HomeMy WebLinkAbout6583 Cobble Bliss St.'_'2368-DESTIN"
FOR:
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ALL WORK SHALL ICOMpLy `VVITH PREVAII jrqC�
CODES FLORIDA SULDING CC�DE.
NATIONAL ELECTRIC CODE,
AND THE C11 _yQF,
OPQINANCP�
1 A I 's
REVIEW DATE
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CITY OF ZEPHYRH L
PLAN EXAMINER
12602 TEL_EC�C>M
r_*11VE, TAMPA, FL_ 33637
T,sl: (813) 740-9720
Fax: (813) 740-9715
-STATE OF FLORIDA
CERTIFIED BUILDING CONTRACTOR:
DESIGN CRITERIA:
ABBREVIATIONS
REVISIONS
INDEX OF DRAWINGS
1=1II.
rLam Bum= cm,
ABV ABOVE LAV LAVATORY
DAM
DESCRIPTION
06/24/ 19
ADDED 150-C ENGINIMRDIG
ARCHITECTURAL SHEET # DESCRIPTION
DR HORTON HOMES'
7TH IMMM (2IMO)
-AM TDCAT AM STATE 0=
- RESEIENTIA1, GROUP R3
AIC
ADJ.
A "L
A P.
BD.
A R CONDITIONING
ADJUSTABLE
ALTERNATE
AMPERAGE
BOARD
LUNt
M.C.
MFR
MIN.
M.T.
LUMINOUS
MEDICINE CABINNFIF
MANUFACTURER
MINIMUM
METALTHRESHOLD
07/29/19
ADDED MOM CAP NOTE TO MLEVAMONS
PG CS -COVER SHEET
PG w-mum" NOTES
10/14/19
UPDATED LED LIGHTS PER D.&HORTON
12602 TELECOM DRWE
TAMPA, FL 33637
TEL: (813) 740-9720
FAX: (813) 740-9715
:OCCUPANCY
CONSTRUMON TYPE - VB
:1101N. DITMOR FM - C= B
RMC TW SPUD - Vult=150 MPH
Vasd=116 MPH
E[POSURE - B
I -STORY RESHIENCE -
-2-STDRY RESHIENCE - IM HIGHT AS PER 1XIM
C
c
CIG.
CLR.
C C
C
PT
C,
D.
DBL.
CENTER LINE
CABINET
CEILING
CLEAR
CONCRETE
CARPET
CERAMIC TIL.E
DRYER
DOU L.E
DUAL GLAZED
MTD.
MTL
N�T�S
Oc
P
PR
P
P T.
PLYWD
PR.
M ED
METAL
NOT TO
CENTER
PROPERTY LINE
PUSH BUTTON
PHONE
PLATE
PLYWOOD
PAIR
PG Al -FLOOR PLAN
PG AM -ELEVATION "D" FRONT & REAR (5/12 PMH)
PG A3D-ELEVATION 'D" RIIGHT & LEFT (5/12 PITCH)
Pr. EI-ZLECTRICAL PLAN
PG PI -PLUMBING PLAN
PG MI -MECHANICAL PLAN
PG D1 -DETAILS
PG D2-DL7A=
9/04/19
ADDED SWAPATR_ MLMCTMCAL DETAILS PER D.R. HORTON
01/27/00
ADDED SIMPSON CONNNICTORS LLD. USP
DO/ 04/201
BATH. BEDROOM #4 &
UPDATED M&ff= BATH #3
07/14/20
CHANGED ROOM NAM PER D.R. NOR=
12/01/20
MOM MIDLINZ CHANGES MOM ING. FOR RM CODE CHANGE
12/01/20
WArrM ON ENGINEER APPROVAL FOR DETAEL UPDATES
AND STATE CODES
DO
DIA. DIAMETER P T PRESSURE TREATED
PG DS-PRODUCT APPROVAL LISTING
DI
DISP
DP.
DR
D.S.
DTL
DIMENSION
DISPO L
DEEP
DOOR SPOUT
DOWN
DETAIL
R
RAD.
R G.
REF,
RM.
R�O
RISER
RADIUS
RETURNAIR OR IL
REFRIGERATOR
ROOM
ROUGH OPENING
PG WA1-WALL ASSEMBLY DETAW
PG WA2-TALL ASSEMBLY DETAILS
PG WA3-TALL ASSEMBLY DETAILS
PG WA4_WALL ASSMBLY DETAILS
PO WA5-WALL ASSEMBLY DETAILS
01/19/21
RWATH9D ALL XRM MR 2000 FBC CODE CRANG9
STATE OF FLORIDA
SQJT. ='s
-
PROFESSIONAL ARCHITECT:
D.W. DISHWASHER SC, SOLIDCOREEXTDR
FA. EACH S D SMOKE DETECTOR
PG WAS -WALL ASSEMBLY DETAILS
ROLAND A. ABOUCHACRA
ELE
EQ. V
ELEVAT ON
EQUALI
S H.
SHT
:rNGLE HUNG
HEET
AR No. 93723
EXH.
EXM
FG./FX.
EXHAUST
EXTERIOR
FIXED GLASS
HTHGr
SEW
Sim,
SHEATHING
SHOWER
S MILAR
A.B. DESIGN GROUP, LLC.
LIVINds 2512 Sa Fr.
GARAGE (ELEV. 0) 538 Ga FT.
E.G.
FIN.
FLR
FUEL GAS
FINISH
FLOOR
SL
SL. GL.
STD.
SLIDING
S WING GLASS
s ARD
1441 NORTH RONALD REAGAN BLVD.
ENTRY 50 Sa Fr.
FLUCK
FLUORESCENT
SWS
SHEAR WAU
LONGWOOD, FLORIDA 32750
C;OVERED LANAI 201 Sa FT.
FR. DR
FTO.
FRENCH DOOR
FOO ITNG
TEVIR
SECTION
TEMPEREDGLASS
Tel: (407) 774-60713
TOTAL 3161 W. Fr.
GA.
GAR, DISP.
GAUGE
GARBAGE DISPOSAL
T
THRC,
THRCK
TOP OF CURB
Fax: (407) 774-4078
O.F.1
G .
GROUND-FAUL CIRCUIT
ENEERRU ER
GLASS
T�'O.P,
T.O.S�
TYP
T P OF PLATE
T P OF SLAB
TYPICAL
STRUCTURAL SHEET # DESCRIPTION
PG SI-FOUNDATION PLAN
PG S1AA-DNTAILS
PG SI.2-DOWZL PLAN
PG S1.2A-DETAIE-S
G . BD� GYPSUM 130ARD UNG, UNLESS NOTED
FIR HOSE BIB OTHERWISE
TIC. HOLLOW CORE V.P� VAPOR PROOF
H R, HEADER W, WASHER
HOT, OR FEE BEL HT W/ WITH
INSUL. INSULATION WD WOOD
DRAWING / CONTRACT DOCUMENT
RVIEW BY BURDER
THE BUILDER ASSUMES ALL LIABILITY FOR
INT�
INTERIOR
WOW
W/H
WINDOW
WATER HEATER
PG 82-LIFT BUM PLAN
PG S21A.-DETAILS
RPRETATION OF THE CONTRACT DOCUMENTS.
W.I.
WROUGHT IRON
PG SS -FRAMING PLAN
PG SSAA-DETAILS
IF ANY ASPECT OF THE CONSTRUCTION (AS
DESCRIBED IN THIS DRAWING SET) ARE UNCLEAR AND
IN NEED OF FURTHER DETAILING Olt EXPLANATION IN
ORDER TO BUILD THIS PROJECT BASED ON THIS
PG SBAB-DETAILS
PG SBAC-ENTRY DETAILS
PG SNI-DETAILS
PG SDI -SOFFIT DETAU
DRAWING SET, THE CORRECT PROCEDURE IS FOR THE
BUILDXR TO SUBMIT A WRITTEN R.F.I. (REQUEST FOR
=N TO THE ARCHITECT OR ENGINEER FOR
C120101
AB DESIGN GROUP WILL RESPOND TO ALL WRIT=
HE', IN WHITTKN/DRAWN FORMS IN A TIMELY
MANNER. AB DESIGN GROUP TAXES NO
RESPONSIBILITY FOR INTERPRETATIONS OF
CONSTRUCTION BY THE BUILDER WHEN NO RFI's HAVE
BEEN GENERATED FOR UNCLEAR ASPECTS OF THE
ONSTRUCTION BASED ON THE DRAWING SET.
I
A 10 NI T 10 T I
6
G Mlon
LLML
LLML
t4i N. RONALD REAGAN BLVD.
LONGWOOD, FL 32750
PH: 407-77"078
FAX: 407-774-4078
WWW.,3&bdosigngmup.com
#:0003325
A.B. DESIGN GROUP
DRAFTING INC.
5439 BEAUMONT CENTER BLVD.
SUITE 1004
TAMPA, FLORIDA 33634
PH: 8134;86.2628
FAX: 813.8862S02
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FS SILVERADO
RA'
IL
LOT #5
BLK #10
PROJECTIP
n,4,71 n _nr
A
03719.000-05102
MODRIA
2368-D
75ARAGE OWINCI:
LEFT
COVER
SHEET
15k*PH
ONEM NM
1. ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR)
7th EDITION, (2020). ALL REFERENCED CHAPTERS, CODE SECTIONS AND TABLES STATED IN THESE DOCUMENTS ARE UNDER
FBCR 7TH EDITION (2020) UNO.
2. WHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR
BUILDING OPENINGS SUCH AS WINDOWS AND DOORS SHALL BE PROTECTED AGAINST VIANDBORNE DEBRIS BY
THE INSTALLATION OF STRUCTURAL PANELS OR IMPACT -RESISTANT GLASS. THESE OPENING PROTECTIONS SHALL BE
DESIGNED AND INSTALLED IN ACCORDANCE WITH FBCR 2020 CHAPTER 3, SECTION R301.2.1.2.
3. DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK
PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
4. THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTION
OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK.
THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE
CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR
FABRICATION OF THE WORK.
5. THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNIQUES,
OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODES.
6. THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE COMPLETED BUILDING, THE CONTRACTOR
SHALL SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING
CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED.
7. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS.
8. THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHiTECT/ENGINEER.
9. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC, UNLESS SPECIFICALLY DETAILED.
GARAM MD CARPOM
1. GARAGE DOOR
A. ENGINEERED FOR MIN. WIND LOAD, LISTED ON COVER SHEET
B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER
C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER
2. AS PER SECTION R302.5.1: OPENINGS FROM A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING
PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH
SOLID WOOD DOORS NOT LESS THAN 13/8 INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN
1-3/8 INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS.
3. AS PER SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE
DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO. 26 GAGE (0.48 W SHEET STEEL 1- MIN. RIGID
ON -METALLIC CLASS OR CLASS I DUCT BOARD OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE
GARAGE.
4. AS PER SECTION R302.6 & TABLE R302.6: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT
LESS THAN % -INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL BE
SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 518 -INCH TYPE X GYPSUM BOARD OR EQUIVALENT.
WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE
PROTECTED BY NOT LESS THAN %-INCH GYPSUM BOARD OR EQUIVALENT.
SMINORK
i , REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS (IF REQUIRED BY BUILDING DEPARTMENT).
2. REFER TO THE CIVIL DRAWINGS FOR LOCATION OF BUILDING WORKING POINTS, ROUGH GRADING, ON -SITE UTILITIES,
SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL NOTES. THE SOILS REPORT AND CIVIL
DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIN.SEE LANDSCAPE DRAWINGS FOR FINAL
FINISH GRADES, PLANTING AND IRRIGATION.
3. ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE
ARCHITECT.
4. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN % THE HORIZONTAL
DISTANCE FROM THE NEAREST EDGE OF THE FOOTING.
5. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAN GRANULAR FILL. PLACE IN 8- LAYERS
AND COMPACT TO 95% MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D1557-2012 El. THE
BUILDING SITE SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS.
6. COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED.
7. DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE)
B. EXCAVATIONS TO BE A MINIMUM OF T- 0' BEYOND NEW FOOTING LINE.
9. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE
REQUIREMENTS.
10. THIS BUILDING IS NOT DESIGNED TO BE CONSTRUCTED WITHIN A FLOOD ZONE, UNO. CONTRACTOR IS TO VERIFY THE
ELEVATION OF THE FINISHED FLOOR SLAB NTH THE SIGNED AND SEALED SURVEY WHICH COMPLIES WITH ALL LOCAL
CODES HAVING JURISDICTION, INCLUDING ALL APPLICABLE STATE, CITY, AND COUNTY BUILDING AND ZONING CODES.
11. SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP
DRAWING.
1Z TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES, INCLUDING SOIL APPLIED PESTICIDES,
BAITING SYSTEMS AND PESTICIDES APPLIED TO WOOD, OR OTHER APPROVED METHODS OF TERMITE PROTECTION
LABELED FOR USE AS A PREVENTATIVE TREATMENT TO NEW CONSTRUCTION. UPON COMPLETION OF THE
APPLICATION OF THE TERMITE PROTECTIVE TREATMENT, A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE
BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWNG STATEMENT:
*THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES.
TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF
AGRICULTURE AND CONSUMER SERVICES.'
TRIM
1. ALL WOODS AND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED
HEREIN:
A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL)
B. NATIONAL FOREST PRODUCTS ASSOCIATION:
1. NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION
C. SOUTHERN PINE INSPECTION BUREAU:
1, STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER
D. TRUSS PLATE INSTITUTE:
1. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI 1-2014)
E. APA - THE ENGINEERED WOOD ASSOCIATION:
1. ENGINEERED WOOD CONSTRUCTION GUIDE
F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS
2. ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED.
3. MINIMUM NAILING PER CHAPTER 6- WALL CONSTRUCTION AND TYPICAL NAJLING SCHEDULE ON PLANS.
4. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL COMPLY WITH CHAPTER 6- WALL CONSTRUCTION.
5. WALL SHEATHING SHALL BE PER STRUCTURAL, SEE ROOF/WALUFLOOR SHEATHING FASTENER SCHEDULE ON SHEET SN1
6. MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24"AND THE MINIMUM AREA SHALL BE 8 FT SQ.
PILL9111111"
1. SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL.
2. WATER SUPPLY LINES SHALL BE CPVC OR UPONOR PEX 'A' (CROSS -LINKED POLYETHYLENE) WITH F1960 FITTINGS.
3 ' CONDENSATION LINES SHALL BE MINIMUM W PVC (SCHEDULE 40), INSULATED wTH%' AMAFLEX.
4. SHOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GIVE A MAXIMUM FLOW OF 3 GPM EACH.
5. ALL CLEANOUTS SHALL BE FLUSH WITH GRADE.
6. NO VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS, OR RIDGES.
7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO FBCR SECTION P3005.2.
8. FIXTURE SUPPLY SIZES SHALL CONFORM TO FBCR SECTION P2903.
9. THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE.
10. DRILLING & NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF FBCR SECTION P2603.2.
EKFEWWALLCGV�
1. ALL EXTERIOR WALL COVERINGS AND SOFFITS SHALL BE CAPABLE OF RESISTING THE DESIGN PRESSURES SPECIFIED FOR
THE WALL$ FOR COMPONENTS AND CLADDING LOAD$ IN ACCORDANCE NTH FBCR TABLE R301.2(2) AS MODIFIED BY FBCR
TABLE R301.2(3), MANUFACTURED SOFFITS SHALL BE TESTED AT 1.5 TIMES THE DESIGN PRESSURE
EKTU" �
I . WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS, W THICK, OVER FRAMED WALLS
APPLIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND WITH TWO LAYERS OF VAPOR BARRIER, NOT LESS
THAN 2 COATS, 1/2' THICK, WHERE APPLIED OVER MASONRY OR CONCRETE.
2. STUCCO OR PORTLAND CEMENT PLASTER SHALL BE INSTALLED, PROPORTIONED AND MIXED IN ACCORDANCE WITH
ASTM-C926-18b, ASTM-C I D63-19a & ASTM-Cl 787.
3. LATH & ACCESORI ES PER ASTM-C- 1063-1 9a & R703.7. 1. ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITED TO:
- ALL STUCCO CONTROL JOINTS - KICK -OUT DETAILS
- "L. FLASHING - HORIZONTAL LATH AND PAPER DETAILS
- PIPE PENETRATION DETAILS - VENT PENETRATION DETAILS
- WEEP SCREED DETAILS CONDUIT PENETRATION DETAILS
- CASING BEAD DETAILS - DRIP EDGE DETAILS
- CANTILEVER DRIP EDGE DETAILS - CORNER BEAD DETAILS
- WINDOW CASING DETAILS STUCCO TO SIDING TRANSITION DETAILS
- WINDOW FLASHING DETAILS
4. SHALL BE INSTALLED PER ASTM-C1063 - 19a AND R703.7,
FW 1111111MANT CONSTRUCM
UNDER STAIR PROTECTION:
1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED
ON THE ENCLOSED SIDE WITH 1/2" GYPSUM BOARD. R302.7.
EKTINNOR CELM
1 . EXTERIOR CEILING TO BE 1/2' GOLD BOND BRAND EXTERIOR SOFFIT BOARD INSTALLED PERPENDICULAR TO THE FRAMING
MEMBERS. THE 1/2"GOLD BOND BRAND EXTERIOR SOFFIT BOARD IS TO BE SECURED TO THE FRAMING MEMBERS WITH 1
114* TYPE'W DRYWALL SCREWS AT 12' D.C. (PER MANUFACTURER'S SPECIFICATIONS),
CONSTRUCTIMONSIMATMIN
CONSTRUCTION OBSERVATION SERVICES/ CONSTRUCTION ADMINISTRATION SERVICES ARE NOT APART OF AS DESIGN GROUP'S
SERVICES FOR THIS PROJECT.
IT IS UNDERSTOOD AND AGREED THAT AS DESIGN GROUP'$ SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW
OF THE BUILDER'S/CONTRACTOR'S PERFORWANCE OR ANY OTHER CONSTRUCTION PHASE SERVICES, AND THAT SUCH SERVICES WILL
BE PROVIDED BY THE BUILDER. THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND
FOR CONSTRUCTION OBSERVATION.
EM"4011111ITS
1 . EXTERIOR SOFFITS (ALL REQUIRED SUPPORTS, BRACING, SUPPORT BRACING, ATTACHMENTS, ETC.) ARE TO BE
INSTALLED SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FECR) 7th EDITION, (2020) R 704.2
SUCH THAT THE SOFFIT IS CAPABLE OF WITHSTANDING THE PRESSURES,
CONTROL DATE: 12/10/20 (RM)
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Group-u,-_
t4l N. RONALD REAGAN BLVD.
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.mm
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DRAFTING BY.
A.S. DESIGN GROUP
DRAFTING INC.
5439 BEAUMONT CENTER BLVD.
SUITE 1004
TAMPA, FLORIDA 33634
PH: Si3-886-2628
I.: 8i34M&2802
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211,811
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40'-0'
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Or -ALE: 1/4' - I'-C*
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TEMP. GLS.
DR.
42'KNEEWALL
FLOOR PLAN NOTES
- ALL DIMENGICN8 ARE PIRO FACE OF I %'GLOOK WALL
(OR EDGE OF FLOOR &LAIS) TO FACE OF; WALL STUD UXO.
ALL INTERIOR WALL$ AJIIE 3)F UNO.
DRYER VENTED THROUGH ROOF (VTR), NOT OCREENED.
AIR C40M411116GOR GET ON 44X44' POURED CONC, PAD.
MAD BEGINS 6' FROM EDGE OF 6TRUCTURE.
- 600 "MGT CAK FOR GEN RAL AID STANDARD SUILDING
NOTE&
- ALL HAIDITABILIE RO" TO HAVE AMC FAULT CIPICUIT
INTERRUPTER.
- ALL FULL HlKW4T BLOCK UJALLS OETUEEN FILLED CELLO
UTHOUT OPSNINGSARE "AR 6.
SQ.FT.
CALIC. S
LIVING
2312 60. FT.
GARAGE (ELEV. D)
538 50. FT.
ENTRY
Do 50, FT,
COVERED LANAI
201 80. FT.
TOTAL
3161 SQ, FT.
NOTE:
-2-8 LOUV. DOOR UV AIR HANDLER CN METAL STAND OR 2-8 SMiD EXTERIOR MASONRY
DOOR UJI PETURNI PLENUM AND RETURN AIR GRILLE. WALL BRIG. 14EIGWTS
VERIFY C40NDENSER PAD LOCATION WITH SITE PLAN.
-OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL
ISE EGIUIPPED WITH SOLID WOOD DOORS NOT LESS THAN13/8'(35,
MM) IN THICI<NESS, SOLID OR HONEYCOMB -COPE STEEL DOORS NOT T-4'5fQ3.
LESS THAN 1 3/8'05 MM) THICK, OR 20-MINUTE FIRE -RATED DOORS.
I SHIM AND SECURE
10 RADIUS CORNERS, SEE ODUNTER TOP
19 IES MATERIAL TO
PLAN CABINETS.
BRACKET 4 INSTALLERSHALL
BLOCKING INSTALL FLAT
ELECTRICAL BOX DAR RE INFORCING
KITC14EN
EN
AT ENDS Or PARTITION ARIEe, 4 4 BRACKETS AS
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SWALL CMftY UT14 ELECTRICAL PIt"GIONS OF
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AA M: 0003328
DRAFTING BY:
A.B. DESIGN GROUP
DRAFTING INC.
6439 BEAUMONT CENTER BLVD.
SUITE 1004
TAMPA, FLORIDA 33634
PH: 813.686.2628
FAX: 613-886-2802
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DATTF" 06/09/21
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P1
HVAQ NOTES
1. ALL MECWANICAL EQUIPMENT SHALL BE PROVIDED WIT14 PROPER CLEARANCE, FOR SERVICING, PER
MFG. FaclUIREMENTS.
2. ALL DUCT SYSTEMS INSTALLED IN NON-CONPITIONED AREAS SWALL BE CONSTRUCTED OF A VALLE
OF NO LESS THEN R-6 RATtNG. ALL SEAMS 644ALL BE SEALED WIT14 "A" FAM 4 MASTIC. AND
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4. PRESW AIR INTAKES SHALL NOT 15E LOCATED CLOSER TWAN 10 FT. FROM ANY C1411"INEY OR VENT
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EDITION (2020) MEC44ANICAL CODE SECTION 601.
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11. DRYER 5006TER TO BE A FANTECA4 DIBF BOOSTER PAN OR ECIUAL.
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LEGEND
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1441 N. RONALD REAGAN BLVD.
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PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
L AA #: 0003325 1
DRAFTING BY:
A.B. DESIGN GROUP
DRAFTING INC.
5439 BEAUMONT CENTER BLVD.
SU ITE IOD4
TAMPA, FLORIDA 33634
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STRUCTURAL DETAILS
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R-4J INSULATION
STRUCTURAL DETAILS
UMNDOLU ATTACHMENT AS PER
MANUFACTURES SPECIFICATIONS
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0--c. FIN. FLPt_,j,'
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ENGINEERED PER Asc-E *i-* IN
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ITH EDITION, SECTION R301.13
AND 16013-5.1.
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rA -W�
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NOTE:
METHOD TO BE USED FOR THE
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WITH FBCR S06.1.1.1 OF: THE F5CR
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(2) TWO LAYERS or ASTM D226
TYPE 11 OR ASTM D486S TYPE III
OR TYPE IV UNDERLAYMENT.
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F'A A C N I T I C T S
6
MDftg log n
'a
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1441 N ' RONALD REAGAN BLVD.
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-7744078
�.abd-migngmup.com
L AAO:0003325
DRAFTING BY.
A.B. DESIGN GROUP
DRAFTING INC.
5439 BEAUMONT CENTER BLVD.
SUITE 1004
TAMPA, FLORIDA 33634
PH: 813-886-2628
,268062UBLVD
FAX: 813-886 D
tMDM ag X.07'
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!!!
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v cm
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SECURE TO BLOCIK
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2X4, IMI
2X4. IMl
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0, CVIIJ
WITHIN 51 OF EACH END
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4 W Or- MAX SPACINCL
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DOOR CAGNS
(MK SHAW $12111.4b
MN. HEAD SIZE J"
MINI. HEAD 61ZE 300
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MR EMBEDMENT I VV)14
MIN. EMBEDMENT 1 1/41)
WITHIN S' OF EACH *0
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DOOR CA&W.
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4 W =MAX
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DOOR JAMID OR WINDOW
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MANUFACTU11106 DETAILS.
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DOOR JAMB TO BLOCK +3'
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kzop�
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TO STPLICTURAL
WITHIN a,
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POOR JAM115 OR KINDOW
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DOOR JAMB TO BLOCK +3"
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MR EMBNOMW 1 L14')
WITHIN V OF BAC44 END
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SPAW"
NOTE. STFILICTURAL 2X MUST ISE
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THROUISH NON-STRUCTURAL
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EMBEDMENT INTO BLOCK.
NOM, SHIM AS NEEDED TO PLUMMI
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VVDIRYULALL
IN4
P.T. NAILER
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POOR CASING.
OWN JAMIS Olt WINDOW
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MANLIPACTUPIES MTAILA
DOOR JAMB TO BLOCK +3 3/4"
Ow TO BLOCK +3 3/4*
GWDmoign
roup -UAL
;I N. RONALD REAGAN BLVD.
LONGWOOD, FL 32750
PH: 407-774-6076
FAX: 407-774-4078
www.abdmigngmup.mm
AA#:0003325
DRAFTING BY:
A.S. DESIGN GROUP
DRAFTING INC.
5439 BEAUMONT CENTER BLVD.
SUITE 1004
TAMPA, FLORIDA 33634
PH:8134Mr�262S
FAX: 813-886,2802 A
d-im
PRODUICT APPROVAL LISTING
SHINGLE (STANDARD)
FL#
MANUFACTURER
CATEGORY
DESCRIPTION
CODE
VERSION
EXPIRATION DATE
11473.9
SIMPSON
STRUCT. COMP.
WOOD CONNECTORS
2020 FBCR
12/32/2021
vl-
11473al
SIMPSON
STRUCT. COMP.
WOOD CONNECTORS
2020 FBCR
12/31/2021
11473.10
SIMPSON
STRUCT. COMP.
WOOD CONNECTORS
2020 FBat
12/31/2021
10456.3
SIMPSON
STRUCT. COMP.
WOOD CONNECTORS
2020 FBCR
8/31/2021
13872.14
SIMPSON
STRUCT. COMP.
WOOD CONNECTORS
2020 FBCR
12/31/2021
13872.4
SIMPSON
STRUCT. COMP.
WOOD CONNECTORS
2020 f8at
IZ/31/2021
13872.8
SIMPSON
STRUCT. COMP.
WOOD CONNECTORS
2020 FBCR
12/31/2021
13872.7
SIMPSON
STRUCT. COMP.
WOODCONNECTORS
2020 FBCR
12/32/2021
13872.12
SIMPSON
STRUCT. COMP.
WOOD CONNECTORS
2020 FBCR
12/31/2021
104S6.2
SIMPSON
STRUCT. COMP.
WOOD CONNECTORS
2020 FBCR
8/31/2021
10456.10
SIMPSON
STRUCT. COMP.
WOOD CONNECTORS
2020 FBat
8/31/2071
10446.1
SIMPSON
STRUCT. COMP.
WOOD CONNECTORS
2020 FBCR
12/31/2021
10"7.1
SIMPSON
STRUCT. COMP.
WOOD CONNECTORS
2020 FBCR
8/31/2021
10446.S
SIMPSON
STRUCT. COMP.
WOOD CONNECTORS
2020 FBat
12/31/2021
20441.4
SIMPSON
STRUCT. COMP.
WOODCONNECTORS
2020 FBCFt
10/22/2023
11496.3
SIMPSON
STRUCT. COMP.
WOOD CONNECTORS
2020 FBCR
1Z/31/2021
10M.2
SIMPSON
STRUCT. COMP.
WOOD CONNECTORS
2020 FBCR
8/31/2021
11496.5
SIMPSON
STRUCT. COMP.
WOOD CONNECTORS
2020 FBCR
12/31/2021
1149S.4
SIMPSON
STRUCT. COMP.
WOOD CONNECTORS
2020 FBCR
12/31/2021
10"1.3
SIMPSON
STRUCT. COMP.
WOOD CONNECTORS
2020 FBat
10/22/2023
139D4.6
SIMPSON
STRUCT. COMP.
WOOD CONNECTORS
2020 FBCR
12/31/2021
10531.20
SIMPSON
STRUCT. COMP.
WOOD CONNECTORS
2020 FBCR
12123/2023
10531.16
SIMPSON
STRUCT. COMP.
WOOD CONNECTORS
2020 FBM
12/23/2023
10531.9
SIMPSON
STRUCT. COMP.
WOOD CONNECTORS
2020 FBCR
12/23/2023
7473.1
EAGLE PRODUCTS
ROOFING
ROOF TILES
2020 FBCR
12/31/2023
32SO2.1
PLY GEM
PANEL WALLS
SOFFIT
2020 FBCR
12/31/2023
16503.1
KAYCAN LTD.
PANEL WALLS
EXT. SOFFITS
2020 FBCR
12/31/2D23
12019.1
AMERICAN CONSTRUCTION METALS
WALL PANELS
EXT. SOFFITS
2020 FBCR
3/2/2030
286".2
MI WINDOWS 9, DOORS
FIXED GLASS
2020 FSM
11/18/2022
17676.10
MI WINDOWS & DOORS
SINGLE HUNG
2020 FBCR
8/28/2D22
15332.9
MI WINDOWS & DOORS
SLIDING GLASS DOOR
2020 FBat
12/31/2024
153S3.3
MI WINDOWS & DOORS
WINDOWS
HORIZONTAL MULLIONS
2020 FBCR
12/31/2024
15353.4
MI WINDOWS & DOORS
WINDOWS
VERTICAL MULLIONS
2020 FBCR
12/31/2024
17869.1
GLOBAL PROTECTION PRODUCTS
SHUTTERS
STORM PANELS
2020 FBCR
12/31/2021
5678-RS
CLOPAY BLDG. PRODUCT CO.
EXT. DOORS
SECTIONAL
2020 FBCR
12/31/2038
15279.2
CLOPAY BLDG. PRODUCT CO.
EXT. DOORS
SECTIONAL
2020 FBCR
5/21/2028
15279.2
CLOPAY BLDG. PRODUCT CO.
EXT. DOORS
SECTIONAL
2020 FBCR
5/2112028
2395S.1
THERNIA-TRU
EXT. DOORS
V-11" EXTERIOR DOOR
2020 FBCFt
12/31/2021
23955.4
THERMA-TRU
EXT. DOORS
8'-0" EXTERIOR DOOR
2020 FBat
12/31/2D21
23956.2
THERMA-TRU
EXr. DOORS
6'-B" SWINGING ENT. DOOR W/SIDEUTE
2020 FBCR
12/31/2021
23956.5
THERMA-TRU
EXT. DOORS
8'-0" SWINGING EXT. DOOR W/SIDEUTE
2020 FECR
12/31/2021
23956.4
THERMA-TRU
EXT. DOORS
8'-0" SWINGING EXT. DOOR
2020 FBCR
12/31/2021
10758.2
OWENSCORNING
ROOFING
ROOFING ACCESSORIES
2020 FBCR
12/31/2024
15226.1
OWENS CORNING - RHINO U20
ROOFING
UNDERLAYMENT
2020 FBCFt
12/31/2023
3792.2
LOMANCO, INC.
ROOFING
ROOF VENTS
2020 FBDt
8/17/2021
10477.1
JAMES HARDIE BOARD
ARTISAN
2020 FBCIt
12/3112D23
13192.2
JAMES HARDIE BOARD
PLANK
2020 FBat
12/31/2D23
13223.2
JAMES HARDIE BOARD
PANEL
2020 FBCFt
12/31/2023
19901.1
JAMES HARDIE BOARD
REVEAL
2020 FBCR
12/31/2023
13265.1
JAMES HARDIE BOARD
SOFFIT
2020 FBCR
12/31/2023
30320.1
IKO
SHINGLES
30 YEAR
2020 FBCR
12/31/2024
158.1
CASTCRETE
STRUCTURAL
UNTELS
2020 FBCR
S/21/2022
FL IS272.1
ALSIDE'2V VINYL SOFFIT
SOFFIT
2020 F&CR
1Z/31/2023
THIS IS A COMPILATION OF PRODUCT APPROVAL LISTING IN THE STATE OF FLORIDA
VERIFY PRODUCTS WITH THE APPROVED LIST PRIOR TO
PURCHASE AND INSTALLATION.
REFER TO THE FLORIDA FBCR 2020 (7th EDITION) BUILDING CODE INFORMATION SYSTEM @
WWW.FLORIDABUILDING.ORG CONTROL DATE: OS/05/2021
6
Gr WNsign
OU PO-unm
.41 N. RONALD REAGAN BLVD.
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
�.abdeslgngroup.00m
AA #: 0003325
F, DRAFTING BY:
A.B. DESIGN GROUP
DRAFTING INC.
5439 BEAUMONT CENTER BLVD.
SUITE IOD4
TAMPA, FLORIDA 33634
PH: 813-886-2628
FAX: S13-8::;:=..,v4
SUBDIV. de Ljoll
SILVERADO
LOT #5
BLK #10
PROJECT#
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MoDmu
2368-D
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LISTI
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METAL LATH (FRAME ONLY)
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WDesolgn
Group-ua
1441 N. RONALD REAGAN BLVD.
LONGWOOD, FL 32750
PH: 407-7�74-6078
FAX: 407-774-4078
www.abdosigngmup.mm
L AA#;OOO iS2J5
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DRAFTING BY.
A.B. DESIGN GROUP
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5439 BEAUMONT CENTER BLVD.
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FAX: 813-68 2.2
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WRIB LAYER 01,
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STUCCO WRAP
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METAL LATH
WRIS LAYER -2, FORTIFIDER
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[543L9:WUA1UMONT CENTER BLVD.
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METAL LATH X—X—X—x
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1441 N. RONALD REAGAN BLVD.
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325 so
DRAFTING BY:
A.B. DESIGN GROUP
DRAFTING INC.
5439 BEAUMONT CENTER BLVD.
SUITE 1004
TAMPA, FLORIDA 33634
PH: 813-SS6-2628
FAX: 813-886-2802 A
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1441 N. RONALD REAGAN BLVD.
LONGWOOD, FL 32750
PH: 407-774-6076
FAX: 407-774-4078
www,abd'wigngmup.wm
AA #:0003325
DRAFTING BY: 7
A.B. DESIGN GROUP
DRAFTING INC.
5439 BEAUMONT CENTER BLVD.
SUITE 1004
TAMPA, FLORIDA 33634
PH: 813 2S
FAX 81 M2802 go
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FOUNDATION NOTES
1. SEE SLABSCHEDULEFOR SLAB REQUIREMENTS. SEE GENERAL NOTES FOR
COMPACTING REQUIREMENTS.
Z TOP OF FINISHED SLAB SHALL BE -44'.
3. COLUMN AND FOOTING CENTERLINES, SHALL COINCIDE UNLESS DIMENSIONED
OTHERWISE.
4, REFERENCE ELEVATION -4-0", SEE SURVEY PLOT FOR NAVD.
5. PROVIDE A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN
TERMITES. TREATMENT SHOULD BE IN ACCORDANCE WITH THE RULES AND LAWS AS
ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER
SERVICES.
6. PROVIDE ISOLATION JOINTS BETWEEN INTERIOR AND EXTERIOR SLABS ON GRADE:
PROVIDE 1/2" FELT PAPER AT THE JOINT.
7. COORDINATE SLAB ELEVATIONS, STEPS, AND SLOPES WITH ARCHITECTURAL
DRAWINGS.
8. SEE ARCHITECTURAL DRAWINGS FOR THE ORIENTATION OF THE BUILDING,
9. WINDOWS, DOORS AND ROUGH OPENINGS ARE TO BE COORDINATED WITH THE
WINDOW/DOOR TYPES AND LOCATIONS NOTED ON THE ARCHITECTURAL DRAWINGS
AND WITH THE MANUFACTURES SPECIFICATIONS.
1 0. SEE ARCHITECTURAL DRAWINGS FOR WALKWAY SLAB LAYOUT.
I 1.19INDICATES #5 BAR, MINDICATES #6 BAR,ENDICATES #7 BAR VERTICAL
REINFORCING BAR IN CELLS FILLED WITH GROUT. ENDS OF REINF. BARS SHALL BE
HOOKED INTO FOUNDATION BOND BEAM OR TIE BEAMS WITH AN ACI STANDARD 90*
HOOK. BARS SHALL BE PLACED AS SHOWN IN HE PLANS.
12 ; SPLICES IN REINFORCING BARS SHALL NOT BE LESS THEN 48 BAR DIAMETERS (#5
30, #6 =36-1 , AND REINFORCING SHALL BE CONTINUOUS.
13. RATIONAL ANALYSIS WAS PERFORMED TO DETERMINE SIZE AND STEEL
REINFORCING FOR ALL FOUNDATIONS. DESIGNED WAS BASED ON ALL ALLOWABLE
SOIL BEARING CAPACITY OF 2,000 PSF. TRANSFER REINFORCING (TOP STEEL) HAS
BEEN DELETED UNLESS NOTED OTHERWISE.
14. VERTICAL REINFORCING IN CMU SHALL BE #5-S AS SHOWN ON THIS PLAN, UNLESS
OTHERWISE NOTED IN THE PLAN. ONE REINFORCING BAR SHALL BE:
A) IN ALL WALL INTERSECTIONS 8) CHANGES IN ELEVATION
C) EACH SIDE OF ALL OPENINGS D) ALL CORNERS
15. STRUCTURAL DESIGN IS IN ACCORDANCE WITH TMS 4021602-16, BUILDING CODE
REQUIREMENTS FOR MASONRY STRUCTURES AND THE COMMENTARY. CONSTRUCTION
SHALL BE IN ACCORDANCE WITH TMS 402/602-16, USING: Pm = 2,000 PSI, TYPE "M" OR"S"
MORTAR, ASTM C476 GROUT (3000 PSI), UNITS LAID IN RUNNING BOND.
16. WIRE WELDED MESH LOCATED IN THE MIDDLE TO UPPER f OF SLAB SUPPORTED
T-0" O/C MAX. SEE PLAN FOR WWM SIZE.
INSPECTOR NOTE:
1. STRUCTURE WAS DESIGNED BASED ON THE 2020 FLORIDA RESIDENTIAL BUILDING
CODE, RESIDENTIAL, 7th EDITION
SLAB SCHEDULE
SLAB
I THICKNESS
REINF.
REMARKS
34 Wl.4xWl.4 OVER
GENERAL
3 1/2'
I
6 MIL VAPOR
COMPACTED FILL
BARRIER
FOOTING SCHEDULE
PROVIDE CORNER BARS, SAME SIZE QUANTITY AS BARS 11 FOUNDATION, VIATH 3(7'LEG EACH WAY.
MARK
WIDTH
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1110 1 IT 10 T I
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Group-LLA
441 N * RONALD REAGAN BLVD.
LONGWOOD FL 327
PH: 407-774-6078
FAX: 407-774-4078
www.abd'asigngroup.com
AA #:0003325
DRAFTING BY.
A.B. DESIGN GROUP
DRAFTING INC.
5439 BEAUMONT CENTER JBLVD.
L
SUITE 1004
TAMPA, FLORIDA 33634
PH: 813486-2628
FAX: 8134386-2902
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0
BUDDIV. 49 LOT,
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FOUNDATION
PLAN
150 MPH EA
30"
MIN. EACH WAY
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STEEL REINFORCING IN GROUTED
STEEL REINFORCING IN GROUTED
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BAR QUANTITY
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FOUNDATION
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MONOLITHIC
NAILS, 2-ROWS,,V'O/C BTM. VERIFY HEIGHT
LAP To OCCUR OVER STUD OF WALL PLAN
ZC4 OR 2K6 WOOD BEARING PROVIDE BLOCKING
WALL W/ SYP No 2 STUDS SEE
PLANS FOR SPACING. SINGLE
BTM PLATE TO BE PT.
PROVIDE DBL. TOP PLATE SECURE BT PLATE TO
LA. V d MASONRY
LAP TOP PLATE A MIN. OF 49'
NAIL 16�1 , STAGGERED.
0"
AND NAIL Wl 16d COMMON
ADDITIONAL METAL
NAILS, 2-ROWS, 4'O/C BTM.
VERIFY HEIGHT
STEEL REINFORCING IN GROUTED
- A_ CONNECTORS NOT
LAP To OCCUR OVER STUD
OF WALL W/ PLAN
C ELL SEE PLAN FOR SIZE AND
RE.0 IRED WHEN NO
SPACING REQUIREMENTS
co UPLIFT IS PRESENT.
20 OR ZK6 WOOD BEARING
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WALL W/ SYP No2STUDSSEE
SEE SLAB SCHEDULE
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BTM. PLATE TO BE PT
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0
9'CMUWALL
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8 CMU FILLED CELL (TYP.)
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SLAB SCHE ULE
z
2XWALLFRAMING
EQ. EQ. EESCHEDU LE
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FOR WxD, BAR SIZE
_#T_ L—OF
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AND BAR QUANTITY
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11
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t
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SEE SCHEDULE
SEE SCHEDULE
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FOUNDATION WOOD WALL
COMBINED EXTERIOR MONO-
INTERIOR FRAME BRIG WALL TO
(D,_'�jl!NgTfERIOR
(NO UPLIFT)
10
FOOTING AND COL. PAD
BLOCK WALL CONNECTION
11
SCALE 3/4"=l'-U'
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SHOWER RECESS FOOTER
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41 N. RONALD REAGAN SLVD.
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
AA #:0003325
DRAFTING SY.
A.S. DESIGN GROUP
DRAFTING INC.
5439 BEAUMONT CENTER BLVD.
SUITE 1004
TAMPA, FLORIDA 33634
PH: 81341186,2628
FAX: 813,886,2802 A
BXMDIV. & MITN'l
SILVERADO
LOT #5
BLK #10
3 PROJEC'
03719.006-05102
MODRIA
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DETAILS
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1441 N. RONALD REAGAN BLVD.
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
wwwabdesigngroup.com
L AA #: 0003325
DRAFTING BY:
A.B. DESIGN GROUP
DRAFTING INC.
5439 BEAUMONT CENTER BLVD.
SUITE 1004
TAMPA, FLORIDA 33634
PH:81388&2629
FAX: 813.88&2602 10
BXMDIV. a LOT:
SILVERADO
LOT #5
BLK #10
PROJECTiP
03719.000 05102
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150 MPH E
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LONGWOOD, FL 32750
FAX: 407-774-4078
www.abdoeigngroup.com
AA#:0003325
#5 BAIRS
DRAFTING BY.
A.B. DESIGN GROUP
DRAFTING INC.
�111'HOOK SUITE 1004 ]BLVD
5439 BEAUMONT CENTER BLVD.
0, TAMPA, FLORIDA 33634
41 PHI
: 8%86-.2628
FAX 62802
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_4
TO HORIZONTAL
REBAR W] 1G'HOOK
JJ... El
BAR SIZE 48 BAR DIA
Z (X #3 181,
Lu
> #4 CMU UNIT DIMENSIONS
0 ARE NOMINAL SIZES
0 #5
#6 OFFSET METHOD CONTINUOUS FBAR'-'- F�
#3 181,
HORIZONTALNERTICAL #7 METHOD #4 24" 3 MASONRY SYMBOLS
HORIZONTALNERTICAL #5 30" SCALE: 314�1'4'
?RCING 36' a 4
#7 42-
&'�O'MASONRY COLUMN W/
(2) #5S ARE DESIGNED TO BE
PLACED IN CONTACT WITH
THE INSIDE OF THE INTERIOR
IV
Cal& EXTERIOR FACES OF THE
BLOCK AS SHOWN W/ #5
b DOWEL IN FOUNDATION.
XTEDrV. X,01n
SILVEIt DO
,/�DOUBLE FILLED CELL LOT #5
BLK #10
3p3mojzcTio
103719.000-051021
MODEU
2368-D
CIARAGE BYrING.
LEFT
PAGE:
DETAILS
1"H
I"PaDIT
DATE: 06/09/21
911CALS: 1/4"=l*—O"
811EET
S1. 2A
FRAMING NOTES
1. U.N.0- ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: SIMPSON HETA16 Wl (9) 10d x I I/Z'HDG NAILS,
CONCRETE TO WOOD FLOOR:
SIMPSON LTA2 Wt (8) 1 Od x 1 1/2" HOG NAILS, WOOD TO WOOD:
SIMPSON H10A OR LGT2 Wl 1 Od x 1 112" HDG NAILS, FILL ALL HOLES.
2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER
SCHEDULE.
3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE
MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH
MANUFACTURER'S SPECIFICATIONS.
4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS
ARE TO BE GALVANIZED.
5 . LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE,
CONNECTERS ARE TO BE GALVANIZED.
S. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE
CONCRETE LINTELS.
7. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND
CLEAR SPAN OPENINGS.
S. LINTELS SHALL HAVE 4" NOMINAL BEARING (4').
9. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE
SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE
FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS
LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND
APPROVAL.
10. PLACE 2X4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES
SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED
FASTENER, ZF 72 P13S36_177" ' x 2 7/8" LONG, WITH WASHER C 16" O.C.
11. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT.
12. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
13. ALL ELEVATIONS ARE REFERENCED FROM 0!-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
HEADER SCHEDULE
MARK
am&
I DESCPJPTION
REMARK
(D
1 (2) 2X12
GENERAL NOTES
1.) CODES
1.1 FLORIDA BUILDING CODE 7th EDITION, 2020 RESIDENTIAL SECTIONS R402.2 & R606.
1 ' 2 FLORIDA BUILDING CODE, 7th EDITION, 2020 BUILDING, SECTIONS 1901.2 & 2107.
1.3 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318-14).
1.4 BUILDING CODE REQUIREMENTS AND SPECIFICATION FOR MASONRY STRUCTURES
(TMS 4021602-16)
1.5 AMERICAN SOCIETY OF CIVIL ENGINEERS MINIMUM DESIGN LOADS FOR BUILDINGS AND
OTHER STRUCTURES (ASCE 7-16).
2.) CONCRETE:
2.1 CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS:
2.1.1 PRE -CAST WISTANDARD REINFORCEMENT-400D PSI MIN.
2.1.2 PRE -CAST WIPRESTRESS REINFORCEMENT-6000 PSI
2.1.3 GROUT PER ASTM C476 - 3000 PSI W/ MAX. 3/8" AGGREGATE, V'TO 11" SLUMP.
2.2 REINFORCING BARS:
2.2.1 STEEL PLACED IN PRECAST LINTEL AT TIME OF FABRICATION
ASTM A615/A615M (GRADE 60)
2.2.2 STEEL IN LINTEL AND KNOCKOUT BLOCK (PLACED IN FIELD)
ASTM A61 SAW 5M (GRADE 40).
2.3 PRESTRESS STRANDS ASTM A416 7-WIRE, STRESS RELIEVED 270 KSI
2A DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 318-14.
2.8 CONCRETING OPERATIONS SHALL COMPLY WITH ACI STANDARDS.
2.6 D4.5 WIRE PER ASTM A1064/AI064M
3) MASONRY:
3A CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO ASTM C-90, NORMAL WEIGHT WITH
MINIMUM NET AREA COMPRESSIVE STRENGTH 2DOOPSI,
3.2 MORTAR SHALL CONFORM TO ASTM C-270 TYPE"M" OR "S"
3.3 FULL MORTAR JOINTS ARE REQUIRED
3.4 MINIMUM AGGREGATE 26-DAY COMPRESSIVE STRENGTH OF CMU AND MORTAR SHALL NOT
BE LESS THAN PM = 2000 PSI. MASONRY STRENGTH SHALL BE ESTABLISHED BY THEIUNIT
STRENGTH METHOD" OR. ALTERNATIVELY, BY THE "PRISM TEST METHOD" WHERE USM
REQUIREMENTS HAVE NOT BEEN MET.
4) STRUCTURAL:
4.1 SAFE LOAD VALUES ARE BASED ON LINTELS HAVING A BEARING OF 6- (WITH A MINIMUM
ACCEPTABLE BEARING OF 4"PER FLORIDA BUILDING CODE 7TH EDITION, 2020 RESIDENTIAL,
SECTION R606.6.3 OR FLORIDA BUILDING CODE 7TH EDITION, 2020 BUILDING, SECTION 2104.1
4.2 SAFE LOAD VALUES BASED ON RATIONAL DESIGN ANALYSIS PER ACI 318-14 AND TMS 402-16
4.3 DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY
CALCULATING MAXIMUM RESISTING MOMENT AND SHEAR AT d DISTANCE AWAY FROM THE
FACE OF THE SUPPORT.
4.4 FOR LINTEL LENGTH AT 6'-6" OR GREATER, VERTICAL CELL FILLED SOLID WITH GROUT AND
MINIMUM ONE (1) #5 VERTICAL REBAR IS REQUIRED AT EACH END OF THE LINTEL.
4.5 LINTELS THAT ARE GREATER THAN 14'.0" CLEAR SPAN MUST BE PROVIDED TEMPORARY
SUPPORT. NOT BE REMOVED UNTIL 2 DAYS AFTER GROUT PLACEMENT.
LIFT BEAM PLAN.
SCALE: 1/4" = V-0"
6
MDaVoign
Groulr=_
41 N. RONALD REAGAN BLVD.
LONGWOOD, FL 32750
PH: 407-774-6076
FAX: 407-774-4078
WWW.abdesigngroup.com
AA #: 0003325
Ill DRAFTING BY,
A.S. DESIGN GROUP
DRAFTING INC.
EA
5439 BEAUMONT CENTER BLVD.
SUITE 1004
CA
TAMPA, FLORIDA 33634
. S
PH: 813-BW2628
AX . . "
L FAX: =8131LS86-2W2
""p
F'BXMDM ag LO
SILVERADO
LOT #5
BLK #10
PROJEW-05102
03719.0
MODEL&
2368-D
GARAGE BlIrING:
LEFT
PAGE:
LIFT BEAM
PLAN
%,150 MPH EV.� Pj
NOTES TO THE INSPECTOR/CONTRACTOR TYP, 51�0
1 PLACE LINTEL ACROSS TOP OF OPENING
. BONDBEAM
2, IF BOTTOM STEEL IS REQUIRED PLACE #5 BAR IN LINTEL.
3 PLACE MASONRY UNITS AS REQUIRED TO ACHIEVE THE REQUIRED BEARING
PLACE STEEL HEIGHT.
'sv\ 0 REINFORC ING (L2) 4. THE LAST COURSE WILL BE A BOND BEAM WITH 11) #5 BAR CONTINUOUS AROUND
AS DEPICTED HEREIN. STRUCTURE. A DOUBLE BOND BEAM MAY BE SPECIFIED SO THAT THEN THE LAST
TWO TYP�
COURSES ARE BOND BEAMS WITH A #5 BAR IN EACH COURSE. 6 �ot
5. SHOULD THE DOUBLE BOND BEAM COINCIDE WITH A LINTEL THE BOTTOM B 0 N D&B)'El AM
#5 CORNER BAR Wl 30" LAP FOR EACH
COURSE OF BOND BEAM IS OMITTED AND A LINTEL IS PLACED. THE STEEL
COURSE OF BOND BEAM
REINFORCING FOR THE BOTTOM BOND BEAM IS TO BE CONTINUOUS THROUGH THE 1#5
TOP OF THE LINTEL.
6. LINO COMPOSITE MASONRY BEAM IS TO BE NOT LESS THAN 16'DEEP.
VERTICAL REBAR W/ 101' HOOK
8x16 DEL. BOND TOP OF
BEAM W/ (1) 05 BAR BOND BEAM
EACH COURSE
8X8 BOND BEAM
Tf
W/ (1) #5 BAR
OR
301, TY ICAL
7
Ol F FILLEDWIGROUT
U UNFILLED GROUT SOLID FROM TOP
7
�OF OPENING
NOMINAL # OF *5'S IN 2ND BOND LINTEL TO TOP OF BOND OFP.JPENING
#5 BAR IN BOND BEAM
N E
W DTH BEAM C06RSE BEAM, IF FILLED LINTEL.
SEE NOTE 5
�/c
8x8 PRE
16_ 1 -CAST CONCRETE
T/1 B
1
L NTFL Wl (1) #5 BAR
Ip (L2)
NOMINA MASONRY
T
LENGTH OF BAR = WIDTH OF
HEIGHT
CORNER
# OF #5*S, TOP OPENING-Z'
ITISTHISE GINEERSINTENT BOND BEAM COURSE OR BEAM DESIGNATION
REINFORCING BOND BEAM
THAT XFXX IT11M/08 INDICATESA DOUBLE BON BEAM # OF #5'S, BOTTOM Bx8 PRE SCALE 3lN'=l'-U'
'N RETE
C C
0 R
OF
AND XFXX - IT/0MMB INDICATES A SINGLE BOND BEAM PLACED IN LINTEL LINTEL, W-e/A0SlE;TEELC(LlE)TREEFER
L 'L,
IT
IS THIS ENGINEER'S INT NT TO PLAN FOR LOCATIONS
C TOP
A D XUXX - lTtlMtOB INDICATES A DOUBLE BOND BEAM ABOVE UNFILLED
OPE
LINTEL OF NING
D XUXX - I TIOM10B I NDtCATES A SINGLE BOND BEAM ABOVE UNFILLED UNTEL
PRECAST HEADER(MIN)
2x4 (MIN 2 X 3) i-T16
SINGLE BOND BEAM
Z'�
TAPCON OR DRIVE PIN (MIN
AT HIGHER ELEVATION
SHANK SIZE. 145 MIN HEAD
WINDOW
A
SIZE .300 MIN EMBEDMENT I
SINGLE BOND BEAM
114") 8r'FROM EACH END AND
AT LOWER ELEVATION
18" 0. C MAX MIN 1-14'
EMBEDMENT
#5 BAR BENT
ASSHOWN
PRE -CAST
2XB (MIN 2 X 3) 2-W16 TAPCON
OR DRIVE PIN (MIN SHANK
q
WINDOW
SILL
SLOPE
ffs,
SIZE.145 MIN HEAD SIZE.300
MIN EMBEDMENT 1 1X') B"
FROM EACH END AND 19'
O.C. MAX. MIN 1-114'
etig
EMBEDMENT
2X8 (MIN 2 X 3) 2-W16
TAPCON OR DRIVE PIN (MIN
OPEN FACE SHELL SO
SHANK SIZE. 145 MIN HEAD
;
AS TO ALLOW BENT
SIZE.300 MIN EMBEDMENT I 2X4 OLID BLOCKING
S
D N
BAR TO BE PLACED IN
1/4") 8" FROM EACH END AND SECURE TO SHEATHING W/
UPPER AND LOWER
#5 MIN REQUIRED IN
18" O.C. MAX. MIN 1-1/1V MIN. 2-12d PER BLK EA. END
8 ONDBEAM EACH CELL HOOKED IN
EMBEDMENT
TOP BOND BEAM Wl
7116r'OSB SHEATHING
STANDARD ACI HOOK
TYPICAL MASONRY WINDOW
CMUWALL
SILL CONSTRUCTION
CORNERBARS
ARCHWAY FRAMING DETAIL
AT
PROVIDE 3" DIA. HOLE IN
LINTEL SO THAT VERT.
REINF. BAR CONTINUES
THROUGH LINTEL.
3
r—f
SINGLE *05CO NER ---------
1: 4
UR
BAR, 30x3o T RNED UP
OR TURNED DOWN INTO STEEL REINF. OF
15
FILLED CELL BOND. BEAM
8.8 CMU P ER
IR.VIDE . BAR
Wl SINGLEIOR DOUBLE REINF. SARIS),
AT EACH SIDE
SEE PLAN.
STEELREINF.OF OF ELEVATION
ENSURE THAT PIER GROUTS BENEATH
BOND. BEAM CHANGE
LINTEL
CHANGEIN
ELEVATION OF BOND BEAM
SIN_GLE LWNTEL, MULTIPLE OPENINGS
g 0"Ign
GrMourp-L=L&
41 N . RONALD REAGAN BLVD.
LONGWOOD, FIL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abd'esigngroup.com
AA #:0003325
DRAFTING BY:
A.B. DESIGN GROUP
DRAFTING INC.
5439 BEAUMONT CENTER BLVD.
SUITE 10134
TAMPA, FLORIDA 33634
PH: Si341862628
FAX: 813-SM2602
`v
oxm]Dm a. Lo
SILVERADO
LOT #5
BLK #10
3 IPROJEC'
03719.006-05102
2368- D
4 tARAGZ 8WINCI
LEFT
PAGM
DETAILS
V..150
. APH E2aj
FRAMING NOTES:
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: SIMPSON HETA16 N (9) 10d x I IIZ'HDG NAILS.
CONCRETE TO WOOD FLOOR:
SIMPSON LTA2 W/ (8) 10d x 1 1/2" HOG NAILS, WOOD TO WOOD:
SIMPSON H I 0A OR LGT2 N I Od X 1 1/2" HDG NAILS, FILL ALL HOLES.
2� ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER
SCHEDULE.
3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE
MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH
MANUFACTURER'S SPECIFICATIONS.
4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS
ARE TO BE GALVANIZED.
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE,
CONNECTERS ARE TO BE GALVANIZED.
6. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE
CONCRETE LINTELS.
7. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND
CLEAR SPAN OPENINGS,
B. LINTELS SHALL HAVE 4" NOMINAL BEARING (4').
9. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE
SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE
FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS
LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEWAND
APPROVAL.
10. PLACE 2X4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES
SECURE 2X MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED
FASTENER, ZF 72 P8S36,.177"' x 2 7/8" LONG, NTH WASHER Q 16" D.C.
11. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT.
12. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
13. ALL ELEVATIONS ARE REFERENCED FROM (Y-01% FINISH FLOOR. UNLESS
NOTED OTHERWISE.
TFUM MAWFAMMR III EMINEM NOM:
1. ROOF GIRDERS Wt UPLIFT IN EXCESS OF 2,500 LBS SHALL BE
FABRICATED W/ A 2x6 BTM, CHORD (MIN�)
2. COORDINATE ANY TRAYICOFFERED CEILINGS, AND ATTIC ACCESS
WITH THE ARCHITECTURAL PLANS TRAYS AND COFFERS ARE NOT
SHOWN ON THIS PLAN IN ORDER TO AVOID CONFUSION AND MISTAKES.
3. TRUSS COMPANY / ENGINEER IS RESPONSIBLE FOR ALL TRUSS TO
TRUSS CONNECTIONS.
4. AVOID PLACING A TRUSS PERPENDICULAR TO A STEEL COLUMN.
MAINTAIN AT LEAST 8" FROM THE CENTER OF THE COLUMN,
FRAMING PIAN.
SCALE: 1/4" = V-01'
6
GrWDesign
oulrri=
LONGWOOD, FL 12750
PH: 407-774-6078
FAX: 407-774-4078
WWW.abdo8I9n9roUp.coM
31
Ilka AA#:0003 !2�J5
"IN
DRAFTING BY:
A.B. DESIGN GROUP
DRAFTING INC.
EA
5439 BEAUMONT CENTER BLVD.
SUITE 1004
LTAMPA, FLORIDA 33634
PH 813-886-2628
FAX: SiNW6-2902
r"mtmDrv. at =01-04
SILVERADO
LOT #5
BLK #10
PROJECT
03719.006-05102
WODEU
2368-D
GAMWE 1191WINCII:
LEFT
PAGE:
FRAMING
PLAN
%.15WH E
0 T I
A-(l) SIMPSON HETA16 TRUSS ANCHOR WITH
(9) lDd x I �'NAILS TO TRUSS
B�2) SIMPSON HETA16 TRUSS ANCHOR WITH
(12) 16d x 1 ?'NAILS TO TRUSS
DBIL STRAP, 1 EACH SIDE WRAP$ UP AND
OVER TRUSS (NOT SHOWN)
41) SIMPSON LGT2 GIRDER TIEDOWN WITH
(16) 10d X 3 J'NAILS TO GIRDER AND
(2) SIMPSON HETA16 TRUSS ANCHOR$
WITH (12) 16d x 3 �'NAILS TO GIRDER
IX2, 2< WOOD FASCIA
SEE ARCHITECTURAL
Z� SECURED Wl (3)16d
GALV. COMMON NAIL.S.
bQ SECURED W/ 10d
GALV. COMMON NAILS
17, O/C
MASONRY BOND BEAM
SEE SCHEDULE
PLYWOOD SHEATHING, SEE
"ROOF/WALLIFLOOR
SHEATHING
FASTENER SCHEDULE'
NOTE: A PT SYP #2 Zxf%
6'. 8" x 4'-0" MAY BE ADDED
Wl 10d NAILS, 2 ROWS, 3!'
O/C TO FACILITATE ONE
ADDITIONAL PLY MAX. TO
ACCOMMODATE TRUSS
ANCHOR REQUIREMENTS.
ENGINEERED WOOD
TRUSSES 0 2,V'O/C.
SUBMIT SHOP DRAWINGS
FOR REVIEW
AND APPROVAL
A ALLOWABLE UPLIFT U: 1810 LBS, LT70 UBS (I PLY)
B ALLOWABLE UPLIFT U:2365 LBS, L1430 UBS (2 OR 3 PLY)
C ALLOWABLE UPLIFT U:2705 UBS (2 PLY)
(_11,\ �111�1 TYPICAL TRUSS/
1A IB 1C SCALE:
GIRDER CONNECTOR(S)
475—oo
. 314" WOOD PANELS
6000
(2) 10 WOOD PANELS
61
(2) la" WOOD PANELS
90
2xLUMBER
34'T & G SUBFLOOR GLUED AND
SCREWED AS PER SCHEDULE
PRE-ENG I -JOIST
5/8" GYPSUM BOARD OR lt7HIGH
STRENGTH CLG BOARD
SECURE I -JOIST TO TOP PLATE
w/ (2) 12d TOENAILS
DOUBLE TOP PLATE
ZK4 OR 2K6 WOOD BEARING
WALL Wl SYP No 2 STUDS SEE
PLANS FOR SPACING. SINGLE
BTM. PLATE TO BE PT.
PROVIDE DBL. TOP PLATE
PROVIDE BLOCKING
1/7'GYP WL. BD
SEE SHEET Sl IA FOR
NAIL SIZE AND PATTERN
r,_'�I-JOIST CONNECTION @ L.B.W.
�,��E: 3/,f'=T-U' (NO UPLIFT)
OUTER 113 OF
SPAN ONLY
BTM. —
PLATE
DEPTH l9*D
—HOUE EDGE 5/8"
—HOUE DIAMETER
2t5*D SGL STUD
/—HOLE EDGE >5/&'
'1�10UE DIAMETER
� 3/5*D DBL. STUD
STUD NOTCHING
AND BORING LIMITS
0 24" OIC, SUBMIT SHOP
DRAWINGS FOR REVIEW
AND APPROVAL
III SIMPSON HETA16
TRUSS ANCHOR WITH
(9) 1 Dd x 1 f'NALS TO
GIRDER. PROVIDE 5'
MINIMUM CONCRETE
EMBEDMENT. USED IN
CONJUNCTION WITH
HEAVY UPLIFT
CONNECTOR
PLYWOOD SHEATHING, SEE
"ROOFNVALL/FLOOR
SHEATHING
FASTENER SCHEDULE"
NOTE: A PT SYP #2 Z'x 4�%
6", 8" x 4'-U'MAY BE ADDED
W1 10d NAILS, 2 ROWS, a'
OIC TO FACILITATE ONE
ADDITIONAL PLY MAX. TO
ACCOMMODATE GIRDER
TIEDOWN REQUIREMENTS.
\--A41) SIMPSON LGT3-SDS2.5 GIRDER TIEDOWN
WITH (4) J'x 5" TITEN HD TO CMU AND (12) SIDS
J'x 2 �'TO GIRDER
B-(l) SIMPSON FGTR GIRDER TIEDOWN WITH
(2)�'x F'TITEN HD TO CMU AND (18) SOS J'x
lx2, 2K WOOD FASCIA
3" TO GIRDER
SEE ARCHITECTURAL
C42) SIMPSON FGTR GIRDER TIEDOWNS WITH
2x SECURED Wl (3) 16d
GALV COMMON NAILS.
(2) �'x 671TEN HO TO CMU AND (18) SOS *'x 3'
lx2 SECURED Wl 10d MASONRY BONI)
SCREWS TO GIRDER (EACH TIEDOWN)
GALV. COMMON NAILS BEAM
ENSURE THAT CELLS ARE GROUTED
lZIO/C SEE SCHEDULE
SOLID, 6� EACH WAY OF BOLTS
A ALLOWABLE UPLIFT 3285 UBS (2 OR 3 PLY)
B ALLOWABLE UPLIFT 4725 USS (2 PLY MIN.)
C ALLOWABLE UPLIFT 8885 UBS (2 PLY MIN.)
(2AAY�_�;9r TYPICAL ROOF
29;B 2C __rLE
GIRDER CONNECTOR(S) CA
STA 22 A
' , 1 0 - "'
O'x '2 HOG COMMON NAILE
:ACH END TOTAL OF 10
4500
3/4" WOOD PANELS
6000
12) 1/2" WOOD PANELS
&
60
(2) 1/2" V4000 PANELS
90
2xLUMBER
L-VUI-JOISTWITH
BACKER BLOCK
HTT4 W1 518" A.B. WITH
MIN. r'EMBEDMENT
TO SLAB 1, (18)16d x
2-1/2" NAILS TO POST.,
POST TO $IT DIRECTLY
ON SLAB ----
.A.
r,_�\LVLMOOD POST CONNECTIONS
IM
A - WHEN TRUSS BEAR ON TOP OF LEDGER USE SIMPSON HTS20 FROM
A - SIMPSON HUS28 G � 1200 LBS, U � 1280 LBS W1 (1) 341 SIMPSON TITEN BOLT"QLT, S'MIN.
EMBED (22) 16d GALV. COMMON NAILS AND (8) 16d GALV. COMMON NAILS.
8 - SIMPSON HUS28 G � 2400 LBS, U � 1425 LBS W/ (2) 3141 SIMPSON TITEN SOLT/J-BOLT, 6, MIN,
EMBED (22) 16d GALV. COMMON NAILS AND (10) 16d GALV, COMMON NAILS.
C _ SIMPSON HGUS2Sw2 G � 2400 LBS, U � 1810 LBS W/ (2) 314- SIMPSON TITEN BOLT/J-BOLT, S'
MIN. EMBED (36)16d GALV. COMMON NAILS AND (12)16d GALV. COMMON NAILS
D - SIMPSON HGUS28-2 G � 4800 LBS, U � 1810 LBS W/ (4) 31,f' SIMPSONTITEN BOLT/J-BOLT, 6'
MIN. EMBED (36) 16d GALV. COMMON NAILS AND (12)16d GALV. COMMON NAILS.
E - SIMPSON HGUS28-3 G < 4800 LBS, U < 1810 LBS W/ (4) 31,V'* SIMPSON TITEN BOLT/J-BOLT, 6'
MIN. EMBED (36) 16d GALV COMMON NAILS AND (12)16d GALV COMMON NAILS.
WOOD LEDGER
ATTACHMENT DETAIL
# 1100 UPLIFT SIMPSON
HTSM20 W/10 10d TO
TRUSS AND (4)114".2114"
TITEN 2 ANCHORS TO
CONT POURED LINTEL
# 1900 UPLIFT (2) SIMPSON
HTSM20 INSTALLED ON
OPPOSITE FACES OF
BLOCK WALL W/10 10d TO
TRUSS AND (4) 1/4'x 2 11,V'
TITEN 2 ANCHORS TO
CONT POURED LINTEL
PRE-ENG TRUSS
CONTINUOUS BOND BEAM
TITEN 2 ANCHORS MIN.
Z'COVER & Z'APART
REPAIR OF MULTIPLE
MISPLACED EN OR
6--0" MAX (W/lX4)
11 PR 10'-0" MALX (T��
(2) 2X4 No 2 SYP DIAG
2X4 BLOCKING 13ETWEEN
BRACE W/ (3) 12d 0 EA
TRUSSES WHERE
TRUSS (DIAG. BRACE TO
X-BRACING IS PRESENT AT
COVER 5 TRUSSES)
4'-U' O.C, (AT SHEATHING
0' -0" TO 30'-0" (1) X" BRACE
SEAMS)
31D-4- TO 60--0 (3) 'X' BRACE
SECURE 2x8 PT. PLATE
(1�::X:BRA E@CENTER
TO BUK Wl lt2'01A.
�2 X: BRACE DIVIDED EQUALLY
ANCHOR BOLT Wl 2'
FROM CENTER TO END
WASHER SET IN HIGH
2x WOOD FASCIA
STRENGTH EPDXY 6'
SEE ARCHITECTURAL
MIN. EMBED. AT 32" OC
)IAGONAL
MAX.
CHORD
PRE-ENG GABLE TRUSS
SECURE GABLE TO ZK8
CING, SEE
P.T. PLATE W/ 12d's 9'
\1 FOR LOCATION
STIFFBACK (AS PER
O.C. MAX
NOTSE
UIRED
TRUSS ENG)
----CONT 2x4 SECURED W/
(M EACH TRU.S
TO BE INSTALUED@
CHORDOF
10,_0" O.C. MAX.
)D ROOF TRUSSES
1.4 STM. CHORD BRACING 6-0" O/C END WALL OR OTHER
MAX., OR 2�4 STM. CHORD BRACING END TYPE CONDITION, IF
10'�U'O/C MAXSECURED Wl (2) 10d DEPICTED SEE PLAN
COMMON NAILS AT EACH CHORD
INTERSECTION TYP.
BTM. CHORD BRACING
5'EDGE
CENTRAL
SPACING
SPACING
SEE
8 R%pie 'ITM
_§CHEOULE__
SCH SEE FRAMING PLAN
SEE SCHEDULE FOR SOL
LEDGER SCHEDULE d
5 lt2,, MIN EMSrD. (TYP)
1. ENSURE THAT EXP. BOLTSIJ-BOLTS ARE
PLACED INTO GROUTED CELLS, ff'AUL AROUND
BOLT.
Z
2. END OF FRONT AND REAR LEDGER SHOULD
LAP A MIN OF 4-17'.
3 ALL BOLTS TO HAVE WASHERS
4. EXP. BOLTSIJ-BOLTS SHOULD NOT BE ANY
CLOSER THAN 6" O/C,
5, IN LIEU OF HI TI PAFS SIMPSON TITEN 1/,V'
(2) PT
DIA. X 3�. MASONRY SCREWS MAY BE USED,
AAMP qPAr.[Nr. � lj��M�MT
LEDGER SCHEDULE
MARK
SIZE
BOLTSIZE
WWWWAGNIII
09111ftOMM
A
DOUBLE 2X8
S. O/C
16" O/C
B
DOUBLE W
3/4"
81, O/C
24" O/C
C
DOUBLE 2110
irz,
81, O/C
161, O/C
DOUBLE b110
3/,C'
91 01C
24" O/C
E
DOUBLE alO
3/,Vl
el 01C
16, 01C
r F
I DOUBLE i;1�2
�3/4-
6- OIC
1 12" OIC
SWOOD LEDGER DETAIL
YILO_� LE: 314"=l',a'
SEE SCHEDULE FOR
BOND BEAM REQ.
BLOCK WALL W/ GABLE END
�,�PR�E-EN&FDTRU�S��
THE USE OF ALTERNATE MATERIALS MAY BE
USED SO LONG AS THEY CONFORM TO THE
FOLLOWING
1. METAL STRAPS FOR ROOF AND FLOOR CONNECTIONS
A) AN ALTERNATE STRAP MAY BE USED SO LONG AS THE NEW STRAP HAS
EQUIVALENT OR GREATER UPLIFT AND LATERAL (Fl AND F2) LOAD CAPACITIES
AS THE ONE SPECIFIED, CONCURRENTLY, IT SHOULD BE NOTED FLOOR AND
ROOF TRUSSES ARE SUBJECT TO LATERAL LOADS DUE TO WIND AND REQUIRE
THE CONNECTIONS INDICATED. A FLAT OR TWIST STRIP IS NOT EQUIVALENT TO
A SIMPSON H10A OR LGT2. ROOF TRUSSES ARE SUBJECT TO UPLIFT, Fl, AND F2
FORCES ALL AT THE SAME TIME. FLOOR TRUSSES NOT EXPOSED TO WIND ARE
SUBJECT TO Fl AND F2 FORCES.
RNATE MATERIALS
SCALE'
1441 N. RONALD REAGAN BLVD.
LONGWOOD, FIL 32750
PH: 407-774,6078
FAX: 407-774-4078
www.abdeslgngroup.com
AA 111: 0003325 A
DRAFTING RY-.-.
A.B. DESIGN GROUP
DRAFTING INC.
5439 BEAUMONT CENTER BLVD.
SUITE 1004
TAMPA, FLORIDA 33634
PH: "
J.34=28
FAX: 2802
814
0 4 1
atmDzv. a. LOTM
SILVERADO
LOT #5
BLK #10
PitOJECTiP
03719.000-05102
MODEL&
2368-D
GARAGE 8WING:
LEFT
PAGE:
DETAILS
%,150,WH M pj
PHIrl" mm"14
DATE- 06/09 77
EM&M 1/4"=l'-O"
WKEET
S3. IA
I Of
LOOR DECK
S PT TERMINATION
2x4 STRONGBACK SECURED TO BLOCKING SECURED TO WALL
EACH TRUSS W/ (3) 16d COMMON W/ (6) 3/16- x 4 TAPCOJNP,
NAILS PROVIDE 2-TRUSS LAP
SPLICE LOCATED EITHER TOP OR
BOTTOM OF FLOOR TRUSS,
TYPICALLY 10'-U'BUT REFER TO
TRUSS ENGINEERING
2x4 STRONGBACK,
DfFLLOgOgR BRACING
SCALE: 3/4!'=l'-0l'
SIMPSON H6 W/
(8)8d COMMON NAILS 2x ST
SIMPSON H6W/(8)8d EACH END
0
C MMON NAILS, EACH Al—
END EVERY STUD OR ON
EACH END OF "BUNDLE"
OF STUDS
PLYWOO FLOOR
SHEATHIONG
T T T
SIMPS NSPH4/SPH6BTM. -j
0
FLOOR TRUSS OR PLATE STRAPS Wl 10d x I
GIRDER TRUSS 1/Z'HDGNAILS
WALL FLOOR FRAMING,
TRUSS PARALLEL TO WALL
DBL PT 2K6 BLWNG BETWEEN
TRUSSES Wt 10d 0 YO.C. 1ST PLY
INTO LEDGER AND 10d 0 3' O.C.
S AGGERED UPPER PLY INTO 2x6
BT
ELOW
8" CMU WALL
REiNF PER PLAN
ER PLAN
'ALL: 0
PER ELEVATION 1j.
VATION
0
PER ELEVA _QN IiIIA RE�E
1X2 FIRE -STOP
if
#8 WOOD SCREWS
x 2" LONG Q 3" O�C.:
STAGGERED OFF
CENTERILINE OFF 2x6;
SIMPSON A23
EA. TRUSS
NIIIIIJUNG PATTM
PRE-ENGINEERED WOOD
FLOOR TRUSSES (SEE
FRAMING PLAN)
BL 2X_ LEDGER
SEE SCHEDULE
s
SECTION DETAIL
AT TRUSSES BEARING
K_,_�ON EXTERIOR WALL
NOT USED
2x STUDS PER PLANS
2x STUDS PER PLANS
DBL PT Z(6 BLWNG BETWEEN
TRUSSES W/ 10d @ 3- O.C. IST PLY
FLOOR DECK
2x4 CONT. Wl (4) 16d NAILS
INTO LEDGER AND 10d 0 31 O.C.
#8 WOOD SCREWS
NOTE:
a TOP OF FUR TRUSS
STAGGERED UPPER PLY INTO Z(6
x Z'LONG @ 3!'O.C,;
*1
2x4 BLOCKING@ EA. BRACE.
TOENAIL INTO TRUSS W/ (4)16d
STRUCTURAL SHEATHING
(TOP 2X4 SUPPORTS BT.
BELOW
STAGGEREDOFF
CENTERUNE OFF 2<6:
NAILS 0 EA. END
MUST NOT BREAK WITHIN
PLATE OF 2ND FUR)
W4" AS SHOWN
2x4BRACE@4&'O.0 w/(5)12d
1'4" MIN FROM 2ND. FUR.
FLOOR DECK
NAILS EA. END
LINE
2x6 CONT. W/ (8) 16d NAILS
-DBL2X8LEDGER
TO C W/lrz-EX BOL
8d RING SHANK NAILS 4F C.
0 BT. OF FLOOR TRUSS
8" CMU WALL
le
AT 0 C AND 8.��ROM
// �U
Mi
INTO BLOCKING
2X6
(ST, IS FOR WALL
SHEATHING NAILER)
REINF PER PLAN
END Wl MIN 5-10EMBE.
l6d NAILS 0 W 0 C MAX
lX2 IRE -STOP
PER ELEVATION
FLOOR DEC /4"
"PPER ELEVATION PER ELEVATION J4
0
O�
zu,
'fLEDGER
_�e
NALM PATna
0
PER ELEVATION '6�1
ly
M� PER ELEVATION PER ELEVATION Ak
If IV
S
2x4l 1. - EILIN G
4" M =PRE-ENGINEERED WOOD
FLOOR TRUSSES (SEE
PRE-ENGINEERED WOOD
NAILER W/
FRAMING PLAN)
PRE-ENGINEERED WOOD
F OR TRUSSES (SEE
FLOAMING PLAN)
MASONRY NAILS
0 12" O.C.
FLOOR TRUSSES (SEE
FRAMING PLAN)
SEE SCHEDULE FOR SEE SCHEDULE FOR
SIMPSON HETA-16 @
REPAIR DETAIL IF
BOND BEAM REQ. BOND BEAM REQ.
EVERY TRUSS (VERIFY
1X2 FIRE -STOP
INSTALLED TOO LOW
SIMPSON HETA-160
Wl TRUSS PLAN)
AT TRUSSES PARALLEL
3Z'O,C. MAX.
(VIERIFYWITRUSS
SECTION DETAIL
EXTERIOR WALL
PLAN)
AT PARALLEL / PERPENDICULAR
&T2O
5
_�ZE
SCALE 3l4"=l'-0**
t/:�PRE-ENG
FLOOR TRUSSES
NOT USED
PRE-ENG GABLE TRUSS
2x4 BLOCKING BETWEEN TRUSSES
STRAP TRUSS TO PL
PRE-ENG
AT FIRST TWO BAYS 4'-U' O.C. (AT
PRE-ENG'D WOOD
SEE SCHED. BELOW
ROOFTRUSS
SHE THING SEAMS) (BLOCKING
A
TRUSS (TYP) 0 24 O.C.
NOT SHOWN FOR CLARITY)
MAX
Ak
FOR STRAPPING
PER EL VATION
VERIFY
PRE-ENG ROOF TRUSS
SECURE 2x6 PT. PLATE TO BILK
Wt TRUSS PLAN
TRMTOTWPLATE
5/&'GYPSUM BOARD OR 1/2'HIGH
W, 1/7'DIA. ANCHOR BOLT W/ 2'
A -SIMPSON MTS12
STRENGTH CLG. BOARD
04/06 SYP NO. 2
WASHER SET IN HIGH
U � 990 LBSWI(14)10d
SECURE TRUSS TO TOP PLATE �1(2)
WOOD POST TO
STRENGTH EPDXY 6' MIN.
GALV. NAILS.
16d TOENAILS
SLAB. SEE
EMBED AT 37'OC MAX
B - (2 1 SIMPSON MT612
DOUBLE TOP PLATE
SCHEDULE
SECURE GABLE TO 2x8 RT.
U � 1420 LBS W1 (14) 10d
BELOW FOR
PLATEW/ 12d'. 8!'O,C. MAX
GALV. NAILS EA. STRAP
2x4 OR 2x6 WOOD BEARING
CONNECTION
WALL Wl SYP No 2 STUDS SEE
FL#17239
PLANS FOR SPACING. SINGLE
CONG. P��URED
BTM. PLATE TO BE PT.
LINTEL COURSE
PROVIDE DBL. TOP PLATE
PROVIDE BLOCKING
SIMPSON SPH4 OR SPH6 BTM
IrZ'GYP. WL. BID.
:0:
AND TOP PLATE ANCHORS W/
I Gd x 1 1/2" COMMON NAILS
SECURE ST. PLATE TO SLAB W/
—
CONT, 2x4 SECURED W/ (2) 10d's @
EACH
FILL ALL HOLES, DO NOT USE
10d 3"
VZ�x9" WEDGE ANCHOR W/ Z'
WASHER SET IN HIGH STRENGTH
TRUSSANOOD POST CONNECTIONS
TRUSS TO BE INSTALLED 0 10'-0" O.C. MAX.
x
EPDXY 5-1/Z'EMBED. MIN. 0 16-
Ob 10c
OC MAX
SCALE: 314"=T-7
GABLE END BRACING W/ PRE-ENG
GABLE TRUSS Q CMU WALL
TFROM TO CONNECTION
SCALE: 3/,V'=I':F
A SIMPSON M S-12 U - 990 LBS WII14) 10d GALV. NAILS.
:
B SIMPSON HTS-20U� 1310 LBSWI (20)lOdGALV. NALS.
C - 2-PLY-SIMPSON VGT/HDU4 U � 4565 UBS VGT TO TRUSS W/(16)
114-0"SDS, (1) 5/6" kT R. TO HOU4 AND (10) 114- X 2 1,7' SIDS TO POST
TRUSS CONNECTION @ L.B.W.
9a 9b
SCALE: 314"=l'-U'
A&B - SIMPSON ABU44Z POST BASE �U:1,900 G:5,660 Wl 5/8 DIA. x 6'EXP. BOLT
SI MPSON ABU46Z POST BASE �U:2,300 G: 10,335 W/ 518 DIA. x 6'EXP. BOLT
r SIMPSON HTT5 POST ON SLAB �U:4,565 W/ 518PA.B. WITH MIN. T'
EMBEDMENT TO SLAB & (26)16dx2-1/7NAILS TO POST. . . . . OOOF
A 10 1 IT 10 T!
Gftopul.
441 N. RONALD REAGAN BLVD.
PH: 407-774-6078
FAX: 407-774-4078
www.abdosigngroup com
AA#:0003325
CDRAFTING BY,
A.B. DESIGN GROUP
DRAFTING INC.
5439 BEAUMONT CENTER BLVD.
SU ITE 1004
TAMPA EILORIDA3363]4
PH: $13-896-21528
mgxmDlrv. a. Mm"N
SILVERADO
LOT #5
BLK #10
PROJECTtf
03719.000-05102
MODICIA
2368—D
GARAGIC 8111111MG:
LEFT
PAGIC:
DETAIlS
%,,,150 MPH EXF. BJ
PREANG TRAS (STRAP
PER FRAMING NOTES)
(2) 2XI2 MDR WFLITCH
PLATE ATTACHED W//2)
2X KNEEWALL TO BRG. HT.
META-24 • EA. SIDE
SECURE TO CM W/ 1/2'X9'
ANCHOR BOLTS W/ 2' WASHERS
PRE-ENG TRUSS (STRAP
SET IN HIGH STRENGTH EPDXY
PER FRAMING NOTES)
• 24' O.C. ('I'MIN.
MTL. DRIP EDGE
EMBEDMENT)-TYP.
2x SUB -BAWD
12'-S' BRA.
HAT.
(2)
2XD HDR
VENTED VINYL/ALUM.
SOFFIT
DOUBLE TOP PLATE
%10' TOP
DBL STUDARCH
9
DBL STUD
WK2) S"
W/(2) SP4
(TOP 4
!TOP 4 DOT-4 9'-4' BRG
HGT.
S' BTUCGO
9'-2' BPRMG
BAND
INE OF ARCH
N
a� IL
H
SENTRY
SECTION -ELEVATION D
6
Groin
41 N. RONALD REAGAN BLVD.
LONGWOOD, FL 32750
PH: 407-774-6076
FAX: 407-7744078
www.abdaalgagroup.com
AAa:0003325 ,
DRAFTING BY:
A.B. DESIGN GROUP
DRAFTING INC.
[5439 BEAUMONT CENTER BLVD.
SUITE 1004
TAMPA, FLORIDA 33634
PH: 613-886-2628
FAX: 8134386.2802
8L%HDIV. Aa L01`.
SILVERADO
LOT #5
BLK #10
PROJECT
03719.00 -05102
MODEIs
2368-D
GARAGE BWDrG:
LEFT
PAGE:
ENTRY
DETAILS
150 MPH EXP. B
FOR ASPHALT SHINGLE ROOF, USE MIN 7/19* STRUCTURAL
SHEATHING EXP 1(24116) or 15/32"STRUCTURAL SHEATHING EXP 1
(32J16), FOR CEMENTITIOUS TILE AND METAL ROOFING, USE 15/32-
STRUCTURAL SHEATHING EXP 1 (32116).(SEE TABLE FOR FIELD AND
EDGE SPACING) SEE DETAIL
ROOF SHEATHING TO GABLE END FRAME USE Sol RING SHANK GUN
NAILSG,V'O.C. EDGEWISE 2X4 BLOCKING ALL PANEL JOINTS W/ IN W
OF GABLE END.
SHEATHING
FASTENER SCHEDULE
NAIL REQUIREMENTS
SIZE
HEAD
LENGTH
DIA.
TENSILE STIR.
SHANK
ASTM
Sd
RINGSHANK,
2 3/9'
0,113
170,000
IRING
IN'
66L20 RINGS
667
FSR,_O
SCREW SHANK
ER INCH)
8d
RING SHANK,
PNEUMATIC
2 Ng'
0,113
I
F1667
SCREW -NAILS
RSRS-01
EXTERIOR SHEATHING
USE lf2" COX OR 7116'0.S.B. PLY WITH 8d RING SHANK GUN NAILS AT
4-1 O�C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4" O.C. TOP &
BOTTOM PANEL AND 8d RING SHANK GUN NAILS AT 6'O.0 AT
INTERMEDIATE SUPPORTS OR 7/16" ZIP SHEATHING SYSTEM
( INSTALLED PER MANUR SPECS.) SEE DETAIL.
SMkTHMATTACHORMSPA"
I So NAILS 0 4" 0C. ON EDGE AND S' D.C. �N F�ELO
ZONE 2e, 2n, 2r So NAILS C 4" O.C. ON EDGE ANDV'O.C, N F ELD
ZONE 3,3e, 3r. 8d NAILS @ 4" O.C. ON EDGE ANDVOC. IN FIELD
tEM ROOF SHEATHING THICKNESS WAS CALCULATED
AND ADHERES TO ASCE 7-16
101
cc
z
z
X 0
z
do
8d RING SHANK GUN NAILS 0 4" D.C.
1 TOP & BOTTOM EDGES f
TYP. EXT. SHEATHING ATTACHMENT
a
19
z
z
< 0,
0
RAFTER OR TRUSS
ROOF SHEATHING
INUM
MMMON.
BUILDING LENGTH
ROOF SHEATHING LAYOUT
AND ENDWALL BRACING
FOR GABLE END FRAMING
MM GABLES -DROP GABLE END & (1) ADDIL DROPPED
TRUSS 2X4 02 SYP OUTILOOKER RAFTER Wt BLOCKING 0
lulo C IF No DROPPED GABLE END, ATTACH 20 42 SYP
BLOCKING @ 16- O.C. FIRST 4 BAYS Wl (2)12d NAILS EA.
END. ATTACH ROOF SHEATHING TO RAFTERS 2/
BLOCKING PER NAILING SCHEDULE
�l RING E.ANKI GUN NAILS
SEE "ROOF SHEATHING ATTACHMENT"
TABLE FOR FIELD SPACING
C#8 Z' DECK SCREWS 0 U'-9'0.C, MAX 0
EQGES & 1Z� O.C. MAX IN FIELD UNTFJREADED
SHANK TO EXTEND BEYOND THICKNESS OF
SUS -FLOOR SHEATHING)
ryp. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
X*Ula
,X0
eo"_
. . . . . . . . .
ROOF �LND DESIGN PRESSURES
7IS
ZE. Z NE.- .1
ZON— ZONEI—SE0
ZONE 2,
"I 1- 1. E TV
. N
EXECA V'
AM22=1.
INI—R.—IlIVENT -I.
FASTENER SCHEDULE
WINDOW AND
DOOR BUCK FASTENERS
FASTENER
I—.
RE_.
E—No
I
"I I—
-I
IENO..
I ET
BID, . EXT DOOM
— DOL
S'
_E__
D,
I I 'Al
SEE NOTES
I Ir? LONG
I—ERED
1.
21 1— �
I' EDOE IT
I
MOUL
FASTENED
TO
INFER FOR SPA
ING
n, SEE NOTE I
NAL I I—ONG
NTO—_
REQUIREMENTS
—No
(Z) I--
1 II—SED .
NZ
XON DS
ELICK . I'T. SEE NOTE I
I . —
DST, I 00EDET
TO St -AB
IZH 3-E.E
PT TO STEELOO. SEE I 111 2 IW I.— I' I- DIST III'
NOTES WASNEN
lIgn*
1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
2. FASTENING OF GARAGE DOORS, ONDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURER'S SPECS AND OR NOA
3. ALL FASC4A MATERIAL $HALL BE HAND FRAMED
4� PAF SHALL BE HILTI X41F HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN
5. FASTENER SPACING FOR THE BUCKS $HALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING DETAJLED ABOVE
1.111.1�VVA"l DOOR lUll SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW IRAME EXCEPT FIR AN IRIIR ING DOOR 11 AIII DOOR FIE 11MENIERIARE "LID11
_ RS ARE SECURED Wl TAPCONS OR PAF TO THE SUBSTRATE.
MEM
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WTH JOB SPECIFICATIONS AND
ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS 140T SHOWN
ON STRUCTURAL DRAWNGS. APPLICABLE BUILDING CODE STANDARDS: FBCA 2020,7th EDITION
ACI 318-14, BUILDING CODE REQUIREMENTS
FOR STRUCTURAL CONCRETE, TMS 4021602-18 AISI SPECIFICATION FOR THE DESIGN OF
COLD�FORMED STEEL STRUCTURAL MEMBERS 2016, ASCE 746 AND AISC SPECIFICATIONS
ALL DETAILS AND SECTIONS SHOW ON THE DRAWNGS ARE INTENDED TO BE TYPICAL AND
$HALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,
EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN.
ALL AGGREGATE USED IN CONCRETE SHAU. CONFORM TO ASTM C33fC33M. M"MlJM AGGREGATE SIZE SHALL BE 311r.
PROVIDE 6% AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER
ALL E)POSED EDGES OF CONCRETE ARE TO BE CRkMFERED 31C.
PROVIDE 6 MIL CONTINUOUS POLYETHYLENE VAPOR HARMER MEMBRANE UNDER ALL SLABS-OWGRoUND WHERE INDICATED ON
DRAVINGS. $EAMS LAPPED 6 INCHES AND SEALED WTH ADHESIVE TAPE.
FIMI
FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS,
AND FOOTINGS $HAUL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WTH ACI 347 LATEST
EDITION,'RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK.
VM
NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPR
ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
CRIPPLERS, BILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER. Fb = 1100 PSI AND A MODULUS OF
ELASTICITY = 1,400,000 PSI, ALL WOOD IN CONTACT NTH CONCRETE OR CONCRETE BLOCK SHALL BE
PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED WOOD FOR NON-STRUCTURAL USES
SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM
CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY
REASON SHALL BE RATED TO RETENTION LEVELS OF 0 42 PCIF FOR DOT OR MORE. NAILS, $PIKE, BOLTS USED
W1 DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
CONTAINS MORE THAN WOF HEARTWOOD.
ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD, DO NOT SCALE THE
DRAWINGS. FOLLOWWRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
EXCLUISIOW FRW THESE PLANO:
MINIMUM NAILING PER FBCR 2020, 7th EDITION. SEE NAILING SCHEDULE ON PLANS.
TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART
WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS
OF THE WORK.
ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURALDEPENDING
PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH a STRUCTURAL LUMBER
ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS.
Syp 02
THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING
IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND
UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
WIEUM WRE MWH:
AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,
TEMPORARY BRACING, GUYS OR TIE -DOWNS.
WELDED WIRE MESH, SHALL BE ASTM A10641AI064M, GRADE 65 AND BE PLACED IN ACCORDANCE NTH THE
Vvcm Tpjjsm:
THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
ACI TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL
BE SUPPORTED WTH 2* CHAIRS SPACED T-W OC, EACH WAY.
TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THEWATIONAL DESIGN SPECIFICATIONS FOR
REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOAM
STRESS -GRADE LUMBER AND ITS FASTENINGS' BY THE NFPA. TRUSS DESIGNS SHAUL BE SIGNED AND
SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS.
DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR
TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
DESM LOAN:
ROOF LIVE LOAD FLOOR: LIVE LOAD 40 psf
20 pst TOP CHORD --oncurrent
10 pIf BTM CHORD omcurrent
DEAD LOAD DEAD LOAD
�5 pf TOP CHORD 20 pf TOP CHORD
7 psf III/ ASPHALT SHINGLES) (10 pf.1 No GYPCRETE)
1 0 P.f STM CHORD 5 pf STM CHORD
OFAD LOAD TO RESIST VIAND UPLIFT: 1 Opf
BALCONY LIVE LOAD 60 pst
STAIRS LIVE LOAD 40 pSf
WIND: DEAD LOAD SPEED =150 MPH 3- SECOND GUST
(ASCE 7-16 FBC R2020) EXPOSURE B, RISK CATEGORY 11)
LIVE LOADS: UNINHABITABLE ATTIC WTHOUT STORAGE: Mod, UNINHABITABLE ATTIC WITH LIMITED
STORAGE: 20pf, HABITABLE ATT CS AND ATTICS SERVED WTH FIXED STAIRS: 30pf, BALCONIES (EXTERIOR)
AND DECKS: 40psf, GUARDS AND HANDRAILS: 200psf, GUARD INTILL COMPONENTS 50pf, PASSENGER
VEHICLE GARAGES. 5OPSf, ROOMS OTHER T14AN SLEEPING ROOM: 40psf, SLEEPING ROOMS: 30pf, STAIRS:
40PVf
*WmAwmp"Ew.
SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WTH THE DESIGNING INTENT
OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
COMPLIANCE WTH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELIEVATIONST DIMENSIONS, ETC.
ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT
DRAWINGS SUBMITTED WTHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM
OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED
WTHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT
DOCUM ENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN
WRITING BY THE ARCHITECT.
FMINDAMM SRE PREPARATION:
FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 PSI, FOOTING
EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE
MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WTH ASTM D-1557. TREAT ALL
SOIL FOR TERMITE PROTECTION.
THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY
SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE
GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED AT THE
rONTRACTOR8 EXPENSE. AND AS DIRECTED BY THE ARCHITECT. WRITTEN CERTIFICATION THAT THE
MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL
BE MADE By THE GEO-TECH. ENGINEER.
CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS
2 5 0 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
3:0000 PSI REGULAR MIGHT FOR BEAMS, COLUMNS, AND 5- STRUCTURAL TERRACE SLAB.
CONTRACTOR SHALL SUBMIT PROPOSED WX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO
CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5'q- PRIOR TO THE ADDITION OF PLASTICIZER
-i Ez
REBAR SHALL BE ASTM A61SA615M GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615
GRACE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE
Wl THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS.
CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL
AND VERTICAL BAR$ $HALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEERS
REVIEW.
TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR 25" #6 BAR 36"
#5 BAR 30" #7 BAR 42"
PROVIDE 36'. 36"CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
FOR ADDITIONAL INFORMATION.
ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
WALL.
RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL
INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS
WITHOUT THE APPROVAL OF THE ENGINEER.
MAWNRY'
MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE
"SPECIFICATION MASONRY STRUCTURES" (TMS 402, BUILDING CODE REQUIREMENTS FOR Y
STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), A, =RISHED BY
THE MASONRY STANDARDS JOINT COMMITTEE.
ALL BLOCK WALL$ SHALL BE TWO-CEUL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE ft� = 2000 PSI. BLOCK SHALL BE PLACED USING
RUNNING BOND UNLESS OTHERWISE NOTED, LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
PLACING CONCRETE FOR I N-WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WTH
ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
SPECI FICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL RAVE A MAXIMUM 318-
COURSE AGGREGATE, AND $HAUL BE PLACED VW A SLUMP OF F' TO 10". USE ONLY MECHANICAL VIBRATION
TO CONSOLIDATE GROUT.
TYPE "W" OR "S' MORTAR SHAUL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE
PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS
SHAUL BE 3/8" THICK UNLESS OTHERNSE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
CELLS TO BE FILLED.
FILLCM CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS ANDIOR VERTICAL
REINFORCING.
LAP VERTICAL RESAR 6 X BAR NO� (48 BAR DIAMETERS)., U.N.O.
I
Lzj 0i.
TH MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE
SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS.
9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM
A36/A36M' Fy = 36 Im FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM
A5oo/A500M, GRADE 8, Fy = 46 ku. STRUCTURAL PIPE SHALL BE ASTM A53IA53M, GRADE B, TYPE E OR S, Fy
35 ksi. TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP,
ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WTH DOUSUE-NUT LEVELING. ALL
OTHER BOLTS SHALL BE ASTM F3125IF3125M BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS
SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN-OFF-TH&NUT METHOD,
CONCRETE SHALL COMPLY NTH ALL THE REQUIREMENTS OF ACI 318 AND ASTM C94IC94M OR MEASURING, MXING, TRANSPORTING, ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL.
ETC. CONCRETE TICKETS $HALL BE TIWE-STAMPED WHEN CONCRETE IS HATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN
WATER IS ADDED TO THE WX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON
THERE IS A DELAY IN $UCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED, IT SHALL
BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNERS REPRESENTATIVE AND THE CONTRACTOR OF ANY
NON COMPLIANCE WITH THE ASM.
REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
A. Y FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS):
S. FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER
I-IlT FOR 05 AND SMALLER
TFOR 06 AND LARGER
C, FOR CONCRETE NOT EXPOSED TO WEATHER
3/4- FOR SLABS, WALLS AND JOISTS
1-1/2"FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
CONNECTOR PLATES $HALL BE A MINIMUM THICKNESS OF 0.036'AND BE MANUFACTURED FROM STEEL
MEETING THE REQUIREMENTS OF ASTM A446/A446M. GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED.
DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPt-14, DESIGN NATIONAL
STANDARDS FOR METAL-PLATE-CONNECTED-WOCID TRUSS CONSTRUCTION:, AND BCSI LATEST EDITION'
COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
WOOD TRUSSES.
TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
LOCATIONS WTH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WTH ANSUASCE 7 88:1990.
HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURERS INSTRUCTIONS.
CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL,
ROOF & FLOOR LAYOUTS PROVIDED ON THESE P LANS ARE TO BE USED AS A GUIDE FOR BEARI NG
DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
AFF CT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS $HALL BE NOTIFIED TO THE
STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
FROM DE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
LICENSED PROFESSIONAL ENGINEER.
THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE
CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
PROVIDED BY THE TRUSS ENGINEER.
THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
OF THE DELEGATED TRUSS ENGINEER. WND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-16 COMPONENT
AND CLADDING WND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
ALL TRUSS TO TRUSS CONNECTIONS.
LLA
1441 N. RONALD REAGAN BLVD.
LONGWOOD, FIL 3' 1750
PH: 407-774-6�78
FAX: 407-77"078
www.abd'esigngroup.com
AA#;0003325 J
DRAFTING BY:
A.B. DESIGN GROUP
DRAFTING INC.
5439 BEAUMONT CENTER BLVD.
S ITE 1004
TAMPA, FLORIDA 336341
PH : 8:'
FAX: =216.282
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(D HEM AND IN VALLEYS
STAPLES INSTALLED
12" D.C. MAX (INTO
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THRU SOFFIT AND
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.#8X3" WOOD SCREW OR
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BATTEN ATTACHMENT
FASTENER SPACED 24"
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STAPLES INSTALLED-
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HEM AND IN VALLEYS
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FASTENER SPACED 24"
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STAPLESINSTALLED
12" O.C. MAX (INTO
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@ SLOT OR T-NAIL @ 12"
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CONCRETE/MASONRY)
CONCRETE/CMU OR
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DETAIL C
J-CHANNEL
BY OTHER
INSTALLATION SCREW,
2-114�" BATTEN ATTCHMENT
EMB. FASTENER SPACED 24"
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STAPLES INSTALLED @
12" O.C. MAX (INTO
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SLOT OR T-NAIL @ 12"
O.C. MAX. (INTO
CONCRETE/MASONRY)
CONCRETE/CMU OR
WOOD (NOTE 1)
NOTE 1: MINIMUM SPRUCE -PINE -FIR
FRAMING OR CONCRETE/MASONRY.
BUILING CODE REQUIREMENTS FOR
SUBSTRATE MATERIAL MUST BE MET.
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M%or"A�o&c
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-7744078
www.abd7sIgngmup.wm
AA #: 0003325
DRAFTING BY:
A.B. DESIGN GROUP
DRAFTING INC.
5439 BEAUMONT CENTER BLVD.
SUITE 1004
TAMPA, FLORIDA 33634
PH: 813-886-2628
FAX: S13.88&28021
SILVERADO
LOT #5
BLK #10
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DETAILS
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DATZ: 06/09/21
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