HomeMy WebLinkAbout20090931.tiffSITE SPECIFI•EVELOPMENT PLAN AND USE S SPECIAL
REVIEW (USR) APPLICATION
FOR PLANNING DEPARTMENT USE
'RECEIPT # /AMOUNT # 1$
APPLICATION RECEIVED BY
DATE RECEIVED:
CASE # ASSIGNED:
PLANNER ASSIGNED:
Parcel Number [Ti n Lsi
cl
(12 digit number - found on Tax I D. information, obtainable at the Weld County Assessor's Office, or www.co.weld.co.us).
Legal Description Cc1 f �i� r; -s,j C r , Section iL,, Township L) North, Range 16 West
Flood Plain: Zone District: tiN0ut( Total Acreage: S3.11 , Overlay District:
Geological Hazard:
FEE OWNER(S) OF THE PROPERTY:
OC �' M\taskiCQv4 L '
Name:
Work Phone # 303-515-3331 Horrppe Phone #
Address: 37O 1-146, _sit err
City/State/Zip Code 13ryrvp1, co eolO),
Email Address
Name:
Work Phone # Home Phone # Email Address
Address:
City/State/Zip Code
Name:
�ork Phone # Home Phone # Email Address
Address:
City/State/Zip Code
APPLICANT OR AUTHORIZED AGENT (See Below: Authorization must accompany applications signed by Authorized Agent)
Name: Z -n - It<.]C AAt v1i;
Work Phone # `( IO- 3 18-/, %'5 Home Phone # Email Address J covet^ iN
Address: \ 3211 'a!'1{"`'
City/State/Zip Code G f r r( r / C C i
PROPOSED USE:
-c
ex("5 ?Ia(4+- uSR S`1�
I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with
or contained within the application are true and correct to the best of my (our)knowledge. Signatures of all fee owners
of property must sign this application. If an Authorized Agent signs, a letter of authorization from ail fee owners must
be included with the application. If a corporation is the fee owner, notarized evidence must be included indicating that
the signatory has to legal authority to sign for the corporation.
le- 7-Oi-
Owner or Authorized Agent Date
Signature: Owner or Authorized Ag
b EXHIBIT
2009-0931
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FOR COMMERCIAL SITES, PLEASE COMPLETE THE FOLLOWING INFORMATION
BUSINESS EMERGENCY INFORMATION:
•BusinessName: DC �% � �� t'n
Address: 1°P t b ,J
Business Owner: V C ' i ` c� i C
Home Address:
3Li ,UO/-iN
City, ST, Zip:
City, ST, Zip:
Phone: r o 7 3 ?- 2; Li 9
c)1., yite., Lo '0"6 \
Phone:cl1C.?.6- 9 700
C rAt°. , C o E)0631
I
List three persons in the order to be called in the event of an emergency:
NAME TITLE ADDRESS
f? t' VOC L i v1 ;— S tiot t o f Ib t t eecc f 1 :2 L i iV, i L'
VvSs YNJC Areet p.ev ci���
�fe 404) t pJSc1— 1 2`1 /L7
el
•
Business Hours:
Type of Alarm:
Days:
Burglar Holdup Fire Silent A'udlble
Name and address of Alarm Company:
Location of Safe:
PHONE
910 -�? ~ 6 3 f S
9)o-531- 1SOO
MISCELLANEOUS INFORMATION:
Number of entry/exit doors in this building: Location(s):
c-, s 1 At
Is alcohol stored in building? N DLocation(s):
Are drugs stored in building? /V `-' Location(s):
Are weapons stored in building? () 0 Location(s): — ~
The following programs are offered as a public service of the Weld County Sheriff's Office. Please indicate the
programs of interest. Physical Security Check Crime Prevention Presentation
UTILITY SHUT OFF LOCATIONS:
Main Electrical: M L f o o W\
Gas Shut Off: * 4 s ' Ae
e E ct
Exterior Water Shutoff:
Interior Water Shutoff:
6-( ""('(''C
-11-
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Midstream..
October 9, 2008
Weld County Building Department
918 10th Street
Greeley, CO 80631
RE: DCP Midstream / USR-542
DCP Midstream welcomes this opportunity to submit information concerning its
proposed plans to expand the existing Mewbourn Gas Plant. This additional equipment
will be used for processing the increased amount of well head gas in Weld County.
The location of this additional equipment is highlighted on the enclosed building
plans, and a brief narrative explaining the proposed project is attached.
Thank you for your consideration, and 1 look forward to hearing from you. For
any additional questions or information needed, please contact me at 970-539-1908.
Respectfully submitted,
Paul D. Park
DCP Midstream
Project Manager
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Responses to Questionaire
Mewbourn Plant Expansion
1. The proposed use of the property:
DCP Midstream would like to expand its existing gas processing facility on the property.
The equipment includes compressors associated with gas processing and other equipment
to allow gas produced in Weld County to be transported to market and sold.
2. Consistency with Weld Comprehensive Plan:
The proposed use is consistent with the Comprehensive Plan because it seeks to use the
land to foster the development of the vast natural resources in Weld County. Moreover,
given the property's size together with the absence of any water rights attached to the
property, it is impractical to use this property for farming.
3. Consistency with the Intent of the Weld County Zoning Ordinance and the zone
district:
The proposed use is consistent with the intent of the Agricultural Zone District, as it will
foster the development of oil and gas resources, and Section 31.2 of the Weld County
Ordinance provides that oil and gas production facilities are allowed as a matter of right
in the Agricultural Zone District. Further, it will not interfere with any agricultural
operations.
4. Surrounding Uses:
The site is surrounded by agricultural uses.
5. Details regarding use:
a. Number of people at site? Two to three people will use site.
b. Number of employees at site? One operator and one mechanic.
c. Hours of operation? 24
d. Structures to be erected? Approximately 6 metal buildings.
e. Animals? None
f Vehicles (type, size, weight) to access site? Pickup truck for employees and 2
semi's for condensate.
g. Fire Protection? Platteville
h. Water source? Central Weld County Water District
i. Sewage? Septic existing and a new septic for proposed facility.
j. Storage or warehousing? None
6. Landscaping:
Landscaping is not proposed at this time.
7. Reclamation:
No reclamation procedures will be necessary.
8. Storm water drainage.
Storm water will be collected at the north west corner of the facility.
9. Time frame for construction:
DCP Midstream would like to begin construction as soon as possible, December, 2008 or
January, 2009 with completion around July, 2009.
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10. Storage of wastes:
No storage will occur, all wastes will be removed from site in a timely manner by an
appropriate method.
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ENGINEERING & CONSTRUCTION SERVICES, INC.
FINAL DRAINAGE REPORT
FOR
DCP Midstream Mewbourne Expansion
Weld County, CO
OWNER/DEVELOPER
DCP Midstream, LP1050
1324 North 7th Avenue
Greeley, Colorado 802631
Contact: Mr. Paul Park
970.378.6372
PREPARED BY
ZAP Engineering, Inc.
12567 West Cedar Drive
Lakewood, Colorado 80228
720.529.4430
Contact: Jeff Carter
DATE
October 3, 2008
ZAP PROJECT NUMBER
08022
125671. CEDAR DR • MITE 210 • LAKEWOOD, OO80228. 720.529.4430 MAX: 720.529.4437. zapecs.com
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October 3, 2008
ENGINEERING & CONSTRUCTION SERVICES, INC.
Mr. Chris Gathman
Weld County Building Department
918 10th Street
Greeley, Colorado 80631
Reference: Final Drainage Report for DCP Midstream Mewbourne Plant Expansion Project
located in Weld County, Colorado
Dear Mr. Gathman;
ZAP Engineering and Construction Services, Inc. has been hired by DCP Midstream, LP to
perform Civil Engineering services for the proposed 10.5 -acre industrial expansion development
is located within unincorporated Weld County. It is out understanding that the proposed site will
contain various compressor units, coolers, and a control center located within metal buildings.
Additional equipment to be constructed at the facility include compressor cooling units, and inlet
filter separator, miscellaneous small storage tanks, slug catchers, and miscellaneous related
mechanical and electrical equipment. The site previously consisted of native grassed areas.
Onsite grading and drainage has been carefully designed to promote drainage and access
through the site while maintaining the required 1% slope for the proposed equipment.
This Final Drainage Report for has been prepared in accordance with Weld County
Requirements for a project of this type and scope. If you require further information regarding
this report or design, or have questions regarding the drainage, please feel free to give me a
call.
Regards,
Eric M. Riegel
For and on behalf of Zap Engineering and Construction Services, Inc.
/AP ENGINEERING AND CONSTRUCTION SERVICES. INC. • zapecs.com Page I of 8
Final Drainage Report DCP Midstream Mewboume Expansion - October 3, 2008
TABLE OF CONTENTS
II GENERAL LOCATION AND DESCRIPTION 5
III DRAINAGE BASINS AND SUB -BASINS 5
IV DRAINAGE DESIGN CRITERIA 6
V STORMWATER MANAGEMENT FACILITY 6
VI CONCLUSIONS 8
VII REFERENCES 9
VIII APPENDICES 10
1. APPENDIX A- MAPS AND FIGURES 11-
a. Vicinity Map
b. FIRMETTE Panel 0802660770C Exhibit
c. Figure 1 — Historic Drainage Map
d. Figure 2 — Developed Drainage Plan and Details
2. APPENDIX B — HYDROLOGIC COMPUTATIONS
a. NRCS Soils Map, Legend & Soils Hydrologic Group
b. Historic Time of Concentrations & Runoff Coefficients
c. Developed Time of Concentrations & Runoff Coefficients
d. Historic 10-yr and 100-yr Rational Method Routing
e. Developed 10-yr and 100-yr Rational Method Routing
f. UDFCD Figures RA -3 and RA -6 Rainfall Depth Duration Frequencies_
g. UDFCD Recommended Percentage Impervious Values - Table RO-3_
h. UDFCD Runoff Coefficients - Table RO-5
3. APPENDIX C- HYDRAULIC COMPUTATIONS
a. UDFCD Average Flow Velocities — Table RO-1
b. Pond, weir, and channel Calculations
ZAP ENGINEERING AND CONSTRUCTION SERVICES, INC.. capecs.com Page 2 of 8
Final Drainage Report DCP Midstream Mewbourne Expansion — October 3. 2008
I CERTIFICATION
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"I hereby certify that this report for the final drainage design of the DCP Midstream Mewbourne Expansion
was prepared by (me or under my direct supervision) in accordance with the provisions of the Weld
County storm drainage criteria for the owners thereof."
Pr 3
#V• r io 3 o$
35793
Registered Professional Engineer
II GENERAL LOCATION AND DESCRIPTION
DCP Midstream, LP is proposing to expand an existing industrial facility by developing
an additional 10.5 acres adjacent to the existing plant and located within Weld County.
The parcel is located within Section 35, Township 4 North, Range 66 West of the 6th
Principal Meridian. The 10.5 -acre development is part of a larger parcel located along
WCR 35. The property is bounded to the north by an existing gas facility. To the west are
existing agricultural lands. The site is bordered on the east by WCR 35. The parcel is
bounded to the south by existing vacant land and a small gas facility. A vicinity map is
included in the Appendix of this report.
This development use and operations are related to industrial gas processing. The
project consists of various compressor units, coolers, and a control center located within
metal buildings as well as additional equipment such as compressor cooling units, inlet
filter separator, miscellaneous small storage tanks, slug catchers, and miscellaneous
related mechanical and electrical equipment.
The site previously consisted of native prairie grasses. The site generally slopes to the
northwest at low to moderate grades ultimately draining into Platte Valley Canal located
approximately 700 feet north of the proposed development. Onsite grading and drainage
has been carefully designed to promote drainage and access through the site while
maintaining the required 1% slope for the proposed equipment.
The majority of the soils on the site are classified as Valent sands with a smaller amount
of Olney fine sandy loams and Vona loamy sands, and as depicted in the attached
NRCS Soils classification map located in the Appendix. The hydrologic groups for the
onsite soils are groups A and B, with the majority being group A.
No portion of this project site was found to exist in any FEMA regulatory floodplains. The
FEMA FIRM Panel No. FM0802660770C generated for the area near the site is included
in the Appendix of this report.
ZAP ENGINEERING AND CONSTRUCTION SERVICES, INC. • zapecs.com Page 3 of 8
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Final Drainage Report DCP Midstream Mewboume Expansion — October 3. 2008
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No evidence of flooding or irrigation canals or ditched were present onsite or found from
recorded easements. Significant geological features were not observed.
III DRAINAGE BASINS AND SUB -BASINS
MAJOR DRAINAGE DESCRIPTION
The project site is generally tributary to the Platte Valley Canal. The existing land is
vacant and consists of native grasses. The proposed land use is industrial gas
processing. The site generally outfalls to the northwest following existing drainage
located near the northwest corner of the project site. The Platte Valley Canal is located
approximately 700 feet northwest of the project site. The enclosed historic drainage map
depicts the existing site with three sub basins, Basins HA through HC. The historic site
was assumed to be 2% impervious for the historic flow analysis. The change in
impervious from historic to developed conditions is 80%, per UDFCD Table RO-3
Recommended Percentage Impervious Values for light industrial.
MINOR DRAINAGE BASINS
Sub -Basin HA consists of native undisturbed areas along with some agricultural areas
located in the lower elevations of the basin that generally drain north into existing
drainage swales that convey runoff north. Runoff continues north draining directly into
the Platte Valley Canal. Sub -Basin HB consists of native undisturbed areas that
generally drain northwest into sub -basin HC and ultimately draining into the Platte Valley
Canal. Sub -Basin HC is a basin consisting of agricultural and native undisturbed areas
located downstream from the northwest corner of the project site. Runoff is directed
north to the Platte Valley Canal. Sub -Basin HD consists of the existing Mewboume Gas
Processing Plant and drains north into an existing retention pond that allows the
operator of the plant to control runoff from the site and as shown on the Historic
Drainage Map included in the Appendix of this report.
Time of concentration, and historic site flows have also been included in the attached
Appendix. No known irrigation facilities exist within 200 feet of the property boundary.
IV DRAINAGE DESIGN CRITERIA
REGULATIONS
The drainage design presented herein was prepared in accordance with the Weld
County Storm Drainage Criteria for the drainage design.
Erosion control details and documentation were prepared under a separate CASMP, and
as directed by the State of Colorado and the EPA. Stormwater management details for
this site will include sediment facilities, vehicle tracking control, concrete washout area,
and silt fence installation at a minimum.
DRAINAGE STUDIES AND SITE CONSTRAINTS
ZAP ENGINEERING AND CONSTRUCTION SERVICES. INC. • rapccs.com Page 4 orb
Final Drainage Report DCP Midstream Mewboume Expansion — October 3. 2008
No previous drainage studies or master plans are known regarding this site. Drainage
studies from adjacent sites were also not available for review. The site constraints for the
proposed development will provide little deviation from existing conditions, and the
proposed conditions provide some water quality enhancements using the proposed
retention facility that is not part of the existing site. A very small portion of existing
upstream offsite areas draining into the project site and are directed through the site via
sheet flow.
HYDROLOGY
The Rational Method (Q=CIA) was used to determine the site storm runoff (Q) for the
storm events. Runoff coefficients (C) were taken from the enclosed UDOT table located
in the Appendix. Contributing areas (A) have been calculated for Design Points in each
Sub -Basin. Intensities (I) were calculated using Figures RA -3 and RA -6 to develop
intensities for the 10 -year minor and 100 -year major storm event at intervals for all Sub -
Basins impacted by the project (See Appendix). Pre and post development time of
concentrations, corresponding rainfall intensities, composite post condition runoff
coefficients and storm flows for the 10 -year and 100 -year storms for each Sub -Basin are
provided in the Appendix. Design capacities were determined for the associated
drainage features.
HYDRAULICS
Design capacities were determined for the associated drainage features using general
engineering practice. Retention Pond calculations are provided in the Appendix.
Emergency overflow is maintained to the northwest, consistent with historic patterns.
GENERAL DRAINAGE DESIGN
The enclosed developed drainage map depicts the proposed site with five sub -basins,
onsite sub -basins B1 and B2 and offsite sub -basins A, C, and D. Basins A, B1, C, and D
continue relatively unaltered from historic conditions. Developed sub -basin B2
represents the new basin configuration resultant from the development design. Runoff
from sub -basin B2 generally sheet flows northwest either draining directly into the
proposed retention pond or into proposed swales A and B that direct runoff into the
proposed detention pond. The attached Appendix details the design process, tables,
figures, charts, and computations used to complete the design.
SPECIFIC DRAINAGE DETAILS
The enclosed developed drainage map depicts the proposed site with five sub -basins
one onsite sub -basin B1 and five offsite sub -basins A, B2, C, and D. The developed site
was assumed to be light industrial in nature thus creating an overall imperviousness of
80% as compared with the historic 2% used for flow analysis.
Offsite sub -basin A, consisting of 9.67 and 48.92cfs in the 10 and 100 -year storm
events, respectively drains to Design Point 1. Sub -basin A consists of both agricultural
areas and native undisturbed areas that generally drain northwest into the existing Platte
/AP ENGINEERING AND CONSTRUCTION SERVICES. INC. • zapccs corn Pace 5 of 8
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Final Drainage Report DCP Midstream Mewboume Expansion - October 3. 2008
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Valley Canal located adjacent to the north end of the sub -basin. Runoff continues in the
Platte Valley Canal ultimately, discharging into the South Platte River.
Offsite sub -basin 81, consisting of 4.57 and 8.102cfs in the 10 and 100 -year storm
events, respectively drains to Design Point 2. Sub -basin B1 consists of native
undisturbed areas that generally drain north into sub -basin C and ultimately into the
existing Platte Valley Canal located adjacent to sub -basin C.
Develop sub -basin B2, consisting of 29.94 and 52.98cfs in the 10 and 100 -year storm
events, respectively drains to Design Point 2. Sub -basin B2 consists of light industrial
areas that generally drain north into the proposed swales or proposed retention facility
designed to serve this basin. Runoff is released at allowable rates and continues north
into sub -basin C and ultimately discharges into the existing Platte Valley Canal located
north of the sub -basin and within sub -basin C. A proposed emergency overflow weir
allows runoff to continue north form the proposed retention facility.
Offsite sub -basin C, consisting of 3.87 and 19.53cfs in the 10 and 100 -year storm
events, respectively drains to Design Point 3. Sub -basin C consists of both agricultural
areas and native undisturbed areas that generally drain north into the existing Platte
Valley Canal located along the north boundary of the sub -basin. Runoff continues in the
Platte Valley Canal, ultimately discharging into the South Platte River.
Offsite sub -basin D, consisting of 15.99 and 28.31 cfs in the 10 and 100 -year storm
events, respectively drains to Design Point 4. Sub -basin D consists of the existing
Mewbourne Plant and is considered a light industrial area. This sub -basin generally
drains north into an existing retention facility located along the north boundary of the
sub -basin. Runoff continues north draining into the Platte Valley Canal and ultimately
discharging into the South Platte River.
V STORMWATER MANAGEMENT FACILITY DESIGN
STORMWATER CONVEYANCE FACILITIES
The proposed site improvements utilize overland sheet flow and swales to convey runoff
across the site to the proposed retention facility and as depicted on the enclosed
drainage map.
ST0RMWATER STORAGE FACILITIES
The proposed onsite retention facility provides a level of water quality enhancement for
the site. The attached Appendix includes calculations for this facility.
WATER QUALITY ENHANCEMENT BEST MANAGEMENT PRACTICES
The proposed onsite retention facility provides a level of water quality enhancement.
ZAP ENGINEERING AND CONSTRUCTION SERVICES. INC.. rapecs corn Page 6 of 8
Final Drainage Report DCP Midstream Mewboume Expansion - October 3. 2008
FLOODPLAIN
The project site is not located within or near a FEMA designated 100-yr floodplain or
other known floodplain. The enclosed FIRM Panel 0802660770C, revised September
28, 1982, is located in the Appendix.
GROUNDWATER
There is no documentation or evidence of groundwater to our knowledge.
ADDITIONAL PERMITTING REQUIREMENTS
No additional permitting is anticipated at this time.
VI CONCLUSIONS
The design of the post development drainage for this site has been carefully completed
to direct offsite flows through the site while directing onsite flows to the proposed
retention facility. To the best of our knowledge, this Drainage Report complies with all
local applicable standards and regulations and poses no threat to the life safety or
welfare of the public. The attached Developed Drainage Map depicts the drainage
Design Points and configuration of the storm drainage system. Other reference materials
including a vicinity map, capacities and design information have been included in the
attached Appendix.
VII REFERENCES
"Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria
Manuals Vol. 1-3", Weld County Public Works Department, Colorado, October 2006.
"Urban Storm Drainage Criteria Manuals Vol. 1-3", Urban Drainage Flood Control
District, April 2008.
/AP ENGINEERING AND CONSTRUCTION SERVICES. INC. • zapecs.com Page 7 of 8
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Final Drainage Report DCP Midstream Mewboume Expansion - October 3, 2008
VIII APPENDICES
ZAP ENGINEERING ANI) CONSTRUCTION SERVICES. INC. • tapecs.com Pain 8 0l 8
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DCP Midstream MEWBOURNE PLANT EXPANSION
Historic Composite Runoff Coefficients &
Time Of Concentration Calculations
Job No
Hydrologic Soil Type
Minor Storm 10
Major Storm 100
Sc EMR
Checked by EMR
Date October 3.2005
Reorsed
Soil Type A
Undev area
Paved Area
elArea
Rod Area
Root
Runoff Coefficients
Impervious
C2
05
C10
CtW
000
001
007
022
2%
009
090
092
096
100%
0.19
025
0.30
041
40%
069
0.71
073
079
90%
Basn Design Data
Composite Runoff Geoff
c,,, en (0 858D 0 78640 7 41+0.041
8 O'A Values
Initial Overland Time
t=0 1-C lL'°5 "
Travel Time
pleegIM10eloulyx6o1
10
Competed
6 Urbanized Check
I, Urbanized Check
1<
Final
Design
Area
Area
Area
Area
Area
Runoff
Runoff
Upper
Time of
Total
Design
Paint
Undee
Paved
Gavel
Roof
Total
%
Coefl
C'A
Coeff
C'A
Length
Slope
r
Length
Slope
Velooly
L
Copp
Length
Egl/160N10
Mint
Rain
Outran
(AC)
IAC1
LAC)
(AC)
(AC)
Impery
10yr
10yr
100yr
100yr
(ft)
(MI)
(min)
1111
101111
lrpe)
(min)
thereto
101
(mm)
l6 min1
HA
I
518
00
00
CO
518
002
007
363
022
1140
400
002
300
2800
0011
2
233
533
3200
278
278
HO
2
142
00
00
R0
102
002
007
099
022
3.12
400
005
201
600
0027
85
29
229
1000
156
156
HC
3
106
00
00
00
146
002
007
100
022
326
300
005
179
600
0010
2
50
220
900
150
150
HD
4
65
000
060
390
066
429
400
001
174
00
174
400
122
122
Hatanc TOG
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DCP Midstream MEWBOURNE PLANT EXPANSION
Developed Composite Runoff Coefficients &
Time Of Concentration Calculations
Job No
Hydrologic Son Type A
Minor Storm 10
Major Storm 100
9y: PAR
Checked by EMR
Dale: October 3. 2000
Reused.
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Sou Type A
unaev area
Paved Area
Gravelraa
Ar
ea
Runoff Coefficients
% Impervious
C2
CO
Cm
Clot
000
001
007
022
2°4
089
050
092
096
100%
019
025
030
0.41
40%
069
071
073
0.79
90%
Basin Design Data
Composite Runoff Coell
C,=I(... to 958e -D 796(;070.0041
& CA Values
Initial Overland Time
¢036511 uJC°9°,
Travel Time
IpLenor%Veicntya 60)
p
Computed
k Urbanized Check
kuroanced Check
k
Final
Design
Area
Area
Area
Area
Area
Runoff
Runoff
Upper
Time of
Total
Design
Demt
Undev
Paved
Gravel
Roof
Total
%
Coen
CA
Coe
C'A
Length
Slope
h
Length
Slope
Velocity
4
Conn
Length
huR1180y10
Min
Basin
0u11a11
(AC)
(AC)
(AC)
(AC)
(AC)
Impery
Ioyr
WY,
100yr
100yr
(11)
(NR)
(min)
(R)
(5151
(fps)
I min)
ti p tl=lc
(al
)min)
(5 mm)
A
1
510
00
00
00
510
002
0D7
3.57
022
1172
400
002
300
2000
0011
2
233
533
3200
270
278
Bl
2
20
000
060
120
Oho
132
400
002
138
400
0010
2
33
17.1
000
144
144
B2
2
136
0 8
060
816
066
898
400
002
133
650
0032
33
33
166
1050
150
158
C
3
148
00
00
00
148
002
007
104
022
326
300
005
178
600
0010
2
50
228
900
150
150
D
4
65
000
060
390
066
429
400
001
174
00
174
400
122
122
Developed
• •
•
STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA
Standard Form SF -2. Storm Drainage System Design (Rational Method Procedural
APPENDIX A
CALCULATED BY: 64
JOB NO.:
DATE: to -2- O s
PROJECT: 1)c -r 1.0 i r?STi0.C4W Kt 30.Jll-9Jg- E-%?
CHECKED BY:
DESIGN STORM: 10 4- i u o N Z. I-i! STo . c
DESIGN POINT
DIRECT RUNOFF
TOTAL RUNOFF
STREET
PIPE
TRAVEL TIME
REMARKS
AREA DESIGN
AREA (A)
RUNOFF
COEFF. (C)
.v
6—
o
s
o-
W
a
g
y
STREET
FLOW
DESIGN
FI (lW
SLOPE
PIPE SIZE
LENGTH
VELOCITY
-y
ac
min
in/hr
cfs
min
in/hr
cis
°/p
ds
ds
%
in
fl
1Vsec
min
to --IR..
I
N A
51.%
0.07
27.4
1./.3
VII
%,33
•
•
Z.
l'i
i4.2
0.07
KA.
0.99
;.Li
3.44
S
Nc.
14,%
4.07
Ku
I•U'I
7„7Z
5.57
U
H)
(.1.S
0.4°
ri.i
3.clo
05
/5.99
joo_sgz.
)
%.i,,
5 i.i
Co-
r i
j.4
4.54
Y?7
Z.
hr'l
p1.2
a22
'•:.t
3.+L
5.13
ap
',
)-IC
/q.f
0,1Z
r^.8
^y.Z
6.-,1t7,55
"_f
"
(C.5
044
77.z
4.24
6,61;
a31
5-1R
Z
>43
,'.g
G.Gl
Z7.$
4.52
'.7e
(
sii roc
,7e1..r.,,i
(tEttA1A
01/2006
•
• •
•
•
•
STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA
Standard Form SF -2. Storm Drainage System Design (Rational Method Procedure]
APPENDIX A
CALCULATED BY: EA
JOB NO:
DATE: It.) - Z. - O k
PROJECT: '24. ? vi.., J 577cfAl.+ i4( •✓ goue - E7r?.
CHECKED BY:
DESIGN STORM: 1O . fc o -+r R. 7E 9eviD E
MOW
DESIGN POINT
DIRECT RUNOFF
TOTAL RUNOFF
STREET
PIPE
TRAVEL TIME
REMARKS
AREA (A)
RUNOFF
COEFF.
.9
6
—
a
.9
.
4J
--75)
SLOPE
STREET
FLOW
v�-i C
W -,
�
-.
PIPE SIZE
i7
W
J
{8
a
ec
min
Infir
cfs
min
in/hr
cfa
%
cfs
cfs
%
in
ft
ft/sec
min
1O - 'I R
k
A
5►.o
0.01
0.8
3,57
ill
1,O
z
Si
Z.o
O.(,0
i'1.l.
iv
3,8(
i,57
P,Z
13.6
(}.6o
15,6
VI,
3.47
19,1O5.i
9.36
3, e,1
31,35
7,
C
it -,8
1./Y
Is.O
kill
5.72
3.87
4
9
6,5
0.40
12,1
;Po
I. /o
16:t
bp -+12
1
A
.1.e
o,21,77.t
Il.tt
.4,36
yaz
2
T1I
e.0
0.&(''
Iil `1
I,3z
6.14
g.ro
?)2
f3.6
t),:":1,
I'4,'b
$.`I)
590
5i.yg
ls,$
10.!
5.90
do,71
3
G
/q.5
0.21
I5..
1.1;
S•`
/1.53
y
D
6.5
aG&
iz.z
4t'
u.4.
z131
01/2006
•
•
•
DRAINAGE CRITERIA MANUAL (V. 1)
Rev. 01/2004
Urban Drainage and Flood Control District
Figure RA -3 —Rainfall Depth -Duration -Frequency: 10 -Year, 1 -Hour Rainfall
RA -15
•
•
•
RAINFALL
Figure RA -6 —Rainfall Depth -Duration -Frequency: 100 -Year, 1 -Hour Rainfall
RA -18
DRAINAGE CRITERIA MANUAL (V. 1)
too -Ma--= 2.66
01/2004
Urban Drainage and Flood Control District
DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF
Table RO-3—Recommended Percentage Imperviousness Values
Land Use or
Surface Characteristics
Percentage
Imperviousness
Business:
Commercial areas
95
Neighborhood areas
85
Residential:
Single-family
Multi -unit (detached)
60
Multi -unit (attached)
75
Half -acre lot or larger
Apartments
80
Industrial:
Light areas
80
Heavy areas
90
Parks, cemeteries
5
Playgrounds
10
Schools
50
Railroad yard areas
15
Undeveloped Areas:
Historic flow analysis
2
Greenbelts, agricultural
2
Off -site flow analysis
(when land use not defined)
45
Streets:
Paved
100
Gravel (packed)
40
Drive and walks
90
Roofs
90
Lawns, sandy soil
0
Lawns, clayey soil
0
"'See Figures RO-3 through RO-5 for percentage imperviousness.
Based in part on the data collected by the District since 1969, an empirical relationship between C and
the percentage imperviousness for various storm return periods was developed. Thus, values for C can
be determined using the following equations (Urbonas, Guo and Tucker 1990).
CA = Kq +0.311 - I.44i' + I.135i - 0.12 for CA ≥ 0, otherwise CA= 0 (RO-6)
06/2002
Urban Drainage and Flood Control District
RO-9
RUNOFF
RO-12
DRAINAGE CRITERIA MANUAL (V. 1)
TABLE RO-5 (Continued) -Runoff Coefficients, C
Percentage
Imperviousness
Type A NRCS Hydrologic Soils Group
2-yr
5-yr
10-yr
25-yr
50-yr
100-yr
0%
0.00
0.00
0.05
0.12
0.16
0.20
5%
0.00
0.02
0.10
0.16
0.20
0.24
10%
0.00
0.06
0.14
0.20
0.24
0.28
15%
0.02
0.10
0.17
0.23
0.27
0.30
20%
0.06
0.13
0.20
0.26
0.30
0.33
25%
0.09
0.16
0.23
0.29
0.32
0.35
30%
0.13
0.19
0.25
0.31
0.34
0.37
35%
0.16
0.22
0.28
0.33
0.36
0.39
40%
0.19
0.25
0.30
0.35
0.38
0.41
45%
0.22
0.27
0.33
0.37
0.40
0.43
50%
0.25
0.30
0.35
0.40
0.42
0.45
55%
0.29
0.33
0.38
0.42
0.45
0.47
60%
0.33
0.37
0.41
0.45
0.47
0.50
65%
0.37
0.41
0.45
0.49
0.51
0.53
70%
0.42
0.45
0.49
0.53
0.54
0.56
75%
0.47
0.50
0.54
0.57
0.59
0.61
80%
0.54
0.56
0.60
0.63
0.64
0.66
85%
0.61
0.63
0.66
0.69
0.70
0.72
90%
0.69
0.71
0.73
0.76
0.77
0.79
95%
0.78
0.80
0.82
0.84
0.85
0.86
100%
0.89
0.90
0.92
0.94
0.95
0.96
2007-01
Urban Drainage and Flood Control District
DRAINAGE CRITERIA MANUAL (V. 1)
WATERCOURSE SLOPE IN PERCENT
50
30
20
10
5
3
2
1
.5
RUNOFF
Aill
t
4
3
o
;
v
•
%
w
•
4.'
e r
ar
`
4 `r
r0 a
ft
0
f eW
�? wWt
a=
d'r
Co
.p
a' r
0
fv
QIt r
n
0 3
W�
=
tZF
i
ba, a
♦' id
41u �O
O
VW=w04.:iw
71/
Wy
Q
4p
4t
�
f
p
.1
.2 .3 .5 1 2 3 5
VELOCITY IN FEET PER SECOND
10
20
Figure RO-1—Estimate of Average Overland Flow Velocity for Use With the Rational Formula
06/2002 RO-13
Urban Drainage and Flood Control District
• •
•
•
•
100-YR Historic release 18.50 cfs weir Calculator
Given Input Data:
weir Type Rectangular
Equation Suppressed
solving for Depth of Flow
Flowrate 18.5000 cfs
Coefficient 0.6500
Height 24.0000 in
Computed Results:
Depth of Flow 11.0782 in
Full Flow 58.9910 cfs
velocity 3.3399 fps
width 72.0000 in
Area 12.0000 ft2
Perimeter 120.0000 in
wet Perimeter 94.1564 in
wet Area 5.5391 ft2
Percent Full 46.1591
• •
•
•
•
100-yr EMERGENCY OVERFLOW WEIR
weir Calculator
Given Input Data:
weir Type Rectangular
Equation suppressed
Solving for Depth of Flow
Flowrate 34.4800 cfs
Coefficient 0.6500
Height 12.0000 in
Computed Results:
Depth of Flow 11.9353 in
Full Flow 34.7608 cfs
velocity 3.4667 fps
width 120.0000 in
Area 10.0000 ft2
Perimeter 144.0000 in
wet Perimeter 143.8706 in
Wet Area 9.9461 ft2
Percent Full 99.4608 %
•
•
The proposed Mewbourn Plant expansion is
not located within an Intergovernmental
Agreement boundary.
•
•
•
Response to TRAFFIC IMPACT from
proposed Mewbourn Expansion
Vehicle traffic from the proposed Mewbourn expansion will remain the same, or be
reduced, compared to the existing Mewbourn facility. The entrance gate at the existing
facility will be closed and locked upon start up of the proposed facility, and vehicle
traffic will be diverted to an entrance gate south of the existing entrance. Current total
vehicle traffic along Weld County Road 35 is approximately 130 vehicles per day (see
attached). DCP Midstream currently averages approximately 2 pickup trucks and 3 big
trucks per day.
Due to pipeline delivery of natural gas liquids from the proposed new plant, instead of
trucking the liquids out of the existing plant, DCP Midstreams contribution to the traffic
count will be reduced.
The majority of vehicle traffic from existing and proposed facilities will travel north on
Weld County Road 35 to Highway 85, occasionally vehicles will travel south on Weld
County Road 35 to WCR 32.
Vehicle traffic at the proposed facility will be passing through an entrance gate which
will be approximately 50 feet wide, allowing for easy access. Additionally, the location
of the proposed gate will allow facility vehicle traffic excellent visibility for any
oncoming traffic on Weld County road 35.
• •
Page 1 of 2
•
•
Park, Paul D
From: Jerry Steinbar Usteinbar@co.weld.co.us]
Sent: Friday, October 03, 2008 3:20 PM
To: Park, Paul D
Subject: RE: Website Inquiry
Paul,
These are the most recent counts I have for CR 35.
Road Name
From
To
Date 1
AADT
1
Hour;
1
35
32
34
7/28/2006
97
72:0C
35
34
36
7/28/2006
95
72:0C
35
36
38
7/28/2006
145
72:0C
35 -*
38
40
6/26/2008
129
72:0C
35
40
42
6/26/2008
128
72:0C
35
42
44
6/26/2008
133
72:0C
Sincerely,
Jerry Steinbar
Weld County Public Works
Traffic Division
970-304-6496 ext. 3789
970 -301 -2621 -Cell
jsteinbar@co.weld.co.us
•
•
•
The proposed Mewbourn Plant expansion is
not located within a Flood Hazard.
•
•
r
The proposed Mewbourn Plant expansion is
not located within a Geologic Hazard.
Hello