HomeMy WebLinkAboutDrainage DesignSchultz Engineering, LLC
Office: 979.764.3900
Fax:979.764.3910
October 27, 2012
Alan Gibbs, P.E.
City Engineer
Development Services
City of College Station
College Station, Texas
RE: DRAINAGE DESIGN
ANDERSON DENTAL CLINIC (LOT 4, BLOCK 2 — CRESCENT POINTE PHASE 1)
COLLEGE STATION, TEXAS
Mr. Gibbs:
Accompanying this letter are the construction plans for the Anderson Dental Clinic Project. The
drainage system depicted in the plans is to be privately maintained and no additional public
drainage infrastructure is being proposed. The outfall for this system discharges to an existing
detention pond that was designed by Kling Engineering & Surveying in the drainage report titled
"Drainage Report for Lots 1-4 Block 2 Crescent Pointe Phase 1 & An Additional 10.87 Acres of
Block 2 of Crescent Pointe" and the associated Construction Plans. The developed C value for
the site is 0.77 and the designed C value by Kling Engineering was 0.77.
The above referenced Drainage Report and associated Construction Drawings account for full
build out of Lot 4. The private drainage system for Anderson Dental Clinic and its calculations
are attached to this letter for review and are within the assumptions for storm water detention
pond. As a result, a separate drainage report is not being submitted with this project. If you have
questions regarding the proposed or existing drainage system for this project, please feel free to
contact me at your convenience.
Sincerely,
Deven Doyen, P.E.
Civil Engineer
OF
J L. DOYEN
, J
�iiii//� fplZgl�
FIRM # 12327
SCHULTZENGINEERING, LLC
P.O. Box 11995 • College Station, Texas 77842
schultzengi need ngllc.com
Private Storm Sewer System
Calculations
EXHIBIT A
Drainage Area Exhibit
GAS
E%ISTINDETENTIO POND
POND
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Nm N)
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N 5
I
PIPE 301
A, K
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EXISTING DETENTION
POND
STORM SEWER--
=t1
CRESCENT 901NTE PARKWAY
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SCALE N FEET
0 2
\\ s
PE 302. ST —�— ST S4 —�-- IS
ldoANDERSON DENTAL SCALE M
Schultz Engineering, PLC INLET
M_, o a am .gym. CLINIC DRAINAGE
wasoo reve xo. xxan CRESCENT POINTS — PHASE f
�rmovm ,oe xo. wre LOT 4, BLOCK 2 - COLLEGE AREA MAP uut: ++
Jvs 13-258 OOTOm 2013 STATION, TEXAS tac xwe i3-zse
APPENDIX A
Drainage Area Summary
Anderson Dental Clinic
Appendix A
Proposed Private Storm Sewer Analysis
Drainage Area Summary
Area #
Area, A
(acres)
C
k
(min)
10 year storm
100 year storm
110
(in/hr)
Qio
Ids)
1100
(in/hr)
QIGO
Ids)
301
0.34
0.77
10.0
8.63
2.26
11.64
3.05
302
0.12
0.77
10.0
8.63
0.80
11.64
1.08
The Rational Method:
Q = CIA
I = b / (tc+d)e
t, = L/(V"60)
Q = Flow (cfs)
tc = Time of concentration (min)
L = Length (ft
A = Area (acres)
V = Velocity (ft/sec)
C = Runoff Coeff.
I = Rainfall Intensity (in/hr)
Brazos County:
10 year storm 100 year storm
b=80 b=96
d = 8.5 d = 8.0
e = 0.763 e = 0.730
APPENDIX B
Pipe Design Summary
Anderson Dental Clinic
Appendix B
Proposed Storm Sewer Analysis
Pipe Design Summary
Pipe
No.
Pipe
Size
in
Length
(ft)
Slope
1%1
Contributing
Drainage Areas
Qiu
Contributing Pipes
left)
Van
(fps)
Qrou
(ets)
Von
(fps)
301
72
75 1
1.50
301
2.26
5.58
3.05
5.95
7
302
12
72 1
4.59
302
P301 3,06
9.13
4.12
9.70
I
i
I
j
APPENDIX C
Inlet Design Summary
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Schultz Engineering, LLC
Office: 979.764.3900
Fax:979.764.3910
October 27, 2012
Alan Gibbs, P.E.
City Engineer
Development Services
City of College Station
College Station, Texas
RE: DRAINAGE DESIGN
ANDERSON DENTAL CLINIC (LOT 4, BLOCK 2 — CRESCENT POINTE PHASE 1)
COLLEGE STATION, TEXAS
Mr. Gibbs:
Accompanying this letter are the construction plans for the Anderson Dental Clinic Project. The
drainage system depicted in the plans is to be privately maintained and no additional public
drainage infrastructure is being proposed. The outfall for this system discharges -to an existing
detention pond that was designed by Kling Engineering & Surveying in the drainage report titled
"Drainage Report for Lots 1-4 Block 2 Crescent Pointe Phase 1 & An Additional 10.87 Acres of
Block 2 of Crescent Pointe" and the associated Construction Plans. The developed C value for
the site is 0.77 and the designed C value by Kling Engineering was 0.77.
The above referenced Drainage Report and associated Construction Drawings account for full
build out of Lot 4. The private drainage system for Anderson Dental Clinic and its calculations
are attached to this letter for review and are within the assumptions for storm water detention
pond. As a result, a separate drainage report is not being submitted with this project. If you have
questions regarding the proposed or existing drainage system for this project, please feel free to
contact me at your convenience.
Sincerely,
Deven Doyen, P.E.
Civil Engineer
OF rF
4 L. DOYEN
FIRM # 12327
SCHULTZ ENGINEERING, LLC
P.O. Box 11995 • College Station, Texas 77842
schultzengineeringllc.com
Private Storm Sewer System
Calculations
EXHIBIT A
Drainage Area Exhibit
GAS
CRESCENT POINTE PARKWAY
EXISTING DETENTION\ \
POND
`1
M N
N
O N
N 1 1
I
PIPE 301
\1 N
ST —}— ST S I
\N�
EXISTING DETENTION
POND
STORM SEWER —
r+�
294—
IS& i
r\`
1
ti
020
20
SCALE IN FEET
ANDERSON DENTAL SCALE EXHIBIT
Schultz Engineering, LLG INLET
CLINIC DRAINAGE �° A
v�rs�ie,i"ma�'""10" rer[xo.uvCRESCENT POINTS — PRASE I—
o. an LOT 4 BLOCK z - COLLEGE
ays 13-25e OCTOBER "13 STATION. TEXAS rEi xwu +s—zse
APPENDIX A
Drainage Area Summary
Anderson Dental Clinic
Appendix A
Proposed Private Storm Sewer Analysis
Drainage Area Summary
Area #
Area, A
(acres)
C
Lc
(min)
10 year storm
100 year storm
I10
(in/hr)
Qlo
(cfs)
Ilog
(in/hr)
Quo
(cfs)
301
0.34
0.77
10.0
8.63
2.26
11.64
3.05
302
0.12
0.77
10.0
8.63
0.80
11.64
1.08
The Rational Method:
Q = CIA
Q = Flow (cfs)
A = Area (acres)
C = Runoff Coeff.
I = Rainfall Intensity (in/hr)
Brazos County.,
I = b / (tc+d)e
tc = Time of concentration (min)
10 years
b = 80
d = 8.5
100 year storm
b=96
d = 8.0
e = 0.763 e = 0.730
to = L/(V`60)
L = Length (ft
V = Velocity (ft/sec)
APPENDIX B
Pipe Design Summary
Anderson Dental Clinic
Appendix 8
Proposed Storm Sewer Analysis
Pipe Design Summary
Pipe
No.
Pipe
(in)
Length
(R)
Slope
(�)
Contributing
Drainage Areas
Qro
Contributing Pipes
(cfs)
Vm
(fps)
01.
(cfs)
Ww
(fps)
I
301
75
1.50
301
2.26
5.58
3.05
5.95
L12
302
72
4.59
302
P301 3.06
9.13
4.12
9.70
cWtOL -
APPENDIX C
Inlet Design Summary
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ENGINEERING COMMENTS NO. 1
�1 I C1 jC4 — What is the water connection type? Add valve at the connection? TCEQ
�+O� separation from sanitary sewer? ... water meters practically on top of sanitary sewer.
l� 2. C1 — Show and label the location of the proposed fire lane.
3. Drainage — The developed C value in the cover letter is 0.65, but the C value used in
Appendix A is 0.77.
4. Drainage — Please indicate the velocity at the outfall.
Reviewed by: Erika Bridges Date: 10/21/13
Schultz Engineering, LLC
Office: 979.764.3900
Fax: 979.764.3910
September 30, 2012
Alan Gibbs, P.E.
City Engineer
Development Services
City of College Station
College Station, Texas
RE: DRAINAGE DESIGN
ANDERSON DENTAL CLINIC (LOT 4, BLOCK 2 — CRESCENT POINTE PHASE 1)
COLLEGE STATION, TEXAS
Mr. Gibbs:
Accompanying this letter are the construction plans for the Anderson Dental Clinic Project. The
drainage system depicted in the plans is to be privately maintained and no additional public
drainage infrastructure is being proposed. The outfall for this system discharges to an existing
detention pond that was designed by Kling Engineering & Surveying in the drainage report titled
"Drainage Report for Lots 1-4 Block 2 Crescent Pointe Phase 1 & An Additional 10.87 Acres of
Block 2 �ent Pointe" and the associated Construction Plans. The developed C value for
the site is 0.65 a� the designed C value by Kling Engineering was 0.77.
�
The above referenced Drainage Report and associated Construction Drawings account for full
build out of Lot 4. The private drainage system for Anderson Dental Clinic and its calculations
are attached to this letter for review and are within the assumptions for stormwater detention
pond. As a result, a separate drainage report is not being submitted with this project. If you have
questions regarding the proposed or existing drainage system for this project, please feel free to
contact me at your convenience.
Sincerely,
Deven Doyen, P.E.
Civil Engineer
VJ
OF
Ai
13
..1
FIRM # 12327
SCHULTZ ENGINEERING LLC
P.O. Box 11995 • College Station, Texas 77842
schultzengineedngllc.com
Private Storm Sewer System
Calculations
Drainage Area Exhibit
.�T^s
4w2
CRESCENT POINTE
PARKWAY
fn
r�
EXISTING DETENTION\
POND
M N
N
O N
N � 1
I
PIPE 307
INLET 302
PIPE 302
N� �8
EXISTING DETENTION
POND
STORM SEWER
2
28g
0.72 2�
30 �N
287 �r
N
N I
N 0 20 40
Np I I SCALE IN FEET
N
ST _ ST SS 0 1S —
kclufn...�nw
gineering, LLC ANDERSON DENTAL INLET
.=W CLINIC DRAINAGE
aaeaaaro nvaxo. van CRESCENT POINTS - PHASE 1
comJGE AREA MAP
ays fs-2ss sE"EMBER 2ofs STATION, TEXAS
SCALE
EXHIBIT
A
fs-2ss
APPENDIX A
Drainage Area Summary
Anderson Dental Clinic
Appendix A
Proposed Private Storm Sewer Analysis
Drainage Area Summary
Area #
Area, A
(acres)
c
tc
(min)
10 year storm
100 year storm
ho
(iNhr)
Quo
(cfs)
hoo
(inlhr)
Qroo
(cfs)
301
0.34
0.77
10.0
8.63
2.26
11.64
3.05
302
0.12
0.77
10.0
8.63
0.80
11.64
1.08
The Rational Method:
Q = CIA
Q = Flow (cfs)
A = Area (acres)
C = Runoff Coeff.
1= Rainfall Intensity (iNhr)
Brazos County:
I = b I (tc+d)e
tc = Time of concentration (min)
10 year storm
b=80
d = 8.5
100 year storm
b = 96
d = 8.0
e = 0.763 e = 0.730
t, = U(V*60)
L = Length (ft
V = Velocity (ft/sec)
APPENDIX B
Pipe Design Summary
Anderson Dental Clinic
Appendix B
Proposed Storm Sewer Analysis
Pipe Design Summary
Pipe
No.
Pipe
Size
in
Length
(ft)
Slope
(y)
Contributing
Drainage Areas
al.
Contributing Pipes
(cfs)
Vro
(fps)
0.w
(cis
Kw
(fps)
301
12
75
1.25
301
2.26
5.20
3.05
5.53
302
12
72
3.14
302
P301 3.08
7.77
4.12
8.50
APPENDIX C
Inlet Design Summary
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Schultz Engineering, LLC
Office: 979.764.3900
Fax: 979.764.3910
September 30, 2012
Alan Gibbs, P.E.
City Engineer
Development Services
City of College Station
College Station, Texas
RE: DRAINAGE DESIGN
ANDERSON DENTAL CLINIC (LOT 4, BLOCK 2 — CRESCENT POINTE PHASE 1)
COLLEGE STATION, TEXAS
Mr. Gibbs:
Accompanying this letter are the construction plans for the Anderson Dental Clinic Project. The
drainage system depicted in the plans is to be privately maintained and no additional public
drainage infrastructure is being proposed. The outfall for this system discharges to an existing
detention pond that was designed by Kling Engineering & Surveying in the drainage report titled
"Drainage Report for Lots 1-4 Block 2 Crescent Pointe Phase 1 & An Additional 10.87 Acres of
Block 2 of Crescent Pointe" and the associated Construction Plans. The developed C value for
the site is 0.65 and the designed C value by Kling Engineering was 0.77.
The above referenced Drainage Report and associated Construction Drawings account for full
build out of Lot 4. The private drainage system for Anderson Dental Clinic and its calculations
are attached to this letter for review and are within the assumptions for stormwater detention
pond. As a result, a separate drainage report is not being submitted with this project. If you have
questions regarding the proposed or existing drainage system for this project, please feel free to
contact me at your convenience.
Sincerely,
Deven Doyen, P.E.
Civil Engineer
in
I
FIRM
# 1
2327
SCHULTZ ENGINEERING, LLG
P.O. Box 11995 • College Station, Texas 77842
schultzengineedngllc.com
Private Storm Sewer System
Calculations
EXHIBIT A
Drainage Area Exhibit
NTE PARK` CRESCENT P
292
301
0.34 V)
EXISTING DETENTION\
POND
INLET 301
"7
292
PIPE 301. — - .90
302 89
288
OA2
2§7
INLET 302�
a V.
PIPE 302� L-
W 2d2 v
ST ST s�
F EXISTING DETENTION 'p,
POND
ti
0 20 40
SCALE IN FEET
LS4L4chultz Engineering, LLC ANDERSON DENTAL SCALE EXHIBIT
CLINIC INLET
DRAINAGE A
CRESCENT POINTE -PHASE t
"B NM mn LOT 4, BLOCK 2 - COLLEGE
13-255 SMEMSM 2013 STATION, TEXAS ruc w L 13 258
APPENDIX A
Drainage Area Summary
Anderson Dental Clinic
Appendix A
Proposed Private Storm Sewer Analysis
Drainage Area Summary
Area #
Area, A
(acres)
C
tc
(min)
10 year storm
100 year storm
ho
(in/hr)
Quo
(cfs)
Imo
(in/hr)
Q100
(cfs)
301
0.34
0.77
10.0
8.63
2.26
11.64
3.05
302
0.12
0.77
10.0
8.63
0.80
11.64
1.08
The Rational Method:
Q = CIA
Q = Flow (cfs)
A = Area (acres)
C = Runoff Coeff.
I = Rainfall Intensity (in/hr)
Brazos County:
I = b / (tc+d)e
tc = Time of concentration (min)
10 years
b=80
d = 8.5
100 year storm
b = 96
d = 8.0
e = 0.763 e = 0.730
tc = L/(V*60)
L = Length (ft
V = Velocity (ft/sec)
APPENDIX B
Pipe Design Summary
Anderson Dental Clinic
Appendix B
Proposed Storm Sewer Analysis
Pipe Design Summary
Pipe
No.
Pipe
Size
(in)
Length
(a)
Slope
N
Contributing
Drainage Areas
Qio
Contributing Pip as
(cfs)
Ko
(fps)
Qioo
(cfs)
V�oo
(fps)
301
75
1.25
301
2.26
5.20
3.05
5.53
112
302
72
3.14
302
P301 3.06
7.77
4.12
8.50
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