HomeMy WebLinkAbout20040676.tiff GEOTECHNICAL ENGINEERING REPORT
PROPOSED WB FARMS 8-LOT DEVELOPMENT
WELD COUNTY ROAD 80 BETWEEN ROADS 27 AND 29
AULT, COLORADO
NORTHERN COLORADO GEOTECH
PROJECT NO. 169-03
October 10, 2003
Prepared for:
Snowdance Development
1750 25th Avenue
Greeley, Colorado 80634
Attn: Mr. Jim Rawson
Northern
Colorado
Geotech
2956 29th Street, Unit 21
Greeley, Colorado 80631
Phone: (970)506-9244
Fax: (970)506-9242
2004-0676
Northern
Colorado
Geotech
October 10, 2003 2956 29th Street, Unit 21
Greeley, Colorado 80631
Phone: (970)506-9244
Fax: (970)506-9242
Snowdance Development
1750 25th Avenue
Greeley, Colorado 80634
Attn: Mr. Jim Rawson
Re: Geotechnical Engineering Report
WB Farms 8-Lot Development
Northern Colorado Geotech Project No. 169-03
Northern Colorado Geotech has completed a geotechnical engineering exploration for the proposed
estate style development to be located along Weld County Road 80 west of Ault, Colorado. This
study was performed in general accordance with our proposal number P03051g dated September 3,
2003.
The subsurface soils at the site consisted of varying layers of silty sand, silty clayey sand and sandy
lean clay. The results of our field exploration and laboratory testing indicate that the soils have non
to low expansive potential and low load bearing capabilities.
Based on the anticipated construction and the results of our engineering exploration, it is our opinion
that proposed structures may be supported on spread footing foundations.
If you have any questions concerning this report or any of our consulting services, please do not
hesitate to contact us.
Sincerely,
NORTHERN COLORADO GEOTECH
Prepared by:
Doug Leafgr n, P.':.
President
Reviewed by:
Gary G. Weeks, P.E.
Vice President
Copies to: Addressee (3)
TABLE OF CONTENTS
Page No.
Letter of Transmittal
SCOPE 1
SITE CONDITIONS 1
PROPOSED CONSTRUCTION 2
SITE EXPLORATION 2
Laboratory Testing 2
SUBSURFACE CONDITIONS 3
Soil Conditions 3
Groundwater Conditions 3
Field Test Results 3
Laboratory Test Results 3
DESIGN RECOMMENDATIONS 3
Foundation Design 3
Below Grade Construction 4
Surface Drainage 4
Pavement Design and Construction 5
Septic System Construction 6
General Earthwork 6
Site Preparation 6
Fill Materials and Placement 7
GENERAL COMMENTS 8
ATTACHMENTS
Boring Location Plan
Logs of Borings
Laboratory Test Results
GEOTECHNICAL ENGINEERING REPORT
PROPOSED WB FARMS 8-LOT DEVELOPMENT
WELD COUNTY ROAD 80 BETWEEN ROADS 27 AND 29
AULT, COLORADO
NORTHERN COLORADO GEOTECH
PROJECT NO. 169-03
OCTOBER 10, 2003
SCOPE
This report contains the results of our geotechnical engineering exploration for the proposed estate
style development to be located along Weld County Road 80 west of Ault, Colorado. The site is
located in the northwest quarter of Section 20, Township 7 North, Range 66 West of the 6th
Principal Meridian.
This report includes descriptions of, and geotechnical engineering recommendations relative to:
• subsurface soil and bedrock conditions
• groundwater conditions
• foundation construction
• basement construction
• drainage
• floor slab design and construction
• pavement design and construction
• earthwork
The recommendations contained in this report are based upon the results of field and laboratory
testing, engineering analyses, and experience with similar soil conditions, structures and our
understanding of the proposed project.
SITE CONDITIONS
The site is currently agricultural ground and pasture. Surface drainage is good to the east. The
property is bordered to the east, south and west by agricultural ground. Weld County Road 80 is
located north of the site. An existing residence and metal shed are located on the northwest corner
of the site, on a tract that will become Lot 1.
Snowdance Development
WB Farms Development
Northern Colorado Geotech Project No. 169-03
PROPOSED CONSTRUCTION
As we understand it, the project will consist of developing the site for construction of single-family
estate style residences that will be serviced by individual sewage disposal systems. Final site
grades were not available at the time of the field exploration, although we assume cut and fill
sections will generally be less than 3 feet.
SITE EXPLORATION
A total of three test borings were drilled on September 24, 2003. An additional four test borings
were drilled for a preliminary exploration of the site (Northern Colorado Geotech Project No. 029-
02). The recent borings were drilled to approximate depths of 15 feet at the locations shown on the
Site Plan, Figure 1. All borings were advanced with a truck-mounted drilling rig, utilizing 4-inch
diameter solid stem augers.
The borings were located in the field by pacing from property lines and/or existing site features.
The accuracy of boring locations should only be assumed to the level implied by the methods used.
Lithologic logs of each boring were recorded by an engineering geologist during the drilling
operations. At selected intervals, samples of the subsurface materials were taken by driving split-
spoon and/or ring samplers. Standard penetration measurements were recorded while driving a
split-spoon and/or ring sampler into the subsurface materials. The standard penetration test is a
useful index in estimating the density of the materials encountered.
Groundwater conditions were evaluated in each boring at the time of subsurface exploration, and
two days after the drilling.
Laboratory Testing
The samples retrieved during the subsurface exploration were returned to our laboratory for
observation by the project manager. The soils were classified in general accordance with the
Unified Soil Classification System. At that time, the field descriptions were confirmed or modified
and an applicable laboratory testing program was formulated. Boring logs were prepared and are
attached with this report.
Laboratory tests were conducted on selected samples and are presented on the boring logs and
attached laboratory test sheets. The test results were used for the geotechnical engineering
analyses, and the development of foundation and earthwork recommendations.
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Snowdance Development
WB Farms Development
Northern Colorado Geotech Project No. 169-03
Selected samples were tested for the following engineering properties:
• Water Content • Compressive Strength
• Dry Density • Expansion
• Consolidation • Atterberg Limits
SUBSURFACE CONDITIONS
Soil Conditions
Soils at the site generally consisted of varying layers of silty sand, silty clayey sand and sandy lean
clay to depths of 15 feet. Summary boring logs are attached with this report.
Groundwater Conditions
Groundwater was not observed in any test boring at the time of field exploration, nor when checked
two days after the drilling. These observations represent groundwater conditions at the time of the
field exploration, and may not be indicative of other times, or at other locations. Groundwater
conditions can be expected to fluctuate with varying seasonal and weather conditions, and other
factors.
Field Test Results
Field test results indicate that the clay soils are stiff in consistency. The sand soils vary from loose
to medium dense in relative density.
Laboratory Test Results
Laboratory test results indicate that the soils at the site have non to low expansive potential and
low load bearing capabilities.
DESIGN RECOMMENDATIONS
Foundation Design
Based on the results of our subsurface exploration and the results of the laboratory testing, it is our
opinion that spread footing foundations may be used for support of proposed structures. The
footings should be placed on undisturbed soils and/or engineered fill material.
3
•
Snowdance Development
WB Farms Development
Northern Colorado Geotech Project No. 169-03
Exterior footings should be placed a minimum of 30 inches below finished grade for frost protection
and to provide confinement for the bearing soils. Finished grade is the lowest adjacent grade for
perimeter footings.
Site specific soil and percolation tests should be performed by prospective home builders when
proposed residences and septic systems have been sited.
Below Grade Construction
Groundwater was not encountered on the site to the maximum depth of exploration, 15 feet.
Therefore, full-depth basement construction is considered acceptable on the site.
To reduce the potential for groundwater to impact foundation bearing soils and enter the basement
of the structure, installation of a perimeter drainage system is recommended. The drainage system
should be constructed around the exterior perimeter of the basement foundation, and sloped at a
minimum 1/8 inch per foot to a suitable outlet, such as a sump and pump system.
The drainage system should consist of a properly sized perforated pipe, embedded in free-draining
gravel, placed in a trench at least 12 inches in width. Gravel should extend a minimum of 3 inches
beneath the bottom of the pipe, and at least 2 feet above the bottom of the foundation wall. The
gravel should be covered with drainage fabric prior to placement of foundation backfill.
Surface Drainage
Positive drainage should be provided during construction and maintained throughout the life of the
proposed project. Infiltration of water into utility or foundation excavations must be prevented
during construction. Planters and other surface features which could retain water in areas adjacent
to the building or pavements should be sealed or eliminated. In areas where sidewalks or paving
do not immediately adjoin the structure, we recommend that protective slopes be provided with a
minimum grade of approximately 10 percent for at least 10 feet from perimeter walls. Backfill
against footings, exterior walls, and in utility and sprinkler line trenches should be well compacted
and free of all construction debris to reduce the possibility of moisture infiltration.
Downspouts, roof drains or scuppers should discharge into splash blocks or extensions when the
ground surface beneath such features is not protected by exterior slabs or paving. Sprinkler
systems should not be installed within 5 feet of foundation walls. Landscaped irrigation adjacent to
the foundation system should be minimized or eliminated.
4
Snowdance Development
WB Farms Development
Northern Colorado Geotech Project No. 169-03
Pavement Design and Construction
The required total thickness for the pavement structure is dependent primarily upon the foundation
soil or subgrade and upon traffic conditions. Based on the soil conditions encountered at the site,
the anticipated type and volume of traffic and using a group index of 0 as the criterion for
pavement design, the following minimum pavement thicknesses are recommended:
Recommended Pavement Thicknesses(Inches)
Traffic Area Alternative Asphalt Aggregate Plant-Mixed Portland
Concrete Base Bituminous Cement
surface Course ! Base Concrete Total
Gravel A 6 6
surfaced
Asphalt B 3 6
Surfaced
Aggregate base course should consist of a blend of sand and gravel which meets strict
specifications for quality and gradation. Use of materials meeting Colorado Department of
Transportation (CDOT) Class 5 or 6 specifications is recommended for base course. Aggregate
base course should be placed in lifts not exceeding six inches and should be compacted to a
minimum of 95% Standard Proctor Density (ASTM D698).
Asphalt concrete and/or plant-mixed bituminous base course should be composed of a mixture of
aggregate, filler and additives, if required, and approved bituminous material. The bituminous base
and/or asphalt concrete should conform to approved mix designs stating the Superpave properties,
optimum asphalt content, job mix formula and recommended mixing and placing temperatures.
Aggregate used in plant-mixed bituminous base course and/or asphalt concrete should meet
particular gradations. Material meeting Colorado Department of Transportation Grading S or SX
specification is recommended for asphalt concrete. Aggregate meeting Colorado Department of
Transportation Grading G specifications is recommended for plant-mixed bituminous base course.
Mix designs should be submitted prior to construction to verify their adequacy. Asphalt material
should be placed in maximum 3-inch lifts and should be compacted to a minimum of 92%
maximum theoretical specific gravity.
Based upon the subsurface conditions determined from the geotechnical exploration, subgrade
soils exposed during construction are anticipated to be relatively stable. However, the stability of
the subgrade may be affected by precipitation, repetitive construction traffic or other factors. When
unstable conditions develop, workability may be improved by scarifying and drying.
Overexcavation of wet zones and replacement with granular materials may be necessary. Use of
5
Snowdance Development
WB Farms Development
Northern Colorado Geotech Project No. 169-03
lime, fly ash, kiln dust, cement or geotextiles could also be considered as a stabilization technique.
Laboratory evaluation is recommended to determine the effect of chemical stabilization on
subgrade soils prior to construction. Lightweight excavation equipment may be required to reduce
subgrade pumping.
Septic System Construction
Based on the findings of the previous report (Northern Colorado Geotech Project No. 029-02) and
the soils encountered during this exploration, it is our opinion that standard septic systems will be
feasible throughout the majority of the site. Lot specific percolation tests should be performed in
accordance with Weld County Health Department regulations once exact absorption field locations
are set.
General Earthwork
All earthwork on the project should be observed and evaluated by Northern Colorado
Geotech. The evaluation of earthwork should include observation and testing of
engineered fill, subgrade preparation, foundation bearing soils, and other geotechnical
conditions exposed during the construction of the project.
Site Preparation
Strip and remove existing vegetation, debris, and other deleterious materials from proposed
building and pavement areas. All exposed surfaces should be free of mounds and
depressions which could prevent uniform compaction.
Stripped materials consisting of vegetation and organic materials should be wasted from the
site, or used to revegetate landscaped areas or exposed slopes after completion of grading
operations.
If unexpected fills or underground facilities are encountered, such features should be
removed and the excavation thoroughly cleaned prior to backfill placement and/or
construction.
It is anticipated that excavations for the proposed construction can be accomplished with
conventional earthmoving equipment.
The individual contractor(s) is responsible for designing and constructing stable, temporary
excavations as required to maintain stability of both the excavation sides and bottom. All
6
Snowdance Development
WB Farms Development
Northern Colorado Geotech Project No. 169-03
excavations should be sloped or shored in the interest of safety following local, and federal
regulations, including current OSHA excavation and trench safety standards.
Fill Materials and Placement
All exposed areas which will receive fill should be scarified to a minimum depth of eight
inches, conditioned to near optimum moisture content, and compacted.
The placement of soils on the site should be observed by Northern Colorado Geotech. The
fill should be assessed for suitability of use in the proposed fill and tested for placement
including compaction percentage and moisture content.
Engineered fill should be placed and compacted in horizontal lifts, using equipment and
procedures that will produce recommended moisture contents and densities throughout the
lift. Recommended compaction criteria for engineered fill materials are as follows:
Clean on-site soils or approved imported materials may be used as fill material.
Imported soils (if required) should conform to the following:
Percent fines by weight
Gradation fASTM C1361
6" 100
3" 70-100
No. 4 Sieve 50-100
No. 200 Sieve 60 (max)
• Liquid Limit 30 (max)
• Plasticity Index 15 (max)
Minimum Percent
Material (ASTM D6981
Scarified subgrade soils 95
On-site and imported fill soils:
Beneath foundations 95
Beneath slabs 95
7
Snowdance Development
WB Farms Development
Northern Colorado Geotech Project No. 169-03
Beneath pavements 95
Aggregate base (beneath slabs) 95
Miscellaneous backfill (non-structural areas) 90
On-site or imported clay soils should be compacted within a moisture content range of 2
percent below, to 2 percent above optimum. Granular soils should be compacted within a
moisture range of 3 percent below to 3 percent above optimum unless modified by the
project geotechnical engineer.
GENERAL COMMENTS
The analysis and recommendations presented in this report are based upon data obtained from
borings performed to obtain representative subsurface conditions at the site. Variations in the soil
between borings will occur. Northern Colorado Geotech should be present during construction to
observe the excavation and construction procedures and confirm or modify our recommendations.
The scope of services for this project does not include either specifically or by implication any
environmental assessment of the site.
This report has been prepared in accordance with generally accepted geotechnical engineering
practices in this area at this time. No warranties, either express or implied, are intended or made.
8
WELD COUNTY ROAD 80
OUTLOT
• Tn1
LOT 8
AREA OF
EIOST1Nc I LOT I N9 t.VW
IMPS.
LOTS
I LOT7
No.lyr DRILLED 3-6-02 J
LOT 2
Tig0 DRILLED 9-24-03 No.2 LOT 8
No.3
cX•
LOT4 LOTS
1:12-1 is
BORING LOCATION PLAN
N PROPOSED 9-LOT HILL-AULT PUD
WELD COUNTY ROAD 80 BETWEEN ROADS 27 8 29
AULT,COLORADO
FOR SNOWDANCE DEVELOPMENT
�No�rthern Pi0J°Na 029-02
iI \otorndo Scale:
Geotech Date: 3-15-02
2958 29th Street Uni506-9242 21 Project Greeley,Colorado 80631 OML
DIAGRAM IS FOR GENERAL LOCATION ONLY, Phone: X70)506.9244 Figure NA ,
AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES Fe]C (9701
r
LOG OF BORING No. 1 Sheet 1 of 1
CLIENT ARCHITECT/ENGINEER.
Snowdance Development
—
siTEWeld County Road 80 Between Roads 27 and 29 PROJECT
Ault, Colorado Proposed WB Farms Development
SAMPLES TESTS
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6"TOPSOIL '. '.+.
0.5
SILTY CLAYEY SAND
Tan, dry to moist, medium dense
4::. -
-
13 1 SS 12 5
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).
5-
25 2 RS 12 9 122 9,000
f
'a 10
11.0 -
SILTY SAND
Brown, moist, loose —
i
—1 6 3 SS 12 14
15.0 - - 15 I`A�1
BOTTOM OF BORING
WATER LEVEL OBSERVATIONS Northern STARTED 9/24/03 FINISHED 9/24/03
Colorado
WL None W.D Geotech DRILL CO. Drilling Eng DRILL RIG CME-55
R WL None A.B. 2956 29th Street,Unit 21 LOGGED BY DBC APPROVED DML
u Greeley,Colorado 80631
4 Phone: 970.506-9244 NOG PROJECT NO. 169-03
go, W hen Checked 2 Days A.B. Far. 970-5069242
LOG OF BORING No. 2 Sheet 1 of
CLIENT ARCHITECT/ENGINEER „
Snowdance Development
srrEWeld County Road 80 Between Roads 27 and 29 PROJECT
Ault,Colorado Proposed WB Farms Development
SAMPLES TESTS
❑
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o_ f. ¢ m W y ❑ ❑2
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0.5 6"TOPSOIL . +
SILTY CLAYEY SAND
Tan, dry to moist, medium dense
. .. \II 12 1 SS 12 6 113
�. 5-
.:
18 2 RS 12 6 113 9,000
8.5 SANDY LEAN CLAY �/ 3
Tan to cream, moist, stiff %///
10-
_
12.0
SILTY SAND
Brown, moist, loose —
V 9 3 SS 12 16
15.0 15
BOTTOM OF BORING
WATER LEVEL OBSERVATIONS Northern STARTED 9/24/03 FINISHED 9/24/03
tl oforado
WL None W.D. Geotech DRILL CO. Drilling Eng DRILL RIG CME-55
WL None A.B. 2956 29th Street,Unit 21 LOGGED BY DBC APPROVED DML
Greeley,Colorado 80631
a When Checked 2 Days A.B. Phone: 970.506-9244 NCO PROJECT NO. 169-03
Fax: 970-506-9242
LOG OF BORING No. 3
Sheet 1 of 1
CLIENT ARCHITECT/ENGINEER•
Snowdance Development
srEWeld County Road 80 Between Roads 27 and 29 PROJECT —
Ault,Colorado Proposed WB Farms Development
SAMPLES TESTS
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2 L/1�Q W ≥O p aW
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6 L mZ y Z F ?? 3 Oa SIC
0.5 6"TOPSOIL
SILTY CLAYEY SAND T. • :
—
Tan, dry to moist, medium dense —
• y 12 1 SS 12 6
•
•
5—
•
•
3 45 2 RS 12 8 117 9,000
•
10.0
1D
SILTY SAND WITH GRAVEL
Tan, dry to moist, medium dense to dense —
L
—
"a� —
•
V 56 3 SS 12 2
1• '>••
15.0 15
BOTTOM OF BORING
WATER LEVEL OBSERVATIONS Northern STARTED 9/24/03 FINISHED 9/24/03
1%0olorado
WL None WO. Geotech DRILL co. Drilling Eng DRILL FUG CME-55
a WL None A.B. 2956 29th Street,Unit 21 LOGGED BY DBC APPROVED DML
Greeley,Colorado 80631
Phone: 970.5069244
When Checked 2 Days A.B. Fax: 970-506-9242 NCO PROJECT NO. 169-03
-4 I
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•
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6
8
10I
12
4
0.1 1 10
STRESS, ksf
Specimen Identification Classification Yd MC%
• 2 8.0 Silty Clayey Sand/Sandy Lean Clay 113 6
Northern CONSOLIDATION TEST
f Yorthern 2956 29th Street,Unit 21
Greeley,Colorado 80631 Client: Snowdance Development Number: 169-03
Colorado Phone: 970-506-9244
0 Geotech Fax: 970-506-9242 Project: Proposed WB Farms Development
2 Location: Weld County Road 80 Between Roads 27 and 2
Drainage Report
For
W.B. Farms Estates Subdivision
Greeley, Colorado
Prepared for:
Snowdance Development Co.
1750 25u' Ave., Suite 305
Greeley CO 80634
Prepared by:
Diane M Houghtaling, P.E.
1119 12`" Street
Greeley CO 80631
April,2003
W.F.,. Farms Estates Subdivision
Dralrlate Report
Weld County, Colorado
Final Drainage Report
Certification�` of Engineer W.B.1 hereby attest that 'Ns report for the final drainage design forL Farms Estates Cilhdivjsio15
{Was prepared by me, or under my direct supervision, in accordance
with the provisions of the
Weld County Storm Drainage Design criteria for the responsible parties thereof I understand
that the Weld County ,,. ,i h n not rty or the a_.,:...,,.,. c..actin..
Weld ,..vuntV does i' . any shall assume responsibility . u.unf uef..uw
dcsiencd by others. �" �yA;
6y ,SiUUU (4 %
q 71809
;o
Z :ou4estssionngineernnns
State of Colorado Resignation N . 42809 %; ),;i71*•**�`�:"
iounnamaikvio
Certification of Developer
Snowdance Development Company hereby certifies that the drainage facilities for W.B. Farms
Estates Subdivision shall be constructed according to the design presented in this report. I
understand that the Weld County does not and will not assume liability for drainage facilities
_ designed and/or certified by my engineer. I also understand that the Weld County relies on the
representations cf others to establish that drainage facilities arc designed and constructed in t1
compliance% th County guidelines, standards, or specifications. Review by the Weld County can
therefore in no way limit or diminish any liability which r. or any other party may have with respect
to the design or construction of such facilities.
Attest: Charles Hill
Notary'Ih<.blie
W.P. Fµ....• L �„tes Subdivision
u� S1aLcJ .r tot149 S:on
Drainage Report
Weld County, Colorado
Central
L Liit.*l Location and Description
A. Location
Tile ...,.t..: located :., the, ...;thw✓est rte, rc 2.n 'r h 7 North, Range 66 Eaot
_ DDiiJM....v .S t.u1...4 ..l ,..t. :.v . vUul lt.. of Section vd'^$..lu v . u..I�
of the 6"'Principal Meridian; Weld County, Colorado. It is physically located south of WCR 80
between WCR 17 a. eurD 10 c F: I). :VCR en : local 1 road
W .\... - (Sec Figure, 1. \•1\ .J a 4eµ1 -I ` 'l in theWeld Count--;
1 Vti4 . 1 l�e4nlY
Transportation Plan and requires 60' of right-of-way.
The proposed development is bounded on all sides by f rm1?and. A tributary to Coal Creek and the
tt-.O,ton ditch lies on the east boundary of the Site.
B. Description of Property
T' total •t is `G A c1 d N.'pasture. The 7,.. ill t. -developed 0 t C •1
11e 1.141 Jltt. 1 4.-1 acres 13 eUrren4j }JCL 14. i.. jlt.. -will 4Y 111Yir S1nuC-lamlilr
lots containing a minimum µf 2.5 acres and a 4.2-acre outlot for the existing wetlands. Th\.
f
topography is Len11, redline VVilyl grades between Inalld 2 percent. it site map 1J included as
Figure 2. The existing soils consist of kim loam. The water table is over is mir:""m of 8.5 feet
below the existing around.
A outlot is being created on the north boundary of the site. Jurisdictional wetlands exist in this
!arrca. No work will be allowed within this area. In addition, silt fence will be provided during any
gradri�ng operation to protect the wetland plants and water quality. (T
I MstoricallY this site has beer.irrigated v''3th junior water 115111,. There 1j a waste ditch CTOSSiiM
this Site that:.ill d The site runoff i intercepted i...t d ditch d d:_ ed be rCn C'Y'Ct. I11no1 will i111c1 ttylCt 4r I. rout ditches and ..cwtµµ
to the low point on the VIP, Farm Road cul-de-sac. A +µass swale will be provided from the low
point to the east property line.
twill have 60 feet of right-of-way- All internal streets ^j with a 26' wide gravel r^µad surface.
TI. Drainage Basins and Sub-Basins
A. Major Basin Description
As stated this site drains into a tributary of Coal Creek. No existing drainage studies of the area
were found. The tributary extends a 11 t i , $000 feet t t northwest Wi' SO with
Vprcxlma ely v 41 10 he nor YY eO1 µcryjJ
a drainage basin encompassing approximately one half square mule in area.
According to the Community Panel No. 030266-0475-n dated September 2'2.. innit. the SLibiect
Site is located in Zone C, which is an "Area Ca designated as Minimal Floodin "g.
W.B. Farms Estates Subdivision
Drainage Report
Weld County, Colorado
B. .J U LJCS I,Description
_ Historically, this site has drained by sheet flowing across the field into the Coal Creek tributary.
Development of this site -.sill ye4r little impe^'7vus area to this site and increase the time of
concentration creating an slight dVVf\.4Jt'in the peak runoff(sec appendix). For this reason, a
a . de to a a for detention .1 Tiff'..request was made to yY ai Ye, I. requirement Uf a pond. This request Vt'LS $1(Ln Lod 1. the
eLV Lf LiV li by LLfV
Weld County Public jx TVllls Department.
The new roadways and ditches, however, will change the sheet flow to a point discharge. The
the ; stor
m.
side ditches and cross culverts are sized to carry developed 77-year
_ M. Drainage Design Criteria
Regulations
This pro}4eL will follow the Weld County' Sto^n Drainage Design Criteria. The stof fff-YYaLG
l U1LVllll,pealk flows w134 calculated using information and criteria LOLLS the VTlbarl Drainatgte Flood
Control Mamma!, the.City of Greeley Storm Drainage"comae and the Colorado nepartment of
xa t_ ways Drainage Des1L11 Manual.
— B. Development Criteria Reference and Constraints
Since the sln%'l1C-farniiy portion of this site is less than'.;10 ut.a t.q the Rational ivieaLhod'YVas used to
calculate on-site existing and developed storm water runoff The runoff coefficients and t Im4-
111t411slty''IegllencY curves were 11 p111 the City of Greeley Storm Dr(Lltagl. Lill��ffLella 1*Ylallual.
To determine the water surface in the Coal Creek tributary the CD^T"Techniques for Estnnating
I'1 s. Unal Flood Characteristics of Small Rural SVaterslieds in the Plains Region of Eastern
Colorado"and the rational method were used to determine the peak flow. Ci iltools software
was used for the pipe and small channel sizing analysis. A 1-TEC TAS analysis was used to
determine the 100 year water surface elevation in the tributary. The calculations are included in
_ the appendix. Based on these calculations the 100-year storm will inundate f� a maximum of 65 feet
of the easterly IVES, no homes cr septic systems-will he, allowed with 100 feet of the easterly
property boundary.
C. Hydrological Criteria
_ As thebe to theCoal Creek . the .roadway stated earlier runoff will routed L,.r 44,n tributary via proposed LOuV YY4y
Side ditches and the mass $f v'uiC through lot 6.
There are Lv'v'O Culvert Ul 1faJinz,S. .".. first welt be placed near the intersection with%VCR 80 at the
low point on 'hB Farm Road. This pipe would collect that portion of the off-site basin west of
the intersection and south of the VCR 80 crown (approximately 2 acres). This culvert would
then ,the runoff t..tile, Coal i tributary through r .1..,..., 'de .4+,$,,,l.Carry Ln.. anon (U .Aaf Creek ut(LPY' L �,u fuaU YY LLr $74t. 4fwf fw.
, .B Fauns _Ji i:LC5 Subdivision
Drainage Report
`.Feld County. Colorado
The second culvert is at the intersection of Hill Drive and rims Farm Road. Both of these culverts
are dei1G.r1ed to cor1 YeY the 100- e,a stollly. Culvert calculations arc included in the appendix.
D. Hydraulic Criteria
Sto.;11-water quality WI111 be ir.ititatcd on-site during construction with the,use of silt fencing.
Running the storm-water through sussed •ii provide lOn
tl gh areas`,,,0 p g-+c^^ storm-water quality.
D. 'Waivers/Variances Requests
Du,,. a, dec. r t
.. w 1..0 decrease i runoff of the site, a 'r'ui'v'er of the rOau .linen •II a detention pond to limit
the discharge to the `-year hlstOrle rate is requested. This request has the verbal approval of
Drew Seheltinga of the`\Teld County. Public Works Department.
E. Storm-water Quality Considerations
site has been designed to le,s and wetland tomaintain-� The vt�w. 0JigTi0.a use grass JYr'rww natural areas water
quality.
TV. Wetland Preservation and Mitigation
No wading is anticipated in the tributary or wetland areas.
All disturbed areas for roadways will be re seeded as soon as possible. As grading is expected to
occur during,tale summer, reseeding may be delayed uniil all. Silt Fence. soil roughening e n w v_ and
watering shall be employed to reduce the fugitive dust prior to re-seeding.
V. Drainage Facility Maintenance
The homeowners Association will provide maintenance of the streets, culverts and ditches.
VI, _6A!-ltss!OesS
This project is in compliance:sill all Weld County drainage criteria,
W.B. Farms Estales Subdivision
— Drainage Report
Weld County, Colorado
A I.. �WV%at. CVu1RY
B. D r ''^^a Manual, UT.- D Flood ControlDistrict.
C;.x.ri ^LA..1 }unua. .Van Drainage,] VVVIL V.
C. Techniques for Estimating Regional Flood Characteristics of Small Rural Watersheds in the
Plains Region of Easter•.. Colorado (copy attached)
NM. Appendices
A. Existing Studies
— Fcma
\ "'lay
old County Coll Jut'fe
Co'v'er Sheet from Spoils Report
B. Off Site Basin Calculations
Of Site Basin Map
Tributary Peak Flaws
1-MC-P.1`.5 output
C. On Site Basins
Urban Drainage and Food Control District Runoff Coefficients
Time of Concentration Calculations (historic and developed)
Intensity-Frequency-Duration Cur'v'es City of Greeley
Peak flow calculations (historic and developed)
C. Hydroluzie Computation;
Culvert sizing
Ditch sing
Pocket}�
Drainage Plan
Grading and Erosion Control Plan
112 --I L I
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DIANE M. HOUGHTALING SNOWDANCE DEVELOPMENT CO. _ , . ; , ;it,,,_: ,
1119 12TH STREET 1750 25TH AVE., STE 305 SCALE! +"i
I SHEET
GREELEY, COLORADO, 80631 GREELEY, COLORADO, 80634 DATE' '
970-378-7220 FAX 970-378-7220 970-356-9787 FAX 970-353-494 DRAWN BY, n,n t 4 I
♦ CHFCKF➢ BY' a
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t i ll
DIANE M. HOUGHTALtNG SNOWDANCE DEVELOPMENT CO. SITE PLAN
1119 12TH STREET 1750 25TH AVE., STE 305 SCAM: 1' = 300' FIGURE
- GREELEY, COLORADO. 80631 GREELEY, COLORADO, 80634 DATE: 1-10-03
970-378-7220 FAX 970-378-7220 970-356-9787 FAX 970-353-4946 DRAWN BY: DMH
CHECKED BY: 2
w.E. Farms Estates: Subdivision
Drainage Report
Weld Count v. Colorado
Al l ENDDC A
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II
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- 20
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NATIONAL HOOD INSURANCE PIOCRAY c \
1-- /' •.. L 7
_ III II FIRM 1I \LAKE29 ZONE C - 28
FLOOD INSURANCE RATE MAP iI
0°11
-
WELD COUNTY,
COLORADO I .
_ (UNINC0RP0RATE AREAS) I1
-
....
PANEL 475 OF 107514 .,.o •�;I I GREAT WESTERN
COMMUNITY-PANEL NUMBER I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I
080266 0475 0 32 HURRICH
MAP REVISED: I
j SEPTEMBER 22,1999
IINIIIII _ ,EL \
Pm�.l em�,x,,. . KE \\\
DIANE M. HOUGHTALING SNOWDANCE DEVELOPMENT CD.
1119 12TH STREET 1750 25TH AVE., STE 305 SCAI EI SHEET
GREELEY, COLORADO, 80631 GREELEY, COLORADO, 80634 DATE.
970-378-7220 FAX 970-378-7220 970-356-9787 FAX 970-353-494 DRAWN BY' - ,,
• CHECKED BY. 0
V
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WELD COUNTY, COLORADO, SOUTHERN PART 23
Windbreaks and environmental plantings of trees and The potential native vegetation is dominated by blue
_ shrubs commonly grown in the area are generally well grama. Several mid grasses, such as western wheatgrass
suited to this soil. Cultivation to control competing and needleandthread, are also present. Potential produc-
vegetation should be continued for as many years as tion ranges from 1,600 pounds per acre in favorable years
possible following planting. Trees that are best suited and to 1,000 pounds in unfavorable years. As range condition
— have good survival are Rocky Mountain juniper, eastern deteriorates, the mid grasses decrease; blue grama, buf-
redcedar, ponderosa pine, Siberian elm, Russian-olive, and falograss, snakeweed, yucca, and fringed sage increase;
hackberry. The shrubs best suited are skunkbush sumac, and forage production drops. Undesirable weeds and an-
Siberian peashrub, lilac, and American plum. nuals invade the site as range condition becomes poorer.
Wildlife is an important secondary use of this soil. The Management of vegetation on this soil should be based
cropland areas provide favorable habitat for ring-necked on taking half and leaving half of the total annual produc-
pheasant and mourning dove. Many nongame species can tion. Seeding is desirable if the range is in poor condition.
be attracted by establishing areas for nesting and escape Sideoats grama, little bluestem, western wheatgrass, blue
cover. For pheasants, undisturbed nesting cover is essen- grama, pubescent wheatgrass, and crested wheatgrass are
tial and should be included in plans for habitat develop- suitable for seeding. The grass selected should meet the
ment, especially in areas of intensive agriculture. seasonal requirements of livestock. It can be seeded into
- This soil has good potential for urban and recreational a clean, firm sorghum stubble, or it can be drilled into a
development. Increased population growth in the survey firm prepared seedbed. Seeding early in spring has
area has resulted in increased homesite construction. The proven most successful.
chief limiting feature for urban development and road Windbreaks and environmental plantings of trees and
- construction is the limited capacity of the soil to support shrubs commonly grown in the area are generally well
a load. Septic tank absorption fields function properly, but suited to this soil. Cultivation to control competing
community sewage systems should be provided if the vegetation should be continued for as many years as
_ population density increases. Because of the permeability possible following planting. Trees that are best suited and
of the substratum, sewage lagoons must be sealed. have good survival are Rocky Mountain juniper, eastern
Lawns, shrubs, and trees grow well. Capability class I ir- redcedar, ponderosa pine, Siberian elm, Russian-olive, and
rigated. hackberry. The shrubs best suited are skunkbush sumac,
32—Kim loam, 1 to 3 percent slopes. This is a deep, lilac, Siberian peashrub, and American plum.
Wildlife is an important secondary use of this soil. The
well drained soil on smooth plains and alluvial fans at
elevations of 4,900 to 5,250 feet. It formed in mixed eolian cropland areas provide favorable habitat for ring-necked
_ deposit and parent sediment from a wide variety of pheasant and mourning dove. Many nongame species can
bedrock. Included in mapping are small areas of soils that be attracted by establishing areas for nesting and escape
cover. For pheasants, undisturbed nesting cover is essen-
have loamy sand underlying material.
tial and should be included in plans for habitat develop-
Typically the surface layer is brown and pale brown
Range-
- loam about 12 inches thick. The upper 28 inches of the un- ment, especially in areas of intensive agriculture.land wildlife, for example, the pronghorn antelope, can be
derlying material is pale brown loam. The lower part to a attracted by developing livestock watering facilities,
depth of 60 inches is pale brown fine sandy loam. managing livestock grazing, and reseeding where needed.
Permeability is moderate. Available water capacity is This soil has good potential for urban and recreational
high. The effective rooting depth is 60 inches or more. development. Increased population growth in the survey
Surface runoff is medium, and the erosion hazard is low. area has resulted in increased homesite construction. The
In irrigated areas this soil is suited to all crops com- chief limiting soil feature for urban development and road
monly grown in the area, including corn, sugar beets, construction is the limited capacity of this soil to support
beans, alfalfa, small grain, potatoes, and onions. An exam- a load. Septic tank absorption fields function properly, but
ple of a suitable cropping system is 3 to 4 years of alfalfa community sewage systems should be provided if the
followed by corn, corn for silage, sugar beets, small grain, population density increases. Because of the permeability
— or beans. Land leveling, ditch lining (fig. 6), and installing of the substratum, sewage lagoons must be sealed.
pipelines may be needed for proper water applications. Lawns, shrubs, and trees grow well. Capability subclass
All methods of irrigation are suitable, but furrow ir- IIe irrigated, IVe nonirrigated; Loamy Plains range site.
rigation is the most common. Barnyard manure and com- 33—Kim loam, 3 to 5 percent slopes. This is a deep,
mercial fertilizer are needed for top yields. well-draine3 sii on plains and alluvial fans at elevations
In nonirrigated areas this soil is suited to winter wheat, of 4,900 to 5,250 feet. It formed in mixed eolian deposits
barley, and sorghum. Most of the acreage is planted to and parent sediment from a wide variety of bedrock. In-
winter wheat and is summer fallowed in alternate years eluded in mapping are small areas of soils that have
to allow moisture accumulation. Generally precipitation is loamy sand underlying material.
too low for beneficial use of fertilizer. Typically the surface layer is brown and pale brown
Stubble mulch farming, striperopping, and minimum til- loam about 10 inches thick. The upper 28 inches of the un-
- lage are needed to control soil blowing and water erosion. denying material is pale brown loam. The lower part to a
Terracing also may be needed to control water erosion. depth of 60 inches is pale brown fine sandy loam.
24 SOIL SURVEY
Permeability is moderate. Available water capacity is land wildlife, for example, the pronghorn antelope, can
high. The effective rooting depth is 60 inches or more. attracted by developing livestock watering facilitil
Surface runoff is medium, and the erosion hazard is managing livestock grazing, and reseeding where neede(
moderate. This soil has good potential for urban and recreation
In irrigated areas this soil is suited to crops commonly development. Increased population growth in the sury
grown in the area. Perennial grasses and alfalfa or close area has resulted in increased homesite construction. T
grown crops should be grown at least 50 percent of the chief limiting soil feature for urban development and ro
time. Contour ditches and corrugations can be used in ir- construction is the limited capacity of this soil to suppc
rigating close grown crops and pasture. Furrows, contour a load. Septic tank absorption fields function properly, b
furrows, and cross slope furrows are suitable for row community sewage systems should be provided if t
crops. Sprinkler irrigation is also suggested. Keeping til- population density increases. Because of the permeabili
lage to a minimum and utilizing crop residue help to con- of the substratum, sewage lagoons must be seal(
trol erosion. Maintaining fertility is important. Crops Lawns, shrubs, and trees grow well. Capability subcla
respond to applications of phosphorus and nitrogen. 'He irrigated, IVe nonirrigated; Loamy Plains range sii
In nonirrigated areas this soil is suited to winter wheat,
barley, and sorghum. Most of the acreage is planted to 34—Kim loam, 5 to 9 percent slopes. This is a de(
winter wheat. The predicted average yield is 28 bushels well drained soil on plains and alluvial fans at elevatio
per acre. The soil is summer fallowed in alternate years of 4,900 to 5,250 feet. It formed in mixed eolian deposi
to allow moisture accumulation. Generally precipitation is and parent sediment from a wide variety of bedrock. I
too low for beneficial use of fertilizer. eluded in mapping are small areas of soils that ha
Stubble mulch farming, striperopping, and minimum til- loamy sand underlying material.
lage are needed to control soil blowing and water erosion. Typically the surface layer is brown and pale bros
Terracing also may be needed to control water erosion. loam about 10 inches thick. The upper 25 inches of the u
The potential native vegetation is dominated by blue derlying material is pale brown loam. The lower part to
— grama. Several mid grasses, such as western wheatgrass depth of 60 inches is pale brown fine sandy loam.
and needleandthread, are also present. Potential produc- Permeability is moderate. Available water capacity
tion ranges from 1,600 pounds per acre in favorable years high. The effective rooting depth is 60 inches or mm
to 1,000 pounds in unfavorable years. As range condition Surface runoff is rapid, and the erosion hazard
deteriorates, the mid grasses decrease; blue grama, buf- moderate.
falograss, snakeweed, yucca, and fringed sage increase; This soil is suited to limited cropping. Intensi•
and forage production drops. Undesirable weeds and an- cropping is hazardous because of erosion. The croppii
nuals invade the site as range condition becomes poorer. system should be limited to such close grown crops as (
Management of vegetation on this soil should be based falfa, wheat, and barley. This soil also is suited to i
on taking half and leaving half of the total annual produc- rigated pasture. A suitable cropping system is 3 to
tion. Seeding is desirable if the range is in poor condition. years of alfalfa followed by 2 years of corn and sm:
Sideoats grama, little bluestem, western wheatgrass, blue grain and alfalfa seeded with a nurse crop.
grama, pubescent wheatgrass, and crested wheatgrass are Close grown crops can be irrigated from closely spac(
suitable for seeding. The grass selected should meet the contour ditches or sprinklers. Contour furrows or spri
seasonal requirements of livestock. It can be seeded into klers should be used for new crops. Applications
a clean, firm sorghum stubble, or it can be drilled into a nitrogen and phosphorus help in maintaining good produ
firm prepared seedbed. Seeding early in spring has tion.
proven most successful. The potential native vegetation is dominated by bit
Windbreaks and environmental plantings of trees and grama. Sideoats grama, little bluestem, western whea
shrubs commonly grown in the area are generally well grass, and sedge are also prominent. Potential productic
suited to this soil. Cultivation to control competing ranges from 1,800 pounds per acre in favorable years
vegetation should be continued for as many years as 1,500 pounds in unfavorable years. As range conditic
-- possible following planting. Trees that are best suited and deteriorates, the sideoats grama and little blueste
have good survival are Rocky Mountain juniper, eastern decrease; forage production drops; and blue grama, bu
redcedar, ponderosa pine, Siberian elm, Russianolive, and falograss, and several perennial forbs and shrubs i
hackberry. The shrubs best suited are skunkbush sumac, crease. Undesirable weeds and annuals invade the site
lilac, Siberian peashrub, and American plum. range condition becomes poorer.
Wildlife is an important secondary use of this soil. The Management of vegetation should be based on takir
cropland areas provide favorable habitat for ring-necked half and leaving half of the total annual production. See
pheasant and mourning dove. Many nongame species can ing is desirable if the range is in poor condition. Sideoa
be attracted by establishing areas for nesting and escape grama, little bluestem, western wheatgrass, and pi
cover. For pheasants, undisturbed nesting cover is essen- bescent wheatgrass are suitable for seeding. The gra:
tial and should be included in plans for habitat develop- selected should meet the seasonal needs of livestock.
ment, especially in areas of intensive agriculture. Range- can be seeded into a clean, firm sorghum stubble, or
132
SOIL SURVEY
TABLE 14.--SOIL AND WATER FEATURES
[Absence of an entry indicates the feature is not a concern. See text for descriptions of symbols and such
terms as "rare," "brief," and "perched." The symbol < means less than; > means greater than3
Soil name and Flooding
B High water table Bedrock
map symbol logic Frequency Duration Months Depth Kind Months Depth Hard- Potent frost al
group
Ft ness action
In
1 , 2
Altvan B None --- --- >6.0 --- ---
>60 --- Moderate.
3':
Aquolls D Frequent---- Brief Apr-Jun
0.5-1 .0 Apparent Apr—Jun >60 --- High.
Aquents D Frequent---- Brief Apr-Jun 0.5-1.0 Apparent Apr-Jun >60 --- High.
4*
Aquolls D ;Frequent---- Brief
Apr-Jun 0.5-1.5 Apparent Apr-Jun >60 --- High.
.., 9 B Aquepts D ;Frequent---- Brief Apr-Jun 0.5-1.5 A
5, 6, 7, 8, Apparent Apr-Jun >60 --- High.
Ascalon ;None --- >6.0
--- --- Moderate.
10 A Frequent---- Brief
Mar-Jun >6.0 ___ --- --- Low.
Bankard
11 , 12
Bresser B None --- >6.0 --- ---
>60 --- Moderate.
▪ 13
Cascajo A None --- >6.0 ___ --- >60 Low.
14, 15, 16, 17----
— Colby B None . _-- ___ >6.0 --- --- >60 --- Lou.
18*:
Colby B None
___ --- >60 --- Low.
— Adena C None
___ . >60 --- Low.
19, 20
Colombo B Rare --- --- >6.0 --- ---
>60 --- Moderate.
— 21 , 22
Dacono C None --- --- >6.0 ___ ---
>60 --- Low.
23, 24 B None to rare --- --- >6.0 Fort Collins -'- --- Low.
_ >60
25, 26 B Rare to Brief
May-Sep >6.0 --- -__ >60 --- Low.
Haverson , common.
27, 28
— Heldt C None --- --- >6.0 --- ---
>60 --- Lou.
29, 30
Julesburg A None --- >6.0 >60 --- Moderate.
— 31 , 32, 33, 34----
Kim B None --- >6.0 --- ---
>60 --- Low.
35':
Loup D Rare to Brief ;Mar-Jun +.5-1.5 Apparent Nov-May >60 --- Moderate.
common.
Boel A ;Occasional Brief ;Mar-Jun 1.5-3.5 Ap
parent Nov-May >60 --- Moderate.
36+•
— Midway D ;None
>6.0 --- --- 10-20 Rip- Low.
pable
See footnote at end of table.
PRELIMINARY GEOTECHNICAL ENGINEERING REPORT
PROPOSED HILL-AULT 9 LOT PUD
WELD COUNTY ROAD 80 BETWEEN ROADS 27 AND 29
WELD COUNTY, COLORADO
NORTHERN COLORADO GEOTECH
PROJECT NO. 029-02
March 19, 2002
r`\
Prepared for:
Snowdance Development
1750 25th Avenue, Suite 305
Greeley, Colorado 80634
Attn: Mr. Jim Rawson
Northem
Colorado
Geotech
2956 29th Street, Unit 21
Greeley,Colorado 60631
Phone: (970)506-9244
Fax: (970)506-9242
Y�
W.B. Farms Estates Subdivision
Drainage Report
:f'e'd County, Colorado
APPENDIX B
6 B
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e
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C 9,0.-c. 20. G 7 c ( Kr,r;tor,a 3
DIANE M. HOUGHTALING 1FF SITE BASINS
1119 12TH STREET SCALE' I," r. zriC I SHEET
GREELEY, COLORADO, 80631 DATE' 7 '
970-378-7220 FAX 970-378-7220 DRAWN BY'
_CHECKED BY'
1NON URBAN EASTERN COLORADO BASINS ONLY ' 192 AC-12,300 AC
- I II I I
BASIN 1 AREA PEAK DISCHARGE/FLOOD VOLUME
SQ MI 5 i 10 1 25 I 50 { 100
1 Q i V ' Q l V I Q 1 V i Q 1 V i QV .
I 1 I !
A 0.4175 10 121 157; 18; 235; 251 303 31 3821 38'
DISCHARGE CONSTANT 2 I 3 1 4 1 5 i 6
TIME CONSTANT 5.35 I 5.06 1 4.79 1 4.63 1 4.49
; 1 ; ; I 1 1 ; I I
"" HYDROGRAPH 1 TIME ; a 1 TIME 1 Q 1 TIME ; Q 1 TIME 1 Q 1 TIME ! O
1 01 01 0; 01 ----T31--o*�--off 0! 0 01
I 16� 10, 15} 151 141 221 14` 281 131 36
- 1 27 221 25; 34; 241 511 23; 66; 22; 83
37 43i 35; 651 34' 98' 32;_ 126.E 31 159
• -I- 54 841 511 1281 48 1921 461 2471 45, 312
J 59 98 561 149; 53 2231 511 2881 491 363
i 64; 103i 611 1571 58 235? 561 303; 54; 382
1 ! 701 1011 66i 154; 82 2311 601 2981 581 376
i ! 751 951 711 1441 87 215 85; 2781 631 350
f96 651 91! 99! 86_ 149` 831 1921 81. 242
123! 40! 116 601 110, 901 107! 116, 103# 146
! 161! 211 152 311 1441 47 139! 611 1351 76
1 1 2141 91 2021 14' 1921 20 1851 261 1801 33
1 ; 288f 31 253 5 2401 81 232! 101 2251 13
I 321; 11 304 1 2881 21 278i 3! 269; 3
- i i 375; 0; 3541 01 3361 0; 324; 0; 314} 0
— EASED ON
PREPARED ay TECHtkIIQU.tES FOR ESTIMATING REGIONAL FL nnD
DIANE M. Li. I I/`LJTALIA If ('LI Ar ATERII\TICC OF SMALL nl 117AI k/1 p ATEr:SLic -1C' IN TUC
v IVL. VI. 4L'.., f1/l II' _I Ir.I\!A1LI\1V 1 V I. I\V \!\L VVh1I_ \vI II I_ a.I I• II Il.
— J1 L1IlIJ V LIIIIVJ f\L.V:O V or ::A`STERN COLORADO
OM
HEC-RAS Plan:Plan 01 River.TRIBUTARY Reach:TRIB Profile:PF 1
.<Reach., Rker:sfa .: :'444i4f.' 4ni'r'kk :.41.$.tiiin-' -ci*`vH.s.'.: £G.EI.,, ',E.G.81op4'• VaLChnl .J FIow.Arai (:Topr Width..I FFoi,eeaCM
r }:. ,. ;: '6 -'.1.:.. ifo.. _. A.` .�'4 9 _ `._� 414 n —L-=--
}1RIB 388.00 i 4959.001 4954.92 4954.72. 4965.21' 0.042861E 4.28, 90.97 94.701 0.77
TRis... 1b00. 389.001E 4960.50 4952.78 1 495289 0.0139 4 2.73! 14245 125 07 04.5
1 ' 190w.;-- 38900 4949.00 4951 48' 4951.57 0-0125481 t72 -142.76 118.25 0.43
7RID','...:<^I.60.0`A.;:•'-..... 389.001 4948.00i 4948.56 _ 4948.84 0.007780 2.21i 176.27 _ 137.66 0.34
TR18 .•:-'..-,1400. 389.00 494280! 494483 4944.24 4944.80 0.024578 3.32! 117.08 117.24 0.
'7816 . 1000 38900 4939.00t 494257 4942.60, 0.0033891 1.531 254.33 18442 ._.._. ..._0 23 cti31
in t! 800 522.00 4937.50 493962 4239.47 4940 36, 0.008405 271 98.821 54.32 0.371
TRIB . 5u1;: •.•:.. 572.00 4937.50 4938.80 4838.80L 4939 301 0.011171 2.01 85.071 _83.38 ___._. 0.38'
ETRIB *400 ••. 522.001 49.'x8°��� 4937.48,4938.90 4937.80E 0.004048 1.07' 118.27! 71.03 0.22
?RIO, 200, •.•. 52200E 4934.801 49.35 84 4935 841 4938.461 0 0124901 2-43. 89.301 72 07 - 0.42
t .:_:_::_c.C 52200 4931.801 4932.81-14932.611.. 4433.151. 0.013180, 1.94 99.95 91.24 0.41
IIIII
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WB FARM Plan: Plan 03
Geom:WB FARM
RS=O 0+00
'0 Fc------.03----H
3
7 Legend
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WS PF 1
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Ground
0
Bank Sta
4960-
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0 1C0 200 300 400 500 600
Station(ft)
1 in Horiz.=801 1 in Vert. =6 ft
► ► I i ► ► ► ► ► ► ► i I ► ► ► ►
WB FARM Plan: Plan 03
Geom:WB FARM
RS=200 2+00
6H) .03--
3 7 ---�
0 Legend
EG PF 1
WS PF1
4970 Crit PF 1
Ground
•
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49fi0
C
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4940
0 1W 200 300 4W 500 WO
Station(t)
1 in Horiz.=80 ft 1 in Vert. =8 ft
WB FARM Plan: Plan 03
Geom:WB FARM
RS=400 4+00
03
0 ---�
3 7 Legend
EGPF1
WSPF1
4370 Crit PF 1
Ground
O
Bank Sta
496D-
C
c
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4950
4940
0 100 2W 3W 403 500 600
Station(ft)
1 In Horiz.=80 ft 1 in Vert. =8 ft
WB FARM Plan: Plan 03
Geom:WB FARM
RS=500 5+00
6,6
3 7 Legend
EG PF 1
WS PF 1
Grit PF 1
4870- Ground
4
Bank Sta
4960
. c
a
o_
C,
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495D
4940
-':"C'77-77,7771
0 100 200 300 400 500 600
Station(ft)
1 in Horiz.=80 ft 1 in Vert.=8 ft
WB FARM Plan: Plan 03
Geom:WB FARM
RS=6G0 6+00
.07
0
3 Legend
EG PF 1
WSPF1
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Bank Ste
4960
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0 100 200 300 400 500 600
Station(ft)
1 in Horiz.=80 ft 1 in Vert.=8 ft
1 I 1 1 I I 1 1 1 I I I I I I 1 1 I I
WB FARM Plan: Plan 03
Geom:WB FARM
RS=1000 10+03
.07-
498O __ Legend
EG PF 1
WS PF 1
Ground
e
Bank Sta
4970
4950
4950
4940
0 100 200 300 400 500 500
Station(ft)
1 in Horiz.=80 ft 1 in Vert.=8 ft
WB FARM Plan: Plan 03
Geom:WB FARM
RS=1300 13+00
O7
Legend
EG PF 1
0- WS PF 1
Crk PF 1
Ground
Bank Ste
4970
c
0
a)
a)
w
4960
4950
0 1C0 200 300 400 500 600
Station(ft)
1 in Horiz.=80 ft 1 in Vert.=8 ft
1 1 ! 1 1 f ! 1 I 1 1 1 1 1 1 1 1 I 1
WB FARM Plan: Plan 03
Geom:WB FARM
RS=1600 16+00
.07 —— —
Legend._.
EGPF1
WSPF1 :
Ground
•
498O Bank Sta
4970
.3
a
W
41380
49504
0 100 200 300 400 500 S00
Station(ft)
1 in Horiz.=80 ft 1 in Vert.=8 ft
1
I I 1 I i I 1 1 1 I I 1 I 1 I I 1 I I
WB FARM Plan: Plan 03
Geom:WB FARM
RS=19C0 19+00
.07.
Legend
EG PF 1
WS PF 1
Ground
4
Bank Sta
4980
4970
w
w
498O
4950.,.
0 100 2W 370 400 500 670
Station(ft)
1 In Horiz.=80 ft 1 in Vert.=8 ft
I 1 I I i I 1 I i I I I I I i I 1 f I
WB FARM Plan: Plan 03
Geom:WB FARM
RS=4LU0 20+03
Legend
............. ....
4920
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Ground
4
Bank 5th
4990
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0 100 200 30D 400 500 BOO
Station(ft)
1 in Horiz.=80 ft 1 in Vert.=8 ft
I 1 I I I 1 I I 1 1 I I I I I I I 1 1
WB FARM Plan: Plan 03
Geom:WB FARM
RS=2100 21+00
- 07--__._..._._.------>
Legend
EG PF 1
4990 WS PF 1
Grit PF 1
Ground
Bank Sta
4980
C
0
u
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497O
4980
0 100 200 300 400 500 800
Station(ft)
1 in Horiz.=80 ft 1 in Vert.=8 ft
V,vr.B, FarnIS Estates Subdivision
-' Drainage Report
Weld Cour Y'. Colorado
•
S-I IJ✓ ,I,I C
DRAINAGE CRITERIA MANUAL RUNOFF
-
TABLE 3-1 (42)
-
RECOMMENDED .RUNOFF COEFFICIENTS AND PERCENT IMPERVIOUS
LAND USE OR PERCENT FREQUENCY
SURFACE CHARACTERISTICS IMPERVIOUS 2 5 10 100
— Business:
Commercial Areas 95 .87 .87 .88 .89
Neighborhood Areas 70 . 60 .65 . 70 .80
Residential :
Single-Family * .40 .45 .50 .60
— Multi-Unit (detached) 50 .45 .50 .60 .70
Multi-Unit (attached) 70 .60 .65 .70 .80
— 1/2 Acre Lot or Larger * .30 .35 .40 .60
Apartments 70 .65 . 70 .70 .80
Industrial :
-
Light Areas 80 .71 .72 .76 .82
Heavy Acres 90 .80 .80 .85 .90
-
Parks , Cemetaries: 7 . 10 . 1& .25 .45
Playgrounds : 13 . 15 .20 .30 .50
Schools: 50 .45 .50 .60 .70
Railroad Yard Areas 20 .20 .25 .35 .45
- Undeveloped Areas :
Historic Flow Analysis- 2 (See "Lawns")
Greenbelts, Agricultural
Offsite Flow Analysis 45 .43 .47 .55 '' .65
(when land use not defined)
- Streets:
Paved 100 .87 .8$ .90 .93
Gravel (Packed) 40 .40 .45 .50 .60
-
Drive and Walks : 96 .87 .87 .88 .89
Roofs: 90 .80 .85 .90 .90
Lawns , Sandy Soil •
L0 .00 .01 .05 .20
Lawns , Clayey Soil 0 .05 . 15 .25 .50
-
NOTE: These Rational Formula coefficients may not be valid for large basins.
- *See Figure 2-1 for percent impervious.
11-1-90
-
URBAN DRAINAGE AND FLOOD CONTROL DISTRICT
1 1 I I i 1 I 1 1 1 1 1 I I I I i I I
TIME OF CONCENTRATION
SUBDIVISION WB FARMS ESTATES
SUB-BASIN INITIAL/OVERLAND TRAVEL TIME Tc CHECK FINAL REMARKS
DATA TIME(Ti) (Tt) --� URBANIZED BASINS Tc
TOTAL
DESIGN AREA Cs LENGTH SLOPE Ti LENGTH SLOPE VEL 7t COMP LENGTH Tc=(L/180)+10
AC FT % MIN FT % FPS MIN rc CHECN FT MIN MIN
(1) _..__(2)._.__... (3) (4) ._---(5) (61_ - — (8) (9) (10) (111) --,- •-(12) (13) -• - (14) _. _.._.
OFFSITE
A 267.20 0.15 100 2.5 12.8 5900 2.5 2.5 39.3 N/A 51.9
1 2.30 0.15 100 2.5 12.8 900 2.5 2.5 6.0 N/A 18.8
B2 11.40 0.15 100 2.5, 12.8 1100 2.5 2.5 7.3 N/A 19.9
Cl 1.00 0.15 100 2.5I 12.6 N/A 12.6
C2 10.00 0.15 100 2.5 12.8 1200 2.5 2.5 8.0 NIA 20,6
ONSITE
I T.-._.__28.40 0.15 100 __-2.5 12.6' 1500 2.5 2.5 10.0 1V/A 22.8_
A -------9A0--_ 0.15 - -100 2,5 ----12.6 4300 2.5 2.5 8.7 N1A ,------------•- - --- ---21.3-__.__-_.--_-..---
B_---_-----1.90 0.15 100 2.5---12.8; 1400 1.2 1.2- 19.4 WA "-__.___-----_-•-•.---.-------32.0 ----
C 5.88 0.151 100 2.5 12.6 14_50 ---2.5 2.8'._. 9.7 wA._.__._--------_.._.___.--------2_2.3..__._---.._._..__.
D ------6.84--- 0.15 100 __-2.5 12.6 1200__ _ 2.5_--- 2.5 ----S.Q--WIA -----1---------- ---1-----------..---- ..,20- .6.-----------------
E 5.18 015 100 2.5 12.6 8103.0 3.0 4.5 N/A _ 17.1
TOTAL 28.40 0.15 100 2.5 _--12.6. 1780 2.5 2.5 11.9 N/A _-- ----_ 24.5
Prepared by DIANE M HOUGHTALING 4/3/03
LIDSTONE & ANDERSON, INC. 1994 (BASED ON NOAA ATLAS, 19737)
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0 10 20 30 40 50 60
TIME IN MINUTES
INTENSITY-DURATION-FREQUENCY CURVES
GREELEY, COLORADO
" FIGURE 3-I
Public Wor1m
nVNOr
BASIN 1 AREA 1 TOC !INTENSITY! Q
ACRES I MIN ! REHR I CAS
-
OFFSITE t I 1 I
81 J 2.31 18.6! 5.80! 6.7
- B2 11.4! 19.91 5.55! 31.6
C1 1.0! 12.6! 6.85! 3.4
C2 10.01 20.6 5.50 27.5
-
ONSITE
!
I i
HIST 28.41 22.61 5.151 73.1
1 9.01 21.3! 5.401 24.3
- 2 ! 1,91 32.011 4.251 4.0
3 5.71, 22 31 5.251 14.9
4 j 6.6! 20.6 5.50] 18.3
5 ! 5.2! 17.1 , 6.00! 15.5
- TOTAL ! 28.4! 24.51 5.00! 71.0
W.B. Farrr35 Estates Subdivision
Drainage Report
We'd County, Colorado
APPENDIX
Y n D
1 1 1 1 I ) 1 1 1 1 1 1 1 1 I I ! I !
CivilTools
CivilTools ROUND CULVERT DESIGN
Calculate the headwater depth required for a round drainage cuivert to pass tree design flow
Headwater Depth Calculation for a Round Pipe Culvert
INPUT DATA --�
Pipe Diameter(D):18 Inches
Pipe Length (L):40 feet
Pipe Slope:0.40%
Design Q (Qd):7.00 cfs
Pipe and Entrance Type: red to select
Pipe and Entrance Type:Concrete pipe with bell end projecting
Manning's'n':0.013
Tallwater Depth (TIN):0 feet
OUTPUT SUMMARY
Culvert is flowing:Full
Headwater Depth (Hw) is:1.80 feet
Culvert will operate under Outlet control
Normal Flow Depth (Dn) is:18 Inches
Flow velocity in culvert is:3.96 ft,/s
Flow velocity at outlet is:5.47 ft./s
Date: 4/4/2003 Time: 9:52
CivilTools
CivilTools ROUND CULVERT DESIGN
Calculate the headwater depth required for a round drainage culvert to pass the design flow
Headwater Depth Calculation for a Round Pipe Culvert
INPUT DATA
Pipe Diameter(D):36 Inches
Pipe Length (L):52 feet
Pipe Slope:0.80%
Design Q (Qd):48.00 cfs
Pipe and Entrance Type: on red to select
Pipe and Entrance Type:Concrete pipe with bell end projecting
Manning's'n':0.013
Tailwater Depth (TV :0 feet
OUTPUT SUMMARY
Culvert is flowing:Part Full
Headwater Depth (Hw) is:3.52 feet
Culvert will operate under Inlet control
Normal Flow Depth (Dn) is:24 Inches
Flow velocity in culvert is:9.38 ft./s
Flow velocity at outlet is:9.38 This
Date: 5/21/2003 Time: 9:21
OEM
b) Solve for depth given Q and channel dimensions
V S._ '.I _ I.T. Base Width(B):2 ft.
— ~~ r 73 Side Slopes(SS) 4 H:1V
ill C
` « (•4Mannings'n':0.026
Bed Slope(S):1.000d/.
Ni -' 1) 44•..' Flow Rate(Q):56 cfs
Flow Depth(4):1.47 ft.
Flow Area(A):11.58 sq ft.
Wetted perimeter(P):14.12 ft.
Flow Velocity(V):5.01 ft.'s
Flow is:Subcritical
-- Critical Depth(Yc):1.44 ft.
Sediment transport size(D75):1.1 Less than 0.25 inch
S C:..ti Z 2 b) Solve for depth given Q and channel dimensionsIIMIll
2,' ! Base Width(B):2 ft.
T':' ; V e 7 g Side Slopes(SS):4 H:1V
+';'. • ,4oMannings'n':0.027
Bed Slope(S):1.500%
f� Flo
Flaw Flow Rate(Q):4 cfs
N V d t s f 6. ±) t� E' ICI• _ Depth(d):0.40 ft.
0 Flow Area(A):1.42 sq.ft
Wetted perimeter(P):5.27 R
0,—..
Flow Velocity(V):2.81 Ws
Plow is:Subcritical
Critical Depth(Yo):0.38 ft.
Sediment transport size(D75):0.5_ inches,approx.
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MIMI
- i.30..I e. 3 b) Solve for depth given Q and channel dimensions
J . 1O Base Width(B):10 ft.
•
Side Slopes(SS):4 H:1V
-.. �l,Z %.3 Z •�� Manninge'n':0.027
Bed Slope(5):0.900%
�� rt t - Flow Rate(O):103 cfs
N 0 KIT —_..----
� .,.. � �'r�, �� Flow Depth(d):1.32 ft.
-- O Flow Area(A):20.18 sq,ft.
Wetted perimeter(P):20.89 ft.
Flow Velocity(V):5.10 ftJs
Flow is:Subcritical
�- Critical Depth(Yc):1.25 ft.
_Sediment transport size(D75):1.1 Less than 0.25 inch
PL1651
2004-0676
Large Map Located in Original File
Grading and Erosion Control Plan
Not Scanned
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