HomeMy WebLinkAboutVAIL LIONSHEAD FILING 3 LOT 2 SUNBIRD LODGE NKA ARABELLE LEGALllwl'/,u ndn"/vv-. F;/#'uz
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KALZF,FF
AND ASSOCIATES. LTD.
CDNSULTING SOIL ENGINEERS
PREPARED FOR:
ASPEN CON5TRUCTION
l.o. BOX zz
ASPEN, COLORADO
PRO,JECT II'3?
. SOIL AND FOUNDATION
INVESTIGATION
LODGE BUtLDING, LOT 2,
BLOCK l, vAIL./LIONSHEAD,
FILING NO. 3,.VAIL,
COLORADO
136 LIPAN STREET,DENVER, COLtrRADE, F,N223
COMPANY
DECEMBER 29, tg72
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CONSTRUCTION INSPECTION PAGE 15
TEST HOLE LOCATTON PLAN FTGURE I
LOGS OF EXPLORATORY HOLES FIGURE 2
GRADATION ANALYSES . FIGURE
'.
4
SUMMARY OF LABORATORY TEST RESULTS TABLE I
O IABLg oF coNTE$rg
CONCLUS IONS
scoPE oF STUDY PAGE l, 2
FIELD INVESTIGATION PAGE 2
'.
LABORATORY TESTING PAGE Z
PAGE 3, 4
DESIGN AND CONSTRUCTION DETAILS PAGE h,
'
PAGE T
o coNcLUS I ONS--
(t) suBsuRFAcE coNDITIONS AT THE SrTE ARE FAIRLY UNIFoRH. GENER-
ALLY, ouR TEST SORINGS ENCOUNTERED SANDS AND GRAVELS WITH RANDOH
COBBLES AND BOULDERS AND CLAYEY LAYERS TO A DEPTH OF 26 FEET (SEE
LOGS OF EXPLORATORY HOLES, FIGURE 2). A WATER TABLE PoSSIBLY
EXISTS AT ELEVATION 76 I.
(2) tN OUR OPINION, THE PROPOSED STRUCTURE SHOULD BE FOUNDED ON
CONVENTIONAL SPREAD FOOTINGS PLACED ON THE NATURAL MATERIALS BELOW
FROST DEPTH. THE FOOTINGS SHOULD 8E DESIGNED USING A MAXIT4UM SOIL
BEARING PRESSURE OF 5,000 PSF.
(r) FoUNDATION WALLS SHoULD BE RETNFORCED, BOTH TOP AND BOTTOM, AS
(q) 'FOUNDATTON EXCAVATIONS SHOULD BE OBSERVED By A QUALIFIED
REPRESENTATIVE OF THE SOIL ENGINEER.
:
.:ints nepoRT pREsENTs rHE REsuLTS oF A sorL AND FouNDATToN rNVEsrr-
GATION AT THE SITE OF THE PROPOSED LODGE BUILDING. TO BE -LOCATED
AT LOT 2, BLOCK I, VAIL/LIONSHEAD, FILING NO.
',.VAIL,
COLORADO.
THE STUDY I.JAS MADE TO DETERMINE THE HOST SUITABLE TYPES AND DEPTH5
oF FOUNDATIONS, THE ALLOWABLE SOIL PRESSURES, AND GROUNDWATER CON-
DlTtoNs.
THOROUGH FIELD AND.LABORATORY INVE5TIGATIONS OF THE SUBSOIL CONDI-
TIONS WERE MADE. THE FIELD WORK CONSISTED OF MAKING A SERIES OF
EXPLORATORY TEST BORINGS. DISTURBED AND RELATIVELY UNDISTURBED
SAI'IPLES.WERE TAKEN FROM THESE HOLCS. THE SAMPLES WERE SUBJECTED'
TO VISUAL INSPECTION AND LABORATORY TESTS IN ORDER TO EVALUATE THE
PHYSICAL AND MECHANICAL PROPERTIES OF THE MATERIALS ENCOUNTERED.
KNOHLEDGE oF THESE PROPERTIEs l'lAs sUBsEQUENTLY UTILIzED, IN CON-
DI SCUSSED.
@
pActr I
!:3 T3,:H.,-rr.*r'1.i:l[?!|IltQtl-cgrlt
o JUNCTION WITH RESULTS OF
EXPERIENCE WITH SIMILAR
REACHING THE CONCLUSIONS
OBSERVATIONS MADE
SOILS FOR SIMILAR
PRESENTED IN THE
SITE AND PAST
coNDITIONS, lN
slTE, AT THE
.
WITH A 'I
ON THE
LOAD I NG
REPORT.
FIELD INVESTIGATION
FIVE (5) EXPLORATORY TEST HOLES WERE DRILLED AT THE
LOCATIONS SHOWN ON FIGURE 1. THE HOLES WERE DRILLED
lNcH DIAMETER, CONTTNUOUS FLIGHT, POWER AUGER.
&
AT REGULAR INTERVALS, THE DRILLING TOOLS WERE REMOVED FROM THE
HOLEs. AND SOIL SAMPLES WERE OBTATNED WITH A 2 INCH I.D. SPOON
SAHPLER. THE SAHPLER WAS DRIVEN INTO THE VARIOUS'SUBSOIL STRATA
WITH BLOI./S OF A IqO-POUND HAMMER FALLING 30 INCHES. THE I.IUUACC
oF HAMHER SLOI'JS REQUTRED TO DRTVE THE SAMPLER ONE FOOT, OR A
FRACTION THEREOF, CONSTITUTES THE PENETRATION TEST. THIS FIELD
TEST IS SIMILAR TO THE STANDARD PENETRATION TEST DESCRIBED.BY
ASTH METHOD D-1586: PENETRATION neSlSfRruCE VALUES, WHEN PROPERLY
EVALUATED, ARE AN INDEX TO THE.SOIL STRENGTH AND DENSITY. . THE
DEPTHS AT WHICH THE SAMPLES WERE TAKEN AND THE.PENETRATION RESIS-
TANCE VALUES ARE SHOWN ON THE LOGS OF EXPLORATORY HOLEs, FIGURE 2.
LABORATORY TESTING
ALL SAI,IPLES WERE CAREFULLY INSPECTED AND CLASSIFIED IN THE LAEORA-
TORY BY.THE pRoJEcr sorL ENGTNEER. GRADATtoN ANALysEs AND NATURAL
HATER CONTENTS WERE OBTAINED FROM RELATTVELY UNDISTURBED DRIVE-
SAHPLEs oF TyptcAL MATERIALs ENcouNTERED (sEE FIGURES j AND q AND
TABLE I).
PAGE 2
c
AS HE
HENT.
FEET
S TTE.
WALL
FOOT.
UNDERSTAND, THE BUTLDING tS TO BE SIX STORTES WITH NO EASE-
HOWEVER, THE FIRST LEVEL pARKtNG WILL BE APPROXIMATELY l0
BELOW THE PRESENT GROUND SURFACE IN THE NORTH PORTION OF THE
THE STRUCTURE IS TO BE OF HASONRY TYPE OF CONSTRUCTION WITH
EEARING LOADS ESTIHATED ON .THE ORDER OF IO KIPS LER LINEAR
FOUNDATI ONS
FOR THE LOADS UNDER CONSIDERATION,
PROVIDE SUITABLE BEARTNG MATERIALS.
SETTLEMENTS
FOUNDATI ONS
THIS CASE,
TAKE PLACE
TO THE LIVE
APPLI CATION
THE SAND AND GRAVEL STRATA WILL
:
TWO REQUIREMENTS MUST BE FULFILLED IN THE DESIGN OF FOUNDATIONS.
FIRST, THE F0UNDATION LoADs MUST BE SUFFICIENTLY LESS THAN THE
ULTIHATE BEARING CAPACITY OF THE SUBSOILS TO INSURE STABILITY,
A!{D SECONDLY, THE EIFFERENTIAL SETTLEMENT MUST NOT EXCEED AN
AHOUNT WHICH WILL PRODUCE ADVERSE EEHAVIOR OF THE SUPERSTRUCTURE.
THE ALLOWABLE FOUNDATION SETTLEMENT IS USUALLY EXCEEDED BEFORE
EEARING cAPAcITY coNsIDERATloNs BEcoME tMP0RTANT. THUS, THE
ALLOWABLE BEARING PRESSURE OF GRhNULAR MATERIALS IS CONTROLLED
.PRII'iARILY BY SETTLEHENT CONSIDERATIONS.
OF SAND AND GRAVEL DUE TO PRESSURE APPLTED 8Y EUILDING
OCCUR ALMOST IMHEDIATELY UPON APPLICATION OF LOAD. IN
NEARLY ALL OF THE SETTLEHENT OF THE FOUNDATION WILL
DURING CONSTRUCTION. THE PORTION OF THE SETTLEMENT OUE
LOAD WILL TAKE PLACE IT,IMEDIATELY AFTER THE FIRST
OF THT
THE AHOUNT OF THE SETTLEHENT WHICH A STRUCTURE FOUNDED ON SAND AND
GRAVEL WILL EXPERIENCE IS PRIMARTLY GOVERNED BY THE RELATIVE DEN-
STTY OF THE MATERIAL, THE SIZES AND DEPTHS OF THE FOUNDATIONS, AND
THE PRESSURES IHPOSED ON THE SUBSOILS. THE DRIVING RESISTANCES OF
THE SAMPLING SPOON (SEE TTEUCE Z) INDICATE THAT THE SAND AND GRAVEL
STRATA ARE IN A DENSE STATE. OUR EXPERIENCE INDICATES THAT THE
SETTLEMENT OF THE PROPOSED EUILDING FOUNDED ON THESE MATERIALS, AT
THE ALLOWABLE SOIL PRESSURE OF 5,000 pSF PRESENTED IN THE CONCLU-
sIoNs, wouLD 8E ToLERABLE.
DESIGN AND CONSTRUCTION DETAILS
sLAB-oN-GRouND corqsrndcr t on :
THE NATURAL SOILS AND/OR pROpERLy CoMPACTED FILL MATERIALS
ARE SUITABLE TO SUPPORT INTERIOR FLOOR SLABS. NO GRAVEL LAYER 15
kr-r_---
NECESSARY BENEATH THE SLABS TO BREAK CAPILLARY WATER RISE. ALL
R NEW FILL BENEATH THE SLABS SHOULD 8E MOISTENEDLOOSE MATERIAL OI
AND COMPACTED TO AT LEAST 95 PERCENT OF STANDARD PROCTOR DENSITY
(pen asrs D-698).
SURFACE DRAJ$AGE:
I) BACKFILL ARoUND THE BUILDING SHoULD BE HoISTENED AND
WELL COMPACTED.
2) THE FINAL GROUND SURFACE SHoULD BE GIVEN A GooD sLoPE
AWAY FROM THE BUILDING.
PAGE 4
RE INFORC I NG:
FOUNDATION WALLS SHoULD BE WELL REINFORCED, EOTH
BOTTOM. THIS IS TO GIVE THEH SUFFICIENT BEAM STRENGTH
ISOLATED LOOSE POCKETS WHiCH MAY OCCUR IN THE BEARING
BELOW FOUNDATION LEVELS AND HELP HINIMIZE DIFFERENTIAL
TOP AND
TO SPAN
STRATA
MOVEMENTS.
CONSTRUCTION I NSPECTION
IN AI.IY FOUNDATION INVESTIGATION IT IS NECESSARY TO ASSUME THAT'
FOUNDATION CONDITIONS DO NOT CHANiGE GREATLY FROM THOSE INDICATED
BY OUR EXPLORATORY HOLES. THESE HOLES ARE SPACED AS CLOSELY AS
IS .FEASIBLE IN ORDER TO DECREASE THE POSSIBILITY.OF ANOMALIES.
HOWEVER, OUR EXPERIENCE HAs SHOWN THAT THESE ANoMALIES DO SOME-
.TIMES BECOME APPARENT AFTER THE FOUNDATION EXCAVATION I5 COH-
PLETED. FOR THIS REASON, WE RECOMMEND THAT A QUAIjIFIED REPRE-
SENTATIVE OF THE SOIL ENGINEER WHO IS FAMILIAR WITH THE SUgSUR-
FACE. CoNDITIONS OBSERVE THE FOUNDATION EXCAVATION, ESPECIALLY IF
ANY UNFORESEEN CONDITTONS ARE UNCOVERED. IN THIS CASE, WE SHoULD
BE NOTIFTED IHMEDIATELY.
KAL ZEFF AND ASSOCTATES, LTD.
REGISTERED ENGINEERS
cos/sH
5 COPIEs 5ENTI COPY TO:rrACK D. cILLUH t ASSOCIATES
915 OLIVE STREETsT. LOUt5, MISSOURt 63101
PAGE 5
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