Drawings.pdf

PDF 7 MB Posted Mar 20, 2015

Attached to: Renovate 823 RHS Wash Rack Bldg 91144
Solicitation number: FA4417-15-R-0020
Issued by: Department of the Air Force Special Operations Command

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File	Type	Posted
Questions_ _Answers.pdf	PDF	Apr 24, 2015
FA4417-15-R-0020_Amendment_2.pdf	PDF	Apr 20, 2015
FA4417-15-R-0020_Amendment_1.pdf	PDF	Apr 14, 2015
Wage_Rates.pdf	PDF	Mar 20, 2015
FA4417-15-R-0020.pdf	PDF	Mar 20, 2015
Performance_Questionnaire.pdf	PDF	Mar 20, 2015
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SHELTER

TEE

GOLF

WT-12

MT-12 WT-14

MT-14

MT-15

WT-15

WT-13

MT-13

WT-11

COURSE

SHELTER

TEE

G-12

G-13

G-14S

G-11

G-3

SHELTER

TEE

G-10 S

MT-11

MT-8

WT-8

MT-6

S s

MT-10

MT-1

WT-1

MT-6

WT-3

MT-2

WT-2MT-9

WT-9

MT-18

WT-18

WT-10

PRACTICE TEE

FAIRWAY

PRACTICE

G-8

G-5

M-3

S G-1

G-2

GREEN

PRACTICE

G-9 S

S S

G-18

MT-8

WT-8 S

S S

WT-6

M-4

MT-16 WT-16

G-15

WT-17 MT-17

G-17

G-16

B O U N D A R Y

BOUNDARY

R E S E R V A

O N

RESERVATIONRESERVATION

R E S E R V A T I O N

HURLBURT

LAKE

STATIONSTATION

SUB-SUB-

TANK

OIL/WATER SEPARATOR

TANK

WATER

JP-4

TANKS

OIL/WATER

SEPARATORS

TANK

P.O.L.

PUMP HOUSE

TANKS

TANK

WATER

JP-4

CV-22 ADDI TION

In-process

NKWA

R O AD W

A-

90734

PCC

ANTENNA

LOCALIZER

NKWA

PENSACOLA

40 MILES

GULF OF MEXICO

SANTA ROSA ISLAND

ESTHER

MARY

FORT WALTON

BEACH

HURLBURT

FIELD

EGLIN AIR FORCE BASE

REGION

MAIN GATE BASE CIVIL

ENGINEERS

PASS

& I.D.

FIRE

DEPTCONTRACTING

SECURITY

POLICE

MLK JR BLVD

CONTRACTOR'S

ENTRANCE

HAUL ROUTE

91144

91145

91132

91124

91120

91101

FREEDOM WAY

INDEPENDENCE ROAD

I A

N P

L O

M M

F O

R C

L O

O N

S C

O M

M A

N D

DATE:

DRAWN BY:

BUILDING NO:

PROJECT NO:

SHEET REF:

SHEET NO:

L E

P'D

P E

L O

P E

R A

N S

E N

E E

R S

Q U

A D

R O

N H

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D , F

(2 4"

- E

/C C

C O

S H

R A

C K

FTEV 09-1033

AMT

02 MAR 2015

REGIONAL MAPVICINITY MAP

SCALE: 1" = 1000'

LOCATION MAP

SCALE: 1" = 200'

SCALE: NTS

PROJECT LOCATION

INDEX OF DRAWINGS

SHEET

NO. SHEET NAME

SUBMITTAL

DATE

GENERAL

G1 COVER SHEET

G2 PROJECT INFORMATION

CIVIL

C1.0 EXISTING SITE SURVEY

C1.1 EXISTING SITE, DEMOLITION & EROSION CONTROL PLAN

C2.0 SITE LAYOUT & DIMENSION PLAN

C2.1 DETAILS

C3.0 GRADING & DRAINAGE PLAN

STRUCTURAL

S0 GENERAL NOTES & WIND INFORMATION

S1 FOUNDATION PLAN

S2 ROOF FRAMING PLAN

S3 SECTIONS & DETAILS

ARCHITECTURAL

A1 NEW WORK FLOOR PLAN

A2 MEZZANINE PLAN

A3 REFLECTED CEILING PLAN

A4 ELEVATIONS

A5 ELEVATIONS

A6 SECTIONS

A7 FINISH SCHEDULE

PLUMBING

P0 PLUMBING LEGEND, NOTES, & ABBREVIATIONS

P1 PLUMBING DEMO PLAN

P2 PLUMBING NEW WORK PLAN

P3 MEZZANINE LEVEL PLUMBING NEW WORK PLAN

P4 PLUMBING DETAILS

ELECTRICAL

E0 ELECTRICAL LEGEND & NOTES

E1 ELECTRICAL DEMO PLAN

E2 ELECTRICAL LIGHTING PLAN

E3 ELECTRICAL POWER PLAN

FTEV 09-1033

RENOVATE 823 RHS WASH RACK BLDG 91144

HURLBURT FIELD, FL

S Y M B O L S L E G E N D

EXTERIOR ELEVATION

INTERIOR ELEVATION

SECTION

ENLARGED CALLOUT

KEYNOTE; SEE GENERAL NOTE 8

ROOM IDENTIFICATION; SEE ROOM

FINISH SCHEDULE

DOOR IDENTIFICATION; SEE DOOR

SCHEDULE

WINDOW OR LOUVER IDENTIFICATION;

SEE WINDOW SCHEDULE

PARTITION TYPE; SEE WALL TYPE

SCHEDULE

ELEVATION

NORTH ARROW

REVISION SYMBOL AND BUBBLE

TITLE KEY

Name

A101

SIM

A101

SIM___

1 View Name 1/8" = 1'-0"A102 A101

Name Elevation

0'4'8' 8' 16'

A101

DETAIL NUMBER

GRAPHIC SCALE BAR

SHEET DRAWN ON

SHEET OF FIRST REFERENCE

DETAIL NUMBER

SHEET DRAWN ON

DETAIL NUMBER

SHEET DRAWN ON

DETAIL NUMBER

SHEET DRAWN ON

DETAIL NUMBER

SHEET DRAWN ON

AFF ABOVE FINISHED FLOOR

AFG ABOVE FINISHED GRADE

ACOUS ACOUSTICAL

ADJ ADJUSTABLE

AL ALUMINUM

AB ANCHOR BOLT

APPROX APPROXIMATELY

BD BOARD

BLDG BUILDING

BLK BLOCK

BM BEAM

BOD BOTTOM OF DECK

CB CATCH BASIN

CDS CONCEALED DOWNSPOUT

CG CORNER GUARD

CJ CONTROL JOINT

CMU CONCRETE MASONRY UNIT

CEM CEMENT

CLG CEILING

COL COLUMN

CONC CONCRETE

CONST CONSTRUCTION

CONT CONTINUOUS

DBL DOUBLE

DTL DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DS DOWNSPOUT

DWGS DRAWINGS

EA EACH

EF EXHAUST FAN

EL ELEVATION

ELECT ELECTRICAL

EQ EQUAL

EQUIP EQUIPMENT

A B B R E V I A T I O N S

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

FND FOUNDATION

FFE FINISH FLOOR ELEVATION

FIN FINISH

FLR FLOOR

FLUOR FLUORESCENT

FT FOOT

FTG FOOTING

FP FILLER PANEL

FV FIELD VERIFY

GA GAUGE

GALV GALVANIZED

GEN GENERAL

GYP GYPSUM

GYP BD GYPSUM BOARD

HM HOLLOW METAL

HORIZ HORIZONTAL

HT HEIGHT

INSUL INSULATION

INT INTERIOR

JT JOINT

LAM LAMINATE

LAV LAVATORY

LT WT LIGHT WEIGHT

MO MASONRY OPENING

MANUF MANUFACTURER

MAX MAXIMUM

MECH MECHANICAL

MTL METAL

MIN MINIMUM

OC ON CENTER

OH OPPOSITE HAND

OFCI OWNER FURNISHED,

CONTRACTOR INSTALLED

OFOI OWNER FURNISHED,

OWNER INSTALLED

OPNG OPENING

OVH OVERHANG

PT PLATE

PLYWD PLYWOOD

R RADIUS

RO ROUGH OPENING

REINF REINFORCED

REQD REQUIRED

RET RETAINING

RM ROOM

SC SCUPPER

SCHED SCHEDULE

SECT SECTION

SHT SHEET

SIM SIMILAR

SPEC SPECIFICATION

SQ SQUARE

SQ FT SQUARE FOOT

ST STANDARD

STL STEEL

STRUCT STRUCTURAL

SUSP SUSPENDED

T&G TONGUE AND GROOVE

TO TOP OF

TOD TOP OF DECK

TOG TOP OF GRADE

TOS TOP OF SLAB

TOW TOP OF WALL

TEL TELEPHONE

TYP TYPICAL

VIF VERIFY IN FIELD

VTR VENT THROUGH ROOF

WWF WELDED WIRE FABRIC

WD WOOD

XPT EPOXY PAINT

1. DO NOT SCALE DRAWINGS; REFERENCE DIMENSIONS ON

DRAWINGS AND FIELD VERIFY ALL MEASUREMENTS.

2. UNLESS NOTED OTHERWISE, DIMENSIONS ARE TO FACE OF

STUD, COLUMN CENTERLINE, OR FACE OF EXISTING FINISH.

3. UNLESS NOTED OTHERWISE, ALL NEW WORK WHICH EXTENDS

OR INFILLS EXISTING WORK SHALL ALIGN WITH AND MATCH

EXISTING CONDITIONS.

4. ALL DISCREPANCIES OR CONFLICTING INFORMATION

BETWEEN EXISTING CONDITIONS, CONSTRUCTION DRAWINGS,

AND SPECIFICATIONS ARE TO BE BROUGHT TO THE

ATTENTION OF THE ARCHITECT FOR RESOLUTION BEFORE

COMMITTING TO WORK OUTLINED.

5. KEYNOTE NUMBERING SEQUENCE FOUND ON ONE SHEET IS

INDEPENDANT FROM OTHER SHEETS IN THE SET.

G E N E R A L N O T E S

ARCHITECT

CALDWELL ASSOCIATES ARCHITECTS, INC

H. MILLER CALDWELL, JR., RA

116 NORTH TARRAGONA STREET

PENSACOLA, FLORIDA 32501

(850) 439-6576 phone

(850) 438-6537 fax

P R O J E C T T E A M

MECHANICAL/ELECTRICAL/PLUMBING

SCHMIDT CONSULTING GROUP

TODD NICHOLSON, PE

40 SOUTH PALAFOX

SUITE 3000

PENSACOLA, FLORIDA 32502

(850) 438-0050 phone

CIVIL

REBOL-BATTLE INC.

PAUL BATTLE, PE

214 EAST CHURCH STREET

PENSACOLA, FLORIDA 32502

(850) 438-0400 phone

STRUCTURAL

JOE DEREUIL ASSOCIATES, LLC

JOE DEREUIL, PE

301 WEST CERVANTES STREET

PENSACOLA, FLORIDA 32502

(850) 429-1951 phone

EARTH/COMPACT FILL

CAST-IN-PLACE/PRECAST

CONCRETE

MORTAR/GROUT (SECTION)

GYPSUM BOARD (ELEVATION)

FINISH GRADE WOOD

NOMINAL DRESSED BLOCKING

SHIM/FILLER BLOCKING WITH

BACKER ROD AND SEALANT

CMU (IN SECTION)

RIGID INSULATION

BATT INSULATION

PLYWOOD

GYPSUM BOARD

M A T E R I A L L E G E N D

APPLICABLE CODES

THE FOLLOWING CODES AND REVISIONS ARE APPLICABLE TO THIS

PROJECT:

INTERNATIONAL BUILDING CODE (IBC) 2012

INTERNATIONAL BUILDING CODE; EXISTING BUILDING (IBC-EB) 2012

INTERNATIONAL BUILDING CODE; PLUMBING (IBC-P) 2012

INTERNATIONAL BUILDING CODE; MECHANICAL (IBC-M) 2012

NATIONAL FIRE PROTECTION ASSOCIATION;

FIRE PROTECTION CODE (NFPA 101) 2012

S C O P E O F W O R K

BASE BID:

BASE BID SCOPE OF WORK INCLUDES PRESSURE

WASHING/BLASTING, MINOR REPAIR AND FINISH PAINTING OF

EXTERIOR AND INTERIOR WALLS; PRESSURE WASHING/BLASTING

AND FINISH PAINTING OF MEZZANINE AND ROOF DECK

COMPONENTS, ELEVATED PLATFORM AND RELATED

ACCESSORIES; DOOR PAINTING AND MINOR HARDWARE

REPLACEMENT; LOUVER REPLACMENT; TRENCH PIT AND

EQUIPMENT REMOVAL; PLUMBING EQUIPMENT REPLACEMENT

INCLUDING TRENCH DRAINS, OIL-WATER SEPARATOR, PRESSURE

WASHING SYSTEM; ELECTRICAL SYSTEM COMPONENT

REPLACEMENT INCLUDING PANELBOARDS, LIGHT FIXTURES AND

BRANCH WIRING; FIRE ALARM DEVICE REPLACEMENT.

REPLACEMENT OF DAMAGED CONCRETE PAVEMENTS AND SOD IN

ADJACENT UNPAVED AREAS IS ALSO INCLUDED IN BASE BID WORK.

FURNISH COMPLETE AS DEFINED IN THE DRAWINGS AND

SPECIFICATIONS.

BID OPTION #1:

BID OPTION SCOPE OF WORK INCLUDES A NEW STEEL ROOF

STRUCTURE CONSTRUCTED OVER THE EXISTING OPEN WASH BAY

COMPRISED OF FINISH PAINTED, REINFORCED CONCRETE PIERS;

FINISH PAINTED, STRUCTURAL STEEL FRAMING SYSTEM;

PREFINISHED, CORRUGATED ROOF DECK; PREFINISHED METAL

FASCIA PANEL CONSTRUCTION; PREFINISHED METAL GUTTERS,

DOWNSPOUTS AND FLASHINGS; NEW OVERHEAD LIGHTING.

FURNISH COMPLETE STRUCTURE AS DEFINED IN THE DRAWINGS

AND SPECIFICATIONS.

E N V I R O N M E N T A L C O N C E R N S

LEAD-BASED PAINT REMOVAL

LEAD-BASED PAINT HAS BEEN IDENTIFIED IN THE PAINT COATINGS

ON APPROXIMATELY (10) DIAGONAL ROOF ANGLE SUPPORTS,

MEZZANINE LADDER, AND YELLOW PAINT STRIPING ON THE

CONCRETE PAVEMENT IN THE COVERED WASH BAY. REFER TO

UNIVERSAL ENGINEERING SCIENCES LEAD-BASED SURVEY

REPORT NUMBER 1172395 DATED OCTOBER 30, 2014, PROVIDED

AS APPENDIX A OF THE PROJECT SPECIFICATIONS.

REMOVAL AND DISPOSAL OF ALL LEAD-BASED PAINT SHALL BE

PERFORMED IN ACCORDANCE WITH PROJECT SPECIFICATION

SECTION 01 56 00, PART 3; SECTION 3.10.C: LEAD BASED PAINT.

THIS WORK SHALL BE COMPLETED IN ACCORDANCE WITH ALL

APPLICABLE REQUIREMENTS OF THIS SPECIFICATION AND U.S.

ENVIRONMENTAL PROTECTION AGENCY, THE OCCUPATIONAL

SAFETY AND HEALTH ADMINISTRATION, THE NATIONAL INSTITUTE

FOR OCCUPATIONAL SAFETY AND HEALTH, AND OTHER FEDERAL,

STATE, COUNTY AND LOCAL AGENCIES.

OIL / WATER SEPARATOR EXCAVATION AND REMOVAL

A TOTAL OF FOUR SOIL SAMPLES WERE COLLECTED FROM THE

AREA OF THE EXISTING OIL WATER SEPARATOR. ANALYSIS OF

THESE SAMPLES FOR VOLATILE ORGANIC COMPOUNDS,

POLYNUCLEAR AROMATIC HYDROCARBONS, AND THE EIGHT

RESOURCE CONSERVATION AND RECOVERY ACT METALS DID NOT

IDENTIFY PETROLEUM CONSTITUENTS OR METALS AT

CONCENTRATIONS THAT EXCEEDED THEIR RESPECTIVE SOIL

CLEANUP TARGET LEVELS (SCTLS), AS ESTABLISHED BY THE

STATE OF FLORIDA. REFER TO UNIVERSAL ENGINEERING

SCIENCES SOIL SAMPLE ANALYTICAL REPORT NUMBER

1740.1400047.0000 DATED NOVEMBER 20, 2014, PROVIDED AS

APPENDIX B OF THE PROJECT SPECIFICATIONS.

PRIOR TO REMOVAL OF THE OIL/WATER SEPARATOR, ALL LIQUIDS

SHOULD BE REMOVED BY VACUUM TRUCK AND PROPERLY

DISPOSED. DURING THE EXCAVATION OF SOIL IN THE IMMEDIATE

AREA OF THE OIL/WATER SEPARATOR, ANY SOILS THAT EXHIBIT A

PETROLEUM ODOR OR VISUAL STAINING SHOULD BE

SEGREGATED FROM NON-IMPACTED SOILS IN AN AREA THAT WILL

NOT BE IMPACTED BY THE CONSTRUCTION ACTIVITIES, AND THAT

IS APPROVED BY THE HURLBURT FIELD ENVIRONMENTAL FLIGHT.

THESE SOILS SHALL BE PLACED ON PLASTIC SHEETING AND

COVERED WITH PLASTIC SHEETING. THE CONTRACTOR MUST

THEN CONTACT UNIVERSAL ENGINEERING SCIENCES (UES) FOR

THE COLLECTION OF WASTE CHARACTERIZATION SAMPLES FOR

ANALYSIS. THE REQUIRED ANALYSIS WILL BE DICTATED BY THE

SELECTED DISPOSAL FACILITY. ONCE THE WASTE

CHARACTERIZATION ANALYTICAL RESULTS ARE RECEIVED FROM

THE LABORATORY, UES WILL ARRANGE FOR THE TRANSPORT AND

DISPOSAL OF THE MATERIAL AT THE CONTRACTOR’S EXPENSE, IF

DETERMINED BY ANALYSIS TO BE REQUIRED.

I A

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DATE:

DRAWN BY:

BUILDING NO:

PROJECT NO:

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SHEET NO:

L E

P'D

P E

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FTEV 09-1033

AMT

02 MAR 2015

E X

I S

T I N

I T

U R

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LEGEND

DATE:

DRAWN BY:

BUILDING NO:

PROJECT NO:

SHEET REF:

SHEET NO:

L E

P' D

(2 4"

R A

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FTEV 09-1033

GTP

PAB

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LEGEND

DATE:

DRAWN BY:

BUILDING NO:

PROJECT NO:

SHEET REF:

SHEET NO:

L E

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(2 4"

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FTEV 09-1033

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SILT FENCE DETAIL

S I T

A Y

O U

D I M

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S I O

L A

DATE:

DRAWN BY:

BUILDING NO:

PROJECT NO:

SHEET REF:

SHEET NO:

L E

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(2 4"

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FTEV 09-1033

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02 MAR 2015

LEGEND

BID OPTION 1

WITH COVERED WASH RACK

A A

B B

T A

I L

DATE:

DRAWN BY:

BUILDING NO:

PROJECT NO:

SHEET REF:

SHEET NO:

L E

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(2 4"

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FTEV 09-1033

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02 MAR 2015

EXPANSION JOINT DETAIL

CONCRETE PAVEMENT SECTION

N.T.S.

A-A NEW REINFORCED CONCRETE PAVEMENT

SECTION

WITH MIFAB T2400

N.T.S.

B-B EXISTING SLAB REINFORCED CONCRETE PAVEMENT

SECTION

WITH MIFAB T2400

N.T.S.

T-2400 TRENCH DRAIN DETAIL

BUTT CONSTRUCTION JOINT DETAIL

DOWELED CONSTRUCTION JOINT

FOR CONCRETE PAVEMENT

CONCRETE SLAB DETAIL

CONTRACTION JOINT DETAIL

G R

A D

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DRAWN BY:

BUILDING NO:

PROJECT NO:

SHEET REF:

SHEET NO:

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FTEV 09-1033

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02 MAR 2015

LEGEND

BID OPTION 1

WITH COVERED WASH RACK

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

3.10 ALL REINFORCING STEEL PLACEMENTS SHALL BE REVIEWED BY A REGISTERED STRUCTURAL ENGINEER, OR BY A REPRESENTATIVE

RESPONSIBLE TO HIM. (RE: ACI 318 PAR. 1.3.1)

4.00 STRUCTURAL STEEL

4.01 STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED ACCORDING TO AISC "SPECIFICATION FOR STRUCTURAL STEEL

BUILDINGS, ASD, LATEST EDITION.

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

REVIEWED.

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

A36 UNLESS NOTED OTHERWISE.

4.04 BOLTS SHALL CONFORM TO ASTM A325, 3/4-INCH DIAMETER MINIMUM, UNLESS NOTED OTHERWISE. BOLTS IN BEARING CONNECTIONS SHALL BE DESIGNATED TYPE N, TENSIONED, SNUG-TIGHT AS DEFINED BY AISC. BOLTS IN MOMENT CONNECTIONS AND IN TRUSSES SHALL BE DESIGNATED SLIP- CRITICAL (SC). FULLY TENSION SLIP-CRITICAL CONNECTIONS WITH DIRECT TENSION INDICATOR WASHERS INSTALLED IN ACCORDANCE WITH THE

MANUFACTURER'S INSTRUCTION.

4.05 USE PRE-QUALIFIED WELDED JOINTS AS PER AISC, AND AWS D1.1 "STRUCTURAL WELDING CODE." USE ONLY CERTIFIED WELDERS; ALL ELECTRODES SHALL CONFORM TO AWS A5 GRADE E70XX. BARE ELECTRODE AND GRANULAR FLUX SHALL CONFORM TO AWS A5, F70 AWS FLUX

CLASSIFICATION. MINIMUM WELD SIZE TO BE 3/16" FILLET WELD, U.N.O.

4.06 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.

4.07 SHOP CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DRAWINGS MAY BE WELDED OR BOLTED. FIELD CONNECTIONS NOT SPECIFICALLY

DETAILED ON THE DRAWINGS SHALL BE BOLTED, WHERE POSSIBLE.

4.08 FIELD SPLICES SHALL BE DESIGNED TO DEVELOP THE FULL CAPACITY OF MEMBER AT THE POINT OF SPLICE IN BENDING, SHEAR AND AXIAL

LOAD (COMPRESSION AND TENSION).

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

DETAILS, WHICH HE PROPOSES.

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

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

4.12 PROVIDE TEMPORARY BRACING OF STRUCTURAL FRAMING TO PROVIDE LATERAL SUPPORT UNTIL ALL PERMANENT BRACING MOMENT

CONNECTIONS AND FLOOR AND ROOF DECKS (DIAPHRAGMS) ARE COMPLETELY INSTALLED.

4.13 STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE MECHANICAL DRAWINGS AND DRAWINGS RELATED TO OTHER TRADES.

CONTRACTOR SHALL BE RESPONSIBLE TO CHECK AND COORDINATE DIMENSIONS, CLEARANCES, ETC. WITH THE WORK OF OTHER TRADES. THE STRUCTURAL STEEL CONTRACTOR SHALL PROVIDE FRAMING AROUND OPENINGS IN FLOOR AND ROOF SLAB AS INDICATED IN THE MECHANICAL

DRAWINGS.

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

REINFORCEMENT.

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

4.16 PAINT STRUCTURAL STEEL IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. DO NOT PAINT STEEL SURFACES TO BE ENCASED IN CONCRETE OR RECEIVE SPRAYED ON FIREPROOFING, CONNECTIONS DESIGNATED AS SLIP CRITICAL, OR TO BE WELDED.

5.00 MASONRY

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

STRUCTURES AND ACI 530.1, SPECIFICATIONS FOR CONCRETE MASONRY CONSTRUCTION.

5.02 PROVIDE NORMALWEIGHT, HOLLOW, LOAD-BEARING CONCRETE MASONRY UNITS (CMU) CONFORMING TO ASTM C90, fc' = 1900 PSI (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 WITH #5 @24" O.C. MINIMUM, UNLESS NOTED OTHERWISE IN THE CONTRACT DRAWINGS. VERTICAL REINFORCING SHALL BE CONTINUOUS (LAPPED 48 BAR DIAMETERS AT SPLICES) AND HELD IN POSITION AT THE TOP AND BOTTOM OF THE GROUT

POUR. UNO, POSITION VERTICAL REINFORCING IN THE CENTER OF THE CELL.

5.06 PROVIDE GROUT FOR REINFORCED MASONRY IN ACCORDANCE WITH ASTM C476. GROUT SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3,000 PSI UNLESS NOTED OTHERWISE. GROUT SHALL BE FLUID CONSISTENCY. FLUID CONSISTENCY SHALL MEAN THAT CONSISTENCY AS FLUID AS POSSIBLE FOR POURING WITHOUT SEGREGATION OF THE CONSTITUENT PARTS. FILL ALL CELLS BELOW GRADE WITH GROUT. ALL GROUT SHALL BE CONSOLIDATED AT THE TIME OF POURING BY VIBRATING AND THEN RECONSOLIDATED BY AGAIN PUDDLING LATER, BEFORE PLASTICITY IS LOST. WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER, CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE POUR OF THE GROUT

1-1/2 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 ON CENTER IN 8" NOMINAL CMU WALLS AND 8" ON CENTER IN 12" NOMINAL CMU WALLS, UNLESS NOTED OTHERWISE.

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

NOTED OTHERWISE.

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 BE FILLED. WALLS AND CROSS WEBS IN ALL REINFORCED MASONRY WALLS SHALL BE FULLY BEDDED IN MORTAR. ALL HEAD (OR END) JOINTS SHALL BE SOLIDLY FILLED WITH MORTAR FOR A DISTANCE IN FROM EACH FACE OF THE UNIT NOT LESS THAN THE THICKNESS OF THE LONGITUDINAL FACE

SHELLS, BOND SHALL BE PROVIDED BY LAPPING UNITS IN SUCCESSIVE VERTICAL COURSES.

5.11 PROVIDE VERTICAL CONTROL JOINTS BETWEEN REINFORCED MASONRY WALLS AND MASONRY PARTITION WALLS AND AS INDICATED IN THE

STRUCTURAL CONTRACT DRAWINGS.

1.00 GENERAL NOTES

1.01 THESE DRAWINGS ADDRESS ONLY THE STRUCTURAL DESIGN OF THE STRUCTURE. THE DIMENSIONAL LAYOUT OF THE STRUCTURE HAS BEEN DICTATED TO JOE DEREUIL ASSOCIATES IN ORDER TO PRODUCE STRUCTURAL DESIGN DOCUMENTS. NO REPRESENTATION IS MADE REGARDING

CODE CONFORMANCE OF NON-STRUCTURAL ASPECTS OF THE STRUCTURE.

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

1.03 THE STRUCTURE HAS BEEN DESIGNED UTILIZING THE FOLLOWING REFERENCES:

A. UFC 1-200-01, “GENERAL BUILDING REQUIREMENTS”

B. UFC 3-301-01, “STRUCTURAL ENGINEERING”, 1 JUNE 2013

C. UFC 3-310-04, “SEISMIC DESIGN FOR BUILDINGS”

D. INTERNATIONAL BUILDING CODE, 2012 (STRUCTURAL)

E. ANSI/ASCE 7-10, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

F. ACI 318-11, BUILDING CODE REQUIREMENTS FOR CONCRETE STRUCTURES

G. AISC STEEL CONSTRUCTION MANUAL 14TH EDITION

1.04 WIND LOADS - STRUCTURE HAS BEEN DESIGNED TO CONFORM TO THE WIND PROVISIONS OF ASCE 7-10. SEE WIND PRESSURE DIAGRAM &

CHART FOR THE FOLLOWING:

A. BASIC WIND SPEED

B. WIND IMPORTANCE FACTOR & BLDG CATEGORY

C. WIND EXPOSURE CATEGORY

D. INTERNAL PRESSURE COEFFICIENT

E. COMPONENT & CLADDING WIND PRESSURES

1.05 DESIGN GRAVITY LOADS ARE AS FOLLOWS:

A. SUPERIMPOSED DEAD LOADS:

1. MECHANICAL, ELECTRICAL: 3 PSF

2. ROOFING: 5 PSF

B. LIVE LOADS: (MAY BE REDUCED PER CODE)

1. ROOFS: 20 PSF

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

TO THOSE SHOWN.

1.07 VERIFY ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS BEFORE STARTING WORK. NOTIFY STRUCTURAL ENGINEER OF ANY

DISCREPANCY.

1.08 THE DESIGN, ADEQUACY, AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC., ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. TAKE NECESSARY PRECAUTIONS TO PROTECT THE EXISTING STRUCTURE AND ITS FOUNDATION AND TO LIMIT, TO THE EXTENT POSSIBLE, THE EFFECTS CONSTRUCTION OF THE NEW STRUCTURE HAS ON THE EXISTING STRUCTURE.

1.09 COORDINATE STRUCTURAL CONTRACT DOCUMENTS WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND CIVIL. NOTIFY STRUCTURAL ENGINEER OF ANY CONFLICT AND/OR OMISSION. CONTRACTOR SHALL MAKE NO DEVIATION FROM DESIGN DRAWINGS WITHOUT WRITTEN APPROVAL OF THE ARCHITECT. FOR ADDITIONAL OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS, SEE ARCHITECTURAL, MECHANICAL, AND PLUMBING DRAWINGS.

1.10 REVIEW OF SUBMITTALS AND/OR SHOP DRAWINGS BY THE STRUCTURAL ENGINEER DOES NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY TO REVIEW AND CHECK SHOP DRAWINGS BEFORE SUBMITTAL TO THE STRUCTURAL ENGINEER. THE CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF SHOP DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, AND DIMENSIONS SPECIFIED IN THE CONTRACT DOCUMENTS. CONTRACTOR IS ALSO RESPONSIBLE 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 ARE BASED ON THE CRITERIA ESTABLISHED IN THE GEOTECHNICAL REPORT BY UNIVERSAL ENGINEERING SCIENCES, INC., PENSACOLA FL; UES PROJECT #1730.1400072.0000, DATED NOVEMBER 14, 2014. THE RECOMMENDATIONS

OF THAT REPORT SHALL BE CONSIDERED AN INTEGRAL PART OF THE CONTRACT DOCUMENTS.

2.02 SHALLOW FOUNDATIONS HAVE BEEN DESIGNED FOR AN ALLOWABLE NET SOIL BEARING PRESSURE OF 2,500 PSF.

2.03 CONTRACTOR IS RESPONSIBLE FOR ADEQUATELY PROTECTING ALL EXCAVATION SLOPES.

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

3.00 REINFORCED CONCRETE

3.01 ALL CONCRETE WORK SHALL CONFORM TO ACI 301, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS. DESIGN IS BASED ON ACI 318, BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE. DETAIL CONCRETE REINFORCEMENT AND ACCESSORIES IN ACCORDANCE WITH ACI 315, DETAILING MANUAL. DETAIL ALL CONCRETE WALLS AND BEAMS ON THE SHOP DRAWINGS IN ELEVATION UNLESS SPECIFICALLY APPROVED OTHERWISE. SUBMIT SHOP DRAWINGS FOR APPROVAL, SHOWING ALL FABRICATION DIMENSIONS AND LOCATIONS FOR PLACING REINFORCING STEEL AND 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 THE FOLLOWING MINIMUM 28 DAY COMPRESSIVE

STRENGTH:

A. FOUNDATIONS 3000 PSI

B. PIERS 4000 PSI

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 OWNER'S TESTING LABORATORY.

RESPONSIBILITY FOR OBTAINING THE REQUIRED DESIGN STRENGTH IS THE CONTRACTOR'S.

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

3.06 TIE ALL REINFORCING STEEL AND EMBEDMENTS SECURELY IN PLACE PRIOR TO PLACING CONCRETE. PROVIDE SUFFICIENT SUPPORTS TO MAINTAIN THE POSITION OF REINFORCEMENT WITHIN SPECIFIED TOLERANCE DURING ALL CONSTRUCTION ACTIVITIES. "STICKING” DOWELS INTO

WET CONCRETE IS NOT PERMITTED.

3.07 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 SPECIFIED REINFORCEMENT AND SHALL BE LAPPED WITH FULL TENSION SPLICES (CLASS "B") UNLESS NOTED OTHERWISE. TERMINATE BARS WITH STANDARD

HOOKS.

3.08 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"

6.00 COLD FORMED METAL FRAMING

6.01 COLD FORMED METAL STUDS: GALVANIZED STEEL PER ASTM A525, G60 COATING MEETING THE REQUIREMENTS OF ASTM A446 GRADE A, WITH A MINIMUM YIELD STRENGTH OF 33,000 PSI.

6.02 ALL STUDS INDICATED SHALL BE 18 GAGE MINIMUM AND HAVE 1-5/8” WIDE FLANGES WITH A ½” LIP AND SHALL BE SPACED AT 1’-4” O.C, UNLESS NOTED OTHERWISE. ALL TRACK INDICATED SHALL BE 18 GAGE MINIMUM AND HAVE 1-1/4” WIDE FLANGES.

6.03 CONNECTION REQUIREMENTS (MINIMUMS):

A. TRACK TO STEEL OPTIONS

1. 0.145” DIA. P.A.F.s @ 8” O.C. STAGGERED.

2. #12 HWH SELF TAPPING TEK SCREWS @ 8” O.C.

B. TRACK TO BLOCK – (2) 3/16” TAPCON SCREW ANCHORS AT EACH JOIST/STUD LOCATION EMBED 1¼” MINIMUM INTO BLOCK/GROUT.

C. TRACK TO CONCRETE OPTIONS:

1. 0.145” DIA. P.A.F.s @ 8” O.C. STAGGERED EMBED 1¼” MIN.

2. 3/16” TAPCON SCREW ANCHORS @ 8” O.C. EMBED 1¼” MIN.

D. STUD TO STUD OR JOIST TO JOIST: (4) #10 HWH SELF TAPPING TEK SCREWS, MIN.

E. STUD TO TRACK – (2) #10 HWH SELF TAPPING TEK SCREWS.

F. STUD TO STEEL OPTIONS

1. (2) 0.145" DIA. P.A.F.'s

2. (2) #12 HWH SELF TAPPING TEK SCREWS.

7.00 POST INSTALLED ANCHORS

7.01 ANCHOR BASIS OF DESIGN, FOR ALL POST INSTALLED ANCHORS ARE HILTI, INC PRODUCTS. CONTACT HILTI AT (800) 879-8000.

7.02 WHERE CALLED FOR IN THE CONSTRUCTION DRAWINGS, EPOXY (ADHESIVE) SHALL BE HILTI HIT-HY 200 OR EQUIVALENT SYSTEM.

PROVIDE GALVANIZED A-307 OR EQUIV. ALL-THREAD ROD AND GALV. WASHERS AND NUTS, TYPICAL.

7.03 WHERE CALLED FOR IN THE CONSTRUCTION DRAWINGS, EXPANSION (EXP.) ANCHORS SHALL BE GALVANIZED HILTI KWIK BOLT 3, INCLUDING NUT AND WASHER, WITH 4" EMBEDMENT INTO GROUT FILLED CMU OR CONCRETE. ANCHOR EDGE DISTANCE SHALL BE 4" MINIMUM AT ALL

LOCATIONS.

7.04 INSTALL ALL ANCHORS PER THE MANUFACTURER'S WRITTEN INSTRUCTIONS, AS INCLUDED IN THE ANCHOR PACKAGING.

7.05 THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER'S REPRENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING PRODUCTS SPECIFIED. THE CONTRACTING OFFICER MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR'S PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO THE COMMENCEMENT OF INSTALLING ANCHORS.

7.06 ANCHOR CAPACITY IS DEPENDANT UPON SPACING BETWEEN ANCHORS, ANCHOR EMBEDMENT, AND PROXIMITY OF ANCHORS TO EDGES OF CONCRETE AND/OR MASONRY. INSTALL ANCHORS IN ACCORDANCE WITH THE SPACING AND EDGE CLEARANCES INDICATED IN

THESE DRAWINGS.

WIND LOAD DETERMINATION ASSUMPTIONS - INTERNATIONAL BUILDING CODE 2012

ROOF SLOPE

145 C 17.5 0.5 ON 12 II OPEN

ULTIMATE DESIGN WIND PRESSURES FOR COMPONENTS AND CLADDING (PSF)

ROOF ZONE 3 ROOF ZONE 2 ROOF ZONE 1 WALL ZONE 4 WALL ZONE 5

77.5 -119.0 -60.1 60.2 -40.1 -40.1

> 24.7, < 98.7 59.2 -60.1 -60.1 60.2 -40.1 -40.1

38.8 -39.7 -39.7 60.2 -40.1 -40.1

-39.7

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 = 5.0 FT.

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

< 24.7

> 98.7

WIND VELOCITY

(MPH)

EXPOSURE