HomeMy WebLinkAbout20194248.tiff USE BY SPECIAL REVIEW (( SR) APPLICATION
tail= DEPARTMENT OF PLANNING SERVICES ' 1555 N 17 '" AVENUE ' GREELEY. CO 80631
i r vfildezni Cern ' 9704OO-6100 ' FAX 970-X4 -6498
i L I LANNIN Lc gTyEMT USE. DATE RECEIVED
6 AMOUNTS _ CASE # ASSIGNED
IArrucAnoN RECEIVED BY PLANNER ASSIGNED
Parcel N1/4:r'• r'' 1 I ` 1_ . k 0 - 1 , . O - 0 I it rA , u dhg.t number on lax I 0
information. obtainable at
Ad�;ress cf sate .... . SCcL \t7PP33 ..., ...manyeom)
Logal Descrtipt ►on _ _ Section [ U Township: 3ti N Range : SLWAI,
Zone D,s'r,ct _ _ Acreage ._ a Ploadpiain V N Geological Hazard V` N Airport Overlay: V N
ELLIZWNcj.q$ 1 OF_ THE PROPERTY .
�,Name _ v .. Itikisecc
Company _psi
Phone # :jet c . Email . T C ) 10 g DC O
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Street Address ` C °V'\t7 . .Ciryhate/ZipCode ., 0
Name
Company
Phone # Email _
Street Address:
-- - - - -C tty/State/Zi.p Code: -
Name.
Company:
-
Phone #: Email:
Street Address:
City/State/Zip Code:
APPLICANT OR AUTHORIZED AGENT: (See below . Authorization must accompany all applications signed by Authonzed Agents)
Name: Z 0CI Vetek. SCO ________
Company: -
Phone #: 70 S Cr - Email: _ 1H 15 0 0 . - •
Street Address: Vitt y R12 33 .Code: p k±fev ' liC± Cc' 9 ri L S ,
______
PROPOSED USE : u I pmt /tit
________vf,
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I (We ) hereby depose and state under penalties of perjury that all statements, proposals, andfor 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 all fee owners must be included with the
application . If a corporation is the fee owner, notarized evidence must be included indicating that the signatory has to legal
authorcty to sign for the corporation.
--- 6+ -46 7 at 1
S . at - , 0 ner or Authorized Agent Date Signature: Owner or Authorized Agent Date
V Ve- k.66 CO)
Print Name Print Name Rev 4,2016
Scanned with CamScanner
USR Questionnaire
PLANNING QUESTIONS
1 . proposed use of property is to build a shop to work on equipment (mechanic ) and park
trucks and trailers and additional equipment outside. basically a trucking company that
dispatches trucks and equipment to other locations thru out the area .
2 . This proposal is consistent with the weld county code chapter 22 of the comprehensive
plan because the area already has similar structures (the building ) and operations (semi
trucks , cranes, forklifts and trailers ) throughout the area within a 5 mile radius of the
address
3 . This proposal is consistent with the weld county code chapter 23 (zoning) because the
area already has similar structures (the building ) and operations (semi trucks, cranes,
forklifts and trailers) throughout the area within a 5 mile radius of the address
4. There is a turkey farm to the north . Anadarko is a commercial site right down the road
that has crane and truck traffic in the surrounding vicinity, there is also oil tanks and
oilfield equipment throughout the area
5 . Monday through Friday 7 am to 5pm
6. 10 to 14 full time employees . Most employees do not work at shop and will not be at
shop throughout the day there will only be 5 to 7 employees that stay at the building
full time.
7. No shift work employees will be working during the day and no night shifts
8 . 10 to 14 full time employees per day
9 . No animals
10 . 7 acres of class 6 road base
11 . 16 parking spaces
12 . Existing ng landscaping is flat raw land proposed is 7 acres of class 6 road base a parking
lot and a tree line surrounding the property possibly 6 foot chain- link with earth tone
slats
13 . creening will be provided by the tree line or 6 foot chain- Link earth tone slats
14. tree line that surrounds the property
15 . remove road base
16 . Employees and local fire department
17 . ►lready began communication with Neighbor on west side of property and agreed to on
site landscaping on west side of property, within first 5 years , can be sooner if
requested there will be a detention pond on the north side of the property
Engineering questions
1 . 14 to 16 roundtrips per day
2 . Mainly off CR33 and CR36
3 . 50% from the north and 50% from the west
4 . 7am (employees arriving to work)
5 . Off of CR 36
6 . Detention pond will be on the north side of the property full drainage report will be
submitted as soon as i receive it from the civil engineer.
Environmental health questions
1 . commercial well is available on existing 30 acre parcel. once recorded exemption is
approved I can apply for a full use commercial well on the 10 acre parcel.
2 . New septic system proposed
3 . Equipment and trailers
4 . Oil will be in containers that have anti spill devices to prevent spills (see attachment)
5 . No fuel storage
6. washing of vehicles will be seldom if at all
7 . Proposed installing a standalone tank as advised by Lauren lite
8 . No air emissions proposed
9 . not applicable
10. not applicable
Building Questions
1 . Steel building 100' x 150' ( 15 , 000 square feet) only thing proposed
2 . No existing structures used this was previously raw land
3 . Steel building will be used as a shop with a office . land will be used as equipment
parking
•
FOR, COMMERCIAL SITES, PLEASE COMPLETE THE FOLLOWING INFORMATION
BUSINESS EMERGENCY INFORMATION .
► 54,1 0���ine" �Pr�on�. @l3stiLl-
Address. 161 /At 3 l ; if City, ST, �� Of izgot65 I
Business Owner et ktelatScoPhone: ]k4 S 9 3 Sileiw
cue dreg �Y'C , ST, r • çAit'ttVitIt S5 $aSft
P
List three persons in the order to be called in the event of an emergency:
NAME TITLE ADDRESS PHONE
cAy : cAteksc ) ter See
55 33 i 41 .cid 61 ?AIM sic
1--et _ _ 550 tyvey A. 71\it slider 1p ;17 ‘1" e
Athfr___ALuiter_ _
Business stviteiC"
Hours: e7A 0otiS
Type of Alarm: Vi None • Burglar a Holdup MI Fire ❑ Silent D Audible
Name and address of Alarm Company:
Location of Safe:
*+ ********************i4*i11Fir********************************* *************it******************************E***********************
MISCELLANEOUS INFORMATION :
Number of entry/exit doors in this building: Location(s):
Is alcohol stored in building? O_ _Location(s):
Are drugs stored in building? NO Location(s):
Are weapons stored in building? NO Location(s) :
The following programs are offers s a public service of the Weld Coun heriff's Office. Please indicate the
programs of interest. Physical Security Check Crime Prevention Presentation
UTILITY SHUT OFF LOCATIONS: im
Main Electrical:
Gas Shut Off:
Exterior Water Shutoff:
Interior Water Shutoff: _
Scanned with CamScanner
WELD COUNTY PLANNING
Completeness Review
3 . a. please see attachment
4 . Please submit proof of applying for water and septic . ( permits/receipt
5 .
5 . a. i have to wait for the recorded exemption before i can submit the water well
application (because the parcel number will be different)
5 . b. septic permit was submitted today
6 . The questionnaire needs to be more detail .
7 .
7 . a. Explain every aspect of your company even the part not on the actual property.
7.b .
7 . b. i. I am building a mechanic shop and leasing it to a trucking/crane
company I will be the mechanic in the shop working on their equipment
and managing their vehicles.
7 .c. Explain any future plans if there are any.
7 .d.
7 . d . i . no future plans
7 .e. The more overall detail the better. For example , questions 1 -4 need more detail .
7 .f.
7.f. i .see the attachment for more details
BUILDING COMMENT
No comments.
PUBLIC HEALTH COMMENTS:
Need more detail on what the use is ,
o use will be a mechanic shop that fixes semi trucks and other related equipment
i . e . , trailers cranes forklifts pickups
- Is this a company that works on trucks full time?
Weld County Department of Planning Services
1555 North 17th Ave, Greeley co 80631
Phone: 970-400- 100
Fax: 970-304-6498
WELD COUNTY PLANNING
Completeness Review
o no , the company will be a trucking and crane company that works in the area we
will only work on equipment when required , other than that it will be a
storage/office building
Do people come and get trucks and leave?
a
o yes , the trucks will be parked at the yard and when the employees arrive they will
park their personal vehicle at the yard and drive the semi trucks to the job site
- Need a copy of the well permit.
- Is a house going to be constructed ?
a
o no , only a building
You cannot use a sand/oil interceptor for floor drains; must drain into a separate tank.
Will there be fuel storage and how much ?
o no fuel storage
Need much more detail on everything .
o please see updated usr questionnaire
PUBLIC WORKS COMMENTS:
- The applicant shall submit a preliminary► drainage report (The "7-Day " application stated
that a full drainage report will be submitted as soon as the applicant receives it from the
civil engineer)
o will have by the end of the week
The applicant shall submit a Traffic Narrative .
o contacted them today and they advised it would be 2 -3 weeks for the traffic
narrative
Weld County Department of Planning Services
1555 North 17th Ave, Greeley co 80631
Phone: 970-400-6100
Fax: 970-304-6498
ROCKY FUdge
1 E riStelee
: -
Final Drainage
.
- Erosion Control Report
Velasco Parcel .
16955 WCR 33
Weld County, CO
Prepared for:
f
JOEL VELASCO
16955 WCR33
Platteville, CO 80651
701 . 893 . 5184
•
Prepared by :
ROCKY RIDGE CIVIL ENGINEERING, LLC
420 21st Avenue, Suite 101
Longmont, CO 80501 -
3 03 . 651 . 6626
April 2019
Revised July 2019
Revised September 2019
RR CE Job# 793-1
Certificate of o liance
• .
. .
"I hereby certify that this report (plan) for the final drainage design of 16995 WCR 33 ,
was prepared by me (or under my direct supervision) in accordantgait_ pI ::provisions of
Weld County Storm Drainage Criteria Manual for the owners *;ZIL633}4.19,
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Register` _ , i esswwna1{J h leer
State of Coil. ti/loff_. , 1r62
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Table of ontents
I. General Location and Description
114 Historical Drainage
III. Drainage Design Criteria
•
I . Drainage Facilities Design
V. Erosion & Sediment Control Measures
VI. Stormwater Quality
VII. Conclusion
Appendices
Figures
Hydrologic Calculations
Hydraulic Calculations
Water Quality pond calculations
Excerpts from the Geotechnical Report
Map Pocket
Grading & Drainage Plan (Sheet 1 )
Erosion Control Plan (Sheet 2)
Erosion Control Details (Sheet 3)
I. General Location & Description
Location
This proposed facility is located on a parcel of 30 acres . The portion to be developed is
the northwesternmost 3 .5 acres . This Site is located on the southwest corner of WCR 33
WCR 36, otherwise described as a portion of the northeast quarter of Section 10,
Township 3 N, Range 66 . The site use is largely agricultural. See Figure 1 in the
Figures Section of the Appendix.
Topography and Property Description
The historic drainage within the proposed development is somewhat flat and sheet�flows
across the property with an average slope of 2% from south to north for the entire area.
The southern portion of the 30 acres slopes at a 3 % slope and the southern end slopes at
about 1 % . The soils in this area are largely a sandy type, therefore, the Hydrologic Soils
Group was classified as Type ' W .. There are excerpts of the recent geotechnical report
found the last section of the Appendix.
The property will be developed into a small office area with a warehouse/maintenance
facility to service vehicles. The majority of the 15 acres will be graveled (northwest
corner) with the balance of the site (26 . 5 acres) vacant.
IL Historic Drainage
Major Basin Description
This site, located in Weld County, is predominantly surrounded by agricultural lands,
The project site lies in a FEMA designated area, Zone X: "area of minimal flood hazard".
The Site is located in the Flood Insurance Rate Map (FIRM), Community Panel No.
08123 1910E with a revision date of 1/20/2016 . This panel is not printed due to the low
risk of flooding.
There are no streams through the site. The property drains to the north of the site. The
overflow point is WCR 36 .
offsite Runoff
The offsite runoff that comes onto the site is coming from the south. We have attached a
copy of the quad map that shows general topography of the area (see Figure 2 in the
Figures Section of the Appendix). This area is not quantified and will pass through
Basin. B easily since the development in that basin only includes 3 total buildings and
some various gravel drives.
III. Drainage Design Criteria
The County of Weld standards were used as the basis for developing the drainage plan.
The County' s criteria is largely based on "Urban Storm Drainage Criteria Manual"
(USDCM) .
The hydrological criteria used for this report was based on the USDCM available on line.
The Rational Method was used to determine the 5 and 100-year peak runoff values.
Rainfall Intensity was based upon the Time Intensity Frequency Curve data taken from
Runoff coefficient values were taken from Table 6-5 of the USDCM. Flow calculation
tables are found in the Runoff Calculations Section of the Appendix. There is one plan
in the map pocket showing the flow patterns of the site which contains the grading pian
for the entire site which is the major piece to this report.
The hydraulic criteria is found by using the Mannings Formula based software called
Flowmaster (Haested software) . The CMP line in the roadside ditch in front of the site is
calculated.
IY . .. Drainage Facility Design
There are only two onsite basins to be modeled with this site, Basin A and Basin B . As
described before, Basin A is the developed portion of the 30 acres . Basin B will have no
new development on its site. Both basins had composite impervious percentages
calculated according to the different construction proposed in each basin.
Basin A:
Basin A (3 . 5 acres) is the west third of the development and is 60% .covered in gravel.
There is the main warehouse with 4 concrete aprons at the entries. The flow generated
from this basin is 2. 8 cfs for the 5-year storm and 9. 6 cfs for the 100-year storm.
Because Basin A does not generate 10 cfs for the major storm, the site can take advantage
of the Weld County variance to the specifications. No pond for Stormwater quantity will
be required for this basin at Design Point 1 (DPi ) . Since the owner anticipates that at
buildout, there will be some vehicles parked outside of the proposed building, there is a
water quality pond being proposed in the northwest corner of the site.
Basin B :
Basin B is the easternmost 263 acres of the Site and will convey the overland flows to
the north (WCR 36) as well to DP2 . The flow generated from this basin is 116 cfs for the
5 -year storm and 44 .2 cfs for the 100-year storm.
The majority of the area will be undisturbed with the entirety of the development minus
some minor gravel work for drives. There is no proposed detention pond for this basin
due to the fact that the resulting impervious percentage after these negligible
improvements is 2% (see Runoff Calculations Section of the Appendix).
1
•
V. Erosion and Sediment Control Measures
• Silt fence will be installed along the north side of Basins A B and the east side of Basin
B . In other words, it will be installed along the south side of WCR 36 and the west side
of WCR 3 , It will also be installed around any stockpiling areas. These two locations
are currently identified on the east and the south sides of Basin A. Wind erosion will be
mitigated by onsite water trucks by the earthmoving company.
Vehicle tracking control will be installed, at the north entrance to Basin A off of WCR 36.
It is essential that all of the BLIP areas ,are well inspected, cleaned, and maintained every
two weeks or after every significant storm event to insure the erosion control measures
are working effectively.
As areas are brought to finished grade, the final preparation will be surface roughening
and mulching in areas not receiving other landscape treatment. Other areas likeconcrete
washouts and fuel containment areas will be identified once the . contractor has been
selected. There are placeholders on the plans for those items currently.
5
VI. Stormwater Quality
The permanent BMP for the site is the gravel area in Basin A. With the slope between 1
and 2%, the majority of the sediment in the stormwater will settle out. The time of
concentration for this property (23 . 6 minutes) is long and will provide good water quality.
As mentioned in Section IV, there will be some vehicles parked outside of the proposed
building, and therefore, there is a water quality pond being proposed in the northwest
corner of the site . There is a section in the Appendix that sizes the water quality pond
and details the level spreader that will allow the release from said pond to sheet flow to
the north into the south roadside ditch of WCR 33 .
The stormwater management permit of the County and the State will be acquired by the
contractor once that company has been selected.
VII. Conclusion
In conclusion, the 30 acre site of the Velasco Parcel will be developed assuming
industrial use . The major ( 100-year) storm will be collected into the on-site facilities .
Storm water quality measures (permanent BMPs) have been proposed for the development-
to insure a cleaner runoff downstream.
The results of this study indicate that the proposed development will conform to the Weld
County' s requirements . The historic flow patterns and runoff amounts will be maintained
in such a manner that it will reasonably preserve the natural character of the area and
prevent property damage of the type generally attributed to runoff rate and velocity
increases, diversions, concentration and/or unplanned pending of storm runoff for the
100-year storm.
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Hydrologic Calculations
DRAINAGE CRITERIA MANUAL (V 1 ) RUNOFF
Table RO-3 Recommended Percentage Imperviousness Values
Land Use or Percentage
Surface Characteristics. . . . . . . . . Imperviousness
Business: .
Commercial areas 95
Neighborhood areas 85
Residential :
Multi-unit (detached) 60
NN.
!OLIO-unit (attached) 75
Half-acre lot or larger
Apartments - 80
. . . . . �. ..l .,.11 If1i1NWW MNINIFMMWIWNN+YfINIMINMMMM�NM WYMMY
Industrial:
Light areas
"".... " ""'I""•I•""""'I.I'"f I It'!11' h ht, NI.71-III -`•- -------- i'•III.11'i1tli1pg1111NI1UY11UN11
Heavy areas =80
. . . �MM�1+1111MNIFL4N1'FIMIMIYIFIFMIFMNM
Parks, cemeteries 5 -
Playgrounds 10
Schools 50
.. . - NNIN.MININ,N
Railroad yard areas 15
NN«
Undeveloped Areas:
Ib _-........................... .......WINNNHNNi W+•Iw
Historic flow analysis 2
Greenbelts, agricultural 2
' I 'IP(/I(.1!'7f I "'''' ''•'•`I•Illtm'NIIN•IINIIIIIINII.IN•IbY...
Off-site flow analysis 45
(when land use not defined)
••,••••• •• ••,•,••mot __ ••^ ... NMIIYlINNNy 11NN'•{'INMI�Nh MN1
Streets;
Paved 100
WWNINNI -
Gravel (packed) 40
4NIWN`i11NNii11MrNYN ........ .
Drive and walks 90
li,, ...,...n.......�........�,..._L� -. .. Nw. �.. , .. . ... . . I . . .
Roofs 90
Lawns, sandy soil 0
Lawns, clayey soi I p
•
•" "„""""'I1I'tI"I'{I`IIN•1 `( -` { II'i"IINN1/IIIIpNNNp•I.N1I•Ar...L•.-..INIY•L. .IIil1AAN.AA1• '
* ee figgin- through RO-5 for percentage imperviousness.
= KA + 1 .31P P ,-•• 1 .44i2 + 1 . 135i -, Q. 1 for CA 0, ether {rise CA = } (RO-6)
CCD = Ka, + (0. 858i3 — 0. 78612 + 0.7741 + 0.04) (ROJ)
Ca _ (C, + CcD )1/2
- '
2007-01 RO-9
Urban Drainage and Flood Control District
}
DRAINAGE CRITERIA MANUAL (V. 1 ) RUNOFF
Table RO-5— Runoff Coefficients, C
.. HI .H.Y.Y. K1........3r - •• • •• ��•• •• • • I�\� I't11 I • M+IYI�,MI,�I t 1 MtPP nIMlMYln,lhiMlh......p.d......
Percentage
Imperviousness Type C and D NRCS Hydrologic Soil Groups
- .. MI
-. r 5:"
- r 10- r 25- r . 50-. r . 100- r
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IMII
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n.M 11NNr1
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.MM MfIt,MTMYH MI H1111HM INII,.NN .
15% . 0 . �14 0424 0 . 32 .. . 0,43 0.49 0. 54
n_I w+YY-MYYI IM1H
20% 0 .25 0. 34 0.44 . 0.50 0.55
M.1HHIYMA..1MM.j1,I W t,MM MMIi
25% 0 .20 0 .28 0.36 0 .46 0,51 0. 56
1M1 30% .M,M,M 0 .22 - 0. 30 - 0 .38 rigi0, 47 0 .52
57
35% 0.25 0.33 0 .40 0.48 0. 53 0.57
• .MNIM .
bl
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.„iN
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ININI -
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..y 1
60% . 0441 0.46 0.51 0.57 . . 0,50 0.53
. N.
I.ilaiYi
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.Mi1M.M S144144 _
w
70% 0.49 0 . 53 6�y
8
.trip., ... nMI.M.MM M1MN1
751 0 .54 .. 0. 58 . . . . . . 0.52 . . 0.00 0 .68 0. 71
MW
80% . .0. 80 . . 0.63. 0M6 0.70 0. 72 0. 74
p„ InI M.nM.l M.+1.,1
85% .0. 66 0.68 . ... . . 0 /1 . 0.75 0.77 0.70
MN1M.IMM
90% . . 0.73 0 .75 0.77 0 .80 0.82 0.83
1
MiYI YI�IM�M{YiWY
95% 0.80 0 . 82 0.84 0 . 87 a. 0.88 0 . 80
100% 0 .89 0. 90 MIiH wMiiY 0.92 0. 94 0 .95 0. 96
M HIMIMMi1M.YY1"o•..•.. . ..o, ..
TYPE B NRCS HYDROLOGIC SOILS GROUP
1S.4444441 YH..tI HwM1.HM YU hi
.. .. . .. .....
t
0% 0402 0,08 0:15 0.25 0430 0.35
� � `�/�r, N,1MwNMN 111rr1 r`/�.J1 //mil■//��)j ,{f�je �/{�] n1Nnln arming mint num5
HY 0.04 0 . .TMMnffMl w 0. 19 0 .`Y .�11�Mfl Y . Y •0.38
10°l 0.06 0 . 14 0.22 0 . 31 026 0 , 40
flH.NNIIMMINw
15% 0 :08 0. 17 . 0 .25 0. 33 . 0 .38 0 .42
MNMUMItliHy"""'._YS,�,•�••IInk . I,f1n L1IMNw1YY.r '
2010 mm, 0,12 0.20 0 . 27 0.35 . 0.40 0.44
25% 0, 15 . 00.22 -. 0, 30 0.37 . - 0.41 - 0.46
MIHAH.YW
30% 0. 18 .25 0.32 0 .39 0.43 0 .47 _. ._..
N.tHNHW l 1.IMMH 1
35 %0 0.20 0 . 27. . .. 0.34 0 .41 0 .44 0 .48
H.f. MnNtr
40% 0 .23 0 . 30 0 .38 0.42 0 .46 0 . 50
45% 0 .25 0.32 .. ..:.:... 0 , 38 0.44 0.48 0. 51
MYIMM 1414/1.114111
M•M„n, 50%. . .. . . . 0 .1429 1114114414 0,35 0. 40 0.46 0.49 0,52
55%114114 .... ... .. OY33 - ...0 .38 0.43 0A8 0. 51 0454 .
MI . . 14x.1414111114 141411 n,n,MM,MMMMr.N1W
60% . . 0.37 0 .41 0.46 0 .51 0 :54 0 .58
_ NnM„Mn,1n. N�NM.• n.w14ik . ......Y� •••T••• • .. •4 •••.•y+
.... 65 0 .41 0 . 45 0 .40 0. 54 0 .57 i , 56
.... MN+Mi10 M,MIn -
70% 0 .45 0,40 0 .53 0.58 0, 60 . 0182
- Y M11M.YMLMw YMi Y.M11}YYjYYi w I I4aaeHYYi.MYw1Y1Y
75% 0, 51 0.54 . 0, 58 0.02 0.64 . 0.0 8
Mi MtMMMN1
80% 0.57 0 .50 0.63 0 .58 . . . . 0.68 - 0 .70
. . . ntirHltMr . .
85% 0.53 0 .66 0.69 . . 0 .72 ' .. 0.73 0 .75
90% .YIYHMi - nynrw
0 .71 0 . 73 0 .75 01.8 0 .80 : ... 0, 81
95%) ::: . . . 0.81 0 . 83 .0+85 0. 87 0.88
I MIMMFH1Mi 1411 M1uu w".."100 % 0. 89 0 .00 0. 92 0.04 0.05 0.96
M,N.MIM1
2007-01 RO- 11
Urban Drainage and Flood Control D trict
• Cfactors & Impervious %& 5/10/2019
•
16955 ''SCR 33 •
,
BASIN A AREA (s ) . C2 C5 C10 C100 /0 EATERY
. . . ..
GRAVEL STORAGE AltEA 9 0 .28 0.35 0 .42 0.5 8 40
R OF/BBL IL.DING 13000 0,73 0.75 0 .77 0. 83 90
a AL , PANS, APRONS 3500 0,73 035 0 .�J7 0. 83 90
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0,26 Total Basin Area
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C 10� 0441 Basin Imps+ rvious
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GRAVEL DRIVEWAYS 2000 0.30 0 .36 o'a 3 0 .65 40
EX. HOUSE 1500 0.74 0.77 0.79 0. 85 , 90
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LAWNS LA i.N_ative gasses 1149587 0.01 0.05 0. 15 0.49 2
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10— 0 , 15 r Basin Imp�eio'us
C100� 0.49 2%
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WM EN . • ' REFERENCE..
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Base map from U map for State Colorado, Rev 1980
_ 509 -
••
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BOULDER COUNTY
STORM DRAINAGE CRITERIA MANUAL FIGURE 502
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TIME I NTEN ITY - FRS F Y CURVES ZONE ' `N._.
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WING ENG. REFERENCE:
WRC TM- 1 NOV. 1983
510 -
Runoff 5/10/2019
16955 Weld County Road 33
SUB-BASIN DATA ITETTV-177— TRAVEL T ME (Tt} Tc CHECK Tc I 5-yr event 100 -yr event
BASIN AREA C5 LEND . SLOPE Ti LEND. SLOPE VD__ Tt COMP Te TOTAL Tc = MIN IC10 C 1 I 0 DESIGN
(Ac) �°�Q } ��� } (�� (%) (fps) {m � } �r� i LEN�TM ��� {Lf1 �a +� �J _.±T
(min) , in/hr cfs POINT
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A 8. 50 0 . 84 20 10 . 0 2 . 9 632 0 . 8 0 .4 23M 26.4 (nanurbanized area) 26 .41 0. 34 2.4 ! 2 . 8 0 . 58 I 4 / We _ 1 _
B 265U I 0 . 05 20 2 . 0 6 . 7 1560 0 . 8 0 .4 58, 1 64. 8 ; (nanurbanized area) 64 . 8 ! 0. 05 1 . 8 2 . 5 0 , 49 ! 3 .4 44.2 2
BASIN DETENTION- ERVER
Hydraulic Calculations
Roadside culvert west of entry
Worksheet for Circular Channel
Project Description
Worksheet Roadside culvert west of
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Capacity
Input Data
Mannings Coeffic 0.024
Slope 001600 ft/ft
Diameter 18 in
Results
Depth 1 .50 ft
Discharge 2.28 cfs
Flow Area 1 .8 ft
Wetted Perime 4.71 ft
Top Width 0.00 ft
Critical Depth 0.57 ft
Percent Full 100.0 %
Critical Slope 016964 ft/ft
Velocity 1 .29 ft/s
Velocity Head 0.03 ft
Specific Energ: 1 .53 ft
Froude Numbe 0.00
Maximum Disc 2.45 cfs
Discharge Full 2.28 cfs
Slope Full 001600 ft/ft
Flow Type N/A
Project Engineer: Mr, David Mayeda
c:\haestad\fmw\793-1 \project ] .fm2 Mr. David Mayeda FlowMaster v6, 1 [61401
05/10/19 12:39:50 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA (203) 755-1666 Page 1 of 1
Water Quality Pond Calculations
Detention Pond Sizing 9/8/2019
16955 Weld County Road 33
WO VOLUME REQUIRED
vvri-at- I tne- ciraining time for me reservoir (6, 12, 24, or40 hrs) . 40 Netermines
BASIN STORM AREA I Vgeneral WQ ' total Vtotal ALLOW. REL. RATE
(acres) (%) - (acre-feet) (acre-feet) (acre-feet) (cubic feet) (cfs/acre)
A Q only 3 . 55 38 . 34 ..- - - 0 . 0510.05 2 ,263 1 . 0
VOLUME AVAILABLE _ ---
Elevation h Ato p Abo tom pond Side Notes Event
ft sf sf I ..cf ± -ftSlopes
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4663 . 5 0 . 5� ._.. . w_ . 1 ,452 -- 242 0 . 0 '1 "4; 1 "
---484 0 . 5 2, 896 1 , 452 1 , 066 0 . 02 "4 : 1 " _ --...---
4854 . 6 0 , 6 4 , 676 2 , 396 _ 1 , 875 --- 0. 04 "4 : 1 "
W-SEL 4854.28 WQCV = 2263 CF
30184 0. 07
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16955 County Road 33
,r. Pl tt ill , Colorado
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Project No . FC08826- 125
a -7=
April 187 2019
Y
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•
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• 400 North Link Lane 1 Fort CoMllna, Colorado 80524
Telephone : 970-208-94-55 Fax: 970-206-9441
r
SCOPE
This report presents the results of our Geotechnical Investigation for the
proposed shop at 16955 County Road 33 near in Platteville , Colorado . The pur-
pose of the investigation was to evaluate the subsurface conditions and provide
foundation recommendations and geotechnical design criteria for the project. The
scope was described in our Service Agreement (Proposal No . F - 19-013 )
dated March 26 , 2019 .
The report was prepared from data developed during field exploration , la-
boratory testing , engineering analysis and experience with similar conditions .
The report includes a description of subsurface conditions found in our explora-
tory borings and discussions of site development as influenced by geotechnical
considerations . Our opinions and recommendations regarding design criteria
and construction details for site development, foundations , floor systems , slabs-
on-grade , and drainage are provided . The report was prepared for the exclusive
use of Joel Velasco in design and construction of the proposed improvements . if
the proposed construction differs from descriptions herein , we should be re-
quested to review our recommendations . Our conclusions are summarized in the
following . paragraphs .
SUMMARY OF CONCLUSIONS
1 . Soils encountered in our borings consisted of 9 feet of clayey sand
over sandy clay. Claystone bedrock was encountered in one bor-
ing at 26% feet to the depth explored .
2 , Groundwater was measured at depths of 14 and 17 feet. Existing
groundwater levels are not expected to significantly affect site de-
velopment.
•
JOEL VELASCO
16955 COUNTY ROAD 33
CTL I T PROJECT NO. FC08826-'[ 20 S •
CO 2D 36
' &TEC, g3
•
O 4
•
LEGEND :
(if)
'Mali INDICATES APPROXIMATE CO RD 34
a
0 LOCATION OF EXPLORATORY •
APPROXIMATE BORING VICINITY MAP
SCALE: 1 " - PLATTEVILLE, COLORADO AREA
0' 100' 200'
NOT TO SCALE
County Road 36
I \ Property Line
I S
ii
I
1 I
1
I Existing Residence
TH-1 111
OYAJ%Y ..lµ..
�d ' - :; _ I
y '} H L
ref- . .
.
ii ict
I 0) I
i Z1
Existing Garage 5
TH-2
Proposed Shop I 8
1
l I
I
1
i I
1
i
I • i
I .
• Locations of
J0E�. 1lELASCO
Exp Ior r� Borings
16955 COUNTY ROAD 33
CTL I T PROJECT NO. FC08826-120
FIGURE 1
TH- 1 TH-2
LEGEND:
0 :_ - -: ;/.°' 0
'
;°P.- -„; a , •
72P SAND, CLAYEY, MOIST, MEDIUM DENSE, BROVVN (SC)
_w r a �•* 11112 r a
r
-
r ■ �
a r
_ ' i a )
•■ a - !- 10/12 w" --17 CLAY, SANDY, MOIST, STIFF, MEDIUM BROWN (CL)
'� - - WC=2.5 5 e'
■ r, - - DD= 1V a
0 e
-aa Fa a SW=-0.5 Y=-V.5
a - a
'r — CLAYSTONE, SANDY, GYPSIFEREUS, MOIST, HARD,
■ - ■ • .
1- a - 'I. a - — BROWN WITH WHITE MOTTLING (BEDROCK)
/�{ 13/12 ' • ``13/1 2
1 Y ,iWC=19.9 �`y C=1 9.4 10 ,
'DD=112 , DD= 111
e SW=0.O a SW=0.0 _,
I' DRIVE SAMPLE . THE SYMBOL 11 /12 INDICATES 11
/ A e BLOWS OF A 140-POUND HAMMER FALLING 30 INCHES
. - WERE REQUIRED TO DRIVE A 2.5-INCH O. D. SAMPLER
. e2 — 12 INCHES.
12/12 11 /12
15 ' 2 WC=18. 1 e 15
DD=116
f SW-0. 1 2 WATER LEVEL MEASURED AT TIME OF DRILLING.
e e
do 40 • __ ,
e e
di 13/12 12/12
20 e 4J JWCtl &4 er \/VC= 19.5 20 ---- -
DD=114 DD=112
w SW=0.0 f 1 SW=0.0 —
w w
L....
or _ u.
o .
r I
0_ e 0
L '/- 01-1-1 NOTES:
13112
e
25 WC= 17.8 25
'' DD=112 1 . THE BORINGS WERE DRILLED ON APRIL 4, 2019 USING
I SW=0.0 — 4-INCH DIAMETER CONTINUOUS-FLIGHT AUGERS AND
A TRUCK-MOUNTED DRILL RIG.
2. THESE LOGS ARE SUBJECT TO THE EXPLANATIONS,
50/12
LIMITATIONS AND CONCLUSIONS IN THIS REPORT.
30 30
3. WC - INDICATES MOISTURE CONTENT (%).
DD - INDICATES DRY DENSITY (PCP).
SW - INDICATES SWELL WHEN WETTED UNDER
— APPROXIMATE OVERBURDEN PRESSURE (%).
-200 - INDICATES PASSING NO. 200 SIEVE (%).
LL - INDICATES LIQUID LIMIT.
35 35 PI - INDICATES PLASTICITY INDEX.
— UC - INDICATES UNCONFINED COMPRESSIVE STRENGTH (psfi) ,
SS - INDICATES SOLUBLE SULFATE CONTENT (%).
40 40
45 45 SummaryLogsof
Exploratory Borings
JOEL VELASCO
16955 COUNTY ROADe33 FIGURE 2
CTL I T PROJECT NO. FC08826-120
h : h : C o ALiiw AP
FR.,. c. VAOF nourRrrr 4 E LASC 0 P 1 L_ C ELI J E - :
ri ..LEVEL •
EP ELEV •iB545�a _C( leCLIPa portion of the Northeast Quarter of I .r ( `ls
EAST SIXTEENTH CORNER air,' _-
S-3 k 10, T.3N., P..6♦Wa
INSTALL 159 LF ,511NO Section 117. T.3N., R66W of the 6th PAL, County Cf Weld, State of Colorado. -
row 48 MBAR WITH 9F it CAP PROPERTY
2.5' ALUM. CAP LS 1237 IDI. 40' WOE INV IN (E) 4853.0 LINE
ACS INV OUT ('i 4853.3 14510, MOON.,RR,.66W _ .•
Eft1471:1?:.
— — — - - - - - 1(R. -56 - - - - - - - - - - - - - - - - - - - - - - - - — ' ' `: i '`. I
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PROP_ 15,000 SF o
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o. VE PIPE N . ...i.
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~ — — — HOUSE
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Lim
1 •` 5 — �. SPREADER
-
F GROUND WEST or SPREADER TO EXPOSE 8' OF SPREADER • ..
.� -' AND A DEPTH OF 4'. TOP OF SPREADER 4854.50 }"'
1 .05 I
• rip WE '��.� L, � '\ ._ �'_ • rf . NOTES: 1=III=III— -III- '5 R
• ti 1. SLOPE ON CONCRETE APRONS (T14E 4 ENTRANCES FOR THE IIIE III•�s �1 tN 1 ..
PROPOSED BUILDING IN BASIN A) IS AT A 5,G)% MAXIMUM. CC I ° :'' " :' ' —T.'`. tt 4� t1 • ' 2. THE WALES CN EITHER SIDE OF THE PRCPOSED IBUILDING IN C� I I—III—III—III—I •• ': . ' • - I I—III=III—I I
• 1` ; \ ti� --• ` BASIN A WILL. ORA1N TO THE NORTHWEST CORNER CF THE SITE. I DS _= ; -0i : 7 •_ -' .o _ ur
'a 1.
� LN. 4~�`%_ti --``4 3 OFETHERE I SITES A GRTHI$ MARh�ID UNE DEDNEATES EEEN TREE BUFFER ON THE WEST i�CHANGED EAST ENFRQM L—��1—III=1 I I—I ° . e' 4.. .
e a � ' I I=I 1-1 I —I 11— C. m
\ •% GRUEL i0 GRASS , �' i
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PARKING I I I 4• . .a. • ' •�� •a -III— I IIIQ r9
tit tit '•. �\_ 4.L TEMPORARY PARKING 'MU BE PROVIDED ON SITE AS NEEDED �JI i i I i111.f r 1• r I I—III • 1 I ° i I If PT I —� I I-I I n
\ti \ 1 "may •'" DURING THE BUILDING CONSTRUCTION FROCE55 I � i i I—� �� —� � I
\,t \\ 'ti \ \ _ ~— 1 _- " 4i 4-Z PICKUPS AND SMALLER VEHICLES WILL BE PARKED AS J
NEEDED NORTH OF THE BUILDING.
tij ti� ;,. •-_•� 4,3. LARGER SEMIS AND CONSTRUCTION VEHICLES WILL BE PARKED i LLJ
I. LEVEL SPREADER SECTION
V\ `L`s -- __—^t~- SOUTH DF THE BUILDING PS NEEDED. N.M.• LODKNG NORTH �J �+I
05
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DRAINAGE & EROSION CONTROL NOTES
PURSUANT TO THE MOST CJRRENTY 1kELD COUNTY MUNICIPAL CODE, THE PERMITTEE SHALL LOCATE, INSTALL, AND MAINTAIN ALL BEST n
MANAGEMENT PRACTICES, INCLUDING, BUT NOT LIMITED TO, EROSION CONTROLS, SEDIMENT CONTROLS, DRAINAGE CONTROLS, AND WATER
G
QUALITY BMPS AS INDICATED IN THE APPROVED STORMWATER MANAGEMENT PLAN (SWAP), THE FOLLOWING NOTES ARE A REQUIREMENT AND -T ;,
SHALL BE INCLUDED ON THE SWAP DESIGN DRAWINGS DEVELOPED FOR THIS PROJECT AND SUBMITTED FOR APPROVAL BY THE COUNTY. BMP �'
INSTALLATIONS SHALL BE INSTALLED PER THE COUNTY STANDARD DETAIL IN EFFECT AT THE TIME OF INSTALLATION OR PER THE APPROVED h
SWAP DESIGN DRAWING, A COUNTY APPROVED VARIANCE, OR A COUNTY APPROVED DESIGN DRAWING PLAN AMENDMENT.
1. THE PERMITTEE SHALL BE RESPONSBLE FOR REMEDIATiON OF ANY ADVERSE IMPACTS TO ADJACENT WATERWAYS, WETLANDS, STORM
SEWERS, STORM SEWER APPURTENANCES, OTHER PROPERTIES, ETC., RESULTING FROM WORK DONE AS PART OF THIS PROJECT U
2. SITE OWNER/GENERAL CONTRACTOR TO ENSURE THAT INSPECTIONS OF BMPS OCCUR EVERY 2 WEEKS OR AFTER EVERY PRECIPITATION I )
EVENT. ALL AREAS SHOULD BE FREE: AND CLEAR OF ANY DEBRIS OR TRASH AROUND CULVERTS, INLETS AND DRAINAGE PANS AND WILL BE ,
THE RESPONSIBILITY OF THE OWNER OR HIS/HER AGENT I r x °'
3, ADDITIONAL EROSION AND SEDIMENT CONTROL BMPS MAY BE REQUIRED DURING AND AFTER CONSTRUCTION AND SHALL BE EXECUTE]} AND -z" L., -.'-
COMPLETED BY THE PERMITTEE, THE PERMITTEE SHALL PLAN, INSTALL. AND MAINTAIN ALL EROSION, AND SEDIMENT CONTROL MEASURES.
INCLUDING DRAINAOE AND WATER QUALITY BMPS AS INDICATED ON THIS PLAN AND AS NECESSARY TO REDUCE THE DISCHARGE OF
POLLUTANTS TO THE MAXIMUM EXTENT PRACTICABLE ADVERSE IMPACTS, EROSION AND SEDIMENT DEPOSITION ONTO PAVED SECTIONS, INTO
STORM SEWERS, STORM SEWER APPURTENANCES, RECEIVING WATERS, OR OFF THE PROJECT SITE.
4. THE PERMITTEE SHALL TAKE APPROPRIATE PREVENTIVE MEASURES TO MINIMIZE TO THE MAXIMUM EXTENT PRACTICABLE DIRT AND MUD FROM .----
BEING TRACKED CR DEPOSITED ONTO PAVED SECTIONS VIA MULTIPLE SEDIMENT, MUD, AND CONSTRUCTION DEBRIS THAT MAY BE TRACKED,
DEPOSITED, CR ACCUMULATED ON PAVED SECTIONS, IN THE FLOW LINES, PRIVATE PROPERTY, AND/OR PUBUtr RIGHTS-CF-WAY OF THE I�1 W
COUNTY AS A RESULT OF THIS CONSTRUCTION PROJECT SHALL BE GLEANED ASSOCIATEDUP.
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5, THIS APPROVED SWMP DESIGN DRAWING, THE APPROVED S*R%lP NARRATIVE, A COPY OF THE STORMWATER QUALITY DISCHARGE
PERMIT, AND THE RULES AND REGULATIONS REGARDING STORMWATER. DISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITIES MANUAL _,Z'
SHALL BE KEPT ON SITE AT ALL TIMES. - r,'
S. ACCUMULATED SEDIMENT AND DEBRIS SHALL BE REMOVED FROM A BMP (MAINTENANCE) W11-LEN THE SEDIMENT LEVEL OR DEBRIS ADVERSELY _I -x=
IMPACTS THE FUNCTIONING OF THE BMP CR AS DEFINED WITHIN THE RULES AND REGULATIONS REGARDING STORMWATER DISCHARGES
I
ASSOCIATED WITH CONSTRUCTION AC11V1TiES MANUAL,, WHICHEVER IS MGRE RESTRICTIVE. IF MAINTENANCE OF THE BMP DOES NDT RESTORE --
THE INTENDED FUNCTION, THEN THE BMP MUST BE REPLACED. - -;=
€ 7. THE DISCHARGING OF CEMENT, CONCRETE, OR MORTAR FROM READY MIX DELIVERY TRUCKS, PUMP TRUCKS. BATCHPLANTS OR SMALL W
MECHANICAL MIXERS DIRECTLY ONTO PAVED SURFACES OR DISTURBED GROUND HAVING NO CONTAINMENT IS PROHIBITED. THE DISPOSAL OF G
ANY LIQUID WASTES OR WASH WATER FROM ANY OPERATIONS SUCH AS PAINTING, DRYWALL, CR TILE INSTALLATIONS DIRECTLY ONTO PAVED
SURFACES OR THE GROUND WITHOUT CONTAINMENT IS PROHIBITED. THE PERMITTEE SHALL PROTECT ALL CURB FLOW LINES, ADJACENT 0
it WATERWAYS, WETLANDS. STORM SEWERS, STORM SEWER APPURTENANCES, OTHER PROPERTIES, ETC., ADJACENT TO ANY LOCATION N7-IERE FE
PAVEMENT CUTTING OPERATIONS INVOLb1NG WHEEL CUTTING. SAWCUTTiNG OR ABRASIVE WATER JET CUTTING ARE TO TAKE PLACE.
v B. IT SHALL BE THE RESPONSIBILITY CF THE PERMITTEE TO RESOLVE CONSTRUCTION PROBLEMS DUE TO CHANGING CONDITIONS OR DESIGN r'
ERRORS THEY MAY ENCOUNTER DURING THE PROGRESS OF ANY PORTION OF THE WORK. IF CONDITIONS IN THE FIELD REQUIRE CHANGES
F AND THE PROPOSED MODIFICATICNS TO THE APPROVED PLANS INVOLVE SIGNIFICANT CHANGES TO THE CHARACTER OF THE WORK OR TO L
FUTURE CONTIGUOUS PUBLIC OR PRIVATE IMPROVEMENTS, THE CONTRACTOR, THROUGH THE ENGINEER OF RECORD, SHALL BE RESPONSIBLE ,�,
i. TO REVISE PLANS AND SUBMIT THEM TO WELD COUNTY FOR APPROVAL PRIOR TO ANY FURTHER CONSTRUCTION RELATED TO THAT PORTION ..�•
OF THE WORK. ANY CONTROLS, FEATURES OR IMPROVEMENTS NOT CONSTRUCTED IN ACCORDANCE WITH THE APPROVED SWMP. COUNTY OF
VELD STANDARD DETAIL DESIGNS, COUNTY CIF VELD APPROVED VARIANCES, OR AN APPROVED DESIGN DRAWING AMENDMENT SHALL BE W
• REMOVED AND THE CONTROLS, FEATURES AND/OR IMPROVEMENTS SHALL BE RECONSTRUCTED, _
r- 9. SECONDARY CONTAINMENT FEATURES SHALL BE IN PLACE FOR ANY BULK FUEL STORAGE, MIXERS, GENERATORS, OR ANY OTHER SPILL OR• �IEE=r Na
LEAK SOURCE THAT REMAINS ONSITE FOR A PERIOD LONGER THAN 7 CALENDAR DAYS. A RECOVERY OR SALVAGE DRUM SHALL BE KEPT ON
SITE FOR STORAGE OF CONTAMINATED SOILS.
10. HELD {)AUNTY PLAN REVIEW IS ONLY FOR GENERAL CONFORMANCE WITH COUNTY DESIGN CRITERIA Si MUNICIPAL CODE. THE COUNTY IS NOT
RESPONSIBLE FOR THE ACCURACY AND ADEQUACY OF THE DESIGN, OF DIMENSIONS AND ELEVATIONS WHICH SHALL BE CONFIRMED AND 3 OF 3
r' CORRELATED AT THE JOB SITE. MELD COUNTY, THROUGH THE APPROVAL OF THIS DOCUMENT, ASSUMES NO RESPONSIBILITY FOR THE
a COMPLETENESS AND/OR ACCURACY OF THIS DOCUMENT_
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Final Draina e
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Erosion Control Report
Velasco Parcel
16955 WCR 33
Weld County, CO
Prepared for:
JOEL VELASCO
16955 WCR 33
Platteville, CO 80651
701 . 893 . 5184
Prepared by:
ROCKY RIDGE CIVIL ENGINEERING, LLC
420 21st Avenue, Suite 101
Longmont, CO 80501
303 . 651 . 6626
April 2019
RRCE Job# 793-1
Certificate of Compliance
"I hereby certify that this report (plan) for the final drainage design of 1O95 WCR 33 ,
was prepared by me (or under my direct supervision) in accordreDyititAlie provisions of
Weld County Storm Drainage Criteria Manual for the owne 0a ! C ,-`Lfr ' k ,,
r.(Qa " 41O6 PS KC\C.:**
a 333 o _5
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Regi is d. ` rofessioriai Engineer
State ° ` .,, 5 c1cle ., ,. 1
•
Table of Contents
I. General Location and Description
II. Hi sto ri c al Drainage
III. Drainage Design Criteria
I . Drainage Facilities Design
V . Erosion & Sediment Control Measures
VI. Stormwater Quality
VII. Conclusion
Appendices
Figures
Hydrologic Calculations
Hydraulic Calculations
Excerpts from the Geotechruical Report
Map Pocket
Grading & Drainage Plan (Sheet 1 )
Erosion Control Plan (Sheet 2)
Erosion Control Details (Sheet 3)
1
•
I. General Location & Description
Location
This proposed facility is located on a parcel of 30 acres . The portion to be developed is
the northwesterrirnost 33 acres . This Site is located on the southwest corner of WCR 33
WCR 36, otherwise described as a portion of the northeast quarter of Section 10,
Township 3 N, Range 66 W. The site use is largely agricultural. See Figure 1 in the
Figures Section of the Appendix.
Topography and Property Description
The historic drainage within the proposed development is somewhat flat and sheet-flows
across the property with an average slope of 2% from south to north for the entire area.
The southern portion of the 30 acres slopes at a 3 % slope and the southern end slopes at
about 1 % . The soils in this area are largely a sandy type, therefore, the Hydrologic Soils
Group was classified as Type ' A' . There are excerpts of the recent geotechnical report
found the last section of the Appendix.
The property will be developed into a small office area with a warehouse/maintenance
facility to service vehicles. The majority of the 3 . 5 acres will be graveled (northwest
corner) with the balance of the site (26. 5 acres) vacant.
•
•
•
IL Historic Drainage
Major or Basin Description
This site, located in Weld County, is predominantly surrounded by agricultural lands .
The project site lies in a FEMA designated area, Zone X: "area of minimal flood hazard" .
The Site is located in the Flood Insurance Rate Map (FIRM), Community Panel No .
0 812 3 C 191 OE with a revision date of 1 /20/2016 . This panel is not printed due to the low
risk of flooding.
•
There are no streams through the site. The property drains to the north of the site . The
overflow point is WCR 36 .
The historic runoff from the site with the proposed pond (Basins A) is 1 .0 cfs for the 5-
year flow and 19 . 1 cfs for the 100-year flow.
Offsite Runoff
The offsite runoff that comes onto the site is coming from the south. We have attached a
copy of the quad map that shows general topography of the area (see Figure 2 in the
Figures Section of the Appendix). This area is not quantified and will pass through
Basin B easily since the development in that basin only includes 3 total buildings and
some various gravel drives.
III. _Drainage_ Draingge I Ygg ' ttrJ
The County of Weld standards were used as the basis for developing the drainage plan.
The County' s criteria is largely based on "Urban Storm Drainage Criteria Manual"
USDCM).
The hydrological criteria used for this report was based on the USDCM available on line.
The Rational Method was used to determine the 5 and 100-year peak runoff values .
Rainfall Intensity was based upon the Time Intensity Frequency Curve data taken from
Runoff coefficient values were taken from Table 6-5 of the USDCM. Flow calculation
tables are found in the Runoff Calculations Section of the Appendix. There is one plan
in the map pocket showing the flow patterns of the site which contains the grading plan
for the entire site which is the major piece to this report.
The hydraulic criteria is found by using the Mornings Formula based software called
Flo master (Haested software). The CMP line in the roadside ditch in front of the site is
calculated.
IV. Drainage Facility Desiga
There are only two onsite basins to be modeled with this site, Basin A and Basin B . As
described before, Basin A is the developed portion of the 30 acres. Basin B will have no
new development on its site. Both basins had composite impervious percentages
calculated " ecording to the different construction proposed in each basin.
Basin A:
Basin A (3 . 5 acres) is the west third of the development and is 60% covered in gravel.
There is the main warehouse with 4 concrete aprons at the entries . The flow generated
from this basin is 2 . 8 cfs for the 5 -year storm and 9. 6 cfs for the 100-year storm.
Because Basin A does not generate 10 cfs for the major storm, the site can take advantage •
of the Weld County variance to the specifications . No pond will be required for this
basin at Design Point 1 (DP1 )
Basin B :
Basin B is the easternmost 26 . 5 acres of the Site and will convey the overland flows to
the north (WCR 36) as well to DP2 . The flow -generated from this basin is 1 . 6 cfs for the
5-year storm and 44 . 2 cfs for the 100-year storm.
The majority of the area will be undisturbed with the entirety of the development minus
some minor gravel work for drives . There is no proposed detention pond for this basin
due to the fact that the resulting impervious percentage after these negligible
improvements is 2% (see Runoff Calculations Section of the Appendix) .
•
•
•
•
V. Erosion and Sediment Control Measures
Silt fence will be installed along the north side of Basins A B and the east side of Basin
B for wind erosion. To summarize, it will be install along the south side of WCR 36 and
the west side of WCR 33 . It will also be installed around any stockpiling areas. These
two locations are currently identified on the east and the south sides of Basin A.
Vehicle tracking control will be installed at the north entrance to Basin A off of WCR 36 .
It is essential that all of the BMP areas are well inspected, cleaned, and maintained every
two weeks or after every significant storm event to insure the erosion control measures
are working effectively.
As areas are brought to finished grade, the final preparation willbe surface roughening
and mulching in areas not receiving other landscape treatment. Other areas like concrete
washouts and fuel containment areas will be identified once the contractor has been
selected. There are placeholders on the plans for those items currently.
VI. Stormwater Quality
The permanent li P for the site are the gravel area in Basin A. With the slope between I
and 2%, the majority of the sediment in the sto r Ater will settle out. The balance of the
sediment will settle out as it resides in the detention pond.
The stormwater management permit of the County . and the State will be acquired by the
contractor once that company has been selected.
VII. Conclusion
In conclusion, the 30 acre site of the Velaseo Parcel will be developed assuming
industrial use. The major ( 100--year) storm will be collected into the on-site facilities.
Stormwater quality measures (permanent BMPs) have been proposed for the development
to insure a cleaner runoff downstream.
The results of this study indicate that the proposed development will conform to the Weld
County' s requirements . The historic flow patterns and runoff amounts will be maintained
in such a manner that it will reasonably preserve the natural character of the area and
prevent property damage of the type generally attributed to runoff rate and velocity
increases, diversions, concentration and/or unplanned ponding of storm runoff for the
100-year storm.
APPENDIX
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Hydrologic Calculations
DRAINAGE RITERIA MANUAL (V 1 ) RUNOFF
•
Table RO-3--Recommended Percentage Imperviousness Values
INMMUM MrMMIwhMullrtMxMM.n..wwr • I 1 M II '1 I •I. I.M'I I I. . . 1 1"i
Land Use or Percentage
Surface Characteristics
. .. ......... .. . . Imperviousness
41M+MN1
Business: . . .. . •
•
Commercial areas g
. .. . . . .. . .. .. .. .. •
. •
'---------- I ._...-_........
Neighborhood areas 85 •
Residential: .... .. .. . ...
inglle-far l ly . .. .
Multi-unit (detached) 60
,I„M .. . . W --
• • Muitiiunit (attached) 75
M44trM4el 4 - . .
Half-acre lot or larger
Apartments 80
Industrial:
IM .
Light areas 80
' - NIW WMH4W/MMIIIMINIM/1./I.A\.1.......►1.. 4MMYIIIMIMIIIMIM'1M4
. Heavy areas • 90
Parks, cemeteries 5
Playgrounds '10
Schools 50
•.,....II. MFIM W MiibWNi
•
. .. .. .. . . . MM41MMM4•MM4WMMMIMIMMIMIMM41 '
Railroad yard areas 15
Undeveloped Areas:
Historic flow analysis 2
Greenbelts, agricultural 2
�^ IMM1111MMMMP11n111wMISSAW4DISSalaialahlahloil IW
Off-site flow analysis 45
. .(when land use not defined)
•
Streets:
•
•----"••""'r•"11'r"'•M•I`r YI'IIIMt1Y M4MMWM
• M I MM 14401 M!M� 4MI4HVM 44114 IM MM H 111M4M IN MI I MM MIMI I MME
• Paved • 100
. . .. . .. - I ' 1 IIIIWMIIIM1i1WMH1M11114{4____{II1MIN_
Gravel (packed) 40
Drive and walls 90
Roofs go
. . M4111 MIM -
Lawns, sandy soil 0
.. ... .... MM1111I'MMMIM4 . . . . WWIMWIMMIW.Ni1WM1{IMIWNM4WM/WWMM
Lawns, clayey soil 0
„ivy 44 i...I,. ..\ A . •1 4 1..... ..0 ....-...•
* See Pi lur , .through RO-b for percentage imperviousness.
CA = KA + 1 .31.i — 1 .44i2 + 1 . 1351 - 0. 12) for A 0, otherwise CA = 0 (R0-6)
e = Ken, + (0. 8589 - 0. 786P + 0.7741 + 0.04) (R0-7)
CB = (CA + CcD )112
2007-01 _ RO-9
Urban Drainage and Flood Control District
dir
DRAINAGE CRITERIA MANUAL ( V. 1 ) RUNOFF
Table R0R5- Runoff Coefficients, C
--
,1hWn•,wrl w.wr,,w.,wwwwwa.wwlwlww...wl.rww -.
PliN4Percentage .
• Imperviousness Type C and 0 NRCS Hydrologic Soil Groups
2- r 5- r 10- r 25- r 50-. r100- r
.,.H11M
0% 0 .04 0 . 15 0,25 0, 37 . . 0:44 0 .60 .._
n1.nIHM1,1.IkIY
5% ' 0.08 0 , 18 ' •. Y61140.28 . 0;39 0.46 -
0,52
40.4 :177
Ir 111w 1 ....... 1116:4--17
'T1t1YA .• .,
•10% 0. 11 0 .21 0 .30 . 0.41.. . 0.53tisd .
1w+..rl..u..r.. __ ,.,.y He r,
15% . 0 . 14 0 .24 0 , 32 . .. 0 .43 - 049- - 0 .54
Ifs
20% .... 0 .17 . . 0 .26 0.34 0 .44 I. 0. 50 M. 0 . 55
MI. 11MM
. . 25% .... . .. . 0,20 0.28 . ... . 0 6 0. 46 0.51 0. 56 •36MI . .
a 0.22 ... . 0. 30 - • 0 .38 0.47 - 0.52 0, 57
".�..`.•."....�"..-..'" ' "N. , � MIlI •1.6L�I 1,11.11.1.
35% . . . - -0.25n�. 0 .33 0 .40 0.48 . 0, 53 0.57
. . 40% - 0 .28 . 025 0,42 0 .50 0454 0 .58
1MI M.w IH.
45% 0 .31 0 . 37 0A4 • : 0 . 51 0.55 • 0 .59
IM
50% . 0 .34 M.WM • 0. 40 0.46 . 0. 53 . 0.57 : 0. 60
. 55% . 0.37 • 0,43 0 .48 . 0. 55 0.58 . 0.62
6010 . 0.41 . 0.46 0 . 51 . 0.57 0, 60 T Tr 1 I 0.63
. 65% 0 .45 0 .49 .0. 54 0 .59 . H .0.62 . . 0 .65. . .
r11IMIM. ,
70% 0 .49 0 . 53 . . 0.57 .._ _ 0 .62 0 .65 _ . 0168. .
Rai.
wM.1 MIMM.wwluuwlul i.::: '0468,..„.
1r1eI.w.146.7T
,HI II}Ir MM1HM.n11Ir1.1
75% 0. 54 _.. .0, 58 _. . • . . 0,62 0.66 _ 0.68 0. 71
IMU4M1W11M.M.YW
w
. 80% M.., . .0.60 . . • 0. 63 _. 0 .66 w 0.70 0.72 0, 74 _
_ . . 85% . . . 0.66 .. - 0,68 . . 0 .71 0.75 0.77 i ' 0,79 -
. 90010... . _ . 0 .73 0 .75 virlini 0. 77 0130 0 .82 0.83
1{I1}.1,1.Inn.Wlrr1 IIHMIMw laild
95Q1a. . 0 .80 0182 0,84 0 ,87 0. 68 0189
MI • --il.te#4„ ---.:+.-I.M.IM-MYYY Imbiliimlianml.n 1u.pry pommy...
100 , L 0. 89 0, 90 0.92 0. 94 0;05 • 0496
TYKE B NRCS HYDROLOGIC SOILS GROUP
1.IMIn H,MM1IfN.1 ..�..�.r.�.....�..�.�..
0% 0.02 ... 0.08
M..M 0 081 ' 0 . 15 0.25 0.30 ,,.,1,10 35
. 5% 0.04 Q . 1O . 0. 19 0 .28 0 .33 . . 0.38
r• IMIMMIMWM 111,
10% .MM" ' 0 .06 0 . 14 0.22 . 0 .31 0 . 36 0140
151O _ 0 .08 0. 17 , 0.25 0. 33 . 0,38 . 042 .. ,
20% 0, 12 .0x20 0.27 025 - 0.40 0. 44 -
MFN I 1{111 YlTfilt,t111w,«I.' - r,M. M4W
! .. 2 5% N..; 0. 15 0.22 0.30 0.37 .. 0.41 _ - - 0.46. .
30010. •.M • . 0. 18 025 ' •0 . 32 .0x39 0 .43 0 ,47 _ -
H4'-""• •t.• .• . •.... • 11M1rrr\r{.Y.�M1.y1f. MI1 WI M -
1. 5 0 0.20 0 .27 . . . 0 ,34 . . . . 0 .41 0 . 44 0 .48
H N41.
• 40 % • 0 .23 . • 020 . . .. .5".36 - . - . : -
. . 0.36 0 .42 0,46 - 0 ,50
?14H1011
IIIw MY.Nf�W.'n IMH. _ �RVRIRAIIRI,1 IMi MI M111MH11i♦Ia11a1{MiMM�.M
45% , . 0 ,26 0 . 32 . . . .- 0.38 - 0 .44 0.48 0 . 5 '1
s4-wnh F1111MH.
XIHM M.MWWY
. 50%. .. 77.1."" 0 . 29 0� 35 • 0.40 0.46 0.49 0. 52
MIM.YMI
. 55% 0, 33 0.38 0.43 0.48 0.51 0. 54 •
..4.777-1-60%
.11 XMM.IaYW.. M µ1m.11.. /T IXFX111MIMt4MM .• . - . 6010 0.3 R 0.41 - 0146 " 0.51 0 .64 . 0 .561th .
• .. .• .I.... rI I MI I KM
B, IMMM.M1 0.41 0 .45 049 0 .54 0 .57 0.59
i
70010 0.45 • 0 . 49 0.53 0 .58 0, 60 .. 0 . 62
MIM.MIMM «H.-•.. ....... ..... .\ . • •. •. -6-11"
,1.MII,rr1r1 F..i..w.N.F1,M,wa- i�r'l _ �M�____s}1M1Mui+ . . .
75% 0 .51 0 . 54 . . . . 0,58 0. 62 . 0.64 . . . 0.66
1.
11444.114•44,14144140444411441 ..T}14#11MT}R,ry1111141MI.111111.
80% 0 . 57 E. 0. 59 0 .63 0.66 . 0,68 . .. . .0. 70
f}...1 M.1+I M.r N'Mnr.l.
,.N... 11..1,1. 85% 0. 63 0 .66 . 0 , 69 032 ' 0/3 0.75
.
90% . 0/1 0.73 ... . _. 6 . 0
. . . . 78 0 .80 - 0.81
- HMiMM WIM {iM 11i MNMIat11{{Y I"_"_•"'_••_
.95%. 0...79 7. 4-746,81 0 . 85..... . . 0. 87. ..... 0 .88
nI,1MMM4IMMfIMMI IMMM II MM W W M.MI I�M.M.MiM.M1
100% �JII`� f7f�/' 1`0
IWtMM .. .
.... MM,Ii11W Y{WI MIMM.W
•
2007-01 R 11
Urban Drainage and Flood Control District
• C factors & I m pervious % 5/10/2019
16955 WCR 33 -
•
BASIN AREA
s I C2
C5
I C10 C100 fl t INITERV
GRAVEL STORAGE AREA 92169 € 0.28 0 *35 0.42 0.58 40
ROOF/BUILDING 13000 r0 .73 0 .75 0 .77 0. 83 90
I
TG. WALKS PANS, APRONS
3500 0 .73 0 .75 0 .77 0. 83 • 90
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• • -4•r <�
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r r ■.
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:i.n.._'.w V.
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Lti.. • m..n.. . r. .a. .. .r. _. ..r ... q....•. • . 1.. .�. . . ... ..r.. .r. ,.-.-. .-.r .. r �. .-. • .-. .-... , . ,n-u,-. . - .. � , . nr.r.-.r, n .n r .�• . . • .♦ i ,. v-.n„-• ,n,. .r . .-.. ,- .._
•
• LAWNS (CLA Y)1Native Grasses 43958 0, 04 0 . 15 0 .25 0.50 0
2 0.26 Total Basin Area
C5= 0.34 3 ,5 ac
C10_ 0.41 Basin Impervious
C100_.
_
0. 58 33 .9 A
•
•
BASIN B AREA (sf) G2 . + 5 C10 C100 %% IMPERV
GRA EL RI' E TA 2000 0.30 0.36 0 ,43 0 ,65 - 40
• EX. HOUSE __ 1500 0,_74 _ _ 0.77 039 0 . 8 5 , 90
'"'.'1-T_•'--- �-�1at'-1-C1- t_ •1-'.'A-C. - '_t-1v[_,;=-I--:r•- fit.: 'I y:" 8J- L_I-.-1\_ __1.. .L&1% f1...1-a,a_ I•lI .L•-a_,. .•C..... _ La._ _ _ I!.1
_ a - -- - - - - - - - - _-. .. ...<. ._..-n•.: •. _-.{... ......-•a:. . •.. .,. •- �n, .a..... .. ....IL,.•• ....,.✓ ..Le ... w\-x {al. a:. _ -:{ ..{: 4 .Y.,..a— �,..•l 1.r :.m .,'n..'. _.} ..•.
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..,_•• _ ...x ...,..-.V --. w....ti•.,i.i.nt-_ w,r_'..a.n..r.... .- U.- . • y ...' �. .. .. • • ,:., ':C.',.•-'— ..:. ._a,•. w_•_..r--.. ..r... .•L_ Ala.. • r-:" a•�- ' I.• <r .--......-•• ,:>r.•w ..J_ "Y::: •- J•...--. .,<' •..':.C'•^}M1'.-.• n-
w.- • • • • • • •-
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w.<.aq R..-- -.c:. .C _ .',•r.n-.:•:ga •:Y•r.-.-. -,:.. . ., .. ,... ..t. }'i 1 �
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.
-. ,... -.....r.-.a_. _•. ._.:._..._..:.w. .._•_._a..a _ ..aa.:..-. :.�w•a..._..,.•...a.: ,a.:L..a.-.w.:6; :....r_,._ --•.. :•� -.c.-l'_ a ..�_ . _:<. :-�_. Y:'.. ..r..L,. '�.�- .�•�L"a. _�i:,:.:...•
w:.c:. ..a.. - .. .,-......r.........5..a r.
I1AviThi + L.AY'Er )11 atl e GrasS�es 1149587 0..01 0, 05 0 , 15 0 ,49 2
•
G2= 0 . 01 Total Basin Area
C5_._ 0 .05 26.5 ac
C10_... 0 . 15 - - Basin Impervious
C100_
0 .49 2A
•
•
•
•
•
•
•
-
BA IICI&DETENTIGIB!- ERVER
_w__ _ •
-, .
BOULDER COUNTYamilli -
STORM DRAINAGE CRITE MANUAL FIGURE 501
\ lei
RAINFALL ZONES •
ONE •
• .
SCALE _
10 5 O IOM IL .
I : 500,000
•
s.''e. l:
i LAR I ME R
e
1/4.4. COUNTY 5
•
III
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WRC ENG . REFERENCE:
WRC TM- 1 NOV. 1983
•
510- .
Runoff 5/10/2019
16955 Weld County Road 33
I. SUB-BASIN DATA 1 t 0 Ic 5-yr event 100 -yr event
BASIN [ AREA C5 LENG. SLOPE , TT LENG. SLOPE VEL. Ti COMP Tel TOTAL i Tc = MIN C HID C I ; 0 DESIGN
(Ac) (ft) (%) (min) (ft) (%) 1 (fps) (min) (min) LENGTH (ft) ! (IJ180)+ 10 (min) ' inlhr cis inlhr ' cfs I POINT
A 3 . 50 0.-34 ; 20 10 . 0 2 . 9 632 j 0 . 8 OA 23 . 6 26 .4 ( nonurbanized area ) 26 . 4 0 . 34 2 . 4 2. 8 0 . 58 4 . 7E 9 . 61 1
B 26 . 50 , 0, 051' 201 2 . 0 6 . 7 1560 0 . 8 0.4 581 64 . 8 ( nonurbanized area) 64 . 8 0 . 05 , 1 . 8 2. 5 0 .40 3A1 44 . 21 2
BASIN &DETENTION -SERVER
Hydraulic Calculations
Roadside culvert west of entry
Worksheet for Circular Channel
Project Description
Worksheet Roadside culvert west of
Flow Element Circular Channel
Method planning's Formula
Solve For Full Flow Capacity
In put Data
Mannings Coeffic 0.024
Slope 001 600 ftlft
Diameter 18 in
Results
Depth 1 ,60 ft
Discharge 2.28 cfs
Flow Area 1 .8 ft2
Wetted Perire 4,71 ft
Top Width 0.00 ft
Critical Depth 0.57 ft
Percent Full 100.0 %
Critical Slope 016964 f ift
Velocity 1 .29 ftis
Velocity Head 0.03 ft
Specific Energ: 1 .53 ft
Froude Numbe 0.00
Maximum Disc 2.45 cfs
Discharge Full 2.28 cfs
Slope Full 001600 ft!ft
Flow Type NIA
Project Engineer: Mr. David Mayeda
c:\h aestacfVmM793-1\projectl .fm2 Mr, David Mayeda FlowMaster v6.1 161401
05/10/19 12:39:50 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06706 USA (203) 755-1666 Page 1 of 1
Excerpts from Geotechnical Report
CTLITHOMPSON
. r..
INCORPORATED
GEOTECHNICAL INVESTIGATION
PROPOSED SHOP
16955 COUNTY ROAD 33
PLATTEVILLE , COLORADO
JOEL VELASCO
16955 County Road 33
Platteville, Colorado 80651
Project No . FC08826- 125
April 18, 2019
400 North Link Lane I Fort Collins , Colorado 80524
Telephone : 970-206-9455 Fax: 970-206-9441
ti.■
SCOPE
This report presents the results of our Geotechnical Investigation for the
proposed shop at 16955 County Road 33 near in Platteville, Colorado . The pur-
pose of the investigation was to evaluate the subsurface conditions and provide
foundation recommendations and geotechnical design criteria for the project . The
scope was described in our Service Agreement ( Proposal No . Fc- 1 -0136 )
dated March 26 , 2019 .
The report was prepared from data developed during field exploration , la-
boratory testing , engineering analysis and experience with similar conditions .
The report includes a description of subsurface conditions found in our explora-
tory borings and discussions of site development as influenced by geotechnical
considerations . Our opinions and recommendations regarding design criteria
and construction details for site development , foundations , floor systems , slabs-
on -grade , and drainage are provided . The report was prepared for the exclusive
use of Joel Velasco in design and construction of the proposed improvements . If
the proposed construction differs from descriptions herein , we should be re-
quested to review our recommendations . Our conclusions are summarized in the
following paragraphs .
SUMMARY OF CONCLUSIONS
1 . Soils encountered in our borings consisted of 9 feet of clayey sand
over sandy clay. Claystone bedrock was encountered in one bor-
ing at 26% feet to the depth explored .
2 . Groundwater was measured at depths of 14 and 17 feet . Existing
groundwater levels are not expected to significantly affect site de-
velopment
JOEL VELA CO 1
16955 COUNTY ROAD 33
CT1 T PROJECT NO. FC 826-120
CO RD 36
SITE & c
ce
o 0
LEGEND : `'
iI
TH- 1 INDICATES APPROXIMATE CO RD 34
• LOCATION OF EXPLORATORY
APPROXIMATE BORING VICINITY MAP
SCALE: 1 - 200} PLATTEVILLE, COLORADO AREA
0' 100' 200' NOT TO SCALE
County Road 36
- - - - - - - - - - - - - — - - - - - — - - - - - - - - - - -
Property Line
I
1 1
� 1
Existing Residence
TH- 1
1
1 I 1
1
M
1 0
0
1 �=
1 1 z>
Existing Garage C
TH-2
Proposed Shop LS
I
1 1
1
1 1
Locations of
JOEL VELASCO Exploraroty Borings
16955 COUNTY ROAD 33
CTL I T PROJECT NO. FC08826-120
FIGURE 1
TH- 1 TH-2
LEGEND :
0 7?' 0
— ,.. • • /. • ' -� T7 SAND, CLAYEY, MOIST, MEDIUM DENSE, BROWN (SC)
. ., . . -
/ I11 !12 / . • .
•
. /•• . ' • ' 10/12 _ CLAY, SANDY, MOIST, STIFF, MEDIUM BROWN (CL)
et • :e
. I WC=2 .5 /
' ', DD= 100 5 /
E. / • SW=-0 5 —
e. — CLAYSTONE, SANDY, GYPSIFEREUS, MOIST, HARD,
— BROWN WITH WHITE MOTTLING (BEDROCK)
' ,/ I 13112 13112 —'
10 e WC= 19.9 I WC= 19.4 10
,/ DD= 112 ' 00 DD= 111
se SW=0 .0 / SW=0 .0 —
do oso DRIVE SAMPLE . THE SYMBOL 11 /12 INDICATES 11
BLOWS OF A 140-POUND HAMMER FALLING 30 INCHES
WERE REQUIRED TO DRIVE A 2 .5-INCH O .D. SAMPLER
— ' '''' — 12 INCHES .
is eI12/12 11112
WC= 18. 1I e 4015
41 DD=116
— ,e SW=0 . 1 ,* 410 — aWATER LEVEL MEASURED AT TIME OF DRILLING.
i 00
— do _ 000012112 —
20 + �, WC= 18.4 WC= 19.6 20
DD= 114 DD= 112
L, — SW=0 .0 / , SW=0 .0 _ I-
w w
w _ e _ w
_ _
_ _
w � ,�+'' w
O - 13112 - ❑ NOTES:
JWC= 17.8 25
00, DD= 112 1 . THE BORINGS WERE DRILLED ON APRIL 4, 2019 USING
4- INCH DIAMETER CONTINUOUS-FLIGHT AUGERS AND
— — A TRUCK-MOUNTED DRILL RIG.
2. THESE LOGS ARE SUBJECT TO THE EXPLANATIONS,
_ _
50/12 LIMITATIONS AND CONCLUSIONS IN THIS REPORT.
30 30
_ 3 . WC - INDICATES MOISTURE CONTENT (%).
DD - INDICATES DRY DENSITY (PCF) .
_ _
SW - INDICATES SWELL WHEN WETTED UNDER
— — APPROXIMATE OVERBURDEN PRESSURE (%).
-200 - INDICATES PASSING NO. 200 SIEVE (%).
LL - INDICATES LIQUID LIMIT.
35 35
PI - INDICATES PLASTICITY INDEX.
— — UC - INDICATES UNCONFINED COMPRESSIVE STRENGTH (psf).
_ SS - INDICATES SOLUBLE SULFATE CONTENT (%) .
40 40
45 45 SummaryLogs of
Exploratory Borings
JOEL VELASCO
16955 COUNTY ROAD 33 FIGURE 2
CTL I T PROJECT NO. FC08826-120
_D. ID" GNP
N4- 4.857.-,4
EAST SIXTEENTH CORNEA
S3 & 10, T.3N.. R.Bn+4. INSTALL 158 LF
FIPLINCI 4s REBAR VATH Cr 15' CMP
2.5 PLUM. CAP LS 1237 IX 40' WOE INV IN ( 4653.8 NORTHEAST CORNER.
ACCESS INV OJT ell 4853.3
CC W CMP_ - - - - - - - - - RAND �Ci REIS \837
R•r;- ' n 2.9' AWN. CAP LS :25837
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NOTES: II
a
1. SLOPE ON CONCRETE APRONS (THE b ENTRANCES FOR THE z
pr PROPOSED BUILDING IN BASIN A) IS AT A 5.0% MAXIMUM. ¢
a 2. THE SWALES ON EITHER SIDE OF THE PROPOSED BUILDING IN
BASIN A %ALL DRAIN TO THE PROPOSED DETENTION POND. I I I z
L. 3. THERE I5 A GREEN TREE SUFFER ON THE %ZEST AND SOUTH
r. ENDS CF THE SITE THIS MAIaKED LINE DELINEATES THE CHANGE I I I b
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DRAINAGE & EROSION CONTROL NOTES
PURSUANT TO THE MOST CJRRENTY 1kELD COUNTY MUNICIPAL CODE, THE PERMITTEE SHALL LOCATE, INSTALL, AND MAINTAIN ALL BEST n
MANAGEMENT PRACTICES, INCLUDING, BUT NOT LIMITED TO, EROSION CONTROLS, SEDIMENT CONTROLS, DRAINAGE CONTROLS, AND WATER
G
QUALITY BMPS AS INDICATED IN THE APPROVED STORMWATER MANAGEMENT PLAN (SWMP), THE FOLLOWING NOTES ARE A REQUIREMENT AND ;r,
SHALL BE INCLUDED ON THE SWMP DESIGN DRAWINGS DEVELOPED FOR THIS PROJECT AND SUBMITTED FOR APPROVAL BY THE COUNTY. BLIP a.'
INSTALLATIONS SHALL BE INSTALLED PER THE COUNTY STANDARD DETAIL IN EFFECT AT THE TIME OF INSTALLATION OR PER THE APPROVED h
SWLIP DESIGN DRAWING, A COUNTY APPROVED VARIANCE, OR A COUNTY APPROVED DESIGN DRAWING PLAN AMENDMENT.
1. THE PERMITTEE SHALL BE RESPONSBLE FOR REMEDIATiON OF ANY ADVERSE IMPACTS TO ADJACENT WATERWAYS, WETLANDS, STORM
SEWERS, STORM SEWER APPURTENANCES, OTHER PROPERTIES, ETC., RESULTING FROM WORK DONE AS PART OF THIS PROJECT U
2. SITE OWNER/GENERAL CONTRACTOR TO ENSURE THAT INSPECTIONS OF BMPS OCCUR EVERY 2 WEEKS CR AFTER EVERY PRECIPITATION I )
EVENT. ALL AREAS SHOULD BE FREE: AND CLEAR OF ANY DEBRIS OR TRASH AROUND CULVERTS, INLETS AND DRAINAGE PANS AND WILL BE ,
THE RESPONSIBILITY OF THE OWNER OR HIS/HER AGENT I it x '
3, ADDITIONAL EROSION AND SEDIMENT CONTROL BMPS MAY BE REQUIRED DURING AND AFTER CONSTRUCTION AND SHALL BE EXECUTE]} AND -z" L., -.
'-
COMPLETED BY THE PERMITTEE, THE PERMMTTEE SHALL PLAN, INSTALL. AND MAINTAIN ALL EROSION, AND SEDIMENT CONTROL MEASURES.
INCLUDING DRAINAOE AND WATER QUAJJTY BMPS AS INDICATED ON THIS PLAN AND AS NECESSARY TO REDUCE THE DISCHARGE OF
POLLUTANTS TO THE MAXIMUM EXTENT PRACTICABLE ADVERSE IMPACTS, EROSION AND SEDIMENT DEPOSITION ONTO PAVED SECTIONS, INTO
STORM SEWERS, STORM SEWER APPURTENANCES, RECEIVING WATERS, OR DFF THE PROJECT SITE.
4. THE PERMITTEE SHALL TAKE APPROPRIATE PREVENTIVE MEASURES TO MINIMIZE TO THE MAXIMUM EXTENT PRACTICABLE DIRT AND MUD FROM .----
BEING TRACKED CR DEPOSITED ONTO PAVED SECTIONS ViA MULTIPLE SEDIMENT, MUD, AND CONSTRUCTION DEBRIS THAT MAY BE TRACKED,
DEPOSITED, CR ACCUMULATED ON PAVED SECTIONS, IN THE FLOW UN IM, PRIVATE PROPERTY, AND/OR PUBUtr RIGHTS-CF-WAY OF THE I�1 W
COUNTY AS A RESULT OF THIS CONSTRUCTION PROJECT SHALL BE GLEANED UP. „r,1 F-
5, THIS APPROVED SWMP DESIGN DRAWING, THE ASSOCIATED APPROVED S*R%lP NARRATIVE, A COPY OF THE STORMWATER QUALITY DISCHARGE
PERMIT, AND THE RULES AND REGULATIONS REGARDING STORMWATER. DISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITIES MANUAL _,Z'
SHALL BE KEPT ON SITE AT ALL TIMES. - '�'
b. ACCUMULATED SEDIMENT AND DEBRIS SHALL BE REMOVED FROM A BMP (MAINTENANCE) \WIEN THE SEDIMENT LEVEL OR DEBRIS ADVERSELY _I -x=
IMPACTS THE FUNCTIONING OF THE BMP CR AS DEFINED WITHIN THE RULES AND REGULATIONS REGARDING STORM WATER DISCHARGES
ASSOCIATED WITH CONSTRUCTION AC11V1TiE9 MANUAL,, WHICHEVER IS MGRE RESTRICTIVE. IF MAINTENANCE OF THE BMP DOES NDT RESTORE I--
,C THE INTENDED FUNCTION, THEN THE BMP MUST BE REPLACED. - -
7. THE 6'934 ARCING OF CEMENT, CONCRETE, OR MORTAR FROM READY MIX DELIVERY TRUCKS, PUMP TRUCKS. BATCHPLANTS OR SMALL Li
ia MECHANICAL MIXERS DIRECTLY ONTO PAVED SURFACES OR DISTURBED GROUND HAVING NO CONTAINMENT IS PROHIBITED. THE DISPOSAL OF G
ANY UQUID WASTES OR WASH WATER FROM ANY OPERATIONS SUCH AS PAINTING, DRYWALL, CR TILE INSTALLATIONS DIRECTLY ONTO PAVED _J
SURFACES OR THE GROUND WITHOUT CONTAINMENT IS PROHIBITED. THE PERMITTEE SHALL PROTECT ALL CURB FLOW LINES, ADJACENT �'
WATERWAYS, WETLANDS. STORM SEWERS, STORM SEWER APPURTENANCES, OTHER PROPERTIES, ETC., ADJACENT TO ANY LOCATION NSERE FE
c PAVEMENT CUTTING OPERATIONS INVOLVING WHEEL CUTTING. SAY/CUTTING OR ABRASIVE WATER JET CUTTING ARE TO TAKE PLACE.
B. IT SHALL BE THE RESPONSIBILITY CF THE PERMITTEE TO RESOLVE CONSTRUCTION PROBLEMS DUE TO CHANGING CONDITIONS OR DESIGN r'
ERRORS THEY MAY ENCOUNTER DURING THE PROGRESS OF ANY PORTION OF THE WORK. IF CONDITIONS IN THE FIELD REQUIRE CHANGES
F AND THE PROPOSED MODIFICATIONS TO THE APPROVED PLANS INVOLVE SIGNIFICANT CHANGES TO THE CHARACTER OF THE WORK OR TO L
FUTURE CONTIGUOUS PUBLIC OR PRIVATE IMPROVEMENTS, THE CONTRACTOR, THROUGH THE ENGINEER OF RECORD, SHALL BE RESPONSIBLE ,�,
TO REVISE PLANS AND SUBMIT THEM TO WELD COUNTY FOR APPROVAL PRIOR TO ANY FURTHER CONSTRUCTION RELATED TO THAT PORTION L�•
OF THE WORK. ANY CONTROLS, FEATURES OR IMPROVEMENTS NOT CONSTRUCTED IN ACCORDANCE WITH THE APPROVED SWMP. COUNTY OF
ir
WELD STANDARD DETAIL DESIGNS, COUNTY OF VELD APPROVED VARIANCES, OR AN APPROVED DESIGN DRAWING AMENDMENT SHALL BE W
REMOVED AND THE CONTROLS, FEATURES AND/OR IMPROVEMENTS SHALL BE RECONSTRUCTED,F 9. SECONDARY CONTAINMENT FEATURES SHALL BE IN PLACE FOR ANY BULK _
FUEL STORAGE, MIXERS, GENERATORS, OR ANY OTHER SPILL OR �IEE=r Na
If LEAK SOURCE THAT REMAINS ONSITE FOR A PERIOD LONGER THAN 7 CALENDAR DAYS. A RECOVERY OR SALVAGE DRUM SHALL BE KEPT ON
c.4 SITE FOR STORAGE OF CONTAMINATED SOILS.
10_ HELD {)AUNTY PLAN REVIEW IS ONLY FOR GENERAL CONFORMANCE WITH COUNTY DESIGN CRITERIA .9 MUNICIPAL MOOE. THE COUNTY IS NOT
RESPONSIBLE FOR THE ACCURACY AND ADEQUACY OF THE DESIGN, OF DIMENSIONS AND ELEVATIONS WHICH SHALL BE CONFIRMED AND 3 OF 3
'" CORRELATED AT THE JOB SITE. MELD COUNTY, THROUGH THE APPROVAL OF THIS DOCUMENT, ASSUMES NO RESPONSIBILITY FOR THE
a COMPLETENESS AND/OR ACCURACY OF THIS DOCUMENT_
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DRAINAGE REPORT REVIEW CHECKLIST
Project Name : USR19-0045 Velasco
Comments:
1 . Section I of the report says that the soils are classified as Type A. The NRCS WSS shows the soils as Type B .
In the calculations , the runoff coefficients used appear to be higher than the Type B soils runoff coefficients .
2 . Section II of the report (the 5th page ) says "The historic runoff from the site with the proposed pond (Basins A)
is 1 . 0 cfs for the 5-year flow and 19 . 1 cfs for the 100-year flow. " I think this statement is left over from another
report. it conflicts with the information in the rest of the report.
3 . Section V. of the report says that there will be silt fence to help with wind erosion . Silt fence is meant to help with
water erosion . We typically require something like a water truck to help withdust if there are dust problems .
4 . The time of concentration that is shown in the calculations for Basin A is 23. 6 minutes . With the length and slope
that was given for that basin , it is unclear how that time of concentration was calculated . Please provide
clarification .
5 . The proposed use of the property is a warehouse/maintenance facility to service vehicles . If vehicles will be
parked outside of the building on the gravel , a water quality feature will be required . This would capture the
WQCV and infiltrate the water for smaller storms .
6 . Once the revised design and drainage report have been submitted , the County may provide additional comments
in addition to the ones listed above. Depending on the complexity of the changes made , a full 28-day review
period may be required .
7 . Please provide a written response on how the above comments have been addressed when resubmitting the
drainage report. Thank-you .
4/11 /2018
Weld, County Department of Public Works Development Review 1111 H Street, Greeley, CO 80631 P h : 970-400-3750 Fax: 970-304-6497 0497
www. weldgov. 00mldepartments/public_works/development review/
Traffic Narrative
1 . Describe how many roundtrips/day are expected for each vehicle type : Passenger
Cars/Pickups , Tandem Trucks , Semi-Truck/Trailer/RV ( Roundtrip = 1 trip in and 1 trip
out of site )
1 . Currently passenger cars/pickups 8- 10 round trips (employees) heavy equipment trucks
trailers cranes- 7-10 round trips per day
2 . proposed within the next few years passenger cars/pickups 10-20 ( employees) heavy
equipment trucks trailers cranes 15-18 round trips per day
2 . Describe the expected travel routes or haul routes for site traffic.
1 . (see attachment) heavy trucks will follow cr 36 driving west to hwy 85 . then go north or
south on 85 depending on job requirements . employees will more than likely follow the
same route unless they live in greeley or loveland in which they will probably drive on
CR 33 to the location
3 . Describe the travel distribution along the routes ( e . g . 50% of traffic will
come from the north , 20 % from the south , 30 % from the east , etc. )
1 . 70 % to the west 30% to the north
4 . Describe the time of day that you expect the highest traffic volumes .
1 . First thing in the am (7am) then after work (4 :30-5pm )
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Pre-application Case # PRETS-0039
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Date of Inquiry 4/9/2019
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Municipality Platteville CPA
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Name of Person Inquiring Joel Velasco
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Property Owner Joel Velasco L .
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Planner Maxwell Nader
Planner Phone Number 97O-400-3527
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Planner Email Address rnnader@ eldeov.com
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Lot A of Amended Recorded Exemption RE_2031 f being a part of the NE4
Legal Description . : Section 10., T3N , R66W of the 61" P . M . , Weld Count CO
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Parcel Number 121110100021 i .
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Nearest Intersection County Road 33 and County Road 36
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Type of Inquiry . Business related to fixing diesel engines
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The above person met with County Planning staff about developing a parcel of land inside your designated
intergovernme ' l Agreement/Coordinated Planning Agreement Boundary ,
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„Ceunty Planner's signature
I Would you like to pursue annexation of this property? NO X YES _ ..
Date of Contact . .57.4. .../.2tf, Zcs2_,,, .
comments :
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Signature of Municipality Representative Title Date
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Please sign and date to acknowledge that the applicant has contacted you
and return this signed form to Weld County Department of Planning Services ,
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Weld County Planning Department
1555 N nthAve , Greeley, CO 8O63 ) .- (970 ) 400-610 .«v. ( 970) 304-64198 Fax
20181107
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