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09-28-2012 Inspection Request Reporting Page 15
4 OO�m Vail CO Citv Of
Requested Inspect Date: Monday, October 01, 2012
Site Address: 2189 CHAMONIX LN VAIL
A/P/D Information
Activity: B12-0324 Type: COMBO Sub Type: AMF Status: ISSUED
Const Type: Occupancy: Use: Insp Area:
Owner: SOMMERS, RYAN D. - FORD, ROCHELLE A.
Contractor: KLINE DESIGNS AND CONSTRUCTION INC Phone: 970-370-8616
Description: COMMON ELEMENT: DECK REPAIR
Requested Inspection(s)
Item: 542 PLAN-FINAL Requested Time: 08:00 AM
Requestor: KLINE DESIGNS AND CONSTRUCTION INC Phone: 970-370-8616
Comments: 376-8616
Assigned To: BGIBSON Entered By: JMONDRAGON K
Action: Time Exp:
Comment: pam ing an s ot completed.
Ite 90 LDG-Final Requested Time: 09:00 AM
Request : NE DESIGNS AND ONSTRUCTION INC Phone: 970-370-8616
Comme � 376-8616
Assigned : JMONDRAGON Entered By: JMONDRAGON K
Ac n: Tim
i V v
�
Inspection HistoN
Item: 10 BLDG-FOOTING �'Approved �*
08/15/12 Inspector: sgremmer Action: AP APPROVED
Comment:
Item: 20 BLDG-Foundation/Steel "'Approved'`*
08/15/12 Inspector: sgremmer Action: AP APPROVED
Comment:
Item: 30 BLDG-Framing *"Approved"`
08/22/12 Inspector: sgremmer Action: PI PARTIAL INSPECTION
Comment: lower deck onTy
09/20/12 Inspector: mdenney Action: APCR APPROVED/CORRECTION REQD
Comment: replace split 2x10 at Znd floor. 2nd and 3rd floor inspected. Next inspection can be Final.
Item: 542 PLAN-FINAL
09/20/12 Inspector: Warren Action: DN DENIED
Comment: painting and staining not completed.
Item: 90 BLDG-Final
REPT131 Run Id: 14873
I
2�
09-19-2012 Inspection Request Reporting Page 11
4'00 pm VaiI�CO - Citv Of
�� �a�03� Requested Inspect Date: Thursday,September 20,2012
Site Address: 2189 CHAMONIX LN VAIL
A/P/D Information �K,-�V 1 ��oV'v
� -
Activity: B12-0324 Type: COMBO Sub Type: AMF Status: ISSUED
Const Type: Occu ancy: Use: Insp Area:
Owner: SOMMERS, RYAN D.-FO�D, ROCHELLE A.
Contractor: KLINE DESIGNS AND CONSTRUCTION INC Phone: 970-370-8616
Description: COMMON ELEMENT: DECK REPAIR
Re uested Ins e '
tem: 542 PLAN-FINAL �� Requested Time: 08:00qM
Requestor: KLINE DESIGNS AND CONSTRUCTIO C Phone: 970-37/0�8616
�v
�Gomments: 376-8616
ssigned To: BGIBS Entered By: JMONDRAGON K
im .Exp:
c��. �'�"g' �2—'
Tim . 02:00 P �\�
Item: 90 L G-Final Requested e�
Requestor: KLINE DESIGNS AND CONSTRUCTION INC Phone: 970-37 8616
Comments: 376-8616
Assigned To: JMONDRAGON Entered By: JMONDRAGON K
Action: Time Exp:
Inspection Historv
Item: 1.0 BLDG-FOOTING "*Approved"'
08/15/12 Inspector: sgremmer Action: AP APPROVED
Comment:
Item: 20 BLDG-Foundation/Steel '''''Approved*''
08/15/12 Inspector: sgremmer Action: AP APPROVED
Comment:
Item: 30 BLDG-Framing
08/22/12 Inspector: sgremmer Action: PI PARTIAL INSPECTION
Comment: lower deck onTy
Item: 542 PLAN-FINAL
Item: 90 BLDGFinal
I
REPT131 Run Id: 14857
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De}�artment of Gammunity Development
7� South Frontage Road
Vai1, CO 8�657
Tel: 970-479-2'128
www.vaiigov.com
Development Review Coordinator
�L�iL���d7 ��1I�11l1�T �ii ��1������
(Separate applications are required for alarm & sprinkler)
;_ _ _ __ __.
3 Project Street Address:
f ����C�� � � ��C
,
i
; (Number) (Street)
Building/Complex Name: �
Contractor Information
(Suite #)
�
Project#: �� c� 1 Z � � � �'i�
DRB #: � � �
Building Permit#: ��-� ���
Lot#: Block# Subdivision:
` Business Name: �� i �L.. �C��-'I I\i� � C'o���c� _ ..._._____.___ ___ . ____.._____._.___._._u__.�.
�
�� ��� � r Work Class: New( ) Addition ( )
? Business Address: � � �
; City�v ��"—, State: �� Zip: � ` TYPe of�Building:
� . ..._ � Single-Family (
' Contact Name� Q��I�C �--� L���
Alteration ('}� )
l �
) Duplex ( ) Multi-Family (�)
' -r-�a € Commercial ( ) Other(
; Contact Phone: ��C� �� fo �, ( � E_._--.___------._____________._....
,----..__..---.....__.._____ _...___......_..._
--� ;
• �L.t ^t�✓� �-�/��S l ���� �Wark Type:
� Contact E-Maif- �J �`�J �
I hereby acknowledge that I have read this application, filled out
' in full the information required, completed an accurate plot plan,
and state that all the information as required is correct. I agree to
comply with the information and plot plan, to comply with all Town
ordinances and stat laws, d to build this structure according to
; the town's zoning a d sub ivision codes, design review ap-
' proved, Inte��ion I Bu' ing and Residential Codes and other
: ordinances� he o applicable thereto.
Owner/Q�ner's Representative Signature (Required)
Interior ( ) Exterior (�) Both ( }
Valuation of
Work Included Plans Included Work
( }Yes (�)No ( )Yes ( )No
:
Mechanical ( )Yes ( �No ( )Yes ( )No
�
�Plumbing ( }Yes ( �)No ( )Yes ( )No
�Building ( �Yes ( )No (�Yes ( )No .��,D�
Applicant Information '
Applicant Name: /����C� "`� � �-� '
Applicant Phone: �? -7� �J� c ��� i �O '
Applicant E-Mail: L(�/'�L \ �����s5 '�--� �+4 N�� w
' Project Informati�n�� �� ,� G S�
' Owner Name:
; Parcet #: ��� �INI�'l.��
;_ (For Parcel#,contact Eagle County Assessors Office at(970-328-8640 or visit
� www.eaglecounty.uslpatie)
For Office Use Only:
Fee Paid: �-`�g i�i
', Received From: / �(1d� ����Z
Cash Check #
CC: is / MC Last 4 CC # � exp date: Oa��S
Auth # a�s��a-
. a _ a
Value of all work being performed: $_,,_ C)� ���
�value based on IBC Section 109.3& IRC Section 108.3� _ �
Efectrical Square Footage
Detailed Scope and Location of Work:
�-�� I� 2�. �� � �
ZI �����IC� I`� ��C�
" � �� L C � � � ���'t
`:
� ���1,`O 1� �y L.�(l��1� "{`
- -i (use additional sheet if necessary)
Date Received:
R � � � � � �
U
JUL 2 5 2012
�n: �S �1�
� TOWN OF VA1�L
t U�� . . `��'...
�EVIEVI/E
�OMPLI�`
15-Mar-2012
-.�-�
Town of vail "?�_� �L _. .
Datee�__ _._ .
o����� ���� Co�de: ________ � . _�-
� ��
GENERAL NOTES: GORE RANGE CONDOMINIUM DECKS JOB#060Fr10
DESIGN CRRERIA:
DECK LIVE LOAD: 100 PSF
DECK DEAD LOAD: 10 PSF
SEJSMIC DESIGN CATEGORY: C
IBCARC EDITION: 2009
FOUNDATION DESIGN:
1. THIS FOUNDATION HAS BEEN DESIGNED BASED ON THE RECOMMENDAT10N5
SET FORTH IN GEOTECHNICAL REPORT#1'1212fiA BY HP GEOTECH,WC.
CONSTRUCTION OF THIS FOUN DATION SHALL FOLLOW THE REQUIREMENTS
FROM THIS REPORT.
2. DESIGN OF FOOTINGS IS BASED ON A MAXIMUM ALLOWABLE BEARING
PRESSURE OF 1500 PSF.
3. FOOTINGS SHALL BE PLACED BELOW FROST DEPTH ON UNDISTURBED SOIL
OR ON STRUCTURAL FILL COMPACTED AS REDUIRED BYTHE GEOTECHNICAL
ENGINEER.
4. SOIL VALUES AND CONDITIONS SHALL BE VERIFIED BYA REPRESENTATIVE OF
THE GEOTECHNICAL ENGINEER AND ANY REQUIRED SPECIAL INSPECTION FOR
SOILS AS INDICATED IN SECTION 17047 OF THE20091BC. REPORTANY
DISCREPANCIES FROM THE ORIGINAL FINDINGS AND DESIGN ASSUMPTIONSTO
THE STRUCTURAL ENGINEER.
5. PROVIDEPERIMETERFOUNDATIONDRAINSPERTHEGEOTECHNICAL
ENGINEER RECOMMENDAT10N5.
REINFORCED CONCREfE:
1. CONCRETE DESIGN IS BASED ON THE MCSTCURRENTPUBLICAl10N OF
"BUILDING CODE REQUIREMENTS FOR REINFORCEDCONCRETE"(ACI318).
2. STRUCTURAL CONCRETE SHALL HAVE A MINIMUM 28 DAYCOMPRESSIVE
STRENGTH OF 3000 PSI.
3. CONCRETE SHALL BE PROPORTIONED USING TYPE I-II SULFATE RESISTANT
CEMENT. DONOTUSEADMIXTURESCONTAININGCHLORIDESALTS.
4. FORCOLDWEATHERCONCRETINGPROCEDURESREFERTOTHE"ACIMANUAL
OF CONCRETE PRACl10E"
5. EXPANSION ANCHORS SHALL BE LOCATED NO LESSTHAN 6 BOLT DIAMEfERS
FROM CONCRETE EDGES AND SPACED AT NO LESSTHAN 12 BOLT DIAMEfERS
UNLESS NOTED OTHERWISE.
6. CONCRETE FLOOR SLABS ON GRADE SHALL HAVE SAWN OR TOOLED
CONTROL JOINTS AT A MAXIMUM SPACING OF 12 FEEf IN EACH DIRECTION.IF
POSSIBLE,LOCATE CONTROL JOINTSALONG COLUMN GRIDLINES.
7. CONCRETECCVERAGEFORREINFORCINGSTEEL;ACI31&95):
CONCRETE CAST AGAINST AND PERMANENTLY IXPOSED TO EARTH: 3"
CONCRETE EXPOSED TO EARTH OR WEATHER:
#6 BAR THROUGH#18 BAR: 2"
. #5 BAR,W31 OR D31 WIRE,AND SMALLER: 1 1/2"
. CONCRETE NOT EXPOSED TO WEATHER NOR IN CONTACTWIiH GROUND:
a. SLABS,WALLS AND JOISTS(#11 BAR AND SMALLER):
. #14 AND NO 18 BARS: 1 1/2"
#11 BAR AND SMALLER: 3/4"
b. BEAMS AND COLUMNS:
PRIMARY REWFORCEMENT,TIES,STIRRUPS,SPIRALS: 1 1/2"
REINFORCING STEEL:
1. EXCEPTWHEREOTHERWISENOTED,REINFORCINGBARSSHALLBEGRADE60
EXCEPT TIES,FIELD BENT BARS AND BARS TO BE WELDED WHICH MAY BE GRADE
40. ALL REINFORCING BARS SHALL CONFORM TO ASTM SPEC.
2. FOR BARS#8 AND SMALLER,LAP BARS 36 DIAMEfERS ATSPLICES IN
CONCRETE. DO NOT WELD OR USE MECHANICAL SPLICING DEVICES UNLESS
APPROVED BY ENGINEER.
3. HORIZONTAL BARS SHALL BE CONTINUOUS OR LAPPED WIlH CORNER BARS
AT CORNERS. PROVIDE(2)-#5 BARS EXTENDING A MINIMUM OF 2 FEET BEYOND
EDGE OF ALL OPENINGS OR STEPS.
4. EXTEND REWFORCING STEEL A MINIMUM OF 2 FEETTHROUGH COLD JOINTS.
COORDINATE ALL COLD JOINT LOCAiIONS WffH ENGINEER.
5. WELDED WIRE FABRIC SHALL CONFORM TO ASTM SPEC.A-185.IAP WELDED
WIRE FABRIC A MINIMUM OFNVO FULL MESH GRIDS.
STRUCTURAL WOOD FRAMING:
1. BOTTOM PLATES IN CONTACT WITH CONCRETE SHALL BE PRESSURETAEATED
LUMBER OR A LUMBER OF NATURALLY DURABLE MATERIAL.
2. BOLTS USED IN FRAMING CONNECTIONS INCLUDING LAGS SHALL BE
INSTALLED WITH STANDARD WASHERS AND NUTS.
3. BOTfOM PLATES SUPPORTED ON CONCRETE SHALL BE DRIVE-PINNED WfTH
POWDER ACTUATED SIMPSON PDPW-300 OR EQUIVALENT.
4. REFER TO THE 2009 IRC TABLE R602.3(1)OR 2009 IBC TABLE 2304.9.1 FOR
MINIMUMFASTENINGSCHEDULE. ACOPYOF�I-IISTABLECANBEPROVIDED
UPON REQUEST.AS STATED IN SECTION 2304.9.5 OFTHE 20091BC SEC110N
2304.9.5:FASTENERS FOR PRESERVATIVE-TREATED AND
FIRE-RETARDANT-TREATED WOOD SHALL BEOF HOT-DIPPEDZINC-COATED
GALVANIZED STEEL,STAWLESS STEEL,SILICO�BRONZEORCOPPER.
FASTENINGS FOR WOOD FOUNDATIONS SHALL BEAS REQUIRED IN AFBPA
TECHNICAL REPORT No.7.
5. UNLESSNOTEDOTHERWISE,STEELCONNECTORSSHALLBEUSEDTOJOIN
JOISTS AND BEAMS SUCH AS SIMPSON STRONG-11ECONNECTORSOR
EQUIVALENT.
STRUCTURAL GLUED LAMINATED 11MBER BEAMS(G.L.):
1, ALLGLUEDLAMINATEDTIMBERMEMBERSSHALLBEMANUFACTUREDAND
IDENTIFIED AS REQUIRED IN AITCA190.1 ANDASTMD3737.
2. ALL MEMBERS SHALL BE ARCHITECTURALAPPEARANCEGRADEUNLE55
NOTED OTHERWISE BYiI-IEARCHITECT.
3. ADHESIVES SHALL MEET THE REQUIREMENTS FOR WETCONDITIONS OF
SERVICE.
4. MEMBERS SHALL NOT BE CAMBERED UNLESS NOTED ON PLAN.
5. LAMINATED MEMBERS SHALL BE FABRICATED USING DOUGLAS FlR.
COMBINATION SYMBOL FOR ALL BEAMS AND GIRDERSSHALLASSPECIFlED ON
PLAN. COLUMNS SHALL BE COMBINATION SYMBOL 3.
BACKFILLING PROCEDURES:
1. VERIFY TYPE OF FILL WITH GEOTECHNICAL ENGINEER.
GROUT:
1. GROUT BENEATH COLUMN BASE PLATES AND STEEL BEAM BEARING PlATES
SHALL BE NON-SHRINK,NON-METALIC GROUT WITH A MINIMUM COMPRESSIVE
STRENGTH OF 2500 PSI.
GENERAL REQUIREMENTS:
1. CHECKALLDIMENSIONSAGAINSTARCHITEC1lJRALDRAWINGSPRI0RT0
CO�STRUCTION. DO�OT SCALE DRAWI�GS.CONTACT ENGINEER IF
DISCREPANCIES IN DIMENSIONSARE DISCOVERED.
2. THESTRUCTURALDRAWINGSDESCRIBEII-IECOMPLEfEDSTRUCTURE.
THESE DRAWINGS HAVE BEEN PREPARED FOR11-IEUSEOFAQUAl1FIED
CONTRACTOR WITH EXPERIENCE IN THECONSTRUCl10N SYSTEMSAND
TECHNIQUESDESCRIBED. THECONTRACTORSHALLPROVIDEADEQUATE
SHORING AND BRACING IN THE PROPER SEQUENCE,AS MAYBE REQUIREDTO
ACHIEVETHEFINALCOMPLETEDSTRUCTURE.THESEQUENCEOF
CO�STRUCTION IS THE RESPONSIBILIN OF THE CONTRACTOR.CONSULT WITH
THE ENGINEER FOR SHORING DESIGN AND RECOMMENDAl10NS(NOTIN
CONTAAC�.
3. THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS,MEfHODS SEQUENCES
AND PROCEDURES FOR CONSTRUCTION OFTHISPROJECT.NOTIFY
STRUCTURAL ENGINEER OF ERRORS OR OMISSIONS IN THE CONSTAUCTION
DOCUMENTSIMMEDIATELY. DONOTPROCEEDUNnLERRORSOROMISSIONS
ARERESOLVED. COORDINATEREQUIREMENTSFORALLPENEfAAT10NS
THROUGH STRUCTURAL MEMBERS WITH STRUCTURAL ENGINEER.JO&SIlE
SAFETY IS THE SOLE RESPONSIBILITYOFTHE CONTRACTOR.
4. OBSERVATION VISITS BY THE STRUCTURAL ENGINEER ARE FOR
DETERMINATION OF GEN ERAL COMPLIANCE WITH THE CONSTRUCTION
DOCUMENTS. THIS OBSERVATION VISIT IS NOTAN INSPECl10N. THE
CONTRACTOR SHALL CONTACTTHE ENGINEER ATTHEAPPROPRIATETIMETO
SCH EDU LE TH IS VISIT.
5. IF NEW CONSTRUCTION ADJOINS AN IXIS�ING S1RUC1l1RE,THE
CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING DIMENSIONS,
ELEVATIONSANDALLIXISnNGCONDITIONS. UNDERPINNINGANDSHORINGOF
EXISTING STRUCTURES SHALL BETHE RESPONSIBILITYOFTHECONTRACTOR.
CONSULT WITH THE ENGINEER FOR SHORING DESIGN AND RECOMMENDATIONS
(NOT W CONTRAC�.
6. WHILEEVERYEFFORTISMADETOPROVIDEACOMPLETEANDACCURATESET
OF CONSTRUCTION DOCUMENTS,ERRORS OR OMISSIONS MAYOCCUR.
RELEASE OF THESE DRAWINGS ANTICIPAIES CONTINUED COOPERAl10N AND
COMMUNICATION BETWEEN THE CONTRACTOR,ARCHITECTAND ENGINEER TO
PROVI DE TH E BEST POSSI BLE STAUCTURE.
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CONNECTION SCHEDULE
O SIMPSON LU28
� SIMPSON L50 SEE 2/S7
QC (2)-1/2"0 T.B.'s SEE 2/S7
OD (2)-#10x3"SCREWS @ 12"SEE 2/S7
O SIMPSON HU88
� SIMPSON 1212HTPC
� SIMPSON 1212HLPC
0 SIMPSON ABU66 GROUT STANDOFF SOLID
�OW11 O� ��1�
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CP
ABBREVIATIONS LIST V�''��Q`;
i
q,g, ANCHOR BOLT ;
ADJ. ADJACENT
ALT. ALTERNATE
ARCH. ARCHITECT
BD. BOARD O�'�
BLKG. BLOCKING F�
BM. BEAM
BM.PKT. BEAM POCKEf
BRG. BEARING
CANT. CANTILEVER
CLR. CLEAR
CMU CONCRETE MASONRY UNIT
COL. COLUMN
CONC. CONCRETE
CONT. CONTINUOUS
C,p, CRIPPLE POST
DWL. DOWEL
EA. EACH
EQ. E�UAL
EXP. EXPANSION
EXSTG. EXISTING
F.D. FLOOR DRAJN
FTG. FOOTING
G.L. GLUED LAMINATED
HDR. HEADER
HORIZ. HORIZONTAL
INFO. INFORMATION
JSTS. JOISTS
K.S. KING STUD
LLV LONG LEG VEPTICAL
LONGIT. LONGITUDINAL
LTWT. LIGHTWEIGHT
LVL LAMINATED VENEER LUMBER
MANF. MANUFACTURER
O.C. ON CENTER
(e PI�,TE
REF. REFERENCE
REINF. REINFORCING
SCHED. SCHEDULE
S.I.P. STRUCTURAL INSULATED PANEL
STL. STEEL
T.B. THROUGH BOLT
T&G TONGUE&GROOVE
TO TOP OF
TOF TOP OF FOOTING
TOW TOP OF WALL
TRANSV. TRANSVERSE
TRTD. TREATED
TS TUBE STEEL
TYP. TYPICAL
VERT. VERTICAL
VIF VERIFY IN FIELD
W.P. WATERPROOF
W/ WITH
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PROJECT: 0606-10
DRAWN BY: TFA
REVIEWED BY: JPL
oATE : 07.19.2012
REVISIONS :
GENERAL
NOTES
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NOTE: VERIFY ALL DIMENSION � I
WITH EXISTING CONDITIONS I I I
PRIOR TO CONSTRUCTION I I
I I A 2'-0 x 2'-0 x 1'-0 (3)-#5 s x 1 -6 EA. WAY INDICATES EXSTG. FfG. � �
I I B 3'-0 x 3'-0 x 1'-0 4 -#5's x 2'-6 EA. WAY I I I I
I I I � C 4'-0 x 4'-0 x 1'-0 5 -#5's x 3'-6 EA. WAY �NDICATES EXSTG. � � � I
CONCRETE FNDTN
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INDICATES NEW 1'-4 x 1'-4 �]
CONC. PIER ON NEW CONC. �
FTG. PER SCHED.THIS 1
SHEET S6
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INDICATES NEW 12"�CONC. GEOTECH TO VERIFY SOILS,
PIER ON NEW CONC. FfG. CONTACT ENGINEER IF PIER
PER SCHED.THIS SHEET HEIGHT EXCEEDS THAT
2 C SHOWN IN 1/S6
ss A � �
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42'_2"
47'-6"
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F O U N DAT I O N P LA N SCALE: 1/4�� = 1�-o
PLAN NOTES:
1. NEW CONSTRUCTION INDICATED ( ), EXISTING CONSTRUCTION INDICATED (— )
2. NEW POSTS CONTINUOUS BELOW ARE INDICATED:� NEW POSTS FROM ABOVE NOT CONTINUOUS BELOW ARE INDICATED: ❑
3. DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS WITH ARCHITECT AND EXISTING CONDITIONS
:
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� P R O J E C T: 0606-10
DRAWN BY: TFA
24�� REVIEWED BY: JPL
�ATE : 07.19.2012
REVISIONS:
FOUNDATION
P LAN
S2
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INDICATES EXSTG.
FNDT.WALL
INDICATES EXSTG.
FLOOR JOISTS
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LOWER LEVEL DECK FRAMING PLAN SCALE; 1/4�� - ,�-a
PLAN NOTES:
1. NEW POSTS CONTINUOUS BELOW ARE INDICATED: � NEW POSTS FROM ABOVE NOT CONTINUOUS BELOW ARE INDICATED: ❑
2. NEW CONSTRUCTION INDICATED �). EXISTING CONSTRUCTION INDICATED (— —).
3. NEW DECK JOISTS ARE TREATED 2x8 @ 16".
4. Q INDICATES CONNECTION TYPE. REFERENCE SCHEDULE SHEET S1
5. DO NOT SCALE DRAWINGS
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P R O J E C T: 0606-10
DRAWN BY: TFA
REVIEWED BY: JPL
�ATE: 07.19.2012
REVISIONS :
LOWER DECK
FRAMING PLAN
S3
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i�� _ � �
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TABLE OF CONTENTS
PURPOSE AND SCOPE OF STUDY ........................................................................ - 1 -
PROPOSED CONSTRUCTION................................................................................. - 1 -
SITECONDITIONS................................................................................................... - 2 -
FIELDEXPLOR.ATION ............................................................................................ - 2 -
SUBSURFACE CONDITIONS.................................................................................. - 2 -
FOUNDATION BEARING CONDITIONS ............................................................... - 3 -
DESIGN RECOMMENDATIONS ............................................................................. - 3 -
FOUNDATIONS .................................................................................................... - 3 -
SURFACEDRAINAGE......................................................................................... - 4 -
LIMITATIONS .......................................................................................................... - 5 -
FIGURE 1 - LOG OF EXPLORATORY BORING
FIGURE 2 - LEGEND AND NOTES
FIGURE 3 - SWELL-CONSOLIDATION TEST RESULTS
TABLE 1- SUMMARY OF LABORATORY TEST RESULTS
�
PURPOSE AND SCOPE OF STUDY
This report presents the results of a subsoil study for a proposed deck addition to the Gore
Range Condominium building located on Lot l, Vail Heights, 2189 Chamonix Lane,
Vail, Colorado. The purpose of the study was to develop recommendations for the
foundation design. The study was conducted in accordance with our proposal for
geotechnical engineering services to Gore Range Condominium Association dated May 9,
2012.
A field exploration program consisting of an exploratory boring was conducted to obtain
information on the subsurface conditions. Samples of the subsoils obtained during the
field exploration were tested in the laboratory to determine their classification,
compressibility or swell and other engineering characteristics. The results of the field
exploration and laboratory testing were analyzed to develop recommendations for
foundation types, depths and allowable pressures for the proposed addition foundation.
This report summarizes the data obtained during this study and presents our conclusions,
design recommendations and other geotechnical engineering considerations based on the
proposed construction and the subsurface conditions encountered.
PROPOSED CONSTRUCTION
The deck will be attached to the south side of the building and be three levels of wood
construction. It is planned to found the addition on isolated footing pads. Foundation
loadings are assumed to be relatively light and typical of the proposed construction.
If building loadings, location or grading plans change significantly from those described
above, we should be notified to re-evaluate the recommendations contained in this report.
Job No. 112 126A
C�G-�CPtGCh
- 2 -
SITE CONDITIONS
The addition area is relatively flat with a gentle slope down to the south. The addition
area has been graded by placing several feet of fill. Vegetation consists of irrigated lawn.
The condominium building is a three stoiy sti-ucture over crawlspace.
FIELD EXPLORATION
The field exploration for the project was conducted on May 17, 2012. One exploratory
boring was drilled in the addition area at the location indicated on Figure 1 to evaluate the
subsurface conditions. The boring was advanced with 4 inch diameter continuous flight
augers powered by a truck-mounted CME-45B drill rig. The boring was logged by a
representative of Hepworth-Pawlak Geotechnical, Inc.
Samples of the subsoils were taken with a 2 inch I.D. spoon sampler. The sampler was
driven into the subsoils at various depths with blows from a 140 pound hammer falling 30
inches. This test is similar to the standard penetration test described by ASTM Method
D-1586. The penetration resistance values are an indication of the relative density or
consistency of the subsoils. Depths at which the samples were taken and the penetration
resistance values are shown on the Log of Exploratory Boring, Figure 1. The samples
were returned to our laboratory for review by the project engineer and testing.
SUBSURFACE CONDITIONS
A graphic log of the subsurface conditions encountered at the site is shown on Figure 1.
The subsoils encountered, below about 41/2 feet of man-placed fill and 2 feet of organic
topsoil, consisted of very sandy silty clay with scattered gravel. The clay was medium
stiff to stiff with depth, occasionally gravelly and with scattered cobbles, and extended
down to the drilled depth of 31 feet.
Job No. 112 126A �•�t�Ch
- 3 -
Laboratory testing performed on samples obtained from the boring included natural
moisture content and density, and percent finer than sand size gradation analyses. Results
of swell-consolidation testing performed on relatively undisturbed drive samples of the
soils, presented on Figure 3, indicate generally moderate compressibility under conditions
of loading and wetting with a low hydro-compression potential. The laboratory testing is
summarized in Table 1.
No free water was encountered in the boring at the time of drilling or when checked 7
days later. The subsoils were moist to very moist.
FOUNDATION BEARING CONDITIONS
The clay soils possess low bearing capacity and moderate settlement potential when
loaded and wetted. Lightly loaded spread footings bearing on the natural soils should be
feasible for foundation support of the addition with some risk of settlement. The
settlement may be differential with respect to the existing structure which should be
considered in the design. A lower risk of settlement would be to found the addition on
helical piers.
Provided below are recommendations for spread footings. If recommendations for a
helical pier foundation are desired we should be contacted.
DESIGN RECOMMENDATIONS
FOUNDATIONS
Considering the subsurface conditions encountered in the exploratory boring and the
nature of the proposed construction, we recommend the addition be founded with spread
footings bearing on the natural soils with some risk of settlement. All fill and topsoil
should be removed to bear the footings entirely on the natural soils.
Job No. 112 126A G�Pt�Ch
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The design and construction criteria presented below should be observed for a spread
footing foundation system.
1) Footings placed on the undisturbed natural soils should be designed for an
allowable bearing pressure of 1,200 psf. Based on experience, we expect
scttlement of footings designed and consti-ucted as ciiscussed in this section
will be about 1 to 11/2 inches and occur over time.
2) The footings should have a minimum width of 18 inches for continuous
walls and 2 feet for isolated pads.
3) Exterior footings and footings beneath unheated areas should be provided
with adequate soil cover above their bearing elevation for frost protection.
Placement of foundations at least 48 inches below exterior grade is
typically used in this area.
4) Continuous foundation walls should be reinforced top and bottom to span
local anomalies such as by assuming an unsupported length of at least 12
feet.
5) All existing fill, topsoil and any loose or disturbed soils should be removed
and the footing bearing level extended down to firm natural soils. The
exposed soils in footing area should then be compacted. If unstable
subgrade is encountered, removal of about 1 to 2 feet of the subgrade soils
and replacement with imported granular soils such as road base or "single
pass" pit-run gravel may be needed.
6) A representative of the geotechnical engineer should observe all footing
excavations prior to concrete placement to evaluate bearing conditions.
SURFACE DRAINAGE
The following drainage precautions should be abserved during construction and
maintained at all times after the addition has be�en completed:
1) Inundation ofthe foundation excavations areas should be avoided during
construction.
Job No. 112 126A C�CPtECh
- 5 -
2) Exterior backfill should be adjusted to near optimum moisture and
compacted to at least 95% of the maximum standard Proctor density in
pavement and slab areas and to at least 90% of the maximum standard
Proctor density in landscape areas.
3) The ground surface surrounding the exterior of the �uilclitlg anc� new
footing areas should be sloped to drain away from the foundation �n all
directions. We recommend a minimum slope of 12 inches in the first 10
feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet
in paved ar�as.
4) Roof downspouts and drains should discharge well beyond the limits of all
backfill.
5) Landscaping which requires regular heavy irrigation should be located at
least 5 feet from foundations.
LIMITATIONS
This study has been conducted in accordance with generally accepted g�otechnical
engineering principles and practices in this area at this time. We make no warranty either
express or implied. The conclusions and recommendations submitted in this report are
based upon the data obtained from the exploratory boring drilled at the location indicated
on Figure 1, the proposed type of construction and our experience in the area. Our
findings include extrapolation of the subsurface conditions identified at the exploratory
boring and variations in the subsurface conditions may not become evident until
excavation is performed. If conditions encountered during construction appear different
from those described in this report, we should be notified so that re-evaluation of the
recommendations may be made.
This report has been prepared for the exclusive use by our client for design purposes. We
are not responsible for technical interpretations by others of our information. As the
project evolves, we should provide continued consultation and field services during
construction to review and monitor the implementation of our recommendations, and to
Job No. 112 126A ��jt�Ch
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verify that the recommendations have been appropriately interpreted. Significant design
changes may require additional analysis or modifications to the recommendations
presented herein. We recommend on-site observation of excavations and foundation
bearing strata and testing of structural fill by a representative of the geotechnical
engineer.
Respectfully Submitted,
HEPWORTH -
GE
David A. Young, P. E. � �
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Reviewed. by: ��
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Steven L. Pawlak, P.E.
DAY/ljg
CAL, INC.
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Job No. 112 126A �Pt��„�
LEGEND:
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FILL; man-placed sandy silty clay, mixed with some topsoil, medium stiff, moist, dark brown, sod layer at surface.
TOPSOIL; organic sandy silty clay, medium stiff, moist, dark brown.
CLAY (CL); silty, very sandy, scattered gravel to occasionally gravelly with cobbles, medium stiff to stiff with depth,
slightly moist to moist, red-brown to brown, low plasticity.
NOTES:
Relatively undisturbed drive sample; 2-inch I.D. California liner sample.
Drive sample blow count; indicates th�t 8 blows of a 140 pound hammer falling 30 inches were
required to drive the California sampler 12 inches.
1. The exploratory boring was drilled on May 17, 2012 with a 4-inch diameter continuous flight power auger.
2. Location of the exploratory boring was measured approximately by taping from the existing building corner as noted
on Figure 1.
3. The exploratory boring elevation was not measured and the log of exploratory boring is drawn to depth.
4. The exploratory boring location and should be considered accurate only to the degree implied by the method used.
5. The lines between materials shown on the exploratory boring log represent the approximate boundaries between
material types and transitions may be gradual.
6. No free water was encountered in the boring at the time of drilling or when checked 7 days later. Fluctuation in
water level may occur with time.
7. Laboratory Testing Results:
WC = Water Content (%)
DD = Dry Density (pcfl
-200 = Percent passing No. 200 sieve
112 126A
HEPWORTH-PAWLAK
LEGEND AND NOTES
FIGURE 2
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Moisture Content = 19.6 percent
Dry Density = 101 pcf
Sample of: Sandy Silty Clay (Topsoil)
From: Boring 1 at 5 Feet
Compression
upon
wetti ng
0.1 1.0 10
APPLIED PRESSURE - ksf
0.1
Moisture Content = 13.7 percent
Dry Density = 111 pcf
Sample of: Very Sandy Silty Clay
From: Boring 1 at 15 Feet
Compression
upon
wetti ng
1.0 10
APPLIED PRESSURE - ksf
100
100
112 126A � C,;�i�(,!��E��''� I SWELL-CONSOLIDATION TEST RESULTS I FIGURE 3
�cA�
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE 1
SUMMARY OF LABORATORY TEST RESULTS
Job No. 112 126A