1631 ATLANTIC BEACH DR - NEW HOME STRUC. DRAWINGSDESIGN CRITERIA AND LOADS
Building Code
FASTENER TYPE
Florida Building and Residential Codes, 6th Edition (2017)
Code for Design Loads
IZ - Interior Zone (psf) EZ - End Zone (psf)
ANSI/ASCE 7-10
+24.61 -26.70
ROOF LOADING.. ..............................................
Cd = 1.25
TOP CHORD LIVE LOAD..................................20
PSF
TOP CHORD DEAD LOAD................................7
PSF
BOTTOM CHORD LIVE LOAD
+22.01 -24.09
ATTICS WITH LIMITED STORAGE ...............
20 PSF (PER FRC)
ATTICS WITHOUT STORAGE .......................
10 PSF
-25.56
-30.74
(NON -CONCURRENT)
BOTTOM CHORD DEAD LOAD........................5
PSF
WIND LOADING .................................................
Cd = 1.60
ASCE 7-10, 3S GUST........................................130
MPH
BASIC WIND SPEED
6" O.C. AT PANEL EDGES, 12" O.C. IN FIELD (BLOCKED HORIZONTAL PANEL EDGES)
EXPOSURE CATEGORY ..................................
C
BUILDING CATEGORY .....................................
II
ENCLOSURE CLASSIFICATION ......................
ENCLOSED
INTERNAL PRESSURE COEFF........................
0.18
C&C DESIGN PRESSURES ..............................
(SEE TABLE 1)
FLOOR LOADING..............................................Cd
= 1.00
TOP CHORD LIVE LOAD..................................40
PSF
TOP CHORD DEAD LOAD................................17
PSF
BOTTOM CHORD LIVE LOAD ..........................
0 PSF
BOTTOM CHORD DEAD LOAD........................5
PSF
SPECIAL FLOOR (GAME ROOM) LOADING....
Cd = 1.00
TOP CHORD LIVE LOAD..................................60
PSF
TOP CHORD DEAD LOAD................................17
PSF
BOTTOM CHORD LIVE LOAD ...........................0
PSF
BOTTOM CHORD DEAD LOAD. .........
. 5 PSF
MAXIMUM FLOOR TRUSS SP.A,CJN <1,8° 0.Q
DEFLECTION CRITERIA
(1
ROOF TRUSSES ..............................................
LL/240
(18)0.162"x22"IN
TL/180
TL MAX 1" UP TO
40' SPAN
OPEN WEB FLOOR TRUSSES/BEAMS..........
LL/360
FiTT41,2,(3
TL/240
MTS12
TL MAX 34"
WOOD I JOISTS ...............................................
LL/480
TL/240
6" EMBED ANCHOR
TL MAX 2"
NOTES:
1. CONCURRENTLY LOADED LIVE LOAD MAY BE REDUCED PER
FBC 1605.3.1.1.
TABLE 1: COMPONENT AND
CLADDING DESIGN PRESSURES
WINDOWS AND DOORS
FASTENER TYPE
EFFECTIVE
WIND AREA
ZONE DESIGNATION
IZ - Interior Zone (psf) EZ - End Zone (psf)
0 - 20 ft2
+24.61 -26.70
+24.61
-32.95
21 - 50 ftz
+23.42 -25.51
+23.42
-30.58
51 - 100 ftz
+22.01 -24.09
+22.01
-27.74
101 - 200 fe +20.91 -23.00
VINYL SOFFIT MAX PRESSURE (psf)
+20.91
+23.5
-25.56
-30.74
GARAGE DOOR PRESSURE
SEE FRAMING PLAN
END ZONE KEY MAP
END ZONE: END ZONES SHALL BE TAKEN
AS THE 1ST 4.0' PER IRC FIGURE R301.2 (7)
I
L�
1 ST FLOOR 4.0 FT END ZONE
(TYP) [::�:DESIGNATION
2ND FLOOR
4.0 FT
(Np)END ZONE
__FDESIGNATION
TABLE 2: WOOD STRUCTURAL PANEL SHEATHING REQUIREMENTS
NOTES 3, 4
FASTENER TYPE
ACZA
STUCCO AND DIRECTLY
MIN 15/2" 32/16 SPAN RATED OSB OR PLYWOOD INSTALLED VERTICALLY OR (Y/6" 24/16
O z
ADHERED STONE
INSTALLED HORIZONTALLY) W/ 8d COMMON: 6" O.C. AT PANEL EDGES, 12" O.C. IN THE
_
8d RINGSHANK
FIELD. 2x4 BLOCKING IS RECOMMENDED AT UNSUPPORTED PANEL EDGES.
w Q
(NOTE 6)
0.148"
X w
10d
0.131"
3"
10d COMMON
0.148"
U
12d COMMON
MIN Z16 " 24/16 SPAN RATED OSB OR PLYWOOD INSTALLED VERTICAL OR HORIZONTAL
Q
ALL OTHER VENEER
W/ 8d COMMON: 6" O.C. EDGES AND FIELD (UNBLOCKED HORIZONTAL PANEL EDGES);
� ?�
(NOTE 7)
6" O.C. AT PANEL EDGES, 12" O.C. IN FIELD (BLOCKED HORIZONTAL PANEL EDGES)
ROOF DECK SHEATHING
MIN 15/2" 32/16 SPAN RATED OSB OR PLYWOOD INSTALLED WITH LONG DIMENSION
PERPENDICULAR TO SUPPORTS W/ 8d RING SHANK NAILS: 6" O.C. AT PANEL EDGES, 12"
IN
(NOTES 1,2)
O.C. IN THE FIELD,
FLOOR DECK SHEATHING:
23/2" T&G OSB OR PLYWOOD W/ 10d COMMON: 6" O.0 AT PANEL EDGES, 12" O.C. IN THE
(9) 10d COMMON
(NOTE 5)
FIELD.
PORCH CEILING BOARD SHEATHING:
MIN 3/" OSB OR PLYWOOD OR CDX INSTALLED PERPENDICULAR TO SUPPORTS W/ 8d
BED EPDXY OR
DTB- e Z
COMMON: 3" O.C. AT PANEL EDGES, 12" O.C. IN THE FIELD.
"SW' DESIGNATED SHEAR WALLS:
MIN Z16" OSB OR PLYWOOD INSTALLED VERTICAL OR HORIZONTAL W/ 8d COMMON: 3"
CS20
(NOTE 7)
O.C. AT PANEL EDGES, 6" O.C. IN THE FIELD (UNBLOCKED HORIZONTAL PANEL EDGES),
S
REW ANCHOR
12" O.C. IN FIELD (BLOCKED HORIZONTAL PANEL EDGES).
NOTES:
1. FOR SHEATHING THICKNESS GREATER THAN 15/2" CATEGORY (32/16 SPAN RATING), USE 10d RING SHANK NAILS IN LIEU OF 8d RING
SHANK NAILS. (0.148" x 3" LONG).
2. COMMON NAILS IN WALL SHEATHING MAY BE SUBSTITUTED W/ 8d GALVANIZED BOX NAILS.
3. ZIP WALL SHEATHING IS AN ACCEPTABLE ALTERNATE FOR APA RATED WOOD STRUCTURAL PANEL.
4. ALL WOOD STRUCTURAL PANEL SHALL CONFORM TO THE MOST CURRENT APPLICABLE SPECIFICATION AND SUPPLEMENTS OF
CURRENT APPROVED APA.MANF. SPECIFICATIONS.
5. FLOOR FASTENERS ARE MINIMUM REQUIRED FOR DIAPHRAGM DESIGN. FOR INCREASED FLOOR PERFORMANCE AND TO HELP
REDUCE SQUEAKING, 8d RING SHANK NAILS OR 8d SCREW NAILS ARE RECOMMENDED.
6. 1532" 32/16 SPAN RATED OSB OR PLYWOOD WITH BLOCKED PANEL EDGES IS AN APA RECOMMENDATION PER APA TECHNICAL
BULLETIN Q370 WHEN STUCCO LATH IS ATTACHED DIRECTLY TO OSB OR PLYWOOD.. SHOULD BUILDER SPECIFICATIONS ALLOW,
MIN STRUCTURAL REQUIREMENTS ARE Z16" 24/16 SPAN RATING INSTALLED HORIZONTALLY OR VERTICALLY PER FLEXIBLE VENEER
WALL SPECIFICATIONS. INCLUDES FULL AND PARTIAL H I T,y/ENEER APPLICATIONS.u_,,,,
7. WOOD STRUCTURAL PANEL MAY BE INSTALLED VERTICALLY OR HORIZONTALLY W/UNBLOCKED HORIZONTAL PANEL EDGES.
WOOD BLOCKING IS REQUIRED FOR SHEARWALLS LESS THAN 5' IN LENGTH.
TABLE 3: MAXIMUM EXTERIOR WALL STUD SPACING (IN O.C.)
2x6N0.2SPF @MAX, 16"O.C.I
TABLE 4: NAIL SIZE LEGEND
NOTES 1, 2, 3, 4
FASTENER TYPE
ACZA
STANDARD CARBON STEEL
DIAMETER
LENGTH
8d COMMON
0.131"
2%"
8d RINGSHANK
0.113"
2-Y8"
10d x 1-Y2"
0.148"
1 %"
10d
0.131"
3"
10d COMMON
0.148"
3"
12d COMMON
0.148"
3-Y4"
16d SINKER
0.148"
3%"
16d COMMON
0.162"
34/2"
TABLE 5: FASTENERS IN
PRESSURE TREATED LUMBER
PRESERVATIVE
FASTENER TYPE
ACZA
STANDARD CARBON STEEL
SODIUM BORATE (NOTE 1)
STAINLESS CONNECTORS AND
1. SILL PLATES W/ SODIUM BORATE TREATMENTS BEARING ON
FASTENERS REQUIRED.
CONCRETE OVER VAPOR BARRIER ARE NOT DIRECTLY
CONNECTORS MUST HAVE
ALL OTHER PT
Z -MAX, G120 OR TRIPLE ZINC
(INCLUDING ACQ & MCQ)
COATED FINISH.
USP FASTENERS
ALL FASTENERS MUST BE HOT
ST -6 ......................
DIPPED GALVANIZED.
NOTES:
1 ST LEVEL
HOLD DOWN
2ND LEVEL
STRAPPING
1. INSTALL 10d NAILS UNLESS OTHERWISE SPECIFIED.
NOTES:
2. COMMON WIRE NAILS AND THREADED HARDENED STEEL NAILS
1. SILL PLATES W/ SODIUM BORATE TREATMENTS BEARING ON
SHALL CONFORM TO THE NOMINAL SIZES SPECIFIED IN ASTM
CONCRETE OVER VAPOR BARRIER ARE NOT DIRECTLY
F1667. NOMINAL DIAMETER SIZES APPLY TO FASTENERS
EXPOSED TO EARTH OR WEATHER AND HAVE BEEN PROVEN
BEFORE APPLICATION OF PROTECTIVE COATING.
TO BE NON -CORROSIVE TO CARBON STEEL FASTENERS.
3. WHEN A BORED HOLE IS REQUIRED TO PREVENT SPLITTING OF
USP FASTENERS
A WOOD DUE TO FASTENER PENETRATION, THE BORED HOLE
ST -6 ......................
SHALL NOT EXCEED 75% OF THE NAIL OR SPIKE DIAMETER.
ST -7 ......................
4. THE NOMINAL DIAMETER AND LENGTH OF TYPICAL FASTENERS
SPECIFIED FOR THIS PROJECT ARE AS LISTED IN TABLE 4.
GREATER THAN 111"
CONCRETE AND FOUNDATION NOTES
SEE FLOOR PLAN
1. CONCRETE COMPRESSIVE STRENGTH FOR FOOTINGS= 2,500 PSI AT 28 DAYS (UNO).
2. CONCRETE COMPRESSIVE STRENGTH FOR SLAB = 2,500 PSI AT 28 DAYS (UNO).
3. ALL REINFORCING STEEL #3 AND BIGGER SHALL BE ASTM A615 GRADE 40 DEFORMED BARS (UNO).
4. ALL REINFORCING STEEL SHALL HAVE 90 DEGREE BEND AT CORNERS WITH A 24" LAP. 24" LONG #4 BAR IS RECOMMENDED TO BE
INSTALLED AT ALL REENTRANT CORNERS.
5. FIBERMESH IS AN ACCEPTABLE ALTERNATIVE AND SHALL. NOT REQUIRE WWF. FIBER LENGTHS SHALL BE 1/2 INCH TO 2 INCHES IN LENGTH.
DOSAGE AMOUNTS SHALL RANGE FROM 0.75 TO 1.5 POUNDS PER CUBIC YARD IN ACCORDANCE WITH THE MANUFACTURER'S
RECOMMENDATIONS. SYNTHETIC FIBERS SHALL COMPLY WITH ASTM C1116. THE MANUFACTURER OR SUPPLIER SHALL PROVIDE
CERTIFICATION OF COMPLIANCE WHEN REQUESTED BY THE BUILDING OFFICIAL.
6. MASONRY STEMWALL AND MONOLITHIC FOOTING ARE INTERCHANGEABLE.
7. EARTH AND EARTH FILL SUPPORTING SLABS ON GRADE IS ASSUMED TO HAVE A MINIMUM BEARING CAPACITY OF 2,000 psf IN
ACCORDANCE WITH FRC 6TH EDITION (2017) TABLE R401.4.1, AND SHALL BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS.
COMPACT THE FILL IN 12" LIFTS TO AT LEAST 95% OF MODIFIED PROCTOR MAXIMUM DRY DENSITY. IT IS THE OWNER'S OR CONTRACTOR'S
RESPONSIBILITY TO CONFIRM THESE ASSUMPTIONS.
8. CONCRETE FLOOR SLABS ON GRADE SHALL BE INSTALLED OVER A MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WITH JOINTS
LAPPED 6" AND SEALED OVER CLEAN, COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL SOIL TREATMENT FOR PREVENTION OF
SUBTERRANEAN TERMITES.
9. STEMWALLS OVER 4 COURSES TALL REQUIRE SPECIAL ATTENTION TO BRACING DURING CONSTRUCTION. CONTACT ENGINEER OF
RECORD IF THIS CONDITION EXISTS.
10. TO CONTROL CRACKING, CUT 1" SAWCUTS IN THE SLAB' IN '! 15'x15' GRID WITHIN 12 HOURS OF CONCRETE PLACEMENT. CONTACT EOR
FOR ALTERNATIVE METHODS. CONTROL JOINTS ARE NOT FEQUIRED WHEN WWF OR FIBERMESH ARE INCLUDED WITH CONCRETE WORK.
11. DO NOT SCALE FOOTING DIMENSIONS AND LOCATIONS FROM THE FOUNDATION PLAN. DO NOT DETERMINE FOOTING LOCATION FROM
ARCHITECTURAL PLANS OR FRAMING PLAN. IF FOOTING �31ZE OR LOCATION IS NOT DETERMINATE FROM USE OF FOUNDATION PLAN
ALONE, CONTACT THE ENGINEER OF RECORD.
PRE-ENGINEERED TRUSSES & I -JOISTS
1. ROOF OR FLOOR TRUSSES FABRICATED TO ACHIEVE THE ROOF PLANES DEPICTED ON THE ARCHITECTURAL PLANS SHALL BE DESIGNED
UNDER THE SUPERVISION OF A REGISTERED FLORIDA PROFESSIONAL ENGINEER. ENGINEERING SHOP DRAWINGS SHALL BE PREPARED
IN ACCORDANCE WITH ANSI/TPI-2014 AND SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL PRIOR TO FABRICATION. DESIGN
CRITERIA IS LOCATED ON SHEET ST -1 OF THE PLAN SET. TEMPORARY BRACING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR
AND SHALL BE LEFT IN PLACE AFTER CONSTRUCTION IS COMPLETE.
2. TRUSSES OR I -JOISTS SHALL BE DESIGNED TO MATCH THE ORIENTATION, SPAN DIRECTION, SPACING, BEARING LOCATION AND NAMING
CONVENTION OF THE LAYOUT SHOWN HERE.
3. THE TRUSS ENGINEER SHALL PROVIDE ALL TRUSS TO TRUSS CONNECTION DESIGN AND SPECIFICATIONS AND SUBMIT THEM UNDER SIGN
AND SEAL WITH THE TRUSS SHOP DRAWINGS.
4. TRUSS UPLIFTS HAVE BEEN CALCULATED BY THE ENGINEER OF RECORD AND TAKEN INTO CONSIDERATION DURING THE DESIGN OF THE
UPLIFT RESTRAINT SYSTEM FOR THIS STRUCTURE. AS SU;H, THE REPORTED UPLIFTS ON THE TRUSS SHOP DRAWINGS MAY BE
DISREGARDED.
5. CONNECT ALL TRUSSES TO TOP PLATE AS SPECIFIED ON THE TYPICAL WALL SECTION SHEET.
6. I -JOISTS FABRICATED TO ACHIEVE THE FLOOR PLANS DEPICTED ON THE ARCHITECTURAL PLANS SHALL BE DESIGNED AND SUBMITTED TO
THE ENGINEER OF RECORD FOR APPROVAL PRIOR TO FABRICATION AND INSTALLATION. SEE DESIGN CRITERIA, THIS SHEET,
MASONRY NOTES
1. ALL MASONRY UNITS SHALL HAVE fm = 1,500 PSI AND SHALL ERECTED IN RUNNING BOND WITH TYPE M OR S MORTAR OVER FULL BED.
2. ENGINEER OF RECORD RECOMMENDS, BUT DOES NOT REQUIRE, ALL RUNNING BOND MASONRY WALLS TO BE EQUIPPED w/ 9 GAUGE
LADDER TYPE HORIZONTAL JOINT REINFORCEMENT AT EVERY OTHER COURSE.
3. SHOULD LIMITED AREAS OF STACK BOND MASONRY EXIST, EVERY OTHER COURSE SHALL BE EQUIPPED w/ 9 GAUGE LADDER TYPE
HORIZONTAL JOINT REINFORCEMENT
4. ALL GROUT TO MIXED PER ASTM C476 STANDARDS. fc = 2,500 PSI.
5. VERTICAL WALL REINFORCING TO BE ASTM A615 GRADE 60 REBAR.
6. LAPS BETWEEN VERTICAL REINFORCING AND DOWELS TO 8E 25".
7. VERTICAL REINFORCING TO HAVE 10" STANDARD HOOK INTO BOND BEAM. DOWEL TO HAVE 10" STANDARD HOOK INTO FOOTING.
8. PRE -CAST MASONRY LINTELS: SEE "TYPICAL PRECAST LINTEL" DETAIL ON DOWEL AND LINTEL PLACEMENT PLAN, ST -3.
9. PROVIDE MOISTURE BARRIER FOR ALL UNTREATED LUMBER IN CONTACT WITH MASONRY OR CONCRETE.
TABLE 7: METAL CONNECTOR SCHEDULE
IVV 1 CJ.
1. EPDXY ANCHOR EMBED FOR HOLD-DOWN CONNECTORS ANCHORED IN CMU TO BE 12 -INCHES. OPTIONAL SIMPSON 2"x12" TITEN HD OR USP WEDGE
BOLT+ IS AN ACCEPTABLE ALTERNATIVE ANCHOR INTO TOP OF MASONRY STEMWALL IN ALL CASES EXCEPT GARAGE RETURN HOLDDOWNS.
2. REFER TO FRAM( G NOTES THIS SHEET FOR ACRYLIC -TIE INSTALLATION SPECIFICATIONS.
3. PRODUCTS SELE TED USING SIMPSON 2015-2016 CATALOG AND USP PRODUCT CATALOG 57TH EDITION. PRODUCTS MAY BE SUBSTITUTED WITH
EQUAL OR BETTER APPROVED ALTERNATES. REFER TO RESPECTIVE CATALOG FOR ADDITIONAL INSTALLATION INSTRUCTIONS.
4. IF CONNECTOR I NOT LISTED ABOVE, CONTACT EOR FOR SPECIFIC FASTENING REQUIREMENTS.
5. POSITIVE PLACEMENT GUN NAILS, 22" LONG, WITH EQUIVALENT DIAMETER TO COMMON NAILS SPECIFIED ABOVE MAY BE USED FOR ABU POST
BASE ANCHORS, S18, AND MSTA FLAT STRAPS,
TABLE 8: SPECIFIED SW WALLS
NOTES 1, 2, 3, 4
END STUD GROUPS
SW TYPE NUMBER OF STUDS
SW1, SW2, SW3 2
SW4 3
1. KING/JACK STUDS MAY BE INCLUDED FOR STUD GROUP
REQUIREMENT.
S W 1 I I I I III /- MIIN 6T BLLOCK W,? (2) 10d OUD ADJACENT TO LD DOWN EEND STUD BE SUBSTITUTED W/
END STUDS CONNECTION (NOTES 5 6 7)
SW TYPE
1 ST LEVEL
HOLD DOWN
2ND LEVEL
STRAPPING
SP & SIMPSON CONNECTORS IN CORRESPONDING ROWS BELOW ARE EQUAL
DTT2Z
ALTERNATIVES AND MAY BE CONSIDERED INTERCHANGEABLE
SIMPSON
SIMPSON
FASTENERS
USP
USP FASTENERS
SIMPSON
SIMPSON
USP
USP FASTENERS
WALL SECTION SHEET
ST -6 ......................
SECTIONS AND DETAILS
ST -7 ......................
SECTIONS AND DETAILS
FASTENERS
GREATER THAN 111"
SEE FLOOR PLAN
SEE FLOOR PLAN
(8))/4"
1 2" SDS SCREWS
(3) 2x4
(2) 2x6
SEE FLOOR PLAN
(8) Y4" x 12" WS15-GC
1,2,3
IN
TUD2" 0 x 42"
Y 23
WOOD SCREWS IN STUD
(9) 10d COMMON
(9) 10d COMMON
DTT2Z
E
BED EPDXY OR
DTB- e Z
2„ 0 x 42" EMBED EPDXY
CS18
EACH END OF
CS20
EACH END OF
S
REW ANCHOR
OR SCREW ANCHOR
STRAP
STRAP
(1
)0.162"x22"IN
(18)0.162"x22"IN
HTT41,2,3
ST
D/BEAM/TRUSS
FiTT41,2,(3
STUD/BEAM/TRUSS
MTS12
(7) 1 O x 1 Y2"
MTW12
(7) 1 O x 1 2"
0
6" EMBED ANCHOR
0 x 6" EMBED ANCHOR
EACH END
EACH END
N CONCRETE
IN CONCRETE
(2E)
0.162" x 2 Y" I N
(26) 0.162" x 2 2" IN
1,2 ,3
HTT5
ST
D/BEAM/TRUSS
1.2,3
HTT45
STUD/BEAM/TRUSS
MSTA24
(9) 10d COMMON
MSTA24
(9) 10d COMMON
X, 0 x
6" EMBED ANCHOR
5/" 0 x 6" EMBED ANCHOR
EACH END
EACH END
IN
CONCRETE
IN CONCRETE
(20) 4'
x 3" SDS SCREWS
(24) 3" WS IN STUD
HDQ8-SDS3
I
Z8„
STUD GROUP
�HD8
GROUP
MSTA36
(13) 10d COMMON
MSTA36
13 1 Od COMMON
( )
Z8" 0 x
2" EMBED ANCHOR
7„
$ 0 x 12" EMBED ANCHOR
EACH END
EACH END
I
CONCRETE
IN CONCRETE
(38)'6d
SINKERS INTO
(38) 16d SINKERS INTO
(11) 10d x 12" IN
(11) 1 O x 1Y2" IN
S'THD14
STUDS
STAD14
STUDS
HTS20
TRUSS/RAFTER
HTW20
TRUSS/RAFTER
ET EMBED IN
WET EMBED IN
(11) 1 O x 12" IN
(11) 1 O r 12" IN
CONCRETE
CONCRETE
STUD
STUD
(10)
Od x 1 2" NAILS IN
(10) 16d COMMON NAILS
(5) 8d x 1 2" IN
(5) 8d x1 2" IN
LTT20B2
STUD
LTS192
IN STUD
H2.5T/
TRUSS
RT7/
TRUSS
2" 0
6" EMBED EPDXY
2" 0 x6" EMBED EPDXY
HA8
(5) 8o x 1 2" IN TOP
RT7AT
(5) 8d x 1 2" IN TOP
OR
CREW ANCHOR
OR SCREW ANCHOR
PLATE
PLATE
(5) 1 Od x1 2" IN
(5) 1 Od x1 2" IN
ABU44
(12) 1
d COMMON NAILS
PAU4Q'
(12) 16d COMMON NAILS
H8
TRUSS
RT8A
TRUSS
0
7" EMBED EPDXY
W 0 x 7" EMBED EPDXY
6
(5) 10d x 1 2" IN
(5) 10d x 1 2" IN
TOP PLATE
TOP PLATE
(12) 16d
COMMON NAILS
(12) 16d COMMON NAILS
(9) 1 O x1 2" IN
(8) 8d x1 2" IN
ABU66
/„ 0
7" EMBED EPDXY
PAU661
" O x 7" EMBED EPDXY
TSP
STUD
LFTA6
STUD
(12" E
BED AT GARAGE
(12" EMBED AT GARAGE
(6) 10d x 1 2" IN
(8) 8d x 1 2" IN
DOOR
RETURNS)
DOOR RETURNS)
PLATE
PLATE
HU48,
(14)
16d COMMON IN
HD48,
(14) 16d COMMON IN
(6) 10d COMMON
( 6 10 Y " N
HUC48,
HEADER
HD481F,
HEADER
DSP
IN TOP PLATE
RSPT6-2
TOP PLATE
HU28-2,
(6) 10d
COMMON IN BEAM
-2
HD2S 2
(6) 10d COMMON IN BEAM
COMMON
jN OER
HUC28-2
HD28
STUD/HEADER
STUD/HEADER()10d1Y2"
HU410,
(18)
16d COMMON IN
HD410,
(18) 16d COMMON IN
(26) 16d SINKER IN
(28) 16d SINKER IN
HUC410,
HEADER
HD4101F,
HEADER
WALL FRAMING
WALL FRAMI
HU210-2,
(10)
10d COMMON IN
HD210-2,
(10) 10d COMMON IN
LGT3
(12) SDS %" x 21"
LUGT3
(12) WS25 Y4" x 2 2"
HUC210-2
BEAM
HD210-21F
BEAM
IN TRUSS
IN TRUSS
(4) %"
1 2" SDS SCREWS
(4) Y4" x 12" WS 15 SCREWS
HGA1 OKT
IN
(4) %" x
RUSS/RAFTER
3" SDS SCREWS IN
HGA10
IN TRUSS/ RAFTER
(4) Y4" x 3" WS3 SCREWS IN
SDWC14500,
SDWC15600
NO USP
EQUIVALENT
TOP PLATE
_
TOP PLATE
TITEN HD
DIA. &
EMBED SPECIFIED
WEDGE
DIA. & EMBED SPECIFIED
ON PLAN
BOLT+
ON PLAN
IVV 1 CJ.
1. EPDXY ANCHOR EMBED FOR HOLD-DOWN CONNECTORS ANCHORED IN CMU TO BE 12 -INCHES. OPTIONAL SIMPSON 2"x12" TITEN HD OR USP WEDGE
BOLT+ IS AN ACCEPTABLE ALTERNATIVE ANCHOR INTO TOP OF MASONRY STEMWALL IN ALL CASES EXCEPT GARAGE RETURN HOLDDOWNS.
2. REFER TO FRAM( G NOTES THIS SHEET FOR ACRYLIC -TIE INSTALLATION SPECIFICATIONS.
3. PRODUCTS SELE TED USING SIMPSON 2015-2016 CATALOG AND USP PRODUCT CATALOG 57TH EDITION. PRODUCTS MAY BE SUBSTITUTED WITH
EQUAL OR BETTER APPROVED ALTERNATES. REFER TO RESPECTIVE CATALOG FOR ADDITIONAL INSTALLATION INSTRUCTIONS.
4. IF CONNECTOR I NOT LISTED ABOVE, CONTACT EOR FOR SPECIFIC FASTENING REQUIREMENTS.
5. POSITIVE PLACEMENT GUN NAILS, 22" LONG, WITH EQUIVALENT DIAMETER TO COMMON NAILS SPECIFIED ABOVE MAY BE USED FOR ABU POST
BASE ANCHORS, S18, AND MSTA FLAT STRAPS,
TABLE 8: SPECIFIED SW WALLS
NOTES 1, 2, 3, 4
END STUD GROUPS
SW TYPE NUMBER OF STUDS
SW1, SW2, SW3 2
SW4 3
1. KING/JACK STUDS MAY BE INCLUDED FOR STUD GROUP
REQUIREMENT.
S W 1 I I I I III /- MIIN 6T BLLOCK W,? (2) 10d OUD ADJACENT TO LD DOWN EEND STUD BE SUBSTITUTED W/
END STUDS CONNECTION (NOTES 5 6 7)
SW TYPE
1 ST LEVEL
HOLD DOWN
2ND LEVEL
STRAPPING
SW1
DTT2Z
MSTA36/CS18
SW2
HTT4
(2) MSTA36/CS18
SW3
HTT5
(3) MSTA36/CS18
SW4
HDQ8
(4) MSTA36/CS18
BOTTOM PLATE ANCHOR SPACING (NOTE 71
SW TYPE MAX ANCHOR SPACING
SW1 48" O.C.
SW2, SW3, SW4 24" O.C.
NOTES:
1. THE EXTERIOR WALLS ARE FULLY SHEATHED WITH OSB OR PLYWOOD. ALL TYPICAL EXTERIOR WALLS ARE SHEAR WALLS AND ARE PART OF THE
BUILDING'S MAIN IND FORCE RESISTING SYSTEM. ADDITIONAL FRAMING AND HOLD-DOWNS ARE REQUIRED ONLY AS NOTED ON THE PLAN OR IF
WALL SEGMENT I IDENTIFIED AS SW1, SW2, SW3, SW4, OR SWB ON THE PLAN.
2. ALL SW SHEAR W LL SHEATHING TO BE FASTENED TO FRAMING PER TABLE 2: WOOD STRUCTURAL PANEL SHEATHING REQUIREMENTS.
3. SW SHEAR WALLS INDICATED ON PLAN WITH WINDOW AND DOOR OPENINGS WITHIN THE SHEARWALL REQUIRE STUD GROUP AND HOLD DOWNS ONLY AT
EXTREME END OF DESIGNATED WALL OR PORTION THEREOF AS NOTED ON STRUCTURAL PLAN.
4. SWB - SEE "SWB-SPECIAL SHEAR WALL DETAIL", LOCATED ON THE DETAIL SHEET.
5. 2ND LEVEL "SW' S EAR WALLS - END STUDS OF SW WALL TO BE ANCHORED PER ONE OF THE FOLLOWING:
• HOLD DO WITH FULL -HEIGHT 2" DIA. ROD TO SLAB. END STUDS TO BE CONTINOUSLY SUPPORTED THROUGH FLOOR SYSTEM TO SLAB.
• 2ND LEVEL END STUDS TO MATCHING 1ST LEVEL STUD GROUP BELOW W/ STRAPPING AS NOTED. 1ST LEVEL STUD GROUP TO SLAB WITHHOLD
DOWN.
6. DESIGNATED "SW' SHEARWALLS WITH A COMMON CORNER REQUIRE (1) HOLDDOWN, WHICH IS TO BE LARGEST OF THE TWO HOLDOWNS SPECIFIED, UNO.
T SEE WALL SECTIO SHEET FOR RECOMMENDED BOTTOM PLATE ANCHOR OPTIONS. SEE TABLE 7 FOR HOLD-DOWN ANCHOR REQUIREMENTS.
FRAMING NOTES
1. SIMPSONACRYLIC-TIE ADHESIVE OR EQUAL SHALL BE USED IN ALL DRILLED AND EPDXIED ANCHOR APPLICATIONS.
ANCHORBOLT, THREADED ROD, OR DOWELED REINFORCING STEEL MAY BE EMBEDDED TO THE SPECIFIED DEPTH, IN
A HOLE S SPECIFIED BY MANF (TYPICALLY 16" TO 8" GREATER THAN SPECIFIED ANCHOR DIAMETER). ADHESIVE/EPDXY
MUST FI L THE HOLE IN THE CONCRETE AND WOOD BOTTOM PLATE. MANUFACTURER'S SPECIFICATIONS MUST BE
FOLLOWED FOR PROPER INSTALLATION.
2. ALL LUM ER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY, UNO. ALL WATERPROOFING AND FIRE SAFETY
SYSTEM ARE THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED BY OTHER.
3. ALL METAL CONNECTORS SPECIFIED ON PLAN ARE IN ADDITION TO FRAMING FASTENER REQUIREMENTS LISTED IN
FLORIDA BUILDING CODE TABLE 2304.9.1.
4. BEAMS IDENTIFIED BY NUMBER ON PLAN ARE TO BE PROVIDED BY TRUSS MANUFACTURER.
5. FASTEN LL MULTI -PLY STUD COLUMNS AND CORNERS TOGETHER WITH (2) ROWS 10d @ 8" O.C. STAGGERED.
UPPER LEVEL MULTI -PLY STUD GROUPS BELOW ALL GIRDER LOCATIONS TO BE CONTINUOUS THROUGH FLOOR
SYSTEM O FOUNDATION. (NOT REQUIRED BELOW HEADER JACK/KING STUD GROUPS)
6. FASTEN LL STUDS TO BOTTOM AND TOP (PLATES WITH (4)8d TOE NAILS OR (2)16d COMMON END NAILS.
7. FASTEN LL TRUSSES AND RAFTERS TO TOP PLATES WITH (3)8d TOE NAILS.
8. ALL MUL _I -PLY TRUSS GIRDERS AND BEAMS TO HAVE SOLID STUD GROUP BELOW MATCHING GIRDER OR BEAM
THICKNESS AND MATCHING WALL STUD SPECIFICATIONS AS NOTED ON STRUCTURAL PLAN, UNO.
SHEET INDEX
ST -1 ......................
STRUCTURAL SPECIFICATIONS
ST -2 ......................
FOUNDATION PLAN
ST -2.1 ...................
MASONRY PLAN
ST -3 ......................1
ST LEVEL STRUCTURAL FRAMING PLAN
ST-3A....................1ST
LEVEL ROOF FRAMING PLAN
ST -4 ......................
2ND LEVEL STRUCTURAL FRAMING PLAN
ST-4A....................2ND
LEVEL ROOF FRAMING PLAN
ST-5.......................TYPICAL
WALL SECTION SHEET
ST -6 ......................
SECTIONS AND DETAILS
ST -7 ......................
SECTIONS AND DETAILS
�ldgl 1
OR "OR" SHALL MEAN THAT EITHER OPTION PROVIDED IS AN EQUAL
ALTERNATIVE FOR THE APPLICATION SHOWN
UNO UNLESS NOTED OTHERWISE ON PLAN OR DETAIL
EOR ENGINEER OF RECORD
EW EACH WAY
OSB ORIENTED STRAND BOARD
WSP WOOD STRUCTURAL PANEL
SYP SOUTHERN YELLOW PINE
SPF SPRUCE -PINE -FUR
CONT CONTINUOUS
O.C. ON CENTER
LSL 1.55E TIMBERSTRAND LSL ENGINEERED LUMBER, 1 3/4" WIDE, UNO.
(3 1/2" WIDE LSL BEAMS ARE EQUIVALENT TO 2 -PLY 1 3/4" BEAM)
LVL 2.0E MICROLLAM LVL ENGINEERED LUMBER, 1 3/4" WIDE
PSL 2.0E PARRALLAM PSL ENGINEERED LUMBER, 3 1/2" WIDE, UNO.
SYS 42 PROPERLY RATED OPEN WEB HEADFR
T.O.M. TOP OF MASONRY
INTERIOR ROOF LOAD BEARING WALL; SPECIFICATIONS
OUTLINED ON TYPICAL WALL SECTIONS, DETAIL SHEETS
INTERIOR BEARING WALL WITH NO UPLIFT. NO UPLIFT ANCHORS REQUIRED. MINIMUM
BOTTOM PLATE ANCHORAGE IS 2" ANCHOR @ 8'-0" O.C. (UNO ON FRAMING PLAN OR SW
SPECIFICATIONS)
STRUCTURAL WOOD BEAM
FOUNDATION KEYNOTE CALLOUT
STUD COLUMN KEYNOTE CALLOUT
- NUMBER OF SDWC15600 CONNECTING TOP PLATE TO STUDS.
NUMBER OF STUDS BELOW BEAM/GIRDER TRUSS. STUDS
BOTTOM OF STUD COLUMN CONNECTION
• 1ST LEVEL STUD COLUMN: HOLDDOWN REQUIRED AT BASE OF COLUMN
• 2ND LEVEL STUD COLUMN: STRAPPING REQUIRED FROM 2ND LEVEL
COLUMN TO 1ST LEVEL STUDS/HEADER/BEAM.
"ANCHOR" REQUIRES BOTTOM PLATE ANCHOR WITHIN 3" OF STUD COLUMN
NUMBER OF SDWC15450 CONNECTING STUDS TO BOTTOM PLATE
HEADER STRAPPING KEYNOTE CALLOUT
NUMBER OF STRAPS CONNECTING HEADER TO JACK STUD
1 MSTA24 TYPE OF STRAP CONNECTING HEADER TO JACK STUD
1 DTT2Z KING/JACK GROUP BOTTOM CONNECTION
• 1ST LEVEL STUD GROUP: HOLDDOWN REQUIRED AT BASE OF STUD GROUP
• 2ND LEVEL STUD COLUMN: STRAPPING REQUIRED FROM 2ND LEVEL STUD
GROUP TO 1ST LEVEL STUDS/HEADER/BEAM.
NUMBER OF HOLDDOWNS/STRAPS AT BASE OF KING/JACK GROUP
HEADER FRAMING KEYNOTE CALLOUT
NUMBER OF KING STUDS EACH SIDE OF OPENING
NUMBER OF JACK STUDS EACH SIDE OF OPENING
SIZE OF HEADER (ALL HEADERS TO BE NO.2 SYP) OR WSP
NUMBER OF PLIES IN HEADER
ENGINEERED LUMBER HEADER FRAMING KEYNOTE CALLOUT
(2) 9 1/2" LSL-1/2 -� NUMBER OF KING STUDS EACH SIDE OF OPENING
NUMBER OF JACK STUDS EACH SIDE OF OPENING
HEADER MATERIAL (ALL HEADERS TO BE DESIGNATED AS LSL, LVL, PSL, OR SYS42)
DEPTH OF HEADER
NUMBER OF PLIES IN HEADER (1 3,4" WIDE UNO)
HEADER FRAMING
1. ALL HEADER JACK AND KING STUDS SHALL BE FASTENED TO EACH OTHER WITH (2) ROWS 10d @ 8" O.C.
STAGGERED.
2. WSP HEADERS ARE WOOD STRUCTURAL PANEL HEADERS AND HAVE THE FOLLOWING REQUIREMENTS:
• SHEATHING TO MATCH SPECIFICATION FOR EXTERIOR WALLS, SEE TABLE 2.
• ATTACH TO ALL FRAMING MEMBERS (KING STUD, TOP PLATE, HEADER SILL, CRIPPLES, ETC.) W/ 8d
COMMON @ 3" O.C.
• EITHER TOP OR BOTTOM PLY OF DBL TOP PLATE MUST SPAN CONTINUOUS OVER OPENING; SHEATHING
MUST BE EDGE NAILED TO CONTINUOUS PLY OF PLATE
• NO.2 SPF HEADER SILL INSTALLED ABOVE OPENING W/ (1) CRIPPLE STUD AT EACH END
• WALL SHEATHING ABOVE OPENING MUST BE CONTINUOUS (OR PROPERLY SPLICED PER TYPICAL WALL
SECTION SHEET) FROM TOP OF PLATE TO HEADER BELOW OR SILL PLATE ABOVE OPENING
3. FASTEN ALL MULTI -PLY HEADERS TOGETHER WITH (2) ROWS 1 Od @ 8" O.C., STAGGERED ALONG EACH EDGE.
4. FASTEN ALL HEADERS TO KING STUDS WITH (3)8d TOE NAILS.
5. IF HEADER NOT SPECIFIED, CONTACT ENGINEER OF RECORD.
6. LINO ON PLAN, MIN (1) SDWC15600 TOP PLT TO KING STUD AND (1) SDWC15450 KING STUD TO BOTTOM PLATE
CONNECTION REQUIRED EACH SIDE OF OPENING (NO CONNECTION REQUIRED FOR OPENINGS AT FIRST
FLOOR HEADER WHEN A 2ND LEVEL FLOOR SYSTEM IS ABOVE.
7. TOP PLATE TO HEADER CONNECTION PER ONE OF THE FOLLOWING (NO CONNECTION REQUIRED FOR
OPENINGS 39" OR LESS, AT WSP HEADERS, OR AT FIRST FLOOR HEADERS WHEN A 2ND LEVEL FLOOR
SYSTEM IS ABOVE:
• TOP PLATE TO HDR W/ SDWC15600 @ MAX 32" O.C. AS SHOWN, "ALTERNATE SECTION (HEADERS),ST-5
• SPH w/ (12) 10d x 1-Y2" @ 16" O.C. OR
• DSP w/ (14) 10d x 1%" @ 16" O.C. OR
• FASTEN TRUSS DIRECTLY TO HEADER w/ MTS OR HTS w/ (14) 10d x 1-1/2" (OR EQUAL APPROVED BY EOR).
TABLE 9: PLANK -ORIENTED HEADER REQUIREMENTS
NOTE 6 (APPLICABLE TO ALL)
TO MATCH WALL FRAMING SIZE AND GRADE, UNO.
2
2 STUDS
U) u
MAXIMUM 11'
(NOTES 1,2)
D p
Of
ADDITIONAL CLARITY FOR THE LOCATION OF THE STUD COLUMN
GREATER THAN 48" IJP TO 75" (NOTE 3)
(2) 2x4
2
ANCHOR
� FD
(3) 2x4
BOTTOM OF STUD COLUMN CONNECTION
• 1ST LEVEL STUD COLUMN: HOLDDOWN REQUIRED AT BASE OF COLUMN
• 2ND LEVEL STUD COLUMN: STRAPPING REQUIRED FROM 2ND LEVEL
COLUMN TO 1ST LEVEL STUDS/HEADER/BEAM.
"ANCHOR" REQUIRES BOTTOM PLATE ANCHOR WITHIN 3" OF STUD COLUMN
NUMBER OF SDWC15450 CONNECTING STUDS TO BOTTOM PLATE
HEADER STRAPPING KEYNOTE CALLOUT
NUMBER OF STRAPS CONNECTING HEADER TO JACK STUD
1 MSTA24 TYPE OF STRAP CONNECTING HEADER TO JACK STUD
1 DTT2Z KING/JACK GROUP BOTTOM CONNECTION
• 1ST LEVEL STUD GROUP: HOLDDOWN REQUIRED AT BASE OF STUD GROUP
• 2ND LEVEL STUD COLUMN: STRAPPING REQUIRED FROM 2ND LEVEL STUD
GROUP TO 1ST LEVEL STUDS/HEADER/BEAM.
NUMBER OF HOLDDOWNS/STRAPS AT BASE OF KING/JACK GROUP
HEADER FRAMING KEYNOTE CALLOUT
NUMBER OF KING STUDS EACH SIDE OF OPENING
NUMBER OF JACK STUDS EACH SIDE OF OPENING
SIZE OF HEADER (ALL HEADERS TO BE NO.2 SYP) OR WSP
NUMBER OF PLIES IN HEADER
ENGINEERED LUMBER HEADER FRAMING KEYNOTE CALLOUT
(2) 9 1/2" LSL-1/2 -� NUMBER OF KING STUDS EACH SIDE OF OPENING
NUMBER OF JACK STUDS EACH SIDE OF OPENING
HEADER MATERIAL (ALL HEADERS TO BE DESIGNATED AS LSL, LVL, PSL, OR SYS42)
DEPTH OF HEADER
NUMBER OF PLIES IN HEADER (1 3,4" WIDE UNO)
HEADER FRAMING
1. ALL HEADER JACK AND KING STUDS SHALL BE FASTENED TO EACH OTHER WITH (2) ROWS 10d @ 8" O.C.
STAGGERED.
2. WSP HEADERS ARE WOOD STRUCTURAL PANEL HEADERS AND HAVE THE FOLLOWING REQUIREMENTS:
• SHEATHING TO MATCH SPECIFICATION FOR EXTERIOR WALLS, SEE TABLE 2.
• ATTACH TO ALL FRAMING MEMBERS (KING STUD, TOP PLATE, HEADER SILL, CRIPPLES, ETC.) W/ 8d
COMMON @ 3" O.C.
• EITHER TOP OR BOTTOM PLY OF DBL TOP PLATE MUST SPAN CONTINUOUS OVER OPENING; SHEATHING
MUST BE EDGE NAILED TO CONTINUOUS PLY OF PLATE
• NO.2 SPF HEADER SILL INSTALLED ABOVE OPENING W/ (1) CRIPPLE STUD AT EACH END
• WALL SHEATHING ABOVE OPENING MUST BE CONTINUOUS (OR PROPERLY SPLICED PER TYPICAL WALL
SECTION SHEET) FROM TOP OF PLATE TO HEADER BELOW OR SILL PLATE ABOVE OPENING
3. FASTEN ALL MULTI -PLY HEADERS TOGETHER WITH (2) ROWS 1 Od @ 8" O.C., STAGGERED ALONG EACH EDGE.
4. FASTEN ALL HEADERS TO KING STUDS WITH (3)8d TOE NAILS.
5. IF HEADER NOT SPECIFIED, CONTACT ENGINEER OF RECORD.
6. LINO ON PLAN, MIN (1) SDWC15600 TOP PLT TO KING STUD AND (1) SDWC15450 KING STUD TO BOTTOM PLATE
CONNECTION REQUIRED EACH SIDE OF OPENING (NO CONNECTION REQUIRED FOR OPENINGS AT FIRST
FLOOR HEADER WHEN A 2ND LEVEL FLOOR SYSTEM IS ABOVE.
7. TOP PLATE TO HEADER CONNECTION PER ONE OF THE FOLLOWING (NO CONNECTION REQUIRED FOR
OPENINGS 39" OR LESS, AT WSP HEADERS, OR AT FIRST FLOOR HEADERS WHEN A 2ND LEVEL FLOOR
SYSTEM IS ABOVE:
• TOP PLATE TO HDR W/ SDWC15600 @ MAX 32" O.C. AS SHOWN, "ALTERNATE SECTION (HEADERS),ST-5
• SPH w/ (12) 10d x 1-Y2" @ 16" O.C. OR
• DSP w/ (14) 10d x 1%" @ 16" O.C. OR
• FASTEN TRUSS DIRECTLY TO HEADER w/ MTS OR HTS w/ (14) 10d x 1-1/2" (OR EQUAL APPROVED BY EOR).
TABLE 9: PLANK -ORIENTED HEADER REQUIREMENTS
NOTE 6 (APPLICABLE TO ALL)
1. FOR OPENING WIDTHS GREATER THAN OR EQUAL TO 48", FASTEN PLANK HDR TO STUD GROUP WITH MIN (6) 1 Od
TOE -NAILS AT EACH END.
2. WINDOWS WITH INTERMEDIATE JACK STUDS MAY BE TREATED AS SEPARATE OPENINGS.
3. FOR OPENING WIDTHS LESS THAN 48", A SINGLE 2x- PLATE IS SUFFICIENT. FASTEN PLATE TO STUDS WITH (3) 10d
TOE -NAILS AT EACH END.
4. FOR PLATE HEIGHTS ABOVE 11% SEE FLOOR PLAN FOR PLANK -ORIENTED HEADER REQUIREMENT.
5. (*) HEADERS DESIGNATED WITH AN ASTERISK REQUIRE MIN 2x6 WALL FRAMING.
6. IN SITUATIONS WHERE PLATE HEIGHT ELEVATION VERSUS TOP OF OPENING ELEVATION DOES NOT PROVIDE FRAMING
DEPTH ADEQUATE FOR PLANK ORIENTED HEADER TO BE INSTALLED, GRAVITY HEADER HAS BEEN SIZED TO RESIST OUT
OF PLANE WIND LOADS. ANY SHIM MATERIAL BETWEEN TOP OF OPENING & BOTTOM OF HEADER SHALL BE FASTENED
TO BOTTOM OF HEADER WITH (2) ROWS 0.131" 0 X 12" EMBED INTO HEADER @ 8" O.C. STAGGERED.
REVIEWED FOR CODE COIV PLIANCE\
CITY OF ATLANTIC BEACH
SEE PERMITS FOR ADDITIONAL
REQUIREMENTS ARID CONDITIONS
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04-02-2018
CONTINUOUS ROUGH OPENING WIDTH
STUCCO FINISH -L/360
FLEXIBLE FINISH -L/180
MAXIMUM 11'
MAXIMUM 11'
(NOTES 1,2)
PLATE HEIGHT
PLATE HEIGHT
GREATER THAN 48" IJP TO 75" (NOTE 3)
(2) 2x4
(2) 2x4
o GREATER THAN 75" UP TO 111"
(2) 2x6*
(3) 2x4
�
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SEE FLOOR PLAN
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GREATER THAN 75" UP TO 111"
GREATER THAN 111"
(3) 2x4
(2) 2x6
SEE FLOOR PLAN
(2) 2x4
(2) 2x6
SEE FLOOR PLAN
1. FOR OPENING WIDTHS GREATER THAN OR EQUAL TO 48", FASTEN PLANK HDR TO STUD GROUP WITH MIN (6) 1 Od
TOE -NAILS AT EACH END.
2. WINDOWS WITH INTERMEDIATE JACK STUDS MAY BE TREATED AS SEPARATE OPENINGS.
3. FOR OPENING WIDTHS LESS THAN 48", A SINGLE 2x- PLATE IS SUFFICIENT. FASTEN PLATE TO STUDS WITH (3) 10d
TOE -NAILS AT EACH END.
4. FOR PLATE HEIGHTS ABOVE 11% SEE FLOOR PLAN FOR PLANK -ORIENTED HEADER REQUIREMENT.
5. (*) HEADERS DESIGNATED WITH AN ASTERISK REQUIRE MIN 2x6 WALL FRAMING.
6. IN SITUATIONS WHERE PLATE HEIGHT ELEVATION VERSUS TOP OF OPENING ELEVATION DOES NOT PROVIDE FRAMING
DEPTH ADEQUATE FOR PLANK ORIENTED HEADER TO BE INSTALLED, GRAVITY HEADER HAS BEEN SIZED TO RESIST OUT
OF PLANE WIND LOADS. ANY SHIM MATERIAL BETWEEN TOP OF OPENING & BOTTOM OF HEADER SHALL BE FASTENED
TO BOTTOM OF HEADER WITH (2) ROWS 0.131" 0 X 12" EMBED INTO HEADER @ 8" O.C. STAGGERED.
REVIEWED FOR CODE COIV PLIANCE\
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04-02-2018
4" CONCRETE SLAB W/
6x6 W1.4 x W1.4 WWF OR
FIBERMESH
a
- - - _a_ - - - - -
° 8" MIN
28" MAX
17 7
VAPOR BARRIER
12" MIN/ //\/0
FOOTING TO BEAR ON
6" OPT. EXTENSION IN BRICK
FIRM UNDISTURBED SOIL LOCATIONS ON FND PLAN
12" UNDER 1 STORY WALL
WITH (2)#4 OR (2)#5 CONT ADDITIONAL NO. 4 OR NO. 5
BAR IN BRICK LEDGE
16" UNDER 2 STORY WALL
WITH (3)#4 OR (2)#5 CONT
O)YO NOLITHIC FOOTING SECTION
GROUND ADJACENT TO FTG SLOPES DOWN
AND AWAY FROM STRUCTURE STEEPER THAN
V-0" VERTICALLY PER 3'-0" HORIZONTALLY,
CONTRACTOR HAS TWO CHOICES:
1. PRIOR TO CONSTRUCTION, SEEK GUIDANCE
CF EOR TO PREVENT EROSION OF SOIL.
2. USE STEMWALL FOOTING
(2) #4 OR (2) #5 CONTINUOUS 6x6 - W1.4 x W1.4 WWF
OR FIBERMESH
a
A A
\/\\ d
/ VAPOR BARRIER
16"
3 BEARING WALL FOOTING SECTION
4" CONCRETE SLAB W1
6x6 W1.4 x W1.4 WWF OR
FIBERMESH
0'-0" A.F.F.
-------a---�
a d ` d
\\
d 4
--
a -
--------- d
a /
8"x8" THICKENED 8"
FTG AT STEP-DOWN,
SEE PLAN
CURB STEP SECTION
4
VARIES
8" MIN
VAPOR BARRIER
6"
4" CONCRETE SLAB NO 4 OR NO 5 @ 18" O.C.
W/ 6x6 W1.4 x W1.4
W! 9" BEND @BOTTOM
WWF OR FIBERMESH VARIES
8 " MIN
A
- - - ° - °
a
28" MAX
\� \\/ \X/�\/�\ /\j\ a e 12" M I N
a /
VAPOR BARRIER
6" OPT, EXTENSION IN BRICK
LOCATIONS ON FND PLAN
12" UNDER 1 STORY WALL
WITH (2)#4 OR (2)#5 CONT ADDITIONAL NO. 4 OR NO. 5
BAR IN BRICK LEDGE
16" UNDER 2 STORY WALL
WITH (3)#4 OR (2)#5 CONT
5 GARAGE EXT WALL CURB SECTION
IF GROUND ADJACENT TO FTG SLOPES DOWN
AND AWAY FROM STRUCTURE STEEPER THAN
V-0" VERTICALLY PER T-0" HORIZONTALLY,
CONTRACTOR HAS TWO CHOICES:
1. PRIOR TO CONSTRUCTION, SEEK GUIDANCE
OF EOR TO PREVENT EROSION OF SOIL.
2. USE STEMWALL FOOTING
4" CONCRETE SLAB W/-\
6x6 W1.4 x W1.4 WWF
OR FIBERMESH
0'-0" A.F.F.
-d----a--------, VARIES
a d e a e1
\ \ \ d L----------
IX,
T„
12" UNDER 1 STORY WALL BARRIER
WITH (2)#4 OR (2)#5 CONT
16" UNDER 2 STORY WALL
WITH (3)#4 OR (2)#5 CONT
6 BEARING CURB STEP SECTION
CKENED
'LAN
BEYOND AND
FTG, SEE PLAN
=N BACK
ER 4
COURSES HIGH. SHOULD THIS CONDITION EXIST, RECOMMENDATIONS
MAY BE OBTAINED FROM THE ENGINEER OF RECORD.
2. SCREW IN ANCHORS ALLOWED IN MONOLITHIC FOOTINGS ONLY.
EPDXY ANCHORS MUST BE USED IN STEMWALL FOUNDATIONS
v
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0
4'-4"
48'-0"
16-3" 15'-6" 16-3"
_ ***NOTE***
BUILDER TO PROVIDE
STEPS TO GRADE PER
ARCH PLANS
------- --------------- ---------------------
I � I
L- _J L- __JL
I 1 I 1
• 12" SQ. SOLID FILLED FORM & POUR 2 ® 1
CONC. PEDESTAL OR CMU BASE 1
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BEND AND TIE TO FTG (4) TOTAL I
2 REINFORCEMENT AT BOTTOM
• (4) TOTAL Z I
li If (
I
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GENERAL FOUNDATION NOTES
1. EARTH AND EARTH FILL SUPPORTING SLABS ON GRADE IS ASSUMED TO HAVE
A MINIMUM BEARING CAPACITY OF 2,000 psf IN ACCORDANCE WITH FRC 6TH
EDITION (2017) TABLE R401.4.1, AND SHALL BE FREE OF ORGANIC MATERIAL
AND COHESIVE SOILS. COMPACT THE FILL IN 12" LIFTS TO AT LEAST 95% OF
MODIFIED PROCTOR MAXIMUM DRY DENSITY. IT IS THE OWNER'S OR
CONTRACTOR'S RESPONSIBILITY TO CONFIRM THESE ASSUMPTIONS.
2. IF CONTRACTOR OR BUILDING OFFICIAL DETERMINES THAT THE SOIL IS NOT
SUITABLE FOR 2,000 PSF BEARING CAPACITY, CONTACT EOR. ADDITIONAL
FOUNDATION WORK MAY BE REQUIRED.
3. SLIDING GLASS DOOR FRAMES MUST BE RECESSED INTO THE SLAB IN
ACCORDANCE WITH THE FLORIDA BUILDING CODE. CONSULT ARCHITECTURAL
PLANS FOR LOCATION OF SLIDING GLASS DOORS.
4. MASONRY STEMWALL AND MONOLITHIC FOOTINGS ARE INTERCHANGEABLE.
SEE DETAIL SHEETS FOR ALTERNATE STEMWALL SECTIONS.
5. 24" LONG # 4 BAR IS RECOMMENDED TO BE INSTALLED AT ALL RE-ENTRANT
CORNERS, SEE "RE-ENTRANT CORNER DETAIL" THIS SHEET,
FOUNDATION KEYNOTES:
NOTES APPLICABLE ONLY WHERE SPECIFIED ON PLAN
A8"x8" DEEP THICKENED EDGE
W/ (1)#4 CONT
12" DEEP FTG W/ #4 @ 12" EW
B UNDER BOX COLUMN, FTG TO BE
PROJECTED MIN 6" AS SHOWN
16"SQx12" DEEP FTG W/
•113)#4 EW
A(3#4
24"SQx20" DEEP FTG W/
EW
Q30"SQx20" DEEP FTG W/
(4)#4 EW
E
Q36"SQx20" DEEP FTG W/
F (4)#4 EW
A48"SQx24" DEEP FTG W/
(5)#4 EW, T&B
CONTROL JOINT (CJ) NOTES:
1. TIMING
• CUTS MUST BE MADE THE SAME DAY AS PLACEMENT. AS SOON AS THE
CONCRETE HAS SET ENOUGH TO ALLOW SAWCUTS WITHOUT RAVELING
THE COURSE AGGREGATE FROM THE CUT, MAKE THE CUT.
• CUTS MADE THE NEXT DAY OR AT SUBSEQUENT TIMES DO NOT PROVIDE
ADEQUATE PROTECTION AGAINST "RANDOM" CRACKING.
2. DEPTH
THE CUT SHOULD BEAT LEAST 1" DEEP, BUT NOT MORE THAN 1 '/d' DEEP.
3. SEALING
a)
cl
THE CUTS SHOULD BE SEALED WITH A SEMI-RIGID EPDXY OR ACRYLIC 00
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CV
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FOOTING, SEE PLAN '
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RE-ENTRANT CORNER DETAIL Q
(RECOMMENDED) N
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6x6 W1.4 x W1.4 WWF
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L- ----- o Custom
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FOOTING TO BEAR ON FIRM \ ' U DAE/SDA
UNDISTURBED SOIL ADDITIONAL #4 OR #5 W IN BRICK LEDGE I- REVIEWED:
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HAVE 6" BEND @ BOTTOM 0-
-
NOTED ON FND PLAN Q REVISIONS DATE
CAST -IN-PLACE FOOTING SPECS Q- - - ---
1 -STORY: 8" x 16" W/(2) #4 OR (2)#5 CONT
2 -STORY: 10" x 20" W/(3) #4 OR (2) #5 CONT
CMU STEMWALL SECTION LU
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1. SPECIAL CARE SHOULD BE EXERCISED BY CONTRACTOR WHEN BACK
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MAY BE OBTAINED FROM THE ENGINEER OF RECORD. d
2. SCREW IN ANCHORS ALLOWED IN MONOLITHIC FOOTINGS ONLY. <
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CMU/METAL CONNECTOR ENGINEERING
P.E.N°.'1457
04-02-2018
10
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FILL SOLID TO
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IN PRECAST LINTEL
8FX-1 B/1 T
PRECAST LINTEL NOTES:
1. ALL PRECAST LINTELS GREATER THAN 4'-0" ARE TO
HAVE ON #5 REBAR AT BOTTOM OF LINTEL
2.AREAS OF BLOCK ABOVE MASONRY OPENINGS ARE TO
BE GROUTED SOLID TO TIE BEAM
3. BOND BEAM TO BE CONTINUOUS THROUGH OUT
INCLUDING ABOVE MASONRY OPENINGS. SEE TYPICAL
WALL SECTION FOR REINFORCEMENT.
4. CONSULT FLOOR PLAN & ELEVATIONS FOR EXACT
COURSE COUNT ABOVE LINTEL
5. CONSULT CAST -CRETE INSTALLATION SPECIFICATIONS
FOR ADDITIONAL REQUIREMENTS.
6. UNLESS APPROVED OTHERWISE, ALL LINTELS TO HAVE
MIN 4" BEARING AT EACH END.
TYPICAL PRECAST LINTEL
LINTEL SCHEDULE
CAST -CRETE REINFORCED CONCRETE
BEAM LINTELS (OR EQUIVALENT)
LINTEL NO.
MAX. CLEAR
SPAN
LINTEL
DESCRIPTION
COMMENTS
L-1
16'-0"
8F48-1 B/1 T
PRESTRESSED
L-2
-6"
2'-8"
3'-10"
L-3
3'-0"
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SERVICE DOOR
L-4
in
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IN PRECAST LINTEL
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PRECAST LINTEL NOTES:
1. ALL PRECAST LINTELS GREATER THAN 4'-0" ARE TO
HAVE ON #5 REBAR AT BOTTOM OF LINTEL
2.AREAS OF BLOCK ABOVE MASONRY OPENINGS ARE TO
BE GROUTED SOLID TO TIE BEAM
3. BOND BEAM TO BE CONTINUOUS THROUGH OUT
INCLUDING ABOVE MASONRY OPENINGS. SEE TYPICAL
WALL SECTION FOR REINFORCEMENT.
4. CONSULT FLOOR PLAN & ELEVATIONS FOR EXACT
COURSE COUNT ABOVE LINTEL
5. CONSULT CAST -CRETE INSTALLATION SPECIFICATIONS
FOR ADDITIONAL REQUIREMENTS.
6. UNLESS APPROVED OTHERWISE, ALL LINTELS TO HAVE
MIN 4" BEARING AT EACH END.
TYPICAL PRECAST LINTEL
LINTEL SCHEDULE
CAST -CRETE REINFORCED CONCRETE
BEAM LINTELS (OR EQUIVALENT)
LINTEL NO.
MAX. CLEAR
SPAN
LINTEL
DESCRIPTION
COMMENTS
L-1
16'-0"
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PRESTRESSED
L-2
3'-0"
8F24-1 B/1 T
L-3
3'-0"
8F48-1B/1T
SERVICE DOOR
L-4
5'4"
8F24-0B/1T
L-5
6'-2"
8F24-1B/1T
L-6
14'-0"
8F24-1B/1T
PRESTRESSED
L-7
6'-5"
8F24-1 B/1 T
L-8
6-1"
8F24-1B/1T
FRONT DOOR
L-9
2'-0"
8F24-1B/1T
I NOTES I
FM 1. NO.5 BAR VERTICAL DOWEL REQUIRED, TYP AS SHOWN
2. THIS DESIGN UTILIZES A (1) COURSE BOND BEAM
3.. ALL DIMENSIONS ARE APPROXIMATE, MAX SPACING OF 6'-0" O.C.
(UNO)
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CMU/METAL CONNECTOR ENGINEERING ¢ P.E. No. 71457
04-02-2018
HUC210-2
(2) 2x12
11Y4" LVL
3S GIRDER
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2 STUDS 0 0l
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JACKS EACH SIDE JACKS EACH SIDE
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CEDAR i CEDAR
GARAGE DOOR DESIGN
WIND LOAD (PSF):
+20.77/-23.25
4x12 CEDAR
6x6 NO.2 SYP PT POST,
TYP (2) TOTAL
FRAMING KEYNOTES
(METAL CONNECTOR)
NOTES APPLICABLE ONLY WHERE SPECIFIED ON PLAN
1. MIN (2) INTERMEDIATE JACK STUDS REQUIRED BETWEEN OPENINGS.
2. SEE INTERIOR SHEARWALL DETAIL ON DETAIL SHEET. IN LOCATIONS
WHERE INTERIOR SHEARWALLS HAVE VAULTED TOP PLATES, ALSO SEE
INTERIOR SHEARWALL AT VAULTED TOP PLATE ON DETAIL SHEET.
3. ATTACH SW TO FLOOR DIAPHRAGM PER ONE OF THE FOLLOWING:
A. IF FLOOR TRUSS ALIGNS ABOVE SW, ATTACH FLOOR TRUSS
BOTTOM CHORD TO SW DBL TOP PLATE W/ 10d @ 3" O.C.
B. FRAME AND SHEATH SW TO FLOOR DECK ABOVE. ATTACH FLOOR
DECK TO SW DBL TOP PLATE W/ 10d 3" O.C.
4. PORCH BEAM FRAMING NOTES
A. BEAM POCKET PORCH BEAMS AT TOP PLT ELEV
NOTCH TOP OF BEAM 3" FOR BEAM PKT CONNECTION AT WALL,
TOP OF BEAM ELEVATION EQUALS TOP OF TOP PLATE.
6x6 NO.2 SYP PT POST, B. SHIM BELOW PORCH BEAMS JUST ABOVE TOP PLT ELEV
TYP (4) TOTAL PORCH BEAM TO TOP PLT W/ MTS12 OR MSTA24.
C. POST DOWN PORCE BEAMS ABOVE TOP PLT ELEV
PROVIDE DOUBLE STUD POST DOWN SUPPORT AT WALL FOR
PORCH BEAMS. BEAM TO POST DOWN STUDS W/ HTS20 OR,
MSTA24. POST DOWN STUDS TO STUDS BELOW W/ HTS 20 OR
MSTA24.
D. BEAM ATTACHED TO EXISTING FRAMING
ATTACH PORCH BEAM TO EXISTING STUDS OR KING/JACK STUDS
(2) 2x12 W/ SIMPSON HUC HANGER MATCHING PORCH BEAM DIMENSIONS.
5. SHEATH WALL CONTINUOUS TO SECOND FLOOR TOP PLATE PER TYPICAL
WALL SECTION SHEET.
6. HIGH UPLIFT CONNECTION:
• ROOF LEVEL STUD/HDR TO TOP PLATE W/ (1) SDWC15600 @ 16" O.C. O
HUC210-2 . R2F OORCT06FLLOOR CONNECTION, SEE ST -5. PROVIDE "METAL
FLAT STRAP 2ND LEVEL STUD TO 1 ST LEVEL STUD" @ 32" O.C. NO
ALTERNATIVE AVAILABLE
• 1ST LEVEL STUD TO BOTTOM PLATE W/.(1) SDWC15450 @ 16" O.C. OR
(2) SDWC15450 @ 24" O.C.
7. PLANK -ORIENTED HEADER FRAMING
A. FASTEN PLANK ORIENTED HEADER TO JACK KING GROUP W/ (2) A35
EACH SIDE OF OPENING, SEE PLANK HEADER FRAMING DETAIL, ON
DETAIL SHEET.
B. FASTEN PLANK ORIENTED HEADER TO JACK/KING GROUP WITH
HORIZONTAL HTS16 STRAP EACH SIDE OF OPENING.
C. PLANK -ORIENTED HEADER NOT REQUIRED, THIS LOCATION ONLY.
STRUCTURAL-PSADIER"HAS BEEN CALCULATED TO RESIST THE OUT
OF PLANE WIND LOAD. CIO
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STRUCTURAL PLAP
O JOB NO.:
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AT1496
SUBDIVISION:
o Atlantic Beach
_J
LL Country Club
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LOT NO.:
z 6
FLOOR PLAN:
Custom
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Z DESIGNED:
0 DA E/SDA
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1-- REVIEWED:
w DBM
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< REVISIONS DATE
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NSTRUCRAL ENGINEERING
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Derek B. Murray, P.E.
CMU/METAL CONNECTOR ENGINEERING
P. EA No. 71457
0
N
LO
N
4'4"
yVO-
MTS 12
J05
J06
J07
J08
J08
J09
J09
FT01
FT02
(2) META12 OR (2) HTSM20,-
SEE NOTE 8
J16
J16
J16
J16
J16
J16
J16
(2) META12 OR (2) HTSM20,-
SEE NOTE 8
FT03
(2) META12 OR (2) HTSM20,
SEE NOTE 8
FT04
T36
T36
T36
yv r
b
J11
J12
J14
T38
T39
T40
T41
T40
T39
T42
J14
J12
J11
OHO
F01
F01
F01
F01
F04
F04
F04
F04
48'
Q
Ln (0 1- d Ln tSa C r 1` 1,- 00 00 00 00 00 00 00 00 00 0') O (. Ln [9c
O O O r r r r r r r r r r r r r r r r N O O O ,®
2'0"4
1'
T
CN
HM
2x6 NO.2 SYP ROOT
FRAMING LEDGER,
SEE NOTE 3
2x6 SYP RAFTERS
T 16 @ MAX 24" O. -.
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NOTE 1
T
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Lf)
r
Q
Ln
r
d
Ln
r
12d COMMON
Q
Ln
r
Q
Ln
r
Ln
rj
PT 2x6................(3)
T-
r
N
r
16d COMMON
PT 2x10 ..............(7)
16d COMMON
PT 2x12 ..............(9)
16d COMMON - -
FLOOR FRAMING LEDGER (W/ SCREWS):
PT 2x6 ................(3)'/4'
x 4-'/" LONG #14 WOOD SCREWS
PT 2x8 ................(5)
%" x 4-'/" LONG #14 WOOD SCREWS
PT 2x10 ..............(7)
'/4' x 4-%" LONG #14 WOOD SCREWS
MTS12
'/4' x 4-'/2' LONG #14 WOOD SCREWS
• ALL UNSPECIFIED RIDGES ARE CONSIDERED NON
Q
STRUCTURAL RIDGE BOARDS AND DO NOT REQUIRE
SUPPORTING STUDS OR UPLIFT CONNECTORS.
• ALL RIDGES BOARDS TO BE ONE SIZE LARGER THAN
0
SUPPORTED RAFTERS.
• FASTEN 2x6 NO.2 SYP COLLAR TIES FROM RAFTER TO RAFTER
w
♦-
WHERE APPLICABLE W/ MIN (6) 10d
11 "4 11„4
1"1"4
• REQUIRED MEMBER CONNECTIONS ARE AS FOLLOWS:
U)
�
I
I
---1
I
J05
J06
J07
J08
J08
7'
7'
—
-
i
(2) META12 OR (2)
HTSM20, SEE NOTE 8
----
I --
LL
M
O
(2) 11
" LVL H
R UP
J 10
J10
J 10
J10
J10
J10
J10
J10
J10
J 10
J10
10
J10
J10
r
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1'
HTS20
---_-
2'0"4
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53
(2) HT
(2) MS
(2)
20 OR
A24
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(2) 5
(2 S
HDR U
0 OR
24
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HTU26 T21
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(0
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2'0"4
1'
T
CN
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2x6 NO.2 SYP ROOT
FRAMING LEDGER,
SEE NOTE 3
2x6 SYP RAFTERS
T 16 @ MAX 24" O. -.
r
NOTE 1
T
r N Ln In Ln Ln Ln Lt`s
r r r ^-^ r r r r r-• r r r
-OR • �021i1
23'4”
11
J12
J14
J14
J12
J11
0
9
7-
00 1` (O Ln 'I co co N N r
H H H H h H H -7)
2x6 CEDAR
RAFTERS @ MAX
24" O.C.
• POST DOWN TO 46 CEDAR
BEAM W/ HL33
• RIDGE TO POST W/ (2) H8
• POST TO HORIZONTAL BEAM
W/ MSTA24
16' . I --17'
J11
J12
J13
J13
J13
J12
J11
y�0
s
45r
c'>
v
co
N
1/411 = 1 1 Off
ROOF FRAMING KEYNOTES
NOTES APPLICABLE ONLY WHERE SPECIFIED ON PLAN
1. PRE -MANUFACTURED SHEAR PANEL
• INSTALL AS SHOWN ON LAYOUT ABOVE SW SPECIFIED ON
FRAMING PLAN
• SHEAR PANEL TO SW DBL TOP PLT W/ 10d @ 3" O.C.
• FLOOR DECK TO SHEAR PANEL W/ 10d @ 3" O.C.
• NOTE: IF PRE -MANUFACTURED SHEAR PANELS ARE NOT
PROVIDED BY TRUSS MANUFACTURER, SEE "ELEVATION OF
BOX -FRAME OVER SW' DETAIL, SEE DETAIL SHEET
2. TYPICAL BEARING BLOCK
• BEARING BLOCK TO BE NO.2 SYP, MIN 48" LONG AND TO
MATCH DIMENSION OF TRUSS MEMBER.
• ATTACH BEARING BLOCK TO TRUSS VERTICAL OR TRUSS
BOTTOM CHORD W/ (3) ROWS 10d @ 4" O.C. STAGGERED.
3. LEDGER FRAMING NOTES:
• FASTEN LEDGER TO FRAMING/TRUSS VERTICALS AT EVERY
SUPPORT WITH FASTENING SHOWN BELOW (MAX 24" O.C.
SPACING)
• ADDITIONAL FASTENERS MAY BE REQUIRED AT SPECIFIED
LOCATIONS ON PLAN
• SEE TABLE 5 ON S'-1EET ST -1/S1 FOR FASTENER PROTECTION
AGAINST CORROSION
• IN ACCORDANCE W/ FRC 507.2.1, EXTERIOR DECK LEDGERS
SHALL BE SECURE TO WALL FRAMING WITH WOOD SCREWS
AS INDICATED ABOVE. COMMON NAILS AT FLOOR FRAMING
LEDGERS ARE FOR INTERIOR USE ONLY.
ROOF FRAMING LEDGER:
N
r
Q
r
Q
Lf)
r
Q
Ln
r
d
Ln
r
12d COMMON
Q
Ln
r
Q
Ln
r
Ln
rj
PT 2x6................(3)
T-
r
N
r
16d COMMON
PT 2x10 ..............(7)
16d COMMON
PT 2x12 ..............(9)
16d COMMON - -
FLOOR FRAMING LEDGER (W/ SCREWS):
PT 2x6 ................(3)'/4'
x 4-'/" LONG #14 WOOD SCREWS
PT 2x8 ................(5)
%" x 4-'/" LONG #14 WOOD SCREWS
PT 2x10 ..............(7)
'/4' x 4-%" LONG #14 WOOD SCREWS
PT 2x12 ..............(9)
'/4' x 4-'/2' LONG #14 WOOD SCREWS
• ALL UNSPECIFIED RIDGES ARE CONSIDERED NON
Q
STRUCTURAL RIDGE BOARDS AND DO NOT REQUIRE
SUPPORTING STUDS OR UPLIFT CONNECTORS.
• ALL RIDGES BOARDS TO BE ONE SIZE LARGER THAN
0
SUPPORTED RAFTERS.
• FASTEN 2x6 NO.2 SYP COLLAR TIES FROM RAFTER TO RAFTER
w
♦-
WHERE APPLICABLE W/ MIN (6) 10d
11 "4 11„4
1"1"4
• REQUIRED MEMBER CONNECTIONS ARE AS FOLLOWS:
U)
�
I
I
r N Ln In Ln Ln Ln Lt`s
r r r ^-^ r r r r r-• r r r
-OR • �021i1
23'4”
11
J12
J14
J14
J12
J11
0
9
7-
00 1` (O Ln 'I co co N N r
H H H H h H H -7)
2x6 CEDAR
RAFTERS @ MAX
24" O.C.
• POST DOWN TO 46 CEDAR
BEAM W/ HL33
• RIDGE TO POST W/ (2) H8
• POST TO HORIZONTAL BEAM
W/ MSTA24
16' . I --17'
J11
J12
J13
J13
J13
J12
J11
y�0
s
45r
c'>
v
co
N
1/411 = 1 1 Off
ROOF FRAMING KEYNOTES
NOTES APPLICABLE ONLY WHERE SPECIFIED ON PLAN
1. PRE -MANUFACTURED SHEAR PANEL
• INSTALL AS SHOWN ON LAYOUT ABOVE SW SPECIFIED ON
FRAMING PLAN
• SHEAR PANEL TO SW DBL TOP PLT W/ 10d @ 3" O.C.
• FLOOR DECK TO SHEAR PANEL W/ 10d @ 3" O.C.
• NOTE: IF PRE -MANUFACTURED SHEAR PANELS ARE NOT
PROVIDED BY TRUSS MANUFACTURER, SEE "ELEVATION OF
BOX -FRAME OVER SW' DETAIL, SEE DETAIL SHEET
2. TYPICAL BEARING BLOCK
• BEARING BLOCK TO BE NO.2 SYP, MIN 48" LONG AND TO
MATCH DIMENSION OF TRUSS MEMBER.
• ATTACH BEARING BLOCK TO TRUSS VERTICAL OR TRUSS
BOTTOM CHORD W/ (3) ROWS 10d @ 4" O.C. STAGGERED.
3. LEDGER FRAMING NOTES:
• FASTEN LEDGER TO FRAMING/TRUSS VERTICALS AT EVERY
SUPPORT WITH FASTENING SHOWN BELOW (MAX 24" O.C.
SPACING)
• ADDITIONAL FASTENERS MAY BE REQUIRED AT SPECIFIED
LOCATIONS ON PLAN
• SEE TABLE 5 ON S'-1EET ST -1/S1 FOR FASTENER PROTECTION
AGAINST CORROSION
• IN ACCORDANCE W/ FRC 507.2.1, EXTERIOR DECK LEDGERS
SHALL BE SECURE TO WALL FRAMING WITH WOOD SCREWS
AS INDICATED ABOVE. COMMON NAILS AT FLOOR FRAMING
LEDGERS ARE FOR INTERIOR USE ONLY.
ROOF FRAMING LEDGER:
2x6 ....................(4)
12d COk'MON
2x8 ....................(6)
12d COMMON
2x10 ..................(8)
12d COMMON
2x12 ..................(10)
12d COMMON
FLOOR FRAMING LEDGER (W/ NAILS):
PT 2x6................(3)
16d COMMON
PT 2x8 ................(5)
16d COMMON
PT 2x10 ..............(7)
16d COMMON
PT 2x12 ..............(9)
16d COMMON - -
FLOOR FRAMING LEDGER (W/ SCREWS):
PT 2x6 ................(3)'/4'
x 4-'/" LONG #14 WOOD SCREWS
PT 2x8 ................(5)
%" x 4-'/" LONG #14 WOOD SCREWS
PT 2x10 ..............(7)
'/4' x 4-%" LONG #14 WOOD SCREWS
PT 2x12 ..............(9)
'/4' x 4-'/2' LONG #14 WOOD SCREWS
4. OVERFRAMING NOTES
RAFTER SPAN SCHEDULE
• ALL RAFTERS TO BE MIN. 2x6 NO.2 SYP @ 24" O.C. MAX.
O.C.
SPACING
• ALL "SLEEPERS" TO BE PLANK -ORIENTED 2x8 NO.2 SYP MIN.
• FASTEN "SLEEPERS" TO EACH TRUSS/RAFTER W/ (3) 16d
2x6
COMMONS MIN.
2x12
• EACH RAFTER TO "SLEEPER" W/ SIMPSON H3 UPLIFT
14'-5"
CONNECTOR.
25'-6"
•ALL RIDGE BOARDS TO BE 2x8 N0.2 SYP MIN.
co
• FASTEN 2x6 NO.2 SYP COLLAR TIES FROM RAFTER TO
22'-1"
RAFTER WHERE APPLICABLE W/ (5) 10d COMMONS MIN.
10'-2"
LMM
co
>111%CIOo
N
LO
N
00
4
0
O
O
N
N
N U)
co
J
RAFTER SPAN SCHEDULE
O.C.
SPACING
LUMBER SIZE
BUILDER IN ACCORDANCE WITH FRC R302.12.
2x6
2x8 2x10
2x12
12"
14'-5"
18'-3" 21'-8"
25'-6"
16"
12'-6"
15'-10" 18'-9"
22'-1"
24"
10'-2"
12'-11" 164"
18'-0"
U
20 L.L./15 D. L. #2 SYP
• ALL MEMBERS TO BE NO.2 SYP UNLESS NOTED OTHERWISE.
LMM
co
>111%CIOo
N
LO
N
00
4
0
O
O
N
N
N U)
co
J
CEILING JOIST SPAN SCHEDULE
O.C.
SPACING
LUMBER SIZE
BUILDER IN ACCORDANCE WITH FRC R302.12.
2x4
2x6 2x8
2x10
12"
11'-10"
18'-8" 24'-7"
26-0"
16"
10'-9"
16-11" 21'-7"
25'-7"
24"
9'-3"
13'-11" 17'-7"
20'-11"
U
10 L.L./5 D.L. #2 SYP
• ALL MEMBERS TO BE NO.2 SYP UNLESS NOTED OTHERWISE.
LMM
co
>111%CIOo
N
LO
N
00
4
0
O
O
N
N
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J
RAFTERS
2x6 RAFTERS: (1) H2.5T TO TOP PLATE, (6) 12d COMMON
TOENAILS TO RIDGENALLEY. 0
2x8 RAFTERS: (1) H2.5T TO TOP PLATE, (8) 12d COMMON (�
TOENAILS TO RIDGENALLEY.
2x10 RAFTERS: (1) H2.5T TO TOP PLATE, (10) 12d COMMON Of
TOENAILS TO RIDGENALLEY. a
CEILING JOISTS z
2x JOIST: (3) 10d COMMON TOENAILS TO TOP 0
PLT/RAFTERS. ~
F-
TJI CLG. JOIST: (3) 10d COMMON TOENAILS TO TOP
PLATE/RAFTERS, 07
7. • (2) 2x8 SYP BLOCKING BETWEEN TRUSS TOP CHORDS BELOW WALL I- w w Z 0 o
ABOVE d aw o aza�ui
• ATTACH BLOCKING TO TRUSSES W/ (4) 10d TOE -NAILS EACH END � Q p = n Y www p
w
Ui ❑❑Z FZUUlQw0Mw
8. IF USING (2) HTSM20, INSTALL (1) STRAP ON EACH FACE GF WALL. I` w } a w Z w D m Z Z ❑
(2) HTSM20 ON SAME SIDE OF WALL IS NOT PERMITTED AT THIS a WW - w m a m a ❑ W W
LOCATION. waw❑ wwwww❑wwo�
❑ma FBF- }WZF❑
9. • POST DOWN RIDGE BEAM TO MASONRY BELOW W/ (1) JACK/ (2) KING U) w a} w W FW J m ❑ Z U
• RIDGE BEAM TO POST W/ (2) H8 91 U3
z a w o N❑ w I I w❑ z W
• POST TO MASONRY W/ MSTAM24 (� � � ❑ a 0 a o Z a w z - ❑
a ZZWw- X w
10.• 2x10x12'-7" LONG NO.2 SYP SCAB TO TRUSS TOP CHORD W/ (2) ROWS w w w a I w ❑ w w a w
10d 6" O.C. STAGGERED. MINIMUM 3' LONG SPLICE, 5 TOTAL m 0 a w L3 U Z w w Z w a g w
@ ( ) a W❑ I-❑ - Z
• NARROW FACE OF SCAB TO (2) 2x8 NO.2 SYP POST W/ MSTA24 W i - w w z a F w m � 0
• (2) 2x8 NO.2 SYP POST TO SILL PLATE W/ H3 OR MSTAM24 w w w Q _ W w 1-1 p 4 ❑ N ' w w
z Zw WaaZZJnnIwo
11.• (2) 2x8 SYP BLOCKING BETWEEN RAFTERS/ TRUSS TOP CHORD'S I } z< ❑ - _ a a
•TOE NAILS EBLOCKING
ACH ENDO RAFTERS/ TRUSS TOP CHORD'S W/ (4) 10d z w w D Q m Z N w a F z�� Q
w Z❑ 2 - w:j0 I_ m w a a � U
0 2:I-IZI=Yz zw
FOwW
Z U a- U a❑ I W w Z a
0f- 3N a W a OC7 F? U
J
LL.
SHEET NO.:
o ST -3A
ROOF FRAMING
0 PLAN
0 JOB NO.:
Q
AT 1496
SUBDIVISION:
o Atlantic Beach
LL Country Club
Q LOT NO.:
z 6
FLOOR PLAN:
Custom
0
Z DESIGNED:
wDAE/SDA
F- REVIEWED:
DBM
Q REVISIONS DATE
m
0
w
z
0
w
z
07
Z) EX
ry
ASTRUENGINEERING
OFFICE Cu"PY
w
Q
_0
TRUSS ENGINEERINGNOTES:
• UNLESS SPECIFICALLY NOTED ON TRUSS FRAMING PLAN, ALL o
TRUSS TO TOP PLATE CONNECTIONS SHALL BE ACCORDING =
TO THE TYPICAL WALL SECTION SHEET. v
w
• ALL EXTERIOR WALLS ARE HELD BACK 1/2" FOR SHEATHING. 17-
X
w
a- Derek B. Murray, P.E.
CMU/METAL CONNECTOR ENGINEERING Q P.E. N0.71457
LL
5. DRAFT STOPPING AT FLOOR TRUSSES TO BE PROVIDED BY
LLl
BUILDER IN ACCORDANCE WITH FRC R302.12.
J
J
6. CONVENTIONAL FRAMING NOTES
• SEE "OVERFRAMING NOTES" ON ROOF FRAMING PLAN FOR
z
SPAN CHARTS AND ADDITIONAL NOTES. SPAN CHARTS MAY BE
0
USED FOR MEMBER SIZING UNLESS SIZE IS NOTED ON PLAN.
U
• ALL MEMBERS TO BE NO.2 SYP UNLESS NOTED OTHERWISE.
U
• ALL UNSPECIFIED RIDGES ARE CONSIDERED NON
Q
STRUCTURAL RIDGE BOARDS AND DO NOT REQUIRE
SUPPORTING STUDS OR UPLIFT CONNECTORS.
• ALL RIDGES BOARDS TO BE ONE SIZE LARGER THAN
0
SUPPORTED RAFTERS.
• FASTEN 2x6 NO.2 SYP COLLAR TIES FROM RAFTER TO RAFTER
w
♦-
WHERE APPLICABLE W/ MIN (6) 10d
• REQUIRED MEMBER CONNECTIONS ARE AS FOLLOWS:
U)
RAFTERS
2x6 RAFTERS: (1) H2.5T TO TOP PLATE, (6) 12d COMMON
TOENAILS TO RIDGENALLEY. 0
2x8 RAFTERS: (1) H2.5T TO TOP PLATE, (8) 12d COMMON (�
TOENAILS TO RIDGENALLEY.
2x10 RAFTERS: (1) H2.5T TO TOP PLATE, (10) 12d COMMON Of
TOENAILS TO RIDGENALLEY. a
CEILING JOISTS z
2x JOIST: (3) 10d COMMON TOENAILS TO TOP 0
PLT/RAFTERS. ~
F-
TJI CLG. JOIST: (3) 10d COMMON TOENAILS TO TOP
PLATE/RAFTERS, 07
7. • (2) 2x8 SYP BLOCKING BETWEEN TRUSS TOP CHORDS BELOW WALL I- w w Z 0 o
ABOVE d aw o aza�ui
• ATTACH BLOCKING TO TRUSSES W/ (4) 10d TOE -NAILS EACH END � Q p = n Y www p
w
Ui ❑❑Z FZUUlQw0Mw
8. IF USING (2) HTSM20, INSTALL (1) STRAP ON EACH FACE GF WALL. I` w } a w Z w D m Z Z ❑
(2) HTSM20 ON SAME SIDE OF WALL IS NOT PERMITTED AT THIS a WW - w m a m a ❑ W W
LOCATION. waw❑ wwwww❑wwo�
❑ma FBF- }WZF❑
9. • POST DOWN RIDGE BEAM TO MASONRY BELOW W/ (1) JACK/ (2) KING U) w a} w W FW J m ❑ Z U
• RIDGE BEAM TO POST W/ (2) H8 91 U3
z a w o N❑ w I I w❑ z W
• POST TO MASONRY W/ MSTAM24 (� � � ❑ a 0 a o Z a w z - ❑
a ZZWw- X w
10.• 2x10x12'-7" LONG NO.2 SYP SCAB TO TRUSS TOP CHORD W/ (2) ROWS w w w a I w ❑ w w a w
10d 6" O.C. STAGGERED. MINIMUM 3' LONG SPLICE, 5 TOTAL m 0 a w L3 U Z w w Z w a g w
@ ( ) a W❑ I-❑ - Z
• NARROW FACE OF SCAB TO (2) 2x8 NO.2 SYP POST W/ MSTA24 W i - w w z a F w m � 0
• (2) 2x8 NO.2 SYP POST TO SILL PLATE W/ H3 OR MSTAM24 w w w Q _ W w 1-1 p 4 ❑ N ' w w
z Zw WaaZZJnnIwo
11.• (2) 2x8 SYP BLOCKING BETWEEN RAFTERS/ TRUSS TOP CHORD'S I } z< ❑ - _ a a
•TOE NAILS EBLOCKING
ACH ENDO RAFTERS/ TRUSS TOP CHORD'S W/ (4) 10d z w w D Q m Z N w a F z�� Q
w Z❑ 2 - w:j0 I_ m w a a � U
0 2:I-IZI=Yz zw
FOwW
Z U a- U a❑ I W w Z a
0f- 3N a W a OC7 F? U
J
LL.
SHEET NO.:
o ST -3A
ROOF FRAMING
0 PLAN
0 JOB NO.:
Q
AT 1496
SUBDIVISION:
o Atlantic Beach
LL Country Club
Q LOT NO.:
z 6
FLOOR PLAN:
Custom
0
Z DESIGNED:
wDAE/SDA
F- REVIEWED:
DBM
Q REVISIONS DATE
m
0
w
z
0
w
z
07
Z) EX
ry
ASTRUENGINEERING
OFFICE Cu"PY
w
Q
_0
TRUSS ENGINEERINGNOTES:
• UNLESS SPECIFICALLY NOTED ON TRUSS FRAMING PLAN, ALL o
TRUSS TO TOP PLATE CONNECTIONS SHALL BE ACCORDING =
TO THE TYPICAL WALL SECTION SHEET. v
w
• ALL EXTERIOR WALLS ARE HELD BACK 1/2" FOR SHEATHING. 17-
X
w
a- Derek B. Murray, P.E.
CMU/METAL CONNECTOR ENGINEERING Q P.E. N0.71457
-
2 STUDS
C J)
0 F-
-
CS18
MSTA24
SW3
NOTE 8
(2) 2x6-1/2
NOTE 1
(2) 2x6-1/2 1 11 1 (2) 2x6-1/2
STUD
MSTAM3 0 wI 2 CS18S
_====JIL=== ROOFGIRDER___________
(2) 2x6-1/2
NOTE 1
2 STUDS111- 0
MSTAM34112
(2) 2x6-1/2
SW2
NOTE 2, 8
DRAGLOADE TRUSS
ROOF GIRDER— — — —
(2) 2x12 x 11'-10" CONTINUOUS HEADER
P2 ***SPECIAL FRAMING***
ST -6 PORTAL FRAME
***NOTE TO FRAMER***
DO NOT FLITCH BETWEEN PLIES OF (2) 2x12
HEADER, FUR OUT AT INTERIOR FACE OF WALL.
NO ALTERNATIVE AVAILABLE.
2 STUDS 0 'cooI
CS18 0
____ 2 2 STUDS 0O
--------- CS18 ry
MBALLOON FRAME ABOVE
ST -6 PER "M2" DETAIL
1 /4"= 11 Oto
A
FRAMING KEYNOTES
(METAL CONNECTOR)
NOTES APPLICABLE ONLY WHERE SPECIFIED ON PLAN
1. MIN (2) INTERMEDIATE JACK STUDS REQUIRED BETWEEN OPENINGS.
2. SEE INTERIOR SHEARWALL DETAIL ON DETAIL SHEET. IN LOCATIONS
WHERE INTERIOR SHEARWALLS HAVE VAULTED TOP PLATES, ALSO SEE
INTERIOR SHEARWALL AT VAULTED TOP PLATE ON DETAIL SHEET.
3. ATTACH SW TO FLOOR DIAPHRAGM PER ONE OF THE FOLLOWING:
A. IF FLOOR TRUSS ALIGNS ABOVE SW, ATTACH FLOOR TRUSS
BOTTOM CHORD TO SW DBL TOP PLATE W/ 10d @ 3" O.C.
B. FRAME AND SHEATH SW TO FLOOR DECK ABOVE. ATTACH FLOOR
DECK TO SW DBL TOP PLATE W/ 10d 3" O.C.
4. PORCH BEAM FRAMING NOTES
A. BEAM POCKET PORCH BEAMS AT TOP PLT ELEV
NOTCH TOP OF BEAM 3" FOR BEAM PKT CONNECTION AT WALL.
TOP OF BEAM ELEVATION EQUALS TOP OF TOP PLATE.
B. SHIM BELOW PORCH BEAMS JUST ABOVE TOP PLT ELEV
PORCH BEAM TO TOP PLT W/ MTS12 OR MSTA24.
C. POST DOWN PORCH BEAMS ABOVE TOP PLT ELEV
PROVIDE DOUBLE STUD POST DOWN SUPPORT AT WALL. FOR
U 6
PORCH BEAMS. BEAM TO POST DOWN STUDS W/ HTS20 OR,
MSTA24. POST DOWN STUDS TO STUDS BELOW W/ HTS20 OR
MSTA24.
D. BEAM ATTACHED TO EXISTING FRAMING
ATTACH PORCH BEAM TO EXISTING STUDS OR KINGMACK STUDS
W/ SIMPSON HUC HANGER MATCHING PORCH BEAM DIMENSIONS.
5. SHEATH WALL CONTINUOUS TO SECOND FLOOR TOP PLATE PER TYPICAL
00 0
WALL SECTION SHEET.
6. HIGH UPLIFT CONNECTION:
• ROOF LEVEL STUD/HDR TO TOP PLATE W/ (1) SDWC15600 @ 16" O.C.
..
OR (2) SDWC15600 @ 24" O.C.
• FOR FLOOR -TO -FLOOR CONNECTION, SEE ST -5. PROVIDE "METAL
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ALTERNATIVE AVAILABLE
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• 1ST LEVEL STUD TO BOTTOM PLATE W/ (1) SDWC15450 @ 16" O.C. OR
(2) SDWC15450 @ 24" O.C.
7. PLANK -ORIENTED HEADER FRAMING
A. FASTEN PLANK ORIENTED HEADER TO JACK KING GROUP W/ (2) A35
U
EACH SIDE OF OPENING, SEE PLANK HEADER FRAMING DETAIL, ON
DETAIL SHEET.
W
B. FASTEN PLANK ORIENTED HEADER TO JACK/KING GROUP WITH
HORIZONTAL HTS16 STRAP EACH SIDE OF OPENING.
F-
C. PLANK -ORIENTED HEADER NOT REQUIRED, THIS LOCATION ONLY.
STRUCTURAL HEADER HAS BEEN CALCULATED TO RESIST THE OUT
X
OF PLANE WIND LOAD.
8. FASTEN SHEARWALL BOTTOM PLATE W/ 10d @ 3" O.C.
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2x6... .................
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2x8 ....................(6)
12d COMMON
12'4"
12d COMMON
--I 42" -I
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FLOOR FRAMING LEDGER (W/ NAILS):
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ST -6
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PT 2x10 ..............(7)'/4'
x 4-Y2' LONG #14 WOOD SCREWS
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2x8 ....................(6)
12d COMMON
2x10 ..................(8)
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-
12d COMMON
FLOOR FRAMING LEDGER (W/ NAILS):
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FLOOR FRAMING LEDGER (W/ SCREWS):
PT 2x6 ................(3)
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PT 2x10 ..............(7)'/4'
x 4-Y2' LONG #14 WOOD SCREWS
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STRUCTURAL RIDGE BOARDS AND DO NOT REQUIRE
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ROOF FRAMING KEYNOTES
NOTES APPLICABLE ONLY WHERE SPECIFIED ON PLAN
1. PRE -MANUFACTURED SHEAR PANEL
• INSTALL AS SHOWN ON LAYOUT ABOVE SW SPECIFIED ON
FRAMING PLAN
• SHEAR PANEL TO SW DBL TOP PLT W/ 10d @ 3" O.C.
• FLOOR DECK TO SHEAR PANEL W/ 10d @ 3" O.C.
• NOTE: IF PRE -MANUFACTURED SHEAR PANELS ARE NOT
PROVIDED BY TRUSS MANUFACTURER, SEE "ELEVATION OF
BOX -FRAME OVER SW" DETAIL, SEE DETAIL SHEET
2. TYPICAL BEARING BLOCK
• BEARING BLOCK TO BE NO.2 SYP, MIN 48" LONG AND TO
MATCH DIMENSION OF TRUSS MEMBER.
• ATTACH BEARING BLOCK TO TRUSS VERTICAL OR TRUSS
BOTTOM CHORD W/ (3) ROWS 10d @ 4" O.C. STAGGERED.
3. LEDGER FRAMING NOTES:
• FASTEN LEDGER TO FRAMING/TRUSS VERTICALS AT EVERY
SUPPORT WITH FASTENING SHOWN BELOW (MAX 24" O.C.
SPACING)
• ADDITIONAL FASTENERS MAY BE REQUIRED AT SPECIFIED
LOCATIONS ON PLAN
• SEE TABLE 5 ON SHEET ST -1/S1 FOR FASTENER PROTECTION
AGAINST CORROSION
• IN ACCORDANCE W/ FRC 507.2.1, EXTERIOR DECK LEDGERS
SHALL BE SECURE TO WALL FRAMING WITH WOOD SCREWS
AS INDICATED ABOVE. COMMON NAILS AT FLOOR FRAMING
LEDGERS ARE FOR INTERIOR USE ONLY.
ROOF FRAMING LEDGER:
2x6... .................
(4) 12d COMMON
2x8 ....................(6)
12d COMMON
2x10 ..................(8)
12d COMMON
2x12 ..................(10)
12d COMMON
FLOOR FRAMING LEDGER (W/ NAILS):
PT 2x6 ................(3)
16d COMMON
PT 2x8 ................(5)
16d COMMON
PT 2x10 ..............(7)
16d COMMON
PT 2x12 .............(9)
16d COMMON
FLOOR FRAMING LEDGER (W/ SCREWS):
PT 2x6 ................(3)
%" x 4-'/2' LONG #14 WOOD SCREWS
PT 2x8 ................(5)
%a" x 4'/z" LONG #14 WOOD SCREWS
PT 2x10 ..............(7)'/4'
x 4-Y2' LONG #14 WOOD SCREWS
PT 2x12 ..............(9)
%a" x 4-'/z" LONG #14 WOOD SCREWS
4. OVERFRAMING NOTES
• ALL RAFTERS TO BE MIN. 2x6 NO.2 SYP @ 24" O.C. MAX.
• ALL "SLEEPERS" TO BE PLANK -ORIENTED 2x8 NO.2 SYP MIN.
• FASTEN "SLEEPERS" TO EACH TRUSS/RAFTER W/ (3) 16d
COMMONS MIN.
• EACH RAFTER TO "SLEEPER" W/ SIMPSON H3 UPLIFT
CONNECTOR.
• ALL RIDGE BOARDS TO BE 2x8 NO.2 SYP MIN.
• FASTEN 2x6 NO.2 SYP COLLAR TIES FROM RAFTER TO
RAFTER WHERE APPLICABLE W/ (5) 10d COMMONS MIN.
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SPACING
LUMBER SIZE
BUILDER IN ACCORDANCE WITH FRC R302.12.
2x6 2x8
2x10
2x12
12"
14'-5" 18'-3"
21'-8"
25'-6"
16"
12'-6" 15-10"
18'-9"
22'-1"
24"
10'-2" 12'-11"
15'-4"
18'-0"
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• ALL UNSPECIFIED RIDGES ARE CONSIDERED NON
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2x4
2x6 2x8
2x10
12"
11'-10"
18'-8" 24'-7"
26-0"
16"
10'-9"
16-11" 21'-7"
25'-7"
24"
9'-3"
13'-11" 1T-7"
20'-11"
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• ALL UNSPECIFIED RIDGES ARE CONSIDERED NON
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2x6 RAFTERS: (1) H2.5T TO TOP PLATE, (6) 12d COMMON
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10. • 2x6x12'-7" LONG NO.2 SYP SCAB TO TRUSS TOP CHORD W/ (2) ROWS m ) w W w I � p p D w p Q w
10d 6" O.C. STAGGERED. MINIMUM 3' LONG SPLICE, 5 TOTAL ED Q T U U Z w w z w 0 Q w
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• (2) 2x4 NO.2 SYP POST TO SILL PLATE W/ H3 OR MSTAM24 w w w z w < w O n ❑ m -w w
11. • (2) 2x8 SYP BLOCKING BETWEEN TRUSS TOP CHORDS AND TOP OF z z I } Z Q 0 z ? a 13 ❑ L9< W o
• ATTACH BLOCKING TO TRUSSES/ POSTS W/ 4 10d TOE -NAILS EACH POSTS z w w D Q m z m a Q H z 3� r Q
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Q LOT NO.:
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TRUSS ENGINEERING NOTES: "�ndA
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• UNLESS SPECIFICALLY NOTED ON TRUSS FRAMING PLAN, AL
TRUSS TO TOP PLATE CONNECTIONS SHALL BE ACCORDING
TO THE TYPICAL WALL SECTION SHEET.
• ALL EXTERIOR WALLS ARE HELD BACK 1/2" FOR SHEATHING. o -&
• TRUSS T04 HAS BEEN DESIGNED TO ACCOUNT FOR DRAG s 3 y
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M Derek B. Murray, P.E.
CMCJ/METAL CONNECTOR ENGINEERING d P.E. N°.71457
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5. DRAFT STOPPING AT FLOOR TRUSSES TO BE PROVIDED BY
BUILDER IN ACCORDANCE WITH FRC R302.12.
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• ALL MEMBERS TO BE N0.2 SYP UNLESS NOTED OTHERWISE.
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SUPPORTING STUDS OR UPLIFT CONNECTORS.
• ALL RIDGES BOARDS TO BE ONE SIZE LARGER THAN
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• REQUIRED MEMBER CONNECTIONS ARE AS FOLLOWS:
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2x6 RAFTERS: (1) H2.5T TO TOP PLATE, (6) 12d COMMON
TOENAILS TO RIDGENALLEY.
2x8 RAFTERS: (1) H2.5T TO TOP PLATE, (8) 12d COMMON U
TOENAILS TO RIDGENALLEY. Y
2x10 RAFTERS: (1) H2.5T TO TOP PLATE, (10) 12d COMMON ry
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2x JOIST: (3) 10d COMMON TOENAILS TO TOP 0
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ABOVEd ar, ❑ QZ0�ui
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• ATTACH BLOCKING TO TRUSSES W/ (4) 10d TOE -NAILS EACH END Q p w Y o W W w p
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10. • 2x6x12'-7" LONG NO.2 SYP SCAB TO TRUSS TOP CHORD W/ (2) ROWS m ) w W w I � p p D w p Q w
10d 6" O.C. STAGGERED. MINIMUM 3' LONG SPLICE, 5 TOTAL ED Q T U U Z w w z w 0 Q w
• NARROW FACE OF SCAB TO (2) 2x4 N0.2 SYP POST W/(MSTA24 W z p w I'Q F w N L` a E
• (2) 2x4 NO.2 SYP POST TO SILL PLATE W/ H3 OR MSTAM24 w w w z w < w O n ❑ m -w w
11. • (2) 2x8 SYP BLOCKING BETWEEN TRUSS TOP CHORDS AND TOP OF z z I } Z Q 0 z ? a 13 ❑ L9< W o
• ATTACH BLOCKING TO TRUSSES/ POSTS W/ 4 10d TOE -NAILS EACH POSTS z w w D Q m z m a Q H z 3� r Q
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Q LOT NO.:
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Q REVISIONS DATE
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FIC Y STRUC RAL ENGINEERING
TRUSS ENGINEERING NOTES: "�ndA
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• UNLESS SPECIFICALLY NOTED ON TRUSS FRAMING PLAN, AL
TRUSS TO TOP PLATE CONNECTIONS SHALL BE ACCORDING
TO THE TYPICAL WALL SECTION SHEET.
• ALL EXTERIOR WALLS ARE HELD BACK 1/2" FOR SHEATHING. o -&
• TRUSS T04 HAS BEEN DESIGNED TO ACCOUNT FOR DRAG s 3 y
LOADS. v
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M Derek B. Murray, P.E.
CMCJ/METAL CONNECTOR ENGINEERING d P.E. N°.71457
TRUSS TO TOP PLATE W/
SIMPSON H2.5T, UNO ON PLAN
2E
• EVERY OTHER STUD TO TOP PLATE
W/ SP2 @ MAX 32" O.G.
(OPTIONAL (2) SDWC16600 @ 32" O.C.)
• EVERY KING STUD TO TOP PLATE W/
SP2 OR OPTIONAL (2) SDWC15600
TOP OF SHEATHING TO BE FLUSH
WITH TOP OF DOUBLE TOP PLATE.
TRUSS TO TOP PLATE W/ H2.5T
TO OUTSIDE FACE OF TRUSS
SHEATHING TO TOP PLT W/ 8d @ 3"
O.C. %" BETWEEN TOP OF WOOD
PANEL AND CENTER OF FASTENERS.
�— PROPERLY WIND LOAD RATED SOFFIT
MATERIAL CONTINUOUS @
PERIMETER. SEE TABLE 1:
COMPONENT AND CLADDING DESIGN
PRESSURES ON SHEET ST -1.
FULL -HEIGHT VETICAL SHEATHING INSTALLED
FROM SILL PLATE TO DOUBLE TOP PLT SHOWN
(SEE "MIDWALL PANEL SPLICE DETAIL", THIS
SHEET FOR ALT. SHEATHING ORIENTATION
IYPICAL WALL SECTION AT ROOF
STANDARD HEEL CONDITION AT WOOD -FRAMED WALL
(THIS SECTION IS TYPICAL FOR ONE AND TWO STORY APPLICATIONS)
EVERY OTHER STUD AND EVERY KING STUD TO
FRAMING BELOW W/ MSTA36 OR CS16
(WHEN FLOOR SYSTEM EXCEEDS 16" DEPTH, USE
CS16 EXCLUSIVELY)
WOOD FLOOR TRUSS BY OTHERS
(2) COURSE CMU BOND BEAM W/#5
CONTINUOUS EACH COURSE
VERT. REINFORCING TO HAVE
6" BEND INTO BOND BEAM
BOTTOM PLATE TO
RIBBON BOARD W/ 10d
COMMON @ 6" O.C.
-- WALL SHEATHING TO BOTTOM
\ PLATE W/ 8d COMMON @ 3" O.C.
`--CONTINUOUS 2x4 RIBBON BOARD
BETWEEN BOTTOM OF WOOD
PANEL AND CENTER OF FASTENERS.
MAX GAP BETWEEN BOTTOM
OF PANEL AND TOP OF SLAB.
SHEATHING TO 2x6 PT NO.2 SYP SILL
PLATE W/ 8d COMMON @ 3" O.C.
%" x 6" SIMPSON TITEN HD @ MAX 24" O.C.
WITH 3" SQUARE x %" THICK WASHER (SEE
"BOTTOM PLATE ANCHORS NOTES" ON
TYPICAL WALL SECTION AT FOUNDATION)
TYPICAL WALL SECTION AT FLOOR
PERPENDICULAR FLOOR TRUSS CONDITION
(THIS SECTION IS TYPICAL FOR TWO STORY APPLICATIONS)
• EVERY OTHER STUD TO BOTTOM PLATE
W/ SP1.(OPTIONAL (1) SDWC15450 @ 32"
O.C. @ 2 STORY SECTIONS & (2) _
SDWC15450 @ 1 STORY SECTIONS)
• EVERY KING STUD TO BOTTOM PLATE W/
SP1 OR OPTIONAL (1) SDWC15450 @ 2
STORY SECTIONS & (2) SDWC15450 @ 1
STORY SECTIONS a
Q
BOTTOM PLT ANCHOR It
%" THREADED ROD W/ MIN 4" EMBED W/ z
NUT & WASHER IN SIMPSON ACRYLIC -TIE �E
ADHESIVE ANCHOR @ MAX 48" O.C. OR
%" WEDGE BOLT W/ MIN 4)/2" EMBED W/
WASHER @ MAX 48" O.C.
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BOTTOM PLATE ANCHOR NOTES j\
• EACH SILL PLATE SHALL HAVE A MIN.
OF (2) BOTTOM PLATE ANCHORS. \\ a
• INSTALL ANCHORS WITHIN 12" OF EACH
END OF SEGMENT (BUTT JOINTS).
8" PARTIALLY GROUTED EXTERIOR CMU
WALL W/ VERTICAL WALL REINFORCING
PER TABLE 3A: MINIMUM CMU VERTICAL
WALL REINFORCEMENT, ON SHEET ST -1
PROVIDE DOWELS TO MATCH VERTICAL
WALL REINFORCING W/ MIN 24" LAP
(IF DOWEL IS OMITTED OR IMPROPERLY
INSTALLED, DRILL AND EPDXY DOWEL OF
EQUAL SIZE W/ MIN. 6" EMBEDMENT IN
MONOLITHIC, 12" EMBEDMENT IN MASONRY)
- MONOLITHIC OR STEMWALL
FOOTING PER FOUNDATION PLAN
TYPICAL WALL SECTION AT FOUNDATION
(THIS SECTION IS TYPICAL FOR ONE AND TWO STORY APPLICATIONS)
TYPICAL 2 -STORY WALL SECTIONS
THIS CONNECTION IS VALID FOR A 500# CAPACITY
AND CAN BE SWITCHED OUT FROM THE SPECIFIED
CONNECTION PER THE REPORTED UPLIFT ON THE
TRUSS DRAWINGS.
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2x NO 2 SYP
BLOCKING TO FIT TIGHT
BETWEEN I'RUSSES,
(3)10d
COMMON TOE
-NAIL @ EACH END.
BETWEEN
TOP OF WOOD PANEL
AND CENTER
OF FASTENERS.
PROPERLY WIND LOAD RATES SOFFIT
MATERIAL CONT. @ PERIMETER. SEE
WALL SHEATHING TO TOP PLATE___9
DESIGN CRITERIA.
W/ 8d @ 3" O.C. 1(4) 0.148"x1. i' IN TRUSS VERTICAL.
2x4 NO.2 SYP BLOCK FOR TRUSS END GRAIN AILING INTO BOTTOM
CONNECTION. (2) 0.131" x 3" EACH CHORD NOT ALLOWED.
END. BLOCK REQUIRED ONLY IF (4) 0.148"x1.5" IN TOP PLT (AND BLOCK
STRAP NAILING CANNOT BE IF NEEDED)
ACHIEVED INTO DOUBLE TOP PLATE. MSTA12 (MIN) OR CS16 AT EACH TRUSS
2
2x6 NO 2 SYP BLOCKING AT FIRST
(6)TRUSS BAYS FROM EACH CORNER
OF BUILDING. EACH BLOCK TO HAVE
(1)A35 TO TOP PLATE,
TRUSS TO TOP PLATE
CONNECTION W/ H2.5T TO
OUTSIDE FACE OF TRUSS
SEE "EXTERIOR WALL
UPLIFT CONNECTION
NOTES" IN TYPICAL
WALL SECTION AT ROOF
PROPERLY WIND LOAD RATED
SOFFIT MATERIAL CONTINUOUS @
PERIMETER. SEE DESIGN CRITERIA.
TOP OF SHEATHING TO BE FLUSH
WITH TOP OF DOUBLE TOP PLATE,
WALL SHEATHING TO TOP PLATE
W/ 8d @ 3" O.C. %" BETWEEN TOP
OF WOOD PANEL AND CENTER OF
FASTENERS.
ALT. WALL SECTION AT ROOF ALT. WALL SECTION AT ROOF
RAISED HEEL CONDITION AT WOOD -FRAMED WALL CANTILEVER CONDITOIN AT WOOD -FRAMED WALL
(THIS SECTION IS TYPICAL FOR ONE AND TWO STORY APPLICATIONS) (THIS SECTION IS TYPICAL FOR ONE AND TWO STORY APPLICATIONS)
v
2x4 NO.2 SYP DIAGONAL
BRACE @ 48" U.C.
DIAGONAL BRACE TO
FLOOR TRUSS OR DBL TOP
PLATE W/ (3)10d COMMON
TOE -NAILS AT EACH END.
BOTTOM PLATE TO
RIBBON BOARD W/ 10d
COMMON @ 6" O.C.
WALL SHEATHING TO BOTTOM
2M
PLATE W/ 8d COMMON @ 3' J.C.
CONTINUOUS 2x4 RIBBON BOARD
'/z" BETWEEN BOTTOM OF WOOD
PANEL AND CENTER OF FASTENERS.
Y8" MAX GP BETWEEN
—OF PANELAND OP OFSOM SLAB.
SHEATHING TO 2x6 PT NO.2 SYP
(2) COURSE CMU
SILL PLATE W/ 8d COMMON
3" O.C.
BOND BEAM W/#5
W
%" OR 1 %"
CONTINUOUS
%" x 6" SIMPSON TITEN HD
, MAX
EACH COURSE
24" O.C. WITH 3" SQUARE x'
" THICK
3 %6"
WASHER (SEE "BOTTOM PLATE
1 15/6
ren ANCHORS NOTES" ON TYPICAL
33/4"
VERT. REINFORCING
TO "
WALL SECTION AT FOUNDATION)
2 %d'
HAVE 6 BEND
INTO BOND BEAM
ALT. WALL SECTION AT FLOOR
PARALLEL FLOOR TRUSS CONDITION
(THIS SECTION IS TYPICAL FOR TWO STORY APPLICATIONS)
DIST. FROM DOORJAMB/
WINDOW TO BLOCK
MIN. SCREW
LENGTH
DIST. FROM DOOR JAMB /
WINDOW TO BLOCK
MIN. SCR
LENGTH
W
%" OR 1 %"
PER MANUF.
3"
5"
1 %2'
3 %d'
3 %6"
5"
1 15/6
3 3/„
33/4"
6„
2 %d'
3;/4
TITEN OR TAPCONS SCREWS SEE TABLE
ABOVE FOR LENGTH:
• (2) ROWS %" DIA. @ 30" O.C. STAGGERED
• (2) ROWS 3/6" DIA. @ 24" O.C. STAGGERED
DOOR JAMB OR WINDOW ATTACH TO
2x- PER MANUFACTURER'S DETAILS
I DISTANCE FROM BLOCK TO DOOR
® JAMB OR WINDOW, SEE TABLE
v ABOVE (SHIM AS NEEDED TO
PLUMB JAMB, DO NOT EXCEED %")
1x_ PT NAILER
BUILT UP 2X ATTACHED TO MASONRY, (1) PLY
1x_ OR '/6" OSB MATERIAL MAY ATTACH TO WA
DRYWALL
8" CMU WALL
TYPICAL DOOR JAMB/WINDOW TO BLOC
(TYPICAL FOR ALL MASONRY OPENINGS, UNO)
BOTTOM PLATE TO BEAM (OR GIRDER) W/
10d COMMON @ 6" O.C., UNO.
WALL SHEATHING TO BOTTOM PLATE
W/ 8d COMMON @ 3" O.C.
MINIMUM 3" LAP MINIMUM FOR BEAMS.
' --[WALL SHEATHING TO BEAM (OR GIRDER TOP CHORD)
W/ 8d COMMON @ 3" O.C. CENTERLINE OF FASTENERS
TO BE 1 ''/2' ABOVE BOTTOM EDGE OF SHEATHING
WOOD FLOOR *IMPORTANT* - FOR GIRDER TRUSS APPLICATIONS,
—TRUSSES BY SHEATHING MUST CONTINUE TO BOTTOM EDGE OF
___OT�ERS TRUSS TOP CHORD.
IF WALL SHEATHING IS NOT CONTINUOUS FROM
SECOND FLOOR TOP PLATE TO FLOOR BEAM, THEN
THE CONTRACTOR MUST STRAP THE WALL PER THE
ALTERNATE STRAPPING METHOD BELOW.
ALTERNATE STRAPPING METHOD FOR WALL TO BEAM (OR GIRDER)
TYPICAL WALLS: EVERY OTHER STUD TO BE CONNECTED TO TOP PLATE WITH SPH4/6 AND
TO BEAM/HEADER BELOW WITH MSTA36 (OR CS16) WITH (18)10d COMMON.
KING STUDS: EACH KING STUD TO TOP PLT WITH SPH4/6 AND TO BEAM/HEADER BELOW
WITH MSTA36 (OR CS16) WITH (18)10d COMMON.
SHEARWALLS: DOUBLE STUD AT SHEARWALL ENDS TO BEAM/HEADER BELOW WITH (2)
MSTA36 (OR CS 18) WITH (18)10d COMMON EACH.
WHEN FLOOR SYSTEM EXCEEDS 16" DEPTH, USE SIMPSON CS16 EXCLUSIVELY
ALT-. WALL SECTION AT FLOOR
SECOND FLOOR TO BEAM CONNECTION
(THIS SECTION IS TYPICAL FOR TWO STORY APPLICATIONS)
3/" DIA. ANCHOR W/ MIN 4" EMBED
WITH NUT AND 3" SQUARE x %"
THICK WASHER @ MAX 24" O.C.
L LL
NOTES
1. MINIMUM (2) ANCHORS REQUIRED IN ANY SEGMENT OF
BOTTOM PLATE. AN ANCHOR MUST BE PRESENT WITHIN
12" OF THE END OF ANY PLATE.
2. ACCEPTABLE BOTTOM PLATE ANCHORS INCLUDE ATC,
TITEN HD, HURRI-BOLT, ALL THREAD ROD. SCREW IN
ANCHORS ALLOWED IN MONOLITHIC FOOTINGS ONLY.
EPDXY ANCHORS MUST BE USED IN STEMWALL
FOUNDATIONS.
3. ANCHOR EDGE DISTANCE TO BE 1%" REGARDLESS OF
LATE SIZE. THE ANCHOR SHOULD NOT BE LOCATED IN
THE CENTER OF BOTTOM PLATES GREATER THAN 2x4.
%" x 6" SIMPSON TITEN HD @ MAX
24" O.C. WITH 3" SQUARE x'/d'
THICK WASHER (SEE "BOTTOM
PLATE ANCHORS NOTES" ON
TYPICAL WALL SECTION AT
FOUNDATION)
TRUSS OR RAFTER TO
SILL PLATE W/ H3
2x6 PT NO.2 SYP PLATE
PROPERLY WIND LOAD RATED
SOFFIT MATERIAL CONTINUOUS L
PERIMETER. SEE TABLE 1:
COMPONENT AND CLADDING DESIGN
PRESSURES ON SHEET ST -1.
(1) COURSE CMU BOND BEAM W/#5
CONTINUOUS
AL F. WALL SECTION AT ROOF
STANDARD HEEL CONDITION AT MASONRY WALL
(THIS SECTION IS TYPICAL FOR ONE STORY APPLICATIONS)
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COMMON @ 3" O.C.
PANEL SPLICE
LOCATION
PROVIDE BLOCKING TO FIT
TIGHT BETWEEN STUDS OR
PANEL JOINTS. BLOCKING TO
BE 7/6" OSB OVER 2x4 NO.2
SYP W/ (2) 10d COMMON TOE
NAILS AT EACH END.
BOTTOM PLATE TO
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WALL SHEATHING TO
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—''/z" BETWEEN BOTTOM OF PANEL
AND CENTER OF FASTENERS.
MAX GAP BETWEEN BOTTOM OF
PANEL AND TOP OF SLAB.
—1 %" EDGE DISTANCE (REGARDLESS
OF PLATE SIZE)
WOOD -FRAMED WALL SECTION AT FOUNDATION
(THIS SECTION IS TYPICAL FOR ONE AND TWO STORY APPLICATIONS)
ALTERNATE WALL SECTIONS & TYPICAL DETAILS
GENERAL NOTES APPLICABLE TO ALL:
1. ALL TOP PLATES ARE TO BE BUILT WITH (2)2x_ NO 2 SYP FASTENED W/(2) ROWS 10d @ 8" O.C. STAGGERED (UNO). MINIMUM 48" LAP W/ MINIMUM (20) 10d IN LAP.
ADJUST TYPICAL NAIL SPACING AS NEEDED.
2. ALL EXTERIOR BOTTOM PLATES ARE TO BE 2x NO 2 SYP PT.
3. ALL INTERIOR BOTTOM PLATES ARE TO BE 2x NO. 2 SYP PT.
4. ALL INTERIOR LOAD BEARING WALL STUDS ARE TO BE MINIMUM 2x4 NO. 2 SPF @ 16" O.C. UNLESS NOTED OTHERWISE ON FRAMING PLAN.
5. FOR SHEATHING SIZE AND FASTENING, REFER TO TABLE 2: WOOD STRUCTURAL PANEL SHEATHING REQUIREMENTS ON SHEET ST -1.
6. FOR EXTERIOR WALL STUD SIZE AND SPACING, REFER TO TABLE 3: MINIMUM EXTERIOR WALL STUD SIZES ON SHEET ST -1.
7. FOR EXTERIOR CMU WALL VERTICAL WALL REINFORCING, REFER TO TABLE 3A: MINIMUM CMU VERTICAL WALL REINFORCEMENT ON SHEET ST -1.
8. FOUNDATION INFORMATION ON THIS PAGE IS FOR GRAPHICAL DEPICTION ONLY. REFER TO FOUNDATION PLAN AND SECTIONS FOR FOUNDATION INFORMATION.
9. WALL SECTION AT FOUNDATION AND WALL SECTION AT ROOF ARE TYPICAL FOR ONE ND TWO STORY APPLICATIONS.
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(2) SDWC15600 OR (2) MSTA24 NO 2 SYP DOUBLE
STUDS TO TOP PLATE TOP PLATE
(2)MSTA36 TO INSIDE OR
OUTSIDE FACE OF WALL
NO 2 SYP DOUBLE
TOP PLATE
�— INSTALL DBL 2x- BLOCKING
IN FIRST TWO STUD SPACES.
FASTEN SHEATHING TO
BLOCKING WITH 8d
COMMONS @ 3" O.C.
<
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FASTEN STUDS TOGETHER
WITH (2) ROWS 1 Od AT 8" O.C.,
STAGGERED, EDGE NAIL
SHEATHING AT STUD GROUP,
PER TABLE 2, ST -1
AND SW. THIS DOES NOT APPLY TO 45 -DEGREE OR
90 -DEGREE CORNERS.
CHANGE IN PLATE HEIGHT
NG SPF SCAB W/ (20) 1 Od TO
ER STUD ONLY WHEN HOLD
S ARE SPECIFIED ON PLAN.
_.'F CORNER STUDS
ALTERNATE CORNER DETAIL
#5 CONT.
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N
#5 CONT.
8" CMU BOND BEAM
BOND BEAM REINFORCING AT CORNERS
MASONRY WALL
.� GARAGE DOOR BUCK/JAMB TO
CMU W/ (2) ROWS TITEN
SCREWS OR TAPCONS'/d' x 4"
LONG @ 12" O.C. STAGGERED
WEATHER STRIPPING/STOP
GARAGE DOOR
------- -------7
--------------J
2x6 SYP GOAL POST ATTACHED
TO CMU W/ (2) ROWS TITEN NOTE:
SCREWS OR TAPCONS'W x 4" IN LIEU OF SPECIFIED DECK SCREWS FOR
LONG @ 12 " O.C. STAGGERED GOAL POST ATTACHMENT, THE GARAGE
DOOR SUPPLIER MAY SPECIFY A FASTENING
GARAGE DOOR TRACK ATTACHED —� PATTERN OF THE GARAGE DOOR TRACK
PER MANUF WRITTEN DIRECTLY TO THE KING AND JACK STUDS,
SPECIFICATIONS THROUGH THE GOAL POST.
GARAGE DOOR JAMB DETAIL
FASTEN 2x4 NO.2 SYP DIAGONAL
BRACE TO BLOCKING W/ (6) 1 Od
2x6 NO 2 SYP DIAGONAL BRACE -
(SEE PLAN FOR LENGTH)
• UP TO 8FT SINGLE 2x6 ONLY
• UP TO 20 FT, 2x6 W/ 2x6 T -BRACE
FASTEN 2x6 NO.2 SYP
"T -BRACE" TO DIAGONAL
BRACE W/ 1 Od @ 3" O.C.
8'-0" OR AS SHOWN ON FLAN
FASTEN (1) SIMPSON HGA10 BRACE CONNECTOR
TO DIAGONAL BRACE TO GABLE VERTICAL
2x NO 2 SYP NAILER FASTENS[
DOUBLE TOP PLATE W/ 10d @ 3
O.C. AND TO (1) ADJACENT TRL
BOTTOM CHORD W/ 10d @ 3" O.
TRUSS BOTTOM CHORD
SHEATHING TO STUDS PER,
TABLE 2: WOOD STRUCTUR/
PANEL SHEATHING
REQUIREMENTS, SHEET ST -
7/111, \1
PRE -MANUFACTURED
JACK TRUSS
GABLE ANGLE BRACING DETAIL AT JACK TRUSSES
TOE -NAIL MIN 2x6 NO 2 SYP BLOCKING
2x4 NO.2 SYP BLOCKING BETWEEN
DBL 2x4 NO. 2 SYP FASTENED TO
BETWEEN TRUSS TOP CHORDS W/
OUTLOOKERS. FASTEN EACH
WEB W/ 10d AT 6" O.C.
FOR GABLE BRACE INSTALLATION.
(3) 10d EACH END
BLOCK TO ROOF DECK W/ 8d
2x4
LOWER ROOF DECK.
1 ROW
COMMON @ 3" O.C.
(1)2x4
GABLE VERTICAL MEMBER W/ (3) 1 Od
ROOF DECK
• FASTEN 2ND PLY TO 1ST PLY W/
1
10d @ 6" O.C.
2x6
2x4 SYP OUTRIGGER @ 24" O.C.
1 ROW
2x4
(1)2x6
CLIP TO GABLE TOP CHORD W/
2 ROWS
Ix
(1) H2.5T W/ (10) 8d x 1'/s"
2x8
K�X
1 ROW
2x6
24" LONG 2x4 NO. 2 SYP SCAB
2x8
GABLE TRUSS
APPLIED TO GABLE VERTICAL
(2)2x6*
rl
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OR BLOCKING BETWEEN
W
Derek B. Murray, P.E.
I I
TRUSS WEBS W/ 1 Od AT 3" O.C.
CMU�METAL CONNECTOR ENGINEERING
I t
2x6 NO 2 SYP DIAGONAL BRACE
I
I
FASTEN (1) SIMPSON HGA10 BRACE
F
CONNECTOR FROM TO EACH
I
DIAGONAL BRACE TO GABLE
8'-0" OR AS SHOWN ON FLAN
FASTEN (1) SIMPSON HGA10 BRACE CONNECTOR
TO DIAGONAL BRACE TO GABLE VERTICAL
2x NO 2 SYP NAILER FASTENS[
DOUBLE TOP PLATE W/ 10d @ 3
O.C. AND TO (1) ADJACENT TRL
BOTTOM CHORD W/ 10d @ 3" O.
TRUSS BOTTOM CHORD
SHEATHING TO STUDS PER,
TABLE 2: WOOD STRUCTUR/
PANEL SHEATHING
REQUIREMENTS, SHEET ST -
7/111, \1
PRE -MANUFACTURED
JACK TRUSS
GABLE ANGLE BRACING DETAIL AT JACK TRUSSES
ROOF DECK NAILER/BLOCKING
FASTENED TO JACK W/ (3) 1 O
TOE -NAILS
1) MAX. TRUSS SPACING= 24" O.C.
2) OUTLOOKERS, BLOCKING & CLIPS MAY BE OMITTED FROM OVERHANG PORTION OF DETAIL FOR
NON -DROPPED GABLE TRUSSES W/ 12" OR LESS OVERHANGS.
3) L OR T BRACE VERTICAL REINFORCEMENT PER TRUSS ENGINEERING NOT SHOWN FOR CLARITY.
7Y4" MAX
2x4 NO.2 SYP CATS @ 12" O.C.-
FASTENED TO DOUBLE TOP
PLATE W/ (4) 1 O AND TO EACH
ADJACENT TRUSS BOTTOM
CHORD W/ (3) 1 O TOE -NAILS.
TRUSS BOTTOM CHORD
SHEATHING TO STUDS PER, -
TABLE 2: WOOD STRUCTURAL
PANEL SHEATHING
REQUIREMENTS, SHEET ST -1
16" MAX
2x4 NO.2 SYP NAILER TO
TRUSS BOTTOM CHORD
W/ 10d @ 3" O.C.
TRUSS BOTTOM CHORD
'/6" OSB SHEATHING FASTENED -
TO NAILER W/ 1 O @ 3" O.C.
AND TO DOUBLE TOP PLATE W/
10d @ 3" O.C.
SHEATHING TO STUDS PER, -
TABLE 2: WOOD STRUCTURAL
PANEL SHEATHING
REQUIREMENTS, SHEET ST -1
(1) DIAGONAL BRACE PER (10) TRUSSES APPLIED TO
OPPOSITE SIDE OF WEBS. DIAGONAL BRACE APPLIED AT
APPROXIMATE 45° ANGLE TO NO LESS THAN (3) TRUSSES.
li II II II
CONTINUOUS LATERAL RESTRAINT
(CLR). QUANTITY AND LOCATION
DEFINED BY TRUSS SHOP DRAWING.
APPLIED TO EITHER IF LATERAL RESTRAINT MUST BE
SIDE 11 11
WEBS I� MADE OF MORE THAN ONE PIECE,
DO SO WITH OVERLAPPING BRACES
LIKE THIS (TYP EVERYWHERE)_
TRUSSES NEEDING BRACING
LATERAL BRACING - MULTIPLE TRUSSES
1. ALL RESTRAINT LUMBER SHOWN SHALL BE 2x4 NO.3 SPF OR BETTER (UNO)
2. SHOULD A SCENARIO ARISE THAT DOES NOT RESEMBLE THOSE INDICATED ABOVE, IMMEDIATELY
CONTACT THE ENGINEER OF RECORD FOR APPROPRIATE BRACING DETAILS.
3. 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.
4. ALL FASTENERS SHOWN ARE .131" x 3" LONG (UNO).
5. DESIGNED PER BCSI-133, 2007.
T -BRACE FASTENED TO
WEB W/ 10d AT 6" O.C.
L -BRACE FASTENED TO
WEB W/ 1 Od AT 6" O.C.
VERTICAL/SCAB
I
�-�•
DBL 2x4 NO. 2 SYP FASTENED TO
SCAB BRACE FASTENED TO
INTERIOR FACE OF GABLE TRUSS
WEB W/ 10d AT 6" O.C.
FOR GABLE BRACE INSTALLATION.
1
LOCATE MEMBER OPPOSITE
2x4
LOWER ROOF DECK.
1 ROW
• FASTEN 1 ST PLY OF 2x4 TO EACH
(1)2x4
GABLE VERTICAL MEMBER W/ (3) 1 Od
\'
• FASTEN 2ND PLY TO 1ST PLY W/
1
10d @ 6" O.C.
2x6
J (n
a- j,
ROOF DECK NAILER/BLOCKING
FASTENED TO JACK W/ (3) 1 O
TOE -NAILS
1) MAX. TRUSS SPACING= 24" O.C.
2) OUTLOOKERS, BLOCKING & CLIPS MAY BE OMITTED FROM OVERHANG PORTION OF DETAIL FOR
NON -DROPPED GABLE TRUSSES W/ 12" OR LESS OVERHANGS.
3) L OR T BRACE VERTICAL REINFORCEMENT PER TRUSS ENGINEERING NOT SHOWN FOR CLARITY.
7Y4" MAX
2x4 NO.2 SYP CATS @ 12" O.C.-
FASTENED TO DOUBLE TOP
PLATE W/ (4) 1 O AND TO EACH
ADJACENT TRUSS BOTTOM
CHORD W/ (3) 1 O TOE -NAILS.
TRUSS BOTTOM CHORD
SHEATHING TO STUDS PER, -
TABLE 2: WOOD STRUCTURAL
PANEL SHEATHING
REQUIREMENTS, SHEET ST -1
16" MAX
2x4 NO.2 SYP NAILER TO
TRUSS BOTTOM CHORD
W/ 10d @ 3" O.C.
TRUSS BOTTOM CHORD
'/6" OSB SHEATHING FASTENED -
TO NAILER W/ 1 O @ 3" O.C.
AND TO DOUBLE TOP PLATE W/
10d @ 3" O.C.
SHEATHING TO STUDS PER, -
TABLE 2: WOOD STRUCTURAL
PANEL SHEATHING
REQUIREMENTS, SHEET ST -1
(1) DIAGONAL BRACE PER (10) TRUSSES APPLIED TO
OPPOSITE SIDE OF WEBS. DIAGONAL BRACE APPLIED AT
APPROXIMATE 45° ANGLE TO NO LESS THAN (3) TRUSSES.
li II II II
CONTINUOUS LATERAL RESTRAINT
(CLR). QUANTITY AND LOCATION
DEFINED BY TRUSS SHOP DRAWING.
APPLIED TO EITHER IF LATERAL RESTRAINT MUST BE
SIDE 11 11
WEBS I� MADE OF MORE THAN ONE PIECE,
DO SO WITH OVERLAPPING BRACES
LIKE THIS (TYP EVERYWHERE)_
TRUSSES NEEDING BRACING
LATERAL BRACING - MULTIPLE TRUSSES
1. ALL RESTRAINT LUMBER SHOWN SHALL BE 2x4 NO.3 SPF OR BETTER (UNO)
2. SHOULD A SCENARIO ARISE THAT DOES NOT RESEMBLE THOSE INDICATED ABOVE, IMMEDIATELY
CONTACT THE ENGINEER OF RECORD FOR APPROPRIATE BRACING DETAILS.
3. 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.
4. ALL FASTENERS SHOWN ARE .131" x 3" LONG (UNO).
5. DESIGNED PER BCSI-133, 2007.
T -BRACE FASTENED TO
WEB W/ 10d AT 6" O.C.
L -BRACE FASTENED TO
WEB W/ 1 Od AT 6" O.C.
SINGLE TRUSS BRACING
CONTINUOUS LATERAL RESTRAINT WU y
549 �✓���Afr
BRACE SUBSTITUTE
SCAB BRACE FASTENED TO
WEB MEMBER SPECIFIED ALTERNATE BRACING
WEB W/ 10d AT 6" O.C.
SIZE CLR
T OR L
SCAB
2x4
3. INDIVIDUAL WEB BRACING MATERIAL TO BE SAME SIZE, SPECIES, AND
1 ROW
2x4
(1)2x4
2x4
2 ROWS
2x6
(2)2x4*
2x6
J (n
a- j,
1 ROW
2x4
(1)2x6
2x6
2 ROWS
2x6
(2)2x4*
2x8
w
1 ROW
2x6
(1)2x8
2x8
2 ROWS
2x6
(2)2x6*
SINGLE TRUSS BRACING
FASTEN STUD TO
CORNER STUD GROUP
W/ (2) ROWS 1 Od @ 6"
O.C. STAGGERED. OMIT
NAILS AT BOTTOM 24"
OF STUD FOR STRAP
INSTALLATION
OPTION 1 OPTION 2 OPTION 3
1. INDIVIDUAL WEB BRACING MAY BE USED WHEN CONTINUOUS LATERAL
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RESTRAINT (CLR) IS SPECIFIED ON A TRUSS DESIGN BUT AN ALTERNATIVE
SCAB BRACE FASTENED TO
WEB BRACING METHOD IS DESIRED.
WEB W/ 10d AT 6" O.C.
2. INDIVIDUAL WEB BRACING MAY CONSIST OF T -BRACING, L -BRACING, OR
*IF (2) BRACES ARE
SCAB BRACING. REFER TO CHART AND DETAIL FOR MORE INFORMATION.
REQUIRED, APPLY (1) BRACE
3. INDIVIDUAL WEB BRACING MATERIAL TO BE SAME SIZE, SPECIES, AND
TO EACH FACE OF WEB.
GRADE AS WEB TO BE BRACED.
FASTEN STUD TO
CORNER STUD GROUP
W/ (2) ROWS 1 Od @ 6"
O.C. STAGGERED. OMIT
NAILS AT BOTTOM 24"
OF STUD FOR STRAP
INSTALLATION
OPTION 1 OPTION 2 OPTION 3
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INTERIOR SHEARWALL DETAIL"I
(V =
1. FOR TRUSSES THAT SIT DIRECTLY ABOVE THE WALL, FASTEN TRUSS
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BOTTOM CHORD TO DOUBLE TOP PLATE WITH 1 Od TOE -NAILS AT 4" O.C.
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2. THIS INTERIOR SHEARWALL DETAIL IS INTENDED FOR USE IN AREAS WHERE
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THE SHEARWALL RUNS PARALLEL TO THE TRUSSES, THIS IS A PREFERREDOf
a
ALTERNATIVE
TO FRAMING ABOVE THE PLATE LINE TO THE ROOF DECK.
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TRUSSES PARALLEL TO WALL
2x4 SPF (MIN) NAILER FASTENED
TOSILLPLTW/10d@3"0.C.
TRUSSES PERPENDICULAR TO WALL:
2x4 SPF (MIN) BLOCKING
BETWEEN EACH TRUSS. FASTEN
TO SILL PLT W1 Od @ 4" O.C.
ROOF DECK
ROOF TRUSS
OR RAFTER
2x4 SPF (MIN) BLOCKING
BETWEEN EACH TRUSS.
FASTENTO BEAM w/ 10d
@ 4" O.C.
TRUSS TO
PORCH BEAM
w/ SDWC15600
OR THICKER CDX OR
OSB FASTENED TO
TRUSSES, RAFTERS OR
BLOCKING W/8d COMMONS
@ 3" EDGE, 12" FIELD.
TYPICAL PORCH SHEATHING DETAIL
AT MASONRY EXTERIOR WALL
2x8 SPF STUDS FROM TOP—
OF SILL PLATE TO 2ND LEVEL
TOP PLATE @ 16" O.C. MAX
PORCH BEAM
PORCH BEAM TO POST:
(1) MSTA24
POST TO SLAB:
ABU POST BASE ANCHOR
OR DTT2Z
(UNLESS NOTED OTHERWISE)
SHEATHING PER TABLE 2 ON
STRUCTURAL SPECIFICATIONS SHEET
2x8 PT NO.2 SYP SILL PLATE TO MASONRY WALL W/
"4" SIMPSON TITEN HD @ MAX 24" O.C. W/ 3"
SQUARE x %4 THICK WASHER (SEE "BOTTOM PLATE
ANCHORS NOTES" ON "TYPICAL WALL SECTION AT
FOUNDATION" ON TYPICAL. WALL SECTION SHEET)
SHEATHING TO SILL
PLATE W/ 8d @ 3" O.C.
BOTTOM PLATE TO
BEAM W/ (2) ROWS 1 Od
@ 3" O.C., STAGGERED
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2 JACK STUDS, 1 KING STUD
3 JACK STUDS
(2) MSTA36 OR CS18
FASTEN SHEATHING TO FRAMING
PORTAL PLAN VIEW MEMBERS W/ 8d COMMON @ 3" O.C.
AS SHOWN
(TYPICAL FOR EACH END OF PORTAL
FRAME, NOT TO SCALE)
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HEADER TO BE CONTINUOUS TO
KING STUD W/ NO FLITCH PLATE
FASTEN SHEATHING W/ 8d
COMMON GRID PATTERN @ 3" O.C.
EACH WAY, AS SHOWN
SHEAR PANEL TOP PLT TO HEADER
W/ (2) ROWS 10d COMMON @ 3"
O.C. STAGGERED
JACK TO HEADER WITH (2) MSTA24,
(4) TOTAL AS SHOWN
2x- BLOCKING AT PANEL SPLICE
FOR EDGE NAILING, EDGE NAIL
SHEATHING AT BLOCKING
FASTEN ALL MULTI -PLY STUD
GROUPS W/ (2) ROWS 1 Od COMMON
@ 8" O.C., STAGGERED
(2) SIMPSON MSTA36 OR CS18, (4)
TOTAL @ EACH PORTAL END AS
SHOWN
tLtVH I IUIN VII --VV
(TYPICAL FOR EACH END OF PORTAL FRAME)
• FASTEN SHEATHING TO FRAMING MEMBERS W/ 8d
COMMON @ 3" O.C., AS SHOWN
• FASTEN SHEATHING W/ 8d COMMON GRID PATTERN
@ 3" O.C. EACH WAY, AS SHOWN
• FASTEN REMAINING SHEATHING W/ 8d COMMON @ 3"
O.C. EDGE, 12" O.C. FIELD
P2 PORTAL FRAME DETAIL
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Derek B. Murray, P.E.
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CMU�METAL CONNECTOR ENGINEERING
P.E. No. 71457