HomeMy WebLinkAbout1.0 ApplicationI
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tle11ftt11 a1ssttcla1tes, l11c.
;1rcl1itect11re • 1al;11111i1191 • la111tlsc111•e ;ircl1itect11re
box 1020 eagle, colorado 81631 328-7226
May 3, 1982
Garfield County
Depar t me n t of Planning
2014 Blake Avenue
Glenwood Springs , CO 81601
RE: Mitchell Creek Project Preliminary Plan
Gentleme n:
We ar e submitting for your review 15 copies of the preliminary plan of the
Mitche l l Creek Project prepared in accordance with applicable Garfield County
Subdivision and Zoning Regulations .
The Mitchell Creek Project is located in West Glenwo od on County Road il30
and #132 , one-quarter mile north of the Colorado River and I -70 . The 42-acre
parcel of property is appr o ved as a P .U.D.
You r rev i ew of th i s prel i minary plan will be appreciated.
Attached is a check in the amount of
revi w.
t n ,
Archi t ect/Plan n e r
for the prelimina r y plan
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LETTER OF REQU EST FOR REVIEW
VICINITY MAP
LETTER OF PROF ESSIONAL REVIE.W
SUBDIVISION SUMMARY FORM
ADJACENT PROPE RTY OWNERS
LEGAL DESCRIPT I ON
STATEMENT OF CDNSENT
ZONING MAP
1. INTRODUCTION
2. PROJECT LOCATION
3. REQUESTED USE
A. SINGLE FAMILY
B. PARKS, OPEN SPACE
4. SOILS AND GEOLOGY
s. WATER SUPPLY
6. SEWAGE DISFOSAL
7 . UTILITIES
8. SOLAR
9. DRAINAGE, F LOODPLAIN
10. ROADS
11. IRRIGATION
12. LANDSCAPING/REVEGETATION
TABLE OF CDNTENTS
AND EROSION CDNTROL
13. VEGETATION, WILDLIFE AND WILDFIRE
14. MINERALS AND RADIATION
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-2-
15. FIRE PROTECTION
16. SCIDOL DEDICATION
17. PHASING
18. PROTECTIVE COVENANTS AND DESIGN CONTROL GUIDELINES
APPENDIX A -ROBERT K. BARRETT SOILS & ENGINEERING GEOLOGY REIORT
APPENDIX B -UTILI TY SERVICE AVAILABILITY
APPENDIX C -JOHNSON, KUNKEL & ASSOCIATES DRAINAGE FLOODPLAIN STUDY
APPENDIX D -OFF-SITE ROAD REPORT
APPENDIX E -REVEGETATION AND EROSION CONTROL PLAN '
PAGE
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APPENDIX F -DECLARATION OF PROTECTIVE COVENANTS & DESIGN CONTROL GUIDELINES
UNDER SEPARATE COVER :
COVER SHEET
PRELIMINARY PLAN (LOWER)
PRELIMINARY PLAN (UPPER)
GRADING & DRAINAGE (LOWER)
GRADING & DRAINAGE (UPPER)
ROAD & DRAINAGE DETAIIS
ROADS (LOWER)
ROADS (UPPER)
OVERALL UTILITY
UTILITY (LOWER)
UTILITY (UPPER)
LANDSCAPE PLAN
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SCALE: = 400 ' _V IC I NIT Y MAP
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LETTER OF PROFESS I ONAL REVIEW
All plans and documents prepared and e nclosed in th e Preliminary Plan
Submittal of The Mitchell Creek Project have been reviewed as to effect and do
reflect .the .relevant limitations and const r aints observed.
Johnson, Kunkel & Associates, Inc.
P.O. Box 409
Eagle, COlorado 81631
Denton Associates, Inc.
P.O. Box 1020
Eagle, Colorado 81631
Terra Task
2108 Desert Hills Road
Grand Junction, Colorado 81503
<-David .L. Kunkel, Surveyor
;I i /i1 /L / ~-.-' I /~ L t' I (1 ,_ / I -~--1 ,.
Harold G. De nton, Architec t
Robert K. Barrett, P.G.
G. SUBDIVISION SU.MI·1ARY FORN
Garfield County Type of Subdivision
Request for Exemption
Preliminary Plan
Final Plat
Date April 15, 1982
Subdivision Name: Filing
The Mitchell Creek Project
x
Location of Subdivision TOWNSHIP SS RANGE 89W SEC . 34
SWiSWi &
1/4 NWiSWi
Owner(s) NAME
ADDRESS
Mitchell Creek, Ltd., a Colorado limited partnership
P.O. Box 10 20 , Eagle, Colorado 81631
Subdividcr(s) NAME
ADDRESS
Mitchell Creek, Ltd., a Colorado limited p a rtnership
P.O. Box 1020, Eagle, Colorado 81631
Designer NAME
ADDRESS
Denton-Gutting, P.C., d/b/a Denton Associates, Inc.
232 Broadway, P.O. Box 1020, Eagle, Colorado 81631
Type of Subdivision
( ) Single Fcmily
( ) Apartments
( ) Condornini urns
( ) .Mobi 1 e Home
( ) Commercial
( ) Industrial
Dedicated
Reserved
Dedicated
Number of
Dwelling Units
29
N/A
N/A
N/A
N.A.
N.A.
Street
Walkways
School Sites
School Sites
Park Sites
Reserved Park Sites
Private Open Areas
Easements .
Other (specify)
Total
Arca
(Acres)
15.02
2 .87
N/A
N/A
N/A
.74
N/A
24 .31 ---
-~N~/.A_
N/A
42.94
% of
Total Area
34.98%
6 .68%
1. 72 %
56.62%_
100.00%
Estimated Water Requirements 17,600 Gallons/day.
Proposed Water Source West Glenwood water District
Estimated Sewage Disposal Requirement 5 ,940* Gallons/day.
Proposed ~h?ans of Sewage Disposal West Glenw;od Sanitation District
*An additional 2 ,310 gallons/day will b e handled by individual septic systems .
ACTION:
Planning Commission Recommendation
ApfHoval ( ) Dis ap proval ( )
Remarks
Date , 19
·Board of County Commissioners
Approval ( ) Dis ap proval ( )
Remarks
Date
-47.-
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APPLICANT :
GENERAL PARTNER :
LIMITED PARTNER S:
APPLICANT/PROPERTY OWNER
Mitchell Creek, Ltd., a Colorado limited
partnership , 232 Broadway , P.O. Box 1020,
Eagl e, Colorado 81631
Mitchell Creek Corporation , a Colorado
corporation, 232 Broadway, P.O. Box 1020,
Eagle , CO 81631
lan A. & Joyce Bowles , 0398 132 Road ,
Glenwood Springs , Coio r ad o 81601
Jerry & Mary Steinbrecher,
Glenwood Springs , Colorado
4783 117 Road,
81601
Bruce Bowles , 0171 Hwy . 133 -#A-21 ,
Carbondale, Colorado 81623
John R . Maggiore , 201 Park Drive,
Glenwood Springs , Colorado 8160 1
Eagle Corrunercial Park , Ltd., a Colorado limited
partnership , 232 Broadway, Eagle , Colorado 81631
Janet Pearson, 379 Elm, Denver, Colorado 8022 0
Gabriella A. Denton, 755 Bull Run, P .O. Box 115,
Eagl e, Colorado 81631
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Jephithah J. & Naomi Spink
0500 Mountain Shadows Drive
Glenwood Springs, CO 81601
Tom H. & Marjorie c. Emmons
P.O . Box 1917
Glenwood Spring , CO 81602
Como , Inc.
P .O. Box 1334
Glenwood Springs, CO 81602
MITCHELL CRE EK PROJECT
ADJACENT PROPERTY OWNE RS
#2119-343-00-003
#2119-343-00-004
#2119-343-00-014
#2119-343-18-001
# 2119-34 3-18-002
#2119-343-18-004
#2119-343-18-005
#2119-343-18-006
#2119-343-00-005
#2119-343-00-006
Thoma s R. & Marilyn P. Centner
923 Palmer One
#2119-343-00-007
Glenwood Springs , CO 81601
Glyn E. & Betty R. Martin
0237 Donegan Road
Glenwood Springs, CO 81601
Rex G . Mor r i s
1520 Edmunds
Brush , CO 80723
John & Beatrice Vidakovich
P .O. Box 1072
Glenwood Springs , CO 81602
Allan & Joyce Bowles
2514 Grand
Gl e nwood Springs, CO 81601
Norman & Mary Jane Dunlap
P.O. Box 903
Glenwood Springs , CO 8160 2
Joan Duprey
P . 0. Box 1013
Glenwood Springs, CO 81602
Mark Lee
1800 St . James Place
Suite 500
Houston, TX 77056
#2119-343-00-008
#2119-343-00-009
#2119-343-00-010
#2119-343-00-011
#2119-343-00-012
#2119-343-00-013
#2119-343-00-017
#2119-343-00-015
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MITC HE LL CREEK PROJEC T
ADJACENT PROP ERTY OWNER S
Page 2
Harriett T. McKin ley
780 26 1/2 Road
Grand Junction, CO 81501
Depa rt me nt of Interior
Bureau of Land Manageme nt
P.O. Box 1009
Gl enwood Springs , CO 81602
T.W. & Gregory J.F. Whee ler
2311 Mea dow Lark Lane
Gl enwood Springs, CO 81601
Willis E. Parkinson
2311 Me adow Lark Lane
Glenwood Springs , CO 81601
Ra l p h Dod o
7717 Co unty Roa d 245
New Ca stle, CO 81647
Helen C. Whee ler
1508 East 31st Stre et
Tulsa, OK 7 410 5
Edward M. & Dorothy B . Schuster
0212 County Road 130
Glenwood Springs, CO 81601
Ch arles A. & Ilene June Lah r
World Savings & LOan Assoc iation
1111 South Colorado Blvd .
De nver , CO 80222
Harold H. & Stefani Kindall
0174 County Road 130
Glenwood Springs, CO 81601
Frank W. & Sharron A. Cossey
0156 County Road 130
Glenwood Springs, CO 81601
Dwight L. & Germaine R. Heim
0136 County Road 130
Glenwood Springs, CO 81601
#2119-343-00-0 16
# 2119 -3 5 2-00-957
#2185-06-00-0 09
#2185-06-00-0 09
#2185-06-00-009
# 218 5-06-00-009
#2185-0 6-00 -010
# 2185-06-00-0ll
#2185-06-00-012
# 218 5-06-00-013
#218 5-06-00-014
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MITCHELL CREEK PROJEC'r
ADJACENT PROP ERTY O h~ERS
Page 3
Danie l G. Mortensen
0118 County Road 130
Glenwood Springs , CO 8160 1
Robert F . Metzler
P.O. Box 85
Castle Rock, CO 80104
James A. & Deborah A . Monro e
0066 county Road 130
Gl e nwood Springs , CO 81601
Wayne & Mary F . O 'Dell
808 Colorado Ave .
Glenwood Springs , CO 81601
Orville J . III & Cynthia Kay Hughes
Space 56, App le Tr e e Mo bile Home Park
New Castle , CO 8164 7
Eileen M. Kulin
Box 897
Seward, AK 99664
Robert A. & Berta J. Klein
P .O . Box 553
Glenwood Springs, CO 81602
Luther W. & Joni E . Wright
P.O . Box 1386
Glenwood Springs , CO 81602
Arthur Wm. & JoAnn Hood
0459 Mountain Shadows Drive
Glenwood Springs, CO 81601
Kenne t h & Sharron Kieck
P.O . Box 33
Glenwood Springs , CO 81602
Co mmo n Area
Johnnie F. & Shir l ey B . Jones
0464 Mountain Shadows Drive
Glenwood Springs, CO 81601
#2185-06-00-0 15
#2185-06-00-016
# 2185-06-00-017
#21 19-343-16-001
#2ll9 -343-16-002
#2119-343-16-003
# 2119-3 43-16-00 4
#2ll9-343-16-005
#2ll9-343-16-006
#2119-343-16-00 7
# 2ll9-343-16-008
#2119-343-17-001
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S umne r W. Schachter
P.O. Box 820
Glenwood Spri ngs , CO 81602
Ro be rt W. & Loise S wan son
0468 Mountain Shadows Drive
Glenwood Spring s, CO 8160 1
Miche le & Daniel A. Stell
0471 Mountai n Sh adow s Drive
Glenwood Springs, CO 8160 1
Dale B. & Dorothy D. Sn ea rly
0473 Mountain Shadows Drive
Glenwood Springs, CO 81601
Wm . Michael De on ier
0475 Mountain Shadows Drive
Gl enwood Springs, CO 81601
Cheryl D. Ha mm ar
P.O. Box 910
Glenwood Springs, CO 81601
MITCHELL CRE EK PROJEC T
ADJACENT PROP ERTY OWNER S
Page 4
# 2119-34 3-17-002
#2119-343-17-0 03
#2119-343-17-004
#2119-343-17-005
#2119-343-17 -006
#2119-343-18-003
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2!1?-352-00-95 7
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LEGAL DESCRIPTION
THE MITCHELL CRBEK P ROJEC T
A parcel of land located in the Wes t 0ne
Half of the Southwest One Quarter (W~1 SW~) of
Section 34, Township 5 South, Range 89 West
of the Sixth Principal Merinian, County of
Garfieln, State of Colorado ; said parcel
being more particularly described as follows,
to wit:
Beginning at a poin t o n the Northerly
Boundary of Garfield County Road No. 130,
from which the Southwest Corner of said
Section 34 bear s S .8 7°40'55"W. 730.23
feet d ist a nt; th e nc e N .06 °4 3 '4 5 "W.
15 5 . 8 8 feet ; thence N . 6 9 ° 3 7 ' 2 8 " E .
45.15 reet to a point on th e East Bank ot
Mitchell Creek as it now exists; thence along
said East Bank the followin g twenty-one
courses and distances:
1) N.20°20'39"W. 10 7. 71 feet
2) N.44 °55'3 9"W. 108.71 feet
3) N. 72 °49 '59"W. 72.64 feet
4) N.62 °10'5 4"W. 57.11 feet
5) N . 40°00 'OO"W. 225.00 feet
6) N.13°00 I 3 2 "W. 249 .61 feet
7) N.l8°12'27"E. 108.45 feet
8) N.ll 0 43'43"W. 74.45 fee t
9) ~.l6 °09'57"E. 6 3. 6 8 feet
10) N.09°25'53"W. 47.44 fee t
11) N.22°32'07"E. 172.71 feet
12) N .36°44'57"E. 101. 5 3 feet
1 3 ) N.14°48'57"E. 130. 75 feet
14) N.18 °01'17"E. 144.29 feet
15) N.63°44 '57"E. 115.45 feet
16) N .18 °29 '17"E. 201.75 feet
17) N.03°55'03"W. 165.27 feet
18) N.03°01'47"E. 133.95 feet
19) N.04°38' 47"E. 86.31 feet
20) N.13°02 I 23"E. 161. 0 8 feet
21) N .23°03'15"E. 9 8. 79 feet
thence 117.47 feet along the arc of a curve to
the left with a radius o f 110.00 feet, the chord
of which bears S. 73 °05 ' 37"W . 111.97 feet; thence
72.34 feet along the arc of a curve to the right
with a radius of 105.00 feet, the chord of which
bears S.62°14'll"W. 7 0.92 feet; thence N.13°39'02"E.
58.58 feet; thence 15.65 feet along the arc of a
cur ve to the left with a ra di us of 55.00 feet,
the chord of which bears N .50°39 'l l"E. 15.60
feet; thence 169.41 feet along the arc of a curve
to the right with a radius of 160.00 feet, the
chord of which bears N .7 2°50'00"E. 161.61 feet
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·to a point on the East Bank of Mitchell Creek
as it now exists; th e nce along said East Bank
the following two courses and distances:
1)
2)
N.03°15'15"E. ·
N.22°35'35"E.
30.28 feet
59.62 feet
to a point on the North Lin e of said w~,SW~ of
Section 34; thence alon~ said North Line
N. 89 ° 45' 35 "E. 429. 26 feet to the Northeast
Corner of said W~1 SW~ of Se cti on 34; thence
along the East Line of said W~,SW~ of Section
34 S.01°08'57"E. 2609.98 feet to a point on
the Northerly Right-of-Way Bo undary of Gar-
field County Road No. 130; th enc e along saio
Northerly Right-of-Way Boun dary the following
two courses and distances:
1)
2)
S.89°47'32"W.
S. 89°50 'OO"W.
to the point of beginning.
339.81 feet
245.00 feet
Said parcel of land contains 42.9387
acres, more or less.
&~Sz
Date
JK/81/185
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STATEMENT OF ffiNSENT
RE : Mitchell Creek Project , Glenwood Springs , Colorado
The undersigned , being the property owne rs and all lien ho l ders on the
referenced property, do hereby acknowledg e the request for sub::livision and
rezon ing and do concur with t he sui::xnitted plan for s a id sub::livision and rezon-
ing of the referenced project.
Secretary
PROPERTY OWNER :
MI TCHELL CREEK, LID ., a Colorado
l imit d partnership
By Mit hell Creek C9.rpo r ation , a
Col rado co t on
LIEN HOLDERS :
Al l an A. Bowles
;Joyce M. Bowles
, I -/!-
_,-(?'''°'-l-"-'{c../ ~(.. .-L-z.,.-L-~~ .
/-/~ , ~---; , ~ ,
Cne ster T. Earnest
/' , ~
I ', .' (I
iv1 ;L-.1/J ( C {, 'l/l-"1 ( /1 f
Gladys Earnest
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STA TE OF COLORADO.
COUNTY OF EAGLE
)
) SS
)
CERTJFJCATE OF
ASSUMED OR TRADE NAME
MIDWAY MANAGEMENT CORPORATION . 1 ___________________________________________ . __________________ . ____________________ . ____________________________ .. _. ________________ ., a Co or:ad o
corporation, being desirous of transacting a portion of ils busin es s under an assumed or trade
name as permitted by 141-2-1, Colo~;ido Rc\'1sed Statutes 1963,· h ereby certifies:
L The corporate ~ame and location of the principal office of said co~oralion is:
Midway Management Corporation, 232 Broadway, P.O. Box 1020;
Eagle, Colorado 81631
2. The name, other than its own corpora te name, under which such bu si n e s s is carried on is:*
MITCHELL CREEK CORPORATION
--3. A bri~f description of the kind of business tr ans acLed and to be transacted under such assumed
or trade ncirn~ is: · .
To act as manager for the subdivision and development of
certairi real property located in Garfield County, Colorado.
IN WITNESS WHEREOF, The undersigned Pr esident and Secretary of sai d corpora tion, have
this day e:xecuted this Certificate ................... $.~P.t.~ITIP.~.L .. L ... ---····--"·---------·--··-···---·····--···--, 19 ... 8.1. .. .
Attest: . [/J'
'/ / m~1 c' · /-· -
·-···· -· ... -. ----·--___ )_ _ -------------------------. ----. -------
David L. Killlkel, Secretary
Subscribed and sworn to before me lhis ___ J _~_'!: _____ day oL _____ ~~P~~-~~};---------------·----• 19.JH ....•
My cornrnissio~ expi.Ies .. ---~~y ___ 1 __ , ___ }_~-~-? _________________ . :
,,•)\.. c. sc;·;--.. . -1 ·1· , , . C'..<t> ..-•···-1//,.1(' ·. , ,..-, , I , ~,)' •_. .. /~ , ·. -· / y I I ~ rl
'-.,"$-:;.:/: ·· •. ~·-._ c:;;t?a{.7 '.:·'>:;:'L -. i ~ ..... -~t , {_ .'
*~ ,1 ~0TA Ry":;\ ·---------------------------N~~-P~-bli~-----------~----·-··-·-·-··-·--
. ~·;·.:.~' Cl>-9-. • : \ : -
Cl' ;£:> u 8 \ 'c, f 0 :: -~ ~;.~":"':}-/ .q _: •Any ':""urn~ ca.rm:~ und by a.ny r.uch corponlion r.lull
.,}' ~:~ .• y'< \"" ./ :;'_nt:--10 o.:"' of tla ...-orru "'corporation'.' "'jncorporaW0 " ~O· ••• '\ (;),<(. •• l1rrut~. or on" of tl:ic abb~rialioru ··eo.rp.-"'Inc_ -or ·· .. , 1--: CU v ,_..-·,,..., ."Ltd." • ........ ;,, .. ,,,,,,,, .
SUBMIT THE ORIGINAL TYl'ED FORM ONLY.
f"iliDi fee i l 0.00
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ZONING AP
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1. INTRODUCTION. The Mitchell Creek Project is a 42+ acre parcel of
property located in West Glenwood on Donegan Road (County Road #130 and #132),
one-quarter mile north of the Colorado River and I-70. The location, topogra-
phy, and scenic views provide an excellent residential community site, and the
project is designed to work in harmony with existing land features and vegeta-
tion of the site. We believe the quality of development, close proximity to
Mitchell Creek, recreation and open space facilities, views and solar access
will make the Mitchell Creek Project a most desirable housing development.
This report is a continuation of the sketch plan approved by the Garfield
County Planning Commission on February 8, 1982. If specific in formation is not
provided within this report, please refer to the Mitchell Creek sketch plan.
2. PROJECT LOCATION. The area is located in Section 34, TOwnship 5
South, Range 89 West. See vicinity map. The project is bound e d by Chalet
Village, Western Hills Subdivision and BLM property on the east. Private
development borders the project on the west, north and south.
3. ZONING AND LAND USE. The Mitch el l Creek Project has been r ezoned
P.U.D. so that we may utilize the cluster development technique and its
inherent flexibility in the design of the project. Higher density (smaller
lots) is placed on the most usable land a n d adjacent to existing development
and services. Lower density (larger lots ) is located at a distance from
existing urban development where road, sewer, water and other utilit i es are
more difficult to connect. The majority of the housing lots are located where
they will receive the best solar access, where they are adjacent to the new
park facility, and where they are within easy walking distance of the newly
constructed shopping center facilities.
The recently completed Garfield County comprehensive plan places the
Mitchell Creek property in Management District B, Subsection lb {Subdivisions/
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Rural Serviceable Areas/Areas Having Both Central Water and Sewer/Moderate
Environmental constraint Area) • The proposed single-family residential use of
the Mitchell Creek Project is completely compatible with this comprehensive
plan recommendation. The proposed development is within the defined urban area
of influence of Glenwood Springs which has the technical and social services to
absorb growth as indicated in the comprehensive plan. The land being utilized
is not agricultural in nature and the residential sites are tucked into the
tree cover where their visual impact will be minimal. Open space dedication is
used to preserve environmentally sensitive areas and provide usable open space
where most appropriate.
A. SINGLE FAMILY. The development consists of 29 single-family
lots, ranging in size from 1/4 acre to 1 acre. The northern half of the site
is devoted to low-density, 1-acre housing sites that create a transition from
the higher densities near the Town to the rural density to its north. The
southern half of the site consists of smaller 1/4-acre to 1/2-acre single-
family lots. These lots are located only a block from the shop ping center now
under construction, but where the visual impact is minimal because of the
existing tree cover. These uses are consistent with surrounding land use.
B. PARKS, OPEN SPACE. A dedi c ated park area, consisting of approx-
imately .74 acres , will be located at the southwest corner of the project. The
facilities include an active play area. See the park landscaping plan. ~
Over 50% of the site is dedicat e d open space. Open space will exist
along Mitchell Creek, where easements are provided to insure acc ess. Because
of the cul-de-sac arrangement and the sma l l number of units ut i lizing the road-
ways, they are suitable as secondary pedestrianways. The two cul-de-sacs are
connected by a path to allow pedestrian c i rculation from the northern lots.
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4. SOILS AND GEOLOGY. Soils charac teristics provided by the United
States Department of Agriculture Soils Co n servation Se rvice indicate surface
soils on the developable land are primari l y sandy loam and gravelly sandy clay
loam with underlying sand and gravel.
A final soils and engineering geolog y report was performed by Robert K.
Barrett of TerraTask. The study recogniz e s a need for mitigating existing and
potential minor debris flow problems and po ssible hydrocompaction problems. A
copy of Mr. Barrett's findings are attache d as Appendix A.
TerraTask's study recommends avoidanc e and channelization of debris flow
channels. These channels will be construc ted as required by the study,
straight in alignment with pre-existing c h annel, and will pass direc t ly under
the new road system. These recommendation s have been incorporated into the
preliminary plan of the Mitchell Creek Pr oj ect. The study reco mmended two
acceptable solutions to the hydrocompaction problem, pre-wetting or never-
wetting. We will be pre-wetting building s ites on those lots ident i fied by the
study as having potential hydrocompaction p roblems.
s. WATER SUPPLY. The water supply for the Mitchell Creek Project wi ll
be provided by the West Glenwood Water District. A revised letter of intent to
service is provided in Appendix B. We have also met with the Glenwood Springs
Planner and will be entering into a pre-annexation agreement at final plat.
6. SEWAGE DISPOSAL. Sewer service .will be provided to Lots 1 throu g h 22
by the West Glenwood Sanitation District. A letter of intent to service is
provided in Appendix B.
Lots 23 through 29 are required t o provide independently engineered
sewage systems. As requested by the Garfi e ld County Planning Commission, we
pursued the possibility of extending the s e wer main to t he northerly seven
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lots. It was not physically possible to extend the line from where it serves
the front 22 lots because of topography of the site. The line could not be
extended through the total of the hill and flow could not be maintained if it
was taken across Mitchell Creek. The only way that a line could physically be
run to the site was to extend a new line starting at Donegan Road running up
the west side of the creek all the way to the back seven lots, then crossing
Mitchell Creek. This is an unacceptable solution because of length, practi-
cality and visual disturbance.
The transition from public sept i c system to individual sewage treat-
ment systems on these back seven lots does provide a strong deterrent t~ future
urban growth to the north of this site wh i ch does comply with the Garfield
County Comprehensive Plan and therefore c a n be beneficial.
Included in Appendix B are lette rs from the Garfield County Environ-
mental Health Officer and Johnson, Kunkel & Associates, Inc. supporting the
feasibility of septic systems for these s e ven lots. Also TerraTask recently
completed a feasibility and perculation study for these seven lots and
concluded that individual sewage treatment was appropriate.
7. UTILITIES. Electrical service will be provided by the Glenwood
Springs Electric System. Electrical line s on the southern 22 lots will be
underground. The northern 7 lots will be serviced by overhead lines.
Telephone service will be provided by Mountain Bell and wi l l be
underground.
Gas service will be provided by Rocky Mountain Natural Gas Company.
Letters of intent to service are included in Appendix B.
8. SOLAR. The use of passive solar and/or energy-efficient designs are
encouraged for all structures in the Mitchell Creek Project. Lots 1 through 22
receive 100% of the sun available in the Gl enwood Springs area and solar should
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be considered on these lots. Solar acce s s available on LOts 23 through 29 will
depend on exact house locations. The cl imate allows a high return in costs in-
vested when compared to many areas of the country.
9. DRAINAGE, FLOODPLAIN. Mitchell Creek which runs adjacent to the
project presents a potential hazard of flooding. Proper elevations and
distances from this hazard will be mainta i ned. A drainage floodplain study
prepared by Johnson, Kunkel & Associates Engineering is attached as Appendix C.
10. ROADS. The on-site roads will be constructed in accordance with
county local road standards. All roads wi ll have dedicated public right-of-
way. The south road will be asphalt surfaced, with SO-foot rights-of-way,
24-foot driving surface, 2-foot shoulders, an intermediate turnarou n d point,
and 8% maximum grade. The north road will have a chip and seal surface with a
22-foot driving surface, 2-foot shoulders, and 8% max imum grade. Th e road
design is simple and allows for good traffic flow. All cut-and-fills will be
stabilized and landscaped. No overnight on-street parking will be permitted.
Short-term (6-hour) guest parking will be allowed, but not on a reg u lar basis.
An off-site road report has been prepared by John L. MacKown, P.E . to
investigate the potential impact on County Road 132. This report is included
as Appendix D.
11. IRRIGATION. The existing irrigation ditch will be maintained in its
existing location.
12. LANDSCAPING/REVEGETATION AND EROSION CONTROL. Na tive shrubs and
indigenous tree and ground cover contribu t e much to the natural beauty of the
Mitchell Creek Project. These include ced ar, pinyon pine, scrub oak and sage-
brush on the hillsides to cottonwoods and grassy meadows along the creek
banks. These natural amenities are to be retained wherever possible. Clearing
and/or "benching" of a site will not be allowed.
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During the appropriate phases o f the Mitchell Creek Project, the
owner will install plant material and path ways as indicated on the landscape
plans. Individual lot owners will be r e q u i red to install and maintain a
minimum number of trees as they develop. The guidelines are i ncluded within
the Design Control documents.
A revegetation and erosion cont r ol plan is included within Appendix E
of this report.
13. VEGETATION, WILDLIFE AND WILDFIRE. All these items were presented
within the sketch plan for the Mitchell Cr eek Project. A fire protection
system will be provided due to the pote nt ia l for wildfire. No other con-
straints were presented. I
14. MINERALS AND RADIATION. No mine rals are known to exist on the site.
There are no recordings of radiation on t h e site.
15. FIRE PROTECTION. The Mitchell Creek Project will be served by the
Glenwood Springs Fire Protection District . Utilities will be installed in
accordance with their needs for fire protection service.
16. SCHOOL DEDICATION. The County sc hool land dedication formula fo r
subdivision requires dedication of property or a cash settlement in lieu o f the
land. The owners of the Mitchell Creek P r oject request a cash settlement in
lieu of land dedication.
17. PHASING. It is proposed that the Mitchell Cr e ek Project be deve l oped
in two phases. The first phase consists of the southern 22 lots, with e x pected
sales and construction in 1982. Phase II will consist of the northern 7 lots
with estimated sales and construction in 1 983.
18. PROTECTIVE COVENANTS AND DESIGN CONTROL GUIDELINES are inc l uded in
Appendixes F. They are an important part o f this project and should be con-
sidered more strongly than normal in review of this project.
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..... . ... . , .. . ... .. ·.·: .. ··-=· .. . :•: .... . ,.. . . . . , .... · .. .··
... ,·.·=-'·.· . . . . . .
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APPE D IXES
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I APPENDIX A
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2108 DESERT HILLS ROAD .
GRAND JUNCTION , COLORADO 81503
(303) 243-0058
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ENGINEERING GEOLOGY --+ . GEOTECHNICAL ENGINEERING
March 22, 1982
Mr. Harold Denton
Denton Associates, Inc.
P.O. Box 1020
Eagle, CO 81631
Dear Harold:
+-SOILS ENGINEERING
Attached is the 'Final Soils and Engine ering Geology Report for the
Mitchell Creek Project. While the report dwells on adverse geology related to
mudflows, the site is a minor hazard area and is certainly buildable, following
a reasonable amount of remedial work. The flood potential on Lots 1 through 4
is relatively minor.
The no-water solution to the hydrocompaction problem may result in some
minor settlement problems over 20 to 40 years. Pre-wetting will eliminate
virtually all long-term settlements, but front-end costs to each owner c o uld
amount to $1,000.00 or more. We feel that either solution, pre-wetting or
never-wetting, is acceptable at this site.
Slope stability should not be a problem as long as fundamental engi neering
design practices are followed in planning and constructing foundations.
We appreciated this opportunity to be of service. Let us know if we can
provide additional information or comments.
S . /(1 inc~rei._:;;_l _r /\ 1 ;f /ft 11 /L ~t1
Robert K. Barrett, P.G.
PASSIVE DEMOLITION
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Introduction
FINAL SOILS & ENGIN EERING
GEOLOGY RE PORT
THE MITCHELL CRE EK PROJECT
The proposed Mitchell Creek Project i s loc ated in We st Gl e n wo od Spri n gs
along County Roads 130 and 132, east of Mi tc hell Creek. The pro posed deve lop-
ment consists of 29 single-family lots. Wa ter will be pro v ided by the Town.
Sewer will be provided for the 22 lots on th e south, with septic tank /leach
field disposal required for the 7 northern lots.
A general geology study was performed f or the s k etch plan report by
Lincoln/Devore. That report is part of th e p r oject docu me nt a tio n and gene ral,
non-essential geologic descriptions will n ot be repeated in t h i s fina l re p ort
of engineering recommendations.
Engineering Geology
The major geologic constraints on the p roposed d e velo pment are r elate d to
mudflows, which are related to climate, geo l ogy, slope and exposure. I n a
semi-arid climate, slopes are typically s tee per than in a we t cl i mate. Rock
types that would have long since been worn t o plains in wet area s stand steep
in the dry climates. Vegetation that woul d c ove r hillside s in we t c l imat e s is
reduced to a sparse cover of only the heart ie st s pecimens. The su n beats o n
the south-facing slopes and creates a mo s t h ostile environme nt.
Over a period of perhaps months or yea r s, the e x p o sed surfac e of the rela-
tively soft bedrock weathers to a soil. Th i s weathering is due to thermal
expansion and contraction and to frost wedg i ng of small p articles from the
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massive bedrock unit. With time, a thin covering of soil develops on the
slopes. High intensity, short duration rainfall, characteristic of our
climate, "hydro-scales" the newly developed soils and washes the rock clean
again.
The soil laden water runs off in sheets into the gulleys, and great waves
of vicious mudflows surge downhill. Mudflows typically have a water content of
only 16 to 20 percent. Viscosity is high and the ability of a mudflow to
transport rocks and boulders is phenomenal. Mathematical formulas for water
flow are thrown out, as mudflows appear to follow a set of hydraulic flow laws
all their own.
Mud flows
On the Mitchell Creek Project, the collection areas are sufficiently small
that the mudflows are manageable. Unlike areas of Glenwood, Marble and
Telluride, these flows can be channelized and controlled to prevent major
structural damage to the planned improvements. The channels must be improved ·
from each major "V" gully, across the fan and to below the planned improve-
ments. Channels should be kept straight or nearly so. Maintenance equipment
access to the improved channels must be incorporated into the design. See
Drawings 1 and 2.
Possible mudflow paths were identifi ed as shown on attached Map #4.
Channel 1 _can be 36 inches deep with a 36-inch pipe under the roadway.
Channels 2, 4, 5, 7, 8 and 9 should be 5' deep with a 60-inch pipe crossing.
The remainder can be eliminated from special consideration and will require
only "typical" measures and smaller pipes. Improvement of channel number 9
should begin at least 100 feet above the fence road.
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Hydrocompaction
A second major problem associated with mudflows is collapsible soils.
When the frothy, milk-shake consistency mudflow comes to rest on the deposi-
tional fans, it tends to dry and harden. The water evaporates, leaving a
"honeycomb" appearing internal structure. These soils are low in density and
quite strong. As the succession of flows build in thickness over several
hundreds or thousands of years, flows at depth become heavily loaded. In this
semi-arid climate, they remain dry and capable of supporting the tens of feet
of additional deposition. Water introduced, typically through surface irriga-
tion or ponding, causes saturation of these flow relics, weakens the soil
structure and allows for densification into a more "normal" soil. This densi-
fication results in reduction in volume and produces surface subsidence, wi th
attendant cracks and differential settlements. The collapse mechanism or
process is known as hydrocompaction.
Hydrocompaction could occur following irrigation on most southern area
lots in the Mitchell Creek Project. The northern area is more sheltered and
soils have a higher insitu moisture content. LOts 1, 2, 3, and 4 are not prone
to collapse due to their location near the Mitchell Creek floodplain. This
collapse potential can be avoided for the most part by disallowing any outside
watering and careful grading to avoid ponding. The problem could be also
eliminated by pre-wetting ahead of construction.
Pre-wetting could be accomplished by aerial sprinklers or by trenches.
Sixty days of continuous wetting is recommended for the sprinkler method.
Thirty days would suffice for continuously filled trenches. These trenches
should be constructed on contours on 10-foot centers and cover areas to be
built upon. Sprinklers should cover the same area. All planned pre-wetting
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must be accomplished on up-slope lots before improvements are constructed on
non-wetted down-slope lots. See Drawing 3.
Floodplain
Most of the planned improvements would be constructed well above the
Mitchell Creek floodplain. Lots 1, 2, 3 and 4 may be vulnerable to some
flooding, not so much from high flows per se, but from blockage of the small
box culvert under the county road. There are a number of solutions to this
potential problem. These four lots could be restricted to houses built up two
feet on stem walls with crawl spaces. Fill could be imported to form a levee
to protect all the lots, or the improvement areas could be built up two feet.
Foundation Design
Steep slopes could present a problem if foundaiion design is not adequate
to accommodate local surcharges from above or reduced lateral support below.
It is recommended that a professional eng i neer approve foundation and drainage
plans for each improvement, including Lats 1, 2, 3 and 4. Allowable bearing in
these soils is about 1200 psf. Foundations should be capable of bridging 12
feet. 'IYPe II cement and corrosion-resistant metals should be used in all
features in contact with the soil.
Road Design
Design of roadway typical sections and preparation of estimates for
stabilization and paving of roadways can be based on a Stabilometer "R" value
of 15. Actual stabilization should be determined from samples taken on the
completed roadway subgrade.
Lats 23 Through 29 Perculation
As per your request, we performed two perculation tests on the north seven
lots of the proposed Mitchell Creek Project. These tests were performed as
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shown on the attached Map #4, and represent perculation rates for all seven
lots. The results were 2.4 and 2.0 inches per hour, averaging 2.2 inches per
hour. This average can be used for designing all seven systems. Septic
tank/leach field waste disposal systems are appropriate for these seven lots ,
with side-hill and stream proximity constraints needing to be individually
addressed.
A.C. Ruckman, P.E.
Robert K. Barrett, P.G.
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I APPENDIX B
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MITCHE LL CREEK LIMITED
805 Colorado Aven ue
Glenwood Springs , Colo. 816 01
WEST GLE NWO OD SPRINGS WATE R DISTRICT
c/o Ronald W. J o hnson
Attorney at Law
P. 0. Box 983
Gl enwood Springs, Col o rado 81602
April 23, 1982
Attention: Mr. Harold Denton
De ar Mr. De nton:
Pursuant to yo ur request, this is to advise y o u that
the We st Glenw oo d Springs Water District Board of Directors
has indicated its willingness to provide water for the
subdivision yo u pr opo se on the property l o cated in the West
Glenwood Springs Wate r District, former l y ow ned by Dr . Bow les,
and n o w being developed by Mitchell Cr eek Limited. Subject
to the provisi o ns raised below, th e Wate r District ag rees
to prov id e water to the devel opmen t.
An y agreement by the Water District with r efere nce
t o pr o visi o n o f water is conditioned upon th e re q ui rement
that the developer of the subdivision provide for es crow
o f funds with the Co unty of Garfi eld f o r payment, by the
develope r of the c o st of construction of water ma ins with-
in the subdivision to distribute wa ter to ea ch o f the pro -
posed . lots in th e subdivision . I n addition ther e to , the
District wo uld request that the devel ope r be requir e d t o
a ctually c o nstruct the water mains t o a ll l o ts in the sub-
division. We hereby request that the subdivisi o n approva l
by the County o f Garfield contain a Subdivisi on Agreeme nt
that provides for payment of the cost a nd development of
the mains within the subdivision, a nd the actual c o nstruc-
tion thereof by the devel o per, as se t f o rth above . It
should be underst oo d that c o nstru ct ion of water ma ins with-
in the West Glenw oo d Springs Water District is subject to
the terms of o ur agreeme nt with the City of Glenwo o d Springs.
As a quasi-municipal en tity, resp on sible f o r the provision
o f water service to many current re sid ent s and future r e si -
d e nts in a s ye t un deve l ope d a r eas within the District , the
Wate r District will, o n a best effor ts basis, attempt t o p r o -
vide a dependab l e wat e r supply t o the pr e sent and future
r e sidents of the District.
The West Glenwood Sprin gs Wate r District is pr e sently
working on the problem o f an a lternate lega l water supply,
but any provision o f water for future devel opment is subject
to the limitati on s o f the system existing at t h e time o f
new development.
Very truly you rs,
lIB ST GLENWOOD SPRINGS WA TER DISTRICT
By o ~~ Robert B e~es i de nt
I WEST GLEN WO OD SPRINGS SA."'HTA 'l'ION DISTRIC'l'
P. O. BOX 866
GLENWOOD S PR INGS, COLORAOO
FL.tJ~T I..OCATION
110 51 U.S .HIG HW AY 6 & 24
11 .t:LEPHONE (}J3) 945 6069
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Denton Associates Inc.
% David C. Mayw a l t
805 Colorado Avenu e
Glenwood Sprin g s, Colorado 81601
De ar Sir:
September 30 , 1981
We have received your request for sewe r service availability for
the We st Glenwood Springs Sanitat io n District.
At thiB time the Wes t Glenwood Springs san it a tion Dist rict is
able to p rovide sewer service for properties within th e
district boundaries.
Our current ta p fee is $1,000.00 p er unit.
Lee Ene wold
We st Glenwood Sprin g s Sanitstion
District Bo ard P resident .
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2014 BLAKE AVENUE
TO:
FROM:
GARFIELD COUNTY
ENVIRONMENT AL HEAL TH DEPARTMENT
GLENWOOD SPRINGS . COLORADO 81601
M E M 0
Davis Farrar, Garfield County Planning Dept.
Terry Howard, Garfield County Environmental Health Dept.
DATE: February 8, 1982
RE: Mitchell Creek Project
PH ONE 945-2339
As you re quested, I have reviewed the layout for lots 23-29 of the
Mitchell Creek Project to determine the applicability of individua l
septic systems. Attached are pertinent exerpts from the Colorado
Guidelines on Individual Sewage Disposal Syste~s, the most pertinent
of which are the 50 foot setback requirement for separation of the
leach field from the creek and the requirement that systems
installed on slopes in excess of 30 % mus t be designed by an enqineer.
Also attached is a copy of exerpted material from the USDA Soil
Survey of the area indicating that the soil percolates slowly and
exhibits shrink swell characteristics.
From the drawings it appears that there is adequate area 50 feet
from the creek for a house, a septic system -le ach field of
average area and additional area for a replace me nt field i n the
event of failure. In considering building envelopes it is important
to remember that the leach field should be both downhill from the
house and 50 feet from the creek. More detailed soils information
should address the issues of percolation rate, depth to bedrock and
depth to highest seasonal ground water, although inspection of the
site gave no reason to expect serious problems from these i tems.
A percolation rate in excess of one inch in 60 minutes would
necessitate engineered systems.
Slopes in the area are borderline for the requirement for eng ineered
systems. At least three of the lots would appear to exceed the 303
slope limit. It may be prudent to require engineered systems on all
of the lots because the slope is so close to 30 %.
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Johnson, Kunkel & Associates, Inc.
LAND SURVEYING· CIVIL ENGINEERING· MAPPING
April 15, 1982
Mr~ Harold Denton
Mitchell Creek Ltd.
805 Colorado Avenue
Glenwood Springs, Co. 81601
Dear Harold:
In response to your request regarding sanitary sewer
requirements, I am providing the following information:
1) Sewer service is readily available to the
lower 22 lots from the West Glenwood Sani-
tation District .. Flows will be approximately
5940 gallons/day and will enter the district
lines on Donegan Road (County Road No. 130)
adjacent to the Mitchell Creek Project.
2) The upper 7 lots s hould be served using in-
dividual septic s y stems. District sewer
lines are not feasible at this time for many
reasons, includin g : length of line, terrain,
difficulties of installation and cost of
installation per unit.
I have received percolation tests performed by a
Professional Geologist and results obtained showed a rate
averaging 2.2 inches/hour. This rate is within the Gar-
field County Individual Sewage Disposal Systems Regulations.
Therefore, septic tank/leach field waste disposal systems would
appropriate for these seven lots.
Should you have any questions please feel free to call.
SincereJ-y,
~}3c~~
John Baker
Design Engineer
P.O. Box 409 • 113 East 4th Street • Eagle, C ol orado 81631 • Phone: (303) 328-6368
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®lcnfuoab ~prmgs ~Icdric ~~ztem
Q;'>lrnf:uoo D ~pnn£1}, Cl1olornDo 816 01
Haro ld Denton
Mit chel l Creek Ltd .
Bo x 102 0
Eag le, Colorado 8 1631
Dear Harold ,
Apri l 6, 1982
e I
In response to ou r telephone conve r sation of las t week ,
conc ern ing powe r for you r subdivision in the Mitchell Creek are a .
Th e Glenwood Springs E lectric System wil l accep t •ou r sub -
d i vision , a s long a s you provic:'!e gas or sola r for hea t. We d o
n ot feel tna we can provide for all electri c house s at t ~is t ime .
The subd ivider will hav e to furnish a ll trenches , (bedding if
necessary), cable , (P ri ma ry a nd Secondary), tr ansforme r s , condu it
an d l ab or.
Also, we wil l require all electric mete rs to be i ns t al led a t
the front of the p r oper ty corner and it wil l be up to the contr a ctor
to furnish Secondary Cable from the mete r to the house .
If you have an y other questions , f e el fr e e to c a ll.
Sincere l _J5)' ,_( \ ('
.J.. l. 1--/'--"---) I ·• -;'S ) Cl \, , '-f lC
/' J. H . Gambre l
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Harold Denton
805 Colorado Avenue
Glenwood Springs , CO . 81601
Dear r.r;r . Denton ,
r£ountain Be ll
P.O . Box :22 0
Glenwood Springs , CO. 81602
In response to yo ur request regarding the prov i0ion of telephone servi ce
for the Mitchell Creek project in the No rth-Western Area of Glenwood , I
submit the following informat ion .
1 . Telephone service , while not available to all individual lots will
be provided by Mountain Bell in accordance with the Company Tarriff,
Colorado Public Utilities Commisson No. 5 .
2 . Mountain Bell is a supplier for telephone service in the area. Mou n tain
Be ll is a pr ivate utilities corr.pany, and as such , is regulated by the
Public Utilities Commission and for in te r state rates is regulated by
the Federal Com munications Commission .
J . Telephone facilities hav e not been extended to indi vidual lots.
4 . An estimate of schedule for install a tion for fa cilit es in the area
cannot be given at this time until specified information can be suppl~
ied as to telephone facilities required . Upon receipt by Mountain Bell
of the requirements , it may be determined that certain costs will be
borne by the purchaser of said lots. Pleas e be advised that as
writing , a commitment for providing service cannot be me t until studi e a
are comp leted . These studies will of necessity be ma de upon receipt
by Mo untain Bell of the services and locations of service required by
the developer or own ers owners .
•~:01r-L I "-'~a L . ~er
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Area Engineer
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I ROCKY MOUNTAIN NATURAL GAS COMPANY, INC.
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P.O. BOX 700 •GLENWOOD SPRINGS , COLORADO 81601 •TELEP HONE: (303) 945-ll617
April 22, 1982
Denton Associates, Inc.
Box 1020
Eagle , Colorado 81631
Gentlemen:
Rocky Mountain Natural Gas Company, I nc. (RMNG) h as adequate supplies
of natural gas to serve The Mitchell Creek Project, west of Glenwood
Springs, Garfield County, Colorado, and looks forward to providing
said service.
The extension of natural gas distribution facilities for The
Mitchell Creek Project will be in accordance with terms and
conditions as specified in RMNG's Extension Policy currently on
file with the Colorado Public Utilities Commi ss ion.
Thank you.
Very truly yours,
.· .·· . /J ~.? '.· Z:A-C,/-~/'
(. /-;. . ..· /,// ,,<'1 /
{ __,-~--/
' / Roy"~Elwell ,
Engineer
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:I APPEND IX C-
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Johnson, Kunkel & Associates, Inc.
LAND SURVEYING· CIVIL ENGINEERING· MAPPING ·I
I
I DRAINAGE STUDY FOR
I THE MITCHELL CREEK PROJECT
I 1. Purpose: To determine 100-year peak flows of Mitchell Creek and
surrounding tributary areas as required by Garfield County Subdivision
I Regulations for The Mitchell Creek Project. Additionally, the limits of any
I flooding are to be indicated and the design of appropriate drainage facilities
to accommodate the anticipated flows within the development.
I 2. Scope: The Mitchell Creek Project is a 42.08+ acre parcel located in
the West Glenwood Springs area on County Road #130 and #132, one-quarter mile
I north of the Colorado River and Interstate 70. The western boundary of the
I project follows approximately along the eastern bank of Mitchell Creek. More
particularly the project lies within a tract of land located in the SW1/4SW1/4
I and the NW1/4NW1/4 of Section 34, Township 5 South, Range 89 West of the Sixth
Principal Meridian.
I '!he project is anticipated to contain approximately 29 single-family
I lots ranging in size from 1/4 acre to 2 acres. Over 50% of the project is
dedicated open space or public park area.
I The proposed development lies within the Mitchell Creek Drainage
Basin. No live streams exist within the development with the exception of
I Mitchell Creek which flows along the western boundary of the project.
I The project lies on alluvial terraces which have become buried by
debris flows and alluvial/colluvial slopewash from the slopes to the north and
I east. Elevations on the site range from 6300 to 5750 feet above sea level.
I P.O . Box 409 • 113 East 4th Street · Eagle, Colorado 81631 • Phone: ( 303) 328-6368
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I Slopes are south and west facing and range from approximately 5% on the
I terraces to approximately 60% on the upper slopes. Vegetation varies from
pinyon pine, scrub oak and cedar on the steeper slopes to sagebrush and moun-
I tain grasses on the flatter terrain. A heavy cover of cottonwood trees lies
I along Mitchell Creek.
Soils within the development are primarily the result of debris flows
I creating alluvial fans covering the terrac e gravels and bedrock. The soils
consist primarily of gravelly sand loams. Annual precipitation in the area is
I 16.S inches with 8.9 inches occurring as snow from October through April and
I 7.6 inches from May through September. Floods are primarily caused by snowmelt
at elevations above 7500 feet, although flooding in small drainage basins could
I occur from thunderstorms which are capable of producing high intensity rainfall
but are usually limited in areal extent.
I 3. Criteria: The 100-year floodplain for Mitchell Creek and run-off
I calculations are based on the Soil Conservation Service Manual, "Procedures for
Determining Peak Flows in Colorado, 1980". The 100-year flood p lain for
I Mitchell Creek was also determined using Colorado Water Conservation Board and
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United States Geological Survey, Technical Manual No. 1, 1976 .
Hydrologic soil group is Type D within the development and types B
I and Cat the higher elevations. Estimated ground cover is 50%.
Development of the site was considered to have litt le effect on
increasing run-off as flow will be confined to natural channels and large areas
will remain for the most part in its natural state.
4. Calculations: 100-year occurring storm for Mitchell Creek drainage
I basin. (See drainage basin and vicinity map.)
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Area = 11. 29 sq. mi.
Soil Type = B &
Coverage = 50%
Length = 29,500
Slope = 16.6%
p 2.5 inches
Q 0.30 inches
CN = 65
for Channel Flow
Tc rll.9 L 3
tAH
For overland flow
L = 1000 ft.
AH = 160 ft.
s = 16.0%
c
feet
Scaled USGS
SCS manual
Estimated
Scaled
Scaled
scs manual
scs manual
scs manual
r;.1.9(5.587 )3] 0.385
[ 4570
Scaled
Scaled
Scaled
maps
.7 38 hrs.
Velocity= 1.0 ft/s SCS manual, Fig. 3-1
Tc = 1000 ft. = 0.278 hrs.
1.0 ft/s
Time of concentration 0.278 + 0.73 8
From Figure 5-2 9p = 330 csm
1. 02 hrs.
q = qpAQ = 330 (11. 29) (0. 30) = 1120 cfs at point A.
Using USGS manual
Area = 11. 29 sq. mi.
Annual Precipitation 16. 5 inches
q 135 A0.4 94 P0.143
135(11.29 )0 ·494 (1 6 .5)0 ·14 3
-3-
6 70 cfs at point A .
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I s. Hydraulics: Using the conse rva t ive value based a s o n standard
I calculations as outlined in the SCS manua l , it was dete r mined t hat run-off from
a 100-year occurring storm would be approx imately 1120 cfs wit h a height of
I approximately 4 feet at a point where Mitc hell Creek cro sse s Donegan Road
I (County Road 130).
The limits of the 100-yea r floo d plain are shown on t h e drainage plan
I included within the submittal. Also shown is the natura l strea m line from
which a 30' setback is required.
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Run-off in the area of developme nt is rapid and little infiltration
I takes place. How e ver, the flow is confine d to well def i ned ch a nnels and thes e
channels will be modified if necessary as s hown plans. Ar e as o f past inunda-
I tion will be eliminated by this channeliz a tion.
Hydraulic structures, namely di t ches and cu l v e rt s , a r e capable o f
I handling a 100-year occurring storm. Flow rates and c u l ve r t s i zes are
Conclusions: The proposed development is not subjec t to h azards from I indicated on the accompanying drainag e plan.
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I flooding due to the well-defined natural c hannels of flow.
major problems associated wi th the development i s the site's
I history of slope instability and movement . Steep slope s and p o or s oil are the
I major causes. On the recommendation of a geologic study , ac c e p table solutions
have been determined as follows:
I l;) No building will be allowed within potentia l de b ris flow
channels.
I 2 ) Ditch modification will be r equ i red in ma jor ch a nnels from above
I building sites and extend t o below building sites .
3) Major debris flow channe ls will require a minimum of 60" culvert
I under roads.
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4 ) Site construction for building units be kept to a minimum and
that natural vegetation be left undisturbed as much as possible.
Roads have been designed to min i mize the interruption of natural
drainages. Culverts and ditches are capable of handling a 100-year occurr i ng
storm. Roadside ditches are triangular s h aped to carry the req uired f l ow at
the given grades.
The site lies in a minor hazard area and with a reaso nable amount of
remedial work the project is feasible.
John Baker, Design Engineer
John L. MacKown, P.E.
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I BASIN 6
AREA
I ACRES 4.68
SQ. MI. .oo ~
I HIGH PT. 6600
I LOW PT. 5920
fiEL. (FT.) 680
I LENGTH (FT.) 1200
% SLOPE 57%
I VELOCITY 1. 8 f
I Tc (HR.) .18
PRESENT 81 CN
I CN FUTURE
PlOO (IN. ) 2.5
I p 10 (IN.)
I qlOO (IN.) 0.94
q 10 (IN.)
I SOIL TYPE D
CSM/INCH 840
I QlOO (CFS) 5.76
I Q 10 (CFS)
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Johnson, Kunkel & Associates, Inc.
LAND SURVEYING· CIV IL ENGINEERING· MAPPING
April 21, 1982
Mr. Harold Denton
Mitchell Creek Ltd
805 Colorado Avenue
Glenwood Springs, Co. 81601
Re: Mitchell Creek Project
Dear Harold:
This letter is in response to your request for
information regarding increased traffic generated by
the Mitchell Creek project . After consideration of
the project's impact I am submi tt ing the following
information for your review .
The upper seven lots will a ccess unto County
Road No. 132 approximately 2500 feet north of the
intersection of County Roads 130 and 132. These
seven units will generate approxi mately 60 trips
per day resulting in a peak of seven vehicles per
hour traffic count. The trips wi ll be mainly pas-
senger vehicles. The trips generated will there-
fore have a minor impact to County Road 132 and
no additional improvements are necessary . Sight
distance is in excess of 200 feet at the p~oposed
access point.
The proposed access to the lower 22 lots is
approximately 800 feet east 'of t he intersection of
County Roads 130 and 132 on County Road 130. The
trips generated by these 22 uni t s is approximately
200 trips per day for a design hourly traffic of
24 vehicles. County Road 130 h a s adequate capacity
for the increased flow and would have minimal effect.
P.O. Box 409 • 113 East 4th Street . Eagl e, Co lo rado 81631 • Phone: ( 303) 328-6368
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Sight distance is over 200 feet a n d no a d ditional imp rove-
ments are deemed necessary.
Turn lanes or accelleration a n d deceleration lanes are
not necessary at either access poi n t due to the low traffic
generated by the proposed developme nt.
Should you have additional que stions concerning the
projected traffic count, please ad v ise.
Sincerely,
"7 ,(> Q /7 /~ ,1[.,...__ ;_-:::,, ... _..14:_-'--._
John Baker
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I APPENDIX· E
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THE MITCHELL CREEK PROJECT
EROSION CONTROL & REVEGETATION PLAN
All areas disturbed during construction of the Mitchell Creek Project
shall be revegetated in accordance with the following plan.
1. Seed Bed Preparation. Seed bed preparation shall begin as soon as
possible after the soil is laid bare. Seed bed preparation shall immediately
precede the seeding or planting.
Compact or eroded soil shall be scarified to a depth of one foot," all
gullies and ridges shall be smoothed and any associated fill shall be com-
pacted. Slope scarification shall be with the contour of land wherever slopes
exceed 10% gradient.
Topsoil shall be salvaged where available and stockpiled from any
area to be graded prior to beginning excavation. After excavation is com-
pleted, the topsoil shall be placed to a de pth of f o ur inches to establish
finished grade. If sufficient tops.oil is not present on the site, it will be
necessary to supplement the area with additional topsoil.
Wherever possible, the existing vegetation shall be protected from
disturbance.
In areas with excessive rockiness or grade prohibits vehicle access,
the surface shall be raked to a minimum depth of 1/2 inch using hand tools.
If the area will allow vehicula r access, a harrow shall be used to
rake the soil to a depth of at least 1/2 inch.
2. Seeding. All areas disturbed by road and utility construction should
be reseeded with an adaptable mixture of grasses for the moisture anticipated.
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3. Drill Seeding. Drill seeding sha l l be employed where the terrain
will permit its use.
Disking and drilling may be conducted simultaneously.
Seed may be mixed prior to planting.
Seed rate shall be checked period i cally during operations and the
rate shall be adjusted.
Soil shall be wetted to a distance of 3 to 4 inches immediately after
planting. Additional irrigation shall be supplied periodically during estab-
lishment.
4. Broadcast Seeding. Broadcast see ding will be permitted in areas
where terrain prohibits drill seeding.
All broadcast seeding shall be d o ne with an appropriate mechanical
spreader.
Eighty percent of the seed must b e covered to a depth of 1/4 to 1/2
inch by either raking or dragging.
5. Mulching. Straw mulching shall be applied either by hand or by
mechanical spreader at a rate of 1 1/2 ton s per acre. Straw to be used shall
be substantially clean of weed or seed.
Mulch shall be stabilized by either punching or matting if necessary.
An approved peat and soil mixture may be used for seed cover elimi-
nating the need for mulching.
6. Hydroseeding. Hydroseeding and mulching may be substituted for
drilling and broadcasting. If a hydroseed i ng method is used, it shall be in
accordance with standard technical operation subject to prior approval of a
landscape architect.
Seeding and fertilization shall be adjusted to ensure the quantities
which come in contact with the soil are equal to those required under seeding.
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7. Timing. Revegetationing shall either be accomplished from May 1 to
September 15 or in late fall. The spring planting should be used if at all
possible.
Revegetation should occur as quickly as possible to reduce the time
of soil exposure.
8. Slope Serration. Slope serration is suggested where revegetation
appears to be a problem because of poor soils and steep slopes at higher eleva-
tions. Slope serration is not suggested along stream side where alluvium soils
exist. Serrated slopes shall be broadcast seeded according to item 4.
9. Slope Stabilization. If at any place on the site the cuts and · fills
exceed 50% slope for more than 10 feet vertically without retaining walls,
slope stepping should be used to decrease erosion from water retention. Any
slope stepping should be in accordance with Figure A.
Any plantings within the drainage swales identified on the drainage
swale plan of the "Soils and Engineering Geology Report" prepared by TerraTask
shall be planted only with native grasses and smaller woody vegetation with
deep root systems. Turf type grasses and large trees shall be avoided.
10. Inspection. All work done in accordance with this Erosion Control
and Revegetation Plan shall be periodically inspected by a landscape architect
to assure its acceptability and conformance with the plan. Any special condi-
tions requiring drainage control will be promptly corrected to assure minimal
damage. The landscape architect may allow field changes to the Erosion Control
and Revegetation methods if the conditions of the site warrant and justify
changes.
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_fFOE!l,~~ -
-JL~hT~--NV ~t...£
Steps may vary from 2' to 4' vertically. ~he horizontal dimensions
shall be ~qual to the slope ratio times the riser height.' ·
Steps shall be approximately horizontal but may parallel the roadway if
less than 2%.
Steps may have vertical backslopes.
Excavate each step in the opposite direction to minimize loose material
built up on the ends.
Step ends shall be blended into the natural ground surface.
'l----
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t -QE.P __ TI::fM/ NI W lt>TI-1
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.SEC,fJON
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I APPENDIX· F
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DECLARATION OF
PROTECTIVE COVENANTS, CONDITIONS
AND RESTRICT ION S OF
THE MITCHELL CREEK PROJECT
WHEREAS, MITCHELL CREEK, LTD., of the State of Colorado (hereafter
"Declarant"), has caused certain real property in Garfield County, Colorado,
described on Exhibit "A" annexed hereto and incorporated herein by this
reference, to be surveyed, subdivided, and platted into lots and common areas,
as shown on the plat of the Mitchell Creek Project, which plat has been filed
for record in the real property records of Garfield County, Colorado on
the day of ~~~~~~' 1982, in Pl at Book at Page
NOW, THEREFORE, Declarant, the owner in fee simple of all of the lands
included within said Mitchell Cree Projec t as so platted and above described,
does hereby declare and acknowledge that a l l of the lands included within said
subdivision are and shall hereafter be sub ject to all of the following cove-
nants, conditions, restrictions and limitations.
ARTICLE I -PURPOSE OF COVENANTS
1. General Requirements. It is the intention of Declarant, expressed by
his execution of this instrument, that the lands within the Mitchell Creek
Project be developed and maintained as a highly desirable residentia l area. It
is the purpose of these covenants that the present natural beauty, the natural
growth and native setting and surroundings of the Mitchell Cree k Project shall
always be protected insofar as is possible in connection with the uses and
structures permitted by this instrument. It is of primary intent that the
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separation of each home site in the sutx:livision from neighboring home sites
shall be protected insofar as is possible.
ARTICLE II -DEFINITIONS
1. Common Area shall mean and refer to all real property owned by the
Association for the common use and enjoyment of the members of the Association.
2. Lot shall mean and refer to any plot of land shown upon any recorded
subdivision map of the Properties with the exception of the Common Area as
heretofore defined.
ARTICLE III -MITCHELL CREEK
HOME OWNERS ASSOCIATION
1. Membership in Mitchell Creek Home Owners Association. All persons or
associations (other than Mitchell Creek Home Owners Association) who own or
acquire the title in fee to any of the lands in the Mitchell Creek Project
(other than lands dedicated as public roads), by whatever means acquired, shall
automatically become members of Mitchell Creek Home Owners Association, a
Colorado not for profit corporation, in accordance .with the Articles of Incor-
poration of said Mitchell Creek Home Owners Association as presently in effect
and recorded or filed in the records of Garfield county, Colorado, and as the
same may be duly amended from time to time and also filed or recorded in the
Garfield County records. Upon the conveyance by Declarant of a total of 29
residential lots, all common areas and fac i lities, including but wit hout limi-
tation, easements, and recreational facilities, shall be conveyed by Declarant
to the Mitchell Creek Home Owners Association, which shall own, operate, main-
tain, repair and administer these areas and facilities in accordance with the
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provisions of the Articles of Incorporation and By-laws of Mitchell Creek Horne
Owners Association, and these covenants, c onditions and restrictions. Such
administration shall include but without l imitation, the making of rules and
regulations governing the use of common a r eas and facilities and levying of any
assessments necessary in the construction , maintenance, repair and operation of
such common areas and facilities as well a s the other duties of the Mitchell
Creek Home Owners Association as provided herein or in said articles and by-
laws.
The term "conveyance" as hereinabove used shall not be construed to
include a conveyance by Declarant to any corporation, partnership or limited
partnership of which Declarant is the own e r of at least a fifty (50) percent
interest.
2. Voting. The Association shall have two classes of membership:
Class A. All the Owners a s defined in Section 1 of this Article
with the exception of the Declarant.
Class B. The Declarant.
Voting rights shall be in accordance with the following:
Class A Members. Those Class A members holding an interest in
any one Lot shall collectively be entitled to one vote for said
Lot. The vote for each LO t shall be exercised by the Owners
thereof as they among themselves determine, but in no event
shall more than one vote b e cast with respect to any Lot.
Class B Members. The Clas s B me mber shall be entitle d to three
votes for each Lot in which it holds the interest required for
membership by Section 1 of Article III, provided that the Class
B membership shall cease a nd become converted to Class A
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membership when the total votes outstanding in the Class A
membership equal the total votes outstanding in the Class B
membership.
ARTICLE IV -DESIGN CONTROL CO~~ITTEE
l. Appointment Duties. The Board of Directors shall appoint three
persons at least one of whom must be an architect who need not be Members of
the Association to serve as the Design Control Committee to serve at the
pleasure of the Board. It shall be the duty of the Design Control Committee
and it shall have the power by the exerci s e of its best judgment to see that
all structures, improvements, construction, decorating and landscaping on the
Properties conform to and harmonize with the existing surroundings and struc-
tures.
2. Design Guidelines. Design guid el ines for the Mitchell Creek Project
have been published under separate cover and are hereby adopted. It is
intended that the guidelines shall be fol l owed by all builders, developers,
property owners and residents of the subdivision, and that the Design Control
Committee follow the guidelines in their r eviewing and permitting process. Lot
purchasers will be asked to acknowledge r e ceipt of these guide li nes.
These guidelines can serve the prospe ctive homeowner or designer in arriv-
ing at design decisions that are aesthetically and ecologically responsive to
the environment of the Mitchell Creek Project, helping to insure that all
structures and landscaping are compatible with one another and insofar as
possible, are in harmony with the natural surroundings.
3. Approval by Design Control Comm i ttee. No improvements of any kind,
including but not limited to dwelling hou s es, sheds, outbuildings, swimming
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pools, tennis courts, parking areas, fenc e s, walls, garages, drives, antennae,
flagpoles, curbs and walks, shall ever be constructed or altered on any lands
within the Mitchell Creek Project, nor may any vegetation be altered or de-
stroyed nor any landscaping performed on a ny tract, unless the complete plans
for such construction or alteration or landscaping are approved in writing by
the Design control Committee prior to the commencement of such work. In the
event the Design Control Co mmittee fails t o tak e any action within thirty (30)
days after complete plans for such work h a ve ·been submitted to it, then all of
such submitted plans shall be deemed to b e approved. All submissions, ap-
provals, and/or disapprovals shall be submitted in writing, dated and receipted
for. In the event the Design Control Committee shall disapprove any plans, the
person or association submitting such plans may appeal the matter to the next
annual or special meeting of the members of Mitchell Creek Hom e Owners Associa-
tion, where a vote of at least two-thirds of the votes entitled to be cast at
said meeting shall be r e quired to change t he decision of the Design Control
Committee. Upon submission to the Design Control Committee of any plans and
specifications for a residential dwelling , the lot owner shall pay a fee equal
to $0.10 per square foot of enclosed floor area within the proposed structure
to defray the cost of examination of said plans. Further, at the time of
approval of such plans and specifications, the lot owner shall pay a deposit in
the amount of $1,000.00 to the Design Control Committee to assure that any
damage done to roads, easements or common areas during construction of the lot
owner's improvements, and including the installation of utility services to the
property, shall be fully repaired. Said deposit shall be returned to the lot
owner upon completion of construction and installation of utility services to
the lot, provided all damages to roads, easements and common areas has been
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suitably repaired. In the event such damage is not repaired by the lot owner
within thirty (30) days following issuance of a Certificate of Occupancy by
Garfield County, Colorado for such dwelling, then the Mitchell Creek Home
owners Association may use the deposited funds to repair the damage. In the
event the damage exceeds the sum of $1,000.00, the Mitchell Cre ek Home owners
Association may charge the balance of the cos t of the repairs to the lot owner
as a special assessment against the proper ty, to be collected in the manner of
other assessments as provided in the Articles of Incorporation and the By-laws
of Mitchell Creek Home Owners Association a nd any rules and regulations promul-
gated by such Association. Application to the County of Garfield for a Build-
ing Permit shall not be made prior to approval of plans by the Design Control
Committee. The Design Control Committee sha ll disapprove any plans submitted
to it which are not sufficient for it to exercise the judgme nt required of it
by these covenants.
S. Design Control Committee Not Liable. The Design Control Committee
shall not be liable in damages to any person or association submitting any
plans for approval, or to any owner or owners of land within the Mitchell Creek
Project, by reason of any action, failure to act, approval, disapproval, or
failure to approve or disapprove, with regard to such plans. Any person or
association acquiring title to any property in the Mitchell Cr eek Project, or
any person or association submitting plans to the Design Control Comm i ttee for
approval, by so doing, does agree and coven an t that he or it will not bring any
action or suit to recover damages against t he Desi g n Control Committee, its
members as individuals, or its advisors, employees, or agents.
6. Written Record. The Design Control Committee shall keep and safe-
guard for at least five years complete perma nent written records of all
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applications for approval submitted to it (including one set of all plans so
submitted) and of all actions of approval or disapproval and all other actions
taken by it under the provisions of this instrument.
7. The Design Control Committee sh a ll have the authority to grant vari-
ances from the provisions of the Design Guidelines in cases of irregularly
shaped lots, unusual terrain, or other conditions where the strict enforcement
would result in unusual hardship. The Design Control Committee shall be the
sole and exclusive judge of whether or not said hardship exists.
1.
ARTICLE V -GENERAL RESTRICTIONS
ON ALL LANDS
Zoning Regulations. No lands within the Mitchell Creek Project shall
ever be occupied or used by or for any structure or purpose or in any manner
which is contrary to the zoning regulations of Garfield County, Colorado
validly in force from time to time, except as the same may be allowed under
said regulations as a non-conforming structure or use.
2. No Mining, Drilling or Quarrying. No mining, quarrying, tunnelling,
excavating, or drilling for any substances within the earth, including oil,
gas, minerals , gravel, sand, rock, and earth, shall ever be permitted within
the limits of the Mitchell Creek Project, except that anything contained in
these covenants to the contrary notwiths ta nding may continue to be operated by
Declarant, his heirs, successors or assigns except during construction.
3. No Business uses. No lot within the Mitchell Creek Project shall
ever be occupied or used for any commercial or business purpose nor for any
noxious activity and nothing shall be done or permitted to be done on any of
said lands which is a nuisance or might become a nuisance to the owner or
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owners of any of said lots. No store, of f ice or other place of commercial or
professional business of any kind; nor any hospital, sanitarium or other place
for the care or treatment of the sick or d i s abled, phy sically or mentally; nor
any public theater, bar, restaurant or oth er public place of entertainment; nor
any church; nor any residential building h ousing more than one family, its
servants or caretakers; shall ever be con s tructed, altered, or permitted to
remain within the Mitchell Creek Project.
4. Signs. With the exception of one "For Rent" or "For Sale " sign
(which shall not be larger than 20 x 26 i n ches), and one entrance gate sign of
a style and design approved by the Design Control Committee, no advertising
signs, billboards, unsightly objects or n ui sances shall be erected, altered, or
permitted to remain on any lot in the Mi t c hell Creek Project.
5. No Resubdivision. No lot descr i bed on the recorded plat of the
Mitchell Creek Project shall ever be resu bd ivided into smaller tracts or lots
nor conveyed or encumbered in any less tha n the full original dimensions as
shown on the recorded plat of the Mitchel l Creek Project; provide d that convey-
ances or dedications of easements for uti l ities may be made for less than all
of one tract.
6. Trash. All rubbish and trash s h all be removed from a ll lots in the
Mitchell Creek Project and shall not be a l lowed to accumulate or be burned
thereon.
7. No obnoxious o r offensive activ i ty shall be carried on within the
subdivision, nor shall anything be done o r permitted which shall constitute a
public nuisance thereon.
8. Recreational Vehicles. No recr e ational vehicle such as trail bikes,
snowmobiles, unlicensed motorcycles, or any other unmuffled vehicle or all-
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terrain vehicles shall be operated on any of the roads, private lots or common
area within the subdivision, unless specif i cally authorized by the Board of
Directors of the Association.
9. There shall be no hunting of any animals whatsoever within the boun-
daries of the Mitchell Creek Project, nor shall there be the carrying or
discharge of any firearms.
10. Maintenance in Public Rights-of-Way. Each lot owner shall be
responsible for maintaining the public right-of-way directly in front of the
owner's lot on the lot side of the street. This area shall be maintained as if
it were a part of the owner's lot. Upon failure of the owner to do so, the
Board of Directors, may at its option, after giving the owner thirty (30) days'
written notice, have the area maintained when, and as often as the same is
necessary in its judgment, to maintain the beauty of the properties. The cost
of this maintenance may be charged to the lot owner as a special assessment
against the property by the Home Owners Association. Areas adjacent to common
space shall be maintained by the Home Owners Association.
11. On-Street Parking. There shall be no overnight on-street parking of
any vehicle. Short-term (6-hour) guest parking will be allowed, but not on a
regular basis.
12. Utility Easements Reserved. Declarant hereby reserves to itself, and
its sucessors in interest, perpetual easements as recorded on the final plat of
the Mitchell Creek Project, for the purpose of constructing, maintaining,
operating, replacing, enlarging and repairing electric, telephone, water,
irrigation, sewer, gas, and similar lines, pipes, wires, poles, ditches and
conduits. Declarant reserves to himself, his heirs, successors and assigns,
perpetual anchor easements adjacent to all such utility easements sufficient to
allow all utility poles to be securely and properly anchored and fastened.
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13. Space Heating. Electric space h e ating of structures will not be per-
mitted unless consented to by the Glenwood Electric Company. Na tural gas is
available to the site. Lots 1 through 22 r eceive 100 % of the sun a v a ilable in
the Glenwood area and solar should be considered on these lots.
ARTICLE VI -RES TRICTIONS ON
RESIDENTIA L LOTS
1. Number and Location of Buildings. No buildings or st r uctures shall
be placed, erected, altered, or permitted t o remain on any residential lot
other than:
a) One detached single-family dwell i ng house with attache d quarters for
servants or caretakers; and
b) One non-residential outbuilding wh ich c an be a garage.
2. Tr e es and Landscaping. No trees or brush g r owing on a ny residential
lot shall be felled or trimmed, nor shall a ny natural areas be cleared, or
formal lawn areas constructed, or landscaping performed on any residential
tract without the prior written permission of the Design Control Comm ittee.
3. Commercial Vehicles, Campers, or Trailers. No campers, recreational
vehicles, boats, trailers, commercial type vehicles or trucks shall be stored
or parked on any Lot except in a closed ga r age, nor parked on any street, road
or Common Area except while engaged in transport to or from a dwelling. For
the purposes of this restriction, a truck h aving a 3/4 ton manufacturer's rated
capacity, commonly known as a pick-up truck, shall not be d ee med to be a com-
mercial vehicle or a truck.
4. Easements. Easements and rights-of-way for lighting, heat i ng, elec-
tricity, gas, telephone, water and sewage facilities, and any other kind of
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public or water and sewage facilities, and any other kind of public or quasi-
public utility service are reserved as shown on the plat.
Where side yard setbacks are reduced t o 1 foot, a 15-foot easement is
reserved for construction and for maintenance but not for other uses or stor-
age, on the adjacent property. An easemen t for use of and for f encing of said
1-foot setback is reserved for the adjacent property. Wh en the adjacent prop-
erty's landscaping is disturbed by use of t he construction and maintenance
easement, it shall be the responsibility o f the disturbing party to correct the
disturbances. However, the owner of said adjacent property shall not plant
other than grass in this 15-foot easement p rior to construction on the adjacent
lot or for a period of 5 years.
ARTICLE VII -EN FO RCEMENT
1. Enforcement Actions. The Design Control Committee shall have the
right to prosecute any action to enforce t h e provisions of all of these cove-
nants by injunctive relief, on behalf of i t self and all or part of the owners
of lands within the Mitchell Creek Project. In addition, each owner of a lot
within the Mitchell Creek Project, including Mitchell Creek Horne Owners Associ-
ation, shall have the right to prosecute a ny action for injunctive relief and
for damages by reason of any violation of t hese covenants. Any lot owner
determined to be in violation of these cove nants, conditions and restrictions
by a court of appropriate jurisdiction, agrees to pay the reasonable attorneys'
fees incurred by the person or entity bring ing such act i on.
ARTICLE VIII -GEN ERAL PROVISIONS
1. Covenants to Run. All of the cov enants contained in this i nstrument
shall be a burden on the title to all of t h e lands in the Mitchell Creek
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Project, and the benefits thereof shall inu re to the owners of all of the lands
in the Mitchell Creek Project, and the ben e fits and burdens of all said
covenants shall run with the title to all of the lands in the Mi tchell Creek
Project.
2. Termination of Covenants . The covenants contained in this instrument
shall terminate thirty years after the dat e of execution of this instrument, or
at the time of final dissolution of the Colorado corporation not for profit
known as Mitchell Creek Home Owners Associ a tion, whichever shall first occur.
These covenants may be amended by a vote o f two-thirds of the votes entitled to
be cast by the members of Mitchell Creek Ho me Owners As sociation at annual or
special meetings thereof, said vote to be c ast at any meeting o f the me mbers
duly held in accordance with the Articles of Incorporation and By-laws of
Mitchell Creek Home Owners Association, provided a pro p erly cer t ified copy of
the resolution of amendment be placed on r e cord in Garfield County, Colorado
upon adoption.
3. Severability. Should any part or parts of these covenants be
declared invalid or unenforceable by any court of competent jurisdiction, such
decision shall not affect the validity of the remaining covenants.
4. Paragraph Headings. The paragraph headings in this instrument are
for convenience only and shall not be construed to be a part of the covenants
contained herein.
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IN WITNESS WHEREOF, Declarant, the owner in fee of all o f the lands
described and subdivided as the Mitchell Cr eek Project, has executed this
instrument this ____ day of
STATE OF COLORADO
SS.
·COUNTY OF
--------' 1982.
MITCHELL CREEK, LTD., a Colorado
limited partnership
By Mitche ll Creek Corporation , a Co l or ado
corpo ration, its General Pa r tner
Harold G. Denton, President
Subscribed and sworn to before me th is day of
1982 by Harold G. De nton as President of Mi tchell Creek Corporation, a Colorado
corporation, General Partner of Mitchell Creek , Ltd., a Colora d o limited
partnership.
Witness my hand and official seal.
My commission expires:
Notary Public
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DESIGN CONTROL GUIDELINES
FOR THE MITCHELL CREEK PROJECT
I. INTRODUCTION
The Mitchell Creek Project is designed to achieve a relationship where
man-made buildings exist within the landscape instead of dominating the land-
scape. The introduction of roads, utilities, buildings and other manmade
elements are made in such a way that they do not erase or destroy the natural
beauty of the land, its terrain, its vegetation or its mood.
II. DESIGN REVIEW
Under the provisions of Article IV of the Mitchell Creek Project Declara-
tion of Protective Covenants, Conditions and Restrictions, a process of design
review has been established to help guide property owners and to provide
property owners with information when dealing with the require ments of each
site . The Design Contro l committee will be made up of three persons (at least
one of which must be an Architect). The covenants require only one submittal
and approval, but it is strongly recommended that a preliminary design confer-
ence be requested when preliminary plans are ready. This is early enough in
the project process to protect the owner from having to make expensive changes
when the final plans are completed and reviewed.
At this preliminary stage, drawings should be complete enough to give a
complete picture of all aspects of the design, but without the detail which
will be necessary in the final construction drawings t h at will be reviewed for
final approval . At the preliminary review stage, submitted plans need be one
copy only and should show the conceptual design of:
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I (1) the site with landscaping;
I (2) floor plans;
(3) elevations showing the exterior material s, character a nd color of the
I proposed structure.
I Drawings submitted for the final revi e w should be in three copies and
include:
I (1) Site Plan. Indicate proposed bu ild ing footprint, roof drip lines,
property boundaries and easements, utility locations, existing
I vegetation, existing and proposed contours, areas of cut and fill,
I drainage, proposed roads, driveways, sidewalks, decks, and other
proposed improvement. Drawn at l" = 20' or larger;
I (2) Footing and Foundation Plan. Drawn at 1/8" or 1/4" scale;
(3) Floor Plans. Drawn at 1/8" or 1/4" scale. Include all room dimen-
I sions, door and window locations, and sizes and locations of mechani-
I cal and electr i cal systems;
(4) Elevations. Indicate the exterior appearance of all views labeled in
I accordance with the site plan. Heighth of chimneys as compared with
the ridge of the roof. Natural and finished grades for all eleva-
I tions of all views. Describe all exterior materials, color and
I finishes (walls, roofs, trim, chimney, windows, doors, etc.);
(5) Building Sections. Presented at 1/8" or 1/4" scale. Indicate
I building walls, floors, interior relationships, finished exterior
grades and other information to clearly describe the interior/
I exterior relationship of the bu ilding;
I (6) Details. Provide design details to sufficiently represent the visual
expression of the building. Expose connections of material inter-
I faces;
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(7) Landscape Plan. Present at 1/16" or 1/8" scale; can be included with
the site plan drawing. Include s ite contours, plant materials with
size and condition, rock outcropp ings, d e cks or patios, service
yards, driveways, etc. Primary v iew and wind directions, all exist-
ing trees, proposed fences or wal ls with detai l ed description of the
construction, exterior lighting locations and coverage areas;
(8) Specifications. Provide specif ic ations and color boards for at least
the following items: exterior wall materials and colors, windows and
doors with colors, exterior tri m materials and colors, fireplace,
exterior lighting fixture, insu l ation and heat loss specifications
with supporting calculations.
The approval process time will vary with the adequacy of the design infor-
mation submitted, and the acceptability of the submitted design. It should be
understood that inade quate information and/or inappropriateness can del a y
review of a proposed des i gn. Every attemp t will be made to limit review time
for each submittal to two weeks.
A house is an important and expensive investment and the use of a profes-
sional design consultant is recommended t o help insure a more satisfactory end
result. An owner may, however, attempt h is or her own d esign. If the design
reflects an acceptable house and the plan s are completely executed, they will
be accepted. Most owners are not sophist ic ated d e signers or familiar enough
with the work involved to prepare plans a n d specifications in a form adequate
for review procedures and for permit issuance. If y o u e lect t o do your own
design or retain non-professional services, you should anticipate providing a
high level of practical, technical and a esthetic comp etence and it is very
likely that review and approval will requ i re considerably longer than if a
professional were involved.
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Owners shall pay a fee equal to 10 cents per square foot of closed floor
area measured from outside wall to outside wall with t h e initial submittal of
plans to the Design Control Committee. Further, at the time of approval of
building plans, Owners shall pay a deposit of $1,000 to the Design Control
Committee which shall be held to assure that any damage done to roads, ease-
ments or common areas during construction of the lot owner's improvements shall
be fully repaired and that landscaping is installed as shown on the approved
plans. Said $1,000 deposit shall be returned to the lot owner upon completion
of construction and landscaping, provided all damages to roads, easements and
common areas have been suitably repaired.
Approval plans are kept on file, and if changes or revisions are desired,
there must be an additional submittal to the Design Control Committee for
further review a nd approval.
The Design Control Co mmittee does not seek to restrict taste or individual
preferences, but to avoid harsh contrasts within the landscape and to encourage
careful design so that there is harmony between buildings and their site, and
among buildings themselves.
III. FITTING THE LANDSCAPE
Native shrubs and indigenous tree and ground cover contribute much to the
natural beauty of the Mitchell Creek Proj ec t. These include cedar, pinion
pine, scrub oak and sagebrush on the hillsides to cottonwoods and grassy
meadows along the creek banks. These nat ur al amenities are to be retained
wherever possible. Clearing and/or "benching" of a site will not be allowed.
It is expected that the design of the house will be tailored to the site, not
the site to the house.
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To help owners and their design e rs d es ign houses that fit into the natural
landscape, the following recommendations a re offered:
1. Prese rve the natural ground cove r as mu c h as possible.
2. Protect existing trees wherever possible.
3. Lay out leach fields and septic tanks where they are required with
the thought in mind that they d i sturb the ground cove r as much as any
other structure.
4. Keep all landsc ape plans inform a l and simple in h a rmo ny with the
environment, using plant materi a l indigenous to the site.
s. Grassy yard areas or cultivate d g arden areas should b e r e stricted in
size and associated with the hou se.
IV. BUILDI NG DESIGN
rt is the ability of structures to f i t within t h e natural landscape rather
than their ability to demand attention th a t makes th e m work. Structures
designed within this spirit will give uni t y to the development and will
intensify the experience of being in a pl ac e that is unique and sensitive to
the natural beauty of the site.
Height. The maximum height for all s tructures is 20'. Ground shall be
considered to be natural grade or final grade, whichever is the more restric-
tive. Roofs which have a pitch of 6 in 1 2 or greater will have their maximum
height point considered to be halfway between the ridgeline and the average
height of the eave. All roofs of l e ss th an a 6 in 12 pitch shall use the
ridgeline as the point for measuring maxi mum height. Flues and chimneys will
not be considered.
Roof :Forms and Materials. When roo f s project above the site's natural
ground cover, they should be softened. Roof forms should not terminate with a
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ridge at a vertical wall, but shall counter pitch from the ridge a minimum
distance of four feet.
Redwood and cedar shingles are material that blend well as they age with
the site.
The use of sod roofs is encouraged, but requires special study in methods
to obtain satisfactory results and to prevent costs in maintenance from becom-
ing a major project. Sod roofs should always tie back into the natural
terrain.
Metal roofs in colors that blend with the site are acceptable.
Tar and gravel roofs and other flat roofs are not allowed, except where
they comprise no more than 25% of the total roof area, and where the roof's
surface is not visible from neighboring properties.
Exterior Walls. The natural appearance of redwood or cedar boards seems
particularly appropriate. Stucco (or drivit/settef) in warm off-white colors
and native rock (not volcanic) should be expressive of mass rather than inf ill
panels, generally the heavier masonry exposure should be below and visually
supporting the lighter wood sheeting structural elements. Exposed concrete,
preferrably textured and tinted with a warm tan or brown additive, will require
specific approval of the board.
Plywood, wood shakes, metal, masonite and asbestos are examples of siding
that is not generally acceptable.
Colors on exterior surfaces must be shades of gray or brown, with earth-
tone tints. The majority of the surface must be left natural or stained using
a semi-transparent stain. Only accent and trims may use paint or opaque
stains.
Windows. When allowed by the Uniform Building Code, windows in building
walls parallel to and within 20 feet of one foot setbacks, shall be limited to
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a total of 12 square feet and no single window shall be larger than 6 square
feet net opening.
Metal window frames and screens are no t acceptable unless they are colored
to blend.
Foundations. Each site owner is responsible for o b taining his o wn site
specific soils investigation, and foundat i ons shall be designed by an architect
or professional engineer to be consistent with soil tests for this specific
site. Visually, exposed concrete and conc rete masonry foundations should be
stained or textured and will require spec i fic approval of the b oard. It is
preferred that exposed foundation walls b e faced with rocked or material con-
sistent with other exterior walls of the bu ilding.
Insulation. Full thermal insulation is recommended for e x terior walls,
roofs and crawl spaces of all build ings. A heat loss f actor o f 12 to 15 watts
per square foot is the recommended maximu m. This represents approximately R-30
for roofs and R-19 for walls. Door and wi ndow weatherstripping, thermal pane
glazing, operable window, fireplace dampe r s and external combustion air
intakes, door configuration that ensure t h e tightest s e als, and sol a r heating
systems should be utilized. It is intend e d that all homes built in the
Mitchell Creek Project be energy-efficient and/or solar and it will be required
that this be demonstrated before final ap p roval to build is given by the Design
Control Coirunittee.
Driveways. Consideration in locating driveways include: safety of access
to and from the main roads, ease of grade (a maximum grade of 12%), minimal
destruction of tree cover, minimal distur b ance of land surface (grading ).
Driveway surfaces on Lats 1 through 2 2 must be of hard surface and on Lats
23 through 29 must be of hard surface or g ravel.
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At least two parking spaces screened f rom the view of neig h boring proper-
ties are mandatory. Additional off-street parking spaces are highly desirable
to accommodate guests as overnight on-stre e t parking is not allowed.
Garage buildings are not a requirement if two screened parking spaces can
be accomplished otherwise. However, becau s e of the snow climate of the
Mitchell Creek Project, a garage is recomm e nded. Carports are not appropriate
to the climate and are not acceptable.
On several of the uphill access sites (Lots 16-20) it will be necessary to
drop the parking structure or screened parking spaces into the hill side in
order to maintain maximum grade.
Fencing. Fencing should generally be limited in use only for a r eas
requiring screening, such as service yards, clothes drying areas, garbage and
trash areas, campers, trucks, trailers, boats, pet runs and private yard
areas. It should be solid and compatible with the dwelling. All fences shall
be of wood construction, stained or oiled, but not painted. Generally,
property line fences are not desired, and they will not be permitted without
the prior written approval of the board.
Animals. The keeping of ordinary household pets shall be allowed. Other
animals or poultry may be kept only with the prior written permission of the
Design Control Corrunittee. Areas of outdoor animal keeping must be a p proved by
the Design -control committee. All animals shall be kept under strict control
at all times and shall be kept on a leash and on the lot owner's premises and
not be permitted to run at large.
The Home Owners Association may enforce this provision of this ordinance
by whatever means may be legally available to it. In lieu of, or in addition
to other remedies, the Home Owners Association may levy penalties against
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owners violating this ordinance as follows: First violation, fifty dollars
($50.00); second violation, one hundred dollars ($100.00); third violation and
subsequent violations, five hundred dollars ($500.00). These fines may be
levied as special assessments against the lot owner's property to be collected
and enforced in the same manner as other assessments made under the authority
of the Mitchell Creek Home Owners Association.
Dwelling House to be Constructed First. No garage or other outbuilding
shall be constructed on any residential lot until after commencement of con-
struction of the dwelling house on the same residential lot. All construction
and alteration work shall be prosecuted diligently, and each building, struc-
ture or improvement which is commenced on any resident i al lot shall be ent i rely
completed within eighteen (18) months after commencement of construc t ion.
Towers and Antennae. No towers or radio or television antennae higher
than the highest roof line of the dwelling house shall be erected on any
residential lot, and all such towers and antennae must be attached to the
dwelling house unless otherwise approved by the Design Control Committee in
writing.
Tanks. No elevated tanks of any kind shall be erected, placed or per-
mitted upon any residential lot unless otherwise approved by the Design Control
Committee in writing. Any tank used in connection with any dwelling house or
other structure on any residential lot, including tanks for storage of gas,
fuel oil, gasoline, oil, or water, shall be buried, or if located above ground
the location and screening shall be as determined by the Design Control Com-
mittee in writing.
Temporary Structures. No used or previously erected or temporary house,
structure, house trailer or non-permanent outbuilding shall ever be placed,
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erected, or allowed to remain on any residential lot, except during construc-
tion periods and except with written approval of the Design Control Committee,
no dwelling house shall be occupied in any manner prior to its completion.
Exterior Lighting. No exterior light whose direct source is visible from
a neighboring property or which produces e x cessive glare to pede strians or
vehicular traffic shall be installed. Indirect sources and horizontal cut-off
fixtures are recommended to reduce glare and provide general am b ient light.
Use of other than white or pale white exte r ior lights will require specific
approval of the board.
Wells. Wells and other domestic indep endent water systems are prohibited
in the Mitchell Creek Project.
Sewage Disposal Systems. Lots 23 through 29 are required to provide inde-
pendently engineered sewage systems. Desi g n and installation of these sy s tems
is subject to review by the County Enviro nm ental Health Departme nt. Location
of sewage systems must be indicated on the site plan.
Utilities. All secondary utility exte nsions (from trunk lines to indi-
vidual structures) must be underground. Locations of all utility mains wi l l be
provided. Connections and on-site lines must be indicated on the site plan.
Solar. The use of passive solar and/or energy-efficient designs are
encouraged for all structures in the Mitche ll Creek Pro j ect. Lots 1 through 22
have adequate solar access to consider use of solar gain, and the climate
allows a hig h return in costs invested when compared to many areas of the
country. Proper window location and size will allow for deep winter sun
penetration into the house. The winter sun is at an angle of 28 degrees on
December 21 at noon. Proper overhangs at south facing windows will eliminate
summer sun penetration into the house. The summer sun is at an angle of 74
degrees on June 21 at noon.
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When designing the plan for a residence, the following considerations for
room arrangement should be considered.
(1) The south side of the building is a good location for living, family
and dining rooms;
(2) Locate rooms used least on the north to form a buffer to winds and
co l d;
(3) Bathrooms and other "warm" rooms should be located toward the center
of the house;
(4) Cluster building spaces tightly to minimize the perime ter surface
area;
(5) Building entrances should be designed to minimize heat loss. Tight
door seals and/or air-lock door arrangements can prevent large a i r
exchanges and reduce heat loss due to infiltration.
The use of mass within a building is very important for the storage of
heat. Massive materials can be used most e ffectively to mo derate int erior tem-
peratures if placed within the structure rather than outside of the structure.
V. LANDSCAPE
In order to maintain the natural beauty of the Mitchell Creek Project
landscape, use of native plants and materials is strongly encouraged. The use
of exotic plants foreign to the area except those proven over time as viable
and appropriate (i.e., the lilac) is not permitted. Scale and overall design
should be such that one senses the vegetation was integrated with the natural
landscape rather than contrasting or imposing.
Building sites sloping in an excess of 25 percent shall be limited to a
maximum of 1,000 square feet of irrigated area and this area shall be contig-
uous to structures on the site.
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Planting outside of the defined irrigated areas shall be limited to native
species compatible to the immediate surrounding flat community (example: aspen
and spruce should not be introduced on sagebrush and grass hillsides outside of
the defined immediate irrigated area).
Irrigated landscape area should be defined from native vegetation areas by
timber, stone or edging elements.
The maximum grade for a cut or fill slope in severe circumstances shall be
1 1/2' horizontal to l' vertical. The preferred maximum slope for areas of cut
and fill where revegetation is necessary is 2' horizontal to l' vertical.
The maximum slope lengths of severe cut or fill shall be 20'.
Slope rounding creates a more natural appearing slope configuration and
promotes rapid revegetation at the fringe of disturbed areas. Do not use a
sharp "engineered" cut slope.
All topsoil should be salvaged from disturbed areas and respread prior to
revegetation. Where possible, existing sagebrush and grasses should be incor-
porated with stripped and respread topsoil.
The visible heighth of retaining walls should be limited to 6'. When
retaining walls are required in a heighth exceeding the maximum of 6', multiple
structures should be stepped back to create planting terraces.
Slopes to be revegetated with dry land species should be scarified, leav-
ing an irregular surface to promote the maximum moisture retention and to
create micro-environments more conducive to seed germination and plant growth.
Scarification equipment marks should run parallel with the slope contours.
Concentrations, snow melt and storm water runoff from impervious s1Hfaces
such as driveways, patios and roofs should be avoided. Patio surfaces such as
brick, flagstone or concrete pavers over a gravel and sand bed, will disperse
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run-off rather than concentrate it. Grave l driveways or g rass crete parking
areas will also minimize concentrated run-off and lesse n the p o s sibility of
localized erosion.
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--
I THE MITCHELL CR EEK PROJEC T ~ w
I STANDARD ROA D, SEWER ~
I AND WATER SPECIFICATIONS ........ u
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1.01
1.0 2
1.03
1.0 4
1. 05
1.06
1.07
ROAD CON STRU CTION
T ABLE OF CONT ENTS
Ge n eral ..................•.•.• ·• •. ·• ·• · •.••• •• • • • • • • • • • • • • • • 1
/\. E 11g i 1ll'l' 1·L·<l Jn<l Ap pr o ve d P l .qns • . • . • • • • • • • • • • • • • • • • • • • l
B . Li c en se s a n d P e rmit Re qu i r e d .•.•.•••••••••••.•.•••.• 1
C. In s p e c t ion ........•.•.•.•.•.•.•••••••••••••••••••••. 1
D . \~ar r an tv .1 nd Acc e ptan c e • . • . . . • . . . • • • • • • • • • • • • • • • • • • • 1
E . Sp e c if i c a t i o n s ......•.•...•.•...•••••••••••••••••••. 1
F . ll L i l i t y Tap s ······················•••••••••·•·•·•··· 1
C . N,111 -1\c{'cpta n c e Ro:1d Sign . • . . . • . • . • • • • • • • • • • • . • • • • • . • 1
Clea r in g <i n d \,rub b ing .•...•••.•.•.•.•.•••.•••••••••••• • •• •. ·
/\ .
B.
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D.
E.
SC <)\)e •.•.•.•.•.•.••••••••••••••••••••••••••••••.•••••
l.im it s of Wo r k Ar e a s .•••.....•••.•••••••••••••.•••••
C:1 e;:iri n g a nd Grubbing •.•••.•••.•••••••••••••••••••••
f)i ~l1l)S:t ·1 ......•...•. • ••••.•.•.• ,, •• •••• •••••• •• •••• •.
l\ L's t t ) r ~ 1 t i o 11 •••••••••••••••••••••••••••••••••••••••••
2 &3
2
2
2 &3
3
3
Ex ca vat io n n nd Em b a nkm e nt ...............•••••••••••••••••••. 3-1 6
/\ .
B.
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l.e n L' r:J l .............................................
. ......................................... .
l·:~l~C Ul i L1 l1 • , .•.•.••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •
3-6
6 &7
7-16
Pave ment l\;1s l' Co ur se ..•...•.•.•••.••••..•••••••••••••••••••• 16 &1 7
Asph a lt i c \\\V L'nl L~nt •.•.•••••••••••••••••••••••••••••••••••••• 17 &1 8
Cu lv e rt s & Und e r pass .•...•.•.•.•.•...•.•.•.•.•.•.•.•.•.•.•.• 18 -2 0
St a nd a r d S pec i fic a t ion s f o r Ex t e rior Lighting ...•...•.•...•. 2 0&21
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THE MITCHELL CREEK PROJECT
STANDARD SPECIFICATIONS FOR ROAD CONSTRUCTION
1.01 GENERAL
All road construction s h all b e do ne a ccording t o this specification.
The contractor shal l also adh e re t o the fo llow ing gener a l conditions:
A. ENGINEERED AND APP ROVED PLANS -Road construction shall be
accordance with engi n eered cons t ruction plans for the work,
under the dire c tion of a professional engineer and approved by
done in
prepared
the owner.
B. LICENSES AND PERMI TS REQUIRE D The contractor shall be
responsible for ob t aining any neces s ary l icenses and permit s and for
complying with any a p p licable federal, state, county and municipal laws ,
codes , and regulations in connection wi t h the prosecution of the work.
Johnson, Kunkel & As s ociates , Inc. cons ult i ng engineers, shall be notifi e d
24 hours before the planned construction is to c o mmence and a l s o b e fore
starting up whenever construction is delaye d for a ny reason.
c . INSPECTION -All work s hal l b e inspe cted by the engineer who
sha ll have the authority to halt construction when, in his opinion, the s e
specifications or standard constr u ction p r a ctices ar e not bei ng aohered
to. Whe never a ny portion of these spe cifications is violated, the
engineer, by written no t ic e, s hall o rd er f urthe r construction to ceas e
until all deficiencies are corre ct ed. I f deficiencie s are not corrected,
pe rf ormance shall b e r e quired o f the contractor's surety.
D. WARRANTY AND ACCEPTANCE -~h e contractor shall warrant all
work to b e free of defe c t s in workmanship or materials for a period o f one
year from the date of completi o n o f all constructio n. If work meets these
specifications, a lett e r o f ac ce ptance shall be given at the t ime of
completion. A final acceptance letter sha ll be given upon final
inspection at the end o f the warrant y p e riod provided the work still
complies with these specifications. In the event deficiencies are
discovered during the warranty p eriod, the y shall be correc ted by the
contractor before final acce p t a n c e. The determination of the necessity
d uring th e warrant y period for the co n tractor to repair or repl a ce the
work in whole or in part shall rest entirely with the owner whose decision
in the matter shall b e final a nd oblig a to r y u p on the contractor.
E. SPECIFI CATION S
etc.) mad e a portion o f these
and revision thereof.
-All s tandard specifications, (AASHO, ASTM,
s pe c ifi cat ions s hall be the la t e s t e d ition
F. Pri o r t o any r oad pa v ing, all u t ility taps must have been
provided to each l o t.
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1.02 CLEARING AND GRUBBING
A. SCO PE -'Ge neral Conditions', 'Sup plementary Cond i tions' and
'Div isio n 1-General Re quirements' form par t of s ec tion. Section covers
work necessary for remova l and satisfactor y disposal of all trees, bru sh ,
stumps, fences, debri s , and miscellaneous structures not covered under
other contract items, which ar e within work limits or otherwise indicated.
B. Limit s of Work Areas -Engineer will esta blish limits of areas to
be clear ed and grubbed, to be cleared but not grubbed , areas, ob jects or
features designated to remain undisturbed, and fences, structures, debris,
trees and brush to be cle ared where grubbing is not required. In gener al,
work areas shall include r oad sections, stream channels, ditches,
temporary approaches to b ridges, detours, fill and borrow areas, and othe r
are as specifically ind icated or specified, or as directed by Engineer.
Clearing beyond areas of cons tructio n shall be do ne only where indicated
or directed.
C. CLEARING AND GRUBBING
1.
2.
3.
4.
5.
6.
Trees within work limit which are
hazardous condition, shall be cleared
approved by Engineer .
dead or in a
and removed if
Contractor shall properly prune all branches of tr~es
less than 16 ft. above any part of a r oadway and all
bra nches which have been broken or injured during
constructio n. Fresh scars and wounds shall be painted
with a suitable tree wound dressing.
Whene ver trees are felled or trimmed on, or adjacent to
r oadways , or work areas, all wood shal l be immediately
removed from roadway or any area that would pr esent a
hazard to traffic.
No trees , tree trunks, stumps or other debris shall be
felled , sidecast or plac ed outside limits of work.
No grubbing will be r e quir ed beneath emban kment where
fini s hed grade will be four (4 ) feet or more above
original ground surface unless otherwise indicated.
Where trees are cleared and grubbing is no t requir e d,
tre e trunk sha ll be cut off not more than six (6)
inches above origi na l ground surface unless otherwise
approved . Exposed stumps n ot required to be removed
but which are wi th in 30 feet of edge of a pavement or
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o. DISPGSAL
are in a built-up area shall be chipped out to a depth
of not less than 6 inches below finish grade and holes
backfilled. This work sha ll be completed within one
week after start of work on t ree.
1. Except as otherwise indicated, all cleared and grubbed
materi a l shall be removed from contract site or
otherwise disposed of.
2 . Methods of disposal of wood, b rush and other
combustible materials:
a. Bur ning with County and local fire department
approval only.
b . Ch ipping -Wood may be reduced to chips by use of
an acceptable c hip ping mach ine or stump grinder.
Ch ips 1/2 inch maximum thickness . Chips
resulting therefrom may be disposed of by being
stockp ile d and used as mulch for plant ing, by
distribution on ground surface in wo oded areas
within work limits as approved b y Engineer, or by
disposal at a location off site.
c. Burying Tree trunks,
shall not be buried on
approval of Engineer.
stumps or other de bris
or off site without
E. RESTORATION
1. Aft er removal of tree st umps, miscellan eou s structures
and other embedded items, fill ho les with earth as
required to restore original ground elev ations and
contours. Fill material shall be obtaine d only from I borrow area s approved by Engineer .
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1.03 EXCAVATION AND EMBANKMENT
A. GENERAL
1. SCOPE
a)
b)
'Genera l Conditions', 'Supplementary Condit ions' and
Division !-'General Requirements ' form part of section.
Description -'rhi s work shall consist of excavation,
disposal, placement and compaction of all materi als
th a t are not provided for under another section of
these specificati o ns, and shall be executed in
conformance with paymen t 1 ines, grades, thickness and
typical sections specified in the contract doc uments.
1) Unclassified excava tion -Unclassified excavation
shall consist of the e xcavation and d isposal of all
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materials, of any description, encountered in the
course of construction, unless otherwise specified in
the contrac t.
2) &nb a nkm en t -The e mb a nkm e nt is defined as the
po r tion of a f ill section situated between the
embankment found~tion and the s u b grade surface,
ex c luding any ma te rial placed under another
section of these spec ifi cat ions.
3)
4)
5)
6)
&nbankment Fo undation The embankment
f ou nd ation is defined as he surface upon
which an em ba nkment is constructed after all
work required under 3 .9 has be en completed.
Subgr ade Surface -The s ubgrade
defined as the surface of the
section upon which the subbase or
base course i s placed.
sur face is
structure
aggregate
Subgrade Area -The subgrade area is defined
a s t hat portion of an earth embankment
situated above either of the following, but
excluding any material plac ed under anothe r
section of these spec i f ications:
a) A line located two feet below the
su bgr ade sur face and extended to the
intersection with the embankment side slope s
or,
b) The em ba nkment founda t ion, whichever is
higher . In cut section, the subgrade area is
not defined except wher e und ercut and
back f ill with a selec t material item is
specified or ordered. In such case s , the
payment lines f or undercut work s hall define
the subg rade are a . Where the subgrade
surface consists of and is underlain by a
r oc k e mbank me nt the subgrade ar ea is no t
defined.
&nbankment
side slope
Side Slope Area -The embankment
areas shall be defined as those
cross-sectional
situate d outside
and outward on
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are as o f an emba nkment
o f li n es projected downwa rd
a one on one slope from the
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I 2.
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edges of the subgrade surface to their
intersection with the e mbankment foundation,
but exc luding any portion lying within a
subgrade area.
7) Suit able Material A material whose
composition is satisfactory for use in
emb a nkment construction is designated as a
suitable material. The moisture content
has no bearing upon such designation. In
general, a ny mineral (inorganic) soil,
blasted o r bro ken rock and similar materials
of natural or manmade origin, including
mixtures thereof, are considered as suitable
materials. Determinations of whether a
spec ific material is a suitable material
shall be made by the Engineer on the above
basi s .
8) Unsuitabl e Material -Any material containing
vegetable or organic matter, such as muck,
peat, o r g anic silt, topsoil or sod , that is
not satisfactory for use in embankment
construction under 7 above is designated as
an unsuitable material. Certain man-made
deposits of indu st rial water , sludge or
landfill may also be determined to be
unsuitable materials.
9) Borrow Borrow is defined as material
required for ea rthwork construction in excess
of the qu a ntity of suitable material
availabl e from the requir ed grading, cuts a nd
excavations. Bo rrow may be necessary even
th o u g h not shown on the plans.
10) Furni s hing Water Equipment -Under this work
the contractor shall furnish al l equipment
for supplying and distributing water .
11) App lying Water Under thi s wor k , the
contractor s h a ll f urnish and s upply water for
dust control, for compaction purposes and for
such other purposes (not provided for in
other sections) as called f or on the plans,
in the itemized proposal or as directed by
the engineer.
REQUIREMENTS OF REGULATORY AGENCIES The
contractor
n eces sary
with any
municipal
connection
s hall be responsible for obtaining any
licenses and p ermits, and for complying
applicable federal, state , county and
laws, codes and regulations in
with pe rforming the work. He shall at
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B. MATERIALS
all times comply with said ordinances, laws and
regulations, and protect and indemnify the owner and
its officers and agents against any claim or liability
a ri s ing from o r based on the viola tion of any such
laws, ordinances o r regulations. All permits, license s
and inspection fe es necessary for prosecution and
completion of the work shall be secured and pa id for by
the c ontractor unle ss othe rwi se specified.
Materials tests and 1. 'I'ESTS AND CONTROL METHODS
control methods pertaining to the item requirements and
work of this section will be performed in c onforma nce
with the her e i n reference d specifications.
2 . SELECT SUITABL E MATERIALS REQUIREMENTS Selec t
suitable mat e rials covered by this section are
described and the basis for acceptance given in
the following subparagraphs . Accep t ance will
normally be b a sed on a visual inspect ion by the
engineer and a material approved if s ~tisfactory
for the inte nded use. Where the engineer elects
t o conduct tests, a material may be rej e cted if it
fails to meet the sta ted criteria.
a)
b )
c)
Se lect Subgrade shall
suitable ma terial having no
tha n six (6) inches in
Select Subgrade
consist of any
particles greater
greatest dimension.
Select Borrow and Select Fill -All materials
furnished under t~ese items sha ll be of the
port ion passing the fo ur (4) inch square
sieve, co ntain no more than 10 percent, by
wei ght, passing the No . 200 mesh sieve . For
und e rw ate r pl acement, mate r ial shall have no
pa rticles greater than three (3 ) feet in
gr e atest dimension .
Select Granular Fill -Materials furnished
for u se und er this item shall conform to the
following re qu irement s :
1) The 5 0 percent p assing s ize of the wh ole
mate rial s h al l be not greater than eight (8)
inc hes no r less than on e (1) inch.
2 ) The material shall be substantially fre e
of materi a l f iner th an the No. 10 sieve size.
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3.
4.
e)
f)
3) The material shall have a particle
composition providing adequate resistance to
weathering. Where the engineer elects to
test for this requirement, magne sium sulfate
soundne s s loss greater than 35 percent will
be cause for rejection.
Select Granular Subgrade Materials
furnished under this item shall have no
particle s greater than six (6) inches in
greatest dimension. Portion passing the four
(4) inch square sieve shall contain not less
than 30 percent, by weight, passing the 1/4
inch square sieve, not more than 50 percent
by weight, pass ing th e No. 40 mesh sieve and
not more than 15 percetn, by weight, passing
the No. 200 mesh sieve. We ll graded, blasted
rock may be us ed for this item. In this
case, the particles shall not exceed 12
inches in greatest dimension or 2/3 of the
loose lift thickness, whichever is less.
Select Stru ct ure Fill -The requirements for
materials furnished under this item shall be
the same as C, 'Select Granular Fill' above,
except that the particles shall not exceed 4
inches in greate st dimensions.
Water used for dust control or compaction purposes
may be obtained from any source.
'I'opsoil -Se l ected top so il at the site wi 11 be
designated by the engi nee r .
C. EXECU'rION
1. GENERAL -The c ont ractor shall re move all soil,
rock, and other material and utilize or dispose of
these materials as required by the plans and
specificaitons. All excavation and embankment
work shall be ex ecuted to cros s-sections
established by the engineer. At tention is
directed to the portion of the general conditions
r ela ting to 'Safe ty and Protection' regarding
cont ract or responsibilities in performing work of
this section.
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2 . DRAINAGE AND GRADING
a)
b)
The co ntr actor sh all provide and maintain
slopes, crowns and ditches on all excavation
and embankments to insure satisfactory
surfa ce drai nag e a t all times. All existing
culverts and drainage systems shall be
maintained in sa tisfactory operating
condit ion throughout the course of the work.
If it i s ne c essary to inter rupt existing
surface drainage, sewers or under-drainage,
then temporary drainage facilities shall be
provided until the permanent d rainage work is
complete . Top-of-slope interceptor ditches,
where s hown on the plans, shall be completed
before adjacent excavation operations are
begun. In earth cuts, the contractor shall
progress his excavatio n operations in such a
manner that the portion of the cut
immedi a tely adjace n t to the design slope at
least five feet lower than the general level
of the cut at all ti mes until the lower
payment is reached.
Where seepage cau ses instability of cu t
slopes , excavation and backfill shall be
per for med as o rdered by the engineer and paid
under appropriate items.
3 . ROCK EXCAVATION
a)
b )
c)
Rock ex cavation s hall consist of rock that
must be drilled and blasted in order to be
excavated and haul ed to th e embankment area.
Rock which i s rippable using a D-8 with
single-tooth hydraulic ripper will not be
incl uded under this classifica tion.
Finished r o ck s lopes shall be stable and free
from possible hazards o f falling rock or rock
slides that endanger public safety. If,
after proper s caling , such hazards still
exist, a determination of the cause will be
made by a geologic study and if it is
d e t e rmined that the hazards are the result of
poor workmanship or improper methods employed
by the contractor, he shall provide approved
remedial treatment, at no expe ns e to the
owner.
Contractor shal l adh e re to all regulations of
agencie s having jurisdiction over rock
drilling and blas ting work.
l) Frag me ntation Blasti ng Fragmentation
hol es , or portions thereof, sh a ll not be
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4.
5.
6.
drilled closer than four feet to the proposed
finished slope. Water gels and/or slurries
will not be permitted within 20 feet of the
finished slope. Fragmentation charges shall
be detonated by properly sequenc e d
millisecond d e lay electric blasting caps.
SUITABLE MATERIALS
a) When excavation is performed under the item
'Uncla s sified Excavation and Disposal' all
excavated suitable materials shall become the
contractor's property for disposal or use
under another item of these specifications.
b ) When excavation is performed under the
item 'Unc l as s i f ied Excavation and
Emba n kment', all suitable materials excavated
and paid f o r under this item shall be
e mployed for e mbankment construction unless a
surplus exists as per #8. Non-s u rplus
excavated s u itable materials may, with
permission of the engineer, be used for items
or purposes other than embankment
construction if the contractor fu rn ishes, at
no ad ditio nal cost to the owner, a quantity
of suitable materi a l having a compacted
volume equal to that which the excavated
mateial would have occupied in the
e mbankments.
UNSUITABLE MATERIALS With the exception of
materials designated for re-u s e under 'Top s oil',
all e xcavated unsuitable materials s hall be the
con trac tor's property for disposal as surplus
materials under the provisions of #8.
DISPOSAL OF SURPLUS EXCAVATED MATERIALS
a)
b)
Only unsuitable materials, or that portion of
suitable material excavation i n excess of
quantity required to construct all
embankments on project shall be considered as
surplus.
When the contractor h as surplus materials
that he wi shes to dispose of within limit of
work, the engineer will, wheneve r possible,
allow material to be used t o flatten
em ba nkment s ide slopes, or if th is is not
possible, allows deposition i n other
location s within the right-of -wa y as
designated and approve d by the engineer.
Where c om p l ete disposal of sur plus material s
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7.
cannot be acc o mmodated within limit of work,
exce s s shall become the contractor's property
for disposal off the project. All disposal
within right-of-way shall be subj ect to the
engineer's approval of final condition and
appe a rance, bu t is not subject to p rovisi ons
governi ng lift placement and compaction of
embankment contained in #10 and tl2.
EMBANKMENT FOUNDATION
a)
b)
c )
d)
After completion of work required under
Section 1.02-C , 'Clearing and Grubbing'
embankment foundation shall be prepared. Sod
and topsoil shall be removed where final
grade is 6 feet or less abov e existing ground
surface and in other areas designated in
plans or by the engineer. Unsuitable
materials other than sod and topsoil shall be
removed to depths shown in pla ns or as
dire c ted by the engineer . Underwa ter areas
shall be filled wi th 'Select Borrow or Select
Fill', B-2b , to two feet above water surface
at time of pl a cement.
Where embankments are to be constructed over
ground that will not adequa te ly support
embankment construction equi pment, an initial
layer of fill may be allowed to form a
working platform . The need, manner of
con s truction, and thicknes s of such a layer
shall be subject to approval of the engineer,
and layer will be permitted only where lack
of support is, as determined by the engineer,
not due to deficient ditching, grading or
drainage practices or where e mbankme nt could
be c o nstructed in approved manner by use of
diffe r ent equipment or p roc edures. Thickness
of u p t o 3 fe e t may be permi tted for such a
layer.
In locations where embankments are to be
constructed on hillsides or against existing
embankme nts with slopes steeper than l
(vertical) on 4 (horizontal), slopes shall be
benched. Benches shall be constructed as
shown on standard details 'Transverse
transition and benc hing and longitudinal
transition and benching'.
Where old pavement is encountered
f e et o f top of subbase course, it
thoroughly broken up or scarified.
10
within 2
shall be
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I 10.
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EMBANKMENTS
a) Embankment material shall not be placed on
frozen earth, nor shall frozen soils be
placed in any embankments. Embankment
material shall be placed and spread in lifts
(layers) of uniform thickness , then uniformly
compacted as specified under applicable
portions of #12 'Compaction'. During
embankment construction operations, earth
moving equipment shall be routed as evenly as
possible over entire width of embankments.
b) In a ny soil lift, particles with a dimension
in excess of two-thirds of loose lift
thicknes s are designated oversized
particles. In lifts of blasted or broken
rock, the limitation is three-quarters of
loose lift thickness. Maximum limits on lift
thickness are determine d in Section 12
'Compaction'. Embankments constructed from
rock excavation products shall be spread by
bladed equipment on each lift to minimize the
formation of large voids as work progresses.
Top lift of a ro ck fill shall be thoroughly
chinked.
c) Damage to any compacted lift at any time
during the c ourse of construction, such as
rutting under loads imposed by earth moving
equipment, shall be fully repaired by
contractor at his ow n expense prior to
placement of any overlying materials.
SUBGRADE AREA Where a subgrade area is defined
by 'Subgrade Area' the materials placed shall
conform to 2-a 'Select Subgrade'. Placement and
compaction of materials shall otherwise conform to
requirements of #10 and #12. Where longitudinal
or transverse change from cut to fill are
encountered in work, a subgrade transition section
shall be provided in confo rmance with standard
details 'Transverse transition and benching' and
'Longitudinal transition and benching' appended at
end of section .
COMPACTION
a) It shall be the contractor's responsibility
to properly place and compact all materials
in embankment section, and to correct any
deficiencies resulting from insufficient or
improper compaction of such materials
thro u g hout the contract period. The
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b)
contractor shall determi ne type, size and
weight of compactor best suited to work at
hand, select and co n trol lift (layer)
thickness , exert proper contro l over moisture
content of material, and other details
necessary to obtain satisfactory results.
During pr o gres s ion of work, the engineer will
i n s pect the co ntractor's operations a nd will
permit work to continue where:
1. Lift thickness is controlled and does not
exceed maximum allowed acc ording to equipment
c la ss ifica tions, or eight (8) inches,
whichever is less . Thinner l ifts and lighter
equipment
ne cessary
materials.
than
for
maximum allowed may be
satisfactory results on some
2. Not less than 95 percent of stand ar d
proctor maximum density as determined by
AASH'ID T99 Me thod B, is attained in any
portion of an embankme nt, or 95 percent in a
subgrade are a , or as specified for other
items with a percent maximum density
requirement.
3. Significant rutting under action of
compactor is not observed on final passes on
a li ft.
Wheneve r the c ontractor 's operations do not
conform to the above criteria, or
requirements contained in other s ubpar a graphs
of this art icle, the engineer will prohibi t
placement o f an overlyi ng lift until the
contractor takes effective corrective
action. Wh e n the engineer determines that
density t ests are n ecessary, the contractor
shall provide any assistance requested to
facilitate such tests. Such assistanc e shall
include, b ut will no t be limited to,
e xcavation and backfill of test pits and
holes. This work
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c)
d)
e)
f)
shall be considered to be incidental
construction.
Rutting of a compacted lift under action of
earthmoving equipment, shall not necessarily
be interrupted as due to faulty compaction or
mo isture control during compaction, but shall
be considered as constituting damage to a
compacted lift requiring full repair prior to
placing any overlying materials.
Selection of compaction equipment is the
c ontractor's responsibility, but shall be
subject to meeting approval by the engineer
with respect to the lift thickness allowed.
Any equipment not principally manufactured
for compaction purposes and equipment which
is not in proper working order in all
respects shall not be approved or used.
The engineer will also withhold approval of
any compactor for which the contractor cannot
furnish manufacturer's specifications
covering data not obviou s from a visual
inspection of equipment and necessary to
determine its classification.
Compaction equipment for confined areas. In
areas inaccessible to conventional
compactors, or where maneuvering space is
limited, impact rammers, plate or small drum
vibrators, or pneumatic buttonhead compaction
equipment may be used with layer thickness
not exceeding 6 inches before compaction.
Hand tampers shall not be permitted.
However, materials placed for subbase course
construction shal l have a maximum compacted
thickness of 6 inches. The engineer may
approve or reject any of the above described
mechanical de vices based upon results of
appropriate on-site field tests.
Moisture Control All fill and backfill
material to be compacted, sha l l be at a
moisture content for proper compaction of
that material using the compactor selected by
the contractor to perform the work. The
engineer shall be responsible for determining
the proper moisture content and controlling
it within proper limits as work is
progressed. When water must be added to a
material, it may be ad ded on lift or in
excavation or borrow pit. Water added on
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lift, however, shall be applied by use of any
approved water distributor. Distributors
must be approved and documented by the
engineer. Documentation by the engineer
shall b e adequate evidence of his approval.
Water added shall be thoroughly inc orporated
into the soil and manipulation shall be
provided wheneve r ne cessary to attain
uniformity of mois tu re distribution in the
soil. ~hen moisture content of a lift about
to be compacted exceeds required amount,
compaction shall be deferred until the layer
has dried back to required amount. Natural
drying may be accelerated by blending in a
dry material or manipulation along, to
increase the rate of evaporation . Increased
loose lift thicknesses caused by blending in
a dry material, however, may necessitate a
change in c ompaction equipment to meet
minimum provisions of subparagraph B of this
article.
1 1. FILL AND BACKFILL AT STRUCTURES, CULVERTS, PIPES,
CONDUITS AND DIRECT BU RIAL CABLES
a)
b)
Type of material to be used in be dd ing,
filling and ba c kfilling at structures,
culverts, pipes, conduit and direct burial
cable and payme nt lines therefore shall be in
conformance with details shown on plans or as
ordered by the engineer.
Fill or backfill ma terial at structures,
culverts and pipes sha ll be deposited in
horizontal layers not exceeding 6 inches in
thickness pr i or to compaction. Compaction of
each layer shall be as specified under #12
'Compaction' with a minimum of 95 percent of
standard pro ctor max im um density AASHTO 'r99,
Method B. When placing fill or back fil l
around culverts and pipes, layers shall be
deposited to progressively bury pipe or
culvert to equal dep ths on both sides. When
filling behind wall s and similar structures,
all mat e rial shall be placed and c ompacted in
front of walls prior to placing fill behind
walls to a higher elev ation. Limits to which
this subsection will apply shall be in
accordance with plans.
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c} Fill or backfill for conduit or cable placed
in a trench sh all be carefully placed in a
horizontai laye r to a depth of six inches
over top of conduit or cable. This layer of
material shall not be compacted, however,
remaining portion of trench shall be
backfilled in accordance with preceding
paragraph. Where cables or conduits are
placed and backfilled by a ma c hine in one
operation, above requirements for backfilling
do not apply.
12. BORROW
a}
b )
Ma nagement of a borrow, source and
acceptability of all borrow material shall be
s ubject to approval of the engineer at all
times. The contractor shall notify the
engineer at least ten (10) working days in
advance of opening any borrow area, and
request approval of the source under pay item
involved. Test pits required by the engineer
to evaluate acceptability and limits of
so urce shall be provided by the contractor at
his own expense. Concurrent removal of
material for more than one pay item from a
single source or pit shall be prohibited
except with written permiss ion of, and under
such conditions and restrictions as may be
imposed by the engineer. All borrow pits
shall b e stripped of sod, topsoil and
vegetable matter well in advance of any
working fac e according to Section 8-c.
Minimum distance by which stripping shall
le ad excavation for a given source sha ll be
es tabli s hed b y the engineer to suit local
conditions.
under direct
Where a borrow source is
con trol of the contractor
not
or
where specia l conditions exist, the engineer
may waive a ny of above r eq uirements and
est ab lish alternative provisions for control
and acceptability of borrow.
Ordinary borrow will be accepted for use
where material qualifies under definition of
suitable material (Ab7). Borrow of select
qranular materials enumerated in 82 shall be
a ccepted subject to meeting additional
provisions contained therein. All borrow,
whether ordinary borrow or select borrow,
placed within limits of embankments or
s ubgrade area sha ll be placed in conformance
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13 .
14.
with #10 or #11 respectively, as appropriate,
or wh ere used for fill or backfill at
structures, culverts, and p i pes, in
conformance with #13.
TRIMMING SECTIONS All graded earth surfaces
shall be smoothed and trimmed in reasona bly close
conformity (plus or minus 3 inches) of true
gr ade. After trimming, area shall be left in a
compact and satisfactory condition, ready for
to psoili ng, seeding or sodding, free of large
stones or other objec tion able materials.
After rough g rading is completed and approved by
the engineer , spread topsoil on areas indicated to
receive topsoil to depth shown on plans, with
surface elevations not less than those indicated.
Surfaces of topsoi l shall be neat and smooth.
Individual soil lumps shall not exc eed 3-inch
diameter in the top 3 inches.
1. 04 PAVEMENT BASE COURSE
All gravel base course shal l be quarry waste, crushed rock , or gravel
of such character that it will compact and thoroughly cement under
watering and rolling , to make a hard bonded base. It shall be free from
excess of flat elongated particles.
When tested by a labora tory sieve, the gravel base course shall meet
the following requir ements by weig ht :
Sieve Size
1-1/2"
l"
3/4"
No. 4
No. 10
No. 40
No. 200
CUbe Compressi on
L.A. Abraison
Liquid Limit
Plastic Index
Per Cent Passing 40 Mes h
Per Cent Passing
90-100
65-90
50-65
30-50
20-30
15-20
5-15
200 min.
50 max.
25 max .
6 max.
60 max.
All base course material shall be compacted in layers n o t to exceed
six (6) inches in t h ickness. The compacted thickness to be a minimum oE
six (6) inches.
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Immediat e l y foll o wing the final spreading and smoothing, all
mat e rials, placed shall be compacted by wate ring and rolling . Rolling
shall be with a pneuma ti c roller, a n d sh all co ntinue u ntil a density equa l
to 95 percent of the density determ ined by the S t a ndard P roctor Met hod is
obtained. Any irregula rit ies or depressions that develop while compacting
shall b e cor r ected by addi n g or r emoving material u ntil the surface is
smooth and uniform a n d to the desir ed g ra de , within 0.10 feet except that
thi s tolerance shall not permit low areas wi th r esult ing ponding of
runoff.
Any repairing fou n d necessa ry for the comp letion of work in place
shall be consid e r e d a part of th e work and incl ud e d in the cont ract price .
1.05 ASPHALTIC PA VEMENT
This item shall consist of a we aring co urse compose d of mine ral
agg reg a te and bit um inous material mixe d in a ce ntral mi x ing plant and
construc t ed on t he existing prepared ba se , in accorda nce with the se
specifications and in confo rmit y with the l ines and g rades a n d c ompacted
thickness as shown o n the p l ans and as approved by the enginee r .
Th e mine ral aggr egate s hall consist of crus hed slag or crushed gravel
compos ed of har d durable fragme n ts having inc orpora te d in i t limesto ne
dust iron o xide, or other binding mater i al in su ch proport i ons that t he
whole will be homogeno u s mate r ial. The po rt ion s of the materia l retain ed
on a No. 4 sieve shall be known as a fine aggregate . Whe n prod u ced from
gravel, not l ess than 60 percent by weight of coarse aggregate particles
shall be par ti cles ha ving at least one frac ture d face.
The mi neral aggregate s hall be
when tes ted by means of l abo rat ory
conform to the following limit s :
Standard Sieve Size
3 /4 "
No. 4
No . 8
No. 50
No . 200
Liquid Limi t
Pla s ticity Index
well grade d from c oar se to fin e and
sieves with square openings shall
Percen t Passing by Weight
100
50-65
36-48
20-35
3-10
25 max.
6 max.
Coarse agg r egate shall be clean , f r ee from d i s integ rated stone ,
vegeta ble matter and other deleterious s u bs t ances and shall show lo ss of
not more than 50 pe rc e nt whe n t es t ed in accorda n ce with AASHTO T-96-46 ,
AS 'IM c-131.
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The b ituminou s mate ria l shall be the prop er grade of p e netr a tion
asphalt cement to give the best results f or the mix used and s hall meet
the approval of the e ngineer. A cer tificate shall be furnished to the
engineer by the producer stating t hat the bituminous material used MEETS
requirements of the l a te st revision of the ASTM for the grade use d .
The percentage of bi tumi n ou s
aggregate shal l be 5 perce nt to
aggregate.
material
8 percent
by weight
of the
to be added t o the
wei ght of the dry
The mixture shall be transported from the mixing plant t o the point of
use in vehicles having tight bodies p r e viously cleaned of all foreign
materials. The plant mixture shall be de live red to the job site at a
temperature of not le s s tha n 225 degrees F.
Equipment for spreading t h e mixt ure shall consist of a self-powered
spreading and finishing machi ne operated in such a manner th at the
required thickness wi ll be produced uniformly, segregation of material
will be avoided, a nd the finishing surfaces will comply with the
requirements fo r smoothness. Necessary small tools, rakes, shove l s,
lutes , etc. shal l be pro vi ded to c orrec t any irregularit ie s that may occur
in placing the course.
While still wa rm, the su rfac e cou rse mixture shall be thoroughly and
uniformly compressed by a powe r-dri v e n roller. Rolling shall overlap on
successive trips by at least one-ha lf the width of the rol l er until all
roller marks are iro n ed out and the wearing surfac e s hall have a den sity
of a voidless mixtur e compo sed of the same mat erials in the like
proportions.
The motion of the r oller s h all be at a ll times slow eno ugh to avoid
displacements of th e mixture , and any displaceme nt shall be at o nc e
corrected by use o f rak es and fresh mixture wh en required. In all places
not accessible to the r o ll er , the mixture shall be compacted b y hand
tamper as approved by t he e ngineer .
Hand tamp ers shall weigh no t less th a n 2 5 pounds and s hall have a
tamp i ng face s urfa ce ar e a of not mo re th an 50 square inc hes. The surface
of the mixture after comp r es s ion s h a l l be smooth and true to fhe
established lines a nd grades , a n d s h all slope unif o rmly from high points
to low points wit ho ut i r regulari tie s which will act to hold surface
drai nage in poo l s .
1.06 CULVERTS & UNDERPASS
All culverts shall meet t h e requirements o n plans and those of AASHO
M36 for corrugated steel pipe and AASH'l{) Ml96 for aluminu1n pipe.
Underpass structure shall be e ither steel structur a l plate conforming
to AA SH'l{) Ml67 .109 in thicknes s or aluminum alloy st ructural plate
co nforming to AASH 'ID M219 of .100 minimum thickness.
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Trenches shall be exc avated t o a width s uffic ient to allow for proper
jointing of the c onduit and t ho rou g h comp act ion of the bedding and
backfill material und er and around the conduit. Where feasible, trench
walls shall be v ertical.
The completed trench bottom shal l be firm for its full length and
width. In the c ase of cross drains, the trench s hal l have a minimum
longit udina l camber of one perce nt of the length of the pipe. Camber ma y
be increased to suit height of fill and supporting soil.
When pipe conduits are to be insta lled in new embankments, the
embankment shall fir st be constructed to the required height a s shown on
the plan s, a nd for distance each side of the cond uit location of not less
than 5 times the d iame ter of t he c onduit, after which the trenc h sha ll be
excavated and the conduit installed.
Placing of the co nduit shall begi n at the downstream end o f the
conduit line. The lower seg ment of the conduit sh all be in c ontact with
the prepared bedding throughout its f u ll length.
Outside circumf e rent ia l laps of flexible co nd u its shall be placed
facing upstream. Flexibl e conduit shall b e placed with longitud inal laps
or seams at the side s.
Met a l conduits shall be firmly joined by coupling ba n ds . Where
existing metal co n duits are to be e xtende d , d amage d e nds sh all be cut off
or repaired in an approved manner. All ends requ iring extensions s hal l be
cleaned within the area necessary for proper installation of connecting
b ands.
When spec ial joint tr eatment is ca l led for o n the plans, the joint s
shall b e made u si ng a sealing compound wit h the connec ting bands.
Afte r the conduit or section of conduit is installed it sha ll be
inspected before any backfill is placed . An y condu it fo und to be damaged
shall be replaced , and co n d uit foun d to be out of alignment o r undu ly
settled shall be taken up a nd r elaid. The trench sh all then be
backfilled.
Special care will be requ i red when backfilling around conduit to bring
the back fi ll materials up o n both sides of t he pipe, even ly and
simultaneo u s l y .
Unless otherwi se indicated, all beddi ng and p ipe zone material and
b a ckfi ll shall be select excavated material. Se lecte d exca vated ma terial
shall b e free of wo od a nd o ther for e i gn mate r ials . Ma xi mum material size
shall be 2 inch es . Whe r e indica t ed , o r wh e n the engineer determines
insufficient o r un sui table mate rial exists a t tre nch side, im por t and
placed i mpo rted pipe bed ding a nd imported p i pe zon e materi a l.
Pipe zone is defined as ful l width of excavated trench, from bo ttom of
pipe to a point 10 inches abo ve top o ut side surface of pipe barre l.
1 9
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Backfill pipe zone from bottom to horizontal center l ine of culvert by
hand placing material around pipe in 6 inch layers and t horoughly
compacting with approved tamping sticks supplemented by 'walking in' and
'slici ng' with a shovel . Use s pecial care to insure firm s upport is
o btai ned to prevent mov ement of pipe during fi nal backfilling. Backfill
and compact remainder of pipe z o ne in similar manner.
Pipe conduits shall be protected with at lea st four feet of cover
before heavy construct ion equipment will be permitted to pass over them
during co nstruction operations . Part of this cover may have to be removed
to permit the completion of the pavement structure. In this event, the
removal and disposal of this cover materi a l will not be measur ed a nd paid
for separately but shall be included in the work.
Alternative materials may be approved by
concrete sections. After review of materials
either pedestrian or drainage structures .
STANDARD SPECIFICATIONS FOR EX'rERIO.k LIGHTING
1. 01 GENERAL
the Engineer , i.e. precas t
and installation methods for
A. The contractor shall coordinate this portion of the work with
that of the utility company and furnish all other data pertinent to the
service requirements.
B. All installation shall be in accordance with these
the National Elec tric Co de prese ntly in effect and as to
utility plan or as staked by the engineer .
specifications,
location on the
c. The service shall be 120 volt 1 phase 2 wire 60 hertz as
supplied by the loca l utility company.
1. 0 2 MATERIALS
A. POLES -Wooden poles shall be a minimum of 4-3/4" in diameter
at the top extending to a minimum of 5 feet into the ground . Lights are
to be located 25' above the ground. All po les to meet minimum utili ty
company standards as to grade a nd preservative.
B. BRACKET ARMS Bracket
with 2" pipe diameter dS manufactured
equal quality.
arms to be 6' cantileve r ed aluminum
by Ge neral Electric. or of approved
c. LUMINAI RES Furnish and install mercury vapor, photo cell
control weatherproof luminaires for u s e with poles and b rackets as
specified above. Provide delux white mercury vapor lamps of quality equal
to General Electric M-250R Luminaires. Lamps shall be 175 watt mercury
vapor .
20
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D. TRANSFORMER BALLAST Provide constant wattage transformer
ballast wi t h indicated voltage r a ting as requi r ed above, suitable for -20
d e grees F . temperature st a r ting and for installation integral with
l u minaire housing .
21
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1.01
1.02
1.03
STAND ARD SEWER SPECIFI CATI ONS
TA BLE OF CONTE NT S
1 &2
A . En g .i1 H.'L 'r l'J & Ap p rove d P l an s .....•.•.•.••••••••••••••• 1
B. Li ccnSL':-i a nd P ermi ts Re q u i r e d ....•.•••••••••••••••••• 1
Gen e r al
......................................................
C. I nspec ti o n •...........•.•.......•.••••••••••••••••••• 1
D . I~ ;:i r ran t y & Acce pt <i nc e . • . • . • . • . . . . . . . • • • • • • • • • • • • • • • • • 1
E . Spc c ific;it i o n s ......•.•.•.........•.••••••••••••••••• 1
F. Product ll ;-i ndl i ng ...•...•.•.......•.•••••••••••••••••. 2
G • Ma i n t c n ;-in c e o f T r a f [ i c . . . • . . . • . . . . . • • • • • • • • • • • • • • • • • • 2
Mater ia l s .......................•.........•.•••••••••••••••.• 2-6
2
1.
2 .
3 .
4.
5 .
6 .
7.
8 .
9 .
10 .
11.
Sew L' r M.: l i n s •.....•.•.•.•.•.•.•.•.•••••••••••• • • • • • • • •
Undcrdrai.n Pipe .....................•.•••.•••.•.•.•.•
Service l,ines ......................•...•...•••. • • • • • •
P 1 ugs ................................................ .
SC\.Jl 'r ~\~11 1\1 c.)l ~s .•.•.•.•••••.•••.••••••• , ••••••••••••••
Sc a 1 ants fo r Ma n h o 1 es •...•.......•••••••• ·• ••.••••••••
Pi p e Be dd in g a n d Pipe Zo n e Materi a l ................ ..
Un de r d r a i.n Be ddi n g Ma t er i al ....................... • ••
F ound:lt io n St a b il i z at io n Ma t e r ia l ••••••••••••••••••••
I mport c d Soll ..........••...•.•...•••••••••••••••• • • •
Co n c r c) t c . . . • . . . . . • . . . • ! • • • • • • • • • • • • • • • • • • • • • • • • • • •• • •
3
3&4
4
4 &5
5
5
6
6
6
6
I n sta ll a ti o n ...................•.......•.•.•••••••••.•.•••••. 6-19
6
6-10
10
1 0 &11
11-13
13
1.
2 .
J .
4 .
5 .
6 .
7 .
8 .
9 .
1 0.
11.
12 .
Li n e a 11d Gr ade ......................•.•...•.......•.
T rench Exc.J.va t i o n ...................•.•.•.•.•.•.•••.
Pr cp.1r ;-it ion o f Trc~n c h .•...........•.•••••••••••••••.
U 11 l l c r <l r ~1 1 11 ••••••••••••••••••••••••••••••••••••••••••
Scwl'r P i.pc lnst a 1la t io n .•.•.•.•.•••••••••••••••••••.
Co 11nL'l't ions t o Exist ing Ma n h o l es •.•.•••••.••••••••••
Cn 11 s tru c t i on o f Ma nho l es & C lea n ou t s ••••••••••••••.
•~y es & Ris e r s for Servi ce Conn ec t ions •••.•...•.•.•.•
Backfillin g T r ench ..•...•.•.....•.•...•.•.•.•.•.•...
Conn ec t io n to Exi s tin g Se rvi ce S y st em .•.......•...•.
I n spe c t i o n & Accepta n ce Tes t s .....•.•...•.•.•.•.•...
Sanitary Sewer S ervice Li n es ..........................
13&14
14
14&15
16
1 6 -19
19
19
1.04 Res t oratill ll :111d C ll•an-Up
....................................
1.0 5 Air Tes t 1·:1\)Ic ............................•••••••••••••••••• 2 0
_., ......... --·--.
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THE MITCHELL CREEK PROJECT
STANDARD SE\~ER SPECIFICATIONS
1. 01 GENERAL
All sewer line construction, f ifteen inches in diameter a nd smaller
pipe, shall be don e according to this specification.
The contractor shall also adhere to the following ge n eral condit i ons:
A. ENGINEERED AND APPROVEL> PLANS -Sewer construction sha ll be
accordance with engineered con str uction plans for t he work ,
under the di r ection of a professional engineer and approved by
done in
prepared
the owner.
B. LICENSES AND PERMITS REQUIRED The contractor s hall be
responsible fo r obtaining a ny necessary licenses and permits and for
comp lying with any applicable fede ral, sta t e, county and muni c ipal laws ,
codes and regulations in co nn ectio n with the prosecution of t he wor k.
Joh nson,
24 hours
starting
Kunkel & Associates, Inc. consulting eng ineers shall b e notified
before the planned construction is to commence and also before
up whenever construction is delayed for any reason.
C. INSPECTION -All work shall be in spec ted by the engineer who
shall have the authority to halt construction when, in his opinion , these
specifications or standard construction practices are not being adhered
to. Whenever any por tion of thes e spec i f i cat ion s is violated , the
engineer, by written notice , shall order further construction to cease
until all defici e n c ies are corrected. If def ici e ncies are not correcte d ,
performance shall be requir ed of the contractor 's surety.
D. WARRANTY AND l\CCEPTANCE The contractor shall warrant all
wor k to be free of defects in workmanship or mater i als for a period of one
y ear fro m th e date of completion of a ll construction. If work meets the se
specifications, a letter of acceptance s hall be give n at the time of
complet i on . A final acceptance letter s h all be given upon fi n a l
in spec ti on at the end o f the warranty period provided the work still
complies with these specifications. In the event defic i encies are
discovered d uring the '"arranty period , they shall be corrected by the
contractor before final acceptance . The determination of the necessity
during the warranty period for the contractor to repair or replace the
work in whole or in par t shall rest entirely with the owner whose decision
i n the matter shall be final and obligatory upon the contracto r .
E. SPECIFICA'l'IONS All sta nd ard spe c if ications, (ACI, ASTM,
Aw WA, ect.) made a portion of the se specifica ti ons by reference shall be
the latest ~dition and revision thereof.
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F . Pl{ODUC'I' HANDLING
G.
1.
2 .
Any chipped or broken areas , cracks, embedrnent of
f ore ign ma t e r ials or other mechanical damage to pipe
ma t e ri al shal l be s uff ic i e n t caus e for r e jection of
that p iec e of pipe . Defec ts s hall be marked so as n o t
t o d isfigure r ejected pi pe. Rej ecte d p ipe shall be
removed from job si t e wit hin 24 hour s.
All pipe , fitting s , a n d spec i als s hall be h andled in a
manner which will prevent breakag e or other damag e and
whi ch will in su r e d elivery and in s tallation in a so und
and accep ta b le co n d ition. Special care shall be tak e n
to protec t plas ti c o n s p i go t ends of clay pipe fro m any
contact with ear th.
MAIN'rENANCE OF TRAFFIC An atte mpt shall be made to
maintain traffic on all roadways. Temporary detours may be
us ed p r ov i ded that they are well mark ed a n d easy to foll o w.
~a rni ng sig ns, ba rricades , de tour sign s , and fl ag men shall
be used . Fl are s, ba rricad es and warning lights sha ll be
pro pe rly p l aced at ni gh t along the open excavation or
equi pme nt l ef t i n the r oad way.
1. 02 MAT ERIA LS
1. SEWER MA INS
Following are the approved materials for s e wer mains:
A. Vitrified Cl a y Pipe -No t permitted .
B.
c .
Cast Iro n Pi p e -Cas t iro n pipe sha ll c o nf orm to ANS I
A21. 6 or A21. 8. ,Joints in cast iron p ipe s hall be of
p u sho n type confo rming to ANSI A2 1. ll. Joints b etween
cas t-iron pipe and vit r ifi e d c lay or other pipe shall
be watert i gh t and s tructurally strong, wit h a smooth ,
co n tinuous invert.
Po lyvinyl Chlo ri de (PVC) Pipe -PVC
fitti n gs shall co nform to ASTM. 0 1784
SDR 35 with pushon j o int s utilizing
Pi p e l ength shall be n ot grea ter than
sewer pipe and
and ASTM 03034,
rub be r gasket s.
12. 5 feet.
D. Co ncret e Pipe Non-Re in fo r c e d -Not permitted.
E . Co n cre t e Pipe, Rei nfor ced -Not permitted .
F. ABS Pipe -Not Permitted .
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2. UNDERDRAIN PI P E
Un de rdrain pipe s hall be provided with joints which prevent any
shif ting or misalignment of line. Suitable fittings shall be provided
which will allow construction of clean-out s a nd bends at manholes.
Following alternate materials may b e used :
3.
A.
B.
c.
D.
E.
F.
G.
Corrugated Steel Pipe f or Underdrains -This pipe shall
c onform to the requir e me nts of AASHTO M36, Type II I.
Bituminous Coa ted Corru g ated S teel Pipe for Underdrains
Th is pipe shall conform to requirements of AASHTO
M36, •rype III for specified diameters. Pipe shall be
coa t ed wit h b ituminous ma teri al t o me et requirements of
AASHTO Ml90 , Type 'A' coating, exce p t that mi nimum
coating thickne ss sha ll be 0.03 inch. Coupling bands
s hall b e fully coa ted. Specif ied minimum diameter of
per forations sha ll apply after coating.
Corrugated Alumi n um Pipe for Underdrai n s This pipe
s hall c o n fo rm t o r eq uirements of AAS HTO Ml97.
Pe rforated Concrete Pipe -Thi s p ipe shall co nform to
requirements of AASH'l\) Ml75 fo r specified diameters a nd
st r e ng th classes .
Pe r for ated Asbestos Ce ment Pipe
co nfor m to requirement s o f AAS HTO
d iameters.
Th is pipe shall
Ml89 for specified
Plastic Pipe for Underdra ins -Polyethylene pipe (PE)
shall conform to requirement s of AS1M 02104 when size,
type and sc hedule or ser i es are desig nated or ASTM
02239 when size a nd press ure r a tings are designated.
Poly vinyl Chloride p i pe (PVC) shall conform to
re•::iuirements of AS'IM 01785 wh en , size and schedule are
d esig nat ed or ASTM 02241 whe n size and p ressure ratings
a r e designated .
Vi t rified Clay Pipe conforming with ASTM C200,
non-perforated , with a minimum of three se lf-c e ntering
lugs provided in the bells.
H. Perforated, Ga lvan iz ed, Corrugated Steel pipe
conforming with AASH'ID M36 , 16 gage over 8 inch
di a mete r a n d 18 gage 6 inc h d iameter and under. All
corrugated steel pipe shall be fully coated with an
as p h al t protective c oat ing with perforations shop
clea n ed after coating. Coating shall conform to AASH'ID
spec ification Ml90-70.
SERVICE LINES
Follo wi ng are approved material s for sewer ser vi ce lines:
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4.
A.
B .
Vitrifierl Clay Pipe -Not Permitted.
Plastic Pipe -Polyvinyl Chloride (PVC) pipe conforming
to ASTI1 01748 and ASTI1 D3 034 SDR35 may be installed for
sewer service line s . Minimum wall thickness shall be
3 /16 inch unle ss otherwise approved. Joints a re t o be
push o n type rubber gasket joints. A compression stop
as recommended by manufacturer shall be provided to
seal end of joint of dead-end stubs.
PLUGS A compression stop as
to
recommended by pipe
seal end joint of wye manufactur e r shall be p rovided
connections and dead-end s tubs.
5. SEwER MANHOLES
A.
B.
c.
Manhole Mate ri als -Manholes shall be constructed of
p recast-concrete. Founda tions shall be of concrete
cast-in-place conforming to ASTM C94, Alternate 2.
Compressive strength for manhole bases shall not be
less than 3,000 psi at 28 days . Maximum size of
aggr e gate shall be 1-1/2 inch. Slump shall be between
2 and 4 inches. Inverts shall conform to details shown
on standard drawings. Concrete precast reinforc ed
ri se rs and tops s hall conform to ASTM C478 except wall
thi c hness e s may be either Wall 'A' or Wall 'B' as
de scr ibed in ASTM C76 .
Precast rings shal l be used for leveling manhole cover
rings. Brick shal l no t be permitted.
When dep th of cover is less than five
standard flat re inforced slab c overs shall
(5) feet,
be used in
lieu of co n es . Said c o vers sha ll
inch thick , reinforced and shall
dimensions of s tanda rd section which
pl ac ed .
be a minimum of 8
conform to out er
they are to be
Steps for manholes sha ll be made of an aluminum alloy
conforming to federal specification QQ-A-300/8 or
approved equ a l. S te ps sha ll incorporate two nonskid
grooves and mu s t, without permanent de formation, carry
a load of 1000 pounds when projected 6 inches from
wall, and 1500 pounds when pr o jected 4 inches from
wa ll.
Cast Iron Cast ings -All cast iron manhole rings and
covers and other iro n castings shall be mad e of tough
g ray pig iron conforming to AS'I'M A48 . Castings sha ll
be hot d ipped in asphalt varnish. Castings shall
conform to details shown on the standard drawings
unl ess o therwi se approved by engineer. Cast iron
ma nhole rings and covers shall be 'Denver Heavy
Pattern' and sha ll have a combined weight of not le ss
than 400 pounds . All metal bearing su rfaces between
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the ring a n d cover shall be machined or fabricated to
insure good seating . Manhole lids shall b e provided
with non-slip patter n in surface which lies f lush with
the elevation of the ring and be marked sewer .
Precast Base Section s and Bases At option of
contractor p re cas t base sections or ma nhol e bases may
be used prov ided all details of construction are
a pp roved by eng ineer . Base sections shall be 6 inches
thick with No . 4 reinfor c ing bars , 8-inch cent ers , both
di r ections in ce nter of s lab. Tie reinforcing steel t o
wall steel.
6 . SEALANTS FOR MANHOLES
7.
A. Mortar for manholes shall be mixed in the following
propor t ions by volume , l part por tland cement (masonry
cement may be substituted for portland cement}, 1/2
part hydrated lime a nd 3 to 4 parts sand. Cement, lime
and sand s hall be thoroug hly mixed dry and only enough
water added to form a mortar of proper consistency.
Mortar sha ll be used wit h in one hour af ter mixing with
no retempering permitted . Mor tar that h as taken a
par t ial set shall n ot be used.
B . Pla stic gasket joints, such as man u factured by K. T .
Snyde r Compa ny , Inc . under trade name Rub-r-nek , or
e~ual, shal l be used . Plastic gaske t joi nts shall meet
or exceed all requirements of fede r al specific a tions
SS -S-00210 . Plastic gasket joints at ma nholes are to
be "Rub' r-nek " by K. T. Snyder Co., "Kent Seal No. 2 "
by Hamilton-Kent Manufacturi n g Co ., GS #4 , #44 or #79
by General Sealants, Inc. "Ram-nek" or approved equal
is no longe r accep t able.
PIPE BEDD I NG AND PIPE ZONE MATERIAL
A.
B.
Select Pipe Zo ne Materi al -Not permitted.
Imported Zone Material: When orde red by engineer o r
shown by plans , g ranular mate ri al for sewer pipe
beddi ng a nd/or pipe zone backfill shal l be imported ,
consisting of c ru shed rock with a maximum size of 3/4
inch , uniformly graded from coarse to fi n e . Clean
bleach , p it -run , or reject crusher-ru n sand may be
subst ituted for gravel in trenc hes with no grou ndwat er
in ~ipe zo ne. Submit sampl es to engineer for approva l.
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8. UNDERDRAIN BE DDING MATERIAL
Bedd ing for underdrain pipe or for gravel underdrain
without pipe shall be composed of gravel well graded in size
range from 1 /4 inch minimum to 1-1/2 inch maximum. Washed
g ravel sha ll be furnished when material pa ss ing the No. 4
screen exceeds 5 per ce nt.
9. FOU NDATION STABILIZATION MATE RI AL
Foundation stabilization shall be 2-1/2 inch minus crushed
rock, with rea sonab ly uniform gradation from coarse to fine,
and free from excessive dirt or other organic material .
10 . IMP0RTED TOPSOIL
Imported topsoil shall be suitable sandy loam from an
approved so urce , which possesses friability and a h igh
degree of fertil i ty . It shall be free of clods, roots,
gravel, and other inert material. It shall be free of
quackgrass, horsetail and other noxious vegetation and
seed . Should such regenerative material be presen t in the
soil , the contractor shall r e move, at his expense , all such
g r owth, both surface and root, which may appear in imported
topsoil within one year following acceptance of the job in a
manner satisfactory to owner.
11. CONCR E TE
A. Con crete for enc ase ments shall co nform to AS'IM C94,
Alternate 3, providing a 28 day compr ess ive strength of
2500 psi.
1.03 INSTALLATI ON
1.
2.
LINE AND GRADE
A. Sa nitary sewers and appurtenances sh all be constructed
to line and grade as s hown on plans. Do not deviate
f rom line more than 1/2 inch and from grad e more than
1/4 inch . Constru c tion stakes shall be placed by
survey crews under direction of engineer .
B. When sewer line construction is within an
contractor shall keep his construc t ion
confined t o construction easement.
easeme n t ,
activities
TRENCH EXC AVATION
A. General -Contractor s hall be aware of and comply with
requirements of Industrial Co mmissi on of Colorado prior
to construction. Trench exca va tio n shall be classified
a s ei ther common exca vatio n or roc k excavation and
sha ll include what~ver mat erials are encount er ed to
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depths as shown o r di rected by engineer. All public
and private prope rty s uch as irrigation ditches,
fe n ces, driveways, roadwa y s, buildings, underground
private s ew er lines, water, telephone, a nd other
utilities, power and pho n e poles, trees and any
existing item s of value shall be protect e d during
construction. All damages to the same shall be
r e paired o r p a id for by t he Cont rac tor. It shall be
the contractor's responsibility to verify the location
of a ll u nderground and a b oveground utilities.
Common Exc av a tio n -Common exc avation is defined as the
removal of all material which is not classified as rock
excavation .
c. Rock Excavation
1.
2 .
J .
Rock excavation is defined as removal of all
mater i al wh i ch by actual demonstration cannot, in
e ngineer's opinion, be reasonably excavated with a
bac khoe and whi ch is, in fact, systematically
drilled and blasted or broken by power operated
h a nd tool s . Engineer may waive the demo nstrat ion
if ma terial encountered is well def i ned rock .
Term 'rock excavation ' shall be understood to
indicate a method of removal and not a geological
forma t ion.
No pa y ment will b e made for any method of rock
r e moval other than systematic drilling and
blasting o r by powe r operated hand tool s .
Before systematic dril ling and blasting wi l l be
permi tted, expose material by removing common
material above it . Notify enginee r, who, with
c ontrac t o r or his representative, wi ll measure
amount o f ma terial to b e removed and will record
info rm ation. Then drill, blast, or break with
p ower operate d hand t o ols , and excava te material.
Method or methods of calculat ing and determining
qua ntit y of rock shall be agr eed upon for each
occurrence where rock excavat ions , as herein
defined , are enc ountered along centerline of
proposed p i peline. All such agreements between
above-mentioned parties shall be a matter of
r ecord by both parties on day each oc c urrence of
rock is measured.
4. Roc k shall b e removed a minimum of six inches
below bottom of pipe.
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Trench Width
1. Minimum width of unsheeted trenches at top of pipe
shall be as recommended by the manufacturer.
Sheeting requirements sha ll be independent of
trenching widths.
will not be
2. Maximum width at top of trench
width of excavation
3.
limited, except wh ere excess
woulr1 cause damage to adjacent structures or
proper ty.
When approved by enginee r, contractor may use pipe
of greater strength or install a superior pipe
bedding in lieu of maintaining trench widths shown
or recammended.
Grade -Excavate trench to lines and grades shown o r as
establ ished by engi neer with proper allowance for pipe
thickness and pipe bedding when requir ed. I f trench is
excava ted below required grade, correct any part of
trench excavated below g rade at no additio al cost to
owner (except wh en unstable found a tion material is
encountered). Place the material over the full width
of trench in compacted layers not exceeding 6 inches
deep to the established grade with allowance for the
pipe bedd ing.
Shoring, Sheeting and Bracing of Trenches Sheet and
brace trench when n ecess ary to prevent caving during
excava tion in unst able material, or to protect adjacent
structures, property , workmen and public. Increase
trench widths accordingly by thickness of sheeting.
Maintain sheeti n g in place until pipe has been placed
and bac kfilled at pipe zone. Shoring and sheeting
shall be removed, as backfilling is done , in a manner
that will not damage pipe or permi t voids in backfill.
All shee ting , sho ring and bracing of trenches shall
conform to safety requirements of federal, state or
local public 3gency having jurisdiction. M.ost
stringe nt of r equirements sha ll apply.
Location of Excavated Mate ri a ls During trench
excavation, p lace excavated material only within
constr uction easement, right-of-way, or approved
working area. Do not obstruct any private or public
travelled roadways or s tr eets . Conform to all federal,
state and local codes governing safe loading of al l
trenches with excavated material.
Removal of Water
1. At all time s provide and maintain ample means
devices to promptly remove and dispose of
water entering the trench excavation during
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all
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trench is being prepared for pipe laying, during
laying of pipe, and until backfill at pipe zone
has been completed. These provisions shall apply
during noon hour as well as overnight. Contractor
sha ll not, under any circumstances, permit or
~llow water to enter construction area of any
other contractor. Provide necessary means and
devices, a s approved, to posi tively prevent such
occ urrenc es .
2. Dispose of wat er in a manner to prevent damage t o
adjacent property. Drainage of trench water
through the pipeline under construction is
;:>rohibi ted.
Foundation Stabilizat ion -When in opinion of engineer,
existi ng material in bottom of trench is unsuitable for
suppor t ing the pipe , excavate below flow line of pipe,
as directed by engineer. Backfill trench to subgrade
of pipe base with 'Foundation Stabilization' material
specified here in. Place 'Foundation Stabilization'
material over the full width of trench and compact in
la yers not exceeding 6 inches deep to required grade.
Removal and Replacement of Topsoil
1.
2 .
3.
Where trenches cross lawns, garden areas,
pasturelands, cultivated fields, or other areas on
which rea sonable topsoil co nditions exist, remove
topsoil for a depth of 10 inches for full width of
trench to be excavated. Stockpile topsoil to one
side of right-of-way and do not mix with remaining
e xcavated mat erial . Replace topsoil in top 10
inches of backfilled trench. Minimum finished
depth of topsoil over al l trenches shall be 10
inches.
In lieu of s t ockpili ng topsoil, 'Imported Topsoil'
from borrow pits may be substituted in the top 10
inches .
Maintain finished g rade of topsoil level with area
adjacen t to trench until final acceptance by
engineer. Repair damage to adjacent topsoil
caused by work operations. Remove all rock,
gravel, clay and any other foreign materials from
surface, re g rade, and add topsoil as required.
Pavement Removal Cut all bituminous and concrete
pavements , regardless of thickness, prior to excavation
of trenches with an approved pavement saw, hydrohammer,
o r app roved pa v eme nt cut ter. Width of pavement cut
shal l be at least equal to required width of trench at
ground su rface. Pavement remove d shall be hauled from
site and not used for trench backfill .
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L. Disposal of Excess Exca vated Material Excess
excavated material not r equired or suitable for
backfill shall be disposed of in waste area on site as
approved or r emoved from site at contracto r's own
expense if no waste area exists. Waste area shall be
uniformly graded to conform to existing contour s , shall
be free draining, and left with a neat appearance.
Contractor to bear all cost incidental to such
d isposal.
3 . PREPAR~TION OF TRENCH
A.
B.
Bedding Material -Provide 'Imported Bedding Material'
unde r all gra vity sewe r for full width of trench when
specified in plans, specifications, or when
writing by engineer. Minimum depth of base
inches.
ordered in
shall be 6
Hand grade base t o proper grade ahead of pipe laying.
Ba se shall provide a firm , unyielding support along
en tir e pipe length.
Select Bedding mat e rial -Grad e bottom of trench by
hand with a uniform bedding of se lect material 2 inches
in thickness , placed, leveled, and compacted to grade
in advance of pipe laying . If trench is overexcavated ,
refill over excavated sec tion of trench with select
beuding material and compact at no additional cost to
owner.
4. UNDERDRAINS
A.
B.
Underdrains shall be in sta lled where shown on plans.
Where excess ive ground water is e n c ountered , engineer
may also require installation of gravel or piped
underdrains as necessary to redu ce infiltration.
Unde rdrain s shall be daylighted to nearest suitable
point designated by engineer. Trench shall be
excavated to required d epth and wi dth and backfilled
v,rith underdrain bedding material. Where underdrain
pipe is required, it shall be installed to a true line
and grade and h eld in place with underdrain bedding
material.
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c . Additional underdrain bedding material shall be placed
to a level four inches over top of underdrain pipe and
sewer pipe then in stalled . Sewer pipe shall be bedded
to springline and this bedding sha ll be covered with a
lay er of fabric filter liner as manufactured by
Celanese Corp ., Mirifi No. 140, or equal. Underdrain
pipes shall be provided with capped cleanouts within
eac h manhole installed on sewer line. Underdrain pipe
shall be continued under manholes by use of suitable
bends and other fittings.
SEWER PIPE INSTALLATION
A.
B.
c .
Al l sewer pipe s hall be installed in accordance with
ma nufacturer's recommendations and appropriate AS'IM
specifications as modified herein. Vitrified clay pipe
shall be installerl according to AS'fM Cl2 'Recommended
Practice for Installing Clay Sewer Pipe' as modified
herein.
Sewer lines shall be constructed continuously upgrade
with bell ends facing upgr ade , except when otherwise
app roved by engineer. Pipe shall be laid with bell end
facing in the direction o f laying, unless directed
otherwise by e ngineer. Trench bottom shall form a
continuous and uniform support for pipe at every point
betwee n joints. Excavate bell holes at each joint to
permit prop er assembly and inspection of e nti re joint .
Prior to mak ing pipe joints, all surfaces of joint
sh a ll be cleaned and dried. Lubricants shall be used
as recommended by pipe manu fa cturer. Set pipe in
position and check for line and grade using care to
keep the joint free of dirt. Joints shal l then be
carefully made using approved methods of leverage.
Care shall be tak en so the bell end of pipe wi ll not be
deflecte~ to exte nt that gasket is pinched or rolled.
Ad j ustmen ts in line or g rade may then be made by
working pipe bedding ma t erial around pipe. If 0-ring
ga s kets are used , immediately after completing joint,
seating of gas ke t shall be checked around ent ire
circumference of pipe.
Backfill for Pipe Zone
1. Pipe zone shall be considered to include full
width of excav ated trench from a point 4 inches
below the bottom of pipe to a point 12 inc he s
above top outside surface of barrel of pipe.
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2.
3.
4.
s.
Par ticu la r attention must be g iven to area of pipe
zo ne from flow li ne to center line of pipe to
insu r e that fi rm su pport is obtained to prevent
a n y l ate r a l mo veme nt of pipe during final
backf illing of pipe zone.
Backf ill a r ea of pipe zone from bottom to
horizontal ce nter line of pipe with 'Select
Excava t ed Mate rial'. Hand pl ace material around
pipe in 6 inch laye rs and thoroughly hand tamp
with app ro v ed t arnpi ng st i cks supplemented by
'w alk ing in' and s lici ng with a sho vel. Backfill
a r ea pipe zone f rom horizontal center line to a
point 12 i nches above top outside surface of
b arr e l of pipe with 'Se lect Material for Pipe
Zone'.
In lieu of 'Se lect Pipe Zo ne Material', 'Imported
Zo n e Material' may be substituted at co ntractor's
optio n, at n o addit ional co st to the owner.
When, in op inion of engi neer, insufficient or
unsuitable materi al exi st s at trench side for
'Selec t P i p e Zon e Materia l', import and place
'Imported Pipe Zone Material'. Imported material
sha l l be p laced and compacted in same manner
specif ied for 'Se l ec t Pipe Zone Material'. Extr a
payme nt for placing backfill in pipe zo ne wi ll be
made only when engineer ha s directed in writing
tha t ma t er i al be provided and placed.
Al l sewers shall be kept thoroughly clean and f ree f r om
g r a v el , dirt and de bris. Whenever work ceases for any
reason , unfinished end of pipe sha ll b e securely closed
with a t empo rary ti~ht fit ting plug .
Eng in eer shall be no ti fied at l e ast twenty-four hours
in advance of when pipe is to laid. No pipes shall be
cove r ed unt il they ha ve be en inspected by e ngineer.
'ifuen wa t er mains parall el sewer lines, a minimum clear
d istance of 10 feet shall be mainta ined.
Water Main and Sewer Line Crossings -Where sewe r and
wate r lines cross , sewer pipe shall be in s talled at a
mi nimum clear d i stance of 18 inches below
If con tr ac tor ca nnot meet this criteria,
s h a 11 be done by on e of follow ing methods
on t he draw ing or as directed by e n gineer:
water main.
installation
as indica ted
1. Where 18 foot or grea t er lengths o f sewer pipe are
be ing used, co ntracto r shall install full length
section of se wer pipe ce nte red on water main.
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2 .
Sewer joints on each side of water
e ncased in concrete collar 6
extending 6 inches both sides
main shall be
inches thick
of joint. Sewer
pipe shal l be pressure tested to assure water
tightness prior to backfi lling.
Where s horter lengths of sewer pipe are be ing
utilized contractor shall encase sewer pipe at
least 6 inches thick extending 10 feet on ea c h
side of water main cros s ing.
6. CONNECTIONS TO EXISTING MANHOLES
7.
Sewer pipe connections to existing manholes, where there is
no existing pipe stubbed o ut, shall be made such that
finished work will conform as nearly as practicable to
requirements specified for new manholes . Contractor shall
break out as small an opening in existing man hole as
necessary to insert new sewer pipe. Existi ng concrete
foundation bench shall be chipped to cross-section of new
pipe in o r de r to form a smooth cont inu ou s inve r t similar to
what would be formed in a new concrete base. Mortar as
specified herein s hall be used as necessary t o smoothly
finish new invert and to seal new line so junction is water
tight .
CONS'l'RUCTION OF MANHOL ES AND CLEANOUTS
A.
B.
c.
Manholes and cleanouts shall be constructed in
accorda n ce with sta ndard d rawing s . Main s ewer shall be
ca rri ed through manhole s by split pipe wherever
practical. Co n crete manhole floor between sewer pipe
and outer portions of bench shall be flus h with top
edges of pipe spri ngline and shall slope upward and
outward a t 2 inches per foot . When pouring base, care
must be t aken to prevent flo tat ion of pipe. For clay
pipe, after manhole is built, upper half of pipe shall
be broken out and rough edg es smoothed with mortar as
specified herein.
Where it is not practical to use spl it pipe through
manholes due to brea ks in al ignment, grade, or
elevation of intersecting sewe rs, sewer invert shall be
made of concrete . Shape of invert shall conform
exactly to lower half of pipe it connects. Side
branches shall be constructed with as large a radius of
curvature as pos s ible. Inverts shall be c l ean and
smoo th. Where called for on plans, a pipe bed shall be
stubbed out and plugged. Bel l shall be placed close to
man hole wall as possible.
Preca s t manhole sections sha ll
foundatio n until foundation
not
has
s~rength to provide s upport without
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be placed on the
reached sufficient
damage. Top of
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D.
bench shall be thoroughly cleaned
water. While bench is still moist, a
at least 1 inch in thickness shall
precast section bearing seat. First
shall be carefully lowered onto bench
will be forced out from under section
sides. Each succeeding precast section
and wetted with
full mortar bed
be applied to
precast section
so mortar bed
evenly on all
shall be joined
in a similar manner, and smoothly finished, inside and
o n all lifting holes and imperfections in interior
manhole sha ll be filled with cement mortar.
Plastic gasket sealant may be substituted for mortar.
E. Manhole cover rings shal l be installed on a minimum of
two courses and a maximum of six courses above precast
co ne. Manhole rings sh all be set in a full bed of
mortar grade called for o n plans.
WYES AND RISERS FOR SERVICE CONNECTIONS
Contractor shall places wyes, stubs, and risers where
requir ed by plans. Wyes shall be angled upwards so upper
invert of a one-eighth bend connected to fitting will have a
elevation equal to or hi gher than inside crown of sewer
main. Riser con nections shall be installed where elevation
of top of branch i s more than 12 feet b elow finished ground
riser connections shall ordinarily reach to an elevation 1
feet below finished ground surface. Water-tight plugs shal l
be installed in each bra nch or stub. Wye and riser
locations shal l be mark ed by pi ece of 2 by 4 lumber.
As-built measurements shal l be made by engineer t o reference
wye or ri ser connection to nearest manhole before
backfilling.
9 . BACKFILLING 'T'RENCH
A.
B.
When backfill is p laced mechani cally , push backfill
material onto slope of backfill p r evious ly placed and
allow to sl ide down into trench. Do not push backfill
into trench in such a way as to pre mit free fall of
material until at least 2 feet of cover i s provided
over top of pipe. Under no cir c umstances al l ow sharp,
heavy pieces of material to drop directly onto pipe or
tamped material around pipe. Do not use backfill
material of consolidated masses larger than 1/2 cubic
Eee t, large c l ods , frozen material or muck.
All backfill mat e rial in trench es shall be compacted to
90% of AS'IM 0698 standard density except under
pave ments and road shoulders which shall be compacted
to 95% density. The top 12 inches of the trench s~all
be backf illed with road bas e material meeting Colorado
Department of Highways sta ndards.
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Compac tion equipment s hall be of suitable type and
adequa t e to obtain amount of compaction specified.
Compact ion equipment shall be operated in strict
accordance with manufacturer's instructions and
r ecommenda tions and shall be maintained in such
condition that it will de liver the manufacturer's rat ed
compactive effort.
Concrete Encasement -Place concrete encasement in such
a mann e r that no dirt or foreign material becomes mix ed
with concrete. Unless otherwise specified, minimum
thickness of concrete enc asement shall be 18 inches o n
top and 6 inches on sides of pipe when pipe is less
than 18 inches vertically be low or above waterli nes,
and 6 inches thick on top and sides under other
conditions. Concrete shall have sufficient time to
reach intitial set before any additional backfill
mate rial is placed in tre nch. Place pipe base in all
trenches requiring concrete backfill.
Irrig at ion and Drainage Ditch Re storation Under
crossings of minor irrigation and drainag e ditches not
covered in a special section shall be backfilled so
that upper one fo ot of ma terial in ditch between ditch
banks is topso il, loam or clay. Compact this material
f o r full ditch width to a mini mu m of 95% o f maximum
den s ity as determined by AASHTO T99, Method B.
Settlement -An y settlement noted in backfill , fill, or
fill within one
to be caused by
in s tructur es bu i l t over bac kfill or
ye a r warranty period wil l be considered
imprope r compaction method s and shall
no cost to owner. Structures damaged
shall be restored to their original
contrac tor at no cost to owner.
b e corrected at
by se ttlement
co n d itio n by
Rock S urfacing -Where s o direc ted by engineer, place
crushed rock s urfacing material, as specified herein,
for the full width of all streets, driveways , park ing
are as , street shoulders, and other areas disturbed by
cons tr uc tio n. Areas co vered sha ll b e as d i rected by
engineer. Rock shall be 1-1/2 inch minus as directed
by e n gine er. Leve l and grad e rock t o conform to
ex isting grades dnd surfaces.
Aspoalt Concrete Pavement Repla ce ment -Road surfacing
shall be r eplaced as req ui red by the City, Town, County
or Sta te Highway Department r egu lations. Letters of
appr ov al from said Department will be required before
final accep tance of the projec t wi ll be made.
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10. ()'.)NNE CT I ON TO EXISTING SEWERAGE SYSTEM
Flow of a ny kind into existing s e werag e system shall n ot be
allowed until sewer has b een satisfacto rily completed and
accepted.
11. INSPE CTION AND ACCEPTAN CE TESTS
A. General
B .
1.
2.
Tests for water or air tightness shall be
conducted by contr actor at his own expense with
assis tance , and under direc tion of engineer on all
new sewer co nstruction prior to final acceptance.
'I'ype of test cond ucted shall be at engineer's
op tion unles s there i s a disagreement with
validi ty of r esults, i n which case exfiltr ation
tests shall be u sed. Whenever rate of
infiltration or ex f iltration is found to exceed
prescribed amount, co ntractor sha ll stop all
co nstruction. Contractor may then be r e quired to
provide, at his own e xpense, electronic or
pho tographic visual inspection of interior of
condui t as directed by engineer. Con t ractor s hall
make appropriate repairs by methods approved by
e ng i neer a nd shall c ontinue to tes t conduit until
it has pas sed test.
Fi na l a cceptance of sewer line shal l b e based on
an i n spect i on covering all items in this
specificatio n. In sp ection shall be done in an
app ropriat e ma nner b y engi neer. All lines sh all
be lampe d and a sewer bal l of appropria te diameter
ma y be required to be forced through line by water
to remove any debri s. Cont ractor shall remedy , at
his own expe ns e , any po or a lignment or a ny other
defects i n workmanship or materials as f ound by
engi neer. Final a cceptance will be b ased on
re-inspection of sewer afte r a ppropriate repairs
a nd corrections are completed .
Hyd r ostatic Test
1.
2.
Owner
where
will not accept
infiltration or
any sanitary sewer line
exfil tration tests show
l ea kage in th e sewer line exceeding one hundred
(100) gallons pe r inch diameter per mile per day
between manholes. Before final acceptance test s
s hall b e run to de te rmine wh ether this limit is
exc e eded .
Infil trati on tests shall b e conducted by placing
an a pp roved ca librated V-notch weir in line just
above lower manhole and plugg ing line just above
u pp er manhole . Up t o an ho ur time lapse wil l be
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3.
4.
allowed for l eve l of water behind weir to
s ta bilize before i t is r ead . Any foreign ma tter
hanging o n weir shall be dislodged before
reading . Successive read ings shall be taken until
co n siste nt results are a tt ained .
Exfiltration tests shal l be conduc ted by plugging
line just above both up pe r and lower manholes and
adding water to s ew er up to a level marked in
upper ma nhole t o produc e a 4 foot head on invert
of line at midpoint between manhole s. Practical
u ppe r limit of he ad appli ed to lower part of line
be ing tested is 20 feet. Whene ver line is so
steep a s to result in more head than this, an
exf iltratio n lea k age allowa nce shall be incr e as ed
by 10 per cent fo r e ach 2 fe et that average head
exceeds ba sic 4 fee t head up to a maximum of 30
per cent. Water shall be allowed to stand f or a
mi nimum of four hour s (preferably overnight) to
allow absor p tion to take place in walls of manhole
and pipe. Water shall then be added to bring
water surfac e bac k to mark. Af ter a carefully
timed inter v al varying from 15 minutes t o o ne
h o ur, d rop in elev ati on of water surfac e shall be
recorded and conver ted t o a n exfiltration rate, or
a me asured amo u nt o f wate r shall be added to bring
water le vel back t o mark and this amount o f water
co nvert ed to an exfiltration rate.
Exfiltr a tio n rat e of upper manhole may be
determined i n same man n er by plugging line on both
sides of this manhole. Thi s amount of
exf iltration ma y be s ubtra cted from rate
de termined above fo r first test req uire d on
project in order t o determine actual exfiltration
rate re su lting from p ipe joint leak ag e.
Air Test
1.
2 .
3.
Co nduct air test acco rd ing to AS TM C82 8 'Low
Pr e s su r e Air Test fo r Sanitary Sewers '.
Flush and clea n the sewer line prior to testing,
th us serving to we t p i pe s urf ace as well as clean
o ut any debris. Plug all p i pe outlets to resist
test pressur e. Give specific attention to
s t oppers and laterals .
Dete rmine t es t dur ation for section under test by
compu tatio n from air tes t ~ab les appende d at end
of this specifi c ation. Pressure holding time is
based o n an average holding pressure of 3 psi (21
KPA) gage or a drop from 3.5 psi (24 KPA) to 2.5
ps i (17 KPA) gage .
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D.
E.
4.
5.
6.
Ad d air until int er nal air pres s ur e of sewer line
is raised to a p prox imately 4.0 psi (28 KPA) gage.
After an internal p ressure of approximately 4.0
psi is obtained, allow time for air pressure to
s tabilize. Pressure will n o rmally show some drop
unt il temper a tur e
s tabilizes.
of air in test sectio n
When pressure has stabilized and is at or above
s tarting test pres s ur e of 3.5 psi (24 KPA) gage,
c ommenc e test. Be f ore starting test, pressure may
be allo wed to drop to 3.0 psig. Record drop in
pre ss ure for test period. If pressure dropped
mo re thdn 1.0 psi (7KPA) gage during test period,
line is presumed to have failed. Test may be
di scontinued when prescribed test time has been
c o mpleted even t h ough 1.0 psi drop has not
o ccure d.
If pipe to be tested is submerged in ground water,
a wa ter infiltra tion test should be used.
Pipe Deflection At least eight (8) months after
installatio n a nd final backfill, but no l a ter than
thirty (3 0) d a ys prior to final acceptance of the
pro j ect, the engineer may require that any sewer
p i pe lines constructed b e measured for vert i cal ring
def l ect i o n in a manner acce?table to the engineer.
Ma x imum ring deflec tion of the pipeline under load
s hall b e l i mit e d to five (5) percent of the vertical
int e rnal pi p e diameter. All pipe exceeding this
deflection s hall be repaired or replaced. Maximum ring
d e flec t ion over a l ong term basis shall not exceed
s even and one-ha lf (7.5) percent.
PVC Sewer Pipe -PVC gravity sewer pi p e shall be tested
i n acc o rdanc e with this section a s we l l as in
acc or da nce with other sections of these specifications.
PVC gr a vity sewer pi p e sha ll not deflect more than 5%
o f the diamet e r of the pipe prior to initial
accept a nce. Th e deflect i on shall be tested in every
sec tion of the p ipe by the Contractor with a Go/No-Go
g a u g e. If th e t es t fail s , the line shall be repaired
or replaced to initial acceptance. A representative of
the eng ineer or the district shall be pre s ent during
the test and shall verify the accuracy of the
equipment.
Ma ximum deflection over a l o ng term basis shall not
ex ce e d s even and one-half (7.5) percent.
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12. SANITARY SEWER SERVIC E LINES
A.
B.
Sanitary sewer service lines shall be installed in
accor d anc e with paragraph 1.03.5.
Locat ion and alignment o f sanitary sewer service lines
shall be in the s hortest and straightest route possible
to lot line unless otherwise indicated on d rawings or
directed by e ngineer. Min imum grade of service line
s tub-in s hall be 1/4 inch per foot unless directed
o therwi se by engineer. S ervice line is
min i mum of 5 feet beyond property line
ma rke d with a 2 x 4 post.
to extend a
and is to be
1. 04 RES'NRA'I'IO!'J AND CLEANUP
A.
B.
Co ntractor shall remove from site all debris and unused
ma teri a l, and shall, upon comple ting the work, restore
site as nearly as possible to its original condition.
Disposal are as must be approved by engineer.
Reseeding a nd Ferti li zing -Originally grassed areas
ins ide and outside dedi cated rights-of -wa y or e asements
shall be fertilized and reseeded with first quality
seed approved by property owner. All gr ou nd
prep~ration a n d reseeding shall be done in accordance
with acc epted practic es for lawn planting. Contractor
shall be responsible for ob taining a satisfactory grass
turf acce p tabl e to property owner.
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25
50
75
100
125
150
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200
225
250
275
300
350
400
450
500
AIR TES'r TABLE
Based o n equations from ASTM C 828
SPECIFICATION TIME (min:se c) REQUIRED FOR PRESSURE DROP FROM
3-1/2 TO 2-1 /2 PSIG WHEN TESTING ONE PIPE DIAMETER ONLY
PI PE DI AME 'rER, INCHES
4 6 8 10 12 15 18 21 24
0:04 0:10 0:18 0:28 0 :40 1:02 1:29 2:01 2:38
0:09 0:20 0:3 5 0:5 5 1:19 2:04 2:58 4:03 5:17
0 :13 0:30 0:53 1:23 1:59 3: 06 4:27 6:04 7:55
0:18 0:40 1:10 1:50 2:38 4:08 5:56 8:05 10 :34
0:22 0: 50 1:28 2:18 3:18 5:09 7:26 9:55 11: 20
0 :26 0:59 1:46 2:45 3:58 6:11 8 :30
0:31 1:09 2: 0 3 3 :13 4:37 7: 0 5
0:35 1:19 2:21 3:40 5:17 12: 06
0:40 1:29 2:38 4:03 5:40 l 0: 25 13: 36
0 :44 1:39 2:56 4:35 8:31 11: 35 15:07
0:48 1:49 3:14 4:43 9:21 12:44 16:38
0 :53 1:5 9 3:31 10:12 13: 53 18:09
1:02 2:19 3:47 8:16 11: 54 16:12 21: 10
1:10 2:38 6:03 9:27 13:36 18:31 24:12
1:19 2: 50 6:48 10:38 15:19 20: 50 27 :13
1:28 5:14 7:34 11 :49 1 7:01 23: 09 30:14
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WATER MAIN CONSTRUCTION
I TABLE OF CON TE NTS
I 1.01 General ..................................................... 1 &2
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A. Engine e r e d & Ap proved Plans ....•.........•.•.•...... 1
B . Lic e n ses & P e rmits Re qui r ed ........•.•...•.•.....•.. 1
C. I n spection . . . . • . . . . . . . . . . . . . . . . . . . . . • . . . • . • . • . . . • . . . 1
D. Warranty & Acceptan ce ..•.....•...•.•.•...•.....•.•.. 1
E . Specifica t ions . . • . . . . . • . • . . . • . • . • . • . . . • . • . . . • . • . . . . . 2
F. Produ c t Han d ling ....•.......•.....•.•...•.•.....•.•. 2
G. Mainte n ance of Traff i c ...............•.............. 2 I
I 1. 02 Mat erial s .................•.........•.....•.....•...•...•.•. 2-5
1. Wa t e r Ma i n s . . . . . . . . . . . . . • . . . . . . . . . • . • . • . . . • . • . . . • . • . 2
2 . Cast Iron Fit t ings .•...•.•...•.•.•.............•.... 3
3. Gat e Valves ....•.........•.......•.•.•.•.•.•...•...• 3
4. Fire Hydrants . . . . . . . . . . . . • . . . . . . . . . . . • . . . • . • . . . • . • . . 3 I
5. Valve Boxes ......................................... 3
6 • B 1 OW -0 ff s . • . • . . . . . . . . . . . • . • . • . . . • . • . . . • . • . • . . . • . . . 4
7. Service Lines . . . . . • . • . • . • . • . • . • . . . . . • . • . . . . . • . . . • . . . 4 I
8. Pipe Bed ding and Pipe Zone Mater ia l .•.•.•.•.•.•...•. 4 &5
9 . Dr a in Mate ri al • . . . . . . . . . . . . . . . • . . . . . . . • . • . . . • . . . • . . . 5
1 0. Fo und a tion St a bilization Material ..•.•.....•...•.•.. 5
11. Im ported Soil . • . . . . . • . • . • . . . . . . . • . • . . . . . • . • . • . • . . . . . 5 I
12. Concrete -Thr u st Blocks .....•.•.....•.....•.•.•.•.• 5
13. Polyethy l ene Wrappin g ...•...........•.....•......... 5 I
1 .03 Insta l l ation .....•.........•.•.•.•.........•.•.......•.....• 5-16
I 1. 'Line a nd Gr ade .•...•.....•.......•...•.•.•.......... 5&6
2 . Trench Exc avation ....•...............•.............• 6-10
3. Prepa rati on of Trench ..•.•.......•.•.•.•...•...•.•.. 10
4. Pipe In s tallation .......•.....•.......•.......•.•... 10-12
5. Re a ction Bl oc kin g ...•.........•.•.•...•.•...•...•... 12 I
6. Setting Valves & Hy dr a nts ....•.•.•.•...•...•.....•.. 12&1 3
7. Plugging Dead End s ....•.•.......•...•...•...•...•... 13
8. Pip e line Cathodtic Protection ...•.•...•.•.•...•.•.•. 13
9 . Service Lines ..............•.•...•.•.•.•.....•...... 13&14
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10. Trench Backfill . . . . . . . • . . . . . . . . . . . • . . . • . . . • . . . • . . . . . 1 4 -16 I 1.04 Inspection a n d Acceptance Te st s ..............•.......•...... 16-18
1. Fil l i n g & Ve nting t he Line ..•.....•.•.•.•.•.......•. 1 6
2. Pressure Test ......•.......•...•.•.•.....•...•...... 17
3 . Leakage Test ..........................•.•...•...•.•. 17&18 I
4 . Disinfec ti ng .•...•.•...•.....•...•.•.•...•.•...•.•.. 1 8
I 1 .0 5 Restoration & Cl e a n-Up .......................•.....•.....•.. 18
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THE MI TCHELL CREEK PR OJ ECT
STANDARD SPECIFICATI ON S FOR WA TER MA I N CONSTRUC TION
1.01 GENERAL
All water main construction shall be done according to this
specification.
Th e contracto r shall also adhere t o the following general
conditions :
A.
B.
c.
D.
ENG I NEERED AND APPROV ED PLANS -Wa te r main constru ction
shall be do ne in accordance with engineered construction
plans for the work, prepared under the direction of a
prof es s i ona l engine er a nd approved by the owner.
LICEN SE S AND PERMITS REQUIRE D -The contractor shall be
respo n sibl e for obta ining any necessary licenses and permits
for com p lying with a n y a pplicabl e federal, state, county and
mun i cipal l aws , co d e s a nd regulations in connection with the
pro sec ution of the work. Johnson, Kunkel & Associates, Inc.
cons u l ting engineers shall be notified 24 hours before the
planned c onstruc tion is to cormnence and also before starting
up wh e ne ver construction is delayed for any reason.
INSPE CTION -All work shall b e inspected by the engineer wh o
sh a ll h ave th e authority to halt construction when, in his
opinio n, these specifications or standard construction
practices are not being adhered to. Whenever any portion of
these sp e cifications is v iolated, the engineer, by written
notic e , sh a ll order further construction to cease until all
defi ciencies are corre c ted. If deficienci e s are not
c o rr e ct e d, performance sh a ll be required of the contractor's
sur e ty.
WARRA NTY AN D ACCEPT ANCE -The contractor shall warrant all
work to be free of defects i n worlananship or materials for a
per i od of one year from the date of completion of all
cons truct i on. If work meets these s pecifications, a letter
of acce ptance s hall be given at th e time of completion. A
fina l acc eptance letter shall be given upon final inspection
at th e end of the warranty period provided t h e work still
complies with these specifications. In the event
de ficienci e s are discovered d u ring the warranty period, they
shall b e corrected by the contractor before final
a c ceptance. The determinatio n of the necessity during the
warranty period for the contra ctor to repair or replace the
work in whole or in part shall rest entire ly with the owner
who se decis ion in the matter shall be final and obligatory
upon the contractor.
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E.
F.
G.
SPECIFICATIONS -All standard specifications, (ANSI, AWWA,
etc.) made a portion of these specifications by reference,
shall be the latest edi tion and revision thereof.
PRODUCT HANDLING
1.
2.
Any c hipp ed or broken areas, cracks, embedment of
foreign materials or other mechanical damage to pipe
material shall b e sufficient cause for rejection of
that piece of pipe. Defects shall be marked so as not
to disfigure rejected pipe. Rejected pipe shall be
remov ed from job site within 24 hours.
All pipe, fittings, and specials shall be handled in a
manner which will prevent breakage or other damage and
which will insure delivery and installation in a sound
and accep t ab le condition.
MAINTENANCE OF TRAFFIC -An attem pt shall be made to
maintain traffic on all roadways. Temporary detours may be
used provided that they are well marked and easy to follow.
Warning signs, barricades, detour signs and flagme n shall be
us ed . Flares, barricades and warni ng lights shall be
properly placed at n ight along the open excavation or
equipment left in the roadway.
1.02 MATERIALS
Following are the approved materials for water ma in and
appurtanc es :
1. WATER MAINS
A.
B.
Ductile Iron Pipe -Ductile iron pipe shall confonn
with ANSI A.21.51 (AWWA Cl51) as follows: 350 psi
working press u re (C lass 52, push-on joints utilizing a
rubber ring gasket and confonning with ANSI A21 .ll
(AWWA Clll ). The interior of each length of pipe shall
have a cement lining, conforming to the requirements
set forth in ANSI A21.4 of standard thickness. The
exterior shal l be coated with standard bituminous
coating approxima tely one mil thick. The nominal
laying length shall be 20 feet .
Polyvinyl Chloride (PVC) pipe fo r water lines shall be
manufactured in accordance with the r equ irements of
AWWA C900 "Poly Vinyl Chloride (PVC) Pressure Pipe".
All pipe sha ll be Class 150 meeting the requirements
of DR14 PVC pi p e joints shall be Tyton type joints.
Provisions must be made for expansion and contraction
a t each joint with an elastomeric ring . Th e bell shall
consist of an integral ring which meets the
requirements of ASTI1 C-1869 "Rubber Rings for
Asbestos -Cement Pipe". Th e bell section shall be
designed to be a t lea st as strong as the pipe wall.
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2.
3.
4.
5.
CAST-IRON FITTINGS -Cast-iron fittings shall conform with
ANSI A21.10 (AWWA CllO) as follows: 250 psi pressure
rating , mechanical joint or push-on type joint conforming
with ANSI A21.ll (AWWA Clll), cement mortar lining in
accordance with ANS I /\21.4 (AWWA Cl04), bituminous outside
coating approximately one mil thick.
GATE VALVES -Iron body, 200 psi minimum working pressure,
bronze-mounted gate valves shall meet or exceed AWWA
standard CS OO as follows : Double-disc with solid bronze
discs and parellel seats and with non-rising stems, push-on,
flanged or me c hanical joint as required , 0-ring stem seal,
two inch operating nut, open left (counter-clockwise).
Manufacturer's catalogs and one set of certified shop
drawin gs for each valve size shall be furnished to the
engineer .
FIRE HYDRANTS -All fire hydrants to be installed shall
conform to this specification. Fire hydrants sha l l meet or
exceed AWWA standard C502-54 as follows: Cast-iron bod y ,
fully bronze mounted, 150 psi working pressure, bury 6'0"
deep, to top of p ipe, six-inch mechanical joint inlet,
compression type main valve which closes with pressure,
minimum five and one-quarter inch main valve opening, two
two and one half inch hoze nozzels and one four and one half
inch pumper nozzel, noz ze l threads in conformance with
nation al standard ASNI B26 , nozzels shall be easily
rep l aceable in the field with standard tools and equipment,
operating and cap nuts shall be one and one half inch No. 17
national standard HFX, main valve shall open left (counter
clo c kwis e). Direc t ion of op e ning sha ll be s hown by arrow
cast or stamped on the top of the hydrant. Fire hydrants
sha l l hav e easily replaceabl e "breaka ble sections" which
permit a c le a n break at or n ear gro und level in the event of
collision, without loss of water or injury to major parts of
the h yd rant. Working parts shall be removalbe for
main tenanc e or repair without excavation. Operating
mechanism shall be non-wetting, oil-reservoir lubricated,
with 0-ring sea ls. Barrel drain shall be bronze mounted
with at least two outlets and shall operate au tomatical ly
with the main valve. Fire h y drants supplied by the
contractor shall be prequalified in strict accordance with
this specification . Fire hydrant supplied by the contractor
shall be Waterous Pacer No. WB -67. Hydrants shall be
installed as s hown on standard drawings. Two operating
wrenches shall be provided .
VALVE BOXES -Valve boxes shall be cast iron, adjustable
screw type, with minimum five inch diameter shaft and shall
be provi d e d with cover marked "WATER ". Backfill around
valve bo xes shall be base cours e aggregate as specified in
th e section entitled bedding material or as approved by
engineer.
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BLOW-OFFS -Temporary blow-o ffs may be fabricated from two
inch galvinized steel pipe and shall be properly connected
to the main pipe cylinder with two inch gate valve on the
connecting pipe and with the required depth of cover, valve
to be iron body bronze mount e d with two inch s quare
operating nut complete with valve box. Freeze-proof riser
pipe to be provided with drain hole and drain pit and with
capped double elb ow pointing downward at least 12 inches
above ground surface .
Perman e nt blow-offs shall be minimum two inch freeze-proof
fir e hydrants as approved by the engineer, with one 2-1/2
inch hose nozzle, national standard ASA B26 threads, with
iron body bronze mounted gate valve and valve box provided
on connec ting line, and with washed gravel drain pit.
Conn ec ting pipe shall be cas t iron.
SERVICE LINES -The service line from the main to the curb
stop shall be one continuous length wi thou t joints or
co n nections . The following are the approved materials for
service lines:
A.
B.
c.
D.
E .
F.
PIPE
A.
Copper Tubing -Type 'K' copper tubing (ASTM B25106 0)
with flared connections.
Polyethylene Plastic Pipe -Polyethylene plastic pip e
(PEIII) as approved by the engineer with approved
transition fittings from plastic to copper being
Muelle r 110 c ompres sion co nn ectio ns or the Ford Co. C44
series .
Unplasticized polyvinyl chloride pipe -Unplast ici zed
polyvinyl chloride pipe (PVC) shall be the type
employing a rubber gasket compression joint. Approved
PVC pipe is Johns -Manville Ring Tite specification
DS-933-67 .
Corporation Stops -Mueller No. H-15000 or Ford Co.
F-600 .
Curb Stops -3/4 inch or 1 inch Mueller No. H-15200Q or
Ford Co. 3/4 inch type 222-333 or 1 inch type 222-444.
Curb Boxes -Mueller H-10350 2-1/2 inch shaft with 5-7
foot ex tension.
BEDDING AND PIPE ZONE MATERIAL
For bedd ing the pipe, suitable select approved fine
material taken from th e excavated earth, and having no
stone grea ter than the following :
2 inch diameter for Duc ti le Iro n Pipe
1 inch diameter for Cast Iron
3/4 inch diameter for Copper, PVC and PE
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B. When ordered b y engineer or shown by plans , granular
ma t e rial for wat e r pipe bedd ing and/or pipe zone
b ackfill shall be im ported, con sisting of crushed rock
with a ma ximum size of 3 /4 i n ch , uniformly graded from
coarse to fin e . Clean b lea ch , pit-run, or reject
crushe r-run sand may be substituted for gravel in
trenches with no gro undwater in pipe zone . Submi t
samples to eng i nee r for approval.
9. DRAIN MATERIAL -Hydrants shall have a min i mum o f 9 cub ic
feet of und e rdrain material com pos ed of grave l well graded
in size range from 1/4 inch minimum to 1 -1/2 i nch maximum.
Wash e d gravel shall be furnished when material passing the
No . 4 screen exceed 5 per cent .
10. FOUNDAT ION STABILIZATION MATERIAL -Foundation stabilization
material s hall be 2-1/2 inch minus crushed rock, with
re asonably uni fo r m gradation fr om c oarse to fine, and free
from excessive di rt or other organic material.
11. IMPORTED TOPSOIL -Im ported topsoil s hall be suitable sandy
loam from an approved so urc e, which possesses friability and
a high de gree of fertility. It s h all b e f ree of clods,
r oo t s , gr ave l, a nd oth er iner t mat erial. It shall be free
of quackgrass , horsetail a nd other noxious vegetation and
se ed . Soul d such re genera tive material be present in the
soil, the contractor shai l remove, at his e xpense, all su ch
growth, .both surface and ro ot , which may appear in imported
tops oil wi thin one year following accep tance o f the job in a
ma nn er satisfactory to the owner.
12 . CO NC RETE -TH RU ST BLOCKS
A . Concre t e fo r e n caseme nt s shall conform to ASTM C94,
Alternate 2, providin g a 28 day compressive s trength of
300 0 psi.
13. POLYETHYLENE WRAPPING
A.
IN STALLAT ION
Polyethylene wra pping shall b e in acco r danc e with AWWA
C-105 las test revision. Mi n imum thickness o f
polyethylene wrapping shall b e 8 mils.
1 • LI NE AND GRADE
A. Water mains and ap purtenances shall be construc ted t o
line and gra de as shown on plans. Construct ion stakes
shall be placed by s urv ey crews under direction of
engineer.
When water line construc tion is within an easement,
co ntrac tor shall kee p his construction ac t ivi ties
confined to cons tru c tion easemen t.
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c.
D.
Minimum cover shall be 6 feet.
Location and alignmen t of service lines -Water service
lines shall be located so as to take the shortest, most
direct path (perferrably perpendicular to the water
main ) from the water main to a point ten feet past the
property line. The water line shall be located ten
feet hori zo ntally from the sanitary sewer service line
or as near as possible to the cen ter of the lot when
the s a nitary sewer service is not stubbed in or as
dir ected by engineer .
2 . TRENCH EXCAVATION
A.
B.
c.
General -Contractor shall be aware of and comply with
requirements of Industrial Connnission of Colorado prior
to cons tru ction. Trench excavation shall be classified
as either connnon excavation or rock excavation and
shall include whatever materials are encountered to
depths as shown or directed by engineer. All public
and private property su c h as irrigation ditches,
fences, driveways, r oadways, buildings, underground
private sewer lines, water, telephone , and other
utilities, power and phone poles, trees and any
existing items of value shall be protected during
construct io n. All damages to the same shall be
repaired or paid for by the Contractor. It shall be
the contrac tor's responsibility to verify the location
of all underground and aboveground ut i lities.
Common Excavation -Common excavation is defined as the
r emoval of all material which is not classified as ro ck
excavation .
Rock Exca vation
1.
2 .
Rock excavation is defined as removal of all
material which by actual demonstration cannot, in
engineer 's opinion, be reasonably excavated with a
backhoe and which is , in fac t, systematical ly
d rilled and blasted or broken by powe r operated
hand tools. Engineer ma y waive t he demonstration
if material encountered is well define d rock.
Term 'Ro ck Excavation ' shall be understood to
indicate a me thod of removal and not a geological
formation .
No payment will b e made for any method of rock
r emoval other than systematic drilling and
blas ting or by power operated hand tools.
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3 . Be fore s ystematic drilling and blasting will be
p e rmitted, expose material by removing common
mater i al above it. Notify enginee r , who, with
c ontractor or his representative , will measure
a mount of material to be removed and will record
informa tion. Then drill, blast, or break with
power operated hand tool s , and excavate material.
Method or methods of calculating and det e rmining
q uantity of rock shall be agreed upon for each
occurrenc e where ro c k excavations, as h e rein
defined , are encountered along centerline of
propos e d pipeline. All such agreements between
a bove mentioned parties shall be a matter of
record b y both parties on day each occurrence of
rock is measured .
Trench Width
1.
2 .
3.
Max.
Minimum width of unsheeted trenches at top of pipe
shall be as recommended by the manufacturer and
shall not be less than 16 inches plus outside
diameter . Sheeting requirements shal l b e
independent of trenching widths.
Ma ximum width at top of trench will not be
limited, except wh e re excess width of excavation
would cause damage to adjacent structure s or
prop e rty .
For all pipe , the maximum c lear trench width
measured at a point 12 inches above the top of the
pip e barrel shall b e not greater than the trench
width shown on the following table:
MAXIMUM TRENCH WIDTH TABLE
Tr e nch In. Pipe Dia . In. Max . Trench In ---
24
26
28
30
33
36
40
44
24 48
27 52
30 56
33 60
36 68
39 72
42 75
48 82
I n the e vent the above state d maximum trench
widths are exceeded, either through accident or
otherwise, and if the engineer determines that the
backf ill will excee d the design loadings of the
pipe, the contracto r will be required t o either
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cradle the pipe in concrete or gravel or to use a
pipe of a stronger c lass, if such be available, a s
required b y th e engineer. The cost of such
remedial measur e s shall be entirely at the
c ontractor's own expens e .
Gr a d e -Excavate trench to lines and grades shown or as
establish e d by e ngine e r with proper allowance for pip e
th ic k nes s and pipe bedding when required. If trench is
e xcava t e d below grade a t no a dditional cost to owner
(ex c e pt when unstabl e foundation material is
e n co untered). Plac e the material over the full width
of tr e nch in compacted layers not exceeding 6 inches
de e p to the establ i shed grade with allowance for the
pip e bedding .
Shoring, Sheeting and Bracing of Trenches -Sheet and
br ace trench when neces s ary to prevent caving during
e x c avation in un s t a ble material, or to protect adjacent
stru c tures , property , wo rkmen and public . Increase
tr e nch widths a c c ordingly by thickness of sheeting .
Maintain sh e eting i n pla ce until pipe has been placed
a nd backfil led at pipe zone. Shoring and sheeting
s hall b e removed, a s backfilling is d o ne , in a manner
t ha t wil l not dama ge pipe or p e rmit vo i ds in backfill .
Al l she eting , shoring a nd bracing of trenches shall
conform to saf e ty requirements of fed e ral, state or
lo c a l publi c a g ency hav i ng jurisdiction. Most
s tringent of r e quireme nts shall apply .
Loca tion of Excavated Materials -During trenc h
exc av a tion, place exc av a ted material only within
c on s truct i on easement, right-o f-way, or a pproved
worki n g a r ea . Do not o bs truct any private or public
tra v el led roadwa ys or streets . Conform to all feder al ,
s t a t e and local c od e s g o verning safe loading of all
tre n c he s with exc a v a t e d materia l.
Removal o f Wa t e r
1. At a l l times provi de a nd ma intain ample means and
d e vi ces to promptl y remove and dispose of all
water ent e ring the trench excavation during time
trench is being pre pared for pipe laying, during
laying of pip e, a n d until backfill at pipe zone
ha s be en completed. Th ese provisions shall apply
during noon hour a s we ll a s overnight. Contractor
s hall not, und e r any cir c umstances, permit or
a llow wa t e r to ente r construction area of any
o ther c ontractor. Provide necessary means and
<le vies, as ap proved, to po s itively prevent such
oc curr e n ce s.
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2 . Dispose of water in a manner to prevent damage to
ad jacent property. Drainage of trench water
through the pipeline under c onstruction is
prohibited .
Found a tion Stabilization -When in opinion .of engineer,
ex isting ma ter ial in bottom of trench is uns u itable for
s upporting the pipe, excavate below flow line of pipe,
as direct e d by eng ineer. Backfill trench to subgrade
of pipe base with 'Foundation Stabilization' material
specified herein. Plac e 'Foundation Stabilization'
mat er ial over the full width of trench and compact in
layers not exceeding 6 inches de e p to required grade.
The fina l 4 inches to be 3/4 inch minus co nforming to
l.0 2 .8B .
Removal and Replacement of Topsoil
1. Wh e re trenches c ross lawns, garden areas,
pasturelands, cult i vated fields, or other areas on
which reasonable t opsoil co nditions exist, remove
topsoil for a depth of 10 inches for fu ll width of
trench to excavated. Stockpile topsoil to one
side of right-o f -way and do not mix with remaining
excava ted material. Replace topsoi l in top 10
inches · of backfill ed tr ench. Minimum finished
depth of topsoil over all trenches shall be 10
inches .
2 .
3 .
In lieu of s to ckpiling topsoil, 'Imported Topsoil'
from borrow pits may b e s ubsituted in the top 10
inch es .
Ma i ntain finished g rade of topsoil level with area
adjacen t to trench until fina l acceptance by
engineer . Repair dama ge to adjacent topsoil
caused by work operation. Remove all r ock ,
grav e l, clay and any other foreign materials f rom
surface , re grade , and add topsoil as required.
Pavement Removal -Cut all bituminous a nd concrete
pavem e nts, regardless of thickness, pr io r to e xc avation
of tr e nches with an approved pavement saw, hydro
hamm er , or appr oved pavement cut ter. Width of pavement
c ut shall be a t least equal to required width of tre nch
a t ground surface . Paveme nt r e moved shall be haul e d
fro m site and not used for tr ench backfill.
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3.
L. Dispo s al of Excess Ex c avat ed Material -Excess
exc ava ted ma terial not required or su i table for
ba ckf ill sh a ll be disposed of in wast e area on site as
approve d or r emov ed f rom site at contractor 's own
ex p ense if no waste a rea exists . Was te area shall be
uni formly g raded to confo rm to existing conto urs, shall
be fr ee draining , a nd left with a neat appearance.
Co ntrac tor to bear all c ost incidental to such
disposal.
PREPARATION OF TRENCH
A.
B.
After exc avation, the t rench bottom shall be uniformly
graded and hanclshaped so that the pipe barrel
(exclusive of joint) will:_ have uniform and continuous
bearing on firm, undis turbed_tr ench bottom, o r
thoro ug hly compacted bedding ~terial, throughout the
l e ng th of the pipe The trench grade shall permit the
pipe spigot to be accurately centered in the preceding
laid pipe join t , without lifting the pipe abo ve the
gra d e , and witho ut exc e eding the permissible joint
d ef lection. If is is necess ary to raise the pipe
subgrad~ppro-:;-ed..z.. special compa cted fill shall be
us e~..z.. conforming to 10 2.SB .
For a reas where large stones or rock excavation are
e n c ount e r e d, so that hand shaping of .the trench is
impractical, th e tr ench shall b e over excavated
approxima t ely 4 inches, an d t he tren ch bottom brought
to correct grade with approved granular bed ding up to
th e pipe invert.
4. PIPE INSTALLATION
A.
B.
Genera l pipe installat io n -Proper equipment, tools,
and fac ilities shall b e provid e d and used by the
contractor for the s af e and c onvenient performance of
the work . All pipe , fittings, valves and h y drants
shall be car ef ully l owe red into th e trench piece by
p i e c e in such a manner as to prevent damage to pipe
materials and to protective coatings and linings.
Under no c i rcumstances shall pipe or fittings be
dro pp e d or dumped in t o the tr e n c h a
All pipe and f ittings s hall b e car efully examine d for
cracks a nd oth er defects while s uspended above the
tr e nch innnediately before installation in final
pos itio n. The g roove in the bells of cast iron pipe
shall be f ull and c ontinuous or the pipe shall be
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r e jecte d. Defective pipe or fitting shall be removed
from the job site within 24 hours. All foreign matter
o r dirt s hall be r emoved f rom t he interior and ends of
the pi pe and a cc essories b e fo r e they are lowered into
pos itio n in th e trench.
P ipe trenches shall be k e pt free from water during pipe
l ay in g and jointing by such method as the contractor
may e l ec t , provided the method is acceptable to the
e ngine e r. The contractor shall be responsible for
d a mag e s o f any nature resulting from th e dewat e ring
op eratio ns, notwithsta nding tacit appr oval of the
me thod by th e e ngineer.
Dewat e ring of the trench shall be considered as
incidental t o the construc tion and all costs thereof
s hall be includ e d in various unit contr act prices in
the pr o posal, see Section 103.2H.
Ev e r y pr e c a utio n shall b e t a k e n to prev e nt fo r eign
mat e ria l from ente ring the pipe. If the pipe laying
crew ca nno t lowe r the pipe into th e trench and into
pla ce without g e tting earth into it, the engineer shall
re qu i r e tha t before lowering the pipe, a heavy, tightly
wo ven canv as bag of suitable siz e be placed over each
e nd o f t he pipe and lef t there until t h e conne ction is
t o be mad e to the adjacen t pipe . During laying
oper a tions, no debris, tools, clothing, gravel or other
ma teria l s sha ll be place d in th e pipe.
As each l e ngh t o f pipe i s plac e d in the trench, the
ci r c ul a r r ubb e r gasket s h a ll b e lubricated and
ins t a l le d a ccording to ma nufac t u rer's reconnnendation.
The pl a in e n d shall be c en t e red i n the socket with care
us e d to ke e p the joint fr om contacting the ground. Th e
pipe s h a ll th e n be forced hom e a nd be brought to
co r rec t line and grade. The pi pe shall be secured in
pl a c e by installation of the bedding material tamped
under and along i t up to the top of the pipe. At times
whe n pipe l ay ing is not i n progress, the open ends of
p ipe s h a ll b e clos e d by me ans o f a watertight plug.
·n1e c utting of pip e f o r i ns erting of valves, fittin g s,
or c l os u re pie ce s s h a ll b e done in a neat and
workm a nlike manner without dama g e to the pipe or lining
a nd s o as to leave a smooth end at right angles to the
axis of the pip e . Pipe ends shall be smoothed and
b e v e led wi th a file or other tools according to pipe
manuf a c t ur e r 1 s r ecommenda t ions.
The engin e er sh a ll be notif ied a t least 24 hours in
advanc e of wh e n pip e i s t o be laid in any trench. No
pip e s sh a ll be covered un t il t hey have been inspected
b y the e ngineer.
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5 .
6 .
F . Connections to the Existing Sy s t em -The existing
system must at all time s remain under the control of
t h e owne r. The contra cto r shall operate no valves or
hydrants on the sys tern wi thout permiss i on of the owner.
At a ny time that a customer on the ex isting system will
be d ep rived of a s upply of water , the contractor shal l
advise s uch customer, or c u s tom e rs, when t he supply
will be discontinu ed and when th e supply will again be
availab l e .
All serv ic e o ut ages mu st be approved by the owner.
REACTION BLOCKING -All plugs , valves, caps, tees, b e nds and
hydra nt s sha ll be provid ed with poured in .place concrete
rea c tion blocking as shown on the standard drawings. The
blockin g s h all b e so placed that the pipe and fitting joints
will b e accessib le for repair. See Sec tio n 1.03 for
reac t ion b l ocks on plug a nd caps.
SET TING VALVES AND HYDRA NTS
Imme diate l y prior to th e installation of a v a lve or
hydrant, the following operations shal l be performed: The
valve or hydrant s hall b e car ef ully inspected. The interio r
shall be thoroughly cleaned . The valve or hydrant shall be
operated as many times as nec e ssary to determine that all
parts are in proper working order , with valves seating
properly and the hydra nt drain valve operating properly.
Va l ves a nd hydrants shal l b e se t plumb, in a vertical
position , a n d securely braced into place . Each hydrant
s h all have a s i x inch gate valve on the inlet line and s hall
be conn ec t e d to the main by a six inch pi pe. The g ate valve
s hall hav e a restrained co nnection direc tly to the tee off
th e main .
Hyd r an t s shall be set wi th th e bury line at the
es tablished finished g rade and with hose nozzles parallel to
th e curb with the pumper no zzle facing th e curb and at least
e i ghteen inches behind the c urb or sidewalk. Valv es shal l
be provided with valve boxes centered a nd pl umb ov e r the
opera t ing nut of th e valve. The boxes shall b e supported by
bri cks or o ther me ans to preven t a ny shock or stre ss being
tran smi tted to the valve. Valve boxes shall be maintained
in th is position during bac kf i lling. Valve box covers shall
be se t to f inished grade but may be f irst left j ust below
subgrad e level to prevent dam age during street construction
a n d later ad justed to grade at the time of paving . Hydrants
shall be provided with a drainage pit with nin e square feet
of s ur f ace area and two feet of depth below the barrel of
the inl e t. Pits shal l be backf il led with 1-1/2 inch crush e d
rock c o n formi ng to 1.02.9 to a level s ix inches a bove th e
barr el drain hol e . Co n crete reaction blocking shall be
provided a t th e bowl of each hy drant as shown on th e
stand ard drawings and sh a ll b e so placed so as not to
o bstruc t t he barrel drain hole.
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7.
8 .
All fire hydrants and valves s h all be rodded and
clamp ed according t o standard de t ail sheet .
Valve Markers -All valves installed on the main
transmission lines s hall be identified with a 3" (three
inch) steel po s t marker offset as dir ec ted by the
Engineer and painted yellow , with the distance to th e
valve and the desired init ial s stenciled in black.
Where the valve is to be ins talled in a vault equipped
wi th a v ent pipe, th e v e nt pipe will serve as a valve
marker.
PL UGGING OF DEAD ENDS -Standard plugs or ca ps shall be
ins t alled at dead ends of all fittings and pipe , and
r eac tion blo c king shal l be provid edo Polyethylene plastic
shee t ing (4 mi l) shall be placed aro und plug and all bolts
and nuts b efo re co ncrete reaction blocking shall be poured.
De ad e nd s on any line that will b e t a p pe d for service before
b eing extended shall be provid ed with a tempo rary blow off
o r fire hydrant. Dead ends on lines that wil l not be
extend ed shall be provided with perma nent blow offs o r fire
hydrants .
P IPELINE CATHODTIC PROTECTION
Pipeline protectio n shall be provided as follows fo r
Ductice Iron Pi pe:
A.
B.
c.
For mechanical joints, all gaske ts shall be lead tipp e d
gaskets .
For push-on joints, the elec trical conductivi ty acros s
the joint shal l be ma de with "Cadweld" CAM-109 welder,
an d cartridge CA 15 . Th e connec tion wir e shal l be No . 4
so lid bare copper wire. After the entir e connection
has been completed th e connecto rs, wire and p i pe
adjacen t to the co nnector s shall be thorough ly coated
with hot coal tar enamel .
In lieu of the above me t hods, polye thylene wrapping
shall be installed around all duc til e iron pipe,
fittings , valves , fire hy drants, rods, and clamps.
9. SERVICE LINES
A. Connection to th e Wat e r Main -Connection to the main
water line shall be do n e with an approved drilling
d e vice for installation of the co r poration stop .
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Siz e
of
B. Ta ps a nd Sadd les :
1ype of Pipe a nd Size of Tap
Du ctile Iron Poly vinyl Chloride
Pi P!:_ __ 3 I ~ -~--_1 -1 /_2_" ___ 2_" ___ 3_/_4_'_' 1 II 1-1I2 II 2"
3"
4 II
6"
8"
12"
18"
20 "
No
s.
D.T.
D.T .
D.T.
D.T.
D.T .
No
s.
s.
D.T .
D.T .
D.T.
D.T.
No
No
s .
s .
s .
s.
s.
No
No
s.
s.
s.
s.
s .
No No No
S. No No
D.T. S. S.
D.T. D.T. S.
D.T. D.T . S.
No
s.
s.
s.
S. -Tapping saddle requ i red -all saddles shall h ave th e AWWA Taper on
its threads.
D.T. -Direct tap permit t e d .
No -No tap permitted wit h or wi thout a saddle , a t e e connection may be
permi tted if specifically authorized by t he Wat e r Distri ct .
10. TREN CH BAC KFILL
A. Backfill for Pipe Zo ne
1 . P ipe zon e s h a ll be co nsid ered to include full
wid th of exca vated trench f rom bottom of pipe to a
po int 12 inches ab o ve top outside surf ace of
barrel of pipe for ductile iron pipe and to a
point 4 inches bel ow bottom of pipe for PVC.
2 .
3 .
Particular attention must b e given to area o f pipe
zo ne from f low line to center l i ne of pip e to
ins ure tht fir m support is obta ined to prevent a ny
la teral mov e ment o f pi p e during final backfilling
of pipe zone .
Ba ckf il l area of p ipe zone from bottom to
horizontal cente r line of pipe with 'Select
Ex cav ated Ma t erial' (1 .02.8). Hand place material
aro und pipe in 6 inch layers and thor oughly hand
tamp wi th app r oved tampin g sticks sup plemented by
'wa l k ing i n' and slicing with a shovel. Backfill
a r ea pi pe zo ne from hori zo ntal center line to a
point ~2 i nc h es a bove t op outside s urface of
barrel of pipe with 'Select Ma ter ial for Pipe
Zo n e '.
In lie u of 'S elect P ipe Zone Material ', 'Import ed
Zone Ma tera il' may be substi tuted a t contractor's
op tion . No additional cost to own e r.
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5. Fo r PVC pipe and wh e n, in opinion of engineer, for
DIP insu ff icient or unsu i tabl e material exists at
trench s ide for 'Select Pipe Zone Material',
import and plac e 'Import e d Pipe Zon e Material'.
Imported material s hall be placed and compacted in
s a me ma nner specified f o r 'Select Pipe Zone
Mat e rial'. Extra p ayment for placing backfill in
p i p e zone will be mad e on l y when engineer has
dir e cted in writing tha t ma terial be provided and
pl ac ed.
When ba ck fill is placed me chanically, push b a ckfill
material onto slope of backfill previously p l aced and
allo ws to slide down in to tr e nch. Do not push backfill
into tr e nch in such a wa y as to permit free fall of
ma ter i al until at least 2 f e et of cove r is provided
over top of pip e . Under no circumstanc es allow sharp,
h eavy p ieces of materia l to drop directly onto pipe or
t ampe d mat e r ial around p ipe . Do not use backfill
mate rial of c onsolidated masses larger than 8" within
top thre e f eet of pip e . No backfill material shall
c ontain masse s greater than 24" in diameter nor shall
roc ks larg e r tha n 6" in diame t e r be placed in the top
12" of t rench o No large clods, frozen material or muck
i s t o b e us e d as backfil l .
Al l b a ckfill mat e ria l in tr e nches shall be compact e d to
9 0 % o f ASTM D698 standard d e nsity except under
pavements a nd road shou l d e rs which shall be compacted
t o 9 5 % density. The to p 12 inc h e s of the trench shall
b e backfi l l e d with road base ma terial meeting Colorado
De p a rtment of Highways standa rds when in roadway.
Compaction e quipment sha ll b e of suitable type and
a d e qua t e to obtain amount of compaction specified.
Comp ac t i on e quipment sha ll be o perated in strict
acco rd a nc e wi th manufac t urer's instructions and
rec omm e nd a tions and s ha l l b e ma intained in such
c o ndit io n that it will deliver the manuf acturer's rat e d
c ompact i v e effor t .
I rriga t i on and Drainage Ditch Restoration -Under
c r ossing s of minor irrig ation a nd drainage ditches not
c ov e r e d in a s pecial section s h a ll be ba c kfilled so
th a t upp e r one foot of ma teria l in ditch between ditch
ba nk s is t op s oil , loam or c l ay . Compact thi s material
f o r f u l l ditch width to a min i mum of 95 % of ma ximum
d e nsity as determin e d b y AASHTO T99, Me thod B.
15
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F.
G.
H.
Settlement -Any se ttlement not e d in backfill, fill or
in structures buil t over backfill or fil l within one
ye ar warr a nty period wi ll be co nsidered to be caused by
improper co mp action metho d s and shall b e corrected at
no cost to owne r. Stru c tur es d a maged by s et tlement
shal l be restored to t he i r original condition by
co ntractor at no cost to owner o
Rock Surf acin g -Wher e so di r ec te.d by engi neer, place
crushe d r ock surfacing mater ial , as sp ecif ied herein,
for th e f ull width of all str ee ts, driveways, parking
ar eas , str e et sho ulders and other areas disturbed by
co n s t r u ction. Areas covered s ha ll be as directed b y
eng inee r . Ro ck shall b e 1-1/2 inch minus as directe d
by e n gineer. Level a nd grade rock to co nform to
existing g rad es and surfa ces.
Asphalt Concrete Pavement Replacement -Road surfacing
shall be replaced as req uired by the City, Town, County
or Stat e Highway Depa rtment r egulations. Letters of
approval from sa id Department wi ll be required before
final ac c epance of the pro jec t will be made.
1.04 I NSPECT ION AND ACCE PTA NCE TEST
L FILLING AND VENTING THE LINE
A. Al l valves shall b e operated by th e owner. The line
s h a ll be s lowly filled with water and all air expelled
from the pipe. Care shal l be taken that all availabl e
hydrants (including h ydrant gate valves), air valves
and other vents a re op e n dur i ng the filling of the
line . Where hydrants or o th er vents are not a vailabl e
in th e line, the co ntra c tor sha ll make whatever taps
are required fo r venting purposes. The rate of filling
th e line shall n ot excee d the venting capacity.
B. Pipeline Flushing -Th e con tr ac t or shall fl ush the
pipelines as th e wo rk prog re sses by a means in
accord ance with good practice to insure tha t sand,
rocks, or other foreign mater ia l are no t left in any of
the pip e lines . I f possible, t he flushing shall be made
throug h an op e n pipe end; otherwise , use of a fire
hydrant ma y be acceptable , but only on s pecial a p prov al
of th e e n ginee r.
16
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2.
3 .
PRESSURE TESTING
Pressure te s t s s h al l b e c onducted according t o the
applicable sections of AWWA C600 as follows:
A. Af te r e a c h sec tion of pipeline has been laid and
partia lly backfilled, except fo r the joints, or except
when th e e ngine e r directs th e trench to be backfilled
for r easons of public safe t y, or if t he contractor
e lects to backfill prior to testing, as permitted, the
pipe shall be slowly fille d with water and tested. All
pipe shall be tested at a pre ssure of 150 psi at the
lowest point in each sec tion. Each s treet s h all be
t es t e d sepa r a tely, but outsid e feeder mains may be
t es t e d in co nvenient lengths. The duration o f each
pr essure t e st shall be at least one con tinuous hour.
All wa ter used in t e sting the pipelines shall be taken
fro m th e existing water system .
Ea c h s ection of p i p elin e being tested shall be slowly
fill e d with water and th e sp ecified test pressure shall
be applied by me a ns of a pump co nnect ed to the pipe in
a manner satisf a ctory t o th e eng ineer. Th e contractor
s h a ll furn ish a ll n e c e ssary labor and equipment to
p e rform the test.
LEAKAGE TEST
A lea k a ge t e s t shall be co ndu c t e d aft er the pr essure
t e st h as b ee n completed . The c ontractor shall furnish th e
p u mp, pip e , c onn ec t io ns, meters, a nd al l other ne cessary
apparatus, and shall furnish all n ecessary assistance t o
condu c t th e test. The duration of each leakage test shall
be two hours , and , during the test, the main shall be
sub j e cted to a hydrostatic pressure of 150 psi.
No pipeline installation will be accepted unt i l the
le a kag e i s l e ss than the following or in accordance with
AWWA C60 3 :
4 II
6 "
8 "
10"
12"
14"
17
Allowable Leakage in
Gallons per Hour per
1,000 Fe~-
0.74
1.10
l.4 7
l.84
2 .20
2 .5 8
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4.
Fo r a section of pipeline und er test co nta ini ng less
than 1,000 feet , the allowable leakage will be reduc ed
proportionately.
Should any t es t of pipe l a id disclose leakage greater
tha n tha t spe c ified above , the contractor shall , at his own
exp e n se , loca t e a nd repair t he points of lea kage until the
leakag e i s within the specif ied allowance .
The pipe may be subjec t e d to hydrostatic pre ssure and
insp ec ted and tested for leakage at any convenien t time
after the trenc h has been pa rtia lly back f illed, e x cept at
th e jo i nts , or back f ill ed as permitted by the engineer.
Wher e a n y sec tion is provided with concrete thrust b locks,
t he pr e ssure t es t shall not be made until at least two days
have e lapsed after the co ncr ete was ins~all e d.
The engineer shall be notified a ·t least 48 hours before
t he pipe is to be t es ted so tha t he may be prese nt during
th e tes t.
DI SINFECT ING
All wat e r pipin g install e d under this co ntract shall be
disinfected a f ter a ll construction wo rk has been completed,
Chlorine sha ll be a dd e d to t he wat e r at th e necessary
l oca tions in the amount to form a 5 0 ppm fr e e chlorine
r esidua l. The chlorinated solution shall be l ef t in the
pi pe lin es for not less than 24 hour s , and a f ter that length
of time , th e c hlorine r esidual of the solut ion, at any place
in the sy s t e m , shall not be less than 10 ppm. As required,
the contr ac tor sha ll make all necessary tap s for inserting
the c h lor i ne in the pipeline and blowing and dra i ning
pip elines , using approved corpo ration sto p s. After th e
di sinfect i on has been completed a n d approved, the
corporatio n stops sh all be closed, left in place , and sealed
with a cap . All chlorination work must b e done under the
s u pervision of the e ngin e e r o Following chlorina t i on th e
main shall b e thoroughly f lu shed with potable water. The
contractor shal l take all nec e s s a r y precaut i ons t o v e nt the
flow of stro n g chlorin e so lution in to exist i ng water
faciliti es and will assume responsibility f or damage done by
heav ily chlo rinated wate r du e to negligence on his par t. No
wa te r main shal l be placed in service until a written
r eleas e i s ob t aine d from the County Heal th Department , and a
copy furn i s h e d t o th e e n gineer .
18
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1 .05 RESTORATION AND CL EANUP
A.
B.
Contractor shall remov e from site all debris and unused
material , and shall, upon comp l eting the work, restore site
as n early as possible to its original condit i on . Disposal
areas must be approve d by engineer.
Reseeding a nd Fertilizing -Originally grassed ar eas insid e
and outside dedi catd rights-of-way or easements shall be
fertilized and reseeded with fi rst quality seed approved by
property owner. All ground preparation and reseeding shall
be done in accordance with accepted practices for lawn
planting o Contractor shall be responsible for obtain ing a
satisfactory grass turf acceptable to property owner.
19
RICHARD D. LAMM
Governor
Dennis Stranger
DIVISION OF WATER RESOURCES
Department of Natural Resources
1313 Sherman Street -Room 818
Denver, Colorado 80203
Administration (303) 839-3581
Ground Water (303) 839-3587
July 15, 1982
Garfield County Planning Dept.
2014 Blake Avenue
Glenwood Springs, CO 81601
Re: Mitchell Creek Project
Dear Mr. Stranger:
J. A. DANIELSON
State Engineer
We have received information that the proposed source of water for this sub-
division --the West Glenwood Wate r District -is supplied by the City of Glen-
wood Springs. Unfortunately, we have no information concerning the City and
therefore, must continue our information request. W e request that you trans-
mit ou r request for the follow ing information to the City and District:
1. A summary of water rights owned or controlled.
2. The yield of these rights both in an average and a dry year .
3. The present demand on the system and the anticipated de-
mand due to commitments for service.
4. A copy of the contract between the City and the Dist rict.
When this information is submitted for review, we will return comments
to the County. Until that ti me, we must ask that this proposal be held in
abeyance.
HDS/KCK:pkr
cc: Lee Enewold, Div. Eng.
Sincerely ,
JV/j. /. f~D. ~ P.E.
Assistant State Engineer
LP. ZANCAN :=LLA, Chief
J /\ME S r1AS ON, A s st. Chief
MART IN ZEMLOCK, C aptain
W. LAPLANT E, ~ecy. Tr Pa s.
J M 'E S BLA.NC O , Li e ut.
JACK JONES, Lieut.
G en,voo d S· rings Fire epartme11t
Member of Co lo r ado State Firemen's As so ciatio n
806 Cooper
GLENWOOD SPRINGS, COLORADO 81601
Garfield County Plan ~ing Dept .
2014 Blake Av e .
Glenwoo d Springs
Ref: Mitchell Creek PUD
1. Fire plugs and locntion of plugs lo r ks go od in l owe r section , but
I f ee l the uppe r section needs more than one hydrant to properly protec t
this area .
2. Road width is very narrow and would be ba d in the win t er if sn ow plowe d
fro~ road gets a big embankment .
3. Being the houses are up aginst a wo od ed hillside proper l and sca ping and wee d
control needs maintained to serve as fire break .
4. All wood stoves and fireplaces will be r equired to have a approved spark arrestor
cap .
5. Briiges and culverts need to be c apa ble o f holding a 45,000 pound fire truck .
Than}: You
Keith Kepler
Office of the State Engineer
Division of Water Resources
1313 Sherman Street-Room 818
Denver, CO 80203
MITCHELL CREEK, LTD.
P.O. Box 1020
Eagle, CO 81631
32 8-633 7
July 12, 1982
RE: Mitchell Creek Subdivision/West Glenwood Water District
Dear Keith:
Following our telephone conversation o f July 8, 1982 and a telephone con-
versation with Dennis Stranger of the Garfield County Planning Department, I
would like to emphasize once again our need f or a letter from the Division of
Water Resources rendering an op i nion on the West Glenwood Water District's
ability to serve the Mitchell Creek Subdivis i on. Since additional information
has been submitted per your request of May 25, 1982, we feel the Division of
Water Resources should comment on this information .
We realize that this information include s an agreement concerning the West
Glenwood Water District and the City of Glenwo od Springs, which is still in the
negotiation stages. The Division of Water Re sources' opinion on the West
Glenwood Water District could be contingent upon this agreement b e ing executed.
Your office's opinion on this matter is very important to our project and
to Garfield County. Your immediate response to this matter will be appre-
ciated.
If you are not able to respond to this le tter we would like t o put in
writing your verbal opinion of J u ly 7, 1982:
The information your office receiv e d on the West Gl enwood Water
District (from their attorney Ronald Johnson) would be adequate
information on the West Glenwood Water Di strict assuming the
proposed agreement between the City of Glenwood Spr i ngs and the
West Glenwood Water District is ex e cuted, except for the fact
that you have no information on th e City of Glenwood Springs.
So before the Division of Water Re so urces can render an opinion
on the West Glenwood Water Distric t , your off ice needs the same
information on the City of Glenwood Springs, as your letter of
July 8, 1982 stated it needed for t he West Glenwood Water
District.
Keith Kepler
July 12, 1982
Page 2
If this is not an accurate synopsis of what you s ai d, please let us know
immediately.
Sincerely ,
7!::±;~~(!1ed;
Project Ma nager
xc: Mr. Dennis Stranger
RONALD W. JOHNSON, P.C.
ATIORNEY AT LAW
P.O. BOX 983
817 COLORADO AVENUE, SUITE 206
GLENWOOD SPRINGS, COLORADO 81602-0983
(303) 945-8582
Mr. Hal D. Simpson, P.E.
Assistant State Engineer
Office of the State Engineer
Division of Water Resources
1313 Sherman Street, Room 818
Denver, Colorado 80203
June 30, 1982
Re: Mitchell Creek Project
Dear Mr. Simpson:
This is an amendment to the letter previously sent to
you regarding Mitchell Creek Limited devel opment in West
Glenwood Springs. My previous letter was written prior to
receiving a copy of your letter of May 25, 1982.
My previous letter contained a summary of the anti-
~ipated agreement between the City of Glenwood Springs and
the West Glenwood Springs Water District for the purchase of
water. I did not include a statement of the present demand
on the system and the anticipated deman d. The proposed
agreement provides for purchase of a maximum of 4,000,000
gallons of water. I am told that at the present time the
maximum gallonage used is approximately 2,000,000 gallons.
Also enclosed is a map of the service area of the West
Glenwood Springs Water District.
Should you need further information, please feel free
to contact me.
RWJ:vp
Encl.
xc: Robert Ber9
Scott Balcomb
10 Ventures
Paul Manino
truly y~ur,
?/!_{/. :L-
Ronald W. Jo n n
. J
RONALD W. JOHNSON, P.C.
ATIORNEY AT LAW
P.O. BOX 983
817 COLORADO AVENUE, S UITE 206
GLENWOOD SPRINGS, COLORADO 81602-0983
(303) 945-8582
51982 ,!~ l
; _J j ...... ,~ ___ .... -·· .... ._......,
GARFlELO CO. t'LMrn£.R
Mr. Hal D. Simpson
Assistant State Engineer
1313 Sherman Street, Room 818
Denver, Colorado 80203
June 24, 1982
Re: West Glenwood Springs Wate r District
Mitchell Creek Limited Development
Dear Sir:
This office represents the West Glenwood Springs
Water District, in which District is located the pro-
perty being developed by Mitchell Cre e k Limited Asso-
ciates. I am advised that your office has requested
additional information on th e wate r supply a nd s y stem
in the District.
The District is currently operating und er the
guidelines of a Water Services Agreeme nt with the City
o f Glenwood Springs, wherein the City of Glenwood
Springs provides water to the District and operates and
maintains the system of mains and storage tank within
the District.
The City of Glenwood Springs and the West Glenwood
Springs Water District are currently negotiating a new
form of contract wherein the District would buy treated
water from the City of Glenwood Springs at an agreed upo n
price, at which time the District will take ove r the main-
tenance and operation of the s y stem. The District has
had a h yd rology study conclud ed and ant icipa tes drilling
of test wells in the future in o rder to obtain an indepen-
dent source Gf water. Until such an independ ent source
of water is obtained, the primary s ource will continue to
be treated water from the City of Glenwood Springs, which
has taken the position that the West Glenwood Springs Water
District is within its service area.
Should you need any further information, please feel
free to c ontact me.
RWJ :vp
xc : Scott Balcomb
Paul Manino
Robert Berg
June 23, 1982
Mr. Paul Mannino
Planner
Garfield County
2014 Blake Avenue
Glenwood Springs, Colorado 81601
Dear Paul:
City staff and the Planning and Zonin g Commission have rev iewed the
Mitchell Creek P.U.D. preliminary plat. Following discussion of the
proposed project at its regular meeting on June 9, the P & Z approved
the following motion:
#67-81 -(County Referral) Consider the preliminary plat for the
Mitchell Creek P.U.D., a proposed 29 unit single-family house
project to be located north of 130 Road (Donegan Road ) and east of
132 Road (Mitchell Creek Road)
Developer: Mitchell Creek, Ltd.
Commissioner Viehe moved, seconded by Commissioner Kaufman, for
the approval of the southerly un i ts in compliance with staff
comments and the denial of the northern units.
Commissioner Graves said reasons should be the access, the steepness of
the retaining walls and that the road could be moved closer to the
creek.
AYES:
NAYS:
ABSTAIN:
Graves, Alsdorf, Durrett, Kaufman, Viehe and Law
None
None
The motion carried.
The staff comments to which the motion refers are attached.
The Planning Commission was principally concerned with stree t design in
the northern section of the P.U.D. They and staff be l ieve that severe
safety and maintenance problems will result from the proposed design.
At a minimum, the City urges that the street not be dedicate d to the
-------------------
public, rather that it be the responsibility of a homeowners
association. The Commission felt that it could not recommend the north-
erly units for approval as presented .
This question of public versus private ownership and maintenance also
applies to the proposed park along Donegan Road . The material referred
to the City does not specify who will own, develop and maintain the fac-
ility. As I understand it, the County at this time does not have a
parks operation. Neither is the City in a position, at this time, to
assume responsibility for a park in West Glenwood. This leaves a home-
owners association. This responsibility should be clearly defined in
any approvals.
Numerous techni cal comments have been made by City
the purpose of improving utility and road design.
directly any of these individuals if you need more
fication.
department heads with
Feel f r ee to contact
informa tion or clari-
In closing, I should perhaps reiterate a portion of our comments made in
December during sketch plan review. The proposed land use -single-
family residential -is compatible with the City's adopted land use
plan. The City's remaining concerns involve technical design and ulti-
mate ownership and maintenance responsibilities for portions of the
total project.
Planning Director
City of Glenwo od Springs
JMF:gp
enclosure
DEPARTMENT OF HIGHWAYS
P .O . Box 2107
Grand Junction , Colorado 81502 -2107
(303) 242-2862
Mr. Paul Mannino, Planner
Developmental Irr t Review No. 860
STATE OF CO LOR.AD O
June 18,
Garfield County Planning Departmen t
2014 Blake Avenue
Glenwood Springs, CO 81601
RE: PRELIMINARY PLAT FOR MITCHELL CREEK PROJECT
Dear Mr. Mannino:
We have reviewed the plans for the referenced development an d
estimate that it will generate trips resulting in an
additional 290 vehicles per day on segmen t s of the county road
networ k in the area. This additional tra f f i c will have an
impact on the intersections of County Roads 132 and 133 with
U.S. 6 in the vicinity of the West Glenwood I-70 Interchange.
We wish to remind the county of its responsibility to see
that these intersections are channelized when traffic volumes
increase to a level which exceeds t he capacity of the
intersection.
EG/jme
cc: Moston/Sturm
Spanicek
Campbell
Cass
Fi l e
Very t r uly yours,
R. P. MOSTON
DISTRICT ENGINEER
&<~j{):la~d/.
By ED GEBHARDT ~
DISTRICT TRANSPORTATION PLANNER
IN REPLY REFER TO
United States Department of the Interior
Mr. Dennis Stranger
Count y Planning Director
2014 Blake Avenue
BUREAU OF LAND MANAGEMENT
Glenwood Springs Resource Area
P. 0. Box 1009
Glenwood Springs , Colorado 81602
June 17, 1982
Glenwood Springs, CO. 81601
Dear Mr. Stranger:
This is in reference to the recent public notice for the Mitche ll Cr eek
Subdivision l ocated in Section 34, T,5S ,, R.89W ,
We have reviewed the plats submitted with th e application and have no
objections to the proposal . Our only concern is that the developer
recognize the potential for debris flows f r om adjacent l a nds .
~~e appreciate the opportunity to review t hi s proposal .
S i ncerely~
1786
7-162
201 4 BLAKE AVENUE
TO:
FROM:
DATE:
GARFIELD COUNTY
ENVIRONMENTAL HEAL TH DEPARTMENT
GLENWOOD SPRINGS . COLORA DO 8 1601
Paul Mannino
Garfield County Planning Dep ar t me nt
Terry Howard iz_.f+
Garfield County Environmen ta l Health Department
June 9, 1982
SUBJECT: Mitchell Creek Subdivision Preliminary Plan
Although it is the stated policy of the Garfield County
Board of Health to require central collection of sewage
whenever feasible, the Garfield County Environmenta l
Health Department recommends approv a l of indiv id ual
sewage disposal systems for lots 23-29 of Mitchell
Creek for the following reasons:
1. The topography of the la nd ma kes connection
to central sewage diff ic ult.
2. Soil conditions on the lots are reasonably
well suited to ind i vidu a l sewage disposal
systems.
3. The number of systems proposed is limited
to seven.
PHONE 945 -2339
(.\Ii <; 1Af F Cc:tvlME..N T S f=eQ..
Jui C\ \q~'2. P~9: Met:T1Ny
'
ITEM #67-81 -MITCHELL CREEK P .U.D.
City Manager
The relatively low density, open sp a ce and park dedications are good.
Will add to traffic congestion on Hi ghway 6 & 24.
Police Department
(Unavailable at this time.)
City Engineer
Drainage
1 . Was channel and culvert improvement cross section de t ermined on cal-
culated mud flow volumes and water? Has allowance b e en made for
channel clogging by mud or debris in plans for storm water flow?
2. Will "improved" channel profile match existing or wi l l grade of
channel be increased?
3. Will consolidation by pre-wetting be monitored to as s ume adequacy
prior to construction?
Road Design
1. Generally consider 2 foot shoulders inadequate for cross-section.
Recommend 6 feet.
2. Maximum slope of l~:l is very severe. Can present h a zard with this
narrow roadway cross-section. Additionally, erosion of such a
steep side slope is a real problem. Recommend a max i mum of 4:1 to
be seeded with native grass.
3. Roadside ditches should be erosion protected, particu larly in 8%
grade areas. Ditches should be aligned to prevent s a turation of
road base and subbase and erosion of roadway side slopes.
4 . General re: roads.
for topo of site .
maximums.
Water
Consider overall road cross sect i on problematic
Length of cul-de-sacs exceed generally accepted
1 . Number of fire hydrants should be increased. Pulls to any house
should not exceed 500 feet.
2. Line size on north section is inadequate for fire pro tection.
General recommendation for fire and domestic in area s to be assumed
by District or City for maintenance is 8".
3 . Soil resistivity shou ld be tested to determine required protection
for water lines .
4. Above water comments applicable pending new water agreement between
West Glenwood District and City of Glenwood.
City Electric
The Glenwood Springs Electric System will accept the Sub d ivision as long
as gas or solar is the source of heat. We do not feel we can provide
for all electric homes at this time.
,
The Subdivider will furnish all tren ches (bedding if necessary), cable
(primary and secondary), transformers, conduit (PUE), labor and all
other material to complete the job.
Also, we will require all transforme rs, meter, and primar y conductors
to be in front or street . Meters a n d transformers will be installed at
property corners.
Water/Wastewater
1. Water and sewer lines should be a minimum of 10 feet apart horizon-
tally when possible (if not pos s ible, then special installation
should be performed).
2. Recommend blow-offs be installed on all dead end water mains.
3. Developer should be responsible for installation of proposed 8" DIP
loop into existing 8" water main s on Donegan Road and Chalet Village
and Mountain Shadows Drive .
4. Proper easements should always be maintained.
5. No comments on sewer. (Lines are not the responsibility of the City
of Glenwood Springs)
6 . Blue line elevation is 5,875 feet. Pressure problems could exist
above this elevation .
7 . Currently the City of Glenwood Springs supplies the West Glenwood
Water District with "excess" water. First priority is to the resi-
dents of the City of Glenwood Springs. As of this date, we have had
no problems supplying water to the City of Glenwood Springs or the
West Glenwood Water District.
8 . Recommend a generator for back-up electric supply to the proposed
booster pump.
9. Proposed booster pump and storage tank should not be the responsi-
bility of the City of Glenwood Springs.
10. The proposed 2~" water line under Mitchell Creek should be installed
in su c h a manner as to prevent contamination and to s implify repairs
if a water leak should develop in this area.
11 . Whenever water and sewer lines cross each other, they should do so
in a manner that is acceptable to the Colorado Department of Health.
12. Precautions should be taken to prevent storage tank or booster pump
from becoming damaged during debris flows.
13. Request more details concerning the piping from the b ooster pump to
the storage tank, from the booster pump to the distribution system,
and from the storage tank to the distribution system .
14 . Sizing of water lines (2" and 2 ~") and booster pump may be
inadequate.
15 . Question the reasoning for 2~" s uction line to booster pump then
reduced back down to 2", then back up to 2~", then back down to
2"????
16. The existing agreemen t with the West Glenwood Water District
requires that we maintain the water mains. We will c ontinue to
maintain these water lines, unless a new agreement with the West
Glenwood Water District states that we are no longer responsible
for such maintenance.
RICHARD D . LAMM
GOVERNOR
June 3, 1982
COLORADO GEOLOG I CAL SURVEY
DEPARTMENT OF NATU R AL RESOURCES
7 15 STATE CENTENNIAL BUILDING -13 13 SHERMAN STR EET
DENVER, C O LORADO 80 203 PH ONE (303) 866-261 1
Garfield County Planning Department
2014 Blake Avenue
Glenwood Springs, CO 8160 1
Dear Planners:
RE: MITCHELL CREEK PROJECT
We have reviewed the plat and geologic i nformation for the proposed
Mitchell Creek Project. As pointed out in the geologic report and in
various special geologic studies done b y Lincoln DeVore in this area,
there are serious geologic concerns whi c h affect this property. Among
JOHN W. ROLD
D I RE CTOR
these are steep, potentially unstable s l opes of Eagle Valley Evaporite
bedrock, active colluvial depositional a prons and fans, debris flows, and
swelling and corrosive soils. These problems c ~n be minimized by careful
construction and mitigation measures as recommended in the v a rious technical
reports. However, it is our opinion tha t these geologic problems cannot be
totally mitigated and that damage to str uctures and improvements in this
subdivision can be expected to occur dur ing the life of this project.
If Garfield County and the developer are willing to accept t h is risk,
prospective lot or home owners should b e informed that geolo g ic conditions
in this subdivision are potentially haz a rdous and could result in higher-
than-normal construction costs, maintena nce costs, and occasional damage
to structures or property •
..)
Additionally, we must recommend against allowing on~lot leach fields in the
''back" 7 lots. These small lots are situated on steep slopes of potentially
unstable colluvial materials, and subsur face introduction of sewage effluent
could saturate the materials and cause a ctive landsliding and slope failures.
Some method of sewage disposal which does not release effluent into these
potentially unstable slopes should be required for the upper portion of this
project.
If you have any questions or require cla rification, please contact our office.
Sincerely, ~ J A~ /~5TovWZ-.
uce K. Stover
ngineering Geologist
GEOLO G Y
cc: LUC STORY OF THE PAST ... K EY TO THE FUTURE
May 27, 1982
Mr. Paul Hannino
2014 Blake Avenue
Glenwood Springs, Colorado 81601
Dear Mr. l1annino:
Mount~ 'ris Soi l Conservation District
The Mount Sopris Soil Conservation District Board has reviewed the Mitchell
Creek Subdivision plan. We feel this is a well written plan and addresses
the problems in the area.
We would like to point out the need for an on-site investigation before
construction. This will insure a good foundation for the new homeowner.
Although flash floods are addressed in the plan, we feel it is the biggest
problem in the area. Drainage ways must be kept open and in good working
order.
The plan states that the irr~gation ditch will stay in place. Something
should show a right-of-way for maintaininR the ditch. Ditches for agri-
culture and subdivisions usually cause conflicts, because homeowners do
not want farmers crossing their land to fix the ditch.
If we can be of further assistance, please contact us.
Sincerely,
6?.u.it~ ,g~'""""·~
Richard Cerise 1-£.
Secretary
RC/te
CONSERVATION -DEVELOPMENT - S ELF -GOVERNMENT
Roaring fork School District RE-1
P.O. Box 820
Glenwood Springs, Colorado 81601
Telephone (303) 945·6558
M!t. Paul_ Man.vU.n.o, Pfun.n.Vt
Gevt6ie.ld Cou~y Plan.vU.n.g Ve.pt.
2014 B.f.a.Qe. Ave.n.ue.
Gl e.n.wo o d S p!U.n.g.6 , CO 8 160 1
RE: MLtc.heff Cne.e.Q Pnoje.et
Veevt M!t. Man.vU.n.o:
NICHOLAS R. MASSARO, Superintendent
DWIGHT L. HELM , Assistant Superintendent
ROBERT 0 . LAFFOON , Assistant Superintendent, Business
1982
The. Boevtd 06 Educ.ation. 06 Roa!U.n.g Fofl.Q Sc.hoof Vi.6t!U.et RE-1 i.6 ne.c.om-
me.n.din.g :the. don.ation. 06 on.e. aene. 06 lan.d 60'1. e.ac.h MMY c:We.flin.g uvU.t-6
on doUafl. value. 06 .6aid don.ation. :to be. de.po.6ile.d wilh :the. GaJr.Cield Cou~y
Comm.i,Mion.e.M :to be. Med by :the. .6c.hool fut!U.et 60'1. :the. punc.ha.6e. ofi 6u:tune.
.6 c.hool .6i:tu .
Twe.~y-vU.n.e. de.wellin.g uvU.t-6 wocdd '1.e.pfl.e.6 e.~ . 5 8 aenu 011. doUevt value.
:the.Jr.e.06. The. Boevtd af.60 Jr.e.quu:t.6 :that de.vuope.M be. n.oti6e.d :that ex-
:te.Miovi 06 bU.6 .6Vtvic.e. ivi:to :the. .6ubdivi.6iovi i.6 vio:t plan.vied due. :to the.
in.c.Jr.e.Min.g c.0.6:t.6 o 6 .6 uc.h .6 Vtvic.e..
NRM/rrw
~~r..oo .s>.;-
~ ~ u m
\\ I/
FOREST SERVICE
COLORADO STATE UNIVERSITY
Mr. Paul Mannino
COL..JRADO
STATE
FOREST
SERVICE
Garfield County Planning Department
2014 Blake Avenue
Glenwood Springs, Colorado 81601
RE: Mitchell Creek Project
Dear Mr. Mannino:
Petroleu m Building
1129 Colorado Avenue, Rooms 217 & 218
Grand Junction, Colorado 81501
Telephone 303 I 242-7518
WP1r;:J-.:117'1\?~mr y
Jk _ MAY 2 s 1sei ,JJJ
GAltfU:.W 00 . ~ 'tat f.R
25, 1982
The site of this proposed development was visited May 18, 1982. There are a
number of problems with this development rela ti ve to wildfire hazards .
Most of the wildfire hazard problems are associated with the steep , highly fueled
slopes of the project area. The proposed pro t ective covenants prohibit a landowner
from protecting his home by the maintenance of an effective firebreak around it
(Article VI, #2). A formal lawn makes an excellent firebreak.
Road design for both the Creekside Court and Mitchell Creek Court are inadequate
for ingress and egress in the event of a fire .
1) The Colorado State Forest Service re commended maximum length for a cul-
de-sac road is 750 feet . Creekside Court is 1200+ feet and Mitchell
Creek Court is 1000+ feet .
2) The Mitchell Creek Court road is a dead end road which C.S.F .S. guide-
lines recommend against .
3) Road width is twe l ve feet less than t he C.S.F.S . recommendation on
Mitchell Creek Court and ten feet less than the recommended 34 feet on
Creekside Court.
4) There is no provision for dual ingress and egress on either road pre-
venting evacuation of residents and arrival of fire vehicles simultaneously.
Because of the steep slopes . it is likely many home designs will include cantilevered
or overhanging decks or portions of the house . Unless the area underneath the over-
hang is enclosed or screened , sparks from a fire will become trapped and ignite
-2-
the house. Highly flarrunable siding materials seem to be favored in the design
control guidelines. Because of the extreme fire hazard in the area, non-flammable
siding, soffit, and roofing materials should be required.
In summary, the Mitchell Creek Project , as presently designed, has many problems
with wildfire hazard . I have included a book let entitled Wildfire Safety Guide-
lines For Rural Homeowners for use by the developers so that they might specifically
address the significant problems with wildfire hazards in their preliminary plan.
Sincerely, --==f L~J--'-
cc : Buzz Zancanella , Chief
Glenwood Springs Fire Department
John Denison
District Forester
RICHARD D . LAMM
Governor
Mr. Paul Mannino
OFFICE OF THE STATE ENGINEER
DIVISION OF WATER RESOURCES
1313 Sherman Street-Room 818
Denver, Colorado 80203
(303) 866 -3581
May 25, 1982
Garfield County Planning Department
2014 Blake Avenue
Glenwood Springs, CO 81601
Re: Mitchell Creek Project
Dear Mr. Mannino:
JERIS A. DANIELSON
State Engineer
We have reviewed the material submitted for the above referenced
subdivision. The West Glenwood Water Distr ict has been proposed as the
source of water. Unfortunately, we have no information available to
determine the capability of the District. Therefore, we request that the
District submit the following information t o you and this office:
1. A summary of water rights owned or controlled by the District.
2. The yield of these rights both in an average and a dry year.
3. The present demand on the system and the anticipated demand
due to commitments for service ent ered into by the District.
4. A map of the service area.
When this information is submitted fo r review, we will return comments
to the County. Until that time, we must ask that this proposal be held in
abeyance.
Since rely,
J/nPsiJ.re.P.E.
Assistant State En gineer
HDS/KCK:mvf
cc: Lee Enewold, Div. Eng.
COLORADO
Richard D. Lamm
Governor
May 19, 1982
HEALTH
Frank A. Traylor, M.D .
Executive Director
l MAYr2 ( L.1 Mr. Paul Mannino, Planner
Garfield County Planning Dept.
2014 Blake Avenue
Glenwood Springs CO 81601
G,
Re: Preliminary Plat for Mitchell Creek Project, Garfield County
Dear Paul:
I have reviewed the preliminary plan for the Mitchell Creek Project for the
suitability of the proposed water and sewer services.
West Glenwood Springs Water District has promised to prqvide water service,
but the County should realize that West Glenwood buys their water from the
City of Glenwood Springs. The City of Glenwood Springs could have a say in
the amount of water sold to West Glenwood; however, there should be no
problem with serving this development.
West Glenwood Springs Sanitation District has promised to provide sewer
service for part of this development and has the capacity to do so. Individual
systems have been proposed for the upper seven lots of the de velopment. From
the submitted data, engineered systems will most likely be r e quired. I
believe the County should look at this proposal in the same v ane as the
recently submitted proposal for Los Amigos Ranch.
If you have any questions or need further comments, please don't hesitate
to contact me.
Sincerely,
FOR DIRECTOR, WATER QUALITY CONTROL DIVISION
1,11Jln Jf7 ~VL
l:fohn R. Blair
District Engineer
JRB/zp
cc: Terry Howard, Garfield County Sanitarian
Tom Bennett, General Services Section, Denver Office
File
125 NORTH 8TH STREET1 GRAND JUNCT ION1 COL ORADO 81501 PHONE (303) 245-2400
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