HomeMy WebLinkAboutS101.0GENERAL NOTES:
STEEL NOTES:
1. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL BRACING DURING CONSTRUCTION.
PROVIDE ADEQUATE SHORING OR BRACING DURING CONSTRUCTION TO RESIST ALL
REQUIRED FORCES SUCH AS (BUT NOT LIMITED TO) DEAD LOADS, LIVE LOADS,
SOIL PRESSURES, CONSTRUCTION LOADS, WIND AND UNBALANCED LOADING.
PROVIDE TEMPORARY SAFETY ENCLOSURES AS NECESSARY TO PROTECT ALL
PERSONNEL INVOLVED WITH THIS PROJECT.
2. DETAILS NOT SHOWN SHALL BE ACCORDING TO:
AMERICAN INST. of STEEL CONSTR. A.I.S.C. SPECS FOR STRUCTURAL STEEL
AMERICAN CONCRETE INSTITUTE A.C.I. SPECS FOR CONCRETE
AMERICAN WELDING SOCIETY A.W.S. SPECS FOR WELDING
NATIONAL CONCRETE MASONRY ASSOCIATION N.C.MA SPECS FOR CONCRETE MASONRY
STEEL JOIST INSTITUTE S.J.I. SPECS. FOR STEEL JOISTS
AMERICAN IRON & STEEL INSTITUTE A.I.S.I. SPECS FOR COLD FORMED STEEL
3. CONTRACTOR SHALL REVIEW SHOP DRAWINGS AND VERIFY ALL DIMENSIONS PRIOR
TO SUBMITTING SAME TO ARCHITECT AND/OR ENGINEER FOR REVIEW. ARCHITECT
AND ENGINEER'S REVIEW OF SHOP DRAWINGS TO BE FOR CONFORMANCE WITH THE
DESIGN CONCEPT AND GENERAL COMPLIANCE WITH THE CONTRACT DOCUMENTS.
4. CONTRACTOR SHALL VERIFY LOCATION OF ALL ROOF OPENINGS. ROOF OPENINGS
GREATER THAN 12" DIAMETER SHALL BE FRAMED WITH L3x3x1/4" (MINIMUM).
5. ALL SHOP DRAWINGS SHALL BE PREPARED UNDER THE DIRECT SUPERVISION OF
A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF INDIANA.
COMPLETE SHOP DRAWINGS FOR CONSTRUCTION SHALL BE SEALED AND SIGNED
BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF INDIANA AND SHALL
BE AVAILABLE AT THE JOB SITE DURING THE TIMES OF INSPECTION.
SHOP DRAWING SUBMITTALS SHALL BE SUBMITTED VIA E-MAILED ELECTRONIC FILES
THAT ARE IN PDF FORMAT OR CAN BE EASILY CONVERTED INTO PDF FORMAT.
PLEASE CONTACT ENGINEER IF SHOP DRAWINGS WILL BE SUBMITTED AS "HARD COPIES."
6. SPECIAL INSPECTION REPORTS AND A FINAL BUILDING REPORT SHALL BE AVAILABLE
AT THE TIME THE BUILDING IS APPROVED FOR OCCUPANCY
7. ANY EXISTING STEEL MEMBERS INSTALLED OR EXISTING MEMBERS THAT REQUIRE RETROFIT
SHALL BE PAINTED TO MATCH THE EXISTING STEEL MEMBERS.
BUILDING CODE REQUIREMENTS
AND DESIGNLOADS:
(
1. THE 2014
INDIANA
BUILDING 2012 IBC w/ INDIANA STATE AMENDMENTS)
2. DESIGN LOADS
CUBICLE POSTS:
200 LBS. APPLIED IN ANY DIRECTION
50 LB./FT. APPLIED IN ANY DIRECTION FROM ATTACHED CUBICLE FRAMING
HUNG PARTITION: - 5 P.S.F. (MAX.)
ROOF DEAD LOAD - 20 P.S.F. (PER EXISTING DRAWINGS)
ROOF LIVE LOAD - 20 P.S.F. (REDUCIBLE)
WIND LOAD
WIND VELOCITY (ULTIMATE) - 115 MPH
EXPOSURE - C
RISK CATEGORY - II
INTERIOR WIND PRESSURE: - 5 P.S.F.
SNOW LOAD
GROUND SNOW LOAD - 20 P.S.F.
FLAT ROOF SNOW LOAD - 20 P.S.F. (Pm = Pgels)
SNOW IMPORTANCE FACTOR - 1.0
yaNT1110
OCCUPANCY CATEGORY CATEGORY II
SEISMIC IMPORTANCE FACTOR 1.00
MAPPED SPECTRAL RESPONSE ACCELERATIONS:
Ss 0.148
Si 0.082
SITE SOIL CLASS D (ASSUMED)
SPECTRAL RESPONSE COEFFICIENTS:
SDS 0.157
SDI 0.131
SEISMIC DESIGN CATEGORY B
SEISMIC COEFFICIENTS FOR ARCHITECTURAL COMPONENTS
INTERIOR NONSTRUCTURAL WALLS AND PARTITIONS
op= 1.0 RIP =2.5
SEISMIC COEFFICIENTS FOR MECHANICAL AND ELECTRICAL COMPONENTS
OTHER MECHANICAL OR ELECTRICAL COMPONENTS
ap BE 1.0 Rip BE 1.5
CONCRETE NOTES:
1. ALL CONCRETE SHALL HAVE A MAXIMUM SLUMP OF 3" TO 5" AND A MINIMUM 28
DAY COMPRESSIVE STRENGTH AS FOLLOWS:
SLAB ON GRADE 4000 P.S.I.
2. NO AIR ENTRAINING AGENTS SHALL BE USED IN CONCRETE ON INTERIOR SLABS
ON GRADE. (3% MAX. TOTAL AIR)
3. C.J. ON PLANS INDICATES CONSTRUCTION JOINTS OR CONTROL JOINTS. IF NOT
SHOWN OTHERWISE; MAINTAIN A MAXIMUM AREA BOUNDED BY THE SLAB CONTROL
JOINTS AS FOLLOWS:
6" SLAB 225 SQUARE FEET (i.e. 15' xl5')
THE MAXIMUM SIDE RATIO OF WHICH SHALL BE 1.5:1, AND JOINTS AT
REENTRANT SLAB CORNERS.
4. ALL STEEL BAR REINFORCEMENT SHALL BE A.S.T.M. A-615, GRADE 60. TIES
AND STIRRUPS MAY BE GRADE 40 AT CONTRACTOR'S OPTION. ALL BARS USED
IN WELDED CAPACITIES SHALL BE A.S.T.M. A-706.
5. MAINTAIN MINIMUM CONCRETE COVERAGE FOR REINFORCING STEEL AS INDICATED
UNLESS OTHERWISE NOTED IN THE DRAWINGS.
A. 3" CLEAR WHERE CONCRETE IS DEPOSITED DIRECTLY AGAINST EARTH.
B. 2" CLEAR WHERE CONCRETE IS EXPOSED TO EARTH OR WEATHER BUT
CAST AGAINST FORMS FOR BARS #6 OR LARGER.
C. 11/2" CLEAR WHERE CONCRETE IS EXPOSED TO EARTH OR WEATHER BUT
CAST AGAINST FORMS FOR BARS #5 OR SMALLER.
D. 3/4" CLEAR FOR SLABS AND WALLS FORMED ABOVE GRADE AND NOT
EXPOSED TO WEATHER.
E. 11/p" CLEAR FOR BEAMS AND COLUMNS FORMED ABOVE GRADE AND NOT
EXPOSED TO WEATHER.
6. WELDED WIRE FABRIC (W.W.F.) SHALL CONFORM TO THE REQUIREMENTS OF THE
STANDARD SPECIFICATIONS FOR COLD -DRAWN STEEL WIRE FOR CONCRETE
REINFORCEMENT A.S.T.M. A-185. ALL WELDED WIRE FABRIC SHALL BE CLEAN
AND FREE OF EXCESSIVE RUST.
7. FLY ASH MAY BE USED AS A DIRECT SUBSTITUTE FOR PORTLAND CEMENT. FLY
ASH MUST CONFORM TO ALL ASPECTS OF ASTM C618, STANDARD SPECIFICATION
FOR FLY ASH. CLASS F OR CLASS C FLY ASH MAY BE USED, HOWEVER, TOTAL
LOSS ON IGNITION OF FLY ASH MUST BE 3% OR LESS. FLY ASH MAY BE
SUBSTITUTED ON A 1:1 RATIO BY WEIGHT AND ONLY UP TO A 25% REDUCTION
IN THE ORIGINAL CEMENT CONTENT. CONCRETE PROPORTIONS SHALL BE SELECTED
ON THE BASIS OF TRIAL MIXES CONFORMING TO A.C.I. 211.1.
8. DESIGN OF CONCRETE STRUCTURAL ELEMENTS IS IN ACCORDANCE WITH ACI 318
9. CONCRETE TEST RESULTS SHALL BE AVAILABLE AT JOB SITE.
10. CONCRETE SUPPLIER TO PROVIDE MIX DATA IN COMPLIANCE WITH ACI 318
it. CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS FOR REVIEW WELL IN ADVANCE OF
CONCRETE PLACEMENT. CONCRETE MIX DESIGN SHALL INCLUDE ALL STRENGTH DATA NECESSARY
TO SHOW COMPLIANCE WITH THE PROJECT SPECS BY EITHER THE TRIAL BATCH OR FIELD
EXPERIENCE METHOD AND SHALL BE CERTIFIED BY A REGISTERED PROFESSIONAL ENGINEER.
12. SEE ARCHITECTURAL DRAWINGS/SPECIFICATIONS FOR CONCRETE FLOOR FINISH REQUIREMENTS.
RELEASED FOR CONSTRUCTION
Subject to compliance with all regulations
of State and meal Codes
City of Carmel
�VTI�\Dw�1DA.6L
DATE: 10/14/19
1. ALL STRUCTURAL STEEL SHALL BE PROVIDED AS FOLLOWS:
RECTANGULAR/SQUARE HSS SHAPES (ASTM A500 Dr. B) 46 K.S.I. YIELD
ROUND HISS SHAPES (ASTM A500 Dr. B) 42 K.S.I. YIELD
STEEL PIPES (ASTM A53 Gr. B) 35 K.S.I. YIELD
W SHAPES (ASTM A992) 50 K.S.I. YIELD
STRUCTURAL STEEL U.N.O. (ASTM A36) 36 K.S.I. YIELD
2. ALL STRUCTURAL STEEL FASTENERS SHALL BE PROVIDED AS FOLLOWS:
BOLTED CONNECTIONS IN STEEL FRAMEWORK U.N.O. (ASTM A325-N)
CARBON AND ALLOY NUTS (ASTM A563)
HARDENED STEEL WASHERS (ASTM F-436)
COMPRESSABLE-WASHER-TYPE DIRECT TENSION INDICATORS (ASTM F-959)
THREADED RODS (ASTM A36)
ANCHOR RODS U.N.O. (ASTM F1554 Gr. 36)
3. UNLESS NOTED OTHERWISE IN THE DRAWINGS, ALL FILLET WELDS SHALL BE 3/16
ALL WELDS SHALL BE MADE WITH E-70 ELECTRODES. MIN. LENGTH OF INTERMITTENT
WELDS SHALL BE 11/p"
4. PROOF OF WELDER CERTIFICATION SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES OF
INSPECTION.
5. GRIND EXPOSED WELDS SMOOTH AND FLUSH, TO MATCH AND BLEND WITH ADJOINING
SURFACES WHERE DEEMED NECESSARY FOR AESTHETIC PURPOSE BY ARCHITECT.
6. OBTAIN ALL FIELD MEASUREMENTS REQUIRED FOR PROPER FABRICATION AND INSTALLATION PRIOR
TO DETAILING. PRECISE MEASUREMENTS ARE THE RESPONSIBILITY OF THE CONTRACTOR.
7. THE FABRICATOR SHALL BE RESPONSIBLE FOR ALL ERRORS OF DETAILING ON THE SHOP DRAWINGS,
ERRORS IN FABRICATION, AND CORRECT FTTTING OF STRUCTURAL STEEL MEMBERS.
8. NO LOADS ARE ALLOWED TO BE HUNG FROM ROOF DECK.
9. BOLTED CONNECTIONS SHALL BE ASSEMBLED AND INSPECTED ACCORDING TO "SPECIFICATIONS FOR
STRUCTURAL JOINTING USING ASTM A325 OR ASTM A490 BOLTS." WELDED CONNECTIONS SHALL
CONFORM TO THE PROVISIONS OF AWS D1.1, STRUCTURAL WELDING CODE BY AMERICAN WELDING
SOCIETY (SECTION 2207).
10. FOR COLD -FORMED METAL FRAMING (STRUCTURAL): MEMBERS SHALL POSSESS
MIN. SECTION AND MATERIAL PROPERTIES PER AISI COLD -FORM STEEL SPECIFICATIONS
AND THE STEEL STUD MANUFACTURERS ASSOCIATION. MATERIALS AND ERECTION SHALL BE PER
MANUFACTURER'S SPECIFICATIONS. ALL SIZES SHOWN ON CD'S ARE MINIMUM SIZES AND SHOULD
BE DESIGNED PER SPECIFICATION SECTION 05400 AND LOADING ON THIS SHEET
11. GROUT SHALL BE NON -SHRINK WITH A MINIMUM 7 DAY COMPRESSIVE STRENGTH OF
3000 P.S.I. EXPOSED GROUT SHALL BE NON -STAINING.
COLD -FORMED LIGHT GAUGE METAL STUD FRAMING NOTES:
1. SEE ARCH. DRAWINGS FOR ALL PARTITION LOCATIONS AND HEIGHTS.
2. METAL STUDS SHALL BE LATERALLY BRACED AT 48" O.C. MAX.
3. WHERE COLD FORMED METAL FRAMING IS FIELD WELDED, ALL WELDS AND SURROUNDING AREAS
SHALL BE FIELD PAINTED w/ A ZINC RICH PAINT.
4. PROVIDE BUILT UP SECTIONS WHERE REQUIRED AT OPENING JAMB, HEADS AND SILLS.
LAP SPLICE SCHEDULE
BAR SIZE
LAP SPLICE DIMENSION (IN)
Vc = 4000 psi
OTHER
TOP BARS
#3
19"
25"
#4
25"
32"
#5
31"
40"
#6
38"
49"
#7
55"
71"
#8
63"
Bill
#9
70"
91"
r
v
T/FTG
L-
HOOKED
BAR SCHEDULE
BAR SIZE
X
Idh
Y
#3
0'-6"
0'-6"
LAP SPLICE
#4
0'-8"
0'-8"
LAP SPLICE
#5
0'-10"
0'-10"
LAP SPLICE
#6
1'-0"
1'-0"
LAP SPLICE
#7j
V-2"
V-2"
LAP SPLICE
#8
V-4"
V-4"
LAP SPLICE
METAL ROOF DECK. PROVIDE (2) #10-16 SCREWS
SEE PLAN. AT 48" O.C. MAX.
PROVIDE (2)-0.15710
HILTI X-U FASTENERS (OR EQUIV.) METAL ROOF DECK.
AT EACH JOIST. SEE PLAN.
L
3
N
N
I .�I
T <
a
c� - SEE PLAN SEE PLAN
N FOR JOIST. FOR JOIST.
N
PERPENDICULAR TO JOISTS
20GA DEEP LEG
SLIP TRACK.
O LNO ATTACHMENT OF
TRACK TO TRACK.
20GA DEEP LEG
O CAPPING TRACK.
(1)-#10-16 SCREW
AT EACH FLANGE.
SLAB ON
GRADE. E
PLANS.
INTERIOR METAL)
STUDS. SEE ARCH.
PARALLEL TO JOISTS
INTERIOR MI
STUD WALL.
SEE ARCH.
MIN. 18 GA RUNNER TRACK SOLID
BLOCKING AT 10'-0" O.C. MAX. VERTICAL (U.N.O.)
SEE PLAN MAKE RUNNER TRACK 8" LONGER
FOR JOIST. THAN STUD INSIDE SPACING. CUP
FLANGES OF TRACK 4" FROM
EACH END. BEND TRACK AT CLIPPED
FLANGES. BLOCKING AT 5'-4" O.C. MAX.
HORIZONTAL (EVERY 4TH STUD SPACING)
1-1/4" x 20 GA. STRAPPING,
SCREW TO EACH STUD
FLANGE 10SCREW.
(STRAPPINGNG TOTO START ART &
END ON SOLID BLOCKING)
MTL STUDS.
SCREW ATTACH BOTH PARTS
OF CUT FLANGE TO STUD
ON EACH SIDE WITH
(2)#10-16 SCREWS.
USE (6) #10-16 SCREWS
ON EACH SIDE OF BLOCKING.
WEAK AXIS STUD BRACING
USE 18GA RUNNERS ALONG BOT/STUD WALLS. NO SCALE
NOTE: INSIDE DIMENSION OF OUTER TRACK AT CONCRETE BASE SHOOT RUNNER TO CONCRETE
TO BE �" MORE THAN STUD DEPTH. USING (2)-0.157"0 HILTI X-U FASTENERS AT 16" O.C.
SEE ARCHITECTURAL DRAWINGS FOR PLAN AND
LOCATIONS OF DETAILS ON THIS SHEET, TYP.
O
END/WALL
362S137-33 VERT. METAL STUDS
AT 16" O.C. MAX. SCREW FLANGES
CONT. 3621125-43 TOP AND BOT.
AT STEEL BASE SHOOT RUNNER TO STEEL
USING (2)-0.157"0 HILTI X-U FASTENERS EVERY 16" O.C.
SCREW VERT. STUDS TO RUNNER USING (2) #10-16 SCREWS
TYPICAL INTERIOR METAL STUD WALL DETAILS
FYNAIM2111F•:
HSS32x3zx} CUBICLE END POST.
ATTACH TO SLAB AS SHOWN,
SEE ARCH. FOR ADD'L CUBICLE INFO.
J" THICK x 31" WIDE x 8" LONG
BASE R. ATTACH TO SLAB USING
(4)-x¢" DIA. SIMPSON STRONG -TIE
TITEN-HD ANCHORS EMBEDED 2j"
INTO SLAB OR EQUIVALENT.
G.C. NOTE:
- MAXIMUM POST SPACING
SHALL
BE 5'-0"
O.C.
- IN ADDITION TO SPACED
POSTS,
PROVIDE
POSTS
AT CUBICLE ENDS
1 CUBICLE POST ATTACHMENT
1 "0 SCALE: N.T.S.
EXISTING SLAB
GRADE
1. POST -INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE CONSTRUCTION
DOCUMENTS. THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE ENGINEER -OF -RECORD
PRIOR TO INSTALLING POST -INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED
CAST -IN -PLACE ANCHORS. THE PRODUCTS SHOWN ON CONSTRUCTION DOCUMENTS ARE THE DESIGN
BASIS FOR THIS PROJECT. PRODUCT DIAMETER AND EMBEDMENT SHALL BE AS SHOWN IN THE DETAILS.
INSTALL PRODUCTS IN ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS (MPII).
CONTRACTOR SHALL CONTACT MANUFACTURER'S REPRESENTATIVE FOR PRODUCT INSTALLATION TRAINING
AND A LETTER SHALL BE SUBMITTED TO THE ENGINEER -OF -RECORD (EOR) INDICATING TRAINING HAS
TAKEN PLACE. REFER TO THE PROJECT BUILDING CODE AND/OR EVALUATION REPORT FOR SPECIAL
INSPECTIONS AND PROOF LOAD REQUIREMENTS. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN
THOSE SHOWN MAY BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER -OF -RECORD (EOR) FOR
REVIEW. SUBSTITUTIONS WILL ONLY BE CONSIDERED FOR PRODUCTS HAVING A CODE REPORT RECOGNIZING
THE PRODUCT FOR THE APPROPRIATE APPLICATION UNDER THE PROJECT BUILDING CODE. SUBSTITUTION
REQUESTS SHALL INCLUDE CALCULATIONS THAT DEMONSTRATE THE SUBSTITUTED PRODUCT IS CAPABLE
OF ACHIEVING THE EQUIVALENT PERFORMANCE VALUES OF THE DESIGN BASIS PRODUCT.
NEW SLAB TO MATCH EXISTING
SLAB AFTER NEW UTILITIES HAVE
BEEN INSTALLED. USE CONCRETE
W/ MIN. 4000 PSI 28 DAY
COMPRESSIVE STRENGTH.
#57 STONE GRAVEL
SUBBASE AROUND
NEW UTILITY.
- PROVIDE 15 MIL. STEGO WRAP PLACED
OVER MINIMUM 6" GRAVEL SUBASE UNDER
ALL NEW SLAB AREAS THAT WERE PREVIOUSLY DEMO'D.
TRENCHED IN UTILITY LESS THAN V-0" WIDE
SCALE: N.T.S.
#4 BARS CONT. PER
SCHEDULE AT MID DEPTH
OF SLAB. MIN. LAP
LENGTH = 2'-1"
EXISTING SLAB ON--\
GRADE
df" DIA. x 12" LONG SMOOTH -
BAR DOWELS AT 12" O.C.
EMBED 6" INTO EXISTING SLAB
USING SIMPSON SET-XP EPDXY
ADHESIVE. GREASE END OF
DOWEL AT NEW SLAB.
WIDTH
NO. #4 BARS
24"
2
24<W536"
3
36<WS54"
4
54<W<72"
5
SAWCUT SLAB TO
MATCH EXISTING
JOINT SPACING
`M vi = "w"
NEW SLAB TO MATCH EXISTING
SLAB AFTER NEW UTILITIES HAVE
BEEN INSTALLED. USE CONCRETE
W/ MIN. 4000 PSI 28 DAY
COMPRESSIVE STRENGTH.
#57 STONE GRAVEL
SUBBASE AROUND
EXISTING UTILITY
FULLY
COMPACTED.
G.C. NOTES:
- TYPICAL REBAR MAY NOT BE USED TO SUBSTITUTE
THE PLAIN SMOOTH BAR DOWELS SHOWN. THE PURPOSE
OF THE PLAIN SMOOTH BAR DOWELS IS TO ALLOW THE
CONCRETE TO SHRINK DURING CURING WITHOUT
THE CONCRETE BONDING TO THE SMOOTH BARS.
PROVIDE 15 MIL. STEGO WRAP PLACED
OVER MINIMUM 6" GRAVEL SUBASE UNDER
ALL NEW SLAB AREAS THAT WERE PREVIOUSLY DEMO'D.
TRENCHED IN UTILITY GREATER THAN 1'-0'e WIDE
SCALE: N.T.S.
1 }" x 1 }", 16 GA. CLIP ANGLE
FASTENED W/ (4) #10-16 SCREW
SHOWN. ANGLE LENGTH SHALL NOT
LESS THAN STUD DEPTH, MINUS
16 GA. U-CHANNEL
'.IDGING SPACED AT 48" O.C.
STUD, SIZE AND
REQUIRED
BRIDGING DETAIL - STUD WALL LATERAL BRACING
SCALE: N.T.S.
HANEs GIPSON & Assoc1ATES
CIVIL " STRUCTURAL
CONSULTING ENGINEERS
1550 NORTH BROWN ROAD
SUITE 100
LAWRENCEVILLE. GEORGIA 30043
PHONE: (770) 491-7550
FAX (770) 491-7750
NOTE; These drawings are NOT TO BE
REPRODUCED for the purpose
of generating shop drawings
without the WRITTEN APPROVAL
of the STRUCTURAL ENGINEER.
ASSOCIATES AND IS NOT TO BE REPRODUCED IN
WHOLE OF IN PART IT IS NOT TU BE USED ON Ary IT"'
RIGHT AS DATED HAINES. GIPSON I ASSOCIATED NOT
VALID OILESS SERED MID SEALED.
RELEASED FOR CONSTRUCTION
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20-19033
z:ee 12 JULY 2019
STRUCTURAL NOTES
AND DETAILS
S 1 111