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DESIGN CRITERIA
CODE: 2014 FLORIDA BUILDING CODE (FBC)
2014 FLORIDA RESIDENTIAL CODE (FRC)
WIND DESIGN CRITERIA PER FBC 2014,
SECTION 1609, & ASCE 7-10
BASIC WIND SPEED: 130 MPH (3 -SEC GUST)
RISK CATEGORY TYPE II BUILDING
IMPORTANCE FACTOR: 1.0
MEAN ROOF HEIGHT: 30'-0"
EXPOSURE CATEGORY: D
ENCLOSURE CLASSIFICATION: ENCLOSED
INTERNAL PRESSURE COEF: ±0.18
ROOF SLOPE: (1/4":12") TYP
EDGE STRIP = 10'-0" (C&C)
ASCE 7-10, MWFRS WIND PRESSURES
Main Wind Reinforcing System Wall Pressures (PSF)
Load Case 1
48.7
Load Case 2
46.3
ASCE 7-10, COMPONENTS AND CLADDING
LRFD - Component and Cladding Wall Pressures (PSF)
Eff Wind Area
Zone 4
Zone 5
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43.8
-47.5
43.8
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101- 200 SF
41.3
-44.8
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-69.4
201- 500 SF
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501-1000 SF
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Zone 5
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28.6
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26.3
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24.8
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-41.6
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-25.1
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-23.0
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-35.5
FLOOR DESIGN LIVE LOAD: 40 PSF
BALCONY DESIGN LIVE LOAD: 60 PSF
ROOF DESIGN LIVE LOAD: 20 PSF
GENERAL NOTES:
CONTRACTOR SHALL VISIT SITE TO OBSERVE
CONDITIONS PRIOR TO BEGINNING CONSTRUCTION
CONTRACTOR SHALL BE RESPONSIBLE FOR
VERIFICATION OF ALL DIMENSIONS AND
CONDITIONS PROVIDED ON DRAWINGS PRIOR TO
START OF CONSTRUCTION. RESOLVE ANY
DISCREPANCIES WITH THE ENGINEER PRIOR TO
COMMENCEMENT OF WORK.
CONTRACTOR IS RESPONSIBLE FOR THE
PROTECTION OF THE PUBLIC AND ALL
CONSTRUCTION PERSONNEL AND MUST COMPLY
WITH ALL APPLICABLE OSHA SAFETY
REQUIREMENTS THROUGHOUT THE DURATION OF
THE WORK.
THE CONSTRUCTION DOCUMENTS REPRESENT THE
FINISHED STRUCTURE. THEY DO NOT INDICATE
THE METHOD OF CONSTRUCTION. THE
CONTRACTOR SHALL PROVIDE ALL MEASURES
NECESSARY TO PROTECT THE STRUCTURE DURING
CONSTRUCTION. SUCH MEASURES SHALL
INCLUDE, BUT NOT BE LIMITED TO, BRACING,
SHORING FOR LOADS DUE TO DEMOLITION AND
CONSTRUCTION EQUIPMENT, ETC. THE ENGINEER
OF RECORD SHALL NOT BE RESPONSIBLE FOR
THE CONTRACTOR'S MEANS, METHODS,
TECHNIQUES, SEQUENCES FOR PROCEDURE OF
CONSTRUCTION, OR THE SAFETY PRECAUTIONS
AND THE PROGRAMS INCIDENT THERETO (NOR
SHALL OBSERVATION VISITS TO THE SITE INCLUDE
INSPECTION OF THESE ITEMS).
GENERAL NOTES
1. CODES USED: 2014 FLORIDA BUILDING CODE,
ACI, NDS, APA AND ASCE 7. ALL LATEST EDITIONS
2. ALL DESIGN, CONSTRUCTION AND MATERIALS
SHALL BE IN ACCORDANCE WITH APPLICABLE
CODES AND AUTHORITIES HAVING JURISDICTION
OVER THE WORK.
3. CONTRACTOR SHALL VERIFY DIMENSIONS AND
CONDITIONS AT THE JOB SITE PRIOR TO
COMMENCING CONSTRUCTION.
4. DETAILS FOUND WITHIN THESE DR WINGS
SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR
THIS JOB ONLY. DETAILS SHALL GOVERN
CONSTRUCTION FOR THIS JOB UNLESS OTHERWISE
NOTED ON THE PLANS.
5. DIMENSIONS ARE SHOWN FOR REFERENCE
ONLY. REFER TO ARCHITECTURAL PLANS FOR
ALL DIMENSIONS. IF DIMENSIONS CANNOT BE
DETERMINED FROM THE ARCHITECTURAL PLANS,
CONTACT THE ENGINEER OF RECORD
6. WHERE REFERENCE IS MADE TO VARIOUS TEST
STANDARDS FOR MATERIALS, SUCH STANDARDS
SHALL BE THE LATEST EDITION AND /OR
ADDENDA.
SOILS:
MINIMUM ALLOWABLE SOIL BEARING CAPACITY =
2000 PSF
SUBSURFACE SOIL CONDITIONS WERE NOT
AVAILABLE AT THE TIME OF THIS DESIGN. THE
FILL BELOW THE FOUNDATION SHOULD BE FREE
OF DEBRIS, ORGANIC MATERIAL, COHESIVE SOILS
OR ANY OTHER DELETERIOUS MATERIAL. SOIL
MUST BE COMPACTED TO 95% MODIFIED PROCTOR
MAXIMUM DRY DENSITY FOR A DEPTH OF 2'-0"
BELOW THE BOTTOM OF THE FOOTING.
FOOTINGS AND FOUNDATIONS:
FOOTINGS AND FOUNDATIONS SHALL BE IN
ACCORDANCE WITH FBC AND AS NO -ED IN THESE
PLANS. WELDED WIRE REINFORCING (WWR): SHALL
BE ASTM A185, FURNISH IN FLAT SHEET
DEEP FOUNDATIONS:
SHOULD DEEP FOUNDATIONS BE USED WITHIN
THIS DESIGN, A LICENSED MATERIAL TESTING
AGENCY SHALL VERIFY THE MIN. REQUIRED PILE
LOADS AS SPECIFICED ON THE PLANS. A LOAD
TEST WILL BE REQUIRED TO VERIFY 6ONDITIONS.
STRUCTURAL CONCRETE: -
CAST -IN-PLACE CONCRETE: SHALL HAVE A
COMPRESSIVE STRENGTH OF 3000 PSI AT 28
DAYS. CONCRETE AND STEEL REINFORCEMENT
SHALL BE IN ACCORDANCE WITH FBd.
SLABS ON GRADE:
SLABS ON GRADE: UNLESS NOTED OTHERWISE ON
THESE PLANS, SLAB THICKNESS IS ". SLAB
SHALL BE POURED OVER A 10 MIL. VAPOR
BARRIER AND THE SOIL SHALL BE PREPARED
FOR TERMITE PREVENTION PRIOR TO POURING.
6x6 W1.4xW1.4 WWR TO BE PLACED N THE
CENTER OF THE SLAB. WWR SHALL BE LAPPED
8". THE USE OF FIBERMESH SHALL ALLOWED
IN LIEU OF WWR. MINIMUM FIBER L�31E
NGTH -
1/21)
STRUCTURAL MASONRY:
MASONRY CONSTRUCTION SHALL BE IN
ACCORDANCE WITH FBC AND IN ACCORDANCE
WITH THE SPECIFICATIONS FOR MASONRY
STRUCTURES, ACI 530.1-05.
ACI 3.5 D LIMITS THE GROUT LIFT HEIGHT TO 5'
AND REQUIRES A 1 -HOUR INITIAL SET TIME
BETWEEN LIFTS.
STEMWALLS:
MASONRY STEMWALLS SHALL BE IN ACCORDANCE
WITH FBC AND AS NOTED IN THESE PLANS.
STEMWALL TO BE A MAXIMUM OF (6) COURSES TALL.
CONTACT ENGINEER OF RECORD IF STEMWALL WILL
EXCEED (6) COURSES IN HEIGHT.
STEMWALL AND MONOLITHIC FOOTINGS ARE
INTERCHANGEABLE. WHERE THREADED RODS ARE
EMBEDED 12" INTO STEMWALLS, THE TOP TWO
COURSES OF STEMWALL MUST BE FILLED,
MASONRY CONSTRUCTION:
CONCRETE MASONRY UNITS (CMU: SHALL BE HOLLOW
UNIT MASONRY IN ACCORDANCE WITH ASTM C 90 AND
SHALL HAVE A MINIMUM NET AREA COMPRESSIVE
STRENGTH OF 1900 PSI WHEN USING TYPE M OR S
MORTAR (ASTM C 270)
IN ACCORDANCE WITH ACI 530, THE 1900 PSI BLOCK
IN COMBINATION WITH TYPE M OR S MORTAR
PROVIDES A DESIGN COMPRESSIVE STRENTH (f'm) OF
1500 PSI,
SEE SECTION BELOW FOR GROUT SPECIFICATIONS
DEFINITIONS:
GROUT POUR HEIGHT - THE TOTAL HEIGHT OF MASONRY TO BE
GROUTED PRIOR TO ERECTION OF ADDITIONAL MASONRY.
GROUT POUR - CONSISTS OF ONE OR MORE GROUT LIFTS.
GROUT LIFT - THE LAYER OF GROUT PLACED IN A SINGLE CONTINUOUS
OPERATION AND IS LIMITED TO 5 FEET (1524 MM).
RODDING - THE ACT OF COMPACTING FRESHLY POURED CONCRETE OR
GROUT IN ITS FORM BY FREEING THE MASS OF AIR POCKETS WITH
REPEATED STABS OF A ROD.
PUDDLING - THE PROCESS OF INDUCING COMPACTION OF GROUT BY
USE OF A TAMPING ROD.
PUDDLE - THE ACT OF WORKING CONCRETE TO ELIMINATE HONEYCOMB,
AND TO PRODUCE A DENSER MASS,
PUDDLE STICK - A STICK OR ROD USED TO CONSOLIDATE GROUT BY
HAND.
MASONRY CONSTRUCTION AND INSPECTION GUIDELINES:
1. LAY UP MASONRY IN RUNNING BOND FOR SIZES AND REINFORCING
PER PLANS AND ELEVATIONS,
2. FACE SHELLS OF BED JOINT SHALL BE MORTARED.
3, WEBS SHALL BE MORTARED AT CELLS TO BE GROUTED.
4. VERTICAL CELLS ARE TO BE ALIGNED WHERE THEY ARE TO BE
GROUT FILLED UNLESS BOND IS SHIFTED DUE TO SITE CONDITIONS.
5. INSTALL HORIZONTAL JOINT REINFORCING AT 16 INCHES (407 MM)
ON CENTER STARTING FIRST BLOCK ABOVE FOUNDATION.
6. MAINTAIN MINIMUM OF 1/2 INCH (12.7 MM) COVER ON JOINT
REINFORCING TO EXTERIOR AND REINFORCING SHALL BE EMBEDDED IN
MORTAR.
7. GROUT SPACES BOTH VERTICAL AND HORIZONTAL ARE TO BE
SUBSTANTIALLY FREE OF DROPPINGS, DEBRIS, LOOSE AGGREGATE AND
ANY MATERIAL DELETERIOUS TO MASONRY GROUT.
8. INSTALL REINFORCING IN GROUT CELLS PRIOR TO GROUTING.
9. GROUT SPACES ARE TO BE INSPECTED PRIOR TO PLACING GROUT.
10, FILL CELLS AS NOTED ON THE PLANS, ELEVATIONS AND DETAILS.
11. PLACE GROUT IN LIFT TO 60 INCHES IN HEIGHT (CLEAN OUT HOLES
ARE NOT REQUIRED).
12. A REINFORCING BAR MAY BE USED TO ROD GROUT IN CELL, TO
ENSURE THERE ARE NO VOIDS IN GROUT.
13. PLACE REINFORCING APPROXIMATELY 1 INCH (25 MM) TO THE SIDE
OF DOWEL IN CELL (ACI 530-1.12.3.3)
14. GROUT SHOULD SET IN APPROXIMATELY 90 MINUTES DEPENDING ON
GROUT SLUMP AND WEATHER CONDITIONS.
15. DO NOT BEND OR MOVE REINFORCEMENT AFTER GROUT HAS SET.
16. FILL ALL CELLS SOLID BELOW FINISH FLOOR ELEVATION.
17. PROVIDE LEVEL "B" QUALITY ASSURANCE, AS PER ACI 530-05
TABLE 1.15.2.
TOLERANCES FOR CENTER REINFORCING:
CENTERLINE LOCATION SHOULD BE WITHIN 1/2
INCH (13MM) OF CENTER OF MASONRY.
HORIZONTAL LOCATION SHALL BE WITHIN 2
INCHES (51 MM) OF THE CENTER OF THE CELL.
REINFORCING SHALL MAINTAIN POSITION WITHOUT
BEING TIED.
DO NOT MOVE REINFORCING AFTER INITIAL SET
OF GROUT.
REINFORCING AT EACH FACE:
MAINTAIN AT LEAST 1/4 INCH (6 MM) CLEAR OF
MASONRY FOR FINE GROUT AND 1/2 INCH (13
MM) FOR COARSE GROUT.
REINFORCING SHALL BE PLACED 1 INCL CLEAR
TO THE SIDE OF THE DOWELS.
BOND BEAMS:
HORIZONTAL REINFORCING SHALL BE 1/4 INCH (6
MM) CLEAR OF MASONRY FOR FINE GROUT AND
1/2 INCH (13 MM)FOR COARSE GROUT.
KNOCK OUT WEB BLOCKS SHALL BE USED FOR
BLOCK AT THE TOP AND/OR THE BOTTOM OF
THE BOND BEAMS, DEPENDING ON THE LOCATION.
WIRE MESH OR SOME OTHER MEANS SHALL BE
USED TO PREVENT GROUT FROM ESCAPING FROM
THE BOTTOM OF THE BOND BEAMS INTO CELLS
WITHOUT VERTICAL REINFORCING.
GROUT:
THE GROUT SHALL BE IN ACCORDANCE WITH
ASTM C 476 AND SHALL HAVE A MAXIMUM
COURSE AGGREGATE SIZE OF 3/8" PLACED AT
AN 8" TO 11" SLUMP AND HAVE A MINIMUM
SPECIFIED COMPRESSIVE STRENGTH OF 2000 PSI
AT 28 DAYS WHEN TESTED IN ACCORDANCE WITH
ASTM C 1019.
STEEL REINFORCEMENT:
REINFORCING STEEL: SHALL BE ASTM A615,
GRADE 60 STEEL REINFORCEMENT SHALL BE IN
ACCORDANCE WITH FBC, ACI 318 AND AS NOTED
IN THESE PLANS.
CONCRETE COVER SHALL BE IN ACCORDANCE
WITH FBC AND AS FOLLOWS:
3" FOR CONCRETE CAST AGAINST AND
PERMANENTLY EXPOSED TO EARTH
2" FOR CONCRETE EXPOSED TO WEATHER OR IN
CONTACT WITH GROUND
1-1/2" FOR CONCRETE NOT EXPOSED TO
WEATHER OR IN CONTACT WITH GROUND
VERTICAL AND HORIZONTAL REINFORCEMENT WILL
BE LAPPED FOR 36 BAR DIAMETERS OR 24",
WHICHEVER IS GREATER. ALL REINFORCING STEEL
SHALL BE PLACED IN ACCORDANCE WITH THE
TYPICAL BENDING DIAGRAMS AND PLACING
DETAILS OF ACI STANDARDS. ALL REINFORCING
STEEL SHALL BE HELD SECURELY IN POSITION
WITH STANDARD ACCESORIES DURING PLACING
OF CONCRETE. SPLICES IN REINFORCING, WHERE
PERMITTED, SHALL BE AS FOLLOWS: MASONRY:
48 BAR DIA.
CORNER REINFORCEMENT SHALL BE LAPPED 30".
REVIEWED FOR CODE COMPLIANCE
CITY OF ATLANTIC BEACH
SEE PERMITS FOR ADDITIONAL
REQUIREMENTS AND CONDITIONS
REVIEWED BY: DATE:0
DESIGN
CRITERIA
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JEFFREY B. SELLERS
FL PE # 68313
1/24/2017
C-4
DRAWING SHEET:
OFFICE COPY S1
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1.0 LEGEND & FRAMING NOTES
(2)2x6-1/2 - HEADER/BEAM CALL -OUT (SEE DETAIL 10/ST-5)
NUMBER OF KING STUDS EACH SIDE OF OPENING
NUMBER OF JACK STUDS EACH SIDE OF OPENING
- SIZE OF HEADER MATERIAL (NO. 2 SYP)
NUMBER OF PLIES IN HEADER
O HIGH UPLIFT CONNECTION CALL -OUT, SEE HIGH UPLIFT
CONNECTION NOTES, THIS SHEET
A STRUCTURAL KEYNOTE, SEE KEYNOTE SPECIFICATIONS.
THIS SHEET
INTERIOR BEARING WALL
EACH CELL FILLED W/#5
KNEE -WALL FRAME
SW - WOOD FRAMED SHEARWALL
FASTEN 7/16" OSB TO FRAMING WITH 8d COMMON AT 3" ON CENTER
ON EDGE AND 12" ON CENTER IN THE FIELD. BLOCK ALL PANEL
EDGES IN SHEARWALL W./ 2x4 BLOCKING TO FIT TIGHT BETWEEN
STUDS. PLACE DBL STUDS AT EACH END OF SHEARWALL W./
SIMPSON MSTA24 IN EACH STUD TO BEAM BELOW. SOLE PLATE TO
BEAM W./ 12d COMMON NAILSL @ 4" O.C.
WOOD FRAMING CONNECTION HARDWARE
OPLACE STUD GROUP UNDER TRUSS, BEAM OR RAFTER (TRUSS) SPECIFIED ON PLAN. NUMBER OF STUDS EQUALS
2 NUMBER OF PLIES IN TRUSS (UNO). CONNECT TRUSS TO TOP PLATE WITH (2)LGT2 W/(28)16d SINKERS OR (3)HTS
W/(20)10d. IF USING LGT2 ON SINGLE PLY TRUSS, APPLY 48" LONG SCAB TO BOTTOM CHORD AT BRG W/(16)16d.
PLACE ATC WITHIN 3" OF STUD GROUP. EMBED ALL -THREAD 12" IN STEMWALL APPLICATION. SUBSTITUTION OF
TRUSS TO PLATE CONNECTOR RATED FOR 3,570# UPLIFT (Cd=1.60) ACCEPTABLE IF APPROVED BY EOR ALTERNATE
DIRECT CONNECTION OF TRUSS TO FOUNDATION: HTT16 TO TRUSS VERTICAL. W/(18) 10d COMMON & TO FOUND
WITH (1)Y2" DIA. x 6" EMBED (12" FOR STEMWALL AND BOND BEAM) THREADED ROD.
OPLACE STUD GROUP UNDER TRUSS, BEAM OR RAFTER (TRUSS) SPECIFIED ON PLAN. NUMBER OF STUDS EQUALS
NUMBER OF PLIES IN TRUSS (UNO). CONNECT TRUSS TO TOP PLATE WITH (1)LGT2 W/(28)16d SINKERS OR (2)HTS
W/(20)10d. IF USING LGT2 ON SINGLE PLY TRUSS, APPLY 48" LONG SCAB TO BOTTOM CHORD AT BRG W/(16)10d. PLACE
ATC WITHIN 3" OF STUD GROUP. EMBED ALL -THREAD 7" IN STEMWALL APPLICATION. SUBSTITUTION OF TRUSS TO
PLATE CONNECTOR RATED FOR 1,785# UPLIFT (Cd=1.60) ACCEPTABLE IF APPROVED BY EOR ALTERNATE DIRECT
CONNECTION OF TRUSS TO FOUNDATION: LTT20B TO TRUSS VERTICAL W/(10) 16d COMMON & TO FOUND WITH (1) Y2"
DIA. x 6" EMBED (12" FOR STEMWALL AND BOND BEAM) THREADED ROD.
PLACE STUD GROUP UNDER TRUSS, BEAM OR RAFTER (TRUSS) SPECIFIED ON PLAN. NUMBER OF STUDS EQUALS
C� ) NUMBER OF PLIES IN TRUSS (UNO). CONNECT TRUSS TO STUD GROUP WITH (2)LGT2 W/(28)16d SINKERS OR (3)HTS
W/(20)10d. IF USING LGT2 ON SINGLE PLY TRUSS, APPLY 48" LONG SCAB TO BOTTOM CHORD AT BRG W/(16)10d.
CONNECT STUD GROUP TO BEAM BELOW WITH (3)MSTA36 W/(18)10d SUBSTITUTION OF TRUS`; TO PLATE CONNECTOR
RATED FOR 3,570# UPLIFT (Cd=1.60) ACCEPTABLE IF APPROVED BY EOR
PLACE STUD GROUP UNDER TRUSS, BEAM OR RAFTER (TRUSS) SPECIFIED ON PLAN. NUMB[ IZ OF STUDS EQUALS
3b� NUMBER OF PLIES IN TRUSS (UNO). CONNECT TRUSS TO STUD GROUP WITH (1)LGT2 W/(28)164 SINKERS OR (2)HTS
W/(20)10d. IF USING LGT2 ON SINGLE PLY TRUSS. APPLY 48" LONG SCAB TO BOTTOM CHORD AT BRG W/(16)10d.
CONNECT STUD GROUP TO BEAM BELOW WITH (2)MSTA36 W/(18)10d SUBSTITUTION OF TRUSS TO PLATE CONNECTOR
RATED FOR 1,785# UPLIFT (Cd=1.60) ACCEPTABLE IF APPROVED BY EOR
MASONRY CONNECTION HARDWARE
SOLID FILL CELL UNDER TRUSS.
OTRUSS TO MASONRY BOND BEAM W/ SIMPSON HHETA16 W/ (16)
10dx1 1/2" COMMON NAILS (UPLIFT = 2250 LB., Cd = 1.6)
SOLID FILL CELL UNDER TRUSS.
5 TRUSS TO MASONRY WITH SIMPSON FGTR W/ (18) SIMPSON SDS Y4" x 3" %NOOD SCREWS TO TRUSS, (2) Y2"
DIA. x 5" TITEN HD SCREW. (UPLIFT CAP. = 5000 LB., Cd = 1.6)
SOLID FILL CELL UNDER TRUSS.
�.J TRUSS TO MASONRY W/ SIMPSON HGT-2/HGT-3 W/ (16) 10d COMMON NAILS IN TRUSDS, (2) [" DIA. x 12"
EMBED ALL -THREAD DRILLED AND EPDXIED (UPLIFT CAPACITY = 6500 LB. Cd =1.6)
OSOLID FILL CELL UNDER TRUSS.
7 TRUSS TO MASONRY W/ SIMPSON HTT22 W/ (32) 10d COMMON NAILS IN TRUSDS, (1) 5/s" DIA. x 12" EMBED
ALL -THREAD DRILLED AND EPDXIED (UPLIFT CAPACITY = 4250 LB. Cd =1.6)
SOLID FILL CELL UNDER TRUSS.
8 TRUSS TO MASONRY W/ SIMPSON HDQ8 W/ (20) SDS'/4 x 3" SCREWS IN TRUSDS. (1)'/8" DIA. x 12"
EMBED ALL -THREAD DRILLED AND EPDXIED (UPLIFT CAPACITY = 6900 LB. Cd =1.6)
FRAMING KEYNOTES:
NO.2 SYP BEARING BLOCK FASTENED TRUSS W/12d COMMON NAILS. USE (2) ROWS
@ 3" O.C. FOR 2x4 BLOCK OR (3) ROWS @ 3" O.C. FOR 2x6 BLOCK.
ZLNO.2 SYP BEARING BLOCK FASTENED TO TRUSS W/12d COMMON NAILS. USE (2)
ROWS @ 3" O.C. FOR 2x4 BLOCK OR (3) ROWS @ 3" O C FOR 2x6 BLOCK.
TOP PLATE SPLICES TO BE BRIDGED W/(2) MSTA24 W/(18) 10d COMMON EACH. (1)
J STRAP EACH FACE OF WALL.
/� FASTEN MEMBER TO HEADER OR BEAM W/HTS W/(20) 10d OR EQUAL CONNECTOR
L� APPROVED BY EOR, RATED FOR 1,450# UPLIFT (Cd=1.60)
LLFASTEN MEMBER TO HEADER OR BEAM W/(2)HTS W/(20) 10d EACH OR EQUAL
CONNECTOR APPROVED BY EOR, RATED FOR 2,900# UPLIFT (Cd=1.60)
FASTEN MEMBER TO HEADER OR BEAM W/(3)HTS W/(20) 10d EACH OR EQUAL
M CONNECTOR APPROVED BY EOR, RATED FOR 4,350# UPLIFT (Cd=1.60)
2.0 FOUNDATION NOTES
STEMWALLS OVER FOUR COURSES TALL REQUIRE SPECIAL ATTENTION TO BRACING DURING
CONSTRUCTION. CONTACT THE ENGINEER OF RECORD
TO CONTROL CRACKING IN SLAB ON GRADE, CUT 1" DEEP SAW CUTS IN A 15' X 15' GRID THROUGHOUT THE
SLAB WITHIN 4 HOURS OF CONCRETE PLACEMENT.
DO NOT SCALE FOOTING DIMENSIONS AND LOCATIONS FROM PLANS. DO NOT DETERMINE LOCATION FROM
ARCHITECTURAL PLANS OR FRAMING PLAN.
IF FOOTING SIZE OR LOCATION IS NOT DETERMINATE FROM USE OF FOUNDATION PLAN ALONE. CONTACT
THE ENGINEER OF RECORD.
SIMPSON STRONG -TIE ACRYLIC TIE (REPORT ER -5791) SHALL BE USED IN ALL DRILLED AND EPDXIED
CONNECTIONS TO CONCRETE. ANCHOR BOLT, THREADED ROD. OR DOWELED REINFORCING STEEL MUST
BE EMBEDDED TO THE DEPTH SPECIFIED ON THE PLANS IN A HOLE DRILLED 1/16" GREATER IN DIAMETER
THAN THE DIAMETER OF THE ANCHOR. MANUFACTURER'S SPECIFICATIONS MUST BE FOLLOWED FOR
PROPER INSTALLATION.
3.0 SHOP DRAWINGS
THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR THE REVIEW OF THE ARCHITECT AND
ENGINEERING, SHOP DRAWINGS SHALL BE SUBMITTED FOR VARIOUS TRADES INCLUDING BUT NOT
LIMITED TO, FABRICATED STRUCTURAL STEEL, REINFORCING STEEL FOR CONCRETE AND MASONRY;
ANCHORS; PREFABRICATE WOOD TRUSSES.
SHOP DRAWINGS TO BE SUBMITTED SHALL PROVIDE COMPLETE INFORMATION FOR THE PRODUCTS OR
COMPONTENTS TO BE SUPPLIED, SUBMITTAL INFORMATION SHALL INCLUDE. BUT NOT BE LIMITED TO:
MEMBER SIZES AND DIMENSIONS: FINISH AND MATERIAL COATINGS TO BE FURNISHED: INFORMATION
REGARDING CUTS, COPES AND HOLES REQUIRED FOR OTHER TRADES, END CONNECTION; CAMBER AND
OTHER DEVIATION FROM LINE; SPECIAL ERECTION AND/OR INSTALLATION PROCEDURES INCLUDING
REQUIREMENTS FOR TEMPORARY STABILIZATION.
THE CONTRACTOR SHALL NOT DIRECTLY INCORPORATE THE STRUCTURAL DRAWINGS. OR PORTIONS
THEREOF, INTO SHOP DRAWINGS OR ERECTION DRAWINGS TO BE SUBMITTED FOR THIS PROJECT.
THE REVIEW OF SHOP DRAWINGS AND OTHER SUBMITTALS FOR THIS PROJECT IS FOR CONFORMANCE
WITH THE DESIGN CONCEPT AND FOR GENERAL COMPLIANCE WITH THE INFORMATION CONTAINED IN
THE CONTRACT DOCUMENTS. COMMENTS REGARDING THESE SUBMITTALS DO NOT RELIEVE I I IE
CONTRACTOR FROM COMPLIANCE WITH THE CONTRACT DOCUMENTS. THE CONTRACTOR IS
RESPONSIBLE FOR PERFORMING HIS WORK IN A SAFE AND SATISFACTORY MANNER.
4.0 MATERIAL SPECIFICATIONS
4.1 NOOD
4.2
4.E
4.'
4.
ALL STRUCTURAL LUMBER SHALL CONFORM TO THE MOST CURRENT APPLICABLE SPECIFICATIONS OF THE
AMERICAN INSTITUTE OF TIMBER CONSTRUCTION.
ALL LUMBER SHALL COMPLY WITH PS 20 "AMERICAN SOFTWOOD LUMBER STANDARD" AND WITH THE
APPLICABLE RULE OF INSPECTION AGENCIES CERTIFIED BY AMERICAN LUMBER STANDARD. FACTORY MARK
EACH PIECE OF LUMBER WITH GRADE STAMP OF INSPECTION AGENCY EVIDENCING COMPLIANCE WITH
GRADING RULE REQUIREMENTS.
ALL STUDS SHALL BE NO. 2 SYP (UNO).
ALL DBL PLATES IN VERTICAL FRAMING SHALL BE NO. 2 SYP (UNO).
ALL RAFTERS AND JOISTS SHALL BE NO, 2 SYP (UNO).
NO CUTS, HOLES, OR COPES REQUIRED FOR OTHER TRADES IN STRUCTURAL WOOD FRAMING WILL BE
PERMITTED WITHOUT PRIOR REVIEW AND APPROVAL OF ENGINEER AND ARCHITECT.
PRESSURE TREAT ALL WOOD WITH WATER -BORNE PRESEVATIVES ALL LUMBER FOR SILL PLATES AND OTHER
WOOD WHICH MAY BE EXPOSED TO WEATHER OR EARTH, PRESSURE TREATMENT SHALL COMPLY WITH
REQUIREMENTS OF AWPB STANDARDS C2 AND LP -22.
ALL METAL FASTENERS AND CONNECTORS INSTALLED IN PRESSURU TREATED LUMBER SHALL BE
PROTECTED IN ACCORDANCE WITH TABLE 4.3-1 BELOW
TABLE 4.3-1: FASTENERS IN PRESSURE TREATED LUMBER
PRESERVATIVE
DIA.
ACQ & NON -DOT
CONNECTORS MUST HAVE Z -MAX. G120 OR 1 RIPLE ZINC COATED FINISH.
BORATE
ALL FASTENERS MUST BE HOT DIPPED GALVANIZED.
SODIUM BORATE
STANDARD FINISH IS ACCEPTABLE (UNO)
ACZA
NOT RECOMMENDED, STAINLESS CONNECTORS AND FASTENERS
31/4"
REQUIRED.
MASONRY
ALL MASONRY UNITS SHALL HAVE fm = 1,500 psi AND SHALL ERECTI D IN RUNNING BOND WITH TYPE M OR S GROUT
OVER FULL BED. EVERY OTHER COURSE SHALL BE EQUIPPED WITH 9 GAGE LADDER TYPE JOINT REINFORCEMENT.
ALL GROUT TO MIXED PER ASTM C476 STANDARDS. fc = 3,000 PSI
VERTICAL WALL REINFORCING TO BE ASTM A615 GRADE 60 REBAR
LAPS BETWEEN VERTICAL REINFORCING AND DOWELS TO BE 24"
VERTICAL REINORCING TO HAVE 6" BEND INTO BOND BEAM. DOWI I S TO HAVE 6" BEND INTO FTG
WELDABLE DOWEL BARS TO BE ASTM A706 STEEL
PRE -CAST MASONRY LINTELS
ALL PRECAST LINTELS TO HAVE ONE #5 BAR CONTINUOUS AT BOT I OM OF LIN i EL.
PRECAST LINTELS USED OVER WALL OPENINGS ARE TO HAVE CELLS FILLED SOLID ABOVE LINTEL CONTINUOUS
TO TOP OF WALL.
BOND BEAM REINFORCING IS TO BE CONTINUOUS THROUGHOUT INCLUDING WHEN LINTEL IS COINCIDENT WITH
BOND BEAM
LINTELS TO HAVE MIN 4" BEARING AT EACH END.
CONSULT MANUFACTURE SPECIFICATIONS FOR INSTALLATION RE (-)UIREMEN T S OF LINTEL
iCONCRETE
CONCRETE USED TO FILL MASONRY UNITS SHALL HAVE fc = 3,000 psi.
CONCRETE FOR SLABS ON GRADE SHALL HAVE fc = 3,000 psi.
CONCRETE FOR STRIP FOOTINGS SHALL HAVE fc = 3,000 psi.
CONCRETE FOR SPOT FOOTINGS UNDER STEEL COLUMNS SHAI I HAVE fc = 3,000 psi.
CONCRETE FOR SLABS ON GRADE AND CONCRETE TOPPINGS SI TALL BE EQUIPPED WITH
SHEET 6 x 6 x W1.4 x W1.4 WELDED WIRE MESH AT MID -DEPTH.
STEEL
ALL STRUCTURAL STEEL DESIGNED PER A.I.S.C. ASD 9TH EDITION AND IS TO BE FABRICATED OF THE
FOLLOWING STRENGTHS:
WIDE FLANGE SHAPES AND CHANNELS
STEEL TUBES
ALL OTHER STEEL
ALL CONTINUOUS HORIZONTAL REINFORCEMENT SHALL HAVE 90 DEGREE BENDS AT CORNERS AND SHALL HAVE
25" LAP AT SPLICES.
ALL REINFORCING BARS SIZE #3 OR GREATER SHALL BE ASTM A615 GRADE 60 REBAR
WELDED DOWEL BAR REINFORCING SHALL BE ASTM A706 WELDABLE STEEL
WELDED WIRE FABRIC TO BE ASTM A 185.
TRUSS HANGERS, CONNECTORS, STRAPS, AND THE LIKE SHALL BE HOT DIPPED GALVANIZED IN A MANNER
CONSISTENT WITH THE CORROSIVE SALT ENVIRONMENT OF THE OCEANFRONT.
S NAILS
COMMON WIRE NAILS AND THREADED HARDENED STEEL NAILS SHALL CONFORM TO THE NOMINAL SIZES
SPECIFIED IN ASTM F1667. NOMINAL DIAMETER SIZES APPLY TO FASTENERS BEFORE APPLICATION OF
PROTECTIVE COATING.
WHEN A BORED HOLE IS REQUIRED TO PREVENT SPLITTING OF A WOOD DUE TO FASTENER PENETRATION,
THE BORED HOLE SHALL NOT EXCEED 75% OF THE NAIL OR SPIKE DIAMETER
THE NOMINAL DIAMETER AND LENGTH OF TYPICAL FASTENERS SPECIFIED FOR THIS PROJECT ARE AS LISTED
IN TABLE 4.6-1 BELOW
TABLE 4.6-1: NAIL SIZE LEGEND
16d COMMON
DIA.
LENGTH
0.165"
3 1/ 2"
16d COMMON
0.148"
3 1/4"
12d COMMON
0.148"
31/4"
10d COMMON
0.148"
3"
104x1/2"
0.148"
1 1/ 2"
8d COMMON
0.131"
2 1 /2"
10d RINGSHANK
0.134"
3"
8d RINGSHANK
0.134"
2 1/ 2"
4.9 WOOD STRUCTURAL PANEL
ALL WOOD STRUCTURAL PANEL SHALL CONFORM TO THE MOST CURRENT APPLICABLE
SPECIFICATION AND SUPPLEMENTS OF THE AMERICAN PLYWOOD ASSOCIATION.
ALL PANEL END JOINTS SHALL OCCUR OVER SUPPORTS AND SHALL BE STAGGERED ONE HALF PANEL LENGTH FROM
ADJACENT PANELS. PROVIDE Y8 INCH SPACE AT PANEL ENDS.
WOOD STRUCTURAL PANELS SHALL BE INSTALLED AS FOLLOWS:
(1) EXTERIOR WALLS: MIN'/6' 24/16 SPAN RATED OSB OR 5 -PLY PLYWOOD W/ 8d COMMON: 3" O.C. AT
PANEL EDGES, 12" O.C. IN THE FIELD.
(2) ROOF DECK SHEATHING: MIN 15/32" 32/16 SPAN RATED OSB OR PLYWOOD (3 -PLY OR BETTER) W/8d
RING SHANK NAILS: 6" O.C. AT PANEL EDGES, 6" O.0 IN THE FIELD. ROOF SHEATHING SHALL SPAN OVER
A MINIMUM OF (3) SUPPORTS.
(3) FLOOR DECK SHEATHING: 19/32" T & G OSB OR PLYWOOD W/ 10d COMMON 6" O.C. AT PANEL EDGES,
12" O.C. IN THE FIELD.
(4) PORCH DECK SHEATHING: 3/4" T & G PLYWOOD UNDER CONCRETE TOPPING, SEE ARCH DRAWINGS.
(5) PORCH CEILING BOARD: MIN 7/16" 24/16 SPAN RATED OSB OR PLYWOOD (3 -PLY OR BETTER)
INSTALLED PERPENDICULAR TO SUPPORTS W/ 8d COMMON: 6" O.C. AT PANEL EDGES, 6" O.C. IN THE FIELD.
(6) INTERIOR SHEARWALLS: MIN 7/16" OSB OR 3 -PLY PLYWOOD W/ 8d COMMON: 3" O.C. AT PANEL EDGES,
12" O.C. IN THE FIELD.
4.10 PRE-ENGINEERED WOOD ROOF TRUSSES
ROOF TRUSSES FABRICATED TO ACHIEVE THE ROOF PLANES DEPICTED ON THE ARCHITECTURAL PLANS SHALL BE DESIGNED UNDER THE
SUPERVISION OF A REGISTERED FLORIDA PROFESSIONAL ENGINEER. FABRICATION DRAWINGS SHALL BE PREPARED IN ACCORDANCE WITH
ANSI/TP11-2002 AND SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL PRIOR TO FABRICATION. TEMPORARY BRACING DESIGN SHALL
BE THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE LEFT IN PLACE AFTER CONSTRUCTION IS COMPLETE.
TRUSS LOADING
ROOF TRUSSES EXPOSED TO WIND SHALL BE DESIGNED FOR ASCE 7-02 120 MPH EXPOSURE C ENCLOSED BUILDING
DESIGN. TRUSSES SPANNING OVER EXTERIOR PORCH AREA ARE TO BE DESIGNED WITH AN INTERIOR PRESSURE
COEFFICIENT OF 1.0 APPLIED TO THE UNDERSIDE OF THE TRUSS BOTTOM CHORD FOR THE LENGTH OF TRUSS EXPOSED
TO PORCH AREA.
WOOD ROOF TRUSSES SHALL BE DESIGNED TO SUPPORT THE LOADS INDICATED BELOW AT THE SPACING INDICATED
ON THE DRAWINGS.
a. UNIFORM TOP CHORD DEAD LOAD ................. 20 PSF.
b. UNIFORM TOP CHORD LIVE LOAD ................. 15 PSF
c. UNIFORM BOTTOM CHORD DEAD LOAD .............. 5 PSF.
d. UNIFORM BOTTOM CHORD LIVE LOAD ............. 10 PSF
d. MINIMUM NET UPLIFT
MWFRS...................................... . 30 PSF
CSC ...................................... . .60 PSF
e. LATERAL LOADS IN ACCORDANCE WITH THE 2004 FLORIDA BUILDING CODE.
THE TOTAL LIVE LOAD WHEN THE TOP CHORD LIVE LOAD IS ACTING CONCURRENTLY
WITH A BOTTOM CHORD LIVE LOAD ACTING CONCURRENTLY OVER THE ENTIRE LENGTH
OF THE BOTTOM CHORD MAY BE REDUCED 75% IN ACCORDANCE WITH FBC 1609
WOOD FLOOR TRUSSES SHALL BE DESIGNED TO SUPPORT THE LOADS INDICATED BELOW AT THE SPACING INDICATED
ON THE DRAWINGS.
a. UNIFORM TOP CHORD LIVE LOAD.. .. . . ..... 40 PSF
b. UNIFORM TOP CHORD DEAD LOAD..... ... .. 20 PSF
c. UNIFORM BOTTOM CHORD DEAD LOAD. . .. ......5 PSF
d. CORRIDOR LIVE LOAD .. ...... . . . .. ... .100 PSF
DEFLECTION CRITERIA
THE DEFLECTION OF THE ROOF TRUSSES UNDER THE INDICATED LOADS AND AT THE SPAN AND
SPACINGS SHOWN ON THE CONTRACT DRAWINGS SHALL MEET THE FOLLOWING CRITERIA:
a. THE DEFLECTION DUE TO LIVE LOAD SHALL NOT EXCEED THE SPAN
LENGTH/360.
b. THE DEFLECTION DUE TO THE TOTAL LOADS SHALL NOT EXCEEED
THE SPAN LENGTH/240.
THE DEFLECTION OF THE FLOOR TRUSSES UNDER THE INDICATED LOADS AND AT THE SPAN AND
SPACINGS SHOWN ON THE CONTRACT DRAWINGS SHALL MEET THE FOLLOWING CRITERIA:
a. THE DEFLECTION DUE TO LIVE LOAD SHALL NOT EXCEED THE SPAN
LENGTH/480.
b. THE DEFLECTION DUE TO THE TOTAL LOADS SHALL NOT EXCEEED
THE SPAN LENGTH/360.
4.11 THREADED ROD UPLIFT ANCHORS �
ONE ALL THREAD CONNECTION (ATC) IS COMPOSED OF 1/ 2" 36ksi ALL -TREAD THAT RUNS THE FULL
VERTICAL HEIGHT OF THE WALL, PENETRATING BOTH THE TOP AND BOTTOM PLATES, AND GROUTED
WITH SIMPSON STRONG -TIE ACRYLIC -TIE INTO CONCRETE, TYPICAL LOCATIONS FOR INSTALLATION
ARE EACH END OF EACH WALL, EACH SIDE OF EACH OPENING, AND 48 -INCHES ON CENTER. THE
TYPICAL EMBEDMENT IS 6" FOR MONOLYTHIC CONCRTE, 2 Ye" EMBED FOR CONCRETE TOPPINGS, AND
12" FOR STEMWALL AND OTHER FILLED MASONRY APPLICATIONS. THE ACRYLIC -TIE MUST FILL BOTH
THE HOLE IN THE CONCRETEAND THE HOLE IN THE WOOD PLATE. USE A 9/ 16" BIT FOR DRILLING
CONCRETE AND PLATE HOLES. THE TOP END OF THE ATC MUST BE RESTRAINED BY A 3" SQ. x 1/ 8"
THICK WASHER AND NUT. THE ALL -THREAD MAY BE SPLICED WITH A COUPLER THREADED ONTO THE
ALL -THREAD A MINIMUM DISTANCE OF 1/ 2" EACH END OF THE COUPLER. THE COUPLER SHALL BE
RATED FOR ALLOWABLE TENSION OF 3,200 POUNDS UNDER WIND LOADING. THE ALL -THREAD SHALL
BE INSTALLED PLUM WITH THE MAXIMUM DEVIATION FROM VERTICAL OF 3/ 8" HORIZONTAL PER FOOT
VERTICAL.
THE HEX NUT ABOVE THE TOP PLATE SHALL BE TIGHTENED TO APPROXIMATELY 30 ft -lbs OF TORQUE.
CHANGES IN MOISTURE CONTENT AND THE RELATED SHRINKAGE OF THE BUILDING MATERIALS WILL
EFFECTIVELY ELIMINATE THE PRE -LOADING CAUSED BY THE INITIAL TIGHTENING OF THE NUT. AFTER
ALL ROUGH -INS OF THE MECHANICAL AND ELECTRICAL TRADES ARE COMPLETE, AND PRIOR TO
INSTALLATION OF INSULATION, RE -TIGHTEN THE UPPER HEX NUTS TO 30 ft -lbs OF TORQUE.
4.12 METAL CONNECTORS
ALL METAL CONNECTORS SHALL BE SIMPSON STRONG -TIE PRODUCT OR EQUIVALENT. FOR
TYPICAL FASTENING OF METAL CONNECTORS.. SEE TABLE 4.12.1.
OFFICE COPY
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61
'MASONRY WALL
CONSTRUCTION
SPECIFICATIONS
MASONRY, MORTAR_ & GROUT:
1. ALL CMU TO HAVE MINIMUM fm = 1,500 psi
2. ALL MORTAR TO BE EITHER TYPE "M" OR "S"
3. ALL GROUT TO HAVE MINIMUM fc = 3,000 psi
VERTICAL REINFORCEMENT:
1. ALL REINFORCEMENT TO BE GRADE 60
2. ALL LAPS BETWEEN VERTICAL REINFORCEMENT
AND DOWELS TO BE A MINIMUM OF 24"
3. ALL DOWELS TO HAVE 8" BEND INTO FOOTING
4. ALL VERTICAL REINFORCEMENT TO HAVE 8" BEND INTO
BOND BEAM.
5. LOCATE #5 VERTICAL OVER #5 DOWEL AT THE FOLLOWING
LOCATIONS:
-AT EACH CORNER
-EACH SIDE OF OPENINGS
-(2) EACH SIDE OF OPENINGS 12'-0"
AND GREATER
-10' EXTERIOR WALLS: 48" O.C.
-AND AS SPECIFIED ON PLANS
HORIZONTAL REINFORCEMENT:
1. ALL NEW MASONRY TO HAVE LADDER TYPE JOINT
REINFORCEMENT @ 16" O.C.
BOND BEAM CONSTRUCTION_
1 -STORY WALL: 8" x 8" DEEP CONTINUOUS U -BLOCK BOND
BEAM WITH (2) #4 CONTINUOUS
2 -STORY WALL: (2) COURSE CONTINUOUS CMU BOND BEAM
W/ (2) #5 CONTINUOUS
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GENERAL NOTES:
8FX-1 B/1 T
BOND BEAM REINF.
(SEE NOTE ABOVE)
FILL SOLID TO
BOND BEAM
(1)#5 CONT. IN
PRECAST LINTEL
2. ALL PRECAST LINTELS ARE TO HAVE ONE
#5 REBAR AT BOTTOM OF LINTEL
3. AREAS OF BLOCK ABOVE MASONRY OPENINGS
ARE TO BE GROUTED SOLID TO TIE BEAM
4. TIE BEAM REINFORCEMENT IS TO BE CONT.
THROUGH OUT INCLUDING ABOVE MASONRY
OPENINGS. SEE TYPICAL WALL SECTION FOR REIN.
5. CONSULT FLOOR PLAN & ELEVATIONS FOR
EXACT COURSE COUNT ABOVE LINTEL
6. CONSULT CAST -CRETE INSTALLATION SPECIFICATIONS
FOR ADDITIONAL REQUIREMENTS.
7. UNLESS APPROVED OTHERWISE, ALL LINTELS TO
HAVE MIN 4" BEARING AT EACH END
SOLID FILLED CELL.
TYP AT EACH END
OF EACH WALL,
EACH SIDE OF EACH
OPENING, AND 48" O.C.
S6
8FX-1 B/1 T
❑ ❑
/2
Fol
8FX-1 B/1 T
8FX-1 B/1 T
8FX-1 B/1 T
8FX-1 B/1 T
PORCH TRUSS TO POST:
(2)MSTA24 W/(20)10d
POST TO SLAB:
ABU66 W/(12)16d
6X6 POST
TRUSS T33 TRUSS T34
6X6 POST
TRUSS T35
❑
8FX-1 B/1 T
CMU INFILL
4FX
CMU INFILL FG01
FG01 C�
4 ° MIN
❑❑(3) 2X6
TR SS FG01 SW
° SH ATHE WALL CONT. TO ROOF
i CMU INFILL
❑
3
S6
CMU INF'I�L
❑
(3)2x8-2/2
❑ ❑ ❑
8FX-1 B/1 T
n
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❑ c_
8FX-1 B/1 T
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OMIN (3) 2X6
T25
TRUSS T25
O
T25
FIRST FLOOR
SCALE 3/16" = 1'-0"
8FX-1 B/1 T
GENERAL PLAN NOTES:
1. FOR GENERAL NOTES AND KEYNOTE
SPECIFICATIONS, SEE SHEET S2.
2. IF HEADER NOT SPECIFIED,
CONTACT ENGINEER OF RECORD
3. SIMPSON ACRYLIC -TIE ADHESIVE SHALL BE USED IN ALL DRILLED
AND EPDXIED CONNECTIONS TO CONCRETE. ANCHOR BOLT,
THREADED ROD, OR DOWELED REINFORCING STEEL MAY BE
EMBEDDED TO THE SPECIFIED DEPTH, IN A HOLE %6" GREATER
THAN THE DIAMETER OF THE ANCHOR. MANUFACTURER'S
SPECIFICATIONS MUST BE FOLLOWED FOR PROPER INSTALLATION.
4. FASTEN ALL MULTI -PLY STUD COLUMNS UNDER BEAMS/GIRDERS
W./ (2) ROWS 10d COMMON @ 8" O.C. STAGGERED
5. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY,
UNO. ALL WATERPROOFING AND FIRE SAFETY SYSTEMS ARE THE
RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND
DETAILED BY OTHER
6. ALL METAL CONNECTORS SPECIFIED ON PLAN ARE IN ADDITION TO
FRAMING FASTENER REQUIREMENTS LISTED IN FLORIDA BUILDING
CODE TABLE 2306.1
7. FASTEN LEDGER TO FRAMING/TRUSS
VERTICALS AT EVERY SUPPORT AS FOLLOWS
(MAX 24" O.C. SPACING):
8. BEAMS IDENTIFIED BY NUMBER ON PLAN ARE TO
BE PROVIDED BY TRUSS MANF.
9. FOR PERMANENT BRACING REQUIREMENTS OF
PRE-ENGINEERED ROOF TRUSSES, SEE DETAIL
g K $ itCA&-1 _
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4X4X4 HDG STEEL COLUMN
W/ 6X6Xl HDG PLATE WELDED
TO EACH END OF COLUMN.
DRILL & EPDXY (4)18X6 DOWELS
TOP & BOTTOM IN EACH PLATE.
STRUCTURAL PLAN
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6.2 ATC ALTERNATIVES
TYPICAL HEADER
HDR SPAN
CONNECTION (END OF EACH HEADER)
LESS
TOP PLATE TO KING: MSTA24 W/(5) 10d IN TOP PLATE AND
THAN 5-0"
(7) 10d IN KING.
KING GROUP TO SLAB: LTT20B OR HTT16. (10) 16d AND Y2" X 7"
Qo
EMBEDMENT ATR.
�
TOP PLATE TO KING: (2)MSTA24. EACH W/(5) 10d IN TOP PLATE
5- 7'
AND (7) 10D IN KING.
KING GROUP TO SLAB: LTT20B OR HTT16. (10) 16d AND %2" X 7"
EMBEDMENT ATR.
TOP PLATE TO KING: (3)MSTA24. EACH W/(5) 10d IN TOP PLATE
7' 121
AND (7) 10d IN KING.
O
KING GROUP TO SLAB: (2)LTT20B W/(10) 16d AND %2" X 12" EMBED ATR
^
W/ WASHER OR HTT16 W/(18) 16d AND %" X 12"
►�
ATR.
HIGH UPLIFT HEADER
TOP PLT TO EACH KING: MSTA24. EACH W/(6) 10d IN TOP PLATE AND (8) 10d
IN KING.
HEADER TO JACK STUD: MSTA24 W/(8) 10d IN HEADER AND (10) 10d IN JACK.
KING GROUP TO SLAB: (1)HTT22 W/(32) 16d SINKERS AND 58" x 15" EMBED
ATR.
JACK AND KING STUDS: (2)ROWS 12d @ 6" BETWEEN ADJACENT
JACKS AND KINGS
ATC UPLIFT ANCHOR NOTES:
1. FASTENERS USED TO INSTALL THE ABOVE SPECIFIED CONNECTORS MUST BE
EMBEDDED INTO SOLID WOOD. FASTENERS INSTALLED BETWEEN STUDS ARE
NOT ACCEPTABLE.
2. ALTERNATIVES ARE NOT APPLICABLE FOR SW'S WHICH TERMINATE AT A HEADER
3. WHEN UTILIZING THE MSTA24 TOP PLT TO STUD CONNECTION AS SHOWN BELOW
ALL TRUSS TO TOP PLATE CONNECTIONS MUST BE INSTALLED ON THE SAME
FACE OF THE TOP PLATE,
TRUSS TO TOP PLT
CONNECTION MUST BE
TO INTERIOR FACE OF
EXTERIOR FACE WALL
OF WALL` MSTA TO TOP PLT W/(5)
10d COMMON
I
MSTA TO STUD W/(7) 10d
COMMON
MSTA INSTALLATION
BOTTOM PLATE ANCHOR —
W./ NUT AND 3" SQUARE
WASHER ADJACENT TO
CORNER STUDS
O STOP PLATE AT
DOOR
PACK ALL STUDS SOLID
AT CORNER W./ (2) ROWS
10d COMMON @ 8" O.C.
BOTTOM PLATE HOLD-DOWN AT PACKED OUT CORNERS
S6
SECOND FLOOR ATC NOTE
ATC NOT APPLICABLE FOR WALL SEGMENTS LOCATED OVER 1 ST FLOOR BEAMS OR HEADERS IN
WHICH THE DISTANCE BETWEEN ATC'S AT EACH END OF THE HEADER IS GREATER THAN THE ATC
SPACING TH .T IS SPECIFIED. IN THIS SITUATION THE FOLLOWING STUDS MUST BE STRAPPED:
TYPICAL WALLS: EVERY OTHER STUD TO BE CONNECTED TO TOP PLATE WITH SPH4/6 AND TO
BEAM/HEADE BELOW W/MSTA36 W/(18) 10d COMMON.
KING STUDS: EACH KING STUD TO TOP PLT W/SPH4/6 AND TO BEAM/HEADER
BELOW W/MSTA36 W/(18) 10d COMMON.
SHEARWALL . DOUBLE STUD AT SHEARWALL ENDS TO BEAM/HEADER BELOW WITH
(2) MSTA36 W/(18) 10d COMMON EACH.
** WHEN FLOOR SYSTEM EXCEEDS 16" DEPTH, USE SIMPSON CS16
(3)2x6-1/2
(3)2x6-1/2
(3)2x6-1/2
PROVIDE DOUBLE STUD POST DOWN
SUPPO ZT AT WALL FOR PORCH TRUSS.
BEAM TO STUDS W/(2) MTS12. STUDS TO
TOP PLATE W/(2) MTS12.
0-1/2
(3)2x6-1/2
(3)2x6-1/2
TRUSS T16
(3)2x8-1/2 O
3
T07
SCALE 3/16"
TRUSS T17
(3)2x6-1/2
(3)2x6-1/2
(3)2x6-1/2
(3)2x6-1/2
SEE NO I E 10
V-01)
PORCH TRUSS TO POST:
(2)MSTA24 W/(20)10d
POST TO SLAB:
ABU66 W/(12)16d
6X6 POST
2
S6
6X6 POST
STRUCTURAL
PLAN
GENERAL PLAN NOTES:
1. FOR GENERAL NOTES AND KEYNOTE
SPECIFICATIONS, SEE SHEET S2.
2. IF HEADER NOT SPECIFIED,
CONTACT ENGINEER OF RECORD
3. SIMPSON ACRYLIC -TIE ADHESIVE SHALL BE USED IN ALL DRILLED
AND EPDXIED CONNECTIONS TO CONCRETE. ANCHOR BOLT,
THREADED ROD, OR DOWELED REINFORCING STEEL MAY BE
EMBEDDED TO THE SPECIFIED DEPTH, IN A HOLE %6" GREATER
THAN THE DIAMETER OF THE ANCHOR. MANUFACTURER'S
SPECIFICATIONS MUST BE FOLLOWED FOR PROPER INSTALLATION.
4. FASTEN ALL MULTI -PLY STUD COLUMNS UNDER BEAMS/GIRDERS
W./ (2) ROWS 10d COMMON @ 8" O.C. STAGGERED
5. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY,
UNO. ALL WATERPROOFING AND FIRE SAFETY SYSTEMS ARE THE
RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND
DETAILED BY OTHER
6. ALL METAL CONNECTORS SPECIFIED ON PLAN ARE IN ADDITION TO
FRAMING FASTENER REQUIREMENTS LISTED IN FLORIDA BUILDING
CODE TABLE 2306.1
7. FASTEN LEDGER TO FRAMING/TRUSS
VERTICALS AT EVERY SUPPORT AS FOLLOWS
(MAX 24" O.C. SPACING):
8. BEAMS IDENTIFIED BY NUMBER ON PLAN ARE TO
BE PROVIDED BY TRUSS MANF.
9. FOR PERMANENT BRACING REQUIREMENTS OF
PRE-ENGINEERED ROOF TRUSSES, SEE DETAIL
10. INTERMEDIATE JACK STUDS REQUIRED BETWEEN
OPENINGS. ONLY (2) STUDS REQUIRED TO BE
STRAPPED TO HEADER W/MSTA24 AND TO
BOTTOM PLATE W/SPH6.1Y x 6" EMBED ANCHOR
BOLTS WITH 3" SQUARE WASHERS TO BE PLACED
WITHIN 4" OF EACH JACK GROUP.
SECOND FLOOR
STRUCTURAL
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I-_ 71
MIN 5/8" 24/16 APA RATED PLYWOOD ROOF
SHEATHING INSTALLED W/ LONG DIMENSION
PERPENDICULAR TO SUPPORTS W/ 8d
RINGSHANKS @ 6" O.C. AT PANEL EDGES, 6"
O.C. AT INTERMEDIATE SUPPORTS
PRE-ENGINEERED ROOF TRUSSES
DOUBLE 2x6 NO.2 SYP TOP PLATE
FASTENED W/ 2 -ROWS 10d COMMON @ 16"
O.C. STAGGERED (UNO). MIN 48" LAP W/ (24)
10d COMMON IN LAP.
TRUSS OR RAFTER TO TOP PLATE W/ (2)
SIMPSON MTS12 W/ (14) 10d x 1%2".
NUT & 3" SQUARE x �%" THICK WASHER
AT TOP PLATE
MIN 5/8" 24/16 APA SPAN RATED PLYWOOD
SHEATHING W/ LONG DIMENSION PERP TO
SUPPORTS. 8d COMMON: 6" O.C. AT PANEL
EDGES, 6" O.C. IN THE FIELD
2x6 NO.2 SYP EXTERIOR WALL
STUDS @ MAX 16 -INCHES O.C.
12" O 36 KSI THREAD ROD ANCHOR @ 48" O.0
(TYP). SEE FRAMING PLAN AND ATC
INSTALLATION SPECIFICATION FOR
REQUIREMENTS.
PRE-ENGINEERED FLOOR TRUSSES
PROVIDE BOTTOM PLATE NUT & 1-%2"
ROUND WASHER PER ATC
SPECIFICATIONS.
2x6 NO.2 SYP BOTTOM PLATE.
MIN 3/4" PLYWOOD FLOOR SHEATHING
GLUED AND SCREWED W/ #12 DECK
SCREWS 6" O.C. AT PANEL EDGES, 12" O.C.
IN THE FIELD.
2x8 NO. 2 SYP (PT) NAILER AT TOP OF
CMU WALL
NEW 8" CMU WALL AT FIRST FLOOR.
EXISTING 8" CMU WALLS TO REMAIN
PROVIDE NEW SOLID GROUTED
FILLED CELL W/ (1) #5 VERTICAL
@ MAX 48 -INCHES ON CENTER.
SEE PLAN FOR SPECIFICATIONS
EXISTING GRADE TO REMAIN
EXISTING 10x16 CONCRETE FOOTING
W/ (2) #5 CONTINUOUS TO REMAIN
(FIELD VERIFY AT TIME OF
CONSTRUCTION).
(_T"� EXTERIOR WALL SECTION
S6 NTS
SAWCUT EXISTING
AND PROVIDE NEW 12x16 CONCRETE
FOOTIN 3 W/ (2) #5 CONTINUOUS.
SEE PLAN FOR LOCATION.
EXTERIOR WALE_ SECTION
NTS
MIN 5/8" 24/16 APA RATED PLYWOOD ROOF
SHEATHING INSTALLED W/ LONG DIMENSION
PERPENDICULAR TO SUPPORTS W/ 8d
RINGSHANKS @ 6" O.C. AT PANEL EDGES, 6"
O.C. AT INTERMEDIATE SUPPORTS
PRE-ENGINEERED ROOF TRUSSES
DOUBLE 2x6 NO.2 SYP TOP PLATE
FASTENED W/ 2 -ROWS 10d COMMON @ 16"
O.C. STAGGERED (UNO). MIN 48" LAP W/ (24)
10d COMMON IN LAP.
TRUSS OR RAFTER TO TOP PLATE W/ (2)
SIMPSON MTS12 W/ (14) 10d x 1-%2".
NUT & 3" SQUARE x %a' THICK WASHER
AT TOP PLATE
MIN 5/8" 24/16 APA SPAN RATED PLYWOOD
SHEATHING W/ LONG DIMENSION PERP TO
SUPPORTS. 8d COMMON: 6" O.C. AT PANEL
EDGES, 6" O.C. IN THE FIELD
2x6 NO.2 SYP EXTERIOR WALL
STUDS @ MAX 16 -INCHES O.C.
%2" 0 36 KSI THREAD ROD ANCHOR @ 48" O.0
(TYP). SEE FRAMING PLAN AND ATC
INSTALLATION SPECIFICATION FOR
REQUIREMENTS.
OPTIONAL 6X6 CONCRETE CURB W/ (1) #5
CONT. & 6 -INCH D&E DOWELS @ 24" O.C.
EXISTING GRADE TO REMAIN
MIN 5/8" 24/16 APA RATED PLYWOOD ROOF
SHEATHING INSTALLED W/ LONG DIMENSION
PERPENDICULAR TO SUPPORTS W/ 8d
RINGSHANKS @ 6" O C. AT PANEL EDGES, 6"
O.C. AT INTERMEDIATE SUPPORTS
PRE-ENGINEERED ROOF TRUSSES
TRUSS OR RAFTER TO BOND BEAM W/ (2;
SIMPSON MTSM12 W/ (4) TITEN SCREWS
2x8 NO. 2 SYP (PT) NAILER AT TOP OF
CMU WALL
NEW 8" CMU WALL AT FIRST FLOOR
EXISTING 8" CMU WALLS TO REMAIN
PROVIDE NEW SOLID GROUTED
FILLED CELL W/ (1) #5 VERTICAL
@ MAX 48 -INCHES ON CENTER.
SEE PLAN FOR SPECIFICATIONS.
EXISTING GRADE TO REMAIN
EXTERIOR WALL SECTION
NTS
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NTS
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FL PE # 68313
1/24/2017
DRAWING SHEET:
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APPLIED TO FRONT SIDE
OF WEBS
T -BRACE FASTENED TO WEB W/
12d AT 6" O.C. T -BRACE TO BE
SAME SIZE, SPECIES, AND GRADE
AS WEB TO BE BRACED.
CONTINUOUS LATERAL RESTRAINT
QUANTITY AND LOCATION DEFINED BY
TRUSS SHOP DRAWING.
(1) DIAGONAL BRACE PER (4) TRUSSES
APPLIED TO BACK SIDE OF WEBS
(1) DIAGONAL BRACE PER (4) TRUSSES
APPLIED TO BACK SIDE OF WEBS
IF LATERAL RESTRAINT MUST BE MADE OF
MORE THAN ONE PIECE, DO SO WITH
OVERLAPPING BRACES LIKE THIS (TYP
EVERYWHERE)
TRUSSES NEEDING BRACING
LATERAL BRACING - MULTIPLE TRUSSES
2
SINGLE TRUSS BRACING
LEGEND AND NOTES:
1. T -BRACE TO BE SAME SIZE, SPECIES, AND GRADE AS WEB TO BE
BRACED.
2. ALL RESTRAINT LUMBER SHOWN SHALL BE 1x4 NO.3 SYP OR BETTER
OR 2x4 NO.3 SPF OR BETTER (UNO).
3. SHOULD A SCENARIO ARISE THAT DOES NOT RESEMBLE THOSE
INDICATED ABOVE, IMMEDIATELY CONTACT THE ENGINEER OF RECORD
FOR APPROPRIATE BRACING DETAILS.
4 BRACING LUMBER SHALL INTERSECT THE WEBS OF THE BRACED
TRUSS AT LOCATIONS INDICATED AS NEEDING BRACING ON THE
INDIVIDUAL TRUSS DETAILS PRODUCED BY THE TRUSS ENGINEER.
5. ALL FASTENERS SHOWN ARE 0.131" DIA x 3" LONG (UNO).
RECOMMENDED ATC ROD PLACEMENT PROCEDURE
1. PLACE HTT22 HOLDDOWN CONNECTOR AT SHEARWALL ENDS AS INDICATED
ON THE FRAMING PLAN.
2. PLACE RODS WITHIN 6" OF BEARING WALL ENDS.
3. PLACE RODS WITHIN 6" OF EACH SIDE OF EACH OPENING.
4. PLACE RODS BETWEEN THE RODS PLACED IN STEPS
1,2, AND 3 AT MAX 48" O.C. (UNO)
5. PLACE RODS AT HIGH POINT LOADS PER FRAMING PLAN.
HEADER TO TOP PLATE
CONNECTION PER
HEADER FRAMING
NOTES. ST -1.
SIMPSON MSTA24 AT -
EACH SHEARWALL END
STUD (SEE OPTION
BELOW)
OPTIONAL: OMIT STRAPS AT TOP
OF STUDS IF ATC COUPLES ONTO
HTT22 & EXTENDS TO TOP PLT.
-%" ATC. 3" SQ WASHER:
TYPICAL OPENINGS
-1/8" ATC. 3' SQx%4" THICK WASHER:
HIGH UPLIFT HEADERS
ADDITIONAL ATC ANCHOR @
MAX 48" O.C. (MIN 1 PER
SHEARWALL)
SIMPSON HTT22 AT EACH END
OF SHEARWALLS
L
�I
MAX 48"
TYPICAL THREADED ROD INSTAL
2nd FLOOR WALL
ABOVE
WALL SHEATHING
SEE TYPICAI
WALL SECTIOP
1st FLOOR WALI
BELOV
FLOOR BRACING DETAIL
NOTE: RIBBON ON FLOOR TRUSSES NOT
SHOWN FOR CLARITY
WHERE ATC NOT APPLICAE
SIMPSON MSTA24 AT HEADER K
STl
ADDITIONAL ME
CONNECTORS OVER HEAE
SEE SHEET
PROVIDE BOTTOM PLATE NUT & 1
ROUND WASHER PER Al
SPECIFICATIONS, SHEET ST -1, IN E)
WALLS & SHEARWALI
NUT AND 3" SQUARE
WASHER ADJACENT
OPENINGS, TYP
ADDITIONAL
THREADED ROD AT
MAX 48" O.C.
ADDITIONAL)
ANCF
PROVIDE BOTTOM PLATE NUT
ROUND WASHER PER ATC
SPECIFICATIONS, SHEET ST -1..
WALLS & SHEARWALLS
ANCHOR EMBED:
CMU
CONCRETE
2x6 S) P GOAL POST ATTACHE[
TO S-1 UDS W/ (2) ROWS OF 3-Y2
GALV I )ECK SCREWS @ 12" O.0
GARAGE DOOR TRACK ATTACHED
PER MANUF WRITTEN
SPECIFICATIONS
3/4" T&G FLOOR DECK.
FASTEN TO LATERAL
BRACE W/ (4)10d
COMMON NAILS
2x4 NO.2 SYP DIAGONAL
BRACE @ 24" O.C.
DIAGONAL BRACE TO
FLOOR TRUSS OR DBL
TOP PLATE W/ (3)10d
COMMON TOE -NAILS AT
EACH END.
PRE-ENGINEERED
FLOOR TRUSSES
BY OTHERS
CEILING LINE
ROOF DECK PER
TYPICAL WALL SECTION
PROVIDE SOLID
BLOCKING AT POST
LOCATION ABOVE
PORCH TRUSS
KING AND JACK STUDS
PER PLAN
ROOF TRUSS
5/8" CDX PLYWOOD
FASTENED TO TRUSSES,
RAFTERS OR BLOCKING
w/8d COMMONS @ 6"
EDGE, 6" FIELD.
WOOD STRUCTURAL SHEATHING,
SEE WALL SECTION
GARAGE DOOR BUCK/JAMB NAILED TO
STUDS W/ (2) 16d
COMMON OR 12d CC NAILS @ 16" O.C.
WEATHER STRIPPING/STOP
GARAGE DOOR
= SPECIFIED DECK SCREWS FOR
ST ATTACHMENT, THE GARAGE
PPLIER MAY SPECIFY A FASTENING
. OF THE GARAGE DOOR TRACK
DIRECTLY TO THE KING AND JACK STUDS,
THROUGH THE GOAL POST.
GARAGE DOOR JAMB DETAIL
ADDITIONAL ANCHORS UNDER
HEADER, SEE SHEET ST -1
ATC TYPICAL PLACEMENT INSTALLATION
TYPICAL PORCH SHEATHING DETAIL
(HIGH UPLIFT CONNECTOR
CALLOUT PER PLAN)
JAL THREADED
IIGH UPLIFT TRUSS
IFIED ON PLAN
APPLICABLE OVER
=L HEADERS.
V MSTA36 OR CS16
�T HEADER KING STUDS
ACH END.
)N MSTA24 AT
R KING STUDS
JAL: OMIT MSTA KING
'0 1 ST FLOOR TOP PLT.
E Y2" ATC TO HTT22 & RUN
FLR DBL TOP PLT.
)N HTT22 AT EACH
SHEARWALLS
Huui i iviJAL ANCHORS UNDER
HEADER AS REQUIRED, SEE
SHEET ST -1
.TRUSSES PARALLEL TO WALL:
2x6 NO.2 SYP NAILER FASTENED
TO DBL TOP PLT w/ 10d @ 3" O.C.
TRUSSES PERPENDICULAR TO WALL:
2x6 NO.2 SYP BLOCKING
BETWEEN EACH TRUSS. FASTEN
TO DBL TOP PLT w/10d @ 4" O.C.
EXTERIOR WALL
IT AND 3" SQUARE
kSHER AT TOP PLATE,
P
APSON MSTA24 EACH STUD
'ER SHEARWALL END
UDS
)VIDE BOTTOM PLATE NUT & 1-'/2"
JND WASHER PER ATC
:CIFICATIONS, SHEET ST -1, IN EXT
_LS & SHEARWALLS
IPSON MSTA36
TIONAL . OMIT MSTA
RAPPING AT 2ND FLOOR TOP
& FLOOR TO FLOOR.
UPLE %2" ATC TO HTT22 & RUN
TOP 2ND FLR DBL TOP PLT.
DITIONAL ATC ANCHOR @
X 48" O.C. (MIN 1 PER
EARWALL)
APSON HTT22 AT EACH
D OF SHEARWALLS
ANCHOR EMBED:
CMU 12"
CONCRETE 6"
FRAMING
DETAILS
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JEFFREY B. SELLERS
FL PE 4 68313
1/24/2017
DRAWING SHEET:
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