HomeMy WebLinkAboutB10-0249 i
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NOTE: THIS PERMIT MUST BE POSTED ON JOBSITE AT ALL TIMES
TOWN OFVA
Town of Vail, Community Development, 75 South Frontage Road,Vail, Colorado 81657
p. 970.479.2139, f. 970.479.2452, inpsections 970.479.2149
ADD/ALT COMM BUILD PERMT Permit #: B10-0249
Project #: � g:yt o --p3 9 1
Job Address: 16 VAIL RD VAIL Status. . ISSUED
l Location......: NEW PED BRIDGE LOCATED IN REAR ATRIUM Applied . . 08/17/2010
Parcel No....: 210108285053 Issued... 09/22/2010
Expires. ..: 03/21/2011
OWNER FERRUCO VAIL VENTURES LLC 08/17/2010
701 BRICKELL AVE STE 2550
MIAMI
FL 33131
APPLICANT FERRUCO VAIL VENTURES, LLC 08/17/2010 Phone: 970-477-8110
16 VAIL ROAD
VAIL
CO 81657
License: 1038-B 6
CONTRACTOR FERRUCO VAIL VENTURES, LLC 08/17/2010 Phone:970-477-8110
16 VAIL ROAD
VAIL
CO 81657
License: 1038-B
Description:
REAR ATRIUM PEDESTRIAN BRIDGE(INTERIOR)
Occupancy: mixed Valuation: $9,200.00
Type Construction:I6 Total Sq Ft Added: 0
###*####**###*########**###**#####*#*#*###*******#*#**##**#####*######*##*******# FEE SUMMARY *#***#**#***######****#****#*##*####*###########*******#****#*####*##**########
Building Permit Fee---> $181.25 Will Cal Fee----------- $4.00 Total Calculated Fees----------> $303.06 )`
Plan Check--------------> $117.81 Use Tax Fee--------------------> $0.00 Additional Fees----------------> $0.00 `
Add'I Plan Check Hours-> $0.00 Restuarant Plan Review----->
$0.00 TOTAL PERMIT FEES------------> $303.06 t
z Investigation---------- —> $0.00 Recreation Fee--------------> $0.00
Payments—_-_ $303.06
Total Calculated Fees--------> $303.06 BALANCE DUE----------------> $0.00 '
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DECLARATIONS
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 a e to comply with the information and plot plan,to comply with all Town ordinances and state laws,and to build this structure
according to the towns z Wing and subdivision codes,design review approved, International Building and Residential Codes and other ordinances of the Town
applicable thereto.
REQUESTS F I O ALL B DE TW -FOUR HOURS IN ADVANCE BY TELEPHONE AT 970.479.2149 OR AT OUR OFFICE FROM
8:00 AM-4:
i na re f 0 er o C ctor Date
Print Name
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bld_alt construction_permit_041908
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APPROVALS
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Permit#: B10-0249 as of 09-22-2010 Status: ISSUED
1
Item: 05100 BUILDING DEPARTMENT
09/13/2010 CG Action: CR project comments
sent to applicant
09/22/2010 cg Action: AP APPROVED CORRECTED
PLANS
Item: 05400 PLANNING DEPARTMENT
08/26/2010 Warren Action: AP All improvemetns
are internal and do not require Planning Department
Inspection.
Item: 05600 FIRE DEPARTMENT
09/22/2010 McGee Action: AP
*YYHYYYYHYYY#H##*#H***#*******YYYYYHYYYY##R#****#*HH*****YY*YYYYYYYYYY####H###**RR***#R****HYYYYYYYYYY#*###*#*#*#*H****YYYYYYHYY#####*H**###**lrfrfrHH**HHYYYYY*Y**YH#4
See the Conditions section of this Document for any that may apply.
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CONDITIONS OF APPROVAL
Permit#: B10-0249 as of 09-22-2010 Status: ISSUED
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Cond: 1
(FIRE): FIRE DEPARTMENT APPROVAL IS REQUIRED BEFORE ANY
WORK CAN BE STARTED.
Cond: 12
(BLDG.): FIELD INSPECTIONS ARE REQUIRED TO CHECK FOR CODE ti
COMPLIANCE.
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TOWN OF VAIL, COLORADO Statement
Statement Number: R100001381 Amount: $303 .06 09/22/201001:55 PM
Payment Method:Credit Crd Init: LC
Notation: CREDIT CARD
FROM WILLIAM T. GOULDING
Permit No: B10-0249 Type: ADD/ALT COMM BUILD PERMT
Parcel No: 2101-082-8505-3
Site Address: 16 VAIL RD VAIL F
Location: NEW PED BRIDGE LOCATED IN REAR ATRIUM
R
Total Fees: $303 .06
This Payment: $303 .06 Total ALL Pmts: $303.06
Balance: $0.00
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ACCOUNT ITEM LIST: ;
Account Code Description Current Pmts
-------------------- ------------------------------ ------------
BP 00100003111100 BUILDING PERMIT FEES 181.25
PF 00100003112300 PLAN CHECK FEES 117.81
WC 00100003112800 WILL CALL INSPECTION FEE 4.00
————————————————————————————————————————————————————————————————————————————— C•
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75 South Frontage R0
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BUILDING PERMIT APPLICATION
Separate permits are required for electrical, plumbing, mechanical, fireplace, etc.
Project Street Address: Office Use: PXJ j ;'1.r- 0 3 C9'
1� �� 2! Project#: ( (1
(Number) (Street) (Suite#) DRB#:
Building/Complex Name: s:__•a,y Building Permit#:
Lot#: Block# Subdivision:
Contractor Information:
Company:
Company Address: Detailed Scope and Location of Work:
City: State: Zip: � � �-7::,e
Contact Name: /�Tac7 C77�ClGT3-�I�fir- '��1 ,��p� ��S�3Z�uGiFE
Contact Phone: ,
use additional sheet if necessary)
E-Mail
�a Work Class: '
Town of Vail Co ract Re ration No.: i
��— New( ) Addition( ) Remodel(�) Repair( ) Other( )
X Work Type w
Contracto at re(required) Interior(X) Exterior( ) Both( )
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,_.»...:»W..»>,e»n> .,.......>._..:>.»_.««„_w °�'>»,»»..>.v,,.>..�°>,
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Property Information Type of Building:
Parcel#: [' /O B Z$ Single-Family( ) Duplex( ) Multi-Family PU
(For parcel#,contact Eagle County Assessors Office at 970-328-8640 or
Commercial ( ) Other( )
visit www.eaglecounty.us/patie)
t
Tenant Name: Does a Fire Alarm Exist? Yes No( )
a Monitored Alarm? Yes(>!) No( )
Owner Name: I
t Does a Sprinkler System Exist? Yes No( ) 3
Valuations (Labor&Materials) s#&Type of Existing Fireplaces. Gas Appliances
200n
Gas Log Wood/Pellet Wood Burning
Building: $
—7 #&Type of Proposed Fireplaces: Gas Appliances
Plumbing: $ Gas Log Wood/Pellet Wood Burning
I
Electrical: $ 1IVA JO
Date Received:
l Mechanical: (including fireplace) $
d4
Total: $ nd
__ _......_ n
15-May-10
September 14, 2010
Chris Gunion, LEED AP
ICC Plans Examiner
Department of Community Development
5 South Frontage Road
Vail, CO 81657
RE: Permit Application#B10-0249
16 Vail Road
Dear Chris,
Please find below our responses to you Building Department Comments for the Vail
Plaza Rear Atrium Bridge.
Buildinu Department Comments:
1 Include complete UL or other fire resistive details on the plans for the new structure. 2
hour rating is required. IBC Table 601
2 hour fire resistance rating to be achieved through prescriptive fire resistance ibc
section 720. See table 720.1 item 2-4.1. See new details 1&2/A1.1
"Two layers of 518"gypsum wallboard are attached to u-shaped brackets spaced 24"
on center. 0.018"thick(no. 25 carbon sheet steel gage) 15/8"deep by 1"galvanized
steel runner channels are first installed parallel to and on each side of the top beam
flange to provide a 112"clearance to the flange. The channel runners are attached to
steel deck or concrete floor construction with approved fasteners spaced 12"on
center. U-shaped brackets are formed from members identical to the channel
runners. At the bent portion of the u-shaped bracket, the flanges of the channel are
cut so that 1518"deep comer channels can be inserted without attachment parallel
to each side of the lower flange."(IBC Table 720.1 item 2-4.1)
2 Include connection detail for the guardrail showing compliance with IBC1607.7
See connection detail Section 3/S7.0 from Monroe &Newell.
Ferrucco Vail Ventures LLC 16 Vail Road Vail,CO 81657
3 Complete the attached Town of Vail special inspection packet. Pages 3 &4. IBC ch.17.
The Town of Vail special inspection packet(Pages 3 &4) has been completed and is
attached.
If you have ad tional questions or comments,please let me know.
BesVAIA
Rea
MarSen
Timbers Resorts
Ferrucco Vail Ventures LLC 16 Vail Road Vail,CO 81657
Vail, Colorado
Denver, Colorado
Frisco, Colorado
September 13, 2010 Monroe & Newell
Engineers, Inc.
Verruco Vail Ventures LLC
16 Vail Road
Vail, CO 81657
Attn.: Mr. Mark Norris
Re: Atrium Bridge at Vail Plaza Hotel,Building Permit#B10-249,Vail, Eagle
County, Colorado (M&N#8194)
Gentlemen:
Monroe & Newell Engineers, Inc. have reviewed the Building Department Review
Comments for the new atrium bridge at the Vail Plaza Hotel project, dated September 13,
2010. The following are our responses to the structural items:
1. Item2: Section 3/S7 has been revised to show the attachment of the railing.
2. Item 3: The special Inspection Packet has been signed and reviewed by our
office.
Our responses to the project review comments should answer the structural items. If any
questions remain,please call.
Very truly yours,
MONROE &NEWELL EN NC.
,00 G
1A
�Q.
Hannes Spaeh, P.E. to `r 2579 =�
Principal
www.monroe-newell.com
70 Benchmark Road • Suite 204 • Y.O. Box 1597 • Avon, Colorado 81620
(970) 949-7768 • FAX (970) 949-4054 • email: avon@monroe-newell.com
Job Name:
�mw�,�*VA1 Job Address:
1V1u� Permit No.: 02-4
SPECIAL INSPECTION AND TESTING AGREEMENT
(To applicants of projects requiring Special Inspection or Testing per Section 1701 of the IBC)
The owner or his/her representative, on the advice of the design professional in responsible charge, shall
complete, seal, sign and submit a copy of the Special Inspection Agreement and Structural Tests
Scheduled to the Town of Vail for review and approval. Signatures are required on both pages;
photocopied or faxed signatures are acceptable.
The owner and his/her general contractor, where applicable, shall also acknowledge the following
conditions applicable to Special Inspection Testing:
1. Contractor is responsible for proper notification to the Inspection or Testing agency for items
listed.(Page 1) (IBC 1704)
2. Only the testing laboratory should take samples and transport them to their laboratory.
3. Copies of all laboratory reports and inspections are to be sent directly to the Town of Vail by the Testing
agency on a weekly basis.
4. Inspection agency to submit names and qualifications of on-site special inspectors to the Town of Vail
for review and approval.( Page 2)
5. The special inspector is responsible to immediately notify the Town of Vail Building Official in writing of
any concerns and/or problems encountered.
6. It is the responsibility of the contractor to review the Town of Vail approved plans for additional
inspection or testing requirements that may be noted. A pre-construction conference at the job site is
recommended to review special inspection procedures.
7. The special inspector shall use only the Town of Vail approved drawings.
8. All special inspection field reports must be left on site for review by the Town of Vail staff prior to
required inspections or re-inspections.
BEFORE OCCUPANCY WILL BE GRANTED: The special inspection agency shall submit a signed and
sealed statement that all items requiring testing and inspection were fulfilled and reported. Those items not
tested and/or inspected shall be noted in this statement. A copy of the statement shall be maintained at the
job site for the Buildin Inspector's review prior to final inspection.
Acknowledgem t:
Owner:
Signat a Print Name Date
Special Inspectid zy*)4 �O� 9 j5, 10
Agency: _v
Signet a Print Name D
Project � 1 � 9LS (o
Arch/Eng: '�
Signatur Print Name L—Zx.1 C Date
Contractor:
Signature Print Name Date
i
*V& "TOWN S SPECIAL INSPECTION AND TESTING SCHEDULE
Q?qC 1TRQ2� —Project Name: al' e �d ci � Permit# (0
Owner's Name:
Testing Inspect i Sign a {/ Print Name Date
Agency: � i,..._- 7y i�u'�?1� 't
Testing Inspection Signature Print Name Date
Hereby certifies that the Testing/Inspection Agency named above has been engaged to perform structural tests and
inspections during construction as checked below,to satisfy all applicable portions of the Building Code.
Prior to final inspection, the Inspection Agency shall submit a statement that all items of designated work performed
were reported. Any items checked but not tested or inspected will be noted and explained. Whenever any designated
items on the list are ready for sampling, testing, or inspection, it shall be the responsibility of the contractor to give
timely notice to the Inspection agency so that the required services may be performed.
REINFORCING STEEL: UNDERPINNING:
Tensile&Bend,one set per heat per tons Temporary/Permanent
Inspection of Placement Inspection of Steel Fabrication
Inspection of Welding Inspection of Reinforcing&Forms
Epoxy Inspection of Concrete Placement
Inspection of Tiebacks
MASONRY:
Prelim.Acceptance Tests(Masonry Units,Wall Prisms) SOIL NAILS:
Subsequent Tests(Mortar,Grout, Field Wall Prisms) Temporary Shoring
Inspection of Placement and Grouting Permanent Wall
CONCRETE SHOTCRETE GROUT AND MORTAR: STRUCTURAL STEEL:
Concrete Shot I Grout Mortar Sample&Test(List specific members below)
Aggregate tests for design Shop Identification&Welding Inspection
Suitability of aggregates Shop Ultrasonic Inspection
Mix Designs Shop Radiography
Test Panel Field Welding Inspection/ q fIT110 Batch Plant Inspection C Field Bolting Inspection r--r-
Cement Grab Sample Field Ultrasonic Inspection
Inspect Placing Field Radiography
Compression Tests Metal Deck Welding Inspection
Cast Specimens FIREPROOFING:
Pick-up Samples Inspection&Placement
Shrinkage Bars
Yield Check SOILS:
Air Check Acceptance Tests
Dry Unit Weight Moisture-Density Determination
PRECAST CONCRETE: Field Density
Reinforcing Tests Drilled Piers
Inspection of Reinforcing Placement Deep Foundation
Tendon Tests
Inspection of Tendon Placement STRUCTURAL WOOD:
Inspection of Concrete Placement Inspection of Fabrication
Inspection of Concrete Belching Inspection of Truss Joint Fabrication
Inspection of Panel Attachment&Inserts Sample&Test Components
Compression Tests Inspection of Glu Lam Fabrication
Inspection of Stressing/Transfer
SMOKE CONTROL:
PILING,CAISSONS,CAPS,TIES:
Inspection of Reinforcing Placement SPECIAL CASES:
Inspection of Concrete Placement
Inspection of Concrete Belching SPECIAL INSPECTION:
Seismic Resistance
Specify other tests,inspections or special instructions required. Wind Requirements
FIRE AND SMOKE PROTECTION FEATURES
TABLE 720.1(1)—continued
MINIMUM PROTECTION OF STRUCTURAL PARTS BASED ON TIME PERIODS
FOR VARIOUS NONCOMBUSTIBLE INSULATING MATERIALS'"
MINIMUM THICKNESS OF
INSULATING MATERIAL
FOR THE FOLLOWING
FIRE-RESISTANCE
PERIODS Inches
STRUCTURAL
PARTS TO BE ITEM 4 3 2 1
PROTECTED NUMBER INSULATING MATERIAL USED hour hour hour hour
Vermiculite gypsum plaster on a metal lath cage,wire tied to 0.165"diameter(No.8
2-3.1 B.W.gage)steel wire hangers wrapped around beam and spaced 16"on center. — �/8 — —
Metal lath ties s aced approximately 5"on center at cage sides and bottom.
Two layers of 5/8"Type X gypsum wallboard°are attached to U-shaped brackets
spaced 24"on center.0.018"thick(No.25 carbon sheet steel gage) 15/8"deep by 1"
galvanized steel runner channels are first installed parallel to and on each side of the
top beam flange to provide a 1/2"clearance to the flange.The channel runners are
attached to steel deck or concrete floor construction with approved fasteners spaced
12"on center.U-shaped brackets are formed from members identical to the channel
runners.At the bent portion of the U-shaped bracket,the flanges of the channel are
cut out so that 15/8"deep corner channels can be inserted without attachment parallel
to each side of the lower flange.
2-4.1 As an alternate,0.021"thick(No.24 carbon sheet steel gage) 1"x 2"runner and _ _ 11/4 —
comer angles may be used in lieu of channels,and the web cutouts in the U-shaped
brackets may be omitted.Each angle is attached to the bracket with 1/2"-long No.8
2.Webs or self-drilling screws.The vertical legs of the U-shaped bracket are attached to the
flanges of steel runners with one 1/2"long No.8 self-drilling screw.The completed steel framing
beams and provides a 21/8"and 11/2'space between the inner layer of wallboard and the sides
girders and bottom of the steel beam,respectively.The inner layer of wallboard is attached
(continued) to the top runners and bottom comer channels or comer angles with 11/4'-long No.6
self-drilling screws spaced 16"on center.The outer layer of wallboard is applied
with 13/4'-long No.6 self-drilling screws spaced 8"on center.The bottom corners
are reinforced with metal comer beads.
Three layers of 5/8"Type X gypsum wallboard`attached to a steel suspension system
as described immediately above utilizing the 0.018"thick(No.25 carbon sheet steel
gage) 1"x 2"lower comer angles.The framing is located so that a 21/8"and 2"space
is provided between the inner layer of wallboard and the sides and bottom of the
beam,respectively.The first two layers of wallboard are attached as described
2-4.2 immediately above.A layer of 0.035"thick(No.20 B.W.gage) 1"hexagonal _ 11/1 _ —
galvanized wire mesh is applied under the soffit of the middle layer and up the sides
approximately 2".The mesh is held in position with the No.6 15/8"-long screws
installed in the vertical leg of the bottom corner angles.The outer layer of wallboard
is attached with No.6 21/4"-long screws spaced 8"on center.One screw is also
installed at the mid-depth of the bracket in each layer.Bottom comers are finished as
described above.
3.Bonded Carbonate,lightweight,sand-lightweight and siliceousf aggregate concrete 49 3g 21/2 11/2
pretensioned Beams or girders
reinforcement in 3-1.1
prestressed 2 11/2 1
concrete° Solid slabsh
Carbonate,lightweight,sand-lightweight and siliceousf aggregate concrete
Unrestrained members:
4-1.1 Solid slabsh — 2 11/2 —
4.Bonded or Beams and girdersi
unbonded 8"wide 41/2 21/2 13/4
post-tensioned eater than 12"wide 3 1 21/ 2 11/,
tendons in Carbonate,lightweight,sand-lightweight and siliceous aggregate
prestressed Restrained members:k
concrete` Solid slabsh 11/4 1 3/4
4-1.2 Beams and girders)
8"wide 21/2 2 13/4 —
eater than 12"wide 2 13/ 1'/ —
(continued)
128 2009 INTERNATIONAL BUILDING CODE®
PROJECT INFORMATION ARCHITECTURAL SYMBOLS
PROJECT DESCRIPTION
A /Ac"I BUILDING SECTION OR ELEVATION
THE SCOPE OF THIS PROJECT INCLUDES THE ADDITION OF A qg REFERENCE DRAWING NUMBER
BRIDGE ON THE 170 LEVEL TO PROVIDE MORE EFFICIENT
CIRCULATION IN THE REAR ATRIUM SPACE THE BRIDGE WILL 6 O 8 r S
HAVE RAILINGS TO MATCH THE EXISTING ATRIUM RAILINGS.
THERE IS NO CHANGE IN ELEVATION AND IT IS AN ACCESSIBLE COLUMN GRID T DETAIL 3 201 Main Sweet,Ste 202
ROUTE.THERE WILL BE NEW LIGHTING ADDED ON THE I DESIGNATION REFERENCE DRAWING NUMBER
UNDERSIDE OF THE BRIDGE THE BRIDGE WILL HAVE g 970.963.4626 E 970.963.4616
STRUCTURAL STEEL BEAMS THAT WILL TIE INTO THE EXISTING REVISION www.tixnbcmtesormccm
STRUCTURE THESE STRUCTURAL ELEMENTS WILL BE 3 REFERENCE
PROTECTED BY 2 HR.RATED SPRAY-APPLIED FIRE
PROTECTION. PROJECT A5.3 INTERIOR ELEVATION
NORTH ARROW REFERENCE DRAWING NUMBER
PHYSICAL ADDRESS
16 VAIL ROAD 1
VAIL.CO 61657
CODE&ZONING INFORMATION: � —FLOOR LEVEL_--- LEVEL LINE
/ ......
OCCUPANCY: S 2 STORAGE(PARKING) E-=lW-(r DASH AND DOT LINE — — — — FOR CENTER LINES,FLOOR LINES
--� — IN EXTERIOR ELEVATIONS,
F-1 MODERATE HAZARD INDUSTRIAL
PROJECTED LINES
A-2 ASSEMBLY(FOOD&BEVERAGE O WINDOW -- — --E DASH AND DOUBLE DOT LINE FOR PROPERTY LINES,
PROJECT SCOPE B BUSINESS -TYPE
R-1 RESIDENTIAL(HOTELS)
------------ BOUNDARY LINES
R-2 RESIDENTIAL(LIME SHARD O PLAN NOTE DASHED LINE FOR HIDDEN LINES
4 REFERENCE 7
(ABOVE OR BELOW} L '
TYPE OF CONSTRUCTION: I-B
ALLOWABLE AREA UNLIMITED DOOR NUMBER BREAK LINE TO BREAK OFF 0
O OF MORE THAN ONE DOOR PER ROOM PARTS OF DRAWINGS _
TOTAL EXISTING BUILDING AREA 319,362 S.F. SUB LETTERS ARE USED) V v L
VESTIBULE ADDITION AREA: 105 S.F.(SEPARATE PERMIT) to
PROPOSED BRIDGE AREA 196 S.F. Q
TOTAL PRPOSED AREA 319,663 S.F.
SPRINKLERED: YES Q
BUILDING CODE USED: IBC
ANSI
ACCESSIBILITY CODE ANSI 117.1-2003
SHEET INDEX am
0 -
A1D COVER SHEET Q /C.3
ARCHITECTURAL w/ O
A1.1 FIRE PROTECTION DETAILS ��
A3.1 FLOOR PLAN
VAIL LA A H TEL ■
A32 160 LEVEL RCP(BELOW BRIDGE)
A4.1 RAILING i BRIDGE DETAILS O-
STRUCTURAL �.
56.9 BRIDGE FRAMING PLAN
REAR ATRIUM BRIDGE ADDITION S7.0 BRIDGE FRAMING DETAILS O
56D GENERAL NOTES
Q
FIRE-RESISTANCE CONSTRUCTION PROJECT DIRECTORY Q Lu
QC
2 HOUR FIRE RESISTANCE RATING TO BE ACHIEVED THROUGH ONTIER CONTRACTOR
TYPE I-B CONSTRUCTION(TABLE 601;93C 2009) PRESCRIPTIVE FIRE RESISTANCE IBC SECTION 720.SEE TABLE 720.1
ITEM 2-4.1.SEE DETAILS 1&21A1.1 FERRUCO VAIL VENTURES FERRUCO VAL VENTURES
16 IL CO ROAD 16 IL.C ROAD VA I L PLAZA
PRIMARY STRUCTURAL FRAME 2HR 'iW0 LAYERS OF�GYPSUM WALLBOARD AREATTACHED TO 16V C AD VAIL.CO61667
.O l C O USHAPED BRACKETS SPACED 24-ON CENTER 0.018-THICK M.25 T 97D•963-4625 T 970-4714MA
BEARING WALLS CARBON SHEET STEEL CAGE)1fi DEEP BY r GALVANIZED STEEL CONTACT:GREG SPENCER CONTACT:MARK NORRIS HOTEL
EXTERIOR 2 HR RUNNER CHANNELS ARE FIRST INSTALLED PARALLEL TO AND ON
EACH SIDE OF THE TOP BEAM FLANGE TO PROVIDE A J'CLEARANCE
,LQ` 11 INTERIOR 2 HR TO THE FLANGE THE CHANNEL RUNNERS ARE ATTACHED TO STEEL ARCHITECT. STRUCTURAL ENGINEER
.J DECK OR CONCRETE FLOOR CONSTRUCTION WITH APPROVED MONROE Q NEWELL
FASTENERS SPACED 17 ON CENTER U^ PED BRACKETS ARE TIMBERS RESORTS P.O.BOX 1597
``^^ NON-BEARIN G WALLS i PARTITIONS NA 201 MAIN STREET,SURE 202 'M BENCHMARK ROAD,SUITE 206
co EXTERIOR FORMED FROM MEMBERS IDENTICAL TO THE CHANNEL RUNNERS.AT
R THE BENT PORTION OF THE THAT It D BRACKET.THE ANNEI FLV4GES A CARBONDALE CO 81623 T 970 CO 8162D A1 . 0
NONBEARING WALLS i PARTITIONS 0 HR THE CHANNEL ARE CUT BO THAT 1�'DEEP CORNER CHANNELS CAN T 970-9614626 T 970-94&7768
INTERIOR BE INSERTED WrrHOUT ATTACHMENT PARALLEL TO EACH SIDE OF F CONTACT MA F CONTACT:HA
r.................................i THE LOWER FLANGE' CONTACT:MARK RUDOLF CONTACT:HANNES SPAEH
FLOOR CONSTRUCTION d SECONDARY MEMBERS 2 HR ■
••••••••••••----•••••..... -------• 1 ELECTRK:AL ENGMEER COVER SHEET
ROOF CONSTRUCTION i SECONDARY MEMBERS 1 HR
GREENUGHT ENGINEERING
�-- BRIDGE STRUCTURE 4900 WEST 2 8 2
DENVER 60212
,CO
T 303 2064
CONTACT:TIM FLANAGAN
8/14/2010
SCALE= N.T.S.
2 HOUR FIRE RESISTANCE RATING TO BE ACHIEVED THROUGH PRESCRIPTIVE FIRE RESISTANCE
IBC SECTION 720.SEE TABLE 720.1 ITEM 2-4.1. SEE DETAILS 182/A1.1
"TWO LAYERS OF e"GYPSUM WALLBOARD ARE ATTACHED TO U-SHAPED BRACKETS SPACED 24"
ON CENTER. 0.018"THICK(NO.25 CARBON SHEET STEEL GAGE)1 e" DEEP BY 1"GALVANIZED
STEEL RUNNER CHANNELS ARE FIRST INSTALLED PARALLEL TO AND ON EACH SIDE OF THE TOP
BEAM FLANGE TO PROVIDE A z"CLEARANCE TO THE FLANGE.THE CHANNEL RUNNERS ARE
ATTACHED TO STEEL DECK OR CONCRETE FLOOR CONSTRUCTION WITH APPROVED
FASTENERS SPACED 12"ON CENTER. U-SHAPED BRACKETS ARE FORMED FROM MEMBERS
IDENTICAL TO THE CHANNEL RUNNERS.AT THE BENT PORTION OF THE U-SHAPED BRACKET,
THE FLANGES OF THE CHANNEL ARE CUT SO THAT 15 DEEP CORNER CHANNELS CAN BE
INSERTED WITHOUT ATTACHMENT PARALLEL TO EACH SIDE OF THE LOWER FLANGE."
NEW CONC. SLAB O/MTL. NEW CONC. SLAB O/MTL.
DECK-SEE STRUCT. DECK-SEE STRUCT
15" EXISTING CONC.SLAB . 18"
NEW STEEL BEAM-SEE 8 OVER DECK NEW STEEL BEAM-SEE
STRUCT. STRUCT.
II d d ---- -- - -
III ! L
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III 1 25 GA. STEEL CHANNEL - 2 25 GA. STEEL CHANNEL BENT TO'U' V
- SHAPE W/FLANGES CUT @ CORNERS 0_
EXISTING CEMENTITIOUS r-104 (SEE DETAIL BELOW)
FIREPROOFING m
2 LAYERS e"TYPE'X'GYP. BOARD
EXISTING STEEL BEAM
25 GA. STEEL CHANNEL BENT TO'U' METAL CORNER BEAD
SHAPE W/FLANGES CUT @ CORNERS
2 HOUR RATED BEAM 25 GA. STEEL CHANNEL
(SEE DETAIL BELOW)
WRAP-SEE 1/1.0
1"
12 2 LAYERS TYPE X GYP. BOARD Q
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s.. - _- 8�
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09/14/2010
OFIRE PROTECTION @ EXIST.BEAM O TYP. BEAM FIRE PROTECTION
1-1/2"= 1'-0" 1-1/2"= 1'-0"
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REMOVE EXISTING
ALIGN RAILING AND STORE
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POCHE IDENTIFIES NEW NEW RAILING TO
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ATRIUM B
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GENERAL NOTES
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A� ■
ATRIUM BRIDGE PLAN 2. AFTER DEMOLITION,CONTRACTOR TO PATCH AND REPAIR AS NECESSARY. i_
O
1/4"= 1'-0" ._
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NEW WALLS [ _ _ _ _ _ _ ] DEMO WORK 08/14/2010
EXISTING WALLS KEY PLAN
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] O O
c o 0 0 0 0 0 0 0 EX 0
ATRIUM B ((A, KF
180
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FIRE-RATING.CONTRACTOR TO APPLY SPRAY FIREPROOFING TO MEET
THIS RATING.
I
DRAWING KEY ------- A3 . 2
NEW BRIDGE STRUCTURE TO HAVE 2 HR.FIRE-RATING R.C.P.
�IX EXISTING LIGHT FIXTURE 08/14/2010
0 NEW DOWNLIGHT KEY PLAN 1"- ,-
NOT TOSCALE SCALE=a —1 0
WOOD RAILING POST TO I 2 8"STEEL BALUSTERS
MATCH EXISTING . (MATCH EXISTING)
1-1/2"SQUARE WOOD
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Monroe & Newell VAIL PLAZA HOTEL RESTAURANT BRIDGE MT-E: BRIDGE FRAMING PLAN
Engineers,Inc. VAIL,CO.
P.O.Box 1597 DATE:06/15/10 S6`�
70 Benchmark Road,Suite 204
Avon,Colorado 81620
970 949-7768
avoFAX(970)949-4054 NO.#8194
SCALE:1/4"/F I.
DRAWN BY:AVN
EMAIL. n@monrce-newell.com
NEW L2 I1_2X2 112X11,4 EXISTING 1/4" EDGE NEW L2 I/2X2 I/-2X1/4 EXISTING 1/4" EDGE
DECK SUPPORT ANGLE ANGLE DECK SUPPORT ANGLE ANGLE
NEW 2 1/2" CONCRETE EXISTING STEEL BEAM NEW 2 112" CONCRETE EXISTING STEEL BEAM
SLAB WITH 6X6 W2.XW2.1 WITH H.A.S. SLAB WITH 6X6 W2.XW2.1 WITH H.A.S.
W.W.F. ON .6",24 GAGE W.W.F. ON .6",24 GAGE
METAL DECK EXISTING 4 1/2" CONCRETE METAL DECK EXISTING 4 1/2" CONCRETE
SLAB ON 2" METAL DECK SLAB ON 2" METAL DECK
X�nx 39 31 It=ax x�-x—
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3/16 2" AT 6" ---- ---------------- 3/I6 2" AT 6" a ---------------------
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I 2" I I 1/2" 1/4" X 2" AT 4"
NEW WIOX12 NEW WIOX12 BOTH SIDES
BRIDGE BEAM BRIDGE BEAM
NEW L4X4X3/8 X 6" NEW L4X4X3/8 X 6"
WITH (2)-3/4" (P BOLTS 3/8" X I'-1" X 8" WITH (2)-3/4" -V BOLTS
I/4 SITE IEL END PLATE
3 SIDES & E C T I O I\� 2 WELD TO BOTTOM FLANGE
"`��� e E C T I ON 1 CE TER ON SPAN BEAM SPANM
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2 142"+- 142"
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WITH (2)-3/4" 0 THRU—BOLTS
3/8" X 8" X 8" STEEL
BASE PLATE WITH
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ANCHORS. WELD TO EDGE I i i I NEW 2 I/2" CONCRETE
ANGLE 3/16 i i I i i 3/16 SLAB WITH 6X6 W2.IXW2.1
I 3/16 W.W.F. ON .6",24 GAGE
NEW L2 I/2X2 1/2X I/4 I I I METAL DECK
DECK SUPPORT ANGLE
x—x=x—x X 1 x—x—x�a•r—'s '...
--------------------------------------------------
2579
NEW WIOX12
STEEL BEAM & E C T f O N
F..
1 1/2" = 1'-0"
Monroe & Newell VAIL PLAZA HOTEL RESTAURANT BRIDGE TITLE: BRIDGE FRAMING DETAIIS
Engineers,Inc. VAIL CO. DATE:06/15/10, I 09/13/10 PERMIT REVISION
P.O.Box 1597 S7.0
70 Benchmark Road,Suite 204
Avon,Colorado 81620
FAX(970)949-4054 NO.#8194
SCALE:1 1/2"/FT. DRAWN BY:AVN
EMAM avon@monroe-newell.com
GENERAL NOTES 9. STRUCTURAL STEEL
4.COMPLIANCE WITH REQUIRED INSPECTION PROVISIONS OF THE
I.LIVE LOADS USED IN DESIGN: CONSTRUCTION DOCUMENTS AND THE APPROVED SUBMITTALS SHALL BE A ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 EXCEPT WIDE FLANGE BEAMS G.WATERPROOFING,VAPOR BARRIERS,WATERSTOP,ETC.,SHALL BE AS SHOWN ON THE
VERIFIED.(PERIODICALLY) WHICH SHALL CONFORM TO ASTM 992,(50 KSI)AND EXCEPT PIPE COLUMNS WHICH ARCHITECTURAL DRAWINGS AND AS INDICATED IN THE SPECIFICATIONS.
A.ROOF 80 PSF SHALL CONFORM TO ASTM A53 AND TUBE COLUMNS TO ASTM A500.GRADE B,LATEST
4.FOUNDATIONS EDITIONS.STEEL SUPPLIER MAY PROVIDE ASTM A572,GRADE 50 AT HIS OPTION. H.ALL MASONRY AND STONE VENEERS SHALL BE ATTACHED TO INTERIOR AND EXTERIOR
B.ROOF SLOPE LESS<4:12 100 PSP A.THE ALLOWABLE SOIL BEARING PRESSURE USED IN DESIGN IS 2000 PSP.THE MISCELLANEOUS EMBEDDED ITEMS SHALL BE A36 STEEL. WALLS AS SPECIFIED IN SECTION 1405 OF THE INTERNATIONAL BUILDING CODE.
C.POOL DECK 100 PSF CONTRACTOR SHALL FOLLOW ALL REQUIREMENTS NOTED IN THE SOBS REPORT BY
HIE WORTH PAWLAK GEOTECHNICAL,INC.,JOB NUMBER 110112A,DATED MAY 17, B.ALL STRUCTURAL BOLTS SHALL BE A325N INSTALLED TO A MINIMUM SNUG TIGHT I.ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST FIELD AND
D.PUBLIC SPACES 100 PST 2010.THE SOILS ENGINEER SHALL INSPECT THE FOUNDATION EXCAVATION AND THE CONDITION.ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A307 UNLESS NOTED ARCHITECTURAL DRAWINGS.
INSTALLATION OF FILL.SOILS ENGINEER SHALL VERIFY IN WRITING THE ACTUAL OTHERWISE.
E.IMPORTANCE FACTORS SOILS CAPACITY IS EQUAL TO OR GREATER THAN 2000 PSF. J.CONTRACTOR SHALL ASSUMED.VERIFY ALL ASSUMED EXISTING CONDITIONS.IF CONDITIONS
C.STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE ARE DIFFERENT THAN ASSUMED,NOTIFY ENGINEER.
CATFOORY I
SEISMIC FACTOR IE I B.ALL FOOTING BEARING ELEVATIONS SHOWN ARE ASSUMED.EXACT BEARING LATEST PROVISIONS OF RISC"MANUAL OF STEEL CONSTRUCTION."
SNOW FACTOR IS I ELEVATIONS SHALL BE VERIFIED IN THE FIELD WITH ACTUAL CONDITIONS BY
WIND FACTOR IW I CONTRACTOR WITH APPROVAL OF SOILS ENGINEER AND ALL BOTTOMS OF FOOTINGS D.EXCEPT WHERE DETAILED CMIEUSE,FABRICATOR SHALL SELECT STEEL CONNECTIONS
SHALL BE A MINIMUM OFOV BELOW EXTERIOR GRADE. PER AISC"MANUAL OF STEEL CONSTRUCTION'(ASD),TABLE 11-A AND/OR AISC
"SIMPLE SHEAR CONNECTION MANUAL"WITH A325 N BOLTS(OR WELDED EQUIVALENT)
F.WIND
C.ALL FOOTINGS ARE TO BE PLACED ON FIRM,UN
3 SECOND GUST 90 MPH O
DISTURBED,NATURAL SOIL OR TO SUPPORT LOADS INDICATED ON THE STRUCTURAL DRAWINGS.WHEN LADS ARE NOT
FASTEST MILE 85 MPH PROPERLY COMPACTED BACKE I,APPROVED BY THE SO11S ENGINEER.SOUS ENGINEER SHOWN,SEC AL CONNECTION TO SUPPORT 60%THE TOTAL UNIFORM LOAD CAPACITY PER
R
EXPOSURE B SHALL DETERMINE REQUIRED FILL MATERIAL AND COMPACTION REQUIREMENTS. ALSC"MANUAL OP STEEL CONSTRUCTION"FOR EACH GIVEN BEAM AND SPAN.
G.LIVE LOADS ARE REDUCED PER CODE IF APPLICABLE. D.CONTRACTOR SHALL BAC"KEI.r,EQUALLY ON EACH SIDE OF FOUNDATION WALLS IN E.AIL,WELDERS SHALL HAVE EVIDENCE OF PASSING THE AMERICAN WELDING SOCIETY
VERTICAL LIFTS AS RECOMMENDED IN THE SOILS REPORT.REFER TO SOILS REPORT STANDARD QUALIFICATIONS TESTS AS OUTLINED IN AWS-DI.I.
H.CODE USED IN DESIGN:INTERNATIONAL BUILDING CODE,2009 EDITION. FOR BACKFILL MATERIAL.
P.MIINI114[JM WELDS TO BE PER RISC TABLE 12.4 BUT NOT LESS THAN 3/16"CONTINUOUS
2.DEFERRED SUBMITTAL E.CONTRACTOR TO PROVIDE,AT HIS EXPENSE,FIELD DENSITY TESTS ON COMPACTED FILLET UNLESS NOTED OTHERWISE.
FILL UNDER FOOTINGS.
A.DEFERRED SUBMITTALS PER SECTION 1063.4.1 SHALL BE SUBMITTED TO THE BUILDING G.PROVIDE TEMPORARY BRACING AND PRECAUTIONS NECESSARY TO COMPLY WITH ALL
OFFICIAL AND THE DESIGN PROFESSIONALS AND REVIEWED PRIOR TO INSTALLATION. F.NOTIFY SOILS ENGINEER WHEN EXCAVATION IS COMPLETED SO THAT CONDITIONS MAY STEEL ERECTION STANDARDS AND TO WITHSTAND ALL CONSTRUCTION AND/OR LATERAL
BE INSPECTED PRIOR TO PLACEMENT OF ANY FILL OR CONCRETE. LOADS UNTIL ALL FIELD CONNECTIONS ARE COMPLETED AND PERMANENT LATERAL
B.DEFERRED SUBMITTALS ARE: SYSTEMS AND DECKS ARE IN PLACE.
1.STEEL SHOP DRAWINGS G.FOR SOIL DRAINAGE REQUIREMENNTS REFER TO SOILS REPORT AND CIVIL DRAWINGS.
10.METAL DECK
Z CONCRETE MIX DESIGN
5.SLAB ON GRADE
A.UNLESS NOTED OTHERWISE,DECK SHALL BE SHOP-PAINTED STEEL,SHALL BE OF
3.TESTING,INSPECTIONS AND OBSERVATIONS:
A.THE PREPARATION OF THE SUBGRADE FOR THE SLAB ON GRADE SHALL BE IN STRICT THE TYPE CALLED FOR ON THE FRAMING PLANS AND SHALL BE TWO P
A.THE STRUCTURAL ENGINEER DOES NOT PROVIDE INSPECTIONS OF CONSTRUCTION. ACCORDANCE WITH THE PROJECT SOILS REPORT RF193RE.NCED ABOVE.THE WHERE POSSIBLE SINGLE SPAN DECK CONDITIONS SHALL BE SHORED.DECK SUPPLIER
R
STRUCTURAL.ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF THE CONTRACTOR SHALL DIRECT QUESTIONS REGARDING THE SUBGRADE PREPARATION SHALL VERIFY COMIPATTEnXrY OF HIS DECK FINISH WITH FIRE PROOFING REQUIREMENTS.
CONSTRUCTION;SUCH OBSERVATIONS SHALL NOT REPLACE REQUIRED REQUIREMENTS TO THE GEOTECHNICAL ENGINEER
B.DECKING SHALL BE INSTALLED AND ALL OPENINGS IN DECK CUT AND REINFORCED IN
INSPECTIONS BY THE GOVERNING AUTHORITIES OR SERVE AS"SPECIAL ACCORDANCE WITH MANUFACTURER'S STANDARD DETAILS AND SPECIFICATIONS
INSPECTIONS"AS MAY BE REQUIRED BY CHAPTER 17 OF THE INTERNATIONAL B.MOVEMENT OF THE SLAB ON GRADE MAY CAUSE DAMAGE TO ANYTHING CONNECTED EXCEPT AS NOTED OTHERWISE.
BUILDING CODE. TO BOTH THE SLAB AND OTHER PORTIONS OF THE STRUCTURE.ISOLATION DETAILS
FOR WALLS,PIPING AND OTHER ITEMS MAY BE REQUIRED.REFER TO THE APPROPRIATE C.WELDING REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE ON
B.THE FOLLOWING WORK SHALL BE INSPECTED BY THE SPECIAL INSPECTOR UNLESS DRAWINGS OR CONSULT WITH THE RESPONSIBLE MEMBER OF THE DESIGN TEAM PRIOR
SPECIFICALLY WAIVED BY THE BUILDING OFFICIAL. TO CONNECTING ITEMS TO BOTH THE SLAB ON GRADE AND OTHER PORTIONS OF THE DRAWINGS.
1.ATTACH ROOF DECK TO SUPPORT BEAMS,STEEL JOISTS OR PLATES WITH 518"
1.SOIL PREPARATION STRUCTURE. AT
a.EARTHWORK EXCAVATION,PLACEMENT AND COMPACTION OF FH.I.AND IN-PLACE PUDDLE WELDS JON S WELDS PER SHEET MS ROOF D
DRY DENSITY OF THE COMPACTED FILL FOR CONFORMANCE WITH THE APPROVED 6.CONCRETE 2.LONGITUDINAL JOINTS BETWEEN ADJACENT ROOF DECK UNITS CATIONS P SHALL
BE WELDED PER MANUFACTURER RECOMMENDATIONS AT 3 LOCATIONS PER SPAN.
REPORT.
2.CONCRETE CONSTRUCTION A.ALL DIAMETER PUDDLE WELDS AT 12""ON CENTER-
PERIODIC CONCRETE SHALL BE MADE WITH TYPE I/I1 PORTLAND CEMENT, 3.ATTACH ROOF DECK TO BEAMS PLATES PARALLEL ur.TO DECK WITH
a.PERIODIC INSPECTION OF REINFORCING STEEL,INCLUDING PRESTRESSING STONE AGGREGATE AND SHALL SATISFY THE FOLLOWING REQUIREMENTS:
4.ATTACH FLOOR DECK TO EACH END SUPPORT AT 12 INCHES AND TO EACH
TENDONS AND PLACEMENT. INTERMEDIATE SUPPORT AT SIDE LAPS PLUS ONE INTEMMEDIATE POINT WITH
b.PERIODIC VERIFICATION OF USE OF REQUIRED DESIGN MEJL CONCRETE ITEM FC MIX TYPE MAX W/C RATIO %AIR REQ. 513"DIAMETER PUDDLE WED.PROVIDE WED WASHERS AS REQUIRED.
c.CONTINUOUS INSPECTION AT THE TIME FRESH CONCRETE IS SAMPLED TO STAINLESS STffi.SPA
FABRICATE SPECIMENS FOR STRENGTH TESTS,PERFORM SLUMP AND AIR FOUNDATION WALLS 4000 psi STD -- -- 5.LONGITUDINAL JOINTS BETWEEN ADJACENT FLOOR DECK UNITS SHALL P D
CONTENT TESTS AND DETERMINE THE TEMPERATURE OF THE CONCRETE. SHOTCRETE FOR POOL WAILS FASTENED FASTEN AT EC To PARR SPACING PERT ET DIAMETER PUDDLE
,L CONTINUOUS INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR AND FLOOR 4000 psi STD 0.50 WELDS.FASTEN F[.00R DECK TO PARALLEL I.rzr.AND PERIMETER BEAMS AT 12"ON CENTER
PROPER APPLICATION TECHNIQUES. SLABS ON METAL DECK 4000 Pi STD 0.50 '
6
e.PERIODIC INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE EXTERIOR CONCRETE(+ ) 4500 psi STD 0.45 6%-8% .HEADED ANCHOR STUDS SHALL BE WELDED DIRECTLY TO STEEL BEAMS
THROUGH DECK.
AND TECHNIQUES.
3.STEEL CONSTRUCTION ++MAXIMUM SLUMP SHALL NOT EXCEED 4". 11.LIGHT GAGE FRAMING
a.ALL WELDING SHALL RECEIVE CONTINUOUS SPECIAL INSPECTION
EXCEPT THE FOLLOWING: B.CONTRACTOR SHALL SAWCUT OR TROWE.CUT JOINTS IN SLABS ON GRADE JOINTS
1.WELDING DONE IN AN APPROVED FABRICATOR'S SHOP IN SHALL BE SPACED to FEET AND SAWCUT OR TROWELCUT 1/4 OF SLAB DEEM X 3/16" A-LIGHT-GAGE METAL FRAMING SHALL BE THE SIZE AND GAGE SHOWN ON THE
ACCORDANCE WITH SECTION 1704.3. WIDE WITHIN 12 HOURS AFTER POURING.CARRY ALL SLAB REINFORCEMENT THROUGH DRAWINGS.
b.THE SPECIAL INSPECTOR NEED NOT BE CONTINUOUSLY PRESENT JOINT.
B.FRAMING ROILED FROM STEEL 18 GAGE AND LIGHTER SHALL CONFORM TO ASTM A570,
DURING WELDING OF THE FOLLOWING ITEMS,PROVIDED THE MATERIALS, LATEST EDITION,WITH A MINIMUM YIELD STRESS OF 33,000 PSL
WELDING PROCEDURES AND QUALIFICATIONS OF WELDERS ARE C.SLABS,TOPPING,FOOTINGS,BEAMS AND WALLS SHALL NOT HAVE JOINTS IN A
VERIFIED PRIOR TO THE START OF WORK;PERIODIC INSPECTIONS ARE HORIZONTAL PLANE.ANY STOP IN CONCRETE WORK MUST BE MADE AT THIRD POINT OF
MADE OF WORK IN PROGRESS;AND A VISUAL INSPECTION OF ALL WELDS SPAN WITH VERTICAL BULKHEADS AND HORIZONTAL SHEAR KEYS UNLESS OTHERWISE C.FRAMING ROLLED FROM STEEL 16 GAGE AND STRESS OF HEAVIER SHALL.CONFORM TO ASTM A570,
IS MADE PRIOR TO COMPLETION OR PRIOR TO SHIPMENT OF SHOP SHOWN.ALL CONSTRUCTION JOINTS SHALL BE AS DETAILED OR AS REVIEWED BY THE LATEST EDITION,WITH A MINIMUM YIELD STRESS OP 50,000 PSL
WELDING. ENGINEER- D.ALL WORK SHALL.CONFORM WITH THE RECOGNIZED STANDARDS AND CODES FOR
1.SINGLE PASS FILLET FT WEDS NOT EXCEEDING 5/16"IN SIZE. LIGHT GAGE METAL FRAMING.
2.FLOOR AND ROOF DECK WELDING. D.ALL CONCRETE WORK AND REINFORCEMENT DETAILING SHALL BE IN ACCORDANCE
3.WELDED SHEET STEEL.FOR COLD FORME)STEEL FRAMING WITH ACT BUILDING CODE 318 LATEST EDITION.UNLESS NOTED OTHERWISE.USE
MEMBERS SUCH AS STUDS AND JOISTS. STANDARD HOOKS FOR DOWELS UNLESS NOTE)OTHERWISE.ALL EXPOSED EDGES OF 12.NON-SHRINK GROUT
4.WELDING OF STAIRS AND RAILING SYSTEMS. CONCRETE WORK SHALL HAVE 3/4 INCH CHAMFER.
A.NON-SHRINK GROUT SHALL BE PROVIDED:
c.VERIFY WELD FILLER.ER MATERIALS CONFORM TO AWS SPECIFICATIONS
AND MANUFACTURER'S CERTIFICATE OF COMPLIANCE IS REQUIRED. 7.REINFORCEMENT 1.BETWEEN COLUMN BASES AND CONCRETE SUPPORTS.
2.BETWEEN BEAM BEARING PLATES AND CONCRETE SUPPORTS.
d.PERIODIC INSPECTION OF THE STEEL FRAME TO VERIFY COMPLIANCE 3.GROUT SHALL BE COMPLETE AND HAVE A MINIMUM COMPRESSIVE STRENGTH
M
WITH THE DETAILS SHOWN ON THE APPROVED CONSTRUCTION DOCUMENTS SUCH A.ALL REINFORCING SHALL.BE HIGH-STRENGTH DEFORMED BARS CONFORMING TO ASTM OP 6000 PSI PRIOR TO ADDING BUILDING LOADS ABOVE.
AS BRACING,STIFFENING,MEMBER LOCATIONS AND PROPER APPLICATION OF A615,GRADE 60 EXCEPT TIES,STIRRUPS AND PLATE ANCHORS WHICH SHALL BE
JOINT DETAILS AT EACH CONNECTION. DEFORMED BARS,ASTM DESIGNATION A615,GRADE 40 OR ASTM A706 GRADE CA.
e.VERIFY STRUCTURAL STEEL MATERIAL CONFORMS TO ASTM STANDARDS 13.NON-STRUCTURAL EI.E1ffiNTS
SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS AND B.WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 GRADE 65 AND SHALL BE A ELEMENTS SUCH AS NON-BEARING PARTITIONS,ETC.ATTACHED TO AND/OR
MANUFACTURER'S CERTIFIED MILL TEST REPORTS. LAPPED ONE FULL MESH AT SIDE AND END SPLICES AND WIRED TOGETHER
SUPPORTED BY THE STRUCTURE SHALL TAKE INTO ACCOUNT DEFLECTIONS AND
L PERIODIC VERIFICATION OF HIGH STRENGTH BOLTS,NUTS AND WASHERS
FOR CONFORMANCE TO ASTM STANDARDS SPECIFIED IN THE APPROVED C.REINFORCEMENT PROTECTION UNLESS NOTED OTHERWISE: OTHER STRUCTURAL MOVEMENTS.
CONSTRUCTION DOCUMENTS ENTS AND MANUFACTURER'S CERTIFICATE OF 1.CONCRETE POURED AGAINST EARTH 3"
COMPLIANCE 2.CONCRETE POURED IN FORMS(EXPOSED TO WEATHER OR EARTH)2'• B.FIRE PROTECTION FOR ALL STRUCTURAL PARTS SHALL BE PROVIDED AND SHALL MEET
g.CONTINUOUS INSPECTION OF SL ENCRITICAL CONNECTION WITH HIGH 3.SHOTCRETE FOR POOL(INCLUDING TEE BARS) ALL CODE URAL REQUIREMENTS WIN FOR THE TYPE OF CONSTRUCTION SPECIFIED O THE
STRENGTH BOLTS.PERIODIC INSPECTION OF BEARING TYPE 4.SLABS AND WALLS(NOT EXPOSED TO WEATHER) 3/4" ARCHITECTURAL DRAWINGS.STRUCTURAL STEEL MEMBERS SHALL BE CONSIDERED
UNRESTRAINED UNLESS NOTED OTHERWISE.
CONNECTORS WITH HIGH STRENGTH BOLTS.
1.WHILE THE WORK IS IN PROGRESS,THE SPECIAL INSPECTOR SHALL D.REINFORCEMENT PLACEMENT AND TOLERANCES SHALL.BE IN ACCORDANCE WITH 14.GENERAL
DETERMINE THAT THE REQUIREMENTS FOR BOLTS,NUTS,WASHERS AND SECTIONS 7.5,7.6 AND 7.7 OF ACT 318,LATEST EDITION. - //'''' h
PAINT,BOLTED PARTS AND INSTALLATION AND TIGHTENING IN SUCH A.ENGINEER'S ACCEPTANCE MUST BE SECURED FOR AIL STRUCTURAL SUBSTITUTION& no
STANDARDS ARE MET.FOR JOINTS RIQUIRED TO BE TIGHTENED ONLY E.NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAILED OR V
TO THE SNUG-TIGHT CONDITION,THE SPECIAL INSPECTOR NEED ONLY AUTHORIZED BY THE STRUCTURAL ENGINEER.LAP SPLICES,WHERE PERMITTED,SHALL B VERIFY Al L OPENINGS THROUGH FLOORS,ROOF AND WAILS WITH MECHANICAL AND
VERIFY THAT THE CONNECTED MATERIALS HAVE BEESN DRAWN TOGETHER BE A MINIMUM OF 48 BAR DIAMETERS FOR#6 BARS AND SMALLER UNLESS NOTED
AND PROPERLY SNUGGED. OTHERWISE.MAKE ALL BARS CONIII ELECTRICAL CONTRACTORS.VERIFICATION OF LOCATIONS,SIZES,LINTELS AND ••��S• S ••,'��
RJOUS AROUND CORNERS. REQUIRED CONNECTIONS ARE CONTRACTOR'S COMPLETE RESPONSIBILITY.
4.MASONRY CONSTRUCTION
e.THE MINIMUM SPECIAL INSPECTION PROGRAM FOR MASONRY IN F.PLACE TWO 05(PER L THICKNESS)WITH 2'-0"PROJECTION AROUND ALL OPENINGS IN ELECTRICAL
C.PRIOR TO INSTALLATION OF MECHANICAL AND EQUIPMENT OR OTHER .T V
ESSENTIAL FACILITIES SHALL BE AS FOLLOWS: CONCRETE WALLS,SLABS,AND BEAMS.ALSO PROVIDE TWO#S X 4'-0"DIAGONALLY AT
1.FROM THE BEGINNING OF MASONRY CONSTRUCTION,THE FOLLOWING SHALL EACH CORNER. ITEMS TO BE ATTACHED TO THE OBTAINED.UNLESS ENGINEER'S APPROVAL OF CONNECTIONS L
AND SUPPORTS SHALL BE OBTAINED.UNLESS SPECIFICALLY DETAILED ON
BE VERIFIED TO ENSURE COMPLIANCE' ARCHITECTURAL AND STRUCTURAL DRAWINGS,RESPECTIVE SUBCONTRACTOR
a.PROPORTIONS OF SITE-PREPARED MORTAR,GROUT AND PRESTRESSING 8.MASONRY SHALL FURNISH ALL HANGERS,CONNECTIONS,ETC.,REQUIRED FOR INSTALLATION OF
GROUT FOR BONDED TENDONS. (PERIODICALLY) HIS ITEMS.
b.PLACEMENT OF MASONRY UNIT'S AND CONSTRUCTION OF MORTAR A.ALL MASONRY CONSTRUCTION REQUIRES SPECIAL INSPECTIONS PER CHAPTER 17 OF
JOINTS.(PERIODICALLY) THE INTERNATIONAL BUILDING CODE D.PROVIDE ALL EMBEDDED ITEMS IN STRUCTURE AS NOTED ON ARCHITECTURAL,
c.GROUT SPACE PRIOR TO GROUTING.(CONTINUOUSLY) MECHANICAL,EuI.EC ICAL AND STRUCTURAL DRAWINGS.MISCEII ANEIIUS EMBEDDED
d.PLACEMENT OF GROUT.(CONTINUOUSLY) B.CONCRETE BLOCK UNITS SHALL CONFORM TO ASTM C90,GRADE N.BRICK SHALL I'R +
2.THE INSPECTION PROGRAM SHALL VERIFFY: FULFILL.ASTM C62,0216 OR C652.MORTAR SHALL BE ASTM C270 TYPE S OR M. ITEMS AND ANCHOR BOLTS SHALT.BE FURNISHED BY STEEL SUPPI-TER AND INSTAr I.En �
a.SIZE AND LOCATION OF STRUCTURAL ELEMENTS.(PERIODICALLY) BY CONCRETE CONTRACTOR.STEEL SHALL FULFILL ASTM A36.
b.SPECIFIED SIZE,GRADE AND TYPE OF REINFORCEMENT.(PERIODICALLY) C.MASONRY SHALL CONSIST OF CONCRETE BLOCK WITH A MINIMUM COMPRESSIVE E.PROVIDE ASPHALTIC MASTIC-COATING ON ALL STEEL.AND WOOD EXPOSED TO EARTH.
c.PROTECTION OF MASONRY DURING COLD WEATHER(TEMPERATURE BELOW STRENGTH OF Fm OF 1500 PSI BASED ON GROSS AREA.
40 DEGREES F)OR HOT WEATHER(TEMPERATURE ABOVE 90 DEGREES
IF).(PERIODICALLY) D.ALL CMU WALLS REQUIRE A MINIMUM OF 2-#5 IN BOND BEAM AT TOP. F.SUBMIT SHOP AND ERECTION DRAWINGS TO ENGINEER FOR REVIEW OF ALL STRUCTURAL
STEEL AND METAL DECK.THE MANUFACTURING OR FABRICATION OF ANY ITEMS PRIOR
3.PREPARATION OF ANY REQUIRED GROUT SPECIMENS,MORTAR SPECIMENS
AND/OR PRISMS SHALL BE OBSERVED.(CONTINUOUSLY) E.FILL ALL VOIDS AND BLOCK CELLS SOLIDLY WITH ASTM 0476 GROUT. CCOO TRAC O REVIEW SHOP DRAWINGS WILL BE ENTIRELY AT THE RISK OF THE
Monroe & Newell VAIL PLAZA HOTEL RESTAURANT BRIDGE TITLE: BRIDGE FRAM41NG DETAILS
Engineers,Inc. VAM,CO. DATE:06/15/10
P.O.Box 1597 8.0
70 Benchmark Road,Suite 204
Avon,Colorado 81620
FAX(97 j 949-4054 NO.#8194
SCALE:1 1/2"/Fr. DRAWN BY:AVN
EMAIL avon@a monroe0-newell.com
,A
December 9, 2010
Subject: Summary of Structural Steel Observations,
Vail Plaza Hotel Improvements,Vail, Colorado
Job Number: 10-6596
TOV Permit Number: B 10 0249
Vail Plaza Hotel
16 Vail Road
Vail, Colorado 81657
Attn: Mr. Scott Parks,
This letter summarizes the special inspections GROUND Engineering Consultants, Inc. (GROUND)
performed during the construction of the Atrium Bridge at the Vail Plaza Hotel, located In Vail,
Colorado. The observations were performed at times scheduled by the Client, Contractor and/or
Subcontractors.
The structural steel welded and/or bolted connections for the Atrium Bridge were observed during
construction by a certified welding inspector(CWI). These observations were completed on October 15
& 18, 2010 as scheduled by the Client, Contractor or Subcontractor. Based on our observations on this
date and the documentation received from the Contractor, it is our opinion that the materials tested
and/or observed for the structural steel addition were in general accordance with project plans,
i as
specifications,or applicable RFI's.
The observations and materials testing as indicated above were performed periodically to provide data
to the Owner, Contractor and Subcontractors to assist them in evaluating the general compliance of
the tested materials and/or work with the contract documents at the times of our observation and
testing.We did not supervise, direct or have any control over any of the Contractor's or Subcontractor's
work. We were not responsible for the Contractor's or Subcontractor's scheduling of our services,
means, methods, procedures, techniques, or sequences of construction, nor responsible for ensuring
that any Contractor or Subcontractor performed or completed the work In accordance with the contract
documents or construction industry standards.
If you have any questions concerning this letter, please contact our office.
ate°aEa��F
Sincerely, • .fl
GROUND Engineering Consultants, Inc. a
Evan E. Ku n Reviewed by Michael K Wariner, P.E.
ROUND
ENGINEERING CONSULTRNTS. INC.
101A Alrpark Dr., Unit 9,PO Box 464,Gypsum,CO 81637 Phone(970)524-0720 Fax(970)524-0721 www.groundong.com
Office Locations: Englewood Commerce City Loveland Granby Gypsum
TOWN OF*VAIL
FINAL REPORT OF SPECIAL INSPECTIONS
Project: Vail Plaza Hotel Improvements Permit Number. B 10 0249
Project Location: 16 Vail Road; Atrium Bridge
Owner Vail Plaza Fotel
Address 16 Vail Road City: Vail Zip: 81657
Design Professional In Charge:GROUND Engr Consultants, Inc. (Special Inspectors)
Address:PO Box 464; 101A Airpar{ Drive #9
City: Gypsum State: CO Zip: 81637 Phone: 970-524-0720
Fax: 970-524-0721 E-mail: Ni:ceWWGroundenq.com
To the best of my information, knowledge, and belief, the special inspections and/or testing required for
this project, have been completed in accordance with the contract documents.
Interim reports submitted prior to this Final Report of Special Inspections form a basis for, and are to be
considered an integral part of this final report. Any discrepancies that were noted in all interim reports
have been corrected.
Prepar by: r _ApAEQ/�,j.
ype cr Print Name
Signature
1 -7 klh�
u1
Date
Preparer's Seal and Signature Required
SEBASTIAN HOTEL - PROJECT INSPECTION SCHEDULE
FRONT VESTIBULE faLo
1211412010 RESTROOMS �k-SV 'v4�2 2/15/2010
Submit Ground Eng-Special Insp 12/10/2010 Mechanical Rough 12/13/2010
Framing Inspection 12/13/2010 Complete Fan duct install 12/13/2010
Open up 4 areas 12/13/2010 Mechanical Final 12/14/2010
Get Electrical Rough/Final 12/7/2010 Electrical Final 12/14/2010
Receive Planning/DRB Final 12/6/2010 Plumbing Final 12/14/2010
Bldg Final 12/14/2010 Fire Protection Needed? 12/10/2010
Fire Alarm Final 12/13/2010
FIREPLACE 03162 12/9/2010 Bldg Final 12/15/2010
Submit Ground Eng Report 12/10/2010 ,�Sw-0�(d
Elec Final 12/14/2010 SKI VALET BRIDGE Pr 12/14/2010
Plumb Final 1211012010 Submit Ground Eng Special Insp 12/10/2010
Bldg Final 12/9/2010 Planning/DRB Inspection 12/15/2010
Fire Final 12/16/2010
LIBRARY 03 b( 12/15/2010 Bldg Final 12/14/2010
Electrical Final 12/2/2010 ( �Q -DYi (
Sprinkler Final 12/8/2010 REAR VESTIBULE 12/17/2010
Fire Alarm Final 12/14/2010 Install Doors 12/9/2010
Change Atrium Heats to Smokes 12/15/2010 Tie doors into FA Panel
Bldg Final 12/15/2010 Insulation Inspection 12/14/2010
Sheetrock Inspection 12/15/2010
FROST BAR 12/17/2010 Special Inspection 12/14/2010
Submit Ground Eng Report 12/10/2010 Planning/DRB Inspection 12/16/2010
Sheetrock Inspection 12/13/2010 Electrical Final 12/14/2010
Complete ALL fire stopping 12/10/2010 Mechanical Final 12/14/2010
Mechanical Final 12/14/2010 FA Final 12/15/2010
Electrical Final 12/16/2010 Sprinkler Final 12/15/2010
Plumbing Final 12/14/2010 Bldg Final 12/17/2010
Sprinkler Final 12/14/2010
Fire Alarm Final 12/15/2010 BLOCK 16 f(&�-
(U 12/17/2010
Change Heats to smokes 12/15/2010 Framing Inspection 12/8/2010
Smoke Control Final 12/16/2010 Wine Tower Submittal 12/10/2010
Bldg Final 12/17/2010 Mech Rough/Final 12/16/2010
Electrical Final 12/16/2010
SMOKE CONTROL PR-5 i0 _ 6`-� 12/16/2010 Plumbing Rough 12/13/2010
Atrium Curtain Doors Tied into FA Pi 12/10/2010 Plumbing Final 12/15/2010
Rear Vestibule Doors installed 12/13/2010 Sprinkler Final 12/15/2010
RV Doors tied into FA Panel 12/14/2010 Fire Alarm Final 12/15/2010
Change Heats to Smokes 12/10/2010 Bldg Final 12/17/2010
Internal Testing 12/14/2010
TOV Test 12/16/2010 BLACK TIE 1)FS
Bldg Permt Submit 12/10/2010
Elec Final
Bldg Final
rev 1
addresc PO Box io61
Avon, CO 8162o
� phone 970.331.1732
0 TRANSMITTAL email info@gouldingadvisors.com
web www.gouldingadvisors.com
A D V 1 5 0 R
PROJECT: S i=.G�l�� � �� PROJECT NO.
REFERENCE NO:
DATE:
TO: j O (�C>�L�=,cJ(� CGS IF ENCLOSURES ARE NOT AS NOTED,
PLEASE INFORM US IMMEDIATELY.
ATTN:
IF CHECKED BELOW,PLEASE:
( )ACKNOWLEDGE RECEIPT OF ENCLOSURES
( )RETURN ENCLOSURES TO US.
WE TRANSMIT:
X HEREWITH ( ) IN ACCORDANCE WITH YOUR REQUEST ( ) UNDER SEPARATE COVER VIA
FOR YOUR:
APPROVAL ( ) DISTRIBUTION TO PARTIES ( ) INFORMATION
( ) REVIEW&COMMENT RECORDS
USE ( )
THE FOLLOWING:
( ) DRAWINGS ( ) SHOP DRAWING PRINTS ( ) PRODUCT INFO
( ) SPECIFICATIONS ( ) SHOP DRAWING REPRODUCTIONS ( ) SAMPLES
( ) CHANGE ORDER 44 SpCC��LSP�� �dNS
COPIES DATE REV.NO. DESCRIPTION ACTION CODE
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REMARKS:
COPIES TO: WITH ENCLOSURE(S) D v
Master File ( ) DEC BY:Todd Goulding O DE 1 Q 2010
Goulding Development Advisors
TOWN OF VAIL
M n �]
DO C O LJ `--� IE December 9, 2010
DEC 10 t I Subject: Summary of Structural Steel Observations,
TOWN OF VAIL Vail Plaza Hotel Improvements, Vail, Colorado
Job Number: 10-6596
TOV Permit Number: B 10 0249
Vail Plaza Hotel
16 Vail Road
Vail, Colorado 81657
Attn: Mr. Scott Parks,
This letter summarizes the special inspections GROUND Engineering Consultants, Inc. (GROUND)
performed during the construction of the Atrium Bridge at the Vail Plaza Hotel, located in Vail,
Colorado. The observations were performed at times scheduled by the Client, Contractor and/or
Subcontractors.
The structural steel welded and/or bolted connections for the Atrium Bridge were observed during
construction by a certified welding inspector(CWI). These observations were completed on October 15
& 18, 2010 as scheduled by the Client, Contractor or Subcontractor. Based on our observations on this
date and the documentation received from the Contractor, it is our opinion that the materials tested
and/or observed for the structural steel addition were in general accordance with project plans,
specifications, or applicable RFI's.
The observations and materials testing as indicated above were performed periodically to provide data
to the Owner, Contractor and Subcontractors to assist them in evaluating the general compliance of
the tested materials and/or work with the contract documents at the times of our observation and
testing. We did not supervise, direct or have any control over any of the Contractor's or Subcontractor's
work. We were not responsible for the Contractor's or Subcontractor's scheduling of our services,
means, methods, procedures, techniques, or sequences of construction, nor responsible for ensuring
that any Contractor or Subcontractor performed or completed the work in accordance with the contract
documents or construction industry standards.
If you have any questions concerning this letter, please contact our office.
PPpO REG�ST
Sincerely, •'•t�,9
GROUND Engineering Consultants, Inc.
�v
Evan E. Ku Vn Reviewed by Michael K. Wariner, P.E.
ROU�t�
ENGINEERING CONS ULTRNTS, INC,
101AAirpark Dr., Unit 9, PO Box 464, Gypsum, CO 81637 Phone(970)524-0720 Fax(970) 524-0721 www.groundeng.com
Office Locations: Englewood Commerce City Loveland Granby Gypsum
ro - o�� r
1-2-01-2010 Inspection Request Re forting Page 9
:19 am Vail, CO - City 0
Requested Inspect Date: Wednesda i,December 01,2010
Site Address: 16 VAIL RD PAIL
NEW PED BRIDGE LOCATED IN REAR ATRIUM
A/P/D Information
Activity: B10-0249 Type: A-COMM Sub Type: ACOM Status: ISSUED
Const T y 1: Occupancy: Use: IB Insp Area:
Owr: FERRUCO VAIL VENTURES LLC
Contractor: FERRUCO VAIL VENTURES, LLC Phone: 970-477-8110
Description: REAR ATRIUM PEDESTRIAN BRIDGE (INTERIOR)
Requested Inspection(s)
Item: 90 BLDG-Final Requested Time: 01:00 PM
Requestor: FERRUCO VAIL VENTURES, LLC Phone: 970-477-8110 -or- 970-477-
Comments: 970-819-9002
8000
Assigned To: CGUNION Entered By: JMONDRAGON K
Action: Time Exp:
Inspection History
Item: 410 Special Inspect-progress rept
Item: 30 BLDG-Framing
Item: 50 BLDG-Insulation
Item: 60 BLDG-Sheetrock Nail **Approved**
10/22/10 Inspector: JRM Action: PI PARTIAL INSPECTION
Comment: APPROVED DBL LAYER ON STEEL BEAMS
11/04/10 Inspector: Martin Action: PI PARTIAL INSPECTION
Comment: Fire topping at structural members
11/05/10 Inspector: Martin Action: AP APPROVED
Comment:
Item: 70 BLDG-Misc.
Item: 420 Special Inspect-final rept
Item: 90 BLDG-Final
REPT131 Run Id: 12215