Pages 41-45.pdf

ELLINGTON FIELD - HOUSTON, TEXAS

REPLACE FIRE STATION

TEXAS AIR NATIONAL GUARD

N CAMARGO

M KUSSLER

A-602

TC ORLOWSKI

ROOM FINISH SCHEDULE

FWJH059032

JUNE 2008

S c a l e

F o r

M i c r o f i l m i n g

I n c h e s

M i l l i m e t e r s

no. date revisionby

191 1615141312111098765432 17 18

N

M

L

K

J

I

H

G

F

E

D

C

B

A date detailed checkeddesigned ofsheet sheets project contract rev.drawing file

FILENAME: PLOT DATE: PLOT TIME:dn10a602_339673.dgn 6/30/2008 6:35:32 PM

3001 PGA BOULEVARD - SUITE 300

PALM BEACH GARDENS, FLORIDA

(561) 904-7400 (561) 904-7401 (FAX)

EB0000072 AAC001992 LC26000188

FINAL SUBMITTAL

JUNE 27, 2008

DESIGN LOAD SCHEDULE

STRUCTURAL DESIGN CRITERIA & CODES

TOTAL LIVE LOAD

TOTAL LOAD

TOTAL DEAD LOAD

INSULATION

MATERIALS

L O

C A

T

IO

N S

D-2

D-1

CEILING

M/E/P

NOTES

SOILS AND FOUNDATIONS

RC-7

RC-6

RC-5

RC-4

RC-3

CAST BEAMS, TIE BEAMS:

REINFORCED CONCRETE

RC-2

FOOTINGS:

COLUMNS:

RC-1

3,000 PSI

4,000 PSI

4,000 PSI

3,000 PSI

6,000 PSIPRECAST LINTELS 6,000 PSIPRECAST LINTELS

EXTERIOR WALLS:

INTERIOR WALLS:

BEAMS, COLUMNS (TIES):

SLABS ON GRADE, TOP:

RC-14

RC-13

RC-12

RC-11

1 1/2"

1 1/2"

1"

1"

SLABS ON GRADE, BOTTOM:

RC-9

RC-10

RC-8

3"

3"

2"

FOOTINGS, BOTTOM AND SIDES:

FOOTINGS, TOP:

STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS,

AND SHALL DEVELOP THE FOLLOWING MINIMUM COMPRESSIVE

STRENGTHS AT 28 DAYS, AS WELL AS OTHER PROPERTIES SPECIFIED IN

THESE DOCUMENTS. SEE SPECIFICATIONS FOR DESIGN MIX

REQUIREMENTS.

CONCRETE SHALL BE READY-MIX, REGULAR WEIGHT FOR ALL

STRUCTURAL USES, WITH MINIMUM DRY DENSITY OF 140 LBS. PER

CUBIC FOOT.

PROVIDE CONTINUOUS REINFORCEMENT WITH ACI CLASS "B" LAP

SPLICES, OR AS NOTED OTHERWISE. IN BEAMS, LAP CONTINUOUS

BOTTOM STEEL OVER SUPPORTS AND CONTINUOUS TOP STEEL AT

MIDSPAN, UNLESS NOTED OTHERWISE.

REINFORCING STEEL SHALL BE DETAILED, FABRICATED AND INSTALLED

IN ACCORDANCE WITH ACI 318-02 AND ACI DETAILING MANUAL, ACI 315.

REINFORCING STEEL SHALL BE NEW, DEFORMED BARS, FREE OF

RUST, SCALE AND OIL, CONFORMING TO ASTM A-615, GRADE 60

WITH A MINIMUM YIELD STRENGTH = 60,000 PSI.

PROVIDE THE FOLLOWING MINIMUM CONCRETE COVERAGE OVER

REINFORCING UNLESS NOTED OTHERWISE:

REINFORCED CONCRETE UNIT MASONRY

M-1

M-2

M-3

M-4

M-5 PROVIDE SOLID GROUTED VERTICAL REINFORCED CELLS IN UNIT MASONRY

AS SPECIFIED ON PLANS, IN ADDITION, PROVIDE SOLID GROUTED

REINFORCED VERTICAL CELLS AT ALL CORNERS, INTERSECTIONS, EACH

SIDE OF ALL OPENINGS GREATER THAN 16 INCHES, ENDS OF WALL,

AND EACH SIDE OF CONTROL JOINTS. THESE BARS SHALL BE THE SAME

SIZE AS THE SCHEDULED REINFORCING SPECIFIED FOR EACH WALL.

MASONRY UNITS SHALL CONFORM TO ASTM C-90 WITH A MINIMUM

COMPRESSIVE STRENGTH OF 1,800 PSI, TO PROVIDE NET AREA

COMPRESSIVE STRENGTH OF MASONRY f’m = 1,500 PSI, UNLESS

OTHERWISE NOTED.

USE TYPE "S" MORTAR WITH A MINIMUM DESIGN COMPRESSIVE STRENGTH

OF 1,800 PSI. MASONRY AND GROUT SHALL MEET ASTM C476

SPECIFICATIONS AND SHALL DEVELOP A MINIMUM COMPRESSIVE

STRENGTH AT 28 DAYS OF 2,000 PSI, UNLESS OTHERWISE NOTED.

MASONRY CONSTRUCTION SHALL CONFORM TO ACI "BUILDING CODE

REQUIREMENTS FOR MASONRY STRUCTURES" (ACI 530-02/ASCE 5-02/

TMS 402-02), SPECIFICATIONS FOR STRUCTURES (ACI 530.1-02/

ASCE 6-02/TMS 602-02), AND COMMENTARIES RESPECTIVELY,

UNLESS NOTED OTHERWISE HEREIN.

G-3

G-2

G-1

CONCRETE DESIGN AND PLACEMENT SHALL BE IN STRICT ACCORDANCE

WITH ACI 318-02, "BUILDING CODE REQUIREMENTS FOR REINFORCED

CONCRETE".

NO REINFORCING BARS SHALL BE CUT OR OTHERWISE MODIFIED IN THE

FIELD. REINFORCING BARS SHALL NOT BE DISPLACED PRIOR TO OR

DURING CASTING TO ACCOMMODATE ANCHORS, EMBEDS OR OTHER ITEMS.

EMBEDDED ITEMS SHALL BE SECURELY FIXED AND MAINTAINED IN

POSITION PRIOR TO AND DURING CONCRETE PLACEMENT.

F-1

F-2

F-4

WELDED WIRE FABRIC REINFORCING SHALL CONFORM TO ASTM A-185.

PROVIDE MINIMUM 6 INCH LAPS, TYPICAL. PROVIDE ADEQUATE SUPPORTS

AND BOLSTERING TO PRESERVE THE SPECIFIED POSITION OF THE

MESH DURING CONCRETE PLACEMENT AND FINISHING. FLAT SHEETS ONLY.

ROLLS WILL NOT BE PERMITTED.

TERMINATE ALL DISCONTINUOUS ENDS OF TOP BARS WITH STANDARD

ACI HOOKS. TURN HOOKS UP OR DOWN INTO SUPPORTING STRUCTURE.

CORNER BARS SHALL BE SUPPLIED AND PLACED IN ADDITION TO

HOOKED ENDS, PER THE DETAILS IN THESE DOCUMENTS.

STANDING SEAM

METAL ROOF

WHERE WALLS, BEAMS AND FOOTINGS CHANGE DIRECTION, PROVIDE

CORNER BARS OF SAME SIZE AND QUANTITY AS THE SPECIFIED

LONGITUDINAL STEEL.

D-3

F-3

3/4" CHAMFER ALL EXPOSED CONCRETE EDGES, INCLUDING THOSE TO

RECEIVE STUCCO FINISH -UNLESS NOTED OTHERWISE.

ARCHITECTURAL AND MECHANICAL DRAWINGS: THE STRUCTURAL

DRAWINGS ARE PART OF THE CONTRACT DOCUMENTS AND DO NOT BY

THEMSELVES PROVIDE ALL THE INFORMATION REQUIRED TO PROPERLY

COMPLETE THE PROJECT STRUCTURE. THE GENERAL CONTRACTOR SHALL

CONSULT THE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS

AND COORDINATE THE INFORMATION CONTAINED IN THESE DRAWINGS

WITH THE STRUCTURAL DRAWINGS TO PROPERLY CONSTRUCT THE

PROJECT.

F-5

G-4

S-1

S-2

S-3

S-4

STRUCTURAL STEEL

A P

P A

R A

T U

S

R O

O F

METAL DECKING

A D

M

IN

R O

O F

TRUSS / JOIST

2 2

NEG.

MAXIMUM POSITIVE AND NEGATIVE (PSF.) - WALLS

AREA ft.

ZONES

POSPOS NEG. NEG.POS

102 20

NEG.NEG. POS POS NEG.

50 100 200

POS.

POS.

NEG.

NEG. POS. POS.NEG.

POSPOS NEG.

> 500500

GROSS PRESSURES (PSF) - ROOF

POS. NEG.

- 36.7

-66.4 -61.1

-55.8

3 - O/HANG - - -

NEG.

> 100

-54.0

2 - O/HANG - - - --

- 38.1 22.2 18.7 -35.7 -34.6 -34.6

-48.7 -48.7

-77.7 -77.7

-77.0 -77.0

-88.3 -88.3

AREA ft.

ZONE

-77.7

-98.2

22.2

22.2

-77.7

- 91.1

-118.3

18.7

18.7

-77.7

-84.0

-100.6

41.7 -45.2 39.9 -43.4

-52.3

37.3 -41.7 35.0 -39.9 33.7 -38.1 31.1 -34.6 31.1 -34.6

31.1 -34.6 31.1 -34.633.735.037.339.941.7 -47.9 -44.3 -39.9

17.0

17.0

17.0

17.0

17.0

17.0

+24.0

+24.0

+24.0

-130.7

COMPONENT AND CLADDING DIAGRAM

N

1.

2.

3.

4.

WELDS SHALL CONFORM TO AWS D1.1 LATEST EDITION AS SPECIFIED.

REPAIR WELDS FOUND DEFECTIVE IN ACCORDANCE WITH AWS D1.1, 5.26

USE INTERMITTENT WELDS AT FIELD WELDS OF EMBED PLATES AND ANGLES

TO AVOID SPALLING OR CRACKING OF THE EXISTING CONCRETE.

BUTT JOINT WELDS SHALL BE COMPLETE JOINT PENETRATION (CJP) UNLESS

INDICATED OTHERWISE.

WELDING

PREFABRICATED OPEN WEB METAL JOIST

JOISTS SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE

WITH THE STANDARD SPECIFICATIONS OF THE AISC AND THE STEEL JOIST

INSTITUTE.

2.

1.

3.

4.

5.

6.

7.

8.

9.

#7 BARS 42"

#8 BARS 48"

#9 BARS 54"

#4 BARS 24"

#5 BARS 30"

#6 BARS 36"

M-6

M-7

M-8

M-9

M-10

GROUTED CELLS SHALL BE VIBRATED DURING PLACEMENT OF GROUT.

M-11

M-12

M-13

LINTELS SHALL HAVE 8" MINIMUM BEARING AT EACH END.

M-14

M-15

M-16

INSTALL MASONRY CONTROL JOINTS WHERE SHOWN ON PLANS, AND

AT CHANGES IN WALL HEIGHT OR THICKNESS.

PROVIDE SAWED BLOCK CLEANOUT HOLES AT THE BASE OF EACH

VERTICAL REINFORCED CELL. LOCATE CLEANOUTS BELOW FINISHED

GRADE WHERE POSSIBLE.

ALL GROUTED LIFTS SHALL BE LIMITED TO A VERTICAL HEIGHT OF FIVE

(5) FEET.

ALL GROUTED CELLS AND MASONRY COLUMNS SHALL BE POURED A

MINIMUM OF TWO (2) HOURS PRIOR TO POURING THE NEXT VERTICAL LIFT.

REINFORCING FOR MASONRY SHALL CONFORM TO ASTM A-615, GRADE

60. PROVIDE THE FOLLOWING MINIMUM LAP SPLICES, UNLESS NOTED

OTHERWISE ON PLANS.

PROVIDE FULL MORTAR BEDDING AROUND ALL REINFORCED MASONRY

CELLS TO BE GROUTED.

PROVIDE BENT CORNER BARS OF SAME TOTAL AREA AS HORIZONTAL

REINFORCEMENT, OR AS SPECIFIED IN BOND COURSES. ONE CORNER

BAR SHALL RUN OUTSIDE OF ANY VERTICAL STEEL PASSING

THROUGH THE CELL.

STEEL DECK

O/H

O/H

21 1 a a a

3 3

O/H

O/H a a 3

O/H a a

O/H a a

O/H

O/H

O/H a a

2 2

1 12

O/H a a a

O/H

O/H

O/H

O/H

O/H

O/H

DESIGN OPEN WEB STEEL JOISTS PER STRUCTURAL DESIGN CRITERIA

SEE D-1 TO D-6 / THIS SHEET

FOOTINGS HAVE BEEN DESIGNED AND PROPORTIONED FOR A MAXIMUM

ALLOWABLE SOIL BEARING PRESSURE OF 3,000 POUNDS PER SQUARE

FOOT IN ACCORDANCE WITH THE ABOVE GEOTECHNICAL REPORT.

SITE PREPARATION SHALL BE DONE IN ACCORDANCE WITH THE

RECOMMENDATIONS OF THE GEOTECHNICAL REPORT

SOILS SHALL BE PREPARED FOR FOUNDATIONS AND SLABS AS

DESCRIBED IN THE ABOVE GEOTECHNICAL REPORT.

ELLINGTON FIELD - HOUSTON, TEXAS

REPLACE FIRE STATION

TEXAS AIR NATIONAL GUARD

R SYBRON

P GIRAITIS

S HOUSE

STRUCTURAL

GENERAL NOTES

S-001

D-4 WIND DESIGN CRITERIA:

BASE DESIGN WIND SPEED: 120MPH (3 SEC GUST)

IMPORTANCE FACTOR: 1.15

EXPOSURE CATEGORY C

OCCUPANCY CATEGORY: IV

ENCLOSURE CLASSIFICATION: ENCLOSED

INTERNAL PRESSURE

COEFFICIENTS: GCPI = %%p 0.18

D-5 ALL ROOFING AND WALL COMPONENTS INCLUDING, BUT NOT LIMITED

TO ROOFING MATERIALS, TRUSSES, DOORS AND WINDOWS SHALL BE

DESIGNED TO WITHSTAND DESIGN WIND PRESSURES. EACH

COMPONENT SHALL BE TREATED AS BOTH A COMPONENT AND

CLADDING AND AS A MAIN WIND FORCE RESISTING SYSTEM (MWFRS)

IN ORDER TO DETERMINE THE CONTROLLING WIND PRESSURE.

D-6 SEE SHEET S001 FOR COMPONENTS & CLADDING WIND LOADING

DIAGRAM AND PRESSURES

UNLESS OTHERWISE NOTED, BOLTS SHALL BE 34" DIAMETER A-325-N

AND SHALL BE USED IN BEARING-TYPE CONNECTIONS. ALL HIGH

STRENGTH BOLTS SHALL MEET THE REQUIREMENTS OF THE

"SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM

A-325 OR A-490 BOLTS".

TUBE STEEL SHAPES SHALL CONFORM TO ASTM A-500, GRADE B

WITH A MINIMUM YIELD STRESS OF 46 KSI. PIPE COLUMNS SHALL

CONFORM TO ASTM A-53, TYPES E OR S GRADE B, WITH A

MINIMUM YIELD STRESS OF 35 KSI, OR A501 WITH A MINIMUM

YIELD STRENGTH OF 36 KSI.

REINFORCE HORIZONTAL JOINTS 16" OC WITH CONTINUOUS 1-#9 GAGE

GALVANIZED LADDER-TYPE REINFORCING. PROVIDE PREFABRICATED

"TEE" AND CORNER PIECES. SEE TYPICAL DETAILS IN DRAWINGS.

STRUCTURAL STEEL W-SHAPE SECTIONS SHALL CONFORM TO THE

REQUIREMENTS OF ASTM A-992, GRADE 50. CHANNELS, ANGLES, PLATES

AND BARS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A-36, WITH A

MINIMUM YIELD STRESS OF 36 KSI.

REFER TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS

FOR ADDITIONAL OPENINGS, DEPRESSIONS, FINISHES, INSERTS, BOLTS

SETTINGS, DRAINS, REGLETS, ETC. DISCREPANCIES SHALL BE BROUGHT

TO THE ATTENTION OF THE CONTRACTING OFFICER BEFORE

PROCEEDING WITH THE WORK.

THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE

WITH THE 2003 INTERNATIONAL BUILDING CODE, AS

AMENDED BY UFC 1-200-01 GENERAL BUILDING

REQUIREMENTS, 20 JUNE AND ANGETL 01-1-1 AIR NATIONAL

GUARD DESIGN POLICY, REV MARCH 2004.

WELD DECK TO JOIST BRIDGING DECK CONNECTION ANGLES WITH 5/8" PUDDLE

WELDS AT 1’-0" ON CENTER. LOCATE ANGLE IN DECK VALLEY.

LOCATE OPENINGS FOR EQUIPMENT PER OTHER DISCIPLINE DRAWINGS.

REINFORCE AROUND OPENINGS AS SPECIFIED AND PER ROOF DECK

NOTES SHEET S-601.

SEE SHEET S-501 AND S-510 FOR STANDARD DETAILS

WIND LOADS ARE AND SHALL BE BASED ON ASCE 7-02, MINIMUM DESIGN LOADS

FOR BUILDING AND OTHER STRUCTURES.

PENETRATIONS THROUGH SLABS, BEAMS OR FOOTINGS SHALL BE

SLEEVED INDIVIDUALLY. CORE DRILLING OF EXISTING CONCRETE

MEMBERS WILL NOT BE PERMITTED, UNLESS NOTED ON PLANS. SUBMIT

LOCATIONS AND SIZES OF ALL SLEEVES FOR CONTRACTING OFFICERS

APPROVAL PRIOR TO CASTING.

FOUNDATIONS AND SLABS ON GRADE HAVE BEEN DESIGNED BASED

ON THE DATA AND RECOMMENDATIONS PRESENTED IN THE

GEOTECHNICAL ENGINEERING REPORT BY TERRACON CONSULTING

ENGINEERS AND SCIENTISTS, HOUSTON, TEXAS; PROJECT NO. 92075193,

TITLED "PROPOSED FIRE STATION AND PARKING ELLINGTON FIELD AIR

NATIONAL GUARD BASE, HOUSTON, TEXAS", DATED MAY 4, 2007 AND

MODIFIED MAY 11, 2007.

MASONRY CONSTRUCTION ON THIS PROJECT SHALL BE ACCOMPLISHED

UNDER A CONTINUAL LEVEL 3 QUALITY ASSURANCE FROM A TESTING AND

AN INSPECTION AGENCY IN ACCORDANCE WITH THE PROVISIONS OF

ACI 530/ASCE5/TMS402 CHAPTER 1, SECTION 1.14, PROVIDED BY THE

CONTRACTOR. REPORTS SHALL BE SUBMITTED TO THE CONTRACTING

OFFICER.

PROVIDE HORIZONTAL REINFORCEMENT CONTINUOUSLY AT FLOOR AND

ROOF LEVELS, AT TOP OF WALLS, AND ABOVE AND BELOW OPENINGS.

MINIMUM REINFORCEMENT SHALL BE 1-#7 PER BOND BEAM.

JOIST SIZES AND CHORD SIZES INDICATED ON THE PLANS ARE MINIMUM

ONLY. DESIGN BY THE JOIST MANUFACTURER MAY RESULT IN A LARGER

SIZE. JOISTS SHALL HAVE DOUBLE ANGLE CHORDS.

DESIGN JOIST TOP CHORD AT END OF ROOF SUB-DIAPHRAGMS AND JOISTS

DESIGNATED AS DRAG STRUTS FOR ADDITIONAL AXIAL LOAD (BOTH

TENSION AND COMPRESSION) AS INDICATED ON THE ROOF FRAMING

PLANS.

PROVIDE CALCULATIONS, PRODUCT DATA, MATERIAL PROPERTIES,

CONNECTION DETAILS, ETC FOR ALL TYPES OF JOISTS. CALCULATIONS

SHALL BE STAMPED AND SIGNED BY AN ENGINEER REGISTERED IN THE

STATE OF TEXAS.

JOIST BRIDGING, BOTTOM CHORD BRACING, AND OTHER ACCESSORIES

SHALL BE PER THE MANUFACTURER’S STANDARDS AND AS INDICATED ON

THE DRAWINGS. BRACING SHALL EXTEND TO WALLS, SEE DETAILS ON

SHEET S-510.

JOISTS SHALL BE CAMBERED FOR DEAD LOAD. PROVIDE STANDARD S.J.I.

CAMBER. JOIST CAMBER SHALL BE SHOWN ON SHOP DRAWINGS.

a = 10’-0"

COMPONENTS & CLADDING GROSS WIND PRESSURES

COMPONENTS & CLADDING GROSS WIND PRESSURES

1.

2.

3.

4.

5.

LINEAR INTERPOLATION BETWEEN AREAS VALUES IS ACCEPTABLE.

COMPONENT AND CLADDING SHALL BE L x W OR L x 1/3 L WHICHEVER IS

GREATER.

DEDUCT 60% OF THE DEAD LOADS FOR THE NET UPLIFT PRESSURES.

DESIGN ROOF LIVE LOAD = 20 PSF.

O/H DENOTES ROOF OVERHANG.

N.T.S.

LOAD BEARING METAL FRAMING SYSTEM

a a

5 5 4

5 4 5

5 54

5 4 5

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

DESIGN EXTERIOR STUD ASSEMBLIES, IN ACCORDANCE WITH

CRITERIA SET FORTH ON THE DRAWINGS, NOTES D-1 THROUGH D-6

THIS SHEET AND AS SPECIFIED. SUBMIT CALCULATIONS AND SHOP

DRAWINGS STAMPED BY PROFESSIONAL ENGINEER. SIZES

INDICATED ARE MINIMUM.

EXTERIOR STUD ASSEMBLIES SHALL BE ASTM A446 GALV SHEET

STEEL, G60. STUDS SHALL BE C SECTION WITH A MINIMUM YIELD

STRENGTH OF 33,000 PSI FOR LIGHTER THAN 18 GAGE STUDS AND

WITH A MINIMUM YIELD STRENGTH OF 50,000 PSI FOR 18 GAGE AND

HEAVIER STUD

EXTERIOR STUDS SUPPORTING BRICK VENEER SHALL BE 18 GAGE

MINIMUM. BRICK VENEERS MINIMUM DEAD LOAD = 37 PSF.

TRACKS SHALL BE DEEP LEG TYPE AND WIDTH SHALL ALLOW FOR

FULL STUD BEARING. FASTEN TO STUDS WITH MINIMUM ONE #8

SCREW EACH FLANGE OR ALTERNATELY AT 18 GAGE OR HEAVIER

STUDS EACH STUD FLANGE MAY BE SHOP WELDED TO TRACK.

FASTEN TOP AND BOTTOM TRACKS AT 4 INCH STUDS OR SMALLER

TO STRUCTURAL STEEL MEMBERS WITHIN ONE 1/8 INCH FROM ENDS

AND AT STUD SPACING ON CENTER. AT 6 INCH STUDS OR LARGER,

FASTEN WITH MINIMUM (PDF) 2 INCH FROM ENDS AND AT STUD

SPACING ON CENTER. FULLY PENETRATE STEEL MEMBERS.

PROVIDE ADDITIONAL FASTENERS AS REQUIRED BY

MANUFACTURER.

ALLOW FOR 5/8 INCH MINIMUM VERTICAL DEFLECTION OF

COMPLETED WALL AT TOP CONNECTION OF WINDOWS TO ABOVE

STUD WORK.

ALLOW FOR VERTICAL BEAM DEFLECTIONS AND THERMAL

MOVEMENT AT STUD WALL CONNECTIONS VIA SLOTTED

CONNECTIONS.

WELDING OF STUDS SHALL BE SHOP WELDS AND AS SPECIFIED IN

ACCORDANCE WITH AWS D1.3.

ATTACH GYPSUM SHEATHING WITH SCREWS TO EACH SIDE OF

STEEL STUDS OR TUBE STEEL PER IBC TABLE 47G FOR LATERAL

BRACING. SCREWS MUST PENETRATE BY 1/4 INCH MINIMUM.

NO FIELD WELDING OF COLD FORMED METAL WILL BE PERMITTED

U.N.O.

UNLESS NOTED OTHERWISE, PROVIDE MINIMUM DOUBLE STUDS AT

ALL JAMBS, CORNERS, AND INTERSECTION. BRIDGING SHALL BE PER

THE MANUFACTURER’S RECOMMENDATIONS.

ENGINEERED METAL TRUSSES

MT-2

MT-1

MT-3

MT-4 COORDINATE METAL BRACING WITH MECHANICAL DUCT WORK

TRUSS DESIGN LOADS SHALL BE AS PER INDICATED IN THE LOAD

SCHEDULE, AS WELL AS PROVIDE FOR ADDITIONAL LOADINGS,

CONCENTRATED OR UNIFORM, AS INDICATED ON PLANS. FURTHER,

DESIGN TRUSS BOTTOM CHORDS TO SUPPORT A MINIMUM BOTTOM

CHORD UNIFORM DEAD LOAD OF 10 PSF AND A 100# CONCENTRATED

LOAD AT ANY POINT ON THE BOTTOM CHORD.

MT-5 TRUSSES SHALL BE DESIGNED TO TRANSFER DIAPHRAGM FORCES

DOWN TO BRACING ELEVATIONS SEE SHEET S-201.

DESIGN TRUSSES TO RESIST NET WIND UPLIFT PRESSURES (SEE

SHEET S-001) INDICATE NET UPLIFT TRUSS REACTIONS ON

SUBMITTAL CALCULATIONS.

RC-15 PROVIDE REINFORCING SPLICES AS INDICATED BELOW IN

CONFORMANCE WITH AN ACI CLASS B TENSION SPLICE.

(2002 ACI 318 CODE). NO REDUCTION SHALL BE PERMITTED

DUE TO BAR SPACING

BAR SIZE 3,000 PSI 4,000 PSI 5,000 PSI

#3

#4

#5

#6

#7

#8

#9

#10

#11

16"

22"

27"

35"

48"

63"

80"

102"

125"

16"

19"

23"

31"

42"

55"

69"

88"

108"

16"

19"

23"

31"

42"

55"

69"

88"

108"

CLASS B SPLICES FOR REINFORCEMENT, OTHER THAN TOP BARS

BAR SIZE 3,000 PSI 4,000 PSI 5,000 PSI

#3

#4

#5

#6

#7

#8

#9

#10

#11

18"

24"

30"

40"

54"

71"

90"

114"

140"

CLASS B SPLICES FOR "PLAIN REINFORCEMENT AS TOP BARS

21"

28"

35"

46"

63"

82"

104"

132"

162"

18"

24"

30"

40"

54"

71"

90"

114"

140"

REINFORCED CONCRETE UNIT MASONRY (CONTINUE)

FOR DECK SIZE, GAGE, AND FASTENING REQUIREMENTS, SEE FRAMING PLANS.

WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3 "STRUCTURAL WELDING

CODE - SHEET STEEL".

DECKING SHALL HAVE A MINIMUM 1 1/2 INCHES BEARING ON ALL SUPPORTS.

DECKING SHALL BE CONTINUOUS OVER THREE SPANS MINIMUM, EXCEPT

WHERE SHOWN OTHERWISE.

FASTEN DECK AS NOTED PER PLAN AND METAL DECK SCHEDULE SHEET S-601.

1.

2.

3.

4.

5.

6.

7.

TRUSSES SHALL BE DESIGNED TO SUPPORT ALL

SUPERIMPOSED DEAD AND LIVE LOADS INDICATED. SUBMIT

DESIGN CALCULATIONS AND ERECTION DRAWINGS COMPLETE

WITH MEMBER PLACEMENTS AND CONNECTORS FOR TRUSS

TO SUPPORTING STRUCTURE AND TRUSS TO TRUSS

CONNECTIONS. DESIGN CALCULATIONS AND ERECTION

DRAWINGS TO BEAR THE SEAL OF A PROFESSIONAL ENGINEER

REGISTERED IN THE STATE OF TEXAS.

LOADS INDICATED ABOVE ARE MINIMUM DESIGN LOADS AND SHALL NOT BE

CONSTRUED TO BE ALL LOADS APPLICABLE TO THE DESIGN OF THE

PREFABRICATED OPEN WEB METAL JOISTS. DEAD LOADS INFERRED BY THE

DRAWINGS WHICH WOULD BE INCLUDED IN COMMON PRACTICE, INCLUDING

EQUIPMENT LOADS AND CONSTRUCTION LOADS SHALL BE INCLUDED IN THE

DESIGN.

VERIFY AND COORDINATE EQUIPMENT WEIGHTS, LOCATIONS, AND

ATTACHMENT REQUIREMENTS PRIOR TO JOIST FABRICATION. EQUIPMENT

SUPPLIER SHALL BE RESPONSIBLE FOR THE DESIGN OF THE VERTICAL

AND LATERAL SUPPORT OF THEIR EQUIPMENT. JOIST MANUFACTURER SHALL

PROVIDE ADDITIONAL DIAGONAL WEB MEMBERS AT CONCENTRATED LOAD

LOCATIONS.

NET WIND UPLIFT LOADS ON THE PREFABRICATED METAL JOISTS:

SEE C & C DIAGRAM AND WIND PRESSURE SCHEDULE THIS SHEET.

4,000 PSI

SLABS ON GRADE/ADMIN. BLDG:

DIMENSIONS: ALL DIMENSIONS AND ELEVATIONS SHOWN ON THE

STRUCTURAL DRAWINGS MUST BE VERIFIED AND COORDINATED WITH THE

ARCHITECTURAL DRAWINGS BY THE CONTRACTOR BEFORE PROCEEDING

WITH THE CONSTRUCTION. DISCREPANCIES SHALL BE BROUGHT TO THE

ATTENTION OF THE CONTRACTING OFFICER BEFORE PROCEEDING WITH THE

WORK.

FOUNDATIONS AND FOOTINGS SHALL BE LOCATED AT THE CENTERLINE

OF THE WALL OR COLUMN ABOVE, UNLESS NOTED OTHERWISE.

SLABS ON GRADE / APPARATUS

FWJH059032

FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM

TO THE A.I.S.C. "MANUAL OF STEEL CONSTRUCTION", NINTH EDITION

AND THE AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS", 1989.

D-7 SEISMIC LOADS

The following seismic design criteria shall be followed:

Site Class = D

Mapped 5% damped spectral response acceleration at short periods (Ss) = 0.0873

Mapped 5% damped spectral response acceleration at 1 sec period (S1) = 0.036

Sds = 0.09

Sd1 = 0.06

Seismic Design Category = A

Occupancy Category = IV

Seismic use group = III

BUILDING FRAME SYSTEM:

Administration Building - ordinary steel concentrically braced frames

Apparatus Bay - ordinary reinforced concrete moment frames

JUNE 2008

S-5 SUBMIT STRUCTURAL STEEL AND MISC. FABRICATIONS SHOP AND ERECTION

DRAWINGS FOR REVIEW BY THE ENGINEER. ANY SPLICES OR CONNECTIONS

NOT FULLY PROVIDED IN THESE PLANS SHALL BE DESIGNED BY AN ENGINEER

WHO OVERSEES THE DETAILING OF THE STEEL SHOP AND ERECTION

DRAWINGS, AND BEAR THE SEAL OF THAT INDIVIDUAL, BEING A REGISTERED

PROFESSIONAL ENGINEER LICENSED IN THE STATE OF TEXAS. PROVIDE

SEIGNED AND SEALED ENGINEERING CALCULATIONS FOR ANY SPECIAL

MOMENT SPLICE DESIGNS.

S c a l e

F o r

M i c r o f i l m i n g

I n c h e s

M i l l i m e t e r s

no. date revisionby

191 1615141312111098765432 17 18

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E

D

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B

A date detailed checkeddesigned ofsheet sheets project contract rev.drawing file

FILENAME: PLOT DATE: PLOT TIME:dn10s001_339673.dgn 6/30/2008 6:57:40 PM

3001 PGA BOULEVARD - SUITE 300

PALM BEACH GARDENS, FLORIDA

(561) 904-7400 (561) 904-7401 (FAX)

EB0000072 AAC001992 LC26000188

FINAL SUBMITTAL

TEXAS AIR NATIONAL GUARD

STRUCTURAL

FOUNDATION PLAN

S-101

0 8 16 24

1/8"=1’-0"

DENOTES STRUCTURAL WALL MARK - SEE SCHEDULE

DENOTES REFERENCE ELEVATION

C.J.

100’-0"

CX

W-X

TE-X

DENOTES COLUMN MARK - SEE PLAN AND SCHEDULE

LEGEND

FX DENOTES FOUNDATION MARK - SEE SCHEDULE

DENOTES THICKENED EDGE SLAB MARK - SEE SCHEDULE

CONCRETE OR GROUTED MASONRY COLUMN MARK

DENOTES DETAIL NUMBER

DENOTES SHEET WHERE

SECTION IS SHOWN

PLAN NOTES

1.

2.

3.

4.

5.

FOUNDATION PLAN N

SCALE: 1/8"=1"

F16

F17

F13

F9 F5

F11

F3

F6

F3

F3 F9

F3

F6

F6

F16

F6

F6

F6

F5

F5 F14

F4 F5

F5

F6

F6

F6

F7 F7

F17

F8

F9

F3

RAMP

UP

F3

F12

TE-1

TE-2

W-3

C12

TE-2 TE-2 TE-2 TE-2 TE-2

TE-2

W-1C10

S501

S501

S501 C4 F2

F1W-2

C5

C5

C10

C9

C5

F3

F3

S501

S501

S501

S501

S501

S501

C14

W-1

W-2

W-2 C10C11

F15

X

SXXX

R SYBRON

P GIRAITIS

S HOUSE

DENOTES 2-#5 x 6’-0" SLAB BARS WHERE

INDICATED

4" - 3000 PSI CONCRETE SLAB

W/6"x6"-W2.1 x W2.1 WWF (PLACE

AT TOP 1/3 OF SLAB) ON 10 MIL

VAPOR BARRIER ON TREATED,

COMPACTED BASE.

F5

S HOUSE

P GIRAITIS

R SYBRON

S-101

FOUNDATION PLAN

STRUCTURAL

TEXAS AIR NATIONAL GUARD

REPLACE FIRE STATION

ELLINGTON FIELD - HOUSTON, TEXASELLINGTON FIELD - HOUSTON, TEXAS

REPLACE FIRE STATION

TEXAS AIR NATIONAL GUARD

R SYBRON

P GIRAITIS

S HOUSE

STRUCTURAL

FOUNDATION PLAN

S-101

F4

F3

F5

C4

TYPICAL STEEL COLUMN

UNLESS OTHERWISE NOTED

C5 C11 C5C11

C11

C11 C11

F5

F6

F6

F6

F4

C8

TE-2 TE-2 TE-2 TE-2TE-2

F4

F3

F14

C5

C1

C11

C12

W-1

F15

C18

C18

F3

F1 F1

C10

C6

C10

C5C5

C11

C17

C11

C17

7.

8.

9.

SEE ARCHITECTURAL DRAWINGS FOR MORE

DETAILED DIMENSIONS AND INTERIOR WALL

ELEVATIONS.

SEE ARCHICTECTURAL DRAWINGS FOR MASONRY

CONTROL JOINT LOCATIONS.

SEE SHEET S-501 FOR TYPICAL WALL, FOOTING

AND SLAB DETAILS

SEE PLUMBING PLANS FOR FLOOR PITCHES IN

ROOMS WITH FLOOR DRAINS

TE-1

T E

-3

HIGH POINT

EL 99’-6"

TOP TRENCH

EL 99’-4"

EL 99’-6"

FIN FL

HIGH POINT

EL 99’-6"

HIGH POINT

EL 99’-6"

TOP TRENCH

EL 99’-4"

TOP TRENCH

EL 99’-4"

TOP TRENCH

EL 99’-4"

TOP TRENCH

EL 99’-4"

TOP TRENCH

EL 99’-4"

HIGH POINT

EL 99’-6"

HIGH POINT

EL 99’-6"

HIGH POINT

EL 99’-6"

HIGH POINT

EL 99’-6"

HIGH POINT

EL 99’-6"

T E

-1

T E

-1

C J

C J

C J

C J C J

C J

C J C J

C J

C J

C J

C J

C J

C JC J C J C J

C J

C J

C J C J

C J C J

C J

C J

C J C

J

C J

C

JC

J

C J

C J

C J

C J

C J

C J

C

JC

J C J

C J

C J

C J

C J

C J

C J C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

11.

SEE PLAN

NOTE #10

C J

C J

10.

6.

S510

C J

C J

C J

TE-1

TYPICAL

R 9’-2"

R

S -5

C J

C J

C J

(97’10") F4

C8

(97’10") F4

C8

(97’10") F4

C8

(97’10") F4

C8

(97’10") F4 (97’10")

C15

C8

(97’10") F4

C8

(97’10") F4

C8

(97’10") F4

C8

(97’10") F4

C8

(97’10") F4 (97’10")

C15

(97’10")

FINISH FLOOR

EL (99’-6")

C J C J

F1

F1

F1

C J

F6

C J

W-2

C11C5

W-2

F1

W-2

C11C5

FINISH FLOOR

EL (99’-6")

4" - 3000 PSI CONCRETE SLAB

W/6"x6"-W2.1 x W2.1 WWF

(PLACE AT TOP 1/3 OF SLAB)

ON COMPACTED BASE.

F1

W-2

F1

W-2 F1

W-2

C5

C5

C5

10" - 4000 PSI CONCRETE SLAB REINF

W/ #7 @ 12" EACH WAY TOP & BOTTOM ON A

LAYER OF TRIMABLE, COMPACTABLE GRANULAR

FILL CONFORMING TO ASTM 448 NO. 10 WITH

ROCK FINES ON 10 MIL VAPOR BARRIER ON

TREATED, COMPACTED BASE.

PLACE REINF 1" FROM TOP , 3" FROM BOTTOM.

S-510

S-510

C5C5

C16

FLOOR MATT COORDINATE

RECESS WITH ARCH DWG

TYPICAL

T E

-1

EDGE OF

CONCRETE

SLAB TYPICAL

F3

F3

F2

F3

F12

C16

FOR LOCKERS PROVIDE ELEVATED CONCRETE PAD

SEE DETAIL 10 S-510; COORDINATE LOCATIONS AND

SIZE WITH ARCH DRAWINGS

S-601

S-601

T E

-5

S-501

SIMSIM

C5

C5

(97’10")

(97’10")

(97’10")

(97’10")

(97’10")

(97’10")

(97’10")

(97’10")

(97’10")

FINISH FLOOR ELEVATION 100’-0" REFERENCE TO

32.75 NGVD.

TOP OF ALL FOOTINGS SHALL BE AT ELEVATION

98’-8" UNLESS NOTED OTHERWISE

SEE ARCHITECTURAL DRAWINGS FOR LOCATION

OF ALL FLOOR DEPRESSIONS, SLOPES,

APPARATUS BAY DEPRESSIONS AS INDICATED.

TYPICAL AT ALL DOOR U.O.N.

ALL SHOWER RECESSED AREAS SHALL BE 2".

FOR DUMPSTER PLAN SEE DETAIL 8 SHEET S-510;

COORDINATE LOCATION WITH CIVIL DRAWINGS

43’-9"

13334

(98’-0")

TYPICAL THICKENED

EDGE UNLESS NOTED

OTHERWISE

(97’10")

S-501

F16

(97’10")

C11

/2

16’-0"

11’-10"

10’-2"

5’-0"

12’-0"

3’-9"

1’-3"

3’-8"

6’-6"

1’-1"

10’-9"

16’-6"

6’-9"

17’-8"

17’-0"

21’-0"

21’-0"

21’-0"

17’-8"

/2

/2

16’-0"

3"

8’-2 1/8 "

1’-2"

2"

24’-11 3/8 "

8"

/8

/8

/4

16’-0"

22’-1"

23’-3"

22’-1"

16’-7"

2’-6"

3"

11"

22’-8"

5’-9"

11"

/2

6 1/2 "

6 1/2 "

11"

11"

11"

11"

8"

8"

3’-0"

3’-0"

16’-0"

13’-4"

5’-11"

5’-8"

17’-8"

5’-8"

5’-11"

13’-4"

16’-6"

1’-8"

/2

/2

2’-9"

22’-2 3/8 "

8"

1’-6"

3’-4"

3’-4"

15’-0"

2’-0"

15’-0"

2’-0"

19’-0"

2’-0"

19’-0"

2’-0"

19’-0"

2’-0"

15’-0"

3’-4"

123’-6"

37643

F1

S-501

4" - 3000 PSI CONCRETE SLAB

W/6"x6"-W2.1 x W2.1 WWF

(PLACE AT TOP 1/3 OF SLAB)

ON COMPACTED BASE.

W-2

FACE OF VENEERFACE OF VENEER FACE OF VENEER

6"

S-501

6’-0"

6’-0"

44’-3"

13487

(98’-8")

(98’-8")

(98’-8")

C J

C J

C J

2#4 x 6’-0" LG

ADJACENT TO ALL

NON- CONTINUOUS

CONTOL JOINTS

(TYPICAL)

FINISH FLOOR

EL (100’-0")

2" RECESS AT

SHOWERS ONLY

COORDINATE

WITH ARCH DWG

TYP

RAMP

UP

RAMP

UP

LANDING

FF EL

(101’-0")

FF

EL +(101’-6")

TE-1

FWJH059032FWJH059032FWJH059032

434343

C11

C11

C J

C J

C J

C J

C J

DENOTES SLAB CONTROL

JOINT - SEE DETAILS

JUNE 2008

JUNE 2008

JUNE 2008

S c a l e

F o r

M i c r o f i l m i n g

I n c h e s

M i l l i m e t e r s

no. date revisionby

191 1615141312111098765432 17 18

N

M

L

K

J

I

H

G

F

E

D

C

B

A date detailed checkeddesigned ofsheet sheets project contract rev.drawing file

FILENAME: PLOT DATE: PLOT TIME:dn10s101_339673.dgn 6/30/2008 6:58:10 PM

3001 PGA BOULEVARD - SUITE 300

PALM BEACH GARDENS, FLORIDA

(561) 904-7400 (561) 904-7401 (FAX)

EB0000072 AAC001992 LC26000188

FINAL SUBMITTAL

JUNE 27, 2008

W

V

U

T

S

R

P

N

M

L

K

J

I

H

G

F

E

D

C

B

A

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

C1

S c a l e

F o r

M i c r o f i l m i n g

I n c h e s

M i l l i m e t e r s

no. date revisionby

191 1615141312111098765432 17 18

N

M

L

K

J

I

H

G

F

E

D

C

B

A date detailed checkeddesigned ofsheet sheets project contract rev.drawing file

FILENAME: PLOT DATE: PLOT TIME:dn10s102_339673.dgn 6/30/2008 6:58:30 PM

3001 PGA BOULEVARD - SUITE 300

PALM BEACH GARDENS, FLORIDA

(561) 904-7400 (561) 904-7401 (FAX)

EB0000072 AAC001992 LC26000188

FINAL SUBMITTAL

JUNE 27, 2008

W

V

U

T

S

R

P

N

M

L

K

J

I

H

G

F

E

D

C

B

A

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

C1

1/8"=1’-0"

0 8 16 24

H

IP

T R U

S S

G

IR

D E

R

T R

U S

S

G

IR

D E

R

T R

U S

S

ROOF FRAMING PLAN N

G

IR

D E

R T

R U

S S

G

IR

D E

R

T R

U S

S

S-520

S-521

S-520

S-520

B -3

L -1

L -1

L -1

L -1

S-102

ROOF FRAMING PLAN

STRUCTURAL

TEXAS AIR NATIONAL GUARD

REPLACE FIRE STATION

ELLINGTON FIELD - HOUSTON, TEXAS

S-520

S-520

S-520

T B

-1 L

-2

L-2

L-2

W x

H

IPT

R U

S S

H

IP

T R U

S S

S520

S-521

W x

W14x26 (111’-2")

W x

W x

W x

W x

W18x46 (111’-2")

W x

W x

S-520

S-520

GIRDER TRUSS

GIRDER TRUSS

GIRDER TRUSS

GIRDER TRUSS

T B

-1

C O

N T

B-2 (121’-2") B-2 (121’-2") B-2 (121’-2") B-2 (121’-2") B-2 (121’-2") B-2 (121’-2")

B-2 (121’-2") B-2 (121’-2") B-2 (121’-2") B-2 (121’-2") B-2 (121’-2")

B-2 (121’-2")

B-2 (121’-2") B-2 (121’-2") T

B -1

C O

N T

TB-1

TB-1

B-5

B -5

B -5

S-520

T B

-1

)TB-1 (111’-2")

TB-1 (111’-2")

S HOUSE

R PERE

R SYBRON

PLAN NOTES

W x

W14x26 (116’-6")

W14x26 (116’-6")

W x

/4

UPLIFT BRIDGING

UPLIFT BRIDGING

CROSS BRIDGING

12K5

K

K

K

B R

ID

G

IN

G

U P

L

IF

T B

R

ID

G

IN

G

U P

L

IF

T B

R

ID

G

IN

G

BROKEN BACK GABLE JOISTS BROKEN BACK GABLE JOISTS

S-522

S-522

S-522

LOW

ROOF

S-523

2 LOW

ROOF

S-523 ROOF

LOW

W x

/4

W x

/4

ROOF DECKING NOTES:

W x

(1

8K1

W x

(1

W x

W x

W x

) W14x26 (111’-1 1/2")

W14x26 (111’-1 1/2")

W x

W14x26 (116’-6")

W14x26 (116’-6")

W x

S-522

W x

W x

/4

W x

/4 x

/4

S-522

B B

-1

C O

N T

H S

S x x

/1

B -1

W x

H

IP

T R U

S S

S-522S-522

S-522S-522

S-522

ROOF

HIGH

S-522

S-522

D E

C K

DECK -1

D E

C K

D E

C K

D E

C K

D E

C K

DECK -2

DECK -2

S-522

S-522

OPP HAND

W x

(1

W x

/8

W x

/8

W x

/8

W x

(1

W x

/8

W x x

W x

GABLE JOISTS

B R

O K

E N

B A

C K

G A

B L

E G

IR

D

E R

J O

IS

T

S

B R

O K

E N

B A

C K

G A

B

E

G

IR

D E

R J

O

IS

T S

S-521

S-521

S-521

S-521

W16x36

(116’-6")

W x

W x

W x

W x

(1

W x

S-520

S-520

S-520

W16x36 (116’-6")

4’-0" O C

TB-1

(111’-2")

S-523

CROSS BRIDGING

CROSS BRIDGING

CROSS BRIDGING

CROSS BRIDGING

ALL STEEL BEAMS SHALL BE W16 x 36

UNLESS OTHERWISE NOTED ON PLAN

1.

ALL STEEL BEAMS SHALL BE AT ELEVATION 116’-6"

UNLESS OTHERWISE NOTED ON PLAN

4.

5.

2.

3.

p k p k p k p k p k p k p k p k p k p k p k p k p k p k p k p k

%%p 9kGIRDER TRUSS

%%p 9k

%%p 9k

%%p 9k

%%p 9k

52DLH1052DLH10 52DLH10

4 EQ SPAC

C8x11.5

RAFTERS

(VARIES) TYP

C8x11.5

RAFTERS

(VARIES) TYP

TOP OF WALL

W x

W x

(1

W x

S-523

S-523

S-523

S-523

S -5

S-520

S-520

S-520

S-521

S-521

S-521

S-521

6"

3’-4"

4’-0"

4’-0"

4’-2"

4’-3"

4’-3"

6’-0"

5’-0"

6’-0"

5’-6"

5’-0"

5’-0"

5’-6"

5’-6"

5’-0"

5’-0"

5’-6"

5’-6"

5’-0"

5’-0"

5’-6"

4 @ 4’-0" = 16’-0"

3’-4"

FOR GENERAL STRUCTURAL NOTES, SEE DRAWING S-001.

FOR DESIGN ROOF LOADS SEE GENERAL STRUCTURAL NOTES DWG S-001

A. ROOF DECK SHALL BE 1 1/2" x 22 GAGE TYPE B

GALVANIZED WITH THE FOLLOWING PROPERTIES:

I = .169 IN /FT

Sp = .186 IN /FT

Sn = .192 IN /FT

Fy = 33 KSI

THICKNESS = .0295

B. ROOF DECK SHALL BE ATTACHED PER METAL DECK

SCHEDULE SEE SHEET S-601:

SCREW ROOF DECK TO OPENING FRAMING WITH

#12 TEKS AT 6" O.C. BUT NOT LESS THAN 3 TEKS

PER MEMBER

A. ROOF DECK SHALL BE 1.5" x 20 GAGE TYPE C

GALVANIZED WITH THE FOLLOWING PROPERTIES:

Ip = .222 IN /FT

In = .201 IN /FT

Sp = .247 IN /FT

Sn = .234 IN /FT

Fy = 33 KSI

THICKNESS = .0358

B. ROOF DECK SHALL BE ATTACHED PER METAL DECK

SCHEDULE SEE SHEET S-601:

WELD ROOF DECK TO OPENING FRAMING WITH

5/8" PUDDLE WELDS AT 12" O.C. BUT NOT LESS

THAN 2 WELDS PER MEMBER

A. ROOF DECK SHALL BE 3" x 22 GAGE TYPE N

GALVANIZED WITH THE FOLLOWING PROPERTIES:

I = .772 IN /FT

Sp = .382 IN /FT

Sn = .433 IN /FT

Fy = 33 KSI

THICKNESS = .0295

B. ROOF DECK SHALL BE ATTACHED PER METAL DECK

SCHEDULE SEE SHEET S-601:

WELD ROOF DECK TO OPENING FRAMING WITH

5/8" PUDDLE WELDS AT 12" O.C. BUT NOT LESS

THAN 2 WELDS PER MEMBER

L -2

L -2

6.

W16x36 (111’-2")

W16x36 (116’-6")

W16x36 (111’-2")

21’-2"

14’-8"

S-521

W x

W x

W x

W x

W x

W x

W x

W x

W x

L -3

W x

L -1

TB-2

(111’-1 1/2")

TB-1

(116’-6")

(111’-1 1/2")

T B

-1 (1

T B

-1 (1

TB-1

(116’-6")

TB-2

T B

-2

S-522

LOW

ROOF

S-522

S-522

S-520 T

B

(110’-0")

8a

S-522

SIMILAR

TYPICAL ALL

ROOF CORERS

LIGHT WEIGHT CONCRETE

2" MIN AT DRAINS 6 1/2" AT EDGES

REINFORCED WITH

6"x 6" - W2.9 x W2.9 W W F

LIGHT WEIGHT CONCRETE

2" MIN AT DRAINS 5 1/2" AT EDGES

REINFORCED WITH

6"x 6" - W2.9 x W2.9 W W F

TOP OF WALL

(108’-0")

FWJH059032

S-523

(1

T B

-3 p k p k p k

JOIST/TRUSS MANUFACTURER TO DESIGN CHORDS FOR AXIAL

TENSION AND COMPRESSION FORCES INDICATED ON PLAN

METAL TRUSS SPACING 48" O C MAX.

S401

1 ENLARGE PLAN

H H

S x x

/4

W

IN

D O

W S

IL

H

S x x

/4

(W

IN

D O

W H

E A

D E

R

B E

T W

E E

N T

R U

S S

E

H

S x x

/4

(W

IN

D O

W H

E A

D E

R

B E

T W

E E

N T

R U

S S

E S

G

IR

D E

R T

R U

S S

H H

S x x

/4

W

IN

D O

W S

IL

L

/8

T Y

P A

R O

U N

D H

IG

H

1. ADMINISTRATION BUILDING ROOF: DECK-1 3. FLAT ROOF DECK: DECK-32. APPARATUS BUILDING ROOF DECK: DECK-2

S-521

S-521

R O

O F

P E

R

IM

E T

E R

TYPICAL AROUND LOW

ROOF PERIMETER

3’-6"

JUNE 2008

WT8x15.5 HORIZONTAL

BRACING (116’-6") TYP

DESIGN ALL HORIZONTAL

BRACING FOR 50K (SERVICE)

S-521

TYP 4 PLACESA

TEXAS AIR NATIONAL GUARD

R SYBRON

R PERE

S HOUSE

STRUCTURAL

FRAMING ELEVATIONS

S-201

3/16"=1’-0"

U S M K I H G F C B

U K I H E ABV R

V U P J H F C1 B A

TOP OF BEAM

EL 111’-2"

EL 100’-0"

FIN FLOOR

CONCRETE FOOTING

SEE PLAN & SCHEDULE

STEEL COLUMN

SEE PLAN AND

SCHEDULE

S E

E P

L A

N

BRACING ELEVATION ALONG GRID LINE 1

BRACING ELEVATION ALONG GRID LINE 3

BRACING ELEVATION ALONG GRID LINE A

11 12

2 3

TOP OF BEAM

EL 116’-6"

EL 100’-0"

FIN FLOOR

TOP OF BEAM

EL 100’-0"

FIN FLOOR

TOP OF BEAM

EL 116’-6"

EL 100’-0"

FIN FLOOR

TOP OF BEAM

TOP OF BEAM

EL 110’-0"

11’-10"

TOP OF BEAM

EL 116’-6"

TOP OF BEAM

EL 118’-6 3/8"

/8

9’-1"

13’-4 1/2 "

17’-8 1/2 "

21’-6"

18’-4"

21’-6"

19’-11"

9’-1"

/2

/2

9’-1"

5’-4 1/2 "

8"

11’-9"

14’-4"

8"

16’-2 1/2 "

21’-11"

20’-2"

12’-2"

9’-1"

9’-0"

/2

/2

/2

/2

10’-0"

8’-9"

12’-3 1/2 "

21’-6"

18’-4"

9’-4"

10’-10"

15’-8"

5’-6 3/4 "

16’-0"

8 12

22’-0"

EL 116’-6"

1 2 3

16’-0"

11’-10"

L 5" x 3" x 1/4" (LLV)

HSS 5x5x1/4

CROSS BRACING

1/2" PLATE TYP

L 5" x 3" x 1/4" (LLV)

1/2" PLATE TYP

/2

/2

10’-9"

EL 113’-8 3/4"

EL 110’-11"

TOP OF BEAM

EL 116’-6"

10 12 13

BRACING ELEVATION ALONG GRID LINE "B" (SHOWN)

BRACING ELEVATION ALONG GRID LINE "U" (SIMILAR)

GRID LINE "U"

GRID LINE "B"

16’-0"

BRACING ELEVATION ALONG GRID LINE "B" (SHOWN)

BRACING ELEVATION ALONG GRID LINE "U" (SIMILAR)

GRID LINE "U"

GRID LINE "B"

11’-10"

11’-10"

11’-10"

36O7

BRACING ELEVATION ALONG GRID LINE 12

TOP OF BEAM

EL 112’-2"

HSS 16x8x

4’-0"

6’-0"

6’-0"

GRID LINE "B" ONLY

FWJH059032

JUNE 2008

HSS 5x5x1/4

CROSS BRACING

DESIGN ALL HSS

BRACING WITH

%%p 50K (SERVICE)

TYP U.N.O.

TRUSS MANUFACTURER

TO PROVIDE BRACING TO

TRANSFER DIAPHRAGM

FORCES TO TOP OF BEAMS

%%p 20K IN TRUSS BRACING

HSS 5x5x1/4 BRACING

DESIGN BRACING WITH

%%p 60K (SERVICE)

HSS 5x5x1/4

BRACING AT

GRID LINE "B"

ONLY WITH

%%p 60K (SERVICE)

S c a l e

F o r

M i c r o f i l m i n g

I n c h e s

M i l l i m e t e r s

no. date revisionby

191 1615141312111098765432 17 18

N

M

L

K

J

I

H

G

F

E

D

C

B

A date detailed checkeddesigned ofsheet sheets project contract rev.drawing file

FILENAME: PLOT DATE: PLOT TIME:dn10s201_339673.dgn 6/30/2008 6:58:58 PM

3001 PGA BOULEVARD - SUITE 300

PALM BEACH GARDENS, FLORIDA

(561) 904-7400 (561) 904-7401 (FAX)

EB0000072 AAC001992 LC26000188

FINAL SUBMITTAL