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NOTE -
ORIGINAL FOOTING WAS UNDERSIZED FOR LOADS
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NOTE -
ORIGINAL FOOTING WAS UNDERSIZED FOR LOADS
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IMPOSED. SEE VARIOUS CRACKS IN THE EXISTING
MASONRY PIER CAUSED BY DIFFERENTIAL SETTLEMENT.
PROPOSED LOFT LEVEL ADDS ADDITIONAL LOAD TO
EXISTING UNDERSIZED FOOTING, THEREFORE THE
EXISTING
COMPACTION GROUT PROCESS IS REQUIRED TO
FOUNDATION TO
INCREASE THE ALLOWABLE SOIILS BEARING CAPACITY
REMAIN
FROM 3000 PSF TO 9000 PSF. SINCE CONSTRUCTION
COMPACTION GROUT PROCESS WILL "CAPTURE"
FOOTING IN EXISTING LOCATION, GROUT CONTRACTOR
IS ENCOURAGED TO ATTEMPT TO RETURN CONCRETE
AND MASONRY PIER TO ORIGINAL POSITION.
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AUG 13 2012
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R I ED FOR CODE
C(I ;' �IANCE
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EDGE OF FUTURE EXISTING 4'-0"
ELEVATOR EQUIPMENT FOUNDATION
ROOM AND HALLWAY TO REMAIN
1 . $.. PER SNO -HOP
DRAWINGS DATED
I 11 -16 -09
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EXISTING
FOOTING AND
PIER TO REMAIN
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EXISTING S7
FOOTING AND
PIER TO REMAIN
FOUNDATION PLAN
O DENOTES FOOTING TYPE AND SIZE ON 1/4" = 1' -0"
ORIGINAL STRUCTURAL DRAWINGS.
DENOTES DRILLED CASING TO 20'
DEPTH FOR COMPACTION GROUTING
OF EXISTING SOILS.
EDGE OF FUTURE
ELEVATOR PIT &
SHAFT PER SNO -HOP K
DRAWINGS DATED
11 -16 -09 , S7
FREESTANDING
ELEVATOR PIT &
NORTH SHAFT OPTION PER <'
SNO -HOP DRAWINGS — — I O
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TOP OF EXISTING PLYWOOD
101' -2"
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}REVIEWED FOR CODE
COMPLIANCE
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FIELD COORDINATE
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EXISTING MASONRY
LINTEL TO REMAIN
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2 x 10 @ 16" o.c.
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FOURTH LEVEL FRAMING
GENERAL NOTE: EXISTING FOOTINGS HAVE CAPACITY FOR 1/4 = 1 -
CURRENT SNOW LOADS AND 4 ADDITIONAL POINT LOADS
AT THE BEAM POCKETS.
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WALLS TO BE REMOVED
WALLS TO BE ADDED
WALLS TO REMAIN
10 — 3/4" D IA. x 3"
LAG BOLTS INTO
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THRU 3 — LVL 1/4" BENT PLATE
2 " 16" TALL w/ 5" AND
7" LEGS
H DETAIL H
2 3/4" = 1' -0"
PROVIDE 2 - 3/4" DIA. EPDXY ANCHORS
@ 24" o.c. (8 TOTAL) THRU 2 - LVL 1 3/4
x 18 FULL LENGTH INTO GROUTED
CELLS (2 BEAMS; EACH END OF LOFT)
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PROVIDE 2 - 3/4" DIA.
EPDXY ANCHORS
INTO GROUTED CELLS
AT END OF LEDGER
BOTH ENDS TYPICAL
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REV. S2 FIELD VERIFY
GROUTED CELLS- -
TYPICAL own of Vail
REVIEWED FOR G
COMPLIANCE
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S2
LOFT LEVEL FRAMING Date: �
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1/4" = 1' -011 Cod
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RAFTERS TO
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CONT. "2X" w/ 5/8" DIA. M.B
@ 24" o.c. STAGGERED
BOTH SIDES OF WEB
1/8"
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3 SIDES
3/16"
�— -- 1/2" WEB STIFFNER
BOTH SIDES OF WEB
TS 10x2x1 /4 PER PLAN w/ 1/4" END CAP
w/ 5/8" DIA. EPDXY ANCHORS @ 24" o.c.
INTO GROUTED CELLS (GROUT 2 CELLS
IF FIRST CELL IS LESS THAN 4" THICK)
PROVIDE ACCESS HOLE AS REQ'D TO
TIGHTEN ANCHOR
S5
DETAIL C
S4 1 1/2" = 1' -0"
V_n.'
EXISTING 12"
MASONRY WALL
TO REMAIN
GROUT AS
REQ'D
TS 10x2x1 /4 or TS
10x3x1 /4 PER PLAN w/
5/8" DIA. EPDXY
ANCHORS @ 24" o.c.
INTO GROUTED CELLS
ROUND HOLES AS
REQ'D TO INSTALL
AND TIGHTEN
ANCHOR
MC 10x8.4 w/ 5/8" DIA.
EPDXY ANCHORS @
24" o.c. INTO
GROUTED CELLS
BASE PLATE 1/2" x 7"
x 0 -10 1/2" w/1/2" DIA.
EPDXY ANCHOR INTO
GROUTED CELLS
NON - SHRINK
EPDXY AS REQ'D.
S
B DETAIL B
S4 3/4" = 1' -0"
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of Vaid
REVIEWED FOR CODE
COMPLIANCE
Date.:_ P- :ta
By:
Code: a_
— --yl I
OPENING PER
ARCH'LS.
CONT. TS 10x2x1/4 or TS
10x3x1/4 PER PLAN w/ 5/8"
DIA. EPDXY ANCHORS @ 24"
o.c. - ACCESS HOLES THRU
BOTTOM FACE AS REQ'D TO
TIGHTEN ANCHOR
MC 10x8.4 PER PLAN w/
5/8" DIA. EPDXY
ANCHORS @ 24" ox. INTO
GROUTED MASONRY
1/2" BASE PLATE w 1/2"
DIA. EPDXY ANCHORS
INTO GROUTED
MASONRY
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STRUCTURAL SPECIFICATIONS
1)
2)
3)
4)
5)
Foundation design based upon soils bearing capacity of 3000 psf shown on
original structural drawings.
All lumber shall be Doug -Fir #2 S4S or better, all wolmanized lumber shall be
Hem -Fir #2 S4S or better (all lumber within 18" of finish grade or in contact with
concrete must be wolmanized). Provide solid blocking at 8' -0" on center in all
diaphragms.
Structural steel shall be ASTM A36 or better except Wide flanges shall be A992
or better, pipe columns (noted on plans as pipe, in manual as HSS round) which
shall conform to ASTM A500, Grade B (Fy - -42 ksi) or better, tube steel columns
(noted on plans as TS, in manual as HSS rectangular or square) which shall be
A500 Grade B (Fy - -46 ksi) or better, anchor bolts and bolts shall be A307 or bet-
ter. All structural steel is to be detailed, fabricated, painted and erected in accor-
dance with AISC STEEL CONSTRUCTION MANUAL, 2005 and CODE OF
STANDARD PRACTICE. All welding to be performed by a certified welder and
conform to AISC and AWS STRUCTURAL WELDING CODE, 2000, all elec-
trodes to be EE -70XX . Grout beneath all base plates and beam bearing plates
shall be non - shrink epoxy with minimum 28 day compressive strength of 5000
psi. All Epoxy Anchors to be installed according to manufacturer's specifications
and details.
Versalams (2.OE) are as manufactured by BOISE CASCADE CORPORATION,
see shop drawings and manufacturers standard details. All built -up Versalam
beams must be glued with PL400 and nailed with 2 rows of 16d spikes @ 9" oc.
Versalams deeper than 11 7/8" must be bolted together with 2 rows of 5/8" di-
ameter bolts spaced @ 48" oc staggered. Metal X- bracing required at 8' -0" oc in
all diaphragms. All alternates to be reviewed and approved by the engineer.
Sheath floors with 3/4" T and G plywood with minimum span rating of 40/20 or
better and glue with PL400. Nail plywood with 1 @ 6" oc to all joists, field
coordinate screw option.
EXISTING MASONRY
TO REMAIN
6) Live loads used for design-
- Roof -100 psf snow.
-Floor (new) -50 psf residential.
(existing) -40 psf residential.
- Deck -100 psf.
- Wind -90 mph (3 second gust), Exposure B.
- Earthquake -Zone C -IBC.
7) All construction must comply with the 2009 International Building Code as
adopted by the Town of Vail Building Department and the "General Conditions of
the Contract for Construction" (AIA Document A201). All construction must be
completed within the tolerances described in the "Residential Construction Per-
formance Guidelines" as prepared by the NATIONAL ASSOCIATION OF
HOME BUILDERS.
8) Construct walls as follows-
- Interior -2x4 @ 16" oc, unless noted otherwise.
9) All beams, joists, and rafters are to bear upon walls or beams, or be hung with
SA4PSON Strong -Tie hangers or approve equals.
10) All structural members are shown in their final positions properly braced and sup-
ported; during construction it may be necessary to temporarily shore portions of
the structure while other portions are being constructed. Contact the engineer for
consultation as required.
11) General Contractor is responsible for all non - specified connections, contact engi-
neer for details as required. The engineer is to approve all structural substitutions.
12) General Contractor is to coordinate all diaphragm penetrations (i.e., chimneys,
plumbing, sewers, etc.) through floors, walls, roofs and foundation walls with ap-
propriate sub - contractors. General Contractor is responsible for the means, meth-
ods, techniques, sequences, procedures, workmanship, seasonal scheduling and
job -site safety associated with this project. The General Contractor is to verify all
dimensions and elevations with the architectural drawings. Notify engineer of all
101_
`17 qv
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EXISTING
=� FRAMING TO
REMAIN
CONT. "2X" PLATE
- = w/ 1/2" DIA. M.B.
@ 36" o.c.
- T
TYP.
1/4"
1/2" PLATE AND / I
STIFFNER PLATE -
3/4" DIA. EPDXY
ANCHORS \
09
ID
1/2" PLATE AND
STIFFNER PLATE
..i o'.,v r', mall
3 SIDES EWE
1/2" PL AMPLIAN'
I Date:
1/2" BASE C 9x20 PER PLAN B
PLATE PER BOLTED TO EXISTING y�
PLAN MASONRY
conflicts and omissions between various elements of the working drawings and
the existing conditions prior to commencing with that portion of the project.
General Contractor is to inspect remodel projects and verify prior use and proper
disposal of existing materials (i.e., asbestos, etc.) as required by code. Identity of
all existing hidden structural members based upon plans by FITZHUGH SCOTT -
ARCHITECT dated 7 May 1965.
13) All materials exposed to exterior and or moisture conditions shall be treated for
these conditions (i.e., chemical treatment, staining, painting, damproofing, mem-
branes, flashing, etc.) as required by code. All materials to be treated or protected
for fire resistance as required by code.
14) Furnish one set of shop and erection drawings for structural steel (if completed) to
the engineer for review and approval, prior to fabrication, when shop drawings are
prepared by the appropriate subcontractor.
15) Special inspection to be completed by building official approved inspection
agency for structural steel construction if required by the building official. In-
spection reports to be prepared in accordance with IBC Chapter 17 on approved
forms, verifying compliance with construction documents and be submitted to the
building official for review and approval, copying the owner, general contractor
and engineer. Coordinate inspections with general contractor so that special in-
s ections can be periodic rather h conti ous
16) "Compaction Grouting of Column" to be installed as described in report by
HAYWARD -BAKER dated May 25, 2012. Compaction grout points as shown
on plans are approximate and should be adjusted to avoid damaging paver system,
utilities and existing foundation perimeter drainage system as required. Purpose
of compaction grouting is to increase maximum soils bearing capacity from 3000
psf to 9000 psf beneath existing footing pad and pier.
A
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EXISTING MASONRY
PIER TO REMAIN -
FIELD VERIFY
COMPLETE GROUT.
EXISTING
CONCRETE
FOOTING AND
PIER TO REMAIN
67' - 6"
FUTURE HALL T7
SLAB
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EXISTING MASONRY
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EXISTING FRAMING
TO REMAIN
EXISTING
FOUNDATION TO
REMAIN
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FUTURE ELEVATOR
PIT AND SHAFT 67,_6„
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4 COMPACTION GROUT
POINTS AROUND EXISTING
PIER - COORDINATE
POINTS TO MISS EXISTING
HEATING, UTILITES AND
FOUNDATION DRAINAGE
SYSTEMS.
� SECTION L
S7
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FIF °VIE.WED FOR CODE
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Code IER TO REMAIN -
FIELD VERIFY
COMPLETE GROUT
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EXISTING PAVER SYSTEM
TO REMAIN - ALL DISPLACED
AND DAMAGED ITEMS TO BE
REPAIRED TO ORIGINAL
CONDITION.
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