3,500 PSI MINIMUM 28 DAY COMPRESSIVE …candorgc.com/download/Innsbrook-Retail-Shops/Innsbrook-Struct...with aci 315, detailing manual. ... (per aci 318-05 par.7.7.1): ... the slab-on-grade

3.00 REINFORCED CONCRETE

3.01 ALL CONCRETE WORK SHALL CONFORM TO ACI 301-10, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS. DESIGN IS BASED ONACI 318-11, BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE. DETAIL CONCRETE REINFORCEMENT AND ACCESSORIES IN ACCORDANCEWITH ACI 315, DETAILING MANUAL. DETAIL ALL CONCRETE WALLS AND BEAMS ON THE SHOP DRAWINGS IN ELEVATION UNLESS SPECIFICALLY APPROVEDOTHERWISE. SUBMIT SHOP DRAWINGS FOR APPROVAL, SHOWING ALL FABRICATION DIMENSIONS AND LOCATIONS FOR PLACING REINFORCING STEELAND ACCESSORIES. DO NOT BEGIN FABRICATION UNTIL SHOP DRAWINGS ARE COMPLETED AND REVIEWED.

3.02 UNLESS NOTED OTHERWISE, ALL CONCRETE SHALL BE NORMAL WEIGHT AND HAVE 3,500 PSI MINIMUM 28 DAY COMPRESSIVE STRENGTH.

CONCRETE MAY CONTAIN A PROPERLY DESIGNED SUPERPLASTICIZER FOR WORKABILITY.ENTRAINED AIR IS NOT REQUIRED IN CONCRETE FOR FOUNDATIONS, PIERS OR INTERIOR SLAB-ON-GRADE.

3.03 REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60 UNLESS NOTED OTHERWISE.

3.04 THE PROPOSED MATERIALS AND MIX DESIGN SHALL BE FULLY DOCUMENTED AND REVIEWED BY THE ENGINEER OF RECORD. THE MIX DESIGNSHALL BE PROVIDED FOR REVIEW WITH PAST 28 DAY BREAK STRENGTH RECORDS. RESPONSIBILITY FOR OBTAINING THE REQUIRED DESIGNSTRENGTH IS THE CONTRACTOR'S.

3.05 USE OF CALCIUM CHLORIDE, CHLORIDE IONS, OR OTHER SALTS IN CONCRETE IS NOT PERMITTED.

3.06 CHAMFER OR ROUND ALL EXPOSED CORNERS A MINIMUM OF 3/4".

3.07 TIE ALL REINFORCING STEEL AND EMBEDMENTS SECURELY IN PLACE PRIOR TO PLACING CONCRETE. PROVIDE SUFFICIENT SUPPORTS TOMAINTAIN THE POSITION OF REINFORCEMENT WITHIN SPECIFIED TOLERANCE DURING ALL CONSTRUCTION ACTIVITIES. "STICKING” DOWELS INTOWET CONCRETE IS NOT PERMITTED.

3.08 PROVIDE CONTINUOUS REINFORCEMENT WHEREVER POSSIBLE; SPLICE ONLY AS SHOWN OR APPROVED; STAGGER SPLICE WHERE POSSIBLE;USE FULL TENSION SPLICE (CLASS "B") UNLESS NOTED OTHERWISE. DOWELS SHALL MATCH THE SIZE AND SPACING OF THE SPECIFIEDREINFORCEMENT AND SHALL BE LAPPED WITH FULL TENSION SPLICES (CLASS "B") UNLESS NOTED OTHERWISE. TERMINATE BARS WITH STANDARDHOOKS.

3.09 REINFORCING STEEL SHALL HAVE THE FOLLOWING CONCRETE COVER UNLESS NOTED OTHERWISE (PER ACI 318-05 PAR.7.7.1):

A. CONCRETE AGAINST EARTH (NOT FORMED): 3"B. FORMED CONCRETE EXPOSED TO THE EARTH OR WEATHER:

1. #6 THROUGH #18 BARS: 2"2. #5 BARS AND SMALLER: 1-1/2"

C. CONCRETE NOT EXPOSED TO EARTH OR WEATHER:1. SLABS AND WALLS: 1"2. BEAMS (STIRRUPS) AND COLUMNS (TIES): 1-1/2"

3.10 DO NOT PLACE DUCTS EXCEEDING ONE-THIRD THE SLAB OR WALL THICKNESS WITHIN THE SLAB OR WALL UNLESS SPECIFICALLY SHOWN ANDDETAILED ON STRUCTURAL DRAWINGS.

3.11 DO NOT WELD OR TACK WELD REINFORCING STEEL UNLESS APPROVED OR DIRECTED BY THE STRUCTURAL ENGINEER.

3.12 SHORING AND FORMWORK SHALL REMAIN IN PLACE UNTIL CONCRETE HAS ATTAINED 75% OF ITS 28-DAY STRENGTH.

3.13 ALL REINFORCING STEEL PLACEMENTS SHALL BE REVIEWED BY THE SPECIAL INSPECTOR.

3.14 FOR CONCRETE PADS SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS.

4.00 STRUCTURAL STEEL, STEEL JOISTS, STEEL DECK AND ENGINEERED STAIRS AND RAILINGS

4.01 STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED ACCORDING TO AISC "SPECIFICATION FOR STRUCTURAL STEELBUILDINGS, ASD, LATEST EDITION.

4.02 SUBMIT SHOP DRAWINGS PREPARED IN ACCORDANCE WITH AISC MANUAL "DETAILING FOR STEEL CONSTRUCTION", LATEST EDITION. STEELFABRICATOR SHALL SUPPLY ANCHOR BOLT LOCATION DRAWINGS. DO NOT BEGIN FABRICATION UNTIL SHOP DRAWINGS ARE COMPLETED ANDREVIEWED.

4.03 STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992. STRUCTURAL STEEL SHAPES, PLATES, ANGLES, AND CHANNELSSHALL CONFORM TO ASTM A36 UNLESS NOTED OTHERWISE. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE B, FY = 46 KSI, UNLESSNOTED OTHERWISE. STEEL PIPE SHALL CONFORM TO ASTM A501 OR ASTM A53, TYPE E OR S, GRADE B. ANCHOR BOLTS SHALL CONFORM TO ASTMA36 UNLESS NOTED OTHERWISE.

4.04 BOLTS SHALL CONFORM TO ASTM A325, 3/4-INCH DIAMETER MINIMUM, UNLESS NOTED OTHERWISE. TWIST-OFF-TYPE TENSION-CONTROLBOLTS CONFORMING TO RCSC SHALL BE PROVIDED AT ALL BOLTED CONNECTIONS.

4.05 DEFORMED BAR ANCHORS (INDICATED AS “DBA” ON PLANS): DEFORMED STEEL REINFORCING BARS IN ACCORANCE WITH ASTM A-496SPECIFICATIONS, YIELD STRENGTH 70 KSI. USE AUTOMATIC END WELDING OF HEADED-STUD SHEAR CONNECTORS ACCORDING TO AWS D1.1 ANDMANUFACTURER’S WRITTEN INSTRUCTIONS.

4.06 USE PRE-QUALIFIED WELDED JOINTS AS PER AISC, AND AWS D1.1 "STRUCTURAL WELDING CODE." USE ONLY CERTIFIED WELDERS; ALLELECTRODES SHALL CONFORM TO AWS A5 GRADE E70XX. BARE ELECTRODE AND GRANULAR FLUX SHALL CONFORM TO AWS A5, F70 AWS FLUXCLASSIFICATION. MINIMUM WELD SIZE TO BE 3/16" FILLET WELD, U.N.O.

4.07 CUTS, BOLTS, COPING, ETC. REQUIRED FOR WORK OR OTHER TRADES SHALL BE SHOWN ON THE SHOP DRAWINGS AND MADE IN THE SHOP.CUTS OR BURNING HOLES IN STRUCTURAL STEEL MEMBERS IN THE FIELD WILL NOT BE PERMITTED.

4.08 SHOP CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DRAWINGS MAY BE WELDED OR BOLTED. FIELD CONNECTIONS NOT SPECIFICALLYDETAILED ON THE DRAWINGS SHALL BE BOLTED, WHERE POSSIBLE.

4.09 WHEN SPECIFICALLY NOT DETAILED ON THE DESIGN DRAWINGS PROVIDE THE FOLLOWING BEAM CONNECTIONS:

A. USE TWO-SIDE ANGLE CONNECTIONS PER AISC SPECIFICATIONS, LATEST EDITION.B. WHERE BEAM REACTIONS ARE SHOWN, CONNECTIONS SHALL DEVELOP THE REACTION GIVEN.C. WHEN BEAM REACTIONS ARE NOT SHOWN, CONNECTIONS SHALL FOLLOW TYPICAL CONNECTION DETAILS PROVIDED IN THIS SET.

CONNECTION SHALL BE PROVIDED WITH MAXIMUM NUMBER OF 3/4" DIA. BOLTS AS INDICATED IN TABLE 10-1 OF AISC STEEL DESIGNMANUAL, 13TH EDITION.

D. WHERE REACTIONS ARE SUBJECT TO ECCENTRICITY, SUCH ECCENTRICITY SHALL BE TAKEN INTO ACCOUNT.

4.10 FIELD SPLICES SHALL BE DESIGNED TO DEVELOP THE FULL CAPACITY OF MEMBER AT THE POINT OF SPLICE IN BENDING, SHEAR AND AXIALLOAD (COMPRESSION AND TENSION).

4.11 ALTERNATE CONNECTION DETAILS MAY BE USED IF SUCH DETAILS ARE SUBMITTED TO THE ENGINEER FOR REVIEW AND ACCEPTANCE ISGRANTED. HOWEVER, THE ENGINEER SHALL BE THE SOLE JUDGE OF ACCEPTABILITY AND THE CONTRACTOR'S BID SHALL ANTICIPATE THE USE OFTHE SPECIFIC DETAILS SHOWN ON THE DRAWINGS. IN ANY EVENT, THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN OF SUCH ALTERNATEDETAILS, WHICH HE PROPOSES.

4.12 PROVIDE STIFFENER PLATES ON EACH SIDE OF WEB OF BEAM OR GIRDER AT POINTS OF CONCENTRATED LOADS. MINIMUM STIFFENER PLATETHICKNESS SHALL BE 1/2" OR FLANGE THICKNESS OF COLUMNS ABOVE OR BELOW, WHICHEVER IS THICKER.

4.13 FILLER BEAMS OR JOISTS SHOULD BE SPACED EQUALLY BETWEEN THE COLUMNS IF NOT SHOWN OTHERWISE ON THE DRAWINGS.

4.14 PROVIDE TEMPORARY BRACING OF STRUCTURAL FRAMING TO PROVIDE LATERAL SUPPORT UNTIL ALL PERMANENT BRACING MOMENTCONNECTIONS AND FLOOR AND ROOF DECKS (DIAPHRAGMS) ARE COMPLETELY INSTALLED.

4.15 STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL AND MECHANICAL DRAWINGS AND DRAWINGS RELATED TOOTHER TRADES. CONTRACTOR SHALL BE RESPONSIBLE TO CHECK AND COORDINATE DIMENSIONS, CLEARANCES, ETC. WITH THE WORK OF OTHERTRADES. THE STRUCTURAL STEEL CONTRACTOR SHALL PROVIDE FRAMING AROUND OPENINGS IN FLOOR AND ROOF SLAB AS INDICATED IN THEMECHANICAL AND ARCHITECTURAL DRAWINGS.

1.00 GENERAL NOTES

1.01 THESE STRUCTURAL NOTES SHALL BE APPLIED WITH THE TECHNICAL SPECIFICATIONS IN THE SPECIFICATIONS MANUAL. ANYCONFLICTING REQUIREMENTS SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER-OF-RECORD FOR RESOLUTIONBEFORE PROCEEDING WITH FABRICATION OR CONSTRUCTION.

1.02 ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE, 2012.

1.03 WIND LOADS - STRUCTURE HAS BEEN DESIGNED TO CONFORM TO THE WIND PROVISIONS OF ASCE 7-10. SEE WIND PRESSUREDIAGRAM & CHART FOR THE FOLLOWING:

A. ULTIMATE BASIC WIND SPEEDB. BUILDING RISK CATEGORYC. WIND EXPOSURE CATEGORYD. INTERNAL PRESSURE COEFFICIENTE. COMPONENT & CLADDING WIND PRESSURES

1.04 EARTHQUAKE LOADS - THE IBC REQUIRES THAT EARTHQUAKE DESIGN DATA BE PROVIDED REGARDLESS OF WHETHER OR NOTSEISMIC LOADS GOVERN THE LATERAL FORCE RESISTING SYSTEM DESIGN. THE DESIGN DATA IS AS FOLLOWS:

A. SEISMIC DESIGN CATEGORY: BB. SEISMIC RISK CATEGORY: 2C. SEISMIC IMPORTANCE FACTOR (Ip): 1.00C. SPECTRAL RESPONSE COEFFICIENTS

1. Ss = 0.236g Sds = 0.251g2. S1 = 0.061g Sd1 = 0.098g

D. SITE CLASSIFICATION: DE. BASIC SEISMIC-FORCE-RESISTING SYSTEM: STEEL SYSTEMS NOT SPECIFICALLY DESIGNED FOR SEISMIC RESISTANCEF. SEISMIC RESPONSE MODIFICATION COEFFICIENT (R) = 3G. SEISMIC RESPONSE COEFFICIENT: 0.084H. SEISMIC BASE SHEAR (V): 60 KIPSI. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

1.05 DESIGN GRAVITY LOADS ARE AS FOLLOWS:

A. SUPERIMPOSED DEAD LOADS:1. ROOFING AND INSULATION: 3 PSF2. MECHANICAL, ELECTRICAL, PLUMBING: 5 PSF3. CEILINGS: 2 PSF

B. LIVE LOADS: (MAY BE REDUCED PER CODE)1. ROOFS: 20 PSF2. SLAB-ON-GRADE: 125 PSF

C. SNOW LOADS1. GROUND SNOW LOAD (Pg): 20 PSF2. EXPOSURE FACTOR: 0.9 (FULLY EXPOSED ROOF)3. THERMAL FACTOR: 1.1 (ROOF INSULATION > 25)4. TERRAIN CATEGORY: EXPOSURE C5. SNOW IMPORTANCE FACTOR, Is: 1.06. DRIFT LOADING: REFER TO S-003 & S-120 FOR ADDITIONAL SNOW AND DRIFT LOAD DESIGN

REQUIREMENTS

1.06 DRAWINGS SHOW TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. FOR DETAILS NOT SPECIFICALLY SHOWN, PROVIDE DETAILSSIMILAR TO THOSE SHOWN.

1.07 THE DESIGN, ADEQUACY, AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC., ARE THE SOLERESPONSIBILITY OF THE CONTRACTOR.

1.08 CONTRACTOR SHALL MAKE NO DEVIATION FROM DESIGN DRAWINGS WITHOUT WRITTEN APPROVAL OF THE ARCHITECT. FORADDITIONAL OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS, SEE ARCHITECTURAL, MECHANICAL, AND PLUMBING DRAWINGS.NOTIFY STRUCTURAL ENGINEER OF ANY CONFLICT AND/OR OMISSION.

1.09 REVIEW OF SUBMITTALS AND/OR SHOP DRAWINGS BY THE STRUCTURAL ENGINEER DOES NOT RELIEVE THE CONTRACTOR OF THERESPONSIBILITY TO REVIEW AND CHECK SHOP DRAWINGS BEFORE SUBMITTAL TO THE STRUCTURAL ENGINEER. THE CONTRACTORREMAINS SOLELY RESPONSIBLE FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF SHOP DRAWINGS AS THEYPERTAIN TO MEMBER SIZES, DETAILS, AND DIMENSIONS SPECIFIED IN THE CONTRACT DOCUMENTS. CONTRACTOR IS ALSORESPONSIBLE FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES OF CONSTRUCTION.

2.00 FOUNDATIONS AND SLAB-ON-GRADE

2.01 THE DESIGN OF FOUNDATIONS AND SLAB ON GRADE IS BASED ON THE CRITERIA ESTABLISHED IN THE GEOTECHNICAL REPORT BYTIMMONS GROUP; PROJECT NUMBER 36310, DATED JUNE 11, 2015. THE RECOMMENDATIONS OF THAT REPORT WERE USED IN DESIGN OFFOUNDATIONS AND SLAB-ON-GRADE. THE GEOTECHNICAL REPORT AND RECOMMENDATIONS OF THAT REPORT SHALL BE CONSIDEREDAN INTEGRAL PART OF THE CONTRACT DOCUMENTS.

2.02 SHALLOW FOUNDATIONS HAVE BEEN DESIGNED BASED ON 3,000 PSF ALLOWABLE SOIL BEARING PRESSURE

2.03 A QUALIFIED GEOTECHNICAL ENGINEER SHALL VERIFY CONDITION AND/OR ADEQUACY OF ALL SUBGRADES, FILLS AND BACKFILLSBEFORE PLACEMENT OF FOUNDATIONS, FOOTINGS, SLABS, WALLS, FILLS, BACKFILLS, ETC. SHOULD THE CONTRACTOR FINDUNDESIRABLE SOILS, HE SHALL STOP WORK AND IMMEDIATELY CONTACT THE CONTRACTING OFFICER. ALL FOOTINGS SHALL RESTEITHER ON UNDISTURBED SOIL OR A MANUALLY OPERATED VIBRATORY SLED OR TAMPER SHOULD BE USED TO DENSIFY ANY SOILS INTHE BOTTOM OF THE FOOTING TRENCHES LOOSENED DURING THE EXCAVATION OPERATION.

2.04 SIDES OF FOUNDATIONS SHALL BE FORMED UNLESS CONDITIONS PERMIT EARTH FORMING. FOUNDATIONS POURED AGAINST THEEARTH REQUIRE THE FOLLOWING PRECAUTIONS: SLOPE SIDES OF EXCAVATIONS AS APPROVED BY GEOTECHNICAL ENGINEER ANDCLEAN UP SLOUGHING BEFORE AND DURING CONCRETE PLACEMENT.

2.05 CONTRACTOR IS RESPONSIBLE FOR ADEQUATELY PROTECTING ALL EXCAVATION SLOPES.

2.06 WHERE FOOTING STEPS ARE NECESSARY, THEY SHALL BE NO STEEPER THAN ONE VERTICAL TO TWO HORIZONTAL.

2.07 DEWATER TO AT LEAST TWO FEET BELOW BOTTOM OF LOWEST FOUNDATION IF GROUNDWATER IS ENCOUNTERED.

2.08 SLAB-ON-GRADE REQUIREMENTS:

A. UNLESS NOTED OTHERWISE, THE SLAB-ON-GRADE SHALL BE A MINIMUM OF 4 INCHES THICK, PLACED ON COMPACTED SUBGRADE,AND REINFORCED WITH WWF 6X6 W2.0 x W2.0 WITH 3" CLEAR COVER TO EARTH.

B. PLACE CONTROL OR CONSTRUCTION JOINTS AT LOCATIONS INDICATED BY “S.C.J.” SAWCUT CONTROL JOINTS AS SOON AFTERPOURING AS POSSIBLE, WHEN CONCRETE WILL NOT RAVEL; 12 HRS. MAX. CURE CONCRETE IN ACCORDANCE WITH ACI 301. BEGIN CURINGIMMEDIATELY AFTER POURING TO LIMIT CRACKING PRIOR TO SAWCUTTING CONTROL JOINTS.

C. SUBGRADE SHALL BE PREPARED AS RECOMMENDED IN THE GEOTECHNICAL REPORT.

D. VAPOR BARRIER SHALL BE 10 MIL. MINIMUM THICKNESS AND CONFORM TO ASTM E1745, CLASS A, B, OR C. VAPOR BARRIERSHOULD BE PLACED OVER COMPACTED SUBGRADE. VAPOR BARRIER SHOULD BE OVERLAPPED 6 IN. AND TAPED AT THE JOINTS ANDCAREFULLY FITTED AROUND SERVICE OPENINGS.

4.16 THE STRUCTURAL STEEL CONTRACTOR SHALL PROVIDE WEB REINFORCEMENT AT OPENINGS IN STEEL BEAMS AND GIRDERS FOR MECHANICALAND ELECTRICAL PENETRATIONS. WEB OPENINGS SHALL BE LOCATED IN THE MIDDLE 1/3 OF BEAM DEPTH. WEB REINFORCEMENT IS NOT REQUIRED FORWEB OPENINGS LESS THAN 4" DIAMETER OR 3" X 3". A MAXIMUM OF ONE WEB OPENING IS PERMITTED FOR EACH BEAM NOT HAVING WEBREINFORCEMENT.

4.17 STRUCTURAL STEEL CONTRACTOR SHALL COORDINATE THE BOTTOM OF BASE PLATE ELEVATION WITH THE TOP OF CONCRETE ELEVATION. INCASE OF CONFLICT, THE CONTRACTOR SHALL MAKE ALLOWANCE IN HIS BID FOR MORE STRINGENT REQUIREMENTS.

4.18 PAINT STRUCTURAL STEEL IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. DO NOT PAINT STEEL SURFACES TO BE ENCASED INCONCRETE OR RECEIVE SPRAYED ON FIREPROOFING, CONNECTIONS DESIGNATED AS SLIP CRITICAL, OR TO BE WELDED. STEEL SURFACES RECEIVINGAUTOMATICALLY WELDED SHEAR CONNECTORS STUDS IN THE FIELD SHALL NOT BE PAINTED.

STEEL JOISTS

4.19 STEEL JOISTS AND JOIST GIRDERS SHALL BE FABRICATED AND ERECTED IN STRICT CONFORMANCE WITH THE LATEST EDITION OF "STANDARDSPECIFICATIONS AND LOAD TABLES FOR JOIST AND JOIST GIRDERS, "OF THE STEEL JOIST INSTITUTE (SJI).

4.20 JOIST SEATS AND THEIR CONNECTIONS SHALL BE CAPABLE OF TRANSFERRRING 2500 LBS PER JOIST OF DIAPHRAGM SHEAR FORCE FROM THETOP OF JOIST SEAT INTO SUPPORT.

4.21 STEEL JOIST CONTRACTOR SHALL FURNISH ALL CROSS BRIDGING AND CONNECTIONS.

4.22 DESIGN STEEL JOISTS AND THEIR CONNECTIONS FOR UPLIFT AS SHOWN ON THE WIND PRESSURE DIAGRAM ON THESE DRAWINGS. A MAXIMUMOF 5 PSF OF GRAVITY LOAD MAY BE ASSUMED WHEN COMPUTING “NET” UPLIFT.

4.23 EXTEND AND FASTEN BOTTOM CHORDS TO ALL STEEL COLUMNS AND ALTERNATE JOISTS TO BOTTOM FLANGE OF SUPPORTING BEAMS, U.N.O.

4.24 EXTEND AND FASTEN ALL JOIST BOTTOM CHORD BRIDGING TO BOTTOM FLANGE OF BEAMS CROSSING BRIDGE RUNS. PROVIDE BRIDGING AT AMAXIMUM SPACING OF 10’-0” O.C. WITH A MINIMUM OF ONE BAY X-BRIDGED TO TOP CHORD.

STEEL DECKING

4.25 FABRICATION AND ERECTION OF STEEL DECKING SHALL CONFORM TO THE LATEST EDITION OF THE STEEL DECK INSTITUTE'S (SDI)"SPECIFICATION AND COMMENTARY FOR COMPOSITE STEEL FLOOR DECK, NON-COMPOSITE STEEL DECK, AND STEEL ROOF DECK" AS APPLICABLE TOTHIS PROJECT.STEEL DECKING:

4.26 MATERIAL FOR STEEL DECKING SHALL CONFORM TO ASTM A1008 GRADES 33 AND 40, OR FROM A653. SEE DRAWINGS FOR STEEL DECK TYPE,GAUGE, YIELD STRENGTH AND SECTION PROPERTIES.

4.27 ROOF DECK SHALL BE TYPE B, WIDE RIB.

4.28 UNLESS NOTED OTHERWISE ALL STEEL DECKING SHALL HAVE A GALVANIZED COATING CONFORMING TO ASTM A525, G60.

4.29 STEEL ROOF DECK ANCHORAGE:

A. WELDING: ANCHOR STEEL DECKING TO THE SUPPORTING STRUCTURE INCLUDING ALL EDGE BEAMS, EDGE ANGLES AND FILLER BEAMS WITHNOMINAL 5/8 INCH DIAMETER PUDDLE WELDS OR EQUIVALENT, AT ALL EDGE RIBS PLUS ALL INTERIOR DECK FLUTES AS SHOWN IN THE CONTRACTDRAWINGS.

B. FASTEN SIDE LAPS OF ADJACENT UNITS WITH NO.10 SELF-DRILLING, SELF-TAPPING SCREWS AT THE SPACING INDICATED IN THE CONTRACTDRAWINGS.

4.30 PROVIDE DECKING CONTINUOUS OVER 3 SPANS MINIMUM WHERE SUPPORTING STRUCTURE PERMITS.

4.31 STEEL DECKING SHALL BE ERECTED IN STRICT COMPLIANCE WITH THE MANUFACTURER'S RECOMMENDATIONS

5.00 MASONRY

5.01 CONCRETE MASONRY DESIGN AND CONSTRUCTION SHALL CONFORM TO ACI 530, BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRYSTRUCTURES AND ACI 530.1, SPECIFICATIONS FOR CONCRETE MASONRY CONSTRUCTION.

5.02 PROVIDE LIGHTWEIGHT, HOLLOW, NON-LOAD BEARING CONCRETE MASONRY UNITS (CMU) CONFORMING TO ASTM C90, GRADE N, TYPE 1, fc' = 1900PSI (NET), UNLESS NOTED OTHERWISE.

5.03 PROVIDE MASONRY CONSTRUCTION WITH MINIMUM COMPRESSIVE STRENGTH, f'm = 1500 PSI.

5.04 PROVIDE TYPE "S" OR TYPE "M" MORTAR IN ACCORDANCE WITH ASTM C270, UNLESS NOTED OTHERWISE.

5.05 VERTICAL CELLS SHALL BE REINFORCED AS INDICATED IN THE CONTRACT DRAWINGS. VERTICAL REINFORCING SHALL BE CONTINUOUS (LAPPED 48BAR DIAMETERS AT SPLICES, UNLESS NOTED OTHERWISE) AND HELD IN POSITION AT THE TOP AND BOTTOM OF THE GROUT POUR. UNO, POSITIONVERTICAL REINFORCING IN THE CENTER OF THE CELL, UNLESS NOTED OTHERWISE.

5.06 PROVIDE GROUT FOR REINFORCED MASONRY IN ACCORDANCE WITH ASTM C476. GROUT SHALL HAVE A MINIMUM 28 DAY COMPRESSIVESTRENGTH OF 2,500 PSI UNLESS NOTED OTHERWISE. GROUT SHALL BE FLUID CONSISTENCY. FLUID CONSISTENCY SHALL MEAN THAT CONSISTENCY ASFLUID AS POSSIBLE FOR POURING WITHOUT SEGREGATION OF THE CONSTITUENT PARTS. FILL ALL CELLS BELOW GRADE WITH GROUT. ALL GROUTSHALL BE CONSOLIDATED AT THE TIME OF POURING BY VIBRATING AND THEN RECONSOLIDATED BY AGAIN PUDDLING LATER, BEFORE PLASTICITY ISLOST. WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER, CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE POUR OF THE GROUT1-1/2 INCHES BELOW THE TOP OF THE UPPERMOST UNIT.

5.07 PROVIDE HORIZONTAL JOINT REINFORCEMENT COMPLYING WITH ASTM A82, NO. 9 GAUGE OR HEAVIER, ZINC COATED, PLACED 16 INCHES ONCENTER UNLESS NOTED OTHERWISE.

5.08 PROVIDE RUNNING BONDS WITH VERTICAL JOINTS LOCATED AT CENTER OF MASONRY UNITS IN THE ALTERNATE COURSE BELOW, UNLESS NOTEDOTHERWISE.

5.09 ALL MASONRY UNITS SHALL BE FREE OF EXCESSIVE DUST AND DIRT AT THE TIME THEY ARE LAYED BY THE MASON.

5.10 ALL REINFORCED HOLLOW UNIT MASONRY SHALL BE BUILT TO PRESERVE THE UNOBSTRUCTED VERTICAL CONTINUITY OF THE CELLS TO BEFILLED. WALLS AND CROSS WEBS IN ALL REINFORCED MASONRY WALLS SHALL BE FULLY BEDDED IN MORTAR. ALL HEAD (OR END) JOINTS SHALL BESOLIDLY FILLED WITH MORTAR FOR A DISTANCE IN FROM EACH FACE OF THE UNIT NOT LESS THAN THE THICKNESS OF THE LONGITUDINAL FACESHELLS, BOND SHALL BE PROVIDED BY LAPPING UNITS IN SUCCESSIVE VERTICAL COURSES.

6.00 COLD FORMED METAL FRAMING

6.01 FINAL DESIGN AND DETAIL FOR EXTERIOR METAL STUD FRAMING SHALL BE BY DELEGATED ENGINEER REGISTERED IN THE STATE OF VIRGINIA.DELEGATED ENGINEER SHALL SUBMIT SIGNED AND SEALED SHOP DRAWINGS FOR REVIEW AND APPROVAL BY ENGINEER OF RECORD.

6.02 COLD FORMED METAL STUDS: GALVANIZED STEEL PER ASTM A525, G60 COATING MEETING THE REQUIREMENTS OF ASTM A446 GRADE A, WITH AMINIMUM YIELD STRENGTH OF 33,000 PSI. COLD FORM FRAMING WALL WIDTHS SHALL BE AS INDICATED AND DETAILED IN THE STRUCTURAL ANDARCHITECTURAL CONTRACT DRAWINGS. STUD AND TRACK GAUGE AND FLANGE WIDTHS SHALL BE AS REQUIRED BY DESIGN.

6.03 MINIMUM CRITERIA FOR ALL EXTERIOR STUDS SHALL BE: 18 GAGE, 1-5/8” WIDE FLANGES, ½” LIP AND SHALL BE SPACED AT 1’-4” O.C MAX.SPACING. ALL EXTERIOR TRACK INDICATED SHALL BE 18 GAGE MINIMUM AND HAVE 1-1/4” MINIMUM WIDTH FLANGES.

6.04 CONNECTION REQUIREMENTS: CONNECTIONS SHALL BE PROVIDED BY THE DELEGATED DESIGN ENGINEER.PROVIDE CLIPS TO ALLOW FOR VERTICAL DEFLECTION OF L/240 OF BEAM SPANS FOR ALL CONNECTORS ATTACHINGTO ROOF MEMBERS.

6.05 DEFLECTION CRITERIA PER THE INTERNATIONAL BUILDING CODE AND BRICK INSTITUTE SHALL BEMAINTAINED AT ALL METAL STUD FRAMING SUPPORTING BRICK, STONE, STUCCO AND EIFS.

RE

VIS

ION

S

NO

.D

AT

EB

YD

ES

CR

IPT

ION

•• ••architect

architect

architect

architect

I HEREBY CERTIFY THAT

THIS PLAN AND

SPECIFICATION WAS

PREPARED BY ME OR

UNDER MY DIRECT

SUPERVISION AND THAT I

AM A DULY REGISTERED

ARCHITECT OR ENGINEER

UNDER THE LAWS OF THE

STATE OF

AS SIGNIFIED BY MY

HAND AND SEAL.

DA

TE

:

CA

DD

PLO

T:

RE

VIE

WE

D:

DR

AW

N B

Y:

jare

d du

cote

600

Sou

th B

arra

cks

Str

eet,

Sui

te 2

10-6

Pen

saco

la F

lorid

a 3

2502

850/

439-

1552

(p)

850/

439-

1554

(f)

301 West Cervantes St. Tel. 850.429.1951301 West Cervantes St. Tel. 850.429.1951301 West Cervantes St. Tel. 850.429.1951301 West Cervantes St. Tel. 850.429.1951Pensacola, FL 32501 Pensacola, FL 32501 Pensacola, FL 32501 Pensacola, FL 32501 Fax. 850.429.0158 Fax. 850.429.0158 Fax. 850.429.0158 Fax. 850.429.0158

JOE DEREUIL ASSOCIATES, LLCJOE DEREUIL ASSOCIATES, LLCJOE DEREUIL ASSOCIATES, LLCJOE DEREUIL ASSOCIATES, LLCS T R U C T U R A L E N G I N E E R SS T R U C T U R A L E N G I N E E R SS T R U C T U R A L E N G I N E E R SS T R U C T U R A L E N G I N E E R SJDA

STATE OF VIRGINIASTATE OF VIRGINIASTATE OF VIRGINIASTATE OF VIRGINIAP.E. NO. 0407005949P.E. NO. 0407005949P.E. NO. 0407005949P.E. NO. 0407005949

INN

SB

RO

OK

CO

MM

ER

CIA

L

L.J

. D

ER

EU

IL

B. B

OW

MA

N

24 M

AY

2016

Lic. No. 035961

LOUIS J. DEREUIL

HTLAEW

NO

MM

OC

AI

NI

GRI

VFO

A L E NG

INEER

PROF

ESS IO N

05/24/16

05/24/16

05/24/16

05/24/16

S-001

GE

NE

RA

L N

OT

ES

AN

D W

IND

LO

AD

DIA

GR

AM

RF

P15

-120

8

4101

DO

MIN

ION

BLV

DG

LEN

ALL

EN

, VA

230

60

1

110

/25/

2016

LJD

PE

RM

IT C

OM

ME

NT

S

STATEMENT OF SPECIAL INSPECTIONS:

VERIFICATION & SPECIAL INSPECTIONOF FABRICATORS

INSPECT FABRICATED STRUCTURAL LOADBEARING & ASSEMBLY ITEMS. INSPECTIONPROCEDURES SHOULD BE THE SAME AS IF THEMATERAL USED IN CONSTRUCTION TOOK PLACEON SITE.

SPECIAL INSPECTIONS ARE NOT REQUIRED FORWORK DONE ON THE PREMISES OF AN APPROVEDFABRICATOR REGISTERED AND APPROVED TOPERFORM SUCH WORK WITHOUT SPECIALINSPECTION. AT COMPLETION OF FABRICATIONTHE APPROVED FABRICATOR SHALL SUBMIT ACERTIFICATE OF COMPLIANCE TO THE PROJECTSTRUCTURAL ENGINEER STATING WORK WASPERFORMED IN ACCORDANCE WITHCONSTRUCTION DOCUMENTS.

VERIFICATION & INSPECTION CONTINUOUS PERIODIC COMMENTS

X

REVIEW THE QUALITY CONTROL PROCEDURES OFALL FABRICATORS FOR COMPLETENESS ANDADEQUACY RELATIVE TO THE FABRICATOR'SSCOPE OF WORK.

X

VERIFICATION & SPECIAL INSPECTIONOF CONCRETE CONSTRUCTION

INSPECTION IS REQUIRED FOR CONCRETEFOUNDATIONS, WALLS, BEAMS, COLUMNS, ANDSLABS-ON-GRADE, PATIOS AND SIDEWALKS.


INSPECTION OF REINFORCING STEEL, INCLUDINGPRESTRESSING TENDONS, AND PLACEMENT XINSPECTION OF REINFORCING STEEL WELDING INACCORDANCE WITH "VERIFICATION & SPECIALINSPECTION OF STEEL CONSTRUCTION"

SEE "VERIFICATION & SPECIAL INSPECTIONOF STEEL CONSTRUCTION" FORREQUIREMENTS.

INSPECT BOLTS TO BE INSTALLED IN CONCRETE PRIORTO AND DURING PLACEMENT OF CONCRETE WHEREALLOWABLE LOADS HAVE BEEN INCREASED.

X

INSPECTION OF ANCHORS INSTALLED INHARDENED CONCRETE X

VERIFY USE OF REQUIRED DESIGN MIX. XAT THE TIME FRESH CONCRETE IS SAMPLED TOFABRICATE SPECIMENS FOR STRENGTH TESTS,PERFORM SLUMP AND AIR CONTENT TESTS, ANDDETERMINE THE TEMPERATURE OF THE CONCRETE

X

INSPECTION OF CONCRETE AND SHOTCRETEPLACEMENT FOR PROPER APPLICATIONTECHNIQUES.

X

INSPECTION FOR MAINTENANCE OF SPECIFIEDCURING TEMPERATURE AND TECHNIQUES. X

VERIFICATION & SPECIAL INSPECTION OF SOILS(SEE GEOTECH REPORTS & SPECIFICATIONS FOR DETAILED INSTRUCTIONS)

VERIFY MATERIALS BELOW FOOTINGS AREADEQUATE TO ACHIEVE THE DESIGN BEARINGCAPACITY.


VERIFY EXCAVATIONS ARE EXTENDED TO PROPERDEPTH AND HAVE REACHED PROPER MATERIAL. X

PERFORM CLASSIFICATION AND TESTING OFCONTROLLED FILL MATERIALS.

VERIFY USE OF PROPER MATERIALS, DENSITIES,AND LIFT THICKNESSES DURING PLACEMENTAND COMPACTION OF CONTROLLED FILL.

X

PERFORM CLASSIFICATION AND TESTING OFCONTROLLED FILL MATERIALS. X

X

X

VERIFICATION & SPECIAL INSPECTIONOF STEEL CONSTRUCTION

IDENTIFICATION MARKING TO CONFORM TO ASTMSTANDARDS SPECIFIED IN THE APPROVEDCONSTRUCTION DOCUMENTS.


MANUFACTURER'S CERTIFICATE OF COMPLIANCEREQUIRED X

SNUG TIGHT JOINTS

PRETENSIONED AND SLIP-CRITICAL JOINTSUSING TWIST OFF BOLT OR DIRECT TENSIONINDICATOR METHODS OF INSTALLATION.

X

X

X

MATERIAL VERIFICATION OF HIGH STRENGTH BOLTS, NUTS, AND WASHERS

INSPECTION OF HIGH STRENGTH BOLTING

SNUG TIGHT BOLTEDCONNECTIONS ARE PROHIBITED

TURN-OF-NUT METHOD FORPRETENSIONED BOLTEDCONNECTIONS IS PROHIBITED.

PRETENSIONED AND SLIP-CRITIAL JOINTS USINGTURN-OF-NUT WITHOUT MATCHMARKINGCALIBRATED WRENCH METHODS OF INSTALLATION

TURN-OF-NUT METHOD FORPRETENSIONED BOLTEDCONNECTIONS IS PROHIBITED.

X

MATERIAL VERIFICATION OF STRUCTURAL STEEL AND COLD FORMED STEEL DECK

FOR STRUCTURAL STEEL IDENTIFICATIONMARKING TO CONFORM TO AISC 360 XFOR OTHER STEEL, IDENTIFICATION MARKINGSTO CONFORM TO ASTM STANDARDS SPECIFIEDIN THE APPROVED CONSTRUCTION DOCUMENTS.

X

MANUFACTURER'S CERTIFIED TEST REPORTS XMATERIAL VERIFICATION OF WELD FILLER MATERIALS

IDENTIFICATION MARKINGS TO CONFORM TO AWSSPECIFICATION IN THE APPROVEDCONSTRUCTION DOCUMENTS

X

MANUFACTURER'S CERTIFICATE OF COMPLIANCEREQUIRED X

INSPECTION OF WELDING

STRUCTURAL STEEL AND COLD FORMED STEEL DECK

COMPLETE AND PARTIAL JOINT PENETRATIONGROOVE WELDS XMULTI-PASS FILLET WELDS XSINGLE PASS FILLET WELDS > 5/16" XPLUG AND SLOT WELDS XSINGLE PASS FILLET WELDS </= 5/16" XFLOOR AND ROOF DECK WELDS

X

REINFORCING STEEL

VERIFICATION OF WELDABILITY OF REINFORCINGSTEEL OTHER THAN ASTM A706

REINFORCING STEEL RESISTING FLEXURAL ANDAXIAL FORCES IN INTERMEDIATE AND SPECIALMOMENT FRAMES, AND BOUNDARY ELEMENTS OFSPECIAL STRUCTURAL WALLS OF CONCRETEAND SHEAR REINFORCEMENT.

X

SHEAR REINFORCEMENT XOTHER REINFORCING STEEL X

INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE

DETAILS SUCH AS BRACING AND STIFFENING XMEMBER LOCATIONS XAPPLICATION OF JOINT DETAILS AT EACHCONNECTION.

X

INSPECTION OF SCREWS, WELDS OR POWDER ACTUATED FASTENERS IN ROOF DIAPHRAGMS

STRUCTURAL STEEL AND COLD FORMED STEELDECK X

LEVEL 1 MASONRYSPECIAL INSPECTION SCHEDULE

COMPLIANCE WITH REQUIRED INSPECTIONPROVISIONS OF THE CONSTRUCTIONDOCUMENTS AND THE APPROVED SUBMITTALSSHALL BE VERIFIED


VERIFY F'm PRIOR TO CONSTRUCTION X

X

AS MASONRY CONSTRUCTION BEGINS, THE FOLLOWING SHALL BEVERIFIED TO ENSURE COMPLIANCE.

VERIFY SLUMP FLOW AND VSI AS DELIVERED TOTHE SITE FOR SELF-CONSOLIDATING GROUT X

PROPORTIONS OF SITE PREPARED MORTAR XCONSTRUCTION OF MORTAR JOINT XLOCATION OF REINFORCEMENT, CONNECTORS,AND PRESTRESSING TENDONS AND ANCHORAGES X

PRESTRESSING TECHNIQUE XGRADE AND SIZE OF PRESTRESSING TENDONSAND ANCHORAGES X

DURING CONSTRUCTION THE INSPECTION PROGRAM SHALL VERIFY:

SIZE AND LOCATION OF STRUCTURAL ELEMENTS XTYPE, SIZE AND LOCATION OF ANCHORS,INCLUDING OTHER DETAILS OF ANCHORAGE OFMASONRY TO STRUCTURAL MEMBERS, FRAMESOR OTHER CONSTRUCTION.

X

SPECIFIED SIZE, GRADE, AND TYPE OFREINFORCEMENT XWELDING OF REINFORCING BARS XPROTECTION OF MASONRY DURING COLDWEATHER (TEMPERATURE BELOW 40°F) OR HOTWEATHER (TEMPERATURE ABOVE 90°F).

X

APPLICATION AND MEASUREMENT OFPRESTRESSING FORCE X

PRIOR TO GROUTING, THE FOLLOWING SHALL BE VERIFIED TO ENSURE COMPLIANCE:

GROUT SPACE IS CLEAN. XPLACEMENT OF REINFORCEMENT ANDCONNECTORS, AND PRESTRESSING TENDONSAND ANCHORAGE.

X

PROPORTIONS OF SITE-PREPARED GROUT ANDPRESTRESSING GROUT FOR BONDED TENDONS. XCONSTRUCTION OF MORTAR JOINTS XGROUT PLACEMENT SHALL BE VERIFIED TOENSURE COMPLIANCE WITH CODE ANDCONSTRUCTION DOCUMENT PROVISIONS.

X

GROUTING OF PRESTRESSING BONDED TENDONS XPREPARATION OF ANY REQUIRED GROUTSPECIMENS, MORTAR SPECIMENS AND/ORPRISMS SHALL BE OBSERVED.

X

FOR FLOOR AND ROOF DECK WELDSREFERENCE STANDARD AWS D1.3

REFERENCE STANDARD AWS D1.4 &ACI 318 SECTION 3.5.2

1. PERFORM ALL TESTS AND SPECIAL INSPECTIONS PER IBC 2012, CHAPTER 17, AND AS NOTED BELOW.

2. THE ITEMS LISTED IN THE SPECIAL INSPECTION SCHEDULES SHALL BE INSPECTED BY A CERTIFIED SPECIAL INSPECTOR.THE CONTRACTOR SHALL RETAIN THIRD-PARTY QUALITY ASSURANCE AGENCIES TO CONDUCT THE SPECIAL INSPECTIONS.THE INSPECTION AGENCY SHALL SEND COPIES OF ALL INSPECTION REPORTS DIRECTLY TO THE PROJECT STRUCTURALENGINEER. FOR MATERIAL SAMPLING AND TESTING REQUIREMENTS, REFER TO THE PROJECT SPECIFICATIONS AND THESPECIFIC MATERIAL GENERAL NOTE SECTIONS. THE TESTING AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESTING REPORTSDIRECTLY TO THE PROJECT STRUCTURAL ENGINEER. ANY ITEMS WHICH FAIL TO COMPLY WITH THE APPROVED CONSTRUCTIONDOCUMENTS SHALL IMMEDIATELY BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF DISCREPANCIESARE NOT CORRECTED, THEY SHALL BE BROUGHT TO THE ATTENTION OF THE PROJECT STRUCTURAL ENGINEER PRIOR TOCOMPLETION OF THAT PHASE OF WORK. SPECIAL INSPECTION AND TESTING REQUIREMENTS APPLY EQUALLY TO ALL CONTRACTORDESIGNED COMPONENTS.

3. THE CONTRACTOR SHALL SUBMIT A STATEMENT OF RESPONSIBILITY PRIOR TO THE COMMENCEMENT OF WORK ON WIND ORSEISMIC RESISTING SYSTEMS/COMPONENTS IN ACCORDANCE WITH SECTION 1709.

4. CONTINUOUS INSPECTION MEANS THE FULL-TIME OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIALINSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED. PERIODIC INSPECTION MEANS THE PART-TIMEOR INTERMITTENT OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT INTHE AREA WHERE THE WORK HAS BEEN OR IS BEING PERFORMED AND AT COMPLETION.

5. ANY CONSTRUCTION OR MATERIAL THAT HAS FAILED INSPECTION SHALL BE SUBJECT TO REMOVAL AND REPLACEMENT.

X

RE

VIS

ION

S

NO

.D

AT

EB

YD

ES

CR

IPT

ION


architect

architect

architect


THIS PLAN AND

SPECIFICATION WAS

PREPARED BY ME OR

UNDER MY DIRECT





STATE OF

AS SIGNIFIED BY MY

HAND AND SEAL.

DA

TE

:

CA

DD

PLO

T:

RE

VIE

WE

D:

DR

AW

N B

Y:

jare

d du

cote

600

Sou

th B

arra

cks

Str

eet,

Sui

te 2

10-6

Pen

saco

la F

lorid

a 3

2502

850/

439-

1552

(p)

850/

439-

1554

(f)




INN

SB

RO

OK

CO

MM

ER

CIA

L

L.J

. D

ER

EU

IL

B. B

OW

MA

N

24 M

AY

2016

Lic. No. 035961

LOUIS J. DEREUIL

HTLAEW

NO

MM

OC

AI

NI

GRI

VFO

A L E NG

INEER

PROF

ESS IO N

05/24/16

05/24/16

05/24/16

05/24/16

S-002

ST

AT

EM

EN

T O

F S

PE

CIA

L IN

SP

EC

TIO

NS

RF

P15

-120

8

4101

DO

MIN

ION

BLV

DG

LEN

ALL

EN

, VA

230

60

REPRESENTATIVE WIND DIAGRAM - FINAL ZONE LAYOUTS SHALL BEPROVIDE BY THE COMPONENT MANUFACTURER FOR ENGINEER OF

RECORD REVIEW IN THE SHOP DRAWING PHASE

MAIN BUILDING: WIND LOAD DETERMINATION ASSUMPTIONS - INTERNATIONAL BUILDING CODE 2012/ASCE 7-10

ROOF SLOPE

115 C 19 0.25:12 2 ENCLOSED

ULTIMATE DESIGN WIND PRESSURES FOR COMPONENTS AND CLADDING (C&C) - PSF

ROOF ZONE 1ROOF ZONE 2 ROOF ZONE 3

WALL ZONE 4 WALL ZONE 5

O-HANG O-HANG

16.0 -30.3 -50.8 27.7 -30.0 -37.0

50 16.0 -28.5 -38.3 24.9 -27.2 -31.3

16.0 -27.7 -32.9 23.6 -26.0 -28.8

NOTES:

1. FOR EFFECTIVE AREAS BETWEEN THOSE GIVEN ABOVE THE LOAD MAY BE INTERPOLATED,

OTHERWISE USE THE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREA.

2. THE EDGE STRIP, a = 4.6 FT.

3. PRESSURES SHALL BE APPLIED IN ACCORDANCE WITH THE FIGURE SHOWN ON THIS SHEET.

< 10

> 100

ULTIMATE WIND

SPEED (MPH)

EXPOSURE

CATEGORY

MEAN ROOF

HEIGHT (FT.)

RISK

CATEGORY

ENCLOSURE

CATEGORY

EFF.

AREA

(SQ. FT)

4. PRESSURES GIVEN ARE ULTIMATE LOADS TO BE USED WITH STRENGTH DESIGN. FOR SERVICELOADS TO BE USED WITH ALLOWABLE STRESS DESIGN, MULTIPLY THE PRESSURES BY 0.60.SEE TABLES 2.3 AND 2.4 IN ASCE 7-10 FOR MORE INFORMATION ON LOAD COMBINATIONS.

-43.6

-41.9

-41.1

90

NOMINAL WIND

SPEED (MPH)

-76.5

-46.0

-32.9

-71.9

-36.0

-20.5

ULTIMATE DESIGN WIND PRESSURES FOR C&C (PSF) - PARAPETS

CASE A

73.8 101.1

< 100 50.3 50.3

< 10

EFFECTIVEAREA (SQ. FT.) INTERIOR

ZONECORNER

ZONE

CASE B

-51.7 -59.0

-43.0 -46.0

INTERIORZONE

CORNERZONE

WIND LOAD CHARTS

16.0

16.0

16.0

16.0

16.0

16.0

(Hc)

PA

RA

PE

T

12'-6"

DRIFT WIDTH

12'-6"

DRIFT WIDTH

SEE PLANS

20 PSF

DESIGN ROOF SNOW LOAD DIAGRAMS

27.7

24.9

23.6

Ps

CASE 1: UNIFORM SNOW LOAD

(Hc)

PA

RA

PE

T

12'-6"

DRIFT WIDTH

12'-6"

DRIFT WIDTH

SEE PLANS

51 PSF 51 PSF

14 PSF

Ps

CASE 2: BALANCED ROOF SNOW LOAD WITH DRIFT

RE

VIS

ION

S

NO

.D

AT

EB

YD

ES

CR

IPT

ION


architect

architect

architect


THIS PLAN AND

SPECIFICATION WAS

PREPARED BY ME OR

UNDER MY DIRECT





STATE OF

AS SIGNIFIED BY MY

HAND AND SEAL.

DA

TE

:

CA

DD

PLO

T:

RE

VIE

WE

D:

DR

AW

N B

Y:

jare

d du

cote

600

Sou

th B

arra

cks

Str

eet,

Sui

te 2

10-6

Pen

saco

la F

lorid

a 3

2502

850/

439-

1552

(p)

850/

439-

1554

(f)




INN

SB

RO

OK

CO

MM

ER

CIA

L

L.J

. D

ER

EU

IL

B. B

OW

MA

N

24 M

AY

2016

Lic. No. 035961

LOUIS J. DEREUIL

HTLAEW

NO

MM

OC

AI

NI

GRI

VFO

A L E NG

INEER

PROF

ESS IO N

05/24/16

05/24/16

05/24/16

05/24/16

S-003

WIN

D A

ND

SN

OW

LO

AD

DIA

GR

AM

S

RF

P15

-120

8

4101

DO

MIN

ION

BLV

DG

LEN

ALL

EN

, VA

230

60

S-003

1 WIND LOAD DIAGRAM

WALL ZONE 5

WALL ZONE 4

WALL ZONE 4

WALL ZONE 4

WALL ZONE 5

WALL ZONE 4

WALL ZONE 5

PARAPET;TYPICAL

ROOF ZONE 3

ROOF ZONE 2

ROOF ZONE 1

ROOF ZONE 1

ROOF ZONE 2

ROOF ZONE 3

ROOF ZONE 2

ROOF ZONE 3

ROOF ZONE 3

ROOF ZONE 2

PARAPET;TYPICAL

4.6 FT a-ZONE; TYPIC

AL

4.6 FT a-ZONE; TYPICAL

2

2

3

3

4

4

5

5

6

6

6.9

6.9

A.1A.1

BB

C.9C.9

D.9D.9

B.9B.9

1.1

1.1

E.1E.1

A.5A.5

A.7

0.1

0.1

A.0A.0

B.5B.5

A.6

A.8

1.2 1.9 2.1 2.9 3.6 4.5 5.1 5.9 6.1 6.8

S-201

2

S-201

1

6.3 6.7

S-2023A.4

A.2A.2

5'-0" 4'-10" 12'-9 1/4" 6'-7 3/8" 24'-0" 22'-6" 22'-6" 27'-6" 12'-3 3/8" 12'-9 1/4" 10'-2"

5'-0" 24'-2 5/8" 24'-0" 45'-0" 27'-6" 35'-2 5/8"

5'-0"

2'-10"

18'-5 1/4"2'-11 3/8"

3'-7 3/8"

18'-5 1/4"

1'-11 3/8"

12'-9" 9'-9" 10'-2 1/4" 12'-3 3/4" 4'-9 3/8" 18'-5 1/4"

4'-3 3/8" 3'-7 3/8"

12'-9 1/4"

3'-2 3/4"

12'-9 1/4"2'-10"

1'-0

"

2'-1

0"9'

-9 1

/4"

3'-0

3/4

"

10'-5

1/4

"12

'-1 3

/8"

18'-0

"13

'-2 5

/8"

4'-0

"10

'-0"

1'-0

"

1'-0

"

2'-1

0"

12'-1

0"

3'-2

" 12'-9

1/4

"6'

-7 3

/8"

18'-0

"13

'-2 5

/8"

4'-0

"10

'-0"

1'-0

"

9 3/

8"

69'-5

1/4

"14

'-0"

1'-0

"

1.3 1.8

6.4 6.6

HSS5X5X

3/8

HSS5X5X

3/8

HSS5X5X

3/8

HSS5X5X

3/8

HSS5X5X

1/2

HSS5X5X

3/8

HSS5X5X

1/4

HSS5X5X

1/4

HSS5X5X

1/4

HSS5X5X

1/4

HSS5X5X

1/4

HSS5X5X

1/4

HSS5X5X

3/8

HSS5X5X

1/2

HSS5X5X

3/8

HSS5X5X

3/8

HSS5X5X

1/2

HSS5X5X

3/8

HSS5X5X

1/4

HSS5X5X

3/16HSS5X5X3/16

HSS5X5X

3/16

HSS5X5X

3/16

S-202 2

S-201

3

S-201

6S-2024

S-201

4

S-201

5

S-202 1

HSS7X5X

1/2

HSS7X5X

1/2

HSS7X5X

1/2HSS5X5X

3/8

HSS5X5X

3/8

HSS5X5X

1/4

HSS5X5X1/4

HSS5X5X

3/8

HSS5X5X

3/8HSS5X5X1/4

HSS5X5X1/4

HSS5X5X

1/4

HSS5X5X1/4HSS5X

5X1/4

HSS5X5X

1/4

HSS5X5X1/44

S-411

HSS5X5X

1/4

HSS5X5X

1/4

HSS5X5X

1/4

HSS5X5X

1/4

HSS5X5X

1/4

HSS5X5X

1/4

HSS5X5X

1/4

HSS5X5X

1/4

HSS5X5X

1/4

HSS5X5X

1/4

HSS5X5X

1/4

HSS5X5X

1/4

HSS5X5X

1/4

HSS5X5X

1/4

HSS5X5X1/4

HSS5X5X1/4

HSS5X5X

1/4 F4

F8 F8 F8 F8

F4

F5F5

F6x25 F6x25

3'-6

"3'

-6"

4'-0

"

4'-0

"

3

S-411

1

S-411

TYP. @ INTERIORFOUNDATIONS

RCP-18x

18

RCP-18x18

RCP-18x18

RCP-18x

18RCP-18x18

RCP-18x

18 RCP-18x

18

RCP-18x

18

RCP-18x

18

RCP-18x

18RCP-1

8x18

RCP-18x

18

RCP-18x

18

RCP-18x

18

RCP-18x

32RCP-18x18

RCP-18x

32

RCP-18x

18

RCP-18x

18

RCP-18x

18

RCP-24x

32

RCP-24x

32

RCP-18x18

RCP-18x18 RCP-18x

18

RCP-18x

18

RCP-18x18 RCP-18x

18 RCP-18x

18

RCP-18x18RCP-18x

18

RCP-18x

18

RCP-18x

18

RCP-18x

18

RCP-18x

32**

RCP-18x

32**

RCP-18x

18

RCP-18x

18

RCP-18x

18

RCP-18x

32**

RCP-18x

18

RCP-18x

18

RCP-18x

18

RCP-18x

32**

RCP-18x

32**

B.F.

B.F.B.F.

B.F.

RCP-SP2*

*

RCP-18x

32**

RCP-SP1*

*

RCP-18

RCP-18

RCP-18

RCP-18

RCP-18

RCP-18

WF3.0WF3.0

WF3.0

WF3.0WF3.0

WF3.0

WF3.0

WF

3.0

WF3.0

F4 F4

F5 F5 F5 F5

WF

3.0

WF

3.0

WF

3.0

3'-6

"3'

-6"

2'-0

"

4'-0

"

4'-0

"

2

S-411

WF

3.0

WF

3.0

WF

3.0

WF

3.0

D

C

EE

AA

7

7

1

1

9 3/

8"9

3/8"

9 3/

8"

9 3/8"

9 3/8"

9 3/

8"9

3/8"

9 3/8" 9 3/8"

ARCH. FINISHCOORD. GRID








1'-0

"1'

-0"

1'-0

"1'

-0"

9"9"

RCP-SP1*

*

RCP-SP2*

*

2

S-411

Sim

2

S-411

Sim

2

S-411

Sim

COLUMN BASE AND BASE PLATES SHALL BE COATEDWITH (2) COAT COAL TAR EPOXY FROM BASE OFCOLUMN TO REF. ELEVATION 0'-2" TO PROVIDE

ADDITIONAL STEEL PROTECTION BELOW GRADE.

G.C. COORD. UTILITIES G.C. COORD. UTILITIES G.C. COORD. UTILITIES G.C. COORD. UTILITIES G.C. COORD. UTILITIES

FOUNDATION LEGEND12" NOMINAL FULLY GROUT FILLED CMU STEMWALL. UNLESS NOTED OTHERWISE (U.N.O.), WALLSHALL BE REINFORCED WITH #4 VERTICAL STD. 90 DEG. DOWELS AT 4'-0" ON CENTER IN CENTEROF GROUT FILLED CELLS. PROVIDE ADDITIONAL REINFORCED CELLS EACH SIDE OF ALL PIERS,SEE PEIR DETAILS FOR ADDITIONAL REQUIREMENTS. PROVIDE HORIZONTAL JOINT REINFORCINGAS OUTLINED IN THE GENERAL NOTES, TYPICAL DETAILS AND SECTIONS IN THESE DRAWINGS. ALLEXTERIOR CMU WALLS SHALL BE FULLY GROUT FILLED.

=

REINFORCED CONCRETE PIER FOR COLUMN SUPPORT; SEE DETAILS ON SHEET S-411. UNLESS NOTEDOTHERWISE PIER SHALL EXTEND FROM THE TOP OF FOUNDATION TO 8" BELOW SLAB-ON-GRADE.

=R.C.P. XXxXX

REINFORCED CONCRETE PIER TO WRAP STEEL COLUMN THAT EXTENDS TO FOUNDATION ELEVATION;SEE DETAILS ON SHEET S-411 FOR SIMILAR REINFORCING REQUIREMENTS. UNLESS NOTED OTHERWISEPIER SHALL EXTEND FROM THE TOP OF FOUNDATION TO 8" BELOW SLAB-ON-GRADE. PIER MAY BEEARTH FORMED ON INSIDE FACE AND POURED WITH SLAB-ON-GRADE AT CONTRACTOR'S OPTION.

=R.C.P. XXxXX**

B.F. BRACED FRAME; SEE ELEVATIONS AND DETAILS.=

G.C. COORD. UTILITIES IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO COORDINATE ALL UNDERGROUNDUTILITIES AND SLAB DEPRESSIONS WITH TENANT CONSTRUCTION DOCUMENTS.

=

BASE PLATE 5/8"x11"x11"W/ (4)-3/4" DIA. TYPE 1 ANCHORBOLTS

1-1/2" MINIMUM GROUT BEDFOR LEVELING NUTS

9"

1/4

11"

11"

1 1/

2"8"

1 1/

2"

1 1/2"8" 1 1/2"

INTERIOR 5x5 COLUMN

BASE PLATE 5/8"x7"x1'-0"W/ (4)-3/4" DIA. TYPE 1 ANCHORBOLTS


9"

1/4

11"

7"

1 1/

2"4"

1 1/

2"

1 1/2"

8"

1 1/2"

EXTERIOR 5x5 COLUMN

ALIGN LONG EDGE OFBASE PLATE PARALLELTO SLAB EDGE, U.N.O.

BASE PLATE 1"x11"x1'-5"W/ (4)-3/4" DIA. GALV. TYPE 1

ANCHOR BOLTS


1/4

1 1/

2"8"

1 1/

2"

11"

1'-5"1 1/2"

1'-2"

1 1/2"

1/4

2" MINIMUM GROUT BED FORLEVELING NUTS

2 1/4" 1'-0 1/2"

2 1/4"1'-5"

11"

2 1/

4"6

1/2"

2 1/

4"

BASE PLATE 1 1/4"x11"x1'-5"W/ (4)-1 1/4" DIA. TYPE 2

ANCHOR BOLTS

TYPE 1 BRACED FRAME BASE PLATE DETAILSEE 5/S-411 FOR ELEVATION DETAIL

TYPE 2 BRACED FRAME BASE PLATE DETAILSEE 6/S-411 FOR ELEVATION DETAIL

TYPE 1 ANCHOR BOLT DETAIL, U.N.O.

PR

OJE

CT

ION

4"

(2) NUT AND 2x2x1/4" PLATEWASHERS, GALV.; TYP.

3/4" DIA. HOT DIP GALV. F1554HEADED ANCHOR BOLT

8" E

MB

ED

ME

NT

TYPE 2 ANCHOR BOLT DETAIL, U.N.O.

(2) NUT AND 3x3x1/2" PLATEWASHERS, GALV.; TYP.

1 1/4" DIA. HOT DIP GALV. F1554HEADED ANCHOR BOLT1'-2

" E

MB

ED

ME

NT

5" P

RO

JEC

TIO

N

CORNER 5x5 COLUMN

1 1/

2"7

1/2"

2" 1 1/

2"

4"

1 1/

2"

7 1/2" 1 1/2"

1 1/2"

4"

1 1/2"

BASE PLATE 5/8"xAS DETAILEDW/ (4)-3/4" DIA. TYPE 1 ANCHORBOLTS


9"

1/4

COLUMN BASE AND BASE PLATES SHALL BE COATEDWITH (2) COAT COAL TAR EPOXY FROM BASE OFCOLUMN TO REF. ELEVATION 0'-2" TO PROVIDE

ADDITIONAL STEEL PROTECTION BELOW GRADE.

RE

VIS

ION

S

NO

.D

AT

EB

YD

ES

CR

IPT

ION


architect

architect

architect


THIS PLAN AND

SPECIFICATION WAS

PREPARED BY ME OR

UNDER MY DIRECT





STATE OF

AS SIGNIFIED BY MY

HAND AND SEAL.

DA

TE

:

CA

DD

PLO

T:

RE

VIE

WE

D:

DR

AW

N B

Y:

jare

d du

cote

600

Sou

th B

arra

cks

Str

eet,

Sui

te 2

10-6

Pen

saco

la F

lorid

a 3

2502

850/

439-

1552

(p)

850/

439-

1554

(f)




INN

SB

RO

OK

CO

MM

ER

CIA

L

L.J

. D

ER

EU

IL

B. B

OW

MA

N

24 M

AY

2016

Lic. No. 035961

LOUIS J. DEREUIL

HTLAEW

NO

MM

OC

AI

NI

GRI

VFO

A L E NG

INEER

PROF

ESS IO N

05/24/16

05/24/16

05/24/16

05/24/16

S-110

FO

UN

DA

TIO

N P

LAN

RF

P15

-120

8

4101

DO

MIN

ION

BLV

DG

LEN

ALL

EN

, VA

230

60

1/8" = 1'-0"S-110

1 FOUNDATION PLAN

T.O.SLAB REF. ELEV: 0'-0" U.N.O.; REF. EL: 0'-0" = SEE CIVIL

3/4" = 1'-0"S-110

2 BASE PLATE AND ANCHOR BOLT DETAILS

FOUNDATION SCHEDULE

FOOTING TYPE LENGTH WIDTH THICKNESS TOP REINFORCING BOTTOM REINFORCING

F4 4' - 0" 4' - 0" 1'-0" N/A (4) #5 EACH WAY

F5 5' - 0" 5' - 0" 1'-0" N/A (5) #5 EACH WAY

F6x25 25' - 0" 6' - 0" 1'-6" (6) #5 LONGITUDINAL; (25) #5TRANSVERSE

(6) #8 LONGITUDINAL; (25) #6TRANSVERSE

F8 8' - 0" 8' - 0" 1'-6" (12) #4 EACH WAY (12) #6 EACH WAY

WF3.0 3' - 0" 1'-0" N/A #5@1'-0" O.C. EACH WAY

T.O.FOUNDATION REF. ELEV: -2'-8" U.N.O.

SEE PLAN

2

2

3

3

4

4

5

5

6

6

6.9

6.9

A.1A.1

BB

C.9C.9

D.9D.9

B.9B.9

1.1

1.1

E.1E.1

A.5A.5

A.7

0.1

0.1

A.0A.0

B.5B.5

A.6

A.8

1.2 1.9 2.1 2.9 3.6 4.5 5.1 5.9 6.1 6.8

S-201

2

S-201

1

6.3 6.7

S-2023A.4

A.2A.2

1.3 1.8

6.4 6.6

S-202 2

S-201

3

S-201

6S-2024

S-201

4

S-201

5

S-202 1

4

S-411 3

S-411

5'-0" 4'-10" 12'-9 1/4" 6'-7 3/8" 24'-0" 22'-6" 22'-6" 27'-6" 12'-3 3/8" 12'-9 1/4" 10'-2"

5'-0" 24'-2 5/8" 24'-0" 45'-0" 27'-6" 35'-2 5/8"

160'-11 1/4"

5'-0"2'-10"

18'-5 1/4"2'-11 3/8"

3'-7 3/8"

18'-5 1/4"

1'-11 3/8"

12'-9" 9'-9" 10'-2 1/4" 12'-3 3/4" 4'-9 3/8" 18'-5 1/4"

4'-3 3/8" 3'-7 3/8"

12'-9 1/4" 3'-2 3/4" 12'-9 1/4"2'-10"

1'-0

"2'

-10"9'-9

1/4

"

3'-0

3/4

"

10'-5

1/4

"12

'-1 3

/8"

18'-0

"13

'-2 5

/8"

4'-0

"10

'-0"

1'-0

"

1'-0

"2'

-10"

12'-1

0"

3'-2

" 12'-9

1/4

"6'

-7 3

/8"

18'-0

"13

'-2 5

/8"

4'-0

"10

'-0"

1'-0

"

69'-5

1/4

"14

'-0"

1'-0

"

S.C.J.

S.C.J.

S.C.J.

S.C.J.

S.C.J.

S.C.J.

S.C

.J.

S.C

.J.

S.C

.J.

S.C

.J.

S.C

.J.

S.C

.J.

S.C

.J.

S.C

.J.

S.C

.J.

S.C

.J.

S.C

.J.

1

S-411

S.C

.J.

4" SLAB

4" SLAB4" SLAB

4" SLAB

4" SLAB

B.F.

B.F.B.F.

B.F.

2

S-411

S.C

.J.

ALL SUPPLEMENTAL DIMENSIONS SHOWN ON THISSHEET ARE SLAB EDGE DIMENSIONS. G.C. SHALL VERIFY

ALL DIMENSIONS SHOWN WITH ARCH. FINISHES ANDFINAL DETAILS PRIOR TO SLAB LAYOUT AND CONTACTTHE ENGINEER OF RECORD WITH ANY DISCREPANCIES

PRIOR TO LAYING OUT SLAB EDGES.

1 3/8"

2'-10"

10"

11"3"

11"

11"

2'-8 5/8"

1 3/8"

1 3/

8"

3"

1 3/

8"

3"

3"

3"

4'-1

1 3/

8" 11"

3"

3'-7

1/8

"3'

-6"

11"

3"

2'-8

5/8

"11

" 1 3/8" 1 3/8"

11"

11"

3"

3"

3"

3"

8"

3"

3"

4'-10"

11"

2'-8 5/8" 11"

11"

3"

3"

2'-8

5/8

"11

"

3'-8

"3'

-4"

11"

3"

1 3/

8"

3'-8

"2'

-10"

11"

3"

5/8"

3'-0

"

1 3/

8"

11"

3"

11"

2'-8

5/8

"

1 3/

8"

1 3/8" 2'-8 5/8"

11"1 3/8" 3'-0"

1 3/8"

11"

3"3"

2"

3'-6"

1 3/8"

3"

3"

8"3"

3"

G.C. COORD. UTILITIES G.C. COORD. UTILITIES G.C. COORD. UTILITIES G.C. COORD. UTILITIES G.C. COORD. UTILITIES

SLAB-ON-GRADE LEGEND

= SAWN CONTRACTION JOINT OR CONSTRUCTION JOINT; CONTRACTOR'S OPTION U.N.O. PLACE S.C.J.AT LOCATIONS INDICATED ON THIS PLAN.

S.C.J.

= SLAB DEPRESSION; SEE ARCHITECTURAL AND TENANT CONSTRUCTION DOCUMENTS FOR DEPRESSION EXTENTSAND DEPRESSION DEPTHS BELOW REF. EL: 0'-0"

-X'-X"

4" MINIMUM THICKNESS SLAB-ON-GRADE REINFORCED WITH WWF 6x6 W2.0xW2.0 WITH 3" CLR. POSITIVESUPPORT FROM BOTTOM OF SLAB. SLAB SHALL BE PLACED OVER A VAPOR BARRIER AND CAPILLARYBREAK AS INDICATED IN THE GENERAL NOTES SECTION 2.08 ON SHEET S-001.

4" SLAB =

(2) #4x4'-0" RE-ENTRANT CRACK CONTROL REINF. W/1"CLR TO TOP OF SLAB

=

G.C. COORD. UTILITIES IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO COORDINATE ALLUNDERGROUND UTILITIES AND SLAB DEPRESSIONS WITH TENANTCONSTRUCTION DOCUMENTS.

=

RE

VIS

ION

S

NO

.D

AT

EB

YD

ES

CR

IPT

ION


architect

architect

architect


THIS PLAN AND

SPECIFICATION WAS

PREPARED BY ME OR

UNDER MY DIRECT





STATE OF

AS SIGNIFIED BY MY

HAND AND SEAL.

DA

TE

:

CA

DD

PLO

T:

RE

VIE

WE

D:

DR

AW

N B

Y:

jare

d du

cote

600

Sou

th B

arra

cks

Str

eet,

Sui

te 2

10-6

Pen

saco

la F

lorid

a 3

2502

850/

439-

1552

(p)

850/

439-

1554

(f)




INN

SB

RO

OK

CO

MM

ER

CIA

L

L.J

. D

ER

EU

IL

B. B

OW

MA

N

24 M

AY

2016

Lic. No. 035961

LOUIS J. DEREUIL

HTLAEW

NO

MM

OC

AI

NI

GRI

VFO

A L E NG

INEER

PROF

ESS IO N

05/24/16

05/24/16

05/24/16

05/24/16

S-111

SLA

B-O

N-G

RA

DE

PLA

N

RF

P15

-120

8

4101

DO

MIN

ION

BLV

DG

LEN

ALL

EN

, VA

230

60

1/8" = 1'-0"S-111

1 SLAB-ON-GRADE PLAN

2

2

3

3

4

4

5

5

6

6

6.9

6.9

A.1A.1

BB

C.9C.9

D.9D.9

B.9B.9

1.1

1.1

E.1E.1

A.5A.5

A.7

0.1

0.11'

-0"

2'-1

0"9'-9

1/4

"3'

-0 3

/4"

10'-5

1/4

"12

'-1 3

/8"

18'-0

"13

'-2 5

/8"

4'-0

"10

'-0"

1'-0

"

5'-0" 4'-10" 12'-9 1/4" 6'-7 3/8" 24'-0" 22'-6" 22'-6" 27'-6" 12'-3 3/8" 12'-9 1/4" 10'-2"

4

S-421

A.0A.0

B.5B.5

A.6

A.8

1.2 1.9 2.1 2.9 3.6 4.5

1/4

" / 1' -

0"

1/4

" / 1' -

0"

1/4

" / 1' -

0"

5.1 5.9 6.1 6.8

36V

G-8

N32

VG

-8N

32V

G-7

N36

VG

-8N

36V

G-8

N32

VG

-7N

36V

G-8

N32

VG

-7N

W12

X16

W12

X16

24K5-SP

18K3-SP

18K3-SP

18K3-SP

18K3-SP

18K3-SP

18K3-SP

18K3-SP

18K3-SP

16K3-SP

16K3-SP

16K3-SP

16K3-SP

16K3-SP

16K3-SP

30K9-SP

30K7-SP

28K7-SP

28K7-SP

28K7-SP

28K7-SP

28K7-SP

20K4-SP

20K3-SP

20K3-SP

20K3-SP

20K3-SP

20K3-SP

20K3-SP

24K7-SP

24K6-SP

24K5-SP

24K5-SP

24K5-SP

24K5-SP

24K5-SP

18K3-SP

18K3-SP

18K3-SP

18K3-SP

18K3-SP 16K3-SP

16K3-SP

16K3-SP

16K3-SP

16K3-SP

28K7-SP

28K7-SP

28K7-SP

28K7-SP

28K7-SP

28K7-SP

24K7-SP

24K6-SP

24K5-SP

24K5-SP

24K5-SP

24K5-SP

20K3-SP

20K3-SP

20K3-SP

20K3-SP

20K3-SP

20K4-SP

20K4-SP

30K9-SP18K3-SP

18K3-SP

30K7-SP

28K7-SP

20K3-SP18K3-SP 28K7-SP

16K3-SP 28K7-SP 20K3-SP

C6

C6

C6

C6

C6

L4L4

L4L4

L4

C6

C6 C6

C6

C6 C6

C6

W10X19W8 W8

W10X19

W10

X12

W8

W8

W8W8W8W8W8

W8W8

W8

W8

W8

W8

W10

X19

W12

X14

W8

W10

X12

W10

X19

W8

W8

W8

W10

X12

W8W8

18K3-SP 16K3-SP 20K3-SP

W8

W8

18K3-SP

W8

S-201

2

S-201

1

18K3-SP

6.3 6.7

C6

C6

S-2023A.4

A.2A.2

L4 L4

1.3 1.8

6.4 6.6

W8

W8 W8 W8 W8 W8

W8W8W8 C6C6

W8

W8

W8

W8 W8 W8

W8 W8 W8

C6

C6

C6

C6

C6

S-202 2

S-201

3

S-201

6

5

S-421

W8 W8

S-2024

S-201

4

S-201

5

S-202 1

1

S-4211

S-421

Sim

1

S-421

Sim

1

S-421

Sim

SNOW DRIFT

L4L4L4

L4L4

L4

L4L4L4

L4L4

L4

L4L4L4

L4L4

L4

L4L4L4

L4L4

L4

L4L4L4

L4L4

L4

L4L4L4

L4L4

L4

2 KIP HVAC 2 KIP HVAC 2 KIP HVAC 2 KIP HVAC 2 KIP HVAC

2 KIP HVAC

B.F.

B.F.B.F.

B.F.

ALUMINUM CANOPY AND CONNECTIONSBY SPECIALTY ENGINEER; TYPICALLY WHERE OCCURS.ALUMINUM CANOPY DESIGNER AND COLD FORMED FRAMINGDESIGNER SHALL COORDINATE AND ACCOMODATE FRAMINGDETAILS FOR CONNECTIONS TO STRUCTURE AS REQUIREDTO MEET THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE.

SNOW DRIFT

SN

OW

DR

IFT

SN

OW

DR

IFT

3.5k

3.0k

3.2k

3.2k

3.0k

3.0k

3.0k

3.0k

3.0k

3.0k

3.0k

3.0k

3.0k

3.0k

3.4k

3.5k

3.0k

2.5k

2.5k

2.5k

2.5k

2.5k

2.5k

2.5k

2.5k

3.0k

3.0k

3.0k

3.0k

3.0k

2.5k 4.5k

3.0k

3.0k

3.0k

2.5k

2.5k

2.5k

2.5k

2.5k

2.5k

2.5k

2.5k

3.0k

3.5k

5.0k

5.5k

7.2k

5.0k

5.0k

5.0k

5.0k

4.5k

4.5k

4.5k

5.5k

5.5k

5.5k

4.5k

5.0k

5.5k

7.2k

5.0k

5.0k

5.0k

5.0k

4.5k

4.5k

4.5k

5.5k

5.5k

5.5k

4.0k

3.5k

3.5k

3.5k

3.0k

3.0k

3.0k

3.0k

3.0k

3.0k

3.5k

3.5k

3.5k

3.0k

4.0k

3.5k

3.5k

3.5k

3.5k

3.0k

3.0k

3.0k

3.0k

3.0k

3.5k

3.5k

3.5k

3.5k

5.5k

4.5k

4.0k

4.0k

4.0k

4.5k

4.5k

4.5k

4.0k

4.5k

4.5k

4.5k

5.5k

5.6k

2

S-421

TYP. AT C6 COLUMNBRACING FRAMING

3

S-421

T/STEEL REF. EL @ F: 16'-11 7/16"

T/STEEL REF. EL @ E: 16'-11 3/4"

T/STEEL REF. EL @ E: 17'-3 3/16"

T/STEEL REF. EL @ F: 17'-2 3/16"

T/STEEL REF. EL @ F: 18'-8 1/2"

T/STEEL REF. EL @ E: 18'-8 3/4"

4

S-422

W/H

SS

2 1

/2"x

2 1/

2"x1

/4"

INF

ILL

BT

WN

JO

IST

S A

T B

RA

CE

D F

RA

ME

W/H

SS

2 1

/2"x

2 1/

2"x1

/4"

INF

ILL

BT

WN

JO

IST

S A

T B

RA

CE

D F

RA

ME

LOW ROOFFRAMING

L4L4L4

L4L4

L4

2 KIP HVAC

2 KIP HVAC

L4

L4L4

L4L4

L4

2 KIP HVAC

L4

L4

L4L4

L4L4

L4

L4

L4

L4

L4

L4

L4L4 L4

L4 L4

HALF-TONE TENANT ROOF-TOP EQUIP. IS SHOWNFOR REFERENCE ONLY. G.C. SHALL COORDINATEALL FINAL EQUIPMENT LAYOUTS WITH JOIST ANDJOIST GIRDER DESIGNER PRIOR TO STEEL SHOPDRAWINGS. ENGINEER OF RECORD SHALL REVIEWFINAL LAYOUT IN THE SHOP DRAWINGS.

L4

1.5" TYPE B 20 GA VULCRAFT OR EQUIVALENT ( TH=0.0358 in, I= 0.201 in^4/ft) ROOF DECK.INSTALLATION/ATTACHMENT:SUPPORT FASTENERS: 5/8" DIA. PUDDLE WELDSSIDELAP FASTENERS: #10 TEK SCREWSFASTENER LAYOUT:

ZONES 2 & 3: 36/7 PATTERN - (6" O.C.)ZONE 1: 36/5 PATTERNNO OF SIDELAP FASTENER PER SPAN: 5

W8

ROOF FRAMING NOTES AND LEGEND

LEGEND

W8x10=

=

JOIST MFR. NOTES:

1. PROVIDE JOIST BOT. CHORD EXT. AT ALTERNATE JOISTSTO BOT. FLANGE OF W-SHAPE BEAMS; TYP.

2. PROVIDE JOIST UPLIFT BRIDGING AND TYPICAL BRACING AT A SPACING EQUAL TO THE MINIMUM OF 10' OR AS REQUIRED FOR JOIST DESIGN. PROVIDE A MINIMUM OF ONE X-BRIDGED BAY AT EACH BRIDGING RUN.3. SPACE JOISTS @ A MAXIMUM SPACING OF 5'-0" O.C., U.N.O. ON ROOF FRAMING PLAN.4. EXTEND AND FASTEN BEAM BOTTOM FLANGE BRACES

AT ALTERNATE JOISTS. SEE 6/S-421 FOR TYPICALDETAIL.

5. XXKX-SP = SPECIALTY JOIST DESIGN VERIFICATIONREQUIRED. SPECIALTY JOIST DESIGN ENGINEER SHALLVERIFY THE ADEQUACY OF JOIST DESIGNATIONSINDICATED BASED ON LOADING INDICATED ON S-001AND S-003 AND MODIFY AS REQUIRED. IFMODIFICATIONS ARE REQUIRED, CLOUD AND INDICATEIN APPROVAL SHOP DRAWINGS FOR ENGINEER OFRECORD APPROVAL.

SNOW DRIFT LOAD LOCATION FOR SPECIALTY JOISTDESIGNS; SEE DIAGRAM ON S-003 FOR LOADS

=

2 KIP MAX HVAC UNIT; JOIST DESIGNER ACCOUNTFOR 0.5 KIP POINT LOAD AT EACH L4 SUPPORT LOCATION.MECHANICAL UNIT COUNTS, LOCATIONS AND WEIGHTS AREBASED ON PRELIMINARY MECHANICAL LAYOUT. G.C./JOISTDESIGNER SHALL VERIFY AND COORDINATE FINALMECHANICAL UNIT COUNTS, LOCATIONS AND WEIGHTS WITHFINAL MECHANICAL DRAWINGS UTILIZING TENANT BUILD-OUT.

=2 KIP HVAC

C6 C6x8.2 FLATWISE; REFER TO 2/S-421 FOR DETAILS=

L4 L4x4x1/4"; REFER TO DETAILS ON S-421 AND S-422=

RE

VIS

ION

S

NO

.D

AT

EB

YD

ES

CR

IPT

ION


architect

architect

architect


THIS PLAN AND

SPECIFICATION WAS

PREPARED BY ME OR

UNDER MY DIRECT





STATE OF

AS SIGNIFIED BY MY

HAND AND SEAL.

DA

TE

:

CA

DD

PLO

T:

RE

VIE

WE

D:

DR

AW

N B

Y:

jare

d du

cote

600

Sou

th B

arra

cks

Str

eet,

Sui

te 2

10-6

Pen

saco

la F

lorid

a 3

2502

850/

439-

1552

(p)

850/

439-

1554

(f)




INN

SB

RO

OK

CO

MM

ER

CIA

L

L.J

. D

ER

EU

IL

B. B

OW

MA

N

24 M

AY

2016

Lic. No. 035961

LOUIS J. DEREUIL

HTLAEW

NO

MM

OC

AI

NI

GRI

VFO

A L E NG

INEER

PROF

ESS IO N

05/24/16

05/24/16

05/24/16

05/24/16

S-120

RO

OF

FR

AM

ING

PLA

N

RF

P15

-120

8

4101

DO

MIN

ION

BLV

DG

LEN

ALL

EN

, VA

230

60

1/8" = 1'-0"S-120

1 ROOF FRAMING

S-120

2 STRUCTURAL FRAMING ISOMETRIC

STRUCTURE SHOWN ON THIS ISOMETRIC IS FOR REFERENCE ONLY AND SHALL NOT BE USED INANY WAY SHAPE OR FORM IN PRODUCTION OF SHOP DRAWINGS, COST ESTIMATION OR SHOP

DRAWINGS. MANY STRUCTURAL ITEMS ARE NOT SHOWN IN THESE 3D VIEWS AND WILL NEED TOBE PICKED UP FROM THE PLANS, SECTIONS, DETAILS AND ELEVATIONS IN THIS SET.

ISOMETRIC DETAIL NOTE:

1

110

/25/

2016

LJD

PE

RM

IT C

OM

ME

NT

S

SLAB ON GRADE0"

ROOF FRAMING18' - 6"

3 4 5

FOUNDATION-2' - 8"

4

S-421

HIGH PARAPET25' - 4"

3.6 4.5

12'-9" 9'-9" 10'-2 1/4" 12'-3 3/4"

W/PARTIAL GALV. 5/16" BRICKSUPPORT PLATE

3'-2 5/8" 6'-0" 3'-6 3/8"

W/GALV. 5/16" BRICKSUPPORT PLATE


W/PARTIAL GALV. 5/16" BRICKSUPPORT PLATE

3'-6 3/8" 6'-0" 2'-9 3/8"

W8 W8 W8 W8

HSS6X2X1/4 HSS6X2X1/4 HSS6X2X1/4 HSS6X2X1/4

HSS10X5X1/4 HSS7X5X1/4 HSS7X5X1/4 HSS10X5X1/4

COPE PLATE AROUNDCOLUMN; TYP.

2

S-411

SLAB ON GRADE0"


2 3 5 6 6.91.1

FOUNDATION-2' - 8"


LOW PARAPET22' - 0"

MID-HEIGHTPARAPET

23' - 0"

1.2 1.9 2.1 2.9 5.1 5.9 6.1 6.86.4 6.6

W/5/16" BRICK SUPPORT PLATE W/5/16" BRICK SUPPORT PLATE W/5/16" BRICK SUPPORT PLATE

HS

S5X

5X1/

4

HS

S5X

5X3/

8

HS

S5X

5X3/

8

HS

S5X

5X3/

8

HS

S5X

5X1/

4

HS

S5X

5X1/

4

HS

S5X

5X3/

8

HS

S5X

5X3/

8

HS

S5X

5X1/

4

HS

S5X

5X1/

4

HS

S5X

5X3/

8

HS

S5X

5X1/

4

HS

S5X

5X1/

4

HS

S5X

5X1/

4

HS

S5X

5X1/

4

HS

S5X

5X1/

4

W8W8W8W8W8W8W8W8W8W8W8W8W8W8

HSS6X2X1/4 HSS6X2X1/4 HSS6X2X1/4HSS6X2X1/4 HSS6X2X1/4

HSS10X5X1/4 HSS7X5X1/4 HSS7X5X1/4 HSS7X5X1/4 HSS7X5X1/4

4

S-411

3

S-411

3

S-421

HSS6X2X1/4 HSS6X2X1/4 HSS6X2X1/4HSS6X2X1/4 HSS6X2X1/4 HSS6X2X1/4 HSS6X2X1/4 HSS6X2X1/4

SLAB ON GRADE0"

66.9

FOUNDATION-2' - 8"

MID-HEIGHTPARAPET

23' - 0"

6.36.75

S-421

W/5/16" GALV. BRICKSUPPORT PLATE

HSS7X5X1/4

HS

S5X

5X1/

4

HS

S5X

5X1/

4

HS

S5X

5X1/

4

HS

S5X

5X3/

8

W8 W8 W8

HSS6X2X1/4 HSS6X2X1/4 HSS6X2X1/4

SLAB ON GRADE0"

2356

FOUNDATION-2' - 8"


LOW PARAPET22' - 0"

HSS6X3X1/4 HSS6X3X1/4

W10X19W10X19

HS

S5X

5X1/

4

HS

S5X

5X1/

4

HS

S5X

5X1/

4

HS

S5X

5X1/

4

HSS

5X5X

1/4 H

SS5X5X1/4

HSS5X5X1/4HSS5

X5X1

/4

S-411

5

S-411

5Sim

S-411

5Sim

S-411

5Sim

S-422

3Sim

S-422

3Sim

SLAB ON GRADE0"

345

FOUNDATION-2' - 8"


HS

S5X

5X1/

4

HS

S5X

5X1/

4

HS

S5X

5X1/

4

W8 W8

HSS6X3X1/4HSS6X3X1/4

EXTEND COLUMNTO FOUNDATION FOR BASE

PLATE ANCHORAGE AT THIS LOCATION

EXTEND COLUMNTO FOUNDATION FOR BASEPLATE ANCHORAGE AT THIS LOCATION

SLAB ON GRADE0"

2 1.1

FOUNDATION-2' - 8"

MID-HEIGHTPARAPET

23' - 0"

LOW CANOPYROOF16' - 0"

1.31.8

HS

S5X

5X3/

8

HS

S5X

5X1/

4

HS

S5X

5X1/

4

HS

S5X

5X1/

4

HSS7X5X1/4

W8 W8W8

HSS6X2X1/4 HSS6X2X1/4 HSS6X2X1/4

W/5/16" GALV. BRICKSUPPORT PLATE

RE

VIS

ION

S

NO

.D

AT

EB

YD

ES

CR

IPT

ION


architect

architect

architect


THIS PLAN AND

SPECIFICATION WAS

PREPARED BY ME OR

UNDER MY DIRECT





STATE OF

AS SIGNIFIED BY MY

HAND AND SEAL.

DA

TE

:

CA

DD

PLO

T:

RE

VIE

WE

D:

DR

AW

N B

Y:

jare

d du

cote

600

Sou

th B

arra

cks

Str

eet,

Sui

te 2

10-6

Pen

saco

la F

lorid

a 3

2502

850/

439-

1552

(p)

850/

439-

1554

(f)




INN

SB

RO

OK

CO

MM

ER

CIA

L

L.J

. D

ER

EU

IL

B. B

OW

MA

N

24 M

AY

2016

Lic. No. 035961

LOUIS J. DEREUIL

HTLAEW

NO

MM

OC

AI

NI

GRI

VFO

A L E NG

INEER

PROF

ESS IO N

05/24/16

05/24/16

05/24/16

05/24/16

S-201

FR

AM

ING

ELE

VA

TIO

NS

RF

P15

-120

8

4101

DO

MIN

ION

BLV

DG

LEN

ALL

EN

, VA

230

60

3/16" = 1'-0"S-201

1 FRAMING ELEVATION ALONG GRIDLINE A

3/16" = 1'-0"S-201

2 FRAMING ELEVATION ALONG GRIDLINE A.1

3/16" = 1'-0"S-201

3 FRAMING ELEVATION ALONG GRIDLINE C

3/16" = 1'-0"S-201

4 FRAMING ELEVATION ALONG GRIDLINE E

3/16" = 1'-0"S-201

5 FRAMING ELEVATION ALONG GRIDLINE F

3/16" = 1'-0"S-201

6 FRAMING ELEVATION ALONG GRIDLINE D

SHEET NOTE:

ELEVATIONS ON THIS SHEET ARE FOR GENERALFRAMING MEMBER SIZE AND ORIENTATION. SPECIFICCONNECTION DETAILS AND PLACEMENT SHOULD BE

BASED ON SPECIFIC DETAILS AND SECTIONS IN THIS SET.

SLAB ON GRADE0"

C.9D.9

FOUNDATION-2' - 8"

LOW PARAPET22' - 0"

MID-HEIGHTPARAPET

23' - 0"HSS6X2X1/4

HS

S5X

5X3/

8

HS

S5X

5X1/

4

W8

SLAB ON GRADE0"


A.1BC.9

FOUNDATION-2' - 8"

A.5A.7B.5

MID-HEIGHTPARAPET

23' - 0"

LOW CANOPYROOF16' - 0"

A.4 A.2

W12X14 W10X19W8 W8

W8

W8W8 W8

HSS7X5X1/4

HS

S5X

5X1/

4

HS

S5X

5X1/

4

HS

S5X

5X3/

16

HS

S5X

5X3/

16

HS

S5X

5X1/

4

HS

S5X

5X1/

4

HS

S5X

5X1/

4

HSS6X2X1/4 HSS6X2X1/4 HSS6X2X1/4 HSS6X2X1/4 HSS6X2X1/4 HSS6X2X1/4 HSS6X2X1/4

HS

S5X

5X1/

4W/GALV. 5/16" BRICKSUPPORT PLATE

LOW ROOFSUPPORT BEAM

HS

S5X

5X3/

8

HS

S5X

5X3/8

S-411

6S-411

6SIM.

S-422

3

4

S-422

SLAB ON GRADE0"

A.1 B B.9

FOUNDATION-2' - 8"

A.5 B.5

MID-HEIGHTPARAPET

23' - 0"

A.6 A.8A.2


HS

S5X

5X1/

4

HS

S5X

5X1/

4

HS

S5X

5X1/

4

HS

S5X

5X1/

4

HS

S5X

5X1/

4

HS

S5X

5X1/

4

HS

S5X

5X1/

4

HS

S5X

5X1/

4

HSS7X5X1/4 HSS7X5X1/4

W8W8W10X12W8W8 W10X19 W10X12

HSS6X2X1/4HSS6X2X1/4HSS6X2X1/4HSS6X2X1/4HSS6X2X1/4HSS6X2X1/4HSS6X2X1/4


1

S-421

HS

S5X

5X3/

8

HS

S5X

5X3/8

S-411

6SIM.

S-411

6SIM.

2

S-421

S-422

3Sim

SLAB ON GRADE0"

C.9 D.9B.9

FOUNDATION-2' - 8"

LOW PARAPET22' - 0"

MID-HEIGHTPARAPET

23' - 0"

W10X12

HS

S5X

5X1/

4

HS

S5X

5X3/

8

HSS6X2X1/4

RE

VIS

ION

S

NO

.D

AT

EB

YD

ES

CR

IPT

ION


architect

architect

architect


THIS PLAN AND

SPECIFICATION WAS

PREPARED BY ME OR

UNDER MY DIRECT





STATE OF

AS SIGNIFIED BY MY

HAND AND SEAL.

DA

TE

:

CA

DD

PLO

T:

RE

VIE

WE

D:

DR

AW

N B

Y:

jare

d du

cote

600

Sou

th B

arra

cks

Str

eet,

Sui

te 2

10-6

Pen

saco

la F

lorid

a 3

2502

850/

439-

1552

(p)

850/

439-

1554

(f)




INN

SB

RO

OK

CO

MM

ER

CIA

L

L.J

. D

ER

EU

IL

B. B

OW

MA

N

24 M

AY

2016

Lic. No. 035961

LOUIS J. DEREUIL

HTLAEW

NO

MM

OC

AI

NI

GRI

VFO

A L E NG

INEER

PROF

ESS IO N

05/24/16

05/24/16

05/24/16

05/24/16

S-202

FR

AM

ING

ELE

VA

TIO

NS

RF

P15

-120

8

4101

DO

MIN

ION

BLV

DG

LEN

ALL

EN

, VA

230

60

3/16" = 1'-0"S-202

1 FRAMING ELEVATION ALONG GRIDLINE 2 3/16" = 1'-0"S-202

2 FRAMING ELEVATION ALONG GRIDLINE 1

3/16" = 1'-0"S-202

3 FRAMING ELEVATION ALONG GRIDLINE 7 3/16" = 1'-0"S-202

4 FRAMING ELEVATION ALONG GRIDLINE 6

SHEET NOTE:

ELEVATIONS ON THIS SHEET ARE FOR GENERALFRAMING MEMBER SIZE AND ORIENTATION. SPECIFICCONNECTION DETAILS AND PLACEMENT SHOULD BE

BASED ON SPECIFIC DETAILS AND SECTIONS IN THIS SET.

SLAB ON GRADE0"

B

FOUNDATION-2' - 8"

REINFORCED CONCRETEPIER; SEE DETAILS

WRAP COLUMN ISOLATOR INP.J.F.; TYP.

SLAB-ON-GRADE W/ WWF;SEE PLAN

COLUMN; SEE PLAN

CONTINUOUS VAPORBARRIER; SEE PLAN

BASE PLATE AND GALV.ANCHOR BOLTS; SEE DETAILS

TYPICAL3" MIN. COVER

8"

UNREINFORCED INFILLSLAB

1'-0

"

SEE SCHEDULE ON PLAN

EQUAL

SEE SCHEDULE ON PLAN

EQUAL

REINF.; SEE SCHEDULEON PLAN

GRIDLINE MARKS VARYBASED ON CUT LOCATION

SLAB ON GRADE0"

A.1

FOUNDATION-2' - 8"

8" GROUT FILLED VENEER SUPPORTBLOCK; COORD. LAYOUT AND LOCATIONS

REQUIRED WITH VENEER ON ARCH.DRAWINGS; TYP @ EXTENDED SLAB

LOCATIONS

CONT. VAPORBARRIER; TYPICAL

1/2" P.J.F.

12" GROUT FILLED CMU WALL;SEE LEGEND ON PLAN

EXTERIOR WALKS;SEE CIVIL

11"

1'-9" 1'-3"

1'-0

"


REINFORCED CONCRETEPIER BEYOND; SEE PLAN

VENEER;SEE ARCH.


SLAB ON GRADE0"

A.1

FOUNDATION-2' - 8"


1/2" P.J.F.

12" GROUT FILLED CMU WALL;SEE LEGEND ON PLAN


3"SLAB EDGE

GLAZING;SEE ARCH.

1'-9" 1'-3"


1'-0

"


SLAB ON GRADE0"

FOUNDATION-2' - 8"

B.5


COLUMN; SEE PLAN

TYPE 2 BRACED FRAMEBASE PLATE DETAIL,SEE S-110

2"

3/8" GUSSET PLATE

1/4"TYP.

1/4" 4"

TYP. (4)SIDES, 16"

TOTAL

DIAGONAL BRACE; SEEELEVATIONS

CONCRETE FOUNDATION;SEE PLAN

1'-0"OUTSIDE FACEOF PIER

SLAB ON GRADE0"

6

FOUNDATION-2' - 8"

9"OUTSIDE FACE OFREINFORCED CONCRETE PIER

1 1/

2"


COLUMN; SEE PLAN

TYPE 1 BRACED FRAMEBASE PLATE DETAIL, SEE S-110

3/8" GUSSET PLATE

1/4"TYP.

1/4" 4"

TYP. (4)SIDES, 16"

TOTAL

DIAGONAL BRACE; SEEELEVATIONS

CONCRETE FOUNDATION;SEE PLAN

G.L.

G.L.

(4) #6 DOWELS WITH STD.90 HK. END TO BOTTOM MATOF FOUNDATION; TYPICAL

#3 CLOSED RECTANGULARTIES AS SHOWN AT 1'-0" O.C. MAXSPACING WITH (3) ADD'L IN TOP 6"OF PIER

INTERIORBUILDING FACE

EXTERIORBUILDING FACE

CONT. DOVETAIL SLOT H&B 305DOVETAIL ANCHOR SLOT

RCP 18x18 @ CORNER

G.L.

G.L.

9"

9"

1'-6"

1'-6

"

(4) #6 DOWELS WITH STD.90 HK. END TO BOTTOM MAT

OF FOUNDATION;TYPICAL

#3 CLOSED RECTANGULARTIES AT 1'-0" O.C. MAX SPACING

WITH (3) ADD'L IN TOP 6" OF PIER

9"

9"



RCP 18

G.L.

G.L.

#3 CLOSED RECTANGULARTIES AT 1'-0" O.C. MAX SPACINGWITH (3) ADD'L IN TOP 6" OF PIER

(6) #5 DOWELS WITH STD.90 HK. END TO BOTTOM MATOF FOUNDATION, EQUALLY SPACED;TYPICAL

6" MIN. LAP

RCP 18x32 OR RCP 18x32**SEE PLAN FOR ALTERNATE LAYOUTS

G.L.



G.L.

9" 9"

G.L.

9"1'

-0"

11"

9"


#3 CLOSED RECTANGULARTIES AND SINGLE LEG TIES ASSHOWN AT 1'-0" O.C. MAX SPACINGWITH (3) ADD'L IN TOP 6" OF PIER

** NOTE: COLUMN EXTENDS TO FOUNDATION AND PIER IS POURED AROUND COLUMNAND BRACE AFTER STEEL ERECTION AND INSPECTION. CONTRACTOR'S OPTION TO

EARTH FORM INSIDE FACE AND POUR WITH SLAB.

H&B GALV. 315 DOVETAILTRIANGULAR TIES AT 16" O.C.

ADD'L GROUT FILLEDAND REINF. CELL.

RCP 18x18 @ TYPICAL CONDITION




COLUMN PIER LAYOUTS VARY, REFER TO FOUNDATION PLAN FOR PIER LAYOUT REQUIREMENTS.




RCP 24x32

G.L.INTERIOR

BUILDING FACE


G.L.

1'-2"

G.L.

9"1'

-0"

11"

9"

(8) #6 DOWELS WITH STD.90 HK. END TO BOTTOM MAT

OF FOUNDATION; TYPICAL

#3 CLOSED RECTANGULARTIES AND SINGLE LEG TIES AS

SHOWN AT 1'-0" O.C. MAX SPACINGWITH (3) ADD'L IN TOP 6" OF PIER




G.L.

G.L.

G.L.



1'-2" @ SP-2**9" @ SP-1**

9"

9"1'

-0"

9"

RCP-SP1** AND RCP SP2**OPPOSITE HAND AT SP2**

9"


1'-11" 9"

#3 CLOSED RECTANGULARTIES AND U-BANDS ASSHOWN AT 1'-0" O.C. MAX SPACINGWITH (3) ADD'L IN TOP 6" OF PIER




9"9"

9" 9"

BASE PLATE TYPES VARY,AT BRACED FRAMES

2'-0"

2'-8

"

SLAB ON GRADE0"

FOUNDATION-2' - 8"

A.0


1/2" P.J.F.

12" GROUT FILLED CMUWALL; SEE LEGEND ON PLAN


SLAB EDGE

GROUT FILL CAVITYBELOW GRADE; TYPICAL

3"

REINFORCING; SEEFOUNDATION SCHEDULE

1'-9" 1'-3"

1'-0

"

9"FACE OFCMU WALL BELOW


RE

VIS

ION

S

NO

.D

AT

EB

YD

ES

CR

IPT

ION


architect

architect

architect


THIS PLAN AND

SPECIFICATION WAS

PREPARED BY ME OR

UNDER MY DIRECT





STATE OF

AS SIGNIFIED BY MY

HAND AND SEAL.

DA

TE

:

CA

DD

PLO

T:

RE

VIE

WE

D:

DR

AW

N B

Y:

jare

d du

cote

600

Sou

th B

arra

cks

Str

eet,

Sui

te 2

10-6

Pen

saco

la F

lorid

a 3

2502

850/

439-

1552

(p)

850/

439-

1554

(f)




INN

SB

RO

OK

CO

MM

ER

CIA

L

L.J

. D

ER

EU

IL

B. B

OW

MA

N

24 M

AY

2016

Lic. No. 035961

LOUIS J. DEREUIL

HTLAEW

NO

MM

OC

AI

NI

GRI

VFO

A L E NG

INEER

PROF

ESS IO N

05/24/16

05/24/16

05/24/16

05/24/16

S-411

FO

UN

DA

TIO

N S

EC

TIO

NS

AN

D D

ET

AIL

S

RF

P15

-120

8

4101

DO

MIN

ION

BLV

DG

LEN

ALL

EN

, VA

230

60

3/4" = 1'-0"S-411

1 TYPICAL INTERIOR FOUNDATION DETAIL 3/4" = 1'-0"S-411

3 SECTION AT EXTENDED SLAB LOCATION 3/4" = 1'-0"S-411

4 SECTION AT OPENING

1" = 1'-0"S-411

6 TYPE 2 BRACED FRAME CONNECTION DETAIL 1" = 1'-0"S-411

5 TYPE 1 BRACED FRAME CONNECTION DETAIL

3/4" = 1'-0"S-411

7 REINFORCED CONCRETE PIER DETAILS

3/4" = 1'-0"S-411

2 TYPICAL FOUNDATION WALL SECTION

6.9

MID-HEIGHTPARAPET

23' - 0"

1 1/2" METAL ROOFDECK; SEE PLAN

ROOF JOIST;SEE PLAN

W-BEAM;SEE PLAN

L3x3x1/4" CONT.DECK EDGE ANGLE

COLD FORMED FRAMING;BY DELEGATED DESIGN ENGINEER


HSS CONT. PARAPETBEAM; SEE ELEVATIONS

JOIST BRIDGING AS REQ'DBY MFR./DESIGNER

3/16"

TYP. EDGEANGLECONNECTION

@ HSS2.5: 2@12@JOIST ENDS: 3" EACH

HSS 2.5 INFILLAT BRACED FRAMES

3/16" 2@12

TYP. HSSINFILL TOW-SHAPE

FLANGE

SE

AT

; TY

P.

2 1/

2" J

OIS

TSEE 6/S-421 FOR BEAMBOT. FLANGE BRACEAT ALTERNATE JOISTS

6.9

MID-HEIGHTPARAPET

23' - 0"

3/16 6"TYP. AT C6

L4x4x1/4" FRAMINGJOIST TO JOIST REFER TO 1/S-422FOR SIMILAR L4 PIECE OVER JOISTCONNECTION DETAILFLATWISE C6x8.2 COLUMN BRACING

CHANNEL FOR DECK ATTACHMENT.

5/8" DIAMETER PUDDLEWELDS AT 6" ON CENTER; TYPICAL

6'-0" INSIDE FACEOF ANGLE


W-BEAM;SEE PLAN





A.1

MID-HEIGHTPARAPET

23' - 0"

VENEER;SEE ARCH.

HSS BEAM W/5/16"X11 1/2" CONT. GALV.PLATE FOR BRICK SUPPORT


ROOF JOIST;SEE PLAN

W-BEAM;SEE PLAN





COORD. W/ARCH.

+/- 5'-0"

+/- 9 3/8"

ENGINEERED ALUMINUMCANOPY SYSTEM BY DELEGATED

DESIGN ENGINEER

HEAVY GAUGE COLD FORMED BLOCKING ANDCONNECTIONS TO LIGHT-GAGE FRAMINGSHALL BE DESIGNED AND COORDINATEDBY DELEGATED DESIGN ENGINEERS

CONNECTION TO TUBESTEEL FRAMING BY DELEGATED

ALUMINUM CANOPY DESIGN ENGINEER

JOIST BRIDGING @ 10'-0" O.C.MAX SPACING. EXTEND ANDWELD TO BOTTOM FLANGEOF PARALLEL W-SHAPE BEAMS, TYP.

1/4 3@12TYP. @ SIM.

T/STEEL REF. EL: 18'-8 1/2"

A.0


VENEER;SEE ARCH.


ROOF JOIST;SEE PLAN

W-BEAM;SEE PLAN

L3x3x1/4" CONT.DECK EDGE ANGLE TYPICALAT PERIMETER OF BUILDING




ENGINEERED CANOPYSYSTEM BY DELEGATED

DESIGN ENGINEER

JOIST BRIDGING @ 10'-0" O.C.MAX SPACING. EXTEND ANDWELD TO BOTTOM FLANGEOF PARALLEL W-SHAPE BEAMS, TYP.


1/4 3@12TYP. @ SIM.

T/STEEL REF. EL: 18'-8 3/4"

3/16" 2@12TYP.

3"FACE OF STEELANGLE

B.9

MID-HEIGHTPARAPET

23' - 0"

T/STEEL REF. EL: 17'-3 3/16"

VENEER;SEE ARCH.



ROOF JOIST;SEE PLAN

W-BEAM;SEE PLAN





ENGINEERED ALUMINUMCANOPY SYSTEM BY DELEGATEDDESIGN ENGINEER

HEAVY GAUGE COLD FORMED BLOCKING ANDCONNECTIONS TO LIGHT-GAGE FRAMINGSHALL BE DESIGNED AND COORDINATED

BY DELEGATED DESIGN ENGINEERS

CONNECTION TO TUBESTEEL FRAMING BY DELEGATEDALUMINUM CANOPY DESIGN ENGINEER

JOIST BRIDGING @ 10'-0" O.C.MAX SPACING. EXTEND AND

WELD TO BOTTOM FLANGEOF PARALLEL W-SHAPE BEAMS, TYP.

1/4 3@12TYP. @ SIM.

3" FACE OF EDGEANGLE; TYPICAL

+/- 9 3/8" COORD. W/ARCH.

+/- 3'-6"

3/16" 2@12TYP.

3/16"x3" GUSSET PLATE SHOP WELDED ONTOW-SHAPE BEAMS TO ALIGN WITH JOISTS TO RECIEVEBEAM BOTTOM CHORD BRACING.

PIECE L2x2x3/16",EXTEND TOFIRST TOP CHORD PANEL POINT INJOIST

1/8" 1 1/2"TYP.

W-SHAPE BEAM;SEE PLAN AND SECTIONS

UNLESS NOTED OTHERWISE, PROVIDE W-SHAPE BEAMBOTTOM FLANGE BRACE AT ALTERNATE JOISTS BEARING

ON W-SHAPE BEAMS.

RE

VIS

ION

S

NO

.D

AT

EB

YD

ES

CR

IPT

ION


architect

architect

architect


THIS PLAN AND

SPECIFICATION WAS

PREPARED BY ME OR

UNDER MY DIRECT





STATE OF

AS SIGNIFIED BY MY

HAND AND SEAL.

DA

TE

:

CA

DD

PLO

T:

RE

VIE

WE

D:

DR

AW

N B

Y:

jare

d du

cote

600

Sou

th B

arra

cks

Str

eet,

Sui

te 2

10-6

Pen

saco

la F

lorid

a 3

2502

850/

439-

1552

(p)

850/

439-

1554

(f)




INN

SB

RO

OK

CO

MM

ER

CIA

L

L.J

. D

ER

EU

IL

B. B

OW

MA

N

24 M

AY

2016

Lic. No. 035961

LOUIS J. DEREUIL

HTLAEW

NO

MM

OC

AI

NI

GRI

VFO

A L E NG

INEER

PROF

ESS IO N

05/24/16

05/24/16

05/24/16

05/24/16

S-421

RO

OF

SE

CT

ION

S A

ND

DE

TA

ILS

RF

P15

-120

8

4101

DO

MIN

ION

BLV

DG

LEN

ALL

EN

, VA

230

60

3/4" = 1'-0"S-421

1 SECTION ALONG ROOF SLOPE 3/4" = 1'-0"S-421

2 SECTION AT C6 BRACING CHANNEL

3/4" = 1'-0"S-421

3 SECTION THROUGH CANOPY

3/4" = 1'-0"S-421

4 SECTION AT ENTRY 3/4" = 1'-0"S-421

5 ROOF SECTION

3/4" = 1'-0"S-421

6 JOIST - BEAM BOTTOM CHORD BRACING AT JOISTS

OPEN

12" TO 4'-0"

OPENINGS FROM

12

" T

O 4

'-0

"

OP

EN

ING

S F

RO

MCOORD. OPENINGS

W/MECH. & ARCH. DRAWINGS

CL JOIST

A A

SECTION A-A

L4x4x1/4" (TYP)

L4x4x1/4" x 6"(TYP. OF 4) 1/8 6"

1/8 6"

3/16

DO NOT WELDACROSS JOIST FLANGES

ROOF OPENING DETAIL

> 6"POINT LOAD

FROM FRAMING

POINT LOAD ONBOT. CHORD

JOIST REINFORCEMENTADD (2) L2x2x3/16" WHEN WHENPOINT LOAD IS MORE THAN 6" FROMCHORD PANEL POINT AND LOAD ISGREATER THAN 100 LBS.

> 6"

REINF. DETAIL FOR JOIST POINT LOAD

TYP. JOIST

ROOF OPENING NOTES:• ATTACH ALL DECK EDGES PER NOTES ON PLANS TO ALL ANGLE

OPENING FRAMING.• PROVIDE 1/2" MIN. DIA. THRU-BOLTED CONNECTION OF MFR.'S

CURB TO ANGLES AT 2'-0" O.C. MAX SPACING ALONG EACH EDGE.

CAP COLUMNS ATFINAL LEVEL, EXTENDTO PARAPET AS REQ'D.

MIN

.1 1/

4" T

YP

.3"

TY

P.

w/ 3

" S

PA

CIN

GM

AX

# B

OLT

S

L3x3x1/4" ERECTIONSEAT, FAB. OPTION

3/8"x4" SHEAR TABw/ MAX. NUMBER

OF 3/4" THRU-BOLTS

W-SHAPE BEAM TO HSS COLUMN (U.N.O.) HSS BEAM TO HSS COLUMN, U.N.O.

HSS BEAM,CAP ENDS; TYP.

1/4

HSS COLUMNBEYOND

1/4" MIN. ENDCAP; TYP.

HSS BEAM

HSS COLUMN1/4

FLARE BEVELWHERE REQ'D

L6x4x3/8" LLV x BEAM WIDTH"ERECTION SEAT

1/4


JOIST GIRDER TO COLUMN

5/16

L8x6x1/2" LLV x 1'-0" W/(2)3/8" STIFFENER PLATES

ALIGNED WITH HSS COLUMNFLANGES.


HSS COLUMN; EXTENDSTO PARAPET ABOVE

HSS PARAPET FRAMING CONNECTION DETAIL

TYPICAL HSS PARAPET BEAM; SEEPLAN AND ELEVATIONS

1/2"

1/4TYP.

1/4TYP.

L3x3x3/8" x 4"; TYP.

HSS COLUMN;SEE PLAN

STABILIZER PLATE3/4"x8"x4"; TYP.

JOIST GIRDER

JOIST GIRDER TO COLUMN

5/16

3/4"x12"x12" CAP PLATEW/(4) 3/4"x4" ALL-THREADRODS SHOP WELDED TO

CAP PLATE. FABRICATORCOORD. W/JOIST GIRDER

MFR./DESIGNER

INTERIOR BUILDINGHSS COLUMN.STABILIZER PLATE

3/4"x8"x4"; TYP.JOIST GIRDER

JOIST GIRDER

K-SERIES JOIST TO COLUMN

5/16


HSS COLUMN; EXTENDSTO PARAPET ABOVE

STABILIZER PLATE3/8"x6"x4"; TYP.

L6x6x5/8" x 5";TYPICAL AT JOIST TOCOLUMN FACE.

GAP1/2"

K-SERIESJOIST

HSS BRACING; SEEELEVATIONS

3/8"xAS REQ'D GUSSETPLATE

3/8" STIFFENER PLATEAT CENTERLINE OF BEAMSPAN

TYPICAL JOIST SEAT

ROOF DECK;SEE PLAN

W-SHAPE BEAM;SEE PLAN

1/4TYP.

3/16 4"

3/16 4"TYP. (4)SIDES, 16"

TOTAL

1.1

0.1

MID-HEIGHTPARAPET

23' - 0"

LOW CANOPYROOF

16' - 0"



ROOF JOIST;SEE PLAN

W-BEAM;SEE PLAN




JOIST BRIDGING AS REQ'DBY MFR./DESIGNER

W-BEAM;SEE PLAN


3"

FACE OF ANGLE

3"FACE OF ANGLE



VENEER;SEE ARCH.

ENGINEERED ALUMINUMCANOPY SYSTEM BY DELEGATED

DESIGN ENGINEER

HEAVY GAUGE COLD FORMED BLOCKING ANDCONNECTIONS TO LIGHT-GAGE FRAMINGSHALL BE DESIGNED AND COORDINATEDBY DELEGATED DESIGN ENGINEERS

HEAVY GAUGE COLD FORMED BLOCKING ANDCONNECTIONS TO LIGHT-GAGE FRAMINGSHALL BE DESIGNED AND COORDINATED

BY DELEGATED DESIGN ENGINEERS

RE

VIS

ION

S

NO

.D

AT

EB

YD

ES

CR

IPT

ION


architect

architect

architect


THIS PLAN AND

SPECIFICATION WAS

PREPARED BY ME OR

UNDER MY DIRECT





STATE OF

AS SIGNIFIED BY MY

HAND AND SEAL.

DA

TE

:

CA

DD

PLO

T:

RE

VIE

WE

D:

DR

AW

N B

Y:

jare

d du

cote

600

Sou

th B

arra

cks

Str

eet,

Sui

te 2

10-6

Pen

saco

la F

lorid

a 3

2502

850/

439-

1552

(p)

850/

439-

1554

(f)




INN

SB

RO

OK

CO

MM

ER

CIA

L

L.J

. D

ER

EU

IL

B. B

OW

MA

N

24 M

AY

2016

Lic. No. 035961

LOUIS J. DEREUIL

HTLAEW

NO

MM

OC

AI

NI

GRI

VFO

A L E NG

INEER

PROF

ESS IO N

05/24/16

05/24/16

05/24/16

05/24/16

S-422

TY

PIC

AL

ST

EE

L D

ET

AIL

S

RF

P15

-120

8

4101

DO

MIN

ION

BLV

DG

LEN

ALL

EN

, VA

230

60

3/4" = 1'-0"S-422

1 HVAC SUPPORT AND OPENING FRAMING DETAIL

1" = 1'-0"S-422

2 TYPICAL STEEL CONNECTION DETAILS

1" = 1'-0"S-422

3 BRACE CONNECTION DETAIL

3/4" = 1'-0"S-422

4 SECTION AT LOW ROOF

3,500 PSI MINIMUM 28 DAY COMPRESSIVE …candorgc.com/download/Innsbrook-Retail-Shops/Innsbrook-Struct...with aci 315, detailing manual. ... (per aci 318-05 par.7.7.1): ... the slab-on-grade

Documents