GEORGIA, ANG - 165TH AW/CES REPAIR FIRE SUPRRESSION

Transcription

STRUCTURAL DESIGN CRITERIA
FOUNDATION NOTES
CONCRETE & REINFORCING STEEL NOTES
EARTHWORK NOTES
1.
GOVERNING CODE: 2012 IBC AS MODIFIED BY UFC 3-301-01
FLOOR LIVE LOAD
MATERIAL PROPERTIES (U.N.O.)
COMPRESSIVE STRENGTH
- F'c = 4 KSI
CONCRETE REINFORCEMENT - Fy = 60 KSI (A615 GR 60)
EW-1.
2.
NET ALLOWABLE SOIL BEARING PRESSURE = 2000 PSF
PER WHITAKER LABORATORY, INC. GEOTECHNICAL REPORT.
REPORT NO.: 11-22-13-1, DATED 11-22-2013 AND
REPORT NO.: 1-9-14-1, DATED 01-09-2014.
SEE GEOTECHNICAL REPORT AND SPECIFICATIONS FOR DEFINITION OF
MATERIALS AND COMPACTION REQUIREMENTS, PRESSURE GROUTING
SPECIFICATIONS / REQUIREMENTS, AND LOCATIONS.
CR-1.
EW-2.
U.N.O., THE CONTRACTOR SHALL RETAIN AN INDEPENDENT, QUALIFIED
GEOTECHNICAL ENGINEERING FIRM/TESTING AGENCY TO IDENTIFY AREAS
OF POOR SOILS, TO MONITOR PROPER SUBGRADE PREPARATIONS AND TO
OVERSEE AND TEST THE PLACEMENT OF COMPACTED FILL MATERIAL.
MASONRY (CMU) WALL
ON CONCRETE FOOTING
ALL SUBTERRANEAN STRUCTURES, UTILITIES, PIPING, ETC. IIN THE AREA
OF EXCAVATIONS TO BE LOCATED AND MARKED BY CONTRACTOR PRIOR
TO EARTH REMOVAL WORK. CONTRACTOR TO MAINTAIN MARKERS UNTIL
EXCAVATION ACTIVITIES HAVE CEASED. IF UNDERGROUND UTILITY
CONFLICTS ARE DISCOVERED BEFORE OR ENCOUNTERED DURING
EXCAVATION, NOTIFY THE GOVERNMENT IMMEDIATELY.
CONCRETE FOUNDATION WALL
ON CONCRETE FOOTING
ROOF LIVE LOAD
MINIMUM ROOF LIVE LOAD:
F-2.
ROOF SNOW LOAD
NO SNOW LOADING AT SITE
WIND DESIGN DATA
F-3.
BASIC WIND SPEED (3-SECOND GUST):
RISK CATEGORY:
WIND IMPORTANCE FACTOR:
WIND EXPOSURE:
INTERNAL PRESSURE COEFFICIENT:
F-4.
FOOTING SUBGRADES SHALL BE CLEAN AND FREE OF DEBRIS, STANDING
WATER, AND LOOSE SOIL.
F-5.
II
IE = 1.0
F-6.
SITE CLASS:
E
DESIGN EARTHQUAKE SPECTRAL ACCELERATIONS
AT SHORT PERIODS:
SDS = 0.539 G
AT A PERIOD OF 1 SECOND:
SD1 = 0.279 G
F-7.
SEISMIC DESIGN CATEGORY:
BASIC SEISMIC-FORCE-RESISTING-SYSTEM:
DESIGN BASE SHEAR:
SEISMIC RESPONSE COEFFICIENTS:
RESPONSE MODIFICATION FACTOR:
ANALYSIS PROCEDURE:
F-8.
SDC = D
SFRS = SRCMU
VS = 7.5 KIPS
CS = 0.108
R=5
EQUIVALENT LATERAL FORCE
COORDINATE WITH ARCHITECTURAL AND CIVIL DRAWINGS FOR
MISCELLANEOUS FOUNDATIONS NOT SHOWN ON STRUCTURAL DRAWINGS.
CONTROL JOINTS IN THE CAST-IN-PLACE CONCRETE FOUNDATION WALLS
SHALL BE PLACED AT SPACING NOT TO EXCEED 20' O.C. OR AS LOCATED PER
DRAWINGS AND SHOULD ALIGN WITH MASONRY CONTROL JOINTS WHERE
APPLICABLE. SEE DETAIL SHEETS FOR CONTROL JOINT DETAILS. PROVIDE
VERTICAL "V" GROOVE AT ALL CONSTRUCTION AND CONTROL JOINTS.
CONTRACTOR SHALL SUBMIT PLANS OF JOINT LOCATIONS FOR APPROVAL.
SEE TYPICAL SLAB-ON-GRADE DETAILS FOR SLAB AND SUB-BASE
REQUIREMENTS. THESE WILL BE TYPICAL THROUGHOUT UNLESS NOTED
OTHERWISE.
A LEAN CONCRETE MUD SLAB 2" TO 3" THICK SHALL BE USED IN THE FOOTING
EXCAVATION IF THE BOTTOM OF THE EXCAVATION TENDS TO BECOME
MUDDY AND SOFT DUE TO CONSTRUCTION ACTIVITY. LEAN CONCRETE
SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 2000 PSI.
EW-6.
CR-3.
CR-4.
CR-5.
MATERIAL PROPERTIES (U.N.O.)
COMPRESSIVE STRENGTH
MASONRY REINFORCEMENT
MORTAR
GROUT AT 28-DAYS
FIELD VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS PRIOR
TO START OF CONSTRUCTION. NOTIFY CONTRACTING OFFICER OF
ANY CONFLICTS PRIOR TO BEGINNING WORK.
DO NOT SCALE DRAWINGS!!!!
G-6.
G-7.
G-8.
G-9.
FOR CLARITY, ALL EXTERIOR SLABS AND SIDEWALKS MAY NOT BE SHOWN.
FOR EXACT DIMENSIONS, LOCATIONS, JOINTS AND SCORE LINES, SEE
ARCHITECTURAL AND/OR CIVIL DRAWINGS.
VERIFY ALL SIZES, WEIGHTS AND LOCATIONS OF MECHANICAL AND
ELECTRICAL EQUIPMENT, ROOF PENETRATIONS, DUCTS, ETC. WITH
MECHANICAL AND ELECTRICAL CONTRACTORS AND FIELD CONDITIONS.
DETAILS MARKED "TYPICAL" MAY OR MAY NOT BE CUT ON PLANS, BUT
SHALL APPLY UNLESS NOTED OTHERWISE.
STRUCTURAL SYSTEM IS DESIGNED TO WORK AS A COMPLETED SYSTEM,
ANY SHORING OR BRACING NECESSARY DURING CONSTRUCTION SHALL
BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR.
SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND FIRE
PROTECTION PLANS FOR SLEEVES, INSERTS, ETC. NOT SHOWN ON
STRUCTURAL PLANS.
NO PIPES OR SLEEVES FOR MECHANICAL TRADES SHALL PASS THROUGH
STRUCTURAL MEMBERS WITHOUT APPROVAL OF THE STRUCTURAL
ENGINEER.
THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL SITE SAFETY
AND ALL ACCIDENTS WHICH RESULT IN DEATH, PERSONAL INJURY, OR
DAMAGE TO PROPERTY ARISING OUT OF OR IN CONNECTION WITH THE
PERFORMANCE OF THE WORK.
M-1.
M-2.
EW-8.
CR-6.
ALL REINFORCEMENT BARS SHALL BE FABRICATED IN ACCORDANCE WITH THE
LATEST CRSI MANUAL OF STANDARD PRACTICE AND SHALL BE CLEAN AND
FREE OF GREASE AND SCALING RUST.
CR-7.
CONTINUOUS TOP AND BOTTOM BARS, WHEN SHOWN IN TRANSVERSE
SECTION ONLY, SHALL BE LAPPED AS FOLLOWS:
TOP BARS NEAR MID-SPANS;
BOTTOM BARS DIRECTLY OVER SUPPORTS, U.N.O.
CR-8.
WATER STOPS SHALL BE PROVIDED IN HORIZONTAL AND VERTICAL
CONSTRUCTION JOINTS WHERE FINISHED FLOOR IS BELOW EXTERIOR GRADE
UNLESS OMISSION IS APPROVED BY THE ENGINEER.
CR-9.
HOOK HORIZONTAL WALL AND BEAM REINFORCING BARS AT DISCONTINUOUS
ENDS, TYPICAL U.N.O. EXTEND REINFORCEMENT TO FAR FACE OF
PIERS/PEDESTALS AND/OR COLUMNS U.N.O.
9/2/2014 10:55:44 AM
DENOTES DEPRESSION FOR
WALL/DOOR OPENING (-8" U.N.O.)
INDICATES PIER MARK
INDICATES PIER
NO FILL SHALL BE PLACED OVER FROZEN, MUDDY, OR OTHER
DELETERIOUS MATERIAL. NO FILL SHALL BE PLACED OVER A PREVIOUS
LIFT THAT HAS NOT BEEN ADEQUATELY COMPACTED PER SPECIFICATIONS.
INDICATES CONCRETE FOOTING
INDICATES NEW GRID DESIGNATION
(HEXAGON SHAPE AT EXISTING GRID)
A
BACKFILL AGAINST FOUNDATION WALLS SHALL BE PLACED EVENLY ON ALL
SIDES IN ORDER TO ACHIEVE GENERALLY BALANCED LOADINGS.
FRAMING PLAN
INDICATES KNEE BRACING CONNECTED TO BEAM
(BELOW FRAMING MEMBER)
INDICATES BEAM FRAMING OVER HOLLOW
STRUCTURAL SECTION (HSS) COLUMN
- F'm = 1500 PSI
- Fy = 60 KSI (A615 GR 60)
- TYPE S (ASTM C270)
- 2500 PSI (ASTM C476)
ALL MASONRY WALLS ARE TO BE GROUTED SOLID
ALL MASONRY WALLS ARE TO HAVE 9 GAUGE HORIZONTAL JOINT
REINFORCEMENT WHICH DOES NOT EXCEED 16 INCHES ON CENTER
VERTICALLY..
ALL LAPS SHALL BE 50 BAR DIAMETERS U.N.O.
M-4.
PROVIDE CORNER SPLICE BARS FOR ALL BOND BEAMS OCCURRING AT
CORNERS OR WALL INTERSECTIONS. SPLICE BAR TO BE THE SAME SIZE
AS BARS IN THE BOND BEAM.
M-5.
WHERE MASONRY IS APPLIED ADJACENT TO STEEL MEMBERS (BEAMS AND
COLUMNS) PROVIDE ANCHORING DEVICES PER SPECIFICATIONS.
M-6.
REFER TO ARCHITECTURAL PLANS AND DOOR/FRAME SCHEDULES FOR
LINTEL ROUGH OPENING LOCATIONS, SIZES, AND ELEVATIONS.
M-7.
USE SLEEVE TYPE EXPANSION ANCHORS IN NON-STRUCTURAL CMU WALL
PARTITIONS, UNLESS NOTED OTHERWISE.
M-8.
M-9.
SECTIONS, DETAILS, AND NOTES SHOWN ON THE DRAWINGS ARE
INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR CONDITIONS
ELSEWHERE, UNLESS OTHERWISE SHOWN.
ALL CMU WALLS SHALL BE REINFORCED WITH A MINIMUM #5 VERTICAL BAR
AT 24" O.C. AND (2) HORIZONTAL BARS (BOND BEAMS) AT 48" O.C. PROVIDE
(2) #5 HORIZONTAL BARS CONTINUOUS AT TOP OF WALL. PROVIDE #5
DOWELS AT 24" O.C. INTO FOOTINGS.
REFER TO STRUCTURAL AND/OR ARCHITECTURAL DRAWINGS FOR CONTROL
JOINT LOCATIONS. WHERE CMU CONTROL JOINT LOCATIONS ARE NOT
INDICATED, PROVIDE THEM AT 20' MAXIMUM CENTERS; SUBMIT CMU
CONTROL JOINT LAYOUT TO THE ENGINEER FOR APPROVAL.
M-10.
MASONRY DESIGN IS BASED ON INSPECTED WORKMANSHIP.
M-11.
PROVIDE HOT AND COLD WEATHER PROCEDURES AND TEMPORARY
MOISTURE PROTECTION IN ACCORDANCE WITH ACI RECOMMENDATIONS
AND PROJECT SPECIFICATIONS.
PROVIDE HORIZONTAL BOND BEAMS (DIAPHRAGM CHORDS) WITH (2) #5 BARS
CONTINUOUS, BENEATH FLOOR/ROOF MEMBER BEARING ELEVATIONS AND
AT DECK EDGE.
M-13.
MASONRY SHALL BE PLACED IN ONE-HALF RUNNING BOND U.N.O.
M-14.
THE EXTERIOR MASONRY WALLS ARE PART OF THE MAIN WIND- AND SEISMIC
FORCE RESISTING SYSTEM. SEE THE SPECIAL REQUIREMENTS CONTAINED
IN THE STATEMENT OF SPECIAL INSPECTION AND TESTING.
INDICATES BEAM FRAMING
OVER WIDE FLANGE (WF) COLUMN
B.O.
= BOTTOM OF _____
BP#
= BASE PLATE TYPE
INDICATES BEAM FRAMING
INTO SIDE OF COLUMN
BRG
= BEARING
INDICATES MOMENT CONNECTION
C TO C
= CENTER TO CENTER
CCJ
= CONSTRUCTION CONTROL JOINT
INDICATES REQUIRED UPWARD CAMBER
IN BEAM (INCHES)
CJ
= CONTROL JOINT
C.L.S.M.
= CONTROLLED LOW STRENGTH MATERIAL ("FLOWABLE FILL")
CONT
= CONTINUOUS
DBLT
= DOUBLE-TEE
DIA
= DIAMETER
DTB
= DOUBLE-TEE BEARING
EF
= EACH FACE
EL
= ELEVATION
EW
= EACH WAY
CR-13. ALL CONCRETE FOUNDATION WALLS SHALL HAVE A MINIMUM OF (2) #5 BARS
CONTINUOUS TOP AND BOTTOM, UNLESS NOTED OR DETAILED OTHERWISE.
F#
= SPREAD FOOTING TYPE
INDICATES TYPICAL BEAM SHEAR SPLICE
FDTN
= FOUNDATION
INDICATES BEAM FRAMING INTO SIDE OF BEAM
CR-14. EXTEND ALL PIER STEEL TO PROVIDE STD. HOOK UNDER FOOTING
REINFORCEMENT, UNLESS NOTED OTHERWISE.
FV
= FIELD VERIFY
GALV
= GALVANIZED
CR-15. ALL CONCRETE DESIGN AND CONSTRUCTION SHALL CONFORM WITH THE
LOCAL BUILDING CODE REQUIREMENTS AND THOSE OF THE FOLLOWING
STANDARDS (LATEST EDITION):
HPC
= HIGH PERFORMANCE COATING
JB
= JOIST BEARING (ELEVATION)
LLH
= LONG LEG HORIZONTAL
LLV
= LONG LEG VERTICAL
MCJ
= MASONRY CONTROL JOINT
NIC
= NOT IN CONTRACT
CR-16. SEE SECTION 033000 OF SPECIFICATIONS FOR INFORMATION REGARDING
CR-16. CONCRETE MIX DESIGN, TESTING, MATERIALS, AND ADMIXTURES.
NTS
= NOT TO SCALE
OC
= ON CENTER
CR-17. ALUMINUM CONDUIT IS NOT PERMITTED TO BE EMBEDDED IN CONCRETE.
P#
= PIER TYPE
PCB
= PRECAST BEARING (ELEVATION)
PRCST
= PRECAST
Rxn
= REACTION
SF#
= STRIP FOOTING TYPE
SIM
= SIMILAR
SST
= STAINLESS STEEL
STL
= STEEL
TBD
= TO BE DETERMINED
T.O.
= TOP OF _____
TOC
= TOP OF CONCRETE
TOF
= TOP OF FOOTING
TOL
= TOP OF LEDGE
TOP
= TOP OF PIER
2"
1"
1 1/2"
1"
CR-12. PROVIDE ADDITIONAL #5 BARS AT 4'-0" LONG 3" BELOW TOP OF SLAB AT 45° TO
ALL REENTRANT CORNERS AND OPENINGS IN CONCRETE SLABS AND AS
SHOWN.
"ACI 318, BUILDING CODE REQUIREMENTS FOR REINFORCED CONC."
"ACI 315, DETAILS AND DETAILING OF CONCRETE REINFORCEMENT"
"ACI 301, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BLDGS."
"ACI 307, RECOMMENDED PRACTICE FOR CONCRETE FORM WORK"
CR-18. REFER TO FLATWORK DRAWINGS AND/OR SPECIFICATIONS FOR
SLAB-ON-GRADE FINISH TYPES AND DEPRESSIONS REQUIRED FOR MATS,
TILE, AND OTHER FINISH MATERIALS.
CR-19. PROVIDE FOOTING DOWELS TO MATCH VERTICAL WALL REINFORCING. WHERE
WALL REINFORCING IS NOT INDICATED, DOWEL FOOTING TO FOUNDATION
WALLS WITH #5 REBAR AT 16" O.C. BY 3'-0" LONG, WITH STANDARD HOOKS
EMBEDDED A MINIMUM OF 9" INTO FOOTING.
CR-20. ALL PIER FOOTINGS TO HAVE DOWELS WITH STANDARD HOOKS OF SAME SIZE
AND QUANTITY AS PIER STEEL. DOWELS TO LAP PIER STEEL AS REQUIRED
FOR A CLASS "B" TENSION SPLICE.
CR-21. ALL OPENINGS IN CONCRETE FOUNDATION WALLS ARE TO HAVE (4) #5
DIAGONAL BARS EACH FACE OF THE WALL UNLESS OTHERWISE NOTED. BARS
SHALL EXTEND 2 FEET BEYOND OPENING ON EACH SIDE.
CR-22. UNLESS NOTED OTHERWISE, THICKEN THE SLAB-ON-GRADE BENEATH
INTERIOR MASONRY PARTITIONS 8 INCHES BELOW BOTTOM OF SLAB ON
GRADE. THICKENED PORTION TO EXTEND 8 INCHES BEYOND THE FACE OF
THE WALL ON EACH SIDE. REINFORCE THE THICKENED PORTION WITH (3) #5
CONTINUOUS, LONGITUDINAL REINFORCING BARS AND #5 TRANSVERSE BARS
AT 16" O.C., U.N.O.
CR-23. PITCH CONCRETE TO FLOOR DRAINS. COORDINATE WITH PLUMBING AND
ARCHITECTURAL DRAWINGS.
CR-24. UNLESS NOTED OTHERWISE, PROVIDE CONTROL OR CONSTRUCTION JOINTS IN
SLABS-ON-GRADE CR-24. AT 15 FOOT MAXIMUM CENTERS EACH DIRECTION.
CONTRACTOR SHALL SUBMIT PLANS OF JOINT LOCATIONS TO THE
GOVERNMENT FOR APPROVAL PRIOR TO CASTING SLABS-ON GRADE.
COORDINATE WITH ARCHITECTURAL DRAWINGS AND FLOOR FINISHES SUCH
AS TILE AND TERRAZZO.
CR-25. ALL DOWELS INTO EXISTING CONCRETE OR SOLID MASONRY TO BE EPOXY
ANCHORED WITH HILTI HITRE500 ADHESIVE OR EQUIVALENT, (UNLESS NOTED
OTHERWISE, U.N.O.)
TOS
= TOP OF STEEL
TOW
= TOP OF WALL
TPC
= TOP OF PRECAST
TSL
= TOP OF SLAB
TYP
= TYPICAL
UNO
= UNLESS NOTED OTHERWISE
WWF
= WELDED WIRE FABRIC/REINFORCEMENT
J o i n t
V e n t u r e
INDICATES SPREAD FOOTING MARK
INDICATES BRACING CONNECTED TO BEAM
(BELOW FRAMING MEMBER)
3"
2"
3384 PEACHTREE RD. NE
SUITE 550
ATLANTA, GA 30326 USA
(404) 239-1000
INDICATES COLUMN
1
ABBREVIATIONS
FOOTINGS:
BOTTOM & SIDES
TOP
WALLS:
EXTERIOR EXPOSURE
INTERIOR EXPOSURE
BEAMS/COLUMNS:
OVER TIES OR STIRRUPS
ELEVATED SLABS:
M-3.
M-12.
G:\USERS\DMATTHEWS\SANGB\AUTOCAD\B-3\S-001.DWG
EW-7.
STRIP FOOTING DESIGNATION
SF3
REINFORCING SHALL BE DETAILED IN ACCORDANCE WITH ACI 315.
CR-11. CONCRETE REINFORCEMENT PROTECTION/CLEAR COVER, U.N.O.:
G-1.
G-5.
HORIZONTAL BARS SHALL BE DETAILED TO SHOW THE DISTANCE FROM AT
LEAST ONE END OF THE BAR TO THE NEAREST BUILDING GRID LINE OR WALL.
FOUNDATION WALL DESIGNATION
FOOTING STEP
REFERENCE THE GEOTECHNICAL REPORT INCLUDED IN THE APPENDIX OF
THE SPECIFICATIONS FOR REQUIREMENTS FOR EXCAVATION AND
CONTROL OF GROUND WATER DURING CONSTRUCTION. EXISTING SOILS
MAY EXPERIENCE A LOSS OF STRENGTH IF SURFACE WATER IS ALLOWED
TO ACCUMULATE IN THE EXCAVATIONS; DO NOT ALLOW SURFACE WATER
TO ACCUMULATE IN THE BOTTOM OF EXCAVATIONS.
WHERE STRUCTURES DERIVE SUPPORT FROM FILL-SUPPORTED
FOUNDATIONS AND AT SLAB-ON-GRADE, FILL SHALL BE COMPACTED TO
98% OF STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM D-698), U.N.O.
FW#
(0.75)
SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE
MASONRY NOTES
G-4.
LAP LENGTH SHALL BE SPECIFICALLY NOTED ON SHOP DRAWINGS WHERE
MORE THAN ONE BAR MAKES UP A CONTINUOUS STRING.
CR-10. PROVIDE HOT/COLD WEATHER PROCEDURES AND PROTECTION IN
ACCORDANCE WITH ACI RECOMMENDATIONS AND PROJECT SPECIFICATIONS.
GENERAL NOTES
G-3.
#7:4'-2"
TOP OF WALL ELEVATION
INDICATES BEAM SIZE
(000'-0")
SPECIAL LOADS
BUILDING IS DESIGNATED SEISMIC DESIGN CATEGORY D; THEREFORE
SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE ARE REQUIRED.
SEE "STRUCTURAL TESTING AND INSPECTION" NOTES.
G-2.
#6:2'-7"
#11:9'-0"
TOW
100'-0"
FLOOD DESIGN DATA
SPECIAL LOADING CONDITIONS ARE NOT APPLICABLE TO THE DESIGN OF
THIS BUILDING; THEREFORE SPECIAL LOADS ARE NOT REQUIRED
9.
#5:1'-10"
#10:7'-8"
FOR EPOXY COATED BARS, PROVIDE 1.5 TIMES THE INDICATED LAP LENGTH.
FOR TOP BARS PROVIDE 1.3 TIMES THE INDICATED LAP LENGTH.
BUILDING IS NOT LOCATED IN FLOOD HAZARD AREA; THEREFORE FLOOD
DESIGN DATA IS NOT REQUIRED
8.
#4:1'-4"
#9:6'-4"
EW-5.
BEFORE PLACING FOOTINGS, FOUNDATIONS OR SLAB-ON-GRADE, THE
SUB-GRADE SHALL BE PREPARED AND INSPECTED AS REQUIRED BY THE
SPECIFICATIONS.
TOP OF FOOTING ELEVATION
P1
MAPPED, MCE, 5% DAMPED, SPECTRAL ACCELERATIONS:
AT SHORT PERIODS:
Ss = 0.400 G
AT A PERIOD OF 1 SECOND:
S1 = 0.122 G
ALL BAR LAPS SHALL CONFORM TO ACI 318 CLASS "B" SPLICE CRITERIA.
USE TOP BAR LAP LENGTHS FOR TOP BARS IN SLABS AND BEAMS OVER
14" DEEP. MINIMUM BAR LAPS AS FOLLOWS U.N.O.:
#3:1'-4"
#8:5'-2"
EARTHQUAKE DESIGN DATA
RISK CATEGORY:
IMPORTANCE FACTOR:
7.
CR-2.
EW-4
TOF
96'-0"
INDICATES TOP OF STEEL ELEVATION
INDICATES NUMBER OF 3/4" x 5" SHEAR STUDS
FULLY WELDED TO TOP OF BEAM PER 1/2-SPAN
[14]
6.
V3S = 133 MPH
II
IW = 1.0
C
GCPI = +/- .18
PROVIDE PVC SLEEVES THROUGH FOUNDATION WALLS/FOOTINGS FOR PIPE,
CONDUIT, AND CABLE PENETRATIONS, INCLUDING ELECTRICAL GROUNDING
SYSTEM CABLES. SEE APPROPRIATE DRAWINGS FOR LOCATIONS/SIZES.
PLACE SLEEVES IN LOCATIONS TO AVOID DISPLACING REINFORCING STEEL.
EW-3.
W16x36
5.
THE FOUNDATION CONTRACTOR SHALL FULLY REVIEW UNDER-GROUND
PLUMBING AND FIRE PROTECTION DRAWINGS AND SHALL COORDINATE WITH
THE UNDER-GROUND PLUMBING CONTRACTOR TO DEPRESS FOOTINGS AND
PROVIDE PIPE SLEEVES THROUGH FOUNDATION WALLS AS NECESSARY TO
ACCOMMODATE PLUMBING LINES OR TRAPS WHICH PENETRATE CONCRETE
FOOTINGS OR FOUNDATIONS.
CONCRETE FOOTING
INDICATES CONNECTION DESIGNED BY FABRICATOR
TO DELIVER 46k VERTICAL LOAD TO CENTERLINE
OF COLUMN OR CONNECTING MEMBER
46k
4.
20 PSF
ALL COLUMN FOOTINGS ARE TO BE CENTERED UNDER COLUMN
CENTERLINES, UNLESS NOTED OR DETAILED OTHERWISE.
2440 Deming Way
Middleton, WI 53562
phone: 608-273-6380
meadhunt.com
INDICATES BEAM FRAMING OVER BEAM
GENERAL SYMBOLS
#
© Copyright 2014
2014
This document, or any portion thereof, shall
not be duplicated, disclosed, or used on any
other project or extension of this project
except by written agreement with Mead &
Hunt, Inc. Mead & Hunt shall not be
responsible for any unauthorized use of, or
alteration to these documents.
SAVANNAH/HILTON HEAD IAP, GEORGIA
SAVANNAH, GEORGIA
F-1.
3.
PROVIDE ONE (1) HOOKED REINFORCING BAR IN CONCRETE FLOOR SLAB TO
SERVE AS A “CONCRETE ENCASED ELECTRODE” IN ACCORDANCE WITH THE
NATIONAL ELECTRIC CODE. COORDINATE WITH ELECTRICAL CONTRACTOR
FOR EXACT LOCATION. HOOKED REINFORCING BAR SHALL CONFORM TO THE
FOLLOWING:
A.
UNCOATED, LOW-ALLOY STEEL, CONFORMING TO ASTM A706.
B.
BAR SIZE NUMBER 4.
C.
HOOKED AT ONE END ONLY.
D.
MINIMUM HORIZONTAL LENGTH OF REINFORCING BAR ENCASED IN
CONCRETE SLAB SHALL BE 20’-0”.
E.
MINIMUM VERTICAL PROJECTION OF REINFORCING BAR HOOK ABOVE
CONCRETE SLAB SHALL BE 1’-8”.
F.
MINIMUM COVER ALL AROUND REINFORCING BAR SHALL BE 2”.
GEORGIA, ANG - 165TH AW/CES
REPAIR FIRE SUPRRESSION, B1905
ANG PROJECT NO.: XDQU 112284
125 PSF
FOUNDATION PLAN
F1
PUMP ROOM SLAB-ON-GRADE:
STRUCTURAL SYMBOLOGY
ISSUED
09/05/14
TYPE B-3 FINAL
SUBMITTAL
KEYED NOTE
ELEVATION
1.5B20
DECK SPAN
L#
LINTEL DESIGNATOR
SW#
STRUCTURAL WALL TYPE
SLAB X
STRUCTURAL SLAB TYPE
SD#
SNOW DRIFT DESIGNATOR
TTMPS/RJA NO.:
M&H NO.:
X
EXISTING BUILDING GRID
DATE:
DESIGNED BY:
X
NEW BUILDING GRID
DRAWN BY:
CHECKED BY:
XDQU 112284
32651-00-131317.01
05 SEP 2014
DRM
MJE
DRM
DO NOT SCALE DRAWINGS
1
S-501
DETAIL OR SECTION
#
STRUCTURAL ELEVATION
SHEET CONTENTS
STRUCTURAL NOTES,
SYMBOLS AND
ABBREVIATIONS
SHEET NO.
S-001
MATERIAL PROPERTIES (U.N.0.)
Fy = 50 KSI (A992 OR A572 Gr 50) - W-SHAPES
Fy = 36 KSI (A36) - C-SHAPES & ANGLES
Fy = 36 KSI (A36) - PLATES & BARS
Fy = 46 KSI (A500 Gr B) - SQUARE TUBES
Fy = 35 KSI (A53 TYPE S, Gr B) - ROUND TUBES
Fy = 36 KSI (A36) - RODS
MATERIAL PROPERTIES (U.N.0)
ROOF DECK:
20 GAUGE, GALVANIZED, Fy = 33 KSI
S-1.
STEEL BEAMS WITH RESIDUAL CAMBER RESULTING FROM MILL
FABRICATION OR ROLLING SHALL BE SHOP FABRICATED AND ERECTED
SUCH THAT THIS RESIDUAL CAMBER COUNTERACTS GRAVITY LOAD
DEFLECTION.
MD-2.
U.N.O., ALL BOLTED CONNECTIONS SHALL UTILIZE 3/4 INCH DIAMETER
A325-N BOLTS TIGHTENED TO THE SNUG-TIGHT CONDITION. THE
SNUG-TIGHT CONDITION IS DEFINED BY THE RCSC'S "SPECIFICATION FOR
STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS".
MD-3.
U.N.O., METAL DECKING SHALL BE CONTINUOUS OVER 3 SPANS AND HAVE
JOINTS OVER SUPPORTING MEMBERS.
MD-4.
THE METAL ROOF DECK IS A PART OF THE MAIN WIND- AND SEISMIC FORCE
RESISTING SYSTEM. SEE THE SPECIAL REQUIREMENTS CONTAINED IN THE
STATEMENT OF SPECIAL INSPECTION AND TESTING.
S-2.
S-3.
S-4.
ALL ANCHOR BOLTS ARE TO BE 1 INCH DIAMETER F1554 Gr. 36 THREADED
RODS UNLESS NOTED OTHERWISE. (2)-1/2 INCH DIAMETER ANCHOR BOLTS
SHALL BE PROVIDED AT ALL BEAM AND LINTEL BEARINGS ON CONCRETE
OR MASONRY.
U.N.O., POST INSTALLED ANCHORS ARE TO BE HILTI RE-500-SD ADHESIVE
ANCHORS FOR SOLID BASE MATERIAL AS MANUFACTURED BY HILTI
FASTENING SYSTEMS OF TULSA, OKLAHOMA OR EQUAL. INSTALL
ANCHORS WITH EMBEDMENT DEPTHS INDICATED.
S-5.
STUD ANCHORS ARE TO BE NELSON STUDS OR EQUAL (ASTM A108).
S-6.
BEAM AND LINTEL PLATES SHALL BE FULLY GROUTED WITH A MINIMUM
1/2" NON-SHRINK GROUT.
S-7.
ALL WELDING OF NEW STEEL IS TO BE WITH E70XX ELECTRODES, U.N.O.
WELDING SHALL BE IN ACCORDANCE WITH THE LATEST AWS
SPECIFICATIONS BY CERTIFIED WELDERS.
S-8.
S-9.
WHEN FIELD WELDING TO EXISTING STEEL, ADJUST WELDING
PROCEDURES AS REQUIRED TO BE COMPATIBLE WITH THE NEW AND
EXISTING STEEL.
SHOP DRAWINGS
SD-1.
SHOP DRAWINGS SHALL BE SUBMITTED FOR STRUCTURAL ITEMS AS
REQUIRED BY THE SPECIFICATIONS. CONSTRUCTION DOCUMENTS SHALL
NOT BE REPRODUCED FOR USE AS SHOP DRAWINGS.
SD-2.
THE GENERAL CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS AND
PRODUCT DATA FOR CONFORMANCE WITH THE CONSTRUCTION
DOCUMENTS PRIOR TO SUBMITTAL. REVIEWED SUBMITTALS SHALL BE
STAMPED BY THE CONTRACTOR. ANY SHOP DRAWING OR PRODUCT DATA
NOT REVIEWED AND STAMPED BY THE GENERAL CONTRACTOR WILL BE
REJECTED. GENERAL CONTRACTOR SHALL CLOUD OR FLAG ALL ITEMS NOT
IN ACCORDANCE WITH THE CONTRACT DOCUMENTS AND SHALL VERIFY ALL
DIMENSIONS.
SD-3.
SD-4.
SD-5.
ANY CHANGES, SUBSTITUTIONS OR DEVIATIONS FROM THE ORIGINAL
CONTRACT DRAWINGS SHALL BE CLOUDED BY THE MANUFACTURER OR
FABRICATOR. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS WHICH ARE
CLOUDED OR FLAGGED BY SUBMITTING PARTIES SHALL NOT BE
CONSIDERED APPROVED AFTER THE ENGINEER'S REVIEW, UNLESS
SPECIFICALLY NOTED ACCORDINGLY BY THE ENGINEER.
THE APPROVED SHOP DRAWINGS DO NOT REPLACE THE ORIGINAL
CONTRACT DRAWINGS. ITEMS OMITTED OR SHOWN INCORRECTLY ARE NOT
TO BE CONSIDERED CHANGES TO THE ORIGINAL CONTRACT DRAWINGS. IT
IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE THAT ITEMS OMITTED
OR SHOWN INCORRECTLY ARE CONSTRUCTED IN ACCORDANCE WITH THE
CONTRACT DRAWINGS.
SHOP DRAWINGS WILL BE RETURNED FOR RESUBMITTAL IF MAJOR ERRORS
ARE FOUND DURING REVIEW.
S-11.
ALL CONNECTIONS TO PIPE AND TUBE COLUMNS SHALL BE THROUGH
PLATE CONNECTIONS UNLESS OTHERWISE INDICATED.
SD-7.
ALLOW A MINIMUM OF (10) WORKING DAYS FOR REVIEW OF SHOP DRAWINGS
BY THE STRUCTURAL ENGINEER.
S-12.
THE CONTRACTOR SHALL FURNISH AND INSTALL MISCELLANEOUS STEEL
(CURBS, HANGERS, BRACING, ETC.) AS INDICATED AND AS NECESSARY
PER ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS.
S-13.
ALL EXTERIOR MASONRY SHELF ANGLES, LINTEL BEAMS, AND LINTEL
PLATES SHALL BE HOT DIPPED GALVANIZED ACCORDING TO ASTM A123.
S-14
REFER TO SPECIFICATION SECTION 024100 FOR REQUIREMENTS DURING
WELDING PROCEDURES IN AREAS CONTAINING LEAD BASED PAINT.
S-15
ANY EXISTING EQUIPMENT IN THE HANGAR BAY THAT WILL BE REMOVED AS
PART OF THE DEMOLITION PLANS SHALL BE REMOVED PRIOR TO WELDING
OF THE REINFORCEMENT FOR THE EXISTING ROOF TRUSSES. THE
EXISTING OVERHEAD CRANES SHALL NOT BE USED AND SHALL BE
POSITIONED SO THEY WILL INDUCE THE LEAST AMOUNT OF STRESS ON
TRUSS MEMBERS DURING WELDING PROCEDURES.
SEE PAINTING SPECIFICATION FOR AREAS REQUIRING REPAINTING AFTER
WELDING PROCEDURES.
MATERIAL PROPERTIES (U.N.0)
COMPLY WITH SJI'S "SPECIFICATIONS" FOR WEB AND STEEL-ANGLE CHORD
MEMBERS.
J-1.
BAR JOISTS SHALL BE DESIGNED TO RESIST FORCES INDICATED ON
DRAWINGS AND SPECIFICATIONS.
J-2.
TYPICAL BAR JOISTS ARE NOT DESIGNED FOR CONCENTRATED LOADS.
PLACE LOADS AT PANEL POINTS OR WELD ADDITIONAL DOUBLE ANGLE
MEMBERS ONE EACH SIDE FROM POINT OF CONCENTRATED LOAD TO THE
NEAREST PANEL POINT ON THE OPPOSITE CHORD.
J-3.
ALL FIELD MODIFICATIONS OR REPAIRS TO THE JOIST, OR JOIST GIRDERS,
SHALL BE APPROVED BY THE JOIST MANUFACTURER IN WRITING. THIS
LETTER SHALL BE FORWARDED TO THE ENGINEER FOR REVIEW.
J-4.
J-5.
J-6.
CUTTING & DRILLING OF CHORD OR WEB MEMBERS IN BAR JOISTS, OR JOIST
GIRDERS, IS NOT PERMITTED.
ALL BRIDGING SHALL BE EQUALLY SPACED, UNLESS NOTED OTHERWISE, BY
JOIST MANUFACTURER.
CONTRACTOR(S) SHALL PROVIDE MEANS FOR ADEQUATE DISTRIBUTION OF
CONSTRUCTION LOADS SO THAT CARRYING CAPACITY OF ANY BAR
JOIST, JOIST GIRDER, OR OTHER STRUCTURAL MEMBER IS NOT EXCEEDED.
J-7.
JOIST SHALL BE CONSIDERED AS UNSTABLE DURING ERECTION. UNDER NO
CIRCUMSTANCES ARE CONSTRUCTION LOADS OF ANY DESCRIPTION TO BE
PLACED ON UNBRIDGED JOISTS. THE APPLICATION OF CONSTRUCTION
LOADS ON UNBRIDGED JOISTS IS IN DIRECT VIOLATION OF O.S.H.A.
REGULATIONS.
J-8.
WHERE X-BRIDGING INTERFERES WITH MECHANICAL PIPING OR DUCTWORK,
UTILIZE HORIZONTAL BRIDGING AS DIRECTED BY JOIST MANUFACTURER.
J-9.
ALL BRIDGING SHALL BE PER SJI AND AS REQUIRED FOR DESIGN LOADS.
TI-2. AN APPROVED, INDEPENDENT THIRD PARTY SPECIAL INSPECTION AND
TESTING AGENCY (SIA) SHALL BE RETAINED BY THE CONTRACTOR TO
PROVIDE FIELD AND LAB TESTING OF CONSTRUCTION MATERIALS AND TO
PROVIDE SPECIAL INSPECTIONS. HOWEVER, QUALITY CONTROL INSPECTIONS
ARE REQUIRED BY THE CONTRACTOR'S INSPECTOR (EXAMPLE = STRUCTURAL
STEEL QCI) SEE NOTES BELOW. ALL SPECIAL INSPECTIONS AND TESTING
SHALL BE PAID FOR BY THE CONTRACTOR.
TI-3. THE SIA SHALL BE INDEPENDENT FROM THE CONTRACTOR RESPONSIBLE
FOR THE WORK BEING INSPECTED. SPECIAL INSPECTION AND TESTING
SHALL BE DONE BY APPROVED, QUALIFIED PERSONNEL SATISFACTORY
TO THE AUTHORITY HAVING JURISDICTION.
TI-4. SPECIAL INSPECTION AND TESTING DO NOT REPLACE CODE-REQUIRED
INSPECTIONS OR STRUCTURAL OBSERVATIONS.
THE SIA SHALL SUBMIT WRITTEN DOCUMENTATION TO THE BUILDING OFFICIAL
AND THE DESIGN PROFESSIONAL DEMONSTRATING THAT THE SPECIAL
INSPECTORS PERFORMING INSPECTIONS AND TESTING ON THE PROJECT
ARE COMPETENT AND HAVE THE RELEVANT EXPERIENCE OR TRAINING.
EXPERIENCE OR TRAINING SHALL BE CONSIDERED RELEVANT WHEN THE
DOCUMENTED EXPERIENCE OR TRAINING IS RELATED IN COMPLEXITY TO THE
SAME TYPE OF SPECIAL INSPECTION ACTIVITIES FOR PROJECTS OF SIMILAR
COMPLEXITY AND MATERIAL QUALITIES. THESE QUALIFICATIONS ARE IN
ADDITION TO QUALIFICATIONS SPECIFIED IN OTHER SECTIONS OF THE 2012
IBC AS MODIFIED BY UFC 3-301-01.
TI-6. CONTRACTOR’S RESPONSIBILITY:
A.
IT IS THE CONTRACTOR'S RESPONSIBILITY TO INSPECT ALL
STRUCTURAL WORK FOR CONFORMANCE WITH THE CONTRACT
DOCUMENTS. ANY INSPECTION PROVIDED BY OTHERS DOES NOT
RELIEVE THE CONTRACTOR OF THIS RESPONSIBILITY.
ANY DEVIATIONS FROM THE CONTRACT DOCUMENTS THAT ARE FOUND
AT A LATER DATE AND ARE DECLARED TO BE SIGNIFICANT BY THE
STRUCTURAL ENGINEER SHALL BE CORRECTED BY THE CONTRACTOR
WITHOUT COST OR ANY DELAY TO THE PROJECT SCHEDULE.
B.
TEMPORARY CONSTRUCTION AND SITE SAFETY ARE THE
RESPONSIBILITY OF THE CONTRACTOR. THE SIA IS NOT INSPECTING
FOR O.S.H.A. COMPLIANCE OR REQUIRED TO INSPECT TEMPORARY
CONSTRUCTION, SUCH AS TEMPORARY BRACING OR SHORING.
D.
EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN
WIND- OR SEISMIC FORCE RESISTING SYSTEM OR COMPONENT LISTED
IN THE STATEMENT OF SPECIAL INSPECTIONS SHALL SUBMIT A WRITTEN
STATEMENT OF RESPONSIBILITY TO THE AUTHORITY HAVING
JURISDICTION (BUILDING OFFICIAL) AND THE OWNER PRIOR TO THE
COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE
CONTRACTOR’S STATEMENT OF RESPONSIBILITY SHALL CONTAIN
ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS
CONTAINED IN THE STATEMENT OF SPECIAL INSPECTION.
E.
SST1-1. REFER TO “STATEMENT OF SPECIAL INSPECTION AND TESTING”
FOR GENERAL SPECIAL INSPECTION AND TESTING REQUIREMENTS.
SSTI-2. STEEL ELEMENTS SIMILAR TO STRUCTURAL STEEL SHALL BE TREATED AS
STRUCTURAL STEEL FOR PURPOSES OF SPECIAL INSPECTION AND
TESTING. SUCH ITEMS INCLUDE BUT ARE NOT LIMITED TO: STAIRS, SHEAR
STUDS, BASE PLATES NOT PART OF STRUCTURAL FRAME, EMBEDDED
STEEL PARTS, ARCHITECTURAL COMPONENTS, MISCELLANEOUS METAL
FABRICATIONS, BEARING PLATES, AND CATWALKS.
STRUCTURAL STEEL: THE CONTRACTOR AND SUBCONTRACTOR(S)
RESPONSIBLE FOR ERECTION AND FABRICATION SHALL BE
RESPONSIBLE FOR QUALITY CONTROL INSPECTORS (QCI) IN
ACCORDANCE WITH AISC 360 AND AISC 341. REFER TO STRUCTURAL
STEEL TESTING AND INSPECTION NOTES.
TI-7. THE SIA IS NOT AUTHORIZED TO DIRECT OR APPROVE ANY CHANGES FROM
THE CONTRACT DOCUMENTS. IF THE CONTRACTOR WISHES TO QUESTION
THE SIA'S INTERPRETATION OF THE CONTRACT DOCUMENTS, HE MAY DO SO
WITH THE OWNER ASSISTED BY THE DESIGN PROFESSIONAL.
TI-8. THE SIA IS NOT AUTHORIZED TO STOP OR DELAY THE WORK.
IF THE CONTRACTOR ELECTS TO CONTINUE WITH A CERTAIN PORTION
OF WORK AFTER BEING NOTIFIED BY THE SIA THAT SUCH WORK IS NOT
IN ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS, THE
CONTRACTOR DOES SO AT THEIR OWN RISK AND MAY BE REQUIRED
TO CORRECT THE WORK AT A LATER DATE.
TI-9. THESE NOTES AND THE PROJECT SPECIFICATIONS TYPICALLY INDICATE
THE FREQUENCY OF TESTING AND SPECIAL INSPECTIONS. WHERE THE
FREQUENCY IS NOT INDICATED, THE SIA SHALL SUBMIT A PROPOSAL OF
SPECIAL INSPECTION AND TESTING INTERVALS TO THE OWNER.
2440 Deming Way
Middleton, WI 53562
phone: 608-273-6380
meadhunt.com
CONTRACTOR QCI AND QAI (SIA) SHALL HAVE A CLEAR UNDERSTANDING
OF THE SCOPE AND EXTENT OF THE SEISMIC FORCE RESISTING SYSTEM
(SFRS) INCLUDING ITEMS SUCH AS BRACED FRAMES, MOMENT FRAMES,
DIAPHRAGM CHORDS, COLLECTORS, ASSOCIATED CONNECTIONS,
ASSOCIATED FOUNDATIONS AND ANCHORAGE, FOR THE PURPOSE OF
APPLYING SFRS-SPECIFIC REQUIREMENTS TO THE PROJECT.
SSTI-3. NON-DESTRUCTIVE TESTING (NDT), INCLUDING ULTRASONIC TESTING (UT),
MAGNETIC PARTICLE TESTING (MT), PENETRANT TESTING (PT) AND
RADIOGRAPHIC TESTING (RT), WHERE REQUIRED, SHALL BE PERFORMED
BY THE SIA IN ACCORDANCE WITH AWS D1.1. DOCUMENT ALL NDT IN
ACCORDANCE WITH AISC 360 CHAPTER N AND AISC 341 CHAPTER J.
SSTI-4. FOR STRUCTURAL STEEL, SPECIAL INSPECTION AND TESTING SHALL
INCLUDE SCOPE LISTED IN THE FOLLOWING TABLE. GENERALLY
DOCUMENT SCOPE AND CONCLUSIONS OF INSPECTIONS PERFORMED
EVEN IF “D” (DOCUMENT) IS NOT LISTED IN THE TABLE.
ABSENCE OF A “D” IN THE TABLE BELOW DOES NOT WAIVE GENERAL
DOCUMENTATION REQUIREMENTS.
TABLE 2 NOTES: (SEE SHEET S-003)
A.
** INDICATES REQUIREMENTS ARE APPLICABLE FOR ELEMENTS
OF THE SFRS ONLY
B.
DEFINITIONS FOR USE WITH THIS TABLE:
DOCUMENT (D): INSPECTOR TO PREPARE REPORTS INDICATING
THAT THE WORK HAS BEEN PERFORMED IN ACCORDANCE WITH THE
CONTRACT DOCUMENTS. FOR SHOP FABRICATION, THE REPORT
SHALL INDICATE THE PIECE MARK OF THE PIECE INSPECTED. FOR
FIELD WORK, THE REPORT SHALL INDICATE THE REFERENCE GRID
LINES AND FLOOR/ELEVATION INSPECTED. NON-COMPLIANT WORK
SHALL BE NOTED IN THE INSPECTION REPORT.
THE CONTRACTOR SHALL PROVIDE THE SIA ACCESS TO ALL PLACES
WHERE THE WORK IS BEING PERFORMED. A MINIMUM OF 24 HOURS
NOTIFICATION SHALL BE GIVEN TO THE SIA AND DESIGN PROFESSIONAL
PRIOR TO THE COMMENCEMENT OF WORK REQUIRING TESTING OR
INSPECTION. THE WORK FOR WHICH SPECIAL INSPECTION IS REQUIRED
SHALL REMAIN ACCESSIBLE AND EXPOSED FOR SPECIAL INSPECTION
PURPOSES UNTIL COMPLETION OF THE REQUIRED SPECIAL
INSPECTIONS.
C.
SHOP DRAWING REVIEW IS INTENDED ONLY FOR GENERAL CONFORMANCE
TO THE DESIGN CONCEPT AND CONSTRUCTION DOCUMENTS.
SD-6.
STEEL BAR JOISTS
9/2/2014 10:56:31 AM
U.N.O., ALL MISCELLANEOUS OPENINGS IN METAL ROOF DECK ARE TO BE
FRAMED BY 5x3x3/8" ANGLES. LONG LEG OF ANGLES SHALL BE VERTICAL.
ANGLES SHALL BE WELDED TO THE TOP CHORD/FLANGE OF ROOF
FRAMING AND EACH OTHER.
UNLESS NOTED OTHERWISE, THE MINIMUM CONNECTION PLATE/ANGLE
THICKNESS SHALL BE 5/16", THE MINIMUM WELD 1/4", AND THE MINIMUM
DESIGN LOAD ON ANY CONNECTION 10 KIPS.
S-16
BUTTON PUNCHING ROOF DECK IS NOT PERMITTED. REFERENCE
DRAWINGS FOR ROOF DECK ATTACHMENT REQUIREMENTS. STRUCTURAL
DIAPHRAGM ACTION IS PROVIDED BY THE ROOF DECK AND ITS
ATTACHMENT.
TI-5
STEEL CONNECTIONS NOT DETAILED ON THE PLANS ARE TO BE THE
FABRICATOR'S STANDARD AND ARE TO BE SELECTED AND DESIGNED IN
ACCORDANCE WITH AISC ASD SPECIFICATIONS, TYPE 2 FRAMING
CONNECTIONS, FOR THE REACTIONS INDICATED.
MINIMUM NO. BOLTS PER CONNECTION
n = 2 FOR MEMBERS 10 INCHES DEEP OR LESS
n = 3 FOR MEMBERS 12, 14, OR 15 INCHES DEEP
n = 4 FOR MEMBERS 16 OR 18 INCHES DEEP
S-10.
MD-1.
TI-1. REFER TO "STRUCTURAL STEEL SPECIAL INSPECTION AND TESTING"
NOTES FOR STRUCTURAL STEEL AND STEEL ELEMENTS SIMILAR TO
STRUCTURAL STEEL.
NON-DESTRUCTIVE TESTING (NDT) TERMS: ULTRASONIC TESTING
(UT), MAGNETIC PARTICLE TESTING (MT), PENETRANT TESTING (PT),
RADIOGRAPHIC TESTING (RT)
OBSERVE (O): OBSERVE THESE ITEMS ON A RANDOM BASIS FOR
ELEMENTS NOT PART OF THE SFRS. WHERE MARKED WITH AN “ O* “
THE OBSERVATIONS FOR ELEMENTS OF THE SFRS SHALL BE MADE
ON A RANDOM, DAILY BASIS IN ACCORDANCE WITH AISC 341.
OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS.
PERFORM (P): PERFORM INSPECTION FOR EACH JOINT OR MEMBER.
WHERE MARKED WITH A “ P* “ THE INSPECTIONS SHALL BE
PERFORMED PRIOR TO THE FINAL ACCEPTANCE FOR EACH JOINT OR
MEMBER IN ACCORDANCE WITH AISC 341.
QUALITY ASSURANCE INSPECTOR (QAI): THE SPECIAL INSPECTION
AND TESTING AGENCY (SIA)
QUALITY CONTROL INSPECTOR (QCI): THE FABRICATOR’S QC
INSPECTOR FOR SHOP FABRICATION OR ERECTOR’S FIELD QC
INSPECTOR FOR FIELD WORK. QCI SHALL BE PROVIDED BY THE
CONTRACTOR SHOULD QCI NOT BE PROVIDED BY FABRICATOR AND
ERECTOR.
C.
REFER TO SPECIFICATIONS FOR TESTING REQUIREMENTS AND
ADDITIONAL QUALITY ASSURANCE REQUIREMENTS.
SUITE 550
(404) 239-1000
J o i n t
V e n t u r e
© Copyright 2014
2014
SAVANNAH, GEORGIA
METAL DECK
STRUCTURAL STEEL
SPECIAL INSPECTION AND TESTING
STRUCTURAL STEEL NOTES
STATEMENT OF
SPECIAL INSPECTION AND TESTING
ISSUED
09/05/14
TI-10. THE SIA SHALL ISSUE ONGOING REPORTS OF INSPECTIONS AND TESTS
TO THE BUILDING OFFICIAL, CONTRACTOR AND DESIGN PROFESSIONAL.
TYPE B-3 FINAL
SUBMITTAL
TI-11. THE SIA SHALL KEEP REPORTS OF EACH INSPECTION AND TESTING ACTIVITY.
REPORTS SHALL INDICATE WHETHER THE WORK WAS IN COMPLIANCE WITH
THE APPROVED CONSTRUCTION DOCUMENTS. DEFICIENCIES SHALL BE
BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR
CORRECTION. IF THEY ARE NOT CORRECTED, THE DISCREPANCIES SHALL BE
BROUGHT TO THE ATTENTION OF THE AUTHORITY HAVING JURISDICTION
(BUILDING OFFICIAL) AND DESIGN PROFESSIONAL PRIOR TO THE COMPLETION
OF THAT PHASE OF THE WORK.
TI-12. THE SIA SHALL PREPARE AND SUBMIT A FINAL REPORT DOCUMENTING
REQUIRED SPECIAL INSPECTIONS AND CORRECTION OF ANY DISCREPANCIES
NOTED IN THE INSPECTIONS SHALL BE SUBMITTED AT A POINT IN TIME
AGREED UPON PRIOR TO THE START OF WORK BY THE APPLICANT AND
THE BUILDING OFFICIAL.
TTMPS/RJA NO.:
M&H NO.:
DATE:
DESIGNED BY:
TI-13. FABRICATOR SPECIAL INSPECTIONS: UNLESS OTHERWISE APPROVED,
SPECIAL INSPECTIONS SHALL BE PERFORMED FOR WORK AT FABRICATION
SHOPS. SPECIAL INSPECTIONS AT THE FABRICATION SHOP BY THE SIA
COULD BE WAIVED BY THE OWNER IF THE FABRICATION SHOP IS REGISTERED
AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION
IN ACCORDANCE WITH CODE (1704.2.5.2). APPROVAL SHALL BE EVALUATED
BY THE SIA AND ESTABLISHED WITH THE OWNER PRIOR TO FABRICATION.
THE FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE
OWNER AND BUILDING OFFICIAL IN ACCORDANCE WITH CODE (1704.5.2)
STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH THE
APPROVED CONSTRUCTION DOCUMENTS. THE OWNER AND SIA RESERVE
THE RIGHT TO INSPECT THE WORK AT THE FABRICATION SHOP REGARDLESS
OF FABRICATOR QUALIFICATIONS / CERTIFICATIONS.
TI-14. STRUCTURAL SPECIAL INSPECTION AND TESTING BY THE SIA SHALL
INCLUDE THE SCOPE IN TABLE 1. WHERE PROJECT GEOTECHNICAL
ENGINEER IS INDICATED, THE ENGINEER RESPONSIBLE FOR THE SOILS
REPORT RELIED ON FOR DESIGN, OR HIS DESIGNEE, SHALL PERFORM
THE INSPECTIONS AND TESTING.
DRAWN BY:
CHECKED BY:
XDQU 112284
32651-00-131317.01
05 SEP 2014
DRM
MJE
DRM
SHEET CONTENTS
STRUCTURAL NOTES
SHEET NO.
S-002
TABLE 2: STRUCTURAL STEEL SPECIAL INSPECTION AND TESTING
COMMENTS
CODE / STANDARD REFERENCE
(IBC 2012 UNO)
SOILS:
VERIFICATION THAT OVER-EXCAVATION EXTENDS TO PROPER DEPTH, HAS
REACHED PROPER MATERIAL, AND HAS EXTENDED TO PROPER HORIZONTAL
EXTENTS
X
BY PROJECT GEOTECHNICAL ENGINEER
TABLE 1705.6 (2)
SOILS:
PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVATION OF SUBGRADE AT
BOTTOM OF OVER-EXCAVATION, AND VERIFY THAT SITE HAS BEEN PREPARED
PROPERLY
X
SOILS:
CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS
X
SOILS:
DURING PLACEMENT AND COMPACTION OF COMPACTED FILL, VERIFICATION OF
USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES
X
P
O
N5.7
P
O
N5.7
TABLE 1705.6 (5)
ERECTED STEEL FRAME TO VERIFY COMPLIANCE WITH THE
DETAILS SHOWN ON ERECTION DRAWINGS INCLUDING BRACES,
STIFFENERS, MEMBER LOCATIONS, AND JOINT DETAILS
O
P
N5.7
X
TABLE 1705.6 (3)
PLACEMENT OF ANCHOR RODS AND OTHER EMBEDMENTS
SUPPORTING STRUCTURAL STEEL, FOR COMPLIANCE WITH THE
CONSTRUCTION DOCUMENTS (DIAMETER, GRADE, TYPE,
LENGTH, EMBEDMENT DEPTH)
TABLE 1705.6 (4)
P
D
N5.7
FABRICATIONS AND ERECTED STEEL FRAME, FOR COMPLIANCE
WITH THE CONSTRUCTION DOCUMENTS
O
X
INSPECTION OF WELDING PROCEDURE SPECIFICATIONS (WPSs)
P
P
TABLE N5.4-1
AISC 341 TABLE J6-1
MANUFACTURER CERTIFICATIONS FOR WELDING
CONSUMABLES
P
P
TABLE N5.4-1
AISC 341 TABLE J6-1
MATERIAL IDENTIFICATION (TYPE/GRADE)
O*
O*
TABLE N5.4-1
AISC 341 TABLE J6-1
WELDER IDENTIFICATION SYSTEM
O*
O*
GROOVE WELD FIT-UP:
JOINT GEOMETRY, JOINT PREPARATION, DIMENSIONS
(ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL),
CLEANLINESS (CONDITION OF STEEL SURFACES), TACKING
(TACK WELD QUALITY AND LOCATION), BACKING TYPE AND FIT
O
TABLE 1705.6 (2)
SOILS:
VERIFICATION OF MATERIALS BELOW FOOTINGS ARE ADEQUATE TO ACHIEVE
THE DESIGN BEARING CAPACITY
X
X
TABLE 1705.6 (1)
X
X
CONCRETE REINFORCEMENT:
VERIFICATION OF A706 STEEL FOR WELDED REINFORCEMENT
X
SHEAR REINFORCEMENT (STIRRUPS, TIES, SPIRALS)
CONCRETE:
PRE-PLACEMENT INSPECTION OF CAST-IN-PLACE ANCHORS AND EMBEDS
X
CONCRETE:
PRE-PLACEMENT INSPECTION OF FORMWORK FOR SHAPE, LOCATION, DIMENSIONS
X
CONCRETE:
PLACEMENT – VERIFICATION OF REQUIRED DESIGN MIX
X
CONCRETE:
PLACEMENT -TESTING FOR SLUMP, AIR CONTENT, TEMPERATURE AT TIME WHEN
STRENGTH SAMPLES ARE MADE
X
CONCRETE:
INSPECTION OF CONC. PLACEMENT FOR PROPER APPLICATION / CONSOLIDATION
X
TABLE 1705.6 (4)
TABLE 1705.3 (1)
ACI 318: 3.5, 7.1-7.7
CONFIRM WITH MILL CERTIFICATE
X
COORDINATE WITH STEEL INSPECTION REQUIREMENTS
TABLE 1705.2.2
AWS D1.4
ACI 318: 3.5.2
TABLE 1705.2.2
1705.2.1
TABLE 1705.3 (3)
ACI 318: 8.1.3, 21.2.8, ACI 318 D9.2
VERIFY PRIOR TO DEPOSITING. NOTE ADDITIVES
(ADMIXTURES, WATER, ETC) ADDED PRIOR TO PLACEMENT
X
MASONRY:
GROUT PLACEMENT – VERIFICATION OF REQUIRED DESIGN MIX
X
MASONRY:
GROUT PLACEMENT – SIZE AND LOCATION OF STRUCTURAL ELEMENTS
X
MASONRY:
GROUT PLACEMENT –TYPE SIZE, AND LOCATION OF ANCHORS INCLUDING OTHER
DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL MEMEBERS, FRAMES OR
OTHER CONSTRUCTION
X
MASONRY:
GROUT PLACEMENT -TESTING FOR SLUMP, AIR CONTENT, TEMPERATURE AT TIME
WHEN STRENGTH SAMPLES ARE MADE
X
MASONRY:
GROUT PLACEMENTINSPECTION OF GROUT PLACEMENT FOR PROPER APPLICATION/CONSOLIDATION
X
O*
TABLE N5.4-2
AISC 341 TABLE J6-2
ENVIRONMENTAL CONDITIONS (WIND SPEED WITHIN LIMITS,
PRECIPITATION AND TEMPERATURE)
O*
O*
TABLE N5.4-2
AISC 341 TABLE J6-2
WPS FOLLOWED:
WELDING EQUIPMENT SETTINGS, TRAVEL SPEED, SELECTED
WELDING MATERIALS, SHIELDING GAS (TYPE, FLOW RATE),
PREHEAT, INTERPASS TEMPERATURE MAINTAINED WITHIN
MIN/MAX, PROPER POSITION (F, V, H, OH), INTERMIX** OF FILLER
METALS AVOIDED UNLESS APPROVED
O*
O*
TABLE N5.4-2
AISC 341 TABLE J6-2
WELDING TECHNIQUES:
INTERPASS AND FINAL CLEANING, EACH PASS WITHIN PROFILE
LIMITATIONS, EACH PASS MEETS QUALITY REQUIREMENTS
O*
O*
TABLE N5.4-2
AISC 341 TABLE J6-2
WELDS CLEANED
O*
O*
TABLE N5.4-3
AISC 341 TABLE J6-3
SIZE, LENGTH AND LOCATION OF WELDS
P*
P*
TABLE N5.4-3
AISC 341 TABLE J6-3
WELDS MEET VISUAL ACCEPTANCE CRITERIA:
CRACK PROHIBITION, WELD/BASE METAL FUSION, CRATER CROSS
SECTION, WELD PROFILES, WELD SIZE, UNDERCUT, POROSITY
P*
P*
TABLE N5.4-3
AISC 341 TABLE J6-3
D**
D**
ARC STRIKES
P
P
K-AREA
P
P
PLACEMENT OF REINFORCING OR CONTOURING FILLET WELDS
(IF REQUIRED)
P*
D**
P*
D**
BACKING REMOVED AND WELD TABS REMOVED AND FINISHED,
AND FILLET WELDS ADDED (IF REQUIRED)
P*
D**
P*
D**
TABLE N5.4-3
AISC 341 TABLE J6-3
REPAIR ACTIVITIES
P*
TMS 602/ACI 530.1/ASCE 6
ART. 3.3 F
P*
D**
TABLE N5.4-3
AISC 341 TABLE J6-3
ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER
P*
P*
D
TABLE N5.4-3
TMS 402 / ACI 530 / ASCE 5
SEC. 1.16.4.3, 1.17.1
CJP GROOVE WELD NDT:
100% UT ALL CJP GROOVE WELDED JOINTS
P*
(SIA)
UT NOT REQUIRED FOR MATERIAL ¼” THICK OR LESS
TABLE N5.4-3
ART. 1.5 B.1.b.3
**BEAM TO COLUMN CJP GROOVE WELD NDT:
25% MT
P*
(SIA)
IN ADDITION TO UT. ACCEPTANCE CRITERIA OF
IRREGULARITIES PER AWS D1.1 TABLE 6.2
AISC 341 J6.2
**BASE METAL NDT FOR LAMELLAR TEARING AN LAMINATIONS:
100% UT TESTED FOR DISCONTINUITIES BEHIND AND ADJACENT
TO FUSION LINE
P*
(SIA)
APPLIES ONLY AT “T” AND CORNER JOINTS WHERE
CONNECTED MATERIAL > 3/4” CONNECTED WITH
A CJP GROOVE WELD TO BASE METAL > 11/2”;
SEE AISC 341 J6.2d FOR ACCEPTANCE CRITERIA
AISC 341 J6.2
ART. 3.5, 3.6C
**BEAM COPE AND ACCESS HOLE NDT:
100% MT OR PT
P*
(SIA)
APPLIES ONLY AT THERMALLY CUT SURFACES AT
WELDED CONNECTIONS FOR MEMBERS WITH
FLANGES OR WEBS THICKER THAN 1 1/2”
AISC 341 J6.2
MANUFACTURER’S CERTIFICATIONS FOR FASTENER MATERIALS
O
P
TABLE N5.6-1
FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS
O
O
TABLE N5.6-1
TABLE 1705.2.2 (1a)
PROPER FASTENERS SELECTED FOR THE JOINT DETAIL
(GRADE, TYPE, BOLT LENGTH IF THREADS ARE TO BE EXCLUDED
FROM THE SHEAR PLANE)
O*
O*
TABLE N5.6-1
AISC 341 TABLE J7-1
TABLE 1705.2.2 (1b)
PROPER BOLTING PROCEDURE SELECTED FOR THE JOINT DETAIL
O*
O*
TABLE N5.6-1
AISC 341 TABLE J7-1
TABLE 1705.2.2 (2a)
AWS D1.3
CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING
SURFACE CONDITION AND HOLE PREPARATION, MEET REQUIREMENTS
O*
O*
TABLE N5.6-1
AISC 341 TABLE J7-1
INSPECT IN ACCORDANCE WITH APPROVED RESEARCH REPORT
TABLE 1705.3 (3)
ACI 318
INSPECT IN ACCORDANCE WITH APPROVED RESEARCH REPORT
(CONTINUOUS - DO NOT LOWER INSPECTION FREQUENCY)
TABLE 1705.3 (4)
ACI 318: 3.8.6, 8.1.3, 21.2.8,
ACI 318 D9.2, D9.2.4
TMS 402 / ACI 530 / ASCE 5
SEC. 1.16
TMS 602 / ACI 530.1 / ASCE 6
ART. 2.4, 3.4, 3.2, 3.6A
VERIFY PRIOR TO DEPOSITING
X
MASONRY:
VERIFICATION OF PROTECTION FROM THE ADVERSE EFFECTS OF WEATHER,
HEATING EQUIPMENT, WELDING AND OTHER POTENTIALLY HARMFUL CONDITIONS.
X
STEEL DECK:
MATERIAL VERIFICATION - MARKINGS AND CONFORMANCE TO ASTM STANDARDS
X
STEEL DECK:
MATERIAL VERIFICATION - MANUFACTURER’S CERTIFIED TEST REPORTS
X
STEEL DECK:
INSPECTION OF DECK FASTENING (WELDING AND OTHER FASTENERS)
X
INCLUDES FORM DECK, ROOF DECK, COMPOSITE DECK
FOR COMPOSITE CONSTRUCTION SEE ALSO
STRUCTURAL STEEL SPECIAL INSPECTION AND TESTING NOTES
MECHANICAL / ELECTRICAL COMPONENTS:
INSPECTION OF SEISMIC ANCHORAGE FOR EMERGENCY AND STANDBY POWER
SYSTEMS
X
INSPECTION AND VERIFICATION OF SUPPORTS,
ATTACHMENTS AND SEISMIC BRACING.
VERIFICATION OF RESTRAINT ELEMENTS MEET PROJECT REQUIREMENTS.
X
INSPECTION OF VIBRATION ISOLATION SYSTEMS
X
FIRE PROTECTION:
SPRAYED, MASTIC, INTUMESCENT, PENETRATIONS AND JOINTS
NOT COVERED IN THIS TABLE.
REFER TO FIRE PROTECTION DRAWINGS AND CODE REQUIREMENTS
1705.11.6 (1)
NOT REQUIRED FOR ITEMS UNDER 20 LBS. OR LESS
IN ANY LOCATION;
NOT REQUIRED FOR FLOOR-SUPPORTED ITEMS 400 LBS OR LESS
AND HAVING CENTER OF GRAVITY 4 FT. OR LESS ABOVE FLOOR.
TABLE NOTES:
A.
TMS 602 / ACI 530.1 / ASCE 6
ART. 2.1, 2.6A, 2.6B, 2.6C,
2.4 G.1.b, 3.3B
REFER TO SPECIFICATIONS FOR TESTING REQUIREMENTS AND ADDITIONAL QUALITY ASSURANCE REQUIREMENTS.
1705.12.3
ASCE 7-10 13.2.1
ASCE 7-10 TABLE 13.2-1
1705.11.6 (5)
1705.13, 1705.14,
1705.16, 1705.17
MT**
(SIA)
SEE AISC 360 TABLE N5.4-2 FOR MORE INFORMATION.
**MT WHERE WELDING OF DOUBLER PLATES,
CONTINUITY PLATES, AND STIFFENER PLATES HAS
BEEN PERFORMED IN THE K-AREA. TEST/INSPECT
AREA WITHIN 3” OF THE WELD.
TABLE N5.4-3
AISC 341 J6.2
REQUIRED FOR ELEMENTS OF THE SFRS ONLY
AISC 341 TABLE J6-3
V e n t u r e
09/05/14
P*
D**
PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND
OTHER FASTENER COMPONENTS
O*
FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL
HOLES AND WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED
O*
O*
TABLE N5.6-2
AISC 341 TABLE J7-1
JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE
PRETENSIONING OPERATION
O*
O*
TABLE N5.6-2
AISC 341 TABLE J7-1
FASTENER COMPONENT NOT TURNED BY THE WRENCH
PREVENTED FROM ROTATING
O*
O*
TABLE N5.6-2
AISC 341 TABLE J7-1
FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH RCSC
SPECIFICATION PROGRESSING SYSTEMATICALLY FROM THE
MOST RIGID POINT TOWARD THE FREE EDGES
O*
O*
TABLE N5.6-2
AISC 341 TABLE J7-1
ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS
P
D**
P
D**
TABLE N5.6-3
AISC 341 TABLE J7-1
P
P
TABLE N6.1
BY QCI
© Copyright 2014
2014
ISSUED
PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION
PERSONNEL OBSERVED AND DOCUMENTED FOR FASTENER
ASSEMBLIES AND METHODS USED
PLACEMENT AND INSTALLATION OF STEEL DECK
O*
D**
TABLE N5.4-1
TABLE N5.4-3
X
MASONRY:
GROUT COMPRESSIVE STRENGTH TESTING
(FOR NON-SFRS, ONLY OBSERVE IS REQUIRED FOR QC)
O*
X
J o i n t
O*
P/O**
NO WELDING OVER CRACKED TACK WELDS
CONCRETE POST-INSTALLED ANCHORS:
INSPECTION OF POST-INSTALLED MECHANICAL ANCHORS;
VERIFICATION OF APPROVED RESEARCH REPORT ACI 355.2 PREQUALIFIED
MASONRY:
PRIOR TO GROUTING, INSPECTION OF REINFORCING STEEL PLACEMENT,
ANCHORAGE AND EMBEDDED ELEMENTS
TABLE N5.4-1
AISC 341 TABLE J6-1
TABLE N5.4-2
AISC 341 TABLE J6-2
ACI 318, ACI 305, ACI 306
X
**SEE AISC 341 TABLE J6-1 FOR TRANSITIONING FROM
PERFORM TO OBSERVE -DAILY - AT SFRS ELEMENTS.
O*
X
MASONRY:
MORTAR COMPRESSIVE STRENGTH TESTING
O
SUITE 550
(404) 239-1000
TABLE N5.4-1
AISC 341 TABLE J6-1
O*
CONCRETE:
VERIFICATION OF PROTECTION FROM THE ADVERSE EFFECTS OF WEATHER,
HEATING EQUIPMENT, WELDING AND OTHER POTENTIALLY HARMFUL CONDITIONS.
INCLUDE MORTAR SAMPLES
FILLET WELD FIT-UP:
DIMENSIONS (ALIGNMENT, GAPS AT ROOT), CLEANLINESS
(CONDITION OF STEEL SURFACES), TACKING (TACK WELD
QUALITY AND LOCATION)
O*
CONTROL AND HANDLING OF WELDING AND CONSUMABLES
(PACKAGING, EXPOSURE CONTROL)
ACI 318: 5.6
X
O*
TABLE N5.4-2
AISC 341 TABLE J6-2
TABLE 1705.3 (8)
ACI 318: 5.11-5.13
X
CONFIGURATION AND FINISH OF ACCESS HOLES
(FOR NON-SFRS, ONLY OBSERVE IS REQUIRED FOR QC)
O*
TABLE 1705.3 (5)
ACI 318: CH. 4, 5.2-5.4
2440 Deming Way
Middleton, WI 53562
phone: 608-273-6380
meadhunt.com
O*
P/O**
O*
X
MASONRY:
CMU MATERIAL VERIFICATION, INSPECTION OF CMU PLACEMENT, MORTAR
PRODUCT VERIFICATION, MORTAR MIXING AND CURING, MORTAR JOINTS
TABLE N5.4-1
AISC 341 TABLE J6-1
USE OF QUALIFIED WELDERS
TABLE 1705.3 (7)
ACI 318: 5.9, 5.10
X
**SEE AISC 341 TABLE J6-1 FOR TRANSITIONING FROM
PERFORM TO OBSERVE -DAILY - AT SFRS ELEMENTS.
O
CONCRETE:
INSPECTION OF FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND
TECHNIQUES
CONCRETE POST-INSTALLED ANCHORS:
INSPECTION OF POST-INSTALLED ADHESIVE ANCHORS (INCLUDING ANCHORS
WITH SUSTAINED TENSION AND UPWARDLY INCLINED ANCHORS);
VERIFICATION OF INSTALLER CERTIFICATION;
VERIFICATION OF APPROVED RESEARCH REPORT ACI 355.2 PREQUALIFIED
TABLE N5.4-1
AISC 341 TABLE J6-1
CHECK WELDING EQUIPMENT
TABLE 1705.3 (6)
ASTM C 172, ASTM C 31
ACI 318: 5.6, 5.8
X
SEE AISC 360 TABLE N5.4-1 FOR MORE INFORMATION
-
TABLE 1705.3 (12)
ACI 318: 6.1.1
X
CONCRETE:
COMPRESSIVE STRENGTH TESTING
9/2/2014 10:57:11 AM
FABRICATED STEEL TO VERIFY COMPLIANCE WITH SHOP
DRAWINGS
X
INSPECTION OF REINFORCING STEEL AND PLACEMENT
CODE / STANDARD REFERENCE
(AISC 360-10 UNO)
TESTING
QAI (SIA)
X
X
INSPECTION
QCI
SOILS:
VERIFICATION THAT FOOTING EXCAVATION EXTENDS TO PROPER DEPTH AND
HAVE REACHED PROPER MATERIAL
SOILS:
VERIFICATION THAT UNDERSLAB BASE MATERIALS HAVE BEEN PROPERLY
PLACED AND COMPACTED
X
STRUCTURAL STEEL / STEEL ELEMENT ITEM
TABLE N5.6-1
AISC 341 TABLE J7-1
TTMPS/RJA NO.:
M&H NO.:
DATE:
DESIGNED BY:
O*
SAVANNAH, GEORGIA
SPECIAL INSPECTION TESTING
(SEE
CONT.
PERIODIC SPECS)
ITEM
TABLE 1: SPECIAL INSPECTION AND TESTING
TABLE N5.6-1
AISC 341 TABLE J7-1
DRAWN BY:
CHECKED BY:
TYPE B-3 FINAL
SUBMITTAL
XDQU 112284
32651-00-131317.01
05 SEP 2014
DRM
MJE
DRM
SHEET CONTENTS
STRUCTURAL
SPECIAL INSPECTION
TABLES
SHEET NO.
S-003
14
13
8'-6"
12
5'-6"
11
10
4'-3"
9
FOUNDATION PLAN
GENERAL NOTES:
9'-9"
1'-1 1/4"
32'-0"
4"
TOF = -1'-10 1/2"
(FIELD VERIFY)
5'-2"
1'-2"
2'-0"
1'-0"
3.
REFER TO SHEET S-001 FOR STRUCTURAL LEGENDS, ABBREVIATIONS,
AND SYMBOLOGY.
4.
STRIP FOOTINGS SHALL BE CENTERED UNDER FOUNDATION/MASONRY
WALLS UNLESS NOTED OTHERWISE.
5.
SLOPE FINISH GRADE AWAY FROM BUILDING.
BB
TOF
98'-8"
2'-0"
1'-0"
DD
15'-7"
EE
6'-7"
CONTINUOUS STRIP
FOOTING REINFORCING.
PROVIDE STANDARD
HOOK AT BAR ENDS AS
SHOWN.
5'-5"
3
S-102
1'-4"
L
PLAN
NORTH
TYPICAL FOOTING INTERSECTIONS
1
NO SCALE
ENLARGED FOUNDATION PLAN (CLIN 1)
1/8" = 1'-0"
0
8" CMU WALL.
GROUT ALL CELLS SOLID.
(TYP.)
EXISTING GRADE BEAM
EXISTING PIER
(BEYOND)
16'
1/2" FLEXIBLE JOINT FILLER
CONCRETE FLOOR SLAB
(SEE FLATWORK PLAN)
#5 MASONRY DOWELS AT
SAME SPACING AND LOCATIONS
AS WALL REINFORCING. SEE S-001.
T.O. SLAB
100'-0"
4"
(1) #5x18" BAR,
DRILL AND EPOXY
6" INTO EXISTING
GRADE BEAM
AT 24" O.C.
EQUAL
T.O. FOOTING
SEE FOUNDATION PLAN
1'-0"
1'-0"
EQUAL
AS WALL REINFORCING. SEE S-001.
T.O. FOOTING
SEE PLAN
3'-6"
EXISTING SPREAD FOOTING (BEYOND)
WALL FOOTING (CLIN 1)
3/4" = 1'-0"
8'
8" CMU WALL.
GROUT ALL CELLS SOLID.
(TYP.)
(5) #5 BARS TOP AND BOTTOM
WITH #3 TIES AT 18" O.C.
4
4'
2'-0"
2
ISSUED
(2) #5 BARS TOP AND (3) #5 BARS
BOTTOM WITH #3 TIES AT 18" O.C.
09/05/14
WALL FOOTING (CLIN 1)
TYPE B-3 FINAL
SUBMITTAL
3/4" = 1'-0"
PROVIDE DOWELS TO LAP WITH
TYPICAL WALL REINFORCING,
MATCH SIZE AND SPACING.
TTMPS/RJA NO.:
M&H NO.:
DATE:
T.O. FOOTING
99'-4"
DESIGNED BY:
DRAWN BY:
T.O. FOOTING
98'-8"
"
CHECKED BY:
XDQU 112284
32651-00-131317.01
05 SEP 2014
DRM
MJE
DRM
-0
1'
SHEET CONTENTS
2'-6" LAP TYPICAL
ENLARGED
FOUNDATION PLAN
AND DETAILS
SEE DETAIL 2/S-102 FOR
FOOTING REINFORCEMENT
STEPPED FOOTING NOTES:
1. SEE FOUNDATION PLAN FOR FOOTING STEP LOCATIONS.
2. STEPPED FOOTING TO BE POURED MONOLITHICALLY.
9/2/2014 10:58:11 AM
V e n t u r e
© Copyright 2014
2014
2'-0"
1'-0"
TOF = -1'-10 1/2"
(FIELD VERIFY)
TOF
98'-8"
2
S-102
TOF
99'-4"
4
S-102
J o i n t
SAVANNAH, GEORGIA
3'-6"
1'-0"
CLASS B LAP
FIELD VERIFY ALL DIMENSIONS, BRING ANY DISCREPANCIES TO THE
ATTENTION OF THE ARCHITECT/ENGINEER FOR FINAL DECISION.
15'-7"
TOF
99'-4"
CLASS B LAP
BENT BAR AT CORNERS
SHALL MATCH FOOTING
REINFORCING
2.
2440 Deming Way
Middleton, WI 53562
phone: 608-273-6380
meadhunt.com
SUITE 550
(404) 239-1000
31'-4"
CLASS B LAP
SITE DATUM OF FINISHED FIRST FLOOR INDICATED ON CIVIL SITE PLAN =
ELEVATION 100'-0" ON STRUCTURAL DRAWINGS.
CC
TOF
98'-8"
3'-6"
1'-0"
TOF
99'-4"
EXISTING
FOOTING
(TYPICAL)
6'-6"
4"
AA
1.
3
STEPPED FOOTING (CLIN 1)
NO SCALE
SHEET NO.
KEYPLAN
S-102
14
13
8'-6"
12
5'-6"
11
10
4'-3"
9
FLATWORK PLAN
GENERAL NOTES:
9'-9"
1'-1 1/4"
32'-0"
8'-0"
STOOP
X
X
SEE STRUCTURAL
SLAB TYPES FOR
SUBGRADE INFO.
(2) #4 BARS
CONTINUOUS
T.O. PAD
100'-4"
SEE NOTE 6
(TYP.)
5'-2"
1'-2"
AND SYMBOLOGY.
4.
REFER TO DETAIL 2/S-112 FOR STRUCTURAL SLAB TYPES.
5.
FLOAT AND TROWEL FLOOR SLABS PER REQUIREMENTS OF ARCH.
FLOOR FINISH SYSTEM.
6.
4'x4' DEPRESSED SLAB AT FLOOR DRAIN. DIMENSIONS ARE FROM FACE
OF WALL TO CENTERLINE OF DRAIN. EVENLY SLOPE ALL SIDES OF
DEPRESSED SLAB TO DRAIN. SEE ARCHITECTURAL DRAWINGS FOR TOP
OF DRAIN ELEVATION.
5'-0"
STOOP
T.O. PAD
100'-4"
DD
J o i n t
V e n t u r e
© Copyright 2014
2014
CJ
CJ
15'-7"
6'-6"
SEE S-102
AS WALL REINFORCING
3.
SUITE 550
(404) 239-1000
31'-4"
X
14'-6"
X
8"
X
6'-6"
CJ
CJ
8"
T.O. FOOTING
SEE PLAN
6'-7"
5'-5"
RAMP
L
RAMP
100'-5"
RAMP
99'-6"
PLAN
NORTH
1
1'-4"
LANDING
100'-5"
ENLARGED FLATWORK PLAN (CLIN 1)
1/8" = 1'-0"
1/4 SLAB THICKNESS
(1 1/4" MINIMUM)
0
4'
8'
16'
C
L CONSTRUCTION JOINT
FLOOR CONTROL
JOINT FILLER
1/4" WIDE JOINT (2 BLADES)
(SAW CUT 4 TO 12 HOURS
AFTER CONCRETE IS PLACED)
TYPICAL SLAB-ON-GRADE
(SEE FLATWORK PLAN)
4"
CONCRETE SLAB WITH
6x6-W1.4xW1.4 WWF
CENTERED IN SLAB
NO SCALE
X
X
X
VAPOR BARRIER
(SECTION - 033000)
GRANULAR, FREE DRAINING
GRAVEL OR COARSE SAND
AS REQUIRED BY
GEOTECHNICAL REPORT
AS
REQ.
CONCRETE SLAB
CONSTRUCTION JOINT (TYPICAL)
3
X
4"
MIN
#4 DOWEL x 3'-0" LONG AT 36" O.C.
(CENTERED IN SLAB)
X
SAVANNAH, GEORGIA
EE
CJ
CJ
5'-0"
TYPE 4
CJ
CJ
3/4" = 1'-0"
CJ
TYPICAL CONCRETE STOOP (CLIN 1)
CJ
7'-6"
13'-9"
CJ
-
X
15'-7"
2%
X
2.
2440 Deming Way
Middleton, WI 53562
phone: 608-273-6380
meadhunt.com
16'-11"
TSL
100'-0"
TYPE 4 SLAB
X
TYPE 6
PER ARCH. DWGS.
T.O. SLAB
100'-0"
BB
CC
5'-0"
STOOP
CONCRETE FLOOR SLAB
(SEE FLATWORK PLAN)
CJ
DOOR JAMB BEYOND
4"
5'-0"
STOOP
AA
1.
ISSUED
09/05/14
TYPE B-3 FINAL
SUBMITTAL
SATISFACTORY SOIL FILL
AS REQUIRED BY
GEOTECHNICAL REPORT
(IF REQUIRED)
PREPARED SUB-GRADE
AS REQUIRED BY
GEOTECHNICAL REPORT
SEE FIRE PROTECTION PLANS FOR SIZE AND LOCATION
STEEL TROWEL AND SEAL
TOOL
EDGES
TYPICAL SLAB-ON-GRADE
(SEE FLATWORK PLAN)
6"
#4 BARS AT 12" O.C.
EACH WAY CENTERED
T.O.
EQPT. PAD
SEE PLAN
4
CONCRETE SLAB
CONTROL JOINT "CJ" (TYPICAL)
NO SCALE
DATE:
DRAWN BY:
GRANULAR, FREE DRAINING
GRAVEL OR COARSE SAND
AS REQUIRED BY
GEOTECHNICAL REPORT
CHECKED BY:
XDQU 112284
32651-00-131317.01
05 SEP 2014
DRM
MJE
DRM
SHEET CONTENTS
SATISFACTORY SOIL FILL
AS REQUIRED BY
GEOTECHNICAL REPORT
2/3 "T"
12"
M&H NO.:
DESIGNED BY:
"T"
#4 BENT BARS AT 12" O.C.
ALL AROUND
9/2/2014 10:59:02 AM
CONCRETE FLOOR SLAB
(SEE DETAIL 2/S-112)
TTMPS/RJA NO.:
VAPOR BARRIER
(SECTION - 033000)
4"
MIN
FLOOR CONTROL
JOINT FILLER
2" CLEAR
1/8" WIDE JOINT
(SAW CUT 4 TO 12 HOURS
AFTER CONCRETE IS PLACED)
CONCRETE SLAB WITH
#4 BARS AT 16" O.C., EACH WAY,
AT 2" CLEAR FROM TOP OF SLAB
AS
REQ.
1/4 SLAB THICKNESS
(1 1/4" MINIMUM)
TYPE 4
ENLARGED
FLATWORK PLAN AND
DETAILS
PREPARED SUB-GRADE
AS REQUIRED BY
GEOTECHNICAL REPORT
TYPE 6
VARIES
SHEET NO.
12"
-
TYPICAL EQUIPMENT PAD (CLIN 1)
NO SCALE
2
STRUCTURAL SLAB TYPES (CLIN 1)
NO SCALE
KEYPLAN
S-112
ROOF FRAMING PLAN
GENERAL NOTES:
20
19
18 17 16
15
14
13 12 11
1.
DIMENSIONS SHOWN FOR EXISTING CONDITIONS ARE +/-.
2.
AND SYMBOLOGY.
3.
ONLY PERTINENT ITEMS HAVE BEEN SHOWN ON THE ROOF FRAMING
PLAN. OTHER ITEMS HAVE BEEN OMITTED FOR CLARITY.
10
247'-0"
2440 Deming Way
Middleton, WI 53562
phone: 608-273-6380
meadhunt.com
1
S-142
AA
6'-4"
AA
BB
UP
BB
TRUSS 'T8'
CC
4
SIM S-541
EXISTING ROOF TRUSS
(NO REINFORCING REQUIRED)
J o i n t
TRUSS 'T7'
EE
6'-7"
EE
1
S-541
1
S-542
2
NEW DRAFT
S-542 CURTAIN
EXISTING ROOF TRUSS
(REINFORCING REQUIRED)
K
K
EXISTING ROOF TRUSS
TRUSS 'T5'
J
J
1
S-541
H
28'-9"
EXISTING DRAFT
CURTAIN TO
REMAIN
TRUSS 'T4'
G
1
S-541
G
28'-9"
EXISTING ROOF TRUSS
F
EXISTING ROOF TRUSS
F
UTILIZE THREE ROOF PURLINS
WHERE REQUIRED DUE TO HEF
FOAM GENERATOR LOCATION
TRUSS 'T3'
E
H
187'-10"
187'-10"
EXISTING ROOF PURLINS
SUPPORTING PROPOSED
HEF FOAM GENERATORS
E
28'-9"
1
S-541
4
S-541
D
D
EXISTING ROOF TRUSS
TRUSS 'T2'
C
C
1
S-541
B
28'-9"
APPROXIMATE LOCATION OF
PROPOSED FOAM GENERATORS.
SEE FIRE PROTECTION DRAWINGS.
(TYPICAL)
EXISTING ROOF TRUSS
A
ISSUED
B
09/05/14
TYPE B-3 FINAL
SUBMITTAL
A
TRUSS 'T1'
ZZ
ZZ
YY
YY
48'-0"
V e n t u r e
© Copyright 2014
2014
L
TRUSS 'T6'
28'-9"
L
SUITE 550
(404) 239-1000
DD
31'-2"
DD
SAVANNAH, GEORGIA
EXISTING ROOF TRUSS
CC
173'-0"
48'-0"
TTMPS/RJA NO.:
M&H NO.:
269'-0"
DATE:
DESIGNED BY:
DRAWN BY:
CHECKED BY:
XDQU 112284
32651-00-131317.01
05 SEP 2014
DRM
MJE
DRM
20
18 17
16
14.9
SHEET CONTENTS
PLAN
NORTH
1
14.1 13
OVERALL ROOF FRAMING PLAN
12
11
OVERALL ROOF
FRAMING PLAN
9
1/16" = 1'-0"
0
8'
16'
32'
SHEET NO.
9/2/2014 11:05:46 AM
KEYPLAN
S-141
MC4x13.8
BETWEEN
OUTRIGGERS
(TYP. OF 3).
BOND BEAM (SEE DETAIL 5/S-521).
PROVIDE 10'-0" LAP IN BOND BEAM
WHERE BOND BEAM CROSSES
COURSING (IF BOND BEAM STEPPED).
1'-1 1/4"
SEE ARCH. DWGS.
FOR EXP. JOINT
COVER
32'-0"
4"
MC12x10.6. SEE DETAIL 7/S-142
FOR SIMILAR CONN. SEE ARCH.
FOR SLOPE REQUIREMENTS.
(FIELD VERIFY CONDITIONS
PRIOR TO FABRICATION)
2"
CLEAR
3/16
3/16
1 1/2
1 1/2
CONCENTRATED BEAM
LOAD ON BOTTOM CHORD
5'-2"
4.
MINIMUM JOIST BEARING LENGTH REQUIREMENTS ARE AS FOLLOWS
UNLESS NOTED OR DETAILED OTHERWISE;
- AT MASONRY WALLS
- "K" SERIES
- MIN. 4"
- "KCS" SERIES
- MIN. 4"
- "LH" SERIES
- MIN. 6"
- "DLH" SERIES
- MIN. 6"
18K6
SEE 7/S-521 FOR
OPENING
REQUIREMENTS AT
TEST HEADER
OPENINGS
J o i n t
DD
X.XXX
3.601
18K6
2
S-142
SUITE 550
(404) 239-1000
KEYED NOTES:
METAL DECK SHALL BE 1 1/2" 20 GA. TYPE 'B' METAL ROOK DECK.
PROVIDE 5/8" DIAMETER PUDDLE WELDS IN A 36/5 PATTERN WITH
(4) #10 TEK SIDELAP SCREWS. PROVIDE 5/8" DIAMETER PUDDLE
WELDS AT 6" O.C. AROUND PERIMETER.
EE
1 1/2
1 1/2
JOIST WEB JOINT
("PANEL POINT")
3
S-142
ANCHOR MC12
TO BLOCK WALL
W/ L3x3x1/4 AND
(2) 3/4"Ø HILTI KWIK
BOLT 3 OR EQUIV.
L
6
S-142
CONCENTRATED HANGER
LOAD ON BOTTOM CHORD
PLAN
NORTH
TYPICAL PROVISIONS AT CONCENTRATED
LOADS ON OPEN WEB STEEL JOISTS/GIRDERS
1
NO SCALE
ENLARGED FRAMING PLAN (CLIN 1)
1/8" = 1'-0"
0
MC12x10.6. SEE DETAIL
7/S-142 FOR CONN. INFO.
SEE ARCH. DWG. FOR
EXP. JT. COVER
STEEL DECK
STEEL JOIST (TYPICAL)
2"
HORIZONTAL BRIDGING ANGLES
BOLT TO JOISTS PER SJI STANDARDS.
ANGLE SIZE, LOCATION, AND
NUMBER OF ROWS TO BE
BY JOIST MANUFACTURER AND SJI.
3" X 3" X 3/16"
ANGLE, WELD
TO JOISTS
1/8
1/8
4
4
4'
8'
16'
STEEL DECK
1/2x6x0'-9" STEEL BEARING
PLATE WITH (2) 1/2" DIA. X 6"
HEADED "NELSON" STUD ANCHORS
1/8
1/8
4
4
STEEL JOIST
STEEL JOIST
20 GA. DECK CLOSURE (TYP.)
STEEL DECK
6" X 9" X 1/2" STEEL BEARING
PLATE WITH (2) 1/2" DIA. X 6"
HEADED "NELSON" STUD ANCHORS
JOIST BEARING
SEE FRAMING PLANS
JOIST BEARING
SEE FRAMING PLANS
4"
BOND BEAM
BOND BEAM
VERTICAL WALL REINFORCING
STEEL TO CONTINUE THRU
BOND BEAMS (TYPICAL)
BRIDGING SUPPORT ANGLE
AND EXPANSION ANCHORS
PER JOIST MANUFACTURERS
STANDARD AND SJI.
-
AND SYMBOLOGY.
15'-7"
L1
L1
18K6
MCJ
BOTTOM CHORD
HORIZONTAL BRIDGING
AT BAY NEXT TO WALL.
WELD OR BOLT TO ANGLE
AT WALL PER SJI STANDARD.
ANGLE SIZE TO BE BY JOIST
MANUFACTURER AND SJI.
3.
6'-7"
DO NOT DRILL MOUNTING HOLES
IN BOTTOM CHORD OF JOISTS
WITHOUT WRITTEN APPROVAL
OF JOIST MANUFACTURER.
JB
111'-4"
5'-5"
NOTE:
1'-4"
3/16
3/16
2.
EXISTING BUILDING
HORIZONTAL JOIST BRIDGING AT CMU WALL
V e n t u r e
© Copyright 2014
2014
ISSUED
JOIST BEARING
AT MASONRY WALL (CLIN 1)
4
3/4" = 1'-0"
2440 Deming Way
Middleton, WI 53562
phone: 608-273-6380
meadhunt.com
BB
15'-7"
TOP CHORD
STEEL JOIST (TYPICAL)
OR JOIST GIRDER
-
1 HR. FIRE RATED
MASONRY WALL.
SEE ARCH.
4
DWGS.
S-142
CC
31'-4"
TRADE/CONTRACTOR INSTALLING
HANGER OR BEAM SHALL PROVIDE
EXTRA 2" x 2" x 3/16" STEEL STRUTS
(1 EA. SIDE) FROM HANGER/BEAM
LOCATION TO NEAREST OPPOSITE
CHORD JOINT FOR ALL CONCENTRATED
LOADS BETWEEN WEB JOINTS
IN TOP OR BOTTOM CHORD
3.601
JOIST WEB JOINT
("PANEL POINT")
18K6
MCJ
BY OTHERS AS REQUIRED
CONCENTRATED LOAD
ON TOP CHORD
1.
18K6
NEW MC12X10.6
1" = 1'-0"
L1
MCJ
NEW MC12X10.6
SEE DETAILS
6 &7/S-521 FOR
OPENING
REQUIREMENTS
AT THROUGH
WALL PIPING
CANOPY OUTRIGGER SUPPORT (CLIN 1)
4"
3
S-142
1'-2"
EXISTING BUILDING
6'-6"
AA
JB
116'-8"
6
ROOF FRAMING PLAN
GENERAL NOTES:
9'-9"
SAVANNAH, GEORGIA
RIP COURSE TO UNDERSIDE
OF METAL DECK
4'-3"
9
5'-8"
MC4x13.8
OUTRIGGERS
AT 2'-0" O.C.
10
4 SPACES AT 5'-0" = 20'-0"
METAL ROOF DECK
(SEE FRAMING PLAN)
MC4x13.8
OUTRIGGERS
AT 2'-0" O.C.
PL1/2x6x0'-9" WITH
(1) 1/2" DIA. x 6" HEADED
"NELSON" STUD ANCHOR
5'-6"
11
5'-8"
4"
MIN
8'-6"
12
L1
SEE ARCH. DWGS. FOR ROOF SLOPE
1/2"
MIN
20 GA. DECK CLOSURE
(TYP.)
13
MCJ
PL1/4x4xLENGTH REQUIRED
EQUAL
14
EQUAL
1" = 1'-0"
2
09/05/14
JOIST BEARING
TYPE B-3 FINAL
SUBMITTAL
1" = 1'-0"
WT5x16.5
MC12x10.6
DOUBLE ANGLE
TRUSS MEMBER
(WF COLUMN
CONNECTION
SIMILAR)
FASTEN DECK @ 6" O.C.
STEEL DECK
1/8
TOP VIEW
2
L3x3x1/4
EACH SIDE
5"
TOP OF CHANNEL
18'-0"± (FIELD VERIFY)
1/8" BENT PLATE
BETWEEN BAR JOISTS
WITH 6" (MIN.) WIDE TOP
FLANGE AND 2" (MIN.) WIDE
BOTTOM FLANGE.
HEIGHT AS REQUIRED.
(6) 3/4"Ø BOLTS
DOUBLE ANGLE
TRUSS MEMBER
STEEL CHANNEL CONNECTION (CLIN 1)
1" = 1'-0"
5/8" DIA. PUDDLE
WELDS @ 6" O.C.
JOIST BEARING
SEE FRAMING PLANS
JOIST BEARING
VARIES
METAL DECK (SEE PLAN)
TTMPS/RJA NO.:
M&H NO.:
DATE:
DESIGNED BY:
DRAWN BY:
RIP COURSE TO UNDERSIDE
OF METAL DECK
CHECKED BY:
XDQU 112284
32651-00-131317.01
05 SEP 2014
DRM
MJE
DRM
BOND BEAM
SHEET CONTENTS
BOND BEAM (SEE DETAIL5/S-521).
PROVIDE 10'-0" LAP IN BOND BEAM
WHERE BOND BEAM CROSSES
COURSING (IF BOND BEAM STEPPED).
ENLARGED FRAMING
PLAN AND DETAILS
MASONRY WALL (SEE PLAN)
MC12x10.6
SHEET NO.
WT5x16.5
7
4" X 6" X 1/4" STEEL BEARING
PLATE @ 12" O.C. WITH (2) 1/2"
DIA. X 6" HEADED "NELSON"
STUD ANCHORS
(6) 3/4"Ø BOLTS
9/2/2014 11:00:04 AM
L3x3x1/4 EACH
SIDE OF WT. BOLT
TO WT W/ (3) 3/4"Ø
BOLTS (TYP.)
L4x4x1/4xCONTINUOUS, WITH
3/4" DIAMETER x 4" LONG HEADED
STUDS AT 24" O.C.
5
SHEAR TRANSFER DETAIL
BETWEEN BAR JOISTS (CLIN 1)
1" = 1'-0"
3
STEEL DECK BEARING
1" = 1'-0"
KEYPLAN
S-142
MASONRY WALL ABOVE
(SEE PLAN)
8" CMU
GROUT SOLID ALL CORES
2440 Deming Way
Middleton, WI 53562
phone: 608-273-6380
meadhunt.com
EQ.
WALL REINFORCEMENT
CONTINUOUS INTO BOND BEAM
3"
(1) COURSE BOND BEAM
WITH (2) #5 BARS,
CONTINUOUS AT BOTTOM
3"
EQ.
9 GAUGE GALVANIZED
REBAR POSITIONER AT
6'-0" MAX. VERTICAL SPACING
MASONRY OPENING BELOW
REINFORCING BAR FULL HEIGHT.
SEE DETAILS FOR SIZE AND SPACING.
LAP SPLICE ALL BARS
48 BAR DIAMETERS (MINIMUM)
RUN VERTICAL REINFORCING
TO TOP OF WALL
L1 LINTEL (CLIN 1)
NO SCALE
1
(2) #5 BARS CONTINUOUS
(BAR LAP LENGTH TO BE 30")
(TYPICAL U.N.O.)
TYPICAL
TYPICAL VERTICAL BAR
PLACEMENT IN MASONRY CORE (CLIN 1)
1 1/2" = 1'-0"
SUITE 550
(404) 239-1000
TOP OF WALL
SEALANT
(TYP. ALL INTERIOR WALL FACES)
HORIZONTAL WALL REINFORCING
TO BE CONTINUOUS THRU JOINT
CONTINUOUS BACKER ROD
(BOTH SIDES OF JOINT)
HORIZONTAL JOINT
REINFORCING SHALL NOT
RUN THRU CONTROL JOINT
(2) #5 BARS CONTINUOUS
(BAR LAP LENGTH TO BE 30")
(TYPICAL U.N.O.)
INTERMEDIATE
5
THESE ARE TYPICAL REQUIREMENTS THAT
APPLY TO ALL BOND BEAMS. INCORPORATE
OTHER PROVISIONS REQUIRED BY SPECIFIC
DETAILS ELSEWHERE.
TYPICAL MASONRY BOND BEAM (CLIN 1)
1" = 1'-0"
PREFORMED RUBBER
CONTROL JOINT
SEALANT (TYP. ALL
EXTERIOR WALL FACES)
(1) VERTICAL BAR FULL HEIGHT,
SIZE TO MATCH WALL REINFORCING.
(TYPICAL EACH SIDE OF CONTROL JOINT)
GROUT ALL CORES SOLID.
SEE GENERAL NOTES FOR SPACING REQUIREMENTS (U.N.O.)
CMU BOND BEAM
(SEE PLANS)
2
RATED FIRE SAFING PER
SPECS/CODE AT RATED WALLS
(SOLID GROUT ELSEWHERE)
JAMB REINFORCEMENT
CONTINUOUS FULL HEIGHT
ALL CORES GROUTED SOLID
2'-0"
CONCRETE MASONRY
CONTROL JOINT (CLIN 1)
NO SCALE
TYPICAL
SEE DETAIL 1/S-521
FOR BAR PLACEMENT
AND LAP REQUIREMENTS.
STAINLESS STEEL
ESCUTCHEONS
8"
(1) BAR PER CORE
ELEVATION
COPE BOTTOM OF CMU BOND
BEAM TO ALLOW JAMB
REINFORCEMENT
CONTINUOUS FULL HEIGHT
CMU BOND BEAM LINTEL
(SEE PLANS)
6
GROUT ALL CORES SOLID
SINGLE PIPE PENETRATION
NO SCALE
BAR SIZE
AND SPACING
PER PLANS
2'-0" TYPICAL
GROUT ALL CORES SOLID
24" TYP.
(2) #5 BARS
VERTICAL
SECTION
9
(1) BAR PER CORE
TYPICAL CMU BOND BEAM
LINTEL AT JAMB (CLIN 1)
(2) #5 BARS
HORIZONTAL
NO SCALE
TYP. MASONRY REINFORCEMENT
AT CORNERS AND WALL ENDS (CLIN 1)
3
J o i n t
V e n t u r e
© Copyright 2014
2014
WALL REINFORCING CONTINUOUS
SAVANNAH, GEORGIA
8
RIP COURSE ABOVE BOND
BEAM FOR SLOPED OR VARYING
HEIGHT TOP OF WALLS
ISSUED
09/05/14
TYPE B-3 FINAL
SUBMITTAL
3/4" = 1'-0"
LINTEL
(SEE PLAN
OR SCHEDULE)
(2) #5 BARS
HORIZONTAL
24" TYP.
48 BAR DIAMETERS
TTMPS/RJA NO.:
M&H NO.:
DESIGNED BY:
NOTE:
IN ADDITION TO OPENINGS SHOWN ON THE DRAWINGS, MASONRY AND
STEEL WORK SHALL INCLUDE PROVIDING MASONRY WALL OPENINGS AND
ASSOCIATED LINTELS REQUIRED FOR MECHANICAL/ELECTRICAL EQUIPMENT
(OTHER THAN INDIVIDUAL PIPE PENETRATIONS FIELD DRILLED BY THE
APPROPRIATE TRADES DURING THEIR WORK), INCLUDING COORDINATING
WITH OTHER TRADES, GENERAL CONTRACTOR, ARCHITECT/ENGINEER, AND
FINAL MECHANICAL AND ELECTRICAL DRAWINGS TO VERIFY EXACT SIZES
AND LOCATIONS OF ALL SUCH OPENINGS AS WORK PROGRESSES.
FINAL SIZES MAY NOT BE AVAILABLE UNTIL EQUIPMENT SHOP DRAWINGS
ARE RECEIVED FROM SUCCESSFUL BIDDERS. ALL PARTIES SHOULD BE
PREPARED TO PLAN AND COOPERATE ACCORDINGLY TO AVOID
UNNECESSARY DELAYS IN THE WORK.
9/2/2014 11:01:01 AM
DATE:
7
TYPICAL MASONRY
OPENING REINFORCEMENT (CLIN 1)
NO SCALE
DRAWN BY:
CHECKED BY:
XDQU 112284
32651-00-131317.01
05 SEP 2014
DRM
MJE
DRM
(2) #5 BARS
CONTINUOUS (U.N.O.)
SHEET CONTENTS
MASONRY DETAILS
TYPICAL BOND BEAM
(SEE DETAIL)
SHEET NO.
4
TYPICAL
BOND BEAM INTERSECTION (CLIN 1)
1" = 1'-0"
S-521
AT TRUSSES T2, T3 AND T4 ONLY
2
S-541
2
AT TRUSSES T2, T3 AND T4 ONLY
S-541
2440 Deming Way
Middleton, WI 53562
phone: 608-273-6380
meadhunt.com
AT TRUSSES T5 AND T6 ONLY
3
S-541
3
AT TRUSSES T5 AND T6 ONLY
S-541
SUITE 550
(404) 239-1000
J o i n t
V e n t u r e
EXISTING TRUSS ELEVATION (REINFORCE WHERE SHOWN)
1/8" = 1'-0"
NOTE:
FIELD VERIFY HEF FRAME LOCATIONS WITH EXISTING ROOF STRUCTURE
AND THE FIRE PROTECTION DRAWINGS PRIOR TO FABRICATION.
FRAME TO EXISTING ROOF PURLINS OUTSIDE OF EACH END OF HEF UNIT.
(3) PURLINS MAY BE NECESSARY. PROVIDE EXTRA VERTICAL ANGLES AT
LOCATIONS WHERE (3) PURLINS ARE UTILIZED.
EXISTING ROOF PURLIN,
TYPICAL
L3x3x3/8, TYPICAL, WITH
1/2" DIA. THRU BOLTS AT JOINTS
L3x3x3/8 DIAGONAL WITH
1/2" DIA. THRU BOLTS AT JOINTS.
MAX. SLOPE 1.75:1 (UTILIZE THREE
ROOF PURLINS WHEN EXCEEDED)
"±
2'-6 D
L
(FIE Y)
IF
VER
L4x3x3/8LLV, WITH 3/8" END
PLATES BOLT TO EX. PURLIN
FLANGE AND WEB
EACH END OF
EXIST. TRUSS
WEB
3/16
3/16
NEW PL3/16x1 EACH SIDE
2
2
NOTE:
SEE S-002 FOR STRUCTURAL STEEL NOTES.
B
WT5x19.5, TYP.
BOLTED TO EX.
PURLIN WITH
(4) 1/2" DIA.
THRU BOLTS
1/4
TYP
ER
LD V
IE
± (F
3/16
3/16
ISSUED
09/05/14
8" EACH END,
2" AT 7" O.C. CONT.
WELD NEW BAR
TO EXISTING GUSSET
PLATES (TYPICAL)
B
11'-0"±
L3x3x3/8 DIAG.
BRACE, ATTACH
TO FRAME ON
OPP. SIDE OF
HEF UNIT
(FIELD
VERIFY
)
A
EXISTING GUSSET PLATE
NEW PL1/2x4
A
DRAWN BY:
6" EACH END,
2" AT 5" O.C. INT.
3'-10"
4
HEF UNIT SUPPORT
NO SCALE
EXISTING TRUSS WEB
(LL3x2-1/2x1/4)
NEW PL3/16x1
3/16
3
EXISTING TRUSS REINFORCEMENT AT TRUSSES T5 AND T6
3/8" = 1'-0"
CHECKED BY:
DETAIL A-A
2
EXISTING TRUSS REINFORCEMENT AT TRUSSES T2, T3 AND T4
3/8" = 1'-0"
XDQU 112284
32651-00-131317.01
05 SEP 2014
DRM
MJE
DRM
EXISTING TRUSS CHORD
(LL4x3x3/8)
NEW 4" PLATE
DETAIL B-B
HEF UNIT, REFER TO FIRE
PROTECTION DRAWINGS
(WEIGHT = APPROX. 400 LBS.)
9/2/2014 11:01:43 AM
NEW PL5/16x4
5'-4"X5'-4"
M&H NO.:
DESIGNED BY:
EXISTING TRUSS
PL1/2x4x0'-10",
TYPICAL
LOCATE AT HEF
BOLT LOCATIONS
TTMPS/RJA NO.:
DATE:
EXISTING TRUSS
L4x3x3/8LLV EACH SIDE
OF HEF UNIT
TYPE B-3 FINAL
SUBMITTAL
1/4
1/4
IFY)
"
9'-6
SAVANNAH, GEORGIA
1
© Copyright 2014
2014
SHEET CONTENTS
TRUSS
REINFORCEING
DETAILS
SHEET NO.
S-541
TRIM DRAFT CURTAIN FOR
CHANGE IN ORIENTATION.
PROVIDE FILLER OR CLOSURE
PLATES AS NECESSARY.
3
S-542
MITER STEEL ANGLES AND
PROVIDE 1/4" CONNECTION
PLATE WITH (1) 1/2" DIA. THRU BOLT
AT THE END OF EACH MEMBER
(TYP.)
2440 Deming Way
Middleton, WI 53562
phone: 608-273-6380
meadhunt.com
NEW L4x4x1/4 CONT. BOLT
TO BOTTOM FLANGE OF
EACH ROOF PURLIN WITH
(2) 1/2" DIA. THRU BOLTS
2
S-542
12
4
NEW L2-1/2x2-1/2x1/4 HANGER
AT EACH EXIST. ROOF PURLIN. BOLT
TO NEW CONT. ANGLES AT TOP
AND BOTTOM WITH (1) 1/2" DIA.
THRU BOLT EACH END
EXISTING CRANE
5'-0"±
(FIELD
VERIFY)
SUITE 550
(404) 239-1000
J o i n t
DRAFT CURTAIN ELEVATION AT TRUSS 'T6'
1/8" = 1'-0"
EXISTING W10x15 ROOF PURLIN
(FIELD VERIFY SIZE)
EXISTING W10x15
ROOF PURLIN
(FIELD VERIFY SIZE)
EXISTING W10x15
ROOF PURLIN
(FIELD VERIFY SIZE)
1/4" PLATE (ROTATE AS REQ'D
TO RECEIVE KICKER)
(1) 1/2" DIA.
THRU BOLT
L4x4x1/4 CONTINUOUS.
BOLT TO BOTTOM FLANGE
OF EXISTING ROOF PURLINS
WITH (2) 1/2" DIA. THRU BOLTS
CLIP HORIZ. LEG AND
EXTEND VERT. LEG OF
STEEL ANGLE OVER
L4X4
EXTEND DRAFT
CURTAIN TO WITHIN
1" OF ROOF DECK
L4x4x1/4 CLIP ANGLE
BOLTED TO BOTTOM FLANGE
WITH (2) 1/2" DIA. THRU BOLTS.
CLIP HORIZ. LEG AND
EXTEND VERT. LEG OF
STEEL ANGLE OVER
L4X4
NOTE 1:
(1) 1/2" DIA.
THRU BOLT EACH
END
L4x4x1/4 CONTINUOUS.
BOLT TO BOTTOM FLANGE
WITH (2) 1/2" DIA. THRU BOLTS
DIMENSIONS SHOWN ARE APPROXIMATE.
BOTTOM OF DRAFT CURTAIN ELEVATION
SHALL NOT BE MORE THAN
SEVEN-EIGHTHS OF THE DISTANCE FROM
THE FLOOR TO THE ROOF DECK (I.E.
HEIGHT OF DRAFT CURTAIN SHALL NOT BE
LESS THAN ONE-EIGHTH THE DISTANCE
FROM THE FLOOR TO THE ROOF DECK).
6'-0"±
EXISTING TRUSS 'T6'
STEEL ANGLE KICKER AT EACH
VERTICAL HANGER. 2:1 MAX.
SLOPE. STEEL ANGLE SIZE
IS BASED ON THE FOLLOWING:
LENGTHS UP TO 8'-0": L3x3x1/4
8'-0" TO 13'-0":
L4x4x1/4 OR (2) L3x3x1/4
5'-6" ±
5'-0"±
EXISTING TRUSS 'T6'
NEW METAL DECK DRAFT
CURTAIN. 1 1/2" TYPE B, 20 GAUGE
METAL DECK. PROVIDE #10 TEK
SCREWS AT 12" O.C. (MAX) AT STEEL
ANGLES AND ALL SIDELAPS. PAINT
TO MATCH EXISTING DRAFT CURTAIN.
L4x4x1/4 CLIP ANGLE
BOLTED TO BOTTOM FLANGE
WITH (2) 1/2" DIA. THRU BOLTS.
(1) 1/2" DIA.
THRU BOLT
EXISTING TRUSS 'T7'
VARIES
EXTEND DRAFT
CURTAIN TO WITHIN
1" OF ROOF DECK
1/4" PLATE (ROTATE AS REQ'D
TO RECEIVE KICKER)
SEE DETAIL 2/S-542
FOR DRAFT CURTAIN
INFORMATION
(1) 1/2" DIA.
THRU BOLT EACH
END
© Copyright 2014
2014
ISSUED
09/05/14
STEEL ANGLE KICKER AT EACH
VERTICAL HANGER. 2:1 MAX.
SLOPE. STEEL ANGLE SIZE
IS BASED ON THE FOLLOWING:
LENGTHS UP TO 8'-0": L3x3x1/4
8'-0" TO 13'-0":
L4x4x1/4 OR (2) L3x3x1/4
TTMPS/RJA NO.:
M&H NO.:
DATE:
DESIGNED BY:
DRAWN BY:
CHECKED BY:
9"±
L3x2x1/4 LLV CONT.
SEE NOTE 1
VARIES
(1) 1/2" DIA.
THRU BOLT
L2-1/2x2-1/2x1/4
VERTICAL HANGER
AT EACH ROOF PURLIN
2
9/2/2014 11:04:59 AM
L3x2x1/4 LLV CONT.
DRAFT CURTAIN
NO SCALE
(1) 1/2" DIA.
THRU BOLT
L2-1/2x2-1/2x1/4 VERTICAL HANGER
AT EACH ROOF PURLIN
SAVANNAH, GEORGIA
1
V e n t u r e
173'-0" ± OUT TO OUT OF EXISTING ROOF TRUSSES(FIELD VERIFY)
BOTTOM OF DRAFT CURTAIN
NOTES:
1. DO NOT ATTACH ANY DRAFT CURTAIN
COMPONENTS TO THE EXISTING TRUSSES.
2. TRIM DRAFT CURTAIN TO FIT AROUND EXISTING
FRAMING AND OTHER APPURTENANCES. CARE
SHOULD BE TAKEN AROUND EXISTING FALL
ARREST SYSTEM. ANY RECONFIGURATION OF
THE EXISTING FALL ARREST SYSTEM WILL
REQUIRE RECERTIFICATION AT THE EXPENSE OF
THE CONTRACTOR.
NEW L3x2x1/4 LLV CONT. BOLT
TO EACH VERTICAL ANGLE
WITH (1) 1/2" DIA. THRU BOLT
20'-6"± (FIELD VERIFY)
EXISTING CRANE
47'-8" TO BOTTOM OF DRAFT CURTAIN
DRAFT CURTAIN ORIENTATION
TYPE B-3 FINAL
SUBMITTAL
XDQU 112284
32651-00-131317.01
05 SEP 2014
DRM
MJE
DRM
SHEET CONTENTS
BOT. OF DRAFT CURTAIN
47'-8" A.F.F.
3
SECTION NEAR RIDGE
NO SCALE
DRAFT CURTAIN
DETAILS
SHEET NO.
S-542

GEORGIA, ANG - 165TH AW/CES REPAIR FIRE SUPRRESSION

Transcription

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