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PROJECT #: 18-304
DESIGNED: KCM
DRAWN: KCM
SCALE: AS NOTED
ISSUED: 6/25/18
REVISION-]: 7/12/18
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PER DETAILS & FBC R311
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IT IS THE CONTRACTORS RESPONSIBILITY TO VERIFY ALL
BUILDING RESTRICTION LINES AND CITY ZONING
REQUIREMENTS BEFORE CONSTRUCTION BEGINS.
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22'-24"
L 10'-10„
6'-4j„ 5-8j„
MODIFIED BITUMEN ROOFING OVER
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SHEATHING. 12
0.25SEE ENERGY FORMS FOR
MIN. INSULATION SPECS.
GAL. MTL. DRIP EDGE ON 1x P.T. =7------------
_--___---_ -_OVER 2x FASCIA
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- I VENTS @ 48" O.C.
HURRICANE TIES PER STRUCTURAL PLANS
CONVENTIONAL ROOF FRAMING,
3050 S.H. , SEE STRUCTURAL PLANS
2x SILL PLATE w/ ANCHORS PER
V/
STRUCTURALSHEETS
1 COURSE CONTINUOUS BOND BEAM
PER STRUCTURAL SHEETS
MASTER BEDROOM(P) BEDROOM 2(E)
CLG HT: MATCH EXIST. EXTERIOR WALL COVERINGS TO
0
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PER STRUCTURAL SHEETS
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FRONT PORCH L
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BEDROOM 1(E)
LIVING ROOM(E)
(�j FILL IN EXISTING WINDOW, SEE
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606 S.0
EXISTING
ADDITION
FRONT PORCH
GARAGE
TOTAL:
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1,044 S.F.
285 S.F.
36 S.F.
312 S.F.
1,677 S.F.
STAIRS, LANDINGS, GUARDS
PER DETAILS & FBC R311
BOND BEAM HT.
(MATCH EXIST.)
2" GYP. BOARD FASTENED TO
\ CEILING PER FBC.
1X4 P.T. FIRESTOP
2" GYP. BOARD ON 1X2 P.T. FURRING
@ 16" O.C. W/ R-5 PAPER BACK FOIL
INSULATION.
2x FLOOR JOISTS & LEDGER
LEDGER, FASTENED TO STEMWALL
PER STRUCTURAL SHEETS
6 MIL VAPOR BARRIER OR EQUIVALENT
WATERPROOFING IN CRAWLSPACE
1 TYPICAL WALL SECTION
Scale. 1/2 - 1-0
RAILINGS/GUARDS MIN 36"
HIGH W/ MAX. OPENINGS
B/T GUARDS OF 4".
2x6 No. 2 SYP PT DECKING.
SEE FRAMING PLAN &
DETAILS.
DOUBLE 2x RIM JOIST W/
BLOCKING, SEE FRAMING
PLAN FOR DETAILS.
FASTEN EACH STRINGER TO
BEAMS W/ SIMPSON HU12
HANGERS
2x12 WOOD STRINGERS EVERY 18" O.C.
FASTENED TO TREADS/RISERS W/ MIN.
#10x2-1/2" WOOD SCREWS.
POST FOR LANDING/STAIRWAY -
SUPPORTS, SEE FOUNDATION PLAN
POST FTG. DETAIL.
STAIR NOTES:
MINIMUM 36" IN WIDTH.
/4" AND MINIMUM
AVE A MIN. WIDTH NO
-S SERVED.
TALL BE IN
a BUILDING CODE, R317.
LATE FASTENED TO
2 TYPICAL STAIR DETAIL
LAB W/ 16" X 3" TAPCON
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■ ■
PROJECT #: 18-304
DESIGNED: KCM
DRAWN: KCM
SCALE: AS NOTED
ISSUED: 6/25/18
REVISION -1: 7/12/18
REVISION -2:
SHEET
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NEW ROOF DATA
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RIDGE SINE N/A
HIP LINE N/A
VALLEY LINE N/A
ROOF AREA 347 S. E.
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THE ABOVE ROOF DATA DOES NOT INCLUDE ROOF PITCH FACTOrS &
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3-4/12
3-4/12
AEMBRANE STRIP
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MECHANICALLY ATTACH
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SPACER 36" O.C.
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NOTE:
1. ALL METAL SURFACES SHALL BE PRIMED BEFORE CONTACT MATH ANY ADHESIVE OR MASTIC.
nR00FING &_ EDGE 6ETAIL
A/C DISCONNECT
GFI
PROPOSED ELECTRICAL PLAN
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CEILING FAN
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LIGHT
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ARC FAULT INTERRUPT
PENDANT LIGHT
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DOOR BELL (LOW VOLTAGE)
CABLE
SMOKE DETECTOR/CARBON MONOXIDE
FLOOD LIGHT
GARBAGE DISPOSAL
AUTOMATIC GARAGE DOOR
BUTTON & SENSORS (LOW VOLTAGE)
COMPRESSOR
ALL PERMANENTLY INSTALLED LIGHTING FIXTURES SHALL COMPLY WITH
THE MINIMUM REQUIREMENTS FOR HIGH -EFFICACY LAMPS PER
FBC-ENERGY CONSERVATION R404.
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■ ■
PROJECT #: 18-304
DESIGNED: KCM
DRAWN: KCM
SCALE: AS NOTED
ISSUED: 6/25/18
REVISION -1: 7/12/18
REVISION -2:
SHEET
OVA
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C14 C)
GENERAL STRUCTURAL NOTES
THE CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOBSITE PRIOR TO COMMENCING
WORK. CONTRACTOR SHALL REPORT ALL DISCREPANCIES THE DRAWINGS AND EXISTING CONDITION TO THE
ENGINEER PRIOR TO COMMENCING WORK.
DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE TYPICAL AND APPLY TO SIMILAR SITUATIONS
ELSEWHERE, EXCEPT AS OTHERWISE INDICATED. ADAPT REQUIREMENTS OF DETAILS, SECTIONS, PLANS, AND
NOTES AT LOCATIONS WHERE CONDITIONS ARE SIMILAR.
DIMENSIONS INDICATED ON THE DRAWINGS IN REFERENCE TO EXISTING CONDITIONS ARE THE BEST AVAILABLE
DATE OBTAINABLE, BUT ARE NOT GUARANTEED. BEFORE PROCEEDING WITH ANY WORK DEPENDENT ON THE DATA
INVOLVED, THE CONTRACTOR SHALL FIELD CHECK AND VERIFY ALL DIMENSIONS, GRADES, LINES, LEVELS, OR
OTHER CONDITIONS OF LIMITATIONS AT THE SITE TO AVOID CONSTRUCTION ERRORS. IF ANY WORK IS
PERFORMED BY THE CONTRACTOR OR ANY OF HIS SUBCONTRACTORS PRIOR TO ADEQUATE VERIFICATION OF
APPLICABLE DATA, AT RESULTANT EXTRA COST FOR ADJUSTMENT OR WORK AS REQUIRED TO CONFORM TO
EXISTING LIMITATIONS, SHALL BE ASSUMED BY THE CONTRACTOR WITHOUT REIMBURSEMENT OR COMPENSATION
BY THE OWNER.
CENTER ALL FOOTINGS AND PIERS UNDER COLUMNS ABOVE UNLESS SPECIFICALLY DIMENSIONEDHERWISE.
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND ARCHITECTURAL
MECHANICAL, ELECTRICAL, PLUMBING, AND SITE DRAWINGS. CONSULT THESE DRAWINGS FOR SLEEVES,
DEPRESSIONS, AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS.
CONTRACTOR SHALL LOCATE ALL BURIED UTILITIES PRIOR TO EXCAVATION FOR BUILDING FOUNDATIONS. THE
STRUCTURAL ENGINEER SHALL BE NOTIFIED OF POTENTIAL CONFLICTS BETWEEN FOUNDATIONS AND BURIED
UTILITIES.
CODE REQUIREMENTS:
THE BUILDING STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE 2017 EDITION OF THE FLORIDA BUILDING
CODE 6TH EDITION. OTHER CODES IMPLEMENTED FOR DESIGN INCLUDE:
ASCE7-10, ACI 315/318/530, NDS 2015, APA, A.I.S.C., ANSI. FOLLOW ALL APPLICABLE PROVISIONS OFT E FLORIDA
BUILDING CODE AND OTHER RELATED CODES FOR ALL PHASES OF CONSTRUCTION.
TEMPORARY CONDITIONS:
THE STRUCTURAL INTEGRITY OF THE COMPLETED STRUCTURE DEPENDS ON INTERACTION OF VARIOUS
CONNECTED COMPONENTS. PROVIDE ADEQUATE BRACING, SHORING, AND OTHER TEMPORARY SUPPORTS AS
REQUIRED TO SAFELY COMPLETE THE WORK. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED
FOR STABILITY UNDER FINAL CONFIGURATION ONLY.
FOUNDATIONS:
FOUNDATIONS ARE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 PSF ON COMPACTED FILL.
NO GEOTECHNICAL REPORTS AND/OR IN-SITU SOIL DATA WAS GIVEN TO THE STRUCTURAL ENGINEER PRIOR TO
DESIGN. THE BEARING CAPACITY USED FOR DESIGN IS BASED ON ALLOWABLE LOADS FROM THE FLORIDA
BUILDING CODE, 2017 FOR SANDY SOILS WITH NO CLAY, ORGANIC MATERIAL, OR OTHER DELETERIOUS MATERIALS
THAT WOULD AFFECT DESIGN BEARING PRESSURE AND THE PERFORMANCE OF THE FOUNDATIONS.
BEFORE CONSTRUCTION COMMENCES, SOIL BEARING CAPACITY SHALL BE VERIFIED BY A SUBSURFACE
INVESTIGATION,AS WELL AS FIELD AND LABORATORY TESTS PERFORMED BY A CERTIFIED TESTING LABORATORY,
WHOSE REPORT SHALL INCLUDE ANALYSIS AND RECOMMENDATIONS FOR SITE PREPARATION IN ORDER TO BEAR
THE FOUNDATION LOADS. ABOVE REPORT SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW
BEFORE FOUNDATION CONSTRUCTION BEGINS.
CONCRETE:
REINFORCED CONCRETE CONSTRUCTION SHALL CONFORM TO THE FBC AND ACI 318 "BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE". CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD
28 -DAY CYLINDER TESTS PER ASTM C39, AND SHALL BE AS FOLLOWS:
fc ABS W/C MIN CEMENTSLUMP USE
2,500 PSI 0.58 470 LBS 5" +/- 1 ALL SLABS, MONOLITHIC FOOTINGS, SPREAD FTG
3,000 PSI 0.58 470 LBS 5" +/- 1 TIEBEAMS, COLUMNS, WALLS, ELEVATED SLABS
CEMENT SHALL CONFORM TO ASTM C150, TYPE 1. FLY ASH CONFORMING TO ASTM C618, TYPE FOR TYPE C, MAY
BE USED TO REPLACE UP TO 20% OF THE CEMENT CONTENT, PROVIDED THAT THE MIX STRENGTH IS
SUBSTANTIATED BY TEST DATA. COARSE AGGREGATE SHALL CONFORM TO ASTM C33 WITH A MAXIMUM SIZE OF
3/4". FINE AGGREGATE SHALL BE CLEAN, DURABLE, NATURAL SAND CONFORMING TO ASTM C33.
A WATER -REDUCING ADMIXTURE CONFORMING TO ASTM C494, USED IN STRICT ACCORDANCE WITH THE
MANUFACTURER'S RECOMMENDATIONS, SHALL BE INCORPORATED IN CONCRETE DESIGN MIXES. A HIGH -RANGE
WATER -REDUCING ADMIXTURE CONFORMING TO ASTM C494, TYPE F OR G, MAY BE USED IN CONCRETE
MIXES, PROVIDING THAT THE SLUMP DOES NOT EXCEED 8".
SLEEVES, OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL DRAWINGS
SHALL BE APPROVED BY THE STRUCTURAL ENGINEER BEFORE POURING. NO SLEEVE, OPENING, OR INSERT MAY
BE PLACED IN BEAMS, JOISTS, OR COLUMNS UNLESS APPROVED BY THE ENGINEER. CONDUITS EMBEDDED IN
SLABS SHALL NOT BE LARGER IN OUTSIDE DIMENSION THAN ONE THIRD OF THE THICKNESS OF THE SLAB AND
SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON CENTER.
PROVIDE 3/4" CHAMFERS ON ALL EXPOSED CONCRETE EDGES, UNLESS NOTED OTHERWISE. WHERE INDICATED
OR REQUIRED, SLOPE CONCRETE SLABS TO DRAINS SHOWN ON PLUMBING AND/OR ARCHITECTURAL DRAWINGS.
ALL CONCRETE SHALL BE CURED IMMEDIATELY AFTER FINISHING OPERATIONS.
WEATHER RESISTANCE:
ALL CONCRETE INCLUDING BALCONY CONCRETE EXPOSED TO CHLORIDES SHALL CONTAIN A CALCIUM -NITRITE
BASED CORROSION -INHIBITING ADMIXTURE. THE DOSAGE FOR CONCRETE EXPOSED TO AIRBORNE CHLORIDES
SHALL BE MINIMUM TWO GALLONS PER CUBIC YARD. THE WATER CONTAINED IN THE CORROSION -INHIBITING
ADMIXTURE SHALL BE USED IN THE CALCULATION OF THE WATER-TO-CEMENTITIOUS RATIO OF THE CONCRETE.
PROVIDE RHEOCRETE CNI BY MASTER BUILDERS OR APPROVED EQUIVALENT.
CONCRETE BALCONIES OR OTHER CONCRETE FLAT SURFACES EXPOSED TO THE WEATHER THROUGHOUT THE
LIFE OF THE BUILDING, SHALL BE TREATED WITH A CLEAR NONFLAMMABLE PENETRATING SEALER OF THE
ALKYL_ALKOXY SILANE CLASSIFICATION, SUCH AS SONNEBORN PENETRATING SEALER 20, HYDROZO ENVIROSEAL
20, OR OTHER APPROVED WEATHER RESISTANT SYSTEM. APPLICATION AND SURFACE PREPARATION SHALL BE IN
ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS.
SHORING AND RESHORING:
SHORING AND RESHORING SHALL CONFORM TO ACI 347R-88. SHORING AND SUPPORTING FORMWORK SHALL NOT
BE REMOVED FROM HORIZONTAL MEMBERS BEFORE CONCRETE STRENGTH IS AT LEAST 70 PERCENT OF DESIGN
STRENGTH, AS DETERMINED BY FIELD CURE CYLINDERS. IN ADDITION, SHORING SHALL NOT BE REMOVED
SOONER THAN RECOMMENDED BY ACI 347R-88, SECTION 3.7.2.3. FORMWORK SHALL NOT BE REMOVED IN LESS
THAN TEN (10) DAYS.
PRECAST CONCRETE LINTELS:
UNLESS INDICATED OTHERWISE, ALL LINTELS TO BE "U" TYPE PRECAST CONCRETE UNITS EQUAL TO UNITS
MANUFACTURED BY CAST _CRETE CORP. AND PRESTRESSED (AND ADDITIONALLY REINFORCED AS REQUIRED) IN
ACCORDANCE WITH CAST CRETE CORP. "DESIGN MANUAL", LATEST EDITION, FOR THE SPAN AND LOADING
CONDITION RELATIVE TO LINTEL LOCATION. LINTEL SIZE IF NOT SHOWN ON THE PLANS SHALL BE 8F8-1 B FOR
OPENINGS LESS THAN 10 FEET AND 8F16-1 B/1T FOR OPENINGS 10 FEET TO 20 FEET. PROVIDE 8" MINIMUM BEARING
FOR LINTELS UNLESS NOTED OTHERWISE.
WOOD:
SAWN LUMBER SHALL BE SOUTHERN PINE #2 WITH THE ALLOWABLE FIBER STRESSES PER THE AWC NATIONAL
DESIGN SPECIFICATION. ALL MANUFACTURED LUMBER SHALL BE 2.0E GLUED LAMINATED GEORGIA PACIFIC (OR
EQUIV.) AND INSTALLED ACCORDING TO MANUFACTURES RECOMMENDATIONS. ALL HEADERS/BEAMS SHOULD
BEAR FULLY ON POSTS AND/OR MULTI STUD GROUPS UNLESS NOTED OTHERWISE ON PLANS. CONTACT ENGINEER
OF RECORD IF HEADER/BEAMS SIZE IS NOT SPECIFIED.
FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE MANUFACTURED BY SIMPSON COMPANY OR USP
(OR APPROVED EQUAL) AND OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS. HANGERS NOT SHOWN SHALL BE
SIMPSON HU OF SIZE RECOMMENDED FOR MEMBER. ALL CONNECTORS SHALL BE GALVANIZED. UNLESS SHOWN
OTHERWISE, INSTALL MAXIMUM SIZE AND NUMBER OF FASTENERS SHOWN IN LATEST SIMPSON CATALOG
ALL FRAMING NAILS SHALL BE COMMON NAILS AND SHALL BE OF THE SIZE AND NUMBER INDICATED ON THE
DRAWINGS. MINIMUM NAILING REQ. NOT SHOWN SHALL BE AS INDICATED IN TABLE 2304.9.1 OF THE FBC. INSTALL
10d NAILS UNLESS OTHERWISE SPECIFIED ON THE PLANS OR DETAILS. BOLTS AND LAG SCREWS SHALL CONFORM
TO ANSI/ASME STANDARD B18.1. ALL BOLTS AND LAG SCREWS SHALL BE INSTALLED WITH STANDARD CUT
WASHERS.
ALL ANCHOR BOLTS AND THREADED ANCHOR RODS SHALL BE IN ACCORDANCE WITH ASTM A307, GRADE A, OR
ASTM F1554, GRADE 36. ANCHOR ADHESIVES SHALL BE EITHER SET (EPDXY-TIE) OR AT (ARCYLIC-TIE)l BY SIMPSON
STRONG -TIE AND INSTALLED ACCORDING TO THE MANUFACTURES INSTRUCTIONS. ALL DRILLED ANCHOR HOLES
SHALL BE CLEANED OF ALL DEBRIS AND BRUSHED OUT PRIOR TO INSTALLATION OF ANCHOR ADHESIVE.
ALL WOOD MEMBERS EXPOSED TO EXTERIOR CONCRETE, MASONRY, WEATHER, OR EARTH SHALL BE PRESSURE
TREATED LUMBER. ALL NAILS DIRECTLY EXPOSED TO WEATHER SHALL BE GALVANIZED. FASTENER
REQUIREMENTS IN PRESSURE TREATED LUMBER ARE AS FOLLOWS:
ACZA PRESERVATIVE: STANDARD CARBON STEEL.
ACQ & MCQ PRESERVATIVE: HOT DIPPED GALVANIZED.
SODIUM BORATE: STAINLESS STEEL CONNECTORS & FASTENERS (NOT REQ. FOR
SILL PLATES OVER CONCR. & VAPOR BARRIER NOT DIRECTLY
EXPOSED TO EARTH OR WEATHER)
ALL DECKS, GUARDS, RAILS, STAIRS AND OTHER ACCESSORY DECK COMPONENTS SHALL BE CONSTf UCTED IN
ACCORDANCE WITH AWC DCA6 PRESCRIPTIVE GUIDE FOR DECK CONSTRUCTION & THE FLORIDA BUILDING CODE,
2017. ALL FASTENERS AND CONNECTORS EXPOSED TO SALT WATER OR LOCATED WITHIN 300 FEET OF A SALT
WATER SHORE LINE SHALL BE STAINLESS STEEL GRADE 304 OR 316
ALL EXTERIOR WOOD WALLS WITHOUT OPENINGS SHALL BE CONSIDERED SHEAR WALLS. ALL WOOD DESIGN
SHALL BE IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, 2015 & WITH
THE FLORIDA BUILDING CODE, 2017.
PLYWOOD PANELS SHALL CONFORM TO THE REQUIREMENTS OF "U.S. PRODUCT STANDARD PS -1 FOR
CONSTRUCTION AND INDUSTRIAL PLYWOOD" OR APA PRP -108 PERFORMANCE STANDARDS. UNLESS OTHERWISE
NOTED, PANELS SHALL BE APA RATED SHEATHING, EXPOSURE 1, OF THE THICKNESS AND SPAN RATING SHOWN
ON THE DRAWINGS.
PLYWOOD INSTALLATION SHALL BE IN CONFORMANCE WITH APA RECOMMENDATIONS. ALLOW 1/8" SPACING AT
PANEL EDGES, UNLESS OTHERWISE RECOMMENDED BY THE PANEL MANUFACTURER.
ALL SUB -FLOORING, ROOF, AND SHEARWALL SHEATHING SHALL BE INSTALLED WITH FACE GRAIN PERPENDICULAR
TO SUPPORTS, EXCEPT AS INDICATED ON THE DRAWINGS. STAGGER _NDS OF ADJACENT PANELS 4'-0".
ROOF SHEATHING SHALL BE BLOCKED, TONGUE -AND -GROOVE, OR HAVE EDGES SUPPORTED BY PLYCLIPS.
ATTACH PLYWOOD PANELS TO SUPPORTING MEMBERS WITH 10d NAILS SPACED 4" ON CENTER ALONG THE PANEL
EDGES AND AT 6" ON CENTER ALONG INTERMEDIATE SUPPORTS, UNLESS NOTED OTHERWISE.
SUB -FLOORING SHEATHING SHALL BE UNBLOCKED, EXCEPT AS INDIC TED ON DRAWINGS. ATTACH PLYWOOD
PANELS TO SUPPORTING MEMBERS WITH 8d NAILS SPACED 4" ON CENTER ALONG THE PANEL EDGES AND AT 8" ON
CENTER ALONG INTERMEDIATE SUPPORTS, UNLESS NOTED OTHERWISE.
PREFABRICATED WOOD TRUSSES:
SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT
DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE
CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC. CONTRACTOR SHALL NOT BE
RELIEVED FROM RESPONSIBILITY FOR ERRORS OR OMISSIONS IN SH P DRAWINGS OR MIX DESIGNS BY THE
ENGINEER'S REVIEW.
DESIGN AND MANUFACTURE IN ACCORDANCE WITH TPI "DESIGN SPE IFICATIONS FOR METAL PLATE CONNECTED
WOOD TRUSSES", LATEST EDITION.
ROOF TRUSS LOADING: SEE TRUSS MANUFACTURES SIGNED AND SE L TRUSS SHOP DRAWINGS FOR APPLICABLE
TRUSS DESIGN LOADS. TRUSS LOADINGS SHALL BE BASED ON THE P OJECTS DESIGN LOADS AND THE MINIMUM
LOAD REQUIREMENTS SET FORTH BY ASCE 7-10 AND THE FLORIDA BUILDING CODE, 2017 RESIDENTIAL.
ALL TRUSS TO TRUSS CONNECTIONS TO BE DESIGNED BY TRUSS MA UFACTURER AND MADE USING TRUSS
HANGERS. TRUSS DIAGRAMS, IF SHOWN, ARE DIAGRAMMATIC ONLY. TRUSS DESIGNER TO DETERMINE AND
ESTABLISH EXACT HEIGHT, LENGTH, LOCATION, SPACING, AND WEB MEMBER FOR EACH TRUSS. COORDINATE
WITH ARCHITECTURAL AND MECHANICAL DRAWINGS FOR ADDITIONAL, ITEMS INCLUDING AIR HANDLER LOCATIONS,
MECHANICAL ROOMS AND DUCT SPACE AND ROUTING.
BUILDER SHALL COORDINATE WITH TRUSS DESIGNER FOR PERMANENT TRUSS BRACING. IF NO BRACING
INFORMATION IS PROVIDED, BOTTOM CHORD LATERAL BRACING SHALL BE CONTINUOUS FROM ONE END OF THE
BUILDING TO THE OTHER AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. LATERAL
BRACING SHALL BE NAILED TO EACH TRUSS WITH A MIN. OF (2) 16d NAILS INCLUDING INTERMEDIATE TRUSSES.
SEE TRUSS SHOP DRAWINGS FOR OTHER DETAILS AND SPECIFICATIONS FOR BRACING.
REINFORCING STEEL:
REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, FOR DEFORMED BAR AND ASTM A185 FOR
SMOOTH WELDED WIRE FABRIC (WWF), UNLESS OTHERWISE NOTED. REINFORCING STEEL TO BE WELDED SHALL
CONFORM TO ASTM A706. REINFORCING STEEL SHALL BE SECURELY TIED IN PLACE WITH #16 ANNEALED IRON
WIRE,
ALL DETAILING AND ACCESSORIES SHALL CONFORM TO ACI DETAILINMANUAL SP_66. PROVIDE CHAIRS,
SPACERS, BOLSTERS, AND ITEMS IN CONTACT WITH FORMS WITH HO _DIP GALVANIZED LEGS OR PLASTIC LEGS.
ACCURATELY POSITION, SUPPORT, AND SECURE REINFORCEMENT A AINST DISPLACEMENT BY FORMWORK
CONSTRUCTION OR CONCRETE PLACEMENT OPERATIONS. "WET -STI 'KING" OF REINFORCING IS PROHIBITED.
REQUIRED CONCRETE COVER FOR REINFORCING STEEL (UNLESS NO ED OTHERWISE):
FOOTINGS 3" BOTTOM AND SIDES, 2" TOP
SLABS 3/4"
COLUMNS 1-1/2" TO TIES, 2" TOP
BEAMS 1-1/2" TO STIRRUPS
WALLS 1-1/2"
LAP SPLICE CONTINUOUS VERTICAL OR HORIZONTAL BARS IN CONCR _TE MEMBERS IN ACCORDANCE WITH ACI
318, LATEST EDITION, FOR CLASS "B" TENSION LAP SPLICES. DO NOT 'PLICE CONTINUOUS TOP BARS IN BEAMS AT
ENDS OF CLEAR SPANS. DO NOT SPLICE CONTINUOUS BOTTOM BARS IN BEAMS IN CLEAR SPANS BETWEEN
SUPPORTS. SHOW ALL SPLICES ON SHOP DRAWINGS. SPLICE LOCAT ONS AND IN
SUBJECT TO APPROVAL
OF STRUCTURAL ENGINEER.
AT SLAB AND WALL OPENINGS PROVIDE A MINIMUM OF (2) #5 BARS AL FOUR SIDES AND DIAGONALLY; EXTEND
THESE BARS A LAP DISTANCE OR A MINIMUM OF 24" PAST THE OPENING OR HOOK BARS IF DISCONTINUOUS.
DOWEL ALL WALLS AND COLUMNS TO FOOTINGS WITH BAR SIZE AND SPACING TO MATCH VERTICAL REINFORCING
UNLESS OTHERWISE SHOWN.
MASONRY WALLS:
MASONRY UNITS SHALL MEET ASTM C90, TYPE 2. ASSEMBLIES SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH
OF fm= 1500. MORTAR SHALL BE TYPE "M" OR "S" AND MEET ASTM C2 0. GROUT SHALL BE 2000 PSI MINIMUM
COMPRESSIVE STRENGTH AT 28 DAYS IN ACCORDANCE WITH ASTM C476. GROUT SHALL CONSIST OF A MIXTURE
OF CEMENTITIOUS MATERIALS AND AGGREGATE TO WHICH SUFFICIE T WATER HAS BEEN ADDED TO CAUSE THE
MIXTURE TO FLOW WITHOUT SEGREGATION OF THE CONSTITUENTS. GROUT SHALL HAVE A MAX. COURSE AGGR.
SIZE OF 8" & SHALL BE PLACE WITH A SLUMP OF 8 TO 11 INCHES. ALL ELLS CONTAINING VERTICAL BARS, BOND
BEAMS, AND ALL CELLS BELOW GRADE SHALL BE FILLED WITH GROUT. MAXIMUM HEIGHT OF GROUT POUR
ALLOWED IS 5-0" UNLESS CLEAN-OUT OPENING IS PROVIDED AT BOTTOM OF CELLS TO BE FILLED. LOCATE
CLEAN-OUT OPENINGS IN AREAS NOT EXPOSED TO VIEW. CLEAN OUT OPENINGS SHALL HAVE A MIN, OPENING
DIMENSION OF 3 INCHES.
UNLESS NOTED OTHERWISE EIGHT INCH MASONRY WALLS SHALL BE )ARTIALLY REINFORCED MASONRY WALL
CONSTRUCTION WITH #5 AT 48 INCH O.C. IN GROUT FILLED CELLS. AD (1) #5 REINFORCING BAR EACH SIDE OF
OPENINGS EXCEEDING 3 FEET.
PROVIDE REINFORCING BARS AT CORNERS, INTERSECTIONS, AND EA''H SIDE OF OPENINGS. PROVIDE (2)
REINFORCING BARS EACH SIDE OF OPENINGS OVER 4 FEET WIDE, AN ) AS SHOWN ON THE PLANS. PROVIDE
HOOKED DOWELS INTO FOOTINGS AND STRUCTURE ABOVE AND/OR BELOW TO PROVIDE
CONTINUITY. PROVIDE 9 GAGE GALVANIZED HORIZONTAL JOINT REIN-ORCING (DUR-O-WAL OR
ENGINEER -APPROVED EQUAL) AT 16" O.C.
DO NOT PLACE CONDUITS, PIPES, ETC., IN CELLS WITH VERTICAL REINFORCING. DO NOT RUN CONDUITS, PIPES,
ETC., HORIZONTALLY IN CMU WALLS PARALLEL TO LENGTH OF WALL. WHERE MASONRY WALLS ABUT CONCRETE
COLUMNS TO BE PLACED PRIOR TO ERECTION OF MASONRY WALLS, ROVIDE DOVETAIL SLOTS BETWEEN COLUMN
AND WALLS AND GROUT THE CMU CELL CONTAINING THE DOVETAIL A CHORS. OTHERWISE, EXTEND CMU
HORIZONTAL JOINT REINFORCING THROUGH CONCRETE COLUMN.
CONTROL JOINTS SHALL BE PROVIDED IN ALL CONCRETE MASONRY CONSTRUCTION AT LOCATIONS INDICATED ON
THE ARCHITECTURAL DRAWINGS. HORIZONTAL WALL REINFORCING SHALL BE STOPPED EACH SIDE OF CONTROL
JOINTS. SEE ARCHITECTURAL DRAWINGS FOR SEALANT REQUIREMENTS AT CONTROL JOINTS.
USE METAL LATH OR WIRE SCREEN FOR CAVITY CAPS. SHEET METAL FELT, BUILDING PAPER, OR LIKE MATERIALS
ARE PROHIBITED.
CHEMICAL ADHESIVE ANCHORING IN HOLLOW CELL APPLICATIONS
ADHESIVE ANCHORS (EPDXY STYLE) SHALL BE USED IN HOLLOW CMU APPLICATIONS FOR STRUCTURAL
ANCHORING. ANCHORS SHALL BE TESTED TO ASTM E488 AND ICBO A '58. ICBO AND/OR SBCCI CODE COMPLIANCE
IS REQUIRED IN APPROPRIATE AREAS. METRO-DADE COMPLIANCE AND/OR FLORIDA BUILDING CODE COMPLIANCE
ARE REQUIRED IN FLORIDA. ANCHORING SYSTEM SHALL INCLUDE THE ADHESIVE, MESH SCREEN (OR UMBRELLA),
ANCHOR (OR INSERT) AND WASHER/NUT FOR PROPER ANCHORING. ACCEPTED PRODUCTS ARE ITW RED HEAD
ACRYLIC 7, GRANITE 5 OR ENGINEER APPROVED SUBSTITUTION.
ADHESIVE SHALL BE MOISTURE INSENSITIVE (ALLOWING INSTALLATIONS IN DAMP OR WATER -FILLED HOLES).
ADHESIVE SHALL HAVE A FULL -CURE LOAD OF 2 HOURS OR LESS AT 70°F OR SAFETY ISSUES.
MESH SCREENS SHALL BE FORMED INTO A CYLINDRICAL SHAPE WITH ONE END CLOSED. ALTERNATELY,
UMBRELLA SUPPLIED BY ITW RED HEAD MAY BE USED IN APPROPRIA E APPLICATIONS. THREADED STUDS SHALL
CONFORM TO ASTM A36 (STANDARD CARBON STEEL) UNLESS NOTED OTHERWISE. PERMANENTLY EXPOSED
STUDS SHALL BE STAINLESS STEEL. NUTS AND WASHERS SHALL CONFORM TO THE SAME SPECIFICATION AS THE
SUPPLIED STUD.
INSTALLATION SHALL BE IN CONFORMANCE WITH MANUFACTURER'S PRINTED LITERATURE. INSTALLATION SHALL
ALSO INCLUDE BRUSHING AND CLEANING OF DRILLED HOLES WITH COMPRESSED AIR AS INSTRUCTED.
INSTALLERS SHALL BE TRAINED BY THE MANUFACTURER'S REPRESENTATIVE. EMBEDMENT SHALL BE AS
INDICATED ON THE STRUCTURAL DRAWINGS.
DESIGN CRITERIA:
DESIGN WAS BASED ON STRENGTH AND DEFLECTION CRITERIA OF THE 2017 FLORIDA BUILDING
CODE 6TH EDITION. IN ADDITION TO THE DEAD LOADS, THE FOLLOWING LOADS AND
ALLOWABLES WERE USED FOR DESIGN, WITH LIVE LOADS REDUCED PER THE 2017 FBC:
L/360 - L/240
L/360 - L/240
L/240 - BRITTLE
L/180 - FLEXIBLE
THE PROPOSED WORK SHALL BE IN ACCORDANCE WITH THE PRESCRIPTIVE COMPLIANCE
METHOD PER CHAPTER 4 OF THE 2017 FLORIDA BUILDING CODE, EXISTING, 6TH EDITION.
WIND PRESSURES ON WALLS & ROOFS 3
EFFECTIVE AREA OF
LIVE LOAD
DEAD LOAD
ROOF:
20 PSF
15 PSF
FLOORS:
40 PSF
15 PSF
DECKS:
50 PSF
15 PSF
WALLS:
PER C&C
PER ASCE7-10
-100.2
BELOW
TBLE. C3-1
ULTIMATE WIND SPEED
-57.0
130 MPH PER ASCE 7-10
NOMINAL WIND SPEED:
-37.8
101MPH PER FBC R301.2.1.3
EXPOSURE
22.4
C PER ASCE 7-10
IMPORTANCE FACTOR
-44.2
1.0 CATEGORY II
INTERNAL PRESSURE COEFF +/-0.18
ENCLOSED (PROTECTED OPENINGS)
COMPONENTS & CLADDING
PRESSURES PER TABLE & CHARTS ON THIS PAGE.
L/360 - L/240
L/360 - L/240
L/240 - BRITTLE
L/180 - FLEXIBLE
THE PROPOSED WORK SHALL BE IN ACCORDANCE WITH THE PRESCRIPTIVE COMPLIANCE
METHOD PER CHAPTER 4 OF THE 2017 FLORIDA BUILDING CODE, EXISTING, 6TH EDITION.
WIND PRESSURES ON WALLS & ROOFS 3
EFFECTIVE AREA OF
ROOF ZONES'
EXTERIOR WALLS'
OPENING/ROOF ZONE
INTERIOR ZONE 1
EDGE ZONE 2
CORNER ZONE 3
INTERIOR ZONE 4
END ZONE 5
0 to 10
24.5
-38.9
24.5
-67.8
24.5
-100.2
42.6
-46.2
42.6
-57.0
10.1 to 20
22.4
-37.8
22.4
-62.4
22.4
-93.8
40.6
-44.2
40.6
-53.2
20.1 to 50
19.5
-36.4
19.5
-55.2
19.5
-85.1
38.1
-41.7
38.1
-48.0
50.1 to 100
17.4
-35.3
17.4
-49.8
17.4
-73.1
36.3
-39.8
36.3
-44.2
100.1 to 500
-
-
-
-
-
-
31.8
1 -35.3
31.8
-35.3
1. WIND PRESSURES SHOWN ABOVE ARE FOR STRUCTURES WITH A MEAN ROOF HEIGHT OF 30 FEET OR LESS WITH A ROOF PITCH
BETWEEN 2/12 & 6/12 (VERT./HORIZ.). IF THE STRUCTURE IS OUTSIDE THESE PARAMETER PLEASE CONTACT THE ENGINEER.
2. THE EFFECTIVE AREA IS EQUAL TO THE LENGTH , WIDTH OF THE PROPOSED OPENING OR SPAN. THE WIDTH SHALL BE
PERMITTED TO BE NOT LESS THAN 1 OF THE SPAN LENGTH. THE EFFECTIVE AREA FOR FASTENERS SHALL NOT BE GREATER
THAN THE TRIBUTARY AREA B/T FASTENERS.
3. ALL WIND PRESSURE VALUES IN POUNDS PER SQ. FT(PSF) & ARE CONSIDERED ULTIMATE VALUES. MULTIPLY VALUES BY 0.6
FOR NOMINAL PRESSURES PER FBC R301.2.1.6
ZONE CHARTS
a
a a a
1 Ti
---- - 2-------7 ; �J--------- 2 ---------LOOS
N 2' / /2 A 01 102 h
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2-
aHIP ROOFS a a GABLE ROOFS a
WALLS
ABBREVIATIONS
BM
BEAM
B/T
BETWEEN
CONN.
CONNECTION
CONT.
CONTINUOUS
CL
CENTER LINE
CLG
CEILING
CMU
CONCRETE MASONRY UNIT
DL
DEAD LOAD
EOR
ENGINEER OF RECORD
EXT.
EXTERIOR
FBC
FLORIDA BUILDING CODE (2017, 6TH EDITION)
FFE
FINISHED FLOOR ELEVATION
FTG
FOOTING
FPA
FLORIDA PRODUCT APPROVAL
INT.
INTERIOR
LG
LENGTH
LL
LIVE LOAD
LVL
LAMINATED VENEER LUMBER (2.OE, 1 4" WIDE MIN. U.N.O.)
MAX.
MAXIMUM
MIN.
MINIMUM
OR
"OR" MEANS THAT EITHER OPTION PROVIDED IS SUFFICE FOR THE APPLICATION
O.C.
ON CENTER SPACING
OPT
OPTIONAL
OSB
ORIENTED STAND BOARD (APA RATED MIN.)
PCF
POUNDS PER SQUARE FEET
PLYW.
PLYWOOD (APA RATED MIN.)
PSF
POUNDS PER SQUARE FEET
PSI
POUNDS PER SQUARE INCH
SS
STAINLESS STEEL
STAGG.
STAGGERED
SPF
SPRUCE -PINE -FIR
SYP
SOUTHERN YELLOW PINE (No. 2 MIN.)
SW
SHEAR WALL
T/G
TOGETHER
T&G
TONGUE AND GROOVE
TYP
TYPICAL
U.N.O.
UNLESS OTHERWISE NOTED
W/
WITH
W/o
WITHOUT
W.W.M/F WELDED WIRE MESH OR FABRIC
SHEETINDEX
S-1
STRUCTURAL NOTES & SPECIFICATIONS
S-2
FOUNDATION & FRAMING PLAN
S-3
ROOF FRAMING PLANS & DETAILS
SYMBOLLEGEND
VIEW DIRECTION
::�_,
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WALL SECTION
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DETAIL
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N
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PROJECT #: 18-304
DESIGNED: KCM
DRAWN: KCM
SCALE: AS NOTED
ISSUED: 6/25/18
REVISION -1: 7/12/18
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GENERAL NOTES
1. IT IS THE INTENT THAT THIS WORK BE IN CONFORMANCE WITH THE FLORIDA BUILDING CODE 2017, 6TH ED.
RESIDENTIAL AND ALL AUTHORITIES HAVING JURISDICTION OVER THIS TYPE OF CONSTRUCTION AND OCCUPANCY.
CONTRACTOR SHALL DO THEIR WORK IN CONFORMANCE WITH ALL APPLICABLE CODES AND REGULATIONS.
2. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOBSITE PRIOR TO COMMENCING
WORK. CONTRACTOR SHALL REPORT ALL DISCREPANCIES THE DRAWINGS AND EXISTING CONDITION TO THE
ENGINEER PRIOR TO COMMENCING WORK.
3. THESE DOCUMENTS, AS INSTRUMENTS OF SERVICE, ARE THE PROPERTY OF THE ENGINEER AND MAY NOT BE
USED OR REPRODUCED WITHOUT EXPRESSED WRITTEN CONSENT OF THE ENGINEER.
4. ALL DETAILS AND SECTIONS SHOWN ON THESE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE
CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE IN THE WORK, EXCEPT WHERE A DIFFERENT
DETAIL IS SHOWN.
5. CONTRACTOR WILL INCORPORATE ALL NECESSARY LOCAL/STATE/FEDERAL BUILDING, FIRE, AND HANDICAP CODES
INTO THE DESIGN AND BASE PROPOSAL FOR A COMPLETE TURN -KEY PROJECT,
6. PROJECT SHALL BE TURNED OVER TO OWNER IN A CLEAN CONDITION WITH ALL TRASH AND DEBRIS REMOVED
FROM SITE. ALL WINDOWS AND CLASS CLEAN, ALL FLOORS CLEAN, ALL HORIZONTAL SURFACES DUSTED AND
CLEANED, AND ALL PLUMBING AND TOILET FIXTURES CLEAN AND IN GOOD WORKING ORDER. CONTRACTOR
SHALL HAUL ALL RUBBISH FROM SITE ON A REGULAR BASIS. DO NOT ALLOW TO ACCUMULATE.
15. CONTRACTOR TO OBTAIN ALL PERMITS, PAY ALL FEES AND TAXES. CONTRACTOR SHALL GUARANTEE ALL
MATERIALS & WORKMANSHIP FREE FROM DEFECTS. FOR A PERIOD OF NOT LESS THAN ONE (1) YEAR FROM
THE DATE OF ACCEPTANCE. CORRECTION OF ANY DEFECTS SHALL BE COMPLETED WITHOUT ADDITIONAL CHARGE
ION AND SHALL INCLUDE INCLUDE REPLACEMENT OR REPAIR OF ANY OTHER PHASE OF THE INSTALLATION
WHICH MAY HAVE BEEN DAMAGED THEREBY.
16. DIMENSIONS INDICATED ON THE DRAWINGS IN REFERENCE TO EXISTING CONDITIONS ARE THE BEST AVAILABLE
DATE OBTAINABLE, BUT ARE NOT GUARANTEED. BEFORE PROCEEDING WITH ANY WORK DEPENDENT ON THE
DATA INVOLVED, THE CONTRACTOR SHALL FIELD CHECK AND VERIFY ALL DIMENSIONS, GRADES, LINES, LEVELS,
OR OTHER CONDITIONS OF LIMITATIONS AT THE SITE TO AVOID CONSTRUCTION ERRORS. IF ANY WORK IS
PERFORMED BY THE CONTRACTOR OR ANY OF HIS SUBCONTRACTORS PRIOR TO ADEQUATE VERIFICATION OF
APPLICABLE DATA, AT RESULTANT EXTRA COST FOR ADJUSTMENT OR WORK AS REQUIRED TO CONFORM TO
EXISTING LIMITATIONS, SHALL BE ASSUMED BY THE CONTRACTOR WITHOUT REIMBUR EMENT OR COMPENSATION
BY THE OWNER.
17. A DESIGNATED LOCATION FOR STORAGE OF CONSTRUCTION MATERIAL AND EQUIPMENT SHALL BE DETERMINED
BY THE OWNER AND IDENTIFIED AT THE PRE -CONSTRUCTION MEETING.
18. CONTRACTOR PERSONNEL ARE CONFINED TO AREAS OF BUILDING NECESSARY FOR COMPLETION OF WORK. FREE
ACCESS TO ALL PARTS OF THE BUILDING IS NOT ALLOWED.
19. CONTRACTOR IS RESPONSIBLE FOR SCHEDULING DELIVERY, RECEIVING, UNLOADING, UNCRATING, SORTING,
SETTING IN PLACE, AND PROTECTING FROM DAMAGE ALL NEW EQUIPMENT FURNISH D BY THE CONTRACTOR.
THIS SHALL ALSO APPLY TO ITEMS FURNISHED BY THE OWNER TO THE CONTRACTOR.
20. TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES, INCLUDING SOIL APPLIED PESTICIDES,
BAITING SYSTEMS, AND PESTICIDES APPLIED TO WOOD, OR OTHER APPROVED METHODS OF TERMITE PROTECTION
LABELED FOR USE AS A PREVENTATIVE TREATMENT TO NEW CONSTRUCTION. UPON OMPLETION OF THE
APPLICATION OF THE TERMITE PROTECTIVE TREATMENT, A CERTIFICATE OF COMPLIAN E SHALL BE ISSUED TO
THE BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CON INS THE FOLLOWING
STATEMENT: THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN
TERMITES. TREATMENT IS IN ACCORDANCE WITH THE RULES AND LAWS ESTABLISHED BY FLORIDA DEPARTMENT
OF AGRICULTURE AND CONSUMER SERVICES.
21. TERMITE PROTECTION TO BE DONE AFTER ALL EXCAVATION, BACKFILLING AND COMPACTION IS COMPLETE. ANY
DISTURBED SOIL TREATMENT MUST BE RETREATED.
22. TREATMENT SHALL BE PROTECTED FROM RAINFALL BY 6 MIL VAPOR BARRIER. IF RAINFALL OCCURS BEFORE
BARRIER PLACEMENT, SOIL MUST BE RETREATED.
23. PROTECTIVE SLEEVES AROUND METALLIC PIPING PENETRATING CONCRETE SLAB -ON -GRADE FLOORS SHALL BE
NON -CELLULOSE CONTAINING MATERIALS AND RECEIVE AN APPLICATION OF TERMITICIDE IN ANNULAR SPACE
BETWEEN SLEEVE AND PIPE.
NEW ADDITION
405 SKATE ROAD
ATLANTIC BEACH
ELECTRICAL NOTES
1. ALL ELECTRICAL WIRING TO BE IN ACCORDANCE WITH 2017 FLORIDA BUILDING CODE, 6TH EDITION, RESIDENTIAL
AND 2011 NATIONAL ELECTRIC CODE
2. ALL SMOKE DETECTORS AND CARBON MONOXIDE DETECTORS SHALL BE IN ACCORDANCE WITH THE 2017 FBC
R314 & R315.
3. ELECTRICAL CONTRACTOR SHALL PROVIDE ARC -FAULT CIRCUIT INTERRUPTERS IN LIVING, DINING, HALLWAYS, AND
BEDROOMS PER 2017 FBC R3902.16
4. ALL OUTDOOR RECEPTACLES SHALL BE PROT CTED FROM MOISTURE PER 2017 FBC R3905.11
5. ALL PERMANENTLY INSTALLED LIGHTING FIXTURES SHALL COMPLY WITH THE MINIMUM REQUIREMENTS PER
FBC-ENERGY CONSERVATION R404.
6. STAIRWAY ILLUMINATION FOR BOTH INTERIOR �ND EXTERIOR STAIRWAYS SHALL BE IN ACCORDANCE WITH THE
2017 FBC R303.7 & R303.8
MECHANICAL NOTES
1. ALL DUCT SIZING SHALL BE IN ACCORDANCE W/ ACCA MANUAL "D". PROVIDE DUCT TESING IN ACCORDANCE
W/ ASHRAE STANDARD 152.
2. DUCT LAYOUT AND ALL OTHER MECHANICAL COMPONENTS ARE SHOWN ON THE APPROVED DUCT LAYOUT PLAN
INCLUDED IN THE ENERGY CALCULATION PAC 'AGE PERFORMED BY OTHERS.
3.
ALL DUCTS & AIR HANDLERS NOT LOCATED IN
CONDITIONED SPACE SHALL BE TESTED
TO BE "SUBSTANTIALLY"
A-2
LEAK FREE.
INTERNATIONAL
AIR T
FLOOR PLAN
4.
DUCTS IN GARAGE AND DUCTS PENETRATING
THE WALLS OR CEILINGS SEPARATING THE
DWELLING FROM THE
-S-1-S-3
GARAGE SHALL BE INSTALLED ACCORDING TO
FBC R302.5.2
5.
VENTILATION REQUIREMENTS SHALL BE IN ACCORDANCE
WITH THE 2017 FBC R303.
yy P
6.
ALL INSULATION SPECIFICATIONS ARE INCLUD
.D IN THE ENERGY CALCULATION PACKAGE
PERFORMED BY
ROAD 2
N
OTHERS. IF ANY INSTALLED INSULATION MATE
IALS DO NOT MATCH THE ENERGY FORMS,
NEW CALCULATIONS
� p�FiL`
FAVE
2
SHALL BE PERFORMED OR THE ORIGINAL AP
ROVED INSULATIONS SHALL BE INSTALLED.
R
PLUMBING NOTES
1. ALL WORK SHALL BE PERFORMED BY A LICENSED PLUMBING CONTRACTOR IN A FIRST-CLASS
WORKMANLIKE MANNER. THE COMPLETE SYSTEM SHALL BE FULLY OPERATIVE.
2. ALL EXCAVATION & BACK FILL AS REQUIRED FOR THIS PHASE OF CONSTRUCTION SHALL BE A
PART OF THIS CONTRACT,
3. ALL WORK SHALL BE COORDINATED WITH OT ER TRADES TO A VOID INTERFERENCE WITH THE
PROCESS OF CONSTRUCTION.
4. VERIFY LOCATION, SIZE, TRAPS, INVERTS OF ALL EXISTING UTILITIES PRIOR TO BEGINNING
CONSTRUCTION. ADVISE ENGINEER OF ANY DISCREPANCIES. ANY COST RES UL TING FROM
DISCREPANCIES NOT REPORTED AT THIS TIME SHALL BE PAID BY THE CONTRACTOR.
5. WATER PIPING TO BE CROSS-LINKED POLYETNiYLENE PIPE (PEX), PVC, OR TYPE "M" OR TYPE
"L" COPPER ABOVE OR BELOW GRADE. ALL PIPING SHALL BE IN ACCORDANCE WITH SECTION
P2906.4 OF THE 2017 FLORIDA BUILDING CO E, RESIDENTIAL.
6. SOIL, WASTE & VENT PIPING TO BE PVC. #4 DVW.
7. ALL FIXTURES MUST BE PROVIDED WITH READILY ACCESSIBLE STOPS
8. WHERE DISSIMILAR METALS ARE TO BE JOINE�, APPROVED INSULATING UNIONS SHALL BE USED.
9. INSULATE HOT WATER LINES WITH 1" THICK SNAP ON INSULATION FIRST 8 FEET FROM WATER
HEATER.
10. CONDENSATE LINES TO BE COPPER/PVC DEP�NDING ON PROJECT REQUIREMENTS.
11. INSULATE WITH 1/2" THICK ARMAFLEX INSULA
FL 32233
BUILDING STRUCTURE INFORMATION
CONDITIONED SPACE:
EXISTING.................................................................................................1,044 S.F.
ADDITION................................................................................................285 S.F.
UNCONDITIONED SPACE:
GARAGE.....................................................................................................312 S.F.
FRONTPORCH...........................................................................................36 S.F.
TOTAL: .............................................................................................................. 1,677 S.F.
TYPE OF CONSTRUCTION..................................................................................5B
OCCUPANCY: .................................................................................................... R-3
FIRESPRINKLERS: ............................................................................................ NO
MAX HEIGHT OF STRUCTURE ................................................. '
WIND BORNE DEBRIS REGION...........................................................................NO
FLOODZONE.....................................................................................................X
SHEET NO.
TITLE
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COVER SHEET
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FASTEN EACH STRINGER TO
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HANGERS
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FASTENED TO TREADS/RISERS W/ MIN.
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STAIR NOTES:
ALL STAIRWAY SECTIONS SHALL BE A MINIMUM 36" IN WIDTH.
MAXIMUM RISER HEIGHT SHALL BE 7-3/4" AND MINIMUM
TREAD WIDTH SHALL BE 10 INCHES
ALL FLOORS AND LANDINGS SHALL HAVE A MIN. WIDTH NO
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ALL OTHER STAIR SPECIFICATIONS SHALL BE IN
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GENERAL STRUCTURAL NOTES
THE CONTRACTOR SHALL✓ERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOBSITE PRIOR TO COMMENCING
WORK. CONTRACTOR SHELL REPORT ALL DISCREPANCIES THE DRAWINGS AND EXISTING CONDITION TO THE
ENGINEER PRIOR TO COMMENCING WORK.
DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE TYPICAL AND APPLY TO SIMILAR SITUATIONS
ELSEWHERE, EXCEPT AS OTHERWISE INDICATED. ADAPT REQUIREMENTS OF DETAILS, SECTIONS, PLANS, AND
NOTES AT LOCATIONS WHERE CONDITIONS ARE SIMILAR.
DIMENSIONS INDICATED ON THE DRAWINGS IN REFERENCE TO EXISTING CONDITIONS ARE THE BEST AVAILABLE
DATE OBTAINABLE, BUT ARE NOT GUARANTEED. BEFORE PROCEEDING WITH ANY WORK DEPENDENT ON THE DATA
INVOLVED, THE CONTRACTOR SHALL FIELD CHECK AND VERIFY ALL DIMENSIONS, GRADES, LINES, LEVELS, OR
OTHER CONDITIONS OF LIMITATIONS AT THE SITE TO AVOID CONSTRUCTION ERRORS. IF ANY WORK IS
PERFORMED BY THE CONTRACTOR OR ANY OF HIS SUBCONTRACTORS PRIOR TO ADEQUATE VERIFICATION OF
APPLICABLE DATA, AT RESULTANT EXTRA COST FOR ADJUSTMENT OR WORK AS REQUIRED TO CONFORM TO
EXISTING LIMITATIONS, SHALL BE ASSUMED BY THE CONTRACTOR WITHOUT REIMBURSEMENT OR COMPENSATION
BY THE OWNER.
CENTER ALL FOOTINGS AND PIERS UNDER COLUMNS ABOVE UNLESS SPECIFICALLY DIMENSIONED OTHERWISE.
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND ARCHITECTURAL,
MECHANICAL, ELECTRICAL, PLUMBING, AND SITE DRAWINGS. CONSULT THESE DRAWINGS FOR SLEEVES,
DEPRESSIONS, AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS,
CONTRACTOR SHALL LOCATE ALL BURIED UTILITIES PRIOR TO EXCAVATION FOR BUILDING FOUNDATIONS. THE
STRUCTURAL ENGINEER SHALL BE NOTIFIED OF POTENTIAL CONFLICTS BETWEEN FOUNDATIONS AND BURIED
UTILITIES.
CODE REQUIREMENTS:
THE BUILDING STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE 2017 EDITION OF THE FLORIDA BUILDING
CODE 6TH EDITION. OTHER CODES IMPLEMENTED FOR DESIGN INCLUDE:
ASCE7-10, ACI 315/318/530, NDS 2015, APA, A.I.S.C., ANSI. FOLLOW ALL APPLICABLE PROVISIONS OF THE FLORIDA
BUILDING CODE AND OTHER RELATED CODES FOR ALL PHASES OF CONSTRUCTION.
TEMPORARY CONDITIONS:
THE STRUCTURAL INTEGRITY OF THE COMPLETED STRUCTURE DEPENDS ON INTERACTION OF VARIOUS
CONNECTED COMPONENTS. PROVIDE ADEQUATE BRACING, SHORING, AND OTHER TEMPORARY SUPPORTS AS
REQUIRED TO SAFELY COMPLETE THE WORK. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED
FOR STABILITY UNDER FINAL CONFIGURATION ONLY.
FOUNDATIONS:
FOUNDATIONS ARE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 PSF ON COMPACTED FILL.
NO GEOTECHNICAL REPORTS AND/OR IN-SITU SOIL DATA WAS GIVEN TO THE STRUCTURAL ENGINEER PRIOR TO
DESIGN. THE BEARING CAPACITY USED FOR DESIGN IS BASED ON ALLOWABLE LOADS FROM THE FLORIDA
BUILDING CODE, 2017 FOR SANDY SOILS WITH NO CLAY, ORGANIC MATERIAL, OR OTHER DELETERIOUS MATERIALS
THAT WOULD AFFECT DESIGN BEARING PRESSURE AND THE PERFORMANCE OF THE FOUNDATIONS.
BEFORE CONSTRUCTION COMMENCES, SOIL BEARING CAPACITY SHALL BE VERIFIED BY A SUBSURFACE
INVESTIGATION,AS WELL AS FIELD AND LABORATORY TESTS PERFORMED BY A CERTIFIED TESTING LABORATORY,
WHOSE REPORT SHALL INCLUDE ANALYSIS AND RECOMMENDATIONS FOR SITE PREPARATION IN ORDER TO BEAR
THE FOUNDATION LOADS. ABOVE REPORT SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW
BEFORE FOUNDATION CONSTRUCTION BEGINS.
CONCRETE:
REINFORCED CONCRETE CONSTRUCTION SHALL CONFORM TO THE FBC AND ACI 318 "BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE". CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD
28 -DAY CYLINDER TESTS PER ASTM C39, AND SHALL BE AS FOLLOWS:
fc ABS W/C MIN CEMENTSLUMP USE
2,500 PSI 0.58 470 LBS 5" +/- 1 ALL SLABS, MONOLITHIC FOOTINGS, SPREAD FTG
3,000 PSI 0.58 470 LBS 5" +/- 1 TIEBEAMS, COLUMNS, WALLS, ELEVATED SLABS
CEMENT SHALL CONFORM TO ASTM C150, TYPE 1. FLY ASH CONFORMING TO ASTM C618, TYPE FOR TYPE C, MAY
BE USED TO REPLACE UP TO 20% OF THE CEMENT CONTENT, PROVIDED THAT THE MIX STRENGTH IS
SUBSTANTIATED BY TEST DATA. COARSE AGGREGATE SHALL CONFORM TO ASTM C33 WITH A MAXIMUM SIZE OF
3/4". FINE AGGREGATE SHALL BE CLEAN, DURABLE, NATURAL SAND CONFORMING TO ASTM C33.
A WATER -REDUCING ADMIXTURE CONFORMING TO ASTM C494, USED IN STRICT ACCORDANCE WITH THE
MANUFACTURER'S RECOMMENDATIONS, SHALL BE INCORPORATED IN CONCRETE DESIGN MIXES. A HIGH -RANGE
WATER -REDUCING ADMIXTURE CONFORMING TO ASTM C494, TYPE F OR G, MAY BE USED IN CONCRETE
MIXES, PROVIDING THAT THE SLUMP DOES NOT EXCEED 8".
SLEEVES, OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL DRAWINGS
SHALL BE APPROVED BY THE STRUCTURAL ENGINEER BEFORE POURING. NO SLEEVE, OPENING, OR INSERT MAY
BE PLACED IN BEAMS, JOISTS, OR COLUMNS UNLESS APPROVED BY THE ENGINEER. CONDUITS EMBEDDED IN
SLABS SHALL NOT BE LARGER IN OUTSIDE DIMENSION THAN ONE THIRD OF THE THICKNESS OF THE SLAB AND
SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON CENTER.
PROVIDE 3/4" CHAMFERS ON ALL EXPOSED CONCRETE EDGES, UNLESS NOTED OTHERWISE. WHERE INDICATED
OR REQUIRED, SLOPE CONCRETE SLABS TO DRAINS SHOWN ON PLUMBING AND/OR ARCHITECTURAL DRAWINGS.
ALL CONCRETE SHALL BE CURED IMMEDIATELY AFTER FINISHING OPERATIONS.
WEATHER RESISTANCE:
ALL CONCRETE INCLUDING BALCONY CONCRETE EXPOSED TO CHLORIDES SHALL CONTAIN A CALCIUM -NITRITE
BASED CORROSION -INHIBITING ADMIXTURE. THE DOSAGE FOR CONCRETE EXPOSED TO AIRBORNE CHLORIDES
SHALL BE MINIMUM TWO GALLONS PER CUBIC YARD. THE WATER CONTAINED IN THE CORROSION -INHIBITING
ADMIXTURE SHALL BE USED IN THE CALCULATION OF THE WATER-TO-CEMENTITIOUS RATIO OF THE CONCRETE.
PROVIDE RHEOCRETE CNI BY MASTER BUILDERS OR APPROVED EQUIVALENT.
CONCRETE BALCONIES OR OTHER CONCRETE FLAT SURFACES EXPOSED TO THE WEATHER THROUGHOUT THE
LIFE OF THE BUILDING, SHALL BE TREATED WITH A CLEAR NONFLAMMABLE PENETRATING SEALER OF THE
ALKYL_ALKOXY SILANE CLASSIFICATION, SUCH AS SONNEBORN PENETRATING SEALER 20, HYDROZO ENVIROSEAL
20, OR OTHER APPROVED WEATHER RESISTANT SYSTEM, APPLICATION AND SURFACE PREPARATION SHALL BE IN
ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS.
SHORING AND RESHORING:
SHORING AND RESHORING SHALL CONFORM TO ACI 347R-88. SHORING AND SUPPORTING FORMWORK SHALL NOT
BE REMOVED FROM HORIZONTAL MEMBERS BEFORE CONCRETE STRENGTH IS AT LEAST 70 PERCENT OF DESIGN
STRENGTH, AS DETERMINED BY FIELD CURE CYLINDERS. IN ADDITION, SHORING SHALL NOT BE REMOVED
SOONER THAN RECOMMENDED BY ACI 347R-88, SECTION 3.7.2.3. FORMWORK SHALL NOT BE REMOVED IN LESS
THAN TEN (10) DAYS.
PRECAST CONCRETE LINTELS:
UNLESS INDICATED OTHERWISE, ALL LINTELS TO BE "U" TYPE PRECAST CONCRETE UNITS EQUAL TO UNITS
MANUFACTURED BY CAST CRETE CORP. AND PRESTRESSED (AND ADDITIONALLY REINFORCED AS REQUIRED) IN
ACCORDANCE WITH CAST CRETE CORP. "DESIGN MANUAL", LATEST EDITION, FOR THE SPAN AND LOADING
CONDITION RELATIVE TO LINTEL LOCATION. LINTEL SIZE IF NOT SHOWN ON THE PLANS SHALL BE 8F8•113 FOR
OPENINGS LESS THAN 10 FEET AND 8F16-1 B/1T FOR OPENINGS 10 FEET TO 20 FEET. PROVIDE 8" MINIMUM BEARING
FOR LINTELS UNLESS NOTED OTHERWISE.
WOOD:
SAWN LUMBER SHALL BE SOUTHERN PINE #2 WITH THE ALLOWABLE FIBER STRESSES PER THE AWC NATIONAL
DESIGN SPECIFICATION. ALL MANUFACTURED LUMBER SHALL BE 2.0E GLUED LAMINATED GEORGIA PACIFIC (OR
EQUIV.) AND INSTALLED ACCORDING TO MANUFACTURES RECOMMENDATIONS. ALL HEADERS/BEAMS SHOULD
BEAR FULLY ON POSTS AND/OR MULTI STUD GROUPS UNLESS NOTED OTHERWISE ON PLANS. CONTACT ENGINEER
OF RECORD IF HEADER/BEAMS SIZE IS NOT SPECIFIED.
FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE MANUFACTURED BY SIMPSON COMPANY OR USP
(OR APPROVED EQUAL) AND OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS. HANGERS NOT SHOWN SHALL BE
SIMPSON HU OF SIZE RECOMMENDED FOR MEMBER. ALL CONNECTORS SHALL BE GALVANIZED. UNLESS SHOWN
OTHERWISE, INSTALL MAXIMUM SIZE AND NUMBER OF FASTENERS SHOWN IN LATEST SIMPSON CATALOG
ALL FRAMING NAILS SHALL BE COMMON NAILS AND SHALL BE OF THE SIZE AND NUMBER INDICATED ON THE
DRAWINGS. MINIMUM NAILING REQ. NOT SHOWN SHALL BE AS INDICATED IN TABLE 2304.9.1 OF THE FBC. INSTALL
1 Od NAILS UNLESS OTHERWISE SPECIFIED ON THE PLANS OR DETAILS. BOLTS AND LAG SCREWS SHALL CONFORM
TO ANSI/ASME STANDARD 818.1. ALL BOLTS AND LAG SCREWS SHALL BE INSTALLED WITH STANDARD CUT
WASHERS.
ALL ANCHOR BOLTS AND THREADED ANCHOR RODS SHALL BE IN ACCORDANCE WITH ASTM A307, GRADE A, OR
ASTM F1554, GRADE 36. ANCHOR ADHESIVES SHALL BE EITHER SET (EPDXY-TIE) OR AT (ARCYLIC-TIE) BY SIMPSON
STRONG -TIE AND INSTALLED ACCORDING TO THE MANUFACTURES INSTRUCTIONS. ALL DRILLED ANCHOR HOLES
SHALL BE CLEANED OF ALL DEBRIS AND BRUSHED OUT PRIOR TO INSTALLATION OF ANCHOR ADHESIVE.
ALL WOOD MEMBERS EXPOSED TO EXTERIOR CONCRETE, MASONRY, WEATHER, OR EARTH SHALL BE PRESSURE
TREATED LUMBER. ALL NAILS DIRECTLY EXPOSED TO WEATHER SHALL BE GALVANIZED. FASTENER
REQUIREMENTS IN PRESSURE TREATED LUMBER ARE AS FOLLOWS:
ACZA PRESERVATIVE: STANDARD CARBON STEEL.
ACQ & MCQ PRESERVATIVE: HOT DIPPED GALVANIZED,
SODIUM BORATE: STAINLESS STEEL CONNECTORS & FASTENERS (NOT REQ. FOR
SILL PLATES OVER CONCR. & VAPOR BARRIER NOT DIRECTLY
EXPOSED TO EARTH OR WEATHER)
ALL DECKS, GUARDS, RAILS, STAIRS AND OTHER ACCESSORY DECK COMPONENTS SHALL BE CONSTRUCTED IN
ACCORDANCE WITH AWC DCA6 PRESCRIPTIVE GUIDE FOR DECK CONSTRUCTION & THE FLORIDA BUILDING CODE,
2017. ALL FASTENERS AND CONNECTORS EXPOSED TO SALT WATER OR LOCATED WITHIN 300 FEET OFA SALT
WATER SHORE LINE SHALL BE STAINLESS STEEL GRADE 304 OR 316
ALL EXTERIOR WOOD WALLS WITHOUT OPENINGS SHALL BE CONSIDERED SHEAR WALLS. ALL WOOD DESIGN
SHALL BE IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, 2015 & WITH
THE FLORIDA BUILDING CODE, 2017.
PLYWOOD PAk:_LS SHALL CONFORM TO THE REQUIREMENTS OF"U. . PRODUCT STANDARD PS -1 FOR
CONSTRUCTICI I AND INDUSTRIAL PLYWOOD" OR APA PRP -108 PERF RMANCE STANDARDS. UNLESS OTHERWISE
NOTED, PANED SHALL BE APA RATED SHEATHING, EXPOSURE 1, OF THE THICKNESS AND SPAN RATING SHOWN
ON THE DRAWINGS.
PLYWOOD INSTALLATION SHALL BE IN CONFORMANCE WITH APA RECOMMENDATIONS. ALLOW 1/8" SPACING AT
PANEL EDGES, UNLESS OTHERWISE RECOMMENDED BY THE PANEL MANUFACTURER.
ALL SUB -FLOORING, ROOF, AND SHEARWALL SHEATHING SHALL BEI STALLED WITH FACE GRAIN PERPENDICULAR
TO SUPPORTS, EXCEPT AS INDICATED ON THE DRAWINGS. STAGGER ENDS OF ADJACENT PANELS 4'
ROOF SHEATHING SHALL BE BLOCKED, TONGUE -AND -GROOVE, OR HVE EDGES SUPPORTED BY PLYCLIPS.
ATTACH PLYWOOD PANELS TO SUPPORTING MEMBERS WITH 10d NAII S SPACED 4" ON CENTER ALONG THE PANEL
EDGES AND AT 6" ON CENTER ALONG INTERMEDIATE SUPPORTS, UNLESS NOTED OTHERWISE.
SUB -FLOORING SHEATHING SHALL BE UNBLOCKED, EXCEPT AS INDICATED ON DRAWINGS. ATTACH PLYWOOD
PANELS TO SUPPORTING MEMBERS WITH 8d NAILS SPACED 4" ON CENTER ALONG THE PANEL EDGES AND AT 8" ON
CENTER ALONG INTERMEDIATE SUPPORTS, UNLESS NOTED OTHERWISE.
PREFABRICATED WOOD TRUSSES:
SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT
DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE
CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC. CONTRACTOR SHALL NOT BE
RELIEVED FROM RESPONSIBILITY FOR ERRORS OR OMISSIONS IN SH P DRAWINGS OR MIX DESIGNS BY THE
ENGINEER'S REVIEW.
DESIGN AND MANUFACTURE IN ACCORDANCE WITH TPI "DESIGN SPECIFICATIONS FOR METAL PLATE CONNECTED
WOOD TRUSSES", LATEST EDITION.
ROOF TRUSS LOADING: SEE TRUSS MANUFACTURES SIGNED AND SEL TRUSS SHOP DRAWINGS FOR APPLICABLE
TRUSS DESIGN LOADS. TRUSS LOADINGS SHALL BE BASED ON THE P OJECTS DESIGN LOADS AND THE MINIMUM
LOAD REQUIREMENTS SET FORTH BY ASCE 7-10 AND THE FLORIDA BUILDING CODE, 2017 RESIDENTIAL.
ALL TRUSS TO TRUSS CONNECTIONS TO BE DESIGNED BY TRUSS MANUFACTURER AND MADE USING TRUSS
HANGERS. TRUSS DIAGRAMS, IF SHOWN, ARE DIAGRAMMATIC ONLY. TRUSS DESIGNER TO DETERMINE AND
ESTABLISH EXACT HEIGHT, LENGTH, LOCATION, SPACING, AND WEB N EMBER FOR EACH TRUSS. COORDINATE
WITH ARCHITECTURAL AND MECHANICAL DRAWINGS FOR ADDITIONAL ITEMS INCLUDING AIR HANDLER LOCATIONS,
MECHANICAL ROOMS AND DUCT SPACE AND ROUTING.
BUILDER SHALL COORDINATE WITH TRUSS DESIGNER FOR PERMANE T TRUSS BRACING. IF NO BRACING
INFORMATION IS PROVIDED, BOTTOM CHORD LATERAL BRACING SHA L BE CONTINUOUS FROM ONE END OF THE
BUILDING TO THE OTHER AND SHOULD OVERLAP AT LEAST ONE TRU S SPACE FOR CONTINUITY. LATERAL
BRACING SHALL BE NAILED TO EACH TRUSS WITH A MIN. OF (2) 16d N ILS INCLUDING INTERMEDIATE TRUSSES.
SEE TRUSS SHOP DRAWINGS FOR OTHER DETAILS AND SPECIFICATI NS FOR BRACING.
REINFORCING STEEL:
REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, FOR DEFORMED BAR AND ASTM A185 FOR
SMOOTH WELDED WIRE FABRIC (WWF), UNLESS OTHERWISE NOTED. REINFORCING STEEL TO BE WELDED SHALL
CONFORM TO ASTM A706. REINFORCING STEEL SHALL BE SECURELY TIED IN PLACE WITH #16 ANNEALED IRON
WIRE.
ALL DETAILING AND ACCESSORIES SHALL CONFORM TO ACI DETAILINMANUAL SP 66, PROVIDE CHAIRS,
SPACERS, BOLSTERS, AND ITEMS IN CONTACT WITH FORMS WITH HO _DIP GALVANIZED LEGS OR PLASTIC LEGS,
ACCURATELY POSITION, SUPPORT, AND SECURE REINFORCEMENT A 'AINST DISPLACEMENT BY FORMWORK
CONSTRUCTION OR CONCRETE PLACEMENT OPERATIONS. "WET -STI 'KING" OF REINFORCING IS PROHIBITED.
REQUIRED CONCRETE COVER FOR REINFORCING STEEL (UNLESS NO ED OTHERWISE):
FOOTINGS 3" BOTTOM AND SIDES, 2" TOP
SLABS 3/4"
COLUMNS 1-1/2" TO TIES, 2" TOP
BEAMS 1-1/2" TO STIRRUPS
WALLS 1-1/2"
LAP SPLICE CONTINUOUS VERTICAL OR HORIZONTAL BARSIN CONCRETE MEMBERS IN ACCORDANCE WITH ACI
318, LATEST EDITION, FOR CLASS "B" TENSION LAP SPLICES. DO NOT 3PLICE CONTINUOUS TOP BARS IN BEAMS AT
ENDS OF CLEAR SPANS. DO NOT SPLICE CONTINUOUS BOTTOM BARS IN BEAMS IN CLEAR SPANS BETWEEN
SUPPORTS, SHOW ALL SPLICES ON SHOP DRAWINGS. SPLICE LOCAT ONS AND METHODS SUBJECT TO APPROVAL
OF STRUCTURAL ENGINEER.
AT SLAB AND WALL OPENINGS PROVIDE A MINIMUM OF (2) #5 BARS AL _ FOUR SIDES AND DIAGONALLY; EXTEND
THESE BARS A LAP DISTANCE OR A MINIMUM OF 24" PAST THE OPENI G OR HOOK BARS IF DISCONTINUOUS.
DOWEL ALL WALLS AND COLUMNS TO FOOTINGS WITH BAR SIZE AND PACING TO MATCH VERTICAL REINFORCING
UNLESS OTHERWISE SHOWN,
MASONRY WALLS:
MASONRY UNITS SHALL MEET ASTM C90, TYPE 2. ASSEMBLIES SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH
OF fm= 1500. MORTAR SHALL BE TYPE "M" OR "S" AND MEET ASTM C2 '0. GROUT SHALL BE 2000 PSI MINIMUM
COMPRESSIVE STRENGTH AT 28 DAYS IN ACCORDANCE WITH ASTM C 76. GROUT SHALL CONSIST OF A MIXTURE
OF CEMENTITIOUS MATERIALS AND AGGREGATE TO WHICH SUFFICIENT WATER HAS BEEN ADDED TO CAUSE THE
MIXTURE TO FLOW WITHOUT SEGREGATION OF THE CONSTITUENTS. GROUT SHALL HAVE A MAX. COURSE AGGR.
SIZE OF $" & SHALL BE PLACE WITH A SLUMP OF 8 TO 11 INCHES. ALL ELLS CONTAINING VERTICAL BARS, BOND
BEAMS, AND ALL CELLS BELOW GRADE SHALL BE FILLED WITH GROUT. MAXIMUM HEIGHT OF GROUT POUR
ALLOWED IS 5-0" UNLESS CLEAN-OUT OPENING IS PROVIDED AT BOTTOM OF CELLS TO BE FILLED. LOCATE
CLEAN-OUT OPENINGS IN AREAS NOT EXPOSED TO VIEW. CLEAN OUT OPENINGS SHALL HAVE A MIN, OPENING
DIMENSION OF 3 INCHES.
UNLESS NOTED OTHERWISE EIGHT INCH MASONRY WALLS SHALL BE �IARTIALLY REINFORCED MASONRY WALL
CONSTRUCTION WITH #5 AT 48 INCH O.C. IN GROUT FILLED CELLS. ADD (1) #5 REINFORCING BAR EACH SIDE OF
OPENINGS EXCEEDING 3 FEET.
PROVIDE REINFORCING BARS AT CORNERS, INTERSECTIONS, AND EA H SIDE OF OPENINGS. PROVIDE (2)
REINFORCING BARS EACH SIDE OF OPENINGS OVER 4 FEET WIDE, AND AS SHOWN ON THE PLANS. PROVIDE
HOOKED DOWELS INTO FOOTINGS AND STRUCTURE ABOVE AND/OR BELOW TO PROVIDE
CONTINUITY. PROVIDE 9 GAGE GALVANIZED HORIZONTAL JOINT REINf ORCING (DUR-O-WAL OR
ENGINEER -APPROVED EQUAL) AT 16" O.C.
DO NOT PLACE CONDUITS, PIPES, ETC., IN CELLS WITH VERTICAL REINFORCING. DO NOT RUN CONDUITS, PIPES,
ETC., HORIZONTALLY IN CMU WALLS PARALLEL TO LENGTH OF WALL. WHERE MASONRY WALLS ABUT CONCRETE
COLUMNS TO BE PLACED PRIOR TO ERECTION OF MASONRY WALLS, PROVIDE DOVETAIL SLOTS BETWEEN COLUMN
AND WALLS AND GROUT THE CMU CELL CONTAINING THE DOVETAIL ANCHORS. OTHERWISE, EXTEND CMU
HORIZONTAL JOINT REINFORCING THROUGH CONCRETE COLUMN.
CONTROL JOINTS SHALL BE PROVIDED IN ALL CONCRETE MASONRY C NSTRUCTION AT LOCATIONS INDICATED ON
THE ARCHITECTURAL DRAWINGS. HORIZONTAL WALL REINFORCING SHALL BE STOPPED EACH SIDE OF CONTROL
JOINTS. SEE ARCHITECTURAL DRAWINGS FOR SEALANT REQUIREME IS AT CONTROL JOINTS.
USE METAL LATH OR WIRE SCREEN FOR CAVITY CAPS. SHEET METAL, FELT, BUILDING PAPER, OR LIKE MATERIALS
ARE PROHIBITED.
CHEMICAL ADHESIVE ANCHORING IN HOLLOW CELL APPLICATIONS
ADHESIVE ANCHORS (EPDXY STYLE) SHALL BE USED IN HOLLOW CMU APPLICATIONS FOR STRUCTURAL
ANCHORING. ANCHORS SHALL BE TESTED TO ASTM E488 AND ICBO A 58. ICBO AND/OR SBCCI CODE COMPLIANCE
IS REQUIRED IN APPROPRIATE AREAS. METRO-DADE COMPLIANCE AN /OR FLORIDA BUILDING CODE COMPLIANCE
ARE REQUIRED IN FLORIDA. ANCHORING SYSTEM SHALL INCLUDE THE ADHESIVE, MESH SCREEN (OR UMBRELLA),
ANCHOR (OR INSERT) AND WASHER/NUT FOR PROPER ANCHORING. ACCEPTED PRODUCTS ARE ITW RED HEAD
ACRYLIC 7, GRANITE 5 OR ENGINEER APPROVED SUBSTITUTION.
ADHESIVE SHALL BE MOISTURE INSENSITIVE (ALLOWING INSTALL
ATIO SIN DAMP OR WATER -FILLED HOLES).
ADHESIVE SHALL HAVE A FULL -CURE LOAD OF 2 HOURS OR LESS AT 7 °F OR SAFETY ISSUES.
MESH SCREENS SHALL BE FORMED INTO A CYLINDRICAL SHAPE WITH NE END CLOSED. ALTERNATELY,
UMBRELLA SUPPLIED BY ITW REDHEAD MAYBE USED IN APPROPRIAT APPLICATIONS. THREADED STUDS SHALL
CONFORM TO ASTM A36 (STANDARD CARBON STEEL) UNLESS NOTED OTHERWISE. PERMANENTLY EXPOSED
STUDS SHALL BE STAINLESS STEEL. NUTS AND WASHERS SHALL CON ORM TO THE SAME SPECIFICATION AS THE
SUPPLIED STUD.
INSTALLATION SHALL BE IN CONFORMANCE WITH MANUFACTURER'S PRINTED LITERATURE. INSTALLATION SHALL
ALSO INCLUDE BRUSHING AND CLEANING OF DRILLED HOLES WITH COMPRESSED AIR AS INSTRUCTED.
INSTALLERS SHALL BE TRAINED BY THE MANUFACTURER'S REPRESENTATIVE. EMBEDMENT SHALL BE AS
INDICATED ON THE STRUCTURAL DRAWINGS.
DESIGN CRITERIA:
DESIGN WAS BASED ON STRENGTH AND DEFLECTION CRITERIA OF THE 2017 FLORIDA BUILDING
CODE 6TH EDITION. IN ADDITION TO THE DEAD LOADS, THE FOLLOWING LOADS AND
ALLOWABLES WERE USED FOR DESIGN, WITH LIVE LOADS REDUCED PER THE 2017 FBC:
a
�a a
m
I V
BM I BEAM
B/T 1 BETWEEN
CONN. 1 CONNECTION
CONT. 1 CONTINUOUS
CL CENTER LINE
CLG CEILING
a
ABBREVIATIONS
CMU CONCRETE MASONRY UNIT
V V
L/360 - L/240
L/360 - L/240
L/240 - BRITTLE
L/180 - FLEXIBLE
WIND PRESSURES ON WALLS & ROOFS s
EFFECTIVE AREA OF
LIVE LOAD
DEAD LOAD
ROOF:
20 PSF
15 PSF
FLOORS:
40 PSF
15 PSF
DECKS:
50 PSF
15 PSF
WALLS:
PER C&C
PER ASCE?-10
-100.2
BELOW
TELE. C3-1
ULTIMATE WIND SPEED
-57.0
130 MPH PER ASCE 7-10
NOMINAL WIND SPEED:
-37.8
101 MPH PER FBC R301.2.1.3
EXPOSURE
22.4
C PER ASCE 7-10
IMPORTANCE FACTOR
-44.2
1.0 CATEGORY II
INTERNAL PRESSURE COEFF +/-0.18
ENCLOSED (PROTECTED OPENINGS)
COMPONENTS & CLADDING
PRESSURES PER TABLE & CHARTS ON THIS PAGE.
a
�a a
m
I V
BM I BEAM
B/T 1 BETWEEN
CONN. 1 CONNECTION
CONT. 1 CONTINUOUS
CL CENTER LINE
CLG CEILING
a
ABBREVIATIONS
CMU CONCRETE MASONRY UNIT
V V
L/360 - L/240
L/360 - L/240
L/240 - BRITTLE
L/180 - FLEXIBLE
WIND PRESSURES ON WALLS & ROOFS s
EFFECTIVE AREA OF
ROOF ZONES'
EXTERIOR WALLS'
OPENING/ROOF ZONE2
INTERIOR ZONE 1
EDGE ZONE 2
CORNER ZONE 3
INTERIOR ZONE 4
END ZONE 5
0 to 10
24.5
-38.9
24.5
-67.8
24.5
-100.2
42.6
-46.2
42.6
-57.0
10.1 to 20
22.4
-37.8
22.4
-62.4
22.4
-93.8
40.6
-44.2
40.6
-53.2
20.1 to 50
19.5
-36.4
19.5
-55.2
19.5
-85.138.1
PSF
-41.7
38.1
-48.0
50.1 to 100
17.4
-35.3
17.4
-49.8
17.4
-73.1
36.3
-39.8
36.3
-44.2
100.1 to 500
-
-
-
-
-
-
31.8
-35.3
31.8 1.--35-31
WITHOUT
1. WIND PRESSURES SHOWN ABOVE ARE FOR STRUCTURES WITH A MEAN ROOF HEIGHT OF 30 FEET OR LESS WITH A ROOF PITCH
BETWEEN 2/12 & 6/12 (VERT./HORIZ.). IF THE STRUCTURE IS OUTSIDE THESE PARAMETER PLEASE CONTACT THE ENGINEER.
2. THE EFFECTIVE AREA IS EQUAL TO THE LENGTH " WIDTH OF THE PROPOSED OPENING OR SPAN. THE WIDTH SHALL BE
PERMITTED TO BE NOT LESS THAN 3 OF THE SPAN LENGTH. THE EFFECTIVE AREA FOR FASTENERS SHALL NOT BE GREATER
THAN THE TRIBUTARY AREA B/T FASTENERS.
3. ALL WIND PRESSURE VALUES IN POUNDS PER SQ. FT(PSF) & ARE CONSIDERED ULTIMATE VALUES. MULTIPLY VALUES BY 0.6
FOR NOMINAL PRESSURES PER FBC R301.2.1.6
ZONE CHARTS
�a a
I - T�o
o�-------- o ----
Ol O �O
O-------- O --------
3� 2
2
O I O
ca - -
a
GABLE ROOFS
DL
DEAD LOAD
EOR
ENGINEER OF RECORD
EXT.
EXTERIOR
FBC
FLORIDA BUILDING CODE (2017, 6TH EDITION)
FFE
FINISHED FLOOR ELEVATION
FTG
FOOTING
FPA
FLORIDA PRODUCT APPROVAL
INT.
INTERIOR
LG
LENGTH
LL
LIVE LOAD
LVL
LAMINATED VENEER LUMBER (2.OE, 14 WIDE MIN. U.N.O.)
MAX.
MAXIMUM
MIN.
MINIMUM
OR
"OR" MEANS THAT EITHER OPTION PROVIDED IS SUFFICE FOR THE APPLICATION
O.C.
ON CENTER SPACING
OPT
OPTIONAL
OSB
ORIENTED STAND BOARD (APA RATED MIN.)
PCF
POUNDS PER SQUARE FEET
PLYW.
PLYWOOD (APA RATED MIN.)
PSF
POUNDS PER SQUARE FEET
PSI
POUNDS PER SQUARE INCH
SS
STAINLESS STEEL
STAGG.
STAGGERED
SPF
SPRUCE -PINE -FIR
SYP
SOUTHERN YELLOW PINE (No. 2 MIN.)
SW
SHEAR WALL
T/G
TOGETHER
T&G
TONGUE AND GROOVE
TYP
TYPICAL
U.N.O.
UNLESS OTHERWISE NOTED
W/
WITH
w/o
WITHOUT
W.W.M/F WELDED WIRE MESH OR FABRIC
WALLS
SHEETINDEX
S-1
STRUCTURAL NOTES & SPECIFICATIONS
S-2
FOUNDATION & FRAMING PLAN
S-3
ROOF FRAMING PLANS & DETAILS
SYMBOL LEGEND
m
VIEW DIRECTION
<
cm�
DETAIL/SECTION NUMBER
WALL SECTION
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1
S-1 VIEW DIRECTION
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SHEET No. WHERE
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SECTION IS LOCATED.
n
m
DETAIL/SECTION NUMBER
DETAIL
1
S-1 SHEET No. WHERE
SECTION IS LOCATED.
CALL OUT
CUT/ MATCH LINE
ELEVATION DATUM
SLAB STEP
X
(INCHES)
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MEMO
MEMO11"
PROJECT #: 18-304
DESIGNED: KCM
DRAWN: KCM
SCALE: AS NOTED
ISSUED: 6/25/18
REVISION -1:
REVISION -2:
E lop
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No 803
=
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STATE OF
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STRUCTURAL SHEATHING REQUIREMENTS
IT IS THE CONTRACTORS RESPONSIBILITY TO VERIFY ALL
BUILDING RESTRICTION LINES AND CITY ZONING
REQUIREMENTS BEFORE CONSTRUCTION BEGINS.
2
S-3
MATCH w/ EXISTING BB -1
C? A 8F8-1 B A
I /
2x10 No. 2 SYP FLOOR m
JOISTS AT 16" O.C. m
PLACE NEW FTG. m
UNDER POST BEARING _ 5
FOR BEAM SUPPORT. LL S-3
SW18 I °0
I® IF24 •
L I1777-
m
m
NAIL
DIAMETER
ZONE 1
ZONE 2
ZONE 3
TYPE
SHEATHING
0.113"
------------------
10d x 1 z"
NAIL
EDGE/FIELD
NAIL
EDGE/FIELD
NAIL
EDGE/FIELD
0.120"
t/1
SHINGLE/
7/16"
3 4"
16d COMMON
0.162"
>
Ltl
N
LLI0
MEMB.
OSB/PLY
8d R.S.
6"/12" O.C.
8d R.S.
6"/12" o.c.
8d R.S.
6"/6" o.c.
METAL
15/32"
8d R.S.
6"/12" o.c.
8d R.S.
6"/12" O.C.
8d R.S.
6"/6" o.c.
(ROOF)
OSB/PLY
•
19/32"
PLY
10d
6"/12" o.c.
8d R.S.
6"/12" o.c.
8d R.S.
6"/6" o.c.
(ROOF)
R.S.
•
•
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FLOOR
23/32" T&G
OSB/PLY
10d OR
8d R.S.
GLUED & NAILED - EDGES: 6" o.c; FIELD: 12" o.c.
PORCH
CEILINGS
3/8"
OSB/PLY
8d
EDGES: 3" o.c; FIELD: 6" o.c.
WALLS
7/16"(MIN.)
OSB/PLY
SEE SHEAR WALL LEDGED
2x10 No. 2 SYP FLOOR m
JOISTS AT 16" O.C. m
PLACE NEW FTG. m
UNDER POST BEARING _ 5
FOR BEAM SUPPORT. LL S-3
SW18 I °0
I® IF24 •
L I1777-
m
m
NAIL
DIAMETER
SW18
- -- ------ -
0.131"
21"
8d RINGSHANK
0.113"
------------------
10d x 1 z"
0.148"
z
O
10d COMMON
0.148"
3"
10d RINGSHANK
0.120"
t/1
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I--
0.148"
3 4"
16d COMMON
0.162"
>
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2x10 No. 2 SYP FLOOR m
JOISTS AT 16" O.C. m
PLACE NEW FTG. m
UNDER POST BEARING _ 5
FOR BEAM SUPPORT. LL S-3
SW18 I °0
I® IF24 •
L I1777-
m
m
NAIL
DIAMETER
SW18
- -- ------ -
0.131"
21"
8d RINGSHANK
0.113"
------------------
10d x 1 z"
0.148"
1. ALL WOOD STRUCTURAL SHEATHING SHALL BE APA RATED, EXPOSURE 1.
2. STRUCTURAL WOOD PANELS NOMINAL THICKNESS & SPAN RATINGS SHALL MEET
10d COMMON
0.148"
3"
10d RINGSHANK
0.120"
2 8"
12d COMMON
0.148"
3 4"
16d COMMON
0.162"
3 2'
1 -
C
THE FOLLOWING MINIMUM REQUIREMENTS:
7/16" =.437" THICKNESS - 24/16 SPAN RATING
15/32" =.469" THICKNESS - 32/16 SPAN RATING
19/32" =.594" THICKNESS - 40/20 SPAN RATING
' • • •
p
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•
LL
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23/32" =.719" THICKNESS - 48/24 SPAN RATING
3. ALL ROOF SHEATHING SHALL BE INSTALLED WITH THE LONG DIMENSION
PERPENDICULAR TO THE ROOF SUPPORTS.
4. SHEATHING/SUBSTRATES & FASTENINGS FOR EACH ROOFING TYPE SHALL BE IN
ACCORDANCE w/ THE FLORIDA PRODUCT APPROVAL.
5. ALL NAILS SHALL BE RING SHANK NAILS U.N.O.
6. 2x BLOCKING SHALL BE USED IN ROOF ZONES 2 & 3 FOR ALL EDGE SHEATHING
FASTENING.
FASTENER LEGEND
2x10 No. 2 SYP FLOOR m
JOISTS AT 16" O.C. m
PLACE NEW FTG. m
UNDER POST BEARING _ 5
FOR BEAM SUPPORT. LL S-3
SW18 I °0
I® IF24 •
L I1777-
m
m
NAIL
DIAMETER
LENGTH
8d COMMON
0.131"
21"
8d RINGSHANK
0.113"
22"
10d x 1 z"
0.148"
1 2"
10d COMMON
0.148"
3"
10d RINGSHANK
0.120"
2 8"
12d COMMON
0.148"
3 4"
16d COMMON
0.162"
3 2'
� Q=
1. ALL NAILS SHALL BE COMMON NAIL Q O
UNLESS OTHERWISE NOTED ON THEU
PLANS. r
2. INSTALL 10d NAILS IF NOT2
OTHERWISE NOTED ON THE PLANS. � � � 1 1 1
3. INSTALL THE APPROPRIATE W
FASTENERS FOR PRESSURE W
TREATED LUMBER. SEE NOTES ON O 00
B SHEET S-1. < 10
14'-6" MAX U
FRAMING LEGEND 06 W (n
0'-0" EXIST. FIN. FLR. ELEV. _
00
(ASSUMED DATUM) LL P111111111771717111
00 z
D 8" CMU BEARING WALL W/ #5 @ 48" O.C. MAX AND AT Q LO
CORNERS, INTERSECTIONS, AND EACH SIDE OF O Q
• OPENINGS.
• z J
A
FLOOR 7® STRUCTURAL LINTELS OR HEADERS AS SPECIFIED ON PLANS.O
Q
SHEATHING, SEE777 O
SHEATHING REQ. A V1171111111111 STRUCTURAL BEAMS OR LEDGERS.U.
v
z STRUCTURAL WOOD POST
C X STRUCTURAL COLUMN. SEE COLUMN SCHEDULE ON SHEET S-2.0.
FILL IN EXIST.
OPENING
= FILLED w/ GROUT / U= UNFILLED j
00
9 QUANTITY OF #5 ADDED UREBAR AT -LIINTEL CAVITY FOR GRAVITY LOAD T. OF
-1'-6" EXIST. GARAGE S-3
If %10 ON
(ASSUMED DATUM)
8F16-1 B/1 T Q Ln
N
QUANTITY OF #5 ADDED REBAR Z z4z C-4
ON N
NOMINAL WIDTH AT TOP OF '-"'71 Lr) N
NOMINAL HEIGHT
U -LINTEL CAVITY FOR UPLIFT Z d" Q
LOAD Ll.r-• N
m L.L.i M
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co
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BEAM/LINTEL CROSS SECTIONS C,7 Q > d- Q
zOz Ou
uj ce O °` �
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BB -1 8F8-1 B a Omr
Ln■ ■
man ■
CONCRETE/CMU BEAM SCHEDULE
SIZE REINFORCING
MARK STIRRUP SPACING TOP ELEV.
WxD TOP MID BOT PROJECT #: 18-304
FOUNDATIONPLAN FRAMING PLAN BB -1 8" x 8" - - (1) #5 N/A MATCH EXIST.
DESIGNED: KCM
SCALE: 1/4" = F-0" SCALE: 1/4"= 1'-0" NOTES -
1 .
OTES:1. CONTRACTOR TO VERIFY ALL BEAM ELEVATIONS W/ EXISTING SITE CONDITIONS. DRq�/N; KCM
2. REINFORCEMENT SHALL BE CONTINUOUS WITH 48 BAR DIAMETER LAPS.
CONTINUOUS BOND BEAM WITH 3. USE (2) #5 X60" CORER BARS AT 30" EACH WAY FOR ALL CORNERS.
4. ALL BOTTOM REINFORCEMENT SHALL EXTEND A MINIMUM OF 8" INTO SUPPORTS. SCALE: AS NOTED
MINIMUM 3000 PSI CONCRETE FLOOR JOISTS AND DECKING PER 5. PROVIDE 8F8 -1B PRECAST LINTEL BY CAST -CRETE (OR APPROVED EQUIVALENT)
AND (1) #5 BAR ABOVE MASONRY OPENINGS U.N.O.
FOUNDATION LEGEND FRAMING PLAN, TYP. 6. BB -1 TO BE INSTALLED AT THE TOP OF ALL MASONRY WALLS U.N.O. ON PLANS ISSUED: 6/25/18
8"X16" CMU STEMWALL. -
aVERTICAL REINFORCEMENT VERTICAL REINFORCEMENT TO BE A No. 5,16" LG. DOWELS AT 16" O.C. EPDXY INTO EXIST. WALL, 6" REVISION -1:
8" CMU STEMWALL
_ _ _ _ _ FOOTINGS
DRILL & EPDXY (2) #5 BARS, 16" LG
A] FROM NEW FTG. INT EXIST. FTG, 6"
#5 DEFORMED BARS AT 48" O.C. MIN. EMBED. (FIELD VERIFY FILLED EXIST. CELL)
FILL CELLS WITH MIN. 2,500 PSI FASTEN FLOOR JOIST TO LEDGER w/ REVISION -2:
CONCRETE. SIMPSON U210 HANGERS, FILL ALL
HOLES w/ 10d NAILS. TYP. 4x6 No. 2 SYP POST FOR BEAM SUPPORT. FASTEN LVL BEAM TO
B POST w/ (2) HTS16 STRAPS. FASTEN BASE OF POST TO FTG. w/
FINISHED GRADE ABU46 HOLDOWN. ����`J�N.......
C. It,1 1`0,�
2x10 No. 2 SYP LEDGER BOARD
FASTENED TO BOND BEAM w/ 2" x 6" • T�
FOOTING AND SLAB POURED WITH A // ANCHORS AT 12" O.C. STAGG. FASTEN END BEAM BEARING TO TOP OF EXISTING BOND/TIE o 8
*:
MINIMUM OF 2,500 PSI CONCRETE. a 2 a BEAM w/ (2) DTT2Z HOLDOWNS. FILL ALL HOLES w/4"x1.25" SDS
° = SCREWS. DRILL & EPDXY z THREADED ROD ANCHOR MIN. 7"
1
/ 00 6 MIL VAPOR BARRIER IN ;�' : STATE'0
MIN. EMBED
VERTICAL REINFORCEMENT TO HAVE EMBED INTO EXIST. BOND/TIE BEAM � ;o . •�
CRAWLSPACE
8" BEND AT BOTTOM AND BE -r '-.�s' ° R°• �,`�.�
FOUNDATION NOTE �� -n ��'�ov0NA1-E�.�`�
2x10 No.2 SYP LEDGER BOARD i EMBEDDED 6" INTO TOP COURSE.
FASTENED TO NEW OR EXIST. 1. CRAWLSPACE ACCESS PENINGS TO BE AT LEAST 18"X24" IN SIZEZ]
C
STEMWALL BOND BEAM w/ 2" x 6" AND NO GREATER THAN 3E" IN WIDTH. ADD (1) No. 5 REBAR ON EACH - SEE FND. SCHED. FOOTING TO BE PLACE ON '
ANCHORS AT 12" O.C. STAGG. VERIFY SIDE AND TOP OF CRAWLS ACE OPENING, POUR SOLID. (2) #5 BARS CONT. ON CHAIRS. CLEAN & COMPACTED SOILS, SHEET
EXIST. IS FILLED SOLID AT LEDGER 2. CRAWLSPACE VENTILATION IS REQUIRED PER FBC-R408. TYP
ATTACHMENT. CONTRACTOR IS RESPONSIBLE TO MEET THE MINIMUM CODE -0
FOR CRAWLSPACE VENTILATION. STEMWALL FTG. TYP.
� S-2
FOUNDATION SCHEDULE
TYPE
MARK
WIDTH LENG.
THICKNESS REINFORCING
BOTTOM TOP TRANSVERSE
TYPE
SW18
1'- 6" CONT.
10" (2) #5 CONTINUOUS N/A N/A EXTERIO
STEMWALL
IF24
2'-0" 2'- 0"
1' - 0" (2) #5 EACH WAY N/A N/A INTERIOR
SPREAD FTG.
#5 DEFORMED BARS AT 48" O.C. MIN. EMBED. (FIELD VERIFY FILLED EXIST. CELL)
FILL CELLS WITH MIN. 2,500 PSI FASTEN FLOOR JOIST TO LEDGER w/ REVISION -2:
CONCRETE. SIMPSON U210 HANGERS, FILL ALL
HOLES w/ 10d NAILS. TYP. 4x6 No. 2 SYP POST FOR BEAM SUPPORT. FASTEN LVL BEAM TO
B POST w/ (2) HTS16 STRAPS. FASTEN BASE OF POST TO FTG. w/
FINISHED GRADE ABU46 HOLDOWN. ����`J�N.......
C. It,1 1`0,�
2x10 No. 2 SYP LEDGER BOARD
FASTENED TO BOND BEAM w/ 2" x 6" • T�
FOOTING AND SLAB POURED WITH A // ANCHORS AT 12" O.C. STAGG. FASTEN END BEAM BEARING TO TOP OF EXISTING BOND/TIE o 8
*:
MINIMUM OF 2,500 PSI CONCRETE. a 2 a BEAM w/ (2) DTT2Z HOLDOWNS. FILL ALL HOLES w/4"x1.25" SDS
° = SCREWS. DRILL & EPDXY z THREADED ROD ANCHOR MIN. 7"
1
/ 00 6 MIL VAPOR BARRIER IN ;�' : STATE'0
MIN. EMBED
VERTICAL REINFORCEMENT TO HAVE EMBED INTO EXIST. BOND/TIE BEAM � ;o . •�
CRAWLSPACE
8" BEND AT BOTTOM AND BE -r '-.�s' ° R°• �,`�.�
FOUNDATION NOTE �� -n ��'�ov0NA1-E�.�`�
2x10 No.2 SYP LEDGER BOARD i EMBEDDED 6" INTO TOP COURSE.
FASTENED TO NEW OR EXIST. 1. CRAWLSPACE ACCESS PENINGS TO BE AT LEAST 18"X24" IN SIZEZ]
C
STEMWALL BOND BEAM w/ 2" x 6" AND NO GREATER THAN 3E" IN WIDTH. ADD (1) No. 5 REBAR ON EACH - SEE FND. SCHED. FOOTING TO BE PLACE ON '
ANCHORS AT 12" O.C. STAGG. VERIFY SIDE AND TOP OF CRAWLS ACE OPENING, POUR SOLID. (2) #5 BARS CONT. ON CHAIRS. CLEAN & COMPACTED SOILS, SHEET
EXIST. IS FILLED SOLID AT LEDGER 2. CRAWLSPACE VENTILATION IS REQUIRED PER FBC-R408. TYP
ATTACHMENT. CONTRACTOR IS RESPONSIBLE TO MEET THE MINIMUM CODE -0
FOR CRAWLSPACE VENTILATION. STEMWALL FTG. TYP.
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ROOF FRAMING NOTES
1. ALL ROOF FRAMING MATERIALS SHALL BE No. 2 SOUTHERN YELLOW PINE (SYP).
2. ALL RAFTER, JOISTS, BEAMS, AND OTHER FRAMING MEMBER SIZES ARE NOTED ON THE PLANS.
3. FASTEN ROOF RAFTERS/HIPS BEAMS TO NEW/EXISITNG SILL PLATES OR HEADER BEAMS W/ (2) 10d TOE -NAILS &
(1) SIMPSON H4 CLIP.
4. FASTEN ROOF RAFTERS TO RIDGE/HIP BEAMS AND "SLEEPERS" W/ SIMPSON A35 CLIPS, (12) 8D X1.5" NAILS,
U.N.O.
5. FASTEN NEW CEILING JOISTS TO NEW ROOF RAFTERS TOP PLATE INTERSECTION W/ (8) 16d NAILS AT EACH END.
6. FASTEN EXISTING ROOF RAFTERS TO NEW ROOF RAFTER w/ (8) 16d NAILS AT EACH INTERSECTION.
7. FASTEN COLLAR TIES TO ROOF RAFTERS w/ (8) 16d NAILS, EACH SIDE. COLLAR TIES SHALL NOT TO BE FASTENED
HIGHER THAN 2/3 OVERALL ROOF RAFTER HEIGHT.
8. FASTEN HIPS TO RIDGE BOARD W/ SIMPSON A35 CLIPS W/ (12) 8D X1.5" NAILS.
9. FASTEN RAFTERS/JOISTS TO OTHER INTERSECTING RAFTERS/ JOISTS W/ (5) 10d TOE NAILS..
10. ALL CEILING JOISTS LAP LOCATIONS SHALL FULLY BEAR OVER AN INTERIOR BEARING WALL OR SUPPORT, TYP.
SCALE: 1/4" = Y-0"
EXISTING ROOF
RAFTERS,TYP.FASTEN
EACH TO NEW SUPPORT
ROOF RAFTERS, TYP. BEAM w! H2.SA CIPS
SEE FRAMING PLAN
FOR SPECS.
2x FASCIA FASTENED
— — — — — — — — — — — — — — — — — — — — — — — — — — —
TO RAFTERS w/ (2) 16d
NAILS, TYP.---–––––– – – – – –––––––––––––– – – –
r-- ---------
' I i
I I
FASTEN RAFTERS TO EXISTING EXTERIOR
SILL PLATE w/ H4 CLIPS, 2x6 CEILING JOISTS WALL TO BE
"
AT 16O.C., TYP.
TYP. DEMOLISHED
NEW CMU WALL, SEE
a
TYPICAL WALL NEW MASTER BEDROOM I EXIST MASTER
SECTION EXTENSION BEDROOM
14'-6" MAX
6 NEW ROOF SECTION
CONVENTIONAL ROOF FRAMING, SEr
ROOF FRAMING PLANS AND DETAILS FOI
SPEC:
SEE ARCHITECTURAL PLANS FOF
ROOF COVERINGS & FLASHING,'
MINIMUM ROOF SHEATHING TYPE, SIZE, i
FASTENING PER SHEATHING LEDGED OI
FRAMING PLAN
SEE ROOF FRAMING NOTES & DETAIL
FOR UPLIFT CONNECTOR
2x FASCIA BOARD. FASTEN TO EACF
RAFTER ENDS w/ (2) 16d NAILS, TYF
CMU BOND BEAM. w/ CONTIN
REINFORCEMENT, SEE BEAM SCHEDULI
FOR SPECIFICATION
8" CMU WALLS w/ #5 BAR REINFORCEMEN-
& FILLED CELLS. SEE FRAMING PLAN FOF
REINFORCEMENT SPECIFICATION
REINFORCEMENT LAP TO BE A MIN. OF 41
BAR DIAMETERS, TYP
SEE FOUNDATION PLAN WITHIN
STRUCTURAL DRAWINGS FOR ALL
FOOTING DETAILS. THIS IS FOR
ILLUSTRATION ONLY AND MAY NOT
REFLECT THE ACTUAL FOUNDATION
SYSTEM.
OND BEAM HT. MATCH EXIST
2X8 No. 2 SYP PT SOLE PLATE FASTENED TO TOP OF BOND
BEAM w/ Z" ANCHORS & 3" SQ. WASHERS AT 36" O.C. MIN.
EMBEDMENT TO BE 7" INTO BOND BEAM. PLACE (1) ANCHOR
ON EACH SIDE OF PLATE SPLICE, TYP.
VERICAL REINFORCEMENT TO
EXTEND INTO BOND BEAM w/ MIN.
9" BEND.
VERTICAL REINFORCEMENT TO BE #5
BARS AT 48" O.C. (32" IN CORNERS) AND
FILLED w/ 3,000PSI CONCRETE.
INSTALL 9 GAUGE DUR-O-WALL
HORIZONTAL REINFORCEMENT EVERY
OTHER COURSE (LADDER TYPE)
PROVIDE CLEAN OUT AT BOTTOM & ADD WEEP
HOLES AT 3 SPACING ALONG SPAN, TYP.
SEE FOUNDATION PLAN & DETAIL ON SHEET S-2
FOR FLOOR FRAMING & ATTACHMENT TO
STEMWALL, TYP.
0'-0" FIN. FLR
1 TYPICAL EXTERIOR WALL SECTION
CONTINUOUS 2"X4" RIPPED DOWN W/FELT
\ PAPER WOOD BUCK w/1/4 " -X3" LONG TAPCONS
@ 12" O.C. MIN 1 4" EMBED.
O
ECURE DOOR JAMB TO WOOD BUCK
PER PRODUCT APPROVALS
ONTINUOUS 1"X4" P.T. FASTENED
TO MASONRY 1/.099X 1 12' COIL
NAILS @ 8" O.C.
3 TYP. EXTERIOR DOOR JAM DETAIL
I
ATTACH WINDOW FRAMES THRU BUCK INTO
MASONRY W/ TAPCONS AS PER PRODUCT
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MIN. 1 4" PENETRATION @ALL WD. TO
MASONRY FASTENER CONNECTIONS
CONTINUOUS 1"X4" P.T. WOOD BUCK
FASTENED TO MASONRY W/.009 X1 2" COIL
NAILS @ 8" o.c.
(�- TYP. WINDOW JAM DETAIL
30" FOR #5
STARTER BAR. ALL
SPLICES SHALL BE A MIN.
48 BAR DIAMETERS
yJ CMU HORIZONTAL
REINFORCING PER PLANS
- (1) #5 CORNER BAR
W/ 30" LAP SPLICE EA
WAY
EXISTING CEILING Z
I : ]
JOISTS, TYP.
b BOND BEAM PER PLAN
TOP OF FLOOR C)
FASTEN NEW ROOF RAFTERS &
TF
EXISTING CEILING JOISTS TO
NEW BEAM w/ LUS26 HANGERS, BON BEAM
NEW SUPPORT BEAM Z
FOR EXISTING & NEW
ROOF FRAMING, SEE - 30" MIN. LAP
FRAMING PLAN FOR
SPECS.
FASTEN CEILING 8"C.M. WALL OR ST MWALL
JOISTS TO NEW BEAM
I
w/(6)16dTOENAILS, � — ` BOND BEAM CORNER -1
TYP.
8
DISCONTINUOUS REINF. SPLICE DETAIL
FOR DBL. FILLED CELLS (SEE COLUMN
SCHEDULE & PLAN) ONE BAR SHALL
HAVE 12" HOOK INTO BOND BEAM TOP
COURSE.
PRE CAST LINTEL
OPENING SIZE VARIES — —
REFER TO ARCH PLANS
BOND BEAM, SEE
PLAN AND SCHEDULE
FOR SIZE AND
REINFORICNG
TYPICAL LINTEL BELOW BOND BEAM
'CONS.
I" EMBED
3ONRY
UCK
ALTERNATE FOR DCORS & S.G.D. INSTALLED PER MANUFACTURERS INSTRUCTIONS
USING CONCRETE SCREWS THAT PENETRATE WOOD BUCKS AND EMBED INTO
MASONRY: (THIS OPTION IS ONLY VALID WHEN DOORS & S.G.D. ARE ANCHORED
DIRECTLY TO THE MASONRY) MINIMUM SCREW EMBEDMENT INTO MASONRY 1-1/4".
ATTACH 1x BUCK W/ 6d FULL HEAD CASE HARD COIL NAILS @ 6" O.C. MIN. EMBED 1".
ATTACH 2x BUCKS W/ 10d FULL HEAD CASE HARD COIL NAILS OR 0.148" DIA. HILTI X -DNI
POWER ACTUATED FASTENERS @ 12" O.C. STAGGERED, MIN. EMBED 1-1/4".
DOOR/WINDOW BUCK DETAIL
EXISTING LINTEL OVER OPENING
FILL IN OPENING WITH 8X16 CMU UNITS
INSTALL TIES EVERY OTHER COURSE.
VERIFY EXISTING CELLS ADJACENT TO
OPENING ARE FILLED W/ CONCRETE.
FILL NEW CMU UNITS ADJACENT TO
EXISTING UNITS W/ 3,000 PSI CONCRETE,
AS SHOWN.
INSTALL 12" LG. No. 5 BARS AT 32"
O.C. AROUND OPENING. DRILL &
EPDXY BARS 6" INTO EXIST. CELLS
AND EMBED 6" INTO NEW FILLED
CELLS.
EXISTING CMU WALLS
FILL IN OPENING DETAIL
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EXISTING LINTEL OVER OPENING
FILL IN OPENING WITH 8X16 CMU UNITS
INSTALL TIES EVERY OTHER COURSE.
VERIFY EXISTING CELLS ADJACENT TO
OPENING ARE FILLED W/ CONCRETE.
FILL NEW CMU UNITS ADJACENT TO
EXISTING UNITS W/ 3,000 PSI CONCRETE,
AS SHOWN.
INSTALL 12" LG. No. 5 BARS AT 32"
O.C. AROUND OPENING. DRILL &
EPDXY BARS 6" INTO EXIST. CELLS
AND EMBED 6" INTO NEW FILLED
CELLS.
EXISTING CMU WALLS
FILL IN OPENING DETAIL
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MEMO
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PROJECT #: 18-304
DESIGNED: KCM
DRAWN: KCM
SCALE: AS NOTED
ISSUED: 6/25/18
REVISION -1:
REVISION -2:
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STATE O F : �4/`
SHEET
S-3