1695 SELVA MARINA DR - SFR ENGINEERING DWGS Clay Masonry(Brick): 13. Fasten plies of 1 %"wide engineered lumber as,follows: a)
DESIGN SPECIFICATIONS: GENERAL NOTES: 8. All concrete slabs on grade shall be the thickness as indicated on the drawings over 2-ply beams with(3)rows of 0.131"x3 1/4"nails @ 12"o.c. a)
minimum 6 mil. p:)Iyethylene(visqueen)vapor barrier. Slabs shall be reinforced with G co
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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 WIVF 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
Hollow Brick, respectively. Grade SW shall be used. 4-ply beams with(2)rows of Simpson 63/4"long SDW screws @ 12**o.c. C-4
Architectural,civil(site),electrical, mechanical(plumbing and HVAC),waterproofing, or fibermesh reinforcement shall be used with a minimum fiber length of to 2" ce)
Code, Residential,and the Florida Building Code, Existing Building(as applicable). 1 2) _j
and flashing requirements are not addressed in these plans. complying with A��TM C 1116. The dosage amount shall be 0.75 to 1.5 pounds per a) (D
2. Brick veneer shall be anchored with approved ties spaced no more than 16"o.c. STRUCTURAL STEEL: -0 LL_ a
DESIGN CRITERIA: cubic yard in accordance with manufacturers recommendations. 0)
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 75 LILi �s
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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 0
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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 grade shall bear on structural fill which shall be clean sand free of debris and o.c.and placed within 12"of the openings. Erection of Structural Steel for Buildings(latest editions). E > =
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Basic Wind Speed: 130 mph of construction and occupancy. other deleterious material. Structural fill shall be compacted to a density of at least a.Welded connections: AWS D1.1 -0
Building Risk Category: 11 95%of the Modif ed Proctor Maximum Dry Density(ASTM D1557).Termite protection 0 @)
3. The contractor is responsible for the means and methods of construction. It is the 3. Strand wire veneer ties shall not be less in thickness than No.9 gage wire and shall b. Structural steel shapes,plates: ASTM A36 U) 0)
Wind Exposure: B(Enclosed Structure) shall be provided in accordance with applicable code requirements. If soil treatment Cn 1�e a
have a hook embedded in the mortar joint. Sheet metal ties shall not be less than No. c. Structural steel pipe: ASTM A53 or A501 cn 0 CID
Building Classification: Residential contractors sole responsibility to determine the procedure,sequence,and temporary is used, the treatment shall be done after all excavation, backfilling,and compaction < -D
22 gage by 7/8"corrugated and fastened with 1 %"galvanized roofing nails. d. Structural steel tubing: ASTM A500 3 :3
Building Type: Type V Construction bracing as to insure the safety of the building and its component parts during is completed. a) -C
construction. Adjustable or strand wire veneer ties shall be used at CMU walls. CL C14
Wind-Borne Debris: NOT located in the wind-borne debris region
2. All structural steel connections and fabrications shall comply with AISC specifications. C�l
10. Footings may bear upon undisturbed soil or upon structural fill. Structural fill shall be a) ZN
4. Unless otherwise noted on the plans,a steel angle L4x4xl/4 shall be used for E
Unless otherwise noted, project site considerations shall be the responsibility of the 4. The contractor shall verify all conditions and dimensions at the job site prior to compacted to a density of at least 95%of the Modified Proctor Maximum Dry Density LU
owner and/or contractor. Examples of such items include,but shall not be limited to, commencing work. (ASTM D 1557)for a depth of at least two feet(2'-0")below the bottom of the footing. supporting brick veneer over openings. This angle will not be required for arched 3. Steel shop drawings shall be provided to the Engineer for approval prior to fabrication. con LU
windows where brick is self-supporting. If the length of the opening exceeds 6-0"then W
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determination of grade elevations,drainage features,and special requirements the steel angle shall be attached to the wood framing with x 3"lag screws @ 12" 4. Holes required for bolted connections may be drilled or punched. Flame-cut holes 122 =) M
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: CL U) "I:
plates,openings,sleeves,hangers, slab depressions,or other components as may be 3" Concrete cast against and permanently exposed to earth o.c.or Simpson j/4"x 3"SDS screws @ 12"o.c. shall not be used. C�)
required to attach and accommodate other work. 2" Concrote exposed to earth or weather IX CN
DESIGN DEAD LOADS:
WOOD FRAMING: 5. Bolts shall be installed to the"snug-tighr'condition-u.o.n.
1 1/2"Concrete not exposed to earth or weather U-1 CD
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6. All details and sections shown on the structural drawings are intended to be typical -4.- �M4
Floors: and shall be construed to apply to any similar situation elsewhere in the work except 1. All wood framing has been designed in accordance with"National Design Specification 6. All structural steel shall be shop-painted with SSPC Paint 15(red oxide)primer. Prior �D L
The design floor dead load of 12 psf assumes a floor system utilizing wood decking or 12. All continuous reinforcing steel in concrete shall be lap-spliced with the following 0
where indicated otherwise. (NDS)for Wood Construction,"2012 edition. to painting, steelwork shall be cleaned per SSPC SP-6"Commercial Blast Cleaning". r U)
wood subflooring over wood truss,wood 1-joist,or solid sawn lumber framing. The floor minimum lengths:
covering is assumed to be carpet,vinyl,wood or ceramic tile. The Engineer shall be #4 bars: 21"1 inimum
2. Southern Yellow Pine member design incorporates design values for all sizes and 7. SSPC Paint 36(polyurethane)shall be applied as the final coat to all structural steel
notified if the floor coverings differ from the noted assumptions 7. Refer to the structural drawings for all structural details and sections. The contractor #5 bars: 26"ininimum 0
grades of visually graded Southern Yellow Pine dimension lumber per"Supplement surfaces exposed and visible to the exterior of the structure. 00
shall contact the Engineer for clarification in cases of conflict between the structural #6 bars: 32"rninimum 00
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 14
Roofs: C) C�>
13. Reinforcement in footings shall be bent around corners or corner bars shall be used. the Southern Pine Inspection Bureau(SPIB). 8. Field touch-up after installation where required to restore final finish.
Metal or Shingle: 10 psf(Rafters)7 psf(Wood Truss) cc __J
Concrete or Clay Tile: 15 psf 8. It is the owner's and/or contractor's responsibility to obtain a soils exploration report. ARDWARE AND ANCHORS: CL 0
Refer to Architectural Plans for Roof Covering System The design of the project structure assumes an allowable soil bearing capacity of 14. The contractor st all provide spacers, chairs, bolsters,etc.,necessary to support 3. All wood members exposed to weather or in contact with masonry,concrete or soil H V_
00
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.
noted assumptions. All requirements for site preparation and soil compaction 1. All framing anchors and connectors shall be manufactured by Simpson Strong-Tie,
DESIGN LIVE LOADS: ends which are plastic tipped or stainless steel.
specified in the soils report shall be followed unless more stringent requirements are 4. If ACO treatment is used on any wood member,then all nailing shall require United Steel Products(USP), or Engineer approved equal. cc
specified in these plans. hot-dipped galvanized nails meeting ASTM Al 53, Class C,or ASTM B695,Class 50. -2
Floors: MASONRY: 0
If borate treatment is used then galvanizing is not required. 2. All anchor bolts and threaded rods shall be in accordance with ASTM A307 or ASTM (ID
Exterior Balconies: 40 psf F 1554, Grade 36.
Exterior Decks: 40 psf CONCRETE: General:
5. Prefabricated wood trusses shall comply with NDS and"National Design Standard for Cn
Stairs: 40 psf(or 300 lb point load) Metal Plate Connected Wood Truss Construction(TPI 1-07)." 3. All metal connectors and hardware which are exposed to the exterior or in contact ca
1. All concrete work shall be in accordance with"Building Code Requirements for 1. All masonry worl� shall be in accordance with"Building Code Requirements for CD
Garages: 50 psf(or 2000 lb point load) Structural Concrete,"ACI 318-11,and"Specification for Structural Concrete,"ACI 301. with ACQ pressure treated lumber shall be Type 316 stainless steel or galvanized per -0
All Other Areas: 40 psf Masonry Structures,"ACI 530-11,and Specifications for Masonry Structures,"ACI 6. All trusses shall be designed by the Truss Manufacturers registered Engineer. ASTM Al 53, Class C,or ASTM B695,Class 50. 2_ FLORIDA C.A. NUMBER:25846
530.1-11 >%
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2. All concrete shall have the iollowing minimum compressive strength at 28 days: _c_-
Attics: 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 4. Anchor adhesives shall be either SET-XP or AT-XP by Simpson Strong-Tie(with 4
Without Storage: 10 psf registered Engineer's seal for approval. Design notes shall include the rated load Florida Product Approval)and installed according to the manufacturers instructions. I-V
With Limited Storage: 20 psf Structural slabs,walls, beams and columns: fc=3000psi 2000 psi per ASI M C1019. Grout shall be mixed to provide a slump between 8"to 11". ca
Designated radon zones only-all concrete: fc=3000psi capacity of the truss to truss connectors,and the manufacturers license to fabricate Holes shall be cleaned of all debris and brushed out prior to installation of anchor L_ 4�� 08046,4*0
0
With Storage: 30 psf(fixed stairaccess) '%
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 adhesive. 0
3. Cement shall conform to"Specification for Portland Cement"(ASTM C150) fabrication and installation drawings showing size,shape and layout. a)
Roofs: in brick veneer. ROOF COVERING: >
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Less than 4:12 slope: 20 psf 8. Jobsite handling and erection, including temporary bracing,during installation of 0
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4:12 slope or greater: 16 psf 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. 4-
trusses shall comply with TPI/WTCA BCSI 1. 1. The contractor shall be responsible for the design and installation of the roof covering ca
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5. Water shall be clean and free of injurious amounts of oil, acids,alkalis,salts,organic Concrete Masonry(l system. 00 0
DEFLECTION CRITERIA: �7_ **
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
to their supporting walls or beams with metal connectors as noted in the Truss 2. Asphalt shingles shall comply with ASTM D3161 and be installed according to the 0�
1. Concrete masont y units(CMU)shall be ASTM C90-1 1 B,Hollow Load-Bearing
Walls: manufacturers requirements. 460 00
Wind loads with plaster or stucco finish: L/360 6. Reinforcing steel shall be ASTM A615 Grade 40 unless otherwise noted on the Concrete Masont y Units, normal weight,with a minimum compressive strength of Connection Schedule. 0 4,69906
structural drawings.All reinforcing details shall conform to"Details and Detailing Of 1900 psi(f m=1500 psi). lot4
Wind loads with other brittle finishes: L/240 (D
Concrete Reinforcement,"ACI 315,unless detailed otherwise on the structural 10. All gable ends shall be balloon framed or braced in accordance with the applicable 3. Clay and tile roofs shall be installed per the"Concrete and Clay Roof Tile Installation
Wind loads with flexible finishes: L/120 or L/180*
drawings. detail as shown in the structural drawings. Manual,"and the manufacturer's requiremonts. cc
2. All continuous re nforcing steel in masonry shall be lap-spliced with the following 06-02-16
L/1 80 for exterior walls with interior gypsum board finish. E
minimum lengths >% �%-`FLOYD S.SIMPSON,PE
Floors: 11. Guardrails, handrails,and guard in-fill components(Balusters and Panel Fillers)shall 4. Standing seam metal roofs shall comply with ASTM E1514 and be installed according a
Live Load: L/480* 7. Tolerances for foundation and slab alignment as well as placement of reinforcement #4 bars: 20"minimum cu FL PE No.50791
Total Load: U240* shall be in accordance with"Standard Tolerances for Concrete Construction and #5 bars: 25"minimum be provided by others. to the manufacturer's requirements. C OMMENTS:
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 5. The contractor shall be responsible for the design and installation of all metal flashing a)
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specifications: and valley material. I_-
3. Grout all cells co taining vertical reinforcement in 6-0"maximum lifts. CU
Roofs: LVL or Parallam LSL
Live Load: L/240
E=2,000,000 psi E=1,550,000 psi
Total Load: L/1 80 4. Provide cleanouts per ACI 530.1-11 in the bottom course of masonry when the wall Fb=2,600 psi Fb=2,325 psi 0
height exceeds 5-0".
Fc=750 psi Fc=900 psi
CL
Fv=285 psi Fv=310 psi 0
5. Beam reinforcement shall be continuous across control joints. 0
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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
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manufacturer's requirements. %__
Metal Connector Fastening Schedule
Simpson ID USP ID Uplift Capacity(Ibs) Faste ne rs Anchorage (I.I.O.N.) cc
WIND PRESSURES ON WINDOWS, DOORS & A35 MPA1 n/a (12)0.131"x 1 1/2 n/a
----------------------- ........... ___�.....------------------------------------------ ------------------------------------------------- ------------------ ------------------------------- --------------------
SOFFITS (psf) ABU44-Z PAU44-TZ 2200(SYP) (12)0.162"x 21/2`or(12)0.162:'x3%7' .5/8"w/7"embed
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ASU66-Z PAU66-TZ 2300(SYP) (12)0.162"x 21/2"or(12)0.16Z'x 31/2" 5/8"w/7"embed -
----------------- -------------- ------------L------------ ------.................................................... -------------------- ------------------- ----------------------------- Cn
AREAOFOPENING EDGESTRIP(5) INTERIO ZONE(4), -------------- RS150 1705(S Y P or S P F) (11)0.148"x 3"i n each end-(22)total n/a
DSP RS P T6-2 775(SY P or S P F) (8)0.148"x 11/?"into studs n1a
Pos Neg Pos Neg
(6)0.148"x 1 112"into double pie te 03
DTT2Z DTB-TZ 2145(SYP) 1835(SPF) (8)%"X 11/2"SIDS 11/2 1.wl 41/2"em bed (m ono)and 7"err bed(stem) _0
0 to 20 sf 18.3 -24.5 18.3 -19.8 a) U)
20.1 to 50 sf 17.5 -22.8 173 -19.1 GBC HC520 n/a (5)0.131"x 1"/:,."into gable brade n/a (n
(7)0.131`x 21/2"into double pie te
50.1 to 100 sf 16.4 -20.6 16.4 -18.0
100.1 to 200 sf 15.5 -19.1 15.5 -17.1 H2.5A nia: use RT7 600(SYP) (5)0.131"x 21/2"in-each end--�10)total
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200.1 to 500 sf 14.7 -17.41 147 -16.3 H2.5T n/a.- use RT7 545(SYP or SPF) (5)0.131"x 1 1/2"i n each end-J 10)total n/a
Soffit Design Pressure 18.3 -24 F* 18.3:=�-A18 H3 RT3A 455(SYP) (4)0.131"x 21,6��in each end- 8)total n/a
.2)
Base Design Pressure 15.50 GCpi ±0.18 H6 LFTA6 950(SYP)820(SPF) (8)0.131"x 21/2"in each end- 16)total n/a
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H8 RT8A 745(SY P) (5)0.148"x 11/2"in each end- 10)total n/a 0
0 0
HDQ8 n/a- use UPHD8 7630(SYP)5496(SPF) (20)1/4"x 3"SIDS 7/8"wl 15"embed(S ET-XP epoxy only)
HIDU5 PHD5 5645(SYP)4065(SPF) (14)1/4"x 21/2"S IDS 5/8"w/7"embed(mono)and 12"err bed (stem)
------------------ .................... ......---- ............. ------------------------ --------------- .............. UJ
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----------------- 6970(SYP)5020(SPF) (20)1/4"x 3"SDS 17/8"w/ 15"ern bed(S E T-XP ep oxy only) UJ
HETA16 HTA16 181 O(SY P) (110)0.148"x 1 1/2" 4"embed >
---------------------------- ---------- ............... - -�.................__ .................. --------------------------------------------------.......... ............... ------------------ ............... ...............
HTW20, HTW24orHTW30 1450(SYP) 1245(SPF) (10)0.148"x 3"in each end-(20)total n1a co
HTS M 16 or HTS M 20 HTWM16 or HTWM20 1175(SYP) (8)0,148"x 3"into wood n a C_
cm U)
(4)%*!x 2%"Titen into CMU
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(4)%"x 1:1/4"Titen into concr e, 0
HTT4 HTT4 4235(SYP) 3640(S P F) (18)0.162"x 2*/12" 518"w/7"embed(mono)and 12"embed (stem) 0
HTT5 HTT5 5090(SYP) 43715(S P F) (26)0.162"x 21/2" 5f8"w/7"embed(mono)and 12"embed 'stem)
TYPICAL EDGE STRI%(5� CU 0 UJ
LTP4 MP4F n/a (12)0.131"x 11/2 n/a a :C J
0
a .4 LsTA18 LSTA18 1235(SYP) 11 10(SPF) (7)0.148"x 3"in each end-(1 )total n/a E J
LTS12 LTVV12 775(SYP)665(SPF) (6)0.148"x 3"in each end-(1 )total n/a E UJ
TYPICAL INTERIOR ZONE(4 0 0
MSTA24 MSTA24 1640(SYP) 1455(SPF) (9)0.148"x 3"in each end-(1 total n/a 0
MSTAM24 MSTAM24 1500(S Y P or S P F) (9)0.148"x 3"into wood n/a
(5)%J x 21/4"Tten into CMU Cl) >
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(5)%"x 134"Titen into concreti.
MSTA30 MSTA30 2060(SYP) 1820(SPF) (11)0.1 487'x 3"in each end-(22)total n a > UJ
................ 0
2050(SYP or SPF) (13)0.148"x T'in each end-(126)total n1a
MSTA36 MSTA36 UJ
n/a
MSTAM36 MSTAM36 1870(SY P or S P F) (13)0.148"x 3"into wood
(8)Y4`x 21/4"Titen into CMU
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(8)%"x 1'X"Titen into concrete F_
MTS 12 or MTS20 MTW1 2 or M TW20 1000(SYP)860(SPF) (7)0.148"x 3"in each end-(14)total n/a C3 UJ 0
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MTSM16 or MTSM20 HTWM16 or HTWM20 860(SY P) (7)0.148"x 3"into wood n/a Z
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(4)1/4"x 21/4"Titen into CMU 0
. .......... /4';x 1:1/4"Titen into concrete af
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PA51 TA51 2940(SY P or S P F) (14)0_162"x 21/2"or(14)0.1162;'x 31/2 4"embed
680(SYP)585(SPF) n/a JOB NUMBER: COUNTY:DUVAL
2)0.148"x 16-06261
SPH4 or SPH6 SPTH4 or SPTH6 (1
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SSP RSPT6 350(SY P or S P F) (4)0.148"x 1 1/2"into studs n/a CALE:
(3)O�148"x 1112"into double pli ite NTS
/4" Cn DO NOT SCALE THIS DRAWING
CZ::=: STHD14 ISTAD14 14210(SYP or SPF' (30)0.148"x 3 1 114"embed
Notes. ELEASE DATE: -02-16
06
.. ............................ ...........................
EVISIONS:
1.All connectors are manufactured by Simpson Strong-Tie or USP Structural Connectors(U.O.N.)
OFFICE COPY
2, SYP= Southern Pine: SPF Spruce-Pine-Fir
3. Mono= monolithic concrete', stem = masonry stemwall or bond beam
DRAWN BY:
(D CMF
4.Anchorage refers to threaded anchors with noted diameters and embedment depths
'm CHECKED BY: FSS
REVIEWED FOR CODE COMPLIANCE I_-
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TITLE:
CITY OF ATLANTIC BEACH GENERAL NOTES
SEE PERMITS FOR ADDITIONAL
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REOUIREMENTS AND CONDITIONS
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REVIEWED BY'- DATE:. C:)
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SUALL: 16-0626 Ic' DUVAL
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101-010 RELEASE DATE:
16'-Ow 16'-0" 161-011 20@-0" 21 101-611 06-02-16
8'-3" 9l-3" 91-3" U)
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REVISIONS:
127'-0"
a" DRAWN BY:
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CJ SUGGESTED CONTROL JOINT CHECKED BY:
FSS
LOCATIONS(SEE DETAIL"T"ON SDA) Lu TITLE:
FOUNDATION PLAN
CONTRACTOR SHALL VERIFY ALL DIMENSIONS
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USING FINAL APPROVED FLOOR PLAN PRIOR
FOUNDATION PLAN SHEET:
TO CONSTRUCTION OFFICE COPY Q0
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NOTES:
x6 CYPRESS
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1 ALL FIRST FLOOR EXTERIOR WALLS SHALL BE CONSTRUCTED WITH2x6SPF No.2
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2) ALL FIRST FLOOR INTERIOR BEARING WALLS SHALL BE CONSTRUCTED WITH2x4 cn
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x6 CYPRESS SPF No.2 STUDS @ 16"O.C.FOR PLATE HEIGHTS UP TO 10--1 Y8"-U.O.N. :r :j =01
RAFTERS&Cl---ILING---,_, E 5; :�'=
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X16"x 8"LAG SCREW
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6x6 CYPRESS .0 L
0
(CUT FROM 6x12 CYPRESS) -I.- r
C�'
10 6x12 TO BE USE
STRUCTURAL ROOF BRACKET =3
0 C-0
FOR ARCHED MEMBER 00
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6x6 CYPR C:>
3/4"0 HOLE FOR DOWEL . ................ m
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3"x 6"x 2 Y4"DEEP TENON (SEE DETAIL THIS SHEET) 00
0
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cu
CONT.(2)SPANS Y4"0 HOLE FOR DOWEL THIS OPEN PORCH CEILING WALL 0
POCKET HOLE WIT 4-
Ir" (2)2x6 HEADE x6 CYPRESS REQUIRES A MINIMUM 3/8'SHEATHING
CYPRESS PLUG
FASTEN WITH 6d COM OR
Ili 2K
cn
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cn
X16"x 8"LAG SCREW Lu cu
Lu AND 12"O.C.IN THE FIELD
0 C4 C-4
2x10 CEILING JOIST------,.
Lu
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......... 2)J KS ....... . I . .. ....... ...... ..................(2)JACK .... % = FLORIDA C.A. NUMBER:25846
.............. @ 12"O.C.AT PORCH C-0
........................................... MIN.
ROOF EXTENSION cl
MIN. .7 C14
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SHEARWALL POST(MIN.) POST(MIN.)
w
SD-3
OTE:
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EACH MASTERS POST SHALL BE TREATED E
(2)2x12 PORCH BEAM FLOYD S.SIMPSON,PE
44 POST ON ABU44-Z POST BASE
STRUCTURAL ROOF BRACKET FL PE No.50791
ca
2)2x6 BUILT-UP (2)2x6 BUILT- 2)2x6 BUILT-UP
STRAP POST TO EACH BEAM ABOVE
(SEE DETAIL"A"ON S-3) OMMENTS:
POST(MIN.) POST(MIN.) POST(MIN.)
WITH(1)H6-Z CLIP OR(1)MSTA24-Z
TYPICAL ALL POSTS-(U.O.N.) . .... .
. ................................................................... . ................................ ........... ....... . . ............. ............... . ...... . . ...............
. ....... . . ............ ...... . . .
. . . SEE DETAIL"U"ON SHEET SD-3 cu
NOTE: (2)2X6 BUILT-UP//
0
ui THIS OPEN PORCH CEILING NOTE: POST(MIN.)
ALLOON FRAME
THIS OPEN PORCH CEILING
< C4 REQUIRES A MINIMUM Y8"SHEATHING
uj 2x10 CEILING JOIST-----, -1 WALL 0
Q
@ 12"O.C: AT PORCH
BOX NAILS AT 6"O.C.ON EDGES FASTEN WITH 6d COM OR SHEATHING
BALLOON FRAM
m FASTEN WITH 6d COM OR REQUIRES A MINIMUM Y�
WALL x
04 ROOF EXTENSION BOX NAILS AT 6"O.C.ON EDGES 0
AND 12"O.C.IN THE FIELD . .............................................................
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(2)2x12 PORCH BEAM
X MIN. cn
44 POST ON ABU44-Z POST BASE
STRAP POST TO EACH BEAM ABOVE
co
WITH(1)H6-Z CLIP OR(1)MSTA24-Z ..... ..
...... . . ......... . Q8 5-EAM F-A "*�"',YPICAL ALL POSTS-(U.O.N.)
12
.................................... . Si!t-DETAIL"U'ON SHEET SD-3
u< <Ill�
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NOTE- 2)2x6 BUILT-UP (2)2x6':B*UILT-UP7 R NOTE:
Till
EACH SERVICE PORCH POST SHALL BE TREATED
POST(MIN.) POST(MIN.) SD-3 0 THIS OPEN PORCH CEILING
44 POST ON ABU44-Z POST BASE
0 REQUIRES A MINIMUM Y8'SHEATHING
CL ...............
STRAP POST TO EACH BEAM ABOVE r . ...........
FASTEN WITH 6d COM OR
ca
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a. 04
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TYPICAL ALL POSTS-(U.O.N.) Q P/
lll�z AND 12"O.C.IN THE FIELD a)
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SEE DETAIL"U"ON SHEET SD-3 SD-3 (2)JACK CN, ::POS,.T,.(M[N.,)::: POST(MIN.) cn
CONT.QSB S
.1 xi
to x
MIN. : lll�
. .....................NOTE................. ............. p- x U410 R
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THIS OPEN PORCH CEILING llPz HANGER SD-3 . ...... .
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0 11 b
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M Y8'SHEATHING
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lit R rR (2).. 4 47
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BOX:NAILS AT 6H O.C.ON EDGES EADER
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2)2x6 BUILT-UP SD-3 J 2K
ALLOON FRAME I qR WITH(1)H6-Z CLIP OR(1)MSTA24-Z
MIN.
POST(MIN.)
WALL TYPICAL ALL POSTS-(U.O.N.)
.............. . . .
SEE DETAIL"U"ON SHEET SD-3
........ . . . .
NOTE: cn
jil. CD
LLI THIS OPEN PORCH CEILING
SHEATHING
REQUIRES A MINIMUM Y8'
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GARAGE DOOR SHALL ....... 4-
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BE RATED FOR A BE RATED FOR A C=)
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x SHEARWALLS FASTENED WITH 8d COM(0.131
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MINIMUM DESIGN MINIMUM DESIGN L0
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SHEARWALLS FASTENED WITH 8d COM(0.131' 2'
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2K 2J 2K SHEATH BOTH SIDES OF WALL AT INDICATED SHEARWALL
. .... . . .... .
JOB NUMBER: ICOUNTY:
16-0626 DUVAL
NOTE:ALL EXTERIOR WALLS SHALL BE"SW-6"U.O.N.
. .... . . . . .... . . . .... . .
a) Y16" =V-0"(U.O.N.)
DO NOT SCALE THIS DRAWING
ELEASE DATE:
BALLOON FRAM WOOD FRAMED HEADER LEGEND:
WALL 06-02-16
DENOTES SIZE
OF HEADER
(2)2x—HEADER DRAWN BY:
CMF
'D
J K
CHECKED BY:
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DENOTES QUANTI DENOTES QUANTITY Lu TITLE:
OFJACKS OF KING STUDS 2" WALL LAYOUT
a)
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WALL LAYOUT cn
NOTE: 75
ALL WOOD FRAMED LOAD BEARING HEADERS SHALL BE MINIMUM SHEET:
(2) 2x6 No.2 OR BETTER SYP.INSTALL MINIMUM(1)JACK AND
C)
(1)KING STUD AT EACH HEADER(U.O.N.)
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06-02-16
C5
FLOYD S.SIMPSON,PE
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C5
U C) C) 0 FL PE No.50791
0 0 u U OMMENTS:
C) E4:1
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C11 C5
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MAXIMUM 6'-0"SPANS. 0
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TY:
ROOF 16-0626 fou' DUVAL
(4)0.131"x 3Y4" 2)
........... ..... x
. ............. ..... .... .............. TOENAILS(TYP) Y16" =V-0"(U.O.N.)
OVERFRAMING
DO NOT SCALE THIS DRAWING
IMPSON
RELEASE DATE:
H3 CLIP 06-02-16
EVISIONS:
2x8 No.2 SYP NAILED
TO TRUSS CHORD WITH
(5)0.131"x 3 Y4"NAILS
DRAWN BY:
a) CMF
TRUSS TOP CHORD
CHECKED BY:
OR RAFTER FSS
LL1 TITLE:
ROOF TRUSS AYOUT ROOF TRUSS LAYOUT
��A SECTION-TYPICAL OVERFRAMING AT EXISTING ROOF cn
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OFFICE COPY
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EACH MASTERS POST SHALL BE TREATED
PLATE
44 POST ON ABU44-Z POST BASE FL PE No.50791
cu
75,-� �_�751� III
STRAP POST TO EACH BEAM ABOVE
CUMENTS:
HOLDOWN HOLDOWN A WITH(1)H6-Z CLIP OR(1)MSTA24-Z
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. ....... TYPICAL ALL POSTS-(U.O.N.)
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. ............................... .
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. .............. ......................................... ..................... . .............................. ................ . . ca
EACH'DINIING'POST SHALL*BE TREATED
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4A POST ON ABU44-Z POST BASE
STRAP POST TO EACH BEAM ABOVE
cc
00 ---HTT5 WITH(1)H6-Z CLIP OR(1)MSTA24-Z ............
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EaS TYPICAL ALL POSTS-(U.O.N.)
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EACH SERVICE PORCH POST SHALL BE TREATED SD 3
4A POST ON ABU44-Z POST BASE a)
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STRAP POST TO EACH BEAM ABOVE 0 - ----- . ............. . . ...... . . . 0 C6
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ALTERNATIVE TO SSP/DSP AT DOUBLE PLATE, cu
HOLDOWN . .... . w . .....
CID
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TYPICAL ALL POSTS-(U.O.N.) R (1)SIMPSON SDWC 15600 SCREW OR
. ................. .
SEE DETAIL"U"ON SHEET SD-3 SD-3 . ................. . . ALTERNATIVE TO SPH_AT DOUBLE PLATE,
(2)SIMPSON SDWC 15600 SCREWS STUD
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TO DOUBLE PLATE PER SIMPSON DETAIL.
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.... .......... . . . 4A POST ON ABU44-Z POST BASE
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40 0 0 0 Lu
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OPTIMAL 22Y20 ANGLE cu 0 uj
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0 00
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GARAGE DOOR NOTES DOUBLE 3� Lu
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0
PLATE
1. INSTALL(�)MSTA30 STRAP AT EACH END Q 0
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HOLDOWN 16-0626 c DUVAL
OFFICE COPY C
........................ .
. .................................................... (D Y1601 =V-011(U.O.N.)
DO NOT SCALE THIS DRAWING
RELEASE DATE:
THREADED ROD LEGEND: 1 06-02-16
C3 EVISIONS:
3/8" THREADED ROD FROM
FOUNDATION TO DOUBLE PLATE.
DRAWN BY:
K' MINIMUM EMBEDMENT REQUIRED) CD
CD CMF
CHECKED BY:
FSS
THREADED ROD FROM Lu TITLE:
FOUNDATION TO UPPER TIE-DOWN LAYOUT
TIE=DOWN LAYOUT FLOOR DOUBLE PLATE.
(4" MINIMUM EMBEDMENT REQUIRED) SHEET:
C)
13 HOLDOWN (AS NOTED) N
INSTALLED AT SILL PLATE @
41M
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PROVIDE RECESS
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EACH CABANA POST SHALL BE TREATED FLORIDA C.A. NUMBER:25846
f 11
44 POST ON ABU44-Z POST BASE . .................................................... ........... .
STRAP POST TO EACH BEAM A OVE
11.2 Z_
WITH(1)H6-Z CLIP OR(1)MSTA24-Z cu
X-411 914" 314" 16— s I
TYPICAL ALL POSTS-(L.O.N.)
�2, %
16-0" 0
SEE DETAIL"U"ON SHEETSD-3
CD
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................... . ... . . ....... 0
THIS OPEN PORCH C ILING cn 0.
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REQUIRES A MINIMUM Y8"SHEA HING NOTE:
FASTEN WITH 6d COM OR
-Ts
ALTERNATIVE TO SSP/DSP AT DOUBLE PLATE, E jv
FOUNDATION PLAN BOX NAILS AT 6"O.C.ON EDGES
(1)SIMPSON SDWC 15600 SCREW OR
AND 12"O.C.IN THE FIELD
ALTERNATIVE TO SPH AT DOUBLE PLATE,
0 L op,
(2)SIMPSON SDWC 15600 SCREWS STUD
NA-
TO DOUBLE PLATE PER SIMPSON DETAIL.
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FLOYD S.SIMPSON,PE
FL PE No.50791
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DOUBLE A= OMMENTS:
PLATE
cu
0
0
MK
r
Av 0
4-
0
Y4. MIN,
III w a)
'\-SDWC 15600 cu
STUD-*'� cn
0)
WALL LAYOUT SCREW
cu
_0
ca
cli
ELEVATION-SDWC 15600
. ......................................................... .... . . .............................................CG.............. . cli
ca
OPTIMAL 2&20 ANGLE
C1 a)
cn
0 00
a 300
DOUBLE
ci TRUSS CONNECTORS
c/i
PLATE
0)
TRUSS ID LEFT INTERMEDIATE RIGHT
1/4") ca
R R Ci ALL TRUSSES H2.5T OR H2.5T OR H2.5T OR SDWC 15600/A\ l
SDWC 15600
SD-3 ca
D-3 SDWC 15600 SDWC 15600 SCREW
ci NOTE: zz"',
... cn
1)ALL TRUSS CONNECTORS ARE BASED ON UPLIFTS COMPUTED BY ENGINEER OF RECORD. STUD
UPLIFT VALUES IN TRUSS ENGINEERING DOCUMENTS SHALL BE DISREGARDED.
C1 ca
SECTION-SDWC 15600
2)THE TRUSS LAYOUT AND NUMBERING SYSTEM SHOWN SHALL BE USED BY THE TRUSS MANUFACTURER. CID
cn cn
Ci
DO NOT VARY FROM THIS LAYOUT WITHOUT PRIOR APPROVAL BY THE ENGINEER OF RECORD AND THE
CONTRACTOR. THREADED ROD LEGEND:
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Y8"THREADED ROD FROM
3)TRUSS CONNECTORS NOTED SHALL BE INSTALLED AS LISTED.DO NOT SUBSTITUTE WITHOUT PRIOR
APPROVAL OF THE ENGINEER OF RECORD. FOUNDATION TO DOUBLE PLATE.
a- >
Ci (4" MINIMUM EMBEDMENT REQUIRED)
4)REFER TO MANUFACTURER'S INSTALLATION DETAILS WHEN USING SDWC SCREWS. a) z
Ci 4-
3/8" THREADED ROD FROM 0 LLj
_0 LLJ
. ........ FOUNDATION TO UPPER w
.......... . >
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CG FL R D UBLE PLATE. cn
.............: . ............... ............... . &—
...... 77-7. (4" MINIMUM EMBEDMENT REQUIRED)
NOTE,
U)
. ............................... ..............*......
EACH CABANA POST SHALL BE TREATED
. ................................................................ . 0
44 POST ON ABU44-Z POST BASE . .............................................................. . 13 HOLDOWN(AS NOTED)
STRAP POST TO EACH BEAM ABOVE
0
INSTALLED AT SILL PLATE ca
WITH(1)H6-Z CLIP OR(1)MSTA24-Z
0
SHEARWALL LEGEND:
TYPICAL ALL POSTS-(U.O.N.)
uj
SEE DETAIL"U"ON SHEET SD-3 E
0
0 0
NON-BEARING WALL
........... ........ ............................................................ cn
..................................
cn
uj
BEARING WALL a)
> uj
W-6 0
uj
'x 2 NAILS@
SHEARWALLS FASTENED WITH 8d COM(0,131' 2'
a) cn
6"O.C.ON EDGES AND 12"O.C.ON INTERMEDIATE SUPPORTS.
SW-3
uj
"x2Y2')NAILS @
SHEARWALLS FASTENED WITH 8d COM(0.131 Lu
YO.C.ON EDGES AND 12"O.C.ON INTERMEDIATE SUPPORTS.
Lu
0
_j
SHEATH BOTH SIDES OF WALL AT INDICATED SHEARWALL (D
JOB NUMBER: COU NTY:
16-0626 L
NOTE:ALL EXTERIOR WALLS SHALL BE"SW-6"U.O.N. Y1601 11-011(U.O.N.)
DO NOT SCALE THIS DRAWING
ELEASE DATE:
WOOD FRAMED HEADER LEGEND:
06-02-16
C3 EVISIONS:
DENOTES SIZE OFFICE COPY
AV AV- OF HEADER
(2)2x HEADER DRAWN BY:
a) CMF
i K
CHECKED BY:
FSS
DENOTES QUANTITY DENOTES QUANTITY Lu
tm
OFJACKS OF KING STUDS POOLCABANA
a)
TlEmDOWN LAYOUT ROOF TRUSS LAYOUT -0 ENGINEERING LAYOUTS
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NOTE: SHEET:
ALL WOOD FRAMED LOAD BEARING HEADERS SHALL BE MINIMUM
(2) 2x6 No.2 OR BETTER SYP.INSTALL MINIMUM(1)JACK AND CD
(1)KING STUD AT EACH HEADER(U.O.N.) CN
I Ell
_jG
_ILL]
LIL -jil
D C
P L
BRICK VENEER WITH 1 NAIR SPACE
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AND WALL TIES
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CN
Lu C-4
BRICK VENEER WITH 1"AIR SPACE cy)
2)
CONT.FLASHING;PROVIDE WEEP AND WALL TIES
u- C;
HOLES @ 33-O.C. cn
75 ui :S
GROUT AIR SPACE BELOW FLASHING F r ::j :03
1 1 1 1 E 5; -�D
SILL PLATE 27 CD
CONT.FLASHING;PROVIDE WEEP CONCRETE SLAB .0
0 @)
HOLES @ 33"O.C. 0 U) cy)
T m ��e a
GROUT AIR SPACE BELOW FLASHING D L) (D
CONCRETE SLAB < cn
E -3 =
SILL PLATE CID
4
------ CN
CD
CN C%4 (D
LLj
z BEARING POST(AS NOTED)
X
Lu
CONCRETE SLAB cn
GRADE
cn co
00 CONCRETE SLAB CONCRETE SLAB 12 ce)
GRAD -7j GRADE U) 114:
E- CD
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CONCRETE SLAB
#5 CONT. (1)#5 CONT. (D
Y. C%4
1.1 A .0
H.
H.. CMU STEMWALL WITH(1)#4 48-O.C.
4, ii Lu
AND IN EACH CORNER. 4 X\N ADD 8"x 16"CMU TO INSIDE OF C? 44 4 0
\,�, I \\I z 1 4 w
Z Ll cn LL
TEMWALL AT POST LOCATION WITH <
cno 0
FILL CELL SOLID AT EACH#4 REBAR. 1��/
0; #4 VERTICAL IN EACH ;01 ZD GRADE cn
HOOK REBAR 12"INTO SLAB AND 6"INTO lz C:�
n C14
0 < co
FOOTING.
00
cp
Ch
0
J� (AS NOTED) REINFORCEMENT(AS NOTED) (n
NOTED) (AS NOTED) REINFORCEMENT(AS NOTED)
1-8" ONE STORY-(2)#5 CONT. 11-511 ONE STORY-(3)#5 CONT. AS NOTED REINFORCEMENT(AS (1)#5 CONT.
cc
11-8" TWO STORY-(3)#5 CONT. 11-991 TWO STORY-(3)#5 CONT. 0- 0
-2 T-
oo
co
0
rA SECTION - STEMWALL WITH BRICK SECTION - MONOLITHIC WITH BRICK �E SECTIO14 - PAD FOOTING AT PORCH STEMWALL SECTION - PAD FOOTING AT PORCH THICKENED EDGE rK SECTION - THICKENED EDGE SECTION - INTERIOR BEARING PAD FOOTING `
\.�D-1 NOTE: IF ST EMWALL HEIGHT EXCEEDS 48"CONTACT �,�D-1 \,�D-1 4-
D�-1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT
ENG1 NEER FOR ADDITIONAL REQUIREMENTS.
ENGINEER FOR ADDITIONAL REQUIREMENTS.
cn
co
a)
-0
-.0 FLORIDA C.A. NUMBER:25846
SILL PLATE a- PA51 STRAP NAILED TO GARAGE 3"MAXIMUM OVERHANG(OPTIONAL)
§
cn o
j ---- DOOR POST.BEND STRAP INTO STHD14 STRAP NAILED TO cu
< (n CONCRETE SLAB %-
z FOOTING AS SHOWN. GARAGE DOOR POST. 0
u- 00
0 A oc N -
CONCRETE SLAB EMBED STRAP INTO FOOTING - ,j
0 0
L) W CONCRETE SLAB a) I
SILL PLATE >
AS SHOWN.
I Ise w
u-
z 0
:Iz U) < CURB HEIGHT VARIES
#4 WITH 6"HOOK INTO FOOTING w NN *0
_0 of
CONCRETE SLAB Z-L—
AND BENT 12"MINIMUM INTO
GRADE
wp
E
THICKENED EDGE. #5 CONT.
GRADE
GRADE N, 01
CMU STEMWALL WITH(1)#4 48"O.C. L- VIR., Ir IMF
d
1)#5 CONT. A GRADE
8
� CMU STEMWALL WITH(1)#4 48-O.C. A AV /AND IN EACH CORNER.
,\\'�I 1 4- 4
AND IN EACH CORNER. 4
4 V FILL CELL SOLID AT EACH#4 REBAR.
C) C? -2� cu
a 4 06-02-16
CD: FILL CELL SOLID AT EACH#4 REBAR. HOOK REBAR 16"INTO PORCH SLAB
..... All 4 V A E
FLOYD S.SIMPSON,PE
4 8" CONT.
HOOK REBAR 12"INTO SLAB AND 6"INTO GRADE AND 6"INTO FOOTING. (1)#4
/N.,x/A
A
FOOTING. �AVII V
X\1/1 �0,
COMMENTS.
AF=V
P - I
A 4 61p
"/Z ��/Z
ONE STORY-(2)#5 CONT. V-0" ONE STORY-(2)#5 CONT, 11-811 (2)#5 CONT. cu
c-
TWO STORY-(3)#5 CONT. 11-41 TWO STORY-(2)#5 CONT. 611
ALTERNATE:INSTALL MSTAM36 STRAPS IN LIEU OF EITHER PA-51 STRAP OR STHD14 STRAP(SEE DETAIL R ON SHEET SD 0
0
rB SECTION - STEMWALL SECTION - MONOLITHIC DETAIL PA51 INSTALLATION (STEMWALL) DETAIL - STHD14 INSTALLATION (MONOLITHIC) SECTION - PORCH STEMWALL SECTION - NON-BEARING STEPIDOWN
\�. D�-1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT D�-1
�D-1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT D�-1 NOTE: IF SIEMWALL HEIGHT EXCEEDS 48"CONTACT
ENG NEER FOR ADDITIONAL REQUIREMENTS. ENGINEER FOR ADDITIONAL REQUIREMENTS. -0
ENGINEER FOR ADDITIONAL REQUIREMENTS.
SHOWER AREA cu
SHOWER AREA
M cn
M MONOLITHIC FOOTING
co
BRICK VENEER WITH 1"AIR SPACE
AND WALL TIES - --------------- --- 8"CMU STEMWALL
co
FORM EDGE cli
CONT.FLASHING;PROVIDE WEEP PLAN VIEW
PL�N VIEW
HOLES @ 33"O.C.
cli
GROUT AIRSPACE BELOW FLASHING cu
BRICK VENEER WITH 1"AIR SPACE CID
SILL PLATE AND WALL TIES :2
cn
CID
SILL PLATE
C6
(1)#5 CONT. CONT. FLASHING;PROVIDE WEEP
HOLES @ 33-O.C. (2)MSTAM36-Z STRAPS cn
FILL JOINT WITH ELASTOMERIC to a)
GROUT AIR SPACE BELOW FLASHING 6 MIN. (1)#4 CONT. SILL PLATE NAIL EACH STRAP TO CRIPPLE STUD
JOINT FILLER SILL PLATE CONCRETE SLAB cn
HEIGHT OF CURB VARIES WITH(13)1 Od COM NAILS cu
CONCRETE SLAB :E
z
u- cf�
CONCRETE SLAB Z> C) cu
CN 6"MIN. pr-- FASTEN STRAP TO FOUNDATION
C14 1)#4 CONT. 0 0 0 a 0
WALL WITH(8)Y4"x 2 X"CONCRETE SCREWS �2
HEIGHT OF CURB VARIES(8-MAX.) z 6"MIN. HEIGHT OF CURB VARIES(8"MAX.)
v/ INTO MASONRY OR(8)y4"x 1 Y4"CONCRETE
GRADE CONCRETE SLAB GRADE
CONCRETE SLAB SCREWS INTO CONCRETE. CONCRETE
RADE
G SCREWS SHALL BE POWERS"TAPPER"WITH cu
(1)#5 CONT.
_0
:)E GRADE -SEAL FINISH OR EQUAL.
8"CMU STEMW PERMA CD
"CMU STEMWALL WITH(1)#4 48"O.C. 'Old ""d
A ALL WITH(1)#4 48"O.C.
�,y
AND IN EACH CORNER.
HE A ?z STRAP SHALL BE COVERED WITH SIDING OR
x4/\F<x1 .1 qD IN EACH CORNER.
Kn/ll
STUCCO 0
C) 'd "O.C. -ILL CELL SOLID AT EACH#4 REBAR.
X FILL CELL SOLID AT EACH#4 REBAR. 00 0 qvd C) 8"CMU STEMWALL WITH(1)#4 48
.0
C), P. - r--I ;:= OK REBAR 16"INTO PORCH SLAB AND
HOOK REBAR 12"INTO UPPER COURSE OF AND IN EACH CORNER. J
BLOCKS AND 6"INT y
FILL CELL SOLID AT EACH#4 REBAR. 6"INTO FOOTING.
N THI DETAIL MAY BE UB TI U F
5� HOOK REBAR 12"INTO SLAB AND 6"INTO
0
EITHER THE PA51 STRAP(STEMWALL)OR
6" 4 Q
FOOTING. 0
11-5@1 ONE STORY-(3)#5 CONT. 6 V-0" ONE STORY-(2)#5CONT. 6" THE STHD14 STRAP(MONOLITHIC). CD
r---1 1 c-
-9" TWO STORY-(3)#5 CONT. 1-81P uj
11-8m ONE STORY (2)#5 CONT. 11-8m ONE STORY (2)#5 CONT. 14" TWO STORY-(2)#5 CONT. 1 1 (2)#5 CONT. < 0
A _0 w
V-b- TWO STORY (3)#5 CONT. 11-8" TWO STORY (3)#5 CONT.
ca
cn ca
t%v rR DETAIL - ALTERNATE FOR PA51 STRAP OR U)
SECTION - STEMWALL AT GARAGE WITH BRI%jrx SECTION - MONOLITHIC AT GARAGE WITH BRICK SECT6 - STEMWALL AT EXTERIOR WALL SHOWER SECTION MONOLITHIC AT EXTERIOR WALL SHOWER_ SECTION - PORCH STEMWALL WITH BRICK >-.
"NN 0- uj
rc D�-1 0
��D-1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT �,�D-1 NOTE: IF S' EMWALL HEIGHT EXCEEDS 48"CONTACT SD-1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT STHD14 STRAP 0
ENGINEER FOR ADDITIONAL REQUIREMENTS. ENGINEER FOR ADDITIONAL REQUIREMENTS. 3::
ENGINEER FOR ADDITIONAL REQUIREMENTS. cu 0 uj
0
E
E ui
0
0 0
cn
cn uj >
CID J
SILL PLATE ;> > Lij
a)
cn 0
0 U)
Lu Lo
(1)#5 CONT. NOTE:
FILL JOINT WITH ELASTOMERIC SAW-CUT CONTRACTION JOINTS(i.e.CONTROL JOINTS)
AS SOON AS THE CONCRETE HAS HARDENED ENOUGH C3 UJ
JOINT FILLER TREATED POST �-: 0
NOT TO BE DAMAGED DURING THE CUTTING PROCESS. w
CONCRETE SLAB N. SILL PLATE (TYPICALLY 1 -4 HOURS IN WARM WEATHER) z 3
SILL PLATE SILL PLATE ui 0
ABU POST BASE WITH
PAVERS BY OTHERS Q-
'NGALV.ANCHOR EMBEDDED
z CURB HEIGHT VARIES 8 JOB NUMBER: COUNTY
6"MIN. HEIGHT OF CURB VARIES(8-MAX.) CONCRETE SLAB 12"(SET-XP ADHESIVE) 16-06261 :DUVAL
CONCRETE SLAB FILL CUT WITH 1 DEEP X8"WIDE SAW
GRADE GRADE--\ CONCRETE SLAB 1/2" V-0"(U.O.N.)
w
,8"CMU STEMWALL WITH(1)#4 48-O.C. ELASTOMERIC CUT AT DENOTED
FILLER LOCATIONS. 75
ELEASE DATE:
A cn)
1 4 ujjT
AND IN EACH CORNER. All. -4
\�w N -4
FILL CELL SOLID AT EACH 44 REBAR. 4 < I I. . . 4 N -1 .1. . :.. . 1: L- 'i � .4 8"TALL, 12"SQUARE GROUTED (3
A A 4
>
CMU OR CAST-IN-PLACE
HOOK REBAR 12"INTO UPPER COURSE CD
4 4'
A
OF BLOCKS AND 6"INTO FOOTING.
A 4 44. A.� PEDESTAL ON 24"X 24"X 12"PAD DRAWN BY:
CMF
6u FOOTING WITH(2)#5 EACH WAY
CHECKED BY:
21-011 FSS
V-0" ONE STORY-(2)#5 CONT. 1 l-4" ONE STORY (2)#5CONT. 11411 ONE STORY (2)#5 CONT. CONCRETE SLAB—/ LuLj ITLE:
FOUNDATION DETAILS
ll-8" ONE STORY (2)#5 CONT. 1 l4w TWO STORY-(2)#5 CONT, il-811 TWO STORY (3)#5 CONT. 11-
811 TWO STORY (3)#5 CONT.
11-8" TWO STORY (3)#5 CONT. OFFICE COPY -0
cn
75
= SHEET:
co
N TERIOR t**,oj� rT C)
�D SECTION STEMWALL AT GARAGE SECTION MONOLITHIC AT GARAGE rH SECTION I BEARING SECTION - BEARING STEPIDOWN SECTION - TYPICAL SAW-CUT CONTROL JOINT DETAIL - PAD FO.OTING AT PAVERS cq
NOTE: IF STEMWALL HEIGHT EXCEEDS 48-CONTACT ��D-1 SD-l� D�-1 D�-1
SD-1� 1-� @
ENGINEER FOR ADDITIONAL REQUIREMENTS.
cj
(TYPICAL DOUBLE PLATE SPLICE)
00
48"MINIMUM SPLICE LENGTH TYPICAL HEADER TO KING STUD CONNECTION TYPICAL FRAMING AT CHANGE IN PLATE HEIGHT
MINIMUM NAILING OF .0- fiffiff. Lu IomiiiiiiiiIiiiI C-4
(16)0.131 fix 3"NAILS IN THIS ZONE. (SEE DETAIL"E"ON SD-2) 2x SYP#2 DOUBLE PLATE(U.O.N.)NAIL cn
2 HEADER NAILING REQUIREMENTS a)
NAIL EACH PLY OF KING AND JACK STUDS TOGETHER -0 U- a
k PLATES WITH 0.131 fix 3"NAILS @ 8"O.C. SIN
Ld 4-:
JOINT IN LOWER PLATE JO NT IN UPPER PLATE WITH 0.131"x 3Y4'NAILS @ 6-O.C.STAGGERED STAGGERED DOUBLE PLATE 2x6
(3)NAILS PER PLY
(TYPICAL) E
THREADED ROD ASSEMBLY WITHIN JACKS AND KING STUDS
THREADED ROD ASSEMBLY CENTERED TYPICAL STUD TO DOUBLE PLATE 1-0
2x8 (4)NAILS PER PLY 0
6-OF SPLICE IN LOWER PLATE ON SPLICE IN PLATE OR THREADED ROD JACK STUD AND KING CONNECTION (AS NOTED) 0 cn CD
.7
.0 n �e c
8"MAX. 6"MAX. ALTERNATE:IF ROD IS GREATER ASSEMBLY WITHIN 12"ON EACH SIDE OF STUD REQUIREMENTS (SEE DETAIL"G"ON SD-2) - HEADER(AS NOTED) HEADER 2x10 (5)NAILS PER PLY L) a)
I <
THAN 6"FROM SPLICE-ADD JOINT. 6"MAX. (SEE WALL LAYOUT) NAILS AS NOTED
SSP AT SPLICE. MSTA36 STRAP CENTERED ON CHANGE IN -----,-2x BLOCKING(TYPICAL)
CN
IN TABLE 2xl2 (6)NAILS PER PLY C:)
A A PLATE HEIGHT
Ik (3)0.131 fix 3 Y4"TO E NAI LS AT EACH E
Lu
END(TYPICAL) JACK STUD 9/2"LVL (5)NAILS PER PLY w
cn F- I`-
cn
NAIL EACH SILL PLY TO KING STUD KING STUDS 2
11 %8"LVL (6)NAILS PER PLY CL cn I:
WITH(3)0.131"x 3Y4"NAILS-TOENAIL X CD
ll_/,*� - a) co i
OR ENDNAIL(TYPICAL) 04
14"LVL (7)NAILS PER PLY 4 1
2x4 BLOCKING BETWEEN STUDS TOENAIL UJI C=)
OR ENDNAIL EACH END TO ADJACENT BEVEL BLOCKING AS REQUIRED FOR NOTE:
-NAIL EACH PLATE TOJACKSTUD ;z m
STUD WITH(3)0.131 fix 3 Y4'NAILS MINIMUM 1 j/2"NAIL PENETRATION NAILS MAY BE TOENAILED OR BACK 16"LVL (8)NAILS PER PLY -0 L u-
WITH(3)0.131"x 3Y4'NAILS-TOENAIL 0
INTO MAIN FRAMING MEMBERS. NAILED THROUGH KING STUD. cn
OR END AIL(TYP i2 =) CD
(TYPICAL)
(2)2x SILL 0 < co
00
00
2x SPF#2 STUDS @ 16"O.C.(U.O.N.) SHEATHING MAY CANTILEVER UP TO cn .4
(SEE WALL LAYOUT) 2"MAXIMUM PAST SUPPORTS.ALL
ca
WINDOW ATTACHMENTS MUST BE 0 L
ANCHORED INTO 2x MEMBERS. co
DOUBLE SILL REQUIRED WHERE OPENING
CU
WIDTH EXCEEDS 61"( O.N.) rE L
THREADED ROD ASSEMBLY AT rD DETAIL - TYPICAL ARCH TOP OPENING DETAIL - TYPICAL HEADER TO KING STUD CONNECTI )N
NOTED SPACING(SEE DETAIL"DD"ON SD-3) 1\�-2
.2)
cn
2x-TREATED SYP SILL PLATE rn
I4AX.
L
JOINT IN SILL PLATE
FLORIDA C.A. NUMBER:25846
R Ll
41 11
STUD TO PLATE NAILING
ca
0
u u 4"MIN.; NAILING AT STUD STUD SIZE ENDNAIL TOENAIL c
0
12"MAX. SIMPSON Y8"x 6'TITEN HD TO DOUBLE PLATE
NOTE: TYPICAL STUD TO SILL PLATE APPLY SHEATHING HORIZONTALLY FOR STUCCO
2x4 (2) (3) 48 50791
CONNECTION -jk
SILL PLATES ON EXTERIOR WALLS APPLICATIONS, EXCEPT THAT 7/ 16" STRUCTURAL 1 cn
(SEE DETAIL"G"ON SD-2) �STUD -I-
THREADED ROD ASSEMBLY SHALL BE ANCHORED BY THREADED cc
_c_- of:
(BEYOND) RODS SUPPLEMENTED BY ADDITIONAL ANCHOR RATED OR 15/ 32" RATED SHEATHING MAY BE 2x6 (3) (4) S�AXF.
E
BOLTS AS REQUIRED TO MAINTAIN MAXIMUM 48"O.C. �_V 41F
BUILT-UP CORNER POST INST LLED VERTICALLY. NAILING AT STUD 2x8 (4) (5) 0 P.ip.,!01!j
SPACING TO SILL PLATE
BUILT-UP POST(WHEN NOTED ON WALL LAYOUT)
2xlO (5) (6) IN XV
4-TITEN HD ROD COUPLER NAIL EACH PLY WITH 0.131"x 3Y4" a)
SIMPSON Vx 6
NAILS @ 6"O.C.STAGGERED
06-02-16
ALL NAILS NOTED ARE 0.131'1 E FLOYD S.SIMPSON,PE
F I/"'IIIG DETAIL - TYPICAL WALL STUD CONNECTION CID FL PE No.50791
DETAIL - TYPICAL WALL FRAMING CONDITIONS s OMMENTS:
SD-2 I.,,�-2
1\�-2
cc
2x No.2 SPF OR SYP#2 SUBFASCIA WITH(2)0.131"x 34'ENDNAILS AT TRUSS
SILL PLATE(BELOW) 0
ROOF COVERING(BY OTHERS) _0
/-2x CORNER FRAMING FULL
ROOF TRUSSES C)
HEIGHT STUDS(TYPICAL) 0
TRUSS(BY OTHERS) CORNICE DETAIL
(2)ROWS 0 F 0.131 fix 3 j/4" (BY OTHERS)
CONNECTOR WHERE REQUIRED
NAILS @ 12"O.C. 0
H2.5A AT EACH LOOKOUT H2.5A AT EACH LOOKOUT 7-= I Z � (SEE TRUSS CONNECTION SCHEDULE)
STAGGERED(TYPICAL)
2x4 LOOKOUTS @ 48"O.C.FOR 2x4 LOOKOUTS @ 48"O.C. ca
cn
OVERHANG FOR OVERHANG A
ROOF SHEATHING(AS NOTED) ROOF SHEATHING
GYPSUM BOARD
C13
2x4 SYP BLOCKING BETWEEN (AS NOTED) 2x6 OR W FffAMED WALL
(2)2x SYP#2 DOUBLE PLATE X6"OR'Y32"RATED SHEATHING, EXPOSURE I-SHINGLE ROOF
LOOKOUTS 2x4 SYP BLOCKING SILL PLATE(BELOW) (U.0. 1 32 1 cu
BETWEEN LOOKOUTS 2x4 CORNER FRAMING FULL %32"RATED SHEATHING, EXPOSURE I-METAL ROOF CII
I WALL STUDS@ 16-O.C.-U.O.N.(SEE WALL LAYOUT) l_-
BALLOON FRAMED HEIGHT STUDS FASTEN WITH 0.113-x 2 Y8"RING SHANK .2)
co
BALLOON FRAMED STUDS(AS NOTED) STUDS(AS NOTED) GYPSUM BOARD NAILS @ 6"O.C.ON EDGES AND INTERMEDIATE SUPPORTS.
MINIMUM OF(3)2x4 BLOCKS 12"LONG
DOUBLE PLATE 1__� GYPSUM BOARD CIT
NAIL[ CID
SINGLE PLATE NAIL TO TRUSS INTERIOR VAULT ED WITH(4)0.131"x 3Y4"NAILS TO a)
BOTTOM CHORD WITH 0.131"x 3Y4" ------- EACH ADJACENT STUD THREADED ROD ASSEMBLY AT CONNECTOR AT EACH TRUSS :2
EXTERIOR SHEATHING ALTERNATE:INSTALL SOLID STUD IN (D
NAILS @ 6"O.C. NOTED SPACING(SEE DETAIL ON (SEE TRUSS CONNECTION SCHEDULE) cn
SHALL BE NAILED TO THIS SPACE a)
THREADED ROD LAYOUT) (2)2x SYP#2 DOUBLE PLATE(U.O.N.) _c_-
EXTERIOR SHEATHING SHALL BE UPPER PLY OF DOUBLE 2x4 CORNER FRAMING FULL F-
2x-TREATED SYP SILL PLATE C6
NAILED TO BOTTOM CHORD OF TRUSS PLATE @ 6"O.C. HEIGHT STUD
GYPSUM BOARD cn
@ 6"O.C.WITH 0.131"x 2Y2' WITH 0.131 fix 2 j/2"NAI LS.
1� T -7
NAILS. (U.O.N.ON WALL LAYOUT) (2)ROWS OF 0.13 IN 3 j/4" 7
2x4 FRAMED WALL 41: .4
(U.O.N.ON WALL LAYOUT) NAILS @ 12"O.C. it A X16"RATED SHEATHING,EXPOSURE 1.
FASTEN WITH 0.131"x2j/2'NAILS @ 6"O.C.ON cu
EDGES AND 12"O.C.ON INTERMEDIATE SUPPORTS.(U.O.N.) cu
a)
DETAIL - BALLOON FRAMED GABLE ENI) CEILING VAUL SECTION TYPICAL FRAMING AT 900 CORNERS SECTION TYPICAL INTERIOR BEARING WALL (BLOCK ALL EDGES) SEE'IF"ON SD-2 -2
--%N\ DETAIL - BALLOON FRAMED GABLE END (LOW CEILING VAULT)
rH < cn
�-2 1\�-2 2x SPF 42 STUDS @ 16"O.C.-U.O.N.(SEE WALL LAYOUT) 0) d
INTERIOR CEILING PITrH IS EQUAL TO OR LESS THAN Y2 OF EXTERIOR ROOF PITCH INTERIOR CEILING PITCH EXCEEDS Y2 OF EA TERIOR ROOF PITCH
NUT WITH 2"WASHER AT SOLE PLATE ca
2x No.2 SPF OR SYP#2 SUBFASCIA WITH(2)0.131"x 34'ENDNAILS AT TRUSS
ROOF COVERING(BY OTHERS) 2x-SPF#2 SOLE PLATE(U.O.N.)NAIL TO RIM cn
a)
ROOF TRUSSES BOARD WITH 0.131"x 3Y4'NAILS @ 6-O.C. 0
NOTE: s
cn
ALL MEMBERS SHALL BE#2 SYP. CORNICE DETAIL RATED STURD-1-FLOOR(T&G)SHEATHING
NAIL BRACE TO BLOCKING WITH(5)0.131"x 3X" _c_-
NUT&3'x 3-1 WASHER (3)0.131'x A"TOENAILS AT EACH LOOKOUT (BY OTHERS) GLUED AND NAILED.FASTEN WITH 0.131"x M"RING .2)
III
(SEE THREADED ROD ASSEMBLY DETAILS.) NAILS TO TOP CHORD OF TRUSS. SHANK @ 6"O.C.ON EDGES AND 12"O.C.IN THE >-.
2x6 BLOCKING BETWEEN TRUSSES WITH Q. >
IELD. 0
2x4 BLOCKING REQUIRED BETWEEN 0 0
12"LONG 2x-SCAB(MATCH BOTTOM Y4"NAILS EACH END FLOOR JOIST(I-JOIST SHOWN,SAWN M
(3)0.131"x3 LOOKOUTS a)
_c-_
a
-HORD)WIT ROOF SHEATHING(AS 1 0
C H Y2'SPACERS-NAIL wl(3)0.131 fix 40TED) /JOIST SIMILAR-SEE SECTION 7"ON uj 000=%%
3m NAILS 2x-BARGE RAFTER SD-3 FOR OPEN WEB TRUSS) _0 w
>
cu
BOTTOM CHORD OF GABLE END TRUSS cn
X16'OR'y32"RATED SHEATHING, EXPOSURE I-SHINGLE ROOF GYPSUM BOARD
FASCIA(BY OTHERS)
THREADED ROD ASSEMBLY >-. uj
%2"RATED PLYWOOD SHEATHING,EXPOSURE I-TILE ROOF 0-
ly32'RATED SHEATHING,EXPOSURE I-METAL ROOF RIM BOARD 0
2x4 LOOKOUTS @ 48"O.C. 3:
SECTION A-A FASTEN WITH 0.113"x 2 Y8"RING SHANK NAIL JOIST TO PLATE WITH(2)0.131'x 3Y4'TOENAILS cc 0 uj
NAILS @ 6"O.C.ON EDGES AND INTERMEDIATE SUPPORTS. c J
H3 CLIP OR EQUAL AT EACH (2)2x-SYP#2 DOUBLE PLATE(U.O.N.) 0 j 44
LOOKOUT GYPSUM BOARD E Lu
E
H2.5A AT EACH LOOKOUT CONNECTOR AT EACH TRUSS TOENAIL RIM BOARD TO PLATE WITH 0
0
(SEE TRUSS CONNECTION SCHEDULE) 0.131 fix 3 Y4-NAI LS @ 8-O.C. cn
2x4 LOOKOUTS @ 48"O.C.FOR GABLE END TRUSS(DROP GABLE) >
cn
OVERHANG (2)2x-SYP#2 DOUBLE PLATE(U.O.N.) THREADED COUPLING AS REQUIRED uj
> ui
2x6 BRACE SPACED @ 48"O.C.UNLESS
ROOF SHEATHING(AS NOTED) GYPSUM BOARD cn
OTHERWISE NOTED ON ROOF LAYOUT. GYPSUM BOARD Q> 0 U)
TOP CHORD OF GABLE END TRUSS 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) uj L0
cr)
VERTICAL WEB OF GABLE END ADD 2x4 T-BRACE NAILED @ 6"O.C.WITH Y16"RATED SHEATHING,EXPOSURE 1. Z5 CD
TRUSS 0.131"x 2Y2"NAILS IF BRACE LENGTH X16"RATED SHEATHING,EXPOSURE 1. :�_�FASTEN WITH 0.131"x 2Y2"NAILS @ 6-O.C.ON
FASTEN WITH 0.131"x2Y2"NAILS @ 6-O.C.ON EDGES AND 12"O.C.ON INTERMEDIATE SUPPORTS.(U.O.N.) ui
EXCEEDS 9'-0". Lu
NUT&3"x 3"xY4"WASHER EDGES AND 12"O.C.ON INTERMEDIATE SUPPORTS.(U.O.N.) __3
< (BLOCK ALL EDGES) SEE'F'ON SD-2 UJ
0 (BLOCK ALL EDGES)SEE'IF"ON SD-2 0
VIC, --------THREADED ROD ASSEMBLY AT a)
A 12-LONG SCAB(MATCH BOTTOM THREADED ROD ASSEMBLY AT a)
z NOTED SPACING(SEE DETAIL"DD"ON SD-3) E JOB NUMBER: COUNTY:
NOTED SPACING(SEE DETAIL"DD'ON SD-3) cm
CHORD)WITH Y2'SPACERS NOTE: 16-0626 DUVAL
NOTE: SILL PLATES ON EXTERIOR WALLS
BOTTOM CHORD OF GABLE END 1/4" =V-0"(U.O.N.)
SILL PLATES ON EXTERIOR WALLS SHALL BE ANCHORED BY THREADED a)
.0
TRUSS RODS SUPPLEMENTED BY ADDITIONAL DO NOT SCALE THIS DRAWING
SHALL BE ANCHORED BY THREADED
ELEASE DATE:
A (2)2x-DOUBLE PLATE RODS SUPPLEMENTED BY ADDITIONAL ANCHOR BOLTS AS REQUIRED TO
06-02-16
THREADED ROD ASSEMBLY ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM 48"O.C.SPACING 6
GABLE ATTACHMENT PER DETAIL I'M" MAINTAIN MAXIMUM 48"O.C.SPACING c
V GBC CLIP-(2) REQUIRED AT EACH BRACE ON SHEET SD-2. 2x-TREATED SYP 42 SILL PLATE WITH
SIMPSON 3/8"x 6"TITEN HD(OR TITEN HD ROD COUPLER)
2x TREATED SYP#2 SILL PLATE WITH DRAWN BY:
TOENAIL BOTTOM CHORD OF TRUSS TO INSET WALLY2" INSET WALLY2"
WITH I"CUT WASHER a) CMF
2x STUDS DOUBLE PLAT=_WITH 0.131 fix 3Y4"NAILS j/2" THREADED ROD ASSEMBLY FOR STUCCO SIMPSON Y8"x 6-TITEN HD(OR TITEN HD ROD COUPLER) FOR STUCCO (SEE DETAIL"C"THIS SHEET) CHECKED BY:
(AS NOTED) APPLICATIONS
@ 8"O.C. WITH 1"CUT WASHER APPLICATIONS
11 * ;; A uj TITLE:
I A 4, (SEE DETAIL'I THIS SHEET) OFFICE COPY
EADED ROD NOT SHOWN FOR CLARITY . 11 1 0_11
/-THR it., SECTIONS AND DETAILS
!41 SEE FOUNDATION DETAILS 4)
GYPSUM BOARD CEILING --"-----SEE FOUNDATION DETAILS -0 (1 of 2)
2x4 DRYWALL BACKING INSTALLED
SHEET:
CONTINUOUS Y BETWEEN BRACES
GONI BRACING K-AI SECTION - TYPICAL EXTERIOR ONE STORY WALL SECTION - TYPICAL EXTERIOR TWO STORY WALL LO
I/`IIIm SECTION - PLATFORM FRAMED GABLE END N SECTION - GABLE END WALL DIA T_
C)
�-2 ��-2 �-2
INSTALL DSP CLIP @ 32-O.C.
MSTA24 STRAP LOOPED OVER
MAXIMUM SPACING (U.O.N.) u
DOUBLE PLATE NAILED WITH
00
(6 10d x 1 Y2"NAILS INTO EACH LO
INSTALL MSTA24 STRAP LOOPED OVER c1q
SIDE OF STUD
PPLE 0 m
12"MAX. Ep
a) __j CD
END VERTICAL BRACING REQUIREMENTS DOUBLE PLATE F�= x 1 j/2"NAILS.
EACH SIDE WITH(6)0.131' U- a
LIS
BRITTLE FINISH FLEXIBLE FINISH EXTERIOR BEAM(AS NOTED)
rn
DOUBLE PLATE E
z: CID
WALL STUDS
BRACING 16"O.C. 24"O.C. 16"O.C. 24"O.C. 0
NOTCH BEAM AS REQUIRED TO n
0
FIT BENEATH DOUBLE PLATE STRAP CRIPPLE TO HEADER WITH 'V5
.Dn 0 CD
NONE REQUIRED 0"TO 53" 0"TO 47" 0"TO 67" 0"TO 59" LSTA1 8 STRAP F
BEAM BEARS ON(2)2x JACKS
a)
(TYPICAL-U.O.N.) cli
2x4 L-BRACE 54"TO 114" 48"TO 99" 68"TO 146' 60"TO 126" c:>
LTT20(U.O.N.) cu
E
CONDITION: 1 Lu
2x6 L-BRACE 115"TO 182" 100"TO 158" 146"TO 232 127"TO 201" I Lu
SILL PLATE CIO
co
(NOTCHED BEAM)
,.D cn
cm cn 14:
X c::i
(D C-0
CN
RATED ROOF SHEATHING IL
u-
2x L-BRACE NAILED TO
I ------------------- ------
VERTICAL WEB
WITH 0.131"x 3"NAILS @ 6"O.C.
NAIL SHEATHING TO DOUBLE PLATE WITH r 00
THREADED ROD ASSEMBLY THREADED ROD ASSEMBLY 0c)
3: U) 4 1
(2)ROWS OF 0.131"x 2 Y2"NAI LS @ 6"O.C. m C:)
VERTICAL WEB IN GABLE END _L11 m
NAIL SHEATHING ALONG BOTTOM OF NOTE: NOTE: ca _j I
ui TRUSS am 0 L
X H, HEADER @ 3"O.C. THREADED ROD ASSEMBLY THREADED ROD ASSEMBLY
2x LOOKOUTS AT 48"O.C. NOT REQUIRED AT GARAGE NOT REQUIRED AT GARAGE 00
INSTALL DSP CLIPS @ 24"O.C.OR &_
DOOR OPENINGS. DOOR OPENINGS.
SPH_@ 32"O.C. ca
u.j
>
EXTERIOR BEAM(AS NOTED)
16"OR 24"0. a)
z (2)MSTAM24 STRAPS FASTENED TO c
Lu SPACING(SEE TABLE DOUBLE PLATE .2)
I I cn
IT Ill STUDS AND FACE OF FOUNDATION CIO
BEAM INSTALLED BENEATH DOUBLE PLATE cu
CD
SILL PLATE
BEAM BEARS ON(2)2x JACKS FLORIDA C.A. NUMBER:25846
NOTE: (TYPICAL-U.O.N.) ANCHOR BOLT AS REQUIRED ANCHOR BOLT AS REQUIRED
WHERE TRUSS CONTAINS DIAGONALS, INCREASE L-BRACE
D
CONDITION: 2 #* s1w
REQUIREMENTS BY ONE NOMINAL STUD SIZE AND MATCH ca
0
O'�
OVER DIAGONALS. (DROPPED BEAM) FLUSH HEADER CONDITION DROPPED HEADER CONDITION Ni r,
ALTERNATE
>
0.56791
cn
cc
Az
K—P DETAIL - TYPICAL VERTICAL BRACING AT GABLE END DETAIL - UPLIFT ANCHORAGE WITHOUT THREADED ROD rR DETAIL - EXTERIOR BEAM TO WALL CONNECTION K*'s DETAIL - DOUBLE PLATE STRAPPING OVER WIDE OPENINGS E OF J'
t-ro a
E
1\�-3 THIS DETAIL ONLY APPLIES WHEN SPECIFICALLY REFERENCED -�3 THIS DETAIL ONLY APPLIES WHEN SPECIFICALLY REFERENCED
OF
0
ALTERNATE ANCHOR: cc 06-02-16
Y2-x 6'TITEN HD UPLIFT CONNECTOR(AS NOTED) NAIL EACH END OF BLOCKING TO E FLOYD S.SIMPSON,PE
(MECHANICALLY GALVANIZED) -TRUSS(AS NOTED) BOTTOM CHORDS WITH(3)0.131"x 3 FL PE No.50791
EXTERIOR'BEAM 2x4 SPF BLOCKING-NAIL WITH(2) INSTALL 2x4 BLOCKING BETWEEN cu OMMENTS:
(AS NOTED) WITH 2"xY8 WASHER 0.131"x 3)/4"NAILS AT EACH END
ROOF SHEATHING R�_2x4 SPF NAILER-NAIL TO TOP PLATE TRUSS BOTTOM CHORDS @ 12"O.C. _0
(D
(END NAIL OR TOENAIL)
H6 CLIP FROM WITH
cc
POST TO BEAM 0.131"x 3 X"NAI LS @ 6-O.C.
ROOF TRUSS(BY OTHERS)WITH 0
LAP BEAM PLIES AND BOTTOM CHORD OF TRUSS
"_____11,�BRACE(IF REQUIRED) 0
NAIL AS SHOWN-(5) NAIL EACH BLOCK TO DOUBLE PLATE _0
a)
TO REPLACE(1)ROW OF LATERAL 0.131"x 3)/4'N AILS PER PLY WITH(3)0.131-x 3 NAILS cm
0
PT POST(AS NOTED)
BRACING INSTALL 2x4 No.2 SYP T-BRACE
PT POST(AS NOTED)
i NAILED TO EACH PLY OF TRUSS WEB AT NAIL PORCH SHEATHING AS NOTED -0
ABU POST BASE TRUSS BOTTOM CHORD DOUBLE PLATE 0
> 6"O.C.WITH 0.131"x 3"NAILS H6 CLIP FROM POST 4-
I (AS NOTED)
< TO BEAM 0
TO REPLACE(2)ROWS OF LATERAL MINIMUM X16"RATED SHEATHING,
i I i EXTERIOR FRAMED WALL NAIL PORCH SHEATHING AS NOTED
BRACING INSTALL 2x6 No.2 SYP T-BRACE EXTERIOR BEAM Y8'THREADED ROD EXPOSURE I FASTEN AS NOTED 5D
0 WITH NUT SET IN cu
NAILED TO EACH PLY OF TRUSS WEB (AS NOTED) ON WALL LAYOUT(BLOCK ALL cl)
cm
ADHESIVE EDGES)
---------- C)
------- - ---------------- WITH 0.131"x 3"NAILS @6"O.C. PLAN VIEW AT TOP OF POST EXTERIOR FRAMED WALL
(7-EMBEDMENT)
rp A.
ca
\4
.4 cu
4
I I < 4
cm
NOTE:
T-BRACING TO BE USED WHEN a)
CONTINUOUS LATERAL BRACING IS ci�
cu
IMPRACTICAL. SIDE VIEW AT BASE OF POST -a)
.2
Q)
cn
(1)
V X c-
SECTION TYPICAL T-BRACE DETAIL- TYPICAL CONNECTIONS AT EXTERIOR POST SECTION EXTERIOR WALLPARALLEL TO TRUSS rw SECTION - EXTERIOR WALL PERPENDICULAR TO TRUSS SECTION - INTERIOR SHEARWALL PARALLEL TO TRUSS
rT -�3 SD-3 1,.,�-3 SD-3 THIS SECTION ONLY APPLIES WHEN SPECIFICALLY REFERENCED c/i
�-3
NAIL SCAB TO TOP CHORD WITH
INSTALL SPH_CLIPS AT 32"O.C.AT DOUBLE PLATE (4)0.131'x 3Y4"NAILS ca
cli
ADD 2x4 VERTICAL SCAB IN EACH cu
ALTERNATE:MSTA24 STRAP LOOPED OVER
LAST TRUSS IN ROW REQUIRING BRACING
TRUSS IF NO WEB IS PRESENT
2x—SPF#2 SOLE PLATE(U.O.N.)NAIL TO BAND DOUBLE PLATE NAILED WITH(6)10d x 1 Y2"NAILS
NAIL DIAGONAL BRACE TO BLOCKING .2 INTO EACH SIDE OF STUD
BOARD WITH 0.131"x 3 Y4'NAILS @ 6-O.C. 5 (3)0.131"x3Y4" NAILSTYPICALAT
WITH(3)NAILS EACH TRUSS
UPPER LEVEL STUD E2
2x4 BLOCKING-TOENAIL OR ENDNAIL BAND BOARD 2x4 X-BRACE ACROSS LENGTH OF
EACH END TO ADJACENT TRUSS WITH RATED ROOF SHEATHING CS16 STRAP(CUT TO LENGTH)FROM UPPER SHEARWALL cn
a)
(3)NAILS STUD TO HEADER BELOW @ 32"O.C.(U.O.N.).
NAIL INTO UPPER STUD WITH(11)10d AND NAIL NAIL SCAB TO PLATE WITH(3) 0
INTO HEADER WITH(11)10d NAIL cn
_��0.131'0%"TOENAILS
x .2)
NAIL DIAGONAL BRACE TO INTERMEDIATE BEGIN NAILING 1"MINIMUM ABOVE SOLE PLATE 2x4 BLOCKING BETWEEN TRUSSES
0_ >
WEBS WITH(2)NAILS TOENAILED TO DOUBLE PLATE WITH 0
OPEN WEB TRUSS NAILING NOT REQUIRED BETWEEN UPPER SOLE 0 0
PLATE AND LOWER DOUBLE PLATE. 0.131"x 3 X"NAILS @ 4"O.C. a)
i 2x4 SPF No.2 DIAGONAL BRACE
TRUSS(AS NOTED)
(TYPICAL AT EACH END OF
HEATHING CONTINUOUS FROM BAND BOARD FLOOR SYSTEM(AS NOTED)
CONTINUOUS LATERAL BRACING) cu
TO UPPER PLY OF DOUBLE PLATE. FASTEN WITH cn C46
DOUBLE PLATE
NAIL DIAGONAL BRACE TO TRUSS EDGE NAILING REQUIREMENTS OR UPPER WALL BEGIN NAILING 1"MINIMUM BELOW DOUBLE PLATE
WEB WITH(3)NAILS
TOENAIL TRUSS TO PLATE WITH MINIMUM X16-RATED SHEATHING, LLJ
DOUBLE PLATE EXPOSURE I FASTEN AS NOTED 0
(2)0.131 x 3 X"NAILS ON WALL LAYOUT(BLOCK ALL EDGES)
cc 0 uj
DOUBLE PLATE(U.O.N.) LOWER LEVEL HEADER(AS NOTED)
0
E
E ui
SECTION - TYPICAL OPEN WEB FLOOR TRUSS 0
rZ 0
1\�-3
CONTINUOUS LATERAL BRACE(QUANTITY
cn >
AND LOCATION DEFINED BY TRUSS SHOP
DRAWING.) a) > LL1
CIO Q
'---NAIL CONTINUOUS LATERAL BRACE TO a) 0
ul)
EACH TRUSS WEB WITH(2)NAILS �BB DETAIL - CONNECTION OF UPPER LEVEL STUD TO HEADER BELOW /`C�c SECTION - INTERIOR SHEARWALL PERPENDICULAR TO TRUSS Lu
a)
a) co
THIS DETAIL ONLY APPLIES WHEN SPECIFICALLY REFERENCED �-3 THIS SECTION ONLY APPLIES WHEN SPECIFICALLY REFERENCED
DOUBLE PLATE
----ROOF TRUSSES(BY OTHERS) Lu
Lu
z
NUT WITH 2"x 2"X WASHER LLI
NOTE: 0
ALTERNATE:SIMPSON LBPSY2 SLOTTED __j
ATTACH DOUBLE PLATE TO STUD PER
WASHER WITH 1"WASHER.
DETAIL"138"ON SD-3
JOB NUMBER: —tCOUNTY:
(3)TRUSSES MINIMUM UPPER LEVEL STUD 16-0626 DUVAL
ui
FOR CONTINUOUS LATERAL BRACE CS 16 STRAP(CUT TO LENGTH)FROM UPPER 2)
STUD TO BEAM BELOW @ 32"O.C.(U.O.N.). a) 1/4" =V-0"(U.O.N.)
3 cn
Y8"O THREADED ROD NAIL INTO UPPER STUD WITH(11)10d AND NAIL DO NOT SCALE THIS DRAWING
INTO BEAM WITH(11)10d NAILS. ELFASE DATE:
NOTES: 06-02-16
SIMPSON%"0 x 6"TITEN HD OR —BEGIN NAILING 1"MINIMUM ABOVE SOLE PLATE EVISIONS:
Y8"THREADED ROD SET IN ADHESIVE SIMPSON Y8"0 x 6 3/4"TITEN HD
1) CONTINUOUS LATERAL BRACES SHALL BE 2x4 No.3 SYP OR 2x4 No.2 SPF OR BETTER(U.O.N.) ROD COUPLER WITH 1"CUT WASHER BEGIN NAILING 1"MINIMUM BELOW TOP OF BEAM
WITH MINIMUM 4"EMBEDMENT OR Y8"THREADED ROD SET IN ADHESIVE
WITH 11"WASHER a) DRAWN BY:
2) ALL NAILS SHOWN SHALL BE 0.131"x 3"NAILS(U.O.N.) WITH MINIMUM 5"EMBEDMENT CD CMF
s CHECKED BY:
WITH 1 CUT WASHER 0) 1
BEAM(AS NOTED) SS
LLJ
TITLE:
21
4: a) SECTIONS AND DETAILS
A (2o12)
A H OFFICE COPY -D
�A A IL 11
-r HEET:
LO
D t****F F rG G
K—y N� DETAIL - TYPICAL LATERAL TRUSS BRACING to"DD ETAIL ANCHOR BOLT C ETAIL THREADED ROD ASSEMBLY DETAIL CONNECTION OF UPPER LEVEL STUD TO SUPPORTING BEAM C�
'*,.�-3 THIS DETAIL ONLY APPLIES WHEN SPECIFICALLY REFERENCED It- IN
,�-3 @
HULSBERG
ENGINEERING
Residential and Commercial Structural Engineers
November 21,2016
Elite Custom Homes and Renovations, Inc.
2304 Peach Drive
Jacksonville,Florida 32246
Re: Manlov�Heller Residence
1695 Selva Marina Drive
To Whom It May Concern: OFFICE COPY
For the subject project,the following comments apply:
• Sheet S-3 indicates mulled windows in the Guest 1, Guest 2, Kitchen, and Drop Hallway
exterior walls. These windows were actually constructed without the center mulls. This
change in construction is acceptable as the headers were originally designed assuming no
mulls would be present.
• The short return walls in the Library window seat area were removed. The additional
length for the specified 2-2xl 0 header above is well within the design capacity.
• The side lights were removed from the Guest I mar door to create a larger door opening.
The additional length for the specified 2-2xlO header above is well within the design
capacity.
If you have my further questions,please ficel free to contact my office.
REVIEWED FOR CODE COMPLIANCE
Sincerely, CITY OF ATLANTIC BEACH
Digitally signed by Floyd Simpson SEE PERMITS FOR ADDITIONAL
Date:2016.11.2109:36.49-05'00' REQUIREMENTS AND CONDITIONS
Floyd S. Simpson,P.E. REVIEWED BY: DATE:
FL PE 50791 0
FloydS.sio,,000,swe `Ffodd� ,fwWool ,gio�.�No.50791
M,,em hel�oonlo,,Iysjg�ood�okd by F7QdS.Sj�m,P.E.ooN��r2l,2016wo,a Dipud&,,oa�.
NMIM,fd,o &�dggodoo, Wood b� r0laooa1�kV-11-11��
11481 Old St.Augustine Rd.,Sun,m,iwmonviiie,Florida 32258
Phone(904)886-2401,Fia,(904)2604367,FL CA No. 25846