HomeMy WebLinkAboutBuilding PlansDocuSign Envelope ID: 7GBE502B-A3C2.45AF-95EO-312B9FOC8235
SLOPE: 5/12 THE
METAL OVER 30# FELT OVER 5/8" COX PLY OVER PE TRUSSES @ 24" OC
METAL DRIP OVER 1x2 WOOD DRIP
OVER 2x6 FASCIA, ATTACH FASCIA
TO RAFTER W/ (2)1613, 3.5" HEEL
EXTG GRADE
EXTG ASPHALT SHINGLE ROOF
VALLEY TRUSS TO EXTG W S. VTCR TO EA EXTG
EXTG TRUSS TO WALL W/ S. HETA16.
SISTER NEW RAFTER TO TRUSS W/ (6)12D. --�
TRUSS TO NEW BEAM W/ S. HETA20 CLG: 518" EXTERIOR GWB, �.
CERTAINTEED EXT SOFFIT OR SIM
BEAM: CASTCRETE BF16 1B/2T CUT BACK EXTG ROOF TRUSS EAVE TAIL
FLUSH W/ EXT FACE OF EXTG WALL
TRUSS TO EXTG BOND BEAM W/ S. HSTM16
TYP COLUMN: 8x16 CMU W/ #5 VERT EA CELL
PE TRU
@ 24" OC
R
EXTG TRUSS TO WALL W/ S. HETA16.
EXTG 8" CMU WALL
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6 `n EXTG SLAB
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36"W x 36"W x 36"D ISOLATED FOOTING @ EA
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COLUMN W/ (3) #6 REBAR EW BOTT. -
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SECTION
SCALE: 1/2"= T-O"
CAST-CRETE LINTEL DIAGRAM
I-- -F = FILLED WITH GROUT I U = UNFILLED
— QUANTITY OF #6 FIELD ADDED REBAR AT
BOTTOM OF U-LINTEL CAVITY FOR
GRAVITY LOAD
8F16-1 B/1T
1 I ,
NOMINAL WIDTH — QUANTITY OF #5 FIELD
ADDED REBAR AT TOP OF
NOMINAL HEIGHT COMPOSITE U-LINTEL FOR
UPLIFT LOAD
#6 FIELD ADDED REBAR AT
TOP OF COMPOSITE
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— #6 FIELD ADDED REBAR AT
• BOTTOM OF U-LINTEL CAVITY
IT -SIB" ACTUALI BOTTOM REINFORCING
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S" NOMINAL WIDTH (SEE REINFORCING SCHEDULE)
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NEW COVERED PORCH /
TYP TIE IN: END OF BEAM TO EXTG BOND BEAM W/ (1) #5 T/B. END OF /
FOOTING TO EXTG FOOTING W/12) #5. EPDXY EMBED STEEL 5" /
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PROPOSED FLOOR PLAN
SCALE: 1/4"= V-0"
SHEETINDEX
PROJECT DESCRIPTION
New rear porch addition to an existing 1 story SF residence
ZONING INFORMATION:
parcel id:1301-605-0374-000-6
RS-4 (St Lucie County)
flood zone: X
UTILITY INFORMATION:
gas: n/a
sewage: septic
potable water: well
AREA CALCULATIONS:
extg total bldg area
2,240 sf
demolished front porch
16 sf
added covered front porch
181 sf
added covered rear porch
312 sf
new total bldg area
2,717 sf
EXTG CONC PATIO
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PRODUCT r
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1. ID as per door &window schedule, or all meaning worst case of all similar items of that type. -
2. If building dp are left blank- see door & window schedule or design pressure chart.
3. This affidavit is only to verify product's compliance with wind loads.
4. Unless products are specifically submitted for verification by contractor,. they are assumed.
S. If glass type is not specified more than 'impact', may use any of the impact glass type in the install instructions to achieve the stated building design pressures.
6. If fasteners is left blank, may use any of the specified attachment methods in the install instruction matching structure provided to achieve the stated building design pressures.
7, 1 have reviewed the above components or cladding and I have approved their use in this structure. These products provide adequate resistance to the wind loads and forces specified by current code provisions.
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CODE COMPLIANCE
ST. LUCIE COUNTY
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DocuSign Envelope ID: 7GBE5D28-A3C245AF-95EO-312B9FOC8235
1
BASIS OF STRUCTURAL DESIGN:
SOIL BEARING: 2500 psf (assumed)
WIND: 157mph (ult), risk cat 2, exp B, wind borne debri region, .18 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 ARE AS FOLLOWS:
ROOF LIVE LOAD
20 PSF(slope<4:12)
ROOF DEAD LOAD
7 PSF TC
ROOF WIND LOAD
DRAWINGS) SEE ( G )
CEILING DEAD LOAD
5 PSF BC
WALL WIND LOADS
(SEE DRAWINGS)
FLOOR DEAD LOADS
15 PSF TC, 5 PSF BC
FLOOR LIVE LOADS
SEE BELOW
711.161:a4►•I:111toy-A
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
WIND PRESSURES asd
FCOMPONENT AND CLADDING LOADS... FROM TABLE FBC R301.2(2)
ZONE
EFFECTIVE
WIND
AREA
(SF)
PSF
157 mph
1
10.0
10.8
-26.1
1
20.0
10.2
-25.1
1
50.0
9.6
-24.8
1
100.0
9.3
-24.1
Roof > 0
to 7
degrees
2
10.0
10.8
-44.2
2
20.0
10.2
-39.5
2
50.0
9.6
-32.8
2
100.0
1 9.3
-28.8
3
10.0
10.8
-66.6
3
20.0
10.2
-54.9
3
50.0
9.6
-39.5
3
100.0
9.3
-28.8
1
10.0
15.3
-24.1
Roof > 7
1
20.0
14.0
-23.1
1
50.0
12.2
-22.1
1
100.0
10.8
-21.4
2
10.0
15.3
-42.2
to 27
degrees
2
20.0
14.0
-38.5
2
50.0
12.2
-33.8
2
100.0
10.8
-30.8
3
10.0 1
15.3
-62.6
3
20.0
14.0
-57.9
3
50.0
12.2
-52.9
3
100.0
10.8
-48.9
4
10.0
26.7
-28.8
4
20.0
25.4
-27.1
4
50.0
23.8
-25.8
4
100.0
22.6
-24.1
4
500.0
19.9
-21.4
Wall
5
10.0
26.7
-35.5
5
20.0
25.4
-32.8
5
50.0
23.8
-29.8
5
100.0
22.6
-27.1
5
500.0
19.9
21.4
1 adjustment factor used
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GABLE ROOFS
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HIP ROOFS
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GENERAL NOTES- residential
1. CODE COMPLIANCE:
1.1. This project was designed under the following
p 1 g e g codes. The construction documents cannot reference all of the codes require for the
construction of this building. B submitting these
g y g 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 includingbut not limit t t limited o, he most current editions as adopted by the stale of Florida, of the following:
2017 FBC: RESIDENTIAL, 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, NOTIFY ARCHITECT. THESE DRAWINGS, INI CONJUNCTION WITH OTHER SUBMITTALS, REPORTS, OR
WRITTEN INSTRUCTIONS BYARCHITECT OR CONSULTANTS,SHALL BE CONSIDERED THE COMPLETE CONSTRUCTION
DOCUMENTS.
2.2. THE FOLLOWING GENERAL &SPECIFIC NOTES SHALL APPLY EQUALLY TO ALL CONTRACTORS, SUBCONTRACTORS,
AND SUPPLIERS ENGAGED IN EXECUTION OF WORK 6N 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 WORK. ANY DISCREPANCIES AND/OR
H N /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 PREPARE
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/REF EREN91E SOMETHING THAT IS REQUIRED BY THE CODES
MENTIONED, THE CONTRACTOR AND SUBS ARE REQU RED 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 FARAS 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 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 HAVEA GENERIC
SPECIFICATION CONTRACTOR IS FREE TO USE ANY PRODUCT THAT MEETS WHAT IS SPECIFIED WITHOUT APPROVAL
BYARCHITECT.
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 I REQ
UIRED QU IRED 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. CONTACT ALL AFFECTED UTILITY COMPANIES AND INFORM THEM OF THE IMPENDING
CONSTRUCTION, AND OBTAIN THEIR ASSISTANCE IN LOCATING THEIR UTILITIES.
10. DIMENSIONS:
10.1. DIMENSIONS ON ARCHITECTURAL DRAWINGS MAYBE "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. NOTES TAKE PRECEDENCE OVER GRAPHICS. CONTRACTOR TO VERIFYALL EXISTING CONDITIONS FOR
WORK TO EXISITING BUILDINGS.
11. HEIGHT ELEVATIONS:
11.1. BUILDING HEIGHT ELEVATIONS TYPICALLY USE THE MAIN FLOOR SLAB AS ELEVATION 0'-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"'. 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 / SUBMITTALS / SHOP DRAWINGS:
13.1. THE SUBMISSION OF REQUIRED NOTICES OF ACCEPTANCE (NOA)/ PRODUCT APPROVALS ARE THE RESPONSIBILITY
OF THE CONTRACTOR. THE CONTRACTOR IS REQUIRED TO MAKE THESE AVAILABLEAT TIME OF INSPECTION. EVEN
IF THE ARCHITECT PROVIDES THESE THE CONTRACTOR MAY CHANGE TO 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 INSTALLATIONAND ARCHITECT'S SPECS,
VERIFY W/ ARCHITECT.
13.2. SHOP DRAWINGS/SUBMITTALS WILL BE REVIEWED FOR; DESIGN CONFORMITY AND GENERAL CONFORMANCE TO
CONSTRUCTION DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING
DIMENSIONS ATJOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES/TECHNIQUES OF
CONSTRUCTION, COORDINATION OF HIS WORK WITH OTHER TRADES, AND FULL COMPLIANCE WITH CONSTRUCTION
.DOCUMENTS.
14. GENERAL STRUCTURAL
14.1. ONCE SIGNED & SEALED BYARCHITECT 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
S ST 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 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
46.1. ARGI 'ITEGT- OR ENGINEER OF REGORD TO BE NOTIFIED IN WRITING PRIOR TO POUR, TO GIVE ARGI 'ITEGT-:Fl E
OPTION TO lNSPEGT TF= c N F E , . FOR. OVERHEAD BEAMST SLABS
15.2. CONCRETE PROPORTIONING, PLACING, FINISHING AND CURING SHALL BE AS PER THE LATEST EDITION OF THE PICA
MANUAL LEAVE SUPPORT FOR ELEVATED CONCRETE IN PLACE UNTIL THE CONCRETE HAS REACHED ITS DESIGN
STRENGTH.
OVERHEAD SLAB_ AND BEAMS Tn BE 4009 PSI GONGRET-In MIN UNG ,
G06UMN AMID WALL GONGRETE TO BE 3000 PSI GONGRETE MIN UNO
-FOOTINGS AND SLAB -ON -GRADE TO BE 3000 PSI CONCRETE MIN UNO
-AUGERGAST PILE TO BE 5000 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, ACI 318-14, ACI-315
15.5. ALL REINFORCING SHALL CONFORM TO ASTM 615 FOR GRADE 60 STEEL; WELDED WIRE MESH TO ASTMA-185.
ARRANGEMENT AND BENDING OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF
THE ACI DETAILING MANUAL AND THE CONCRETE REINFORCING STEEL INSTITUTE. DON'T SPLICE IN MIDDLE 113 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 CONCRETELY CURING AND SEALING COMPOUND, BY MOIST CURING, BY
MOISTURE RETAINING COVER CURING OR BY COMBIN TION 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 PERACI 318 OR FQO UNO.
-TIES/STIRRUPS TO STARTATA DISTANCE FROM SUPPORT OF 1/2 TIE SPACING
15.13. NO HOLES, CHASES, OR EMBEDMENT OF PIPES OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS
SHALL BE MADE IN CONCRETE MEMBERS WITHOUT ARCHITECT'S APPROVAL.
16. CONCRETE MASONRY:
16.1. CMU DESIGNED AND TO BE IN ACCORDANCE ACI 530-13/ASCE 5-13/TMS 402-13, "BUILDING CODE REQ FOR
MASONRY STRUCTURES", "COMMENTARY ON BUILDING REQ FOR MASONRY STRUCTURES'
16.2. MASONRY STRENGTH (Pm DESIGN) UNO:
-BLOCK STRENGTH = 1900, ASTM C90
-MORTAR STRENGTH = 1800, TYPE S
-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 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
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. GONTROL AIGINTS SHALL BE PROVIDED IN AGGORDIAINGE WIT! 1 Tl E 619GAkTIONS AND DETAILS SHOWN ON
THE DRAWINGS. GONTon
n N Tc ON BOTH SIDES OF
16.8. WALL REINFORCEMENT: VERTICALAND 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 IT 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/COLUMN
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. 8" TOLERANCE ALLOWED
FOR WALL REINF PACING. SEE DOWEL NOTE 17.2 BELOW.
16.9. REINFORCED. MAE ONRY LINTELS SUCH AS CAST CRETE TO BE INSTALLEDAS PER MFR INSTRUCTIONS. USE
#6 BOTTOM FIELD BAR IN LIEU OF #5 FOR ALL OPENINGS WIDER THAN 12'. LINTELS TO HAVE 4" MINIMUM
BEARING. CONTIt IUOUS REIN ACROSS COLUMNS. IF SPECIFIED, CA LINTEL LENGTH IS +/- AS LONG AS
MIN BRG IS MET. )OOR/WINDOW LINTELS CAN BE DEEPER(TALLER) THAN SPECIFIED BUT NOT SHORTER.
16.11. BOND/TIE BEAMS/kINTELS- 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. BUILDING AREA TO BE STRIPPED/GRUBBED OF SURFACE DEBRISIVEGITATION. FILL TO BE CLEAN
GRANULAR & UNIFORMLY COMPACTED TO 95% DENSITY (ASTM D 1557) AND MEASURED IN 12" LIFTS. AT
DISCRETION OF CONTRACTOR OR BLDG INSPECTOR, ARCHITECT RECOMENDS SOIL TO BE TESTED BY
GEOTECH ENGINEER TO ENSURE MINIMUM SOIL BEARING PRESSURE CAPACITY & RECOMEND SITE PREP.
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 BAI Z. MIN LAP SPICES, EMBEDMENT, AND END HOOK LENGTHS AS PER ACI 318 OR FBC UNO.
For#5: MINIMUM 3)" LAP W/ 10" HOOK UNO. SEE WALL REINFORCEMENT NOTE 16.8 ABOVE. FOR MISSED
EMBEDDED DOWE L, 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.
17.4. CONTINUOUS FO TINGS, 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 LONGITUD NAL REBAR.
17.6. SOILAND SUBGRADE IS TO BE TERMITE TREATED.
17.7. SLAB FINISHES UNO:
MAIN Bo n N.G: STEEL-T-ROWELFrt
' AP.4-oriro,GEi STOTcc-E TROWEL, T-I'lRE6l 9LBB: LIGHT BRE)O or
-DRIVEWAY, DRIVEWAY APRON PORCHES/PATIOS: LIGHT BROOM
17.8. GARAGE, AND ALL, EXTERIOR HARD SURFACES TO SLOPE AWAYFROM BLDG MIN 1/8"/FT.
17.11. COLUMN[WALLA JOOTING CENTERLINES SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE.
17.12. SLOPE GRADES YFROM BUILDING ON ALL SIDES A MINIMUM OF 6" OVER 10', 4:1 SLOPE MAX.
18. STRUCTURALSTEa ll
. GROUT FOR GGLL4MN BASE PLATES SuALL BE NON 81 lRI K _RQt_I..,_PRI ..........A........
19. LIGHT GAGE METAL STUDS &MISC. METAL FRAMING:
4B 1 A. ^" D.r DI WnN!ZEn 25 rn nn,nunn, . "SE 7n rn CTI IOC
6FV
20.
HVAC:II.
21.
FRS
WOOD FRAMING
21.1.
ALL STRUCTURAL
LOAD BEARING) LUMBER SHALL BE S.Y.P. OR DOUGLASS FIR, GRADE #2, KID 19%: (Fb FC
LUMBER SIZES NO
ED TO BE IN CONFORMANCE WITH VALUES LISTED IN THE NATIONAL FOREST
PRODUCTS ASSOCIATION
NATIONAL DESIGN STANDARD SUPPLEMENT TABLE 4B), AND SHALL CONFORM T
THE NATIONAL G
DING RULE FOR DIMENSION LUMBER, THE SOUTHERN PINE INSPECTION BUREAU AND
THE SOUTHERN F O
WALLS) TO BE #2 S
REST PRODUCTS ASSOCIATION. ALL NON -LOAD BEARING FRAMING LUMBER (INTERIOF
P.F. OR BETTER.
21.2.
ALL WOOD MEMBEI
6lN CONTACT WITH CONCRETE AND/OR MASONRY TO BE PRESSURE TREATED. ALL
WOOD EXPOSED T
THE WEATHER OR IN CONTACT WITH THE GROUND TO BE PRESSURE TREATED TO W
CCA
21.3.
SPLICING FOR MU L
T I -PLY HEADERS/BEAMS/COLUMNS:
-2x4- 10d COMMON
MAIL @ 6" OC EACH LAYER STAGGERED.
-2x6-2 ROWS 10d C
DMMON NAIL @ 12" OC EACH LAYER.
-2x8- 3 ROWS 10d C
OMMON NAIL @ 12" OC EACH LAYER.
-2x10-4 ROWS 10d,
OMMON NAIL @ 12" OC EACH LAYER.
-2x12- 5 ROWS 1 Od
OMMON NAIL @ 12" OC EACH LAYER.
-LOCATE SPLICES
nnTEn T I.T
VER ERG SUPPORTS. GLUE BETW LAYERS. USE 16D IF 1/2" PLY SPACER USED.A!,
WITH MINIMUM GA PE,. S..TrED,�E.
21.6. LAMINATEDLUMBHRAND
IN&FRUGTION&
24.7. END STUDS OF EXTERIOR FRA00E VA8,66 OR DESIGNATED INTERIGR 81 'EAR WALLS TO ATTAGHTe GONG
AG/8=ENDS.
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.
UPPER PANELS TO Br n TAnurn TO T
HE TOP MEMBER OF Ti !I= UPPER DOUI36E TOP P6ATS AND TG RIPA
n ST T-BOTTnNe OF Bonv
Ain S 6" r r n G" 6DGS n" EDGE WITHIN COF GORNERS.
22.4. FOR ROOF USE 50PLYWOOD AND 8d RINGSHANK GALV NAILS, SPACE NAILS 6" FIELD, 6" EDGE, 4" EDGE
WITHIN 4' OF EAVES/RIDGES/GABLES
SPADE FASTENERS S
FIELD, ONu v Pnirn WHERE ToENQN�FFRING
5
R
D
M
23. PE TRUSSES:
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
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. ARCHITECT'S SEAL WILL NOT BE APPLIED.
23.4. TRUSS CONFIGURATION DRAWN ARE SCHEMATIC ONLY, HOWEVER THE SUPPORTING STRUCTURE HAS
BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMI G SCHEME SHOWN WILL CLOSELY PARALLEL
FINAL LAYOUT MY MFR. EXACT TRUSS WEB, CHORD SIZES AND LAYOUTARETO BE DETERMINED BY THE
MFR. TRUSS MFR TO DESIGN ANY PERMANENT BRACIN D REQUIRED FOR STABILITY.
23.5. ALL TRUSSES FURNISHED SHALL BE SUPPLIED WITH SI 3 NED 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 BROUG
HT TO THE ATTENTION OF TH
E ARCHITECT FORSUBSTITUTION, U STITUTION.
23.6. BRACE BOTTOM CHORD AS PER MFR SPECS, IF NOT 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 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 PREFA91RICATEDHARDWARE HANGER OR OTHER.
23.8. FABRICATORTO SUBMIT SHOP DRAWINGS AND CALC' " TONS FOR ALL ELEMENTS OVER SIGNATURE
AND SEAL OF FLORIDA ENGINEER (SPECIALTY ENGINE R). SPECIALTY ENGINEER MAY SUBMIT
PREFERRED CONNECTION AND OTHER DETAILS IF OF ERENT 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
WEATHER AND TO BE STAINLESS STEEL IF EXPOSED TO WEATHER UPON COMPLETION.
24.2. UPLIFT CONNECTORS MAY BE SUBSTITUTED WITH CONNECTORS WITH a THE DOCUMENTED UPLIFT
VALUE IS a 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. BY ARCHITECT
2& DOORS AND WINDOWS:
BFB BB�g2_o l
• 26.8. G60,68TO Hnvc O n, F GT
n 26.9 SIZES RE Annn n Ann GANVERY '1 2" IN SIZE IF EGRESS 18 NOT EFFEG:FEID,
27. ELECTRICAL & LIGHTING NOTES
27.1. PLANS ARE SCHEMATIC. EXACT LAYOUT/SIZING OF CIRCUITS, RECEPTACLES, FIXTURES, AND
EQUIPMENT, SHALL BE DETERMINED BYAN ELECTRICAL CONTRACTOR AND APPROVED BY THE
ARCHITECT. IF LAYOUT/SIZING IS PROVIDED ELECTRICALC CO
NTRACTOR TRACTOR TO VERIFY
.
27.2. ALL 120V 15A AND 20A DWELLING UNIT RECEPTACLES SHALL BE LISTED TAMPER -RESISTANT TYPE.
27.3. PROVIDE AFIC AS DETERMINED BY NEC210.12 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.
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: <25, INSULATION SMOKE DEVELOPED: <450
31.4. WALUCLG FLAME SPREAD: <200, WALUCLG SMOKE DEVELOPED: <450
32. CLIMATIC & GEOGRAPHIC DESIGN CRITERIA:
32.1. WEATHERING: NEGLIGIBLE, TERMITE AREA: VERY HEAVY
33. MISC:
34. FINISHES
PER FBn R8
W� 1 8/4" FpAprn,NTA TYP TRANSITION FROM WGGD T-G GC)NG (I E. @ GABLE END) TO I IAVEA
34.3. EXTERIOR T&G WOOD CEILING. ATTACH.tx4 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.
REVIEWER,' f-UH
BODE COMPLIANCE
ST.' LUCIIE COUNTY
13a.ACC
ABBREVIATIONS:
AS
ANCHOR BOLT
AIC
AIR CONDITIONER
AHU
AIRHANDLING UNIT
AT
ACOUSTICAL TILE
B.M.
BENCH MARK
BM
BEAM
BC
BOTTOM CHORD
BILK
BLOCK
SO
BY OWNER
BOTT
BOTTOM
BP
BOTTOM PLATE
CAI
CONTROL (CONSTRUCTION) JOINT
CL
CENTER LINE
CLG
CEILING
CLR
CLEAR
CMU
CONCRETE MASONRY UNIT
CO
CONNECTOR
COL..
COLUMN
CONIC
CONCRETE
CONT
CONTINUOUS
ICU
CONDENSING UNIT OR COPPER
CW
COLD WATER
CXN
CONNECTION
D
NAIL SIZE (PENNY)
DF
DRINKING FOUNTAIN
DIA
DIAMETER
DIM
DIMENSION
DISP
DISPOSAL
DN
DOWN
DR
DRYER
DTL
DETAIL
DW
DRIVEWAY
'E'
EXISTING
EA
EACH
EJ
EXPANSION JOINT
EL
BUILDING ELEVATION
ELECT
ELECTRICAL
ELEV
ELEVATOR OR ELEVATION
EW
EACH WAY
EWC
ELECTRIC WATER COOLER
EWH
ELECTRIC WATER HEATER
EXP
EXPOSED
EXT
EXTERIOR
EXTG
EXISTING
F1
FOOTING #1
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)
GALV
GALVANIZED
GFI
GROUND FAULT INDICATOR
GSF
GROSS SQUARE FEET
GWH
GAS WATER HEATER
GWB
GYPSUM WALLBOARD
HB
HOSE BIB
HC
HOLLOW CORE
HDG
HOT DIPPED GALVANIZED
HORIZ
HORIZONTAL
HW
HOT WATER
HWH
HOT WATER HEATER
IN
INCH
INT
INTERIOR
JT
JOINT
MAX
MAXIMUM
MEP
MECH/ELECT/PLUMB
MFR.
MANUFACTURER
MIN
MINIMUM.
MID
MASONRYOPENING
MW
MICROWAVE
NIC
NOT IN CONTRACT
NTS
NOT TO SCALE
NSF
NET SQUARE FEET
L-1
LINTEL #1
LF
LINEAL FOOT
OA
OVERALL -
OC
ON CENTER
OAS
OR APPROVED SIMILAR.
PL
PROPERTY LINE OR PLATE
PLY
PLYWOOD
PT
PRESSURE TREATED
PVC
POLYVINYL CHLORIDE
R
RADIUS
R/A
RETURNAIR
RCB
REINFORCED CONCRETE BEAM
RCC
REINFORCED CONCRETE COLUMN
RD
ROOF DRAIN
REF
REFRIGERATOR
REINF
REINFORCING
REQ
REQUIRED.
R/W
RIGHT-OF-WAY
RTU
ROOF TOP UNIT
S.
SIMPSON (MFR)
SBS
STYRENE BUTADIENE STYRENE
SEL
SITE ELEVATION
SF
SQUARE FOOT
SIM
SIMILAR
SK
SINK
SOG
SLAB ON GRADE
ss
STAINLESS STEEL
STAG
STAGGERED
TBD
TO BE DETERMINED
TC
TOP CHORD
THE
TO MATCH EXISTING
TOB
TOP OF BEAM
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
VERT
VERTICAL
VTR
VENT THRUROOF
W/
WITH
WA
WASHER MACHINE
WP
WATERPROOF
WD
WOOD
WWF
WELDED WIRE FABRIC/MESH
# POUND OR NUMBER
E
no
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Ad
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general notes
9/24/20'
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