HomeMy WebLinkAbout20080445.tiff • •
SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL
REVIEW (USR) APPLICATION
• FOR PLANNING DEPARTMENT USE DATE RECEIVED: -
RECEIPT# /AMOUNT # /$ CASE # ASSIGNED:
APPLICATION RECEIVED BY PLANNER ASSIGNED:
Parcel Number 1 4 6 7 - 3 4 - 2 - 0 4 - 0 1 5
(12 digit number-found on Tax I.D.information,obtainable at the Weld County Assessor's Office,or www.co.weld.co.us).
Lot 5, Block 4,Ranch Eggs,Inc,Subdivision-Filing
Legal Description No.2,a portion of the northwest 1/4 , Section 34_, Township 1 _ North, Range BB West
Flood Plain:N/A Zone District:Agriculture , Total Acreage:4_75_ , Overlay District:N/A
Geological Hazard: N/A ,Airport Overlay District:N/A
FEE OWNER(S) OF THE PROPERTY:
Name:
Rejoice Lutheran Church c/o Pastor Keith Prekker
Work Phone # 303-828-3953 Home Phone # 303-913-7070(cell) Email keith@prekker.com
Address:
Address: P.O. Box 1244
C-ity/State2ip Code Erie, Colorado 80516
Name:
• Work Phone #_ _Home Phone #_ Email
Address:
Address:_
City/State/Zip Code
Name:
Work Phone # Home Phone #_ Email
Address:
Address:
C-ity/State/Zip Code
APPLICANT OR AUTHORIZED AGENT (See Below:Authorization must accompany applications signed by Authorized Agent)
Name:
Eidos Architects, PC c/o Richard Nearman
Work Phone # 720-200-0630 _Home Phone # 303-883-5629(cell) Email rnearmaneidosarch.com
Address:_
Address: 5400 South Syracuse Street
City/State/Zip Code Greenwood Village, Colorado 80111
• PROPOSED USE: The proposed use of the property is for a new Mission Church for the ELCA Lutheran Church.
EXHIBIT
2008-0445
. . ,.
II •
•
I (We) hereby depose and stale 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
include4ffid "ling that,signatory has to legal authority to sign for the corporation.
/ " ('1' (-./?1 0 ?
::?;A____. :-"ir.: ',--,,,-/-;„.ed,(N, .. '‘''',+" ---, ).
Sig lty :0 her or Authorized Aof,00tgeflt� Da Signature Owner or Authorized Agent Date
er,
r 07
•
-7-
•
SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL
REVIEW (USR) INFORMATION
1. Proposed Use of Property.
The existing use of the 4.75 acre site is a single family log residence. The residence is a
single story building with an attached garage and a full basement area. The existing
residence is approximately 2,300 sq. ft. in size.
The proposed use of the property is to convert the single family residence, along with a
small addition into a new mission church for the ELCA Lutheran Church. The addition
as proposed would be 3,600 sq. ft. in size. The total size of the new facility would then
be 5,900 sq. ft. in size. The entire addition is a single story facility.
The addition would also be constructed of similar materials to the existing residence
which is a log home. The massing of the addition would be similar in size to the existing
residence and broken into smaller elements to compliment the surrounding residential
and agricultural community.
2. Weld County Code, Chapter 22 (Comprehensive Plan).
As a church in a residential area, this proposal is consistent with the intent of the Weld
County Code, Chapter 22 (Comprehensive Plan) and that it is a facility that will not be
detrimental to the surrounding residential and agricultural character of the area. Because
the church will only generate traffic on Sunday mornings and in the off-hours, it will also
• not create excessive traffic volumes on the surrounding roads as the area surrounding the
site develops and as a new arterial street is built on the east side of the property, the
church will also serve to buffer the surrounding residences and agriculture community
from noise and traffic. Last, the character of the building will be residential in nature
with smaller masses so that it does respect the character of the surrounding residential
community.
3. Weld County Code, Chapter 23 (Zoning).
This proposal is consistent with the intent of the Weld County Code, Chapter 23 (Zoning)
for the same reasons noted above it Item 2.
4. Surrounding Uses.
The existing uses which surround the site are residential and agricultural with the Ranch
Eggs, Inc. Subdivision on the west and north sides of the site. The property immediately
to the south is also zoned agricultural but is potentially going to be developed as a
commercial zone. The same is also true for the property to the east side of the site. As
such, the church will help to buffer the existing residential area to the west and north
sides of this property from the increased traffic resulting from the commercial zoning.
5. Description of Use of the Property.
The church is designed with a worship area which will seat 200 people on Sunday
mornings. The full time staff of the church will include three staff members. During the
• weekdays, the church will be staffed by the three full time staff from approximately 8:00
•
a.m. until 5:00 p.m. There will be some meetings at the church in the evening hours. The
• peak hours of use for the church will be on Sunday mornings.
As noted above, there will be only one structure on the property. That structure will be
approximately 5,900 sq. ft. in size and will be a single-story facility. Typical vehicles
that will access the site will be passenger automobiles. During the weekday hours, traffic
to the church should be minimal. As noted above, however, there will be some meetings
in the evening hours and the peak traffic loads will be on Sunday morning. It is
anticipated that there will be between 65 and 70 automobiles that access the site on
Sunday mornings.
The Fire Protection District serving the site is the Mountain View Fire & Rescue District.
The Left-Hand Water District does provide water to the property at present. In order to
facilitate the construction of the project, the church is currently in negotiations with the
Mountain View Fire Protection District to provide an underground reservoir and pump
capable of installing a building fire sprinkler system throughout the proposed new
church.
The existing residence is served by a septic system which may need to be expanded as
part of the conversion of the facility from a residence to a church.
6. Proposed Landscaping.
The majority of the landscaping on the site will remain as native grasses. The only
• formal lawn areas will be immediately around the church buildings themselves. Trees
and shrubbery will be added to accent the building and help screen the parking area.
7. Proposed Reclamation Procedures.
Not applicable.
8. Storm Water Drainage
The impervious areas of the site shall be graded to an on-site detention pond which shall
be located at the southeast corner of the site.
9. Construction Period
It is anticipated that the construction of the addition and remodeling of the existing
facility will take between six and eight months.
10. Storage or Stockpiling of Wastes
It is not anticipated that there will be excess spoils from the construction of the project.
•
FINAL DRAINAGE REPORT
• FOR
REJOICE LUTHERAN CHURCH
WELD COUNTY, COLORADO
Prepared for:
REJOICE LUTHERAN CHURCH
do Pastor Keith Prekker
P.O. Box 1244
Erie, CO 80516
Prepared by:
• TJB CONSULTING GROUP, LLC
2602 Clover Basin Drive, Suite B
Longmont, Colorado 80502
September 13, 2007
TJB Consulting Group, LLC
•
s'Y ••JB Consulting Group, L.
Civil Engineering • Site Design • Project
Coordination Infrastructure Design • Construction
Assistance
•
September 13, 2007
Mr. Dave Bauer
Weld County
Department of Public Works
Engineering Division
1111 H Street
Greeley, Colorado 80632
Re: Final Drainage Report for Rejoice Lutheran Church
Dear Mr. Bauer:
This Final Drainage Report for Rejoice Lutheran Church is being submitted for your review. If
• you have any questions or comments, or if you would like additional information concerning this
report, please feel free to contact me.
Sincerely,
TJB Consulting Group, LLC
Olt
Curt Farmer
Project Engineer
•
2602 Clover Basin Drive, Suite B, P.O. Box 1348 Longmont, CO 80502
303.532.2268 fax: 303.702.0585 toddb(&demllc.com
• •
ENGINEER'S CERTIFICATION
• I hereby certify that this report for the Final Drainage Design for Rejoice Lutheran Church was
prepared by me (or under my direct supervision) in accordance with the provisions of Weld
County storm drainage criteria the owners thereof.
Todd J. Borger, P.E.
Registered Professional Engineer
State of Colorado No. 32993
•
•
• •
TABLE OF CONTENTS
• Page
1.0 Introduction 1
2.0 General Site Location and Description 1
3.0 Drainage Basins and Sub-Basins 1
4.0 Drainage Design Criteria 2
5.0 Drainage Facilities Design 2
6.0 Conclusion 3
APPENDIX
Flood Map
Calculations: Historic Flow Calculations
Developed Flow Calculations
Detention Pond Calculations
Water Quality Volume Calculations
• Detention Pond Orifice Calculations
Water Quality Orifice Calculations
Pipe Capacity Calculations
Emergency Overflow Weir Calculations
DRAWINGS
Final Drainage Plan Back Pocket
•
ii
• •
FINAL DRAINAGE REPORT
FOR
• REJOICE LUTHERAN CHURCH
1.0 INTRODUCTION
The intent of this report is to serve as the Final Drainage Report for the Rejoice Lutheran Church
site. There is an existing residential building on-site. The proposed improvements include
addition of a Worship Room and parking facilities.
2.0 GENERAL SITE LOCATION AND DESCRIPTION
Location
The site is Lot 5, Block 4, Ranch Eggs, Inc. Subdivision in the northwest quarter of Section 34,
Township 1 North, Range 68 West, Weld County, Colorado. The site is at the northwest corner
of Lowell Lane and the future Broadway.
Description
The site, as shown on the attached Final Drainage Plan, is approximately 4.2 acres.
Soil type on-site is described in Soil Conservation Service soil survey of Weld County, Southern
Part as Ulm clay loam and is classified within Hydrologic Soil Group C.
•
The existing ground cover on-site consists of dryland grasses with a few trees and some irrigated
landscaping. The site slopes generally south at approximately I% to 2%.
3.0 DRAINAGE BASINS AND SUB-BASINS
Major Basin Description
According to FEMA Flood Insurance Rate Map 080266 0970 D dated September 28, 1990, the
site is in Flood Zone C, areas of minimal flooding.
Sub-Basin Description
Historic sub-basin H1 drains offsite easterly at the northern part of the site. Historic sub-basin
FI3 drains southerly to Lowell Lane and then east along the north edge of Lowell Lane. Historic
sub-basin H2 drains to the southeastern corner of the site. Historic sub-basins H2 and H3 would
overtop Lowell Lane and travel southeasterly to the historic flow path. See calculations for
historic flow calculations.
No offsite flow enters the site.
•
Runoff from the site tributary to the pond will drain to the southwest corner of the site to a
detention /water quality facility. The detention/ water quality facility will discharge to the
• surface at the historic low point of the site.
4.0 DRAINAGE DESIGN CRITERIA
The drainage design of Rejoice Lutheran Church is in accordance with the Weld County Storm
Drainage Criteria (WCSDC) dated October 2006, and where necessary, the Urban Storm
Drainage Criteria Manual(USDCM) by Urban Drainage and Flood Control District, Denver,
Colorado.
No previous drainage studies affect or are affected by development of this site.
The 10-year event was used for minor storm calculations, and the 100-year event was used for
the major storm. Peak flows were determined using the Rational Method. Rainfall intensities
were taken from USDCM. The values for runoff coefficients (C), and percent impervious were
obtained from USDCM. Detention pond sizing was done using the FAA mass balance method
and the resulting volume was checked against Terramodel volume calculations.
5.0 DRAINAGE FACILITY DESIGN
General Concept
The site is split into three sub-basins. The northern (D1) and the western sub-basin (D3) will
• receive no impervious area and will continue to drain offsite at historic rates and historic
locations. Sub-basin D2 will drain to the detention/water quality pond in the southeast corner
of the site. Grass lined swales and curb and gutter will direct runoff to the ponds. Peak flows are
shown in the calculations. One foot freeboard above the 100-year storm volume and water
quality volume will be provided. Pond discharge will be controlled by orifice, and limited to the
5-year historic runoff in the 100-year storm for the area tributary to the detention/water quality
pond. The pond will discharge south on the surface to the historic discharge point for the site.
Specific Details
Sub-basin D2 will be 28 percent impervious upon development. This corresponds to a 10-year C
value of 0.38 and a 100-year C value of 0.57 per USDCM Table RO-5. The 100-year runoff will
travel to the detention/ water quality pond.
The peak flow from sub-basin D2 at the pond is 4.4 cfs in the 10-year event and 10.8 cfs in the
100-year event.
The detention pond is designed as an Extended Detention Basin as described in Section 6.0 of
Volume 3, USDCM with a 40 hour drain time of the design water quality volume.
•
2
The required 100-year detention pond volume is 0.30 acre feet with one foot freeboard above this
volume. The WQCV of 0.05 acre feet is included in this volume. The 100-year WSE is 4980.65
• feet.
The Terramodel output in the calculations shows the pond volume, as contoured on the Final
Drainage Plan, below the 100-year WSE to be 0.30 acre feet. The lowest top of pond elevation
is 4981.65 feet.
The detention pond will have an outlet structure that releases a peak flow of 1.1 cfs (5-year
historic for area tributary to the detention/ water quality pond) during the 100-year storm. The
releases will be controlled by an orifice plate on the pond outlet structure of 0.15 square feet for
the 100-year storm. The pond outlet pipe will be 15-inch diameter and has a capacity of 4.6 cfs
which is well in excess of the 1.1 cfs release rate.
The WQCV is 0.05 acre feet. For a 40 hour drain time, one column of 7/8" holes will be
required in the WQV orifice plate.
An emergency spillway of 4'-0" length will pass the 100-year pond inflow of 10.8 cfs. The
downstream face of the spillway will be protected with buried Type L riprap.
A proposed culvert will allow pond discharge and Lowell Lane borrow ditch flow to pass under
Lowell Lane. This 15-inch culvert will pass 6.2 cfs with a HW/D of 1.5. Currently, there is a
localized low point at the southeast corner of the site that will not discharge runoff to the historic
flowpath without overtopping Lowell Lane.
• Construction details for all of the improvements presented herein will be shown on the final
construction plans.
6.0 CONCLUSION
Final drainage design for the Rejoice Lutheran Church is in accordance with the Weld County
Storm Drainage Criteria.
The 100-year storm release from the developed site will be 1.1 cfs, which is the 5-year historic
discharge from the area tributary to the detention/water quality facility.
A copy of the Final Drainage Plan, calculations and other support materials follow for review.
V:AEidos\RejoiceA Engineering ARL FDRdoc
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• •
WELD COUNTY, COLORADO, SOUTHERN PART 133
TABLE 14.--SOIL AND WATER FEATURES--Continued
Flooding High water table Bedrock '
— name and ;Hydro-; ----
Potential
symbol logic; Frequency Duration Months Depth Kind ',Months Depth Hard- frost
',group ; ness action
Ft r In
36":
Shingle D None --- --- >6.0 --- 10-20--- ;Low.
pable:
37, 38 8 None --- --- >6.0 --- --- 20-40 Rip- ;Low.
Nelson
pa bl e;
39, 40, 41 , 42,
43 C None --- --- >6.0 --- --- >60 --- Moderate.
Nunn
14, 45, 46, 47,
48 a None --- --- >6.0 --- >60 --- Low.
Olney
49 A None --- --- >6.0 --- --- >DO --- ;Low.
Osgood
50, 51 , 52, 53---- B None --- --- >6.0 --- --- >60 --- :Low.
Otero
4, 55 B None to rare --- --- >6.0 --- --- >60 --- Moderate.
Paoli
56, 57 C None --- --- >6.0 --- --- 20-40 Rip- Low.
Renohill pable
'8, 59 D None --- --- >6.0 --- --- ;10-20 Rip- Low.
Shingle pable
50*.
Shingle D None --- --- >6.0 --- : --- 10-20 Rip- Low.
pable
R•i11 C None --- --- >6.0 --- --- 20-40 Rip- Low.
pable
1 D None --- --- >6.0 --- --- 10-20 Rip- Low.
Tassel pable
"2, 63 B None --- --- >6.0 --- 20-40 Rip- Low.
Terry pable
64, 65 C None --- --- >6.0
--- i --- 20-40 Rip- Low.
Thedalund
pable,
6, 67 C None --- --- >6.0 --- --- ; >60 --- ;Low.
Ulm
58" A None --- --- >6.0 --- >60 --- Low.
Ustic
Torriorthents
39, 70 ; A None --- --- >6.0 --- --- >60 --- ,Low.
Valent
1".
Valent ; A None --- --- >6.0 --- --- >60 --- ;Low.
Loup D Rare to Brief Mar-Jun +.5-1.5 Apparent Nov-May >60 --- ',Moderate.
common.
2, 73, 74 , 75,
;
76, 77 B ;None --- --- >6.0 --- --- >60 --- Low.
Vona
See footnote at end of table.
•
DRAINAGE CRITERIA MAN AL(V. 1) • RUNOFF
• P
Land Use or Percentage
Table RO-3—Recommended Percentage Imperviousness Values
Surface Characteristics Imperviousness
Business:
Commercial areas I 95
Neighborhood areas 85
Residential:
Single-family `
Multi-unit(detached) 1 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 45
(when land use not defined)
• 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.
C =Kq + (1.31i' -1.44i2 + 1.1351— 0.12 for CA≥0, otherwise CA=0 (RO-6)
CCD = KID + (0.858i' -0.786i2 + 0.774i+ 0.04) (RO-7)
CB = A + Cc„) 2
•
2007-01 RO-9
Urban Drainage and Flood Control District
•
DRAINAGE CRITERIA MANUAL (V. 1) • RUNOFF
• Table RO-5—
Imperviousness P Coefficients,
C and D NRCS Hydrologic Soil Groups
2-yr 5-yr 10-yr 25-yr 50-yr 100-yr
0% 0.04 ' 0.15 0.25 0.37 0.44 0.50
5% 0.08 0.18 0.28 0.39 0.46 0.52
10% 0.11 0.21 0.30 0.41 0.47 0.53
15% 0.14 0.24 0.32 0.43 0.49 0.54
20% 0.17 0.26 0.34 0.44 0.50 0.55
25% 0.20 0.28 0.36 0.46 0.51 0.56
30% 0.22 0.30 0.38 0.47 0.52 0.57
35% 0.25 0.33 0.40 0.48 0.53 0.57
40% 0.28 0.35 0.42 0.50 0.54 0.58
45% 0.31 0.37 0.44 0.51 0.55 0.59
50% 0.34 0.40 0.46 0.53 0.57 0.60
55% 0.37 0.43 0.48 0.55 0.58 0.62
60% 0.41 0.46 0.51 0.57 0.60 0.63
65% 0.45 0.49 0.54 0.59 0.62 0.65
70% 0.49 0.53 0.57 0.62 0.65 0.68
75% 0.54 0.58 0.62 0.66 0.68 0.71
80% 0.60 0.63 0.66 0.70 0.72 0.74
85% 0.66 0.68 0.71 0.75 0.77 0.79
90% 0.73 0.75 0.77 0.80 0.82 0.83
95% 0.80 0.82 0.84 0.87 0.88 0.89
1000/0 0.89 0.90 0.92 0.94 0.95 0.96
TYPE B NRCS HYDROLOGIC SOILS GROUP
•
0% 0.02 0.08 0.15 0.25 0.30 0.35
5% 0.04 0.10 0.19 0.28 0.33 0.38
10% 0.06 0.14 0.22 0.31 0.36 0.40
15% 0.08 0.17 0.25 0.33 0.38 0.42
20% 0.12 0.20 0.27 0.35 0.40 0.44
25% 0.15 0.22 0.30 0.37 0.41 0.46
30% 0.18 0.25 0.32 0.39 0.43 0.47
35% 0.20 0.27 0.34 0.41 0.44 0.48
40% 0.23 0.30 0.36 0.42 0.46 0.50
45% 0.26 0.32 0.38 0.44 0.48 0.51
50% 0.29 0.35 0.40 0.46 0.49 0.52
55% 0.33 0.38 0.43 0.48 0.51 0.54
60% 0.37 0.41 0.46 0.51 0.54 0.56
65% 0.41 0.45 0.49 0.54 0.57 0.59
70% 0.45 0.49 0.53 0.58 0.60 0.62
75% 0.51 0.54 0.58 0.62 0.64 0.66
80% 0.57 0.59 0.63 0.66 0.68 0.70
85% 0.63 0.66 0.69 0.72 0.73 0.75
90% 0.71 0.73 0.75 0.78 0.80 0.81
95% 0.79 0.81 0.83 0.85 0.87 0.88
100% 0.89 0.90 0.92 0.94 0.95 0.96
•
2007-01 RO-11
Urban Drainage and Flood Control District
RAINFALL • DRAI•E CRITERIA MANUAL (V. 1)
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Figure RA-2—Rainfall Depth-Duration-Frequency: 5-Year, 1-Hour Rainfall
•
RA-14 01/2004
Urban Drainage and Flood Control District
DRAINAGE CRITERIA MANUAL (V. 1) RAINFALL
• F /' W n >C W a 62 N' P PP W N f.' V: P 66 V; t :_ v. 6< W F 61 W
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Figure RA-3—Rainfall Depth-Duration-Frequency: 10-Year, 1-Hour Rainfall
III
Rev. 01/2004 RA-15
Urban Drainage and Flood Control District
RAINFALL • DRAINAGE CRITERIA MANUAL (V. 1)
• _ 4. 162 I '
•
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Figure RA-6—Rainfall Depth-Duration-Frequency: 100-Year, 1-Hour Rainfall
•
RA-18 01/2004
Urban Drainage and Flood Control District
• •
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= -2.2s-, I )4A-vu s
i
DRAINAGE CRITERIA M•UAL (V. 1) • RUNOFF
• 50
30
3
0
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.1 .2 .3 .5 1 2 3 5 10 20
VELOCITY IN FEET PER SECOND
Figure RO-1—Estimate of Average Overland Flow Velocity for Use With the Rational Formula
• 2007-01 RO-13
Urban Drainage and Flood Control District
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Ranch Eggs Inc. Subdivision Lot 5 Block 4
Rejoice Lutheran Church
• FINAL DETENTION POND VOLUME CALCULATIONS
100-YEAR STORM
D2 subbasin
0.57 =C
3.00 =Area(ac)
Developed Flow Q = CIA= 1.71 I
Developed Volume V=Q(60)(T)= 103 1(T)
Release Flow Q release (cfs)= 1.10
Release Volume V=Q(60)(T)= 66 (T)
Developed Release Detention Detention Intensity
T I Volume Volume Volume Volume Source
(min) (in/hr) (cf) (cf) (cf) (ac ft)
10.00 7.30 7495 660 6835 0.16 USDCM
20.00 5.31 10899 1320 9579 0.22 USDCM
30.00 4.24 13039 1980 11059 0.25 USDCM
40.00 3.55 14589 2640 11949 0.27 USDCM
50.00 3.08 15802 3300 12502 0.29 USDCM
60.00 2.73 16798 3960 12838 0.29 USDCM
70.00 2.46 17645 4620 13025 0.30 USDCM
80.00 2.24 18383 5280 13103 0.30 USDCM
90.00 2.06 19037 5940 13097 0.30 USDCM
• 100.00 1.91 19626 6600 13026 0.30 USDCM
110.00 1.79 20161 7260 12901 0.30 USDCM
120.00 1.68 20653 7920 12733 0.29 USDCM
130.00 1.58 21108 8580 12528 0.29 USDCM
140.00 1.50 21532 9240 12292 0.28 USDCM
150.00 1.42 21929 9900 12029 0.28 USDCM
160.00 1.36 22302 10560 11742 0.27 USDCM
170.00 1.30 22655 11220 11435 0.26 USDCM
180.00 1.24 22989 11880 11109 0.26 USDCM
190.00 1.20 23308 12540 10768 0.25 USDCM
200.00 1.15 23611 13200 10411 0.24 USDCM
210.00 1.11 23902 13860 10042 - 0.23 USDCM
220.00 1.07 24180 14520 9660 0.22 USDCM
230.00 1.04 24448 15180 9268 0.21 USDCM
240.00 1.00 24705 15840 8865 0.20 USDCM
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•
• •
TJB Consulting Group, LLC
2602 Clover Basin Drive, Suite B; PO Box 1348
• Longmont, CO 80502
303 .532.2268
Thu Sep 13 07 :13 :27 2007
PROJECT: V: \Eidos\Rejoice\Engineering\Rejoice Lutheran construction.pro
DTM TO DTM VOLUME
Cut and Fill Volumes
Shrinkage/swell factors: Cut 1.0000 Fill 1. 0000
Original DTM # of Final DTM # of
Layer Name Points Layer Name Points
DS DTM 249 DS PONDTOP 66
Cut Volume Cumulative Fill Volume Cumulative
(yd3) Cut Volume (yd3) Fill Volume
0. 0 0. 0 483 .6 483.6
Net Difference: 483 . 6 yd3 BORROW
•
, ) r
•
DRAINAGE CRITERIA MIUAL (V. 3) STRUCTURAL BO MANAGEMENT PRACTICES
• 0.50 -
- --I iii
0.45 - 6-hr drain time a=0.7 _ __—
12-hr drain time a=0.8 Extended Detention Basin / / !
24-hr drain time a 0 9 ! 40-hour Drain Tine _ _ I/_
0.40 40-hrdrain time a= 1.0 'I I
�I
I Constructed Wetland Basin I � 7 j
0.35 '� - - — _ 24-hour Drain Time ,�� I /
m )/
?\r /
E 0.30 Wocv=a ila91i3-1.19i2+0.78;1 --- _ I I 7 -i - /
at
m
T. 0.25 r - _ _
— - i I
i
0.20 I
u '
3 0.15 � � � = � � -
0.10 ___ -'-' � --.----= Retention Pond,Porous Pavement -T - ---I
Detention and Porous
Landscape Detention
0.05
0.00
—f - _. 12-hour Drain Time'Ii------T
0 0.1 0.2 0.3 OA 0.5 0.6 0.7 0.8 0.9 1
• Total Imperviousness Ratio(i=lwq1100)
Figure EDB-2—Water Quality Capture Volume (WQCV), 801h Percentile Runoff Event
•
2007-01 (June rev.) S-73
Urban Drainage and Flood Control District
•
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TJB Consulting Group, LLC
2602 Clover Basin Drive, Suite B; PO Box 1348
Longmont, CO 80502
•
303 . 532 .2268
Thu Sep 13 07 : 18 :25 2007
PROJECT: V: \Eidos\Rejoice\Engineering\Rejoice Lutheran construction.pro
DTM TO DTM VOLUME
Cut and Fill Volumes
Shrinkage/swell factors: Cut 1. 0000 Fill 1.0000
Original DTM # of Final DTM # of
Layer Name Points Layer Name Points
DS DTM 249 DS_WQCV 41
Cut Volume Cumulative Fill Volume Cumulative
(yd3) Cut Volume (yd3) Fill Volume
0.0 0 .0 81.2 81.2
Net Difference: 81.2 yd3 BORROW
•
e ' u
STRUCTURAL BEST MAN•EMENT PRACTICES DRAIN. CRITERIA MANUAL(V. 3)
•
10 r
_, Equation for 40 hour drain time
- --
5 A =
EURV I F I
_ b _
- i
IT'
E Eb = 0.0095H2 + 0.1179H + 0.0885 — - I - —
m
ti I c = -0.0018 H 2 - 0.0068 H + 1 .0015 )
E �� I
n I �e e\ ! e\ I e~` o� I
> ear ► � �� ^ +-
' rill
al 1
5 7
5 i
III -- ---, - - I �i-.
I
m I I I I —!
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1
5 1 5 10 30
Required Area per Row, A (square inches)
Figure EDB-3—Water Quality Outlet Sizing: Extended Detention Basin (Dry)
With 40-hour Drain Time for Capture Volume
(Equation on this figure valid only for WQCV Depth H < 6 feet)
Ill
S-74 (June rev.) 2007-01
Urban Drainage and Flood Control District
•
STRUCTURAL BMP DETAILS DRAIN.CRITERIA MANUAL (V. 3)
• Orifice Plate Perforation Sizing
Circular Perforation Sizing
This table may be used to size perforation in a vertical plate of riser pipe.
Hole Dia. Hole Dia. Min.S" Area per Row(sq.in.)
(in.)' (in.) ! (in.) n- 1 n-2 r n_3 I
1/4 T 0.250- 1 0.05 1 0.10 0.15 I
5/16 -_ 0.313I 2 i 0.08 0.16 024 _. .
3/8 r 0.375 I 2 0.11 0.22 7 0.33
7/16 0.438 i 2 0.15 0.30 0.45
• i____
1/2 ! 0.500 2 0.20 0.40 0.60 i__.9/16 0.563 : 3 0.25 i 0.50 0.75 J
5/8 0.625 3 0.31 0.62 0.93 1
! 11/16 I 0.688 I 3 0.37 'I 0.74 I 1.11 I
! 3/4 0.750 3 0.44 -I_ 0.88 1.32
13/16 0.813 3 _13t1. ! �_ 1.04 1.56
---17, i_ 7/8 0.875 i 3 0.¢5 1.20 1.80
IF 15/16 0.938-__--- 3 0.69j8 1.3 2.07 I
I __ 1 1.000 4 0.79 1.58 _ 2.37 _
-
11116 1.063 _ _ 4 0.89 1.78 2.67
11/8 1.125 4 !. 0.99 1.98 1 2.97
7-1-3/16 ! 1.188 4 ! 1.11 I-_2.22 3.33
1114 1.250 i 4 1.23 2.46 3.69
_
I _15/16 1.313 4 1.35 2.70 4.05
-___-
1 3/8 1.375 4 1.48 2.96 4.44 71
1 7/16 ',_ 1.438 4 1.62 I 3.24 ! 4.86 I
L_ 1 1/2 1.500 4 1.77 3.54 ',- 5.31
'I 19/16 1.563 4 1.92 3.84 -1 5.76
• I 15/8 1.625 4 2.07 4.14 6.21
111/16 II 1.688 ! 4 2.24 4.48 6.72
' 13/4 1.750 I 4 2.41 4.82 7.23 •
I 11.3/16 I 1.813 T 4 I 2.58 5.16 7.74
I 1 7/8 1.875 f 4 2.76 5.52 8.28__
I 1 15/16 1.938 I 2.95I
5.90 8.85 ,.
2 !, 2.000 4 3.14 6.28 9.42
n=Number of columns of perforations 1
' Minimum steel plate thickness 1/4" 1 5/16" 3/8" _ ii
Designer may interfere to the nearest 32nd inch to better match
the needed area if desired.
Rectangular Perforation sizing -- -- _.
' Rectangular Min. Steel
Use only one rectangular column whenever two ' hole Width Thickness ;I
2;inch diameter circular perforations cannot provide - —s" i 1/4
needed outlet area. i--- _6• 1/4"" I
_ T• _ 5/32" j
Rectangular Height= 2-inches 8 -
g g -_ --- �Ir_ 11//32" 11
10" v2 3/8"
Rectangular Width = Required Area per Row/2" _ I
_''o" ° • _,
Figure 5—WQCV Outlets Orifice Perforation Sizing.
• SD-8 Rev. 10-2005
Urban Drainage and Flood Control District
• •
Worksheet for Pond Outlet Pipe
Project Description
•
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient 0.013
Channel Slope 0.00500 ft/ft
Normal Depth 1.25 ft
Diameter 15.00 in
Discharge 4.57 ft3/s
Results
Discharge 4.57 ft3/s
Normal Depth 1.25 ft
Flow Area 1.23 ft'
Wetted Perimeter 3.93 ft
Top Width 0.00 ft
Critical Depth 0.87 ft
Percent Full 100.0
Y.
Critical Slope 0.00732 ffft
Velocity
3.72 fUs
• Velocity Head
0.22 ft
Specific Energy
1.47 ft
Froude Number 0.00
Maximum Discharge 4.91 ft3/s
Discharge Full 4.57 ft'/s
Slope Full 0.00500 fUft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 100.00
0/0
Bentley Systems,Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00]
• 9/13/2007 7:43:44 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2
Worksheet for Pond Outlet Pipe
• GVF Output Data
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity fts
Normal Depth 1.25 ft
Critical Depth 0.87 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00732 fUft
•
Bentley Systems,Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00]
• 9/13/2007 7:43:44 AM 27 Siemens Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2
• Culvert Calculator Report •
Lowell Culvert
Solve For: Discharge III Culvert Summary
Allowable HW Elevation 4,980.18 ft Headwater Depth/Height 1.50
Computed Headwater Eleve 4,980.18 ft Discharge 6.18 cfs
Inlet Control HW Elev. 4,979.98 ft Tailwater Elevation 4,979.25 ft
Outlet Control HW Elev. 4,980.18 ft Control Type Outlet Control
Grades
Upstream Invert 4,978.30 ft Downstream Invert 4,978.00 ft
Length 50.00 ft Constructed Slope 0.006000 ft/ft
Hydraulic Profile
Profile PressureProfile Depth,Downstream 1.25 ft
Slope Type N/A Normal Depth N/A ft
Flow Regime N/A Critical Depth 1.00 ft
Velocity Downstream 5.03 ft/s Critical Slope 0.009499 ft/ft
Section
Section Shape Circular Mannings Coefficient 0.013
Section Material Concrete Span 1.25 ft
Section Size 15 inch Rise 1.25 ft
• Number Sections 1
Outlet Control Properties
Outlet Control HW Elev. 4,980.18 ft Upstream Velocity Head 0.39 ft
Ke 0.20 Entrance Loss 0.08 ft
Inlet Control Properties
Inlet Control HW Elev. 4,979.98 ft Flow Control Submerged
Inlet Type Beveled ring,45° bevels Area Full 1.2 ft2
K 0.00180 HDS 5 Chart 3
M 2.50000 HOS 5 Scale A
C 0.03000 Equation Form 1
Y 0.74000
•
untitled.cvm TJB Consulting Group,LLC CulvertMaster v3.1 [03.01.003.01
09/13/07 08:49:21 AlvBentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of
• •
3/
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• •
FOR COMMERCIAL SITES, PLEASE COMPLETE THE FOLLOWING INFORMATION
• BUSINESS EMERGENCY INFORMATION:
BusinessName: R/Z: /CE t 7 WA:tft, t/(;,t'('f/ Phone: 3(93 - 3'763
Address: PI, RC)K A-2Z 9Y City,ST,Zip: ER/1, ('
Business Owner: Phone:
Home Address: City,ST,Zip:
List three persons in the order to be called in the event of an emergency:
NAME TITLE ADDRESS PHONE
1 I TY/ b'ewe P1 -o 1;041) r/��� fF )OR. &Pc0/e e4.3 (k 3r3 xax - c>
TLi1.I E &eel^ As roe 3 6-5' ST. A,e(Ai. eO i3oios- 3 0 3 - Q/- 3
firr Sf&NcEk' //so FA,E. oet' l5?iE �o5ks-,G i 3 fr)53- ^6-.2c
Business Hours: (7,3.ri - 'h.m Days: .vosy
Type of Alarm: None Burglar Holdup ire Silent atudible)
Name and address of Alarm Company: 7 8
Location of Safe: A) tiAk
• MISCELLANEOUS INFORMATION:
Number of entry/exit doors in this building: 7-60 Location(s):
Is alcohol stored in building? Yk 5 Location(s): 54 CR(S T y
Are drugs stored in building? Air Location(s):
Are weapons stored in building? A: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. X Physical Security Check k' Crime Prevention Presentation
UTILITY SHUT OFF LOCATIONS:
Main Electrical: 1 6 O
Gas Shut Off: %I
ExteriorWaterShutoff: 7 3 O
Interior Water Shutoff: ? ti /)
• -12-
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