HomeMy WebLinkAboutVAIL VILLAGE FILING 1 BLOCK 5B COURTSIDE TOWNHOMES PHASE III 1980 CHEN AND ASSOCIATES STUDY LEGAL/*l h.ilnaz
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chen and associates, inc.
CONSULTING ENGINEERS
sor|' & Four{DATroN
ENGI.NEERING
SUITE C-7 VILLAGE PLAZA r GLENWOOD SPRINGS, COLORADO 81601 I 3031945.7458
SOIL AI{D TIX.DIDAI CT\I II{\ESTIGATIChI
PROPOSM IUMIO,IE DEVEI.OPi'ENT
COI,JRTSIOE PIA.SE IIT
\arl,, @roRAm
Prepared For:
t't. John thcrnas
P.O. Box 695
vail, @ 81-657
I Job lio. 2LrO56 ogEober 8, 1980
I OFFIC€S: OENVER, COLORADO / COLORAOO SPRINGS, COLORAOO / CASPEF,IIYOMING / SALT LAKE CITY' UTAH
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TABI.E CF @{IEVIS
cc[$Gr]srct{s
SCoPE
SIIE OC[rDrTrCt{S
s:UBSOrt CCD{DIrrCn{S
FUJNBTICT{ RM4,IENDNTTCIiS
GrcU{D TTMRS
U{MDRAIN SYSIEM
SURFECE DRAI}AGE
MISCtrTANM]S
FIqIRE 1 - I,MATICD{ CF D(PI'RAIORT PTIS
FIGT]RE 2 - @APHIC IOGS & IEGEND & }UIES
FTGIRES 3 AND 4 - SWEf,;IrC€I{SOLIDFfIIOI IEST RESIJI-,TS
ETqJRES 5 AND 6 - GSADTfTTO{ TtsST RESIILTS
MSI,E 1 . SIM4ART OF IABORAIORT TEST RESULTS
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The proposed buildings can be fourded with qread
footings placed crn the upper natural soils with
design details and precautions as discussed be1ow.
SCOPE
ltris report presents the results of a soil and fourdatiqt inves-
tigation for the proposed Courtside Phase IIr DeveloFnent, vail' Colo-
rado. Ttre report presents thre reoormended tlpe fourdation and al-low-
able beari.ng pressures, general subsoit conditions together with other
soil related design and cDnstruction details. A preliminary s.rbsur-
face investigatian conducted within the Courtside Develotrrnent area
under Job Ntnrber 161971, dated Septernber 13, 1978, llas reviewed and
utilized to sulplerent this report.
SITE @{DIfiCt{S
At tie ti:re of ttre field investigation, the site was vacant and
overed with native grass ard trees on the higher portions. The
ground surfacre is sonewhat irregular and slopes &r^m generally towads
the north. Elevatiql differential across the buildirg area is cn the
order of 35 feet. Ttre existing Courtside DeveloFnent is located dir-
ectly acrross the existirrg access road to the north.
suBsorl, ccr{Drrrct{s
The srbsoiL oonditions lrere investigated by excavating 5 e:glora-
tory pits at the approximate locations shor'm on Fignrre 1. Itre subsoil
mnditions at brilding units 36 throrrgh 39 were srbsequently c'bserved
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and tested as reguired on September 23 and 26, 1980.
GrapLric logs of tfie srbsoil pa:ofiles enountered at the pit loca-
tions are slrcnrn on Figure 2. In general, Ctp sub€oils @nsist of 'ap-
proxirnately 1 1/2 to 4 feet of topsoil orrerlyj.ng a gravel' obble and
ard boulder rnixed deposit in a silt ard sard matrix. This profile is
si:nilar to that enountered during ttre prreliminary investigation' oc-
casional thin, sandlz clay layers vaere also encountered in this depos-
it. At test pit 4, a grravelly clay layer *. least 5 feet thid< was
encrcuntered belcnl the cearser granulan soils ert depth 6 feet. Results
of onsolidatiql tests, lrresented cr Figur^es 3 and 4r indicate the
finer silt arr:t c1q1 fraction to be moderately to highly onpressible
wtren loaded. Gradatian analysis perfc'rned qr ttre minus 5 inch frae
tion of the coarse, grranular soils are presented on Figures 5 and 5-
Ibisture @ntent was described as being noist to very mist and
rp free r,vater was enountered to the rmximm depth investigated' 11
feet. Drring the preliminary investigaticr, free water was reasured
at depth 12 to 17 feet below grourd surface.
FOUNBTICbI REmm{nImTrO:{S
We understand the structures will be tvp story and utilize vmd
frane ard crawls6:ace-type cpnstruction. Fbundatiqr loadings ar€ as-
sured to be relatively light and range to a mximm of about 3 kips
per lineal foot. Cut depth to achieve f@tirq bearing elevation is
eryected to be tlpically 8 feet or less. Based qr the slbsoil ondi-
tions enoountered at. the exploratory pit ard hole locations ard ex[Ds-
ed in b-rilding unit excavations 36 through 39. re r=onnend tie use of
spread footings placed on the utrper natural soils. Ttre follotrirg de-
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sign ard constructicn details shrould be observed:
1) . Footirgs strould be placed on the l4{Er natural soils below all
topsoil arrS desigred for a rnaximun bearrng pressule of 2'000.psf.
The natural soils o<posed across b'rilding units 36 through 39 are
suitable for sultport of this reonnerxled bearirg pressure. Under
this trrressure md assuflEd light loadingsr l€ estimate settlerents
to range between app:'oximately 1/2 to 'l inch.
(2') I"linimr.m footing width should be taken as 'l 6 inches for wa1ls and
2 feet for colunrs.
(3) Continuous foundation walls strould be reinforced top and bottom
to span an unsupported length of * least 10 feet. Wal1s actirg
as retaining structures shoufd also be designed to resist an
equivalent lateral earth pressure of 40 psf per foot of depth-
Thris pressure as$nnes a rrrell ollpacted gnanula baci<fill having a
surfae gradient slotrnd away frun the structure.
(4) Any 1ocal soft trnckets of mil fourd at the base of the foting
excavatiorrs shoutd be renpved ard the footinqs exterded to the
lor+er firm soils. At test pit 4r adjacent to unit 31 r a thick
layer of very nrcist clay was enountered belo*r approximate depth
5 feet. Stabilizaticxr of ttris day layer may be required-
(5) Exterior fotings should be plaoed belcn frost depth.
GROUND FT.OoRS
we understand crawlspace oonstructiqr wilt be utilized within the
rnain h:ilding area. wher€ slaktnrade floors are used, the existirg
surface strorld be sEripped of all vegetation and topsoil. Any rc-
quired fill strould consist of non<xpansive grarula soils onpacted
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to at least 95* of standard Procttr density (Aslil 1698) at a nroisture
antent rear cptimun. ltre cn*ite soils sLrould be sritable for use as
filt-material prcvided all oversized rod< is renoved pricn to @ltglac-
tion. lro t=duce the effects of scxne differential nurerent, all slabs
sfrould be separated frcnr bearirg llembers with a positirze expansior
joint and adequately reinforced. A minim'rn 4 irtch layer of base cour-
se strould be prrovided beneath garage slab floors. If basenent floors
are goposed, the gravel sbrould be a free drainingr srushed rock Qpe.
I]IiIDERDRAIN SYSIE!,I
Although free water was rot en@untered d, tiIIE of exploratory
pit or in the excavation fcr hrildirg units 36 through 39, it ha,s been
our elq>eriene in npuntain areas srch as ttris tttat local seetE or IEr-
ctred water can develop at tine of peak runoff. Ttprefore, eadr level
exeavated into ttre hillside sftould be potected with an urderdrain
systsn. The underdrajn strould cstsist of a perforated pipe embedded
in a gravel-filled trench pLaced at least 1/2 f@E below cawlqraoe
grade arr:l sloped on a minim,.m 1S grade to suitable outflovr. The grav-
eI beneath any basenent slab areas strould be onnected to the under-
drain svstem.
SIIRFACE ffiAII.IAGE
The follovring drainage pnecautions strould be cbserved during con-
struction and maintaired at aII tines after the brifding has been onr'
pleted:
( 1) Excessive vetting ctr d.ying of thre fioundatiqr e:rcavation should
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be avoided durim mnstnrction.
Miscellaneous bad<fitl arqrnd buildings slrould be roistened and
orpa.eted to at least 90t standard Proctd density.
TLre grrourxi surface zurrounCing buildings, drives, etc. strould be
sloped to drain away in all directions. l€ reormerd a nininnrm
slope of 5 inches irr the first 10 feet.
Rrcf domspouts ard drains shrould discharge welt beyord the 1im-
its of all backfill.
MISCELIANMJS
Ttris report has been prepared in acordance with generally accep-
ted soil ard foundation engineerirg practices in this area for the use
bV ttre client fior design trrrposes. Ttre onclusiqrs and reomstda-
tions submitted in this report are based r:pon the data obtairecl frcnt
the o<ploratory pits o<cavated at the locations strqm on the o<plora-
tory pit plan. ltre natue ard extent of variatisls between the ex-
ploratory pits nuy rpt beconre evident trntil excavation is perfonned.
If , durirg cststruqtion, soil, rod ard ground water odditions a;pear
to be different frqn those described herein, this office *rould be ad-
vised at oncre so that re"evaluatiqr of the recornerdatians ntay be
made. l{e recsrmend m*ite cbservation of excavatiqts md fourdation
ctEl AltD assoclAf,Es, rNc.
(3)
(4)
Steven L. Pawlak' P.E.
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COURTSIDE
PHASE IIl
Pit 5
Pit 6
Pit 4
COURTSIDE
PHASES I AND TT
Property Line
\.
East Meadow
Drive
N
Scale: lrr='40 r
Centerline
#2t,056
2751 to
LOCATIoN 0F EXPLoRATORY PITS - Fig. 1
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TEST PIT 1
EL+8505.6 t
8-540
8s 35
8s30
85 25
8520
8515
8510
8505
8500
TEST PIT 2
EL=8505.41
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TEST PIl 3
EL=8520. 3'
TEST PI I 4
EL=8517 . 6'
TEST PIT 5
EL=8534.0'
TEST PI'I' 6
EL=8541 . 5'
1-240=12J
--r- 200= 13
_1LL=31
PI=9
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WC=26.4
DD=87. 1
-200=47LL=27 BsO
PI=6
Very noist
at 10!
- 200= 10
LL=29
8495
t;r=;
8540
8535
8s30
8525
8520
8 515
851
8495
LEGEND:
--i
-J Disturbed Bul k SanPle
Topsoi I
Gravel (GM), with cobbl es
& borrldcrs to + 5' maximum
size, silt 6 sand matrix,
nediun dense to dense,
noist, brown.
Clay (CL), sitty Q sandv
with some gravel fj cobblcs,
nediun stiff, very moi st,
brown .
F Hand Drive sarnple
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Practical Rig Refusal
NOTES:
(1) Te-st pits were excavated
on 9/1,1/80 with a backhoe.
(2)Te-s t pit surface elevations
as given.
(3) No free water was encoun-
tered i.n the test pits at
the time of excavat i on .
(4) WC = Water Content (eo);
DD = Dry Density Qcfl;
-200 = Percent Passing
No. 200 Sieve;
LL = Liquid Linit (%);
PI = Plasticity Index (e6)
GRAPHIC LOGS & LEGEND 6 NOTES - Fig
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chen and associates, inc.
- ksf
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,\.4orsture Content .. 26 .4 Percent
Dry Unit Weignt - g7 .l P.t
sample or: silty san<.1 ti clay
From: 'l'est Pit #4 at 11 feet
APPLIED PRESSURE
Moisture Content = 15.9 Percent
Ory Unit Weight = 1'1'1 .6 Pcf
Sampre ot: Silty sand.Q clay
From:Botton of excavat i on,
Unit 36
APPLIED PRESSURE _ KSf
#21 ,056 SWELL-CONSOLIDATION TEST RESULTS FIN J
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chen and associates. inc.
1.0 10
APPLIED PRESSURE _ Ksf
100
Moisture Content = 74 .0 percent
Dry Unit W6ight = 95,0 O"t
Samoleof:^..-- --- Silty sand & gravel
From: Bottorn of excavation,
Unit 38
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pres su edr
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#27 ,056 SWELL-CONSOLIDATION TEST RESULTS Fig 4
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chen and associates. inc.
24HR 7HF
45 MIN T5 MIN
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60 MrN 19 MIN 4 MrN. 1 MrN.
GRAVEL 58 v"
LIOUID LIMIT
SAMPLE oF Si 1ty
'100 '50 '40 '30
slruo 32 % srLT AND oLAY
zgoh PLASTToTTY tNDEx
sandy gravel FRoM Test
10 %
7%
Pit #L at 9 to 10 feet
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24
45 60 MtN t9 MtN 4 MlN. 1 MlN.
CLAY TO SILT
GRAVEL 56 ,a
LIOUID LIMIT
SAMPLE oF Cl ayey
o74 .149 .297 | .590 1
HR.7HR
15 MtN.'50 '40'30
.o42
DIAMETER OF PARTICLE IN MILLIMETERS
sAND 3I w srLT AND oLAY
31 % PlAsrrctrY tNoEX
sandy gravel FRoM Test
GRADATION TEST RESULTS
13 ro
^06J
Pit #4 at 5 to 6 feet
SIEVE ANALYSISHYDROMETER ANALYSIS
DIAMETER OF PARTICLE IN MILLIMETERS
#2I ,056 Fig
SIEVE ANALYSISHYDROMETER ANALYSIS
24 HR. 7 HR
DIAMETER OF PARTICLE IN MILLIMETERS
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chen and associates, inc.
60 MIN 19 MIN 4 MIN, 1 IVIN
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4
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Fz
'"2-
50(c
Fz
60(J
70
80
:to
100
I
GRAVEL 54 o/o
LIOUID LIMIT
SAMPLE OF e; ] +..ur r ujf
SAND 34 OI" SILT ANO CLAY
* ,r^rt,ctrY TNDEX
FRoM Test
L2 "k
ok
Pit# 6 at 8\ to 94 feetsandy grave I
I5 MIN
24
45
HR.
illN.60 MtN. 19 MrN.4 MlN.'50 '40 30 '16 '10
''8
t .590 1.19 A.u2 2.O
DIAMETER OF PARTICLE IN MILLIMETERS
(,
4
z
(J
CLAY TO SILT
GRAVEL go
LIOUID LIMIT
SAMPLE OF
% SILT AND CLAY
PLASTICITY INDEX
FROM
#21,,056 GRADATION TEST RESULTS Fig
ta!ttttIttt
CHEN AND ASSOC IATES ,lob No. 21.056
TAELE 1
SUMMARY OF LABORATORY TEST RESULTS
P I'I OEPTH
(F E ET)
NATURAL
MOISTURE
(%)
NATURAL DRY
DENSITY
( PCF )
ATTERBERC LIMITS UNCONFIN ED TRIAXIAL SHEAR TESTS PERCENT
PASS ING
N0.200
SIEVIJ
SOI L TYPELIOUID
LIIIT
("/)
PLAST ICITY
||tDEX
("/.1
COM PRESSIVE
STRENGTH
(PsF)
OEV I ATOR
STRESS
(P s F)
CONFINING
PR ESSU R E
(PSF)
1 q- 1 0 29 7 10 Siltv sandv pravel
4 5-6 31,9 l3 Clayey sandy gr.rve 1
+11 26 .4 87.r )7 6 47 Siltv sand 6 clav
6 8r-9,Si I tv qandv sr';rrrel
Unit 36 Fts.Grd.15.9 111.6 Si l tv sanrl t cl rv
Unit 38 Ft s. Grd 14.0 9s.0 Siltv sand 6 clav
CA'4