C:UsersJasonDropboxMSE Team FolderMilwaukee Tool …...slump shall not exceed 5" with the use of...

GENERAL

1. CODES: ALL CONSTRUCTION SHALL CONFORM TO THEINTERNATIONAL BUILDING CODE, 2012 EDITION AND STANDARDSREFERENCED THEREIN.

2. SAFETY: THE CONTRACTOR IS RESPONSIBLE FOR JOB SAFETY.

3. COORDINATION: THE CONTRACTOR SHALL COORDINATEARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND CIVILWORKS DOCUMENTS WITH THE STRUCTURAL CONTRACTDOCUMENTS. NOTIFICATION SHALL BE MADE, IN WRITING, TO THEARCHITECT OF ANY CONFLICT, DISCREPANCIES, OMISSIONS,AND/OR ANY VARIATIONS NEEDED IN ORDER TO COMPLY WITHCODES.

4. SITE CONDITION VERIFICATION: THE CONTRACTOR SHALL VERIFYEXISTING SITE CONDITIONS, DIMENSIONS, AND ELEVATIONS PRIORTO STARTING WORK. THE ARCHITECT SHALL BE NOTIFIED, INWRITING, OF ANY DISCREPANCIES IN EXISTING SITE CONDITIONS,DIMENSIONS, OR ELEVATIONS TO THOSE SHOWN IN THESTRUCTURAL CONSTRUCTION DOCUMENTS.

5. GENERAL DETAILS: CONSTRUCTION DETAILS NOT FULLY SHOWNOR NOTED SHALL BE SIMILAR TO DETAILS SHOWN FOR SIMILARCONDITIONS.

6. DIMENSIONS: THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS.

7. MEANS OF CONSTRUCTION: THE CONTRACTOR SHALL BERESPONSIBLE FOR MEANS, METHODS, TECHNIQUES, SEQUENCES,AND PROCEDURES OF CONSTRUCTION.

8. MATERIALS AND TESTING: THE CONTRACTOR SHALL BERESPONSIBLE FOR DOCUMENTATION OF ALL MATERIAL PROPERTIES,GRADES, STRENGTHS, ETC. THE CONTRACTOR IS ALSORESPONSIBLE FOR ALL TESTING REQUIRED TO VERIFY MATERIALSTRENGTHS. ALL TEST DATA SHALL BE DOCUMENTED ANDSUBMITTED TO THE ARCHITECT FOR REVIEW AND APPROVAL.

9. BRACING: THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THEDESIGN, CONSTRUCTION, AND ERECTION OF SAFE AND ADEQUATEBRACING, SHORING, TEMPORARY SUPPORTS, ETC. REQUIRED FORSTABILITY OF THE STRUCTURE DURING ALL INTERMEDIATE STAGESOF CONSTRUCTION UNTIL FINAL SUPPORT IS SECURELY ANCHOREDAND/OR CURED.

10.SHOP DRAWINGS: THE CONTRACTOR SHALL SUPPLY THEARCHITECT WITH CHECKED SHOP DRAWINGS BEARING THECONTRACTOR'S STAMP OF APPROVAL AND SIGNATURE. THEREVIEW OF SHOP DRAWINGS BY THE ENGINEER IS ONLY FORGENERAL COMPLIANCE WITH THE STRUCTURAL DRAWINGS ANDSPECIFICATIONS. THIS REVIEW DOES NOT GUARANTEE IN ANY WAYTHAT THE SHOP DRAWINGS ARE CORRECT AND/OR COMPLETE, NORDOES IT INFER THAT THEY SUPERCEDE THE STRUCTURALCONSTRUCTION DOCUMENTS.

11.INSPECTIONS: ANY INSPECTIONS SPECIAL OR OTHERWISE, WHICHARE REQUIRED BY THE BUILDING CODES, LOCAL BUILDINGDEPARTMENTS, OR THESE PLANS, SHALL BE DONE BY ANINDEPENDENT INSPECTION COMPANY. JOB SITE VISITS BY THEENGINEER DO NOT CONSTITUTE, OR SUBSTITUTE INSPECTIONUNLESS SPECIFICALLY CONTRACTED FOR.

12.ALTERATIONS: IN NO CASE SHALL STRUCTURAL ALTERATIONS ORWORK AFFECTING A STRUCTURAL MEMBER BE MADE UNLESSPRIOR APPROVAL IS OBTAINED BY THE STRUCTURAL ENGINEER INWRITING.

STRUCTURAL DESIGN DATA

1. LIVE LOADS:ROOF LIVE LOAD = 20 PSFCOMPRESSOR ROOM MEZZANINE = 150 PSFFLOOR FOR REVISED ELEVATOR FRAMING = 80 PSF

2. DEAD LOADS:ROOF DEAD LOAD = 15 PSFCOMPRESSOR ROOM MEZZANINE = 20 PSFFLOOR FOR REVISED ELEVATOR FRAMING = 20 PSF

3. SNOW LOAD:GROUND SNOW LOAD = 10 PSFSNOW IMPORTANCE FACTOR = 1.0

4. SEISMIC DESIGN DATA:

SEISMIC DESIGN DATA

- RISK CATEGORY = II- IMPORTANCE FACTOR = 1.0- SITE CLASS = D- MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS:

S = 0.278S = 0.131

- DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS:S = 0.292S = 0.199

- SEISMIC DESIGN CATEGORY = C

S1

DSD1

5. WIND DESIGN DATA:

WIND DESIGN DATA

1. BASIC WIND SPEED = 115 MPH (ULTIMATE)2. RISK CATEGORY = II3. WIND EXPOSURE CATEGORY = B4. INTERNAL PRESSURE COEFFICIENT = 0.18 +/-5. ENCLOSED STRUCTURE

COMPONENTS AND CLADDING LOADS

AREA(SF)

PRESSURE (PSF)

MAXIMUM MINIMUM

ROOFZONE 1

0-1030

100

9.60 -15.48-15.48-15.48

ROOFZONE 2

0-1030

100

-17.90-17.33-16.69

ROOFZONE 3

0-1030

100

-23.95-20.49-16.69

WALLZONE 4

0-10

500

13.0611.7210.56

-15.48-13.99-12.70

WALLZONE 5

0-10

500

-19.11-16.13-13.55

ROOF:

WALLS:

5

5

5

44

5a

a a

a

13.0611.7210.56

* WIND PRESSURES ARE BASED ON ALLOWABLE STRESS DESIGN.* INTERPOLATE FOR OTHER EFFECTIVE WIND AREAS.

100

100

3 32 23 3

3 32 23 3

2 21 12 2

a aaa

a

a

a =3.0'

9.609.609.609.609.609.609.609.60

CONCRETE & REINFORCING STEEL

1. STRENGTH: ALL CONCRETE SHALL HAVE A NORMAL WEIGHT OF145 PCF AND HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTHAS FOLLOWS:

FOUNDATIONS & RETAINING WALLS 3,500 PSI SLABS 4,000 PSI BOARD-FORMED WALLS 4,000 PSI

(GUARD STATION WALLS)

2. SLUMP: THE CONCRETE SLUMP SHALL BE 4" AT THE POINT OFPLACEMENT. THE USE OF WATER-REDUCING ADMIXTURES MAY BEUSED IF AN INCREASED SLUMP IS DESIRED FOR WORKABILITY. THESLUMP SHALL NOT EXCEED 5" WITH THE USE OF NORMAL WATER-REDUCERS & SHALL NOT EXCEED 7" WITH THE USE OF MID-RANGEOR HIGH-RANGE WATER-REDUCERS.

3. JOBSITE SLUMP CONTROL: WATER SHALL NOT BE ADDED TO THEMIX ON SITE UNLESS AN ALLOWABLE AMOUNT OF ADDITIONALWATER IS SPECIFICALLY STATED ON THE DELIVERY TICKET.

4. DOCUMENTATION: THE CONCRETE MIX DESIGN, STRENGTH, ANDALL SPECIFIED TESTING SHALL BE FULLY DOCUMENTED ANDSUBMITTED TO THE ARCHITECT FOR APPROVAL.

5. CURING: CONCRETE SLABS AND WALLS SHALL BE CURED USING ASPRAY-ON CURING COMPOUND APPLIED IMMEDIATLY AFTERFINISHING IS COMPLETED, OR BY COVERING WITH PLASTICSHEETS FOR A MINIMUM OF 7 DAYS. THE CURING COMPOUNDSHALL BE EQUAL TO W.R. GRACE 1150-CLEAR. THE CONTRACTORIS RESPONSIBLE FOR VERIFYING THE CURING COMPOUND ISCOMPATIBLE WITH ALL FLOOR FINISHES.

6. REINFORCEMENT PLACEMENT: ALL REINFORCEMENT SHALL BEBENT COLD. REINFORCEMENT SHALL NOT BE WELDED.REINFORCEMENT SHALL NOT BE WET SET IN CONCRETE.

7. INSERTS: ALL ITEMS TO BE CAST IN CONCRETE SUCH ASREINFORCING, DOWELS, BOLTS, ANCHORS, PIPES, SLEEVES,ETC. SHALL BE SECURELY POSITIONED IN THE FORMS BEFOREPLACING CONCRETE.

8. SECURING REINFORCEMENT: ALL REINFORCING STEEL &EMBEDMENTS SHALL BE SECURELY TIED AND SUFFICIENTLYSUPPORTED TO MAINTAIN THE POSITION WITHIN SPECIFIEDTOLERANCES DURING ALL CONSTRUCTION ACTIVITIES.

9. WEATHER: WEATHER CONDITIONS SHALL NOT BE ACCEPTABLEAS A VALID REASON FOR INCORRECT OR OTHERWISE POORQUALITY OF CONCRETE OR CONCRETE SURFACES.

10.REINFORCEMENT COVER: MINIMUM REINFORCEMENT COVERSHALL BE AS SHOWN IN THIS TABLE:

CONCRETE REINFORCEMENT COVER

CAST AGAINST AND PERMANENTLYEXPOSED TO EARTH:

EXPOSED TO EARTH OR WEATHER:No. 5 AND SMALLER BARSNo. 6 AND LARGER BARS

NOT EXPOSED TO WEATHER OR INCONTACT WITH THE GROUND:

STRUCTURAL SLABS & WALLSBEAMS AND COLUMNS

SLABS ON GRADE:

EXPOSURE CONDITIONMINIMUMCOVER

TOLERANCE(-)

3" 3/8"

1½" 1/4"2" 1/4"

3/4" 1/8"1½" 1/4"

2" 1/4"

11.SPLICING REINFORCEMENT: CONTINUOUS REINFORCEMENT SHALLBE PROVIDED WHEREVER POSSIBLE. REINFORCEMENT SHALL BELAP SPLICED WHEN REQUIRED AS FOLLOWS:

REINFORCEMENT LAP SLICE LENGTHS

#3

BAR SIZE LAP SPLICE LENGTH

#4

#5

#6

#7

#8

#9

22"

29"

36"

43"

63"

72"

81"

12.REINFORCEMENT STANDARD HOOKS: REINFORCEMENT SHALL BEHOOKED AS SHOWN IN THE TABLE BELOW WHEN SPECIFIED IN THEDRAWINGS:

REINFORCEMENT STANDARD HOOKSRADIUS A

#3

BAR SIZE

#4

#5

#6

#7

#8

#9

1.5"

2"

2.5"

3"

3.5"

4"

5.625"

8.5"

11"

14"

16.5"

19.5"

22"

25"

B

2.5"

2.5"

2.5"

3"

3.5"

4"

4.5"

C

4.5"

6"

7.5"

9"

10.5"

12"

13.5"

90° HOOK:RADIUS

C

AB

180° HOOK:

JOINT

STRUCTURAL STEEL

1. CODE: STEEL CONSTRUCTION SHALL BE IN CONFORMANCE WITHTHE TOLERANCES, QUALITY, FABRICATION, AND ERECTION AS SETFORTH IN CHAPTER 22 OF THE INTERNATIONAL BUILDING CODE,2012 AND THE LATEST AMERICAN INSTITUTE OF STEELCONSTRUCTION (AISC) SPECIFICATION.

2. MATERIAL: STRUCTURAL STEEL PLATES, ANGLES, ANDCHANNELS SHALL CONFORM TO ASTM A36. WIDE FLANGESHAPES SHALL CONFORM TO ASTM A992. STRUCTURAL STEELTUBING SHALL CONFORM TO ASTM A500, GRADE B (Fy=46KSI).STRUCTURAL STEEL PIPE SHALL CONFORM TO ASTM A53,GRADE B (Fy=35KSI).

3. SHOP DRAWINGS: THE CONTRACTOR SHALL SUBMIT SHOPDRAWINGS SHOWING ALL MEMBERS, SIZES, LOCATIONS, ANDCONNECTIONS TO THE ARCHITECT/STRUCTURAL ENGINEER FORAPPROVAL PRIOR TO FABRICATION.

4. FOUNDATION ANCHOR RODS: ALL FOUNDATION ANCHOR RODSSHALL BE ASTM F1554, GRADE 55, AND SHALL BE WELDABLE. ALLANCHOR RODS SHALL HAVE TWO HEAVY HEX HEAD NUTS ORHAVE A SINGLE HEAVY HEX NUT TACK WELDED TO THE SHAFT ONTHE END THAT IS ANCHORED IN CONCRETE. ALTERNATIVELY, THEANCHOR RODS MAY HAVE A HEAVY HEX HEAD FACTORY FORGEDTO THE SHAFT.

5. FOUNDATION ANCHOR ROD HOLES: ANCHOR ROD HOLES INBASE PLATES MAY BE OF THE MAXIMUM SIZE AS SPECIFIED INTABLE 14-2 OF THE AISC MANUAL. PLATE WASHERS OF THESPECIFIED MINIMUM SIZE SHALL BE USED WITH OVERSIZEDHOLES.

6. GROUTING: ALL BASE PLATES SHALL BE FULLY GROUTED WITH ANON-SHRINK GROUT THAT MEETS OF EXCEEDS ASTM C 1107,GRADES B AND C.

7. WELDING: ALL WELDING SHALL BE IN ACCORDANCE WITH THEAISC AND EXECUTED BY WELDERS QUALIFIED IN ACCORDANCEWITH THE REQUIREMENTS OF AWS D1.1. ALL WELDS SHALL BEMADE WITH E70XX ELECTRODES. ALL WELDED JOINTS SHALL BEPREQUALIFIED BY AISC.

FOUNDATIONS

1. GEOTECHNICAL REPORT: THE FOUNDATION AND SLAB-ON-GRADEDESIGN WAS BASED ON DESIGN RECOMMENDATIONS CONTAINEDIN THE GEOTECHNICAL REPORT PROVIDED BY PRECISIONENGINEERING CORPORATION (OCTOBER 16, 2017). BASED ONTHESE RECOMMENDATIONS, AN ALLOWABLE NET BEARINGCAPACITY OF 2,500 POUNDS PER SQUARE FOOT WAS USED FORTHE FOUNDATION DESIGN. THE CONTRACTOR SHALL FOLLOW THERECOMMENDED CONSTRUCTION PROCEDURES CONTAINED IN THEGEOTECHNICAL REPORT.

2. OVER-EXCAVATION: OVER-EXCAVATE THE THE EXISTING SOILS ATTHE GUARD STATIONS A MINIMUM OF 1 FOOT BELOW THEBOTTOM OF THE SLAB-ON-GRADE AND FILL WITH COMPACTEDSELECT FILL.

3. SELECT FILL: SELECT FILL MATERIAL SHALL CONSIST OF ADEBRIS FREE, NON-ORGANIC MATERIAL HAVING A LIQUID LIMIT OFLESS THAN 30 PERCENT AND A PLASTICITY INDEX BETWEEN 5PERCENT AND 15 PERCENT. SELECT FILL SHALL BE PLACED INMAXIMUM LOOSE LIFTS OF 8 INCHES AND COMPACTED TO 95PERCENT STANDARD PROCTOR DENSITY (ASTM D-698-91) WITHIN3 PERCENT OF OPTIMUM MOISTURE CONTENT. DENSITY TESTSSHALL BE CONDUCTED FOR EACH LIFT AT A RATE OF ONEDENSITY TEST PER 2,000 SQUARE FEET OF SURFACE AREA PERLIFT.

4. QUESTIONABLE SOILS: SHOULD THE CONTRACTOR ENCOUNTERUNUSUAL SOILS OR QUESTIONABLE SUBSURFACE CONDITIONS,THE STRUCTURAL ENGINEER SHALL BE CONTACTEDIMMEDIATELY.

HELICAL PILES

1. PILE CAPACITY: HELICAL PILE MINIMUM ALLOWABLE CAPACITY:

VERTICAL ALLOWABLE CAPACITY = 25 KIPS

HORIZONTAL ALLOWABLE CAPACITY = 1 KIP (THE PILE MUST BE DESIGNED TO RESIST THE 1 KIP

HORIZONTAL LOAD CONSIDERING A 6.5 FOOT PILECANTILEVER ABOVE GRADE. ALTERNATIVELY, A TIE-BACKPILE MAY BE USED FOR THE HORIZONTAL LOAD. ALL HELICAL PILES FOR LOADING DOCK 1 REQUIRE A TIE-BACK PILE, UNLESS NOTED OTHERWISE.)

TIE-BACK ALLOWABLE CAPACITY = 5 KIPS(FOR LOADING DOCK 1 TIE-BACK PILES)

A FACTOR OF SAFETY EQUAL TO 2.0 IS REQUIREDFOR HELICAL PILES.

2. INSTALLATION LOGS: INTSTALLATION LOGS SHALL BE MAINTAINEDBY THE CONTRACTOR AND SUBMITTED TO THE STRUCTURALENGINEER. THE LOGS SHALL INCLUDE PILE LOCATION, PILE TYPE(INCLUDING LEAD SECTION TYPE, EXTENSION TYPE, AND NUMBEROF EXTENSIONS USED), INSTALLATION DEPTH, INSTALLATIONTORQUE, TYPE OF TORQUE INDICATOR USED, AND COMMENTSPERTAINING TO ANY INTERRUPTIONS, OBSTRUCTIONS, OR OTHERINFORMATION.

3. TORQUE INDICATOR: THE CONTRACTOR SHALL SUBMIT DATAFOR THE TORQUE INDICATOR TO BE USED FOR INSTALLATION ANDCALIBRATION REPORTS THAT HAVE BEEN PERFORMED WITHINONE YEAR OF THE DATE SUBMITTED.

4. CORROSION PROTECTION: HELICAL PILES SHALL BE GALVANIZEDOR HAVE AN EPOXY COATING.

CONCRETE MASONRY

1. CONCRETE MASONRY UNITS: CONCRETE MASONRY UNITS SHALLBE NORMAL WEIGHT OR LIGHTWEIGHT HOLLOW-CORE (ASTM C-331), GRADE N, TYPE II, AND SHALL COMPLY WITH ASTM C 90.CONCRETE MASONRY UNITS SHALL BE CONSTRUCTED IN RUNNINGBOND.

2. STRENGTH: CONCRETE MASONRY UNITS SHALL HAVE A MINIMUMNET AREA COMPRESSIVE STRENGTH OF 1,900 PSI.

3. GROUT: GROUT SHALL HAVE A MINIMUM COMPRESSIVESTRENGTH OF 3,000 PSI AT 28 DAYS AND CONFORM TO ASTM C476.GROUT SHALL HAVE A SLUMP RANGING FROM 8" TO 11".

SLAB-ON-GRADE

1. CRACK FILLING: THE CONTRACTOR SHALL MAKE AN ALLOWANCEFOR FILLING 50 FEET OF 1/8" WIDE CONCRETE CRACKS WITH ANEPOXY CRACK FILLER.

2. CONTRACTION JOINTS: SAWCUT CONTRACTION JOINTS SHALL BEINSTALLED AS SHOWN IN THE DRAWINGS. SAWCUTCONTRACTION JOINTS SHALL BE INSTALLED AS SOON AS THECONCRETE WILL SUPPORT WORKERS AND EQUIPMENT, AND THECUTS CAN BE MADE WITHOUT DAMAGING THE SLAB. ALL JOINTSSHALL BE FILLED WITH A JOINT SEALER. THE CONTRACTORSHALL SUBMIT JOINT FILLER MATERIAL DOCUMENTATION TO THEARCHITECT FOR APPROVAL.

COLD-FORMED STEEL FRAMING

1. DESIGN: THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN OFCOLD-FORMED FRAMING SYSTEMS.

2. COATING: ALL COLD-FORMED STEEL FRAMING MATERIALS SHALLHAVE A MINIMUM G60 GALVANIZED COATING.

DEFERRED SUBMITTALS

1. DEFERRED SUBMITTALS: DEFERRED SUBMITTALS ARE THEPORTIONS OF THE BUILDING DESIGN THAT ARE NOT SUBMITTEDAT THE TIME OF THE APPLICATION FOR PERMIT AND ARE NOTINCLUDED IN THE STRUCTURAL DRAWINGS. THE CONTRACTOR ISRESPONSIBLE FOR PROVIDING THE DESIGN OF DEFERREDSUBMITTALS. THE FOLLOWING ARE DEFERRED SUBMITALLS:

- COLD-FORMED STEEL FRAMING:PROVIDE SHOP DRAWINGS SHOWING MEMBER SIZES AND ALLCONNECTIONS SEALED BY A MISSISSIPPI PROFESSIONAL ENGINEER

- GUARDRAILS & HANDRAILS:PROVIDE SHOP DRAWINGS SHOWING ALL COMPENTS AND CONNECTIONS FOR GUARDRAIL AND HANDRAIL SYSTEMS SEALED BY A MISSISSIPPI PROFESSIONAL ENGINEER.

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965 Highway 51, Suite 3 - Madison, MS 39110(601) 898-1295 S1.0

STRUCTURALNOTES

2/1/

18

STRUCTURAL NOTES

GENERAL

1. SPECIAL INSPECTIONS: SPECIAL INSPECTIONS SHALL BECOMPLETED PER CHAPTER 17 OF IBC 2012. THE CONTRACTORWILL EMPLOY THE SERVICES OF A SPECIAL INSPECTOR TOPROVIDE INSPECTIONS FOR THE ITEMS LISTED IN THESTATEMENT OF SPECIAL INSPECTIONS. THE SPECIALINSPECTOR SHALL BE APPROVED BY THE ARCHITECT.

2. SPECIAL INSPECTOR: THE SPECIAL INSPECTOR SHALL BE AQUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE,TO INSPECTION OF ITEMS LISTED IN THE STATEMENT OFSPECIAL INSPECTIONS.

3. SCOPE: THE SPECIAL INSPECTION REQUIREMENTS NOTED INTHE STRUCTURAL DOCUMENTS ARE FOR BUILDINGCOMPONENTS THAT ARE WITHIN THE SCOPE OF THESTRUCTURAL ENGINEER. REFER TO OTHER PORTIONS OF THECONSTRUCTION DOCUMENTS FOR OTHER BUILDINGCOMPONENTS.

CONTRACTOR RESPONSIBILITY

1. STATEMENT OF RESPONSIBILITY: THE CONTRACTOR SHALLSUBMIT A STATEMENT OF RESPONSIBILITY TO THE BUILDINGOFFICIAL AND THE OWNER PRIOR TO THE COMMENCEMENT OFWORK ON ANY SYSTEM LISTED IN THE STATEMENT OF SPECIALINSPECTIONS. THE STATEMENT OF RESPONSIBILITY SHALLCONTAIN THE FOLLOWING:

a. ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS

b. ACKNOWLEDGMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE BUILDING OFFICIAL

c. PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION, THE METHOD AND FREQUENCY OF REPORTING AND THE DISTRIBUTION OF THE REPORTS

d. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON EXERCISING SUCH CONTROL AND THEIR POSITION IN THE ORGANIZATION

SPECIAL INSPECTOR RESPONSIBILITY

1. RECORD KEEPING: SPECIAL INSPECTORS SHALL KEEP RECORDSOF INSPECTIONS. THE SPECIAL INSPECTOR SHALL FURNISHINSPECTION REPORTS TO THE BUILDING OFFICIAL, OWNER,ARCHITECT, AND CONTRACTOR. REPORTS SHALL INDICATEWHETHER OR NOT WORK INSPECTED WAS DONE INCONFORMANCE TO APPROVED CONSTRUCTION DOCUMENTS.

2. FINAL REPORT: A FINAL REPORT DOCUMENTING REQUIREDSPECIAL INSPECTIONS AND CORRECTION OF ANYDISCREPANCIES NOTED IN THE INSPECTIONS SHALL BESUBMITTED AT A POINT IN TIME AGREED UPON BY THE PERMITAPPLICANT AND THE BUILDING OFFICIAL PRIOR TO THE STARTOF WORK.

3. DISCREPANCIES: DISCREPANCIES SHALL BE BROUGHT TO THEIMMEDIATE ATTENTION OF THE CONTRACTOR FORCORRECTION. IF THE DISCREPANCIES ARE NOT CORRECTED,THE DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OFTHE BUILDING OFFICIAL, OWNER, AND ARCHITECT PRIOR TO THECOMPLETION OF THAT PHASE OF WORK.

STATEMENT OF SPECIAL INSPECTIONS

1. LATERAL FORCE RESISTING SYSTEM:

- SEISMIC SYSTEM: SPECIAL INSPECTION IS NOT REQUIRED

- WIND SYSTEM: SPECIAL INSPECTION IS NOT REQUIRED

2. SOILS:

CONTRACTOR DUTIES:

A. PROVIDE THE SPECIAL INSPECTOR A COPY OF THE GEOTECHNICAL REPORT.

SPECIAL INSPECTOR DUTIES:

A. PERFORM TESTING AND MONITORING AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER AND GEOTECHNICAL REPORT AND AS INDICATED IN THE DRAWINGS AND SPECIFICATIONS.

(PERIODIC INSPECTION)

B. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL.(PERIODIC INSPECTION)

C. PERFORM CLASSIFICATION AND TESTING OF CONTROLLED FILL MATERIALS. (PERIODIC INSPECTION)

D. VERIFY USE OF PROPER MATERIALS, DENSITIES, AND LIFT THICKNESS DURING PLACEMENT AND COMPACTION OF CONTROLLED FILL. (CONTINUOUS INSPECTION)

E. PRIOR TO PLACEMENT OF CONTROLLED FILL, OBSERVE SUBGRADE AND VERIFY THE SITE HAS BEEN PREPARED PROPERLY. (PERIODIC INSPECTION)

3. STRUCTURAL STEEL / PRE-ENGINEERED METAL BUILDING:

CONTRACTOR DUTIES:

A. SUBMIT THE MANUFACTURER'S CERTIFICATION THAT THE STEEL COMPLIES WITH THE STRUCTURAL CONSTRUCTION

DOCUMENTS:- STRUCTURAL BOLTS, NUTS, AND WASHERS- STRUCTURAL STEEL MEMBERS

B. SUBMIT STRUCTURAL STEEL SHOP DRAWINGS.

C. SUBMIT METAL BUILDING SHOP DRAWINGS(FOR MODIFICATIONS TO THE EXISTING METAL BUILDING).


A. PERFORM PERIODIC INSPECTION OF THE STEEL FRAMING TOVERIFY COMPLIANCE WITH THE DETAILS SHOWN ON THE CONSTRUCTION DOCUMENTS, SUCH AS BRACING,STIFFENING, MEMBER LOCATIONS AND PROPER APPLICATIONOF JOINT DETAILS AT EACH CONNECTION.

B. PERFORM PERIODIC INSPECTIONS TO VERIFY COMPLIANCE FOR THE FOLLOWING:

a. MATERIAL VERIFICATION OF STRUCTURAL STEEL, HIGH-STRENGTH BOLTS, NUTS, AND WASHERS.

b. SINGLE PASS FILLET WELDS ≤ 5/16"

C. VISUALLY INSPECT ALL FIELD WELDS IN ACCORDANCEWITH AWS D1.1.

D. VERIFY WELDING PROCEDURES ARE BEING ADHERED TODURING FIELD WELDING.

4. CONCRETE:

CONTRACTOR DUTIES:

A. SUBMIT CONCRETE MIX DESIGN.

B. SUBMIT MANUFACTURER'S CERTIFICATION FOR REINFORCINGSTEEL.

C. SUBMIT REINFORCEMENT SHOP DRAWINGS.

D. SUBMIT A PLAN FOR CURING PROCEDURES.


A. MATERIAL TESTING:

a. PERFORM ALL TESTING IN SECTION 033000 OF THE PROJECT SPECIFICATIONS

B. PERFORM PERIODIC INSPECTIONS TO VERIFY COMPLIANCEFOR THE FOLLOWING:

a. FORMWORK FOR SHAPE, LOCATION, AND DIMENSIONS OFCONCRETE MEMBER BEING FORMED.

b. CONCRETE REINFORCEMENT FOR LOCATION, SIZE, GRADE,AND SPLICE LENGTH.

c. LOCATION OF WALL DOWELS AND OTHER EMBEDMENTS.

d. VERIFY USE OF REQUIRED DESIGN MIX.

e. VERIFY CURING PROCEDURES, TEMPERATURE, AND TECHNIQUES ARE IN COMPLIANCE WITH THE APPROVED

CURING PLAN AND THE SPECIFICATIONS.

5. POST-INSTALLED MECHANICAL AND EPOXY ANCHORS:

CONTRACTOR DUTIES:

A. SUBMIT THE MANUFACTURER'S PRODUCT DATA:

a. GENERAL PRODUCT DATA

b. INSTALLATION INSTRUCTIONS

c. ICC ES REPORT

B. ENSURE PERSONNEL INSTALLING THE ANCHORS HAVE BEEN PROPERLY TRAINED TO INSTALL THE ANCHORS PER THE MANUFACTURER'S SPECIFICATIONS.


A. REVIEW PRODUCT DATA, INSTALLATION INSTRUCTIONS, AND ICC ES REPORT AND VERIFY THE ANCHORS ARE IN COMPLIANCE WITH THE CONSTRUCTION DOCUMENTS.

B. PROVIDE CONTINUOUS INSPECTION FOR THE INSTALLATION OF THE FIRST 5 ANCHORS OF EACH TYPE AND VERIFY

COMPLIANCE WITH THE MANUFACTURER'S INSTALLATION SPECIFICATIONS. PROVIDE PERIODIC INSPECTION OF THE REMAINING POST-INSTALLED ANCHORS.

6. COLD-FORMED FRAMING:

CONTRACTOR DUTIES:

A. SUBMIT SHOP DRAWINGS FOR ALL INTERIOR AND EXTERIOR FRAMING SEALED BY A MISSISSIPPI PROFESSIONAL ENGINEER.


A. PERIODIC INSPECTIONS TO VERIFY THE FOLLOWING:

a. FRAMING MEMBER SIZE AND MATERIAL GRADE ARE IN COMPLIANCE WITH THE DRAWINGS AND SPECIFICATIONS.

b. FASTENING AND CONNECTIONS ARE IN COMPLIANCE WITH THE DRAWINGS.

7. HELICAL PILES:

CONTRACTOR DUTIES:

A. SUBMIT PRODUCT DATA FOR THE FULL PILE SYSTEM INCLUDING PILE TYPE, LEAD SECTION CONFIGURATION, BRACKET TYPE, ANDALL PILE CONNECTIONS.

B. SUBMIT CERFICIATION FROM A MISSISSIPPI PROFESSIONAL ENGINEER THAT THE HELICAL PILES ARE ACCEPTABLE FOR THE SPECIFIED LOADS.


A. CONTINUOUS INSPECTION TO VERIFY THE FOLLOWING:

a. PILE LOCATION

b. PILE TYPE (INCLUDING LEAD SECTION TYPE)

c. BRACKET TYPE

d. CONNECTION OF BRACKET AND SECTIONS OF PILE

e. INSTALLATION DEPTH

f. INSTALLATION TORQUE

g. TYPE OF TORQUE INDICATOR USED

h. COMMENTS PERTAINING TO ANY INTERRUPTIONS OR OBSTRUCTIONS

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STRUCTURALQUALITY

ASSURANCE

2/1/

18

STRUCTURAL QUALITY ASSURANCE REQUIREMENTS

ELEVATOR ADDITION PIT INFILL &SLAB REPAIR

3S2.0

2S2.0

1S2.1

COMPRESSOR ROOM ADDITION

1S2.2

1S2.0

LOADING DOCKADDITION 1

TRASH COMPACTORADDITION

LOADING DOCKADDITION 2

1S2.3 2

S2.3

1S2.4

DOOR ADDITIONS

3S2.3

GUARD STATION

1S2.5

2S2.5

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OVERALL BUILDINGDIAGRAMS

2/1/

18

1" = 60’−0"

BUILDING 2 DIAGRAM

1" = 60’−0"

BUILDING 3 DIAGRAM 3/16" = 1’−0"

GUARD STATION DIAGRAM

1

S3.0

5' - 9"

7' -

4"

E.B

E.1

E.4

2

S3.0

3"

4' - 0 3/4"

E.A E.C

E.2

E.3

(VERIFY)

(VE

RIF

Y)

3"

(VERIFY)

ALIGN COLUMNS WITH THEELEVATOR GUIDE RAILS

3"

4 1/4"

HELICAL PILE (TYP)

1' -

0"

1' - 0" 1' - 0"

1' -

0"

8" 8"

8"8"

FIELD VERIFY THE LOCATION OFTHESE COLUMN LINES (ALIGNWITH EXISTING FRAMING)

DETAIL/4 S3.1

DETAIL/4 S3.1

DETAIL/5 S3.1

DETAIL/5 S3.1

SUMP PIT PERDETAILVERIFY LOCATION

1

S3.0

E.B

E.1

E.4

2

S3.0

EX

IST

ING

ST

EE

LB

EA

M (

RE

MA

INS

)

EXISTING METAL BUILDINGROOF PURLING TO REMAIN E

XIS

TIN

G S

TE

EL

BE

AM

(R

EM

AIN

S)

EXISTING METAL BUILDINGROOF PURLING TO REMAIN





NEW W8X24

NEW W8X24

600S162-43, 33ksiCOLD-FORMED STEELRAFTERS AT 16" O.C.

W8X10 HOIST BEAM BELOW

NE

W W

8X10

NE

W W

8X10

THE NEW BEAM BEARS ON TOPOF THE EXISTING STEEL BEAM(TYP)

1/4TYP. EACH BEARINGLOCATION

DETAIL/3 S3.1

DETAIL/3 S3.1

DETAIL/3 S3.1

DETAIL/3 S3.1

DETAIL/13 S3.1

DETAIL/13 S3.1

DETAIL/13 S3.1

DETAIL/13 S3.1

1

S3.0

E.B

E.1

E.4

2

S3.0

EXISTING W14X22 (REMAINS)


W12

X14

EX

IST

ING

(R

EM

AIN

S)

W12

X14

EX

IST

ING

(R

EM

AIN

S)

EXISTING STEEL JOIST (REMAINS)

E.A E.C

EXISTING CMU WALL

EXISTING FRAMING (REMAINS)

EXISTING FRAMING (REMAINS)


EXISTING STEEL JOIST (REMAINS) EXISTING STEEL JOIST (REMAINS)

NEW HSS8X3X3/8COLUMN


NEW OPENING FORELEVATOR ADDITION

EXISTING WOOD FLOOR FRAMINGTO REMAIN IN THIS AREA

(NOT SHOWN)

EXISTING STEEL JOIST (REMAINS)

EXISTING WOOD FLOOR FRAMINGTO REMAIN IN THIS AREA

(NOT SHOWN)

NEW HSS3X3X5/16COLUMNS

E.2

E.3

NEW HSS3X3X5/16COLUMNS

CUT OUT THIS SECTION OF STEELBEAM AND STEEL JOIST AFTER THEINSTALLATION OF THE NEW COLUMNSAND THE NEW CONNECTIONS AREFULLY COMPLETED

DETAIL/2 S3.1

DETAIL/2 S3.1

DETAIL/1 S3.1

DETAIL/1 S3.1

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ELEVATORADDITION PLANS -

BUILDING 2

2/1/

18

1/2" = 1'-0"S2.01 ELEVATOR ADDITION FOUNDATION PLAN - BUILDING 2

1/2" = 1'-0"S2.03 ELEVATOR ADDITION ROOF FRAMING PLAN - BUILDING 2

1/2" = 1'-0"S2.02 ELEVATOR ADDITION 2ND FLOOR FRAMING PLAN - BUILDING 2

DEMOLISH DAMAGED SLAB AND CONSTRUCTNEW 6" CONCRETE SLAB PER DETAIL

FILL THE EXISTING ELECTRICTRENCH PER DETAIL

FILL THE EXISTINGPIT PER DETAIL

FILL THE EXISTINGPIT PER DETAIL

FILL THE EXISTING ELECTRICTRENCH PER DETAIL

25' -

0"

100' - 0"

37' - 6"

5' -

10"

37' - 6"

5' -

10"

49' - 3"

9' -

4"

2' -

4"

99' - 0"

2' -

4"

231' - 0"

TOTAL AREA = 90 SFTOTAL VOLUME = 1,400 CUBIC FEET

7

S3.1

CJ

CJ

CJ

CONTRACTION JOINTDETAIL

8

S3.1

12' - 6"12' - 6"12' - 6"12' - 6"12' - 6"12' - 6"12' - 6"12' - 6"

12' -

6"

12' -

6" C

J

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CONTRACTION JOINTDETAIL

CJ

CJ

CJ

CJ

CJ

CJ

12' - 3"12' - 3"12' - 3"

9' - 4 1/2"9' - 4 1/2"9' - 4 1/2"

9' - 0"9' - 0"9' - 0"9' - 0"9' - 0"9' - 0"9' - 0"9' - 0"9' - 0"9' - 0"

CONTRACTION JOINTDETAIL(TYP)



9' - 0"

TYP

9

S3.1

/6 S3.1

/6 S3.1

/6 S3.1

/6 S3.1

/6 S3.1

/7 S3.1

/9 S3.1

9

S3.1

/8 S3.1

/6 S3.1

/9 S3.1

FILL THE EXISTING ELECTRICTRENCH SIMILAR TO DETAIL /9 S3.1

DEMOLISH THE EXISTING FLOOR DRAIN

FIELD VERIFY ALL DIMENSIONS

ALTERNATE #5

VERIFY THESE VALUES

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BUILDING 2 -RENOVATIONS

2/1/

18

1/16" = 1'-0"S2.11 PIT INFILL AND SLAB REPAIR PLAN - BUILDING 2 Copy 1

C.2C.2

C.B

C.B

C.1C.1

C.C

C.C

10' - 10" 10' - 10"

C.A

C.A

ESTIMATED EXISTINGFOUNDATION (FIELD VERIFY)

ANCHOR EACH STAIRSTRINGER TO THE CONCRETESLAB WITH (1) 3/4"Ø x 4½" HILTIKWIK BOLT 3 WEDGE ANCHOR

1' - 0"

ALIGN NEW CMU WALL WITHTHE EXISTING CMU WALL

10

S3.1

12' -

0"

C.3C.3

STOP NEW FOOTING AT THEEXISTING COLUMN FOOTING.FIELD VERIFY LOCATION

8"

8"

1' - 6" 1' - 6"

1' -

0"

1' -

3"

1' -

3"

1' - 3" 1' - 3"

1' - 6" 1' - 6"

3"1'

- 9

"

NEW 16" DEEP FOOTINGREINFORCED WITH(3) #5 BARS IN EACHDIRECTION ON BOTTOM

3"1'

- 9

"

1' - 0"

ADD (1) #5 BAR IN THEDIRECTION OF THECONTINUOUS FOOTINGREINFORCEMENT WITH(3) #5 BARS CROSS BARS

36"x36" #5 90° BARS FOR EACHCONTINUOUS FOOTING BAR ATTHE CORNER

ADD (1) #5 BAR IN THEDIRECTION OF THECONTINUOUS FOOTINGREINFORCEMENT WITH(3) #5 BARS CROSS BARS

1' -

0"

3' -

6"

EXISTING CONSTRUCTION

SEE DETAILFOR BASE PLATE(TYP)

/14 S3.1

SEE DETAIL FORCOLUMN BASE PLATE

/15 S3.1

C.2C.2

C.B

C.B

C.1C.1

C.C

C.C

C.A

C.A

10

S3.1

10' - 10" 10' - 10"1' - 0"

12' -

0"

2' -

5"

2' -

5"

2' -

5"

2' -

5"

2' -

4"

W8X10

W8X10

W8X10

W8X10

W8X10

W8X10 W8X10

W8X10

W8X10

W8X10

W8X10

W8X10

W14

X22

W14

X22

W14

X22

W6X20 W6X20 W6X20

W6X20 W6X20

W6X20

1' -

0"

3' -

6"

C.3C.3

L4X4X3/8

OPEN RISER DIAMONDPLATE STAIR TREADS

MC12X14.3

MC12X14.3

MC

12X

14.3

HSS4X4X3/16

VERIFY

1/4" DIAMOND PLATE STEEL DECKING(CONTINUOUS FOR 2 SPANS MINIMUM)

11

S3.1DEMOLISH THE EXISTING STAIRLANDING FRAMING AND STAIRS

DETAIL/12 S3.1

DETAIL/12 S3.1

DETAIL/12 S3.1

DETAIL/12 S3.1

DETAIL/12 S3.1

DETAIL/12 S3.1

DETAIL/13 S3.1

SEE DETAILFOR CMU WALLLINTEL (TYP)

/18 S3.1

EXISTING CONSTRUCTION

CMU WALL NOTES

1. REINFORCE ALL CMU WALLS WITH HORIZONTAL 9 GAUGELADDER TYPE JOINT REINFORCEMENT @ 16" O.C. & VERTICAL#5 BARS AT 32" O.C.

2. SEE DETAIL 18, S3.1 FOR CMU LINTELS

3. SEE DETAILS 16 & 17 ON S3.1 FOR CMU REINFORCING DETAILS

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COMPRESSORROOM ADDITION

2/1/

18

1/4" = 1'-0"S2.21 FOUNDATION PLAN - COMPRESSOR ROOM ADDITION - BUILDING 2

1/4" = 1'-0"S2.22 MEZZANINE FRAMING PLAN - COMPRESSOR ROOM ADDITION - BUILDING 2

3

S3.3

2

S3.3

1

S3.4


1

S3.3

14' - 0"


NEW RETAINING WALLWITH GUARDRAIL

EXISTING COLUMN

3' - 11"

6' - 2"

3' - 11"

EXISTING COLUMN

(4) HELICAL PILES UNDERPINNINGTHE EXISTING COLUMN FOOTING

(4) HELICAL PILES UNDERPINNINGTHE EXISTING COLUMN FOOTING


CONSTRUCTION JOINT BETWEENRETAINING WALL FOOTING AND DOCKWALL FOOTING. INSTALL (6) 3/4"x12"ROUND SMOOTH DOWELS CENTER ONTHE JOINT (3 ON TOP & 3 ON BOTTOM)(TYP. EACH RETAINING WALL)

SEE CIVIL FORWALL LENGTH8"8"

DEMOLISH THE EDGE OF THE EXISTING FOOTINGAS NEEDED FOR THE NEW CONCRETE WALLS(TYP. EACH SIDE OF DOCK)

NOTES:

1. THE NEW LOADING DOCK SHALL BECENTERED BETWEEN THE EXISTINGBUILDING COLUMNS.

2. THE EXISTING OVERHEAD DOORLOCATION SHALL BE MOVED TO BECENTERED ON THE LOADING DOCK.

3. THE CONTRACTOR IS RESPONSIBLE FORPROVIDING THE DESIGN OF THE NEWFRAMING AND CONNECTIONS REQUIREDFOR MOVING THE OVERHEAD DOOR.

4. THE CONTRACTOR SHALL SUBMIT SHOPDRAWINGS FOR THE NEW FRAMING,CONNECTIONS, AND TRIM REQUIREDFOR MOVING THE OVERHEAD DOORLOCATION. THE SHOP DRAWINGS SHALLBE SEALED BY A PROFESSIONALENGINEER LICENSED IN THE STATE OFMISSISSIPPI.

EXISTING FLOOR DRAINDEMOLISH AT NEW DOCK

CUT THE EXISTING SLAB OUTFOR THE INSTALLATION OF THENEW LOADING DOCKS(VERIFY THE EXTENT)C

J

CJ

CONTRACTION JOINTPER DETAIL(TYP)

/6 S3.1

CJCJ

THE CONTRACTOR MUST VERIFY ALL DIMENSIONSWITH THE DOCK LEVELER REQUIREMENTS

EXISTING LOADINGDOCK TO REMAIN


EXISTING RETAININGWALL TO REMAIN

DEMOLISH EXISTINGRETAINING WALL ANDFOOTING

EXISTING LOADINGDOCK TO REMAIN

1

S3.4

S3.4 3

INSIDE EDGE OF EXISTINGGRADE BEAM (FIELD VERIFY)

3

S3.2

2

S3.2

SEE CIVIL FORWALL LENGTH

8"

EXISTING STEPSTO REMAIN

1

S3.2

EXISTING FOOTING(VERIFY)

ESTIMATED EXISTING FOOTING.DEMOLISH PORTION EXTENDINGINTO NEW LOADING DOCK AREA

CONSTRUCTION JOINT BETWEENRETAINING WALL FOOTING AND DOCKWALL FOOTING. INSTALL (6) 3/4"x12"ROUND SMOOTH DOWELS CENTER ONTHE JOINT (3 ON TOP & 3 ON BOTTOM)

2

S3.2

CUT THE EXISTING SLAB OUTFOR THE INSTALLATION OFTHE NEW LOADING DOCKS(VERIFY THE EXTENT)

SIMILAR ON EACHSIDE OF NEW DOCKS

HELICAL PILE UNDERPINNING LOCATIONWITH HELICAL PILE TIE-BACK(TYP)

THIS HELICAL PILE LOCATIONDOES NOT REQUIRE A TIE-BACK

CJ

CJ

CJ

CJ

CONTRACTION JOINTPER DETAIL(TYP)

/6 S3.1

CJ

6' -

2"

7' -

10"

6' -

2"

7' -

10"


LOADING DOCK ADDITION SEQUENCING:

* THE STRUCTURAL DESIGN WAS BASED ON THE FOLLOWING CONSTRUCTION SEQUENCE.

1. DEMOLISH THE EXISTING SLAB FOR THE INSTALLATION OF THE HELICAL PILES.2. INSTALL THE HELICAL PILES, INCLUDING THE TIE-BACK PILES.3. INSTALL TEMPORARY SHORING AS NEEDED. THE DESIGN AND CONSTRUCTION OF TEMPORARY SHORING IS THE CONTRACTOR'S RESPONSIBILITY.4. DEMOLISH THE EXISTING FOUNDATIONS IN THE AREA OF THE NEW DOCK PITS.5. CONSTRUCT NEW FOOTINGS, WALLS, RETAINING WALLS, AND DOCK SLAB.6. CONSTRUCT NEW EXTERIOR CONCRETE PAVING AND INTERIOR CONCRETE SLAB.7. INSTALL NEW SKIM COAT ON THE NEW AND EXISTING DOCK WALLS.

EXISTING METAL BUILDING WALL GIRT (TYP)

EXISTING METAL BUILDING COLUMN

NEW WALK DOOR

NEW DOOR JAMB

CUT EXISTING WALL GIRT FORNEW WALK DOOR AND CONNECTTO NEW DOOR JAMBS

WALK DOOR ADDITION NOTES:

1. SEE ARCHITECTURAL FOR NEW WALK DOOR LOCATIONS AND SIZES.2. THE CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS.3. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING THE DESIGN OF THE NEW

FRAMING AND CONNECTIONS REQUIRED FOR THE WALK DOOR ADDITIONS.4. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR THE NEW FRAMING,

CONNECTIONS, AND TRIM REQUIRED FOR THE NEW WALK DOORS. THE SHOPDRAWINGS SHALL BE SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THESTATE OF MISSISSIPPI.

* VERIFY ACTUAL FRAMING CONDITIONS. THIS DETAIL SHOWS AN ESTIMATED CONDITION.

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LOADING DOCK &DOOR ADDITION

PLANS

2/1/

18

1/4" = 1'-0"S2.32 LOADING DOCK 2 ADDITION PLAN - BUILDING 3

1/4" = 1'-0"S2.31 LOADING DOCK 1 ADDITION PLAN - BUILDING 3

3/8" = 1'-0"S2.33 WALK DOOR ADDITION DETAIL - BUILDING 3

NEW RETAINING WALL

EXISTING CONCRETE SLAB

38' - 0"

12' -

0"

1' -

6"

3' -

11"

4' -

2"

3' -

11"

4

S3.4

SLOPE 1/8" PER FOOT

1/4" STEEL PLATE

1/4" STEEL PLATE

MATCH ELEVATION OFEXISTING SLAB

10" CONCRETE SLAB-ON-GRADE REINFORCED WITH(2) LAYERS OF #4 BARS AT 18" O.C. IN EACH DIRECTION

1' - 2"

1' - 2"

1' - 2"

1' - 2" 1' - 0"

1' - 0"

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TRASH COMPACTORFOUNDATION PLAN -

BUILDING 3

2/1/

18

1/4" = 1'-0"S2.41 TRASH COMPACTOR FOUNDATION PLAN - BUILDING 3

VITREOUS CHINA

MO

RNINGSIDE

K-12636C_LAVATORY

A B

1

2

5" CONCRETE SLABREINFORCE WITH #4 @ 18" O.C. IN

EACH DIRECTION (1½" TOP COVER)

9"9"

9"

9'-61_2" 6'-9"1'-111_

8"

22'-115_8"

19'-115_8"

9" 1'-3"

14'-0

"

9"

12'-6

"

13'-0

"

9"

3"3"

SEE OPPOSITE SIDEFOR ALL DIMENSIONSNOT SHOWN

3"1'

-1"

1'-1

"3"

11 _ 2"

HSS6x6x3/8COLUMN

9" 9"

1'-0" 1'-0"

9"9"

CONCRETE PEDESTAL

GB1 GB2

GB

2

GB1

GB

1

GB

4

GB5

GB5 GB2

GB

3

2'-3"

21 _ 2"

HSS6x6x3/8COLUMN

SIM

SIM

VERIFY ALL DIMENSIONSWITH ARCHITECTURALDRAWINGS - TYPICAL

TAPERED COLUMNSEE 1/SG3.1

TAPERED COLUMNSEE 1/SG3.1

6" BOARD-FORMEDCONCRETE WALL ABOVE(SEE SECTION 033300 OFTHE PROJECTSPECIFICATIONS)

3/4" DIAMETERDIAGONALBRACE(A36 STEEL ROD)

3/4" DIAMETERDIAGONALBRACE(A36 STEEL ROD)

11 _ 2"21 _ 2"

INSTALL 90° CORNERBARS AT ALL GRADEBEAM INTERSECTIONSPER DETAIL 2, S3.7 (TYP)

A

1

2

B

3'-0" 1'-4" 1'-4" 1'-4" 1'-4" 1'-4" 1'-4" 1'-0"

19'-115_8"

12'-6

"

3"

31'-23_4" OUT TO OUT OF TAPERED BEAM

11'-01_8"

HSS6x6x3/8 COLUMN

HSS6x6x3/8 COLUMN

SEE DETAIL FOR PURLIN SPACING

FA

BR

ICA

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LAT

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EA

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MO

ME

NT

CO

NN

EC

TIO

N A

T E

AC

H E

ND

SEE ARCH DWGS FORROOFING & FINISHEDROOF EDGE DETAILS(TYP)

HS

S3

1 / 2x3

1 / 2x3

/ 16

HS

S3

1 / 2x3

1 / 2x3

/ 16

HS

S3

1 / 2x3

1 / 2x3

/ 16

HS

S3

1 / 2x3

1 / 2x3

/ 16

HS

S3

1 / 2x3

1 / 2x3

/ 16

HS

S3

1 / 2x3

1 / 2x3

/ 16

HS

S3

1 / 2x3

1 / 2x3

/ 16

HS

S3

1 / 2x3

1 / 2x3

/ 16

HS

S3

1 / 2x3

1 / 2x3

/ 16

HS

S3

1 / 2x3

1 / 2x3

/ 16

HS

S3

1 / 2x3

1 / 2x3

/ 16

HS

S3

1 / 2x3

1 / 2x3

/ 16

HS

S3

1 / 2x3

1 / 2x3

/ 16

HS

S3

1 / 2x3

1 / 2x3

/ 16

FA

BR

ICA

TE

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LAT

E C

HA

NN

EL

L2x2x3/16 ANGLE AT EACH END ANDAT THE CENTER OF THE BEAM

(3 LOCATIONS) CONNECTING PLATEBEAM TO PURLIN(SEE DETAILS)

PL1/8x5"x0'-5" SPACEDAS SHOWN ORCONTINUOUS PLATE

PL1/8x5"x0'-5" SPACEDAS SHOWN ORCONTINUOUS PLATE

(SEE OPPOSITE SIDEFOR DIMENSIONS)

SIM

SIM

3

S3.6

1

S3.6

1

S3.6

1

S3.6

2

S3.6

2

S3.6

2

S3.6

4

S3.6

6

S3.6

5

S3.6

7

S3.6

3

S3.5

S3.5

1

S3.5 2

S3.5

1

S3.5 2

4

S3.5

7

S3.7

7

S3.7

/1 S3.5

8

S3.7

7

S3.7

3

S3.5

9

S3.7

7

S3.7

11

S3.7

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GUARD STATIONBUILDING

2/1/

18

3/8" = 1'-0"S2.51 FOUNDATION PLAN - GUARD STATION

3/8" = 1'-0"S2.52 ROOF FRAMING PLAN - GUARD STATION

TOP OF SLAB0' - 0"

TOP OF STEEL10' - 0 3/4"

2' -

0"

4' -

0"

TOP OF STEEL -ELEVATOR COLUMNS23' - 6"

E.B2

S3.0

(FIELD VERIFY)

E.A E.C

(VERIFY)

5' - 9"

3"

4 1/4"

8" 8"SEE DETAILFOR FOUNDATION NOTES

/2 S3.0 SEE DETAILFOR FOUNDATION NOTES

/2 S3.0

HOLD THE TOP HORIZONTAL WALLBAR DOWN 6" TO AVOID COLUMNWEDGE ANCHORS

HOLD THE TOP HORIZONTAL WALLBAR DOWN 6" TO AVOID COLUMNWEDGE ANCHORS

6"X4"X14 GAUGE ANGLE CONNECTEDTO EACH STUD WITH (2) #10 SCREWSAND TO THE STEEL BEAM WITHHILTI X-U PAF AT 12" O.C.

NEW W8X10 BEAM


NEW W8X10 BEAM

6" COLD-FORMED RAFTERS(600S162-43, 33ksi) WITH 5/8"PLYWOOD ROOF SHEATHINGFASTENED TO THE RAFTERS WITH#8 SCREWS AT 6" O.C. AT PANELEDGES AND 12" O.C. IN THE FIELD

5/8" PLYWOOD WALL SHEATHINGFASTENED TO THE STUDS WITH #8SCREWS AT 6" O.C. AT PANELEDGES AND 12" O.C. IN THE FIELD(TYP. EACH SIDE)

NEW W8X10HOIST BEAM

EXISTING STRUCTURE EXISTING STRUCTURE

NEW 3 5/8" COLD-FORMED STUDSAT 16" O.C. (362S162-43, 33ksi)

NEW 6" COLD-FORMED STUDSAT 16" O.C. (600S162-43, 33ksi)

EXISTING FLOOR FRAMINGAND DECKING (REMAINS)

EXISTING FLOOR SHEATHING BEARS ONTHE NEW WALL FASTEN TO THE WALLTRACK WITH #8 SCREWS AT 6" O.C.



NEW 6" COLD-FORMED STUDSAT 16" O.C. (600S162-43, 33ksi)

EXISTING STEEL BEAM(REMAINS)


2" DEEP, 18 GA MIN. DEFLECTION TRACKFASTENED TO THE STEEL BEAM WITHHILTI X-U PAF AT 16" O.C.

INSTALL 2x4 STUD BRACING AT16" O.C. TO SUPPORT THE EDGEOF THE FLOOR SHEATHING

L5X5X3/8 SILL ANGLE ANCHOREDTO CONCRETE WITH 5/8"x5" HILTIHWIK BOLT 3 ANCHORS AT 16" O.C.(VERIFY)

TOP OF SLAB0' - 0"

TOP OF STEEL10' - 0 3/4"

1

S3.0

TOP OF STEEL -ELEVATOR COLUMNS23' - 6"

E.1 E.4

(FIELD VERIFY)

(VERIFY) W8X10 HOIST BEAM

EXISTING STRUCTURE

EXISTING STRUCTURE

EXISTING FLOOR FRAMING TO BEREMOVED AT ELEVATOR OPENING



6" COLD-FORMED RAFTERS(600S162-43, 33ksi) WITH 5/8"PLYWOOD ROOF SHEATHINGFASTENED TO THE RAFTERS WITH#8 SCREWS AT 6" O.C. AT PANELEDGES AND 12" O.C. IN THE FIELD

5/8" PLYWOOD WALL SHEATHINGFASTENED TO THE STUDS WITH #8SCREWS AT 6" O.C. AT PANELEDGES AND 12" O.C. IN THE FIELD(TYP. EACH SIDE)

CONNECT EACH RAFTER TO THE TRACKWITH A CLARKDIETRICH UNI-CLIP(UCEC) WITH (3) #10 SCREWS IN THERAFTER AND TRACK (TYP)





EXISTING FLOOR SHEATHING BEARS ON THE NEW WALLFASTEN TO THE WALL TRACK WITH #8 SCREWS AT 6" O.C.

4' -

0"

EXISTING CONCRETE SLABCUT BACK FORCONSTRUCTION OF THENEW ELEVATOR PIT

EXISTING CONCRETE SLABCUT BACK FORCONSTRUCTION OF THENEW ELEVATOR PIT

3"7' - 4"3"

2' -

0"

8" 8"

8" CONCRETE WALL REINFORCEDWITH VERTICAL #5 BARS AT 12" O.C.AND HORIZONTAL #4 BARS AT 12" O.C.

8" CONCRETE WALL REINFORCEDWITH VERTICAL #5 BARS AT 12" O.C.AND HORIZONTAL #4 BARS AT 12" O.C.

CONTINUOUS BENTONITE WATERSTOPAROUND THE PERIMETER OF THE PIT

REINFORCE FOOTING WITH #5 BARS AT12" O.C. MAXIMUM IN EACH DIRECTIONON TOP & BOTTOM WITH A 90° HOOK ATEACH END OF THE TOP BARS (3" COVER)

VERTICAL WALL REINFORCEMENTTERMINATES IN FOOTING WITH ASTANDARD 90° HOOK (TYP)

WATERPROOFING ON WALL

3/4"x10" ROUND SMOOTH DOWELS AT18" O.C. EMBEDDED 3" IN THE EXISTINGSLAB WITH HILTI HIT-HY 200-A EPOXY

#4 CONTINUOUS

SLOPE THE SOIL BACK AS NEEDED TOCONSTRUCT THE NEW PIT. FILL BACKWITH CONCRETE

4" OF COMPACTED CRUSHEDSTONE AGGREGATE (No. 57 OR 67)

THE CONTRACTOR IS RESPONSIBLE FOR ALLNECESSARY SHORING DURING THECONSTRUCTION OF THE ELEVATOR PIT.

HELICAL PILE (SEE PLAN FOR LOCATIONS)

NEW W8X24 BEAM

NEW W8X24 BEAM

#4 AT 18" O.C.

#4 CONTINUOUS

#4 AT 18" O.C.HOLD THE TOP HORIZONTAL WALLBAR DOWN 6" TO AVOID COLUMNWEDGE ANCHORS


1' - 6"

1' - 6"

VERIFY REQUIREDDIMENSIONS FOR PUMP

L2x2x¼ ON TWO SIDES ANCHOR EACHANGLE TO CONCRETE WITH (2) 1/2"x4"RED HEAD TRUBOLT WEDGE ANCHORS

1¼" DEEP GALVANIZEDSTEEL BAR GRATING

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DETAILS

2/1/

18

3/4" = 1'-0"S3.01 ELEVATOR SECTION 1 - BUILDING 2

3/4" = 1'-0"S3.02 ELEVATOR SECTION 2 - BUILDING 2

3/4" = 1'-0"S3.03 ELEVATOR SUMP PIT

NEW HSS3X3X5/16 COLUMN

ADD L2X2X3/16 WEB MEMBERON EACH SIDE AS SHOWN

EXISTING STEEL JOIST

EXISTING JOIST TOBE CUT OUT

1/4

ADD (2) L2X2X1/8 ANGLES FORNEW JOIST SEAT

3/16TYP

NEW ANGLES

JOIST SEAT

TOP &BOTTOM

*THE EXISTING JOIST MUST BE SHORED PRIOR TO CUTTING MEMBERS*


1/4

PL5/8X6X0'-6"

EXISTING W14X22STEEL BEAM

BEAM TO BECUT OUT

ADD 1/4" STIFFENER PLATEON EACH SIDE OF BEAM WEB

3/16

1/4

SIDE VIEW:END VIEW:

*SHORE THE STEEL BEAM DURING INTERMEDIATE STAGES OF CONSTRUCTION*

6"

1 1/2"

CONTRACTION JOINTSAWCUT UNLESS NOTED ASTOOLED ON THE PLAN

CONTRACTION JOINTS SHALL BE SAWCUT AS SOON ASTHE CONCRETE WILL ADEQUATELY SUPPORT WORKERSAND EQUIPMENT. INSTALL CONTRACTION JOINTS AT AMAXIMUM SPACING OF 16' IN EACH DIRECTION.

4" OF MDOT No. 57 OR 67STONE OR RECYCLEDCONCRETE

6" THICK CONCRETE 4,000PSI MIN. COMP. STRENGTH

#4 BARS AT 18" O.C. IN EACH DIRECTION

10 MIL. VAPORBARRIER

2"

TOP OF SLAB0' - 0"

1' - 4"

1' -

4"

1' - 4"

1' -

4"

6' - 8"

7' -

6"

6" 6"

MINIMUM MINIMUM

6"

NEW SLAB-ON-GRADE REINFORCED WITH #4 BARSAT 18" O.C. IN EACH DIRECTION (2" TOP COVER)

TURN SLAB DOWN AT PERIMETER TO BEAR ONTHE EXISTING CONCRETE AS SHOWN

9' - 4"

EXISTING CONCRETE PIT

FILL PIT WITH COMPACTED SELECT FILL(SEE SPECIFICATIONS)

4" COURSE AGGREGATE LAYERMDOT No. 57 OR No. 67

* THE CONTRACTOR MUST FIELD VERIFY ALL DIMENSIONS FOR EXISTING CONSTRUCTION

TOP OF SLAB0' - 0"

5" 5' - 0" 5"

5' - 10"

NEW SLAB-ON-GRADE REINFORCED WITH #4 BARSAT 18" O.C. IN EACH DIRECTION (2" TOP COVER)

TURN SLAB DOWN AT PERIMETER TO BEAR ONTHE EXISTING CONCRETE AS SHOWN


FILL PIT WITH COMPACTEDSELECT FILL

(SEE SPECIFICATIONS)



6"

4' -

2"

TOP OF SLAB0' - 0"

NEW SLAB-ON-GRADE REINFORCED WITH (3) #4BARS IN THE LONG DIRECTION AND #4 BARS AT18" O.C. IN THE SHORT DIRECTION (2" TOP COVER)


FILL PIT WITH COMPACTEDSELECT FILL(SEE SPECIFICATIONS)



2' - 1"

3' -

1"

6"

TOP OF SLAB0' - 0"

C.2

COMPRESSOR ROOM -TOP OF STEEL

9' - 4 1/4"

42" HIGH STEEL TUBE GUARDRAIL (SEE S1.0)

CONTINUOUS L6X6X5/16 ANCHORED TO THE CMU WALLWITH 1/2"Øx4½" HILTI KWIK BOLT 3 WEDGE ANCHORS AT24" O.C. ON THE TOP AND SIDE OF THE WALL AS SHOWN.STAGGER BOLTS ON TOP AND SIDE.GRIND CORNER OF CMU AS NEEDED FOR FLUSH FIT.MITER ANGLE AT WALL CORNER.

8" BOND BEAM WITH (1) CONTINUOUS #5 BAR (GROUT SOLID)

1 1/

2"

2"

3/16 1½ - 163/16 1½ - 16 3/16 1½ - 16

3/16 2 - 12

8" CMU WALL REINFORCED WITH VERTICAL #5BARS AT 32" O.C. AND HORIZONTAL 9 GAUGELADDER TYPE JOINT REINFORCEMENT AT 16" O.C.GROUT ALL REINFORCED CELLS

2' - 6"

6 3/4"

1' - 0"

1' -

4"

CUT OUT EXISTING SLAB FOR NEW FOOTINGREINFORCE WITH (3) CONTINUOUS #5 BARSWITH #4 CROSS BARS AT 30" O.C.

3/4"x12" ROUND SMOOTH DOWELS AT24" O.C. EMBEDDED IN EXISTING SLAB 4"WITH HILTI HIT-HY 200-A EPOXY(EACH SIDE OF FOOTING)

VERTICAL WALL REINFORCEMENT ANCHORS INFOOTING 10" WITH HILTI HIT-HY 200-A EPOXY

(VERIFY - MATCH EXISTING)

C.1


9' - 4 1/4"

EXISTING STEEL PLATEDECKING

EXISTING CMU WALL

EXISTING STEEL FRAMINGNOT SHOWN

ANCHOR THE EXISTING STEEL PLATE TOTHE CMU WALL WITH 1/2"Øx4½" HILTI KWIKBOLT 3 WEDGE ANCHORS AT 24" O.C.

BUTT THE NEW STEEL PLATE TOTHE EXISTING STEEL PLATE FORA FLUSH SURFACE 5/8 16

NEW PLATE TO EXISTING EDGE ANGLEGRIND SMOOTH

DEMOLISH THE EXISTING GUARDRAILLOCATED ON TOP OF THIS WALL. REPLACETHE EXISTING EDGE ANGLE AS NEEDED IFDAMAGED DURING RAIL DEMOLITION

(VERIFY - MATCH EXISTING)

3/16 1½ - 163/16 1½ - 16

3/16 1½ - 16

1½ - 24GRIND SMOOTH


9' - 4 1/4" (4) 3/4" A325BOLTS

1/4

1 3/4"1 3/4"

2 1/

4"2

1/4"

PL5/8

3/8" STIFFENER PLATE(EACH SIDE OF WEB)

BACKGOUGE TYP.T & B FLANGE

5/16

PL3/8

4 1/2"

1 1/2"

5 1/

2"

1 1/

4"3"

1 1/

4"

PL1/4

(2) 3/4" A325 BOLTS

3/16

COPE THE TOPOF THE BEAM

3 1/2" 3 1/2"

3 1/

4"6

1/4"

4 3/

4"

2" 2"

(4) 5/8"Øx6" HILTI KWIK BOLT 3 WEDGE ANCHORS

3/16

PL1/2

CMU WALL ONTHIS SIDE

3 1/

2"3

1/2"

3 1/2" 3 1/2"

(4) 5/8"Øx4½" HILTI KWIK BOLT 3 WEDGE ANCHORS

PL1/2

5"5"

5" 5"3/16

REINFORCE & GROUT(3) CELLS AT CORNERS

SE

E N

OT

ES

ON

S2.

2

SEE NOTES ON S2.2

CENTER IN WALL

8" BOND BEAM BLOCKS REINFORCEDWITH (1) CONTINUOUS #5 BAR

#5 90° BAR LAP SPLICE ADJACENTBOND BEAM REINFORCEMENT

24"

24"

LINTEL GROUTED SOLID FORTHE FULL DEPTH

LIN

TE

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EP

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LINTEL BLOCK

MAXIMUMOPENING

WIDTH

LINTELDEPTH

REINFORCEMENT

4'-0" 8" (1) #5 BAR

8'-0" 16" (2) #5 BAR

3/16

EXISTING ROOF PURLIN CUTFOR NEW ELEVATOR

L5x3x1/4x0'-5"

CONNECT THE EXISTING PURLINTO THE ANGLE WITH (6) 1/4"SELF-DRILLING SCREWS

1/2"

SIDE & BOTTOM WITH1/2" RETURN AT TOP

1 3/4" 1 3/4"

6"6"

1/4

PL5/8

(2) 3/4"x6" GALVANIZED HILTI KWIKBOLT 3 WEDGE ANCHORS

1 1/

2"1

1/2"

1 3/4" 1 3/4"

8"8"

1/4

PL5/8

(2) 3/4"x6" GALVANIZED HILTI KWIKBOLT 3 WEDGE ANCHORS

1 1/

2"1

1/2"

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DETAILS

2/1/

18

1" = 1'-0"S3.11 STEEL JOIST / COLUMN CONNECTION - ELEVATOR ADDITION

1" = 1'-0"S3.12 STEEL BEAM / COLUMN CONNECTION - ELEVATOR ADDITION

1 1/2" = 1'-0"S3.16 CONCRETE SLAB DETAIL - INTERIOR

1/2" = 1'-0"S3.17 PIT FILL 1

1/2" = 1'-0"S3.18 PIT FILL 2

1/2" = 1'-0"S3.19 PIT FILL 3

1" = 1'-0"S3.110 SECTION AT NEW CMU WALL - COMPRESSOR ROOM ADDITION

1" = 1'-0"S3.111 SECTION AT EXISTING CMU WALL - COMPRESSOR ROOM ADDITION

1" = 1'-0"S3.112 STEEL BEAM / COLUMN MOMENT CONNECTION

1" = 1'-0"S3.113 STEEL BEAM / BEAM CONNECTION

1" = 1'-0"S3.114 BASE PLATE - W6X20

1" = 1'-0"S3.115 BASE PLATE - HSS4X4X3/16

3/4" = 1'-0"S3.116 CMU WALL REINFORCEMENT DETAIL

3/4" = 1'-0"S3.117 CMU WALL BOND BEAM REINFORCEMENT DETAIL

3/4" = 1'-0"S3.118 CMU LINTEL SCHEDULE

1 1/2" = 1'-0"S3.13 PURLIN TO BEAM CONNECTION - ELEVATOR ADDITION

1" = 1'-0"S3.14 BASE PLATE 1

1" = 1'-0"S3.15 BASE PLATE 2

TOP OF SLAB0' - 0"

TOP OF SLAB0' - 0"

3

S3.2

2

S3.2

6"6"

8"8"

CONTINUOUS L3x3x1/4WITH 1/2"x6" HEADEDSTUDS AT 12" O.C.

#5 BARS AT 16" O.C. IN EACHDIRECTION ON TOP & BOTTOM(3" BOTTOM COVER & 2" TOP COVER)

VERTICAL WALL REINFORCEMENTTERMINATES IN FOOTING WITH A 90° HOOK

VERTICAL WALL REINFORCEMENTTERMINATES IN SLAB WITH A 90° HOOK

VERTICAL #5 BARSAT 18" O.C.

HORIZONTAL #4 BARSAT 8" O.C.

#4 BARS AT 18" O.C. IN EACHDIRECTION (2" TOP COVER)

SEE NOTES ONOPPOSITE SIDE

1' -

0"

MIN

IMU

M

3"3"

8' - 0"

DOCK LEVELER(NOT SHOWN)

6"

8"8"

SEE NOTES ONOTHER DOCK

1' -

0"

3"3"

8' - 0"

HELICAL PILES UNDERPINNINGEXISTING FOOTING / GRADE BEAM

EXISTING METALBUILDING COLUMN

EXISTINGFOOTINGBEYOND

EXISTING METALBUILDING STRUCTURE

ESTIMATED EXISTING FOUNDATION(FIELD VERIFY ACTUAL CONDITIONS)

MIN

IMU

M

EXISTING DOCK WALL(FIELD VERIFY)


NEW DOCK WALL FOOTING BEYOND

NEW WALL DOCK WALL TIESINTO EXISTING DOCK WALLWITH 3/4"x12" ROUND SMOOTHDOWELS AT 12" O.C. EMBEDDEDIN EXISTING WALL 4" WITHHILTI HIT-HY 200-A EPOXY

3/4"x12" ROUND SMOOTHDOWELS AT 12" O.C. EMBEDDEDIN EXISTING SLAB 4" WITH HILTIHIT-HY 200-A EPOXY

3/4"x12" ROUND SMOOTH DOWELSAT 12" O.C. EMBEDDED INEXISTING SLAB 4" WITHHILTI HIT-HY 200-A EPOXY

NEW FOOTING TIES INTOEXISTING FOOTING WITH3/4"x12" ROUND SMOOTHDOWELS EMBEDDED INEXISTING FOOTING 4" WITHHILTI HIT-HY 200-A EPOXY(3) DOWELS ON TOP & BOTTOM(6 TOTAL)

EXISTING FOOTING BEYOND


6' - 2"6' - 2"


TOP OF SLAB0' - 0"

TOP OF SLAB0' - 0"

-5.50'

8' - 3"

10"

8"

3' - 0"

1' -

6"

6"

4' -

0"

2' -

8"

-4.00'


CONTINUOUS L3x3x1/4WITH 1/2"x6" HEADEDSTUDS AT 12" O.C. (TYP.AROUND PERIMETER)


SITE PAVINGSEE CIVIL

REINFORCE FOOTING WITH (3) #6 BARS ONTOP & BOTTOM WITH #3 TIES AT 24" O.C.(3" COVER)

VERTICAL #5 BARS AT 16" O.C.

HORIZONTAL #4 BARS AT 8" O.C.

VERTICAL WALL REINFORCEMENT DOWELSIN FOOTING WITH A 90° HOOK

3/4" ASPHALTIC EXPANSIONJOINT. SEAL THE TOP OFTHE JOINT WITH CAULK


VERTICAL WALLREINFORCEMENTTERMINATES INFOOTING WITH A90° HOOK





1' -

8"

1' -

0"

1' -

7 1

/2"

1' - 0"

FLAT AREA

SLOPE 1/2"

7' - 3"


VERIFY (SEE CIVIL)

1' - 1"

1

S3.2

TOP OF SLAB0' - 0"

1

S3.2

6"

EXISTING FOUNDATION(VERIFY)

3/4"x12" ROUND SMOOTHDOWELS AT 12" O.C. EMBEDDEDIN EXISTING SLAB 4" WITH HILTIHIT-HY 200-A EPOXY


48" LONG #4 BARS AT12" O.C. EMBEDDED INEXISTING FOOTING 8"WITH HILTI HIT-HY 200-AEPOXY

HELICAL PILE TIE-BACK

-5.50'

1' -

6"

3' - 0"

1' - 1"

4' -

0"

-4.00'

VERIFY (SEE CIVIL)

HELICAL PILE UNDERPINNINGTHE EXISTING FOUNDATION

FILL THE EXCAVATION WITHCONCRETE AS SHOWN

EXISTING METAL BUILDING



VERTICAL WALL REINFORCEMENTDOWELS IN FOOTING WITH A 90° HOOK


SITE PAVINGSEE CIVIL


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DETAILS

2/1/

18

3/4" = 1'-0"S3.21 LOADING DOCK ADDITION 1, SECTION 1 - BUILDING 3



TOP OF SLAB0' - 0"

TOP OF SLAB0' - 0"

3

S3.3

2

S3.3

6"6"

8"8"


#5 BARS AT 16" O.C. INEACH DIRECTION ONTOP & BOTTOM(3" BOTTOM COVER &2" TOP COVER)


VERTICAL WALLREINFORCEMENTTERMINATES IN SLABWITH A 90° HOOK




SEE NOTES ONOPPOSITE SIDE

1' -

0"

MIN

IMU

M

3" 3"

8' - 0"


HELICAL PILESUNDERPINNINGEXISTING FOOTING

NEW DOCK WALL FOOTING BEYOND

HELICAL PILESUNDERPINNINGEXISTING FOOTING

EXISTING METALBUILDING COLUMN3/4"x12" ROUND SMOOTH

DOWELS AT 12" O.C.EMBEDDED IN EXISTINGSLAB 4" WITHHILTI HIT-HY 200-A EPOXY


EXISTING FOUNDATION(FIELD VERIFY)

EXISTING FOUNDATION(FIELD VERIFY)

3/4"x12" ROUND SMOOTH DOWELS AT12" O.C. EMBEDDED IN EXISTING SLAB4" WITH HILTI HIT-HY 200-A EPOXY

NEW WALL DOCK WALL TIES INTOEXISTING FOUNDATION WITH3/4"x12" ROUND SMOOTH DOWELSAT 12" O.C. EMBEDDED INEXISTING FOUNDATION 4" WITHHILTI HIT-HY 200-A EPOXY

NEW WALL DOCK WALL TIES INTOEXISTING FOUNDATION WITH3/4"x12" ROUND SMOOTH DOWELSAT 12" O.C. EMBEDDED INEXISTING FOUNDATION 4" WITHHILTI HIT-HY 200-A EPOXY


TOP OF SLAB0' - 0"




VERTICAL WALLREINFORCEMENT DOWELS INFOOTING WITH A 90° HOOK

-5.50'

-4.00'1' - 0"

(6) #4 BARSAS SHOWN

3' - 0"

1' -

6"

6" 8"

1

S3.3

TRENCH DRAIN - SEE CIVIL

#4 BARS AT 24" O.C.


VERIFY (SEE CIVIL)

4' -

0"

#4 90° DOWELS AT 18" O.C.

18"

18"

WALL PANEL LEDGEMATCH EXISTING

1' - 1"

TOP OF SLAB0' - 0"

TOP OF SLAB0' - 0"

-5.50'

8' - 3"

10"

8"

3' - 0"

1' -

6"

6"

6"

4' -

0"

2' -

8"

-4.00'


CONTINUOUS L3x3x1/4WITH 1/2"x6" HEADEDSTUDS AT 12" O.C. (TYP.AROUND PERIMETER)


TRENCH DRAIN - SEE CIVIL

1' - 0"

#4 BARS AT 24" O.C.




VERTICAL WALL REINFORCEMENT DOWELSIN FOOTING WITH A 90° HOOK








1' -

8"

1' -

0"

1' -

7 1

/2"

1' - 0"

FLAT AREA

SLOPE 1/2"

(6) #4 BARSAS SHOWN

VERIFY (SEE CIVIL)

1

S3.3

7' - 3"

1' - 1" 1' - 11"


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DETAILS

2/1/

18




TOP OF SLAB0' - 0"

SITE PAVEMENTSEE CIVIL

-5.50'

TOP OF FOOTING

FOOTING MAY STEP UP AS THE ELEVATIONINCREASES AWAY FROM THE BUILDING. THETOP OF FOOTING MUST BE AT LEAST 12" BELOWTHE BOTTOM OF PAVING.SEE DETAIL FOR FOOTING STEP

3/4" ASPHALTIC EXPANSION JOINT BOARDWITH THE TOP SEALED WITH CAULK

NEW CONCRETE PAVINGSEE CIVIL

CHAMFER WALLCORNERS

STEEL PIPE SAFETY RAILING

10"



1' -

6"

4' - 0"REINFORCE WITH (4) CONTINUOUS #5 BARS ONTOP & BOTTOM WITH #5 CROSS BARS AT 30" O.C.(3" COVER)

WALL REINFORCEMENT DOWELSIN FOOTING WITH 90° HOOK

1' - 7" 1' - 7"

/2 S3.4

1' - 6"

2' - 0"

2' - 0"

TYP.

TYP.

VE

RIF

Y

"Z" STEP BAR FOREACH FOOTING BARSAME SIZE AS FOOTINGBARS

TOP OF SLAB0' - 0"

EXISTING WIDE FLANGE STEEL COLUMNS

3

S3.2

2

S3.2

EXISTING GIRTEXISTING GIRT

NEW WALL GIRT AT DOOR HEAD

NEW DOOR JAMB NEW DOOR JAMB EXISTING DOOR

EXISTING PIT WALLFOOTING (FIELD VERIFY)

EXISTING PIT WALLNEW CONCRETE WALLEXTENDS TO EDGE OFBUILDING UNDER THEEXISTING FOOTING

NEW FOOTING

NEW RETAINING WALL

RESURFACE THE NEW AND EXISTINGCONCRETE WALL WITH A MINIMUM 1/8"THICK SKIM COAT FOR A CLEANUNIFORM APPEARANCE (QUIKRETEQUIKWALL OR APPROVED ALTERNATIVE)

OVERHEAD DOOR ADDITION NOTES:

1. SEE ARCHITECTURAL FOR NEW OVERHEAD DOOR LOCATIONS AND SIZES.2. THE CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS.3. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING THE DESIGN OF THE NEW

FRAMING AND CONNECTIONS REQUIRED FOR THE OVERHEAD DOOR ADDITIONS.4. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR THE NEW FRAMING,

CONNECTIONS, AND TRIM REQUIRED FOR THE NEW OVERHEAD DOORS. THESHOP DRAWINGS SHALL BE SEALED BY A PROFESSIONAL ENGINEER LICENSED INTHE STATE OF MISSISSIPPI.

* VERIFY ACTUAL FRAMING CONDITIONS. THIS DETAIL SHOWS AN ESTIMATED CONDITION.

EXISTING GIRTEXISTING GIRT

1' -

6"

EXISTING BUILDINGFOUNDATION (VERIFY)

2"

3"

10"

6" 6"

#4 BARS @ 18" O.C.IN EACH DIRECTION

(1) #5 BAR CONTINUOUSAROUND THE PERIMETER

TOP #4 BARS TURN DOWNINTO THE SLAB EDGE WITHA 90° HOOK

CONTINUOUS 1/4"x28" STEELPLATE WITH (3) ROWS OF5/8"x4" STUDS AT 30" O.C.

CONCRETE DRAINAGEGUTTER (SEE CIVIL)

MIN

IMU

M

6" OF MDOT No. 57 OR 67 STONEOR RECYCLED CONCRETE

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DETAILS

2/1/

18

3/4" = 1'-0"S3.41 LOADING DOCK RETAINING WALL - BUILDING 3

3/4" = 1'-0"S3.42 FOOTING STEP

1/4" = 1'-0"S3.43 LOADING DOCK ADDITION 1 ELEVATION - BUILDING 3

3/4" = 1'-0"S3.44 TRASH COMPACTOR SLAB SECTION - BUILDING 3

A B

11'-01_8"19'-115_

8"

7'-7

3 _ 4"

12'-1

01 _ 4"

31'-23_4" OUT TO OUT OF TAPERED BEAM

4'-0

"3'

-6"

2'-3"

HSS6x6x3/8 COLUMN

TAPERED BEAMDETAIL

TAPEREDCOLUMN

FITTED STIFFENERSALIGNED WITH COLUMN

6" BOARD-FORMEDCONCRETE WALL

8"

3"

2'-6

"

TOP CORNER OFTAPERED FRAME

TOP CORNER OFTAPERED BEAM

COLUMNPEDESTAL

FACE OF TAPEREDCOLUMN

WINDOW WALLSEE ARCH DWGS

SEE ARCHITECTURAL &CIVIL DRAWINGS FORWALKWAYS & PAVING

GRADE BEAM SEEPLAN

CONCRETE FILLBELOW GRADE BEAMSEE DETAIL

BRICK VENEERSEE

ARCHITECTURAL

10"

(3) 1/2 " x 5" HEADED CONCRETEANCHORS WELDED TO THE STEELCOLUMN AND EMBEDDED INCONCRETE WALL (TYP)

2'-8"

41_4"

WORKPOINT

2'-8"2'-8"

2'-8"

2'-33_4"

2'-8"

2'-8"

2'-8"

2'-8"

2'-8"1'-9"

11"1'-11"

1 212'-6"

9" 11'-0" 9"

4'-0

"

14'-0"

9" 9"

∅3/4" DIAGONALBRACES(A36 STEEL ROD)

TAPERED COLUMN

8"2'

-6"

COLUMN PEDESTAL

GRADE BEAM SEEPLAN

SEE ARCH DWGS

SEE ARCH DWGS

ROOF

TAPERED COLUMN

2 112'-6"

1'-0"1'-1"1'-0" 1'-1" 10'-4"

14'-6"

HSS6x6x3/8

8"

9"

2'-6

"

4'-0

"

9"

6" BOARD-FORMED CONCRETE WALL

COLUMN PEDESTAL

CONCRETE SLAB

PLYWOOD ROOFSHEATHING (SEE S1.0)

PURLINS SEE PLAN

FABRICATED BEAM

A

TYPICAL DIAGONAL BRACEEND CONNECTION

EACH END OF DIAGONAL BRACESSHALL BE THREADED AND BEARAGAINST THE COLUMN WEB WITHSLOPED WASHERS, FLAT WASHERS,& HEAVY HEX NUTS (TYP)

4"

3"

12'-1

01 / 4

"

TO

P O

F S

TE

EL

3" 81_2"

1'-2

1 _ 2"

31'-2 3/4"

7'-7

3 _ 4"

11 _ 2"

COLUMN FLANGEPL3/8x6" CONTINUOUS

COLUMN WEBPL1/4 TAPERED CONTINUOUS

HAUNCH STIFFENERPL3/8x6"

TOP & BOTTOM FLANGESPL3/8x6" CONTINUOUS

BEAM WEBPL1/4 TAPERED CONTINUOUS

SEE FOUNDATION DETAILSFOR BASE PLATE & ANCHORROD INFORMATION

CONCRETE PEDESTAL

3"

ALL FLANGES AND WEBS FORTAPERED MEMBERS SHALL

APPEAR TO BE CONTINUOUS(UN-SPLICED)

END PLATEPL3/8x6"x 0'-4"

6'-3

3 _ 4"

3"7"

SLOPED WASHER

COLUMN WEB

FLAT WASHER

HEAVY HEX NUT

3/4" DIAMETER BRACE

TYP3/16

TOP OF SLAB0' - 0"

TOP OF SLAB0' - 0"

/4 S3.5

/1 S3.6

TOP OF SLAB0' - 0"

4

S3.5

TOP OF SLAB0' - 0"

S3.65

S3.710

S3.710

MIRROR

TOP OF SLAB0' - 0"

5

S3.7

6

S3.7

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DETAILS

2/1/

18

3/8" = 1'-0"S3.51 SIDE ELEVATION - GUARD STATION

3/8" = 1'-0"S3.52 END ELEVATION - GUARD STATION

3/8" = 1'-0"S3.53 BUILDING SECTION - GUARD STATION

1" = 1'-0"S3.54 STEEL FRAME DETAIL - GUARD STATION

18"

18"

1'-4"

2'-6

"

4'-0

"

BRICK VENEERSEE ARCHITECTURAL

REINFORCE SLAB WITH #4 BARS AT 18" O.C.IN EACH DIRECTION (11/2" TOP COVER)

350S125-43 COLD-FORMED STUDS (3 1/2" DEEP, 18 GA.)AT 16" O.C. WITH 7/16" OSB SHEATHING (SEE S1.0)

(2) #6 TOP & BOT

#3 TIES @ 24" oc

8"

2"

51_2"

DOWN5"

VAPOR BARRIER (SEE ARCH.)10 MIL. MINIMUM

GROUT SOLID BEHIND BRICK VENEER TO HEIGHTOF WEEPHOLES OR EXTERIOR SIDEWALKS &PAVING. SEE ARCH & CIVIL DWGS. - TYPICAL

3/4" ASPHALTIC EXPANSION JOINT BOARDSEALED WITH CAULK AT THE TOP

ALLOWABLE CONSTRUCTION JOINT LOCATION. ROUGHEN SURFACEBEFORE CONCRETE SETS UNLESS NOTED OTHERWISE. CLEAN ANDWET THOROUGHLY BUT REMOVE ALL SURFACE WATER BEFORETOPPING WITH NEW CONCRETE.

#4 90° DOWELS @ 24" O.C.

3"

3" 3"


CONCRETE WALKWAY ORPAVING WHERE SHOWN ONARCH OR CIVIL DWGS. (TYP)

18"

18"

4'-0

"3'

-6"

3" 3"

CONCRETE WALL SEE PLANFOR LOCATION

2'-0

"2"

#4 BARS @ 12" O.C. VERTICAL& 10" O.C. HORIZONTAL

CONTINUOUS BENTONITEWATERSTOP

2"3"

3" 3"

5"

8"

3'-2

"

1'-4"

(2) #6 TOP & BOT

#3 TIES @ 24" oc


REINFORCE SLAB WITH #4 BARS AT 18" O.C.IN EACH DIRECTION (1 1/2" TOP COVER)

VAPOR BARRIER (SEE ARCH.)10 MIL. MINIMUM

#4 90° DOWELS @ 24" O.C.

VERTICAL WALLREINFORCEMENTEMBEDS INFOUNDATION 24"

18"

18"

1'-4"

4'-0

"

BAR CLEARANCE(TYP)

5"

8"

2"3"

3" 3"

2'-6

"

(2) #6 TOP & BOT

#3 TIES @ 24" oc



VAPOR BARRIER (SEE ARCH.)10 MIL. MINIMUM #4 90° DOWELS @ 24" O.C.

BASE PLATE PLANPEDESTAL PLAN

1/4

3'-2

"

1'-6"

TAPERED FRAME COLUMNSEE DETAIL

1'-4

" M

IN

6" 6"

6"6"

8"

(2) #5 "U" BARS

3"

3/4 " DIAGONAL BRACESEE DETAIL

GRADE BEAMSEE PLAN

1'-0"

41 _ 2"

41_2"

1'-0

"

11 _ 2"

9" 9"

41_2"

41 _ 2"

PL3/4(4) 3/4" DIA. ANCHOR RODSEMBEDDED 16" (SEE S1.0)

(3) #3 TIES AT 2" O.C. ATTOP THEN 8" O.C.

GRADE BEAM REINFORCEMENT RUNSCONTINUOUS THROUGH COLUMNPEDESTAL WITH 90° BARS

2"

2" 2"

2"

9" 9"

9"9"

1" CHAMFER ON ALLCORNERS

REINFORCE PEDESTAL WITH(2) VERTICAL #5 "U" BARS

LEVELING NUTS &NON-SHRINK GROUT


BASE PLATE PLAN

5/16

1'-0" 1'-1"

8"

9"

2'-6

"

4'-0

"

3"

1'-4

"

CONTINUOUS GRADEBEAM REINFORCEMENTSEE DETAIL

3"

4"1'

-4"

1'-4

" 3'-6

"

1/2 " x 5" HEADED CONCRETE ANCHORSWELDED TO THE STEEL COLUMN ANDEMBEDDED IN CONCRETE WALL (TYP)

HORIZONTAL #4 BARS @ 12" O.C.PROVIDE 18"x18" 90° BARS AT EACH CORNERFOR ALL HORIZONTAL REINFORCEMENT(VERTICAL REINFORCEMENT NOT SHOWN)

HEADED CONCRETE ANCHOR(SEE NOTE ABOVE)

2'-1"

HSS6x6x3/8 COLUMN

2"

51 _ 2"

31_2" 81_

2"

7"7"

1'-2

"

7"

1'-0"

6" BOARD-FORMED CONCRETE WALL(SEE ARCHITECTURAL FOR FORM LAYOUT)

51 _ 2"

PL3/4(4) 3/4" DIA. ANCHORRODS EMBEDDED 16"(SEE S1.0)

(2) #5 "U" BARS

(3) #3 TIES AT 2" O.C. ATTOP THEN 8" O.C.(AROUND "U" BARS)


PAINT ALL BELOW GRADESTEEL AND BOLTS WITHBASF MasterSeal 615COATING (MIN. (2) COATS) LEVELING NUTS &

NON-SHRINK GROUT


5"

3'-4

"8"

1'-6"

2"

9" 9"

2'-6

"

3"

3" 3"

10"

(2) #6 TOP & BOT

#3 TIES @ 24" O.C.


3'-4

"8"

1'-4"

2"

2'-6

"

3"

3" 3"

10"

(2) #6 TOP & BOT

#3 TIES @ 24" oc


TOP OF SLAB0' - 0"

TOP OF SLAB0' - 0"

TOP OF SLAB0' - 0"

TOP OF SLAB0' - 0"

/4 S3.5

/2 S3.5

TOP OF SLAB0' - 0"

TOP OF SLAB0' - 0"

TOP OF SLAB0' - 0"

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DETAILS

2/1/

18

1" = 1'-0"S3.61 PERIMETER FOUNDATION SECTION AT BRICK (GB1)- GUARD STATION

1" = 1'-0"S3.62 PERIMETER FOUNDATION SECTION AT CONCRETE WALL (GB2) - GUARD STATION

1" = 1'-0"S3.63 INTERIOR GRADE BEAM SECTION (GB3) - GUARD STATION

1" = 1'-0"S3.64 PEDESTAL SECTION - GUARD STATION

1" = 1'-0"S3.65 COLUMN FOOTING SECTION - GUARD STATION

1" = 1'-0"S3.66 GB4 SECTION - GUARD STATION

1" = 1'-0"S3.67 GB5 SECTION - GUARD STATION

3" VARIES

6"

COLUMN WEBPL1/4 CONTINUOUS

COLUMN FLANGEPL3/8x6" CONTINUOUS

TYPICAL BOTHFLANGES3/16

BEAM WEBPL1/4 CONTINUOUS

TOP & BOTTOM FLANGEPL3/8x6" CONTINUOUS

VA

RIE

S

TYPICAL TOP &BOT FLANGE

3" 3"

6"

3/16

1/4 2

2 -183/16

23/16

61_4"

5"

ROOF PURLINS SEE PLAN

BRICK VENEER ALIGNED WITH OUTSIDEEDGE OF STEEL BEAM FLANGE(SEE ARCHITECTURAL DWGS)

VERIFY LOCATION OF OUTSIDE FACE OFROOF EDGE SUPPORT ANGLE WITHARCHITECTURAL DWGS (TYP)EACH SIDE OF

PURLIN TYP

TYPE "A" CONTINUOUS ROOF EDGE SUPPORT:1/4" BENT PLATE WITH 7" HORIZONTAL AND31/2" VERTICAL LEG

ANGLECONNECTION

WELDS TAPERED ROOF BEAM

VA

RIE

S

TY

PIC

AL

350S125-43 COLD-FORMED STUDS(3 1/2" DEEP, 18 GA.) AT 16" O.C. WITH7/16" OSB SHEATHING (SEE S1.0)

INSTALL A DEFLECTION TRACK AT THE TOP OF THE WALL

MINIMUM 3/8" COMPRESSIBLEJOINT BETWEEN BEAM AND BRICK

PL1/8x5"x0'-5" SPACED AT 16" O.C. OR CONTINUOUS PLATE (SEE PLAN)

2"


PLAN AT CORNER

3/16

3/16

61_4"

VERIFY OFFSET DIMENSION WITH ARCH DWGS

3" 81_2"

TYPE "B" CONTINUOUS ROOF EDGESUPPORT: 1/4" BENT PLATE WITH 9"HORIZONTAL LEG AND 31/2"VERTICAL LEG

TAPERED COLUMN

TAPERED BEAM

FULL WIDTH OF BEAM& COLUMN FLANGE

5" LONG ABOVE EACH FRAME.2" LONG @ 18" O.C. BETWEEN FRAMES

END PURLIN CENTERED OVER GRIDLINE & DIAGONAL BRACING BELOW

7" ±

TYPICAL DIAGONAL BRACE

TAPERED FRAME BELOW

MITER ROOF EDGE ANGLES AND FULLY WELDALL CORNER MEMBERS TOP AND BOTTOM TOPROVIDE FOR A SMOOTH, SEAMLESSAPPEARANCE

TYPE "A" EDGE SUPPORT ANGLE

TYPE "B" EDGE SUPPORT ANGLE

1'-2

1 _ 2"

ROOF PURLIN

BRICK VENEERSEE ARCHITECTURAL

350S125-43 COLD-FORMED STUDS(3 1/2" DEEP, 18 GA.) AT 16" O.C. WITH

7/16" OSB SHEATHING (SEE S1.0)

CONNECT STUDS TO THEPURLIN WITH A FRAMING CLIP(SEE COLD-FORMED STEELSHOP DRAWINGS)

3/162 - 6

TAPERED BEAM

PURLINSSEE PLAN

HSS6x6x3/8 COLUMN

FABRICATED PLATE BEAM WITHHEIGHT AND SLOPE OF FLANGESEQUAL TO THE FLANGES OF THETAPERED BEAM. FLANGES SHALLBE PL3/8x5" & WEB SHALL BE PL 1/4

3/8" CONN.PLATE

STIFFENERS FAR SIDE


L2x2x3/16 x0'-8" ANGLE LOCATEDNEAR EACH END OF THE BEAMAND IN THE CENTER OF THE BEAM

(3 LOCATIONS ALONG BEAM)

FABRICATED 3/16" PLATE CHANNEL WITHHEIGHT AND SLOPE EQUAL TO THE FLANGESOF THE TAPERED BEAM. COPE EACH END TOFIT FLUSH WITH THE PLATE BEAM &CONTINUOUSLY FILLET WELD TO THE PLATEBEAM WEB AND FLANGES FOR A SEALEDCONDITION. GRIND WELD SMOOTH.

BEAM SECTION

3/16

1/41/4

1/4

1/4

3/163/16

TYPICAL TYPE "A" ROOFEDGE SUPPORT

HSS6x6x3/8 COLUMN

FULL HEIGHT FITTEDCONNECTION PLATEPL3/8x31/2 WITH (2) 3/4 " BOLTS

(2) PL3/8 FULL HEIGHT FITTEDSTIFFENERS. ALIGN WITH COLUMNWALLS

MA

TC

H T

AP

ER

ED

BE

AM

HE

IGH

TS

LOP

E O

F T

OP

& B

OT

TO

MF

LAN

GE

S W

ILL

VA

RY

TOP & BOTTOMFLANGE - TYP

61_4"

WEB TOFLANGE

5"

5"PLAN AT CORNER

3/16

3/16

51_4"

ROOF PURLIN SEE PLAN

TYPICAL ROOF DECK

TAPERED BEAM SEETYPICAL DETAILS

VERIFY OFFSET DIMENSIONWITH ARCH DWGS.

TYPE "C" CONTINUOUS ROOFEDGE SUPPORT. 1/4" BENTPLATE WITH 9" HORIZONTALLEG AND 31/2" VERTICAL LEG

TAPERED FRAME BELOW

TYPE "A" EDGE SUPPORT ANGLE

TYPE "C" EDGE SUPPORT ANGLE

FULL WIDTH OF BEAMFLANGE - TYPICAL

5" LONG ABOVE EACH TAPEREDBEAM. 2" LONG @ 18" O.C.BETWEEN FRAMES.

ROOF PURLIN

MITER ROOF EDGE ANGLES ANDFULLY WELD ALL CORNER MEMBERSTOP AND BOTTOM TO PROVIDE FOR ASMOOTH, SEAMLESS APPEARANCE

FINISHEDGRADE SEE CIVIL

NEW CONCRETE FOUNDATION

1'-0

"

SEE PLAN

SE

E D

ET

AIL

S

EXISTING SUBGRADE(SEE SPECIFICATIONS)

OVEREXCAVATE EXISTING SOIL ANDPLACE 1 FOOT OF COMPACTEDSELECT FILL BENEATH THE SLAB(SEE SPECIFICATIONS)

CONCRET FILL BELOW GRADE BEAM(MAY BE POURED WITH GRADE BEAM OR BEFORE)

36"x36" #6 "L" BARS TIE ALL GRADE BEAMREINFORCEMENT INTO ADJACENT GRADEBEAM (2 BARS TOP & 2 BARS BOTTOM)

ALL PIPE PENETRATIONS THROUGHCONCRETE BEAMS, FOOTINGS, &SLABS, SHALL BE SLEEVED SO THEREIS A MINIMUM OF 3/4" CLEARANCEAROUND THE PIPE

LOCATE THE PENETRATION AT MID-DEPTHIF IT IS NOT POSSIBLE TO LOCATE IT BELOWTHE BEAM OR FOOTING

ALL PIPES SHALL BE LOCATED BELOWBEAMS AND FOOTINGS WHERE POSSIBLE

#4 BARS (TYP.)

SLAB BLOCKOUT,PENETRATION ORCOLUMN

1 1/2" TYP.

MIN. 24" LONGDIAGONAL #4

12" TYP.

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DETAILS

2/1/

18

1" = 1'-0"S3.75 TAPERED COLUMN DETAIL

1" = 1'-0"S3.76 TAPERED BEAM DETAIL

1" = 1'-0"S3.77 WALL SECTION AT STEEL FRAME - GUARD STATION

1" = 1'-0"S3.78 ROOF EDGE SECTION, LOW SIDE - GUARD STATION

1" = 1'-0"S3.79 ROOF FRAMING SECTION - GUARD STATION

1" = 1'-0"S3.710 ROOF FRAMING SECTION 2 - GUARD STATION

1" = 1'-0"S3.711 ROOF FRAMING SECTION 3 - GUARD STATION

3/4" = 1'-0"S3.71 EARTHWORK DETAIL - GUARD STATION

3/8" = 1'-0"S3.72 GRADE BEAM INTERSECTION

3/4" = 1'-0"S3.73 PLUMBING PENETRATION DETAIL

3/4" = 1'-0"S3.74 SLAB PENETRATION DETAIL

C:UsersJasonDropboxMSE Team FolderMilwaukee Tool …...slump shall not exceed 5" with the use of...

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