1132 Beach Ave. RES18-0367 dwgs7DESIGN SPECIFICATIONS USP CONNECTORS
DESIGN CODE:
2017 FLORIDA BUILDING (.oDE - RESIDENTIAL
DESIGN IS VOID ONE YEAR AFTER THE DATE OF THE ORIGINAL PLANS,
UNLESS PLANS HAVE BEEN REVIEWED FOR CODE COMPLIANCE.
DESIGN LOADS: ACTUAL AND UNIFORM
ROOF FLOOR
ROOF LOADING (cd=1.25) (cd=1.00)
TOP CHORD LIVE LOAD 20 psf 40 psf
TOP CHORD DEAD LOAD 7 psf (ARCH SHINGLES) 100 Psf
COMPONENTS & CLADDING GARAGE
ALLOWABLE DESIGN PRESSURES
TRIBUTARY
AREA (sf)
INTERIOR
EDGE STRIP (PSF):
ZONE (PSF)
'a' = 4'-6"
10
+30.2 -32.9
+30.2 -40.5
50
+27.1 -29.6
+27.1 -34.2
100
+25.7 2 -
-31.2
GARAGE DOOR
PRESSURES PSF
1 CAR
UPLIFT
SPF
GARAGE
1'27.1
DOOR
-29.6
(8'x7')
USP RT7
2 CAR
495
GARAGE
+25.7
DOOR
28.2
(16'x7')
USP MTW12
CONNECTOR
SYP
UPLIFT
SPF
FA FASTENERS
USP A35
450
450
(9)1Odx1/2
USP RT7
585
495
5 Sd EDW. END
USP RT8A
775
650
(5)10dx1'/2" EA. END
USP MTW12
1195
860
(7)10dx1'/2" EA. END
USP HTW20
1450
1245
(12)1Odx1'/2" EA. END
(+fl ilf�TAffA
•IC An
4AgZr
(n\inA r'A chin
FL CODE
TOP CHORD DEAD LOAD 20 psf (TILE SHINGLES) Ps THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES (ASD). THE ...- _ . _ -- 1-1 - - - - -
BOTTOM CHORD LIVE LOAD 10 psf 0 psf USP MSTA36 2065 2065 (13)10d EA. END
BOTTOM CHORD DEAD LOAD5 psf 5 psf ABOVE WIND PRESSURES HAVE BEEN REDUCE BY 0.60 AS PERMITTED BY
DEFLECTION CRITERIA: THE ALLOWABLE STRESS DESIGN METHODOLOGY. NO FURTHER REDUCTION USP LTS20B 1105 1105 '/Z"0 ROD TO FTG.
ROOF FRAMING: LIVE LOAD L/240 TOTAL LOAD L/180 SHALL BE PERMITTED USP JUS28 1305 1305 (6)1Od 1-0 HEADER
FLOOR FRAMING: LIVE LOAD L/360 & TOTAL LOAD L/240 COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH USP HTT16 4290 4290 5
, /8 "0 ROD TO FTG.
0.75" MAX ANY CASE POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE.USP HTT22 5370 5370 5/,,"0 ROD TO FTG.
WIND LOADING: 0 LINEAR INTERPOLATION IS PERMISSIBLE. USP PAU44 2535 5/."0 ROD w/ (12)16d
ASCE 7/10 FOR WIND UPLIFT, TRUSSES SHALL BE DESIGNED WITH A
MIN. DEAD LOAD CONDITION OF 5 PSF TOP CHORD AND 5 PSF PLUS = PRESSURE AND MINUS = SUCTION. USP PAU66 2535 5/S"0 ROD w/ (12)16d
BOTTOM CHORD. REACTIONS CALCULATED FOR THE BEARING POINTS `
OF ROOF TRUSSES SHALL BE REDUCED. SPECIFICALLY, ATTIC FLOOR DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING iS THE USP MSTAM24 1545 1455 (5)'/4"x2-'/4 TAPCONS
LIVE LOADS COMBINED WITH ROOF LIVE LOADS SHALL BE MULTIPLIED RESPONSIBILITY OF THE WINDOW/DOOR MANUF./SUPPLIER & SHALL MEET
BY 0.75 WHEN COMBINED w/ DEAD LOAD.THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES. SIMPSON CONNECTORS
BASIC WIND SPEED (ASCE 7-10) - - - - -- - - - - - 130 MPH
IMPORTANCE FACTOR --------------- 1.00 � "o UPLIFT S^
MEAN ROOF HEIGHT - - - - -- -'- - - - - - - - - - - 20.0 FT �` � to
�--,j�- CONNECTOR SYP SPF FA
.�TENERS FL# CODE
ROOF PITCH - - ' - - - - - - - - - - - - - - - 7/120 A35 450 450 12-8dx1'/> " 10446.4
BUILDING CATEGORY - - - - -- - - - - - - -- - "- - - li a H2.5T 600 520 5-8d EA. END 11478.3
EXPOSURE CATEGORY - - - - - - - - - - - - - - - D amu`- DENOTES EDGE STRIP.
ENCLOSURE CLASSIFICATION - - - - - - - - - - -ENCLOSED v SEE C & C CHART HTS16 1150 1085 16-10d EA, END 10456.6
INTERNAL PRESSURE COEFFICIENT ABOVE FOR 'a' DIMENSION MTS12 1000 860 7-1Odx1'/t" EA. END 10456.3
---------- t .18
a
v HTS20 1450 1245 24-10dx1'/2" EA. END 13872.3
9 10d EA. END
13872.4
MATERIAL SPECIFICATIONS �-- ,� MSTA36 1765 1270 -
�'� MSTA36 2050 1870 13-10d EA. END 13872.8
HARDWARE AND ANCHORS: 18-16d TO TRUSS/BEAM
HTT4 3480 3080 11496.2
ANCHOR BOLTS & THREADED ROD: SHALL BE IN ACCORDANCE WITH [NOT ACTUAL PLAN] a'� * 1-5/8" ROD TO FTG.
ASTM A 307 OR ASTM F 1554 GRADE 36. 32-16d TO TRUSS/BEAM
WASHERS: SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B). SCOPE OF SERVICE HTT5 5250 4670 11496.2
NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. 1-5/8"0 ROD TO FTG.
METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO
6-1TO HEADER
4-1
EXTERIOR SHALL BE GALVANIZED. MEANS AND METHODS: LUS28 930 780 Odd TO JOIST 10655.113
RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL QR BE RESPONSIBLE
FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES, OR
DOWELS SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE i/4" 14-16d T HEADER
SEQUENCES; FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY HU410 905 785 10531.36
LARGER THAN REBAR SIX AND /8" LARGER THAN THREADED ROD SIZE. OTHER PERSONS PERFORMING THE WORK OR FOR THE FAILURE FOR ANY OF 6-16d TO JOIST
(U.O.N.}
ANCHORING ADHESIVE: SHALL BE ONE OF THE FOLLOWING PRODUCTS THEM TO CONSTRUCT THE WORK IN ACCORDANCE WITH THE CONTRACTDOCUMENTS. ABU44 2200 5/$"'a ROD EPDXIED 6" MIN 10849.6
(DUAL CARTRIDGE INSTALLATION ONLY): ABU66 2300 5/8"o ROD EPDXIED 6" MIN 10849.6
EPDXY: ITW RED HEAD A7 LIMITS OF STRUCTURAL ENGINEERING DESIGN RESPONSIBILITIES:
REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60. THE ITEMS SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINEER ARE SET N/A N/A SIMPSON EPDXY-TIE 11506.4
STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50. LIMITED TO THE FOLLOWING: CONTINUOUS LOAD PATH FOR WIND UPLIFT, 10-16d TO STUD/BEAM/POST
WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185. WOOD PANEL SHEARWALLS, WALL FRAMING AND REQUIRED SHEATHING AND LTT208 1675 1675 11496.3
LAMINATED VENEER LUMBER (LVL): ALL LAMINATED VENEER LUMBER HEADERS DIRECTLY SUPPORTING ROOF FRAMING. ITEMS NOT DESIGNED 1-1/2"0 ROD TO FTG.
SHALL MEET OR EXCEED THE FOLLOWING DESIGN PROPERTIES - ELASTIC PRE-ENGINEERED WOOD FLOOR AND ROOF TRUSSES, FLOOR FRAMING NOT LSTA12 805 695 10-10d 13872.5
MODULUS (E)1,900ksi, BENDING STRESS (Fb) 2600psi SPECIFICALLY ADDRESSED, TRUSS -TO -TRUSS CONNECTION, AND ANY
ARCHITECTURAL, MECHANICAL OR ELECTRICAL SYSTEM. CS16 1705 1705 13-8d 10852.1
GENERAL NOTES Et CONSTRUCTION SPECIFICATIONS
FLOOR SHEATHING SPECIFICATIONS
23/32" T&G OSB OR PLYWOOD SHEATHING, GLUE AND NAIL WITH 10d COMMON 0 6" O.C. EDGE & FIELD
ROOF SHEATHII
IN -MIN. '/�6 ", 24/16, APA RATED OSB OR PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK NAILS ® 6" O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE).
IlLE - MIN. 15/32" 32/16, APA RATED PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK 0 6" O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE).
METAL - MIN. 1/2", 24/16, APA RATED PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK NAILS 0 6" O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE).
WALL SHEATHI
FLEXIBLE FINISH -MIN. 7&", 24/16, APA RATED OSB OR PLYWOOD STRUCTURAL 1 SHEATHING, FASTENED w/ 8d ® 6" O.C. EDGE AND 6" O.C. FIELD. SHEATHING SHALL BE EXTEND FULL HEIGHT FROM BOTTOM PLATE TO UPPER TOP PLATE.
FLEXIBLE FINISH WALLS INCLUDE: WOOD, CEMENT, OR VINYL SIDING, HARDI PANEL & BRICK. ALL OTHER WALL SHALL BE CONSIDERED BRITTLE FINISH.
STUCCO FINISH. --MIN. 7&", 24/16, APR RATED OSB OR PLYWOOD STRUCTURAL 1 SHEATHING, FASTENED w/ 8d @ 6" O.C. EDGE AND 6" O.C. FIELD. SHEATHING SHALL BE EXTEND FULL HEIGHT FROM BOTTOM PLATE TO UPPER TOP PLATE.
MASONRY SPECIFICATIQNS:
MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 530-05, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH AC1530.1-05, GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 WITH A MINIMUM OF 28 DAY COMPRESSIVE STRENGTH OF
2000 psi PER ASTM C1019, GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF % PLACED AT AN 8" TO 11" SLUMP. MORTAR SHALL CONFORM TO ASTM C270 AND TYPE M OR S. TYPE N MORTAR MAYBE USED IN BRICK VENEER.
CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL FLASHING.
CONCRETE MASONRY UNITS (CMU):
CMU SHALL BE IN ACCORDANCE WITH ASTM C90-75, HOLLOW LOAD-BEARING (CMU), TYPE 1, GRADE N-1, NORMAL WEIGHT, WITH A_ -MINIMUM COMPRESSIVE STRENGTH OF 1900 psi (f'm=1500 psi). GROUT ALL CELLS CONTAINING VERTICAL
REINFORCEMENT IN 5-0'• MAXIMUM LIFTS PROVIDE CLEANOUTS PER ACI 530.1-02 IN THE BOTTOM OF COURSE OF MASONRY WHEN THE WALL HEIGHT EXCEEDS 5-0".
M MASONRY RING BONDS, STACK BOND HALL NOT BE
- WCONCRETEASON UNITS WITH TYPE S MORTAR. WALL COURSING SHALL BE RUNNING B S
MASONRY STEMWALLS: AIL CONCRETE MASONRY UNITS SHALL BE COMPOSED OF ASTM C90E, E GRADE N 1 HOLLOW
USED. GROUT ALL CELL'- CONTAINING VERTICAL REINFORCEMENT WITH 3000 PSI PEA ROCK CONCRETE GROUT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS. ALL EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT
WITH - #4 CSD 4'-0" O.G MAX. AND AT EACH CORNER, WALL END, AND WALL INTERSECTIONS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR MASONRY ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR
DIAMETERS INTO EACH ELEMENT. AT STEMWALL CONSTRUCTED OF 5 OR MORE COURSES, PROVIDE HORIZONTAL JOINT REINFORCEMENT AT 16" O.C. VERTICALLY, (EVERY OTHER COURSE), AND VERTICAL REINF. SHALL BE INCREASED AS NOTED ON
1/S1.0. UNLESS NOTED OTHERWISE. LAP JOINT REINFORCING SHALL BE A MINIMUM OF 6".
CLAY MASONRY (BRICK)
BRICK SHALL BE IN AC(.f)RDANCE WITH ASTM C62, C216, OR C652 FOR BUILDING BRICK, FACING BRICK, & HOLLOW BRICK, RESPECTFULLY.
CONCRETE SPECIFlCAMQh
ALL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 318-08, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI 301. ALL CONCRETE ;HALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS
CONCRETE AT GARAGE AND PORCH SLABS SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI.
GENERAL NOTES:
FOOTING AND FOUNDATItl1l
FOOTINGS AND FOUNDA110NS SHALL BE IN ACCORDANCE WITH LOCAL BUILDING CODES. FOOTING HAVE BEEN DESIGNED WITH A SOIL BEARING (DESIGN MAXIMUM) OF 2000 PSF. A SOILS INVESTIGATION REPORT IS RECOMMENDED TO VERIFY SUITABLE
SUBSURFACE CONDITION', IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. SOIL 'JIALL BE FREE OF ORGANIC MATERIAL AND COHESIVE (CLAY) SOILS. SOIL COMPACTION AND FILL
SHALL BE COMPACTED I1) A MIN. OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557.
FOUNDATION PLAN ONL`r CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS, DO NOT SCALE FOOTING DIMENSIONS AND LOCATION FROM THE
FOUNDATION PLAN SHOWN ON S1.0. DO NOT DETERMINE FOOTING LOCATION BASED ON EITHER THE ARCHITECTURAL PLAN OR FRAMING PLAN, BUT BY DIMENSIONS PROVIDED ON FOUNDATION PLAN. IF FOOTING SIZE OR LOCATION IS NOT
DETERMINED ON PLAN THEN CONTACT ENGINEER OF RECORD (EOR)
UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH SHALL BE CENTERED IN SLAB ON GRADE. IN ALL CONTINUOUS FOOTINGS PROVIDE ®48" O.C. OR ROD CHAIRS.
PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48
BAR DIAMETERS
CONCRETE SLABS ON GRADE:
SHALL BE INSTALLED OVER 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. SAWCUTS: FOR CONTROLLED CRACKING CUT A 1" SAWCUT INTO SLAB IN A 12'x12' GRID WITHIN 12 HOURS OF CONCRETE PLACEMENT, PROVIDE SAWCUTS THROUGH OUT SLAB CALL EOR FOR ALTERNATIVE METHODS.
WOOD FRAMING SPECIFICATIONS:
ALL WOOD FRAMING HAS BEEN DESIGNED IN ACCORDANCE WITH NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT' WITH MASONRY, CONCRETE OR
SOIL SHALL BE PRESSURE -TREATED. IF, ACQ OR NON -DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE IS USED, ALL ATTACHED FASTENERS SHALL BE
STAINLESS STEEL.
PRE-ENGINEERED WOOD TRUSSES:
SHALL BEAR THE SEAL OF AN ENGINEER IN THE STATE WHERE PROJECT IS BEING BUILT AND SHALL COMPLY WITH NEPA, TPI, AND AITC 100. CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS INSTALLED AT ALL TRUSSES AS
INDICATED IN THE TRUSS SHOP DRAWINGS. ALL TRUSS -TO -TRUSS CONNECTIONS AND TRUSS PROFILES ARE THE RESPONSIBILITY OF THE DELEGATED TRUSS ENGINEER. ALL TRUSSES SHALL HAVE TEMPORARY BRACING PER 'COMMENTARY' AND
RECOMMENDATION FOR HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB -91." AT MULTIPLE STRAP CONNECTIONS, SPREAD STRAPS TO AVOID NAILING CONFLICTS THROUGH TRUSS. WHEN USING (2) STRAPS ON
SINGLE PLY TRUSSES, PLACE STRAPS DIAGONALLY ACROSS DBL. TOP PLATE FROM EA. OTHER.
ROOF COVERING SPECIFICATIONS:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF THE ROOF COVERING SYSTEM. ASPHALT SHINGS SHALL COMPLY WITH ASTM D3161 AND BE INSTALLED ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. CLAY
AND TILE ROOFS SHALL BE INSTALLED PER THE "CONCRETE AND CLAY ROOF TILE INSTALLATION MANUAL." AND THE MANUFACTURER'S REQUIREMENTS. STANDING SEAM METAL ROOF'S SHALL COMPLY WITH ASTM E1514 AND BE INSTALLED
ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL METAL FLASHING AND VALLEY MATERIALS.
WATERPROOFING:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN/INSTALLATION OF ALL WATER PROOFING.
WOOD FASTENING SCHEDULE BRICK NOTES / LINTEL SCHD PLAN LEGEND AND ABBREVIATIONS
MEMBERS TYPE CONNECTION FASTENER LINTEL DIMENSION MIN. BRG. MAX. SPAN ® INTERIOR LOAD BEARING WALL ® BUILT-UP POST IN THE WALL
TOP PLATE TO TOP PLATE FACE NAIL 2 -GUN NAILS @ 12" STAG.
L3'/Z x3'/Z x'%4 4" 6'-0" � GABLE X -BRACE, SEE DETAIL 10/S0.1
TOP PLATE, LAPS/INTERSECTION FACE NAIL (2-16d) 3 -GUN NAILS L4x31/2"x'/4 6" 8'-0" N8-1/2 HEADER SIZE JACK AND
DBL. TOP PLATE TO STUD FACE NAIL (2-16d) 3 -GUN NAILS DESIGNATES SHEARWALL THE (2)'" KING STUD QUANTITY.
L5x31/2 "x'/4 6" 10'-0" HIDDEN LINE: DESIGNATES SIDE OF
RIM JOIST TO TOP PLATE TOE NAIL (8d ® 6") GUN NAIL 0 6" __------- WALL THE SHEARWALL SHEATHING
L6x3'/2 "x'/4 6" 12'-0" TO BE APPLIED. 8d 0 3/6
CEILING JOIST TO TOP PLATE TOE NAIL (3-8d) 5 -GUN NAILS sw 3"/6 DESIGNATES ad COMMONS 0 3"
L7x3'/2 "x'/4 6" 16'-O" O.C. EDGE & 6" O.C. "IN THE
CEILING JOIST, OVER PARTITIONS FACE NAIL (3-16d) 4 -GUN NAILS 1. STEEL LINTELS TO BE MINIMAL 36' FIELD"
CEILING JOIST TO ROOF RAFTER FACE NAIL (6-16d) 8 -GUN NAILS LINTEL MUST HAVE CORROSION - BRICK
RESISTANT COATING OF EPDXY BASED VENEER ADJ -ADJACENT LG -Long
JOIST/TRUSS TO PLATE TOE NAIL (2-16d) 3 -GUN NAILS PAINT. BM - BEAM MONO -Manufacture
RAFTER TO PLATE TOE NAIL (3-8d) 3 -GUN NAILS WEATHER BOT - BOTTOM MONO -Monolithic
2. LINTEL MORE THAN 8'-0". SHOULD BARRIER SRG -BEARING OC - On Center
JACK RAFTER TO HIP TOE NAIL (3-10d) 4 -GUN NAILS BE LATERALLY SUPPORTED NOT TO CMU - CONCRETE MASONRY UNIT OSB Oriented Strand Board
DBL -DOUBLE PERP -Perpendicular
ROOF RAFTER TO 2x- RDGE BM. TOE NAIL (2-16d) 3 -GUN NAILS EXCEED 6 FT. O.C. w 2-'/4x3" WD.
/ i � DIA -DIAMETER PRE G -Pre Engineered
SCREWS INTO HEADER PROVIDE A °/2" LINTEL EA - EACH PSF Pounds per Square Foot
CONT. HEADER, TWO PIECES FACE NAIL 16dO 16" O.C. @ EDGE VERTICAL SLOTTED HOLE FOR SCREW. ATTACHMENT EE - EACH END PSI - Pounds per Square Inch
CONT. HEADER TO STUD TOE NAIL (3-16d) 4 -GUN NAILS SEE NOTE; 2 EOR - ENGINEER OF RECORD PT - PRESSURE TREATED
3. BRICK VENEER ATTACHMENT: EQ - EQUAL QT - Quick Tie
STUD TO SOLE PLATE TOE NAIL (3-16d) 4 -GUN NAILS HORIZONTAL TIES 0 24" O.C., VERT. } EXT - EXTERIOR REINF - Reinforce
SOLE PLATE TO JOIST/B,_OCKING FACE NAIL (16d ® 16") GUN NAIL 0 8" TIES ® 12" O.C.. (FOR 110mph HEADER, L FLASHING FBC - FLORIDA BUILDING CODE SF - Square Foot
WIND -ZONE VERT. TIES ®i6" O.C.). SEE PLAN BRICK LINTEL, FDN - FOUNDATION SPF Spruce Pine Fur
NAIL SPECIFICATIONS AT ALL OPENINGS SPACE TIES WITHIN SEE SCHEDULE FT - FSYP Southern Yellow Pine
FOO
3"x0.131" 0 = GUN NAILS 2"x0.113" 0 = RINK SHANK 12" OF OPENINGS. PROV(DE3/,$ "O WEEP FTG -FOOTING THRU - Through
HEADER TYP Typical
2"x0.113" O = 6d 21/2 "x0.131" O = 8d HOLES ® 33" O.C. IMMEDIATELY ABOVE SECTION VIEW HDR -
3/2"x0.162"0 = t6d FLASHING. HORIZ -HORIZONTAL LION Unless Otherwise Noted
3"x0.148"0 = 10d
OF BRICK LINTEL LBS - POUNDS VERT Vertical
11/2 "x0.148" 0 = 10dx11/2 " 11/2"0.131"0 = 8dx11/2 " WWF Welded Wire Fabric
TYPICAL WALL FRAMING NOTE'
1. USE SPF#2 OR BETTER FOR
ALL WALL STUDS..
2. USE SYP#2 FOR ALL TOP
PLATES AND SOLE PLATES,
3. USE SYP#2 FOR ALL
HEADERS
4. ALL WALLS SHALL BE
BALLOON FRAMED FULL
HEIGHT TO ROOF OR FLOOR
BEARING ELEVATION, U.O.N. ON
PLAN.
5.) FASTEN BOTTOM PLATE OF
INTERIOR LOAD BEARING
WALLS TO CONCRETE SLAB
w/1Qd MASONRY CUT NAILS
48" O.C. MINIMUM. SEE
FOUNDATION PLAN ADDITIONAL
ANCHORS AT SHEARWALLS
8d 0 3"1
F----
I
L----
SYP#2 DBL. J
TOP PLATE,
FULL HEIGHT
SHEATHING
TO BE
CONTINUOUS
TO UPPER
TOP PLATE.
INTERIOR BEARING WALL'
SEE PLAN FOR STUD SIZE
AND O.C. SPACING.
CONTINUOUS BLOCKING
WITHIN FLOOR SYSTEM,
WHERE POST IS ABOVE.
-J
SEE 5/S0. C.
ROOF SHEATHING,
SEE SPECIFICATIONS.
SEE 5/SO.0.
I
TYPICAL STUD NAILING, -
0.1310" END NAILS:
(2) ® 2x4,
(3) ® 2x6,
(4) 0 2x8.
2x -BLOCKING ONLY
REQUIRED IF SHEARWALL.
' I I
I I
L-- ----J FAS
PERMANENT TRUSS
BRACING BY OTHER.
FULL HEIGHT ANCHOR
AT INTERIOR WALLS
TYPICALLY %" FULL
HEIGHT THREADED
RODS 0 6'-0" O.C.
BLOCKING ONLY REQUIRED
AT SHEARWALLS AND
STUCCO FINISH.
16d COMMONS
® 8" O.C.
FLOOR SHEATHING,
SEE SPECIFICATIONS.
i
I
I
SEE 1 /SO. 1.
BLOCKING ONLY REQUIRED
AT SHEARWALLS AND-/
STUCCO FINISH.
INTERIOR BEARING
WALL: SEE SCHEDULE
FOR STUD SIZE
AND O.C. SPACING.
TEN LOWER STUD
TO TALLER STUD w/
2 -ROWS OF 10d COMS
® 12' O.C.
TYPICAL SOLE
PLATE NAILING:
0.1310" TOE NAILS:
(3) ® 2x4,
(4) ® 2x6,
5 0 2x8.
PT. SYP#2
SOLE PLATE,
WALL SHEATHING
TYPICAL HEADER NAILING
0.131X3" TOE NAILS
2X6, 2x8 = (5) NAILS
2x10, 2x12 = (7) NAILS
9" LVL, 11" LVL = (7) NAILS
14" LVL, 16" LVL = (9) NAILS
6I MAX.
SEE DETAIL 1 /S0.1
FOR SPLICING
OPTIONS.
WALL FRAMING AT
1 PLATE CHANGE CONDITION
I
2 TYPICAL WALL FRAMING
1
I so.o
J
I TPICAL DOUBLE TOP WINDOW ,ILL SCHED E
TE SPLICE
-0' MIN. SPLICE LENGTH
ROUGH
DROPPED HEAD
MINI►�� M END
FASTEN ALL TOP PLATES
/ {16) 0.131x3" NAILS
OPENING � SILL PLATES
FASTENER _EACH END
TOGETHER w/ (3) ROWS
EVENLY SPACED
� 4'-4"
1
02x4 SPF #2
(4)124 TOE NAILS
OF .131x3 0 12" O.C. STAGGERED.
FRAMING
}h"0x6" T1TEN HD
(2)2x4 SPF #2
(5)12d TOE NAILS
PLAN FOR
S 6'-4"
SYP#2
[MIN
< 8'-4"
{3}2x4 SYP #2
(1)A34 + (4}12d TOE NAILS
HEADER,
4'-0"
4 f2'-0`
(3)2x6 SYP #Z
(t)A35 + (4)12d TOE NAILS
SYP#2 DBL.
TOP PLATE. PER PLAN.
SOLE
PLATE ANCHOR SCHEDULE
DROPPED
SDWC 15600
FASTENED w/ 3-0.131"x3"
WASHER
SPEC.
EMBEDMENT
DEPTH
EDGE
DISTANCE
RAISED
HEADER
HEADEREA.
24"
END TYPICAL.
4"
FRAMING
}h"0x6" T1TEN HD
42"
24"
PLAN FOR
4h"
2%7
ARCHED
TRANSOM
OPT10N
SEE RIGHT.
WINDOW SILL SEE
SCHEDULE FOR
SILL SIZE AND
CONNECTION
EACH END.
DETAILS
TO TOP OF TRUSS AS SHOWN.
11
PROVIDE 2x4 BLOCKING
41
AT HORIZONTAL JOINTS.
ROOF SHEATHING, SEE
1 �-0„
n
• FOUNDATION SEE PLAN.
HEEL �
WALL SHEATHING
SEE DETAIL 1 /SO.1
FOR SPLICING
OPTIONS.
WALL SHEATHING TO
SOLE PLATE
SEE DETAILS SEE DETAILS RAISE Jf3" FROM
8d ® 3" BOTTOM OF SOLE
�ON S1.01 - - ON S1.01 - PLAN AND FASTEN
F - - I tl. - F - T w/8d ® 3" O.C.
Lj
I4 3 A I
L-4 1 I I 1
L --------J L ----------I L -------J
SINGLE STORY MULTY STORY
i� TYP. WALL SECTIONS
SIMPSON
SOLE
PLATE ANCHOR SCHEDULE
DROPPED
SDWC 15600
FASTENED w/ 3-0.131"x3"
WASHER
SPEC.
EMBEDMENT
DEPTH
EDGE
DISTANCE
SEE ROOF
HEADEREA.
24"
END TYPICAL.
4"
FRAMING
}h"0x6" T1TEN HD
42"
24"
PLAN FOR
4h"
2%7
EXTEND SHEATHING VERT.
DETAILS
TO TOP OF TRUSS AS SHOWN.
PROVIDE 2x4 BLOCKING
SYP 2 HEADER,
#
AT HORIZONTAL JOINTS.
ROOF SHEATHING, SEE
1 �-0„
SPECIFICATIONS BELOW.
HEEL �
PRE-ENGINEERED WOOD
2x SPF BLOCKING
ANCHOR INTO 2x MATERIAL.
ROOF TRUSSES.
RIPPED TO FIT
WITH GAP SHOWN a
JACK AND
Q
KING STUDS,
SIMPSON
M
SDWC15600
SEE PLAN.
SEE ROOF
FRAMING
AT TWO STORY CONDITIONS,
PLAN FOR
SIMPSON
DETAILS
SHEATHING MAY
SDWC15600
TERMINATE AT SIMPSON
SEE ROOF
SIMPSON
TOP OF DBL. SDWC15600
FRAMING
SDWC15600
TOP PLATE. SEE NOTE 1
PLAN FOR
SEE NOTE 1
DETAILS
5" < HEEL < 1'-0" TYPICAL
HEEL
CONNECTION
< 5"
NOTES:
1. TOP PLATE TO STUD SDWC ONLY REQUIRED WHEN STUD
IS DIRECTLY BELOW TRUSS
2. H2.5T MAY BE SUBSTITUTED FOR TRUSS CONNECTION. PROVIDE ADDITIONAL H2.5T
AT TOP PLATE TO STUD, SPACE 0 48" O.C.
(]1 ROOF TRUSS CONNECTION
SDWC15600 SCREW
KING STUD TO TOP PLATE:
SDWC15600 SCREW
NOT REQUIRED AT GABLE
ENDS OR OPENINGS LESS
THAN 4'-6"
KING & JACK
STUDS SEE PLAN
KING STUD TO BOTTOM PLATE
CONNECTON: SIMPSON
SDWC15600 SCREW, OMIT IF
SHEARWALL HOLD DOWN IS
SPECIFIED. NOT REQUIRED AT
GABLE ENDS OR 2 -STORY
WALLS
3x3xY4" SLOTTED
WASHER PUSHED
TO OUTSIDE
FACE OF WALL.
�E" THREADED ROD
EPDXIED 4" OR Yz"Ox6"
SIMPSON TITEN HD.
SECTION EW
.
ARCHED TRANSOM OPTION:
2x SPF DIAGONAL BLOCKING
612
2
WALL FRAMING AT MAX• MIN• SOLE PLATE ANCHOR:
RAISED HEADER CONDITION FROM SOLE SEE SCHEDULE
PLATE BREAK
BUILDER MAY CHOOSE EITHER THE DROPPED
HEADER CONDITION OR RAISED HEADER CONDITION. WALL FRAMING ATDDROPPED EADER COND111ON
SOLE PLATE ANCHOR
HOLD DOWN.
3x3xYa' SLOTTED
WASHER PUSHED
TO OUTSIDE BUTT JOINT -1
FACE OF WALL.
U 12" 1 Y2°
PT. SYP#2 MAX. MIN.
SILL PLATE.
SOLE PLATE BREAK
SOLE
PLATE ANCHOR SCHEDULE
DROPPED
EXT. WALL
SPACING
FASTENED w/ 3-0.131"x3"
WASHER
SPEC.
EMBEDMENT
DEPTH
EDGE
DISTANCE
)2'0 EPDXY
HEADEREA.
24"
END TYPICAL.
4"
2-'4"
}h"0x6" T1TEN HD
42"
24"
SHEATHING MAY EXTEND 2"
4h"
2%7
PAST BLOCKING- WINDOW
SYP 2 HEADER,
#
ATTACHMENTS MUST
PER PLANS.
ANCHOR INTO 2x MATERIAL.
JACK AND
KING STUDS,
SEE PLAN.
AT TWO STORY CONDITIONS,
WINDOW SILL SEE
PROVIDE SOLID BLOCKING
SCHEDULE.
WITHIN FLOOR SYSTEM AT ALL
UPPER LEVEL POSTS & JACK
STUDS.
SDWC15600 SCREW
SEE 8/SO,0.
612
2
WALL FRAMING AT MAX• MIN• SOLE PLATE ANCHOR:
RAISED HEADER CONDITION FROM SOLE SEE SCHEDULE
PLATE BREAK
BUILDER MAY CHOOSE EITHER THE DROPPED
HEADER CONDITION OR RAISED HEADER CONDITION. WALL FRAMING ATDDROPPED EADER COND111ON
SOLE PLATE ANCHOR
HOLD DOWN.
3x3xYa' SLOTTED
WASHER PUSHED
TO OUTSIDE BUTT JOINT -1
FACE OF WALL.
U 12" 1 Y2°
PT. SYP#2 MAX. MIN.
SILL PLATE.
SOLE PLATE BREAK
NOTES:
1. SOLE PLATE ANCHORS ARE REQUIRED AT ALL EXTERIOR WALLS AND ADJACENT TO
CORNERS AND PLATE BREAKS AND KING STUDS.
2. WASHERS SHALL BE SLOTTED.
3. AS AN ALTERNATE TO THE 3"X3"XY4" PLATE WASHER, A 3"X3"X'/8" W/ 11/2"0 ROUND
STEEL WASHER MAY BE USED.
SOLE PLATE ANCHOR DETAIL Et SCHEDULE
SCALE: 3/4" = 1'-0"
t'/z" t'Iz"--�---
(3) ROW OF 1 O
2 PLY NAILS ® 8" O.C.
BEAM. STAGGERED ,
3 PLY BEAM. N CA
2x4 MEMBERS: °
(1) ROW OF 10d °
(4) ROWS 12d NAILS @ 4" O.C.
AT 12" O.C.
EA. SIDE. 2x6 MEMBERS:
(3) ROWS 12d � � (2} ROW OF 10d
NAILS 0 4" O.C.
AT 12" O.C. STAGGERED
EA. SIDE.
�k ELY BEAMS
KING STUD TO TOP PLATE:
SDWC15600 SCREW.
NOT REQUIRED AT GABLE -
ENDS OR OPENINGS LESS
THAN 4'-6"
TOP PLATE TO HEADER FASTENING:
SEE DETAIL AT RIGHT. NOT REQUIRED
FOR GABLE ENDS.
HEAD QF SILL
- PLATES SEE
SCHEDULE
ROUGH OPN'G, SEE ARCH.
(2)12d TOE
NAILS E.E.
(MIN)
e'
SOLE PLATE CONNECTOR SOLE PLATE ANCHOR
LOCATED WITHIN 6" OF/ PER SCHEDULE
STUD PACK. OMIT IF SHEARWALL
HOLD DOWN IS SPECIFIED SINGLE STORY
l l TYPICAL HEADER STRAPPING
KING & JACK
STUDS SEE PLAN
KING STUD TO FRAMING BELOW
CS18 STRAP w/6-10dx1)¢"
NAILS EACH END. STRAP
ATTACHMENT CAN BE INTERIOR Of
EXTERIOR SIDE OF WALL
STRAP NOT REQUIRED AT THI
FOLLOWING: GABLE ENDS 01
JACK TRUSSES LES`.
THAN 8' OR OPENINGS LES`.
THAN 3'-6
STRAPPING NOT REQUIRED
AT LOWER LEVEL HEADERS
UNLESS SPECIFIED ON PLAN
2_x4 OR 2x6 POST 2x8 POST
(3)ROWS OF 5" (3)ROWS OF 6-Y4'
TRUSSLOK TRUSSLOK
ENGINEERED WOOD ENGINEERED WOOD
FASTENERS 0 24"o.c FASTENERS 0 24'ac
AS SHOWN AS SHOWN
�Y 4 -PLY
14" LVL AND GREATER
NOTES:
1. TYP. CONNECTION AT STUD COLUMNS,
JACK -TO -KING ASSEMBLIES, CORNER POST, ETC.
2. SPECIFIED NAILING REQUIRED FOR EVERY PLY
ULU
IN ADDITION TO (2) PLYS
BUILT-UP MEMBER FASTENING
TOP PLATE TO HEADER FASTENING:
SEE DETAIL AT RIGHT. NOT REQUIRED
FOR GABLE ENDS.
MULTI STORY
(STACKED WINDOWS
BOUNDARY OF -
SHEATHING.
EXAMPLE OF PANEL
EDGE w/ BLOCKING
WHERE REQUIRED BY
GENERAL NOTES.
NAIL SPACING AT
SUPPORTED EDGES,- E
GENERAL NOTES.
EXAMPLE OF UNSUPPORTED
(UNBLOCKED) PANEL EDGE
(TYPICAL).
NAILING TO INTERMEDIATE
SUPPORT IS 6" O.C. MAX.•
(UON).
RATED SHEATHING,
SEE GENERAL NOTES.
ROOF
TRUSSES, OR
FLOOR JOISTS.
ROOF AND FLOOR SHEATHING NAILING
SCALE: 3/4" V -Q"
2x4 BLOCKING
024" O.C. FASTEN
EACH END w/3 -10d
TOENAILS.
STUD BELOW
LOWER TOP----I--I{ jj 4-10d
PLATE AT BREAK. OVER LAP DOUBLE COMMONS
TOP PLATES.
ORTHOGONAL VIEW WALL INTERSECTION
OF CORNER CONDITIONS
CO
RNR WALL INTERSECTION
CONDITIONS CONDITIONS
NOTES:
1. OVERLAP TOP PLATES AT CORNERS AND INTERSECTIONS.
2. °- DENOTES 3"x0.131" GUN NAILS ® 6" O.C. VERTICAL.
3. DENOTES SOLE PLATE ANCHOR, SEE SCHEDULE.
4. SOLE PLATE ANCHOR NOT REQUIRED WHEN HOLD DOWN IS INSTALLED.
5. CONTRACTOR MAY CHOOSE EITHER OPTION WHERE MULTIPLE
OPTIONS ARE SHOWN.
FRAMED WALL CORNER AND
INTERSECTIONS STUDS CONFIGURATIONS
JV
TOP, PLATE TO HEADER FASTENING:
SEE DETAIL AT RIGHT. NOT REQUIRED
FOR' GABLE ENDS.
STUD OR 2)
BLOCKING FASI
w/8 -10d COMMO
SCHEDULE
ROUGH OPN'G, SEE ARCH
MULTI STORY
(UNSTACKED WINDOWS,)
TRUSS TO PLATE:
SDWC SCREW
PLATE TO HEADER:
SDWC SCREW
24" O.C.
TRUSS TO PLATE:
SDWC SCREW
PLATE TO HEADER:
SDWC SCREW @
24" O.C. 2X4 WALL
HEADER FASTENING SECTION
KING STUD TO FRAMING BELOW:
CS18 STRAP W/6-10DX1Y2"
NAILS EACH END. STRAP ATTACHMENT CAN BE
INTERIOR OR EXTERIOR SIDE OF WALL.
STRAP NOT REQUIRED AT THE FOLLOWING:
GABLE ENDS OR
JACK TRUSSES LESS
THAN 8' OR OPENINGS LESS
THAN 3'-6"
Oz U
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„ 'Lt�s°° � � r� 1 q,,,� Pte•°° �� .!®•m
Christopher) Sabourin PE
FL PE#71461
PLAN NAME
1132 BEACH AVE
DATE
06.20.18
SSE No.
CHAP -18-0039
ISSUE DATE
PERMIT 06.20.18
REVISIONS DATE
FIELD ALTERATION
CONTRACTOR SHALL CONTACT
CHRISTOPHER SABOURIN PE PRIOR TO
MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY
FROM THE INTENT OF THE ORIGINAL
CONSTRUCTION DOCUMENTS. ANY
FIELD ALTERNATIONS MADE PRIOR TO
BEING APPROVED BY CHRISTOPHER
SABOURIN MAY RESULT IN ADDITIONAL
ENGINEERING OR INSPECTION FEES.
SCALING
DON SCALE DIMENSIONS FROM
THESE DRAWINGS. IF A DIMENSION 15
UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
CONTACT THE E.O.R.
DESIGN
CRITERIA
AND
GENERAL
NOTES
SHEET
SOD
' SHEET 1 OF 11
SOLE
PLATE ANCHOR SCHEDULE
ANCHOR
EXT. WALL
SPACING
SHEARWALL`'
SPACING
WASHER
SPEC.
EMBEDMENT
DEPTH
EDGE
DISTANCE
)2'0 EPDXY
42"
24"
3x3xO.229"
4"
2-'4"
}h"0x6" T1TEN HD
42"
24"
3x3xO.229"
4h"
2%7
NOTES:
1. SOLE PLATE ANCHORS ARE REQUIRED AT ALL EXTERIOR WALLS AND ADJACENT TO
CORNERS AND PLATE BREAKS AND KING STUDS.
2. WASHERS SHALL BE SLOTTED.
3. AS AN ALTERNATE TO THE 3"X3"XY4" PLATE WASHER, A 3"X3"X'/8" W/ 11/2"0 ROUND
STEEL WASHER MAY BE USED.
SOLE PLATE ANCHOR DETAIL Et SCHEDULE
SCALE: 3/4" = 1'-0"
t'/z" t'Iz"--�---
(3) ROW OF 1 O
2 PLY NAILS ® 8" O.C.
BEAM. STAGGERED ,
3 PLY BEAM. N CA
2x4 MEMBERS: °
(1) ROW OF 10d °
(4) ROWS 12d NAILS @ 4" O.C.
AT 12" O.C.
EA. SIDE. 2x6 MEMBERS:
(3) ROWS 12d � � (2} ROW OF 10d
NAILS 0 4" O.C.
AT 12" O.C. STAGGERED
EA. SIDE.
�k ELY BEAMS
KING STUD TO TOP PLATE:
SDWC15600 SCREW.
NOT REQUIRED AT GABLE -
ENDS OR OPENINGS LESS
THAN 4'-6"
TOP PLATE TO HEADER FASTENING:
SEE DETAIL AT RIGHT. NOT REQUIRED
FOR GABLE ENDS.
HEAD QF SILL
- PLATES SEE
SCHEDULE
ROUGH OPN'G, SEE ARCH.
(2)12d TOE
NAILS E.E.
(MIN)
e'
SOLE PLATE CONNECTOR SOLE PLATE ANCHOR
LOCATED WITHIN 6" OF/ PER SCHEDULE
STUD PACK. OMIT IF SHEARWALL
HOLD DOWN IS SPECIFIED SINGLE STORY
l l TYPICAL HEADER STRAPPING
KING & JACK
STUDS SEE PLAN
KING STUD TO FRAMING BELOW
CS18 STRAP w/6-10dx1)¢"
NAILS EACH END. STRAP
ATTACHMENT CAN BE INTERIOR Of
EXTERIOR SIDE OF WALL
STRAP NOT REQUIRED AT THI
FOLLOWING: GABLE ENDS 01
JACK TRUSSES LES`.
THAN 8' OR OPENINGS LES`.
THAN 3'-6
STRAPPING NOT REQUIRED
AT LOWER LEVEL HEADERS
UNLESS SPECIFIED ON PLAN
2_x4 OR 2x6 POST 2x8 POST
(3)ROWS OF 5" (3)ROWS OF 6-Y4'
TRUSSLOK TRUSSLOK
ENGINEERED WOOD ENGINEERED WOOD
FASTENERS 0 24"o.c FASTENERS 0 24'ac
AS SHOWN AS SHOWN
�Y 4 -PLY
14" LVL AND GREATER
NOTES:
1. TYP. CONNECTION AT STUD COLUMNS,
JACK -TO -KING ASSEMBLIES, CORNER POST, ETC.
2. SPECIFIED NAILING REQUIRED FOR EVERY PLY
ULU
IN ADDITION TO (2) PLYS
BUILT-UP MEMBER FASTENING
TOP PLATE TO HEADER FASTENING:
SEE DETAIL AT RIGHT. NOT REQUIRED
FOR GABLE ENDS.
MULTI STORY
(STACKED WINDOWS
BOUNDARY OF -
SHEATHING.
EXAMPLE OF PANEL
EDGE w/ BLOCKING
WHERE REQUIRED BY
GENERAL NOTES.
NAIL SPACING AT
SUPPORTED EDGES,- E
GENERAL NOTES.
EXAMPLE OF UNSUPPORTED
(UNBLOCKED) PANEL EDGE
(TYPICAL).
NAILING TO INTERMEDIATE
SUPPORT IS 6" O.C. MAX.•
(UON).
RATED SHEATHING,
SEE GENERAL NOTES.
ROOF
TRUSSES, OR
FLOOR JOISTS.
ROOF AND FLOOR SHEATHING NAILING
SCALE: 3/4" V -Q"
2x4 BLOCKING
024" O.C. FASTEN
EACH END w/3 -10d
TOENAILS.
STUD BELOW
LOWER TOP----I--I{ jj 4-10d
PLATE AT BREAK. OVER LAP DOUBLE COMMONS
TOP PLATES.
ORTHOGONAL VIEW WALL INTERSECTION
OF CORNER CONDITIONS
CO
RNR WALL INTERSECTION
CONDITIONS CONDITIONS
NOTES:
1. OVERLAP TOP PLATES AT CORNERS AND INTERSECTIONS.
2. °- DENOTES 3"x0.131" GUN NAILS ® 6" O.C. VERTICAL.
3. DENOTES SOLE PLATE ANCHOR, SEE SCHEDULE.
4. SOLE PLATE ANCHOR NOT REQUIRED WHEN HOLD DOWN IS INSTALLED.
5. CONTRACTOR MAY CHOOSE EITHER OPTION WHERE MULTIPLE
OPTIONS ARE SHOWN.
FRAMED WALL CORNER AND
INTERSECTIONS STUDS CONFIGURATIONS
JV
TOP, PLATE TO HEADER FASTENING:
SEE DETAIL AT RIGHT. NOT REQUIRED
FOR' GABLE ENDS.
STUD OR 2)
BLOCKING FASI
w/8 -10d COMMO
SCHEDULE
ROUGH OPN'G, SEE ARCH
MULTI STORY
(UNSTACKED WINDOWS,)
TRUSS TO PLATE:
SDWC SCREW
PLATE TO HEADER:
SDWC SCREW
24" O.C.
TRUSS TO PLATE:
SDWC SCREW
PLATE TO HEADER:
SDWC SCREW @
24" O.C. 2X4 WALL
HEADER FASTENING SECTION
KING STUD TO FRAMING BELOW:
CS18 STRAP W/6-10DX1Y2"
NAILS EACH END. STRAP ATTACHMENT CAN BE
INTERIOR OR EXTERIOR SIDE OF WALL.
STRAP NOT REQUIRED AT THE FOLLOWING:
GABLE ENDS OR
JACK TRUSSES LESS
THAN 8' OR OPENINGS LESS
THAN 3'-6"
Oz U
�14 w 0 z
M w Ln x
U �p
zm
o
LO �H� �(A
EBly�f��t�fy',rs
! .is °.... S si
PP b
.��
n
` A , F
„ 'Lt�s°° � � r� 1 q,,,� Pte•°° �� .!®•m
Christopher) Sabourin PE
FL PE#71461
PLAN NAME
1132 BEACH AVE
DATE
06.20.18
SSE No.
CHAP -18-0039
ISSUE DATE
PERMIT 06.20.18
REVISIONS DATE
FIELD ALTERATION
CONTRACTOR SHALL CONTACT
CHRISTOPHER SABOURIN PE PRIOR TO
MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY
FROM THE INTENT OF THE ORIGINAL
CONSTRUCTION DOCUMENTS. ANY
FIELD ALTERNATIONS MADE PRIOR TO
BEING APPROVED BY CHRISTOPHER
SABOURIN MAY RESULT IN ADDITIONAL
ENGINEERING OR INSPECTION FEES.
SCALING
DON SCALE DIMENSIONS FROM
THESE DRAWINGS. IF A DIMENSION 15
UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
CONTACT THE E.O.R.
DESIGN
CRITERIA
AND
GENERAL
NOTES
SHEET
SOD
' SHEET 1 OF 11
DESIGN SPECIFICATIONS USP CONNECTORS
I
DESIGN CODE:
TRIBUTARY
AREA (sf)
2017 FLORIDA BUILDIN<', CODE - RESIDENTIAL
EDGE STRIP (PSF):
DESIGN IS VOID ONE YEAR AFTER THE DATE OF THE ORIGINAL PLANS,
UNLESS PLANS HAVE BEEN REVIEWED FOR CODE COMPLIANCE.
DESIGN LOADS: ACTUAL AND UNIFORM
+30.2 -32.9
ROOF
FLOOR
ROOF LOADING (cd=1.25)
(cd=1.00)
TOP CHORD LIVE LOAD 20 psf
40 psf
TOP CHORD DEAD LOAD 7 psf (ARCH SHINGLES)
10 psf
T /11 r^M l f11 -A!'1 1 n A I . /-r.r r rr\
In ncf
COMPONENTS & CLADDING
ALLOWABLE DESIGN PRESSURES
TRIBUTARY
AREA (sf)
INTERIOR
EDGE STRIP (PSF):
ZONE (PSF)
a' = 4'-6"
10
+30.2 -32.9
+30.2 -40.5
50
+27.1 -29.6
+27.1 -34.2
100
+25.7 -28.2
+25.7 -31.2
GARAGE DOOR,
PRESSURES PSF
1 CAR
UPLIFT
SPF
GARAGE
+27.1
DOOR
(8'x7')
_29.6
2 CAR
(9)10dx1'
GARAGE
+25.7
DOOR
_28.2
(16'x7')
EA. END
CONNECTOR
SYP
UPLIFT
SPF
FASTENERS
USP MSTA36 2065 2065 (13)10d
USP A35
450
450
(9)10dx1'
2"
USP RT7585
ROD TO FTG.
495
(5)8d
EA. END
USP RT8A
775
650
(5)10dx1'/2" EA. END
USP MTW12
1195
860
(7)10dx1'/2" EA. END
USP HTW20
1450
1245
(12)10dx11/2" EA. END
A35
450
450
1-1-1,
I yr vnvrly uL.rly Lvr u LU PST t 1ILt Jt111VbLtJ) "' ,"
BOTTOM CHORD LIVE LOAD 10 psf 0 psf
BOTTOM CHORD DEAD LOADg psf 5 psf
DEFLECTION CRITERIA:
ROOF FRAMING: LIVE LOAD L/240 TOTAL LOAD L/180
FLOOR FRAMING: LIVE LOAD L/360 & TOTAL LOAD L/240
0.75" MAX ANY CASE
THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES (ASD), THE
ABOVE WIND PRESSURES HAVE BEEN REDUCE BY 0.60 AS PERMITTED BY
THE ALLOWABLE STRESS DESIGN METHODOLOGY. NO FURTHER REDUCTION
SHALL BE PERMITTED
• COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH
POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE.
LINEAR INTERPOLATION IS PERMISSIBLE.
PLUS = PRESSURE AND MINUS = SUCTION.
' DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING IS THE
RESPONSIBILITY OF THE WINDOW/DOOR MANUF./SUPPLIER &SHALL MEET
ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES.
�i� 44-
v --- ° °
I o
°
49 -*- DENOTES EDGE STRIP.
v SEE C & C CHART
ABOVE FOR 'a' DIMENSION
v v
.�
v L� v
[NOT ACTUAL PLAN]" �I`a I`
UJt' MJ I iiL•h 1"U I'FDD I kv) I UI7
tA. tIVD
USP MSTA36 2065 2065 (13)10d
EA. END
USP LTS208 1105 1105 '/2"0
ROD TO FTG.
USP JUS28 1305 1305 (6)1041
TO HEADER
USP HTT16 4290 4290 5/e"0
ROD TO FTG.
USP HTT22 5370 5370 5/8"0
ROD TO FTG.
WIND LOADING:
ASCE 7/10 FOR WIND UPLIFT, TRUSSES SHALL BE DESIGNED WITH A
MIN. DEAD LOAD CONDITION OF 5 PSF TOP CHORD AND 5 PSF
BOTTOM CHORD. REACTIONS CALCULATED FOR THE BEARING POINTS
OF ROOF TRUSSES SHALL BE REDUCED. SPECIFICALLY, ATTIC FLOOR
LIVE LOADS COMBINED WITH ROOF LIVE LOADS SHALL BE MULTIPLIED
BY 0.75 WHEN COMBINED w/ DEAD LOAD.
BASIC WIND SPEED (ASCE 7-10) - - - - - - - - - - 130 MPH
IMPORTANCE FACTOR - - - - - - - - - - - -" - - "- 1.00
MEAN ROOF HEIGHT - - - - - - - - - - - - - - - - 20.0 FT
ROOF PITCH - - - - - - - - - - - - - - - - - - - 7/12
BUILDING CATEGORY -----"------------ 11
EXPOSURE CATEGORY - - - -'-" - -- - - - - - - -" --" D
ENCLOSURE CLASSIFICATION - - - - - - - - - - - -ENCLOSED
INTERNAL PRESSURE COEFFICIENT - - - - - - - - - - t .18
5
USP PAU44 2535 /8"0
ROD w/ (12)16d
USP PAU66 2535 5/8"0
ROD w/ (12)16d
USP MSTAM24 1545 1455 (5)'/,"x2-'/4 TAPCONS
SIMPSON CONNECTORS
CONNECTOR
UPLIFT
FASTENERS
BEAM.
SYP
SPF
A35
450
450
12-8dx•I'/2"
PRE-ENGINEERED WOOD
H2.5T
600
520
5-8d EA.
END
HTS16
1150
1085
16-10d
EA. END
MTS12
1000
860
7-10dxl'/2"
EA. END
HTS20
1450
1245
24-1Odx1'/2"
EA. END
MATERIAL SPECIFICATIONS
MSTA24
1765
1270
-
9 10 d ]-A. END
MSTA36
2050
1870
13-10d
EA. END
HARDWARE AND ANCHORS:
ANCHOR BOLTS & THREADED ROD: SHALL BE IN ACCORDANCE WITH
ASTM A 307 OR ASTM F 1554 GRADE 36.
WASHERS: SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B).
NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX.
METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO
EXTERIOR SHALL BE GALVANIZED.
RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR
DOWELS SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE 1/4"
LARGER THAN REBAR SIX AND '/8" LARGER THAN THREADED ROD SIZE.
(U.O.N.}
ANCHORING ADHESIVE: SHALL BE ONE OF THE FOLLOWING PRODUCTS
(DUAL CARTRIDGE INSTALLATION ONLY):
EPDXY: ITW RED HEAD A7
REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60.
STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50.
WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185.
LAMINATED VENEER LUMBER (LVL): ALL LAMINATED VENEER LUMBER
SHALL MEET OR EXCEED THE FOLLOWING DESIGN PROPERTIES - ELASTIC
MODULUS (E)1,900ksi, BENDING STRESS (Fb) 2600psi
HTT4
3480
3080
18-16d
,TO TRUSS/BEAM
1_s/8"n
ROD TO FTG.
SCOPE OF SERVICE
HTTS
5250
4670
32-16d
TO TRUSS/BEAM
1-5/g"0
ROD TO FTG.
MEANS AND METHODS:
THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE
FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES, OR
SEQUENCES; FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY
OTHER PERSONS PERFORMING THE WORK OR FOR THE FAILURE FOR ANY OF
THEM TO CONSTRUCT THE WORK IN ACCORDANCE WITH THE CONTRACT
DOCUMENTS.
tIMi_ ITS STRUCTURAL ENGINEERING DESIGN RESPONSIBILITIES:
THE ITEMS SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINEER ARE
LIMITED TO THE FOLLOWING: CONTINUOUS LOAD PATH FOR WIND UPLIFT,
WOOD PANEL SHEARWALLS, WALL FRAMING AND REQUIRED SHEATHING AND
HEADERS DIRECTLY SUPPORTING ROOF FRAMING. ITEMS NOT DESIGNED
PRE-ENGINEERED WOOD FLOOR AND ROOF TRUSSES, FLOOR FRAMING NOT
SPECIFICALLY ADDRESSED, TRUSS -TO -TRUSS CONNECTION, AND ANY
ARCHITECTURAL, MECHANICAL OR ELECTRICAL SYSTEM.
LUS28
930
780
6-10d
TO HEADER
4-10d
TO JOIST
HU410
905
785
14-16d
TO HEADER
6-16d TO JOIST
ABU44
2200
STAGGERED
5/8"0 RIND EPDXIED 6" MIN
ABU66
2300
5/8"0 ROD EPDXIED 6" MIN
SET
N/A
N/A
SIMPSON
EPDXY-TIE
LTT20B
1675
1675
10-16d
TO STUD/BEAM/POST
1-1/2"0
ROD TO FTG.
LSTA12
805
695
10-10d
CS161705
1705
13-8d
GENERAL NOTES a CONSTRUCTION SPECIFICATIONS
04
FL# CODE
FL# CODE
10446.4
11478.3
10456.6
10456.3
13872.3
13872.4
13872.8
11496.2
11496.2
10655.113
10531.36
10849.6
10849.6
11506.4
11496.3
13872.5
10852.1
FLOOR SHEATHING SPEWEKAIM11
23/32" T&G OSB OR m_YWOOD SHEATHING, GLUE AND NAIL WITH 10d COMMON 0 6" O.C. EDGE & FIELD
ROOF SHEATHING SPECIFICATIONS:
IN - MIN. 7&", 24/16, APA RATED OSB OR PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK NAILS 0 6" O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. V'VITHIN 4'-0" OF ROOF EDGE).
jIJ,E - MIN. 15/32" 32/16, APA RATED PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK 0 6" O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE).
METAL - MIN, 1/2", 24/16, APA RATED PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK NAILS 0 6" O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE),
FLEXIBLE FINISH -MIN. '/ie 24/16, APA RATED OSB OR PLYWOOD STRUCTURAL 1 SHEATHING, FASTENED w/ 8d 0 6" O.C. EDGE AND 6" O.C. FIELD. SHEATHING SHALL BE EXTEND FULL HEIGHT FROM BOTTOM 'LATE TO UPPER TOP PLATE.
FLEXIBLE FINISH WALL INCLUDE: WOOD, CEMENT, OR VINYL SIDING, HARDI PANEL & BRICK. ALL OTHER WALL SHALL BE CONSIDERED BRITTLE FINISH.
STUCCO FINISH. -MIN. ''/is ", 24/16, APA RATED OSB OR PLYWOOD STRUCTURAL 1 SHEATHING, FASTENED w/ 8d 0 6" O.C. EDGE AND 6" O.C. FIELII. SHEATHING SHALL BE EXTEND FULL HEIGHT FROM BOTTOM PLATE TO UPPER TOP PLATE.
MASONRY SPECIFICATIQN5_
MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 530-05, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH AC1530.1-05. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 WITH A MINIMUM OF 28 DAY COMPRESSIVE STRENGTH OF
2000 psi PER ASTM C1019, GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF % PLACED AT AN 8" TO 11" SLUMP. MORTAR SHALL CONFORM TO ASTM C270 AND TYPE M OR S. TYPE N MORTAR HAY BE USED IN BRICK VENEER.
CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL FLASHING.
CONCRETE MASONRY UNITS (CMU):
CMU SHALL BE IN ACCORDANCE WITH ASTM C90-75, HOLLOW LOAD-BEARING (CMU), TYPE 1, GRADE N-1, NORMAL WEIGHT, WITH A. MINIMUM COMPRESSIVE STRENGTH OF 1900 psi (f'm=1500 psi). GROUT ALL CELLS CONTAINING VERTICAL
REINFORCEMENT IN 5'--0" MAXIMUM LIFTS PROVIDE CLEANOUTS PER ACI 530.1-02 IN THE BOTTOM OF COURSE OF MASONRY WHEN THE WALL HEIGHT EXCEEDS 5-0".
MASONRY STEMWALLS: ALL CONCRETE MASONRY UNITS SHALL BE COMPOSED OF ASTM C90E, E GRADE N-1 HOLLOW CONCRETE MASONRY UNITS WITH TYPE 'S' MORTAR. WALL COURSING SHALL BE RUNNING BONDS, STACK BOND SHALL NOT BE
S IN REINFORCING, . SPLICE CNG WHERE USED. GROUT ALL CELt_?� CONTAINING VERTICAL REINFORCEMENT WITH 3000 PSI PER ROCK CONCRETE GROUT E PERMITTED, SHALL BE 48 BAR DIAMETERS. ALL EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT
WITH - #4 0 4'-0" O.C. MAX. AND AT EACH CORNER, WALL END, AND WALL INTERSECTIONS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR MASONRY ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR
DIAMETERS INTO EACH ELEMENT. AT STEMWALL CONSTRUCTED OF 5 OR MORE COURSES, PROVIDE HORIZONTAL JOINT REINFORCEMENT AT 16" O.C, VERTICALLY, (EVERY OTHER COURSE), AND VERTICAL REINF. SHALL BE INCREASED AS NOTED ON
1/S1.0. UNLESS NOTED OTHERWISE, LAP JOINT REINFORCING SHALL BE A MINIMUM OF 6".
CLAY MASONRY (BRICK�r
BRICK SHALL BE 1N A(-CORDANCE WITH ASTM C62, C216, OR C652 FOR BUILDING BRICK, FACING BRICK, & HOLLOW BRICK, RESPECTFULLY.
CONCRETE SPECIFICATIONS:
ALL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 318-08, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI 301. ALL CONCREII SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS
CONCRETE AT GARAGE AND PORCH SLABS SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI.
GENERAL NOTES:
FOOTING AND FOUNDATIONS:
FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH LOCAL BUILDING CODES. FOOTING HAVE BEEN DESIGNED WITH A SOIL BEARING (DESIGtI MAXIMUM) OF 2000 PSF. A SOILS INVESTIGATION REPORT IS RECOMMENDED TO VERIFY SUITABLE
SUBSURFACE CONDITIONS. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. SOIL SHALL BE FREE OF ORGANIC MATERIAL AND COHESIVE (CLAY) SOILS. SOIL COMPACTION AND FILL
SHALL BE COMPACTED TO A MIN, OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557.
FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION, FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND LOCATION FROM THE
FOUNDATION PLAN SHOWN ON S1.O. DO NOT DETERMINE FOOTING LOCATION BASED ON EITHER THE ARCHITECTURAL PLAN OR FRAMING PLAN, BUT BY DIMENSIONS PROVIDED ON FOUNDATION PLAN. IF FOOTING SIZE OR LOCATION IS NOT
DETERMINED ON PLAN THEN CONTACT ENGINEER OF RECORD (EOR)
UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH SHALL BE CENTERED IN SLAB ON GRADE, IN ALL CONTINUOUS FOOTINGS PROVIDE #3 048" O.C. OR ROD CHAIRS,
PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48
BAR DIAMETERS
CONCRETE, SLABS ON GRADE:
SHALL BE INSTALLED OVER 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. SAWCUTS: FOR CONTROLLED CRACKING CUT A 1" SAWCUT INTO SLAB IN A 12'x12' GRID WITHIN 12 HOURS OF CONCRETE PLACEMENT, PROVIDE SAWCUTS THROUGH OUT SLAB CALL EOR FOR ALTERNATIVE METHODS.
WOOD FRAMING SPECIFICATIONS:
ALL WOOD FRAMING HAS BEEN DESIGNED IN ACCORDANCE WITH NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH MASONRY, CONCRETE OR
SOIL SHALL BE PRESSURE -TREATED. IF, ACQ OR NON -DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE IS USED, ALL ATTACHED FASTENERS SHALL BE
STAINLESS STEEL.
PRE-ENGINEERED WOOD TRUSSES:
SHALL BEAR THE SEAL OF AN ENGINEER IN THE STATE WHERE PROJECT IS BEING BUILT AND SHALL COMPLY WITH NFPA, TPI, AND AITC 100. CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS INSTALLED AT ALL TRUSSES AS
INDICATED IN THE TRUSS SHOP DRAWINGS. ALL TRUSS -TO -TRUSS CONNECTIONS AND TRUSS PROFILES ARE THE RESPONSIBILITY OF THE DELEGATED TRUSS ENGINEER. ALL TRUSSES SHALL HAVE TEMPORARY BRACING PER 'COMMENTARY AND
RECOMMENDATION FOR HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB -91," AT MULTIPLE STRAP CONNECTIONS, SPREAD STRAPS TO AVOID NAILING CONFLICTS THROUGH TRUSS. WHEN USING (2) STRAPS ON
SINGLE PLY TRUSSES, PLACE STRAPS DIAGONALLY ACROSS DBL. TOP PLATE FROM EA. OTHER.
ROOF COVERING SPECIFICATIONS:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF THE ROOF COVERING SYSTEM. ASPHALT SHINGS SHALL COMPLY WITH ASTM D3161 AND BE INSTALLED ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. CLAY
AND TILE ROOFS SHALL BE INSTALLED PER THE "CONCRETE AND CLAY ROOF TILE INSTALLATION MANUAL." AND THE MANUFACTURER'S REQUIREMENTS. STANDING SEAM METAL ROOFS SHALL COMPLY WITH ASTM E1514 AND BE INSTALLED
ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL METAL FLASHING AND VALLEY MATERIALS.
WATERPROOFING:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN/INSTALLATION OF ALL WATER PROOFING.
WOOD FASTENING SCHEDULE BRICK NOTES / LINTEL SCHD PLAN LEGEND AND ABBREVIATIONS
MEMBERS TYPE CONNECTION FASTENER LINTEL DIMENSION MIN. BRG. MAX. SPAN ® INTERIOR LOAD BEARING WALL ® BUILT-UP POST IN THE WALL
TOP PLATE TO TOP PLATE FACE NAIL 2 -GUN NAILS 0 12" STAG.
L3'/2 x3'/2 x'/4 4" 6'-0" � GABLE X -BRACE, SEE DETAIL 10/S0.1
TOP PLATE, LAPS INTERSECTION FACE NAIL (2-16d) 3 -GUN NAILS L431/2 "X1/4 6" 8'-0"HEADER SIZE, JACK AND
DBL. TOP PLATE TO STUD FACE NAIL (2-16d) 3 -GUN NAILS , , DESIGNATES RTES SIDE OF
(2)2x8-1/2 KING STUD QUANTITY.
L 5 x 3 /2 "x /4 6" 10'-0" HIDDEN DES
RIM JOIST TO TOP PLATE TOE NAIL (8d 0 6") GUN NAIL 0 6"---------- WALL THE SHEARWALL SHEATHING
L6x3'/2 "x'/4 6" 12'-0" TO BE APPLIED. 8d 0 3/6
CEILING JOIST TO TOP PLATE TOE NAIL (3-8d) 5 -GUN NAILS SW 3"/6" DESIGNATES 8d COMMONS 0 3"
L7x3'/2 "x'/4 6" 16'-0" O.C. EDGE & 6" O.C. "IN THE
CEILING JOIST, OVER PARTITIONS FACE NAIL (3-16d) 4 -GUN NAILS FIELD"
CEILING JOIST TO ROOF RAFTER FACE NAIL (6-16d) 8 -GUN NAILS 1. STEEL LINTELS TO BE MINIMAL 36"LINTEL MUST HAVE CORROSION BRICK
RESISTANT COATING OF EPDXY BASED VENEER
JOIST/TRUSS TO PLATE TOE NAIL (2-16d) 3 -GUN NAILS ADJ -ADJACENT LG -Long
PAINT. BM - BEAM MANLIF - Manufacture
WEATHER BOT - BOTTOM MONO - Monolithic
RAFTER TO PLATE TOE NAIL {3-8d) 3 -GUN NAILS BARRIER BRG - BEARING OC On Center
2. LINTEL MORE THAN 8'-0". SHOULD CMU - CONCRETE MASONRY UNIT OSB - Oriented Strand Board
JACK RAFTER TO HIP TOE NAIL (3-10d) 4 -GUN NAILS BE LATERALLY SUPPORTED NOT TO
DBL - DOUBLE PERP - Perpendicular
ROOF RAFTER TO 2x- RIDGE BM. TOE NAIL (2-16d) 3 -GUN NAILS EXCEED 6 FT. O.C. w/ 2-'/4x3" WD. DIA - DIAMETER PRE 'ENG - Pre Engineered
CONT. HEADER, TWO PIECES FACE NAIL 16d0 16" O.C. 0 EDGE SCREWS INTO HEADER PROVIDE A '/2" LINTEL EA - EACH PSF - Pounds per Square Foot
VERTICAL SLOTTED HOLE FOR SCREW. ATTACHMENT EE - EACH END PSI - Pounds per Square Inch
CONT. HEADER TO STUC TOE NAIL (3-16d) 4 -GUN NAILS SEE NOTE 2 EOR - ENGINEER OF RECORD PT - PRESSURE TREATED
3. BRICK VENEER ATTACHMENT: EQ - EQUAL QT - Quick Tie
STUD TO SOLE PLATE TOE NAIL (3-16d) 4 -GUN NAILS HORIZONTAL TIES 0 24" O.C., VERT. EXT - EXTERIOR REINF - Reinforce
SOLE PLATE TO JOIST/:_OCKING FACE NAIL (16d 0 16") GUN NAIL 0 8" TIES 0 12" O.C.. (FOR 110mph HEADER, FLASHING FBC - FLORIDA BUILDING CODE SF - Square Foot
WIND -ZONE VERT. TIES 0 16' O.C.). SEE PLAN BRICK LINTEL, FDN - FOUNDATION SPF Spruce Pine Fur
'dAIL SPECIFICATIONS AT ALL OPENINGS SPACE TIES WITHIN FTULE FTG - FOOT SYP FOOTING THRU - Through
Southern Yellow Pine
SEE SCHED- -
3"x0.131 "0 = G .N NAILS 2"x0.113"0 =RINK SHANK 12" OF OPENINGS. PROVIDES/,6 "0 WEEP g
2"x0.113" 0 = 6 21/2 "x0.131" 0 = 8dHDR - HEADER TYP - Typical
HOLES 0 33" O.C. IMMEDIATELY ABOVE SECTION VIEW HORIZ - HORIZONTAL UON - Unless Otherwise Noted
3"x0.148" 0 = 10d 3'/2 "xO.162"0 = 16d FLASHING. OF BRICK LINTEL LBS - POUNDS VERT - Vertical
1'/2 "x0.148"0 = 10dx1'/2 " 11/2"0.1311"0 = 8dx1'/2 " WWF - Welded Wire Fabric
TYPICAL WALL FRAMING NOTE'
1. USE SPF#2 OR BETTER FOR
ALL WALL STUDS..
2. USE SYP#2 FOR ALL TOP
PLATES AND SOLE PLATES.
3. USE SYP#2 FOR ALL
HEADERS
4. ALL WALLS SHALL BE
BALLOON FRAMED FULL
HEIGHT TO ROOF OR FLOOR
BEARING ELEVATION, U.O.N, ON
PLAN.
5.) FASTEN BOTTOM PLATE OF
INTERIOR LOAD BEARING
WALLS TO CONCRETE SLAB
w/10d MASONRY CUT NAILS 0
48" O.C. MINIMUM. SEE
FOUNDATION PLAN ADDITIONAL
ANCHORS AT SHEARWALLS
INTERIOR BEARING WALL:
SEE PLAN FOR STUD SIZE
AND O.C. SPACING.
CONTINUOUS BLOCKING
WITHIN FLOOR SYSTEM,
WHERE POST IS ABOVE.
8d 0 3"
F -------
I
I I
I I
L---- J
SYP#2 DBL. SEE 5/SO.0.
TOP PLATE.
FULL HEIGHT
SHEATHING
TO BE
CONTINUOUS
TO UPPER
TOP PLATE.
ROOF SHEATHING,
SEE SPECIFICATIONS.
SEE 5/0.0.
- ------1
t
I
TYPICAL STUD NAILING-
0.131x3" END NAILS:
(2) 0 2x4,
(3) 0 2x6,
(4) 0 2x8.
2x -BLOCKING ONLY
REQUIRED IF SHEARWALL.
' I I
I I
L-- ----J FAS
PERMANENT TRUSa
BRACING BY OTHER.
FULL HEIGHT ANCHOR
AT INTERIOR WALLS
TYPICALLY %" FULL
HEIGHT THREADED
RODS 0 6'-0" O.C,
BLOCKING ONLY REQUIRED
AT SHEARWALLS AND
STUCCO FINISH.
16d COMMONS
0 8" O.C.
FLOOR SHEATHING
,r
SEE SPECIFICATIONS.
I
I
I --
SEE 1 /S0.1.
BLOCKING ONLY REQUIRED
AT SHEARWALLS AND--/
STUCCO FINISH.
FOR STUD SIZE
AND O.C. SPACING.
TEN LOWER SND
TO TALLER STUD w/
2 -ROWS OF 10d COMS
0 12" O.C.
TYPICAL SOLE
PLATE NAILING:
0.131x3" TOE NAILS:
(3) 0 2x4,
(4) 0 24,
5 0 2x8.
PT. SYP#2
SOLE PLATE.
WALL SHEATHING
TYPICAL HEADER NAILING
0.131X3" TOE NAILS
2X6, 2x8 = (5) NAILS
2x14, 2x12 = (7) NAILS
9" LVL, 11" LVL = (7) NAILS
14" LVL, 16" LVL = (9) NAILS
a
�n
SEE DETAIL 1 SO.1
it
FOR SPLICING
OPTIONS.
-1 WALL FRAMING AT
I PLATE CHANGE CONDITION
1
1
2 TYPICAL WALL FRAMING
I
50,0
J
TYPICAL TOP PLATE NAILING PLATE SPLICE
FASTEN ALL TOP PLATES -O' MIN. SPLICE LENS
j (16) 0.1310" NAILS
TOGETHER w/ (3) ROWS EVENLY SPACED
OF .131x3 0 12" O.C. STAGGERED.
SYPA7
SYP#2 DBL. HEADER,
TOP PLATE. PER PLAN.
SOLE
(1)2x4 SPF #2
(4)12d T('k. NAILS
SDWC15600
(2)2x4 SPF #2
(5)12d TOE NAILS
SHEARWALLS WASHER
SPACING SPEC.
SEE ROOF
(1)A34 + (4)12d TOE NAILS
RAISED
HEADER
(3)2x6 SYP #2
FRAMING
3x3xO.229"
4"
PLAN FOR
X"0x6" TITEN HD
EXTEND SHEATHING VERT.
24"
DETAILS
TO TOP OF TRUSS AS SHOWN.
2Y4"
°
ARCHED
TRANSOM
OPTION
SEE RIGHT.
WINDOW SILL SEE
SCHEDULE FOR
SILL SIZE AND
CONNECTION
EACH END.
BEAM.
AT HORIZONTAL JOINTS.
ROOF SHEATHING, SEE
HEEL > 1'-0"
SPECIFICATIONS BELOW.
r
PRE-ENGINEERED WOOD
2x SPF BLOCKING
KING STUDS,
ROOF TRUSSES.
RIPPED TO FIT
N
e!
WALL SHEATHING
SEE DETAIL 1/SO.1
FOR SPLICING
OPTIONS.
WALL SHEATHING TO
SOLE PLATE
SEE DETAILS SEE DETAILS RAISE l�" FROM
8d 0 3" BOTTOM OF SOLE
ON S1.01 ON S1.01 PLAN AND FASTEN
1 -- ---� r--- - --3 F___
- _- -I w/8d 0 3" O.C.
a
I I i .4 ...,4.• '• I I I
----I L-------�
SINGLE STORY MULTY STORY
i 1 TYP. WALL SECTIONS
SIMPSON
SOLE
(1)2x4 SPF #2
(4)12d T('k. NAILS
SDWC15600
(2)2x4 SPF #2
(5)12d TOE NAILS
SHEARWALLS WASHER
SPACING SPEC.
SEE ROOF
(1)A34 + (4)12d TOE NAILS
Y2"0 EPDXY
(3)2x6 SYP #2
FRAMING
3x3xO.229"
4"
PLAN FOR
X"0x6" TITEN HD
EXTEND SHEATHING VERT.
24"
DETAILS
TO TOP OF TRUSS AS SHOWN.
2Y4"
°
PROVIDE 2x4 BLOCKING
BEAM.
AT HORIZONTAL JOINTS.
ROOF SHEATHING, SEE
HEEL > 1'-0"
SPECIFICATIONS BELOW.
r
PRE-ENGINEERED WOOD
2x SPF BLOCKING
KING STUDS,
ROOF TRUSSES.
RIPPED TO FIT
N
WITH GAP SHOWN a-
SEE PLAN,
<
°
0
SIMPSONOTERMINATE
(1) ROW OF 10d
SDWC15600SEE
AT TWO STORY CONDITIONS,
ROOF
FRAMINGSIMPSON
PROVIDE SOLID BLOCKING
PLAN FORDETAILS
AT 12" O.C.
SCHEDULE.
WITHIN FLOOR SYSTEM AT ALL
HING MAY
SDWC15600
SIMPSON
AT SIMPSON
SEE ROOF
FRAMING
SDWC15600F
DBL. SDWC15600
LATE. SEE NOTE 1
PLAN FOR
SEE NOTE 1
DETAILS
5" < HEEL < 1'-0" TYPICAL
HEEL
CONNECTION
< 5"
NOTES:
1. TOP PLATE TO STUD SDWC ONLY REQUIRED WHEN STUD
IS DIRECTLY BELOW TRUSS
2. H2.5T MAY BE SUBSTITUTED FOR TRUSS CONNECTION. PROVIDE ADDITIONAL H2.5T
AT TOP PLATE TO STUD, SPACE 0 48" O.C.
�1 ROOF TRUSS CONNECTION
NAILS 0 4" O.C.
KING STUD TO TOP PLATE:
SDWC15600 SCREW
NOT REQUIRED AT GABLE -
ENDS OR OPENINGS LESS
THAN 4'-6"
KING & JACK
STUDS SEE PLAN
KING STUD TO BOTTOM PLATE
QONNECTON: SIMPSON
SDWC15600 SCREW, OMIT IF
SHEARWALL HOLD DOWN IS
SPECIFIED. NOT REQUIRED AT
GABLE ENDS OR 2 -STORY
WALLS
3x3xY4" SLOTTED
WASHER PUSHED
TO OUTSIDE
FACE OF WALL.
' }� )P" THREADED ROD
/J �-EPDXIED 4" OR J�"Oxfi"
SIMPSON TITEN HD,
SECTION VIEW
4'-0"l MIN.
DROPPED HEAD MINIMUM END
OR SILL PLATES FASTENER EACH END
SOLE
(1)2x4 SPF #2
(4)12d T('k. NAILS
ERGH
(2)2x4 SPF #2
(5)12d TOE NAILS
SHEARWALLS WASHER
SPACING SPEC.
(3)2x4 SYP #2
(1)A34 + (4)12d TOE NAILS
Y2"0 EPDXY
(3)2x6 SYP #2
(1)A35 + (4)12d TOE NAILS
FOUNDATION SEE PLAN. • a ' ..� '
12, 1 2
WALL FRAMING AT MAX, MIN. SOLE PLATE ANCHOR:
RAISED HEADER CONDITION FROM SOLE SEE SCHEDULE
PLATE BREAK
BUILDER MAY CHOOSE EITHER THE DROPPED WALL FRAMING AT
HEADER CONDITION OR RAISED HEADER CONDITION. DROPPED HEADER CONDIT10N
3x3xY4' SLOTTED
WASHER PUSHED
TO OUTSIDE
FACE OF WALL.
SOLE PLATE ANCHOR
Q& HOLD DOWN.
BUTT JOINT -�
12"
PT. SYP#2 J I
MAX. MIN.
SILL PLATE.
SOLE PLATE BREAK
SOLE
PLATE
ANCHOR SCHEDULE
DROPPED
HEADER
FASTENED w/ 3-0.131 "x3"
EA. END TYPICAL.
SHEATHING MAY EXTEND 2"
EXT. WALL
SPACING
SHEARWALLS WASHER
SPACING SPEC.
EMBEDMENT
DEPTH
EDGE
DISTANCE
Y2"0 EPDXY
42"
PAST BLOCKING- WINDOW
3x3xO.229"
4"
2-Y4"
X"0x6" TITEN HD
SYP#2 HEADER,
#
PER PLANS.
24"
ATTACHMENTS MUST
ANCHOR INTO 2x MATERIAL.
4)¢"
2Y4"
°
BEAM.
JACK AND
r
3 PLY BEAM.
KING STUDS,
�c\v
N
SEE PLAN,
2x4 MEMBERS:
°
(1) ROW OF 10d
AT TWO STORY CONDITIONS,
(4) ROWS 12d
WINDOW SILL SEE
PROVIDE SOLID BLOCKING
AT 12" O.C.
SCHEDULE.
WITHIN FLOOR SYSTEM AT ALL
°
EA. SIDE.
UPPER LEVEL POSTS & JACK
2x6 MEMBERS:
(3) ROWS 12d
STUDS.
SDWC15600 SCREW
(2) ROW OF 10d
NAILS 0 4" O.C.
AT 12" O.C.
STAGGERED
EA. SIDE.
SEE 8/SO.0.
2 & 3 PLY BEAMS
2x4
FOUNDATION SEE PLAN. • a ' ..� '
12, 1 2
WALL FRAMING AT MAX, MIN. SOLE PLATE ANCHOR:
RAISED HEADER CONDITION FROM SOLE SEE SCHEDULE
PLATE BREAK
BUILDER MAY CHOOSE EITHER THE DROPPED WALL FRAMING AT
HEADER CONDITION OR RAISED HEADER CONDITION. DROPPED HEADER CONDIT10N
3x3xY4' SLOTTED
WASHER PUSHED
TO OUTSIDE
FACE OF WALL.
SOLE PLATE ANCHOR
Q& HOLD DOWN.
BUTT JOINT -�
12"
PT. SYP#2 J I
MAX. MIN.
SILL PLATE.
SOLE PLATE BREAK
NOTES:
1. SOLE PLATE ANCHORS ARE REQUIRED AT ALL EXTERIOR WALLS AND ADJACENT TO
CORNERS AND PLATE BREAKS AND KING STUDS.
2. WASHERS SHALL BE SLOTTED.
3. AS AN ALTERNATE TO THE 3"X3"XY4" PLATE WASHER, A 3"X3"X'/8 " W/ 11/,"o ROUND
STEEL WASHER MAY BE USED.
SOLE PLATE ANCHOR DETAIL Ft SCHEDULE
SCALE: 3/4" = V-0"
SOLE
PLATE
ANCHOR SCHEDULE
ANCHOR
EXT. WALL
SPACING
SHEARWALLS WASHER
SPACING SPEC.
EMBEDMENT
DEPTH
EDGE
DISTANCE
Y2"0 EPDXY
42"
24"
3x3xO.229"
4"
2-Y4"
X"0x6" TITEN HD
42"
24"
3x3xO.229"
4)¢"
2Y4"
NOTES:
1. SOLE PLATE ANCHORS ARE REQUIRED AT ALL EXTERIOR WALLS AND ADJACENT TO
CORNERS AND PLATE BREAKS AND KING STUDS.
2. WASHERS SHALL BE SLOTTED.
3. AS AN ALTERNATE TO THE 3"X3"XY4" PLATE WASHER, A 3"X3"X'/8 " W/ 11/,"o ROUND
STEEL WASHER MAY BE USED.
SOLE PLATE ANCHOR DETAIL Ft SCHEDULE
SCALE: 3/4" = V-0"
KING STUD TO TOP PLATE:
SDWC15600 SCREW.
NOT REQUIRED AT GABLE -
ENDS OR OPENINGS LESS
THAN 4'-6"
TOP PLATE TO HEADER FASTENING:
SEE DETAIL AT RIGHT. NOT REQUIRED
FOR GABLE ENDS.
(2)12d TOE
NAILS E.E.
(MIN)
HEAD 4S SILL,
PLATES SEE
SCHEDULE
ROUGH OPN'G, SEE ARCH.
SOLE PLATE CONNECTOR L SOLE PLATE ANCHOR
LOCATED WITHIN 6" OF PER SCHEDULE
STUD PACK. OMIT IF SHEARWALL
HOLD DOWN IS SPECIFIED SINGLE STORY
TYPICAL HEADER STRAPPING
KING & JACK
STUDS SEE PLAN
KING STUD TO FRAMING BELOW:
CS18 STRAP w/6-10dxl)�"
NAILS EACH END. STRAP
ATTACHMENT CAN BE INTERIOR Of
EXTERIOR SIDE OF WALL
STRAP NOT REQUIRED AT THE
FOLLOWING: GABLE ENDS OF
JACK TRUSSES LESS
THAN 8' OR OPENINGS LESS
THAN 3'-6'
STRAPPING NOT REQUIRED
AT LOWER LEVEL HEADERS
UNLESS SPECIFIED ON PLAN
TOP PLATE TO HEADER FASTENING:
SEE DETAIL AT RIGHT. NOT REQUIRED
FOR GABLE ENDS.
LHEAD QR SILL,
PLATES SEE
SCHEDULE
ROUGH OPN'G, SEE ARCH
MULTISTORY
(STACKED WINDOWS
BOUNDARY OF -
SHEATHING.
EXAMPLE OF PANEL
EDGE w/ BLOCKING
WHERE REQUIRED BY
GENERAL NOTES.
NAIL SPACING AT
SUPPORTED EDGES,-�
GENERAL NOTES.
EXAMPLE OF UNSUPPORTED
(UNBLOCKED) PANEL EDGE
(TYPICAL).
NAILING TO INTERMEDIATE
SUPPORT IS 6" O.C. MAX:
(UON).
RATED SHEATHING,
SEE GENERAL NOTES.
TRUSSES, OR
FLOOR JOISTS.
ROOF AND FLOOR SHEATHING NAILING
SCALE: 3/4" = l'-0"
2x4 BLOCKING
024" O.C. FASTEN
EACH END w/3 -10d
TOENAILS.
STUD BELOW � Ilk
( '
LOWER TOP 4-i0d
PLATE AT BREAK. OVER LAP DOUBLE COMMONS
TOP PLATES.
ORTHOGONAL VIEW WALL INTERSECTION
OF CORNER CONDITIONS
RNR WALL INTERSECTION
CONDITIONS
CONDITIONS
NOTES:
1.
OVERLAP TOP PLATES AT CORNERS AND INTERSECTIONS.
2. "-DENOTES 3"x0.131" GUN NAILS 0 6" O.C. VERTICAL.
3. DENOTES SOLE PLATE ANCHOR, SEE SCHEDULE.
4. SOLE PLATE ANCHOR NOT REQUIRED WHEN HOLD DOWN IS INSTALLED.
5. CONTRACTOR MAY CHOOSE EITHER OPTION WHERE MULTIPLE
OPTIONS ARE SHOWN.
FRAMED WALL CORNER AND
INTERSECTIONS STUDS CONFIGURATIONS
TOP PLATE TO HEADER FASTENING:
SEE DETAIL AT RIGHT. NOT REQUIRED
FOR GABLE ENDS.
STUD OR 2}
BLOCKING FAST
w/8 -10d COMMC
SCHEDULE
ROUGH OPN'G, SEE ARCH
MULTI STORY
(UNSTACKED WINDOWS)
TRUSS TO PLATE:
SDWC SCREW
PLATE TO HEADER:
SDWC SCREW 0
24" O.C.
2X6 WALL
TRUSS TO PLATE:
SDWC SCREW
PLATE TO HEADER:
SDWC SCREW 0
24" O.C. 2X4 WALL
HEADER FASTENING SECTION
KING STUD TO FRAMING BELOW:
CS18 STRAP W/6-10DX1Y2"
NAILS EACH END. STRAP ATTACHMENT CAN BE
INTERIOR OR EXTERIOR SIDE OF WALL.
STRAP NOT REQUIRED AT THE FOLLOWING:
GABLE ENDS OR
JACK TRUSSES LESS
THAN 8' OR OPENINGS LESS
THAN 3'-6"
O
z U
a��C,44, a
w CNI
U
0-4
U4 = 4
H C4
Christopher I Sabourin PE
FL PE#71461
PLAN NAME
1132 BEACH AVE
DATE
06.20.18
SSE No.
CHAP -18-0039
ISSUE DATE
PERMIT 06.20.18
REVISIONS DATE
FIELD ALTERATION
CONTRACTOR SHALL CONTACT
CHRISTOPHER SABOURIN PE PRIOR TO
MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY
FROM THE INTENT OF THE ORIGINAL
CONSTRUCTION DOCUMENTS. ANY
FIELD ALTERNATIONS MADE PRIOR TO
BEING APPROVED BY CHRISTOPHER
SABOURIN MAY RESULT IN ADDITIONAL
ENGINEERING OR INSPECTION FEES.
SCALING
DO NOT SCALE DIMENSIONS FROM
THESE DRAWINGS. IF A DIMENSION IS
UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
CONTACT THE E.O.R.
DESIGN
CRITERIA
AND
GENERAL
NOTES
SHEET
SOD
I SHEET 7 OF 11 I
11/2" 1'/z "
(3) ROW OF 10d
NAILS ® 8" O.C.
2 PLY
STAGGERED
°
BEAM.
r
3 PLY BEAM.
�c\v
N
2x4 MEMBERS:
°
(1) ROW OF 10d
(4) ROWS 12d
NAILS 0 4" O.C.
AT 12" O.C.
°
EA. SIDE.
2x6 MEMBERS:
(3) ROWS 12d
(2) ROW OF 10d
NAILS 0 4" O.C.
AT 12" O.C.
STAGGERED
EA. SIDE.
2 & 3 PLY BEAMS
2x4
OR 2x6 POST
2x8 POST
LILILI (3)ROWS OF 5"
(3)ROWS OF 6-4"
TRUSSLOK
ENGINEERED WOOD
ENGINEERED WOOD
FASTENERS 0 24"o.c
FASTENERS 0 24"o.c
VTRUSSLOK
AS SHOWN
04
AS SHOWN
3-PLI
14- LVL AND GREATER
-PLY
NOTES_
1. TYP. CONNECTION AT STUD COLUMNS,
JACK -TO -KING ASSEMBLIES,
CORNER POST, ETC.
2. SPECIFIED NAILING REQUIRED
FOR EVERY PLY
IN ADDITION TO (2) PLYS
/16"\ BUILT-UP MEMBER FASTENING
KING STUD TO TOP PLATE:
SDWC15600 SCREW.
NOT REQUIRED AT GABLE -
ENDS OR OPENINGS LESS
THAN 4'-6"
TOP PLATE TO HEADER FASTENING:
SEE DETAIL AT RIGHT. NOT REQUIRED
FOR GABLE ENDS.
(2)12d TOE
NAILS E.E.
(MIN)
HEAD 4S SILL,
PLATES SEE
SCHEDULE
ROUGH OPN'G, SEE ARCH.
SOLE PLATE CONNECTOR L SOLE PLATE ANCHOR
LOCATED WITHIN 6" OF PER SCHEDULE
STUD PACK. OMIT IF SHEARWALL
HOLD DOWN IS SPECIFIED SINGLE STORY
TYPICAL HEADER STRAPPING
KING & JACK
STUDS SEE PLAN
KING STUD TO FRAMING BELOW:
CS18 STRAP w/6-10dxl)�"
NAILS EACH END. STRAP
ATTACHMENT CAN BE INTERIOR Of
EXTERIOR SIDE OF WALL
STRAP NOT REQUIRED AT THE
FOLLOWING: GABLE ENDS OF
JACK TRUSSES LESS
THAN 8' OR OPENINGS LESS
THAN 3'-6'
STRAPPING NOT REQUIRED
AT LOWER LEVEL HEADERS
UNLESS SPECIFIED ON PLAN
TOP PLATE TO HEADER FASTENING:
SEE DETAIL AT RIGHT. NOT REQUIRED
FOR GABLE ENDS.
LHEAD QR SILL,
PLATES SEE
SCHEDULE
ROUGH OPN'G, SEE ARCH
MULTISTORY
(STACKED WINDOWS
BOUNDARY OF -
SHEATHING.
EXAMPLE OF PANEL
EDGE w/ BLOCKING
WHERE REQUIRED BY
GENERAL NOTES.
NAIL SPACING AT
SUPPORTED EDGES,-�
GENERAL NOTES.
EXAMPLE OF UNSUPPORTED
(UNBLOCKED) PANEL EDGE
(TYPICAL).
NAILING TO INTERMEDIATE
SUPPORT IS 6" O.C. MAX:
(UON).
RATED SHEATHING,
SEE GENERAL NOTES.
TRUSSES, OR
FLOOR JOISTS.
ROOF AND FLOOR SHEATHING NAILING
SCALE: 3/4" = l'-0"
2x4 BLOCKING
024" O.C. FASTEN
EACH END w/3 -10d
TOENAILS.
STUD BELOW � Ilk
( '
LOWER TOP 4-i0d
PLATE AT BREAK. OVER LAP DOUBLE COMMONS
TOP PLATES.
ORTHOGONAL VIEW WALL INTERSECTION
OF CORNER CONDITIONS
RNR WALL INTERSECTION
CONDITIONS
CONDITIONS
NOTES:
1.
OVERLAP TOP PLATES AT CORNERS AND INTERSECTIONS.
2. "-DENOTES 3"x0.131" GUN NAILS 0 6" O.C. VERTICAL.
3. DENOTES SOLE PLATE ANCHOR, SEE SCHEDULE.
4. SOLE PLATE ANCHOR NOT REQUIRED WHEN HOLD DOWN IS INSTALLED.
5. CONTRACTOR MAY CHOOSE EITHER OPTION WHERE MULTIPLE
OPTIONS ARE SHOWN.
FRAMED WALL CORNER AND
INTERSECTIONS STUDS CONFIGURATIONS
TOP PLATE TO HEADER FASTENING:
SEE DETAIL AT RIGHT. NOT REQUIRED
FOR GABLE ENDS.
STUD OR 2}
BLOCKING FAST
w/8 -10d COMMC
SCHEDULE
ROUGH OPN'G, SEE ARCH
MULTI STORY
(UNSTACKED WINDOWS)
TRUSS TO PLATE:
SDWC SCREW
PLATE TO HEADER:
SDWC SCREW 0
24" O.C.
2X6 WALL
TRUSS TO PLATE:
SDWC SCREW
PLATE TO HEADER:
SDWC SCREW 0
24" O.C. 2X4 WALL
HEADER FASTENING SECTION
KING STUD TO FRAMING BELOW:
CS18 STRAP W/6-10DX1Y2"
NAILS EACH END. STRAP ATTACHMENT CAN BE
INTERIOR OR EXTERIOR SIDE OF WALL.
STRAP NOT REQUIRED AT THE FOLLOWING:
GABLE ENDS OR
JACK TRUSSES LESS
THAN 8' OR OPENINGS LESS
THAN 3'-6"
O
z U
a��C,44, a
w CNI
U
0-4
U4 = 4
H C4
Christopher I Sabourin PE
FL PE#71461
PLAN NAME
1132 BEACH AVE
DATE
06.20.18
SSE No.
CHAP -18-0039
ISSUE DATE
PERMIT 06.20.18
REVISIONS DATE
FIELD ALTERATION
CONTRACTOR SHALL CONTACT
CHRISTOPHER SABOURIN PE PRIOR TO
MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY
FROM THE INTENT OF THE ORIGINAL
CONSTRUCTION DOCUMENTS. ANY
FIELD ALTERNATIONS MADE PRIOR TO
BEING APPROVED BY CHRISTOPHER
SABOURIN MAY RESULT IN ADDITIONAL
ENGINEERING OR INSPECTION FEES.
SCALING
DO NOT SCALE DIMENSIONS FROM
THESE DRAWINGS. IF A DIMENSION IS
UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
CONTACT THE E.O.R.
DESIGN
CRITERIA
AND
GENERAL
NOTES
SHEET
SOD
I SHEET 7 OF 11 I
BLOCKING ONLY REQUIRED
AT SHEARWALLS AND
STUCCO FINISH
16d COMMONS
® 8" O.C.
CONT. RIBBON
BOARD (TYP)
FLOOR
TRUSSES
OR JOIST.
5-8d COM
EACH SIDE
OF SPLICE
16d COMMONS
0 8" O.C.
CONT. RIBBON
BOARD (TYP)
FLOOR
TRUSSES
OR JOIST,
8d COM 0
3" O.C.
EACH SIDE
OF SPLICE
SHEATHING SPLICE
-Y4" OSB or PLYWOOD
RIM BOARD Y4"
SHORTER THAN
WALL FRAMING WALL FRAMING FLOOR SYSTEM. ALIGN
° VERTICAL JOINTS WITH
SHEATHING SPLICE WALL SHEATHING
JOINTS
BLOCKING ONLY REQUIRED 5-8d COM
AT SHEARWALLS AND EACH SIDE
STUCCO FINISH
OPTION
OF SPLICE OPTION 2
OVER LAP SHEATHING APA RIM BOARD OPTION
NOTE 1:
1. CONTRACTOR MAY CHOOSE OPTION 1 2 OR 3.
2. CONTRACTOR SHALL OMIT FLOOR TO FLOOR STRAPPING WHEN FULL HEIGHT THREADED RODS ARE INSTALLED
i,1 FLOOR TO FLOOR WALL SHEATHING AND STRAPPING OPTIONS
ROOF TRUSS.
2x4 SYP#2 HORIZ. BRACING 0
24" O.C. BETWEEN OUTER WALL
& FIRST INTERIOR TRUSS. NAIL
EACH END w/ 3-0.131x3" NAILS
(TYP)
FLOOR
TRUSS
2x4 SYP#2
DIAGONAL
FASTEN EA.
END w/
3-10d COMMONS
CEILING WALL FRAMING
LINE
INSTALL FLOOR TO
FLOOR STRAPPING PER
OPTION 1 OR 2
FLOOR TRUSS PARALLEL
7/,R" OSB DIAPHRAGM FASTEN ROOF
FLOOR DECK
THREADED
ROD 0
SYP#2 2x4 NAILER FASTENED TO TRUSS
C
DO
ROOF
TRUSS.
BOT. CHORD w/ 0.131x3" 0 3" O.C.
CONCRETE WASHER EMBEDMENT
HOLE SPEC. DEPTH
2x4 SYP#2 CATS AT 12"
3/8
FLOOR
TRUSS.
OR
2x2x'/e "
0 3" O.C. FASTEN TO TOP
FASTENED TO SHEATHING w/ 8d ® 3" O.C.
ROOF
TRUSS.
O.C. FASTENED TO TOP
3/4"0
ROOF
TRUSS.
2)Z" 3"
LEDGER FASTENED
BRACING APPLIED TO
SDWC 15600
PLATE w/ 4-0.131x3"
PLATE w/ (2) ROWS
MONO STEM
11'/4"
TO WALL
PORCH POST, PER PLAN.
7/us" OSB
SHEATHING FASTENED TO
BELOW. & (1) ADJ.
®32" O.C.
COMMON.
I STRAPS
24" 16 GUAGE
MAX.
STRAP w/11-
POST 24" 16 GUAGE 4x4 POST:ASU44
10dx1Y2" EA. END
TOP PLATE w / 10d ® 3" O.C.
BLOCKING
SCREWS
cmn
LOCATION. jE MORE THAN (1) LATERAL
w/3 -0.131x3"
It
PORCH HEADER,
°
_
SLAB o
16" MAX.
HTS16
SHEARWALL
OSB WALL
FASTEN CATS EACH END w/
PANEL
STRAPS EPDXIED 6" MIN
OF PLAN VIEW OF ELEVATION VIEW
FLOOR
COMMO'1.
2x SYP#2 CONT. ATTACH
TO TOP PLATE AND TRUSS
r21 TYPICAL PORCH FRAMING DETAILS
SYP#2 2x4 NAILER FASTENED
SHEATHING
3-0.131xCOMMON TOE NAILS
FRAMING
97
w/ 0.131x3" 0 3" O.C. EDGE OF
TO TRUSS BOT. CHORD w/
FASTEN CATS EACH END w/
2x MAY OVERHANG TOP PLATE.
SHEARWALL
(2) ROWS 0.131x3" 0 3" O.C.
SHEARWALL OR
SHEARWALL
3-0.131x3" NAILS 0 6" O.C.
O.C. FASTENED TO TOP
EXTERIOR WALL
INTERIOR
ALTERNATE A
ALTERNATE B
ALTERNATE C
ALTERNATE G
7/,R" OSB DIAPHRAGM FASTEN ROOF
FLOOR DECK
THREADED
ROD 0
lOd 04"O.C.
C
DO
TO NAILER w/ (1) ROW 8d
TRUSS.
WOOD PLATE
HOLE
CONCRETE WASHER EMBEDMENT
HOLE SPEC. DEPTH
EDGE
DISTANCE
3/8
2x4 SPF#2 CONTINUOUS - ---
TRUSS
2x2x'/e "
0 3" O.C. FASTEN TO TOP
2" 3"
5/8
-Y"o
3/4"0
3x3x'/4"
7.5" 12"
2)Z" 3"
LEDGER FASTENED
BRACING APPLIED TO
MIN. (2)2x4 WOOD
PORCH PARALLEL
PLATE w/ (2) ROWS
MONO STEM
CONTINUOUS 2x6 SYP#2
TO WALL
PORCH POST, PER PLAN.
7/us" OSB
I (2)MSTA24
BELOW. & (1) ADJ.
TRUSS WEBS WIT
TO PORCH HEADER.
I STRAPS
24" 16 GUAGE
OF 8d 0 3" O.C.
STRAP w/11-
POST 24" 16 GUAGE 4x4 POST:ASU44
10dx1Y2" EA. END
BELOW STRAP w/11- 6x6 POST:ABU66
BLOCKING
10dxlX" EA. END
LOCATION. jE MORE THAN (1) LATERAL
w/3 -0.131x3"
PORCH.
PORCH HEADER,
°
_
SLAB o
SEE PLAN
HTS16
2x4 SPF
STRAPS MSTA24 Ys' ROD
PANEL
STRAPS EPDXIED 6" MIN
OF PLAN VIEW OF ELEVATION VIEW
FLOOR
COMMO'1.
PORCH SHEATHING SPECIFICATIONS:
3/8 " (OR GREATER) OSB OR PLYWOOD, w/ 8d COMMON NAILS ® 6" O.C. EDGE AND FIELD
r21 TYPICAL PORCH FRAMING DETAILS
SYP#2 2x4 NAILER FASTENED
ALL AROUND
FRAMING
97
TO TRUSS BOT. CHORD w/
FASTEN CATS EACH END w/
2x4 SYP#2 CATS AT 12"
(2) ROWS 0.131x3" 0 3" O.C.
3-0.131x3" NAILS 0 6" O.C.
O.C. FASTENED TO TOP
INTERIOR
PLATE w/ 4-0.131x3"
SW -2
_
SHEARWALL.
SHEA LL OR
COMMON.
-
5-16d NAILS
EXTEr IORWALL
ALTERNATE D
ALTERNATE E
(TYPICAL)
ALTERNATE
F
SHEARWALL ATTACHMENT AT ROOF Ei FLOOR
SD.1
WALL STUDS
AT 16" O.C.
8d COMMON NAILS
AT 3" O.C.(TYP)
WALL STUDS
AT 16" O.C.
ROOF SHEATHING
ROOFTRUSS ROOF TRUSS
SYP#2 LEDGER ATTACH DBL. SYP#2 LEDGER
J 1-4-1
JTO EACH STUD, PER ATTACH TO EACH STUD,
SCHEDULE BELOW PER SCHEDULE BELOW.
A -SINGLE LEDGER B-DOUSLE LEDGER
VERTICAL VERTICAL
REACTION LEDGER SIZE & NAILING REACTION LEDGER SIZE & NAILING
0-775 2x6 w/ 5-0.1310" 1850-2345 2x8 w/ 6-1/4"0x6" SDS SCREWS
776-1250 2x8 w/ 8-0.1310" 2346-3125 2x12 w/ 8-1/4"0x6" SDS SCREWS
1251-1540 2x10 w/ 10-0.1310"
1540-1850 2x12 w/ 12-0.1310"
LEDGER A NOTES: WHERE A LEDGER IS INDICATED
ON PLAN AND NO TRUSSES BEAR AT THAT LOCATION,
THE LEDGER IS BEING USED TO ATTACH THE ADJACENT
ROOF DECK. USE A 2x6 LEDGER PER NAILING SCHEDULE
ABOVE. ATTACH ROOF DECK PER GENERAL NOTES.
wHEN 8 LEDGER CONNECTION
2x4 SPF#2
BLOCKING
ROOF MEN
SHEARWALL NOTES:
1. Al' ROOF TRUSS,
CONTRACTOR MAY
CHOOSE A,B,C,D, OR G.
2. USE ALTERNATE A.
AT EXTERIOR WALLS
ENDING BETWEEN ROOF
TRUSSES.
3. USE ALTERNATE
E & F FOR FLOOR
LIRU_SS
2x4 BLOCKING, FASTEN
EACH END w/3 -10d
2x12 OR (2)2x6 OR (2)2x4 SYP#2 LEDGER, TOENAILS
FASTEN TO ROOF FRAMING BELOW
w/ 4-12d NAILS AT EACH RAFTER,
OVERFPAME RAFTERS, SEE PLAN.
SIMPSON H3 w/ 10-8d COMMON
NAILS FROM RAFTER TO LEDGER THESE STRAPS
AND LEDGER TO ROOF MEMBER. MAY BE OMITTED
WHEN OVERFRAME
ALT. TO BOTH H3 ABOVE RAFTER LENGTH
PRODIDE MTS12 OR CS16 DIRECTLY LESS THAN 4'-0"
BETWEEN OVERFRAMING RAFTER
AND ROOF MEMBER.
PROVIDE SOLID SPF12 BLOCKING AT PANEL JOINTS ADJACENT
I TO TIE IN OF OVERFRAME RAFTERS TO TRUSS FRAMING.
DECK LEDGER AT OVERFRAME RAFTERS
TED S0.1 TRUSS TO LEDGER CONNECTION BY TRUSS V�tl1 50.1 USE THIS DETA: = STEN OVERFRAMED ROOFS, VALLEYS, ETC.
ENGINEER. NOT SHOWN FOR CLARITY
D
FULL HEIGHT
WASHER PLAN ANCHORING SPECIFICATIONS
DOUBLE TOP
PLATE
STEEL COUPLER
(OPTIONAL, LOCATE
AS NEEDED)
UPLIFT
--CONNECTOR
SEE PLAN
FULL HEIGHT
THREADED ROD
SEE PLAN
FLOOR
FRAMING
FULL HEIGHT
THREADED ROD-- - FOUNDATION,
SEE PLAN PER PLAN.
EMBEDMENT
i' DEPTH
I �
DOUBLE J%&L HT.
SOLEPLATE FULL HT. TOP PLATE. ANCHOR
ANCHOR
I
WALL STUD
AO OR POST.
i�
O� ELEVATION O
FULL HT.
ANCHOR
AT SILL PLATE AT TOP PLATE
FULL HEIGHT ANCHOR INSTALLATION
CHART
THREADED
ROD 0
A
C
DO
E
F
WOOD PLATE
HOLE
CONCRETE WASHER EMBEDMENT
HOLE SPEC. DEPTH
EDGE
DISTANCE
3/8
'/2 "0
1/2 "0
2x2x'/e "
4" 4"
2" 3"
5/8
-Y"o
3/4"0
3x3x'/4"
7.5" 12"
2)Z" 3"
it
BRACING APPLIED TO
MIN. (2)2x4 WOOD
PORCH PARALLEL
MONO STEM
MONO STEM
FULL HEIGHT ANCHOR
WALL SECTION THREADED ROD INSTALLATION CHART
FULL HEIGHT WOOD FRAME WALL ANCHORING SYSTEM
THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN
ANCHORING SYSTEM: THE THREADED ROD ANCHORING
SYSTEM SHALL CONSIST OF %"0 A307 THREADED
RODS, ORIENTED VERTICALLY AND ATTACHED TO THE
FOUNDATION AND TO THE UPPERMOST PLATE AT THE
LOCATIONS INDICATED IN THESE DOCUMENTS. ABOVE
TOP PLATE, PROVIDE A 2"x 2"x X" STEEL WASHER.
FASTEN WITH A NUT AND ALLOW AT LEAST 3
THREADS TO EXTEND ABOVE TIGHTENED NUT. (TYP.)
ROD INSTALLATION: AT ALL PLATE PENETRATIONS,
PROVIDE A HOLE IN THE PLATE %" LARGER THAN THE
DIAMETER OF THE THREADED ROD USED. WHILE
SINGLE CONTINUOUS RODS ARE PREFERRED, COUPLER
(SIMPSON CNW OR EQUAL) MAY BE USED IN CASES
WHERE ONE CONTINUOUS ROD IS UNFEASIBLE. THE
ROD SHALL BE INSTALLED APPROXIMATELY CENTERED
IN HOLE. RODS MAY BE SLANTED FROM TRUE
VERTICAL BY A MAXIMUM OF 2 INCHES IN 10 FEET TO
AVOID CONFLICTS WITH FLOOR AND WALL FRAMING.
THE NUT ABOVE THE 11,11PPERMIOST PLATE SHALL BE
SECURED OVER INE WASHER TO A SNUG -TIGHT
COMMON PLUS ONE-HALF RM OF A STANDARD
M INCH (APPRMOMATE1"Y 30 FT. -LBS, OF TORM4
DUE TO 3HRMCAM AND COMPRESSION OF BULDIING
CONIRAC7ORS SHALL RE-=NTEN Wr TO 30
FT. -LBS. OF TOR M AFTEIt ALL TRADES ARE
COMPLETE AND PRIOR TO IINSULIITION.
F_PDXY ANCHORING: ALL THREADED RODS SHALL BE
DRILLED & EPDXY ANCHORED. SEE INSTALLATION
CHART FOR EMBEDMENT AND EDGE DISTANCE
REQUIREMENTS
6-10d
COMMONS
2X4 T -BRACE. ONLY
REQUIRED FOR BRACE
LENGTHS > 8'-0".
FASTEN w/10d COMMONS
0 6" ON -CENTER
W 8d®3"/6" SW 8d@3"/6"
PERFORATED SHEARWALL SEGMENTED SHEARWALL
Q - UPPER TO LOWER STUDSAQ - UPPER TO LOWER STUDS
SW 8d®3/6: (2) CS18 STRAPS SW 8d®3/6: (2) CS18 STRAPS
(� END STUDS TO FOUNDATION END STUDS TO FOUNDATION
5W 8d03/6: HTT5 OR HDU5 W 8dC3/6: HTT5 OR HDU5
[JC - SOLE PLATE ANCHORS - SOLE PLATE ANCHORS
SEE SCHEDULE ON DETAIL 3/SO.O EE SCHEDULE ON DETAIL 3/SO.O
SHEARWALL NOTES
1. PROVIDE 346" OSB SHEATHING WITH 8d COMMONS @ 3" O.C. AT PANEL BOUNDARIES AND 6" IN THE FIELD.
PROVIDE 2x BLOCKING AT ALL PANEL EDGES.
2. PROVIDE A MINIMUM OF 2 STUDS EACH END OF SHEARWALLS. KING & JACK STUDS AT HEADERS MAY SERVE AS
END POSTS FOR SW.
3. FASTEN ALL INTERIOR SW TO ROOF OR FLOOR TRUSSES PER 5/SO.1
4. INSTALL INTERIOR FOOTING BELOW SHEARWALL PER DETAILS ON S1.0
e_6-'� TYPICAL SHEARWALL ELEVATION
PROVIDE SOLID BLOCKING WITHIN FLOOR SYSTEM AT SW END POSTS.
ROOF
TRUSS
2X6
ANGLE
BRACE
a,
4-12d TOE
NAILS (TYP.)
2x4x6' SYP#2 LATERAL BRACE EA. g-tOd
X -BRACE w/ 2-16d INTO BOTTOM COMMONS
CHORD OF EA. TRUSS.
GABLE END BRACING
NOTES: 1. SPACE GABLE END BRACING 0 4'-6" MAX.
2. ALL MATERIAL TO BE SYP#2
" FULL HEIGHT
ROD
TURN TITEN HD
COUPLER TIGHT
AGAINST PLATE
SIMPSON TITEN HD ROD COUPLER
-%- RODS - THD37634RC (V'x63/4")
FULL HEIGHT ROD ALTERNATE
ATTACHMENT
L 2x4 SYP#2 OUTLOOKERS
0 24" O.C.
H3 QR H2.5T HURRICANE CLIP 0 EA.
OUTLOOKER TO TRUSS.
WALL SHEATHING UP
GABLE END TRUSS.
2X4 #2 SYP BLOCK ®EACH
GABLE BRACE. FASTEN EACH
END W/ 3-10d TOENAILS
BLOCK TO DBL TOP
PLT W/ 2-H2.5T
0.131x3" TOE NAILS 0 8"O.C.
FROM BOT. CHORD OF TRUSS
TO DBL. TOP PLATE
�LSTA12 0 48" O.C. OR DBL TOP PLT
TO GABLE TRUSS BOTTOM CHORD W/
SDWC15600 0 36" O.C. OMIT IF
SHEATHING OVERLAPS GABLE 12" MIN
(1)MSTA24 STRAPS
FOLD OVER TOP PLATE
FASTEN w/18 -10d
(2)MSTA24 STRAPS
FOLD OVER TOP PLATE
FASTEN w/18 -10d
6"
2x6 SYP#2 BLOCKING BETWEEN
24 SYP#2 NAILER
DIAPHRAGM ATTACHMENT
EA. TRUSS. FASTEN TO TOP
FASTENED TO TOP
°pI
°
PLATE w/ 10d 0 4" O.C.
PLATE w/ 10d 0 3" O.0
8 -GUN NAILS °i
FULL HGT THREADED ROD SEE PLAN
OR HTT4 HOLD 1POWN AT BASE (U.O.N)
HEADER,
tt -•---------
PORCH SHEATHING, HEADER j
1�-----
-- - - -44
SEE SPECIFICATIONSIT
ENDI
OR JOIST
ANCHOR OR DTT2Z
SIMPSON HTT5 OR
BELOW
it
BRACING APPLIED TO
MIN. (2)2x4 WOOD
PORCH PARALLEL
HEADER & SUPPORT
SEE DETAIL B ABOV
CONTINUOUS 2x6 SYP#2
TO WALL
PORCH POST, PER PLAN.
MIN. (2)2x4 WOOD
I (2)MSTA24
BELOW. & (1) ADJ.
PERPENDICULAR
TO WALL
TO PORCH HEADER.
I STRAPS
24" 16 GUAGE
POST BASE:
STRAP w/11-
POST 24" 16 GUAGE 4x4 POST:ASU44
10dx1Y2" EA. END
BELOW STRAP w/11- 6x6 POST:ABU66
4" MIN OR
10dxlX" EA. END
LOCATION. jE MORE THAN (1) LATERAL
o °, Xzx6" TITEN HD
PORCH.
PORCH HEADER,
°
_
SLAB o
SEE PLAN
HTS16
AS SHOWN.
STRAPS MSTA24 Ys' ROD
PLAN VIEW
STRAPS EPDXIED 6" MIN
OF PLAN VIEW OF ELEVATION VIEW
PORCH HE
AT CORNER
OF
DER PORCH HEADER PORCH HEADER
POST AT POS AT POST
PORCH SHEATHING SPECIFICATIONS:
3/8 " (OR GREATER) OSB OR PLYWOOD, w/ 8d COMMON NAILS ® 6" O.C. EDGE AND FIELD
r21 TYPICAL PORCH FRAMING DETAILS
W 8d®3"/6" SW 8d@3"/6"
PERFORATED SHEARWALL SEGMENTED SHEARWALL
Q - UPPER TO LOWER STUDSAQ - UPPER TO LOWER STUDS
SW 8d®3/6: (2) CS18 STRAPS SW 8d®3/6: (2) CS18 STRAPS
(� END STUDS TO FOUNDATION END STUDS TO FOUNDATION
5W 8d03/6: HTT5 OR HDU5 W 8dC3/6: HTT5 OR HDU5
[JC - SOLE PLATE ANCHORS - SOLE PLATE ANCHORS
SEE SCHEDULE ON DETAIL 3/SO.O EE SCHEDULE ON DETAIL 3/SO.O
SHEARWALL NOTES
1. PROVIDE 346" OSB SHEATHING WITH 8d COMMONS @ 3" O.C. AT PANEL BOUNDARIES AND 6" IN THE FIELD.
PROVIDE 2x BLOCKING AT ALL PANEL EDGES.
2. PROVIDE A MINIMUM OF 2 STUDS EACH END OF SHEARWALLS. KING & JACK STUDS AT HEADERS MAY SERVE AS
END POSTS FOR SW.
3. FASTEN ALL INTERIOR SW TO ROOF OR FLOOR TRUSSES PER 5/SO.1
4. INSTALL INTERIOR FOOTING BELOW SHEARWALL PER DETAILS ON S1.0
e_6-'� TYPICAL SHEARWALL ELEVATION
PROVIDE SOLID BLOCKING WITHIN FLOOR SYSTEM AT SW END POSTS.
ROOF
TRUSS
2X6
ANGLE
BRACE
a,
4-12d TOE
NAILS (TYP.)
2x4x6' SYP#2 LATERAL BRACE EA. g-tOd
X -BRACE w/ 2-16d INTO BOTTOM COMMONS
CHORD OF EA. TRUSS.
GABLE END BRACING
NOTES: 1. SPACE GABLE END BRACING 0 4'-6" MAX.
2. ALL MATERIAL TO BE SYP#2
" FULL HEIGHT
ROD
TURN TITEN HD
COUPLER TIGHT
AGAINST PLATE
SIMPSON TITEN HD ROD COUPLER
-%- RODS - THD37634RC (V'x63/4")
FULL HEIGHT ROD ALTERNATE
ATTACHMENT
L 2x4 SYP#2 OUTLOOKERS
0 24" O.C.
H3 QR H2.5T HURRICANE CLIP 0 EA.
OUTLOOKER TO TRUSS.
WALL SHEATHING UP
GABLE END TRUSS.
2X4 #2 SYP BLOCK ®EACH
GABLE BRACE. FASTEN EACH
END W/ 3-10d TOENAILS
BLOCK TO DBL TOP
PLT W/ 2-H2.5T
0.131x3" TOE NAILS 0 8"O.C.
FROM BOT. CHORD OF TRUSS
TO DBL. TOP PLATE
�LSTA12 0 48" O.C. OR DBL TOP PLT
TO GABLE TRUSS BOTTOM CHORD W/
SDWC15600 0 36" O.C. OMIT IF
SHEATHING OVERLAPS GABLE 12" MIN
(1)MSTA24 STRAPS
FOLD OVER TOP PLATE
FASTEN w/18 -10d
(2)MSTA24 STRAPS
FOLD OVER TOP PLATE
FASTEN w/18 -10d
6"
SEE DETAIL 5/SO.1 FOR
DBL. TOP MAX
DIAPHRAGM ATTACHMENT
PLATE
WHERE APPLICABLE
°pI
°
NAILS INTO BEAM. SPACE
PORCH
8 -GUN NAILS °i
FULL HGT THREADED ROD SEE PLAN
OR HTT4 HOLD 1POWN AT BASE (U.O.N)
HEADER,
tt -•---------
TO SISTER A
1�-----
-- - - -44
°
°
II
OR JOIST
ANCHOR OR DTT2Z
SIMPSON HTT5 OR
i FOR PERP I R
it
BRACING APPLIED TO
W 8d®3"/6" SW 8d@3"/6"
PERFORATED SHEARWALL SEGMENTED SHEARWALL
Q - UPPER TO LOWER STUDSAQ - UPPER TO LOWER STUDS
SW 8d®3/6: (2) CS18 STRAPS SW 8d®3/6: (2) CS18 STRAPS
(� END STUDS TO FOUNDATION END STUDS TO FOUNDATION
5W 8d03/6: HTT5 OR HDU5 W 8dC3/6: HTT5 OR HDU5
[JC - SOLE PLATE ANCHORS - SOLE PLATE ANCHORS
SEE SCHEDULE ON DETAIL 3/SO.O EE SCHEDULE ON DETAIL 3/SO.O
SHEARWALL NOTES
1. PROVIDE 346" OSB SHEATHING WITH 8d COMMONS @ 3" O.C. AT PANEL BOUNDARIES AND 6" IN THE FIELD.
PROVIDE 2x BLOCKING AT ALL PANEL EDGES.
2. PROVIDE A MINIMUM OF 2 STUDS EACH END OF SHEARWALLS. KING & JACK STUDS AT HEADERS MAY SERVE AS
END POSTS FOR SW.
3. FASTEN ALL INTERIOR SW TO ROOF OR FLOOR TRUSSES PER 5/SO.1
4. INSTALL INTERIOR FOOTING BELOW SHEARWALL PER DETAILS ON S1.0
e_6-'� TYPICAL SHEARWALL ELEVATION
PROVIDE SOLID BLOCKING WITHIN FLOOR SYSTEM AT SW END POSTS.
ROOF
TRUSS
2X6
ANGLE
BRACE
a,
4-12d TOE
NAILS (TYP.)
2x4x6' SYP#2 LATERAL BRACE EA. g-tOd
X -BRACE w/ 2-16d INTO BOTTOM COMMONS
CHORD OF EA. TRUSS.
GABLE END BRACING
NOTES: 1. SPACE GABLE END BRACING 0 4'-6" MAX.
2. ALL MATERIAL TO BE SYP#2
" FULL HEIGHT
ROD
TURN TITEN HD
COUPLER TIGHT
AGAINST PLATE
SIMPSON TITEN HD ROD COUPLER
-%- RODS - THD37634RC (V'x63/4")
FULL HEIGHT ROD ALTERNATE
ATTACHMENT
L 2x4 SYP#2 OUTLOOKERS
0 24" O.C.
H3 QR H2.5T HURRICANE CLIP 0 EA.
OUTLOOKER TO TRUSS.
WALL SHEATHING UP
GABLE END TRUSS.
2X4 #2 SYP BLOCK ®EACH
GABLE BRACE. FASTEN EACH
END W/ 3-10d TOENAILS
BLOCK TO DBL TOP
PLT W/ 2-H2.5T
0.131x3" TOE NAILS 0 8"O.C.
FROM BOT. CHORD OF TRUSS
TO DBL. TOP PLATE
�LSTA12 0 48" O.C. OR DBL TOP PLT
TO GABLE TRUSS BOTTOM CHORD W/
SDWC15600 0 36" O.C. OMIT IF
SHEATHING OVERLAPS GABLE 12" MIN
(1)MSTA24 STRAPS
FOLD OVER TOP PLATE
FASTEN w/18 -10d
(2)MSTA24 STRAPS
FOLD OVER TOP PLATE
FASTEN w/18 -10d
6"
LSTA12 FOLDED OVER TOP
DBL. TOP MAX
NOTCH HEADER
PLATE
BELOW TOP PLATE
°pI
°
NAILS INTO BEAM. SPACE
PORCH
8 -GUN NAILS °i
FULL HGT THREADED ROD SEE PLAN
OR HTT4 HOLD 1POWN AT BASE (U.O.N)
HEADER,
TO SISTER A
SEE PLAN.
FULL HEIGHT
°
°
/
OR JOIST
ANCHOR OR DTT2Z
SIMPSON HTT5 OR
i FOR PERP I R
HOLD DOWN AT
BRACING APPLIED TO
MIN. (2)2x4 WOOD
BASE OF POST
BELOW. & (1) ADJ.
TO PORCH HEADER.
WALL SHEATHING
8d COMMON WIRE NAILS
TO BLOCKING 0 3" O.C. �
STUD WALL FRAMING
�w/ 2x SOLID BLOCKING
AT SHEATHING EDGE
2x4 BLOCKING BETWEEN EA.
TRUSS. ATTACH AT EACH WALL`//\ �
STUD w/ 3-16 NAILS AT EA.
FRAMING INTERSECTION. (MIN. OF
6-16d BETWEEN EACH TRUSS)
PERPENDICULAR TRUSS
DETAIL B WALL
SHEATHING
IF TRUSS REACTION EXCEEDS
2300lbs PROVIDE CRIPPLE STUDS
DIRECTLY BENEATH TRUSS
2-SIMPSON H2.51._, � � r�
STRAP KING POST TO
POST BELOW WITH 2-CS16
STRAPS WHEN FULL HEIGHT
ANCHORS ARE NOT USED
STRAP KING I
POST BELOW WITH
STRAPS WHEN FULL HLIki9y I
ANCHORS ARE NOT USED
LSTA12 FOLDED OVER TOP
DOUBLE TOP PLATE
PLATE w/5 -10d NAILS
CONTINUOUS OVER
INTO TOP PLATE & 5-10d
6„ HEADER
NAILS INTO BEAM. SPACE
MAX4_4
48" O.C. OMIT IF WALL
FULL HGT THREADED ROD SEE PLAN
OR HTT4 HOLD 1POWN AT BASE (U.O.N)
SHEATHING IS INSTALLED
TO SISTER A
ON FACE OF BEAM
8 -GUN
°
°
/
OR JOIST
NAILS
SIMPSON HTT5 OR
i FOR PERP I R
FULL HEIGHT
BRACING APPLIED TO
_
TRUSS CONNECTION
ANCHOR OR DTT2Z
SEE DETAIL B ABOV
CONTINUOUS 2x6 SYP#2
FRONT SIDE OF WEBS.
HOLD DOWN AT
MIN. (2)2x4 WOOD
BASE OF POSTOPTION $
BELOW. & (1) ADJ.
PARALLEL
TO PORCH HEADER.
M TYPICAL PORCH BEAM CONNECTION
A
IF TRUSS REACTION EXCEEDS
2300lbs PROVIDE CRIPPLE STUDS
DIRECTLY BENEATH TRUSS
2-SIMPSON H2.51._, � � r�
STRAP KING POST TO
POST BELOW WITH 2-CS16
STRAPS WHEN FULL HEIGHT
ANCHORS ARE NOT USED
STRAP KING I
POST BELOW WITH
STRAPS WHEN FULL HLIki9y I
ANCHORS ARE NOT USED
SEE CONSTRUCTION SPECIFICATIONS FOR ROOF
AND WALL SHEATHING AND STUD FRAMING,
HEADER DOWN CONNECTION
CONNECTION
CALL OUT
STUD WALL FRAMING
A
H2.5T 0 32" O.C. TOP & BOT
w/ 2x SOLID BLOCKING
8d COMMON WIRE NAILS '
C
AT SHEATHING EDGE
�\
TO BLOCKING 0 3" O.C.
FULL HGT THREADED ROD SEE PLAN
OR HTT4 HOLD 1POWN AT BASE (U.O.N)
ITS ACCEPTABLE
TO SISTER A
ROOF TRUSS
BACKSIDE OF WEB.
LONG STUD
/
OR JOIST
\
SIMPSON HTT5 OR
i FOR PERP I R
0.131x3" GUN
BRACING APPLIED TO
_
TRUSS CONNECTION
26-10d COMONS
SEE DETAIL B ABOV
CONTINUOUS 2x6 SYP#2
FRONT SIDE OF WEBS.
LEDGER FASTEN WITH
SIMPSON DTT2Z
5-0.131x3" EA. STUD.
PARALLEL
TRUSS
DETAIL
A
WALL ADJ. TO ROOF CONNECTION
SEE CONSTRUCTION SPECIFICATIONS FOR ROOF
AND WALL SHEATHING AND STUD FRAMING,
HEADER DOWN CONNECTION
CONNECTION
CALL OUT
UPLIFT CONNECTOR
A
H2.5T 0 32" O.C. TOP & BOT
8
SEE PLAN
C
(1)MSTA24 STRAPS
D
FULL HGT THREADED ROD SEE PLAN
OR HTT4 HOLD 1POWN AT BASE (U.O.N)
HEADER TIE DOWN
""°j' S0.1 THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN
a
MULTIPLE BRACED TRUSSES- AS INDICATED IN TRUSS SPFCIFICATInNS
MINIMUM 2 PLY
MINIMUM STUD
2 PLY AT 2ND STORY
STUD STUDS PROVIDE
1 CS18 STRAPS
AT BASE OF STUDS
(FLOOR TO FLOOR)
SIMPSON DTT2Z
w/8- Y4"x1Ya" HTT5
SDS SCREWS
ALTERNATE FOR ALTERNATE FOR
" FULL HEIGHT ROD" FULL HEIGHT ROD
14 FULL HEIGHT THREADED ROD
So.1 ALTERNATE
PERMANENT TRUSS BRACING
SCALE: 3/4" l'-0"
CONNECTION
CALL OUT
UPLIFT CONNECTOR
(1)DIAGONAL
BRACE PER
MIN 2 PLY STUD
SEE PLAN
C
IN LIEU OF 2 STUDS
(4)
TRUSSES APPLIED
ITS ACCEPTABLE
TO SISTER A
TO
BACKSIDE OF WEB.
LONG STUD
STUD
FASTEN w/12-
SIMPSON HTT5 OR
0.131x3" GUN
BRACING APPLIED TO
NAILS
26-10d COMONS
FRONT SIDE OF WEBS.
SIMPSON DTT2Z
W/8- Y4"xl)Z"
CONTINUOUS LATERAL BRACING, SEE
SDS SCREWS
TRUSS SHOP DRAWING FOR QTY. AND
%- THREADEDEPDXIED
4" MIN OR
LOCATION. jE MORE THAN (1) LATERAL
o °, Xzx6" TITEN HD
/ 7.5" MIN
°
BRACE IS NEEDED, OVERLAP BRACE
AS SHOWN.
MINIMUM 2 PLY
MINIMUM STUD
2 PLY AT 2ND STORY
STUD STUDS PROVIDE
1 CS18 STRAPS
AT BASE OF STUDS
(FLOOR TO FLOOR)
SIMPSON DTT2Z
w/8- Y4"x1Ya" HTT5
SDS SCREWS
ALTERNATE FOR ALTERNATE FOR
" FULL HEIGHT ROD" FULL HEIGHT ROD
14 FULL HEIGHT THREADED ROD
So.1 ALTERNATE
PERMANENT TRUSS BRACING
SCALE: 3/4" l'-0"
CONNECTION
CALL OUT
UPLIFT CONNECTOR
A
LS18 0 32" O.C.
MIN 2 PLY STUD
SEE PLAN
C
IN LIEU OF 2 STUDS
D
FULL HGT THREADED ROD SEE PLAN
OR HTT4 HOLD DOWN AT BASE (U.O.N)
ITS ACCEPTABLE
TO SISTER A
MIN 2 PLY/_36;
LONG STUD
STUD
FASTEN w/12-
SIMPSON HTT5 OR
0.131x3" GUN
HDU5. FASTEN
NAILS
26-10d COMONS
SIMPSON DTT2Z
W/8- Y4"xl)Z"
SDS SCREWS
h" THREADED ROD
%- THREADEDEPDXIED
4" MIN OR
/ROD EPDXIED
o °, Xzx6" TITEN HD
/ 7.5" MIN
°
HEADER UP CONNECTION
CONNECTION
CALL OUT
UPLIFT CONNECTOR
A
LS18 0 32" O.C.
8
SEE PLAN
C
(2)CS16 STRAPS
D
FULL HGT THREADED ROD SEE PLAN
OR HTT4 HOLD DOWN AT BASE (U.O.N)
SINGLE
TRUSS BRACING
io
{I
1°I
11
II
I°I
I°I
II
T -BRACE FASTENED TOI,I
WEB w/ 12d 0 6"O.C. I
T -BRACE TO BE THE I°I
SAME SIZE, SPECIES,
AND GRADE AS WEB I°I
TO BE BRACED.
II
II
io
BRACING NOTES AND SPED-ATIdd.S
1.)ALL BRACING LUMBER SHOWN, EXEPT
FOR T -BRACE SHALL BE lx4 SYP#3
OR BETTER OR 2x4 SPF#2 OR BETTER.
(UON)
2.)BRACING LUMBER SHALL INTERSECT
THE WEB OF THE BRACED TRUSS, PER
DELEGATED TRUSS ENGINEER.
3.)PERMANENT PERMANENT BRACING
WHERE NOTED ON TRUSS MFR. SHOP
DRAWINGS. THE CONTRACTOR SHALL
PROVIDE 1x4 SYP#3 OR BETTER
BOTTOM CHORD BRACING
PERPENDICULAR TO TRUSS BOTTOM
CHORDS AND ATTACHED TO EACH
TRUS WITH 2-8d COMMON NAILS. AT
GABLE END WALLS PROVIDE DIAGONALS
AT END WALLS PROVIDE DIAGONALS
(APPROXIMATELY 45%) TO THE
ADJACENT EXTERIOR PERPENDICULAR
WALL BETWEEN EACH LINE OF BRACING
TO FORM A ZIGZAG PATTERN ALL
CONSTRUCTED OF THE SAME BRACING
MATERIAL. THIS REQUIRMENT IS NOT
NECESSARY AT HIP ROOFS. ALSO
ALONG EXTERIOR WALLS PARALLEL TO
BOTTOM CHORD BRACING PROVIDE
DIAGONALS IN THE END SPACE
BETWEEN THE WALL AND THE FIRST
LINE OF BOTTOM CHORD BRACING AT A
MAXIMUM SPACING OF 20 FEET.
MIN 2 PLY STUD
IN LIEU OF 2 STUDS
ITS ACCEPTABLE GIRDER TRUSS
TO SISTER A OR BEAM GIRDER TRUSS
36" LONG STUD OR BEAM
FASTEN w/12-
0.1310" GUN NAILS (2)MTS12-
(2)MTS121t
SIMPSON FULL HEIGHT
LTT208 THREADED ROD (2)H2.5T (2)H2.5T
WITHIN 6" OF MINIMUM
GIRDER (SEE PLAN) 2 PLY AT 2ND STORY
STUD STUDS PROVIDE
)Z" THREADED ROD -,,L_2 CS18 STRAPS
EPDXIED 4" MIN ORAT BASE OF STUDS
Y2x6" T1TEN HD (FLOOR TO FLOOR)
HTT5 or HDU5 DTT2Z LTT20B
15 HOLD DOWN ATTACHMENT DETAIL
MINIMUM
2 PLY HOLD DOWN SEE PLA
STUD %" ROD = DTT2Z
" ROD = HTT5
BUILT-UP POST, BUILT-UP POST, -1
SEE PLAN. SEE PLAN.
OPTION 1 OPTION 2
FULL HEIGHT TR CONVENTIONAL
WHEN 16 GIRDER / BEAM STRAPPING
THIS DETAIL ONLY APPLIES WHEN NOTED Or, PLAN
z P v
N"P44°z
U y w V v N O
r�uzr ��
V1�U L ��
�
N
W x
U
cs ptr;.trefrti
14
?
61 ffi�
in
,,�i :,.% °k °, i ��., •}seams
Christopher ) Sabourin PE
FL P£#71461
PLAN NAME
1132 BEACH AVE
DATE
06.20.18
SSE No.
CHAP -18-0039
ISSUE DATE
PERMIT 06.20.18
REVISIONS DATE
FIELD ALTERATION
CONTRACTOR SHALL CONTACT
CHRISTOPHER SABOURIN PE PRIOR TO
MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY
FROM THE INTENT OF THE ORIGINAL
CONSTRUCTION DOCUMENTS, ANY
FIELD ALTERNATIONS MADE PRIOR TO
BEING APPROVED BY CHRISTOPHER
SABOURIN MAY RESULT IN ADDITIONAL
ENGINEERING OR INSPECTION FEES,
SCALING
DO NOT SCALE DIMENSIONS FROM
THESE DRAWINGS. IF A DIMENSION IS
UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
CONTACT THE E.O.R.
TYPICAL
FRAMING
DETAILS
SHEET
SOA
SHEET 2 Of 11
OVERLAP SIDEWALL
TOP PLATE
GARAGE
HEADER
ALWAYS PLACE GOAL POST. FASTEN TO STUD
HEADER AT PACK WITH 2—ROWS OF 16d
TOP OF ROUGH RING SHANK NAILS 0 12" O.C.
2)24ga STRAPS OPENING
HEADER TO JACK ATTACH GARAGE DOOR THRU
(2)2x6 KING STUDSHTT5 W/ UPRIGHT BUCK DIRECTLY INTO
(2)2x6 JACK STUDS" THREADED ROD STUD PACK, PER GARAGE DOOR
SUPPLIER
EPDXIED 12"
0
HTT5 w/
(2)2x STUD CORNER \,,, THREADED ROD
0
EPDXIED 12" o
1.6 6 6 6 6
P.T. SOLE PLATE
GARAGE SOLE PLATE HTT5 w/
FLOOR ANCHOR s/a" THREADED ROD
SOLE PLATE EPDXIED 12"
ANCHOR ° GARAGE WING WALL SECTION
THICKENED SLAB EDGE
AT GARAGE OPENING.
Q•..a.
a °
Q NOTES:
1. ALWAYS PLACE GARAGE HEADER AT TOP OF ROUGH OPENING.
GARAGE WING WALL ELEVATION
CTn
GARAGE HEADER FRAMING
WALL SHEATHING
CONTINUOUS THRU
LEDGER
WATER POST
PROOFING BY
BUILDER
SLOPE" PER FOOT
RIM
BOARD
A35 ANGLE —2—CS16 STRAPS
HANGER t SLOPE DECK H2'5 —� WALL
JOIST SHEATHING
LADDER
_/
TRUSS 2X10 LEDGER INSTALL OVER
WALL SHEATHING FASTEN WITH
4-1/4X6" SDS SCREWS ® 16" POST
O.C.
BALCONY SECTION
2—STORY CONVENTIONAL STRAPPING DETAIL
TYPICAL WALL STRAPPING DETAILS
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2—STORY CONVENTIONAL STRAPPING DETAIL
BALCONY SECTION
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Christopher J Sabourin PE
FL PE##71461
PLAN NAME
1132 BEACH AVE
DATE
06.20.18
SSE No.
CHAP -18-0039
ISSUE DATE
PERMIT 06.20.18
REVISIONS DATE
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FIELD ALTERATION
CHRISTOPHER SABOURIN PE PRIOR TO
MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY
FROM THE INTENT OF THE ORIGINAL
CONSTRUCTION DOCUMENTS. ANY
FIELD ALTERNATIONS MADE PRIOR TO
BEING APPROVED BY CHRISTOPHER
SABOURIN MAY RESULT IN ADDITIONAL
ENGINEERING OR INSPECTION FEES.
SCALING
DO NOT SCALE DIMENSIONS FROM
THESE DRAWINGS. IF A DIMENSION IS
UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
CONTACT THE E.O.R.
MISC
FRAMING
DETAILS
SHEET
S02
SHEET 3 OF 11
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Christopher J Sabourin PE
FL PE##71461
PLAN NAME
1132 BEACH AVE
DATE
06.20.18
SSE No.
CHAP -18-0039
ISSUE DATE
PERMIT 06.20.18
REVISIONS DATE
w
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�UPQ
p�tt�U
v�t�~
N
W co
W r-'
FIELD ALTERATION
CHRISTOPHER SABOURIN PE PRIOR TO
MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY
FROM THE INTENT OF THE ORIGINAL
CONSTRUCTION DOCUMENTS. ANY
FIELD ALTERNATIONS MADE PRIOR TO
BEING APPROVED BY CHRISTOPHER
SABOURIN MAY RESULT IN ADDITIONAL
ENGINEERING OR INSPECTION FEES.
SCALING
DO NOT SCALE DIMENSIONS FROM
THESE DRAWINGS. IF A DIMENSION IS
UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
CONTACT THE E.O.R.
MISC
FRAMING
DETAILS
SHEET
S02
SHEET 3 OF 11