HomeMy WebLinkAboutFolderDEVELOPMENT PERMIT Li
PERMIT NO . 03-$' \
Project: EDELWEISS GARTENS PH 5
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
EDELWEISS GARTENS PH 5
DATE OF ISSUE: 9/15/03
OWNER:
MR. STEVE ARDEN
EDELWIESS GARTENS VENTURE
COLLEGE STATION , TX 77845
SITE ADDRESS:
3850 VICTORIA AVE
DRAINAGE BASIN:
Lick Creek
VALID FOR 12 MONTHS
CONTRACTOR:
TYPE OF DEVELOPMENT: Full Development Permit
SPECIAL CONDITIONS:
All construction must be in compliance with the approved construction plans
All trees must be barricaded, as shown on plans, prior to any construction. Any trees not barricaded will not
count towards landscaping points. Barricades must be 1' per caliper inch of the tree diameter.
EROSION CONTROL IS REQUIRED TO RETAIN PERMIT.
The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate
construction site in accordance with the approved erosion control plan as well as the City of College Station
Drainage Policy and Design Criteria. If it is determined the prescribed erosion control measures are ineffective
to retain all sediment onsite, it is the contractors responsibility to implement measures that will meet City, State
and Federal requirements. The Owner and/or Contractor shall assure that all disturbed areas are sodden and
establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion
control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original
condition, placement and state . The Owner and/or Contractor shall be responsible for any damage to
adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion,
siltation or sedimentation resulting from the permitted work.
Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced
before any operations of this permit can begin.
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be
taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets,
or existing drainage facilities.
I hereby grant this permit for development of an area outside the special flood hazard area. All development
shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the
development permit application for the above named project and all of the codes and ordinances of the City of
College Station that apply.
~w-DEVELOPMENT PERMIT
PERMIT NO . 03-54
Project: Redtail Rental
CO ll l C. l STATION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
Southwood Valley Section 4-B
Block 18
Lot 18-R
DATE OF ISSUE: 04/23/03
OWNER:
Norman B. Floeck
5011 Augusta Clrcle
College Station, Texas 77845
TYPE OF DEVELOPMENT:
SPECIAL CONDITIONS:
SITE ADDRESS:
3101 Longmire
DRAINAGE BASIN:
Bee Creek Trib. "A"
VALID FOR 9 MONTHS
CONTRACTOR:
Full Development Permit
All construction must be in compliance with the approved construction plans
All trees must be barricaded, as shown on plans, prior to any construction. Any trees not barricaded will not
count towards landscaping points. Barricades must be 1' per caliper inch of the tree diameter.
Erosion Control per the approved plans must eb in place for duration of the project.
The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate
construction site in accordance with the approved erosion control plan as well as the City of College Station
Drainage Policy and Design Criteria. If it is determined the prescribed erosion control measures are ineffective
to retain all sediment onsite, it is the contractors responsibility to implement measures that will meet City, State
and Federal requirements. The Owner and/or Contractor shall assure that all disturbed areas are sodden and
establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion
control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original
condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to
adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion ,
siltation or sedimentation resulting from the permitted work.
Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced
before any operations of this permit can beg in.
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be
taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets,
or existing drainage facilities.
I hereby grant this permit for development of an area outside the special flood hazard area. All development
shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the
development permit application for the above named project and all of the codes and ordinances of the City of
College Station that apply.
~tative Date ~ /
Owner/ Agent/Contractor Date
SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION
Application is hereby made for the following development specific site/waterway alterations:
Subdivision construction in the South fork of Lick Creek Drainage Basin
ACKNOWLEDGMENTS:
I, Michael R. McClure. P.E. , design engineer, hereby acknowledge or affirm that:
The information and conclusions contained in the above plans and supporting documents comply with the
current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage
Policy and Design Standards. As a condition of approval of this permit application, I agree to construct the
improvements proposed in this application according to these documents and the requirements of Chapter 13
of the College Stati City Code. ,,,,, _ _...c;,~
Contractor
CERTIFICATIONS: (for proposed alterations within designated flood hazard areas.)
A. I, __ certify that any nonresidential structure on or proposed to be on this site as part of this application
is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year
storm.
Engineer Date
B. I, __ certify that the finished floor elevation of the lowest floor, including any basement, of any
residential structure, proposed as part of this application is at or above the base flood elevation established in
the latest Federal Insurance Administration Flood Hazard Study and maps, as amended.
Engineer Date .··· . _ .... ,,,,,,
C. I, Michael R. McClure. P.E., certify that the alterations or development coveredA1~~~M hall not
diminish the flood-carrying capacity of the waterway adjoining or crossing this pe#I~ · • ~ such
alterations or development are consistent with requirements of the City of College ~on Cod • pter
13 concerning encroach ents of floodways and of floodway fringes. r·M·ic'H°A'E"CFi.·M~crLifiet~ ?~ 7 2¢ ~3 \~:.~"32740·~::~1
~~--~~--. ......... ----+~~~~~~-
Date ~" ··'l ST ,.··0, tllf1 v;s •••••1111•• ' \~ONAL \;.\
D. I, , do certify that the proposed alterations do not raise the level of the 100 year flood above
elevation established in the latest Federal Insurance Administration Flood Hazard Study.
Engineer Date
Conditions or comments as part of approval : __
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be
taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets,
or existing drainage facilities. All development shall be in accordance with the plans and specifications
submitted to and approved by the City Engineer for the above named project. All of the applicable codes and
ordinances of the City of College Station shall apply.
Edelweiss Gartens Subdivision
Phase 5
Addend um to the
Water and Sewer Report
submitted in conjunction with the
Phase S Construction Drawings
July 21 , 2003
ADDENDUM TO THE WATER AND SEWER REPORTS FOR
EDELWEISS GARTENS SUBDIVISION
RESULTING FROM THE ADDITION OF PHASE 5
The development of Phase 5 to the Edelweiss Gartens Subdivision is in keeping with the Revised
Masterplan for this subdivision. Previous water and sewer models are still valid in their conclusions that
the systems are appropriately sized to serve the area under fully developed conditions. The purpose of
this addendum is to demonstrate that Phase 5 can be added to the utility systems prior to Phase 6 without
jeopardizing services to the rest of the subdivision.
WATER ANALYSIS
The water system in Edelweiss Gartens Subdivision was previously modified and modeled during
the design of Phase 3 and 4. The addition of Phase 5 was planned with that design and there are no
significant changes being proposed. However, the masterplan for the subdivisions calls for a third
connection to the City's water system during the construction of Phase 6. While this subsequent
development is expected soon, the computer model has been modified to reflect conditions without this
third connection and demonstrate that the water system can adequately accommodate Phase 5.
Exhibit A is a schematic diagram showing the water system for the subdivision. Phase 5 is the
area roughly bounded by Nodes 16-22. The connection between Node 19 and Node 29 is associated
with Phase 6 and is not being built at this time.
Parameters for the KYPIPES computer model were the same as previous models, except that
the line between Nodes 19 and 29 was turned off. The results from the model are shown in Exhibit B.
They indicate that the system will function within the requirements of TCEQ and the City of College
Station. Under fire flow conditions, the following pressures and pipe velocities are computed using the
KY PIPES Model:
All phases (from previous models)
Phase 1 through 5 only
WATER AND SEWER REPORTS
EDEL WEISS GARTENS SUBDIVISION
Lowest Pressure
(psi)
67.13
64.10
Highest Pipe Velocity
(ft/sec)
9.16
11.12
Under these conditions the pressure is well above the 20 psi required by TCEQ and slightly below the
12 ft/sec in the design guidelines that College Station is considering. We therefore conclude that the
proposed system will function adequately for the interim period, and its performance will be improved
when Phase 6 is added.
SEWER ANALYSIS
The sewer system for Phase 5 was previously analyzed and submitted for review as part of an
oversize participation request. A copy of that letter analysis is attached.
WATER AND SEWER REPORTS
EDEL WEISS GARTENS SUBDIVISION
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EXHIBIT A
Water System Analysis
Wat~r Line Schematic
Exhibit B
Revised KYPIPES Computer Model
* * * * * * * * * * * * * * K Y P I P E * * * * * * * * * * * * * *
* University of Kentucky Hydraulic Analysis Program
* for the Distribution of Pressure and Flows in Pipe Network Systems
*
*
* * FORTRAN VERSION -3 .40 (01/02/91)
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
DATE : 7/21/2003
TIME: 13:25:16
INPUT DATA FILENAME --------------edel5 .dat
TABULATED OUTPUT FILENAME --------edel5.out
************************************************
S U M M A R Y 0 F 0 R I G I N A L D A T A
************************************************
U N I T S S P E C I F I E D
FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG
P I P E L I N E A N D P U M P D A T A
PIPE NO . NODE NOS.
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
0
1
2
2
4
4
5
6
7
8
9
10
8
10
0
12
9
10
14
9
15
16
17
18
17
19
20
16
20
12
23
24
16
25
1
2
3
4
5
6
6
7
8
9
10
11
11
12
12
13
15
14
15
17
16
17
18
19
20
20
21
21
22
23
24
25
25
26
LENGTH
(FEET)
920. 0
240.0
450.0
300.0
640 .0
250.0
640.0
270.0
240.0
450 .0
290.0
450 .0
290 .0
290 .0
330 .0
430 .0
7 00 .0
5 7 0 .0
3 00.0
290.0
290.0
710.0
620.0
330 .0
330 .0
630.0
700.0
330.0
130 .0
750.0
470.0
580.0
300.0
90.0
DIAMETER
(INCHES)
12 .0
8.0
6.0
8.0
6 .0
8 .0
6.0
8.0
8.0
8.0
8.0
6 .0
6 .0
8 .0
8 .0
6.0
6 .0
6 .0
6 .0
8.0
6.0
6.0
6.0
6.0
8.0
6.0
6 .0
6.0
8.0
8.0
8.0
8 .0
8 .0
8.0
ROUGHNESS
150.0
150.0
150.0
150.0
150.0
150.0
150.0
150.0
150.0
150.0
150.0
150.0
150.0
150.0
150.0
150.0
150.0
150.0
150.0
150.0
150.0
150.0
150.0
150.0
150.0
150.0
150.0
150 .0
150.0
150.0
150.0
150.0
150.0
150.0
Page I of4
MINOR LOSS K
5 .00
2.60
.50
2.60
1. 80
2 .60
1.50
.50
.80
2.60
2.30
1.10
1. 80
.80
1.00
1. 80
1.30
1.10
.50
3 .60
2 .30
1.80
2.40
2 .10
2.60
1. 00
1.10
.50
.30
1.10
.30
1.10
2.30
1.80
FIXED GRADE
514.00
506.00
Exhibit B
Revised KYPIPES Computer Model
35 26 27 150.0 8.0 150.0 .50
36 26 28 370.0 8 .0 150.0 .50
37 19 29 910.0 6.0 150.0 1. 00
LINE 37 IS CLOSED
38 1 29 570.0 12.0 150.0 3 .10
39 29 30 130.0 12.0 150 .0 .50
A SUCCESSFUL GEOMETRIC VERIFICATION HAS BEEN COMPLETED
J U N C T I 0 N N 0 D E D A T A
JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES
1 .00 299 .00 1 2 38
2 .00 300.00 2 3 4
3 51. 00 308 .00 3
4 .00 301. 00 4 5 6
5 138 . 00 309.00 5 7
6 .00 301. 00 6 7 8
7 .00 302 .00 8 9
8 6.00 301. 00 9 10 13
9 69.00 306.00 10 11 17 20
10 .00 306.00 11 12 14 18
11 51. 00 306.00 12 13
12 .00 309.00 14 15 16 30
13 7 8.00 309.00 16
14 87.00 310 .00 18 19
15 66 .00 312.00 17 19 21
16 87.00 316.00 21 22 28 33
17 .00 307.00 20 22 23 25
18 60.00 308.00 23 24
19 120.00 306.00 24 26 37
20 54.00 309 .00 25 26 2 7 29
21 75.00 318.00 27 28
22 .00 310.00 29
23 126.00 314 .00 30 31
24 810.00 316.00 31 32
25 90.00 319 .00 32 33 34
26 774.00 321. 00 34 35 36
27 .00 325 .00 35
28 48.00 322.00 36
29 .00 298 .00 37 38 39
30 .00 300 .00 39
0 U T P U T 0 P T I 0 N D A T A
OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD
S Y S T E M C 0 N F I G U R A T I 0 N
TH IS SYSTEM HAS 39 PIPES WITH 3 0 JUNCTIONS , 8 LOOPS AND 2 FGNS
Page2 of4
Exhibit B
Revised KYPIPES Computer Model
*************************************
S I M U L A T I 0 N R E S U L T S
*************************************
THE RESULTS ARE OBTAINED AFTER 5 TRIALS WITH AN ACCURACY . 00013
S I M U L A T I 0 N D E S C R I p T I 0 N (L A B E L)
Edelweiss Gartens-Revised Masterplan
Res.Demand=3 GPM/Residence Fire Flow 2 @ 750 GPM (Nodes 24 & 26)
p I p E L I N E R E S U L T S
PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000
1 0 1 1047 .38 1. 95 .00 .69 2.97 2.12
2 1 2 1047.38 3.66 .00 1. 80 6.68 15.27
3 2 3 51. 00 .10 .00 .00 .58 .23
4 2 4 996. 38 4.18 .00 1. 63 6.36 13.92
5 4 5 231. 52 2.42 .00 .19 2.63 3 .79
6 4 6 764 .86 2.13 .00 .96 4.88 8.53
7 5 6 93.52 .45 .00 .03 1. 06 .71
8 6 7 858.38 2 .85 .00 .23 5 .48 10.56
9 7 8 858 .38 2.54 .00 .37 5.48 10.56
10 8 9 642.35 2 .78 .00 .68 4.10 6.17
11 9 10 -497. 5.6 -1.12 .00 -.36 -3.18 -3 .85
12 10 11 -159.03 -.85 .00 -.06 -1.80 -1.89
13 8 11 210.03 . 92 .00 .16 2.38 3.16
14 10 12 -663.51 -1. 90 .00 -.22 -4 .23 -6.56
15 0 12 1742.62 12.94 .00 1. 92 11.12 39.20
16 12 13 78.00 .22 .00 .02 .89 .50
17 9 15 283 .00 3.84 .00 .21 3.21 5.49
18 10 14 324.97 4.04 .00 .23 3.69 7.10
19 14 15 237.97 1.20 .00 .06 2.70 3.98
20 9 17 787.92 2.61 .00 1. 41 5.03 9.01
21 15 16 454.97 3.84 .00 .95 5.16 13.23
22 16 17 -305.00 -4.48 .00 -.33 -3.46 -6.31
23 17 18 129.15 .80 .00 .08 1. 47 1. 28
24 18 19 69.15 .13 .00 .02 .78 .40
25 17 20 353.76 .68 .00 .21 2.26 2.05
26 19 20 -50.85 -.14 .00 -.01 -.58 -.23
27 20 21 248.92 3.03 .00 .14 2.82 4.33
28 16 21 -173.92 -.74 .00 -.03 -1. 97 -2.23
29 20 22 .00 .00 .00 .00 .00 .00
30 12 23 1001.12 10.53 .00 .70 6.39 14.04
31 23 24 875.12 5.15 .00 .15 5.59 10.95
32 24 25 65.12 .05 .00 .00 .42 .09
33 16 25 846.88 3 .09 .00 1. 04 5.41 10.30
34 25 26 822 .00 .88 .00 . 77 5 .25 9.75
35 26 27 .00 .00 .00 .00 .00 .00
36 26 28 48.00 .02 .00 .00 .31 .05
LINE 37 IS CLOSED
38 1 29 .00 .00 .00 .00 .00 .00
39 29 30 .00 .00 .00 .00 .00 .00
Page 3 of4
Exhibit B
Revised KYPIPES Computer Model
J U N C T I 0 N N 0 D E R E S U L T S
JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE
1 .00 511 . 36 299.00 92.02
2 .00 505 .90 300.00 89.22
3 51. 00 505.79 308.00 85.71
4 .00 500.09 301. 00 86.27
5 138. 00 497.47 309.00 81. 67
6 .00 4 96. 99 301 .00 84 .93
7 .00 493.91 302.00 83.16
8 6 .00 4 91. 00 301.00 82.33
9 69.00 487.54 306.00 78.67
10 .00 489 .02 306.00 79.31
11 51. 00 489.92 306 .00 79 . 70
12 .00 4 91.14 309.00 78.93
13 78.00 490.90 309.00 78.83
14 87.00 484.74 310.00 75.72
15 66.00 483.49 312.00 74.31
16 87 .00 478.70 316.00 70.50
17 .00 483 .52 307.00 76 . 49
18 60.00 482.64 308 .00 75 .68
19 120.00 482.49 306.00 76.48
20 54.00 482.63 309.00 75.24
21 75.00 479.47 318.00 69.97
22 .00 482.63 310.00 74.81
23 126.00 479.91 314 .00 71. 90
24 810.00 474.62 316.00 68 .74
25 90 .00 474.57 319 .00 67.41
26 77 4. 00 472.92 321. 00 65.83
27 .00 472.92 325.00 64.10
28 48 .00 472.90 322.00 65.39
29 .00 511 .36 298 .00 92.46
30 .00 511. 36 300.00 91.59
S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S
(+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES
(-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES
PIPE NUMBER FLOWRATE
1 1047.38
15 1742.62
NET SYSTEM INFLOW
NET SYSTEM OUTFLOW
NET SYSTEM DEMAND
2 790.00
.00
2790 .00
D A T A C H A N G E S F 0 R N E X T S I M U L A T I 0 N
D E M A N D C H A N G E S
DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR = 1.00
Page 4 of4
* Lowest Pressure
t1S McCLURE ENGINEERING, INC.---------.......
March 12, 2003
Mr. Brett McCully
City of College Station
P.O. Box 9960
College Station, Texas 77842
Re: Edelweiss Gartens, Phase 5 -Oversize Participation Request
Dear Brett:
We are in the process of developing construction plans for Edelweiss Gartens,
Phase 5. The sewer system for this phase involves the extension of a sewer outfall that
presently terminates south of the Westfield Addition. From previous discussions we
understand that the City wishes to oversize the sewer outfall so that it will accommodate
all of the sewer basin south and west of Edelweiss Gartens. .,_'.
With that tinderstanding, I have prepared the attached exhibit that sh<:>ws an
analysis of the line sizes needed to accommodate the remaining two phases of Edelweiss
Gartens. The analysis indicates that a 6" diameter line is sufficient, but I've assumed it to
be 8" diameter for purposes of estimating oversize participation costs. The ·second
analysis on the exhibit adds the additional land in the sewer basin outside of Edelweiss
Gartens. It indicates that the 15" trunk line should be extended a short distance, then
reduced to a 12" and later a 10" line.
Before the construction plans are completed, we need a commitment from the
City of College Station that it is willing to pay the cost of oversizing the sewer line. I
have included an estimate of the oversize participation costs for your use. I ask _that you
forward this request through the appropriate channels for consideration so that we can
finish our design accordingly. Thank you.
Sincerely,
&l
Kent Laza, P.E. r-
Project Administrator
xc: Steve Arden
attachments
1008 Woodcreek Drive, Suite 103 •College Station, Texas 77845
(979) 693-3838 •FAX (979) 693-2554 •email: mcclure@tca.net
Ed•lw•ln Gort•ns -Phase S and 6 only
Line Arca of Contributing Land Uses
1l -;; 1 ~ g-'"":' ·;:; 0
-u t; 0 r;: "< ~ u " From To ~ :J ~ -~ -g 0 8 ..
;:i 'O -; -~ 0 ~ 8 ~
MH# MH# Ac. Ac. Lots OPD
AA cc 0 0 54 -cc EE 0 0 77 16,200
EE FF 0 0 39,300
Exhibit A
Edelweiss Gartens Phase 5
Subdivision Sewer Analysis
(Su bdivision only and Ultimate Development Scenarios)
Flow Calculations
Average Daily Infiltration Peaking Type Inside Peak Flows Size Material Flows(ADF) (10%ADF) Factor 2•PVC Diameter
OPD CFS CFS CFS OPM MOD (in.) Inches
16,200 0.03 0.00 3.78 0.10 44 0.063 6 2 D3034 5.793
39,300 0.06 0.01 3.47 0.22 97 0.140 6 2 D3034 5.793
39,300 0.06 O.ot 3.47 0.22 97 0.140 6 2 D3034 5.793
Ed I I G ewe" art.ens · Ph nses and 6 with surrounding ultimate d•.velopment
Line Area of Contributing Land Uses Flow Calculations
1~ -;; 1 ~ ·;:; 0 0 . tl r;: -u 0 "< ~ :J § u " Average Daily Infiltration Peaking Type Inside From To ~ ·~ Peale Flows Size Material -g 0 8 -3 Flows(ADF) (10%ADF) Factor 2•PVC Diameter ;:i 'O -~ -~ ~ ~ u
MH# MH# Ac. Ac. Lots OPD OPD CFS CFS CFS OPM MOD (in.) Inches
AA cc 46.7 54 -145,092 0.22 0,02 3.0S 0.71 317 0.457 10 2 D3034 9.692
BB cc 64.I 0 -115,380 0.18 0.02 3.12 0.57 258 0.371 8 2 D3034 7.754 cc EE 0 105 260,472 291,972 0.45 0.05 2.84 1.33 597 0.860 12 2 D3034 11.538
DD EE 12.3 0 10 25,140 0.04 0.00 3.62 0.14 65 0.094 6 2 D3034 5.793
EE FF 0 317,112 317,112 0.49 0.05 2.82 1.43 643 0.926 15 2 D3034 14.124
Propcsed Sewer System
Cale. Min. Cale. Min. Ave. Daily Ave.Daily Slope Slope Peak Flow Slope Slope Flow Flow Peale Peale Velocity ADF ADF Velocity Depth Flows Flows
% % fus % o/o fus Inches
0.04 0.60 1.78 O.oJ 0.60 1.19 0.87
0.18 0.60 2.21 0.07 0.60 1.59 1.45
0.18 0.60 2.21 0.07 0.60 1.59 1.45
• • Slopes Listed in Red Color arc less than the Minimum Slope Allowed
Refer to the next column for Minimum Slope.
Prooosed Sewer Svstem
Cale. Min. Cale. Min. Ave. Daily Ave. Daily Slope Slope Peale Flow Slope Slope Flow Flow Peak Peak Velocity ADF ADF Velocity Depth Flows Flows
o/o o/o fos o/o o/o fos Inches
0.12 0.30 2.28 0.06 0.30 1.73 2.91
0.27 0.40 2.39 0.12 0.40 1.82 2.71
0.17 0.20 2.24 0.10 0.20 1.79 4.62
0.08 0.60 1.99 O.Q3 0.60 1.38 1.16
0.07 0.15 2.10 0.04 0.15 1.63 4.24
.. Slopes Listed in Red Color arc less than the Minimum Slope Allowed
Refer to the next column for Minimum Slope.
Exhibit A
Item
I
2
3
4
1
2
Edelweiss Gartens Phase 5
Estimate of Oversize Participation Costs
March 12, 2003
Sewer Trunk Line Construction for Ultimate Development south of Edelweiss Gartens
Description Unit Quantity Unit Cost Extension
15" PVC D 3034, Str. Backfill L.F. 480 70.00 33 ,600.00
12" PVC D 3034, Str. Backfill L.F. 2,390 45.00 107,550.00
12" DIP Class 350, 18" Steel Casing, Str. Backfill L.F. 60 120.00 7,200.00
10" PVC, D-3034, Str. Backfill L.F. l,250 40.00 50,000.00
Estimated Construction Cost $198,350.00
Sewer Trunk Line Construction/or Edelweiss Gartens Phases 5 & 6 Only
8" PVC, D-3034, Str. Backfill L.F. 4,120 31.00 127,720.00
8" DIP Class 350, 16" Steel Casing, Str. Backfill L.F. 60 76.00 4,560.00
Estimated Construction Cost $132,280.00
Oversize Participation bv Citv of Collet!e Station $66,070.00
I
Edelweiss Gartens Subdivision
Phase 5
Addendum #3
to the
Original Drainage Report
submitted in conjunction with the
Phases 5 Construction Drawings
July, 2003
. '
!....-· ---·--·-, ------
Edelweiss Gartens Subdivision
Phase 5
Addendum #3
to the
Original Drainage Report
submitted in conjunction with the
Phases 5 Construction Drawings
July, 2003
CERTIFICATION
I, Kent M. Laza, Registered Professional Engineer No. 65923, State of Texas, certify that
the revisions contained in this Addendum #3 report to the Original Drainage Report for the
EDELWEISS GARTENS SUBDIVISION, PHASES 5, were prepared by me in accordance with the
provisions of the City of College Station Drainage Policy and Design Standards for the owners
thereof.
Kent M. Laza, P.E. No. 65923
DRAINAGE REPORT
ADDENDUM#30FTHEDRAINAGEREPORTFOR
EDELWEISS GARTENS SUBDIVISION
This addendum covers the proposed drainage system for Phase 5. The detention pond that was
designed and constructed with Phase 1 is still adequate to serve the entire development. The only
additions to the original report involve sizing and alignment of the underground storm drain system and
the capture of offsite runoff for Phase 5. As with the original syste~ the system for Phase 5 is designed
for a 10-yr storm event as required by the City of College Station. A interim drainageway is proposed
along the south property line of Phase 5 to intercept offsite drainage. The following exhibits are
provided to show the revisions to the drainage system.
Exhibit B -Revised Drainage Area Map
Exhibit C-1 -Drainage Area Calculations
Exhibit C-2 -Inlet Computations
Exhibit C-3 -Pipe Size Calculations
Exhibit D-1 -Hydraulic Grade Line Calculations
Exhibit D-2 -Hydraulic Grade Line Profiles
Exhibit E-1 -HEC-RAS Output for Offsite Flume
Exhibit E-2 -Hydraulic Grade Line Diagrams
Exhibit F-1 -Interim Drainageway Calculations
ADDENDUM TO DRAINAGE REPORTS
EDEL WEISS GARTENS SUBDIVISION
~ ;: ~ c 0 0::: w ...J ...J ...J
< ~ 0.. < LL. LL.
w 0 j:: I-c c
(!) 0::: ...J z < z z < w z w (.) :5 ~ :5 < ...J > w :IE ...J z c ~ < W< c;; w < 0::: (!) 0::: ...J I-cw > I-Wz w ...J 0 z 0::: w < 0 >w >< c I-::::> < 0::: 0.. I-0 ...J 0 LL.
NO. AC. 0.4 0.55 0.9 ft. ft.
100 1.26 0.00 1.26 0.00 0.69 130.0 1.3
101 1.16 0.00 1.16 0.00 0.64 130.0 1.3
102A 0.94 0.00 0.94 0.00 0.52 130.0 1.3
1028 0.40 0.00 0.40 0.00 0.22 32.0 0.3
103 0.92 0.00 0.92 0.00 0.51 130.0 1.3
104 1.30 0.00 1.30 0.00 0.72 130.0 1.3
105 0.61 0.00 0.61 0.00 0.34 66.0 0.7
106 0.93 0.00 0.93 0.00 0.51 130.0 1.3
107 0.50 0.00 0.50 0.00 0.28 66.0 0.7
108A 0.74 0.00 0.74 0.00 0.41 69.0 0.7
1088 1.97 0.00 1.97 0.00 1.08 62.0 0.6
110 1.17 0.00 1.17 0.00 0.64 130.0 1.3
111 1.44 0.00 1.44 0.00 0.79 216.0 4.0
112 0.94 0.00 0.94 0.00 0.52 130.0 1.3
113A 0.59 0.00 0.59 0.00 0.32 80.0 0.8
1138 0.18 0.00 0.18 0.00 0.10 35.0 0.4
114 0.93 0.00 0.93 0.00 0.51 130.0 1.3
115 0.78 0.00 0.78 0.00 0.43 80.0 0.8
116 1.09 0.00 1.09 0.00 0.60 130.0 1.3
117 0.57 0.00 0.57 0.00 0.31 80.0 0.8
F1 16.61 16.61 0.00 0.00 6.64 300.0 12.0
F2 16.32 16.32 0.00 0.00 6.53 137.0 1.4
EXHIBIT C-1
Rational Formula Drainage Area Calculations
Edelweiss Gartens
;: ;:
0 0 ...J ...J LL. LL. ~ 0::: ::c 0::: w I-w 0 ~ C,) I-t: (!) t: ...J 0 ,; ::::> z ::::> ...J ...J w w 'CV en N It)
(!) ~ (!) ~ > (.) ::::> ~ a !2 a
ft. ft. ft/s min min In/Hr cfs In/Hr cfs
325.0 3.0 1.3 5.9 10.0 6.33 4.4 7.7 5.3
325.0 3.0 1.3 5.9 10.0 6.33 4.0 7.7 4.9
260.0 2.0 1.2 5.6 10.0 6.33 3.3 7.7 4.0
252.0 1.5 1.4 3.5 10.0 6.33 1.4 7.7 1.7
260.0 2.0 1.2 5.6 10.0 6.33 3.2 7.7 3.9
295.0 3.0 1.3 5.5 10.0 6.33 4.5 7.7 5.5
295.0 3.0 1.5 4.0 10.0 6.33 2.1 7.7 2.6
256.0 2.5 1.2 5.2 10.0 6.33 3.2 7.7 3.9
256.0 2.5 1.4 3.7 10.0 6.33 1.7 7.7 2.1
275.0 1.7 1.2 4.6 10.0 6.33 2.6 7.7 3.1
653.0 6.0 1.7 7.2 10.0 6.33 6.9 7.7 8.3
300.0 4.0 1.4 5.3 10.0 6.33 4.1 7.7 5.0
395.0 6.0 1.6 6.4 10.0 6.33 5.0 7.7 6.1
252.0 2.5 1.2 5.2 10.0 6.33 3.3 7.7 4.0
252.0 2.5 1.4 4.0 10.0 6.33 2.1 7.7 2.5
100.0 0.6 1.2 1.9 10.0 6.33 0.6 7.7 0.8
245.0 1.5 1.1 5.7 10.0 6.33 3.2 7.7 3.9
277.0 1.7 1.2 4.9 10.0 6.33 2.7 7.7 3.3
298.0 1.8 1.1 6.3 10.0 6.33 3.8 7.7 4.6
276.0 1.7 1.2 4.9 10.0 6.33 2.0 7.7 2.4
1000.0 16.0 2.1 10.2 10.2 6.27 41.7 7.6 50.7
1800.0 28.0 2.1 15.4 15.4 5.12 33.5 6.3 41 .1
0 It) 0 .... It) N :!: a ~ a
In/Hr cfs In/Hr cfs
8.6 6.0 9.9 6.8
8.6 5.5 9.9 6.3
8.6 4.5 9.9 5.1
8.6 1.9 9.9 2.2
8.6 4.4 9.9 5.0
8.6 6.2 9.9 7.1
8.6 2.9 9.9 3.3
8.6 4.4 9.9 5.0
8.6 2.4 9.9 2.7
8.6 3.5 9.9 4.0
8.6 9.4 9.9 10.7
8.6 5.6 9.9 6.3
8.6 6.8 9.9 7.8
8.6 4.5 9.9 5.1
8.6 2.8 9.9 3.2
8.6 0.9 9.9 1.0
8.6 4.4 9.9 5.0
8.6 3.7 9.9 4.2
8.6 5.2 9.9 5.9
8.6 2.7 9.9 3.1
8.6 56.9 9.8 65.0
7.1 46.4 8.1 53.1
0 It)
In/Hr
11 .1
11 .1
11 .1
11 .1
11.1
11 .1
11 .1
11.1
11 .1
11 .1
11 .1
11.1
11.1
11 .1
11 .1
11 .1
11 .1
11 .1
11 .1
11 .1
11 .1
9.2
0
0 0 0 It) 0 .... a .... a
cfs In/Hr cfs
7.7 12.5 8.7
7.1 12.5 8.0
5.8 12.5 6.5
2.5 12.5 2.8
5.6 12.5 6.3
8.0 12.5 9.0
3.7 12.5 4.2
5.7 12.5 6.4
3.1 12.5 3.4
4.5 12.5 5.1
12.1 12.5 13.6
7.2 12.5 8.1
8.8 12.5 9.9
5.8 12.5 6.5
3.6 12.5 4.1
1.1 12.5 1.2
5.7 12.5 6.4
4.8 12.5 5.4
6.7 12.5 7.5
3.5 12.5 3.9
73.5 12.4 82.6
60.2 10.4 67.8
7/18/2003
0025-dra.xls
cfs
100 102A 6.0 0.0 6.0 27
101 103 5.5 0.0 5.5 27
102A NIA 4.5 0.0 4.5 27
1028 NIA 1.9 0.0 1.9 39
103 NIA 4.4 0.0 4.4 27
104 106 6.2 0.0 6.2 27
105 107 2.9 0.0 2.9 27
106 108A 4.4 0.0 4.4 27
107 108A 2.4 0.0 2.4 27
108A NIA 3.5 0.0 3.5 27
1088 NIA 9.4 0.0 9.4 20
110 112 5.6 0.0 5.6 27
111 113A 6.8 0.0 6.8 27
112 NIA 4.5 2.5 6.9 27
l 13A NIA 2.8 3.7 6.6 27
1138 NIA 0.9 0.0 0.9 39
114 116 4.4 0.0 4.4 27
115 117 3.7 0.0 3.7 27
116 108A 5.2 0.0 5.2 27
117 108A 2.7 0.0 2.7 27
0.6% 100 6.0
0.5% 101 5.5
0.3% NIA
0.1% 102 6.4
0.3% 103 4.4
0.6% 104 6.2
0.1% 105 2.9
0.3% 106 4.4
0.1% 107 2.4
0.2% NIA
0.3% 108 12.9
0.5% 110 5.6
0.8% 111 6.8
0.8% 112 6.9
0.7% NIA
0.0% 113 7.4
0.3% 114 4.4
0.2% 115 3.7
0.4% 116 5.2
0.1% 117 2.7
EXHIBIT C-2
INLET COMPUTATIONS
Edelweiss Gartens
DESCRIPTION
Recessed Low Point Inlet
Recessed Low Point Inlet
Recessed Low Point Inlet
Recessed Low Point Inlet
Recessed Low Point Inlet
Recessed Low Point Inlet
Recessed Low Point Inlet
Recessed Low Point Inlet
Recessed Low Point Inlet
Recessed Inlet on Grade
Recessed Inlet on Grade
Recessed Low Point Inlet
Recessed Low Point Inlet
Recessed Low Point Inlet
Recessed Low Point Inlet
Recessed Low Point Inlet
Recessed Low Point Inlet
Curb Inlet
cfs ft ft
2.33 2.56 5
2.33 2.36 5
2.33 2.73 5
2.33 1.87 5
2.33 2.64 5
2.33 1.24 5
2.33 1.89 5
2.33 1.02 5
2.33 5.51 10
0.62 8.99 5
0.62 11.07 5
2.33 2.97 5
2.33 3.17 5
2.33 1.89 5
2.33 1.59 5
2.33 2.22 5
2.33 1.16 5
0
0
0
0
0
0
0
0
0
0
0
2.5
3.7
0
0
0
0
0
0
0
Grate Inlet
ft cfs sq-ft sq-ft
7/18/2003
0025-dra.xls
Exhibit C-2
0 < Eo-! u z r;i;;l
~ ~ Eo-! z < r;i;;l ;..c Eo-! ~ 0 0 ~ (,J Eo-! Eo-! Eo-!
# # Ac. min
100 101 0.7 10.0
101 103 1.3 10.1
102A 1028 0.5 10.0
1028 103 0.7 10.0
103 105 2.6 10.8
104 105 0.7 10.0
105 107 3.6 12.1
106 107 0.5 10.0
107 1088 4.4 12.9
108A 1088 0.4 10.0
1088 HW101 5.9 13.3
110 111 0.6 10.0
111 1138 1.4 10.1
112 1138 0.5 10.0
113A 1138 0.3 10.0
1138 115 2.4 10.8
114 115 0.5 10.0
115 117 3.3 12.1
116 117 0.6 10.0
117 HW102 4.2 12.9
*Includes 33% Flow Increase for pipe sizes <27" dia.
EXHIBIT C-3
PIPE SIZE CALCULATIONS
Edelweiss Gartens
.§i .§i "' cu
E ~ cu "' c:i.. cu "' "O ~ ~ 0 cu cu ..... ..... "O c:i.. "" rLJ "' cu ~ cu
.§i = ..... ~ :e ~ "' « .... .=. ~ 0 ~ "' ~ 0 "O 0 c 0 cu =-< i£ i£ ~ ;;;i ~ z
yr cfs cfs # cfs %
10 6.0 8.0 1 8.0
10 11 .4 15.2 1 15.2
10 4.5 5.9 1 5.9
10 6.4 8.5 1 8.5
10 21 .5 21 .5 1 21 .5
10 6.2 8.2 1 8.2
10 28.8 28.8 1 28.8
10 4.4 5.9 1 5.9
10 34.0 34.0 1 34.0
10 3.5 4.7 1 4.7
10 45.0 45.0 1 45.0
10 5.6 7.4 1 7.4
10 12.3 16.4 1 16.4
10 4.5 5.9 1 5.9
10 2.8 3.7 1 3.7
10 19.9 19.9 1 19.9
10 4.4 5.9 1 5.9
10 26.4 26.4 1 26.4
10 5.2 6.9 1 6.9
10 32.7 32.7 1 32.7
** See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope)
« « cu c:i.. 0 (i) = = Eo-! .~ C,!) r;i;;l ~ ..... z (,J ·c: N r;i;;l r;i;;l ;..c ~ rLJ > ~
" fps I
0.66 18 4.5 32
1.06 21 6.3 271
2.09 13 6.4 13
0.75 18 4.8 30
0.55 27 5.4 422
0.70 18 4.6 30
0.57 30 5.9 279
0.36 18 3.3 30
0.79 30 6.9 142
1.29 13 5.1 13
0.83 33 7.6 30
0.57 18 4.2 32
1.23 21 6.8 271
0.37 18 3.4 30
0.82 13 4.0 13
0.47 27 5.0 399
0.36 18 3.3 47
0.83 27 6.6 291
0.50 18 3.9 30
0.73 30 6.7 90
cu 6 ~
~ ' "" Eo-!
min
0.12
0.71
0.03
0.10
1.30
0.11
0.79
0.15
0.34
0.04
0.07
0.13
0.66
0.15
0.05
1.33
0.24
0.73
0.13
0.23
"O = r;i;;l
@
(,J
Eo-!
min
10.12
10.83
10.03
10.14
12.14
10.11
12.93
10.15
13.27
10.04
13.34
10.13
10.79
10.15
10.05
12.12
10.24
12.85
10.13
13.08
Eo-! = ES Eo-! ~ ;..c r;i;;l = I I
7/3/2003
0025-dra.xls
Exhibit C-3
Inlets FL FL Begin
From To Upper Lower WS Elev 0100
108 out 296.99 296.5 299.43 67.4
107 108 298.32 297.24 300.77 50.8
106 107 300.02 299.87 303.15 8.5
105 107 300.05 298.42 303.15 42.5
104 105 301 .72 301.51 305.18 11.9
103 105 302.62 300.26 305.18 31.2
102 103 303.61 303.38 306.92 12.3
101 103 305.99 303.12 306.92 22.1
100 101 306.46 306.24 309.91 11.5
Inlets FL FL Bea in
From To Upper Lower WS Elev 0100
117 out 299.8 298 300.64 49.2
116 117 300.95 300.8 303.22 10
115 117 302.39 300.05 303.22 39.3
114 115 303.39 303.24 306.99 8.5
113 11 5 304.24 302.49 306.99 29.1
112 113 305.35 305.2 308.86 8.6
111 113 308 304.74 308.86 23.8
110 111 308.42 308.25 311.96 10.7
McClure Engineering, Inc.
Edelweiss Gartens, Phase 5
100 year Hydraulic Grade Line Calculations
Normal Starting wsa
Street O Pioe Dia Lenoth ROW Sf Pioe S Streets Deoth WS Elev Upper
26.20 33 70 50 1.880% 0.700'lf> 0.246% 298.70 299.43 299.74
15.99 30 130 50 1.777% 0.831% 0.092% 299.24 300.77 300.82
1.58 18 30 50 0.761% 0.500% 0.001% 301.07 303.15 301 .52
12.94 30 272 50 1.244% 0.599% 0.060% 300.42 303.15 302.55
3.72 18 30 50 1.492% 0.700% 0.005% 302.71 305.18 303.22
9.81 27 429 50 1.176% 0.550% 0.034% 302.06 305.18 304.87
3.74 18 30 50 1.594% 0.767% 0.005% 304.58 306.92 305.11
6.90 21 270.5 50 2.259% 1.061% 0.017% 304.52 306.92 307.74
3.12 18 30 50 1.393% 0.733% 0.003% 307.44 309.91 307.96
Normal Starting WS@
StreetO Pioe Dia Lena th ROW Sf Pioe S Street S Deoth WS Elev Upper
5.43 30 137 50 1.687% 1.314% 0.011% 300.00 300.64 302.30
3.08 18 30 50 1.053% 0.500% 0.003% 302.00 303.22 302.45
13.03 27 282 50 1.867% 0.830% 0.061% 301.85 303.22 304.64
1.58 18 30 50 0.761% 0.500% 0.001% 304.44 306.99 304.89
9.27 27 370 50 1.023% 0.473% 0.031% 304.29 306.99 306.49
1.68 18 30 50 0.779% 0.500% 0.001% 306.40 308.86 306.85
7.44 21 265 50 2.620% 1.230% 0.020% 306.14 308.86 309.75
3.34 18 30 50 1.206% 0.567% 0.004% 309.45 311 .96 309.92
Velocitv Velocitv
Hf In Out
1.32 8.06 7.89
2.31 6.85 8.06
0.23 0.00 4.45
3.38 6.12 6.85
0.45 0.00 5.27
5.05 7.18 6.12
0.48 0.00 5.51
6.11 5.39 7.18
0.42 0.00 5.39
Velocity Velocitv
Hf In Out
2.28 8.06 10.14
0.32 6.85 4.45
5.26 0.00 7.51
0.23 6.12 4.45
3.79 0.00 5.67
0.23 7.18 4.45
6.94 0.00 7.74
0.36 5.39 4.74
Hi
0.02
0.07
0.15
0.07
0.22
0.11
0.24
0.18
0.23
Hi
0.29
0.11
0.44
0.14
0.25
0.25
0.46
0.05
Ending Too
WS Elev Inlet
300.77 301.66
303.15 303.34
303.52 303.47
305.18 305.13
305.18 305.13
306.92 306.87
307.07 307.02
309.91 309.86
309.91 309.86
Endina Too
WS Elev Inlet
303.22 304.96
303.64 304.96
306.99 306.94
306.99 306.94
308.86 308.81
308.72 308.67
311 .96 311.91
311.96 311.91
7/3/2003
E>aiibit E-1
0025-p5-hgline.xls
Inlets FL FL Begin
From To Upper Lower WS Elev
108 out 296.99 296.5 299.43
107 108 298.32 297.24 300.05
106 107 300.02 299.87 301.16
105 107 300.05 298.42 301.16
104 105 301 .72 301 .51 302.75
103 105 302.62 300.26 302.75
102 103 303.61 303.38 305.20
101 103 305.99 303.12 305.20
100 101 306.46 306.24 308.18
Inlets FL FL Begin
From To Upper Lower WS Elev
117 out 299.8 298 300.64
116 117 300.95 300.8 301 .76
115 117 302.39 300.05 301 .76
11 4 115 303.39 303.24 304.45
11 3 115 304.24 302.49 304.45
112 113 305.35 305.2 306.34
111 11 3 308 304.74 306.34
110 111 308.42 308.25 309.88
McClure Engineering, Inc.
Edelweiss Gartens, Phase 5
~ year Hydraulic Grade Line Calculations
Normal Starting WS @ Velocity
0 10 Pipe Dia Length St Pipe S Depth WS Elev Upper Hf In
45 33 70 0.838% 0.838% 298.70 299.43 299.19 0.59 8.06
34 30 130 0.796% 0.831% 299.18 300.05 300.26 1.03 6.85
5.9 18 30 0.367% 0.500% 300.92 301.16 301 .07 0.11 0.00
28.8 30 272 0.571% 0.599% 300.36 301.16 301.99 1.55 6.16
8.2 18 30 0.708% 0.708% 302.71 302.75 302.92 0.21 0.00
21.5 27 429 0.559% 0.559% 302.06 302.75 304.42 2.40 7.21
8.5 18 30 0.761 % 0.767% 304.58 305.20 304.81 0.23 0.00
15.2 21 270.5 1.068% 1.068% 304.52 305.20 307.39 2.89 5.38
8 18 30 0.674% 0.733% 307.37 308.18 307.59 0.20 0.00
Normal Starting WS@ Velocity
0 10 Pipe Dia Length St Pipe S Depth WS Elev Upper Hf In
32.7 30 137 0.736% 1.314% 299.56 300.64 301 .36 1.01 8.06
6.9 18 30 0.502% 0.502% 302.00 302.00 302.15 0.15 6.85
26.4 27 282 0.842% 0.842% 301 .85 301.85 304.19 2.38 0.00
5.9 18 30 0.367% 0.500% 304.29 304.45 304.44 0.11 6.16
19.9 27 370 0.479% 0.479% 304.29 304.45 306.04 1.77 0.00
5.9 18 30 0.367% 0.500% 306.25 306.34 306.40 0.11 7.21
16.4 21 265 1.244% 1.244% 306.14 306.34 309.40 3.30 0.00
7.4 18 30 0.577% 0.577% 309.45 309.88 309.62 0.17 5.38
Velocity
Out Hj
.... 8.83~ 0.04
8.06 0.07
4.39 0.07
6.85 0.03
5.30 0.11
6.16 0.05
5.51 0.12
7.21 0.09
5.38 0.11
Velocity
Out Hj
~9.75~ 0.12
4.46 0.10
7.57 0.22
4.39 0.07
5.71 0.13
4.39 0.13
7.78 0.23
4.78 0.02
Ending
WS Elev
300.05
301 .16
301 .34
302.75
303.07
305.20
305.54
308.18
308.49
Ending
WS Elev
301.76
302.26
304.45
304.63
306.34
306.58
309.88
310.07
Top Delta
Inlet Check
301.66 OK
303.34 OK
303.47 OK
305.13 OK
305.13 OK
306.87 OK
307.02 OK
309.86 OK
309.86 OK
Top Delta
Inlet Check
304.96 OK
304.96 OK
306.94 OK
306.94 OK
308.81 OK
308.67 OK
311 .91 OK
311 .91 OK
7/3/2003
Exhibit E-1
0025-p5-hgline.xls
Exhibit F-1
TRAPEZOIDAL CHANNEL ANALYSIS
NORMAL DEPTH COMPlJT A TION
July 18, 2003
PROGRAM INPUT DATA
DESCRIPTION VALUE
Flow Rate (cfs)............................................. 136.0
Channel Bottom Slope (ft/ft)................................ 0.006
Manning's Roughness Coefficient (n-value)................... 0.03
Channel Left Side Slope (horizontal/vertical)............... 4.0
Channel Right Side Slope (horizontal/vertical)............. 4.0
Channel Bottom Width (ft)................................... 0.01
COMPlJT ATION RES UL TS
DESCRIPTION
Normal Depth (ft}··········································
Flow Velocity (fps}···········'····························
Froude Number···············································
Velocity Head (ft}·········································
Energy Head (ft)············································
Cross-Sectional Area ofFlow (sq ft}·······················
Top Width ofFlow (ft)······································
VALUE
2.72-Maximum Depth
4.61
0.697
0.33
3.05
29.51
21.73
HYDROCALC Hydraulics for Windows, Version l .2a Copyright (c) 1996
Dodson & Associates, lnc., 5629 FM 1960 West, Suite 314, Houston, TX 77069
Phooe:(28 l)440-3787, Fax:(28 I )440-4742, Email:software@dodson-bydro.com
All Rights Reserved.
Exhibit F-1
TRAPEZOIDAL CHANNEL ANALYSIS
CRITICAL DEPTH COMP UT A TJON
July 18, 2003
PROGRAM INPUT DATA
DESCRIPTION VALUE ----·---------------------
Flow Rate (cfs)............................................. 57.0
Channel Bottom Slope (ft/ft)................................ 0.022
Manning's Roughness Coefficient (n-value)................... 0.03
Channel Left Side Slope (horizontal/vertical)............... 4.0
Channel Right Side Slope (horizontal/vertical).............. 4.0
Channel Bottom Width (ft)................................... 0.01
COMPUTATION RESULTS
DESCRIPTION
Critical Depth (ft) ........................................ .
Critical Slope (ft/ft) .................................... ..
Flow Velocity (fps)-···································· .. ..
Froude Number···············································
Velocity Head (ft) ........................................ ..
Energy Head (ft) ........................................... .
Cross-Sectional Area ofFlow (sq ft) ....................... .
Top Width ofFlow (ft) ..................................... .
VALUE
t.66
0.0145
5.17-Maximum Velocity
t.O
0.42
2.07
11.03
13.28
HYDROCALC Hydraulics for Windows, Version l .2a Copyright ( c) 1996
Dodson & Associates, Inc., 5629 FM 1960 West, Suite 314, Houston, TX 77069
Phone:(28 l )440-3 787, Fax:(28 l )440-4 742, Email:software@dodson-hydro.com
All Rights Reserved.