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STRUCTURAL GENERAL NOTES
<br />CODE: FLORIDA BUILDING CODE
<br />YEAR: 2010
<br />LIVE LOADS
<br />ROOF -- 20 PSF
<br />NOTE: LOADS REDUCED FOR AREA BASED ON FBC REQUIREMENTS
<br />ROOF SNOW LOAD
<br />GROUND SNOW LOAD (Pg) =
<br />0 PSF
<br />FLAT ROOF SNOW LOAD (Pf) =
<br />0 PSF
<br />SNOW EXPOSURE FACTOR (Ce) =
<br />1.0
<br />SNOW LOAD IMPORTANCE FACTOR (Is) =
<br />1.0
<br />THERMAL FACTOR (Ct) =
<br />1.0
<br />WIND LOADS
<br />BASIC WIND SPEED: V3S =
<br />130 MPH
<br />WIND IMPORTANCE FACTOR (Iw) =
<br />1.0
<br />OCCUPANCY CATEGORY =
<br />II
<br />WIND EXPOSURE =
<br />C
<br />TOPOGRAPHIC FACTOR Kzt =
<br />1.0
<br />INTERNAL PRESSURE COEFFICIENT (GCpi)
<br />f.18
<br />ENCLOSURE CLASSIFICATION =
<br />ENCLOSED
<br />NOTE: WIND LOADS FOR COMPONENTS AND
<br />CLADDING SHALL CONFORM TO IBC
<br />CRITERIA. THE CLADDING SUPPLIERS SHALL CONSIDER INCREASED
<br />PRESSURE COEFFICIENTS FOR COMPONENTS
<br />AND CLADDINGS AND
<br />DETERMINE THE APPROPRIATE WIND
<br />LOADS FOR THEIR SYSTEMS BASED
<br />ON ZONE AND EFFECTIVE WIND AREA.
<br />SPECIAL LOADS
<br />INTERIOR WALLS - LATERAL LOAD - 5 PSF
<br />HANDRAIL - LOADS IN ACCORDANCE WITH IBC SECTION 1607.7.1
<br />GENERAL
<br />THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE
<br />RENOVATION IS FULLY COMPLETED. IT IS THE CONTRACTOR'S SOLE
<br />RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND SEQUENCE AND INSURE
<br />THE SAFETY OF THE BUILDING AND ITS COMPONENT PARTS DURING ERECTION.
<br />THIS INCLUDES THE ADDITION OF WHATEVER SHORING, TEMPORARY BRACING, ETC.
<br />THAT MAY BE NECESSARY. SUCH MATERIAL SHALL REMAIN THE CONTRACTOR'S
<br />PROPERTY AFTER COMPLETION OF THE PROJECT.
<br />FIELD VERIFY ALL DIMENSIONS AND CONDITIONS OF EXISTING CONSTRUCTION.
<br />WORK THESE DRAWINGS WITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL
<br />DRAWINGS.
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<br />THE CONTRACTOR SHALL FAMILIARIZE HIMSELF WITH THE SURVEY AND THE
<br />SUB -SURFACE INVESTIGATION REPORT BEFORE STARTING CONSTRUCTION. ALL
<br />FOUNDATION WORK SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS OF
<br />THE SOILS REPORT BY UNIVERSAL ENGINEERING SERVICES DATED MAY 2, 2012
<br />EXCEPT WHERE NOTED OTHERWISE ON DRAWINGS OR SPECIFICATIONS.
<br />A SOILS TESTING LABORATORY SHALL BE RETAINED BY THE CONTRACTOR TO
<br />PROVIDE CONSTRUCTION REVIEW TO INSURE CONFORMANCE WITH THE
<br />CONSTRUCTION DOCUMENTS DURING THE EXCAVATION, BACKFILL, AND
<br />FOUNDATION PHASES OF THE PROJECT.
<br />THE SOILS TESTING LABORATORY SHALL: DISCUSS WITH THE ENGINEER THE
<br />DESIGN INTENT OF THE CONSTRUCTION DOCUMENTS AND THE TESTING
<br />PROCEDURES USED TO INSURE CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS
<br />BEFORE CONSTRUCTION BEGINS. INFORM THE ENGINEER OF ANY VARIANCE IN
<br />THESE PROCEDURES,
<br />IT SHALL BE THE RESPONSIBILITY OF THE SOILS TESTING LABORATORY TO
<br />VERIFY ASSUMED BEARING PRESSURE, DETERMINE EXCAVATION STRIPPING DEPTH;
<br />INSPECT ALL SUBSOIL EXPOSED DURING EXCAVATION OPERATIONS; APPROVE FILL
<br />MATERIALS, PERFORM DENSITY TESTS OF FILLS TO INSURE PLACEMENT PER SOILS
<br />ENGINEER REQUIREMENTS; INSPECT FOUNDATION BEARING SURFACES.
<br />FOUNDATION DESIGN IS BASED ON AN ASSUMED 1500 PSF BEARING PRESSURE
<br />MINIMUM ON APPROVED SOIL. BEARING PRESSURE SHALL BE VERIFIED BY THE SOILS
<br />ENGINEER.
<br />INUNDATION AND LONG TERM EXPOSURE OF BEARING SURFACES, WHICH WILL
<br />RESULT IN DETERIORATION OF BEARING FORMATIONS, SHALL BE PREVENTED.
<br />FOOTINGS SHALL BE PLACED IMMEDIATELY FOLLOWING FOOTING EXCAVATIONS
<br />AND BEARING SURFACE INSPECTION.
<br />ALL FILL MATERIALS SHALL BE FREE OF ORGANIC CONTAMINATIONS AND OTHER
<br />DELETERIOUS MATTER.
<br />FOR BACKFILL AGAINST FOOTINGS, ETC., PLACE IN 8" THICK LAYERS, WITH EACH
<br />LIFT COMPACTED AT NEAR OPTIMUM MOISTURE CONTENT, IN ACCORDANCE WITH THE
<br />SOILS ENGINEER?S RECOMMENDATIONS.
<br />NOTIFY STRUCTURAL ENGINEER OF ANY UNUSUAL SOIL CONDITIONS.
<br />CONCRETE
<br />ALL CONCRETE SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH IN 28 DAYS
<br />AS FOLLOWS:
<br />SITE CONCRETE, DOCK WALLS AND CONCRETE EXPOSED TO WEATHER - 4,000 PSI.
<br />ALL OTHER CONCRETE INCLUDING SLABS AND FOOTINGS - 3,000 PSI.
<br />REINFORCING BARS SHALL BE NEW BILLET STEEL BARS CONFORMING TO
<br />ASTM A-615, GRADE 60 (60,000 PSI YIELD).
<br />NO TACK WELDING OF REINFORCING IN THE FIELD WILL BE PERMITTED.
<br />WELDED WIRE MESH REINFORCING SHALL CONFORM TO ASTM A-185.
<br />ALL CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 301, "SPECIFICATIONS
<br />FOR STRUCTURAL CONCRETE FOR BUILDINGS" UNLESS NOTED OTHERWISE.
<br />ALL DETAILING, FABRICATION AND PLACING OF REINFORCING BARS, UNLESS
<br />OTHERWISE NOTED, SHALL CONFORM TO ACI 318, "BUILDING CODE
<br />REQUIREMENTS FOR REINFORCED CONCRETE" AND THE LATEST ACI "MANUAL OF
<br />STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES."
<br />STRUCTURAL STEEL
<br />ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A-992 GRADE 50 (FY = 50 KSI)
<br />EXCEPT TUBULAR SECTIONS WHICH SHALL CONFORM TO ASTM A-500 GRADE "B"
<br />(FY = 46 KSI). ANGLES, CHANNELS, PLATES, AND BARS SHALL CONFORM TO
<br />ASTM A-36 (FY = 36 KSI) AS A MINIMUM.
<br />DETAILING, FABRICATION, AND ERECTION SHALL CONFORM TO THE LATEST AISC
<br />SPECIFICATIONS.
<br />COMPLY WITH PROVISIONS OF THE FOLLOWING AISC SECTION, EXCEPT AS OTHERWISE
<br />INDICATED:
<br />1. AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES"
<br />(2005).
<br />a. PARAGRAPH 3.3 OF THE ABOVE CODE IS HEREBY MODIFIED BY
<br />DELETION OF THE FOLLOWING SENTENCE: "WHEN DISCREPANCIES
<br />BETWEEN DRAWINGS AND SPECIFICATIONS FOR BUILDINGS, THE
<br />DESIGN DRAWINGS GOVERN." REPLACE WITH: "WHEN DISCREPANCIES
<br />BETWEEN DRAWINGS AND SPECIFICATIONS FOR BUILDINGS, THE MORE
<br />STRINGENT REQUIREMENTS GOVERN, UNLESS DETERMINED OTHERWISE
<br />BY THE ARCHITECT/ENGINEER."
<br />b. PARAGRAPH 4.1 OF THE ABOVE CODE IS HEREBY MODIFIED AS
<br />FOLLOWS: PLANS PROVIDED AS PART OF A BID PACKAGE ARE NOT
<br />TO BE CONSIDERED TO BE RELEASED FOR CONSTRUCTION UNLESS
<br />SPECIFICALLY NOTED ON THE DRAWINGS.
<br />c. PARAGRAPH 4.4 OF THE ABOVE CODE IS HEREBY MODIFIED BY
<br />DELETION OF THE FOLLOWING SENTENCE: "THESE DRAWINGS SHALL
<br />BE RETURNED TO THE FABRICATOR WITHIN 14 CALENDAR DAYS."
<br />ADD THE FOLLOWING: "THE FABRICATOR SHALL INCLUDE A
<br />SUFFICIENT AMOUNT OF TIME FOR RETURN OF SHOP DRAWINGS
<br />TO ALLOW 10 WORKING DAYS FOR REVIEW BY THE STRUCTURAL
<br />ENGINEER. THIS MAY BE WAIVED ON SPECIFIC SUBMITTALS
<br />WITH PRIOR CONCURRENCE OF STRUCTURAL ENGINEER.
<br />FABRICATOR SHALL SUBMIT PROPOSED SCHEDULE OF SHOP
<br />DRAWING SUBMITTALS AT START OF DETAILING."
<br />d. PARAGRAPH 4.4.2 OF THE ABOVE CODE IS HEREBY MODIFIED BY
<br />ADDITION OF THE FOLLOWING: "IF ANY OF THE ADDITIONS,
<br />DELETIONS OR CHANGES MARKED ON THE SHOP DRAWINGS RESULTS
<br />IN AN ADDITIONAL COST AND/OR TIME REQUIRED TO FABRICATE
<br />AND ERECT; A PROPOSED CHANGE ORDER, DETAILING THE ADDED
<br />COST AND/OR TIME REQUIRED, SHALL BE SUBMITTED TO THE OWNER
<br />FOR APPROVAL. THIS CHANGE ORDER SHALL BE APPROVED BEFORE
<br />THE WORK AFFECTED PROCEEDS."
<br />e. PARAGRAPH 9.4.2 OF THE ABOVE CODE IS HEREBY MODIFIED BY
<br />ADDITION OF THE FOLLOWING: "IF ANY OF THE REVISIONS
<br />RESULTS IN AN ADDITIONAL COST AND/OR TIME TO FABRICATE
<br />AND ERECT; A PROPOSED CHANGE ORDER, DETAILING THE ADDED
<br />COST AND/OR TIME REQUIRED, SHALL BE SUBMITTED TO THE OWNER
<br />FOR APPROVAL. THIS CHANGE ORDER SHALL BE APPROVED BEFORE
<br />THE WORK AFFECTED PROCEEDS."
<br />2. ALL CONSTRUCTION PROCEDURES AND DETAILING AND FABRICATION OF
<br />STRUCTURAL STEEL SHALL CONFORM WITH THE LATEST OSHA REQUIREMENTS
<br />AND RECOMMENDATIONS.
<br />ALL STRUCTURAL STEEL SHALL BE SHOP PRIMED; ASPHALTIC PAINTS ARE NOT
<br />ACCEPTABLE.
<br />FIELD CONNECTIONS SHALL BE BOLTED, BEARING TYPE UNLESS NOTED OTHERWISE,
<br />USING 3/4" HIGH STRENGTH BOLTS CONFORMING TO ASTM A-325. ONE SIDED
<br />CONNECTIONS ARE NOT PERMITTED UNLESS DETAILED ON DRAWINGS.
<br />ALL WELDING SHALL BE DONE USING E-70XX ELECTRODES IN ACCORDANCE WITH
<br />THE LATEST AWS SPECIFICATIONS.
<br />GENERAL CONTRACTOR SHALL VERIFY ALL STRUCTURAL BEAM LOCATIONS,
<br />MECHANICAL UNIT WEIGHTS AND OPENING SIZES AND LOCATIONS WITH MECHANICAL
<br />CONTRACTOR AND VENDOR'S DRAWINGS FOR ACTUAL -MECHANICAL UNIT PURCHASED.
<br />ALL 4 X 4 X 5/16 ANGLES REQUIRED FOR ROOF UNITS AND ROOF OPENINGS OVER
<br />12" X 12" BE SUPPLIED BY STRUCTURAL STEEL FABRICATOR AND BE COORDINATED
<br />BY GENERAL CONTRACTOR WITH THE JOIST FABRICATOR, MECHANICAL DRAWINGS
<br />AND MECHANICAL EQUIPMENT SUPPLIER.
<br />FIELD VERIFY ALL CONDITIONS AT AND CONNECTIONS TO THE EXISTING
<br />CONSTRUCTION BEFORE FABRICATION.
<br />SUBMIT SHOP DRAWINGS PREPARED UNDER THE SUPERVISION OF A REGISTERED
<br />STRUCTURAL ENGINEER, INCLUDING COMPLETE DETAILS AND SCHEDULES FOR
<br />THE FABRICATION AND ASSEMBLY OF STRUCUTRAL STEEL MEMBERS, PROCEDURES
<br />AND DIAGRAMS. INCLUDE DETAILS OF CUTS, CONNECTIONS, CAMBER, HOLES,
<br />AND OTHER PERTINENT DATA. INDICATE WELDS BY STANDARD AWS SYMBOLS AND
<br />SHOW SIZE, LENGTH, AND TYPE OF EACH WELD. AISC STANDARD DOUBLE ANGLE
<br />CONNECTION DETAILS SHALL BE USED FOR ALL CONNECTIONS THAT ARE NOT
<br />OTHERWISE DETAILED ON THE DRAWINGS. WHERE THE REACTIONS OF BEAMS
<br />AND GIRDERS ARE NOT SHOWN ON THE DRAWINGS, THE CONNECTIONS SHALL BE
<br />DESIGNED TO SUPPORT THE MAXIMUM ALLOWABLE UNIFORM LOAD AS INDICATED IN
<br />THE LOAD TABLES OF THE AISC MANUAL OF STEEL CONSTRUCTION FOR THE GIVEN
<br />BEAM SIZE AND SPAN.
<br />METAL ROOF DECKING
<br />ALL METAL ROOF DECKING SHALL COMPLY WITH THE PROVISIONS OF THE "STEEL ROOF
<br />DECK DESIGN MANUAL", SDI, LATEST EDITION, AND FACTORY MUTUAL REQUIREMENTS.
<br />DECK AND ACCESSORIES SHALL BE CLEANED AND GIVEN A PHOSPHATE TREATMENT
<br />AND A SHOP PRIME COAT OF RUST INHIBITIVE PAINT.
<br />CONNECTIONS TO STEEL SUPPORTS SHALL BE FUSION TYPE WELDS PERFORMED BY
<br />COMPETENT WELDERS WHO HAVE QUALIFIED BY TESTS AS PRESCRIBED BY THE
<br />AMERICAN WELDING SOCIETY TO PERFORM THE TYPE OF WORK REQUIRED. ROOF
<br />DECK SHALL BE PLUG WELDED (5/8" DIAMETER MINIMUM) TO THE SUPPORTS AT
<br />6" CENTERS (36/7 WELD PATTERN). THE FIRST AND LAST RIBS OF EACH SHEET
<br />MUST BE WELDED TO ALL SUPPORTS. END WELDS AND THOSE OCCURRING AT LAPS
<br />SHALL BE WELDED THROUGH ALL THICKNESSES. SIDE JOINTS SHALL BE MECHANICALLY
<br />FASTENED W/(9)-#10 SCREWS AT 12" CENTERS.
<br />NO LIGHT GAGE FRAMING, MECHANICAL, ELECTRICAL OR OTHER EQUIPMENT SHALL
<br />BE SUSPENDED FROM OR ATTACHED TO ANY METAL DECK.
<br />SPECIAL INSPECTIONS PER 2010 FBC SECTION 1704
<br />THE OWNER SHALL EMPLOY A REGISTERED ENGINEER OR TEST AGENCY WITH
<br />EXPERIENCED TECHNICIANS UNDER THE DIRECT SUPERVISION OF A REGISTERED
<br />ENGINEER TO PERFORM THE DUTIES OF THE SPECIAL INSPECTOR. THE SPECIAL
<br />INSPECTOR SHALL MEET THE QUALIFICATIONS AS STATED IN THE BUILDING CODE.
<br />DUTIES AND RESPONSIBILITIES OF THE INSPECTOR:
<br />THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE
<br />WITH THE APPROVED DESIGN DRAWINGS AND SPECIFICATIONS, AND THE FOLLOWING
<br />TABLE.
<br />THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING
<br />OFFICIAL, THE ENGINEER OR ARCHITECT OF RECORD AND OTHER DESIGNATED
<br />PERSONS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION
<br />OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE PROPER
<br />DESIGN AUTHORITY AND TO THE BUILDING OFFICIAL.
<br />THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING
<br />WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS TO THE BEST OF THE
<br />INSPECTOR'S KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED PLANS AND
<br />SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE CURRENT
<br />BUILDING CODE. REPORTS SHALL COMPLY WITH THE REQUIREMENTS OF IBC
<br />SECTION 1704.1.
<br />STATEMENT OF SPECIAL INSPECTIONS SCHEDULE
<br />The areas marked below shall have special
<br />inspections
<br />Continuous
<br />Periodic
<br />Remarks
<br />❑ Inspection of Fabricators (1704.2)
<br />❑ Other
<br />X Steel Construction (1704.3)
<br />X Materials
<br />❑ Welding
<br />❑ Steel frame details
<br />❑ High -strength bolts
<br />❑ Structural steel (1707.2 & 1708.4)
<br />❑ Other
<br />X
<br />X Concrete Construction (1704.4 & 1708.3)
<br />X Reinforcing steel
<br />❑ Conc Placement
<br />❑ Prestressed
<br />X Sampling & Strength tests
<br />❑ Bolts in concrete
<br />❑ Shotcrete
<br />❑ Precast
<br />X Other: Adhesive & expansion anchors
<br />X
<br />X
<br />X
<br />1704.13
<br />❑ Masonry Construction (1704.5)
<br />❑ Essential facility glass units &
<br />veneer -- Level 1
<br />❑ Nonessential facility- Level 1
<br />❑ Essential facility-- Level 2
<br />❑ Other
<br />❑ Wood Construction (1704.6)
<br />❑ High Load diaphragms
<br />❑ Structural wood (1707.3)
<br />❑ Other
<br />X Soils (1704.7)
<br />❑ Site preparation
<br />❑ In -place density
<br />❑ Fill placement
<br />X Other: Allowable bearing capacity 1500 PSF
<br />X
<br />❑ Pile Foundations (1704.8)
<br />❑ Other
<br />❑ Pier Foundations (1704.9 & 1707.5)
<br />❑ Other
<br />❑ Spray fire-resistant mated als (1704.10)
<br />❑ Other
<br />❑ Fire-resistant coatings (1704.11)
<br />❑ Other
<br />STATEMENT OF SPECIAL INSPECTIONS SCHEDULE
<br />The areas marked below shall have special
<br />inspections
<br />Continuous
<br />Periodic
<br />Remarks
<br />❑ Exterior insulation & finish [EIFS] (1704.12)
<br />❑ Other
<br />❑ Special Cases (1704.13)
<br />❑ Other
<br />❑ Smoke control (1704.14)
<br />❑ Other
<br />❑ MEP Components (1705.3 & 1707.8)
<br />❑ Emergency electrical
<br />❑ Hazardous piping
<br />❑ Hazardous ductwork
<br />❑ Vibration isolation systems
<br />❑ Other
<br />❑ Architectural Components (1705.3,1707.6
<br />& 1707.7)
<br />❑ Exterior wall panels
<br />❑ Veneer (<5 psf)
<br />❑ Suspended ceilings
<br />❑ Access floors
<br />❑ Storage racks (<8ft)
<br />❑ Other
<br />❑ Cold -formed steel (1707.4)
<br />❑ Welding
<br />❑ Fastening
<br />❑ Other
<br />❑ Seismically isolated structures (1708.6)
<br />❑ Seismic Design Category
<br />❑ C ❑ D ❑ E ❑ F
<br />❑ Seismic -Force -Resisting Systems
<br />❑ Structural Steel
<br />❑ Structural Wood
<br />❑ Cold -Formed Steel Framing
<br />❑ Seismic Isolation Systems
<br />❑ Other
<br />❑ Designated Seismic Systems
<br />❑ Importance factor >1
<br />❑ Architectural
<br />❑ Mechanical
<br />❑ Electrical
<br />❑ Other
<br />IK Structural Observation (1709)
<br />❑ Yes
<br />X No
<br />SAWCUT (E) SLAB
<br />#4x2'-0" LG
<br />#4x2 2'-0" C C AS REQ'D FOR REPAIR
<br />/ AREAS OR POUR TO
<br />EMBED 6" INTO (E) (E) LEAVEOUT FOR
<br />SLAB W/HILTI SEE PLANS (N) WORK (TYP)
<br />HIT-HY150 MAX FOR LIMITS OF
<br />MDIDEDEPTSIVE HTMP) @ SLAB REPAIR (E) SLAB
<br />CLEAN (E) CONC -
<br />SURFACE & APPLY
<br />BONDING COMPOUND
<br />(TYP)
<br />VAPOR
<br />RETARDER
<br />4" COMPACTED GRANULAR
<br />MATERIAL & FILL
<br />BELOW AS REQUIRED
<br />TYP SLAB INFILL/REPAIR DETAIL
<br />3/4 "=1'-0"
<br />E) EXISTING
<br />N) NEW
<br />FV) FIELD VERIFY
<br />NOTE:
<br />ALL DIMENSIONS OF EXISTING STRUCTURE
<br />ARE APPROXIMATE AND SHALL BE FIELD
<br />VERIFIED BY THE CONTRACTOR PRIOR TO
<br />FABRICATION.
<br />NOTE:
<br />SCALES INDICATED ARE BASED ON FULL
<br />SIZE 30"x42" DRAWING
<br />DIMENSIONS SHALL NOT BE DETERMINED
<br />Shenberger do Associates, Inc.
<br />Structural Engineers
<br />8227 Brecksville Road
<br />Cleveland, Ohio 44141
<br />Telephone: (440) 526-3100
<br />Fax: (440) 526-7753
<br />EMAIL: soi®shenberger.net
<br />mcg architecture
<br />T 216.520.1551 © 216.520.1567
<br />7100 E. Pleasant Valley Rd., Suite 320, Cleveland, OH 44131
<br />Seal:
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<br />A Project for:
<br />Client:
<br />ROSS STORES, INC.
<br />4440 ROSEWOOD DRIVE
<br />PLEASANTON, CA 94588
<br />Revisions:
<br />BID/PERMIT
<br />02-14-13
<br />No. Description
<br />Date
<br />Project No.:
<br />11.594.01
<br />Drawn By:
<br />SAI
<br />Reviewed By:
<br />SAI
<br />Scale:
<br />AS NOTED
<br />Date:
<br />01-28-2013
<br />Filename:
<br />Sheet Title:
<br />STRUCTURAL
<br />GENERAL NOTES
<br />SECTIONS & DETAILS
<br />Sheet #:
<br />S001
<br />© MCG ARCHITECTS 2011 ALL RIGHTS RESERVED
<br />
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