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CONCRETE PILASTER W/
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CONCRETE PILASTER W/
#4 VERT. AT 12" MAX. &
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DRILL AND EPDXY DOWEL ALL
BARS INTO FOOTING AND WALL.
4'-6" SQUARE x 12" THICK FOOTING W/
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FRAMING/ FOUNDATION PLAN
SCALE: 1 /4" = 1'-0"
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APPROVED
SUBJECT TO NOTED
INCEPTIONS & INSPECTIONS
GARFIELD COUNTY
DEPARTMENT
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SHORING PLAN
SCALE: 1 /4-" = 1'-0"
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DENOTES BEARING WALL BELOW
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Project
Number: 0935
Date:
8-11-2009
Drawn By:
EPK
Checked By:
JP
Scale:
S.1
11/6/2008 5:09:24 PM
STRUCTURAL GENERAL NOTES & SPECIFICATIONS
DESIGN DATA:
A.
B.
DESIGN LIVE LOADS
1. Basic Roof Snow
2. Residential Floors
3. Decks
DESIGN CODES
International Building Code, (IBC), 2003 for Special Inspection
American Concrete Institute Building Code (ACI 318-99)
American Institute of Steel Construction, Manual of Steel Construction (AISC 9th Edition)
American institute of Timber Construction, Timber Construction Manual (AITC 5th Edition)
National Design Specifications for Wood Construction (NDS 2001)
City Market; Battlement Mesa
40 PSF
40 PSF
n/a
4. Garage 50 PSF
5. Wind 90 mph, Exposure B
6. Seismic Design Category C
GENERAL:
1. Any changes to the contract drawings shall be submitted to the structural engineer for approval.
2 All dimensions and details on structural drawings shall be verified against the architectural drawings and any
discrepancies shall be brought to the attention of the architect prior to fabrication or construction. Details on
the structural drowings are typical. DO NOT SCALE DRAWINGS.
3. All openings through the structural system shall be approved by the Engineer.
4. Contractor shall provide all necessary temporary bracing, shoring, guying or other means to prevent excessive
stresses and to hold the structural elements in place during construction.
5. The contract structural drawings and specifications represent the finished structure. They do not indicate
the method of construction. 'lhe contractor shall provide all measures necessary to protect the structure during
construction. Such measures shall include, but are not limited to bracing, shoring for loads due to construction
equipment and protection of existing structures. Observation visits to the site by the structural engineer shall
not include inspection of the above items nor will the structural engineer be responsible for the contractor's
means, methods, techniques, sequences for procedure of construction, or the safety precautions and programs
incident there to.
5. Options ore for the convenience of the contractor. He shall be responsible for all changes necessary if he
chooses an option and shall coordinate all details The cost of additional engineering work necessitated by
selection of on option shall be borne by the contractor.
7. Any engineering design provided by others and submitted for review shall bear the seal and signature of an
engineer registered in Colorado.
8. Dimensions on the structural drawings are exact with the exception of masonry and sawn lumber dimensions
which are nominal. Verify all dimensions with the architectural drawings.
9. Where required construction details are not shown or noted on these plans the contractor shall notify the
engineer and the engineer shall provide sufficient details for the work to proceed.
10. Construction materials shall be spread out if placed on framed construction. Load shall not exceed the
design live load per square foot.
11. Shop drawings shall be submitted to the architect far all structural items. The Engineers review is intended
only as an aid to the contractor for obtaining correct shop drawings. Responsibility for correctness shall rest
with the contractor_ The contractor shall review all shop drawings prior to submittal. Items not in accordance
with the contract documents shall be flogged upon his review. The shop drawings do not replace the original
contract drawings. It is the contractors responsibility to make sure items are constructed to the original
drawings. The adequacy of engineering designs and layout performed by others rests with the designing or
submitting authority.
FOUNDATION:
A. GENERAL
The foundation design was based on the following assumed parameters:
Maximum allowable bearing pressure - 2,000 psf
Minimum required dead load pressure - 0 psf
Lateral soil pressure - Active 50 pcf
- Passive 300 pcf
The actual soli condition shall be investigated and the above parameters shall be verified by a Soils Engineer,
registered in the State of Colorado, prior to construction of the foundation. If there are any discrepancies with
the above assumptions. then the foundation shall be re -designed.
B. EXCAVATION
1. Contractor shall provide all necessary sheeting, shoring and bracing where required to properly and safely
complete the work.
2. Avoid excessive wetting or drying of the foundation excavation during construction. Keep excavations
reasonably free of water at all time and completely free of water during placement of concrete.
C. BEARING REQUIREMENTS
1. Footings shall bear on natural undisturbed soil below the frost depth required by the applicable building
code. Any discrepancies with the footing elevations shown on the plans shall be brought to the attention of the
engineer.
2. Building shall he founded on continuous concrete spread footings placed on undisturbed natural soil.
D. GENERAL REQUIREMENTS
1. Center foundations under columns and walls unless noted otherwise.
2. Provide foundation ventilation in crawl space areas as required by the I.R.C. .
3. Backfill on walls with fill on both sides shall be compacted in equal lifts each side of wall. Walls backfilled
on one side oniy shall hove all supporting slabs, permanent framing or temporary bracing in place prior to
placement of the backfill (unless noted otherwise on plans).
CONCRETE:
A. CONCRETE REQUIREMENTS
Concrete shall proportioned,
accordance IBC Sections 1906,
and
CI3.rovide hot weatherprotetion per AC1 305. Concrete paencoldweatherhall complywith ACI
306R-88 "Cold Weather Concreting".
1. Concrete shall have a minimum compressive strength at 28 days of:
Walls & footings 3000 psi
Slabs 3000 psi
2. Provide Type II cement throughout with 4% air entrainment.
3. Mechanically vibrate concrete.
4. No admixtures shall be used without approval by the engineer.
5. Addition of water to the batch material for insufficient slump is not permitted.
6. Do not place pipes, ducts or chases in the structural concrete without the approval of the engineer.
7. Thoroughly clean all case and construction joints prior to placing concrete in adjacent pour.
8. Concrete shall not be in contact with aluminum.
B. REINFORCING
Detailing, fabrication, arid erection of reinforcing steel bars shall comply with the ACI Manual of Standard
Practice for Detailing Reinforced Concrete Structures ACI 315.
1. Reinforcing bars shall be ASTM A615 -Grade 60.
2. Welded wire fabric shall conform to ASTM A185. Furnish in flat sheets only.
3. Concrete protection for
Cast against and
Exposed to earth
reinforcement:
permanently exposed
or weather
Not exposed to earth or weather
to earth 3 in.
#6-#18 bar 2 in.
#3-#5 bar 1 1/2 in.
slabs & walls 3/4 in.
beams & cols1 1/2 in.
4. Reinforcing lap splices shall be a minimum of 36 bar diameters unless noted otherwise. Lap wire fabric
reinforcement one full mesh plus 2" at sides and ends and wire together.
5. Splices in horizontal beams and walls shall occur at midspan for top bars and over supports for bottom
bars.
6. Discontinue one-half of horizontal steel across construction/control joints.
7. Provide corner bars of equal size and spacing around all corners.
B. Provide 2-#5 bars with a minimum of 2'-0" projection beyond the sides of all openings in walls, beams and
slabs. Provide 1-#5 x 4'-O" diagonally at all re-entrant corners of slabs.
9. Provide accessories necessary to properly support reinforcing at the positions shown on the plans.
10. Reinforcing spacings ore maximum on center and all reinforcing is continuous, unless noted otherwise.
C. SLABS
1. Provide control joints of 12'-0" max. spacing or as shown on the plans.
2. Provide minimum 4" compacted gravel under floor slab on grade. The material shall consist of minus 2 -inch
aggregate w/ less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve.
MASONRY:
A. CONCRETE MASONRY UNITS (CMUs)
1. All CMUs shall conform to ASTM C90.
2. CMUs used below grade and all exterior walls shall be Grade "N", Type I and interior concrete masonry units
not exposed to weather or earth may be Grade "N" or Grade "S", Type I.
3. All masonry shall attain 1,500 psi compressive strength (Cm) In 28 days. Special inspection not required.
B. GROUT
1. All mortar for exterior walls and interior bearing walls shall conform to ASTM C270, Type S.
2. Grout for masonry bond beams and pilasters shall be made with stone aggregate and shall attain 3,000 psi
compressive strength in 28 days.
3. Grout lifts shall not exceed 4'-0" unless clean outs are provided. If cleanouts are provided then grout lifts
shall not exceed 8'-0".
C. REINFORCING
1. Reinforcing bars shall conform to ASTM A615 -76a, Grade 60.
2. Horizontal reinforcing shall be #5 at 48" plus joint reinforcement (standard truss type) spaced at 16" on
center except as noted. A bond beam shall be installed at floor levels, roof levels and top of parapet walls.
Horizontal reinforcement to be placed in bond beam units, grouted solid. Vertical reinforcing as shown on plans
shall extend full height of the wall in grouted cells, U.N.O.
3. Provide 1-#5 in grouted cell at all corners, ends of walls, each side of openings and both sides of control
joints.
4. Lap bar splices 36 bar diameters. At corners and intersections, make horizontal bars continuous or provide
matching corner bars.
D. GENERAL REQUIREMENTS
1. Fill all voids and grout cells solid for a distance of 32" below and 12" each side of all beam reactions or
other concentrated loads unless noted otherwise on plans.
2. Provide vertical control joints in all masonry wall at 35'-0" maximum spacing as located on the architectural
drawings.
3. Provide masonry lintel bond beams as follows:
a. Spans not exceeding 4'-8"; provide 8" deep beam reinforced with 2-#5 bars continuous in
bottom beam.
b. Spans not exceeding 12'-0"; provide 16" deep beam with 2-#5 bars continuous at bottom of
beam and 1-#5 bar continuous at top of beam. Install #3 stirrups (single leg) at 6" on center
horizontal spacing. Bottom reinforcing shall be within 3" of the bottom of the beam.
STRUCTURAL STEEL:
A. STRUCTURAL STEEL
Structural steel shall be detailed, fabricated and erected in accordance with latest provisions of the AISC
Manual of Steel Construction and AISC Code of Standard Practice. Use welders meeting the requirements
of the AWS Standard Qualification Procedure. Comply with AWS D1.1 Structural Welding Code.
1. All steel shall conform to ASTM A36 except beams shall be ASTM A992 Grade 50 and tube columns which
shall conform to ASTM A500 (GR. B) and pipe shapes which shall conform to ASTM A53 (Gr. B).
2. Bolts shall conform to ASTM A325N. Anchor bolts shall conform to ASTM A307. Bolt size shall be 3/4"
diameter unless noted otherwise. Installation shall be in accordance with AISC Specifications for Structural Joints
Using ASTM A325 or A490 Bolts, 1978.
3. All welds shall be made with E7OXX electrodes.
4. Prime all steel with approved primer paint to exposed bolts, welds, and abraded shop paint areas.
5. All column base plates shall have 1" minimum grout to provide continuous bearing.
8. GROUT AND ANCHOR BOLTS
1. Dry pack or grout shall be shrink resistant Embeco 153 or equivalent.
2. Expansion bolts shall be Simpson "Wedge -All" or approved wedge type, installed in accordance with the
manufacturer's requirements.
3. Headed anchor studs (H.D.A.S.) shall be attached to structural steel with equipment approved by the stud
manufacturer according to the stud manufacturer's recommendations. 4. Anchor bolts embedded in concrete
shall be placed with setting templates. 5. Location and coordination of anchor bolt placement shall be the
responsibility of the steel fabricator. Steel fabricator shall supply anchor bolt setting plan.
C. STEEL CONNECTIONS
1. Provide bolted connections for steel beams per Part 4 and Part 5 of the AISC Manual of Steel Construction.
Except where otherwise shown, provide connections to support loads equal to one-half the total uniform load
capacity of the member.
2. A minimum of two bolts shall be used for all connections.
fabricator.
Size and grade shall be determined by the
CORE THRU EXISTING WALL;
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EDGE OF 10" C.M.U. WALL
GROUT C.M.U. WALL SOLID W/ #5 VERTICAL
EACH CELL IN TWO CELLS BELOW COLUMN
HIGH STRENGTH GROUT
II WHERE EDGEEXPANSION D ST. IS MORELTS THAN 7 1/2"
1/2.0 x 10" EPDXY ANCHORS (6" EMBED)
WHERE EDGE DIST. IS LESS THAN 7 1/2"
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ELEVATION VIEW
STEEL BEAM,
SEE PLAN
1/4
1/4
STEEL COLUMN,
SEE PLAN
STIFFENER PLATE EACH
SIDE, MATCH BEAM WEB
THICKNESS
PLATE: 1/2" W/ 2-3/4"0 BOLTS.
(PLATE MAY BE WELDED TO
BEAM IN LIEU OF BOLTS)
3
2
/2"95 THREADED BOLTS ® 2'-6" O.C.
,TAGGER FLANGE TO FLANGE;
IMBED 4" MIN.
1/2"
NOT USED
EXISTING C.M d.;
GROUT ALL ELLS SOLID
HIGH STRENGTH; NON -SHRINK GROUT
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EXISTING C.
GROUT AL CELLS SOUD
7 1/2"
3/4"0 THREADED RODS
0 20" O.C.
1/4 V
PL 3/8 x 7 x 8
C9x13.4
10 FT. MAX. SPAN
1" HIGH STRENGTH; NON -SHRINK GROUT
HSS 3x3x1/4 COLUMNS W/
L 1/2 x 6" SQ. BASE PLATES
- W24x84
NOT USED
3/4"0 THREADED RODS
0 20" O.C.
ELLS SOLID
C9x13.4
10 FT. MAX. SPAN
(2) 2x6 EA. SIDE W/
2"0 EXP. BOLTS AT 4'-0" O.C.
E ED 3" MIN.
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Project
Number: 0935
Date:
8-11-2009
Drawn By:
EPK
Checked By:
JP
Scale:
S.2
11/6/2008 5:09:24 PM
DET. 1
S-3"
1'-3"
1'-3"
2'-6"
1'-3"
1'-3" 1'-9"
1'-9"
1'-3"
2'-6" 1'-3"
HSS 3x3X1/4
COLUMN; TTP.
3"//1'-0"/ 2'-6"
DET. 3 `
1'-3" / 1'-3"
CLIP A W/ GUSSET;
TYP. 0 EXST. BEAM
1'-3"
DET. 3
INVERT
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CUP B;
TYP. AT TOP
HSS 2.5x2.5x3/16
TTP.
EXST. W16
1'-3"
7
DET 4
1'-9"
26'-0"
1'-9"
1'-3" 7), 3'-3
W6x9
DET. 2
1'-3"
1'-3"
CLIP B
TYP. WHERE NO
EXST. BEAM
1'-3"
1'-3"
DET. 5
E-
W6x9
2'-6" 1 -0"/
TRUSS ELEVATION
8 5/8'
HSS 2.5x2.5x3/16
(2) PL 3/8
W6x9
PL 1/4 STIFFENER'
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PL 1/2 x 10
HSS 3x3X1/4
CONFIRM BOLT CLEARANCE
AGAINST C.M.U.
WT 3x4.5
1/4
W6x9
C.M.U. WALL
EXST. BEAM
SPL 1/4 GUSSET
CUP A
L4x4x1/4 x 3
PL 1/4 x 403'-O" O.C.
1/4
PL 3/8x4
CONTINUOUS
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(2) 1/4
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PL 1/4 STIFFENER
CONFIRM BOLT CLEARANCE
AGAINST C.M.U.
10 1/2"
1 7/8" 8 5/8"
HSS 2.5x2.5x3/16
(2) PL 1/4
W6x9
PL 1/4 STIFFENER
CLIP B
L4x4x1/4 x 3
W/ 5/8"0 THREADED ANCHOR;
EMBED 5" W/ EPDXY SET
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PL 3/8x4
CONTINUOUS
-W6x9
PL1/4x403'-0"0.C.
SAW -CUT PLATE INTO WALL
5
CONFIRM BOLT CLEARANCE
AGAINST C.M.U.
NOTES:
1. INSTALL TRUSS ON EACH SIDE OF WALL (2 TOTAL).
2. TRUSS MEMBER CONNECTIONS ARE (2) 5/8' DIAMETER, A325 BOLTS, DOUBLE SHEAR.
3. WELD ALL PLATES (1/4" MIN.) AROUND EACH SIDE OF ALL ADJOINING EDGES. U.N.O.
4. GROUT C.M.U. AFTER TRUSS AND BOLT INSTALLATION.
5. BEAR STEEL COLUMNS ON 12"x 12" CONCRETE PILASTERS, (EACH SIDE OF WALL),
REINFORCED WITH 4-#5 VERT. AND (3) #4 HORIZONTAL STAPLES EPDXY GROUTED 4"
MIN. INTO EXISTING CONCRETE WALL.
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Project
Number: 0935
Date:
8-11-2009
Drawn By:
EPK
Checked By:
JP
Scale:
S.3
11/6/2008 5:09:24 PM