10-797-011v V • • •
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9
GENERAL
1. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE DRAWINGS OF ALL OTHER
DISCIPLINES AND THE SPECIFICATIONS FOR THIS PROJECT, THE CONTRACTOR SHALL VERIFY THE REQUIREMENTS OF
OTHER TRADES AS TO SLEEVES, CHASES, HANGERS, INSERTS, ANCHORS, HOLES AND OTHER ITEMS TO BE PLACES OR SET IN THE
STRUCTURAL WORK. THE CONTRACTOR SHALL COORDINATE WITH ALL TRADES ALL ITEMS THAT ARE TO BE INTEGRATED INTO THE
STRUCTURAL SYSTEM. ORDER OF CONSTRUCTION TO BE THE RESPONSIBILITY OF THE CONTRACTOR. HE SHALL PROVIDE ALL
ITEMS NECESSARY FOR HIS CHOSEN PROCEDURE.
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL SAFETY PRECAUTIONS AND REGULATIONS DURING
THE WORK. ALL CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH ALL APPLICABLE STANDARDS OF OSHA, CHAPTER 33
OF THE IBC 2006, AND LOCAL ORDINANCES AND CODES. THE ENGINEER WILL NOT ADVISE ON NOR ISSUE DIRECTION AS TO SAFETY
PRECAUTIONS AND PROGRAMS.
3. THE STRUCTURAL DRAWINGS HEREIN REPRESENT THE FINISH STRUCTURE. THE CONTRACTOR SHALL PROVIDE ALL
TEMPORARY GUYING AND BRACING REQUIRED TO ERECT AND HOLD THE STRUCTURE IN PROPER ALIGNMENT UNTIL ALL
STRUCTURAL WORK AND CONNECTIONS HAVE BEEN COMPLETED. THE INVESTIGATION, DESIGN, SAFETY, ADEQUACY AND
INSPECTION OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC. IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
4. THE ENGINEER SHALL NOT BE RESPONSIBLE FOR THE METHODS, TECHNIQUES AND SEQUENCES OF PROCEDURES TO
PERFORM THE WORK. THE SUPERVISION OF THE WORK IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. OBSERVATION VISITS
TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT BE CONSTRUED AS INSPECTION, NOR AS APPROVAL OF CONSTRUCTION.
5. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY
SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO APPROVAL BY THE ENGINEER.
6. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED
BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH THE
SUPPLIER'S INSTRUCTIONS AND REQUIREMENTS.
7. LOADING APPLIED TO THE STRUCTURE DURING THE PROCESS OF CONSTRUCTION SHALL NOT EXCEED THE SAFE LOAD -
CARRYING CAPACITY OF THE STRUCTURAL MEMBERS. THE LIVE LOADINGS USED IN THE DESIGN OF THIS STRUCTURE ARE
INDICATED IN THE "DESIGN CRITERIA NOTES". DO NOT APPLY ANY CONSTRUCTION LOADS UNTIL STRUCTURAL FRAMING IS
PROPERLY CONNECTED TOGETHER AND UNTIL ALL TEMPORARY BRACING IS IN PLACE.
8. ALL REFERENCED CODES AND STANDARDS ARE PER THE LATEST EDITIONS OF THESE STANDARDS AS ADOPTED BY THE
LOCAL JURISDICTION, UNLESS OTHERWISE NOTED, THESE CODES AND STANDARDS ARE CONSIDERED PART OF THE
CONSTRUCTION DOCUMENTS BY REFERENCE.
9. SHOP DRAWINGS AND OTHER ITEMS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION, ALL
SHOP DRAWINGS SHALL BE REVIEWED BY THE GENERAL CONTRACTOR BEFORE SUBMITTAL. THE ENGINEER'S REVIEW IS TO BE FOR
CONFORMANCE WITH THE DESIGN CONCEPTS AND GENERAL COMPLIANCE WITH THE RELEVANT CONTRACT DOCUMENTS. THE
ENGINEER'S REVIEW DOES NOT RELIEVE THE CONTRACTOR OF THE SOLE RESPONSIBILITY TO REVIEW, CHECK AND COORDINATE
THE SHOP DRAWINGS PRIOR TO SUBMISSION. THE CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR ERRORS AND OMISSIONS
ASSOCIATED WITH THE PREPARATION OF SHOP DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, DIMENSION, ETC. ALLOW
TWO WEEKS FOR SHOP DRAWING REVIEW.
10. ANY DEVIATION FROM THE CONTRACT DOCUMENTS SHALL BE APPROVED BY THE ENGINEER & SHALL BE SO DOCUMENTED.
THIS DOCUMENTATION SHALL BECOME PART OF THE CONTRACT DOCUMENTS. DEVIATION FROM THE CONTRACT DOCUMENTS
SHALL NOT BE ALLOWED ON SHOP DRAWINGS, WITHOUT A SPECIFIC STATEMENT IN THE FORM OF A COVER LETTER DESCRIBING
THE PROPOSED DEVIATION, & REQUESTING APPROVAL. THE CONTRACTOR SHALL REVIEW & VERIFY ALL SHOP DRAWINGS TO
ASSURE THEY COMPLY W/ REQUIREMENTS OF THE CONTRACT DOCUMENTS. THE ENGINEER WILL REVIEW THE SHOP DRAWINGS
FOR GENERAL CONFORMANCE W/ DESIGN CONCEPT. THIS REVIEW BY THE ENGINEER SHALL NOT BE CONSTRUED AS APPROVAL.
11. SUBMIT SHOP DRAWINGS IN THE FORM OF FOUR SETS OF PRINTS AND ONE SET OF REPRODUCIBLE DRAWINGS TO BE
USED AS SHOP DRAWINGS. AS A MINIMUM, SUBMIT THE FOLLOWING ITEMS FOR REVIEW:
11.1. STRUCTURAL STEEL SHOP DRAWINGS.
11.2. METAL DECKING SHOP DRAWINGS.
11.3. LIGHT GAUGE STEEL FRAMING.
STRUCTURAL STEEL
1. STRUCTURAL STEEL SHALL HAVE THE FOLLOWING MATERIALS UNLESS NOTED OTHERWISE.
WIDE FLANGE SECTIONS ASTM A992 (50 ksi)
OTHER ROLLED SHAPES AND PLATES ASTM A36
STRUCTURAL STEEL TUBES ASTM A500 GRADE B (46 ksi)
STRUCTURAL STEEL PIPES ASTM A53, TYPE E or S GRADE 3
HEADED STUD ANCHORS (HAS) ASTM A307 WITH ASTM A563 HEAVY HEX
BOLTED CONNECTIONS ASTM A325
THREADED ROD ASTM A307
ANCHOR BOLTS ASTM A307
NUTS ASTM A563 (heavy hex)
WASHERS GRADE A (hardened)
2. THE FABRICATION AND CONSTRUCTION OF ALL STRUCTURAL STEEL SHALL COMPLY WITH THE LATEST EDITION OF THE
FOLLOWING CODES:
IBC 2006 SECTION 2205
AISC SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL BUILDINGS.
AISC CODE OF STANDARD PRACTICE EXCLUDING SECTIONS 3,4, 4.4, AND 4.4.1.
AISC SPECIFICATIONS FOR STRUCTURAL JOINTS.
AWS WELDING CODE,
PROVIDE SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION, ALL SHOP FABRICATION BE BY AISC-APPROVED FABRICATORS.
3. ALL STRUCTURAL WELDING SHALL CONFORM WITH THE FOLLOWING SPECIFICATIONS:
WELDING RODS E-70 XX (typical)
E-60 XX (roof decks)
STRUCTURAL WELDING AWS D1.1 WELDS NOT PART OF SLRS
AWS D1.8 ALL WELDS PART OF SLRS
AWS 1.8 DC ALL DEMAND CRITICAL WELDS PART OF THE SLRS
ALL WELDS PERFORMED BY AWS CERTIFIED WELDER.
STRUCTURAL CUTTING AWS CERTIFIED WELDER
HSA's/DBA's MANUFACTURERS SPECIFICATIONS
4. ANY SUBSTITUTION OF ANY MEMBERS SHALL BE AT THE WRITTEN CONSENT OF THE STRUCTURAL ENGINEER.
5. ANY CONNECTIONS OF INTERSECTING STEEL MEMBERS NOT SPECIFIED ON THE DRAWINGS SHALL BE A FILLET WELD AND
SHALL BE SIZED BY SUBTRACTING 1/16" LESS THAN THE THINNEST CONNECTING
MEMBER WITH A MINIMUM OF A 3/16" FILLET WELD. ALL WELDS SHALL BE FULL SURFACE WELDS. CONTACT THE SER
REGARDING ANY UNSPECIFEID CONNECTIONS
6. ALL WELDING SHALL MEET REQUIREMENTS OF J2 AISC 360.
7. ALL STRUCTURAL CONNECTIONS, SHOWN IN THE PLANS, SHALL BE BOLTED WITH A MINIMUM OF A 314" DIAMETER ASTM
A325N BOLT, UNLESS NOTED OTHERWISE AND SHALL BE TIGHTENED TO A SNUG TIGHT FIT, AS DEFINED BY AISC SPECIFICATIONS.
S. HARDENED WASHERS SHALL BE PROVIDED AT ALL TURNED ELEMENTS OF BOLTED CONNECTIONS. IF THE CONNECTION IS
SLOPED OR SKEWED THEN PROVIDE BEVELED WASHERS AS REQUIRED. PROVIDE WASHERS THAT COMPLETELY COVER ANY
OVERSIZED HOLES OR SLOTS ER ASTM F-436.
9. TIGHTEN ALL SLIP -CRITICAL BOLTS, MOMENT FRAME BOLTS AND BOLTS INSTALLED IN OVERSIZED OR SLOTTED HOLES BY
THE "TURN OF THE NUT" OR THE "DIRECT TENSION" METHOD. PROVIDE HARDENED WASHERS UNDER ALL TURNED ELEMENTS.
PRETENSION BOLTS PER TABLE J311 OF AISC 360.
10. WHERE ASTM A490 OR STRONGER BOLTS ARE SPECIFIED IN THE DRAWINGS, BOTH THE BOLT HEAD AND THE NUT SHALL HAVE A
HARDENED WASHER BETWEEN IT AND THE BASE STEEL AND REQUIRED IN AISC SPECIFICATIONS.
11. BOLTS MUST BE LONG ENOUGH FOR THREADS TO RE FLUSH WITH THE OUTSIDE FACE OF THE BOLT AFTER TIGHTENING. NO MORE
THAN 5 THREADS OF "STICKOUT" ARE PERMITTED. THE "TURN OF THE NUT" METHOD IS DESCRIBED BELOW (THIS IS FOR
PERPENDICULAR SURFACES ONLY):
11.1 THE TURN OF THE NUT METHOD IS NOT TO RE USED FOR BOLTS LONGER THEN 12
BOLT DIAMETERS. TIGHTEN ALL BOLTS IN THE CONNECTION TO THE SNUG, TIGHT
CONDITION. FROM THE SNUG, TIGHT CONDITION, TIGHTEN EACH BOLT AS SPECIFIED BELOW:
BOLT LENGTH: AMOUNT OF TURN APPLIED TO NUT.
UP TO AND INCLUDING 1/3 TURN OF THE NUT
4 DIAMETERS
OVER 4 DIAMETERS 1/2 TURN OF THE NUT
BUT NOT EXCEEDING
I DIAMETERS
OVER 8 DIAMETERS 2/3 TURN OF THE NUT
BUT NOT EXCEEDING
12 DIAMETERS
12. DO NOT REUSE BOLTS, NUTS OR WASHERS.
13. FITTED STIFFENER PLATES SHALL BE PROVIDED AT ALL BEARING LOCATIONS AND SHALL MEET THE FOLLOWING
REQUIREMENTS UNLESS NOTED OTHERWISE IN THE DRAWINGS:
FLANGE WIDTH STIFFENER PLATE THICKNESS FILLET WELD THICKNESS
UP TO 1" 3/8" 1 /4"
V to 12" 3/8" 114"
12" to 16" 1 /2" 5/16"
16" AND BIGGER 518" 3/8"
14. HOLES IN STEEL SHALL BE DRILLED OR PUNCHED. ALL SLOTTED HOLES SHALL BE PROVIDED WITH SMOOTH EDGES.
BURNING OF HOLES AND TORCH CUTTING AT THE SITE IS NOT PERMITTED.
15, THE STRUCTURAL STEEL ERECTOR SHALL PROVIDE ANY REQUIRED TEMPORARY GUYING AND BRACING REQUIRED.
COLUMNS, ANCHOR BOLTS, BASE PLATES, ETC. HAVE BEEN DESIGNED FOR THE FINAL COMPLETED CONDITION AND HAVE NOT BEEN
INVESTIGATED FOR POTENTIAL LOADINGS ENCOUNTERED DURING STEEL ERECTION AND CONSTRUCTION. ANY INVESTIGATION OF
THE COLUMNS, ANCHOR BOLTS, BASE PLATES, ETC.. FOR ADEQUACY DURING THE STEEL ERECTION AND CONSTRUCTION PROCESS
IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
16. REFER TO THE "SPECIAL INSPECTION" SECTION OF THE GENERAL STRUCTURAL NOTES FOR ANY INSPECTION
REQUIREMENTS.
METAL DECKING
1. ALL METAL DECK SHALL BE MANUFACTURED AND ERECTED IN ACCORDANCE WITH THE LATEST REQUIREMENTS OF THE
STEEL DECK INSTITUTE.
2. STEEL ROOF DECK SHALL NOT SUPPORT SUSPENDED CEILINGS, LIGHT FIXTURES, HVAC DUCTS, PLUMBING OR ANY OTHER
ARCHITECTURAL ELEMENTS UNLESS SPECIFIED OTHERWISE.
3. WHERE THE DECK IS TO RECEIVE SPRAYED ON FIRE PROOFING, THE SURFACE SHALL PREPARED PROPERLY SO THAT THE
FIREPROOFING ADHERES TO THE PAINTED DECK.
4. ALL DECK SUPPORTS SHALL BE DRY PRIOR TO FASTENENING THE DECK.
5. PRIOR TO WELDING INTERLOCKING SEAMS OR BUTTON PUNCHING, STEEL DECK SHALL BE CRIMPED PER THE
MANUFACTURERS SPECIFICATIONS.
6. THE YIELD STRESS OF ANY 22 GAUGE STEEL DECK SHALL BE LIMITED TO A MAXIMUM OF 50 ksi.
7. ALL DECK SHALL SPAN A MINIMUM OF 3 CONTINUOUS SPANS. WHERE THE 3-SPAN CONDITION CAN NOT BE MET, THE
CONTRACTOR SHALL PROVIDE A HEAVIER GAUGE DECK SO AS TO PROVIDE AN EQUIVALENT LOADING TO THE 3-SPAN CONDITION
SPECIFIED.
8. STEEL ROOF DECK
8.1. STEEL ROOF DECK SHALL BE 1 1/2" DEEP, GALVANIZED TYPE "B" WIDE RIB DECK WITH INTERLOCKING SIDE SEAMS WITH THE
FOLLOWING PROPERTIES:
20 GAUGE
MINIMUM S (in^3/ft)= 0.23510.248 B
MINIMUM I (in^41ft)= 0,216
8.2. ROOF DECK SHALL HAVE A MINIMUM DIAPHRAGM SHEAR CAPACITY 0 C7#�b�, ft. FORA 4'-O" ECK SPAN.
2.3. PROVIDE A MINIMUM OF 2 INCHES OF BEARING AND LAP AT THE SPLICE POINT .
9.4. THE CONTRACTOR MAY SUBMIT FOR APPROVAL, THE MANUFACTURERS ICC REPORT OF AN ALTERNATIVE METHOD OF
DECK ATTACHMENT. THE ALTERNATE METHOD SHALL PROVIDE MINIMUM DECK DIAPHRAGM SHEAR VALUES EQUAL TO OR GREATER
THAN THOSE NOTED ABOVE. THE ENGINEER OF RECORD SHALL APPROVE ANY ALTERNATE METHODS PRIOR TO SUBSTITUTION.
WOOD SHEATHING NOTES
1. ALL PLYWOOD CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE AMERICAN PLYWOOD ASSOCIATION (APA)
SPECIFICATIONS.
2. ALL MEZZANINE FLOOR PANEL SHEATHING SHALL BE APA RATED SHEATHING. THE SHEATHING EDGES SHALL BE TONGUE
AND GROOVE. FLOOR SHEATHING SHALL BE FASTENED TO STEEL DECK Wl #10 PAN HEAD TEK SCREWS @ 6"o.c. EDGE
NAILING AND 12"o.c. IN THE FIELD.
COLD -FORMED STEEL FRAMING
1. THE FABRICATION AND ERECTION OF ALL COLD -FORMED METAL FRAMING SHALL COMPLY WITH THE REQUIREMENTS OF AISC
"MANUAL OF STEEL CONSTRUCTION", AWS "STRUCTURAL WELDING CODE", AND AISI "SPECIFICATION FOR THE DESIGN OF COLD
FORMED STEEL STRUCTURAL MEMBERS".
2. LIGHT GAUGE STEEL FRAMING (LGSF):
2.1. FOLLOW ALL MANUFACTURERS RECOMMENDATIONS FOR THE USE OF THESE PRODUCTS. ALL LGSF SHALL BE
MANUFACTURED FROM GALVANIZED STEEL.
2.2. GALVANIZED STEEL MUST MEET THE MINIMUM REQUIREMENTS OF ASTM A446 GRADE D (Fy = 50 ksi) FOR 12,14,16 AND 1$
GAUGE MATERIAL, AND ASTM A446 GRADE A (Fy = 33 ksi) FOR 20 GAUGE AND LIGHTER. GALVANIZED COATINGS MUST MEET THE ASTM
A525 SPECIFICATIONS.
2.3. ALL SIZES INDICATED ON PLANS ARE EITHER AISI OR SSMA NOMENCLATURE. LGSF SHALL MEET OR EXCEED PROPERTIES OF
SPECIFIED ELEMENTS.
2.4. ALL WELDS SHALL BE MADE IN ACCORDANCE WITH AWS D1.3-0$. WELDING PROCEDURES SHALL BE PRE -QUALIFIED AND
WELDERS CERTIFIED TO THOSE PROCEDURES USED ON THIS PROJECT, ALL SCREWS SHALL BE #8 OR #10 PAN HEAD SCREWS.
2.5. ALL COLD FORMED STEEL WALL STUDS SHALL HAVE TWO ROWS OF HORIZONTAL BRIDGING. BRIDGING USED FOR ERECTION
PURPOSES ONLY SHALL BE LEFT IN PLACE. WALL STUDS SHEATHED ON BOTH SIDES SHALL BE FASTENED TO SHEATHING WITH MIN #i
SCREW @ 12" 0-C. SHEAR WALL STEEL SHEETING SHALL BE FASTENED WITH PAN HEAD SCREWS, MIN FASTENERS #10 @ 6" 0-C EDGE
FASTENING, 12" 0-C "FIELD" FASTENING.
2.6. FLOORS FRAMED W/ LIGHT GAUGE STEEL JOISTS SHALL BE SHEATHED ON ONE SIDE W/ A WOOD OR METAL DIAPHRAGM L
BRACED W/ INTERNAL BRIDGING PER DETAILS.
STATEMENT OF SPECIAL INSPECTION
SPECIAL INSPECTION AND QUALITY ASSURANCE, AS REQUIRED BY SECTION 1704 OF THE IBC, SHALL BE PROVIDED BY AN INDEPENDENT
AGENCY EMPLOYED BY THE OWNER UNLESS WAIVED BY THE BUILDING OFFICIAL. THE CONTRACTOR SHALL COORDINATE AND COOPERATE
WITH THE REQUIRED INSPECTIONS. ALL TESTING AND INSPECTION REPORTS SHALL BE SENT TO THE ENGINEER OF RECORD FOR REVIEW.
REPORTS SHALL MEET THE REQUIREMENTS OF IBC SECTION 1704.1.2. ITEMS REQUIRING SPECIAL INSPECTION ARE:
1. STRUCTURAL STEEL FABRICATION:
1.1. VERIFICATION OF STRUCTURAL STEEL MATERIAL, BOLTS, WASHERS, AND WELD MATERIAL.
12. NOTE IDENTIFICATION MARKINGS CONFORMING TO ASTM, MANUFACTURES CERTIFICATE OF COMPLIANCE, AND MANUFACTURES
MILL REPORTS.
1.3. SHOP WELDING: ALL SHOP WELDING SHALL BE INSPECTED IN ACCORDANCE WITH SECTION 1704.3.1.1, AWS D1.3, AND 1707.1
2. STRUCTURAL WELDING (FIELD) IBC SECTION 1704.3
2.1. PERIODIC SPECIAL INSPECTION OF SINGLE PASS FILLET WELDS LESS THAN OR EQUAL TO 5/16".
2.2. CONTINUOUS SPECIAL INSPECTION OF SINGLE PASS FILLET WELDS GREATER THAN 5/16" AND MULTI -PASS FILLET WELDS.
2.3. CONTINUOUS SPECIAL INSPECTION OF COMPLETE AND PARTIAL PENETRATION WELDS.
2.4. PERIODIC INSPECTION OF FLOOR AND ROOF DECK WELDING.
3. HIGH STRENGTH BOLTED CONNECTIONS IBC SECTION 1704.3.3
3.1. GENERAL PER 1704.3.3.1:
3.1.1. REVIEW REQUIREMENTS FOR BOLTS, NUTS, WASHERS, PAINT BOLTED PARTS AND INSTALLATION, TIGHTENING SUCH THAT
STANDARDS ARE MET.
3.1.2. CONFIRM PLYS ARE PROPERLY SNUG AND MONITOR INSTALLATION OF BOLTS TO VERIFY THAT THE SELECTED PROCEDURE FOR
INSTALLATION IS PROPERLY USED.
3.1. PERIODIC SPECIAL INSPECTION PER 1704.3.3.2
3.2. CONTINUOUS SPECIAL INSPECTION PER 1704.3.3.3.
4. COLD FORMED STEEL FRAMING:
4.1. WELDING INSPECTION SHALL CONFORM TO AWS D1.3,
4.2. PERIODIC SPECIAL INSPECTION OF SCREW ATTACHMENTS, BOLTING, ANCHOR DEVICES, AND OTHER FASTENING COMPONENTS
WITHIN THE LATERAL FORCE RESISTING SYSTEM, (IDENTIFIED ON THE DRAWINGS).
5. EPDXY ANCHORS CBC TABLE 1704.4 POST INSTALLED ANCHORS
5.1. SPECIAL INSPECTIONS SHALL VERIFY ALL DRILLED HOLES DIAMETER, DEPTH, AND PREPARATION PRIOR TO INSTALLATION OF
EPDXY AND ANCHOR ROD.
A STRUCTURAL OBSERVATION SHALL BE PERFORMED AND A WRITTEN REPORT SHALL BE SUBMITTED IN ACCORDANCE WITH IBC SECTION
1709.1 i 1709.2. THE SPECIAL INSPECTIONS ARE REQUIRED BY THE IBC CODE SECTION 1704.
DESIGN LOADS & CRITERIA
DESIGN CODES
BUILDING CODE
2007 ASCE 7-051 FLORIDA IC 2007
STRUCTURAL STEEL
AISC 13thEDITION
STEEL DECK
SDI
LIGHT GAUGE STEEL FRAMING
AISI 2004
SEISMIC
OCCUPANCY CATEGORY (ASCE 7-05 TABLE 1-1)
II
IBC SEISMIC IMPORTANCE FACTOR (ASCE 7-05 TABLE 11.5.1)
IE 1.0
MAPPED SPECTRAL RESPONSE ACCELERATION:
SITE CLASS (SEE ASCE 7-05 TABLE 9.4.1.2, PER ASCE 7-05, USE CLASS
D UNLESS OTHER INFORMATION IS PROVIDED)
D
DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS
Sos 0.040
Sol 0.022
SEISMIC DESIGN CATEGORY (ASCE 7-0511.6)
A
BASIC SEISMIC -FORCE RESISTING SYSTEM, SEE ASCE 7-05 TABLE
12.2.1 ORDINARY STEEL MOMENT FRAMES:
RESPONSE MODIFICATION FACTOR
R = 3.0
OVERSTRENGTH FACTOR
no 3.0
ANALYSIS PROCEDURE USED. (ASCE 7-05 EQUIVALENT LATERAL
FORCE PROCEDURE SECTION 124):
SEISMIC RESPONSE COEFFICIENT - ULTIMATE
Cs= 0.010
SEISMIC RESPONSE COEFFICIENT - ALLOWABLE
Cs= 0.0071
WIND
IBC SIMPLIFIED METHOD PER SECTION 1609.6
WIND SPEED (3 SECOND GUST)
145 M.P.H.
EXPOSURE CATEGORY
C
WIND IMPORTANCE FACTOR (ASCE 7-05 TABLE 6.1)
IW= 1.0
ROOF
DEAD LOAD
12 P.S.F. + 25 P.S.F. @ GRN ROOF
ROOF SNOW LOAD
(VALUES SHOWN DO NOT INCLUDE DRIFT, OR UNBALANCED LOADS,)
P 9 = 0 P.S.F.
Pf = 0 P.S.F.
INTERIOR STORY WIND/SEISMIC DRIFT (h = story ht)
DM < 0.025 * h / P
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MARKS & ABBREVIATIONS "• ` L •"
O N
AB ANCHOR BOLT •• Z •••�. ��.� "
ACI AMERICAN CONCRETE INSTITUTE ` (� . • �
ADJ ADJACENT " • L- • Q!
i " 4 " i • „ • Y • • • " •
RISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION U "gas • w •
AISI AMERICAN IRON & STEEL INSTITUTE :
ALT ALTERNATE,
APA AMERICAN PLYWOOD ASSOCIATION W CK
ARCH ARCHITECT 0�
ASTM AMERICAN SOCIETY OF TESTING MATERIALS L
AWSA AMERICAN WELDING SOCIETY C N
O
BF-X BRACED FRAME MARK (� U
BLDG BUILDING N
BLW BELOW
BM BEAM
BOT BOTTOM
BRG BEARING
BTWN BETWEEN
COL COLUMN
CONC CONCRETE
CONT CONTINUOUS
CBC CALIFORNIA BUILDING CODE
DBA DEFORMED BAR ANCHOR
DBE DECK BEARING ELEVATION
DBL DOUBLE
DIET DETAIL
DIA DIAMETER
DIM DIMENSION
DL DEAD LOAD
DWG DRAWING
DWL DOWEL
E EXISTING
EA EACH
E.F. EACH FACE
E.J. EXPANSION JOINT
EL EARTH QUAKE LOAD
ELEV ELEVATION
EQ EQUAL
E.W. EACH WAY
EXP EXPANSION
EXT EXTERIOR
FC-X FOOTING CONTINUOUS MARK
FND FOUNDATION Z
FL FLOOR 0
FM-X MAT FOOTING MARK
FR-X RECTANGULAR FOOTING MARK 11
FS-X SQUARE FOOTING MARK 0�
FTG FOOTING
FTS-X THICKENED SLAB FOOTING MARK
GA GAUGE W
GAL GALVANIZED 12 Z
GLB GLUE LAMINATED BEAM Ur (D Uj
GR GRADE Z Z 2
GIRT GROUT 0
GSN GENERALSTRUCTURALNOTES
HB HORIZONTAL BRIDGING 0 U
HDG HOT DIP GALVANIZED
HORIZ HORIZONTAL
HSA HEADED STUD ANCHOR
ICBO INTERNATIONAL CONFERENCE OF
BUILDING OFFICIALS
IBC INTERNATION BUILDING CODE
I.F. INTERIOR FACE
IN. INCH
INT INTERIOR
JST JOIST ;
K KIP = 1000 POUNDS
KLF KIPS PER LINEAL FOOT
KSF KIPS PER SQUARE FOOT t ��
LBS POUNDS
LF LINEAL FOOT
LGSF LIGHT GAUGE STEEL FRAMING
LL LIVE LOAD "
MAX MAXIMUM H,,
MECH MECHANICAL �
MF-X MOMENT FRAME O
MIN MINIMUM Q
MISC MISCELLANEOUS k'
NTS NOT TO SCALE
Q.C. ON CENTER
O.F. OUTSIDE FACE"
OPP OPPOSITE
PL PLATE '
PLF POUNDS PER LINEAL FOOTr
PSF POUNDS PER SQUARE FOOT a;
PSI POUNDS PER SQUARE INCH
PSL PARALAM BEAM
REINF REINFORCING
REQ'D REQUIRED
R.D. ROOF DRAIN
SAD SEE ARCHITECTURAL DRAWINGS
SBP-X STEEL BASE PLATE
SC-X STEEL COLUMN MARK
SCP-X STEEL CAP PLATE M
SER STRUCTURAL ENGINEER OF RECORD E
SHT SHEET
SI SPECIAL INSPECTION
SIM SIMILAR 3u IL i%!G DEPT;
SJI STEEL JOIST INSTITUTE `'`TPUC'TUR
SL SNOW LOAD L si=CitOv
SQ SQUARE
SSMA STEEL STUD MANUFACTURES ASSOCIATION
STAG STAGGERED '� PF:pyrp By,
STD STANDARD-..,
STIFF STIFFENER
STL STEEL "
STR STRUCTURAL
STSDS SELF TAPPING SELF DRILLING SCREWS
T&B TOP AND BOTTOM DRAWN BY:
TEMP TEMPERATURE N. Tanner
THK THICKNESS
T.O. TOP OF CHECKED BY:
TOC TOP OF CONCRETE
TOD TOP OF DECK J. Crilly
TOF TOP OF FOOTING
TOW TOP OF WALL SCALE:
TYP TYPICAL
12 1.R0��
UNO UNLESS NOTED OTHER ISE,
VERT VERTICAL DATE:
VIF VERIFY IN FIELD11 Aug 2010
W/ WITH h
WL WINDLOAD,R �, PROJECT NO:
WT WEIGHT 10031
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\tg.(\ SHEET:
ISSUED FOR PERMIT
11 Aug 2010
ENGINEER SEAL Drawing No: S001
NOTE: THE UNDERSIGNED IS NOT THE ENGINEER
OF RECORD FOR THE OVERALL PROJECT.
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