HomeMy WebLinkAboutLIONS RIDGE FILING 3 BLOCK 3 LOT 1 ROCKFALL HAZARD VAIL POINT II LEGAL.pdfl •
Department of Community Developm e nt
75 South Frontage Road
Vail, Colorado 81657
970-479-2138
FAX 970-479-2452
March 23, 2000
Doug Bilello
Vail Realty & Rental Managem ent
302 Hanson Ranch Road
Vail, CO 8 165 7
SENT VIA FACSIMILE
R e: Vail Point Townhouses; Lot 1 , Block 3, Lion 's Ridge Filing 3
According t o th e Officia l Town of Vail Geologic Hazards Map , the above-referenced property
does not li e within any id ent ified "geo lo g ically sensitive areas." A previous rockfall hazard on
the property has been mitigated and the Vail To wn Counc il amended the official map by
ordinance (Ordinance No. 5, Series of 19 85) in or d er t o remove this parcel from the rockfall
ha za rd zo ne. Copies of related ha za rd reports for thi s property are on file for public review at the
Departm e nt of Community Development.
If you would like to di sc uss this issue in greate r detail, please do not h esitate to co nta ct me at
(970) 479-2140.
Sincerely,
Brent Wilson, Planner II
0 RECY C LE:VPAPER
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KRM CONSULTANTS, INC.
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P.O. Box 4572
VAIL, COLORADO 81658
(303) 949-9391
FAX (303) 949-1577
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January 9, 1992
Steve Gerhardt Renovations
Attn: Steve Gerhardt
1881 Lions Ridge Loop #28
Vail, CO 81657
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Subject: Rockfall Hazard Statement, Vail Point Condominiums, Units 28, 30, 32, 33,
and 35, 1881 Lions Ridge Loop, Vail, Colorado.
Job No . 4 179 92
D ear Mr. Gerhardt:
This letter presents the findings of a rockfall hazards evaluation for proposed additions to
Units 28, 30, 32, 33, and 35 of the Vail Point Condominiums, 1881 Lions Ridge Loop, Vail,
Colorado. This street address corresponds with Lot 1, Block 3, Filing 3 of the Lions Ridge
Subdivision. Chen and Associates, now known as Chen-Northern, Inc., previously conducted
a preliminary geotechnical site evaluation, including rockfall hazard evaluation for the
proposed development, under our Job No. 19,344 and presented the results in a report dated
December 21, 1979. Some scaling of loose rock outcrops above the site in order to reduce
the rockfall hazard was performed around that time. Our current evaluation consisted of a
site visit and review of geologic hazards reports for the area. The work was performed based
on your verbal authorization.·
The existing condominiums are located on a steep south-facing slope above Lions Rid ge
Loop. The buildings are mu!ti-level wood frame structures which step up the hillside . Uphill
of the condominiums. the hillside slopes steeply up from the top of a 5 foot high timber crib
retaining wall which borders a 12 foot wide patio along the north side of the building. The
hillside slopes vary from about 90% ( 1.1 horizontal to 1 vertical) in the cut slope area
directly behind the buildings to about 50 % in the upper natural slope areas. Bedrock
outcrops of the Minturn Formation were observed near the top of the steep slope. One to
three fee~ of snow covered the slope at the time of our site visit.
·The proposed addition is relati vely minor and will not change the building footprint. An
existing breezeway which i s curr en t ly enclosed on three si des and open to the north will be
walle d off so that it can be used as an interior living space. This same modification is
proposed in all the units mentioned above.
Re gional rockf all hazard mapping indicates that the site is located in a high severity rockfall
hazard zone (Schmueser and Associates, 1984 ). The source zont> for the rockfall hazard is
Steve Gerl1an:h Rm:M1tioo; -January 9, 1992
Page2 •
an outcrop of the Minturn Formation which lies along the valley side upslope of the site.
In our previous report we stated that the scaling operation had significantly reduced the
rockfall hazard at the site but that periodic inspections should be performed to evaluate the
loosening of more rock due to natural weathering.
In summary, the condominium complex is exposed to potential rockfall hazards. The owners
should be aware of these hazards. Based on our understanding of the proposed additions
and our observations at the site, the additions should not increase the existing hazard
potential to adjacent properties and structures including public roads, rights-of-way,
easements and utilities. We recommend the rock outcrop uphill of the complex be
inspected by a qualified geologist when the area is clear of snow.
If there are any questions or if we may be of further assistance, please let us know.
Sincerely,
CHEN-NORTHERN, INC.
Daniel E. Hardin, P.E.
Rev. By: SLP
,.
REFERENCE
Schmueser & Associates, 1984, Rockfall Study -Town of Vail: Prepared for the Town
of Vail.
13036252897 MESA NATIONAL: RIFLE
Nicholas Lampiris, Ph.D.
CONSI,JLTII'<IQ GEOI.Oc!II8T
07113 VALLEV ROAD
CARBONDALE, OOLOAADO 81623
(303)903o311oo (2A HOURS)
June 6, 1'l'91
Steven Gensl&tr
Parkwoocl R~alty
529~ DTC Blvd, #~00
Englewood, Co 80111
818 PB1 •
RE: Vail Point/ Rock Fall--9~ildings 1, 2, 3, and 4
Dear Mr. Bensler;
JI.J.I a? • 91 09:38
l have r~viewed the 51tes of the above refer~n~ed buildings,
~ome o~ which <*1) are nearly complete for purposes of Rock
~all review ~or the Town of Vail. The groutinQ which was
performed in summer ~f 1989 was reviewed this week by me in
your ~ompany, and is still as QDOd as when it was completed.
Building #1 is nearly ~cmplete and is at the we•t end of the
dev•lopment. This is in a location where the ridge,
ccntainin9 the source of potential falling rocks, has dropped
to such a low level with respect to the building that rocks
will rarely reach the gite, and, if thsy do, will have very
little energy. Few unst~ble rocks occur abQVe this site.
Building #2 has been started and is in an advantageou•
poaition with respect to ~o~k fall bec•u5e it ia further away
.from the so1.1rt::e and on g.ent.ly 15lcping terrain, G:~nd is quit(O!
!!!hielded by Building #1 and a pr~~tviously built unit to the
east. There i a a "window" to the east end oi thb• unit but 1
with the grouting work in place and re-~hecked, there i~ only
slight chan~• of rocks rea~hing this site.
Building *3 is far from the st~ep slope where rocks can fall
and is also protected by existing units as well as by ~he
last one planned fer this phase (~41. Tnis bullding is not
likely to be hit by falling rocks.
Sutlding 04 is closer to the ridge
is fairly f~r from the base of th•
quite w~ll by a p~e-e~i•ting unit.
not likely to be •truck by ~alling
than #3; nPv•rthEless, it
steEp slope and shi$lded
This unit, ~s planned, is
rocks.
.·
13036252897 MESA NATIONAL:RIFLE 818 P02 JUN 07 '91 09:39
RELD JUN 0 7 1991
In all ca~e~, the grouting and general st~te of th~ outcrops
above the sit~ ~hould be re-evaluated each odd year <1993,
1995, etc.) by someone s~ch ~~myself to see i~ the wo~k done
needs upgrading. These four building'! are in a geCllogically
sensitive ~rea of rock fall potential. The con5truction of
these units will not increase the haz~rd to other property or
structur~s~ tlr to public rights-of-way, buildings, road~,
str~ets, easementsy utilities or facilities or other
propertie$ o4 any kind.
If there are question~ please contaet me.
Nicholas Lampiris
Consulting Geologist
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Post-It"' brand fax transmittal memo 7671
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Nicholas Lampiris, Ph.D.
CONSULTING GEOLOGIST
079 3 VALLEY ROAD
CARBONDALE , COLORADO 816 23
(303 ) 963-3600 (24 HOURS )
rOR PROF E SS IONAL GE OLO G IC SERVICES
T h an k y ou,
N i c h olas L a m p1 r i~
C ons ul t in g G e o l og i st
$390
Et:. £~·~ven Gll~n s lt::::r·
F'a:···i-o:\•JOC>d PE>al ty
5299 DTC Blvd, #500
Englewood, CD 80111
Nicholas Lampiris, Ph.D.
CONSULTING GEOLOGIST
0793 VALLEY ROAD
CARBONDALE, COLORADO 81623
(303) 963-3600 (24 HOURS)
RE: Vail Point/ Rock Fall--Buildings 1, 2, ~ and 4
Dear Mr. Gensler:
I have reviewed the sites of the above referer1ced buildings,
some of which C#l) are nearly complete for purposes of Rock
Fall review +or the Town of Vail. Please recall that the
grouting which was performed in summer of 1989 should be
reviewed this summer, but does improve the situation
c:un~;i d'""''·abl y.
Building #1 is nearly complete and is at the west end of the
development. This is in a location where the ridge,
containing the source of potential falling rocks, has dropped
to such a low level with respect to the building that rocks
will rarely reach the site, and, if they do, will have very
little energy. Few unstable rocks occur above this site.
Building #2 has been started and is in an advantageous
position with respect to reck fall because it is further away
from the source and en gently sloping terrain, and is quite
shielded by Build1ng #1 and a previously built unit to the
;,:;ast:.. There i.~~ a "1-.1indow" to thEo' east end of this unit but,
with the grouting work in place and hopefully updated, there
is only slight chance of rocks reaching this site.
Building #3 has not yet been started but is very far from the
steep slope where rocks can fall and is also protected by
eHisting units as well as by the last one planned fer this
phase 1#4). This building is not likely to be hit by falling
r·ocks.
Building #4 has also net been started but is planned, as
shown an the accompanying drawings, closer to the ridge than
#3; nevertheless, it is fairly far from the base of the steep
slope and shielded quite well by a pre-eHisting unit. This
unit, as planned, is nat likely to be struck by falling
1rac ks"
wJ1-t\_o_f I (f.
In all c•ses, p•ev i ous reco m menda ~n:>n ea r lier let t e r s
shou l d be noted and, where appropriate, followed. These f our
'.)uilrhn;,:Js are 1n a geolojical l y sen~;itive ,:;~.rE:-a of r-ock ·fc-11 1
potenti:;;~.l. T he constr-uct1•·m o·f th e~:;e units ~'>~ill not 1ncr-ease
the hazard to other-pr-oper-ty or st r-uctures , or-t o public
r-i(]hts·-of-~'>!ay, IJutldings, r-oads, stt-eets, easeme nt s, 11 dd,.l \,~~'l".ct 'Jc.~\~
utilities or-facilities or-other pr-o p er-ties of any k in d. ~ ,1 1 '·
If ther-e ar-P questions please contact me .
Si ncer ely,
Nirholas Lampir-is
Cons~l t ing Geologist
Nicholas Lampiris, Ph.D.
CONSULTING GEOLOGIST
0793 VALLEY ROAD
CARBONDALE , COLORADO 81623
(303) 963 -3600 (2 4 HOURS )
QP R 22 '92 8;53 FROM CH EN-N ORTHERN GLNWD
OlenONorthem, Inc
January 9, 1992
Steve Gerhardt Renovations
Attn: Steve Gerhardt
1881 Uons Ridge Loop #28
Vail, CO 81657
PRGE .elel2
~Jac :;e.., 1 !.II
C j r ;"-J',V So '""JI. ::0 ;l'lOO !!''>(!'
)U :! W'~· ''~'I 303 91~·:1~:! ~111':1;·-,,
Subject: Rockfall Hazard Statement, Vail Point Condominiums, Units 28. ~0, 33,
]!_and 35, 1881 Liom Ridge wop, Vail, Colorado.
Job No. 4 179 92
Dear Mr . Gerhardt:
This letter presents the findings of a rockfall hazards evaluation for proposed additions to
Units 28 7 30, 33, 34 and :;s of the Vail Point Condominiums, 1881 Lions Ridge Loop, Vail,
Colorado. This street address correspo-nds witb Lot 1, Block 3, Filing 3 of the Lion5 Rid ge
Subdivision. Chen and Associates, now known as Chen-Northern, lnc., previously conduc ted
a preliminary geotechnical site evaluation, includi.n.g rockfall haurd evaluation fo r the
proposed development, under our Job No. 19,344 an<.l presented the results in a report dat ed
December 21, 1979. Some scalin8 of loose rock outcrops •bove the site in order to re duce
the rockfaJl hazard was performed around that tilr Our current evaluation consi sted of a
site visit and review of geologic hazards reports for the are~ The work was performed based
on your verbal authorization.
The existing condominiums are located on a steep south-facing slope above Lions Ridfe
Loop. The lJuildings are multi-level wood frame structure ~ which step up the bilb,i dc . 1 1 phill
of the condominiums, the hillside slopes steeply up fro m rb e top of a 5 foot high tim ber crib
retaining wall which borders a 12 foot wide patio along the north side of the build ing. The
hillside ~opes vary from about 90 % ( 1.1 horizontal to 1 vertical) iu the cut slope area
directly behind the buildings to about SO% in the upper natural slope areas. Bedr<Xk
outcrops of the Minturn Formation were observed near the top of the steep slope . C'r :o
three feet of snow covered the slope at the time of our site visit.
The proposed addition is relatively minor and will not change the building footpr int. 'ul
existing breezeway which is currentl y enclosed on three sides and open to the north will be
walled off so that it can be used as an interior living space. This same modifi cation is
proposed in all the units me ntio ned above.
Regional rcx:kfall hazard mapping indicates that the sire is located in a high severit y rockta.ll
hazard zone (Sdunueser and Associates, 1984). The source zone for the tocld'al l hazard is
•• TOTAL PAGE.002 **
~Geatmdl~
Jaruary 9, 1m
~2
001
an outcrop of the Minturn Formation which lies along the valley side upslope of the site.
In our previous report we stated that the scaling operation had significantly reduced the
rockfall hazard at the site but that periodic inspections should be performed to evaluate the
loosening of more rock due to natural weathering.
In summary, the condominium complex is exposed to potential rockfall hazards. The owners
should be aware of these hazards. Based on our understanding of the proposed additions
and our observations at the site, the additions should not increase the existing hazard
potential to adjacent properties and structures including public roads, rights-of-way,
easements and utilities. We recommend the rock outcrop uphill of the complex be
inspected by a qualified geologist when the area is clear of snow .
If there are any questions or if we may be of further assistance, please let us know.
Sincerely,
CHEN-NORTHERN, INC.
Daniel E . Hardin, P.E.
Rev. By: SLP
REfERENCE
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Schmueser & A ss ociates. 1984, RocrJall Study · Town of Vail: Prepared for the Tow n
of Vail.
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SOIL & FOUNDATION
ENGINEERING
chen and associates, inc.
CONSULTING ENGINEERS
96 SOUTH ZUNI STREET • DENVER, COLORADO 80223 • 303/744-7105
Job l'b. 19,344
PRELJMINARY GEOTECHNICAL SITE FNALUi\TICN
LIONS RID3E SUBDIVISICN
LOl' 1, BLCCK 3, FILIN3 2
VAIL, OJLORAIX)
Prepared For:
Pierce and Associates
P.O. Box 1123
Vail, Colorado 81657
D:!cember 21, 1979
OFFICES : COLORADO SPRING r,, COLORADO I GLENWOOD SPRINGS, COLORADO I CASPER, WYOMING
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TABLE OF CONI'ENl'S
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CONC:Ll5ICNS 1
SCOPE OF S'IUDY 2
r. PROFOSED CCNSTRI.Cl'ICN 2
SITE CONDITICNS 2
SUBSOIL OONDITICNS 3
• GEOu:GIC SETTiu; 4
GEQLCX;IC CONDITICNS AFFECTING '!HE PROFOSED DEVEL6PMEN1' 5
.FOUNJ:Y\TICNS AND FLOOR SlABS 6
• SITE GRADING 7
ADDITICNAL INVESTI~TICN 8
FIG • l -LOCATICN OF EXPIDRAIDRY TEST PITS
• FIG. 2 -I..CXiS OF EXPIDRAIDRY PITS
FIG. 3 -LEGEND AND NCJI'ES
FIGS • 4 throogh 9 -3-JE:LL-CONSOLiffiTIOO TEST RES(ILTS
• FIGS. 10 through 12 -GRAmTICN TEST RESULTS
TABLE 1 -SUMMARY OF LAOORA'IDRY TEST RESULTS
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CXJNCLUSICNS
(1) '!be subsoils oonsist of silts and silty fine sands overlying
silty sand, gravel and cobbles with scattered boulders. Gra.md-
water was not encountered in the test pits.
(2) The silts and fine sands settled when -wetted and loaded. Spread
footing foundations are feasible. Bearing pressures are expected
to range fran 1000 psf to 3000 psf on the upper silts and saocls,
and 3000 psf to 5000 psf on the l011.er coars!!! granular soils.
(3) The rockfall hazard is being reduced across the lot by scalin:J
and blasting of loose rocks fran Lions Ridge. Past develcprent
inspections of the stabilized area are recd'llllended, as the on
going -weathering process could create locally unstable blocks at
same time in the future •
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S<DPE OF STUDY
'Ibis report presents the results of a prelitllinacy geotedmical
site evaluation for the profX)Sed condominiums to be located on IJ:>t 1,
Block 3, Filing 2, of Lions Ridge Subdivision in Vail, Colorado. ~
previoosly conducted an engineering geology reconnaissance of the
rockfall potential for the lot dated Septanber 211, 1979, under Job
Nuntler 19,344. 'Ihis report disrusses the gener~~ geologic conditions,
possible foondation types, and range of allowablt~ soil pressures,
water table conditions and other soil related inl~onnation for general
planning and design •
PROFOSED <XNS'l'ROCTICN
~ understand that it is proposed to construct 6 condaninium
buildings within the general areas shatm on Fig. 1. '!he buildings
will likely be 3 to 4 story frane structures. '111e exact ooilding
locations and types have not been detennined at t:his ti.me •
SITE OONDITICNS
The site. is presently vacant and situated at: the lower read1es of
a steep sooth facing Slope. Vegetation consists of scattered aspen
trees with an understory of native grasses and btush. '!he existing
paved Lions Ridge I.oop crosses through the site !:o the sooth, as shatm
on Fig. 1.
Slope on the site is variable, ranging from 10% or less in some
of the soothern p:lrtion to as steep as 50% to thE! north. The proposed
condaniniums will be constructed on slopes betwetm 10% to 20%. 'Ibtal
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elevation difference across the lot is on the order of 280 feet. 'Iile
steep Lions Ridge is situated another 200 feet alX>ve and north of the
site and consists of a near vertical cliff of jo!!nted sandstone
bedrock. Major drainages do not cross through the lot •
A lon:J trench has been constructed across the site at the
approximate location shown on Fig. 1. 'lhe trench is 7 to 8 feet deep
and nearly twenty feet wide. It was excavated t<l catch and retain any
falling rock fran blasting operations on the Lions Ridge above. We
assume the trench will be backfilled •
SUBSOIL CONDITIONS
The general subsoil conditions were detetrni.ned by excavati03
seven .test pits at the locations shown on Fig. 1. 'Iile soils generally
consisted of silts and sands 011erlyill3 sands, grc!lllels and cobbles with
scattered boulders to the maximum depth investigc!.ted, 12 feet. A thin,
1/2 to 1 foot thick, surface layer of topsoil wa~l enca.mtered in all
the pits.
The sandy silts ran;Je in thickness fran 2 tel 4 feet. '!hey are
dry to slightly IIDist, and loose to medium stiff, with scattered
gravels and thin siltY sand lenses. Silty to clayey sands were
encountered near ground surface in Test Pits 2 an.d 6, and beneath the
silt cover in Pits 3 through 5. '1be sands ra03e in thickness fran 1
l/2 to greater than 9 feet. They are generally fine grained, sligl1tly
moist, nedium dense, and reddish brown •
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Consolidation tes,ts, slx:Jwn on Figs. 4 thrmgh 9, indicate the
silts and sands will consolidate llOderately to highly upon wetting and
loading.
Silty sand, gravel and cobble deposits were encountered in Test
Pits 1, 2, 5, 6 and 7. CX:casional large boulders are also scattered
throughout the profile. 'Ihese soils are slightly 110ist, relatively
dense and also reddish brown •
Free water was net encountered in any of the. test pits.
GEX)I.£X;IC SEITING
The site is situated on the northern margin of the G:>re Creek
Valley. 'Ihin colluvial deposits cover this lot, generally consisting
of brown, sandy silts and silty sands. '!he colluvium was derived
principally by slopewash processes fran the exposed sandstone ridge
above the lot.
Pleistocene glacial deposits underlie the colluvium. '!he glacial
till consists of silty sand and gravel with scattered cobbles and
boulders.
Lions Ridge is an erwional remnant of alpine glaciation and has
undergone considerable weathering. '!he ridge is ccmprised of sand-
stone, shale and sandy limestone strata of the Pennsylvanian l!ge
Minturn formation. '!he rock is generally highly jointed in exposures,
with joint systans both parallel and perpendicular to bedding.
Structurally, the bedr;>ck at the site has a dip of about 30 to 40
degrees to the northwest and strikes rrughly N70°E •
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GEOLCX;IC CONDrriOOS AFFECI'm:; 'lHE PROPOSED DEVEltPMENI'
().lr previcus letter dated Septenber 28, 1979, outlined the
potential rockfall hazard on the site. 'lbe previcus owner, repre-
sented by R:>nald 'lbdd and Associates, hired Mr. DOOley l:blires, a
private contractor, to rem:>ve all unstable am pt:>tentially unstable
blocks from the hazardcus outcrcp above the site. Furthernore, 'lbdd
and Associates retained Woodward-Clyde Consultants to oversee
Mr. !:blnes' \olOrk.
A representative of Chen and Associates, In·::. visited the site on
November 15, 1979, and observed the \olOrk with Mr. Jim Irish of
~rd-Clyde Consultants. At that time, the d:,ntractor had rEm:>veq
all loose blocks by scaling. Further questionable sections 111ere being
rem:>ved by blastir¥3. 'llle contractor was nearir¥3 canpletion of the
work, rot it was requested that he rerrove three additional large
sections as an added precaution. ~ revisited the site on D=canber
10, 1979 with Roy Spitzer of \'bedward-Clyde. cne large section,
approximately t.\olO cubic yards, still needed to be removed, am several
smaller pieces should be scaled off as well. Such \olOrk is difficult
at this time due to the snow cover. OJr discussions with Mr. Holnes
indicates that he plans to return as soon as p:ssible in the spring to
complete this work. All \olOrk should be canpleted prior to startir¥3
downslope construction.
It is the opinion of Vbodward-Clyde's pers<lnnel that the work
canpleted and planned next spring will substantially reduce the
rockfall hazard for this lot. 'llle effectiveness of bolting or other
restraining netrods at the ootcrcp is questionable. we concur with
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these opinions. A final inspection of the outcr~:p sb::luld be nade in
the spring once ranoval of the remaining sectionS has been accan-
plished.
In addition, there is sane p:>ssibility that future frost action
and other ~athering processes could loosen sorre fX)rtion of the
stabilized outcrops. With time, these processes could increase the
risk of rockfall during the life time of the projtect. '!he probability
of this happening is relatively low; oowever, it is difficult to
accurately predict the rates of such natural pt'O(!esses. We recamrend
the O'tlner prOII'ide for periodic inspections, so that in the event
a:!verse conditions are developing, timely remedial! action can be
taken •
FCllJND.I\TIOOS AND FLOOR SLABS
Based on the general subsoil conditions enceuntered at the test
pits, spread footings placed on the natural granmar soils should be
suitable for the prcposed buildil'lg's. Footil'lg's nSy also be placed on
canpacted structural fill. Maximum soil pressures will range fran
1000 psf to 3000 psf on the upper silts aoo saoos, and 3000 psf to
5000 psf on the underlying coarse, granular soils.. Specific founda-
tion design will depend on site gradill3 aoo struc:tural rel1uirarents as
well as the subsoil conditions. Topsoil should be rerroved from below
all footil'lg's and fill pads. W:! reCXl'll!leoo a nore specific analysis be
made \'ben grading and building plans have been determined. Baserrent
level construction should be fX)ssible on the site. All lower level
areas should be protected by an underdrain system •
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•
•
•
•
•
•
-7-
SITE GRADIN:>
Nunerrus cobbles and small boulders will be enoo.mtered during
excavation. Most of these will be of a small enl~h size to be
raroved by n-edium duty earth m::>ving equiprent. h::casional latge
boulders may require heavier duty equiptent. Bdllders in confined
excavations might necessitate blasting •
Olts should be kept to a minimum depth, on IU!e order of 10 feet
to prevent potential instability of the upper sltpe. r:eeper cut
slcpes should be possible on the lower, oore gen'tle natural slopes •
Temp::>racy, unbraced cut slcpes of 1:1 to 2:1 (horizontal to vertical)
should be possible depending on the subsoil conditions.
Fill slopes should be no steeper than 1 ]/2:1 (horizontal to
vertical) for granular soils, and 2:1 for silts and fine sands. Fill
depths should be minimized especially in steeper site areas. ii:!
anticipate 5 to 15 foot high fill sl~s should be l:JOSsible. Both cut
and fill slopes should be protected fran erosion by pr011iding good
surface drainage and vegetative cover. Below buildings, all fill
shculd be a nonexpansive material canpacted to a~ least between 90% to
100% of standard Proctor density, depending on i 1 ~s purp:>se. All
tcpsoil should be reuoved and slopes benched beft)re fill placanent.
The on-site soils are suitable for use as fill w.lth the exception of
r<XXs larger than 8 inches.
A catching trench was excavated during the blasting operations to
retain possible rockfall. We understand that it is the contractors
intention to backfill this trench with minimal c<:rrq>active effort. If
buildings and pavE!Ient areas are not located in l!his area, we recanrrend
•
•
•
•
•
•
•
•
•
•
-8-
that the trench be canpacted to at least 85% stamard Proctor density •
Should the trench uroerlie paved areas, the material should be
canpacted to at least 95% standard Proctor density.
1\DDITIONAL INVESTICATICN
This report is preliminary and suitable for general design and
planning. The test pits \>ere located so as to delineate the soil
conditions likely to t~ encountered durirx;J construction. Local
variations may exist bet\>een the test pits. We reCCillllend that once
building excavations have been q>ened, -we be notified to observe the
excavations.
We will be available to discuss the results of the present
investigation or the scope of additional evaluations •
OlEN AND ASSO::IATES, IM:.
By~
David C. Olanberlin
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Test Pit 5 Test Pit 6 Test Pit 7
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• #19,341t
LEGEND: B Topsoil, slightly organic, dark brown, moist, soft •
~Silt (ML), very sandy, light brown, dry to slightly moist, loose to U medium stlff.
~Sand (SM), sllty, fine grained, reddish bro~~. slightly moist, medium
~ dense.
Sand, grave I and cobb I es (GM), s I I ty, occas !'ona I bou I ders to 3 feet,
reddish brown, slightly moist to moist, medl'um dense to dense.
Disturbed bucket sample.
Undisturbed hand drive liner sample.
•
NOTES:
1. Test pits were excavated on November 12, 197~ with a backhoe •
2, No free water was encountered In test pits at the time of excavation.
3. WC • Water Content (%);
DO • Dry Density (pcf);
-200 • Percent Passing No. 200 Sieve;
LL • Liquid Limit (%);
PI • Plasticity Index (%);
NP • Non Plastic .
· LEGEND AND NOTES
. .
Fig. 3
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CHEN AND ASSOCIATtS
Natura I Ory Unit Wei9ht •
Natural Moisture tonterrt •
.
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APPLIED PRESSURE
10
-11sl 1
·95.3 pc:f
7. 1 per cent
on a c m~ rE 5 I
con ta t PI e ;!
we tl g.
Sample of sandy clayey.silt from Test Pit 1 at depth 1.5 feet .
Swell-Consolidation Te~t
Results
r
100
Fig. 4
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#19,344
CHEN AND ASSOCIATES
Natural Dry Unit WtiQhl • 96.3
Natural Moitture Conttrrt • 8.2
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APPLIED PltESSURE -ksf
Sample of silty sand from Test Pit 2 at depth 2 feet.
Swell-Consolidation nst
Results
pcf
per cent
es qr
re s ,. !e
100
Fig. 5
CA·1A
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CHEN AND ASSOCIATES
Natural Dry Un o t ~te o p'lt • 97.7 pet
Natural Waoe,turt Co11ttnt • 7 .4 perctl"'t
r----............ ......... t---.....
d~ on a 1 c c mp r~: ssi pn ur<('
n v 1--or l <n t pre ~ su r~: dLie 0
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of san< y f~ 1 f ro m Test Pi~ 3
h 311/2 f e Ill 1 CD
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Hoturol Dry Un o t Wt ojl tlt • 102.8 pet
Hotu rol Wa o at ure C or 1 ttl"'t • 12.9 pt r Ctl"'t
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Sweii-Con10lidation Test Rewlta
Fig. 6
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• CHEN AND ASSOCIAT 1 £S
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' -.......... ......... Natural Dry Unit Wei;ht • 99.7 pcf
t'.,. Natural Moisture Content • 8.8 per cant
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Additi onal co ~p e •~ i v f.-fL.. 1--under f:OnS ant r ~~ s
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APPLIED PRESSURE -ksf
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~ Sample of silty sand from Test Pit 3 at dl!pth 11 feet •
• l
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• #19,344 Swell-Consolidation Ttlst
Results
100
Fl g. 7
CA·IA
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CHEN AND. ASSOCIATES
Natural Dry Unit Wei;ht •
Natural Moi ltu re Conterrt •
IIJ I ~ I VII
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APPLIED PR ESSUR£
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Sample of silty sand from Test Pit 4 at depth 3 1/2 feet .
Swell-Consolidation Test
Results
pc:f
per cent
i":: I:> ;Ufl
r1 5 ur.
100
Fig. 8
CA 1A
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#19,344
CHEN AND ASSOCIATES
Natural Dry Unit Weight s 98.1 pcf
Natural Moilture Conterrt • 1.2. 1 per cent
I 1' dd It lor a I c omp re ~s i< n
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APPLIED PRESSURE • l"f
Sample of very silty sand from Test Pit 4 at depth 12 feet •
Swell-Consolidation Test
Results
100
Fig. 9
CIHA
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CHEN AND AssociATES
Consulting Soli and Foundation Enginiterl
U I IT&"!I!-'~0 lUlU-., . ,! CL(A. ICIUAit( ~NI ... I ••oo •e.o •.,-JO •• ti-•.-... ._. • · r t•r
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CJ.-AVItL 46 ,. IANO 26
LIQUID LIMIT 25 ,.
==-+ -:~ ~
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28 %
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SAM,.o..IE 0 "' Silty sand, gravel and ""0 "" Pit 1 at depth 3'
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IAHO 31 Of. SJL.T AN!J Cl-AY 21 o/o
LIQUID LIMIT 25 % ~L.ASTICI T"Y INtJ~)( 5. 7 ,.
...... ,.._IE o.-Silty sand, gravel and .-.. oM l~it 2 at depth 4'
cobbles
GRADATION TEST RESULTS
-r-
-+-
••• 111 • ...
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Fig. 10
CA-2
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• #19,344
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CHEN AND ASSOCIATES
Conlultlng Soli and Foundation Engine.,.
11(11[ ANALYSIS
-
...
,. S"-T ANb Cl,.AV
LIQUID LIMIT
SAND 62
21.5 ,. "LASTICITV IHtll:)(
•••
28
NP
• •
~~~~oM Pit 5 at depth 10'
HYDIIOIII[TIII ANALYSII _ll[tl ANALYSIS
•
10
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110 ..
,... ··~ .. • 0
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OlAMf.T[a: o• ..... I t..t IM tii\..\J ( 1'1,"1
CLAY IPI..AITtCI TO liLT I ..... IILAITIC)
GI'IAVI:L 62 ,.. SAND 28 o/e Sl L T Allo CL.AY
LIQUID L.IMIT 20.8,.. "LASTICITY IN 1 )1t>< 2.2
... ' .
••• ••
10 ,.. .,.
_.. ... ,.LI: oP" Sandy grave 1 ~1110 ... Pit 6 at depth 7•
GRADATION TEST RESUL1"S
r rr
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COIItU
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= ... ! ....
110
10
110 ..
.. • ..
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Fig. 11
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#19,344
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CHEN AND AssociATES
Consu lting Soil and Founda tion Engineera
MYOitOM!T(It ANALYSIS S IEV [ ANA lYSIS .~ . .._--.!!..!~:.;:;,,. n,,l,:..;llnll[mAO,;II IIie~llr~~--t----;-;U~S.--;S;-;T ,....&';::'N;;O.&~II:-;0;;--;1;;;[,.;1::-;, [f;l;-:"'10~-_::; I C~ (AI IO U.t.ll [ ~(N I Nel
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L.IQUID L.IMIT
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.. L.A eTI CITY INCI:X
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1 5 o/o
4 o/.
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............... ~: o..-Sandy g ra ve 1 "'"0 ""Pi t 7 at de p t h 5'
MYOitOM[T[It ANALYSIS
•',.••tl T I W[ IIUOIII!eS eo• ...... ••• 1 .....
U S STAN O AIIO
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S I [V[
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L.IQUID L.IMIT .. L.ASTICITV INC I I:X
............. I[ 01"
GRADATION TEST RESULTS
, ...
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CA-2
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SOIL TYPE
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SI
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1
95
.
3
24
8
74
Sandy Si It
NP
28
1~1.1ty sand , gravel & t-obb es
8.
2
96
.
3
Silty sand
25
6
21
S1.ltl sand, gravel & cobb es
7.
4
97
.
7
Sandy silt
12
.
9
10
2
.
8
Very s1 lty sand
8.
8
99
.
7
Silty sand
9.
1
1 02
.5
Silty sand
12
.
1
98
.
1
NP
48
Very silty sand
6.
3
10
5
.
3
!:,andy s11t
NP
28
l:l!~5Y sana, grav~• t. co es
NP
40
Silty sand l
21
2
10
1~6~5Ye~and, grave I tt----1
25
4
15
II II II I CA-4
_.
_
_
_
~
-
~
-
~
-
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..
.J , '
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Steven 13emol er
F>arkwoo<l Realty
5299 DTC Blva, #~00
Englewood, CO 80111
Nicholas Lamplrls, Ph.D.
CONSULTING GEOLOGIST
07113 VAI.LEY ROAD
CARBONDALE, COLORADO 811523
~) 9e3oaiiOO 1Z4 HOURS)
June 6 9 1991
t11e H::ll •
RE: Vail Point/ Rock Fall--Building$ 1, 2, 3, and 4
l have r~viewed the ~ite5 of the above referen~ed buildings,
some of wht~h <*1> are nearly complete for purposes of Rock
Fall review ~or the Town of Vail. The gro~ting which was
performed in summ~r of 1989 was reviewed th1s week by me in
yoLir <.:ompa.ny, and is still as good as when it was compll!l!ted.
EluildinQ +U is near-1 y complete and is at the lfje"'t end of the
development. This is in a location wh9re the ridge,
containing the source of potential falling rocks, ha$ dropp~d
to such a low level with respect to the building that r~cks
will raraly reach the gite, ~nd, if they do, will have very
little en~rgy, Few unstable rocks occur above thi$ site,
Building ~2 h•g been ~tarted and is in an advantageous
poaiticn with respect to ~ock fa~l beca~ee it i5 further away
~rem the s~ur~e and on gently ~lcpin9 terrain, and is quite
~hielded by Building *1 and A p~~viou~ly built Lmit to the
east. Ther-e ia a "wtndow" tc the east end oi this unit but,
with the grouting work in place and r•-~hecked, there i~ only
slight chance gf reeks reaching this site.
Building ~3 is far from the »teep slcpe where rocks can fall
and is alsc protected by existing units as well as by the
last cne planned fer this phase (#4). Th1s building is not
likely to be hit by falling rocks.
Building 04 is closer to the ridge
is fairly far from the base of th•
quite well by a ~re-e~i-ting unit.
ntlt likely to be atruck by falling
than #3; n•v•r-th&less, it
ste•p slope and shi~lded
This unit, as planned, is
rc:u::ks.
..
/ . .,· , ..,,
818 Pl:l2 •
RftD JUN 0 71991
In all ~6~~~. the grouting and generMl ~tate c~ th~ outcrops
above the site should be re-evaluated each odd year <1993,
199~, wt~.> by someone •ueh ae myself to see ii the work done
needs upgrading. These four buildings are in a geologically
sensitive are~ of rock Tall pot•ntial. The con~truction of
these untts will net increase the hazard to other property or
structures. or to public rights-of-way, building~, roads,
strEets, easements, utilities or facilities or Qther
properties o+ any kind.
If there are questions please contact me.
---------· ------
Nicholas Lampiris
Consulting Geologist
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Chen ~ Northern , Inc .
January 9 , 1992
Steve Gerhardt Renovations
Attn: Steve Gerhardt
1881 Lions Ridge Loop #28
Vail , CO 81657
• Consr.t ng E~g ccrs<nu Sc·ent sts
5080 Hood '5~
Glenwooo Spr ~g~ Coora<Jo8'60'
303 945·745R
103 945 2363 Fa•.>" e
Subject: Rockfall Hazard Statement, Vail Point Condominiums, Units 28 , 30, 32, 33,
and 35, 1881 Lions Ridge Loop, Vail, Colorado.
Job No.4 179 92
Dear Mr. Gerhardt:
This letter presents the findings of a rockfall hazards evaluation for progose9 additions to
Units 28, 30, 32, 33, and 35 of the Vail Point Condominiums, 1881 Lions Ridge Loop , Vail ,
Colorado. This street address corresponds with Lot 1, Block 3, Filing 3 of the Lions Ridge
Subdivision . Chen and Associates, now known as Chen-Northern, Inc., previously conducted
a preliminary geotechnical site e va luation, including rockfall hazard evaluation for the
proposed development, under our Job No. 19,344 and presented the results in a report dated
December 21 , 1979 . Some scaling of loose rock outcrops abo v e the site in order to reduce
the rockfall hazard was performed a round that time. Our current evaluation con s i s ted of a
site v isit and review of g eologic ha z ard s reports for the area . The work was performed b as ed
on your verbal authorization.
The e x isting condominiums a r e located o n a steep south-fa cing slope ab ov e Lions Rid g e
Loop . The buildings are multi-level wood frame structures which step up the hillside. Uphill
of the condominiums , the hillside slopes steeply up from the top of a 5 foot high timb e r crib
retaining wall which borders a 12 foot wide patio along the north side of the building . The
hillside slopes vary from about 90 % ( 1.1 horizontal to 1 v ertical) i n the cut slope a rea
directly behind the buildings to about 50 % in the upper natural slope are a s . Bedrock
outcrops of the Minturn Formation were observed near the top of the steep slope . One to
three feet of snow covered the slope at the time of our site visit.
The proposed addition is relatively minor a nd will not change the building f o o tprint. An
existing breezeway which is currently enclosed on three sides and open to the north will be
walled off so that it can be used a s an interior living space . This same mod i f i cation is
proposed in all the units mentioned abo v e.
Regional rockfall h a z a rd mappin g ind icate s th a t the site is l o c a ted in a high severit y rockfall
hazard zone (Schmueser and Associates , 1984 ). The source zone for the rockfall ha z ard is
A member of the (HIH)groupol c.ompanres
Steve Gerhaidt ~
January 9, 1992
~2
an outcrop of the Minturn Formation which lies along the valley side upslope of the site.
In our previous report we stated that the scaling operation had significantly reduced the
rockfall hazard at the site but that periodic inspections should be performed to evaluate the
loosening of more rock due to natural weathering.
In summary, the condominium complex is exposed to potential rockfall hazards. The owners
should be aware of these hazards. Based on our understanding of the proposed additions
and our observations at the site, the additions should not increase the existing hazard
potential to adjacent properties and structures including public roads, rights-of-way,
easements and utilities. We recommend the rock outcrop uphill of the complex be
inspected by a qualified geologist when the area is clear of snow.
If there are any questions or if we may be of further assistance, please let us know.
Sincerely,
CHEN-NORTHERN, INC.
Daniel E. Hardin, P.E.
Rev. By: SLP
REFERENCE
Schmueser & Associates, 1984, RocJ..-.fall Study -Tm•m of Vail: Prepared for the Town
of Vail.
Chen {)Northern, Inc. Cor rsu·,t r1g l::.'lgrneers Ann Sce'ltrsts
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Nicholas Lamp iri s , Ph .D .
CONSULTING GEOLOGIST
0793 VALLEY ROAD
CARBONDALE , COLORADO 81623
(303) 963-3600 (24 HOURS )
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CONSU L TI N G GEOLOG I S T
0 793 VALLEY ROAD
C A R B OND A L E , C OLORADO 8 1 623
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Co ns ultin g G eo l ogist
OF SILVERTHORNE
IRREVOCABLE LETTER OF CREDIT
Town of Vail
Attn : Larry Eskwith
75 S. Frontage Road West
Vail, CO 81657
Gentlemen:
•
160 US HIGHWAY 6 PO BOX 347 SILVI::nTHORNE . COLOnADO 80 4 98 303 ·41'''1 8000
September 25, 1989
Date: September 25, 1989
Amount: $13,308.75
Number : 843 -2716
Expiration Date : September 25 , 1990
Re : Talon Townhomes
We hereby open our Irrevocable Letter of Credit in yo ur favor by your
draft drawn at sight on FirstBank of Silve r thorne, N .A ., P .O. Box 347 ,
Silverthorne , Colorado , for any sum or sums up to the aggregate amount
of $13,308 .75 , for the account of Steven M. Gensler, 2098 S. Pitkin St.,
Aurora, Colorado .
Eac h draft must bear upon its face the clause ''Drawn under Let t er of Credit
No . 843 -2716 , dated 9/25/89, of FirstBank of Silverthorne , N .A .". Each
draft must be accompanied by a statement by a duly authorized officer of
the Town of Vail stating that this draw is in connection with funds needed
for the account of Steven M . Gen sler .
The amount of each draft which is negotiated pursuant to this credit,
to ge ther with the date of negotiation , must be endorsed on the reverse
side of the Letter of Credit .
We hereby agree that drafts drawn under and in compliance
of the Le~~r of Credit will be duly honored if presented
Silverthor~, N .A . on or b efo re Sep t ember 25 , 1990 .
with the terms
to Fi r s t Bank of
~~
Koger Propst
President
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•
OF SI LVE RTHO RNE 160 US HIGHWAY 6 PO BOX 3 4 7 SILVE RT HO R NE', COLORADO 80498 303·4"11-8000
MODIFICATION-IRREVOCABLE LE TTER OF CREDIT
Town of Vail
Attn: Larry Eskwi th
75 S . Fron t age Road Wes t
Vail, CO 81657
Gentlemen :
October 2, 1989
Original Amount: $13,308 . 7 5
Number: 843 -2716
Expiration Date: 09/25/90
Re: Tal on Townhomes
The Irrevocable Letter of Credit number 843 -2716, issued 9/25/89 is
hereby modified as follows :
1 . The amount of the Letter of Credit is increased to $19,312 .50 .
All other terms and conditions shall remain the same . This modification
shall be a tt ached to and become a part of the original Irrevocable Letter
of Credit.
KLP/cjh
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Koger Propst
P r esident
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PARKWOOD REAL ESTATE COMPANY and TOWN OF VAIL
AGREEMENT
THIS AGREEMENT is entered into on --~~~~~~~~~~~~~--------' 1989, between
the TOWN OF VAIL, COLORADO, a Colorado municipal corporation (11 the Town 11
) and
PARK\~OOD REAL ESTATE COMPANY ( 11 Parkwood 11
).
RECITALS
1. The Town, on or about September 19, 1989, approved amendments to the
development plan for the Talon Townhomes at 1881 Lionsridge Loop, Lot 1, Block 3,
Lionsridge Third Filing, and Lot 27, Block 2, Lionsridge Subdivision Third Filing
(
11 the Talon 11
).
2. As a condition of final approval of the amended development plan for the
Talon, Parkwood agreed to enter into a development agreement with the Town for the
purpose of setting forth certain requirements of Parkwood relating to the
construction of improvements for the Talon and for the purpose of guaranteeing the
construction of those improvements.
NOW, THEREFORE, in consideration of the mutual covenants and agreements,
Parkwood and the Town agree as follows:
1. Parkwood agrees, at its sole cost and expense, to furnish all equipment
and material necessary to perform and complete the following improvements:
A. The landscaping for Phase I of the Talon shall be completed in
accordance with the plan approved on August 28, 1982 prepared by Dennis Anderson, or
any amended or substituted plan approved by the Design Review Board.
B. Parkwood shall dismantle and remove all the existing foundations of
the Talon of Phase II, and refill the areas remaining after removal with fill and
topsoil, and shall also reseed the areas. The removal of the foundations and their
refilling and revegetation shall be completed by September 1, 1990.
C. Parkwood shall repair the irrigation system for Phase I if the
Federal Savings and Loan Insurance Corporation does not complete the repairs to the
irrigation system befo re the closing sale of the Talon on September 29, 19 89.
D. Par kwood sha ll comp l ete all rockfall mitigation as required by
Nicholas Lampiris, Ph.D. letter of September 6, 1989.
E. Parkwood agrees to complete paving of the area identified on the
plat, attached hereto as Exhibit A and incorporated herein by reference, no later
than November 1, 1989.
2. In order to guarantee performance of the provisions set forth in
paragraphs 1A through E of this Agreement, Parkwood agrees to ~rovide :
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An irrevocable letter of credit from an approved financial institution, or
a cash escrow, or a combination of the two in the amount of sixty-nine thousand
seven hundred forty-one dollars and seventy-five cents ($69,741.75), in a form
acceptable to the Town Attorney, which may be drawn on or utilized by the Town to
complete the work set forth in paragraphs 1A t~rough E, if Parkwood fails to do so
by the date set forth.
3. Parkwood agrees that construction for the Talon Phase I shall meet all
Town fire code and building code requirements prior to the issuance of a permanent
certificate of occupancy. Existing problems to be addressed by Parkwood shall
include by illustration, but not limitation, problems with retaining walls, turning
radiuses for fire emergency vehicles, drainage, and fire hydrant requirements.
4. Before any certificates of occupancy shall be issued for Phases II and I ([
of the Talon, Parkwood shall hire a qualified engineer to inspect the area to
determine whether or not it is necessary to implement rockfall mitigation for the
project. The engineer making the inspection shall provide a written report to the
Town setting forth his findings. If it is determined that rockfall mitigation is
~ necessary for the safety of the project, it shall be completed pursuant to the ~
engineer•s specifications in a workmanlike manner. The engineer shall also address
the Town•s concern about the durability of the grout used to adhere the rocks to the
t
t cliff above the Talon, and the engineer•s conclusion in regard thereto shall be
~
included in his report to the Town for the Phase I rockfall report. Parkwood, or
' )
i its successor and interests, shall have periodic inspections performed by qualified
engineers of the Talon project to determine whether additional mitigation may be
necessary, and reports of this inspection shall be submitted to the Town for its
review.
5. Parkwood shall have the right to construct each building in Phase II of
the Talon pursuant to a separate permit. The first ten (10} units within Phase II
may obtain certificates of occupancy without the approved recreation amenities
package being complete. However, the subsequent ten (10) units within Phase II
shall not receive temporary or final certificates of occupancy until the approved
recreation package has received a final certificate of occupancy.
6. The Town shall release no building permits for any construction on Phase
III of the Talon until all of the development proposed and approved for Phase I and
Phase II in accordance with the approved development plan has received final
certificates of occupancy, or in the alternative, Phase I receives its final
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certificates of occupancy, and the removal, refilling, and revegetation of the
foundations located in Phase~is complete and approved by the Town.
7. If, in their sole determination, the Town of Vail Community Development
Director and Public Works Director determine that the portion of Lionsridge Loop
identified on Exhibit B, attached hereto and incorporated into this Agreement by
reference, does not meet safety requirements for the additional traffic to be
generated by the Talon, Parkwood shall dedicate to the Town a sufficient portion of
the land indicated on Exhibit B as is deemed necessary in the sole judgment of the
Public Works Director so that Lionsridge Loop may be enlarged safely and adequately
to handle the additional traffic generated by the Talon.
8. Parkwood agrees that they shall maintain all retaining walls required for
the Talon project.
9. Parkwood agrees that at the time they construct Phase II of the Talon,
they shall add vegetation to the gabian walls, if such vegetation is determined to
~ be feasible by the Design Review Board of the Town. a.
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10. Neither the Town nor any officer, agent, or employee thereof, shall be
liable or responsible for any accident, loss, or damage happening or occurring as a
result of the work specified in this Agreement to be completed by Parkwood, nor
shall the Town, or any officer, agent, or employee thereof, be liable for any
injuries to persons or property, by reason of said work, but all of said liability
shall be hereunder assumed by Parkwood .
Parkwood hereby agrees to indemnify and hold harmless the Town, and any of
its officers, agents, and employees, against any losses, claims, damages, or
liabilities, to which the Town or any of its officers, agents, or employees may
become subject to, insofar as any such losses, claims, damages, or liabilities, or
actions in respect thereof, that arise out of or are based upon any performance by
Parkwood hereunder; and Parkwood shall reimburse the Town for any and all legal or
other expenses reasonably incurred by the Town in connection with investigating or
defending any such loss, claim, damage, liability, or action.
TOWN OF VAIL, COLORADO, a Colorado
municipal corporation
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STATE OF COLORADO )
} ss.
COUNTY OF EAGLE )
The foregoing development agreement was a?,fnowledged before me Yhis d{~
~ ' 1989' by £?ttt4it t/ !Vut!tt.tL ~
day of
Witness by hand and official seal.
My commission expires:
PARKWOOD REAL ESTATE COMPANY
·~
STATE OF COLORADO
COUNTY OF EAGLE
ss.
0
Notary Public
Bteflda Ctlesmln. ,.., PUIIIiC
My Commission ... Alai. 21. ltD
75 S Frontase Raid VIII. CO 8lli5l
Address
________________ ___:....;· '1'\1·,·
• The f~egoing development agreement was acknowledged before me this~~
Lidit~M-' 1989, by ~--.# )/~
day of
Witness by hand and official seal.
My commission expires:
Notary Public ,,,P'j' '
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Brenda Chesman, Notary Public ;->'. \ ; ' , "", . • · /
f'
(
My Commission expires Aua. 28. 199l / ~ . / · · , . . .
75 S Frontase Road Vail CO Sl&$1 ' _.· .-y • ·, . , . ,
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410B02 B-514 P-627 10/03/89 14:47 pG 4 OF 4
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