HomeMy WebLinkAboutBUILDING PLAN PAGE 33-363V-8"
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17'-4"
SECOND FLOOR
DOWEL PLAN
SCALE: 1 /4" = V-0"
1441 N. RONALD REAGAN BLVD
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
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CREEKSIDE
LOT #40
PROJECT#
04321.000 040R1
MODEL•
4EGB
"GALEN"
GARAGE SIDING:
RIGHT
PAGE:
SECOND
FLOOR
DOWEL
LPLAN
60 MPH EXP. C
ARCHITECT'
STATE OF FLOFUDA
MAY 20
r
A ACRA
L AR nIo 2S
DATE: 05/31/18
SCALE: 1/4"=1'-0"
SHEET S4.2
File c"
FRAMING NOTES:
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: USP DTC W/ (13) 10d x 1 1/2" HDG NAILS.
SMALL JACKS < Y MAY BE NAILED W/ (10)d x 1 1/2" HDG NAILS, CONCRETE TO
WOOD FLOOR:
USP LPTA W/ (10) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD:
USP RT16A OR LUGT2 W/ 10d 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 LINTEL
MANUFACTURER SHOWN IN STRUCTURAL PLANS.
6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND
CLEAR SPAN OPENINGS.
7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4").
8. 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.
9. 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, WITH WASHER @ 16" O.C.
10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT.
11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
12. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
BEAM SCHEDULE
INDICATES OPENING BELOW / T.O.B.
= TOP OF BEAM / B.O.L. = BOTTOM OF LINTEL / T.O.A. = TOP OF ARCH / T.O.S = TOP OF SLAB
ABBREVIATIONS
E.E. = EACH END, O/C = ON CENTER, FIE S. = FROM EACH SUPPORT, T.O. = THROUGHOUT
MARK
DESCRIPTION
fc
(psi)
SIZE
W'xH'
REINFORCEMENT
STIRRUPS
REMARKS
BTM.
TOP
MID
SIZE
SPACING
BB1
BB2
MASONRY
MASONRY
3000
3000
8x8
8x16
—
—
(1)#5
(1) #5
—
(1) #5
N/A
N/A
N/A
N/A
GROUTED SOLID
GROUTED SOLID
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SECOND FLOOR LIFT BEAM PLAN
SCALE: 1/4" = V-0"
1441 N. RONALD REAGAN B1
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
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SUBDIV. 8e LOT:
CREEKSIDE
LOT #40
PROJECT#
04321.000 040R1
MODEL:
4EGB
"GALEN"
GARAGE SWING:
RIGHT
PAGE:
SECOND
FLOOR LIFT
BEAM PLAN
60 MPH EXP. JC
ARCHRECT
STATE OF FLORDA
malr3I
05/31/18
SCALE: 1/4"=1'-0" 1
SHEET
S5
File
FRAMING NOTES:
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: USP DTC W/ (13) 10d x 1 112" HDG NAILS.
SMALL JACKS < 9' MAY BE NAILED W/ (10)d x 1 1/2" HDG NAILS, CONCRETE TO
WOOD FLOOR:
USP LPTA W/ (10) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD:
USP RT16A OR LUGT2 W/ 10d 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 LINTEL
MANUFACTURER SHOWN IN STRUCTURAL PLANS.
6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND
CLEAR SPAN OPENINGS.
7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4").
8. 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.
9. 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, WITH WASHER @ 16" O.C.
10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT.
11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
12. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
TRUSS MANUFACTURER / ENGINEER NOTES:
1. ROOF GIRDERS W/ UPLIFT IN EXCESS OF 2,500 LBS SHALL BE
FABRICATED W/ A 2x6 BTM CHORD (MIN.)
2. COORDINATE ANY TRAY/COFFERED 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,
COLUMN SCHEDULE
MARK SIZE & BASE PLATE OR
DESCRIPTION REINFORCEMENT
D 4x4 (3 1/2"0 1/2") USP PAU44 W/ 5/8" DIA. x
SYP. PT. WOOD POST 6" EXP. BOLT
DOUBLESTUD
D3 46 (3 1/2"x5 1/2") USP PAU46 W/ 5/8" DIA. x
SYP. PT, WOOD POST 6" EXP. BOLT
REMARK
5
3.1
2-PLY
U:-1862 LBS
G: 3019 LBS
1C
3.1
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= II
U:-757 LBS
G:1962 LBS
DIAGONALS FOR BOTTOM
CHORD BRACING @ 20'-0" O.C.
MAX (TYP.)
2-PLY
U:-1836 LBS
G: 2965 LBS
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G: 5272 LBS
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U:-5913 LBS II n G: 1333 LBS
G:10879LBS
II __JI�L II II II .l1--I ii II
ROOF FRAMING PLAN
SCALE: 1/4" = V-0"
1441 N. RONALD REAGAN BL
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
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031
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SvsDIV. 8e LOT:
CREEKSIDE
LOT #40
PROJECT#
04321.000 040R1
MODEL:
4EGB
"GALEN"
GARAGE SWING:
RIGHT
PAGE:
ROOF
FRAMING
PLAN
160 MPH EXP. C
ARCHffECT=
STATE OF FLORIDA
` DATE: 05 31 TE: 18
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SCALE: 1/4"=11- 0"
SHEET
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HIP ROOF
ROOF WIND DESIGN PRESSURES
NET (GROSS) ASCE 7-10
ZONE 1 = 23.79 PSF (33.79)
ZONE 2 = 39.48 PSF (49.48)
ZONE 3 = 67.16 PSF (77.16)
"A"= 4-0" END ZONE DISTANCE
BASIC WIND SPEED: 160 MPH
WIND EXPOSURE: "C'
RISK CATAGORY: 11
APPLICABLE INTERNAL
PRESSURE COEFFICIENT +- 0.18
ROOF DIAPHRAGM
FOR ASPHALT SHINGLE ROOF, USE MIN 7/16"
O.S.B. OR 1/2" CDX EXT. PLYWOOD, FOR
CEMENTITIOUS TILE AND METAL ROOFING, USE
MIN, 5/8 CDX EXT. PLYWOOD, WITH 8d RING
SHANK GUN NAILS AT 4" O.C. AT SUPPORTED
PANEL EDGES AND 8d RING SHANK GUN NAILS
AT 6" O.C. AT INTERMEDIATE SUPPORTS. SEE
DETAIL.
ROOF SHEATHING TO GABLE END FRAME USE
8d GUN NAILS @ 4" O.C. EDGEWISE 2x4
BLOCKING ALL PANEL JOINTS W/ IN 4' OF GABLE
END.
K
ROOF/ WALL/ FLOOR
SHEATHING
FASTENER SCHEDULE
NAIL SCHEDULE
SIZE
TYPE
MIN. LENGTH
MIN. DIA.
SHANK
TENSILE STIR.
SHANK
8d
RING SHANK,
2 1/2"
0.120"
170,000
RING
(16-20 RINGS
SCREW SHANK
PER INCH)
8d
SCREW SHANK
2 1/2"
0.120"
PNEUMATIC
SCREW -NAILS
1. NAIL SIZE PER ASTM F1664
2. INTERNATIONAL STAPE, NAIL & TOOL
ASSOCIATION (ISANTA) ESR-1539
EXTERIOR SHEATHING
USE 1/2" CDX OR 7/16" O.S.B. PLY WITH 8d RING
SHANK GUN NAILS AT 4" 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.C. AT INTERMEDIATE SUPPORTS
OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED
PER MANUF. SPECS.) SEE DETAIL.
8d RING SHANK GUN NAILS @ 4" O.C.
TOP & BOTTOM EDGES „
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8d RING SHANK GUN NAILS @ 12" O.C. IN
FIELD or 8d x 21 /2" SCREW SHANK
PNEUMATIC SCREW -NAILS @ 12" 0.G�N
FIELD J\
GENERAL NOTES:
ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33. MAXIMUM AGGREGATE SIZE SHALL BE 3W
WOOD'
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER
NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2017, 6th EDITION
ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 314°.
ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
ACI 318-14 BUILDING CODE REQUIREMENTS
E INDICATED ON
PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLAB S-0ON-GROUND WHERE
CRIPPLERS, SILLS, 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 WITH CONCRETE OR CONCRETE BLOCK SHALL BE
FOR STRUCTURAL CONCRETE, ACI 530-13/ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF
COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10 AND AISC SPECIFICATIONS
DRAWINGS. SEAMS LAPPED 61NCHES AND SEALED WITH ADHESIVETAPE.
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
ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
FORM -WORK:
-CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY
SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,
FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS,
REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED
EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN.
AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347,
W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
"RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK.
CONTAINS MORE THAN 'A" OF HEARTWOOD.
ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
EXCLUSIONS FROM THESE PLANS:
MINIMUM NAILING PER FBCR 2017, 6th EDITION. SEE NAILING SCHEDULE ON PLANS.
TOTHE ATTENTION OFTHE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART
WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS
PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER
OF THE WORK.
ARE NOT PART OF THE STRUCTURAL PLANS AS THEYARE NOT CONSIDERED TO BE STRUCTURAL.DEPENDING
ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS.
SYP #2.
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
WELDED WIRE MESH:
AT BEARI NG LOCATIONS WITHOUT WOODEN TOP PLATES.
DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,
WELDED WIRE MESH, SHALL BE ASTM A185, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACI
WOOD TRUSSES:
TEMPORARY BRACING, GUYS OR TIE -DOWNS.
TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES, WIRE MESH FOR SLABS SHALL BE
TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR
THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
SUPPORTED WITH 2" CHAIRS SPACED 3'-0" OC, EACH WAY.
STRESS -GRADE LUMBER AND ITS FASTENINGS" BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND
REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
SEALED BY PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS.
DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR
REINFORCING STEEL:
CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036"AND BE MANUFACTURED FROM STEEL
TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
REBAR SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN
MEETING THE REQUIREMENTS OF ASTM A446, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED.
ACCORDANCE W/THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND
DESIGN LOADS:
SPECIFICATIONS. CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO
DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL
FABRICATION. HORIZONTAL AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE
STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "TPw TCA BCSI 1"
SUBJECT TO ENGINEER'S REVIEW.
COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf
TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36"
WOOD TRUSSES.
20 psf TOP CHORD -non-concurrent
#5 BAR - 30" #7 BAR - 42"
10 psf BTM CHORD -non-concurrent
PROVIDE 36" x 36" CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
FOR ADDITIONAL INFORMATION.
LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
DEAD LOAD DEAD LOAD
INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1-1982.
15 psf TOP CHORD 20 psf TOP CHORD
ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
(7 psfw/ ASPHALT SHINGLES) (10 psf w/ No GYPCRETE)
THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
10 psf BTM CHORD 5 psf BTM CHORD
MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
DEAD LOAD TO RESIST WIND UPLIFT: 10psf
WALL.
CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
BALCONY LIVE LOAD 60 psf
I
RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL
WIND: DEAD LOAD SPEED =160 MPH 3- SECOND GUST
INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
ROOF &FLOOR LAYOUTS PROVIDED THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING
DETERMINATIONS, FEASIBILITY &ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
-0
(ASCE 7-10 (FBC R2017) EXPOSURE C, RISK CATEGORY II)
DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS
LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
WITHOUT THE APPROVAL OF THE ENGINEER.
AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE
SHOP DRAWING REVIEW:
STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
MASONRY:
PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE
PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC.
"SPECIFICATION MASONRY STRUCTURES' (ACI 530/ASCE 5/TMS 402, BUILDING CODE REQUIREMENTS FOR
LICENSED PROFESSIONAL ENGINEER.
ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO
MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS
THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE
THE ARCHITECT. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED.
PUBLISHED BYTHE MASONRY STANDARDS JOINT COMMITTEE.
CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
SHOP DRAWINGS IN THE FORM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON-
TRACT DOCUMENTS) ARE PROHIBITED WITHOUT THE EXPRESS WRITTEN PERMISSION FROM
ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
PROVIDED BY THE TRUSS ENGINEER.
TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
THE ENGINEER. �`
MANUFACTURED IN CONFORMANCE WITH ASTM C-90GRADE fm = 1500 PSI. BLOCK SHALL BE PLACED USING
,
OF THEDTRUSS
OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT
-
IN ALL INSTANCES, THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS
CHECKED, UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ARCHITECT.
RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH
ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
ALL TRUSS TO TRUSS CONNECTIONS,
FOUNDATION/SITE PREPARATION:
SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8"
ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE "USP STRUCTURAL
COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION
CONNECTORS" BY USP, OR EQUAL UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS
FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf,
TO CONSOLIDATE GROUT.
WITH THE SIZE AND NUMBER OF BOLTS/NAILS AS RECOMMENDED BY THE MANUFACTURER IN THE
FOOTING EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY
LATEST CATALOG.
OF AT LEAST 95%OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN
TYPE "M" OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT, MORTAR SHALL BE
ACCORDANCE WITH ASTM D-1557. TREAT ALL SOIL FOR TERMITE PROTECTION. _
-\`
PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS
SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER - -
CELLS TO BE FILLED.
TO VERIFY SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS
FAILING TO MEET THE GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND
FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL
RETESTED AT THE CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN
.REINFORCING.
CERTIFICATION THAT THE MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION
REQUIREMENTS HAVE BEEN MET SHALL BE MADE BY THE GEO-TECH. ENGINEER.
LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O.
CONCRETE: —
STRUCTURALSTEEL:
CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE
SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS,
2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB-ON=GRADE
9TH EDITION, BYTHE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM
3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB.
A36, Fy = 36 ksi FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE B,
Fy = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM-53, GRADE B, TYPE E OR S, Fy = 35 ksi. TUBE AND PIPE
CONTRACTOR SHALL SUBMIT PROPOSED MXDESIGNS, WITH HISTORICAL STRENGTH DATA
COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
FOR EACH SEPARATE MIX PRIOR TO CONCRETE PLACEMENT. CONCRETE SLUMP SHALL -
NOT EXCEED 5" d- PRIOR TOTHE ADDITION OF PLASTICIZER. -.+
ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL
OTHER BOLTS SHALL BE ASTM A325-N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL
CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-940R
BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD.
MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME -STAMPED
WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS ADDED
ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL.
TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED §0 MINUTES.
IF FOR ANY REASON THERE IS A DELAY IN SUCH 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 OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NON COMPLIANCE WITH THE
ABOVE.
REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
A T FOR CONCRETE CASTAGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS):
R FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER: +.
1-112" FOR #5 AND SMALLER'''
2" FOR k6 AND LARGER
C. FOR CONCRETE NOT EXPOSED TO WEATHER
34' FOR SLABS, WALLS AND JOISTS
1-1/2" FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
EYP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
FASTENER SCHEDULE
WINDOWAND
DOOR BUCK
FASTENERS
FASTENER
APPLICATION SIZE TYPE SPACING REMARKS APPLICATION SIZE TYPE SPACING
REMARKS
1.2 PT FURR ING TO CASE HARDENED COIL 81,O/C GARAGE DOOR BUCK SEE DETAIL SEE DETAIL SEE DETAIL
SEE DETAIL
MASONRY/CONC. NAIL 1112"LONG . TOMASONRY/CONC.
SGD, AL. EXT. DOORS CASE HARDENED COIL 91,0/C WINDOW/DOOR/FASTENED GARAGE DOOR BUCK SEE DETAIL SEE DETAIL SEE DETAIL
SEE DETAIL
1x PT, SEE NOTE NAIL 11/2'LONG. STAGGERED INTO MASONRY/CONC. TOMASONRY/GONG
CONTACT THIS ENGINEER FOR SPACING
WINDOWSUCK CASE HARDENED COIL 91,0/C WNDOWIDOOR/FASTENED METAL STRAP TO
1x PT, SEE NOTE NAIL 11/2"LONG . STAGGERED INTO MASONRY/CONE MASONRY/CONC. REQUIREMENTS
EXT. SWING DOOR 1/4"" 'TAPCON" 11/2"EMBED ,4"END . NON -BEARING WOOD 1/2"' EXPANSION 24"O/C
4"EMBED VEND
12"DIC DIST.,11/2"EDGE DIST. WALL TO CONC. SLAB W/WASHER BOLT
BUCK 2x PT, SEE NOTE ] NO WASHER FASTNER
DIST_, 3' EDGE DIST
2x PT WINDOW BUCK 0.138° PAF x 2 1/8" 9" O/C 4" END DIST., 1 1/2"
PT TO STEEL COL., SEE W/WASHER STAGGERED EDGEDIST.
NOTE 7
NOTES
1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURER'S SPECS AND OR NOA
3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED
4. RAF SHALL BE HILTI X-ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN
5. FASTENER SPACING FOR THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING DETAILED ABOVE
6. WINDOW AND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. tx MEMBERS ARE NAILED AND
2x MEMBERS ARE SECURED W/ TAPCONS OR RAF TO THE SUBSTRATE.
1441 N. RONALD REAGAN BI
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
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SUBDIV. 8c LOT:
CREEKSIDE
LOT #40
PROJECT#
04321.000 040R1
MODEL:
4EGB
"GALEN"
GARAGE SWING:
RIGHT
PAGE:
DETAILS
160 MPH EXP. C
D TEE: 05/31/18
SCALE: 1/4"=1'-0"
SHEET
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