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WIND INFORMATION
<br />I m SPECIFICATION-S..
<br />1, 1. CONSTRUCTION:
<br />1. 1. 1. ACI 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, LATEST EDITION
<br />1.1.2. ACI-ASCE 530, SPECIFICATIONS FOR MASONRY STRUCTURES, LATEST EDITION
<br />1.1.3. ASTM C270, C476, C270 AND C90 SPECIFICATIONS FOR MASONRY STRUCTURES
<br />1.1.4. NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION LATEST EDITION AND ALL
<br />ACCOMPANYING SUPPLEMENTS.
<br />1.1.5. THE FLORIDA BUILDING CODE: LATEST EDITION
<br />1. 2. DESIGN:
<br />1.2.1. ACI 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, LATEST EDITION
<br />1.2.2. ACI-ASCE 530, SPECIFICATIONS FOR MASONRY STRUCTURES, LATEST EDITION
<br />1.2.3. ASTM SPECIFICATIONS FOR MASONRY STRUCTURES
<br />1.2.4. NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION, LATEST EDITION AND ALL
<br />ACCOMPANYING SUPPLEMENTS.
<br />1.2.5. NATIONAL FOREST PRODUCTS ASSOCIATION, LATEST EDITION
<br />1.2.6. THE FLORIDA BUILDING CODE SBCCI : LATEST EDITION
<br />1, 3. GEOMETRIC CONTROL:
<br />1.3. 1. ELEVATIONS ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1988 (NAVD
<br />1988). SURVEY INFORMATION PROVIDED BY OWNER/CONTRACTOR.
<br />1. 4. SHOP DRAWINGS:
<br />1.4. 1. THERE SHALL NOT BE ANY DEVIATIONS FROM THESE DESIGN PLANS BY OTHERS DURING THE PREPARATION OF SHOP
<br />DRAWINGS WITHOUT WRITTEN
<br />APPROVAL FROM THE ENGINEER OF RECORD.
<br />ALL SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ENGINEER OF RECORD PRIOR TO THE COMMENCEMENT OF
<br />1.4.2. CONSTRUCTION.
<br />ALL ITEMS IDENTIFIED OR INTENDED TO BE DESIGNED BY OTHERS REQUIRE SHOP DRAWINGS TO BE SIGNED AND SEALED
<br />AND SHALL INCLUDE; DRAWINGS
<br />1.4.3. AND CALCULATIONS, REACTIONS AND BEARING POINTS, BRACING REQUIREMENTS, LIFTING LOCATIONS, AND CONNECTIONS
<br />TO SUPPORTING TRUSS
<br />MEMBERS.
<br />2.
<br />DESIGN'' LOADS .._______.__._1
<br />2.
<br />1.
<br />DEAD LOADS:
<br />2. 1. 1. UNIT WEIGHT OF SOIL, COMPACTED:
<br />120 PCF
<br />2.1.2. UNIT WEIGHT OF REINFORCED CONCRETE:
<br />150 PCF
<br />2.1.3. UNIT WEIGHT OF 8" C.M.U. BLOCK:
<br />55 PSF
<br />2.1.4. 1ST FLOOR SUPERIMPOSED LOAD:
<br />20 PSF
<br />2.1.5. UNIT WEIGHT OF 2x4 PARTITION WALLS:
<br />8 PLF
<br />2.1.6. UNIT WEIGHT OF 2x6 BEARING WALLS:
<br />12 PLF
<br />2.1.7. 2ND FLOOR SELF WEIGHT:
<br />8 PSF
<br />2.1.8. 2ND FLOOR SUPERIMPOSED LOAD:
<br />20 PSF
<br />2.1.9. ROOF SELF WEIGHT:
<br />20 PSF
<br />2.1.10, ROOF SUPERIMPOSED LOAD:
<br />20 PSF
<br />2.1.11, FLOOR TRUSS
<br />TOP CHORD MINIMUM
<br />25 PSF
<br />BOTTOM CHORD MINIMUM
<br />5 PSF
<br />2 1 12 ROOF TRUSS
<br />15 PSF
<br />TOP CHORD MINIMUM
<br />10 PSF
<br />BOTTOM CHORD MINIMUM
<br />2,
<br />2.
<br />LIVE LOADS:
<br />2.2.1. SIDEWALK AND DRIVEWAY LOAD:
<br />200 PSF
<br />2.2.2. GARAGE LOADS :
<br />50 PSF
<br />2.2.3. CORRIDORS AND BATHROOMS:
<br />100 PSF
<br />2.2.4. PARTITIONED ROOMS:
<br />100 PSF
<br />2.2. 5. BALCONY AND DECKS:
<br />60 PSF
<br />2.2. 6. STAIRWAYS AND LANDINGS:
<br />100 PSF
<br />2.2.7. ROOF:
<br />30 PSF
<br />2.
<br />4.
<br />WIND LOADS:
<br />2.4.1. WIND DESIGN TO BE CONDUCTED IN ACCORDANCE ASCE 7-10
<br />AND CONDUCTED BASED ON A 3 SECOND 150 MPH WIND GUST.
<br />2,
<br />S.
<br />THERMAL FORCES:
<br />2.5.1. SEASONAL VARIATION FOR DESIGN AND CONSTRUCTION:
<br />MEDIAN TEMPERATURE: 70 F
<br />TEMPERATURE RISE: 25 F
<br />TEMPERATURE FALL: 35 F
<br />MEDIAN RELATIVE HUMIDITY:
<br />2.5.2. 75%
<br />2,
<br />6,
<br />CREEP AND SHRINKAGE:
<br />2.6.1. ALL LOSSES IN ACCORDANCE WITH ACI 318, LATEST EDITION
<br />2.7.
<br />SEISMIC LOADS:
<br />2.7.1. SEISMIC PERFORMANCE CATEGORY "A"
<br />2.
<br />8,
<br />DESIGN WIND SPEEDS:
<br />2.8.1. COMPONENTS AND CLADDING NET PRESSURE COEFFICIENTS ARE IN ACCORDANCE WITH TABLE 1609.6.2 (1) AND TABLE
<br />1609.6.2 (2).
<br />2.8.2. GARAGE DOOR AND ROLLING DOOR WIND LOADS FOR A BUILDING WITH A MEAN ROOF HEIGHT OF 30 FEET LOCATED IN
<br />EXPOSURE B, TABLE 1609.7 (1).
<br />2.8.3. ADJUSTMENT FACTOR FOR BUILDING HEIGHT AND EXPOSURE, TABLE 1609.7 (2).
<br />COMPONENTS AND CLADDING DESIGN WIND PRESSURES ROOF OVERHANG NET DESIGN PRESSURE
<br />Wind Speed 150mph 3 second gust
<br />Exposure Category = B
<br />Mean Reoccurrence Interval 700 Years
<br />Category II - Mean Roof Height 30ft.
<br />Internal Pressure Coefficient (GCpi) = t.18 (Enclosed Structure)
<br />Minus signs signify pressures acting away from building surfaces
<br />Sloped Roof > 7 to 27 degrees
<br />ROOF ZONE
<br />Wind Area (Sq. ft.)
<br />10 20
<br />23.3 -37.0 21.3
<br />23.3 -64.5 21.3
<br />-36.0
<br />-59.3
<br />50
<br />18.5 -34.6
<br />18.5 -52.5
<br />100
<br />16.5 -33.6
<br />16.5 -47.3
<br />1
<br />2
<br />3
<br />23.3 -95.4 21.3
<br />10 20
<br />40.5 -43.9 38.7 -42.1
<br />40.5 -54.2 38.7 -50.5
<br />-89.2
<br />50
<br />36.2
<br />36.2
<br />18.5 -81.0
<br />100
<br />-39.7 34.4 -37.8
<br />45.7 34.4 -42.1
<br />16.5 -74.8
<br />500
<br />30.2 -33.6
<br />30.2 -33.6
<br />WALL ZONE
<br />4
<br />5
<br />Envelope Procedure, the net wind load is calculated using the following equation:
<br />P = gh[(GCpf) - (GCpi)]
<br />Enclosure Classification
<br />(GCpi)
<br />Open Buildings
<br />0.00
<br />Partially Enclosed Buildings
<br />+0.55 -0.55
<br />Enclosed Buildings
<br />+0.18 -0.18
<br />3,.,____,__D_ES1GN METHOD
<br />3. 1 a LOAD FACTOR DESIGN
<br />3. 1. 1. THE LOAD FACTOR DESIGN METHOD WAS USED TO DESIGN:
<br />CAST -IN -PLACE CONCRETE SLABS, BEAMS, COLUMNS & FOOTINGS
<br />3, 2, SERVICE LOAD DESIGN:
<br />3.2.1. THE SERVICE LOAD DESIGN METHOD WAS USED TO DESIGN:
<br />MASONRY WALLS AND LINTELS
<br />INTERIOR AND EXTERIOR WOOD FRAMING AND SHEATHING
<br />STAIRS AND FLOOR FRAMING
<br />ROOF FRAMING, SHEATHING AND UP LIFT
<br />3. 3. LOAD FACTORS AND COMBINATIONS
<br />3.3.1. THE FOLLOWING LOAD COMBINATIONS WERE DESIGNED FOR:
<br />TOTAL DL + FLOOR LL + ROOF LL
<br />TOTAL DL + FLOOR LL + WL
<br />TOTAL DL + WL
<br />IN THE CASE OF WIND LOADS, AN ALLOWABLE OVER STRESS OF 125% CAN BE CONSIDERED.
<br />3.3.2. ALL ROOF AND FLOOR TRUSSES SHALL BE DESIGNED TO RESIST THE WORST LOAD COMBINATION RESULTING IN THE
<br />MAXIMUM STRESSES PLACED ON
<br />THAT COMPONENT. BOTH PARTIAL, FULL, AND ALTERNATING SPAN LOADING ARE TO BE CONSIDERED.
<br />3.3.3.
<br />3. 4. DESIGN ASSUMPTIONS:
<br />3.4.1. FOUNDATIONS ARE DESIGNED BASED ON A PRESUMPTIVE BEARING CAPACITY OF 2500 PSF ON UNDISTURBED SOIL OR ROCK.
<br />A REGISTERED
<br />GEOTECHNICAL ENGINEER SHALL VERIFY ACTUAL CONDITIONS PRIOR TO PLACEMENT OF THE FOOTING, IF THE FOUNDATION
<br />IS ON PREPARED FILL, THE
<br />REGISTERED GEOTECHNICAL ENGINEER SHALL VERIFY SUITABILITY OF FILL FOR USE AND ITS FOUNDATION BEARING
<br />CAPACITY.
<br />3.4.2. ALL FOUNDATIONS ARE CENTERED UNDER SUPPORTED COLUMNS AND WALLS UNLESS SHOWN OTHERWISE IN THE DESIGN
<br />PLANS.
<br />4. MATERIALS_-
<br />4, 1, REINFORCING STEEL:
<br />4.1.1. REINFORCING STEEL SHALL BE ASTM A615 GRADE 60, fy = 40 Ksi UNLESS OTHERWISE NOTED.
<br />REINFORCING LAP SPLICES SHALL BE 48 BAR DIAMETERS IN LENGTH UNLESS OTHERWISE NOTED.
<br />ALL DIMENSIONS PERTAINING TO THE LOCATION OF REINFORCING ARE TO THE CENTERLINE OF EACH BAR EXCEPT WHERE
<br />4.1.2. THE COVER DIMENSION IS
<br />SHOWN TO THE FACE OF THE CONCRETE.
<br />REINFORCING DETAIL DIMENSIONS ARE OUT TO OUT OF BARS.
<br />4. 1. 3. REINFORCING MECHANICAL COUPLERS ARE TO DEVELOP 125 % OF THE REQUIRED YIELD STRENGTH OF THE BAR AND ARE
<br />TO BE APPROVED BY THE
<br />ENGINEER OF RECORD.
<br />DESIGN COVER REQUIREMENTS:
<br />4.1.4. C-1-P CONCRETE FORMED AGAINST EARTH: 3"
<br />C-1-P CONCRETE EXPOSED TO EXTERIOR: 2"
<br />4.1.5. C-1-P CONCRETE NOT EXPOSED: 1 1/2"
<br />GROUT FILLED MASONRY: 3/4"
<br />PRE STRESSED CONCRETE LINTELS: 1 1/2"
<br />PRE CAST GROUT FILLED LINTELS: 1 1/2"
<br />4a 3, STRUCTURAL LUMBER:
<br />4.4. 1.
<br />MAXIMUM DESIGN VALUES
<br />MODULUS OF
<br />BENDING TENSION SHEAR
<br />ELASTICITY
<br />f b f t fw
<br />E)
<br />INTERIOR FRAMING 2x(4) 1,500 Psi 825 Psi 90 Psi
<br />1,600 Ksi
<br />EXTERIOR FRAMING 2x(6 AND 8) 1,200 Psi 650 Psi 90 Psi
<br />1,600 Ksi
<br />FLOOR FRAMING 2x(8 AND 10) 1,300 Psi 725 Psi 90 Psi
<br />1,700 Ksi
<br />TABLE VALUES ARE MINIMUMS AND ARE BASED ON SOUTHERN PINE No. 2 GRADE.
<br />4.4.2.
<br />ALL PLYWOOD USED FOR EXTERIOR APPLICATIONS SHALL CONFORM TO VOLUNTARY
<br />PRODUCT STANDARD PS 1-83 AND SHALL BE APA RATED SHEATHING EXP 3.
<br />4.4.3.
<br />ALL PLYWOOD USED FOR INTERIOR APPLICATIONS SUCH AS SUB FLOORING AND SHEAR
<br />WALLS SHALL CONFORM TO VOLUNTARY PRODUCT STANDARD PS 1-83 AND SHALL BE APA
<br />RATED SHEATHING EXP 1 OR 2.
<br />4.4.4.
<br />IF OSB BOARD IS TO BE USED IN PLACE OF PLYWOOD IS TO HAVE SIMILAR SECTION
<br />PROPERTIES.
<br />4.4.5.
<br />ONLY STRUCTURAL LUMBER TO BE USED FOR AN EXTERIOR APPLICATION AND IN CONTACT
<br />WITH CONCRETE IS TO RECEIVE A STANDARD GRADE PRESSURE TREATING.
<br />4.4.6.
<br />PRESSURE TREATED STRUCTURAL LUMBER IS NOT TO BE USED FOR ANY INTERIOR
<br />FRAMING.
<br />4.4. FASTENERS AND TIE DOWNS :
<br />4.5.1.
<br />FASTENERS AND TIE DOWNS SHALL CONSIST OF BUT ARE NOT LIMITED TO:
<br />SHAPES, ANGLES, CHANNELS : ASTM A36 Fy = 36 Ksi
<br />ROUND METAL PIPE: ASTM A53, GRADE B Fy = 35 Ksi
<br />SQUARE METAL TUBING: ASTM A500, GRADE B Fy = 46Ksi
<br />HIGH STRENGTH BOLTS: ASTM A325
<br />MACHINE BOLTS: GALVANIZED ASTM A307
<br />4.5.2.
<br />SHEET METAL ACCESSORIES SHALL CONFORM TO: ASTM A446 OR ASTM A526 Fy = 33
<br />Ksi WITH G90 GALVANIZED COATING IN ACCORDANCE WITH ASTM A525.
<br />4.5.3.
<br />NAILS SHALL CONSIST OF: COMMON WIRE NAILS WITH MINIMUM DIAMETER AS FOLLOWS
<br />8d = 0.131 ", 10d = 0.148", 16d = 0.162".
<br />4.5.4.
<br />ALL FASTENERS AND TIE DOWNS EMBEDDED IN CONCRETE OR USED IN AN EXTERIOR
<br />APPLICATION ARE TO RECEIVE AN ANTI -CORROSIVE COATING PRIOR TO
<br />INSTALLATION.
<br />4.5.5.
<br />ALL FASTENERS AND TIE DOWNS ARE TO PROVIDE THE UPLIFT CAPACITY CALLED
<br />FOR IN THE PLANS ASAMINIMUM.
<br />4.5.6.
<br />CONCRETE EMBEDDEWS BOLTS USED FOR UPLIFT ARE TO BE WET SET PRIOR TO
<br />INITIAL SET OF THE CONCRETE, SPACING AND ALIGNMENT ARE TO BE IN ACCORDANCE
<br />WITH THE DESIGN PLANS.
<br />R
<br />A
<br />90%%D HOOK SHOWN
<br />STANDARD HOOK FOR
<br />REINFORCING BAR
<br />L MIN. LAP
<br />LAP SPLICE
<br />RECOMMENDED
<br />END
<br />HOOKS
<br />90%%D HOOK
<br />AND LAP LENGTHS
<br />HOOK
<br />BAR
<br />180%%D HOOK
<br />LAP
<br />A
<br />R
<br />V.
<br />SIZE
<br />A
<br />5"
<br />Lb
<br />18"
<br />#3
<br />6"
<br />#4
<br />6"
<br />8"
<br />1-1/2"
<br />24"
<br />#5
<br />7"
<br />10"
<br />2"
<br />30"
<br />#6
<br />8"
<br />12"
<br />2-1/4"
<br />36"
<br />#7
<br />10"
<br />14"
<br />2.1 /2"
<br />42"
<br />#8
<br />11"
<br />16"
<br />3"
<br />48"
<br />#9
<br />15"
<br />19"
<br />4-3/4"
<br />55"
<br />#10
<br />17"
<br />22"
<br />5-1/2"
<br />61"
<br />UPDATED 11/02/2020 ^
<br />BUILDING RISK CATEGORY: I I_
<br />BASIS OF DESIGN WIND SPEED MPH - 31SECOND.-GUST 150
<br />EXPOSURE CATEGORY (A, B, OR C): "Bel
<br />WINDBORNE DEBRIS REGION REQUIREMENTS: YES ---
<br />A, PLYWOOD SHUTTERS NIA ----
<br />B. SAFETY GLASS YES -
<br />C. ROLL DOWN SHUTTERS NIA
<br />D. OPEN DESIGN .NIA
<br />INTERNAL PRESSURE COEFFICIENT: - fl.__0t1
<br />1. VALLEY LININGS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURES INSTALLATION.
<br />INTSRUCTIONS BEFORE APPLYING CONC. ROOF TILES VALLEY LININGS OF THE FOLLOWING
<br />TYPES SHALL BE PERMITTED.
<br />2. FOR OPEN VALLEYS (VALLEY LINING EXPOSED) LINED WITH METAL, THE VALLEY LINING
<br />SHALL BE AT LEAST 16 INCHES (406 MM) WIDE AND OF ANY OF THE
<br />CORROSION -RESISTANT METALS.
<br />3. FOR OPEN VALLEYS (VALLEY LINING IF TWO PILES OF MINERAL SURFACES ROLL ROOFING
<br />SHALL BE PERMITTED. THE BOTTOM LAYER SHALL BE 18 INCHES (457 MM) AND THE TOP
<br />LAYER A MINIMUM OF 36 INCHES (914 MM) WIDE.
<br />4, FOR CLOSED VALLEYS (VALLEY COVERED WITH SHINGLES), VALLEY LININGS SHALL
<br />BE ONE OF THE FOLLOWING:
<br />A. BOTH TYPES 1 AND 2 ABOVE COMBINED
<br />B. ONE PLY OF SMOOTH ROLL ROOFING AT LEAST 36 INCHES WIDE (914 MM) AND
<br />COMPLYING WITH ASTM D 224.
<br />C. SPECIALITY UNDERLAYMENT AT LEAST 36 INCHES (914 MM) WIDE AND
<br />COMPLYING WITH ASTM D 1470.
<br />WINDOWS__AND-QOOR.Si ._..
<br />1. EXTERIOR WINDOWS AND GLASS DOORS SHALL BE TESTED PRIOR TO INSTALLATION IN
<br />ACCORDANCE WITH ANSI/AMMAINWDA 101 I IS2 STANDARD AND BEAR AN AMMA OR WDMA
<br />LABEL IDENTIFYING THE MANUFACTURER, PERFORMANCE CHARACTERISTICS AND APPROVED
<br />PRODUCT TESTING ENTITY, IN ACCORDANCE WITH CHAPTER 17 OF THE FLORIDA BUILDING
<br />CODE.
<br />2. ALL DOORS & WINDOWS SHALL COMPLY WITH F.B.C. WIND LOAD
<br />REQUIREMENT -150 MPH
<br />3. ALL GLASS DOORS TO BE TEMPERED GLAZING.
<br />4. ANY GLAZING WITHIN 36" HORIZONTALLY AND BELOW 60" OF THE STANDING
<br />SURFACE OF A BATHTUB, SHOWER, SPA, ETC., SHALL BE SAFETY GLAZED.
<br />5. PERIMETER EXTERIOR SEALANT TO BE DOW 795 SILICONE SEALANT OR APPROVED EQUAL;
<br />VERIFY COMPATIBILTIY OF SEALANT WIHT ADJACENT SUBSTRATES PRIOR TO INSTALLATION
<br />6. ALL DOORS AND WINDOW TO FBC NOA COMPLIANT FOR WIND LOAD INDICATED.
<br />FASTNER SPACING AND SIZE SHALL BE IN ACCORDANCE WITH THE MFG: S FBC APPROVED NOA.
<br />7. WINDOW AND DOOR FRAMES SHALL BE PAINTED WITH PPG KYNAR PAINT SYSTEM COMPLYING WITH
<br />AAMA 2605, OR APPROVED EQUAL. COLOR TO BE BONE WHITE OR BY OWNER.
<br />WINDOW- ANCHORAGE REQUIREMENTS:
<br />1. EXTERIOR WINDOWS AND DOORS - WHERE BUCK THICKNESS IS 1-1/2 INCHES OR LESS, THE
<br />- BUCK SHALL BE ATTACHED WITH FASTENERS THROUGH TO JAMB AND SECURED DIRECTLY
<br />TO THE STRUCTURE; MINIMUM EMBEDMENT INTO STRUCTURE IS 1-3/4", OR AS REQUIRED BY
<br />MFG.'S FBC APPROVED NOA CRITERIA FOR THE WIND LOADS INDICATED AND AS REQUIRED
<br />BY LOCAL BUILDING CODES.
<br />STEEL LAP AND- BEND DTLN_
<br />NTS
<br />LINTEL TYPE - A
<br />SPAN T-0"
<br />THRU 6-0"
<br />LINTEL TYPE - B
<br />SPAN 6'-0"
<br />THRU 18'-0"
<br />- LINE OF -
<br />REINF.
<br />STL
<br />4" MIN BEARING
<br />LINTEL SCHEDULE
<br />LINTEL TYPE
<br />TYPE - A
<br />TYPE -B
<br />BAR SIZE BAR QNTY• LINTEL SIZE
<br /># 5 2 8" x 8"
<br /># 5 4 8" x 16"
<br />8" MIN BEARING
<br />LINTEL SCHEDULE & REINF,
<br />NTS
<br />GENERAL NOTES---------
<br />1. CONSTRUCTION SHALL COMPLY WITH ALL LOCAL BULIDING CODES.
<br />4■ 2. CONCRETE : 2. PRE -ENGINEERING ROOF TRUSSES SHALL BE DESIGNED TO MEET 150 MPH
<br />WIND UPLIFT CRITERIA BY A FLORIDA REGISTERED ENGINEER.
<br />4.2. 1. C-I-P CONCRETE
<br />C-I-P GROUT
<br />PRE CAST CONCRETE LINTELS
<br />PRE STRESSED CONCRETE LINTELS
<br />3. CONCRETE SHALL REACH DESIGN STRENGTH WITHIN 28 DAYS OF
<br />PLACEMENT. SLAB ON GRADE CONCRETE SHALL BE CHEMICALLY CURED
<br />WITH MATERIAL COMPATIBLE WITH FLOORING ADHESIVE.
<br />4, ALL STRUCTURAL LUMBER SHALL BE NO. 1 - SOUTHERN YELLOW PINE KILN
<br />DRIED. ALL WD. IN CONTACT WITH CONC. SHALL BE TREATED WITH WOOD
<br />PRESERVATIVE, ALL DIMENSIONAL LUMBER EXPOSED TO WEATHER SHALL
<br />BE PRESSURE TREATED.
<br />4.2. 2. CONCRETE SHALL CONSIST OF 1" MAXIMUM AGGREGATE CONCRETE MIX WITH SLUMP BETWEEN 6" AND 7" AT TIME OF PLACEMENT. SEE ACI 5.
<br />SPECIFICATIONS FOR ADDITIONAL CRITERIA.
<br />4.2.3. GROUT SHALL CONSIST OF PEA ROCK (318" MAXIMUM AGGREGATE) CONCRETE MIX WITH SLUMP BETWEEN Be AND 10" AT TIME OF PLACEMENT. SEE ACI,
<br />ASTM SPECIFICATIONS FOR ADDITIONAL CRITERIA.
<br />6.
<br />4.2.4. CONSTRUCTION JOINTS ARE TO BE PROVIDED IN ACCORDANCE WITH THE DESIGN CODES AND GUIDELINES AT THE ENGINEERS DIRECTION.
<br />4.2.5. METHOD OF CONCRETE FORMING, PLACEMENTAND CURING SHALL BE CONDUCTED IN ACCORDANCE WITH THE ACI, ASTM SPECIFICATIONS AS STATED,
<br />MODULUS OF
<br />MIN. 28 DAY
<br />ELASTICITY
<br />DESIGN (fc)
<br />DESIGN (E)
<br />3,000 Psi
<br />3,122 Ksi
<br />2,000 Psi
<br />2,500 Ksi
<br />3,000 Psi
<br />4,000 Ksi
<br />5,000 Psi
<br />3,200 Ksi
<br />ROOF DECKING SHALL BE INSTALLED IN T & G CONFIGURATION & SHALL
<br />BE NAILED @ 6" O.C. @ EDGES & 12" O.C, INTERMEDIATE AREA NAILS SHALL
<br />BE 10d COMMON DEFORMED SHANK. PERIMETER EDGE FLASHING SHALL BE
<br />PAINTED GALV. 20 GA MTL. MIN. LAP @ ROOF SHALL BE 3" - NAILED @ 6" O.C.
<br />& SET IN MASTIC.
<br />DECK DESIGNS TO COMPLY WITH FBC, SECTION R502, WOOD FLOOR FRAMING,
<br />R502.1.4 DECKS:
<br />WHERE SUPPORTED BYATTACHMENT TO AN EXTERIOR WALL, DECKS SHALL BE POSITIVELY ANCHORED TO THE PRIMARY
<br />STRUCTURE AND DESIGNED FOR
<br />BOTH VERTICAL AND LATERAL LOADS AS APPLICABLE. SUCH ATTACHMENT SHALL NOT BE ACCOMPLISHED BY THE USE OF
<br />TOENAILS OR NAILS SUBJECT TO
<br />WITHDRAWAL.
<br />TYPE OF ROOF SYSTEM:
<br />NOT APPLICABLE TO THIS PROJECT
<br />TERMITE PROTECTION TO COMPLY
<br />WITH FBC,_ SECTION_ 1816_
<br />1. A WEATHER RESISTANT JOB SITE POSTING BOARD SHALL BE PROVIDED TO RECEIVE
<br />DUPLICATE TREATMENT CERTIFICATES TO BE POSTED AFTER EACH REQUIRED PROTECTIVE
<br />TREATMENT IS COMPLETED, A COPY OF THE CERTIFICATE IS TO BE PROVIDED FOR THE
<br />PERSON THE PERMIT IS ISSUED TO, AND ANOTHER COPY FOR THE BUILDING PERMIT FILES.
<br />2. TO ESTABLISH A VERIFIABLE RECORD OF PROTECTIVE TREATMENT, THE TERMITE
<br />CERTIFICATE SHALL 1) INDICATE THE PRODUCT USED, 2) IDENTITY OF THE APPLICATOR, 3)
<br />TIME AND DATE OF THE TREATMENT, 4) SITE LOCATION, 5) AREA TREATED, 6) CHEMICAL
<br />USED, AND 7) PERCENT CONCENTRATION AND NUMBER OF GALLONS USED.
<br />3. IF THE SOIL CHEMICAL BARRIER METHOD FOR TERMITE PREVENTION IS USED, FINAL
<br />EXTERIOR TREATMENT SHALL BE COMPLETED PRIOR TO FINAL BUILDING APPROVAL.
<br />4. A PERMANENT SIGN WHICH IDENTIFIES THE TERMITE TREATMENT PROVIDER AND NEED FOR
<br />RE -INSPECTION AND TREATMENT CONTRACT RENEWAL SHALL BE PROVIDED. THE SIGN
<br />SHALL BE POSTED NEAR THE WATER HEATER OR ELECTRIC PANEL.
<br />5. INITIAL TERMITE CHEMICAL TREATMENT SHALL BE DONE AFTER ALL EXCAVATION AND
<br />BACKFILL IS COMPLETE.
<br />6. SOIL DISTURBED AFTER THE INITIAL TERMITE CHEMICAL TREATMENT SHALL BE
<br />RETREATED INCLUDING SPACES BOXED OR FORMED. BOXED AREAS IN CONCRETE
<br />FLOORS FOR SUBSEQUENT INSTALLATION OF TRAPS, ETC., SHALL BE MADE WITH PERMANENT
<br />METAL OR PLASTIC FORMS. PERMANENT FORMS MUST BE OF A SIZE AND DEPTH THAT WILL
<br />ELIMINATE THE DISTURBANCE OF SOIL AFTER THE INITIAL TREATMENT.
<br />7. ALL VAPOR BARRIER JOINTS MUST BE TAPED, CONTINUOUS WITH DUCT TAPE, AND VAPOR
<br />BARRIER MUST BE INSTALLED TO PROTECT AGAINST RAINFALL DILUTION. IF RAINFALL
<br />OCCURS BEFORE VAPOR BARRIER PLACEMENT, RE -TREATMENT IS REQUIRED.
<br />8. CONCRETE OVERPOUR AND MORTAR ALONG THE FOUNDATION PERIMETER MUST BE
<br />REMOVED BEFORE EXTERIOR SOIL TERMITE CHEMICAL TREATMENT IS APPLIED. TERMITE
<br />CHEMICAL SOIL TREATMENT MUST BE APPLIED UNDER ALL EXTERIOR CONCRETE OR
<br />GRADE WITHIN V-0" OF THE STRUCTURE SIDEWALLS.
<br />9. AN EXTERIOR VERTICAL TERMITE CHEMICAL BARRIER MUST BE INSTALLED AFTER
<br />CONSTRUCTION IS COMPLETE INCLUDING LANDSCAPING AND IRRIGATION. ANY SOIL
<br />DISTURBED AFTER THE VERTICAL BARRIER IS APPLIED, SHALL BE RETREATED.
<br />10. ALL BUILDINGS ARE REQUIRED TO HAVE PRE -CONSTRUCTION TERMITE CHEMICAL
<br />TREATMENT.
<br />11. A CERTIFICATE OF COMPLIANCE MUST BE PREPARED BY A LICENSED TERMITE
<br />TREATMENT APPLICATOR AND IS TO BE ISSUED TO THE BUILDING DEPARTMENT BEFORE A
<br />CERTIFICATE OF OCCUPANCY WILL BE ISSUED.
<br />THE CERTIFICATE OF COMPLIANCE SHALL STATE, "THE BUILDING HAS RECEIVED A
<br />COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. THE TREATMENT
<br />IS IN ACCORDANCE WITH THE RULES AND LAWS OF THE FLORIDA DEPARTMENT OF
<br />AGRICULTURE AND CONSUMER SERVICES."
<br />12. AFTER ALL WORK IS COMPLETED, LOOSE WOOD AND FILL MUST BE REMOVED FROM
<br />BELOW AND WITHIN V-0" OF THE BUILDING. THIS INCLUDES ALL GRADE STAKES, TUB TRAP
<br />BOXES, FORMS, SHORING OR OTHER CELLULOSE CONTAINING MATERIAL.
<br />13. NO WOOD VEGETATION STUMPS, CARDBOARD, TRASH, ETC., SHALL BE BURIED WITHIN
<br />15-0" OF THE BUILDING.
<br />14. CONDENSATE AND ROOF DOWNSPOUTS SHALL DISCHARGE AT LEAST V-0" AWAY FROM
<br />THE BUILDING SIDEWALLS, OR PRECAST SPLASH BLOCKS MUST BE INSTALLED AS
<br />INDICATED ON THE CONTRACRT DOCUMENTS.
<br />15, IRRIGATION/SPRINKLER SYSTEMS INCLUDING ALL RISERS AND SPRAY HEADS SHALL NOT
<br />BE INSTALLED WITHIN V-0" OFTHE BUILDING SIDEWALLS.
<br />1
<br />U0
<br />ttampa
<br />URSAMoRDER"tampa, Inc.
<br />5006 south elberon street 33611
<br />813.832.5557
<br />as2002460
<br />URBANoRDER.tam a inc.
<br />The« pans are copyrighted and are WW to
<br />copyright protection as an `arcNtsctural work" under
<br />section 102 of the oopyright act. 17 u.s.o. as
<br />amended December 1990 and known as architectural
<br />wake copyright protection 0 of 1990. The
<br />protection inctudw but 4 not limited to the mall
<br />form se wee as anangemant end aanposition of
<br />spaces and elements of the design, under each
<br />prolec5on, unautha¢ed use of mace plans, work or
<br />home represented, man l gelry result in the oeacation
<br />of coneauctlon or bulW
<br />ompeasairgs being seized andior
<br />monetary ciem to URBANaRDE.Rltampa inc.,
<br />Florida registration AA2M460.
<br />ISSUE DATE
<br />05/15/2019
<br />REVISIONS
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<br />JOETOPH.
<br />FL.,REG.AR10095
<br />DATE: 11/1912020
<br />DRWN,
<br />CHKDI
<br />SCALE:
<br />DISCLAIMER
<br />THE CLIENT UNDERSTANDS THAT THERE IS NO LIABILITY INSURANCE THAT CAN BE CLAIMED PER THIS PROJECT AND AGREES
<br />TO HOLD HARMLESS, INDEMNIFY, AND DEFEND THE ARCHITECT FROM ALL CLAIMS, LOSSES AND EXPENSES, INCLUDING
<br />REASONABLE ATTORNEY FEES ARISING OUT OF OR RESULTING FROM THE DRAWINGS. IN THE EVENT ERRORS OCCUR, THE
<br />ARCHITECT WILL NOT BE LIABLE FOR COST OF REPAIRS OR DELAY TO THE CONSTRUCTION FOR THIS PROJECT.
<br />SHEETNUMBER
<br />A=25
<br />
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