HomeMy WebLinkAbout1.0 ApplicationACKNOI'ILEDGEMENT OF SATISFACTION OF
SUBDi
KNOW AIL I'IEN BY THESE PRESENTS ThAt:
I^IHEREAS, Cunningham Construction & Development Co. (hereinafter "theCompany"), entered into a Subdivision Improvements Agreement date November26, L979, recorded in Book 539 at Page 947 as Reception No . LggTLl of theGarfield County records on November 26, Lg7g, FoR THE IMPROVEMENT oF AmendedRiverbend subdivision Filing IIo. 2 (hereinafter ',the property"); and
I'JHEREAS, sai-d Subdivision Improvements Agreement rdas a modification ofthose certain agreements dated Septernber 19, Lg77, recorded in Book 501 atPage 872 as Reception No. 281331 and in Book 501 ar Page B7B as ReceprionNo. 281332 of the Garfield County records; and
WIIEREAS, the obligations of the Company have been satisfied in ful1as agreed upon in the above mentioned agreements and a subsequent agreementto bring four (4) manholes up to the finished grade of the street.
NOW, THEREFORE, at the request of the Company and in consideration ofthe premises, the Board hereby acknowled.ges the satisfaction of the Sub-division Improvements Agreement entered into by the Company and all modi-fications and amendments thereto and hereby releases, remi.ses and quitclaimsunto the present owrrer or owners of the property hereinafter described, allright, title and interest which the Board of County Commissioners of GarfieldCounty, Colorado, may have in and to the property described as Amended River-bend Subdivision Filing No. 2, and further release those certaln SubdivisionAgreements as set forth above.
DArED tni" ? i/ day of
STATE OF
COIJNTY OF
The foregoing instrument
September , 1983, by
Board of County Commissi-oners
coLoMDo )
) ss.
GARFIELD )
I{ITNESS my hand official seal.
My commission expres:
,1983
was acknowledged before me this Zth day of
Eugene rrJimrt Drinkhouse as Chaiiman of theof Garfield County, Colorado.
BOARD OF COI]NTY COMMISS
GARFIELD COUNTY
eL6 County C
Address
ACIC{OITLEDGEMENT OF SATISFACTION OF
KNOW ALL MEN BY THESE PRESENTS that:
I'IHEREAS, cunningham constructi.on & Development co. (hereinafter ,,the
companyrt), entered into a subdlvlston rmprovements Agreement dated November26' L979, recorded in Book 539 at page 947 as Receptlon No. 29g7ll of theGarfi-eld county records on Novemb", i6, lg7g, FoR THE TMpR6yEMENT oF AmendedRiverbend subdlviston Filing No. 2 (hereinari"r "tr,"-riop"ri;;;1' ."u
IIHEREAS, said subdivision rmprovements Agreement was a modification ofthose^certain agreements dated September Lg, ig77, recorded in Book 501 atPage 872 as ReceptLon No. 281331 and in Book 501 at page g7g as ReceptlonNo. 281332 of the Garfield Counry records; and
WHEREAS, the obllgations of the company have been satisfied in part andthe company has consented and agreed that ti're Board of county commissloners ofGarfield County, Colorado, (heretnafter "the Board',), sha1l retaln and holdthe sum of $2,100.00, which sum \ras prevlously deposlted with the Board andwhich sum shal-I.be securlty for performance until-four (4) manholes requiredby the above referenced agreements are raised to the finished grade of thestreet in the property.
Now' THEREFoRE, at the request of the company and in consideration of thepremlses, and the prior recelpt of the aforesaid sum, the Board herebyacknowledges the satlsfactlon of the subdivislon rmproveuents Agreemententered into by the company and all modlficati-ons and amendments thereto andhereby releases, remises and quitclalms unto the present owner or owners ofthe property hereinafter desciibed, all rlght, title and interest which theBoard of county comrnissioners of Garfierd dorrnty, colorado, may have j.n and tothe property descrlbed as Amended Riverbend subaivtslon Fillng No. 2, and.further release those certain subdivislon Agreements as set forth above.
DATED rh:s 7L day of February, 19g3.
STATE
COI]NTY
0F C0L0RAD0 )
) ss'
OF GARFIELD )
The foregoing instrument was acknowledged before me thisFebruary, 1983, by J as Chairman ofcounty comnis s iorr"rfffiTE unty,orado.
WITNESS my hand and official sea1.
My comnission explresz //-ZC-83
,-,/.L day of
the Board of
Not6.ry
lo,
Publi
BOARD OF
GARFIELD
COI]NTY COMMISS
Address
4r, b+o
P.O. Box 640
GARFIELD COUNTY
COUNTY ATTORNEY'S OFF ICE
Glenwood Springs, Colorado 81602-0640 Phone 945-9158
h&-gi
y _._
March 7, 1983 '1 .... tur;vl
John R. Schenk, Esquire
Schenk & Kerst
Suite 201, 817 Colorado Avenue
Glenwood Springs, CO 81601
RE: Riverbend Subdivision
Dear John:
The purpose of this let-ter is t-o sunrnarize t-he present- sLat-us of our dealingsin regards to a Subdivision Improvements Agreement for the RiverbendSubdivision. Previously, f tendered t-o you a check in the amount of Four
Thousand six Hundred sixteen Doll-ars and TWent-y{ne cents ($4r616.2!), which
was the tot-al amount- of t-he money held by t-he Board of County Conunissioners ina savings account with Valley Federal (Account_ No. 1040I0403J. In acldit_ion, I
have tendered to you a check payable to Jim Cunningham in the anount of NineHundred Dollars and No/Cents (9900.00) issued by Garfield Count-y and drawn onthe Garfield County Road and Bridge Fund. This check is part-ial reimbursementfor the amount of Three Thousand Fifty DoLlars and No/Cents ($31050.00), whichthe County received for a release of a first deed of trust on Iot 9, B1ock 2.Therefore, the County stil1 ret-ains the sum of T\uo Thousand One Hundred FiftyDollars and No,/Cents ($2r150.00) as security for conpletion of certainirprovements, which have not yet been clone Lo the County's satisfaction.
PreviouslYr w€ discussed a point of some confusion, as to whether t-he $900.00check should have been one Thousand Four Hundred Dollars ancl No,/cents($1r400.00). This confusion arose because f made reference to t-he $1r400.00figure. This was mistaken, since at that point- in t-ime, I was assuming t-he
$31050.00 was rea1ly the sum of $3,500.00. However, I do agree with y5u t-hat-presently your client, Mr. cunningham, is due Fifty Dollars-and No/cents($50.00) from C,arfield County, since t-he agreement was that- we would ret-ain the
sum of $21100.00 and not- $21150.00. However, I would like to agree with your
suggest-ion t-hat- t-his mal-t-er wait- for several nont-hs until t-he list improviment-s
have been conpleted to t-he satisfact-ion of Garfield Count-y, at- which time afinal settlement- can be reached.
This will also confirm t-hat t-he Chairman of the Board of Count-y Conrnissionershas signed releases as to a first- deecl of Lrust- on Iots 4, S ana 6 of Block 3.
John R. Schenk, Esguire
March 8, 1983
PAGE T9D
The guestion remains, what improvements Mr. Cunningham needs to const-ruct inorder for the release of the monies present-Iy in possession of GarfieldCounty? Although I have not had this confirmed by our Building official, it ismy understanding that four manholes need to be raised to streef leve]. Basedupon Mr. Cunninghamrs let-ter t-o me of December 29, LgB2, this will be doneprior to May 30, 1983. Based upon Mr. cunninghamis letier, it. is myunderstanding the fire hydrant- ext-ension has been conpleted. As t-o the roadsurface, C,arfield County will look to ttre guarantee by Corn Construction, andtherefore, the $21100.00 is not securit-y for the guality of t-hat surface. Itrefinal item is Storm King Road, which is shown on ihe fiial plat, but whictr hasnot been constructed. rt would be my suggestion that- we reLord something andput- the people on notice that storm King Road was not- intended to be confileted,pursuant to t-he Subdivision Inprovements Agreement.
For your records, enclosed please find an Acknowledgment of Satisfaction ofSuMivision rmprovements Agreement, which has been iigneO by t-he Chairman ofthe Board of County Cormrissioners. It is my understanaing Lf,at Cartield Countywill wait until notified t-hat the manholes have been instilled at surfaceleve1, or aft-er lt1ay 30, 1983 will use the money that- we have to do this workourselves. rf any of these representat-ions are incorrect, please do not-hesitate t-o contact me.
Earl G. Rhodes
Garfield Count-y Attorney
eC4,/sr
Enclosure
xc: Mark Bean, Garfield County planning DepartmentBill Thonpson, Garfield County Builcling Officiaf .,/
Very truly yours,
," .li'//' / lt" ll
,-0, [, 1:l/r/-Lr
GARF'IELD COUNTY BU ILDING DEP'\RTMENT
GLENWOOD SPRINGS' COLORADO 8I60I
Earl Rhodes
Garfield CountY AttorneY
B.J. ThomPson
Ch'ief Building InsPector
December 9, 79Bz
Rjverbend Subdivjsion improveinents Agreerrrent
Inspection
PHONE 945-A?41
625'3321ZOl 4 BLAKE AVENUE
TO:
FROM:
DATE:
SUBJECT:
', ["
;, - I,l
Your memo of November 30,1g8? requesteO tni| Ye make and inspection
of Riverbend Znd fi ling regardjng'if.,. installat'ion of fire hydrants
and san'itary sewerage sYstem '
Mr. Ed Feld, Garfield County Sanitarian ' and I 'inspected the
subd'iv'ision on the morning of December 7' 7982'
The following conditions or discrepancies were noted:
l.Onef.irehydrantneededtoberajsedtvlofeetormore.
[1r. Jjm-Cunningham advised that the p'ipe spo91.-ol-,
njppletoaccoirplishthjs.iscurrent.lvonorderano
as soon as the part ii o"tive,^ed jt w"ill be jnsialled.
2. Part of the sewer manholes were readilv located above
grade
'it "l[.-
eJge or lt e ,oua or at g.ude 'l evel 'i n the
b1 acktop. Hotvever, manhol es #B ' 1 on Ri verbend Dri ve;
manhol es #7 , #B , +g , ig 'i ' +o '4 ul9 #6 ' 3 on G1 eneag'l e
C.irclu"upptittO'to Ut covered by blacktop and not
readilY discernabl e'
3. The Storm King Road turnoff did not app9ql to'be installed
or bli.lirpp.i, ii it-ir-..qu.ired by suuaivis'ion agreement'
4.Atthedraw,gulley'orditchcrossingunderGleneagle
C'ircl e at approximateiy ioi a' Blk, 2- ind Lot B ' Bl k 3
there.p;.;;; to be u i'tua foi stabjlizing the fill as
several cracks vtere observed i n the b"lack top '
0n December B, I advjsed Leonard Bowlby of the county Road Department
of the foregoing conditions and he aavisea that he vrluld also investigate
the Rjverbend zad fjling. Ouring the telepfrone lonversation' we agreed
that the County should hold at i'E.ia'Sio0:60 1irtttt hundred dollars)
per manhole untii .itf,.. the manholes are rajsed to road grade at the
top of the blacktop by the a.uufop.i9.]f the County Road Department
iniui.t and raii.i'fi,i* to the top of the blacktop'
Memo - Earl Rhodes
December 9, 1982
Page 2
RECOMMENDATI ON :
x.c.
1. That the County hold funds in the amount of $300'00
per manhote-noi penetrat.ing blacktop at-grade level
for a total oi rlr.n (7) minholes totaling $2,100.00
(twenty-one hundred dol 1 ars ) .
?. The Road Superintendent may have addjt'ional recommendations
regarding Slorm King Drive-and the condjtion of roads jn the
subdi vi s i on .
Ed Feld
Leonard Bowl bY
Mark Bean
Denn'is Stranger
f,li-iil ,.
u't'{
GARFIELD COUNTY
COUNTY ATTORNEY'S OFFICE
Glenwood Springs, Cotorado 81602-0640
METORAI{DTIU
Phone 945-9159
QEcE/r""., .\l-,1 1.. ._:il ,,
I0: Leonard Bowlby, Supervisor
C,arfield @unty bad and Bridge Detrnrtment
,{ri[ Thompson, Garfield County B.:ilding Instrnctor
ERC&I: Earl G. Rhodes, Garfield County Attorney 4L
DAIE: trtoverlcer 30, 1982
sttsJ8tr: Riverbend subdivision rmprovenents AgreenenL
On t'loverlcet 22, L982, ttrere was a discussion in front of the Board as to ttreadequacy of road work done in the Riverbend S.rbdivision by Corn ConstructionCompany. At ttrat tfure, ttre Board agreed to accept a warr-anty from CornConstruction Corpany as to road work. t.hrtil tooXing at thijmatterr I didrrot realize t}rat ttle developer now believes he has omplied fully wittr allastrrects of the SuMivision Improvenents Agreenent. roi your ben-etit, t amattaching-a_-ootrIf of tLre Sulcdivision Improvenents agreenent, dnd s5ncificalIy,E<hibits "A" and uB', whictt lists ttre p:Uric iuprovenents rtrtrich t[e oeveroriicrains are n&, in plaoe_. Fbr your information, r am also incrudingengineering drawings of the deverotrnent, which consists of ten pages.
IvIy request of you is t|rat you rnake an on-site instrnction of ttre developnent
9o that you gan represent to ttre Board whettrer the prblic irproverents listedin Ertribits "A" and 'Bu have been constructed. t&oi that relresentation tothe Board, the Board will release lots v*rich have held security ana othercoIlateral. Leonard, please note ttrat there is presently Thre6 lhousandFifty Dollars and tib/Cents ($3,050.00) in the rcld and niiage Ftrnd, which ttre9*ty took in lilay of L982 for a Release of a First Eed of Trust. rf tlredevelotrnr is correct that the prblic inproverents have Oeen corpfeted, thenthat npney strould be returned to him.
r would appreciate it. if you would advise rrE as to when this inspection couldtake place.
/sr
Erclosures
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S\{M PONDS
AS.BUILTS
FILIIG 1 8,2 46 II'IS
l{AryouE c-2
MANHOTE C-1
OOT]NTY ROAD
},AMIoLE - 1
HiDBAI.II #1
MANTXCLE - 2
VALVES
RTVffiBM{D DRI\E
MANIxf,TE #3
MANHOM EA
t-
Obvious above grade
Obirious above grade/
l
20,6,, perpendieular from Rrbllc Service Boad
ATtt1tt frcrn Power Pole
Oorner of lot 1 &' 2
Stop virlve 3' in front
Riverbend Drive & CountY Road
.28" 6" frqn Power Pole
,44, 6" frrcrn County Road Sign
Valve CnE^t
65' frsn corner I-at 4 & 5 B 2
4!' frcrn corner lrt 4 & 5 B 1
Oounty Rd.TJest
L'ft ,(lrt^
.*
Page 2 continued
VAL\IE
PINION RUN
I\4ANHCLE 4-1
1,ty'
F
41' frun southend concrete Culvert
35' frqn Riverbend Drive Sign
46'- frsn Pouer Pedestal
113' frcm Power Pedestal
41'6" frsn Trangnission Pole
36' fron PrrcPerlY corner Lrlt 7
68' Ecd of Chlvert
MANTIOLE 5
t^lc
Obvious,East of noad and above grade
uAmrorr 6.2
MAMIOTE 6.2A
6.2L ,
VALVES BY MANHOLE 6.2
41'6" frcrn koPertY Corner
43'8" frorn Tbansnisslon Pole
51'4" frsn East E:d Culvert
41'6" frsn West Erd Culvert
Added.obviou,s, {
- 11'6"y corner +to
{
Nyl,on f
i< //\eP
- Mntuorr o.g
MANHOM 6.4
1O5' frun HYdrant ^ i'
66' 'from PrrcPertY Corner
53' frrcrn PrrcPertY Corner
35' frorn PropertY Corner
37',6',"'
30t6t'
to Water l,ine Valve QtoP
t-o kopertY Corner I-ot 8 B 3
a/(
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MANTOLE 6
ir _R,
-zltUsq.cj'
Pa4e 3
MANHOTE
continued
9.1
IUANIXCTE 9
I,IANIICLE 8
ruANrxltu T Ao./,0
MAMOI,E 6.02
Me
31' to ProPertY Corner
4il to Telephone Pedestal
98' to Power Pedestal
53' to TelePhone Pedgstal
35'6r' to Electric Pedestal
33' to Electric Pedestal
4016'r to Electrlc Pedestal-
53'6" to Electric Pedestal
Above Grade
At back corner of Iots L,?&Ag Block 2
At mid point back 1ot 5, B 2
Above grade
At badr 1ot corner of Iots 10,11,6 & 7
lq
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ooor 533 rrcrg80
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Iloatls l
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Llaso Cour:ie
f i rr i slr Gl .rrl ing
Asl,lraIt Chip & Seal
SurfacinrS
Sc rrc r
llairr Li nes
|lanlrol cs
[a tcrals and
Vlater;
llairrlines
!t5'd r.rnt s
I*1 teral s and
9nllg
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I596 l,r.'
159 6 t,!'
I30 0 Lt'
1ConnccLions {00 t.F
CompIe t.e
ComPIe tn
Conncctions 400 Lt'
CoEt
3,72q
3, I50
2,000
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$ r3, o0o
{,900
lr5oo li.r>
N/A
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l.lisccllaneous:
tlng inccr ing/ConL ingcncy
TO'I'AI,:
N/A 5 ,000
${ 2, l6r
Gore *n:lg,s?8ffifusu".
AVON OFFICE: 0082 Beaver Creek Blvd., P.O. Drawer F-100, Avon, Colorado 81620 (303) 949-5000
December 2:-, LesL RECEIVELT Df I I : tgAl
IIr. W.C. Milner
2OL4 Blake Avenue
Garfield County Building Department
Glenwood Springs, CO 81601
Dear Mr. Mil-ner:
This letter will advise you that we have conrnenced construction on the
second filing of River Bend, Lots 1-8, Block 2 and Lots 1-10, Block 3.
The water line was installed in this area several years back. We are
presently installing the sewer li-nes, culverts, and water and sewer
laterals. In the spring, once the snow melts, we will complete the
roads.
Should you wish to review this work during this process, please feel free
to do so.
Very truly yours,
.l ////L.t/
Ji.rti'" Cunni"gtfnh
.rd7 ""
cc: John Shenk
Attorney
ffi.ttrzs
S UMMARY
PROPOSED DEVELOPMENT
The water and sewer util ity Haster Plans have been
development as proposed in the development Master
and Associates.
designed to service the
PIan prepared by Thomas
The Riverbend study area contains 600
marily as a mix between single-family
The ultimate critical period
gal lons per day). This flow
the Colorado Rlver al Iuvium.
to be developed Pri-
h i gh-dens i ty cl us ters "and various recreational
acres. lt is
res i dences and
work ing ranchThe area is to be interspersed with a
facillties.
PROPOSED WATER SYSTEM
The Master Plan proposed will provide a legally and physically adequate water
supply, transrnission and distribution system desi gned under the "urban-typeil
cr i ter i a, as requ i red for fi re protect ion-
water demand is estimated to be 0.645 MGD (miIIlon
willbeprovidedthroughawellfielddrilledin
The Master Plan for water facilities is shown on Drawing No. l" The proposed
facil itles include: f inished water wel I pump stati'..ln, 5 wells, a 7501000 gallon
clearwater storage reservcir and distribution pipel ines. Fire protection wi I I
be provided by t[e system. The total estimated cost of the system is $l1027rl80
of which $5561520 will be required in the first phase"
PRoPoSEg SEWAGE SYSTEM
Al I of the development is to be serviced with a conmunlty-type collection and
trunk sewer system. Collected flows can be treated at one new plant located
within Riverbend on the Colorado River. To linrit treatment facilities to one
plant, a lift station is proposed to serve the area east of the Dakota Hogback.
The sewage system Master Plan is presented on Drawing No. l. The treated
sewage effluent can be reused for irrigation in and outslde the District and
no direct f low would be permitted to reach the Col'orado River.
The total estimated project cost of the sewer system is $1,439,400, of which
$9021340 will have been invested at the end of the first phase. These costs
include spray i rrigation tertiary treatment.
FIRE PROTECTION SYSTEM
lf related areas pertaining to the fire service are handled properly, and if
a good volunteer fire department is organized, a Class /-8 rating can probably
be obtained from the lnsurance Services Office. The water system wi I I
generally be more than adequate to provide required flows, and the fire
station and equipment recommended in this Service Plan will provide a good
fi rst response capabi I i ty.
The first phase of equipment acquisition will include one 1250 GPM pumper
and the first phase of fire station No. I shown on Drawing No. l. The total
capital cost of the first phase will be apprcximately $171,000. The total
capital c,ost will be approximately 5299,000.
FI NANC I NG AND OPERATI ON
District formation is recommended to result in a governmental entity which
would govern fi nancing, const,ruction, and pernranent operaIions of the system.
Estirnated income al locations necessary to cover debt service, operation and
maintenance costs are summarized below. The unit used for comparison is an
equivalent residential tap (considered a home with an average of 3.5 people).
I ncome Source
Denver Water Board
LJater Suoolv
Water Service Charge
Sewer Service Charge
Tap Fee:
Water
Sewe r
S tandby Serv i ce Cha rge :
Water
Sewer
Tax lncome (U/ater and Sewer)
Tax lncome (fi re Protect ion)
$10.00/month plug
I I 0. 00/mon t h
$loco
$rooo
$5.0Olmonth
$5.C0/rnonth
l5.C mills
6. r) m i I ls
I
RONALO C MCLAUGHLIN
KENNETH R \lyRIGHT
HALFORO E ERICKSON
1)OUGLAS T SOV€RN
JCHN T MCLANE
K EN NETH ASH, MA NAGER
ASPEN OFFICE
- P.O.EOX zalo
asPEN COLO. Al6t1
WRIGHT.MCLAUG}{LIN ENG INEERS
ENGINEERING (:ONSULTANTS
242O ALCO T STREET
oENV€R. COL()RADO 80211
,3o3 r 458.62O1
0ctober 8, 1973
coxPLa7g ExclxEgRlxG 3ERVICES
IN YHE
'PECIALYY
TIELO' (,7
WATER 3UPPLY ATO DIITRIIUIIOH
WAY€R ANO TIWA6I TREAYTENT
3EWAGE COLLECTION AXO NEUSC
INDU9TRIAL WA3'EI
SiOFX DFAIXA6E
FLOOO CONTROL AiD
OTHER WATIR.ORIEXTEO'ROJEC?I
Mr. R ichard Thonras
Thomas and Associates
8030 fast Gi rard, Su i te 509
Denver , Co I orado 3CZ3 t
Dear Hr. Thomas:
Submitted herewith is the Prelin in,:ry Engineering Report, Service
PIan, for organizaticn cf tlre Riverbend l4etropolitan Jistrict.
The purpose of this report is tc prcvide an operational and con-
struction base for the water arrd sewer systenrs, and for the fornration
of a fire department. I t is inportant to note that the water system
and the fire system operate as an integral unit, and design parameters
have been used to al lcw fcr maxinrum protecticn fronr both services as
financing wi I I al Iow.
fomrtign of a metropol itan dlst,rlct under Colorado law wll'l erea.te
a lagcl cntlty whlch "rn iinance and construct the utilities systems. lt
will also provide an organizatir>n which will be perpetual ly responsible
for the systems operation in the best interest of its custcmers. The re-
port contains the data and analyses required for district fornraticn,
Respectful I y submi tted,
I/R I GHT-McLAUGHL lN E NG INEERS
:,ac-,--'*t4.?->1.*
Douglas T. Sovern
DTS : ekb
Encl.
By <an
PREL IM INARY ENG I NEIilI NG REPORT
SERVICE PLAN
F0[(
RI VERBEND METROP0LI TAN DI STRICT
GARFIELD COUII'Y, COLORADO
WATER S!'PPLY
SEWAGE DISPOSAL
FIRE PROTECTION
WR lGl-lT-l'IcLAUGHL tN ENG tiJEERS
ENG I NEEiI I IiG CI]NSULTANTS
DENVER, CO -ORADO
OCTOBER 1973
TABLE OF CONTENTS
LETTER OF TRANSHITTAL
SUHHARY
PROPOSED DEVELOPMENT
PROPOSED SEWERAGE SYSTEM
PROPOSED WATER SYSTEM
FIRE PROTECTION SYSTEH
F INANC I NG AND OPEMT I ON
SECTION I - AREA DEVELOPMENT
GENERAL
DESCRIPTION OF AREA
DEVELOPMENT SCHEDULE
SECTION II . PROPOSED SEWERAGE SYSTEH
DESIGN CRITERIA
RANCH IRRIGATION
PROPOSED COLLECTION SYSTEM
WASTE TREATMENT FAC I L ITI ES
PRELIMlNARY COST ESTIMATE
SECTION III . PROPOSED WATER SYSTEH
DESIGN CRITERIA
WATER RIGHTS
WATER SUPPLY
WATER SYSTEM
PRELIHINARY COST ESTIMATES
SECTION IV - FIRE PROTECTION
FIRE STATION
FIRE FIGHTING EQUIPMENT
F INANC ING AND OPEMT I ON
cAP tTAL REQU I REHENTS
DEBT SERVICE SCHEDULE
SECTION V - FINANCING ANO OPERATION
GENERAL
CAPITAL REQUIREMENTS
lNCoME REQUTREMENTS
RATES AND CHARGES FOR SERVICES
APPEND I X
LEGAL DESCRIPTION OF THE DISTRICT
P_age_
s-l
s-l
s-l
s-l
s-2
r-l
l-l
l-2
il-l
It-2
I t-3
I t-3
I t-4
il-lil-l
I 1-8
il-15
il -18
I V-2
tu-2
I V-2
I V-3
tv-3
v-l
v-l
v-2
v-3
TABLE OF CONTENTS_TffiEI?iGAT-
LIST 0F DfUq"/INGS
Page_
t.Drawlng No. I -Riverbend l'Jater,
Protection Herster
Sewer and Fi re
Plan
L IST OF ]'ABLES
I-A PROJECTED ASSESSED VALUATION AND POPULATION
I!-A SEWERAGE SYSTEM COST ESTIMATE:S
II I-A WATER RIGHTS OWNED BY RIVERBE,NDIII-B VULCAN DITCH DIVERSION RECORDISIII-C I.IONTHLY DISCHARGE AT HOUTH OF' CANYON CREEK
I I I.D CAMEO AND VULCAN DITCH WATER RIGHTS
I I I-E RIVERBEND FULL DEVELOPMENT .. WATER RIGHTS
REqU t REHENTS
I I I-F DRY.YEAR DEPLETIONS OF WATER
I I l-G GE0L0GIC WELL L0GS, RTVERBEND DEVEL0pMENTlll-H SPECIFIC C0NDUCTIVITY, RIVERE;END TEST H0LES
I I t.i DRINKING WATER QUALITY STANDARDSI!I.J RELATIVE VALUES AND I4AXIMUM DEFICIENCY POINTSIII-K RELATIVE CLASS AS DETER},IINED BY POINTS OF
DEFICIENCY
I I I -L REQU I RED DURAT I 0N FoR F I RE FLoW
I I I-I,I STANDARD HYDRANT D I STR I BUT I ON
I I I.N WATER SYSTEH COST ESTIHATE
IV.A NUHBER OF ENGINE AND LADDER COHPANIES NEEDED
WITHIN TMVEL DISTANCE OF REQUIRED FIRE FLOI^/IV.B ESTIMATE OF OPEMTION AND HAINTENANCE EXPENSES
I V.C EST I HATE OF OPERAT I ONS AND I,IA INTENANCE EXPENSESlv-D sut4HARy, CApITAL C0ST REQUTREMENTSIV-E SUHMATION OF OPERATING COSTS AND CAPITAL REQUIREHENTS
t-2
r r-4
ill-2
il r-2
r r r-3
il r-4
il t-5
il r-B
r r r-l Iil r-12
llr-13il r-15
1il-t5
il t-17
ril-18il l-tg
tv- |
I V-3
I V-4
I V-5
I V-5
sEcT t0r! I
AREA DEVEI-OPMENT
r-l
sEcT r 0N I
AREA DEVELOPMENT
GENERAL
The boundarles of the area served by the proposed utilities system are
shown on Drawlng l. The legal descrlptlon of the service area of the
proposed metropol ltan dlstrlct ls lncluded as Appendlx A.
A master plan of overall development of Rlverbend was furnlshed by
Rlchard rhomas and Associates of Denver, colorado. This type plan isessentlal to the economic plannlng ']f the water and sewer systems and
has been used as a basis for this r,eport. The overall plan lndlcatesthat proposed development ls scheduled to occur over a lO-year perlod.Utlllty systems should be scheduled to approxlmately match the same rate.
It may be expected there wlll be changes ln the development as planningprogresses from the prel lmlnary stat]e to f Inal plattlng. lt ls notposslble or necessary to have a prer:lse plan for dlstant future utllltydevelorment. Early utlllty systems must be slzed and located to serveearly development and satlsfy the rr:qulrements of the long-term plan,but must be deslgned flexlbly enough to permit nrodifications to flt inealternations in the overal I plan for the communl ty. Consideratlon mustalso be glven to posslble future servlce to areas that logically may be
served because of geographical local:lon.
DESCRIPTION OF AREA
The proposed development lles on the left bank of the Colorado River
seven mlles west of Glenwood sprlng:i. The tract of land covers 1.5
square ml les; however,, only 500 acres ls to be developed. The propertyIs located immedlateiy adjacent to the Grand Hogback.
The proposed development shown on Drawing I includes 656 dwelling unlts,a 120-acre worklng ranch, and a cormlunity center. The area also has
some hot sprlngs. The control focus of the area ls the worklng ranchwhlch ls to remaln as I rrlgated acreage.
It ls lntended that the corf,nunlty provide year-round houslng for per-
manent resldents. The proposed deve,lopment consists of:
l. Hultl-famlly Unlts 2?0
2. Four-plex Unlts 36 /.t
3, Duplex Un I ts 32
4. SIngle-famlly Unlts,
mlnlmum 0.5 acres/lot 77
5, Slngle-famlly Units,
mlnlmum 0.15 acres/lot
f
-.t--
85 6/6o 4-lI
t-2
6. Stngle-fami ly Unl ts,minlmum 0. 3 acres,/,lot
Total
^ ob"+
lx
the commun i ty cen te r.ts estlmated at S7.l
Est lmated
As ses sed
Valuation
;:;
1.0
1,7
2.7
3.5
h.6
5,4
6.r
5.8
7.1
/ ,,'
^ i ' it1:(t nttt
27rt t '
The assessed valua_
ml llion.
ry
666
The remaining developrnent lsEron ot ultimate development
The program for developnnnt of the property is scheduled into three phases.The phases conform i"-;;;;io;, o,, areas wlirrin the boundarres that wit r beplatted and sora moie ;;'i;;'"r the ,",n" ii*u o, In _sequence. Tabre t_AJ?ll;:::'oill,ffiffla'-;';;i;res ana tvpes-oi-,,its ror each phase at
The areas for each phase are described approxrmatery as fo,ows:
phase r - south srde and west side of the Northwest* of Sect lon 15
".a
-,i.-roJrn
, lde ofSect Ion 34
phase 2 - North side rn.,the north srde of the Northwestt of sectlon (i
"ra *rt ii",n" remainder ofSect ion Jlr.
phase 3 _ The area east of Dakota Hogback in Section 35.The ultlmate resldent populatton expected ls 2,350. I t is recognizediiii $;:i:r[iJ"i.i;;!l:i.lHiabr i Ity or ,,iiit ies, "ni-o,iJf:ractorsbudsets srro, iJ
-,nau.go-;;;;
i;;;, r:ff I:;:,'l"jniJo:: lI ty p r.ni i ns,na
DEVELOPMENT SCHEDULE
TABLE I.A
PROJECTED ASSESSED VALTIATION AND POPULATION
Yea r
l97t+
1975
t976
1977
t978
t979
| 980
r98 t
t982
I 983
| 984
Est Imated
No. of Uni ts
g4s.e)'
t00
175
265
355
445
520
580
540
666
666
Estimated
Population-_E-a-
t40
350
612
927
1242
| 557
I 820
2o3o
2240
2350
2350
t-3
The proJected rate of developrrcnt ls indlcated by Table 2-A whlch shows
the estlmated rate of assessed valuatlon lncrease. A one-year tlme lag
for recordlng value has been assured. Values assume no escalatlon and
are based on 1973 costs.
sEcTl0N I r
PROPOSED SEWERI\GE SYSTEM
il-l
DESIGN CRITERIA
The prellmlnary
fol lowlng genera
SECTION I I
PROPOSED SE}IEIlAGE SYSTEM
san I ta ry sewe rage s,/s tem p I ann i ng has been based on the
I crlterla:
2.
I . Cornmun ity-type sewer services should be provided to al I
bui ldlng development.
No septlc tank lndividual rJlsposal facl I Itles are contem-
plated -- with the possible exceptlon of an lsolated unlt
ln the boating erea.
The sewage treatment facll ltles must be located and designed
subJect to the approval of the Colorado Water Pol lutlon
Control Conrnlsslon. The degree of treatment requi red ls
dependent upon the water gua I i ty des i gnated to be ma I nta i ned
ln the recelving stream. 'lhe stream water qual lty required
ls determined from the stream classiflcatlon. Colorado
streams are now classlfled by the Water Pollution Control
Conrnlssion. The Colorado [tlver in this reach has been
classlfied for Recreationa'l , Flsh, and Wl ldllfe, Cold Water
Fishery (Bt), lndustrlal (C), and I rrlgatlon (of) uses.
Further, new Natlonal law wlll soon essentially require the
best available treatment for all plants. ln our oplnlon,
Probable slgnlflcant effluent qual Ity criterla wl I I be
approxlmately the following values, regardless of dlscharge
point.
BOD.
Susiended
Col I form
Phosphate
Nltrate
Sol Ids
Bacter I a
5 ^g/t2 ng/l
Approxlmately 0
0.5 mgllI to l0 mgll
The ibove quality criteria deflned an advanced waste treat-
ment plant, lncludlng phosphate, and probably ni trate
removal lf the effluent ls to be dlscharged to the State
waters.
3.
4.
Plant fac I I I t les must be located and des igned
esthetical ly acceptable and to preserve hlgh
Facl I Ities design and operatlon wi I I utl I Izeof the treated secondary effluent through irr
worklng ranch.
to be
land values"
I and treatment
I 9at I on of the
I t-2
5, Sewerage facllities should be designedtlon to permlt investment approxlnutely
needs for economlc reasons.
The estlmated peak dally sanltary sewageplant design rate of 250,OOO gpd shouldfactor.
MNCH IRRfGATION
flow wl I I be 230,000 gpd. A
resul t ln sufficlent safety
Two general schemes for sewage treatment/dlsposal are aval lable:
l. Provlde tertlary treatment of flow ln an advanced waste
treatment plant and dlscharge downstream. The qual lty
deslgn crlterla descrlbed precedlng refer dtrectly to thlsplan.
2, Trcat thc flow ln atrsecondary'r type plant and reuse theeffluent for lrrlgatlon. ln thls scheme, there is nodlrect dlscharge of sewage effluent
As dlscussed followlng, our lnvestlgation has determlned that the second
scheme ls preferable for Rlverbend and, therefore, recornmended for
I mp I enren tat lon .
Land dlsposal of treated domestlc and cornmerclal waste has been determinedto usual ly be excel lent from envl ronmental standpolnts. Spray I rrlgatlonls the preferred dlstrlbutlon method. lf the reuse water ls properiyappl led, nutrlents, such as nl trogen. and phosphorous, are used by plantsfor beneflclal uptake (fertll ization). ln addltlon, other contaminentsare removed from the percolate or surface runoff by the livlng sollfl lter. Land appl lcatlon may increase total dlssoir"J (tn"rginic) sol iasconccntrattonsl however, total dlssolved sol lds should not eiceed standardsor be llmltlng at Rlverbend. To assure conslstently good results, lt ispreferable that the effluent water be applled only duiing the plant growth
season (whlch wlll co.lnclde wlth normal'irrlgatlon p"rioi.j. ireatmentqt!?t to sPray lrrlgatlon should proucc" an effluent conformlng to thefollowlng crlterla:
a. Heet all of the present treatment standards set by theColorado Water Pollutlon Control Commtssion
b. Be essentlally f ree of suspended soilds or any materlalwhlch could tend to clog spray nozzles.
c. Be essentlally clear and pleasant appearlng,
d. Have no odor lndlcatlve of sewage orlgln.
c. Always have dlssolved oxygen present.
f. Be dlslnfected and free of pathogenlc organlsms.
for phased construc-
paral Iellng actual
I t-3
Spray lrrlgatlon of the ranch wllt be economlcal whlle offerlng syner-glstlc beneflts. The requlred spray lrrlgatlon system can be thetyplcal farm Irrlgatlon system. The nutrtunts contatned, partlcularlyphosphate and nltrate, ere beneflclal to crop growth. costly physlcai-.f:Ttcal-blologlcal treatment facll I tles to r.foru these f rom the waste
Ylll not bc requlred, or even deslred, for spray lrrlgatlon. A slgnl-flcant advantagc ls conservatlon through rcuse of the water resource.
P,R0P0SED coLLEcT t 0,N SYSJ!:[
Thc prellminary design of the proposed collectlon system ls included onDrawl ng No. | .
The collectlon system has been deslgned as a gravlty system, with theexceptlon of the area east of the Dikota Hogbick which'is ai the samerelatlve clovbtlon as'the sewage treatment plant. A lift statlon isplanned to serve this area so is to requlru'only one treatment slte.ln order to assure llft statlon rellauillty, a holdlng tink--: i"rg"enough for twelve-hour peak flow -- wlll pi"u*nt srrcf,arge duringreasonable power outage pe.rlods. A standty pump ls also lncluded lnthe cost estlmate.
Sewers wl I I have grades, manhole spaclngs, and other detai ls consistentwl th .munlclpal practlce and conforming Io Colorado Health Departmentdcslgn recormendatl.ons. The plpe wi li ue PVC except where strength andwatcr tlghtness lndlcate the need for cast iron.
l/
ualT_E TREATHENT FAC r L tT I ES
Thc baslc sewage treatment site ls located adJacent to the Colorado Rlverat the northwest corner of Rlverbend. Thls l6catlon wlll servethe deverop*ii by gravlty. oetait deslgn could result tn-shir,#F"?tthe plant slte wlthln thls lovrer area. The actual site must be belowthe lnlet se!{er gradlent, but stil I above any potential f lood level. ltls antlclpated that much of the secondary plani will be below grade toprovlde gravl ty servlce to the area adJacent to the Colorado River andto bc mor6 aesthetlc. - a
Prellmllary plant deslgn provldes for an extended aeration activateds rudge-type prantr. hgylng sn ini tlal capaci ty of l2!p00 gpd. The plantslze ls based on dupllcailon of unlts and slies that can t" conrenlentlyexpanded to the 2501000-gpd expected at ultlmate development. Allreactlon baslns and equlpment should be enclosed and belovr grade permltrel lable cold-woather'operation and el lminat; "itfr"tlc detractlon.
Plant effluent wlll be pumped to a hordrng-maturatron pond wrthrn theworklng ranch for-subsequent pumplng to tf,e ranch trrliitlon syst"rn.The pond must be l:tq".enough'to contaln flve months, effluent (durlng
!9n-lrrlgation perlods) for-use durlng irrigation seasons on the ranch.The pond would be operated so as to ue neariy empty in the tate fall lnordcr to 3tore wlnter loads. The requlred operaitng volume ir-"rtlmatedto be approximatel Y -97.5 acre-feet. The cost est tmate assumes " 4.75jacr.pond wlth a twenty-foot average depth. .Addlttonal depth ii ausirable as
I t-4
the pond wlll be vlsible and so that complete dralnlng would not occur.
Relaied facllltles at the pond lnclude a small compressor wlth dlffusers
for supplemental oxygen supply, and pumps for transmisslon to the ranch
lrrlgatlon system. lt wl I I probably be desirable, especlal ly in the
earli years, to flll the holding - maturatlon wlth lrrigatlon water from
the Vulcan Dltch.
PREL IH I NARY COST EST ! }4ATE
Sewage project prel Iminary cost estlmates are presented fo'l lowing.
Estlmating-bases are slmllar to those assumed for the water system; all
sewage facl I ity estimates include siml lar allowances for englneerlng,
legal, admlnlstratlve, and contingencies, ctc. No costs have been
included for land acqulsltion or easements wlthin the Dlstrict boundarles.
The Develrper will prcvide all lands end easemen'-s required for water
and sewer faciliries tt nu cost to !lre uislricc.
TABLE 1 I.A
SEWERAGE SYSTEH COST ESTIMATES
Descrlotlon of Facl I I tles
Phase I
l. lnltlal Distrlct 0rganlzatlon, legal
and engineerlng expenses
2. Sewer LInes
3, Maturatlon - Storage Pond
4. Aeratlon Equlprnnt
5. Flll LIne for Haturatlon Pond
6, I rrlgatlon Pump Statlon
7. lrrlgation Pipe Lines
8. First Phase of Sewage Treatment Plant
0.125 HGD
TOTAL ESTIMATED CONSTRUCTION COSTS . PIIASE I
252 lncrement for
surveylng, flscal
contlngencles
TOTAL ESTIHATED COST
eng i neerlng, i nspect ion,
, legal and constructlon
- PHASE I
Es t i mated
Constructlon Cost
$ 8,ooo.0o
294,q70.oo
55, ooo . oo
22 ,000 .00
22 ,400 .00
q0 , o0o .00
5o,000 .00
220 000.00
5 t21,870.00
I 80,1{70.00
s 902, Jl{o. oo
I t-5
Descrlptlon of Facl I I tles
fhase .l l_
l. Sewer Llnes
TOTAL ESTII.IATED CONSTRUCTION COSTS - PHASE II
252 lncrement for englncerlng, lnspcctlon,
surveylng, flscal, legal and constructlon
contlngencles
TOTAL ESTIMATED COST . PHASE I t
Phase ,l l,l
l. Sewer Llnes
2, Force Ha I n
D CONSTRUCTION COSTS - PHASE III
Z5Z lncrement for engineering, lnspectlon,
surveylng, flscal, legal and construction
contlngencles
TOTAL ESTIMATED COST - PHASE I I I
Phrge lV
L sewage Treatment PIant Expanslon to
0"25 HGD
TOTAL ESTIHATED CONSTRUCTION COSTS - PHASE 1V
252 lncrement for englneering, lnspectlon,
surveylng, flscal, legal and constructlon
contlngencles
TOTAL ESTIHATED COSTS - PHASE IV
ESTIHATED TOTAL PROJECT COST . PHASE I - IV
Est lmated
Constructlon Cost
s I 26.500.00
-
$ l26,5oo.oo
3t,520.00
-
$ 158,t20.00
s t03,840.00
9,310.00
!0, ooo._oo
$ 153, I 50.oo
38,299.00
S l9t,44o.oo
I l 5o., ooo . oo
$ I 50,ooo,oo
37, 500 . 00
s I 87,5oo.oo
sl,439,4oo.oo
sEcTlot't lil
PROPOSED WATER SYSTEH
il t-l
SECTION I I I
PROPOSED I.IATER SYSTEH
DESIGN CRITERIA
The prellmlnary deslgns and findings of this Report are based on the
fol lowlng general deslgn crlteria:
l. Adequate potable water suppl les must be developed to
support all water requirernents created by proposed
constructlon. However, water aval labi I i ty may Iogical ly
create reasonable planned constraints upon development.' -3oo (e 7.DCL-d /) K_ /u/" z-;zn ,=r<)/f tf<-rtu.t <-
2. Potable water *urt bu of good qual lty, ,"utlng al [ -:Z
. requirements of the Colorado Department of Publlc Health.
3, Fire protection f lows rnust be available to all of the
comrnerclal and resldential areas, in general accordance
wlth lnsurance Services 0ffice.
lt. Consideratlon must be given to irrigatlon and recreational
water requlrements so that designs result In a total h/ater
resource adequate for the area.
5, Lrater faci I lties should be designed for phased construction
to permit gradual lnvestrnent, approxlmately paral lel lng
actual needs in order to result ln an economlc plan.
' '6. The water supply and distribution faci I i ties must be of
good qual ity deslgn and construction, cor,lmensurate with
the quallty of development, and so as to result ln con-
tlnuous, rellable servlce, even during adverse weather
condl tions (al l-year system) .
WATER RIGHTS
A munlclpal distrlct ls obllged to furnlsh water to lts custorners every
day of the year wlth full reliabllity. This requirement applies to
the legal, as well as the physlcal availabllity of water to the 0istrict.
ln order to have a secure legal water supply under Colorado law, the
requlred water uses must be supported by decreed water rights which are
adequate ln arnount to meet the peak-perlod water requirements and
suff lciently sen'lor that munlclpal dlverslons would not be curtalled
even under strlct admlnlstrat!on of water durlng a dry year.
The water rlghts whlch were acqulred wlth the Rlverbend property and
whlch wlll be transferred to the dlstrlct upon its formatlon are llsted
below ln Table ll l-A.
nt-2
TABLE I I I.A
T,'ATER RIGHTS OT./NED BY RIVERBEND
I'Jater
Dlv. 5
TaP. Ig.
I 453
368 I
0rlginal
Prlorl tyNumber Name
Approp. AdJ ud.Date DateAmoun t
175
242
vulcan Dltch 6.0 cfs 4-t-1907 g-t4-lgog
Vul can Dl tch
Enlargenrcnt 4.0 cfs t0-8-t942 g- 5-1952
These two water rlghts are located withln the Colorado River Basin(water Divlsion !, water 0istrlct 39), and both are wholly owned byRlvcrbend. The vulcan Dltch dlverts water from the rlght bank ofcanyon creek approxlmately three quarters of a mlle above ltsconfluence wlth the Cotorado Rlver, in the SW t of Sectlon Zg,Townshlp ! south, Range !0 west of the 6th prlnclpal l'ierldlan. Thedltch crosses the colorado Rlver by means of a slphon and flovuswesterly above the hlstorical ly I rrlgated lands for about 2| ml les.
Hlstorlc Use. Tlu water rlghts ln the Vulcan DItch have hlstorically6EEi-Ga-6 trrtgate asrrcirturar rands rn sectioit ir,-"ia ii,Townshlp ! South, Range 90 West and Sectlon 6, Township 5 Soulh,
Range 90 tr/est. The l,Iater Commiss loner has recorded the I rr I gated areato bc 300 acres, but measurements of areas mapped ln the fteid wlth theasslstancc of the former ovrner of the Rlverbend property lndlcate that
!1. hlstorlcal ly lrrlgated area Is approxlmately Z2O acres. The latterflgure has been used for purposes of ii,is evaluation.
Table lll-B surnmarlzes seven years of dlverslons by thc Vulcan Ditch,a.s recorded by thc Water Commlssloner.
TABLE I I I-B
VULCAN DITCH DIVERSION RECORDS
I'later
Yca r Numbe rof Days
2t!.
36\
lga
t80
t65
159
209
213
t953
t954
| 968
| 959
t970
t97l
1972
Averagc
I t-lil-l
1t-l
5-t5
5-6
5-r3t+- t
lo-3t
r0-31
t0-31
I 0-29
r 0-30
I 0-28
l0-23
2225.6
2t8q.0
9\6,0
I t 54.0
725.0
t 065 .2
2570,0 .
| 553.0
Fl rst Day
Used
Last Day
Used
Dal ly
Ave rage
Amount , (cfs)
5.2
3.0
2.39
3.71
2 .08
3.15' 6,!L
3.7
Total Annual
Amount Diverted
(acJe- fee t )
soa[D
r r r-3
It can be seen from thls sampllng of years, whlch lncludes the drought
year of 1954, that the Vulcan Dltch water right has proven to be a
f I rm and dependable legal supply of water, even durlng tlnres of general
water shortage, and that Canyon Creek has provlded a reliable, perennlal
physlcal source of water. The area tributary to Canyon Creek above the
headgate of the Vulcan Dltch includes 53.8 square miles and ranges ln
elevation from approximately 5,120 feet at the headgate to nearly
11,300 feet along the divlde between the White River and the Colorado
River. Numerous dltches dlvert water frorrr Canyon Creek or its trlbu-
tarles for irrlgation purposes, and about three-quarters of the irri-
ga,ted acreage ls Iocated along the Colorado River outside of the Canyon
Creek dralnage b-asln, so that return f lot^r f rom Irrlgatlon of these
arcas does not benefit Canyon Creek. Thus, low-flows normally recorded
for August and September by a stream gage at the nrouth of Canyon Creek
do not lndlcate the water supply physlcally available to senior rlghts
on Canyon Creek. Table I I l-C presents the average monthly mean dls-
charge ln cubic feet per second for slx years of record at the U. S.
Geologlcal Survey stream gage on Canyon Creek near I'lew Castle, Colorado.
TABLE I I I.C
MONTHLY DISCIIARGE AT HOUTH OF CANYON CREEK(ln Cublc Feet per Second)
0ct; Nov. Dec . Jan . Feb . f'tg_r. Ap r.
1955'l!60 Average
Dry Year - 1960
l 5.6 20 .g
3t .2 27.1
20.4 Ig.o 17.52r.0 r8.3 16,7
t7.B 3\.4i8.7 5\.3
Yei r
62.o
\9.7
| 955- | 950
Dry Year -
Ave ra ge
r 960
Mav June Julv Auq. Seo.
203. 313. 58.0 5.8 7.7165. 226 . 15 .5 2.3 r . 4
Although Junlor water rlghts on Canyon Creek are usually admlnlstered in
the late suryner, both the former I'/ater Conrrnissioner'for 0lstrlct 39, Hr.
Melvln Hawklns, and the prevlous owner of the Vulcan Ditch have stated
that the senlor rlght in the Vulcan DItch was never subJect to admini-
stratlon nor experienced a physical shortage of water ln Canyon Creek.
The water rlghts on Canyon Creek have been adminlstered as belngrrlnternally controlled,r'that is not subJect to calls from the Colorado
Rlver, but the senior right ln the Vulcan Ditch would not be vulnerable
to calls even if a portion of the right were changed to alternate polnts
of dlvcrslon on the Colorado River. The control I lng water rights on
the Colorado Rlver bclow Glenwood Sprlngs are the group of rlghts whlch
constltute the "Cameo Demand" and are Iocated approximately 50 miles
downstream from the Rlverbend property. As shown ln Table lll-0. the
6 cfs rlght ln the Vulcan Dltch is senlor to all of the rights in the
Cameo group.
I I l-It
Tabulatlon
Nuq.be r.
I 453
t72l
1722
TABLE III-D
CAMEO AND VULCAN DITCH T.'ATER RIGHTS
llame
Vulcan Dl tch
Grand Valley Canal
Grand Valley Project
Pal lsade l.D. l.P.C. l.D,C.
0rchard Hesa Power Canal
East Pal lsade l.D. l.P.C. l.
Palisade l.D.l.P.C.l.
0 rcha rd l,lesa Powe r Cana I
East Pallsade lrrlgatlon Dlstrict
ilesa County I rr I gat lon D I s t. Cana I
Itlesa County I rrigat lon D lst. Canal
Hann Pumping System
Grand Va I I ey ProJect
0rchard Hesa lrrlgatlon Dlstrlct
Vulcan Di tch En largenrent
Arnount
722
72\
725
725
733
6.00 cfs
520.81 cfs
80.oo cfs
80.00 cfs
110.70 cfs
573.00 cfs
8o.oo cfs
I 39.30 cfs
10.20 cfs
40.00 cfs
627.00 cfs
1.00 cfs
45o.oo cfs
1,080.00 cfs
4.00 cfs
t737
I 740
| 740
l7t+l
1742
t7\2
368 I
The Cameo demand for irrlgation water during the surrner would be benefittedby the proposed changes of water rlghts in the Vulcan Ditch, which wouldsubstantlally decrease the rates both of dlversion and consumptive usedurlng that period. Durlng the wlnter, hovrever, the proposed plan ofoperatlon for Rlverbend would involve so,re depletlons at tlmes when none had
occurred hlstorlcally. This mlght be thought to lnJure the year-roundwater requlrement for power-generatlng purposes at Cameo, but the Shoshone,
power demand, whlch ls upstream from and senlor to both the Vulcan Dltch
and Cameo, has the effect of malntalnlng the winter flow ln the ColoradoRlver wel I above the Caneo power requlre,nent.
The hlstorlc consumptlve use of water is of prlmary lnterest in considerlngthe posslble change of a water rtght to provide for alternatlve types ortlnns of use. An estlmate of the hlstoric consurnptlve use of water underthe Vulcan Dltch was made uslng the Blaney-Crlddle Hethod wlth cllmat-ologlcal data for Rifle, Colorado. Thls estimate indicated that durlng adry year, the consumptlve use of irrlgatlon water by the 220 acres hlsior-lcally lrrlgated by the Vulcan Ditch would amount to approxirnately \27 acre-feet, assumlng a full irrlgatlon water supply.
The dlversion records ln Table lll-B lndicate that a full Irrlgatlon supplyhas normal ly been aval lable. The average annual headgate dlveislon of
1553 acre-feet would need to be only 27"a efflcient ln order to satlsfythe dry-ycar consumptlve use irrlgatlon requlrement of 427 acre-feet. Thlsefflclency Is qulte low, and if the dltch were operated lnefflctently, lt
may be assumed that no greater efflciency was needed to obtaln a fulilrrlgatlon supply. lf normal assumptlons of l5t dltch losses and lOt
fleld losses were applled to the average headgate dlverslon of 1553
acre-feet, 7gZ acre-feet could reasonably be avallable for evapo-
trahspl ration, whlch ls wel I ln excess of the crop requl rements. Sore
of the excess would be non-beneficially used by plants along the
dltch and around the perlphery of the lrrlgated flelds' causlng a
further hlstorical depletlon to the river.
Future Use. Not only the types of water use and amounts requlredt
FriTiffihe tlmes of year at whlch water will be used within the
Rlverbend developrnent, would dlffer from the hlstorlcal pattern of
lrrlgatlon under the Vulcan Dltch. Accordlngly, the water uses whlch
must be supported by appropriate water rights have been calculated on
a rnonthl'y basls and are presented below in Table lll-E.
TABLE I I I-E
RIVERBEND FULL DEVELOPMENT -- WATER RIGHTS REQUIREMENTS
(Al I values ln Acre-Feet)
20.1 1.0t8.2 0.9' 20.1 I.0
19.5 I.020.1 1.019.5 l.o
20.1 1.020.1 1.0
19.5 1.0
20.1 1.0
tg.5 I .020.1 1.0
lrrlgatlon(lzo acres)m_
(at farm
Headgate)
20.0 I 2.040.0 2\ .o
70 .0 \2.0
go. o 54.080.0 q8.0
50.0 35.030.o r8.o10.0 5.0
il t-5
617
Sl.l ot.: t-J
o.$
Ph$.-f
/ 5 o CpL
hl,to r\R-
ns4lt!f
Huniclpal Systjm.. -ffi@@Honth
Jan.
Feb.
Ma r.
Apr.
May
June
July
Aug.
Sept.
0c t.
Nov.
Dec.
5.2
10.2
17. 8
23.0
2A.3
15.3
7.7
2.5
3. r
5. r
10.7
13.8
12,2
9,2q.6
1.5
20. I
I8.2
20. I
2\.7
30. 3
37.3
43. I
40. tr
3q.B
27.8
22.0
20.-l
338.9
1.0
0.9
1.0
,i.l
7.1
I1.7
I 8.8
| 3.2
10.2
5,6
2.5
t.0
ToTAL 236.9 I 1.9 102.0 61 ,2 73 . I l{00 .0 2q0.0
The amounts glven above represent a conservatively high estlnate of
water requlrements for ultlmate development, based upon the followlng
assumptlons:
I . The development wi I I lnc tude 666{le1 lng un lts wlth an
average famlly slze of 3,5 persons per unlt, for a total
populatlon of approxlmately 2,350.
2. Occupancy wl I I be l00B year-round
3. Average domestlc water use wlll be 90 $ron, per caplta
per day, whlch would amount to an average rate of
diversion for the entlre population of 0.33 cfs and a
total annual volume of 237 acre'feet.
il t-5
4. The rate of consumptlve useconservat Ively est imated asplannlng purposes.
domestlc water will befor water rlghts
of
5z
5.
:I:r:i,:if l_up:"1 !o."n averase "r-i,006" ffi r".,
lFrrlll,:"::." totar tawn area"ritr,in'the rJi".-ailll,". /" ;1,of 3l.5.acres.
6' rn a !ry-Igar, the i rrigated arggs, incruding both lawns. and the r20 acres of triig"t.J ri"ia, wrr have an lrrr-gation consumptive use reguirernent oi t*o ".r.:f""t'peracre, and I rrigatron water wi il be appiled wiir, ao plrcentefficiency vv qF
Tfrus, the future.water uses wourd resurt rn a total dry-year consumptrveuse of 3t3 acre-feet, whicf, ii abaut 271:a iur] af,"n the estimated \27 acre-feet of consumptive use f;; i;".histori;"ii;-rrrrsated area of z2o acres.ln order to support the propos"a munici;;i i.", oi the Rir"ri"no develop_ment wlth tha senror rrrig"ii"n right in tr,e-vurcan Ditch, rt wourd,however, be necessary to obtain a decru.a cf,"nge of 6pproxlmate ly 2,1 cfs(ln ordcr to support.peak pumping .iiur-;r-;;;.rrbed ersewhere in thrsreport) to vear-round runiiiplt ir" "nJ;; J;"rnare pornts of diversionat the munlcipar weI fierd in trt" cororalo-River aruvtum.
It ls our oplnion that such changes can be effected wlthout injury to thevested lnterests of other r"i.i users in the cororado River gasin.
l/lth regard to the rrrrgatron water luppty for the r20 acres of meadow tobe retalned with,in the i"ruioprunt, rt'mai be'necessary to seek decreedchanges for another portt";;r the senioi'rrii",. rrght in the vurcanDitch' These changes *oriJ fu ,.qrired to "rrure diverslon of the effluentfrom the munlclpal-sewag" ir"J,*nt plant for-lrrigation use and flnaltreatment. srnce the aipr icaiion of'$,.-"riirun, to the r rrigated randls prlmarlly a step ln li"re ,"*.gu treatment process inherent in the muni-clpal usage of water, it may be unnecessary to obtarn a decreed alternatepolnt of diversiol r9r ir.ii"tion use. -Thi, porribrity shourd be evatu_ated by the drstrrctrs attoiiuvr: rn erthei I"r", the sar ient factsremaln that the use of eff rr;;i for i.;iilioi-wir r produce the benef rtsof high-quallty treatment and the recycling of nutrrents contained In the;?::;Ti:lrili.."t resurt in Jecreased rrlisation di;;;ri;;;";; the vurcan
For planning purposes, lt has been estimated that domestlc sewage f,towswttt amount to 9o-garioni;;;;;prta jei-j;;,';; an averaee flow at fuildevelopment of o.3i cfs,-r[iir,-rourd yi"r;-;; Innu"r vorume of 23r acre-feet' The effruent from *,"-i.uatmeni prant w[icn rs generated duringthe surnmer wlr r be pump"d ;ir;;;tv to ,["-i'rrigatron system, wrth onrymtnlmal operatronat hgi;i^; ;;;;r resut red, r[i, steady frow of r rrrsa_tion water wllr constltrt.-oiif a fractlon'or'ti" Irrigatron requrrementfor the 120 acres, but *iir-p"lrit a;;;;;r;""jr'ng a".r""ru rn the amounts
t t t-7
diverted at the Vulcan Dltch headgate. lt is our opinion that analternate polnt of diverslon at the municipal sewage treatment plant
can be obtalned for the balance of the senior lrrlgation right in theVulcan Dltch not changed to municipal uses. Thls alternate polnt ofdiverslon would permlt the dlrect-flow diverslon of up to llb.acre-feet of treated effluent per year during the irrigatron season.
Two alternatlves were considered to provide flnal treatment of themuniclpal sewage durlng thc winter npnths. The first alternatlvewould be constructlon of a t,ertiary treatment plant from which effluentwould be released dl rectly to the river. No additlonal water rightsprovislons would be necessary in this case. The reconmended alternatlvewould be to store the effluent from the secondary treatment plant
through the winter months, and to provlde final ireatment by lrrigatlonof the 12O-acre-meadow, as with the effluent generated durlng the summer.Approxlmately 98 acre-feet of treated efflueni would require storage,and thls would permit a commensurate reduction of ditch diverslonsdurlng the spring or summer. lf a junior downstream storage rlghthgre inJured by the diversion of 0.33 cfs of effluent throughoul tf,.wlnter, It would be feasible to operate the Vulcan Ditch to replace thecumulatlve amount at a specifled tlme durlng the irrigation season byreturnlng the ditch diversions directly to the river, whi le irrigatingentlrely wlth the stored effluent. For lnstance, the enti re wlnter
storage volume of 98 acre-feet could be returned to the river durlnga l2-day period at a rate of 4 cfs. ln additlon, the return flow oilrrigatlon water by subsurface percolation would partlal ly offset the
storage of effluent for several months fol lowlng the lrrigatlon season,and lt would be feasible, due to the nroderate wi-nter cl imate at Rlverbend,to make perlodlc applicatlons of effluent during the wlnter to sustalnthe return flow to the Rlver.
It is our oplnion that winter storage of the sewage effluent can probably
be provlded for by approprlate changes to the sen,or weter rlght ln thevulcan Ditch with provlslons to prevent Injury to any other reitedlnterests. Table I I l-F presents a corpaiison of diy-year water depletlonsunder historlc condltlons and under the proposed plan oi operatlon.
It should be noted that for Table lll-F, the consumptlve use of lrrigatlonwater has been assumed to be 2.0 acre-feet per acre, and that theeffective "storage Make-up" has been arbl trarl ly distributed through theIrrlgatlon season although, as explained before, it could be releaied atone t lme.
ln the event that a change of water right could not be obtained to coverthe wlnter storage of effluentr F€placement water would be leased fromRuedl Reservolr or elsewhere to match the volumes stored during the winter.ln thls case, the'rstorage" column would be eliminated from thi Table llt-Flalthough the "storage Make-up" column would remaln, and thc net annualdepletlon would arnount to only 215.1 acre-feet, raih"r than 313,I asre-fcet.
il r-8
TABLE I I I-F
DRY-YEAR DEPLETIONS OF I'JATER
(tn Acre-Feet)
Pro
Month HunlclPal I rr igat lPn_S to raqe4
20. I
t 8.2
20. I
19.5
20. I
T-ota I
Historlc
Coldltlons
22.0
ql+ .0
77.0
99 .0
88.0
56 .0
33.0il.0
Jan.
Feb.
He rch
Aprl I
Hay
June
July
Aug.
Sept.
Oct.
Nov.
Dec.
TOTAL
1.0
0.9
1.0
l{.0
7.1ll.7
I 4.8
13.2
10. 2
5.6
2.5
1.0
73,1
I 2.0
2A .0
l+2. O
5q.0
48.0
35.0
r8.0
6.0
- 4.8- 9.6
-17 .g
-22.7
-20.3
-t5.5- 7.2
21 .
19.
21 .il.3
21 .5
35.8
l{5. I
40 .9
30.7
l5 .l{
28.02l.l
240.0 98.0 -98.0 313.1 qq0.0
ondlt
torage
ln summarY, Riverbend owns adequate water rlghts to
Its propoiua ,rnlcipal development, or can acqulre
"ny .p"ll"t oPeratlonal requlrements contemplated'
UV'niverUena are suitable to be changed to satlsfy
proposed uses.
!.,ATER SUPPLY
support the entl rety of
replacement water for
Ti're wa te r r I ghts owned
the partlcular tYPes of
ln generat, surface water supplles requlre a hlgh level of treatment before
use as,a publlc water suppty. --lf avallable ln iufficlent quantity' ground-
water from attrviii-rou.""r offer sorne advantages over surface water s6urces'
l.Usually,notreatmentotherthanchlorlnatlonlsrequlred.
2, The water temperature ls warmer and allevlates I lne freezlng'
3, lnl tial capl tal cost ls substantlal ly less than for conven-
tlonal water treatment facI I ltles'
q.lnthecaseofRlverbendwhereallwatersupplleswouldbe
pumped wlth elther a groundwater or a surface water supply,
oPerEtlon costs wlll be less'
S,Waterqualltylsmoreconglstentwlthgroundwaterthanwlth
surface water.
I t.]-g
As part of the overall water supply plan for the Rlverbend Deverlopment,three test hdles were drilled In the SWf,, Sec. 35, RgOt/. DrlIIlngbegan on september 6,1913, with_a chrcago in"ur"iic air rotary rig,add was completed on September Zg, 1973.
soll samples were taken at 5-foot intervals during the drilllng, and anumber of water samples were taken at various depihs to dellneitevert icel changes I n water qua I I ty,
Durlng drllllng and upon compretion of the test holes, short pumpingtests were conducted to guantltatlvely evaluate the aquifer and toobtain water samples
Test Hgle,Prllllng. Three test holes were drilled to bedrock in order toevaluate the total thickness of the aqulfer. Test Hole A was drllled toa depth of 60 feet.- see Drawing No. f for locatlon. sand and gravelwas encountered during the first 50 feet. From 50 to 5l feet, a blackshale was penetrated. The frnal nlne feet were completed in a white,very soft flne-gralned sandstone. Table I I 1-G shows detat ted geologtcwel I logs.
Test Hole B was drilled to a depth of 67 feet at which polnt bedrock wasencountered. The geology and samples indlcate materlal similar to thatPenetrated In Test Hole A. Bedrock ln Test Hole C was encountered at70 feet-below ground surface. The saturated mateii"i-ariii"i"in ,r,i,test hole appears to be sllghtly cleaner than in the previous test holes.
#*j.#",:.'ni;:ff[il":,T3j:n,j;'In:";ff?:;"I::.;';:IIl.,IiI3,:il",
through the drlll ptpe and alr lift the water ti the surface between thedrill plpe and rhe casing. A 3-inch parshalt iirnu was used to measurethe water production for each iest.
Test Hole A was continuously pumped at a constant rate o,ii,t"-i,,,l;;,.;'';:;ffi';}fiH;,::':T:;::,l"Iu,i",:5#
taken ln Test Holes B and c. stattc water level In Test Hole A wasfeet below the top of the casing before pumping began. Measurementsthe 90 mlnutes of pumplng Indlcited that no aelline ln water levelsobservatlon wells had taien place.
,Iee{ole^B w1s pumped_for a period of 90 minutes at a constant rate of
Y:tfer"" : t: I i,,*i i!',]i': I I L' [. ?;[',i,i! 1,, B"i?;:, :;,: l,:":;ffi l.['
Pumplng, no changes ln water levels r"ru observed In TH-A and rH-c.Recovery-measurements in TH-B showed rapld recovery wlth 0.4 foot of draw-dbwn 8'mlnutes after pumping stopped.
Test Hole c.was-g?ti\uousry pumped for a perrod of il5 mrnutes at aconstant rate of\!3lih. water level measurements were taken durlng thetest ln TH-A and TE:6. No change In water rever was noted rn TH-A durrngthe pumplng perlod. However, ti"re water level in TH-B recorded a 0.5 footdrawdot.mdurlngthe3o-5o-mlnuteperlodafterpumplngbegan
20. I
dur i ngln the
per
H r-10
The results of the pumplng tests Indicate that specific capacitlesof 2 to 3 gpm/ft. of drawdown were realized during the pumping tests;however, these tests were conducted uslng only thi 6-3/U,,opening atthe caslng bottom for entrance of water. t/lth a properly scr""nud wall,the antltlpated specifle capacities should be approxlmately 5 to I gpn/it,Therefore, production wel ls of 200 gpm could be rear rzed.
H{.-gg.Ltg.. The resu I ts of the ana I ys I s of the samp I es taken dur tngdrllling and the pumping tests indicate a sllght change ln quality withincreased depth. See Table I I I -H for speci fii condrciance fleld tests.The general trend appears to be an increase in speclfic condustance withlncreased depth.
water-samples taken at the end of the pumping tests Indicated highspeclflc conductances. Table I I l-l i I lustr"ies the chemical "n"lyris ofa sample taken from TH-c prior to termination of the pumping test. Ascan be noted in the Table, rpst chemical concentrations are-wel I wlthlnthe standards set by the U. S. l'{ealth Department. The single exceptionis nnnganese which was found to be 0.05 miillgrams per lltir, the
reconrnended upper Iimit. The results of the iield analysis and the lab-oratory analysis indlcate water of varying quality, and it can be expectedthe quality will change once prolonged pumping begins. lt ls nornal that
s I i ght changes occur i n the concentrat ions of chemica I const i tuents durlngpumplng. As pumping continues, the cone of depression spreads lateral ly.The water quality changes reflect the changes in the water quality wlthdistance from the pumped wel l.
Figure I ls the result of field neasurements and illustrates the groundwater movement ln the area of investigatlon under normal condltions. Notethe sllght gradient from the south toward the Colordo River which is to beexpected under normal conditions. The ground water quality is not affectedby the rlver durlng these conditions because the flow ls in the dlrectionof the rlver. However, when pumping occurs with resultant drawdown ln thewell, the gradlent is reversed between the well and the river, and the
cone of depression spreads until sufficient recharge from the river Is
ach I eved.
lf the pumping is short term, the quallty will not be greatly affected bythe rlver even though the cone of depr"ession has spread to the river. Thlsls due to the difference between the water level response and the physicaltravel tlme of the water. After prolonged pumplng, the water quality wlll'undergo a slow change due to river watei influence. A change to waterquallty equal to river water is not anticipated because the river waterenters only part of the cone of depression. The remainder would be in-f'luenced by groundwater other than river recharge. The total influence ofthe river upon the groundwater quality can only be determined by prolongedpumplng of sufflclently large volumes of water; however, It ls antlcipaledthat-the long-range qual ity under heavy pumping conditions would reach thatnearly equal to the yearly overage water'qualiiy of tr," river.
ilr-tI
Depth (ft. )
0 - l0
lc-25
25-30
30-35
35-40
40-55
6S-
0 - l0
I0 - 20
20-30
30-45
45-5c
50-50
0-
15 -
30-
35-
50-
70-
GC Gray
GC Light Brown
GM Light Brown
GC Light Brown
GM Light Brcwn
EnErada Sandstone,
gra i ned, very soft
TEST HOLE C
TABLE I I ll-G
GEOLOG IC I./ELL LOGS
R I VERBEND DEVELOPMENT
TEST HOLE B
Descriotion,k
GC Gray S ub rou nded
GC L i ght Brown Subrounded
GM L i ght Brown Subrounded
GC Light Brown
GM Light Brown
SI^/ Light Brown
Morrison Formation, red-orange shale
TEST HOLE A
S u b rounded
S ub rounded
Rou n ded
S ub rounded
S ub rounded
Subrounded
Subrounded
Rounded
whi re to I ight 9ray, very fine
GC Gray Subrounded
GC L i ght Brown Subrounded
GM L i ght Brown Subrounded
GC Li ght Brown Subrounded
Gl4 L i ght Brown Subrounded
Morrison Formation, red-orange shale
l5
3o
35
50
70
see accompanying soir crassification sheet for descriptionof symbols
North South
EXISTING
WELL
TH-C
TH-B
COLOFlArJO
FTIVEFI
"i l-'.r:i : "': :
"'
,| ii i;; 3 i , .".' t :" ),), :'.1 ": i .' : ; ;.' .' : .: .:.. .;
: : ": z;':, : : ; .i .' . z'" ." i .'" ? . : ":,,;"j "' : ;'.'jJ .o.o I I : o .l'-^' o'
::i:;t3;:t,ii,i;,';,,1lotltiil,liiii:iiii{
'.'?'.' "oi;"" i" o-'ono'o o - o o o'o'-o o o iot r,'-t l':looo.uo-oZ.oo, ooi.-.'J"o".o"^o'-.o_o o -(c oA;o" o"r' : ..t o^ou ooo'oo"o'ioo"
?"i !::i;i
_o'^- Q o oOe O6
o o o ooa o oa oo. _o . o
oaeooo
.o ' ' o '
ot. o.o
7io'oo 1o, j' . o t"i7.;.orJo.o o.-^ololo oo o
o-o60OocY...oeoto
".; ';1 ::; ." .' .'z'. :l o ". '
..':,Zl " " " i o.'-Z
o. oo 3^ ."o
; .1 ".^ z?, -, :: -, ;Z.i' "'.'.2 ."
Oo.o
oo
o
o
o'o
o.o
o^
ffi-l .o ool .i o
3.: :o'.':.'.. f o.z
oo.o.ooo.2
":iloo,"^,^:=e
.'ot.o Zt ?
o o lo .'o'
o'ol! .'
o -o o o o
o
, ": "."t i..oo'. :
i::;:";:;;i;
' o.oo o
o ooo o.3
.oo" :i;:: ' : :.:.; ,!i ;".1 :":::'" i
ii{iz,i:;:,1i,:i":.:.":?rt;l::ii.,.;1i;i,.';?iir':; i;1tii;t;:';',r,i;,iiili',1i:"";:
'1:i":"-:'3-::
ii:t:t:';:.j".;-ilJ.'"1"."'.-"."o"'J'1;;'iq';;'" i""', '="" ="' :----:
:i;w'ii',{ii+li;1ffi*li*'*{iii{ffi
Z, . o'o' o' ^'." t-1 3i";|tii:\:i,;;;ii;'.i,?.i:);::i:;";:|{::*ir':;;7:;;ti;':'":;i::;i;";ii:.
FIIVEFI EIENO EIE\/ELCI]IMENT
G;EOLOGIC
cFross sEcTtotv
WFIIGHT -MCLAUGHLTN ENGTNEEEIBBENVEF|, coLc,.
FIGUFIE 1
Chemlca I
Const I tuent
-
Atrkal Inltv -M0'( cacoa )
A I ky I Benz'ene '-Sulfonate (noS)>
A rsen I c5
Barlum5
B Icerbonate (He0j)-
Cadm I um5
Cafcium
Carbon Ch I orof orrn5
Extract (Ccr)
Carbonate
ChlOflde.....
Chromium5
coppe r5
t
Cyan i de'
Fluorlde
Hardness
I ron
Lead5
Magnes Ium ,
l,langanese
Nltrate . . .
Pheno I 5
Se Ien t um5
Slllcon dioxide
S I lver5
Sodlum . . . . . .
Sulfate
Total Dlssolved
Sol Ids (ros)
zlnc5
Rad i um-2265
Strontium -905
P. Al kal I nl ty
pH
Evaporated Sol I ds
130
0'5
0.0 I
,156. . .: . . . . .. .
25
0.2
0.1
.lo . . 250.0
1"0
0.01
1.2 0.8-1.7
TABIIE il 1,-l
OR INKING WATER QIJALITY STANOARDS
(Standard tJet ChemlcaI AnaIysis)
()
I:trF Llmlts (mo/l) or loom)
BSsgggll|gsl.' Ig!ryr Unestabl Ished'
ilt-t3
C onunen t
Genefally not harmful
Tastg, F/oth In9
Polsonlng
Poisonlng
Teste
Polsonlng
Hafdness
lndlcator of Poit0tlil \
Tox lc Mater la I
Tas te
Taste E Laxatlve Pfop.
Poisonlng
Taste
Poisonlng
Hottl ing of Teeth
Economlcs, Heelth
Stalnlng, Taste
Poisonlng
Laxat lve
Sta ining, Taste
l'4ethemog lob lnemla ln
lnfants (olue bables)
Tas te
Polsonlng
Generally not harmful
Po I son i ng--D t sco I ora-
tion of Hembranes
Heart Condlttrons
Laxat lve E Taste Prop,
Laxatlve, Taste
Taste
Polsoning
Polsonlng
0n 05
I"0
0c 0l
700....
200
20
0.2
| .4-2,\
500 .
0.05 0,3
0" 05
l0
0.05 .0"05
..0.5..45.0..
0"001
.57..
22
. lo.03
250.0
500.0
5o0
0" 0l
0.05
l15. . . .
3.0 pc/ I
10,0 pcll
0.1
7.8
229
aa aaa
t?5
t5
il r-t4
TABLE l]t-l (Cont.)
DR IN7,ING WATER QUALI'I-/ ST;.ND..RDS (C,,Nt iNUCC)
istandard het Che,rical :,na lys is)
l. Estab] i:hec by U. S, pull Ic '.ea lti: Ser," ice alc adr:ptec b,,, Ccrlr rado
Llepartnnent of xea )th,
2. tstab]ishec by Coir:radc : epart,nent ot. *ea1tr:.
3. Reportec in California Slate t/ater Iteso!r'ces l-o;-rti-c,l Board ,yiater
Qua) ity, Criteria, 1963,
lo, l',inlmum detectAi)le arTioUnr- lav tot l-.e lCw enor,cl ,, f<r cetect reCo:r.,,ien(re,''i,
q,dximur or Line:tablisreo li i:,
5. Not ana l vzed,
Recon,nerrceci limits si-culd lro'. be exceeded wherre\..er' oie sultaole .al€i :upplie s
afe availabie at fea-sJiteitie cos+,. -lrr its expresse,:j l ,,illiqrafts per ljte- (rngr/l)
Note: ,].0 ;ng/1 = 1,0 paris p€i, ri ill'r:.r i pp:r),
MExi:r.uri lil.ti'.s, ;i exceeder-, ar-e gi-Ljtrr.tcS i-cr reiec..Jcr. ::f tl,e v,ater st;pplv.
Units expressed in r.q7 I anc pico{uries per I'i.e,- ip,:r, l'i .
,Jnestablishec IimitS ."re recor'lrerceJ br 5s 1s :,,s6 l,sr< of ..rre scienti: ic cc,illrunity
but not acoptecl ::.,t i.he controil inc; go.,e'rnneata i ac,erc ie:,
il l-15
WATER SYSTEI.I
A munlcipal water system must furnlsh (l) good quality water, (Z) asufflclcnt quantlty, and (l) at sufficlent pressures for domestlc,
i rrlgation, and fi re protectlon purposes. ln smal ler systems, the flre
flows and pressure requirements usual ly govern the system design criterlafor ltems (2) and (3) . Al though nnre dl rectly related to Sectlon lV, a
discussion of the flre protectlon ratlng ls warranted at thls polnt dueto the impact of water systems on the flre rating.
The crlteria for rating of flre protectlon systems are set forth lnt'Gradlng Schedule for Municipal Flre Protection," publ lshed by the
lnsurance Servlces Offlce. The flre protection system ls glven deflclencypoints where the system falls short of set standards, and the breakdownof maxlmum deficlency polnts for the lndlvldual categorles ls shown ln
Table I I l-J.
TAELE I I I.J
RELAT IVE VALUES AND MX IMUH DEF IC I ENCY PO INTS
Fea t ure Pe rcen t Points
1,950
I '950450
650
5,000
Water Supply
Fl re Department
Fi re Service Communlcat lons
F I r:e Safety Control
TOTAL
39
39
9
l3
100
The lnsurance Services 0fflce (tSO) relates the degree of protection
afforded an area to a classificatlon. The classifications vary from t(excellent) to .10 (poor), and there is an additional classif ication for
unprotected property. Table I I l-K shows the relative class of fircprotectlon' systems as determined by deflclency points.
The level of protection which ls afforded a community is chosen as a balance
between the savlngs in lnsurance premiums, and the cost of providing a
suff lclent arpunt of equlprnent and services listed ln Table lll-J to pro-
vlde the classiflcation which results in the reductlon in insurance rates.
Another slgnlflcant factor ls reductlon in flre losses due to better flreprotection ln the lower lnsurance classifications. To get a low rating,all the factors listed in Table lll-J must be consldered.
Experlence shows that most cormunities cannot afford all of the waterfacll ltles, f lre equipment, and rnanpoh,er to receive low ratings. ln
Colorado, Classes 7 and I have the sarne insurance premium, Classes 5 and 6
have the same insurance premlums, and Classes I - 4 have the same lnsurancepremlums, The biggest reductlon in insurance premiums (IrO to 50t) occurs
between Class 9 and Classes 7-8. A reductlon of l0-l5Z in insurance pre-
mlums can be expected by a reduction in ratlng from Class /-8 to Class 5-6.Normally a communlty of the nature of Rlverbend normally fal ls into a
Class 7-8 ratlng.
il r-15
TABLE I I I.K
RELATIVE CLASS AS DETERMINED BY POINTS OF. DEFlCIENCY
Polnts of Deficiglgl R.elative Cljlss of Munic-ipality
0
501
I ,0ol
I '50l2 ,001
2,501
3,001
3,501q,ool
Hore than
5oo
I,000
I ,5oo
2 ,000
2,500
3,ooo
3,500
4,ooo
4 ,5ooq,500
First
Second
Thlrd
Fou r th
Fifth
S Ixth
Seven th
E i ghth
N I nth#
Ten t h'l
A ninth-class muntcipallty is one (a) recelvlng lr,00l
to 4,500 points of deflciency, or (b) receivlng less
than 4,001 polnts but havlng no recognized water supply.
A tenth-class munlclpal i ty is one (a) recelving more
than 4,!00 points of deflclency, or (U) wlthout a
rccognlzed water supply and having a flre department
gradlng over 1,755 polnts, or (c) wlth a water supply
ind no fire department, or (a) ,lth no fire protection.
The key Items in the water supply are:
l. Storage
. ?. Rate of water supply
3. Dlstrlbution piping
4. F i re hyd rant spac I ng
storage. The storage requirements are dependent on the rate of supply and
ifri'']rEi'utred flre flow. The rate of supply will be covered subsequently'
The flre demand ls determtned by the requlred fire flows which is deter-
mlned by the type of structural exposure, the "flre loadil in the buildings,
and the type of bullding constructlon.
ln a cormrunity such as Riverbend, the "fire loadil ls ordlnary and It is
assumed that the bullding constructlon wi'l I be frame type. 0n this basis,
It has been determined that the fire flow in multi-famlly dwellings and
at the community center is 3,000 gallons per minute (gpm) and in resldentlil
areas, the f lre demand is 21000 gpm. The fol lowing table shows the volume
requ I rements for 'f i re f l-ows .
Based on Table lll-L, the requlred storage volume Is 5401000 gallons.
Normally this volume is required over and above the maxlmum average day
whlch ls 6451000 gallons per day (gpd); however, due to the high capaclty
il r-r7
TABLE I I 1.1
REqU I RED DURAT I 0N
Requlred FIre Flovr
gpm
FOR FIRE FLOW
Requl red Durat lon
hou rs
I 0,000
9,500
9,000
8,500
8, ooo
7, 5oo
7,000
6,500
5, ooo
5 ,5oo
5,000
4,500
4, ooo
3,500
3 ,000
2,500
and greater.t0
9
9
B
B
7
7
6
6
5
5\
\
3
3
2and less
of the well supply system, the average day was used as the requlred muni-clpal storage. This volume ls 2ro,oo0 g"i Ionr; therefore, I t ls proposedthat 750,000 gal lons of storage be provlded for Riverbend.
Rate of water su!p.!a. 1t ls proposed that f ive wells wlth an average
ffi009pmbeprovidedforaminimumcapacityofl,oo0gPm: lS0 proposes that the del lvery capacity be sufficlent that ttre
maxlmum average dally demand be avallable wiin two wells down for threedays. Thls is nearly achleved with the proposed supply. lt is alsoaccepted good practice to provide this degree of redundancy, especial lywhen the extra capacity Is relatlvely lneipensive,
D,lstrlbullorl P=lplng. The dlstrlbution system has been des igned to providethe regulred flre flows, even to the few lots located above the blue line.
Due to the storage reservoir locatlon, the flows can generally be suppliedfrom two dlrections. The distribution system is shown on Drawing Ho,'1.Addltlonal crlterla include sufficient valving that no more than 500 feetof dlstrlbutlon system be lnoperative due to iine repai rs. The minlmumllne slze on dead-end lines wlth fire hydrants is B-inch and the minimumllne slze on looped lines Is 5-inch.
ll re HYdran! SPacin.g. Conrmonly, thl s aspect of the f ire protection systemls neglected. lt is proposed that the fire hydrant spacing will meet thelS0 requlrements set forth ln Tab!e I I t-M.
addltlon, the hydrants will be located at the entrance to cul-de-sacsprovlde mutual supPort to adJacent areas and to provide for qulcknessset-up for f lre apparatus.
ln
to
of
ilr-18
TABLE 1 I I'H
STANDARD HYDRANT DISTRIBUTION
Flre Flow Requlred
oom
I,000 or less
1,500
2r000
2,500
3 ,000
3,500
4,ooo
4,500
5 ,000
5 ,500
6,ooo
6 ,500
7 ,000
7 ,500
B, ooo
8,500
9,000
I 0 ,000
I l,ooo
I 2,000
Average Area
Per Hydrant
souare feet
I60,o0o
1 50,000
I 4o, ooo
I 30,000
I 20, ooo
I 10,000
I 00,000
g5 ,000
90,000
85,ooo
80 , o0o
75 ,000
70 ,000
55, ooo
50 , ooo
57,500
55 ,000
50, ooo
15 , ooo
40, ooo
The mlnlmum pipe slze for fire
be furnlshed wlth one 4*-inch
PRELIMINARY COST ESTIHATES
hydrants ls 6-inch and each hydrant shall
pumper nozzle and two 2*-inch nozzles.
l0 oercent
25 percent
Prellmlnary coEt estimates of all potable water system fac!ligies are
presented iollowing. The estlmates are based on probable 1974 constructlon
tort levels. No ailowance has been made for further future changes ln con-
ttructlon cost levels or dollar de-valuatlon.' Subsequent plannlng estlmates
should be trended to reflect current levels and final detailed design.
ihu cort= tnclude estimated contract values, wlth an allowance of 25 percent
eddltlonal, whlch can be allocated generally:
Des i gn Engi neeri ng 8 Percent
Surveys and Staklng 2 Percent
Construction lnspection 3 percent
Administrative-Overhead 2 percent
Cont lngencies and
Mlscel laneous
Tota I
I il-tg
The cost cstlmatcs have been broken lnto phases to correlatc wlth the
planned dcvelopmcnt schedulcr'as glven ln Scctlon l. Estlmates & not
Include scrvlcc I lnes whlch are to be lnrtal led by lndlvldual custonErs.
Norrnally, land and easements are provlded to the utility by the developer
and no land costs have been allocated.
TABLE III-N
WATER SYSTEH COST ESTII-,I,ATE
Descrlption of Facl I i tles
Phaie I
I . lq!_t la I D_rsgr ct 0rgan izat ion , lega I
and eng lneer i ng expensEs
Z. Two wells
3, Well Pump Station
4. 750,000-gal lon C lear Water Storage
Reservol r
5. Control Cable
6, Fl re Hydrants
7, IJater Llnes
TOTAL ESTII'{ATED CONSTRUCTION COSTS - PHASE I
252 lncrement for engineering, lnspection,
surveylng, fiscal, legal and construction
contlngencles
TOTAL ESTII'IATED COST . PHASE I
Phase_l I
l. Well
2. Fl re Hydrants
3, Water Llnes
TOTAL ESTII{ATED CONSTRUCTION COSTS . PHASE II
252 lncrenrent for englncerlng, lnspectlon,
surveylng, fiscal , Iegal and construct lon
contlngencles
TOTAL ESTIIATED COST . PHASE II
Estlmated
Construc,tlgn Cort
$ 8,ooo.oo
I 4 ,000 .00
65 , ooo, oo
I B0 , ooo. oo
I I ,0oo. oo
33,600 .00
2t4.640.00
s 533,240.00
I 33r280.00
s 666,520.00
$ 7,ooo.oo
23,100.00
I 44.660.00
$ I 7lt,760. oo
t,.690. oo
$ 2l8,q5o.oo
I I t-20
Descrlptlon of Facl I I tlcs
Plase I I I
l. Wel I
2. Fi re Hydrants
3. Water Lines
TOTAL ESTIMATED CONSTRUCTION COST - PHASE I II
25"A lncrenent for englneerlng, lnspection,
surveylng, fiscal, legal and construction
contlngencies
TOTAL ESTIMATED COST - PHASE I I I
Phase lV
,,. Well
2, Water Lines
TOTAL ESTIHATED CONSTRUCTION COST . PHASE IV
252 lncrement for englneerlng, tnspection,
surveylng, flscal, legal and construction
contingencies
TOTAL ESTII4ATED COST - PHASE IV
Est lmrtcd
Congtructlon Cost
-
$ 7,000.00
. I 6,8oo. oo
- 7g,66_0. o0
$ I 03,460. oo
35 , 86-0. oo
$ 129,320.00
s 7,o0o. oo .
3, 550. O0
$ to,55o.oo
2 .540.00
I3,I90.oo
ESTTHATED TOTAL PROJECT COST - PHASE I - IV $ I ,027,480.00
SECTION IV
F I RE PROTECT I ON SYSTEM
tv- |
SECTION IV
F I RE PROTECT I ON
Many of the fire protection requirements were related in the previous
Sectlon. Thls section specifical Iy refers to the fi re department. lt
ls important to note that the fire department must be on about the
same relative level as the water supply system or additlonal deflciency
polnts are added. The following table glves the recommended number of
engine and ladder companies withln a required distance for fire flows.
TABLE IV-A
NUHBER OF ENG I NE AND LADDER COMPAN I ES NEEDED
I./ITHIN TRAVEL DISTANCE OF REQUIRED FIRE FLOW
Fire Flow Fi rst Due Fi rst Alarm
Max i mum
Multiole Alarm
Eng i ne Ladder
No. Ml. No. Hi.
Eno i ne Ladde r
sem _ ffim Eng i ne La dde rmNo.
ne
MI.
Iess than 2r000
2,000
2,500
3 ,000
3,500
4,ooo
4,500
5,000
5 ,500
6,ooo
6,500
7,000
7,500
8, ooo
8,500
9,000
I 0 ,000
I I,000
I 2,000
l }+ ,(l 2++l*+ *l ?++
l* 'rl 2
l, *l 2l* ,kl 2l} I 2li 1 2r r riI I r*
I I l*I I r*r I l*I I t*I I t+I r r*3/\ r I3/\ I I3/4 I I3/4 I I
4
2
2
2
2
2
2
2
2
2
2
**/
2
2
2
2
2
2
2
2
2
2
2
2
2
2
3
3
3
3
'', I 2++ tt*l 4
l 'tl 2++ 2 2*
l ,kl 2 2 2*
* ,kl 2 3 3* ,kl 2 3 3l r 2 \3*
} r 2 \3trI l* 5 3*I l+ 5 3*I ll 6 \I t* 6 4* r 1* 7 \l I t* I 4tI t ll 9 t+tr
* I ll 9 t+*tz z 2 lc4*t22125* 2 2 t\ 5t z 2 155
'!l 2++
'k I 2++J.l 2
'kl 2Jrl 2l2l22 2]t22*22*22t33*33*33t.33'44
5\*6S75
*Where there are less than I bulldlngs of a height corresponding to 3 or nrore
stories, a ladder conrpany may not be needed to provide ladder service.
:t,,Same as flrst due where only one engine company is required in the munlclpallty.
+Hay be increased to 2 miles for residential districts of l-and 2-famlly dwell-
lngs, snd to lr mlles where such dwellings have an average separation of 100
feet or more.
+|May be increased to 3 miles for residential districts of l- and 2-famlly dwell-
ings, and to 4 miles where such dwellings have an average separation of 100feet or more.
tv-2
After an economlc analysls, lt wasnot be purchased for thls Dlstrlct;a two-story maxlmum (35 feet), thls
FIRE STATION
It is antlcipated that a new statlon will be constructed durlng 1975 andexpanded when a second pumper is purchased. The location of tie proposedflre house ls shown on Drawing No. I and meets most of the requirementsin Table lV-A. The new statlon wlll be designed as a control center wirhtraining facillties, meeting room, and officJ for both the fire depart-ment and the water and sanitatlon operations. The initial phase wlll haveone-bay large enough for one pumper and one rescue unit. Ti-re second phasewill add one addltional bay.-All .onstruction plans will meet lS0 stan-dards and wlll be architecturally designed to r'it the.on*uniiy.
It Is estlmated th:!-the first phase of the fire house, based on rg73prices, wl I I cost $50,000, including professional fees. The total struc-ture prlce will b" $t0o,oo0. All lind required will be furnlshed to the
?lt:Ii",,without charge by the developer.' tt is anticipated that another)z'uuu wr r r De necessary to equip and furnish the fire house.
FIRE FIGHTING EQUIPMENT
-
The statlon will be equipped with the followlng equipment and the necessaryfacllltles at the costs (tglh) set forth, -
concluded that aerlal equtpment couldhovrever, i f bui I dlngs are I lmlted to
I lmltat lon wi I I not be serlous.
$ I I 0,000.00
I B ,000.00
2 Fire Pumpers, l2!0 gpm each
I Rescue Un ! t
I Set 5-inch hose for each truck2 sets of 2*-inch and ll-inch hose for each truckI hose washer
Salvage and rescue equipment
Radlo and communicat ions equipment
Breath ing apparatus and protect i ve clothing
Emergency I ighting equipment
5 I ,000.00
$ I 79, ooo. oo
The pumpers should-be diesel powered and geared to meet severe grade con-dltions. lt may also be possible to obtain a brush truck throulh theU. S. Fores t Serv i ce.
Total cost
TOTAL COST
of Equipment
OF TRUCKS AND EQUIPMENT
F I NANg I I'lG AND 0P E RAT tgN
As soon as possible, a volunteer fi reattention given to day-time avai lableto utilize the maintenance staff ofobtaln ful l-time avai lable fi remen.
department shoul d be formed, wl thpersonnel. lt may be possible
the water and sewer operations toThe proposed operations expenditures
I V-3
antlclpates some of thls type of personal services. lt ls also proposed
that some hose and equlpment be carrled on a district vehicle untll
regular fi re equlpment ls aval lable.
Operatlon and Maintenance. An estimate of the operation and malntenance
the ProPosed district fol lows:
TABLE IV-B
ESTIMATE OF OPERATION AND
MA I NTENANCE EXPENSES
As can be noted In Table lV-D the operation and
at $1,000/year and were gradual Iy increased unti
reached In 1988. Table lV-C gives the expected
maximum operatlonal maintenance level .
CAP ITAL REQ.U I REMENTS
0n the basis of the costs set forth in
the bonds to be issued is $213,000. A
schedule is glven In Table lV-D, which
Riverbend area will justify expansion
Personal Servlces
Contractural Servlces
Commodities
Tota I
$ 5,3Bo. oo
5,000.00
3 ,000 . 00
$ l3,380.oo
maintenance costs started
I the ful I value js
expense i tems at the
this Section, the total anrount of
summary of the capi tal requirenrcnt
assumes that development in the
of the fire station in 1985.
Followlng is Table lV-D, Sunrnary - Capital Cost Requirements, on which ls
set forth the expenditures that are estimated to be made from the funds
received from each bond sale.
DEBT SERVICE SCHEDULE
Table lV-E is a composite financial projection for the District. The debt
servlce schedule has been designed to provide the needed capital requlre-
ments and to mesh with the operating and maintenance requirements so as to
produce a budget which is as stable as possible. Estimated net interest
rate used is 8 percent. A maximum 6 mill levy was used, although a hlgher
levy can be used to provide a 3reater degree of protecticn, if desired"
It is to be noted that the lB nronths of interest is to be paid from the
,noney received f rom the bond sale. All other annual interest anrcunts wl I I
be paid dlrectly from the return from the mill levy.
The interest rate shown in this Table lV-E is based on an interest rate
of 8 percent. However, it is our opinion that the Distrlct should vote
to al low a maximum interest rate of ! percent.
I V-4
TAELE IV-C
ESTIMATE OF OPERATIONS AND MAINTENANCE EXPENSES
A. Personal Services
I . Pa rtot ime Manager and Sec reta ry2. Part-tlme Flre Chief
3, Part-Tlme Mechanic and l\laintenance Man4. Salarles of DI rectors of Dlstrict
suB-ToTAL $ 5,380
B. Contractual Servi ces
I . Audi t ing Servi ces2. Legal Services
3, Englneerlng Services4. Postage
5. Legal Notices6. Prlnting
7. Electrlclty8. Heating Fuel
9. lrlater and Sanitary Services10. Telephone
I l. Bul ldlng Repal rs 6 Maintenance
Autonrotlve and Equlpnrent Repal rs12. Surety Bonds
. 13. Automotive lnsurance14. Pl're and Extended Coverage lnsurancell. Liabi I lty and Property Dimage lnsurance15. Personal lnjury lnsurance
suB-T0TAL $ 5,000
C. Commodities
l. Office Suppl ies2. Bui ldlng Ma intenance Suppl ies3. Painting Suppl ies4. Hardware and Small Tools5. I nst i tut lona I Suppl I es6. Gasol ine and 0i I7. Automot ive Accessories8. Fire Fightlng Supplies9. Unl form Accessories10. Parts for Hachines and Equipment
SUB-T0TAL $ 3, OO.g
GRAND TOTAL S 13,380
r 988
I V-5
TABLE IV-D
SUHHARY
CAP ITAL COST REQU I REI4ENTS
t2l6
Buy hose and accessorles for Dlstrlct Vehlcle
Flrst Phase Flre Statlon
Stat lon Furn I ture
Hlscel laneous Facl I i tles
One (l) Pumper
Accessorles and Commun I catlons
Distrlct 0rganlzatlonal Costs
Capi tal lzed I nterest
TOTAL Amount - First Bond lssue
| 979 Add.l t ion
Rescue untt(l)
1985 naal t lons (2)
Expans lon of Fl re Stat i on
One (l) Pumper
Accessorles
TOTAL Amount - Second Bond lssue
GRAND TOTAL
GRAND TOTAL OF BONDS TO BE I SSUED
Purchase wlth Distrlct Revenues
Use S55,000 of Accumulated Surplus Funds
$ 3,ooo (l )
50 , ooo
2 ,000
8,ooo
55 ,000
I 7,000
8 ,000
II,ooo
$ t58,ooo
$ I 8,ooo
$ 40,ooo
55, ooo
| 5 ,0.00
$ I 10,000
$ 299,000
s 2I5,ooo
(t )
(2)
I V-6
*+++o o o oi5oo oo dooo o oo ooo oq> o Qn or\;i F= oG Fi = r -lQQ tl{-l'$'.t.\r\orry q\
r.n 6'r.--:t - rO G cr il'.O t t d\ frr5 rn.o r'-@ g\ O - cn 0n
-rOO,-ort-$or\ooor'-
F(\TNNO\
- C\a F p arf Lfl
oo oo ooo ooa ooo o99 <)OO o <l 99665 o,r^@@ or;i5; 56 oro\6 o- e.r cr t.\{ o-':'G &'; c.l rrr o-co 's F F F F (\l
--ff\
oooaooo oco ()Q9q99ooooQ9Q5i5 o^6 ('ro tJ\o o o o o 6 o o o o o o o o o o
tncOc^CONI--O{--
-- N N (nn/\ t'\l'\l-'f\F\f\F\f\t-\f\f\F
ooooooco@@@@@c.\ a^ F1 (f\ (Y\ on
a.n ff\ a.r av\ (Y\ (f\
OOOOOOOOOOO(>OOQ'Ooo o o o o 6 o Q o o o o ocgcocq@O O O 6 O rr\u\O O O () O O ..r(nrr\c'\
- - c\.l lr\ \O \c, f'\ cc, cl\ c, c) nn c'\ c'\ .\^ rt\ (Y\
o o o a oo o o oo o o @o <)Qoo o ooQ q;i 6 5 i(5 r-FFoo tnntn lnL tnu"\ L rr1Ln tnrrr rnrn
t.ll Or cn O\ \O -{ -:f }J\ l'- \O \O \O \O. \O \O \O \O \O \O \O \O \O \O
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6l in in or or in qr in or ot in ot qr o\ o\ or q\ o\ ot or or o\ o\ (n 01tt
SECTI ON V
F I NANC I NG AND OPERAT I ON
SECT I ON V
F INANC ING AND OPERAT I-ON
G EN ERAL
Riverbend is now an unincorporated area. lt is reconrmended that a Riverbend
Hetropclitan Districc be forrned in order to provi.le a legal governrnental en-
tity which can adrninister, finance, and construct the water, sewage, and fire
proEection systems. The jisrrict wi l l also provide for ttre perpetual oper-
ation of the systenrs tc the benefit of i ts customers.
Under Colorado law, a metrcpol itan district is a quasi-municipal non-prcfit
corporation having manaqement, taxation, and condemn;rticn powers. The District
is governed by an elected Board of Directors of five persons.
The District Board woulJ adnrinister the investment and ccnsrruction contracts.
The Board wou ld a I so operate the sys tems and deter'r i ne tne arlounts and sources
of revenue. The estirrated capi tal requi rernenEs and recommended probable rates,
char,jes and tax levics are presented in this secticn.
ln 9rc'iini;, it is essential th;rt the utility systenrs be constructed in phases
appr,rxinately as described previcusly. !/ater, sewer and fire protection facil-
ities should be built in logic;rl increments only as needed by actual (rather
than predicted) land development rates. Any parts cf the uti I ity systems con-
structed but nct utilized represent an econcmic loss; phase scheduling will
nrininrize this lcss and resul t in less costly uti l i ty service"
I t is assumed that ;rreas wi l l develop in Icgical sequence so that the unlt
investment costs of waIer .-lnd sewer facilities wi ll be reasonable. fhe time
lirr, its st;lted fL)r palnrent ,of tap privilege fees as described later have the
purPcse cf protectin3 the f inarrcial inte,qrity of r-he uistrict as wel I as fairly
appor t i on i ng sys tent cos ts. These prov i s i cns are needed to remove the hazards
involved in predicting a tinre c; rowLh rate and also Ee perrnit more reliable
serv i ce rate pred i ct i cns.
CAP I TAL REqU I REMENTS
The total estirnated capita'l requirements, by development phase, are given in
Table lV-A. The cost estirnates .rre as clerived in Secticns ll and lll. Because
adnlinistersFeder.rl91rntc)ntribuliorlstowarclt@all
setr9l:j$-!.gvage trea tmr'n L_.SL3;[L Tlre grants nre noririal ly in the amount ofseWe-rs and sEWage tr(ratr,=,,j--gljljL Tlre grants nre noririally in the amount of
30% of all pr-lEc-i-tG-f5-fi th the excepti;n of l.rnd acquisiticn. An additional
107 gr rnt (tot,rl 33'1,) r,rey be obt,rined if -rll ovcrall planning requirements are
met; an additicnal 21')\ (tot ,l 50 tr: 55'i ) may be available under new regulaticns,
of I i;:ired t'und .rvailability, it was assurned th,,,J tranI rnoney woglj_ng!-!Sr,
.rviiIabIe f rrm the En.,ir:,ni r,nr.-T--Ffa;G?tTJil;\ml-:JllE-Enfronr-G;;ffie.-
t i'rn Adnri n i s t r,-rt i rrn---Lb.r-ru.Jh the Col or,xlo'ria ,
a n d,if available, sL,Dstcnti.rl reducti.>ns rnay be available in rnill levy and
u-2
and user fees. The Fire Protection is not included in this section as it
was included in the previous section.
The capital requirements do not include land acquisition costs within theDistrict boundaries as i t is assumed that the District wi I I require develop-
ers to donate land and rights-of-way needed for f;rcilities.
For purposes of capital investment analyses, the number cf customer taps units
served have been estirnated for each constructicn phase. The tap unit used for
convenience is Eermed an eouivalent residential 1gl-_qaR) . An EoR is repre-sentedbyasinglefamilyrvi[hanaVera9eresi-
dent population of 3.5, An equivalent residential tap can be defined as anyutility customer requiring water and sewer service in quantities apprcximately
equal to 3.5 resident people (or I residence). irl though this method wi I I not
be used eventually for billing purposes, it is useful in this report [o approx-
imately equate multi-fami ly and residential development.
TABLE V-A
SUMI'1ARY - WATER AND SEI^/ER SYSTEM CAP ITAL REQU IREMENTS
Phase
292
248
126
66
I NC0l'1E REQU I REI'lENTS
Total District oper;rting
borrowed capi tal, systent
chases -
No. l-QR Un i L s
i n Phase
Water Sys tem
Cost (Sec. I l-l )
$ 666,520
2lri,45o
l29,3ZO
l3. tJo
I ,c27 ,480
Sewer Sys tem
Cost (Sec. I V)
$ 902,340
I 58, l2'
l53,lr0
I 87. 5oo
I ,439,400
I
2
?
4
income must be sufficient to ccver debt service oncperation and nrainIenance costs and conrmodity pur-
For apprcximate analysis purposes, Cebt service requi renrents have been assumedto be based on paying only interest for the firsr lB,ronths, followed by an20'year debt servi ce schedul e. I ncreas i ng rate clebt servi ce repaynrent scheduleshave been used to accommodate the Districtts repayment abi t ity. An interestrate of E% vlas used f or an.: l ys i s.
Table V-8 shows the bond sales util ized in this study.
u-3
TABLE V.B
Action
Da te
1974
t)75
1977
l97r]
Phas e
I
2
3
4
Total Estimated
Construction Cost
$ t ,568,860
376,570
320,760
2C0,690
Amount Frcm
Bond I ssue
$ r ' "_:'_tuo
'11:'no
OF ALL BONDS
Capitalized
I n teres t
Tota I ,
Bond I ssue
5 153,223 r ''u1l:ot'
320,000
TOTAL
District operation and nraintenance costs have been
.tt varicus stages of growth. ln general, the unit
costs decrease as the number of systems customers
estirnates are gl iven in Table V-C,
$ 1,750,0E3
esti:nated for each util ity
operat i ons and ma i ntenance
grows. Sample values of 0 & M
TABLE V.C
SAMPLE VALUES - OPERATIONS S. I'1A INTENANCE COSTS
Svstem-Al ternate
Cost per EQR per Year
W:ter System
Sewer System, Secondary Treatnrent
0n ly
Sewer Sys tem w/Ter t i.-rry Treatment
I 000 EQR
$ 2r.c0
33,00
55. 00
2000 EQR
$ r7.00
30. o0
50. 00
RATES AND CHARGES IOR SERVILE!
The actual rates and charges fr,rr service will be set by the District Board of
Directors. Tentative r.rtes an.i ch,rrges schedules have been computed and are
presenEed herein fcr tl.re pr.rrpose of inf,:r' ,ing the developers and land owners
in the District of the pr>bably costs of water and sewer service. Two consid-
erations are significant in the estebl ishnrent of a rate structure:
l. The rates set must produce enough income to sustain system operation and
2. The rates should be set equitably so that persons will pay for service
in approxirnate proporticn to Jctual beneiits.
v-4
The various potential methods of obtaining District income and the recommendedinitial rates for the Riverbend l'letropolitan District are discussed following.
The initial rates have been computed so that they should be adequate on a long-
term basis if development proceeds reasonably; that is, no si3nificant rate in-
creases would be anticipated with the prcposed schedule, shown in Table V-D onthe fol lowing pa9e.
Water Service charqe. This charge should be made as a qu3rterly water bill
and is intended to pay for the operation and maintenance of the water trans-
mission and distribution facil ities, and to repay a portion of the debt servicefor water supply facilities.
Water service charges can be based on water meter readings or a flat-rateschedule. lt is reconmended that this District prcceed with flat-rate for allusers. The relatively high water availabi I ity makes a flat rate desirablc.
The recommended water user service charge for initial use is $10.00 per monthfor each equivalent residential unit.
lewer S.ervice C.harqe. This is a charge which shculd also be billed quarterly(in conjunction with water bills) as a payment for selver service. This chargeis designed to pay the cost of the operation and maintenance of the sewer sys-
tem and to @ver a portion of the debt service for the sewerage facilities. lnthis instance, the sewer service charge could best be made on a flat-rate basis,
using a residence as a basic charge unit. Connnercial and industrial water users
may be billed for sewer service as a percentage of the water service clrarge.
The sewer service charge per equivalent resiclential unit is recommended to be
$10.00 per month per equivalent residential unit" Future lowering of the ratecould be possible lt grrnt money is av;rilable frcnr EPA.
1,,/ater and Sewer Standbv Charqes-. ln order to insure partial District income(as needed for debL service retirement) it is necessary to establ ish a standby
charge schedule. Prcvisions for standby charges rnust be contained in a firmcontr,rct between the Developer and the land buyer, made at the time of sale; orthe Developer may otherwise guarantee standby ch.rrge income. The standby regu-lations are to include the follcwing provisions.
No standby charges shal I be made unti I 24 nronths after the water
and sewer mains, as needed to serve the subject property, have
been installed. That is, buyers will hirve at Ieast two years to
bui ld wi thout being affected by these standby prc,visicns.
b.
a.
c.
The standby charge
alent residential
The standby charge
alent residential
ln the event that
i n more EQR un i ts
the District shall
fee shal I equal al
simple interesl.
:1.
for rvater will b. $5.01 per month per equiv-unit to be constructed on the property.
for sewer wi I I be 95.J0 per month per equiv-
uni t to be constructed on the prcperty.
actual ccnstructicn on a particular lot results
than have been paid for on a standby ba: is, then
assess ;: fee to be paid befcre connection. TheI past standby charges as corrected plus E%
d.
Year
( t) (2)(3)
Water s
Sewer Tap
Fees - _,,
$292,003
540, ooc
248,000
I 26,000
I 25,ooc
I 26, ooo
I 25,000
I 25, oOO
I 25, oo0
I 26r000
I 26,ooo
I 25r0oo
I 25r00o
I 25, ooo
I 25, ooo
I 25,0O0
I 2ti, ooo
I 25ro0o
I 25, ooo
I 25, ooo
I 26, ooo
1 26,000
l26,ooo
l2o,C00
No. of
Taps
40
100
t75
265
355
445
520
580
540
666
666
666
666
665
666
666
665
566
666
666
666
666
566
66$
$3 I 9, O4O'''
595, 809''.'''
305 ,97 5
200,98.5
205,8lQ;k*:k
88,685
100,210
I t3 ,790
I25,gB5
138,265
148,795
153,475
153,475
153,475
153,475
153,475
| 53 ,475
153,475
| 53 ,475
| 53 ,475
| 53 ,475
153,475
I I 7,930
5l,o5B
I 50, oo0
241,607
I 40,407
| 62 ,007
I 58,007
I l4,oo7
| 13 ,207
t22,407
l 3o, Bo7
I 48 ,407
| 54,4A7
| 54,607
164,407
I 58,007
l5l,5o7
| 55 ,207
I 53,007
155 ,407
| 57 ,007
| 52 ,807
1 53 ,207
I I 7,907
59,490
$ 27,040
60,230
6\,368
60,579
( I 55,887)
( 69,322)
( 13,797)
583
3,478
7,458
388
O32)
(1,t32)
(to,932)
( 4,532)
1,858
( I ,732)
458
( t,932)
( 3,s32)
668
268
123
I ,568
$ 27,040
g7 ,270
| 56,874
226,854
84, 589
20,342
7,765
8,814
12,821
2 I ,048
27,699
23,129
23,395
13,855
lo, I55
12,632
I I ,558
12,825
I I ,553
8,83 I
I o, 029
I C ,899
| | ,676
| 3 ,945
(t5)
I n tcrcs t
on
su-El-u!--
$ 1,622
5,236
9,412
t3,612
5,075
| ,220
466
529
769
1,263
1,362
I ,388
1,403
831
509
758
699
770
700
530
602
654
701
(l I ) (r 2)
Avai lable
for Debt Debt
_Sgty.t_ce._ Serv ice
(t3)( l4)
Surplusor Accumu I ated(Depletion) Sur!-l-u!.-
1974
1975
1976
1977
t978
1979
| 980
| 98t
| 982
l 983
| 984
| 985
| 986
I 987
I 988
| 989
| 990
| 991
1992
1993
| 994
t995
1996
t997
* Uro l3t year tap fel
*nk Pherr II t.i le (.)ntI
*ok-,k PhafC lV t) 'r !-.-)ns
v-6
Tap Fees. rrDeveloper Fees'r are thcse obl igated by the developers at the tinre
of util it ies system installat,i:,n. These fees are des igned to p,ry that part of
the systenr capital costs which c:rnnot be amortized when service charges and
tax levies Jre set at reasonable r.:tes. The fees rre capital contributicns to
constructirn as required to result ir.r econonricclly fe.asible systems. The amounts
then are either included in land sales prices or col lected separately as tap
fees - which is reascnable since the availability cf utility services irnmediately
increases lend v,rlues. Tap fees vrhich .rre cullected f rcrn the builder or lot
owner .:t the tinre of actu,-rl connecti,:n of utility service will be terrned as
rrconnect i :n chargesr'.
A major economic risk for a District rcsulEs f r,-lrn the early construction of
w.1 ter distributicn and sewage c,ollecti;n lines if a relatively large portion
of these Iines is def iciL f inrnced. \'Jhcn devel')pment. is c:rmplete:nd customers
utilize the services, systenr payback is usually assured. However, vacanttracts
are usual ly incapable cf generating sufficient revenLes tc amortize improvements"
The financial stabi I i ty of the oistrict is strcnSthened by requiring tap fees to
be due at the tine of utility c.-,nsLructiin or Ict salcs (whichever is sooner) .
Estinrated average developer fees for Riverbend assurning costs and densities as
projected, are Sl{100 for w-rter and S1000 for sewer.or.r total of $2000 per equiva-
Ient residential tap unit. The above have becn calculated based on using a ground
water supply and the nrost expcns ive sel.rer sys lenr a lternat ive.
@.Thcrervillbencsignificantconnecticnchargeforcus-
tcmers tapping into the water or server pipel ines. The Jistrict wi I I have a
nominal inspection fee pay,tble at the time of ccnnection. However, it will be
the rcsptrnsibi I ity of each custoxrer to have instal led his service I incs includ-
inS corporat lon stcp and box, rvater service f r xi i-,a in to the users bui ld inE and
sewer service line f r'rnr the collector sewer to the buil,.l ing. The user wi ll
F€r'r.lin as cwner of tlrese lines .rnd respcnsible for nainEenance. lf , because ofstreet paving schedules, it is deter:rined desirrble to inst.rll porticns of the
service befcre actual bui lding consiructi >n, then these service I ine ccsts can be
recovered in the fc,r'r of an i ric rcased conncct i ln ch,rr -,Je. f.lote that th is procedure
will actually result in a savin3s to property owners since they will not have to
cut and repl ace pavi ny.
Tax lncome. A nrill levy :>n i)rop.rrty is a ccnllcn method of obtaining revenue to
supPort water, sanitaticn;nJ fire protection districts. The water an,l sewer
systenrs are a property of the entire rJisurict and r,rise property values in theDiscrict. Even though a property has no e)(istinI ilrprlvements which utilize
the utilities, by beinq in the Dist-rict the prupcrty rrorr,rally has the right to
use the Districtsrs faci I ities whenever desired and eccnomical ly feasible.
An income based primarily on mi ll levy does not alr,rays proport ion the cost of
water and sewLr service fai rly, however, it is recommen.led that the Riverbend
D is tr ict, for water and sevler purposes p larrs to operate w i th a des ign tax of
15.-l rills. lt must be remernbered that the bcnds rvill be general obligaticn
issues which are backed up by ad valorern prcperty taxes" lf later found desir-
v-7
able, or required, the Bo;rd cculd incre,rse Lhe rril I Ievy in crder to mal<e
up income def iciencies or possibly to lor'rer other parcs'.rf Ihe rate structure.
For fire protection purposes, an inconre based on prrperty value is general ly
equitable. The fire systenr design has been I i ri ced in the early phases in
order that the tax levy not exceed 5.C nii l ls. This levy was a legal l iriit for
fire protection disrricts cnly, but is _.i udged t,J be a reasonable maxirnurn for
Riveroend. lt is pcssible that the District may deterrrirre to increase the
f ire protecticn niII levy in L.rrder to reduce net clsts .rs .l iscussed in Sectlon
lv.
APPEND I X
LEGAL DESCRIPTION
Sect f on ll, foryslr l
That part of the SE + SE t lylng Southerly of the centerllne of the Colorado
. River.
- Section 14, Townshlp 5 South, Range !0 West of the 5th Prlnclpal lletldlan:
: , sE t St, t, sE t and thar part of the st^l * sw *, NI{ + sr^I t, NE * SW d, andi SE * NE t lying Southerly of the centerllne of the Colorado Rlver.
Seclol 35, Township 5 South,_Bange 90 \,lest of the 5t!r Princip?_l Herldlan:
That part of the SL./ t NI,J +, NE * SW + and the N* SE * lying Southerly of
the centerline of the Colorado River.
Section 5, Township 5 South, lange 90 West of th-e 6th Pringlpal.Ieridlan:
Lot 4 and the Sl SW +.
Sgqtion 5, Townshlp 5 South, Ranqe 90 West of the 5th Princ_igal Heridleg:
Lots l, 2, !, and.6; sE + NW +, S* NE *, NE * SW *, N* SE *, and the SE t SE t;' and that part of Lots 3 and 4 lylng Southerly of the low water mark of the
Northerly bank of the Colorado River.
S""t
;, t and the N| NE +.
I
chen and associates, inc.
CONSULTING ENGINEEHS
. 96 S. ZUNI . DENVER, COLORADO 80223 .
1924 EAST FIRST STREET . CASPER, WYOMING 82601
PRELIHINARY
GEOLOGICAL AND SOIL INVESTIGATION
RIVERBEND SUBDIVISION
GARFIELD CoUNTY, CoL0MD0
Prepared for:
I{R. DICK THOHAS
THOI'|AS ASSoC IATES
8O3O EAST GIRARD
DENvER, coLoRADo 8023t
solt r touilDAilol{
Ir{G!}lItRlt{G
3031744-7105
3071234-2126
tl'
I
\
0ctober 24, 1973Job No. tO,e94
CONTENTS
coNcLUs I 0Ns
SCOPE
PROPOSED OEVELOPHENT
SITE CONDITIONS
CEOLOGIC SETTTNG
SUBSOIL CONDITIONS
FOUITDATIONS
-/
GEOLOGICAL AND SUBSOIL CONDITIONS AFFECTING CONSTRUCTION
SITE GRADING
ADDtTtoNAL tNVESTtcATt oNS
FIG.t-VICINITYMAP
FIG. 2 . LOCATION OF TEST HOLES
FIG. ,3 - SLOPE HAP
FIG. 4 - SURFIcIAL GEOLoGY ilAP
FIG.
'
. LOGS OF EXPLORATORY HOLES
FIG. 6 - POTENTIAL HAZARDS ilAP
FlGs. 7 and 8'- SI|ELL-C0NSOLIDATI0N TEST RESULTS
FIG. 9 - GRADATION TEST RESULTS
TABLE I - SUiilHARY 0F LABoRATORY TEST RESULTS
TABLE OF
t
?
2
2
5
6
7
I
l0
It
-t'
c0NcLUs I oNS
(l) The slte ls sultabl; for the proposed constructlon.
(2) There are no maJor geologlc hazards that rnrould prevent or 3erloully
al ter the proposed develoPrnent.
(3) Subsoll conditlons are somewhat erratlc and conslst of an upPer layer
of medlum stiff, sandy clay to clayey sand wtth claystone-slltstone-
sandstone fragments. The depth to bedrock was thlnner toward the
rlver, but extended over 30 feet tn depth on the hlgher part of the
slte. The solls tested showed I very low swell potential.
(4) Ths most feaslble type of foundation rnrould be spread footlngs deslgned
for maxlmum soll pres3ures between 2,000 psf and 4,000 psf.
(5) lnvestlgatlons should be conducted to determlne If special prccautlons
are requlred for slab-on-grade constructlon. l
(6) Precautlons should be taken durlng gradlng operatlons to mlnlmlze
cut and flll' cut slopes should be no steeper than t*:l ln unconsolldated
solls or l:l ln the ctaystone-slttstone bedrock. Flll should be kcpt
to a rnlnlmum and flll slopes should be no greater than l*:t.
(Z) A hydrologlc lnvesttgatlon ls reconrmended to determlne the t00 year'
flood level and ephemeral dralnage requlrements.
(S) provlslons should bi made for epherrcral stream channel lmprovement.
(g) Dralnage should be lmproved to stop headward eroslon ln the east end
of the 3lte.
-2-
SCOPE
Thls report presents the results of a prellmlnary geology and
subsolt lnvestlgatlon of the Rlverbend Subdlvlslon, Garfleld County,
Colorado. Slte, geologlc and subsoll condltlons aie dlscussed along wlth
thelr affcct on proposed constructlon. Our .on"luslons are based on
fleld observatlons, ,,rjy of aerlal photos, subsurface data from seven
test holes, and the results of laboratory analysis on subsoll samples.
PROPOSED DEVELOPHENT
We understand the proposed development wlll consl3t of slngle and
soap multl-faml ly sltes. The locatlon of the proposed subdlvlslons ls
shown on Flg. l. Water, 3ewage and roads wlll be provlded by the developer.
The locatlon of the slte ts generally compatlble wlth the slope, subsoll
and geologlc condltlons. These are dlscussed ln npre detal I below.
SITE CONDITIONS
Rlverbend Subdlvlslon ls located clx mlles west of Glenwood Sprlngs,
Colorador sE€ Vlclnlty Hap, Fig. l. The property ls bordered on the north
by the Colorado Rlver and on the south by a large rldge known as the Grand
Hogback. A small rldge trends north and south separatlng the property
lnto an eastern area and a larger western area. Access to the development
ls by a secondary road south of the Colorado Rlver.
There are three maJor breaks ln slope on the slte above the rlver.
The lorest and largest area ls the.old flood plaln of the Colorado Rlver
whlch has been alluvlated by slope wash from the hllls to the south. The
-3-
slopes on thls portlon are gentti. to moderate, varyrng from 5t to rOt.
Abovc thls are the alluvlal fans whtch transltlon from the steep slopes to
the south to the flatter alluvlated flood platn on the north. These slopes
vary from l5B to 303. slopes exceedlng 303 occur further south, on the
north flank of the Grand Hogbaek. lh general, the plattlng of sltes avolds
the steeper slopes. ,The three srope categorres are shown on Fig. 3. where
the rlver has cut down through the old valley floor, a steep bank occurs.
The rlver ls about 15 to J0 feet below the flrst level of the slte. Elevatlons
across the slte range from 5600 feet at the rlver to about 5925 feet ln
the steep slopes to the 3outh.
Dralnage across the slte ls generatly good. tn the western portlon
of the development, dralnage appears to be rnostly by sheet flow as dralnage
channels are poorly developed. Tr.o maJor dralnages occur on the east end
of the b'est portlon and ln the east portlon ltself. The forner dralnage
flows by the farmhouses and has been partlally damred and flllcd In by
debrls' Thls ls reporfed to be a hot sprlng, and there was standlng water
adJacent to the road embankment. Dralnage appears to be falrly poor wlthln
the channel. The other maJor dralnage occurs at the east end of the slte
and follows a falriy well deflned channel. This channel becomes broader
and flatter as It approaches the Colorado RIver and then has lnctsed a
6tBep channel by headward eroslon as tt dlscharges Into the rlver. seyeral
othcr eroded channels were also notlced ln thls area. There was no ftowlng
hrater ln any of the dralnages at the tlme of our lnvestlgatron, and we
bel leve thcy probably only carry water durlng perrods of peak runoff.
One area on the Gast slde of the ccntral rldge has been blocked off by
-q-
the road embankment and appearu tb have seasonally surface wet condltlons.
No seeps rrcre found on the property. An lrrlgatlon dltch runs along the
upper slopes to the south of the property. Thls was spllllng water tnto
the eastern dralnage durlng part of our lnvestlgatlon.
Vegetatlon.at the slte conslsts of.sagebrush coverlng the steepcr
slopes on the south. lsolated clumps of cedar trees also occur ln these
areas. Lower areas on the slte are covered with grass and have been
cultlvated to alfalfa. The trrlgated alfalfa flelds occur ln the central
portlon of the west parcel.
lmnredlately west of the property boundary along the maln access to
the slte ls an abandoned coal mlne. 0ther mlnes occur In the area but
none !.rere on the property. An anomalous coal mound and coal debrls on
a nearby roed are remnants from past coal mlnlng actlvlty, The long tlnear
feature seen on the rldge Just above the coal mound ls reported due to an
old conveyance system from a coal mlne to the south. Habltatlon on the slte
conslsts of some farmhou5es and outbulldlngs.
Many large boulder slze sandstone rocks occur on the upper slopes of
the slte. These are partlcularly notlceable along the old coal haul road.
We understand these rocks have been bul tdozed out and some btasted when the
hlghway department was prospectlng for rlp rap. Smaller rocks and burled
large rocks also occur on these slopes. We lnterpret these as old rockfall
debrls. Thelr llchen growth and burled proflle suggest they have been ln
thelr present posltlon for gome tlme.
The cllmate of the area ls semlarid wlth a mean annuat preclpltatlon
of 16 to 17 lnches. Snowfall averages 67 lnches per year. January Is
generally the w€ttest nronth and July the drlest. The mean annual temperature
Is 4Bo wlth
tempe16tures
of 360 and a
from 88o to
ln January and the hlghest
a mean maxtmum temperature
Mean July temperatures range
GEOLOGIC SETTING
Geologlcally, the slte conslsts of an alluvlated old rlver flood
plaln and alluvlal/colluvial covered slopes at the base of the Grand Hogback.
Above the slopes are outcrops of the Mancos shale and Hesa Verde formatlons.
0n the lower, north end of the slte, two bedrock outcrops occur. The small
north-south trending rldge ls a Dakota sandstone capped cuesta rvlth Morrlson
formatlon exposed on the rlver slde of thls hlll. At the far eastern slde
of the slte, sedimentary formations of the chlnle and Entrada occur. The
bedrock outcropplng and underlylng the slte has a strlke whlch trends east-
wcst and a dlp of about 4Oo to 45o to the south. The surflclal geology of
the slte is shown on Flg. 4.
The old f lood plaln and al luvial slopes comprlse nrost of the property
and practlcal ly al l'of the area proposed for development. ln these areas,
bedrock Is fairly deep and below the.depth of constructlon proposed here.
These upper alluvlal solls conslst of flne gralned sandy clays to clayey
sands on the upper slopes and grade lnto coarse gravel and cobbles on
the lower slopes adjacent to the rlver. We r.rould lnterpret that the rlvcr
at one tlme had a broadsr valley ln thls locale and was subsequently fllled
ln and has more recently been rnodlfled by alluvlum derlved from the steep
slopes to the south. The banks of the Colorado Rlver are the lowest at the
-5-
the lowest terperatures occurrlng
ln July and August. January has
mean mlnlmum tomperature of 80.
480.
-6-
fai eastern end of the slte, and a gmall portlon of tho dcvelopnrcnt may
be ln the present Colorado Rlver flood plaln. l{ost of the lower portlon
of the slte appears to be urell above the prerent flood plaln.
Tharc are tvo arcas where bedrock outcrops occur on the lower part
of the slte. Development appears to be llmlted ln these areas. Roads
wlll be cut on the north-south trendlng rldge, however. Thc Dakota 3andstone
whlch caps thts rldge ls a very hard and durabl" ro"k and would probably
rcqulrc blastlng for excavatlon. Some rock has been quarrled herc. Under-
lylng the Dakota sandstonc Is the Horrlson formatlon whlch has both hard
sandstone bcds and weaker claystone bedc. Several .reas of rockfall r+ere
notlced on the steep, northern cut slopc of thls rldge. Ovcrlylng the
Dakota randstone to the north Is thc Mancog shale whlch conslsts of a
r.reakly ccmonted slltstone and sandstone. Thls rock ls competcnt when
conflned but urcetliars and glakc: rapldly to e sandy to sllty clay when lt
ls cxposed. Thc Hancor shale wlll be encountered ln the hlgher portlon
of the dcvelopment tor+ard thc southwest slde. The Trlasslc and Jurasslc
rocks on the far eest end of the slte are very hard anil durabtc and rvould
requlre blastlng to Gxcavate. Therc ls no development shown on these
rocks , hovrevcr. .
suBsotL coltDtTtoNs
Seven test holes r,rerc spaccd throuEhout thc slte to determtne the
gcneral subsoll condltlons. The locatlon of those tcst holes ls shown on
Flg. 2 and graphlc logs of the. sollt are chourn on Flg. S. Undtsturbed
sampleg of the solls wcre taken to determlne thelr englncerlng propertlcs.
-7-
The resul ts of swel l -consol Idat lon tests
gradatlon results of typlcal samples are
Iaboratory testlng is shown on Table l.
are shown on Flgs. 7 and 8 and
shown on Flg. 9. Summary of all
The overall subsoll condltlons were somewhat erratlc because of the
varlous types of deposlts and materlals from whlch they were derlved.
ln general, they conslsted of an upper layer of medlum stiff, sandy clay
to clayey sand with claystone-siltstone-sandstone fragments. The depth
of this overburden was thlnnest toward the river but extended over 30 feet
ln depth on the hlgher part of the slte. AdJacent to the areas of bedrock
outcrops, the overlying soll cover Is thln.
Results of laboratory testing lndlcate that the upPer clays are
erratic ln swell-consolldatlon characteristics. Some of them wlll settle
under loading and when wetted and others wlll exparrd. The solls tested
show a very low swell potential. Gradatlon test results are shown on
FIg.9 for the sand and gravel lenses encountered ln the upper soll.
No free water was found ln the test holes at the time of our lnvestlga-
t Ion.
FOUNDAT I ON5
Considerlng the type of constructlon and the depth to bedrock ln
the lower portion of the slte, we belleve the most feasible type
foundatlon r^rould be spread footlngs placed on the upper al luvlal solls.
The clayby subsolls encountered at thls slte appear to be falrly typical
of the clays and sllts derlved from'the Hancos shale and Hesa Verde
formations. Although these soils show a low swell potentlal, it is
-B-
usually not a governlng deslgh crltcrla. Haxlmum soll pressures wllt
vary because of the erratlc swell-consolldatlon characterlstlcs of the
soll. Based on the results of our Investlgatlon, maxlmum soll presgure3
should vary between 2,000 psf and 4rooo psr. Because of the lol swell
potentlal of the soll, footlngs placed on the very clayey soll should bc
kept as narrow as posslble conslstent wlth the maxlmum soll pressure.
We would suggest npre detalled subsoll lnvestigatlons for speclflc areas
ln the subdlvlslon to provlde rnore speciflc deslgn crlteria. These
lnvestlgatlons should also be conducted toward determlnlng lf sfeclal
precautlons are requlred for slab-on-grade constructlon. lf areas of
predomlnant swelllng solls are revealed, a floatlng floor slab would be
deslrable, Thls type system lsolates the floor slab I'rom bearlng walls
and columns and lnterlor partltions. All of the bedrock ln the slte
ln an unweathered condltlon ls hlghly competent and capabte of supportlng
hlgh loads wlth a small amount of settlement. Bearlng walls placed
dlrectly on thls bedrock without a footlng would generally be satlsfactory
for foundat lons
GEOLOGICAL AND SUBSOIL CONDITIONS AFFECTING CONSTRUCTION
ln our oplnlon, there are no maJor hazards of a geologlc or subsoll
nature whlch would prevent or serlously alter the proposed development.
As wlth any development, there are several areas whlch shoutd be adcquately
studled prlor to flnal plattlng.
Because of the proximity of the Colorado ntver, there ls a natural
concorn for f loodtng. l,te attempted to make a determlnatlon of the
4
-9-
I
Posslble flood level of the rlver; however, there has been no flood plaln
study made of this reach of the rrver. Data from the gaging stition and
extrapolation of flows elsewhere in the rlver indlcate that a rlse of
approxlmately 2! feet mlght be expected ln the t00 year ftood. lf thls
brere the case, the lovuer portlon of the slte on the east end would be
flooded. The approximate extent of thls flooding ls shown on the potentlal
Hazards Hap, Flg. 6. h/e recornmend that a quarif red hydrorogrst make a
npre detalled study to define the posslble extent of floodlng from thls
source.
l'/e upuld also suggest that a hydrologlst study the exlsting dralnage
ways to determine if thelr channels are adequate to handle peak runoff.
Some channel lmprovements may be warranted in the ephemeral drainages
crosslng the area because of thelr proximlty to the developed portlons ol.
the slte. rn the east end of the slte adJacent to the river where
headward erosion ls occurrrng, we suggest that drarnage be rmproved so
that thls type of erosron Is .stopped. channer or drarnage lmprovement
is also needed In the central part of the property for the streams and hot
spring that are now partly blocked by the road embankment. The small area
on the eastern side of the rldge could be better dralned. Conslderatlon
should be glven to the posslblllty of breaks ln the Irrlgatlon canal that
runs along the slope above and to the south of the property. These areas
are shown on the potontlal Hazards Hap, FIg. 6,
The presence of rarge rocks on the steeper sropes of the west srde
of the slte are suggestlve of rockfall, However, close examlntion of
the roqks lndlcates that they are elther partiaily burred or have a good
. l0 -
growth of llchen3. 0n'the slopes whlch are Proposed for development, the
hazard of rockfall appearg to be falrly.mlnor. lf the steeper sloper to
the south wer6 to be developed, thls t+ould requlre addltlonal study.
Tr+o reglonal rockfalts r"rcre observed ln the road cut on the rlver
sl{o of the north-south trendlng rldge. Thls cut ls falrly steep, about
l:1, and can be expected to slough rock untll a more stable slope ls
reached. The slopes adJacent to the rlver are consldered to be over-
steepened as I result of rlver actlon. lle recornmend that constructlon
be set back from these slopes to allow for posslble sloughlng of tho
crown of the slope. A mlnlmum safe slope would be a 2:l proJectlon from
the toe of the rlver bank.
SITE GRADING
For the tnost part, slte gradlng wlll be very mlnor to provlde
access to the sltes. The areas where the greatest cut and flll may be
requlrcd are the steeper slopes to tho south and the north-south trendlng
rldge. As a general rule, we recomrflgnd keeplng cut and flll slopes to
an absolute mlnlmum.
The ovarall slte ls vcry stable wlth the exccptlon of the stecp
slopes adJacent to the rlver and the cut rlope on the north-south trendlng
rldge. The dlp of the bcdrock ls to the south and ls generally favorable
wtth relatlon to the north faclng slope. Deep cuts ln.the clay solls
could become ungtable ln tlme. ln addition, poor dralnage and assoclated
sotl saturatlon wlll decreage soll rtrength. Slnca we do not antlclpate
deep cuts, thls should not be a problem. We recormend that cuts be kept
- Il
to a maxlmum depth of about l0 feet and that deeper cuts be lnspected on
an lndlvldual basls to determlne stablllty problems. Cut slopes should
be no stoeper than l*:l ln the unconsolidated solls or l:l ln the claystone-
slltstone bedrock. Preferably, slopes should be flatter 30 that revegetatlon
can occur nnre easily.
Flll should also be kept to a mlnlmum and flll slopes should be made
no steePer than I*:1. Where ftll ls placed on a hlllslde slope, the vegetatl.on
should be strlpped and the ground surface repelred so that adequate compactlon
can be obtained wlth construction equlpnrent. B^enchlng the ground wl ll be.
required on steeper slopes to provlde a level platform to compact agalnst.
Flll should not block natural dralnage ways, and consideratlon should be
glven to proper dralnage around both cut and fllls.
Excavatlon lnto the unconsolldated solls on the sltc can be done with
backhoe or loader type equipment. claystones and siltstones can generalty
be rlpped wlth a heavy rlpper type equlpment. The hard sandstone whlch
caps the north-south trendlng rldge or occurs on the east end of the slte
can probably only bc excavated by blartlng. Where bulldlng sltcs arc cut
Into the hlllslde, the uphlll wall should be relnforced wlth lateral earth
pressure.
ADDITI ONAL I NVESTI GATI ONS
Based on the proposed development, wo do not belleve addltlonal geologlc
lnvestlgatlons are werranted. We suggest that addltlonal subsol I lnvestlgatlonr
bc conducted to determlne general foundatlon condltlons for the lndlvldual
- 12 -
sltca. Thls can bc donc by drllllng addltlonal test holes ln the arca or
lnspectlng lndlvldual axcavatlonr to detcrmlne rpeclflc dcslEn crltarla.
A hydrologlc and dralnage study should be conducted to deterrnlne the most
effcctlve way for handllng runoff and to determlne the ftood potentlal from
the ephemeral streams ln the Colorado Rlver.
' tf wn can provlde addltlonat lnformatlon or dtscuss the results of
our lnvestlgatlon ln more detall, please let us knovr.
cHEN AND ASSoCtATES, tNC,
and By
JPS/bn
rtt
New Castlere
Scale: l" - 4000'
Base frorn U.S.G.S.
!nterstate 70
roPerty
I nvest I gated Grand Hogback
<-r. 5s. ITnr.--
4
I I-_t_
Topographlc Hap
F.|9. I#lo,2g4 VICINITY HAP
il t-t2
TABLE III-H
SPECIFIC CONDUCTIVITY
R I VERBEND TES T HOLES
TEST HOLE A
l. At 4C f t. - 2,tt2) mhcs a r 25oC
TEST HOLE B
l. At 36 ft. - l,!U2 'lhrs at 25oC
2, D,.rring pumpin1 t"=t at [: It. - )1, mhos at 25oC
3. After 90 ninr. les pumr.i,.,J a[ 65 ft. - l,;)4 mhr)s at 25oC
TEST HOLE C
l. At 5J f r. - l,2roC mh,)s at 25oC
2. Af ter ll> n'inutes punrpinl at 70 f t. - l,/+40 nrhcs
a t 25oC
-0
-E
- l0
_ 15
lro
-?,
30
t7lt2
WC'9.9
DD- I 03. 2
LL-3 I .2
P l-2. 0
-269-16.2
27 /tz
ltC-7.4
.DD-127.1
-200-2\.9
22/6
ltC-9.9
DD.l 12. I
-200-85.7
2t/9
UC-6.3
DD.l 10.9
30/6
t8/9
l{C-5.9
DD-121.0
LL-29.7
P l- 14.8
-200-77 . I
26/6
WC-9.9
DD-l 12.9
-296-96.8
30/6
WC-5. 4
22/6
tlC-6. 7
DD- I 02. 6
t9/12
tJC-3. 7_200-30.2
50/5
WC-4. I
-200-53.9
Hole 7
LOGS OF
o-
5
:
72/6 t0-WC-9.4 _
DD-127.1
-zoo-83.5 ]
t5 _
-
20:
?5:
Hole I Hole 2 Hole 3 Hole 4 Hole 5 Hol c 6 LEGEiD:
cley (Ct), sllty wlth scatteredgruicl, tendstone and claystonc '
fr.imcnts, medlum stlff to stlff,rcl{t, 3me small undlfferentlatcd
send and gravel lenses.
Gobbles and gravel (GP), poorly
gradcd, dense, dry.
Bcdrock, dry, hard, claystone and
sl ltstone.
h Undlsturbcd drlve sanple. The
IJ symbol 19/12 lndlcates that l9' blus of a 140 pound hammer falllng
30 lnchcs were requlred to drlve
thc sanp|er 12 Inches.
If Argcr cuttlngs.
I{OTES:
(l) Tcst holes were drllled 0ctober 3,
and 0ctober 4, 1973, wlth a 4-lnch
dlametcr contlnuous fllght power
auger.
(2) Approxlrnate locatlons of test holes
ere gharn on Plete 2.
(3) UC - Water Content (t);
DD - Dry Dcnsl ty (pcf) ;
LL - Llquld Llmlt (t);
Pl - Pl.sticlty lndex (t);
-200 - Percent Passlhg No. 200 sleve.
(tt) No free water was encountered
durlng drllling.
F
LrJ
ETlr
I
-FAl!(:
lll
l!E
I
o-lrl6
l
30
;i
I
llo29\EXPLOMTIORY HOLES Flg.5
d\o
I
o
Ioa
(.,L
uE,o1(J
sarnple of silt, clayey
of c lay
J a .,.
from Hole r -.. q c Cl€p tlt \, -g,, .
l'"'lij;i.i":;lx;
.[,.pi ca I
o\o
I
co
th
UI
0lL
o-
Eo()
# t o2g4
f rom Hole 3 at clepth 9 , _6,,.
trt^
"_-* t*-
I
o\c
,
o.;I
U1oLaF2
(J
Iyp_tqu,sample o6 clay.frorn
Hole 5 at dept h 9,-g,,
;;;i;J"",,#L:l*jlFrt
f t 0294
I Cxrx AND AssoctATEs
Consulting Engineers
Soil ond Foundotion Engineering
2600 WEST 2nd AVENUE, SUITE 7
DENVER, COLORADO 8O2I9
oIJ2i
U3
F
IUoj
E
C
o!,at
It,(,a
Ua
ot,!
b|a
Fago
C5a
o:oat
aUoC
IJa
CLIY (rLlallc) T0 !tL? (r{o.r-2Lrgtrcl
GRAVEL 30 To sANo I{5
Lreulo LrMrr %
saMPLE oF Sand, gravellY
To stLr ANo .LAY
PLASTICI TY INOEX
FRoM Hole I
co!tL E !
25 olo
,lo
at depth l4r-0r'
@a otl .ol, or. r.l
OIATETER. OF
lto r rl rt ai t.nt r9 t 5.r
E II XILL IEN3
.tt?
,At
cL^y (lLlfrtc) To ttLt lrot-tL^!?lc)
30 o/o
o/o
at depth 4r-0'r
co!31 E t
I
a.
cRAVEL 44 % sANo 26 To slLr- ANo cLAY
LlourD LtMlr o/O PLASTICITY INOEX
sAMPLE oF Gfavel' FRoM HOle 6
VE A'IALY
cLE Aa SOUAiE oP€rilraot?ta- I r-E nE-yrNU.
a Ita ao Il llll a lll I alta
u S STAltOllo tEr.rm .SO aaotlo a|.
or9 .o!? o?. r.a ltt -[-99o I rt -11!t .tt tltt r'.r lar ?3.t l!?
DrlxErEi oF rllfr'CLC ti xrLLltIETEng
.lOO .S.aoalo a|.Ir l.m atrl rlrl
#loz9t+
GRADATION TEST RESULTS
FIg. 9 CA-2
t-i ( '- a
I
JoB No. 10294
CHEN AND ASSOCIATES
suMMARv oF LABJlti+JRy rEST RESULTs
HOLE DEPTH
(F E ET)
NATURAL
MOISTURE
("hl
NATURAL DRY
D ENSI TY
(f-cF )
larrenseno urMrrs NCONFINEO
PRESSIVE
STREN GTH
,z
i PASS ING
I -r0
%
PASS TNG
-40
t
PASS I NG
-200
SOI L TYPELIQUID
LIIIT
1t"l
lpllst rcrrv
InoexI (%)
I 4 q-g lo1-2 2-L 76 -2 Sllt^ clavev
I r4 7.4 127 -t 30.0 45.0 2\.9 Sand, si lty
2 ,r g.q _l Cl:v candv
2 t4 .l I 10.9 Cl av
3 I 5.9 121 0 29.7 t4.B I CIay
\\g.g e6- 8 Clav
5 4 5.4 1'I :rr
5 9 6.7 l02 Clav
6 \3.7 44. 0 i0.2 Gravel - clavev
6 I4 4. r 53.9 Cl ay
7 9 e.4 127.1 83. 5 C I ays tone
CA_4