STRUCTURAL DESIGN CRITERIA GENERAL STRUCTURAL NOTES

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STRUCTURAL DESIGN CRITERIA GENERAL STRUCTURAL NOTES
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STRUCTURAL DESIGN CRITERIA
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GENERAL STRUCTURAL NOTES
P
P
BUILDING CODE
STRUCTURAL SPECIAL INSPECTIONS
1. SPECIAL STRUCTURAL TESTS AND INSPECTIONS SHALL BE PERFORMED ON THIS PROJECT IN
ACCORDANCE WITH THE REQUIREMENTS OF CHAPTER 17 OF THE 2006 INTERNATIONAL BUILDING
CODE (IBC). THE FOLLOWING DOCUMENTS HAVE BEEN PREPARED FOR THIS PROJECT AS A PART
OF THESE CONSTRUCTION DOCUMENTS:
A. STATEMENT OF SPECIAL INSPECTIONS
B. SCHEDULE OF SPECIAL INSPECTIONS
C. STATEMENT OF SPECIAL INSPECTIONS REQUIREMENTS FOR WIND RESISTANCE
D. STATEMENT OF SPECIAL INSPECTIONS REQUIREMENTS FOR SEISMIC RESISTANCE
2. SPECIAL STRUCTURAL TESTS AND INSPECTIONS SHALL BE PERFORMED BY AN AGENCY
SELECTED BY THE CONTRACTOR AND APPROVED BY THE ENGINEER OF RECORD. THE AGENCY
SHALL MEET ALL OF THE REQUIREMENTS FOR APPROVAL INDICATED IN 2006 IBC SECTION 1703.1.
SPECIAL INSPECTORS SHALL BE QUALIFIED PERSONS WHO SHALL DEMONSTRATE COMPETENCE
TO THE SATISFACTION OF THE BUILDING OFFICIAL FOR INSPECTION OF THE PARTICULAR TYPE
OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION.
3. THE CONTRACTOR SHALL COORDINATE THE INSPECTION SERVICES IN ACCORDANCE WITH THE
PROGRESS OF THE WORK. THE CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE TO THE
INSPECTOR TO ALLOW PROPER SCHEDULING OF PERSONNEL.
4. ALL REPORTS AND SHOP CERTIFICATION OF SPECIAL INSPECTIONS TO BE PERFORMED ON THE
PREMISES OF A FABRICATOR'S SHOP SHALL BE SUBMITTED TO THE CONTRACTOR. THE
CONTRACTOR SHALL BE RESPONSIBLE FOR DISTRIBUTING THESE REPORTS TO THE SPECIAL
INSPECTOR, THE ARCHITECT, AND THE ENGINEER OF RECORD IN A TIMELY MANNER.
5. THE COSTS OF THE SPECIAL INSPECTOR'S SERVICES SHALL BE PAID FOR BY THE OWNER.
6. SPECIAL INSPECTORS SHALL KEEP A RECORD OF ALL INSPECTIONS PERFORMED. COPIES OF
ALL INSPECTIONS SHALL BE FURNISHED TO THE BUILDING OFFICIAL, THE ARCHITECT, AND THE
ENGINEER OF RECORD WITHIN 48 HOURS OF THE INSPECTION.
7. REPORTS SHALL INDICATE THAT THE WORK WAS PERFORMED AND CONSTRUCTED IN
ACCORDANCE WITH THE CONTRACT DOCUMENTS. WORK NOT IN CONFORMANCE SHALL BE
IDENTIFIED IN THE REPORT AND SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE
CONTRACTOR.
8. A FINAL REPORT OF INSPECTIONS DOCUMENTING REQUIRED SPECIAL INSPECTIONS, INCLUDING
ANY DISCREPANCIES NOTED IN THE INSPECTIONS SHALL BE SUBMITTED TO THE BUILDING
OFFICIAL, THE ARCHITECT, AND THE ENGINEER OF RECORD PRIOR TO COMPLETION OF THE
STRUCTURAL SYSTEMS BUT AT A FREQUENCY NOT TO EXCEED 60 DAYS.
2006 INTERNATIONAL BUILDING CODE
GRAVITY LOADS (ASCE 7-05)
1.
N
ROOF LIVE LOADS:
A. UNIFORMLY DISTRIBUTED LIVE LOADS:
ELEVATOR ROOF........................................... 20 PSF
B.
2.
M
CONCENTRATED LIVE LOADS:
ROOF MEMBERS........................................... 2000 LBS
HOIST BEAM ................................................. 6500 LBS*
*PROVIDED BY
DELAWARE ELEVATOR
FLOOR LIVE LOADS:
A. UNIFORMLY DISTRIBUTED FLOOR LIVE LOADS:
LOBBY...........................................................100 PSF
CORRIDOR ABOVE 1ST FLOOR................. 80 PSF
1ST FLOOR CORRIDOR.............................. 80 PSF
B.
COMPONENTS & CLADDING
WIND PRESSURES (PSF)
CONCENTRATED LIVE LOADS
FLOOR (A=2.5 SF).................................... 1,000 LBS
ZONE
SNOW LOADS (ASCE 7-05)
GROUND SNOW LOAD, Pg = 0 PSF (Ct=1.0)
1
L
ROOF
WIND LOADS (ASCE 7-05)
BASIC WIND SPEED (3 SEC GUST) = 125 MPH
OCCUPANCY CATEGORY = II
IMPORTANCE FACTOR = 1.00
MWFRS EXPOSURE = C
3
SEISMIC CRITERIA (IBC 2006/ASCE 7-05)
OCCUPANCY CATEGORY = II
IMPORTANCE FACTOR = 1.00
DESIGN CATEGORY = C
SITE CLASS = D
Ss = 0.397 g
S1 = 0.121 g
SDS = 0.392 g
SD1 = 0.187 g
SEISMIC FORCE RESISTING SYSTEM:
ORDINARY REINF. MASONRY SHEAR WALLS: R=2
SEISMIC RESPONSE COEFFICIENT, Cs = 0.20
RESPONSE MODIFICATION FACTOR, R = 2
ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE
J
4
WALLS
K
2
5
AREA (SF)
+P
-P
10
20
50
100
10
20
50
100
10
20
50
100
10
20
50
100
500
10
20
50
100
500
17.0
15.9
14.6
13.6
17.0
15.9
14.6
13.6
17.0
15.9
14.6
13.6
41.9
39.9
37.5
35.6
31.3
41.9
39.9
37.5
35.6
31.3
41.9
40.8
39.3
38.3
70.3
62.7
52.9
45.2
105.8
87.2
63.6
45.4
45.4
43.5
41.0
39.2
34.7
56.0
52.3
47.4
43.5
34.6
SUBGRADE PREPARATION
1. EXPOSED SOILS SHALL BE COMPACTED TO A MINIMUM DENSITY OF 95% MODIFIED PROCTOR
MAXIMUM DRY DENSITY (ASTM D-1557).
FOUNDATIONS
1. FOUNDATION DESIGNED FOR AN ASSUMED 1500 PSF MAXIMUM ALLOWABLE SOIL BEARING
PRESSURE. ACTUAL ALLOWABLE SOIL BEARING PRESSURE SHALL BE DETERMINED BY A
GEOTECHNICAL ENGINEER TO CONFIRM DESIGN ASSUMPTION IS VALID.
2. ALL FOOTINGS AND SLABS SHALL BE ON COMPACTED SUBGRADE. SEE SPECIFICATIONS AND
MINIMUM SUBGRADE REQUIREMENTS.
3. REMOVE ALL WATER SOFTENED SOILS FROM FOOTING EXCAVATIONS PRIOR TO PLACING
CONCRETE. FILL REMAINING VOIDS WITH ADDITIONAL CONCRETE.
4. SUPPORT ALL BOTTOM REINFORCEMENT IN FOUNDATION WITH WHOLE CONCRETE BRICKS AT
48" O.C. MAX.
5. ALL FOOTING, PIER, AND OTHER FOUNDATION REINFORCING SHALL BE TIED IN PLACE PRIOR
TO POURING CONCRETE.
6. PROVIDE 1/2" P.E.J. FILLER AROUND PERIMETER OF SLABS WHERE THEY ABUT VERTICAL
SURFACES AND AT COLUMN ISOLATION JOINTS AS DETAILED.
ZONE 2
NE
ZO 1
H
NE
SLAB ON GRADE
1.
APPLY AN APPROVED CURING COMPOUND CONFORMING TO ASTM C 309 AFTER FINISHING THE
4
NE
E
E
N
SLAB.
N
4
4
ZONE 5
ZO
ZO
2. ALL WELDED WIRE FABRIC SHALL BE IN ACCORDANCE WITH ASTM A 185. LAP ADJOINING PIECES
ZONE 3
ZONE 5
a
AT LEAST ONE FULL MESH OR 8" MINIMUM. UNLESS OTHERWISE APPROVED, ALL WELDED WIRE
a
a
a
FABRIC SHALL BE BLOCKED INTO POSITION INDICATED WITH PRECAST CONCRETE BLOCKS
HAVING A COMPRESSIVE STRENGTH EQUAL TO THAT OF THE SLAB.
a = 6.0 FT
3. THE USE OF POLYPROPYLENE FIBERS (IN LIEU OF WELDED WIRE FABRIC) IS PROHIBITED
WITHOUT THE WRITTEN AUTHORIZATION OF THE ENGINEER.
HIP ROOF
GABLE ROOF
4. THE MAXIMUM SPACING OF JOINTS SHALL BE 15' OR AS SHOWN ON PLANS.
5. ALL POROUS FILL MATERIAL SHALL BE A CLEAN GRANULAR MATERIAL WITH 100% PASSING 1-1/2"
SIEVE AND NO MORE THAN 5% PASSING A NO. 4 SIEVE. POROUS FILL SHALL BE COMPACTED TO
95% MAX. DRY DENSITY PER ASTM D 698.
6. SLAB JOINTS SHALL BE FILLED WITH APPROVED MATERIAL. THIS SHOULD TAKE PLACE AS LATE
AS POSSIBLE, PREFERABLY 4 TO 6 WEEKS AFTER THE SLAB HAS BEEN CAST. PRIOR TO FILLING
REMOVE ALL DEBRIS FROM THE SLAB JOINTS, THEN FILL IN ACCORDANCE WITH THE
MANUFACTURER'S RECOMMENDATIONS AS FOLLOWS:
6" SLABS - FILL WITH EPOXY RESIN
OTHER SLABS - FILL WITH FIELD MOLDED OR ELECTROMETRIC SEALANT
GAUGE
PLF
POUNDS PER LINEAR
7. SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS OF DEPRESSED SLAB AREAS AND
GRADE BEAM
FOOT
DRAINS. SLOPE SLAB TO DRAINS WHERE SHOWN.
HORIZONTAL
PSF
POUNDS PER SQUARE
8. THE FINISH TOLERANCE OF ALL SLABS SHALL BE IN ACCORDANCE WITH ACI 301, TYPE A.
HOLLOW STRUCTURAL
FOOT
9. SLABS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE FOLLOWING FLATNESS /
SECTION
PSL
PARALLEL STRAND
LEVELNESS REQUIREMENTS:
LUMBER
INCH
SLAB CATEGORY
SPECIFIED
LOCAL MINIMUM
P.T.
PRESSURE TREATED
JOIST
CONVENTIONAL
FF = 20, FL =15
FF = 13, FL = 10
KIPS
REINF.
REINFORCEMENT
MODERATE FLAT
FF = 25, FL = 20
FF = 15, FL = 12
SJ
SAW JOINT
KIPS PER SQUARE INCH
FLAT
FF = 35, FL = 25
FF = 21, FL = 15
SPF
SPRUCE/PINE/FIR
ANGLE
VERY FLAT
FF = 50, FL = 35
FF = 30, FL = 21
SYP
SOUTHERN YELLOW PINE
POUNDS
SUPER FLAT
FF = 100 +, FL = 50+
--------LONG
T&B
TOP & BOTTOM
TJI
iLEVEL TRUS JOIST
LIVE LOAD
T.O.S.
TOP OF STEEL
LONG LEG VERTICAL
T.O.F.
TOP OF FOOTING
LONG LEG HORIZONTAL
LAMINATED STRAND
U.N.O.
UNLESS NOTED
LUMBER
OTHERWISE
LAMINATED VENEER
VERT.
VERTICAL
LUMBER
W.P.
WORK POINT
MAXIMUM
WF
WIDE FLANGE
MINIMUM
WL
WIND LOAD
MASONRY OPENING
WWF
WELDED WIRE FABRIC
ON CENTER
W/
WITH
PIECE
PLATE
ZO
G
ZO
1
4
ZO
NE
STRUCTURAL ABBREVIATIONS
F
E
D
(#)
AB
ABV.
ADD'L
AFF
ARCH.
BFF
BP
BRG.
C
CJ
CLR.
CONC.
COL
DIAG.
DL
E.F.
ELEV.
E.S.
E.W.
FIN. FLR.
FT. or '
FTG.
GALV.
QUANTITY
ANCHOR BOLT
ABOVE
ADDITIONAL
ABOVE FINISHED FLOOR
ARCHITECTURAL
BELOW FINISHED FLOOR
BASE PLATE
BEARING
CHANNEL
CONTROL JOINT
CLEAR
CONCRETE
COLUMN
DIAMETER
DIAGONAL
DEAD LOAD
EACH FACE
ELEVATION
EACH SIDE
EACH WAY
FINISHED FLOOR
FEET
FOOTING
GALVANIZED
GA.
GB
HORIZ.
HSS
IN. or "
JST.
K
KSI
L
LBS.
LG.
LL
LLV
LLH
LSL
LVL
MAX
MIN.
M.O.
O.C.
PC.
PL.
GENERAL REQUIREMENTS
1.
WHERE A SECTION OR DETAIL IS SHOWN FOR ONE CONDITION, IT SHALL APPLY TO ALL SIMILAR CONDITIONS.
C
2.
COORDINATE ALL LIMITS AND DEPTHS OF DEPRESSIONS FOR FLOOR FINISHES WITH ARCHITECTURAL DRAWINGS
AND SCHEDULES. LIMITS SHOWN ON STRUCTURAL DRAWINGS ARE SCHEMATIC.
3.
THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC. SHALL BE
THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
4.
DO NOT SCALE DRAWINGS. FOLLOW DIMENSIONS SHOWN ON PLANS.
5.
CONTRACTOR SHALL COORDINATE AND VERIFY ALL DIMENSIONS AND ELEVATIONS SHOWN HEREIN WITH
ARCHITECTURAL PLANS, SECTIONS, AND DETAILS PRIOR TO CONSTRUCTION OR MATERIAL PURCHASE AND SHALL
NOTIFY ARCHITECT IN WRITING OF DISCREPANCIES. SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS AND
ELEVATIONS NOT SHOWN HEREIN.
B 6.
WHERE SPECIFIED, SIMPSON or HILTI ANCHOR SYSTEMS SHALL BE INSTALLED IN STRICT ACCORDANCE WITH
MANUFACTURER'S WRITTEN INSTRUCTIONS. SPECIAL ATTENTION SHALL BE GIVEN TO THE DRILLING, CLEANING,
AND PREPARATION OF HOLES. WHERE ADHESIVE ANCHORS ARE SHOWN, SPECIAL ATTENTION SHALL BE GIVEN
TO THE REQUIRED MIXING, APPLICATION, AND CURING TIME OF ADHESIVE TYPE SPECIFIED.
7.
DIMENSIONS INDICATED RELATIVE TO EXISTING STRUCTURE ARE APPROXIMATE AND SHALL BE FIELD VERIFIED BY
THE CONTRACTOR PRIOR TO CONSTRUCTION OR MATERIALS PURCHASE. CONTRACTOR SHALL NOTIFY
ARCHITECT IN WRITING OF DISCREPANCIES.
SLAB ON GRADE (CONT'D.)
10. ALL INTERIOR SLABS SHALL BE CONSTRUCTED AS 'FLAT' UNLESS NOTED OTHERWISE.
11. FF AND FL TOLERANCES SHALL BE TESTED IN ACCORDANCE WITH ASTM E 1155. ACTUAL
OVERALL F-NUMBERS SHALL BE CALCULATED USING THE INFERIOR / SUPERIOR AREA METHOD.
ALL FLOOR TOLERANCE MEASUREMENTS SHALL BE MADE WITHIN [48] HOURS AFTER SLAB
INSTALLATION. IN ALL CASES, TOLERANCE MEASUREMENTS SHALL PRECEDE THE REMOVAL OF
SHORES AND FORMS. RESULTS OF ALL FLOOR PROFILE TESTS (INCLUDING A RUNNING
TABULATION OF THE OVERALL FF AND FL VALUES FOR ALL OF THE RANDOM TRAFFIC SLABS
INSTALLED TO DATE) SHALL BE PROVIDED TO THE CONTRACTOR WITHIN [72] HOURS AFTER
EACH SLAB INSTALLATION.
12. WALKWAYS AND OTHER EXTERIOR SLABS ARE NOT INDICATED ON THE STRUCTURAL DRAWINGS.
SEE THE SITE PLAN AND ARCHITECTURAL DRAWINGS FOR LOCATIONS, DIMENSIONS,
ELEVATIONS, JOINTING DETAILS AND FINISH DETAILS. PROVIDE 4" WALKS REINFORCED WITH 6x6
- W2.1xW2.1 UNLESS OTHERWISE NOTED. SLABS TO BE PERMANENTLY EXPOSED TO WEATHER
13. CONTROL JOINT SEALANT SHALL BE SIKADUR 51 NS/SL OR APPROVED EQUAL. EXPANSION AND
ISOLATION JOINT SEALANT SHALL BE SIKAFLEX 1a OR APPROVED EQUAL.
14. CONCRETE FINISH FLOORS SHALL HAVE A HARD STEEL TROWELED FINISH UNLESS INDICATED
OTHERWISE ON THE DRAWINGS. PLACE, STRIKE OFF, CONSOLIDATE, LEVEL AND FLOAT TO THE
PROPER ELEVATION. TROWELING SHALL BEGIN AFTER SURFACE HAS RECEIVED A FLOAT
FINISH. THE SLAB DRYING MUST PROCEED NATURALLY AND MUST NOT BE HASTENED BY THE
DUSTING ON OF DRY CEMENT OR SAND. LIGHTLY TOOL ALL EDGES AT CONSTRUCTION JOINTS
AND EXERCISE CARE THAT SLAB EDGES ARE NOT DEPRESSED ALONG BULKHEADS DURING
FINISHING OPERATIONS, PARTICULARLY HAND TROWELING. EXTERIOR SLABS, SIDEWALKS, PADS
AND RAMPS SHALL HAVE A LIGHT BROOM FINISH UNLESS INDICATED OTHERWISE ON THE
DRAWINGS. PROVIDE STANDARD TROWEL FINISH AT ALL SUB-SLABS.
CAST-IN-PLACE REINFORCED CONCRETE
1.
THE FOLLOWING ACI STANDARDS (LATEST EDITION) APPLY:
A. ACI 318 - CODE
B. ACI 315 - DETAILING
C. ACI 301 - SPECIFICATIONS
D. ACI 304 - PLACING
E. ACI 347 - FORMWORK
F. ACI 211.1 - MIX PROPORTIONING
G. ACI 305 - HOT WEATHER CONCRETING
H. ACI 306 - WINTER CONCRETING
2.
ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE (145 PCF) WITH MIXES MEETING THE
FOLLOWING CRITERIA:
28 DAY
MAX
MAX
COMPRESSIVE
AGGREGATE
W/C
SLUMP
STRUCTURAL ELEMENT
STRENGTH
SIZE
RATIO
RANGE
FOOTINGS, GRADE BEAMS
& FOUNDATION WALLS
3500 PSI
1"
0.55
3-6"
SLAB ON GRADE
3500 PSI
3/4"
0.50 2-4"
ELEVATED SLABS & BEAMS
4000 PSI
3/4"
0.50 3-5"
COLUMNS
4000 PSI
3/4"
0.50 3-5"
REINFORCING STEEL
1.
ALL REINFORCING STEEL SHALL BE ASTM A 615, GRADE 60, UNLESS NOTED OTHERWISE.
2.
REINFORCING STEEL TO BE WELDED SHALL BE ASTM A706
3.
ALL WELDED WIRE FABRIC SHALL BE ASTM A185, 70 KSI MINIMUM YIELD STRENGTH.
4.
NO REINFORCING SHALL BE CUT IN FIELD.
5.
ADDITIONAL REINFORCING AND THAT QUANTITY OF REINFORCING OCCURRING AT OPENINGS
SHALL BE PLACED EQUALLY EACH SIDE OF OPENINGS AS DETAILED.
6.
HOOKS IN REINFORCING ARE IN ADDITION TO LENGTH SHOWN.
7.
REINFORCING IS TO BE SUPPORTED IN FORMS AND SPACED WITH WIRE BAR SUPPORTS
ACCORDING TO CRSI "PLACING REINFORCING BARS" UNLESS NOTED OTHERWISE.
8.
WHERE REINFORCING BARS ARE NOTED AS CONTINUOUS, THE FOLLOWING REQUIREMENTS
APPLY:
A. THE TERMINATION OF ALL CONTINUOUS REINFORCING BAR RUNS SHALL BE A STANDARD
HOOK UNLESS NOTED OTHERWISE.
B. SPLICES IN CONTINUOUS TOP BARS SHALL OCCUR OVER PARALLEL CMU WALLS OR AT
THE CENTER OF THE CLEAR SPAN.
C. SPLICES IN CONTINUOUS BOTTOM BARS SHALL OCCUR OVER PERPENDICULAR CMU
WALLS OR CENTERED OVER COLUMNS.
9.
MINIMUM REINFORCING STEEL CLEAR COVERS ARE AS FOLLOWS:
A. CONCRETE CAST DIRECTLY AGAINST EARTH...........................................................3"
B. INTERIOR SLABS.............................................................................................................1"
C. INTERIOR BEAMS AND COLUMNS................................................................................1 1/2"
D. EXTERIOR BEAMS AND COLUMNS...............................................................................2 "
E. EXTERIOR SLABS............................................................................................................1 1/2"
F. SLABS ON GRADE...........................................................................................................1 1/2" FROM
TOP
STEEL ROOF DECK AND NON-COMPOSITE FLOOR DECK
1.
STEEL DECK REQUIREMENTS:
A. AISI SPECIFICATIONS FOR THE DESIGN OF LIGHT GAUGE COLD FORMED STEEL
STRUCTURAL MEMBERS.
B. SDI DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS, AND ROOF DECKS.
2.
ALL ROOF DECKING SHALL BE 1 12" DEEP, 20 GAUGE, WIDE RIB DECK SPANNING
PERPENDICULAR TO SUPPORTS. U.N.O. CONNECT WITH 5/8" DIA. PUDDLE WELDS AND
MECHANICALLY FASTENED SIDE LAPS PER THE "TYPICAL ROOF DECK ATTACHMENT DETAIL" AS
SHOWN ON THE STEEL DETAILS PAGE.
3.
STEEL DECK SHALL CONFORM TO ASTM A653 SQ GRADE 33 (Fy = 33 KSI)
4.
STEEL DECK SHALL BE GALVANIZED WITH A PROTECTIVE ZINC COATING CONFORMING TO
ASTM A924, WITH COATING DESIGNATION G90.
5.
PROVIDE A MINIMUM END BEARING OF 2" OVER SUPPORTS. END LAPS OF SHEETS SHALL BE A
MINIMUM OF 2" AND SHALL OCCUR OVER SUPPORTS.
6.
ALL OPENINGS LARGER THAN 12", AND AS DETAILED, SHALL HAVE STEEL FRAMING
SUPPORTING ALL EDGES. SEE DETAILS.
7.
DECK SHALL BE FABRICATED SO THAT DECK RUNS CONTINUOUSLY OVER OPENINGS. THE
OPENINGS SHALL NOT BE CUT UNTIL NEEDED.
8.
ALL METAL DECK WELDING SHALL BE IN ACCORDANCE WITH AMERICAN WELDING SOCIETY
SPECIFICATIONS D1.3. PROVIDE WELDING WASHERS FOR ALL FLOOR DECK WELDS.
9.
SUSPENDED CEILINGS, LIGHT FIXTURES, DUCTS AND OTHER PERMANENT SUSPENDED LOADS
SHALL NOT BE SUPPORTED BY THE METAL DECKING.
10.
SUBMIT DETAILED SHOP DRAWINGS PRIOR TO FABRICATION SHOWING LAYOUT, TYPES OF
METAL DECK UNITS, CONNECTION DETAILS, ACCESSORIES AND OTHER RELATED ITEMS.
11.
ROOF DECK SIDELAPS SHALL BE ATTACHED AT ENDS OF CANTILEVERS AND AT A MAXIMUM
SPACING OF 12" O.C. FROM CANTILEVERED ROOF DECK ENDS. THE ROOF DECK MUST BE
COMPLETELY ATTACHED TO THE SUPPORTS AND AT THE SIDE LAPS BEFORE ANY LOAD IS
APPLIED TO THE CANTILEVER.
STRUCTURAL STEEL
1.
APPLICABLE STRUCTURAL STEEL CODES:
A. AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, 13TH EDITION
B. AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES
2.
MATERIALS:
"W" SHAPES
ASTM A992, GRADE 50
STEEL TUBING
ASTM A500, GRADE B, Fy = 46 KSI
STEEL PIPE
ASTM A500, GRADE B, Fy = 42 KSI
ALL OTHER
ASTM A36
ANCHOR BOLTS
ASTM A307
HIGH STRENGTH BOLTS
ASTM A325
ANCHOR RODS
ASTM F1554, GRADE 36
WELDING ELECTRODES
E70 SERIES
3.
ALL STRUCTURAL STEEL FABRICATION SHALL BE PERFORMED BY A QUALIFIED FABRICATOR WHO
PARTICIPATES IN THE AISC CERTIFICATION PROGRAM AND IS DESIGNATED AN AISC CERTIFIED PLANT,
CATEGORY [STD] AT TIME OF BID. METAL FABRICATOR SHALL BE A CERTIFIED SHOP IN ACCORDANCE
WITH THE REQUIREMENTS OF IBC 1704.2.2
4.
ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED ACCORDING TO THE LATEST EDITION OF
AISC "SPECIFICATION, DESIGN, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" AND RELATED
PUBLICATIONS SPECIFIED THEREIN.
5.
ALL SHEAR AND TENSION TYPE BOLTED CONNECTIONS SHALL BE MADE WITH 3/4" DIAMETER ASTM A325X
HIGH STRENGTH BOLTS. DESIGN TORQUE TO BE DEVELOPED USING LOAD INDICATOR WASHERS OR
LOAD INDICATOR TYPE BOLTS. INSTALL AS PER MANUFACTURER'S PUBLISHED INSTRUCTIONS. ALL
OTHER BOLTED CONNECTIONS MAY BE MADE WITH ASTM A307 BOLTS AND WASHERS.
6.
STEEL FRAMING ERECTION INCLUDING ALL BOLTED AND WELDED CONNECTIONS, BRACING, AND
ANCHORAGES SHALL BE COMPLETED AND PLUMB PRIOR TO PLACEMENT OF DECK.
7.
TOP OF STEEL ELEVATION MEASURED FROM MAIN FINISHED FLOOR UNLESS NOTED AS (-2 1/2") ETC.
8.
NON-SHRINK, NON-METALLIC GROUT WITH A 28 DAY COMPRESSIVE STRENGTH OF 5000 PSI SHALL BE
USED UNDER BASE PLATES.
9.
ENGINEER SHALL BE CONTACTED FOR APPROVAL OF ANY FIELD MODIFICATIONS OF ANCHOR BOLTS OR
RODS AND COLUMN BASE PLATES.
10.
TEMPORARY BRACING OF STEEL STRUCTURAL ELEMENTS IS THE RESPONSIBILITY OF THE CONTRACTOR.
STRUCTURAL STABILITY SHALL BE MAINTAINED AT ALL TIMES DURING THE ERECTION PROCESS.
11.
FRAMING CONNECTIONS NOT DETAILED, OR CONNECTIONS THAT ARE MODIFIED FROM THOSE DETAILED
SHALL BE DESIGNED BY SUPPLIER FOR THE END REACTION SHOWN ON THE PLAN. IF NO REACTION IS
PROVIDED, CONNECTIONS SHALL BE DESIGNED FOR 1/2 THE BEAM MAXIMUM UNIFORM LOAD PER AISC
MANUAL FOR STEEL CONSTRUCTION.
12.
SHOP CONNECTIONS SHALL BE WELDED OR HIGH STRENGTH BOLTED. USE 3/16" FILLET WELD MINIMUM.
13.
FIELD CONNECTIONS SHALL BE WELDED OR HIGH STRENGTH BOLTED AS DETAILED. NO FIELD WELDING
OF HOT-DIPPED GALVANIZED MEMBERS IS ALLOWED. USE 3/16" FILLET WELD MINIMUM.
14.
SUBMIT FOR REVIEW SHOP DRAWINGS OF STEEL DETAILS PRIOR TO FABRICATING STRUCTURAL STEEL.
15.
ALL BRICK SHELF ANGLES SHALL BE HOT-DIPPED GALVANIZED.
16.
ALL EXTERIOR ELEMENTS AND THOSE ELEMENTS NOTED TO BE GALVANIZED SHALL BE HOT-DIPPED
GALVANIZED IN ACCORDANCE WITH ASTM A123 AFTER SANDBLAST CLEANING PER SSPC-SP10. USE ASTM
A325 BOLTS HOT DIPPED GALVANIZED WITH GALVANIZED HARDENED WASHERS AND GALVANIZED HEAVY
HEX NUTS FOR BOLTING OF GALVANIZED ITEMS.
17.
STEEL COLUMNS, BASE PLATES, AND ALL STEEL BELOW GRADE SHALL HAVE A MINIMUM 3" CONCRETE
COVER PROTECTION.
CONRETE MASONRY
1.
APPLICABLE MASONRY CODES:
A. ACI 530-05/ASCE 5-05/TMS 402-05 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES.
B. ACI 530.1-05/ASCE 6-05/TMS 602-05 SPECIFICATIONS FOR MASONRY STRUCTURES.
2.
CONCRETE MASONRY UNITS SHALL BE LOAD BEARING TYPE CONFORMING TO ASTM C-90 HAVING A
MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI.
3.
ALL CELLS BELOW GROUND FLOOR SLAB SHALL BE FILLED SOLID WITH CONCRETE.
4.
MORTAR SHALL CONFORM TO ASTM C-270 TYPE S.
5.
REINFORCED WALLS, STIFFENERS, PIERS, ETC. SHALL BE FILLED IN MAXIMUM OF 4'-0" LIFTS. FILL SHALL
BE MECHANICALLY MIXED (ASTM C476 COURSE) GROUT OR REGULAR WEIGHT CONCRETE (ASTM C94)
WITH MAX 1/2" COARSE AGGREGATE HAVING NOT LESS THAN 2500 PSI (MIN.) 28 DAY STRENGTH. SEE
SPECIFICATIONS.
6.
PLAIN END TWO CELL UNITS SHALL BE USED FOR BLOCKS THAT ARE TO HAVE CELLS REINFORCED OR
FILLED. WEB SHELLS ADJACENT TO CELLS THAT ARE TO BE FILLED ARE TO BE BEDDED IN MORTAR.
7.
FILL CELLS AS NOTED ON DRAWINGS WITH 3000 PSI GROUT CONFORMING TO ASTM C-476 SPECIFICALLY
DESIGNED FOR FILLING CELLS.
8.
VERTICAL REINFORCING TO BE LAPPED 48 BAR DIAMETERS (MINIMUM 2'-6") AT DOWELS AND SPLICES.
9.
HORIZONTAL JOINT REINFORCING TO BE CONTINUOUS THROUGH REINFORCED CELLS.
10.
PROVIDE A 4"x4" CLEAN OUT OPENING AT BOTTOM COURSE OF EACH LIFT AT EACH REINFORCED CELL
EXCEPT WHERE HOLE OR PATCH CANNOT BE CONCEALED BY BRICK OR WALL FINISH. CELLS TO BE
THOROUGHLY FLUSHED PRIOR TO FILLING. SEAL OPENING DURING FILLING.
11.
PROVIDE GALVANIZED WIRE (W1.7) LADDER TYPE HORIZONTAL JOINT REINFORCING AT 16" O.C. AND AS
INDICATED ON DRAWINGS.
12.
SEE ARCHITECTURAL DRAWINGS FOR THE EXTENT AND EXACT LOCATION OF MASONRY WALLS.
13.
WALL CONTROL JOINTS SHALL BE CONSTRUCTED IN ACCORDANCE TO THE FOLLOWING:
A. WCJ SHALL BE PROVIDED IN ALL CONCRETE MASONRY WALLS AT LOCATIONS INDICATED ON THE
STRUCTURAL DRAWINGS BUT AT A SPACING NOT GREATER THAN 24'-0" O.C.
B. HORIZONTAL JOINT REINFORCING SHALL BE INTERRUPTED AT EACH SIDE OF WALL CONTROL
JOINTS.
C. WALL CONTROL JOINTS SHALL NOT BE PLACED OVER OPENINGS OR WITHIN JAMB WIDTH.
13.
BLOCK LINTELS SHALL BE SPECIALLY FORMED U-BLOCK LINTEL OR LOW WEB LINTEL UNITS WITH
REINFORCEMENT AS SHOWN OR PRECAST UNITS DESIGNED FOR THE WEIGHT OF MASONRY ABOVE AND
ALL OTHER APPLIED LOADS.
14.
PROVIDE (2) #5x24"x24" HORIZONTAL CORNER BARS AT CHANGES IN DIRECTION OF BOND BEAM. WHERE
BOND BEAMS INTERRUPTED BY OPENINGS, HOOK 12" INTO REINFORCED JAMB.
15.
ALL MASONRY WALLS SHOWN ON THESE STRUCTURAL DRAWINGS HAVE BEEN DESIGNED TO RESIST THE
REQUIRED VERTICAL AND LATERAL FORCES IN THE FINAL CONFIGURATION ONLY. IT IS THE SOLE
RESPONSIBILITY OF THE CONTRACTOR TO ADEQUATELY BRACE THE WALLS FOR VERTICAL AND LATERAL
LOADS THAT COULD POSSIBLY BE APPLIED PRIOR TO COMPLETION OF LATERAL SUPPORT BY
CONNECTIONS AT FLOOR OR ROOF FRAMING LOCATIONS.
N
M
L
K
SSU HUBERT D
ELEVATOR RENOV.
J
H
G
STRUCTURAL
NOTES
F
E
D
C
PROJECT NO.
DATE
B
A
A
1
2
3
4
5
Project #SSU - 1304
SAVANNAH STATE UNIVERSITY
Savannah, Georgia 31404
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
13.005
03/22/13
DRAWN BY
BTH
CHECKED BY
BKS
S001
1
2
3
4
5
6
7
8
3'-112"
412"
9
3'-112"
10
11
12
13
14
15
16
412"
17
18
19
20
7'-0"*
P
P
8'-4"*
M
4'-6"*
S201
L
5"*
W8X18
W8X18
1
75 8"
L
BEAM BEARING = 36'-6" +/- A.F.F.
T/CMU
37'-3"+/- A.F.F.
W8X18
8'-4"
M
N
* NOTE:
DIMENSIONS SHALL BE
COORDINATED WITH
ELEVATOR MANUFACTURER
BEAM BEARING = 36'-6" +/- A.F.F.
1
S201
BEAM BEARING = 36'-6" +/- A.F.F.
N
3'-5"*
1.5B20 ROOF
DECK SPAN
P.T. BLOCKING - SEE ARCH.
2
3'-9" +/-
K
K
S201
NOTE:
SEE DETAIL 4/S301 FOR
LINTEL INSTALLATION
WHERE ARCH. CALLS FOR
PENETRATION OF
EXISTING MASONRY
INFILL WALLS
J
SSU HUBERT D
ELEVATOR RENOV.
INTERMEDIATE FRAMING PLAN
Scale: 1/2" = 1'-0"
J
2
HSS 4.000x0.250 DOWN TO
SLAB (TYP OF 3)
S201
Project #SSU - 1304
SAVANNAH STATE UNIVERSITY
Savannah, Georgia 31404
ROOF FRAMING PLAN
Scale: 1/2" = 1'-0"
8"
7'-0"*
1'-0"
H
8"
* NOTE:
DIMENSIONS SHALL BE
COORDINATED WITH
ELEVATOR MANUFACTURER
(T/FTG = -2'-4" B.F.F.)
G
T/PIT = -4''-0"
3'-1012" CLR. *
T/SLAB = 0''-0"
FRAMING
PLANS
F
TRIM EXIST. FOOTING FOR
ELEVATOR SHAFT CLEARANCE.
COORD. w/ ARCH.
DEMO
EXISTING SLAB ON GRADE
(T/SLAB EL. = EXISTING)
PIT UNDERPINNING BELOW
EXISTING MASONRY WALL,
SEE DETAILS
6" +/-
S201
8'-4"*
1
F
H
TRIM EXIST. FOOTING FOR
ELEVATOR SHAFT CLEARANCE.
COORD. w/ ARCH.
6'-412" CLR. *
G
DEMO
8"
112" +/-
(T/FTG = -4'-0" B.F.F.)
412" +/DEMO
E
E
1'-3"
1'-4"
8"
PIT UNDERPINNING BELOW
EXISTING CONC. FOOTING,
SEE DETAILS
D
1'-0"
D
6'-4" +/-
8'-8"
NEW FOOTING EXTENTS @
BRICK FACE
EXIST. COLUMN
C
C
4" SLAB ON GRADE W/
6x6 - W2.1xW2.1 WWF
(T/SLAB EL. = EXISTING)
PROJECT NO.
(T/FTG = -2'-4" B.F.F.)
4" SLAB ON GRADE W/
6x6 - W2.1xW2.1 WWF
(T/SLAB EL. = EXISTING)
2
DATE
13.005
03/22/13
S201
B
B
DRAWN BY
BTH
CHECKED BY
BKS
(T/FTG = -2'-4" B.F.F.)
FOUNDATION PLAN
A
A
Scale: 1/2" = 1'-0"
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
S101
2
3
4
5
4
P
6
7
8
9
10
1'-4"
12
13
14
15
ROOF DECK PER PLAN
ROOF DECK PER PLAN
S302
11
16
1
2"
3
17
18
19
20
P
12"
#5 DOWEL @ 16" O.C.
(EMBED MIN. 5 58" INTO
EXIST. SLAB)
2" +/-
1
12"
RECESS PER ELEVATOR MFR'S.
WRITTEN REQUIREMENTS
PEJ
S302
N
HOIST BEAM
PER PLAN
HOIST BEAM PER PLAN
REMOVE EXIST. FOOTING
TO EXTENTS SHOWN FOR
INSTALLATION OF NEW 8"
CONC. WALL
1'-6"
8" CMU W/ ALL CELLS
GROUTED SOLID
& #5 VERT. @ 16" O.C.
(8" O.C. WITHIN 24" OF
CORNERS)
1
2
S302
S302
TYP.
L3x3x1 4 (GALV.) W/ 5 8" SIMPSON
WEDGE ANCHORS @ 12" O.C.
(3" MIN. EMBED.)
8"
SLOPE TO SUMP PIT
T/FTG.
1'-0"
EXIST.
1" GALV. STEEL GRATING
2
S302
#5 @ 12" O.C.,
EA. WAY TOP & BOTT.
TYP.
TYP.
M
L
1'-0" MIN.
ELEVATOR MACHINERY
BY OTHERS
4"
2'-0"
L
CONT. BOND BEAM
W/ (1) #5 TO ALIGN W/
LINTEL, TYP.
1'-13 4" +/-
M
#5 @ 10" O.C. EA.
WAY, CONT.
8"
4'-0" MAX.
12'-6" MIN. CLEAR OVERHEAD
ALIGN NEW 8" C.M.U.
INFILL WALL EXIST.
STRUCTURE
N
NOTE:
SEE ARCH. FOR WATERPROOFING.
(5) #4 EA. WAY,
CONT.
2x4 KEYWAY W/
"DUMBBELL" TYPE VINYL
WATERSTOP, TYP. ALL JOINTS
K
8"
K
24"x24" FORMED POCKET FOR ELEV. EQUIPMENT,
FILL W/ CONC. AFTER EQUIPMENT IS INSTALLED.
VERIFY EXACT SIZE & LOCATION WITH ELEV. MFR.
SHORE EXISTING SLAB PRIOR TO
DEMOLITION AND INSTALLATION
OF NEW SHAFT WALL
3
S201
FOUNDATION DETAIL
4" CONC. SLAB ON GRADE
W/ 6x6-W2.1xW2.1 WWF
Project #SSU - 1304
SAVANNAH STATE UNIVERSITY
Savannah, Georgia 31404
H
8"x8" TURNDOWN W/
(1) #5 BAR
(2) #5, CONT.
8"
PEJ
1'-0"
CONT. BOND BEAM
W/ (1) #5 @ 4'-0" O.C. MAX
@ TOP AND BOTTOM OF
EACH WALL, TYP.
TRAVEL (FIELD VERIFY)
J
2'-1112" +/- VERIFY
1
2"
#5 @ 10" O.C. EA.
WAY, CONT.
8"
1'-8"
8"
VAPOR BARRIER
4" SAND LAYER
SHORE EXISTING SLAB PRIOR TO
DEMOLITION AND INSTALLATION
OF NEW SHAFT WALL
EXIST.
1
2"
5"
1
2"
PEJ
PEJ
MIN. 5 58" EMBED INTO
EXIST. FOOTING
1'-11"
F
G
SECTIONS
1'-8"
G
(4) #4 EA. WAY,
CONT.
Scale: 3/4" = 1'-0"
8" CMU W/ ALL CELLS
GROUTED SOLID
& #5 VERT. @ 16" O.C.
(8" O.C. WITHIN 24" OF
CORNERS)
H
SSU HUBERT D
ELEVATOR RENOV.
8"
4'-0" PIT DEPTH
8"x24" CMU LINTEL
W/ (1) #5 CONT. TOP
& BOTT. & (1) #3 SHEAR
LEG @ 8" O.C.
CONT. BOND BEAM
W/ (1) #5 TO ALIGN W/
LINTEL, TYP.
2'-0"
2'-4"
J
CONT. BOND BEAM
W/ (1) #5 @ 4'-0" O.C. MAX
@ TOP AND BOTTOM OF
EACH WALL, TYP.
8"
F
4
S201
2'-4"
1'-8"
C
FOUNDATION UNDERPINNING,
SEE DETAIL AND NOTES
SLOPE TO SUMP PIT
3
4
S201
S201
B
ELEVATOR SECTION
2
S201
ELEVATOR SECTION
S201
3/8" = 1'-0"
3/8" = 1'-0"
A
1
2
E
Scale: 3/4" = 1'-0"
1'-0"
#5 @ 12" O.C.,
EA. WAY TOP & BOTT.
UNDERPINNING NOTES:
2.
THE STRUCTURAL DRAWINGS SHOW THE STRUCTURE IN ITS COMPLETED, STABLE FORM.
STABILITY DURING ALL INTERMITTENT STAGES OF CONSTRUCTION IS THE RESPONSIBILITY
OF THE CONTRACTOR. THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING,
SHORING, TEMPORARY SUPPORTS, ETC. SHALL BE THE SOLE RESPONSIBILITY OF THE
CONTRACTOR.
3.
MAKE APPROACH EXCAVATION FOR NEW CONSTRUCTION, WHERE NEW FOUNDATIONS ARE
TO BE BELOW EXISTING FOUNDATIONS, TO ELEVATION OF EXISTING FOUNDATIONS,
MAINTAINING A 45 DEGREE SLOPED BERM WHERE POSSIBLE.
4.
FOR UNDERPINNING PITS, UNDERPIN EXISTING WALL FOUNDATIONS BY EXCAVATING 4'
WIDE PITS TO DEPTH SHOWN ON DRAWINGS, SKIPPING 1 SECTION AT ANY TIME SO AS TO
MAINTAIN SUPPORT FOR WALL AT ALL TIMES.
5.
UNDERPIN 4' SECTIONS ONE AT A TIME ; NO ADJACENT SECTIONS SHALL BE UNDERPINNED
UNTIL CONCRETE IN ADJACENT SECTIONS HAS REACHED 2500 PSI COMPRESSIVE
STRENGTH (MIN.) AND FOOTINGS HAVE BEEN DRY PACKED WITH NONSHRINK GROUT TO
OBTAIN POSITIVE BEARING.
6.
SHEET AND BRACE UNDERPINNING PITS IF SOIL WILL NOT STAND ON A VERTICAL CUT
DURING THIS OPERATION OR AS REQUIRED FOR SAFETY OF WORKMEN. REPACK ANY
VOIDS BEHIND SHEETING TO PREVENT SLOUGHING, WHICH COULD CAUSE SETTLEMENT OF
EXISTING FOUNDATIONS.
7.
CONTRACTOR PERFORMING THIS PORTION OF WORK SHALL HAVE BEEN PREQUALIFIED AS
HAVING PREVIOUSLY PERFORMED THIS TYPE OF WORK SUCCESSFULLY OR SHALL
DEMONSTRATE CAPABILITY FOR SUCCESSFULLY PERFORMING THIS WORK. IT IS THE SOLE
RESPONSIBILITY OF THE CONTRACTOR TO GUARD AGAINST OBJECTIONABLE MOVEMENT
OR SETTLEMENT AND TO PRESERVE INTEGRITY OF ALL EXISTING STRUCTURES.
8.
BEARING ELEVATION SUBGRADES OF THE UNDERPINNING PIT SHALL BE CLEAN, DRY, AND
FREE OF DEBRIS AND SHALL BE TESTED BY A REGISTERED GEOTECHNICAL ENGINEER FOR
BEARING CAPACITY AND COMPACTION.
9.
CONCRETE SHALL NOT FREE FALL MORE THAN 8 FEET INTO THE PIT.
1'-0"
1
FOUNDATION DETAIL
D
4'-0" PIT DEPTH
D
BRICK PER ARCH.
4'-0" PIT DEPTH
E
12" MIN.
OPENING PER ELEVATOR
MANUF'S. WRITTEN REQUIREMENTS
T/FTG.
3
4
5
6
7
8
9
10
11
12
13
14
15
C
PROJECT NO.
DATE
B
A
16
17
18
19
20
13.005
03/22/13
DRAWN BY
BTH
CHECKED BY
BKS
S201
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
P
P
N
N
ELEVATOR
SHAFT EDGE
EXTEND LINTEL REINF. 2'-0"
MIN. BEYOND FACE OF M.O.
or PROVIDE STD. HOOK
EACH END
PROVIDE
STD. HOOK
THIS END
H
M
'D'
M
L
H
L
DEPTH
8" MIN.
BRG.
FILL VOID SOLID
AFTER BEAM IS SET
2"
7 21"x21"x7 21" PL
2'-0"
K
M.O.
GROUT SOLID
CLEAR
SPAN
DEPTH
BOTTOM
REINF.
MAX 6'-0"
24"
(1) #5
TOP
REINF.
SHEAR LEG
SPACING
PRECAST
EQUIV.
#3 @ 8"
--
(1) #5
J
BEARING NOTES:
1. "L" INDICATES LENGTH OF BEARING PARALLEL TO
WALL.
2. BEAMS PERPENDICULAR TO WALL SHALL BEAR
FULL WIDTH LESS 2" IF MASONRY EXPOSED ON
OPPOSITE FACE. (FULL WIDTH IF BRICK
VENNEERED ON OPPOSITE FACE.)
3. PROVIDE ONE LAYER 30 LB. BLDG. FELT BETWEEN
BEAM AND BEARING PLATE.
4. NUTS TO BE HAND TIGHT ONLY.
BOND BEAM
W/ 2#5 CONT.
2'-0"
NOM.
SHEAR LEG
8" CMU LINTELS
K
STEEL
BEAM
CMU WALL,
SEE PLAN
(2) 3/4" DIA. x 1'-4"
ANCHOR BOLTS IN SOLID
CONCRETE FILL. PROVIDE
WASHER UNDER NUT.
8" CAST IN PLACE LINTELS
SSU HUBERT D
ELEVATOR RENOV.
J
SECTION H-H
REINFORCE JAMB EACH SIDE OF M.O.
WITH #5 VERT. - GROUT SOLID FULL
HEIGHT-
1
H
S301
BEAM PERPENDICULAR TO WALL
TYPICAL CMU LINTELS
2
Scale: NOT TO SCALE
Project #SSU - 1304
SAVANNAH STATE UNIVERSITY
Savannah, Georgia 31404
S301
SIM. TO
2/S302
STEEL BEAM BEARING ON C.M.U.
H
Scale: 3/4" = 1'-0"
G
G
MASONRY DETAILS
F
F
EXISTING C.M.U. INFILL WALL
w/ 4" INTERIOR AIRSPACE
REINF. EACH CORNER
WITH 5 REINFORCED
CELLS USING TYP. EXT.
WALL REINF. PER PLAN
E
REINF. AT EACH
INTERSECTION WITH
TYP. EXT. WALL REINF.
PREFAB CORNER
JOINT TRINF.
2x8 TEMPORARY LINTEL
(EXTEND 16" BEYOND
ROUGH OPENING
EXTENTS)
E
5
8
O.C. (SNUG-TIGHT MAX.)
L 3 21x3 21x38"
(8" BRG. EA. SIDE)
D
CLOSURE PL
1#5 (OR STD. TYP.
WALL REINF.)
PREFAB CORNER
JOINT REINF.
NOTES:
1. ATTACH TEMPORARY LINTELS AS SHOWN PRIOR TO
REMOVING ANY PORTION OF THE EXISTING MASONRY.
2. REMOVE BLOCKS REQUIRED TO INSTALL STEEL LINTEL.
3. WHEN ASSEMBLY IS IN PLACE, REMOVE TEMPORARY
LINTELS AND REPAIR WALL AS NECESSARY.
C
TYPICAL CMU CORNERS
3
S301
D
1
1
4x3 4"
4
S301
Scale: 3/4" = 1'-0"
C
STEEL LINTEL @ EXISTING
MASONRY INFILL WALLS
PROJECT NO.
Scale: 3/4" = 1'-0"
DATE
B
B
A
A
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
13.005
03/22/13
DRAWN BY
BTH
CHECKED BY
BKS
S301
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
P
P
N
N
ROOF BEARING PER 4/S302
M
3"
1
4"
ROOF BEARING PER 4/S302
M
1.5B20 DECK
3'-9" +/- *
PL EA. SIDE
5
7 8"
TYP. WALL REINF.
EXIST. SLAB
RECESS PER
ELEVATOR MFR'S.
WRITTEN
REQUIREMENTS
1'-4"
L
#5 DOWEL @ 16"
O.C. (EMBED MIN.
5 58" INTO EXIST.
12"
SLAB)
K
(1) #5, CONT.
8" C.M.U. BELOW
L
3
4"x9"x9"
ALLOW SPACE FOR FILLING
GROUT AND FILL VOID w/
NON-SHRINK GROUT
1'-0" *
1'-3" *
12"
(1) #5, CONT.
TYP. WALL REINF.
BASE PLATE
(4) 38
HIT-HY 150 MAX ADHESIVE
(2 38" EMBED)
HSS 4.000x0.250
#5 x 36" L. EMBED 5 58"
INTO EXIST. SLAB w/
HILTI HIT-HY 150 MAX.
(2) #5, CONT.
1'-1012" +/-
EXIST. SLAB
PEJ
2'-0" +/-
1
2"
7 58" CONC.
W8x18 PER PLAN, BEAR ON
CMU PER 2/S301
W8x18 PER PLAN, BEAR ON
CMU PER 2/S301
EXIST. SLAB (CONNECTION
PER 2/S302)
EXIST. SLAB (CONNECTION
PER 2/S302)
K
8" CMU W/ ALL CELLS GROUTED
SOLID & #5 VERT. @ 16" O.C. (8"
O.C. WITHIN 24" OF CORNERS)
*NOTE:
FIELD VERIFY DISTANCE FROM CMU
SHAFT WALL TO EDGE OF EXISTING
CONC. OVERHANG. DISTANCE FROM
OVERHANG TO HSS POST GOVERNS
SSU HUBERT D
ELEVATOR RENOV.
8" C.M.U. BELOW
TYP. WALL REINF.
J
J
1
H
S302
CONNECTION DETAIL
2
S302
Scale: 3/4" = 1'-0"
CONNECTION DETAIL
3
S302
Scale: 3/4" = 1'-0"
ROOF SECTION
Project #SSU - 1304
SAVANNAH STATE UNIVERSITY
Savannah, Georgia 31404
H
Scale: 3/4" = 1'-0"
G
G
DETAILS
F
F
1.5B20 METAL DECK
1
4"x4"xCONT.
PL (GALV.) W/ 5 8" SIMPSON
WEDGE ANCHORS @ 12" O.C.
(3" MIN. EMBED.)
L3x3x1 4 (GALV.) W/ 5 8" SIMPSON
WEDGE ANCHORS @ 12" O.C.
(3" MIN. EMBED.)
L3x3x1 4 (GALV.) CLOSURE L
5
8" PUDDLE WELDS
@ 36/4 PATTERN (MIN.)
1/2
SP BEA
AC RIN
ING G
1'-4"
1.5B20 DECK
1/2
SP BEAR
AC
INGING
E
2" +/-
COL.
CONT. BOND BEAM
W/ (2) #5 @ TOP OF WALL
E
9"
3"
3"
112"
112"
112"
#10 TEK SCREWS
TYP. WALL REINF.
HSS 4.000x0.250
P.T. BLOCKING - SEE
ARCH. FOR FLASHING
3"
COL.
3
4"
PL
7
(4) 16
"
HILTI HAS RODS
C
S302
ROOF DETAILS
5
C
BASE PLATE DETAIL
S302
Scale: 3/4" = 1'-0"
C
L DECKING
LAP
112"
EXISTING STRUCTURE
C
L DECKING
LAP
33"
9"
BEAM PER PLAN
4
D
3"
D
6
S302
1 1/2" = 1'-0"
TYP. DECK ATTACHMENT DETAIL
PROJECT NO.
Scale: 3/4" = 1'-0"
DATE
B
B
A
A
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
13.005
03/22/13
DRAWN BY
BTH
CHECKED BY
BKS
S302

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