HomeMy WebLinkAbout20232315.tiffUSE BY SPECIAL REVIEW (USR) APPLICATION
FOR PLANNING DEPARTMENT USE,
AMOUNT
APPLICATION RECEIVED BY
DATE RECEIVED.
CASE # ASSIGNED:
PLANNER ASSIGNED:
PROPERTY INFORMATION
Is the property currently in violation? N No I Yes Violation Case Number:
Parcel Number: 0' 6 3 _ 1 7 = 2
Site Address: 25490 CR 58 Greeley CO 80631
0 0 0 0 2
Legal esori pti n : Lot A and B Rec Ex 4672
Section: 17 , Township 5 N, Range 6 64 Zoning District: ag Acreage: 79
Within subdivision or townsite? No / Ill Yes Name:
Water (well permit # or water district tap #): Central Weld
Sewer (On -site wastewater treatment system permit # or sewer account #):
Floodplain No / II Yes Geological Hazard No I Yes Airport Overlay No /Yes
PROJECT
USR Use being applied for: Future Building and Expansion of Storage Yard
Name of proposed business: M and M Excavation
PROPERTY OWNER(S) (Attach additional sheets if necessary.)
Name: Terry Miller
Company: M and M Excavation
Phone #: 970-539-2302
Email: terry@mmexcavation.com
Street Address:
25490 CR 58
City/State/Zip Code: Greeley Co 80631
APPLICANT/AUTHORIZED AGENT (AuthorizationForm must be included f there is an Authorized Agent)
Name: Eric Werrsman
Company: Wernsman Engineering and Land Development LLC
Phone #: 9nn-539-2655 Email: ejwems25@gmail.com
Street Address: Po Box 105.
City/State/Zip Code: LaSalle CO 80651
I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or
contained within the application are true and correct to the best of my (our) knowledge. All fee owners of the property must
sign this application. If an Authorized Agent signs, an Authorization Form signed by all fee owners must be included with
the application. If the fee owner is a corporation, evidence must be included indicating the signatory has the legal authority
to sign for the corporatin.
Signat� _
Terry )111
Print
Print
ure
r1 C
trottestriss
ter A. siert tits..
3
Dat
12/15/21 9
Owne ' ignature
AUTHORIZATION FORM
I, me), Terry Miller
(Owner — please print)
DEPARTMENTS OF PLANNING
BUILDING, DEVELOPMENT REVIEW
AND ENVIRONMENTAL HEALTH
1555 NORTH 17TH AVENUE
GREELEY, CO 80631
give permission to Eric'ernsrnan
(Authorized Agent/Applicant—please print)
to apply for any Planning, Building, Access, Grading or OWTS permits on our behalf, for the property located
at (address or parcel number) below:
25490 Cr 58
Lot AandB�RecEsc4672 1 5 64
Township N. Range
Subdivision Name: Lot Block
Property Owners Information
Address: Terry Miller
Phone:9M-539-2302E-mail: terry@rnmexcavation.com
Authorized Agent/Applicant Contact Information:
Address: Eric Wernsman
Phone: 970-539-2656
Correspondence to be sent to: Owner
E�l' ail: ejwerns25@gmail.com
Authorized Agent/Applicant Ja by: Mail Email
Additional Info: Please email to both Terry Miller and Eric Wernsman
I (We) hereby certify, under penalty of perjury and after carefully reading the entire contents of this
document, that the information stated above is true and correct to the best of my (our) knowledge.
Date V/ & .Z) Date
Owner Signature
Subscribed and sworn to before me this i (p day of Pflo4c,h
Teat M. t ter
My commission expires 01 109/ 7pa S
CANDENCE LYNN HOOD
Notary Public
State of Colorado
Notary ID # 20214003868
My Commission Expires 01-29-2025
20 (93 by
Notary Public
MUST BE TYPED
FILING FEE: $50.00
MUST SUBMIT TWO COPIES
Please include a typed
self-addressed envelope
Mail to: Secretary of State
Corporations Section
1560 Broadway, Suite 200
Denver, Co 80202
(303) 894-2251
Fax (303) 894-2242
ARTICLES OF ORGANIZATION
For office use only
19971172.215
0.00
-z n a t ■
r
r
1� 2 f 16:21:12
I/We the undersigned natural person(s) of the age of eighteen years or more, acting as organizer(s) of a limited liability
company under the Colorado Limited Liability Company Act, adopt the following Articles of Organization for such limited liability
company:
FIRST: The name of the limited liability company is: M & M Excavation Co. LLC
SECOND: Principal place of business (if known): 1431 E. 16th S t .
THIRD:
Greeley, CO 80631
The street address of the initial registered office of the limited liability company is:
1431 E. 16th St. Greeley, CO 80631
The mailing address (if different from above ) of the initial registered office of the limited liability company is:
P.O. Box AA Greeley, CO 80632
The name of its proposed registered agent in Colorado at that address is:
Michael Miller
FOURTH: The management is vested in managers (check if appropriate)
FIFTH: The names and business addresses of the initial manager or managers or if the management is vested in the
members, rather than managers, the names and addresses of the member or members are:
NAME
Michael D. Miller
Terrance S. Miller
SIXTH:
The name and address of each organizer is:
NAME
Michael D. Miller
etliSigned
Organizer
‘Dtevacaks
it
r
ADDRESS (include zip codes)
2650 64th Ave. Greeley, CO 80634
200 N. 35th Ave. #104 Greeley, CO 80634
ADDRESS (include zip code)
2650 64th Ave. Greeley, CO 80634
Signed
Organizer
USE BY SPECIAL REVIEW (USR)
PLANNING QUESTIONNAIRE
Answer the following questions per Section 23-2-260. A, B, C & E of the Weld County Code. Please type on a
separate sheet. If a question does not pertain to your proposal, please respond with an explanation — do not
leave questions blank.
1. Explain the proposed use and business name.
The site currently serves as a base of operation and storage yard for M and M Excavation an Excavation
and Trucking Company that mainly constructs Oil and Gas Pad Sites. M and M self performs repairs on its
earth moving equipment and trucking fleet. The future building will be used for additional storage space of
equipment and or trucks that are being repaired or waiting on parts to complete the repairs. Up to 12 Tractor
Trailers 2 Scrapers, 2 loaders, 4 Bulldozers, 2 motor graders, 2 excavators, 2 backhoes and 6 flatbed semi
trailers and 6 trailers that are pulled behind pickups could be stored on the site. Equipment may be stored
indoors and/ or outdoors
2. Explain the need for the proposed use. Please see #1
3. Describe the current and previous use of the land. The site has been the base of operations for M and M
Excavation since approx. 2012
4. Describe the proximity of the proposed use to residences. There is a residence to the north of the site that will
be submitting a letter of approval for the expansion.
5. Describe the surrounding land uses of the site and how the proposed use is compatible with them. There is a
farm/ residence to the north of the site. Dryland and Irrigated Farm land is along the east south and west sides.
A silage stockpile site is near the north east corner of the site.
6. Describe the hours and days of operation (i.e. Monday thru Friday 8:00 a.m. to 5:00 p.m.).
The facility will be open 6 am to 7:00 PM Monday through Friday and 6:00 am to 12:00 pm Saturday
7. Describe the number of employees including full-time, part-time and contractors. If shift work is proposed,
detail number of employees, schedule and duration of shifts.
No shift work is planned. There will be up to 10 employees on site during business hours and 30
employees that may visit the site during the day to report to work and collect equipment and leave.
Describe the maximum number of users, patrons, members, buyers or other visitors that the site will
accommodate at any one time. There could be up to 45 total people that could access the site on a dairy
basis
9. List the types and maximum numbers of animals to be on the site at any one time (for dairies, livestock
confinement operations, kennels, etc.). The owner has 2 dogs that visit the site.
10 List the types and number of operating and processing equipment. The site will have small machining
equipment used tor diesei and hydraulic repair purposes
11. List the types, number and uses of the existing and proposed structures.
A 10,800 s.f. building is existing and is used for office, equipment repair and equipment storage. A 6000 s.f.
building is planned -ior equipment storage and parts storage.
12. Describe the size of any stockpile, storage or waste areas. Up to 4000 gallons of Waste oil is stored long
enough to be used for heating the facility. Trash is disposed of weekly.
13. Describe the method and time schedule of removal or disposal of debris, junk and other wastes associated
with the proposed use. -.lease see # 12
14. Include a timetable showing the periods of time required for the construction of the operation. It is anticipated
that the building d rid site work will be completed by 10/2024
12/15/21 13
USE BY SPECIAL REVIEW (USR)
PLANNING QUESTIONNAIRE
15. Describe the proposed and existing lot surface type and the square footage of each type (i.e. asphalt, gravel,
landscaping, dirt, grass, buildings).
Grass 30,314
Roofs 27,600
Concrete Surfaces 16,353
Driveways, Gravel 177,456
Total Area 240,923
16. How many parking spaces are proposed? How many handicap -accessible parking spaces are proposed?
17. Describe the existing and proposed fencing and screening for the site including all parking and outdoor
storage areas. The existing buildings screen the site from CR 58. A new screening fence will be placed
along the north side of the storage yard expansion.
18. Describe the existing and proposed landscaping for the site. There are existing trees along the north side of
the current site.
19. Describe reclamation procedures to be employed as stages of the operation are phased out or upon
cessation of the Use by Special Review activity. The storage yard could have the gravel reclaimed and the
building and foundation could be removed.
20. Describe the proposed fire protection measures. The new building will be designed with fire wall separation to
mitigate the need for a sire sprinkler
21 Explain how this proposal is consistent with the Weld County Comprehensive Plan per Chapter 22 of the
Weld County Code. Weld County code allows for certain uses in the ag district via the USR process
22. Explain how this proposal is consistent with the intent of the zone district in which it is located. (Intent
statements can be found at the beginning of each zone district section in Article III of Chapter 23 of the Weld
County Code.) Weld County code allows for certain uses in the ag district via the USN process
23. Explain how this proposal will be compatible with future development of the surrounding area or adopted
master plans of affected municipalities. The existing site has functioned for over 10 years in it's current
location with no issues. The new building and additional storage yard will have little affect on future zoning
concerns.
24. Explain how this proposal impacts the protection of the health, safety and welfare of the inhabitants of the
neighborhood and the County. this addition to M and M Excavation will have almost no affect on the
inhabitants of Weld County
25. Describe any irrigation features. If the proposed use is to be located in the A (Agricultural) Zone District,
explain your efforts to conserve prime agricultural land in the locational decision for the proposed use. I _ he
majority of the irrigated farm land will ue preserved with this proposal. The existing dryland corner and
approximately 2 acres of the irrigated farm land will be used to construct this facility.
26. Explain how this proposal complies with Article V and Article XI of Chapter 23 if the proposal is located within
any Overlay Zoning District (Airport, Geologic Hazard, or Historic Townsites Overlay Districts) or a Special
Flood Hazard Area identified by maps officially adopted by the County. The site is not in any special districts
27. Detail known State or Federal permits required for your proposed use(s) and the status of each permit.
Provide a copy of any application or permit.
No state or federal permits are required for this facility.
12/15/21 13
USE BY SPECIAL REVIEW (USR)
ENVIRONMENTAL HEALTH QUESTIONNAIRE
Answer the following questions per the Weld County Code, Chapters 14, 23 and 30. Please type on a separate
sheet. If a question does not pertain to your proposal, please respond with an explanation — do not leave
questions blank.
1. Discuss the existing and proposed potable water source. If utilizing a drinking water well, include either the
well permit or well permit application that was submitted to the State Division of Water Resources. If utilizing
a public water tap, include a letter from the Water District, a tap or meter number, or a copy of the water bill.
W nere is an existing central weld water tap
2. Discuss the existing and proposed sewage disposal system. What type of sewage disposal system is on the
property? If utilizing an existing on -site wastewater treatment system, provide the on -site wastewater
treatment permit number. (If there is no on -site wastewater treatment permit due to the age of the existing
on -site wastewater treatment system, apply for a on -site wastewater treatment permit through the
Department of Public Health and Environment prior to submitting this application.) If a new on -site wastewater
treatment system will be installed, please state "a new on -site wastewater treatment system is proposed."
(Only propose portable toilets if the use is consistent with the Department of Public Health and Environment's
portable toilet policy.) i-here is an existing septic permit ( SP -1200132) but a new septic field will be designed
and installed to allow for the new building placement and additional employees.
3. If storage or warehousing is proposed, what type of items will be stored?
Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this
site. There could be up to 16,000 gallons of diesel, 2500 gallons of engine and hydraulic fluids, ai id 4000
gallons of waste oil that is used to heat the building. All tanks have secondary containment.
5. If there will be fuel storage on site, indicate the gallons and the secondary containment. State the number of
tanks and gallons per tank. Please see #4
If there will be washing of vehicles or equipment on site, indicate how the wash water will be contained. Any
washing off equipment or vehicles will occur where there is a flo0r drain to collect tine runoff. W ne drains empty
to a vault
If there will be floor drains, indicate how the fluids will be contained. The floor drains in the existing facility
*rain to a vault that is emptied as required.
Indicate if there will be any air emissions (e.g. painting, oil storage, etc..). There will not be any air emissions
Wan MIS application.
9. Provide a design and operations plan if applicable (e.g. composting, landfills, etc.). N/A
10. Provide a nuisance management plan if applicable (e.g. dairies, feedlots, etc.). N/A
11. Additional information may be requested depending on type of land use requested.
l here is a SPCC plan at the site.
ENVIRONMENTAL HEALTH CONTACT LIST
Environmental Planner: Lauren LightIlight@weldgov.com(970) 400-2211
On -site Wastewater Treatment Systems Coordinator: Katie Sall ksall@weldgov.com (970) 400-2216
Waste Program Supervisor: Ben Frissell bfrissell-durley@weldgov.com (970) 400-2220
12/15/21 17
USE BY SPECIAL REVIEW (USR)
DEVELOPMENT REVIEW QUESTIONNAIRE
Answer the following questions per Section 8-11-40, Appendix 8-Q, and Section 8-14-10 of the Weld County
Code. Please type on a separate sheet. If a question does not pertain to your proposal, please respond with an
explanation — do not leave questions blank.
1. Describe the access location and applicable use types (i.e., agricultural, residential, commercial/industrial,
and/or oil and gas) of all existing and proposed accesses to the parcel. Include the approximate distance
each access is (or will be if proposed) from an intersecting county road. State that no existing access is
present or that no new access is proposed, if applicable.
The existing access will remain unchanged. The access permit is AP12-00007
2. Describe any anticipated change(s) to an existing access, if applicable. No changes planned
3. Describe in detail any existing or proposed access gate including its location. No changes planned
4. Describe the location of all existing accesses on adjacent parcels and on parcels located on the opposite
side of the road. Include the approximate distance each access is from an intersecting county road.
5. Describe any difficulties seeing oncoming traffic from an existing access and any anticipated difficulties
seeing oncoming traffic from a proposed access.
6. Describe any horizontal curve (using terms like mild curve, sharp curve, reverse curve, etc.) in the vicinity of
an existing or proposed access.
7. Describe the topography (using terms like flat, slight hills, steep hills, etc.) of the road in the vicinity of an
existing or proposed access.
12/15/21 19
WE l\NS Mi`-V
ENGINEERING AND
LAND
DEVELOPMENT LLC
Eric Wernsman
PO Box 105
LaSalle CO 80645
Decommissioning Plan: In the event that the site needs to be decommissioned,
the buildings and structures could be removed and recycled and or hauled to a
landfill. Septic systems would be abandoned per Weld County Regulations. The
site would be reseeded or reclaimed for farmland once the improvements were
removed. Please let us know if you have any further questions.
Eric Wernsman
of
one
NON HATCHED AREAS
TO REMAIN IN
CURRENT CONDITION
OR RESEEDED TO
NATIVE GRASSE
S 8856'58' W
388.56'
Mc-MExcavation
MUSR
ETENTION PO _ — .��
MIN VOLUME = —11.
94,473 chic feet
NEW CHAIN LINK /T -
FENCE YARD
EXPANSION
o gco
LEGAL DESC:
LOT A and B, RECORDED EXEMPTION
4762 , PART OF THE EAST HALF OF THE
NORTH WEST QUARTER OF SECTION 17
TOWNSHIP 5 NORTH RANGE 64 WEST OF
THE 6TH PRIME MERIDIAN. WELD COUNTY
COLORADO
ALL AREA SOUTH OF
THE FENCE TO REMAIN
,„.........".......„,-
AGRICULTURAL
0 50 100 150
25490 County Road 58
Greeley, CO 80631
CR 58 ROW CREATED
1/8/1881 BY PETITION
BOOK 2 PAGE 363
NK
D YARD
10
COMMERCIAL ACCESS
PERMIT# AP12-00007
Z T
-S-88.56'58'14— ...
EXISTING
BUILDING
FF.46
63931'
1
200520 SQ. WA
EXISTING WATER DUMPSTER ENCLOSURE
QUALITY POND TO BE '�`71-
FILLED IN
SITE PLAN
4619.46'
IIIIII AZAREA
It
EQUIPMENT
PARKING
AREA
EIpCE TO BE
REMOVED
BERWEEN EXISTING
AND NEW YARD
It
•
EXISTING WATER
QUALITY POND
t
TRUCK PARKING
TRUCK, SEMI TRAILER
AND PICKUP TRAILER
PARKING
FUEL TANKS
LEGEND
PROPERTY LINE
ROW/EASEMENT
EXTENT OF OUTDOOR STORAGE
EXTENT OF GRAVEL SURFACE
6' CHAIN LINK FENCE
nfl
��
EJW
6JW
3/16/;023_
T -50'
Cl
25490 County Road 58
Greeley, CO 80631
dill Inlo,.
UPI'
IIIIIIMID
tllINIMill l.
o 2
> m8
> oo
al cc W S U
m o m
co O
M N
EJW
2/512023
r -50'
11.61
C2
5' X Sr x Iff TYPE
'L' RIP RAP
DOWNSTREAM OF /
SPILLWAY _4 r
ID' X 10' X ID TYPE
RIP RAP
DOWNSTREAM OF
SEC 0-0
S X8'56'58' W
1 388.56'
Mcf. MExcavation
MI/SR
25490 County Road 58
Greeley, CO 80631
COUIVTT RD 58 .S 88.56'58°
639.9t
]5' WNEW AE EEMERGENCY CON CR
w1REtDIEVATON O 4717 WASHOUT AREA
50 100 150
EROSION CONTROL PLAN
]Oslo Sp. Pe°I
0.6)]X Acrn
EXISTING BUILDING
4619.46'
LOSPNG WATER I
OMAl1TY POND T
REMAIN 1
KEY TITLE
SF SILT FENCE
ED EXTENT OF DISTURBANCE
® CONCRETE WASHOUT AREA
PERMANENT SEEDING
SYMBOL/ LINEWORK
s
I'
0,
J
6C621;
EJW
EJW
215/2023
r=w'
C3
I1
1$i
pil
1
1
i.gi. ` s A @R gb c 2 i
Ali ! P P. 4 6
;O ih 6 1 O1 l'a A Pi
agA IRl s d
8 i 14 d e I. 9 ---iI
lE 9 �6 a �4 111? i EE AA
h i! it 4`t -. I5 1!
€`aa 1 F.; OE ti °. ra as Y5
d3 ! 9g . aq l3 ARC
r'� it� �° aFi
A
n
n
g
I
a
gI
5 B 9 4 i gli 'i _ 2F ji 5
di i,�� u
c,
P
i$99
RI
ix x
yi&
/! i
g
1
1
e
�0 D h3 icy i lR $r rg
. ! AE 81 99 a's 41 eE ESQ-
el ! Ega i Via 5
4 i ,e3 E - . E E4
!i. I i{5p 4q ' I �yE{g
g87. 9i ig %_f
(i Ai
KTt SSy !! ll pEp If pp AA
EY 1 i q C .iS 5pJ
�,5 �gep 7p a R{`ag
w•
1 fi I A
i 9I wG; ; IC iT lili
irj�g'•e� R '2_ Pi lid
w °- si al WI
. $a,64. 114 i 54 6$, R�
I gg�A E(yAy 6§ 1 @f@¢ Zvi
-5i1 t, 1, .: B'. 3;
! pgl.1 I R p99, fifigs @4 '
�4}'e; �ts g A9 fi� p,NA.
BA '¢,A �!9 d
It j
-d itsigm itak II&
n
•y
o� `N'
a 1
4 ASI
3,�'
8.
®
.
_
L
,qy
:a�
I 4
ta
n 4
�„_______.
!-,,
z/e%263
,,,
WERNSMAN ENGINEERING
AND LAND DEVELOPMENT LLC
16493 ESSE( ROAD SOUTH
PLATTENLLE CO 80651
PHONE 970-539-2656
f _
M and M Excavation
25490 County Road 58
Greeley, CO 80631
l
f
1
f _
DRAWN FOR
Tam/ 1®m
asw CartyPndss
Ora% CO OM
l
SC -2
Sediment, Control Log (SCL)
(uAnri f'^) SC CW
ono wcw
T. "Tor IRTTIATTT
COMPOST' SEDIMENT CONTROL 103 (WEIGHTED)
L
5 TI N
ZUMPGSI S2DIMkNT CANTINA L O
QII#IIIIIIIIIIiiiiii R
wrio
sr.wKM =2 IlI1IIIIIIIlIIIvII
TOG JOINTS
SCL-2 COMPOST SEDIMENT CONTROL I OS ile/ElEKTD).
t12� LISA ONapa0m4NmAARiot
W E4eA SPv UAI4. 0Yu2Fm1 Vaim
LNPmbnUIS
SC -2 Sediment Control Log (SCL)
.322.01_0711.102.03181.1.0.71.127
I. SEE PL07 yr. Ma Ltt000 AYD 181014 C' 5.704 FCM O Sacs.
SIGI7CO•CCHINOt L. TRH AU SAPS... MINX N.. CC MTH. AVOR
.3. PLO.. CCKPOLLus cOKASECF'SINA7 Scam. Neu. et IlIGE Of MY nAAO N® KLPSOO Chars dN¢ Rim
RU!
4. semen. mHNOL .] 1777 EC ASED AS SAL OEa OK H mans (NT sw2
P.Tn LCOOAxa man DE 11Ae1 M.. IC TAwaFn OM SE SIAM In
Rpm a 0x05 00SI E M0AOR o0Ea3U (PTO 1E R w'rHNAm+ Wen ouE wT 1P
o..wr I I A RO 0 A0 H I IC E WE SFS ... a-NaoTAa0 0In .wE wAAT
w em
FaumE AK. an e
M w`SPECCS SS., STARES KTLAGIV WNW TON STOP. r.iOKEW. YYAsm� .s
0077. Of TIE CAawAYOF1 STALL Pow. no Too
M I. STAPES EDT WR I:AOIEN PRIOR TO TOTNUIHN SWL Be: QRACm...n Of
E SRO. or w LFID+.
a^vFrt smut Twm• WON.
Ks. 7P.A• MN w.f.. 4.70 touvit.IPEN ESIONE moor. Omani,
A• K SHA677.0 eE 6.47 .70701 50 * 50 *. TWO v JA.F�
Poo
MST. AN:WM 0,00140. ASPECT.. MO KKK. SHAJLO 3. WHO Naos ow To.. WAR 00 AS ACHANO SMAO E oM1ED
NNW. Of 1M ALNw
¢�MOf 1 TE ma, lM1CFE SA RAAA o S .r .... NAAND NTED
\ANNE ItTN, lOF vE ssAaK1 a0XI. L00:..
S %GM* Cwm%ALOC SCULL BE ApAaEmrt Tr Oro m CONSINCiGNtNCST
A �PPFINE�su it emu r c.® no1077 SOL =NO KO .1.0425 Go onus
SANAS LOCAL
Gi7049 As• KArr Of7.1.0 RAC TAP MO. Silo 1Hov NTti a iD a usDARN1�CN
UNSOA.VAPe4E1mSCAK*DASH. MOSmLa2aUI
4S o PoA W na1a.)a 0Ra M M®I VOA I D.
EtWUSHAN0aO MOWL PREVENTION
THE CONTRACTOROWL FOUH OWL FEDERAL. STATE AND LOCAL REOUATIWm PENTOS. TO MATERIAL HANEL.. SELL
PREVENTION AM3 SPILL CLEANUP. TM CONTRACTOR SHALLMTPYTHEAPPROKUATE SIA "IO A. A SPILL OCCURS.
TIEFOLLONOm AERECOWE20EDRLIGNIK-'S FORTI¢OONTRACTORAN] mNLLEDTREP KE00VEoaBRAL
GOMAETC WASHOUTSTRUCTURE CONCRETE WASHOUT STRUCTURES ARE USED TO CONTAIN CISCRETEND UOUIDS
AMEN THE CHUTES OF CONCRETE MINK AR O HOMERS OF CONCRETE PIMPS ARE.. OUT AFTER DEILRV.THE
VONHOUT IOUTIES CON CCOSTRICUED OR RFADYRIADE ALLWA0HWIT 0A RTES COH00IICATE SOLOS FOR EASIER
6oSALNOP AOR OAMFF OF LIMO. TEEWALT WATER SAMMIED CONTAINSHCNLEVna OF 121.0.1.1.
CHGNLEAOIINTOTHEOROUONLCOMNSNATEORO NDWATEN IT CANAIm NORATETOA STORM MACH VASI.
CAN INCREASETEPHOF NEARBY WATEAYAYSANOHMMADUATICUM
FEET UPSTREAM FROM ABTORN ANON, 0TREULEALKIN POMP OR WATERWAY.
ARSHALL DASTALLTIEWALCUT AMINM.MOFIW
▪ AC1LTEB SHALL BE CLEANED OUT ONCE THEY ME DI FULL M NEV FACILITIES BE CONSTRUCTED TO PROVIDE
ADDITION LSTORADE
SOLVENTS, FI+.OR TO WAS.WATER ERO PROHIBITED.
. FFNOR RYI.0MSFMKA
AL OF CONCRETE WASRCIIT WASTEON THECOL'TRUCTCN ERE LS PROHBIIED. COP., OF
L YAE FALL A0BE W A LEML MANOR.
WWTCKN1 NIE HAMMEDSOLDWASTE WWOEENT: BUILDING MATEMI9O ONOO F TO 0 CCRSIRICICNSTE
EP. THE RISK OF
ROU00 1. PRACTYFSNIGIAS04 SAMMY IMMIOI SA4 REGYtla4 PCPERE NWT BE PROPER...AMAZED.. � LITPLMPDENVCEMDNiLL
PREVENTION AND CLEANUP MEASURES CAN RmC£TRE POTENTIAL FOR STORIMATBi RUNOFF TO NDBBDE
CONSTRUCTIONSITEWASTF_SANOCONTAIMATEGURFACEOROROUNDWATEFL
. THECONSUKTORSHALL * STREAK
THAT LSAT LEAST MOPES'
RAAIE'
AWAY FROM A STORY MN STREAM POD OR WATERWAY.
• TBnORALOnWTMYEAsoTIES.O OBELOCATEDATLEAST SOFEET AWAYBbN MMLb0VAYS. SHORN DRAINS
MAURY FACROEDAREASOPHIONTRAFN AVERS. SHALL T BE ALLOWED
D TO FLOW INTO STORM SEYA:.3AW ORAJWOEMVS ONLY UCEIISELI
HAULERSSNALL F WO OF WASTE FACILMESSLALLEC-@ED IHTO PREVENT OVERNRNNOIN
AR
• COTBTRUCTM WASTESVULBESEORWATED PROPSLLYPRO VARIOUSCATEOMIBSKII ASHATMOOUSMATECALS,
TOPIC UOUDSD MOWNYARCOUS OAKU .
• CONTAINERS M UM. SHOULD HAVE SECONDARY CONDIMENT' D RESTORED AWAY FROM DRAJNMEWAYS STORM
OWNS. HBEIWNOWATFASMEASM KKW TRKFIC. DARFASS1.9SfDlETO i1DOON0. COMAINERSEWLL
ALSOEPROPERLYLABELED.
VIOL PREVENTION D CONTROL SPILL PIEY TWIV CONTROLAME COUNTER MEASURE FLAN (WOG) SIWLCLFARLY
AMATERULT AMPTRNN PERGONNS. OPPREVENTTOP THE GOLE °FA�AND TCONTROLL FUTURE SPUSCON. THEE:FICLEAN wSNYS ARE O EOFOWMAVINATED
CONSTRUCT. SRBWEOE IWAAITWNWASTE MESRORE0 M USED. WARN.. WASTE INCLUDESFFSIImES
AWTS^F • AoR800CISNMPmacO¢ %DR�ON,EMROLDWUOWMEASGRE 1ARN
CO FOLIANCEWRNETATEEA DFFFDEULLR®UATIOS
. TPOIDSWL BEWMAIMD ANOP CLEANED LPMCOONASPOEHNE
• REGIONALS LEFT OVER LP ACTATY, SUCH AS ABSORBENT PADS OR CONTOTANISOF S41 TERIAL
SHALL DEC S.°OFPROPERLY.
. PROPER SPILL ANOTHlbT O5SUCIEREPORIT O PROCLOUREDINGDONOGALINOTHEAPROPOATESTATE
MEU2ES SOUL BE POLL.. FOR BOTH HALMOWSD NONFM2ARDW9 MATERWB
• SPILLS SHALL NOT BEWALSNED OONN INTO THE SHORN CRAW OR BRED ANYWHERE
TECOMCICTO R SHALLREFERTOTHESTATEDFIDBULSPILL000NDEN.WUAL (WNp FOR ADOrON.
RECIUMPIENTO
Stabilized Staging Area (SSA) SM-6
nwsw
550-1. STARE IZFD RASING AREA
rw"'"dw to t$ O OCAP ASIA arK Mwax
assemomsmsdnammosasmamsnomammarad
Iwo... mom osso mos moo d o mom a- mamma
tss FNS ""'" N [s rsAwrt w F= I+'NI wv cuss` w
Nalmb.ml0 U70705Al.rsoOiNNI.E.vdmu)
1. THE EROSON CONTROL WSFECTOR MUST BE NOTIFIED AT LEAST TWENTY-FOUR (24) HOURS POOR TO ANY CONSIRJCRDN ON 1X15 Erg
2. THERE SHALL BE NO EARTH-ESTURBINC ACTIVITY WTSOE TINE OUTS DESIGNATED EN THE ACCEPTED PLANS.
1 ALL REQUIRED PERIMETER ALT AND CONSTRUCTION TENONS SHALL BE INSTALLED POOR TO ANY LAND DISTURBING ACONIY (STOCKP¢WC.
STRIPPING. GRADING. ETC). ALL OTHER REWIRED EROSION CONTROL MEASURES SMALL BE INSTALLED AT THE APPROPRIATE TIME W THE
CONSTRUCTION SEQUENCE AS INDICATED IN THE APPROVED PROJECT SCHEDULE. CONSTRUCTION PLANS. AND EROSION CONTROL REPORT.
ALL TIMES DURING CONSTRUCTION. THE DEVELOPER STALL BE OESPONABU FOR PEVENTNG AND CONTROWNC ON -SITE EROSION
INCLUDING KEEPING THE PROPERTY SUFFICIENTLY WATERED 50 AS TO MINIMIZE WIND BLOWN SEDIMENT. THE DEVELOPER SHALL ALSO BE
RESPONSIBLE FOR WSTALUNG AND MAINTAINING ALL EROSION CONTROL FACILITIES SHOWN HERON.
B. PRE -DISTURBANCE VEGETATION SHALL BE PROTECTED AND RETAINED WHEREVER POSSIBLE. REMOVAL OR DISTURBANCE OF (METRO
PFACO TATDN SHALL BE LIMITED TO ME AREA(S) REWIRED FOR IMMEDIATE CONSTRUCDEN OPERATIONS AND FOR THE SHORTEST PRACTICAL
or THE
B. KEPT INSA ROUG ROUGHENED CWDmon Al RIPPPINGDISTURBING
OR ASN0NE TY (STOPPING.
CONTOURS UNIV.NMULCH. VET T000 .STOCco AMER moor,
ERMANENTT EROSION
00NTROL BMPS ARE INSTALLED. NO SOILS IN AREAS OUTSIDE PROJECT STREET RIGHTS -OF -WAY SHALL REMAIN D:POSED BY LAND DISTURBING
ACTIVITY FOR MORE THAN THIRTY (00) DAYS BEFORE REWIRED TEMPORARY OR PERMANENT EROSION CONTROL (EC. SEED/MULCH.
LANDSCAPING. ETC .) IS INSTALLED. UNLESS OTHERWISE APPROVED BY THE LOCAL BITTY.
P. IN ORDER TO MINIMIZE EROSION POTENTIAL ALL TEMPORARY (STRUCTURAL) EROSION CONTROL MEASURES AHALU
A BE INSPECTED AT A MIIMUM OF ONCE EVERY TWO (2) WEEKS D AFTER EACH SIGNIFICANT STORM EVENT AND REPAIRED M
RECONSTRUCTED AS NECESSARY IN ORDER TO ENSURE THE CONSOLED PERFORMANCE Cr THOR INTENDED FUNCTION.
B. REMAIN IN PLACE UNTIL WOH TIME AS All THE SURROUNDING DISTURBED AREAS ARE SUFHOENTLY STABILIZED AS OETERUINEO BY THE
EROSION CONTROL INSPECTOR.
G BE REMOVED AFTER THE SITE HAS BEEN SIFFICENTLY STABILZEO AS DETERMINED BY THE EROSION CONTROL INSPECTOR.
B. WHEN TEMPORARY EROSION CONTROL MEASURES ARE REMOVED. THE DEVELOPER SHALL BE RESPONSIBLE FOR THE OEM UP AND REMOVAL
OF ALL SEGMENT D DEBRIS THAN ALL DRAINAGE INFRASTRIICIURE AND OTHER PUBLIC FOCUSES.
9 THE CONTRACTOR SHAH CLEAN UP ANY INAOVERTEIT DEPOSND MATERIAL IMMEDIATELY AND MME SURE STREETS ARE FREE OF ALL
MATERIALS BY THE END OF EACH HORNING OAK
TO. AU. RETAINED SEDIMENTS, PARTICULARLY 8105E ON PAVED ROADWAY SURFACES. SHALL BE REMOVED AND DISPOSED OF IN A MANNER AND
LOCATION SO AS NOT TO CORY NOR RFZEASE INTO ANY WATERS OF THE UNITED STATES
Il. NO Sal STOCKPILE SHALL EXCEED TEN (10) FEET IN HEIGHT. ALL SOIL STOCKRIES SMALL BE PROTECTED FROM SEGMENT TRANSPORT BY
SURFACE ROUGHENING. WATERNG. AND PERIMETER ALT FENONG ANY SOIL STOCKPILE REMAINING WIER THIRTY (001 DAYS SHALL BE arm
AND MULCHED.
12. THE STORMWAIER VOLUME CAPAOTY OF CEIENTON PONES WLL EE RESTORED AND STORM SEWER LINES WILL GE CLEANED UPON
COMPLETION OF THE PROJECT AND armor TURNING THE MAINTENANCE OVER TO THE LOCAL DIRTY OR HOMEOWNERS ASSOCIATION (000).
TO. COUNTY ORDINANCE AND COLORADO DISCHARGE PERMIT SYSTEM (COPS) REQUIREMENTS TAKE IT UNLAWFUL TO DISCHARGE OR ALLOW THE
DISCHARGE OF ANY POLLUTANT OR CONTAMINATED WATER FROM CONSTRUCTION NIES. POLLUTANTS INCLUDE BUT ARE NOT UNITED TO
DISCARDED BUILDING MATERIALS. CONCRETE TRACK WASHOUT. CHEMICALS. EL AND CAS PRODUCTS. UTTER. AND SANITARY WASTE THE
DEVELPOLLUTANTS ON THE SITE IN ACCORDANCE WIPER SHALL AT ALL ours TAKE TH ANY AND ALL APPUCAOLE LOCAL, ASURES ARE NECESSARY TO A�TE. D FEDERAL RE THE PROPER CONTAINMENT AND DISPOSAL OF
M. A DESOLATED AREA SHALL BE PROVIDED CR SHE FOR CONCRETE TRUCK CHU. WASHOUT- THE AREA SHALL E COMSTRUCEO SO AS TO
CONTOF CD
S mg
WASHOUT MATERIAL D LOCATED AT LEAST FIFTY (SO) FEET AHOY FROM ANY WATERWAY WRING CONSTRUCTION. UPI. APLET N
RESTORED.
CONSTRUCTION actroo CONCRETE WASHOUT WO.. WALL BE RRUOVED AND PROPERLY DISPOSED OF PRIOR TO THE AREA BEING
15. TO ENSRE THAT SEDMENT DOES NOT MOVE OFT OF WOMOUAL LOTS ONE OR MOTE OF THE FCLLO050 YDITENT/0R04EI CMTHOL
BOPS STALL BE INSTALLED AND MAINTAINED UNTIL TE LOTS AE SU0OENTLY STARIUZED. AR DETERMINED BY THE MO500 CONTROL
INSPECTOR,
A. BELOW ALL COTTER DOWNSPOUTS.
B. OUT TO DRAINAGE PALES.
C. ALONG LOT PERIMETER
D. OTHER LOCATIONS. IF NEEDED.
TB. CONDITIONS IN THE FIELD MAY WARRANT EROSION CONTROL MEASURES IN ADDITION TO WHAT IS SHOWN ON THESE PLANS THE DEVELOPER
SHALL IMPLEMENT WHATEVER MEASURES ARE DETERMINED NECESSARY. AS DIRECTED BY THE COUNTY.
II. A 0E0CLE TRACKING CONTROL PAD SHALL BE INSTALLED WHEN NEEDED FOR CI.STRUCOON EQUIPMENT. INCLUDING BUT NOT LOOTED TO
ORR800 VEHICLES EMIING EMSIING ROADWAYS N T EARTHEN SOADNO E $TONE DIRT. ETC. SHALL BE ONCE W THE CURB a T. rre'
M ROADWAY AS A RAMP TO ACCZ55 TEMPORARY SiOO(PIRFS. StAGNG ME/5. CONSTRUCTION MAlEOA15. CONCEIE WASNWT ALAS
D/01 BUILDING SINES.
STADAgAle Management (SP) AIM -2
STOCXPF E PROITMIN PLAN
Steno A
Sp -1 STOYXPRE PROTECYOT(
n..mu.1r 2aw..s ro.A.._.n.Mol
971
EC -6 Rolled Erosion Control Products (RECP)
FCR-I PLR. OUTLET 10 ORAWACEWAT
en
ree-2 SHAH DR. OR DRAJNAGWAY
UtiaOrlw.o urVa O
Eif
V
U 7
ghE
W �
osm
EJW _
mom
EJW
IL'0
SEC A -A
CHANNEL SLOPE =0.3%
Ng
5' MIIN
6"
SEC B6 B
CHANNEL SLOPE = 20%
HIGH WATER DURING OVERFLOW OF
OFF SITE PASS THROUGH STORM FLOW.
100 -YEAR OVERFLOW SPILLWAY
4' 4
1' -OW MINIMUM FREE BOARD
4' 4'
[.s. CLR•J �B MINIMUM THICKNESS
NOTE: 2 - #5 BARS (SEE NOTE)
TRENCH FOR WEIR OUTLET STRUCTURE USING NATIVE
GROUND AS FORM WORK. CONSTRUCT WEIR B' MINIMUM
THICKNESS. UPON COMPLETION OF TRENCHING, PLACE
TEMPERATURE STEEL AND CONCRETE IMMEDIATELY.
FORM TOP 4'. SECTION A - A
CONCRETE WEIR OVERFLOW STRUCTURE
CONCRETE WEIR STRUCTURE
CENTERED IN BERM
A
PROPOSED TOP OF BERM 451B
OVERFLOW ELEVATION 4617
A
DETAIL A
OUTLET AND SPILLWAY DETAILS
CFN1� OF NOTRCRT0N
1-800-922-1987
OUTLET AND SPILLWAY
DETAILS
DETAIL 11-7
ScuA N.T.S.
nfl
EJW
EJW
2/5/2023
V-50'
C6
DRAINAGE REPORT
FOR
MAND MEXCAVATION
USR-
PREPARED FOR:
TERRY MILLER
25490 County Road 58
Greeley, CO 80631
DATE: March 15, 2023
CONSULTING ENGINEER:
WERNSMAN ENGINEERING AND LAND DEVELOPMENT, LLC
PO Box 105
LaSalle, CO 80645
WE l\NlJMi `N
ENGINEERING AND
LAND
DEVELOPMENT LLC
Eric Wernsman
PO Box 105
LaSalle CO 80645
March 15, 2023
Weld County
Public Works Department
1111 H Street
Greeley, CO 80631
RE: M and M Excavation site at 25490 County Road 58
Dear Sirs:
Wernsman Engineering and Land Development, LLC is pleased to submit this Drainage Report
for the proposed the M and M Excavation Site, located at 25490 WCR 58 Greeley CO.
Please review at your earliest convenience. We look forward to your comments and ultimate
approval of the Drainage Report.
Please feel free to contact me at (970) 539-2656 if you have additional questions.
Sincerely,
Wernsman Engineering and Land Development, LLC
Eric Wernsman, P.E.
PROFESSIONAL ENGINEER'S
CERTIFICATION
I hereby certify that this Drainage Study for the M and MExcavation site was prepared by me
(or under my direct supervision) in accordance with the provisions of the Weld County Storm
Drainage Criteria Manual for the owners thereof.
Eric Wernsman, P.E.
Registered Professional Engineer
State of Colorado No. 33371
Index
Page
1-8
9-12
13
14
15
16
17
18
18.1
19
20
21-24
25
Drainage Report
Rainfall
Imperviousness
Dl Sub -basin runoff
OS1 Sub -basin runoff
Sec A -A
Sec B -B
Retention Pond Volume Requirements
Retention Pond Volume Provided
Emergency Overflow
Fema Firmette
NRCS Hydrologic Soil Information
Vicinity Map
I. General Location and Description
A. Location
The M and M Excavation Site is located on Lot A and B RE 4762 which is in the East
1/2 of the northwest 1/4 of Section 17, Township 5 North, Range 64 West of the 6th
Prime Meridian within the unincorporated area of Weld County, Colorado. The site
address is 25490 WCR 58. The site is adjacent to CR 58 and approximately 1300 feet
east of WCR 51. To the east south and west are agricultural land. Across CR 58 to
the north is a residential home and farm. This site is located in a rural, non -
urbanizing area of Weld County.
Highway 34 is located about a half a mile of this site. There are no major drainage
ways that are located within or adjacent to this site. With the exception of the
residence to the north, there are no adjacent developments.
B. Description of Property
The entire site consists of approximately 79 acres, however, only the northern 9.5
acres is developed or will be developed. The current ground cover is grasses, gravel,
concrete and buildings. The develop portion site is sloping from the north to south.
The undeveloped portion site is sloping from the west to the east at about a 0.3%
slope. According to the USDA Natural Resources Conservation Service's Web Soil
Survey, the soil on this site consists of Altvan Sandy Loam which is classified as
being a Hydrologic Group "B".
The proposed development is the expansion to an existing building, a future building
as well as the expansion of the gravel storage yard. When completed, the proposed
development consists of two buildings (26,620 sq ft) with 6.6 acres of gravel
surefaces. The retention pond area will be seeded with native grasses.
II. Drainage Basins and Sub -Basins
A. Major Basin Description
The site is tributary to the South Platte River. The majority of the basin consists of
agricultural land. There is no Weld County Master Drainage Plan that includes this
site. Per FIRM Panel No. 08123C1565E, the site is not in the 100 -year flood plain,
see attached FIRMette. This site is located in a rural, non -urbanizing area of Weld
County.
1
B. Sub -Basin Description
The existing developed site generally slopes from the south to the north. The site
drains to (2) water quality ponds that are east and west of the existing building. The
eastern existing basin will remain in its current condition. There is no new impervious
surface planned for this basin east of the building.
The western portion of the existing site will generally remain in the same condition
except the existing water quality pond will be filled in and made to drain to a new
retention pond on the west side the western expansion of the site.
The western portion of the site that is planned for the new yard expansion and future
building will have a new retention pond that will hold runoff from the yard expansion
and the western portion of the existing developed site.
Currently, a small portion of the agricultural property on the west side drains on to the
site.
In the developed condition, there will be 1 onsite subbasin and 1 offsite subbasin.
Runoff from the onsite subbasin, together with the offsite subbasin, will be directed to
the proposed retention pond that is located in the western portion of the site. The
onsite developed subbasin consists of rooftop, gravel parking, concrete, gravel
storage and landscaping/open space.
Existing Conditions
Sub -Basin H1 (Onsite). The site generally slopes from the south to the north. This
sub -basin consists of approximately 6.05 acres. The soil within this subbasin is
classified as Hydrologic Group "B".
Sub -Basin 051 (0ffsite). The site generally slopes from the west to the east. This
sub -basin consists of approximately 3.6 acres. For the Historic Conditions, the entire
site was assumed to be covered with grass. The soil within this subbasin is classified
as Hydrologic Group "B".
III. Drainage Design Criteria
A. Regulations
The design criteria for this study are directly from the Weld County Code, Chapter 8,
Article XI — Storm Drainage Criteria, Weld County Engineering and Construction
Guidelines updated January 2021, and Urban Drainage and Flood Control District's
(aka Mile High Flood District) Urban Storm Drainage Criteria Manuals Volumes 1, 2
and 3. No deviations were made from the Criteria for this study. The NOAA website
was utilized for determination of the rainfall amounts for each storm frequency.
2
B. Development Criteria Reference and Constraints
The developed site will convey runoff to the design point in a safe and effective
manner. The retention pond will be constructed to retain the entire developed 100 -
year 24 hour storm and then multiplied by 1.5 per Weld County requirements.
C. Hydrological Criteria
The 100 -year was used for the major storm event. From the NOAA website, the 10 -
year one hour rainfall depth is 1.42 inches and the 100 -year one hour rainfall depth is
2.7 inches.
These storms have been used as a basis for planning and system design. The peak
flow rates for design points have been calculated based on the Rational Method as
described in the Criteria Manual with storm duration set equal to the time of
concentration for each subbasin. The runoff calculations were bases on the SCS
Hydrologic Soil Group "B".
Urban Drainage and Flood Control District (UDFCD) UD-Detention V2.35 was
utilized to size the retention pond with the 100 -year 24 Hour Storm multiplied by
150% The Water Quality Capture Volume is included within the retention.
D. Hydraulic Criteria
The define outfall point for this site is the retention pond located along the western
boundary.
The overflow spillway for the retention pond is sized to convey the developed onsite
and offsite 100 -year runoff.
E. Waiver/Variance Criteria
A variance for a retention pond will be requested from the Weld County Code,
Chapter 8, Article XI — Storm Drainage Criteria, Weld County Engineering and
Construction Guidelines updated January 2021.
F. Stormwater Quality Considerations
The retention pond will provide sufficient storage for the Water Quality Capture
Volume (WQCV) for the site.
IV. Drainage Facility Design
A. General Concept
The majority of the onsite will drain to a proposed retention pond located near the
north west corner of this site. The retention pond was sized to hold the 100 -year 24
hour storm multiplied by 150%. In the event that the pond overtops an emergency
spillway will convey the developed 100 -year runoff to the outfall point along CR 58.
3
B. Specific Details
Sub -Basin D1, 6.06 -acres, 39% impervious, developed onsite area consisting of roof
tops, gravel paving and open areas that drains to the western detention pond. Basin
runoff coefficient is 0.50 for the 100 -year storm events. The time of concentration
(with the urban check) is 13.92 minutes. The calculated runoff is 17.66 cfs for the
100 -year storm event.
Sub -Basin OSI (Offsite), 3.6 -acres, 2% impervious, that drains onto this site from the
south. Basin runoffs coefficient is 0.36 for the 100 -year storm events. The time of
concentration (with the urban check) is 13.9 minutes. The calculated runoff is 9.72
cfs for 100 -year storm event. Sub -Basin OSlwill drain onto the developed site and
will be conveyed to the proposed retention pond.
Retention Pond
The retention pond is located on the north west corner of the development. The 100-
yr 24 hour storm volume required by using the Modified FAA method was
determined to be 1.45 acre feet(63,162 cubic feet). Using the required 150% of that
volume requires 94,873 cubic feet for retention pond volume. With a pond bottom of
4608 and a 100- year high-water elevation is 4816, The available volume provided is
approximately 94,884 cubic feet.
An emergency spillway is designed in the retention pond berm to allow onsite and
offsite flows to leave the retention pond. The emergency overflow is provided at
elevation 4817. The spillway base shall be a minimum of 25 feet wide and will limit
the flow depth to 0.5 feet at a discharge rate of 27.27 cubic feet per second. A 5' x 41'
area of Type L buried riprap shall be placed downhill of the emergency overflow to
control erosion. Please refer to the appendix for the calculations regarding the
overflow and spillway.
V. Conclusions
The proposed site will direct the developed storm water flows to the onsite detention
pond. The retention pond will retain the developed runoff from the 100 -year 24 hour
storm with a 150% safety factor. The retention pond spillway will direct the flow to
the CR 58 at the northwest corner.
The design should be adequately to protect the public health, safety, and general
welfare and have no adverse impacts on public rights -of -way or offsite properties.
VI. Compliance with Standards
This report and design will meet the Weld County Code, Chapter 8, Article XI —
Storm Drainage Criteria, and the Weld County Engineering and Construction
Guidelines updated January 2021, with a variance request for a retention pond. The
design should be adequate to prevent either onsite or offsite runoff flows from
creating damages. This site is not part of any Weld County Master Drainage Plan.
4
VII. Stormwater Quality
Water quality structures are being proposed for the development of the site. A water
quality pond can be included in the retention pond. In addition to the water quality
volume, the bottom of the pond will be grass lined. The grass lining will naturally
filter out the oil and heavy metals contained in the stormwater runoff. The owner of
the site will be responsible for the maintenance of the EDB.
VIII. Erosion and Sediment Control
This section describes methods recommended to control wind erosion, soil erosion
and sediment from storm runoff during and after the construction of drainage
structures and site grading. This development of erosion control criteria establishes
the methods and guidelines used to perform the erosion analysis and develop the
erosion control plan.
A. Discussion
The clearing and stripping of land for site grading, overlot grading or for the
construction of drainage structures and swales may cause localized erosion rates with
subsequent deposition and damage to offsite properties. Uncontrolled, such erosion
could destroy the aesthetic and practical values of individual sites and cause damage
to downstream property.
In general, erosion and sediment control measures will consist of minimizing soil
exposure, controlling runoff across exposed areas and controlling sediment at
drainage structures. Each of these measures is described below and shall be utilized
by the developer and/or the contractor during any construction activity occurring at
this site.
B. General Erosion and Sediment Control Measures
Minimizing Soil Exposure: Where practical, the construction area and duration of
soil exposure will be kept to a minimum. All other areas will have a good cover of
vegetation or mulch including gravel. Grading will be completed as soon as possible
after it is begun. A temporary cover crop, a permanent vegetative cover crop or other
landscaping will be established in disturbed areas. Re -vegetation will consist of
native grasses. Decorative rock, flower gardens or shrubs will also be utilized in the
final landscaping to cover the soil. Re -seeded areas will be crimped and mulched
with straw or hay to protect exposed soil until vegetation is established. A layer of
gravel may be substituted for re -vegetation in parking and storage areas.
Controlled Runoff Across Exposed Areas: Where practical, construction may include
constructing temporary swales to intercept and direct storm water around exposed
areas. Swales can be constructed to control surface water, which collects on exposed
areas and prevent gross erosion in the form of gullies. Riprap, wattle filter, or other
temporary erosion control devices may be installed to control storm water velocities
across exposed areas.
5
Sediment Control: Temporary and/or permanent sediment control devices will be
installed at the major drainage structures and flow concentration points shown on the
Drainage Exhibit. Such structures shall be used to intercept and trap sediment once it
is produced and prevent it from being conveyed offsite onto downstream property.
C. Location and Description of Other Pollution Sources
Other than sediment, the only known potential pollution source are mobile fueling
vehicles and paint (chemicals). Refueling vehicles will be limited to refuel at one
location at the site, to be determined, at least 100 feet from any stormwater
conveyance. In addition, one concrete washout area and chemical storage area will
be designated, also at least 50 feet from any stormwater conveyance.
D. Materials Handling and Spill Prevention
Building materials and paint will be stored onsite. If the materials are to be exposed
for a significant amount of time, they will be covered to prevent unnecessary polluted
runoff. Waterline and sanitary sewer will also be present on site. There will be no
concrete or asphalt batch plants or fertilizers located on site. One area at least 50 feet
from any stormwater conveyance will be designated for concrete truck washout and
construction vehicle refueling.
E. Erosion and Sediment Control Plan
The following summarizes the overall erosion control plan for this project. The
details will be shown on the construction drawings.
1. Wattles will be used on the proposed swales to reduce the transporting of
sediment downstream.
2. Final stabilization is reached when all soil disturbing activities at the site have
been completed and vegetative cover has been established with a density of at
least 70 percent of pre -disturbance levels or when equivalent permanent erosion
reduction methods have been utilized (gravel paving). Upon final stabilization,
all temporary BMP's may be removed.
3. Other erosion control measures will be used as necessary to help minimize
erosion for this project. This includes the use of riprap downstream of the
detention outlet pipe and the use of vehicle tracking control at the site exit.
4. Silt fence will be utilized around the temporary stockpile.
5. Permanent seeding will be used in open areas and landscaped areas.
IX. Maintenance
The following is the drainage/site maintenance plan for the project:
1. At all times, any erosion that may occur shall be corrected as soon as possible to mitigate
the chance of sediment leaving the site.
2. All swales shall be inspected regularly and cleaned if necessary.
3. Any seeded areas that are not covered with vegetation shall be re -seeded and irrigated as
necessary to establish permanent vegetation.
4. Snow should not be piled in swales or near the retention pond.
5. Any necessary repairs shall be made as soon as possible. Repairs to privately owned
stormwater facilities shall not be the responsibility of Weld County.
Retention Pond Maintenance (EDBs):
The following description was taken from Urban Drainage- Urban Storm Drainage Criteria
Manual Volume 3 (November 2010):
EDBs have low to moderate maintenance requirements on a routine basis, but may require significant
maintenance once every 15 to 25 years. Maintenance frequency depends on the amount of construction
activity within the tributary watershed, the erosion control measures implemented, the size of the
watershed, and the design of the facility.
7.1 Inspection
Inspect the EDB at least twice annually, observing the amount of sediment in the bottom of the pond.
7.2 Mowing and Plant Care
When starting from seed, mow native/drought tolerant grasses only when required to deter weeds
during the first three years. Following this period, mowing of native/drought tolerant grass may stop or
be reduced to maintain a height of no less than 6 inches (higher mowing heights are associated with
deeper roots and greater drought tolerance). In general, mowing should be done as needed to maintain
appropriate height and control weeds. Mowing of manicured grasses may vary from as frequently as
weekly during the summer, to no mowing during the winter. See Section 4 of this chapter for
additional recommendations from the CSU Extension.
7.3 Aeration
For EDBs with manicured grass, aeration will supply the soil and roots with air and increase infiltration.
It reduces soil compaction and helps control thatch while helping water move into the root zone. Aeration
is done by punching holes in the ground using an aerator with hollow punches that pull the soil cores or
"plugs" from the ground. Holes should be at least 2 inches deep and no more than 4 inches apart.
Aeration should be performed at least once per year when the ground is not frozen. Water the turf
thoroughly prior to aeration. Mark sprinkler heads and shallow utilities such as irrigation lines and
cable TV lines to ensure those lines will not be damaged. Avoid aerating in extremely hot and dry
conditions. Heavy traffic areas may require aeration more frequently.
7.4 Mosquito Control
Although the design provided in this manual implements practices specifically developed to deter
mosquito breeding, some level of mosquito control may be necessary if the BMP is located in close
7
proximity to outdoor amenities. The most effective mosquito control programs include weekly inspection
for signs of mosquito breeding with treatment provided when breeding is found. These inspections can be
performed by a mosquito control service and typically start in mid- May and extend to mid -September.
Treatment should be targeted toward mosquito larvae. Mosquitoes are more difficult to control when they
are adults. This typically requires neighborhood fogging with an insecticide.
The use of larvicidal briquettes or "dunks" may be appropriate. These are typically effective for about
one month and perform best when the basin has a hard
bottom (e.g., concrete lined micropool).
7.5 Irrigation Scheduling and Maintenance
Adjust irrigation throughout the growing season to provide the proper irrigation application rate to
maintain healthy vegetation. Less irrigation is typically needed in early summer and fall, with more
irrigation needed during July and August. Native grass and other drought tolerant plantings should not
require irrigation after establishment.
Check for broken sprinkler heads and repair them, as needed. Completely drain the irrigation system
before the first winter freeze each year. Upon reactivation of the irrigation system in the spring, inspect
all components and replace damaged parts, as needed.
7.6 Sediment Removal from the Forebay, Trickle Channel, and Micropool
Remove sediment from the forebay and trickle channel annually. If portions of the watershed are not
developed or if roadway or landscaping projects are taking place in the watershed, the required
frequency of sediment removal in the forebay may be as often as after each storm event. The forebay
should be maintained in such a way that it does not provide a significant source of resuspended
sediment in the stormwater runoff
Sediment removal from the micropool is required about once every one to four years, and should occur
when the depth of the pool has been reduced to approximately 18 inches. Small micropools may be
vacuumed and larger pools may need to be pumped in order to remove all sediment from the
micropool bottom. Removing sediment from the micropool will benefit mosquito control. Ensure that
the sediment is disposed of properly and not placed elsewhere in the basin.
7.7 Sediment Removal from the Basin Bottom
Remove sediment from the bottom of the basin when accumulated sediment occupies about 20% of
the water quality design volume or when sediment accumulation results in poor drainage within the
basin. The required frequency may be every 15 to 25 years or more frequently in basins where
construction activities are occurring.
7.8 Erosion and Structural Repairs
Repair basin inlets, outlets, trickle channels, and all other structural components required for the basin
to operate as intended. Repair and vegetate eroded areas as needed following inspection.
X. References
1. Weld County Engineering and Construction Guidelines, January 2021.
2. Weld County Code, Chapter 8, Article XI — Storm Drainage Criteria
3. Urban Drainage & Flood Control District, Urban Storm Drainage Design Criteria
Manual, V. 1-3, 2001, updated August 2018.
4. FEMA Flood Insurance Rate Map, Weld County, Colorado Unincorporated Area,
Community Panel Number 08123C2145E, dated 1/20/2016.
8
2/6/23, 8:04 AM Precipitation Frequency Data Server
NOAA Atlas 14, Volume 8, Version 2
Location name: Greeley, Colorado, USA*
Latitude: 40.4057°, Longitude: -104.5766°
Elevation: 4617.98 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale
Unruh, Michael Yekta, Geoffery Bonnin
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps _ & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration
5 -min
10 -min
15 -min
30 -min
60 -min
2 -hr
3 -hr
6 -hr
12 -hr
24 -hr
2 -day
3 -day
4 -day
7 -day
10 -day
20 -day
30 -day
45 -day
60 -day
Average recurrence interval (years)
1
0.244
(0.200-0.302)
0.358
(0.293-0.441)
0.436
(0.357-0.538)
0.587
(0.480-0.724)
0.730
(0.598-0.901)
0.874
(0.720-1.07)
0.957
(0.793-1.17)
1.09
(0.912-1.32)
1.27
(1.07-1.52)
1.51
(1.28-1.79)
1.74
(1.49-2.05)
1.91
(1.64-2.23)
2.04
(1.75-2.37)
2.31
(2.00-2.67)
2.55
(2.22-2.93)
3.26
(2.86-3.72)
3.85
(3.39-4.37)
4.55
(4.03-5.14)
5.12
(4.55-5.76)
2
0.295
(0.241-0.365)
0.433
(0.354-0.534)
0.528
(0.431-0.651)
0.709
(0.579-0.875)
0.870
(0.711-1.07)
1.03
(0.849-1.26)
1.12
(0.924-1.36)
1.29
(1.08-1.56)
1.52
(1.27-1.82)
1.78
(1.50-2.11)
2.05
(1.75-2.41)
2.21
(1.90-2.59)
2.35
(2.02-2.74)
2.68
(2.32-3.11)
2.97
(2.58-3.43)
3.77
(3.30-4.30)
4.41
(3.88-5.01)
5.22
(4.61-5.89)
5.90
(5.23-6.64)
5
0.392
(0.319-0.485)
0.574
(0.467-0.711)
0.700
(0.570-0.867)
0.940
(0.765-1.16)
1.15
(0.932-1.42)
1.35
(1.11-1.66)
1.45
(1.20-1.78)
1.69
(1.40-2.05)
1.97
(1.65-2.37)
r 2.26
(1.90-2.69)
2.58
(2.19-3.05)
2.75
(2.35-3.23)
2.90
(2.48-3.39)
3.32
(2.86-3.85)
3.67
(3.18-4.24)
4.58
(3.99-5.24)
5.32
(4.66-6.06)
6.27
(5.52-7.10)
7.10
(6.28-8.02)
10
0.484
(0.391-0.603)
0.709
(0.573-0.883)
0.865
(0.699-1.08)
1.16
(0.939-1.45)
1.42
(1.15-1.77)
1.68
(1.37-2.07)
1.80
(1.47-2.21)
2.08
(1.72-2.54)
2.40
(2.00-2.90)
2.71
(2.27-3.24)
3.07
(2.59-3.64)
3.24
(2.75-3.82)
3.39
(2.89-3.99)
3.86
(3.30-4.50)
4.26
(3.66-4.94)
5.24
(4.54-6.03)
6.04
(5.26-6.92)
7.10
(6.22-8.09)
8.05
(7.07-9.13)
r 25
0.629
(0.496-0.837)
0.922
(0.726-1.23)
1.12
(0.885-1.50)
1.51
(1.19-2.01)
1.86
(1.47-2.49)
2.21
(1.77-2.95)
2.39
(1.92-3.17)
2.73
(2.21-3.57)
3.08
(2.49-3.95)
3.40
(2.77-4.31)
3.79
(3.10-4.72)
3.97
(3.26-4.92)
4.13
(3.40-5.08)
4.63
(3.83-5.62)
5.07
(4.19-6.09)
6.13
(5.10-7.26)
7.01
(5.86-8.25)
8.20
(6.88-9.57)
9.28
(7.80-10.8)
50
0.756
(0.575-1.01)
1.11
(0.842-1.49)
1.35
(1.03-1.81)
1.82
(1.38-2.44)
2.26
(1.72-3.04)
2.70
(2.08-3.61)
2.92
(2.26-3.90)
3.30
(2.58-4.35)
3.66
(2.86-4.74)
4.00
(3.15-5.12)
4.39
(3.49-5.54)
4.58
(3.65-5.74)
4.74
(3.79-5.91)
5.25
(4.22-6.47)
5.69
(4.59-6.95)
6.80
(5.52-8.19)
7.74
(6.31-9.26)
9.01
(7.38-10.7)
10.2
(8.36-12.0)
100
0.895
(0.651-1.23)
1.31
(0.954-1.81)
1.60
(1.16-2.20)
2.15
(1.57-2.97)
2.70
(1.97-3.73)
3.24
(2.39-4.45)
3.52
(2.61-4.83)
3.95
(2.95-5.34)
4.29
(3.22-5.71)
4.64
(3.52-6.10)
5.03
(3.84-6.52)
5.22
(4.00-6.73)
5.38
(4.14-6.91)
5.89
(4.55-7.45)
6.32
(4.91-7.93)
7.46
(5.83-9.23)
8.44
(6.63-10.4)
9.78
(7.72-11.9)
11.0
(8.71-13.3)
200
1.05
(0.725-1.49)
1.54
(1.06-2.18)
1.87
(1.30-2.66)
2.53
(1.75-3.59)
3.19
(2.21-4.55)
3.85
(2.70-5.45)
4.21
(2.97-5.93)
4.67
(3.32-6.50)
4.99
(3.57-6.84)
5.35
(3.86-7.24)
5.72
(4.16-7.64)
5.92
(4.33-7.85)
6.08
(4.46-8.03)
6.55
(4.83-8.55)
6.97
(5.16-9.01)
8.11
(6.06-10.3)
9.13
(6.85-11.6)
10.5
(7.94-13.2)
11.8
(8.93-14.7)
500
1.27
(0.838-1.86)
1.86
(1.23-2.72)
2.27
(1.50-3.32)
3.07
(2.02-4.49)
3.92
(2.59-5.74)
4.76
(3.18-6.92)
5.23
(3.51-7.57)
5.73
(3.88-8.20)
6.00
(4.09-8.46)
6.36
(4.38-8.86)
6.69
(4.65-9.21)
6.90
(4.82-9.43)
7.06
(4.96-9.61)
7.46
(5.27-10.0)
7.83
(5.55-10.4)
8.96
(6.41-11.8)
10.0
(7.20-13.1)
11.4
(8.28-14.8)
12.8
(9.26-16.4)
1000
1.46
(0.923-2.14)
2.13
(1.35-3.13)
2.60
(1.65-3.82)
3.52
(2.23-5.17)
4.52
(2.87-6.64)
5.52
(3.54-8.04)
6.09
(3.93-8.81)
6.62
(4.31-9.49)
6.83
(4.49-9.68)
7.18
(4.78-10.1)
7.47
(5.02-10.4)
7.69
(5.20-10.6)
7.84
(5.33-10.8)
8.17
(5.60-11.2)
8.48
(5.84-11.5)
9.58
(6.67-12.9)
10.6
(7.46-14.2)
12.1
(8.54-16.1)
13.4
(9.51-17.7)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency
estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at
upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.4057&Ion=-104.5766&data=depth&units=english&series=pds
9
1/4
2/6/23, 8:04 AM
Precipitation Frequency Data Server
Precipitation depth (in)
C
Precipitation depth (in)
PDS-based depth -duration -frequency (Dan curves
Latitude: 40.4057°, Longitude: -1043766°
a
i
5 10
25 50 100 200
NOAA Atlas 140 Volume 8, Version 2
C
La La
.n in
I
Lb
i
Duration
Lai
f
IV r0 ea ra
-0 13 -0 '0 -0
r m N 6
Average recurrence interval (years)
>a>,
nj M
1
6 6 LA6
500 1000
Created {GIST): Mon Feb € 15:04:39 2023
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval,
(years)
1
2
10
25
50
100
200
500
1000
Duration
5- ron . 2 -day
O-fnNn 3 -day
15-ingn — 4 -day
0-11 in — 7 -day
► 'inwri — 10 —day
2 -hr — 2 ay
3 -hr — 30 -day
5 -hr 45 -day
12 -hr — 5O -day
24 -fry
10
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?Iat=40.4057&Ion=-104.5766&data=depth&units=english&series=pds 2/4
2/6/23, 8:04 AM Precipitation Frequency Data Server
VALLEY
+IRE Ei EY
WELD C
MR aORT
■
i
County Rd 76
3km
I2m i
I
.erne`
4
•
1444.
•�L 'L
ti v
Large scale terrain
Large scale map
Large scale aerial
11
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?Iat=40.4057&Ion=-104.5766&data=depth&units=english&series=pds 3/4
2/6/23, 8:04 AM Precipitation Frequency Data Server
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions@noaa.gov
Disclaimer
12
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?Iat=40.4057&Ion=-104.5766&data=depth&units=english&series=pds 4/4
Sub -basin Imperviousness
M and M Excavation 3/15/2023
D1 Developed Site
Land
Use
Area
(ft2)
I
(%)
Impervious
Area,
Grass
57947
2
Roofs
16800
90
Concrete
Surfaces
16353
100
Driveways,
Gravel
172804
40
Wghtd
Avg & Total
Area
263904
39
Acres
6.06
13
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Terry Miller
D1 Basin
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Soil Type =
D1 Basin
6.06
39.00
B
II. Rainfall Information
Design Storm Return Period, Tr =
C1 =
C2=
C3=
P1=
Acres
A, B, C, or D
I (inchlhr) = Cl * P1 /(C2 + Td)AC3
100
28.50
10.00
0.786
2.70
years (input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
inches (input one -hr precipitation --see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5-yr. Runoff Coefficient, C-5 =
Overide 5-yr. Runoff Coefficient, C =
0.49
0.29
_a
Peach :3
(enter an overide C value if desired, or leave blank to accept calculated C.)
(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
Peach 2 f
overland.
Reach 1 flow
LEGEND
a Beginning
Flow Direclion
C atc Jute nt
B o limitary
NRCS Land
Type
Conveyance
Heavy
Meadow
2.5
Tillage/
Field
5
Short
Pasture/
Lawns
7
Nearly
Bare
Ground
10
Grassed
Swales/
Waterways
15
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
20
Calculations:
Reach
ID
Overland
Slope
S
ft/ft
input
Length
L
ft
input
5-yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
0.0100
328
0.29
N/A
1
0.0020
377
2
3
4
5
Sum
705
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User -Defined Tc, I =
3.97
6.35
6.35
inch/hr
inch/hr
inch/hr
20.00
Flow
Velocity
V
fps
output
0.21
0.89
Flow
Time
Tf
minutes
output
26.42
7.02
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
33.44
13.92
13.92
11.85
18.94
18.94
cfs
cfs
cfs
ENTIRESITE100.xls, Tc and PeakQ
3/15/2023, 1:19 PM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
Terry Miller
OFFSITE
I. Catchment Hydrologic Data
Catchment ID =
Area =
Percent Imperviousness =
NRCS Soil Type =
OFFSITE
3.60
2.00
B
II. Rainfall Information
Design Storm Return Period, Tr =
C1 =
C2=
C3=
P1=
Acres
A, B, C, or D
I (inchlhr) = Cl * Pi /(C2 + Td)AC3
100
28.50
10.00
0.786
2.70
years (input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
inches (input one -hr precipitation --see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5-yr. Runoff Coefficient, C-5 =
Overide 5-yr. Runoff Coefficient, C =
0.36
0.08
_a
Peach :3
(enter an overide C value if desired, or leave blank to accept calculated C.)
(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
Peach 2 f
overland.
Reach 1 flow
LEGEND
a Beginning
Flow Direclion
C atc Jute nt
B o limitary
NRCS Land
Type
Conveyance
Heavy
Meadow
2.5
Tillage/
Field
5
Short
Pasture/
Lawns
7
Nearly
Bare
Ground
10
Grassed
Swales/
Waterways
15
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
20
Calculations:
Reach
ID
Overland
Slope
S
ft/ft
input
Length
L
ft
input
5-yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
0.0020
500
0.08
N/A
1
0.0020
170
2
3
4
5
Sum
670
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User -Defined Tc, I =
2.26
6.39
6.39
inch/hr
inch/hr
inch/hr
7.00
Flow
Velocity
V
fps
output
0.12
0.31
Flow
Time
Tf
minutes
output
69.93
9.05
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
Peak Flowrate, Qp =
78.98
13.72
13.72
2.95
8.33
8.33
cfs
cfs
cfs
offsite100.xls, Tc and PeakQ
3/15/2023, 1:18 PM
Normal Flow Analysis - Trapezoidal Channel
Project:
Channel ID:
Terry Miller
SEC A -A REQD TO PASS 28 CFS MAX
F
VT
I
I
I
IIIII
I_
T
Z1
C
t_
B
1
Design Information (Input)
Channel Invert Slope
Manning's n
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
n=
B=
Z1 =
Z2 =
F=
Y=
0.0030
0.040
0.00
100.00
25.00
1.00
0.68
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr=
V=
A=
T=
P=
R=
D=
Es=
Yo=
Fs=
28.72
0.30
0.99
28.90
85.00
85.02
0.34
0.34
0.70
0.22
0.46
cfs
fps
sg ft
ft
ft
ft
ft
ft
ft
kip
SECA-A.xlsx, Basics
3/15/2023, 1:21 PM
Normal Flow Analysis - Trapezoidal Channel
Project:
Channel ID:
Terry Miller
SEC b -b PASS 28 CFS MAX
F
VT
I
I
I
IIIII
I_
T
Z1
C
t_
B
1
Design Information (Input)
Channel Invert Slope
Manning's n
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
n=
B=
Z1 =
Z2 =
F=
Y=
0.2000
0.016
5.00
0.01
0.01
1.00
0.33
ft/ft
ft
ft/ft
ft/ft
ft
ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr=
V=
A=
T=
P=
R=
D=
Es=
Yo=
Fs=
30.24
5.62
18.32
1.65
5.01
5.66
0.29
0.33
5.54
0.16
1.09
cfs
fps
sgft
ft
ft
ft
ft
ft
ft
kip
17
SECb-b.xlsx, Basics 3/15/2023, 1:22 PM
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Project: Terry Miller
Basin ID: WEST STORAGE YARD
(For catchments less than 160 acres only. For larger catchments, use hydrograph routing method)
(NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended)
Determination of MINOR Detention Volume Using Modified FAA Method
Determination of MAJOR Detention Volume Using Modified FAA Method
Design Information (Input):
Design Information (Input):
Catchment Drainage Imperviousness I. =
39.00
percent
Catchment Drainage Imperviousness I. = 39.00 percent
Catchment Drainage Area A =
6.050
acres
Catchment Drainage Area A = 6.050 acres
Predevelopment NRCS Soil Group Type =
B
A, B, C, or D
Predevelopment NRCS Soil Group Type = B A, B, C, or D
Return Period for Detention Control T =
10
years (2, 5, 10, 25, 50, or 100)
Return Period for Detention Control T =
100
years (2, 5, 10, 25, 50, or 100)
Time of Concentration of Watershed Tc =
10
minutes
Time of Concentration of Watershed Tc =
10
minutes
Allowable Unit Release Rate q=
0.10
cfs/acre
Allowable Unit Release Rate q=
0.00
cfs/acre
One -hour Precipitation Pi =
1.19
inches
One -hour Precipitation P1 =
2.70
inches
Design Rainfall IDF Formula i = C1* P1/(C2+Tj"C3
Design Rainfall IDF Formula i = C1* P1/(C2+Tj"C3
Coefficient One C1 = 28.50
Coefficient One C1 =
28.50
Coefficient Two C2 =
10
Coefficient Two C2 = 10
Coefficient Three C3 =
0.789
Coefficient Three C3 = 0.789
Determination of Average Outflow from the Basin (Calculated):
Determination of Average Outflow from the Basin (Calculated):
Runoff Coefficient C = 0.35
Runoff Coefficient C = 0.49
Inflow Peak Runoff Qp-in = 6.76 cfs
Inflow Peak Runoff Qp-in = 21.46 cfs
Allowable Peak Outflow Rate Qp-out = 0.61 cfs
Allowable Peak Outflow Rate Qp-out = 0.00 cfs
Mod. FAA Minor Storage Volume = 8,903 cubic feet
Mod. FAA Major Storage Volume = 66,264 cubic feet
Mod. FAA Minor Storage Volume = 0.204 acre -ft
Mod. FAA Major Storage Volume = 1.521 acre -ft
30
<- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5 -Minutes)
Rainfall
Duration
minutes
(input)
Rainfall
Intensity
inches / hr
(output)
Inflow
Volume
acre-feet
(output)
Adjustment
Factor
"m"
(output)
Average
Outflow
cfs
(output)
Outflow
Volume
acre-feet
(output)
Storage
Volume
acre-feet
(output)
Rainfall
Duration
minutes
(input)
Rainfall
Intensity
inches / hr
(output)
Inflow
Volume
acre-feet
(output)
Adjustment
Factor
"m"
(output)
Average
Outflow
cfs
(output)
Outflow
Volume
acre-feet
(output)
Storage
Volume
acre-feet
(output)
0
0.00
0.000
0.00
0.00
0.000
0.000
0
0.00
0.000
0.00
0.00
0.000
0.000
30
1.85
0.162
0.67
0.40
0.017
0.145
30
4.19
0.513
0.67
0.00
0.000
0.513
60
1.19
0.208
0.58
0.35
0.029
0.179
60
2.69
0.660
0.58
0.00
0.000
0.660
90
0.90
0.235
0.56
0.34
0.042
0.194
90
2.03
0.747
0.56
0.00
0.000
0.747
120
0.73
0.255
0.54
0.33
0.054
0.201
120
1.65
0.810
0.54
0.00
0.000
0.810
150
0.62
0.271
0.53
0.32
0.067
0.204
150
1.40
0.860
0.53
0.00
0.000
0.860
180
0.54
0.284
0.53
0.32
0.079
0.204
180
1.23
0.901
0.53
0.00
0.000
0.901
210
0.48
0.295
0.52
0.32
0.092
0.203
210
1.09
0.936
0.52
0.00
0.000
0.936
240
0.43
0304
0.52
0.32
0.104
0.200
240
0.99
0.967
0.52
0.00
0.000
0.967
270
0.40
0.313
0.52
0.31
0.117
0.197
270
0.90
0.995
0.52
0.00
0.000
0.995
300
0.37
0.321
0.52
0.31
0.129
0.192
300
0.83
1.020
0.52
0.00
0.000
1.020
330
0.34
0.328
0.52
0.31
0.142
0.187
330
0.77
1.043
0.52
0.00
0.000
1.043
360
0.32
0.335
0.51
0.31
0.154
0.181
360
0.72
1.065
0.51
0.00
0.000
1.065
390
0.30
0.341
0.51
0.31
0.167
0.175
390
0.68
1.085
0.51
0.00
0.000
1.085
420
0.28
0.347
0.51
0.31
0.179
0.168
420
0.64
1.103
0.51
0.00
0.000
1.103
450
0.27
0.353
0.51
0.31
0.192
0.161
450
0.61
1.121
0.51
0.00
0.000
1.121
480
0.26
0.358
0.51
0.31
0.204
0.154
480
0.58
1.137
0.51
0.00
0.000
1.137
510
0.24
0363
0.51
0.31
0.217
0.146
510
0.55
1.153
0.51
0.00
0.000
1.153
540
0.23
0.368
0.51
0.31
0.229
0.139
540
0.53
1.168
0.51
0.00
0.000
1.168
570
0.22
0.372
0.51
0.31
0.242
0.131
570
0.51
1.182
0.51
0.00
0.000
1.182
600
0.22
0.377
0.51
0.31
0.254
0.122
600
0.49
1.196
0.51
0.00
0.000
1.196
630
0.21
0.381
0.51
0.31
0.267
0.114
630
0.47
1.209
0.51
0.00
0.000
1.209
660
0.20
0.385
0.51
0.31
0.279
0.105
660
0.45
1.222
0.51
0.00
0.000
1.222
690
0.19
0.388
0.51
0.31
0.292
0.097
690
0.44
1.234
0.51
0.00
0.000
1.234
720
0.19
0.392
0.51
0.31
0304
0.088
720
0.42
1.246
0.51
0.00
0.000
1.246
750
0.18
0.396
0.51
0.31
0.317
0.079
750
0.41
1.257
0.51
0.00
0.000
1.257
780
0.18
0.399
0.51
0.31
0.329
0.070
780
0.40
1.268
0.51
0.00
0.000
1.268
810
0.17
0.402
0.51
0.31
0342
0.061
810
0.39
1.279
0.51
0.00
0.000
1.279
840
0.17
0.406
0.51
0.31
0.354
0.052
840
0.38
1.289
0.51
0.00
0.000
1.289
870
0.16
0.409
0.51
0.31
0.367
0.042
870
0.37
1.299
0.51
0.00
0.000
1.299
900
0.16
0.412
0.51
0.31
0.379
0.033
900
0.36
1.309
0.51
0.00
0.000
1.309
930
0.15
0.415
0.51
0.31
0.392
0.023
930
0.35
1318
0.51
0.00
0.000
1318
960
0.15
0.418
0.51
0.31
0.404
0.014
960
0.34
1.327
0.51
0.00
0.000
1.327
990
0.15
0.421
0.51
0.31
0.417
0.004
990
0.33
1.336
0.51
0.00
0.000
1.336
1020
0.14
0.423
0.50
0.31
0.429
-0.006
1020
0.32
1.345
0.50
0.00
0.000
1.345
1050
0.14
0.426
0.50
0.31
0.442
-0.016
1050
0.32
1.353
0.50
0.00
0.000
1.353
1080
0.14
0.429
0.50
0.31
0.454
-0.025
1080
0.31
1.362
0.50
0.00
0.000
1.362
1110
0.13
0.431
0.50
0.31
0.467
-0.035
1110
0.30
1.370
0.50
0.00
0.000
1.370
1140
0.13
0.434
0.50
0.31
0.479
-0.045
1140
0.30
1.378
0.50
0.00
0.000
1.378
1170
0.13
0.436
0.50
0.31
0.492
-0.055
1170
0.29
1.386
0.50
0.00
0.000
1.386
1200
0.13
0.439
0.50
0.31
0.504
-0.065
1200
0.28
1.393
0.50
0.00
0.000
1.393
1230
0.12
0.441
0.50
0.30
0.517
-0.076
1230
0.28
1.401
0.50
0.00
0.000
1.401
1260
0.12
0.443
0.50
0.30
0.529
-0.086
1260
0.27
1.408
0.50
0.00
0.000
1.408
1290
0.12
0.446
0.50
0.30
0.542
-0.096
1290
0.27
1.416
0.50
0.00
0.000
1.416
1320
0.12
0.448
0.50
030
0.554
-0.106
1320
0.26
1.423
0.50
0.00
0.000
1.423
1350
0.11
0.450
0.50
0.30
0.567
-0.117
1350
0.26
1.430
0.50
0.00
0.000
1.430
1380
0.11
0.452
0.50
0.30
0.579
-0.127
1380
0.25
1.436
0.50
0.00
0.000
1.436
1410
0.11
0.454
0.50
030
0.592
-0.137
1410
0.25
1.443
0.50
0.00
0.000
1.443
1440
0.11
0.456
0.50
0.30
0.604
-0.148
1440
0.25
1.450
0.50
0.00
0.000
1.450
1470
0.11
0.458
0.50
0.30
0.617
-0.158
1470
0.24
1.456
0.50
0.00
0.000
1.456
1500
0.11
0.460
0.50
0.30
0.629
-0.169
1500
0.24
1.463
0.50
0.00
0.000
1.463
1530
0.10
0.462
0.50
0.30
0.642
-0.179
1530
0.24
1.469
0.50
0.00
0.000
1.469
1560
0.10
0.464
0.50
0.30
0.654
-0.190
1560
0.23
1.475
0.50
0.00
0.000
1.475
1590
0.10
0.466
0.50
0.30
0.667
-0.200
1590
0.23
1.481
0.50
0.00
0.000
1.481
1620
0.10
0.468
0.50
0.30
0.679
-0.211
1620
0.22
1.487
0.50
0.00
0.000
1.487
1650
0.10
0.470
0.50
0.30
0.692
-0.222
1650
0.22
1.493
0.50
0.00
0.000
1.493
1680
0.10
0.472
0.50
030
0.704
-0.232
1680
0.22
1.499
0.50
0.00
0.000
1.499
1710
0.09
0.474
0.50
0.30
0.717
-0.243
1710
0.22
1.504
0.50
0.00
0.000
1.504
1740
0.09
0.475
0.50
0.30
0.729
-0.254
1740
0.21
1.510
0.50
0.00
0.000
1.510
1770
0.09
0.477
0.50
0.30
0.742
-0.264
1770
0.21
1.516
0.50
0.00
0.000
1.516
1800
0.09
0.479
0.50
0.30
0.754
-0.275
1800
0.21
1.521
0.50
0.00
0.000
1.521
Mod. FAA Minor Storage Volume (cubic ft.) = 8,903 Mod. FAA Major Storage Volume (cubic ft.) =
Mod. FAA Minor Storage Volume (acre -ft.) = 0.2044 Mod. FAA Major Storage Volume (acre -ft.) =
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015
66,264
1.5212
UD-Detention - FAA Method (1).xlsm, Modified FAA
3/15/2023, 1:16 PM
18
STAGE -STORAGE SIZING FOR DETENTION BASINS
Project: Terry Miller
Basin ID:
Dam
A
Y
Side Slope Z
L
Flaw
Side Slope Z
Design Information (Input):
Width of Basin Bottom, W =
Length of Basin Bottom, L =
Dam Side -slope (H:V), Zd =
Stage -Storage Relationship:
W'
Side Slope Z
ft
ft
ft/ft
Side Slope Z
Righ
Isosceles
F
Circl
L
Check Basin Shape
t Triangle
i Triangle
tectangle
e / Ellipse
Irregular
_
Storage Requirement from Sheet 'Modified FAA':
Storage Requirement from Sheet 'Hydrograph':
Storage Requirement from Sheet 'Full -Spectrum':
MINOR
OR...
OR...
OR...
OR...
(Use Overide values in cells G32:G52)
MAJOR
0.19
1.52
acre -ft.
acre -ft.
acre -ft.
Labels
for WQCV,
& Major
Stages
(input)
Storage
Minor,
Water
Surface
Elevation
ft
(input)
Side
Slope
(H:V)
ft/ft
Below
(input)
El.
Basin
Width
Stage
(output)
ft
at
Basin
Length
Stage
ft
(output)
at
Surface
Area
Stage
ft2
(output)
at
Surface
Area at
Stage
ft2 User
Overide
Volume
Below
Stage
ft3
(output)
Surface
Area at
Stage
acres
(output)
Volume
Below
Stage
acre
(output)
-ft
Target Volumes
for WQCV,
& Major
Volumes
(for goal
Storage
Minor,
seek)
8.00
4,322
0.099
0.000
9.00
0.00
0.00
5,731
5,027
0.132
0.115
10.00
0.00
0.00
7,348
11,566
0.169
0.266
11.00
0.00
0.00
9,177
19,829
0.211
0.455
12.00
0.00
0.00
11,220
30,027
0.258
0.689
13.00
0.00
0.00
13,484
42,379
0.310
0.973
14.00
0.00
0.00
15,973
57,108
0.367
1.311
15.00
0.00
0.00
18,964
74,576
0.435
1.712
16.00
0.00
0.00
21,652
94,884
0.497
2.178
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
finaldetention.xlsm, Basin
3/15/2023, 2:23 PM
18.1
Size Overflow Wier FOR SITE H = (Q/Cd*W)".667 Q= 27.27 cfs
Cd= 3.1
H = (Q/Cd*W)".667 W= 25 ft
H = (69/3.1*24)".667 Height= 0.498 ft
19
National Flood Hazard Layer FIRMette
FEMA
Legend
104°34'49"W 40°24136"N
WELIIICOUNTY
80266: Ap
Tom! Pu' S
-
taw alk:
•
,a
Ailk
AFEKbKrc1uiI MAL FLT
08123CiSOSE
eft 1/20/2016
TSN FICAWS17
0 250 500
1,000
1,500
2,000
Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020
104°34'12"W 40°24'8"N
Feet 1:6,000
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPECIAL FLOOD
HAZARD AREAS
Without Base Flood Elevation (BFE)
Zone 4, V. 499
With BFE or Depth Zone AE, AO, AN, VF, AR
Regulatory Floodway
OTHER AREAS OF
FLOOD HAZARD
OTHER AREAS
GENERAL
STRUCTURES
OTHER
FEATURES
MAP PANELS
CD
O.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile
Future Conditions 1% Annual
Chance Flood Hazard
Area with Reduced Flood Risk due to
Levee. See Notes. Zone X
Area with Flood Risk due to Leveezone D
NO SCREEN Area of Minimal Flood Hazard zonex
Effective LOM Rs
Area of Undetermined Flood Hazard Zone D
- Channel, Culvert, or Storm Sewer
milli Levee, Dike, or Floodwall
20.2 Cross Sections with 1% Annual Chance
17'5 Water Surface Elevation
8 - - - - Coastal Transect
vi Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary
- - - - Coastal Transect Baseline
- Profile Baseline
Hydrographic Feature
Digital Data Available
No Digital Data Available
Unmapped
The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 2/6/2023 at 9:44 AM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data over time.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes. 20
40° 24'24"N
40° 24' 16" N
[N
0
4
4
8
N -
104° 34' 42" W
Hydrologic Soil Group —Weld County, Colorado, Southern Part
535780
535810
535840
535870
Soil Map may not be valid at this scale.
535780
535810
535840
535870 535900
535930 535960 535990 536020 536050
536080
536110
Map Scale: 1:1,610 if printed on A landscape (11" x 8.5") sheet.
0 20 40
80
535900
Meters
120
535930
,Feet
0 50 100 200 300
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTT/1 Zone 13N WGS84
535960
535990
I
536020
536050
536080
I
104° 34' 27" W
536110
I
c
menial
4
104° 34' 27" W
40° 24'24"N
40° 24' 16" N
,b Natural Resources
lain Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/15/2022
Page 1 of 4
21
10-40
Hydrologic Soil Group —Weld County, Colorado, Southern Part
MAP LEGEND
Area of Interest (AO!)
Area of Interest (A01)
)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
kipii D
Not rated or not available
Soil Rating Points
O
O
O
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
,; Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Weld County, Colorado, Southern Part
Survey Area Data: Version 21, Sep 1, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jun 8, 2021 Jun 12,
2021
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
,b Natural Resources
lain Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/15/2022
Page 2 of 4
22
Hydrologic Soil Group —Weld County, Colorado, Southern Part
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
1
Altvan
loam,
percent
slopes
0 to 1
B
6.7
100.0%
Totals for Area of Interest
6.7
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, BID, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, BID, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
e Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
12/15/2022
Page 3of4
23
Hydrologic Soil Group —Weld County, Colorado, Southern Part
Tie -break Rule: Higher
e Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
12/15/2022
Page 4of4
24
I
158 %VC -,, .
HIGHWAY _I 1
f! :A
M
SITE
I
Vicinity
SCALE 1" 2000'
i 1
MI
Cr.
3s
Na
25
USE BY SPECIAL REVIEW (USR)
PUBLIC WORKS TRAFFIC REQUIREMENTS
Traffic Narrative:
1. Describe how many roundtrips/day are expected for each vehicle type: Passenger Cars/Pickups, Tandem
Trucks, Semi-Truck/Trailer/RV (Roundtrip = One (1) trip in and One (1) trip out of site). There will be
40 roundtrips a day for Passenger cars aria pickups.
5 Roundtrips a day for tandem trucks.
12 roundtrips a day for Semi -Truck/ Trailer
2. Describe the expected travel routes or haul routes for site traffic.
The passenger car and pickup traffic will be split 50% going each way on CR 58. The tandem trucks and semi
trucks will mostly go east on CR 58 to CR 53.
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.).
The passenger car and pickup traffic will be split 50% going each way on CR 58.
The tandem trucks and semi trucks will go 10% west on C 58 and 90% East on CR 58
4. Describe the time of day that you expect the highest traffic volumes.
The highest volume will be daylight hours in winter and 6:00 AM in the summer.
12/15/21 23
FOR COMMERCIAL OR INDUSTRIAL BUILDINGS,
PLEASE COMPLETE THE FOLLOWING INFORMATION:
Business Name: M&M Excavation Company
Phone: 970-352-5220
Address: 25490 County Road 58 City, state, zip: Greeley, Colorado, 80631
Business Owner Tevy., ; (1ev' Phone: iq D5-i -Z
Home Address: Sri° cu City, state, zip:.sPYeiel1C2.t co SOLo to
List up to three persons in the order to be called in the event of an emergency:
NAME
lecr 6 lie yr
TITLE
Owner
PHONE ADDRESS
q7.- a• -a ..a as9oS19YL0
.._ncmc.IL Mona Pb, 970-G7
eatki_aeSiei kanagev
Business Hours: QQN1— S'efin
UTILITY SHUT OFF LOCATIONS:
Main Electrical: AL- HZ A-) ITS c
Gas Shut Off:
1153 ac'9QOctSB
(eeie, la
CI a° S3q-- ao99 954/50 WcizgB Gem (0
Days:
s SUS - M —F
67,141))727,- r
quo -
AA ea - n u;t: --PkkoLir U.1)7 -sr i okow?� t.t or- VA - ;
Exterior Water Shutoff: M;- ofk_ii I 16. isocuor or- �} [
Interior Water Shutoff: ie`, 5 i 4,} cr�''-' v��� ��� �'cO�``
%
'Aare l: 01: 11A-
,tom c& -T"L. V'
)b et_
(1\kiti—Oi
12/15/21
13
WERNSMAN
ENGINEERING AND
LAND
DEVELOPMENT LLC
Eric Wernsman
PO Box 105
LaSalle CO 80645
RE: Notice of Inquiry Reply
Terry Miller and I met with the Town of Kersey on February 7, 2023 to discuss annexation in to Kersey. At
this time Terry does not wish to annex in to Kersey. Please let us know if you have any questions.
Eric Wernsman
From: Danna Ortiz
To: Chris Gathman
Cc: Julie Piper; Christian Morgan
Subject: PRE23-0005
Date: Tuesday, January 31, 2023 12:02:26 PM
Attachments: image001.jpg
PRE23-0005 - Kersey IGA.pdf
Caution: This email originated from outside of Weld County Government. Do not click links or open attachments unless
you recognize the sender and know the content is safe.
Good morning Chris,
I hope that your 2023 is off to a great start. Thank you for sending us this referral. Kersey would like
to annex this property. We are going to meet with Mr. Miller next Tuesday, February 7th to discuss
his plans.
Regards,
Danna
Va i is Or -ht
Town Planner
Town of Kersey
446 1st St.
P.O. Box 657
Kersey, CO 80644
T: (970) 353-1681
Cell: (303) 884-4850
dortiz@kerseygov.com
Kerseygov.com
Color Logo
Sender and receiver should be mindful that all my incoming and outgoing emails may be subject to the
Colorado Open Records Act, § 24-72-100.1, et seq.
Weld County Treasurer
Statement of Taxes Due
Account Number R5273408
Assessed To
Parcel 096317200002
M&M EXCAVATION CO
25490 COUNTY ROAD 58
GREELEY, CO 80631-9750
Legal Description
E2NW4 17-5-64 LOT B REC EXEMPT RE -4762
Year
Tax Charge
2022
Tax
Situs Address
25490 COUNTY ROAD 58 WELD
Interest Fees Payments Balance
Total Tax Charge
$13,486.1.2
$0.00 $0.00 ($13,486.12) $0.00
$0 00
Grand Total Due as of 03/15/2023
$0.00
Tax Billed at 2022 Rates for Tax Area 0738 - 0738
Authority
WELD COUNTY
SCHOOL DIST RE7
NORTHERN COLORADO WATER
(NC
CENTRAL COLORADO WATER
(CCW
CENTRAL COLORADO WATER
SUBD
PLATTE VALLEY FIRE
AIMS JUNIOR COLLEGE
HIGH PLAINS LIBRARY
WEST GREELEY CONSERVATION
Taxes Billed 2022
* Credit Levy
Mill Levy
15.0380000*
9.5530000
1.0000000
10680000
15820000
5.1650000
6.3070000
3.1810000
0.4140000
Amount
$4,682.84
$2,974.81
$311.40
$332.57
$492.63
$1,608 38
$1,964 00
$990 57
$128.92
43 3080000
$13,486.12
Values Actual Assessed
SPEC PURPOSE- $153,181 $44,420
LAND
SPEC.PURPOSE- $892,382 $258,790
IMPROVEMENTS
AG -FLOOD $27,595 $7,290
IRRRIGATED LAND
AG -DRY FARM LAND $3,359 $890
AG -WASTE LAND $39 $10
Total $1,076,556 $311,400
ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT OF CURRENT TAXES BY THE
LIENHOLDER OR TO ADVERTISING AND DISTRAINT WARRANT FEES.
CHANGES MAY OCCUR AND THE TREASURER'S OFFICE WILL NEED TO BE CONTACTED PRIOR TO REMITTANCE AFTER THE
FOLLOWING DATES: PERSONAL PROPERTY, REAL PROPERTY, AND MOBILE HOMES - AUGUST 1.
TAX LIEN SALE REDEMPTION AMOUNTS MUST BE PAID BY CASH OR CASHIER'S CHECK.
POSTMARKS ARE NOT ACCEPTED ON TAX LIEN SALE REDEMPTION PAYMENTS. PAYMENTS MUST BE IN OUR OFFICE AND
PROCESSED BY THE LAST BUSINESS DAY OF THE MONTH.
Weld County Treasurer's Office
1400 N 17th Avenue
PO Box 458
Greeley, CO 80632
Phone: 970-400-3290
gs174 g
Pursuant to the Weld County Subdivision Ordinance, the attached Statement of Taxes Due
issued by the Weld County Treasurer, are evidence of the status as of this date of all property
taxes, special assessments, and prior tax liens attached to this account.
Signed:
Current year's taxes are due but not delinquent.
Date:
Weld County Treasurer
Statement of Taxes Due
Account Number R5273308
Assessed To
Parcel 096317200001
M&M EXCAVATION CO
25490 COUNTY ROAD 58
GREET _EY. CO 80631-9750
Legal Description
E2NW4 17-5-64 LOT A REC EXEMPT RE -4762
Year
Tax Charge
Tax Interest
2022 $91.82 $0.00
Fees
$0.00
Situs Address
25296 COUNTY ROAD 58 WELD
Payments Balance
($91.82) $0.00
Total Tax Charge
$0.00
Grand Total Due as of 03/15/2023
Tax Billed at 2022 Rates for Tax Area 0738 - 0738
Authority
WELD COUNTY
SCHOOL DIST RE7
NORTHERN COLORADO WATER
(NC
CENTRAL COLORADO WATER
(CCW
CENTRAL COLORADO WATER
SUBD
PLATTE VALLEY FIRE
AIMS JUNIOR COLLEGE
HIGH PLAINS LIBRARY
WEST GREELEY CONSERVATION
Taxes Billed 2022
* Credit Levy
Mill Levy
15 0380000*
9.5530000
1 0000000
1 0680000
15820000
5.1650000
6.3070000
3.1810000
0.4140000
Amount
$31 89
$20.25
$2.12
43.3080000
$2 26
$335
$10.95
$13.37
$6.75
$0.88
$91 82
Values Actual
AG -DRY FARM LAND $231
AG -WASTE LAND $2
OTHER BLDGS - $7,756
AGRICULTURAL
Total
$0.00
Assessed
$60
$10
$2,050
$7,989 $2,120
ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT OF CURRENT TAXES BY THE
LIENHOLDER OR TO ADVERTISING AND DISTRAINT WARRANT FEES.
CHANGES MAY OCCUR AND THE TREASURER'S OFFICE WILL NEED TO BE CONTACTED PRIOR TO REMITTANCE AFTER THE
FOLLOWING DATES: PERSONAL PROPERTY, REAL PROPERTY, AND MOBILE HOMES - AUGUST 1.
TAX LIEN SALE REDEMPTION AMOUNTS MUST BE PAID BY CASH OR CASHIER'S CHECK.
POSTMARKS ARE NOT ACCEPTED ON TAX LIEN SALE REDEMPTION PAYMENTS PAYMENTS MUST BE IN OUR OFFICE AND
PROCESSED BY THE LAST BUSINESS DAY OF THE MONTH
Weld County Treasurer's Office
1400 N 17th Avenue
PO Box 458
Greeley, CO 80632
Phone: 970-400-3290
g_52:1 3
Pursuant to the Weld County Subdivision Ordinance, the attached Statement of Taxes Due
issued by the Weld County Treasurer, are evidence of the status as of this date of all
property
taxes, special assessments, and prior tax liens attached to this account.
Current year's taxes are due but not delinquent.
Signed:
Date: ,//15/2/3
Hello