Document 6525784

AB
ADDL
ALT
ANCH
APPROX
ARCH
BB
BLDG
BM
BO
BOT/BTM
BP
BRG
BTW
CANT
CB
CC
CIP
CJ
CL
CLR
COL
CONC
CONNX
CONSTR
CONT
CORR
CMU
DET
DIA/DIAM
DIM
DIST
DN
DR
DWG
DWL
EA
EE
EF
EJ
EL/ELEV
ELECT
EMB
ENGR
EQ
EQUIP
EQUIV
ES
EXIST
EXP
EXT
EW
FAB
FD
FDN
FF
FIN
FL/FLR
FTG
GA
GALV/GV
GC
HAS
HB
HORIZ
HSB
HSS
HT
INT
JST
JT
K
KO
KSF
KSI
L
LB
LBS
LD
LDH
LDV
LGTH
LLBB
LLH
LLV
MATL
MAX
MB
MC
MC
MCJ
MECH
MEZZ
MFR
MIN
MISC
MTL
NIC
NOM
NTS
OC
OPNG
OPP
PB
PCC
PL
PLF
PLY
PRE-ENG
PRE-FAB
PRELIM
PROJ
PSF
PSI
PT
PT
PW
RAD
RB
RCP
RD
REF
REINF
REQ'D
REV
RTU
RW
SECT
SCH/SCHED
SIM
SP/SPC
SPECS
SQ
SS
STD
ST/STL
STRUC
SYM
ANCHOR BOLTS
ADDITIONAL
ALTERNATE
ANCHOR
APPROXIMATE
ARCHITECT/ARCHITECTURAL
BOND BEAM
BUILDING
BEAM
BOTTOM OF
BOTTOM
BASE PLATE/BEARING PLATE
BEARING
BETWEEN
CANTILEVER
CONCRETE BEAM
CONCRETE COLUMN
CAST IN PLACE
CONSTRUCTION JOINT
CENTERLINE
CLEAR/CLEARANCE
COLUMN
CONCRETE
CONNECTION
CONSTRUCTION
CONTINUOUS
CORRUGATED
CONCRETE MASONRY UNIT
DETAIL
DIAMETER
DIMENSION
DISTANCE
DOWN
DRAIN
DRAWING
DOWEL
EACH
EACH END
EACH FACE
EXPANSION JOINT
ELEVATION
ELECTRICAL
EMBEDMENT
ENGINEER
EQUAL
EQUIPMENT
EQUILAVENT
EACH SIDE
EXISTING
EXPANSION
EXTERIOR
EACH WAY
FABRICATE
FLOOR DRAIN
FOUNDATION
FINISHED FLOOR
FINISH(ED)
FLOOR
FOOTING
GAGE/GUAGE
GALVANIZED
GENERAL CONTRACTOR
HEADED ANCHOR STUD
HIGH BEAM (MASONRY)
HORIZONTAL
HIGH STRENGTH BOLTS
HOLLOW STEEL SECTION
HEIGHT
INTERIOR
JOIST
JOINT
KIPS
KNOCK OUT
KIPS PER SQUARE FOOT
KIPS PER SQUARE INCH
ANGLE
LOW BEAM (MASONRY)
POUNDS
DEVELOPMENT LENGTH
LONG DIMENSION HORIZONTAL
LONG DIMENSION VERTICAL
LENGTH
LONG LEG BACK TO BACK
LONG LEG HORIZONTAL
LONG LEG VERTICAL
MATERIAL
MAXIMUM
MASONRY BEAM
MOMENT CONNECTION
MASONRY COLUMN
MASONRY CONTROL JOINT
MECHANICAL
MEZZANINE
MANUFACTURE/MANUFACTURERS
MINIMUM
MISCELLANEOUS
METAL
NOT IN CONTRACT
NOMINAL
NOT TO SCALE
ON CENTER
OPENING
OPPOSITE
PARAPET BEAM (MASONRY)
PRECAST CONCRETE
PLATE
PONDS PER LINEAR FOOT
PLYWOOD
PRE-ENGINEERED
PRE-FABRICATED
PRELIMINARY
PROJECTION
POUNDS PER SQUARE FOOT
POUNDS PER SQUARE INCH
PRESSURE TREATED
POST TENSION(ING) (ED)
PANEL WIDTH
RADIUS
ROOF BEAM (MASONRY)
REINFORCED CONCRETE PIPE
ROOF DRAIN
REFERENCE
REINFORCING
REQUIRED
REVISION
ROOF TOP UNIT
RETAINING WALL
SECTION
SCHEDULE
SIMILAR
SPACE(S)
SPECIFICATIONS
SQUARE
STAINLESS STEEL
STANDARD
STEEL
STRUCTURAL
SYMMETRICAL
T&B
T&G
TE
THK
THRD
TB
TOC
TOM
TOS
TYP
TS
UNO
UON
VERT
VIF
W
WB
WC
W/
W/O
WD
WGT
WH
WP
WT
WWF
@
&
TOP AND BOTTOM
TONGUE AND GROOVE
THICKENED EDGE
THICK
THREAD(ED)
TIE BEAM
TOP OF CONCRETE
TOP OF MASONRY
TOP OF STEEL
TYPICAL
TUBE STEEL
UNLESS NOTED OTHERWISE
UNLESS OTHERWISE NOTED
VERTICAL
VERIFY IN FIELD
WIDE FLANGED
WALL BEAM (TILT)
WALL COLUMN (TILT)
WITH
WITHOUT
WOOD
WEIGHT
WEEPHOLE
WORKING POINT
STEEL TEE SECTION
WELDED WIRE FABRIC
AT
AND
GENERAL
FOUNDATIONS/SITE WORK
REINFORCED CONCRETE
LIGHT GAUGE FRAMING, TRUSSES & SYSTEMS
A.
ALL WORK SHALL BE IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE 2009, AS
ADOPTED AND SUPPLEMENTED BY LOCAL REGULATIONS.
A.
FOUNDATION DESIGN IS BASED UPON THE FOLLOWING SOILS REPORT:
A.
CONCRETE WORK SHALL CONFORM TO ACI-05 SPECIFICATIONS, CODES AND STANDARDS.
A.
B.
THE CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND
CONDITIONS AT THE SITE AND SHALL NOTIFY THE ARCHITECT/ENGINEER OF DISCREPANCIES
BETWEEN THE ACTUAL CONDITIONS AND INFORMATION SHOWN ON THE DRAWINGS BEFORE
PROCEEDING WITH WORK.
COMPANY NAME : PSI
DATE: REPORT DATED 10/25/2011
PROJECT NUMBER: PROJECT NO. 0467457
B.
CAST-IN-PLACE CONCRETE, UNLESS OTHERWISE NOTED (U.O.N.):
ALL LIGHT GAUGE STEEL FRAMING SHALL CONFORM TO THE "SPECIFICATIONS FOR THE DESIGN OF
COLD-FORMED STRUCTURAL STEEL MEMBERS," AISI."
B.
ALL STUDS SHALL BE EQUAL TO A MINIMUM OF 6-INCH 54 MIL THICK, U.O.N.
C.
ALL STUDS SHALL BE "C" SHAPE, U.O.N.
D.
MATERIALS, U.O.N.:
54, 68 AND 97 MIL STUDS
27, 33, AND 43 MIL. STUDS
RUNNERS AND ACCESSORIES
C.
THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE COMPLETE
DESIGN OF THE STRUCTURE. THEY DO NOT INDICATE THE MEANS AND METHODS OF
CONSTRUCTION UNLESS SO STATED OR NOTED. THE CONTRACTOR SHALL PROVIDE ALL
MEASURES NECESSARY TO PROTECT THE WORKERS, OR THER PERSONS DURING
CONSTRUCTION.
D.
OBSERVATION VISITS TO THE SITE BY EOR OR REPRESENTATIVES OF THE EOR MAY BE MADE
DURING CONSTRUCTION. ANY SUPPORT SERVICES PERFORMED HEREIN SHALL BE
DISTINGUSHED FROM INSPECTION AND.OR TESTING SERVICES PERFORMED BY OTHERS, AND
ARE NOT TO BE CONSTRUED AS SUPERVISION AND/OR MANAGEMENT OF CONSTRUCTION.
E.
THE CONTRACTOR SHALL PROVIDE TEMPORARY ERECTION BRACING AND SHORING OF ALL
STRUCTRUAL MEMBERS AS REQUIRED FOR STABILITY OF THE STRUCTURE DURING ALL
PHASES OF CONSTRUCTION. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE
ARCHITECT/ENGINEER OF ANY CONDITION WHICH, IN HIS OPINION, MIGHT ENDANGER THE
STAILITY OF THE STRUCTURE OR CAUSE DISTRESS WITHIN THE STRUCTURE.
F.
CONSTRUCTION MATERIALS SHALL NOT BE STACKED ON FLOORS OR ROOFS IN EXCESS OF THE
DESIGN LIVE LOADS WHICH ARE INDICATED IN THE GENERAL NOTES. IT IS THE GENERAL
CONTRACTOR'S RESPONSIBILITY TO ENSURE THAT THE SUBCONTRACTORS ARE INFORMED
AND DO NOT VIOLATE THIS IMPORTANT REQUIREMENT. IMPACT SHALL BE AVOIDED WHEN
PLACING MATERIALS ON FLOORS OR ROOFS.
G.
DRAWINGS ARE NOT TO BE SCALED.
H.
FOR ACTUAL ELEVATION ON FIRST FLOOR (REF. ELEV. 0'-0" HEREIN), SEE SITE PLAN.
I.
DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS
ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO THE DETAILS
PRESENTED, SIMILAR DETAILS SHALL BE USED SUBJECT TO THE REVIEW OF ENGINEER OF
RECORD.
J.
SUBMIT WRITTEN REQUEST TO THE ARCHITECT FOR APPROVAL OF ANY PROPOSED CHANGE TO
THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. SPLICING, CUTTING, NOTCHING OR
OTHER ALTERATIONS TO STRUCTURAL MEMBERS ARE NOT PERMITTED WITHOUT WRITTEN
AUTHORIZATION OF THE ENGINEER. ANY UNAUTHORIZED DEVIATION FROM THE CONTRAC T
DOCUMENTS, AND CORRECTION THEREOF, IS THE RESPONSIBILITY OF THE CONTRACTOR.
SUBSEQUENT DOCUMENTATION/REQUESTS TO BUILDING ENGINEERING OF RECORD FROM GC
SHALL INCLUDE EVALUATION OF DEVIATIONS BY A PROFESSIONAL ENGINEER REGISTERED IN
THE STATE OF THE PROJECT.
B.
C.
D.
ALLOWABLE SOIL PRESSURE IS TO BE 3000 PSF.
ANY FILL REQUIRED TO BACKFILL EXCAVATED AREA OR ACHIEVE FINISHED GRADE IN STRUCTURAL
AREAS SHALL BE AS INDICATED BY GEOTECHNICAL ENGINEER. THE FILL SHALL BE PLACED IN LEVEL
LIFTS NOT EXCEED 12 INCHES LOOSE THICKNESS AND COMPACTED TO A MINIUM OF 95% OF THE
SOIL'S MODIFIED PROCTOR MAXIMUM DRY DENSITY AS DETERMINED BY ASTM SPECIFICATION D-1557.
IN-PLACE DENSITY TESTS SHALL BE PERFORMED BY AN EXPERIENCED ENGINEERING
TECHNICIAN.TESTS SHALL BE PERFORMED FOR EACH 2,000 SQUARE FEET, IN EVERY COLUMN
FOOTING LOCATION AND EACH 50 FEET ALONG WALL FOOTINGS. COPIES
HE TEST REPORTS SHALL BE FURNISHED TO THE STRUCTURAL ENGINEER.
E.
REMOVE FREE WATER FROM EXCAVATIONS BEFORE PLACING CONCRETE.
F.
CAUTION SHOULD BE USED WHEN OPERATING VIBRATORY COMPACTING EQUIPMENT NEAR THE
EXISTING STRUCTURE TO AVOID THE RISK OF DAMAGE TO THE STRUCTURE.
G.
REFER TO ARCHITECTURE DRAWINGS FOR ANY NECESSARY WATERPROOFING REQUIREMENTS.
B.
C.
BELOW GRADE, MORTAR SHALL BE TYPE M. ABOVE GRADE, M OR S. GROUT TO CONFORM TO ASTM
C270.
4. AT CHANGES IN DIRECTION OF CONCRETE WALLS, BEAMS, AND FOOTINGS, PROVIDE
CORNER BARS OF SAME SIZE, QUANTITY AND SPACING AS HORIZONTAL STEEL.
STEEL JOISTS AND STEEL GIRDERS
GROUT FOR FILLED CELLS SHALL CONFORM TO ASTM C476, AND SHALL HAVE A SLUMP OF
BETWEEN 8" AND 10". GROUT COMPRESSIVE STRENGTH SHALL BE 3000 PSI AT 28 DAYS.
4"X4" MINIMUM CLEANOUTS REQUIRED FOR GROUT POURS EXCEEDING 4'.
5. LAP SPLICES SHALL BE 48 BAR DIAMETERS, WIRED TOGETHER.
A.
ALL STEEL JOISTS, JOIST GIRDERS AND ASSOCIATED PARTS SHALL CONFORM TO THE
STANDARDS OF THE STEEL JOIST INSTITUTE.
B.
ALL JOISTS AND GIRDERS SHOWN IN THE PLANS ARE MINIMUM SIZES. DEPTH CANNOT BE
DECREASED OR INCREASED WITHOUT WRITTEN APPROVAL BY ARCHITECT/ENGINEER.
C.
CONTRACTOR TO FOLLOW SJI REQUIREMENTS AS A MINIMUM.
THERE SHALL BE NO HORIZONTAL JOINTS IN ANY CONCRETE POURS UNLESS SHOWN ON THE
STRUCTURAL DRAWINGS. THE ENGINEER OF RECORD SHALL APPROVE ALL DEVIATIONS OR
ADDITIONAL JOINTS IN WRITING.
D.
PROVIDE BRIDGING AND X-BRACING AS PER THE REQUIREMENTS OF SJI. SHOULD PLANS
INDICATE BRIDGING AND X-BRACING IN EXCESS OF THAT REQUIRED BY SJI, PLANS WILL
GOVERN.
G.
SAW CUT CONTROL JOINTS SHALL BE LOCATED @ 15' O.C. MAXIMUM, U.O.N. WITH LENGTH TO
WIDTH RATIO NOT TO EXCEED 2:1. REFER TO SUBMITTAL REQUIREMENTS REGARDING
COORDINATION OF CONSTRUCTION JOINTS. REFER TO PLANS FOR EXPANSION JOINT
LOCATIONS.
E.
PROVIDE SEATS, HEADER CHORD EXTENTIONS, OR OTHER ELEMENTS AND FEATURES
SHOWN IN THE CONTRACT DOCUMENTS AND THOSE WHICH ARE REQUIRED FOR PROPER
ERECTION AND PERFORMANCE OF STEEL JOISTS.
H.
ALL EPOXY ANCHORS USED AT REINFORCED CONCRETE SHALL BE HILTI HVA OR SIMPSON SET,
ET, OR AT., U.O.N.
F.
STEEL JOISTS, JOIST GIRDERS, BRIDGING AND X-BRACING SHALL BE DESIGNED FOR NET
UPLIFT. LOAD COMBINATIONS SHALL CONFORM TO THE CODES SPECIFIED IN THE PROJECT
DOCUMENTS.
I.
POWDER ACTUATED FASTNERS (PAFS) NOT PERMITTED AT CONCRETE.
D.
E.
MASONRY CONTROL JOINTS SHALL BE LOCATED AT 26'-0" O.C. FOR EXTERIOR WALLS AND
32'-0" O.C. FOR INTERIOR WALLS, U.O.N., TIE BEAM / BOND BEAM REINF. SHALL BE CONT.
G.
PROVIDE 8" DEEP PRECAST REINFORCED CONCRETE LINTELS OVER ALL MASONRY OPENINGS NOT
SHOWN TO HAVE A STRUCTURAL BEAM. MINIMUM END BEARING SHALL BE 8". LINTEL WIDTH
TO MATCH MASONRY WIDTH.
C.
4. LAP SPLICES SHALL BE AS FOLLOWS:
MINIMUM LAP SPLICE LENGTHS
3.
SUBMITTAL REQUIREMENTS:
SHOP DRAWINGS/DATA TO BE SUBMITTED FOR APPROVAL. SUBMITTALS SHALL BE
SIGNED AND SEALED BY A REGISTERED PROFESSIONAL ENGINEER LISCENCED IN
THE STATE OF THE PROJECT
A.
B.
#5
30"
#6
36"
#7
42"
ALL STRUCTURAL STEEL WORK SHALL CONFORM TO AISC SPECIFICATIONS FOR STRUCTURAL
STEEL BUILDINGS-ALLOWABLE STRESS DESIGN, 13TH ED.
REF. PLANS FOR CONCENTRATED LOADS AND/OR UNUSUAL LOAD PATTERNS.
H.
AT A MINIMUM, PROVIDE BOTTOM CHORD BRACING EVERY OTHER JOIST AT SUPPORTING W
BEAMS. PROVIDE ADDITIONAL BRACING AS SPECIFIED HEREIN AS TYPICAL AND AS
INDICATED IN PLANS.
I.
MINIMUM WELDS, U.O.N.:
1. BAR JOIST ENDS
2. JOIST GIRDER ENDS
MATERIAL SHALL CONFORM TO THE FOLLOWING, EXCEPT AS NOTED:
W BEAMS
STRUCTURAL STEEL PLATED AND SHAPES
THREADED ROD ANCHOR BOLTS
OTHER ANCHOR BOLTS
PIPE SECTIONS
TUBE SECTIONS
C.
G.
ASTM A992
ASTM A36
ASTM F1554 GRADE 36
ASTM A307
ASTM A53, GRADE B.
ASTM A500, GRADE B.
WELDING, UNLESS OTHERWISE NOTED (U.O.N.):
1. ALL SHOP AND FIELD WELDING SHALL CONFORM TO AWS STRUCTURAL WELDING CODE,
ANSI/AWS D1.1
D.
CONNECTIONS, UNLESS OTHER WISE NOTED (U.O.N.):
DECK SHALL CONFORM TO SDI SPECIFICATIONS.
B.
SPECIFICATION AND FASTENING REQUIREMENTS, REF. PLANS
C.
WELD METAL SHALL PENETRATE ALL LAYERS OF DECK MATERIAL. END LAPS AND SIDE JOINTS
SHALL BE COMPLETELY FUSED TO THE SUPPORTING MEMBERS. USE PROPER SIZE WELDING
ELECTRODE AND WELDING MACHINE CURRENT, SO THAT WELDS ARE GOOD PENETRATION AND
FREE FROM "BURN-THROUGH".
D.
METAL DECK SHALL BE ERECTED CONTINUOUS FOR A MINIMUM OF THREE (3) SPANS AND SHALL
LAP AT THE CENTERLINE OF SUPPORTS A MINIMUM OF TWO (2") INCHES. PROVIDE A MINIMUM
END BEARING OF 2" OVER SUPPORTS.
E.
PROVIDE SUPPORTS FOR METAL DECK AS REQUIRED WHERE METAL DECK IS CUT OUT. WELD
DECK TO SUPPORTS SAME AS EDGE CONDITION.
DO NOT HANG OR ATTACH DUCTWORK, CONDUIT, PIPING, EQUIPMENT, CEILINGS, ETC. FROM METAL
DECKING.
6. ALL WALL DOWELS SHALL MATCH REINFORCING SIZE AND QTY.
L.
POWDER ACTUATED FASTENERS (PAFS) NOT PERMITTED AT MASONRY
2. FIELD CONNECTIONS SHALL BE MADE WITH 3/4" DIA. MIN. HIGH-STRENGTH BEARING TYPE
BOLTS (A325N) WITH THREADS ASSUMED TO BE INCLUDED IN SHEAR PLANES.
F.
M.
ALL MASONRY LOCATED BELOW GRADE SHALL BE GROUTED SOLID.
3. CONNECTIONS NOT FULLY DETAILED IN PLANS SHALL BE DESIGNED BY CONTRACTOR
ACCORDING TO AISC STANDARDS. IF FORCES ARE NOT PRESENTED IN PLAN OR DIRECTLY
IMPLIED THEREIN, CONNECTIONS SHALL BE BASED ON THE FULL CAPACITY OF THE SECTION
(S)-EXCEPT THAT STEEL CONNECTIONS FOR BEAMS SIMPLY SUPPORTED AND UNIFORMLY
LOADED MAY BE BASED ON 55% OF THE AISC UNIFORM LOAD CARRYING CAPACITY OF THE
BEAMS.
G.
STRUCTURAL INSPECTION
A.
B.
THE OWNER SHALL EMPLOY A QUALIFIED INDEPENDENT INSPECTION AGENCY. THIS AGENY
(REFERRED TO AS INSPECTOR HEREIN) SHALL BE RESPONSIBLE FOR VERIFYING THAT PROJECT
STRUCTURAL WORK IS ACCOMPLISHED IN CONFORMANCE WITH THE CONTACT
DOCUMENTS.
DURATION AND FREQUENCY OF JOB VISITS SHALL BE SUFFICIENT FOR THE INSPECTOR TO STATE
AT THE COMPLETION OF THE PROJECT THAT THE STRUCTURAL WORK IS ACCOMPLISHED, AND ITS
RELATED ELEMENTS HAVE BEEN ERECTED IN ACCORDANCE WITH THE CONTACT DOCUMENTS.
SPECIFIC SYSTEMS TO BE INSPECTED INCLUDE:
FOUNDATION
CONCRETE (COLUMNS/BEAMS)
CONCRETE (GENERAL, SLAB ON GRADE)
MASONRY
STRUCTURAL STEEL (INCLUDING BAR JOISTS)
METAL DECK
WOOD PLANK DECKING
LIGHT GAUGE FRAMING
C.
D.
THE FOREGOING LIST IS NOT INTENDED TO BE ALL INCLUSIVE. THE INSPECTOR SHALL USE HIS
PROFESSIONAL JUDGEMENT AND HIS KNOWLEDGE OF THE JOB SITE CONDITIONS AND THE
OFFICIAL CONTRACT DOCUMENTS. THE INSPECTOR WILL NOT REPLACE THE QUALITY CONTROL
PERSONNEL OF THE CONTRACTOR.
ALL INSPECTION REPORTS SHALL BE FORWARD BY THE INSPECTOR TO THE ENGINEER AND
ARCHITECT OF RECORD.
3
3
3
1
Brett C. Rylands
P.E. 31322
1
3/16" FILLET, 2" LONG, EACH SIDE
1/4" FILLET, 3" LONG, EACH SIDE
A.
2. ALL WELDING IN THE SHOP AND IN THE FIELD SHALL BE PERFORMED BY CERTIFIED WELDERS
ONLY.
3. WELDING ELECTRODES SHALL BE E70XX LOW HYDROGEN.
Pressures
STEEL DECK NOTES
1. TIGHTEN BOLTS BY THE "SNUG-TIGHT" METHOD.
SHOPDRAWINGS/DATA TO BE SUBMITTED FOR APPROVAL
CONSTRUCTION JOINT LOCATIONS IN STRUCTURAL SLABS WALL/VENEER
CONTROL JOINT LOCATIONS
CONCRETE MIX DESIGNS (INDICATE INTENDED USE OF EACH)
REINFORCING STEEL
STRUCTURAL STEEL (INCLUDING JOISTS)
METAL DECK
WOOD DECK
LIGHT GAUGE FRAMING
SPLICE
LENGTHS
5. ALL REINFORCING HOOKS AND BENDS SHALL BE STANDARD ACI TYPE.
SHOP DRAWINGS SHALL BE "APPROVED", SIGNED AND DATED BY THE GENERAL
CONTRACTOR PRIOR TO SUBMITTAL TO ENGINEER AND ARCHITECT OF RECORD.
SHOP DRAWINGS SHALL NOT CONTAIN REPRODUCTIONS OF THE CONTRACT DRAWINGS.
BAR
SIZE
OWNER SHALL EMPLOY A QUALIFIED TESTING LABORATORY TO PREPARE ONE SET OFFOUR
TEST CYLINDERS PER DAY OR ONE SET FOR EACH 50 CUBIC YARDS POURED, MAXIMUM.
LABORATORY REPORT SHALL BE FURNISHED TO THE STRUCTURAL ENGINEER SHOWING
STRENGTH OF CONCRETE AT 7 (1 CYLINDER) AND 28 (2 CYLINDERS) DAYS. FINAL CYLINDER
SHALL BE HELD IN RESERVE.
STRUCTURAL STEEL
3. BOND BEAM AT TOP OF WALL SINGLE COURSE K.O. / LINTEL BLOCK WITH (1) #5 CONT.
BAR EACH COURSE.
1.0
II
B
C
ORDINARY STEEL W/ CONCENTRIC BRACE FRAME
3.25
0.096
0.295
0.095
0.236
0.107
STATIC EQUIVALENT
39K (STRENGTH LEVEL)
2.
F.
2. ALL OPENINGS IN CMU SHALL BE REINFORCED WITH AT LEAST (1) #5 BAR AT THE TOP,
BOTTOM AND BOTH SIDES OF THE OPENING
SUBMITTALS SHALL CONFORM TO THE REQUIREMENTS OF THE CONTRACT DRAWINGS
(REFERENCE ITEM C ABOVE FOR EXCEPTION). NON-CONFORMING OR NON-REVIEWED
SUBMITTALS WILL BE RETURNED WITHOUT REVIEW.
1.
REINFORCING, UNLESS OTHERWISE NOTED (U.O.N.) IN PLANS:
1. REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60.
90 MPH (ASCE 7-05)
1.00
II
ENCLOSED
C
+/- 0.18
ANY CHANGES TO THE DESIGN CONCEPT SHOWN IN CONTRACT DOCUMENTS SHALL BE
SUBMITTED IN WRITING AND APPROVED BY THE ARCHITECT AND ENGINEER PRIOR TO
SUBMITTING SHOP DRAWINGS. ALL SUCH CHANGES SHALL BE "BUBBLED" ON THE SHOP
DRAWINGS AND REFERENCED TO THE PROPER R.F.I.
D.
K.
E.
PLACE ALL MASONRY IN RUNNING BOND WITH 3/8" MORTAR JOINTS. PROVIDE COMPLETE
COVERAGE FACE SHELL MORTAR BEDDING, HORIZONTAL AND VERTICAL. PROVIDE FULL MORTAR
WEBS IN ALL COURSE OF GROUTED CELLS AND CELLS ADJACENT TO GROUTED CELLS.
F.
20 PSF MAX. (10 PSF TO BE USED FOR
APPROVAL OF SHOP DRAWINGS DOES NOT INDICATE ACCEPTANCE OF DEVIATIONS FROM
CONTRACT DOCUMENTS OR PREVIOUS SHOP DRAWING REVIEW, UNLESS SPECIFICALLY
NOTED THEREIN BY ENGINEER OF RECORD.
ALL CONNECTIONS SHALL BE (4) #10-12 TEK SCREWS AS A MINIMUM, U.O.N. OR AS REQUIRED BY
MANUFACTURER AND APPROVED BY STRUCTURAL ENGINEER.
ALL PROPOSED ALTERNATE CONNECTION CLIPS SHALL BE SUBMITTED TO BUILDING ENGINEER
FOR REVIEW. SUBMITTAL SHALL INCLUDE APPLICABLE LOAD TABLES FOR CLIPS.
WHEREVER LARGER WIDTH CMU BASE COURSES BECOME SMALL WIDTH CMU ABOVE, A SINGLE
COURSE BOND BEAM MUST BE PROVIDED. THIS BOND BEAM SHALL BE K.O. / LINTEL BLOCK WITH
(2) #5 CONT., UNLESS OTHERWISE NOTED IN PLANS.
SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT.
CORRECTIONS OR COMMENTS MADE ON THIS REVIEW DO NOT RELIEVE THE CONTRACTOR
OF RESPONSIBILITY FOR ERROSRS AND OMMISIONS, AND FROM COMPLIANCE WITH THE
PLANS AND SPECIFICATIONS. CORRECTIONS OR COMMENTS DO NOT AUTHORIZE AN
INCREASE IN THE CONSTRUCTION BUDGET.
1. REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60.
I.
J.
A.
G.
ARCHITECTS PROJECT #:
2110572
WIND PRESSURES & VELOCITIES
GIVEN ARE NOMINAL (V nom)
REINFORCING, UNLESS OTHERWISE NOTED (U.O.N.):
3. WHERE CONTINUOUS REINFORCING IS SPECIFIED, SUCH REINFORCING MAY BE SPLICED
WHERE APPROVED IN WRITTING BY THE ENGINEER OF RECORS.
DESIGN DATA
SUBMITTALS
ALL PARTS AND ACCESSORIES SHALL BE FORMED FROM STEEL HAVING A G-60 GALVANIZED
COATING MEETING THE REQUIREMENTS OF ASTM A525 / ASTM A653.
CONCRETE BLOCK SHALL CONFORM TO ASTM C90, TYPE II, WITH A MIN. NET COMPRESSIVE
STRENGTH AT 28-DAYS OF 1900 PSI (F'M = 1500 PSI). NORMAL WEIGHT UNITS U.O.N.
ALL EMBED PLATES SHALL OCCUR AT GROUTED, REINFORCED CELLS WITH FACE SHELLS REMOVED.
SEISMIC DESIGN:
IMPORTANCE:
OCUPANCY CATEGORY:
DESIGN CATEGORY:
SITE CLASS:
BASIC S-R SYSTEM:
R (RESPONSE MOD.):
Cs (RESPONSE COEF.):
Ss:
S1:
Sds:
Sd1:
ANALYSIS PROCEDURE:
DESIGN BASE SHEAR:
F.
B.
I.
WIND DESIGN:
VELOCITY:
IMPORTANCE:
OCUPANCY CATEGORY:
ENCLOSURE CATEGORY:
WIND EXPOSURE:
INTERNAL PRESSURE COEFF: +/-
PROVIDE MANUFACTUERS STANDARD STEEL RUNNERS, BRIDGING, BLOCKING, LINTELS, CLIP
ANGLES, BRACING, REINFORCEMENTS, FASTENERS, ETC. AS REQUIRED TO PROVIDE A COMPLETE
STEEL FRAMING SYSTEM CAPABLE OF ACCOMMODATING THE LOADS PRESENTED IN THE
CONSTRUCTION DOCUMENTS.
SPLICES IN STUDS SHALL NOT BE PERMITTED.
ALL EPOXY ANCHORS USED IN MASONRY SHALL OCCUR AT GROUTED, REINFORCED CELLS AND BE
HILTI HIT-HY150.
Pg =5 PSF
Pf = 10 PSF (RAIN & SNOW)
D.
E.
H.
H.
ROOF SNOW LOADS
FOOTINGS
3"
SLABS, COLUMNS AND BEAMS EXPOSED TO EARTH OR WHEATHER
2" (#6 TO #18 BARS), 1 1/2" (3# TO #5 BARS)
SLABS NOT EXPOSED TO EARTH OR WHEATHER
3/4" (#3 TO #11 BARS)
BEAMS AND COLUMNS NOT EXPOSED TO EARTH OR WHEATHER
1 1/2" (#3 TO #18 BARS)
2. WELDED WIRE FABRIC SHALL CONFORM TO ASTMA185. WIRE FABRIC SHALL BE
CONTINUOUS, LAPPED ONE CROSS WIRE SPACING PLUS 2" MINIMUM.
THE DESIGN OF THE STRUCTURE INCLUDE ALLOWANCE FOR A FIRE PROTECTION SYSTEM WITH
PIPES UP TO 3” NOMINAL DIAMETER LOCATED AS NECESSARY. LARGER MAINS, IF APPLICABLE,
SHALL BE PRESENTED TO THE STRUCTURAL EOR IN SHOP DRAWINGS. LARGER MAINS MAY
REQUIRE MORE SPECIFIC COORDINATION WHERE HUNG FROM STRUCTURE.
UPLIFT)
CONCRETE COVER OVER REINFORCEMENT:
ALL MASONRY WORK SHALL CONFORM TO ACI SPECS FOR MASONRY STRUCTURES (ACI 530.1-05).
L.
20 PSF
C.
50 KSI
33 KSI
33 KSI
A.
THE MOST STRINGENT REQUIREMENTS APPLY IN CASE OF CONFLICT BETWEEN
SPECIFICATIONS, STANDARDS, CODES AND DRAWINGS.
ROOF LIVE LOADS
ROOF DEAD LOADS
U.O.N.
3000 PSI 28-DAY COMPRESSIVE STRENGTH, NORMAL WEIGHT,
MAXIMUM AGGREGATE SIZE OF 1", 0.55 MAX. W/C, AIR CONTENT 6% - 8% FOR CONCRETE
EXPOSED TO WEATHER
CONCRETE MASONRY UNITS (CMU)
K.
M.
PORTLAND CEMENT PER ASTM C150
PROPORTIONED FOR MAX. ALLOWABLE UNIT SHRINKAGE OF 0.03%
ALL ROOF AREAS, DESIGN FOR ZONE 3 PRESSURES U.O.N. ABOVE
Wind Zones - Plan
FLORIDA SE INC.
1000 DARDEN CENTER DRIVE
ORLANDO, FL 32837
LIST OF STRUCTURAL ABREVIATIONS
ALL SIDES, DESIGN FOR ZONE 5 PRESSURES U.O.N. ABOVE
PROVIDE STL. SHIMS AND EMBEDS AS REQUIRED TO SUPPORT DECK ON "TYPICAL" BAY SPACING.
Wind Zones - Elevation
4. CONNECTIONS SHALL BE DOUBLE ANGLE OR STANDARD SHEAR TAB TYPE U.O.N. SINGLE
ANGLE AND EXTENDED SHEAR TAB CONNECTIONS SHALL NOT BE PERMITTED UNLESS
SPECIFICALLY DETAILED AS SUCH HEREIN.
E.
SHOP DRAWINGS (SEE SUBMITTALS) SHALL INCLUDE COMPLETE DETAILING OF STRUCTURAL
STEEL MEMBERS AND CONNECTIONS AS REQUIRED TO FABRICATE AND ERECT ALL
STRUCTURAL STEEL FRAMING.
F.
GROUT UNDER BEARING PLATES SHALL BE NON-METALLIC, NON-SHRINK TYPE WITH A
COMPRESSIVE STRENGTH OF AT LEAST 6000 PSI WHEN BEARING ON 3000 PSI CONCRETE,
AND 8000 PSI WHEN BEARING ON 4000 PSI CONCRETE.
G.
ALL STEEL EXPOSED TO WEATHER SHALL BE HOT-DIP GALVANIZED OR OTHERWISE
PROTECTED.
H.
ALL STEEL EXPOSED TO SOIL SHALL BE ENCASED IN CONCRETE OR OTHERWISE PROTECTED.
C
A
50% Owner Review:
95% Owner Review:
Permit Issue Date:
Bid Set Issue:
22
03/26/12
REVISION INFORMATION
C
B
B
ALUMINUM STOREFRONT SYSTEMS, CANOPIES, AWNINGS AND MARQUEES
E.
PROVIDE COPIES OF MANUFACTURERS LITERATURE FOR ALL MATERIALS AND PRODUCTS
USED IN CONSTRUCTION ON THE PROJECT.
"A" 10 PSF OVERALL, + 10 PSF DRIFT AT TOWER. (5 FT. LONG TRIANGULAR DISTRIBUTION)
"B" 10 PSF OVERALL, INCLUDES DRIFT, GOVERNS OVER UNBALANCED LOADING
"C" 20 PSF OVERALL, INCLUDES DRIFT, GOVERNS OVER UNBALANCED LOADING, TYP. U.O.N.
Restaurant #:
10X0002
NOTE: SNOW LOADS FOR JOIST DESIGN HAVE BEEN SIMPLIFIED DUE TO LARGE NUMBER OF PROJECTIONS AND
CONGESTED POSITION OF PROJECTIONS
New Stand Alone
P89
Snow Zones - Plan
245 SUMMIT BLVD
BIRMINGHAM, AL
35209
Drawn By:
Checked By:
DB
RA
BIRMINGHAM, AL
Drawing Title:
General Notes
and Typical
Details
S1.1