MAXWELL-REDDIC KA N D A S S O C I A T E S

ENGINEERING &LAND SURVEYING

1221 MERCHANT WAYSUITE 201STATESBORO, GA 30458(912)489-7112 OFFICE(912)489-7125 FAX

11605 HAYNES BRIDGE RDSUITE 475ALPHARETTA, GA 30009(404)693-1618 OFFICE

GENERAL STRUCTURAL NOTES:

1. DEFINITIONS & ABBREVIATIONS:EOR = ENGINEER OF RECORDACI = AMERICAN CONCRETE INSTITUTEAISC = AMERICAN INSTITUTE OF STEEL CONSTRUCTIONLL = LIVE LOADDL = DEAD LOADEL. = ELEVATIONFF = FINISHED FLOOREQ. = EQUALPSI = POUNDS PER SQUARE INCHPSF = POUNDS PER SQUARE FOOTKSI = KIPS (1,000 LBS) PER SQUARE INCHKSF = 1,000 POUNDS PER SQUARE FOOTK = KIPS (1,000 LBS)MPD = MODIFIED PROCTOR DENSITY (ASTM D-1557)MIN. = MINIMUMFDN = FOUNDATIONWWF = WELDED WIRE FABRICBAR = REINFORCING BAR (DEFORMED)PL = PLATET/ = TOPB/ = BOTTOMCONN. = CONNECTIONCOL. = COLUMNCTR'D = CENTEREDPROJ. = PROJECTIONPSC = PRESTRESSED CONCRETE PILEFTG = FOOTINGO.C. = ON CENTERE.W. = EACH WAYCONC. = CONCRETEEMBED. = EMBEDDEDTHRD'D = THREADEDTYP. = TYPICALSTD. = STANDARDSTL. = STEELSTIFF. = STIFFENERW/ = WITHGR. = GRADEGALV. = GALVANIZED (HOT DIPPED U.N.O)F.S. = FAR SIDEN.S. = NEAR SIDEØ = DIAMETER∠ = ANGLEU.N.O. = UNLESS NOTED OTHERWISE

PSC = PRESTRESSED CONCRETE PILESREINF. = REINFORCEDB/C = BOLT PATTERN CENTER LINEKB = KNEE BRACEOPNG. = OPENINGTOS = TOP OF STEELTOJ = TOP OF JOISTM/R = MONORAILCCJ = CRACK CONTROL JOINT

2. DO NOT SCALE DRAWINGS. FOLLOW DIMENSIONS SHOWN ON PLAN OR OBTAINADDITIONAL INFORMATION.

3. CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO THE START OFCONSTRUCTION.

4. WHERE DETAIL OR SECTION IS SHOWN FOR ONE CONDITION, IT SHALL APPLY TOALL LIKE OR SIMILAR CONDITIONS.

5. THE USE OF REPRODUCTIONS OF CONTRACT DRAWINGS BY ANY CONTRACTOR,SUBCONTRACTOR, ERECTOR, FABRICATOR, OR MATERIAL SUPPLIER, IN LIEU OFPREPARATION OF SHOP DRAWINGS SIGNIFIES HIS ACCEPTANCE OF ALLINFORMATION SHOWN HEREIN AS CORRECT AND OBLIGATES HIMSELF TO ANYEXPENSE, REAL OR IMPLIED, ARISING DUE TO ANY ERRORS THAT MAY OCCURHEREIN.

6. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR UTILIZING PROPER SAFETYPRECAUTIONS DURING CONSTRUCTION.

7. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS, METHODS, TECHNIQUES,SEQUENCES, AND PROCEDURES NECESSARY TO COMPLETE THE WORKCONTAINED HEREIN.

8. CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OFANY TEMPORARY SHORING, BRACING, FRAMING, ETC. NECESSARY TO COMPLETETHE WORK SHOWN HEREIN.

9. WORK NOT INDICATED ON A PART OF THE DRAWING BUT REASONABLY IMPLIEDTO BE SIMILAR TO THAT SHOWN AT CORRESPONDING PLACES SHALL BE REPEATED.

10. THE DETAILS SHOWN AND DESIGNATED AS "TYPICAL DETAILS" APPLY GENERALLYTO THE DRAWINGS IN ALL AREAS WHERE CONDITIONS ARE SIMILAR TO THOSEDESCRIBED IN THE DETAILS U.N.O.

11. THE DETAILS IN THE CONTRACT DRAWINGS SHALL NOT BE REVISED BY THECONTRACTOR WITHOUT PRIOR WRITTEN APPROVAL OF THE EOR. WHENPERMITTED IN WRITING BY THE EOR, THE CONTRACTOR MAY SUBMIT AREVISED/ALTERNATE DESIGN ALONG WITH SUPPORTING CALCULATIONSPERFORMED BY A LICENSED/REGISTERED PROFESSIONAL ENGINEER FOR REVIEWAND APPROVAL BY THE EOR.

12. CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS AND DIMENSIONS ANDSHALL PRIOR TO DESIGN AND FABRICATION NOTIFY OWNER'S REPRESENTATIVE IFCONFLICT EXISTS.

13. CONTRACTOR SHALL COORDINATE CONSTRUCTION ACTIVITIES WITH OWNER TOAVOID INTERFERENCE WITH PLANT ACTIVITIES.

14. CONTRACTOR SHALL COORDINATE WITH OWNER REGARDING PROCUREMENT OFANY AND ALL REQUIRED PERMITS PRIOR TO CONSTRUCTION.

15. METHODS OF CONSTRUCTION SHALL CONFORM TO ALL APPLICABLE LOCAL,STATE AND FEDERAL LAWS AND ORDINANCES.

16. CONTRACTOR SHALL FIELD VERIFY ALL SIZES AND LOCATIONS OF ALLMECHANICAL AND ELECTRICAL OPENINGS AND EMBEDDED ITEMS WITH THEMECHANICAL AND ELECTRICAL EQUIPMENT DETAILS AND SHOP DRAWINGS.

DESIGN CRITERIA:

1. APPLICABLE CODES:A. BUILDING CODE..........................................................................................IBC 2012B. CONCRETE CODE...................................................................................ACI 318-14C. MASONRY CODE......................................................................................ACI530-11D. STRUCTURAL STEEL.......................................................................AISC 14TH EDITIONE. WELDING..............................................................................................AWS D1.1-04

2. DESIGN PHILOSOPHY:A. STRUCTURAL STEEL..............................................................................................ASDB. STRUCTURAL CONCRETE...................................................................................LRFDC. FOUNDATION BEARING.....................................................................................ASDD. COLD FORMED STEEL.........................................................................................ASD

3. PROJECT SITE LOCATION...............................................................NEW COLUMBIA, PA

4. GEOTECHNICAL ENGINEERING REPORT:A. "GEOTECHNICAL ENGINEERING REPORT "GAF PLANT 4 RENOVATIONS, NEW

COLUMBIA, PA" PREPARED BY TERRACON CONSULTANTS INC. JULY 27, 2016;TERRACON PROJECT NO: J6165095.

B. ALLOWABLE SOIL BEARING PRESSURE.....................................................4,000 PSFC. DESIGN SOIL BEARING PRESSURE.............................................................2,000 PSFD. COMPACTION................................................................95% MODIFIED PROCTOR

5. DEAD LOADS, PER ASCE 7-10:ROOFS (INSULATION, DECKING)..........................................................................5 PSFROOFS (MECHANICAL DUCT)..............................................................................4 PSFCEILINGS (SUSPENDED METAL LATH W/ GYP BOARD).....................................10 PSF

6. LIVE LOADS, PER ASCE 7-10:ROOF.....................................................................................................................20 PSF

7. WIND LOADING, PER ASCE 7-10 (N/A CONTAINED W/N ENCLOSED BLDG)BASIC WIND SPEED, V......................................................................................115 MPHUSE/OCCUPANCY CATEGORY..................................................................................IIIMPORTANCE FACTOR, I...........................................................................................1.0EXPOSURE CATEGORY................................................................................................CINTERNAL PRESSURE COEFF. ................................................................................±0.18FORCE COEFFICIENT, Cf ...........................................................................................2.0TOPOGRAPHIC FACTOR, Kzt ...................................................................................1.0DIRECTIONALITY FACTOR, Kd ................................................................................0.85GUST EFFECT FACTOR, G.........................................................................................0.85

8. SEISMIC LOADING, PER ASCE 7-10:OCCUPANCY CATEGORY...........................................................................................IIIMPORTANCE FACTOR............................................................................................1.0MAPPED SHORT SPECTRAL RESPONSE ACC., Ss .............................................0.123GMAPPED LONG SPECTRAL RESPONSE ACC., S1 ..............................................0.053GDESIGN SHORT SPECTRAL RESPONSE ACC., SDS ...........................................0.131GDESIGN LONG SPECTRAL RESPONSE ACC., SD1 .............................................0.084GPERIOD.....................................................................................................................6SECSITE SOIL CLASS (ASSUMED).........................................................................................DSEISMIC DESIGN CATEGORY......................................................................................BEQUIVALENT LATERAL FORCE PROCEDURE...................................................R = 4SEISMIC FORCE-RESISTING SYSTEM............................................LIGHT FRAMED

(COLD-FORMED STEEL) WALL SYSTEMS USING FLAT STRAP BRACING

9. SNOW LOADS: (N/A CONTAINED W/N ENCLOSED BLDG)GROUND SNOW LOAD (PER CENTRAL KEYSTONE COG)................................35 PSF

EXISTING CONSTRUCTION:

1. DIMENSIONS INDICATED RELATIVE TO EXISTING STRUCTURES ARE APPROXIMATE ANDSHALL BE FIELD VERIFIED PRIOR TO CONSTRUCTION OR MATERIAL PURCHASE.CONTRACTOR SHALL NOTIFY EOR IN WRITING OF DISCREPANCIES.

2. BEFORE PROCEEDING WITH ANY WORK WITHIN THE EXISTING STRUCTURE, THECONTRACTOR SHALL FAMILIARIZE HIMSELF WITH THE EXISTING STRUCTURAL AND OTHERCONDITIONS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE ALLNECESSARY BRACING, SHORING AND OTHER SAFEGUARDS TO MAINTAIN ALL PARTSOF THE EXISTING WORK IN A SAFE CONDITION DURING THE PROCESS OF DEMOLITIONAND CONSTRUCTION AND TO PROTECT FROM DAMAGE THOSE PORTIONS OF THEEXISTING WORK WHICH ARE TO REMAIN.

3. THE CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS, ELEVATIONS, ETC.,NECESSARY FOR THE PROPER CONSTRUCTION AND ALIGNMENT OF THE NEWPORTIONS OF THE WORK TO THE EXISTING WORK. THE CONTRACTOR SHALL MAKE ALLFIELD MEASUREMENTS NECESSARY FOR THE COMPLETE DETAILING, FABRICATION, ANDERECTION OF ALL STRUCTURAL MEMBERS. ANY DISCREPANCY NOTED BETWEENASSUMPTIONS MADE ON THE DRAWINGS OF EXISTING FEATURES AND THE ACTUALCONDITIONS SHALL BE BROUGHT TO THE ATTENTION OF THE EOR. ALL DIMENSIONSOBTAINED IN FIELD AND USED AS A BASIS OF DETAILING SHALL BE CLEARLY INDICATEDON THE SHOP DRAWINGS.

4. WHERE WELDING TO AND WITHIN THE EXISTING STRUCTURE IS REQUIRED, CONTRACTORSHALL TAKE ALL NECESSARY PRECAUTIONS TO AVOID FIRE HAZARDS AND STRUCTURALLIQUEFACTION DURING WELDING AS NECESSARY AND IN ACCORDANCE WITH LOCALBUILDING CODES AND OSHA REGULATIONS. SAFETY PRECAUTIONS SHALL INCLUDE,BUT NOT BE LIMITED TO, THE REMOVAL AND/OR PROTECTION OF EXISTINGCOMBUSTIBLE MATERIALS. THE CONTRACTOR SHALL NOT LEAVE THE SITE EACH DAYUNTIL SATISFIED THAT NO FIRE HAZARDS EXIST.

STRUCTURAL STEEL:

1. ALL WIDE FLANGE STEEL SHAPES INCLUDING WT'S SHALL BE FABRICATED USING ASTM A992GRADE 50 STRUCTURAL STEEL MATERIAL. HSS SHALL BE A500 GRADE B/C. ALL OTHER SHAPES,PLATES, BARS, ETC., SHALL BE ASTM A36.

2. STRUCTURAL FRAMING CONNECTIONS NOT SHOWN SHALL BE DESIGNED BY A LICENSEDENGINEER RETAINED BY THE FABRICATOR. DESIGN CALCULATIONS SHALL BE SUBMITTED TOTHE EOR FOR REVIEW AND APPROVAL ALONG WITH THE FABRICATOR'S SHOP DRAWINGS.

3. ALL BOLTED CONNECTIONS SHALL BE MADE PRE-TENSIONED JOINT TYPE WITH 3/4" DIAMETER(MIN.) ASTM A325X HIGH STRENGTH BOLTS WITH LOAD INDICATOR WASHERS OR LOADINDICATOR BOLTS INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS UNLESS NOTEDOTHERWISE. NUTS SHALL CONFORM TO ASTM A563 AND WASHERS TO ASTM F436.

4. ALL HIGH STRENGTH BOLTED CONNECTIONS SHALL BE INSTALLED AND TIGHTENED BYTURN-OF-THE-NUT METHOD AS PROVIDED IN AISC SPECIFICATIONS FOR STRUCTURAL JOINTSUSING ASTM A325 OR A490 BOLTS UNLESS NOTED OTHERWISE.

5. WHEN CONNECTIONS REQUIRE FIELD PREPARATION OF BOLT HOLES, THE HOLES SHALL BEDRILLED OR PUNCHED, AND THE DIAMETER OF THE BOLT HOLES SHALL BE 1/16 INCH GREATERTHAN THE NOMINAL BOLT DIAMETER UNLESS NOTED OTHERWISE.

6. STEEL FRAMING, INCLUDING BOLTED AND WELDED CONNECTIONS, BRACING, ANDANCHORAGES SHALL BE COMPLETE AND PLUMB PRIOR TO PLACEMENT OF FLOOR DOORSAND EQUIPMENT.

7. TOP OF STEEL ELEVATIONS SHOWN ON FRAMING PLANS ARE MEASURED FROM FINISHEDFLOOR UNLESS NOTED OTHERWISE.

8. ALL STEEL DESIGN, FABRICATION AND CONSTRUCTION SHALL COMPLY WITH THE 14th EDITIONAISC MANUAL OF STEEL CONSTRUCTION.

9. ALL FABRICATIONS SHALL COMPLY WITH “CODE OF STANDARD PRACTICE FOR STEELBUILDINGS AND BRIDGES”, LATEST EDITIONS, AS PUBLISHED BY THE AISC.

10. DO NOT FIELD CUT ANY STRUCTURAL STEEL WITHOUT PRIOR REVIEW AND ACCEPTANCE OFTHE ENGINEER.

11. NO SHOP SPLICE OR OTHER CONNECTION WILL BE PERMITTED UNLESS THAT SPLICE ORCONNECTION IS SHOWN ON THE SHOP DRAWINGS AND REVIEWED BY THE ENGINEER.

LOAD BEARING WALLS:

1. WALLS ARE DESIGNED AS “UN-RESTRAINED”; THEREFORE WALLS MUST BE KEPT BRACEDUNTIL ALL HORIZONTAL FRAMING & STRAP BRACING HAS BEEN INSTALLED.

2. POST INSTALLED ANCHOR RODS SHALL BE INSTALLED IN ACCORDANCE WITHMANUFACTURER'S RECOMMENDATIONS, SPECIFICATIONS, & INSTRUCTIONS.

CONCRETE:

1. ALL REINFORCED CONCRETE DESIGN, FABRICATION, AND CONSTRUCTION SHALLCOMPLY WITH ACI 318-11 AND ACI 350 FOR ENVIRONMENTAL STRUCTURES(CONTAINMENT SLABS).

2. CONCRETE SHALL BE NORMAL WEIGHT, TYPE II, WITH 28 DAY COMPRESSIVE STRENGTHf'c = 4,000 PSI U.N.O.; COARSE AGGREGATE MAX. NOMINAL SIZE = 3/4" U.N.O.; WATER/CEMENT RATIO BY WEIGHT NOT TO EXCEED 0.45; AIR ENTRAINED = 5% (±1%); 1.5 - 3INCH SLUMP. CALCIUM CHLORIDE AND/OR ADMIXTURES CONTAINING CALCIUMCHLORIDE SHALL NOT BE USED IN CONCRETE.

3. ADD CONCRETE PLASTICITY ADMIXTURE FOR EASIER WORK ABILITY AT PLACEMENT ANDIMPROVED WATER TIGHTNESS AND STRENGTH OF LOW SLUMP CONCRETE.

4. CURE CONCRETE PER SPECIFICATIONS.

5. ALLOW NO MORE THAN 30 MINUTES BETWEEN TRUCKS DURING PLACEMENT.

6. REINFORCING STEEL SHALL BE DEFORMED BARS MEETING THE LATEST REQUIREMENTS OFASTM A615, GR60. ANY REINFORCING STEEL TO BE WELDED SHALL BE ASTM A706DEFORMED BARS.

7. ALL WELDING OF REINFORCING STEEL SHALL COMPLY WITH AMERICAN WELDINGSOCIETY (AWS) D1.4-98. ALL WELDS SHALL BE MADE USING LOW HYDROGEN E60ELECTRODES. FIELD WELDING OF REINFORCEMENT IS PROHIBITED.

8. TEST CYLINDERS SHALL BE MADE AND TESTED AS OUTLINED IN ACI 301.

9. SECONDARY REINFORCING STEEL SHALL BE ADDED AS REQUIRED TO POSITION ANDSUPPORT PRIMARY REINFORCING. SECONDARY REINFORCING IS SUBJECT TO THE SAMEREQUIREMENTS OF CONCRETE COVER AS PRIMARY REINFORCING.

10. CLEAR CONCRETE COVER FOR REINFORCING STEEL SHALL BE 3" FOR CONCRETEPLACED AGAINST EARTH AND 2" OTHERWISE. STEEL CHAIRS SHALL BE USED FORSUPPORTING BOTTOM BARS AND MAINTAINING CLEAR CONCRETE COVER AT BASE;.

11. CONCRETE SHALL CURE MINIMUM 7 DAYS PRIOR TO ERECTING WALLS. IF WALLS MUST BEERECTED PRIOR TO THIS, CYLINDERS SHALL BE TESTED TO ENSURE THAT THE STRENGTH IS AMINIMUM OF 3,000 PSI.

12. CONCRETE SHALL CURE MINIMUM 7 DAYS PRIOR TO DRILLING FOR INSTALLATION OFPOST INSTALLED ANCHORS. CONCRETE SHALL CURE MINIMUM OF 21 DAYS PRIOR TOAPPLYING FULL DESIGN LOADS.

13. MINIMUM REBAR TENSION LAP SPLICE LENGTHS:

14. CHAMFER ALL PROJECTING CORNERS OF CONCRETE WITH 1"x45° CHAMFER, U.N.O.

15. WHERE NEW CONCRETE IS PLACED AGAINST EXISTING, ROUGHEN CONCRETE SURFACE.CLEAN AND APPLY SUITABLE BONDING AGENT U.N.O.

16. CONTRACTOR SHALL ENSURE THAT EXISTING FOUNDATIONS AND PAVEMENTS AREADEQUATELY PROTECTED FROM UNDERMINING AND INSTABILITY DUE TO ADJACENTEXCAVATION FOR NEW FOOTINGS. PROVIDE ADEQUATE BRACING/SHORING TOPREVENT DAMAGE TO EXISTING AND NEW FOUNDATIONS AS NECESSARY.

17. CONTRACTOR SHALL REMOVE PREVIOUSLY PLACED UNCONTROLLED FILL FROMBENEATH THE EXISTING FLOOR SLAB AND RE-COMPACT IN ACCORDANCE WITH THEGEOTECHNICAL REPORT.

18. SUBGRADE SHALL BE SUITABLE (I.E. FREE OF ROOTS, DELETERIOUS MATERIALS, ETC.)SUBGRADE MATERIAL COMPACTED TO 95% MPD TO SUPPORT FOUNDATION AND SLABCONCRETE.

19. ALL DETAILING, FABRICATION, AND PLACING OF REINFORCING STEEL SHALL CONFORMTO THE MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETESTRUCTURES (ACI-SP-66).

20.CONCRETE FINISHES:

A. FLOOR SLABS SHALL BE SLOPED TO DRAIN AS SHOWN ON THE DRAWINGS. ALL SLABSSHALL BE SCREED AND FLOATED WITH STRAIGHT EDGES TO BRING THE SURFACES TOTHE REQUIRED FINISH ELEVATIONS WITH NO COARSE AGGREGATE VISIBLE. FLOATINGSHALL LEAVE THE SURFACE OPEN AND SHALL NOT PRODUCE A SLICK-TIGHT SURFACE.DUSTING WITH ANY MATERIAL TO ABSORB SURFACE WATER IS PROHIBITED.

B. U.N.O. THE FINAL FINISH FOR ALL EXPOSED SLABS SHALL CONFORM TO THEFOLLOWING: U.N.O. HORIZONTAL CONCRETE SURFACES SHALL HAVE A TROWELFINISH AND FINISHED WITH MINIMUM FF25/FL20 (SEE SPECIFICATION SECTION 03 3000); APPLY LAPIDOLITH FLOOR SEALER IN ACCORDANCE WITH MANUFACTURER'SSPECIFICATIONS.

C. IMMEDIATELY AFTER FORMS ARE REMOVED, FILL ALL HONEYCOMB DEPRESSIONS OROTHER VOIDS TO OBTAIN STRAIGHT, FLUSH SURFACE.

D. EXPOSED VERTICAL SURFACES SHALL HAVE ALL THE HOLES AND SURFACEIMPERFECTIONS CORRECTED WITH GROUT AND RUBBED SMOOTH.

18. REFER TO SPECIFICATION SECTIONS 03 30 00 AND 03 62 00 FOR ADDITIONALINFORMATION.

STRUCTURAL STEEL:

12. ALL FASTENERS SHALL CONSIST OF ONE BOLT,ONE LOAD INDICATOR WASHER, ONEHARDENED WASHER, AND ONE NUT. NO SLOTTED HOLES OR ARE ALLOWED UNLESSINDICATED ON SECTIONS AND DETAILS.

13. AFTER ALL FIELD WELDING IS COMPLETED, WELDS SHALL BE CLEANED OF ALLWELDING SPOILS AND RE-PRIMED AND PAINTED. SEE NOTES THIS SHEET FOR REQUIREDCOATINGS.

14. WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS. PROOF OF CERTIFICATIONFOR EACH WELDER PERFORMING FIELD WELDING SHALL BE AVAILABLE AT THE JOBSITE. ALL WELDERS SHALL HAVE BEEN CERTIFIED WITHIN THE PREVIOUS 12 MONTHS INACCORDANCE WITH SPECIFICATION REQUIREMENTS.

15. WELDING ELECTRODES USED FOR FIELD CONNECTIONS SHALL CONFORM TO AWSA5.1, CLASS E70XX UNLESS NOTED OTHERWISE ON THE DRAWINGS. WELDINGELECTRODES USED FOR CONNECTIONS SHALL CONFORM TO AWS A5.1. MINIMUMELECTRODE TENSILE STRENGTH OF 70 KSI, UNLESS NOTED OTHERWISE ON THEDRAWINGS.

16. ALL WELDING SHALL COMPLY WITH THE AMERICAN WELDING SOCIETY STRUCTURALWELDING CODE AWS D1.1-10. ALL WELDS SHALL BE MADE USING LOW HYDROGENE70 ELECTRODES.

17. ALL LOADS SHOWN ON BRACING, BEAM CONNECTIONS, AND COLUMN SPLICESARE DESIGN LOADS. (NO FURTHER ALLOWABLE STRESS INCREASE OR LOADREDUCTION SHOULD BE CONSIDERED).

18. WORKING POINTS FOR BRACING CONNECTIONS SHALL BE AS SHOWN ON THEDRAWINGS.

19. THICKNESS OF SHEAR TAB, GUSSET, AND STIFFENER PLATES, IF NOT CALLED FOR ONTHE DRAWINGS, SHALL BE 3/8" MINIMUM.

20. SLIP CRITICAL CONNECTIONS SHALL BE INDICATED ON ERECTION DRAWINGS.21. SLIP CRITICAL CONNECTIONS SHALL HAVE CLASS A SURFACE CONDITIONS -

UNPAINTED MILL SCALE SURFACES OR BLAST-CLEANED SURFACES WITH CLASS ACOATINGS.

22. SLIP CRITICAL CONNECTIONS ON GALVANIZED STEEL SHALL BE SCORED BY A WIREBRUSH IN THE FIELD PRIOR TO ASSEMBLY. ERECTION DRAWINGS SHALL INDICATEWHICH CONNECTIONS WILL BE SCORED.

23. UNLESS SPECIFICALLY NOTED ON THE DRAWINGS, SHOP CONNECTIONS MAY BEASSEMBLED BE EITHER BOLTING OR WELDING. BOLTED SHOP CONNECTIONS OFGALVANIZED STEEL SHALL BE SHOP ASSEMBLED AFTER GALVANIZING.

24. BRACING CONNECTIONS SHALL HAVE 2 BOLTS MINIMUM FOR ANGLE BRACING AND4 BOLTS MINIMUM FOR STRUCTURAL TEE AND WIDE FLANGE BRACING UNLESS NOTEDOTHERWISE IN DRAWINGS. LAP CONNECTED MEMBERS MINIMUM 6 INCHES.

25. WHEN CONNECTION DETAILS OR DESIGN VALUES ARE NOT SHOWN ON THEDRAWINGS, THE CONNECTION SHALL BE DESIGNED AS BOLTED AS PER A. OR B., ORWELDED PER C., AS FOLLOWS:

A. BEAMS SHALL BE DETAILED FOR A CONNECTION CAPACITY (BASED ON BEAMLENGTH) EQUAL TO OR GREATER THAN ONE-HALF THE LOADS INDICATED IN THEAISC 14th EDITION MANUAL FOR STEEL CONSTRUCTION TABLES. IN NO CASESHALL THE CONNECTION CAPACITY BE LESS THAN THAT OF THE STANDARDCONNECTION SHOWN IN THE STANDARD SIMPLE BEAM CONNECTIONS CHART.

B. BRACING CONNECTIONS SHALL NORMALLY BE DETAILED AND THE DETAIL SHALLINDICATE THE REQUIRED NUMBER OF BOLTS AND SIZE OF GUSSET PLATES.HOWEVER, IN THE CASE WHERE LOAD OR DETAIL INFORMATION IS NOT SHOWN,DETAILER SHALL SIZE THE BRACING CONNECTION TO DEVELOP THE TENSILECAPACITY OF THE MEMBER BASED ON A TENSILE AREA EQUAL TO THECONNECTED PART PLUS ONE-HALF OF THE UNCONNECTED PART.

C. IN LIEU OF BOLTED CONNECTIONS EQUIVALENT STRENGTH SEAL WELD SATISFYINGSTRENGTH REQUIREMENTS OF A. OR B. ABOVE AS APPLICABLE.

26. FILLET WELDS NOT CALLED OUT ON THE DRAWINGS SHALL BE MINIMUM AS SHOWN INTHE MINIMUM SIZE OF FILLET WELD CHART THIS SHEET.

27. UNLESS SPECIFIED OTHERWISE BY OWNER, ALL STRUCTURAL STEEL SHAPES AND PLATESSHALL BE COATED AS FOLLOWS:

A. EXTERIOR APPLICATIONS: REMOVE ALL MILL SCALE; PREPARE FOR HOT DIPPEDGALVANIZING; HOT DIP GALVANIZE ALL SHAPES, PLATES, PARTS, ETC.; ALL POSTGALVANIZED DEFECTS, WELDS, ETC. SHALL BE TOUCHED UP WITH A COLD ZINC RICHGALVANIZING COMPOUND.

B. INTERIOR APPLICATIONS. (NEW STRUCTURAL STEEL, LIGHT INDUSTRIAL)1. SURFACE PREPARATION.............SSPC-SP3 POWER TOOL CLEANING2. PRIMERa. MATERIAL..............................................KEM KROMIK #B50Z SERIESb. NUMBER OF APPLICATIONS...........................................................2c. APPLICATION THICKNESS (MIN.).............................3.0 MILS/COATd. COLOR........................................................................................RED3. TOP COAT (NONE)

REBARSIZE

TENSION LAP SPLICELENGTH (IN.) CLASS B

OTHER BAR TOP BAR

#4 16 20

#5 19 24

#6 22 29

#7 37 48

#8 47 60

FOUNDATIONS:

1. ALLOWABLE BEARING PRESSURE OF SLAB ON GRADE AREAS SHALL BE VERIFIEDBY FIELD TESTING IN ACCORDANCE WITH REQUIREMENTS OF THE PROJECTSPECIFICATIONS.

2. ALL SLAB ON GRADE AREAS SHALL BEAR ON SUBGRADE COMPACTED TO AMINIMUM 95% ASTM D-1557 UNLESS MORE STRINGENT REQUIREMENTS AREINDICATED IN PROJECT SPECIFICATIONS.

3. ALL WATER SOFTENED SOILS IN FOUNDATION EXCAVATIONS SHALL BE REMOVEDPRIOR TO POURING CONCRETE. FILL OVER-EXCAVATED LIMITS WITHCOMPACTED STRUCTURAL FILL OR ADDITIONAL CONCRETE.

4. ALL BOTTOM REINFORCING IN FOOTINGS AND THICKENED SLABS SHALL BESUPPORTED WITH WHOLE CONCRETE BRICKS OR PREFABRICATED ALL PLASTICCHAIR SUPPORT AT MAXIMUM 48" O.C. BAR SUPPORTS SHALL BE POSITIONED TOMAINTAIN NO LESS THAN 3" CLEAR TO BOTTOM OF LOWEST REINFORCING BAR.

5. ALL FOOTING, PIER AND OTHER FOUNDATION TYPE REINFORCING SHALL BE TIEDIN PLACE PRIOR TO POURING CONCRETE.

6. WHERE UNDERGROUND PLUMBING AND/OR UTILITY PIPES NEED TO BE SET AT ANELEVATION SUCH THAT THE PIPES WILL OCCUR IN A ZONE BELOW TOP OF WALLFOOTINGS TO A DEPTH OF 24 INCHES BELOW THE BOTTOM OF WALL FOOTINGS(BASED ON FOOTING ELEVATIONS SHOWN ON FOUNDATION PLANS), PROVIDEA VERTICAL STEP (OR STEPS) IN THE WALL FOOTING (PER TYP. DETAIL ON SHEETS5.1) AS REQUIRED TO PROVIDE CLEARANCES FOR LINE TO PASS OVER THE TOPOF THE FOOTING PER THE TYPICAL DETAIL UNLESS OTHERWISE SPECIFIED.COORDINATE LOCATIONS, SIZES, AND INVERTS WITH PLUMBING DRAWINGS.

7. PROVIDE 1/4" PREMOLDED EXPANSION JOINT FILLER AROUND PERIMETER OFSLABS WHERE THEY ABUT VERTICAL WALL SURFACES AND AT COLUMNISOLATION JOINTS AS DETAILED.

8. 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.

9. CONSTRUCTION JOINTS IN WALL FOOTINGS SHALL BE FORMED VERTICALLY WITHMINIMUM 2'-0" LAP HORIZONTAL REINFORCING.

10. WHERE FINISHED GRADES DIFFER ON OPPOSITE SIDES OF FOUNDATION WALLS,PROVIDE TEMPORARY BRACING AT TOP OF WALL TO PREVENT LATERALMOVEMENT UNTIL ALL ADJACENT FILLING, COMPACTION, FLOOR SLABS, WALLS,AND FRAMING AT NEXT LEVEL IS COMPLETED.

11. CAPILLARY BARRIER BELOW FLOOR SLABS SHALL CONSIST OF 4" THICK LAYER OFCOMPACTED CLEAN SAND FILL WITH MAXIMUM 5% FINES (MAXIMUM 5%PASSING #200 SIEVE) OR APPROVED CRUSHED STONE.

MINIMUM SIZE OF FILLET WELDS(AISC TABLE J2.4)

MATERIAL THICKNESS OF THINNER PARTJOINED (IN.)

MINIMUM THICKNESS OF FILLETWELD (IN.)

TO 1/4" INCLUSIVE 1/8"

OVER 1/4" TO 1/2" 3/16"

OVER 1/2" TO 3/4" 1/4"

OVER 3/4" 5/16"

SUBMITTALS:

1. ALL SUBMITTALS SHALL BE PREPARED IN ELECTRONIC PORTABLE DOCUMENT FILE(PDF) FORMAT. SUBMIT ELECTRONIC SHOP DRAWINGS ON SHEETS AT LEAST 8-1/2X 11 INCHES (215 X 280 mm) BUT NO LARGER THAN 30 X 42 inches (750 X 1067mm), WITH SUFFICIENT RESOLUTION THAT ALL ITEMS CAN BE CLEARLY IDENTIFIED.

2. SUBMITTALS WILL BE REVIEWED AND ANNOTATED ELECTRONICALLY BY THEENGINEER AND RETURNED AS PDF ELECTRONIC FILES TO THE CONTRACTOR.

3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE ARCHITECT ATTHEIR REQUEST WITH PRINTED COPIES INCLUDING ALL MARKS AND NOTES OFREVIEWED SHOP DRAWINGS.

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.

2. NUMBER AND LOCATION OF BRIDGING LINES SHOWN ON CONTRACT DRAWINGS, IF ANY, IS MINIMUM. STEELJOIST MANUFACTURER SHALL PROVIDE ADDITIONAL BRIDGING ROWS AS REQUIRED TO MEET STEEL JOISTINSTITUTE REQUIREMENTS AND LATEST OSHA REGULATIONS.

3. STEEL JOIST MANUFACTURER SHALL HAVE SOLE RESPONSIBILITY FOR FABRICATION, AND DETAILING OF ALLSTEEL JOIST COMPONENTS TO MEET LATEST OSHA REQUIREMENTS.

4. THE JOIST MANUFACTURER SHALL SUBMIT CALCULATIONS FOR ALL SPECIAL JOISTS TO THE DESIGNPROFESSIONAL FOR APPROVAL PRIOR TO FABRICATION. THESE CALCULATIONS SHALL BEAR THE SIGNED ANDDATED SEAL OF THE PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE JOISTS ARE MANUFACTURED.

5. WHERE TWO JOISTS BEAR ON A BEAM WITH A 4" WIDE FLANGE, JOISTS SHALL BE DESIGNED TO CARRY THEDESIGN LOAD WITH A BEARING OF 1 7/8". JOISTS TO BE WELDED ALL-AROUND AND WELDED TO EACH OTHERWHEN MINIMUM BEARING OF 1 7/8" IS USED.

6. STEEL JOISTS SHALL NOT BE MODIFIED WITHOUT THE APPROVAL OF THE DESIGN PROFESSIONAL.7. NO PIPING, DUCTS, CONDUITS OR ANY OTHER MECHANICAL OR ELECTRICAL COMPONENT SHALL BE

SUSPENDED FROM JOIST BRIDGING.8. 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 CONTINUOUSSTRAIGHT RUN WHERE INDICATED IN MECHANICAL DRAWINGS. COORDINATE NUMBER, SIZE, & LOCATIONWITH MECH.

9. SEE MECHANICAL FOR DUCTS TO BE ROUTED IN BETWEEN AND PARALLEL TO JOISTS WITH DUCTS RUNNINGABOVE THE BOTTOM CHORD ELEVATION WITHIN THE PLANE OF THE JOIST. WHERE BOLTED DIAGONALBRIDGING IS REQUIRED FOR THE JOIST, JOIST MFR. SHALL DESIGN AND DETAIL TEMPORARY REMOVABLEDIAGONAL BRIDGING IN ADDITION TO INSTALLING PERMANENT HORIZONTAL BRIDGING IN THOSE INSTANCES.AFTER ROOF DECK IS INSTALLED AND SECURED TO JOISTS REMOVE TEMPORARY DIAGONAL BRIDGING ANDLEAVE PERMANENT HORIZONTAL BRIDGING IN PLACE. INDICATE IN JOIST SHOP DRAWINGS. COORDINATEWITH MECHANICAL FOR ALL REQUIRED DUCT LOCATIONS, ETC.

SPECIAL STRUCTURAL INSPECTIONS:

A. SPECIAL INSPECTIONS

1. SPECIAL STRUCTURAL TESTS AND INSPECTIONS SHALL BE PERFORMED ON THIS PROJECT IN ACCORDANCEWITH 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 THECONTRACTOR AND APPROVED BY THE EOR WHICH MEETS ALL OF THE REQUIREMENTS FOR APPROVALINDICATED IN IBC 2012 SECTION 1704. SPECIAL INSPECTORS SHALL BE QUALIFIED PERSONS WHO SHALLDEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL, FOR INSPECTION OF THEPARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION.

3. THE CONTRACTOR SHALL COORDINATE THE INSPECTION SERVICES IN ACCORDANCE WITH THE PROGRESSOF WORK. THE CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE TO THE INSPECTOR TO ALLOW PROPERSCHEDULING OF PERSONNEL.

4. THE COSTS OF THE SPECIAL INSPECTOR'S SERVICES SHALL BE PAID FOR BY THE CONTRACTOR, COSTS OFINSPECTION SERVICES WHICH ARE EXEMPTED UNDER CHAPTER 17 AND SPECIFIED IN THE PROJECTSPECIFICATIONS, SHALL BE PAID FOR BY THE CONTRACTOR.

B. REPORTS:

1. SPECIAL INSPECTORS SHALL KEEP A RECORD OF ALL INSPECTIONS PERFORMED. COPIES OF ALLINSPECTIONS SHALL BE FURNISHED TO THE BUILDING OFFICIAL, THE ARCHITECT, AND THE EOR W/N 48HOURS OF THE INSPECTION.

2. REPORTS SHALL INDICATE THAT THE WORK WAS PERFORMED AND CONSTRUCTED IN ACCORDANCE WITHTHE CONTRACT DOCUMENTS. WORK WHICH DOES NOT CONFORM TO THE CONTRACT DOCUMENTSSHALL BE IDENTIFIED IN THE REPORT AND SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THECONTRACTOR.

3. A FINAL REPORT OF INSPECTIONS DOCUMENTING REQUIRED SPECIAL INSPECTIONS INCLUDING ANYDISCREPANCIES NOTED IN THE INSPECTIONS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL, THEARCHITECT, AND THE EOR PRIOR TO COMPLETION OF THE STRUCTURAL SYSTEMS BUT AT A FREQUENCY NOTTO EXCEED 60 DAYS.

CONCRETE MASONRY:

1. REINFORCED WALLS, PIERS, AND PILASTERS, SHALL BE FILLED IN MAXIMUM 8'-0" LIFTS. FILL SHALL BEMECHANICALLY MIXED (ASTM C476) GROUT WITH MAXIMUM ½" DIA. AGGREGATE AND SHALL DEVELOP NOTLESS THAN 2,500 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 A MINIMUM OF 48 DIAMETERS BUT NOT

LESS THAN 2'-6".5. 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 REMOVEALL 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 BEDISCONTINUOUS 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 MASONRYSTRUCTURES (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 REINFORCINGBARS WHICH ARE SHOWN TO BE HOOKED OR BENT. ALL REINFORCING DOWELS FROM FOUNDATIONS SHALLMATCH VERTICAL REINFORCING, SIZE AND SPACING INDICATED FOR CONSTRUCTION OF WALL OVER. ALLDOWELS SHALL HAVE STANDARD 90 DEGREE HOOKS (MINIMUM 6").

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 ATCONTROL JOINTS.

10. PROVIDE CMU CONTROL JOINTS WHERE INDICATED ON STRUCTURAL DRAWINGS WITH ADDITIONAL JOINTSSUCH THAT THE SPACING BETWEEN JOINTS DOES NOT EXCEED A SPACING OF 3 TIMES THE WALL HEIGHT (30'-0"MAX.) AS DIRECTED BY ENGINEER. WHERE BEAMS OR LINTELS BEAR AT CMU CONTROL JOINTS, OFFSET JOINTAND LAP THE VERTICAL REINFORCING AS INDICATED. IN NO CASE SHALL CONTROL JOINTS BE INSTALLED INLINTELS, THROUGH OPENINGS IN MASONRY WALLS, OR WITHIN 16" BEARING OF STRUCTURAL MEMBER.

Xref N:\COMMERCIAL\2016\16023 - GAF\003 CONSTRUCTION DOCS\XR - 16023 - BASE.dwg

HANDS ON LAB/ BREAKROOMAREA (AREA 1)

TOP LAB AREA(AREA 2)

MAXWELL-REDDIC KA N D A S S O C I A T E S

ENGINEERING &LAND SURVEYING

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11605 HAYNES BRIDGE RDSUITE 475ALPHARETTA, GA 30009(404)693-1618 OFFICE

OVERALL KEY PLANSCALE: 1/32" = 1'-0"

N

118'-6 1/2"

47'-3 1/2"

4'-0"

2'-0

"

4'-6"

4'-6

"

U

T

S

R

33'-3 1/2"

55'-1

0"

2'-1

0 3/

4"

3'-6"3'-6

"

1'-5 3/4"

MAXWELL-REDDIC KA N D A S S O C I A T E S

ENGINEERING &LAND SURVEYING

1221 MERCHANT WAYSUITE 201STATESBORO, GA 30458(912)489-7112 OFFICE(912)489-7125 FAX

11605 HAYNES BRIDGE RDSUITE 475ALPHARETTA, GA 30009(404)693-1618 OFFICE

HANDS ON LAB/ BREAKROOM AREA DEMOLITION PLANSCALE: 1/8" = 1'-0" N

TPO LAB AREA DEMOLITION PLANSCALE: 1/8" = 1'-0"

BS5.0

BS5.0

BS5.0

BS5.0

44'-9

1/2

"

114'-0 1/2"12'-0"7'-0"

12'-0

"9'

-6"

12'-0"7'-0"

9'-6

"12

'-0"

FLAT STRAP BRACING, TYP.

FS5.0

FS5.0

FS5.0

FS5.0

FS5.0

FS5.0

FS5.0

FRAMED WINDOWOPENING, SEE ARCH; TYP.

FRAMED WALK DOOROPENING, SEE ARCH; TYP.

FRAMED ROLL UP DOOROPENING, SEE ARCH.

WALL DIM. TO CL.WALL, TYP.

DIM. LINE INDICATES LENGTHOF BRACED WALL, TYP.

5'-0"HSS6x

6x1 4

5'-0"

GS5.1

PARTITION WALL, TYP.

LOAD BEARINGPERIMETER WALL, TYP.

ISOLATION JOINT @ EA.EXIST. BLDG. COL., TYP.(SEE C/S5.2)

BARS @ RE-ENTRANTCORNERS, TYP.(SEE D/S5.2)

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

CRACK CONTROL JOINT, TYP. (SEE E/S5.2)*DO NOT LOCATE W/N 3' OF SHEAR WALL END.

CJ

CJ

CJ

HSS6x

6x1 4HSS6x6x14

PIPE BOLLARD, TYP. OF4; (SEE F/S5.2)

CJ

FS5.0

AS5.0

U

T

S

R

AS5.0

AS5.0

AS5.0

52'-1

1 1/

4"

31'-4 3/4"

5'-9

"3'

-0"

3'-0

"2'

-0"

10'-0"2'-0"

5'-9"2'-0"12'-0"

12'-0

"9'

-6"

3'-6

"5'

-3"

FLAT STRAP BRACING, TYP.

FRAMED WINDOWOPENING, SEE ARCH; TYP.

FRAMED WALK DOOROPENING, SEE ARCH; TYP.

WALL DIM. TO CL.WALL, TYP.

DIM. LINE INDICATES LENGTHOF BRACED WALL, TYP.

FS5.0

FS5.0

FS5.0

FS5.0

FS5.0

FS5.0

FS5.0

FS5.0

FS5.0

FS5.0

FS5.0

3'-0

"

PARTITION WALL, TYP.

LOAD BEARINGPERIMETER WALL, TYP.

BARS @ RE-ENTRANTCORNERS, TYP.(SEE D/S5.2)

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CRACK CONTROL JOINT, TYP. (SEE E/S5.2)*DO NOT LOCATE W/N 3' OF SHEAR WALL END.

CJ

CJ

CJ

ISOLATION JOINT @ EA.EXIST. BLDG. COL., TYP.(SEE C/S5.2)

MAXWELL-REDDIC KA N D A S S O C I A T E S

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11605 HAYNES BRIDGE RDSUITE 475ALPHARETTA, GA 30009(404)693-1618 OFFICE

HANDS ON LAB/ BREAKROOM AREA FOUNDATION/WALL LAYOUT PLAN @ 0'-0"SCALE: 1/8" = 1'-0" N

TPO LAB AREA FOUNDATION/WALL LAYOUT PLAN @ 0'-0"SCALE: 1/8" = 1'-0"

SPANDIRECTION

RD-1

DS6.0

J2

4'-6 1/2"

J2 J2 J2 J2 J2 J2 J2 J2 J2 J2 J2 J2J2 J2 J2 J2 J2J2 J2 J2 J2

5'-0" 5'-0" 5'-0" 5'-0" 5'-0" 5'-0" 5'-0" 5'-0" 5'-0" 5'-0" 5'-0" 5'-0" 5'-0" 5'-0" 5'-0" 5'-0" 5'-0" 5'-0" 5'-0" 5'-0" 5'-0" 4'-6"

114'-0 1/2"

44'-1

0 1/

2"

CS5.1

DS5.1

CS5.1JOIST BEARS ON HSS WALL HEADER

JOIST DESIGNATION, SEESCHEDULE THIS SHEET.

PARTITION WALL(BELOW), TYP.(SEE E&F/S5.1)

APPROX. LOCATION OF EXIST. BLDG COL.;CONTRACTOR TO FIELD VERIFY - ADJUST JOIST

SPACING AS REQ'D TO AVOID CONFLICT W/EXIST. COL. MAINTAIN C-C SPACING.

U

T

S

R

BS5.1

J1

SPAN

DIREC

TION

RD-1J1

J1

J1

J1

J1

J1

J1

J1

J1

5'-0

"5'

-0"

5'-0

"5'

-0"

5'-0

"5'

-0"

5'-0

"5'

-0"

5'-0

"3'

-11

1/4"

4'-0

"

31'-4 3/4"

52'-1

1 1/

4"

NOTE: DIMENSION LINES ARETO CTR OF STUD WALL

AS5.1

BS5.1

AS5.1

JOIST BEARS ON HSS WALL HEADER

JOIST DESIGNATION, SEESCHEDULE THIS SHEET.

PARTITION WALL(BELOW), TYP.(SEE E&F/S5.2)

PERIMETER LOADBEARING WALL

MAXWELL-REDDIC KA N D A S S O C I A T E S

ENGINEERING &LAND SURVEYING

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11605 HAYNES BRIDGE RDSUITE 475ALPHARETTA, GA 30009(404)693-1618 OFFICE

HANDS ON LAB/ BREAKROOM AREA ROOF FRAMING PLAN @ TOS 12'-5 1/2"SCALE: 1/8" = 1'-0" N

TPO LAB AREA ROOF FRAMING PLAN @ TOS 12'-4 1/2""SCALE: 1/8" = 1'-0"

JOIST SCHEDULEMARK JOIST DESIGNATION

J1 24K4J2 26K12

ROOF DECK SCHEDULEMARK DECK DESIGNATION

RD-1 1.5B22

NEW 10"x16" CMU PIER(SEE B/S4.0)

BS4.0

AS4.0

1S4.0

NEW WINDOWOPENINGS

NEW WINDOW OPENINGSSHALL MATCH EXIST. WINDOWOPENING FRAMING

SCALE:B

S4.0 3/4" = 1'-0"SECTION

EXISTING BRICKVENEER BEYOND

EXISTING 10" CMU WALL(VERIFY THICKNESS)

EXISTING STEEL JOIST

CORE DRILL & EPOXY(12" MIN. EMBEDMENT)

#5 DOWEL

NOTCH FACE OF CMU WALLTO INSERT #5 VERT. REINF.

EXIST. CMU BOND BEAM

*NOTE: SIMILAR IF FDN. IS TURN DOWNSLAB W/ BRICK LEDGE INSTEAD OF REINF.SOLID CELLS TO PERIMETER FTG. (VERIFY)

1) BREAK OUT FACE SHELL & FILL VERT. CELLSOLID W/ GROUT FULL HEIGHT OF WALL;2) FILL TOP BLOCK SOLID W/ NON-SHRINK GROUT.

EXIST. CONC. SLAB

LAP BARS PER SCH.

PERIMETER FTG. & REINF. SOLID CELLSBELOW SLAB LEVEL ASSUMED (VERIFY)

GRO

UT V

ERTIC

AL

CEL

LS @

EXI

ST. C

MU

WA

LL

SECTION A-A10"x16" CMU PIER

A A

GROUTCELLS SOLID

1'-4

"

0'-10"

#5 VERT. EA.VERT. CELL

SCALE:A

S4.0 3/4" = 1'-0"SECTION

EXISTING 10" CMU WALL(VERIFY THICKNESS)

L6x4x38" - CONT. EA. SIDE OFWALL W/ 6" BEARING EA. END.L6x4x38" (GALV.) - CONT.

W/ 6" BEARING EA. END.

EXISTING BRICKVENEER

ASSUMED 2"AIRSPACE (VERIFY)

EXISTING 10" CMU WALLBEYOND

EXISTING BRICKVENEER BEYOND

15"x516" PL . (GALV.) - CONT.FULL LENGTH OF OPENING

316 2-12316 2-12

*NOTE: TOUCH UP WELDS W/ COLD ZINC RICH PRIMER & PAINT EXPOSEDSTEEL W/ 2 COATS ALKYD INDUSTRIAL ENAMEL (COLOR PER OWNER CHOICE).

SCALE:1

S4.0 1/8" = 1'-0"WALL OPENING FRAMING ELEVATION

3'-1

0"3'

-8"

5'-0

"(V

ERIF

Y)(V

ERIF

Y)(V

ERIF

Y)

6'-0"

3'-6

"

12x3

5xC

12(B

OTH

SID

ES)

12x35xC12

12x35xC12

PRO C12 JAMB FRAMESINTO EXIST. GIRT W/ CLIP

REMOVE SECTION OF EXIST. GIRT &FRAME INTO PRO OPENING C12 JAMB

W/ CLIP (BOTH SIDES)

MATCH

NOTES:1. CONTRACTOR TO VERIFY EXISTING CONDITIONS (I.E. WALL GIRT SIZES, SPACING, ETC.)

PRIOR TO ORDERING MATERIALS;2. VERIFY REQ'D WINDOW FRAME ROUGH OPENING W/ ARCH. PLANS;3. WHERE EXIST. AT SIMILAR WINDOW LOCATION IS FOUND TO VARY FROM FRAMING

SHOWN THIS ELEVATION; MATCH EXIST. FRAMING;4. ALL CLIPS SHALL BE 12GA W/ (2)-1/2"Ø A307 BOLTS PER MEMBER IN PUNCHED HOLES,

SNUG TIGHT ALL BOLTS.

SECURE JAMB TO SLAB W/ CLIP &1/2"Ø x 4" EMBD. EXP. ANCHOR BOLTS

EXIST. SLAB

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PLAN @ NEW DOOR & WINDOW OPENINGS IN EXIST. EXT. WALLSSCALE: 1/8" = 1'-0" N

SCALE:E

S5.0 NTS

FastBridge LATERAL BRACING ClarkDietrich

TABLE 1 TABLE 2

SCALE:D

S5.0 NTS

(S)CONNECTION TO STRL HSS HEADERClarkDietrich

1/4"

PROVIDE CHAMFER STRIP @ JOINT& FILL W/ SEMI RIGID EPOXY

5/8" A36 SMOOTH DOWEL @ 18" O.C.EMBEDDED 12" NEW SIDE, GREASE END

IN NEW SLAB/FDN TO PREVENT BOND.

EXISTING SLAB

HILTI HIT-HY150 EPOXY(6" EMBED.)

NEW SLAB/FDN

SCALE:C

S5.0 NTSSECTION

NEW SLAB/FDN TO EXIST CONC. SLAB DETAIL

SCALE:A

S5.0 NTSSECTION

EXIST. SLAB

FIN. FLR.-

SEE PLAN

2'-6"

COMPACTEDSUBGRADE

3#5's CONT. OVER#5's @ 14" O.C.

1'-0

"

CLR

.

CS5.0

0'-3

"

CAPILLARY BARRIER - SEENOTES SHEET S0.0.

VAPOR BARRIER - SEE SPECS.3'-5 3/4"

SCALE:B

S5.0 NTSSECTION

EXIST. SLAB

FIN. FLR.-

SEE PLAN

3'-6"

COMPACTEDSUBGRADE

1'-0

"

CLR

.

CS5.0

0'-3

"

1/2"Ø EXP. A.B. @ 24" O.C.

CAPILLARY BARRIER - SEENOTES SHEET S0.0.

VAPOR BARRIER - SEE SPECS.4'-6"

BOTTOM TRACK(MATCH STUD SIZE & GA.)

1/2"Ø EXP. A.B. @ 24" O.C.

600S250-54 CFS STUDS @ 16" O.C. W/5/8" TYP. X GYP. BOARD FULL HEIGHT

(SEE ARCH. FOR ADDITIONAL DETAILS)

BOTTOM TRACK(MATCH STUD SIZE & GA.)

358S250-54 CFS STUDS @ 16" O.C. W/5/8" TYP. X GYP. BOARD FULL HEIGHT

(SEE ARCH. FOR ADDITIONAL DETAILS) ES5.0

ES5.0

12 -1812 -18

SCALE:F

S5.0 NTS

SHEAR WALL ELEVATIONClarkDietrich

SHEAR STRAPS (SEE SCHEDULE);(1) EA. SIDE OF WALL.

*NOTE: STRAPS SHALL BE TAUTPRIOR TO FASTENING.

HDS POST EA. ENDOF SHEARWALL

WALL STUD (SEE APPLICABLEWALL SECTION)

GS5.0

SCALE:G

S5.0 NTS

GUSSET PLATE DETAILClarkDietrich

HS5.0

SCALE:H

S5.0 NTS

HDS SHEARWALL POST/GUSSET PLATE DETAILClarkDietrich

#4's @ 12" O.C.E.W.

3#5's CONT. OVER#5's @ 14" O.C.

#4's @ 12" O.C.E.W.

STRAP BRACING SCHEDULESTUD SIZE FLAT STRAP (GRADE 50)

3 5/8" 4x16 GA6" 4x16 GA

MAXWELL-REDDIC KA N D A S S O C I A T E S

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11605 HAYNES BRIDGE RDSUITE 475ALPHARETTA, GA 30009(404)693-1618 OFFICE

SCALE:E

S5.1 NTS

CONNECTION TO METAL DECKClarkDietrich

™

SCALE:F

S5.1 NTS

MaxTrak SLOTTED DEFLECTION TRACKClarkDietrich

2"

6"

TO ANGLE

DECK

3

3/16

CONT. 1/4" X 6"

PLATE WELDED TO

EACH JOIST

PROVIDE DECK

END CLOSURES

SCALE:A

S5.1 NTSSECTION

SCALE:B

S5.1 NTSSECTION

TO ANGLE

DECK

2

COORDINATE WITH

PLAN DIMENSIONS

PROVIDE DECK

END CLOSURES

TOS

12' - 5

1

2

"

CONT. HSS6x3x14(REF. D/S5.1 FOR CON. TO TOP TRACK)

JOIST PER PLAN

DECK PER PLAN

2

1

4

OF JOIST SEAT

BOTH SIDES

2

1

4

TOS

12' - 5

1

2

"

JOIST PER PLAN

DECK PER PLAN

1

4

CONT. HSS6x3x14(REF. D/S5.1 FOR CON. TO TOP TRACK) CONT. HSS212x212x18

1

2

-18

2"

4"

TO ANGLE

DECK

3

3/16

CONT. 1/4" X 4"

PLATE WELDED TO

EACH JOIST

PROVIDE DECK

END CLOSURES

SCALE:C

S5.1 NTSSECTION

SCALE:D

S5.1 NTSSECTION

TO ANGLE

DECK

2

COORDINATE WITH

PLAN DIMENSIONS

PROVIDE DECK

END CLOSURES

TOS

12' - 4

1

2

"

CONT. HSS 3 12x 2 12x14(REF. D/S5.1 FOR CON. TO TOP TRACK)

JOIST PER PLAN

DECK PER PLAN

2

1

4

OF JOIST SEAT

BOTH SIDES

2

1

4

TOS

12' - 4

1

2

"

JOIST PER PLAN

DECK PER PLAN

1

4

CONT. HSS212x212x18

1

2

-18

6" CFS WALL STUD(SEE APPLICABLE SECTION)

6" CFS WALL STUD(SEE APPLICABLE SECTION)

0'-0 3/4"

1

4

1

2

-18

1

4

1

2

-18

CONT. HSS 3 12x 2 12x14(REF. D/S5.1 FOR CON. TO TOP TRACK)

SCALE:G

S5.1 1 1/2" = 1'-0"ROLL DOOR JAMB/HEADER FRAMING SECTION

HSS 6x6x14 COL.

HSS 6x6x14 ROLLDOOR HEADER

HSS 6x3x14 WALLDISTRIBUTION HEADER

HSS COL. PASSESTHRU TOP TRACK

HSS 6x6x14 ROLLDOOR HEADER

TOS12'-5 12"

0'-2

1/2

"2'

-0"

(VER

IFY

W/

DO

OR

MA

NUF

AC

TURE

R)

MAXWELL-REDDIC KA N D A S S O C I A T E S

ENGINEERING &LAND SURVEYING

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11605 HAYNES BRIDGE RDSUITE 475ALPHARETTA, GA 30009(404)693-1618 OFFICE

36" WIDE SHEETS (TYP.)

TYPICAL METAL ROOF DECK ATTACHMENT DETAIL

ROOF DECK TYPE RD-1

N.T.S.

CENTRERLINE INTERIOR

SUPPORTS

CENTERLINE PERIMETER

SUPPORTS

SCALE:A

S5.2 NTSSECTION

1 1/2" DEEP, 22 GA., TYPE B

(WIDE RIB) GALV. METAL

ROOF DECK- SEE NOTES

5/8" DIA. PUDDLE

WELDS AT 6" O.C.

(36/7 PATTERN)

CONNECT SIDELAPS W/

(3) #10 SELF DRILLING SCREWS

PER SPAN EQUALLY SPACED

BETWEEN SUPPORTS

5/8" DIA. PUDDLE

WELDS @ 6" O.C.

(36/7 PATTERN)

5/8" DIA. PUDDLE

WELDS AT 6" O.C.

AT PERIMETER

PARALLEL

SUPPORTS

3/16

NOTE: ADD WEB REINFORCING WHEN LOADS EXCEED 150 LB. AND ARE LOCATED OVER 4" FROM A WEB PANEL POINT. LOADS SHALL BE DETERMINED BY CONTRACTOR FOR EQUIPMENT FURNISHED AND SHALL BE SHOWN ON SHOP DRAWINGS.

CENTERLINE BOTT. CHORD

LOAD OVER 4"

AT CONCENTRATED LOADS

TYPICAL JOIST WEB REINFORCING

POINT

CENTERLINE PANEL

CENTERLINE PANEL

POINTLOAD OVER 4"

CENTERLINE TOP CHORD

TYP.

SCALE:B

S5.2 NTSSECTION

L2X2X3/16

EACH SIDE

L2X2X1/4

EACH SIDE

1

'

-

6

"

3"

3"

1

'

-

6

"

M

I

N

.

FJ

FJ

FJ

FJ

FJ

TYP. COLUMN ISOLATION JOINT DETAIL @ CONCRETE SLABS

(

M

I

N

.

)

(

T

Y

P

.

)

INTERIOR PERIMETERCORNER

1/4" PEJ FILLER-

TYPICAL

(WF COLUMNS SHOWN; TS COLUMNS SAME)

6

"

M

I

N

.

(

T

Y

P

.

)

SCALE:C

S5.2 NTSSECTION

WHERE NO FJ INTERSECTS, PROVIDE

#4X4'-0" IN CENTERLINE OF SLAB

(INDICATED AS "R" ON PLAN OR BY

PLAN NOTES.)

CONCRETE ENCASEMENT

AFTER COLUMN INSTALLED-

TYPICAL

COLUMN-SEE

PLAN

SCALE:D

S5.2 NTSSECTION

TYPICAL REINFORCEMENT AT SLAB REENTRANT CORNERS

1/4"

EXPANSION JOINTEXP. JT. FILLER

SEMI RIGID EPOXY

CONSTRUCTION JOINT

CONTROL JOINT

SAW CUT1 1/2" DEEP (MIN.)

SEMI RIGID EPOXY

26 GA. GALV. METAL KEY JOINT(SET 1/2" BELOW SURFACE)

5/8" A36 SMOOTH DOWEL @ 18" O.C.EMBEDDED 12" EACH SIDE, GREASE

ONE END TO PREVENT BOND.

SEMI RIGID EPOXY

SCALE:E

S5.2 NTSSECTION

CONCRETE SLAB TYPICAL JOINT DETAILS

SCALE:F

S5.2 NTSPIPE BOLLARD

1'-6"DIA.

2'-6

"6"

3'-0

"1"

1" M

IN.

CONC. WASH

6" Ø STD. PIPE W/ CONC. FILL; PAINTSAFETY YELLOW (2 COATS MIN.)SHERWIN WILLIAMS "PRO-INDUSTRIAL"URETHANE ALKYD ENAMEL.

MAXWELL-REDDIC KA N D A S S O C I A T E S

ENGINEERING &LAND SURVEYING

1221 MERCHANT WAYSUITE 201STATESBORO, GA 30458(912)489-7112 OFFICE(912)489-7125 FAX

11605 HAYNES BRIDGE RDSUITE 475ALPHARETTA, GA 30009(404)693-1618 OFFICE