HomeMy WebLinkAbout73 Development Permit 535 Westfield52.019 ACRES
ROBERT STEVENSON SURVEY, A-54
COLLEGE STATION, BRAZOS COUNTY, TEXAS
JANUARY 1999
Prepared By
RILEY ENGINEERING COMPANY
7182 Riley Road
Bryan, Texas 77808
(409) 589-2457
DRAINAGE REPORT
for
WESTFIELD ADDITION
52.019 ACRES
ROBERT STEVENSON SURVEY, A-54
COLLEGE STATION, BRAZOS COUNTY, TEXAS
JANUARY 1999
Prepared By
RILEY ENGINEERING COMPANY
7182 Riley Road
Bryan, Texas 77808
(409) 589-2457
TABLE OF CONTENTS
DESCRIPTION PAGE NO.
INTRODUCTION....................................................................................... 3
GENERAL LOCATION & DESCRIPTION............................................... 3
PRIMARY DRAINAGE BASIN DESCRIPTION....................................... 5
DRAINAGE DESIGN CRITERIA.............................................................. 6
SUMMARY................................................................................................ 8
RECOMENDATION.... ................. .... ........... .... .... ................... ..... ... . ......... .. 8
100-YEAR FLOOD PLAIN & MORRIS SON HYDROLOGY STUDY....... 8
CONCLUSION........................................................................................... 9
EXHIBIT DESCRIPTION
LICK CREEK DRAINAGE BASIN............................................................ "A"
WESTFIELD ADDITION SITE DRAINAGE MAP ................................... "B "
FLOOD INSURANCE RATE MAP REFERENCE ..................................... "C"
100-YEAR FLOOD HAZARD AREA, PHASE 1....................................... "D "
MAP OF PROPOSED DETENTION FOR PHASE 2 & 3.......................... "E''
MORRISS ON 100-YEAR STUDY WITH HEC-2 DATA.......................... "F"
2
INTRODUCTION:
DRAINAGE REPORT
WESTFIELD ADDITION
This drainage report is for WESTFIELD ADDITION, a proposed Addition to the City of College
Station, Brazos County, Texas, and is prepared to accomplish the desired drainage objectives per
the City of College Station Drainage Policy and Design St.andards ("DPDS"), being primarily the
reduction of flood damage .
GENERAL LOCATION AND DESCRIPTION:
The area of study is WESTFIELD ADDITION, a proposed Subdivision to the City of College
Station, Texas, comprised of 52 .019 Acres of land (the "Subject Site") which is located on the
south side of Graham Road between the intersection of Victoria A venue and the site of the new
College Station Independent School District's (C .S.I.S .D . 's) Intermediate School.
The South Fork of Lick Creek flows through the site , entering the property at its western border
approximately 1600 feet south of the Graham Road ROW Line and meandering across the
property to exit at its eastern border approximately 1900 feet south of the Graham Road ROW
3
Line, thereby dividing the 52 acres with some 38 Acres being located north of the Creek and some
14 acres being located south of the Creek.
The property immediately adjacent to the east ofthis property is owned by C .S.I .S .D . and is being
developed with a new Intermediate School and with plans to develop a new Elementary School
and Park. The property immediately adjacent to the south of this property was owned by Lick
Creek Farm & Ranch, Inc . and remains as native pasture land . The majority of the property
immediately adjacent to the west is also native pasture land with no current plans of development
and consists of the 100 acre tract owned by Mr. Carroll and the rural acreage tracts of the Bald
Prairie Subdivision which will currently remain as rural residential. There is a 1 acre tract
immediately adjacent and west of this tract at the comer of Victoria and Graham Road which is
already developed as an office building. The drainage of the adjacent tracts of land will not have
any effect on this development as they will drain naturally to their existing drainage channels .
Just Immediately southeast of this Tract (south of the School tract) is the proposed Alexandria
Subdivision which proposes a detention area which could serve the entire region .
The majority of the property has been cleared and slopes toward the Creek at an average of about
2% or less . The Creek and adjacent creek area · contain the wooded portion of this tract with
sparse growth farther away from the main channel. The existing natural drainage is for the water
to sheet flow across the pasture land from both the north and the south and drain into the South
Fork of Lick Creek.
4
The proposed WESTFIELD ADDITION will be developed with approximately 220 lots as single-
family residential home sites and with a 1.5 Acre tract at the northwest corner of this 52 acre tract
which will be at the corner of Graham Road and Victoria and which has been designated as C-3
Commercial.
PRIMARY DRAINAGE BASIN DESCRIPTION:
The South Fork of Lick Creek, which flows through the site, is part of the Primary Drainage
Basin as outlined by the City of College Station Stormwater Management Plan . The Stormwater
Management Plan identifies the Lick Creek Drainage Basin which is shown in Exhibit "A".
Additionally, Exhibit "B" shows the portion of the Lick Creek Drainage Basin which passes
through Westfield Addition . Exhibit "C" shows the portion of Lick Creek through the Subject
Site designated as Zone X from the FEMA FIRM Community Panel #48041-C-0205. The area
under development, being Phase 1 of Westfield Addition, has been more conservatively modeled
by Mr. Ronald W . Morrisson, P .E . of MORRISSON HYDROLOGY ENGINEERING, INC .
showing graphically the extent of the 100-year flood area by cross-sections developed through
Phase 1 as shown in Exhibit "D".
Sheet flows through the developed lots will be collected in the proposed streets and conveyed to
storm drainage inlets . From the inlets the storm drain system will convey the flows to Lick Creek.
Earlier developed downstream areas along the Creek, called Spring-brook and Cypress Meadows,
5
which are located along the primary drainage basin of Lick Creek were developed with no
detention. Lots adjacent to the Creek will each have a minimum slab elevation calculated by
adding at least three (3) feet to the base WESTFIELD ADDITION Study elevations .
Topographic information used was the data gathered for the City of College Station shown as the
2-foot contour maps which were prepared by WILLIAMS-STACKHOUSE , INC., of 2118
Mannix Drive , San Antonio , Texas 78217, under Contract to the City of Coillege Station, the
data being from aerial flight in February/March of 1994 . Additional confirmation was obtained
with on the ground surveying .
The initial development consists of Phase 1 which consists of approximately 13 . 5 Acres of land , of
which approximately 10 . 0 Acres are the developed lots and streets, and some 3 . 5 Acres is the
Park Area. The slab elevations will be provided for lots 5, 6 and 7, of Block 4, Phase 1. No
construction is planned in the creek area that will significantly affect the flow carrying capacity of
the creek.
DRAINAGE DESIGN CRITERIA:
All drainage design is in accordance with the City of College Station Drainage Policy and Design
Standards . The design for storm inlets and storm drains is the 10-year event. Flow calculations
for all drainage areas are based on the rational method . The following table summarizes the
flows :
6
1-5 1-10 C(Natl C(Dev) 0-5(N) 0-5(D) 0-lO(N) 0-lO(D)
1 13 .5 Ac 6.2 7.4
2 13 .0 Ac . 6 .2 7.4
3 14 .5 Ac . 6 .2 7.4
4 11 .0 Ac . 6 .2 7.4
0.35 0.60 29 .30 50 .22 34 .97 59 .94
0.35 0.60 28 .21 48 .36 33 .67 57 .72
0.35 0.60 31.47 53 .94 37 .56 64.38
0.35 0.60 23 .87 40 .92 28.49 48 .84
Tot. 52 .0 Ac. 112 .85 193.44 134 .69 230 .88
1-25 1-100 C(Nat) CIDev) Q-25(N) 0-25(D) 0-lOO(N) 0-lOO(D)
1 13 .5 Ac 8 .8 11.00 0.35 0.60 41.58 71.28 51.98 89 .10
2 13 .0 Ac . 8.8 11.00 0 .35 0.60 40.04 68.64 50 .05 85 .80
3 14 .5 Ac . 8.8 11.00 0.35 0.60 44 .66 76 .56 55 .83 95 .70
4 11.0 Ac. 8 .8 11.00 0.35 0.60 33 .88 58 .08 42 .35 72.60
Tot. 52 .0 Ac . 160 .16 274 .56 200 .21 343 .20
Both the Rainfall Intensities (I numbers) and the Coefficients (C numbers) were taken from the
City of College Station Drainage Policy and Design Standards ("DPDS "). In the event of
extreme flood flows in excess of the capacity of the storm drainage system, the flows will drain
naturally to the creek along the streets and provided drainage easements . This will minimize
property damage .
7
SUMMARY OF NATURAL DRAINAGE AND DEVELOPED DRAINAGE LOADS:
0-lOO(Nat) 0-lOO(Dev) 0-1 OO(Excess)
PHASE 1: 51.98 cfs 89.10 cfs 37.12 cfs
PHASE 2: 50.05 cfs 85.80 cfs 35.75 cfs
PHASE 3: 55.83 cfs 95.70 cfs 39.87 cfs
PHASE 4: 42.35 cfs 72.60 cfs 30.25 cfs
TOTALS: 200.21 cfs 343.20 cfs 142.99 cfs
RECOMENDATIONS:
It is our recommendation that the flow from Phase 1 be allowed with no detention. It is our
recommendation that flow from Phase 2 be totally detained to provide a detention of 85 .80 cfs. It
is our recommendation that Phase 3 be detained to provide a detention of 57 .20 cfs It is not
necessary to detain 38 .50 cfs . It is our recommendation that Phase 4 be allowed with no
detention . The total excess flow due to development is 143 cfs . We will provide detention for
143 cfs (Phase 2 & Phase 3). See Exhibit "E " showing proposed location of detention area for
both Phase 2 & 3 . Until the detention area is completed with Phase 2, the flows generated with
Phase 1 will not have any significant impact on the downstream flows .
100-YEAR FLOOD PLAIN & MORRISSON HYDROLOGY STUDY
MORRISSON HYDROLOGY ENGINEERING, INC ., is preparing a study for Phase 2 and
Phase 3 detention to be submitted at that time and which will also address the creek crossing and
8
any control of flow which may be required . The proposed detention area for Phase 2 and 3 will
be just immediately adjacent and west of the street crossing and just north of the Creek.
MORRISSON HYDROLOGY ENGINEERING, INC ., did make a study to determine the 100-
year Flood Plain through Phase 1, of the development. The modeling was done utilizing the
available City of College Station topographic maps and utilizing the U. S. Army Corps of
Engineers ' HEC-2 Computer Program . The data of the HEC-2 Program as well as the cross-
sections showing the 100-year Flood Plain is shown in Exhibit "F". The results obtained by this
study was the basis of showing the extent of the 100-year Flood Plain shown on the Plat of Phase
1 shown in Exhibit "D".
CONCLUSIONS:
This subdivision meets the requirements as stated in the City of College Station Drainage Pol icy
and design Standards .
9
EXHIBIT "F"
liY. I S'I I NC com> I'I I OtllO
HEC-2 1"A'JS:R £UR.'°.:\.C1' 'PROiILiG U . ~. 1'.RK'l COlli'S O'f' lll'GI!IEEl'
HYJ:>Rot.oorc EtlCINSSRING Cli.!l?
Vereioh ~ ~09 86COND STREET, SUITi D
..
TIME oe:29 :24 • ('16) 754i-110f,
•
x x lOC!:TJJ.X XX..'t.U: T.XXXX
x x x Y. .x x x
l(. x x x x
lDOOWt.'C :y_v_v_~ x xx.v.r.z lOtXXY.
x x x x :r.
x x x x x x
x x XX>:.lDOtX X."CO'-'\'. TJJ_v_u
J>XISTING CONDITIONS
27JAN99 PAGB l
TH:IS 11,~ EXECUTSO 27JJ\.N99 08 :251 ,24
******•••••~w•••****•*•*••••·~~·•••••
HBC-2 l'!AXBR 8!JRFAC6 PROPILBS
VQreion •. ,.2: Mooy :USll
······················~·······~······
Tl COLLBas STATION EXISTING C01'1PITION LICK CR.86K
T2 c;RAHAK ROAD lN'l'JiRM80IATE SCHOOL
TllOD YEAR.
Jl ICHSCJ< lNQ NINV IOIR S~'l' KBTRIC HVINS Q WSBL PQ
0 2 0 0 .0075 0 0 0 268
J2 NPROP I PLOT l?R11'V8 XSBC'll' XSBCH FN ALLOC IBW CHNIH I TRACE
'1 0 -1
J) Vlll.!\BLB COO BS POR SUMMARY PRIN';l'OtJT
38 1 43 42 4 5 3 54 26
QT l H25
NC . OS .OS . 05 .;I. .3
lO, 1 H HS 1100
c;R 290 572 288 6"3 286 7St 2117 ,1 819 286 945
GR 282 984 281 1000 282 1ooe 2Bl .3 l.042 284 1082
GR 286 1100 2ea 1181 289 .;z 12'0 :no 1377
Xl 2 12 906 1055 H O 111 135
GR 290 61S 2951.l 687 288 792 286 906 284 929
GR 2112 5191 281 1000 282 1010 284 l.034 28E; lOSS
c;R 2aa 1098 290 123S
Xl 3 .u 958 lO!H 129 14' lBO
c;R 290 '173 289 .:i. 863 288 9)8 2B6 ,59 20 775
GR :a2 51lll 281 1000 2a2 100, 28t 1014 <!66 1094
GR 288 1155 290 1)84
Xl 4 l3 ll31 1045 ·'2 105 75
GR 2510 7H 2851 .9 79B 288 ,15 21!6 931 284 '71
GR 282 994 291 1000 282 • 1007 2114 1012 2Bfi 1045
GR 286 .7 110) 288 1197 2$0 12'0
X:i_ 5 12 51651 1073 12~ SS 12e
GR HO en 288 95~ 28~ ,69 2e4 780 222 ,513
GR .2Rl 1000 282 1004 284 10011 284.4 1044 286 1073
GR 488 1123 290 1255
EXISTING CONPITION~
27JJ\N9!1' 08:2,:24 PAC'll •
Xl .. 1<1 93~ 102~ 166 7S Hl
<;:;< 290 817 2ae 906 28~ 9:1~ 2&4' !>31 29.2 993
GR .281 1000 ~82 1002 28<! 1012 286 1022 289 1043
GR 288 :i.o:n ,,0 1181
X.;J. 7 10 ,sz 10•0 161 108 1112
GR 290 808 289.5 870 28B 94). 286 ,53 284 990
GR 283 1000 284 1005 286 104' 2118 1055 290 1086
X1 8 12 928 1053 12' u;i ll'
GR 292 798 290 898 288 914 286 ne 285.5 956
GR 2114 988 2B3 1000 284 100, 286 1053 288 1112
GR 290 11.40 291. .• l2U
Xl 9 12 968 1018 80 '6 115
GR 292 808 no 860 2ee 87' 286 'DO 285.7 ,3,
GR .286 968 l84 9)10 28) 1000 214 1005 286 lOl.8
GR 288 1025 Ho 1055
Xl 10 11 983 1020 110 149 143
GR 292 792 290 ,09 2BS 'H 286 5183 2!14 5190
GR 283 1000 281 1011 ;28S 1020 .288 1038 290 1049
GR 292 1070
Xl 11 12 9eO 1020 1,0 280 290
Gil. 2!12 BGO no 892 288 915 287.8 ,so 286 980
GR 284 ,,0 283 1000 284 1005 286 1020 21!8 1030
GR 290 1060 292 10'8
Xl 12 14 ,,0 10;1.5 190 140 HO
GR .294 828 292 870 2,0 B7S 288 ,,0 284 9~5
GR 283 1000 284 1005 266 1010 2e.e 10l.S 290 1035
GR 292 1060 293.S 1080 2512 10~8 29:2 1125
EXISTING CONt>ITIONa
PAGE
THIS RUN 2."tECVTB D ~7JAN 99 08 :lil ;l4
REC-2 WATBR SURFACE PROFILES
4.6 .2 ; May 1991
NO'l'B-ASTERISK (:t) AT L~~-OF CROSS-SECTION troMBBR INDICATES MESS~Q~ IN SUMMARY OF ERRORS LIST
Al{
S!JMl'tARY PRINTOtrr
SBCNO CW.SBL Q .llL!UN TOPWID 85TA 11~.ST VCH
1 .000 285 .41 1425 .DO l81. oo Hl .511 9.!:0 .77 109 4.68 4 .41
2 .000 2U.19 1 .. 2s .oo 281 .00 16"4 ,08 895 .05 1D59 .13 ).42
),ODO 286 .8 7 1425.DO 281. 00 171 .3S ,H .27 ll.20 . 62 3 .'1
4 .000 287 .22 14 2 5 .. 00 2 e1 .oo 218.!17 ll21. 28 l.H0 .25 l . 76
5 .000 287 .62 1425.oo 281 .00 154 .9) 958 .4ll llll ... 2 ).72
6.000 288 .0l H2S.OO 2n .oo 193 .78 905 .09 lO U,88 3 .8 5
7 .000 288.52 14;2 5 .00 283 .DO 147 .35 316 .27 1063 ,62 3 .7 8
8 .000 288 .Bll 1425 .00 ,283 .00 217 . t6 9 06 .!)2 1124.38 2 .44
ll ,000 288 .llll 1425 .00 283.DO 110. J e 863.55 ],OJ,,92 3 .3 3
.. 10.000 28'.17 1425 .00 ,283 ,00 121 .Dl 923 . 45 1044 .46 5 .45
~ 11 , ODO 2,0.DS 1425 .DO 2113 '00 10 .65 89 1. 2 5 1060.B!) 3 .1!8
.. ],2 .000 290 .2ll 1425 .oo 283 .DO 164 . '"· BH .26 1038 .70 6 .95
i lo;
FINAL ON-SITE DRAINAGE ANALYSIS
for
PHASE 1 -WESTFIELD ADDITION
15.189 ACRES
ROBERT STEVENSON LEAGUE, A-54
COLLEGE STATION, BRAZOS COUNTY, TEXAS
MAY 1999
PREPARED BY:
RILEY ENGINEERING COMPANY
7182 Riley Road, Bryan, Texas 77808
'.
FINAL ON-SITE DRAINAGE ANALYSIS
for
PHASE 1 -WESTFIELD ADDITION
15.189 ACRES
ROBERT STEVENSON LEAGUE, A-54
COLLEGE STATION, BRAZOS COUNTY, TEXAS
MAY 1999
PREPARED BY:
INTRODUCTION
FINAL ON-SITE DRAINAGE ANALYSIS
For
WESTFIELD ADDITION -PHASE 1
College Station, Brazos County, Texas
*Revised May, 1999 *
Westfield Addition -Phase 1 is located on South Graham Road adjacent and to the west of the
New College Station ISD Intermediate School in the City of College Station, Brazos County,
Texas . This site consists of the Lot portion of Phase 1 which is to be divided into 58 Lots and
contains 10 .96 acres ofland. This Report of the On-Site Drainage Analysis for Phase 1, Westfield
Addition, is in addition to previous reports submitted to the City, one being the Drainage Report
for all of Westfield Addition and the Morrison Hydrology Report to which reference is made .
DRAINAGE PARAMETERS
Westfield Addition -Phase 1 fronts 280 feet on Graham Road and is 1, 705 feet in depth.
Currently Graham Road is being rehabilitated by the City of College Station as a Capital
Improvements Project. This will include widening of the road and building curbs , gutters and
drainage structures and storm sewer. The land slopes gently away from Graham Road at
approximately a negative (-) 1. 0% slope . There is no drainage run-off from any other area which
impacts this tract, nor does this tract 's drainage run-off impact on any other adjacent property.
Phase 1 will consist of the construction of Westfield Drive which for the first 660 feet will be a 60
ft . right-of-way with a 39 ft . street, thereafter it will become a 50 ft . right-of-way with a 28 ft .
street with a tum around cul-de-sac .
The drainage area of 10 .96 acres is divided into 6 major drainage areas as shown on the attached
Map . The Drainage parameters used for this Analysis is based on the following :
Design Frequency :..................................... Ten (10) Years
Minimum Time of Concentration ................ Ten (10) Minutes
Minimum Inlet Length ................................ Five (5) Feet
Maximum Gutter Depression ...................... Si x ( 6) Inches
Maximum Depth ofFlow ............................ Six (6) Inches
All drainage design is in accordance with the City Drainage Policy and Design Standards. The
flow calculations are based on the Rational Method .
RUN-OFF CALCULATIONS
The entire drainage area of 10 .96 acres is divided into 6 major drainage areas A through F . Each
area is further subdivided based on different flowing patterns . The Run-off Calculations are based
on the use of the "Rational Method" as a means of determining the discharge as expressed by the
formula Q =CIA, where Q is the peak discharge rate in cfs (Q/10 being the peak discharge for a
10 year storm event), C is the run-off coefficient which varies with land use, I is the rainfall
intensity based on the time of concentration from the most remote point and average velocity for
the various existing conditions, and A is the area of the basin. The run-off coefficient utilized was
0 .50 for the residential developed areas and 0.95 for pavement areas . The rainfall intensity was
based on a minimum 10 minute time of concentration and using the formula 80/(Tc + 8.5) 0 .763 ,
1 Oyear frequency was calculated to be 8.63 inches per hour . The Runoff Calculations for
Westfield Addition -Phase 1 are summarized in the following Tables . Table IA contains the
calculations of the various drainage areas based on the attached Drainage Map and together with
the use of the appropriate Runoff Coefficient , a Total value of CA was computed . Table IB
contains the calculations of the total Q/10 which is the flow in cfs applicable to each Drainage
Areas .
TABLE 1-A
CALCULATION OF CA
Drainage Runoff Co-eff. Runoff Co-eff.
Area No . Drainage Area Calculation Resident. =O . 50 Pavement=0 .95 Total CA
A-1 30 X 647 .5' = 19 ,425 S.F . 0.4459 Ac . --0 --0.4236 0 .4236
A-2 30 x 125 .0 3,750 S.F. 0 .0861 Ac. --0 --0 .0818 0.0818
A-3 110 X635.0 = 69,850 S.F . = 1.6035 Ac . 0 .8018 -0 --0 .8018
Total A 2.1355 Ac . 0 .8018 0 .5054 1.3072
B-1 30 x 670 .5 20,125 S.F. = 0 .4732 Ac . --0-0.4400 0.4400
B-2 110 x 690 .0 75 ,900 S.F. = 1.7424 Ac . 0.8712 --0 --0 .8712
Total B 2.2056 Ac . 0.8712 0.4400 1.3112
C-1 25 x 622 .5 = 15,562.5 S.F. = 0 .3573 Ac -0--0 .3394 0 .3394
C-2 115 x 622.5 = 71,587.5 S.F . = 1.6434 Ac . 0.8217 --0 --0 .8217
Total C 2 .000 Ac. 0.8217 0 .3394 l.1611
D-1 30 x 125 .0 = 3,750.0 S.F . = 0 .0861 Ac . --0 -0 .0818 0 .0818
D-2 25 x 597.5 = 14,937.5 S.F. = 0 .3429 Ac . --0 -0 .3258 0 .3258
D-3 25 x 127 .5 = 3,187.5 S.F . = 0 .0732 Ac . --0 --0 .0695 0 .0695
D-4 115 x 570 .0 = 65 .550 .0 S.F . = 1.5048 Ac . 0.7524 --0 --0.7524
TotalD 2.0070 Ac . 0 .7524 0.4771 1.2295
E-1 25 x 127 .5 = 3, 187 .5 S.F . = 0 .0732 Ac. --0 --0 .0695 0.0695
E-2 25 x 407 .5 = 10,187 .5 S.F. = 0 .2339 Ac . --0 --0 .2222 0 .2222
E-3 115 x 395 .0 = 45 ,425 .0 S.F. = 1.0428 Ac . 0 .5214 --0 --0 .5214
Total E 1.3499 Ac . 0 .5214 0 .2917 0 .8131
F-1 25 x 392 .5 = 9,812 .5 S.F . = 0 .2253 Ac . --0 --0 .2140 0 .2140
F-2 115 x 392.5 = 45 ,137 .5 S.F . = 1.0362 Ac . 0.5181 --0 -0 .5181
Total F 1.2615 Ac . 0.5181 0.2140 0 .7321
Total All Areas 10 .960 Ac . 4.2866 2 .2676 6 .5542
TABLE 1-B
CALCULATION OF 0/10
Drainage Time of Concentration
Area No. Drainage Ana CA _L _ __y__ Tic Time Int 1110 Total 0/10
A-1 0 .4459 Ac . 0 .4236 660 1.4 7.86 min. 10 min. 8 .63 3 .66
A-2 0 .0861 Ac . 0 .0818 140 1.4 1.67 min. IO min. 8 .63 0 .71
A-3 1.6035 Ac. 0 .8018 770 1.2 10 .69 min. 10 .6 9 m . 8 .39 6 .73
Total A 2.1355 Ac . 1.3072 11.10
B-1 0.4732 Ac. 0.4400 720 1.4 8.57 min. 10 min. 8 .63 3 .80
B-2 1.7424 Ac. 0.8712 800 1.2 11.11 min. 11.11 m . 8 .26 7.20
TotalB 2 .2056 Ac . 1.3112 1 1.00
C-1 0.3573 Ac 0 .3394 650 1.4 7 .74 min. 10 min. 8 .63 2 .93
C-2 1.6434 Ac . 0.8217 738 1.2 10 .24 min. 10 .24 m. 8.55 7.03
Total C 2 .000 Ac . 1.1611 9 .96
D-1 0 .0861 Ac . 0 .0818 140 1.4 1.67 min. 10 min. 8.63 0 .71
D-2 0 .3429 Ac . 0.3258 625 1.4 7.44 min. 10 min. 8 .63 2.96
D-3 0.0732 Ac . 0 .0695 140 1.4 1.67 min. 10 min. 8 .63 0 .60
D-4 1.5048 Ac . 0 .7524 685 1.2 9.51 min. 10 min. 8 .63 6.49
Total D 2 .0070 Ac . 1.2295 10 .76
E-1 0 .0732 Ac . 0 .0695 140 1.4 1.67 min. 10 min. 8 .63 0 .60
E-2 0 .2339 Ac . 0 .2222 445 1.4 5 .30 min. 10 min. 8 .63 2.01
E-3 1.0428 Ac . 0 .5214 510 1.2 7 .08 min. 10 min . 8 .63 4 .50
Total E 1.3499 Ac . 0 .8131 7.11
F-1 0 .2253 Ac. 0 .2140 405 1.4 4 .82 min. 10 min . 8 .63 1.85
F-2 1.0362 Ac . 0.5181 510 1.2 7 .08 min. 10 min. 8 .63 4 .50
Total F 1.2615 Ac . 0 .7321 6 .35
Total All Areas 10 .960 Ac. 4 .2866 2.2676 6.5542 56 .27
TABLE2
INLET SIZING
Inlet No. Total CA Total Q/a Description Capt./L .F . LReg . _L_.
1 A = 2.1355 Ac . 11.10 Rec . on Grade 1.2 cfs/ft. 9 .25 ft. 10 ft .
2 A = 2.2056 Ac . 11.00 Rec . on Grade 1.2 cfs/ft. 9 .17 ft . 10 ft .
3 A = 2.0070 Ac. 10.76 Rec . on Grade 1.2 cfs/ft 8 .97 ft. 10 ft .
4 A= 2.000 Ac . 9 .96 Rec . on Grade 1.2 cfs/ft. 8 .30 ft . 10 ft .
5 A= 1.2615 Ac . 6 .35 Rec . on Grade 1.2 cfs/ft. 5.30 ft . 10 ft.
6 A= 1.3499 Ac . 7 .11 Rec . on Grade 1.2 cfs/ft. 5 .93 ft. 10 ft.
PIPE SIZE COMPUTATIO NS
From To
Inlet Inlet Total CA Total 0 . Slope% Pipe Size Velocity Capacity
1 2 2 .1355 Ac. 11.10 cfs -1.66% 18 " 7 .3 ft/s 14 cfs
3 4 2 .0070 Ac . 10 .76 cfs -1.22% 18 " 7 .3 ft/s 14 cfs
6 5 1.3499 Ac . 7.11 cfs -1.22% 18 " 7 .3 ft/s ~4 cfs
2 4 4 .3411 Ac . 22 .10 cfs -1 .28% 24 " 8 .3 ft/s 28 cfs
4 5 8.4111 Ac . 42 .82 cfs -0 .75% 30" 8 .2 ft/s 44 cfs
6 Chan . 10 .960 Ac . 56 .27 cfs -2 .01% 30 " 11.7 ft/s 62 cfs
INLE T CALCULATIONS
Tabl e 2 summarizes the calculations for the design of the inlets . There are six inlets to be
constructed in Phase 1, Westfield Addition . Each are to be 5 ft . inlets with 5 ft . extensions . Each
inlet is able to capture all of the calculated runoff for a 10 year storm event without contributing
any substantial excess or carry-over. The inlets placed as shown will capture sufficient storm
runoff from a 1 Oyear storm event so as not to create excessive ponding in the street for such
storm event.
STORM SEWER CALCULATIONS
Table 2 summarizes the calculations for the design of the pipe size used for this Project. The
storm sewer pipe beginning at each of the three (3) inlets on the west side of Westfield Drive must
be capable of handling the anticipated flows for each of the respective areas being drained . Those
are shown in Table 2. Each pipe size will have to be 18" RCP which should be sufficient to
handle the 1 Oyear storm runoff for each respective area and carry-over, if any . The storm sewer
main placed on the east side of Westfield Drive should be of sufficient size and slope to handle the
runoff from its three (3) respective inlets on the east side of Westfield Drive as well as the added
contribution of the three (3) inlets and 18 " pipe from the west side of Westfield drive . The
beginning of the storm sewer main at Inlet #2 on the east side is to be sized with a 24" RCP pipe .
This is sufficient to handle the runoff from Areas A & B from Graham Road to Harvest Drive .
Further down at Inlet #4 , the storm sewer main size changes to 30" RCP pipe . This size is
sufficient to handle all of the runoff from Areas A, B , C & D . At Inlet #5 , the storm sewer pipe
continues as a 30" RCP pipe and is sufficient to handle all of Phase 1, Westfield Addition to the
proposed open channel.
CONCLUSIONS
This subdivision meets the requirements as stated in the City of College Station Drainage Policy
and Design Standards.
Hydrologic Analysis Study
For a Portion of the South Fork Lick Creek Tributary
Through the Westfield Addition
City of College Station, Texas
By :
Morrison Hydrology Engineering, Inc.
210 Anwld Ave. Arlington, Texas 76010
(817) 461-0321 Fax (817) 274-1338
Morrison Hydrology Engineering, Inc.
South Fork Lick Cre.ek Tributary
Page-I
Table of Contents
Introduction
Existing Condition Hydrologic Analysis
Proposed Condition Hydrologic Analysis
Existing Condition Hydraulic Analysis
Proposed Condition Hydraulic Analysis
Summary
Appendices
1. Existing Condition Hydrologic analysis
• Watershed .Map
• Existing Condition HECI Computer model
2 . Proposed Condition Hydrologic analysis
• Proposed Condition HECl model
3 . Existing Condition HEC2 model.
• Floodplain Delineation
4 . Proposed Condition HEC2 model.
• Floodplain Delineation
• Cross Section Plots
Morrison Hydrology Engineering, Inc.
South Fork Lick Creek Tributary
Page-2
Introduction
Purpose
The purpose of this study is to determine the existing, and final developed condition flows and I 00-year
floodplain elevations through the Westfield Addition development. The final or proposed condition must
show that the final flows are less than or equal to the existing condition flows .
Area Description
The upper watershed of Lick Creek is largely undeveloped with natural vegetation (trees, brush and natural
grasses). The area is relatively flat with generally less than a 1% slope. The soils are generally clay and
silt-day. The annual rainfall in Brazos County is 39. l inches.
FEMA Infonnation
The Westfield Addition Site is located in an area of the FEMA map that has no floodplain shown. The area
has not been previously studied by FEMA so there is no FEMA data available.
Existing Condition Hydrologic Analysis
Appendix l contains the HECl analysis of the watershed completed for this study. The time of
concentration was detennined by the TR55 SCS method.
Proposed (Developed) Condition Hydrologic Analysis
The Proposed Condition consists of 52 acres of development on the Westfield site. This changes the SCS
curve number, but does not affect the time of concentration The result of this development increases the
peak discharge. In order to offset this increase a detention facility was designed. This detention facility
consists of slightly undersizing a culvert (3-8x6 RCB) and widening the area upstream of the culvert. The
result of this detention reduces the I 00-year peak discharge to offset development of the site as shown
below:
Existing Condition 100-Y ear flow 1220 cfs
Proposed Condition 100-Y ear flow 1198 cfs
Existing Condition Hydraulic Analysis
The City of College Station topographic map was obtained and used to determine cross sections through
the area of the project. These sections were input into the HEC2 computer model (see appendix 3). The
result of this computer model is shown plotted on floodplain delineation. The results are shown in table 1.
Proposed Condition Hydraulic Analysis
Using the existing condition as a base the following changes were made:
Section 12 was widened to transition into the proposed culvert Side slopes are 4 : 1 and the bottom is at
elevation 284 .
Section 13 is the downstream side of the proposed culvert. This section is widened to fit the culvert.
Morrison Hydrology Engineering, Inc.
South Fork Lick Creek Tributary
Page-3
3-8x6 RCB culvert was added The Downstream flowline is at elevation 284 ' and the upstream flowline is
at elevation 286 '. The top of road for this culvert is at elevation 294 '.
Section 14 is the upstream side of the proposed culvert. This section is widened to fit the culvert.
Section 15 is widened and regraded to a 4 : l side slope. 1be top of the section is filled to allow the proposed
development.
Section 16 is not altered except to fill the left overbanks to allow the proposed development.
No other changes were made.
Summary
This report has provided a hydrologic analysis that demonstrates that the proposed project does not result in
an increased flow. This meets the City of College Station policy of "no increase" in flows as a result of
development.
COMPARISON BETWEEN EXISTING AND
PROPOSED 100 YEAR FLOOD LEVELS
EXISTING CONDITION PROPOSED CONDITION
SEC . FLOOD a VEL. SEC. FLOOD a VEL. DIFF.
NO . LEVEL NO . LEVEL
8 287.42 1220 3.67 8 287.42 1220 3 .67 0
9 287.88 1220 4.42 9 287 .88 1220 4 .42 0
10 288.31 1220 7 .13 10 288.31 1220 7 .13 0
11 289.4 1220 5.39 11 289 .4 1220 5 .39 0
12 290 .44 1220 4 .87 12 290.24 1220 3 .66 -0 .2
13 290 .34 1220 9 .42 13 289 .97 1220 6 .81 -0 .37
14 291.47 1220 2 .58 14 292.88 1220 5 .91 1.41 *INCREASE CONTAINED ON
OWNER'S PROPERTY
15 291 .08 1220 8 .71 15 293.48 1220 1.92 2 .4 *INCREASE CONTAINED ON
OWNER'S PROPERTY
16 292 .56 1220 5 .52 16 293 .28 1220 6 .4 0 .72 *INCREASE CONTAINED ON
OWNER'S PROPERTY
17 293.2 1220 4 .76 17 294 .09 1220 3.4 0 .89 *INCREASE CONTAINED ON
OWNER'S PROPERTY
18 293 .52 1220 3 .66 18 294 .21 1220 2 .93 0 .69 *INCREASE CONTAINED ON
OWNER'S PROPERTY
19 293 .68 1220 6 .52 19 294 .29 1220 4 .99 0 .61 *INCREASE CONTAINED ON
OWNER'S PROPERTY
20 295 .82 1220 5.24 20 295 .59 1220 5.68 -0 .23
Figure General Location Map
4 • •
.. Brazos
EXISTING CONDITIONS
**************************************~
*
* FLOOD HYDROGRAPH PACKAGE (HEC-1) * U.S . ARMY CORPS OP ENGINEERS
* MAY 1991 HYDROLOGIC ENGINEERING CENTE
VERSION 4 . O . lE * 609 SECOND STREET
Lahey F77L-EM /32 version 5 .01 DAVIS, CALIFORNIA 95616
Dodson & Associates , Inc . (916) 551-1748
RUN DATE 10/02/99 TIME 17 :24:20 *
*****************************************
***************************************
x x xxxxxxx xxxxx x
x x x x x xx
x x x x x
xxxxxxx xxxx x xxxxx x
x x x x x
x x x x x x
x x xxxxxxx xxxxx xxx
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OP HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW.
THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED PROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE .
THE DEFINITION OP -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP Bl. THIS IS THE PORTRAN77 VERSION
NEW OPTIONS : DAMBRBAK OUTFLOW SUBMERGENCE , SINGLE BVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS :RBAD TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE :GREEN AND AMPT INFILTRATION
KINEMATIC WAVB: NEW FINITE DIFFERENCE ALGORITHM
LINB
1
2
3
4
s
6
7
8
9
10
11
12
13
14
lS
16
17
18
19
20
BXISTING CONDITIONS
HBC-1 INPUT
ID ....... 1 ....... 2 ....... 3 ....... 4 ....... S ....... 6 ....... 7 ....... 8 ....... 9 ...... l 0
ID
ID
ID
ID
CITY OF COLLBGB STATION
WBSTFIBLD ADDITION BXISTING CONDITION
MORRISON HYDROLOGY BNGINBBRING
100 YBAR FILB : LCHlBX
* ====================================================================
* ====================================================================
IT
IO
10
s
ARBAl
0 0 14S
KK
KM
KO
HYDROGRAPH FROM ARBAl
0 0 0 l
* BASIN ARBA ..
BA
314
.4906
acres
* !NI .LOSS SCS CN
* ========
LS 0 .. LAG ..
81. s
CP 640
us .s 0 .72
RAINFALL DATA
2 YEAR
* PH SO
10 YBAR
* PH 10
2S YBAR
* PH 4
SO YEAR
* PH 2
100 YEAR
PH 1
* SOO YBAR
* PH .2 ..
ROUT
0
0
0
0
0
0
.S3 l. lS
.66 1. 4S
.7S 1. 64
.82 1. 8
.89 1. 9S
.96 2 .1
KK
KM ROUTE HYDROGRAPHTHRU ARBAl
21
2 .2
3.0
3 .49
3 .87
4 .2S
4 .63
KO 0 0 O 0 21
* CHANNEL ROUTING USING NORMAL DEPTH STORAGE
RS 1 STOR -l
* NLOB NCH NROB
RC .OS .OS .OS ..
RX
Xl
792
X2
944
LOB
983
RY 292 288 286
* FROM HEC2 STORAGE RUN
.. .. .. .. ..
.. ..
..
.. ..
..
SECT CWSEL
10.000
10.000
10 .000
10.000
10 .000
10 .000
10.000
10 .000
10 .000
20 .000
20 .000
20 .000
20 .000
20 .000
20 .000
20.000
20.000
20 .000
28S .9S
286 .SS
287 .21
287 .70
288 .11
288 .47
288 .78
288.93
289 .07
292.19
293 .07
294 .00
294 .62
29S .09
29S .47
29S .79
29S.93
296.06
XLCH SLOPE
4000 . 007S
TOE TOE
99S
283
Q
100 .00
200 .00
400 .00
600 .00
800.00
1000 .00
1200 .00
1300 .00
1400 .00
100 .00
200 .00
400.00
600 .00
800 .00
1000 .00
1200 .00
1300 .00
1400 .00
lOOS
283
STOR
1 . 71
3.04
S.07
6 .6S
8 .01
9 .24
10 .39
10 .9S
11.49
3 .0S
S.23
8 .88
11. 92
14 .62
17 .10
19 .41
20 .S2
21 .61
1
2 .6
3.9
4.6
S .2
S .6
6
1
ROB
1020
286
2.8
4 .3
5.1
S .6
6.3
7
X7
1038
288
1. 71
3 .04
S .07
6.6S
8 .01
9 .24
10 .39
10 .95
11.49
3 .3
5 .2
6 .2
7
7 .4
7 .8
XS
1070
292
1. 34
2.19
3 .81
5 .27
6.61
7.86
9.02
9.57
10 .12
3.8
6.2
7 .S
8 .4
9 .5
10 .6
4.5
7 .2
8.8
9 .8
11
12 .2
PAGB 1
LINE
21
22
23
24
25
26
EXISTING CONDITIONS
HEC -l INPUT
ID ....... l ....... 2 .....•. 3 .•..... 4 ....•.. 5 ..•.... 6 ....... 7 ....... 8 ....... 9 ...... l O
KK
KM
RS
SV
SQ
zz
ROUT
HEC2 STORAGE ROUTING THROUGH THE PROJECT AREA
Enter Modified Puls Storage Routing Data:
l STOR -l
Enter Storage-Discharge Data for Storage Routing Computations :
0 l.34 2.19 3 .81 5 .27 6 .61 7 .86 9 .02 9 .57
0 lOO 200 400 600 800 1000 1200 1300
l0 .l2
l400
PAGE 2
BXISTING CONDITIONS
***************************************
*
*
*
*
*
FLOOD HYDROGRAPH PACKAGB (HBC-1) *
MAY 1991
VBRSION 4 .0 .lB *
Lahey F77L-BM /32 ve rsion 5.01 *
Dodson & Associates , Inc . *
RUN DATB 10 /02 /99 TIMB 17:24 :2 0 *
CITY OF COLLBGB STATION
WBSTFIBLD ADDITION BXISTING CONDITION
6 IO
IT
MORRISON HYDROLOGY BNGINBBRING
100 YBAR
OUTPUT CONTROL VARIABLBS
IPRNT 5 PRINT CONTROL
I PLOT 0 PLOT CONTROL
QSCAL o. HYDROGRAPH PLOT SCALB
HYDROGRAPH TIMB DATA
PILB : LCHlBX
NMIN 10 MINUTBS IN COMPUTATION INTBRVAL
IDATB l 0 STARTING DATB
ITIMB 0000 STARTING TIMB
NQ 145 NUMB BR OP HYDROGRAPH
NDDATB 2 0 BNDING DATB
NDTIMB 0000 BNDING TIMB
ICBNT 19 CBNTURY MARK
COMPUTATION INTBRVAL
TOTAL TIMB BASB
0 .17 HOURS
24 .00 HOURS
BNGLISH UNITS
DRAINAGB ARBA
PRBCIPITATION DBPTH
LBNGTH , BLBVATION
PLOW
STORAGB VOLUMB
SURFACB ARBA
TBMPBRATURB
SQUARB MILBS
INCHBS
PBBT
CUBIC PBBT PBR SBCOND
ACRB-FBBT
A CR BS
DBGRBBS PAHRBNHBIT
ORDINATBS
* U.S . ARMY CORPS OF BNGINBB RS
HYDROLOGIC BNGINBBRING CBNTB
609 SBCOND STRBBT
DAVIS , CALIFORNIA 95616
(916 ) 551 -1748
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *
***
7 KK
9 KO
* ARBAl *
* *
*************•
OUTPUT CONTROL
IPRNT
I PLOT
QSCAL
IP NCH
!OUT
ISAVl
ISAV2
TIMI NT
VARIABLBS
5 PRINT CONTROL
0 PLOT CONTROL
o. HYDROGRAPH PLOT SCALB
1 PUNCH COMPUTBD HYDROGRAPH
21 SAVB HYDROGRAPH ON THIS UNIT
1 FIRST ORDINATB PUNCHBD OR SAVBD
14 5 LAST ORDINATB PUNCHBD OR SAVBD
0.167 TIMB INTBRVAL IN HOURS
BXISTING CONDITIONS
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *
14 KK
16 KO
**************
*
* ROUT
*
'*'**********• ... .,,
OUTPUT CONTROL VARIABLBS
IPRNT
I PLOT
QSCAL
IPNCH
IOUT
ISAVl
ISAV2
TI MINT
5 PRINT CONTROL
0 PLOT CONTROL
0. HYOROGRAPH PLOT SCALB
0 PUNCH COMPUTBD HYDROGRAPH
21 SAVB HYDROGRAPH ON THIS UNIT
l FIRST ORDINATB PUNCHBD OR SAVBD
145 LAST ORDINATB PUNCHBD OR SAVBD
0 .167 TIMB INTBRVAL IN HOURS
FLOW
TIMB IN
PBAK TIMB OF
OPBRATION STATION FLOW PBAK
HYDROGRAPH AT ARBAl 1340 . 12 .6 7
ROUTBD TO ROUT 1226 . 12.83
ROUTBD TO ROUT 1220. 12 .83
*** NORMAL BND OF HBC-1 ***
BXISTING CONDITIONS
RUNOFF SUMMARY
IN CUBIC FBBT PBR SBCOND
HOURS, ARBA IN SQUARB MILBS
AVBRAGB FLOW FOR MAXIMUM PBRIOD
6-HOUR 24-HOUR 72-HOUR
348 . 11 3 . 113 .
348 . 113 . 113 .
34 7. 112. 112 .
BASIN
ARBA
0 .49
0 .49
0 .49
MAXIMUM
STAGS
288 .27
TIMB OF
MAX STAGE
12 .83
PROPOSED CONDITIONS
* FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U .S. ARMY CORPS OF ENGINEERS
*
MAY 1991 * HYDROLOGIC ENGINEERING CENTB
*
VERSION 4 .0.lE 609 SECOND STREET
Lahey F77L-EM/32 version 5 .01 * * DAVIS, CALIFORNIA 95616
Dodson & Associates, Inc . * (916) 551-1748
RUN DATE 10 /03 /99 TIME 12 :12 :52 *
***************************************
x x xxxxxxx xxxxx x
x x x x x xx
x x x x x
xxxxxxx xxxx x xxxxx x
x x x x x
x x x x x x
x x xxxxxxx xxxxx xxx
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW .
THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE .
THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81 . THIS IS THE FORTRAN77 VERSION
NBW OPTIONS : DAMBRBAK OUTFLOW SUBMERGENCE , SINGLE BVBNT DAMAGE CALCULATION, DSS :WRITE STAGE FREQUENCY ,
DSS:RBAD TIME SERIES AT DESIRED CALCULATION INTERVAL
KINEMATIC WAVB : NBW FINITE DIFFERENCE ALGORITHM
LOSS RATE:GREEN AND AMPT INFILTRATION
LINE
l
2
3
4
5
6
7
8
9
1 0
11
12
13
14
15
16
1 7
18
19
20
PROPOSED CONDITIONS
HEC-1 INPUT
ID ....... l ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... l 0
CITY OF COLLEGE STATION WITH WESTFIELD DEVELOPED ID
ID
ID
ID
WESTFIELD ADDITION ENTIRE SUBDIVISION DEVELOPED EXISTING ELSEWHERE
MORRISON HYDROLOGY ENGINEERING
100 YEAR FILE: LCHlPR
... ====================================================================
IT
IO
Kl<
10
5
AREAl
0 0 145
KM HYDROGRAPH FROM ARBAl
KO 0 O 0 l
* BASIN AREA
314 acres
BA .4906
* !NI .LOSS SCS CN
... ~=======
LS 0 82 .6
LAG CP 640
us .5 0 . 72
RAINFALL DATA
2 YEAR
* PH 50
10 YBAR
* PH 10
25 YEAR
* PH 4
* 50 YEAR
* PH 2
100 YEAR
PH l
* 500 YEAR
* PH .2
ROUT
0
0
0
0
0
0
.53 1.15
.66 l .4S
.7S 1. 64
.82 1. 8
.89 l .9S
.96 2 .1
2 1 1
2 .2 2 .6
3 .0 3 .9
3 .49 4 .6
3.87 S .2
4 .25 s . 6
4 .63 6
Kl<
KM
KO
ROUTE HYDROGRAPHTHRU AREAl
0 0 0 0 21 l
* CHANNEL ROUTING USING NORMAL DEPTH STORAGE
RS l STOR -1
*
RC
*
RX
RY
NLOB
.OS
Xl
792
292
NCH
.OS
X2
944
288
NROB
.OS
LOB
983
286
* FROM HEC2 STORAGE RUN
SECT CWSEL
* 10.000 28S.9S
*
*
*
*
*
*
*
*
10 .000
10 .000
10 .000
10 .000
10 .000
10 .000
10.000
1 0.000
20 .000
20 .000
20 .000
20 .000
20 .000
20 .000
20 .000
20 .000
20 .000
286 .SS
287.21
287 .70
288 .11
288.47
288 .78
288.93
289 .0 7
XLCH
4000
TOE
99S
283
Q
100 .00
200 .00
400 .00
600 .00
800 .00
1000.00
1200 .00
1300.00
1400 .00
100 .0
200 .0
400 .0
600 .0
800.0
1000 .0
1200 .0
1300 .0
1400 . 0
SLOPB
.007S
TOB
lOOS
283
STOR
1 .71
3 .04
S.07
6 .6S
8 .01
9 .24
10 .39
10 .9S
1 1.49
ROB
1020
286
3 .43
S .6S
9 .26
1 2.3S
lS .23
18 .03
20 .88
22 .2S
24 .36
2 .8
4 .3
S .l
S .6
6 .3
7
X7
1038
288
1 .71
3 .04
S .07
6 .6S
8 .01
9 .2 4
10 .39
10 .9S
11 .49
3.3
S .2
6.2
7
7.4
7.8
XS
1070
292
1 . 72
2.61
4 .19
S .7
7 .22
8 .79
10 .49
11.3
1 2.8 7
3 .8
6 .2
7 .S
8 .4
9.S
10 .6
4 .S
7.2
8 .8
9.8
11
12.2
PAGE l
LINB
21
22
23
24
25
26
PROPOSED CONDITIONS
HBC-1 INPUT
ID ....... 1 ....... 2 ..•.... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10
KK
KM
RS
SV
SQ
zz
ROUT
HBC2 STORAGE ROUTING THROUGH THE PROJECT AREA
Bnter Modified Puls Storage Routing Data:
1 STOR -1
Enter Storage-Discharge Data for Storage Routing Computations:
0 1 .72 2.61 4 .19 5 .7 7.22 8 .79 10.49
0 100 200 400 600 800 1000 1200
11.3
1300
12 .87
1400
PAGB 2
*
*
*
PROPOSED CONDITIONS
*
FLOOD HYDROGRAPH PACKAGE (HEC-1) * U.S . ARMY CORP S OP ENGINEERS
MAY 1991 * HYDROLOGIC ENGINEERING CENTE
VERSION 4 .0.lE * 609 SECOND STREET
Lahey P7 7L-EM /32 v ersion 5 .01 DAVIS, CALIFORNIA 95616
Dodson & Associates , Inc. (91 6) 5 51-1748
RUN DATE 10 /03 /99 TIME 12:12 :52
CITY OP COLLEGE STATION WITH WESTFIELD DEVELOPED
WESTFIELD ADDITION ENTIRE SUBDIVISION DEVELOPED EXISTING ELSEWHERE
6 IO
IT
MORRISON HYDROLOGY ENGINEERING
100 YBAR PILE:
OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
I PLOT 0 PLOT CONTROL
QSCAL o. HYDROGRAPH PLOT SCALE
HYDROGRAPH TIME DATA
NMIN 10 MINUTES IN COMPUTATION INTERVAL
ID ATE l 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 145 NUMBER OP HYDROGRAPH
ND DATE 2 0 ENDING DATE
NDTIME 0000 ENDING TIME
I CENT 19 CENTURY MARK
COMPUTATION INTERVAL
TOTAL TIME BASE
0.17 HOURS
24 .00 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
PLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
SQUARE MILBS
INCHES
FEET
CUBIC FEET PER SECOND
ACRE-FEET
ACRES
DEGREBS FAHRENHEIT
ORDINATES
LCHlPR
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *
'lr****W********
*
7 Kl< ARBAl
* *
**•*******•***
9 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
I PLOT 0 PLOT CONTROL
QSCAL o. HYDROGRAPH PLOT SCALE
IPNCH l PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAVl l FIRST ORDINATE PUNCHBD OR SAVED
ISAV2 145 LAST ORDINATE PUNCHED OR SAVED
TI MINT 0 .167 TIME INTBRVAL IN HOURS
PROPOSED CONDITIONS
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *
**'************
14 KK ROUT *
**************
16 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
I PLOT 0 PLOT CONTROL
QSCAL 0 . HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVB HYDROGRAPH ON THIS UNIT
ISAVl l FIRST ORDINATE PUNCHED OR SAVBD
ISAV2 145 LAST ORDINATE PUNCHED OR SAVBD
TIMINT 0 .167 TIMS INTERVAL IN HOURS
OPBRATION STATION
HYDROGRAPH AT ARB Al
ROUTBD TO ROUT
ROUTBD TO ROUT
*** NORMAL BND OF HBC-1 ***
PBAK
FLOW
1356 .
1241.
1212.
PROPOSBD CONDITIONS
RUNOFF SUMMARY
FLOW IN CUBIC FBBT PBR SBCOND
TIMB IN HOURS, ARBA IN SQUARB MILBS
TIMB OF
PBAK
12.67
12 .83
12.83
AVBRAGB FLOW FOR MAXIMUM PBRIOD
6-HOUR 24-HOUR 72-HOUR
352 . 115 . 115 .
352 . 114. 114.
352 . 114 . 114 .
BASIN
AREA
0 .49
0 .49
0 .49
MAXIMUM
STAGB
288.2 9
TIMB OF
MAX STAGE
1 2.8 3
********************************************
***************************************
*
*
*
HEC-2 WATER SURFACE PROFILES
Versio n 4 .6 .2 ; May 1991
RUN DATE 020CT99 TIME
*
*
*
21 :25 :58
********************************************
***************************************
x
x
x
EXISTING CONDITION HEC2 MODEL
x xxxxxxx xxxxx
x x x x
x x x
xxxxxxx xxxx x xxxxx
x x x x
x x x x x
x x xxxxxxx xxxxx
U .S . ARMY COR PS OF ENGINEERS
HYDROLOGIC ENGINEERING CENTER
609 SECOND STREET, SUITE D
DAVIS, CALIFORNIA 95616 -4 68 7
(916 ) 756-1104
xxxxx
x x
x
xxxxx
x
x
xxxxxxx
EXISTING CONDITION HEC2 MODEL
020CT99 21:2S:S8 PAGE l
THIS RUN EXECUTED 020CT99 21 :2S:S8
*************************************
HEC-2 WATER SURFACE PROFILES
Version 4 .6.2; May 1991
*************************************
Tl COLLEGE STATION EXISTING CONDITION SOUTH FORK LICK CREEK TRIBUTARY
T2 WESTFIELD ADDITION
T3 100 YEAR FILE : SFLCTEX
Jl I CHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ
0 2 0 0 .0044 0 0 0 288
J2 NPROF I PLOT PRFVS XSECV XSECH FN AL LDC IBW CHNIM I TRACE
-1 0 -1
J3 VARIABLE CODES FOR SUMMARY PRINTOUT
38 l 43 42 4 S3 S4 26
QT l 1220
NC .OS .OS .OS .l .3
Xl 8 12 928 10S3 126 122 139
GR 292 798 290 898 288 914 286 928 28S .S 9S6
GR 284 988 283 1000 284 1006 286 10S3 288 1112
GR 290 1140 291.4 1219
Xl 9 12 968 1018 80 96 llS
GR 292 808 290 860 288 879 286 900 28S.7 939
GR 286 968 284 990 283 1000 284 lOOS 286 1018
GR 288 102S 290 lOSS
Xl 10 10 98S 1020 120 160 110
GR 292 790 290 910 288 9SO 286 98S 284 990
GR 284 1010 286 1020 288 1040 290 lOSO 292 1070
Xl 11 12 990 lOlS 80 140 120
GR 294 S80 292 9SO 290 970 288 980 286 990
GR 284 99S 284 1010 286 lOlS 288 1070 290 1090
GR 292 1120 294 1310
Xl 12 11 990 lOlS 200 160 330
GR 294 8SO 292 880 290 898 288 990 284 99S
GR 284 lOOS 286 1010 288 lOlS 290 1110 292 1220
GR 294 1310
EXISTING CONDITION HEC2 MODEL
020CT99 21:25 :58 PAGE 2
Xl 13 15 994 1008 40 40 40
GR 294 750 292 855 290 920 288 990 286 994
GR 284 998 284 1005 286 1008 290 1010 292 1020
GR 293 .5 1045 292 1070 292 1150 294 1240 296 1340
Xl 14 11 960 1050 60 60 80
GR 294 850 292 905 290 938 288 960 286 995
GR 286 1005 288 1050 290 1060 292 1080 294 1250
GR 296 1335
Xl 15 11 990 1010 50 105 70
GR 294 89 0 292 940 290 975 288 990 286 995
GR 286 1005 288 1010 290 1030 292 1055 294 1150
GR 296 1290
Xl 16 10 985 1010 140 110 130
GR 294 800 292 888 290 985 288 990 286 995
GR 286 1003 290 1010 292 1035 294 1050 296 1320
Xl 17 9 990 1015 150 140 180
GR 294 848 292 915 290 990 286 995 286 1002
GR 288 1010 290 1015 292 1025 294 1035
Xl 18 12 968 1012 80 120 110
GR 297.4 790 296 865 294 940 292 960 290 968
GR 288 990 288 1010 290 1012 292 1070 294 1095
GR 296 1150 298 1340
Xl 19 11 975 1025 155 100 130
GR 298 760 296 890 294 910 292 975 290 990
GR 288 1000 290 1005 292 1025 294 1040 296 1100
GR 298 1220
Xl 20 12 940 1 _025 200 220 220
GR 300 670 298 865 296 940 294 970 292 985
GR 290 995 290 1008 292 1010 294 1020 296 1025
GR 298 1160 300 1270
EXISTING CONDITION HBC2 MODEL
020CT99 21 :2S:S8 PAGB 3
SECNO DEPTH CWSE L CRIWS WSELK BG HV HL OLOSS L-BANK BLBV
Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK BLEV
TIME VLOB VCH VROB XNL XNCH XNR WTN BLMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC I CONT CORAR TOPWID BNDST
*PROF 1
CCHV= .100 CEHV= .300
*SECNO 8 .000
8.000 4.42 287.42 .00 288 .00 287.62 .20 .0 0 .oo 286 .00
1220 .0 11. l 1161.9 47 .0 7.1 316 .9 29 .9 .o .o 286.00
.00 l.S6 3.67 l.S 7 .oso .o so .o so .000 283 .00 918 .04
.004413 126 . 139 . 122. 0 0 s .00 176.94 1094 .98
*SECNO 9 .000
9.000 4 .88 287 .88 .oo .oo 288 .11 .24 .48 .01 286.00
1220.0 474.4 734 .2 11 .4 1S6 .2 166 .3 6 .2 .8 .4 286 .00
.01 3 .04 4 .42 1. 86 .oso .oso .oso .000 283 .00 880 .31
. 004492 80 . llS . 96 . 2 0 0 .00 144 .26 1024 .S6
*SBCNO 10.000
3302 WARNING : CONVEYANCE CHANGB OUTS IDB OF ACCEPTABLE RANGE, KRATIO = .68
10 .000 4.31 288.31 .00 .00 288.97 .66 .73 .13 2 86 .00
1220 .0 160 .S 968 .3 91. 2 46.7 13S .8 26.4 1. s .7 286 .00
.01 3 .44 7 .13 3 .46 .oso .o so .oso .000 284 .00 943.84
. 0096S6 120. 110 . 160 . 2 0 0 .00 97.70 1041.S4
*SECNO 11. 000
3302 WARNING : CONVBYANCE CHANGE OUTSIDE OF ACCEPTABLB RANGE, KRATIO = 1. SS
11 .000 S .40 289.40 .00 .00 289. 72 .32 . 71 .03 286 .00
1220.0 87 .0 673 .7 4S9 .3 28.9 12S .O 141. 8 2 .2 1. 0 286 .00
.02 3.01 5 .39 3.24 .oso .oso .oso .000 284 .00 973 .00
.004006 80 . 120. 140 . 2 0 0 .00 110 .99 1084 .00
*SECNO 12 .000
12.000 6.44 290 .44 .00 .00 290 .66 .23 .93 .01 288.00
1220 .0 28S .8 636.S 297 .7 132 .4 130.8 141. 0 4.1 1 .8 288.00
.0 4 2.16 4.87 2 .11 .oso .oso .oso .000 284 .00 894.13
.003302 200. 330. 160. 2 0 0 .00 239.SS 1133 . 67
EXISTING CONDITION HBC2 MODEL
02 0CT99 21:2S :S8 PAGE 4
SBCNO DEPTH CWSBL CRIWS WSBLK BG HV HL OLOSS L-BANK ELEV
Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV
TIME VLOB VCH VROB XNL XNC H XNR WTN ELM IN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC !CONT CORAR TOPWID END ST
*SBCNO 13 .000
3301 HV CHANGED MORE THAN HVINS
368S 20 TRIALS ATTEMPTED WSBL,CWSBL
3693 PROBABLE MINIMUM SPECIFIC ENERGY
3720 CRITICAL DEPTH ASSUMED
13 .000 6.34 290.34 290 .34 . 00 291.30 .96 .22 .22 286 .00
1220 .0 434.8 770.2 lS.O 109.2 81. 8 s.o 4 .4 1. 9 2 86 .00
.04 3 .98 9 .42 3 .02 .oso .os o .oso .000 284.00 908.90
. 010S3S 40 . 40. 40 . 20 s 0 .00 102.81 1011 . 71
*SECNO 14.000
3301 HV CHANGED MORE THAN HVINS
3302 WARNING : CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 3 .2S
14 .000 S .47 291.47 . 00 .00 291.S6 .09 .17 .09 288 .00
1220 .0 106 .1 1064 .1 49 .8 72.0 411 .9 3S .4 s .o 2.1 288.00
.OS 1.47 2 .S8 1. 41 .oso .o so .o so .000 286 .00 913 .82
. 000996 60 . 80 . 60 . 2 0 0 .00 160 .83 1074. 6S
*SBCNO lS.000
3301 HV CHANGED MORE THAN HVINS
3302 WARNING : CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .29
lS.000 S .08 291 .08 .00 .00 291 .97 .89 .17 .24 288 .00
1220 .0 186.3 798.4 23S.3 41. 6 91.7 49 .1 S .6 2.4 288.00
.OS 4.48 8 .71 4.80 .oso .oso .oso .000 286 .00 9S6.01
.011847 so . 70 . lOS. 4 0 0 .00 87 .S6 1043.S7
*SBCNO 16 .000
3301 HV CHANGED MORE THAN HVINS
BXISTING CONDITION HBC2 MOD BL
020CT99 21:2S :S8 PAGB s
SBCNO DBPTH CWSBL CRIWS WSBLK BG HV HL OLOSS L-BANK BLBV
Q QLOB QCH QROB ALOB ACH AROB VO L TWA R-BANK BLBV
TIMB VLOB VCH VROB XNL XNCH XNR WTN BLMIN SSTA
SLOPB XLOBL XLCH XLOBR I TRIAL IDC I CONT CORAR TOPWID BNDST
3302 WARNING : CONVBYANCB CHANGB OUTS IDB OF ACCBPTABLB RANGB, KRATIO = 1. 68
1 6 .000 6.S6 292.S6 .00 .00 292.88 .32 .86 .06 290 .00
1220.0 399 .6 718 . 2 102.3 1S8 .7 130 .1 40 .3 6.3 2 .7 290 .0 0
.06 2 .S2 S.S2 2 .S4 .oso .oso .oso .000 286 .00 863.19
. 004204 140. 130. 110 . 3 0 0 .0 0 176.04 1039 .23
*SBCNO 17 .000
17 .000 7 .20 293.20 .00 .00 293 .44 .24 .SS .01 290 .00
1220 .0 4 S 8.4 700.8 60 .8 189 .9 147.2 2S .7 7 .6 3 .3 290 .00
.07 2.41 4 .76 2.36 .oso .oso .oso .0 00 286 .00 874 .S7
.002680 lSO . 180 . 140. 2 0 0 .00 1S6 .47 1031.04
*SBCNO 18 .000
18 .000 S .S 2 293 .S2 .oo .oo 293.68 .16 .23 .01 290 .00
1220 .0 S8 .9 801.1 360 .1 31. 0 219 .0 160.8 a .s 3 .7 290 .00
.oa i. as 3.66 2 .24 .oso .o so .050 .000 288 .00 944.78
.001833 80 . 110. 120 . 2 0 0 .00 144 .25 1089.03
*SECNO 19 .000
3302 WARNING : CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .43
19 .000 5.68 293 .68 .00 .00 294 .27 .59 .46 .13 292 .00
1220 .0 122 .0 1070.0 28.0 45.9 164.0 10 .6 9.4 4 .1 292 .00
.09 2 .66 6.52 2 .64 .0 50 .050 .050 .000 288 .00 920 .39
. 010100 lSS . 130. 100. 2 0 0 .oo 117. 21 1037 .60
*SECNO 20.000
20.000 S .82 29S.82 .oo .0 0 296.24 .43 1. 95 .02 296 .00
1220 .0 .0 1220 .0 .o .0 232.7 .0 10 .6 4.5 296 .00
.10 .00 S .24 .00 .000 .050 .0 00 .000 290.00 942 .76
.007946 200 . 220. 220. 3 0 0 .00 81 .78 1024 .S4
EXISTING CONDITION HBC2 MODBL
020CT99 21:25 :58 PAGB 6
THIS RUN BXBCUTBD 020CT99 21:25 :58
HBC-2 WATBR SURFACB PROFILBS
Version 4 .6.2; May 1991
NOTB-ASTBRISK (*) AT LBFT OF CROSS-SBCTION NUMBBR INDICATBS MBSSAGB IN SUMMARY OF BRRORS LIST
100 YBAR
SUMMARY PRINTOUT
SBCNO CWSBL Q BLMIN TOPWID SSTA BNDST VCH
8 .000 287 .42 1220 .00 283 .00 176 .94 918.04 1094 .98 3 .67
9.000 287 .88 1220.00 283.00 144.26 880.31 1024 .56 4 .42
10.000 288.31 1220 .00 284 .00 97 .70 943.84 1041.54 7 .13
* 11.000 289.40 1220.00 284 .00 110.99 973 .00 1084 .00 5 .39
12 .000 290 .44 1220 .00 284.00 239.55 894.13 1133 .67 4 .87
* 13.000 290 .34 1220.00 284 .00 102.81 908.90 1011 .71 9 .42
14.000 291.47 1220.00 286 .00 160.83 913 .82 10 7 4 .65 2.58
* 15 .000 291.08 1220.00 286 .00 87.56 956.01 1043.57 8 .71
* 16.000 292 .56 1220.00 286 .00 176.04 863.19 1039 .23 5 .52
17.000 293.20 1220 .00 286 .00 156 .47 874.57 1031.04 4.76
18 .000 293 .52 1220.00 288 .00 144.25 944.78 1089 .03 3.66
* 19 .000 293 .68 1220.00 288 .00 117.21 920.39 1037. 60 6.52
20.000 295.82 1220.00 290 .00 81.78 942 .76 1024. 54 5.24
EXISTING CONDITION HEC2 MODEL
020CT99 21 :25 :58 PAGB 7
SUMMARY OF ERRORS AND SPECIAL NOTES
WARNING SECNO= 10 .000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO = 11 . 000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
CAUTION SECNO= 13 .000 PROFILE= 1 CRITICAL DEPTH ASSUMED
CAUTION SECNO= 13 . 000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY
CAUTION SBCNO= 13 .000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL
WARNING SECNO= 14 . 000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 15 .000 PROFILE= 1 CONVEYANCE CHANGE OUTS IDB ACCEPTABLE RANGE
WARNING SECNO= 16 .000 PROFILE= 1 CONVEYANCE CHANGE OUTS IDB ACCEPTABLE RANGE
WARNING SECNO= 19 .000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
·-·---·--·--······---,----------·--·----····--·--·---·---··-------·---ICO YEAR---·-----·---·-·---·------·---·----·-·--·--·----·-----·-------·--1
31 0 __ ,_1 ___ ---·-------------· -·-· ----·---·---··--~------___::~s ffc tlon.:_ <a 4:0 :_o:__. __ ---------~-------·----------·-·--------·---____ 1 !
I 'I I i I
I
1
I ~ i
I I ~ 1' I EXISTING CONDITIONS I \./ATER SURFACE PROFILES i
~ I
1 I
• ,I 1 I
I i
Jil I !
1 I ~ 11
j ll !
i
1 I I
i i
I I ! I 28<t-j----,-·-----,------,----,--,----, ,----------i-----,-----,-----,...-----1 I
o 300 '°° 900 1200 1500 1eoo 2100 I
I
Cha.rwwl L.ngth <ft) I
1nv .... =t========-·;::::-~=-=~~~:~~=--· --==-~=~==-=-:--=-:=---~)]
********************************************
***************************************
* HEC-2 WATER SURFACE PROFILES
*
*
*
Version
RUN DATE
4.6.2; May 1991
030CT99 TIME
*
*
*
*
12 :0 8 :57 *
x
x
x
PROPOSED CONDITION HEC2 MODEL
x xxxxxxx xxxxx
x x x x
x x x
xxxxxxx xxxx x xxxxx
x x x x
x x x x x
x x xxxxxxx xxxxx
* U.S . ARMY CORPS OF ENGINEERS
HYDROLOGIC BNGINBBRING CENTER
609 SECOND STREET, SUITS D
* DAVIS, CALIFORNIA 95616-4687
(916 ) 756-1104
xxxxx
x x
x
xxxxx
x
x
xxxxxxx
PROPOSED CONDITION HEC2 MODEL
030CT99 12:08 :S7 PAGE 1
THIS RUN BXBCUTED 030CT99 12 :08 :S7
HEC-2 WATER SURFACE PROFILBS
Version 4 .6.2; May 1991
Tl COLLBGE STATION DBVELOPB CONDITION SOUTH FORK LICK CREEK TRIBUTARY
T2 WBSTFIELD ADDITION
T3 100 YBAR FILE : SFLCTPR
Jl ICHBCK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ
0 2 0 0 .0044 0 0 0 288
J2 NPROF I PLOT PRFVS XSECV XSECH FN AL LDC IEW CHNIM I TRACE
-1 0 -1
J3 VARIABLE CODES FOR SUMMARY PRINTOUT
38 1 43 42 4 S3 S4 26
QT 1 1220
NC .OS .O S .OS .1 .3
Xl 8 12 928 10S3 126 122 139
GR 292 798 290 898 288 914 286 928 28S.S 9S6
GR 284 988 283 1000 284 1006 286 10S3 288 1112
GR 290 1140 291. 4 1219
Xl 9 12 968 1018 80 96 llS
GR 292 808 290 860 288 879 2 86 900 28S.7 939
GR 286 968 284 990 283 1000 284 lOOS 286 1018
GR 288 102S 290 lOSS
Xl 10 10 98S 1020 120 160 110
GR 292 790 290 910 288 9SO 286 98S 284 990
GR 284 1010 286 1020 288 1040 290 lOSO 292 1070
Xl 11 12 990 lOlS 80 140 120
GR 294 S80 292 9SO 290 970 288 980 286 99 0
GR 284 99S 284 1010 286 lOlS 288 1070 290 1090
GR 292 1120 294 1310
PROPOSED CONDITIONS====================================================
widEN CHANNEL AND STRAIGHTEN .
Xl 12 10 977 1023 200 160 330
GR 294 8SO 292 880 290 898 288 977 284 98S
GR 284 lOlS 288 1023 290 1110 292 1220 294 1310
PROPOSED CO NDITIONS ====================================================
Reshape channel to fit culvert.
PROPOSBD CONDITION HBC2 MOD BL
030CT99 12 :08 :57 PAGB 2
Xl 13 13 985 1015 40 40 40
X3 10 294 294
GR 294 750 292 855 290 920 288 985 284 98S
GR 284 101S 290 101S 292 1020 292 104S 292 1070
GR 292 llSO 294 1240 296 1340
PROPOSBD CONDITIONS====================================================
3-8X6 RCB DSFL=284 USFL=286
Reshape channel to fit culvert.
Culvert sized to provide detention .
SC 3.012 .s 2 .63 0 6 8 60 8.1 286 284
PROPOSED CO NDITIONS====================================================
Reshape channel to fit culvert .
Xl 14 4 98S lOlS 60 60 80
X2 0 0 2 292 294
X3 10 294 294
BT -6 98S 294 294 98S 294 286 98S 294 292
BT 1015 294 292 lOlS 294 286 lOlS 294 294
GR 294 98S 286 98S 286 lOlS 294 lOlS
14 11 98S lOlS 60 60 80
0 0 2 292 294
10 294 294
-12 8SO 294 294 90S 294 292 938 294 290
960 294 288 98S 294 286 98S 294 292
101S 294 292 101S 294 286 lOSO 294 288
1060 294 290 1080 294 292 1250 294 294
294 8SO 292 90S 290 938 288 960 286 98S
286 lOlS 288 lOSO 290 1060 292 1080 294 12SO
296 133S
PROPOSBD CONDITIONS======•=============================================
widBN THB SBCTION IN ORDBR TO PROVIDB DBTBNTION
FILL IN OVBRBANKS
Xl 15 6 918 1037 so lOS 70
GR 294 890 294 918 292 926 286 9SO 28 6 1005
GR 294 1037
lS 11 990 1010 so lOS 70
294 890 292 940 290 97S 288 990 286 99S
286 lOOS 288 1010 290 1030 292 lOSS 294 llSO
296 1290
FILL ON LBFT OVBRBANKS
Xl 16 10 98S 1010 140 110 130
GR 294 800 294 969 290 98S 288 990 286 99S
GR 286 1003 290 1010 292 103S 294 lOSO 296 1320
PROPOSBD CONDITION HBC2 MODBL
030CT99 12 :08 :5 7 PAGB 3
Xl 1 7 9 990 1015 150 140 180
GR 294 848 292 915 290 990 286 995 286 1002
GR 288 1010 290 1015 292 1025 294 1035
Xl 18 12 968 1012 80 120 110
GR 297 .4 790 296 865 294 940 292 960 29 0 968
GR 288 990 288 1010 290 1012 292 10 7 0 294 1095
GR 296 1150 298 1340
Xl 19 11 975 1025 155 100 130
GR 298 760 296 890 294 910 292 975 290 990
GR 288 1000 290 1005 292 1025 294 1040 296 1100
GR 298 1220
Xl 20 12 940 1025 200 220 220
GR 300 670 298 865 296 940 294 970 292 985
GR 290 995 290 1008 292 1010 294 1020 296 1025
GR 298 1160 300 1270
PROPOSBO CONDITION HBC2 MOD BL
030CT99 12:08:57 PAGB 4
SBCNO DBPTH CWSBL CRIWS WSBLK BG HV HL CLOSS L-BANK BLBV
Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK BLB V
TIMB VLOB VCH VROB XNL XNCH XNR WTN BLMIN SSTA
SLOPB XLOBL XLCH XLOBR ITRIAL IDC I CONT CORAR TOPWIO BNDST
*PROF 1
CCHV= .100 CBHV= .300
*SBCNO 8 .000
8 .000 4.42 287 .42 .oo 288.00 287 .62 .20 .00 .00 286.00
1220 .0 11.1 1161.9 47.0 7.1 316.9 29 .9 . 0 .0 286 .00
.00 1. 56 3.67 1.57 .050 .050 .050 .coo 283.00 918 .04
. 004413 126. 139. 122 . 0 0 5 .00 176 .94 1094.98
*SBCNO 9.000
9 .000 4 .88 287 .88 .00 .00 288 .11 .24 .48 .01 286.00
1220 .0 474.4 734.2 11. 4 156 .2 166.3 6 .2 . 8 .4 286.00
.01 3 .04 4.42 1 .86 .050 .050 .050 .000 283.00 880 .31
. 004492 80 . 115 . 96. 2 0 0 .00 144 .26 1024 .56
*SBCNO 10 .000
3302 WARNING : CONVBYANCB CHAN GB OUTS IDB OF ACCBPTABLB RANGB, !<RATIO = . 68
10 .000 4 .31 288.31 .00 .00 288.97 .66 .73 .13 286 .0 0
1220 .0 160.5 968.3 91 .2 46 .7 135.8 26 .4 1. 5 .7 286.00
.01 3 .44 7.13 3 .46 .050 .050 .050 .000 284.00 943 .84
.009656 120. 110 . 160 . 2 0 0 .00 97 .70 1041.54
*SBCNO 11 .000
3302 WARNING : CONVBYANCB CHAN GB OUTS IDB OF ACCBPTABLB RANGB, !<RATIO = 1. 55
11 .000 5.40 289 .40 .00 .00 289.72 .32 . 71 .03 286.00
1220.0 87.0 673.7 459 .3 28 .9 125.0 141 .8 2 .2 1. 0 286.00
.0 2 3 .01 5 .39 3 .24 .050 .050 .050 .000 284.00 973 .00
.004006 80 . 120 . 140 . 2 0 0 .oo 110 . 99 1084 .00
*SBCNO 12 .000
3302 WARNING : CONVBYANCB CHANGB OUTSIDE OF ACCBPTABLE RANGE, !<RATIO = 1. 57
12.000 6 . 24 290.24 .oo .oo 290 .41 .17 .67 .02 288.00
1220 .0 135 .7 934.4 149.9 98 .1 255.0 109.4 4 .4 1. 8 288 .00
.04 1. 38 3.66 1 .37 .050 .050 .050 .000 284 .00 895 .85
.001635 200 . 330 . 160 . 3 0 0 . 00 227.30 1123 .15
PROPOSED CONDITION HBC2 MODBL
030CT99 12 :08 :57
SllCNO DllPTH CWSBL CRIWS WSBLK BG HV HL
Q QLOB QCH QROB ALOB ACH AROB VOL
TIMS VLOB VCH VROB XNL XNCH XNR WTN
SLOPS XLOBL XLCH XLOBR ITRIAL IDC I CONT CORAR
*SllCNO 13 .000
3301 HV CHANGED MORB THAN HVINS
3302 WARNING : CONV!lYANCB CHANGE OUTSIDE OF ACCBPTABLB RANGB, !<RATIO .48
3495 OV!lRBANK ARBA ASSUMED NON-BFFBCTIVB, BLLllA= 294 .00 BLRBA=
13. 000 5 .97 289 .97 .oo .oo 290.69 . 72
1220 .0 .0 1220.0 .0 .0 179 .2 .0
.05 .00 6 .81 .00 .000 .050 .000
.007095 40 . 40 . 40 . 2 0 0
SPECIAL CULVERT
SC CUNO CUNV BNTLC COFQ RDLBN RISS SPAN
3 .012 .so 2.63 .oo 6 .00 8 .00
CHART 8 -BOX CULVERT WITH FLARED WINGWALLS; NO INLBT TOP BDGB BBV!lL
SCALB l -WINGWALLS FLARED 30 TO 75 DBGRBBS
*SBCNO 14.000
SPECIAL CULVERT OUTLET CONTROL
BGIC = 292 .910 BGOC = 293.418 PCWSB= 289 .971 BLTRD= 294 .000
SPECIAL CULV!lRT
BGIC BGOC H4 QWBIR QCULV VCH ACULV
292 .91 293 .42 2 . 73 0 . 1220. 5 .910 144.0
3495 OVBRBANK ARBA ASSUMED NON-BFP!lCTIVll , BLLBA= 294.00 BLRBA=
14.000 6 .88 292 .88 .00 .00 293 .42 .54
1220 .0 .o 1220 .0 .0 .0 206 .4 .0
.05 .00 5 .91 .00 .000 .050 .000
. 004998 60 . BO. 60 . 2 0 0
*SBCNO 15 .000
294 .00
.12
4 .7
.000
.oo
CULVLN
60 .00
BLTRD
294 .00
294 .00
2 .73
5 .1
.000
.00
CLOSS
TWA
BLf1IN
TO PW ID
.17
1.9
284.00
30 .00
CHRT
B
WBIRLN
0 .
.00
2 .0
286 .00
30 .00
L-BANK
R-BANK
SSTA
llNDST
2 88 .0 0
290 .00
985 .00
1015 .00
SCL
l
294 .00
294 .00
985 .00
1015 .00
PAGll 5
BL!l V
BLllV
BLCHU BLCHD
286 .00 284.00
PROPOSED CONDITION HBC2 MOD BL
030CT99 12 :08:S7 PAGB 6
SBCNO DBPTH CWSBL CRIWS WSBL K BG HV HL OLOSS L-BANK BLBV
Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK BLBV
TIMB VLOB VCH VROB XNL XNCH XNR WTN BLMIN SSTA
SLOPB XLOBL XLCH XLOBR ITRIAL IDC I CONT CORAR TOPWID BNDST
3302 WARNING : CONVBYANCB CHANGB OUTSIDE OF ACCBPTABLE RANGE , KRATIO = 3.39
lS.000 7 .48 293.48 .00 .00 293.S4 .06 .07 .OS 294 .00
1220 .0 .0 1220 .0 . 0 .o 63S .S .0 S .8 2 .1 294.00
.06 .00 l. 92 .00 .000 .oso .000 .000 286.00 920. 07
. 000436 so . 70 . lOS. 2 0 0 .00 114 . 86 1034.93
*SECNO 16 .000
3302 WARNING: CONVBYANCB CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .30
16 .000 7 .28 293 .28 .00 .00 293.81 .S3 .13 .14 290.00
1220.0 60.3 947.9 211. 8 21 .6 148 .l 63 .3 7 .0 2 .4 290.00
.07 2.80 6 .40 3.3S .oso .oso .oso .000 286 .00 971.87
. 0047S6 140 . 130. 110. 3 0 0 .00 72. 76 1044 .62
*SBCNO 17 .000
3280 CROSS SECTION 1 7.00 EXTENDED .09 FBET
3302 WARNING : CONVEYANCE CHANGE OUTSIDE OF ACCBPTABLB RANGB, KRATIO = 2.04
17 .000 8 .09 294 .09 .0 0 .00 294 .20 .11 .34 .04 290.00
1220.0 S68 .4 S7S .7 76.0 304 .l 169 .l 41 .7 8 .4 2.8 290 .00
. 08 1.87 3 .40 l. 82 .oso .oso .oso .000 286.00 848.00
. 001138 lSO . 180. 140 . 2 0 0 .00 187 .00 103S .OO
*SBCNO 18 .000
18.000 6.21 294 .21 .00 .00 294 .31 .10 .11 .00 290 .00
1220.0 77 .l 731.S 411.4 S0 .7 249.2 217 .0 9.6 3. 2 290.00
.10 l. S2 2.93 l. 90 .oso .oso .oso .000 288 .00 932.13
.000993 80. 110. 120 . 2 0 0 .00 168.64 1100.77
*SBCNO 19 .000
3302 WARNING : CONVBYANCB CHANGB OUTS IDB OF ACCBFTABLB RANGB, KRATIO = .46
19 .0 00 6.29 294 .29 .oo .00 294.62 .33 .24 .07 292.00
1220.0 202.7 970.l 47.2 84 .3 194 .S 20.6 10.8 3.7 292.00
.10 2.41 4.99 2.29 .oso .oso .oso .00 0 288 .00 907.10
. 004 7 03 lSS . 130 . 100 . 2 0 0 .00 141.61 1048.70
PROPOSED CONDITION HBC2 MODEL
030CT99 12 :08 :S7 PAGE 7
SllCNO DBPTH CWSBL CRIWS WSBLK BG HV HL CLOSS L-BANK BLBV
Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK BLBV
TIME VLOB VCH VROB XNL XNCH XNR WTN BLMIN SSTA
SLOPE XLOBL XLCH XLOBR I TRIAL !DC !CONT CORAR TOPWID BNDST
*SBCNO 20 .000
3302 WARNING : CONVBYANC!l CHANGE OUTS IDB OF ACCEPTABLE RANGE, KRATIO = .70
20.000 S .S9 29S .S9 .00 .00 296 .09 .so 1.43 .OS 296.0 0
1220 .0 .0 1220 .0 . 0 .o 21S .O .o 12 .1 4 .2 296.00
.11 .00 S.68 .00 .000 .oso .000 .000 290 .00 946 .08
. 009698 200 . 220. 220. 3 0 0 . 00 77.90 1023 .99
PROPO SED CONDITION HEC2 MODEL
030CT99 12 :08 :57 PAGE 8
THIS RUN EXECUTED 030CT99 12 :08:58
*************************************
HEC -2 WATER SURFACE PROFILES
Version 4 .6 .2; May 1991
NOTE-ASTERISK (*) AT LEPT OF CROSS -SECTION NUMBBR INDICATES MBSSAGB IN SUMMARY OF ERRORS LIST
100 YBAR
SUMMARY PRINTOUT
SBCNO CWSEL Q BLMIN TOPWID SSTA END ST VCH
8 .000 287 .42 1220 .00 283.00 176 .94 918.04 1094 .98 3 .67
9.000 287.88 1220 .00 283 .00 144.26 880 .31 1024.56 4.42
10 .000 288.31 1220.00 284.00 97.70 943.84 1041.54 7.13
11 .000 289 .40 1220 .00 284.00 110 .99 973.00 1084 .00 5 .39
12.000 290.24 1220 .00 284 .00 227.30 895.85 1123 .15 3.66
13.000 289 .97 1220.00 284 .00 30 .00 985 .00 1015 .00 6.81
14 .000 292 .88 1220 .00 286 .00 30 .00 985 .00 1015.00 5 .91
* 15 .000 293 .48 1220.00 286 .00 114. 86 920 .07 1034. 93 1. 92
* 16 .000 293 .28 1220.00 286 .00 72 .76 971 .87 1044 .62 6 .40
* 17 .000 294 .09 1220 .00 286 .00 187.00 848.00 1035.00 3 .40
18 .000 294 .21 1220 .00 288.00 168.64 932 .13 1100 . 77 2 .93
* 19 .000 294 .29 1220 .00 288.00 141 .6 1 907.10 1048 .70 4.99
* 20.000 295.59 1220.00 290.00 77. 90 946.08 1023.99 5 .68
I
PROPOSBD CONDITION HBC2 MODBL
030CT99 12:08 :5 7 PAGB 9
SUMMARY OF BRRORS AND SPBCIAL NOTBS
WARNING SBCNO: 10.000 PROFILB: l CONVBYANCB CHANGB OUTS IDB ACCBPTABLB RANGB
WARNING SBCNO: 11 .0 00 PROF I LB: l CONVBYANCB CHAN GB OUTS IDB ACCBPTABLB RANGB
WARNING SllCNO: 12 .000 PROFILB: l CONVBYANCB CHANGB OUTS IDB ACCBPTABLB RANGB
WARNING SBCNO: 13 . 000 PROFILB: l CONVBYANCB CHAN GB OUTS IDB ACCBPTABLB RANGB
WARNING SBCNO: 15 .00 0 PROFILB: l CONVBYANCB CHAN GB OUTS IDB ACCBPTABLB RANGB
WARNING SBCNO: 16 .000 PROF I LB: l CONVBYANCB CHANGB OUTS IDB ACCBPTABLB RANGB
WARNING SBCNO: 17 .000 PROFILB: 1 CONVBYANCB CHAN GB OUTS IDB ACCBPTABLB RANGB
WARNING SBCNO : 19 .000 PROF I LB: 1 CONVBYANCB CHANGB OUTS IDB ACCBPTABLB RANGB
WARNING SBCNO: 20 .000 PROFILB: 1 CONVBYANCB CHANGB OUTS IDB ACCBPTABLB RANGB
100 YEAR
Cr·n ss-Sectlon 12
------------------1
----·--·--------------·---------------------, I
I
I
I
30S-·
I ~ I ~ I I
J ~~ ! I ~ I I i
1 1 I
~~ I
I I
I II I i 1 I
I -l --~-~---~---,------;~~---~-~--·----;-z;;---~--:;;;;·--~~i I
L_-_-_---v-m:·-1 ---------~~ ~tk»1 e !.~~_:~----· _____ · _···~=~-====~-=====~/
RDPDSED CDND.
I
i!ll:I XISTING -CDND . I l I
I I l I ~---~--~-·--..-----y ·---·,----.-·--·--,---~ ~ -~ ~ ~ ~ ~ 1~1
~ s~---fD --e -.. ::~=---~--------~=:--==~~==--=-=--~==i l
100 YEAR
Cra5s:-Sectlon t •
3 10-----------·-----· -·------------------
2 ,,____,...__XISTING CPND.
----clilSEl. I IDhnk•
----;cvsa 1 •
IDG YEAR
Cross-Section 1:1
--------··------------------·--------------------------------~
100 YEAR
Crass-Sec-tlon 16 :.r---------------------------------------------------------------·--·--------------
:100----
/RDPDSED CDND .
29
T----LXISTING COND .
IJlrllU'la (f1;)
----<:lt'SEL l e1c1n1c.
-----··------···--·----·-···-----·--····-····--·--·--·----;OOY[i.R'-----····--------·-·--···-·-·-------··---··-·-·-··-----.. ·-····-··-----1
I
I
1!90 -i
i
!
I
I
I
i .,
I
l
211:1 --j
I
-j
I 2&0-,-----,------,
700 800
·--·--------·----~-·------------------·-----·-·-·----·-1 !
I
I
!
I
I
i
I I
I I
I I
I
I
I
I
I
I
-··---.-----·-.-----r-------,--·--i----------,----··-;-··--· -·-·-,--· -·-,-----·-.---·-·--J i
900 !DOG 1100 !200 l:IC 1400 ! i
Jbtlll'1C• (ft) i
i;:-;=:~~ ·1 ·-=::-==--~=--=:::=-%~ s.c~-=--=-~~~--=:-==~~~~~~:=:~=~--=--=--·__ :.:---=-~=~::=-~-~=;;_··-~=~:~~--===~--=-=u
.-------------------·----··-----------·----------------.. ·--···-··--··-·---··-·-·---·--,
!CO YF.Af.I
Cross -Se ct ions <8 't o l -4 )
I
I
I 3101---------------------·--·------------
..
I
'~l
I
I
;rnc -~
i
i
i
I
~
I
I
J
I
I
2~
I
1
I
!~--r ~
I
' I
i
---------·-------------------------------.-----1
PROPOSED CONDITION
~ATER SURFACE PROFILES
I
I
I
i
I
i
I
I
I
i
~----.------T-----,-----y --------,--------1 --------,------·-·----.---·--r -·-·-~·---,------.--------1 I
I
I
0 30G 600 90CI 1200 1:50CI 1600 2 100
----·------------------------------ii
--· -. -.. ·::==--:-.:::..~--==--=--:=:=--=="·~-::-.. .I
CITY OF COLLEGE STATION
*** CUSTO MER RECEIPT *** OPER: MRODGERS CT DRAWER: 1
DATE: 12/30/98 00 RECEIPT: 0004822
DESCRIPTION QTY A"OUNT TP TM FILING FEE/DS/BI 1 $400.00 *B7 CA
JOHN SZABUNIEWICZ-PD CASH DEV PERMIT
WESTFIELD ADDITION MR
TENDER DETAIL
CA $400.00
DATE: 12130/98
TOTAL CASH
Al'IOUNT TENDERED
THANK YOU
TIME: 9:47:55
$400.00
$400.00
I ~
I
. ,
i. \
I
I
I
I
'
' I
,,
I
' I
' '
Hydraulic and Hydrologic Analysis
In Support of a
Letter of Map Revision
For a Portion of Lick Creek
Through the Graham Road Intermediate School Tract
City of Colleg~ Station, Texas
Date: March 2, 1998
By:
Monison Hydrology Engineering, Inc.
210 Amold Ave. ArU11gton, TtxlU 76010
(117) 461-0311 Fax (817) 274-1338
I
I
I
I,
I
f
f
r
r
--Morrison Hydrology Engineering, Inc.
Page-I
Table of Contents
Introduction
Hydrologic Analysis
Hydraulic Analysis
Existing Condition
Summary
Tables
1. Summary Table Existing conditioos 100-Y ear f1ood Elevations
Figures
1. Gene.ral Location Map
2 . Project Area Location Map
3 . FEMA Floodplain Map
4. Plotted Hydrograph of the 100 year peak discharge
Appendices
1. Hydrologic analysis
• Watershed Map
• Existing Condition HECl Computer model
2. Existing Conditioo Hydraulic Analysis
• HEC2 models
• Water Surface Profiles
• Cross Sections
3. Floodplain Delineatioo
4. FEMA Forms
[
I
[
t
[
Morrison Hydrology Engineering, Inc.
Page-2
Introduction
Purpose
The purpose of this study is to determine the 100-year floodplain delineation and elevation. This requires a
detailed study of the site to determine the existing conditim floodplain; available data was used from the
city 2-foot topographic maps to establish geometry and on site inspection was used to establish physical
parameters. This report is intended to be submitted to the City and to the Federal Emergency Management
Agency {FEMA) for approval as a Letter of Map Revision.
Area Description
The upper watershed of Lick Creek is largely undeveloped with natural vegetation (trees, brush and natural
grasses). The area is relatively flat with generally less than a 1 % slope. The soils are generally clay and
silt-clay. The annual rainfall in Brazos County is 39.1 inches.
The general area is shown in figure l and the project area in figure 2.
FEMA Information
The Graham Road School Site is located in an area of the FEMA map that has no floodplain shown . The
area has not been previously studied by FEMA so there is no FEMA data available. The location of the site
and resulting floodplain is shown in figure 3.
Hydrologic Analysis
This study was completed using the Corps of Engineers Heel Computer Methodology.
The U.S. Army Corps of Engineers HECl computer program is the most widely accepted method of
computing nmoff hydrographs for complex stream systems. The irogram can be used for the design of
detention basins, drainage channels, c:r other drainage structures. The program also has the capability of
analyzing reservoirs and performing optimiz.ation and other specialized fimctims. The most commonly
used features of the HECl computer program are as follows:
1.
2.
3.
4.
5.
6.
Computing a complete rainfull distribution for storms ranging from S minutes. To 10 days in
duration.
Performing infiltratioo loss computatims using any of several methods, including the
capability of considering the impervious cover within the watershed.
Generating a complete mit hydrograph for the watershed
Using the computed rainfall excess and unit hydrograph to determine a complete nmoff
hydrograph for the watershed
Routing the computed hydrograph downstream through a stream channel to evaluate the effects
of travel time and tempaary storage of the hydrograph
Combining hydrographs from different watersheds
HECI models a single rainfall event, ~ contrast to progiams, which can model lmg series (up to several
~~)of precipitation and nmoff continuously. As such, HECl seeks to convert the precipitaticn, which
is mput by the user into a time history of the nmotf. e.g. a bydrograpll. The conversioo is accomplished
by modeling to a greater <r lcs.ser degree each of the major processes of the sur&ce portion of the
hydrologic cycle.
1800
1500
1200
" CJ)
~ u v 900
3
0 ....
~
600
300
Morrison Hydrology Engineerl11g, Im:.
Page-3 .
The National Oceanic and Atmospheric Administraticn (NOAA) Technical Paper 40 and HYDRO 35 were
used to determine the rain£ill intensity data shown below, which was used for the HECI raintall intensity
data:
HYDRO 35 data:
FREQ. 5 MIN 15 MIN 60 MIN
2 YR 0.53 1.15 2.2
100 YR 0.89 1.95 4.25
TP 40 data and conversions from HYDRO 3S for up to 60 minutes.
TP-40 VALUES
Freq. 5min lSmin lHR 2HR 3HR 6HR 12HR 24HR
1 YR 2.1 2.3 2.7 3.1 3.S
2YR O.S3 1.15 2.2 2.6 2.8 3.3 3.8 4.5
5YR 0.60 1.32 2.66 3.3S 3.7 4.4 5.2 6.1
tOYR 0.66 1.45 3.0 3.9 4.3 5.2 6.2 7.2
25YR 0.1S 1.64 3.5 4.6 5.1 6.2 1.5 8.8
SOYR 0.82 1.80 3.9 S.2 S.6 7 8.4 9.8
lOOYR 0.89 l.9S 4.25 S.6 6.3 7.4 9.S 11
SOO YR•0.96 2.10 4.63 6 7 7.8 10.6 12.2
• Estimated by linear interpolaticn
A watershed map is included in appendix 1.
The Soil Conservation Service Curve Number was determined using land use and soil type for existing
conditions. The time of concentratioo was · determined using the Soil Conservatioo Service Technical
Report No. SS method for small watersheds. Calculations for these are included in appendix 1. The flow
was routed through the channel portion of the watershed mly. .
The result showed the following Hydrograph:
CITY OF' Coll999 Station Texas
GRAHAM ROAD INTERMEDIATE SCHOCL EXISTING CONDITION
Morrisoll Hydrology Englneerlng,Inc.
Pagt-1
Hydraulic Analysis
The hydraulic analysis for this rep<rt is based on the Ccrps of Engineers HEC2 Computer Model.
The HEC2 program is intended for calculating water surface profiles for steady gradually varied flow in
natural or man made channels. Both subcritical and superaitical flow profiles can be calculated. The
effects of various obstructions such as bridges, culverts, weirs, and structures in the floodplain may be
considered in the computatims. The computational sroce<ture is based on the solutioo of the one
dimensional energy equatim with energy loss due to friction evaluated with Manning's equatioo.
Using city topographic maps, aoss sections were determined and input into the HEC2 model. The
resulting floodplain for the existing conditions HEC2 models arc discussed below.
Existing Condition
This study determined the floodplains for the upper reach of Lick Creek. The roughness value determined
for this stream was based on site observation . The stream has significant tmdcrbrush and would result in a
.OS roughness value. The ov~ have less brush. but higher grass, so the same value was used.
A tabulation of the resulting floodplain data is shown below:
Summary
Table 1
Summary of 100-year Flood Elevations and Data
Cross
Section
Number
1.000
2.000
3.000
4.000
5.000
6.000
7.000
8.000
9.000
10.000
100-Year
Flood
Elev. Ft
285.41
286.19
286.87
287.22
287.62
288.01
288.52
288.89
288.99
289 .17
Discharge
CFS
1425.00
1425.00
1425.00
1425.00
1425.00
1425 .00
1425.00
1425.00
1425 .00
1425.00
Floodplain
width
143.91
164.08
171.35
218.97
154.93
193.78
147.35
217.46
170 .38
121.01.
This report has determined the I 00-year flood elevation for the area shown and may be submitted to FEMA
for approval as a Letter of Map Revision .
I
I
Figure 1 General Location Map
Brazos
• 2 4 •
NO SCALE
Figure 2 Project Location Map
I
I
I
~·
i
i
~
I ·-I
'
·1
I
i
•
Brarns County
Ur.incorporated Areas
481195
ZONE X
'
' C}
0-o-<-City of College Stati <-
<9~ 480083
~o C'o< \S'~(<'; 7'
~)'; ~o C'on,
v-i-~
,,..
' I
•
SCS TR55 METHOD TO COMPUTE TIME OF CONCENTRENTRATION
(ad/l#tff bNed on experience end englnffrlng fudgementJ
PROJECT Graham Road Intermediate School
-lOGATION College Station, Texas
DATE 2198
COND. Existing Condition
BY: R. MORRISON
WSHED NAME 1
SHEET FLOW:
N VALUE (SEE BELOV\ 0.23199
n value
Conc.,grawel,asphalt,bare sou
Grass Short Prairie
Grass dense
Grass bermuda
Woods Light Underbrush
woods Dense underbrush
n value% Land use
0.011 0
0.15 0
0.024 0
0.41 0
0.4 0
0 .08 0
based on information for Imperviousness from Corps of Engineers
Land Use % Cone % Grass n value % land use
Low D. Residential 25 75 0.21275 13.5
Med . D. Residential 41 59 0.16971 0
High D. Residential 47 53 0 .15357 O
Multifamily 70 30 0.0917 0
Mobile Hom me Park 20 80 0.2262 0
C.B.D. 95 5 0.024-45 0
Strip Commercial 90 1 O 0.0379 O
Shopping Center 95 .5 0.024-45 O
lnstutional-Schools 40 60 0.1724 O
Industrial 90 1 O 0.0379 O
Highway ROW 35 65 0.18585 1.5
Public Utilities 60 40 0.1186 O
Vacant urban land and 6 84 0.23586 85
Parks
Other 0 0 0 0
INCN
0
0
0
0
0
0
INCN
0.028721
0
0
0
0
0
0
0
0
0
0.002788
0
0.200481
0
TOTNVAl..UE
TOTAL 100 0.23199
LENGTH
2 YR 24 HOUR PRECIF
SLOPE
SHALLOW CONCENTRATED FLOW
300 FT.
4.5 IN .
0.007 FT/FT
1=PAVED 2=UNPAVEC 2
LENGTH 3000 FT
MAX300'
FROM TP40
0.006667
SLOPE 0.019 FT/FT 0.018667
COMPUTED VELOCITY FROM FIGURE 3.1= 2.220281
CHAN NEL FLOW
XSEC T AREA
WETTED PERIMETER
SLOPE
MANNINGS N
COMPUTED VELOCITY
LENGTH
435 SQ FT
130.6244 FT
0.0075 FT/FT
0.05
4000 FT
TOPWIDTH
BOTTOM
DEPTH
0.0075
5.755384
130
15
6
SUM MARY: AcljlJIUld scs Melhod Seleded
WATERSHED NUMBER Tc(H,.) Tc(Hra) Tc(Hra)
SHEET FLOW 15 Min Max 0.25 0.715361 0.25
SHALLOW FLOW 2 fps Min 0.416667 0.375328 0.38
CHANNEL FLOW 0.193056 0.193056 0.2
Total 0.859723 1.28374-4 0.83
I
I
I
f
I
BY: RONAlDW. MORRISON, P.E.
.----DATE: 2198
PROJECT Grahmn Road Intermediate School
a.JENT:
Waterllled: Eldltlng(E), PropOMd School (PS), Fully Dev.loped School Sit. (FS), Fully Oneloped School Plus S~ Development (K~)
Chealhlln ins Associate& '
Mlngtoo, T81CBS
CURVE NUMBER CALCULATION
SOILA SOILS SOILC SOILO PAVED LAKE
CURVE NO 39 61 74 80 98 100 ESTIMATED
COMPARISON
AVERAGE
BASIN TOT AREA PERCENT AREA SOIL OVERALL RUNOFF
NAME ACRES SOILA SOILB SOILC SOILO LAKE CN CN COEFF .
E 365 0 0 0 100 0 80 81.4994 0.33675
PS 365 0 0 0 100 0 80 82.8854 0.38075
FS 365 0 0 0 100 0 80 87.5474 0.52875
FSS 365 0 0 0 100 0 80 87.7958 0.54075
LANO USE IMPERVIOUSNESS PERCENTAGE CALCUlATION
l»IOUSE %1MPERV. CLANOUSE %1MPERV. c
SINGLE FAMILY 1 1/4ACRE 38 0.5 COMM. & BUSINESS 85 0.8
SINGLE FAMILY 2 1/3ACRE 30 0.5 INOUSTRIAL 72 0.7
SINGLE FAMILY 3 1/2ACRE 25 0.5 OPEN SPACE 2 0.3
SINGLE FAMILY 4 1 ACRE 20 0.35 LAKES ROADS 100 0.95
J.fJL Tl FAMILY 1/8ACRE 65 0.75
BASIN TOT AREA PERCENT AREA ROADS& COMB
NAME (sq. mi.) SF1 SF2 SF3 SF4 MF C&B IND OS LAKEIMPERV
E 365 13.5 0 0 0 0 0 0 85 1.5 8.33
PS 365 13.5 0 0 0 0 0 11 74 1.5 16.03
FS 365 13.5 0 0 0 0 0 48 37 1.5 41 .93
FSS 36!5 13.5 0 6 0 0 0 48 31 1.5 43.31
...
IIISTIIG COIDITIOHS 100 Ylli
ttttttttttttttttttttttttttttttttttttttttt
ttttttttttttttttttttttttttttttttttttttt
t t t
t
t FLOOD BYDiOGRAPB PACIAGI IBIC-11 t t U.S. Al.JI! COiPS OF-iHGIHBBi
t
t MAY 1991 t t BYDROLOGIC llGillBRIIG CEHT
t
t VUSIOH 4.0.11 t 609 SICOID STillT
t
t Lahey F77L-EM/32 version 5.01 t
t
t DAVIS, CALIFORIIA 95616
t
t Dodson ' Associates, Inc. t t 1916) 551-1748
t RUI DAT!
t
03/01/98 TIMI 18:27:'2 t t
ttttttttttttttttttttttttttttttttttttttttt
ttttttttttttttttttttttttttttt~ttttttttt
I I IllllII
I I I
I I I WIIII WI
I I I
I I I
I I llIIW
III II
I I
I
I
I
I I
IIW
I II
I IIIII I
I
I
III
THIS PROGRAM RIPLACIS ALL PllVIOUS VliSIOIS OF HIC-1 IiOii AS BICl (JAi 73), HIClGS, HIClDB, AID BBClIW.
THI DIFIIITIOHS OP VAiIABLIS -RTIMP-lHll -iTIOR-RAVI CBAIGED FROM THOSE USED WITH THI 1973-STYLI IHPUT STRUCTURE
TBB DIFIIITIOH OF -AMSII-01 RM-CARD WAS CllliGID VITH iBVISIOHS DATID 28 SIP 81. THIS IS THI FOiTRAH77 VIRSIOI IEi OPTIONS: DAMBllAI OUTFLOW SUBMERGllCI L SIHGLI IVINT DAMAGE CALCULATIOl,UDSS:IRITI STAGE FRIQUIRCY, DSS:RIAD TIMI SIRIIS lT DISIRID CALCULATI01 IITIRVAL LOSS RATl:Gllll AID A11PT IIPILTRATIOI IIIBMATIC WAVI: llV PIIITI DIPPIRilCI ALGOilTBX
. ' :...
~
BIISTIBG COIDITIOIS 100 YIAl
RIC ·l IIPIJl
LIRE ID ....... 1 ....... 2 .---::-: ... 3 ....... 4 ....... 5 ....... 6 ....... 7 .....•. 8. ~ ..... 9 ...... 10
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19 ·
20
21
CITY OP College Station Texas GlABAM iOAD IRTBiMBDIATB SCHOOL BIISTIHG COIDITIOR ID
ID ID
ID
t
KOiiISOB HYDiOLOGY BRGIBIBiIBG 100 YBAi PILl:CSTlTIOI
===========================================•=================•====== ==================================================================== t
t
IT IO
10
5
0 0 145
II lllll
IK HYDiOGlAPH FiOK llBAl
0 0 0 IO 0
t BlSIB lUl
t 365 acres
BA .5703 * III.LOSS SCS CH
t ::::::s: ======
LS 0 81.5
t LAG CP 640
t === ====== us .s 0.72
t lAIRFlLL DATA
t 2 Ylll * PH 50 0 .53 1.15
t 10 Ylli
t PH 10 0 .66 1.45
t 25 Ylli * PR 4 0 . 75 1.64
t 50 Ylli * PH 2 0 .82 1.8
t 100 YIAl
PR 1 0 .89 1.95
t 500 !Ill * PH .2 0 .96 2.1
t
II iOUT
21 1
2 .2 2.6
3.0 3.9
3.0 4.6
3.87 S.l
4 .25 5.6
4.63 6
IK iOUTI RYDiOGlAPHTllU Wll IO 0 0 0 0 21 1 * ClllBDL iOtrrlBG USIIG RODAL DIPTR STOUGI
iS 1 STOi -1
2.8 3 .3
4.3 5.2
5.1 6.2
5.6 7
6.3 7.4
7 7.8
* !LOB ICH liOB ILCH SLOPI iC .OS .05 .05 4000 .0075 * 11 12 LOB TOB TOI iOB 17 18
ii 792 944 983 995 1005 1020 1038 1070
iY 292 288 286 283 283 286 288 292
u
3.8
6 .2
7.5
8 .4
9.5
10.6
4.5
7.2
8.8
9.8
11
12 .2
PAGE l
.:
IIISTIRG CORDITIOIS 100 YEAR
ttttttttttttttttttttttttttttttttttttttttt
ttttttttttttttttttttttttttttttttttttttt
FLOOD HYDROGllPB PACIAGI IHIC-1) t
MAY 1991 t
VIRSIOI 4.0.11 t
t
Lahey F77L-IM/32 version 5.01
Dodson ' Associates, Inc. *
t RUI DATI 03/01/98 TIKI 18:27:42 t
t
ttttttttttttttttttttttttttttttttttttttttt
ttttttttttttttttttttttttttttttttttttttt
CITY OF College Station Texas GRAlllJI ROAD IITiRMIDIATI SCHOOL IIISTIIG COIDITIOI
MORRISOR HYDROLOGY llGilliRIIG 100 YIAR FILl:CSTATIOI
6 IO OUTPUT COITROL VARilBLIS
IT
',
IPRIT 5 PRllT CORTROL !PLOT 0 PLOT COITROL
QSCAL 0. HYDROGllPB PLOT SCALB
BYDROGllPH TIMB DATA IMII 10
IDATI 1 0
ITIMI 0000
10 145 IDDATK 2 0
RDTIMI 0000 ICllT 19
COMPUTlTIOI IITllVAL
TOTAL TIMI BlSi
MllUTIS II COMPUTATIOI IRTIRVAL
STARTIIG DATI
STARTIIG TIMI IUMB!i or HYDROGllPH ORDIIATBS BIDIIG DATE
BIDIRG TIMI CllTUiY WI
0.17 HOURS
24.00 HOURS
llGLISH UIITS DlAillGi Wl
PRBCIPITlTIOI DIPTB LllGTB, ILIVlTIOI ·FLOI
STOUGI VOLUMI SURFACE AUA
TiMPUATUU
SOUAU MIL!S IICHBS FllT
CUBIC PBIT PIR SICOID lCRl·FllT
ACilS DBGUIS FAHRllBIIT
t
* U.S. AlMY CORPS OF BRGIHIBR
* HYDROLOGIC BIGIRBIRIIG CIHT
* 609 SECORD STiiiT
DAVIS, CALIFORIIA 95616
t 19161 551-1748
t
*** ttt ttt ttt ttt ttt ttt ttt ttt ttt ttt ttt *** ttt ttt ttt ttt ttt ttt ttt ttt *** ttt ttt ttt *** *** ttt *** ttt ttt
ttt
tttttttttttttt
t t
7 II t ARi!l t
t t
tttttttttttttt
9 IO OUTPUT COITROL VARIABLES
IPilT 5 PlIIT COITROL !PLOT 0 PLOT COITROL OSCAL 0. HYDlOGllPll PLOT SCALI IPICH 0 PUICll COMPUTED BYDROGRAPH
IOUT 21 SAVI HYDROGllPH 01 THIS UIIT ISlVl 1 PliST ORDIIATI PUICHID OR SAVED
ISAV2 145 LAST ORDIIATI PUICHBD OR SAVID TIMIIT 0.167 TIMI IITIRVAL II HOURS
...
I
IIISTIBG COiDITIOIS 100 Ylll
ttt ttt ttt ttt -ttt ttt ttj __t tt ttJ_ttt ttt ttt ttt ttt ttt ttt ttt ttt ttt ttt ttt ttt ttt ttt ttt ttt ttt ttt ttt ttt ttt
ttt
tttttttttttttt
t t
14 II * lOUT * t t
tttttttttttttt
16 IO OUTPUT COITlOL VAiIABLIS IPlHT 5 PiIRT CORTiOL !PLOT 0 PLOT CORTiOL QSCAL 0. RYDiOGiAPH PLOT SCALI IPRCH 0 PURCH COMPUTED HYDiOGllAPH !OUT 21 SAVI HYDiOGllPH OB THIS UIIT ISAVl l FliST OiDIRATI PUHCHID Oi SAVED
ISAV2 145 LAST OiDIIATI PUHCRID Oi SlVID
TIMIBT 0.167 TIMI IiTliVAL IR ROUlS
4 .
• ~
·j
~ -. ' .,
OPlilTIOI STlTIOI
BYDiOGilPB AT lilll
iOUTID TO iOUT
ttt IOi.MlL llD or lllC-1 ***
IIISTIIG COIDITIOIS 100 Ylli
iUIOrr SUMMliY
JLOI II CUBIC JllT Pli S!COID TIMI II BOUiS, ~11-Il-SQUli!-Mih!S
Pill TIMI or AV!ilGI PLOI POi MlIIMUM PliIOD PLOW Pill 6-BOUi. 2!-BOUi 72-BOUi
1557. 12.67 405. 132. 132.
1425. 12.83 404. 131. 131.
BASii MAIIMUM TIMI or Aill STAGE MAI STAG!
0.57
0.57 288.56 12.83
I
I
--1-
I
I
I
I
I
I
I·
EIISTIHG COliDITIOH 100 YEAR
tttttttttttttttttttttttttttttttttttttttttttt
ttttttttttttttttttttttttttttttttttttttt
t HEC-2 WATER SURFACE PROFILES
t
t
t
* Version
t
t
t
4.6.2; May 1991
t
t
t
t
* RUN DATE OlMAi98 TIME 19:30:26 t
t
tttttttttttJtttttttttttttttttttttttttttttttt
ttttttttttttttttttttttttttttttttttttttt
I I IIIIIII
I I I
I I I
IIIIIII IIII
I I I
I I I
I I IIIIIII
llIII '
I I
I
I
I
I I
III II
II III
III II
I I
I
II III
I
I
II II III
t U.S. AiMY_!ORP~ OF ENGINEERS
t HYDROLOGIC ERGIIEERIHG CEHTE
t 609 SECOND STREET, SUITE D
t DAVIS, CALIFORNIA 95616-4687
t (916) 756-1104
I ,-IIISTIRG CORDITIOR 100 till ,. 01Mll98 19:30:26 PlGI 1 f THIS lUI IIICtJTID 01Mll98 19:30:26 ttttttttttttttttttttttttttttttttttttt f HIC-2 llTll SUi.FlCI PlOFILIS Version 4.6.2· M'af 1991 · tttttttttttttttt,tttt ttttttttttttttt I Tl COLLIGI STATIOI IIISTIIG CORDITIOI LICI ClllI T2 GRARAM ROAD IITllJllDilTI SCHOOL Tl 100 YBll FIL!: CSTlT I Jl ICHICI IIQ -IIIV IDil STlT MITiIC BVIIS Q ISIL PO 0 2 0 0 .0075 0 0 0 288 I J2 IPiOP I PLOT PlnS IS BCV ISICH Pl AL LDC IBI CHHIM ITUCI -1 0 -1 I J3 VllllBLI CODIS POl SUMXllY PlIITOUT 38 1 u 42 4 53 54 26 I ie 1 1425 .OS .05 .05 .1 .3 I1 1 H 945 1100 Gi 290 572 288 643 286 754 287.1 819 286 945 I Gl 282 984 281 1000 282 1008 283.3 1042 284 1082 Gil 286 1100 288 1181 289.2 1260 290 1377 I1 2 12 906 1055 140 111 135 Gil 290 615 289.1 687 288 792 286 906 284 929 I Gl 282 991 281 1000 282 1010 284 lOH 286 1055 Gi 288 1098 290 1235 I1 3 12 958 1094 129 146 180 I Gl 290 773 289.1 863 288 938 286 958 284 975 Gil 282 991 281 1000 282 1009 284 1014 286 1094 Gl 288 1155 290 1384 I1 4 13 931 1045 42 105 75 I Gil 290 754 289 .9 798 288 915 286 931 284 971 GR 282 994 281 1000 282 1007 284 1012 286 1045 GR 286.7 1103 288 1197 290 1290 I I1 5 12 969 1073 126 55 128 GR 290 879 289 956 286 969 284 980 282 993 Gil 281 1000 282 1004 284 1008 284.4 lOH 286 1073 GR 288 1123 290 1255 I -I I I
I I 01MAi98 19:30:26 ,. Il 6 12 Gi 290 817 GR 281 1000 I Gi 288 1098 X1 7 10 Gi 290 . 808 Gi 283 1000 I I1 8 12 Gi 292 798 GR 284 988 I GR 290 1140 Il 9 12 GR 292 808 Gi 286 968 I Gi 288 1025 Il 10 11 GR 292 792 I Gi 283 1000 Gi 292 1070 I I I I I I I -· I I I I 932 288 282 290 953 289.5 284 928 290 283 291.4 968 290 284 290 983 290 284 1023 . 906 1002 1184 1049 870 1005 1053 898 1000 1219 1018 860 990 1055 1020 90·9 1011 IIISTIIG COIDITIOI 100 Ylli , 166 75 286 932 284 1012 181 108 288 9U 286 1049 126 122 288 914 284 1006 80 96 288 879 283 1000 . 110 149 288 9U 286 1020 PlGB 2 -Ul 284 981 282 993 286 1023 288 1043 182 286 953 28' 990 288 1055 290 1088 139 286 928 285.5 956 286 1053 288 1112 115 286 900 285.7 939 284 1005 286 1018 143 286 983 284 990 288 1038 290 1049
I BIISTIIG CORDITIOI 100 Till
' Ollli98 19:3G:26 PAGB 3
-
' · SICKO DEPTH CllSIL CR.IVS llSiLI EG HY BL OLOSS L·BAII BLBV
~IM! iLOB ~CH ~ROB ALOB lCB AROB VOL TVA l·BARI IL!V
LOB CB iOB IllL llCB Iii iTI BLMI!l SSTA
SLOP! I LO BL ILCH ILOBl ITUAL IDC !COIT cow TOPllID !IDST
I *PlOF 1
CCBV= .100 CIHV= .300
I *SICIO 1. 000 1.000 4.41 285 .41 .00 288 .00 285. 71 .30 .00 .00 286.00
1425. 0 .0 1425.0 .0 .0 323.5 .0 .0 .0 286.00
.00 .00 4.41 .00 .000 .050 .000 .000 281.00 950.77
I
• 007487 o. 0. 0. 0 0 5 .00 143.91 1094.68
*SICIO 2.000
I 3302 llAllIIG: COIVIYAIC! CHAiGI OUTSIDI or lCC!PTABLI lAIGI, IllTIO = l.49
2.000 5.19 286 .19 .00 .00 286.38 .18 .65 .01 286 .00
1425.0 .4 1424.5 .1 1.1 416.1 .4 1.1 .5 286.00
I
.01 .36 3.42 .36 .050 .050 .050 .000 281. 00 895.05
.003385 140. 135. 111. 2 0 0 .00 164.08 1059.13
*SIC!lO 3.000
~ 3.000 5.87 286 .87 .00 .00 287 .11 .23 .72 .02 , 286.00
1425.0 4.5 1406.8 13 . 7 3.8 359.7 11.6 2.8 1.1 286.00
.02 1.18 3 .91 1.18 .050 .050 .050 .000 281.00 949.27
. 00(769 129. 180. 146. 2 0 0 .00 171.35 1120.62
I *SICllO 4.000
4.000 6 .22 287.22 .00 .00 287.42 .21 .31 .00 286.00
1425 .0 7.5 1329. 9 87.6 5.9 . 354.0 59.8 3.5 1.5 286.00
I .03 1.26 3. 76 1.47 .050 .050 .050 .000 281.00 921.28
.003556 42. 75. 105. 2 0 0 .00 218.97 1140 .25
'
*S!CllO 5.000
5.000 6.62 287.62 .00 .00 287 .82 .21 .40 .00 286.00
1425.0 11.8 1367.5 45.7 8.5 367 .6 32.7 4.6 2.0 286.00
.04 1.39 3.72 1.40 .050 .050 .050 .000 281.00 958.0
.002947 126. 128. 55 . 2 0 0 .00 154.93 1113 .42
I *SIC!iO 6.000
6.000 7.01 288.01 .00 .oo 288 .23 .22 .40 .00 286.00
I 1425. 0 42.4 1350.0 32.7 26.5 350.4 21.5 5.9 2.4 286.00
.OS 1.60 3.85 1.52 .050 .050 .050 .000 281.00 905.09
.002822 166. 141. 75 . l 0 0 .00 193.78 1098.88
I
I
I
"
I
I
r
I
I
l
I
I
I
I
I
I
,.
I
I
f
r Olllllif
SB(]J
~IK!
SLOE!
*SECRO 7.GU 7 .COi
1425J
.06
.002790
*SECIO 8. 000
3302 lillIJG:
8.000
1425.0
.08
• 001062
*SECIO 9.000
9.000
U25.0
.09
.001732
*SECHO 10.000
3302 URIIIG:
10.000
U25.0
.10
.003996
BIISTIIG COIDITIOI 100 !Ill
19:30:26 PAGE 4
~!PTH CWSEL CRillS WSBLI BG RV -BL-OLOSS L~BAII BLEV
~OB ~CH ~ROB ALOB ACH AROB VOL TIA R·BAII BLBV
OB CH ROB IRL IRCH IIR 1111 BLllII SSTA
ILOBL ILCH ILOBR ITlIAL IDC I CORT COlli TO PW ID BIDST
5.52 288 .52 . .00 .00 288. 74 .21 .51 .00 286.00
41. 7 1363. 6 19.7 24. 7 360.7 11.4 7.5 3.1 286.00
1.69 3.78 1. 73 .050 .050 .050 .000 283.00 916.27
181. 182. 108. 2 0 0 .00 14 7 .35 1063.62
CORVEYAICE CHARGE OUTSIDE OP ACCEPTABLE iAIGi, IllTIO = 1.62
5.89 288.89 .00 .00 288.97 .08 .22 .01 286.00
40.5 1217 .2 167.3 29.5 499.6 116. 7 ' g .2 3.6 286.00
1.37 2.44 1.43 .050 .050 .050 .000 283.00 906.92
126 • 139. 122. 0 0 0 .00 217.46 1124.38
5.99 288.99 .00 .00 289.13 .13 .u .02 286.00
653.3 739.3 32.4 260.5 222.2 21.4 10.S 4.1 286.00
2.51 3.33 1.52 .050 .050 .050 .000 283.00 869.55
80. 115. 96. 2 0 0 .00 170 .38 1039 .92
CORViYAICB CllliGB OUTSIDE OP lCCiPTABLi RAIGB, IllTIO = .66
6.17 289.17 .01 .00 289 .53 .37 .33 .07 286.00
283.0 1014. 2 127.8 96.9 185.9 42 .9 11.8 4.5 286.00
2.92 -5.45 2 .98 .050 .050 .050 .000 283.00 923.45
110. 143. 149. 1 0 0 .o~ 121.01 1044.46
I BIISTIIG COIDITIOI 100 !Ill
i 01Mli98 19:30:26 PAGB 5
1· THIS RUH BIICUTBD 01MA198 19:30:26
ttttttttttttttttttttttttttttttttttttt
HIC-2 IATll SUlFACi PlOFILIS
I version 4.6.2· Mar 1991 tttttttttttttttt,tttt ttttttttttttttt
i IOTI-ASTllISI (*) AT LEFT OF ClOSS-SICTIOH IUMBBl IIDICATIS MESSAGE II SUMMAlY OF lllOlS LIST
i
100 YIAl
SUMMllY PlIITOUT
I SICIO CISBL Q ILXII TOPWID SSTA BIDST VCR
1.000 285.41 1425.00 281.00 143.91 950.77 1094.68 4.41
I
t 2.000 286 .19 1425. 00 281.00 164.08 895.05 1059 .13 3 .42
3.000 286.87 1425.00 281.00 171.35 949 .27 1120. 62 3 .91
4.000 287 .22 1425.00 281.00 218.97 921.28 1140.25 3.76
I 5.000 287.62 1425.00 281. 00 154.93 958.49 1113.42 3. 72
6.000 288.01 1425.00 281.00 193. 78 905.09 1098 .88 3.85
I 7.000 288.52 1425.00 283.00 147.35 916 .27 1063. 62 3. 78
t 8.000 288.89 1425.00 283.00 217.46 906.92 1124.38 2.44
I 9.000 288.99 1425 .00 283.00 170.38 869.55 1039.92 3.33
t 10.00~ 289 .17 1425.00 283.00 121.01 923.45 1044 .46 5.45
I
I
I
I
I
I
r
I
I .
,_
,.
I. ,.
I
I
I
I
I
' I
IIISTIIG COIDITIOI 100 YIAl
01MA198 19:30:26
SOMMAlY or lllOlS ARD SPECIAL IOTIS
If WIBG SICRO=
If WIJlG SICIO:
If WIIG SICiO=
2.000 PlOFILI= 1 COIVIYARCE CRAIG! OUTSIDE ACCEPTABLE lliGI
8.000 PlOFILI= 1 COIVIYAICI CH!IGI OUTSIDE ACCIPTABLI i!IGB
10.000 PlOFILI= 1 COIVIY!ICE CB!IGI OUTSIDE ACCIPTlBLI i!IG!
PAGI 6
WATER DISTRIBtlTICJN SYSTEM ANALYSIS ---
WESTFIELD ADDITION
PHASE ONE
COLLEGE STATION, BRAZOS COUNTY,
TEXAS
MARCH, 1999
Submitted By:
Michael G. Hester, P.E.
Hester Engineering company
_ 7607 Eastmark Drive, suite 253-B
College station, TX 77840
C409) 693-1100 fX:C409)693-107 5
.... ::
WATER DISTRIBUTION SYSTEM ANALYSIS
WESTFIELD ADDITION, PHASE ONE
BRAZOS COUNTY, COLLEGE STATION, TX
MARCH, 1999
INTRODUCTION:
The proposed site is located along the south side of Graham
Road between Victoria Drive and Schaffer Road. The legal
description is Westfield Addition, Phase One, Robert Stevenson
Survey A-54. The proposed improvements include pavement, drainage
and utility improvements for 58 single family residential homes .
The site consists of grassland with numerous oak trees. The
terrain slopes in a southerly direction toward the south fork of
Lick Creek at approximately 1 percent. The site is zoned
residential and is being developed by Mr. John Szabunicwicz,
Westfield Addition, Ltd. 1004 Shady Drive, College Station, TX
77840, 409.694.8925.
The proposed water system will connect to an existing 12"
waterline along Graham Road.
The subdivision was modeled using the Haestead Methods
"Cybernet" program and scenarios were prepared placing fire flow
demands at each proposed fire hydrants. The maximum daily demand
generated by the dwelling units was added to the fire flow
demand. The results of the analysis has been included in this
report .
WESTFIELD ADDITION, PHASE ONE· WATER SYSTEM ANALYSIS· PAGE 1OF2 PAGES
ANALYSIS:
-PVC water line pipe with a roughness coefficient of 150
-Fire flows of 750 gpm
-6" minimum waterline size
-Maximum water line velocities during a fire flow simulation
were held at 12 feet per second.
-Minimum residual pressures at 20 p.s.i.
MAXIMUM DAILY FLOW CALCULATIONS:
(1 D.U.)*(2.7 PEOPLE/D.U.)*(100 GPCD)*(l DAY/1440 MIN.)= 0.18 GPM
Maximum daily flow for a section of waterline = 0.18 gpm
times the number of lots.
CONCLUSION
In conclusion the proposed system can provide a f ireflow
demand of 750 gpm at each fire hydrant with velocities remaining
below 12 feet/second and residual pressures greater than 20 psi.
WESTFIELD ADDITION, PHASE ONE· WATER SYSTEM ANALYSIS· PAGE 2 OF 2 PAGES
51
X-fl~ HYDRANf
Sf A11C PRl::55U~ = 91 P51
NO. Q-0?9
fl?Ol.O
400'
120'
Wf5ff lf~t7 At7t7~11~0N
PHASi:: ON!::
WAfeR t715fRIBU110N 5Y5feM ANAL-Y515
COlll::ul:: 5f A110N, BRAZOS COUNIY, 1f XA5
MAJ<CH I ? I 1999 SCAL-1::: Nf 5
PRt;P ARl::t? BY:
Hl::51fR l::NCilNl::l::RINu COMP ANY
1601 l::A5fMARK t/RIW, 5Ul-rf 2??-B
COlll::Cil:: 5f A110N, IX 71840
409.69?.llOO fX:409.69?.107?
!::MAil: Hl::C2001 @AOl .COM
440'
fH :f:t:?
fl291.?
6 I ''ff!::
fl,290.6
J60
10
..!70
>
J -..., .....
: l) \ ~-i )., :
< i )
~ ·1 { j ( .
l ~ j J i
f
I
.) , ;,
_,,i !:
/
'
.
0 -~J :~. \}·
o.;
::·.
1' ,.. ' ' ...~~'-\
\ ( ."\
.................. '
/
j
·"
.··,
'
,, .,
I i -~)
: .. i ! _.. j·
t
' /'
************************************************
SUMMARY 0 F 0 R I G I N A L DAT A
************************************************
CyberNet Version 2.18. Copyright 1991,92 Haestad Methods Inc.
Run Description: Basic Network
Drawing: WESTFIEL
p I p E L I N E DAT A
STATUS CODE: xx -CLOSED PIPE BN -BOUNDARY NODE PU -PUMP
CV -CHECK VALVE RV -REGULATING VALVE
LINE
PIPE NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS
NUMBER #1 #2 (ft) (in) COEFF. COEFF.
BND-HGL
(ft)
-------------------------------------------------------------------------------
10-BN 0 10
20 10 20
30 20 30
40 30 40
50 40 50
60 50 60
70 60 70
J U N C T I 0 N N 0 D E
JUNCTION
NUMBER
10-1
20-1
30-1
40-1
50-1
60-1
70-1
JUNCTION
TITLE
12"X6"TEE AT
FH #1
6 11 TEE AT HA
FH#2
FH#3
TEE AT FLOWE
FH#4
400.0
240.0
395.0
125.0
440.0
60.0
445.0
DAT A
EXTERNAL
DEMAND
(gpm)
0.00
1.44
3.96
2.52
7.38
7.74
750.00
12.0 150.00 2.00
6.0 150.00 2.00
6.0 150.00 0.30
6.0 150.00 0.50
6.0 150.00 0.30
6.0 150.00 0.30
6.0 150.00 0.50
JUNCTION
ELEVATION CONNECTING PIPES
(ft)
302.50 10 20
303.50 20 30
299.50 30 40
297.50 40 50
291. 50 50 60
290.60 60 70
287.50 70
511.21
+-----------------------------------------------+
~MAXIMUM DIMENSIONS
Number of pipes ....... ....... .. . .. . .. 25
Number of pumps . . . . . . . . . . . . . . . . . . . . . . 10
Number junction nodes................. 25
Flow meters . . . . . . . . . . . . . . . . . . . . . . . . . . 10
Boundary nodes ..... .. . . ..... .. . . . . ... 10
Variable storage tanks . ....... .. .. . .. 10
Pressure switches . . . . . . . . . . . . . . . . . . . . 10
Regulating Valves..................... 10
Items for limited output ... . . .. . .. . .. 25
limit for non-consecutive numbering .. 270
+-----------------------------------------------+
Cybernet version 2.18. SN: 1132184437-25
Extended Description:
U N I T S S P E C I F I E D
FLOWRATE ............ =gallons/minute
HEAD (HGL) . . . . . . . . . . = feet
PRESSURE ............ = psig
0 U T P U T 0 P T I 0 N DAT A
OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT
s y s T E M c 0 N F I GU RA T I 0 N
NUMBER OF PIPES ................... (p) = 7
NUMBER OF JUNCTION NODES .......... ( j ) 7
NUMBER OF PRIMARY LOOPS ........... ( 1) 0
NUMBER OF BOUNDARY NODES .......... ( f) = 1
NUMBER OF SUPPLY ZONES ....•....•.. ( z) = 1
*************************************
S ~ M U L A T I 0 N R E S U L T S
*************************************
The results are obtained after 2 trials with an accuracy= 0.00000
S I M U L A T I 0 N D E S C R I P T I 0 N
CyberNet Version 2.18. Copyright 1991,92 Haestad Methods Inc.
Run Description: Basic Network
Drawing: WESTFIEL
P I P E L I N E R E S U L T S
STATUS CODE:
PIPE
NUMBER
10-BN
20
30
~o
50
60
70
J U N C T
JUNCTION
NUMBER
I
XX -CLOSED PIPE
CV -CHECK VALVE
BN -BOUNDARY NODE
RV -REGULATING VALVE
NODE NOS. FLOWRATE HEAD
LOSS
(ft)
PUMP
HEAD
(ft)
#1 #2
(gpm)
0 10 773.04 0.48 0.00
10 20 773.04 8.48 0.00
20 30 771. 60 13.90 0.00
30 40 767.64 4.36 0.00
40 50 765 .12 15.25 0.00
50 60 757.74 2.04 0.00
60 70 750.00 14.86 0.00
0 N N 0 D E R E s U L T S
JUNCTION EXTERNAL HYDRAULIC JUNCTION
TITLE DEMAND GRADE ELEVATION
(gpm) (ft) (ft)
PU -PUMP LINE
TK -STORAGE TANK
MINOR
LOSS
(ft)
0.15
2.39
0.36
0.59
0.35
0.34
0.56
LINE
VELO.
(ft/s)
2.19
8 .77
8 .75
8.71
8 .68
8.60
8.51
PRESSURE
HEAD
(ft)
HL/
1000
(ft/ft)
1.21
35.32
35.20
34.86
34.65
34.03
33.39
JUNCTION
PRESSURE
(psi)
------------------------------------------------------------------------------
10-1 12 11 X6 11 TEE AT 0.00 510.58 3 0 2.50 208.08
20-1 FH #1 1.44 499.71 3 0 3 .50 196.21
30-1 6" TEE AT HA 3.96 485.45 299.50 185.95
40-1 FH#2 2.52 480.51 297.50 183.01
50-1 FH#3 7.38 464.91 291.50 173.41
60-1 TEE AT FLOWE 7.74 462.52 290.60 171. 92
70-1 FH#4 750.00 447.10 287.50 159 .60
SUMMARY 0 F I N F L 0 W S AND 0 U T F L 0 W S
(+) INFLOWS INTO THE SYSTEM FROM BOUNDARY NODES
(-) OUTFLOWS FROM THE SYSTEM INTO BOUNDARY NODES
PIPE FLOWRATE
NUMBER (gpm)
--------------------
10 773.04
NET SYSTEM INFLOW = 773.04
NET SYSTEM OUTFLOW = 0.00
NET SYSTEM DEMAND = 773.04
**** CYBERNET SIMULATION COMPLETED ****
DATE: 3/15/1999
TIME: 14:43:13
90.17
85.03
80.58
79.30
75.14
74 .50
69.16
CyberNet Version 2 .18 . Copyright 1991,92
Run Descr lption=--Basic Network
Drawing: WESTFIEL
Regular Simulation -Case = 1
TRIAL NUMBER = 1 ACCURACY
TRIAL NUMBER = 2 ACCURACY
0.57993
0.00000
Haestad Methods Inc.
The results are obtained after 2 trials with an accuracy = 0.00000
**** CYBERNET SIMULATION COMPLETED ****
• . ..
Flow Test Report
Date j Z -2 · 97 Time (: 1 '7 A.M <!!}jJ
Test made by: /l L ~ ,/·wg.Jp y ToJl..;pyp
Location:
Purpose of test :
Representative :
Witness:
~ c fu:>l'J (
AL-~-nq!.
2 \ ~ ..
Flow hydrant number._Q_-_O~z_9 ___ Nozzle size_: __ /_~; __ _
Pitot reading : _ 7_o_. _._P_...~_,_/ __ G.P.M. :
Static hydrant number : Q -O S-0
'._~tatic: q I . P.S.I. Residual : 9 0 P .S.I.
.. ··--------Remarks:
.-.
----------------------~
. S =c Jt;;.-1~u "-J t cu~ 1 c:c ....
l;J E: S: T f-~ L E LD ~ c\.d \. ~-l OV'\
1
U D
~: ~ff4-ef't7-S -·. ~ ~, ~~'7 -74S7
I tDC>4 SV1 D OL.\
C .S. t-ZCO L{-o
fvG -) (~o
ELLIOTT CONSTRUCTION, IN ~s
P .O. BOX 510 WELLBORN, TX. 77881
OFFICE ( 409) 690-7071 FAX (409) 690-7152
MOBILE (409) ~5-4901
WESTFIELD ADDl'l'.LUN r-ttA~c J.: c.L.Lioc 1... '-UH"' ....... ~~~-~··, -··-. --
2.. DRAINAGE CONSTRUCTION:
I 18" RCP (C'l 6, CL.III) ..••••....•............• L.F. 80
2 S' R~ Concrete Inlet. ... --.......... Ea. 1
3 24" RCP (C'76, CL.III). ______ ·-········· L.F. 675
4 S' Recessed Concrete Inlet. ___ .. _ •.••. : Ea. 1
·S 2T' RQ> (C'76, CL.III)·--····-·-LF. 400
6 S' Recessed Concrete Inlet Ea. 1
7 3Q" RQ> (C'76, ci.m) L.F. 20
8 Trench Safetv Storm Drain ................. LF. 1175
Total. ....•....... ·-···-··· ·-----
3. SEWER LINE CON'STRUCITON':
1
2
3
4
6" PVC (SDR-26, D3034X6'-8' depth)
Standard S~Manhole (<8' depth)
Trench Safety Sewer System .. . __
4'" Service Lines ITvoe ID 56' Avg ......
LF.
Ea.
LF.
Ea.
. 2000
4
2000
30
s 28, 00
s 2000.00
s 32, so
s 2000.00 s 38.00 s 2000.00
s 46.70
s 1.50
s 14.00
s1290.oo
s 1.00
s 655.00
s 2240.QO
s 4000.00
s 21937.50
s 2000.00 s 15200.00 s 2000.00
s 934.00
s 1762.50
s 50,074.00
s 2800'0 , 00
s 4800.00
s 2000.00
s1965o.oo
Total .••••..•••.••...•.••... ·--··-···-···-··-·-··········--·-·····-·---···--··--··---------------S 5 4 • 4 5 O . O 0
'· 'WATER LINE CON'STRUCITON':
l 6'" PVC (C900, CL.200) .•. _ ••...........• L.F.
1 Connect to Existing 12" Line .. _ •....••..• Ea.
3 Fire Hydrants (3) .........•..•...•...•........... Ea.
4 o MJ Gate Valve ..... ·-······················· Ea.
s 6" x 6" Hydrant Ts ... ·-····-··············· Ea.
6 6" x 6" Line Ts._·--······---··-···· Ea.
7 l 1/2" Co s . (50' pper ervlce ) Avg ........ Ea.
8 Trench Saferv Water Line·--··-····-·-·-··· L .F .
1885
1
3
s
3
2
30
18S"5
s 12 .• 00
s1600.oo
s1800.oo
s 400.00
s 200.00
s 200.00
s 700.00
s 7R
522620.00
s 1600.00
s 5400.00
s 2000.00
s 600.00
s 400.00
s21000 .oo
s 500.00
Total ................................................ ·-··-···························-····································· s 5 4 , 1 2 0 • 0 0
S. DETENTION:
I. Dclenlion Area ................................. . Ea . s
TOTAL BID PRICE OF ON-SITE CQNSTRUCTION ......................... - ... s 158, 644 . 00 ...
Pr i ce will remain the same,as long as the price for materials
_,,,__.._ __ .._,_,,._ ._.__ --~n f=l"'lr Ph ::.c:oc:? 1 .::in n ·4 .
_/
..
ELLIOTT CONSTRUCilON, INC.
P.O. BOX 510 WELLBORN, TX. 77881
OFFlCE {409) 690-7071 FAX (409) 690-7152
MOBILE (409) ~5-4901
WESTFIELD ADDI°l'.LUN .t't1A~.r:; J.: .r:;J.J.l.O(..l.. \.,.VU~ ........... ---··'
1... DRAINAGE CONSTRUCrTON:
1 18" RCP (Cl6. 0...III) --··-·-LF. 80 s 28. 00
2 S' Rtccsscd Conact.e Inlci Ea. 1 s 2000.00
3 24" RCP (Clo. a...III}. LF . 075 s 32 .so
4 s· Recessed Conacte Inlet
.
Ea. l s 2000.00
s 21 RCP (Clo, a...III} L.F. 400 s 38. 00
6 s• Rcccsscd Coaactc Inlet Ea. 1 s 2000.00
7 JQ" RO' (Clo, ci:..m) L.F. 20 s 46. 70
g Trench Safctv Storm Drain., .............. L.F. 1175 s 1. so
TotaL._ .....
3. SEWER LlNE CON'STRUCI!ON: --·· .
l 6" PVC (SDR-26, D3034X6'-S' depth) L.F. . 2000 s 14.00
2_ Standard &;rWcr Manhole(< g• depth) Ea. 4 S12QO.OO
3 Trench Safety Sewer System L.F. 2000 s 1.00
" 4" Service Lines CTvoe ID 56" Avg ...... Ea. 30 s 655.00
Total--·-···-··------·------·-·---··---··--··--··-··-·-
4. \VA TER LlNE CON'STRUCI!ON:
l 6" PVC (C900, Cl..200)----···-··· LF. 1835 s 12 .• 00
2 Connect to E:dsti.ng 12" Llne.._,,·-··· Ea. 1 s160o.oo
3 Fire Hydrants (3) ·--·-······ Ea. 3 s180o.oo
4 6" MJ Gate Valve.. ____________ Ea. 5 s 400.00
s 6" x 6" Hydrant T"s__ __ ··--··· Ea. 3 s 200.00
6 ·6" x 6" Liners. Ea. 1 s 200.00
7 l 112" Co S • (S • Ea. 30 s 700.00 ppcr emce 0) Avg .•.•••.•
g Trench Safctv Water Line .................. L.F. 18S5 s =:=R
s 2240.QO
s 4000.00
s 21937.50
s 2000.00
s 15200.00 s 2000.00
s 934.00
s 1762.50
s 50,074.00
s2800·0 .oo
s 4800.00
s 2000.00
s1965o.oo
S54.450.00
s 22620. 00
s 1600.00
s 5400.00
s 2000.00
s 600. 00
s 400.00
s21000.oo
s 500. 00
Toc.a.1..-··············-·-····-·--···---··-·-·-·-·---·······-·-·················· s 5 4 , 1 2 0 . 0 0
TOTAL BID PRICE OF ON-SITE CONSTRUCTION.--······--····--S 158, 644. 00 -Price will remain the same,as long as the price for materials
remains substantially the same, for Phases 2,3, and ·4.
./ _,.
;
K.t:LLY BURT DOZErf· + ,/;:·~~~~:·,::. :·.:-·--~>·
P.O. Box 4413
Bryan, Texas nsos
Office 691-8801 Fax 691-8917
Mobile 759-3101
\VESTFIELD ADDIDON -PHASE 1
'9td-
I. DESCRIPTION OF PHASE 1 IMPROVEMENTS:.
1. STREETS:
WESTFIELD DRIVE (39•>--
WEsm:ElD DRIVE (28•>--
HARVEST DRIVE (399),_ __
690 LF. -26.910 S.F. -2.990 S.Y. -1,.280 LF. of Curb & Gutta
1.115 LF. -31,.220 S.F. -3:470 $.:Y. -2,.230 LF. of Curb & Gutta
90LF. -3.SlOS.F. -3®S.Y. -180LF.ofCurb&Gutta
FLQW£RMOUNP DR. (28•),,,, 90 L.F. -3.S!O S.F. -390 S.Y. -180 L.F. of Curb & Gutter
....
1.985 LF. -65.lSO S.F. -7,.240 S.Y. -3.870 LF. of Curb & Gutta
2.. DRAINAGE:
80 L.F. of 18" with 2 Inlets
615 L.F. of 24 .. with 1 Inlet
400 L.F. oflT with 1 Inlet
20 L.F. of30 ..
3. SEWER LINE CON-SITE):
2065 L.F. of 6" Sewer Line
30 Service Lines (4 .. -ST Avg.)
4. WATER LINE:
1900 L.F. of 6" Water Line
30 Service Lines (I 112 .. -so• Avg.)
II. PHASE 1 CONST.RUCTION COST ESTThfA TES:
l. STREET CONSTRUCTION:
I Erosion Sedimentation Control... ....... L.S. I
2 qcaring &. Grubbing ....•..•.•..•............ L.S. I
.3 Excavation ......................................... C.Y. 2.530
4 Cellulose Fiber Mulch Seeding ........... S.Y. 4.300
s 6" Umc Stabilization Subgradc (S%) S.Y. 7.960
6 Extra Umc. ........................................ Ton 25
.7 6" Flexto.lc Base Crushed Stone .......... S.Y. 7.240
g 1 112" HMAC (Type 0) ...................... S.Y. 7.240
9 Reinforced Concrete Curb & Gutter •.•• L.F. 3.870
10 Reinforced Concrete Sidewalk ............ S.F. 2,720
II Reinforced Concrelc Aprons (4) .......... S .F. 540
s ~'} 00 .Q)
s ~500. 00
s LI .~ c.y.
s .50 5.y.
s ~.oo ~'"J ·
s 15.00 ~an
S '5. 'JS ~~ s 5. ,,s sy
s ?. 00 c_,-,:
s ~so 5.f.
s .3.$0 :5 .~ •
s 3000.00
s 3500.00
s //385· 00 s :i.15(). 00
s z3sso .oo
s · 18?S.oo
s 4f(p30. 00
s t/-1 ro ~o. o. o
S ~7<Yjb. 00
s c,eoo.oo
.s t89Q.oo .
To1al. ...................................... ~ ............ _........................................................................ S /& 5 8BQ. 00
·i-.