1883 ATLANTIC BEACH DR - VOIDED STRU. DRAWINGS DESIGN SPECIFICATIONS: GENERAL NOTES: 8. All concrete slabs on grade shall be the thickness as indicated on the drawings over Clay Masonry(Brick): 13. Fasten plies of 1 3/4"wide engineered lumber as follows: a)
minimum 6 mil. polyethylene(visqueen)vapor barrier. Slabs shall be reinforced with 2-ply beams with(3)rows of 0.131"x3%"nails @ 12"o.c. (D
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Project has been designed in accordance with the 5th Edition(2014) Florida Building 1. The scope of these plans is limited to the structural requirements of this project. 6x6 W1.4x1.4 WWF lapped 8"at edges and ends in conformance with ASTM-A 185, 1. Brick shall conform to ASTM C62, C216,or C652 for Building Brick,Facing Brick,and 3-ply beams with(3)rows of 0.131"x3 1/4" nails @ 8"o.c.(each side) a C14
Hollow Brick, respectively. Grade SW shall be used. 4-ply beams with(2)rows of Simpson 6 3/4"long SDW screws @ 12"o.c. ui C14
Code, Residential, and the Florida Building Code, Existing Building(as applicable). Architectural,civil(site), electrical, mechanical(plumbing and HVAC),waterproofing, or fibermesh reinforcement shall be used with a minimum fiber length of 71"to 2" EP Cn
and flashing requirements are not addressed in these plans. complying with ASTM C 1116. The dosage amount shall be 0.75 to 1.5 pounds per a) _j -W
2. Brick veneer shall be anchored with approved ties spaced no more than 16"o.c. STRUCTURAL STEEL: .0 ILL r-
DESIGN CRITERIA: cubic yard i i accordance with manufacturer's recommendations. _T)
2. It is the intent of the Engineer of Record(Engineer)that this work be performed in vertical and 16"o.c. horizontal. Additional ties shall be provided around all wall LLj 4-:
openings greater than 16" in either direction, and shall be spaced no more than 36" 1. Structural steel shall conform to AISC Specifications for Design and Fabrication and __J =
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Wind Design Method ASCE 7-10 conformance with all requirements of the authorities having jurisdiction over this type 9. Slabs on gr3de shall bear on structural fill which shall be clean sand free of debris and E
Basic Wind Speed: 130 mph of construction and occupancy. other deletE rious material. Structural fill shall be compacted to a density of at least o.c. and placed within 12"of the openings. Erection of Structural Steel for Buildings(latest editions). RECEIVED 0 >
a.Welded Connections: AWS D1.1 19 Z0
Building Risk Category: 11 95%of the Modified Proctor Maximum Dry Density(ASTM D1557).Termite protection I a
Wind Exposure: C(Enclosed Structure) 3. The contractor is responsible for the means and methods of construction. It is the shall be pr ided in accordance with applicable code requirements. If soil treatment 3. Strand wire veneer ties shall not be less in thickness than No.9 gage wire and shall b. Structural Steel plates: ASTM A36(Fy=36 ksi)or ASTM A572(FY=50 ksi) 2 01)
contractor's sole responsibility to determine the procedure,sequence,and temporary have a hook embedded in the mortar joint. Sheet metal ties shall not be less than No. c. Structural Steel W-shapes: ASTM A992(Fy=50 ksi) i (n �e
Building Classification: Residential is used, the treatment shall be done after all excavation, backfilling,and compaction a)
Building Type: Type V Construction bracing as to insure the safety of the building and its component parts during is completed. 22 gage by 7/8"corrugated and fastened with 1 W galvanized roofing nails. d. Structural Steel Angles and Channels: ASTM A572(Fy=50 ksi) FEB 2 3 2017 9
construction. Adjustable or strand wire veneer ties shall be used at CMU walls. e. Structural Steel Rectangular HSS or Tubes: ASTM A500(Fy=50 ksi) a_-
Wind-Borne Debris: NOT located in the wind-borne debris region C%J
f. Structural Steel Round HSS or Pipe: ASTM A500(Fy=46 ksi)or C:)
4. The contractor shall verify all conditions and dimensions at the job site prior to 10. Footings may bear upon undisturbed soil or upon structural fill. Structural fill shall be 4. Unless otherwise noted on the plans,a steel angle L4x4xl/4 shall be used for ASTM A53(Fy=35 ksi) C14 CR
Unless otherwise noted, project site considerations shall be the responsibility of the compacted to a density of at least 95%of the Modified Proctor Maximum Dry Density :It E=
owner and/or contractor. Examples of such items include,but shall not be limited to, commencing work. (ASTM D1 557)for a depth of at least two feet(Z-10")below the bottom of the footing. supporting brick veneer over openings. This angle will not be required for arched Building Department Lu Lu
windows where brick is self-supporting. If the length of the opening exceeds 6-10"then 2. All structural steel connections and fabrications shall comply with AISC specifications. Cn F- I`-
determination of grade elevations, drainage features,and special requirements CitY of Atlantic Beach, FL Cn
associated with FEMA flood hazard and/or DEP zones. 5. The contractor shall supply, locate,and build into the work all inserts,anchors,angles, 11. The following minimum concrete cover shall be provided for reinforcement: the steel angle shall be attached to the wood framing with Y8"x 3"lag screws @ 12" Q2
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plates,openings, sleeves, hangers, slab depressions, or other components as may be o.c. or Simpson)/4"x 3" SDS screws @ 12"o.c. 3. Steel shop drawings shall be provided to the Engineer for approval prior to fabrication. - CD
3" Concrete cast against and permanently exposed to earth a)
DESIGN DEAD LOADS: required to attach and accommodate other work. 2" Concrete exposed to earth or weather 0)
WOOD FRAMING: 4. Holes required for bolted connections may be drilled or punched. Flame-cut holes G
1 %" Concrete not exposed to earth or weather Lu (=>
Floors: 6. All details and sections shown on the structural drawings are intended to be typical 1. All wood framing has been designed in accordance with"National Design Specification shall not be used. 9 Z M
The design floor dead load of 12 psf assumes a floor system utilizing wood decking or and shall be construed to apply to any similar situation elsewhere in the work except 12. All continuous reinforcing steel in concrete shall be lap-spliced with the following 0 F- LL
where indicated otherwise. (NDS)for Wood Construction,"2012 edition. 5. Bolts shall be installed to the"snug-tight"condition-u.o.n. - W
wood subflooring over wood truss,wood I-joist, or solid sawn lumber framing. The floor minimum leigths: =) Z�;
covering is assumed to be carpet,vinyl, wood or ceramic tile. The Engineer shall be #4 bars: 21"minimum 0 -4-
7. Refer to the structural drawings for all structural details and sections. The contractor 2. Southern Yellow Pine member design incorporates design values for all sizes and 6. All structural steel shall be shop-painted with SSPC Paint 15(red oxide)primer. Prior _5 =) "
notified if the floor coverings differ from the noted assumptions #5 bars: 26"minimum 0 < co
grades of visually graded Southern Yellow Pine dimension lumber per"Supplement to painting, steelwork shall be cleaned per SSPC SP-6"Commercial Blast Cleaning". 4-: .0
shall contact the Engineer for clarification in cases of conflict between the structural #6 bars: 32"minimum F
Roofs: drawings and any drawings prepared by others prior to commencing work. No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber,"published by 3: U)
the Southern Pine Inspection Bureau(SPIB). 7. SSPC Paint 36(polyurethane)shall be applied as the final coat to all structural steel C:>
Metal or Shingle: 10 psf(Rafters)7 psf(Wood Truss) 13. Reinforcern nt in footings shall be bent around corners or corner bars shall be used. M
Concrete or Clay Tile: 15 psf 8. It is the owner's and/or contractor's responsibility to obtain a soils exploration report. surfaces exposed and visible to the exterior of the structure. CU __J I
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Refer to Architectural Plans for Roof Covering System The design of the project structure assumes an allowable soil bearing capacity of 14. The contractor shall provide spacers, chairs, bolsters, etc.,necessary to support 3. All wood members exposed to weather or in contact with masonry,concrete or soil
2000 psf. The Engineer shall be notified if soil conditions encountered differ from the reinforcing Steel. Support items which bear on exposed concrete surfaces shall have shall be treated with an appropriate preservative suitable for the exposure conditions. 8. Field touch-up after installation where required to restore final finish. 00
DESIGN LIVE LOADS: noted assumptions. All requirements for site preparation and soil compaction ends which are plastic tipped or stainless steel.
specified in the soils report shall be followed unless more stringent requirements are 4. If ACQ treatment is used on any wood member, then all nailing shall require HARDWARE AND ANCHORS: CU
Floors: specified in these plans. MASONRY: hot-dipped galvanized nails meeting ASTM A153, Class C,or ASTM B695,Class 50.
If borate treatment is used then galvanizing is not required. 1. All framing anchors and connectors shall be manufactured by Simpson Strong-Tie, a)
Exterior Balconies: 40 psf CONCRETE: United Steel Products(USP), or Engineer approved equal.
Exterior Decks: 40 psf General:
5. Prefabricated wood trusses shall comply with NDS and "National Design Standard for Cn
Stairs: 40 psf(or 300 lb point load) Cn
1. All concrete work shall be in accordance with"Building Code Requirements for Metal Plate Connected Wood Truss Construction(TPI 1-07)." 2. All anchor bolts and threaded rods shall be in accordance with ASTM A307 or ASTM CU
Garages: 50 psf(or 2000 lb point load) 1. All masonry work shall be in accordance with"Building Code Requirements for
All Other Areas: 40 psf Structural Concrete,"ACI 318-11,and "Specification for Structural Concrete,"ACI 301. Masonry St"Lictures,"ACI 530-11,and Specifications for Masonry Structures,"ACI F 1554, Grade 36.
6. All trusses shall be designed by the Truss Manufacturers registered Engineer. FLORIDA C.A. NUMBER:25846
530.1-11
Attics: 2. All concrete shall have the following minimum compressive strength at 28 days: 3. All metal connectors and hardware which are exposed to the exterior or in contact 4)
Without Storage: 10 psf Slabs on grade,footings, and misc.concrete: fc=2500psi 2. Grout shall conform to ASTM C476 with minimum 28 day compressive strength of 7. The Truss Manufacturer shall submit shop drawings and design notes with a with ACQ pressure treated lumber shall be Type 316 stainless steel or galvanized per 4-7
With Limited Storage: 20 psf Structural slabs,walls, beams and columns: fc=3000psi 2000 psi per ASTM C1019. Grout shall be mixed to provide a slump between 8"to 11". registered Engineer's seal for approval. Design notes shall include the rated load ASTM All 53, Class C, or ASTM B695,Class 50. 21
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With Storage: 30 psf(fixed stair access) Designated radon zones only-all concrete: fc=3000psi Capacity of the truss to truss connectors,and the manufacturers license to fabricate
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3. Mortar shall conform to ASTM C270 and be Type M or S. Type N mortar may be used trusses utilizing the connector system proposed. The contractor shall approve 4. Anchor adhesives shall be either SET-XP or AT-XP by Simpson Strong-Tie(with a
3. Cement shall conform to"Specification for Portland Cement"(ASTM C150) fabrication and installation drawings showing size,shape and layout. Florida Product Approval)and installed according to the manufacturers instructions. ......
Roofs: in brick veneer. a)
Holes shall be cleaned of all debris and brushed out prior to installation of anchor >
Less than 4:12 slope: 20 psf Q)
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adhesive. 1n
4:12 slope or greater: I
4. Aggregate shall conform to"Specification for Concrete Aggregates"(ASTM C33) 4. The contractor shall be responsible for the design and installation of all flashing. 8 Jobsite handling and erection, including temporary bracing,during installation of
16 psf ....� Jac 6/4
trusses shall comply with TPI/WTCA BCS] 1. CU
ROOF COVERING: A�
DEFLECTION CRITERIA: 5. Water shall be clean and free of injurious amounts of oil,adds,alkalis,salts,organic Concrete Masonry(CMU): 3: tv
material or other substances that are deleterious to concrete or steel reinforcement. 9. All prefabricated wood trusses subjected to uplift conditions shall be securely fastened E /V
Walls: I. Concrete masonry units(CMU)shall be ASTM C90-1113, Hollow Load-Bearing to their supporting walls or beams with metal connectors as noted in the Truss 1. The contractor shall be responsible for the design and installation of the roof covering
6. Reinforcing steel shall be ASTM A615 Grade 40 unless otherwise noted on the Connection Schedule. system.
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Wind loads with plaster or stucco finish: L/360 Concrete Masonry Units, normal weight,with a minimum compressive strength of S7,
Wind loads with other brittle finishes: U240 structural drawings.All reinforcing details shall conform to"Details and Detailing of 1900 psi (f rn=1500 psi). 4'n� 0
Concrete Reinforcement,"ACI 315, unless detailed otherwise on the structural 1& All gable ends shall be balloon framed or braced in accordance with the applicable 2. Asphalt shingles shall comply with ASTM D3161 and be installed according to the
Wind loads with flexible finishes: L/120 or U180*
drawings. detail as shown in the structural drawings. manufacturer's requirements. CU
L/180 for exterior walls with interior gypsum board finish. 2. All continuous reinforcing steel in masonry shall be lap-spliced with the following
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Floors: minimum leigths:
Live Load: L/480* 7. Tolerances for foundation and slab alignment as well as placement of reinforcement #4 bars: 20"minimum 11. Guardrails, handrails, and guard in-fill components(Balusters and Panel Fillers)shall 3. Clay and tile roofs shall be installed per the"Concrete and Clay Roof Tile Installation
Total Load: L/240* shall be in accordance with"Standard Tolerances for Concrete Construction and #5 bars: 25"minimum be provided by others. Manual,"and the manufacturer's requirements.
.E COMMENTS:
Increased floor stiffness may be required by floor covering manufacturer Materials,"ACI 117. Footing or slab edges may be up to 1/2"inside of the sill plate. #6 bars: 30"minimum _0
12. Engineered lumber(LVL, Parallam or LSL)shall meet the following minimum material 4. Standing seam metal roofs shall comply with ASTM E 1514 and be installed according Q)
Roofs: 3. Grout all cells containing vertical reinforcement in 6-0"maximum lifts. specifications: to the manufacturer's requirements.
LVL or Parallam LSL
Live Load: L/240
Total Load: L/180 4. Provide cleanouts per ACI 530.1-11 in the bottom course of masonrywhen the wall E=2,000,000 psi E=1,550,000 psi 5. The contractor shall be responsible for the design and installation of all metal flashing -
Fb=2,600 psi Fb=2,325 psi and valley material. 0
height exceads S-O". -0
Fc=750 psi Fc=900 psi a)
5. Beam reinf(rcement shall be continuous across control joints. Fv=285 psi Fv=310 psi am
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All window, door and soffit assemblies shall be designed to withstand the design
pressures indicated below and shall be installed in accordance with the
manufacturer's requirements. C6
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Metal Connector Fastening Schedule
Simpson ID LISP ID Uplift Capacity(lbs) Faste ne rs Anchorage (II.I.O.N.)
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WIND PRESSURES ON WINDOWS, DOORS & A35 MPA1 n/a (12)0.131"x 11%` n1a cli
_____x 3V CID
SOFFITS (psf) PA U 44--Tf--- 2f0_0(SY (12)0.162"x 2%"or(12)0.162" 5/8"w/7"embed CU
ABU66-Z PAU66-TZ 2300(SYP) (1210.162"x 21/,"or(12)0.162"x 31/," 5/8"w/7"em bed _0
AREAOFOPENING EDGES RIP(5) INTERIOR ZONE(4) CS16 RS150 1705(SYP or S P F) (11)0.148"x 3"in each end-(22)tota n/a
Pos Neg Pos Neg DSP RSPT6-2 775(SY P or S P F) (8)0.148"x III/,"into studs n/a
(6)0.148"x 1%-into cloutle plate
0 to 20 sf 25.0 -33.5 25.0 -27.1 IDTT?7 DTB-TZ 2145(SYP) 1831,5(SPF) (8)X"x lY2"SDS Y.'w/41/.7'em bed (m ono)and 7"em bed(stem)
20.1 to 50 sf 24.0 -31.2 24.0 -26.1 IGBC HC520 n1a (5)0.131"x 1%-into gabl�brace n/a a)
50.1 to 100 sf 22.5 -28.2 22.5 -24.6 (7)0.131' x 2%'into clout le plate a)
100.1 to 200 sf 21.2 -26.11 21.2 -23.3 H2.5A nia: use RT7 600(S Y P) (5)0.131' x 2%'in each end-(10)total n/a
,200.1 to 500 sf 20.1 -23.71 20.1, -22.3 H2,5T n/a: use RT7 545(SY P or S P F) (5)0.131 x 1%"i n each end-(10)total n1a
[Soffit Design Pressure 25.01 -33.51 25.01 -27.1 H3 RT3A 455(SYP) (4)0.131 x 21/V in each end-(8)total n/a
.2)
Base Design Pressure 21.20 GCpi=*0.18 H6 LFTA6 950(S Y P)820(S P F) (8)0.131 x 21/2"1 n each end-(16)total n/a
H8 RT8A 745(SYP) (5)0.148' x 11/2'in each end-(10)total n/a ca.
0
HDQ8 n/a: use UPHD8 7630(SYP)5495(SPF) (20)114"x 3"S DS 7/8"wl 15"embed IS ET-XP epoxy only)
HDU5 PHD5 5645(SYP)4065(SPF) (14)%"x 2%"SIDS 5/8"wl 7"embed(mono)and 12"embed (stem) (D
HDU8 PHD6 6970(SYP)5020(SPF) (20)1/4"x 3"S DS 7/8"w/ 15"embed (S ET-)(P epoxy only) 0
HETA16 HTA 16 1810(SYP) (10)0.148"x 1112 4"embed
HTS20, HTS24 or HTS 30 HTW20, HTW24 or HTW30 1450(SYP) 1245(SPF) (10)0.148"x 3"in each end-(20)total n/a ca
HTS M 16 or HTS M 20 HTWM 16 or HTWM20 1175(SYP) (8)O�148"x 3"into wood n/a 0
(4)%"x 2%"Tten into CMU .2)
(4)Y� x 11/42'Tten into concrete CL
0
HTT4 HTT4 4235(SYP) 3640(SPF) (18)0.162"x 21W 5/8"wl 7*'embed(mono)and 12"embed (stem) 0
HTT5 HTT5 5090(SYP) 4375(SPF) (26)0.162"x 21/," 5/8"wl 7"embed(mono)and 12"embed (stem) 3:
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LTP4 MP41F n/a (12)0.13 1"x 1% n1a UJ
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LSTA18 1235kSYP) 1110(S- PF'l (7)0.148' x 3"in each end-(14)total n/a 0 UJI
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LTS12 LTW12 775(SYP)665(SPF) (6)0.148' x 3' in each end-(12)total n/a E 0
TYPICAL EDGE STRIP(5) MSTA24 MSTA24 1640(SYP) 1455(SPF) (9)0.148"x 3"in each end-(18)total n/a 0
a=4.6 MSTAM24 MSTAM24 1500(S Y P or S P F) (9)0.148"x 3"into wood n/a
(5)1/4"x 2%"Tten into CMU UJI
TYPICAL INTERIOR ZONE(4) (5)1/4"x 11/4"Tten into concrete a)
STA30 MSTA30 2050(SYP) 1820(SPF) (1110.146"x-3-i-n-e-ac-h-e-nd-(22)total n/a UJ
MSTA36 MSTA36 2050(S Y P or S P F) (13)0.148"x 3"in each end-(26)total n/a
_9STAM36 1876(SYFP or S P F) (13)b. ��'into wood n/a
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(8)1/4"x 21/4"Tten into CMU
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(8)1/4"x 13/4"Titen into co icrete
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MTS 12 or MTS 20 MTW1 2 or M TW20 I OOO(SY P)860(S P F) (7)0.148"x 3"in each end-(14)total n/a
0
SM16 or MTSM20 HTWM16 or HTVVM20 860(SYP) (7)0.148"x 3"into wood n/a U_J
(4)Y4"x 2%"Tten into CMU :Z
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4 4
PA51 TA51 2940(S Y P or S P F) (14)0.162"x 21/,' or(14)0.162"x 31/." 4"embed
SPH4 or SPH6 SPTH4orSPTH6 680(SYP)585(SPF) (12)0.148"x V/-,," n/a JOB NUMBER: COUNTY
16-1817 DUVAL
SSP RSPT6 350(SY P or S P F) (4)0.148"x 1 M,-I nto stud s n/a LU
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(3)0.148' x into clout le plate
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STHD14 ISTA514 14210(SYP or SPF) 1(30)0.148"x 3 1/4" 114"embed
DO NOT SCALE THIS DRAWING
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Notes: ELEASE DATE:
02-17-17
1.All connectors are manufactured by Simpson Strong-Tie or USP Structural Connectors(U.O.N.)
2. SYP Southern Pine; SPF = Spruce-Pine-Fir
OFFICE COPY
3. Mono monolithic concrete; stem = masonry stemwall or bond beam
DRAWN BY:
�14.Anchorage refers to threaded anchors with noted diameters and embedment depths a) DJM
CHECKED BY:
REVIEWED FOR CODE COMPLIANCE a MJ[3-FSS
LU TITLE:
CITY OF ATLANTIC BEACH GENERAL NOTES
SEE PERMITS FOR ADDITIONAL
REOUIREMENTS AND CONDITIONS SHEET:
REMMED BY; VATE:
46 SYP#1 TREATED =FULL HEIGHT WALL SHEATHING NOTE: GARAGE DOOR NOTES WALL FRAMING NOTES:
1"POCKET HOLE-RECESS FOR SCREW
INSTALL SOLID BLOCKING BETWEEN 1 INSTALL(jj MSTA30 STRAP AT EACH END 1)ALL FIRST FLOOR EXTERIOR WALLS SHALL BE
3)) Q
FLOORS AT ALL SECOND FLOOR OF GARAGE DOOR HEADER.NAIL STRAP CONSTRUCTED WITH2x6SPF No.2 STUDS
J"0 OAK DOWEL SIMPSON SDWH SCREW(9'LONG) .9
BUILT-UP POSTS. 0) Lo
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@ 16"O.C. FOR PLATE HEIGHTS UP TO 10--1 Y8"-U.O.N.
POCKET HOLE WITH SYP#1 TREATED PLUG Lu 04
2. EMBEDDED STRAP AT EACH END OF GARAGE 21 m E
44 SYP#1 TREATED 2x8 SYP#1 TREATED RAFTERS @ 48!'O.C.(MAX.) DOOR OPENING SEE DETAIL 7"ON SD-11 2)ALL FIRST FLOOR INTERIOR BEARING WALLS SHALL (D _j 8
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BE CONSTRUCTED WITH2x4SPF N0.2 STUDS Lj Ep
SIMPSON SDWH-10"LONG SCREW IN 3. EACH GARAGE DOOR SHALL BE RATED FOR A
24"POCKET HOLE-PLUG 2) "x 8"SDS SCREWS MINIMUM DESIGN PRESSURE OF�25.5 psf @ 16"O.C.FOR PLATE HEIGHTS UP TO 10'-1 X8"-U.O.N. E >
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IN EACH BOAR NOTIFY ENGINEER OF ANY VARIATIONS. E < -0
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0 Y_ 9oz w UJ 0 BEARING WALL cu
z M 0
< LU
...... 0 Lu
C,4 0
CENTER POSTS OVER 0 0 < Ly SW-6
STEMWALL(TYPICAL) Lu
U- U) x SHEARWALLS FASTENED WITH
_j I'll- 0
0
8d COM(0.131"x 2y2')NAILS @
6"O.C.ON EDGES AND 12"O.0
0 w uj _T LL1
U) = =) 0 ON INTERMEDIATE SUPPORTS.
Z SW-3 0 Lu
0 Lu Lu 'L<U E co
E
w SHEARWALLS FASTENED WITH 0 0
Lu ..... . ....... . ..........
CN . .......... C4
8d COM(0.131"x 2y2')NAILS @
3"O.C.ON EDGES AND 12"O.C. Lu
cn
00 ON INTERMEDIATE SUP Q)
x 34 PORTS.
04 Ic?
3: cn co Lu
0 FG04— cn 2 _j
= I SHEATH BOTH SIDES OF WALL
Lu
AT INDICATED SHEARWALL
NOTE:ALL EXTERIOR WALLS SHALL BE"SW-6"AND a) >
_c_-
s 'O.C.TOP AND BOTTOM PER d Lo
DLID BUILT-UP HALL BE NAILED @ 3'
(L2x12 HEADER = �_: Lu
CORNER(MIN.) DETAILS"A"&"B"ON SHEET SD-2-U.O.N. :z
c� Lu
0
K WOOD FRAMED HEADER LEGEND: 2 zi Of
L.J (D 0 Q_
�3)2x6 BUILT-UP CD I
POST(MIN.) SIZE S;
tM JOB NUMBER: NTY:
OF HEADER 16-1817 IC'U DUVAL
NOTE: _u
EACH EXTERIOR POST SHALL BE TREATED 2) 1/4" =V-10"(U.O.N.)
(2)2x\ HEADER (D
6x6 POST ON ABU66-Z POST BASE.STRAP -0
_Ln DO NOT SCALE THIS DRAWING
POST TO EACH BEAM ABOVE WITH(1)H6-Z CLIP _J _K
m: ELEASE DATE:
OR(1)MSTA24-Z. QUANTITY I IANTITY 1 02-17-17
TYPICAL ALL POSTS-(U.O.N.) Cj LVISIONS:
SEE DETAIL"U"ON SHEET SD-3 OFJACKS OF KING STUDS
NOTE: CC) DRAWN BY:
(D DJM
ALL WOOD FRAMED LOAD BEARING HEADERS
FM CHECKED BY:
SHALL BE MINIMUM(2)2x6 NO.2 OR BETTER MJB-FSS
LLj TITLE:
SYP.ALL EXTERIOR HEADERS SHALL BE WALLILAYOUT
INSTALLED WITH MINIMUM(2)JACKSAND FIRST FLOOR
(1)KING STUD AT EACH HEADER. ALL
INTERIOR LOAD BEARING HEADERS SHALL BE SHEET:
INSTALLED WITH MINIMUM(1)JACK AND
OFFICE COPY c:)
WALL LAYOUT FIRST FLOOR (1)KING STUD.(U.O.N.) 04
@ S �3
F,ULL HEIGHT WALL SHEATHIDNG NOTE: WALL FRAMING NOTES:
di
INSTALL SOLID BLOCKING BETWEEN 1)ALL SECOND FLOOR EXTERIOR WALLS SHALL BE
4)
FLOORS AT ALL SECOND FLOOR CONSTRUCTED WITH2x6SPF No.2 STUDS Q)
.9; 00
BUILT-UP POSTS. u')
C4
@ 16"O.C.FOR PLATE HEIGHTS UP TO 9--1 Y8"-U.O.N. Lu C41
2m E
2)ALL SECOND FLOOR INTERIOR BEARING WALLS SHALL .8 8
LL
U-T 9)
BE CONSTRUCTED WITH2x4SPF No.2 STUDS
@ 16"O.C.FOR PLATE HEIGHTS UP TO 9'-1,48"-U.O.N. E
�2
o
3)THE SECOND FLOOR EXTERIOR WALL FINISH IS c/) uj
en �e Lm
"BRITTLE"(STUCCO)AND"FLEXIBLE"(SIDING)-U.O.N. Ln Q (D
E -0
NOTIFY ENGINEER OF ANY VARIATIONS.
C"T
2x6 SYP PLATE COPING(BY OTHERS) =1
4t
u,
ROOFING SYSTEM
(BY OTHERS)
U) cn
RD
2x6 BALLOON FRAMED---__. FLASHING(BY OTHERS)
STUDS .9
.9 LLJ .9t
C�)
0 �7-
ROOF DECKING c/) ILL
-z D
TRUSS TOP CHORD Lr)
0
(2),/4"x 3Y2"SDS SCREW to
AT EACH STUD co
co cq
cu
0. 0
-2
co
DETAIL- PARAPET WALL (BALLOON FRAMED)
co
.2
co
cu
FLORIDA C.A. NUMBER:25846
ca
0
CID
> .......
a) 1111no DA 8 1 .111,
0 "o 10.
�A\I
N
cn
S TYP I CAL ALL C5
%
D-3 EXTERIOR WINDOW AND
No
DOOR OPENINGS �O 79
BALLOON FRAME GABLE ABOVE
0 jq,*. S7-To�
DOUBLE PLATE EXTEND TO TOP OF s 0 . X'
a) op
PARAPET C,
co
E
NOTE:
cu
EACH BALCONY POST SHALL BE TREATED OMMENTS:
44 POST STRAPPED TO FRAMING BELOW
(D
WITH MSTA36-Z STRAP.STRAP POST TO EACH
(2)2x6 BUILT-UP BEAM ABOVE WITH(1)H6-Z CLIP co
(2)2x6 BUILT-UP POST(MIN.) OR(1)MSTA24-Z. —
ST(MIN.) 0
ca_
0
............
< a)
cu
CD
Lu
<
Lu cu
cn m
q
co
. ................ ......
.............. .............. . CN �c 0
a.
CD cm
UJI Fn
< a)
co
(D
q
(D
CD
C6
c:
.......... ................. .
V-8" ... ............... ....... .
OVERHANG EXTEND RAFTER PAST DIAGONAL OVERHANG 3-4-
- co
C6
cu
0.131"x 3"14AILS @ 8"0 C
0.131"x 3"NAILS @ FO.C. ROOF SHEATHING STAGC ERI:ED ACROS�
STAGGERED ACROSS INCREASE NAIL SIZE TO\ ALL INTERSEc rING MEMBERS ...... ...... ...... ...... . cn
........... ......... . ...... .
ROOF SHEATHIN ALL INTERSECTING MEMBERS 0.120"x 3"RING SHANK IN 2)2x6 BUILT-UP
G . ...........
INCREASE NAIL SIZE T09\ THROU C-H TRUSS INTO RAFTER OVERHANG AREA
POST(MIN.)
cu
0.120"x 3"RING SHANK IN FROM OPR SITE SIDES OF NOTCH q....... ....... . .
. ...............
.......... .
OVERHANG AREA lx6 T&G DECKING,---
..........
lx6 T&G DECKING-,
m
�PRE-ENGINEERED TRUSS : I : :
.......... ............. . . . ............... ................
................. . . ..................
2x6 RAFTER SISTEFd:D T WALL SHEARWALL LEGEND:
TRUSS OF TRUSS.LOWER RAFTER TO 0
0 SID
0
2x6 RAFTER SLOTT ALIGN NTH BOTTOM OF T&G
BETWEEN CORNER HIP JACKS ���BEARING WALL ELEVATION
ED INTO GA
(i.e.RAFTER IS NOT CUT OR NON-BEARING WALL
LOWER RAFTER TO ALIGN WITH 0 F—
ELEVATION NOTCHED) _0
BOTTOM OF T&G BEARING WALL a
co
.................. ..................................
. . ....................... . . ............. 0
2x6 RAFTER SLOTTED INTO GAP SW-6
BETWEEN CORNER HIP JACKS
SHEARWALLS FASTENED WITH CL
LOWER RAFTER TO ALIGN WITH 0
0
BOTTOM OF T&G 2x6 RAFTER SISTERED TO SIDE 8d COM(0.131"x 2)/2")NAILS @
OF TRUSS.LOWER RAFTER TO 6"O.C.ON EDGES AND 12"O.C. cu
ALIGN WITH BOTTOM OF T&G ON INTERMEDIATE SUPPORTS. a Lu
(i.e.RAFTER IS NOT CUT OR NOTCHED) 0 Lu
EARING WALL SW-3 E
E 0
SHEARWALLS FASTENED WITH 0
VPRE 8d COM(0.131"x 2)/2")NAILS @ co
PRE-ENGINEERED HIP TRUSS :t__
3"O.C.ON EDGES AND 12"O.C. cn Lu
�PRE-ENGINEERED TRUSS a)
ON INTERMEDIATE SUPPORTS. i>
cn Lu
'-BEARING WALL SHEATH BOTH SIDES OF WALL
PLAN VIEW AT INDICATED SHEARWALL Lu
PLAN VIEW a)
NOTE:ALL EXTERIOR WALLS SHALL BE"SW-6"AND a) >
L0
SHALL BE NAILED @ 3"O.C.TOP AND BOTTOM PER 6 0 L0
DETAILS"A"&"B"ON SHEET SD-2-U.O.N. Lu
—7)
cm UJ 0
WOOD FRAMED HEADER LEGEND:
a)
D a)
CORNER HIP RAFTER DETAIL rE MFTER TAIL DETAIL SIZE E
0) COUNTY:
OF HEADER 16-18
171 DUVAL
Lt:
a) 1/4" =V-0"(U.O.N.)
r(2)2x7HEADER .0
to DO NOT SCALE THIS DRAWING
—J —K
ELEASE DATE:
02-17-17
QUANTITY QUANTITY 'UNS:
OFJACKS OF KING STUDS
A�
NOTE: 0") DRAWN BY:
(D DJM
ALL WOOD FRAMED LOAD BEARING HEADERS a
'a) CHECKED BY:
SHALL BE MINIMUM(2)2x6 No.2 OR BETTER a MJB-FSS
— TITLE:
SYP.ALL EXTERIOR HEADERS SHALL BE E) WAILILLAYOUT
INSTALLED WITH MINIMUM(2)JACKS AND SECOND FLOOR
(1)KING STUD AT EACH HEADER. ALL
INTERIOR LOAD BEARING HEADERSSHALL BE SHEET:
INSTALLED WITH MINIMUM(1)JACK AND
WALL LAYOUT SECOND FLOOR OFFICE COPY CD
(1)KING STUD.(U.O.N.) N
@ S �4
00
C14
UJI 04
NOTE: Er ce) E
(D —j 0
H2.5T CLIPS MUST BE INSTALLED ON THE EXTERIOR
-E
SIDE OF THE WALL.
E
TRUSS CONNECTOR SCHEDULE
TRUSS ID LEFT INTERMEDIATE RIGHT .0 c/) Lu
co 2)
Q cD
D01 HTS24 HANGER .0
ch
D09 HTS24 HTS24
0. Ci
E02 (2) HTS24 (2)HTS24 (D a)
F5
H2.5T H2.5T H2.5T
ALL OTHER Lu
co
TRUSSES OR OR OR ch
2 =) co
SDWC 15600 SDWC 15600 SDWC 1 U)
L-- 2211 -
NOTE: d cgo
IX C14
1)ALL TRUSS CONNECTORS ARE BASED ON Lu
UPLIFTS COMPUTED BY ENGINEER OF RECORD.
UPLIFT VALUES IN TRUSS ENGINEERING DOCUMENTS cf) EL
cn =)
SHALL BE DISREGARDED. C.D c::,
0 cq
C.0
co
2)THE TRUSS LAYOUT AND NUMBERING SYSTEM
SHOWN SHALL BE USED BY THE TRUSS MANUFACTURER.
cu
DO NOT VARY FROM THIS LAYOUT WITHOUT PRIOR
CL 0
APPROVAL BY THE ENGINEER OF RECORD AND THE -2 —
CONTRACTOR. 4:-; CC)
cu
3)TRUSS CONNECTORS NOTED SHALL BE INSTALLED
AS LISTED. DO NOT SUBSTITUTE WITHOUT PRIOR
APPROVAL OF THE ENGINEER OF RECORD.
E2
co
4) HTS24/HTS30 STRAPS MAY BE INSTALLED ON THE -8
INTERIOR SIDE OF WALL. .2 FLORIDA C.A. NUMBER:25846
5) REFER TO MANUFACTURER'S INSTALLATION DETAILS
WHEN USING SDWC SCREWS. ca
0
z"
>
a)
0
cn
cc
'A. J
- : ' ' �0.
E
J17 J17
J18
0
4 op
10(la
(2)HTS24 c:
cc
E
F"
ca
17N
J12 X COMMENTS:
2x8 LEDGER WITH(4)0.131"x 3"
(D
NAILS @ 16"O.C. (EACH STUD)
co
HTS24---\
0
GO'
Ell
0
D02 .2
. . ........
D03 cu
DO
............ .. ......... ....... ............... E2
J 3
C, 04 17SI4 cu
..........
Lt ......... 04 cn
I I C?
J24 0 GABLE BRACE LOCATIONS
UJI co
SEE DETAIL"N"ON SD-2 a)
cn
cu
u')
cn
F—
cn
.2)
cn
..... ...... a)
..........
w : iE co
cu I
:2
. . ....— fn
I q n. (2)HTS24
co
.......... . . .............
(D
cn
(D
47-:
00"
cn
.............. . . . .2"
............... ... ....... .... . . ....... . . ...............
>1 cj
D07 ............... ... ............... 0
J 0
CD
0
DOI
ca
HTS24—,_ .............. ............... ...............
HTS24
.2)
A/DO 9
cl.
0
p
w cu
uj
0 Lu
E
J 12 E 0
0
cn
co Lu
(D
1 3 it
a)
J 1 (7) W LL1
cn c14 C4 ce)
J25
u 4— J17 Lu
J17
>
Lc)
ul)
F- W C)
z Lu
LLJ
0
(D
JOB NUMBER: ICOUNTY:
16-1817 DUVAL
2-) bLALt:
CD 1/4" =1'-0"(U.O.N.)
DO NOT SCALE THIS DRAWING
Mm ELEASE DATE:
02-17-17
t:VISIUNS:
a- DRAWN BY:
a) DJM
'5) CHECKED BY:
TITLE:
ROOF TRUSS
UPPER LEVEL
SHEET:
OFFICE COPY
ROOF TRUSS LAYOUT- UPPER LEVEL CD
N
@ S �6
IGHT WALL SHEATHING
u
00
u')
04
uj
E 5; (D
z
0
U) uj
E
CL
c"T
C:�
Lu
F—
cn
M co
U)
to
Lu -.41
Z
U) U-
0
CD
co
U) CC?
c�
0 0')
-2
co
-2
0
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En
cn
cu
a)
-0
FLORIDA CA, NUMBER:25846
cu
0
LZ Unit,"
D
0
cu
S TYPICAL ALL
HTT5 J__
D- EXTERIOR WINDOW AND 3::
DOOR OPENINGS HOLDOWN E
DTT2_Z HOLDOWN 40
F-k H ATPOSTFOR 0
/S
4 1-��
TRUSS E02 op
W cc
E
HTT5 U)
0 L)
HOLDOWN m 0 N EN
HTT5-KT HTT5-KT w cu
C)
f OLDOWN 01. HOLDOWN x ................. . . ........
cli ..................
X: L)
F7 HTT5 L) (aj z
d HOLDOWN z <
< cu
C�4 ILL HTT5
0
L) _j . ......
... ... HOLDOWN
z
<
HTT5-KT 0 0 CL
co
HOLDOWN
-2
.................... z .. ..
..............
. ......... ..............
.... ........
cu
............. .................... ......... cn
.............. .... ........... ................ HTT5
HOLDOWN
........ cc
HTT5
HOLDOWN . ............. .........
. .........
BM9 .2)
All: HTT5-KT—
C6
HOLDO
Ll WN m
rR
cn
RODS @ 2'-8"O.C.MAX _c_-
HTT5 HTT5 C/3
HOLDOWN ........ HOLDOWN .2"
cn
(D
F1
..........
Ll
El ................
cu
............... 4HJ -a
........ DTT2-Z HOLDOWN L.I J
....... ....... ATPOSTFOR
cu
TRUSS E02
co d cn
HTT5
HOLDOWN U)
0
z cn
<
C0111
U<) ce,
00 0=) z
...... .... 0 0
.. .........
zi E
ca I.
w 00 x Z
0111, < 0 ;�C-
CN m 0
o < uj a
0
z a_ 0 cu
x: <
0 0 w cn
<
< _c_ 0
. . ......... . a Lu .2"
HTT5 U) -
0 >1
HOLDOWN
u-1111
:D
0 Z
0
U)
LLJ
0 LU m
E 0
E
0
. .... ..... 0
. .. ....... (n
cf)
HTT5 Lu
HTT5 KT
HOLDOWN
HOLDOWN
a UJ
cn
P cl)
=F=GQ F 4 w
HTT5 (D >
HOLDOWN
Lu
UJ 0
OFFICE COPY E fj w
R HTT5-�T L C-) Q_
SD-3 HOLDOWN JOB NUMBER: ICOUNTY:
16-1817 DUVAL
Lu
NOTE: 0, bUALt:
EACH EXTERIOR POST SHALL BE TREATED NOTE: (D 1/4" =1'-0"(U.O.N.)
.0
'Wr' = SCREW KIT REQUIRED WITH HTT5 DO NOT SCALE THIS DRAWING
6x6 POST ON ABU66-Z POST BASE.STRAP
POST TO EACH BEAM ABOVE WITH(1)H6-Z CLIP HOLDOWN AT NOTED LOCATIONS ELEASE DATE:
02-17-17
OR(1)MSTA24-Z.
TYPICAL ALL POSTS-(U.0,N.)
SEE DETAIL"U"ON SHEET SD-3
THREADED ROD LEGEND:
(D DRAWN BY:
THREADED ROD FROM DJM
FOUNDATION TO DOUBLE PLATE CHECKED BY:
MJB-P-q-q
(4"MINIMUM EMBEDMENT REQUIRED) TITLE:
TIE-DOWN LAYOUT
THREADED ROD FROM FOUNDATION FIRST FLOOR
12
TO UPPER FLOOR DOUBLE PLATE
= SHEET:
(4"MINIMUM EMBEDMENT REQUIRED)
TIE-DOWN LAYOUT FIRST FLOOR
13 HOLDOWN(AS NOTED) 04
INSTALLED AT SILL PLATE S �7
3
H T5�K
c)
TT T 0
JOLDO N 01=
>100,lull
L
OTE.
�A��EX E IC
t
BRICK VENEER WITH 1"AIRSPACE
AND WALL TIES
(D
00
U-)
CN
Lu C14
BRICK VENEER WITH 1"AIR SPACE 2"
CONT. FLASHING;PROVIDE WEEP AND WALL TIES
U- r-
HOLES @ 33"O.C.
Ld 4-:
GROUT AIR SPACE BELOW FLASHING F :� :03
SILL PLATE 1 1 ! I E
CONT FLASHING;PROVIDE WEEP I CONCRETE SLAB 2
4— zo -0
c: cj)
HOLES @ 33"O.C. @)
GROUT AIR SPACE BELOW FLASHING cn r_
F 1)
CONCRETE SLAB M L) CD
E
SILL PLATE
cli
x x c�4 E
z BEARING POST(AS NOTED) �i
CONCRETE SLAB W> Lu
Lu
cn
GRADE—� I— "_
co co
CONCRETE SLAB CONCRETE SLAB
GRADE \111, 0 NX / x I cn
U) "c:�
—LI
GRADE 1)#5 CONT. CONCRETE SLAB
#5 CONT. co
. 7 -
FL
H.
CMU STEMWALL WITH(1)#4 48"O.C.
ADD 8"x 16"CMU TO INSIDE OF C) _4-- Lu =1
AND IN EACH CORNER. DE 44 4 4 cu
C) ;2� Lu
STEMWALL AT POST LOCATION WITH co
FILL CELL SOLID AT EACH#4 REBAR. u-
0 0 U)
HOOK REBAR 12"INTO SLAB AND 6"INTO (1)#4 VERTICAL IN EACH C? "I z
>
FOOTING. ZD CN
0 (.0
v 4-:
CR6"' T- 3::
1-5!' ONE STORY-(3)#5 CONT. N( 'ED REINFORCEMENT(AS NOTED) (AS NOTED) REINFORCEMENT(AS NOTED) (AS NOTED) REINFORCEMENT(AS NOTED) U)
(1)#5 CONT. 0 C:l
V-8" ONE STORY-(2)#5 CONT. _Ll m
F co
V-811 TWO STORY-(3)#5 CONT. TWO STORY-(3)#5 CONT. CL 0
-2
Z co
SECTICN - PAD FOOTING AT PORCH STEMWALL SECTION - PAD FOOTING AT PORCH THICKENED EDGE SECTION - THICKENED EDGE SECTION INTERIOR BEARING PAD FOOTING 'i
tl�A SECTION STEMWALL WITH BRICK SECTION - MONOLITHIC WITH BRICK cu
�Dl .2
SD-1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT SD-1 NOTE: IF S rEMWALL HEIGHT EXCEEDS 48"CONTACT 0
ENGINEER FOR ADDITIONAL REQUIREMENTS. ENGINEER FOR ADDITIONAL REQUIREMENTS.
Lm r
ca
FLORIDA C.A. NUMBER:25846
SILL PLATE PA51 STRAP NAILED TO GARAGE 4-:
3"MAXIMUM OVERHANG(OPTIONAL) 2
DOOR POST.BEND STRAP INTO —STHD14 STRAP NAILED TO ca
z u FOOTING AS SHOWN. GAR CONCRETE SLAB
AGE DOOR POST. 0
CONCRETE SLAB 20 .0, 0,4 a
. 161-YAP'l'.-
0 Z EMBED STRAP INTO FOOTING
0 Lu CONCRETE SLAB
SILL PLATE AS SHOWN. >
= U) 1�. CD
Lu u I !
7%)
ZI
NO.
2
m
#4 WITH 6"HOOK INTO FOOTING CURB HEIGHT VARIES f
(n Lu M,
CONCRETE SLAB 11 All
AND BENT 12"MINIMUM INTO
(1)#5 CONT.
..............
GRADE THICKENED EDGE. GRADE
(1)#5 CONT. F GRADE
'O.C. A 8"CMU STEMWALL WITH(1)#4 48"O.C. D Pk.,
4
8"CMU STEMWALL WITH(1)#4 48' .1 a)
AND IN EACH CORNER. FILL :LL SOLID AT E 'CH#4 REBAR.
4
FILL CELL SOLID AT EACH#4 REBAR. c?
4 4 HOOK REBAR 16"INTO PORCH SLAB
HOOK REBAR 12"INTO SLAB AND 6"INTO
A > FLOYD
/I z
X'y\\\�, AN
4 X
cu
COMMENTS:
W
FOOTIN
6" Z-.4
1 , �4
NOTE:
l'-8" ONE STORY-(2)#5 CONT. V-O" ONE STORY-(2)#5 CONT. 1 .8" (2)#5 CONT. cu
-8" TWO STORY-(3)#5 CONT. 1-4- TWO STORY-(2)#5 CONT. 6" REINFORCEMENT IS NOT REQUIRED _c_
0
ALTERNATE:INSTALL MSTAM36 STRAPS IN LIEU OF EITHER PA-51 STRAP OR STHD14 STRAP(SEE DETAIL R ON SHEET SD-1) TO PASS THROUGH SLOTS IN STRAP. 0
_0 1
A2
SECTION - STEMWALL SECTION MONOLITHIC DETAIL FA51 INSTALLATION (STEMWALL) DETAIL - STHD14 INSTALLATION (MONOLITHIC) SECTION - PORCH STEMWALL SECTION NON-BEARING STEPDOWN 0.
0
\,�Dl NOTE: IF S�,E�WALL HEIGHT EXCEEDS 48"CONTACT NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT \,�Dl a)
�D-1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT c) I
ENGINEER FOR ADDITIONAL REQUIREMENTS. EN( N ER FOR ADDITIONAL REQUIREMENTS. ENGINEER FOR ADDITIONAL REQUIREMENTS. 0
F
F SHOWER AREA m w SHOWER AREA co
MONOLITHIC FOOTING
BRICK VENEER WITH V AIR SPACE
AND WALL TIES 8"CMU STEMWALL _0
cc
FORM EDGE
CONT. FLASHING;PROVIDE WEEP PLAN VIEW PLAN VIEW W
HOLES @ 33"O.C. CD
_0
GROUT AIRSPACE BELOW FLASHING C6
BRICK VENEER WITH 1"AIR SPACE co
a)
SILL PLATE AND WALL TIES -a
(D
co
(D
_c_—
SILL PLATE
(1)#5 CONT. CONT. FLASHING;PROVIDE WEEP cli
HOLES @ 33"O.C. (2)MSTAM36-Z STRAPS
FILL JOINT WITH ELASTOMERIC OFFICE COPY
JOINT FILLER GROUT AIR SPACE BELOW FLASHING 6"MIN. (1)#4 CONT. SILL PLATE a- NAIL EACH STRAP TO CRIPPLE STUD -0
SILL PLATE CONCRETE SLAB _0
HEIGHT OF CURB VARIES -N, i� a
CONCRETE SLAB WITH(13)1 Od COM NAILS cc
z co
U- co
cli 6"MIN. CONCRETE SLAB Z>
000 0 FASTEN STRAP TO FOUNDATION cu
(1)#4 CONT. 0 < a)
:2
9 HEIGHT OF CURB VARIES(8"MAX.) 6"MIN. HEIGHT OF WALL WITH(8)X"x 2Y4"CONCRETE SCREWS
CURB VARIES(8"MAX.)
INTO MASONF 0')
</
00 —cn
co GRADE CONCRETE SLAB _r-E!m�- GRADE:\ ZY OR(8)Y4"x 1 Y4"CONCRETE
CONCRETE SLAB �2 SCREWS INTO CONCRETE. CONCRETE .9
G DE A 3:
(1)#5 CONT. REWS SHALL BE POWERS"TAPPER"WITH cu
N KN/\Z,</
GRADE PERMA-SEAL FINISH OR EQUAL.
D E (1)
"O.C. A "O.C.
8 CMU STEMWALL WITH(1)#4 48 8"CMU STEMWALL WITH(1)#4 48
J EACH CORNER. to
0< /AND IN EACH CORNER. STRAP SHALL BE COVERED WITH SIDING OR
-1 C? 1!5;
c?
FILL CELL SOLID AT EACH#4 REBAR. 00 04 8"CMU STEMWALL WITH(1)#4 48"O.C. FILL CELL SOLID AT EACH#4 REBAR. STUCCO
HOOK REBAR 12"INTO UPPER COURSE OF
AND IN EACH CORNER. 2
IV HOOK REBAR 16"INTO PORCH SLAB AND
BLOCKS AND 6"INTO FOOTING. 77" FILL CELL SOLID AT EACH#4 REBAR. 6"INTO FOOTING. _j
THIS DETAIL MAY BE SUBSTITUTED FOR 0
5"� HOOK REBAR 12"INTO SLAB AND 6"INTO >
FOOTING. EITHER THE PA51 STRAP(STEMWALL)OR 0
N 0 >_
V-6- 5 CONT. V-10" ONE STORY-(2)#5 CONT. 6" THE STHD14 STRAP(MONOLITHIC). —
a)
1-4- ONE STORY-(2)#5 CONT. WO STORY-(3)#5 CONT. V-8" ONE STORY-(2)#5 CONT. I WO STORY-(2)#5 CONT. 1 :5
-81, (2)#5 CONT. 0
I vvu Zl)I ORY-(3)#5 CON
TWO STORY-(3)#5 CONT. T.
cu
0
SECTION - STEMWALL AT GARAGE WITH BRICK SECTION - MONOLITHIC AT GARAGE WITH BRICK SECTIC N STEMWALL AT EXTERIOR WALL SHOWER SECTION MONOLITHIC AT EXTERIOR WALL SHOWER rm—NN SECTION - PORCH STEMWALL WITH BRICK rR DETAIL - ALTERNATE FOR PA51 STRAP OR .2)
>1
1 NOTE: IF I�EMWALL HEI HT EXCEEDS 48"CONTACT '\�Dl NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT
\,�Dl NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT STHD14 STRAP
ENGINEER FOR ADDITIONAL REQUIREMENTS. EN( NEER FOR ADDITIONAL REQUIREMENTS, ENGINEER FOR ADDITIONAL REQUIREMENTS.
20 ULj
a
0 uj
E m M 0
E 0
0
cf) cl)
C/) LLI
SILL PLATE a)
it
a)
cn uj
(1)#5 CONT. NOTE: uj
a)
FILL JOINT WITH ELASTOMERIC SAW-CUT CONTRACTION JOINTS(i.e. CONT 'D > u)
JOINT FILLER AS SOON AS THE CONCRETE HAS HARDENED ENOUGH ci L0
ROL JOINTS) "--------'----TREATED POST -9
N NOT TO BE DAMAGED DURING THE CUTTING PROCESS. Lu
CONCRETE SLAB SILL PLATE :z
SILL PLATE SILL PLATE (TYPICALLY 1 -4 HOURS IN WARM WEATHER) Lu 0
::5
(D
cli ABU POST BASE WITH (D
PAVERS BY OTHERS a
Z__'�5"GALV.ANCHOR EMBEDDED 5) COUNTY:
6"MIN. CURB HEIGHT VARIES 16-18171 DUVAL
JOB NUMBER:
HEIGHT OF CURB VARIES(8"MAX.) CONCRETE SLAB 12"(SET-XP ADHESIVE) _u
UALt:
GRADE--�
GRADE CONCRETESLAB CONCRETE SLAB FILL CUT WITH 1 DEEP x)/8"WIDE SAW 1/2" =l'-O"(U.0,N.)
CUT AT DENOTED a)
ELASTOMERIC
8"CMU STEMWALL WITH(1)#4 48"O.C. sz FILLER LOCATIONS. D 0 NOT SCALE THIS DRAWING
.4
AND IN EACH CORNER. Al I . , -\\ , - 02-17-17
>\
FILL CELL SOLID AT EACH#4 REBAR. < 8"TALL, 12"SQUARE GROUTED
C? 4 > t
lb
HOOK REBAR 12"INTO UPPER COURSE fb
OF BLOCKS AND 6"INTO FOOTING.
DRAWN BY:
PEDESTAL ON 24"X 24"X 12"PAD a) DJM
a)
FOOTING WITH(2)#5 EACH VVAT
0) CHECKED BY:
STORY-(2)#5 CONT 2'-0" a MJR-FSS
11-81. 1'4" ONE STORY-(2)#5 CONT. 1'-4" ON E STORY-(2)#5 CONT. CONCRETE SLAB Lu TITLE:
- ONE STORY-(2)#5 CONT. 1'4' TWO STORY-(2)#5 CONT. 11-81, TWO STORY-(3)#5 CONT. WO STORY-(3)#5 CONT. 0) FOUNDATION DETAILS
11-81, TWO STORY-(3)#5 CONT. a)
SHEET:
SECTION - It TERIOR BEARING SECTION - BEARING STEPDOWN rT CTION - TYPICAL SAW-CUT CONTROL JOINT ETAIL - PAD FOOTING AT PAVERS
rD SECTION - STEMWALL AT GARAGE SECTION - MONOLITHIC AT GARAGE — 0
1,,�Dl
�Dl NOTE: IF STEMWALL HEIGHT EXCEEDS 46'CONTACT @ SD � l
ENGINEER FOR ADDITIONAL REQUIREMENTS.
00
u')
C14
uj
HEADER NAILING REQUIREMENTS 21
U-
Ld i_:
DOUBLE PLATE 2x6 (3)NAILS PER PLY
E OM
(TYPICAL DOUBLE PLATE SPLICE) NOTE: REFER TO DETAIL"S"ON SD-3 FOR NAILING JACKS AND KING STUDS CID
2x8 (4)NAILS PER PLY
48"MINIMUM SPLICE LENGTH REQUIREMENTS AROUND OPENINGS IN WALL TYPICAL FRAMING AT CHANGE IN PLATE HEIGHT (AS NOTED) c 0
.00 HEADER .2 COD
MINIMUM NAILING OF TYPICAL HEADER TO KING STUD CONNECTION HEADER(AS NOTED) 2x10 (5)NAILS PER PLY �2 0
<
(16)0.131"x 3"NAILS IN THIS ZONE. (SEE DETAIL"E"ON SD-2) (2)2x-SYP#2 DOUBLE PLATE(L.I.O.N.)NAIL NAILSASNOTEDY
PLATES WITH 0.131"x 3"NAILS @ 8"O.C. �.2x BLOCKING(TYPICAL)
IN TABLE 2x12 (6)NAILS PER PLY
NAIL EACH PLY OF KING AND JACK STUDS TOGETHE TAGGERED
JOINT IN LOWER PLATE R WITH I
JOINT IN UPPER PLATE 3)0.131"x 3Y4"TOENAILS AT EACH 9!'.or 9Y2" CN ca
1 0.131"x 3"NAILS @ 6"0.C. STAGGERED I 1 4 E
TYPICAL STUD TO DOUBLE PLATE END(TYPICAL) JACK STUD LVL (5)NAILS PER PLY Lu Lu
JACK STUD AND KING CONNECTION cn __ I`—
UDS--X 4' 5
NAIL EACH SILL PLY TO KING STUD KING ST 11!'or 117/8" cn
STUD REQUIREMENTS (SEE DETAIL"G"ON SD-2) Q2
WITH(3)0.131"x 3 X"NAILS-TOENAIL LVL (6)NAILS PER PLY Ca. U)
(SEE WALL LAYOUT) OR ENDNAIL(TYPICAL)
L KIN A REQUIRED FOR
Jr SPH4/6 INSTALLED HORIZONTALLY Lu =1
MINIMUM 1 Y2"NAIL PENETRATION NAILS MAY BE TOENAILED OR BACK z m
16"LVL (8)NAILS PER PLY 0
INTO MAIN FRAMING MEMBERS. NAILED THROUGH KING STUD. 0 Li:
ZBUILT-UP HEADER WITH 0.131"x 3 4" V5 U)
NAILS @ 12"O.C.TOP AND BOTTOM 2x-SPF#2 STUDS @ 16"O.C.(U.O.N.) (TYPICAL) =)
NAILING AT STUD lu CD -4-
(U.O.N.) (2)2x SILL =) "
TO DOUBLE PLATE 0 < co
NAIL EACH PLATE TO JACK STUD 4-: . co
SHEATHING MAY CANTILEVER UP TO 3: F- CC�
U)
WITH(3)0.131"x 3 Y4"NAILS-TOENAIL 2"MAXIMUM PAST SUPPORTS.ALL 0
OR ENDNAIL(TYPICAL) cu __J m
WINDOW ATTACHMENTS MUST BE CL 0 d:
ANCHORED INTO 2x-MEMBERS. -2a -
00
71t
DETAIL - TYPICAL ARCH TOP OPENING K`E� DETAIL - TYPICAL HEADER TO KING STUD CONNECTION cu
1\�-2 I,,�-2 .2
DOUBLE SILL REQUIRED WHERE OPENING
CD
WIDTH EXCEEDS 61"(U.O.N.) cn
co
APPLY SHEATHING HORIZONTALLY FOR STUCCO
JOINT IN SILL PLATE FLORIDA C.A. NUMBER:25846
Z TYP'CA
E
(SEE D
_LBUILT-UP CORNER POST VNA11LING AT STU.D APPLICATIONS, EXCEPT THAT 7/ 16" STRUCTURAL 1
1�z STUD TO PLATE NAILING
TO SILL PLATI ATED OR 15/ 32" RATED SHEATHING MAY BE cu
INSTALLED VERTICALLY. NAILING AT STUD STUD SIZE ENDNAIL TOENAIL 0 not,
TO DOUBLE PLATE
4"MIN
H >
2x4 (2) (3)
u u u lu, u
12"MAX. �_ 1 12"MAX. 2x-TREATED SYP#2 SILL PLATE rF STUD 0
u u
b
cu
ANCHOR BOLT(AS NOTED) BUIL T-UP POST(WHEN NOTED ON WALL LAYOU�T) TYPICAL STUD TO SILL PLATE 2x6 (3) (4)
NAIL EACH PLY WITH 0.131"x 34' CONNECTION
E
NAILING AT STUD 2x8 (4)
ALL NAILS NOTED ARE 0.131"x 3Y4" NAIL S @ 6"O.C. STAGGERED (SEE DETAIL"G"ON SD-2)
METAL CONNECTOR REQUIRED
(5) 402
METAL CONNECTOR TO SILL PLATE
1, op
(SEE CONNECTION SCHEDULE) NOT REQUIRED 2x10 (5) (6)
_'14 )
'0
cu
ALL NAILS NOTED ARE 0.131"x 3%" E
F E
FLf
rc DETAIL - TYPICAL WALL FRAMING CONDITIONS DOUBLE PLATE DOUBLE PLATE 7'� ca
rG DETAIL - TYPICAL WALL STUD CONNECTION
\�,�-2 2x SPF#2 STUDS@ 16"O.C. 70
2x SPF#2 STUDS @ 16"O.C. a)
THREADED ROD ASSEMBLY OR CONCRETE 1 Od CUT NAIL
cu
_c_-
QUICK-TIE AT NOTED SPACING @ 24"O.C.OR "x 3 TAPCON 0
4 4
,,-SILL PLATE(BELOW) SCREW @ 32"0 C. 2x-No.2 SPF OR No.2 SYP SUBFASCIA WITH(2)0.131"x 3Y4"ENDNAILS AT TRUSS 0
_0
_2x CORNER FRAMING FULL ROOF COVERING(BY OTHERS) 4)
2x TREATED SYP#2 2x TREATED SYP#2 CL
HEIGHT STUDS(TYPICAL) 0
--,SILL PLATE SILL PLATE ROOF TRUSSES 0
.,4 4
j Y4 CORNICE DETAIL -0
H2.5A AT EACH LOOKOUT "��(2)ROWS OF 0.131"x 3 NOTE:
H2.5A AT EACH LOOKOUT NAILS @ 12"O.C. UPLIFT(ROOF)-RODS OR QUICK-TIE FLOOR LOAD ONLY OR (BY OTHERS) TRUSS TO WALL CONNECTION 0
2x4 LOOKOUTS @ 48"O.C.FOR STAGGERED(TYPICAL) -5
2x4 LOOKOUTS @ 48"O.C. KOOF VTTR_UPDF=EASED HARDWARE MUST BE INSTALLED c
OVERHANG I (D
FOR OVERHANG ON THE EXTERIOR SIDE OF THE cu
ROOF SHEATHING(AS NOTED) WALL cn
ROOF SHEATHING 7__ METAL CONNECTOR
2x4 SYP BLOCKING BETWEEN (AS NOTED) METAL CONNECTOR OR (AS NOTED)
2x4 SYP BLOCKING 2x6 OR 2x8-FQA-MED WALL BLOCKING REQUIRED SIMPSON SDWC 15600 SCREW co
LOOKOUTS _0
SILL PLATE(BELOW) (AS NOTED) r-I 'X16"ORI/32"RATED SHE�THING, EXPOSURE I-SHINGLE ROOF
BETWEEN LOOKOUTS 2x4 CORNER FRAMING FULL @ 32"O.C.-U.O.N. 1Y32"RATED SHEATHING, EXPOSURE I-TILE ROOF co
cli
-----BALLOON FRAMED HEIGHT STUDS DOUBLE PLATE DOUBLE PLATE FASTEN WITH 0.113"x 2 Y8"RING SHANK
BALLOON FRAMED STUDS(AS NOTED) STUDS(AS NOTED) NAILS @ 6"O.C.ON EDGES AND INTERMEDIATE SUPPORTS. .2)
MINIMUM OF(3)2x4 BLOCKS 12"LONG 2x SPF#2 STUDS@ 16"O.C. GYPSUM BOARD co
DOUBLE PLATE a)
NAILED WITH(4)0.131"x 3 X"NAILS TO SHEATHING(AS NOTED) CONNECTOR AT EACH TRUSS ce
SINGLE PLATE NAIL TO TRUSS INTERIOR VAULT EACH ADJACENT STUD SIMPSON SDWC 15450 SCREW cu
BOTTOM CHORD WITH 0.131"x 3X" 2x SPF#2 STUDS @ 16"O.C. @ 32"0. (SEE TRUSS CONNECTION SCHEDULE) a)
NAILS @ 6"O.C. EXTERIOR SHEATHING ALTERNATE: INSTALL SOLID STUD IN C.-U.O.N. _0
ANCHOR BOLTS AT NOTED 2x TREATED SYP#2 co
SHALL BE NAILED TO THIS SPACE (2)2x SYP#2 DOUBLE PLATE(U.O.N.) a)
EXTERIOR SHEATHING SHALL BE SPACING(48"O.C.MAXIMUM) Q)
UPPER PLY OF DOUBLE 2x4 CORNER FRAMING FULL SILL PLATE WALL SHEATHING SHALL EXTEND TO TOP OF DOUBLE PLATE _c_-
NAILED TO BOTTOM CHORD OF TRUSS
PLATE @ 6"O.C. HEIGHT STUD 2x TREATED SYP#2 ANCHOR BOLTS AT NOTED IN ALL LOCATIONS AND SHALL BE NAILED @ 3"O.C.TO THE TOP cl)
@ 6"O.C.WITH 0.131"x M2" WITH 0.131"x MY'NAILS. 7 ILL PLATE PACING(32"O.C.MAXIMUM) PLATE OF THE DOUBLE PLATE
NAILS. 'x 3)/" Lm
C/)
(2)ROWS OF 0.131' 4 (NAILING MAY ALSO BE STAGGERED ACROSS BOTH PLATE OFFICE COPY
(U.O.N.ON WALL LAYOUT) (U.O.N.ON WALL LAYOUT) 2x4 FRAMED WALL NAILS @ 12"O.C. S) a)
_0
GYPSUM BOARD
SHEARWALL UPLIFT(ROOF)-SCREWS
X32"FULL LENGTH RATED SHEATHING,EXPOSURE 1. cu
cli
FASTEN WITH 8d COM OR 0.131"x MY NAILS @ 6"O.C.
rH DETAIL - BALLOON FRAMED GABLE END (LOW CEILING VAULT) DETAIL - BALLOON FRAMED GABLE END 'HIGH CEILING SECTION - TYPICAL FRAMING AT 900 CORNERS. SECTION - INTERIOR WALL CONDITIONS (BEARING/SHEARWALL) "_�ON EDGES AND 12"O.C.ON INTERMEDIATE SUPPORTS.
2 cli
INTERIOR CEILING PITCH IS EQUAL TO OR LESS THAN Y2 OF EXTERIOR ROOF PITCH INTERIOR CEILING PITCH EXCEEDSY2 OF EXTERIOR ROOF PITCH ��2 (U.0,N.) SEE"F"ON SD-2 m
< 2x-SPF 42 STUDS @ 16"O.C.-U.O.N.(SEE WALL LAYOUT)
2x-SOLE PLATE(U.O.N.)NAIL TO RIM ca
2x-NO.2 SPF OR No.2 SYP SUBFASCIA WITH(2)0.131"x 3Y4"ENDNAILS AT TRUSS -a
BOARD @ 6"O.C.WITH 0.131"x 3Y4" a)
cn
ROOF COVERING(BY OTHERS) NAILS
NOTE: ROOF TRUSSES 23/
ALL MEMBERS SHALL BE#2 SYP. 32"RATED STURD-1-FLOOR(T&G)SHEATHING
NAIL BRACE TO BLOCKING WITH(5)0.131"x 3Y4" (3)0.131"x 3X"TOENAILS AT EACH LOOKOUT CORNICE DETAIL NOTE: GLUED AND NAILED.FASTEN WITH 0.131"x 2Y2"RING
11z_NAILS
TO TOP CHORD OF TRUSS. (BY OTHERS) TRUSS TO WALL CONNECTION SHANK @ 6"O.C.ON EDGES AND 12"O.C.IN THE .2) -1
2x6 BLOCKING BETWEEN TRUSSES WITH >1
HARDWARE MUST BE INSTALLED FIELD. CL
(3)0.131"x 3 X-NAILS EACH END 2x4 BLOCKING REQUIRED BETWEEN 0
ON THE EXTERIOR SIDE OF THE 0 >_
LOOKOUTS FLOOR JOIST(WIDIST SHOWN,SAWN -
ROOF SHEATHING(AS NOTED) WALL (D
2x BARGE RAFTER JOIST SIMILAR-SEE SECTION"Z"ON _I_-
0
SD-3 FOR OPEN WEB TRUSS)
ca
FASCIA(BY OTHERS) 3/16"OR 1Y32"RATED SHEATHING, EXPOSURE I-SHINGLE ROOF X8"CLEARANCE BETWEEN PANELS BETWEEN FLOORS
1Y32"RATED PLYWOOD SHEATHING, EXPOSURE I-TILE ROOF GYPSUM BOARD
2x4 LOOKOUTS @ 48"O.C. 15/32"RATED SHEATHING, EXPOSURE I-METAL ROOF 0
FASTEN WITH 0.113"x 2 Y8"RING SHANK RIM BOARD(LSL OR LVL)
H3 CLIP OR EQUAL AT EACH NAILS @ 6"O.C.ON EDGES AND INTERMEDIATE SUPPORTS. uj <
NAIL JOIST TO PLATE WITH(2)0.131"x 3Y4"TOENAILS
LOOKOUT 0 LL1
E
GYPSUM BOARD (2)2x-SYP#2 DOUBLE PLATE E 0
GABLE END TRUSS(DROP GABLE) CONNECTOR AT EACH TRUSS (U.O.N.) 8
cn U)
(SEE TRUSS CONNECTION SCHEDULE) SEE DETAIL"EE"ON SD-3 FOR cn LL1
2x6 BRACE SPACED @ 48"O.C.UNLESS (2)2x SYP#2 DOUBLE PLATE(U.O.N.) BETWEEN FLOOR CONNECTIONS z
OTHERWISE NOTED ON ROOF LAYOUT. UJ
ci) cl)
WALL SHEATHING SHALL EXTEND TO TOP OF DOUBLE PLATE IN
ADD 2x4 T-BRACE NAILED @ 6"O.C.WITH TOENAIL RIM BOARD TO PLATE WITH LLj
<
ALL LOCATIONS AND SHALL BE NAILED @ 3"O.C.TO THE TOP 0.131"x 3Y4"NAILS @ 8"O.C. >
0.131"x 2Y2"NAILS IF BRACE LENGTH PLATE OF THE DOUBLE PLATE(NAILING MAY ALSO BE I.-_
EXCEEDS 9'-0". STAGGERED ACROSS BOTH PLATES) 0 L0
Lu
:z
GYPSUM BOARD GYPSUM BOARD LLJ 0
::i CC
2x SPF#2 STUDS@ 16"O.C.-U.O.N.(SEE WALL LAYOUT) __�,2x SPF#2 STUDS@ 16"O.C.-U.O.N.(SEE WALL LAYOUT)
o) JOB NUMBER: ICOUNTY:
1Y32"FULL LENGTH RATED SHEATHING,EXPOSURE 1. �___%32"FULL LENGTH RATED SHEATHING,EXPOSURE 1. 16-1817 DUVAL
FASTEN WITH 8d COM OR 0.131"x 2Y2' NAILS @ 6"O.C. FASTEN WITH 8d COM OR 0.131"x 2Y2" NAILS @ TO.C.
2, QUALr:
-Al < ON EDGES AND 12"O.C.ON INTERMEDIATE SUPPORTS. ON EDGES AND 12"O.C.ON INTERMEDIATE SUPPORTS. a) 1/4' =V-0"(U.O.N.)
(U.O.N.)(BLOCK ALL EDGES)SEE 7"ON SD-2 < (U.O.N.) SEE 7"ON SD-2 -0
DO NOT SCALE THIS DRAWING
INSET WALL)/2"FOR STUCCO APPLICATIONS INSET WALLY2"FOR STUCCO APPLICATIONS M: RELEASE DATE:
1 1 02-17-17
V WALL SHEATHING SHALL EXTEND TO BOTTOM OF SILL PLATE WALL SHEATHING SHALL EXTEND TO BOTTOM OF SILL PLATE
GBC CLIP-(2)REQUIRED AT EACH BRACE IN ALL LOCATIONS AND SHALL BE NAILED @ 3"O.C. IN ALL LOCATIONS AND SHALL BE NAILED @ T0,C.
TOENAIL BOTTON CHORD OF TRUSS TO Z 2x-TREATED SYP#2 SILL PLATE WITH
LSTA1 2,LTP4,OR SDWC 15600 @ 48"O.C. 2x TREATED SYP#2 SILL PLATE WITH (D DRAWN BY:
DOUBLE PLATE WITH 0.131"x 3Y4"NAILS a) DJM
Z SIMPSON Y�'x 6"TITEN HD(OR TITEN HD ROD COUPLER)
@ 8"O.C. SIMPSON Y8"x 6"TITEN HID(OR TITEN HD ROD COUPLER) 'a CHECKED BY:
WITH 3"x 3"xY4"WASHER @ 24"O.C. WITH 3"x T'xX"WASHER @ 24"O.C. c M.I g
LLJ
TITLE:
GYPSUM BOARD CEILING
2x4 DRYWALL BA',KING INSTALLED SECTIONS AND DETAILS
CONTINUOUSLY I ETWEEN BRACES (1 of 2)
_Ln
SHEET:
�N SECTION - GABLE END WALL DIAGONAL 3RACING SECTION - TYPICAL EXTERIOR ONE STORY WALL rB SECTION - TYPICAL EXTERIOR TWO STORY WALL
1\�2 C)
C14 �2
00
DOUBLE PLATE NAILING C14
Lu C4
2"
END VERTICAL BRACING REQUIREMENTS CD
EXTERIOR BEAM(AS NOTED) NAIL SHEATHING TO HEADER WITH(2) :3 Ld 4;
BRITTLE FINISH FLEXIBLE FINISH --------------------------------- :03
ROWS 0.131"x 2Y2"NAILS @ 6"O.C. E
.C.
DOUBLE PLATE
BRACING 16"O.C. 24"O.C. 16"O.C. 24"O.C. 0
NAIL SHEATHING TO HEADER WITH(6) .2 U)
CO a
A2 (D
NONE REQUIRED 0"TO 53" 0"TO 47" 0"TO 67" 0"TO 59" NOTCH BEAM AS REQUIRED TO 0.131"x 2 Y2"AT EACH END(TYPICAL) <
FIT BENEATH DOUBLE PLATE Iff
a)
3"O.C.NAILING WITH 0.131"x 2,y2" cl�
2x4 L-BRACE 54"TO 114" 48"TO 99" 68"TO 145" 60"TO 126"
NAILS C14 C0
BEAM BEARS ON(2)2x JACKS INTO BOTTOM(TYPICAL) ::tt
2x6 L-BRACE 115"TO 182" 100"TO 158" 1 146"TO 232" (TYPICAL-U.O.N.) — - 5: (A- w ui Lu
cn I - "_
cn
ID
NOTE: NAIL SHEATHING TO KING STUD U) I:
BRITTLE FINISHES ARE STUCCO OR ADHERED VENEER CONDITION: 1 @ 12"O.C.MINIMUM. 19 - CD
b to
FLEXIBLE FINISHES ARE WOOD SIDING,HARDI-PANEL,BRICK (NOTCHED BEAM) 04
Lu
VENEER,ETC. RATED ROOF SHEATHING
0 u-
< 2x L-BRACE NAILED TO U)
EDGE NAILING PER SHEARWALL
VERTICALWEB ---- REQUIREMENTS. NAILSMAYBE
m
WITH 0.131"x 3"NAILS @6"O.C. STAGGERED ACROSS TWO JACK < co
C9
00
STUDS.
VERTICAL WEB IN GABLE END
NAIL SHEATHING TO DOUBLE PLATE WITH
cu
Lu TRUSS (2)ROWS OF 0.131"x 2)/2"NAILS @ 6"O.C. ----- EDGE OF PANEL(TYPICAL) 0 L
NAIL SHEATHING ALONG BOTTOM OF
2x—LOOKOUTS AT 48"O.C. 00
HEADER @ 3"O.C, 7�
cu
INSTALL DSP CLIPS @ 24"O.C.OR
uj SPH r affia="W4
> @ 32"O.C.
ANCHOR BOLT REQUIRED WITHIN 6"
SPACING (SEE TA EXTERIOR BEAM(AS NOTED)
uj OF KING JACK UNIT-MAY BE co
cn
DOUBLE PLATE LOCATED ON EITHER SIDE.
BEAM INSTALLED BENEATH DOUBLE PLATE ANCHOR BOLTS AS REQUIRED------------------ .2 FLORIDA C.A. NUMBER:25846
BEAM BEARS ON(2)2x JACKS DROPPED HEADER CONDITION
FLUSH HEADER CONDITION
(TYPICAL-U.O.N.)
0
CONDITION: 2
No
(DROPPED BEAM) (D /bN
>
(D
0
cn
DETAIL - EXTERIOR BEAM TO WALL CONNECTION DETAIL EXTERIOR BEAM TO WALL CONNECTION /,-�s DETAIL OPENINGS WITH SOLID SAWN, LSL, LVL, OR PSL HEADER IVO
DETAIL TYPICAL VERTICAL BRACING AT GABLE END
1\�3 E
_rA
0 0,r.
NAIL SCAB TO TOP CHORD WITH
0
ALTERNATE ANCHOR: (4)0.131"x 3 X"NAILS NAIL EACH END OF BLOCKING TO cu _77-
Y2-x 6-TITEN HD E
E
ADD 2x4 VERTICAL SCAB IN EACH BOTTOM CHORDS WITH(3)0.131"x 3
(MECHANICALLY GALVANIZED) a F
Z-EXTERIOR'BEAM TRUSS IF NO WEB IS PRESENT cu L 0.50791
ROOF SHEATHING (AS NOTED) WITH 2'xY8'WASHER S OMMENTS:
(3)0.131"x 3Y4' NAILS TYPICAL AT INSTALL 2x4 BLOCKING BETWEEN
H6 CLIP FROM EACH TRUSS TRUSS BOTTOM CHORDS @ 12"O.C.
N MONOLITHIC FOUNDATION-
POST TO BEAM 2x4 X-BRACE ACROSS LENGTH OF EXTERIOR cu
ROOF TRUSS(BY OTHERS)WITH _I_-
x BOTTOM CHORD OF TRUSS 0
LAP BEAM PLIES AND SHEARWALL -
BRACE(IF REQUIRED) Y8"x 6"TITEN H D SCREW ANCHOR 0
NAIL AS SHOWN-(5) NAIL EACH BLOCK TO DOUBLE PLATE
or Y8"x 6"SCREW ANCHOR BY WITH(3)0.131"x 3Y4"NAILS C:L
PT POST(AS NOTED) 0
TO REPLACE(1)ROW OF LATERAL 0.131"x 3Y4"NAILS PER PLY NAIL SCAB TO PLATE WITH(3) HURRI-BOLT,INC.
'BRACING INSTALL 2x4 No.2 SYP T-BRACE 0.131'x 3Y4"TOENAILS
PT POST(AS NOTED) X or Y8"THREADED ROD SET 4Y2"INTO (D
NAILED TO EACH PLY OF TRUSS WEB AT _n
I", �ABU POST BASE 2x4 BLOCKWjkBETWEEN TRUSSES ADHESIVE
6"O.C.WITH 0.131"x 3"NAILS H6 CLIP FROM POST -DS4& DOUBLE PLATE 0
I (AS NOTED) TOENAILED TO LE PLATE WITH —
TO BEAM 0
TO REPLACE(2)ROWS OF LATERAL 0.131"x 3 X"NAILS @ 41�-Q, STEMWALL FOUNDATION-EXTERIOR MINIMUM X6"RATED SHEATHING,
BRACING INSTALL 2x6 No.2 SYP T-BRACE EXTERIOR BEAM THREADED ROD Y2"THREADED ROD SET 7"INTO EXPOSURE I FASTEN AS NOTED
0 WITH NUT SET IN ca
NAILED TO EACH PLY OF TRUSS WEB (AS NOTED) TRUSS(AS NOTED) ADHESIVE ON WALL LAYOUT(BLOCK ALL
---------- ---- WITH 0.131 x 3"NAILS @ 6"O.C. .0 ADHESIVE EDGES)
PLAN VIEW AT TOP OF POST
(7"EMBEDMENT)
INTERIOR APPLICATIONS- cc
t DOUBLE PLATE IF EDGE DISTANCE EXCEEDS 5"
MINIMUM�416"RATED SHEATHING, USE MONOLITHIC CONDITION
EXPOSURE I FASTEN AS NOTED co
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tM161UNS:
IN UPPER AND LOWER SHEATHING Yeo THREADED ROD
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