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I
<br />1. SPECIFICATION5
<br />1. 1.
<br />CONSTRUCTION :
<br />1. 1.1.
<br />AGI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE
<br />1. 1.2.
<br />AGI 530/A5GE 5/TM5 402-16 SPECIFICATIONS FOR MASONRY STRUCTURES.
<br />1. 1. 3.
<br />A5TM C210, C416, C210 AND Gq0 SPECIFICATIONS FOR MA50NRY STRUCTURES
<br />1. 1. 4.
<br />NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 1 qq1 EDITION AND
<br />ALL ACCOMPANYING SUPPLEMENTS.
<br />1. 1. 5.
<br />ASTM Gg26 SPECIFICATIONS FOR ARCHITECTURAL FINISH.
<br />1. 1. 6.
<br />2020 FLORIDA BUILDING CODE (A5GE 1.16).
<br />1.2.
<br />DESIGN:
<br />1. 2.1.
<br />AGI 316-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE
<br />1. 2.2.
<br />AC I 530/A5CE 5/TM5402-16 SPECIFICATIONS FOR MASONRY STRUCTURES.
<br />1. 2.3.
<br />ASTM SPECIFICATIONS FOR MASONRY STRUCTURES
<br />1. 2. 4.
<br />NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 1ggl EDITION AND
<br />ALL ACCOMPANYING SUPPLEMENTS.
<br />1. 2. 5.
<br />PLYWOOD DESIGN SPECIFICATIONS
<br />1. 2. 6.
<br />2020 FLORIDA BUILDING CODE (A5GE 1-16).
<br />1.3.
<br />GEOMETRIC CONTROL:
<br />1. 3. 1.
<br />ELEVATIONS ARE BASED ON NAVD 1 q88
<br />1.4.
<br />SHOP ORAWING5:
<br />1. 4. 1.
<br />THERE SHALL NOT BE ANY DEVIATIONS FROM THESE
<br />DESIGN PLANS BY OTHERS DURING THE PREPARATION
<br />OF SHOP DRANING5 WITHOUT WRITTEN APPROVAL
<br />FROM THE ENGINEER OF RECORD.
<br />1.4. 2.
<br />ALL SHOP DRAWINGS ARE TO BE SUBMITTED TO THE
<br />ENGINEER OF RECORD PRIOR TO THE
<br />COMMENCEMENT OF CONSTRUCTION.
<br />1. 4. 3.
<br />ALL ROOF AND FLOOR TRUSS SHOP DRAWINGS ARE
<br />TO BE SIGNED AND SEALED AND SHALL INCLUDE;
<br />DRAWINGS AND CALCULATIONS, REACTIONS AND
<br />BEARING POINTS, BRAUN6 REQUIREMENTS, LIFTING
<br />LOCATIONS, AND CONNECTIONS TO SUPPORTING
<br />TRUSS MEMBERS.
<br />2. DESIGN LOAD5
<br />DEADLOADS:
<br />2. 1. 1.
<br />UNIT WEIGHT OF SOIL, COMPACTED: 120 PGF
<br />2. 1. 2.
<br />UNIT WEIGHT OF REINFORCED CONCRETE: 150 PGF
<br />2. 1. 3.
<br />UNIT WEIGHT OF 8" G.M.U. BLOCK: 55 P5F
<br />2. 1. 4.
<br />15T FLOOR SUPERIMPOSED LOAD: 20 PSF
<br />2. 1.5.
<br />UNITNEI6HT OF 2x4 PARTITION YVALL5 : b PSF
<br />2. 1. 6.
<br />UNIT WW EIGHT OF 2xb BEARING ALLS : 12 PSF
<br />2.1.11. 1.
<br />2ND FLOOR SELF NF16HT : 8 P5F
<br />2. 1. 8.
<br />2ND FLOOR 5UPERIMP05ED LOAD: 20 PSF
<br />2. 1. q.
<br />ROOF SELF WEIGHT: 20 PSF
<br />2. 1. 10.
<br />ROOF SUPERIMPOSED LOAD: 20 PSF
<br />2. 1. 11.
<br />FLOOR TRU55
<br />TOP CHORD MINIMUM 25 PSF
<br />BOTTOM CHORD MINIMUM 5 PSF
<br />2. 1. 12.
<br />ROOF TRUSS
<br />TOP CHORD MINIMUM 10 PSF
<br />BOTTOM CHORD MINIMUM 10 P5F
<br />2.2.
<br />LIVE LOADS
<br />2. 2. 1.
<br />SIDEWALK AND DRIVEWAY LOAD: 200 P51,
<br />2.2.2.
<br />GARA6E LOADS: 50 P5F
<br />2.2.3.
<br />CORRIDORS AND BATHROOMS: 80 PSF
<br />2.2.4.
<br />PARTITIONED ROOMS 40 PSF
<br />2. 2. 5.
<br />BALCONY AND DECKS: 40 P5F
<br />2. 2. 6.
<br />STAIRWAYS AND LANDINGS: 100 PSF
<br />2. 2. 1.
<br />ROOF: 30 P5F
<br />2.2.8.
<br />FLOOR TRUSS
<br />TOP CHORD MINIMUM: 40 PSF
<br />BOTTOM CHORD MINIMUM: 10 PSF
<br />2 2 q•
<br />ROOF TRUSS
<br />TOP CHORD MINIMUM: 20 PSF
<br />BOTTOM CHORD MINIMUM: 0 PSF
<br />2 3
<br />RAILING LOADS:
<br />2. 3. 1 .
<br />ALL RAILING AND GUARD RAIL SYSTEMS ARE TO BE
<br />DESIGNED TO WITHSTAND A CONCENTRATED LOAD OF
<br />200 POUNDS APPLIED AT ANY POINT AND IN ANY
<br />DIRECTION AND 50 POUNDS/LIN. FT.
<br />2.4.
<br />NIND LOA05 :
<br />2. 4. 1.
<br />WIND DESIGN TO BE CONDUCTED IN ACCORDANCE WITH THE 2020 FLORIDA BUILDING
<br />CODE (A5GE 1-16) AND BASED ON NIND SPEED NOTED ON COVER SHEET.
<br />2. 4. 2.
<br />UPLIFT VALUES ARE SHONN ON THE DESIGN DRAWINGS OR ON THE TRUSS
<br />MANUFACTURER'5 CERTIFIED DRANING5
<br />2.5.
<br />THERMALFORCE5:
<br />2. 5. 1.
<br />SEASONAL VARIATION FOR DESIGN AND
<br />CONSTRUCTION : 10 F
<br />MEDIAN TEMPERATURE: 25 F
<br />TEMPERATURE RISE: 35 F
<br />TEMPERATURE FALL:
<br />2. 5. 2.
<br />MEDIAN RELATIVE HUMIDITY: 15 %
<br />2.6.
<br />CREEP AND
<br />SHRINKAGE :
<br />2. 6. 1.
<br />ALL LOSSES IN ACCORDANCE WITH AU 31b-16
<br />2.1.
<br />SEISMIC LOADS:
<br />2. T. 1.
<br />SEISMIC PERFORMANCE CATEGORY'A'
<br />2. b.
<br />DEFLECTIONS:
<br />2. 8. 1.
<br />FLOOR TRUSSES SHALL LIMIT DEFLECTION TO 1 /360
<br />TIMES THE SPAN FOR LIVE LOADS AND 1/240 TIMES
<br />THE SPAN FOR TOTAL LOAD.
<br />GENERAL
<br />3. DE516N METHOD
<br />3.3. LOAD FACTOR
<br />DESIGN
<br />1' 3.1.
<br />THE LOAD FACTOR DESIGN METHOD I NAS USED TO
<br />1.
<br />DESIGN:
<br />CAST -IN -PLACE CONCRETE SLABS AND
<br />FOOTINGS
<br />3.2. 5ERVIGE
<br />LOAD DESIGN:
<br />3.2. 1.
<br />THE SERVICE LOAD DESIGN METHOD WAS USED TO
<br />DESIGN:
<br />MASONRY Y IALL5 AND LINTELS
<br />INTERIOR AND EXTERIOR WOOD FRAMING AND
<br />SHEATHING STAIRS AND FLOOR FRAMING
<br />ROOF FRAMING, SHEATHING AND UP LIFT
<br />3.3. LOAD FACTORS
<br />AND COMBINATIONS
<br />3.3. 1.
<br />THE FOLLOWING LOAD COMBINATIONS WERE DESIGNED
<br />FOR:
<br />TOTAL DL + FLOOR LL + ROOF LL
<br />TOTAL DL + FLOOR LL + VIL
<br />TOTAL DL + NL
<br />3.3.2.
<br />IN THE CASE OF WIND LOADS, AN ALLOWABLE OVER
<br />STRESS OF 125 % CAN BE CONSIDERED.
<br />3. 3. 3.
<br />ALL ROOF AND FLOOR TRUSSES SHALL BE DESIGNED
<br />TO RESIST THE NOR5T LOAD COMBINATION
<br />RESULTING IN THE MAXIMUM 5TRE55E5 PLACED ON
<br />THAT COMPONENT. BOTH PARTIAL, FULL, AND
<br />ALTERNATING SPAN LOADING ARE TO BE
<br />CONSIDERED.
<br />3.4. DE516N
<br />ASSUMPTIONS :
<br />3. 4. 1.
<br />FOUNDATIONS ARE DESIGNED BASED ON A
<br />PRESUMPTIVE BEARING CAPACITY AS NOTED ON
<br />THE COVER SHEET, ON UNDISTURBED SOIL OR ROCK.
<br />3. 4. 2.
<br />ALL FOUNDATIONS ARE CENTERED UNDER SUPPORTED
<br />COLUMNS AND HALLS UNLE55 5HONN OTHERN15E IN
<br />THE DESIGN PLANS.
<br />4. MATERIALS
<br />4. 1. REINFORCING STEEL:
<br />4.
<br />4. 1. 1.
<br />REINFORCING STEEL SHALL BE ASTM A615 GRADE
<br />40, N - 40 Ksi
<br />4. 1. 2.
<br />REINFORCING LAP SPLICES SHALL BE 40 BAR
<br />DIAMETERS IN LENGTH UNLESS OTHERWISE NOTED.
<br />4. 1. 3.
<br />ALL DIMENSIONS PERTAINING TO THE LOCATION OF
<br />REINFORCING ARE TO THE CENTERLINE OF EACH BAR
<br />EXCEPT WHERE THE COVER DIMENSION 15 5HONN TO
<br />THE FACE Of THE CONCRETE,
<br />4. 1. 4.
<br />REINFORCING DETAIL DIMENSIONS ARE OUT TO OUT
<br />OF BARS.
<br />4. 1. 5.
<br />REINFORCING MECHANICAL COUPLERS ARE TO
<br />DEVELOP 125 % OF THE REQUIRED YIELD 5TREN&TH
<br />OF THE BAR AND ARE TO BE APPROVED BY THE
<br />ENGINEER OF RECORD.
<br />4. 1. 6.
<br />DES16N COVER REQUIREMENTS:
<br />C-I-P CONCRETE FORMED AGAINST EARTH:
<br />3
<br />C-I-P CONCRETE FXF05ED TO EXTERIOR:
<br />2
<br />C-I-P CONCRETE NOT EXPOSED:
<br />1 1/2"
<br />GROUT FILLED MASONRY:
<br />3/4"
<br />PRE STRESSED CONCRETE LINTELS:
<br />1 112"
<br />PRE CAST GROUT FILLED LINTELS :
<br />1 1/2"
<br />4. 2. CONCRETE
<br />4.2. 1. G-I-P CONCRETE
<br />G-I-P GROUT
<br />PRE CAST CONCRETE. LINTELS
<br />PRE STRESSED CONCRETE LINTELS
<br />MIN.28
<br />I;A*IGN
<br />MODULUS
<br />STICIT
<br />500 Psi
<br />§, 00 Ksl
<br />2,500 Psi
<br />2,500 Ksl
<br />3 000 Psl
<br />400011
<br />5 000 Psi
<br />3,200 Ksi
<br />4.12. CONCRETE SHALL CONSIST OF 1" MAXIMUM
<br />AGGREGATE CONCRETE MIX WITH SLUMP BETWEEN
<br />b"ANDT"AT TIME OF PLACEMENT. SEE
<br />SPECIFICATIONS FOR ADDITIONAL CRITERIA.
<br />4 2 3 GROUT SHALL CON515T OF PEA ROCK (316"
<br />MAXIMUM AGGREGATE) CONCRETE MIX NITH SLUMP
<br />BETWEEN 8" AND 10" AT TIME OF PLACEMENT.
<br />SEE SPECIFICATIONS FOR ADDITIONAL CRITERIA.
<br />4.2.4. CONSTRUCTION JOINTS HILL BE PERMITTED ONLY
<br />AT THE LOCATIONS INDICATED ON THE PLANS.
<br />ADDITIONAL CONSTRUCTION JOINTS OR
<br />ALTERATIONS TO THOSE SHONN SHALL REQUIRE
<br />WRITTEN APPROVAL FROM THE ENGINEER OF
<br />RECORD.
<br />4.2. 5. METHOD OF CONCRETE FORMING, PLACEMENT AND
<br />CURING SHALL BE CONDUCTED IN ACCORDANCE
<br />WITH THE SPECIFICATIONS AS STATED.
<br />4. 2. 6. AFTER EXCAVATION FOR FOUNDATIONS, EXISTING
<br />SOILS SHALL BE COMPACTED TO A DEPTH OF 24"
<br />MIN. BELON PROPOSED BOTTOM OF FOOTINGS TO A
<br />MINIMUM DENSITY OF q5% MODIFIED PROCTOR.
<br />UPPER SOILS (NITHIN 8" BELOW SLABS, FOUNDATIONS
<br />OR PAVEMENTS) SHALL BE COMPACTED TO A
<br />MINIMUM OF q8% MODIFIED PROCTOR.
<br />4.2. 1. FILL MATERIALS BROUGHT ONTO 517E SHALL HAVE
<br />,TARGET MINIMUM DRY DENSITY OF q5 PGF
<br />GREATER AND SHALL BE GLEAN OF ALL DEBRIS
<br />AiROANIC
<br />MATTER.
<br />4.2.8, AFTER COMPACTION, ALL 501LS TO BE COVERED BY
<br />FOUNDATIONS, SLABS, OR PAVEMENT NITHIN 5' OF
<br />BUILDING SHALL BE TERMITE TREATED IN
<br />ACCORDANCE WITH FBG SECTION 1516.
<br />MIN. 28 DAY
<br />TYPE
<br />F'm
<br />1, q00 Psi
<br />II
<br />F',
<br />s
<br />4.3. CONCRETE MA50NRY: 21
<br />4. 3. 1.
<br />LOAD BEARING CONCRETE MA50NRY BLOCK
<br />MORTAR: ASTM G210
<br />4. 3. 2.
<br />LOAD BEARING CONCRETE MASONRY BLOCK SHALL BE
<br />A5TM CqO, TYPE II NON-MO15TURE CONTROLLED.
<br />4. 3. 3.
<br />ADMIXTURES ARE NOT TO BE ADDED TO THE MORTAR
<br />WITHOUT WRITTEN APPROVAL FROM THE ENGINEER
<br />OF RECORD.
<br />4.3.4.
<br />THE AGGREGATE STRENGTH OF THE BLOCK AND
<br />MORTAR SHALL BE F'm - 1,g00 PSI MINIMUM.
<br />4. 3. 5.
<br />METHOD OF CONCRETE MASONRY PLACEMENT AND
<br />CONSTRUCTION SHALL BE CONDUCTED IN
<br />ACCORDANCE WITH THE SPECIFICATIONS AS STATED,
<br />4. 3. 6.
<br />JOINT REINFORCING SHALL CONSIST OFW
<br />"LADDER -TYPE" BY DURO-ALL OR EQUAL WITH
<br />ASTM A641, GLASS 1 GALVANIZED COATING. PLACE
<br />AT 16" O.G. VERTICALLY, FULLY EMBEDDED IN
<br />MORTAR JOINT. LAP 8" MINIMUM AT MASONRY
<br />WALL CORNERS AND INTERSECTIONS. PROVIDE
<br />FABRICATED ELL5, TEES OR BENDS OF
<br />DISCONTINUOUS WIRES TO PROVIDE 3" HOOK AT
<br />OUTSIDE OF CORNERS. EMBED REINFORCING b"
<br />MINIMUM INTO TIE COLUMNS AT CORNERS AND END
<br />W OF ALLS. CONTINUE REINFORCING THROUGH TIE
<br />COLUMNS AWAY FROM WALL ENDS (COMMERCIAL
<br />APPLICATION ONLY).
<br />4. STRUCTURAL LUMBER:
<br />4.
<br />4. 4. 1.
<br />4.
<br />S.
<br />MAXIMUM DESIGN VALUES
<br />MODULUS
<br />ELASTICITY
<br />BENDING
<br />TENSION
<br />SHEAR
<br />1,500 Psi
<br />825 Psi
<br />q0 P51
<br />1,600 Ksi
<br />1,200 Psi
<br />650 PSI
<br />110 Psi
<br />1,600 Ksl
<br />1 300 Psi
<br />25 Psi
<br />CIO Psi
<br />1,100 Ksl
<br />INTERIOR FRAMING 2x(4)
<br />EXTERIOR FRAMING 2x(6 AND 8)
<br />FLOOR FRAMING 2x(8 AND 10)
<br />4. 4. 2. ALL PLYWOOD USED FOR EXTERIOR
<br />APPLICATIONS SHALL CONFORM TO VOLUNTARY
<br />PRODUCT STANDARD P5 1-83 AND SHALL BE APA
<br />RATED 5HEATHIN6 EXP 3.
<br />4. 4. 3. ALL PLYWOOD USED FOR INTERIOR APPLICATIONS
<br />SUCH AS SUB FLOORING AND SHEAR HALLS SHALL
<br />CONFORM TO VOLUNTARY PRODUCT STANDARD
<br />PS 1-83 AND SHALL BE APA RATED SHEATHING EXP
<br />1 OR 2.
<br />4. 4. 4. IF 05B BOARD 15 TO BE USED IN PLACE OF
<br />PLYWOOD 15 TO HAVE 51MILAR SECTION
<br />PROPERTIES,
<br />4. 4. 5. ONLY STRUCTURAL LUMBER TO BE USED FOR AN
<br />EXTERIOR APPLICATION AND IN CONTACT WITH
<br />CONCRETE 15 TO RECEIVE A STANDARD GRADE
<br />PRESSURE TREATING.
<br />4. 4. 6. PRESSURE TREATED STRUCTURAL LUMBER 15 NOT
<br />TO BE USED FOR ANY INTERIOR FRAMING EXCEPT BELON
<br />FLOOD PLANE FOR ANY LUMBER ATTACHED TO CONCRETE
<br />4. 4. 1. WHEN PRE ENGINEERED TRUSSES AND JOISTS ARE
<br />GALLED FOR ON THE PLANS THE MANUFACTURER
<br />15 TO SUBMIT SHOP DRANING5 TO THE ENGINEER
<br />OF RECORD.
<br />FASTENERS AND TIE DOWNS:
<br />FASTENERS AND TIE 00NN5 SHALL CON515T OF
<br />BUT ARE NOT LIMITED TO:
<br />SHAPES, ANGLES, CHANNELS: ASTM A36 Fy -
<br />36 Ks'
<br />ROUND METAL PIPE: ASTM A53, GRADE B Fy
<br />- 35 Ksi
<br />SQUARE METAL TUBING: ASTM A500, GRADE
<br />B Fy - 46Ksl
<br />H16H STRENGTH BOLTS: ASTM A325
<br />MACHINE BOLTS: GALVANIZED ASTM A301
<br />4. 5. 2. SHEET METAL ACCE55ORIE5 SHALL CONFORM TO:
<br />ASTM A446 OR ASTM A526 Fy = 33 Ksi KITH Gq0
<br />GALVANIZED COATING IN ACCORDANCE KITH
<br />A5TM A525.
<br />4. 5. 3. NAILS SHALL CONSIST OF: COMMON WIRE NAILS
<br />WITH MINIMUM DIAMETER AS FOLLOW5 : bd =
<br />0.113", 8d = 0.113", 10d - 0.113", 1 bd = 0.113".
<br />4. 5. 4. ALL FASTENERS AND TIE DOWNS EMBEDDED IN
<br />CONCRETE OR USED IN AN EXTERIOR
<br />APPLICATION OR USED IN P.T. WOOD ARE TO RECEIVE AN
<br />ANTI -CORROSIVE COATING PRIOR TO
<br />INSTALLATION.
<br />4. 5. 5.
<br />ALL FASTENERS AND TIE DOWNS ARE TO
<br />PROVIDE THE UPLIFT CAPACITY GALLED FOR IN
<br />THE PLANS A5 A MINIMUM.
<br />4. 5. 6.
<br />ALL FASTENER TIE DOWNS, BEAM HANGERS, JOIST
<br />HANGERS, AND FLOOR TRUSS STRAPPING ARE TO
<br />BE INSTALLED IN ACCORDANCE WITH THE PLANS
<br />AND SPECIFICATIONS.
<br />4. S. T.
<br />CONCRETE EMBEDDED'.' BOLTS USED FOR UPLIFT
<br />ARE TO BE WET SET PRIOR TO INITIAL SET OF THE
<br />CONCRETE, SPACING AND ALIGNMENT ARE TO BE
<br />IN ACCORDANCE WITH THE DESIGN PLANS.
<br />CONCRETE EMBEDDED TIE DOWNS USED FOR
<br />TRUSS AND HALL UPLIFT ARE TO BE PLACED
<br />AROUND EMBEDDED REINFORCING PRIOR TO
<br />PLACING GROUT.
<br />GENERAL NOTES
<br />1. ALL WORK SHALL BE EXECUTED IN ACCORDANCE WITH THE FL, BLDG. CODE AND SHALL FOLLOW ALL LOCAL CODE, RULES, REGULATIONS, AND ORDINANCES.
<br />2. ALL WORK SHALL BE COMPLETED IN A NEAT AND CRAFTSMANLIKE MANNER AND UPON COMPLETION SHALL BE INSPECTED BY THE GENERAL CONTRACTOR AND OWNER PRIOR TO FINAL PAYMENT BEING
<br />ISSUED.
<br />3. ALL SUB -CONTRACTORS SHALL BE RESPONSIBLE FOR THE DISPOSAL OF THEIR RELATED REFUSE; REFUSE SHALL BE RECYCLED TO THE GREATEST EXTENT POSSIBLE.
<br />4. ALL CONDITIONS, DRAWINGS, DIMENSIONS, ETC. SHALL BE FIRST VERIFIED BY THE GENERAL BLDG CONTRACTOR AND SUB -CONTRACTORS AND OWNER PRIOR TO THE ORDERING OF MATERIALS
<br />AND CONSTRUCTION FOR DELETIONS, ERRORS, AND/OR OMISSIONS. FAILURE TO NOTIFY THE ARCHITECT SHALL RELIEVE THE ARCHITECT FROM RESPONSIBILITY AND CORRECTIVE COSTS.
<br />5. ANY ALTERATION OR DEVIATION FROM THESE PLANS SHALL BE MADE WITH THE COMBINED APPROVAL OF THE OWNER AND THE ARCHITECT. ITEMS NOT APPROVED SHALL RELIEVE THE OWNER
<br />AND THE ARCHITECT OF RESPONSIBILITY AND ANY COSTS TO CORRECT THE ALTERATION OR DEVIATION.
<br />6. ALL FOUNDATIONS AND SLABS SHALL BE CONSTRUCTED ON TERMITE -TREATED SOILS THAT ARE UNDISTURBED OR WELL -COMPACTED TO MIN. 95% (MODIFIED PROCTOR TESTING).
<br />7. ALL GLAZING IN WINDOWS AND DOORS SHALL BE IMPACT -RESISTANT GLASS OR PROTECTED. SEE
<br />8. NO SURFACE DRAINAGE SHALL DRAIN ONTO ADJACENT PROPERTIES.
<br />9. GRADE ELEVATIONS SHOWN ARE BASED UPON 1988 NAVD.
<br />10. REINFORCING STEEL SHALL BE ASTM A615, GRADE 40 (fy = 40 KSI), U.O.N. 11. LAP SPLICES FOR REINFORCING STEEL SHALL BE A MINIMUM OF 26" FOR #5 BARS AND 20" FOR #4 BARS (36 BAR DIAMETERS,
<br />TYP),
<br />11. ALL FOUNDATIONS ARE CENTERED UNDER SUPPORTED COLUMNS AND WALLS, UNLESS SHOWN OTHERWISE BY DIMENSIONS ON THE DRAWINGS.
<br />12. PROVIDE THE FOLLOWING COVERAGES ON REINFORCING STEEL IN CONCRETE TYP:
<br />a. C-I-P CONCRETE AGAINST EARTH 3"
<br />b C-I-P CONCRETE EXPOSED TO WEATHER 2"
<br />DRAWING INDEX
<br />CODE CONTENT
<br />T
<br />TITLE PAGE
<br />G1
<br />GENERAL SPECIFICATIONS
<br />62
<br />GENERAL SPECIFICATIONS
<br />Al
<br />FLOOR PLAN
<br />A2
<br />ELEVATIONS
<br />A3
<br />3D VIEWS
<br />S1
<br />FOUNDATION PLAN
<br />ROOF FRAMING PLAN
<br />S2
<br />S3
<br />DETAILS
<br />DETAILS
<br />D1
<br />D2
<br />DETAILS
<br />D3
<br />DETAILS
<br />D4
<br />DETAILS
<br />E1
<br />ELECTRICAL PLAN
<br />SCOPE OF 1NORK
<br />NEW HOME TO BE BUILT
<br />bh
<br />�j( 2h IR
<br />-
<br />e
<br />e
<br />GABLE FLAT ROOF5 HIP
<br />0 `- 7 !ROOFS -!s 4
<br />0 5
<br />O
<br />10 0 20
<br />0�< 7 7
<br />60MP`0NENT5 AND CLADDING PRE55URE ZONES
<br />a=4feet
<br />e e e
<br />T7
<br />- L__
<br />e In r r n e
<br />GABLE R001`5
<br />7 0 7S 4
<br />5
<br />I:rT--
<br />7 *0 < 4�
<br />5
<br />THE CLIENT UNDERSTANDS THAT THE DE5I6NER CARRIES NO LIABILITY INSURANCE AND
<br />THEREFORE AGREES TO HOLD HARMLESS, IDEMNIFY, AND DEFEND DESIGNER FROM ALL
<br />CLAIMS, LOSSES, AND EXPENSES (INCLUDING REASONABLE ATTORNEY FEES) AR151NG OUT
<br />OF OR RESULTING FROM THE PROJECT. THE DESIGNER WILL IN GOOD FAITH ATTEMPT TO
<br />PROVIDE ERROR FREE CONSTRUCTION DOCUMENTS, BUT IN THE EVENT ERRORS OCCUR
<br />THE DESIGNER WILL NOT BE LIABLE FOR COST OF REPAIRS OR DELAY TO THE
<br />CONSTRUCTION.
<br />1/2"c. C-I-P CONCRETE NOT EXPOSED 1 "
<br />d. GROUT -FILLED CMU '/." CODES FLORIDA BUILDING CODE,
<br />ALL WORK SHALL CnMPI-Y WITH PREVAILING
<br />e. PRE -STRESSED CONCRETE LINTELS 1 ' NATIONAL ELECTRIC CODE,
<br />1/2"f. PRE -CAST GROUT -FILLED LINTELS 1 1/2"
<br />AND THE CITY OF 21=PWRI'IIuL0
<br />ORDINANCES 12 IEW I
<br />CODE INFORMATION
<br />OCCUPANCY CLA551FICATION: 51N67LE FAMILY HOME
<br />TYPE OF CONSTRUCTION: V - UNPROTECTED, UN -SPRINKLER
<br />APPLICABLE CODES
<br />1th EDITION (2020) FLORIDA BUILDING CODE
<br />lth EDITION (2020) FLORIDA BUILDING CODE - RE51DENTIAL
<br />lth EDITION (2020) FLORIDA BUILDING CODE - MECHANICAL
<br />7th EDITION (2020) FLORIDA BUILDING CODE - PLUMBING
<br />lth EDITION (2020) FLORIDA BUILDING CODE - EX15TING
<br />7th EDITION (2020) FLORIDA BUILDING CODE - FUEL, 6A5
<br />7th EDITION (2020) FLORIDA BUILDING CODE - ACCE551BILITY
<br />7th EDITION (2020) FLORIDA BUILDING CODE - ENERGY CONSERVATION
<br />lth EDITION (2020) FLORIDA FIRE PREVENTION CODE
<br />2011 NATIONAL ELECTRICAL CODE
<br />ALL WITH APPLICABLE LOCAL AND 5TATE AMENDMENTS AND MODIFICATIONS
<br />BUILDING DE51GN DATA:
<br />TH15 STRUCTURE HA5 BEEN DESIGNED IN ACCORDANCE WITH
<br />FLORIDA BUILDING CODE 2020.1tH EDITION.
<br />R15K CATEGORY II
<br />R15K IMPORTANTANCE FACTOR 1.0
<br />ULTIMATE DESIGN WIND 5PEED (3-5EC GU5T - Vult) 145 mph
<br />NOMINAL DESIGN WIND 5PEED (Va5d) 116 mph
<br />DO WIND-BORNE DEBR15 PROV15ON5 APPLY YE5
<br />DIRECTIONALITY FACTOR 0.55
<br />WIND EXP05URE/5URFAGE ROUGHNE55 CATEGORY B
<br />EXP05URE CLA551FIGATION B
<br />INTERNAL PRE55URE COEFFICIENT 0.18
<br />SNOW LOADS N/A
<br />HEIGHT & EXP05URE ADJU5TMENT COEFF: 1.00(max.30')
<br />[-STRUCTURAL 0E51GN CRITERIA
<br />DE5167N FLOOR LIVE LOAD - UNIFORM LOADING = 40 P5F
<br />DE5167N FLOOR LIVE LOAD - CONCENTRATED LOADING (4 5a IN) = 300 LB5
<br />DE51ON LIVE LOAD - GAR PORT/DRIVEWAY = 200 P5F
<br />DE516N ROOF LIVE LOAD - UNIFORM LOADING = 20 P5F
<br />DESIGN LOAD -BEARING VALUE FOR 501L5 (FOUNDATION5) = 2000 P5F
<br />DE5167N WIND LOADS - DOOR5, WINOOW5,COMPONENT AND CLADDING DE516N5
<br />ZONE
<br />PRE55URE5 (P5F)
<br />P051TIVE
<br />NEGATIVE
<br />HIP ROOF -5LOPE (20",-21")
<br />VULT
<br />(ZONE 1)
<br />+13.1 P.5.F.
<br />-20.5 P.5.F.
<br />2e.2r,& 3
<br />13.1 P.5.F.
<br />-35.5 P.5.F.
<br />GABLE ROOF - 5LOPE (20--27")
<br />1 & 2a
<br />+15 1 P.5.F.
<br />-34.6 P.5.F.
<br />2n, 2r & 3e
<br />+ 18.1 P.5.F.
<br />-55.2 P.5.F.
<br />3r
<br />+15.1 P.5.F.
<br />-55.4 P.S.F.
<br />WALL5
<br />4
<br />+24.3 P.5.F.
<br />-26.3 P.5.F.
<br />5
<br />+24.3 P.5.F.
<br />- 32.5 P.5.F.
<br />ADJUSTED FOR EXP05URE AND HEIGHT
<br />h= 26FT.
<br />a= 4 FT.
<br />SQUARE FOOTAGES
<br />LIVING AREA = 1,598 S.F.
<br />GARAGE = 418 S.F.
<br />FRONT PORCH = 30 S.F.
<br />BACK PORCH = 187 S.F.
<br />NEW TOTAL = 2,233 S.F.
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<br />SHEET TITLE
<br />TITLE
<br />JOB No.
<br />221-22
<br />DATE: 10/29/2020
<br />SHEET No.
<br />T
<br />
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