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DESIGN CRITERIA NOTES:
<br />1. THE INTENDED DESIGN STANDARDS AND/OR CRITERIA ARE AS FOLLOWS:
<br />GENERAL FLORIDA BUILDING CODE 2017 (SIXTH EDITION).
<br />2017 CODE CYCLE, NEC 2014 AND FIRE CODES.
<br />6TH EDITION FLORIDA FIRE PREVENTION CODE, 2015 NFPA 1, 2015
<br />NFPA 101, 2013 NFPA 13,134,13D, 2013 NFPA72, NFPA 70.
<br />ANSUAF&PA - WFCM SBCCI - SSTD - 10
<br />FC&PA - GUIDE TO CONCRETE MASONRY CONSTRUCTION IN HIGH
<br />WIND AREAS
<br />CONCRETE AC1318
<br />MASONRY ACI 530
<br />STRUCTURAL STEEL AISC
<br />WOOD NDS
<br />WOOD TRUSSES ANSI/TPI
<br />FOUNDATION OWNER SOIL INVESTIGATION REPORT ASSUMED MINIMUM
<br />SOIL BEARING PRESSURE 2,000 P.S.F.
<br />2. DESIGN GRAVITY LIVE LOADS USED IN THE DESIGN OF THIS STRUCTURE ARE AS FOLLOWS:
<br />ROOF 20 PSF
<br />ATTIC 10 PSF
<br />ATTIC WITH STORAGE 30 PSF
<br />3. DESIGN GRAVITY DEAD LOADS ARE THE ACTUAL WEIGHT OF ALL COMPONENTS.
<br />4. OCCUPANCY: MODERATE -HAZARD FACTORY INDUSTRIAL GROUP F-1.
<br />5. TYPE OF CONSTRUCTION = III-B
<br />DESIGN WIND CRITERIA:
<br />1. DESIGN WIND LOADS USED IN THE DESIGN OF THIS STRUCTURE ARE BASED ON THE
<br />FLORIDA BUILDING CODE 2017 (SIXTH EDITION).
<br />WIND SPEED - 145 MPH
<br />BUILDING CATEGORY 11 / IMPORTANCE FACTOR = 1.00 / EXPOSURE B
<br />INTERNAL PRESSURE COEFFICIENT: ENCLOSED BUILDING = (+/_) 0.18
<br />WINDOW AND DOOR ASSEMBLY CRITERIA:
<br />1. ALL DOORS AND WINDOWS MUST BE DESIGNED BY THE MANUFACTURER TO MEET THE
<br />FBC AND MUST INCLUDE LABELING (AAMA OR WDMA).
<br />ALL DOORS AND WINDOWS SHALL BE ATTACHED TO THE BUCK STRIPS OR WOOD FRAMING
<br />PER THE MANUFACTURER'S DESIGN ANCHOR SIZES AND CLADDING WIND PRESSURES TABLE
<br />BELOW.
<br />SEE JAMB DETAIL BELOW FOR BUCK STRIP ATTACHMENTS TO MASONRY IF APPLICABLE.
<br />ROOF ASSEMBLIE
<br />1. ALL ROOF ASSEMBLIES MUST MEET THE FBC WIND RESISTANT RATINGS FOR THE
<br />SPECIFIED WIND LOADING.
<br />2. THE ROOFING MANUFACTURER SHALL SUBMIT ALL NECESSARY DOCUMENTS VERIFYING
<br />COMPLIANT FBC WIND RESISTANT RATINGS FOR ROOF FASTENERS, UNDERLAYMENT AND
<br />FLASHING.
<br />GENERAL STRUCTURAL NOTES
<br />1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL SAFETY
<br />PRECAUTIONS AND REGULATIONS DURING THE WORK. THE ENGINEER WILL NOT ADVISE
<br />OR NOR ISSUE DIRECTION AS TO SAAFETY PRECAUTIONS AND PROGRAMS.
<br />2. THE STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE. THE CONTRACTOR
<br />SHALL PROVIDE ALL TEMPORARY BRACING REQUIRED TO ERECT AND HOLD THE STRUCTURE
<br />IN PROPER ALIGNMENT UNTIL ALL STRUCTURAL WORK AND CONNECTIONS HAVE BEEN
<br />COMPLETED. THE DESIGN, SAFETY, ADEQUACY AND INSPECTION OF ERECTION BRACING,
<br />SHORING, TEMPORARY SUPPORT, ETC., ARE THE SOLE RESPONSIBILITY OF THE
<br />CONTRACTOR.
<br />3. THE ARCHITECT SHALL NOT BE RESPONSIBLE FOR THE METHODS, TECHNIQUES AND
<br />SEQUENCES OR PROCEDURES TO PERFORM THE WORK. THE SUPERVISION OF THE WORK IS
<br />THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
<br />4. LOADING APPLIED TO THE STRUCTURE DURING THE PROCESS OF CONSTRUCTION SHALL
<br />NOT EXCEED THE SAFE LOAD -CARRYING CAPACITY OF THE STRUCTURAL MEMBERS.
<br />5. THE ARCHITECT IS RESPONSIBLE FOR THE STRUCTURAL COMPONENTS OF THE BUILDING
<br />AND THEIR CONNECTIONS ONLY. HE IS NOT RESPONSIBLE FOR THE SELECTION OF
<br />MATERIALS, FLASHING, PAINTING, WATERPROOFING, ELECTRICAL, MECHANICAL, ETC.
<br />FOUNDATION NOTES:
<br />1. THE OWNER SHALL EMPLY A GEOTECHNICAL ENGINEER TO EVALUATE THE BUILDING SITE,
<br />PROPOSED FILL MATERIAL AND TO VERIFY THAT THE ASSUMED BEARING CAPACITY OF 2,000
<br />P.S.F. IS OBTAINABLE.
<br />2. IT IS THE CONTRACTORS RESPONSABILITY TO OBTAIN A COPY OF THE GEOTECHNICAL
<br />REPORT FOR BIDDING PURPOSES RELATING TO SUBGRADE PREPARATION, FILL MATERIAL,
<br />PROOFROLLING, AND TESTING REQUIREMENTS.
<br />3. THE BUILDING SITE SHOULD BE STRIPPED AND CLEARED OF ALL SURFACE VEGETATION
<br />AND ORGANIC MATERIALS, THE CONTRACTOR IS TO NOTIRY THE ARCHITECT/ENGINEER IF
<br />SOIL CONDITIONS ARE UNCOVERED THAT PREVENT THE REQUIRED SOIL BEARING
<br />PRESSURE FROM BEING OBTAINED.
<br />4. ALL FOOTINGS HAVE BEEN DESIGNED BASED UPON AN ASSUMED SOIL BEARING
<br />PRESSURE OF 2,000 PSF. ALL FOOTINGS SHALL BEAR ON UNDISTURBED, FIRM NATURAL SOIL
<br />OR COMPACTED FILL. ALL BEARING SURFACES (FOOTINGS & SOG) ARE TO BE EVALUATED
<br />BY A GEOTECHNICAL ENGINEER / TESTING LAB PRIOR TO POURING CONCRETE, SUBGRADE
<br />SOILS SHALL BE COMPACTED TO A DENSITY OF 95% BASED ON THE MODIFIED PROCTOR
<br />DENSITY.
<br />5. HORIZONTAL CONSTRUCTION JOINTS IN FOOTINGS WILL NOT BE PERMITTED. WHERE
<br />VERTICAL CONSTRUCTION JOINTS OCCUR IN CONTINUOUS FOOTINGS, PROVIDE A
<br />CONTINUOUS 2"X4" KEYWAY.
<br />6. NO UNBALANCED BACKFILLING SHALL BE DONE AGAINST FOUNDATION WALLS UNLESS
<br />WALLS ARE SECURELY BRACED AGAINST OVERTURNING. EITHER BY TEMPORARY
<br />BRACING OR BY PERMANENT CONSTRUCTION.
<br />PLYWOOD/ GYPBOARD SHEATHING NOTES:
<br />1. ALL PLYWOOD CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE AMERICAN
<br />PLYWOOD ASSOCIATION (APA) SPECIFITACIONS.
<br />2. ALL ROOF PANEL SHEATHING SHALL BE 16/32" (1/2" NOM) EXPOSURE - 1 APA RATED
<br />SHEATHING. SUITABLE EDGE SUPPORT SHALL BE PROVIDED BY USE OF PANEL CLIPS OF
<br />BLOCKING BETWEEN FRAMING. SEE NAILING SCHEDULE, IF NOT SPECIFIED, CONNECT ROOF
<br />SHEATHING WITH 10 d RING SHANK NAIL AT 4" O/C AT SUPPORTED PANEL EDGES AND 4" O/C/
<br />AT INTERMEDIATE SUPPORTS.
<br />3. INSTALL ALL PLYWOOD SHEATHING WITH THE LONG DIMENSION OF THE PANEL
<br />PERPENDICULAR TO THE SUPPORTS AND WITH PANELS CONTINUOUS OVER TWO OR MORE
<br />SPANS, STAGGER PANEL END JOINTS, ALLOW 1/8" SPACES AT ALL FLOOR, ROOF AND WALL
<br />PANEL EDS AND EDGES.
<br />4. ALL NAILING SHALL BE CAREFULLY DRIVEN AND NOT OVERDRIVEN. THE USE OF STAPLES
<br />ARE PROHIBITED FROM USE.
<br />Data Area Building
<br />NUMBER NAME AREA
<br />1
<br />Existing Work Area
<br />9,147 SF
<br />2
<br />New Office Area
<br />880 SF
<br />3
<br />Existing Office
<br />Area
<br />2,560 SF
<br />Total Area: 3
<br />12,587 SF
<br />CAST -IN -PLACE CONCRETE NOTES:
<br />1. CONCRETE MIXES SHALL BE DESIGNED PER ACI 301, USING PORTLAND CEMENT
<br />CONFORMIN TO ASTM C-150, AGGREGATE CONFORMING TO ASTM C-33. CONCRETE SHALL BE
<br />READY -MIXED IN ACCORDANCE WITH ASTM C-94.
<br />2. CONCRETE SHALL CONFORM TO THE FOLLOWING COMPRESSIVE STRENGTH AND SLUMP.
<br />CONCRETE MIN. F'C (28 DAYS) SLUMP AGG SIZE
<br />SLAB ON GRADE 3,000 P.S.I. 3" TO 5" # 57
<br />FOUNDATIONS 3,000 P.S.I. 3" TO 5" # 57
<br />RETAINING WALLS 4,000 P.S.I. 3" TO 5" # 57
<br />GROUTED CELL 2,500 P.S.1. 8" TO 1 V # 89 (3/8")
<br />3. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301.
<br />SPECIFICATION FOR STRUCTURAL CONCRETE BUILDINGS.
<br />4. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A-615, GRADE 60.
<br />5. ALL WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A-185 (FLAT SHEETS ONLY).
<br />6. AL REINFORCING STEEL SHALL BE SET AND TIED IN PLACE PRIOR TO PORING OF
<br />CONCRETE, EXCEPT THAT VERTICAL DOWELS FOR MASONRY WALL REINFORCING MAY BE
<br />"FLOATED" IN PLACE.
<br />7. REINFORCING STEEL, INCLUDING HOOKS AND BENDS, SHALL BE DETAILED IN
<br />ACCORDANCE WITH ACI 315. ALL REINFORCING STEEL INDICATED AS BEING CONTINUOUS
<br />(CONT) SHALL BE LAPPED (#5 = 30").
<br />8. UNLESS OTHERWISE NOTED, THE FOLLOWING MINIMUM CONCRETE COER SHALL BE
<br />PROVIDED FOR REINFORCEMENT:
<br />A) CONCRETE EXPOSED TO EARTH (FOOTINGS) = 3"
<br />B) SLAB ON GRADE (WIRE MESH = 1 1/2" TOP & BOTTOM.
<br />C) CONCRETE NOT EXPOSED TO EARTH O WEATHER = 1 1/2".
<br />9. WHERE REINFORCEMENT OR ANCHOR BOLTS ARE MISPLACED, A DRILLED AND EPDXY
<br />SYSTEM MAY BE USED WITH ENGINEERS APPROVAL: USE A TWO COMPONENT EPDXY
<br />SYSTEM MEETING ASTM C881 HILTI HY 15D/SIMPSON-SET/ALLIED A-100/ULTRA BOND/ OR
<br />EQUAL.
<br />HOLE DIAMETER = BAR/ANCHOR DIAMETER + 1/8"
<br />HOLE DEPTH = 15 X BAR/ANCHOR DIAMETER
<br />FOLLOW MANUFACTURERS INSTALLATION PROCEDURES, I.E. BLOW OUT HOLES WITH
<br />COMPRESSED AIR AND BRUSH CLEAN.
<br />SLAB ON GRADE NOT
<br />1. PROVIDE 4" CONCRETE SLABS REINFORCED WITH 6X6-W2.9 X 2W.9 CHAIRED AT 3FT O/C.
<br />OVER 10 MILL POLYETHYLENE VAPOR BARRIER MEETING ASTM E 1745 CLASSES A,B,&C,
<br />OVERLAP 6" WITH 4" COMPATIBLE TAPE.
<br />2. REFER TO GEOTECHNICAL REPORT FOR PREPARATION OF SITE. AS A MINIMUM THE
<br />FOLLOWING SHOULD BE PERFORMED. REFER TO GEOTECHINICAL REPORT FOR PROOF -
<br />ROLLING REQUIREMENTS IF ANY.
<br />A. CLEAR AND STRIP ALL TOPSOILS OF VEGETATION AND ORGANIC MATERIALS.
<br />B. COMPACT SUBGRADE TO MEET 95% DENSITY.
<br />C. ALL FILL MATERIAL SHALL BE CLEAN APPROVED ENGINEERED FILL COMPACTED IN 12"
<br />LIFT TO MEET 95% DENSITY BASED ON THE MODIFIED PROCTOR TEST.
<br />D. ALL TRENCHES AND DISTURBED SOILS SHALL BE RE -COMPACTED AND TESTED.
<br />E. TREAT ALL SOILS FOR TERMITES.
<br />3. ALL WELDED WIRE FABRIC SHALL BE IN ACCORDANCE WITH ASTM A-185. (FLAT SHEETS
<br />ONLY) LAP ADJOINING PIECES AT LEATS ONE FULL MESH.
<br />4. UNLESS OTHERWISE APPROVED, ALL WELDED WIRE FABRIC SHALL BE CHAIRED INTO
<br />POSITION INDICATED.
<br />5. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENT OF ACI 301,
<br />"SPECIFICATION FOR STRUCTURAL CONCRETE BUILDINGS". "GUIDE FOR CONCRETE FLOOR
<br />AND SLAB CONSTRUCTION" ACI 301. HOT WEATHER CONCRETING SHALL BE IN ACCORDANCE
<br />W/ACI 305.
<br />6. SEE THE ARCHITECTURA DRAWINGS FOR EXACT LOCATION OF DEPRESSED SLAB AREAS,
<br />SLOPES AND DRAINS. SLOPE SLAB TO DRAINS WHERE SHOWN.
<br />7. ALL SLAB ARE TO HAVE SAW CUT CONTROL JOINTS AT 12FT ON CNETER, SEE DETAIL. ALL
<br />SLABS ARE TO E CURED WITH A DISSIPATING MEMBRANE -FORMING CURING COMPOUND.
<br />MASONRY NOTES
<br />1. MASONRY CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE
<br />"SPECIFITACIONS FOR MASONRY STRUCTURES (ACI 530.1) PUBLISHED BY THE AMERICAN
<br />CONCRETE INSTITUTE.
<br />2. HOLLOW LOAD -BEARING MASONRY UNITS SHALL CONFORM TO ASTM C-90, AND BE MADE
<br />WITH NORMAL WEIGHT AGGREGATE. THE MINMUM NET AREA COMPRESSIVE STRENGTH
<br />SHALL BE (fm) = 1,500 PSI AT AN AGE OF 28 DAYS, AS DETERMINED BY THE UNIT STRENGTH
<br />METHOD OF ACI 530.1.
<br />3. FILL ALL BOND BEAMS AND REINFORCED CELLS SOLIDLY WITH GROUT, GROUT SHALL
<br />CONFORM TO ASTM C476 AND SHALL OBTAIN A MIN. 28 DAY COMPRESSIVE STRENGTH OF (fc)
<br />2,500 PSI, 8 TO 11" SLUMP, MAXIMUM AGGREGATE SIZE - 3/8", TESTED PER ASTM C-1019 EACH
<br />5,000 SF. PROVIDE CLEANOUTS / OBSERVATION HOLES FOR ALL VERTICAL REINFORCEMENT.
<br />VIBRATE ALL GROUT POURS WITH MECH VIBRATOR OR SELF -CONSOLIDATING GROUT (SCG)
<br />MAY BE USED WITH A SPREAD OF 22" TO 30".
<br />4. REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ASTM A-615, GRADE 60. PROVIDE A
<br />MINIMUM LAP # 5 = 30". #6 = 36" AT ALL SPLICES, UNLESS INDICATED OTHERWISE.
<br />5. MORTAR SHALL CONFORM TO ASTM C-270, TYPE S. ALL MORTAR SHALL MEET THE
<br />"PROPORTION SPECIFICATIONS" OF ASTM C-270 AND BE MADE WITH PORTLAND CEMENT/LIME.
<br />6. UNLESS OTHERWISE INDICATED, ALL WALLS SHALL BE LAID IN RUNNING BOD. BOND
<br />CORNES AND INTERSECTIONS OF ALL LOAD -BEARING WALLS.
<br />7. PROVIDE VERTICAL REINFORCING AS SHOWN ON PLAN. PROVIDE BARS AT ALL WALL
<br />CORNERS, INTERSECTIONS AND EACH SIDE OF ALL OPENINGS. TWO #5 EACH SIDE OF
<br />OPENINGS GREATER THAN 6 FT, USE STD HOOKS INTO BOND BEAMS.
<br />8. PROVIDE REBAR DOWELS FROM FOUNDATIONS TO MATCH VERTICAL REINFORCING SIZE
<br />AND SPACING. DOWELS SHALL HAVE STANDARD 90 DEGREE HOOKS AND LAP WITH THE FIRST
<br />LIFT OF REINFORCING.
<br />9. PROVIDE STANDARD LADDER TYPE 9 GAUGE HORIZONTAL JOINT REINFORCING AT 16" ON
<br />CENTER IN ALL WALLS, HOT DIPPED GALVANIZED PER ASTM A153. COORDINATE BRICK TIE
<br />BACK REQUIREMENT, IF ANY WITH THE ARCHITECTURAL DRAWINGS.
<br />10 PROVIDE PRECAST LINTELS ABOVE ALL WALL OPENINGS AS INDICATED IN LINTEL
<br />SCHEDULE. SEE THE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF ALL DOOR AND
<br />WINDOW OPENINGS.
<br />WOOD FRAMING NOTES
<br />1. DIMENSIONED LUMBER SHALL BE DRESSED S4S, AND SHALL BEAR THE GRADE STAMP OF THE
<br />MANUFACTURE'S ASSOCIATION.
<br />2. ALL LUMBER SHALL BE SOUND, SEASONED, AND FREE FROM WARP.
<br />3. LUMBER GRADES OR BETTER, SITH SINGLE MEMBER (UNFACTORED) STRESSES AS FOLLOWS:
<br />Fv = 90 PSI
<br />Fc = 1,450 PSI
<br />E = 1,600,000 PSI.
<br />19% MAXIMUM MOISTURE CONTENT.
<br />4. ALL FRAMING LUMBER SHALL BE # 2 SPRUCE -PINE -FIR OR BETTER U.N.O.
<br />5. INTERIOR LOAD BEARING (IF APPLICABLE) WALL STUDS SPACED AT 16" O.C. AND LESS THAN 8'4" IN
<br />HEIGHT SHALL BE STUD GRADE, SPRUCE -PINE -FIR OR BETTER.
<br />6. INTERIOR NON -LOAD BEARING WALLS SHALL BE UTILITY GRADE OR BETTER. STUDS SHALL BE AT 16" O.C.
<br />WITH P.T. BOTTOM PLATE.
<br />7. ALL LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE TREATED.
<br />8. PRESSURE TREATED LUMBER SHALL BE IMPREGNATED WITH A CCA SALT TREATMENT IN ACCORDANCE
<br />WITH F.S. 11-W-571 AND BEAR THE AMERICAN WOOD PRESERVES INSTITUTE EQUALITY MARK LP-2.
<br />9. PLYWOOD FOR ROOF AND WALLS SHALL BE 7/16' (MIN) APA RATED SHEATHING EXTERIOR GLUE. ALL
<br />ROOF SHEATHING TO INSTALLED WITH PLYWOOD CLIPS (MAXIMUM 24" O.C.) SEE PLANS FOR SHEATHING
<br />THICKNESS).
<br />10. ROOF SHEATHING SHALL BE NAILED WITH 8d COMMONS @ 4" O.C. AT EDGES AND 12" O.C. INTERMEDIATE.
<br />11. WALL SHEATHING SHALL BE NAILED WITH 8d COMMONS @ 4" O.C. AT EDGE AND 12" O.C. INTERMEDIATE
<br />HARDBOARD LAP SIDING OVER SHEATHING NAILED SHALL BE 10d GALV. WITH MIN. HEAD DIA. OF 0.240 INCH
<br />STAGGERED @ 16" O.C. TOP AND BOTTOM.
<br />12. INSTALL BLOCKING IN ALL WALL STUDS OVER 8'-0" @ MID -HEIGHT, AND SHEATHING JOINT. BRACE GABLE
<br />END WALL AT 4'-0" O.C. WHERE WALL FRAMING IS NOT CONTINUOUS FORM FOUNDATION TO ROOF, OR AS
<br />SHOWN ON DRAWINGS.
<br />13. ALL NAILING AND BOLTING SHALL COMPLY WITH AMERICAN INSTITUTE OF TIMBER CONSTRUCTION
<br />REQUIREMENTS ALL NAILS EXPOSED TO THE EXTERIOR SHALL BE GALVANIZED.
<br />14. ALL CONNECTION HARDAWARE SHALL BE GALVANIZED AND SUPPLIED BY SIMPSON STRONG TIE CO.,
<br />HUGHES MANUFACTURING OR EQUIVALENT. SUBMIT CUT SHEETS FOR ALL CONNECTION HARDWARE TO
<br />ENGINEER FOR APPROVAL. ALL NAIL HOLES SHALL BE FILLED OR AS PRESCRIBED BY THE MANUFACTURER.
<br />PRE-ENGINEERED WOOD TRUSS NOTES:
<br />1. WOOD TRUSS SYSTEMS SHALL BE DESIGNED BY THE MANUFACTURER TO SUPPORT THE FOLLOWING
<br />LOADS.
<br />A. ROOF TRUSS GRAVITY LOADING CASE
<br />TOP CHORD LOADING
<br />LIVE LOAD 20 PSF
<br />DEAD LOAD - ASPHALT SHINGLES 10 PSF
<br />TILE ROOF 20 PSF
<br />BOTTOM CHORD LOADING
<br />ATTIC LIVE LOAD 10 PSF
<br />ATTIC LIVE LOAD WITH STORAGE - 30 PSF
<br />DEAD LOAD 10 PSF
<br />LIVE LOAD DEFLECTION LIMITED TO = U240
<br />B. ROOF TRUSS WIND LOADING CASE
<br />TRUSSES ARE TO BE DESIGNED FOR THE WIND LOADING SHOWN IN "DESIGN
<br />WIND CRITERIA" NOTES. SEE PLANS FOR OVERHANGS, OPEN AND PARTIALLY
<br />ENCLOSED AREAS. IF TRUSSES ARE TO HAVE APPLIED OVERHANG PT TAILS,
<br />THE TRUSS ENGINEERING SHOULD BE RUN WITH THE SPECIFIED OVERHANG SO
<br />ACCURATE UPLIFT LOAD ARE SHOWN IN THE ABSENCE OF DRYWALL CEILINGS
<br />PROVIDE BOTTOM CHORD BRACING AS DESIGNED BY MANUFACTURER.
<br />2. WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH THE
<br />APPLICABLE PROVISIONS OF THE LATEST EDITION OF THE "NDS" NATIONAL DESIGN PECIFICATIONS FOR
<br />WOOD CONSTRUCTION ANSUAF&PA AND THE NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED
<br />WOOD TRUSS CONSTRUCTION "ANSI/TPI".
<br />3. WOOD MATERIALS SHALL BE SOUTHERN PINE, DOUGLAS FIR OR LARCH AND SHALL BE KILN DIRED AND
<br />USED AT 19% MAXIMUM MOISTURE CONTENT. PROVIDE GRADE No. 2 OR BETTER REQUIRED TO SATISFY
<br />STRESS REQUIREMENTS.
<br />4. CONNECTOR PLATES SHALL BE NOT LESS THAN 0.036 INCHES (20 GAUGE) IN COATED THICKNESS, SHALL
<br />MEET OR EXCEED ASTM A653 GRADE 33 OR HIGHER AND SHALL BE HOT DIPPED GALVANIZED ACCORDING TO
<br />ASTM A-525 (COATING G60).
<br />5. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY AND PERMANENT BRACING AS REQUIRED FOR SAFE
<br />ERECTION AND PERFORMANCE OF THE TRUSSES. THE GUIDELINES SET FORTH BY THE TRUSS PLATE
<br />INSTITUTE PUBLICATION "HIB-91, COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLING AND
<br />BRACING METAL PLATE CONNECTED WOOD TRUSSES" SHALL BE A MINIMUM REQUIREMENT.
<br />6. ROOF TRUSSES SHALL MATCH THE EXISTING ROOF SLOPE AND THE EXISTING ROOF OVERHANG. IT IS
<br />CONTRACTOR RESPONSABILITY TO VERIFY EXISTING SLOPE AND EXISTING OVERHANG.
<br />MASONRY BOND BEAM
<br />8" X 8" WITH 1 # 5 CONTINUOUS
<br />FILLED W/3000 P.S.I. CONCRETE
<br />VERTICAL REBAR #5 REINFORCEMENT
<br />IS TO HAVE A STANDARD HOOK INTO
<br />THE UPPER MOST BOND -BEAM
<br />PLACE METAL LATH OR WIRE
<br />SCREEN OVER CORES NOT TO BE
<br />FILLED (FELT PAPER PROHIBITED)
<br />9 GA HOT -DIPPED GALVANIZED HORIZONTAL
<br />JOINT REINFORCING AT 16" O.C. STARTING AT
<br />FIRST COURSE ABOVE FOUNDATION.
<br />LAP SPLICES 6", USE PREFAB L'S AND T'S AT
<br />WALL INTERSECTIONS (TRUSS TIES OR LADDER
<br />TIES).
<br />1#5 VERTICAL REINFORCING IN GROUT FILLED
<br />CORES WITH 2,500 P.S.I CONCRETE FROM
<br />FOOTING TO BOND BEAM. SEE FOUNDATION
<br />PLAN FOR LOCATION.
<br />ALL CELLS BELOW SLAB SOLID
<br />SHALL BE GROUTED WITH 3,000
<br />P.S.I. CONCRETE.
<br />SET FIRST BLOCK COURSE
<br />IN FULL MORTAR BEDDING.
<br />SEE PLANS AND SECTIONS FOR
<br />FOOTING SIZE, REINFORCEMENT
<br />AND
<br />DEPTH BELOW GRADE.
<br />0
<br />ISO
<br />8"X8"X16" CONCRETE BLOCK WALL LAID IN
<br />RUNNING BOND WITH TYPE S MORTAR (1,800
<br />P.S.I.).
<br />25" MINIMUN LAP FOR # 5 REBAR
<br />PROVIDE 4"X4" INSPECTION
<br />OPENING
<br />AT EACH FILLED CELL TYPICAL.
<br />VERTICAL DOWEL #5 REBAR
<br />SEE FOUNDATION PLAN FOR
<br />LOCATION
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<br />cn CID
<br />O 00
<br />EL
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<br />cY) I-
<br />ALVARO RODRIGUEZ
<br />ARCHITECT AR95835
<br />3603 W. FLORA STREET. SUITE 101
<br />TAMPA FLORIDA 33614
<br />TELEPHONE (813) 389 8082
<br />DATE: 02/23/2018
<br />JOB N: 02418
<br />GENERAL
<br />NOTES
<br />OTypical Concrete Block Detail
<br />1/2" = 1'-0"
<br />TYPICAL MASONRY WALL SECTION
<br />1/2" = 11-0"
<br />Sheet
<br />A-2
<br />
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