PLANS
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GENERAL STRUCTURAL NOTES
GENERAL REQUIREMENTS
ALL WORK AND DESIGN LOADING SHALL BE IN ACCORDANCE WITH ll-IE RECENT
STANDARD BUILDING CODE, AND ALL COUNTY ADDITIONS AND AMENDMENTS.
DO NOT SCALE DIMENSIONS ON DRAWINGS.
ALL FIELD DIMENSIONS AND CONDITIONS TO BE VERIFIED FIRST BY THE
CONTRACTOR AND ALL SUBCONTRACTORS, DISCREPANCIES TO BE NOTED AND
BROUGHT TO THE ENGINEER'S ATTENTION BEfORE ORDERING MATERIAL AND/OR
COMPLETING INSTALLATION.
STEEL:
ALL STEEL WORK SHALL BE IN ACCORDANCE WITH RECENT AISC CODE.
LIMITING HEIGHT OF ALL STEEL COLUMNS SHALL BE 14 fEET.
ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM DESIGNATED A36 STEEL.
Fy :::: 36 ksi.
ALL STEEL COLUMNS SHALL CONFIRM TO ASTM DESIGNATION ASOO, GR., B
Fy :::: 46 ksi.
ALL STEEL COLUMN BASES SHALL BE SET ON A LAYER OF NON-SHRINK GROUT.
ALL STEEL WORK SHALL BE SHOP COATED fOR RUST PROOfiNG. DAMAGED,
NICKED, OR SCRATCHED COATING DURING INSTALLATION SHALL BE
REAPPLIED IN FIELD TO MEET THE ENGINEER'S APPROVAL.
WELDING:
ALL WELDING SHALL BE WITH E70XX ELECTRODES.
ALL WELDING WORK SHALL BE COMPLETED IN ACCORDANCE Willi THE RECENT
A WI CODE.
ALL WELDING SHALL BE COMPLETED AND CERTIFIED BY A LICENSED AND
APPROVED WELDER.
CONCRETE:
ALL CONCRETE WORK AND REINFORCING STEEL INSTALLATION SHALL BE IN
ACCORDANCE Willi THE RECENT ACI CODE.
ALL CONCRETE fOR THIS WORK SHALL BE PORTLAND TYPE 1 WITH MINIMUM
COMPRESSIVE STRENGTH AS FOLLOWS:
CONCRETE SLABS 4000 PSI
FOOTING 3000 PSI
TIE BEAMS AND COLUMNS 3000 PSI
CONCRETE SLABS SHALL BE ADEQUATELY SHORED AND SUPPORTED MINIMUM
14 DAYS PRIOR TO LOAD1NG.
ALL OTHER CONCRETE SHALL BE CURED fOR A MINIMUM OF 7 DAYS.
THE INSIDE FACE OF ALL FORMS USED FOR THIS PROJECT SHALL BE
PROPERLY COATED WITH AN APPROVED STRIPPING AGENT.
ALL MASONRY UNITS IN CONTACT WITH POURED CONCRETE SHALL BE DRENCHED
PRIOR TO CONCRETE PLACEMENT.
MASONRY BLOCI<S:
CONCRETE MASONRY BLOCKS FOR THIS PROJECT SHALL CONfORM TO ASTM C90
AND SHALL BE TYPE 1, NORMAL WEIGHT AGGREGATE.
BLOCKS SHALL BE TWO HOLLOW CELL, 8" NOMINAL WIDTH STANDARD CONCRETE
MASONRY BLOCKS WITH 1 1/4" FACE SHELL THICKNESS AND MINIMUM l' WEB
AT THE TI-lINNEST SECTION,
ALL CONCRETE MASONRY BLOCK UNITS USED IN THIS PROJECT SHALL BE
COMPLETELY SOUND, FREE OF CRACKS OR OTHER DEFECTS WHICH WOULD
COMPROMISE THE NORMAL STRENGTH OF INDIVIDUAL BLOCKS, AND FREE fROM
FOREIGN MA TER!AL, SUCH AS P A1NT, OIL, DIRT, AND IMPURITIES, ETC.
THE OVERALL DIMENSIONS OF INDIVIDUAL CONCRETE MASONRY BLOCK UNITS
SHALL NOT DIFFER BY NOT MORE THAN +/-1/8".
CONCRETE MASONRY BLOCKS SHALL BE INSTALLED WITH MASONRY JOINT
REINfORCEMENT AT EVERY OTHER COURSE. REINFORCEMENT SHALL BE
CONTINUOUS WITH TWO BLOCK WIDTH LAPS AT ENDS AND SHALL BE DRILLED
AND INSERTED INTO SOUD CELLS OR TIE COLUMNS MINIMUM 411,
THE MINIMUM SIZE OF HORIZONTAL JOINT REINFORCEMENT SHALL BE GAUGE
11 COLD DRAWN STEEL WIRE,
JOINT REINFORCEMENT SHALL BE FULLY TREATED fOR CORROSION.
JOINT REINfORCEMENT SHALL BE fREE FOR FOREIGN DEBRIS, SUCH AS
PINT, OIL, DIRT, ETC. AND SHALL NOT BE BENT OR DAMAGED.
MORTAR SHALL CONFORM TO ASTM C270 REQUIREMENTS AND SHALL BE TYPE M
WITH AVERAGE COMPRESSIVE STRENGTH OF 1500 PSI IN 7 DAYS AND 2100 PSI
IN 28 DAYS WITH TYPE 1 CEMENT,
MORTAR THAT HAS NOT BEEN USED FOR MORE THAN AN HOUR SHALL NOT BE
USED ON THIS PROJECT AND SHALL BE CONSIDERED REJECTED.
SAND PARTICLES IN THE MORTAR MIX SHALL BE WASHED AND TREATED TO
REMOVE ALL FOREIGN DEBRIS, SAND SHALL BE FREE FROM CLAY AND
ORGANIC MATERIAL.
WATER IN THE MORTAR MIX SHALL BE CLEAN, PURE, FREE FROM ORGANIC
MATERIAL, ACIDIC AND ALKALIS COMPOUNDS, WATER IN THE MIX SHALL NOT
CONTAIN SODIUM OR POTASSIUM SULfATE (WATER SOFTENER COMPOUNDS) TO
CONTROL EFFLORESCENCE.
ATTACHMENT/FASTENER I
SPECIFICATIONS
METHOD OF ATTACHMENT
APPLlCA TlON SPACING REMARKS
HAND NAILED POWER ACTUATED
PL YWOOD WALL 6" D.C. @ PANEL EDGES
6" O.C. @ INTERMEDIATE SUPPORTS
SHEA THING 5~B" 8d COMMON 2 1/2" X .131 4" D.C. @ CORNER STUDS
A A 19/32"
PLYWOOD 2ND FLOOR- 5 ~B" 8d COMMON 2 1/2" X .131 6" D.C. @ PANEL EDGES
A A 19/32" 12" D.C. @ INTERMEDIATE WHEN
SUBFLOOR SHEA THING 364" 8d COMMON 2 1/2" X .131 12" O.C, @ INTERMEDIATE SUPPORTS ADHESIVE IS USED
A A 23/32"
56B" 8d COMMON 2 1/2" X ,131 6" D.C. @ PANEL EDGES
PLYWOOD ROOF A A 19/32" 1?," O.C, @ INTERMEDIATE SUPPORTS
SHEATHING 3~4" Bd COMMON 2 1/2" X .131 4, D.C. @ GABLE ENDS
A A 23/32" 4' O.C. @ F' ASCIA F.B.C. T2306.1
COMPOSITION SHINGLES 1" X 3/8'" 12 GA 1" X .118. 11 GA. B NAILS PER STRIP NON CORROSIVE
FLAT CEMENT TILE 2 1/2" X .113 (GAL 9) PER TILE
RING SHANK
BARREL CEMENT TILE 3'. X .120 (GALV.) 2 PER TILE
RING SHANK
TIN TAGS 1" X 3/8". 12 GA 1" X .118. 11 GA. 6" D.C. IN ROLL DIRECTION 11 GA.. NON CORROSIVE SM. SHANK
12" D.C. ACROSS WIDTH 12 GA., WIRE RING SHANK
WIRE LATH SOFFIT '1 1/2" X NO. 11 ( A.1/2" X 1", 16 GA 6" O.C, @ SIDE LAPS AND TIED
(GALV.. RUST RESIST.) 1 1/2" X 1'" 16 GA o 9" D.C. IN BETWEEN SUPPORTS ... F.B.C, 2507.3.4
WALLS 4d GALVANIZED
FASCIA 16d GALVANIZED 3" X .120 (GALV.)
(STRUCT. GR. NO.2) 2 EA. TRUSS END
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SCOPE OF WORK
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DESIGN LOADS
I. LIVE LOADS
ROOF
30.0 PSF
II. DEAD LOADS
ROOF
TILES & ROOFlNG
5/8" SHEATHING
MTL TRUSSES
III. DEfLECTION
ROOF TRU SSES
23.0 PSF
13.50 PSf
2.50 PSF
7.00 PSF
L/480 OF SPAN
EXISTING
IV.
SOIL BEARING CAP ACIlY
CONNECTIONS SCHEDULE:
LOCA TlON
BRAND
MODEL
UPLIFT CAP ACIlY
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STRAPS
SEMCO
RTPGA 1216
1456 LBS
ALL STRAPS TO BE INSTALLED WnTH (4) 16d NAILS
THREE NAILS SHALL BE INSTALLIED ON ONE SIDE AND FOURTH
ON REVERSE. ALL NAILS CLINCH lED.
PERMANENT TRUSS BRACING:
1. LATERAL BRACING SHALL CONSIST OF A SINGLE 2X4 INSTALLED AT MID
LENGTH AND HEIGHT OF ALL DIAGONAL AND VERTICAL MEMBERS 6' - 8'
IN LENGllI WITH TWO 8d NAILS AT EACH MEMBER.
2. BOTTOM CHORD BRACING SHAL.L CONSIST OF A SINGLE ROW OF 2X4
INSTALLED AT MAXIMUM 8' ONI CENTER SPACING Willi TWO 8d NAilS AT
EACH TRUSS MEMBER.
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3. "X" CROSS BRACING SHALL CO~NSIST Of' 2X4 INSTALLED AT MAXIMUM
24' ON CENTER SPACING DIAGIONAL TO PLANE OF TRUSSES AND MAXIMUM
8' O.C. SPACING PARALLEL TOI PLANE OF TRUSSES WITH TWO 8d
NAILS AT EACH TRUSS MEMBEIR AND ENDS OF ALL BRACING AND AT
MID-CENTER OF CROSS BRAClING.
'.
4. LAP ENDS or ALL BRACING MIINIMUM TWO TRUSS 8A YS,
5. ALL NAILS TO BE fULL Y SEA TED.
6. ALL WOOD SHALL BE KNOT ANID CHECK FREE AND TO BE SPF. No.1 OR
BETTER MINIMUM,
REVISION BY
::)ERMIT 3-10-03
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TYPICAL ROOF CONSTRUCTION
MTL ROOF NAilED TO 90# MINERAL
SURFACED ROLLED ROOFING HOT MOPPED
TO 52# FELT IN TAGGED TO 5/8" EXT.
GRADE PLYWOOD ON MTL ROOF TRUSSES
TRUSSES @ 24" O.C. MAX.
ROOF TRUSSES SHALL BE DESIGNED BY A
REGISTERED FLORIDA ENGINEER,
SEE MTL ROOF SPEC,
2 X 8 CEDAR FACIA
SMOOTH SOFFIT W/ 4" X al. PVC YEN
CONT. DRIP AND SEALANT
SMOOTH STUCCO ON SELF FLASHING -
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11-2-2001
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DOUBLE CHECK DEfECTOR ASSEMBLY DETAIL
N.T.S.
RISER DETAIL
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UNDERGROUND PIPING NOTES:
l-ALL DEDICATED UNDERGROUND FIRE MAINS FROM
POINT OF SERVICE TO BUILDING TO BE INSTALLED
BY A STATE LICENSED FIRE SPRINKLER CONTRACTOR
(CLASS 1, 2 or 5)
2-INSTALLATION TO BE PER NFPA #24
3-ALL UNDERGROUND MATERIALS SHALL BE LISTED
FOR FIRE PROTECTION SERVICE & COMPLVWITH
AWWA STANDARDS I
4-ALL UNDERGROUND PIPING TO BE BURIED TO A
MINIMUM OF 30" BELOW FINISH GRADE, 36" UNDER
A DRIVEWAY
5-ALlJOINTS TO BE PROPERLY RETAINED BYTRUST
BLOCKS & OR A LISTED JOINT RESTRAINT
6-ALL PIPING & LEAD-INS TO BE FLUSHED PER NFPA
BEFORE CONNECTION TO INSIDE SPRINKLER SYSTEM
7-PIPING TO BE C900 DR14 WITH MECHANICAL
JOINT FITIINGS
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WA TER FLOW INFORMATION
STATIC PRESSURE 66
RESIDUAL PRESSURE 60
FLOW IN G.P.M. 1166
DA TE OF TEST 02/28/03
TIME OF TEST 10:00 AM
TEST TAKEN BY BOYNTON BEACH
HYDRANT LOCATION QUANllJM & GA TEWA Y
DESIGN
ENGINEERING
INC.
4ro'd R. Tussler, P.E.
9315
1)'10 Al/lln1da Dol Sol PhanD (581) 392-4338
BOOD Roron, n 33432 Fu (561) 392-8503
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Fire Protection Inc.
DesTgn*lnstalladon*lnspeC'doJl
1058 S.W. bt Way
Deerfleld Beach, Fl. 33441
Pbone~954-419-9377
Fax: 954-419.9412
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REVISION
DRAWN JM
CHECKED OS
DATE 03- 20- 03
SHEET FP 1
OF2
PROJECT NO.
02 - 121037
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