HomeMy WebLinkAboutBUILDING SITE PLANS• sae
FLOOR PLAN rn
SCALE: 1/4"= 1'-0"
FLOOR PLAN NOTES:
1. INTERIOR DIMENSIONS ARE TO FINISH. SEE WALL LEGEND FOR THICKNESS.
2. EXTERIOR DIMENSIONS ARE TO STRUCTURE.
FLOOR PLAN KEYNOTES:
1. APPLIANCE PROTECTION BOLLARD AS PER GEN NOTE 33.5
GENERAL SPECIFICATIONS:
1. SLAB ON GRADE: AS PER GENERAL NOTES.
2. ROOF: ASPHALT SHINGLES OVER PEEL & STICK OVER 30# FELT OVER 5/8" CDX PLY OVER PE WOOD ROOF TRUSS AS
PER FRAMING PLAN.
3. EXTERIOR WALL: STUCCO OVER 8x8x16 CMU W/ #5 VERT REBAR @ 48" OC & HORIZ JOINT REINFORCEMENT @ 16"
OC- CONT BOND BEAM TOP (2) COURSES W/#5 REBAR EA COURSE- 5/8" GWB OVER R4.1 FOIL INSULATION OVER 3/4"
FURRING STRIP. DOWELS AS PER GEN NOTES.
4. INTERIOR NON LOADBEARING WALLS: 5/8" OR 1/2" GWB OVER 3 5/8" 25 GA METAL STUD OR 2x4 @ 16" OC.
5. CEILING: 1/2" OR 5/8" GWB OVER WOOD PE TRUSS BOTTOM CHORD.
6. EXTERIOR SOFFIT: STUCCO & LATH OVER FRAMING W/ VENTS AS PER ATTIC VENTILATION CALCS.
7. PORCH CEILING: STUCCO & LATH OVER FRAMING OR T&G PINE STAINED & SEALED.
8. PROVIDE MANUFACTURED CONCRETE PADAND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR CONDENSING
UNIT.
9. INSULATION: R30 FIBERGLASS BATT @ CONDITIONED CEILING. R-13 FIBERGLASS BATT @ GARAGE SEPARATING
WALL, FLOOR TO CEILING.
WEST ELEVATION
SCALE: 3/16"= 1'-0"
EAST ELEVATION
SCALE: 3/16"= 1'-0"
NORTH ELEVATION
SCALE: 3/16"= 1'-0"
SHEET INDEX
A-1
floor plan/elevs
A-2
general notes
A-3
A-4
foundation plan
framing/ elect
A-5
hvac
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PROJECT DESCRIPTION
NEW CONSTRUCTION OF A 1 STORY
RESIDENCE ON A VACANT LOT.
ZONING INFORMATION:
parcel id:3402-608-0117-000-2
RS-4 (unincorporated St Lucie County)
lot (approx.): 117'xl25'
flood zone: X
UTILITY INFORMATION:
gas: n/a
sewage: septic
potable water: well
AREA CALCULATIONS:
conditioned living area
1,632 sf
garage
441 sf
covered porch
338 sf
covered entry
75 sf
total building area
2,486 sf
allowable building area 30%
4,388 sf
lot area
14,625 sf
front setback
25.0 ft
side setback @ corner
20.0 ft
side setback
7.5 ft
rear setback
15.0ft
height setback
35.0ft
conditioned volume
13,056 d
5/12 SHINGLES
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11/4/18
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DESIGN:
SOIL BEARING: 2500 psf (assumed)
WIND: 161m h ultimate risk category x 'on enclosed
p (ultimate), ca eg ry 2, exposure C, wind borne debri region,
design
FROST DEPTH: 12"
- THE STRUCTURAL DESIGN APPROACH FOR MASONRY, ROLLED STEEL, AND LIGHT WEIGHT
STEEL IS WORKING STRESS DESIGN. THE DESIGN APPROACH FOR REINFORCED CONCRETE
IS ULTIMATE STRENGTH DESIGN. THE DESIGN SERVICE LOADS AREAS FOLLOWS:
ROOF LIVE LOAD
ROOF DEAD LOAD
ROOF WIND LOAD
CEILING DEAD LOAD
WALL WIND LOADS
FLOOR DEAD LOADS
FLOOR LIVE LOADS
>•
20 sf sloe 4.12 15 f to _ .1 ss e4 2
P ( p ), P ( p
10 psf TC (shingles, metal, modified bitumen)
20 psf TC (concrete tile)
(SEE DRAWINGS)
10 psf BC
(SEE DRAWINGS)
15 psf TC, 5 psf BC
SEE BELOW
FLOOR LIVE LOADS:
Uninhabitable attics without storage
Uninhabitable attics with limited storage
Habitable attics and attics served
with fixed stairs
Balconies (exterior) and decks
Fire escapes
Guardrails and handrails
Guardrail in -fill components
Passenger vehicle garages
Rooms other than sleeping room
Sleeping rooms
Stairs
WIND PRESSURES
10 psf
20 psf
30 psf
40 psf
40 psf
200 lb
50 plf
50 psf
40 psf
30 psf
40 psf
COMPONENT AND CLADDING LOADS... FROM TABLE FBC R301.2(2)
ZONE
EFFECTIVE
WIND
AREA
(SF)
161
1
10.0
13.7
1 -33.2
1
20.0
13.0
-31.9
Roof > 0
1
50.0
12.2
-31.8
1
100.0
12.1
-30.6
2
10.0
13.7
-56.4
7
2
20.0
13.0
-50.2
to
degrees
2
50.0
12.2
-41.7
2
100.0
12.1
-36.7
3
10.0
13.7
-84.6
3
20.0
13.0
-69.9
3
50.0
12.2
-50.3
3
100.0
12.1
-36.7
Roof > 7
to 27
degrees
1
10.0
19.5
-30.6
1
20.0
17.8
-29.4
1
50.0
15.6
1 -28.2
1
100.0
13.7
1 -27.0
2
10.0
19.5
-53.8
2
20.0
17.8
-49.0
2
50.0
15.6
-43.0
2
100.0
13.7
-39.2
3
10.0
19.5
-79.6
3
20.0
17.8
-73.6
3
50.0
15.6
-67.4
3
100.0
13.7
-62.4
Wall
4
10.0
33.9
-36.7
4
20.0
32.3
-34.4
4
50.0
30.3
-33.0
4
100.0
28.8
-30.7
4
500.0
25.2
-27.0
5
10.0
33.9
-45.3
5
20.0
32.3
-41.7
5
50.0
30.3
-38.0
5
100.0
28.8
-34.4
5
500.0
25.2
-27.0
Garage
Door
9'xT
29.8
-33.7
16'xT
28.6
1 -31.9
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1. CODE COMPLIANCE:
1.1. This was designed under the
project g nde a following codes. The construction documents cannot reference all of the codes require
for the construction of this building. By submitting these construction documents for permit or commencing work, the contractor,
hereby agrees to comply with all local, state, and federal regulations having jurisdiction over this project, and to comply with all
governing codes, Including but not limited to, the most current editions as adopted by the state of Florida, of the following:
2017 FBC: RESIDENTIAL, 6th ad
2017 FBC: EXISTING BUILDING, 6th ad
2017 FBC: ENERGY CO
NSERVATION, ONSERVATION, Slit ad
2014 NATIONAL ELECTRIC CODE
2. ALL GENERAL NOTES
2.1. THE FOLLOWING SPECIFICATIONS ARE MINIMUM REQUIREMENTS TO SUPPLEMENT THE DRAWINGS. IN CASE OF
CONFLICT, THE MOST STRINGENT ITEM SHALL GOVERN.
2.2. THE FOLLOWING GENERAL & SPECIFIC NOTES SHALL APPLY EQUALLY TO ALL CONTRACTORS, SUBCONTRACTORS,
AND SUPPLIERS ENGAGED IN EXECUTION OF WORK ON THESE PLANS.
2.3. GENERAL CONTRACTOR SHALL FURNISH A COMPLETE SET OF DRAWINGS AND ADDENDUM'S TO ALL
SUBCONTRACTORS ON THE JOB AND COORDINATE THEIR WO
RK. ANY DISCREPANCIES AND/OR
N CONFLICTS IN THE
DRAWINGS SHALL BE NOTIFIED TO THE ARCHITECT BEFORE PROCEEDING WITH ANY INSTALLATION. FAILURE TO DO
SO WILL BE THE ENTIRE RESPONSIBILITY OF THE GENERAL CONTRACTOR. ANY COSTS ARISING TO CORRECT THE
DISCREPANCY AND/OR CONFLICT SHALL BE BORNE BY THE RESPONSIBLE PARTY.
2.4. NO DEVIATION OF THE APPROVED SET OF DRAWINGS WILL BE MADE IN THE FIELD WITHOUT THE EXPRESSED
WRITTEN CONSENT OF THE ARCHITECT AND BUILDING OFFICIAL. IN SUCH CASE THE ARCHITECT SHALL PREPAREA
REVISION IN ACCORDANCE WITH THE CHANGE. APPROVAL FROM THE BUILDING OFFICIAL SHALL BE OBTAINED BY THE
CONTRACTOR BEFORE PROCEEDING WITH ANY WORK.
3. ARCHITECT & CONTRACTOR RELATIONSHIP
3.1. UNLESS CONTRACTED DIRECTLY BY CONTRACTOR, THE ARCHITECT AND CONTRACTOR ARE NOT IN ACONTRACTUAL
RELATIONSHIP, THE ARCHITECT IS AN AGENT OF THE OWNER. BY SUBMITTING THESE CONSTRUCTION DOCUMENTS
FOR PERMIT, THE CONTRACTOR ACKNOWLEDGES THAT THEY ARE COMPETENT, UNDERSTAND THE DOCUMENTS, AND
ARE BOUND BY THE TERMS OF THE DOCUMENTS. IF THE CONTRACTOR VEERS FROM THESE PLANS, THEY ARE
ACCEPTING LIABILITY THAT MAYARISE DUE TO CHANGES. ARCHITECT IS NOT LIABLE FOR THE CONTRACTOR'S
INCOMPETENCY TO UNDERSTAND THE CONSTRUCTION DOCUMENTS. IT IS NOT THE ARCHITECT'S ERROR OR
OMISSION IF THE ARCHITECT DOES NOT SPECIFY/REFERENCE SOMETHING THAT IS REQUIRED BY THE CODES
MENTIONED, THE CONTRACTOR AND SUBS ARE REQUIRED TO UNDERSTANDAND ADHERE THE BLDG CODES NO
DIFFERENT THAN THE ARCHITECT.
4. WORKMANSHIP:
4.1. ALL WORK SHALL BE PERFORMED IN THE BEST AND MOST PROFESSIONAL MANNER BY CRAFTSMEN SKILLED IN THEIR
RESPECTIVE TRADES.
5. COORDINATION:
5.1. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF WORK FOR ALL TRADES.
5.2. A DRAWING MAY INADVERTENTLY OMIT SOME RELATED ITEM FROM ANOTHER DRAWING. THIS DOES NOT MEAN THAT
THE SECONDARILY OMITTED ITEM IS NOT REQUIRED IN SO FAR AS IT AFFECTS THE TRADES. ALL TRADES SHALL
INCLUDE EVERYTHING NECESSARY FOR A COMPLETE AND PROPERLY FUNCTIONING CODE - ACCEPTABLE PROJECT,
UNLESS CERTAIN ITEMS ARE SPECIFICALLY INDICATED AS BEING PROVIDED BY OTHERS AS "NIC" (NOT IN CONTRACT).
6. ABBREVIATIONS:
6.1. SEE ABBREVIATION LIST FOR DEFINITIONS WHICH ARE USED IN THESE DRAWINGS AND SPECIFICATIONS.
7. CONDITIONS NOT DETAILED:
7.1. CONSTRUCTION DOCUMENTS CANNOT DETAIL EVERY CONDITION OR INSTRUCT THE CONTRACTOR ON HOW TO
PERFORM THE WORK. EVERY CONNECTION, CORNER, FLASHING, ETC. MUST BE RESOLVED. NOTIFY ARCHITECT IF A
CONDITION NEEDS ADDITIONAL DIRECTION OR DETAIL. ARCHITECT IS NOT LIABLE FOR WORK THAT IS NOT
DETAILED/SPECIFIED BY ARCHITECT. IF DRAWINGS HAVE A DETAILED SPECIFICATION FOR A CERTAIN PRODUCT,
CONTRACTOR MAY REQUEST A SUBSTITUTION APPROVAL BY ARCHITECT. IF DRAWINGS HAVE A GENERIC
SPECIFICATION CONTRACTOR IS FREE TO USE ANY PRODUCT THAT MEETS WHAT IS SPECIFIED WITHOUT APPROVAL
BY ARCHITECT.
8. VERIFY SITE INFORMATION:
8.1. CONTRACTOR IS TO VERIFY ALL SITE. INFORMATION AND ASSUMPTIONS, ESPECIALLY SUBTERRANEAN CONCEALED
CONDITIONS INVOLVING HIDDEN UTILITIES AND SOIL CONDITIONS. SHOULD ANY CONDITIONS AFFECTING THE WORK
BE DISCOVERED BY THE CONTRACTOR, HE IS TO NOTIFY THE ARCHITECT IMMEDIATELY, CONTRACTOR SHALL VERIFY
THAT EXISTING SOILS MEET THE MINIMUM CAPACITY PER THE STRUCTURAL DESIGN.
9. PRIOR TO ANY EXCAVATION WORK:
9.1. THE CONTRACTOR IS REQUIRED TO LOCATE ANY AND ALL UTILITIES IN OR UNDER CONSTRUCTION, AND MAKE
ARRANGEMENTS FOR THEIR LEGAL RE-ROUTING, AS ACCEPTABLE TO GOVERNING AGENCIES, AUTHORITIES,
UTILITIES AND OWNER. CONTACTALL AFFECTED UTILITY COMPANIES AND INFORM THE
M M OF THE IMPENDING
CONSTRUCTION, AND OBTAIN THEIR ASSISTANCE IN LOCATING THEIR UTILITIES.
10. DIMENSIONS:
10.1. DIMENSIONS ON ARCHITECTURAL DRAWINGS MAY BE "ROUGH" OR "FINISH." SEE PLANS FOR REQUIREMENTS.
ARCHITECTURAL DIMENSIONS SHALL TAKE PRECEDENCE OVER STRUCTURAL OR OTHER DIMENSIONS, IF NO OTHER
CONFLICT RESULTS. DOCUMENT ANY SUCH DISCREPANCIES TO ARCHITECT IN WRITING, DO NOT RELY ON SCALED
DIMENSIONS.
11. HEIGHT ELEVATIONS:
11.1. BUILDING HEIGHT ELEVATIONS TYPICALLY USE THE MAIN FLOOR SLAB 0'- " AS ELEVATION 0 (BUILDING ELEVATIONS MAY
BE NOTED AS "BLDG EL. -"OR "EL. _" OR "AFF. _") ANY ELEVATION NOT OTHERWISE DESIGNATED AS A SITE
ELEVATION IS ON ANY PLANS OTHER THAN THE SITE PLAN IS ASSUM
ED TO B E A BUILDING ELEVATION. SITE
ELEVATIONS MAY BE BASED ON THE SURVEY, WHICH MAY USE MEAN SEA LEVEL, NAVD, OR OTHER HEIGHT AS A
REFERENCE DATUM. SITE ELEVATIONS MAYBE NOTED AS: "SEL _" OR "_ NAVD" OR"+X.X' ". CONSULTARCHITECT
FOR ANY QUESTIONABLE LOCATIONS PRIOR TO CONSTRUCTING.
12. AMBIGUITY:
12.1. IN THE EVENT OF ANY AMBIGUITY OR QUESTION WITH REGARD TO THE INTENT OF THE DOCUMENTS, THE ARCHITECT
SHALL INTERPRET THE CONSTRUCTION DOCUMENTS.
12.2. IN CASE OF CONFLICTS BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS, CONSULT WITH ARCHITECT. IN
CASE OF CONFLICT BETWEEN THE GENERAL NOTES,SPECIFICATIONS, AND DRAWINGS, CONSULT WITH ARCHITECT.
13. FLORIDA PRODUCT APPROVALS:
THE SUBMISSION OF REQUIRED NOTICES OF ACCEPTANCE (NOA) / PRODUCT APPROVALSARE THE RESPONSIBILITY OF
THE CONTRACTOR. THE CONTRACTOR IS REQUIRED TO MAKE THESE AVAILABLEATTIME OF INSPECTION. EVEN IF THE
ARCHITECT PROVIDES THESE THE CONTRACTOR MAY CHANGE TO A DIFFERENT PRODUCT THAT MEETS THE SAME OR
HIGHER BUILDING DESIGN PRES
SURES, SOME JURISDICTIONS WILL REQUIRE A REVISION. IF THERE IS A DISCREPANCY
BETW THE FASTENING OF PRODUCTS, ACCORDING TO MFR INSTALLATIONANDARCHITECT'S SPECS, VERIFY W/
ARCHITECT.
14. GENERAL STRUCTURAL
14.1. ONCE SIGNED & SEALED BY ARCHITECT OR ENGINEER. DESIGN PROFESSIONAL CERTIFIES THATTHE CONSTRUCTION
DOCUMENTS MEET THE LOAD REQUIREMENTS STATED IN THE APPLICABLE FBC REFERENCED.
14.2. THE CONTRACTOR IS RESPONSIBLE FOR ALL METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION.
PROVIDE APPROPRIATE SUPERVISION THROUGHOUT THE PROJECT. CONSTRUCTION SITE SAFETY, INCLUDING ALL
ADEQUATE TEMPORARY BRACING AND SHORING, IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. IT IS THE
RESPONSIBILITY OF THE CONTRACTOR TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE
NECESSARY METHODS AND SUPPORTS REGARDING FORMING AND CONSTRUCTION LOADS, TEMPORARY BRACING
AND SHORING SHALL BE DESIGNED TO RESIST ALL CONSTRUCTION LOADS INCLUDING THE WEIGHTS OF ALL
SUPPORTED MATERIALS PLUS ALIVE LOAD OF 50 PSF ON HORIZONTAL SURFACES. MAINTAIN TEMPORARY BRACING
AND RETAIN IN PLACE UNTIL PERMANENT STRUCTURAL SYSTEMS ARE CAPABLE OF RESISTING ALL CONSTRUCTION
PHASE LOADS.
14.3. THE CONTRACTOR IS TO VERIFY ALL EXISTING CONDITIONS IN THE FIELD PRIOR TO FABRICATIONAND START OF
CONSTRUCTION. THE CONTRACTOR SHALL PROTECT AND MAINTAIN ALL CONSTRUCTION AND ITS CONTENTS.
14.4. SPECIFIC PRODUCT DATAMUST BE PROVIDED TO ARCHITECT FOR APPROVAL OF HEAVY FINISHES SUCH AS TILE
ROOFS OR STONE ON RAISED FLOORS.
15. CAST -IN -PLACE CONCRETE
15.1. ARCHITECT OR ENGINEER OF RECORD TO BE NOTIFIED IN WRITINGR PRIOR TO POUR TO , GIVE ARCHITECT THE
OPTION TO INSPECT THE REINFORCEMENT FOR OVERHEAD BEAMS AND SLABS
15.2. CONCRETE PROPORTIONING, PLACING, FINISHING AND CURING SHALL BE AS PER THE LATEST EDITION OF THE FICA
MANUAL. LEAVE SUPPORT FOR ELEVATED CONCRETE IN PLACE UNTIL THE CONCRETE HAS REACHED ITS DESIGN
STRENGTH:
-OVERHEAD SLABS AND BEAMS TO BE 4000 PSI CONCRETE MIN LINO
-COLUMN AND WALL CONCRETE TO BE 3000 PSI CONCRETE MIN UNO
-FOOTINGS AND SLAB -ON -GRADE TO BE 3000 PSI CONCRETE MIN LINO
15.3. CONCRETE, WHEN PLACED, SHALL HAVE ASLUMP OF 61NCHES MAXIMUM AND 1 INCH MINIMUM EXCEPT FOR SLABS
ON -GRADE WHICH SHALL HAVE AMAXIMUM SLUMP OF 51NCHES AND MINIMUM OF 3 INCH.
15.4. COMPLY WITH ALL REQUIREMENTS OF ACI 117-10.
15.5. ALL REINFORCING SHALL CONFORM TO ASTM 615 F T OR GRADE 60 STEEL; WELDED WIRE MESH TO A 8 ASTM -1 5.
A
ARRANGEMENT AND BENDING OF REINFORCING STEELS SHALL BE I HA N ACCORDANCE WITH THE LATEST EDITION OF
THE ACI DETAILING MANUAL AND THE CONCRETE REINFORCING STEEL INSTITUTE. DON'T SPLICE IN MIDDLE 1/3 OF
BEAM OR COLUMN SPAN, IF A SPLICE IN SPAN IS UNAVOIDABLE, FOLLOW DEVELOPMENT LENGTH/LAP DISTANCE IF
NOT NOTED VERIFY W/ ARCHITECT
15.6. CHECK ALL DRAWINGS AND APPLICABLE MANUFACTURER'S SHOP DRAWINGS FOR LOCATION OF ALL EMBEDDED
ITEMS SUCH AS PIPE SLEEVES, ANCHOR BOLTS, ETC., PRIOR TO PLACING CONCRETE.
15.7. PROTECT FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE COLD OR HOT TEMPERATURES.
START INITIAL CURING AS SOON AS FREE WATER HAS DISAPPEARED FROM THE CONCRETE SURFACE AFTER
PLACING AND FINISHING. KEEP CONTINUOUSLY MOIST FOR NOT LESS THAN 7 DAYS IN ACCORDANCE WITH ACt 301
PROCEDURES. PERFORM CURING OF THE CONCRETE BY CURING AND SEALING COMPOUND, BY MOIST CURING, BY
MOISTURE RETAINING COVER. CURING OR BY COMBINATION THEREOF.
15.8. SEE THE DRAWINGS FOR CONCRETE COVER FOR REINFORCING STEEL, BUT IN NO CASE SHALL THE COVER BE LESS
THAN THAT REQUIRED BY ACI318:
-CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH; 3"
-CONCRETE EXPOSED TO EARTH OR WEATHER: #5 BARS AND SMALLER, 1 1/2" INCHES; #6 BARS AND LARGER, 2"
15.9. CONCRETE SLAB ON GRADE CONTROL JOINTS SHALL BE AS SHOWN ON THE FOUNDATION PLAN OR TYPICAL
DETAILS. WHERE CONTROL JOINTS ARE NOT SHOWN ON PLANS, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND
BY KEYED, DOWELED OR SAW -CUT CONTROL JOINTS SUCH THAT THE ENCLOSED AREA DOES NOT EXCEED 260
SQUARE FEET. POST -TENSIONED CONCRETE SLABS ON GRADE SHALL NOT HAVE CONTROL JOINTS UNLESS
SPECIFICALLY NOTED ON THE PLANS. EXPANSION JOINT FILLER SHALL BE NON -EXTRUDED PREMOLDED MATERIAL
OF ASPHALT IMPREGNATED FIBERBOARD (ASTM D1751)
15.10. CONSTRUCTION JOINTS OR POUR JOINTS IN STRUCTURAL ELEMENTS (BEAMS, COLUMNS, ELEVATED SLABS, ETC.)
NOT SPECIFICALLY SHOWN OR NOTED ON THE DRAWINGS REQUIRE PRIOR APPROVAL OF THE ARCHITECT.
CONTRACTOR SHALL SUBMIT SHOP DRAWINGS SHOWING PROPOSED JOINTS TO ENGINEER FOR APPROVAL.
15.11. ALL CONCRETE SHALL UTILIZE A MINIMUM OF 20% FLYASH CONTENT.
15.12. VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SHOWN ON THE DRAWINGS. PLACE VERTICAL
REINFORCING BARS AT CORNERS, JAMBS OF OPENINGS, BELOW BEAM BEARING, AND IN WALLSAS INDICATED ON
THE DRAWINGS. VERTICAL WALL REINFORCING BARS SHALL EXTEND CONTINUOUS FROM FOUNDATION INTO TOP
BOND BEAM. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC UNO.
-TIES/STIRRUPS TO STARTATA DISTANCE FROM SUPPORT OF 1/2 TIE SPACING
16. CONCRETE MASONRY:
16.1. ALL MASONRY UNITS SHALL CONFORM TO THE REQUIREMENTS OF ASTM C90 FOR LOAD BEARING
MASONRY.
16.2. MASONRY STRENGTH (fm DESIGN) UNO:
-BLOCK STRENGTH = 1900
-MORTAR STRENGTH = 1800
-GROUT STRENGTH = 2000
16.3. GROUT SHALL HAVE A SLUMP OF 8 TO 11 INCHES, BE IN CONFORMANCE WITH ASTM C 476-02 AND ATTAIN A
COMPRESSIVE STRENGTH OF 3000 PSI. GROUT SHALL CONFORM TO REQUIREMENTS OF FLBC STANDARDS.
USE SUFFICIENT WATER FOR GROUT TO FLOW INTO ALL JOINTS OF THE MASONRY WITHOUT
SEGREGATION. ALL CELLS IN CONCRETE BLOCKS CONTAINING REINFORCING SHALL BE FILLED SOLID
WITH GROUT. ALL MASONRY BELOW FINISHED FLOOR OR GRADE SHALL BE GROUTED SOLID. HOLD GROUT
DOWN 1-1/2" BELOW TOP OF BLOCK AT GROUT LIFT JOINTS AND AT CONCRETE PLACED OVER MASONRY.
16.4. CONCRETE MASONRY UNITS SHALL BE PLUMB, TRUE TO LINE, WITH LEVEL COURSES ACCURATELY SPACED
AND BUILTTO THE THICKNESS AND IN A RUNNING BOND AS INDICATEDAND CONFORMING TO THE
TOLERANCES SPECIFIED IN ACI 531.1 AND 530.1.
16.5. REINFORCING BARS SHALL BE PLACED IN THE MIDDLE D OTHERWISE, AN I DLE OF THE CELLS UNLESS NOTE S D
TIED OR OTHERWISE SECURELY SUPPORTED AT THE TOP AND BOTTOM TO ENSURE THAT THE BAR DOES
NOT MOVE DURING GROUTING.
16.6. MORTAR DROPPINGS AND OTHER DEBRIS MUST BE KEPT OUT OF CELLS WHICH ARE TO BE GROUTED.
16.7. CONTROL JOINTS SHALL BE PROVIDED IN ACCORDANCE WITH THE LOCATIONS AND DETAILS SHOWN ON
THE DRAWINGS. CONTROL JOINTS SHALL NOT EXTEND THROUGH THE TOP BOND BEAM COURSE. THE
JOINTS ON BOTH SIDES OF THE WALL SHALL BE SEALED AND TOOLED SMOOTH,
16.8. WALL REINFORCEMENT: VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SPECIFIED
ON THE DRAWINGS. DESPITE IF SHOWN ON DRAWINGS- PLACE VERTICAL REINFORCING BARS AT
CORNERS, EA CELL WITHIN 16" OF CORNER, JAMBS OF OPENINGS, EA CELL WITHIN 16" OF JAMBS FOR
OPENINGS WIDER THAN 12', BELOW BEAM BEARING, BELOW GIRDER TRUSS BEARING, AND IN WALLS AS
INDICATED ON THE DRAWINGS. IF NOT SPECIFIED IN TEXT ON DRAWINGS USE #5 ® 48" OC. WALL
REINFORCING BARS SHALL EXTEND CONTINUOUS FROM FOUNDATION INTO TOP BOND BEAM. MIN LAP
SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC LINO, SEE DOWEL NOTE BELOW.
16.9. REINFORCED MASONRY LINTELS SUCH AS CAST CRETE TO BE INSTALLED AS PER MFR INSTRUCTIONS. USE
#6 BOTTOM FIELD BAR IN LIEU OF #5 FOR ALL OPENINGS WIDER THAN 12'. LINTELS TO HAVE 4" MINIMUM
BEARING. CONTINUOUS REINF ACROSS COLUMNS. IF SPECIFIED CA LINTEL LENGTH IS +/- AS LONG AS MIN
BRG IS MET.
16.10. LINO HORV JOINT REINFORCEMENT @ 16" OC IN MASONRY WALLS IS SUGGESTED BUT NOT REQUIRED TO
CONTROL CRACKING.
16.11, BOND/TIE BEAM/LINTEL- CONTINUE REINFORCING BARS CONT (UNINTERRUPTED) AROUND ALL CORNERS,
OVER OPENINGS, ACROSS WALL INTERSECTIONS, THROUGH TIE COLUMNS, AND UP/DOWN AT CHANGES IN
BOND BEAM ELEVATION.
17. FOUNDATIONS:
17.1. CONTRACTOR RESPONSIBLE FOR IN -PLACE SOILS TO BE UNIFORMLY COMPACTED TO 95% DENSITY, AND
TESTED TO ENSURE MINIMUM SOIL BEARING PRESSURE CAPACITY OF 2,000 PSF LINO AS THE BASIS FOR
STRUCTURAL DESIGN.
17.2. DOWEL VERTICAL REINFORCING BARS OUT OF THE FOUNDATION OR STRUCTURE BELOW WITH BARS OF
THE SAME SIZE AND SPACING OF WALL ABOVE. THERE SHALL BE A DOWEL FOR EACH VERTICAL
REINFORCING BAR. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC LINO.
For #5: MINIMUM 30" LAP W/ 10" HOOK UNO. SEE WALL REINFORCEMENT NOTE 16.8 ABOVE. FOR MISSED
EMBEDDED DOWEL, EPDXY EMBED W/ 1/8" OVERSIZED HOLE DIA., 6" EMBED W/ CLEAN HOLE.
17.3. BUILDING SLABS -ON -GRADE TO BE REINFORCED WITH 6x6 10/10 WWF MIN WITH MESH UP CHAIRS OVER 6-
MIL MINIMUM POLYETHYLENE FILM VAPOR RETARDER OVER TERMITE TREATED COMPACTED GRADE UNO.
PROVIDE DIAGONAL 36" #4 REBAR ATALL INSIDE 'REENTRANT' CORNERS.
17.4. CONTINUOUS FOOTINGS, STEM OR MONOLITHIC, TO BE REINFORCED CONTINUOUS, WITH LAPS AS PER
STATED DEVELOPMENT LENGTH IF NOTED OR 48x BAR DIAMETER MIN UNO, 30" MIN CORNERS BARS TO
MATCH LONGITUDINAL REBAR.
17.5. PROVIDE A 4-INCH CLEAN MEDIUM TO COARSE SAND OR GRAVEL COMPACTED DRAINAGE FILL BELOW ALL
INTERIOR SLABS -ON -GRADE UNLESS NOTED OR DETAILED OTHERWISE.
17.6. SOIL AND SUBGRADE IS TO BE TERMITE TREATED.
17.7. SLAB FINISHES UNO:
-MAIN BUILDING: STEEL TROWEL FINISH
-GARAGE: STEEL TROWEL, THRESHOLD: LIGHT BROOM
-DRIVEWAY, DRIVEWAY APRON, PORCHES/PATIOS: LIGHT BROOM
17.8. GARAGE, AND ALL EXTERIOR HARD SURFACES TO SLOPE AWAYFROM BLDG MIN 1/81/FT.
17.9. CONCRETE PADS FOR VIBRATING EQUIPMENT SUCH AS PUMPS OR MOTORS TO BE SEPARATED FROM
HOUSE SLAB WITH A MINIMUM OF AN ASPHALT EXPANSION JOINT.
17.10. RECESS SGD & GARAGE DOOR THRESHOLDS 3/4"- VERIFY EXACT DIMENSIONS WITH SUPPLIER/MFR.
17.11, COLUMN/WALLAND FOOTING CENTERLINES SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE.
18. STRUCTURAL STEEL:
18.1. ALL STRUCTURAL STEEL SHAPES SHALL CONFORM TO ASTM A-36 AND THE "SPECIFICATION FOR THE
DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" BY THE AMERICAN
INSTITUTE OF STEEL CONSTRUCTION, ALL STEEL PIPE SHALL CONFORM TO ASTM A-53, TYPE E (Fy = 35
KSI).
18.2. ALL SHOP CONNECTIONS TO BE WELDED AND FIELD CONNECTIONS TO BE BOLTED UNLESS OTHERWISE
SPECIFICALLY NOTED ON THE STRUCTURAL DRAWINGS. ALL WELDING SHALL CONFORM TO THE
REQUIREMENTS OF "THE STANDARD CODE FOR WELDING IN BUILDING CONSTRUCTION" OF THE AMERICAN
WELDING SOCIETY.
18.3. ALL STEEL TO RECEIVE ONE SHOP COATAND ONE FIELD TOUCHUP COAT OF APPROVED PAINT.
18.4. ALL BOLTED CONNECTIONS S ND HARDENED
HALL CONSIST OF ASTM A325 HIGH STRENGTH BOLTS
WASHERS AS SHOWN ON THE STRUCTURAL DRAWINGS. ALL BOLTED CONNECTIONS SHALL CONFORM TO
THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" BY THE AMERICAN
INSTITUTE OF STEEL CONSTRUCTION.
18.5. ALLANCHOR BOLTS SHALL CONFORM TO ASTM A36 OR A307 (THREADED ROD).
18.6. SUBMIT SHOP DRAWINGS FOR REVIEW OF CONFORMANCE TO DESIGN CONCEPT.
18.7. GROUT FOR COLUMN BASE PLATES SHALL BE NON -SHRINK GROUT 5000 PSI MINIMUM.
19. LIGHT GAGE METAL STUDS & MISC. METAL FRAMING:
19A, ALL LIGHT GAGE METAL INTERIOR STUDS SHALL BE G90 GALVANIZED 25 GA MINIMUM. USE 20 GA STUDS
_ WHERE HEAVY LOADS ARE HUNG FROM SUCH AS TVs OR WALL CABINETS. ALL WALL TRACKS SHALL BE 25
GA.
20. HVAC:
20.1. PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF UNITS, DUCTS, RETURN AIR GRILLES AND SUPPLY
GRILLES ETC, SHALL BE DETERMINED BY A HVAC LICENSED CONTRACTOR AND APPROVED BY THE
ARCHITECT. IF LAYOUT/SIZING IS PROVIDED HVAC CONTRACTOR TO VERIFY.
20.2. PROVIDE MANUFACTURED CONCRETE PADAND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR
CONDENSING UNIT. FOR MOUNTING AND SECURING MECHANICAL EQUIPMENT, REFER TO THE
MANUFACTURER'S SPECIFICATIONS.
21. WOOD FRAMING
21.1. ALL STRUCTURAL (LOAD BEARING) LUMBER SHALL BE S.Y.P. OR DOUGLASS FIR, GRADE #2, KD 19% (Fb
FOR LUMBER SIZES NOTED TO BE IN CONFORMANCE WITH VALUES LISTED IN THE NATIONAL FOREST
PRODUCTS ASSOCIATION NATIONAL DESIGN STANDARD SUPPLEMENT TABLE 4B), AND SHALL CONFORM
TO THE NATIONAL GRADING RULE FOR DIMENSION LUMBER, THE SOUTHERN PINE INSPECTION BUREAU
AND THE SOUTHERN FOREST PRODUCTS ASSOCIATION. ALL NON -LOAD BEARING FRAMING LUMBER
(INTERIOR WALLS) TO BE #2 S.P.F. OR BETTER.
21.2. ALL WOOD MEMBERS IN CONTACT WITH CONCRETE AND/OR MASONRY TO BE PRESSURE. TREATED. ALL
WOOD EXPOSED TO THE WEATHER OR IN CONTACT WITH THE GROUND TO BE PRESSURE TREATED TO
0.80 CCA.
21.3. SPLICING FOR MULTI-PLYHEADERS OR BEAMS:
-2x6- 2 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
-2x8- 3 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
-2x10-4 ROWS 1Od COMMON NAIL @ 12" OC EACH LAYER.
-2x12-5 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
-LOCATE SPLICES OVER BRG SUPPORTS. GLUE BETW LAYERS. USE 16D IF 1/2" PLY SPACER USED
21A. LAMINATED TIMBER ELEMENTS (BENTS, BEAMS, DECK, ETC., AND ANCILLARY ACCESSORIES, FASTENERS,
ETC.:
-FABRICATORTO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE
AND SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER)
-SPECIALTY ENGINEER MAY SUBMIT CONNECTION DETAILS FOR BENTS AND BEAMS AND FASTENING
MODE AND INTERVALS FOR DECK. (CONNECTIONS FOR BEAM -ENDS TO RESIST ROTATION.)
21.5. GLUE -LAMINATED BEAMS (GLULAM) SHALL BE DOUGLAS FIR COMBINATION 24F44 AT SIMPLE SPANS AND
24F-V8 AT CANTILEVER SPANS HAVING THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,400 PSI, Fv = 190
PSI, Fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI, FABRICATION AND HANDLING SHALL CONFORM TO
THE LATESTAMERICAN INSTITUTE FOR TIMBER CONSTRUCTION (AITC) AND ASTM STANDARDS. BEAMS
SHALL BEAR AN APPROPRIATE GRADE STAMP CLEARLY NOTING ITS DESIGN PROPERTIES. UNLESS
CAMBER AND TOLERANCE IS SPECIFICALLY NOTED ON THE DRAWINGS, BEAMS SHALL BE
MANUFACTURED WITH INDUSTRY STANDARD MINIMUM CAMBER OR UPWARD TO SPAW200. ERECT WITH.
CROWN OR CAMBER UP. IN HEADER CONDITIONS (BEAM BUILT INTO WALL) CRIPPLE FRAMING ABOVE
HEADER SHALL MAINTAIN CAMBER. HEADER BEAMS MAY HAVE ZERO CAMBER, PROVIDED CRIPPLE
FRAMING ABOVE HEADER IS BUILT WITH MINIMUM CAMBER STATEDABOVE.
21.6. LAMINATED LUMBER AND "I" JOISTS AND RAFTERS SHALL BE INSTALLED AS PER MANUFACTURER'S
INSTRUCTIONS.
21.7. END STUDS OF EXTERIOR FRAME WALL OR DESIGNATED INTERIOR SHEAR WALLS TO ATTACH TO CONC
WALL W/ .25" x 3.25" TAPCON @ 16" OC.
21.8. ALL WOOD NAILING AS PER FBC R.602.3 UNO.
22. PLYWOOD SHEATHING:
22.1. ALL PLYWOOD SHALL BE C-D OR C-C SHEATHING. INSTALL PLYWOOD WITH FACE GRAIN PERPENDICULAR
TO SUPPORTS, PROVIDE BLOCKING AT PANEL EDGES WHERE INDICATED ON THE PLANS.
22.2. UPPER PANELS TO BE ATTACHED TO THE TOP MEMBER OF THE UPPER DOUBLE TOP PLATEAND TO RIM
JOIST AT BOTTOM OF WALL. PROVIDE BLOCKING FOR ALL EDGE NAILING OVER LENGTH OF PLYWOOD
22.3. FOR EXTERIOR AND INTERIOR SHEAR WALLS USE 1/2" PLYWOOD AND 8d RINGSHANK GALV NAILS. SPACE
NAILS 6" FIELD, 6" EDGE, 4" EDGE WITHIN 4' OF CORNERS.
22A. FOR ROOF USE 5/8" PLYWOOD AND 8d RINGSHANK GALV NAILS. SPACE NAILS 6" FIELD, 6" EDGE, 4" EDGE
WITHIN 4' OF EAVES/RIDGES/GABLES.
22.5. FOR SUBFLOOR USE 3/4" PLYWOOD AND 2.5" #8 SCREWS & GLUE OR ad RINGSHANK GALV NAILS & GLUE.
SPACE FASTENERS 6" FIELD, 6" EDGE.
22.6. FOR ATTIC FLOOR USE 5/8" PLYWOOD AND 6d RINGSHANK GALV NAILS. SPACE NAILS 12" FIELD, 12" EDGE.
ONLYALLOWED WHERE TRUSS ENGINEERING SPECIFIES.
23. PE TRUSSES:
23.1. FIELD VERIFY WITH ARCHITECT EXACT LOCATIONAND CONFIGURATION BEFORE MODIFYING EXISTING
TRUSSES. DO NOT CUT ANY FRAMING MEMBERS OR TRUSSES WITHOUT EXPRESS WRITTEN AUTHORITY
FROM THE ENGINEER AND ARCHITECT.
23.2, FIELD VERIFY DIMENSIONS OF NEW PRE-ENGINEERED TRUSSES PRIOR TO CONSTRUCTING.
23.3. CONTRACTOR TO SUBMIT THE TRUSS ENGINEERING TO ARCHITECT TO REVIEW FOR ADHERENCE WITH
DRAWINGS PRIOR TO CONSTRUCTION, ARCHITECTS SEAL WILL NOT BE APPLIED.
23.4. TRUSS CONFIGURATION DRAWN ARE SCHEMATIC ONLY, HOWEVER THE SUPPORTING STRUCTURE HAS
BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL
FINAL LAYOUT MY MFR. EXACT TRUSS WEB, CHORD SIZES AND LAYOUTARE TO BE DETERMINED BY THE
MFR. TRUSS MFR TO DESIGN ANY PERMANENT BRACING REQUIRED FOR STABILITY.
23.5. ALL TRUSSES FURNISHED SHALL BE SUPPLIED WITH SIGNED AND SEALED TRUSS DIAGRAMS PROVIDING
THE MFR'S TRUSS SPECIFIC REQUIREMENTS FOR BRACING AND LATERAL MOVEMENT. ALL TRUSS -TO -
TRUSS CONNECTORS TO BE SUPPLIED BY THE TRUSS MFR. VERIFY THAT THE CAPACITY OF THE TRUSS
ANCHORS CALLED OUT ON THE CONSTRUCTION DRAWINGS MEET OR EXCEED THE UPLIFT VALUES ON
THE TRUSS ENGINEERING. ANY TRUSS ANCHORS CALLED OUT THATARE OF INSUFFICIENT CAPACITY
SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT FO
R OR SUBSTITUTION.
23.6. BRACE BOTTOM CHORD AS PER MFR SPECS, IF NON PROVIDED, PROVIDE CONTINUOUS'RAT RUN'
LATERAL BRACE PERPENDICULAR TO BC 2x4 @ 12' OC (2) 12d NAILS EA BC.
23.7. PREFABRICATED WOOD TRUSSES, JOISTS, AND GIRDER TRUSSES SHALL BE DESIGNED TO SUPPORT
THEIR SELF -WEIGHT, PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS. INCLUDING, BUT NOT LIMITED
TO, WALLS EITHER PARALLEL OR PERPENDICULAR TO THE SPAN, ALL MECHANICAL AND OTHER
EQUIPMENT, AND SHALL DESIGNED TO RESIST ALL DRAG FORCES, SHEARWALL UPLIFT AND DOWNWARD
LOADS, AND OTHER SPECIAL LOADS NOTED ON STRUCTURAL, MECHANICAL, PLUMBING, OR
ARCHITECTURAL DRAWINGS OR CALCULATIONS, MINIMUM ALLOWABLE SHEAR SHALL BE 95 PSI,
BRIDGING SIZE AND SPACING SHALL BE AS DESIGNATED BY TRUSS MFR UNLESS NOTES OTHERWISE.
CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS AND DESIGN CALCULATIONS
SEALED BY A REGISTERED ENGINEER. SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED
AT BEARING POINTS. ALL CONNECTORS SHALL HAVE CURRENT ICBO APPROVAL. THE MFR SHALL DESIGN
CONNECTION OF TRUSS REQUIRING PREFABRICATED HARDWARE HANGER OR OTHER.
23.8. FABRICATORTO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE
AND SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER). SPECIALTY ENGINEER MAY SUBMIT
PREFERRED CONNECTION AND OTHER DETAILS IF DIFFERENT FROM SAME ON DRAWINGS FOR
APPROVAL.
24. CONNECTORS/FASTENERS:
24.1. CONNECTORS BY SIMPSON OR APPROVED SIMILAR TO BE HDG OR ZMAX COATED IF UNEXPOSED TO
WEATHERAND TO BE STAINLESS STEEL IF EXPOSED TO WEATHER UPON COMPLETION.
24.2. UPLIFT CONNECTORS MAY BE SUBSTITUTED WITH CONNECTORS WITH t THE DOCUMENTED UPLIFT
VALUE IS z SPECIFIED CONNECTOR. UNLESS SPECIFIED UPLIFT CONNECTORS ARE NOT REQUIRED ON
LOADBEARING WALLS THATARE NOT SUBJECT TO UPLIFT OR SHEAR. SPACE NAILS AT STRAPS AS TO
NOT SPLIT WOOD, USE MINIMUM NAIL QTY REQUIRED BY MFR. IF MULTIPLE FASTENER OPTIONS USE
EITHER UNLESS SPECIFIED BYARCHITECT.
25. SITEMNDSCAPING:
25.1. THE IRRIGATION (IF USED) SYSTEM SHALL BE INSTALLED SUCH THAT NO WATER HITS THE BUILDING
DURING OPERATION.
25.2. SLOPE GRADES AWAY FROM BUILDING ON ALL SIDES AMINIMUM OF 6" OVER 10', 4:1 SLOPE MAX.
26. DOORS AND WINDOWS:
26.1. INSTALL OVERHEAD DOORS (INCLUDING BUCKS), EXTERIOR DOORS, AND WINDOWS AS PER MFR'S
SPECIFICATION/ PRODUCT APPROVAL.
26.2. PT 1x BUCK: ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2" MIN TAPCON OR 6D CASE
HARD NAILS OR T NAILS @ 12"/3" END.
26.3. MIN OVERHEAD DOOR BUCK: 2x6 @ SIDES TO FILLED CELL W/ WEDGE ANCHOR @ 24" OC MIN, 12" FROM
ENDS. WEDGE ANCHOR TO BE 1/2" x 6" W/ 2" x 1/8" WASHER. 2x6 @ TOP TO LINTEL W/ 1/4" x 2.75"
TAPCONS STAG @ 24" OC
26.4. CONTRACTOR TO VERIFY THE FOLLOWING WITH MFR/SUPPLIER PRIOR TO WALL CONSTRUCTION:
-ROUGH OPENING DIMS, EGRESS COMPLIANCE (FBCR310), SAFETY GLASS COMPLIANCE (FBCR308.4)
26.5. CONTRACTOR TO FIELD VERIFY OPENINGS BEFORE ORDERING DOORS/WINDOWS.
26.6. DOORS BETWEEN GARAGE & RESIDENCE AS PER FBC R 302.5.1.
26.7. FLASHING AS PER FBC R703.4 AND REFERENCED FMA/AAMA DOCUMENTS.
27. ELECTRICAL & LIGHTING NOTES
27.1. PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF CIRCUITS, RECEPTACLES, FIXTURES, AND
EQUIPMENT, SHALL BE DETERMINED BY AN ELECTRICAL CONTRACTOR AND APPROVED BY THE
ARCHITECT. IF LAYOUT/SIZING IS PROVIDED ELECTRICAL CONTRACTOR TO VERIFY.
27.2. ALL 120V 15AAND 20A DWELLING UNIT RECEPTACLES SHALL BE LISTED TAMPER -RESISTANT TYPE.
27.3. PROVIDE AFIC AS DETERMINED BY NEC 210.12 OR FBC R 3902.
27.4. PROVIDE GFIC AS DETERMINED BY NEC 210.8 OR FBC R 3902.
27.5. ALL EXTERIOR OUTLETS TO BE GFIC WITH WEATHER TIGHT PROTECTIVE COVER.
27.6. SMOKE ALARMS SHALL BE HARD WIRED, INTERCONNECTED, W/ BATTERY BACKUP PER FBC R314.
27.7. CARBON MONOXIDE ALARM TO BE INTEGRAL WITH SMOKE ALARM AND COMPLY WITH FBC R315.
27.8. WHERE AHU IS IN ATTIC, PROVIDE POWER RECEPTACLE & LIGHT.
28. PLUMBING:
28.1. PLANS ARE SCHEMATIC. ACTUAL LOCATION, MATERIAL, AND SIZE OF PIPES, DRAINS, AND VENTS SHALL
BE DETERMINED BY A LICENSED PLUMBER AND APPROVED BY THE ARCHITECT. IF LAYOUT/SIZING IS
PROVIDED PLUMBING CONTRACTOR TO VERIFY.
28.2. SEPTIC & DRAIN FIELD IS SCHEMATIC, EXACT LAYOUT/SIZING SHALL BE BY A LICENSED SEPTIC
CONTRACTOR AND ADHERE TO 64E-6, F.A.C.
28.3. NO PLUMBING REQUIREMENTS SHALL INTERRUPT THE STRUCTURAL INTEGRITY OF THE BUILDING.
29. ROOF PENETRATIONS:
29.1. VERIFY ALL REQUIRED ROOF PENETRATIONS FROM HVAC, PLUMBING, ELECTRICAL, AND OTHER
DRAWINGS. PROVIDE ALL NECESSARY PENETRATIONS WITH REQUIRED ACCESSORIES TO PREVENT
MOISTURE INTRUSION AND RETAIN STRUCTURAL STABILITY, IN ADDITION TO THOSE INDICATED ON THE
ROOF PLAN. CONSULTARCHITECT IF ROOF PLAN CONFLICTS WITH ANY REQUIRED ROOF PENETRATIONS,
30. FIRE RATED UL FLOOR, WALL, & ROOF PENETRATIONS:
30.1. CONTRACTOR MUST USE SPECIFIC UNDERWRITER'S LABORATORIES DESIGN NUMBERED SYSTEMS FOR
PENETRATING RATED WALLS, FLOORS, AND CEILINGS. ARCHITECT'S DOCUMENTS MAY OR MAY NOT
INDICATE CERTAIN SYSTEMS. CONTRACTOR TO FURNISH UL NUMBERS IF APPLICABLE.
31. FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX:
31.1. FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX:
31.2. FINISHES TO COMPLY WITH THE BELOW FIGURES AS PER FBC R302.9 - 302.10
31.3. INSULATION FLAME SPREAD: <26, INSULATION SMOKE DEVELOPED: <450
31.4. WALUCLG FLAME SPREAD: <200, WALL/CLG SMOKE DEVELOPED: <450
32. CLIMATIC & GEOGRAPHIC DESIGN CRITERIA:
32.1. WEATHERING: NEGLIGIBLE, TERMITE AREA: VERY HEAVY
33. MISC:
33.1. ROOF SYSTEM & FLASHING AS PER MFR INSTRUCTIONS.
33.2. GUARDRAILS AS PER FBC R312.
33.3. STAIRWAYAS PER FBC R311.7,
33.4. MEP SYSTEMS 1'+ BFE, AS PER FBC R322.1.6.
33.5. MECHANICAL APPLIANCES TO BE PROTECTED IF INSTALLED ON FLOOR IN GARAGE AS PER M1307.3.1.
USE 2" DIA x 36"H PIPE W/ COLLAR BASE, ATTACH COLLAR TO SLAB W/ (4) 1/4" x 2.25" TAPCON.
33.6. CAULK BOTTOM OF SOLE PLATEAT GARAGE COMMON FRAME WALL.
33.7. IGNITION BARRIER NOT REQUIRED FOR SPRAY FOAM IN ATTIC UNO.
33.8. PROVIDE FIRE BLOCKING AS PER FBC R 302.11.
33.9. PROVIDE DRAFT STOPPING IN THE FORM OF 1/2"PLY OR GWB TO FLOOR -CEILING ASSEMBLIES GREATER
THAN 1,000SFAS PER FBC R302.12.
34. FINISHES:
34.1. GWB: MOISTURE RESISTANT GWB @ ALL WET AREAS, CEMENT BOARD INSIDE SHOWER COMPARTMENTS.
USE 5/8" TYPE X GWB ON GARAGE CEILING IF CONDITIONED/HABITABLE AREAABOVE.
34.2, EXTERIOR LATH AS PER FBC R703.7.1/ASTM C1063-11A. FOR EXTERIOR CEILINGS/SOFFITS USE MIN. 5/8"
STUCCO ON RIBBED LATH. ATTACH TO BOTTOM OF WOOD FRAMING W/ I IGA NAILS W/ 3/8" HEAD @ V. OC
W/ 1-3/4" EMBED INTO WOOD.
34.3. EXTERIOR T&G WOOD CEILING. ATTACH 1 x4 OR 1x6 BOARD W/ 2" 16GA FINISH NAIL EA RAFTER/JOIST/BC.
TO CHANGE ORIENTATION USE 2x4 FLAT PURLINS ATTACHED TO EA RAFTER/JOIST/BC W/ (2)16D NAIL.
NS:
AS
ANCHOR BOLT
A/C
AIR CONDITIONER
AHU
AIR HANDLING UNIT
AT
ACOUSTICALTILE
B.M.
BENCH MARK
BM
BEAM
BC
BOTTOM CHORD
SO
BYOWNER
SOTT
BOTTOM
BP
BOTTOM PLATE
CJ
CONTROL (CONSTRUCTION) JOINT
CLG
CEILING
CMU
CONCRETE MASONRY UNIT
CO
CONNECTOR
COL
COLUMN
CONC
CONCRETE
CONT
CONTINUOUS
CU
CONDENSING UNIT OR COPPER
CW
COLD WATER
CXN
CONNECTION
DR
DRYER
DISP
DISPOSAL
DF
DRINKING FOUNTAIN
DTL
DETAIL
DIN
DRIVEWAY
'E'
EXISTING
EXTG
EXISTING
EA
EACH
EJ
EXPANSION JOINT
EL
BUILDING ELEVATION
ELECT
ELECTRICAL
EW
EACH WAY
EWC
ELECTRIC WATER COOLER
EWH
ELECTRIC WATER HEATER
EXP
EXPOSED
EXT
EXTERIOR
EXTG
EXISTING
FA
FASTENER
FD
FIELD (FLOOR) DRAIN
FE
FIRE EXTINGUISHER
FF
FINISH FLOOR
FIN
FINISH
FLR
FLOOR
FP
FIRE PROTECTION
EPS
EXPANDED POLYSTYRENE
FTG
FOOTING
FT
FOOT (OR FEET)
GFI
GROUND FAULT INDICATOR
GSF
GROSS SQUARE FEET
GWH
GAS WATER HEATER
GWB
GYPSUM WALL BOARD
HIS
HOSE BIB
HOG
HOT DIPPED GALVANIZED
HW
HOT WATER
HWH
HOT WATER HEATER
IN
INCH
INT
INTERIOR
MAX MAXIMUM
MFR MANUFACTURER
MIN MINIMUM
MW MICROWAVE
NIC NOT IN CONTRACT
NTS NOT TO SCALE
NSF NET SQUARE FEET
LF LINEAL FOOT
OC ON CENTER
OAS OR APPROVED SIMILAR
P-L PROPERTY LINE
PL PLATE
PLY PLYWOOD
PT PRESSURE TREATED
PVC POLYVINYL CHLORIDE
R RADIUS
RIA RETURN AIR
RCS REINFORCED CONCRETE BEAM
RCC REINFORCED CONCRETE COLUMN
RD ROOF DRAIN
REF REFRIGERATOR
REINF REINFORCING
REQ REQUIRED
RIW RIGHT-OF-WAY
RTU ROOF TOP UNIT
S. SIMPSON (MFR)
SOS STYRENE BUTADIENE STYRENE
SEL SITE ELEVATION
SF SQUAREFOOT
SK SINK
SOG SLAB ON GRADE
SS STAINLESS STEEL
STAG STAGGERED
TBD TO BE DETERMINED
TC TOP CHORD
THE TO MATCH EXISTING
TOO TOP OF BEAM
TOO TOP OF COLUMN
TOS TOP OF SLAB
TP TOP PLATE
TPO THERMO PLASTIC OLEFIN
TYP TYPICAL
UG UNDER GROUND
LINO UNLESS NOTED OTHERWISE
VB VAPOR BARRIER
VTR VENT THRUROOF
WA WASHER MACHINE
WP WATERPROOF
WD WOOD
WWF WELDED WIRE FABRICMESH
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7'-81/6" _�_ 4'-1
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FOUNDATION NOTES:
SEE GEN NOTES 17.2 FOR DOW L LOCATIONS,
FILLED WALL CELLS ARE
v'
FOR CLARIFICATION. THESE DI
S AREAPROXIMATE IF DIMENSIONED ON
WINDOW RO WITH CONTRACTO
.
-SEE FLOOR PLAN FOR DIMENSI
NS
FOUNDATION KEYNOTES:
1.
I
F3
D ON PLAN
VERIFY
I
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K.,
CAST-CRETE LINTEL DIAGRAM
F m 1 FILLED WITH GROUT I U • UNFILLED I QUANTITY OF #S FIELD ADDED REBAR AT
I BOTTOM OFF UU- INTEL CAVITY FOR
GRAVITY LOAD
8F 16-1 B/1 T
NOMINAL MOTH LQUANTITY OF#6 FIELD
ADDED REBAR AT TOP OF
NOMINAL HEIGHT COMPOSITE U•LINTEL FOR
UPLIFT LOAD
#6 FIELD ADDED REBAR AT
TOP OF CPOSITE
U • LINTEL MIOMN. (1) REQ'D
1412" CLEAR
Y
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#6 FIELD ADDED REBAR AT
•
BOTTOM OF U-LINTEL CAVITY
- BOTTOM REINFORCING
7-6/8" ACTUAL
PROVIDED IN U-LINTEL
NOMINAL WIDTH
8"
(SEE REINFORCING SCHEDULE)
Sldewoll Flashing Detail
!ytimv o-tdtM^.S�a
5:12 SLOPE TYP
ROOF/ UNDERLAYMENT/ SHEATHINGA3 PER GENERAL SPECS- METAL
DRIP EDGE TBD BY ROOFING CONTRATOR
PE TRUSS AS PER FRAMING PLANS -
INSULATION AS PER GENERAL SPECS
TRUSS TO ALL BOND BEAMS W/ SIMPSON HETA20 EA TRUSS,
USE (2) @ MULTI PLY GIRDERS, USE DETAL20 FOR SINGLE PLY
GIRDERS,USE SIMPSON HSTM16 ON INSIDE FACE OF LINTEL FOR MISSED EMBEDED ANCHORS. SEE FRAMING PLANS FOR
OTHER CONDITIONS.
METAL DRIP OVER PT WOOD DRIP OVER 2x6 CEDAR
FASCIA TO TRUSS ENDS W/ (3)#16d NAIL, 4" TRUSS HEEL
EXTERIOR SOFFIT AS PER GENERAL SPECS
WALLAS PER GENERAL SPECS
WALL REF AS PER GENERAL SPECS -
SPLICING AS PER GENERAL NOTES
FOOTING AS PER FOUNDATION PLAN & FOOTING
SCHEDLE- REINFORCEMENT AS PER FOOTING
SCHEDULE
GRADE AS PER SITE PLAN
TYP WALL SECTION
SCALE: 1/2"= V-0"
A_SEE BRG LEGEND
CLGAS PER GENERALSPECSAND RCP
MASONRY BOND BEAM &
REF AS PER GENERAL
SPECS
INTERIOR MONO
FOOTING CURB/ RECESS
v
W
SOG/FILL/COMPCTION AS
PER FOUNDATON PLAN
AND GENERAL NOTES
LINTEL AS PER WINDOW/DOOR SCHEDULE
PT 1x BUCK @ JAMBS & HEAD, ATTACH TO
MASONRY/CONC W/ADHESIVE & RECESSED
3/16"x2" MIN TAPCON @ 1773" END, SAME
FOR DOOR BUCKS
WINDOW FRAME W/ FLANGE,
FLASHING AND SEALING ATTACH TOMASONRY/GONG
AS PER MFR SPECS AND AS PER MFR SPECS
GEN NOTE 26.3
SILLAS PER WINDOW/DOOR SCHEDULE
EXT ^`:i:'', INT
TYP OPENING BUCK DETAIL
SCALE: 1"= V- "
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11/4/18
SHEET
A-3
7: C18 P. L/ '.91
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AR97108
FOUNDATION / SLAB PLAN
SCALE: 1/4"= V-0"
ROOF PLAN
SCALE: 1/6"= V-0"
CONNECTOR (CO)
SCHEDULE
ACTUAL ACTUAL ALLOW ALLOW
ID CONNECTED ELEMENTS UPLIFT GRAVITY UPLIFT GRAVITY
CITY MFR MODEL
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missed or misplaced CO 4 co-1
1175
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HTSM20
HSTM 20.
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1. Gravity/uplift loads reference connection schedule ID,
2.'truss' listed as a load means to reference loads in truss package:
3. If'connected elements' contalns'trusss', reference loads in truss package. If no bearing points specified use connector for all nesessary points.
4. If'connected elements' is left blank, see connection schedule,
5.'CITY' referes to the number of connectors used per per ea connection (connected elements). If city left blank, refer to drawings.
6. All loads are checked by architect, loads left blank were checked but are not required to be listed.
7. Actual loads listed in this schedule are worst case, actual may be lower than listed but never higher.
ROOF FRAMING PLAN
SCALE: 1/4"= 1'-0"
CONNECTION (CXN) SCHEDULE
TRUSS ACTUAL ACTUAL CONNECTOR
ID CONNECTED ELEMENTS REACTION• UPLIFT GRAVITY a
10 ,tTU68,Qt1 d1t4 s t r,
tid L rc ..±. ,
B Itruss GRB
truss CO-8
Fill CO-2
D ytrµusys`}GyM,R�11K��e.aw, pp .�p p truss CO-6
y
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1. Reference connector schedule
2. All loads are checked by architect, loads left blank were checked but are not required to be listed.
3. Actual loads listed in this schedule are worst case, actual may be lower than listed but never higher.
4. If'connected elements' contains 'truss', reference loads In truss package. If no reaction points specified
use connector for all nesessary points.
L-2 ICAST CRETE ISF12-16/1T I
1. ID refernces lintels (L-#) shown In the framing plan. Also see window & door schedules.
2. Lintel length is estimated greater than or equal to the actual length. Check openings prior to
ordering, For windows & doors 18" has been added to the unit width.
3: Loads are in pif uno.
4. Actual loads listed in this schedule are worst case, actual may be lower than listed but never
FRAMING KEYNOTES:
1. COLUMN- 16x16x8 CMU, 4 #5 VERT, #3 TIE @ 16" OC.
2. COLUMN- 16x16x8 CMU, 4 #5 VERT, #3 TIE @ 16" OC.
3. 22"x30" ATTIC ACCESSA. INFILL NON BRG KNEE WALL.
FRAMING NOTES:
-ALL WALLS SHOWN IN GREY ARE LOAD BEARING BELOW- BEAR TRUSSES ON ALL
EXTERIOR WALLS
-REFERENCE PE TRUSS LAYOUT BY MFR
POWER PLAN
SCALE: 3/16"= 1'-0"
METER
O
30
C N
thul CU
NEW FOOTING STEEL
UNDERGROUND
WIRE SIZE BY ELECTRICAL CONTRACTOR
ELECTRICAL RISER DIAGRAM
SCALE: N.T.S.
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ELECT PLAN LEGEND
E1 110V DUPLEX RECEPTACLE
E2 110V GFCI DUPLEX RECEPTACLE
E3 120V RECEPTACLE recessed for tv
Ed 220V RECEPTACLE
ES 110V DUPLEX RECEPTACLE; w/ water Protected box
E6 110V GFCI DUPLEX RECEPTACLE. cig mount
E7 110V DUPLEX RECEPTACLE- floor mount
L1 RECESSED CAN LIGHT
L2 FLUSH MOUNT CLG LIGHT
L3 FLUSH LED STRIP LIGHT
L4 VANITY WALL LIGHT
L5 SHOP LIGHT
L6 CHANDELIER LIGHT
L7 PENDANT LIGHT
L8 UNDER CABINET LIGHT
L9 EXTERIOR WALL SCONCE
L10 WALL MOUNT READING LIGHT
L11 EXTERIOR MOTION DETECTOR LIGHT
L12 RECESSED CAN LIGHT- wet location
S LIGHT SWITCH
D DIMMER
EX EXHAUST FAN- vent to roof if vented soffit, soffit if unvented
EXL EXHAUST FAN WITH LIGHT- vent to roof if vented soffit, soffit if unvented
FL FAN/ LIGHT COMBO
FA FAN W/O LIGHT
JB JUNCTION BOX
SD SMOKE DETECTOR- INTERCONNECTED, HARDWIRED W/BATTERY
TV TELEVISION CABLE
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2017 Dwelling Unit Electric Service & Feeder Load Calculator
220.12 General Lighting Load
3 vale of floor area, including unused space adaptable for future use.
Floor Area = �; {� 1,603 va
Basement Floor Area =?' ftr va
220.52(A) Small Appliance Load
1500 va for each 20 amp branch circuit required per 210.1(C)(1) in EACH kitchen,
pantry, breakfast room, dining roam, or similar areas.
# of5mall Appliance Branch Circuits= r1500 va- 3,000 va
220.52(B) Laundry Load
# of Laundry Branch Circuits= c1500 va- 1,500 va
Total General Lighting S Appliance Load- 6,103 va
220.42 Lighting Load Feeder Demand Factors
First 300o or less at z00% 3,000 va
From 3ooi to 120,000 at 35-A 1,086 va
Remainder over z2o,000 at 25% va
Total Lighting Demand Load .;.s,k"9E- va
220.54 Electric Clothes Dryers
OQtyry®i Electric Dry r #1 S.00i kw 5,000 w
v" rt� Electric D er #2 ,: kw w
220.56 Electric Cooking -Ranges, Stove Tops and Wall Ovens
Qty kw
QtY kw
QtY kw
Electric Cooking Demand Loatl '' 'v 6:� w
220.51 Fixed Electric Space Heating Loads or Air Conditioning Load:
Fixed Electric Space Heat #zMov
kw AC#a/Geo t59EER '3 Ton 3.6 kva
Fixed Electric Space Heat #2 kw AC#2/Geo " ,r;,,,"4srt kva
Fixed Electric Space Heat #3kw AC#3/Geo kva
Fixed Electric Space Heat #4kw AC#4/Geo a; nr , t a s„h,s kva
Fixed Electric Space Heat #5 AC#5lGeo love
Total Heat &AC Load `;. .. $;�{Y:va
220.14 Appliance load --Dwelling Units
city Description va/wattsi ON Dascripflnn
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900<
9
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724
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Total Connected Appliance Load= 6,520 va
220.63 Appliance load --Dwelling Units Total Appliance Demand Load y ,„.`.... 8' va
220.50 Motor Loads @ 120 Volta
Qtv Deacrictlon vaiwahal ON Descdnxnn ,.=m,=n.\
6
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Total Motor Load - 1,126 va
430.24 Several Motors or a Metairie) and Other Load(s) 26% of Largest Motor Load = 94 va
Total Motor Demand Load t!J',2 $";va
TOTAL CALCULATED DEMAND LOAD In Volt-amperes 36,815 va
TOTAL CALCULATED DEMAND LOAD in AMPS @120/240V 1ph3W 68!amps
EXISTING SERVICE SIZE 9W ; : AMPS
MINIMUM SERVICE SIZE „e, TAMPS VICE SIZE REQUESTED f�, .4n�amps
Note: Electrical contractorto verffy accuracy and completeness of load calculation.
t�
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�- AR97108 ,
FLOOR PLAN
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SCALE: 1/4"= V-0"
WINDOW/ LINTEL SCHEDULE
B.O.ACTUAL UNIT SIZE
•
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WE 1/EXT +33.9.,367 3--4x50 68 CAST CRETE LINTEL '8F161B/1T'.:.
S.HUNG -
EGRESSABLE
W2
1/EXT
+32.3, -34.4
7-Ox5-0
6-8
CAST CRETE LINTEL 8F16-1B/1T
S.HUNG
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NOT USED
W4
1/EXT
+33.9,-36.7
3-Ox2-2
6-8
CAST CRETE LINTEL 8F16-113/1T
S.HUNG
TEMPERED
WS
1/EXT
+339; 367
6-0x16
68 ':'
CAST CRETE LINTEL8t1618/1T
PICTURE
W6
1/EXT
+33.9,-36.7
3-4x5-0
6-8
CAST CRETE LINTEL 8F16-1B/1T
S.HUNG
1/EXT
+33.9; 36 7
3-Sx3 0
6-8
C:ASTCRETE LINTEL8F161B/1T -
S.HUNG
1/EXT
+32.3, 344
6 Ox4 0
6 8
CAST CRETE LINTEL 8F16 1B/1T
S.HUNG
jW7
1/EXT",£7
68
STCRE7ELINTEL8F161811T:
HORIZRIDER
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.
1/EXT
+33.9, 36.7
3-Ox2-2
6-8
CAST CRETE LINTEL8F16-1B/1T
DEL SAUNG
TEMPERED
SHOP DRAWINGS PROVIDED TO CONTRACTOR BEFORE INSTALLATION
CONTRACTOR TO VERIFY RO DIMENSIONS PRIOR TO CONSTRUCTION
MASONRY OPENINGS TO USE HiWind SILL BY CASTCRETE
GLASS TO BE IMPACT OR OPENING PROTECTION AS PER FBC-R301.2.1.2
GLASS TO HAVE: LOW-E, U-FACTOR 5 0.4, SHGC <_ 0.25
FRAMES TO BE WHITE VINYL W/FINISH FLANGES FOR 3/4" WOOD BUCKS
ALL WINDOWS TO HAVE INSECT SCREENS
FLOOR PLAN NOTES:
1. INTERIOR DIMENSIONS ARE TO FINISH. SEE WALL LEGEND FOR THICKNESS.
2. EXTERIOR DIMENSIONS ARE TO STRUCTURE.
FLOOR PLAN KEYNOTES:
1. APPLIANCE PROTECTION BOLLARD AS PER GEN NOTE 33.5
DOOR/ LINTEL SCHEDULE
ACTUAL LOCAT. PRESSURES SIZE (WxH) LINTEL
D1. 4/ EXT +32 3, -34.4 3-Ox6-8 . CASTCRETE LINTEL 8RF16113/1T
DESCRIPTION
S. SWING, 1 LITE GLASS PANEL.
D2 1/ EXT +28.6, -31.9 16-Ox7-0 CAST CRETE LINTEL 8F161B/2T
OVERHEAD DOOR
D3 1/ EXT +32.3,-34A 3 Ox6 8 CAST CRETE LINTEL 8RF1 G-1B/1T
S. SWING, 1 LITE GLASS PANEL "
D4 1/ EXT +32.3, -34.4 2-8x6-8 CAST CRETE LINTEL 8RF1 G-16/1T
S. SWING, 1 LITE GLASS PANEL
IDS 1/ EXT +32.3, 34.4 6 Ox6 8 CAST CRETE LINTEL 8RF16 1B/1T
D. SWING, 1 LITE GLASS PANEL
SHOP DRAWINGS PROVIDED TO CONTRACTOR BEFORE INSTALLATION
CONTRACTOR TO VERIFY RO DIMENSIONS PRIOR: TO CONSTRUCTION
MASONRY OPENINGS TO USE HiWind SILL BY CASTCRETE
GLASS TO BE IMPACT OR OPENING PROTECTION AS PER FBC-R301.2.1.2
GLASS TO HAVE: LOW-E, U-FACTOR 5 0.4, SHGC <_ 0.25
FRAMES TO BE WHITE VINYL W/FINISH FLANGES FOR 3/4" WOOD BUCKS
GENERAL SPECIFICATIONS:
1. SLAB ON GRADE: AS PER GENERAL NOTES.
2. ROOF: ASPHALT SHINGLES OVER PEEL- & STICK OVER 30# FELT OVER 5/8" CDX PLY OVER PE WOOD ROOF TRUSS AS
PER FRAMING PLAN.
3. EXTERIOR WALL: STUCCO OVER 8x8x15 CMU W/ #5 VERT REBAR @ 48" OC & HORIZ JOINT REINFORCEMENT @ 16"
OC- CONT BOND BEAM TOP (2) COURSES W/#5 REBAR EA COURSE- 518" GWB OVER R4.1 FOIL INSULATION OVER 3/4"
FURRING STRIP. DOWELS AS PER GEN NOTES.
4. INTERIOR NON LOADBEARING WALLS: 5/8" OR 1/2" GWB OVER 3 5/8" 25 GA METAL STUD OR 2x4 @ 16" OC.
5. CEILING: 1/2" OR 5/8" GWB OVER WOOD PE TRUSS BOTTOM CHORD.
6. EXTERIOR SOFFIT: STUCCO & LATH OVER FRAMING W/ VENTS AS PER ATTIC VENTILATION CALCS.
7. PORCH CEILING: STUCCO & LATH OVER FRAMING OR T&G PINE STAINED & SEALED.
8. PROVIDE MANUFACTURED CONCRETE PADAND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR CONDENSING
UNIT.
9. INSULATION: R30 FIBERGLASS BATT @ CONDITIONED CEILING. R-13 FIBERGLASS BATT @ GARAGE SEPARATING
WALL, FLOOR TO CEILING.
WEST ELEVATION
SCALE: 3/16"= T-0"
EAST ELEVATION
SCALE: 3/16"= T-0"
NORTH ELEVATION
SCALE: 3/16"= T-0"
SHEETINDEX
A-1
floor plan/elevs
A-2
general notes
A-3
foundation plan
A-4
framing/ elect
A-5
hvac
FDOH in St. Lucie County
Environmental Health
Site Plan Approved for Construction
Supersedes All Previous Site Plans for
OSTDS # , fyO3¢,d & Well #
Date: ! Z 13 i*' .n
PROJECT DESCRIPTION
NEW CONSTRUCTION OF 1 STORY
RESIDENCE ON A VACANT LOT.
ZONING INFORMATION:
parcel id: 3402-608-0117-000-2
RS-4 (unincorporated St Lucie County)
lot (approx.): 117'xl25'
flood zone: X
UTILITY INFORMATION: o RFc
gas: n/a R�r
sewage: septic +s;' 1 G
potable water: well
F_&]gS•ulwilw_Y>i[ou6�q
conditioned living area
1,632 sf
garage
441sf
covered porch
338sf
covered entry
75 sf
total building area
2,486 sf
allowable building area 30%
4,388 sf
lot area
14,625 sf
front setback
25.0 ft
side setback @ corner
20.0ft
side setback
7.5 ft
rearsetback
15.0ft
height setback
35.0ft
conditioned volume
13,056 cf
5/12 SHINGLES
0
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REVIEWS
CODE COM
ST. LUCIE I
BOC
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11/4/18
SHEET
A-1
BASIS OF STRUCTURAL DESIGN:
SOIL BEARING: 2500 psf (assumed)
WIND: 161mph (ultimate), risk category 2, exposure C, wind borne debri region, enclosed
design
FROST DEPTH: 12"
- THE STRUCTURAL DESIGN APPROACH FOR MASONRY, ROLLED STEEL, AND LIGHT WEIGHT
STEEL IS WORKING STRESS DESIGN. THE DESIGN APPROACH FOR REINFORCED CONCRETE
IS ULTIMATE STRENGTH DESIGN. THE DESIGN SERVICE LOADS AREAS FOLLOWS:
ROOF LIVE LOAD
20 psf(slope<4:12), 15 psf(slopez*12)
ROOF DEAD LOAD
10 psf TC (shingles, metal, modified bitumen)
20 psf TC (concrete tile)
ROOF WIND LOAD
SEE DRAWINGS
CEILING DEAD LOAD
10 psf BC
WALL WIND LOADS
(SEE DRAWINGS)
FLOOR DEAD LOADS
15 psf TC, 5 psf BC
FLOOR LIVE LOADS
SEE BELOW
FLOOR LIVE LOADS
Uninhabitable attics without storage
10 psf
Uninhabitable attics with limited storage
20 psf
Habitable attics and attics served
with fixed stairs
30 psf
Balconies (exterior) and decks
40 psf
Fire escapes
40 psf
Guardrails and handrails
200 lb
Guardrail in -fill components
50 plf
Passenger vehicle garages
50 psf
Rooms other than sleeping room
40 psf
Sleeping rooms
30 psf
Stairs
40 psf
GENERAL NOTES
1. CODE COMPLIANCE:
1.1. This project was designed under the following codes. The construction documents cannot reference all of the codes require
for the construction of this building. By submitting these construction documents for permit or commencing work, the contractor,
hereby agrees to comply with all local, state, and federal regulations having jurisdiction over this project, and to comply with all
governing codes, including but not limited to, the most current editions as adopted by the state of Florida, of the following:
2017 FBC: RESIDENTIAL, 6th ad
2017 FBC: EXISTING BUILDING, 6th ad
2017 FBC: ENERGY CONSERVATION, 6th ad
2014 NATIONAL ELECTRIC CODE
2. ALL GENERAL NOTES
2.1. THE FOLLOWING SPECIFICATIONS ARE MINIMUM REQUIREMENTS TO SUPPLEMENT THE DRAWINGS. IN CASE OF
CONFLICT, THE MOST STRINGENT ITEM SHALL GOVERN.
2.2. THE FOLLOWING GENERAL& SPECIFIC NOTES SHALL APPLY EQUALLY TO ALL CONTRACTORS, SUBCONTRACTORS,
AND SUPPLIERS ENGAGED IN EXECUTION OF WORK ON THESE PLANS.
2.3. GENERAL CONTRACTOR SHALL FURNISH ACOMPLETE SET OF DRAWINGS AND ADDENDUM'S TO ALL
O
SUBCONTRACTORS ON THE JOB AND COORDINATE THEIR WORK. ANY DISCREPANCIES AND/OR CONFLICTS IN THE
DRAWINGS SHALL BE NOTIFIED TO THE ARCHITECT BEFORE PROCEEDING WITH ANY INSTALLATION. FAILURE TO DO
SO WILL BE THE ENTIRE RESPONSIBILITY OF THE GENERAL CONTRACTOR. ANY COSTS ARISING TO CORRECT THE
DISCREPANCY AND/OR CONFLICT SHALL BE BORNE BY THE RESPONSIBLE PARTY.
2.4. NO DEVIATION OF THE APPROVED SET OF DRAWINGS WILL BE MADE IN THE FIELD WITHOUT THE EXPRESSED
WRITTEN CONSENT OF THE ARCHITECTAND BUILDING OFFICIAL.. IN SUCH CASE THE ARCHITECT SHALL PREPAREA
REVISION IN ACCORDANCE WITH THE CHANGE. APPROVAL FROM THE BUILDING OFFICIAL SHALL BE OBTAINED BY THE
CONTRACTOR BEFORE PROCEEDING WITH ANY WORK.
3. ARCHITECT & CONTRACTOR RELATIONSHIP
3.1. UNLESS CONTRACTED DIRECTLY BY CONTRACTOR, THE ARCHITECT AND CONTRACTOR ARE NOT IN A CONTRACTUAL
RELATIONSHIP, THE ARCHITECT IS AN AGENT OF THE OWNER. BY SUBMITTING THESE CONSTRUCTION DOCUMENTS
FOR PERMIT, THE CONTRACTOR ACKNOWLEDGES THAT THEY ARE COMPETENT, UNDERSTAND THE DOCUMENTS, AND
ARE BOUND BY THE TERMS OF THE DOCUMENTS. IF THE CONTRACTOR VEERS FROM THESE PLANS, THEY ARE
ACCEPTING LIABILITY THAT MAYARISE DUE TO CHANGES, ARCHITECT IS NOT LIABLE FOR THE CONTRACTOR'S
INCOMPETENCY TO UNDERSTAND THE CONSTRUCTION DOCUMENTS. IT IS NOT THE ARCHITECT'S ERROR OR
OMISSION IF THE ARCHITECT DOES NOT SPECIFY/REFERENCE SOMETHING THAT IS REQUIRED BY THE CODES
MENTIONED, THE CONTRACTOR AND SUBS ARE REQUIRED TO UNDERSTAND AND ADHERE THE BLDG CODES NO
DIFFERENT THAN THE ARCHITECT.
4. WORKMANSHIP:
4.1. ALL WORK SHALL BE PERFORMED IN THE BEST AND MOST PROFESSIONAL MANNER BY CRAFTSMEN SKILLED IN THEIR
RESPECTIVE TRADES.
5. COORDINATION:
5.1. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF WORK FOR ALL TRADES.
5.2. A DRAWING MAY INADVERTENTLY OMIT SOME RELATED ITEM FROM ANOTHER DRAWING. THIS DOES NOT MEAN THAT
THE SECONDARILY OMITTED ITEM IS NOT REQUIRED IN SO FAR AS IT AFFECTS THE TRADES. ALL TRADES SHALL
INCLUDE EVERYTHING NECESSARY FORA COMPLETE AND PROPERLY FUNCTIONING CODE -ACCEPTABLE PROJECT,
UNLESS CERTAIN ITEMS ARE SPECIFICALLY INDICATED AS BEING PROVIDED BY OTHERS AS "NIC" (NOT IN CONTRACT).
6. ABBREVIATIONS:
6.1. SEE ABBREVIATION LIST FOR DEFINITIONS WHICH ARE USED IN THESE DRAWINGS AND SPECIFICATIONS.
7. CONDITIONS NOT DETAILED:
7.1. CONSTRUCTION DOCUMENTS CANNOT DETAIL EVERY CONDITION OR INSTRUCT THE CONTRACTOR ON HOW TO
PERFORM THE WORK. EVERY CONNECTION, CORNER, FLASHING, ETC. MUST BE RESOLVED. NOTIFY ARCHITECT IFA
CONDITION NEEDS ADDITIONAL DIRECTION OR DETAIL. ARCHITECT IS NOT LIABLE FOR WORK THAT IS NOT
DETAILED/SPECIFIED BY ARCHITECT. IF DRAWINGS HAVE DETAILED SPECIFICATION FOR ACERTAIN PRODUCT,
CONTRACTOR MAY REQUEST A SUBSTITUTION APPROVAL BY ARCHITECT. IF DRAWINGS HAVE GENERIC
SPECIFICATION CONTRACTOR IS FREE TO USE ANY PRODUCT THAT MEETS WHAT IS SPECIFIED WITHOUT APPROVAL
BY ARCHITECT.
8. VERIFY SITE INFORMATION:
8.1. CONTRACTOR IS TO VERIFY ALL SITE INFORMATION AND ASSUMPTIONS, ESPECIALLY SUBTERRANEAN CONCEALED
CONDITIONS INVOLVING HIDDEN UTILITIES AND SOIL CONDITIONS, SHOULD ANY CONDITIONS AFFECTING THE WORK
BE DISCOVERED BY THE CONTRACTOR, HE IS TO NOTIFY THE ARCHITECT IMMEDIATELY. CONTRACTOR SHALL VERIFY
THAT EXISTING SOILS MEET THE MINIMUM CAPACITY PER THE STRUCTURAL DESIGN.
9. PRIOR TO ANY EXCAVATION WORK:
9.1. THE CONTRACTOR IS REQUIRED TO LOCATE ANY AND ALL UTILITIES IN OR UNDER CONSTRUCTION, AND MAKE
ARRANGEMENTS FOR THEIR LEGAL RE-ROUTING, AS ACCEPTABLE TO GOVERNING AGENCIES, AUTHORITIES,
UTILITIES AND OWNER. CONTACTALL AFFECTED UTILITY COMPANIES AND INFORM THEM OF THE IMPENDING
CONSTRUCTION, AND OBTAIN THEIR ASSISTANCE IN LOCATING THEIR UTILITIES.
10. DIMENSIONS:
WINGS MAYBE "ROUGH" OR "FINISH." SEE PLANS FORREQUIREMENTS.
10.1. DIMENSIONS ON ARCHITECTURAL DRAWINGS MA O O
ARCHITECTURAL DIMENSIONS SHALL TAKE PRECEDENCE OVER STRUCTURAL OR OTHER DIMENSIONS, IF NO OTHER
CONFLICT RESULTS. DOCUMENT ANY SUCH DISCREPANCIES TO ARCHITECT IN WRITING. DO NOT RELY ON SCALED
DIMENSIONS.
11. HEIGHT ELEVATIONS:
11.1. BUILDING HEIGHT ELEVATIONS TYPICALLY USE THE MAIN FLOOR SLAB AS ELEVATION U-0" (BUILDING ELEVATIONS MAY
BE NOTED AS "BLDG EL. " _" OR "EL. _ OR "AFF. _") ANY ELEVATION NOT OTHERWISE DESIGNATED AS A SITE
ELEVATION IS ON ANY PLANS OTHER THAN THE SITE PLAN IS ASSUMED TO BE A BUILDING ELEVATION. SITE
ELEVATIONS MAY BE BASED ON THE SURVEY, WHICH MAY USE MEAN SEA LEVEL, NAVD, OR OTHER HEIGHT AS A
REFERENCE DATUM. SITE ELEVATIONS MAY BE NOTED AS: "SEL _" OR "_ NAVD" OR "+X.X"'. CONSULT ARCHITECT
FOR ANY QUESTIONABLE LOCATIONS PRIOR TO CONSTRUCTING.
12. AMBIGUITY:
1 EVENT OF ANY AMBIGUITY OR QUESTION WITH REGARD TO THE INTENT OF THE DOCUMENTS THE ARCHITECT
2.1. IN THE ,
SHALL INTERPRET THE CONSTRUCTION DOCUMENTS.
12.2. IN CASE OF CONFLICTS BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS, CONSULT WITH ARCHITECT. IN
CASE OF CONFLICT BETWEEN THE GENERAL NOTES,SPECIFICATIONS, AND DRAWINGS, CONSULT WITH ARCHITECT.
13. FLORIDA PRODUCT APPROVALS:
THE SUBMISSION OF REQUIRED NOTICES OF ACCEPTANCE (NOA) / PRODUCT APPROVALS ARE THE RESPONSIBILITY OF
THE CONTRACTOR. THE CONTRACTOR IS REQUIRED TO MAKE THESE AVAILABLEATTIME OF INSPECTION. EVEN IF THE
ARCHITECT PROVIDES THESE THE CONTRACTOR MAY CHANGE TO A DIFFERENT PRODUCT THAT MEETS THE SAME OR
HIGHER BUILDING DESIGN PRESSURES, SOME JURISDICTIONS WILL REQUIRE A REVISION. IF THERE IS A DISCREPANCY
BETW THE FASTENING OF PRODUCTS, ACCORDING TO MFR INSTALLATION AND ARCHITECT'S SPECS, VERIFY W/
ARCHITECT.
14. GENERAL STRUCTURAL
14.1. ONCE SIGNED & SEALED BY ARCHITECT OR ENGINEER. DESIGN PROFESSIONAL CERTIFIES THAT THE CONSTRUCTION
DOCUMENTS MEET THE LOAD REQUIREMENTS STATED IN THE APPLICABLE FBC REFERENCED.
14.2. THE CONTRACTOR IS RESPONSIBLE FOR ALL METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION.
PROVIDE APPROPRIATE SUPERVISION THROUGHOUT THE PROJECT. CONSTRUCTION SITE SAFETY, INCLUDING ALL
ADEQUATE TEMPORARY BRACING AND SHORING, IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. IT IS THE
RESPONSIBILITY OF THE CONTRACTOR TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE
NECESSARY METHODS AND SUPPORTS REGARDING FORMING AND CONSTRUCTION LOADS. TEMPORARY BRACING
AND SHORING SHALL BE DESIGNED TO RESIST ALL CONSTRUCTION LOADS INCLUDING THE WEIGHTS OF ALL
SUPPORTED MATERIALS PLUS A LIVE LOAD OF 50 PSF ON HORIZONTAL SURFACES. MAINTAIN TEMPORARY BRACING
AND RETAIN IN PLACE UNTIL PERMANENT STRUCTURAL SYSTEMS ARE CAPABLE OF RESISTING ALL CONSTRUCTION
PHASE LOADS.
14.3. THE CONTRACTOR IS TO VERIFYALL EXISTING CONDITIONS IN THE FIELD PRIOR TO FABRICATIONAND STARTOF
CONSTRUCTION. THE CONTRACTOR SHALL PROTECT AND MAINTAIN ALL CONSTRUCTION AND ITS CONTENTS.
14.4. SPECIFIC PRODUCT DATAMUST BE PROVIDED TO ARCHITECT FOR APPROVAL OF HEAVY FINISHES SUCH AS TILE
ROOFS OR STONE ON RAISED FLOORS.
15. CAST -IN -PLACE CONCRETE
15.1. ARCHITECT OR ENGINEER OF RECORD TO BE NOTIFIED IN WRITING PRIOR TO POUR, TO GIVE ARCHITECT THE
OPTION TO INSPECT THE REINFORCEMENT FOR OVERHEAD BEAMS AND SLABS
15.2. CONCRETE PROPORTIONING, PLACING, FINISHING AND CURING SHALL BE AS PER THE LATEST EDITION OF THE PCA
MANUAL. LEAVE SUPPORT FOR ELEVATED CONCRETE IN PLACE UNTIL THE CONCRETE HAS REACHED ITS DESIGN
STRENGTH:
-OVERHEAD SLABS AND BEAMS TO BE 4000 PSI CONCRETE MIN UNO
-COLUMN AND WALL CONCRETE TO BE 3000 PSI. CONCRETE MIN UNO
-FOOTINGS AND SLAB -ON -GRADE TO BE 3000 PSI CONCRETE MIN UNO
15.3. CONCRETE, WHEN PLACED, SHALL HAVE SLUMP OF 6 INCHES MAXIMUM AND 1 INCH MINIMUM EXCEPT FOR SLABS
- ON -GRADE WHICH SHALL HAVE MAXIMUM SLUMP OF 5 INCHES AND A MINIMUM OF 3 INCH.
15.4. COMPLY WITH ALL REQUIREMENTS OF ACI 117-10.
15.5. ALL REINFORCING SHALL CONFORM TO ASTM 615 FOR GRADE 60 STEEL; WELDED WIRE MESH TO ASTM A-185.
ARRANGEMENT AND BENDING OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF
THE ACI DETAILING MANUALAND THE CONCRETE REINFORCING STEEL INSTITUTE. DON'T SPLICE IN MIDDLE 1/3 OF
BEAM OR COLUMN SPAN, IF A SPLICE IN SPAN IS UNAVOIDABLE, FOLLOW DEVELOPMENT LENGTH/LAP DISTANCE IF
NOT NOTED VERIFY W/ ARCHITECT
15.6. CHECK ALL DRAWINGS AND APPLICABLE MANUFACTURER'S SHOP DRAWINGS FOR LOCATION OF ALL EMBEDDED
ITEMS SUCH AS PIPE SLEEVES, ANCHOR BOLTS, ETC., PRIOR TO PLACING CONCRETE.
15.7. PROTECT FRESHLY PLACED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE COLD OR HOT TEMPERATURES.
START INITIAL CURING AS SOON AS FREE WATER HAS DISAPPEARED FROM THE CONCRETE SURFACE AFTER
PLACING AND FINISHING. KEEP CONTINUOUSLY MOIST FOR NOT LESS THAN 7 DAYS IN ACCORDANCE WITH ACI 301
PROCEDURES. PERFORM CURING OF THE CONCRETE BY CURING AND SEALING COMPOUND, BY MOIST CURING, BY
MOISTURE RETAINING COVER CURING OR BY COMBINATION THEREOF.
15.8. SEE THE DRAWINGS FOR CONCRETE COVER FOR REINFORCING STEEL, BUT IN NO CASE SHALL THE COVER BE LESS
THAN THAT REQUIRED BY ACI318:
-CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH; 3"
-CONCRETE EXPOSED TO EARTH OR WEATHER: #5 BARS AND SMALLER, 1 1/2" INCHES; #6 BARS AND LARGER, 2"
15.9. CONCRETE SLAB ON GRADE CONTROL JOINTS SHALL BE AS SHOWN ON THE FOUNDATION PLAN OR TYPICAL
DETAILS. WHERE CONTROL JOINTS ARE NOT SHOWN ON PLANS, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND
BY KEYED, DOWELED OR SAW -CUT CONTROL JOINTS SUCH THAT THE ENCLOSED AREA DOES NOT EXCEED 260
SQUARE FEET. POST -TENSIONED CONCRETE SLABS ON GRADE SHALL NOT HAVE CONTROL JOINTS UNLESS
SPECIFICALLY NOTED ON THE PLANS. EXPANSION JOINT FILLER SHALL BE NON -EXTRUDED PREMOLDED MATERIAL
OF ASPHALT IMPREGNATED FIBERBOARD (ASTM D1751)
15.10. CONSTRUCTION JOINTS OR POUR JOINTS IN STRUCTURAL ELEMENTS (BEAMS, COLUMNS, ELEVATED SLABS, ETC.)
NOT SPECIFICALLY SHOWN OR NOTED ON THE DRAWINGS REQUIRE PRIOR APPROVAL OF THE ARCHITECT.
CONTRACTOR SHALL SUBMIT SHOP DRAWINGS SHOWING PROPOSED JOINTS TO ENGINEER FOR APPROVAL.
15,11. ALL CONCRETE SHALL UTILIZE A MINIMUM OF.20% FLYASH CONTENT.
15.12. VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SHOWN ON THE DRAWINGS. PLACE VERTICAL
REINFORCING BARS AT CORNERS, JAMBS OF OPENINGS, BELOW BEAM BEARING, AND IN WALLS AS INDICATED ON
THE DRAWINGS. VERTICAL WALL REINFORCING BARS SHALL EXTEND CONTINUOUS FROM FOUNDATION INTO TOP
BOND BEAM. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC UNO.
-TIES/STIRRUPS TO STARTATA DISTANCE FROM SUPPORT OF 112 TIE SPACING
16. CONCRETE MASONRY:
16.1. ALL MASONRY UNITS SHALL CONFORM TO THE REQUIREMENTS OF ASTM C90 FOR LO
AD BEARING
MASONRY.
16.2. MASONRY STRENGTH (Pm DESIGN) UNO:
-BLOCK STRENGTH = 1900
-MORTAR STRENGTH = 1800
-GROUT STRENGTH = 2000
16.3. GROUT SHALL HAVEA SLUMP OF 8 TO 11 INCHES, BE IN CONFORMANCE WITH ASTM C 476-02 AND ATTAINA
COMPRESSIVE STRENGTH OF 3000 PSI. GROUT SHALL CONFORM TO REQUIREMENTS OF FLBC STANDARDS.
USE SUFFICIENT WATER FOR GROUT TO FLOW INTO ALL JOINTS OF THE MASONRY WITHOUT
SEGREGATION. ALL CELLS IN CONCRETE BLOCKS CONTAINING REINFORCING SHALL BE FILLED SOLID
WITH GROUT. ALL MASONRY BELOW FINISHED FLOOR OR GRADE SHALL BE GROUTED SOLID. HOLD GROUT
DOWN 1-1/2" BELOW TOP OF BLOCK AT GROUT LIFT JOINTS AND AT CONCRETE PLACED OVER MASONRY.
16.4. CONCRETE MASONRY UNITS SHALL BE PLUMB, TRUE TO LINE, WITH LEVEL COURSES ACCURATELY SPACED
AND BUILT TO THE THICKNESS AND IN A RUNNING BOND AS INDICATED AND CONFORMING TO THE
TOLERANCES SPECIFIED IN ACI 531.1 AND 530.1.
16.5. REINFORCING BARS SHALL BE PLACED IN THE MIDDLE OF THE CELLS UNLESS NOTED OTHERWISE AND
TIED OR OTHERWISE SECURELY SUPPORTED ATTHE TOPAND BOTTOM TO ENSURE THATTHE BAR DOES
NOT MOVE DURING GROUTING.
16.6. MORTAR DROPPINGS AND OTHER DEBRIS MUST BE KEPT OUT OF CELLS WHICH ARE TO BE GROUTED.
16.7. CONTROL JOINTS SHALL BE PROVIDED IN ACCORDANCE WITH THE LOCATIONS AND DETAILS SHOWN ON
THE DRAWINGS. CONTROL JOINTS SHALL NOT EXTEND THROUGH THE TOP BOND BEAM COURSE. THE
JOINTS ON BOTH SIDES OF THE WALL SHALL BE SEALED AND TOOLED SMOOTH.
16.8. WALL REINFORCEMENT: VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE PROVIDED AS SPECIFIED
ON THE DRAWINGS. DESPITE IF SHOWN ON DRAWINGS- PLACE VERTICAL REINFORCING BARS AT
CORNERS, EA CELL WITHIN 16" OF CORNER, JAMBS OF OPENINGS, EA CELL WITHIN 16" OF JAMBS FOR
OPENINGS WIDER THAN 12', BELOW BEAM BEARING, BELOW GIRDER TRUSS BEARING, AND IN WALLS AS
INDICATED ON THE DRAWINGS. IF NOT SPECIFIED IN TEXT ON DRAWINGS USE #5 C 48" OC. WALL
REINFORCING BARS SHALL EXTEND CONTINUOUS FROM FOUNDATION INTO TOP BOND BEAM. MIN LAP
SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC UNO. SEE DOWEL NOTE BELOW.
16.9. REINFORCED MASONRY LINTELS SUCH AS CAST CRETE TO BE INSTALLED AS PER MFR INSTRUCTIONS. USE
#6 BOTTOM FIELD BAR IN LIEU OF #5 FOR ALL OPENINGS WIDER THAN 121. LINTELS TO HAVE 4" MINIMUM
BEARING. CONTINUOUS REIN FACROSS COLUMNS. IF SPECIFIED CA LINTEL LENGTH IS +/- AS LONG AS MIN
BRG IS MET.
16.10. UNO HORIZ JOINT REINFORCEMENT @ 16" OC IN MASONRY WALLS IS SUGGESTED BUT NOT REQUIRED TO
CONTROL CRACKING.
16.11. BOND/TIE BEAM/LINTEL- CONTINUE REINFORCING BARS CONT (UNINTERRUPTED) AROUND ALL CORNERS OVER OPENINGS, ACROSS WALL INTERSECTIONS, THROUGH TIE COLUMNS, AND UP/DOWN AT CHANGES IN
BOND BEAM ELEVATION.
17. FOUNDATIONS:
17.1. CONTRACTOR RESPONSIBLE FOR IN -PLACE SOILS TO BE UNIFORMLY COMPACTED TO 95%DENSITY, AND
TESTED TO ENSURE MINIMUM SOIL BEARING PRESSURE CAPACITY OF 2,000 PSF END AS THE BASIS FOR
STRUCTURAL DESIGN.
17.2. DOWEL VERTICAL REINFORCING BARS OUT OF THE FOUNDATION OR STRUCTURE BELOW WITH BARS OF
THE SAME SIZE AND SPACING OF WALL ABOVE. THERE SHALL BE A DOWEL FOR EACH VERTICAL
REINFORCING BAR. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PERACI 318 OR FBC UNO.
For #5: MINIMUM 30" LAP W/ 10" HOOK UNO. SEE WALL REINFORCEMENT NOTE 16.8 ABOVE. FOR MISSED
EMBEDDED DOWEL, EPDXY EMBED W/ 1/8" OVERSIZED HOLE DIA., 6" EMBED W/ CLEAN HOLE.
17.3. BUILDING SLABS -ON -GRADE TO BE REINFORCED WITH 6x6 10/10 WWF MIN WITH MESH UP CHAIRS OVER 6-
MIL MINIMUM POLYETHYLENE FILM VAPOR RETARDER OVER TERMITE TREATED COMPACTED GRADE LINO.
PROVIDE DIAGONAL 36" #4 REBAR ATALL INSIDE'REENTRANT' CORNERS.
17.4, CONTINUOUS FOOTINGS, STEM OR MONOLITHIC, TO BE REINFORCED CONTINUOUS, WITH LAPS AS PER
STATED DEVELOPMENT LENGTH IF NOTED OR 48x BAR DIAMETER MIN UNO. 30" MIN CORNERS BARS TO
MATCH LONGITUDINAL REBAR.
17.5. PROVIDE A 4-INCH CLEAN MEDIUM TO COARSE SAND OR GRAVEL COMPACTED DRAINAGE FILL BELOW ALL
INTERIOR SLABS -ON -GRADE UNLESS NOTED OR DETAILED OTHERWISE.
17.6. SOIL AND SUBGRADE IS TO BE TERMITE TREATED.
17.7. SLAB FINISHES UNO:
-MAIN BUILDING: STEEL TROWEL FINISH
-GARAGE: STEEL TROWEL, THRESHOLD: LIGHT BROOM
-DRIVEWAY, DRIVEWAY APRON, PORCHES/PATIOS: LIGHT BROOM
17.8. GARAGE, AND ALL EXTERIOR HARD SURFACES TO SLOPE AWAY FROM BLDG MIN 1/8"/FT.
17.9. CONCRETE PADS FOR VIBRATING EQUIPMENT SUCH AS PUMPS OR MOTORS TO BE SEPARATED FROM
HOUSE SLAB WITH A MINIMUM OF AN ASPHALT EXPANSION JOINT.
17.10. RECESS SGD &GARAGE DOOR THRESHOLDS 3/4" VERIFY EXACT DIMENSIONS WITH SUPPLIER/MFR.
17.11. COLUMN/WALLAND FOOTING CENTERLINES SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE.
18. STRUCTURAL STEEL:
18.1. ALL STRUCTURAL STEEL SHAPES SHALL CONFORM TOASTM A-36 AND THE "SPECIFICATION FOR THE
DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" BY THE AMERICAN
INSTITUTE OF STEEL CONSTRUCTION. ALL STEEL PIPE SHALL CONFORM TO ASTM A-53 , TYPE E (Fy = 35
KSI).
18.2. ALL SHOP CONNECTIONS TO BE WELDED AND FIELD CONNECTIONS TO BE BOLTED UNLESS OTHERWISE
SPECIFICALLY NOTED ON THE STRUCTURAL DRAWINGS. ALL WELDING SHALL CONFORM TO THE
REQUIREMENTS OF "THE STANDARD CODE FOR WELDING IN BUILDING CONSTRUCTION" OF THE AMERICAN
WELDING SOCIETY.
18.3. ALL STEEL TO RECEIVE ONE SHOP COATAND ONE FIELD TOUCHUP COAT OF APPROV
ED PAINT.
18.4. ALL BOLTED CONNECTIONS SHALL CONSIST OF ASTM A325 HIGH STRENGTH BOLTSAND HARDENED
AL BOLTEDCONNECTIONS SHALL CONFORM TO
WASHERS AS SHOWN ON THE STRUCTURAL DRAWINGS.L O
THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" BY THE AMERICAN
INSTITUTE OF STEEL CONSTRUCTION.
18.5. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A36 OR A307 (THREADED ROD).
18.6. SUBMIT SHOP DRAWINGS FOR REVIEW OF CONFORMANCE TO DESIGN CONCEPT.
18.7. GROUT FOR COLUMN BASE PLATES SHALL BE NON -SHRINK GROUT 5000 PSI MINIMUM.
19. LIGHT GAGE METAL STUDS & MISC. METAL FRAMING:
19.1. ALL LIGHT GAGE METAL INTERIOR STUDS SHALL BE G90 GALVANIZED 25 GA MINIMUM. USE 20 GA STUDS
WHERE HEAVY LOADS ARE HUNG FROM SUCH AS TV'S OR WALL CABINETS. ALL WALL TRACKS SHALL BE 25
GA.
20. HVAC:
20.1. PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF UNITS, DUCTS, RETURN AIR GRILLES AND SUPPLY
GRILLES ETC, SHALL BE DETERMINED BYA HVAC LICENSED CONTRACTOR AND APPROVED BY THE
ARCHITECT. IF LAYOUT/SIZING IS PROVIDED HVAC CONTRACTOR TO VERIFY.
20.2. PROVIDE MANUFACTURED CONCRETE PADAND BRACKETS RATED FOR SPECIFIED WIND LOAD FOR
CONDENSING UNIT. FOR MOUNTING AND SECURING MECHANICAL EQUIPMENT, REFER TO THE
MANUFACTURER'S SPECIFICATIONS.
21. WOOD FRAMING
21.1. ALL STRUCTURAL (LOAD BEARING) LUMBER SHALL BE S.Y.P. OR DOUGLASS FIR, GRADE #2, KID 19% (Fb
FOR LUMBER SIZES NOTED TO BE IN CONFORMANCE WITH VALUES LISTED IN THE NATIONAL FOREST
PRODUCTS ASSOCIATION NATIONAL DESIGN STANDARD SUPPLEMENT TABLE 48), AND SHALL CONFORM
TO THE NATIONAL GRADING RULE FOR DIMENSION LUMBER, THE SOUTHERN PINE INSPECTION BUREAU
AND THE SOUTHERN FOREST PRODUCTS ASSOCIATION. ALL NON -LOAD BEARING FRAMING LUMBER
(INTERIOR WALLS) TO BE #2 S.P.F. OR BETTER.
21.2. ALL WOOD MEMBERS IN CONTACT WITH CONCRETE AND/OR MASONRY TO BE PRESSURE TREATED. ALL
WOOD EXPOSED TO THE WEATHER OR IN CONTACT WITH THE GROUND TO BE PRESSURE TREATED TO
0.80 CCA.
21.3. SPLICING FOR MULTI -PLY HEADERS OR BEAMS:
-2x6- 2 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
-2x8- 3 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
-2x10-4 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
-2xl2- 5 ROWS 10d COMMON NAIL @ 12" OC EACH LAYER.
-LOCATE SPLICES OVER BRG SUPPORTS. GLUE BETW LAYERS. USE 16D IF 1/2" PLY SPACER USED
21.4. LAMINATED TIMBER ELEMENTS (BENTS, BEAMS, DECK, ETC., AND ANCILLARY ACCESSORIES, FASTENERS,
ETC.:
-FABRICATORTO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE
AND SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER)
-SPECIALTY ENGINEER MAY SUBMIT CONNECTION DETAILS FOR BENTS AND BEAMS AND FASTENING
MODE AND INTERVALS FOR DECK. (CONNECTIONS FOR BEAM -ENDS TO RESIST ROTATION.)
21.5. GLUE -LAMINATED BEAMS (GLULAM) SHALL BE DOUGLAS FIR COMBINATION 24F-V4 AT SIMPLE SPANS AND
24F-V8 AT CANTILEVER SPANS HAVING THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,400 PSI, Fv = 190
PSI, Fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI, FABRICATION AND HANDLING SHALL CONFORM TO
THE LATESTAMERICAN INSTITUTE FOR TIMBER CONSTRUCTION (AITC) AND ASTM STANDARDS. BEAMS
SHALL BEAR AN APPROPRIATE GRADE STAMP CLEARLY NOTING ITS DESIGN PROPERTIES. UNLESS
CAMBER AND TOLERANCE IS SPECIFICALLY NOTED ON THE DRAWINGS, BEAMS SHALL BE
MANUFACTURED WITH INDUSTRY STANDARD MINIMUM CAMBER OR UPWARD TO SPAN/200. ERECT WITH
CROWN OR CAMBER UP. IN HEADER CONDITIONS (BEAM BUILT INTO WALL) CRIPPLE FRAMING ABOVE
HEADER SHALL MAINTAIN CAMBER. HEADER BEAMS MAY HAVE ZERO CAMBER, PROVIDED CRIPPLE
FRAMING ABOVE HEADER IS BUILT WITH MINIMUM CAMBER STATEDABOVE.
21.6. LAMINATED LUMBER AND T' JOISTS AND RAFTERS SHALL BE INSTALLEDAS PER MANUFACTURER'S
INSTRUCTIONS,
21.7. END STUDS OF EXTERIOR FRAME WALL OR DESIGNATED INTERIOR SHEAR WALLS TO ATTACHTO CONC
WALL W/ .25" x 3.25" TAPCON @ 16" OC.
21.8. ALL WOOD NAILING AS PER FBC R 602.3 UNO.
22. PLYWOOD SHEATHING:
22.1. ALL PLYWOOD SHALL BE C-D OR C-C SHEATHING. INSTALL PLYWOOD WITH FACE GRAIN PERPENDICULAR
TO SUPPORTS, PROVIDE BLOCKING AT PANEL EDGES WHERE INDICATED ON THE PLANS.
22.2. UPPER PANELS TO BE ATTACHED TO THE TOP MEMBER OF THE UPPER DOUBLE TOP PLATE AND TO RIM
JOIST AT BOTTOM OF WALL. PROVIDE BLOCKING FOR ALL EDGE NAILING OVER LENGTH OF PLYWOOD
22.3. FOR EXTERIOR AND INTERIOR SHEAR WALLS USE 1/2" PLYWOOD AND 8d RINGSHANK GALV NAILS. SPACE
NAILS 6" FIELD, 6" EDGE, 4" EDGE WITHIN 4' OF CORNERS.
22.4. FOR ROOF USE 5/8" PLYWOOD AND 8d RINGSHANK GALV NAILS. SPACE NAILS 6" FIELD, 6" EDGE, 4" EDGE
WITHIN 4' OF EAVES/RIDGES/GABLES.
22.5. FOR SUBFLOOR USE 3/4" PLYWOOD AND 2.5" #8 SCREWS & GLUE OR 8d RINGSHANK GALV NAILS & GLUE.
SPACE FASTENERS 6" FIELD, 6" EDGE.
22.6. FOR ATTIC FLOOR USE 5/8" PLYWOOD AND 6d RINGSHANK GALV NAILS. SPACE NAILS 12" FIELD, 12" EDGE.
ONLYALLOWED WHERE TRUSS ENGINEERING SPECIFIES.
23.
PE TRUSSES:
ABBREVIATIONS:
23.1.
FIELD VERIFY WITH ARCHITECT EXACT LOCATION AND CONFIGURATION BEFORE MODIFYING EXISTING
TRUSSES. DO NOT CUT ANY FRAMING MEMBERS OR TRUSSES WITHOUT EXPRESS WRITTEN AUTHORITY
AB
ANCHOR BOLT
FROM THE ENGINEER AND ARCHITECT.
A/C
AIR CONDITIONER
23.2.
FIELD VERIFY DIMENSIONS OF NEW PRE-ENGINEERED TRUSSES PRIOR TO CONSTRUCTING.
AHU
AIR HANDLING UNIT
23.3.
CONTRACTOR TO SUBMIT THE TRUSS ENGINEERING TO ARCHITECT TO REVIEW FOR ADHERENCE WITH
AT
ACOUSTICAL TILE
DRAWINGS PRIOR TO CONSTRUCTION. ARCHITECT'S SEAL WILL NOT BE APPLIED.
23.4.
TRUSS CONFIGURATION DRAWN ARE SCHEMATIC ONLY, HOWEVER THE SUPPORTING STRUCTURE HAS
B.M.
BENCH MARK
BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL
BM
BEAM
FINAL LAYOUT MY MFR. EXACT TRUSS WEB, CHORD SIZES AND LAYOUT ARE TO BE DETERMINED BY THE
BC
BOTTOM CHORD
MFR. TRUSS MFR TO DESIGN ANY PERMANENT BRACING REQUIRED FOR STABILITY.
BO
BY OWNER
23.5.
ALL TRUSSES FURNISHED SHALL BE SUPPLIED WITH SIGNED AND SEALED TRUSS DIAGRAMS PROVIDING
BOTT
BOTTOM
THE MFR'S TRUSS SPECIFIC REQUIREMENTS FOR BRACING AND LATERAL MOVEMENT. ALL TRUSS -TO -
BP
BOTTOM PLATE
TRUSS CONNECTORS TO BE SUPPLIED BY THE TRUSS MFR. VERIFY THATTHE CAPACITY OF THE TRUSS
ANCHORS CALLED OUT ON THE CONSTRUCTION DRAWINGS MEET OR EXCEED THE UPLIFT VALUES ON
THE TRUSS ENGINEERING. ANY TRUSS ANCHORS CALLED OUT THATARE OF INSUFFICIENT CAPACITY
CJ
CONTROL CONSTRUCTION JOINT
(CONSTRUCTION)
SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT FOR SUBSTITUTION.
CLG
CEILING
23.6.
BRACE BOTTOM CHORD AS PER MFR SPECS, IF NON PROVIDED, PROVIDE CONTINUOUS'RAT RUN'
CMU
CONCRETE MASONRY UNIT
LATERAL BRACE PERPENDICULAR TO BC 2x4 @ 12' OC (2) 12d NAILS EA BC.
CO
CONNECTOR
23.7.
PREFABRICATED WOOD TRUSSES, JOISTS, AND GIRDER TRUSSES SHALL BE DESIGNED TO SUPPORT
COL
COLUMN
THEIR SELF -WEIGHT, PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS, INCLUDING, BUT NOT LIMITED
CONC
CONCRETE
TO, WALLS EITHER PARALLEL OR PERPENDICULAR TO THE SPAN, ALL MECHANICAL AND OTHER
CONT
CONTINUOUS
EQUIPMENT, AND SHALL DESIGNED TO RESIST ALL DRAG FORCES, SHEARWALL UPLIFT AND DOWNWARD
Cu
CONDENSING UNIT OR COPPER
LOADS, AND OTHER SPECIAL LOADS NOTED ON STRUCTURAL, MECHANICAL, PLUMBING, OR
CW
COLD WATER
ARCHITECTURAL DRAWINGS OR CALCULATIONS. MINIMUM ALLOWABLE SHEAR SHALL BE 95 PSI,
CXN
CONNECTION
BRIDGING SIZE AND SPACING SHALL BE AS DESIGNATED BY TRUSS MFR UNLESS NOTES OTHERWISE.
CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS AND DESIGN CALCULATIONS
SEALED BY REGISTERED ENGINEER. SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED
DR R
DRYER
AT BEARING POINTS. ALL CONNECTORS SHALL HAVE CURRENT ICBO APPROVAL. THE MFR SHALL DESIGN
DISPOSAL
CONNECTION OF TRUSS REQUIRING PREFABRICATED HARDWARE HANGER OR OTHER,
DF
DRINKING FOUNTAIN
23.8.
FABRICATORTO SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL ELEMENTS OVER SIGNATURE
DTL
DETAIL
AND SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINEER). SPECIALTY ENGINEER MAY SUBMIT
DW
DRIVEWAY
PREFERRED CONNECTION AND OTHER DETAILS IF DIFFERENT FROM SAME ON DRAWINGS FOR
APPROVAL.
'E'
EXISTING
24.
CONNECTORS/FASTENERS:
EXTG
EXISTING
R
EA
EACH
24.1.
CONNECTORS BY SIMPSON OR APPROVED SIMILAR TO BE HDG OR ZMAX COATED IF UNEXPOSED TO
EJ
EXPANSION JOINT
WEATHERAND TO BE STAINLESS STEEL IF EXPOSED TO WEATHER UPON COMPLETION.
EL
CCI[
BUILDING ELEVATION V
24.2.
UPLIFT CONNECTORS MAY BE SUBSTITUTED WITH CONNECTORS WITH Z THE DOCUMENTED UPLIFT
ELECT
ELECTRICAL ST.
VALUE IS 2 SPECIFIED CONNECTOR. UNLESS SPECIFIED UPLIFT CONNECTORS ARE NOT REQUIRED ON
LOADBEARING WALLS THATARE NOT SUBJECT TO UPLIFT OR SHEAR. SPACE NAILS AT STRAPS AS TO
EW
EACH WAY
NOT SPLIT WOOD, USE MINIMUM NAIL QTY REQUIRED BY MFR. IF MULTIPLE FASTENER OPTIONS USE
EWC
ELECTRIC WATER COOLER
EITHER UNLESS SPECIFIED BY ARCHITECT.
EWH
ELECTRIC WATER HEATER
EXP
EXPOSED
25.
SITEILANDSCAPING:
EXT
EXTERIOR
25.1.
THE IRRIGATION (IF USED) SYSTEM SHALL BE INSTALLED SUCH THAT NO WATER HITS THE BUILDING
EXTG
EXISTING
DURING OPERATION.
25.2.
SLOPE GRADES AWAY FROM BUILDING ON ALL SIDES A MINIMUM OF 6" OVER 10', 4:1 SLOPE MAX.
FA
FASTENER
FD
FIELD (FLOOR) DRAIN
26.
DOORS AND WINDOWS:
FE
FIRE EXTINGUISHER
26.1.
INSTALL OVERHEAD DOORS (INCLUDING BUCKS), EXTERIOR DOORS, AND WINDOWS AS PER MFR'S
FF
FINISH FLOOR
SPECIFICATION/PRODUCT APPROVAL.
26.2.
PT 1x BUCK: ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2" MIN TAPCON OR BID CASE
FIN
FINISH
HARD NAILS OR T NAILS @ 12"/3" END.
FLR
FLOOR
26.3.
MIN OVERHEAD DOOR BUCK: 2x6 @ SIDES TO FILLED CELL W/ WEDGE ANCHOR @ 24" OC MIN, 12" FROM
FP
FIRE PROTECTION
ENDS. WEDGE ANCHOR TO BE 1/2" x 6" W/ 2" x 1/8" WASHER. 2x6 @ TOP TO LINTEL W/ 1/4" x 2.75"
EPS
EXPANDED POLYSTYRENE
TAPCONS STAG @24" OC
FTG
FOOTING
26.4.
CONTRACTOR TO VERIFY THE FOLLOWING WITH MFR/SUPPLIER PRIOR TO WALL CONSTRUCTION:
FT
FOOT (OR FEET)
-ROUGH OPENING DIMS, EGRESS COMPLIANCE (FBCR310), SAFETY GLASS COMPLIANCE (FBCR308.4)
26.5.
CONTRACTOR TO FIELD VERIFY OPENINGS BEFORE ORDERING DOORSANINDOWS,
GFI
GROUND FAULT INDICATOR
26.6.
DOORS BETWEEN GARAGE & RESIDENCE AS PER FBC R 302.5.1.
GSF
GROSS SQUARE FEET
26.7.
FLASHING AS PER FBC R703.4 AND REFERENCED FMA/AAMA DOCUMENTS.
GWH
GAS WATER HEATER
27.
ELECTRICAL & LIGHTING NOTES
GWB
GYPSUM WALL BOARD
27.1.
PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF CIRCUITS, RECEPTACLES, FIXTURES, AND
EQUIPMENT, SHALL BE DETERMINED BYAN ELECTRICAL CONTRACTOR AND APPROVED BYTHE
HB
HOSE BIB
ARCHITECT. IF LAYOUT/SIZING IS PROVIDED ELECTRICAL CONTRACTOR TO VERIFY.
HDG
HOT DIPPED GALVANIZED
27.2.
ALL 120V 15AAND 20A DWELLINGRECEPTACLES
UNIT R CE ACLES SHALL BE LISTED TAMPER -RESISTANT TYPE.
HW
HOT WATER
27.3.
PROVIDE AFIC AS DETERMINED BY NEC 210.12 OR FBC R 3902.
HWH
HOT WATER HEATER
27.4.
PROVIDE GFIC AS DETERMINED BY NEC 210.8 OR FBC R 3902.
27.5.
ALL EXTERIOR OUTLETS TO BE GFIC WITH WEATHER TIGHT PROTECTIVE COVER.
IN
INCH
27.6.
SMOKE ALARMS SHALL BE HARD WIRED, INTERCONNECTED, W/ BATTERY BACKUP PER FBC R314,
INT
INTERIOR
27.7.
CARBON MONOXIDE ALARM TO BE INTEGRAL WITH SMOKE ALARM AND COMPLY WITH FBC R315.
27.8.
WHERE AHU IS IN ATTIC, PROVIDE POWER RECEPTACLE & LIGHT.
JT
JOINT
28.
PLUMBING:
MAX
MAXIMUM
28.1.
PLANS ARE SCHEMATIC. ACTUAL LOCATION, MATE
RIAL, ERIAL, AND SIZE OF PIPES, DRAINS, AND VENTS SHALL
BE DETERMINED BYALICENSED PLUMBER AND APPROVED BY THE ARCHITECT. IF LAYOUT/SIZING IS
MFR
MANUFACTURER
PROVIDED PLUMBING CONTRACTOR TO VERIFY.
MIN
MINIMUM
28.2.
SEPTIC & DRAIN FIELD IS SCHEMATIC, EXACT LAYOUT/SIZING SHALL BE BY A LICENSED SEPTIC
MW
MICROWAVE
CONTRACTOR AND ADHERE TO 64E-6, F.A.C.
28.3.
NO PLUMBING REQUIREMENTS SHALL INTERRUPT THE STRUCTURAL INTEGRITY OF THE BUILDING.
NIC
NOT IN CONTRACT
NTS
NOT TO SCALE
29.
ROOF PENETRATIONS:
NSF
NET SQUARE FEET
29.1.
VERIFY ALL REQUIRED ROOF PENETRATIONS FROM HVAC, PLUMBING, ELECTRICAL, AND OTHER
DRAWINGS. PROVIDE ALL NECESSARY PENETRATIONS WITH REQUIRED ACCESSORIES TO PREVENT
LF
LINEAL FOOT
MOISTURE INTRUSION AND RETAIN STRUCTURAL STABILITY, IN ADDITION TO THOSE INDICATED ON THE
ROOF PLAN. CONSULT ARCHITECT IF ROOF PLAN CONFLICTS WITH ANY REQUIRED ROOF PENETRATIONS.
OC
ON CENTER
30.
FIRE RATED UL FLOOR, WALL, & ROOF PENETRATIONS:
OAS
OR APPROVED SIMILAR
30.1.
CONTRACTOR MUST USE SPECIFIC UNDERWRITER'S LABORATORIES DESIGN NUMBERED SYSTEMS FOR
PENETRATING RATED WALLS, FLOORS, AND CEILINGS. ARCHITECT'S DOCUMENTS MAYOR MAY NOT
P-L
PROPERTY LINE
INDICATE CERTAIN SYSTEMS. CONTRACTOR TO FURNISH UL NUMBERS IF APPLICABLE.
pL
PLATE
PLY
PLYWOOD
31.
FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX:
PT
PRESSURE TREATED
31.1.
FLAME SPREAD INDEX & SMOKE DEVELOPED INDEX:
PVC
POLYVINYL HL RI E
C 0 D
31.2.
FINISHES TO COMPLY WITH THE BELOW FIGURES AS PER FBC R302.9 - 302.10
31.3.
INSULATION FLAME SPREAD: <25, INSULATION SMOKE DEVELOPED: <450
R
RADIUS
31.4.
WALUCLG FLAME SPREAD: <200, WALUCLG SMOKE DEVELOPED: <450
R/A
RETURN AIR
RCB
REINFORCED CONCRETE BEAM
32.
CLIMATIC & GEOGRAPHIC DESIGN CRITERIA:
RCC
REINFORCED CONCRETE COLUMN
32.1.
WEATHERING: NEGLIGIBLE, TERMITE AREA: VERY HEAVY
RD
ROOF DRAIN
33.
MISC:
REF
REFRIGERATOR
33.1.
ROOF SYSTEM & FLASHING AS PER MFR INSTRUCTIONS,
REINF
REINFORCING
33.2.
GUARDRAILS AS PER FBC R312.
REQ
REQUIRED
33.3.
STAIRWAYAS PER FBC R311.7.
R/W
RIGHT-OF-WAY
33.4.
MEP SYSTEMS V+ BFE, AS PER FBC R322.1.6.
RTU
ROOFTOP UNIT
33.5.
MECHANICAL APPLIANCES TO BE PROTECTED IF INSTALLED ON FLOOR IN GARAGE AS PER M1307.3.1.
USE 2" DIA x 36"H PIPE W/ COLLAR BASE, ATTACH COLLAR TO SLAB W/ (4) 1/4" x 2.25" TAPCON.
S.
SIMPSON (MFR)
33.6.
CAULK BOTTOM OF SOLE PLATE AT GARAGE COMMON FRAME WALL.
SBS
STYRENE BUTADIENE STYRENE
33.7.
IGNITION BARRIER NOT REQUIRED FOR SPRAY FOAM IN ATTIC UNO.
SEE
SITE ELEVATION
33.8.
PROVIDE FIRE BLOCKING AS PER FBC R 302.11.
SF
SQUARE FOOT
33.9.
PROVIDE DRAFT STOPPING IN THE FORM OF Y;' PLY OR GWB TO FLOOR -CEILING ASSEMBLIES GREATER
SK
SINK
THAN 1,000SF AS PER FBC R302.12.
BOG
SLAB ON GRADE
34.
FINISHES:
Ss
STAINLESS STEEL
34.1.
GWB: MOISTURE RESISTANT GWB @ ALL WETAREAS, CEMENT BOARD INSIDE SHOWER COMPARTMENTS.
STAG
STAGGERED
USE 5/8" TYPE X GWB ON GARAGE CEILING IF CON DITiONED/HABITABLE AREAABOVE.
34.2.
EXTERIOR LATH AS PER FBC R703.7.1/ASTM C1063-11A. FOR EXTERIOR CEILINGS/SOFFITS USE MIN. 5/8"
TBD
TO BE DETERMINED
STUCCO ON RIBBED LATH. ATTACH TO BOTTOM OF WOOD FRAMING W/ 11GA NAILS W/ 3/8" HEAD @ 6" OC
TC
TOP CHORD
W/ 1-3/4" EMBED INTO WOOD.
THE
TO MATCH EXISTING
34.3.
EXTERIOR T&G WOOD CEILING. ATTACH 1x4 OR 1x6 BOARD W/ 2" 16GA FINISH NAIL EA RAFTER/JOIST/BC.
TOB
TOP OF BEAM
TO CHANGE ORIENTATION USE 2x4 FLAT PURLINS ATTACHED TO EA RAFTER/JOIST/BC W/ (2)16D NAIL.
TOB
TOP OF COLUMN
TOS
TOP OF SLAB
TP
TOP PLATE
TPO
THERMO PLASTIC OLEFIN
TYP
TYPICAL
UG UNDER GROUND
UNO UNLESS NOTED OTHERWISE
VB VAPORBARRIER
VTR VENT THRU ROOF
WA
WASHER MACHINE
WP
WATERPROOF
WD
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general notes
11/4/18
SHEET
A-2
Co
-*-
AR97108
M
W
4" SOG
&F: -0'-4"
F3
LL
F1
TYPE
SOG-MONO
FOOTING SCHEDULE
••
REINFORCEMENTID
SIZE (tVxLxH) HEIGHT
18' xCONTx18 0'-0 (2).#5 CONT BOLT
F2
SOG-
MONO- CURB
18"xCONTx18'
0'-0
(2) #5 CONT BOLT
F3 '.'.
ISOLATED COLUMN
30 x30x12:"
-1'-6"
(3)#5 EW BOLT
F4
SOG-
MONO- INTERIOR
8"xC01VTx8"
0'-0"
(1) #5 CONT BOLT
F5
SOG-
MONO
18 xCONTx18
44
(2) #5 CONT BOLT
F2 -
- F3
------------------
4" SOG
AFF: -0'-4"
4" SOG
FFE: 0'-0"
FOUNDATION NOTES:
-SEE GEN NOTES 17.2 FOR DOW L LOCATIONS. FILLED WALL CELLS ARE
FOR CLARIFICATION. THESE DIN S ARE APROXIMATE IF DIMENSIONED ON
WINDOW RO WITH CONTRACTO .
-SEE FLOOR PLAN FOR DIMENSI NS
FOUNDATION KEYNOTES:
t i
F3
D ON PLAN
VERIFY
CAST-CRETE LINTEL DIAGRAM
F
F = FILLED WRH GROUT / U = UNFILLED
-
QUANTITY OF #5 FIELD ADDED REBAR AT
BOTTOM OF U-LINTEL CAVITY FOR
GRAVITY LOAD
8F16-1
B/1 T
I
I I
NOMINAL WIDTH
- QUANTITY OF #5 FIELD
ADDED REBAR AT TOP OF
NOMINAL HEIGHT
COMPOSITE U-LINTEL FOR
UPLIFT LOAD
-- #5 FIELD ADDED REBAR AT
TOP OF COMPOSITE
U - LINTEL MIN. (1) REQ'D
- 1-112"CLEAR
x
w
-FIELD PLACED C.M.U.
F 2
� -
U a
a
m O
1, .—.
GROUT
lb z
7-518" ACTUAL
8" NOMINAL WIDTH
#5 FIELD ADDED REBAR AT
BOTTOM OF U-LINTEL CAVITY
BOTTOM REINFORCING
PROVIDED IN U-LINTEL
(SEE REINFORCING SCHEDULE(
SldeWaA FlasNnq Detati
5:12 SLOPE TYP
ROOF/ UNDERLAYMENT/ SHEATHING AS PER GENERAL SPECS- METAL
DRIP EDGE TBD BY ROOFING CONTRATOR
PE TRUSS AS PER FRAMING PLANS -
INSULATION AS PER GENERAL SPECS
TRUSS TO ALL BOND BEAMS W/ SIMPSON HETA 20 EA TRUSS,
USE (2) @ MULTI PLY GIRDERS, USE DETAL20 FOR SINGLE PLY
GIRDERS,USE SIMPSON HSTM16 ON INSIDE FACE OF LINTEL FOR MISSED EMBEDED ANCHORS. SEE FRAMING PLANS FOR
OTHER CONDITIONS.
METAL DRIP OVER PT WOOD DRIP OVER 2x6 CEDAR
FASCIA TO TRUSS ENDS W/ (3) #16d NAIL, 4" TRUSS HEEL
EXTERIOR SOFFIT AS PER GENERAL SPECS
WALLAS PER GENERAL SPECS
WALL REF AS PER GENERAL SPECS -
SPLICING AS PER GENERAL NOTES
FOOTING AS PER FOUNDATION PLAN & FOOTING
SCHEDLE- REINFORCEMENT AS PER FOOTING
SCHEDULE
GRADE AS PER SITE PLAN
TYP WALL SECTION
SCALE: 1/2"= V-0"
M57AWMIMME SEE B_RG LEGEND
CLG AS PER GENERAL SPECS AND RCP
MASONRY BOND BEAM &
REF AS PER GENERAL
SPECS
INTERIOR MONO
t y'.
t
FOOTING CURB/ RECESS
VIEVI
= 9
CODE CO
ST. LUCII
-" —k BC
SOG/FILL/COMPCTION AS
PER FOUNDATON PLAN
AND GENERAL NOTES
LINTELAS PER WINDOW/DOOR SCHEDULE
PT 1x BUCK @ JAMBS & HEAD, ATTACH TO
MASONRY/CONC W/ADHESIVE & RECESSED
3/16"x2" MIN TAPCON @ 12"/3" END, SAME
FOR DOOR BUCKS
FLASHING AND SEALING WINDOW FRAME W/ FLANGE,
ATTACH TO MASONRY/GONG
AS PER MFR SPECS AND-d
AS PER MFR SPECS
GEN NOTE 26.3
SILL AS PER WINDOW/DOOR SCHEDULE
EXT,^ :, INT
TYP OPENING BUCK DETAIL
SCALE: 1"= V-0"
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foundation plan
11/4/18
SHEET
A-3
NCIS P. Lte'9
4,L
AR97108 ,
FOUNDATION / SLAB PLAN
SCALE: 1/4"= V-0"
ROOF PLAN
SCALE: 1/8"= T-0"
Contract
Copy
CONNECTOR(CO)SCHEDULE
ACTUAL ACTUAL
ALLOW ALLOW
ID CONNECTED ELEMENTS UPLIFT GRAVITY
UPLIFT GRAVITY
CITY MFR
MODEL
CO-1
1810
1 Simpson
HETA 20
To truss w/ (9) 10d x 1.5"
CO -2
2035
2
Simpson
HETA 20
To single play truss w/ (10) loci x 1 5
CO-.3
2500
2
Simpson
HETA 20
To multi ply truss. w/ (12) 16d
To cone w (4) .25" x 2.25" tapcon. To truss w
CO-4
missed or misplaced co-1
1175
1
Simpson
HTSM20
HSTM 20.
To conc w (4) .25 x 2 25' tapcon. To truss w
CO-51
missed or misplaced co-1
1
1 2350
1 2
Simpson
HTSM20
HSTM 20.
2-ply (22) 10d nails w 5 8" epoxied 49 8" into
CO
3965
1
Simpson
MGT
bond beam
To trusses 18.25"x3" SDS. To conc w. (2).5"
CO-7
5000
1
Simpson
FGTR
x 5" Titen HD
To truss w (36) .25" x 3" SDS. To conc w/ (4) .5"
CO-8
9400
2
Simpson
FGTR
x 5" Titen HD
To valley truss be w/ (3) 10d x 1.5". To
CO-91
1
1 3701
1
1
Simpson
VTCR
supporting truss tc w/ (4) :10d.
1, Gravity/uplift Wads reference connection schedule ID.
2, 'truss' listed as a load means to reference loads in truss package.
3. If 'connected elements' contains'trusss', reference loads in truss package.
If no bearing points specified use connector for all
nesessary points,
4. If'connected elements' is left blank, see connection schedule.
5. 'CITY' referes to the number of connectors used per per ea connection
(connected elements). If city left blank, refer to drawings.
6. All loads are checked by architect, loads left blank were checked but are not: required to be listed,
7. Actual loads listed in this schedule are worst case, actual may be lower than listed but never higher.
N N
FRAMING PLAN
SCALE: 1/4"= V-0"
CONNECTION (CXN) SCHEDULE
TRUSS ACTUAL ACTUAL CONNECTOR
ID CONNECTED ELEMENTS REACTION ID UPLIFT GRAVITY ID
A trussto on eam
A locations uno truss
CO-1
B truss GRB truss
CO-8
C truss GRG truss
CO-2
D truss GRK truss
CO-6
valley truss to ea supporting
H truss truss
CO-9
L. Reference connectorschedule.
2. All loads are checked by architect, loads left blank were checked but are not required to be listed.
3. Actual loads listed in this schedule are worst case, actual may be lower than listed but never higher.
4. If'connected elements' contains 'truss', reference loads in truss package. If no reaction points specified
use connectorfor all nesessary points.
LINTEL SCHEDULE
-1 'ICASTCRETE I8F16-1B/1T
.-2 ICAST CRETE I8F12-lB/1T
1. ID refernces lintels (L-#) shown in the framing plan. Also see window & door schedule
!. Lintel length is estimated greater than or equal to the actual length. Check openings prior to
)rdering. For windows & doors 18" has been added to the unit width.
I. Loads are in Elf uno.
1. Actual loads listed in this schedule are worst case, actual may be lower than listed but never
FRAMING KEYNOTES:
1. COLLIMN- 16x16x8 CMU, 4 #5 VERT, #3 TIE @ 16" OC.
2. COLUMN- 16x16x8 CMU, 4 #5 VERT, #3 TIE @ 16" OC.
3.22"x30" ATTIC ACCESS.4. INFILL NON ERG KNEE WALL.
FRAMING NOTES:
-ALL WALLS SHOWN IN GREY ARE LOAD BEARING BELOW- BEAR TRUSSES ON ALL
EXTERIOR WALLS
-REFERENCE PE TRUSS LAYOUT BY MFR
NEW METER
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WIRE SIZE BY ELECTRICAL CONTRACTOR
ELECTRICAL RISER DIAGRAM
SCALE: N.T.S.
ELECT PLAN LEGEND
E1 110V DUPLEX RECEPTACLE
E2 110V GFCI DUPLEX RECEPTACLE
E3 120V RECEPTACLE recessed for N
E4 220V RECEPTACLE
E5 110V DUPLEX RECEPTACLE w/ water protected box
E6 110V GFCI DUPLEX RECEPTACLE- clg mount
E7 110V DUPLEX RECEPTACLE- floor mount
L1 RECESSED CAN LIGHT
L2 FLUSH MOUNT CLG LIGHT
L3 FLUSH LED STRIP LIGHT
L4 VANITY WALL LIGHT
L5 SHOP LIGHT
L6 CHANDELIER LIGHT
L7 PENDANT LIGHT
L8 UNDER CABINET LIGHT
L9 EXTERIOR WALL SCONCE
L10 WALL MOUNT READING LIGHT
Of EXTERIOR MOTION DETECTOR LIGHT
L12 RECESSED CAN LIGHT- wet location
S LIGHT SWITCH
D DIMMER
EX EXHAUST FAN- vent to roof if vented soffit, soffit if unvented
ENE EXHAUST FAN WITH LIGHT- vent to roof if vented soffit, soffit tf unvented
FL FAN/ LIGHT COMBO
FA FAN W/O LIGHT
JS JUNCTION BOX
SD SMOKE DETECTOR- INTERCONNECTED, HARDWIRED W/BATTERY
TV TELEVISION CABLE
2017 Dwelling Unit Electric Service 8r Feeder Load Calculator
220.12 General Lighting Load
3 vaR offloor area, including unused space adaptable forfuture use.
Floor Area = 1632 f' 1,603 va
Basement Floor Area = tt' va
22D.52(A) Small Appliance Load
1500 va for each 20 amp branch circuit required per 210.1(C)(1) in EACH kitchen,
pari breakfast room, dining room, or similar areas.
#of Small Appliance Branch Circuits="1500 va= 3,000 va
220.52(B) Laundry Load
# of Laundry Branch Circuits =0" 1500 ve = 1,500 va
Total General Lighting & Appliance Load= 6,103 va
220.42 Lighting Load Feeder Demand Factors
First 3000 or less at loci a 3,000 va
From 3001 to 220,000 at 35% 1,086 va
Remainder over 120,000 at 25% va
Total Lighting Demand Load= 4,086 va
220,54 Electric Clothes Dryers
city 1 Electric Dryer#1 D0 5kw 5,000 w
Qty . " o Electric Dryer#2 kw w
220.55 Electric Cooking -Ranges, Stove Tops and Wall Ovens
City 1 Electric Range Nameplate 9.00 kw
Qty '0 kw
Q yI 0 kre
Electric Cooking Demand Load= 8,000 w
220.51 Fixed Electric Space Heating Loads or Air Conditioning Load:
Fixed Electric Space Heat He 10.0 kw AC#1/Geo 16 SEER 3Ton 3.6 kva
Fixed Electric Space Heat #2 r''. kw AC#2/Geo - kva
Fixed Electric Space Heat#3 kw AC#3/Geo kva
Fixed Electric Space Heai#4 kw AC#4lGeo kva
Fixed Electric Space Heat#5 kw AC#5/Geo kva
Total Heat & AC Load = 13,620 va
220.14 Appliance load. -Dwelling Units
City Description va(watts) Qtv Description va(wattsl
1
Central Furnace
1,200
1
Dishwasher
: 1,200
1
Refrtgarator
1,440
1
Microwave
1,580
1
Range Hood
240
2
Vent Fan
20D
4
Paddle Fan
360
1 Water Heater no
0
0
0
0
0
Total Connected Appliance Load = 6,520 va
220.53 Appliance load. -Dwelling Units Total Appliance Demand Load = 4,890 va
220.50 Motor Loads @ 120 Volts
on, Description va(watts) Cry Description va(watts)
[2]
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Total Motor Loatl= 1,125 va
430.24 Several Motors or a Motors) and Other Load(s) 25% of Largest Motor Load = 94 va
Total Motor Demand Load = 1,219 va
TOTAL CALCULATED DEMAND LOAD in VoNamperes = 36,815 va
TOTAL CALCULATED DEMAND LOAD in AMPS @120124UV 1ph3W = 153 amps
EXISTING SERVICE SIZE NEW AMPS
MINIMUM SERVICE SIZE ;'1 -': AMPS ✓ICE SIZE REQUESTED = 200 amps
Note: Electrical contractorto verify accuracy and completeness ofload calculation.
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SHEET
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AR97108
A=LIFE SAFETY WARNING
This symbol identifies Life Safety Warnings that
should be read and given special attention to all
persons installing trusses.
SPACING NOTE
All trusses are to be set 2'-0" on
center except as noted.
MULTIPLE PLY TRUSSES MUST BE FASTENED
TOGETHER PER ENGINEERING BEFORE
SETTING. REFER TO ENGINEERING DRAWING
TO DETERMINE IF MULTIPLE PLY. A
DON'T LIFT TRUSSES
WITH SPANS LONGER THAN
30' BY THE PEAK.
CONSULT BCSI
30' Span or less
60 degrees
or less
11 <-- 1/2 span —�
Tag line approx.
REFER TO BCSI
Truss must be set this way if crane is used.
Truss is an example, your truss may not match.
Insist crane operator sets truss this way.
k--Approx 213 to —�
Tag line 1/2 of Span.
REFER TO BCSI
Truss must be set this way if crane is used.
Truss is an example, your truss may not match.
Insist crane operator sets truss this way.
All load bearing walls, headers,
beams, & lintels must be in place
at indicated height before trusses
/,!O\
are installed.
AIR HANDLER NOTE
Unless noted elsewhere on this layout, these trusses are not
designed for air handlers in the roof or for any other A/C
requirements. This may be in conflict with building code and A/C
Design requirements. Consult with Building Department and A/C
Contractor.
i WARNING 1 !�
The size of these trusses makes it necessary that they a set by a profeesional builder
familiar with and experienced in the problems and dangers of setting large span trusses.
The builder and erector should consult with an engineer licensed in Florida specializing
in wood roof trusses about the safe erection of these trusses. The engineer should be at
the job site when trusses are erected to provide supervision and advice.
SEAT PLATES BY CHAMBERS TRUSS
J16REPRESENTS A HANGER
HANGER SCHEDULE Cr IUAa mo AY) Fxr:PPT AS SHOWN
uoJ Flu
CARRIED
TRUSS
CARRYING
TRUSS
HANGER ID
CARRIED RFOR
TRU S
FASTENER FOR
CARRY NG TRUSS
'Please refer to Standard Engineering package for general Instucnon on IIISIGnn]y 11011y�,Q
10d=0.148" x 3" 16d=0.162" x 3 1/2"
Hatch Legend
LOAD
BEARING
AT 8'-011
LOAD
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HIP VALLEYS ARE DIFFICULT TO INSTALL, PROBLEMS CAN BE ADDRESSED BY CUTTING HIP VALLEYS IN HALF & FINDING CORRECT LOCATION.
A
Do not stand on
trusses
until they are braced per BCSI
&
properly nailed to straps
and hangers !!
QARRANGE
WITH
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OPERATOR
IN
ADVANCE
FOR
A
STRONG
BACK
OF
25' -
46'
IN
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55-08-00
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* ALL CEILINGS ARE FLAT.
* ALL BEAMS ARE BY OTHER.
PLUMB CUT END
2X4 TOP CHORD
WALL HEIGHT VARIES
END DETAIL: TYPICAL
MPI
--00 00
5r—
FABRICATION AGREEMENT
TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED
The undersigned acknowledges and agrees:
1. Trusses will be made in strict accordance with this truss placement diagram layout, which is the sole authority for
etermining successful fabrication of the trusses.
2. All dimensions in this layout have been verified by the undersigned.
3. Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the
ndersigned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss
hall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option.
killer 10 days of delivery remedy will be according to Florida statute 558.
4. The undersigned acknowledges receipt of 'BCSI' summary sheet by TPI & WTCA.
5. Delivery is to job site. It is the buyer's responsibility to make the job site suitable for delivery. Chambers Truss has
he sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will
e responsible for dump delivery only. The buyer is responsible for additional delivery expenses if Chambers Truss has
o redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is
esponsible to Chambers Truss for towing costs due to site conditions.
6. Price as shown in paragraph 7 below is subject to change if any changes are made in this layout. A $50 per hour
BE for revisions may be charged by Chambers Truss.
7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no agreement a reasonable price.
nvoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of
elivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss
easonable attorneys fee for collections in event of payment not timely made. 1-1/2 % per month service charge will be
dded for all sums not paid within terms.
8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein.
9. In consideration of Chambers Truss extending credit for This material fhe undersigned unconditionally guarantees
ayment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the
ndersigned agrees to pay such indebtedness including attorneys fees, if default in payment for material be made by the
ecipient.
10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to
erein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida.
11. Design responsibilities are per ""National Standard And Recommended Guidelines On Responsibilities For
onstruction Using Metal Plate Connected Wood Trusses ANSI/TPI/WTCA 4 - 2002""
12. Warranty is per Chambers Truss Warranty attached.
DATED
SIGNED
FOR TITLE
A spreader bar may be required per "BCSI" to prevent injury & damage.
Multiple ply trusses must be fastened together per engineering before they are
set, failure to do so can result in roof collapse.
Temporary and permanent bracing are required and can save life and property
and is the responsibility of the truss erector.
Study the contents of the information packet included on delivery before
setting trusses.
.441111
Trusses must be set and braced per design to prevent injury & damage.
Trusses must be set plumb and square
.991111
Do not set bunks or stack of plywood, roofing material or any other
concentrated loads on trusses, this can cause collapse.
DO NOT INSTALL TRUSSES USING THIS
USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES
CHAMBERS TRUSS INC
3195 can er Avenue
Fort Pierce, Florida 34982-6423
800.551-5932
Fort Pierce 772-465-2012 Fax 772.465.8711
Vero Beach 772.569-2012 Stuart 772.286.3302
Web Site: CHAMBERSTRUSS.COM
Email: MAIL@CHAMBERSTRUSS.COM
;e wecl r A��xcs� e 8 by Fc-cm�,�v` L; eX4e'z-
II/97'l g
IT R ION 7.4.1.431
LOADINGIDESIGN CRITERIA REDUCIBLE
PER CODE SUCH AS SBC 1664.6.1
DESIGN CRITERIA
County ST. LUCIE
Building Department ST. LUCIE COUNTY
Wind Design Criteria ASCE 2010
Wind Design Method MWFRS(Directional)/C-C hybrid Wind ASCE 7-10
Roofing Material Shingle or Shake
Loading in PSF Roof R.D.L. Floor
Top Chord Live 20 0
Top Chord Dead 7 4.2 0
Bottom Chord Live '10-Non Conccurent 0
Bottom Chord Dead 10 3 0
Total Load 47 7.2 0
Duration Factor 1.25 0
Wind Speed 170mph
Top Chord C.B. Sheathing by builder
Bottom Chord C.B. Sheathing by builder
Highest Mean Height 15,
Building Type Enclosed
Building Category 11: Non Restrictive
Exposure Category C>Open Terrain with scattered obstructions
Miles from Ocean 5
Conforms to Florida Building Code 2017
R.D.L.=Restraining Dead Load C.B =Continuous Bracing
Verify DESIGN CRITERIA shown above with the
building department and your engineer.
Design Criteria is the responsibility of the
Building Designer and/or Engineer of Record
Chambers Truss Inc. Drawing Name: 75569
SCALE: 1 /4" = 1'-011
154 total trusses, 46 unique designs
Designer: RLC Reviewed by: RLC
Date: 10/11 /18
FOR
GROUP ONE CONSTRUCTION
DESCRIPTION:
HUTCHINGS
Page 1 of 1 CUSTOMER INITIALS EACH PAGE
75569
r,. a
_.,4.1116111amwr
Copy
=LIFE SAFETY WARNING
This symbol identifies Life Safety Warnings that
should be read and given special attention to all
persons installing trusses.
SPACING NOTE
All trusses are to be set 21-0" on
center except as noted.
MULTIPLE PLY TRUSSES MUST BE FASTENED
TOGETHER PER ENGINEERING BEFORE
SETTING. REFER TO ENGINEERING DRAWING
TO DETERMINE IF MULTIPLE PLY. A
DON'T LIFT TRU551:
WITH SPANS LONGER'
30' BY THE PEAK.
CONSULT BCSI
Tless Q Spre der Bar I
60 degrees
or less
q-- 112 span —�
Tap fine appmx.
REFER TO BCSI
Truss must be set this way 9 crane is used.
Truss is an example, your truss may not match.
Insist crane operator sets truss this way.
---Apx 2/3 to —�
lip"of Span.
REFER TO SCSI
Truss must be set this way If crane is used.
Truss is an example, your truss may not match.
Insist crane operator sets truss this way.
All load bearing walls, headers,
beams, & lintels must be in place
at indicated height before trusses
A are installed. A
•
AIR HANDLER NOTE
Unless noted elsewhere on this layout, these trusses are not
designed for air handlers in the roof or for any other A/C
requirements. This may be in conflict with building code and A/C
Design requirements. Consult with Building Department and A/C
Contractor.
WARNING
11
'T+ he size of these trusses makes it necessary that they a set by a professional builder
familiar with and experienced in the problems and dangers of setting large span trusses.
The builder and erector should consult with an engineer licensed in Florida specializing
in wood roof trusses about the safe erection of these trusses. The engineer should be at
the job site when trusses are erected to provide supervision and advice.
SEAT PLATES BY CHAMBERS TRUSS
REPRESENTS A HANGER
HANGER SCHEDULE
USE HUS26 FOR 2X4, SUH46 FOR 4X2 EXCEPT AS SHOWN
CARRYING HANGER ID FASTENER FOR FASTENER FOR
CARRIED TRUSS CARRIED TRUSS CARRYING TRUSS
TRUSS
`Please refer to Standard Engineering package for general instuction on installing hangers
1od=0.148" x 3" 16d=o.162" x 3 1/2"
HIP VALLEYS ARE DIFFICULT TO INSTALL, PROBLEMS CAN BE ADDRESSED BY CUTTING HIP VALLEYS IN HALF & FINDING CORRECT LOCATION.
Q Do not stand) on trusses until they are braced per BCSI & properly nailed to straps, and hangers !!
QARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A STRONG IBACK OF 25' - 46' IN LENGTH!!
NOTES:
* ALL CEILINGS ARE FLAT.
* ALL BEAMS ARE BY OTHER.
I
PLUMB CUT END
2X4 TOP CHORD
WALL HEIGHT VARIES
END DETAIL: TYPICAL
1
--00 00
RfCervFo
Fig 06T019
p"ittlnD D
6up(t, Coy, ky snC
5 r—
FABRICATION AGREEMENT Contra
TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED COP
he undersigned acknowledges and agrees:
1. Trusses will be made in strict accordance with this truss placement diagram layout, which is the sole authorify for
etermining successful fabrication of the trusses.
2. Al dimensions in this layout have been verified by the undersigned.
3. Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the
ndersgned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss
hall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option.
fter 10 days of delivery remedy will be according to Florida statute 558.
4. The undersigned acknowledges receipt of 'SCSI' summary sheet by TPI & WTCA.
5. Delivery is to jab site. It is the buyers responsibility to make the job site suitable for delivery. Chambers Truss has
e sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will
responsible for dump delivery only. The buyer is responsible for additional delivery expenses if Chambers Truss has
o redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is
esponsible to Chambers Truss for towing costs due to site conditions.
6. Price as shown in paragraph 7 below is subject to change if any changes are made in this IayouL A $50 per hour
ere for revisions may be charged by Chambers Truss.
7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no agreement a reasonable price.
nvoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of
slivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss
easonable attorneys fee for collections in event of payment not timely made. 1-12 % per month service charge will be
added for all sums not paid within terms.
8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein.
9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees
ayment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the
ndersgned agrees to pay such indebtedness including attorneys fees, if default in payment for material be made by the
ecipient.
10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to
Breit, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida.
11. Design responsibilities are per ""National Standard And Recommended Guidelines On Responsibilities For
onsbuction Using Metal Plate Connected Wood Trusses ANSVTPVWTCA 4 - 2002`
12. Warranty is per Chambers Truss Warranty attached.
DATED
IGNED
OR __TITLE
A spreader bar may be required per "BCSI" to prevent injury & damage.
Multiple ply trusses must be fastened together per engineering before they are
set, failure to do so can result in roof collapse.
Temporary and permanent bracing arerequired and can save life and property
and is the responsibility of the truss erector.
Study the contents of the information packet included on delivery before
setting trusses.
,dIIIIIIIIIa
Trusses must be set and braced per design to prevent injury & damage.
Trusses must be set plumb and square
Do not set bunks or stack of plywood, roofing material or any other
concentrated loads on trusses, this can cause collapse.
DO NOT INSTALL TRUSSES USING THIS
USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES
CHAMBERS TRUSS INC
3105 Ole an err venue
Fort Pierce, Florida 34982-6423
800-551-5932
Fort Pierce 772465-2012 Fax 772465.8711
Vero Beach 772-569-2012 Stuart 772-286.3302
Web Site: CHAMBERSTRUSS.COM
Email: MAIL@CHAMBERSTRUSS.COM
LOADINGIDESIGN CRITERIA REDUCIBLE
PER CODE SUCH AS SBC 16e4.6.1
DESIGN CRITERIA
County
ST. LUCIE
Building Department
ST. LUCIE COUNTY
Wind Design Criteria
ASCE 2010
Wind Design Method
MWFRS(Directional)/C-C hybrid Wind ASCE 7-10
Roofing Material
Shingle or Shake
Loading in PSF
Roof R.D.L. Floor
Top Chord Live
20 0
Top Chord Dead
7 4.2 0
Bottom Chord Live
'10-Non Conccurent 0
Bottom Chord Dead
10 3 0
Total Load
47 7.2 0
Duration Factor
1.25 0
Wind Speed
170mph
Top Chord C.B.
Sheathing by builder
Bottom Chord C.B.
Sheathing by builder
Highest Mean Height
15,
Building Type
Enclosed
Building Category
It: Non Restrictive
Exposure Category
C>Open Terrain with scattered obstructions
Miles from Ocean
5
Conforms to Florida Building Code 2017
R.D.L =Restraining Dead Load
C.B.=Continuous Bracing
Verify DESIGN CRITERIA shown above with the
building department and your engineer.
Design Criteria is the responsibility of the
Building Designer and/or Engineer of Record
Chambers Truss Inc. Drawing Name: 75569
SCALE: 1 /4" = V-011
154 total trusses, 46 unique designs
Designer: RLC Reviewed by: RI-C
Date: 10/11 /18
FOR
GROUP ONE CONSTRUCTION
DESCRIPTION:
HUTCHINGS
Page 1 of 1 CUSTOMER INITIALS EACH PAGE
75569
SCANNED
t Lsy
uce COIJntl
)f
L � 6)ar0OF--2
L
A
=LIFE SAFETY WARNING
mbol identifies Life Safety Warnings that
should be read and given special attention to all
persons installing trusses.
SPACING NOTE
All trusses are to be set 2r-0" on
center except as noted.
MULTIPLE PLY TRUSSES MUST BE FASTENED
TOGETHER PER ENGINEERING BEFORE
SETTING. REFER TO ENGINEERING DRAWING
TO DETERMINE IF MULTIPLE PLY. n
DON'T LIFT TRU55t5
WITH SPANS LONGER THAN
30' BY THE PEAK.
CONSULT SCSI
30' Spon or less
60 degrees
or less
g— I\112 Of --�
112 open Tag line Spn
spprox.
REFER TO SCSI
REFER TO SCSI
Truss must be set this way C crane to used.
Truss must be set this way M cram is used.
Truss is an example, your truss may not match.
Truss is an example, your truss may not match.
Insist crane operator sets truss this way.
Insist mane operator sets truss this way.
All load bearing walls, headers,
beams, & lintels must be in place
at indicated height before trusses
A are installed. A
AIR HANDLER NOTE
Unless noted elsewhere on this layout, these trusses are not
designed for air handlers in the roof or for any other A/C
requirements. This may be in conflict with building code and A/C
Design requirements. Consult with Building Department and A/C
Contractor.
i WARNING L_!�
The size of these trusses makes it necessary that they a set by a profeesional builder
familiar with and experienced in the problems and dangers of setting large span trusses.
The builder and erector should consult with an engineer licensed in Florida specializing
in wood roof trusses about the safe erection of these trusses. The engineer should be at
the job site when trusses are erected to provide supervision and advice.
SEAT PLATES BY CHAMBERS TRUSS
REPRESENTS A HANGER
HANGER SCHEDULE
USE HUS26 FOR 2X4, SUH46 FOR 4X2 EXCEPT AS SHOWN
CARRYING HANGER ID FASTENER FOR FASTENER FOR
CARRIED TRUSS CARRIED TRUSS
CARRYING TRUSS
TRUSS T
*Please refer to Standard Engineering package for general instuction on installing hangers
10d=0.148" x 3" 16d=0.162" x 3 1/2"
HIP VALLEYS ARE DIFFICULT TO INSTALL, PROBLEMS CAN BE ADDRESSED BY CUTTING HIP VALLEYS IN HALF & FINDING CORRECT LOCATION.
A Do not stand on trusses until they are braced per BCSI & properly nailed to straps and hangers I.I.
AARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A STRONG BACK OF 25' - 46' IN LENGTH!!
NOTES:
* ALL CEILINGS ARE FLAT.
* ALL BEAMS ARE BY OTHER N
PLUMB CUT END
2X4 TOP CHORD
WALL HEIGHT VARIES
END DETAIL: TYPICAL
am
1-00 00
5r—
FABRICATION AGREEMENT
TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED
The undersigned acknowledges and agrees:
1. Trusses will be made in strict accordance with this truss placement diagram layout, which is the sole authority for
etermining successful fabrication of the trusses.
2. All dimensions in this layout have been verified by the undersigned.
3. Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the
ndersigned agrees that no backcharges will be allowed. In the event such written notice 's fumished Chambers Truss
hall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option.
%fter 10 days of delivery remedy will be according to Florida statute 558.
4. The undersigned acknowledges receipt of 'BCSI' summary sheet by TPI & WTCA.
5. Delivery is to job site. It is the buyers responsibility to make the job site suitable for delivery. Chambers Truss has
e sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will
responsible for dump delivery only. The buyer is responsible for additional delivery expenses if Chambers Truss has
redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is
esponsible to Chambers Truss for towing costs due to site conditions.
6. Price as shown in paragraph 7 below is subject to change 9 any changes are made in this layout. A $50 per hour
Be for revisions may be charged by Chambers Truss.
7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no agreement a reasonable price.
nvoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of
elivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss
easonable attorneys fee for collections in event of payment not timely made. 1-1/2 % per month service charge will be
dded for all sums not paid within terms.
8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein.
9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees
ayment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the
ndersgned agrees to pay such indebtedness including attorneys fees, if default in payment for material be made by the
ecipient.
10. In the event of any litigation concerning this agreement, the Hems furnished hereunder or payments referred to
erein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida
11. Design responsibilities are per '"'National Standard And Recommended Guidelines On Responsibilities For
onstruction Using Metal Plate Connected Wood Trusses ANSI/rPI/WTCA 4 - 2002'"'
12. Warranty is per Chambers Truss Warranty attached.
ATED
IGNED
OR TITLE
A spreader bar may be required per"BCSI" to prevent injury & damage.
®.
Multiple ply trusses must be fastened together per engineering before they are
set, failure to do so can result in roof collapse.
Temporary and permanent bracing are quired and can save life and property
and is the responsibility of the truss erector.
.4111111111111.
Study the contents of the information packet included on delivery before
setting trusses.
®bk.
Trusses must be set and braced per design to prevent injury & damage.
®ilk,
Trusses must be set plumb and square
ldgDo not set bunks or stack of plywood, roofing material or any other
concentrated loads on trusses, this can cause collapse.
DO NOT INSTALL TRUSSES USING THIS
USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES
CHAMBERS TRUSS INC
3105 Oleander Avenue
Fort Pierce, Florida 34982-6423
800-551-5932
Fort Pierce 772.465-20'12 Fax 772.465-8711
Vero Beach 772-569-2012 Stuart 772-286-3302
Web Site: CHAMBERSTRUSS.COM
Email: MAIL@CHAMBERSTRUSS.COM
AITEK VERSION 7.4.1.431 LOADINGIDESIGN CRITERIA REDUCIBLE
PER CODE SUCH AS SBC 1604.&1
DESIGN CRITERIA
County ST. LUCIE
Building Department ST. LUCIE COUNTY
Wind Design Criteria ASCE 2010
Wind Design Method MWFRS(Directfonal)/C-C hybrid Wind ASCE 7-10
Roofing Material Shingle or Shake
Loading in PSF Roof R.D.L. Floor
Top Chord Live 20 0
Top Chord Dead 7 4.2 0
Bottom Chord Live `10-Non Conccurent 0
Bottom Chord Dead 10 3 0
Total Load 47 7.2 0
Duration Factor 1.25 0
Wind Speed 170mph
Top Chord C.B. Sheathing by builder
Bottom Chord C.B. Sheathing by builder
Highest Mean Height 15,
Building Type Enclosed
Building Category Il: Non Restrictive
Exposure Category C>Open Terrain with scattered obstructions
Miles from Ocean 5
Conforms to Florida Building Code 2017
R.D.L =Restraining Dead Load C.B =Continuous Bracing
Verify DESIGN CRITERIA shown above With the
building department and your engineer.
Design Criteria is the responsibility of the
Building Designer and/or Engineer of Record
Chambers Truss Inc. Drawing Name: 75569
SCALE: 1 /4" = V-011 SCAN/
154 total trusses, 46 unique designs 8y
LUCIe
Designer: RLC Reviewed by: RLCf [
Date: 10111 /18 R
FOR
GROUP ONE CONSTRUCTION Age Fn °6'zo,9
DESCRIPTION:
4�� eft
HUTCHINGS
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