HomeMy WebLinkAbout101 Development Permit 453 Stylecraft Office @ Eagle & SH6DEVELOPMENT PERMIT
PERMIT NO. 453
STYLECRAFf OFFICE AND MODEL HOMES
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE ST A TION CITY CODE
SITE LEGAL DESCRIPTION:
Lot 1, Block 11 Springbrook Subdivision
OWNER:
Stylecraft Development, Inc.
7610 Eastmark Drive, Suite 201
College Station, Texas 77840
696-0398
DRAINAGE BASIN:
South Fork of Lick Creek, Segment IV
TYPE OF DEVELOPMENT:
SITE ADDRESS:
Not Addressed
This permit is valid for site construction as shown on the approved drawings.
The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate
construction site in accordance with the approved erosion control plan as well as the City of College
Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed
areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales
used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed
vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall
be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery
and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work.
Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced
before any operations of this permit can begin.
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be
taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city
streets, or existing drainage facilities .
I hereby grant this permit for development of an area outside the special flood hazard area. All
development shall be in accordance with the plans and specifications submitted to and approved by the
City Engineer in the development permit application for the above named project and all of the codes and
ordinances of the City f College Station that apply.
~ 6µ/(7
Date
Date
&/rz/1 7
I
t/12 /f7
I
Date
DEVELOPMENT PERMIT
PERMIT NO. 453
STYLECRAFr OFFICE AND MODEL HOMES
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE ST A TION CITY CODE
SITE LEGAL DESCRIPTION:
Lot 1, Block 11 Springbrook Subdivision
OWNER:
Stylecraft Development, Inc.
7610 Eastmark Drive, Suite 201
College Station, Texas 77840
696--0398
DRAINAGE BASIN:
South Fork of Lick Creek, Segment IV
TYPE OF DEVELOPMENT:
SITE ADDRESS:
Not Addressed
This permit is valid for site clearing and grading only. A complete development permit will be
issued upon approval of the construction drawings. No work shall occur within the State Highway 6
right-of-way until a driveway permit is approved by the Texas Department of Transportation.
The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate
construction site in accordance with the approved erosion control plan as well as the City of College
Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed
areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales
used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed
vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall
be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery
and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work.
Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced
before any operations of this permit can begin.
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be
taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city
streets, or existing drainage facilities.
I hereby grant this permit for development of an area outside the special flood hazard area. All
development shall be in accordance with the plans and specifications submitted to and approved by the
City Engineer in th evelopment permit application for the above named project and all of the codes and
· s of the · of College Station that apply.
diiiinistrator/Representa · e Date
~, Date
Contractor Date
Development Permit
City of College Station, Texas
Site Legal Description: I.Dt One, Block Eleven, SPRINGBROOK
Mr. Randy French 7610 Eastrrark Dr., Suite 201
Site Owner: STYLECRAFT DEVELOPMENT, INC. Address : College Station, TX 77840
Telephone : 696-0398 ~~~~~------~
1722 Broadmoor Suite 210 ~ Michael R. McClure, P.E. ,R.P.L.S\ddress: Bryan, TX 77862
En g in e er : McCLURE ENGINEERING, INC. Telephone No : _7~7~6~-~6~7~0~0 _____ _
Contractor: ~ftt-~ Ctz.l~Ei ]ll1 1r..P~'F~ Address : 1~1o EA(ft1A-t ~ D&-. S"111t. t,ol
Telephone No : ''l{. •6:r'f6
Date Application Filed : ________ _ Approved : ___________ _
Application is hereby made for the following development specific waterway alterations :
South Fork of Lick Creek
Qll Application Fee
Qll Signed Certifications
0 Drainage and erosion control plan, with supporting Drainage Report two (2) copies each .
0 Site and Construction Plans, with supporting Drainage Report two (2) copies each .
0 Other : -------------------------------
ACKNOWLEDGMENTS :
,~owner, hereby acknowled g e or affirm that:
The information and conclusions contained in the above plans and supporting documents comply
with the curre nt requirements of the City of College Station, Texas City Code, Chapter 13 and its
associated Drainage Policy and Design Standards .
a proval of this permit application,
lication according to these docum
City Code .
ct the improvements
r uirements of Chapter 13 of
I '
'" .....
•'t .
Figure Xll Continued
CERTIFICA TlONS : (for proposed alteration s within d e signated flood hazard areas.)
A . I, certify that any nonresidential structure on or proposed
to be on this site as part of this application is designated to prevent damage to the structure or its
contents as a result of flooding from the 100 year storm .
Engineer Date
B . I, certify that the finished floor elevation of the lowest
floor , includin g any basement , of any residential structure, proposed as part of this application is
at or above the base flood elevation established in the latest Federal Insurance Administration
Flood Hazard Study and maps , as amended .
Eng ineer Date
C. I, Michael R. McClure,P .E. , certify that the alterations or development covered by
this permit shall not diminish the flood-carrying capacity of the waterway adjoining or~l({~~~ng
this permitted site and that such alterations or development are consistent with r ~-~ nQ.fut-s:' • ~ ········ the City of College Station City Code, Chapter 13 concerning encroachments af'. ~w. s !h\Zf\J) :a , .. .. " flood w~y frin ges. I: l · .. ! ~ ~·························· .. ·······1 ~ ~ ¢,~-r. '9 J.)1~.9.~.~1.lU!,.Qb\I~~:
E ineer Date lf 0;.• • .f.o 1 sTE~<r.~·~ 7 ,,~ss ·········· ~0""' \\ 10NAL ~ -
I, do certify that the proposed alterations do not · evel
of the 100 year flood above elevation establi shed in the latest Federal Insurance Administration
Flood Hazard Study.
Eng ine e r D a te
C onditions or co mments a s part of approva l: ___________________ _
In a c cordance with Chapter 13 of the Code of Ordinances of the City of College Station ,
measures sh a ll be taken to insure that debri s from con struction, erosion, and sedimentation shall
not be deposite d in city streets, or existing drainage facilities .
I he reby grant this permit for d e velopment. All devel o pment shall be in accordance with the plans
a nd s pecific a ti o ns submitted to and approved by the City Engineer for the above named project.
All o f the appli cabl e codes and o rdinances o f the City of College Station shall apply .
forrn1/cn&'~mn it/l 0 -9}
"'
w w a: u.
..J
..J
12
~
,.:.
CD ..,
(.) 0 ..J w Cl) a:
cj g
~ 0
Cl) 0 :::;: <( w "' ,__
Cl) <(
>--;;PAY Cl)
Cl) z
Cl) w w :a z :>
iii (.)
:::> 0
Ill ~TO THE w
<:> ~ORDER <( ,__ .._OF z 0 <( > w 0 (.) <( 4 u.
w
-r r ?: m
.. , .. ,,.,.,, •. ,, __ _
76To EASTMARK DRIVE SUITE 201 COUEGE STATION, TX n540 (409) 696-0398
()!) --r;:---------
Pa id by_ ch19D 11 Qash __ _
RRST AMERICAN BANK
BRYAN, TEXAS nBOS
CHECK NO. DATE AMOUNT
20110 4fb/'77 v'J t00-€f?-
Dra1nage Report
FOR
Stylecraft Office Building
Lot One, Block Eleven, Springbrook Subdivision
APPROVED FOR
NTS
February, 1997
Prepared By:
McClure Engineering, Inc.
1722 Broadmoor Drive, Suite 210
Bryan, Texas 77802
( 409) 776-6700
Drainage Report
FOR
Stylecraft Office Building
Lot One, Block Eleven, Springbrook Subdivision
NTS
February, 1997
Prepared By:
McClure Engineering, Inc.
1722 Broadmoor Drive, Suite 210
Bryan, Texas 77802
( 409) 776-6700
CERTIFICATION
I, Michael R. McClure, Registered Professional Engineer No. 32740, State of Texas,
certify that this report for the drainage design of STYLECRAFT DEVELOPMENT, INC.
Office Site (Lot 1, Block 11 , SPRINGBROOK), was prepared by me in accordance with the
provisions of the City of College Station Drainage Policy and Design Standards for the owner s
thereof
1~~t:Jz/J1
Michael R. McClure, P .E . #32740
TABLE OF CONTENTS
INTRODUCTION
GENERAL LOCATION AND DESCRIPTION
PRIMARY DRAINAGE BASIN DESCRIPTION
DRAINAGE FACILITY DESIGN
DRAINAGE DESIGN CRITERIA
CONCLUSION
TABLE OF EXHIBITS
FEMA FLOOD INSURANCE RATE MAP EXCERPT
DRAINAGE AREA MAP
HEC I RUN
LAG TIME CALCULATIONS
PIPE CUL VERT ANALYSIS
Page No.
I
I
I
2
3
4
A
B
C-1
C-2
D
INTRODUCTION:
STORM DRAINAGE REPORT
STYLECRAFT OFFICE BUILDING
This storm drainage report is intended to cover the necessary drainage infrastructure for the
Stylecraft Office Building site improvements . The parameters used for design and the existing
conditions of the on-site area are incorporated to show how the final drainage design will accomplish
the desired drainage objectives per the City of College Station Drainage Policy and Design Standards
(DPDS .)
GENERAL WCATION AND DESCRIPTION:
The proposed Stylecraft Office Building is located in the southern portion of College Station
at the intersection of Eagle Avenue and State Highway 6 frontage road . The lot is to be platted as
Lot 1 Block 11, Springbrook Subdivision.
The site is undeveloped and is gently rolling with an average of0.5% to 1.0% slopes .
PRIMARY DRAINAGE BASIN DESCRIPTION:
The site drains to the southern property line . There are two stormwater outfalls along Eagle
Avenue that serve this drainage area. An existing 24" RCP is located at the intersection of Eagle
Avenue and the State Highway 6 Frontage Road (called Study Point "CULVERT") and an existing
36" RCP is located 360 feet northwest of the Eagle Avenue I Highway 6 Frontage Road Intersection
(called Study Point "PIPE"). Approximately 2 acres of the site drain to the 24" Culvert . The
STORM DRAINAGE REPORT
STYLECRAFT OFFIC E BUILDING
PAGE 1
remainder of the site drains into a well defined channel that discharges into the existing 36" RCP at
Eagle Avenue .
All stonn water from the site flows into the South Fork of Lick Creek Basin. No portion of
the site is within the 100 year flood plain per the Federal Emergency Management Agency Flood
Insurance Rate Map for Brazos County, Texas and Incorporated Areas, Map Number 48041 C0205
C, effective July 2 , 1992 (see Exhibit "A").
DRAINAGE FACil.JTY DESIGN:
The Drainage Area Map, Exhibit B , shows the offsite and onsite areas affected by the
development of this tract. Drainage Area 1 dominates the watershed flowing to study point PIPE
while drainage area 4 dominates the watershed flowing to study point "CUL VERT". Note that
drainage area 2 is diverted from the curb line of Eagle A venue to the back of the inlet at the southern
boundacy of the tract (study point "PIPE"), drainage area 3 is diverted from the ditch line along the
State ffighway Six frontage road to the back of the inlet at the southern boundary of the tract, and
drainage area 5 is diverted from the ditch line along the State ffighway Six frontage road to the curb
line of Eagle Avenue .
These diversions reduce the flow in the overloaded frontage road ditch line by reducing the
drainage areas flowing to it. The flow to the storm drain system in Eagle Avenue is unaffected (see
Exhibit "D", HEC-1 Routing) due to the nature of the watershed. The lag time of the watershed
(Drainage Area 1) is relatively long and the watershed is not fully effective when the diverted areas
(Drainage Areas 3 and 5) are peaking. The flows in the diverted areas have attenuated by the time
that the peak flow s drainage area 1 get to the study point (the inlet at the southern property line
STORM DRAINAGE REPORT
STYLECRAFf OFF1CE BUILDING
PAGE2
called study point "PIPE"). Though the area draining to this study point is increased by . 76 acres,
the flow is not increased (within the limits of calculation) at the study point.
The net effect of the development is analyzed by the linear combination of the hydro graphs
at the two study points called "NET'' which further demonstrates no net increase in the peak runoff
DRAINAGE DESIGN CRITERIA:
All drainage design is in accordance with the City DPDS . The design rainstorm is the 10 year
event. Because of the size of Drainage Area 1, flow calculations for all drainage areas are developed
in HEC-1 using Unites States Soil Conservation Service (SCS) curve number losses, and an SCS type
II 24 hour storm for rainfall distribution . Curve numbers and depths are per the DPDS . P ipe sizing
is in accordance with Manning's Equation with an "n" of .014 per the DPDS .
The peak discharge for the Post-development does not exceed the Pre-development condition
for the 5, 10, 25 , 50, and 100 year storm events (within the limits of calculation). The following
summary table shows the Pre-development and Post-development flows for the study points.
Design Event
Q i=
Qs=
Qio=
Qis =
Q50=
Qioo=
STORM DRAINAGE REPORT
STYLECRAFI OFFICE BUILDING
Pre-Development Post-Development
21 cfs 21 cfs
36 cfs 36 cfs
46 cfs 47 cfs
59 cfs 60 cfs
68 cfs 70 cfs
80 cfs 81 cfs
PAGE3
Design Event Pre-Development Post-Development
Qi= 11 cfs 10 cfs
Qs= 18 cfs 16 cfs
Q10= 23 cfs 21 cfs
Q25= 29 cfs 26 cfs
Qso= 34 cfs 30 cfs
Qioo= 39 cfs 34 cfs
Design Event Pre-Development Post-Development
Qi= 30 cfs 30 cfs
Qs = 51 cfs 51 cfs
Q10= 66 cfs 66 cfs
Q25= 84 cfs 84 cfs
Qso= 97 cfs 97 cfs
Qioo= 113 cfs 112 cfs
CONCLUSION:
The Post-development peak discharge does not exceed the Pre-development peak
discharge . In all cases, including the I 00 year event, storm water is released into public rights of
ways and conveyed to the natural outfall . The drainage design for this site meets the requirements
as stated in the City of College Station Drainage Policy and Design Standards.
STORM DRAINAGE REPOR T
STYLECRAFf OFHCE BUILDJNG
PAGE4
Brazos County
Unincorporated Areas
481195
ZONEX
,
\ ~
City of College Station
480083
'" \\\ 6 o; I ' \.~J_J ---
Scale: 1" = 1000'
EXHIBIT A
Flood Insurance Rote Mop Excerpt
Brazos County, Texas
and Incorporated Areas
Map Numb ers : 48041C0205 C
Effective Date : July 2, 1992
FLOOD HYDROGRAPH PACKAGE (HEC -1)
MAY 1991
VERSION 4.0.lE
Lahey F77L-liM/ 32 v e rsion 5. 01
Ood"on ' A""ociate.,, Inc .
RUN DATE 02/05/97 TIME 11: 54: 07
x x
x x
x x
xxxxxxx
x x
x x
x x
EXHIBIT "C-1"
xxxxxxx xxxxx x
x x xx
x x x
xx xx x xxxxx x
x x x
x x x x
xxxxxxx xxxxx xxx
U.S . ARMY CORPS OF ENGINEERS
HYDROLOGIC ENGINEERING CENTER
609 SECOND STREET
DAVIS, CALIFORNIA 95616
(916) 551-1748
THIS PROGRAM REPLACES ALL PREVIOUS VERSIO NS OF HE C-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HE ClKW.
THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROH THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DAHBREAK OUT FLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIHE SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
LINE
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
LINE
49
50
51
52
53
54
HEC-1 INPUT
ID •....•• 1. •••••• 2 ..•.... 3 ....•.• 4 ....... 5 ••••... 6 ...•... 7 ....... 8 ....... 9 ....•. 10
ID STYLECRAFT OFFICE
IT 01AUG94 0000 1440
IO 0 0
JR PREC 11 9.8 8.8 7. 4 6 .2 4.5
JP 2
IQ( DA 18.82 ACRES
KH PLAN 1 IS EXISTING CONDITIONS
KH PLAN 2 IS PROPOSED CONDITIONS
BA .0294 1
PB 1
IN 30 01AUG94 0000
PC .0053 .0108 • 0164 .0223 • 0284 .0347 .0414 • 0483 .0555 .0632
PC .0712 .0797 .0887 .0984 .1089 .1203 .1328 . 1467 .1625 .1808
PC .20(2 .2351 .2833 .6632 .7351 • 7724 .7989 .8197 .8380 .8538
PC • 8676 . 8801 . 8914 .9019 .9115 .9206 .9291 .9371 .9446 .9519
PC • 9588 .9653 .9717 .9777 • 9836 .9892 .9947 1.000
LS 76
UD .63
IQ( DA 2 .59 ACRES
BA • 0009
LS
UD .14
KP 2
LS 75
UD .14
KK DA 3 .39 ACRES
BA .0006
LS
UD .15
KP 2
LS 75 0
UD .15
IQ( CHAN
HC
KK DA 2 .59 ACRES
BA .0009
LS 0 75
UD .14
KP 2
LS 0
UD .14
IQ( DA 5 .37 ACRES
BA . 0006
LS
UD .15
KP
LS 0 95
UD .03
HEC-1 INPUT
ID ....... 1. •••••• 2 ....... 3 .•..... 4. ••••.. 5 ....... 6 ....... 7 ....... 8 •...... 9 ...... 10
KK DA 7 .56 ACRES
BA .0009
LS 75 0
UD .15
KP
LS 85 0
PAGE
PAGE 2
SS OD .OS
56 KK INLET INLET AT EAGLE AVENUE
S7 RC 3
S8 IQ( PIPS PIPE AT EMiLE AVEICOE
S9 BC 2
60 KK MJ .39 IQ\ES
61 BA .0006
62 LS 0 7S 0
63 UD .lS
64 KP 2
65 LS 0 0
66 UD .lS
67 KK Il'.4 6.39 ACRES
68 BA .0100
69 LS 0 78 0
70 UD .46
7l KK DAS .37 .ACRES
72 BA .0006
73 LS 0 7S 0
74 UD .lS
7S KP 2
76 LS 0 0
71 UD .OJ
78 KK DA. 6 1.04 ACRES
79 BA .0016
80 LS 0 7S 0
81 OD .lS
82 KP 2
83 LS 0 8S 0
84 UD .OS
8S KK CULVERT A'! EAGLE ANO FRONTAGE ROl\ll
86 KC 4
87 l<IC NET RESULT
88 m:: 2
89 zz
1 •••••••••• ....... * •••••••••••••• * .. ****** •• • •
FLOOD HYDROGRAPU PACKAGE (HEC-1) •
MAY 1991
VZRSIOll 4.0.lE
Lahey !'77L-EM/32 version S .01
Dodson ~ ~ttociates, Inc .
ROii DATS 02/0S/97 TIME 11: S4 : 07 .....••..............................•...
3 IO
IT
JP
JR
STYLECRAFT OFFICE
OUTPUT CONTROL Vl\IUABLES
IPRNT S
I PLOT 0
QSCAL 0.
PRillT CONTROL
PLOT CONTROL
llYDROGRAPH PLOT SCALE
HYDROGRAPH TIME DA.TA
NMIN 1
1AUG94
0000
1440
lAUG94
2359
19
I DATE
!TIME
HlNUTtS IN Cau>IJTATION INTERVAL
STARTING OATS
STARTING TIME
NO
ND DATE
NDTIME
ICEllT
Nll!BER OF llYDROGRAPH ORDINATES
ENDING lll'.TE
FJIDIHG TIME
CENTURY MARI<
CCHPUTATION INTERVAL 0.02 BOORS
TOTAL TIME BASE 23.98 KOORS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LEllGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
MULTI-PLAN OPTION
NP LAN
MULTI-RATIO OPTION
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE -FEET
ACRES
DEGREES FAHREllHEIT
2 NUMBER or PLANS
RATIOS OF PRECIPITATION
1 1 .00 9.80 8 .80 7 .40 6 .20 4.50
••••• * ** ............................... *
U.S . J\RKY CORPS OF ENGIMEERS.
HYDROLOGIC EllGINEElUMG CENTER
609 SECall> STREET
DAVIS, CALIFORllIA 9S616
(916) SSl-1748 . .....•...........•....................
PEA!( FL011 AND STAGE (END-OF-PERIOD) SUMMARY FOR MULTIPLE PLAN -RATIO ECONCl4IC CCHPUTATIONS
FLOWS IN CUBIC FEET PER SECOND, AREA IN SQUARE HILES
TIME TO PEAi< IN HOURS
RATIOS APPLIED TO PRECIPITATION
OPEllATION STATION AREA PLAN llATIO l RATIO 2 llATIO J llATIO 4 RATIO S llATIO 6
ll.00 9.80 8.80 7 .40 6.20 4.SO
HYDROGRAP!I AT
+ DA 1 O.OJ FLOW 78. 67. S8 . 45 . JS . 20.
TIME ll.9S ll.9S ll.9S ll.97 ll. 97 ll.9B
2 FLOW 7B . 67. SB . 45. JS. 20.
TIME 11.98 ll .9B 11.98 ll.98 ll .9B ll.98
HYDROGRAPH AT
+ DA 2 0 .00 FLOW 0. 0. 0 . 0. 0. o.
TIME 0.02 0.02 0.02 0 .02 0.02 0.02
2 FLOW 4. 4 . J. 2. 2 . l.
TIME ll.S2 ll.S2 11.52 11.SJ 11. 53 ll .S3
HYDROGRAPH AT
+ DA 3 0.00 FLOW o. 0 . 0 . o. o. o.
TIME 0.02 0.02 0.02 0.02 0 .02 0.02
FLOW 3. 2. 2. 2. l. l.
TIME 11.S3 ll.S3 ll.S3 11.53 ll .53 11.S5
3 CCHBINED AT
+ CHAN 0.03 FLOW 78 . 67 . S8. 4S. 3S. 20.
TIME 11.95 ll.9S 11 .95 ll.97 ll.97 11. 98
2 FLOW 19. 68 . 59. 46. 3S. 21.
TIME ll. 9S ll.9S 11.9S ll. 9S ll.97 ll.98
HYDROGRAPH AT
+ DA 2 0.00 FLOW 4. 4 . 3. 2. 2. 1.
TIME 11.52 ll.52 11.52 11.53 ll.53 ll. S3
2 FLOW o. o. 0. o. 0. 0.
TIME 0.02 0.02 0.02 0.02 0.02 0. 02
HYDROGRAPll AT
+ OA 5 0 .00 FLOW 0 . o. 0. 0. 0. o.
TIME 0.02 0.02 0.02 0.02 0.02 0.02
2 FLOW 3. 3. 3. 2. 2. 1.
TIME ll.4B 11.50 ll.50 ll.50 11.50 11.50
HYDROGRAPH AT
+ OA 7 0.00 FLOW 4. 3. 3. 2. 2. l.
TIME ll.53 ll.53 ll.53 ll.53 ll.53 11.55
2 FLOW 5. 4. 4. J . 2. 2.
TIME 11.50 11.50 ll.50 11.50 11.50 11.50
3 calBINED AT
INLET 0 .00 FLOW B. 1 . 6. 5. 4. 2.
TIME 11.52 ll.53 ll.53 11 .53 ll.53 11.53
FLOW 8. 1. 6. 5. 4. 3.
TIME 11.50 11.50 ll .50 ll.50 ll.SO 11.50
2 CCHBINED AT
+ PIPE 0.03 FLOW BO. 6B . 59. 46. 36. 21.
TIME 11. 93 11.95 11.95 11.95 11.97 ll.98
2 FLOW Bl. 10. 60. 47. 36. 21.
TIME 11. 95 11.95 ll.9S 11.95 ll.97 11. 96
HYDROGRAPH AT
+ DA J o.oo FLOW 3 . 2. 2. 2. 1. l.
TIME ll.53 ll.53 ll.5J ll .53 11.53 ll.55
2 FLOW o. o. 0 . 0 . 0. 0 .
TIME 0.02 0.02 0.02 0.02 0.02 0. 02
HYDROGRAPH AT
DA 4 0.01 FLOW 33. 2B. 25. 20. 15. 9 .
TIME ll.77 11.17 ll. 77 11. 78 ll. 78 ll. BO
2 FLOW 33. 28. 25. 20. 15. 9.
TIME ll.80 11.80 11.80 ll.BO 11. 80 11. 80
HYDROGRAPH AT
+ DA 5 o.oo FLOW 3. 2. 2. 2. 1. l.
TIME ll.53 11.53 ll .53 11.53 ll .53 11.55
2 FLOW 0. 0 . 0. o. 0. 0 .
TIME 0.02 0 .02 0.02 0 .02 0.02 0.02
HYDROGRAPH AT
+ DA 6 o.oo FLOW 1. 6. 5. 4. 3. 2.
TIME 11.53 ll.53 ll .53 11.53 ll.53 11.55
2 FLOW 8. 1. 6. 5 . 4. 3.
TIME ll.50 ll.SO ll.SO ll .SO 11.SO 11.50
4 CCHBillED AT
+ CULV 0.0 1 FLOW 39. 34. 29. 23. 18. ll.
TIME 11.63 11.63 11. 63 11. 63 ll .65 ll .67
FLOW 34. JO . 26 . 21. 16 . 10.
TIME 11. 77 11.77 ll. 77 ll. 78 ll. 7B ll .80
2 CCHBINED AT
NET 0.05 FLOW 113. 97. 84 . 66. 51. 30.
TIME 11.87 11. 87 11. 87 11. 88 11. 88 ll.90
FLOW 112 . 97. 84. 66. Sl. JO.
TIME 11.88 ll .88 11. 8B 11.BB 11.90 11.92
*** NORMAL END OF HEC -1 ...
EXHIBIT "C-2" Stylecraft Builders AREA AREA AREA HYO VERT SLOPE CURVE LAG TIME EXIST PROP PROP % MOD PROP % IMP PROP PROP PROP # ACRES MILES LENGHT DROP FT/FT # HOURS CONC. VELOCITY CN % MOD ADJ. % IMP ADJ LAG Tc Vel. AREA 1 18.82 0.0294 2050 22 o. 011 75 0.63 1. 05 0.54 75 0 1 0 1. 00 0.63 1. 05 0.54 AREA 2 0.59 0.0009 300 3 0.010 75 0.14 0.23 0.36 75 80 0.59 38 0.81 0.07 0.11 0.74 AREA 3 0.39 0.0006 350 4 o. 011 75 0.15 0.25 0.39 75 0 1 0 1. 00 0.15 0.25 0.39 AREA 4 6.39 0.0100 1600 18 0. 011 78 0.46 0.77 0.57 80 80 0.59 38 0.81 0.21 0.35 1.28 AREA 5 0.37 0.0006 350 4 0. 011 75 0.15 0.25 0.39 95 80 0.59 38 0.81 0.03 0.06 1. 70 AREA 6 1. 04 0.0016 350 4 o. 011 75 0.15 0.25 0.39 85 80 0.59 38 0.81 0.05 0.09 1.12 AREA 7 0.56 0.0009 350 4 o. 011 75 0.15 0.25 0.39 85 80 0.59 38 0.81 0.05 0.09 1.12
*025
Culvert Diameter (feet)
EXHIBIT D
Pipe Culvert Analysis
Stylecraft Builders
FHWA Chart Number (1 RCP , 2 CMP)
Scale Number on Chart (Type of culvert entrance)
Manning's Roughness Coefficient (n-value)
Entrance Loss Coefficient of Culvert Opening
Culvert Length (feet)
Culvert Slope (feet per foot)
Flow Rate (cfs)
Tailwater Depth (ft)
Headwater (ft)
Inlet Control
Outlet Control
************ Results ************
HW Elevation
2.82 280 .4
3 .02 280 .28
Culvert Under Inlet Control
Normal Depth (ft)
Critical Depth (ft)
Depth at Outlet (ft)
Outlet Vel. (fps)
2 .25
1
2
0 .014
0 .2
79
0 .004
25 *
1.22
280 .40
2.25
1 .75
1.75
7 .55
216/97
9624-DRA .xls
Exhibit D