HomeMy WebLinkAboutARCHITECTUALRAL DETAILS1
S-504
26 GA STANDING SEAM ROOFING SYSTEM OVER PEEL-N-STICK
UNDERLAYMENT, OVER 5/8" COX PLYWOOD (TYP)
(2) 2X4 PT TOP PLATE
2X4 SPRUCE STUDS @ 16" O.C.
7/8" CEMENT[ IOUS STUCCO OVER HIGH RIB LATH (TYP)
WOOD TRUSS @ 24" O.C. (TYP)
7/8" CEMENTITIOUS STUCCO
OVER HIGH RIB LATH (TYP)
2X4 SPRUCE STUDS @ 16" O.C.
2X8 SPRUCE STUDS @ 16" O.C.
2X4 SPRUCE BOTT. PLATE (TYP)
2" GALV METAL DRIP EDGE (TYP)
2X6 HARDIE FASCIA (TYP)
7/8" STUCCO STOP (TYP)
7/8" CEMENTITIOUS STUCCO OVER
TYVEK, OVER 1/2" COX PLYWOOD
24" 24 GA FLASHING OVER 5/8" CD PLYWOOD (SURROUNDING)
26 GA STANDING SEAM ROOFING SYSTEM W/ PEEL-N-STICK
UNDERLAYMENT, OVER 5/8" COX PLYWOOD (TYP)
TOP OF BEAM
2X4 PT LEDGER W/ 1/4" X 3-1/2" TAPCON AT 24" O.C. +12'-0" A.F.F. -
2" GALV METAL DRIP EDGE (TYP)
ALUMINUM GUTTER BY BUILDER
2X6 HARDIE FASCIA (TYP)
7/8" STUCCO STOP (TYP)
7/8" CEMENTITIOUS STUCCO OVER HIGH RIB LATH (TYP)
2X4 SPRUCE STUDS @ 16" O.C. BOTTOM 08F-FRAAMIN
2X8 PT BOTT. PLATE
7/8" CEMENTITIOUS TYPE STUCCO, OVER VAPOR BARRIER,
OVER PAPER BACKED WIRE LATH, OVER 112" CDX PLYWOOD (TYP)
BOTTOM OF SIDE FRAMING
--+8'_2„ A.F.F. -
I
-- FAUX POLYSTYRENE ARCHITECTURAL COLUMN
— 8"X8"CMU COLUMN (BEYOND)
TOP OF COLUMN BASE
+2'4" A.F.F.
24"W X 32"H CMU COLUMN BASE
W/ 5/8" SMOOTH CEMENTITIOUS STUCCO FINISH
FINISHED FLOOR,
+0'-0" A.F.F.
ENTRY FLOOR
-- T
44" B.F.F.
ARCH1'ITECURAL DETAIL AT FRONT ENTRY
3/4" 0 - -
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GREEN DESIGN
CONSTRUCTION & DEVELOPMENT, LLC
COA#30250,AA#26003565
502 NW 2ND STREET, OKEECHOBEE,
FLORIDA 34972
P: (863) 467-1111
F: (863) 582-9574
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ISSUED IN PROGRESS
ISSUED FOR REVIEW
ISSUED FOR BIDDING
ISSUED FOR PERMIT ■
ISSUED FOR
CONSTRUCTION
LIABILITY NOTE
THIS IS THE PROPERTY OF GREEN DESIGN
CONSTRUCTION & DEVELOPMENT, LLC AND IS
NOT TO BE REPRODUCED OR COPIED IN
WHOLE OR IN PART. IT IS NOT TO BE USED ON
ANY OTHER PROJECT AND IS TO BE RETURNED
UPON REQUEST.
SCALES AS STATED HEREIN ARE FOR
REFERENCE ONLYAS NORMAL
REPRODUCTION PROCESSES MAY ALTERTHE
ACCURACY OF ORIGINAL DRAWINGS.
w
JOHN H. CRESWELL
PE #40940/ COA #30250
C: (863) 467-1111
E: john@gdcflorida.com
REVISION
WRITTEN DIMENSIONS ON
THESE DOCUMENTS SHALL
TAKE PRECEDENCE OVER
ALL SCALED DIMENSIONS.
DRAWN BY
B.S. & K.W.
CHECKED BY
J.H.C.
DATE
1/19/2018
HEET
A-502
FOUNDATIONS
1. FOUNDATIONS ARE DESIGNED FOR AN ASSUMED SOIL BEARING PRESSURE
OF 2500 PSF.
2. AGEOTECHNICAL ENGINEER RETAINED BY THE OWNER SHALL INSPECTALL
FOUNDATION WORK TO CONFIRM THAT REQUIRED SOIL BEARING
CAPACITIES ARE MET, THE GEOTECHNICAL ENGINEER SHALL FURNISH A
SIGNED AND SEALED SUMMARY REPORT STATING THAT THE FOUNDATION
PREPARATION PROVIDES THE REQUIRED BEARING CAPACITIES FOR
FOUNDATIONS.
3. THE PROJECT SITE SHALL BE IMPROVED WITH VIBRATORY ROLLING
COMPACTION FROM THE STRIPPED GRADE PRIOR TO CONSTRUCTION OF
THE FOUNDATION PAD. THE TOP 2 FEET BELOW STRIPPED GRADE SHALL BE
COMPACTED TO A MINIMUM OF 95% DENSITY PRIOR TO PLACING FILL TO
ACHIEVE FINAL GRADE.
4. AREAS UNDER SLABS AND FOOTINGS TO BE BACK FILLED SHALL BE
COMPACTED IN LIFTS OF NOT MORE THAN TWELVE INCHES UNCOMPACTED
DEPTH (SIX INCHES UNCOMPACTED DEPTH IF HAND OPERATED EQUIPMENT
IS USED) TO 95% OF THE MAXIMUM DRY DENSITY AS DEFINED BYASTM
D698 OR ASTM D1557.
SPEC. ENGINEERED SYSTEMS
1. THE DESIGN WIND PRESSURES FOR EXTERIOR WINDOWSAND DOORS ARE
SUPPLIED ON THE ELEVATION DRAWINGS. THE CONTRACTOR SHALL SUBMIT
PRODUCT SUPPLIED ON THE ELEVATION DRAWINGS. THE CONTRACTOR
SHALL SUBMIT PRODUCT CONTROL APPROVALS TO THE ENGINEER
SHOWING THAT THE DOORS, WINDOWS AND OTHER CLADDING SYSTEMS
MEET THE DESIGN PRESSURES AND DEBRIS IMPACT CRITERIA FOR THE
CONSTRUCTION PROJECT PER FBC REQUIREMENTS.
ST. LUCIE COUNTY BUILDING DEPARTMENT CODE COMPLIANCE DIVISION
DESIGN CERTIFICATION FOR WIND LOAD COMPLIANCE
THIS CERTIFICATION MUST BE COMPLETED BY THE PROJECT DESIGNER, ARCHITECT, OR ENGINEER. THIS CERTIFICATION MUST BE SUBMITTED IN DUPLICATE WITH ALL APPLICATIONS
E RMULTI-FAMILY), RESIDENTIAL ADDITION ANY ACCESSORY STRUCTURE REQUIRINGA
IN PERMITS I V INVOLVING THE CONSTRUCTION OF NEW RESIDENCE (SINGLE 0 FOR BUILDING N O G S
r
BUILDING PERMITAND ANY NON-RESIDENTAL STRUCTURE THIS CERTIFICATION SHALL NOT APPLY TO INTERIOR RENOVATIONS (PROVIDE THAT NO EXTERIOR STRUCTURAL WALLS,
COLUMNS OR OTHER COMPONENTS ARE BEING AFFECTED AND CERTAIN OTHER MINOR BUILDING PERMITS FOR FURTHER ASSISTANCE PLEASE CONTACT SAINT LUCIE COUNTY
PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION, PHONE: 772-462-1172.
PROJECT NAME. CASA EN TRECE
PROJECT ADDRESS: 434 SE NARANIA AVE, PORT ST LUCIE, FLORIDA, 34983
PERMIT M 000
OCCUPANCY TYPE: SINGLE FAMILY
CONSTRUCTION: CMU -
CERTIFICATION STATEMENT: _
I CERTIFY THAT, 70 THE BEST OF MY KNOWLEDGE AND BELIEF, THESE PLANS AND SPECIFICATIONS HAVE BEEN DESIGNED TO COMPLY WITH THE APPLICABLE STRUCTURAL PORTION
OF THE BUILDING CODES CURRENTLY ADOPTED AND ENFORCED BY ST. LUCIE COUNTY. I ALSO CERTIFY THAT STRUCTURAL ELEMENTS DEPICTED ON THESE PLANS PROVIDE _
ADEQUATE RESISTANCE TO THE WINDLOAD AND FORCES SPECIFIED BY CURRENT CODE PROVISIONS.
DESIGN PARAMETERS AND ASSUMPTIONS USED
1. FLORIDA BUILDING CODES: 2017 FLORIDA BUILDING CODE
2. BUILDING DESIGN IS ENCLOSED: X PARTIALLY ENCLOSED: OPEN BUILDING:
3.MEAN ROOF HEIGHT.,15.3'A.F.F ROOF PITCH: 5:12 INTERNAL PRESSURE COEFFICIENT. +10.18
4. WIDTH OF END ZONES: 3' WIND SPEED: 170 (3 SEC. GUSTS)
5. BUILDINGCLASSICATION TABLE 3-1 ASCE T 11. FBCTABLE: 1604.5
6. WIND EXPOSURE CLASSIFICATION: C ADJUSTMENT FACTOR FOR EXPLOSURE & HEIGHT.' 1.21 -.
7. COMPONENTS & CLADDING WIND PRESSURE ON ROOF ZONE: 1..34.60 PSF 2. -73.21 PSF 3. -73.21 PSF
8. COMPONENTS & CLADDING WIND PRESSURE ON WALL ZONE: 4. NIA 5. NIA
9. COMPONENTS & CLADDING WIND PRESSURE ON OVERHEAD GARAGE DOOR: NIA PSF
10. LOADS: FLOOR: 40 PSF ROOFIDEAD: 10 PSF ROOFILIVE: 30 PSF
11. SHEAR WALLS CONSIDERED FOR STRUCTURE? YES (IF NO, ATTACH EXPLANATION)
12, CONTINUOUS LOAD PATH PROVIDED? YES (IF NO, ATTACH EXPLANATION)
13. ARE COMPONENT AND CLADDING DETAILS PROVIDED? YES (IF NO, ATTACH EXPLANATION)
14. MINIMUM SOIL BEARING PRESSURE: 2500 PRESUMPTIVE., 2500 BY TEST. NIA PSF
15. HURRICANE SHUTTERS AS INDICATED ON PRODUCT APPROVAL: NONE, ALL OPENINGS SHALL BE IMPACT RATED.
AS WITNESSED BY MY SEAL, I HEREBY CERTIFY THAT THE INFORMATION INCLUDED WITH THIS CERTICATION IS TRUE AND CORRECT,
TO THE BEST OF MY KNOWLEDGE AND BELIEF.
NAME: JOHN CRES WELL PE CERT. #: PE# 40940, COA# 30250
DESIGN FIRM: GREEN DESIGN CONSTRUCTION & DEVELOPMENT PATE: 41912018
DEPARTMD
PREFABRICATED WOOD
TRUSSES AND GIRDERS
1. PREFABRICATED WOOD TRUSSES AND GIRDERS SHALL BE DESIGNED IN
ACCORDANCE WITH ASCE 7-10.
2. PREFABRICATED WOOD TRUSSES AND GIRDERS SHALL BE DESIGNED,
FABRICATED AND ERECTED IN ACCORDANCE WITH THE TPI AND THE FBC
FOR THE LOADS INDICATED ABOVE (LATEST EDITIONS).
3. PREFABRICATED TRUSSESAND GIRDERS SHALL BE DESIGNED BYA FLORIDA
REGISTERED SPECIALTY ENGINEER. COMPLETE CALCULATIONS AND SHOP
DRAWINGS SHALL BE SIGNED AND SEALED BY THE SPECIALTY ENGINEER
AND SUBMITTED TO THE ENGINEER -OF -RECORD FOR REVIEW. REVIEW BY
THE ENGINEER -OF -RECORD WILL BE FOR COMPLIANCE WITH DESIGN
CONCEPT ONLY. SPECIALTY ENGINEER SHALL COMPLY WITH CHAPTER 471
F.S.
4. TRUSS MANUFACTURER IS RESPONSIBLE FOR THE DESIGN AND
FABRICATION OF TRUSSES, GIRDERS, AND THEIR CONNECTIONS TO EACH
OTHER. DESIGN OF BRACING FOR INDIVIDUAL TRUSS OR GIRDER MEMBERS
TO RESIST LATERAL BUCKLING UNDER GRAVITY OR WIND LOADS IS THE
RESPONSIBILITY OF THE TRUSS MANUFACTURER.
S. TRUSS AND GIRDER LAYOUTAS INDICATED ON THE ROOF FRAMING
AND OR FLOOR FRAMING PLANS SHALL NOT BE ALTERED WITHOUT PRIOR
WRITTEN AUTHORIZATION FROM THE ENGINEER OF RECORD.
6. SUBMIT SIGNED & SEALED SHOP DRAWINGS FOR REVIEW AND APPROVAL
BY THEA/E.
Z WOOD FRAMING SHALL BE SOUTHERN PINE No. 2 UNLESS SPECIFIED
OTHERWISE BY TRUSS MANUFACTURER.
PLYWOOD ROOF SHEATING
1. PLYWOOD ROOF SHEATHING SHALL BE MIN 518" COX GRADE, SHEATHING,
WITH 48124 APA SPAN RATING.
1. CONTINUOUS WOOD BLOCKING SHALL BE PROVIDED ALONG RIDGE AND AT
ALL EDGE SUPPORTS @ ALL GABLES. BLOCKING SHALL CONSIST OF 2X4 AT
PANEL JOINTS WITH (2)16d TOE NAILS AT EACH END.
3. LAY PANELS, CONTINUOUS OVER TWO OR MORE SPANS AND WITH FACE
GRAIN PERPENDICULAR TO PRIMARY FRAMING MEMBERS. END JOINTS
SHALL OCCUR AT CENTER OF PRIMARY FRAMING MEMBER WITH BOTH
PANELS FASTENED TO END. JOINTS SHALL BE STAGGERED.
4. FASTEN PLYWOOD ROOF SHEATHING PANELS TO ALL SUPPORTING
MEMBERS USING 10D GALV. RING SHANK NAILS. NAIL SPACING SHALL BE
AS FOLLOWS:
ALL ROOF AREAS: 4"O.C. AT PANEL PERIMETER AND 6"O.C. AT
INTERMEDIATE SUPPORTS.
UBMITTAL AFFIDAVIT
MASONRY
1. MATERIALS, TESTING OF MATERIALS AND STORAGE OF MATERIALS SHALL
CONFORM TO ACI STANDARD SPECIFICATIONS FOR MASONRY STRUCTURES
AND BUILDING CODE REQUIREMENTS (ACI 530-99 AND 530.1-99).
2. ALL CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C-90. MORTAR
SHALL BE TYPE M OR S COARSE MASONRY. GROUT SHALL CONFORM TO
ASTM C476 WITH A MINIMUM COMPRESSIVE STRENGTH OFI,800 PSI AND
A SLUMP OF t10". MINIMUM 28 DAY COMPRESSIVE STRENGTH OF THE
MASONRY UNIT SHALL BE 1,500 PSI.
3. ALL MASONRY CONSTRUCTION SHALL BE RUNNING BOND. MORTAR JOINTS
SHALL NOT EXCEED 518" THICKNESS IN CONCEALED AREAS AND WITHIN
SPECIFIED TOLERANCES IN AREAS EXPOSED TO FOUNDATIONS WHERE
VERTICAL AND HORIZONTAL ALIGNMENT WOULD CAUSE MORTAR JOINTS
TO BE LESS THAN 114" OR MORE THAN 112" THICK SHALL BE CORRECTED
PRIOR TO COMMENCING MASONRY CONSTRUCTION.
4. PIPES OR CONDUITS MAY PENETRATE HORIZONTALLY THROUGH MASONRY
WALLS BY MEANS OFA GALVANIZED STEEL SLEEVE NO THINNER THAN
STANDARD WEIGHT (SCHEDULE 40), ASTM A53, SOLIDLY GROUTED OR
MORTARED IN PLACE. PLACE SLEEVES NOT CLOSER THAN THREE DIAMETERS
ON CENTER. MAXIMUM SIZE OFSLEEVE SHALL BE 12".
5. MAXIMUM SIZE OF EMBEDDED VERTICAL PIPE OR CONDUIT INABEARING
WALL SHALL NOT EXCEED 113 OF WALL THICKNESS. PIPES SHALL NOT BE
PLACED CLOSER THAN THREE DIAMETERS ON CENTER.
6. HORIZONTAL JOINT REINFORCEMENT IN ALL CMU WALLS SHALL BE 9 GA.
DEFORMED GALVANIZED TRUSS TYPE. JOINT REINFORCEMENT SHALL BE
FULLY EMBEDDED IN MORTAR WITH A MINIMUM COVER OF 5/8".
HORIZONTAL MASONRY REINFORCEMENT SHALL BE PLACED IN EVERY
OTHER COURSE UNLESS OTHERWISE NOTED.
SEE F VERTICAL REINFORCEMENT MINIMUM
7. SE CANS OR REI 0 CEMENT IN WALLS. PROVIDE M N
LAP OF 48 BAR DIAMETERS. FILL ALL REINFORCED CELLS WITH GROUT FOR
T. WITH
FULL HEIGHT ALL CELLS LOCATED BELOW GRADE SHALL BE FILLED
GROUT REINFORCE CELLS ADJACENT TO DOOR, WINDOW AND OPENINGS
IN ACCORDANCE WITH CMU OPENING REINFORCING DETAIL. GROUT SHALL
HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.
8. ALIGN VERTICAL CORES EVENLY FOR THE FULL HEIGHT WHERE CELLS ARE
TO BE GROUTED. GROUT IN VERTICAL CORES SHALL NOT BE PLACED IN
LIFTS GREATER THAN 5 FEET. PROVIDE CLEAN OUTS WHEN GROUTING
BLOCK CELLS.
9. MASONRY WALLS MUST BE BRACED DURING ERECTION FOR WIND AND
CONSTRUCTION LOADS. BRACES MUST BE DESIGNED, CONSTRUCTED AND
ERECTED IN A FASHION AS TO PREVENT PERMANENT SCARRING OF
EXPOSED MASONRY SURFACES.
10. ALL MASONRY WALLS SHOWN ON STRUCTURAL DRAWINGS SHALL BE IN
PLACE PRIOR TO FORMING OR PLACING CONCRETE IN COLUMNS AND
BEAMS OVER THE WALLS, EXCEPT AS OTHERWISE SPECIFIED. HORIZONTAL
JOINT REINFORCING SHALL EXTEND AMINIM MINIMUM ALL BUTTING
U 0
COLUMNS.
ATTACHMENT METHOD
DESCRIPTION
PRODUCT ACCEPTANCE #
EXPIRATION DATE
MANUFACTURER
TYPE
SIZE
SPACING
EMBEDMENT
ENTRY/EXTERIOR DOORS
FL: 7586.1, 7586.4
N/A
THERMAT U IMPACT
R
1 4" ELCO TAPCONS
/
1 4"X 3"
/
SEE PG 5 & 5 OF 71N P.A.
14" 1
/
WINDOWS
NOA: 16-0714.06
0713012020
PGT INDUSTRIES
1/4" ELCO TAPCONS
1/4"X 2 3/4"
(VARIES) USE FACTORY PROVIDED HEM HOLES
MIN 13/8" INTO CONC.
ALUMINUM MULL BAR
NOA: 17-0630.01
0512612021
PGT INDUSTRIES
1/4" ELCO AGGREGATOR
1/4"X 4"
BETWEEN GANGED WINDOWS
2"
SLIDING DOOR
NOA: 15-0629.07
0312412020
PGT INDUSTRIES
1/4" ELCO ULTRACONS
1/4"X 3"
SEE PG 15 OF 18 IN P.A.
6" O.C. W/STRUCTURAL SEALANT/N PLYWOOD
MIN 13/4" INTO CONC.
STANDING SEAM ROOFING
FL: 7271.6
N/A
UNION CORRUGATING
PANCAKE HEAD SCREWS
#10 -1 1/2"
/8" MIN THROUGH SHEATh
PEEL-N-STICK UNDERLAYMEN
NOA: 16-0728.22
813112021
MFM BUILDING PRODUCTS CORP.
N/A
N/A
N/A
N/A
GARAGE DOOR
NOA: 17-1010.14
61912021
AMARR HERITAGE
HILTI SLEEVE ANCHOR
3/8"X 2 3/4"
SEE PAGE 2 OF 31N P.A.
MIN 11/4" INTO CONC.
NOTE: NOTALL NOTES MAYAPPLY TO THESE PLANS
DESIGN PRESSURE(S)
+PSF
PSF
(-50.0 PSF)
(+47.0 PSF)
(+65.0 PSF)
(-70.0 PSF)
(+60.0 PSF)
(-60.0 PSF)
(+90.0 PSF)
(-90.0 PSF)
N/A
(-112.5 PSF)
N/A
N/A
(-52.0 PSF)
(+46.0 PSF)
REINFORCED CONCRETE
1. ALL CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318, LATEST
EDITION, SPECIFICATIONS FOR STRUCTURAL CONCRETE.
2. UNLESS NOTED OTHERWISE, DETAILS OF CONCRETE REINFORCEMENT AND
ACCESSORIES SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF ACI
315, MANUAL OFSTANDARD PRACTICE FOR DETAILING REINFORCED
CONCRETE STRUCTURES, AND CRSI MSP-1, MANUAL OF STANDARD
PRACTICE, LATEST EDITIONS.
3. SHOP DRAWINGS SHOWING ALL FABRICATION DIMENSIONS AND
LOCATIONS FOR PLACING OF THE REINFORCING STEEL AND ACCESSORIES
SHALL BE SUBMITTED FOR REVIEW TO THE ARCHITECT/ENGINEER. NO
FABRICATION SHALL BEGIN UNTIL SHOP DRAWINGS ARE COMPLETED AND
REVIEWED.
4. SUBMIT CONCRETE MATERIALS, MIX DESIGN AND METHODS OF CURING
FOR REVIEW BY THE ENGINEER.
S. TESTING LABORATORY EMPLOYED BY THE OWNER SHALL SUBMIT ONE COPY
OF ALL CONCRETE TEST REPORTS DIRECTLY TO THE ENGINEER. SEE SPECIAL
INSPECTION SCHEDULE FOR REQUIRED TESTS.
6. UNLESS NOTED OTHERWISE, 28 DAY COMPRESSIVE STRENGTH OF CAST -IN -
PLACE CONCRETE FOR EACH PORTION OF THE STRUCTURE SHALL BE AS
FOLLOWS:
FOOTINGS, SLAB ON GRADE = 3,500 PSI
BEAMS COLUMNS AND SLABS ABOVE GRADE = 4,000 PSI
PRE -STRESSED ELEMENTS AND PLIES = 5,000 PSI
Z UNLESS NOTED OTHERVWSE, MINIMUM CONCRETE COVER FOR
REINFORCEMENTSHALL SEAS FOLLOWS:
CONCRETE CASTAGAINSTEARTH 3"
FORMED CONCRETE EXPOSED TO
EARTH OR WEATHER:
#6 THROUGH #18 BARS 2"
#5 BARS AND SMALLER 1112"
INTERIOR SLABS AND WALLS W/
#11 BAR AND SMALLER 314"
INTERIOR BEAMS, AND COLUMNS: 1 112"
8. CONCRETE SLUMP SHALL BE3"MIN. TO5"MAX.
9. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60.
la ALL SPLICES SHALL CONFORM TO ACI 318, CLASS "B"SPLICES UNLESS
NOTED OTHERWISE. PROVIDE CORNER BARS OF 30"X30" FOR TOP AND
BOTTOM BARS AT ALL CORNERS OF TIE BEAMS AND FOUNDATIONS.
11. CONSTRUCTION JOINTS SHALL FALL AT CONTROL JOINTS AND SHALL BE
KEYED.
12. WELDING OR TACK WELDING OF REINFORCING STEEL SHALL NOT BE
PERMITTED EXCEPT AS AUTHORIZED OR DIRECTED BY THE STRUCTURAL
ENGINEER OR HIS REP.
13. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1064 AND SHALL BE
SUPPLIED IN SHEETS, LAP SHEETS AT LEAST 8" TO CONTAIN AT LEAST ONE
CROSS WIRE WITHIN 8" OF CENTRAL JOINT.
14. PROVIDE 2 #4 (X3'-0 LONG) BARS AT ALL RE-ENTRANT CORNERS OFALL
SLABS ON GRADE AND UPPER FLOOR SLABS.
15. PROVIDE CORNER BARS MATCHING THE MAIN REINFORCEMENT AT ALL
FOOTING AND TIE BEAM INTERSECTIONS. THE LENGTH OF CORNER BARS IN
EACH DIRECTION SHALL BE A MINIMUM OF 30 BAR DIAMETERS.
16. IF REQUIRED, HOUSEKEEPING PADS SHALL BE 4" THICK CONCRETE CAST OVER
THE FLOOR SLAB. REINFORCE WITH 6X6 W2.1XW2.1 PLACED AT CENTER OF
SLAB. COORDINATE SIZE AND LOCATION WITH ARCHITECTURAL AND
MECHANICAL DRAWINGS.
IMPORTANT NOTES
ENGINEER OF RECORD TO REVIEW TRUSS ENGINEERING PRIOR TO
INSTALLATION.
ENGINEER OF RECORD SHALL SPECIFYALL TRUSS TO CMU CONNECTIONS AFTER
REVIEW OF SHOP DRAWINGS. TRUSS MANUFACTURER SHALL SPECIFY AND
PROVIDE ALL TRUSS TO TRUSS CONNECTIONS.
STRUCTURAL STEEL
1. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED ACCORDING TO
THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND
BRIDGES, LATEST EDITIONS.
2. SHOP DRAWINGS PREPARED IN ACCORDANCE WITH THE LATEST
"STRUCTURAL STEEL DETAILING MANUAL OF THE AISC" SHALL BE SIGNED
AND SEALED BYAN ENGINEER REGISTERED IN FLORIDA, AND SUBMITTED
TO THEARCHITECT/ENGINEER FOR REVIEW NO FABRICATION SHALL BEGIN
UNTIL SHOP DRAWINGS ARE COMPLETED AND REVIEWED.
3. UNLESS NOTED OTHERWISE, STRUCTURAL STEEL SECTIONS SHALL
CONFORM TO THE FOLLOWING:
A. W-SHAPES SHALL CONFORM TO ASTM A992, GRADE 50. (ASTM A
572, GRADE 50 MAY BE SUBSTITUTED FOR ASTM A992.)
B. SQUARE/RECTANGULAR HOLLOW STRUCTURAL SECTIONS (HSS)
SHALL CONFORM TO ASTM A500, GRADE B
C. ROUND HOLLOW STRUCTURAL SECTIONS (HSS) SHALL CONFORM TO
ASTM A501 OR ASTM A53, GRADE B.
D. OTHER STEEL SHAPES (CHANNELS. ANGLES, AND PLATES) MAY
CONFORM TO ASTM A36.
4. BEAMS WITHOUTSPECIFIED CAMBER ARE TO BE FABRICATED SUCH THAT
AFTER ERECTION ANY CAMBER DUE TO ROLLING OR SHOP FABRICATION IS
UPWARD AT MID SPAN.
5. BOLTS, WELDS, ANCHORS, AND HEADED STUDS:
A. WELDS SHALL CONFORM TO "STRUCTURAL WELDING CODE" OF THE
AMERICAN WELDING SOCIETY, AWS DI.1. USE E70XX ELECTRODES.
PRO
OF OF WELDER CERTIFICATION SHALL BE AVAILABLE AT THE
108 SITE. MINIMUM WELD SIZE IS ACCORDING TO AISC LATEST
EDITION.
B. UNLESS NOTED OTHERWISE BOLTS SHALL CONFORM TO ASTM A325,
AND SHALL BE MINIMUM 314" DIAMETER.
C UNLESS NOTED OTHERWISE STUDS SHALL BE 314" DIA. 5-3116"
LONG HEADED STUDS, BY NELSON, OR APPROVED EQUAL.
D. UNLESS NOTED OTHERWISE ALL EXPANSION ANCHORS ARE TO BE
314"DIA. HILTI KWIK- BOLTS WITH 4 314" MIN. EMBEDMENT, OR
AN APPROVED EQUAL.
E. ANCHOR BOLTS SHALL CONFORM TO ASTM A307 AND SHALL BE
GALV IF EXPOSED IN THE FINISHED STRUCTURE.
6. THE FABRICATOR SHALL BE RESPONSIBLE FOR THE DESIGN AND DETAILING
OF ALL CONNECTIONS NOT SPECIFICALLY DETAILED ON THE CONTRACT
DRAWINGS. THIS DESIGN SERVICE SHALL BE INCLUDED IN THE
CONTRACTOR'S SCOPE OF SERVICES. SHOP DRAWINGS AND CALCULATIONS
OF SUCH CONNECTIONS SHALL BE SEALED BY AN ENGINEER LICENSED IN
FLORIDA. REVIEW BY THE E.O.R. DOES NOT RELIEVE THE CONTRACTOR OF
THE FULL RESPONSIBILITY FOR THE DESIGN AND ADEQUACY OF SUCH.
Z UNGALVANIZED PIECES EXCEPT AT AREAS TO BE FIELD WELDED. TOUCH UP
FIELD WELDS AND ANY DAMAGED AREAS OF PAINT IN FIELD AFTER
WELDING (USE GALVANIZED PAINT FOR TOUCH UP OF GALVANIZED STEEL).
GALVANIZED PAINT SHALL BE IN ACCORDANCE WITH THE FDOT QUALIFIED
PRODUCTS LIST.
STRUCTURAL NOTES
1. REFER TO A -PAGES FOR WALL DETAILS, AND S-PAGES FOR STRUCTURAL NOTES
AND USE(S)
1. TRUSS MANUFACTURER TO PROVIDE TRUSS ENGINEERING AND LAYOUT FOR
APPROVAL PRIOR TO INSTALLATION.
FA
STRUCTURAL NOTES
Fl �7E5'IGN
GREEN DESIGN
CONSTRUCTION & DEVELOPMENT, LLC
COA#30250,AA#26003565
502 NW 2ND STREET, OKEECHOBEE,
FLORIDA 34972
P: (863) 467-1111
F: (863) 582-9574
W W W.GDCFLORIDA.COM
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ISSUED IN PROGRESS
ISSUED FOR REVIEW
ISSUED FOR BIDDING
ISSUED FOR PERMIT ■
ISSUED FOR
CONSTRUCTION
LIABILITY NOTE
THIS IS THE PROPERTY OF GREEN DESIGN
CONSTRUCTION & DEVELOPMENT, LLC AND IS
NOT TO BE REPRODUCED OR COPIED IN
WHOLE OR IN PART. IT IS NOT TO BE USED ON
ANY OTHER PROJECT AND IS TO BE RETURNED
UPON REQUEST.
SCALES AS STATED HEREIN ARE FOR
REFERENCE ONLY AS NORMAL
REPRODUCTION PROCESSES MAY ALTER THE
ACCURACY OF ORIGINAL DRAWINGS.
JOHN H. CRESWELL
PE #40940/ COA #30250
C: (863) 467-1111
E: john@gdcflorida.com
REVISION
1 3/14/2018
2 4/9/2018
WRITTEN DIMENSIONS ON
THESE DOCUMENTS SHALL
TAKE PRECEDENCE OVER
ALL SCALED DIMENSIONS.
DRAWN BY
B.S. & K.W.
CHECKED BY
J.H.C.
DATE
4/9/2018
SHEET
�O�
j�
8-001
FOUNDATIONS
1. FOUNDATIONSARE DESIGNED FORANASSUMED SOIL BEARING PRE55URE
OF 2500 PSF.
Z AGEOTECHNICALENGINEER RETAINEDBYTHE OINNER SHALLINSPECT AU
FOUNDATION WORK TO CONFIRM THAT REQUIRED SOIL BEARING
CAPACITIES ARE MET, THE GEOTECHNICAL ENGINEER SHALL FURNISH A
SIGNED AND SEALED SUMMARY REPORT STATING THAT THE FOUNDATION
PREPARATION PROVIDES THE REQUIRED BEARING CAPACITIES FOR
FOUNDATIONS.
3. THE PROJECTSITE SHALL BE IMPROVED WITH VIBRATORY ROLLING
COMPACTION FROM THE STRIPPED GRADE PRIOR TO CONSTRUCTION OF
THE FOUNDATION PAD. THE TOP 2 FEET BELOW STRIPPED GRADE SHALL BE
COMPACTED TO A MINIMUM OF 95% DENSITY PRIOR TO PLACING FILL TO
ACHIEVE FINAL GRADE.
4. AREAS UNDER SLABS AND FOOTINGS TO BE BACK FILLED SHALL BE
COMPACTED IN LIFTS OF NOT MORE THAN TWELVE INCHES UNCOMPACTED
DEPTH (SIX INCHES UNCOMPACTED DEPTH IF HAND OPERATED EQUIPMENT
IS USED) TO 95% OF THE MAXIMUM DRY DENSITYAS DEFINED BY ASTM
D698 OR ASTM D1557.
SPEC. ENGINEERED SYSTEMS
1. THE DESIGN WIND PRESSURES FOR EXTERIOR WINDOWS AND DOORS ARE
SUPPLIED ON THE ELEVATION DRAWINGS. THE CONTRACTOR SHALL SUBMIT
PRODUCT SUPPLIED ON THE ELEVATION DRAWINGS. THE CONTRACTOR
SHALL SUBMIT PRODUCT CONTROL APPROVALS TO THE ENGINEER
SHOWING THAT THE DOORS, WINDOWS AND OTHER CLADDING SY5TEMS
MEET THE DESIGN PRESSURES AND DEBRIS IMPACT CRITERIA FOR THE
CONSTRUCTION PROJECT PER FBC REQUIREMENTS,
PORT ST. LUCIE BUILDING DEPARTMENT CODE COMPLIANCE DIVISION
DESIGN CERTIFICATION FOR WIND LOAD COMPLIANCE
YY r Y'�/YYYYWY_�YYYYY��YY��YY
THIS CERTIFlCATION MUST BE COMPLETED BY THE PROJECT DESIGNER, ARCHITECT, OR ENGINEER. THIS CERTIFICATION MUST BE SUBMITTED IN DUPLICATE WITH ALL APPLICATIONS
FOR BUILDING PERMITS INVOLVING THE CONSTRUCTION OF NEW RESIDENCE (SINGLE OR MULTI -FAMILY), RESIDENTIAL ADDITION, ANYACCESSORY STRUCTURE REQUIRING A
BUILDING PERMIT AND ANY NON-RESIDENTALSTRUCTURE. THIS CERTIFICATION SHALL NOT APPLY TO INTERIOR RENOVATIONS PROVIDE THAT NO EXTERIOR STRULTURALWAUS,
COLUMNS OR OTHER COMPONEN75 ARE BEING AFFECTED AND CERTAIN OTHER MINOR BUILDING PERMITS FOR FURTHER ASSISTANCE PLEASE CONTACT 5AINT LUCIE COUNTY
PLANNING& DEV LOPM TSER IC SBUI N E fN V E [DING &CODE REGULATION DIVISION, PHONE: 772-462-2172.
PROJECT NAME: CASA EN TRREE
PROJECTADDRESS: 434 SE NARANJA AVE, PORT ST. LUCIE, FLORIDA, 34983
PERMITM 000
OCCUPANCYTYPE SINGLE FAMILY
CONSTRUCTION: OWU
CERTIFICATION STATEMENT:
ICERTIFY THAT T THE YKNO DGEA DBELIEF,T P ANDSPECIFICATIONSHAVEBEENDESIGNEDTOCOMPLYWITHTHEAPPUCABLESTRUCTURALPORTION
0 M WLE N THESE TANS
OF THE BUILDING CODES CURRENTLYADOPTED AND ENFORCED BY ST. LUCIECOUNTY.1 ALSO CERTIFY THAT STRUCTURAL ELEMENTS DEPICTED ON THESE PLANS PROVIDE
ADEQUATE RESISTANCE TO THE WINDLOADAND FORCES SPECIFIED BY CURRENT CODEPROVISIONS.
- DESIGN PARAMETERS AND ASSUMPTIONS USED
j I. FLOPDA BUILDING CODES. 2017 FLORIDA BUILDING CODE
2 BUILDING DESIGN IS ENCLOSED. X PARTIALLYENCLOSED: OPENBUILDING:
3. MEAN ROOF HEIGHT. 153" A.F.F ROOF PITCH: 5:12 INTERNAL PRESSURE COEFFICIENT.. 0. 0.18
4. WIDTH OF END ZONES., 3' WIND SPEED: 170 (3 SEC. GUSTS)
5.SUILDINGCLASSICATIONTABLE 1-1ASCET It. FBC TABLE: 1604.5
6. WIND EXPOSURE CLASSIFICATION: C ADJUSTMENT FACTOR FOR EXPLOSURE & HEIGHT 1.21
7. COMPONENTS & CLADDING WIND PRESSURE ON ROOF ZONE: 1. .34.60 PSF Z -73.21 PSF 3. -73.21 PSF
8. COMPONENTS & CLADDING WIND PRESSURE ON WALL ZONE: 4. N/A 5. NIA
9. COMPONENTS & CLADDING WIND PRESSURE ON OVERHEAD GARAGE DOOR: WA PSF
10. LOADS- FLOOR- 40 PSF ROOFADEAD. 10 PSF _ROOFdJVE: 30 PSF
11. SHEAR WALLS CONSIDERED FOR STRUCTURE? YES OF NO, ATTACH 061LANATION)
12. CONTINUOUS LOAD PATH PROVIDED? YES (IF NO, ATTACH EXPLANATION)
13. ARE COMPONENT AND CLADDING DETAILS PROVIDED? YES (IF NO, ATTACH EXPLANATION)
14. MINIMUM SOIL BEARING PRESSURE: 2500 PRESUMPTIVE: 2500 BY TEST NIA PSF
15 HURRICANE SHEINDICATED ON PRODUCT APPROVAL: ON , OPENINGS H BE W, ATS
AS WITNESSED BYMY SEAL, I HEREBY CERTIFY THAT THE INFORMATION INCLUDED WITH THIS CER77CA7701V IS TRUEAND CORRECT,
TO THE BEST OF MYKNOWLEDGE AND BELIEF.
NAME: JOHN CRESWELL, PE CERT. #: PE* 40840. COAS $0260
DESIGN FIRM: GREEN DESIGN CONSTRUCTION & DEVELOPMENT LATE.- 312112018
11
PREFABRICATED WOOD
TRUSSES AND GIRDERS
I. PREFABRICATED WOOD TRUSSES AND GIRDERS SHALL BE DESIGNED IN
ACCORDANCE WITH ASCE 7-10.
1: PREFABRICATED WOOD TRUSSES AND GIRDERS SHALL BE DESIGNED,
FABRICATED AND ERECTED IN ACCORDANCE WITH THE TPI AND THE FBC
FOR THE LOADS INDICATED ABOVE (LATEST EDITIONS).
3. PREFABRICATED TRUSSES AND GIRDERS SHALL BE DESIGNED BYA FLORIDA
REGISTERED SPECIALTY ENGINEER. COMPLETE CALCULATIONS AND SHOP
DRAWINGS SHALL BESIGNED AND SEALED BY THESPECIALTY ENGINEER
AND SUBMITTED TO THE ENGINEER-OFRECORD FOR REVIEW. REVIEW BY
THE ENGINEER -OF -RECORD WILL BE FOR COMPLIANCE WITH DESIGN
CONCEPT ONLY. SPECIALTY ENGINEER SHALL COMPLY WITH CHAPTER 471
F.S.
4. TRUSS MANUFACTURER IS RESPONSIBLE FOR THE DESIGN AND
FABRICATION OF TRUSSES, GIRDERS, AND THEIR CONNECTIONS TO EACH
OTHER. DESIGN OF BRACING FOR INDIVIDUAL TRUSS OR GIRDER MEMBERS
TO RE515T LATERAL BUCKLING UNDER GRAVITY OR WIND LOADS IS THE
RESPONSIBIUTYOFTHE TRUSS MANUFACTURER.
S. TRUSS AND GIRDER LAYOUTA5 INDICATED ON THE ROOF FRAMING
AND/OR FLOOR FRAMING PLANS) SHALL NOT BE ALTERED WITHOUT PRIOR
WRITTEN AUTHORIZATION FROM THE ENGINEER OF RECORD.
6. SUBMIT SIGNED & SEALED SHOP DRAWINGS FOR REVIEW AND APPROVAL
BY THEA/E.
7.. WOOD FRAMING SHALL BESOUTHERN PINE No. 2 UNLESS SPECIFIED
OTHER WISE BY TRUSS MANUFACTURER.
PLYWOOD ROOF SHEATING
1. PLYWOOD ROOFSHEATHINGSHALL BEMIN 518"COX GRADE, SHEATHING,
WITH48124 APA SPAN RATING.
2. CONTINUOUS WOOD BLOCKINGSHALL BEPROVIDEDALONG RIDGEANDAT
ALL EDGESUPPORTS @ ALL GABLES. BLOCKING SHALL CONSIST OF 2X4 AT
PANEL JOINTS WITH (2)16d TOE NAILS AT EACH END,
3. LAY PANELS, CONTINUOUS OVER TWO OR MORE SPANS AND WITH FACE
GRAIN PERPENDICULAR TO PRIMARY FRAMING MEMBERS. END JOINTS
SHALL OCCUR AT CENTER OF PRIMARY FRAMING MEMBER WITH BOTH
PANELS FASTENED TO END. JOINTS SHALL BESTAGGERED.
4. FASTEN PLYWOOD ROOF SHEATHING PANELS TO ALL SUPPORTING
MEMBERS USING 10D GALV. RING SHANK NAILS. NAIL SPACING SHALL BE
AS FOLLOWS:
ALL ROOFAREAS: 4"O.C. AT PANEL PERIMETER AND 6" O.0 AT
INTERMEDIATESUPPORTS.
PORT ST. LUCIE BUILDING DEPARTMENT PRO UCT APPROVAL SUBMITTAL AFFIDAVIT
NOTE: NOT ALL NOTES MAY APPLY TO THESE PLANS
MASONRY
1. MATERIALS, TESTING OF MATERIALS AND STORAGE OF MATERIALS SHALL
CONFORM TO ACI STANDARD SPECIFICATIONS FOR MASONRY STRUCTURES
AND BUILDING CODE REQUIREMENTS (ACI 530-99 AND 530.1-99).
2. ALL CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C-90. MORTAR
SHALL BE TYPE M OR S COARSE MASONRY. GROUT SHALL CONFORM TO
ASTM C476 WITH A MINIMUM COMPRESSIVE STRENGTH OF1,800 PSI AND
A SLUMP OF. 1-10". MINIMUM 28 DAY COMPRESSIVE STRENGTH OF THE
MASONRY UNIT SHALL BE 1,500 PSL
3. ALL MASONRYCON5TRUCTIONSHALL BERUNNING BOND. MORTAR JOINTS
SHALL NOT EXCEED 518" THICKNESS IN CONCEALED AREAS AND WITHIN
SPECIFIED TOLERANCES INAREAS EXPOSED TO FOUNDATIONS WHERE
VERTICAL AND HORIZONTAL ALIGNMENT WOULD CAUSE MORTAR JOINTS
TO BE LESS THAN 114"OR MORE THAN 112" THICK SHALL BE CORRECTED
PRIOR TO COMMENCING MASONRY CONSTRUCTION.
4. PIPES OR CONDU17S MAY PENETRATE HORIZONTALLY THROUGH MASONRY
WALLS BY MEANS OFA GALVANIZED STEEL SLEEVE NO THINNER THAN
STANDARD WEIGHT (SCHEDULE 40), ASTM A53, SOLIDLY GROUTED OR
MORTARED IN PLACE. PLACE SLEEVES NOT CLOSER THAN THREE DIAMETERS
ON CENTER. MAXIMUM SIZE OF SLEEVE SHALL BE 12".
5. MAXIMUM SIZE OF EMBEDDED VERTICAL PIPE OR CONDUIT IN BEARING
WALL SHALL NOT EXCEED 113 OF WALL THICKNESS. PIPES SHALL NOT BE
PLACED CLOSER THAN THREE DIAMETERS ON CENTER.
6. HORIZONTAL JOINT REINFORCEMENT IN ALL CMU WALLS SHALL BE9GA.
DEFORMED GALVANIZED TRUSS TYPE. JOINT REINFORCEMENT SHALL BE
FULLY EMBEDDED IN MORTAR WITH MINIMUM COVER OF 518".
HORIZONTAL MASONRY REINFORCEMENT SHALL BE PLACED IN EVERY
OTHER COURSE UNLESS OTHERWISE NOTED.
7. SEE PLANS FOR VERTICAL REINFORCEMENT IN WALLS. PROVIDE MINIMUM
LAP OF 48 BAR DIAMETERS. FILL ALL REINFORCED CELLS WITH GROUT FOR
FULL HEIGHT. ALL CELLS LOCATED BELOW GRADE SHALL BE FILLED WITH
GROUT REINFORCE CELLS ADJACENT TO DOOR, WINDOW AND OPENINGS
INACCORDANCE W17H CMU OPENING REINFORCING DETAIL. GROUT SHALL
HAVEA MINIMUM COMPRESSIVESTRENGTH OF3000 PSI.
S. ALIGN VERTICAL CORES EVENLY FOR THE FULL HEIGHT WHERE CELLS ARE
TO BE GROUTED. GROUT IN VERTICAL CORES SHALL NOT BE PLACED IN
LIFTS GREATER THAN 5 FEET. PROVIDE CLEAN OUTS WHEN GROUTING
BLOCK CELLS.
9. MASONRY WALLS MUST BE BRACED DURING ERECTION FOR WIND AND
CONSTRUCTION LOADS. BRACES MUST BE DESIGNED, CONSTRUCTED AND
ERECTED INA FASHIONAS TO PREVENT PERMANENT SCARRING OF
EXPOSED MASONRY SURFACES.
10. ALL MASONRY WALLS SHOWN ONSTRUCTURALDRAWINGS SHALL BEIN
PLACE PRIOR TO FORMING OR PLACING CONCRETE IN COLUMNS AND
BEAMS OVER THE WALLS, EXCEPTASOTHERWISESPECIFIED. HORIZONTAL
JOINT REINFORCING SHALL EXTEND A MINIMUM OF 6" INTO ALL BUTTING
COLUMNS.
REINFORCED CONCRETE
1. ALL CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318, LATEST
EDITION, SPECIFICATIONS FOR STRUCTURAL CONCRETE.
1. UNLESS NOTED OTHERWISE, DETAILS OF CONCRETE REINFORCEMENTAND
ACCESSORIES SHALL BE INACCORDANCE WITH THE LATEST EDITION OFACI
315, MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED
CONCRETE STRUCTURES, AND CRSI MSP-1, MANUAL OFSTANDARD
PRACTICE, LATEST EDITIONS.
3. SHOP DRAWINGS SHOWING ALL FABRICATION DIMENSIONS AND
LOCATIONS FOR PLACING OF THE REINFORCING STEEL AND ACCESSORIES
SHALL BESUBMITTED FOR REVIEW 70 THEARCHITECT/ENGINEER. NO
FABRICATION SHALL BEGIN UNTIL SHOP DRAWINGS ARE COMPLETED AND
REVIEWED.
4. SUBMIT CONCRETE MATERIALS, MIX DESIGN AND METHODS OF CURING
FOR REVIEW BY THE ENGINEER.
5, TESTING LABORATORY EMPLOYED BY THE OWNER SHALL SUBMIT ONE COPY
OF ALL CONCRETE TEST REPORTS DIRECTLY TO THE ENGINEER. SEE SPECIAL
INSPECTION SCHEDULE FOR REQUIRED TESTS.
6. UNLESS NOTED OTHERWISE, 28DAY COMPRESSIVE STRENGTH OFCAST--IN-
PLACE CONCRETE FOR EACH PORTION OF THE STRUCTURESHALL BEAS
FOLLOWS:
FOOTINGS, SLAB ON GRADE = 3,500 PSI
BEAMS COLUMNS AND SLABS ABOVE GRADE = 4,000PSI
PRESTRESSED ELEMENTS AND PLIES = 5,000 PSI
Z UNLESS NOTED OTHERVWSE, MINIMUM CONCRETE COVER FOR
REINFORCEMENT SHALL BEAS FOLLOWS:
CONCRETE CASTAGAINST EARTH 3"
FORMED CONCRETE EXPOSED TO
EARTH OR WEATHER:
#6 THROUGH #18 BARS 2"
#5 BARS AND SMALLER 1112"
INTERIOR SLABS AND WALLS W1
#11 BAR AND SMALLER 314"
INTERIOR BEAMS, AND COLUMNS: 1 112"
8. CONCRETE SLUMPSHALL BE 3" MIN. TO 5"MAX.
9. REINFORCING STEEL SHALL CONFORM TO ASTM A615GRADE 60.
10. ALL SPLICES SHALL CONFORM TO ACI 318,CLASS "B"SPLICES UNLESS
NOTED OTHERWISE. PROVIDE CORNER BARS OF 30'X30"FOR TOP AND
BOTTOM BARS AT ALL CORNERS OF TIE BEAMS AND FOUNDATIONS.
11. CONSTRUCTION JOINTS SHALL FALL AT CONTROL JOINTS AND SHALL BE
KEYED.
12. WELDING OR TACK WELDING OF REINFORCING STEEL SHAUNOT BE
PERMITTED EXCEPT AS AUTHORIZED OR DIRECTED 8 Y THE STRUCTURA L
13. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1064 AND SHALL BE
SUPPLIED IN SHEETS. LAP SHEETS AT LEAST 8"TO CONTAIN AT LEAST ONE
J�CROSS WIRE WITHIN 8" OFCENTRAL JOIN
i4. T.
PROVIDE2�SA AL E-ENTR 4 R RS FA
SLABS ON GRADEAND UPPER FLOOR SLABS.
15. PROVIDE CORNER BARS MATCHING THE MAIN REINFORCEMENTATALL
FOOTING AND TIE BEAM INTERSECTIONS. THE LENGTH OF CORNER BARS IN
EACH DIRECTION SHALL BEA MINIMUM OF 30 BAR DIAMETERS.
16. IF REQUIRED, HOUSEKEEPING PADS SHALL BE 4"THICK CONCRETE CAST OVER
THE FLOOR SLAB. REINFORCE WITH 6X6 W2.1XW2.1 PLACED AT CENTER OF
SLAB. COORDINATESIZEAND LOCATION WITHARCHITECTURAL AND
MECHANICAL DRAWINGS.
IMPORTANT NOTES
ENGINEER OF RECORD TO REVIEW TRUSS ENGINEERING PRIOR TO
INSTALLATION.
ENGINEER OF RECORD SHALL SPECIFY ALL TRUSS TO CMU CONNECTIONS AFTER
REVIEW OF SHOP DRAWINGS. TRUSS MANUFACTURER SHALL SPECIFY AND
PROVIDEALL TRUSS TO TRUSS CONNECTIONS.
STRUCTURAL STEEL
I. STRUCTURAL STEEL SHALL BE FABRICATEDAND ERECTED ACCORDING TO
THE ANC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND
BRIDGES, LATEST EDITIONS.
2. SHOP DRAWINGS PREPARED IN ACCORDANCE WITH THE LATEST
"STRUCTURAL STEEL DETAILING MANUAL OF THE AISC"SHALL BESIGNED
AND SEALED BY AN ENGINEER REGISTERED IN FLORIDA, AND SUBMITTED
TO THE ARCHITECT/ENGINEER FOR REVIEW NO FABRICATION SHALL BEGIN
UNTIL SHOP DRAWINGS ARE COMPLETED AND REVIEWED.
3. UNLESS NOTED OTHERWISE, STRUCTURAL STEEL SECTIONS SHALL
CONFORM TO THE FOLLOWING:
A. W-SHAPES SHALL CONFORM TO ASTM A992, GRADE 50. (ASTM A
572, GRADE 50 MAY BESUBSTITUTED FOR ASTM A992.)
B. SQUARE/RECTANGULAR HOLLOW STRUCTURAL SECTIONS (HSS)
SHALL CONFORM TO ASTM A500, GRADE B
C. ROUND HOLLOW STRUCTURAL SECTIONS (H55) SHALL CONFORM TO
ASTM AS01 OR ASTMA53, GRADE B.
D. OTHER STEEL SHAPES (CHANNELS. ANGLES, AND PLATES) MAY
CONFORM TOASTM A36.
4. BEAMS WITHOUT SPECIFIED CAMBER ARE TO BE FABRICATED SUCH THAT
AFTER ERECTIONANY CAMBER DUE TO ROLLING OR SHOP FABRICATION 15
UPWARD AT MID SPAN.
5. BOLTS, WELDS, ANCHORS, AND HEADED STUDS:
A. WELDS SHALL CONFORM TO"STRUCTURAL WELDING CODE"OF THE
AMERICAN WELDING SOCIETY, AWS DI.1. USE E70XX ELECTRODES.
PROOF OF WELDER CERTIFICATION SHALL BEAVAILABLEAT THE
JOB SITE. MINIMUM WELD SIZE IS ACCORDING TO AISC, LATEST
EDITION
B. UNLESS NOTED OTHERWISE BOLTS SHALL CONFORM TO ASTM A315,
AND SHALL BE MINIMUM 314" DIAMETER.
C UNLESS NOTED OTHERWISE STUDS SHALL BE 314" DIA. 5-3116"
LONG HEADED STUDS, BY NELSON, OR APPROVED EQUAL
D. UNLESS NOTED OTHER WISE ALL EXPANSION ANCHORS ARE TO BE
314"DIAL HILTI KWIK-BOLTS WITH 4314"MIN. EMBEDMENT, OR
AN APPROVED EQUAL.
E. ANCHOR BOLTS SHALL CONFORM TO ASTM A307AND SHALL BE
GALV. IF EXPOSED IN THE FINISHED STRUCTURE.
6. THE FABRICATOR SHALL BE RESPONSIBLE FOR THE DESIGN AND DETAILING
OFALL CONNECTIONS NOT SPECIFICALLY DETAILED ON THE CONTRACT
DRAWINGS. THIS DESIGN SERVICE SHALL BE INCLUDED IN THE
CONTRACTOR'S SCOPE OFSERVICES. SHOP DRAWINGS AND CALCULATIONS
OFSUCH CONNECTIONS SHALL BESEALED BYAN ENGINEER LICENSED IN
FLORIDA. REVIEW BY THEE.O.R DOES NOT RELIEVE THE CONTRACTOR OF
THE FULL RESPONSIBILITY FOR THE DESIGNAND ADEQUACY OFSUCH.
7. UNGALVANIZED PIECES EXCEPTATAREAS TO BE FIELD WELDED. TOUCH UP
FIELD WELDS AND ANY DAMAGED AREAS OF PAINT IN FIELD AFTER
WELDING (USE GALVANIZED PAINT FOR TOUCH UP OF GALVANIZED STEEL).
GALVANIZED PAINT SHALL BE IN ACCORDANCE WITH THE FDOT QUALIFIED
PRODUCTS LIST.
STRUCTURAL NOTES
1. REFER TO A -PAGES FOR WALL DETAILS, AND S-PAGES FOR STRUCTURAL NOTES
AND USE(S)
2. TRUSS MANUFACTURER TO PROVIDE TRUSS ENGINEERING AND LAYOUT FOR
APPROVAL PRIOR TO INSTALLATION.
Nlo
GREEN DESIGN
CONSTRUCTION & DEVELOPMENT, LL
COA#30250,AA#26003565
502 NW 2ND STREET, OKEECHOBEE,
FLORIDA 34972
P: (863) 467-1111
F: (863) 582-9574
WW W.GDCFLORIDA.COM
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ISSUED IN PROGRESS ❑
ISSUED FOR REVIEW ❑
ISSUED FOR BIDDING ❑
ISSUED FOR PERMIT ■
ISSUED FOR
CONSTRUCTION ❑
L/AB/L/TYNOTE
THIS 5 THE PROPERTYOF GREEN DESIGN
CONSTRUCTION & DEVELOPMENT, LLC AND
NOTTO BE REPRODUCED OR COPIED IN
WHOLE OR IN PART. IT 5 NOTTO BE USED O
ANY OTHER PROJECT AND IS TO BE RETURNE
UPON REQUEST.
SCALES AS STATED HEREIN ARE FOR
REFERENCE ONLY AS NORMAL
REPRODUCTION PROCESSES MAY ALTER THI
ACCURACY OF ORIGINAL DRAWINGS.
JOHN H. CRESWELL
PE #40940/ COA #30250
C:(863)467-1111
E: john@gdcflorida.com
REVISION
10 3/21 /2018
WRITTEN DIMENSIONS Of
THESE DOCUMENTS SHAL
TAKE PRECEDENCE OVER
ALL SCALED DIMENSIONS,
DRAWN BY
B.S. & K.W.
CHECKED BY
J.H.C.
DATE
3/21/2018
STRUCTURAL NOTES
1
FOUNDATIONS
1. FOUNDATIONSARE DESIGNED FOR AN ASSUMED SOIL BEARING PRESSURE
OF 2500 PSF.
2. A GEOTECHNICAL ENGINEER RETAINED BY THE 0WNER SHALL INSPECT ALL
FOUNDATION WORK TO CONFIRM THAT REQUIRED SOIL BEARING
CAPAOTIESARE MET, THE GEOTECHNICAL ENGINEER SHALL FURNISH A
SIGNED AND SEALED SUMMARY REPORT STATINGTHATTHE FOUNDATION
PREPARATION PROVIDES THE REQUIRED BEARING CAPACITIES FOR
FOUNDATIONS.
3. THE PROJECTSITE SHALL BE IMPROVED WITH VIBRATORYROLLING
COMPACTION FROM THE STRIPPED GRADE PRIOR TO CONSTRUCTION OF
THE FOUNDATION PAD. THE TOP 2 FEET BELOW STRIPPED GRADE SHALL BE
COMPACTED TO A MINIMUM OF 95% DENSITY PRIOR TO PLACING FILL TO
ACHIEVE FINAL GRADE.
4. AREAS UNDER SLABS AND FOOTINGS TO BE BACK FILLED SHALL BE
COMPACTED IN LIFTS OF NOT MORE THAN TWELVE INCHES UNCOMPACTED
DEPTH (SIX INCHES UNCOMPACTED DEPTH IF HAND OPERATED EQUIPMENT
IS USED) TO95%OF THE MAXIMUM DRYDENSITYAS DEFINED BYASTM
0698 OR ASTM D155Z
SPEC. ENGINEERED SYSTEMS
1. THE DESIGN WIND PRESSURES FOR EXTERIOR WINDOWS AND DOORS ARE
SUPPLIED ON THE ELEVATION DRAWINGS. THE CONTRACTOR SHALL SUBMIT
PRODUCT SUPPLIED ON THE ELEVATION DRAWINGS. THE CONTRACTOR
SHALL SUBMIT PRODUCT CONTROL APPROVALS TO THE ENGINEER
SHOWING THAT THE DOORS, WINDOWS AND OTHER CLADDING SYSTEMS
MEET THE DESIGN PRESSURES AND DEBRIS IMPACTOUTERIA FOR THE
CONSTRUCTION PROJECT PER FBC REQUIREMENTS.
PORT ST. LUCIE BUILDING DEPARTMENT CODE COMPLIANCE DIVISION
DESIGN CERTIFICATION FOR WIND LOAD COMPLIANCE
THIS CERTIFICATION MUST BE COMPLETED BY THE PROJECT DESIGNER, ARCHITECT, OR ENGINEER. THIS CERTIFICATION MUST BE SUBMITTED IN DUPLICATE WITH ALL APPLICATIONS
FOR BUILDING PERMITS INVOLVING THE CONSTRUCTION OF NEW RESIDENCE (SINGLE OR MULTI -FAMILY), RESIDENTIAL ADDITION, ANYACCESSORYSTRUCTURE REQUIRING A
BUILDING PERMIT AND ANY NON-RESIDENTAL STRUCTURE. THIS CERTIFICATION SHALL NOT APPLYTO INTERIOR RENOVATIONS (PROVIDE THAT NO EXTERIOR STRUCTURAL WALLS,
COLUMNS OR OTHER COMPONENTS ARE BEING AFFECTED AND CERTAIN OTHER MINOR BUILDING PERMITS FOR FURTHER ASSISTANCE PLEASE CONTACFTHE BUILDING INSPECTION
OFFICE AT (772) 871-5132.
PROJECT NAME:
CASA EN TRECE
PROJECTADDRESS:
434 SE NARANIA AVE PORTST. LUCIE, FLORIDA, 34983
PERMIT #:
000
OCCUPANCYTYPE:SINGLE FAMILY
CONSTRUCTION:
CMU
CERTIFICATION STATEMENT:
I CERTIFY THAT, TO THE BEST OF MY KNOWLEDGE AND BELIEF, THESE PLANS AND SPECIFICATIONS HAVEBEEN DESIGNED TO COMPLY WITH THE APPLICABLE STRUCTURAL PORTION
OF THE BUILDING CODES CURRENTLYADOPTED AND ENFORCED BYST. LUCIE COUNTY, I ALSO CERTIFY THATSTRUCTURAL ELEMENTS DEPICTED ON THESE PLANS PROVIDE
ADEQUATE RESISTANCE TO THE WINOLOAD AND FORCES SPECIFIED BY CURRENT CODE PROVISIONS.
TIONS US
1. FLORIDA BUILDING CODES: 2014 FLORIDA BUILDING CODE
2. BUILDING DESIGN IS ENCLOSED: X PARTIALLYENCLOSED: OPEN BUILDING:
3. MEAN ROOF HEIGHT: 15''-3' A.F.F ROOF PITCH: 5:12 INTERNAL PRESSURE COEFFICIENT: +6 0.18
4. WIDTH OF END ZONES: 3' WIND SPEED: UI !3 SEC. GUSTS)
5.BUILDINGCLASSICATIONTABLE 1-1ASCE7: Il FBC TABLE: 1604.5
6. WIND EXPOSURE CLASSIFICATION: C ADJUSTMENT FACTOR FOR EXPLOSURE & HEIGHT: 1.21
7. COMPONENTS & CLADDING WIND PRESSURE ON ROOF ZONE: 1. -28 00 PSF 2. -36 70 PSF 3. -57.80 PSF
8. COMPONENTS & CLADDING WIND PRESSURE ON WALL ZONE:
9. COMPONENTS & CLADDING WIND PRESSURE ON OVERHEAD GARAGE DOOR: N/A PSF
10. LOADS: FLOOR: 40 PSF ROOF/DEAD: 10 PSF ROOF/LIVE 30 PSF
11. SHEAR WALLS CONSIDERED FOR STRUCTURE? YES (IF NO, ATTACH EXPLANATION)
12. CONTINUOUS LOAD PATH PROVIDED? YES lIFNO, ATTACH EXPLANATION)
13. ARE COMPONENT AND CLADDING DETAILS PROVIDED? YES !IF NO, ATTACH EXPLANATION)
14. MINIMUM SOIL BEARING PRESSURE: 2500 PRESUMPTIVE: 25 0 BY TEST: NIA PSF
15. HURRICANE SHUTTERS AS INDICATED ON PRODUCT APPROVAL: NONE, ALL OPENINGS SHALL BE IMPACT RATED.
AS WITNESSED BY MY SEAL, I HEREBY CERTIFY THAT THE INFORMATION INCLUDED WITH THIS CERTICATION IS TRUE AND CORRECT,
TO THE BEST OF MY KNOWLEDGE AND BELIEF.
NAME: JOHN CRESWELL PE CERT. #: PE# 10940. COM 30250
DESIGN FIRM: GREEN DESIGN CONSTRUCTION & DEVELOPMENT DATE: 1/19/2018
PREFABRICATED WOOD
TRUSSES AND GIRDERS
1. PREFABRICATED WOOD TRU55ES AND GIRDERS SHALL BE DESIGNED IN
ACCORDANCE WITH ASCE 7-10.
2. PREFABRICATED WOOD TRUSSES AND GIRDERS SHALL BE DESIGNED,
FABRICATEDAND ERECTED IN ACCORDANCE WITH THE IN AND THE FBC
FOR THE LOADS INDICATED ABOVE (LATEST EDITIONS).
3. PREFABRICATED TRUSSES AND GIRDERS SHALL BE DESIGNED BYA FLORIDA
REGISTERED SPECIALTY ENGINEER. COMPLETE CALCULA TIONS AND SHOP
DRAWINGS SHALL BE SIGNED AND SEALED BY THE SPECIALTYENGINEER
AND SUBMITTED TO THE ENGINEER -OF -RECORD FOR REVIEW. REVIEW BY
THE ENGINEER -OF -RECORD WILL BE FOR COMPLIANCE WITH DESIGN
CONCEPT ONLY. SPECIALTY ENGINEER SHALL COMPLY WITH CHAPTER 471
F.S.
4. TRUSS MANUFACTURER IS RESPONSIBLE FOR THE DESIGN AND
FABRICATION OF TRUSSES, GIRDERS, AND THEIR CONNECTIONS TO EACH
OTHER. DESIGN OF BRACING FOR INDIVIDUAL TRUSS OR GIRDER MEMBERS
TO RESIST LATERAL BUCKLING UNDER GRAVITYOR WIND LOADS IS THE
RESPONSIBILITY OF THE TRUSS MANUFACTURER.
5. TRUSS AND GIRDER LAYOUTAS INDICATED ON THE ROOF FRAMING
AND/OR FLOOR FRAMING PLAN(S) SHALL NOT BE ALTERED WITHOUT PRIOR
WRITTEN AUTHORIZATION FROM THE ENGINEER OF RECORD.
6. SUBMIT SIGNED & SEALED SHOP DRAWINGS FOR REVIEW AND APPROVAL
BYTHEA/E.
Z WOOD FRAMING SHALL BE SOUTHERN PINE No. 2 UNLESS SPECIFIED
OTHERWISE BY TRUSS MANUFACTURER.
PLYWOOD ROOF SHEATING
1. PLYWOOD ROOF SHEATHING SHALL BE MIN 5/8" COX GRADE, SHEATHING,
WITH 48/24 APASPA N RATING.
2. CONTINUOUS WOOD BLOCKING SHALL BE PROVIDED ALONG RIDGE AND AT
ALL EDGE SUPPORTS @ ALL GABLES. BLOCKING SHALL CONSIST OF 1X4 AT
PANEL JOINTS WITH (2)16d TOE NAILS AT EACH END.
3. LAY PANELS, CONTINUOUS OVER TWO OR MORE SPANS AND WITH FACE
GRAIN PERPENDICULAR TO PRIMARY FRAMING MEMBERS. END JOINTS
SHALL OCCUR AT CENTER OF PRIMARY FRAMING MEMBER WITH BOTH
PANELS FASTENED TO END. JOINTS SHALL BE STAGGERED.
4. FASTEN PLYWOOD ROOF SHEATHING PANELS TO ALL SUPPORTING
MEMBERS USING 100 GALV. RING SHANK NAILS. NAIL SPACING SHALL BE
AS FOLLOWS:
ALL ROOF AREAS: 4" O. G AT PANEL PERIMETER AND 6" O.C. AT
INTERMEDIATE SUPPORTS.
1. MATERIALS, TESTING OF MATERIALS AND STORAGE OF MATERIALS SHALL
CONFORM TO ACI STANDARDSPECIFICATIONS FOR MASONRY STRUCTURES
AND BUILDING CODE REQUIREMENTS (ACI 530-99 AND 530.1-99).
2. ALL CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C-90. MORTAR
SHALL BE TYPE M OR S COARSE MASONRY. GROUT SHALL CONFORM TO
ASTM C476 WITH A MINIMUM COMPRESSIVE STRENGTH OF1,800 PSI AND
A SLUMP OF t10". MINIMUM 28 DAYCOMPRESSIVE STRENGTH OF THE
MASONRY UNIT SHALL BE 1,500 PSI,
3. ALL MASONRY CONSTRUCTION SHALL BE RUNNING BOND. MORTAR JOINTS
SHALL NOT EXCEED 518" THICKNESS IN CONCEALED AREAS AND WITHIN
SPECIFIED TOLERANCES IN AREAS EXPOSED TO FOUNDATIONS WHERE
VERTICAL AND HORIZONTAL ALIGNMENT WOULD CAUSE MORTAR JOINTS
TO BE LESS THAN 114"OR MORE THAN 112"THICK SHALL BE CORRECTED
PRIOR TO COMMENCING MASONRY CONSTRUCTION.
4. PIPES OR CONDUITS MAYPENETRATE HORIZONTALLYTHROUGH MASONRY
WALLS BY MEANS OF A GAL VANIZED STEEL SLEEVE NO THINNER THAN
STANDARD WEIGHT (SCHEDULE 40), ASTM A53, SOUDLYGROUTED OR
MORTARED IN PLACE. PLACE SLEEVES NOT CLOSER THAN THREE DIAMETERS
ON CENTER. MAXIMUM SIZE OF SLEEVE SHALL BE 11".
S. MAXIMUM SIZE OF EMBEDDED VERTICAL PIPE OR CONDUIT IN A BEARING
WALL SHALL NOT EXCEED 113 OF WALL THICKNESS. PIPES SHALL NOT BE
PLACED CLOSER THAN THREE DIAMETERS ON CENTER.
6. HORIZONTALJOINT REINFORCEMENT [NALL CMU WALLS SHALL BE 9 GA.
DEFORMED GALVANIZED TRUSS TYPE. JOINT REINFORCEMENT SHALL BE
FULLYEMBEDDED IN MORTAR WITH A MINIMUM COVER OF 5/8".
HORIZONTAL MASONRY REINFORCEMENT SHALL BE PLACED IN EVERY
OTHER COURSE UNLESS OTHERWISE NOTED.
Z SEE PLANS FOR VERTICAL REINFORCEMENT IN WALLS. PROVIDE MINIMUM
LAP OF 48 BAR DIAMETERS. FILL ALL REINFORCED CELLS WITH GROUT FOR
FULL HEIGHT. ALL CELLS LOCATED BELOW GRADE SHALL BE FILLED WITH
GROUT REINFORCE CELLS ADJACENT TO DOOR, WINDOW AND OPENINGS
IN ACCORDANCE WITH CMU OPENING REINFORCING DETAIL GROUT SHALL
HAVEA MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.
8. ALIGN VERTICAL CORES EVENLYFOR THE FULL HEIGHT WHERE CELLS ARE
TO BE GROUTED. GROUT IN VERTICAL CORES SHALL NOT BE PLACED IN
LIFTS GREATER THAN 5 FEET. PROVIDE CLEAN OUTS WHEN GROUTING
BLOCKCELLS.
9, MASONRY WALLS MUST BE BRACED DURING ERECTION FOR WIND AND
CONSTRUCTION LOADS. BRACES MUST BE DESIGNED, CONSTRUCTED AND
ERECTED IN A FASHION AS TO PREVENT PERMANENT SCARRING OF
EXPOSED MASONRY SURFACES
10. ALL MASONRY WALLS SHOWN ON STRUCTURAL DRAWINGS SHALL BE IN
PLACE PRIOR TO FORMING OR PLACING CONCRETE IN COLUMNS AND
BEAMS OVER THE WALLS, EXCEPT AS OTHERWISE SPECIFIED. HORIZONTAL
JOINT REINFORCING SHALL EXTEND A MINIMUM OF 6" INTO ALL BUTTING
COLUMNS.
ATTACHMENT METHOD
SPACING EMBEDMENT
DESIGN PRESSURE(S)
DESCRIPTION
PRODUCTACCEPTANCE#
EXPIRATIONDATE
MANUFACTURER
TYPE
SIZE
+PSF
-PSF
ENTRY/EXTERIOR DOORS
FL: 7586.1, 7586.4
N/A
-
THERMATRU IMPACT
1/4" ELCO TAPCONS
1/4"X 3"
SEE PG 5 & 6 OF 71N P.A.
1114
(+4ZO PSF)
(--50.0 PSF)
WINDOWS
NOA:16-0714.06
0713012020
PGT INDUSTRIES
114" ELCO TAPCONS
1/4"X 2 314"
(VARIES) USE FACTORY PROVIDED HEM HOLES
MIN 1 3/8" INTO CONIC.
(+6S.0 PSF)
(-70.0 PSF)
SLIDING DOOR
NOA: 15-0629.07
0312412020
PGT INDUSTRIES
114" ELCO ULTRACONS
1/4"X 3"
SEE PG 15 OF 181N P.A.
MIN 13/4"INTO CONC.
090.0 PSF)
(-90.0 PSF)
STANDING SEAM ROOFING
FL: 7271.6
N/A
UNION CORRUGATING
PANCAKE HEAD SCREWS
#10 - 1112"
6" 0. C. W/STRUCTURAL SEALANT IN PLYWOOD
/8" MIN THROUGH SHEATHING
N/A
(-112,5 PSF)
GARAGE DOOR
NOA: 17-1010.14
6/9/2021
AMARR HERITAGE
HILTI SLEEVE ANCHOR
3/8"X 2 314"
SEE PAGE OF 3 IN PA.
MINI 114" INTO CONIC.
(+46.0 PSF)
(-52.0 PSF)
NOTE: NOTALL NOTES MAYAPPLY TO THESE PLANS
REINFORCED CONCRETE
1. ALL CONCRETE CONSTRUCTION SHALL CONFORM TOAC1318,LATEST
EDITION, SPECIFICATIONS FOR STRUCTURAL CONCRETE.
2. UNLESS NOTED OTHERWISE, DETAILS OF CONCRETE REINFORCEMENTAND
ACCESSORIES SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF AG
315, MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED
CONCRETE STRUCTURES, AND CRSI MSP-1, MANUAL OFSTANDARD
PRACTICE, LATEST EDITIONS.
3. SHOP DRAWINGS SHOWING ALL FABRICATIONDIMENSIONS AND
LOC477ONSFOR PLACING OF THE REINFORCING STEEL AND ACCESSORIES
SHALL BE SUBMITTED FOR REVIEW TO THE ARCHITECT/ENGINEER. NO
FABRICATIONSHALL BEGIN UNTIL SHOP DRAWINGS ARE COMPLETED AND
REVIEWED.
4. SUBMIT CONCRETE MATERIALS, MIX DESIGN AND METHODS OF CURING
FOR REVIEW BY THE ENGINEER.
5. TESTING LABORATORYEMPLOYED BY THE OWNER SHALL SUBMIT ONE COPY
OF ALL CONCRETE TEST REPORTS DIRECTLY TO THE ENGINEER. SEE SPECIAL
INSPECTION SCHEDULE FOR REQUIRED TESTS.
6. UNLESS NOTED OTHERWISE, 28DAYCOMPRESSIVESTRENGTH OFCAST-IN-
PLACE CONCRETE FOR EACH PORTION OF THE STRUCTURE SHALL BEAS
FOLLOWS:
FOOTINGS, SLAB ON GRADE = 3,500 PSI
BEAMS COLUMNSAND SLABS ABOVE GRADE = 4,000 PS1
PRE -STRESSED ELEMENTS AND PLIES = 5,000 PSI
Z UNLESS NOTED OTHERVWSE, MINIMUM CONCRETE COVER FOR
REINFORCEMENT SHALL BE AS FOLLOWS:
CONCRETE CASTAGAINST EARTH 3"
FORMED CONCRETE EXPOSED TO
EARTH OR WEATHER:
#6 THROUGH #18 BARS 2"
#5 BARS AND SMALLER 11/2-
INTERIOR SLABS AND WALLS W/
#11 BAR AND SMALLER 314"
INTERIOR BEAMS, AND COLUMNS: 1112"
8. CONCRETE SLUMP SHALL BE3"MIN. TO5"MAX.
9. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60.
10. ALL SPLICES SHALL CONFORM TO AC1318, CLASS "B" SPLICES UNLESS
NOTED OTHERWISE, PROVIDE CORNER BARS OF 30730" FOR TOP AND
BOTTOM BARS ATALL CORNERS OF TIE BEAMS AND FOUNDATIONS.
11, CONSTRUCTION JOINTS SHALL FALL ATCONTROL JOINTS AND SHALL BE
KEYED.
12, WELDING OR TACK WELDING OF REINFORCING STEEL SHALL NOT BE
PERMITTED EXCEPTAS AUTHORIZED OR DIRECTED BY THE STRUCTURAL
ENGINEER OR HIS REP.
13. WELDED WIRE FABRICSHALL CONFORM TO ASTM A-185 AND SHALL BE
SUPPLIED IN SHEETS. LAP SHEETS AT LEAST 8" TO CONTAIN AT LEAST ONE
CROSS WIRE WITHIN 8" OF CENTRAL JOINT.
14. PROVIDE 2 #4 (XV-D LONG) BARS ATALL RE-ENTRANT CORNERS OF ALL
SLABS ON GRADE AND UPPER FLOOR SLABS.
15. PROVIDE CORNER BARS MATCHING THE MAIN REINFORCEMENT ATALL
FOOTING AND TIE BEAM INTERSECTIONS. THE LENGTH OF CORNER BARS IN
EACH DIRECTION SHALL BE A MINIMUM OF 30 BAR DIAMETERS.
16. IF REQUIRED, HOUSEKEEPING PADS SHALL BE 4" THICK CONCRETE CAST OVER
THE FLOOR SLAB. REINFORCE WITH 6X6 W2.SXW2.1 PLACED AT CENTER OF
SLAB. COORDINATESIZE AND LOCATION WITH ARCHITECTURAL AND
MECHANICAL DRAWINGS.
IMPORTANT NOTES
ENGINEER OF RECORD TO REVIEW TRUSS ENGINEERING PRIOR TO
INSTALLATION.
ENGINEER OFRECORDSHALLSPECIFYALLTRUSSTOCMUCONNECTIONSAFTER
REVIEW OF SHOP DRAWINGS. TRUSS MANUFACTURER SHALL SPECIFYAND
PROVIDE ALL TRUSS TO TRUSS CONNECTIONS.
STRUCTURAL STEEL
1. STRUCTURAL STEEL SHALL BE FABRICATEDAND ERECTED ACCORDING TO
THE AISC CODE OFSTANDARD PRACTICE FOR STEEL BUILDINGS AND
BRIDGES, LATESTmmoNS.
2. SHOP DRAWINGS PREPARED IN ACCORDANCE WITH THE LATEST
"STRUCTURAL STEEL DETAILING MANUAL OF THE AISC" SHALL BE SIGNED
AND SEALED BYAN ENGINEER REGISTERED IN FLORIDA, AND SUBMITTED
TO THE ARCHITECT/ENGINEER FOR REVIEW NO FABRICATIONSHALL BEGIN
UNTIL SHOP DRAWINGSARE COMPLETED AND REVIEWED.
3. UNLESS NOTED OTHERWISE, STRUCTURAL STEEL SECTIONS SHALL
CONFORM TO THE FOLLOWING:
A. W-SHAPES SHALL CONFORM TO ASTM A992, GRADE 50. (ASTM A
572, GRADE 50 MAYBE SUBSTITUTED FOR ASTM A992.)
B. SQUARE/RECTANGULAR HOLLOW STRUCTURAL SECTIONS (HSS)
SHALL CONFORM TO ASTM A500, GRADE B
C. ROUND HOLLOW STRUCTURAL SECTIONS (HSS) SHALL CONFORM TO
ASTM A501 OR ASTM A53, GRADE B.
0. OTHER STEEL SHAPES (CHANNELS. ANGLES, AND PLATES) MAY
CONFORM TO ASTM A36.
4. BEAMS WITHOUTSPECIFIEDCAMBER ARE TOBEFABRIGSTEDSUCHTHAT
AFTER ERECTION ANY CAMBER DUE TO ROLLING OR SHOP FABRICATION IS
UPWARD AT MID SPAN.
5. BOLTS, WELDS, ANCHORS, AND HEADED STUDS:
A. WELDS SHALL CONFORM TO "STRUCTURAL WELDING CODE" OF THE
AMERICAN WELDING SOCIETY, A WS DI.I. USE E70XX ELECTRODES.
PROOF OF WELDER CERTIFICATION SHALL BEAVAILABLEATTHE
JOB SITE. MINIMUM WELD SIZE IS ACCORDING TO AISC, LATEST
EDITION.
B. UNLESS NOTED OTHERWISE BOLTS SHALL CONFORM TO ASTM A325,
AND SHALL BE MINIMUM 3/4" DIAMETER.
C. UNLESS NOTED OTHERWISE STUDS SHALL BE 314" DIA. 5-3116"
LONG HEADED STUDS, BY NELSON, OR APPROVED EQUAL.
D. UNLESS NOTED OTHERWISE ALL EXPANSION ANCHORS ARE TO BE
314" DIAL HILTI KWIK - BOLTS WITH 4 314"MIN. EMBEDMENT, OR
AN APPROVED EQUAL.
E. ANCHOR BOLTSSHALL CONFORM TOASTM A307 AND SHALL BE
GALV IF EXPOSED IN THE FINISHED STRUCTURE.
6. THE FABRICATORSHALL BE RESPONSIBLE FOR THE DESIGN AND DETAILING
OFALL CONNECTIONS NOT SPECIFICALLYDETAILED ON THE CONTRACT
DRAWINGS. THIS DESIGN SERVICE SHALL BE INCLUDED IN THE
CONTRACTOR'S SCOPE OF SERVICES. SHOP DRAWINGS AND CALCULATIONS
OF SUCH CONNECTIONS SHALL BE SEALED BY AN ENGINEER LICENSED IN
FLORIDA. REVIEW BY THE E.O.R. DOES NOT RELIEVE THE CONTRACTOR OF
THE FULL RESPONSIBILITY FOR THE DESIGN AND ADEQUACY OF SUCH.
Z UNGALVANIZED PIECES EXCEPT ATAREAS TO BE FIELD WELDED. TOUCH UP
FIELD WELDS AND ANY DAMAGED AREAS OF PAINT IN FIELD AFTER
WELDING (USE GALVANIZED PAINT FOR TOUCH UP OF GALVANIZED STEEL).
GALVANIZED PAINTSHALL BE IN ACCORDANCE WITH THE FOOT QUALIFIED
PRODUCTS LIST.
"f lfL•ii117_i6►[��ix.'l
1. REFER TOA-PAGES FOR WALL DETAILS, AND S-PAGES FOR STRUCTURAL NOTES
AND USE(S)
2. TRUSS MANUFACTURER TO PROVIDE TRUSS ENGINEERING AND LAYOUT FOR
APPROVAL PRIOR TO INSTALLATION.
r7l
FETFEEN 67F-5'IGN
GREEN DESIGN
CONSTRUCTION & DEVELOPMENT, LLC
COA#30250,AA#26003565
502 NW 2ND STREET, OKEECHOBEE,
FLORIDA 34972
P: 1863) 467-1111
F: (863) 582-9574
WWW.GDCFLORIDA.Com
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ISSUED FOR
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LIABILITY NOTE
THIS 15 THE PROPERTY OF GREEN DESIGN
CONSTRUCTION & DEVELOPMENT, LLC AND IS
NOTTO BE REPRODUCED OR COPIED IN
WHOLE OR IN PART, IT IS NOT TO BE USED ON
ANY OTHER PROJECT AND IS TO BE RETURNED
UPON REQUEST.
SCALES AS STATED HEREIN ARE FOR
REFERENCE ONLYAS NORMAL
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JOHN H. CRESWELL
PE #40940/ COA #30250
C: (863) 467-1111
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REVISION
WRITTEN DIMENSIONS ON
THESE DOCUMENTS SHALL
TAKE PRECEDENCE OVER
ALL SCALED DIMENSIONS.
DRAWN BY
B.S. & K.W.
CHECKED BY
J.H.C.
' DATE
CAp� 1/19/2018
SHEET
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NOTES
1. SEE 5-501 PAGE FOR TYPICAL FOOTING DETAILS, REBAR DETAILS, AND
SAWCUT PROCEDURES.
2. PLUMBING DROPS INDICATED ARE FOR REFERENCE ONLY! IT IS THE
PLUMBING CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL DOMESTIC
AND SANITARY DROPS PRIOR TO FINISH SLAB INSTALLATION.
fe
:I
GREEN DESIGN
CONSTRUCTION & DEVELOPMENT, LLC
COA#30250,AA#26003565
502 NW 2ND STREET, OKEECHOBEE,
FLORIDA 34972
P: (863) 467-1111
F: (863) 582-9574
W W W.GDCFLORIDA.COM
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LIABILITY NOTE
THIS 15 THE PROPERTY Of GREEN DESIGN
CONSTRUCTION & DEVELOPMENT, LLC AND IS
NOT TO BE REPRODUCED OR COPIED IN
WHOLE OR IN PART. IT IS NOT TO BE USED ON
ANY OTHER PROJECT AND IS TO BE RETURNED
UPON REQUEST.
SCALES AS STATEDHEREIN ARE FOR
REFERENCE ONLYAS NORMAL
REPRODUCTION PROCESSES MAYALTERTHE
ACCURACY OF ORIGINAL DRAWINGS.
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JOHN H. CRESWELL
PE #40940/ COA #30250
C: (863) 467-1111
E: john@gdcflorida.com
REVISION
WRITTEN DIMENSIONS ON
THESE DOCUMENTS SHALL
TAKE PRECEDENCE OVER
ALL SCALED DIMENSIONS.
DRAWN BY
B.S. & K.W.
CHECKED BY
J.H.C.
DATE
O� 1/19/2018
SHEET
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SAFE LOAD TABLE NOTES
1. ALL VALUESBASED ON MINIMUM 41NCH NOMINAL
BEARING.
EXCEPTION: SAFE LOADS FOR UNFILLED LINTELS
MUST BE REDUCED BY 20%IF BEARING LENGTH IS LESS
THAN 6112INCHES.
2. N.R. = NOT RATED
3. SAFE LOADSARE SUPERIMPOSED ALLOWABLE LOADS.
4. SAFE LOADS BASED ON OR GRADE 60 FIELD REBAR.
5. ONE #7 REBAR MAYBE SUBSTITUTED FOR TWO #5
REBARS IN 8" LINTELS ONLY.
6. THE DESIGNER MAYEVALUATECONCENTR47ED LOADS
FROM THE SAFE LOAD TABLES BY CALCULA TING THE
MAXIMUM RESISTING MOMENT AND SHEAR AT D-AWAY
FROM FACE OF SUPPORT.
7. FOR COMPOSITE LINTEL HEIGHTS NOT SHOWN, USE SAFE
LOAD FROM NEXT LOWER HEIGHT SHOWN.
HS 35
L=5'-10" 8F16.1811T
L=T•6" 8F16-1 B11T
DBL SH 26
4-
I
IN
& FOR LINTELS LENGTHS NOT SHOWN, USE SAFE LOAD
FROM NEXT LONGEST LENGTH SHOWN.
9. ALL SAFE LOADS IN UNITS OF POUNDS PER LINEAR FOOT.
10. ALL SAFE LOADS BASED ON SIMPLYSUPPORTED SPAN.
11. THE NUMBER IN THE PARENTHESIS INDICATES THE
PERCENT REDUCTION FOR GRADE 40 FIELD ADDED REBAR.
EXAMPLE 7-6" LINTEL TYPE 8F32-IB SAFE GRAVITY
LOAD = 6471=>rssJW/ 15%
REDUC77ON 6472 (.85) = 5501 PLF
TYPE DESIGNATION
= FILLED WITH GROUT I U = UNFILLED
#5 REBAR AT TOP
QUANTITY OF #5 REBAR AT
BOTTOM OF LINTEL CAVITY
•'
�..
MIN. (1) REQ'D
1-1 /2" CLEAR
8F16-1 B/1 T
QUANTITY OF f75
REBAR AT TOP
LOMNAL HEIGHT
¢
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"
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C.M.U.
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m
#5 REBAR AT BOTTOM
OMINAL WIDTH
OF LINTEL CAVITY
7-5/8� ACTUAL
BOTTOM REINFORCING
PROVIDED IN LINTEL
8" NOMINAL WIDTH
(VARIES)
LINTEL NOTES
1. PROVIDE FULL MORTAR BED AND HEAD JOINTS.
11. THE EXTERIOR SURFACEOF LINTELS INSTALLED IN
2. SHORE FILLED LINTELS AS REQUIRED.
EXTERIOR CONCRETE MASONRY WALLS SHALL HAVEA
3. INSTALLATION OF LINTEL MUST COMPLY WITH THE
COATING OFSTUCCOAPPUEDINACCORDANCE WITH
.`'
ARCHITECTURAL AND/OR STRUCTURAL DOCUMENTS.
ASTM C-926OR OTHER APPROVED COATING.
m=1500psi
. 4.U-LINTELS ARE MANUFACTURED WITH 5 112" LONG
12LINTEISLOADED SIMULTANEOUSLYWITHVERTICAL
NOTCHES AT THE ENDS TOACCOMODATE VERTICAL
(GRAVTTYOR UPLIFT) AND HORIZONTAL (LATERAL)
CELL REINFORCING AND GROUTING.
LOADSSHOULD BE CHECKED FOR THE COMBINED
SEE SAFE LATERAL LOAD
5. REFERENCE THE CAST-CRETE LOAD DEFLECTION GRAPH
LOADING WITH THE FOLLOWING EQUATION:
TABLES FOR LOAD RATING
BROCHURE FOR LINTEL DEFLECTION INFORMATION.
FOR EACH ADDITIONAL
6. BOTTOM FIELD ADDED REBARTOBELOCATEDATTHE
APPLIED VERTICAL APPLIED HORIZONTAL.°
..°; •
REINFORCED CMU FULL
BOTTOM OF THE LINTEL CAVITY.
LOAD + LOAD g1.0
;
COURSE
7.7/32" DIAMETER WIRE STIRRUPS ARE WELDED TOTHE
SAFE VERTICAL SAFEHORIZONTAL
BOTTOM STEEL FOR MECHANICAL ANCHORAGE.
LOAD LOAD
8. CAST-IN-PLACECOFN RETE MAYBE PROVIDED IN
112' CLR TYP
COMPOSITE LINTEL IN LIEU OF CONCRETE MASONRY
13.ADDMONALLATERAL LOAD CAPACTTYCAN BE OBTAINED
UNITS.
BY THE DESIGNER BY PROVIDING ADDITIONAL(2)
v
#5 REBAR
9. SAFE LOAD RATING BASED ON RATIONAL DESIGN
REINFORCED CONCRETE MASONRYABOVE THE LINTEL.
GR60
ANALYSIS PER ACI318 AND ACI530
SEEDETAILATRIGHT..
10. PRODUCTAPPROVALS: MIAMI-DADECOUNTY, FLORIDA
NOA 17-0821.19. FLORIDA CERTIFICATE OF PRODUCT
APPROVAL NUMBER FLI58-R10.
A A A A A A A A A A A A A
A A A A A A A A A A
SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-UNTELS
C
SAFE LOAD - POUNDS PER LINEAR FOOT
TYPE
LENGTH
BDB
BF8-08
SFU-00
8F16-BB
BF M
8F24N8
8F2M
8F32,0B
BF&18
SF12-18
BF161B
8F2618
8F19-IB
BRIB
8F32-IB
2'-10' (34"1 PRECAST
2231
WO
4605
BID
7547
W74
30394
i13m
M59
460
BID
7547
8974
I0394
11309
T-6" (42") PRECAST
2231
WO
3n9
SIM
66B7
8054
9582
10951
WO
4605
SUB
7547
8974
30394
31809
4'-0" (48") PRECAST
1966
2561
3693
2751
4685
3320
6113
am
M47
5961
8974
7m4
10394
elm
TIM
4'-6" (54") PRECAST
�yy
DO
2189
2120
4375
201
610
3753
7547 ,4
4576
8672
54W
10294
U24
11809
5'-4" (64") PRECAST
1217
1349
1438
1999.
2560
3U3
3686
9249
ISO
3090
539
7547W
n (M
8733m
1012Ao
V-10' (70") PRECAST
1062
1105
1451
1n3
2622
101
4350
209N
71M
2549
61D6,1q
30m
71MM
34M
83281p
V-6" (78") PRECAST
u38
21n
34M
3031
37W
4383
5N61
1239
21n
3480
5391
8360
1039¢4
8825 B4
7'-6' (90") PRECAST
743
Im1
1729
2692
T31U
2w
3191
3685
1m1
2729
2661
3898
5681
8467m
972 M
9'-4" (112") PRECAST
,}
OR
Tim
1625
2S64
M36
MIR
33m
752
1245
1843
2564
M86
4705"
6390an
10'-6- (126"1 PRECAST
475
535
sm
u47
2m3
27n
1163
25M
fi43
1052
1533
2093
2781
3643,
4754,p
111-4" (136') PRECAST
362
582
945
1366
1346
2423
3127
COOS
582
945
1366
1846
2423
3327
4006
12'0 (144"1 PRECAST
337
540
873
1254
i6B4
21U
2805
3552
540
an
1254
1684
21M
2805
3552
13'-4" (16V) PRECAST
296
6n
755
W75
1428
3838
2316
2883
4n
755
1075
1429
1838
B16
2883
14'-0' (168') PRECAST
279
424
706
M2
1326
1697
2127
2630
442
706
10m
1326
107
2127
200
144' (176") PRESTRESSED
MR
MR
MR
MR
MR
MR
MR
NR
058
783
1370
1902
Iza
B17
2712
1514" (18411 PRESTRESSED
N.R
MR
MR
MR
MR
MR
MR
NR
412
710
1250
Ina
MR
'20
2513
17-4' (208") PRESTRESSED
RLR
MR
MR
MR
MR
MR
MR
NR
30B
548
950
1326
1609
1849
2047
19'4' (232') PRESTRESSED
N.R.
MR
MR
MR
MR
MR
NR
NR
135
420
7W
Im
1282
ISIS
17H
2V 4' (256") PRESTRESSED
MR.
MR
MR
MR
MR
NP
NR
NR
im
340
598
845
1114
9
1468
22'-0" (264") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
10
315
5W
]84
3047
5
j22
13"
24'-0" (288") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
329
zs0
450
6S4
889
2
(#1 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR
GR40 HELD ADDED REBAR
SAFE LOAD TABLES
SAFE LATERAL FORCE FOR
8" PRECAST & PRESTRESSED U-LINTELS
Gwen
SAFE LOAD PLF
LENGTH TYPE
BUS
8F8
CMU'''
2'-10" (341t) PRECAST
1293
1642
2135
3'4' (42") PRECAST
102S
1024
1830
4'-0" (48"1 PRECAST
765
763
1365
4'-6" (W') PRECAST
592
591
1057
51-4" (64") PRECAST
411
411
734
5-10" (7011) PRECAST
340
339
607
6'-6" (78") PRECAST
507
721
483
7'-6" (90") PRECAST
424
534
357
9'4" (112") PRECAST
326
512
227
10'-6" (126") PRECAST
284
401
178
11'-e (136") PRECAST
260
452
152
IX-0" (144") PRECAST
244
402
135
13'+4" (160") PRECAST
217
324
109
14'-0" (168") PRECAST
205
293
98
14'-V (176") PRESTRESSED
N.R.
284
89
15'4" (184"1 PRESTRESSED
N.R.
259
82
17'4' (2081 PRESTRESSED
N.R.
194
63
19-4" (232") PRESTRESSED
N.R.
148
51
21'4" (256") PRESTRESSED
N.R.
125
42
22'-0" (264") PRESTRESSED
N.R.
116
39
24b" M') PRESTRESSED
N.R.
91
33
- SEE NOTE 18
SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-UNTELS
4 m P•4Cwen I SAFE LOAD - POUNDS PER LINEAR FOOT
TYPE I 984T I BF124T I BF161T I 8FM 1T I BF2LIT I BF28-IT 8F32-IT
2'-10" (34") PRECAST
3972
31n"
I 4960
j 5747
3'-6" (42") PRECAST
ISO
2524
3547
4569
DO
2524
3547
4569
4'-0" (48') PRECAST
1353
21%
30M
3966
U63
2192
3079
ON
4'-6" (S4") PRECAST
iZm
ISM
2724
am
1207
19M
2724
3503
5'4' (64") PRECAST
1016
102
22W
2949
M16
1632
22M
2949
V-10" (70") PRECAST
9M
1492
2M3
2594
929
1492
293
2694
6'-G' (78") PRECAST
05 pry
13Q
1880
2419
US
1340
1830
2419
7'-6" (W-1 PRECAST
727
1W
16:44"
21m,
727
1166
1634
2102
9'-4" (112") PRECAST
591
680
linw
w1i
591
851
1326
1705
30'-6" (1261r) PRECAST
530
552
914 ,,
1185 i
Sm
685
DO
1526
11'4' (136") PRECAST
474
485
793 "
1034,
494
OR
MR
1422
12--0" (144") PRECAST
470 a
"1
M uy
036 1
4M
su
928
1349
13'-V 1160") PRECAST
418 y",
373
605 "
783
428
455
7m
1145
1V-U' (168") PRECAST
3s4 RA
346
559 "
7n ,
410
420
709
1050
(176") PRESTRESSED
239
323
519 ,
671,
246
390
as
SO
15'-4" (184") PRESTRESSED
224
K2.
485 aN
6261
2W
3"
SO
807
1714, (208") PRESTRESSED
187
255
404 04
520 ,
292
3m
sw
732
19'-4" (232") PRESTRESSED
162
222
347 "1
446 ,
166
261
424
616
21'4" (256-1 PRESTRESSED
142
198
306 ,
3 ,
142
230
30
531
22'-0" (264") PRESTRESSED
137
192
295 aN
378 ,
137
221
354
SOR
24-0" (288"1 PRESTRESSED
124
175
26] dy
342 ,
124
2W
316
450
(#)THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS
FOR GR40 FIELD ADDED REBAR.
L 4 /
1. F'C 8" PRECAST LINTEL = 3500 PSI
2. PC PRESTRESSED LINTEL = 6000 PSI
3. GROUT PER AS774 C476 F'G = 3000 PSI W/MAXIMUM 3181NCH
A CONCRETE MASONRY UNITS (CMU) PER ASTM C90 W/MINIMUM NET
AREA COMPRESSIVE STRENGTH =1900 PSI
S. REBAR PER ASTM A615 GRADE 60
6. PRESTRESSING STRAND PER ASTM A416 GRADE 270 LOW RELAXATION
7. MORTARPER ASTM C270 TYPE M OR S
CMU/BEAM PLAN
0
GREEN DESIGN
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tee,
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PE #40940/ COA #30250
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REVISION
1� 3/21/2018
WRITTEN DIMENSIONS ON
THESE DOCUMENTS SHALL
TAKE PRECEDENCE OVER
ALL SCALED DIMENSIONS.
DRAWN BY
B.S. & K.W.
CHECKED BY
J.H.C.
C�DATE
3T2�72018
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SAFE LOAD TABLE NOTES
1. ALL VALUES BASED ON MINIMUM 41NCH NOMINAL
8. FOR LINTELS LENGTHS NOT SHOWN, USE SAFE LOAD
BEARING.
FROM NEXT LONGEST LENGTH SHOWN.
EXCEPTION: SAFE LOADS FOR UNFILLED LINTELS
9. ALL SAFE LOADS IN UNITS OF POUNDS PER LINEAR FOOT.
MUST BE REDUCED BY20%IF BEARING LENGTH IS LESS
10. ALL SAFE LOADS BASED ON SIMPLYSUPPORTED SPAN.
THAN 6112INCHES.
11. THE NUMBER IN THE PARENTHESIS INDICATES THE
2. N.R. = NOT RATED
PERCENT REDUCTION FOR GRADE 40 FIELD ADDED REBAR.
3. SAFE LOADSARE SUPERIMPOSED ALLOWABLELOADS.
EXAMPLE 7'-6"LINTEL TYPE SF32-IB SAFE GRAVITY
4. SAFE LOADS BASED ON OR GRADE 60 FIELD REBAR.
LOAD = 6472=>(15)W/ 15%
5.ONE #7 REBAR MAYBE SUBSTITUTED FOR TWO #5
REDUCTION 6472 (.85) = 5501 PLF
REBARS IN 8" UNTELS ONLY.
6. THE DESIGNER MAYEVALUATECONCENTRATED LOADS
FROM THE SAFE LOAD TABLES BYCALCULATING THE
MAXIMUM RESISTING MOMENT AND SHEAR AT 0-AWAY
FROM FACE OF SUPPORT.
Z FOR COMPOSITE LINTEL HEIGHTS NOT SHOWN, USESAFE
LOAD FROM NEXT LOWER HEIGHT SHOWN.
- -
L=9'4•8F16-1BAT
A
To
03
I
m
m
m l
I
A
m
q
io
lib
c1
II
I
I
j
3'- /2' 8'-9" 4'-1 1 /2"
HS2D25
1
1'., L=T-6°8F16-1B/iT
614
L=T-6" BF16-1B/1T
L=7'-6" 8FMABMT
HS 35
1
L=5'-10.8F16.11EI/1T
m
LL O
m t7
O -
O
' L=14'-0"8F16-1BI1T
fV
14'-0"
F
L=17'-4" 8F1(
16080
O rp
m
O 4
L=14'-0'8F18.1B/1T '
2V J
CMU/BEAM PLAN
V I SCALE:1/4" = V-0"
A
L=T-6" SF16-1 B/1 T
DEL SH 26
F-
1. PROVIDE FULL MORTAR BED AND HEAD JOINTS.
1. SHORE FILLED LINTELS AS REQUIRED.
3. INSTALLATION OF LINTEL MUST COMPLY WITH THE
ARCHITECTURAL AND/OR STRUCTURAL DOCUMENTS.
4. U-LINTELS ARE MANUFACTURED WITH 51/2" LONG
NOTCHES AT THE ENDS TO ACCOMODATE VERTICAL
CELL REINFORCINGAND GROUTING.
5. REFERENCE THE CAST-CRETE LOAD DEFLECTION GRAPH
BROCHURE FOR LINTEL DEFLECTION INFORMATION.
6. BOTTOM FIELD ADDED RERAR TO BE LOCATEDATTHE
BOTTOM OF THE LINTEL CAVITY.
7. 7132" DIAMETER WIRE STIRRUPS ARE WELDED TO THE
BOTTOM STEEL FOR MECHANICAL ANCHORAGE.
8. CAST -IN -PLACE CONCRETE MAYBE PROVIDED IN
COMPOSITE LJN7EL IN LIEU OF CONCRETE MASONRY
UNITS.
9. SAFE LOAD RATING BASED ON RATIONAL DESIGN
ANALYSIS PER ACI318 AND ACI 530
10. PRODUCT APPROVALS: MIAMI-DADE COUNTY, FLORIDA
NOS. 03-0606.05 & 03-0605.04. FLORIDA CERTIFICATE
OF PRODUCT APPROVAL NUMBER FLI58.
TYPE DESIGNATION
= FILLED WITH GROUT I U = UNFILLED
QUANTITY OF #5 REBAR AT
BOTTOM OF LINTEL CAVITY
U 16-1 BM T
QUANTITY OF #5
REBAR AT TOP
OMINAL HEIGHT
-NOMINAL WIDTH
LINTEL NOTES
11. THE EXTERIOR SURFACE OF LINTELS INSTALLED IN
EXTERIOR CONCRETE MASONRY WALLS SHALL HAVEA
COA TING OF STUCCO APPLIED IN ACCORDANCE WITH
ASTM C-296 OR OTHER APPROVED COATING.
12. LINTELS LOADED SIMULTANEOUSLYWITH VERTICAL
(GRAVITY OR UPLIFT) AND HORIZONTAL (LATERAL)
LOADS SHOULD BE CHECKED FOR THE COMBINED
LOADING WITH THE FOLLOWING EQUATION:
APPLIED VERTICAL APPLIED HORIZONTAL
LOAD + LOAD
SAFE VERTICAL SAFE HORIZONTAL
LOAD LOAD
11 ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED
BY THE DESIGNER BY PROVIDING ADDITIONAL
REINFORCED CONCRETE MASONRYABOVE THE LINTEL.
SEE DETAIL AT RIGHT:
SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED UAINTELS
C^wr_*m"
SAFE LOAD - POUNDS PER LINEAR FOOT
TYPE
LENGTH
BUB
8F8-0B
8F12-0B
916-0B
SF20-0B
W"B
BF28-0B
8F32-06
BFBIB
SF12-IB
SF16-IS
8F20-SB
BF24411
BF28-18
Un-IB
2'•10" (34"( PRECAST
2231
M69
4605
6113
7547
8974
lon'I
11809
30e
4605
6113
7547
8974
103N
11809
T-6" (42°) PRECAST
2231
3069
3719
$163
6607
$054
9502
10951
No
'IN5
6113
7547
8974
103M
.na
4'-0" (48") PRECAST
1965
2561
2693
2751
4605
U20
6113
4890
7547
ml
8974
mm
In"
8107
11809
4'-6" (54") PRECAST
1599
1969
2189
21M
Q75
2931
612
3753
7547 m
4576
86n
W10
10294
62M
11809
5'4" (64") PRECAST
1217
U49
1438
1WI
mo
3123
4249
1663
3890
M65
7547 "N
n42 µ90127"
5'-10" (70") PRECAST
1062
1105
1173
1631
2090
299
34M
1451
2622
4360
710 µ8
60360m83"
6'-6" (78") PRECAST
908
1238
1238
2177
2177
MOD
UN
3031
5381
3707
no
U21632536
5061
$825 µ97'-6"
(90") PRECAST
743
loll
1729
2632
2205
2698
6851011
17B
2661
3ms
5681
72 MI9'-4"
(112") PRECAST
S54699
1160
1625
2564
3,186
3302752
1245
IM3
2564
MSG
63M M10'-6"
(126") PRECAST
475
s35
no
1247
2093
2777
2536
643
1 1052
1533
2093
2781
3543m
475 w
11'-4' (136') PRECAST
362
582
945
1355
I846
2423
3127
4006
582
945
1366
1846
2423
3127
4006
12'0 (1"') PRECAST
337
s4B
873
1254
1684
21n
2805
3W
540
83
12m
1684
2193
2805
3552
IT-4" (160") PRECAST
296
471
ms
1075
1428
1838
2316
2883
971
755
IWS
1428
1838
2316
2883
14'-0" (168") PRECAST
27g
424
706
1002
2326
1697
2127
263o
443
7,
3002
1336
1697
2127
2630
14'-8" (176") PRESTRESSED
N.R.
MR
MR
NP
MR
MR
Nfl
MR
783
1370
1902
2245
z517
212
PRESTRESSED
N R
MR
MR
MR
MR
MR
MR
MR
412
710
1250
1733
2058
232.
2513
174' (208") PRESTRESSED
NA
MR
MR
MR
MR
MR
NA
MR
300
548
950
1326
I609
1549
2047
19'-4" (232') PRESTRESSED
N R
NR
MR
MR
MR
MR -MR
MR
235
420
750
1037
1282
1515
1716
2V-4" 1256") PRESTRESSED
N R
NR
MR
Nfl
MR
Nfl
NR
MR
180
340
598
us
1114
1359
1468
22'0 (264") PRESTRESSED
N.R.
MR
MR
MR
MR
MR
NR
NR
165
315
550
]84
1047
1285
n99
24'-0" (288^) PRESTRESSED
N.R.
NR
N10
NR
MR
MR
MR
MR
f29
250
41
654
884
1092
1222
(#) THE NUMBERS IN PARENTHESISARE PERCENT REDUCTIONS FOR
GR40 FIELD ADDED RERAR.
SAFE LOAD TABLES
SAFE LATERAL FORCE FOR
8" PRECAST & PRESTRESSED UAINTELS
Citrn
SAFE LOAD PLF
LENGTH TYPE
8U8
BFa
CMU*
2'-10" (34") PRECAST
1293
1642
2135
3%6" (42") PRECAST
1025
1024
1830
4'-0" (48") PRECAST
765
763
1365
41-6' (54") PRECAST
592
591
1057
5'4" (64") PRECAST
411
411
734
5'40" (70") PRECAST
340
339
607
6'-6" (78") PRECAST
SDI
721
483
(90") PRECAST
424
534
357
9'-4" (112") PRECAST
326
512
227
10'-6" (126") PRECAST
284
401
178
11'-4" (136") PRECAST
260
452
152
12'-0" (144"1 PRECAST
244
402
324
135
1D9
IT-4" (160') PRECAST
217
14'-0" (IGO-) PRECAST
205
293
98
14'4" (176") PRESTRESSED
N.R.
284
89
15'-4" (184") PRESTRESSED
N.R.
259
82
IT-4" (208") PRESTRESSED
NJL
194
63
19'-4" (232') PRESTRESSED
N.R.
148
51
21'-4" (256') PRESTRESSED
N.R,
125
42
(264"I PRESTRESSED
N.R.
116
39
24'-0" (288") PRESTRESSED
N.R.
91
33
s SEE NOTE 18
#5 REBAR AT TOP
MIN. (1) REQ'D
�:. f..
1-1/2" CLEAR
_
C.M.U.
U Q
. z
GROUT
Z
N
#5 REBAR AT BOTTOM
"
OF LINTEL CAVITY
7-5/8� ACTUAL
BOTTOM REINFORCING
PROVIDED IN LINTEL
(VARIES)
8' NOMINAL WIDTH
'm=1500psi
d:
SEE SAFE LATERAL LOAD
TABLES FOR LOAD RATING
FOR EACH ADDITIONAL
REINFORCED CMU FULL
-11.0 , ,;a COURSE
1/2" CLR TYP
(2) #5 REBAR
GR60
SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED UAINTELS
Cmr-Caffm SAFE LOAD - POUNDS PER LINEAR FOOT
2'-10" (34") PRECAST
1972
3173
4460
5747
3'-6" (42") PRECAST
1569
2524
3547
4569
1569
2524
3541
4s69
4'-0" (48") PRECAST
130
2192
W79
3%6
1363
2192
mm
3966
4'-6" (54") PRECAST
1207
1940
27z4
35o8
1207
1940
2724
35M
5'-4" (64") PRECAST
1016
1632
2m
2949
1016
1632
2290
B49
5'-10" (70") PRECAST
909
U92
2093
2694
929
1492
2093
26%
6'-&' (78") PRECAST
835 1w
Ima
An
2419
835
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NOT TO BE REPRODUCED OR COPIED IN
WHOLE OR IN PART. IT IS NOTTO BE USED ON
ANY OTHER PROJECT AND IS TO BE RETURNED
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REVISION
WRITTEN DIMENSIONS ON
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DRAWN BY
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ANY OTHER PROJECT AND IS TO BE RETURNED
UPON REQUEST.
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(7) 1Od x 1 1/2" NAILS /
TRUSS BEAM CONNECTIONS FOR
MISSED/MISPLACED TRUSS STRAPS
A MAXIMUM OF A 1-112"
FILLER MAYBE USED
BETWEEN THE STRAP
AND THE TRUSS WITH
COMMON NAILS IF THE
DISTANCE BETWEEN THE
STRAP & TRUSS IS
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OR LESS THAN 1-112".
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10d X 1 112" NAILS (TRUSS) FOR UP TO 865 LBS OF
UPLIFT. FOR HIGHER UPLIFT CONNECTIONS
CONSULTTHE ENGINEER. I
IMPORTANT NOTES
ENGINEER OF RECORD TO REVIEW TRUSS ENGINEERING PRIOR TO
INSTALLATION.
ENGINEER OF RECORD SHALL SPECIFYALL TRUSS TO CMU CONNECTIONS AFTER
REVIEW OFSHOP DRAWINGS. TRUSS MANUFACTURER SHALL SPECIFYAND
PROVIDE
ALL TRUSS TO TRUSS CONNECTIONS.
FRAMING NOTES
1. LUMBER STANDARDS, A. LUMBER STANDARDS. COMPLYWITH DOC PS 20,
AMERICAN SOFTWOOD LUMBER STANDARD, "AND WITH APPLICABLE
GRADING RULES OF INSPECTION AGENCIES CERTIFIED BYALSC'S BOARD OF
REVIEW. ALL FRAMING MEMBERS SHALL CARRY VISUAL MARK CERTIFING
INSPECTION BYAGENCIES ACCREDITED BY THE AMERICAN LUMBER
STANDARD COMMITTEE (ALSO). A VALID AGENCY GRADE MARK ON
SOUTHERN PINE LUMBER INDICATES THE PRODUCT MEETS STRUCTURAL
AND APPEARANCE REQUIREMENTS ESTABLISHED FOR THATGRADE.
2. INSPECTION AGENCIES: INSPECTION AGENCIES, AND THE ABBREVIATIONS USED
TO REFERENCE THEM, INCLUDE THE FOLLOWING.
A. NELMA- NORTHEASTERN LUMBER MANUFACTURERSASSOCIATION.
B. NLGA - NATIONAL LUMBER GRADES AUTHORITY (CANADIAN).
C. RIS - REDWOOD INSPECTION SERVICE.
D. SPIB - SOUTHERN PINE INSPECTION BUREAU.
E. WCUB - WEST COAST LUMBER INSPECTION BUREAU.
F. WWPA- WESTERN WOOD PRODUCTS ASSOCIATION.
3. KEEP MATERIALS UNDER COVER AND DRY. PROTECT FROM WEATHER AND
CONTACT WITH DAMP OR WET SURFACES. STACKLUMBER, PLYWOOD, AND
OTHER PANELS. PROVIDE FOR AIR CIRCULATION WITHIN AND AROUND
STACKSAND UNDER TEMPORARY COVERINGS.
4. GRADE STAMPS. PROVIDE LUMBER WITH EACH PIECE FACTORYMARKED WITH
GRADE STAMPOF INSPECTION AGENCY EVIDENCING COMPLIANCE WITH
GRADING RULE REQUIREMENTSAND IDENTIFYING GRADING AGENCY,
GRADE, SPECIES, MOISTURE CONTENT ATTIME OF SURFACING, AND MILL.
A. FOR EXPOSED LUMBER, FURNISH PIECES WITH GRADE STAMPSAPPLIED
TO ENDS OR
BACK OF EACH PIECE, OR OMIT GRADE STAMPSAND PROVIDE GRADE -
COMPLIANCE
CERTIFICATES ISSUED BY INSPECTION AGENCY.
S. DISCARD UNITS OF MATERIAL WITH DEFECTS THATIMPAIR QUALITY OF ROUGH
CARPENTRYAND THATARE TOO SMALL TO USE WITH MINIMUM NUMBER
OFJOINTS OR OPTIMUMJOINT ARRANGEMENT.
6. SET ROUGH CARPENTRY TO REQUIRED LEVELS AND LINES, WITH MEMBERS
PLUMB, TRUE TO LINE, CUT, AND FITTED.
Z FIT ROUGH CARPENTRY TO OTHER CONSTRUCTION; SCRIBE AND COPE AS
REQUIRED FOR ACCURATE FIT. CORRELATE LOCATION OF FURRING, HAILERS,
BLOCKING, GROUNDS, AND SIMILAR SUPPORTS TO ALLOW ATTACHMENTOF
OTHER CONSTRUCTION.
8. INSTALL WOOD GROUNDS, NAILERS, BLOCKING, AND SLEEPERS WHERE
SHOWN AND WHERE REQUIRED FOR SCREEDING OR ATTACHING OTHER
WORK. FORM TO SHAPES SHOWN AND CUT AS REQUIRED FOR TRUE LINE
AND LEVEL OF ATTACHED WORK. COORDINATE LOCATIONS WITH OTHER
WORK INVOLVED.
9. ATTACH TO SUBSTRATES TO SUPPORT APPLIED LOADING. RECESS BOLISANO
NUTS FLUSH WITH SURFACES, UNLESS OTHERWISE INDICATED. BUILD INTO
MASONRY DURING INSTALLATIONOF MASONRY WORK. WHERE POSSIBLE,
ANCHOR TO FORMWORK BEFORE CONCRETE PLACEMENT.
10. INSTALL PERMANENT GROUNDS OF DRESSED, PRESERVATIVE -TREATED, KEY -
BEVELED LUMBER NOT LESS THAN 1-112INCHES WIDE AND OF THICKNESS
REQUIRED TO BRING FACE OF GROUND TO EXACT THICKNESS OF FINISH
MATERIAL. REMOVE TEMPORARY GROUNDS WHEN NO LONGER REQUIRED..
11. INSTALL PLUMB AND LEVEL WITH CLOSURE STRIPS ATEDGES AND OPENINGS.
SHIM WITH WOOD AS REQUIRED FOR TOLERANCE OF FINISH WORK.
A. FIRESTOP FURRED SPACES OF WALLS AT EACH FLOOR LEVEL AND AT
CEILING WITH WOOD
BLOCKING OR NONCOMBUSTIBLE MATERIALS ACCURATELYFITTED TO CLOSE
FURRED
SPACES.
12. ALL INCEDENTAL FRAMING TO INCLUDE "DEAD-WOOD"SHALL BE 2X4 PT
UNLESS OTHERWISE NOTED.
13. ALL FASTENERS SHALL BE HOT DIPPED GALVANIZED RING-SHANKED UNLESS
OTHERWISE NOTED.
14. ALL ROOF/CEILING FRAMING SHALL BE GRADE #12XIO PT UNLESS
OTHERWISE NOTED.
ROOF FRAMING NOTES
1. FIELD VERIFYALL EXISTING CONDITIONS PRIOR TO CONSTRUCTION.
2. NOTIFY ENGINEER OF RECORD IMMEDIATELYFOLLOWING ANY DEVIATION OR
UNSEEN EXISTING CONDITIONS PRIOR TO BEGINING WORK.
3. ALL ROOFING NAILS TO BE RING SHANK.
4. ANYAND ALL SHINNERS SHALL BE PULLED AND RE -NAILED W/IOD RING HAND
DRIVES AT EACH LOCATION, PRIOR TO ROOF DRY -IN.
S. STRUCTURAL ENGINEER TO REVIEW TRUSS LAYOUTAND ENGINEERING FROM
TRUSS MANI PRIOR TO G.C. ORDERING TRUSSES FOR PRODUCTION.
6. ALL MASONRY TO TRUSS CONNECTIONS SHALL BE SIMPSON HETA16, UNLESS
OTHERWISE SPECIFIED BY THE ENGINEER AFTER REVIEW OF TRUSS
MANUFACTURERS SHOP DRAWINGS.
TRUSS CONNECTOR SCHEDULE
1. FIELD TRUSS TO BEAM CONNECTORS SHALL BE HETA16 UNLESS OTHERWISE
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JOHN H. CRESWELL
PE #40940/ COA #30250
C: (863) 467-1111
E: john@gdcflorida.com
REVISION
WRITTEN DIMENSIONS ON
THESE DOCUMENTS SHALL
TAKE PRECEDENCE OVER
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DRAWN BY
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CHECKED BY
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JOHN H. CRESWELL
PE #40940/ COA #30250
C: (863) 467-1111
E: john@gdcflorida.com
REVISION
WRITTEN DIMENSIONS ON
THESE DOCUMENTS SHALL
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DRAWN BY
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REVISION
WRITTEN DIMENSIONS ON
THESE DOCUMENTS SHALL
TAKE PRECEDENCE OVER
ALL SCALED DIMENSIONS.
DRAWN BY
B.S. & K.W.
CHECKED BY
J.H.C.
DATE
1/19/2018
SHEET
S-501
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16"W X 18" H 3500 PSI MONO FOOTING W/ (2) #5 REBAR
CONT, OVER 6 MIL VAPOR BARRIER, OVER CLEAN TERMITE
TREATED COMPACTED FILL TO MIN 98% COMPACTION
DENSITY; TEST REQUIRED (TYP)
FINISHED FLOOR
+0'-O" A.F.F.
ENTRY FLOOR
44" B.F.F.
z STRUCTURAL DETAIL AT FRONT ENTRY (SIDE RETURNS)
S-J0?' SCALE:3/4" = T-O"
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GREEN DESIGN
CONSTRUCTION & DEVELOPMENT, LLC
COA#30250, AA#26003565
502 NW 2ND STREET, OKEECHOBEE,
FLORIDA 34972
P: (863) 467-1111
F: (863) 582-9574
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ISSUED FOR
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LIABILITY NOTE
THIS 15 THE PROPERTY OF GREEN DESIGN
CONSTRUCTION & DEVELOPMENT, LLC AND IS
NOT TO BE REPRODUCED OR COPIED IN
WHOLE OR IN PART. IT IS NOT TO BE USED ON
ANY OTHER PROJECT AND IS TO BE RETURNED
UPON REQUEST.
SCALES AS STATED HEREIN ARE FOR
REFERENCE ONLYAS NORMAL
REPRODUCTION PROCESSES MAY ALTER THE
ACCURACY OF ORIGINAL DRAWINGS.
JOHN H. CRESWELL
PE #40940/ COA #30250
C: (863) 467-1111
E: john@gdcflorida.com
REVISION
WRITTEN DIMENSIONS ON
THESE DOCUMENTS SHALL
TAKE PRECEDENCE OVER
ALL SCALED DIMENSIONS.
DRAWN BY
B.S. & K.W.
CHECKED BY
J.H.C.
DATE
,�1/19/2018
SHEET
S-502
SIMPSON VTCR (TYP. EACH TRUSS TO ROOF)
PRE-ENGINEERED WOOD TRUSS @ 24" O.C. (TYP)
GIRDER TRUSS
SIMPSON SP4 EACH STUD TO TOP PLATES (TYP)
5/8" CDX PLYWOOD (TYP)
PRE-ENGINEERED WOOD TRUSS @ 24" O.C. (TYP)
16" BOND BEAM; (1) 8" PRE -CAST
LINTEL (1) 8" CMU BEAM BLOCK W/ (1) #5 CONT.
REBAR IN 2500 PSI PUMP MIX (EACH COURSE)
4" 3500 PSI CONC. CURB W/
(1) CONT. #5 REBAR (TYP. @ GARAGE)
6" 3500 PSI CONCRETE SLAB OVER 6 MIL VAPOR BARRIER,
OVER CLEAN, TERMITE TRATED, COMPACTED FILL - -- --
(MIN 98% DENSITY, TEST REQUITED)
2X4 PT TOP PLATE
2X4 PT LEDGER W/ (2) 114" X 3-1/2" TAPCON AT 24" O.C.
2X4 PT KNEE WALL W/ STUDS @ 16" O.C.
2 GALV. DRIP EDGE (TYP)
2X6 HARDIE FASCIA (TYP) FASTEN THROUGH
TOP OF PLYWOOD DECK W/ 10D GALV RING NAILS
(SEE ROOF ZONE/NAILING PLAN FOR SPACING)
1/2"!CDX PLYWOOD
-- -- 2X4 PT TOP PLATE
12
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- 2" GALV. DRIP EDGE (TYP) +12'-O" A.F.F.
2X6 HARDIE FASCIA (TYP) TO TRUSS CORD W/ (2) 16D S.S. RING
(TYPICAL EACH TRUSS TO CORD INTERSECTION)
2'-0"
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+9'_4" A.F.F.
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16" BOND BEAM; (1) 8" PRE -CAST
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IN 2500 PSI CONC. PUMP MIX (TYP)
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_ CONT, OVER 6 MIL VAPOR BARRIER, OVER CLEAN TERMITE
TREATED COMPACTED FILL TO MIN 98% COMPACTION
DENSITY; TEST REQUIRED (TYP)
i
FINISHED FLOOR
ENTRY FLOOR
-0'-4" B.F.F.
PRE-ENGINEERED WOOD TRUSS @ 24" O.C. (TYP)
16" BOND BEAM; (2) 8" CMU BEAM BLOCK W/ (1) #5 CONT.
REBAR IN 2500 PSI PUMP MIX (EACH COURSE)
#5 VERTICAL REBAR @ 6'-0" O.C. (TYP)
(1) PRE -CAST CMU LINTEL W/ (1) #5 CONT.
REBAR IN 2500 PSI PUMP MIX
12"W X 1/2"H RECESS AT GARAGE DOOR
16"W X 18" H 3500 PSI MONO FOOTING W/ (2) #5 REBAR
CONT, OVER 6 MIL VAPOR BARRIER, OVER CLEAN TERMITE _
TREATED COMPACTED FILL TO MIN 98% COMPACTION
DENSITY; TEST REQUIRED (TYP)
2 DETAIL AT GARAGE DOOR
-"o SCALE:3/4" = l'-O"
26 GA STANDING SEAM ROOFING SYSTEM OVER PEEL-N-STICK
UNDERLAYMENT, OVER 5/8" CDX PLYWOOD (TYP)
SIMPSON HETA 16 @ 24" O.C. TO
TRUSS W/ 1-1/2" GALV JOIST NAILS (TYP)
2X4 PT LEDGER W/ (2) 1/4" X 3-1 /2" TAPCON AT 24" O.C.
2X6 HARDIE FASCIA (TYP) TO TRUSS CORD W/ (2) 16D S.S. RING
(TYPICAL EACH TRUSS TO CORD INTERSECTION)
2X6 PT LEDGER TO CMU W/ (2) 3-1/2"X 1/4" TAPCONS @ 24" O.C.
(PAINTED)
16070 GARAGE DOOR ASSEMBLY
HEADER HIGHT
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FINISHED FLOOR
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CONT. (HORZ.) AND (1) #5 X la' @ 36" O.C.,
?OXY, AND DOWELL INTO EXISTING MONO FOOTING
GREEN DESIGN
CONSTRUCTION & DEVELOPMENT, LLC
COA#30250,AA#26003565
502 NW 2ND STREET, OKEECHOBEE,
FLORIDA 34972
P: (863) 467-1111
F: (863) 582-9574
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ISSUED FOR BIDDING
ISSUED FOR PERMIT ■
ISSUED FOR
CONSTRUCTION
LIABILITY NOTE
THIS 15 THE PROPERTY OF GREEN DESIGN
CONSTRUCTION & DEVELOPMENT, LLC AND IS
NOT TO BE REPRODUCED OR COPIED IN
WHOLE OR IN PART. IT IS NOT TO BE USED ON
ANY OTHER PROJECT AND IS TO BE RETURNED
UPON REQUEST.
SCALES AS STATEDHEREIN ARE FOR
REFERENCE ONLYAS NORMAL
REPRODUCTION PROCESSES MAYALTERTHE
ACCURACY OF ORIGINAL
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JOHN H. CRESWELL
PE #40940/ COA #30250
C: (863) 467-1111
E: john@gdcflorida.com
REVISION
WRITTEN DIMENSIONS ON
THESE DOCUMENTS SHALL
TAKE PRECEDENCE OVER
ALL SCALED DIMENSIONS.
DRAWN BY
B.S. & K.W.
CHECKED BY
J.H.C.
DATE
1/19/2018
SHEET
S-503
5/8" COX PLYWOOD (TYP)
SIMPSON SP4 EACH STUD TO TOP PLATE
(2) 2X4 PT TOP PLATE
2X4 PT STUDS @ 16" O.C.
2X4 PT BOTT. PLATE TO TRUSS TOP CHORD
FASTENED W/ (2) 1/4" X 3" SPS WOOD SCREWS @ 24" O.0
8" PRE -CAST LINTEL AND 8" CMU BOND BEAM
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#5 VERTICAL REBAR
#5 VERTICAL REBAR FOOTING REBAR
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2X6 HARDIE FASCIA (TYP)
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PRE-ENGINEERED WOOD TRUSS @ 24" O.C. (TYP)
SIMPSON HETA 16 @ 24" O.C. TO
TRUSS W/ 1 1/2" GALV JOIST NAILS (TYP)
2X8 PT LEDGER W/ (2) 1/4" X 3 1/2" TAPCON AT 24" O.C.
5/8" COX PLYWOOD (TYP)
2X6 HARDIE FASCIA (TYP) TO TRUSS CORD W (2) 16D S.S. RING
(TYPICAL EACH TRUSS TO CORD INTERSECTION)
8"X8" CMU COLUMN W/ 2500 PSI PUMP MIX
_ CMU BLOCK COLUMN BASE,
FILL ENTIRE BASE W/ 2500 PSI PUMP MIX
-- MAINTAIN MIN. 12" FOOTING IN GRADE (TYP)
16"W X 18" H 3500 PSI MONO FOOTING W/
CONT, OVER 6 MIL VAPOR BARRIER, OVEI
TREATED COMPACTED FILL TO MIN 98% C
DENSITY; TEST REQUIRED (TYP)
� STRUCTURAL DETAIL AT FRONT ENTRY
S-504 SCALE:3/4" = 1'-0"
TOP OF BEAM,
+12'-0" A.F.F.
TOP OF COLUMN BASE
+21-4" A.F.F.
FINISHED FLOOR
+0'-O" A.F.F. -
_ ENTRY FLOOR
-0'-4" B.F.F.
REBAR
\N TERMITE
�"
PRE-ENGINEERED WOOD TRUSS @ 24" O.C. (TYP)
8" PRE -CAST LINTEL AND 8" CMU BOND BEAM
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16"W X 18" H 3500 PSI MONO FOOTING W/ (2) #5 REBAR
CONT, OVER 6 MIL VAPOR BARRIER, OVER CLEAN TERMITE
TREATED COMPACTED FILL TO MIN 98% COMPACTION
DENSITY; TEST REQUIRED (TYP)
26 GA STANDING SEAM ROOFING SYSTEM OVER PEEL-N-STICK
UNDERLAYMENT, OVER 5/8" COX PLYWOOD (TYP)
SIMPSON HETA 16 @ 24" O.C. TO
TRUSS W/ 1-1/2" GALV JOIST NAILS (TYP)
2X4 PT LEDGER W/ (2) 1/4" X 3 1/2" TAPCON AT 24" O.C. TOP OF BEAM
2" GALV METAL DRIP EDGE (TYP) +9'-4" A.F.F.
2X6 HARDIE FASCIA (TYP) TO TRUSS CORD W/ (2) 16D S.S. RING
(TYPICAL EACH TRUSS TO CORD INTERSECTION)
HS D25 WINDOW
CAST-CRETE SILL
#5 FOOTING REBAR VERTICAL @ 6'-0" O.C.
IN 2500 PSI CONC, PUMP MIX (TYP)
FINISHED FLOOR
+0'-0"A.F.F.
- GARAGE FLOOR 4 OB.
MAINTAIN MIN. 12" FOOTING IN GRADE (TYP)
2 TYPICAL DETAIL AT WINDOW
S-5041 SCALE:3/4" = 1'-O"
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GREEN DESIGN
CONSTRUCTION & DEVELOPMENT, LLC
COA#30250,AA#26003565
502 NW 2ND STREET, OKEECHOBEE,
FLORIDA 34972
P: (863) 467-1111
F: (863) 582-9574
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ISSUED FOR BIDDING
ISSUED FOR PERMIT ■
ISSUED FOR
CONSTRUCTION
LIABILITY NOTE
THIS IS THE PROPERTY OF GREEN DESIGN
CONSTRUCTION & DEVELOPMENT, LLC AND IS
NOT TO BE REPRODUCED OR COPIED IN
WHOLE OR IN PART. IT IS NOT TO BE USED ON
ANY OTHER PROJECT AND 15 TO BE RETURNED
UPON REQUEST,
SCALES AS STATEDHEREIN ARE FOR
REFERENCE ONLYAS NORMAL
REPRODUCTION PROCESSES MAYALTERTHE
ACCURACY OF ORIGINAL DRAWINGS.
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JOHN H. CRESWELL
PE #40940/ COA #30250
C: (863) 467-1111
E: john@gdcflorida.com
REVISION
WRITTEN DIMENSIONS ON
THESE DOCUMENTS SHALL
TAKE PRECEDENCE OVER
ALL SCALED DIMENSIONS.
DRAWN BY
B.S. & K.W.
CHECKED BY
J.H.C.
G DATE
1/19/2018
SHEET
S-504
PRE-ENGINEERED WOOD TRUSS @ 24" O.C.
26 GA STANDING SEAM ROOFING SYSTEM W/ PEEL-N
UNDERLAYMENT, OVER 5/8" CDX PLYWOOD
TOP OF BEAM
+9'4A.F.F.
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t FINISH FLOOR
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-0'-4" B.F.F.
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16" BOND BEAM; (1) 8" PRE -CAST
LINTEL (1) 8" CMU BEAM BLOCK W/ (1) #5 CONT. -
REBAR IN 2500 PSI PUMP MIX (EACH COURSE;)
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MAINTAIN MIN. 12" FOOTING IN GRADE (TYP)
16"W X 18" H 3500 PSI MONOFOOTING W/ (2) #5 REBAR
CONT, OVER 6 MIL VAPOR BARRIER, OVER CLEAN TERMITE
TREATED COMPACTED FILL'TO MIN 98% COMPACTION
DENSITY; TEST REQUIRED (TYP)
� ` STRUCTURAL DETAIL AT CABANA BATH
- 0 SCALE: 1„ - -1-01
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4"W X 16"H 2500 PSI TIE BEAM
W/ (2) #5 REBAR CONT.
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10" #5 REBAR @ 6'-0" O.C. (TYP)
10"W X 8" H 3500 PSI MONO FOOTING W/ (2) #5 REBAR
CONT, OVER 6 MIL VAPOR BARRIER, OVER CLEAN TERMITE
TREATED COMPACTED FILL TO MIN 98% COMPACTION
DENSITY; TEST REQUIRED (TYP)
4" 3500 PSI CONCRETE SLAB OVER 6 MIL VAPOR BARRIER,
OVER CLEAN, TERMITE TRATED, COMPACTED FILL
(MIN 98% DENSITY, TEST REQUITED)
GREEN DESIGN
CONSTRUCTION & DEVELOPMENT, LLC
COA#30250,AA#26003565
502 NW 2ND STREET, OKEECHOBEE,
FLORIDA 34972
P: (863) 467-1111
F: (863) 582-9574
W W W.GDCFLORIDA.COM
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ISSUED FOR BIDDING
ISSUED FOR PERMIT .
ISSUED FOR
CONSTRUCTION
LIABILITY NOTE
THIS IS THE PROPERTY OF GREEN DESIGN
CONSTRUCTION & DEVELOPMENT, LLC AND IS
NOT TO BE REPRODUCED OR COPIED IN
WHOLE OR IN PART. IT IS NOT TO BE USED ON
ANY OTHER PROJECT AND IS TO BE RETURNED
UPON REQUEST.
SCALES AS STATED HEREIN ARE FOR
REFERENCE ONLYAS NORMAL
REPRODUCTION PROCESSES MAYALTERTHE
ACCURACY OF ORIGINAL DRAWINGS.
t
TH
JOHN H. CRESWELL
PE #40940/ COA #30250
C: (863) 467-1111
E: john@gdcflorida.com
REVISION
WRITTEN DIMENSIONS ON
THESE DOCUMENTS SHALL
TAKE PRECEDENCE OVER
ALL SCALED DIMENSIONS.
DRAWN BY
B.S. & K.W.
CHECKED BY
J.H.C.
'1J� DATE
UPj, 1/19/2018
ti
SHEET
STRUCTURAL DETAILS S-505