13-749-080i�
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ry STRUCTURAL NOTES •'w
GENERAL INFORMATION: REINFORCED CONCRETE: MASONRY:
1. THE CONTRACTOR HAS THE SOLE RESPONSIBILITY OF DETERMINING THE ERECTION
PROCEDURE AND SEQUENCE TO ENSURE THE SAFETY OF THE STRUCTURE AND ITS
COMPONENT PARTS DURING ERECTION. THIS INCLUDES, BUT /S NOT LIMITED TO,
TEMPORARY BRACING, GUYS, FALSE WORK OR CRIBBING THAT MAY BE NECESSARY TO
STABILIZE THE STRUCTURE DURING ERECTION, UNDER ALL LOADING CONDITIONS. SUCH
MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE
CONTRACTOR AFTER COMPLETION OF THE PROJECT.
2. CONTRACTOR SHALL VERIFY ALL EXISTING UTILITIES PRIOR TO THE EXCAVATION FOR
THE BUILDING FOUNDATIONS THE STRUCTURAL ENGINEER SHALL BE NOTIFIED OF
POTENTIAL CONFLICTS BETWEEN THE FOUNDATIONS AND ANY BURIED UTILITY LINES
J. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES,
INCLUDING SHORING AND PROTECTION OF ANY ADJACENT PROPERTY, STRUCTURES,
STREETS, AND UTILITIES /N ACCORDANCE WITH LOCAL BUILDING CODES
4. RELATIVE ELEVATION TOP OF FLOOR SLAB TAKEN TO O'-07: (SEE PLANS AND
SCHEDULES) COORDINATE WITH ARCHITECTURAL AND CIVIL FOR FINISHED FLOOR
ELEVA TIONS
5. GENERAL CONTRACTOR IS RESPONSIBLE TO WORK WITH STRUCTURAL, ARCHITECTURAL
DRAWINGS AND THE DESIGN DRAWINGS OF ALL DISCIPLINES SIMULTANEOUSLY. GENERAL
CONTRACTOR SHALL VERIFY DIMENSIONS OF OPENINGS AND ELEVA77ONS PRIOR TO
STARTING THE WORK. ANY DISCREPANCY, NOTIFY THE ARCHITECT PRIOR TO
PROCEEDING,
6. GENERAL CONTRACTOR AND HIS SUB -CONTRACTORS SHALL REVIEW ALL SHOP
_ DRAWINGS AND COMMENTS ON DRAWINGS, STAMP DRAWINGS, THEN SUBMIT DRAWINGS
TO ARCHITECT AND ENGINEER. OTHERWISE SHOP DRAWINGS WILL BE REJECTED.
7 NO STRUCTURAL MEMBER SHALL BE CUT NOTCHED, OR REDUCED IN STRENGTH.
8. CONSTRUCTION DEAD AND LIVE LOADS SHALL NOT EXCEED ACTUAL DESIGN LOADS
FOR ANY STRUCTURAL COMPONENT:
9. SHORING AND BRACING PROCEDURES SHALL FOLLOW THE 'GUIDE TO FORMWORK FOR
CONCRETE' BASED UPON AMERICAN CONCRETE INST17UTE STANDARD, ACI 347, LATEST
EDI TION.
10. REFER TO DESIGN DRAWINGS OF ALL DISCIPLINES ASSOCIATE WITH THIS PROJECT FOR
INSERTS, SLEEVES, CURBS, PADS, ETC., THAT AFFECT S7RUCTURAL WORK.
• 11. WHERE A DETAIL /S LABELED "TYPICAL" ON THE STRUC7URAL DRAWINGS, IT SHALL
APPLY TO ALL SAME OR SIMILAR CONDITIONS ON THE PROJECT.
12, THE STRUCTURAL ENGINEER OF RECORD IS NOT RESPONSIBLE FOR THE DESIGN OF
STEEL STAIRS, HANDRAILS, CURTAIN WALLS, WINDOWS, PRECAST CLADDING,
COLD -FORMED METAL FRAMING, OR OTHER SYSTEMS NOT SHOWN IN THE STRUCTURAL
DOCUMENTS. SUCH SYSTEMS SHALL BE DESIGNED, FURNISHED, AND INSTALLED BY
OTHERS AS REQUIRED /N OTHER PORTIONS OF THE CONTRACT DOCUMENTS
DESIGN CRITERIA:
1. THE STRUCTURE /S DESIGNED IN ACCORDANCE WITH THE 2010 FLORIDA BUILDING CODE
HIGH VELOCITY HURRICANE ZONE DESIGN REQUIREMENTS APPLY TO THE S7RUC7URE.
DEAD LOAD.
ROOF- 4 PSF
ELECTRICAL/MECHANICAL: 5 PSF
CEILING/L/GH77NG.• 5 PSF
ROOFING INSULA TION/MA TER/AL: 18 PSF
LIVE LOADS. -
ROOF 30 PSF
WIND LOADS.- BASED ON ASCE 7-10
BASIC WIND SPEED - 175 MPH
RISK CATEGORY BUILDING = If
EXPOSURE CATEGORY - C
CONSTRUCTION:
1. ALL SHORING, RE -SHORING AND TEMPORARY BRACING REQUIRED /N THIS PROJECT /S
TO BE DESIGNED BY A FLORIDA REGISTERED ENGINEER WHO SPECIALIZES IN FORM
WORK/TEMPORARY BRACING DESIGN AND WHO HAS BEEN HIRED BY THE GENERAL
CONTRACTOR. THE GENERAL CONTRACTOR IN THE ULTIMATE RESPONSIBLE PARTY FOR
SHORING, RE- SHORING AND ADEQUACY OF 7HE INSTALLATION OF THESE ITEMS AT ALL
TIMES
2. THE STRUCTURAL ENGINEER OF RECORD DOES NOT POSSES, NOR PRESUMES TO
POSSES ANY KNOWLEDGE OR EXPERTISE /N MATTERS RELATING TO JOB SITE EMPLOYEE
SAFETY, OSHA OR LABOR LAW REQUIREMENTS FOR A CONSTRUCTION PROJECT.
SAFETY AND COMPLIANCE WITH OSHA AND LABOR LAWS IS THE RESPONSIBILITY OF THE
GENERAL CONTRACTOR AND THOSE CONSULTANTS HE HIRES TO ADDRESS THESE MATTERS,
THE STRUCTURAL ENGINEER OF RECORD SPECIALIZES IN STRUCTURAL DESIGN ONL Y AND
THE BOARD OF PROFESSIONAL REGULA 77ON FORBIDS HIM FROM ASSUMING RESPONSIBILITY
IN ANY AREA OUTSIDE OF HIS AREA OF EXPERTISE.
J. IN ADDITION TO THE CODES LIS7FD IN DESIGN CR17ER/A, CONTRACTOR MUST COMPLY
AS A MINIMUM WTH LATEST EDITIONS OF THE FOLLOWING STANDARDS FOR CONCRETE
CONSTRUCTION.
ACI 301: SPECIFICATIONS FOR STRUCTURAL CONCRETE.
ACI 347.• GUIDE TO FORMWORK FOR CONCRETE.
ACI 304R: GUIDE FOR MEASURING, MIXING, TRANSPORTING AND PLACING CONCRETE.
ACI 305: HOT WEATHER CONCRETING.
ACl 308R: GUIDE TO CURING CONCRETE.
ACl 309R: GUIDE FOR CONSOLIDATING CONCRE7F
FOUNDATIONS:
1. AREAS UNDER SLABS AND F0077NGS SHALL BE BACK FILLED AND COMPACTED /N
LIFTS OF NOT MORE THAN EIGHT INCHES UNCOMPACTED DEPTH (FOUR INCHES
UNCOMPACTED DEPTH /F HAND OPERATED EQUIPMENT IS USED) TO 95' OF THE
MAXIMUM DRY DENSITY AS DEFINED BY ASTM D698. IN EXCAVATED AREAS WHICH ARE TO
SUPPORT SLABS AND PAVEMENTS, THE UPPER TWELVE INCHES OF SOIL SHALL BE
SCARIFIED AND RECOMPAC70 TO 98 7 OF THE MAXIMUM DRY DENSITY.
2. FOUNDATIONS ARE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 3, 000
PSF AS RECOMMENDED IN THE GEO TECHNICAL REPORT BY TIERRA, INC. DA TED DECEMBER
16, 2006. THE CONTRACTOR SHALL REVIEW THIS REPORT AND FOLLOW ITS
RECOMMENDATIONS INCLUDING SITE PREPARATION AND FILL QUALITY.
J. A GEOTECHNICAL ENGINEER RETAINED BY THE OWNER SHALL INSPECT ALL
FOUNDATION WORK TO CONFIRM THAT REQUIRED SOIL BEARING CAPACITIES ARE MET THE
GEOTECHNICAL ENGINEER SHALL FURNISH A SIGNED AND SEALED SUMMARY REPORT
STATING THAT THE FOUNDATION PREPARATION PROVIDES THE REQUIRED BEARING
CAPACITIES FOR FOUNDATIONS
1. ALL CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318 do ACI 301, LATEST
EDI TIONS.
2. DETAILS OF CONCRETE REINFORCEMENT AND ACCESSORIES SHALL BE IN ACCORDANCE
WITH ACI 315, MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE
STRUCTURES AND CRS/ MSP -1, MANUAL OF STANDARD PRACTICE, LA TEST EDI %IONS.
3. SHOP DRAWINGS SHOWING ALL FABRICATION DIMENSIONS AND LOCATIONS FOR PLACING
OF THE REINFORCING STEEL AND ACCESSORIES SHALL BE SUBMITTED FOR REVIEW TO THE
ARCHITECT/ENGINEER. NO FABRICATION SHALL BEGIN UNTIL SHOP DRAWINGS ARE
REVIEWED AND APPROVED.
4. SUBMIT CONCRETE MATERIALS, MIX DESIGN AND METHODS OF CURING FOR REVIEW BY
THE ENGINEER.
5. 7T'ST/NG LABORATORY EMPLOYED BY THE CONTRACTOR SHALL SUBMIT ONE COPY OF
ALL CONCRETE TEST REPORTS DIRECTLY TO THE ENGINEER. AT LEAST ONE SET OF
CYLINDERS SHALL BE PROVIDED FOR STRENGTH AND SLUMP TESTS PER POUR OR FOR
EACH 50 CUBIC YARDS OF CONCRETE, WHICHEVER IS LESS. AT LEAST TWO SETS OF
TESTS ARE RECOMMENDED FOR COLUMN POURS FOR EACH POUR THE ENGINEER SHALL
BE PROVIDED W/ TH (1) 3 -DAY 7ESTS, ONE (1) 7 -DAY TEST TWO (2) 28 -DAY TEST ONE
(1) SPARE, AND ONE (1) SLUMP TESTS
6. UNLESS NOTED OTHERWISE, 28 DAY COMPRESSIVE STRENGTH OF CAST -IN-PLACE
CONCRETE SHALL BE 3,000 PSI
7 UNLESS NOTED OTHERWISE, MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL BE
AS FOLLOWS. -
CONCRETE CAST AGAINST EARTH - J.
FORMED CONCRETE EXPOSED TO EARTH OR WEATHER:
f6 THROUGH 118 BARS - 2"
,f5 BARS AND SMALLER = 1%2"
INTERIOR SLABS AND WALLS WITH ill BAR AND SMALLER - 3/"
INTERIOR BEAMS, COLUMNS. - 1%2"
8. CONCRETE SLUMP SHALL BE 3" MIN. TO 5" MAX.
9. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60 U.N.O.
10. ALL SPLICES SHALL CONFORM TO ACI 318, CLASS "B" SPLICES U.N.O. (SEE LAP
SPLICE TABLE ON C/S4.0). PROVIDE CORNER BARS OF 30"X30" FOR TOP AND BOTTOM
BARS AT ALL CORNERS AND IN 7FRSEC TIONS OF TIE BEAMS AND FOUNDATIONS.
11. CONSTRUCTION JOINTS SHALL FALL AT CONTROL JOINTS AND SHALL BE KEYED.
12. WELDING OR TACK WELDING OF REINFORCING STEEL SHALL NOT BE PERMITTED EXCEPT
AS AUTHORIZED OR DIRECTED BY 7HE STRUCTURAL ENGINEER OR HIS REPRESENTATIVE.
13. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 AND SHALL BE SUPPLIED IN
SHEE751 LAP SHEETS 8" MIN, TO CONTAIN AT LEAST ONE CROSS WIRE WITHIN THE 8"
14. PROVIDE 2 14 (X3'-0 LONG) BARS AT ALL RE-ENTRANT CORNERS OF ALL SLABS ON
GRADE AND UPPER FLOOR SLABS
STRUCTURAL STEEL:
1. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED ACCORDING TO THE RISC
SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AND THE A/SC CODE OF STANDARD
PRACTICE FOR STEEL BUILDINGS AND BRIDGES, LATEST EDITIONS.
2. SHOP DRAWINGS PREPARED /N ACCORDANCE WITH THE LATEST "STRUCTURAL STEEL
DETAILING MANUAL OF THE A/SC" SHALL BE SIGNED AND SEALED BY AN ENGINEER
REGISTERED /N FLORIDA, AND SUBMITTED TO THE A/E FOR REVIEW. NO FABRICATION
SHALL BEGIN UN77L SHOP DRAWINGS ARE COMPLETED AND REVIEWED.
J. UNLESS NOTED OTHERWISE, STRUCTURAL STEEL SECTIONS SHALL CONFORM TO THE
FOLLOWING.•
A. W -SHAPES ASTM A992, GRADE 50.
(ASTM A 572, GRADE 50 MAY BE SUBST177JTED FOR ASTM A992.)
B. SQUARE/RECANGULAR HSS ASTM A500, GRADE B
C. ROUND HSS ASTM A501 OR ASTM A53, GRADE B.
D. OTHER STEEL SHAPES ASTM A36
4. BOLTS, WELDS, ANCHORS, AND HEADED S7UDS.
A. WELDS SHALL CONFORM TO "STRUCTURAL WELDING CODE" OF THE AMERICAN
WELDING SOCIETY (AWS) D1.1. USE E70XX ELECTRODES. PROOF OF WELDER
CERTIFICATION SHALL BE AVAILABLE AT THE JOB SITE. MINIMUM WELD SIZE
ACCORDING TO A/SC, LATEST EDITION.
B. BOLTS SHALL CONFORM TO ASTM A325, 314" MIN DIAMETER, U.N.O.
C. UNLESS N07ED OTHERWISE, EXPANSION ANCHORS SHALL BE 31"0 HILTI
KWIK-BOLTS WITH 43/4" MINIMUM EMBEDMENT OR AN APPROVED EQUAL.
D. ANCHOR BOLTS SHALL CONFORM TO ASTM AJ07 AND SHALL BE GALVANIZED 1F
EXPOSED /N THE FINISHED STRUCTURE
5. STEEL SHAPES PLATES ETC. WHICH ARE EXPOSED TO WEATHER SHALL BE G90
GALVANIZED. PROVIDE ONE COAT OF SHOP PAINT ON ALL UNGALVAN/ZED PIECES EXCEPT
AT AREAS TO BE FIELD WELDED. TOUCH UP FIELD WELDS AND ANY DAMAGED AREAS OF
PAINT IN FIELD AFTER WELDING (USE GAL VAN/ZED PAINT FOR TOUCH UP OF GAL VANIZED
STEEL).
SPECIALTY ENGINEERED SYSTEMS:
1. THE DESIGN WIND PRESSURES FOR EXTERIOR WINDOWS AND DOORS ARE GIVEN IN
THESE DOCUMENTS. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND PRODUCT
CONTROL APPROVALS TO THE ENGINEER SHOWING THAT THE DOORS, WINDOWS AND
OTHER CLADDING SYSTEMS MEET THE DESIGN PRESSURES AND DEBRIS IMPACT CRITERIA
FOR HVHZ PER FBC REQUIREMENTS.
1. MA TER/ALS, TESTING OF MA 7FR/ALS AND STORAGE OF MA TER/ALS SHALL CONFORM TO
ACI STANDARD SPECIFICATIONS FOR MASONRY STRUCTURES AND BUILDING CODE
REQUIREMENTS (ACI 530 AND 530. 1, LATEST EDITIONS)..
2. ALL CMU SHALL BE GRADE N-1, CONFORMING TO ASTM C-90. MORTAR SHALL BE
TYPE M AND CONFORM TO ASTM C-270 AND AGGREGATES TO ASTM C-144. COARSE
MASONRY GROUT SHALL CONFORM TO ASTMC476 WITH A MINIMUM COMPRESSIVE
STRENGTH OF 2,500 PSI AND A SLUMP OF _00" -
10': MINIMUM 28 DAY COMPRESSIVE
STRENGTH f'm OF THE MASONRY SHALL BE 2,000 PSI.
J. ALL MASONRY CONSTRUCTION SHALL BE RUNNING BOND. MORTAR JOINTS SHALL NOT
EXCEED 5/8" THICKNESS IN CONCEALED AREAS AND WITHIN SPECIFIED TOLERANCES /N
AREAS EXPOSED TO VIEW. FOUNDATIONS WHERE VERTICAL AND HORIZONTAL ALIGNMENT
WOULD CAUSE MORTAR JOINTS TO BE LESS THAN 1/4" OR MORE THAN 1/2" THICK
SHALL BE CORRECTED PRIOR TO COMMENCING MASONRY CONSTRUCTION.
4. PIPES OR CONDUITS MAY PENETRATE HORIZONTALLY THROUGH MASONRY WALLS BY
MEANS OF A GALVANIZED STEEL SLEEVE NO THINNER THAN STANDARD WEIGHT
(SCHEDULE 40), ASTM A53, SOLIDLY GROUTED OR MORTARED IN PLACE. PLACE SLEEVES
NOT CLOSER THAN THREE DIAMETERS ON CENTER. MAX SIZE OF SLEEVE SHALL BE 12':
5. MAXIMUM SIZE OF EMBEDDED VERTICAL PIPE OR CONDUIT IN A BEARING WALL SHALL
NOT EXCEED 1/3 OF WALL THICKNESS PIPES SHALL NOT BE PLACED CLOSER THAN
THREE DIAMETERS ON CENTER.
6. HORIZONTAL JOINT REINFORCEMENT /N ALL CMU WALLS SHALL BE 9 GAGE DEFORMED
GALVANIZED TRUSS TYPE, 16" ON CENTER. JOINT REINFORCEMENT SHALL BE FULLY
EMBEDDED /N MORTAR WITH A MINIMUM COVER OF 5/8':
7. SEE PLANS FOR VERTICAL REINFORCEMENT /N WALLS PROVIDE MINIMUM LAP OF 48
BAR DIAMETERS FILL ALL REINFORCED CELLS WITH GROUT FOR FULL HEIGHT. ALL CELLS
LOCATED BELOW GRADE SHALL BE FILLED WITH GROUT. REINFORCE CELLS ADJACENT TO
DOOR, WINDOW AND OPENINGS IN ACCORDANCE WITH CMU OPENING REINFORCING DETAIL.
8. ALIGN VERTICAL CORES EVENLY FOR THE FULL HEIGHT WHERE CELLS ARE TO BE
GROUTED. GROUT IN VERTICAL CORES SHALL NOT BE PLACED IN LIFTS GREATER THAN 5
FEET PROVIDE CLEAN OUTS WHEN GROU77NG BLOCK CELLS.
9. MASONRY WALLS MUST BE BRACED DURING ERECTION FOR WIND AND CONSTRUCTION
LOADS BRACES MUST BE DESIGNED, CONSTRUCTED AND ERECTED IN A FASHION AS TO
PREVENT PERMANENT SCARRING OF EXPOSED MASONRY SURFACES.
10. ALL MASONRY WALLS SHOWN ON STRUCTURAL DRAWINGS SHALL BE IN PLACE PRIOR
l LUMNS AND BEAMS OVER THE WALLS EXCEPT
TO FORMING OR PLACING CONCRETEIN ,
AS OTHERWISE SPECIFIED. HORIZONTAL JOINT REINFORCING SHALL EXTEND A MINIMUM OF
6" INTO ALL ABUTTING COLUMNS
11. INTERSECTING WALLS SHALL BE CONNECTED WITH AT LEAST 507 OF MASONRY UNITS
AT THE INTERFACE SHALL INTERLOCK,
MECHANICAL FASTENERS:
ALL ANCHORS SHALL PROVIDE EQUAL OR GREATER STRUCTURAL LOAD CAPACITIES
(ALLOWABLE OR UL T/MA TE) THAN THOSE SPECIFIED BELOW. WHERE AL 7FRNA T/ VE SYSTEMS
PREFERRED, THE CONTRACTOR SHALL ENSURE THE ALTERNATE SYSTEM CAN PROVIDE
SUCH LOADS, AND SHALL CONTACT THE ENGINEER TO ADVISE SUCH CHANGES THE
CONTRACTOR MUST ALSO PROVIDE LOAD TABLES, OR OTHER LITERATURE WHICH SPECIFIES
SUCH CAPACITIES, AT THE ENGINEERS, ARCHITECTS, OR OWNERS REQUEST
EXPANSION ANCHORS.- KW/K BOL IS (KB3) BY HIL 77
ADHESIVE ANCHORS- 'EPDXY TIE' (SET ET, ET/F) BY SIMPSON
MASONRY SCREWS. • 'TITEN' BY SIMPSON, OR 'TAPPER' BY POWERS
ALL FASTENERS SHALL BE INSTALLED AS SPECIFIED BY 774E MANUFACTURER WHERE
EMBEDMENT DEPTH, SPACING, EDGE DISTANCE, OR END DISTANCE IS NOT SPECIFIED. THE
MORE STRINGENT SPECIFIED BY EACH FASTENER'S MANUFACTURER SHALL BE USED. ALL
FASTENERS SHALL COMPLY WITH THE REQUIREMENTS SET BY THE GOVERNING BUILDING
CODE.
E&P SCOPE OF WORK:
THE DESIGN OF STRUCTURAL ELEMENTS FOR:
• NEW ONE STORY POOL FACILITY BUILDING
• NEW ENTRANCE MONUMENT SIGN
LIST OF STRUCTURAL DRAWINGS:
S1.0 -
STRUCTURAL NOTES
S2,0 --
FLOOR PLAN
S2.1 -
ROOF FRAMING PLAN
S3.0 -
STRUCTURAL SECTIONS
S3.1 -
STRUCTURAL SECTIONS
S4.0 -
TYPICAL STRUCTURAL DETAILS
S4.1 -
STRUCTURAL DETAILS & SCHEDULES
S5.0 -
WIND PRESSURES
S6.0 -
ENTRANCE SIGN
OPEN WEB STEEL JOIST:
1. ALL JOISTS SHALL HAVE A SHOP COAT OR RUST INHIBITIVE NDN BITUMINOUS PAINT
MEETING THE MINIMUM PERFORMANCE REQUIREMENTS OF THE LATEST SJ(
SPECIFICATIONS, UNLESS OTHERWISE NOTED.
2. STEEL ROOF JOISTS SHALL BE DESIGNED TO CARRY THE SPECIFIED DEAD AND LIVE
LOADS AND TO RESIST WIND UPLIFT FORCES PER ASCE 7-10.
3. FABRICA TE THE JOIST SEA T TO MA TCH THE SLOPE OF ROOF FRAMING AS REQUIRED.
4. STEEL JOIST SHALL BE DESIGNED, FABRICATED, AND ERECTED TO THE REQUIREMENTS
OF THE SPECIFICATIONS OF THE STEEL JOIST INSTITUTE. MANUFACTURER SHALL BE A
MEMBER OF THE STEEL JOIST INSTITUTE. PROVIDE BRIDGING AND SPACING /N
ACCORDANCE WITH SJI LATEST STANDARDS UNLESS NOTED OTHERWISE.
5. PROVIDE AN ADDITIONAL ROW OF BRIDGING AT THE FIRST BOTTOM CHORD PANEL
POINT, AND AT EACH END OF ALL JOISTS TO RESIST WIND UPLIFT FORCES. ALL
BRIDGING SHALL BE COMPLETELY INSTALLED BEFORE CONSMUC77ON LOADS ARE
PLACED ON THE STRUCTURE.
6. ALL HANGERS SUPPORTING MECHANICAL EQUIPMENT, PIPES, AND OTHER
CONCENTRATED LOADS ARE TO BE SUPPORTED BY 7HE BOTTOM CHORD OF JOISTS
AND SHALL BE LOCATED AT THE JOIST PANEL POINTS OR PROVIDED WITH JOIST
STIFFENERS. JOIST BRIDGING SHALL NOT BE USED TO SUPPORT PIPING, CONDUIT
DUCTWORK, ETC,.
7. WELD OR BOLT EVERY OWSJ TO SUPPORTING STEEL AND/OR WALL PLATES.
8. CAMBER JOISTS FOR DEAD LOAD. MAXIMUM DEFLECTION OF JOISTS AND ROOF DECK
k OF SPAN UNDER LIVE LOAD.
9. FABRICATOR SHALL ADD WEIGHTS OF ALL MECHANICAL ROOF UNITS IN THE DESIGN
LOAD OF OWSJ AND VERIFY WITH THE ARCHITECT OR MECHANICAL ENGINEER.
10. FABRICATOR SHALL SUBMIT DESIGN DATA AND ERECTION DIAGRAMS SHOP DRAWINGS
SHALL BE PREPARED UNDER THE SUPERVISION OF A LICENSED PROFESSIONAL
ENGINEER.
11. MINIMUM BEARING SHALL BE.•
ON MASONRY.• ON CONCRETE.•
K SERIES.- 4" 4"
METAL DECK:
1. METAL DECK SHALL CONFORM TO STEEL DECK /NSTITUTF (SDI) SPECIFICATIONS, LATEST
EDI TION.
2. DECKING SHALL BE CONTINUOUS OVER 3 SPANS MINIMUM WHERE SUPPORTING
STRUCTURE PERMITS. DECK TO SPAN NO LESS THAN TWO SPANS PER PANEL.
J. DECKING SHALL BE ERECTED /N STRICT ACCORDANCE WITH MANUFACTURER'S
SPECIFICATIONS AND STEEL DECK INSTITUTE SPECIFICATIONS.
4. 1.5" GAGE 22 DECK (SLOT VENTED) SHALL BE FASTENED TO END ANGLE SUPPORTS
AND JOIST SUPPORTS WITH J" PUDDLE WELDS ON A 36/7 PATTERN. FASTENED S/DELAPS
AND TO SIDE ANGLES WITH J10 TEK SCREWS ® 10" O.C.
FIELD WELDING:
1. WELDING SHALL BE DONE BY A CERTIFIED ARC WELDER USING THE LATEST APPROVED
A. WS. TECHNIQUES.
2 ALL WELDS SHALL CONFORM TO THE LATEST A.W.S. SPECIFICATION US/NG E-70XX
ELECTRODES.
J. ALL FIELD WELDS SHALL BE WIRE -BRUSHED CLEAN do COATED WITH ANT/ RUST PAINT
WELDING REQUIREMENTS.,
STEEL JOISTS TO EMBEDS, (K SERIES) j" MINIMUM WELD
ABBREVIATIONS:
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RECREATIONAL
DESIGN AND
CONSTRUCTION, INC.
3990 North Powerline Road
Ft. Lauderdale, FL 33309
Voice: 954.566.3885
Fax: 954.566.3335
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ANCHOR BOLT
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ARCHITECT/ENGINEER
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LIGHTWEIGHT INSULATING CONCRETE
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