HomeMy WebLinkAbout43 DP North Forest Professional Park 6-17 2801 Earl Rudder FWY S~, \, ...----F-O_R_O-FF_l_C-~-US_E_"Q_N_L_Y_~
~r P&ZCASENO .: 0-LI
\,./ DATE SUBMITTED:
C ITY OF Cm.LEGE STATION
Planning dr Devclapmtm Servim
v Site plan application completed in full.
~ $200.00 Application Fee .
AN APPLICATION
__L $200 .00 Development Permit Application Fee .
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 .)
__LE1even (11) folded copies of site plan
=5Z._ One (1) folded copy of the landscape plan .
~One (1) copy of building elevation for all buildings .
__:i:._ 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.
f\I .J ~Parkland Dedication requirement approved by the Parks & Recreation Board , please provide proof of
approval (if applicable).
-5'. ... ("(_ :._. ...\,, "-5,..\,,...-:..IJ.J (,,..,~r
Date of Preapplication Conference: ____ { __ ? ___ ,....._{ 7-_-_o_S--... ___________ _
NAME OF PROJECT __ f\)_o_:-f--'h'---_Fo_r_c 5_t___.9._...r_~~_,_<_S_~_~~-"o-_\~\'-)f\...._'-=-k _______ _
ADDRESS 2-a<J \ E~r l f?"'Je,~r r /"cev-r"'--1 s~.,__-+-"'-
LEGAL DESCRIPTION N~r~ t=~r c')+-5JoJ:..,~.s ~ll"" I L\:>~\ I 6loJt-\
APPLICANT/PROJECT MANAGER 'S INFORMATION (Primary Contact for the Project):
Name f re.J fSc:-f{;{)
Street Address l 3 I) 5 Vv~ j f-V ,· {/ Vi W\ vv' · °' City /3 r'1 ° "' .
State <[....j____ Z ip Code / ] ~ o i E-Mail Address \ ~G 'f I; 55@. Co-J.-..-~""-k,.., •. :f-,~~·-i
Phone Number 7 1 5 -9 3 7 5 Fax Number .; 17 0 ,.. bf b ·1
PROPERTY OWNER 'S INFORMATION :
Name m lf\.C 0 \lt:.r~ LL.-L
Street Address \ 3 \)S We A V' ll o IN\ wf 0 f2-0 ~ J City (:5 r1 ~"'
State 1 f--Zip Code t 7 g) 0 } E-Mail Address \)nc,y/ /5 f e_ c~ -t r-... k" .J-. cc."'1
Phone Number I 1 ct -q 11 5 Fax Number -~"1_7~_'1-_t>_S_b_7 ______ _
ARCHITECT OR ENG.INEER'S INFORMATION : • \ {J ,_.
Name Tex c..o~ -J~e_ Se_ h.~ L+< , · i::.,
Street Address __ ....i\_/..:....D_"]_.__G,_r_""_~_o_"""_{<;...._~-<t_J __
1
__ _
State J d:: Zip Code £ l B f <)
Phone Number --~-+---''9~4-----'1..__l_f~S __
City ~ ~{ ej~ Sf ~f t ;."'
E-Ma il Address --)-+' o_<:_5 c._\--_"_G_+_c.._<2. __ ~_f-_c_ .. _"'_· n_c:_f_
Fax Number ___ 1~b_'t~-_7_7 _S-_1 ___ _
6/13/03 I of6
DEVELOPMENT PERMIT
PERMIT NO. 06-17
CITY OF COLLEG E S TATI ON
Planning c!r DttJtlopmmt &rvicts
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
facilit ies .
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
Item
No .
l
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
De scription I Estima ted
_ I Quantity 1
Water
U nit Unit Pric e Es timated C o s t
6" Water Line (C909, Cl 200) -structural 3 19 ' LF I 28.00 8 ,932
I 8" Water Line (C909, Cl 200) -structural 597 LF I 32 .00 19 ,104
Fire Hydrant Assembly (tee , extension, valve) 2 EA 2 ,500 .00 5 ,000
12"x 8" Tapping Sleeve & Valve 1 EA 3 ,500 .00 i 3 ,500
8" M.J. Valve 5 EA 800.oo l 4 ,000 ---------r· -- --
6" M .J. Valve 1 EA 600.00 ' 600
8"x 8" M.J. Tee (cut into existing lin e) l EA 700.00 700
8"x 8" M.J . Tee l EA 400 .00 400
8"x 6" M .J. Tee 1 EA 350.00 1 350
8"x 6" M.J . Reducer 1 EA 300 .00 300 -------~-------r
2" Blow Off Assembly 2 EA 750 .00 . 1,500
1.5" Water Service (avg len gth = 12 ft) 6 EA 800 .00 4 ,800
Subtotal -Water j $49 ,186
Sewer
6" Sewer Line (SDR 26, D224 l ), structural 252 LF 32 .00 1 8 ,064
6" Sewer Line (SDR 26, D3034), structura l 20 LF 34 .00 680
Standard Manhole, 4' diameter,,0 -8.00 ft depth 1 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 l LF 5,000.00 5 ,000
----
6" Sewer Service (avg length= 46 ft) 6 EA 900.00 1 5 ,400
TV sewer line inspection 285
I
LF 3.50 , 998
Trench Safety 285 LF I 2 .00 1 570 I
Subtotal -Sewer $26 ,212
TOTAL CONSTRUCTION ! $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
Lo catio n:
G en eral Note:
Land Use:
Design Criteria
The No11h 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 commercial subdivision compri sed of 5 lot s.
Four of these lots are approximately 0 .5 acre or less, and the fifth lot is
approximately 2.5 acres in size . The conm1on area, which includes the driveway,
parking and landscape areas, encompass about 1.1 acres more .
Water service to the s ite 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 bein g developed
at this time, but will connect 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 D emand:
Avg. Pop D ensity:
Average Flow:
Peaking Factor:
Peak Flo w:
Design Flow:
Flow By Lot #:
Fire Demand:
Fire Flow :
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
lA (0.366 ac)= 1.83 gpm
lB (0.357 ac)= 1.79 gpm
lC (0.363 ac)= 1.82 gpm
lD (0.532 ac)= 2.66 gpm
lE (2.459 ac)= 12 .30 gpm
2500 gpm at most hydraulically remote point (see note)
Note: The size of Building D will ~--:::J, Building H will ~oth will be built using Ty p e
IIA construction . Based on the In~~ Code, th e fire flow requirement for each of the buildings
is 1500 gpm . In order to cover future buildings that are unknown at this time, the 2500 gpmjlowrate was
used for this analysis.
Pipe:
Roughness Coe.ff:
Hy draulic Software:
PVC DR-14 C909
150 (Hazen Williams)
Haestad Methods WaterCAD v.6 .0
Existing City System Press ure Tes ts
Flow Hy drant#: H-003
Flowrat e: 1590 gpm
A dj. Hy drant #: H-04 1
S tatic Pressure: l 06 ps i (245 ft wate r)
Res idu a l Press ure: 106 ps i (2 45 ft wate r) *
* used I 04 ps i (24 0 .fi wa te1) .for 111 odeli11 g purposes
Applicahll! £.rh ih its: Exhibit B -C'o ll c gc S ta ti o n lJ tiliti cs I-low Tes t Repo rt
Water System Analysis Summary
Criteria Required As Locatio n Design ed
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 "o n 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 -Sununary 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 th e system
is more than capable of carrying the anticipated flows from the buildin gs.
Testec1
Hyclront ot
'Westinghouse Building
f'l
/CJ c
Q_
f\)
I
>---"
f\)
::::
Exhibit A
WGter SysteM
ScheMQ tic
NFBP 6
11
/<{)
'\.
1
/ NFBP 5
3
Exhibit B
/I ,I( College Station Utilities ~ Reliable, Aff ordab/e, 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 BIDLDING
Flow hydrant number: H-003
Pitot reading: 90
(GPM): 1590
Static hydrant number: H-041
Static PSI: 106
Residual PSI: 106
. . .
Exhibit C
ess Park
ORMALFLOW
North Forest Busin
Water System Analysis - N
May 12, 200 6
Water CAD JUNCTION SUMMARY
Calculated
Label Elevation Demand Hydra uli c Pressure
Grade
ft ft psi
FH 1 260 3 .61 513 .79 109.80*
FH2 255 2 .66 513 .79 111.97
NFBP l 253 1.83 513 .8 112 .83
NFBP2 254 0.00 513 .8 112.40
NFBP3 256 0.00 513 .79 111.54
NFBP4 260 0.00 513 .79 109.80
NFBP5 260 12 .30 513 .79 109.80
NFBP6 260 0 .00 513 .79 109.81
SH61 261 0 .00 513.8 109.37
*Lowest Pr essure in the
developmen t/Most hydraulically
remote FH
,.._
-
Exhibit D
-North Forest Business Par k
Water System Analysis -FIRE F LOW
May 12, 2006
Water CAD PIPE SUMMARY
I I
Lab e l Length Diamete r Material Ha ze n-Di scharge I Ve loc ity Williams C t -----
ft m I gpm ft/s
ERud 1-12" 10 12 PVC 150 2520.40 7.15
ERud2-12" 2025 12 PVC 150 2520.40 7.15
ERud3-12" 347 12 PVC 150 704.89 2.00
NF Pkyl-8" 119 8 PVC 150 -1815 .51 11.59
Pl -8" 156 8 PVC 150 703 .06 4.49 -
P2 -8" 125 8 PVC 150 2 .66 0 .02
P3 -6" 61 6 PVC 150 0 .00 0 .00
P4 -6" 321 6 PVC 150 700.40 7 .95
PS -8" 30 8 PVC 150 -1803.21 11 .51
P6-8" 113 8 PVC 150 12 .30 0 .08 -
P7 -8" 110 8 PVC 150 -1815 .51 11.59 *
*Highest velocity ill t he Business Park
Water CAD JUNCTION SUMMAR y
Calculate d
Label Elevation Demand Hydrauli c Pressure
Grade
ft ft psi
FH l 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
NFBP 5 260 12.30 475 . 37 93.18
NFBP6 260 0.00 480 . 02 95.19
SH61 261 0 .00 485 . 06 96 .94
**Lowest pressure in the Business Park
. .
: .....
0 z
EXHIBIT E
SEWER SYSTEM SCHEMATIC
Lot 1B
0 .357 AC
Lot 1F
2.459 AC
Lot 10
0.532 AC
Exhibit F
North Forest Business Park
Sanitary Sewer Analy sis
Lin e I Flow Calculations
I E ~ I 0 0 E c;; -0 ~ o:s ·µ 0 0
Qj :z 0 ~ ~ ~ Average Daily Infiltration Peaking Peak Fro m T o E E -o ~ 0. -0
0 0 ;::J :J 0 Flows (ADF) (10% ADF) Factor Flows I E .... :z :g E z 0 "'"' u ~ c: 0
0 0 <.!:::
~ u
i
1500
GPO per
M H # 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 ' 0.366 549 4,769 5,318 0 .0082 0 .0008 4 .00 0.03 --
Nu l l': Flows fro m th e individual lots are computed assuming Offices at 50 gpdl cap and 30 p eople per acre
( 15 00 gpdlacre).
Size Material
(in.)
6 03034
6 03034
Inside
Diameter
Inches
5.793
5.793
, .
-"
Actual Manning Min. Slope for Friction Design Pipe Peak Peak Existing Slope Slope Slope Flow Flow
Peak Peak or Check Velocity Depth
Designed Flows Flows Systems
I I
I % % % fps Inches
0.0035 0.80 l.00 OK l.50 0.87
0 .0043 0.80 2 .00 OK 2 .00 0 .58
CTI 77 N. Fores t Bu s . Pa rk
Drainage Report
for
North Forest Professional Park
College Station , Tex as
June 2006
R evised J uly 2006
(Revi sion s in bold ita lics)
Develop e r:
Muco Verde , LLC
1305 West Villa Maria Road
Bryan, Tex as 7780 1
Prepa red B v:
Civi l D ev elopment, Ltd .
2 900 Longmire Dri ve, Suite K
Co ll ege S tati on , T exas 778 45
(9 7 9) 76 4-77 43
Prepa red.fo r Texco 11 Ce 11 era/ Co 11 ira c;ior.s
3\'. t:>? Ol;-11
'. . 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/or Texco n Genera l Co ntractors
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 DETERM I NATION
T h e p eak ru noff va lu es were d etermin ed in acco rd a nce w ith the c rit e ri a presen ted in the
prev io us section fo r th e 5, 10, 25, 50, a nd JOO-year sto m1 even ts . Pre-d eve lo pm e n t
dra in age a rea d a ta is s umma ri zed in Tab le 3. T he ru noff coeffic ie nt s for p os t-develo pm ent
calcul a tion s a r e ba sed o n th e fu t ure d evelo pm e nt of thi s trac t, and th e p eak run off valu es
determin ed fo r th e p ost-deve lop m e nt con d ition a re s h ow n in Tabl e 4 .
TABLE 3 -Pre-D eve lopme n t Drai n age Data
Area t c
5 year storm 10 yea r storm 25 yea r storm 50 year sto rm 100 year storm
Area# c Is Os 110 0 10 l2s 0 2s lso Oso 1100 0 100
(acres) (min) (i n /h r) (cfs) (in/h r ) (cfs) (i n/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs)
Pre-deve l
101 0 .26 0.4 0 10 7.693 0 .80 8 .635 0 .90 9.86 1 1.03 11 .148 1.16 1 1.639 1.21
102 1.29 0.4 0 13 .6 6 .691 3.45 7 .539 3 .89 8 .62 4 4.45 9.765 5.04 10 .189 5.2 6
103 1.51 0 .40 15 .5 6 .27 1 3.79 7 .079 4 .28 8.104 4.89 9 .183 5 .55 9 .58 1 5.79
TABLE 4 -Post-Deve lopme n t Dra in age Data -Revised 812006
Area t c
5 year sto r m 1 O yea r sto rm 25 year storm 50 year sto rm 100 yea r storm
Area# c Is Os 110 0 10 l2s 0 2s lso Oso 1100 0 100
(acres) (min) (i n/h r) (cfs) (in/hr) (cfs) (in /h r) (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 9.86 1 1.38 11 .148 1.5 6 11.639 1.63 ----· --
203 0 .04 0 .80 10 7.6 93 0.25 8.635 0.28 9.86 1 0.32 1 1.148 0.36 11 .639 0.37 ---·
204 0.32 0 .8 5 10 7.693 2.09 8 .635 2.35 9.86 1 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 .8 6 1 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 .86 1 4 .42 11 .148 4 .99 11 .639 5.21 --------------------
207 0 .57 0 .85 10 7 .693 3.73 8 .63 5 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 9.86 1 0.79 11.148 0 .89 11.639 0 .93 --
209 0 .20 0 .75 10 7.693 1.15 8.635 1.30 9.86 1 1.48 11 .148 1.67 11.639 1.75
210 0 .11 0 .75 10 7 .693 0 .63 8 .635 0 .71 9.86 1 0 .81 11.148 0 .92 11 .639 0 9~
2 11 0 .07 0 .80 10 7 .693 0.43 8.635 0.48 9.86 1 0 .55 11.148 0 .62 11.639 0 .65
212 0 .08 0.55 10 7.693 0.34 8.635 0.38 9.86 1 0.43 11.148 0.49 11 .639 0.51 -7.6 93 17.11 8.635 19.20 9.86 1 21 .93 11.148 24.79 11 .639 25.89 213 2.78 0.80 10
TABLE 5 -Pre-vs. Post-D evelop ment Drainage Data -R e vi sed 812006
Destination
5 year storm 10 year storm 25 yea r storm 50 year sto rm 100 year storm
Pre/Po st Area # of Runoff Os 0 10 0 2s Oso 0 100
(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 : 0.0 5 0.05 0 .06 0 .07 0.07
Pre 10 2 SH 6 3.45 3 .89 4.45 5.04 5.26
Pos t 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 Adja ce nt 3.79 4 .28 4 .89 5.55 5.79
P ost 2 12 Prop erty 0.3 4 0 .38 0 .4 3 0 .4 9 0 .5 1
Red uc t ion in Fl ow : 3.4 5 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 .20 112 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 .0 12
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) (m in) (i n/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
O.Dl 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
o,. Mannings 1, .. o, .. Mannings
Design v,. % Full Travel Time, 11" Design v, .. '/,Full Travel Time, thoo
(cfs) (fps ) (s ec) (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 15 0 .25 11 .639 0 .65 2 .9 61 .8 14 0 .24
I-----
0.44 2 .6 48.5 31 0 .51 11 .639 0 .59 2 .8 58 .0 28 0 .47
:=J:= 2 .61 4.0 78 .3 5 0 .08 1.93 3 .8 62 .1 0 .09 11 .639 ----
27 .38 11 .8 47.6 26 0.43 11 .639 41 .62 13.1 61 .5 23 0 .38
27 .38 8 .7 61 .0 11 0 .19 11 .639 41 .62 9 .2 8 7.0 11 0 .18
l 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 .3800 cfs
0.0180 ft/ft
0 .0120
14.2 750 in
4 .9087 ft2
2.3034 ft2
45.6734 in
94.2478 in
11 .8868 fps
7 .2 6 22 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
94.2 478 in
13 .1331 fps
8 .4337 in
61.5390 %
59.6161 cfs
12.1449 fps
Nort h Fo re st Bu si n ess Park -Revised 8/20 06
College S t ation , Texas
. . l 1
Pipe 11 -10 Yea r S torm
Manning Pipe Cal c u l ator
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 .01 2 0
18.2993 in
4 .9087 ft2
3.1361 ft2
53.7770 in
94.2478 in
8.7305 fps
8.3977 in
60.9978 %
39 .7 4 41 cfs
8.0966 fps
Pipe 11 -100 Ye ar Storm
Manning Pipe Ca l culator
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
No rth Fores t Business Park -Revised 8 /2006
College Station, Texas
\
CE RT IFI CAT IO N
I, Joseph P . Schultz, Licensed Professiona l Engineer No. 65889, State of Texas, certify that this
re vi sed re port for the d ra in age d es ign for th e No rth F orest Profess iona l P a rk in Co ll ege Statio n, Texas,
was prepared by me in accordance with t he provis io ns of the C it y of Co ll ege Station Drainage Policy
and D esign S tandards fo r the ow ners h ereof, with th e exception that ston11 water ru noff detent ion is not
be ing req ui re d for this project since the site d isc ha rges into s to rm sewer pip es whic h go through the
Greenway Area and t hen into B ee C reek.
--~'''''' ---<;€. OF "r. ,,
--<._\>-••••••• ~..+: ' f0 ... ···*····.:IS' •• "* .· .. ·'1. '-*: ...... ~···································'l ~ .. AQ~.~f.tl .. r: .. ~91:1.~.U~ ... .I 'L~. • it''-"~-:? .._ ;:., 65889 ,... //// J "t·o,(\ ·~r,~ I"\ ~ v. _'.'>.. ,,,
II ~··.~ISTE.~··· ~.,
'' .ss ·········· ~0 • \\\:10NAL <C._.:" :\.~~-
1 '(0 ;ofo
TABLE OF CONTENTS
NORTH FOREST PROFESSIONAL PARK
(Revised 712006)
CERTIFICATION ................................................................................................................................................................. 1
TABLE OF CONTENTS ....................................................................................................................................................... 2
LIST OFT ABLES .................................................................................................................................................................. 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 & Calculations
APPENDIX B ........................................................................................................................................................................ 12
Storm I11let D esign Data & Calculatio11s
APPENDIX C ....................................................................................................................................................................... 14
Storm Pipe Design Data & Calculatio1ts
EXIllBIT 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 -R e vised 712006 ............................................... 6
DRAINAGE REPORT -(Revised 712006)
NORTH FOREST PROFESSIONAL PARK
INTRODUCTION
The purp ose of thi s report is to provide the h ydrol ogical effects of th e cons tru ction of the Nort h
Forest Pro fess ional Park in th e North Forest Subdivision, and to s how that the storm water
runoff will be co ntroll ed in s uch a manner so as to have minim al offs it e or down s trea m im p ac t.
GENERAL LOCATION AND DESCRIPTION
The project is locat ed on a 5 .2 ac re tract, w hich is a part of the North Forest Subdivision
located in Co llege Station, Texas. The s it e is open land with grass and a few large trees . The
exist ing gro und e lev atio ns range from e levat ion 248 to elevation 26 1. The general lo cat ion of
the project site is shown on the vicinity map in Exhibit A.
FLOOD HAZARD INFORMATION
The project s ite is locat e d in the Bee Creek Drainage Basin. The site is not loc ated in a Special
Flood Hazard Area acco rding to the Flood Insurance Rate Map (FIRM) prepared by the Federa l
Emergenc y Management Agency for Brazos County, Texas and incorporated areas dated
February 9, 2000 , panel numb er 48041C0163-D . However, the 100-year floodplain limits are
on the adjacent property and Greenway Area.
DEVELOPMENT DRAINAGE PATTERNS
As shown on Ex hibit A , the pre -deve lopm e nt runoff is divided into 4 areas including flow onto
the adjacent property, onto North Forest Parkway, into the SH 6 right-of-way, and into th e
Greenway Area. After development, th ese co nditions will be changed such th at o nl y a small
portion of the developed area will continue to flow onto the adjacent prop e1i y and the SH 6
right-of-way, and the majority of the runoff will be captured by the storm sewer system a nd
discharged onto the Greenway Area, the I 00-year floodplain, and then into Bee Creek .
Because of these conditions , no detention is required for thi s development. The pre-
development drainage area boundari es are s ho w n on Exhibit A , a nd the post-development
drainage area boundaries are shown on Ex hibit B .
DRAINAGE DESIGN CRITERIA
The desi gn parameters for the stonn sewer are as follows:
• The Rational Method is utili ze d to determine peak stom1 water run off rat es for the
s tom1 sewer design and the detention a n a lys is.
• Desi g n Storm Frequency ·
Storm sewer sys tem
De te ntion A n a lys is
• R un off Coe ffici e nt s
I 111p e rv io us A reas
Land sc aped A re a s
lJ nd c"c lop c d J\rc;1s
I 0 and I 00-year sto rm even ts
5 , I 0 , 25 , 50 and I 00-yea r s torm eve nt s
c = 0.90
c = 0 .55
c = 040
• Rainfall Intensity equations and values for Brazos Co unt y can be found in Table 1.
• Time of Concent ration, tc -Calcu lations are based on the m ethod found in th e TR-55
publication. Refer to Table 2 for the equations and Appendix A for calculations . The
runoff flow paths used for calculating the pre-deve lopm ent times of concentration are
sho wn in Exhibit A, and th e flow paths us ed for the post-d evelopm ent 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 val ues .
TABLE 1 -Rainfall Intensity & Runoff Data
Rainfall Intensity Values
(in/hr)
Storm
Event
Is
ho
'2s
lso
1100
Brazos
County:
t c =
10 min
7 .693
8 .635
9.861
11 .14 8
11.639
I= b I (tc+dt
I = Rainfall Intensity (in/hr)
tc = U(V*60)
tc =Time of concentration (min)
L = Len gth (ft)
V =Velocity (ft/sec)
5 yea r storm 10 yea r storm 25 year storm 50 year storm 100 ye ar 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, pag e 2-16)
TABLE 2 -Time of Concentration (tc) Equations
The time of concentration was determined usin g methods found in TR -55 , "Urban
Hy drology for Small Watersheds . " The equations are as follows:
Time of Concentration:
For Sheet Flow:
For Shall ow Conc entrated F low:
Refer to Appendix A for calculations.
Tc= T1(s heet flow )+ Tt(concentrated sheet fl ow)
w here : Ti= Travel Time, minutes
where : T 1 = travel time, hou rs
n =Manning 's roughness coefficient
L = flo w length, feet
P2 = 2-year, 24-hour rainfall = 4.5 "
s = land slope, ft/ft
Ti = L I (60 *V)
whe re: Ti= travel time , minute s
V =Velocity , fps (See Fig 3-1, App. A)
L = flo w leng th , feet
STORM WATER RUNOFF D ETE RMINATION
T h e peak runoff va lu es were determined in accord a nce with the c rit e ri a presented in th e
prev io us section for th e 5, I 0 , 25, 50, a nd 100-yea r s to m1 events . Pre -d eve lopment
dra in age area data is s umm ari zed in Table 3. The runoff coefficient s for po st-deve lopm e nt
ca lculations are based on the futur e d eve lopme nt of this tract, a nd th e p eak run off va lu es
determin ed for the post-developm e nt cond iti on are s how n in Tab le 4 .
TABLE 3 -Pre-Development Drai n age 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 150 Oso 11 00 0 100
(acres) (min) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs)
Pre-de vel ----- -
101 0 .2 6 0.40 10 7.693 0.8 0 8 .635 0 .90 9 .86 1 1.03 11 .148 1.1 6 11 .639 1.21 --------------· -· --------
102 1.2 9 0 .40 13 .6 6.69 1 3.45 7.539 3.89 8.624 4.45 9.765 5.04 10.1 89 5.26 ---------6 .271 3 .79 7 .079 4.28 ---4 .89 -9 .1 83 5.55 -9 .581 5.79 103 1.51 0.40 15 .5 8 .104
TABLE 4 -Post-Development Drainage Data -R evis ed 712 006
Area t c
5 year storm 10 year storm 25 year storm 50 year storm 100 year storm
Area# c Is Os 110 0 10 l2s 0 2s lso 0 50 1100 0 100
(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 1.0 3 9.861 1.17 11 .148 1.3 3 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 .5 7 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 --·-,_ ------------
20 7 0 .5 7 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 .9 3 --·------,_ --------------------
209 0 .20 0 .75 10 7.693 1.1 5 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 ------------------------
21 1 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
~ --------------·---------------
0 .09 0.55 10 7.693 0.38 8.63 5 0.43 9.861 0.49 11.148 0.55 11.639 0 .58 ------7.693 16 .80 8.635 18 .86 9.86 1 21 .54 11.148 24 .35 11 .639 25.42 213 2.73 0.80 10
TABLE 5 -Pre-vs. Post-Development Drainage Data -R evised 712006
De stination
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 0 100
(cfs) (cfs) (cfs) (cfs) (cfs)
Pre 101 North Forest 0 .80 0.90 1.03 1.16 1.21
Post 20 1 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 Rig ht-o f-Way 0 .92 1.03 1.17 1.33 1.39
Reduct ion in Flow : 2.54 2.8 6 3.28 3.71 3.87
Pr e 103 Adjacen t 3.79 4 .28 4 .89 5.55 5.79
Post 203, 204 . 212 Pr o perty 3.11 3.49 3.99 4 .51 4.71
Red uc t ion i n 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 diverts a majority of the runoff into 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 Standards. Pipe 11 will discharge into an existing headwall with
dissipator blocks. Rock rip rap 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.
CUL VERT 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 storm sewer inlet design parameters and
calculations. The inlets were designed based on a 10-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 rnaximum depth of water for the l 00 -
year storm does not reach the building slab elevation. The grate inlet in the parking lot is
designed for a maximum of 6" for the I 0-year storm. The maximum depth of water in
pavement areas is 5 .5'' at Inlet No . I 03 for the l 0-ye ar event.
A ppendix C pre sents a summary of th e s to rm s e 'vve r pipe desi gn paramet e rs and d e si g n
c alculation s. As the data show s, e ve n durin g low flow conditions , th e ve lo cit y o n th e pip es
w ill e xc ee d 2 fe e t p e r se cond and preve nt sedim e nt build-up in th e pip es. Th e m a ximum
fl ow in th e s to rm sewer sys te m w ill occ ur in Pip e os . 10 & 11 . Th e m ax imum ve loc it y
fo r the pi pe sys te m wi ll be 13.1 feet p e r seco nd and wi ll occ u r in Pip e No. 10 . A ll th e
sto m1 sewer p ip es pa ss the I 00-yea r s torm flow w ith o ut headwate r.
The private s torm sewer piping m a te rial within tlt e site and tltrouglt tlt e Greenway A rea
h as been selected to be High D e nsit y Pol y-E th y lene (HOP E) pipe m eeti n g th e
requ irements of AASHTO M294, Type S w ith watert ig ht joints.
CON CL US CON S
The constructio n of this project wi ll increase th e sto rm water runoff from this site.
However, a majority of the runoff w ill be carried through a stom1 sewer sys te m to th e
Greenway Area, to an existing storm sewer headwall, which discharges into Bee C reek .
As noted previously, the pos t-d eve lopm ent runoff th at flow s onto th e adjacent propetty and
the SH 6 right-of-way is less than the pre-development runo ff for these areas. The
increased flow into Bee C r eek wi ll not have a s ignificant imp ac t on th e s urroundin g
prope1ty . No flood damage to downstream or adjacent landowners is ex p ected as a result
of this deve lopm e nt.
APPENDIX A
I Time of Concentration Equations & Calculations
<)
North Forest Business Park
Tc Calculations-Pre Development
Drainage Area #102
Sheet Flow: n= 0.24 (dense grass)
P= 4 .5
L= 95 Elev 1= Elev2 = Slope= 0.0190
Ti= 0 .007(L *nt~ = 0 .196 hours= 11 .8 min
(P)os*(S}°-4
Concentrated Flow 1 : V= 3.00 fps (unpaved)
L= 320 Elev 1 = Elev2 = Slope= 0.0350
Ti= L/(60 *V) = 1.8 min
ITc= 13.6 min
Drainage Area #103
Sheet Flow : n=
P=
L= Elev 1 = Elev2 = Slope = 0.0110
Ti= 0.007(L *n)°'~ = 0 .240 hours= 14.4 min
(P)os*(S)04
Concentrated Flow 1 : V= 3.15 fps (unpaved)
L= 215 Elev 1 = Elev2 = Slope= 0.0380
T1= L/(60*V) = 1.1 min
ITc= 15.5 min
3 -2
C1J
0.
0
"'
C1J
. 50 -
.20 -
.10
.06
r .o4 -
::J
0 u
L.
4J .µ
"' ~
. 02 -
.01 -
.005
I
1
'
' 7
j
I
I/
j .,
j
'
j
b
q, L b I ~ q,
'b' ~, ~~ Q.'tT
I
I
~
I
I
I
2
'J
I• .
'
I
4
J
I
I
j
IJ
' I
I
6
I
j
~
: ,:
I
I
I ,
j
j
I I I
10
Average velocity, ft/sec
...
, , .
Fil("U"' :1-l.-.. h~ra(~ vdocitiu for c•timatin( truvd tim~ for >hallow conc~ntrakd now.
(2 10 -Vl -TR -55 . Second E d .. June l 98G)
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 * .Ag))2
Where : Q = flow at inlet , cfs
Grate
Inlet
Number
Ag = open area of in let , ft 2
y = depth at inlet, ft
Contri buting Grate Drainage Size Area#
Grate
Type
100 210 24" dia . Nyloplast Drai nage B~ -------
10 1 209 24" dia . Nyloplast Dra inage B~
·-·---·--
10 2 208 24" dia . Nylop las t Drai nage Basi n
·-
103 20 7 28"x28" V-5728 EJI W ------
104 206 24"x 24" V-5724 EJIW -------
105 205 12" dia .
Grate Opening
Actua l A g (from
Manufacturer)
(in2) (ft2)
161 1.1 ------
161 1.1 -------
161 1.1 -------
370 2.6
268 1.9 -------
62.7 0.4 --· --------Nyloplas t Dr~age _!3~sin -----
106 2 11 12" dia . Nyloplast Drain age Basi n 62 .7 0.4
-
Design A g
10-Year Storm 100-Year Storm
50 %
clogging 01 0 Depth , y 0100 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 O.o? 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 .2 1 2.5 0.65 0 .39 4 .6
I
APPENDIXC
Storm Pipe Design Data & Calculations
1-1
North Forest Business Park
Pipe & Channel Summary -Revised 712006
Pipe Pi pe Length Slope Inlet Outlet Contributing Area
No . Size Invert El ev 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 .30 255.20 112 of 206
10 30 30 2 .0 1.80 248 .25 242 .81 205,206,207,208,209,210,211 ,21
11 30 100 .0
HOPE pipe : n=0.012
C hannel Data :
2' bottom width
4H:1V side slopes
Slo pe= 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; Ve locity= 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)
Contri buting 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
1,. a,. Mannings 1100 a , .. Mannings
Design v,. %Full
Travel Time, tne Design v, .. % Full
Travel Tim•, lttoo
(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 15.7 4 5 .6 . 83.4 17 0 .29
8 .635 10.48 5 .3 60 .3 20 0 .34 11 .639 14 .1 2 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 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 9 0 .15 11 .639 5 .21 4.6 87 .8 9 0.14
8 .6 35 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
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 Cal cula tor
Giv en 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
North Fo rest Business Park -Revised 7/2006
Coll ege S tati o n, T ex~~
Pipe 2 -10 Year S t o rm
Mann i ng P ipe Cal c ulator
Giv en 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 ............. .
Circula r
Depth of Flow
24.0000 in
10.4800 cfs
0.0040 ft/ft
0.012 0
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
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 flo w v elocity ............. .
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
i·Jorth Forest Bus .i.11 ess P,1 d;
Cc· I ~ e~JE' ~~t.c1 t i ei 11 , Te :-~,:·,~·
Rev ised 7/2 006
Pipe 3 -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
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 .......................... .
Man ni ng' 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
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
Nor th F o r e~;t Busi n ess P<:1r k -Pevisecl ·c /2006
CoJ:l c::rJc r;i:,:;t i ·;, T e:-:<1::
Pipe 4 -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
24.0000 in
8.4900 cfs
0.0035 ft/ft
0.01 20
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 veloci t y ............. .
Circular
Depth of Flow
24.0000 in
11 .4 500 cfs
0 .0035 ft/ft
0 .0120
16 .0 858 in
3 .1416 ft2
2.2384 ft2
46 .0376 in
75.3982 in
5 .11 53 fps
7.0014 in
67.0244 %
14.4989 cfs
4.6151 fps
Nort h For est Bu siness P~r~ -Revised 7/2006
Col Je~i e !'::t:<:1t .i.on, ·1, :·.<1'
Pipe 5 -10 Yea r Storm
Manning Pipe Calculator
Gi ven 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 ............. .
Circul ar
Depth o f Flow
15.0000 in
4 .3100 cfs
0.0060 ft/ft
0.0120
10.1034 in
1.227 2 ft2
0.8 792 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 Flowrate ............. .
Full flo w v elocity ............. .
Circular
Depth of Flow
15.0000 in
5 .8100 cfs
0.0060 ft/ft
0 .0120
13.7239 in
1.2 272 ft2
1. 1768 ft2
38.2445 in
47.1239 in
4 .9370 fps
4.4310 in
91.4924 %
5 .4 207 cfs
4 .4172 fps
J·Jo 1·t h F o t~est F.11 s i n e "'" Pc; d · ·· R e 'i seci 7 /2006
(:'o l le1:::!::· S t.:·1t i i: 11, T e:·:c_·,~:
Pipe 6 -10 Ye ar Storm
Manning Pipe Calculator
Given Inpu t Data :
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manni ng ' s n .................... .
Computed Results :
Circular
Depth o f Flow
15 .0000 in
3 .8 700 c fs
0 .0050 ft/ft
0.0120
Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 9. 9834 i n
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydrau lic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
1.227 2 ft2
0.8675 ft2
28 .6242 in
47 .1239 in
4.4613 fps
4.364 0 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 ve locit y ............. .
t·lort:h Fo r e s t Busilless Par]~
C·:· .• • l:,<:,ie Sta ~i c ·1 , 'l'<:·;.:;1:
Circular
Depth of Flow
15 .0000 in
5.2100 cfs
0.0050 ft/ft
0.0120
13.1706 in
1.227 2 ft2
1.1418 ft2
36 .4215 in
47.1 239 in
4.563 1 fps
4.514 2 in
87 .8040 %
4.9484 cfs
4 .0323 fps
Pipe 7 -1 0 Year S t orm
Man ni ng Pi pe Calculator
Give n Input Data:
Shape .......................... .
Solvi n g for .................... .
Di ameter ....................... .
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
8.0000 in
0.4800 cfs
0 .0050 ft/ft
0.0120
4.0871 in
0.3491 ft2
0.1794 ft2
12.7406 in
25.1327 in
2.6760 fps
2.0273 in
51.0889 %
0.9257 cfs
2.6519 fps
Pipe 7 -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 ............. .
!·l o 1-t h Fo i -e s t E u s in e c' ~~ f ','1 d -.
C'c· I I('~:~·· r~t_,--it 11-·q1, re:-·::;~:
.r,-if_. \.· i .c:c:·ci
Circular
Depth of Flow
8 .0000 in
0.6500 cfs
0.0050 ft/ft
0.0120
4.9422 in
0.3491 ft2
0.2264 ft2
14.4686 in
25 . 1327 in
2.8712 fps
2.2531 in
61.7771 %
0.9257 cfs
2.6519 fps
2006
Pipe 8 -10 Ye ar Storm
Manning Pipe Cal culator
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 Ful 1 ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
8.0000 in
0.4400 cfs
0 .0050 ft/ft
0.01 20
3.8832 in
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:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity
Circular
Depth of Flow
8.0000 in
0.5900 cfs
0 .0050 ft/ft
0.0120
4.6396 in
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
No rth Forest Business Pi id·. -Revised 7 /2 006
Co I I e •:J e St a t j o 11 , Tc ;.~ ;:1 ~·:
Pipe 9 -10 Year Storm
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results :
Depth .......................... .
Area ........................... .
Wette d Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Veloc ity ....................... .
Hydraul ic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full fl ow 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 f or .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning' s n .................... .
Computed Results:
Circular
Dep th of Flow
1 2.000 0 in
2.6100 cfs
0.0 050 ft/ft
0.0120
Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 9. 3954 in
Area ........................... .
Wet t e d Area .................... .
Wet t ed Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowra te ............. .
Full flow velocity ............. .
0 .7 854 ft2
0.6597 ft2
26.0678 in
37.6991 in
3.9562 fps
3.6443 i n
78.2947 %
2.7292 c f s
3.4750 fps
N o1-.h Forest Bus:i 11ess P.:1d: ·-Re1·.i.'"''ci -:; i '.:(1(11)
c·o I . (_:SJf:'.'. ~:::t: .:-it .i 011, Te :<;:1:·
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 ....................... .
Hydrau lic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
30.0000 in
27 .040 0 cfs
0.0180 ft/ft
0 .01 20
14. 1726 in
4.9087 ft2
2.2821 ft2
45.4682 in
94.2478 in
11.8489 fps
7.2 274 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
94.2 478 in
13 . 1019 fps
8.4037 in
61.0863 %
59.6161 cfs
12.1449 fps
t·l orth Forest Business P<011-l•: -Rr::vis.:-d 7 . .'.?006
Cu 1 I f'·~:JE' ~;I. d t i 0 1 1 , T ::·:·:«i :;
I
Pipe 11 -10 Year Storm
Manning Pipe Calculator
Given Input Data :
Shape .......................... .
Solvi ng for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Compu te d Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimete r ............... .
Perimeter ...................... .
Ve locity ....................... .
Hy draul ic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
30.0000 in
27 .0 400 cfs
0 .0080 ft/ft
0.0120
18 .1491 in
4.9087 ft 2
3.1056 ft2
53 .4694 in
94 .2 478 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 Pe r imeter ............... .
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
2 5.67 62 i n
4.9087 ft2
4.4730 ft2
70.8832 in
94 .2 478 in
9.2018 fps
9.0870 in
85.5872 %
39.7441 cfs
8.0966 fps
f'.fo:·t J1 Forec;t: Busine~=,r:; Pad: Re\·.i .c:eci :, '2('0(;
:: ·n I i::'· _1e ~::: :: .. 1 · i 0 11 , ·1'.:-:-·:.:-1 : ..
Ch a nnel -10 Yea r St o rm
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 ...................... .
Percent full ................... .
Trapezoidal
Depth of Flow
30.4800 cfs
0.0060 ft/ft
0 .0 3 50
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 ........................... .
Pe rimeter ...................... .
Perc ent f u ll ................... .
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 .6 493 in
17 8.1588 in
3 0 .0 0 0 0 ft2
27 1 .386 3 in
6 4 .2328 %
i·Jc1 t:h F oi-e st: Bu~;:i11 ess Pad; Ren:sed 7/2006
EXHIBIT A
Pre-Development Drainage Area Map
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 7780 l
Prepared By:
Civil Development, Ltd.
2900 Longmire Drive, Suite K
College Station, Texas 77845
(979) 764-7743
Prepared for Texco n General Co ntra ctors
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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.
\
STO RM WATER R UN O FF D ETERM I NATION
Th e p eak runoff va lue s w e re determ in ed in accord a nce w ith th e c rit e ri a presen te d in th e
pre v io us secti o n fo r th e 5 , I 0 , 25 , 50 , a nd I 0 0 -year sto rm events . P re-d eve lopm e nt
drai n age a rea d a ta is s umm arized in T ab le 3 . T h e runoff coeffic ie nt s for post-d eve lopm e nt
calc ul a tion s a r e b ased o n th e future d eve lopm e nt of thi s trac t , a nd th e peak run off va lu es
dete rmin e d fo r th e p ost -deve lo pm e nt co nd ition a re s hown in Tabl e 4.
TABLE 3 -Pr e-D eve lop me n t D ra inage D ata
A rea tc
5 y ear st o rm 10 year sto rm 25 year storm 50 y ea r storm 100 year storm
A rea# c Is O s 110 0 10 l2s 0 2s l so O so 11 00 0 100
(acres) (min) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (i n/hr) (cfs)
Pre-devel
10 1 0 .2 6 0 .40 10 7 .693 0 .80 8 .635 0 .90 9 .86 1 1.03 11.148 1.16 1 1.639 1.2 1
102 1.2 9 0 .40 13 .6 6 .691 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 .58 1 5.79
TABLE 4 -Po s t-D eve lo pme n t Dra in age D ata -R e vised 812006
Area t c
5 year sto rm 1 O year sto rm 25 year storm 50 year sto rm 100 year storm
Area# c Is O s 110 0 10 l2s 0 2s lso Oso 1100 0 100
(acres) (min) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (i n /hr) (cfs) (i n /hr) (c fs)
Post-deve l
201 0 .14 0 .70 10 7 .6 93 0 .75 8 .635 0 .85 9 .861 0 .97 11.14 8 1.09 11 .639 1.1 4
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 9.86 1 0.32 11.148 0.36 11 .639 0.37 ----
204 0.32 0.8 5 10 7.693 2.0 9 8.635 2.35 9.861 2.68 11.148 3.0 3 11 .639 3.17
205 0 .06 0.85 10 7 .693 0 .3 9 8 .635 0.44 9 .8 6 1 0 .50 11.148 0 .57 11 .639 0 .59 -- -
----
20 6 0 .56 0.80 10 7 .693 3.45 8 .635 3.87 9.86 1 4.42 11 .148 4 .99 1 1.639 5.2 1 --------------·· ----
207 0.57 0.85 10 7 .693 3.73 8 .635 4 .18 9 .86 1 4 .78 11 .148 5.40 11 .6 39 5.64 ------
208 0 .10 0 .80 10 7 .693 0 .62 8 .635 0.69 9.86 1 0 .79 11.1 48 0 .89 1 1.639 0 .93 --
209 0 .2 0 0 .7 5 10 7 .693 1.15 8 .635 1.30 9.861 1.48 11 .148 1.6 7 11 .639 1.75
210 0 .11 0 .75 10 7 .693 0 .63 8 .635 0 .71 9.861 0.8 1 11 .148 0 .92 11.639 0 .9~
2 11 0 .07 0 .80 10 7 .693 0.43 8.635 0.4 8 9.861 0 .55 1 1.148 0.62 11 .639 0 .65
212 0 .08 0.55 10 7.693 0 .34 8.635 0.38 9.8 61 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-D eve lop me n t D rai n age Data -Revised 812006
Destination
5 year storm 1 O year storm 25 year storm 50 yea r storm 100 year storm
Pre/P o st Area # o f R u noff O s 0 10 0 2s O so 0 100
(cfs) (cfs) (cfs) (cfs) (cfs)
Pre 101 North Fo rest 0 .80 0 .90 1.03 1.16 1.2 1
Post 201 Parkway 0 .75 0 .85 0 .97 1.09 1.14
Reduction in Flow : 0.05 0 .0 5 0 .06 0 .0 7 0 .07
Pre 102 SH 6 3.4 5 3.89 4 .4 5 5.04 5.26
P ost 202, 203, 204 Right-of-W ay 3 .4 2 3.83 4.38 4 .95 5.17
Reduction in Flow: 0.04 0 .06 0 .07 0.09 0.09
Pre 103 Adjacen t 3.79 4 .28 4 .89 5.55 5.79
Post 2 12 Proper ty 0 .34 0 .38 0.43 0.49 0 .51
Reductio n in Flow : 3.45 3.90 4.46 5 .06 5 .27
No rth Fo re s t B u s ines s Pa rk
Pipe & Channel Summary -Revised 812 006
Pipe Pi p e L engt h Slope Inlet Ou tlet Contributi ng Area
No . Size Inv ert Elev Invert Elev Numbers (i n ) (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 pi pe : n=0 .01 2
Channel Data:
2' bottom width
4H :1V side slopes
Slope= 0 .6 %
Grass lined (n=0 .035)
I-
0 .80 242 .71 241 .87 205 ,206 ,207,208,209 ,210,211 ,21
0 10 = 30.48 els ; Velocity= 2 .8 fps; Depth of Flow= 17 .0"
0 100 = 41 .08 els; Velocity= 3.0 fps; Dep th of Flow= 19.3"
(see attached data sheet s )
Con tributing Tc Area
I 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 .45 10
4 .45 10
10-Year Storm 100-Yea r Sto rm
110
0 10 Mann i ngs
1100
0 100 Manni ngs
Design V 10 % Full Tr•v•I Time, lno Desi gn V 100 % Fu ll Tr.vel Time, tnoo
(i n/hr) (els) (fps ) (sec) (m in ) (i n/hr) (els ) (fps) (sec) (min)
8.635 11 .6 7 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 --- ----c----------
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 --I -1-
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 5 1.1 15 0 .25 11 .639 0 .65 2 .9 61 .8 14 0 .24
8 .635 0 .44 2.6 48 .5 3 1 0.51 1 1.639 0 .59 2.8 5 8 .0 28 0.47 ---
8 .635 1.93 3 .8 62.1 5 0 .09 11 .639 2.61 4 .0 78 .3 5 .~ ----c---
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 1 1.639 4 1.62 9 .2 87.0 11 0 .18
Pipe 10 -10 Year Storm
Manning Pipe Calculator
Gi ven Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Compu ted 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
Compu ted 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 Bu si n ess Park -Revised 8 /2006
Col lege Stat i o n, Texa s
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 .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
94.2478 in
9.1785 fps
9.0524 in
87 .0186 %
39.7441 cfs
8.0966 fps
North Forest Bus i n ess Park -Revised 8 /2006
Co llege Station, Te xas
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EXHIBITB
Post-Development Drainage Area Map