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SCHULTZ ENGINEERING, LLC.
2730 Longmire Drive, Suite A
College Station, Texas 77845
Firm No. 12327
Saddle Creek Subdivision, Phase 10
Engineer's Estimate of Street Construction
Description Unit Estimated
Quantitv
Sitework & Pavement
Mobilization/Construction Staking LS I
Site Preparation/Clearing and Grubbing AC IO
Topsoil Removal & Replacement LS l
Excavation/Grading LS l
Mixing & incorporation of lime, 6" deep SY 7,710
Hydrated Lime (27 lb/sy) Ton 105
6" Crushed Limestone Base SY 6,871
2" Hot Mix Asphaltic Concrete SY 5,617
Seeding (edge of pavement to ROW & easements) SY 16,160
Unit Price
6,000.00
2,000.00
6,000.00
15 ,000.00
2.20
170.00
l l.00
l l.00
0.30
Sitework and Paving Subtotal
Drainage System
8'x6' Box Culvert -structural backfill LF
Concrete Headwall EA
Silt Fence LF
Rock Riprap 4" to 8" SY
Rock Riprap 8" to 12" SY
Drainage Channel Excavation and Grading LF
Construction Exit EA
SWPPP Implementation & Maintenance LS
l~TREET ESTIMATED CONSTRUCTION TOTAL
F-12327
SCHULTZ ENGINEERING, LLC.
48 750.00
2 6,000.00
425 2.50
90 40.00
95 40.00
100 15.00
l 1,000.00
I 1,000.00
Drainage Subtotal
Total
6,000
20,000
6,000
15,000
16,962
17,850
75,576
61,787
4,848
$224,023
36,000
12,000
1,063
3,600
3,800
1,500
1,000
1,000
$59,963
$2s319s6I
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SCHULTZ ENGINEERING, LLC.
2730 Longmire Drive, Suite A
College Station, Texas 77845
Firm No. 12327
Saddle Creek Subdivision, Phase 10
Engineer's Estimate of Waterline Construction
Description Unit Estimated
Quantity
Water System
6" C900 Water Pipe -Structural Backfill LF 68
6" C900 Water Pipe -Non-Structural Backfill LF 1252
4" C900 Water Pipe -Non-Structural Backfill LF 599
14" Steel Casing w/ Spacers and End Seals LF 40
14" PVC Casing LF 36
Fire Hydrant Assembly (w/valve, vert. extension) EA 2
6" x 6" M.J. Tee EA 3
6" x 4" M.J. Reducer EA 2
6" M.J. Gate Valve EA 3
4" 45° M.J. Bend EA 3
6" 45° M.J. Bend EA 10
2" Blowoff Assembly EA 2
Connect to Existing Water Line EA 1
l" Water Service -short side EA 1
1" Water Service -in cul de sac EA 2
4" PVC Sleeves LF 108
l.5'' Water Service -short side EA 4
1.5" Water Service -long side EA 3
Waterline Testing LS 1
Meter Boxes EA 16
Unit Price
$22
$18
$15
$48
$26
$3,250
$350
$300
$850
$200
$350
$500
$500
$450
$650
$10
$650
$800
$500
$60
ESTIMATED WATERLINE CONSTRUCTION I
F-12327
SCHULTZ ENGINEERING, LLC.
Total
$1,496
$22,543
$8,985
$1,920
$936
$6,500
$1 ,050
$600
$2,550
$600
$3,500
$1,000
$500
$450
$1,300
$1,080
$2,600
$2,400
$500
$960
$61,4701
ENGINEERING COMMENTS NO. 2
1. What is the dotted line along the rear of the lots fronting on Michele Court (sheet 1 )?
2. On sheet 2, the channel downstream of culvert 1001 is shown as a public drainage
easement. It is not shown on the final plat. If this is to be public, please verify that the
County is willing to maintain .
3. On sheet 3, the spot elevations for the cul -de-sacs are not shown in the plan view.
4. Please provide details for channels 1 &2.
5. Channel 1 is shown as a public drainage easement on the plans but private on the plat.
Channel 2 is private on the plans but public on the plat. Please modify as needed and if
necessary verify with the County that they are willing to maintain.
6. Please add an additional 6" water line valve. The maximum spacing is 800'.
7. Please provide air relief valves at station 2+79.45 and 6+52.6 on w-1 and at station 5+14.56
on w-2 .
8. The water service for Lot 198, should not be located in the easement in front of Lot 199.
9. Upon completion of construction, please submit a fire flow test to verify the construction
meets the BCS minimum design guidelines.
10. Please provide an electrical layout from BTU.
Reviewed by : Danielle Singh Date: 2/13/2013
January 28, 2012
Alan Gibbs, P.E.
City Engineer
Development Services
City of College Station
College Station, Texas
Office: 979.764.3900
Fax: 979.764.3910
RE: Letter Acknowledging City Standards -Saddle Creek Subdivision -Phase 10,
Brazos County, Texas
Dear Mr. Gibbs:
The purpose of this letter is to acknowledge that the construction plans for the water line,
roadway and drainage construction for the above-referenced project, to the best of my
knowledge, do not deviate from the B/CS Design Guideline Manual, except as follows:
The 6" water main does not connect to an 8" line at each end. The length of 6" pipe from
the existing line is 1154 feet and 1070 feet, respectively, to the proposed fire hydrants.
An exception to the design guidelines is requested in this situation since the proposed
water lines provide adequate pressure and flow as designed. Also, these lines will not be
extended in the future.
SID~~
Joseph P. Schultz, P.E.
Civil Engineer
P.O. Box 11995 • College Station, Texas 77842
schultzengineeringllc.com
Sitework & Paving
Drainage System
Water System
Electrical Service
SCHULTZ ENGINEERING, LLC.
2730 Longmire Drive, Suite A
College Station, Texas 77845
Firm No. 12327
Saddle Creek Subdivision, Phase 10
Engineer's Estimate of Subdivision Cost
16 Lots -26.66 Acres
Construction
Construction Subtotal
10% Contingency
Construction total
Surveyin2
Topographic Survey
Professional Land Survey for Platting
Surveying Subtotal
Engineering
Construction Drawings, Reports and Platting
Permitting
Materials Testin
Street Signs, Misc.
Engineering Subtotal
TOT AL • PHASE 9
F-12327
SCHULTZ ENGINEERING. LLC.
$224,023
$59,963
$61,470
$35,000
$345,455
$34,546
$380,001
$2,500
$3,000
$5,500
$15,000
$1 ,000
$16,000
$5,000
$1 ,000
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SCHULTZ ENGINEERING, LLC.
2730 Longmire Drive, Suite A
College Station, Texas 77845
Firm No. 12327
Saddle Creek Subdivision, Phase 10
Engineer's Estimate of Street Construction
Description Unit Estimated
Ouantitv
Sitework & Pavement
Mobilization/Construction Staking LS 1
Site Preparation/Clearing and Grubbing AC 10
Topsoil Removal & Replacement LS 1
Excavation/Grading LS I
Mixing & incorporation of lime, 6" deep SY 7,710
Hydrated Lime (27 lb/sy) Ton 105
6" Crushed Limestone Base SY 6,871
2" Hot Mix Asphaltic Concrete SY 5,617
Seeding (edge of pavement to ROW & easements) SY 16,160
Unit Price
6,000.00
2,000.00
6,000.00
15,000.00
2.20
170.00
11.00
11.00
0.30
Sitework and Paving Subtotal
Drainage System
8'x6' Box Culvert -structural backfill LF
Concrete Headwall EA
Silt Fence LF
Rock Riprap 4" to 8" SY
Rock Riprap 8" to 12" SY
Drainage Channel Excavation and Grading LF
Construction Exit EA
SWPPP Implementation & Maintenance LS
l~TREET ESTIMATED CONSTRUCTION TOTAL
F"-12327
SCHULTZ ENGINEERING, LLC.
48 750.00
2 6,000.00
425 2.50
90 40.00
95 40.00
100 15.00
l 1,000.00
I 1,000.00
Drainage Subtotal
Total
6,000
20,000
6,000
15,000
16,962
17,850
75,576
61,787
4,848
$224,023
36,000
12,000
1,063
3,600
3,800
1,500
1,000
1,000
$59,963
$283z9s6I
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SCHULTZ ENGINEERING, LLC.
2730 Longmire Drive, Suite A
College Station, Texas 77845
Firm No. 12327
Saddle Creek Subdivision, Phase 10
Engineer's Estimate of Waterline Construction
Description Unit Estimated
Quantity
Water System
6" C900 Water Pipe -Structural Backfill LF 68
6" C900 Water Pipe -Non-Structural Backfill LF 1252
4" C900 Water Pipe -Non-Structural Backfill LF 599
14" Steel Casing w/ Spacers and End Seals LF 40
14" PVC Casing LF 36
Fire Hydrant Assembly (w/valve, vert. extension) EA 2
6" x 6" M.J. Tee EA 3
6" x 4" M.J. Reducer EA 2
6" M.J. Gate Valve EA 3
4" 45° M.J. Bend EA 3
6" 45° M.J. Bend EA 10
2" Blowoff Assembly EA 2
Connect to Existing Water Line EA I
l" Water Service -short side EA I
l" Water Service -in cul de sac EA 2
4" PVC Sleeves LF 108
l.S" Water Service -short side EA 4
l.S" Water Service -long side EA 3
Waterline Testing LS I
Meter Boxes EA 16
Unit Price
$22
$18
$15
$48
$26
$3,250
$350
$300
$850
$200
$350
$500
$500
$450
$650
$10
$650
$800
$500
$60
ESTIMATED WATERLINE CONSTRUCTION I
F'-12327
SCHULTZ ENGINEERING, LLC.
Total
$1,496
$22,543
$8,985
$1,920
$936
$6,500
$1,050
$600
$2,SSO
$600
$3,500
$1,000
$500
$450
$1,300
$1,080
$2,600
$2,400
$500
$960
$61,47~
Water System Report
for
Saddle Creek Subdivision
Phase 10
Brazos County, Texas
January 24, 2013
Prepared Bv:
TBPE Firm Registration No. 12327
2730 Longmire, Suite A
College Station, Texas 77845
979. 764.3900
F-12327
SCHULTZ ENGINEERING, LLC.
General Information
Location:
General Note:
Land Use :
Saddle Creek Subdivision, Phase 10, Lots 190-203, Block 10, Lots 189-
189, Block 9.
The water lines to serve these 16 residential lots will be a 6" along
Stirrup Drive and 6" & 4" lines along Michelle Court. The 6" line along
Stirrup Drive will connect to the 8" line that was constructed in Phase 8
with a reducer.
Single family residential
Design Criteria/ Analysis
Primary Water Supply: Existing 8" water line along Stirrup Drive which connects to a 12"
waterline on Saddle Creek Drive.
Existing System Pressure Tests:
Flow Hydrant -See Exhibit B
Flowrate: 1320 gpm
Static Pressure: 90 psi
Residual Pressure: 60 psi
Exhibits: Exhibit A -Location Map
Exhibit B -Hydrant Flow Test Results
Exhibit C-WaterCAD Analysis Summary-Domestic Demand
WaterCAD Analysis Summary -Fire Flow Demand @ FHl
WaterCAD Analysis Summary-Fire Flow Demand@ FH2
Fire Flow:
Domestic Use
1,000 gpm for Single Family Residential
1.5 gpm per lot for Single Family Residential
Total Domestic Demand 16 Lots= 24 gpm
The proposed 6" & 4" water lines are in accordance with the BCS Water
Design Guidelines except that the 6" water main does not connect to an
8" line at each end. The length of 6" pipe from the existing line is 1154
feet and 1070 feet, respectively, to the proposed fire hydrants. This
report provides the results of the water system analysis under the fire
flow and domestic demand requirements, (1024 gpm) which produced
the lowest pressure in the system.
Conclusion
Summary of Calculations
Pressure 89.8
Domestic Demand Min.
Velocity Max 0.2
Pressure 43
Domestic Demand & Fire Min.
Hydrant 1 Velocity Max 11.6
Pressure 47.4 Domestic Demand & Fire Min.
Hydrant 2 Velocity Max 11.6
The minimum pressure (43.0 psi) for this system occurs when a Fire
Flow demand is set at Fire Hydrant Number l. The Max Velocity for this
system occurs at the same demand when the velocity in Pipe P-2 has a
velocity of 11 .6 fps.
All of these pressures exceeds the 20 psi and 35 psi minimum pressure
requirements, respectively. The maximum pipe velocities are less than 12
fps.
The proposed 6" and 4" water lines meet or exceed all of the design
criteria for the City of College Station and the Wellborn Special Utility
District except as previously noted. It will provide adequate water
pressure, flowrate and velocity for both domestic and fire flow demands.
Exhibit A
WATER SYSTEM LAYOUT
Exhibit B
HYDRANT FLOW TEST RESULTS
EXHIBIT B
SCHULTZ ENGINEERING, LLC
FIRM #12327
WATER SY~TEM FIRE HYDRANT FLOW TEST REPORT
Date:
Water System Owner: _Wellborn SUD __________________ _
Development Project: Saddle Creek Subdivision
East of the intersection of Latigo Court and Stirrup Drive
Flow Test Location: ---------------------------
Nozzle size (in.): _2.5 __
62 Pitot Reading (psi): __ _
1320 Flowrate (gpm): ___ _
Discharge Coeff: (c) = 0.90
Flowrate Formula: Q=29.84cd2p1'2
c = discharge coeff.
d = orifice size (in)
P = pitot pressure (psi)
South of the intersection of Saddle Creek Drive and Stirrup Drive
Pressure Gauge Location: --------------------------
90 Static Pressure (psi):
60 Residual Pressure (psi):
2085 Computed Discharge at 20 psi Residual Pressure: QR= ____ _
Note: The flow test and report were prepared in accordance with NFPA 291.
Joe Schultz Report Prepared by:
Ricky Flores
Others Present: Clenden Adams -Wellborn SUD_
_Britt Curless ______ _
Exhibit C
W ATERCAD ANALYSIS SUMMARIES
Pipe Number
P-1
P-2
P-3
P-4
P-5
P-6
P-res
Length (ft)
84
904
166
379
250
278
18
Exhibit C
WaterCAD Analysis Summary
w/ Minimum Required Line Sizes
Pipe Analysis -Domestic Demand
Size (in) Material Hazen-
Williams C
8 PVC 150
6 PVC 150
6 PVC 150
4 PVC 150
6 PVC 150
4 PVC 150
8 PVC 150
WaterCAD Analysis Summary
w/ Minimum Required Line Sizes
Junction Analysis -Domestic Demand
Junction
Junction Elevation Demand
(gpm)
EX-FH 268.13 0
J-2 267.94 6
J-3 258.9 0
FH-2 258.23 6
J-5 248.93 3
FH-1 261.69 6
J-7 263.54 3
Pressure
(psi)
89.8
89.9
93.8
94.1
98.1
92.6
91.8
Flow Velocity
(gpm) (ft/s)
24 0.15
18 0.2
9 0.1
3 0.08
9 0.1
3 0.08
24 0.15
Pipe
Number
P-1
P-2
P-3
P-4
P-5
P-6
P-res
Exhibit C
WaterCAD Analysis Summary
w/ Minimum Required Line Sizes
Pipe Analysis -Fire Flow Demand (FH-1)
Length (ft) Size (in) Material Hazen-
Williams C
84 8 PVC 150
904 6 PVC 150
166 6 PVC 150
379 4 PVC 150
250 6 PVC 150
278 4 PVC 150
18 8 PVC 150
WaterCAD Analysis Summary
w/ Minimum Required Line Sizes
Junction Analysis -Fire Flow Demand (FH -1)
Junction
Junction Elevation Demand Pressure
(gpm) (psi)
EX-FH 268.13 0 70.8
J-2 267.94 6 70.3
J-3 258.9 0 51.3
FH-2 258.23 6 51.5
J-5 248.93 3 55.6
FH-1 261.69 1,006 43.8
J-7 263.54 3 43
Flow
(gpm)
1,024
1,018
9
3
1,009
3
1,024
Velocity
(ft/s)
6.54
11.55
0.1
0.08
11.45
0.08
6.54
Pipe
Number
P-1
P-2
P-3
P-4
P-5
P-6
P-res
Length (ft)
84
904
166
379
250
278
18
Exhibit C
WaterCAD Analysis Summary
w/ Minimum Required Line Sizes
Pipe Analysis -Fire Flow Demand (FH-2)
Size (in) Material Hazen-
Williams C
8 PVC 150
6 PVC 150
6 PVC 150
4 PVC 150
6 PVC 150
4 PVC 150
8 PVC 150
WaterCAD Analysis Summary
w/ Minimum Required Line Sizes
Junction Analysis -Fire Flow Demand (FH-2)
Junction
Junction Elevation Demand Pressure
(gpm) (psi)
EX-FH 268.13 0 70.8
J-2 267.94 6 70.3
J-3 258.9 0 51.3
FH-2 258.23 1,006 47.4
J-5 248.93 3 51.4
FH-1 261.69 6 50
J-7 263.54 3 49.2
Flow Velocity
(gpm) (ft/s)
1,024 6.54
1,018 11.55
1,009 11.45
3 0.08
9 0.1
3 0.08
1,024 6.54
Drainage Report
for
Saddle Creek Subdivision, Phase 10
Brazos County, Texas
January 2012
Engineer:
Schultz Engineering, LLC
TBPE Firm No. 12327
P.O. Box 11995
College Station, TX 77842
2730 Longmire Drive, Suite A
College Station, Texas 77845
(979) 764-3900
Developer:
Saddle Creek Partners, Ltd.
4440 Bentwood Drive
College Station, Texas 77845
Phone: (979) 690-2642
Drainage Report
for
Saddle Creek Subdivision, Phase 10
Brazos County, Texas
January 2012
Engineer:
Schultz Engineering, LLC
TBPE Firm No. 12327
P.O. Box 11995
College Station, TX 77842
2730 Longmire Drive, Suite A
College Station, Texas 77845
(979) 764-3900
Developer:
Saddle Creek Partners, Ltd.
4440 Bentwood Drive
College Station, Texas 77845
Phone: (979) 690-2642
ENGINEER
Schultz Engineering, LLC.
P.O. Box 11995
Saddle Creek Subdivision, Phase 10
Drainage Report
College Station, Texas 77842
Phone: (979) 764-3900
Fax: (979) 764
OWNER/DEVELOPER
Saddle Creek Partners, Ltd.
4440 Bentwood Drive
College Station, Texas 77845
Phone: (979) 690-2642
GENERAL DESCRIPTION AND LOCATION
Location:
Description:
• Area:
• Proposed Land Use:
• #of Lots:
• Existing Land Use:
• Land Description:
Primary Drainage Facility:
Flood Hazard Information:
FEMA FIRM:
Floodplain:
Saddle Creek Subdivision, Phase 10, is located on the south west side of FM 2154, off of
Stousland Rd.
26.66 acres
Single Family Residential
16 lots
Vacant
The terrain slopes towards the southwest.
Boggy Creek
# 48041C0375E (May 16, 2012)
Un-shaded Zone X
HYDROLOGIC CHARACTERISTICS
The existing site is predominately pasture land with some wooded areas. The elevations range from 268 to 240,
sloping generally in a south westerly direction. The runnoff enters tributaries of Boggy Creek.
GENERAL STORMWATER PLAN
The drainage plan for this development will involve the construction of ditches, channels and the installation of a box
culvert structure.
DRAINAGE DESIGN
General Information: Stormwater runoff from Phase 10 of the subdivision will be collected in the ditches along
Stirrup Drive, and Michelle Court to be discharged into existing or proposed drainage
channels. See Exhibits A and B for drainage areas and culvert and channel locations.
Page 1of3
Tc Methodology:
Tc Minimum
Design Storm Event:
Box Culvert Materials:
Manning's n Value:
Runoff Coefficient:
TR55
10 minutes
25-year & 100-year -residential street & culvert, drainage channel
Pre-Cast or Cast in Place concrete
0.012
0.45
The Rational Equation was used for the ditch and channel design. Due to the size of the drainage basin the HEC-HMS
program was used to determine the runoff for culvert 100 I design.
Design Results -Culvert Pipe:
Design Results -Channel:
Applicable Exhibits:
Culvert No. 1001
Culvert Size 8'x6' Box
Top of Road Elev 253.99
Q2s 390.50
V2s 11.64
HW2s 252.60
Q100 441.60
V100 12.13
··-HW100 253.24
The data presented above and in the Appendices indicates the culvert size is in accordance
with the requirements. The head water elevation for the culvert is less than the top of road
elevation for the 100-yr storm runoff. The ditch at the outlet of the proposed culvert will
be lined with rock riprap to prevent erosion from high velocities. The velocities in the
roadside ditches will be such that grass lined ditches are adequate. Culvert 1001 has a
concrete headwall with wing walls at each end. The downstream headwall structure and
rock riprap is needed to dissipate outlet velocity.
Channel No. I 2
Slope 6.32 2.26
Q25 2.49 8.85
V2~ 3.78 3.95
D2~ 0.14 0.38
Q100 2.95 10.50
V100 3.84 4.10
D100 0.16 0.42
Channels No. I & 2 each have a 4' bottom width, 5H: IV side slopes. The channel will
have a minimum depth of 1.5' for adequate freeboard. The design velocity is less than 4.5
fps which allows a grass lined channel.
Exhibit A-
Exhibit B -
Appendix A-
Appendix B -
Appendix C-
Appendix D-
Appendix E-
Drainage Area Map -Culvert 1001
Drainage Area Map
Drainage Area Summary
Time of Concentration
Pipe Design Summary & Culvert Reports
Ditch Design Summary
Channel Design Summary and Reports
Page 2 of 3
CONCLUSION
CERTIFICATION
The culverts, roadside ditches, and drainage channel for this subdivision were designed in
accordance with appropriate engineering standards.
I, Joseph P. Schultz, Licensed Professional Engineer No. 65889, State of Texas, certify that this report for the drainage design
for Saddle Creek Subdivision, Phase JO, was prepared by me in accordance with the requirements of the Brazos County Road
and Bridge Department.
F-12327
SCHULTZ ENGINEERING, LLC.
Page 3 of3
Exhibit A
Drainage Area Map-Culvert 1001
-
Exhibit B
Drainage Area Map -Ditch Design
Appendix A
Drainage Area Summary
-Saddle Creek Subdivision -Phase 10 Appendix A Drainage Area Summary Area (HEC-HMS) Area, A CN Area# (acres) 10·1 162.900 80 Areas 301-314 (Rational Method) Area, A c Area# (acres) 301 0.49 0.45 302 0.28 0.45 303 0.14 0.45 304 0.13 0.45 305 0.14 0.45 306 0.13 0.45 307 0.21 0.45 308 0.21 0.45 309 0.46 0.45 310 2.21 0.45 311 0.31 0.45 312 1.80 0.45 313 0.05 0.45 314 0.80 0.45 The Rational Method: Q = CIA I = b I {tc+d)8 Percent tc Impervious (min) (min) 25.0 88.0 53.0 tc 25 year storm 125 025 (min) (in/hr) (cfs) 10.0 9.861 2.17 10.0 9.861 1.24 10.0 9.861 0.62 10.0 9.861 0.58 10.0 9.861 0.62 10.0 9.861 0.58 10.0 9.861 0.93 10.0 9.861 0.93 10.0 9.861 2.04 32.0 5.462 5.43 10.0 9.861 1.38 32.0 5.462 4.42 10.0 9.861 0.22 25.0 6.302 2.27 Q =Flow {cfs) tc =Time of concentration {min) A= Area {acres) C =Runoff Coeff. I = Rainfall Intensity {in/hr) Brazos County: 25 vear storm 100 year storm b = 89 b = 96 d = 8.5 d = 8.0 e= 0.754 0= 0.730 lag 025 (hrs) (cfs) 0.88 390.50 100 year storm 1100 0100 (in/hr) (cfs) 11.639 2.57 11.639 1.47 11.639 0.73 11.639 0.68 11.639 0.73 11.639 0.68 11.639 1.10 11.639 1.10 11.639 2.41 6.498 6.46 11.639 1.62 6.498 5.26 11.639 0.26 7.477 2.69 tc = U(V*60) L =Length (ft V = Velocity (ft/sec) 0100 (cfs) 441.60
..
Appendix B
Time of Concentration
I
APPENDIX B
POST DEVELOPMENT TIME OF CONCENTRATION COMPUTATIONS
Saddle Creek Phase 10
T ,,_ = time of concentration for sheet flow (Iv)
L = length (fl)
n = Manning's rouglvless
P2 = 2-yr rainfall intensity (irVhr) for Brazos Co. = 4.5 in/Iv
s =slope (ft/ft)
SheetAow o...u.ge n Length Slope T-""-' ft % min.
10-1 o.3 300 1.3 41 .
o: .,.,
.:, r;-~ ·~ , . .< ~·
.. .~ .. , -·.,
~
,.,
·1 '
. • >· ,;.;.:
~ ' .. -
310 0.3 218 1.8 28
312 Q.3 200 2 25
v .J
314 0.3 200 2.5 23
Concentrated Flow
Length Slope Velocity
ft % tvsec
114 . 't.7-2.1
,~300 2 \! 2.3
622 '1..& ··-2.0
·-.
'•c .. .
·~'" ,. ·' ,, t•,
; ,,.
,~
~ ..
c<i ;~, ... " -" 4~ ,.
~-!~
~ '
"43 1--08 1., < 1,7
"' 112 "1.0S 1.7
TR-55 Method
Voonc =water velocity in ditch (ft/sec)
s = slope of ditch (ft/ft)
v.,_ =water velocity in gutter (ft/sec)
S = slope of gutter (ft/ft)
Section 201
Gutter Flow -1
T-Length Slope Velocity
min ft % fVsec
1 "°4.•· '" ... 2.2 3.0
2 1$4 1 .... ''-2.6 ;.. .3-3 -' .
4 288 22 3.0
335 0.6 1.6
327 -0.8 r; is
386 0.6 1.6
103 4.5 • 4.S
263 -~-3.77 3.9
.334 0.3 1.1 "'
258 0.2 0.9
93 1.5 2.5
180 1.1 2.1
2.31 0.4 1.3 ,. 286 . "Q.5' 1.4
138 " "·"o.s .~. t.&/f.
166 ""2 2.9
106 1 .· 2.0
101 1 2.0
471 0.99 2.0
4 466 1.llJ! 2.8<• ;; ,,· .....
1 43 , , " 1.0
T-Length
min ft
2 y '"•
1 ;<'
1
4 '
3
4
0
1 '<'.:.:~:;~<;;
5
5
1
1
... 3 n •
3
1 ' "' 1
1
1 .,,
4 -·· '".:
3 .. "
; ·"'·•
1 .~--
,.
T =travel lime through ditch or gutter (min)
L = length of travel path (ft)
V = velocity (fVsec)
Gutter Flow -2
Slope Velocity T-Total
% fVsec min min
•F>, 88 ,,,. ~ ,,,_
-'
~J;r ,,,.,,
.·
' ,, v ,. .. +· '
. ;, ,,
" 32
~ ,. 32
·• " . '.
25
Tc
Design
min
118·
·-
-:~
,,
..
.
'
. .,,,
-
32
32
25
-
Appendix C
Box Culvert Design Summary
& Culvert Reports
I
Saddle Creek Subdivision -Phase 10
AppendixC
Box Culvert Design Summary
Pipe Pipe Size Length Slope Contributing 0 25 V25 0 100 V100
No. Drainage
(in) (ft) (%) Areas (cfs) (fps) (cfs) (fps)
1001 6'x8' BOX 48 2.00 10-1 390.50 11 .64 441 .60 12.13
Culvert Report
ydraflow Express Extension for AutoCAD® Civil 30® 2013 by Autodesk, Inc. Saturday, Jan 26 2013
ox Culvert No. 1001 -25 Yr Storm
nvert Elev On (ft) = 244.54 Calculations
ipe Length (ft) = 48.00 Qmin (cfs) = 390.50
lope(%) = 2.00 Qmax (cfs) = 441.60
nvert Elev Up (ft) = 245.50 Tailwater Elev (ft) = (dc+0)/2
Rise (in) = 72.0
hape = Box Highlighted
pan (in) = 96.0 Qtotal ( cfs) = 390.50
o. Barrels = 1 Qpipe (cfs) = 390.50
n-Value = 0.012 Qovertop ( cfs) = 0.00
ulvert Type = Flared Wingwalls Veloc On (ft/s) = 9.58
ulvert Entrance = 300 to 750 wingwall flares Veloc Up (ft/s) = 11 .64
oeff. K,M,c,Y,k = 0.026, 1, 0.0347, 0.81, 0.4 HGL On (ft) = 249.64
HGL Up (ft) = 249.69
Embankment Hw Elev (ft) = 252.60
op Elevation (ft) = 253.99 Hw/O (ft) = 1.18
if op Width (ft) = 24.00 Flow Regime = Inlet Control
Crest Width (ft) = 24.00
Elev (ft) Box Culvert No. 1001 -25 Yr Storm
254.00
252.00
250.00
248.00
246.00
2~~.00
242.00
0 10 15 20 26 JO 35 40 50 55 50 66 70
--Box Culvert --HGL --Embank
Retch (ft)
..
Culvert Report
ydraflow Express Extension for AutoCAD® Civil 30® 2013 by Autodesk, Inc. Saturday, Jan 26 2013
ox Culvert No. 1001 -100 Yr Storm
Invert Elev On (ft) = 244.54 Calculations
ipe Length (ft) = 48.00 Qmin (cfs) = 390.50
lope(%) = 2.00 Qmax (cfs) = 441 .60
nvert Elev Up (ft) = 245.50 Tailwater Elev (ft) = (dc+0)/2
Rise (in) = 72.0
Shape = Box Highlighted
Span (in) = 96.0 Qtota I ( cfs) = 441.60
o. Barrels = 1 Qpipe (cfs) = 441.60
n-Value = 0.012 Qovertop ( cfs) = 0.00
Culvert Type = Flared Wingwalls Veloc On (ft/s) = 10.46
ulvert Entrance = 300 to 750 wingwall flares Veloc Up (ft/s) = 12.13
oeff. K,M,c,Y,k = 0.026, 1, 0.0347, 0.81, 0.4 HGL On (ft) = 249.82
HGL Up (ft) = 250.05
Embankment Hw Elev (ft) = 253.24
op Elevation (ft) = 253.99 Hw/O (ft) = 1.29
Top Width (ft) = 24.00 Flow Regime = Inlet Control
rest Width (ft) = 24.00
Elev(ft) Box Culvert No. 1001 -100 Yr Stonn
2&4.00~-~-~-~-~
0 5 10 15 20 25 JO 35 40 45 50 55 60 65 70
--BoxCUlvert --HGL --Embank
Reath (ft)
...
Appendix D
Ditch Design Summary
I
Saddle Creek Subdivision -Phase 10
Appendix D
Ditch Design Summary
Street Ditch Location Slope Contributing Q,. v.,,. o.,,. Q, .. v, .. o, .. Stnlet Stations Drainage Areas (Right/Left) (%) (cfs) (fps) (ft) (cfsl (fps) (ft)
Stirrup Drive 3+27.08 Left 2.36 307 0.93 2.58 0.30 1.10 2.69 0.32
Stirrup Drive 3+40.23 Right 2.36 308,311 2.31 3.27 0.42 2.72 3.36 0.45
Stirrup Drive 4+20.83 Left 1.23 306,304,302 2.40 2.50 0.49 2.83 2.62 0.52
Stirrup Drive 4+25.16 Right 1.23 305,303,301 3.42 2.83 0.55 4.03 2.89 0.59
Stirrup Drive 5+49.40 Left 4.73 304,302 1.82 3.94 0.34 2.15 4.15 0.36
Stirrup Drive 5+49.40 Right 4.73 303, 301 2.80 4.38 0.40 3.30 4.46 0.43
Stirrup Drive 7+21.52 Left 1.41 302 1.24 2.26 0.37 1.47 2.42 0.39
Stirrup Drive 7+21 .52 Right 2.06 301 2.17 2.56 0.46 2.57 2.68 0.49
Michelle Court 0+00 Left 0.80 313 0.22 1.14 0.22 0.26 1.23 0.23
Michelle Court 0+00 Right 0.80 314 2.27 2.10 0.52 2.69 2.22 0.55
Michelle Court 4+27 left 1.10 311 1.38 2.16 0.40 1.62 2.19 0.43
Michelle Court 4+67.40 Right 0.99 312 4.42 2.78 0.63 5.26 2.84 0.68
Michelle Court 9+31.50 left 1.88 310,312 9.86 4.27 0.76 11.73 4.47 0.81
Michelle Court 9+31.50 Right 1.88 309 2.04 2.89 0.42 2.41 2.98 0.45
Appendix E
Channel Design Summary
& Reports
I
Saddle Creek Subdivision -Phase 10
Appendix E
Channel Design Summary
Streat BoUomWldth Side Slope Slope Contributing a.. V25 0.. a, .. v, .. o, ..
(ft) (%) Drainage Areas (cfs) (fps) (ft) (cfsl (fps) (ft)
Channel No. 1 4 5:1 6.32 313,314 2.49 3.78 0.14 2.95 3.84 0.16
Channel No. 2 4 5:1 2.26 309,310,311 8.85 3.95 0.38 10.50 4.10 0.42
Channel Report
ydraflow Express Extension for AutoCAD® Civil 30® 2013 by Autodesk, Inc. Saturday, Jan 26 2013
Channel No. 1 • 25 yr Storm
rapezoidal
ottom Width (ft)
ide Slopes (z: 1)
J otal Depth (ft)
Invert Elev (ft)
lope(%)
N-Value
Calculations
Compute by:
nown a (cfs)
= 4.00 = 5.00, 5.00
= 1.50
= 100.00 = 6.32
= 0.024
Known Q
= 2.49
Section
Highlighted
Depth (ft) a (cfs)
Area (sqft)
Velocity (fUs)
Wetted Perim (ft)
Crit Depth, Ye (ft)
Top Width (ft)
EGL (ft)
= 0.14
= 2.490
= 0.66
= 3.78
= 5.43
= 0.21
= 5.40
= 0.36
Depth (ft)
--.---...-----,.-----.----r---..------.----.-----.---..------.-----.---..-2.00
,___.-1---1-----------1--1---1----1---1----·-·-.,-, -1----i
-------+-----------1---·"i---1---1---1----1-----t
1.00
0.50
o---i---1--i--·t--' 1----1----1----i-----1--t \. I -+--+----+----+--+-~-+----+---+---+---I----+----+--+--0.00
~------·--·---i------·----i--------· -----·---~-... --r-·--·
1-----1---0----·--------1---1------------~·--r--·--
---__ .,. ____ -o----· ---
_.._ __ ..__ _ _.__ _ ___._ __ _.__ _ __._ _ ___._ __ _.___ _ _._ _ ___, ____ _.___~--~ -0 .50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft) -
Channel Report
ydraflow Express Extension for AutoCAD® Civil 30® 2013 by Autodesk, Inc. Saturday, Jan 26 2013
Channel No. 1 • 100 yr Storm
rapezoidal
Bottom Width (ft)
Side Slopes (z: 1)
Jotal Depth (ft)
Invert Elev (ft)
lope(%)
N-Value
Calculations
Compute by:
nown Q (cfs)
= 4.00 = 5.00, 5.00
= 1.50
= 100.00
= 6.32
= 0.024
Known Q
= 2.95
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Grit Depth, Ye (ft)
Top Width (ft)
EGL (ft}
= 0.16 = 2.950 = 0.77
= 3.84
= 5.63
= 0.24
= 5.60 = 0.39
Depth (ft}
---.----,-----.-----.---.-----.,.---.------...-----.---.,..----.-------..--....--2.00
-·-----1---1-·--·----l--·--+---1---1----1---->--·-
··----i-----··-----____ ,_ ____ ,__ __ , ___ , ___ .......... ___ ,___ _ _,__ ___ _
1.00
0.50
---+----·-·------tr--~---._-+-__ -. __ -..... 1---____ -__ -+--=-~ .. --+-. ,_-__ -___ +-,___-_~. __ f--____ -___ -+ ____ -=.__-__ -+--_ ----------·--+--~---.. ---+._,__...._..._-._-+-__ 1.50
=---r--~:\.-~----~--=~--~-~---~---· __ // ~==--___ ~r\---------/ . --
=----=·--=~=----=-==-=---1:/==-·f----·---=-~--=~-====~ -=~-->---·-----~---=:=
----1---______ \. / --=------=--:r--~-·-------·--,__. __ -----·-------· ------· ~~-·-· -.. v--~·..--· f----· f---·--¥-•N r-----·----------------.-T---=-1'----e--
-+--+----+----+--+---"--+----+----+---+---1----+----+--+-0.00
---A_N ___ i---~ ----··--·-t-------· ---N ---____ ,_ c---·-·,........_, __ f-·-""""'-~-•J--• w-.---
-----·-··--· ------t--· --------··-
,__,_ --~--l'---"---1'------------~ ---e---·-,__ ----,_ .. -
__._ __ ....__ _ __._ _ __._ __ ....__ _ __._ _ _.... __ ......__ _ __._ __ .__ _ _._ _ ____._ __ .._ -0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft} -
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 30® 2013 by Autodesk, Inc. Saturday, Jan 26 2013
Channel No. 2 -25 yr Storm
Trapezoidal
Bottom Width (ft)
ide Slopes (z: 1)
Total Depth (ft)
Invert Elev (ft}
Slope(%)
N-Value
Calculations
Compute by:
Known Q ( cfs)
= 4.00
= 5.00, 5.00
= 1.50 = 100.00
= 2.26
= 0.024
Known Q
= 8.85
Section
Highlighted
Depth (ft) a (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Ye (ft)
Top Width (ft)
EGL (ft)
= 0.38 = 8.850 = 2.24
= 3.95
= 7.88
= 0.45
= 7.80
= 0.62
Depth (ft)
---.----,------,.-------.-----r----..----,---.---~--~-~----.---~ 2.00
i---•----1---· 1---I----"'---'------1---1----1-----1---1
-----t-__ -____ ··---Ir-~-+=·---=----+--···'---~--I---_____ -+-____ =-_____ +--____ -+-_____ -_____ -+--... ___ --+ _____ -__ -+--lf---·--+---_____ -+--__ ·. 1.50
--=-~-------· ---------}~----·
-~ /
1.00 -t----r----t-.....-\.---+---+----+----1---+----+---1-ll__,__ __ -=_:--=---=----=-4-,_-_-_-+--1.00 ,____ -\ -== r=:l--= --
,._ ___ ,......__ ~------~ v ---'-----'----1---
--+-_-_-_-r--__ -_-__ -+-_ ------~-=-'lr-~---+----+---57_-__ -+ ___ ___,_'-f--··········-····-·····--1-J--_+._-_-_-+._-=-~~---:_-_-_-_-+--, 0.50
i-----"---~I\. ---= --F-/l---... ,__ ___ ,_ __ _
,__ -,_____ -1--~ . v--'-----'----f---
'---"'--· .........._-~-~, '--1 ---
-+--+------+----+--+-----"i...+--~----+-----+---1----1----l---+--0.00
--· ,___ __ ..__. -,___ __ , .._, __ L-----1.-.-w .. - -i-------L----L-------J-.----
_.,. ___ --·~------!---·--~ ,_.__c.__ __ ----·-··.._· ---~--------
~--~-_....._ _ _.... __ _.__ _ __._ _ ___. __ _..__ _ _,__ _ _..J.__ _ __.___ _ _,__ __ '---0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
-Reach (ft)
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 30® 2013 by Autodesk, Inc. Saturday, Jan 26 2013
Channel No. 2 -100 yr Storm
Trapezoidal
Bottom Width (ft)
Side Slopes (z: 1)
Total Depth (ft)
Invert Elev (ft)
Slope(%)
N-Value
Calculations
Compute by:
Known Q ( cfs)
= 4.00 = 5.00, 5.00
= 1.50 = 100.00 = 2.26
= 0.024
Known Q
= 10.50
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Ye (ft)
Top Width (ft)
EGL (ft)
= 0.42
= 10.50
= 2.56
= 4.10
= 8.28
= 0.49
= 8.20
= 0.68
Depth (ft)
--r--,-----..----..---.-----.,.-----,---.--~--~-~-~--~ 2.00
---1-----1---·----·-----!-----+-·--1----+---1--+---------
-+~~~~------1_--+---+--l----t---+--+----+----+.--,L_,,__-1--~-+-1.50
---~~··· ----··· ----------------·---·--·----------·-{__-·-···--·----
==~ =-'\ . ----·--~--·-r-----·-=~--1----~·=-=J ~=--=
0.50
~ -/
1.00 --r---r----t-'~~----+---+--+----t---+--+---1--cL,__ _--+---+--~ 1.00 ... _"\_ '---/--·-1----l----·'--'\
=-=~'--.==--"·~. ==:·==v----------
, v I
0.00 0.00
--·----'\= ---'-·---· ---------,--f---·-----F ~-----------_ .. __ ------·-=--~ -~-~-----·
1----··---1-------!---·~-,.-. ------------·----
_ _._ ·-·~--------·----->--------·--,. ___ ----~~--
i---·--------·---· ---~ 1-----. -----------,__ __
--'---'-----'----'----'-----'-----L--.J.._-~----1---L--_.J_ _ ___J'----0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
-Reach (ft)