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100% CONSTRUCTION DOCUMENTS
03/16/2020
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INDEX TO DRAWINGS
G101
COVER SHEET / INDEX TO DRAWINGS CODE DATA / VICINITY MAP
SNA
SPECIFICATIONS SHEET
SN-2
SPECIFICATIONS SHEET
S-1
PLAN, SECTION & DETAIL SHEET
A101
FLOOR & ROOF PLANS
A201
BUILDING ELEVATIONS & SECTION
A501
SECTION DETAILS
'BUILDING DESIGN CRITERIA
CODE CONFORMANCE
FLORIDA BUILDING CODE (FBC) including:
SIXTH EDITION (2017)
CHAPTER 11 - FLORIDA ACCESSIBILITY CODE FOR BUILDING CONSTRUCTION
CHAPTER 13 - FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING
CONSTRUCTION
(FBC) - MECHANICAL
SIXTH EDITION (2017)
(FBC) - PLUMBING
SIXTH EDITION (2017)
(FBIC) - FUEL GAS
SIXTH EDITION (2017)
(FBC) - TEST PROTOCOLS HIGH VELOCITY HURRICANE ZONES
SIXTH EDITION (2017)
(FBC) - EXISTING BUILDING
SIXTH EDITION (2017)
ASCE
7-10
NATIONAL ELECTRICAL CODE (NEC)
2014
FLORIDA FIRE PREVENTION CODE (FFPC)
SIXTH EDITION, EFFECTIVE 12/31117
NFPA1 (FIRE PREVENTION CODE)
2015 EDITION
NFPA1 01 (LIFE SAFETY CODE)
2015 EDITION
NFPA70 (NATIONAL ELECTRIC CODE)
2014
OTHER PUBLICATIONS ADDED BY REFERENCE TO NFPA 1 & NFPA
101
DESIGN DATA
OCCUPANCY CLASSIFICATION
(R) RESIDENTIAL
CONSTRUCTION TYPE CLASSIFICATION
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WEGMAN
ARCHITECTS, P.A.
AA0003150
625 EAST ORANGE ST.
LAKELAND, FL 33801
E-MAIL: FWARGH@
FURRANDWEGIVIAN.COM
TEL 863 688 121 1
FAX 863 688 1473
COPYRIGHT 2019 FURR & WEGMAN ARCHITECTS, PA
THE DESIGN AND CONCEPTS DEPICTED HEREWITH ARE THE
SOLE PROPERTY OF FURR & WEGMAN ARCHITECTS, PA
NO REPRODUCTION, REVISM. OR REUSE OF THIS
DRAWING IS AUTHORLEED WITHOUT SPECIFIC WRITTEN
PERMISSION- ALL RIGHTS RESERVED
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JOB NUMBER:
2020-13
SHEET NUMBER:
G101
DESIGN LOADS:
BUILDING CODE: THE FLORIDA BUILDING CODE 6TH ED. (2017)
SPECIAL INSPECTION REQUIREMENTS: NO- NOT CLASSIFIED AS A THRESHOLD BUILDING
DESIGN WIND LOADING CRITERIA:
CODE: ASCE 7-10
DESIGN BASE WIND SPEED = 138 MPH (3 SEC. GUST)
RISK CATEGORY 11
EXPOSURE CATEGORY B
INTERNAL PRESS. COEFFICIENT, GCpj = 0.0, +/�-0.18
BUILDING ENCLOSURE CATEGORY = OPEN, ENCLOSED
WINDBORNE DEBRIS REGION - COMPONENT AND CLADDING DESIGN:
REFER TO COMPONENT AND CLADDING TABLES FOR DESIGN PRESSURES.
GRAVITY DESIGN LOADS:
DEAD LOADS:
SECOND FLOOR:
STRUCTURE (2ND FL.) = 15 PSF
ROOF:
STRUCTURE:= 20 PSF
LIVE LOADS:
BALCONY:
RESIDENTIAL = 40 PSF
ROOF MIN. = 20 PSF
EXTENT OF STRUCTURAL ANALYSIS:
THE STRUCTURAL ANALYSIS AND DESIGN PERFORMED ON THIS PROJECT WAS LIMITED TO THAT
AREA AND SPECIFICALLY INCLUDED ONLY THOSE ELEMENTS WHICH WERE DIRECTLY EFFECTED
BY THE MODIFICATIONS REQUIRED TO ADAPT THE EXISTING BUILDING TO SUIT THE OWNER'S
REQUIREMENTS AND CHANGES. NO OTHER STRUCTURAL ANALYSIS OF THE EXISTING
BUILDING STRUCTURE(S) WAS PERFORMED AND NONE IS EXPRESSED OR IMPLIED.
EXISTING CONDITIONS REPRESENTED BY THESE DOCUMENTS:
SHOULD THE GENERAL CONTRACTOR, OR ANY OF HIS SUB, -CONTRACTORS OBSERVE OR
BECOME AWARE OF ANY EXISTING CONDITION(S) WHICH VARY OR APPEAR TO BE CONTRARY
TO THOSE REPRESENTED BY THESE DOCUMENTS, HE SHALL IMMEDIATELY BRING
SUCH TO THE ATTENTION OF THE ARCHITECT. DUE CARE WAS EXERCISED IN THE RESEARCH
AND PREPARATION OF THESE DOCUMENTS, BUTAS IS OFTEN THE CASE IN RENOVAT10N AND
RETROFIT PROJECTS, SOME EXISTING CONDITIONS REPRESENTED BY THE AVAILABLE
ORIGINAL DESIGN AND CONSTRUCTION DOCUMENTS MAY VARY FROM WHAT WAS ACTUALLY
CONSTRUCTED. IMMEDIATE NOTIFICATION OF THE DESIGN TEAM OF SUCH CONDITIONS WILL
LESSEN THE IMPACT OF ANY NECESSARY CHANGES OR MODIFICATIONS. ADDITIONALLY,
SHOULD THE GENERAL CONTRACTOR, OR ANY OF HIS SUB -CONTRACTORS OBSERVE OR
BECOME AWARE OF ANY EXISTING CONDITION(S) WHICH WOULD SUGGEST THE POTENTIAL FOR
EXISTING STRUCTURAL DISTRESS OR OVERSTRESS, HE SHALL IMMEDIATELY BRING SUCH TO
THE ATTENTION OF THE ARCHITECT.
GENERAL CONSTRUCTION NOTES:
1 . THE CONTRACTOR SHALL CAREFULLY STUDY AND COMPARE THE CONTRACT
DOCUMENTS.THEY SHALL BE RESPONSIBLE FOR THE FIELD COORDINATION OF
ARCHITECTURAL, STRUCTURAL, CIVIL, MECHANICAL AND ELECTRICAL TRADES, INCLUDING
DETAIL AND DIMENSIONS. ANY DISCREPANCIES BETWEEN DRAWINGS, DETAJLS,
DIMENSIONS, ETC., SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT
IMMEDIATELY UPON DISCOVERY AND PRIOR TO COMMENCING CONSTRUCTION OF THE
AFFECTED AREA. DO NOT SCALE DRAWINGS FOR DIMENSIONS NOT PROVIDED. REFER TO
THE ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT PROVIDED ON THE STRUCTURAL
DRAWINGS.
2. THE INFORMATION CONTAINED IN THE STRUCTURAL DRAWINGS IS, IN ITSELF, INCOMPLETE
AND SHALL BE USED IN CONJUNCTION WITH ALL CONTRACT DOCUMENTS, INCLUDING THE
WRITTEN SPECIFICATION, ISSUED IN CONJUNCTION WITH THE DRAWINGS AND ALL
REFERENCED CONSTRUCTION MATERIALS INSTITUTE OR ASSOCIATION SPECIFICATIONS,
STANDARD PRACTICES, CODES, ETC.
3. SPECIFICATIONS INDICATED IN THE STRUCTURAL CONTRACT DOCUMENTS ARE TO BE
CONSIDERED MINIMUM ACCEPTABLE CRITERIA AND MAY BE SUPERSEDED BY MORE
STRINGENT CRITERIA REQUIRED AS A PART OF THE ARCHITECTURAL CONTRACT
DOCUMENTS.
4. SECTIONS AND DETAILS ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL
APPLY AT ALL SIMILAR LOCATIONS, UNLESS OTHER SECTIONS AND DETAILS ARE
SPECIFICALLY REFERENCED.
5. WHERE, IN THE OPINION OF THE CONTRACTOR:
A INFORMATION IS UNCLEAR
B. INFORMATION IS NOT PROVIDED
C. THERE IS A CONFLICT BETWEEN THE DRAWINGS AND THE SPECIFICATION
D. THERE IS A CONFLICT WITHIN THE DRAWINGS
E. THERE IS A CONFLICT WITHIN THE SPECIFICATIONS
THE HIGHER QUALITY AND/OR GREATER QUANTITY OF THE CONFLICTING OPTIONS SHALL
GOVERN. IMMEDIATELY AFTER THE DISCOVERY OF SUCH SITUATIONS, THE
CONTRACTOR SHALL CONTACT THE ARCHITECT(ENGINEER FOR GUIDANCE. THE
ARCHITECTIENGINEER IS AND SHALL REMAIN THE FINAL AUTHORITY FOR INTERPRETATION
OF THE DOCUMENTS IN SITUATIONS OF CONFLICT-
6. REFER TO THE ARCHITECTURAL DRAWINGS FOR FINISHED FLOOR ELEVATIONS, SLOPES
AND LOCATION OF DEPRESSED AREAS.COMPARE WITH STRUCTURAL PLANS AND DETAILS
AND REPORT ANY DISCREPANCIES TO THE ARCHITECT PRIOR TO FABRICATION OR
INSTALLATION OF STRUCTURAL WORK.
7. ALL MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE FLORIDA
BUILDING CODE e ED. (2017) AND THE WRITTEN SPECIFICATION BOOKLET ISSUED WITH
THE DRAWINGS.
8. THE SAFETY OF THE WORKERS AND THE CONSTRUCTION SITE IS THE SOLE
RESPONSIBILITY OF THE CONTRACTOR NEITHER THE ARCHITECT NOR THE STRUCTURAL
ENGINEER SHALL BE HELD LIABLE FOR ACCIDENTS DURING CONSTRUCTION OF THE
PROJECT. THESE DOCUMENTS DO NOT INCLUDE PROVISIONS TO SATISFY SAFETY
REQUIREMENTS. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ENSURING
CONFORMANCE WITH ALL OSHA STANDARDS. JOB SITE VISITS BY THE ENGINEER SHALL
NOT CONSTITUTE APPROVAL, AWARENESS OR LIABILITY FOR ANY HAZARDOUS
CONDITIONS.
9. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE ERECTION
PROCEDURE, MEANS, METHODS AND SEQUENCE OF CONSTRUCTION. IT IS THE SOLE
RESPONSIBILITY OF THE CONTRACTOR TO ENSURE THE STRUCTURAL STABILITY OF THE
BUILDING AND IT'S COMPONENT PARTS DURING ALL PHASES OF CONSTRUCTION THIS
INCLUDES, BUT IS NOT LIMITED TO THE ADDITION OF ANY NECESSARY TEMPORARY
BRACING, GUYING, SHORING, TIE DOWNS, ETC., THAT MAY BE REQUIRED TO RESIST
FORCES APPLIED DURING CONSTRUCTION, INCLUDING WIND.
10. THE CONTRACTOR SHALL EXERCISE SUCH MEASURES AS ARE REQUIRED TO PROTECT
ADJOINING PROPERTY, STRUCTURES, FACILITIES AND UTILITIES FROM DAMAGE
DURING CONSTRUCTION.
11. THE GENERAL CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS PRIOR TO BEGINNING
CONSTRUCTION. THE CONTRACTOR SHALL COORDINATE ALL DIMENSIONS AND
ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS.
12. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROPER DESIGN AND CONSTRUCTION
OF ALL NECESSARY FORMWORK, SHORING, RESHORING AND UNDERPINNING, WHICH IS
REQUIRED TO SAFELY CONSTRUCT THE STRUCTURE. THE CONTRACTOR IS RESPONSIBLE
FOR ANY DAMAGE CAUSED BY THE INSTALLATION OF ANY TEMPORARY SHORING AND/OR
UNDERPINNING. THE DESIGN OF ANY REQUIRED FORMWORK, SHORING, RESHORING,
UNDERPINNING, ETC., SHALL BE PROVIDED BY A PROFESSIONAL ENGINEER CURRENTLY
REGISTERED IN THE STATE OF FLORIDA (WHOSE TRAINING AND PRACTICE EXPERIENCE IS
STRUCTURAL ENGINEERING). DESIGN CALCULATIONS AND ERECTION DRAWING (WHICH
SHALL BEAR HIS SEAL, SIGNATURE AND THE DATE, SHALL BE SUBMITTED TO THE
ARCHITECTAND RESPONSIBLE BUILDING AUTHORITY.
13. THE CONTRACTOR HAS THE FULL RESPONSIBILITY FOR PROVIDING ANY AND ALL BRACING
NECESSARY TO MAJNTAJN STABILITY AND STRUCTURAL INTEGRITY OF WALLS DURING
CONSTRUCTION. RETAINING WALLS (IF ANY) SHALL BE BRACED PRIOR TO AND DURING ALL
COMPACTING AND BACKFILLING OPERATIONS.
14. NO MODIFICATION OF ANY STRUCTURAL MEMBER SHALL BE PERMITTED WITHOUT FIRST
OBTAJNING NOTIFICATION IN WRITING FROM THE STRUCTURAL ENGINEER THAT SUCH
MODIFICATION IS PERMISSIBLE. THIS INCLUDES ANY MODIFICATION WHICH MAY
ADVERSELY AFFECT THE STRENGTH OF THE MEMBER.
SHOP DRAVANG SUBMITTALS:
SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT AND ARE SUPERSEDED BY THE
STRUCTURAL DRAWINGS. ITSHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO MAKE
CERTAIN THATALL CONSTRUCTION IS IN FULL AGREEMENTWITH THE LATEST STRUCTURAL
DRAWINGS- REVIEW OF SHOP FABRICATION AND ERECTION DRAWINGS BY THE ARCHITECT AND
IS FOR COORDINATION OF REVISIONS, INTERPRETATION REQUESTS
AND FOR VERIFICATION OF THE FABRICATORS UNDERSTANDING OF MAJOR DESIGN
REQUIREMENTS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO APPROVE FOR SAME AS
ABOVE AND, IN ADDITION, TO REVIEW FOR DETAIL DESIGN REQUIREMENTS AND DIMENSIONS.
A/E REVIEWWILL NOT COVER DIMENSIONS OR DETAIL DESIGN REQUIREMENTS, SUCH AS
LENGTHS, QUANTITIES, ETC. THIS REVIEW NEITHER GUARANTEES THAT THE SHOP DRAWINGS
ARE CORRECT NOR INFERS THAT THE SHOP DRAWINGS SUPERSEDE THE STRUCTURAL
DRAWINGS. A/E REVIEW WILL NOT COMMENCE UNTIL ALL OF THE FOLLOWING REQUIREMENTS
ARE SATISFIED!
I . PAPER SUBMITTALS: SUBMITTALS SHALL INCLUDE ONE SET OF REPRODUCIBLES &
TWO SETS OF PRINTS FOR REVIEWAND FILE IN AlE OFFICE. THE REPRODUCIBLES WILL BE
MARKED TO INDICATE ANY NOTED DISCREPANCIES AND/OR ERRORS. THE REPRODUCIBLES
WILL THEN BE RETURNED TO THE CONTRACTOR FOR PRINTING OF DISTRIBUTION SETS FOR
THE OWNER, CONTRACTOR, SUB -CONTRACTORS, ETC.
ELECTRONIC SUBMITTALS: ELECTRONIC SUBMITTALS SHALL INCLUDE ONE COMPLETE SET
OF PRINTS FOR PHYSICAL REVIEW AND FILE IN ENGINEER'S OFFICE. IT IS NOT THE
RESPONSIBILITY OF THE ENGINEER TO BARE THE COST OF PRINTING COPIES OF SHOP
DRAWINGS FOR PHYSICAL REVIEW. ELECTRONIC SUBMITTALS WILL BE RED -LINED
ELECTRONICALLY WITH REVIEW COMMENTS AND WILL BE RETURNED ELECTRONICALLY TO
THE CONTRACTOR FOR DISTRIBUTION TO THE OWNER, CONTRACTOR, SUB -CONTRACTORS,
ETC.
NOTE: SUBMITTALS MADE IN ANY FORM OTHER THAN THAT REQUESTED ABOVE WILL BE
REJECTED AND WILL BE RETURNED TO CONTRACTOR WITHOUT ANY REVIEW. A
COMPLIANT SUBMITTAL WILL BE REQUESTED AND NO FURTHER ACTION WILL BE
TAKEN UNTIL A PROPER SUBMITTAL IS RECEIVED.
NOTE: ANY DELAYS CAUSED BY IMPROPER SUBMITTALS WILL BE THE SOLE
RESPONSIBILITY OF THE CONTRACTOR.
2. SHOP DRAWINGS SHALL NOT BE PREPARED UTILIZING REPRODUCTIONS OF THE
CONTRACT DOCUMENTS. SUCH SUBMITTALS WILL BE RETURNED WITHOUT ANY
REVIEW AND WILL REQUIRE RESUBMITTAL.
3. SUBMITTED DRAWINGS MUST BE COMPLETE, NOT PROGRESS PRINTS! SUBMITTED
DRAWINGS MUST HAVE BEEN CHECKED, APPROVED, DATED, AND INITIALED BY BOTH
THE DETAILER AND THE PERSON IN RESPONSIBLE CHARGE OF FINAL REVIEW AND
APPROVAL OF THE SHOP DRAWINGS IN THE FABRICATORS OFFICE.
4. THE CONTRACTOR SHALL HAVE REVIEWED AND APPROVED THE SHOP DRAWINGS
PRIOR TO SUBMITTING FOR AlE REVIEW! THE PROJECT MANAGER SHALL INDICATE
(EITHER BY COVER LETTER OR BY WRITTEN STATEMENT ON EACH SHEET OF
DRAWINGS SUBMITTED) FOLLOWING NOTE:
.
"THESE SHOP DRAWINGS AND ALL WORK TO BE PERFORMED MEET OR EXCEED
THE REQUIREMENTS OF THE CONTRACT DOCUMENTS IN ALL RESPECTS". THIS
STATEMENT SHALL BE SIGNED AND DATED BY THE PROJECT MANAGER.
5. SUBMITTALS SHALL PROVIDE FOR AT LEAST FOURTEEN (14) WORKING DAYS IN THE
ENGINEERS OFFICE FOR REVIEW. FOURTEEN DAY CLOCK WILL NOT START UNTIL
RECEIPT OF PROPER SUBMITTAL. PHASED SUBMITTALS AND SMALLER PACKAGES ARE
MORE EASILY AND QUICKLY RETURNED.
6. NOTE THAT THE CONTRACTOR'S (OR SUB-CONTRACTOR-S) FAILURE TO SUBMIT SHOP
DRAWINGS IN ATIMELY MANNER (PROVIDING FOR THE REQUIRED REVIEW TIME IN THE
ENGINEERS OFFICE) WILL NOT CONSTITUTE AN EMERGENCY AND AN IMMEDIATE
REVIEW BY THE ENGINEER!
THE CONTRACTOR AND SUB -CONTRACTORS SHALL ASSUME FULL RESPONSIBILITY,
VI OF SHOP DRAW NGS AND DOCUMENTS, FOR: DIMENSIONS;
COORDINATION W/ OTHER TRADES; FABRICATION PROCESSES; CONSTRUCTION
TECHNIQUES; SAFETY CONDITIONS; AND FULFILLING DETAIL REQUIREMENTS OFTHEIR
CONTRACT.
ING FOUNDATION NOTES:
1 � THE DESIGN SOILIFOUNDATION CONTACT PRESSURE = 2000 PSF_ PRIOR TO CONSTRUCTION,
THIS SHALL BE VERIFIED BY AT LEAST ONE 25 FEET DEEP STANDARD PENETRATION TEST
BORING AND A GEOTECHNICAL REPORT PERFORMED/PREPARED BY A GEOTECHNICAL
ENGINEER HOLDING CURRENT REGISTRATION IN THE STATE OF FLORIDA AS A
PROFESSIONAL ENGINEER- THE REPORT SHALL BE SIGNED AND SEALED BY THE
GEOTECHNICAL P.E. THE REPORT SHALL CONTAIN SPECIFIC DETAILED SITEWORK
INSTRUCTIONS AND PROCEDURES WHICH ARE REQUIRED AS A PART OF THE FOUNDATION
CONSTRUCTION AND SHALL BE FOLLOWED BY THE GENERAL CONTRACTOR.
2. ALL FILL MATERIAL SHALL BE PLACED AND COMPACTED IN STRICT CONFORMANCE WITH
THE GEOTECHNICAL REPORT PREPARED FOR THE PROJECT. IN NO INSTANCE SHALL FILL
MATERIAL BE PLACED AND COMPACTED IN INDIVIDUAL LIFT DEPTHS EXCEEDING 12 INCHES
UNLESS SPECIFICALLY DIRECTED TO DO SO IN WRITING BY THE PROJECT GEOTECHNICAL
ENGINEER. IN NO INSTANCE SHALL FILL MATERIAL AND NATURAL SUBGRADE MATERIAL
(UPON WHICH FOUNDATIONS AND/OR SLABS ON GRADE ARE TO BE SUPPORTED) BE
COMPACTED TO A CRITERIA LESS THAT 98% OF MODIFIED PROCTOR MAXIMUM DRY
DENSITY UNLESS SPECIFICALLY DIRECTED TO DO SO IN WRITING BY THE PROJECT
GEOTECHNICAL ENGINEER.
3. ALL POURED IN PLACE CONCRETE SHALL HAVE THE FOLLOWING MINIMUM 28 DAY ULTIMATE
COMPRESSIVE STRENGTH:
A. FOUNDATIONS-fc=3000 PSI.
B. COLUMNS AND (OR) PEDESTALS - fe = 4000 PSI.
C. BEAMS -fc=4000 PSL
4. THE OWNER SHALL RETAIN AN INDEPENDENT TESTING LABORATORY TO PERFORM THE
FOLLOWING TESTS:
A- ONE DENSITY TEST FOR EACH 1500 SQUARE FEET OF COMPACTED SUBGRADE OR
COMPACTED FILL.
B. ONE DENSITY TEST AT EACH COLUMN FOOTING.
C. ONE DENSITY TEST FOR EACH 25 FEET OF WALL FOOTING.
D. SEE CAST IN PLACE CONCRETE NOTES FOR CONCRETE TESTING REQUIREMENTS.
ONE COPY OF ALL TEST REPORT RESULTS SHALL BE SENT DIRECTLY TO THE ARCHITECT,
STRUCTURAL ENGINEER, GEOTECHNICAL ENGINEER AND GENERAL CONTRACTOR.
5. ALL REINFORCING BAR SHALL BE GRADE fy � 60 KSI AND SHALL MEET ASTM SPECIFICATION
A-615 (SI).
6. ALL FOUNDAT10N REBAR LAPS SHALL BE AS SCHEDULED ON THE DRAW NGS FOR THE
SPECIFIC STRUCTURAL ELEMENT AND STRENGTH OF CONCRETE TO BE POURED.
7. PROVIDE CORNER BARS TO MATCH SIZE AND COUNT OF FOUNDATION LONGITUDINAL BARS.
8. BUILDING DESIGN PURSUANT TO THE 2017 EDITION OF THE FLORIDA BUILDING CODE.
9. THE CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS PRIOR TO BEGINNING
FOUNDATION CONSTRUCTION.
10. UNLESS SPECIFICALLY DETAILED OTHERWISE, FOUNDATIONS SHALL BE LOCATED AT THE
CENTER OF WALLS AND/OR COLUMNS WHICH THEY SUPPORT. TOLERANCE FOR THE
ACCEPTABILITY OF PLACEMENT OF FOUNDATIONS, ANCHOR BOLTS, COLUMN DOWELS,
WALL DOWELS, ETC., SHALL BE GOVERNED BY THE APPROPRIATE AISC, ACI AND/OR
BUILDING CODES PROVISIONS.
11. WHEN LAYING OUT UNIFORMLY SPACED REINFORCING DOWELS, FIRST LOCATE DOWELS
SPECIFIED ATWINDOW OPENINGS, DOOR OPENINGS, ENDS OF WALLS, COLUMNS,
PILASTERS, ETC., THEN LOCATE THE DOWELS IN BETWEEN AT THE SPECIFIED MAXIMUM
UNIFORM SPACING.
12. THE FOUNDATION CONTRACTOR SHALL EXERCISE SUCH MEASURES AS ARE REQUIRED TO
PROTECT ALL ADJOINING BUILDINGS, STRUCTURES, FOUNDATIONS, FACILITIES AND
UTIL111ES FROM SUSTAINING DAMAGE WHICH GOULD RESULT FROM WORK DONE UNDER
THIS CONTRACT.
13. THE CONTRACTOR SHALL PROVIDE SUCH FOUNDATION STEPS AS ARE NECESSARY TO
PERMIT ALL BELOW GRADE PIPING TO PASS THROUGH THE BOTTOM OF THE SLAB ON
GRADE AND THE TOP OF THE FOUNDATION. PREFERABLY, THERE SHOULD BE A MINIMUM
OF FOUR INCHES OF SOIL BETWEEN THE PIPE AND BOTH THE BOTTOM OF THE SLAB ABOVE
AND THE TOP OF THE FOUNDATION BELOW. SEE TYPICAL STEPPED FOOTING DETAIL.
INDIVIDUAL COLUMN FOUNDATIONS SHOULD BE LOWERED TO ACCOMMODATE PLUMBING.
THE CONTRACTOR SHALL REVIEW SUCH SITUATIONS WITH THE STRUCTURAL ENGINEER
AND COORDINATE WITH SUBS AND
MATERIAL SUPPLIERS.
14. DURING THE CONSTRUCTION PHASES OF EXCAVATION, BACKFILLING AND FOUNDATION
CONSTRUCTION, A SOILS TESTING LABORATORY SHALL BE RETAINED BY THE OWNER TO
PROVIDE CONSTRUCTION REVIEW TO INSURE COMPLIANCE WITH THE CONSTRUCTION
DOCUMENTS. THE ARCHITECT SHALL BE IMMEDIATELY NOTIFIED OF ANY OBSERVED
CONDITIONS WHICH ARE AT VARIANCE WITH THE FIELD CONDITIONS INDICATED WITHIN THE
PROJECT GEOTECHNICAL REPORT.
15. UNLESS THE OWNER SPECIFICALLY PROHIBITS THE USE OF EARTH FORMS, THE VERTICAL
FACES OF FOUNDATIONS MAY BE EARTH FORMED IF THE EXCAVATION CAN BE KEPT
VERTICAL, CLEAN AND STABLE AND IF OVERALL FOOTING WIDTH IS INCREASED BY 2 INCHES
ON EACH SIDE (4 INCHES TOTAL), OTHERWISE VERTICAL SIDE FORMWORK MUST BE
PROVIDED.
16. THE CONTRACTOR IS CAUTIONED THAT EXCAVATIONS ADJACENT TO OR UNDER EXISTING
OR NEWLY CONSTRUCTED FOUNDATIONS SHALL NOT BE PERMITTED AND THAT THE COST
OF REPAIRING ANY DAMAGE ANDIOR SETTLEMENT RESULTING FROM SUCH EXCAVATIONS
WILL BE HIS/HER RESPONSIBILITY.
CAST IN PLACE CONCRETE NOTES:
I . CAST IN PLACE CONCRETE WORK INCLUDES REINFORCING STEEL AND RELATED WORK
SHOWN INCLUDING FORMWORK, SETTING ANCHOR BOLTS, PLATES, FRAMES, DOWELS FOR
MASONRY OR OTHER ITEMS EMBEDDED IN CONCRETE.
2. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF THE FOLLOWING
CODES AND STANDARDS (LATEST EDITIONS):
A. ACI 117 "STANDARD TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS"
B. ACI 232AR "USE OF ROW OR PROCESSED NATURAL POZZOLANS IN CONCRETE"
OR
ACI 232.2R "USE OF FLY ASH IN CONCRETE"
OR
ACI 233R"GROUND GRANULATED BLAST FURNACE SLAG"CEMENT IN CONCRETE AND
MORTAR
C. ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS*
D. ACI 302 "GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION"
E. ACI 304"RECOMMENDED PRACTICE FOR MEASURING, MIXING, TRANSPORTING AND
PLACING CONCRETE"
F. ACI 304.2R PLACING CONCRETE BY PUMPING METHODS
G. ACI 305R "RECOMMENDED PRACTICE FOR HOTWEATHER CONCRETING'
H. ACI 306R "RECOMMENDED PRACTICE FOR COLD WEATHER CONCRETING"
1. ACI 308 "STANDARD PRACTICE FOR CURING CONCRETE"
J. ACI 309R"GUIDE FOR CONSOLIDATION OF CONCRETE"
K. ACI 311 "RECOMMENDED PRACTICE FOR CONCRETE INSPECTION"
L. ACI 315 DETAILS AND DETAILING OF CONCRETE REINFORCEMENr
M. ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE'
N. ACI 347"RECOMMENDED PRACTICE FOR CONCRETE FORMWORK"
0. ACI MANUAL OF CONCRETE PRACTICE - PARTS 1 THRU 5 (AS APPROPRIATE TO TYPE OF
CONSTRUCTION).
3. CONCRETE SHALL BE NORMAL WEIGHT (U.N.O.) AND SHALL BE BATCHED, MIXED AND
TRANSPORTED IN ACCORDANCE WITH ASTM C94, -THE SPECIFICATIONS FOR READY MIX
CONCRETE".
NOTE: THE CONCRETE SHALL BE PLACED WITHIN 90 MINUTES OF BATCH TIME.
CONCRETE MIX DESIGN SHALL BE PROPORTIONED IN ACCORDANCE WITH ACI
301 TO PROVIDE CONCRETE CAPABLE OF BEING PLACED WITHOUT EXCESSIVE
SEGREGATION AND WITH ACCEPTABLE FINISHING PROPOERTIES, DURABILITY,
SURFACE HARDENERS, APPEARANCE, AND STRENGTH REQUIREMENTS
REQUIRED BY THESE SPECIFICATIONS.
MATERIALS USED IN THE CONCRETE MIX:
A. PORTLAND CEMENT: ASTM C 150, TYPE 1 OR TYPE 11
B. AGGREGATES: NORMAL WEIGHT CONCRETE, COARSE AND FINE, ASTM C33 IMAXIMUM
AGGREGATE SIZE: FOUNDATIONS - #57, ALL OTHER CONCRETE STRUCTURAL ELEMENTS
- #67.
C. AIR ENTRAINING AGENT SHALL MEET ASTIM. C-260
D. WATER REDUCING: ASTM C494. TYPE A
E. WATER: FRESH, CLEAN AND POTABLE.
F. NO ACCELERATORS, RETARDERS OR ADMIXTURES CONTAINING CHLORIDES WI LL BE
PERMITTED.
G. CALCIUM CHLORIDE SHALL NOT BE USED IN THE MIX
NOTE: ADDING OF WATER TO MIX IN FIELD:
THE READYMIX DRIVER SHALL HAVE IN HIS POSSESSION AT TIME OF DELIVERY,
WRITTEN INSTRUCTIONS FROM THE READYMIX SUPPLIER DETAJLING THE
MAXIMUM AMOUNT OF WATER WHICH CAN BE ADDED TO THE MIX BY THE
DRIVER IN THE FIELD (GALLONS PER YARD)- OTHERWISE WATER SHALL NOT BE
ADDED TO THE MIX AFTER LEAVING THE BATCH PLANT.
H. FLY-ASH:ASTM C618, CLASS F, 20% MAXIMUM BYWEIGHT. 00 NOT USE FOR EXPOSED
SLABS FOR ARCHITECTURAL CONCRETE.
1. SUPER PLASTICIZER: ASTM C494. TYPE F OR G, WHERE AUTHORIZED BY THE ENGINEER
J. SLAG CEMENT IN CONCRETE: ASTM C989,30% BY WEIGHT
4. CONCRETE SHALL HAVE THE MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS,
(U.N-O.), FOR THE STRUCTURAL ELEMENT INDICATED BELOW:
FOUNDATION: 3000 PSI .
SLAB ON GRADE: 3000 PSI
COLUMNS/PEDESTALS: 4000 PSI
TIE BEAMS: 4000 PSI
BEAMS: 4000 PSI
WALLS: 4000 PSI
CONCRETE MIX DESIGN SUBMITTAL DATA REQUIRED:
A- INTENDED USAGE AND LOCATION FOR EACH MIX TYPE
B. MIX DESIGN FOR EACH TYPE
C. CEMENT CONTENT IN POUNDS -PER -CUBIC YARD
D. COURSE AND FINE AGGREGATE IN POUNDSICUBIC YARD
E. WATER CEMENT RATIO BY WEIGHT (NOT TO EXCEED 0.60 EVERYWHERE EXCEPT SLAB
ON GRADE WIC = 0.5)
F. CEMENT TYPE OF MANUFACTURER
G. SLUMP RANGE
H. AIR CONTENT
1. ADMIXTURE TYPE AND MANUFACTURER
J. PERCENT ADMIXTURE BY WEIGHT
K. HISTORICAL PERFORMANCE STRENGTH TEST DATA REQUIRED TO ESTABLISH MIX
DESIGN.
5. THE OWNER SHALL RETAIN THE SERVICES OF A QUALIFIED ACCREDITED TESTING
LABORATORY TO PERFORM THE FOLLOWING TESTING SERVICES:
A. SAMPLING PER ASTM. C-1 72
NOTE: SAMPLING SHALL BE TAKEN FROM THE POINT OF DELIVERY OF THE CONCRETE.
IN OTHER WORDS IF A CONCRETE PUMP IS USED, SAMPLES SHALL BE TAKEN FROM THE
DISCHARGE END OF THE HOSE.
B_ SLUMP PER ASTM. G-143
C. COMPRESSIVE STRENGTH PER ASTM. C-31 & C-39. FOR EACH CLASS OF CONCRETE
POURED, PROVIDE FOUR SETS OF TWO CYLINDERS FOR EACH 50 CUBIC YARDS OF
CONCRETE OR FRACTION THEREOF. BREAK ONE SET AT (7) DAYS, TWO AT (28)
DAYS AND HOLD THE REMAINING IN RESERVE IN CASE A 56 DAY TEST IS REQUIRED. A
TEST RESULT IS CONSIDERED TO BE THE AVERAGE OF THE TWO CYLINDER BREAKS
COMPRISING A SET. ONE COPY OF ALL TEST RESULTS SHALL BE SENT DIRECTLY TO
THE OWNER, ARCHITECT, STRUCTURAL ENGINEER AND GENERAL CONTRACTOR
IMMEDIATELY UPON DETERMINATION OF RESULTS. FREQUENCY OF TESTING SHALL
NOT BE LESS THAN ONCE A DAY WHEN CONCRETE IS POURED NOR LESS THAN ONCE
FOR EACH 5000 SQUARE FEET OF SURFACE AREA FOR SLABS OR WALLS.
6. REINFORCEMENT USED IN CONCRETE STRUCTURAL ELEMENTS:
A. DEFORMED BARS: ALL MILD REINFORCING BAR USED IN CONCRETE SHALL BE GRADE 60
KSI DEFORMED BAR CONFORMING TO ASTM SPECIFICATION A-615 (Sl).
B_ SMOOTH DOWELS: ASTM A615, PLAIN BARS, MINIMUM YIELD STRENGTH OF 60 KSI.
C. WELDED WIRE FABRIC: CONFORM TO ASTM. A-185 AND SUPPLIED IN FLAT SHEETS
(RATHER THAN IN ROLLS). FABRIC SHALL BE PLACED ON CONTINUOUS NO. 4 REBAR
CHAIRS SPACED AT 3 FT. O.C. TO MAINTAIN THE PROPER LOCATION WITHIN THE
CONCRETE.
D. ACCESSORIES TO CONFORM TO ACI 315.
E. WHERE CONCRETE SURFACES ARE EXPOSED, MAKE THOSE PORTIONS OF ALL
ACCESSORIES IN CONTACT WITH THE CONCRETE SURFACE OR WHININ Y2 INCHES
THEREOF, OF PLASTIC.
F. ALL REINFORCING DETAILS SHALL CONFORM TO ACI 315, LATEST EDITION,'MANUAL OF
STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES- (U.N.O.)
G. SUBMIT COMPLETE DETAIL AND PLACING SHOP DRAWINGS FOR ALL REINFORCING
7. CONCRETE COVER OVER REINFORCING IN CONCRETE STRUCTURAL ELEMENTS SHALL BE
AS FOLLOWS:
A- FOUNDATIONS: 3"
B. COLUMNS: 1 1/2" (7- FOR NO- 6 AND LARGER BARS)
C. BEAMS: 1 112" (2" FOR NO. 6 AND LARGER BARS)
D. WALLS: 1 1/2" (2" FOR NO. 6 AND LARGER BARS)
E_ SLABS: 1 "(INTERIOR), 1 112- (EXTERIOR)
NOTE: EXPOSED HORIZONTAL SURFACES OF STRUCTURAL SLABS SHALL BE COATED WITH
A HIGH QUALITY COMMERCIAL GRADE WATER PROOFING AND SEALING AGENT.
8. LAP SPLICE LENGTHS SHALL BE AS SCHEDULED FOR THE STRENGTH OF CONCRETE AND
SPECIFIC STRUCTURAL ELEMENT IN QUESTION.
9. PROVIDE PROPERLY TIED SPACERS, CHAIRS, BOLSTERS, ETC., AS ARE REQUIRED AND
NECESSARY TO ASSEMBLE, PLACE AND SUPPORT ALL REINFORCING IN THE PROPER
REQUIRED LOCATION WITHIN THE FORMWORK (AND MAINTAIN REINFORCING IN THE
PROPER POSITION DURING CONCRETE PLACEMENT OPERATIONS AND UNDER THE
APPLICATION OF CONSTRUCTION LOADS AND OPERATIONS). WHERE WIRE TYPE SUPPORTS
ARE USED, COMPLYING WITH CRSI RECOMMENDATIONS, PLASTIC TIP LEGS SHALL BE
USED WHEN CONCRETE IS TO BE EXPOSED TO EXTERIOR CONDITIONS.
10. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROPER DESIGN AND
CONSTRUCTION OF ALL NECESSARY FORMWORK, SHORING AND RESHORING IN
ACCORDANCE WITH ACI 347. THE DESIGN SHALL BE PREPARED BY A DELEGATED
SPECIALTY STRUCTURAL ENGINEER CURRENTLY REGISTERED IN THE STATE OF INTENDED
CONSTRUCTION OF THE PROJECT WHERE LIFE SAFETY ISSUES ARE CRITICAL AND
ERECTION DRAWING SHALL BEAR HIS SEAL AND SIGNATURE AND THE DATE. ERECTION
DRAWINGS SHALL BE SUBMITTED TO THE RESPONSIBLE BUILDING AUTHORITY.
NOTE: EARTH MAYBE USED AS VERTICAL SURFACE FORMS FOR FOOTINGS PROVIDED
THAT THE FOOTING OVERALL WIDTH IS INCREASED IN SIZE BY FOUR INCHES.
11- POUR BREAKS IN BEAMS AND SLABS SHALL OCCUR AT MID SPAN BETWEEN SUPPORTS
(POINTS OF MINIMUM SHEAR) BY USE OF VERTICAL BULKHEADS. COLD JOINTS LOCATIONS
MUST BE LOCATED TO PROVIDE THE LEAST IMPACT ON THE STRENGTH OF THE
STRUCTURAL MEMBER.
NOTE: HORIZONTAL CONSTRUCTION JOINTS WILL NOT BE PERMITTED IN ANY
HORIZONTAL SPAN CONCRETE MEMBER!
12. PROVIDE MINIMUM 14 GAGE GALVANIZED CORRUGATED DOVETAIL ANCHORS AT 16"O.C. TO
CONNECT ADJACENT MASONRY TO CONCRETE STRUCTURAL ELEMENTS. PROVIDE
DOVETAIL ANCHOR HARDWARE WITH HOT DIP GALVANIZED FINISH, (ASTM A 153,
CLASS B2,(1.5 OZ. PER SQ. FT.)).
13, PROVIDE NEOPRENE WATER STOPS AT ALL CONSTRUCTION JOINTS IN CAST IN PLACE
CONCRETE WHERE ONE SIDE IS DIRECTLY EXPOSED TO EITHER THE WEATHER OR I N
DIRECT CONTACT WITH SOIL AND THE OTHER SIDE OCCURS WITHIN ENCLOSED SPACE-
14. PROVIDE COMMERCIAL FORM COATING COMPOUNDS (RELEASE AGENTS) THAT WILL NOT
BOND, STAIN OR ADVERSELY AFFECT THE FINISHED CONCRETE SURFACE.
15. PLACE CORNER BARS AT CORNERS AND ENDS OF ALL FOOTINGS, WALLS AND BEAMS. BAR
SIZE AND COUNT SHALL MATCH THE LONGITUDINAL REINFORCING IN THE MORE HEAVILY
REINFORCED INTERSECTING ELEMENT (U.N.O.).
16. DOWEL INTERSECTING WALLS, BEAMS, ETC. WITH DOWELS OF THE SAME SIZE, COUNT AND
SPACING AS THE LONGITUDINAL REINFORCING IN THE MORE HEAVILY REINFORCED
MEMBER FRAMING INTO THE JOINT.
17. PLACE AMINIMUM OF TWO (2) NO. 5 BARS (U.N.O.) AROUND ALL FOUR SIDES OF OPENINGS
IN CONCRETE STRUCTURAL ELEMENTS. BARS SHALL EXTEND AT LEAST 36 IN. BEYOND
THE FACE OF THE OPENING.
18. TYPICAL SPACING OF TIES AND STIRRUPS AS INDICATED ON THE PLANS SHALL BE
REDUCED BY 50% FOR THE SPACE BETWEEN THE FACE OF THE SUPPORT AND THE FIRST
S11RRUP OR TIE (U-N-0.).
19. VERTICAL AND HORIZONTAL REINFORCING INDICATED ON THE DRAWINGS SHALL BE
DOWELED OUT OF THE FOUNDATION (OR THE ELEMENTWHERE THE REINFORCING
ORIGINATES, (SLAB, BEAM, TIE BEAM, WALL, ETC-) UTILIZING AN ACI STANDARD
HOOK EMBEDDED TO DEVELOP THE FULL ULTIMATE TENSILE STRENGTH OF THE BAR
(U.N.O.).
20. VERTICAL WALL REINFORCING INDICATED ON THE DRAWINGS SHALL EXTEND FROM THE
FOUNDATION, (OR PER NOTE NO. 1 9 ABOVE), TO THE TIE BEAM AT THE TOP OF THE WALL
PROVIDE A STANDARD ACI 90 DEGREE HOOK (EMBEDDED TO DEVELOP THE FULL ULTIMATE
STRENGTH OF THE BAR) OUT OF THE ELEMENT WHERE THE REINFORCING ORIGI MATES AND
INTO THE TOP OF THE TIE BEAM. HOOK SIZE AND COUNT SHALL MATCH THE VERTICAL
REINFORCING. LAP SPLICE LENGTHS SHALL BE AS SCHEDULED ON THE PLANS.
NOTE: WHEN LAYING CUT FOUNDATION DOWELS FOR "UNIFORMLY'SPACED VERTICAL
WALL REINFORCING, FIRST LOCATE THE DOWELS SPECIFIED AT WINDOW, DOOR &
OTHER MASONRY OPENINGS, ENDS OF WALLS, COLUMNS, TIE COLUMNS,
PILASTERS, ETC-, THEN LOCATE DOWELS IN BETWEEN AT THE SPECIFIED MAXIMUM
UNIFORM SPACING.
21. THE MINIMUM BEARING OF CONCRETE BEAMS ON SUPPORT SHALL BE 8- (UNLESS NOTED
OR DETAILED OTHERWISE). WHERE BEAM BEARS ON A MASONRY SUPPORT, EXTEND BEAM
A DISTANCE OVER THE SUPPORT AT LEAST EQUAL TO THE LENGTH OF ALL REINFORCED
AND GROUTED CELLS ADJACENT TO THE MASONRY OPENING. WHERE THE BEAM BEARS ON
A REINFORCED CONCRETE SUPPORT, EXTEND THE BEAM ACROSS THE FULL LENGTH OF
THE SUPPORT (FULL BEARING OF BEAM ON SUPPORT). NOTE: ALL CONTINUOUS
LONGITUDINAL BEAM REINFORCING SHALL EXTEND FULL LENGTH ACROSS SUPPORT.
LENGTH OF BEARING OF BEAM ON SUPPORT SHALL NOT BE LESS THAN DEPTH OF BEAM.
22. SEE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR LOCATIONS OF
EMBEDDED ITEMS, CONDUITS, PIPES, SLEEVES, SLAB DEPRESSIONS, ANCHORS, INSERTS,
ETC., IN AND THRU CONCRETE ELEMENTS, REQUIRED BY OTHER TRADES. NO CONDUITS,
PIPES, SLEEVES, PENETRATIONS OR INSERTS OF ANY TYPE WILL BE PERMITTED IN BEAMS,
JOISTS, SLABS, COLUMNS OR WALLS UNLESS APPROVED BY THE ENGINEER, SHOWN ON
THE SHOP DRAWINGS, AND CONSTRUCTED TO COMPLY WITH THE REQUIREMENTS OF
SECTION 6.3 OF ACI 318. AFTER APPROVAL BY THE ENGINEER, THE CONTRACTOR SHALL
FURNISH AND COORDINATE THE INSTALLATION OF EMBEDDED ITEMS PRIOR TO PLACING
THE CONCRETE.
23. GENERALLY, REINFORCING SHALL NOT BE CUT TO ACCOMMODATE THE INSTALLATION OF
EMBEDS, ANCHORS, SLEEVES ANDIOR OTHER ITEMS. WHERE SUCH IS ABSOLUTELY
NECESSARY, NOTIFY THE STRUCTURAL ENGINEER OF THE INTENTION TO DO SO AND FOR
EACH BAR CUT, PROVIDE ONE ADDITIONAL BAR EACH SIDE OF THE BAR WHICH WAS CUT.
SIZE OF ADD BARS SHALL MATCH SIZE OF ORIGINAL BAR AND LENGTH SHALL BE
ADEQUATE TO AT LEAST PROVIDE A CLASS -B!' TENSION LAP (OR EMBEDMENT) EACH SIDE
OF THE BAR WHICH WAS CUT
24. REMOVE TRASH AND DEBRIS FROM FORMWORK AND THOROUGHLY WET FORMS
IMMEDIATELY PRIOR TO PLACING CONCRETE.
25. THE CONCRETE SHALL BE PLACED IN ONE CONTINUOUS OPERATION BETWEEN
BULKHEADED CONSTRUCTION JOINTS.
26. THE CONCRETE SHALL BE POURED BY PUMP OR BUCKET AND SHALL BE CONSOLIDATED IN
PLACE USING INTERNAL VIBRATORS.
27. THE CONTRACTOR SHALL BEGIN CONCRETE CURING IMMEDIATELY AFTER FINISHING
OPERATIONS ARE COMPLETED. CURING AGENT SHALL BEA 300/0 SOLIDS LIQUID MEMBRANE
FORMING CHEMICAL COMPOUND AND SHALL MEET ASTM. C-309. THE GENERAL
CONTRACTOR IS TO VERIFY THAT ANY CURING COMPOUNDS THAT ARE USED ARE
COMPATIBLE WITH FINISH MATERIALS TO BE INSTALLED ON THE SURFACE OF THE
CONCRETE.
NOTE: WET CURING IS AN ACCEPTABLE AND PREFERRED METHOD OF CURING FOR SLABS.
THIS REQUIRES THAT THE SURFACE OF THE SLAB REMAIN SATURATED FOR AT
LEAST 4 DAYS WITH WET BURLAP OR POLYETHYLENE SHEETS. THIS
METHOD WILL GREATLY REDUCE VOLUME CHANGE AND SHRINKAGE CRACKS.
28. IMMEDIATELY AFTER REMOVAL OF FORMS, REPAIR ANY HONEYCOMB OR DEFECTIVE AREAS
WITH HIGH STRENGTH CEMENT GROUT. GROUT SHALL BE APPROVED BY THE ENGINEER.
WHEN REINFORCING IS VISIBLE IN DEFECTIVE AREA, CONTACT THE ENGINEER
IMMEDIATELY.
29. IT IS RECOMMENDED THAT CONCRETE TIE BEAM POUR LENGTH NOT TO EXCEED 50'-G"
BETWEEN COLD JOINTS AND IN NO EVENT EXCEED 10OFT IN LENGTH.
REQUIREMENTS FOR LIGHT DUTY SLABS ON GRADE:
1 . SLAB ON GRADE SHALL BE 4 INCHES THICK
2. SLUMP (AT POINT OF DELIVERY) = 3 TO 5 INCHES
3. MAXIMUM AGGREGATE SIZE = 1 INCH
4. ENTRAINED AIR CONTENT = 0 %
5. REINFORCEMENT SHALL BE 6 x 6 W2.1 I W2.1 WELDED WIRE MESH, CHAIRED 1 1/2 INCH
FROM TOP OF SLAB ON CONTINUOUS HORIZONTAL RODS AT A C/C SPACING NOT IN
EXCESS OF 3!-W. PULLING UP MESH DURING OR AFTER THE CONCRETE POUR IS NOT
AN ACCEPTABLE PRACTICE. PROVIDE WWM IN FLAT SHEETS. ROLLS OF WWM WILL
NOT BE ACCEPTABLE
6. PROVIDE MINIMUM 15 MIL VAPOR BARRIER (INTERIOR SLABS ONLY)
7. PROVIDE 30 POUND FELT BOND BREAKER WHERE SLABS ABUT VERTICAL SURFACES
SUCH AS WALLS AND COLUMNS.
a. SUPPORTING SOIL SHALL BE COMPACTED TO 95% OF MODIFIED PROCTOR MAXIMUM
DRY DENSITY. PROVIDE VAPOR BARRIER BETWEEN BOTTOM OF CONCRETE AND TOP
OF COMPACTED SUBGRADE.
9. PROVIDE EITHER KEYED COLD JOINTS OR SAW CUT CONTROL JOINTS AT IT-01 O.C.
OM) IN EACH DIRECTION. SAW CUTJOINTS SHALL BE 1- DEEP AND SAWN AS SOON AS
THE SLAB WILL SUPPORT THE WEIGHT OF THE SAW AND OPERATOR AND THE BLADE
WILL PRODUCE CLEAN CUTS WITHOUT DISLODGING AGGREGATE. (4 HOURS MAX.)
10. FILL SAWCUTS WITH ELASTOMERIC SEALANT AFTER REMOVAL OF DUST WITH
COMPRESSED AIR.
ii. WET CURING IS THE PREFERRED METHOD OF CURING. THIS REQUIRES THAT THE
SURFACE OF THE SLAB REMAIN SATURATED FOR AT LEAST 4 DAYS WITH WET BURLAP
OR POLYETHYLENE SHEETS. THIS METHOD WILL GREATLY REDUCE VOLUME CHANGE
AND SHRINKAGE CRACKS. ALTERNATIVELY, APPLY CURING COMPOUND TO SLAB
WITHIN TWO HOURS OF COMPLE-11ON OF FINISHING OPERATIONS. USE LIQUID
MEMBRANE FORMING COMPOUND COMPLYING WITH ASTM C309, TYPE 1, CLASS A.
FOLLOW MANUFACTURER'S INSTRUCTIONS- ACCEPTABLE PRODUCTS INCLUDE:
A. MASTERBUILDERS "MASTERSEAL"
B. BURKE "SPARTAN COTE"
C. SONNBORN-CONTECH"KURE-N-SEAL
NOTE: CONFIRM THAT CURING COMPOUND WILL NOT INTERFERE WITH THE BONDING
OF ANY APPLIED FLOOR SURFACES.
12. IT IS RECOMMENDED THAT SLABS BE POURED IN CHECKERBOARD PATTERNS OR LONG
STRIPS WITH TRANSVERSE CUTS TO MINIMIZE HYDRATION/SHRINKAGE CRACKING.
STRUCTURAL WOOD FRAMING NOTES:
I . ALL STRUCTURAL WOOD FRAMING SHALL CONFORM TO "THE NATIONAL DESIGN
SPECIFICATION FOR WOOD CONSTRUCTION-, (LATEST EDITION), BY THE NATIONAL FOREST
PRODUCTS ASSOCIATION.
2. ALL STRUCTURAL LUMBER SHALL BE (AS A MINIMUM) "SOUTHERN PINE-, NO. 2 (OR BETTER),
(EXCEPT FOR 2X10's &12s, WHICH SHALL BE NO. 1), COMMERCIAL GRADE, SURFACED DRY
AND USED AT 19% MOISTURE CONTENT. (UNLESS OTHERWISE NOTED.)
3. THE FOLLOWING SHALL BE THE MINIMUM DESIGN VALUES FOR STRUCTURAL LUMBER USED
IN THIS PROJECT. USE NO. 1 (OR BETTER) WHERE REQUIRED FOR SPECIFIC MEMBER SIZES
TO PROVIDE THE SPECIFIED MINIMUM DESIGN VALUES INDICATED BELOW. CLUMBER- IS
INTENDED TO MEAN "DIMENSION" SAWN LUMBER AND "BEAMS AND STRINGERS-.)
A. Fb = 1200 P.Sl (EXTREME FIBER BENDING STRESS)
B_ Fv = 175 P.S.I. (HORIZONTAL SHEAR STRESS)
C. Fc = 1000 P.S.I. (COMP. STRESS PARALLEL TO GRAIN)
D. E = 1600 K.S.I. (MODULUS OF ELASTICITY)
4. ALL STRUCTURAL WOOD IN CONTACTWITH CONCRETE OR MASONRY AND (OR) HAVING
EXTERIOR EXPOSURE, SHALL BE PRESSURE TREATED TO ELIMINATE THE POSSIBILITY OF
DETERIORATION.
5. ALL METAL HARDWARE AND FASTENERS USED IN MAKING LUMBER CONNECTIONS SHALL
BE HOT DIP GALVANIZED AFTER FABRICATION.
NOTE: CONNECTION HARDWARE USED FOR WOOD WHICH IS CHEMICALLY TREATED FOR
FIRE RETARDATION SHALL BE FABRICATED FROM STAINLESS STEEL. CARE MUST
BE TAKEN WITH ANY OTHER MATERIAL WHICH MAY COME INTO CONTACT WITH
CHEMICALLY TREATED WOOD.
6. ALL PRE-ENGINEERED, PRE -FABRICATED TIMBER CONNECTORS SHALL BE HOT DIP
GALVANIZED AFTER FABRICATION.
(REFER TO NOTE (5.), ABOVE REGARDING CONNECTORS USED FOR CHEMICALLY TREATED
FIRE RETARDANTWOOD.)
7. UNLESS NOTED OTHERWISE, PROVIDE SOLID BRIDGING (SIZE TO MATCH MEMBER) OR I X 3
'X"BRIDGING AT INTERVALS NOT TO EXCEED (THE DEPTH OF THE MEMBER X 12) OR 8--o..
WHICHEVER IS THE LESSER INTERVAL.
8. PROVIDE SOLID BLOCKING (SIZE TO MATCH MEMBERS) BETWEEN MEMBERS AT ALL
SUPPORT POINTS.
9. UNLESS OTHERWISE NOTED ON THE DRAWINGS, THE MINIMUM FASTENING REQUIREMENTS
SHALL BE AS SET FORTH BY TABLE 2304.10.1, -FASTENING SCHEDULE-, OF THE FLORIDA
BUILDING CODE 67' ED. (2017).
10. SHEATHING SHALL BE AS SPECIFIED ON THE PLANS (15132 MIN) AND SHALL BE AS FOLLOWS
A. THE SHEATHING SPECIFIED ON PLAN IS THE MINIMUM THICKNESS REQUIRED TO MEET
THE SPECIFIED DESIGN LOADS. ARCHITECTURAL SPECIFICATION$ OR HIGHER
PERFORMANCE DESIRES MAY REQUIRE THICKER SHEATHING.
B. NOMINAL PANEL THICKNESSES ON PLAN AE TO BE AS FOLLOWS
a. 15/32 (.469"MIN THICKNESS) -32/16 SPAN RATING
b. 19/32 (.594 MIN THICKNESS) -40120 SPAN RATING
c. 23/32 (.719 MIN THICKNESS) -48124 SPAN RATING
C. ALL SHEATHING IS TO BE APA RATED
I 1. TYPICAL ROOF DECK SHEATHING (DIAPHRAGM) FASTENING REQUIREMENTS SHALL BE AS
FOLLOWS:
A. ALL FASTENERS SHALL BE 10d GALVANIZED COMMON WIRE MAILS.
B. SPACING OF NAILS AT ALL DIAPHRAGM BOUNDARIES SHALL NOT EXCEED 4 INCHES ON
CENTER (PROVIDE CON11NUOIJS BLOCKING ALONG PERIMETER OF ROOF DECK).
C. SPACING OF NAILS ALONG ALL SUPPORTING MEMBERS OF INDIVIDUAL SHEETS OF ROOF
DECK WITHIN 8 FEET OF CORNERS OF ROOF AND WITHIN 8 FEET OF CORNERS OF RIDGE
SHALL NOT EXCEED 4 INCHES ON CENTER.
D. SPACING OF NAILS AT SUPPORTED EDGES ALONG THE PERIMETER OF EACH SHEET OF
ROOF DECK SHALL NOT EXCEED 6 INCHES ON CENTER.
E. SPACING OF NAILS AT INTERIOR OF SHEETS AT ALL INTERMEDIATED SUPPORTING
MEMBERS SHALL NOT EXCEED 6 INCHES ON CENTER.
F. PLACE INDIVIDUAL PLYWOOD SHEATHING SHEETS SO AS TO STAGGER JOINTS BETWEEN
ADJACENTSHEETS IN ONE DIRECTION. (SIMILAR TO -RUNNING BOND- PATTERN IN
MASONRY).
12. ALL MUL11 MEMBER"BUILT UP"WOOD ELEMENTS SHALL BE FASTENED TOGETHER WITH
FULL GLUE AND NAILING TO FORM A SINGLE SOLID COMPOSITE STRUCTURAL ELEMENT.
THIS INCLUDES; (BUT IS NOT LIMITED TO), BEAMS, COLUMNS, HEADERS, MULTIPLE STUD
ELEMENTS, PLATES AT TOP AND BOTTOM OF STUD WALLS, ETC.
13. ALL ROOF JOISTS, RAFTERS AND TRUSSES SHALL BE SECURELY FASTENED TO THEIR
SUPPORTING MEMBERS WITH HURRICANE STRAPS. PROPOSED STRAP SHALL BE
SUBMITTED TO AND APPROVED BY THE ENGINEER OF RECORD. SUBMITTAL DATA SHALL
INCLUDE THE MANUFACTURER'S CATALOG SHEET AND INDICATED ALLOWABLE WORKING
LOAD WITH PROPOSED FASTENERS. WORKING LOADS SHALL BE SUPPLIED FOR UPLIFT AS
WELL AS FOR TRANSVERSE LOADS BOTH PARALLEL TO AND PERPENDICULAR TO THE
WIDTH OF THE STRAP. "DEEMED TO COMPLY ANCHOR" BY HUGHES MANUFACTURING INC.
OR HETAL 20, -EMBEDDED TRUSS ANCHOR" BY SIMPSON STRONGTIE CO. INC., ARE RATED
ACCORDINGLY. THE MINIMUM SHALL BE 1 INCH WIDE X 14 GAGE THICK GALVANIZED STRAP.
LENGTH SHALL BE SUFFICIENT TO WRAP ACROSS TOP OF MEMBER (TOP CHORD OF TRUSS)
AND DOWN FULL LENGTH OF OPPOSITE SIDE,
NOTE: HURRICANE STRAPS SHALL BE PLACED SO AS TO HAVE NO KINKS OR BENDS
(WHICH WILL PERMIT UPLIFT OF TRUSS, JOIST OR RAFTER PRIOR TO STRAP
RESISTING SUCH UPLIFT) BETWEEN ANCHORAGE AT TRUSS AND ANCHORAGE AT
SUPPORT -
NOTE: UNLESS OTHERWISE NOTED, PROVIDE ONE HURRICANE STRAP AT EACH SUPPORT
POINT FOR EACH PLY OF ALL GIRDER TRUSSES.
14. PRE-ENGINEERED, PRE -FABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A
STRUCTURAL ENGINEER OF FLORIDA. DESIGN CALCULATIONS AND ALL SHOP DRAWINGS
SHALL BEAR HIS SIGNATURE AND SEAL. SEE"TRUSS SHOP DRAWING NOTES"FOR
ADDITIONAL INFORMATION.
WOOD ROOF TRUSS BRACING AND ERECTION NOTES:
1 . ALL BRACING SHOWN OR DESCRIBED SHALL BE ,(AS A MINIMUM), A NOMINAL 2X4
CONTINUOUS, HAVING A MINIMUM CONNECTION OF (2) 16d GALVANIZED COMMON NAILS
INTO EACH TRUSS WITH WHICH IT MAKES CONTACT.
2. ALL LATERAL BRACING, AS MAY BE REQUIRED BY DESIGN TO REDUCE BUCKLING LENGTH
OF INDIVIDUAL TRUSS MEMBERS, SHALL BE A PART OF THE WOOD TRUSS DESIGN. ALL
REQUIRED TRUSS MEMBER BRACING, INCLUDING; BRACING MEMBER SIZE, EXACT
LOCATION AND CONNECTION REQUIREMENTS, SHALL BE CLEARLY INDICATED ON THE
SHOP FABRICATION AND ERECTION DRAWINGS PREPARED BY THE FABRICATOR'S
ENGINEERING DEPARTMENT.
3. ALL TRUSS TOP CHORDS SHALL BE CONTINUOUSLY BRACED BY THE ROOF DECKING.
4. ROOF TRUSSES SHALL BE DESIGNED FOR ALL UPLIFT FORCES REQUIRED BY THE 2017
EDITION OF THE FLORIDA BUILDING CODE, INCLUDING LATESTADOPTED REVISIONS.
BOTTOM CHORDS SHALL BE DESIGNED WITH DUE CONSIDERATION FOR THE POSSIBILITY
OF BECOMING COMPRESSION MEMBERS UNDER MAXIMUM DESIGN WIND VELOCITY
CONDITIONS. ALL TRUSS BOTTOM CHORDS SHALL BE BRACED AT INTERVALS NOT
EXCEEDING 4'-O"O.C. THE CALCULATIONS PERFORMED BY THE TRUSS FABRICATORS
STRUCTURAL ENGINEER MAY INDICATE THE NECESSITY OF MORE CLOSELY SPACED
BOTTOM CHORD BRIDGING, WHICH SHALL BE INCLUDED IN THE BASE BID. ALL REQUIRED
BOTTOM CHORD MEMBER BRACING REQUIREMENTS SHALL BE CLEARLY INDICATED ON THE
SHOP FABRICATION AND ERECTION DRAWINGS PREPARED BY THE FABRICATOR'S
ENGINEERING DEPARTMENT.
5. SUCH TEMPORARY ERECTION BRACING, AS IS REQUIRED TO MAINTAIN LATERAL STABILITY
& STRUCTURAL INTEGRITY OF THE WOOD TRUSS SYSTEM AND SITE SAFETY DURING
ERECTION IS THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND HIS
SUBCONTRACTORS.
6. ALL HORIZONTAL BRACING SHALL BE STIFFENED AT 2T-D"O.C. WITH EITHER:
A. DIAGONAL BRACING EXTENDED TOA SHEARWALL PARALLEL TO THE ORIGINAL
BRACING�
B. A 1/2" SHEET OF PLYWOOD EXTENDED TO THE ROOF DECK OR A SHEARWALL.
7. BRACI NG OF WOOD TRUSS ES SHALL BE ACCOMPLISHED I N STRICT ACCORDANCE WITH THE
DOCUMENT, "BRACING WOOD TRUSSES", LATEST EDITION, AS PREPARED BY THE TRUSS
PLATE INSTITUTE.
8. HANDLING AND ERECTION OF WOOD TRUSSES SHALL BE ACCOMPLISHED IN STRICT
ACCORDANCE WITH THE DOCUMENT, "HANDLING AND ERECTING WOOD TRUSSES", LATEST
EDITION, AS PREPARED BY THE TRUSS PLATE INSTITUTE.
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PROJ MGR-.
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CKD BY:
DH7
SF
JOB
NUMBER:
2020-13-
SHEET
NUMBER:
"___.SN-1__j
TRUSS SHOP DRAVANG NOTES:
THE GENERAL CONTRACTOR SHALL REVI EW AND APPROVE ROOF TRUSS SHOP DRAWINGS FOR
SIZE, SHAPE, DIMENSIONING, AND LAYOUT PRIOR TO SUBMITTAL TO THE ENGINEERS OF
RECORD FOR REVIEW!
PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST
EDITION OF"THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" BY THE
NATIONAL FOREST PRODUCTS ASSOCIATION. WOOD TRUSS SHOP DRAWINGS SHALL INDICATE
THE FOLLOWING MINIMUM INFORMATION
1 . SHOP DRAWINGS SHALL BEAR THE SEAL AND SIGNATURE OF THE REGISTERED
PROFESSIONAL (STRUCTURAL) ENGINEER RESPONSIBLE FOR THE STRUCTURAL ANALYSIS
AND DESIGN OF THE INDIVIDUAL ROOF TRUSSES AND THE ROOF TRUSS SYSTEM. THIS
ENGINEER SHALL HOLD CURRENT VALID REGISTRATION AS A PROFESSIONAL ENGINEER IN
THE STATE OF FLORIDA. INDIVIDUAL TRUSS DESIGN SHEETS SHALL BE FULLY
COORDINATED WITH AND KEYED TO THE ROOF TRUSS FRAMING PLAN, WHICH SHALL
LIKEWISE BE SIGNED AND SEALED. IF THIS REQUIREMENT IS NOT FULFILLED IN DETAIL, THE
SUBMITTAL WILL BE REJECTED AND RETURNED AS INADEQUATEL
2. REQUIRED GENERAL INFORMATION:
A. ERECTION PLAN: SHOWING DIMENSIONED LOCATION AND TRUSS IDENTIFICATION-
B. BEARING DETAILS: SHOWING BEARING LENGTH, WIDTH AND DEPTH ONDICATING
CONFORMANCE TO DESIGN CALCULATIONS).
C. DESIGN LOADS: ALL DEAD, LIVE & WIND LOADS SHALL BE SHOWN ON THE ERECTION
PLAN OR TRUSS ELEVA11ON INDICATING CONFORMANCE TO TRUSS CALCULATIONS AND
ORIGINAL DESIGN CRITERIA. TRUSS SYSTEM DESIGNER SHALL GIVE FULL
CONSIDERATION TO THE FOLLOWING:
1. TRUSS DESIGN ENGINEER SHALL BE PROVIDED WITH A COMPLETE SET OF BOTH
ARCHITECTURAL AND STRUCTURAL CONTRACT DOCUMENTS PRIOR TO BEGINNING
DESIGN OF THE ROOF TRUSS SYSTEM.
2. TRUSS SYSTEM SHALL BE DESIGNED AS "COMPONENTS AND CLADDING"AS
DEFINED BY THE APPLICABLE BUILDING CODE WITH DUE CONSIDERATION OF,
ENCLOSED", -PARTALLY ENCLOSEU' AND -COMPLETELY OPEN" PORTIONS OF THE
STRUCTURE AND USE OF APPROPRIATE GUST RESPONSE & SHAPE FACTORS.
D. ALL PERMANENT BRACING AND BRIDGING: SHOW TOP CHORD, BOTTOM CHORD, AND
WEB MEMBER BRACING ON ERECTION LAYOUT PLAN AND TRUSS ELEVATIONS.
SUPPLIER AND INSTALLER OF THIS BRACING SHALL ALSO BE INDICATED.
E. TRUSS DIMENSION: SHOW DEPTH, SPAN, BEARING, HEIGHT AND SLOPES AT ALL
CRITICAL POINTS.
3. INFORMATION THAT SHALL BE THE RESPONSIBILITY OF THE FABRICATOR AND TRUSS
DESIGNER AND SHALL BE COMPLETELY DETAILED WITHIN THE SHOP DRAWING SUBMITTAL.
A. MEMBER DESIGN: INCLUDING WEB CONFIGURATION, MEMBER SIZE, GRADE AND
SPECIES OF LUMBER, FABRICATED SPLICES
AND MEMBER BRACING REQUIRED BY TRUSS DESIGN.
B. INTERIOR CONNECTION: DESIGN AND SHOW DETAIL OF WEB AND CHORD CONNECTIONS,
CONNECTION PLATES AND PLATE CAPACITIES.
C. ERECTION PLAN:
SHOW SPACING AND LAYOUT OF ANY TEMPORARY BRACING REQUIRED FOR ERECTION.
D. STRUCTURAL DESIGN OF TRUSSES:
SUBMIT COMPLETE TRUSS CALCULATIONS AND OBTAIN ALL APPROVALS NECESSARY FOR
CONFORMANCE TO BUILDING CODE. VERIFY SUBMITTAL AND APPROVAL BY SENDING A
COPY TO THE ENGINEER OF RECORD.
E. ERECTION:
FURNISH TRUSS ERECTOR WITH ALL DATA NECESSARY FOR PROPER INSTALLATION.
F. INDICATE GRAVITY LOAD REACTIONS AND UPLIFT REACTIONS AT ALL SUPPORT POINTS
FOR EACH SPECIFIC TRUSS TYPE.
G. CONNECTION HARDWARE:
SUBMIT REQUIRED CAPACITY AND SUGGESTED MANUFACTURER AND MODEL OF ANY
REQUIRED PRE-ENGINEERED PREFABRICATED HARDWARE. QNCLUDE NUMBER OF MAILS,
SPLICES OR BOLTS REQUIRED TO MAKE
PROPER CONNECTION).
NOTE: ALL CONNECTIONS BETWEEN PRE-ENGINEERED PREFABRICATED TRUSSES SHALL BE
THE RESPONSIBILITY OF THE TRUSS DESIGNER/FABRICATOR (BECAUSE OF THE
EFFECT OF THE CONNECTION FASTENINGS ON THE TRUSS DESIGN).
H. ALL PERMANENT BRIDGING REQUIRED TO BRACE THE BOTTOM CHORDS AGAINST
BUCKLING DUE TO POTENTIAL STRESS REVERSAL AND BOTTOM CHORD COMPRESSION
RESULTING FROM UPLIFT FORCES ON THE ROOF IMPOSED BY THE SPECIFIED WIND
LOADING CRITERIA.
4. MINIMUM ROOF TRUSS DESIGN LOADS:
A. ROOF LIVE:
20 PSF.
B. TOP CHORD DEAD LOAD:
15 PSF.
C. BOTTOM CHORD DEAD LOAD:
5 PSF.
D. WIND FORCES: DESIGN FOR THE MAXIMUM FORCES, (INCLUDING UPLIFT), REQUIRED BY
THE FLORIDA BUILDING CODE
67 ED. (2017) AND ASCE 7-10- SEE DESIGN LOADS FOR WIND
LOAD DESIGN CRITERIA.
"SPECIALTY" DELEGATED STRUCTURAL ENGINEER NOTE:
SPECIALTY ENGINEERING WORK SHALL BE PERFORMED BY KNOWLEDGEABLE PROFESSIONAL
ENGINEERS WHO'S DISCIPLINE SHALL BE STRUCTURAL. THEY SHALL HOLD CURRENT VALID
REGISTRATION IN THE STATE OF FLORIDA AS PROFESSIONAL ENGINEERS. THE GENERAL
CONTRACTOR AND STRUCTURAL SUBCONTRACTORS ARE ADVISED THAT THE ARCHITECT AND
STRUCTURAL ENG NEER OF RECORD SHALL HAVE THE RIGHT TO APPROVE OR DISAPPROVE
ANY INDIVIDUAL SPECIALTY ENGINEER, WITHOUT INCURRING ANY ADDITIONAL COSTS OR
LIABILITY TO THE OWNER, THE ARCHITECT OF RECORD OR THE ENGINEER OF RECORD. IT
WOULD BE PRUDENT FOR THE G.C_ TO SUBMIT THE QUALIFICATIONS OF THE PROPOSED
"SPECIALTY' STRUCTURAL ENGINEER(S) TO THE STRUCTURAL ENGINEER OF RECORD, PRIOR
TO FORMALLY CONTRACTING FOR SUCH SERVICES. THE "SPECIALTY" STRUCTURAL ENGINEER
IS CAUTIONED THAT ALL SUBMITTALS MUST BE PREPARED AND SUBMITTED IN ACCORDANCE
WITH THE GUIDELINES PUBLISHED BY THE FLORIDA DEPARTMENT OF PROFESSIONAL
REGULATION, BOARD OF PROFESSIONAL ENGINEERS IN RULE NUMBER 21 H-19-001, -RULE AND
STATEMENTS ON RESPONSIBILITY OF PROFESSIONAL ENGINEERS".
1 . IT IS THE DELEGATED SPECIALTY ENGINEERS RESPONSIBILITY TO REVIEW THE ENGINEER
OF RECORD'S WRITTEN ENGINEERING CRITERIA REGARDING THE SPECIALTY ENGINEERING
REQUIREMENTS IN ORDER TO DETERMINE THE SCOPE OF WORK OF THE SPECIALTY
ENGINEERING.
2. THE DELEGATED ENGINEERING DOCUMENT SUBMITTALS SHALL CCMPLYWITH THE
WRITTEN ENGINEERING REQUIREMENTS RECEIVED FROM THE ENGINEER OF RECORD. THE
DELEGATED ENGINEERING SUBMITTAL SHALL INCLUDE THE PROJECT NAME AND THE
DESIGN CRITERIA USED IN PREPARING THE SUBMITTAL.
3. IF THE DELEGATED ENGINEER DETERMINES THERE ARE DETAJLS, FEATURES OR
UNANTICIPATED PROJECT LIMITS WHICH CONFLICT WITH THE WRITTEN ENGINEERING
REQUIREMENTS PROVIDED BY THE ENGINEER OF RECORD, THE DELEGATED ENGINEER
SHALL IMMEDIATELY CONTACT THE ENGINEER OF RECORD TO RESOLVE THE CONFLICT.
4. THE DELEGATED ENGINEER SHALL FORWARD THE DELEGATED ENGINEERING DOCUMENTS
TO THE ENGINEER OF RECORD FOR REVIEW. ALL DELEGATED ENGINEERING DOCUMENTS
SHALL BE SIGNED AND SEALED BY THE DELEGATED ENGINEER AND SHALL INCLUDE THE
FOLLOWING:
A. FRAMING PLANS, DETAILS, CONNECTIONS, ETC. AS REQUIRED TO DEFINING THE
CONFIGURATION AND STRUCTURAL CAPACITY OF STRUCTURAL COMPONENTS AND/OR
THEIR ASSEMBLY INTO STRUCTURAL SYSTEM.
B. COMPUTATIONS HAVING ADEQUATE DETAIL FOR THE ENGINEER OF RECORD TO
DETERMINE THAT THE SUBMITTAL WAS FULLY ENGINEERED AND DOCUMENTED. NO
DETAILED REV�IEW OF THE DELEGATED SPECIALTY ENGINEERING CALCULATIONS WILL
BE PROVI DIED BY THE E.O.R.
INSTRUCTIONS FOR INSTALLATION OF DRILLED IN RODS. SCREWS. AND DOWEL
ANCHORS:
I . SEE DRAWINGS FOR SIZE, LENGTH TYPE AND SPACING OF ANCHORS REQUIRED.
NOTE: DRILLED IN ANCHORS WILL NOT BE AN ACCEPTABLE ALTERNATIVE TO
SPECIFIED EMBEDDED ANCHORS (ANCHOR BOLTS, HEADED STUDS, ETC-)
2. CLOSELY FOLLOW ANCHOR INSTALLATION INSTRUCTIONS PROVIDED WITH THE PRODUCT,
BY THE MANUFACTURER. THIS INFORMATION INCLUDES DRILL TYPE AND DIAMETER FOR A
GIVEN ANCHOR OR DOWEL SIZE, CLEANING INSTRUCTIONS FOR THE HOLE (REMOVAL OF
DRILL DUST OR SLURRY BY COMPRESSED AIR AND WATER), AND MATERIAL INSTALLATION
AND QUANTITY FOR A GIVEN APPLICATION.
3. REGARDING "EPDXYANCHORS, PROVIDE ADHESIVES WHICH ARE MANUFACTURED AND
DISTRIBUTED AS TWO PART (BASE/HARDENER) CARTRIDGE INSTALLED WITH DOUBLE
PLUNGER CAULKING GUN WITH AUTOMATIC MIXING NOZZLE SUPPLIED BY THE
MANUFACTURER. EPDXY SHALL MEET THE MINIMUM REQUIREMENTS OF ASTM C a8l
SPECIFICATION FOR TYPE 1, 11, IV, V, GRADE 3, CLASS B, C AND D AND MUST DEVELOP A
MINIMUM 12,650 PSI COMPRESSIVE YIELD STRENGTH AFTER 7 DAY CURE.
PREFERABLE MANUFACTURERS ARE AS FOLLOW:
A- SIMPSON STRONG TIE "SET-XP" EPDXY
B. HILTI'HY-150"
OTHER MANUFACTURER'S PRODUCTS WILL NOT BE CONSIDERED UNLESS ALLOWABLE
LOAD DATA, BASED UPON TESTING LABORATORY RESULTS, ARE SUBMI[TTED FOR REVIEW
AND CONSIDERATION. OUR PREFERENCE FOR THESE PRODUCTS IS BASED UPON THE
AUTOMATIC MIXING OF THE TWO PARTS PRIOR TO DISCHARGE FROM THE GUN AND THEIR
LITERATURE WHICH REPRESENTS A CONSIDERABLE AMOUNT OF BACK UP TESTING.
4. GENERALLY, ANCHOR DRILLED IN DEPTHS SHOULD NOT BE LESS THAN 8 INCHES
WHENEVER POSSIBLE. WHEN ANCHORS ARE INSTALLED THROUGH BRICK AND/OR VENEER,
THE ANCHOR SHALL PENETRATE INTO THE BACK UP STRUCTURAL MASONRY OR CONCRETE
AT LEAST 6 INCHES.
5. WHERE DRILLED IN EXPANSION ANCHORS ARE REQUESTED IN LIEU OF CAST IN PLACE
ANCHORS, THEY MUST BE REQUESTED IN WRITING BEFORE INSTALLATION AND ADEQUATE
MANUFACTURER'S LITERATURE MUST BE SUBMITTED AS DOCUMENTATION. THE
SUBSTITUTION OF EXPANSION ANCHORS MAY OR MAY NOT BE ACCEPTED DEPENDING
UPON THE LOADING AND SPECIFIC APPLICATION. DO NOT SUBMIT SLEEVE ANCHORS. ALL
EXPANSION ANCHORS MUST BE WEDGE ANCHORS. GENERALLY, IF EXPANSION ANCHORS
ARE PERMITTED THEY WILL BE REQUIRED TO BE AT LEAST ONE SIZE LARGER AND MORE
CLOSELY SPACED THAN THE SPECIFIED EMBEDDED ANCHORS.
6. CONCRETE AND MASONRY SCREWS SHALL BE 114" DIAMETER 1 1/2" MINIMUM EMBEDMENT
INSTALLED IN DRILLED HOLES USING AN APPROPRIATE BIT DIAMETER. SCREWS SHALL BE
MADE FROM TEN HUNDRED SERIES COLD ROLLED STEEL AND SHALL BE FLUOROCARBON
COATED. PROVIDE "TITAN"SCREWS BY SIMPSON STRONG TIE OR EQUAL.
7. SCREWS SHALL BE MADE FROM TEN HUNDRED SERIES COLD ROLLED STEEL AND SHALL BE
FLUOROCARBON COATED. PROVIDE "TITAN" SCREWS BY SIMPSON STRONG TIE OR EQUAL.
8. DRILL IN REBAR DOWELS SHALL BE SET USING A TWO PART EPDXY AS DESCRIBED ABOVE
IN NOTE NO. 2.
9. ALL BOLTS AND SCREWS TO BE HOT -DIPPED, GALVANIZED OR STAINLESS STEEL.
STRUCTURAL SYSTEM, MATERIAL OR PROCEDURES SUBSTITUTION REQUESTS:
I . UNDER NO CIRCUMSTANCES WILL STRUCTURAL SYSTEM, STRUCTURAL MATERIAL OR
STRUCTURAL PROCEDURE SUBSTITUTIONS BE CONSIDERED BEFORE THE BIDS ARE
ANALYZED AND A SUCCESSFUL BIDDER IS SELECTED. BIDS ARE TO BE BASED UPON AS
SPECIFIED STRUCTURAL SYSTEMS, MATERIALS AND PROCEDURES. STRUCTURAL BIDS
RECEIVED WITH FOOTNOTES OR CAVIIATES WILL BE MARKED AS NON -COMPLIANT AND WILL
BE REJECTED.
2. SHOULD THE SUCCESSFUL BIDDER WISH TO SUBMIT AN ALTERNATE STRUCTURAL
MATERIAL, SYSTEM OR PROCEDURE, THE FOLLOWING WILL BE REQUIRED AND SHALL BE
CLEARLY UNDERSTOOD BY THE CONTRACTOR PRIOR TO THE SUBMITTAL OF ANY SUCH
SUBSTITUTION:
A. CONTACT THE ARCHITECT AND STRUCTURAL ENGINEER TO DISCUSS THE PROPOSED
SUBSTITUTION BEFORE MAKING ANY FORMAL SUBMITTAL. THERE MAY BE REASONS
WHY THE SUBSTITUTION WILL BE REJECTED AND BETTER TO FIND THAT OUT BEFORE
WASTING TIME IN THE PREPARATION OF A FORMAL SUBMITTAL.
B. IF THE ARCHITECT AND THE STRUCTURAL ENGINEER HAVE NO OBJECTION TO THE
INTENT OF THE SUBSTITUTION, THE FORMAL SUBMITTAL SHALL INCLUDE THE
PROPOSED CREDIT (ALONG WITH BACK-UP COST DATA) TO THE OWNER TO BE
SUBTRACTED FROM THE CONTRACT PRICE, SHOULD THE SUBSTITUTION BE ACCEPTED.
C. IF THE SUBSTITUTION ONLY REQUIRES A BRIEF REVIEW, SUCH WILL BE PROVIDED
WITHOUT CHARGE. IF THE DETERMINATION OF THE ACCEPTABILITY OF THE PROPOSED
SUBSTITUTION WILL REQUIRE STRUCTURAL ANALYSIS AND OR RESEARCH, THE
CONTRACTOR SHALL BE PREPARED TO REIMBURSE (ON THE BASIS OF HOURLY
INVOICING) THE STRUCTURAL ENGINEER FOR THE TIME REQUIRED TO ANALYZE THE
STRUCTURAL RAMIFICATIONS OF MAKING THE SUBSTITUTION. IF THE SUBSTITUTION IS
ACCEPTABLE AND THE CONTRACTOR AND OWNER AGREE TO PROCEED WITH THE
CHANGE, THE ARCHITECT AND STRUCTURAL ENGINEER WILL BE REIMBURSED FOR
MAKING THE CHANGES TO THE DESIGN AND THE STRUCTURAL DRAWING DETAILS ON
THE BASIS OF HOURLY INVOICING AND SUCH WILL BE SUBTRACTED FROM THE CREDIT
RESULTING FROM MAKIING THE PROPOSED CHANGE TO THE STRUCTURAL SYSTEM,
MATERIAL(S) OR PROCEDURES -
DIMENSIONING FOR BUILDING LAYOUT:
NOTE: THE MAJORITY OF THE PLAN DIMENSIONING IS PROVIDED ON THE ARCHITECTURAL
DRAWINGS. USE BOTH STRUCTURAL AND ARCHITECTURAL DRAWINGS TOGETHER FOR
BASIC LAYOUT AND CONSTRUCTION OF THIS PROJECT. ANY OBSERVED
DESCREPAINCIES BETWEEN ARCHITECTURAL DRAWING DIMENSIONING AND
STRUCTURAL DRAWING SCALE LAYOUT SHOULD BE BROUGHT TO THE ATTENTION OF
THE ARCHITECT IMMEDIATELY UPON DISCOVERY.
DESIGN WIND PRESSURE CRITERIA:
BUILDING CODE: THE FLORIDA BUILDING CODE 6TH ED. (2017)
SPECIAL INSPECTION REQUIREMENTS: NO
(ENHANCED HURRICANE PROTECTION AREAS (EHPA)): NONE
DESIGN WIND LOADING CRITERIA:
CODE: ASCE 7-10
RISK CATEGORY OF BUILDINGS: CATEGORY 11
ULTIMATE DESIGN WIND SPEED VuLT 138 MPH (3 SEC GUSTS)
NOMINAL DESIGN WIND SPEED VASD 107 MPH (3 SEC GUSTS)
EXPOSURE CATEGORY = B
WINDBORNE DEBRIS REGION - NO
(+/-) APPLIED PRESSURES AGAINST BUILDING SURFACES:
ALL TABULATED VALUES BELOW ARE ULTIMATE LOADS
ZONE 1: IS LOCATED MORE THAN DISTANCE (a) FROM THE EDGE OF THE ROOF
ZONE 2: IS LOCATED WITHIN DISTANCE (a) FROM THE EDGE OF THE ROOF
ZONE 3: IS LOCATED WITHIN DISTANCE (a) FROM EACH ROOF EDGE AT EXTERIOR
CORNERS
ZONE 4: IS LOCATED MORE THAN DISTANCE (a) FROM THE EDGE OF THE BUILDING
ZONE 5: IS LOCATED WITHIN DISTANCE (a) FROM THE EDGE OF THE BUILDING
EFFECTIVE AREA (SQ. FT.)
ALL AREAS
ZONE 3
59 PSF
89 PSF
ZONE4
ZONE 5
10
20
34
37
33 .
i16
34
46
33
43
'a"= T- 9'
�V'
�yccilc: 1/4" = 1'-0"
kNALL ELEVATION_
�%GMAN
ARCHITECTS, P.A.
AA0003150
625 EAST ORANGE ST.
LAKELAND, FL 33BOl
E-MAIL: FWARCH@
FURRANDWEGMAN.COM
TEL 863 688 121 1
FAX 863 6E3E3 1473
@ COPYRIGHT 2019 FURR & AEGMAN ARCHITECTS, P-A.
THE DESIGN AND CONCEPTS DEPICTED HEREIMTH ARE THE
SOLE PROPERTY OF FURR & IAEGMAN ARCHITECTS, P.A.
NO REPRODUCTION, REVISION, OR REUSE OF THIS
DRAWING IS AUTHORIZED WITHOUT SPECIFIC WRITTEN
PERMISSION. ALL RIGHTS RESERVED.
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PROJ MGR:
BY:
D H7CKn
SF
JOB
NUMBER:
2020-13
SHEET
NUMBER:
SN-2_
PROVIDE CORNER BARS AT TOP
AND BOT. 5TL. TO MATCH BAR
51ZE I COUNT OF MORE HEAVII
C"�_N
REINFORCED FOOTING FRAMIN57
INTO JOINT. CLA55 T"
TENSION LAP
FT'G 51ZE AND REINFORCING
PER PLAN AND SCHEDULE.
FACE OF CONCRETE
FOOTING.
t;�E7AIL CONCRETE FOOTINO
CORNER REINr-ORCINIS
NO 50ALF
5C-C,710N
Scale. 1/2" = 1'-0"
NOTE: PLACE ( ORNER BARS
ON TOP OF OR BELON
CONT. LONGITUDINAL
REINFOR( IN6.
NOTE: ALL CONTINUOUS BARS
ARE TO EXTEND TO NITHIN
5" OF EXTERIOR FACE OF
FOOTING.
ID <
I
kn :;--
kn ()
INDICATES MIDDLE
BARS PER FOOTING
SCHEDULE.
BUILDINS, SECTION KEY NOTES 4
LEQEND.
POURED CONCRETE FOOTING
PER PLAN. SEE THIS SHEET FOR
51ZE t REINFORCING.
@) = 4" CONCRETE SLAB ON VAPOR BARRIER
REFER TO REQUIREMENTS 4 NOTES FOR
FOR SLABS ON 6RADE ON SHEET 5N-1.
= INDICATES CON( RETE SLAB EDGE HAUNCH.
G) = .2x WOOD FRAMING SIZE 4 5PA( 1146
PER PLAN.
= HOOD BEAM PER PLAN.
= FLOOR PLANKS PER PLAN.
PRE-ENOINEERED, PRE -FABRICATED
HOOD TRL155E5 PER PLAN.
ROOF 5HEATHINC, THICKNE55 I
FA5TENIN6REGMNT'5. PER
ROOF FRAMINC7 PLAN. PROVIDE
'H'CLIP5 AT JOINTS (TYPJ
PROVIDE _2x 50LID BLO( KING
BETHEEN FRAMING.
ATTA( H CONT. 2x4 TO KALIL H/ (2) 10d
x 5" LONG NAILS AT EACH STUD LOCATION.
WNTRA( TOR TO LO( ATE 4 VERIFY
EXISTING LOCATION OF 511,10.
PROVIDE 44 P.T. DIAO. BRA( E. PROVIDE
50' 0 x T' LONG LAO 56REN (TYP. U.N.O.)
KHERE OIA6. BRA( E5 ATTACH TO P05T
AT OPP. 5IOE5, OFFSET LAG 5CREV45 TO
AVOID CLASHING.
NOTE: TRUSSES SHALL BE DE516NEO
4 FABRICATED V41 A VERT.
P05T (INEB MEMBER) AT ALL
SUPPORT POINTS.
5TR1kTtR& 14AROKAREC424NEOTOR
NOTES 4 LESIEND.
PRE-ENORD., PRE-F)
WOOD TPZ5E5 PER
PLAN.
PROVIDE "HUC45" HEAVY CONCEALED -
FLANGE FACE -MOUNT HANGER BY
5IMP50N 5TRON6TIE HHERE V4000 BM.
FACES HOOD POST. PROVIDE MAX
FASTENERS AT ROOF.
PROVIDE "LU25" FACE -MOUNT J015T
HAN6ER5 BY 5IMP50N STRONG TIE AT
EACH JOIST.
TYPICAL TRUSS CONNECTOR SHALL
BE "1425" TIE BY 5IMP50N STRONG TIE.
PROVIDE "Hb" TIE CONNECTOR BY
SIMPSON STRONG TIE AT GIRDER TRU55
(O.T.) PER PLAN.
ONT. 2x4
RIDGING.
TYPICAL SPICE DETAIL AT
CONTINUOUS HORIZONTAL BRIDGING
ISONCREETF. RF. I NfEORC I Nr=7
BAR LAP 5CHF-Z;>ULrz
FIC = 3,0010 PSI
BAR
LAP
SIZE
CL665
TOP BARS
OTHER BARS
GOMPRE55ION LAPS
CASE I
CASE .2
CASE I
CASE 1
"All
.22
5.2
11
25
#5
12
1113.
�2b
42
32
"All
2q
43
-22
53
#4
15
1113.
31
43
"A"
3b
54
2b
41
#5
lb
"B"
41
lo
54
"A"
43
64
33
50
#6
—
"B'
5b
54
64
NOTES:
1. TABULATED VALUES ARE FOR GRADE bO REINFORCING 4 NORMAL HEIGHT
CON( RETE.
-2- CASE I APPLIES IF CON( RETE ( OVER � Idb AND CENTER TO CENTER SPACING 1 �2db
CASE 2 APPLIES IF CON( RETE COVER � Idb OR CENTER TO CENTER SPACING S �2db
3. LAP CLA55 "A" VALUE5 ARE THE REQUIRED TEN51ON DEVELOPMENT LENGTHS Ld
4. TOP BARS ARE HORIZONTAL EARS I?qITH MORE THAN [2" OF CONCRETE CAST BELON.
5. SHADED LENGTHS ARE TYPI( AL LAP LENGTHS U.N.O.
BA1.00N**i00 FLOOR FLAN
1'-0"
ha, 11
1 11
101
i\fi!—11
11,410
i�—�
�02�
NEW,
1
wh.- m q.1j
BALOONY FLOOR PLAN KEY NOTE5
AND LE6LW:
INOOD P05T STOPS BELON FLOOR.
UNLE55 NOTED OTHERP41SE FLOORING
SHALL BE MINIMUM REQUIREMENTS.
PROVIDE -2xb PRESSURE TREATED HOOD
PLANKS ATTA( HED TO.2x JOISTS FRAMING
K/ (2) 5TAINLE55 STEEL HOOD SCREWS
AT EACH J015T LOCATION (TYP. U.N.OJ
INDI( ATE5 DIRE( TION SPAN OF 2x
PLANKS.
ROOF FRAMIN52 PLAN KEY NOTES
AND LE6END:
(2) 2x5 Pq/ 1/2" FLITCH FE BETHEEN
FULLY GLUED I NAILED.
O.T. PRE-ENGINEERED, PRE-FABRICATEO
V4000 61RDER TRU55.
H.O.T. PRE-EN61NEERED, PRE-FABRICATEO
HOOD HIP GIRDER TRUSS.
PRE-ENOINEERED, PRE-FABRICATE0
HOOD TRU55E5 0 -24" OIC. (MAXJ
PRE-ENGINEERED, PRE-FAERICATEO
V4000 JA( K TRUSSES 0.24" O/C. (MAXJ
PROVIDE CONTINM 2x4 BOTTOM CHORD
BRIDGING (BRACING) 0 4'-0" 016. MAX.
ON TOP OF ALL TRU55 130TTOM CHORDS.
FASTEN V41 (2) lbd ( OMMON 6ALV. NAILS AT
EACH TRI65. TRU55 DESIGNER/ FABRICATOR
TO VERIFY TH15 REO'MNT DURING SPECIALTY
-7 PROCESS (TYP. U.N.0)
EN&INEERINC
(SEE DETAIL THIS SHEET FOR CONNECTION).
INDICATES CONTINUOUS Ix2 FASCIA
INDICATES 4X4 SRACE5 (TYP.)
UNLESS NOTED OTHERA15E ROOF SHEATHING
BELON SHALL BE MINIMUM REQUIREMENTS.
ROOF 5HEATHIN5 SHALL BE lq/52" THICK
ATTALHED TO TRUSSES Pq/ 10d COMMON NAILS
I PROVIDE "H' CLIPS AT JOINTS (TYP. U.N.0)
REFER TO "STRUCTURAL HOOD FRAMINI5 NOTES"
ON 5HT. 5N-I FOR FA5TENIN6 PATTERN 4
REQ'MNT5)
N
FCUNr��ATION FLAN
Scale: 51b" 1'-0`
N
R00f= f=RAIIIIIII,41N6 FLAN BALCON'Yo
5--ole: 50, = 1'-0" 56010; 3/5" = 1'-0"
r-RAMINe FLAN
FOUNDATION PLAN KEY NOTES
AND LF-6END:
0 CONCRETE SLAB THICKNE55 = 4"
(TYP. U.N.O.) REFER TO SHEET 5N-1
FOR REOUIREMENTS.
bx(b PRE5%RE TREATED 5YP OWE No.2
( ONTINUOU5 HOOD POST.
BASE CONNECTOR SHALL BE "PBSbbA"
BY 5IMP50N 5TRON6 TIE W/ 51b" 0 F1554
THREADED ROD.
HF24 = 2'-0" x 2'-0" x lb" DEEP
Pq/ (5) #5 EACH NAY BOTTOM.
HF50 = 2'-b" x 2'-b" x lb" DEEP
W (3) #5 EACH WAY BOTTOM.
NOTE: REFER TO ARCHITECTURAL DRANING5
FOR MAJORITY OF DIMENSIONING.
BALCONY FRAMIN6 PLAN KEY NOTES
AND LWEND:
(2) 2xiO V41 142" FLITCH IE BETNEEN
FULLY GLUED i NAILED.
�2xb V4000 JOISTS @ lb" 0/6. (MAX.)
PROVIDE (1) CONTINJOU5 RON OF 50LIO
BLOCKING BETNEEN JOISTS. BLOCKING
TO MATCH JOISTS DEPTH.
INDICATES 44 BRA( E5 (TYPJ
NOTE: THE MAJORITY OF THE PLAN DIMEN510NINO 15 PROVIDED
ON THE ARCHITECTURAL DRAAING5. USE E30TH 5TRU( TURAL
AND AR( HITECTURAL DRAMINC-6 TOGETHER FOR BASIC
LAYOUT AND CONSTRUCTION OF TH15 PROJECT. ANY
OBSERVED DE5CREPANCIE5 BETVEEN ARCHITECTURAL DRANINO
DIMENSIONING AND STRUCTURAL PRANINO SCALE LAYOUT
SHOULD BE BROU6HT TO THE ATTENTION OF THE
ARCHITECT IMMEDIATELY UPON DISCOVERY.
�FURR
[T(071
%GMAN
ARCHITECTS, P.A.
AA0003150
625 EAST ORANGE ST.
LAKELAND, FIL 33BOI
E-MAIL: FWARCH@
FURRANDWEGMAN.COM
TEL 863 688 1 21 1
FAX 863 688 1473
COPYPJGHT 2019 FURR & WEGMAN ARCHITECTS, P-A.
THE DESIGN AND CONCEPTS DEPICTED HEREVATH ARE THE
SOLE PROPERTY OF FURR & WEGMAN ARCHITECTS, PA
NO REPRODUCTION , REVISION, OR REUSE OF THIS
DRAWING IS AUTHORIZED WTHOUT SPECIFIC WRITTEN
PERMISSION. ALL RIGHTS RESERVED.
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FIRST FLOOR PLAN
SCALE: 3/8" = V-0"
IFLOOR PLAN KEYNOTES ----H I IGENERAL ROOF NOTES I
01. LINE OF NEW BALCONY ABOVE.
02. NEW 4x4 P.T. WOOD COLUMN.
03. NEW 4x4 P.T. WOOD COLUMN TO UNDERSIDE OF BALCONY FLOOR STRUCTURE.
04. NEW 4x4 P.T. WOOD GUARD RAIL POST.
05. EXISTING DOOR TO REMAIN.
06. EXISTING WINDOW TO BE REPLACED/RESTORED (BY OTHERS).
07. EXISTING CHIMNEY TO REMAIN.
08. NEW 2x P.T. WOOD GUARDRAIL @ 42" ABOVE T.O. BALCONY W/ 1x1 P.T. WOOD VERTICAL
POSTS @ 4" MAX BETWEEN MEMBERS (FBC 1015.4).
09. NEW 2x4 P.T. WOOD PLANK FLOOR-
10. LINE OF NEW ROOF ABOVE.
11. NEW DOOR (BY OTHERS).
12. NEW CONCRETE SLAB - SEE STRUCTURAL.
SECOND FLOOR PLAN
SCALE: 3/8" = l'-O"
A. CONTRACTOR SHALL NOT MARK ROOF WITH GRAPHITE PENCIL AS THIS IS A DISSIMILAR METAL.
B. PROVIDE ALTERNATE PRICE FOR LABOR AND MATERIAL FOR A 5V CRIMP ROOF SYSTEM EQUAL
TO MBCI 29 GA. GALVALUME PLUS ON A SINGLE -PLY SELF-AHERED, WATER PROOF MEMBRANE
ON 5/8" PLYWOOD DECKING. ALL FASTENERS FLASHING, FABRICATIONS EDGE METAL SHALL BE
OF SIMILAR MATERIALS. LONG LIFE FASTENERS SHALL BE USED. INSTALL PER
MANUFACTURES RECOMMENDATIONS. PROVIDE 20 YEAR WARRANTY.
IROOF PLAN KEYNOTES
01. LINE OF EXISTING WALL BELOW, TYP.
02. EDGE OF NEW ROOF.
03. EDGE OF EXISTING ROOF.
04. 5V CRIMP ROOF SYSTEM EQUAL TO MBC1 29 GA. GALVALUME PLUS ON A SINGLE -PLY
SELF -ADHERED, WATER PROOF MEMBRANE ON 5/8" PLYWOOD DECKING. ALL FASTENERS
FLASHING, FABRICATIONS EDGE METAL SHALL BE OF SIMILAR MATERIALS. LONG LIFE
FASTENERS SHALL BE USED. INSTALL PER MANUFACTURES RECOMMENDATIONS. PROVIDE
20 YEAR WARRANTY.
05. NEW COLUMN BELOW.
06. NEW WOOD BEAM BELOW.
ROOF PLAN
SCALE: 3/8" = V-1)"
ED
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AA0003150
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FIL 33801
E-MAIL: FWARCH@
FURRANDWEGMAN.COM
TEL 863 68B 1 21 1
FAX B63 688 1473
0 COPYRIGHT 2019 FURR & wEGmAN ARCHITECTS. PA
THE DESIGN AND CONCEPTS DEPICTED HEREWITH ARE THE
SOLE PROPERTY OF FURR & WEGMAN ARCHITECTS, PA
NO REPRODUCTION, REW910N. OR REUSE OF THIS
DRAWING IS AUTHORIZED MTHOUT SPECIFIC WRITTEN
PEWISSION. ALL RIGHTS RESERVED.
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g:\2020\2020-13 carriage house addition\Drawings\06 construction drawings\2020-13 Plans.dwg, 4/1/2020 2:29:45 PM, AutoCAD PDF (General Documentation).pc3
16-6 314" j
8'-3 1/2'j
T.
EAST ELEVATION
SCALE: 3/8" = V-0"
r B _'� PARTIAL SOUTH ELEVATION
SCALE: 3/8" = 1'-0"
16-6 3/4" �jF F. RI
.6 j "
B RING
8'-3 1/2- A.F.F. (VERIE��k
T.O. BALCONY 'F
0'-O"A.F.Fob
FINISH FLOOR'F
BUILDING SECTION
SCALE: 3/8" = V-0"
KEYNOTES A201
01. NEW CONCRETE SLAB & FOOTINGS - SEE STRUCTURAL DRAWINGS.
02. 5V CRIMP ROOF SYSTEM EQUAL TO MBCI 29 GA. GALVALUME PLUS ON A SINGLE -PLY
SELF-AHERED, WATER PROOF MEMBRANE ON 5/8" PLYWOOD DECKING. ALL FASTENERS
FLASHING, FABRICATIONS EDGE METAL SHALL BE OF SIMILAR MATERIALS. LONG LIFE
FASTENERS SHALL BE USED. INSTALL PER MANUFACTURES RECOMMENDATIONS. PROVIDE 20
YEAR WARRANTY.
03. NEW 2x4 P.T. WOOD OUTLOOKER, PAINTED - COLOR BY OWNER.
04. 112" HARDIE PLANK OVER P.T. 2x WOOD BEAM, PAINTED - COLOR BY OWNER.
05. NEW 2x4 P.T. WOOD KNEE BRACE, PAINTED - COLOR BY OWNER.
06. NEW 4x4 P.T. WOOD COLUMN, PAINTED - COLOR BY OWNER.
07. NEW 1/2" HARDIE PLANK FINISH OVER EXISTING WALL FINISH (BY OTHERS).
08. EXISTING ROOF TO REMAIN.
09. EXISTING WALL TO REMAIN.
10. EXISTING CHIMNEY TO REMAIN.
11. NEW OR RESTORED WINDOW (BY OTHERS).
12. NEW OR RESTORED DOOR (BY OTHERS).
13. EXISTING LOUVER TO REMAIN.
14. EXISTING CONCRETE FOOTING TO REMAIN.
15. EXISTING FLOOR TO REMAIN.
16. NEW 2x P.T. WOOD GUARDRAIL @ 42" ABOVE T.O. BALCONY W/ 1x P.T. WOOD VERTICAL POSTS
@ CLEARANCE OF LESS THAN 4" BETWEEN VERTICAL PICKETS (FBC 1015.4). PAINTED - COLOR
BY OWNER.
17. NEW 48" TALL 44 P.T. WOOD POST, PAINTED - COLOR BY OWNER.
18. NEW 2x8 P.T. WOOD BEAM.
19. TERMITE TREATED, COMPACTED FILL PAD.
20. FINISHED GRADE.
21. NEW 10 MIL. VAPOR BARRIER OVER TERMITE TREATED FILL.
22. VINYL BEADBOARD SOFFIT OVER IX FURRING.
23. PRE-ENGINEERED WOOD TRUSS - SEE STRUCTURAL.
24. NEW 2x8 P.T. WOOD BLOCKING - SEE STRUCTURAL.
RJ-RR
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)RGMAN
ARCHITECTS, P.A.
AA00031 50
625 EAST ORANGE ST.
LAKELAND,
FL 33BOI
E-MAIL: FWARCH@
FURRANDWEBMAN.COM
TEL 863 688 1 21 1
FAX B63 688 1473
COPYRIGHT 2oig FURR & WEGKAN ARCHITECTS, PA
T14E DESIGN AND CONCEPTS DEPICTED HEREWITH ARE THE
SOLE PROPERTY OF FURR & WEGMAN ARCHITECTS, PA
NO REPRODUCTION, REVISION, OR REUSE OF THIS
DRAWING IS AUTHORIZED WITHOUT SPECIFIC WRITTEN
PERMISSION. ALL RIGHTS RESERVED.
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g:\2020\2020-13 carriage house addition\Drawings\06 construction drawings\2020-13 Elevations.dwg, 4/1/2020 2:30:16 PIVI, AutoCAD PDF (General Documentation).pc3
- A.F.F. (VE
T.O. BEAM,
r 02 _"� BEAM & KNEE BRACE DETAIL
SCALE: 3" = V-0"
COLUMN / FOUNDATION DETAIL
SCALE: 3" = V-0"
WALL ATTACHMENT DETAIL
SCALE: 3" = V-0"
r03_� ROOF EDGE DETAIL
SCALE: 3" = V-0"
3/4' A.F.F. (VE
T.O. BE"ZNG
KEYNOTES A501
01. PRE -FINISHED FLUSH PANEL VINYL (BEAD BOARD) SOFFIT WITH 25% VENTILATION OVER 1X P.T.
WOOD BLOCKING.
02. PRE-ENGINEERED WOOD TRUSSES - SEE STRUCTURAL DRAWINGS.
03. 4" CONCRETE SLAB - SEE STRUCTURAL DRAWINGS.
04. POURED CONCRETE FOOTING - SEE STRUCTURAL DRAWINGS.
05. 5V CRIMP ROOF SYSTEM EQUAL TO MBC1 29 GA. GALVALUME PLUS ON A SINGLE -PLY
SELF-AHERED, WATER PROOF MEMBRANE ON 5/8" PLYWOOD DECKING. ALL FASTENERS
FLASHING, FABRICATIONS EDGE METAL SHALL BE OF SIMILAR MATERIALS. LONG LIFE
FASTENERS SHALL BE USED. INSTALL PER MANUFACTURES RECOMMENDATIONS. PROVIDE 20
YEAR WARRANTY.
06. NEW 2x4 P.T. WOOD OUTILOOKER, PAINTED - COLOR BY OWNER.
07. NEW 2x4 P.T. WOOD BLOCKING, PAINTED - COLOR BY OWNER.
08. ALUMINUM DRIP EDGE FLASHING OVER 1x2 P.T. WOOD BLOCKING.
09. 112" EXPANSION BOLT, COUNTERSUNK AND PLUGGED.
10. NEW 1/2" HARDIE PLANK OVER P.T. 2x WOOD BEAM.
11. NEW 1x P.T. WOOD FURRING.
12. NEW 2x4 P.T. WOOD KNEE BRACE, PAINTED - COLOR BY OWNER.
13. NEW 4x4 P.T. WOOD COLUMN, PAINTED - COLOR BY OWNER.
14. 10 MIL. VAPOR BARRIER OVER TERMITE TREATED FILL.
15. NEW 1/2" HARDIE PLANK FINISH OVER EXISTING WALL FINISH.
16. EXISTING WALL TO REMAIN.
17. NEW 2x P.T. WOOD GUARDRAIL @ 42" ABOVE T.O. BALCONY W/ 1x P.T. WOOD VERTICAL POSTS
@ CLEARANCE OF LESS THAN 4" BETWEEN VERTICAL PICKETS (FBC 1015.4). PAINTED - COLOR
BY OWNER.
18. NEW 2x6 P.T. WOOD PLANK FLOOR, PAINTED - COLOR BY OWNER.
19. NEW 1/2" PLYWOOD FLITCH BETWEEN 2x P.T. WOOD BEAMS.
20. NEW Ix HARDIE BOARD BASE WITH SLOPED TOP EDGE.
21. NEW 2x8 P.T. WOOD BEAM.
22. NEW 2x1 0 P.T. WOOD BEAM.
23. TERMITE TREATED, COMPACTED FILL PAD.
24. FINISHED GRADE.
25. NEW GIRDER TRUSS _ SEE STRUCTURAL.
26. 1/2" LAG BOLT.
27. SIMPSON HANGER - SEE STRUCTURAL DRAWINGS.
FURR
Pil
N'74
WEGMAN
ARCHITECTS, P.A.
AA0003150
625 EAST ORANGE ST.
LAKELAND, FL 33BOI
E-MAIL: FWARCH@
FURRANDWEGMAN.COM
TEL 863 6813 121 1
FAX 863 688 1473
0 COPYR]GHT 2019 FURR & WEGMAN ARCHITECTS, PA
THE DESIGN AND CONCEPTS DEPICTED HEREWITH ARE THE
SOLE PROPERTY OF FURR & WEGMAN ARCHITECTS, PA
NO REPRODUCTION, REVISION, OR REUSE OF THIS
DRAWING IS AUTHOR12ED WITHOUT SPECIFIC WRITTEN
PERMISSION- ALL RIGHTS RESERVED-
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Construction Type type V e7 unprotected
Q Occupancy Q41
Area
Live load roof 20 psf
Dead load roof 15 psf
Wind load
139 psf
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Assume soil bearing capacity of 2000 psf
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2017 FLORIDA BUILDING CODE
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6 th edition Florida Building Code
6 th edition Florida Accessibility Code
77 6 to edition Florida Energy Conservation Code
6 th edition Florida Existing Building Code
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6 editioh Florida Residential Code
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6 edition Florida Mechanical Code
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6'h edition Florida Gas Code
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2012 NFPA and Life Safety Code 101
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