HomeMy WebLinkAbout20011069.tiff �.
4311 Highway 66, Suite 4
Longmont, CO 80504
Office(970) 535-9318
Fax: (970) 535-9854
Weld
ejdCountylann/ngDe
Pt,
2001
Monica Daniels-Mika,Director I'(ECE c
Weld County Planning Dept. / V CD April 6, 2001
1555 N. 17 Avenue C
Greeley, CO 80631
RE: Fourway Baptist Church USR-1319
AgPro Environmental Services, LLC, representative for Fourway Baptist Church would like
to request early submittal, zoning review,plan review and early release of a building permit
for the expansion of the proposed church. We are prepared to submit architectural drawings
and all paperwork related to the building permit application process.
The Weld County Planning Commission unanimously voted for approval of this application on
April 3,2001. We realize that the applicant would proceed at his or her own risk,should the Board
of County Commissioners deny the Use by Special Review application.
The reason for this special request is church members from other churches throughout Colorado
and also out-of-state that are volunteering to help with the construction. Time constraints for the
scheduling of the volunteer labor force are early to mid-spring.
We realize this will be a decision made at a work session,and await the reply. Thank you for your
oorhsideration in this matter
If you should have any questions,please contact me at the above phone and fax numbers.
Sincerely,
alle"1:teC4511C
Sharyn Frazer
Administrator
door— IOW?
4 EXHIBIT
5
U5)2 #/31q
DEPARTMENT OF PLANNING SERVICES
PHONE (970) 353-6100, EXT.3540
"lige
FAXR (970)304-6498
WELD COUNTY ADMINISTRATIVE OFFICES
1555 N. 17TH AVENUE
GREELEY, COLORADO 80631
COLORADO
April 11, 2001
AgPro
Sharyn Frazer
4311 Highway 66, Ste. 4
Longmont, Colorado 80504
Subject: Fourway Baptist Church, USR-1319
Dear Sharyn:
I received your request for early release of the building permits for the expansion of the Fourway
Baptist Church. The Planning Commission of April 3, 2001,voted unanimqusFy for approval of this
application. However, as a condition of their approval, as referenced in Condition o .Approval 3.d,
submittal and approval for a storm water drainage plan is required. It would be appropriate to
release building permits early under the condition that the storm water drainage plan had been
reviewed and approved by the Department of Public Works.
I understand and appreciate the uniqueness associated with the construction of a church and wish
your client well. As soon as Public Works has the opportunity to provide comment and approval
of the storm water drainage plan, I would be more than happy to release the building permits. If
you have additional comments or concerns, please don't hesitate to call me. I can be reached at
the above address and phone number.
Sincerely,
Monica aniels-M ka,A.I.P.
Director of Planning Services
cc: Kim Ogle, Planner j
USR-1319 File V EXHIBIT
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LAS2 #/3)q
Exhibit G is an oversized map -
Grading and Drainage Plan
See File for Original
- _High Plains Engineering
�` 1'Ftwr 735 Denver Avenue • Fort Lupton CO 80621
Phone 303-857-9280 • Fax 303-857-9238
PROJECT INFORMATION AND DRAINAGE
REPORT
Weld County Planning Dept.
2 2001 Prepared For:
Four Way Baptist Church
RECEIVED 9966 Weld County Road 41
Fort Lupton, CO 80621
Job Site Located At:
9966 Weld County Road 41
Fort Lupton, Colorado
Weld County
April 25, 2001
JOB # 01-1002
nee
Todd M. Schroeder, PE 3 v �}��wl 4
siorani, 14.r
EXHIBIT
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,
TABLE OF CONTENTS
SITE DESCRIPTION PAGE 2
PURPOSE OF STUDY PAGE 2
PROJECT DESCRIPTION PAGE 2
DRAINAGE BASINS PAGE 3
HYDRAULICS PAGE 3
HYDROLOGY PAGE 3
CONCLUSION PAGE 4
REFERENCES PAGE 4
APPENDICES PAGE 5
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•
SITE DESCRIPTION:
This study was prepared for the proposed addition to the existing Four Way
Baptist Church in the Northwest quarter of the Northwest quarter of Section
16, T2N, R65W, of the 6`h Principal Meridian, Weld County, CO.
This site is located on the south side of Weld County Road 22 and east of
Weld County Road 41 in Weld County, CO. The physical address of the
current church is 9966 Weld County Road 41, Fort Lupton, CO
This tract consists of 6.001 acres more or less. The existing site layout is
relatively flat with a gradual slope to the southeast corner of the lot. The
existing lot contains a single story church with basement, a single story
parsonage, a frame garage, a mobile trailer, asphalt and gravel parking areas.
The remaining of the area is grass/weed covered with a few trees.
A major drainage way exists on this property. A 22-inch by 36-inch
corrugated metal culvert passes under WCR 41 approximately 267-feet
south of the intersection of WCR 22. This drainage flows with the natural
contours of the site to the southeast.
PURPOSE OF STUDY:
The drainage study was prepared for this site to store the on-site storm water
in a storm water detention area. The drainage for the site will be stored in a
storm water detention pond located in the east end of the proposed gravel
parking lot. This pond will discharge to the southeast to flow along the
natural contours of the surrounding area.
The offsite runoff from the west that flows under WCR 22 in a 22" x 36"
CMP will be contained in a pipe and channeled to the south under the new
asphalt driveway. This drainage will outlet and flow in a four-foot flat
bottom ditch south and turn east to sheet flow to the southeast corner of the
lot and then continue along the historical drainage path.
This drainage study was performed in accordance with the "Adams County
Storm Drainage Design and Technical Criteria Manual, February 1989".
2
PROJECT DESCRIPTION:
r.
The project site encompasses a part of the NW 'A of the NW 'A of Section
16, T2N, R65W, of the 6`h Principal Meridian. This site contains
approximately 6.001 acres and is presently occupied by a number of
structures noted above with vacant areas and a major drainage way that will
be channelized with this project.
The soils encountered on this site from the Soil Survey of Weld County, CO
by the USDA Soil Conservation Service is Vona. These soils have a
hydrologic group of"B", where low to moderate runoff volumes in its
historic state can be expected.
The project will consist of two phases of construction: Phase 1 includes the
addition of two buildings to the existing church, driveways and parking
areas, landscaped areas and undeveloped areas as shown on the attached site
map. Phase 2 consists of the addition of one more building to the east of the
Phase 1 construction. The composite percent impervious for the area is
26.1% for the site.
All runoff from the impervious areas shall be directed to the detention pond
located in the east end of the parking lot (see attached site map).
The detention pond will release water at the 10-year and 100-year historic
rates into the existing downstream watershed.
DRAINAGE BASINS:
The proposed development of the area has a one-basin area. Surface runoff
from on site areas of the designated watershed shown on the attached map is
considered to be historic flow. The historic flow will continue to infiltrate
into the surface as it has in the past. The storm runoff from this drainage
basin will flow from the detention area through a concrete weir to drain into
the existing watershed to the southeast.
HYDRAULICS:
The outlet structure of the detention area will have a 7-inch wide by 1'-3"
high weir to control the 10-year storm and a 8'-4" wide by 3-inch high weir
to control the 100-year storm. These weirs will release the onsite runoff at
the historic release rate.
3
•
HYDROLOGY:
The parking lot areas will carry the runoff flow from the site. This storm
runoff will drain into the detention pond located in the east end of the
parking lot. The detention pond will have a weir to control the release rates
to the historical flows.
CONCLUSION:
This drainage plan attempts to minimize the impact of the development of
this project on the surrounding properties. There will be a negligible
increase in storm flows from this site, however the drainage plan proposed
herein should effectively contain and control these flows at or below historic
rates.
REFERENCES:
"Adams County Storm Drainage Design and Technical Criteria Manual,
February 1989".
4
•
•
•
APPENDICES:
Drainage Study Computations:
Computations for the Detention Area:
Building / Paved Area = 71,058 sf @ 95% Impervious
Landscape Area = 190,332 sf @ 5 % Impervious
Total Area = 261,390 sf
Area Imperviousness:
I = (71,058 sf) 95% + (190,332 sf) 5%
261,390 sf
I = 29.5%
The Soil Survey of Weld County, CO Identifies the Soil as "Vona".
Use Hydrologic Soils Group "B":
Allowable Release Rates For Soil Group B:
10 year Qio= 0.23 cfs/acre x 6.001 acres = 1.38 cfs
100 year Q100= 0.85 cfs/acre x 6.001 acres = 5.10 cfs
From Adams County — Storm Drainage & Technical Criteria — February '89:
(These equations were developed as part of the UD&FCD hydrology
research program.)
K10= (0.95 I - 1.90) / 1000 (Equation No. 1406)
K10= (0.95 (29.5) - 1.90) / 1000 = 0.0261
10 year storage volume V10=K10A
= 0.0261 (6.001 acres) = 0.1568 acre-feet
= 6829 cubic feet
Km= (1.78 I - 0.002 12 - 3.56) / 1000 (Equation No. 1405)
= (1.78 (29.5) - 0.002 (29.5)2 - 3.56) / 1000 = 0.0472
100 year storage volume Vjoo=KiooA (Equation No. 1404)
= 0.0472 (6.001 acres) = 0.2833 acre-feet
= 12,341 cubic feet
5
•
•
10 Year Weir Flow for Square Weir 7-inch wide by 1'-3" feet high
Contraction = b— 0.1NH b = width in feet
Contraction = 0.583 — 0.1(2)(1) = 0.337 N = No. of Sides Contracted
H = height in feet
Q = 3.33bH3/2 b = contracted width in feet
Qio = (3.33)(0.337 ft.)(1.25 ft.)3/2
Qio = 1.56 cfs
Determine remaining flow for Qioo = 5.10 — 1.56 = 3.54cfs
Weir sizing
Q100 = CLH3/2
3.54 = 3.4L(0.25)312 4 L = 8.33 feet
Weir is 8'— 4" wide by 3 inches high
Detention Pond Sizing:
Elevation Area Vol. (Cu. Ft.) Cumulative Vol. (Cu. Ft.)
95 2250
95.5 6400 2074 2074
96.0 25,800 7508 9582
96.5 31,200 4,229 23,810
* Volume Required V100= 12,341 cu. ft.
Check: 12,341 cu. ft. < 23,810 cu. ft. o.k.
6
ADAMS COUNTY
STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA
r
CHAPTER' 14 DETENTION
14.1 INTRODUCTION
The criteria presented in this section shall be used in the design and
evaluation of all detention facilities. The review of all planning submittals
(refer to Chapter 2) will be based on the criteria presented in this section.
The main purpose of a detention facility is to store the excess storm runoff
associated with an increased basin imperviousness and discharge this excess at a
rate similar to the rate experienced from the basin without development. The
value of such detention facilities is discussed in Section 3.3.60 Any special.
design conditions which cannot be define&ky these CRItERIAshalLhe reviewed by
the Director of Engineering before proceeding with design.
14.2 DETENTION METHODS
The various detention methods are defined on the basis of where the facility
is constructed, such as open space detention, parking lot, underground or roof-
top. The County permits all methods of detention except for rooftop
(POLICY 3.3.6) .
14.3 DESIGN CRITERIA
14.3.1 Volume and Release Rates
The minimum required volume shall be determined using the CUSP method or the
following equations. These empirical equations were developed as part of the
UD&FCD hydrology research program. The equations are based on a computer model-
ing study and represent average conditions. One of the most difficult aspects of
storm drainage is obtaining consistent results between various methods for
estimating detention requirements. These equations will provide consistent and
more effective approaches to the sizing of onsite detention ponds. For larger
water sheds where the Colorado Urban Hydrograph procedure can be used (i.e., t90
acres) , hydrograph routing procedures will be permitted in the design of these
ponds, provided the historic imperviousness of two percent or less is used.
Minimum Detention Volume:
V = RA (Equation 1404)
For the 100 year,
1'100 (1.781)- 0.0021)3 - 3.56)/1000 (Equation 1405)
For the 10 year,
R10 = (0.95I - 1.90)/1000 (Equation 1406)
Where V = required volume for the 100 or 10 year storm (acre-feet)
14-1
ACSDDTC February 1989
I = Developed basin imperviousness (2)
A = Tributary area (Acres)
The maximum release rates at the ponding depths corresponding to the 10
and 100 year volumes are as follows:
ALLOWABLE RELEASE RATES FOR DETENTION PONDS - CFS/ACRE
SOIL GROUP
CONTROL FREQUENCY A B C & D
10 year 0.13 0.23 0.30
100 year 0.50 0.85 1.00
The predominate soil group for the total basin area tributary to the
detention pond shall be used for determining the allowable release rate.
Information on the soils in the County can be found in Reference 25.
14.3.2 Design Frequency
All detention facilities are to be designed for two storm frequencies: the
10 year and the 100 year recurrence interval floods.
14.3.3 Hydraulic Design
Hydraulic design data for sizing of detention facilities outlet works is as
follows:
1. Weir flow
The general form of the equation for horizontal crested weirs is:
Q = CLH3/2 (Equation 1401)
Where Q = discharge (cfs)
C = weir coefficient (Table 1401)
L = horizontal length (feet)
H = total energy head (feet)
Another common weir is the v-notch, whose equation is as follows:
Q = 2.5 tan (0/2)H5/2 (Equation 1402)
Where 0 = angle of the notch at the apex (degrees)
When designing or evaluating weir flow, the effects of submergence must be
considered. A single check on submergence can be made by comparing the
tailwater to the headwater depth. The example calculation for a weir design
on Figure 1403 illustrates the submergence check.
14-2
ACSDDTC February 1989
•
2. Orifice Flow
The equation governing the orifice opening and plate is the orifice flow
equation:
Q = CdA (2gh)1/2 (Equation 1403)
Where Q = Flow (cfs)
Cd = Orifice coefficient
A - Area (ft2)
g s Gravitational constant s 32.2 ft/sect
h a Read on orifice measured from centerline of orifice (ft)
An orifice coefficient (C-sub d) value of 0.65 shall be used for sizing of
square edged orifice openings and plates.
14.4 DESIGN STANDARDS FOR OPEN SPACE DETENTION
14.4.1 State Engineer's Office
Any dam constructed for the purpose of storing water, with a surface area,
volume, or dam height as specified in Colorado Revised Statues 37-87-105 as
amended, shall require the approval of the plans by the State Engineer's Office.
All detention storage areas shall be designed and constructed in accordance with
these CRITERIA. Those facilities subject to state statutes shall be designed and
constructed in accordance with the criteria of the state.
r
14.4.2 Grading Requirements
Slopes on earthen embankments less than 5 feet in height shall not be
steeper than 4 (horizontal) to 1 (vertical). For embankment heights between
5 feet and 10 feet, the slopes shall not be steeper than 3 (horizontal) to 1
(vertical) , but the horizontal distance of the slope shall not be less than
20 feet. For embankments greater than 10 feet in height, the slopes shall be
such to maintain slope stability, but the horizontal distance of the slope shall
not be less than 30 feet. Contact the Director of Engineering for additional
requirements for embankments greater than 10 feet in height. All earthen slopes
shall be covered with topsoil and revegetated with grass. Slopes on riprapped
earthen embankments shall not be steeper than 3 (horizontal) to 1 (vertical).
For grassed detention facilities, the minimum bottom slope shall be 0.5 percent
measured perpendicular to the trickle channel.
14.4.3 Freeboard Requirements
The minimum required freeboard for open space detention facilities is
1.0 foot above the computed 100 year water surface elevation.
14.4.4 Trickle Flow Control
All grassed bottom detention ponds shall include a concrete trickle channel
or equivalent performing materials and design. Trickle flow criteria is
presented in Section 7.4.2.6(a) , page 7-5.
14-3
ACSDDTC February 1989
D-107
• DATE • DESIGN • SHT. of '
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WELD COUNTY, COLORADO, SOUTHERN PART 133
TABLE 14.--SOIL AND WATER FEATURES--Continued
Flooding High water table I Bedrock
Soil name and :Hydro-1 I ' : ! Potential
map symbol 1oglp j Frequency : Duration Months Depth Kind !Months 'DepthiHard- I frost
group:! 1 ness action _
Ft 1 In
I
I I
36': I
� I '
Shingle I D 'None --- I --- >6.0 ' --- 1 --- I10-20IRip- :Low.
I pable!
I I I
37, 38 B None --- I --- i >6.0 --- : --- 20-40:Rip- 'Low.
Nelson ! : pable'
I I
39, 40, 41 , 42,
43 C 'None --- --- >6.0 --- i --- >60 --- Moderate.
Nunn
I I :
44, 45, 46, 47, I 48 B None --- >6.0 --- 1 --- >60 --- Low.
I : ---
Olney
I '
49 ! A (None --- i --- >6.0 --- ! --- >60 --- Low.
Osgood
I '
I I
50, 51 , 52, 53----: B :None --- ! --- >6.0 --- ! --- >60 --- Lou.
Otero
54, 55 ' B 'None to rare --- ' >6.0 --- : --- >60 --- Moderate.
Paoli
I I
I '
56, 57 C None --- I --- : >6.0 --- : --- 20-40 Rip- Low.
Renohill : pable
I I
58, 59 D None --- : --- ! >6.0 --- ! --- 10-20 Rip- Low.
Shingle : : pable
60':
,...Shingle : I '
Chingle : D :None --- ' --- : >6.0 --- --- 10-20 Rip- Low.
pable
I '
Renohill C :None --- --- 1 >6.0 --- --- 20-40 Rip- Low.
pable
61 D None --- : --- I >6.0 --- --- 10-20 Rip- Low.
Tassel pable
62, 63 B 'None --- --- : >6.0 --- --- 20-40 Rip- Lou.
Terry : pable
I �
64, 65 C :None --- --- ! >6.0 --- --- 20-40 Rip- Low.
Thedalund : ' pable
66, 67 I C !None : --- --- I >6.0 --- --- >60 --- Low.
Ulm
I
68' ! A !None : -'- --- : >6.0 --- --- >60 --- Low.
Ustic
Torriorthents
69, 70 : A 'None ' --- --- >6.0 --- --- >60 --- Low.
Valent
' ' I
71t I I I
Valent A :None --- ! --- ! >6.0 --- ! --- >60 --- !Low.
Loup I D 'Rare to Brief Mar-Jun t.5-1.5 Apparent;Nov-May; >60 --- :Moderate.
common. :
72, 73, 74, 75,
76, 77 B None --- --- >6.0
Vona ' _._,.,. ,--
i
See footnote at end of table.
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2 240 000 FEET
2 Miles
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CASE NO. USR1'511 : 4+4 ACRES ;, ,
NAME �bUP WPB`( QUA nsr G�,►Rck4 `
e; 55D? sue RS A Gk{UKM� IN 111E
'�I REQUESTM ftieWrunww tote as cr
` A PUBLIC HEARING CONCERNING THIS
PROPERTY WILL BE HELD AT 915 - 10th , t `
STREET, GREELEY, COLORADO 80631, ;h-
t'-'1F-it- ON t41 g *82 thAT (c'C0�n . -
.� FOR MORE INFORMATION CALL THE
1
:: WELD COUNTY DEPT. OF PLANNING
SERVICES AT 356-4000. .
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