HomeMy WebLinkAbout1.00 General Application MaterialsAccount Number ParcelNo OwnerName In Care Of Mailing Address 1 City State ZipCode
R005373 218101208003 NEW CASTLE, TOWN OF PO BOX 90 NEW CASTLE CO 81647-0166
R043111 218101209001 RIVER PARK HOMEOWNERS ASSOCIATION PO BOX 1530 AVON CO 81620
R043112 218101209002 RIVERSIDE NEWCASTLE LLC PO BOX 1530 AVON CO 81620
R044261 218101210001 SCHNEIDER, KIRK 70 BLACK BEAR TRAIL CARBONDALE CO 81623
R044262 218101210002 WHITTINGTON, PAMELA J PO BOX 1880 GLENWOOD SPRINGS CO 81602
R044263 218101210003 CROCKETT, RUFUS PO BOX 3837 ASPEN CO 81612-3837
R044264 218101210004 CHENOWETH, JOHN JAMES & KIMBERLIE 6411 COUNTY ROAD 214 NEW CASTLE CO 81647
R044265 218101210005 HEWINS, JOHN MARTIN & ROSALIE JANE, TRUSTEES 15586 RED DEER DRIVE MORRISON CO 80465
R044266 218101210006 HEWINS, JOHN MARTIN & ROSALIE JANE, TRUSTEES 15586 RED DEER DRIVE MORRISON CO 80465
R044267 218101210007 HARPER, CYNTHIA PO BOX 232 WETMORE CO 812530232
R044268 218101210008 HALLMAN, JONATHAN R & SYDNEY M 326 RIVER VIEW DRIVE, UNIT 108 NEW CASTLE CO 81647
R044269 218101210009 BROCKMAN, JOSEPH MICHAEL & LYNAR, TESSA DIANE 326 RIVER VIEW DRIVE UNIT 109 NEW CASTLE CO 81647
R044270 218101211001 LYNN, DIA 348 RIVER VIEW DRIVE #201 NEW CASTLE CO 81647
R044271 218101211002 PHELPS, JULIET L & PATRICK C 654 SURREY ROAD CARBONDALE CO 81623
R044272 218101211003 SQUIRE, STEPHEN PAUL 348 RIVER VIEW DRIVE #203 NEW CASTLE CO 81647
R044273 218101211004 OLIPHANT, ALEXANDER PO BOX 1916 EAGLE CO 81631
R044274 218101211005 GONZALEZ GARCIA, FLOR CECILIA & MARTINEZ GONZALEZ, JUAN ANTONIO PO BOX 604 BASALT CO 81621
R044275 218101211006 D ARI, ARTHUR T 348 RIVERVIEW DRIVE UNIT 206 NEW CASTLE CO 81647
R044276 218101211007 WHITE, JOSHUA B 348 RIVER VIEW DRIVE #207 NEW CASTLE CO 81647
R044277 218101211008 GILLIAM GITHENS FAMILY TRUST PO BOX 827 CARBONDALE CO 81623
R044278 218101211009 EBERLY, TATE 348 RIVER VIEW DRIVE, UNIT 209 NEW CASTLE CO 81647
R044279 218101212001 BINTLIFF, MARK A & TASHA L 365 FAAS RANCH ROAD NEW CASTLE CO 81647
R044280 218101212002 HENSLEY HOLDINGS LLC 282 HOME PLACE GLENWOOD SPRINGS CO 81601
R044281 218101212003 HERBERT, HALIE 410 RIVER VIEW DRIVE #303 NEW CASTLE CO 81647
R044282 218101212004 BRW HOLDINGS LLC PO BOX 780 AVON CO 81620
R044283 218101212005 CROCKETT, RUFUS PO BOX 3837 ASPEN CO 81612
R044284 218101212006 VEGA MANCINAS, MIGUEL ANGEL & RUIZ, LISA MARIE 410 RIVER VIEW DRIVE #306 NEW CASTLE CO 81647
R044285 218101212007 MAEYAERT, ASHLEY 410 RIVER VIEW DRIVE #307 NEW CASTLE CO 81647
R044286 218101212008 NEALY, CHRISTOPHER J 410 RIVERVIEW DR #308 NEW CASTLE CO 81647
R044287 218101212009 SOMMERS, JACOB ALAN & CASSANDRA E UNIT 309 RIVERVIEW DRIVE NEW CASTLE CO 81647
R044303 218101213001 ZEGARSKI, JAMES R PO BOX 714 NEW CASTLE CO 81647
R044330 218101213002 CALDERON TRAVERZO, WILLIAM GRACIANI GOTAY, MARIA MILAGROS 488 RIVER VIEW DRIVE UNIT 402 NEW CASTLE CO 81647
R044331 218101213003 WEATHERRED FAMILY JOINT REV TRUST 811 ELK SPRINGS DRIVE GLENWOOD SPRINGS CO 81601
R044332 218101213004 CROCKETT, RUFUS PO BOX 3837 ASPEN CO 81612-3837
R044333 218101213005 TROTTO, THOMAS & HILL, KRISTI 488 RIVER VIEW DRIVE #405 NEW CASTLE CO 81647
R044334 218101213006 SPEEDY, KENNETH DUANE 488 RIVER VIEW DR #406 NEW CASTLE CO 81647
R044335 218101213007 SAFETY TEAM FIRE PROTECTION LLC PO BOX 1196 EDEN UT 84310
R044336 218101213008 SCOTT, MICHAEL E 488 RIVER VIEW DRIVE #408 NEW CASTLE CO 81647
R044337 218101213009 FRANCATI, MARIA L &CLOUGH, CAROLYN DENISE 488 RIVER VIEW DRIVE #409 NEW CASTLE CO 81647
R044647 218101214001 RUECHEL, BLAKE & JENNIFER 520 RIVER VIEW DRIVE #501 NEW CASTLE CO 81647
R044657 218101214002 PETERSON, JENNIFER S & BRYN A 1144 KINGS ROW STREET CARBONDALE CO 81623
R044658 218101214003 DAVILA, ESTHER 520 RIVER VIEW DRIVE, UNIT 503 NEW CASTLE CO 81647
R044659 218101214004 NEWBOULD, ROBERT & KATHLEEN 520 RIVERVIEW DRIVE UNIT 504 NEW CASTLE CO 81647
R044660 218101214005 COATS, ANDREA C 650 GREENWAY DRIVE GLENWOOD SPRINGS CO 81601
R044661 218101214006 ZALINSKI, JON D & ERIN L 907 MEADOW RUN GLENWOOD SPRINGS CO 81601
R044662 218101214007 CINCERA, ROSEMARY & FERA, DIXIE 520 RIVERVIEW DRIVE UNIT 507 NEW CASTLE CO 81647
R044663 218101214008 ZON, HELEN MICHELE 520 RIVER VIEW DRIVE UNIT 508 NEW CASTLE CO 81647
R044664 218101214009 SOLANO, JESUS 520 RIVER VIEW DRIVE #509 NEW CASTLE CO 81647
R044074 218101224001 113 LLC & 27 LLC 2129 SNOWMASS CREEK ROAD SNOWMASS CO 81654
R044075 218101224002 STEIN, TUVIA 495 RIVER VIEW DRIVE UNIT 1502 NEW CASTLE CO 81647
R044076 218101224003 DEMEULENEARE, CHASE 86 PARKSIDE LANE CARBONDALE CO 81623
R044077 218101224004 BISHOP, KEN & PAULA TRUST DATED 2/27/24 513 W OCOTILLO WAY IVINS UT 84738
R044078 218101224005 FEENEY, SUZANNE E 495 RIVER VIEW DRIVE, UNIT 1505 NEW CASTLE CO 816478449
R044079 218101224006 BRANCA, BENJAMIN LEE & SONIA ABIGAIL 495 RIVER VIEW DRIVE #1506 NEW CASTLE CO 81647
R044080 218101224007 GARCIA CANSECO, GLORIOSA 250 COUNTY ROAD 127 #5 GLENWOOD SPRINGS CO 81601
R044081 218101224008 RIVER VIEW LLC 1030 BLAKE AVENUE GLENWOOD SPRINGS CO 81601
R044058 218101225001 JAEGER, RANDY G & RAMONA D PO BOX 985 SILT CO 81652-0985
R044059 218101225002 EPP, KATRINA & NELSON, JAMES 61 SPRNG RIDGE DRIVE GLENWOOD SPRINGS CO 81601
R044060 218101225003 RIDDILE, ARTHUR B & MARI C 433 RIVER VIEW DRIVE UNIT 1603 NEW CASTLE CO 81647-9789
R044061 218101225004 CROCKETT, RUFUS PO BOX 3837 ASPEN CO 81612-3837
R044062 218101225005 ANDRUS, DAVID M & SUZAN M 433 RIVER VIEW DRIVE #1605 NEW CASTLE CO 81647
R044063 218101225006 CHRISTIAN, DENNIS & BOTTING, GERILYN 20979 PANORAMA DRIVE LOS GATOS CA 95033
R044064 218101225007 KNOTTS, BRENDA 654 W 6TH STREET RIFLE CO 81650
R044065 218101225008 MOREAU, LISA 433 RIVER VIEW DRIVE, UNIT 1608 NEW CASTLE CO 81647
R044338 218101226001 PATTERSON, CURTIS M 367 RIVER VIEW DRIVE #1701 NEW CASTLE CO 81647
R044339 218101226002 OBRYANT, SEAN 2561 DOLORES WAY CARBONDALE CO 81623
R044340 218101226003 HUDSON, GARY E & JODY L 367 RIVER VIEW DRIVE #1703 NEW CASTLE CO 81647
R044341 218101226004 HAWKINS, FAMILY REV TRUST 471 VIA LINOSA AVENUE SPRINGDALE AR 72762
R044342 218101226005 BECKMAN, RYAN & VIRGINIA 311 SUNFLOWER LOOP CARBONDALE CO 81623
R044343 218101226006 HAUG, THOMAS & KAREN 1000 ISAAC DRIVE LINCOLN NE 68521
R044344 218101226007 AMLIE, ELIZABETH A 367 RIVER VIEW DRIVE UNIT 1707 NEW CASTLE CO 816478453
R044345 218101226008 OLEJNICZAK, MICHAEL 367 RIVER VIEW DRIVE UNIT 1708 NEW CASTLE CO 81647
R044346 218101227001 MARTIN, TYLER RAE & CARRILLO CHAVEZ, CHRISTIAN ALEXANDER 315 RIVER VIEW DRIVE UNIT 1801 NEW CASTLE CO 81647
R044347 218101227002 BURNS, DOUGLAS 6 AJAX AVENUE ASPEN CO 81611
R044348 218101227003 GOMEZ POSADAS, HERLAN N 315 RIVER VIEW DRIVE #1803 NEW CASTLE CO 81647
R044349 218101227004 JONES, CHARLES D 315 RIVER VIEW DRIVE #1804 NEW CASTLE CO 81647
R044350 218101227005 HUBBELL FAMILY TRUST 62 BLUE CREEK OVERLOOK CARBONDALE CO 81623
R044351 218101227006 MAETZOLD, CINDY & JOHNSON, KENNETH CRAIG PO BOX 83 SNOWMASS CO 81654
R044352 218101227007 NEXT DAY LLC PO BOX 1784 PAONIA CO 81428
R044353 218101227008 TYLER, WILLIAM PEYTON 315 RIVER VIEW DRIVE APT 1808 NEW CASTLE CO 81647
R045148 218101228001 HUDSON, GARY E & JODY L 367 RIVER VIEW DRIVE #1703 NEW CASTLE CO 81647
R045151 218101228002 SQUIRE, STEPHEN PAUL 348 RIVER VIEW DRIVE #203 NEW CASTLE CO 81647
R045152 218101228003 RAINS, ALBERT & SONIA 511 RIVERVIEW DRIVE #1403 NEW CASTLE CO 81647
R045153 218101228004 CROCKETT, RUFUS PO BOX 3837 ASPEN CO 81612
R045154 218101228005 DEWIRE, CARL & MARY DEWIRE, HOLLY 127 ASPEN VILLAGE ASPEN CO 81611
R045155 218101228006 HETZEL, SCOTT DAVID 511 RIVER VIEW DRIVE #1401 NEW CASTLE CO 81647
R045156 218101228007 DEWEESE, AMY & STEVE 633 RIVER VIEW DRIVE #1008 NEW CASTLE CO 81647
R045157 218101228008 CHRISTIAN, DENNIS & BOTTING, GERILYN 20979 PANORAMA DRIVE LOS GATOS CA 95033
R084831 218101300247 LEMKE RANCH LLC 312 POTTER AVENUE GILLETTE WY 82718
R084832 218101300248 BELODI CREEK RANCH LLC 7999 COUNTY ROAD 312 NEW CASTLE CO 81647
R084833 218101300249 BELODI CREEK RANCH LLC 7999 COUNTY ROAD 312 NEW CASTLE CO 81647
R170302 218102100239 DECILLIS, SUSAN 342 W SOPRIS CREEK ROAD BASALT CO 81621
R170406 218102100262 VIGIL, RUBEN & GONZALES VILLEGAS, JUAN 2450 COUNTY ROAD 314 NEW CASTLE CO 81647
R170269 218127100201 STATE OF COLORADO DIVISION OF WILDLIFE 6060 BROADWAY DENVER CO 80216-1029
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HIGH COUNTRY ENGINEERING, INC.
1517 BLAKE AVENUE, STE 101,
GLENWOOD SPRINGS, CO 81601
PHONE (970) 945-8676 FAX (970) 945-2555
www.hceng.com
1
2231025.00
1" = 1,000'
EX-01.dwg
1-10-25
HCE
HCE
VICINITY MAP
GRAND HOGBACK RANCHES
TRACTS 17 AND 18
GARFIELD COUNTY, COLO.
BELODI CREEK RANCH, LLC
CR 335
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SHEET NUMBER
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SPECIAL USE
SP-01
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PERMIT
KEEP AVAILABLE AT PROJECT SITE
Project Address ____________________________________________ Parcel No. ________________________
Subdivision _________________________________ Lot _______ Section-Township-Range ____________
Owner Name ______________________________________________ Owner Phone _____________________
Owner Mailing Address _______________________________________________________________________
Contractor(s) ______________________________________________ Contractor Phone _________________
Work Description:
Valuation _________________________________
Square Feet _______________________________
IMPORTANT: APPLICATION IS HEREBY MADE TO THE BUILDING OFFICIAL FOR A PERMIT SUBJECT TO THE CONDITIONS AND
RESTRICTIONS SET FORTH ON THIS APPLICATION. PLEASE NOTE: Final inspection of the work authorized by this permit is required. A
Certificate of Occupancy must be obtained prior to use and occupancy of new buildings and structures. A Building Permit becomes null and
void if the authorized work is not commenced within 180 days of the date of issuance and if work is suspended or abandoned for a period of
180 days after commencement.
Permit Type ____________________________________
Work Classification _____________________________
Issue Date ___________ Expiration Date ___________
PERMIT #
Community Development Department 108 8th Street, Suite 401 Glenwood Springs, CO 81601
Phone (970) 945-8212
3/17/2025
01-06-91
Grading
970-618-8137
OWNER
Grand Hogback Ranches
7999 CR 312 New Castle, CO 81647
Grading on two lots to flatten slope for proposed future building site
Lots 17 & 18
GRAD-03-24-8569
218101300249
Grading- Major
9/18/2024
Belodi Creek Ranch, LLC - Cole Ule
TBD CR 335
CR 335
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C 2
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COLORADO RIVER ROAD CR 335
COLORADO RIVER ROAD CR 335TRACTS 17 AND 18
ORF
R
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Belodi Creek Ranch Pad Grading Project Vegetation and Reclamation BMPs
1. Project Description
Total Area: 212,600 S.F.
The project includes grading Tracts 17+18 of the Grand Hogback Ranches into a flat pad
w/driveway access.
2. Clearing and Grubbing
Total Area: 212,600 S.F.
Removal of all vegetation and organic material from the pad surface. Cleared
material to be place in a stock pile and be ready for export off site.
3. Grading
Total Area 212,600 S.F.
A Bulldozer, Loader, and Excavator will complete the majority of the work. Topsoil
will be stripped off the top and placed into a stock pile for screening before being
exported off site. Slopes will be cut from existing grade down to around a 5% slope.
A new driveway will be cut in to access the pads from the existing roadway entrance.
Ditches, Erosion Control Products, and Culvert pipes will be placed to control
precipitation runoff. Cut and fill slopes will prepared for revegetation and seeded
immediately. Gravel placement will be preformed as soon as final elevations are
established and is imperative to control soil erosion.
The soils include varying depths of 0” to 36” of topsoil. Sub-grade soils are of heavy
clays and sandstone mix. These soils and the climate are very stable factors regarding
erosion and revegetation. Please refer to attached soil report.
4. Revegetation and Erosion Management
Total Area 212,600 S.F.
Gravel placement on the pad/driveway area will control most of the soil erosion. All
disturbed dirt slope areas will be prepared and are to be seeded in the early spring and
again in the fall with a grass mix approved by the NRCS and owner.
All storm runoff will be managed with Ditches, Erosion Control Products, and
Culvert pipes. Straw bale structures will be maintained at each culvert pipe
Entrance to control sediment leaving the property.
Reseeding area is approximately 114,422 S. F. or 2.63 acres
To be broadcast and seeded in early spring & fall:
Seed Mix: Ladak Alfalfa 20lbs per acre = 9%
Manchar Brome 50lbs per acre = 22%
Paiute Orchard Grass 50lbs per acre= 22%
Intermediate Wheat Grass 50lbs per are=22%
Western Wheat Grass 50lbs per acre = 22%
Total 220lbs per acre = 100%
Note: All soil will be prepared for revegetation and all seed species seeding rates
are approximately double that of normal application rates due to the broadcasting
method. Broadcasting is the chosen method due to steepness of the terrain, heavy clay
and sandstone soils, a semi arid climate and a north facing slope.
Although some vegetation will appear in the first year it will take 3 years for grass to
fully establish for an agricultural purpose.
5. Weed Management Plan
Weed management will consist of monitoring and spot spraying with recommended
herbicides from the County of Garfield.
APPENDIX A
Hydrologic Calculations
U.S. Department of Agriculture FL-ENG-21A
Natural Resources Conservation Service 04/04
TR 55 Worksheet 2: Runoff Curve Number and Runoff
Project: Designed By: Date:
Location: Checked: Date:
Circle one: Present Developed
1. Runoff curve number (CN)
Soil name Cover description CN 1/ Area Productand hydrologic
group
(Appendix A)
( Cover type, treatment, and hydrologic
condition; percent impervious;
unconnected/connected impervious area
ratio)
Table
2-2
Fig.
2-3
Fig.
2-4
acres
mi2
%
of
CN x area
1/ Use only one CN source per line. Totals =
CN (weighted) = total product = = Use CN =
total area
2. Runoff
Storm #1 Storm #2 Storm #3
Frequency .......................................... yr.
Rainfall, P (24 hour) ............................ in.
Runoff, Q ............................................ in.
(Use P and CN with Table 2-1, Figure 2-1,
or equations 2-3 and 2-4.)
Undeveloped4
06/04
0.514
2.4
100
0.320
2.0
25
0.051
1.2
2years
73
73
30.00
2,189.9
2,189.930.00
2,189.930.00
n
73Existing pinyon, juniper, grass understory, poorOlney Loam
(B)
2da
4Check
8/8/24HCERevised Historic Basin HI-1E East
8/8/24HCETracts 17 and 18 Gand Hogback Ranches
U.S. Department of Agriculture FL-ENG-21B
Natural Resources Conservation Service 04/04
TR 55 Worksheet 3: Time of Concentration (Tc) or Travel Time (Tt)
Project: Designed By: Date:
Location: Checked By: Date:
Circle one: Present Developed
Circle one: Tc Tt through subarea
NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic,
or description of flow segments.
Sheet Flow (Applicable to Tc only) Segment ID
1. Surface description (Table 3-1) ................................................
2. Manning’s roughness coeff., n (Table 3-1) ..............................
3. Flow length, L (total L < 100 ft) .............................................. ft
4. Two-year 24-hour rainfall, P2.................................................. in
5. Land slope, s ....................................................................... ft/ft
6. Tt = 0.007 (nL) 0.8 Compute Tt .......................... hr + =
P20.5 s0.4
Shallow Concetrated Flow Segment ID
7. Surface description (paved or unpaved) ...................................
8. Flow length, L ......................................................................... ft
9. Watercourse slope, s ........................................................... ft/ft
10. Average velocity, V (Figure 3-1) .......................................... ft/s
11. Tt = L Compute Tt ......................... hr + =
3600 V
Channel Flow Segment ID
12. Cross sectional flow area, a ............................................... ft2
13. Wetted perimeter, Pw ......................................................... ft
14. Hydraulic radius, r = a Compute r .................................. ft
Pw
15. Channel Slope, s ............................................................ ft/ft
16. Manning’s Roughness Coeff., n ............................................
17. V = 1.49 r2/3 s1/2 Compute V ...................... ft/s
n
18. Flow length, L ...................................................................... ft
19. Tt = L Compute Tt .................................... hr + =
3600 V
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19 ................................................................. hr
06/04
0.31
0.170.169
3.0
0.496
1,820
Unpaved
2
0.150.146
0.757
1.2
255300
0.17
Range (natural)
1
4Check
4Check
8/8/24HCEHistoric Revised Basin HI-1E East
8/8/24HCETracts 17 & 18 Grand Hogback Ranches
U.S. Department of Agriculture FL-ENG-21C
Natural Resources Conservation Service 04/04
Tr 55 Worksheet 4: Graphical Peak Discharge Method
Project: Designed By: Date:
Location: Checked By: Date:
Circle one: Present Developed
1. Data:
Drainage area ................ Am = _________ mi2 (acres/640)
Runoff curve number .... CN = _________ (From Worksheet 2)
Time of concentration ..... Tc = _________ hr (From Worksheet 3)
Rainfall distribution type ...... = _________ (II, III, DMVIII)
Pond and swamp areas spread
throughout watershed ................ = ________ percent of Am ( ________ acres or mi2 covered)
Storm #1 Storm #2 Storm #3
2. Frequency................................................... yr
3. Rainfall, P (24-hour).................................... in
4. Initial abstraction, Ia..................................... in
(Use CN with Table 4-1.)
5. Compute Ia/P..................................................
6. Unit peak discharge, qu........................... csm/in
(Use Tc and Ia/P with exhibit 4- ____)
7. Runoff, Q ..................................................... in
(From Worksheet 2)
8. Pond and swamp adjustment factor, Fp........ in
(Use percent pond and swamp area
with Table 4-2. Factor is 1.0 for zero
percent pond and swamp area.)
9. Peak discharge, qp...................................... cfs
(Where qp = quAmQFp)
06/04
11.4
1.0
0.514
600
0.31
0.740
2.4
100
6.5
1.0
0.320
550
0.37
0.740
2.0
25
0.6
1.0
0.051
300
II
0.62
0.740
1.2
2
00
II
0.31
73
0.037
DevelopedPresent4Check
8/8/24HCEHistoric Revised Basin HI-1E East
8/8/24HCETracts 17 & 18 Grand Hogback Ranches
U.S. Department of Agriculture FL-ENG-21A
Natural Resources Conservation Service 04/04
TR 55 Worksheet 2: Runoff Curve Number and Runoff
Project: Designed By: Date:
Location: Checked: Date:
Circle one: Present Developed
1. Runoff curve number (CN)
Soil name Cover description CN 1/ Area Productand hydrologic
group
(Appendix A)
( Cover type, treatment, and hydrologic
condition; percent impervious;
unconnected/connected impervious area
ratio)
Table
2-2
Fig.
2-3
Fig.
2-4
acres
mi2
%
of
CN x area
1/ Use only one CN source per line. Totals =
CN (weighted) = total product = = Use CN =
total area
2. Runoff
Storm #1 Storm #2 Storm #3
Frequency .......................................... yr.
Rainfall, P (24 hour) ............................ in.
Runoff, Q ............................................ in.
(Use P and CN with Table 2-1, Figure 2-1,
or equations 2-3 and 2-4.)
Undeveloped4
06/04
0.514
2.4
100
0.320
2.0
25
0.051
1.2
2years
73
73
23.83
1,739.7
1,739.723.83
1,739.723.83
n
73Existing pinyon, juniper, grass understory, poorOlney Loam
(B)
2da
4Check
8/7/24HCERevised Historic Basin HI-1W West
8/8/24HCETracts 17 and 18 Gand Hogback Ranches
U.S. Department of Agriculture FL-ENG-21B
Natural Resources Conservation Service 04/04
TR 55 Worksheet 3: Time of Concentration (Tc) or Travel Time (Tt)
Project: Designed By: Date:
Location: Checked By: Date:
Circle one: Present Developed
Circle one: Tc Tt through subarea
NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic,
or description of flow segments.
Sheet Flow (Applicable to Tc only) Segment ID
1. Surface description (Table 3-1) ................................................
2. Manning’s roughness coeff., n (Table 3-1) ..............................
3. Flow length, L (total L < 100 ft) .............................................. ft
4. Two-year 24-hour rainfall, P2.................................................. in
5. Land slope, s ....................................................................... ft/ft
6. Tt = 0.007 (nL) 0.8 Compute Tt .......................... hr + =
P20.5 s0.4
Shallow Concetrated Flow Segment ID
7. Surface description (paved or unpaved) ...................................
8. Flow length, L ......................................................................... ft
9. Watercourse slope, s ........................................................... ft/ft
10. Average velocity, V (Figure 3-1) .......................................... ft/s
11. Tt = L Compute Tt ......................... hr + =
3600 V
Channel Flow Segment ID
12. Cross sectional flow area, a ............................................... ft2
13. Wetted perimeter, Pw ......................................................... ft
14. Hydraulic radius, r = a Compute r .................................. ft
Pw
15. Channel Slope, s ............................................................ ft/ft
16. Manning’s Roughness Coeff., n ............................................
17. V = 1.49 r2/3 s1/2 Compute V ...................... ft/s
n
18. Flow length, L ...................................................................... ft
19. Tt = L Compute Tt .................................... hr + =
3600 V
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19 ................................................................. hr
06/04
0.22
0.100.07
2.0
0.020
500
Unpaved
3
0.034
11.0
0.600
1,360
Unpaved
2
0.120.118
0.876
1.2
210300
0.17
Range (natural)
1
4Check
4Check
8/8/24HCEHistoric Revised Basin HI-1W West
8/8/24HCETracts 17 & 18 Grand Hogback Ranches
U.S. Department of Agriculture FL-ENG-21C
Natural Resources Conservation Service 04/04
Tr 55 Worksheet 4: Graphical Peak Discharge Method
Project: Designed By: Date:
Location: Checked By: Date:
Circle one: Present Developed
1. Data:
Drainage area ................ Am = _________ mi2 (acres/640)
Runoff curve number .... CN = _________ (From Worksheet 2)
Time of concentration ..... Tc = _________ hr (From Worksheet 3)
Rainfall distribution type ...... = _________ (II, III, DMVIII)
Pond and swamp areas spread
throughout watershed ................ = ________ percent of Am ( ________ acres or mi2 covered)
Storm #1 Storm #2 Storm #3
2. Frequency................................................... yr
3. Rainfall, P (24-hour).................................... in
4. Initial abstraction, Ia..................................... in
(Use CN with Table 4-1.)
5. Compute Ia/P..................................................
6. Unit peak discharge, qu........................... csm/in
(Use Tc and Ia/P with exhibit 4- ____)
7. Runoff, Q ..................................................... in
(From Worksheet 2)
8. Pond and swamp adjustment factor, Fp........ in
(Use percent pond and swamp area
with Table 4-2. Factor is 1.0 for zero
percent pond and swamp area.)
9. Peak discharge, qp...................................... cfs
(Where qp = quAmQFp)
06/04
15.7
1.0
0.514
650
0.31
0.740
2.4
100
9.0
1.0
0.320
600
0.37
0.740
2.0
25
0.8
1.0
0.051
350
II
0.62
0.740
1.2
2
00
II
0.22
73
0.047
DevelopedPresent4Check
8/8/24HCEHistoric Revised Basin HI-1W West
8/8/24HCETracts 17 & 18 Grand Hogback Ranches
U.S. Department of Agriculture FL-ENG-21A
Natural Resources Conservation Service 04/04
TR 55 Worksheet 2: Runoff Curve Number and Runoff
Project: Designed By: Date:
Location: Checked: Date:
Circle one: Present Developed
1. Runoff curve number (CN)
Soil name Cover description CN 1/ Area Productand hydrologic
group
(Appendix A)
( Cover type, treatment, and hydrologic
condition; percent impervious;
unconnected/connected impervious area
ratio)
Table
2-2
Fig.
2-3
Fig.
2-4
acres
mi2
%
of
CN x area
1/ Use only one CN source per line. Totals =
CN (weighted) = total product = = Use CN =
total area
2. Runoff
Storm #1 Storm #2 Storm #3
Frequency .......................................... yr.
Rainfall, P (24 hour) ............................ in.
Runoff, Q ............................................ in.
(Use P and CN with Table 2-1, Figure 2-1,
or equations 2-3 and 2-4.)
Undeveloped4
06/04
0.514
2.4
100
0.320
2.0
25
0.051
1.2
2years
73
73
53.83
3,929.6
3,929.653.83
3,929.653.83
n
73Existing pinyon, juniper, grass understory, poorOlney Loam
(B)
2da
4Check
8/7/24HCERevised Historic Basin HI-1 Overall
8/8/24HCETracts 17 and 18 Gand Hogback Ranches
U.S. Department of Agriculture FL-ENG-21B
Natural Resources Conservation Service 04/04
TR 55 Worksheet 3: Time of Concentration (Tc) or Travel Time (Tt)
Project: Designed By: Date:
Location: Checked By: Date:
Circle one: Present Developed
Circle one: Tc Tt through subarea
NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic,
or description of flow segments.
Sheet Flow (Applicable to Tc only) Segment ID
1. Surface description (Table 3-1) ................................................
2. Manning’s roughness coeff., n (Table 3-1) ..............................
3. Flow length, L (total L < 100 ft) .............................................. ft
4. Two-year 24-hour rainfall, P2.................................................. in
5. Land slope, s ....................................................................... ft/ft
6. Tt = 0.007 (nL) 0.8 Compute Tt .......................... hr + =
P20.5 s0.4
Shallow Concetrated Flow Segment ID
7. Surface description (paved or unpaved) ...................................
8. Flow length, L ......................................................................... ft
9. Watercourse slope, s ........................................................... ft/ft
10. Average velocity, V (Figure 3-1) .......................................... ft/s
11. Tt = L Compute Tt ......................... hr + =
3600 V
Channel Flow Segment ID
12. Cross sectional flow area, a ............................................... ft2
13. Wetted perimeter, Pw ......................................................... ft
14. Hydraulic radius, r = a Compute r .................................. ft
Pw
15. Channel Slope, s ............................................................ ft/ft
16. Manning’s Roughness Coeff., n ............................................
17. V = 1.49 r2/3 s1/2 Compute V ...................... ft/s
n
18. Flow length, L ...................................................................... ft
19. Tt = L Compute Tt .................................... hr + =
3600 V
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19 ................................................................. hr
06/04
0.22
0.100.07
2.0
0.020
500
Unpaved
3
0.034
11.0
0.600
1,360
Unpaved
2
0.120.118
0.876
1.2
210300
0.17
Range (natural)
1
4Check
4Check
8/8/24HCEHistoric Revised Basin HI-1 Overall
8/8/24HCETracts 17 & 18 Grand Hogback Ranches
U.S. Department of Agriculture FL-ENG-21C
Natural Resources Conservation Service 04/04
Tr 55 Worksheet 4: Graphical Peak Discharge Method
Project: Designed By: Date:
Location: Checked By: Date:
Circle one: Present Developed
1. Data:
Drainage area ................ Am = _________ mi2 (acres/640)
Runoff curve number .... CN = _________ (From Worksheet 2)
Time of concentration ..... Tc = _________ hr (From Worksheet 3)
Rainfall distribution type ...... = _________ (II, III, DMVIII)
Pond and swamp areas spread
throughout watershed ................ = ________ percent of Am ( ________ acres or mi2 covered)
Storm #1 Storm #2 Storm #3
2. Frequency................................................... yr
3. Rainfall, P (24-hour).................................... in
4. Initial abstraction, Ia..................................... in
(Use CN with Table 4-1.)
5. Compute Ia/P..................................................
6. Unit peak discharge, qu........................... csm/in
(Use Tc and Ia/P with exhibit 4- ____)
7. Runoff, Q ..................................................... in
(From Worksheet 2)
8. Pond and swamp adjustment factor, Fp........ in
(Use percent pond and swamp area
with Table 4-2. Factor is 1.0 for zero
percent pond and swamp area.)
9. Peak discharge, qp...................................... cfs
(Where qp = quAmQFp)
06/04
32.5
1.0
0.514
752
0.31
0.740
2.4
100
17.9
1.0
0.320
665
0.37
0.740
2.0
25
1.5
1.0
0.051
350
II
0.62
0.740
1.2
2
00
II
0.22
73
0.084
DevelopedPresent4Check
8/8/24HCEHistoric Revised Basin HI-1 Overall
8/8/24HCETracts 17 & 18 Grand Hogback Ranches
U.S. Department of Agriculture FL-ENG-21A
Natural Resources Conservation Service 04/04
TR 55 Worksheet 2: Runoff Curve Number and Runoff
Project: Designed By: Date:
Location: Checked: Date:
Circle one: Present Developed
1. Runoff curve number (CN)
Soil name Cover description CN 1/ Area Productand hydrologic
group
(Appendix A)
( Cover type, treatment, and hydrologic
condition; percent impervious;
unconnected/connected impervious area
ratio)
Table
2-2
Fig.
2-3
Fig.
2-4
acres
mi2
%
of
CN x area
1/ Use only one CN source per line. Totals =
CN (weighted) = total product = = Use CN =
total area
2. Runoff
Storm #1 Storm #2 Storm #3
Frequency .......................................... yr.
Rainfall, P (24 hour) ............................ in.
Runoff, Q ............................................ in.
(Use P and CN with Table 2-1, Figure 2-1,
or equations 2-3 and 2-4.)
Undeveloped4
06/04
0.514
2.4
100
0.320
2.0
25
0.051
1.2
2years
73
73
24.50
1,788.5
1,788.524.50
1,788.524.50
n
73Existing pinyon, juniper, grass understory, poorOlney Loam
(B)
2da
4Check
8/8/24HCERevised Historic Basin HI-2
8/8/24HCETracts 17 and 18 Gand Hogback Ranches
U.S. Department of Agriculture FL-ENG-21B
Natural Resources Conservation Service 04/04
TR 55 Worksheet 3: Time of Concentration (Tc) or Travel Time (Tt)
Project: Designed By: Date:
Location: Checked By: Date:
Circle one: Present Developed
Circle one: Tc Tt through subarea
NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic,
or description of flow segments.
Sheet Flow (Applicable to Tc only) Segment ID
1. Surface description (Table 3-1) ................................................
2. Manning’s roughness coeff., n (Table 3-1) ..............................
3. Flow length, L (total L < 100 ft) .............................................. ft
4. Two-year 24-hour rainfall, P2.................................................. in
5. Land slope, s ....................................................................... ft/ft
6. Tt = 0.007 (nL) 0.8 Compute Tt .......................... hr + =
P20.5 s0.4
Shallow Concetrated Flow Segment ID
7. Surface description (paved or unpaved) ...................................
8. Flow length, L ......................................................................... ft
9. Watercourse slope, s ........................................................... ft/ft
10. Average velocity, V (Figure 3-1) .......................................... ft/s
11. Tt = L Compute Tt ......................... hr + =
3600 V
Channel Flow Segment ID
12. Cross sectional flow area, a ............................................... ft2
13. Wetted perimeter, Pw ......................................................... ft
14. Hydraulic radius, r = a Compute r .................................. ft
Pw
15. Channel Slope, s ............................................................ ft/ft
16. Manning’s Roughness Coeff., n ............................................
17. V = 1.49 r2/3 s1/2 Compute V ...................... ft/s
n
18. Flow length, L ...................................................................... ft
19. Tt = L Compute Tt .................................... hr + =
3600 V
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19 ................................................................. hr
06/04
0.18
0.050.01
5.0
0.078
90
Unpaved
3
0.048
12.0
0.470
2,080
Unpaved
2
0.130.131
0.750
1.2
290300
0.13
Range (natural)
1
4Check
4Check
8/8/24HCEHistoric Revised Basin HI-2
8/8/24HCETracts 17 & 18 Grand Hogback Ranches
U.S. Department of Agriculture FL-ENG-21C
Natural Resources Conservation Service 04/04
Tr 55 Worksheet 4: Graphical Peak Discharge Method
Project: Designed By: Date:
Location: Checked By: Date:
Circle one: Present Developed
1. Data:
Drainage area ................ Am = _________ mi2 (acres/640)
Runoff curve number .... CN = _________ (From Worksheet 2)
Time of concentration ..... Tc = _________ hr (From Worksheet 3)
Rainfall distribution type ...... = _________ (II, III, DMVIII)
Pond and swamp areas spread
throughout watershed ................ = ________ percent of Am ( ________ acres or mi2 covered)
Storm #1 Storm #2 Storm #3
2. Frequency................................................... yr
3. Rainfall, P (24-hour).................................... in
4. Initial abstraction, Ia..................................... in
(Use CN with Table 4-1.)
5. Compute Ia/P..................................................
6. Unit peak discharge, qu........................... csm/in
(Use Tc and Ia/P with exhibit 4- ____)
7. Runoff, Q ..................................................... in
(From Worksheet 2)
8. Pond and swamp adjustment factor, Fp........ in
(Use percent pond and swamp area
with Table 4-2. Factor is 1.0 for zero
percent pond and swamp area.)
9. Peak discharge, qp...................................... cfs
(Where qp = quAmQFp)
06/04
14.3
1.0
0.514
730
0.31
0.740
2.4
100
7.9
1.0
0.320
650
0.37
0.740
2.0
25
0.8
1.0
0.051
400
II
0.62
0.740
1.2
2
00
II
0.18
73
0.038
DevelopedPresent4Check
8/8/24HCEHistoric Revised Basin HI-2
8/8/24HCETracts 17 & 18 Grand Hogback Ranches
U.S. Department of Agriculture FL-ENG-21A
Natural Resources Conservation Service 04/04
TR 55 Worksheet 2: Runoff Curve Number and Runoff
Project: Designed By: Date:
Location: Checked: Date:
Circle one: Present Developed
1. Runoff curve number (CN)
Soil name Cover description CN 1/ Area Productand hydrologic
group
(Appendix A)
( Cover type, treatment, and hydrologic
condition; percent impervious;
unconnected/connected impervious area
ratio)
Table
2-2
Fig.
2-3
Fig.
2-4
acres
mi2
%
of
CN x area
1/ Use only one CN source per line. Totals =
CN (weighted) = total product = = Use CN =
total area
2. Runoff
Storm #1 Storm #2 Storm #3
Frequency .......................................... yr.
Rainfall, P (24 hour) ............................ in.
Runoff, Q ............................................ in.
(Use P and CN with Table 2-1, Figure 2-1,
or equations 2-3 and 2-4.)
Undeveloped
06/04
0.610
2.4
100
0.394
2.0
25
0.079
1.2
2years
75
75
24.832
1,872.5
1,872.524.832
104.71.06898Proposed roofsRoofs
0.80.00896Proposed concrete driveway apronConcrete
232.62.73785Proposed gravel asphalt millings surfacingGravel
Asphalt Millings
1,534.421.019
n
73Existing pinyon, juniper, grass understory, poorOlney Loam
(B)
2da
4Check
1/20/25HCERevised Proposed Basin PR-1E East
1/20/25HCETracts 17 and 18 Gand Hogback Ranches
U.S. Department of Agriculture FL-ENG-21B
Natural Resources Conservation Service 04/04
TR 55 Worksheet 3: Time of Concentration (Tc) or Travel Time (Tt)
Project: Designed By: Date:
Location: Checked By: Date:
Circle one: Present Developed
Circle one: Tc Tt through subarea
NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic,
or description of flow segments.
Sheet Flow (Applicable to Tc only) Segment ID
1. Surface description (Table 3-1) ................................................
2. Manning’s roughness coeff., n (Table 3-1) ..............................
3. Flow length, L (total L < 100 ft) .............................................. ft
4. Two-year 24-hour rainfall, P2.................................................. in
5. Land slope, s ....................................................................... ft/ft
6. Tt = 0.007 (nL) 0.8 Compute Tt .......................... hr + =
P20.5 s0.4
Shallow Concetrated Flow Segment ID
7. Surface description (paved or unpaved) ...................................
8. Flow length, L ......................................................................... ft
9. Watercourse slope, s ........................................................... ft/ft
10. Average velocity, V (Figure 3-1) .......................................... ft/s
11. Tt = L Compute Tt ......................... hr + =
3600 V
Channel Flow Segment ID
12. Cross sectional flow area, a ............................................... ft2
13. Wetted perimeter, Pw ......................................................... ft
14. Hydraulic radius, r = a Compute r .................................. ft
Pw
15. Channel Slope, s ............................................................ ft/ft
16. Manning’s Roughness Coeff., n ............................................
17. V = 1.49 r2/3 s1/2 Compute V ...................... ft/s
n
18. Flow length, L ...................................................................... ft
19. Tt = L Compute Tt .................................... hr + =
3600 V
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19 ................................................................. hr
06/04
0.25
0.040.00
48
15.9
0.02
0.222
0.4
2.5
1.0
5 (Culvert)
0.04
310
2.3
0.13
0.050
0.9
8.8
7.7
4 (Channel)
0.070.03
2.0
0.060
235
Unpaved
3
0.035
11.0
0.622
1,390
Unpaved
2
0.150.146
0.757
1.2
255300
0.17
Range (natural)
1
4Check
4Check
8/8/24HCEProposed Revised Basin PR-E East
1/20/25HCETracts 17 & 18 Grand Hogback Ranches
U.S. Department of Agriculture FL-ENG-21C
Natural Resources Conservation Service 04/04
Tr 55 Worksheet 4: Graphical Peak Discharge Method
Project: Designed By: Date:
Location: Checked By: Date:
Circle one: Present Developed
1. Data:
Drainage area ................ Am = _________ mi2 (acres/640)
Runoff curve number .... CN = _________ (From Worksheet 2)
Time of concentration ..... Tc = _________ hr (From Worksheet 3)
Rainfall distribution type ...... = _________ (II, III, DMVIII)
Pond and swamp areas spread
throughout watershed ................ = ________ percent of Am ( ________ acres or mi2 covered)
Storm #1 Storm #2 Storm #3
2. Frequency................................................... yr
3. Rainfall, P (24-hour).................................... in
4. Initial abstraction, Ia..................................... in
(Use CN with Table 4-1.)
5. Compute Ia/P..................................................
6. Unit peak discharge, qu........................... csm/in
(Use Tc and Ia/P with exhibit 4- ____)
7. Runoff, Q ..................................................... in
(From Worksheet 2)
8. Pond and swamp adjustment factor, Fp........ in
(Use percent pond and swamp area
with Table 4-2. Factor is 1.0 for zero
percent pond and swamp area.)
9. Peak discharge, qp...................................... cfs
(Where qp = quAmQFp)
06/04
15.8
1.0
0.610
700
0.28
0.667
2.4
100
9.5
1.0
0.394
650
0.33
0.667
2.0
25
1.1
1.0
0.079
375
II
0.56
0.667
1.2
2
00
II
0.25
75
0.037
Developed4PresentCheck
1/20/25HCEProposed Revised Basin PR-1E East
1/20/25HCETracts 17 & 18 Grand Hogback Ranches
U.S. Department of Agriculture FL-ENG-21A
Natural Resources Conservation Service 04/04
TR 55 Worksheet 2: Runoff Curve Number and Runoff
Project: Designed By: Date:
Location: Checked: Date:
Circle one: Present Developed
1. Runoff curve number (CN)
Soil name Cover description CN 1/ Area Productand hydrologic
group
(Appendix A)
( Cover type, treatment, and hydrologic
condition; percent impervious;
unconnected/connected impervious area
ratio)
Table
2-2
Fig.
2-3
Fig.
2-4
acres
mi2
%
of
CN x area
1/ Use only one CN source per line. Totals =
CN (weighted) = total product = = Use CN =
total area
2. Runoff
Storm #1 Storm #2 Storm #3
Frequency .......................................... yr.
Rainfall, P (24 hour) ............................ in.
Runoff, Q ............................................ in.
(Use P and CN with Table 2-1, Figure 2-1,
or equations 2-3 and 2-4.)
Undeveloped
06/04
0.528
2.4
100
0.331
2.0
25
0.055
1.2
2years
73
73
29.998
2,200.9
2,200.929.998
23.60.24198Proposed roofsRoofs
35.60.41985Proposed gravel asphalt millings surfacingGravel
Asphalt Millings
2,141.729.338
n
73Existing pinyon, juniper, grass understory, poorOlney Loam
(B)
2da
4Check
1/20/25HCERevised Proposed Basin PR-1W West
1/20/25HCETracts 17 and 18 Gand Hogback Ranches
U.S. Department of Agriculture FL-ENG-21B
Natural Resources Conservation Service 04/04
TR 55 Worksheet 3: Time of Concentration (Tc) or Travel Time (Tt)
Project: Designed By: Date:
Location: Checked By: Date:
Circle one: Present Developed
Circle one: Tc Tt through subarea
NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic,
or description of flow segments.
Sheet Flow (Applicable to Tc only) Segment ID
1. Surface description (Table 3-1) ................................................
2. Manning’s roughness coeff., n (Table 3-1) ..............................
3. Flow length, L (total L < 100 ft) .............................................. ft
4. Two-year 24-hour rainfall, P2.................................................. in
5. Land slope, s ....................................................................... ft/ft
6. Tt = 0.007 (nL) 0.8 Compute Tt .......................... hr + =
P20.5 s0.4
Shallow Concetrated Flow Segment ID
7. Surface description (paved or unpaved) ...................................
8. Flow length, L ......................................................................... ft
9. Watercourse slope, s ........................................................... ft/ft
10. Average velocity, V (Figure 3-1) .......................................... ft/s
11. Tt = L Compute Tt ......................... hr + =
3600 V
Channel Flow Segment ID
12. Cross sectional flow area, a ............................................... ft2
13. Wetted perimeter, Pw ......................................................... ft
14. Hydraulic radius, r = a Compute r .................................. ft
Pw
15. Channel Slope, s ............................................................ ft/ft
16. Manning’s Roughness Coeff., n ............................................
17. V = 1.49 r2/3 s1/2 Compute V ...................... ft/s
n
18. Flow length, L ...................................................................... ft
19. Tt = L Compute Tt .................................... hr + =
3600 V
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19 ................................................................. hr
06/04
0.22
0.100.07
2.0
0.020
500
Unpaved
3
0.034
11.0
0.600
1,360
Unpaved
2
0.120.118
0.876
1.2
210300
0.17
Range (natural)
1
4Check
4Check
8/8/24HCEProposed Revised Basin PR-1W West
1/20/25HCETracts 17 & 18 Grand Hogback Ranches
U.S. Department of Agriculture FL-ENG-21C
Natural Resources Conservation Service 04/04
Tr 55 Worksheet 4: Graphical Peak Discharge Method
Project: Designed By: Date:
Location: Checked By: Date:
Circle one: Present Developed
1. Data:
Drainage area ................ Am = _________ mi2 (acres/640)
Runoff curve number .... CN = _________ (From Worksheet 2)
Time of concentration ..... Tc = _________ hr (From Worksheet 3)
Rainfall distribution type ...... = _________ (II, III, DMVIII)
Pond and swamp areas spread
throughout watershed ................ = ________ percent of Am ( ________ acres or mi2 covered)
Storm #1 Storm #2 Storm #3
2. Frequency................................................... yr
3. Rainfall, P (24-hour).................................... in
4. Initial abstraction, Ia..................................... in
(Use CN with Table 4-1.)
5. Compute Ia/P..................................................
6. Unit peak discharge, qu........................... csm/in
(Use Tc and Ia/P with exhibit 4- ____)
7. Runoff, Q ..................................................... in
(From Worksheet 2)
8. Pond and swamp adjustment factor, Fp........ in
(Use percent pond and swamp area
with Table 4-2. Factor is 1.0 for zero
percent pond and swamp area.)
9. Peak discharge, qp...................................... cfs
(Where qp = quAmQFp)
06/04
16.1
1.0
0.528
650
0.31
0.740
2.4
100
9.3
1.0
0.331
600
0.37
0.740
2.0
25
0.9
1.0
0.055
350
II
0.62
0.740
1.2
2
00
II
0.22
73
0.047
Developed4PresentCheck
1/20/25HCEProposed Revised Basin PR-1W West
1/20/25HCETracts 17 & 18 Grand Hogback Ranches
U.S. Department of Agriculture FL-ENG-21A
Natural Resources Conservation Service 04/04
TR 55 Worksheet 2: Runoff Curve Number and Runoff
Project: Designed By: Date:
Location: Checked: Date:
Circle one: Present Developed
1. Runoff curve number (CN)
Soil name Cover description CN 1/ Area Productand hydrologic
group
(Appendix A)
( Cover type, treatment, and hydrologic
condition; percent impervious;
unconnected/connected impervious area
ratio)
Table
2-2
Fig.
2-3
Fig.
2-4
acres
mi2
%
of
CN x area
1/ Use only one CN source per line. Totals =
CN (weighted) = total product = = Use CN =
total area
2. Runoff
Storm #1 Storm #2 Storm #3
Frequency .......................................... yr.
Rainfall, P (24 hour) ............................ in.
Runoff, Q ............................................ in.
(Use P and CN with Table 2-1, Figure 2-1,
or equations 2-3 and 2-4.)
Undeveloped
06/04
0.556
2.4
100
0.353
2.0
25
0.063
1.2
2years
74
74
53.830
3,988.4
3,988.453.830
128.41.31098Proposed RoofsRoofs
0.80.00896Proposed concrete driveway apronConcrete
183.22.15585Proposed gravel asphalt millings surfacingGravel
Asphalt Millings
3,676.150.357
n
73Existing pinyon, juniper, grass understory, poorOlney Loam
(B)
2da
4Check
1/20/25HCERevised Proposed Basin PR-1 Overall
1/20/25HCETracts 17 and 18 Gand Hogback Ranches
U.S. Department of Agriculture FL-ENG-21B
Natural Resources Conservation Service 04/04
TR 55 Worksheet 3: Time of Concentration (Tc) or Travel Time (Tt)
Project: Designed By: Date:
Location: Checked By: Date:
Circle one: Present Developed
Circle one: Tc Tt through subarea
NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic,
or description of flow segments.
Sheet Flow (Applicable to Tc only) Segment ID
1. Surface description (Table 3-1) ................................................
2. Manning’s roughness coeff., n (Table 3-1) ..............................
3. Flow length, L (total L < 100 ft) .............................................. ft
4. Two-year 24-hour rainfall, P2.................................................. in
5. Land slope, s ....................................................................... ft/ft
6. Tt = 0.007 (nL) 0.8 Compute Tt .......................... hr + =
P20.5 s0.4
Shallow Concetrated Flow Segment ID
7. Surface description (paved or unpaved) ...................................
8. Flow length, L ......................................................................... ft
9. Watercourse slope, s ........................................................... ft/ft
10. Average velocity, V (Figure 3-1) .......................................... ft/s
11. Tt = L Compute Tt ......................... hr + =
3600 V
Channel Flow Segment ID
12. Cross sectional flow area, a ............................................... ft2
13. Wetted perimeter, Pw ......................................................... ft
14. Hydraulic radius, r = a Compute r .................................. ft
Pw
15. Channel Slope, s ............................................................ ft/ft
16. Manning’s Roughness Coeff., n ............................................
17. V = 1.49 r2/3 s1/2 Compute V ...................... ft/s
n
18. Flow length, L ...................................................................... ft
19. Tt = L Compute Tt .................................... hr + =
3600 V
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19 ................................................................. hr
06/04
0.22
0.100.07
2.0
0.020
500
Unpaved
3
0.034
11.0
0.600
1,360
Unpaved
2
0.120.118
0.876
1.2
210300
0.17
Range (natural)
1
4Check
4Check
8/8/24HCEProposed Revised Basin PR-1 Overall
1/20/25HCETracts 17 & 18 Grand Hogback Ranches
U.S. Department of Agriculture FL-ENG-21C
Natural Resources Conservation Service 04/04
Tr 55 Worksheet 4: Graphical Peak Discharge Method
Project: Designed By: Date:
Location: Checked By: Date:
Circle one: Present Developed
1. Data:
Drainage area ................ Am = _________ mi2 (acres/640)
Runoff curve number .... CN = _________ (From Worksheet 2)
Time of concentration ..... Tc = _________ hr (From Worksheet 3)
Rainfall distribution type ...... = _________ (II, III, DMVIII)
Pond and swamp areas spread
throughout watershed ................ = ________ percent of Am ( ________ acres or mi2 covered)
Storm #1 Storm #2 Storm #3
2. Frequency................................................... yr
3. Rainfall, P (24-hour).................................... in
4. Initial abstraction, Ia..................................... in
(Use CN with Table 4-1.)
5. Compute Ia/P..................................................
6. Unit peak discharge, qu........................... csm/in
(Use Tc and Ia/P with exhibit 4- ____)
7. Runoff, Q ..................................................... in
(From Worksheet 2)
8. Pond and swamp adjustment factor, Fp........ in
(Use percent pond and swamp area
with Table 4-2. Factor is 1.0 for zero
percent pond and swamp area.)
9. Peak discharge, qp...................................... cfs
(Where qp = quAmQFp)
06/04
36.4
1.0
0.556
780
0.29
0.703
2.4
100
20.8
1.0
0.353
700
0.35
0.703
2.0
25
2.0
1.0
0.063
380
II
0.59
0.703
1.2
2
00
II
0.22
74
0.084
Developed4PresentCheck
1/20/25HCEProposed Revised Basin PR-1 Overall
1/20/25HCETracts 17 & 18 Grand Hogback Ranches
U.S. Department of Agriculture FL-ENG-21A
Natural Resources Conservation Service 04/04
TR 55 Worksheet 2: Runoff Curve Number and Runoff
Project: Designed By: Date:
Location: Checked: Date:
Circle one: Present Developed
1. Runoff curve number (CN)
Soil name Cover description CN 1/ Area Productand hydrologic
group
(Appendix A)
( Cover type, treatment, and hydrologic
condition; percent impervious;
unconnected/connected impervious area
ratio)
Table
2-2
Fig.
2-3
Fig.
2-4
acres
mi2
%
of
CN x area
1/ Use only one CN source per line. Totals =
CN (weighted) = total product = = Use CN =
total area
2. Runoff
Storm #1 Storm #2 Storm #3
Frequency .......................................... yr.
Rainfall, P (24 hour) ............................ in.
Runoff, Q ............................................ in.
(Use P and CN with Table 2-1, Figure 2-1,
or equations 2-3 and 2-4.)
Undeveloped
06/04
0.515
2.4
100
0.321
2.0
25
0.051
1.2
2years
73
73
24.500
1,789.2
1,789.224.500
0.50.00593Proposed concrete driveway apronConcrete
4.20.05085Proposed gravel asphalt millings surfacingGravel
Asphalt Millings
1,784.524.445
n
73Existing pinyon, juniper, grass understory, poorOlney Loam
(B)
2da
4Check
8/8/24HCERevised Proposed Basin PR-2 Overall
8/8/24HCETracts 17 and 18 Gand Hogback Ranches
U.S. Department of Agriculture FL-ENG-21B
Natural Resources Conservation Service 04/04
TR 55 Worksheet 3: Time of Concentration (Tc) or Travel Time (Tt)
Project: Designed By: Date:
Location: Checked By: Date:
Circle one: Present Developed
Circle one: Tc Tt through subarea
NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic,
or description of flow segments.
Sheet Flow (Applicable to Tc only) Segment ID
1. Surface description (Table 3-1) ................................................
2. Manning’s roughness coeff., n (Table 3-1) ..............................
3. Flow length, L (total L < 100 ft) .............................................. ft
4. Two-year 24-hour rainfall, P2.................................................. in
5. Land slope, s ....................................................................... ft/ft
6. Tt = 0.007 (nL) 0.8 Compute Tt .......................... hr + =
P20.5 s0.4
Shallow Concetrated Flow Segment ID
7. Surface description (paved or unpaved) ...................................
8. Flow length, L ......................................................................... ft
9. Watercourse slope, s ........................................................... ft/ft
10. Average velocity, V (Figure 3-1) .......................................... ft/s
11. Tt = L Compute Tt ......................... hr + =
3600 V
Channel Flow Segment ID
12. Cross sectional flow area, a ............................................... ft2
13. Wetted perimeter, Pw ......................................................... ft
14. Hydraulic radius, r = a Compute r .................................. ft
Pw
15. Channel Slope, s ............................................................ ft/ft
16. Manning’s Roughness Coeff., n ............................................
17. V = 1.49 r2/3 s1/2 Compute V ...................... ft/s
n
18. Flow length, L ...................................................................... ft
19. Tt = L Compute Tt .................................... hr + =
3600 V
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19 ................................................................. hr
06/04
0.18
0.050.01
5.0
0.078
90
Unpaved
3
0.048
12.0
0.470
2,080
Unpaved
2
0.130.131
0.750
1.2
290300
0.13
Range (natural)
1
4Check
4Check
8/8/24HCEProposed Revised Basin HI-2 Overall
8/8/24HCETracts 17 & 18 Grand Hogback Ranches
U.S. Department of Agriculture FL-ENG-21C
Natural Resources Conservation Service 04/04
Tr 55 Worksheet 4: Graphical Peak Discharge Method
Project: Designed By: Date:
Location: Checked By: Date:
Circle one: Present Developed
1. Data:
Drainage area ................ Am = _________ mi2 (acres/640)
Runoff curve number .... CN = _________ (From Worksheet 2)
Time of concentration ..... Tc = _________ hr (From Worksheet 3)
Rainfall distribution type ...... = _________ (II, III, DMVIII)
Pond and swamp areas spread
throughout watershed ................ = ________ percent of Am ( ________ acres or mi2 covered)
Storm #1 Storm #2 Storm #3
2. Frequency................................................... yr
3. Rainfall, P (24-hour).................................... in
4. Initial abstraction, Ia..................................... in
(Use CN with Table 4-1.)
5. Compute Ia/P..................................................
6. Unit peak discharge, qu........................... csm/in
(Use Tc and Ia/P with exhibit 4- ____)
7. Runoff, Q ..................................................... in
(From Worksheet 2)
8. Pond and swamp adjustment factor, Fp........ in
(Use percent pond and swamp area
with Table 4-2. Factor is 1.0 for zero
percent pond and swamp area.)
9. Peak discharge, qp...................................... cfs
(Where qp = quAmQFp)
06/04
14.3
1.0
0.515
730
0.31
0.740
2.4
100
7.9
1.0
0.321
650
0.37
0.740
2.0
25
0.8
1.0
0.051
400
II
0.62
0.740
1.2
2
00
II
0.18
73
0.038
Developed4PresentCheck
8/8/24HCEProposed Revised Basin PR-2
8/8/24HCETracts 17 & 18 Grand Hogback Ranches
APPENDIX B
Storm water storage
U.S. Department of Agriculture FL-ENG-21F
Natural Resources Conservation Service 04/04
TR 55 Worksheet 6B: Detention Basin Storage,
Peak Outflow Discharge (qo) Known
Project: Location:
Circle one: Present Developed
1st Stage 2nd Stage
1. Data: 6. Vs ......................................
Drainage area, Am ......... = _________ mi2 Vr
Rainfall distribution (Use qo with Figure 6-1)
Type (II, III, DMV) ........ = __________ qi
1st Stage 2nd Stage 7. Runoff, Q ..................... in
2. Frequency .................. yr (From Worksheet 2)
3. Peak inflow discharge, 8. Runoff Volume, Vr .... ac-ft
qi ............................ cfs (Vr = 53.53 QAm)
(From worksheet 4 or 5b)
9. Storage Volume, Vs .. ac-ft
4. Peak outflow discharge, V s = V r (V s / V r)
qo 1/ ....................... cfs
5. Compute qo .................... 10. Maximum stage, Emax .......
qi (From plot)
1/ 2nd stage qo includes 1st stage qo.
Designed By: Date:
Checked By: Date:
0.2500.2000.1500.1000.0500
(Acre Feet)
(F
e
e
t
A
b
o
v
e
S
e
a
L
e
v
e
l
)
6504.0
6502.0
6500.0
6498.0
06/04
1/20/25HCE
1/20/25HCE
0.0200.013
0.1130.072
0.5700.363
0.180.18
0.70.9
11.46.5
15.87.3
10025
II
0.0037
4
Proposed Revised Basin PR-1E EastTracts 17 & 18 Grand Hogback Ranches
U.S. Department of Agriculture FL-ENG-21F
Natural Resources Conservation Service 04/04
TR 55 Worksheet 6B: Detention Basin Storage,
Peak Outflow Discharge (qo) Known
Project: Location:
Circle one: Present Developed
1st Stage 2nd Stage
1. Data: 6. Vs ......................................
Drainage area, Am ......... = _________ mi2 Vr
Rainfall distribution (Use qo with Figure 6-1)
Type (II, III, DMV) ........ = __________ qi
1st Stage 2nd Stage 7. Runoff, Q ..................... in
2. Frequency .................. yr (From Worksheet 2)
3. Peak inflow discharge, 8. Runoff Volume, Vr .... ac-ft
qi ............................ cfs (Vr = 53.53 QAm)
(From worksheet 4 or 5b)
9. Storage Volume, Vs .. ac-ft
4. Peak outflow discharge, V s = V r (V s / V r)
qo 1/ ....................... cfs
5. Compute qo .................... 10. Maximum stage, Emax .......
qi (From plot)
1/ 2nd stage qo includes 1st stage qo.
Designed By: Date:
Checked By: Date:
0.2500.2000.1500.1000.0500
(Acre Feet)
(F
e
e
t
A
b
o
v
e
S
e
a
L
e
v
e
l
)
6504.0
6502.0
6500.0
6498.0
06/04
1/20/25HCE
1/20/25HCE
0.0260.015
0.1460.083
0.5820.331
0.180.18
1.01.0
15.79.0
16.19.3
10025
II
0.0047
4
Proposed Revised Basin PR-1W WestTracts 17 & 18 Grand Hogback Ranches
APPENDIX C
Hydraulic Capacity Calculations
scale:
page:
Project No:
drawn by:
checked by:
date:
file:
HIGH COUNTRY ENGINEERING, INC.
14 INVERNESS DRIVE EAST, STE F-120, ENGLEWOOD, CO 80112
PHONE (303) 925-0544 FAX (303) 925-0547
1517 BLAKE AVENUE, STE 101, GLENWOOD SPRINGS, CO 81601
PHONE (970) 945-8676 FAX (970) 945-2555
www.hceng.com
Belodi Creek Ranch LLC
Garfield County, CO.
TRACTS 17 AND 18
HYDRAULIC CAPACITIES
HCE
HCE
1 -20 - 25
C - 01.DWG
N.T.S.
2231025.00
APPENDIX C 1
APPENDIX D
Exhibits
scale:
page:
Project No:
drawn by:
checked by:
date:
file:
HIGH COUNTRY ENGINEERING, INC.
1517 BLAKE AVENUE, STE 101,
GLENWOOD SPRINGS, CO 81601
PHONE (970) 945-8676 FAX (970) 945-2555
www.hceng.com
1
2231025.00
1" = 1,000'
EX-01.dwg
03-15-24
HCE
HCE
VICINITY MAP
GRAND HOGBACK RANCHES
TRACTS 17 AND 18
GARFIELD COUNTY, COLO.
BELODI CREEK RANCH, LLC
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Belodi Creek Ranch, LLC
7999 County Road 312
New Castle, CO 81647
Storage & Storage, Mini Project
Landscape Plan Waiver
*A landscape plan does not apply to this project
Any disturbed ground will be revegetated into native grasses as described in the BMPs (Best
Management Practices)
Belodi Creek Ranch, LLC
7999 County Road 312
New Castle, CO 81647
Storage & Storage, Mini Project
Impact Analysis
Included in this analysis:
- Impact statement of project on land and surrounding parcels
- BMPs (Best management practices)
- Traffic Study
The implementation of a storage facility in the area would directly benefit the residents and
businesses of the surrounding area. It would give everyone the convenience of storing their
belongings in a clean, safe, and secure environment. This is especially true for the closest/largest
concentrated neighbors in the condos just right across the county road. This large convenience of
additional storage access would add to the appeal and desire of the nearby properties. The
development of this vacant land also reduces the amount of erosion run off and noxious invasive
weeds in the area as set in place by the BMPs for the project.
One negative is traffic will increase ever so slightly on county road 335 with this development, but
storage by nature is one of the lowest traffic flow volumes for any commercial use. So even at peak
traffic hours, this project wouldn’t cause any problems for traffic flows in the area.
Belodi Creek Ranch, LLC
7999 County Road 312
New Castle, CO 81647
Storage & Storage, Mini Project
Development Agreement Waiver
*A development agreement does not apply to this project
Belodi Creek Ranch, LLC
7999 County Road 312
New Castle, CO 81647
Storage & Storage, Mini Project
Improvement Agreement
*Please refer to the already accepted city/county permits for agreements
Belodi Creek Ranch, LLC
7999 County Road 312
New Castle, CO 81647
Storage & Storage, Mini Project
Water Supply Plan
One water well will be drilled on each tract since both tracts are over 35 acres each.
This will be done to:
- Exercise the basic land right of a 35+ acre parcel
- Provide dust control during construction
- Provide watering if needed for establishing revegetation of site
Belodi Creek Ranch, LLC
7999 County Road 312
New Castle, CO 81647
Storage & Storage, Mini Project
Waste water Management Plan Waiver
*A wastewater management plan does not apply to this project
There will be no on-site public restroom facilities for this project
5020 County Road 154
Glenwood Springs, CO 81601
phone: (970) 945-7988
fax: (970) 945-8454
email: kaglenwood@kumarusa.com
www.kumarusa.com Office Locations: Denver (HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, and Summit County, Colorado
March 6, 2024
Cole Ule
7999 County Road 312
New Castle, Colorado 81647
sledneck026@yahoo.com
Project No. 24-7-175
Subject: Preliminary Subsoil Observation of Backhoe Pits for General Site Grading
Recommendations, Proposed Building Pads, Tracts 17 and 18, Grand Hogback
Ranches, South of County Road 335, Garfield County, Colorado
Dear Cole:
As requested, Kumar & Associates performed preliminary subsoil observation for general
grading and fill recommendations at the subject site. The data obtained and our
recommendations based on the proposed construction and subsurface conditions encountered are
presented in this report. The study was conducted in accordance with our agreement for
geotechnical engineering services to Cole Ule dated February 28, 2024.
Proposed Construction: The proposed building pads will be cut, and fill graded with onsite
materials generally as shown on Figure 1. The cut and fill depths are expected to range between
about 0 to 16 feet. The deepest cuts are generally the result of stockpiled topsoil artificially
raising the ground surface elevation. The stockpiles will be removed as part of the grading.
If grading plans are significantly different from those described above, we should be notified to
re-evaluate the recommendations presented in this report.
Site Conditions: The subject site was vacant at the time of our field exploration. The ground
surface was variable, generally sloping down to the north at grades of up to 50%. Tract 18 was
previously graded in 2022 with cuts and fills to a slope of about 10 percent down to the north.
The cleared brush, oversized rocks and stripped topsoil were stockpiled on Tract 17. The cut
slopes on Tract 18 exposed clayey sand and gravel soils. Vegetation consists of weeds, grass and
sage brush.
Subsurface Conditions: The subsurface conditions at the site were evaluated by observing
6 exploratory pits excavated by the client at the approximate locations shown on Figure 1 by the
client. The logs of the pits are presented on Figure 2. The subsoils encountered in the pits on
Tract 17 consist of 1½ to 3 feet of topsoil or clayey sand fill over medium dense clayey sandy
gravel down to the maximum excavated depth of 11½ feet. The subsoils encountered in the pits
- 2 -
Kumar & Associates, Inc. ® Project No. 24-7-175
on Tract 18 consist of ½ foot of topsoil overlying relatively dense, clayey gravel and cobbles on
the south side of the lot and up to 11 feet of clayey gravel and cobble fill on the north side of the
lot. The fill was reportedly compacted in lifts; however, compaction testing was not performed.
Pit 5 on the northwest corner of Tract 18 encountered natural clayey sand and gravel below the
fill from 6½ to 8½ feet deep. No free water was observed in the pits at the time of excavation
and the soils were slightly moist to moist.
Laboratory testing including gradation, Atterberg limits testing and standard Proctor compaction
is being completed at the time of our study. The completed laboratory testing will be presented
under a separate cover.
Site Grading: The risk of construction-induced slope instability at the site appears low provided
cut and fill depths are limited. We assume the cut depths will not exceed one level, about 10 to
12 feet. Embankment fills should be limited to about 10 to 15 feet deep and be compacted to at
least 95% of the maximum standard Proctor density near optimum moisture content. Prior to fill
placement, the subgrade should be carefully prepared by removing all vegetation and topsoil.
The subgrade should be scarified to a depth of 8 inches, moisture conditioned to near optimum
and compacted to at least 95% of the maximum standard Proctor density. The fill should be
benched horizontally into the portions of the hillside exceeding 20% grade. Some settlement of
deeper fills should be expected, even if the material is placed correctly, and could result in
distress to facilities constructed on the fill. A lower risk option would be to compact the fills to
at least 98 % of the maximum standard Proctor density.
Permanent unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or flatter
and protected against erosion by revegetation or other means. The risk of slope instability will
be increased if seepage is encountered in cuts and flatter slopes may be necessary. If seepage is
encountered in permanent cuts, an investigation should be conducted to determine if the seepage
will adversely affect the cut stability. A representative of the geotechnical engineer should
observe the placement and compaction of fill grading on a regular basis.
Limitations: This study has been conducted in accordance with generally accepted geotechnical
engineering principles and practices in this area at this time. We make no warranty either
express or implied. The conclusions and recommendations submitted in this report are based
upon the data obtained from the exploratory pits excavated at the locations indicated on Figure 1
and to the depths shown on Figure 2, the proposed type of construction, and our experience in
the area. Our findings include interpolation and extrapolation of the subsurface conditions
identified at the exploratory pits and variations in the subsurface conditions may not become
evident until excavation is performed. If conditions encountered during construction appear
different from those described in this report, we should be notified at once so re-evaluation of the
recommendations may be made.
Kumar & Associates
Kumar & Associates
Kumar & Associates
Belodi Creek Ranch, LLC
7999 County Road 312
New Castle, CO 81647
Storage & Storage, Mini Project
Affordable Housing Plan Waiver
*An affordable housing plan does not apply to this project
Belodi Creek Ranch, LLC
7999 County Road 312
New Castle, CO 81647
Storage & Storage, Mini Project
7-1001 / B (Outdoor Storage Setback) Waiver
The 100ft setback of outdoor storage from an adjacent residential property line does not apply to
this project because of the following:
- Written in the rules it states: “All activity associated with these uses (Industrial) shall be a
minimum of 100 feet from an adjacent residential property line, unless the use is on an
industrially zoned property.”
The parcels that border the east, west, and south are classified as vacant land, NOT
residential. There is currently nothing built on the land
The condos to the north are located across the road and well beyond the 100ft range of the
pad where the storage would be located
- Written in the rules it states: “When an industrial use is not located on an industrial zoned
property, all storage, Fabrication, service, and repair operations shall be conducted within
an enclosed building or have adequate provisions, based on location and topography, to
conceal and screen the facility and/or operations from adjacent property(s).”
The hogback to the south completely blocks any view from that direction. The concealment
needed in the other directions will be handled by either already constructed buildings on
site (as shown in the proposed site plan) or a fence such as chain link w/privacy slats
- There are other storage facilities in the area/county right next to residential parcels that have
outdoor storage on-site that do not abide by a 100ft setback. They simply have a fence for
concealment
There is already a very minimal area that can be utilized on these tracts and restrictions of a
100ft setback would be an extremely inefficient use of the land
Belodi Creek Ranch, LLC
7999 County Road 312
New Castle, CO 81647
Storage & Storage, Mini Project
Project Purpose & Scope of Project
The purpose of this project is to bring much needed storage capacity to the area.
Every current facility in the area has large waiting lists or just simply turns people away when they
call in to inquire about availability. As the valley and surrounding area continues to develop, the
need for more storage continues to grow. This project would bring in more storage availability to
help meet the demand of the area. Everyone from the average person storing their recreational gear,
to the new people moving their personal belongings into town, to the local business owner that
needs space to store their tools will be able to benefit from this storage capacity increase.
This approx. 290 unit single story building project will be built out in phases (as seen in the attached
colored site map).
-Phase 1 of approx. 110 single story units would start immediately after the special use permit is
obtained.
-Phase 2 of approx. 78 single story units would start as soon as Phase 1 has been built and mostly
occupied by tenants.
-Phase 3 of approx. 102 single story units would start as soon as Phase 1 & 2 are mostly occupied
by tenants.
The project would be built out in that method in order to have the already filled units help in cash
flowing the construction of the next phase.
In the meantime, while the next phase(s) is/are sitting vacant of buildings, that area will be used as
outdoor storage for tenants. Items that would be in this outdoor storage area may include: RVs,
Boats, Rafts, Trailers, Snowmobiles, ATVs/UTVs, etc….
The entire facility will be fenced off at its perimeter using chain link fencing with blinder panels. The
only entry to the facility will be through the main gate which will be on the driveway access road at
the front.
The entire facility will have a camera system to monitor all activities at all times
Exterior lighting will be provided by fully shielded downward facing fixtures in order to adhere to
dark sky lighting requirements. This will help reduce any type of light pollution coming from the
facility.
The storage facility will be operated almost exclusively using online software. This allows the
operation to run without the need for any onsite staff or office. The customer will simply go to our
website to select the desired size of unit they want, sign the month to month rental agreement, and
input payment information. The system will then provide them with a generated gate code to gain
access to the facility. The only hands on operations that will be needed are lock outs if a tenant
doesn’t pay their bill or general maintenance of the grounds such as snow plowing, landscape
maintenance, etc…
Hours of operation for the facility will be 24/7. That allows tenants to be able to access their stored
items at their convenience day or night.
Typical use of the facility will be a tenant drives up to the gate, inputs their gate code, drives up to
their unit, loads or unloads items, and finally drives back out of the gate. Due to this quick drive up
use, there will only be 4 dedicated parking spaces.
There will be no onsite garbage/dumpsters or public restrooms.
Waivers are as follows and are attached separately to this application in detail:
-Landscape waiver
-Traffic study waiver
-Development plan waiver
-Wastewater management plan waiver
-Affordable housing plan waiver
-7-1001 B 100ft Outdoor Storage Setback Waiver
Belodi Creek Ranch, LLC
7999 County Road 312
New Castle, CO 81647
Storage & Storage, Mini Project
Traffic Study Waiver
*A traffic study is not needed for this project
Due to the nature of a self storage facility, traffic impact will be extremely low.
Based on values contained within the trip generation manual, 10th edition, Volume 1 by the institute
of transportation engineers, the average peak hour traffic rate for mini-warehouse facilities is
approximately 0.20 vehicles per hour per 1,000 gross floor area. When applying this average to the
proposed gross floor area of 57,050sqft, the corresponding trip generation would be approximately
12 vehicle trip ends per hour during peak traffic hours.
Thought was also already put into the engineering for the permitted entryway to allow for 2-way
traffic in and out of the site to keep traffic moving smoothly. Please refer to the already permitted
entryway plan attached in this application from the town of New Castle.
Belodi Creek Ranch, LLC
7999 County Road 312
New Castle, CO 81647
Storage & Storage, Mini Project
Waste water Management Plan Waiver
*A wastewater management plan does not apply to this project
There will be no onsite office, staff, or public restroom facilities for this project.
Both tracts are rural residential zoned
Both tracts are planned as residential medium/high
The nature of the proposed facility compliments the built out residential surrounding needs.The size and intensity of the project is comparable to the surrounding built infrastructure.
A central water distribution does not apply to this project since it is not within 400ft ofa practicable or feasible central water system. A wastewater system does not apply to this projectsince there will be no onsite office, office staff, or pubic restrooms
The only public utility that will be connected to is for electricity off of Xcel's power line.
The facility will be serviced by an onsite drilled well.
Both tracts have a common safe and adequate entrance off of cty rd 335 permitted by town of New Castle.
Hazards such as falling rock and erosion have been mitigated due to grading design and BMPs.
Fire hazard is minimal due to the all metal construction of the buildings.
The perimeter fencing will provide a buffer for any wildlife disturbance.Any disturbed area on the site will be revegetated per the BMPs outlined in this application.
The location of this facility and the ground it occupies creates no adverse effects to any agricultural operations.Perimeter fencing will keep any domestic animals out of the facility. There are no ditches/waterways on the site
This facility sets well beyond any water body setbacks.
The site has had all drainage engineering done and is in compliance with all requirements. A watershedpermit has also been obtained from the town of New Castle as seen in the attached application.
This facility will not change the air or water quality in the area.
Fire hazard is minimal due to the all metal construction of the buildings.
Rockfall and erosion have been mitigated by following a guideline of slopes not to exceed 2:1 and implementingBMPs as seen in the attached application.
The entire site will follow the BMPs as listed in the attached application to promote reclamation of disturbedareas.
This facility will provide a much needed service to its adjacent residential uses.
A reasonable number of off street parking areas are built into the site plan and will not impede traffic. Dueto the nature of the use we do not have a need for many parking spaces.
The entire site will follow the BMPs as listed in the attached application to promote reclamation of disturbedareas into native vegatation.
Exterior lighting will be provided by fully shielded downward facing fixtures in order to adhere to dark skylighting requirements. This will help reduce any type of light pollution coming from the facility.
Snow storage areas are built into the site plan to promote drainage into the correct detention ponds beforeexiting the site.
There are no public trails on the site. All walkways have been designed to meet standard space requirements.
Maintenance will be done by the owner directly or property management personel. Domestic animals willbe kept out via the perimeter fencing
The facility conforms to all code requirments.
All survey monuments are in place.
The facility will adhear to all BOCC requirments.
The facility will adhear to all BOCC requirments.
Belodi Creek Ranch, LLC
7999 County Road 312
New Castle, CO 81647
Storage & Storage, Mini Project
7-1001 / B (Outdoor Storage Setback) Waiver
The 100ft setback of outdoor storage from an adjacent residential property line does not apply to
this project because of the following:
- Written in the rules it states: “When an industrial use is not located on an industrial zoned
property, all storage, fabrication, service, and repair operations shall be conducted within
an enclosed building or have adequate provisions, based on location and topography, to
conceal and screen the facility and/or operations from adjacent property(s).”
The hogback to the south completely blocks any view from that direction. The concealment
needed in the other directions will be handled by either already constructed buildings on
site (as shown in the proposed site plan) or a fence such as chain link w/privacy slats to
provide privacy screening to any neighbors to the front or sides.
- There are other storage facilities in the area/county right next to residential parcels that have
outdoor storage on-site that do not abide by a 100ft setback. They simply have a fence as
described above for concealment.
There is already a very minimal area that can be utilized on these tracts and restrictions of a
100ft setback would be an extremely inefficient use of the land.
February 13, 2025
To Whom It May Concern,
This letter is being provided to support the Special Use Permit application for construction of
storage/mini storage units south of the Town of New Castle, CO by Cole Ule located on Garfield
County Parcels 2181-013-00-248 and2181-013-00-249. We have reviewed the parcels owned by
Mr. Ule. While portions of the property are outside of the WDWCD Area A boundary, Mr. Ule
indicated that he will be constructing the units and drilling the well(s) on the portion of the
property located within the District’s Area A boundary in proximity to County Road 335. WDWCD
has an umbrella plan for augmentation decreed in Case No. 02CW123. Mr. Ule will need to
provide an engineering analysis to support the amount of water needed for his proposed us es
which include dust suppression, irrigation, and fire suppression. The engineering analysis will
need to be approved by the Division Engineer pursuant to paragraph 21.G of the 02CW123
Decree. Once completed, a water allotment can be issued for commercial uses to Mr. Ule which
will enable him to obtain a permit to construct the well(s). The District has water available to
contract for the proposed uses.
If you have any questions, please feel to contact our office at 970 -625-5461 or via email at
water@wdwcd.org
Thank you
Tammy S. Keenan