSTEM ANALYSIS
Primary Water Supply: An existing 12" line running parallel to the Earl Rudder Freeway.
Seconda1y Water Supply: An existing 8" line along North Forest Parkway
Normal Demand:
Avg. Pop Density:
Average Flow:
Peaking Factor:
Peak Flow:
Design Flow:
Flow By Lot#:
Fire Demand:
30 persons per acre
50 gpd/cap = 1500 gpd per acre or 1.04 gpm per acre
4
4.2 gpm per acre
5.0 gpm per acre
IA (0.366 ac)= 1.83 gpm
IB (0.357 ac)= 1.79 gpm
IC (0.363 ac)= 1.82 gpm
ID (0.532 ac)= 2.66 gpm
lE (2.459 ac)= I2.30 gpm
Fire Flow: 2500 gpm at most hydraulically remote point (see note)
Note: The size of Building D will ~~ Building H will ~oth will be built using Type
IIA construction. Based on the In~~e Code, the fire flow requirement for each of th e buildings
is 1500 gpm. In order to cover future buildings that are unknown at this time, the 2500 gpmflowrate was
used for this analysis.
Pipe:
Roughness Coe.ff:
Hydraulic Software:
PVC DR-14 C909
150 (Hazen Williams)
Haestad Methods WaterCAD v.6.0
Existing City System Pressure Tests
Flow Hydrant #: H-003
Flowrate: 1590 gprn
Adj. Hydrant#: H-041
Static Pressure: I 06 psi (245 ft water)
Residual Pressure: I 06 psi (245 ft water) *
* used I 04 psi (240.fi wate1) for 111odeli11g p111poses
Applicohle Exltihi1s. Exhibit B --College St<1tion U tilities flow Test Report
Water Svstem Analysis Summary
Criteria Required As Location Designed
Min. Pressure -fire (psi) 20 92 FHl
Max. Velocity (fps) 12 11.59 P7 -8"
Max. Length of 6" pipe (ft) 1500 321 (connected to~ 8 "on both ..
Max Length of 6" pipe (ft) 800 61 (not connected on both ends
Max. Length of 3 "pipe (ft) 500 NA
Applicable Exhibits: Exhibit A -Water System Schematic
Conclusion
Design Criteria:
Exhibit C -Summary of Results -Domestic Flow
Exhibit D -Summary of Results -Fire Flow
The proposed water system for North Forest Business Park meets or exceeds all of
the design criteria for the City of College Station. It will provide adequate water
pressure and flow for both domestic and fire demands.
SEWER SYSTEM ANALYSIS
Primary Sewer Outfall: 36" sewer line that runs roughly parallel to Bee Creek and along the south property
line of this tract
Normal Demand:
Avg. Pop Density:
Average Flow:
Peaking Factor:
Pipe:
Applicable Exhibits:
Conclusion:
30 persons per acre
50 gpd/cap = 1500 gpd per acre
4
PVC D3034 SDR 26
Exhibit E -Sewer System Schematic
Exhibit F -Sanitary Sewer Analysis Spreadsheet
The sewer system for the 5 lots in the North Forest Business Park consists of 6"
lines and 6" services to each lot. The analysis in Exhibit F checks the calculated
slope that is necessary to pass the estimated flow against the minimum slope
required by the City of College Station. The spreadsheet indicates the computed
slope is much flatter than those required by the City, so we conclude that the system
is more than capable of carryin g the anticipated flows from the buildings.
Testeo1
Hyo/rant ot
\v'estinghouse Building
Exhibit A
\JQter Systeri
ScheriQ tic
NFBP 6 11 /o
'\
1
Pl -8"
BP 1
NFBP 5
3
Exhibit B
/I~( College Station Utilities ~ Reliable, Affordable, Community Owned
1601 GRAHAM ROAD
COLLEGE STATION TEXAS 77845
Date: 27 JANUARY 2006
From: Butch Willis Water Wastewater Division
Phone: 979-764-3435 Fax: 979-764-3452
FLOW TEST REPORT
Nozzle size: 2.5 inch
Location: WESTINGHOUSE BUILDING
Flow hydrant number: H-003
Pitot reading: 90
(GPM): 1590
Static hydrant number: H-041
Static PSI: 106
Residual PSI: 106
. . .
Exhibit C
North Forest Business Park
Water System Analysis -NORMAL FLOW
May 12, 2006
Water CAD JUNCTION SUMMARY
Label Elevation
ft
FH 1 260
FH2 255
NFBP l 253
NFBP2 254
NFBP3 256
NFBP4 260
NFBP5 260
NFBP6 260
SH6 1 261
Calculated
Demand Hydraulic Pressure
Grade
ft psi
3.61 513 .79 109.80*
2.66 513 .79 111.97
1.83 513.8 112.83
0.00 513.8 112.40
0.00 513.79 111.54
0.00 513.79 109.80
12.30 513.79 109.80
0.00 513.79 109.81
0.00 513.8 109.37
* Lowest Pressure in the
development/Most hydraulically
remote FH
~ ...
I
I Label
--1-
ERudl-12"
ERud2-12"
ERud3-12"
NF Pkyl-8"
Pl -8"
P2 -8"
P3 -6"
P4 -6"
PS -8"
P6-8"
P7 -8"
Exhibit D
North Forest Business Park
Water System Analysis -FIRE FLOW
May 12, 2006
Water CAD PIPE SUMMARY
i Hazen-. h I L<ngth i Diameter Material Disc arge I Williams C 1 I . -. i -------I ft m I gpm
10 12 PVC 150 2520.40'
2025 12 PVC I 150 2520.40
347 12 PVC 150 704.89
119 8 PVC 150 -1815.51
156 8 PVC 150 703.06 ---------f-
125 8 PVC 150 2.66
61 6 PVC 150 0.00
321 6 PVC 150 700.40
30 8 PVC 150 -1803.21
113 8 PVC 150 12.30
110 8 PVC 150 -1815.51
Velocity
ft/s
7.15
7.15
2.00
11.59
4.49 ---
0.02
0.00
7.95
11 .51
0.08
11.59 *
*Highest velocity in tire Business Park
Water CAD JUNCTION SUMMARY
Calculated
Label Elevation Demand Hydraulic Pressure
Grade
ft ft psi
FH 1 260 2,503.61 474.12 92.64**
FH2 255 2.66 483.56 98.89
NFBP 1 253 1.83 484.7 100.25
NFBP2 254 0.00 483 .56 99.32
NFBP3 256 0.00 483 .56 98.46
NFBP4 260 0.00 475.37 93 .18
NFBPS 260 12.30 475 .37 93.18
NFBP6 260 0.001 480.02 95.19
SH6 1 261 0.00 485 .06 96.94
**Lowest pressure in the Business Park
. . -.
EXHIBIT E
SEWER SYSTEM SCHEMATIC
Lot 18
0.357 AC
Lot 1F
2.459 AC
Lot 10
0.532 AC
Exhibit F
North Forest Business Park
Sanitary Sewer Analysis
Line I Flow Calculations
I .9 ~ I I ii) 0 E <ii -0 G: "' ·~ 0 ii) :z: ii) ?J> ~ a3 Average Daily Infiltration Peaking Peak ii) E -o From To E ~ 0.. -0 e~ ::i ~ 0 Flows (ADF) (10% ADF) Factor Flows I E :§ E z 0 .,...
' u ~ c 0
0 0 <.I::
G: u
I
1500
GPD per
MH # MH # Acres GPO GPO CFS CFS CFS
-
A B I 3.179 4,769 -4,769 0.0074 0.0007 4.00 0.03 I -
8 c I 0.366 549 4,769 5,318 0.0082 0.0008 4.00 0.03
Null!: Flows from the individual lots are computed assuming Offices at 50 gpdlcap and 30 people per acre
(I 5110 gpdlacre).
Size Material
(in.)
6 D3034
6 03034
Inside
Diameter
Inches
5.793
5.793
t
~
~
Actual Manning Min. Slope for Friction Design Pipe Peak Peak Existing Slope Slope Slope Flow Flow
Peak Peak or Check Velocity Depth
Flows Flows Designed
Systems I I
% % % fps Inches
0.0035 0.80 1.00 OK 1.50 0.87
0.0043 0.80 2.00 OK 2.00 0.58
CTI 77 N. Forest Bus. Park
Drainage Report
for
North Forest Professional Park
College Station, Texas
June 2006
Revised July 2006
(Revisions in bold italics)
Developer:
Muco Verde, LLC
1305 West Villa Maria Road
Bryan, Texas 7780 1
Prepared B v:
Civil Development, Ltd.
2900 Longn1ire Dri ve, Suite K
College Station , Texas 77845
(979) 764-7743
Prepared for Texcon General Contractors
\
• . I
ADDENDUM#]
Drainage Report
for
North Forest Professional Park
College Station, Texas
June 2006
Revised July 2006
Revised August 2006
(Revisions in bold italics)
Developer:
Muco Verde, LLC
1305 West Villa Maria Road
Bryan, Texas 77801
Prepared By:
Civil Development, Ltd.
2900 Longmire Drive, Suite K
College Station, Texas 77845
(979) 764-7743
Prepared for Texcon General Contractors
\
CERTIFICATION
I, Joseph P. Schultz, Licensed Professional Engineer No. 65889, State of Texas, certify that this
ADDENDUM #1 TO THE report for the drainage design for the North Forest Professional Park in
College Station, Texas, was prepared by me in accordance with the provisions of the City of College
Station Drainage Policy and Design Standards for the owners hereof, with the exception that storm
water runoff detention is not being required for this project since the site discharges into storm sewer
pipes which go through the Greenway Area and then into Bee Creek.
\
STORM WATER RUNOFF DETERMINATION
The peak runoff va lues were determined in accord ance with the criteri a presented in the
previous section fo r the 5, 10, 25, 50, and 100-year stom1 events. Pre-development
drai nage area data is summari zed in Table 3. The runoff coefficients fo r post-development
calculations are based on the fut ure development of this tract, and th e peak runoff values
determined for the post-development condition are shown in Table 4.
TABLE 3 -Pre-Development Drainage Data
Area tc
5 year storm 10 year storm 25 year storm 50 year storm 100 year storm
Area# c 15 0 5 110 0 10 125 0 25 150 0 50 1100 0100
(acres) (min) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs)
Pre-devel
101 0.26 0.40 10 7.693 0.80 8.635 0.90 9.861 1.03 11 .148 1.16 11.639 1.21
102 1.29 0.40 13.6 6.691 3.45 7.539 3.89 8.624 4.45 9.765 5.04 10.189 5.26 --6.271 3.79 70f9 4.28 8.104 4.89 9.183 5.55 9.581 5.79 103 1.51 0.40 15.5
TABLE 4 -Post-Development Drainage Data -R evised 812006
Area tc
5 year storm 10 year storm 25 year storm 50 year storm 100 year storm
Area# c l5 0 5 110 0 10 125 0 25 150 0 50 1100 0100
(acres) (min) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs)
Post-devel
20 1 0.14 0.70 10 7.693 0.75 8.635 0.85 9.861 0.97 11.148 1.09 11.639 1.14 ---
202 0.20 0.70 10 7.693 1.08 8.635 1.21 9.861 1.38 11.148 1.56 11.639 1.63 ----------------·
203 0.04 0.80 10 7.693 0.25 8.635 0.28 9.861 0.32 11.148 0.36 11.639 0.37 --------204 0.32 0.85 10 7.693 2.09 8.635 2.35 9.861 2.68 11.148 3.03 11.639 3.17
205 0.06 0.85 10 7.693 0.39 8.635 0.44 9.861 0.50 11.148 0.57 11.639 0.59 - - ---------
206 0.56 0.80 10 7.693 3.45 8.635 3.87 9.861 4.42 11 .148 4.99 11.639 5.21 -- ----------·--·----------------· ·----·-
207 0.57 0.85 10 7.693 3.73 8.635 4.18 9.861 4.78 11.148 5.40 11 .639 5.64 -··---. -
208 0.10 0.80 10 7.693 0.62 8.635 0.69 9.861 0.79 11.148 0.89 11 .639 0.93 -·
209 0.20 0.75 10 7.693 1.15 8.635 1.30 9.861 1.48 11.148 1.67 11 .639 1.75 ---
210 0.11 0.75 10 7.693 0.63 8.635 0.71 9.861 0.81 11.148 0.92 11 .639 0 9~ -211 0.07 0.80 10 7.693 0.43 8.635 0.48 9.861 0.55 11.148 0.62 11 .639 0.65 -212 0.08 0.55 10 7.693 0.34 8.635 0.38 9.861 0.43 11.148 0.49 11.639 0.51
213 2.78 0.80 10 7.693 17.11 8.635 19.20 9.861 21.93 11.148 24.79 11.639 25.89
TABLE 5 -Pre-vs. Post-Development Drainage Data -Revised 812006
Destination 5 year storm 10 year storm 25 year storm 50 year storm 100 year storm
Pre/Post Area # of Runoff 0 5 010 0 25 0 50 0100
(cfs) (cfs) (cfs) (cfs) (cfs)
Pre 101 North Forest 0.80 0.90 1.03 1.16 1.21
Post 201 Parkway 0.75 0.85 0.97 1.09 1.14
Reduction in Flow: 0.05 0.05 0.06 0.07 0.07
Pre 102 SH 6 3.45 3.89 4.45 5.04 5.26
Post 202,203.204 Right-of-Way 3.42 3.83 4.38 4.95 5.17
Reduction in Flow: 0.04 0.06 0.07 0.09 0.09
Pre 103 Adjacent 3.79 4.28 4.89 5.55 5.79
Post 212 Property 0.34 0.38 0.43 0.49 0.51
Reduction in Flow : 3.45 3.90 4.46 5.06 5.27
North Forest Business Park
Pipe & Channel Summary -Revised 812006
Pipe Pipe Length Slope Inlet Outlet Contributing Area
No. Size Invert Elev Invert Elev Numbers (in) (ft) (%) (ft) (ft)
1 24 97.7 0.40 253.31 252.92 205,206,207,208,209,210,211 -
2 24 108.4 0.40 253.74 253.31 205,206,207 ,208,209 -3 24 52.1 0.35 253.92 253.74 205,206,207 ,208 -4 24 66.4 0.35 254.15 253.92 205,206,207 ------5 15 34.1 0.60 255.10 254.90 205,206 --· 6 15 39.4 0.50 255.40 255.20 206 ---7 8 40.9 0.50 253.51 253.31 211 --8 8 79.5 0.50 255.60 255.20 205 --9 12 20.0 0.50 255.30 255.20 1/2 of 206 --10 30 302.0 1.80 248.25 242.81 205,206,207,208,209,210,211 ,21
11 30 100.0
HOPE pipe: n=0.012
Channel Data:
2' bottom width
4H:1V side slopes
Slope= 0.6%
Grass lined (n=0.035)
0.80 242.71 241.87 205,206,207,208,209,210,211 ,21
0 10 = 30.48 cfs; Velocity = 2.8 fps; Depth of Flow = 17.0"
0 100 = 41.08 cfs; Velocity = 3.0 fps; Depth of Flow = 19.3"
(see attached data sheets)
Contributing T, 1,. Area
(acres) (min) (in/hr)
1.67 10 8.635
1.49 10 8.635
1.29 10 8.635
1.19 10 8.635
0.62 10 8.635
0.56 10 8.635
0.07 10 8.635
0.06 10 8.635
0.28 10 8.635
4.45 10 8.635
4.45 10 8.635
10-Year Storm 100-Year Storm
a,. Mannings 1, .. a, .. Mannings
Design v,. % Full Tr•v•I Time, lno Design v, .. % Full r,.. .... , Time, tnoo
(cfs) (fps) (sec) (min) (in/hr) (cfs) (fps) (sec) (min)
11 .67 5.4 64.8 18 0.30 11.639 15.74 5.6 83.4 17 0.29 ---10.48 5.3 60.3 20 0.34 11.639 14.12 5.6 74.9 19 0.32
9.18 4.9 57.7 11 0.18 11.639 12.38 5.2 71.1 10 0.17
8.49 4.8 55.0 14 0.23 11.639 11.45 5.1 67.0 13 0.22 ---,_
4.31 4.9 67.4 7 0.12 11.639 5.81 4.9 91.5 7 0.12 --------3.87 4.5 66.6 9 0.15 11.639 5.21 4.6 87.8 9 0.14
0.48 2.7 51 .1 ~ 0.25 11.639 0.65 2.9 61.8 14 0.24
0.44 2.6 48.5 31 0.51 11.639 0.59 2.8 58.0 28 0.47 I----I-1.93 3.8 62.1 5 0.09 11.639 2.61 4.0 78.3 5 0.08 ---------27.38 11.8 47.6 26 0.43 11.639 41.62 13.1 61.5 23 0.38 I-27.38 8.7 61.0 11 0.19 11.639 41 .62 9.2 87.0 11 0.18
.. i I
Pipe 10 -10 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning' s n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
30.0000 in
27.3800 cfs
0.0180 ft/ft
0.0120
14.2750 in
4.9087 ft2
2.3034 ft2
45.6734 in
94.2478 in
11. 8868 fps
7.2622 in
47.5835 %
59.6161 cfs
12 .1449 fps
Pipe 10 -100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Circular
Depth of Flow
30.0000 in
41. 6200 cfs
0 .0180 ft/ft
Manning's n ..................... 0.0120
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow ve locity ............. .
18.4617 in
4.9087 ft2
3.1691 ft2
54. 1103 in
94.2478 in
13.1331 fps
8 .4337 in
61 .5390 %
59.6161 cfs
12 .1449 fps
North Forest Business Park -Revised 8/2006
College Station , Texas
' I
Pipe 11 -10 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning ' s n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hy draulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
30 .0000 in
27.3800 cfs
0.0080 ft/ft
0.0120
18.2993 in
4 .9087 ft2
3.1361 ft2
53 .7770 in
94.2478 in
8.7305 fps
8 .3977 in
60.9978 %
39 .7441 cfs
8.0966 fps
Pipe 11 -100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Circular
Depth of Flow
30.0000 in
41. 6200 cfs
0.0080 ft/ft
Manning's n ..................... 0.0120
Computed Results :
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow v elocity ............. .
26.1056 in
4.9087 ft2
4.5345 ft2
72 .1326 in
94.2478 in
9.1785 fps
9 .0524 in
87.0186 %
39.7441 cfs
8.0966 fps
North Forest Busi ness Park -Revised 8 /2006
College Statio n, Texas
\
CERTIFICATION
I, Joseph P. Schultz, Licensed Professional Engineer No. 65889, State of Texas, certify that this
revised report for the drainage design for the North Forest Professional Park in College Station, Texas,
was prepared by me in accordance with the provisions of the City of College Station Drainage Policy
and Design Standards for the owners hereof, with the exception that stonn water runoff detention is not
being required for this project since the site discharges into storm sewer pipes which go through the
Greenway Area and then into Bee Creek.
-"~'""''''' --is OF /: \\ ;,,__~ .. * .. le-t~ '• 111' <;, •• • •. T\51 • , .· ·. . "*.. ·.*'I. '-*: ·.* ... ~···································'it; 1 .. AR~.~r.~ .. ~: .. ~~J:l.~.~g ... ,I 'i.-O • • it' P! "~")) ... L'> 65889 r. /!!) J "f·O..('•~T~f"\ ~v. ~ ~ e ~ ··.~ISTE.~···0-..; ., ,, Ss •••••••• ~ ., \\,./ 0 NA L Y::. _.:' ,,~~-
1 ~ro;Ob
TABLE OF CONTENTS
NORTH FOREST PROFESSIONAL PARK
(Revised 712006)
CERTIFICATION ................................................................................................................................................................. 1
TABLE OF CONTENTS ....................................................................................................................................................... 2
LIST OF TABLES .................................................................................................................................................................. 2
INTRODUCTION ................................................................................................................................................................... 3
GENERAL LOCATION AND DESCRIPTION ................................................................................................................. 3
FLOOD HAZARD INFORMATION ................................................................................................................................... 3
DEVELOPMENT DRAINAGE PATTERNS ...................................................................................................................... 3
DRAINAGE DESIGN CRITERIA ....................................................................................................................................... 3
STORM WATER RUNOFF DETERMINATION .............................................................................................................. 6
CULVERT DESIGN .............................................................................................................................................................. 7
STORM SEWER DESIGN .................................................................................................................................................... 7
CONCLUSIONS ..................................................................................................................................................................... 8
APPENDIX A ......................................................................................................................................................................... 9
Time of Concentration Equations & Calculatio11s
APPENDIX B ........................................................................................................................................................................ 12
Storm Inlet Design Data & Calculations
APPENDIX C ....................................................................................................................................................................... 14
Storm Pipe Design Data & Calculations
EXHIBIT A ........................................................................................................................................................................... 28
Pre-Development Drainage Area Map
EXHIBIT B ........................................................................................................................................................................... 30
Post-Development Drainage Area Map
LIST OF TABLES
TABLE 1 -Rainfall Intensity & Runoff Data .......................................................................................... 5
TABLE 2 -Time of Concentration (tc) Equations .................................................................................. 5
TABLE 3 -Pre-Development Drainage Data .......................................................................................... 6
TABLE 4 -Post-Development Drainage Data -Revised 712006 ............................................................ 6
TABLE 5 -Pre-vs. Post-Development Drainage Data -Revised 712006 ............................................... 6
DRAINAGE REPORT -(Revised 712006)
NORTH FOREST PROFESSCONAL PARK
INTRODUCTION
The purpose of this report is to provide th e hydrological effects of the construction of the North
Forest Professional Park in the North Forest Subdivision, and to show th at the storm water
runoff will be controlled in such a manner so as to have minimal offsite or downstream impact.
GENERAL LOCATION AND DESCRIPTION
The project is located on a 5.2 acre tract, which is a part of the North Forest Subdivision
located in College Station, Texas. The site is open land with grass and a few large trees. The
existing ground elevations range from elevation 248 to elevation 261. The general location of
the project site is shown on the vicinity map in Exhibit A.
FLOOD HAZARD INFORMATION
The project site is located in the Bee Creek Drainage Basin. The site is not located in a Special
Flood Hazard Area according to the Flood Insurance Rate Map (FIRM) prepared by the Federal
Emergency Management Agency for Brazos County, Texas and incorporated areas dated
February 9, 2000, panel number 48041C0163-D. However, the 100-year floodplain limits are
on the adjacent property and Greenway Area.
DEVELOPMENT DRAINAGE PATTERNS
As shown on Exhibit A, the pre-development rnnoff is divided into 4 areas including flow onto
the adjacent property, onto North Forest Parkway, into the SH 6 right-of-way, and into the
Greenway Area. After development, these conditions will be changed such that only a small
portion of the developed area will continue to flow onto the adjacent property and the SH 6
right-of-way, and the majority of the runoff will be captured by the storm sewer system and
discharged onto the Greenway Area, the l 00-year floodplain, and then into Bee Creek.
Because of these conditions, no detention is required for this development. The pre-
development drainage area boundaries are shown on Exhibit A, and the post-development
drainage area boundaries are shown on Exhibit B.
DRAINAGE DESIGN CRITERIA
The design parameters for the storm sewer are as follows:
• The Rational Method is utilized to detennine peak stom1 water runoff rates for the
stom1 sewer design and the detention analys is .
• Design Storm Frequency ·
Sto1111 sewer system
Detention Analysis
• Run off Coeffi cients
Impervi ous Areas
Lancl scapccl Areas
l l ndcvclopcd /\rc;1s
I 0 and I 00-year storm event s
5. I 0, 25, 50 and I 00-year storm events
c = () 90
c = () 55
C =O-rn
• Rainfall Intensity equations and values for Brazos County can be found in Table 1.
• Time of Concentration, tc -Calculations are based on the method found in the TR-55
publication. Refer to Table 2 for the equations and Appendix A for calculations. The
runoff flow paths used for calculating the pre-development times of concentration are
shown in Exhibit A, and the flow paths used for the post-development times of
concentration are found in Exhibit B. For smaller drainage areas, a minimum tc of 10
minutes is used to determine the rainfall intensity values.
TABLE 1 -Rainfall Intensity & Runoff Data
Rainfall Intensity Values
(in/hr)
Storm
Event
Is
110
hs
lso
1100
Brazos
County:
tc =
10 min
7.693
8.635
9.861
11 .148
11.639
I = b I (tc+d)"
I = Rainfall Intensity (in/hr)
le= U(V*GO)
tc =Time of concentration (min)
L = Length (ft)
V =Velocity (fUsec)
5 year storm 10 year storm 25 year storm 50 year storm 100 year storm
b= 76 b= 80 b = 89 b= 98 b= 96
d = 8.5 d= 8.5 d = 8.5 d= 8.5 d= 8.0
e= 0.785 e= 0.763 e= 0.754 e= 0.745 e= 0.730
(Data taken from State Department of Highways and Public Transportation Hydraulic Manual, page 2-16)
TABLE 2 -Time of Concentration (tc) Equations
The time of concentration was determined using methods found in TR -55, "Urban
Hydrology for Small Watersheds. " The equations are as follows:
Time of Concentration:
For Sheet Flow:
For Shall ow Concentrated Flow:
Tc= Tt(s heet now)+ Tt(concentrated sheet now)
where: Tt = Travel Time, minutes
where: Tt = travel time, hours
n =Manning's roughness coefficient
L = flow length, feet
P2 = 2-year, 24-hour rainfall = 4.5"
s = la nd slope, ft/ft
T, = LI (60*V)
where: Tt = travel time, minutes
V =Velocity, fps (See Fig 3-1 , App. A)
L = flow length, feet
Refer to Appendix A for ca lculations.
STORM WATER RUNOFF DETERMINATION
The peak runoff va lues were determined in accordance with the criteri a presented in the
previous section fo r the 5, I 0, 25 , 50, and I 00-year storm events. Pre-d evelopment
drainage area data is summarized in Table 3. The runoff coefficients fo r post-development
calcu lations are based on the future development of this tract, an d the peak runoff values
determined for the post-development condition are show n in Table 4.
TABLE 3 -Pre-Development Drainage Data
Area le
5 year storm 10 year storm 25 year storm 50 year storm 100 year storm
Area# c Is Os 110 010 l2s 02s lso Oso 1100 0100
(acres) (min) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs)
Pre-devel -----·---
101 0.26 OAO 10 7.693 0.80 8.635 0.90 9.861 1.03 11 .148 1.16 11 .639 1.21 -------------· ---102 1.29 OAO 13.6 6.691 3.45 7.539 3.89 8.624 4.45 9.765 5.04 10.189 5.26 -------6.271 -3.79 7.079 -----4.89 9.183 5.55 9.581 5.79 103 1.51 OAO 15.5 4.28 8.104
TABLE 4 -Post-Development Drainage Data -Revised 712006
Area le 5 year storm 1 O year storm 25 year storm 50 year storm 100 year storm
Area# c Is Os 110 010 l2s 0 2s lso Oso 1100 0100
(acres) (min) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs)
Post-devel
~ -----·-------------·-0.14 0.70 10 7.693 0.75 8.635 0.85 9.861 0.97 11 .148 1.09 11.639 1.14 ---------------.;M-0.17 0.70 10 7.693 0.92 8.635 1.03 9.861 1.17 11 .148 1.33 11.639 1.39
~------------------·------0.04 0.80 10 7.693 0.25 8.635 0.28 9.861 0.32 11.148 0.36 11 .639 0.37 - --------------------------0.38 0.85 10 7.693 2.48 8.635 2.79 9.861 3.19 11.148 3.60 11.639 3.76
205 0.06 0.85 10 7.693 0.39 8.635 0.44 9.861 0.50 11 .148 0.57 11.639 0.59 -----------------------206 0.56 0.80 10 7.693 3.45 8.635 3.87 9.861 4.42 11 .148 4.99 11.639 5.21 --· ----------207 0.57 0.85 10 7.693 3.73 8.635 4.18 9.861 4.78 11 .148 SAO 11.639 5.64 -·---------------------------208 0.10 0.80 10 7.693 0.62 8.635 0.69 9.861 0.79 11 .148 0.89 11.639 0.93 --·------------------·-· ------------209 0.20 0.75 10 7.693 1.15 8.635 1.30 9.861 1.48 11 .148 1.67 11.639 1.75 -------------------------210 0.11 0.75 10 7.693 0.63 8.635 0.71 9.861 0.81 11.148 0.92 11.639 0.96 ------------·------------211 0.07 0.80 10 7.693 0.43 8.635 OA8 9.861 0.55 11.148 0.62 11.639 0.65 p -----· -----------------0.09 0.55 10 7.693 0.38 8.635 0.43 9.861 0.49 11 .148 0.55 11.639 0.58 -----7.693 16.80 -8.635 18.86 -9.86i 21.54 1i.148 24.35 11.639 25.42 213 2.73 0.80 10
TABLE 5-Pre-vs. Post-Development Drainage Data -Revised 712006
Destination 5 year storm 10 year storm 25 year storm 50 year storm 100 year storm
Pre/Post Area # of Runoff Os 010 0 2s Oso 0100
(cfs) (cfs) (cfs) (cfs) (cfs)
Pre 101 North Forest 0.80 0.90 1.03 1.16 1.21
Post 201 Parkway 0.75 0.85 0.97 1.09 1.14
Reduction in Flow: 0.05 0.05 0.06 0.07 0.07
Pre 102 SH 6 3.45 3.89 4.45 5.04 5.26
Post202 Right-of-Way 0.92 1.03 1.17 1.33 1.39
Reduction in Flow: 2.54 2.86 3.28 3.71 3.87
Pre 103 Adjacent 3.79 4.28 4.89 5.55 5.79
Post 203, 204 . 212 Property 3.11 3.49 3.99 4.51 4 .71
Reduction in Flow: 0.68 0.78 0.91 1.04 1.08
/,
The pre-development drainage areas are shown on Exhibit A, and post-development areas
are shown on Exhibit B. Even though the runoff coefficient for the developed conditions
increases the runoff, the storn1 sewer system di verts a majority of the runoff iflto Storm
Sewer Pipes 10 and 11, which go through the Greenway Area and then to Bee Creek,
thereby reducing flow onto the adjacent property or the SH 6 right-of-way. These storm
sewer pipes and Junction Box 107 have been designed and will be constructed to the City
of College Station Stalldards. Pipe 11 will discharge into an existing headwall with
dissipator blocks. Rock riprap and grout will be used to fill the void around the headwall
caused by erosion. The locations of these structures are shown on Exhibit B. Table 5
compares the peak runoff values for each of these conditions, verifying that the post-
development offsite flow onto the adjacent property or SH 6 right-of-way is less than the
pre-development offsite flow to these areas.
CULVERT DESIGN
The drainage design calculations for the culvert for the driveway connecting to SH 6 were
provided with the TxDOT Driveway Permit Application.
STORM SEWER DESIGN
The proposed private storm sewer system collects the runoff from the building roof, the
parking lot, and the remainder of the site, and discharges the runoff into a proposed
drainage channel where it will convey the runoff to storm sewer pipes which go through
the Greenway Area.
Appendix B presents a summary of the sto1m sewer inlet design parameters and
calculations. The inlets were designed based on a l 0-year design storm. Appendix B also
contains a summary of the inlet depths. The runoff collected by the proposed storm sewer
inlets was calculated using the following equation. The storm sewer grate inlets were
analyzed using the orifice equation, solving for the depth of water on the inlet for the l 0-
and 100-year storm events.
Q = 4.82 * Ag * y y, => y =(Q I ( 4.82 * Ag))2
Where: Q = capacity, cfs
Ag= clear opening area. sq. ft.
y =total depth of water on the inlet, ft.
Refer to Appendix B for grate inlet calculations. As shown by these calculations, the grate
inlets in landscaped areas are designed so that the maximum depth of water for the 100-
year storn1 does not reach the building slab elevation. The grate inlet in the parking lot is
designed for a maximum of6" for the 10-year storm. The maximum depth of water in
pavement areas is 5.5'' at Inlet No. I 03 for the 10-year event.
Appendix C presents a summary of th e storm sewer pipe design parameters and des ign
calcu lations. As the data sho ws, even during low flo w co nditions, th e velocit y on th e pipes
will ex ceed 2 feet per second <1 ncl prevent sedim ent build-up in th e pipes. The ma ximum
flo w in th e storm sewer system will occ ur in Pipe Nos. JO & 11 . The max imum velocit y
for the pipe system will be 13.1 feet per second and wi ll occur in Pipe No . 10. All the
storm sewer pipes pass the l 00-year storm flow without headwater.
The private storm sewer piping material within the site and throug!t tir e Greenway A rea
has been selected to be High Density Poly-Ethylene (HOPE) pipe meeting the
requirements of AASHTO M294, Type S with watertight joints.
CONCLUSIONS
The construction of this project will increase the sto1111 water runoff from this site.
However, a majority of the runo ff will be can-ied through a stom1 sewer system to the
Greenway Area, to an existing storm sewer headwall, wlziclt discharges into Bee Creek.
As noted previously, the post-development runoff that flows onto the adjacent property and
the SH 6 right-of-way is less than the pre-development runoff for th ese areas. The
increased flow into Bee Creek will not have a significant impact on the surrounding
propetiy. No flood damage to downstream or adj acent landowners is expected as a result
of this development.
APPENDIX A
Time of Concentration Equations & Calculations
l)
North Forest Business Park
Tc Calculations-Pre Development
Drainage Area #102
Sheet Flow: n= 0:24 (dense grass )
P= 4.5
L= 95 Elev1= Elev2= Slope= 0.0190
T,= 0.007(L*nfts = 0.196 hours= 11 .8 min
(P)os*(S)o.4
Concentrated Flow 1 : V= 3.00 fps (unpaved)
L= 320 Elev1= Elev2= Slope= 0.0350
T,= U(60*V) = 1.8 min
ITc= 13.6 min
Drainage Area #103
Sheet Flow: n=
P=
L= Elev1= Elev2= Slope= 0.0110
T,= 0.007(l *n)u.ts = 0.240 hours= 14.4 min
(P)o s*(S)o.4
Concentrated Flow 1: V= 3.15 fps (unpaved)
L= 215 Elev1= Elev2= Slope= 0.0380
T,= U(60*V) = 1.1 min
ITc= 15.5 min
...... .._ -...... .._
<11 a..
0 ..-
VI
<11
VI s,_
::J
0 u s,_
cu ~
"' :JC
3-2
.50
.20 -
.10
.06
.04
. 02 -
.01 -
.005 I
1
)
J
I
J
7
7
1.
Ill'
' I
J.
b
(lJ L-b I ~ (lJ
'b-~, ~ Cl~ .:::) I
I )
' I
2
1,
'J
' .
I
4
)
,
i
I
)
I
I
6
J
I
J
' I
Average velocity, ft/sec
.· . .
J
I ,
I
~
I I
10
I
I .
Fil(U"' :l-1.-.\v~ral(~ vdociti~· for C•limulinoc lruvd tim~ for •hallow conc~nlrakd now.
(2 10-Vl-TR-55. Second Ed .. June !98Gl
I
20
APPENDIXB
Storm Inlet Design Data & Calculations
I_'
North Forest Business Park
Grate Inlet Calculations
Q = 4.82 *Ag * y 112 ¢ y = (QI (4.82 • J\))2
Where: Q = flow at inlet, cfs
Grate
Inlet
Number
Ag = open area of inlet, ft2
y = depth at inlet, ft
Contributing
Drainage Grate
Area # Size
Grate
Type
100 210 24" dia. Nyloplast Drainage B~ -----
101 209 24" dia. Nylopl~s!_[:).rainage Basi~ _ -- ---·-
102 208 24" dia. Nyloplast Drainage Basin -------103 207 28"x28" V-5728 EJIW ------· -104 206 24"x 24" V-5724 EJIW -----------------
Grate Opening
Actual Ag (from
Manufacturer)
(in2) (ft2)
161 1.1 -------161 1.1 ---------161 1.1 ---370 2.6 - -
268 1.9 -----
105 205 12"' dia. Nyloplast !2_ra_!.rlage Basi~ __ 62.7 0.4 --------·---106 21 1 12" dia. Nyloplast Drainage Basin 62.7 0.4
Design Ag 10-Year Storm 100-Year Storm
50%
clogging 010 Depth, y 0 100 Depth, y
(ft2) (cfs) (ft) (in) (cfs) (ft) (in)
0.6 0.71 0.07 0.8 0.96 0.13 1.5 ------------
0.6 1.30 0.23 2.8 1.75 0.42 5.0 -----------0.6 0.69 0.07 0.8 0.93 0.12 1.4 ---· --------------1.3 4.18 0.46 5.5 5.64 0.83 10.0 -------· --------
0.9 3.87 0.74 8.9 5.21 1.35 16.2 --------
0.2 0.44 0.18 2.1 0.59 0.32 3.8 --------·
0.2 0.48 0.21 2.5 0.65 0.39 4.6
APPENDIXC
Storm Pipe Design Data & Calculations
North Forest Business Park
Pipe & Channel Summary -Revised 712006
Pipe Pipe Length Slope Inlet Outlet Contributing Area Size Invert Elev Invert Elev No. Numbers (in) (ft) (%) (ft) (ft)
1 24 97.7 0.40 253.31 252.92 205,206,207,208,209,210,211 ---2 24 108.4 0.40 253.74 253.31 205,206,207 ,208,209 ----3 24 52.1 0.35 253.92 253.74 205,206,207 ,208 -4 24 66.4 0.35 254.15 253.92 205,206,207 ---5 15 34.1 0.60 255.10 254.90 205,206 ---
1-6 15 39.4 0.50 255.40 255.20 206 -7 8 40.9 0.50 253.51 253.31 211 --8 8 79.5-0.50 255.60 255.20 205
9 12 20.0 0.50 255.30 255.20 112 of 206
10 30 302.0 1.80 248.25 242.81 205,206,207,208,209,210,211,21 ----11 30 100.0
HOPE pipe: n=0.012
Channel Data:
2' bottom width
4H:1V side slopes
Slope= 0.6%
Grass lined (n=0.035)
0.80 242.71 241.87 205,206,207,208,209,210,211,21
Oio = 30.48 cfs; Velocity = 2.8 fps ; Depth of Flow = 17.0"
OIOo = 41.08 cfs; Velocity = 3.0 fps; Depth of Flow= 19.3"
(see attached data sheets)
Contributing r. Area
(acres) (min)
1.67 10
1.49 10
1.29 10
1.19 10
0.62 10
0.56 10
0.07 10
0.06 10
0.28 10
4.40 10 -4.40 10
10-Year Storm 100-Year Storm
110 010 Mannings
1100 0 100 Mannings
V10 Travel Tim•, lno Design V100 Travel Tim•, luoo Design 'lo Full %Full (In/hr) (cts) (fps) (sec) (min) (In/hr) (cfs) (fps) (sec) (min)
8.635 11.67 5.4 64.8 18 0.30 11 .639 15.74 5.6 . 83.4 17 0.29
8.635 10.48 5.3 60.3 20 0.34 11 .639 14.12 5.6 74.9 19 0.32
8.635 9.18 4.9 57.7 11 0.18 11 .639 12.38 5.2 71.1 10 0.17
8.635 8.49 4.8 55.0 14 0.23 11 .639 11.45 5.1 ~ 13 0.22
8.635 4.31 4.9 67.4 7 0.12 11 .639 5.81 4.9 91 .5 7 0.12 ---8.635 3.87 4.5 66.6 9 0.15 11.639 5.21 4.6 87.8 9 0.14 ---
8.635 0.48 2.7 51 .1 15 0.25 11 .639 0.65 2.9 61 .8 14 0.24
8.635 0.44 2.6 48.5 31 0.51 11 .639 0.59 2.8 58.0 28 0.47
8.635 1.93 3.8 62.1 5 0.09 11.639 2.61 4.0 78.3 5 0.08
8.635 27.04 11 .8 47.2 26 0.43 11 .639 41 .16 13.1 61 .1 23 0.38 f-------
8.635 27.04 8.7 60.5 11 0.19 11 .639 41 .16 9.2 . 85.6 11 0.18
Pipe 1 -10 Year Storm
Manning Pipe Calc ulator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Depth .......................... .
Area ........................ · · · ·
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
24.0000 in
11.6700 cfs
0 . 0040 ft/ft
0.0120
15.5494 in
3 .1416 ft2
2.1536 ft2
44.9058 in
75.3982 in
5.4188 fps
6.9061 in
64.7893 %
15.5000 cfs
4.9338 fps
Pipe 1 -100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning' s n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
24.0000 in
15.7400 cfs
0.0040 ft/ft
0.0120
20.0246 in
3 .1416 ft2
2.8005 ft2
55.2787 in
75.3982 in
5.6205 fps
7.2952 in
83.4360 %
15.5000 cfs
4.9338 fps
No rth Po 1es Business Pa rk -Revised 7/20 06
Co1le c_ic ~.;1..a .. i011 , T e:-:;c1:;
Pipe 2 -10 Year St orm
Manning Pipe Calculator
Given I nput Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning ' s n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
24.0000 in
10.4800 cfs
0.0040 ft/ft
0.0120
14.4601 in
3 .1416 ft2
1.9779 ft2
42.6545 in
75 .3982 in
5 .2985 fps
6.6774 in
60.2504 %
15.5000 cfs
4 .9338 fps
Pipe 2 -100 Year Storm
Manning Pipe Calculator
Giv en Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
We tted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocit y ............. .
Circular
Depth of Flow
24.0000 in
14.1200 cfs
0.0040 ft/ft
0.0120
17.9846 in
3.1416 ft2
2 .5252 ft2
50.2299 in
75.3982 in
5.5917 fps
7 .2392 in
74.9358 %
15.5000 cfs
4.9338 fps
r·Jorth Forest Bus.i ness p,1d;
Cc· I ~ 1::'~.lE' Stc-1 t j c111 , T(•;.:,:1:·
Re\·i secl 7/2006
Pi p e 3 -10 Year Stor m
Manning Pi p e Ca l culato r
Giv en Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowra te ....................... .
Slope .......................... .
Manning's n .................... .
Computed Resul ts:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circ ular
Depth of Flow
24.0000 in
9 .1800 cfs
0 .0035 ft/ft
0.0120
13.8600 in
3 .1416 ft2
1.8795 ft2
41 .4341 in
75.3982 in
4.8842 fps
6.5322 in
57 .7499 %
14.4989 cfs
4.6151 fps
Pipe 3 -100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning' s n .................... .
Computed Results :
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full f low v elocity ............. .
Circular
Depth of Flow
24.0000 in
12.3800 cfs
0.0035 ft/ft
0 .0120
17.0574 in
3.1416 ft2
2.3880 ft2
48.1401 in
75.3982 in
5.1842 fps
7.1432 in
71.0724 %
14.4989 cfs
4 .6151 fps
No rth Fores t Business P<1r}: -F!evisecl "'12006
CoJ I •c:-C]< r; 1. ,,; t i :; , T'e:-:<1::
Pipe 4 -10 Year Storm
Manning Pipe Calculator
Giv en Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Peri meter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow v elocity ............. .
Circular
Depth of Flow
24.0000 in
8.4900 cfs
0.0035 ft/ft
0.0120
13.1979 in
3.1416 ft2
1 .7701 ft2
40.0990 in
75 .3982 in
4 .7963 fps
6 .3567 in
54.9914 %
14.4989 cfs
4.6151 fps
Pipe 4 -100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning ' s n .................... .
Computed Results :
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow v elo c ity ............. .
Circular
Depth of Flow
24.0000 in
11.4500 cfs
0.0035 ft/ft
0.0120
16.0858 in
3.1416 ft2
2.2384 ft2
46.0376 in
75.3982 in
5.1153 fps
7.0014 in
67.0244 %
14 .4989 cfs
4.6151 fps
No r h Fore st Bu siness P~r~ -Revised 7/2006
Co I l eSJC ::; t: at i o n , ·1 . :-_,,.
Pipe 5 -10 Year Storm
Manning Pipe Calc ula t or
Given Input Data:
Shape .......................... .
Solving for .................... .
Di ameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hy draulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
15 .0000 in
4.3100 cfs
0 .0060 ft/ft
0.012 0
10.1034 in
1.2272 ft2
0.8792 ft2
28.8793 in
47.1239 in
4.9020 fps
4 .3841 in
67.3557 %
5.4207 cfs
4.4172 fps
Pipe 5 -100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning ' s n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowr ate ............. .
Full flow v elocity ............. .
Circular
Depth of Flow
15.0000 in
5.8100 cfs
0.0060 ft/ft
0 .0120
13.7239 in
1.2272 ft2
1.1768 ft2
38.2445 in
47.1239 in
4.9370 fps
4.4310 in
91 .4924 %
5.4207 cfs
4 .4172 fps
Re,·i se6 7/2006
Pipe 6 -10 Year Storm
Manni ng Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Circular
Depth of Flow
15.0000 in
3.8700 cfs
0.0050 ft/ft
0.0120
Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 9. 9834 in
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
1 .2272 ft2
0.8675 ft2
28.6242 in
47.1239 in
4.4613 fps
4.3640 in
66.5558 %
4.9484 cfs
4.0323 fps
Pipe 6 -100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity , ...................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
15 .0000 in
5 .2100 cfs
0.0050 ft/ft
0.0120
13.1706 in
1.2272 ft2
1.1418 ft2
36.4215 in
47.1239 in
4.5631 fps
4.5142 in
87.8040 %
4.9484 cfs
4.0323 fps
t·J.:11·th Po :rest Bu;:;j 11ess Pn r k
i:·,:··' lf·'<Jl': Stati C!J, ·1 ·,·:·:<1!
.r.'c"·i sec! 7 /2006
Pipe 7 -10 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning' s n .................... .
Computed Results:
Circular
Depth of Flow
8 .0000 in
0.4800 cfs
0.0050 ft/ft
0.0120
Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 4. 0871 in
Area ........................... .
Wetted Area .................... .
Wetted Perime t er ............... .
Perimeter ...................... .
Velocity ....................... .
Hydrau lic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full f low ve l ocity ............. .
0.3491 ft2
0.1794 ft2
12 .7406 in
25.1327 in
2.6760 fps
2 .0273 i n
51. 0889 %
0.9257 cfs
2.6519 fps
Pipe 7 -1 00 Year Storm
Manning Pipe Calculator
Given I npu t Data:
Sh ape .......................... .
Solving for .................... .
Diame t er ....................... .
Flowrat e ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hyd r aulic Rad ius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Fu ll flow velocity ............. .
J·Jo1·th Fo 1·est E.us .i nec'S f•,-,d ·.
: 't · 1 I c~::~::· r~t i:-:1 l 1, ··11, ;·t.", :·· 1 ~:
Circular
Dept h o f Fl ow
8.0000 in
0 .6500 cfs
0.0050 ft/ft
0 .0120
4.9422 in
0 .3491 ft2
0.2264 f t2
14.4686 in
25 .1327 i n
2.8712 f ps
2.2531 in
61.7771 %
0.9257 cfs
2 .6519 fps
2006
Pipe 8 -10 Year Storm
Manning Pipe Calculator
Given I nput Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Circular
Depth of Flow
8.0000 in
0 .4400 cfs
0.0050 ft/ft
0 .0120
Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 3. 8832 in
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
0.3491 ft2
0 .1680 ft2
12.3328 in
25. 1327 in
2.6183 fps
1.9621 in
48.5404 %
0.9257 cfs
2.6519 fps
Pipe 8 -100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning' s n .................... .
Computed Results:
Circular
Depth of Flow
8.0000 in
0.5900 cfs
0 .0050 ft/ft
0.0120
Depth ........................... 4.6396 in
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow vel ocity ............. .
0 .3491 ft2
0.2099 ft2
13. 8510 in
25 .1327 in
2.8107 fps
2.1823 in
57.9945 %
0 .9257 cfs
2.6519 fps
~o r·th Fo r est Bus i 11 ess P;1 d " -Re\·ised 7/2006
Cc, I I C•~:e St cd· j 0 11, TC' ;.;ci ::
Pipe 9 -10 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Depth .......................... .
Area ...................... · · · · · ·
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
12.0000 in
1.9300 cfs
0.0050 ft/ft
0.0120
7.4484 in
0.7854 ft2
0.5122 ft2
21.7753 in
37.6991 in
3 .7679 fps
3.3873 in
62.0700 %
2.7292 cfs
3 .4750 fps
Pipe 9 -100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
i'Jo1·tiJ Forest P.usj n ess p;,1 d'. -Re1·i :=-'·ci
Cc·] ··=~F=~ ~:·:r(it in11, ·ir :-·,·-,;·
Circular
Depth of Flow
12.0000 in
2.6100 cfs
0.0050 ft/ft
0.0120
9.3954 in
0.7854 ft2
0.6597 ft2
26.0678 in
37.6991 in
3.9562 fps
3.6443 in
78 .2947 %
2.7292 cfs
3.4750 fps
:: (l () (,
Pipe 10 -10 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
30 .0000 in
27 .0400 cfs
0.0180 ft/ft
0.0120
14.1726 in
4.9087 ft2
2 .2821 ft2
45 .4682 in
94.2478 in
11.8489 fps
7.2274 in
47 .2419 %
59.6161 cfs
12.1449 fps
Pipe 10 -100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning' s n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
30.0000 in
41.1600 cfs
0.0180 ft/ft
0.0120
18.3259 in
4.9087 ft2
3.1415 ft2
53.8314 in
94.2478 in
13. 1019 fps
8.4037 in
61.0863 %
59 .6161 cfs
12.1449 fps
t·lol"th Forest Business P;01rk -R1:-vised 7 '.?006
cu '''-~:w ~;1. "'' i c ·i. T,,·:-:<1:0
Pipe 11 -10 Year Storm
Manning Pipe Calculator
Given Input Data :
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
30 .0000 in
27.0400 cfs
0 .0080 ft/ft
0. 0120
18. 1491 in
4.9087 ft2
3.1056 ft2
53.4694 in
94.2478 in
8.7069 fps
8.3638 in
60.4972 %
39.7441 cfs
8.0966 fps
Pipe 11 -100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning' s n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
30.0000 in
41.1600 cfs
0.0080 ft/ft
0 .0120
25.6762 in
4.9087 ft2
4.4730 ft2
70.8832 in
94.2478 in
9.2018 fps
9.0870 in
85 .5872 %
39.7441 cfs
8.0966 fps
f·.fo:· li Fore~:t Bu";i ness P<-1d: Re \ · : .~: c· ci -:-1 _--: 1 , '") ,
:: • 1 :• ! r:· ,-If:' ~::: ~ I ' j () 11 , ·1 •: :~: ,_-1 ;-·
Channel -10 Year Storm
Channel Calculator
Given I nput Data :
Shape .......................... .
Solving for .................... .
Flowrate ....................... .
Slope .......................... .
Manning' s n .................... .
Height ......................... .
Bottom width ................... .
Left slope ..................... .
Right slope .................... .
Computed Results:
Depth .......................... .
Velocity ....................... .
Full Flowrate .................. .
Flow area ...................... .
Flow perimeter ................. .
Hydraulic radius ............... .
Top width ...................... .
Area ........................... ·
Perimeter ...................... .
Percent full ................... .
Trapezoidal
Depth of Flow
30 .4800 cfs
0.0060 ft/ft
0.0350
30 .0000 in
24.0000 in
0.2500 ft/ft (V/H)
0.2500 ft/ft (V/H)
16.9659 in
2.8162 fps
119.1125 cfs
10 .8232 ft2
163 .9042 in
9.5089 in
159.7270 in
30.0000 ft2
271.3863 in
56.5529 %
Channel -100 Year Storm
Channel Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Flowrate ....................... .
Slope .......................... .
Manning' s n .................... .
Height ......................... .
Bottom width ................... .
Left slope ..................... .
Right slope .................... .
Computed Results:
Depth .......................... .
Velocity ....................... .
Full Flowrate .................. .
Flow area ...................... .
Flow perimeter ................. .
Hydraulic radius ............... .
Top width ...................... .
Area ........................... .
Perimeter ...................... .
Perc ent full ................... .
Trapezoidal
Depth of Flow
41.0800 cfs
0 .0060 ft/ft
0.0350
30.0000 in
24.0000 in
0 .2500 ft/ft (V/H)
0.2500 ft/ft (V/H)
19 .2699 in
3.0370 fps
119.1125 cfs
13. 5263 ft2
182.9033 in
10 .6493 in
178 .1588 in
30.0000 ft2
271.3863 in
64 .2328 %
EXHIBIT A
Pre-Development Drainage Area Map
ADDENDUM#]
Drainage Report
for
... , v• .'.h Forest Professional Park
College Station, Texas
June 2006
Revised July 2006
Revised August 2006
(Revisions in bold italics)
Developer:
Muco Verde, LLC
1305 West Villa Maria Road
Bryan, Texas 77801
Prepared By:
Civil Development, Ltd.
2900 Longmire Drive, Suite K
College Station, Texas 77845
(979) 764-7743
Prepared for Texcon Genera/ Contractors
\
CERTIFICATION
I, Joseph P. Schultz, Licensed Professional Engineer No. 65889, State of Texas, certify that this
ADDENDUM #1 TO THE report for the drainage design for the North Forest Professional Park in
College Station, Texas, was prepared by me in accordance with the provisions of the City of College
Station Drainage Policy and Design Standards for the owners hereof, with the exception that storm
water runoff detention is not being required for this project since the site discharges into storm sewer
pipes which go through the Greenway Area and then into Bee Creek.
--<o:.''''' --\f OF l" \' ~"'-. ..... •••••••• E: J.. '· 10 •• * .... ..., "• ,,, ••• ••• 10' '• '* . ., ·. , ~-·~· ..• ,. ~......... • * ~ I. JOSE .......................... ~ ~~·_. .... f.~.:r.· .. ~9.~.~.~T.~ ... J l~\ ~ 65889 .: $J
A ..\' '• ~ <".Q ,• q; I# '' :-\' •• .. G;,~·~~":-.~~.·· ~"" ~a\.c, ·~ '• • •·· •' r.'""' ,h.~\S'· ... ?'~·~· v -'l.\._·\)f., ~I 'f-~--'~\.~~~--g,f1>b
-
Iosep~~
\
STORM WATER RUNOFF DETERMINATION
T he peak runoff valu es were determined in accordance wi th the criteria presented in the
previous secti on for the 5, I 0, 25 , 50, and I 00-year stom1 events. Pre-development
drainage area data is summari zed in Table 3. The runoff coefficients for post-development
calcul ations are based on the future development of this tract, and the peak runoff val ues
determined for the post-development condition are shown in Table 4.
TABLE 3 -Pre-Development Drainage Data
Area tc
5 year storm 1 O year storm 25 year storm 50 year storm 100 year storm
Area# c Is Os 110 0 10 l2s 0 2s lso Oso 1100 0100
(acres) (min) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs)
Pre-devel
101 0.26 0.40 10 7.693 0.80 8.635 0.90 9.861 1 03 11.148 1.16 11 .639 1.2 1
102 1.29 0.40 13.6 6.69 1 3.45 7.539 3.89 8.624 4.45 9.765 5.04 10.189 5.26
103 1.51 0.40 15.5 6.271 3.79 7.079 4.28 8.104 4.89 9.183 5.55 9.581 5.79
TABLE 4 -Post-Development Drainage Data -Revised 812006
Area tc
5 year storm 1 O year storm 25 year storm 50 year storm 100 year storm
Area# c Is Os 110 010 l2s 0 2s lso Oso 1100 0100
(acres) (min) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs)
Post-devel
201 0.14 0.70 10 7.693 0.75 8.635 0.85 9.861 0.97 11.148 1.09 11.639 1.14
202 0.20 0.70 10 7.693 1.08 8.635 1.21 9.861 1.38 11.148 1.56 11.639 1.63 ----
203 0.04 0.80 10 7.693 0.25 8.635 0.28 9.861 0.32 11.148 0.36 11 .639 0.37 -204 0.32 0.85 10 7.693 2.09 8.635 2.35 9.861 2.68 11.148 3.03 11 .639 3.17
205 0.06 0.85 10 7.693 0.39 8.635 0.44 9.861 0.50 11.148 0.57 11.639 0.59 --·-206 0.56 0.80 10 7.693 3.45 8.635 3.87 9.861 4.42 11.148 4.99 11.639 5.2 1 -· ------·---· --207 0.57 0.85 10 7.693 3.73 8.635 4.18 9.861 4.78 11.148 5.40 11 .639 5.64
---208 0.10 0.80 10 7.693 0.62 8.635 0.69 9.861 0.79 11 .148 0.89 11 .639 0.93
209 0.20 0.75 10 7.693 1.15 8.635 1.30 9.861 1.48 11 .148 1.67 11 .639 1.75
210 0.11 0.75 10 7.693 0.63 8.635 0.71 9.861 0.81 11 .148 0.92 11.639 0 9~
211 0.07 0.80 10 7.693 0.43 8.635 0.48 9.861 0.55 11.148 0.62 11 .639 0.65 -
212 0.08 0.55 10 7.693 0.34 8.635 0.38 9.861 0.43 11.148 0.49 11.639 0.51
213 2.78 0.80 10 7.693 17.11 8.635 19.20 9.861 21 .93 11.148 24.79 11.639 25.89
TABLE 5 -Pre-vs. Post-Development Drainage Data -Revised 812006
Destination 5 year storm 10 year storm 25 year storm 50 year storm 100 year storm
Pre/Post Area # of Runoff Os 010 0 2s Oso 0100
(cfs) (cfs) (cfs) (cfs) (cfs)
Pre 101 North Forest 0.80 0.90 1.03 1.16 1.21
Post 201 Parkway 0.75 0.85 0.97 1.09 1.14
Reduction in Flow: 0.05 0.05 0.06 0.07 0.07
Pre 102 SH 6 3.45 3.89 4.45 5.04 5.26
Post 202, 203, 204 Right-of-Way 3.42 3.83 4.38 4.95 5.17
Reduction in Flow: 0.04 0.06 0.07 0.09 0.09
Pre 103 Adjacent 3.79 4.28 4.89 5.55 5.79
Post 2 12 Property 0.34 0.38 0.43 0.49 0.51
Reduction in Flow: 3.45 3.90 4.46 5.06 5.27
North Forest Business Park
Pipe & Channel Summary -Revised 812006
Pipe Pipe Length Size No. (in) (ft)
1 24 97.7
2 24 108.4
3 24 52.1
4 24 66.4
5 15 34.1
6 15 39.4
7 8 40.9
8 8 79.5
9 12 20.0
10 30 302.0
11 30 100.0
HOPE pipe: n=0.012
Channel Data:
2' bottom width
4H:1V side slopes
Slope= 0.6%
Grass lined (n=0.035)
Slope Inlet Outlet
Invert Elev Invert Elev
(%) (ft) (ft)
0.40 253.31 252.92
0.40 253.74 253.31 --0.35 253.92 253.74 -------0.35 254.15 253.92 -------0.60 255.10 254.90
0.50 255.40 255.20
0.50 253.51 253.31
0.50 255.60 255.20 ----0.50 255.30 255.20 -1.80 248.25 242.81
0.80 242.71 241.87
Contributing Area
Numbers
205,206,207,208,209,210,211
205,206,207,208,209
205,206,207,208 ------205,206,207
205,206
206
211
205
112 of 206
205,206,207,208,209,210,211 ,21
205,206,207,208,209,210,211,21
0 10 = 30.48 cfs; Velocity= 2.8 fps; Depth of Flow= 17.0"
0 100 = 41.08 cfs; Velocity = 3.0 fps ; Depth of Flow = 19.3"
(see attached data sheets)
Contributing Tc Area
(acres) (min)
1.67 10
1.49 10 ----1.29 10
1.19 10
0.62 10
0.56 10
O.Q? 10
0.06 10
0.28 10
4.45 10
4.45 10
10-Year Storm 100-Year Storm
110 0 10 Mannings 1100 0 100 Mannings
Design V10 Travel Tim•, t1•o Design Y100 Trav•I Tim•. lTloo %Full %Full (in/hr) (cfs) (fps) (sec) (min) (in/hr) (cfs) (fps) (sec) (min)
8.635 11.67 5.4 64.8 18 0.30 11.639 15.74 5.6 83.4 17 0.29 ---8.635 10.48 5.3 60.3 20 0.34 11 .639 14.12 5.6 74.9 19 0.32 -----------1-------------8.635 9.18 4.9 57.7 11 0.18 11 .639 12.38 5.2 71 .1 10 0.17
8.635 8.49 4.8 55.0 14 0.23 11 .639 11.45 5.1 67.0 13 0.22
8.635 4.31 4.9 67.4 7 0.12 11 .639 5.81 4.9 91 .5 7 0.12
8.635 3.87 4.5 66.6 ~ 0.15 11 .639 5.21 4.6 87.8 9 0.14 -8.635 0.48 2.7 51.1 15 0.25 11 .639 0.65 2.9 61 .8 14 0.24
8.635 0.44 2.6 48.5 31 0.51 11 .639 0.59 2.8 58.0 28 0.47
8.635 1.93 3.8 62.1 5 0.09 11 .639 2.61 4.0 78.3 5 0.08
8.635 27.38 11 .8 47.6 26 0.43 11 .639 41 .62 13.1 61.5 23 0.38
8.635 27.38 8.7 61.0 11 0.19 11 .639 41 .62 9.2 87.0 11 0.18
Pipe 10 -10 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning' s n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
30.0000 in
27.3800 cfs
0.0180 ft/ft
0.0120
14.2750 in
4.9087 ft2
2.3034 ft2
45 .6734 in
94.2478 in
11.8868 fps
7.2622 in
47 .5835 %
59.6161 cfs
12.1449 fps
Pipe 10 -100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Circular
Depth of Flow
30.0000 in
41.6200 cfs
0.0180 ft/ft
Manning's n . . . . . . . . . . . . . . . . . . . . . 0.0120
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
18.4617 in
4.9087 ft2
3.1691 ft2
54.1103 in
94.2478 in
13 .1331 fps
8 .4337 in
61.5390 %
59.6161 cfs
12.1449 fps
North Forest Business Park -Revised 8/2006
College Station , Texas
Pipe 11 -10 Year Stor m
Manni ng Pipe Calculato r
Giv en Input Data :
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning' s n .................... .
Computed Results :
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hy draulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
30.0000 in
27.3800 cfs
0.0080 ft/ft
0.0120
18.2993 in
4 .9087 ft2
3.1361 ft2
53 .7770 in
94.2478 in
8 .7305 fps
8.3977 in
60.9978 %
39 .7441 cfs
8.0966 fps
Pipe 11 -100 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for ..................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Circular
Depth of Flow
30.0000 in
41. 6200 cfs
0 .0080 ft/ft
Manning's n . . . . . . . . . . . . . . . . . . . . . 0.0120
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
26 .1056 in
4 .9087 ft2
4.5345 ft2
72 .1326 in
94 .2 478 in
9.1785 fps
9.0524 in
87 .0186 %
39.7441 cfs
8.0966 fps
North Forest Business Park -Revised B/2006
College Station, Texas
\
EXHIBITB
Post-Development Drainage Area Map