1509_CC_FLEET AUG RD_BID_SET_10_24_18.pdf

SET NO. SHEET:

COGDELL & MENDRALA ARCHITECTS, PC

CHATHAM COUNTY

DEPARTMENT OF ENGINEERING

ARCHITECTS:

CHATHAM COUNTY FLEET SERVICES FACILITY

SAVANNAH, GEORGIA

CIVIL ENGINEERS:

ARCH. PROJECT NO. 1509

FOR

CHATHAM COUNTY BOARD OF COMMISSIONERS

OWNER PROJECT No. 325-60630

SAUSSY ENGINEERING

DULOHERY WEEKS, INC.

STRUCTURAL ENGINEER:

M.E.P.F. ENGINEER:

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CONSTRUCTION DOCUMENTS

ISSUED FOR BID

SCHEDULE OF DRAWINGS:

LOCATION MAP:

SITE

VOLUME I

LIST OF DRAWINGS - STRUCTURAL

S0.1 STRUCTURAL NOTES

S1.1 FOUNDATION PLAN

S1.2 FOUNDATION SECTIONS

S1.3 FOUNDATION SECTIONS

S1.4 FOUNDATION PLAN ADDITIVE ALTERNATE #1

S1.5 FOUNDATION PLAN VEHICLE WASH AND TRASH ENCLOSURE

S2.0 WALL BRACING PLAN

S2.1 SECOND FLOOR FRAMING PLAN

S2.2 FRAMING SECTIONS

S3.0 COLUMN AND FOUNDATION SCHEDULE

S4.0 TYPICAL DETAILS

S4.1 TYPICAL DETAILS

LIST OF DRAWINGS - LIFE SAFETY

LS0.01 LIFE SAFETY INFORMATION

LS0.02 UL ASSEMBLIES

LS2.01 LIFE SAFETY - COMPOSITE FIRST FLOOR PLAN

LS2.02 LIFE SAFETY - COMPOSITE SECOND FLOOR PLAN

LIST OF DRAWINGS - ARCHITECTURAL

A0.01 GEN. PROJECT NOTES, GRAPHIC SYMBOLS, & ABBREVIATIONS

A0.02 CONSTRUCTION SUBSYSTEMS & PARTITION TYPES

A2.01 COMPOSITE FIRST FLOOR PLAN

A2.02 COMPOSITE SECOND FLOOR PLAN

A2.03 ROOF PLAN

A2.51 EXPANSION AND CONTROL JOINT PLAN, SIGNAGE PLANS

A3.01 EXTERIOR ELEVATIONS

A3.02 EXTERIOR ELEVATIONS

A3.11 BUILDING SECTIONS

A3.21 WALL SECTIONS

A3.22 WALL SECTIONS

A3.23 WALL SECTIONS

A3.24 WALL SECTIONS

A4.01 ENLARGED PARTIAL FLOOR PLANS

A4.02 ENLARGED PARTIAL FLOOR PLANS

A4.03 ENLARGED PARTIAL FLOOR PLANS

A4.04 ENLARGED PARTIAL FLOOR PLANS

A4.05 ENLARGED VEHICLE WASH AND DUMPSTER PLANS AND SECTIONS

A5.01 INTERIOR ELEVATIONS

A5.02 INTERIOR ELEVATIONS

A6.01 COMPOSITE FIRST FLOOR REFLECTED CEILING PLAN

A6.02 COMPOSITE SECOND FLOOR REFLECTED CEILING PLAN

A7.01 ENLARGED STAIR PLANS, STAIR SECTIONS, AND STAIR DETAILS

A8.01 DOOR SCHEDULE & DETAILS

A8.02 DOOR AND WINDOW DETAILS

A8.11 STOREFRONT ELEVATIONS & DETAILS, OVER- HEAD COILING DOOR DETAILS

A8.31 ROOF AND EXTERIOR DETAILS

A8.41 EXTERIOR DETAILS

A8.51 MISCELLANEOUS DETAILS

A9.01 FINISH SCHEDULE AND INTERIOR DETAILS

A9.11 MILLWORK SECTIONS

A9.12 FLOOR MATERIALS PATTERN PLAN

LIST OF DRAWINGS - CIVIL

C0.0 COVER SHEET

C1.0 GENERAL NOTES

C2.0 DEMOLITION PLAN

C3.0 SITE PLAN AND LAYOUT

C3.1 SITE PLAN AND LAYOUT BID ALTERNATE

C4.0 PAVING, GRADING, AND DRAINAGE PLAN

C4.1 PAVING, GRADING, AND DRAINAGE PLAN BID ALTERNATE

C5.0 UTILITY PLAN

C5.1 UTILITY PLAN BID ALTERNATE

C6.0 CONSTRUCTION DETAILS

C7.0 CONSTRUCTION DETAILS

C8.0 WATER AND SEWER DETAILS

EC1.0 EROSION CONTROL NOTES AND CHECKLIST

EC2.0 EROSION CONTROL NOTES AND CHECKLIST

EC3.0 EROSION & SEDIMENTATION CONTROL PLAN - INITIAL PHASE

EC4.0 EROSION & SEDIMENTATION CONTROL PLAN - INTERMEDIATE PHASE

EC5.0 EROSION & SEDIMENTATION CONTROL PLAN - FINAL PHASE

EC6.0 EROSION & SEDIMENTATION CONTROL DETAILS

LIST OF DRAWINGS - LANDSCAPING

L1.0 LANDSCAPE PLAN

L1.1 LANDSCAPE PLAN BID ALTERNATE

L2.0 LANDSCAPING DETAILS

LIST OF DRAWINGS - PLUMBING

P0.01 PLUMBING LEGEND AND SCHEDULES

P0.02 PLUMBING DETAILS

P1.01 FIRST FLOOR PLAN - DRAINAGE & VENT

P1.02 SECOND FLOOR PLAN - DRAINAGE & VENT

P2.01 FIRST FLOOR PLAN - HOT & COLD WATER

P2.02 SECOND FLOOR PLAN - HOT & COLD WATER

P3.01 RISER DIAGRAMS

P3.02 RISER DIAGRAMS

P4.01 FIRST FLOOR PLAN - PLUMBING ADD ALTERNATE NO. 1

P4.02 FIRST FLOOR PLAN - PLUMBING ADD ALTERNATE NO. 8

P4.03 ADD ALTERNATE SITE PLAN

LIST OF DRAWINGS - FIRE PROTECTION

F0.01 FIRE PROTECTION DETAILS

F1.01 FIRST FLOOR PLAN - FIRE PROTECTION

F1.02 SECOND FLOOR PLAN - FIRE PROTECTION

LIST OF DRAWINGS - MECHANICAL

M0.01 MECHANICAL LEGEND & SCHEDULES

M1.01 FIRST FLOOR PLAN - HVAC

M1.02 SECOND FLOOR PLAN - HVAC

M1.03 FIRST FLOOR PLAN - HVAC ADD. ALTERNATE

M2.01 MECHANICAL SECTIONS

M3.01 MECHANICAL DETAILS

M3.02 MECHANICAL DETAILS

LIST OF DRAWINGS - ELECTRICAL

E0.01 ELECTRICAL LEGEND

E0.02 ELECTRICAL SITE PLAN

E1.01 FIRST FLOOR PLAN - LIGHTING

E1.02 SECOND FLOOR PLAN - LIGHTING

E2.01 FIRST FLOOR PLAN - POWER

E2.02 SECOND FLOOR PLAN - POWER

E3.01 FIRST FLOOR PLAN - MECHANICAL POWER

E3.02 SECOND FLOOR PLAN - MECHANICAL POWER

E4.01 FIRST FLOOR - FIRE ALARM

E4.02 SECOND FLOOR PLAN - FIRE ALARM

E5.01 ELECTRICAL DETAILS

E5.02 LIGHTING, POWER & FIRE ALARM ADD ALTERNATE

E5.03 LIGHTING AND POWER VEHICLE WASH FLOORPLAN

E6.01 ELECTRICAL ONE-LINE DIAGRAM

E6.02 ELECTRICAL PANEL SCHEDULES

LIST OF DRAWINGS - TELECOMMUNICATIONS

T0.01 COMMUNICATION LEGEND AND DETAILS

T1.01 FIRST FLOOR PLAN - COMMUNICATIONS

T1.02 SECOND FLOOR PLAN - COMMUNICATIONS

T2.01 COMMUNICATION ADD ALTERNATE PLAN

OCTOBER, 2018

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ADD #4x4'-0" IN CENTERLINE OF SLAB

FOOTING

REINFORCED CONCRETE MASONRY

CONCRETE

BOND BEAM

REINF. MASONRY PIERS

DROP SLAB TO RECEIVE FLOOR FINISH

THICKENED SLAB

CONTROL JOINT (SAWN JOINT)

WALL FLOOR JOINT

CONCRETE SLAB TURNDOWN

SLOPE (DIRECTION AND DROP)

VERTICAL STEP IN WALL FOOTING

TOP OF STEEL ELEVATION

TOP OF FOOTING ELEVATION (RELATIVE TO F.F.)

SYMBOLS

STRUCTURAL LEGEND

ABBREVIATIONS

S

2"

X

P2 P3

CJ

WFJ

T.O.S

(-1'-4")

R

WITH

DBL.

BOTTOM

SIMILAR

THROUGHOUT

UNLESS NOTED

PRE-MOULDED EXPANSION JOINT

GAUGE

EACH WAY

ON CENTER

CLEAR

FLOOR DRAIN

LONG LEG VERTICAL

SHORT LEG VERTICAL

EXPANSION JOINT

OPPOSITE HAND

PRESSURE TREATED

PRE-ENGINEERED

BASIS OF DESIGN: 2012 INTERNATIONAL BUILDING CODE (WITH GEORGIA AMMENDMENTS)

A. GRAVITY LOADS:

1. METAL BUILDING ROOF DEAD LOADS:

SEE PRE-ENGINEERED METAL BUILDING NOTES THIS SHEET

2. METAL BUILDING ROOF LIVE LOADS: 20 PSF

B. SNOW LOADS (REFERENCE: ASCE 7-10)

GROUND SNOW LOAD, Pg = 5 PSF (FIGURE 7-1) Ce = 0.90 (TERRAIN CATEGORY C) (TABLE 7-2) Ct = 1.0 (TABLE 7-3)

I = 1.0 (BUILDING RISK CAT. II) (TABLE 7-4)

C1. WIND LOADS (REFERENCE: ASCE 7-10)

BUILDING RISK CATEGORY = II (TABLE 1.5-1)

BASIC WIND SPEED (3 SECOND GUST), V = 136 MPH (FIGURE 26.5-1B)

IMPORTANCE FACTOR = 1.0 (TABLE 1.5-2)

EXPOSURE CATEGORY = C (SECTION 26.7.3)

INTERNAL PRESSURE COEFFICIENTS: +0.18,-0.18 (ENCLOSED) (TABLE 26.11-1)

C2. WIND LOADS (REFERENCE: IBC 2012)

Vult = 136 MPH (ULTIMATE DESIGN WIND SPEED) (SECTION 1609.3) Vasd = 105 MPH (NOMINAL DESIGN WINDSPEED) (SECTION 1609.3.1)

NOTE: ALL WIND LOADING PRESSURES SHOWN HEREIN ARE UNFACTORED BASED ON ASCE-7-10

STRUCTURE IS LOCATED OUTSIDE OF THE WIND-BORNE DEBRIS REGION PER ASCE 7-10

BASIC WIND SPEED (3 SECOND GUST) WHICH IS EQUIVALENT TO IBC 2012

ULTIMATE DESIGN WIND SPEED. ALL WIND LOADING PRESSURES SHALL BE USED IN THE

APPROPRIATE LOAD COMBINATION FROM ASCE-7 CHAPTER 2 AND IBC 2012 SECTION 1605.

SEE B/S4.1 FOR COMPONENT & CLADDING DESIGN WIND PRESSURES AND FOR ADDITIONAL

INFORMATION.

D. SEISMIC LOADS (REFERENCE: ASCE 7-10)

RISK CATEGORY = II (TABLE 1.5-1)

0.2 SEC SPECTRAL RESPONSE ACCELERATION: Ss = .295

1.0 SEC SPECTRAL RESPONSE ACCELERATION: S1 = .116

Sds = 0.308 Sd1 = 0.180

SOIL SITE CLASSIFICATION = D

BASIC SEISMIC-FORCE-RESISTING SYSTEM

LONGITUDINAL: METAL BUILDING PORTAL FRAMES

TRANSVERSE: METAL BUILDING MOMENT FRAMES

RESPONSE MODIFICATION FACTOR: R= 3.0 (STEEL)

SEISMIC DESIGN CATEGORY = C (SECTION 11.6)

SEISMIC IMPORTANCE FACTOR = 1.00 (TABLE 1.5-2)

ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE (SECTION 12.8)

GENERAL:

1. DO NOT SCALE DRAWINGS. FOLLOW DIMENSIONS SHOWN ON PLAN OR OBTAIN

ADDITIONAL INFORMATION.

2. CONTRACTOR SHALL COORDINATE AND VERIFY ALL DIMENSIONS AND ELEVATIONS

SHOWN HEREIN WITH ARCHITECTURAL PLANS, SECTIONS, AND DETAILS PRIOR TO

CONSTRUCTION OR MATERIAL PURCHASE. CONTRACTOR SHALL NOTIFY ARCHITECT IN

WRITING OF ANY DISCREPANCIES NOTED. REFER TO ARCHITECTURAL DRAWINGS FOR

ALL DIMENSIONS AND ELEVATIONS NOT SHOWN HEREIN.

3. WHERE DETAIL OR SECTION IS SHOWN FOR ONE CONDITION. IT SHALL APPLY TO

ALL LIKE OR SIMILAR LOCATIONS.

4. CONTRACTORS SHALL VISIT THE SITE PRIOR TO BID TO ASCERTAIN CONDITIONS

WHICH MAY ADVERSELY AFFECT THE WORK OR COST THEREOF AND SHALL NOTIFY THE

ARCHITECT IN WRITING PRIOR TO SUBMITTING BIDS.

5. REFERENCE TO STANDARD SPECIFICATIONS OF ANY TECHNICAL SOCIETY,

ORGANIZATION, OR ASSOCIATION OR TO CODES OF LOCAL OR STATE AUTHORITIES,

SHALL MEAN THE LATEST STANDARD, CODE, SPECIFICATION, OR TENTATIVE

SPECIFICATION ADOPTED AT THE DATE OF TAKING BIDS, UNLESS SPECIFICALLY

STATED OTHERWISE.

6. COORDINATE FLOOR SLAB LAYOUT WITH ARCHITECTURAL DRAWINGS FOR EXACT LIMITS

AND DEPRESSIONS FOR AREAS TO RECEIVE ARCHITECTURAL FLOOR FINISHES

COORDINATE FLOOR JOINTS AT DOORS WITH ARCHITECTURAL DOOR DETAILS.

LIMITS SHOWN ON STRUCTURAL DRAWINGS ARE SCHEMATIC.

7. REFER TO ARCHITECTURAL DRAWINGS FOR LOCATION AND DETAILS OF ALL EXTERIOR

WALKS, CANOPIES, RAMPS, RAMP WALLS, AND ENTRANCE SLABS NOT DETAILED

HEREIN.

8. NO CHANGE IN SIZE OR DIMENSION OF ANY STRUCTURAL MEMBER SHALL BE MADE

WITHOUT THE WRITTEN APPROVAL OF THE ENGINEER OF RECORD. NO OPENING SHALL

BE MADE IN ANY STRUCTURAL MEMBER WITHOUT THE WRITTEN APPROVAL OF THE

ENGINEER OF RECORD UNLESS SPECIFICALLY DETAILED ON THE CONTRACT

DRAWINGS.

9. STRUCTURAL DRAWINGS ARE INTENDED TO BE USED WITH ARCHITECTURAL AND

MECHANICAL DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING

SUCH REQUIREMENTS INTO THE SHOP DRAWINGS AND CONSTRUCTION ACTIVITIES.

10. THE USE OF REPRODUCTIONS OF CONTRACT DRAWINGS BY ANY CONTRACTOR,

SUBCONTRACTOR, ERECTOR, FABRICATOR, OR MATERIAL SUPPLIER, IN LIEU OF

PREPARATION OF SHOP DRAWINGS SIGNIFIES HIS ACCEPTANCE OF ALL INFORMATION

SHOWN HEREON AS CORRECT AND OBLIGATES HIMSELF TO ANY JOB EXPENSE, REAL OR

IMPLIED, ARISING DUE TO ANY ERRORS THAT MAY OCCUR HEREON.

11. CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL SAFETY PRECAUTIONS

AND REGULATIONS DURING THE WORK. THE ENGINEER WILL NOT ADVISE ON NOR ISSUE

DIRECTION AS TO SAFETY PRECAUTIONS AND PROGRAMS.

12. CONTRACTOR HAS THE SOLE RESPONSIBILITY FOR MEANS, METHODS, SAFETY,

TECHNIQUES, SEQUENCES, AND PROCEDURES OF ALL CONSTRUCTION SHOWN HEREIN.

CONTRACTOR IS RESPONSIBLE FOR CONSTRUCTIBILITY, ANALYSIS, AND ERECTION

PROCEDURES, INCLUDING DESIGN AND ERECTION OF FALSE WORK, TEMPORARY

BRACING, ETC. CONTRACTOR HAS THE SOLE RESPONSIBILITY TO COMPLY WITH ALL

OSHA REGULATIONS.

13. THE STRUCTURE IS STABLE ONLY IN ITS COMPLETED FORM. TEMPORARY SUPPORTS

REQUIRED FOR STABILITY DURING ALL INTERMEDIATE STAGES OF CONSTRUCTION

SHALL BE DESIGNED, FURNISHED, AND INSTALLED BY THE CONTRACTOR.

14. COORDINATE WITH PLUMBING AND ARCHITECTURAL FOR ALL FLOOR DRAIN AND ROOF

DRAIN LOCATIONS.

FOUNDATIONS:

1. FOUNDATION DESIGN IS BASED ON A MAXIMUM ALLOWABLE SOIL NET BEARING

PRESSURE OF 2000 PSF BASED ON THE RECOMMENDATIONS INCLUDED IN

GEOTECHNICAL ENGINEERING INVESTIGATION BY TERRACON DATED 10/17/2014,

PROJECT NO. ES145143. THE STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR

SUBSURFACE CONDITIONS ENCOUNTERED IN THE FIELD DIFFERENT FROM THOSE

ASSUMED OR DESIGNED. DATA CONCERNING SUBSURFACE MATERIALS OR CONDITIONS

WHICH ARE BASED UPON SOUNDINGS, TEST PITS, TEST BORINGS, OR OTHER

MEANS, HAVE BEEN OBTAINED BY THE DESIGN PROFESSIONAL FOR ITS USE

IN DESIGNING THE PROJECT.

THE ACCURACY OR COMPLETENESS OF THE DATA IN NOT GUARANTEED; AND

THEREFORE, THE CONSTRUCTION PROFESSIONAL SHALL NOT RELY ON THIS

INFORMATION WITHOUT INDEPENDENT VERIFICATION. NEITHER THE TECHNICAL

COLLEGE SYSTEM OF GEORGIA, THE GEORGIA STATE FINANCING AND INVESTMENT

COMMISSION, NOR THE DESIGN PROFESSIONAL AND HIS CONSULTANTS WILL BE

RESPONSIBLE IN ANY WAY FOR ADDITIONAL COMPENSATION EXCEPT AS PROVIDED

IN THE GENERAL REQUIREMENTS SECTION - CHANGES DUE TO SUBSURFACE OR

OTHER UNFORESEEN CONDITIONS.

2. ALLOWABLE BEARING PRESSURE SHALL BE VERIFIED BY FIELD TESTING IN

ACCORDANCE WITH REQUIREMENTS OF THE PROJECT SPECIFICATIONS. IN THE

ABSENCE OF SPECIFICATION REQUIREMENTS, A DYNAMIC CONE PENETROMETER TEST

(ASTM STP-399) SHALL BE PROVIDED AT EACH COLUMN FOOTING EXCAVATION AND

MAXIMUM 50' O.C. IN WALL FOOTINGS AND THICKENED SLABS TO VERIFY

AVAILABILITY OF THE DESIGN PRESSURE INDICATED.

3. ALL FOOTINGS AND SLABS SHALL BEAR ON SUBGRADE COMPACTED TO A MINIMUM 98%

ASTM D-698 UNLESS MORE STRINGENT REQUIREMENTS ARE INDICATED IN PROJECT

SPECIFICATIONS. UNLESS REQUIRED OTHERWISE BY SPECIFICATIONS, PROVIDE ONE

COMPACTION TEST AT EACH COLUMN FOOTING EXCAVATION AND EVERY 50 FEET ON

CENTER IN WALL FOOTINGS.

4. NO FOOTINGS SHALL BEAR ON ROCK. UNDERCUT ROCK A MINIMUM OF 2 FEET BELOW

BOTTOM OF FOOTING AND REPLACE WITH STRUCTURAL FILL IN ACCORDANCE WITH

PROJECT SPECIFICATION REQUIREMENTS.

5. ALL WATER SOFTENED SOILS IN FOUNDATION EXCAVATIONS SHALL BE REMOVED PRIOR

TO POURING CONCRETE. FILL OVER-EXCAVATED LIMITS WITH COMPACTED STRUCTURAL

FILL OR ADDITIONAL CONCRETE.

6. ALL BOTTOM REINFORCING IN FOOTINGS AND THICKENED SLABS SHALL BE SUPPORTED

WITH WHOLE CONCRETE BRICKS OR PREFABRICATED ALL PLASTIC CHAIR SUPPORT AT

MAXIMUM 48" O.C. BAR SUPPORTS SHALL BE POSITIONED TO MAINTAIN NO LESS

THAN 3" CLEAR TO BOTTOM OF LOWEST REINFORCING BAR.

7. ALL FOOTING, PIER AND OTHER FOUNDATION TYPE REINFORCING SHALL BE TIED IN

PLACE PRIOR TO POURING CONCRETE.

8. WHERE UNDERGROUND PLUMBING AND/OR UTILITY PIPES NEED TO BE SET AT AN

ELEVATION SUCH THAT THE PIPES WILL OCCUR IN A ZONE BELOW TOP OF WALL

FOOTINGS TO A DEPTH OF 24 INCHES BELOW THE BOTTOM OF WALL FOOTINGS (BASED

ON FOOTING ELEVATIONS SHOWN ON FOUNDATION PLANS), PROVIDE A VERTICAL STEP

(OR STEPS) IN THE WALL FOOTING (PER DETAIL E/S4.0) AS REQUIRED

TO PROVIDE CLEARANCES FOR LINE TO PASS OVER THE TOP OF THE FOOTING PER THE

TYPICAL DETAIL UNLESS OTHERWISE SPECIFIED. COORDINATE LOCATIONS, SIZES,

AND INVERTS WITH PLUMBING DRAWINGS.

9. PROVIDE 1/4" PREMOLDED EXPANSION JOINT FILLER AROUND PERIMETER OF SLABS

WHERE THEY ABUT VERTICAL WALL SURFACES AND AT COLUMN ISOLATION JOINTS AS

DETAILED.

10. WHERE VERTICAL STEPS IN WALL FOOTINGS SHOWN ON FOUNDATION PLAN, THEY

SHALL BE A MAXIMUM 2'-0" HIGH SPACED NO CLOSER THAN 4'-0" O.C. SEE E/S4.0

11. CONSTRUCTION JOINTS IN WALL FOOTINGS SHALL BE FORMED VERTICALLY WITH

MINIMUM 2'-0" LAP HORIZONTAL REINFORCING.

12. WHERE FINISHED GRADES DIFFER ON OPPOSITE SIDES OF FOUNDATION WALLS,

PROVIDE TEMPORARY BRACING AT TOP OF WALL TO PREVENT LATERAL MOVEMENT

UNTIL ALL ADJACENT FILLING, COMPACTION, FLOOR SLABS, WALLS, AND FRAMING

AT NEXT LEVEL IS COMPLETED.

13. CAPILLARY BARRIER BELOW FLOOR SLABS SHALL CONSIST OF 4" THICK LAYER OF

GRADED AGGREGATE BASE (GAB) OR COMPACTED CLEAN SAND FILL WITH MAXIMUM

5% FINES (MAXIMUM 5% PASSING #200 SIEVE).

CONCRETE:

1. UNLESS OTHERWISE SHOWN, THE CENTERLINES OF ALL PIERS AND COLUMN

FOOTINGS SHALL BE LOCATED ON COLUMN CENTERLINES OVER.

2. UNLESS SPECIFIED OTHERWISE, CONCRETE COVER OVER REINFORCEMENT SHALL

CONFORM TO THE FOLLOWING:

A. ALL FOOTINGS AND OTHER CONCRETE CAST AGAINST AND PERMANENTLY

EXPOSED TO EARTH: 3"

B. FORMED CONCRETE EXPOSED TO EARTH OR WEATHER:

#5 BAR AND SMALLER: 1 ½"

#6 BAR AND LARGER: 2"

3. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, UNLESS

NOTED OTHERWISE. PROVIDE A706 BARS WHERE REINFORCING IS INDICATED TO BE

WELDED.

4. PROVIDE DOWELS OF THE SAME SIZE AND NUMBER AS THE VERTICAL WALL AND

COLUMN REINFORCING, UNLESS NOTED OTHERWISE.

5. REINFORCEMENT SHALL BE SPLICED ONLY AT LOCATIONS SHOWN OR NOTED ON THE

STRUCTURAL DOCUMENTS, EXCEPT REINFORCING MARKED CONTINUOUS MAY BE SPLICED

AT LOCATIONS DETERMINED BY THE CONTRACTOR. SPLICES AT OTHER LOCATIONS

SHALL BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER. ALL SPLICES SHALL

BE LAPPED 48 BAR DIAMETERS UNLESS NOTED OTHERWISE.

6. ALL CONCRETE WORK SHALL CONFORM TO ACI 318 AND CRSI STANDARDS.

7. PIPES OR DUCTS SHALL NOT EXCEED 1/3 SLAB TO WALL THICKNESS UNLESS

SPECIFICALLY DETAILED. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR

LOCATION OF SLEEVES, ACCESSORIES, ETC.

8. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, CLIPS, OR

OTHER INSERTS REQUIRED TO BE ENCASED IN CONCRETE AND FOR EXACT LOCATIONS

OF FLOOR FINISHES AND SLAB DEPRESSIONS.

9. CONSTRUCTION JOINT LOCATIONS SHALL BE APPROVED BY THE STRUCTURAL ENGINEER.

NO HORIZONTAL CONSTRUCTION JOINTS ARE PERMITTED EXCEPT THOSE SHOWN ON THE

STRUCTURAL DRAWINGS.

10. DEFECTIVE AREAS IN CONCRETE WORK INCLUDING, BUT NOT LIMITED TO,

HONEYCOMBING, SPALLS, AND CRACKS WITH WIDTHS EXCEEDING 0.10" SHALL BE

REPAIRED BY THE CONTRACTOR. THE EXTENT OF THE DEFECTIVE AREA SHALL BE

DETERMINED BY THE STRUCTURAL ENGINEER.

11. NO REINFORCING SHALL BE CUT IN FIELD. ADDITIONAL REINFORCING AND THAT

QUANTITY OF REINFORCING OCCURRING AT OPENINGS SHALL BE PLACED EQUALLY

EACH SIDE OF OPENING AS DETAILED.

12. HOOKS IN REINFORCING ARE IN ADDITION TO LINKS SHOWN.

13. UNLESS NOTED OTHERWISE, DETAILING AND FABRICATION OF REINFORCING STEEL

SHALL FOLLOW ACI “MANUAL OF STANDARD PRACTICE FOR DETAILING OF REINFORCED

CONCRETE STRUCTURES” (ACI 315).

14. REINFORCING SHALL BE SUPPORTED IN FORMS AND SPACED WITH WIRE BAR SUPPORTS

ACCORDING TO CRSI “PLACING REINFORCING BARS”, UNLESS NOTED OTHERWISE.

15. WALL FOOTING SHALL BE POURED MONOLITHICALLY WITH ADJACENT COLUMN FOOTINGS,

WITH THE WALL FOOTING REINFORCING STEEL EXTENDING CONTINUOUS THRU THE COLUMN

FOOTING.

16. FOR AREAS OF SLAB ON GRADE SCHEDULED TO RECEIVE SEALED CONCRETE FINISH,

COORDINATE MIX DESIGN ADMIXTURES, CURING, ETC., WITH SEALING MANUFACTURER'S

REQUIREMENTS.

17. MAINTENANCE BAY SLAB ON GRADE AREAS SHALL HAVE 4000 PSI 28 DAY STRENGTH CLASS OF

CONCRETE.

STRUCTURAL STEEL FRAMING:

1. ALL WIDE FLANGE STEEL SHAPES INCLUDING WT’S SHALL BE FABRICATED USING

ASTM A992 GRADE 50 STRUCTURAL STEEL MATERIAL. ALL OTHER SHAPES, PLATES,

BARS, ETC., SHALL BE ASTM A36 OR AS INDICATED IN DETAILS OR IN

SPECIFICATIONS. RECTAGULAR (AND SQUARE) HSS SHALL BE ASTM A500 GRADE B

(Fy = 46 K.S.I., Fu = 58 K.S.I.)

2. ALL BOLTED CONNECTIONS SHALL BE PRE-TENSIONED JOINT TYPE MADE WITH 3/4"

DIAMETER (MIN.) ASTM A325X HIGH STRENGTH BOLTS (UNLESS NOTED OTHERWISE)

WITH LOAD INDICATOR WASHERS OR LOAD INDICATOR BOLTS (TWIST OFF TYPE)

INSTALLED PER MANUFACTURER’S WRITTEN INSTRUCTIONS.

3. STEEL FRAMING, INCLUDING BOLTED AND WELDED CONNECTIONS, BRACING, AND

ANCHORAGES SHALL BE COMPLETE AND PLUMB PRIOR TO PLACEMENT OF DECKS.

4. TOP OF STEEL ELEVATIONS SHOWN ON FRAMING PLANS ARE MEASURED FROM

FINISHED FIRST FLOOR UNLESS NOTED.

5. ALL STRUCTURAL STEEL CONSTRUCTION SHALL CONFORM TO “SPECIFICATION FOR

STRUCTURAL STEEL BUILDINGS - ALLOWABLE STRESS DESIGN” OF AISC 14TH EDITION.

6. ALL FABRICATIONS SHALL COMPLY WITH “CODE OF STANDARD PRACTICE FOR STEEL

BUILDINGS AND BRIDGES”, LATEST EDITIONS, AS PUBLISHED BY THE AMERICAN

INSTITUTE OF STEEL CONSTRUCTION.

7. THE STRUCTURAL DRAWINGS ARE NOT INTENDED TO REPRESENT ALL STEEL REQUIRED

ON THIS PROJECT. CONTRACTOR SHALL REFER TO ARCHITECTURAL DRAWINGS FOR

ADDITIONAL MISCELLANEOUS STEEL FRAMING NOT SHOWN ON STRUCTURAL DRAWINGS

INCLUDING MISCELLANEOUS ANGLE FRAMING, BRACING, ETC.

8. ALL STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE HOT-DIPPED GALVANIZED

UNLESS OTHERWISE DIRECTED BY THE ARCHITECT. WHERE WELDING IS USED ON HOT-

DIPPED GALVANIZED FRAMING MEMBERS, WELDS AND ADJACENT AREAS SHALL BE

COATED WITH A COLD GALVANIZING COMPOUND. CONTRACTOR TO SUBMIT DATA SHEET

OF MATERIAL TO BE USED FOR ARCHITECT’S REVIEW.

9. DO NOT FIELD CUT ANY STRUCTURAL STEEL WITHOUT PRIOR REVIEW AND

ACCEPTANCE OF THE ARCHITECT/ENGINEER.

10. NO SHOP SPLICE OR OTHER CONNECTION WILL BE PERMITTED UNLESS THAT SPLICE

OR CONNECTION IS SHOWN ON THE SHOP DRAWINGS AND REVIEWED BY THE ENGINEER.

11. ALL FASTENERS SHALL CONSIST OF ONE BOLT,ONE LOAD INDICATOR WASHER, ONE

HARDENED WASHER, AND ONE NUT. NO SLOTTED HOLES ARE ALLOWED UNLESS

INDICATED ON SECTIONS AND DETAILS.

12. AFTER ALL FIELD WELDING IS COMPLETED, WELDS SHALL BE CLEANED OF ALL

WELDING SPOILS AND RE-PRIMED. SEE SPECIFICATIONS FOR ADDITIONAL

REQUIREMENTS.

13. WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS. PROOF OF CERTIFICATION

FOR EACH WELDER PERFORMING FIELD WELDING SHALL BE AVAILABLE AT THE JOB

SITE. ALL WELDERS SHALL HAVE BEEN CERTIFIED WITHIN THE PREVIOUS 12 MONTHS

IN ACCORDANCE WITH SPECIFICATION REQUIREMENTS.

14. WHERE THRU BOLTS ARE DETAILED, PROVIDE A36 OR A307 MATERIAL WITH

3"x1/4"x3" A36 PLATE WASHERS AT THE CMU FACE OF CONNECTION, AND STANDARD

WASHERS AT THE STEEL FACE OF CONNECTION.

SUBMITTALS:

1. ALL SUBMITTALS SHALL BE PREPARED IN ELECTRONIC PORTABLE DOCUMENT FILE

(PDF) FORMAT. SUBMIT ELECTRONIC SHOP DRAWINGS ON SHEETS AT LEAST 8-1/2 X

11 INCHES (215 X 280 mm) BUT NO LARGER THAN 30 X 42 inches (750 X 1067 mm), WITH SUFFICIENT RESOLUTION THAT ALL ITEMS CAN BE CLEARLY IDENTIFIED.

2. SUBMITTALS WILL BE REVIEWED AND ANNOTATED ELECTRONICALLY BY THE ENGINEER

AND RETURNED AS PDF ELECTRONIC FILES TO THE CONTRACTOR.

3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE ARCHITECT AT THEIR

REQUEST WITH PRINTED COPIES INCLUDING ALL MARKS AND NOTES OF REVIEWED SHOP

DRAWINGS.

PRE-ENGINEERED METAL BUILDING:

1. METAL BUILDING MANUFACTURER SHALL FURNISH ALL ITEMS SPECIFIED OR SHOWN IN THE

CONTRACT DOCUMENTS INCLUDING, BUT NOT LIMITED TO, FRAMES, BASE PLATES, WIDE

FLANGE WIND BEAM GIRTS, PURLINS, CABLES, RODS, ANGLE FRAMES, ETC., NECESSARY

TO COMPLETE THE STEEL PORTION OF THE STRUCTURE UNLESS SPECIFICALLY DETAILED

OTHERWISE.

2. METAL BUILDING SHALL BE DESIGNED FOR THE FOLLOWING MINIMUM DESIGN LOADS:

A. LATERAL LOADS (WIND AND SEISMIC): SEE "BASIS OF DESIGN" THIS SHEET.

B. ROOF LIVE LOAD: 20.0 PSF

C. DEAD LOADS: COMPUTED AS THE WEIGHT OF ALL BUILDING COMPONENTS SUPPLIED BY

METAL BUILDING MFR.

D. COLLATERAL LOAD: 12.0 PSF COLLATERAL LOAD

(NOTE THAT THE COLLATERAL LOAD ALLOWANCE IS NOT INTENDED TO

INCLUDE THE CONCENTRATED LOADS RESULTING FROM MECHANICAL

EQUIPMENT AND SPECIALIZED SERVICE BAY EQUIPMENT AND VEHICLE

WASH EQUIPMENT WHICH ARE TO BE IN ADDITION TO THE COLLATERAL

LOAD)

E. CRANE LOADS: METAL BUILDING DESIGNER SHALL COORDINATE WITH CRANE

MANUFACTURER TO DETERMINE ALL VERTICAL AND HORIZONTAL

CRANE LOADS TO BE SUPPORTED BY METAL BUILDING, INCLUDING MAXIMUM

DEFLECTION REQUIREMENTS FOR ALL SUPPORTING ELEMENTS. REFER TO

ARCHITECTURAL DRAWINGS FOR BASIS OF DESIGN CRANE CAPACITY AND

SERVICE CLASS, PLAN LIMITS, ELEVATIONS, LOCATIONS WITHIN

BUILDING, ETC.

F. REFER TO ARCHITECTURAL/MECHANICAL/ELECTRICAL/PLUMBING/ETC. FOR EQUIPMENT LOADS AND LOCATIONS, INCLUDING SPECIALIZED SERVICE BAY EQUIPMENT, FLUID DELIVERY SYSTEMS, VEHICLE WASH EQUIPMENT, ETC. INDICATED TO BE SUSPENDED AND SUPPORTED BY METAL BUILDING ROOF FRAMING. METAL BUILDING MFR. SHALL PROVIDE ALL NECESSARY SUPPLEMENTARY SUPPORT FRAMING FOR SPECIFIED/SCHEDULED EQUIPMENT TO BE SUPPORTED. CONTRACTOR SHALL PROVIDE THE METAL BUILDING MANUFACTURER ALL LOCATIONS AND WEIGHTS OF EQUIPMENT TO BE SUPPORTED BY METAL BUILDING SYSTEM. LOADS SHALL BE SHOWN IN THE METAL BUILDING SHOP DRAWING

CALCULATIONS.

G. THE BUILDINGS ARE FULLY SPRINKLED. COORDINATE WITH FIRE PROTECTION SHOP DRAWINGS.

METAL BUILDING MFR. SHALL PROVIDE ALL NECESSARY SUPPLEMENTARY SUPPORT FRAMING FOR

SPRINKLER LINES TO BE SUPPORTED BY METAL BUILDING.

3. THE METAL BUILDING MANUFACTURER SHALL PROVIDE ALL NECESSARY DESIGN AND FRAMING

REQUIRED TO SUPPORT THE SPECIFIED CRANES. THE METAL BUILDING MANUFACTURER SHALL

COORDINATE WITH THE SELECTED CRANE MANUFACTURER TO DETERMINE ALL NECESSARY CRANE

LOADING, INSTALLATION TOLERANCES, AND SERVICEABILITY (DEFLECTION, DRIFT, ETC.)

REQUIREMENTS RELATED TO THE DESIGN AND DETAILING OF THE METAL BUILDING SYSTEM. NOTE THAT THE THE METAL BUILDING SYSTEM SHALL FULLY SUPPORT BRIDGE CRANES WITHOUT SUPPORT FROM CMU WALLS. NOTE: BUILDING SHALL BE DESIGNED FOR CRANE LOADS REGARDLESS OF WHETHER

THE CRANES ARE INSTALLED.

4. BRACING SYSTEMS INCLUDING PORTAL FRAMES, SAG RODS, STRUTS, ETC., SHALL BE THE

STANDARD OF THE BUILDING MANUFACTURER AND SHALL BE INCLUDED IN THE SUBMITTED SHOP

DRAWINGS. MANUFACTURER SHALL COORDINATE LOCATION AND TYPES OF ALL BRACING

NECESSARY TO ACCOMMODATE ALL ARCHITECTURAL REQUIREMENTS.

5. CALCULATIONS FOR FRAME DEFLECTIONS SHALL BE BASED ON THE STIFFNESS OF PRE-

ENGINEERED METAL BUILDING STRUCTURE ONLY AND SHALL NOT INCLUDE STIFFNESS

CONTRIBUTIONS FROM ADJACENT STRUCTURES. CALCULATED DRIFTS AND DEFLECTIONS SHALL

NOT EXCEED THE FOLLOWING:

A. DRIFT DUE TO LATERAL LOADS INDUCED ON THE STRUCTURE

DRIFT DUE TO WIND: H/360

DRIFT DUE TO SEISMIC: H/200

DRIFT DUE TO CRANE: REFER TO CRANE MFR. CRITERIA

B. DEFLECTION LIMITS:

PURLINS: VERTICAL DEFLECTION DUE TO LIVE LOAD = L/240 OF THE SPAN.

WIND GIRT ATTACHED TO MASONRY= HORIZONTAL DEFLECTION DUE TO WIND

L/480 OF THE SPAN.

FRAME: VERTICAL DEFLECTION DUE TO LIVE LOAD = L/240 OF THE SPAN.

VERTICAL DEFLECTION DUE TO DEAD LOAD + LIVE LOAD = L/180 OF THE

SPAN.

ELEMENTS SUPPORTING CRANE: REFER TO CRANE MANUFACTURER'S CRITERIA

6. THE DIAMETER, NUMBER, AND PLACEMENT PATTERN OF ALL ANCHOR BOLTS SHALL BE

DETERMINED BY PRE-ENGINEERED BUILDING MANUFACTURER. ANCHOR BOLT EMBEDMENTS

ARE AS INDICATED IN THE STRUCTURAL FOUNDATION DETAILS.

7. ALL PRE-ENGINEERED METAL BUILDING COLUMNS SHALL BE DESIGNED BASED ON A

“PINNED-BASED” SUPPORT CONDITION. METAL BUILDING STRUCTURE SHALL NOT

INDUCE ANY OVERTURNING OR BENDING MOMENT FORCES INTO THE FOUNDATION OTHER

THAN GRAVITY LOADS DUE TO DEAD, LIVE AND WIND UPLIFTS.

8. REFER TO STRUCTURAL DRAWINGS FOR METAL BUILDING COLUMN BASE PLATE

BEARING ELEVATION.

9. CONTRACTOR SHALL PROVIDE THE METAL BUILDING MANUFACTURER ALL LOCATIONS

AND WEIGHTS OF SPRINKLER PIPES AND ROOF SUPPORTED MECHANICAL AND SERVICE BAY

RELATED EQUIPMENT. LOADS SHALL BE SHOWN IN THE METAL BUILDING SHOP DRAWINGS &

CALCULATIONS.

10. LATERAL BRACING PERPENDICULAR TO RIGID FRAMES (SIDE WALL CONDITION) SHALL

BE PROVIDED BY PORTAL FRAMES AT THE LOCATIONS INDICATED AS PORTAL FRAME BAYS.

METAL BUILDING MANUFACTURER SHALL PROVIDE NECESSARY DETAILS AND MATERIAL TO

ACCOMPLISH TRANSFER OF LATERAL LOADS (OUT-OF-PLANE WIND AND SEISMIC LOADS) AT

END WALL CONDITION PER DETAIL C/S3.0. MASONRY WALLS SHALL NOT BE USED BY THE

METAL BUILDING DESIGNER TO RESIST LATERAL LOADS.

11 GRAVITY LOADS FROM THE 2ND FLOOR FRAMING AREA SHALL BE SUPPORTED BY METAL BUILDING

COLUMNS. SEE SHEET S2.1 2ND FLOOR FRAMING PLAN FOR MORE INFORMATION.

12. ALL CALCULATIONS ARE TO BE PREPARED, SIGNED, AND SEALED BY A PROFESSIONAL

ENGINEER REGISTERED IN THE STATE OF GEORGIA.

SPECIAL STRUCTURAL INSPECTIONS:

A. SPECIAL INSPECTIONS

1. SPECIAL STRUCTURAL TESTS AND INSPECTIONS SHALL BE PERFORMED ON THIS

PROJECT IN ACCORDANCE WITH THE REQUIREMENTS OF CHAPTER 17 OF THE

IBC 2012 BUILDING CODE.

2. SPECIAL STRUCTURAL TESTS AND INSPECTIONS SHALL BE PERFORMED BY AN

AGENCY SELECTED BY THE CONTRACTOR AND APPROVED BY THE ENGINEER OF

RECORD (EOR) WHICH MEETS ALL OF THE REQUIREMENTS FOR APPROVAL

INDICATED IN IBC 2006 SECTION 1703.1. SPECIAL INSPECTORS SHALL BE

QUALIFIED PERSONS WHO SHALL DEMONSTRATE COMPETENCE, TO THE

SATISFACTION OF THE BUILDING OFFICIAL, FOR INSPECTION OF THE

PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL

INSPECTION.

3. THE CONTRACTOR SHALL COORDINATE THE INSPECTION SERVICES IN

ACCORDANCE WITH THE PROGRESS OF THE WORK. THE CONTRACTOR SHALL

PROVIDE SUFFICIENT NOTICE TO THE INSPECTOR TO ALLOW PROPER

SCHEDULING OF PERSONNEL.

4. THE COSTS OF THE SPECIAL INSPECTOR’S SERVICES SHALL BE PAID FOR BY

THE OWNER. COSTS OF INSPECTION SERVICES WHICH ARE EXEMPTED UNDER

CHAPTER 17 AND SPECIFIED IN THE PROJECT SPECIFICATIONS, SHALL BE

PAID FOR BY THE CONTRACTOR.

B. REPORTS

1. SPECIAL INSPECTORS SHALL KEEP A RECORD OF ALL INSPECTIONS PERFORMED.

COPIES OF ALL INSPECTIONS SHALL BE FURNISHED TO THE BUILDING

OFFICIAL, THE ARCHITECT, AND THE EOR WITHIN 48 HOURS OF THE

INSPECTION.

2. REPORTS SHALL INDICATE THAT THE WORK WAS PERFORMED AND CONSTRUCTED

IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. WORK WHICH DOES NOT

CONFORM TO THE CONTRACT DOCUMENTS SHALL BE IDENTIFIED IN THE REPORT

AND SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR.

3. A FINAL REPORT OF INSPECTIONS DOCUMENTING REQUIRED SPECIAL

INSPECTIONS INCLUDING ANY DISCREPANCIES NOTED IN THE INSPECTIONS

SHALL BE SUBMITTED TO THE BUILDING OFFICIAL, THE ARCHITECT, AND THE

EOR PRIOR TO COMPLETION OF THE STRUCTURAL SYSTEMS BUT AT A FREQUENCY

NOT TO EXCEED 60 DAYS.

C. REQUIRED SPECIAL INSPECTIONS

IBC SPECIAL INSPECTION REQUIRED

SECTION DESCRIPTION OF WORK YES NO REMARKS

1704.2 INSPECTION OF FABRICATORS X 1

1704.3 STEEL CONSTRUCTION X 2

1704.4 CONCRETE CONSTRUCTION X 3

1704.5 MASONRY CONSTRUCTION X 4

1704.6 WOOD CONSTRUCTION X

1704.7 SOILS X 5

1704.8 PILE FOUNDATIONS X

1704.9 PIER FOUNDATIONS X

1704.10 WALL PANELS AND VENEERS X

1704.11 SPRAYED FIRE-RESISTANT

MATERIALS X

1704.12 EXTERIOR INSULATION AND

FINISH SYSTEMS X

1704.13 SPECIAL CASES X 6

1704.14 SPECIAL INSPECTION FOR

SMOKE CONTROL X

REMARKS:

1. WHERE FABRICATION OF STRUCTURAL LOAD BEARING ELEMENTS (I.E.

JOISTS) ARE BEING PERFORMED ON THE PREMISES OF A FABRICATOR'S SHOP,

SPECIAL INSPECTIONS ARE REQUIRED.

2. STEEL SPECIAL INSPECTION:

CONTINUOUS AND PERIODIC INSPECTIONS, AS DEFINED BY SECTION 1702 OF

THE IBC 2012 BUILDING CODE, SHALL BE PERFORMED BY THE SPECIAL

INSPECTION AGENCY IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION

1704.3 AND TABLE 1704.3 WITH THE EXCEPTION THAT INSPECTION OF HIGH

STRENGTH BOLTING MAY BE PERIODIC IN ACCORDANCE WITH IBC 2012,

SECTION 1704.3.3.2.

3. CONCRETE SPECIAL INSPECTION:

CONTINUOUS AND PERIODIC INSPECTIONS, AS DEFINED BY SECTION 1702 OF

THE IBC 2012 BUILDING CODE, SHALL BE PERFORMED BY THE SPECIAL

INSPECTION AGENCY IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION

1704.4 AND TABLE 1704.4.

4. MASONRY SPECIAL INSPECTION:

CONTINUOUS AND PERIODIC INSPECTIONS, AS DEFINED BY SECTION 1702 OF

THE IBC 2012 BUILDING CODE, SHALL BE PERFORMED BY THE SPECIAL

INSPECTION AGENCY IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION

1704.5 AND TABLE 1704.5.1 (NON-ESSENTIAL FACILITIES) OR TABLE

1704.5.3 (ESSENTIAL FACILITIES).

5. SOILS SPECIAL INSPECTION:

INSPECTION OF THE EXISTING SITE SOIL CONDITIONS, FILL PLACEMENT AND

LOAD BEARING REQUIREMENTS SHALL BE PERFORMED BY THE SPECIAL

INSPECTION AGENCY IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION

1704.7 AND TABLE 1704.7.

6. SPECIAL CASES:

MECHANICAL ANCHORS ANCHORING INTO CMU CONSTRUCTION SHALL BE INSPECTED

IN ACCORDANCE WITH THE ICC-ESR OR IAPMO EVALUATION REPORT.

D. CONTRACTOR RESPONSIBILITY:

CONTRACTOR AND SUBCONTRACTORS ENGAGED IN CONSTRUCTION OF MAIN WIND OR

SEISMIC-FORCE RESISTING SYSTEMS SHALL SUBMIT A STATEMENT OF

RESPONSIBILITY TO THE BUILDING DEPARTMENT AND OWNER IN ACCORDANCE WITH

THE PROVISIONS OF SECTION 1706.

E. SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE SHALL BE PROVIDED IN

ACCORDANCE WITH THE REQUIREMENTS OF IBC SECTION 1707.

F. STRUCTURAL TESTING FOR SEISMIC RESISTANCE SHALL BE PROVIDED IN

ACCORDANCE WITH THE REQUIREMENTS OF IBC SECTION 1708.

G. A REPRESENTATIVE OF THE EOR SHALL PERFORM A PERIODIC VISUAL STRUCTURAL

OBSERVATION IN ACCORDANCE WITH, AND WHERE REQUIRED BY, IBC SECTION 1709.

SUCH OBSERVATIONS SHALL BE PERFORMED AT SIGNIFICANT STAGES OF

CONSTRUCTION AND AT THE FINAL COMPLETION OF THE STRUCTURAL SYSTEMS. THE

CONTRACTOR SHALL NOTIFY THE EOR TO COORDINATE THE OBSERVATION AND SHALL

NOT CONCEAL ANY PORTIONS OF THE STRUCTURAL SYSTEMS (EXCLUDING

FOUNDATIONS AND OTHER WALL REINFORCING) PRIOR THE EOR'S FINAL REVIEW.

SECOND FLOOR DECK:

1. STRUCTURAL NORMAL WEIGHT CONCRETE FILL (4000 P.S.I. NON-AIR ENTRAINED)

OVER 1 1/2" X 22 GAUGE GALVANIZED STEEL COMPOSITE FLOOR DECK (Fy = 50 KSI)

WITH MIN. (3) CONT. SPANS (TOTAL SLAB THICKNESS = 4"), REINFORCED WITH 6X6-

W4.0 x W4.0 WWF LOCATED WITH 1 1/2" CLEAR FROM THE TOP OF CONCRETE. DECK

SHEETS SHALL BE FASTENED TO SUPPORTING STEEL WITH MINIMUM 5/8" DIA. OR

GREATER ARC PUDDLE WELDS (OR MECHANICAL FASTENERS APPROVED BY THE ENGINEER

OF RECORD) AND SHALL NOT EXCEED A MAXIMUM AVERAGE SPACING OF 12" O.C. WITH

SPACING BETWEEN ANY POINTS OF ATTACHMENT NOT TO EXCEED 18".

STEEL COLUMNS:

1. STEEL COLUMN BASES ARE DESIGNED AS “UN-RESTRAINED”; THEREFORE COLUMNS MUST

BE KEPT BRACED UNTIL ALL HORIZONTAL FRAMING, INCLUDING SLAB OVER

SECOND FLOOR FRAMING, HAS BEEN INSTALLED.

2. COLUMN ANCHOR RODS SHALL BE INSTALLED AND TIED IN PLACE PRIOR TO POURING

CONCRETE. ANCHOR RODS SHALL NOT BE REPAIRED, REPLACED, OR MODIFIED BY THE

CONTRACTOR WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER.

3. WHERE JOISTS ARE SHOWN AT COLUMN LINES, JOISTS BETWEEN COLUMN LINES SHALL

BE EQUALLY SPACED UNLESS NOTED OTHERWISE.

4. UNLESS NOTED OTHERWISE, IF A BEAM IS DISCONTINUOUS AT A COLUMN, BEAM SHALL

BE CONNECTED TO THE FACE OF THE COLUMN RATHER THAN ON TOP OF THE COLUMN.

5. UNLESS NOTED OTHERWISE, WHERE BEAMS ARE NOT CONTINUOUS OVER TUBE OR PIPE

COLUMNS, PROVIDE 3/8" THICK CLOSURE PLATE ON TOP OF TUBE OR PIPE COLUMNS.

STEEL JOISTS:

1. ALL STEEL JOISTS, BRIDGING, AND THEIR CONNECTIONS SHALL BE DESIGNED,

FABRICATED, AND ERECTED, ACCORDING TO THE SPECIFICATIONS OF THE STEEL

JOIST INSTITUTE, LATEST EDITION. All JOISTS SHALL BE DESIGNED BY THE JOIST

MANUFACTURER TO SUPPORT THE TOTAL LOAD-CARRYING CAPACITY SHOWN IN THE STEEL

JOIST INSTITUTE TABLES FOR THE JOIST DEPTH, CHORD DESIGNATIONS, AND SPAN

LENGTH INDICATED ON THE CONTRACT DRAWINGS.

2. ALL STEEL ROOF JOISTS AND BRIDGING SHALL BE DESIGNED FOR A NET UNIFORM

WIND UPLIFT LOAD OF 30.0 PSF (ASD). A 1/3 INCREASE IN ALLOWABLE STEEL

STRESSES SHALL NOT BE PERMITTED FOR WIND LOAD COMBINATIONS. STEEL JOIST

MANUFACTURER TO PROVIDE ADDITIONAL BRIDGING AT ENDS OF BAR JOIST AS

REQUIRED FOR WIND UPLIFT LOAD COMBINATIONS.

3. NUMBER AND LOCATION OF BRIDGING LINES SHOWN ON CONTRACT DRAWINGS, IF ANY,

IS MINIMUM. STEEL JOIST MANUFACTURER SHALL PROVIDE ADDITIONAL BRIDGING ROWS

AS REQUIRED TO MEET STEEL JOIST INSTITUTE REQUIREMENTS AND LATEST OSHA

REGULATIONS.

4. STEEL JOIST MANUFACTURER SHALL HAVE SOLE RESPONSIBILITY FOR FABRICATION,

AND DETAILING OF ALL STEEL JOIST COMPONENTS TO MEET LATEST OSHA

REQUIREMENTS.

5. THE JOIST MANUFACTURER SHALL SUBMIT CALCULATIONS FOR ALL SPECIAL JOISTS

TO THE ENGINEER OF RECORD FOR APPROVAL PRIOR TO FABRICATION. THESE

CALCULATIONS SHALL BEAR THE SIGNED AND DATED SEAL OF THE PROFESSIONAL

ENGINEER REGISTERED IN THE STATE WHERE JOISTS ARE MANUFACTURED.

6. WHERE TWO JOISTS BEAR ON A BEAM WITH A 4" WIDE FLANGE, JOISTS SHALL BE

DESIGNED TO CARRY THE DESIGN LOAD WITH A BEARING OF 1 7/8". JOISTS TO BE

WELDED ALL-AROUND AND WELDED TO EACH OTHER WHEN MINIMUM BEARING OF 1 7/8"

IS USED.

7. STEEL JOISTS SHALL NOT BE MODIFIED WITHOUT THE APPROVAL OF THE STRUCTURAL

ENGINEER.

8. NO PIPING, DUCTS, CONDUITS OR ANY OTHER MECHANICAL OR ELECTRICAL COMPONENT

SHALL BE SUSPENDED FROM JOIST BRIDGING.

9. STEEL JOISTS WHICH ARE SCHEDULED TO RECEIVE SPRAYED ON FIRE PROOFING SHALL

BE UNPAINTED AND MEET THE REQUIREMENTS FOR MINIMUM CHORD AND WEB MEMBERS

REQUIRED BY THE U.L. DESIGN NUMBER REQUIREMENTS SPECIFIED BY THE ARCHITECT.

10. SEE MECHANICAL FOR DUCTS TO BE ROUTED THRU (PERPENDICULAR TO) JOISTS. JOIST

MANUFACTURER SHALL FABRICATE ALL JOIST WEB MEMBERS TO ALIGN SUCH THAT DUCTS

CAN PASS THRU JOIST ON CONTINUOUS STRAIGHT RUN WHERE INDICATED IN MECHANICAL

DRAWINGS. COORDINATE DUCT NUMBER, SIZE, & LOCATION WITH MECH. NOTE THAT THE

DUCT SIZES INDICATED ON PLAN ARE NOMINAL DESIGN SIZE AND DO NOT INCLUDE

INSULATION. COORDINATE TOTAL OUT-TO-OUT DUCT SIZE INCLUDING THICKNESS OF

INSULATION WITH MECHANICAL TO DETERMINE THE OVERALL REQUIRED DUCT CLEARANCE

THRU JOISTS. INDICATE REQUIRED OVERALL DUCTS SIZES AND LOCATIONS IN JOIST SHOP

DRAWINGS.

11. SEE MECHANICAL FOR DUCTS TO BE ROUTED IN BETWEEN AND PARALLEL TO JOISTS WITH

DUCTS RUNNING ABOVE THE BOTTOM CHORD ELEVATION WITHIN THE PLANE OF THE JOIST.

WHERE BOLTED DIAGONAL BRIDGING IS REQUIRED FOR THE JOIST, JOIST MFR. SHALL

DESIGN AND DETAIL TEMPORARY REMOVABLE DIAGONAL BRIDGING IN ADDITION TO

INSTALLING PERMANENT HORIZONTAL BRIDGING IN THOSE INSTANCES.

AFTER ROOF DECK IS INSTALLED AND SECURED TO JOISTS REMOVE TEMPORARY DIAGONAL

BRIDGING AND LEAVE PERMANENT HORIZONTAL BRIDGING IN PLACE. INDICATE IN JOIST

SHOP DRAWINGS. COORDINATE WITH MECHANICAL FOR ALL REQUIRED DUCT LOCATIONS,

ETC.

CONCRETE MASONRY:

1. REINFORCED WALLS, PIERS, AND PILASTERS, SHALL BE FILLED IN MAXIMUM 8'-0"

LIFTS. FILL SHALL BE MECHANICALLY MIXED (ASTM C476) GROUT WITH MAXIMUM ½"

DIA. AGGREGATE AND SHALL DEVELOP NOT LESS THAN 2500 PSI MINIMUM 28 DAY

COMPRESSIVE STRENGTH, INSTALLED WITH 8"-11" SLUMP RANGE

2. MINIMUM COMPRESSIVE STRENGTH OF CONCRETE MASONRY SHALL BE f’m = 1500

PSI.

3. ALL REINFORCING SHALL BE TIED IN CMU CELLS IN THE LOCATION INDICATED ON

THE STRUCTURAL DETAILS AS REQUIRED TO PREVENT DISPLACEMENT OF REINFORCING

DURING PLACEMENT OF GROUT.

4. VERTICAL REINFORCING SHALL BE LAPPED AT DOWELS AND SPLICES PER THE LAP

SCHEDULE ON SHEET S4.0

5. WHERE GROUT POUR HEIGHT EXCEEDS 5'-4" PROVIDE A 4"X4" CLEAN-OUT OPENING

AT THE BOTTOM COURSE OF EACH VERTICAL LIFT AT ALL REINFORCED CELLS EXCEPT

WHERE OPENING CANNOT BE CONCEALED BY BRICK OR OTHER WALL VENEERS OR FINISHES.

PRIOR TO FILLING CELLS WITH GROUT, CMU REINFORCED CELLS SHALL BE THOROUGHLY

FLUSHED TO REMOVE ALL DEBRIS AND MORTAR PROJECTIONS. SEAL OPENING PRIOR TO

FILLING CELL WITH GROUT.

6. WHERE REINFORCED PIERS (TYPES P1, P2, P3, ETC.) ARE INDICATED ON

FOUNDATION PLAN, THEY SHALL BE DISCONTINUOUS ABOVE BEARING OF LINTEL

EXCEPT AS FOLLOWS:

OPENINGS 4'-0" TO 6'-0": CONTINUE JAMB REINFORCING 24" ABOVE OPENING

OPENINGS OVER 6'-0": CONTINUE JAMB REINFORCING TO TOP OF WALL

7. MASONRY CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE

“SPECIFICATION FOR MASONRY STRUCTURES (ACI 530.1-05)” PUBLISHED BY THE

AMERICAN CONCRETE INSTITUTE.

8. REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ASTM A-615, GRADE 60. SHOP

FABRICATE REINFORCING BARS WHICH ARE SHOWN TO BE HOOKED OR BENT. ALL

REINFORCING DOWELS FROM FOUNDATIONS SHALL MATCH VERTICAL REINFORCING, SIZE

AND SPACING INDICATED FOR CONSTRUCTION OF WALL OVER. ALL DOWELS SHALL

HAVE STANDARD 90 DEGREE HOOKS (MINIMUM 6"). THE #2 SMOOTH TIES SHOWN IN

THE REINFORCED MASONRY PIER DETAILS SHALL BE 1/4" DIAMETER PLAIN STEEL

WIRE (W5 WIRE SIZE NUMBER) PER ASTM A 1064 WITH YIELD STRENGTH OF 60 KSI.

9. UNLESS INDICATED OTHERWISE IN SPECIFICATIONS OR ON ARCHITECTURAL

DRAWINGS, PROVIDE 9 GA. HORIZONTAL TRUSS TYPE JOINT REINFORCING AT 16"

O.C. IN ALL WALLS. DISCONTINUE JOINT REINFORCING AT CONTROL JOINTS.

10. PROVIDE CMU CONTROL JOINTS WHERE INDICATED ON ARCHITECTURAL DRAWINGS

WITH ADDITIONAL JOINTS SUCH THAT THE SPACING BETWEEN JOINTS DOES NOT

EXCEED A SPACING OF 3 TIMES THE WALL HEIGHT (30'-0" MAX.) AS DIRECTED BY

ARCHITECT. WHERE BEAMS OR LINTELS BEAR AT CMU CONTROL JOINTS, OFFSET JOINT

AND LAP THE VERTICAL REINFORCING AS INDICATED. IN NO CASE SHALL CONTROL

JOINTS BE INSTALLED IN LINTELS, THROUGH OPENINGS IN MASONRY WALLS, OR WITHIN

8" BEARING OF STRUCTURAL MEMBER.

MECHANICAL ANCHORS

SEE DETAILS FOR NUMBER, DIAMETER, AND EMBEDMENT.

A. ANCHORING INTO CMU:

ALL ANCHORS SHALL BE INSTALLED IN GROUTED FILLED CELLS. MECHANICAL ANCHORS

SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ICC-ES AC01 OR ICC-ES AC106.

PRE-APPROVED PRODUCTS INCLUDE:

(1) SIMPSON STRONG-TIE “STRONG BOLT 2” (IAPMO ES ER-240)

(2) HILTI KWIK BOLT 3 (ICC-ES ESR 1385)

(3)POWERS FASTENING POWER STUD+ SD1 (ICC-ES ESR 2966)

B. ANCHORING INTO CONCRETE:

MECHANICAL ANCHORS SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ACI 355.2 AND

ICC-ES AC193 FOR CRACKED CONCRETE AND SEISMIC APPLICATIONS. PRE-APPROVED

PRODUCTS INCLUDE:

(1) SIMPSON STRONG-TIE “STRONG-BOLT 2” (ICC-ES ESR-3037)

(2) HILTI KWIK BOLT TZ (ICC-ES ESR 1917)

(3) POWERS FASTENING POWER STUD+ SD1 (ICC-ES ESR 2818)

SAUSSY ENGINEERING

400 Johnny Mercer Boulevard Suite E

P.O. Box 30597 Savannah, Georgia 31410

Phone: (912) 898-8255 Fax: (912) 898-1882

Not Valid Unless Signed

IRG

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No. 19126

E

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SUSR A

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W H

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PROFESSIONAL

E

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I I

N O R T H

517 EAST CONGRESS STREET

SAVANNAH, GEORGIA 31401

tel 912.234.6318 fax 912.236.8414 cogdellmendrala.com

PROJECT CONSULTANTS:

SEAL:

SHEET TITLE:

PROJECT NO:

DRAWN BY:

DATE:

SCALE:

SHEET:

KEY PLAN:

COGDELL & MENDRALA ARCHITECTS, PC

STRUCTURAL ENGINEER:

MECHANICAL & PLUMBING ENGINEER:

DULOHERY WEEKS, INC.

333 COMMERICAL DRIVE

SAVANNAH, GA. 31406

SAUSSY ENGINEERING

400 E. JOHNNY MERCER BOULEVARD

SAVANNAH, GA 31410

CIVIL ENGINEERS:

CHATHAM COUNTY

DEPARTMENT OF ENGINEERING

124 BULL STREET, SUITE 430

SAVANNAH, GA 31401

MAINTENANCE

BAYS

OFFICE

SUITE

Cogdell MendralaArchitects

PROJECT NO. 16102

1 : 11 /1

/2

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Revision

S0.1 STRUCTURAL NOTES

S1.1 FOUNDATION PLAN

S1.2 FOUNDATION SECTIONS

S1.3 FOUNDATION SECTIONS

S1.4 FOUNDATION PLAN ADDITIVE ALTERNATE #1

S1.5 FOUNDATION PLAN VEHICLE WASH AND TRASH ENCLOSURE

S2.0 WALL BRACING PLAN

S2.1 SECOND FLOOR FRAMING PLAN

S2.2 FRAMING SECTIONS

S3.0 COLUMN AND FOUNDATION SCHEDULE

S4.0 TYPICAL DETAILS

S4.1 TYPICAL DETAILS

REVISION SCHEDULE

DATE DESCRIPTION

C L

3'-0"

6"

C O

O R

D W

P

L A

N

3'-6"

L A

P

S E

E S

C H

E D

U L E

EQ. EQ.

2'-0"

1'-0"

#4 AT 16" O.C.

4#5 CONT. OVER

VAPOR BARRIER

3/8"

FIN. FLR.-

SEE PLAN

TOP OF FOOTING-

SEE PLAN

12" CMU REINF. W/ 2#5 AT

24" O.C. IN GROUT FILLED

CELLS

PEJ

CAPILLARY BARRIER- SEE

NOTES ON SHEET S0.1

CONCRETE SLAB ON GRADE-

SEE FOUNDATION PLAN FOR

THICKNESS AND REINFORCING

SOLID GROUT

FILL BELOW FIN.

FLOOR

4"x4" KNOCKOUT

AT VERT. REINF.

CELLS

2#6 CONT. TOP & BOTTOM-

LAP 2'-6" @ SPLICES &

CORNERS

CAPILLARY BARRIER- SEE

NOTES ON SHEET S0.1

RECESSED CONC. SLAB ON

GRADE- SEE PLAN FOR

THICKNESS AND REINF.

SEE ARCH. LIMITS

#3 HOOKED DOWELS EACH SIDE AT

24" O.C. EXTENDED UP FROM FIRST

POUR (2" CL. FROM TOP)

#3 @ 24" O.C.- 2" CL.

COVER AT TOP

CONT. 4" PVC FUEL RESISTANT

WATER STOP. NOTCH AT #3

BARS AS REQUIRED

2ND POUR: CURB

2#5 CONT. OVER #3 AT 24" O.C.

(PROVIDE 2" CL. COVER AT TOP

AND SIDES).

FIRST POUR

COMPACTED SUBGRADE

3" CL. COVER TYP.

SIDES AND BOTTOM

COMPACTED SUBGRADE

METAL WALL PANELS-

SEE ARCH.

3/4" CHAMFER

OVERHEAD COILING

DOOR ASSEMBLY

2#4 CONT. SUPPORT

BAR

CONT. L3x2x5/16 (SLV) 5/8"Ø x4" HEADED STUDS WELDED

TO ANGLE AT 12" O.C.

#3 AT 24" O.C.- 2"

CLEAR FROM TOP

OF SLAB

2#5 CONT.

CONT. 2x4 KEY JOINT

2#5 CONT.

CONCRETE PAVING-SEE CIVIL

FOR SLOPE

COORD. W/ DOOR MFR

SEE SECTION

C/S1.1

12" CMU JAMB

BEYOND

VERIFY WITH ARCH.

AND CIVIL

/2

2'-6"

(MIN.)

(M

IN

(MIN.) (MIN.)

CL.

C L

C L

C L

1'-6" 12"8"

"3

SEE SECTION AT ADJACENT

WALL BEYOND

2"

EQ. EQ.

TOP OF FOOTING-

SEE PLAN

FIN. FLR.-

SEE PLAN

CONCRETE SLAB ON GRADE-

SEE FOUNDATION PLAN FOR

THICKNESS AND REINFORCING.

SEE ARCH. FOR SLOPE

2#5 DOWELS AT 24" O.C.

EXTENDED TO WITHIN

4" OF TOP OF CONCRETE

C L

C O

O R

D W

P

L A

N

"3

3'-6"

L A

P

S E

E S

C H

E D

U L E

EQ. EQ.

FLOOR

FILL BELOW FIN.

SOLID GROUT

#4 AT 16" O.C.

4#5 CONT. OVER

VAPOR BARRIER

3/8"

SUBGRADE

COMPACTED

FIN. FLR.-

SEE PLAN

TOP OF FOOTING-

SEE PLAN

AT VERT. REINF.

4"x4" KNOCKOUT

CELLS

12" CMU REINF. W/ 2#5 AT

24" O.C. IN GROUT FILLED

CELLS

PEJ

CAPILLARY BARRIER- SEE

NOTES ON SHEET S0.1

CONCRETE SLAB ON GRADE-

SEE FOUNDATION PLAN FOR

THICKNESS AND REINFORCING

PAVING- SEE CIVIL

METAL WALL PANELS-

SEE ARCH.

C L

C O

O R

D W

P

L A

N

"3

3'-6"

L A

P

S E

E S

C H

E D

U L E

EQ. EQ.

FLOOR

FILL BELOW FIN.

SOLID GROUT

#4 AT 16" O.C.

4#5 CONT. OVER

VAPOR BARRIER

3/8"

SUBGRADE

COMPACTED

FIN. FLR.-

SEE PLAN

TOP OF FOOTING-

SEE PLAN

AT VERT. REINF.

4"x4" KNOCKOUT

CELLS

12" CMU REINF. W/ 2#5 AT

16" O.C. IN GROUT FILLED

CELLS

PEJ

CAPILLARY BARRIER- SEE

NOTES ON SHEET S0.1

CONCRETE SLAB ON GRADE-

SEE FOUNDATION PLAN FOR

THICKNESS AND REINFORCING

PAVING OR FINISHED

GRADE- SEE CIVIL

METAL WALL PANELS-

SEE ARCH.

A

0 1 2 3 4 5 6 7 8 9

C

F

H

D

G

SEE SHEET S1.4 FOR ADDITIVE ALTERNATE #1

25' - 0" 25' - 4" 25' - 0" 20' - 0" 22' - 0" 25' - 4" 21' - 3 5/8" 12' - 10 3/4" 16' - 10"

/1

/1

/8

/1

/1

/4

/4

C

S1.1

E

S1.3

D

S1.3

D

S1.1

F

S1.3

8" THICK CONCRETE SLAB

ON GRADE (4000 PSI) REINF.

WITH 6x6-W4.0xW4.0 WWF

MAIN FIN. FLR. ELEV.

(0'-0" REFERENCE)

CJ

R

D

S1.3

(-2'-0")

/SEE D S4.0

/SEE F S3.0

P3 P3

P4

F

S1.2

A

S1.2

(TYP.)

A

S1.2

D

S1.2

REFER TO SHEET S0.1

FOR METAL BUILDING

NOTES AND CRITERIA

SEE A/S4.0 FOR VERTICAL

REINFORCING STEEL

DETAILS

SEE B/S4.0 FOR REINFORCED

MASONRY PIER DETAILS

(TYP.)

P4

P2

P2

P2

P2 P2

P1 P1

P1 P1P1 P1P1 P1

P1

P1

P1

P1

P1

P1

P1

P1

P1

P1

P1

P1

P1

P1

P1

P2 P2P1P1

(-2'-0")(-2'-0") (-2'-0") (-2'-0")

(-2'-0")

(-2'-0") (-2'-0")

(-2'-0") (-2'-0") (-2'-0") (-2'-0") (-2'-0") (-2'-0")

(-2'-0") (-2'-0")(-2'-0")(-2'-0")(-2'-0")(-2'-0")

(-2'-0") (-2'-0") (-2'-0") (-2'-0") (-2'-0") (-2'-0") (-2'-0") (-2'-0")

(-2'-0")

(-2'-0")

6" THICK CONCRETE SLAB

ON GRADE (4000 PSI) REINF.

WITH 6x6-W2.9xW2.9 WWF

6" THICK CONCRETE SLAB ON GRADE

(4000 P.S.I.) REINF. WITH 6x6-

W2.9xW2.9 WWF

P1

P1

P1 P1P1

P1

P1P1P1P1 P3

P3

P1

B

E

R

R

R

"LP1" INDICATES HSS5x5X3/8

LOUVER POST WITH BASEPLATE

TYPE BP3- COORDINATE WITH

ARCH. FOR LAYOUT.

LP1

LP1

LP1

LP1

LP1

LP1

LP1

LP

LP

P1 P1

P1

P1

G

S1.3

G

S1.3

P2

P2

P3

P2

P2

(-2'-0")

(-2'-0")

R

R

D

S1.2

R

/SEE A S1.2

H

S1.3

H

S1.3

A

S1.3

C

S1.3

4" THICK CONCRETE SLAB

ON GRADE REINF. WITH

6x6-W2.1xW2.1 WWF

PORTAL FRAME BAY (BASE BID) PORTAL FRAME BAY

PORTAL FRAME BAY (BASE BID) PORTAL FRAME BAY

C

S1.2

C

S1.2

E

S1.2

B

S1.2

B

S1.2

E

S1.2

G

S1.2

H

S1.3

H

S1.3

SIM.

SIM.

/SEE A S1.3

B

S1.3

B

S1.3

SIM.

/SEE D S3.0

A

S1.2

A

S1.2

A

S1.2

RECESSED 6" THICK

CONCRETE SLAB ON GRADE

(4000 P.S.I.) REINFORCING

WITH 6x6-W4.0xW4.0 WWF

P2

P2

FLOOR DRAINS NOT

SHOWN FOR CLARITY-

SEE ARCH. AND

PLUMBING- TYP.

P2 CENTERED ON BEAM

BEARING ABOVE

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J C

J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J C J

C J

C J

C J C

J

C J

C J

C J

CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ

CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ

CJ CJ CJ CJ CJ CJ CJ CJ CJ

CJ CJ CJ CJ

CJ

CJ CJ CJ CJ CJ

CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ

CJ

C J

C J

C J

C J

C J

C J

CJ CJ CJ

CJ CJ CJ CJ

CJ CJ CJ CJ

CJ CJ CJ CJ

CJ

CJ

CJ CJ

CJ CJ CJ CJ

CJ CJ CJ CJ

CJ CJ

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C

JC

J

C J

C J

C J

C J

CJCJCJ

CJ

CJ

C J

C J

C J

C J

TOP OF FOOTING ELEVATION

IS MEASURED RELATIVE TO

MAIN FIN. FLR. 0'-0" REFERENCE

(TYP.)

EXTERIOR FACE OF 12" CMU

WALL (VERIFY WITH ARCH.)

EXTERIOR FACE OF 12" CMU

WALL (VERIFY WITH ARCH.)

VERIFY W/ ARCH.

EXTEND WALL FOOTING

AS SHOWN

K

S1.3

1' - 0 5/8"

/1

/8

1' - 0 5/8"

IF ADDITIVE ALTERNATE #1 IS ACCEPTED, THE

PORTAL FRAME BAY MOVES FROM BETWEEN GRIDS

2 AND 3 TO BETWEEN GRIDS 1 AND 2 - SEE SHEET

S1.4

(-2'-0")

(-2'-0")

J

S1.3

L

S1.3

EXTERIOR FACE OF 12" CMU

WALL (VERIFY WITH ARCH.)

F

S1.2

VERIFY W/ ARCH.

V E

R

IF

Y W

A

R C

H

V E

R

IF

Y W

A

R C

H

10"

L

S1.3

SIM.

B

S1.1

A

S1.1

LP1

LP1

LP1

SIM.

SIM.

C

S1.3

C

S1.1

SEE TYPICAL DETAIL ON

SHEET S4.0 FOR TURNDOWN

SLAB

C J

C J C

J

C J C

J

C J

C J

C J

C J

C J

(-2'-0")(-2'-0")

(-2'-0")(-2'-0")

(-2'-0")

(-2'-0")

(-2'-0")(-2'-0")

(-2'-0")(-2'-0")

ENLARGE COLUMN ISOLATION

ENCASEMENT AS REQUIRED

AT PORTAL FRAME COLUMNS

(TYPICAL)

TRENCH DRAIN-

SEE ARCH. &

PLUMBING

AT ROLL UP

DOOR

H

S2.2

/SEE D S4.0

R

R

R

R

INSIDE FACE OF 12" CMU

WALL (VERIFY WITH ARCH.)

/SEE D S4.1

CONTRACTOR SHALL

COORDINATE RECESS

WITH PLUMBING FIXTURE

CONTRACTOR SHALL

COORDINATE RECESS WITH

PLUMBING FIXTURE

4" THICK CONCRETE SLAB ON

GRADE REINFORCING WITH

6x6-W2.1xW2.1 WWF. SEE

ARCH. FOR SLOPE

SEE PLUMBING FOR

SLOPE OF BOTTOM OF

TRENCH

CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ

CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ

CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ

C J

C J

C J

C J

C J

C J

C J

C J

C J

PRE-ENG. STAIR POST

NOT SHOWN FOR CLARITY

MAIN FIN. FLR. ELEV.

(0'-0" REFERENCE)

FD

SEE TYPICAL DETAIL ON

SHEET S4.0 FOR TURNDOWN

SLAB

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

SEE ARCH. FOR FENCE TUBE

POSTS AND FOOTING

4" THICK CONCRETE SLAB ON

GRADE REINFORCING WITH

6x6-W2.1xW2.1 WWF. SEE

ARCH. FOR SLOPE

SIM.

SIM.

R

P1

P1

P2

FD

SECTION A

S1.1

SECTION B

S1.1

SECTION C

S1.1

SECTION D

S1.1 SAUSSY ENGINEERING

400 Johnny Mercer Boulevard Suite E

P.O. Box 30597 Savannah, Georgia 31410

Phone: (912) 898-8255 Fax: (912) 898-1882

Not Valid Unless Signed

IRG

ED

TSIG ER

A

R

EG

No. 19126

E

O

I

,YN ER

SUSR A

G ENI

S

W H

T

U

N

PROFESSIONAL

E

E

I I

N O R T H

517 EAST CONGRESS STREET

SAVANNAH, GEORGIA 31401

tel 912.234.6318 fax 912.236.8414 cogdellmendrala.com

PROJECT CONSULTANTS:

SEAL:

SHEET TITLE:

PROJECT NO:

DRAWN BY:

DATE:

SCALE:

SHEET:

KEY PLAN:

COGDELL & MENDRALA ARCHITECTS, PC

STRUCTURAL ENGINEER:

MECHANICAL & PLUMBING ENGINEER:

DULOHERY WEEKS, INC.

333 COMMERICAL DRIVE

SAVANNAH, GA. 31406

SAUSSY ENGINEERING

400 E. JOHNNY MERCER BOULEVARD

SAVANNAH, GA 31410

CIVIL ENGINEERS:

CHATHAM COUNTY

DEPARTMENT OF ENGINEERING

124 BULL STREET, SUITE 430

SAVANNAH, GA 31401

MAINTENANCE

BAYS

OFFICE

SUITE

Cogdell MendralaArchitects

PROJECT NO. 16102

As indicated1 /1

/2

:3 :4

P

M

S1.1

FOUNDATION

PLAN

AJB/GJH

OCTOBER 2018

C O

N S T R U

C T

IO

N D

O C U

M E N

T S

IS

S U

E D

F O

R B

ID

C H

A T

H A

M C

O U

N T

Y F

L E

E T

S E

R V

IC

E

S F

A C

IL

IT

Y

M

IN

U S

A V

E N

U E

G A

R D

E N

C

IT

Y G

A

C H

A T

H A

M C

O U

N T

Y B

O A

R D

O F

C O

M M

IS

S

IO

N

E R

S

FOUNDATION PLAN

SCALE: 1/8"=1'-0"

COL

APRON SLAB- SEE PLAN. (SAME

THICKNESS AND REINFORCING AS

ADJACENT SERVICE BAY. SEE CIVIL

FOR SLOPE

1'-0"

2'-0"

0'-10"

2#6 TOP & BOTTOM-LAP

2'-6" @ SPLICES &

CORNERS

OPTIONAL POUR

CAPILLARY BARRIER- SEE

NOTES ON SHEET S0.1

COMPACTED

SUBGRADE

METAL WALL PANELS-

SEE ARCH.

CONC. SLAB ON GRADE-

SEE PLAN FOR THICKNESS

AND REINFORCING. SEE

ARCH. FOR SLOPE

#4 SUPPORT BAR-

CUT @ CJ's

VAPOR BARRIER- SEE NOTES

FIN. FLR.-

SEE PLAN

#3 @ 24" O.C.- 2" CL.

COVER FROM TOP

BOARD FORM

GRADE BEAM

3" CL. COVER

TYP SIDES AND

BOTTOM

VERIFY WITH ARCH.EXTERIOR FACE OF METAL

BUILDING WALL GIRT (VERIFY

WITH ARCH.)

SEE C/S1.2

COL

COL

COL

C

L

C L

SEE A/S1.2 &

C/S1.2

C O

O R

D W

P

L A

N D

E P

T H

S

E E

S C

H E

D U

L E

FOOTING SIZE SEE SCHEDULE

0'-10"

5"

EQUAL EQUAL

4"

VAPOR BARRIER- SEE NOTES

SUBGRADE

COMPACTED

TOP OF FOOTING-

SEE PLAN

METAL WALL PANEL-

SEE ARCH.

SEE SCHEDULE FOR

REINFORCING

CAPILLARY BARRIER- SEE

NOTES ON SHEET S0.1

CONCRETE SLAB ON GRADE-

SEE FOUNDATION PLAN FOR

THICKNESS AND REINFORCING.

SEE ARCH. FOR SLOPE

CENTERLINE OF COLUMN

FOOTING OFFSET 5" FROM

EXTERIOR FACE OF

BUILDING COLUMN

PRE-ENG. COLUMN-

SEE PLANS. EXTEND DOWN

TO AND ANCHOR DIRECTLY

TO TOP OF COLUMN FOOTING

"A" "A"

TOP OF FOOTING CONCRETE

SHALL BE INSTALLED AT

SPECIFIED TOP OF FOOTING

ELEVATION AND LEVEL

WITHIN 1/16" EACH AXIS AT

BASEPLATE LOCATION

PRE-ENG. METAL BUILDING COLUMN ANCHOR RODS.

COORDINATE WITH METAL BUILDING SHOP DRAWINGS

FOR DIAMETER AND LAYOUT. PROVIDE 5" PROJECTION

ABOVE TOP OF FOOTING. PROVIDE RODS AS ASTM F1554

GRADE 36 HEADED TYPE ANCHOR RODS EMBEDDED TO

6" FROM BOTTOM OF FOOTING

CENTERLINE OF FOOTING

AT CENTERLINE OF P.E.

COLUMN SHAPE. (COORD.

WITH METAL BUILDING

DRAWINGS FOR COLUMN

SIZE)

PLAN "A-A" MINIMUM 4" ANCHOR ROD SPACING IN

EACH DIRECTION (BASED ON ANCHOR

ROD IN CONCRETE DESIGN). METAL

BUILDING MFR. SHALL COMPLY WITH

THIS MINIMUM SPACING REQUIREMENT

FORMED CONCRETE ENCASEMENT

POURED AFTER COLUMN IS SET.

PROVIDE MIN. 6" COVER AROUND

BASEPLATE EACH SIDE

PRE-ENG. METAL BUILDING

COLUMN ANCHOR RODS.

COORDINATE WITH METAL

BUILDING SHOP DRAWINGS

FOR DIAMETER AND LAYOUT.

EXTERIOR VERTICAL

FACE OF BUILDING

COLUMN

PRE-ENGINEERED METAL

BUILDING COLUMN- SEE

FLOOR PLAN

FIN. FLR.-

SEE PLAN

REINFORCING CONTINUOUS

THRU CONCRETE ENCASEMENT

AROUND COLUMNS- SEE A/S1.2

FOR REINFORCING

WHERE GRADE BEAM

OVERLAPS COLUMN FOOTING:

PROVIDE #4 DOWELS WITH

STANDARD 90 DEGREE HOOK

AT 12" O.C. FROM COLUMN

FOOTING INTO GRADE BEAM.

EXTEND DOWELS TO WITHIN 4"

OF TOP OF GRADE BEAM

EXTERIOR FACE OF METAL

BUILDING WALL GIRT (VERIFY

WITH ARCH.)

/2

COL

C L

CONT. 2x4 KEY JOINT

2#5 CONT. (3" CL.)

EXTERIOR SLAB-

SEE SITE PLANS

OVERHEAD COILING

DOOR ASSEMBLY

CONT. L3x2x5/16 (SLV) 5/8"Ø x4" HEADED STUDS WELDED

TO ANGLE AT 12" O.C.

VERIFY WITH ARCH.

AND CIVIL

APRON SLAB- SEE PLAN.

(SAME THICKNESS AND

REINFORCING AS ADJACENT

SERVICE BAY. SEE CIVIL

FOR SLOPE

1'-0"

0'-10"

8"

COORD. W/ DOOR MFR.

COMPACTED

SUBGRADE

FIN. FLR.-

SEE PLAN

SEE A/S1.2 FOR ADDITIONAL

INFORMATION

VERIFY WITH ARCH.EXTERIOR FACE OF METAL

BUILDING WALL GIRT (VERIFY

WITH ARCH.)

SECTION AT ROLL

UP DOOR

COL

COL

COL

C L

C L

C O

O R

D W

P

L A

N D

E P

T H

S

E E

S C

H E

D U

L E

FOOTING SIZE SEE SCHEDULE

0'-10"

COORD. WITH METAL

BUILDING MFR.

EQUAL EQUAL

VAPOR BARRIER- SEE NOTES

SUBGRADE

COMPACTED

TO…