HomeMy WebLinkAboutCARPORT DETAILSr
ROLL -UP
DOOR
FRONT ELEVATION
REAR ELEVATION
GENERALNOTES
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RIGHT SIDE ELEVATION ST. Lucie County, Permitting ///////11111111 1\\\\\1YY U O
LEFT SIDE ELEVATION
1. THESE PLANS BELONG EXCLUSIVELY TO THE STRUCTURE, INCLUDING MAIN WIND FORCE RESISTING SYSTEM(MWFRS), COMPONENTS AND CLADDING(C&C), AND BASE RAIL ANCHORAGE.
OTHER DESIGN ISSUES, INCLUDING BUT NOT LIMITED TO PROPERTY SET -BACKS, ELECTRICAL, PLUMBING, INGRESVEGRESS, FINISH FLOOR SLOPES AND ELEVATIONS,
OR OTHER LOCAL ZONING REQUIREMENTS ARE THE LIABILITY OF OTHERS.
2. THESE STRUCTURES ARE ENGINEERED AS NON -HABITABLE STORAGE/UTUTY STRUCTURES (RISK CATEGORY I) CAPABLE OF SUPPORTING DEAD LOAD OF THE STRUCTURE
OWNER'S RISK FLORIDA ENGINEERING LLC, SHALL NOT BE RESPONSIBLE FOR FAILURE OR STRUCTURAL DAMAGE DUE TO THE EXTRA LOAD.
3. ALL C&C SHALL BE INSTALLED ACCORDING TO THE MANUFACTURER'S MANUALS AND INSTRUCTIONS.
4. FRAMING AROUND ROLL -UP DOOR OPENINGS SHALL BE I2GA TS POSTS AND I2GA TUBE STEEL ITS) H EADERS CROSS-SECTION MATCHING THE REMAINDER OF THE BUILDING FRAMING.
& ALL STEEL TUBING SHALL BE 50 KSI GALVANIZED STEEL, ALL FASTENERS SHALL BE ZINC COATED HARDWARE.
B. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AT28 DAYS- THE REINFORCING STEEL SHALL BE MINIMUM GRADE 40. CONCRETE SLAB FOUNDATIONS
SHALL BE REINFORCED WITH 6X6-WI.4XW1.4 WELDED WIRE FABRIC COMPLYING WITH ASTMA 185, OR WITH SYNTHETIC FIBER REINFORCEMENT COMPLYING WITH ASTM C1116.
7. ALL FIELD FRAMING CONNECTIONS SHALL BE#12-14x3/4"SELF DRILLING SCREWS WITHOUT CONTROL SEAL WASHERS. ALL SHOP FRAMING CONNECTIONS SHALL BE WELDED.
8. POST/RAFTER BRACING: BRACE ON EVERY POST/RAFTER CONNECTION, EXCEPT FOR END WALLS AND GABLE ENDS.
9. CONCRETE ANCHORS SHALL BE I2"x5ln" WEDGE (1/2"x5" TAPCON LOT ON OTHER) ANCHORS OR EQUIVALENT.
10. SLAB FOUNDATION SUBGRADE SOILS SHALL BE TERMITE TREATED AND COVERED WITH 6 MIL VAPOR RETARDER PER SECTION R318.1 OF THE FLORIDA BUILDING CODE, SIXTH EDITION
(2017)- RESIDENTIAL, AND SECTION 1816.1 OF THE FLORIDA BUILDING CODE, SIXTH EDInON (2017) - BUILDING. MINIMUM ALLOWABLE FOUNDATION SOIL CONTACT BEARING PRESSURE
OF 2,000 PSF IS ASSUMED.
11. 14 GA FRAMING IS 2-12" x 2.12" TUBE STEEL ITS). NIPPLES ARE 2-1/4" x2-1/4" TS FOR 14 GA FRAMING. 12 GA FRAMING IS 2-1/4" x 2-1/4" TS. NIPPLES ARE 2" x 2" TS FOR 12 GA FRAMING,
EXCEPT AS NOTED IN NOTE 4 ABOVE:
1FIRK-3NL-la14LTT_1
APPLICABLE CODES, REGULATIONS & STANDARDS:
1. THE 2017 FLORIDA BUILDING CODE, 6TH EDITION SPECIFICALLY
CHAPTER 16 STRUCTURAL DESIGN, CHAPTER 20 ALUMINUM &
CHAPTER23 WOOD.
2. ASCE 7-10. & SED
3. NDS NATIONAL DESIGN SPECIFICATION FOR WOOD.
4. AC1318 CONCRETE REFRENCE MANUAL
& PCI PRECAST& PRESTRESSED CONCRETE.
6. AA ASM 35&AA ADM
WIND LOADS:
1. BUILDING OCCUPANCY CATEGORY, PARAGRAPH 1604.5 & TABLE
2. BASIC WIND SPEED, TABLE 1609C, STATE OF FLORIDA DEBRIS
REGION & BASIC WIND SPEED, PARAGRAPH 1609.3.1 &TABLE
PRODUCTCATEGORY
SUBCATEGORY
MANUFACTURER
APPROVAL
No. & DATE
STRUCTURAL
ROOF DECK
CARPORTS ANYWHERE
FL27402.1
COMPONENTS
HAMPTON RIB ROOF PANEL
8115/18
STRUCTURAL
STRUCTURAL
CARPORTS ANYWHERE
FL27403.1
COMPONENTS
WALL
HAMPTON RIB WALL PANEL
8115118
EXTERIOR
ROLL -UP
ASTA INDUSTRIES INC.
FL8888.1-R5
DOORS
MODEL 203
10/07117
EXTERIOR
SWINGING
ELIXER DOOR AND
FL17996.5-Ri
DOORS
METAL COMPANY
01129/18
SERIES 407
OCCUPANCY GROUP:
CONSTRUCTION TYPE:
BUILDING ENCLOSURE TYPE:
RISK CATEGORY:
ULTIMATE WIND SPEED (MPH):
NOMINAL DESIGN WIND SPEED (MPH):
WIND EXPOSURE CATEGORY:
MEAN ROOF HEIGHT (FEET):
ROOF ANGLE (DEGREES):
DESIGN PRESSURES (PSF):
ROOF:
ZONE 1:
ZONE 2:
ZONE 3:
DESIGN ROOF PRESSURES:
WALLS:
ZONE 4:
ZONE 5:
DESIGN WALL PRESSURES:
SWINGING DOOR:
ROLL -UP DOOR:
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ENCLOSED
I
160
116
D
15.375
14.0
+19.2/30
+19.2/-51.6
a19.2/-44.6
+32.7/-35.4
+32.7143.5
+32.7 / 36.4
+32.71-35.4
+27.31-29.6
CONCRETE NOTE
ALL OPEN AREAS OF CONCRETE
OUTSIDE OF THE PROPOSED
STRUCTURE SHALL BE DESIGNED
TO SLOPE AWAY FROM THE
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:EALED FASTENERS OR ATTACHMENT'
ARE THE RESPONSIBILITY OF THE
CONTRACTOR OF RECORD,
THESE PLANS AND ALL PROPOSED WO'
ARE SUBJECT TO ANY CORRECTIONS
REQUIRED BY FIELD INSPECTORS THAT
MAY BE NECESSARY IN ORDER TO
COMPLY WITH ALL APPLICABLE CODES
COVERAGE OF THE REINFORCED STEEL
MINIMUM CONCRETE COVER OVER THE REINFORCED STEEL BARS IN THE FOUNONVONS SHALL BE:
3INCHES WHERE THE CONCRETE IS POURED AGAINST AND TEMPORARY IN COMACT WITH THE EARTH
OR UNPROTECTED FROM THE EARTH OR WEATHER, OTHERWISE 1-IQ INCHES. REINFORCED BARS SCANNED
EMBEDDED IN GROUTED CELLS SHALL HAVE MWIMUM DISTANCE OF 1N INCH FOR FINE GROW
OR IQ INCH FOR COARSE GROUT BETWEEN REINFORCED BARS AND PLANE OF THE CELL ��
REINFORCED BARS IMPLEMENTED IN THE STONEWORK SHALL HAVE A MASONRY COVER 21NCHES FOR
MASONRY UNITS WITH FACE EXPOSED TO THE EARTH OR WEATHER I -In INCHES FOR STONEWORK �1B
NOT EXPOSEDTOTHEWEATHEROREARTH. �`, Lucie COUP
REINFORCINGSTEM,
THE REINFORSING STEEL SHALL BE MINIMUM GRADE 40.
CONCRETE
CONCRETE SHALL HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF 2G00 PSI.
GALVANIZATION:
THE EXTERIOR WALL CONSTRUCTION WITH META -ACCESSORIES THAT DON'T HAVE DIRECT EXPOSING OF WHETHER SHALL BE GALVANIZED
ACCORDING TO ASTMA 153, OIASS B-2. SCREWS, SOLTS. PLATE CONNECTORS AND NAILS EXPOSED DIRECTLY TO THE WEATHER SHALL
BE STAINLESS STEEL OR HOT DIPPED GALVANIZED_
REINFORCEMENT MAY BE BEM IN THE FIELD OR SHOP AS LONG AS:
1. IT IS BENT COLD;
2. REINFRCEMENT PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE REM BEM;
3. THE DIAMETER OF TIE BEND, MEASURED ON THE INSIDE OF THE BAR, IS NOT LESS THAN SIXAAR DIAMETERS.
EXCEPTION;
WHERE BENDING IS NECESSARY TO ALIGN DOWEL BARS WITH A VERTICAL CELL, BARS PARTIALLY EMBEDDED IN CONCRETE SHALL BE
PERMITTED TO BE BEM AT SLOPE OF NOT MORE THAN 1 INCH OF HORIZONTAL DISPLACEMENT TO 6INCHES OF VERTICAL BAR LENGTH.
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SECTION 1 - 1
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DESIGN DATE: 9/24/2018
REVISION I: DATE
PAGE:
12
REVISION 2: DATE
SCALE: NTS
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SCALE: NM
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DESIGN DATE: 9/24/2018
REVISION 1: DATE
PAGE:
REVISION 2: DATE
SCALE: NTS