1973 COLINA CT - ADDITION STRU. DWGS DESIGN SPECIFICATIONS: GENERAL NOTES:
8. All concrete slabs on grade shall be the thickness as indicated on the drawings over ULSBERG
Project has been designed in accordance with the 5th Edition(2014) Florida Buildin 1. The scope of these plans is limited to the structural requirements of this project. minimum 6 mil.polyethylene(visqueen)vapor barrier.Slabs shall be reinforced with
Code,Residential,and the Florida Building Code,Existing Building(as applicable). Architectural,civil(site),electrical,mechanical(plumbing and HVAC),waterproofing, 6x6 W1.41.4 WWF lapped 8"at edges and ends in conformance with ASTM-A 185, HENGINEERING, INC.
and flashing requirements are not addressed in these plans. or fibermesh reinforcement shall be used with a minimum fiber length of "to 2" 11481 OLD ST.AUGUSTINE RD.,SUITE 202
DESIGN CRITERIA: 2 JACKSONVILLE,FL.32258
complying with ASTM C 1116. The dosage amount shall be 0.75 to 1.5 pounds per
2. It is the intent of the Engineer of Record(Engineer)that this work be performed in
cubic yard in accordance with manufacturer's recommendations. P:904.886.2401 F:904.260.4367
jhulseng@Wlsouth.net
Wind Design Method ASCE 7-10 conformance with all requirements of the authorities having jurisdiction over this type LZ
Basic Wind Speed: 130 mph of construction and occupancy. .21
- FLORIDA C.A.NUMBER:25846
9. Slabs on grade shall bear on structural fill which shall be clean sand free of debris and
Building Risk Category: 11
other deleterious material.Structural fill shall be compacted to a density of at least
Wind Exposure: B(Enclosed Structure) 3. The contractor is responsible for the means and methods of construction. It is the
Building Classification: Residential contractor's sole responsibility to determine the procedure,sequence,and temporary 95%of the Modified Proctor Maximum Dry Density(ASTM D1557).Fill shall be treated
with termite poison before slab is placed.
Building Type: Type V Construction bracing as to insure the safety of the building and its component parts during
A,
Wind-Borne Debris: NOT located in the wind-borne debris region construction. S
10. Footings may bear upon undisturbed soil or upon structural fill. Structural fill shall be
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 GE 0,
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.
determination of grade elevations,drainage features,and special requirements
11. The following minimum concrete cover shall be provided for reinforcement: No.�-50791
associated with FEMA flood hazard and/or DEP zones. 5. The contractor shall supply,locate,and build into the work all inserts,anchors,angles, 1/1
3" Concrete cast against and permanently exposed to earth -./
plates,openings,sleeves,hangers,slab depressions,or other components as may be Or
2" Concrete exposed to earth or weather
DESIGN DEAD LOADS: required to attach and accommodate other work.
1 "o,* /, TA
1 '/2"Concrete not exposed to earth or weather T�_,IQF
D S.41
Floors: 6. All details and sections shown on the structural drawings are intended to be Fsov',*W�
12
typical
All continuous reinforcing steel in concrete shall be lap-spliced with the following
The design floor dead load of 12 psf assumes a floor system utilizing wood decking o and shall be construed to apply to any similar situation elsewhere in the work except Z 05040$lb �Na%-"r-
minimum lengths:
wood subflooring over wood truss,wood 1-joist,or solid sawn lumber framing. The flow where indicated otherwise. ,1114444
#4 bars: 21"minimum 2 1, IONA%,tk%0',
covering is assumed to be carpet,vinyl,wood or ceramic tile. The Engineer shall be 2, 4444,111!loll Ill""
#5 bars: 26"minimum Z
notified if the floor coverings differ from the noted assumptions 7. Refer to the structural drawings for all structural details and sections. The contractor
#6 bars: 32"minimum
shall contact the Engineer for clarification in cases of conflict between the structural
Roofs: drawings and any drawings prepared by others prior to commencing work.
Metal or Shingle: 10 psf(Rafters)7 psf(Wood Truss) 13. Reinforcement in footings shall be bent around corners or corner bars shall be used.
Concrete or Clay Tile: 15 psf 8. It is the owner's and/or contractor's responsibility to obtain a soils exploration report.
14. The contractor shall provide spacers,chairs,bolsters,etc.,necessary to support
Refer to Architectural Plans for Roof Covering System The design of the project structure assumes an allowable soil bearing capacity of
reinforcing steel.Support items which bear on exposed concrete surfaces shall have
2000 psf. The Engineer shall be notified if soil conditions encountered differ from the
ends which are plastic tipped or stainless steel.
DESIGN LIVE LOADS: noted assumptions. All requirements for site preparation and soil compaction
specified in the soils report shall be followed unless more stringent requirements are
MASONRY:
Floors: specified in these plans.
Exterior Balconies: 40 psf
General:
Exterior Decks: 40 psf CONCRETE:
Stairs: 40 psf(or 300 lb point load)
1. All masonry work shall be in accordance with"Building Code Requirements for
Garages: 50 psf(or 2000 lb point load) 1. All concrete work shall be in accordance with"Building Code Requirements for
Masonry Structures,"ACI 530-11,and Specifications for Masonry Structures,"ACI
All Other Areas: 40 psf Structural Concrete,"ACI 318-11,and"Specification for Structural Concrete,"ACI 301.
530.1-11
Attics: 2. All concrete shall have the following minimum compressive strength at 28 days:
2. Grout shall conform to ASTM C476 with minimum 28 day compressive strength of
Without Storage: 10 psf Slabs on grade,footings,and misc.concrete: fc=2500psi
2000 psi per ASTM C1 019.Grout shall be mixed to provide a slump between 8"to 11
With Limited Storage: 20 psf Structural slabs,walls,beams and columns: fc=3000psi
With Storage: 30 psf(fixed stair access) Designated radon zones only-all concrete: fc=3000psi
3. Mortar shall conform to ASTM C270 and be Type M or S. Type N mortar may be used
in brick veneer. &
Roofs: 3. Cement shall conform to"Specification for Portland Cement"(ASTM C150)
Less than 4:12 slope: 20 psf
4. The contractor shall be responsible for the design and installation of all flashing.
4:12 slope or greater: 16 psf 4. Aggregate shall conform to"Specification for Concrete Aggregates"(ASTM C33)
CLIENT:
Concrete Masonry(CMU):
KEVIN MULLICAN
DEFLECTION CRITERIA: 5. Water shall be clean and free of injurious amounts of oil,acids,alkalis,salts,organic
material or other substances that are deleterious to concrete or steel reinforcement. 1. Concrete masonry units(CMU)shall be ASTM C90-1 1 B,Hollow Load-Bearing
Walls: :� PROJECT:
Wind loads with plaster or stucco finish: U360 6. Reinforcing steel shall be ASTM A615 Grade 40 unless otherwise noted on the Concrete Masonry Units,normal weight,with a minimum compressive strength of PEREZ ADDITION
1900 psi(f m=1 500 psi).
Wind loads with other brittle finishes: L/240 structural drawings.All reinforcing details shall conform to"Details and Detailing of
1973 COLINA COURT
Wind loads with flexible finishes: L/1 20 or L/1 80* Concrete Reinforcement,"ACI 315,unless detailed otherwise on the structural
L/1 80 for exterior walls with interior gypsum board finish. drawings. 2. All continuous reinforcing steel in masonry shall be I lap-spliced with the following �JOB NUMBER: COUNTY:
minimum lengths: DUVAL
Floors: #4 bars: 20"minimum SCALE: Y811 =11-011(U.O.N.)
Live Load: L/480* 7. Tolerances for foundation and slab alignment as well as placement of reinforcement
#5 bars: 25"minimum 10
Total Load: shall be in accordance with"Standard Tolerances for Concrete Construction and FILE COPY E DO NOT SCALE THIS DRAWING
U240* #6 bars: 30"minimum E
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. RELEASE DATE:
3. Grout all cells containing vertical reinforcement in 5'-0"maximum lifts. 07-14-15
Roofs: REVISIONS:
Live Load: L/240
4. Provide cleanouts per ACI 530.1-11 in the bottom course of masonry when the wall
Total Load: U1 80 hei
F`01060 CODE COMPUANCE DRAWN BY:
DJMLU
a
5. Beam reinfC"GF1AJJAtfMEr V"joints.
.A :20 CHECKED BY:
I FSS
SEE PERNUS FOR ADDMONAL
6
WIREMENTSAMICINDMOM TITLE:GENERAL NOTES
SHEET I of 2
REVIBM Wk. DAT&a:1 1.1 21 SHEET:
S-1
Clay Masonry(Brick): 13. Fasten plies of 1 %"wide engineered lumber as follows: WINDOW,DOOR AND SOFFIT PRESSURES: ULSBERG
2-ply beams with(3)rows of 0.131"x3 nails @ 12"o.c. pressures indicated below and shall be installed in accordance with the manufacturer's 'HENGINEERING, INC.
1. Brick shall conform to ASTM C62,C216,or C652 for Building Brick,Faing Brick,and 3-ply beams with(3)rows of 0.131"x31 nails @ 8"o,c.(each side) 1. All window,door and soffit assemblies shall be designed to withstand the design
Hollow Brick,respectively. Grade SW shall be used. 4-ply beams with(2)rows of Simpson 6%"long SDW screws @ 12"o.c. requirements. 11481 OLD ST.AUGUSTINE RD.,SUITE#202
JACKSONVILLE,FL.32258
2. Brick veneer shall be anchored with approved ties spaced no more thar 1 16"o.c. STRUCTURAL STEEL:
P:904,886.2401 F:904.260.4367
vertical and 16"o.c.horizontal. Additional ties shall be provided aroun( all wall jhulseng@bellsouth.net
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 FLORIDA C.A.N#BER:25846
o.c.and placed within 12"of the openings. Erection of Structural Steel for Buildings(latest editions).
0
E
a.Welded connections: AWS D1.1 7��
3. Strand wire veneer ties shall not be less in thickness than No.9 gage V%ire and shall b.Structural steel shapes,plates: ASTM A36
have a hook embedded in the mortar joint. Sheet metal ties shall not bin.,less than No. c.Structural steel pipe: ASTM A53 or A501 WIND PRESSURES ON WINDOWS, DOORS &
22 gage by 7/8"corrugated and fastened with 1 %"galvanized roofing nails. d.Structural steel tubing: ASTM A500
SOFFITS (psf)
Adjustable or strand wire veneer ties shall be used at CMU walls.
2. All structural steel connections and fabrications shall comply with AISC specifications.
4. Unless otherwise noted on the plans,a steel angle L4x4xl/4 shall be used for 9 A
AREA OF OPENING EDGE STRIP(5) INTERIOR ZONE (4) #.
supporting brick veneer over openings. This angle will not be required 'or arched 3. Steel shop drawings shall be provided to the Engineer for approval prior to fabrication.
Pos Neg Pos Neg
windows where brick is self-supporting. If the length of the opening exceeds 6-0"then
9
No.5 7
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
0 to 20 sf 18.3 -24.5 18.3 -119.8
o.c.or Simpson Y4"x 3"SDS screws @ 12"o.c. shall not be used. 1911
20.1 to 50 sf 17.5 -22.8 17.5 07-14-15.-
N,Pf
WOOD FRAMING: 5. Bolts shall be installed to the"snug-tight"condition-u.o.n. 50.1 to 100 sf 16.4 -20.6 16.4 -18.0 $TA-MO
MESN'oMptog
100.1 to 200 sf 15.5 -19.1 15.5 -17.1 0 - "I "M-
dw]
1. All wood framing has been designed in accordance with"National Desi]n Specification 6. All structural steel shall be shop-painted with SSPC Paint 15(red oxide)primer. Prior 200.1 to 500 sf 14.7 -17.4 14.7 -16.3
(NDS)for Wood Construction,"2005 edition. to painting,steelwork shall be cleaned per SSPC SP-6"Commercial Blast Cleaning". Soffit Design Pressure i 18.3j -24.51 18.31 -19.8 **40 1,F 0
Base Design Pressure 15.50 GCpi ±0.18
2. Southern Yellow Pine member design incorporates design values for al sizes and 7. SSPC Paint 36(polyurethane)shall be applied as the final coat to all structural steel 22-
grades of visually graded Southern Yellow Pine dimension lumber per 'Supplement surfaces exposed and visible to the exterior of the structure.
No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber,' published by
the Southern Pine Inspection Bureau(SPIB). 8. Field touch-up after installation where required to restore final finish.
3. All wood members exposed to weather or in contact with masonry,con,-rete or soil HARDWARE AND ANCHORS:
shall be treated with an appropriate preservative suitable for the exposure conditions.
TYPICAL EDGE STRIP(5)
1. All framing anchors and connectors shall be manufactured by Simpson Strong-Tie, a=5.0'
4. If ACQ treatment is used on any wood member,then all nailing shall require United Steel Products(USP), or Engineer approved equal.
hot-dipped galvanized nails meeting ASTM A153,Class C,or ASTM B695,Class 50. TYPICAL INTERIOR ZONE(4)
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
F 1554,Grade 36.
5. Prefabricated wood trusses shall comply with NDS and"National Desig i Standard for
Metal Plate Connected Wood Truss Construction(TPI 1-07)." 3. All metal connectors and hardware which are exposed to the exterior or in contact
with ACQ pressure treated lumber shall be Type 316 stainless steel or galvanized per
6. All trusses shall be designed by the Truss Manufacturer's registered Er gineer. ASTM Al 53,Class C,or ASTM B695,Class 50.
7. The Truss Manufacturer shall submit shop drawings and desi FE
gn notes vith a 4. Anchor adhesives shall be either SET-XP or AT-XP by Simpson Strong-Tie(with
registered Engineer's seal for approval.Design notes shall include the tated load Florida Product Approval)and installed according to the manufacturer's instructions.
capacity of the truss to truss connectors,and the manufacturer's license to fabricate Holes shall be cleaned of all debris and brushed out prior to installation of anchor
trusses utilizing the connector system proposed.The contractor shall approve adhesive.
fabrication and installation drawings showing size,shape and layout.
ROOF COVERING:
8. Jobsite handling and erection,including temporary bracing,during inste llation of CLIENT:
trusses shall comply with TPI/WTCA BCSI 1. 1. The contractor shall be responsible for the design and installation of the roof covering KEVIN MULLICAN
system. Z
9. All prefabricated wood trusses subjected to uplift conditions shall be se urely fastened :9 PROJECT:
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 PEREZ ADDITION
Connection Schedule. manufacturer's requirements.
0 1973 COLINA COURT
10. All gable ends shall be balloon framed or braced in accordance with th( applicable 3. Clay and tile roofs shall be installed per the"Concrete and Clay Roof Tile Installation JOB NUMBER: UNTY:
I�065070 DUVAL
detail as shown in the structural drawings. Manual,"and the manufacturer's requirements. SCALE:
1 1-01'(U.O.N.)
0
11. Guardrails,handrails,and guard in-fill components(Balusters and Pan(I Fillers)shall 4. Standing seam metal roofs shall comply with ASTM El 514 and be installed according PROJECT SCOPE OF WORK IS CLASSIFIED PER EXISTING BUILDING E
E DO NOT SCALE THIS DRAWING
CODE AS BOTH "ADDITION"AND"ALTERATION LEVEL(2)". 8
be provided by others. to the manufacturer's requirements. 42
RELEASE DATE:
07-14-15
12. Engineered lumber(LVL,Parallam or LSL)shall meet the following min mum material 5. The contractor shall be responsible for the design and installation of all metal flashing REVISIONS:
specifications: and valley material.
LVL or Parallam LSL
E=2,000,000 psi E=1,550,000 psi
DRAWN BY:
Fb=2,600 psi Fb=2,325 psi Dim
Fc=750 psi Fc=900 psi CHECKED BY:
Fv=285 psi Fv=310 psi FSS
TITLE:
GENERAL NOTES
SHEET 2 of 2
LU
SHEET:
S-2
HULSBERG
ENGINEERING, INC.
11481 OLD ST.AUGUSTINE RD.,SUITE 202
JACKSONVILLE,FL.32258
P:904.886.2401 F:904.260.4367
jhulseng@bellsouth.net
FLORIDA C.A.NUMBER:25846
............
S.
A6 SOLID GROUTED CMU P[tR* Alo
151-211
ON 24"x 32"x 12"PAD FOOTING
09
D
WITH(2)#5 EACH WAY AN
V
91 "H00%
-1 Oil (1)#5 VERTICAL WITH 6
71-71' 71-711
INTO FOOTING(TYPICAL) op
.2111?/0 A
---�3)2x12 TREATED— 5
ft".41,0101 IMPSON,PE
L PE No.50791
COMMENT
L _j
0
T ATE 2x10 LOO
cn
C%4
0 JOISTS @ 16"O.C.
x C)
CN
(TAPER UP TO 2"FOR
C? x
C14
ZN C*4 DRAINAGE-MIN 7
4
DEPTH REQUIRED)
;<
ui w
Lu
2A 2 TREATED LEDGER ATTACHED TO STEMWALL f
8
WITH �'x 5"GALVANIZED TITEPI HD ANCHORS
@ 16"O.C.STAGGERED
INSTALL(2)#5 DOWELS EMBEDDED INTO ADH=_SIVE(4"MINIMUM) CLIENT:
AT EXISTING FOOTING.DOWELS WILL BE EMBEDDED INTO KEVIN MULLICAN
NEW POURED CONCRETE FOOTING(12"MINIMUM).TYPICAL-U.O.N. 5'-0"
PROJECT:
PEREZ ADDITION
1973 COLINA COURT
4"CONCRETE SLAB WITH
JOB NUMBER: COLIN
6x6 W1.4x1.4 WWF OR 15-0650 TY DUVAL
FIBERMESH OVER 6 MIL SCALE: 1/4" =l'-O"(U.O.N.)
VAPOR BARRIER COVERING
CLEAN,COMPACT,TREATED FILL. DO NOT SCALE THIS DRAWING,
INSTALL#5 DOWELS EMBEDDED INTO ADHESIVE(4-MINIMUM)@ 48"O.C. RELEASE DATE:
ALONG PERIMETER OF EXISTING FOUNDA" ION. DOWELS WILL 07-14-15
BE EMBEDDED INTO NEW POURED CONCRETE SLAB(12"MINIMUM).TYPICAL-U.O.N. REVISIONS:
08-13-15
DRAWN BY:
DJM
CHECKED BY:
75
FSS
12 TITLE:
FOUNDATION PLAN
CONTRACTOR SHALL VERIFY ALL DIMENSIONS -&
USING FINAL APPROVED FLOOR PLAN PRIOR ul
SHEET:
FOUNDATION PLAN TO CONSTRUCTION.
S-3
'A ULSBERG
FASTEN FLATWISE 2x6 U) NOTE: HENGINEERING, EI;C.
EACH EXTERIOR POST SHALL BE TREATED 11481 OLD ST.AUGUSTINE RD.,SUITE#202
WITH 0.131"x 3"NAILS JACKSONVILLE,FL.32258
44 POST ON ABU44-Z POST BASE.STRAP
@ 6-O.C.STAGGERED
P:904.886.2401 F:904.260.4367
(TYPICAL) POST TO EACH BEAM ABOVE WITH(1)H6-Z CLIP jhulseng@bellsouth.net
(3)2xl2B X BEAM
...... ...... OR(1)MSTA24-Z.
FT
# e% NUMBER:25846
TYPICAL ALL POSTS-(U.O.N.) -11,
...... 10"
SEE DETAIL"F"ON SHEET SD-7
..***GE
_���(3)2x12 WITH FLATWISE v5 0
2x6 TOP AND B070M (2)2x4 BUILT-UP
--FASTEN F SE 2x6
WITH 0.1 31:3�114AILS >
BOX BEAM�
"77 4
POST(MIN.)AT No.5 791
RIDGE TO BEAM
SECTION-REAR PORCH BEAM a
m
7��E OF
S. 0
0111 00�
NOTE:
%;44 -446OR I
(2)12' THIS OPEN PORCH CEILING REQUIRES A *4 P/o/v
4
AL
cil MINIMUM Y8"SHEATHING.FASTEN WITH 6d -13-15
2 J 2 K
COM OR BOX NAILS AT 6"O.C.ON EDGES FL D S.SIMPSON,PE
AND 12"O.C.IN THE FIELD. .,/FL PE No.50791
f COMMENTS:
A
2-
E (2)2x10 HE
SD-7
ALTERNATE:
113 HUC410 HANGER
INTO SOLID STUDS
/(2)2x4 BUILT-UP
ASSUMED EXISTING BEAM LOCATIONS. POST(MIN.)AT SHEARWALL LEGEND:
CONTRACTOR TO EXPO 3E EXISTING RIDGE
NON-BEARING WALL
BEAM/FLOOR SYSTEM AND IDENTIFY
TYPEANDSIZE. ENGINEERSHALL
DETERMINE CAPACITY AND POTENTIAL BEARING WALL
MODIFICATIONS. A*
SW-6
NOTE'
SHEARWALLS FASTENED WITH
POST TO BE REMOVED. ENGINEER TO DETERMINE
S @
'x 2 Y-)NAIL
EXISTING BEAM MODIFICATIONS AFTER CONTRACTOR 8d COM(0.131 2
HAS EXPOSED EXISTING FLOOR SYSTEM AND IDENTIFIEIJI 6"O.C.ON EDGES AND 12"O.C.
TYPE SIZE AND ORIENTATION OF EXISTING BEAMS. ON INTERMEDIATE SUPPORTS.
SW-3
SHEARWALLS FASTENED WITH
8d COM(0.131"x 2!Y2')NAILS @ is
3"O.C.ON EDGES AND 12"O.C..
(2)2X12 BEAM
Lu ON INTERMEDIATE SUPPORTS. CLIENT:
KEVIN MUILLICAN
w
11111, SHEATH BOTH SIDES OF WALL
in <
0
w AT INDICATED SHEARWALL :9 PROJECT:
(D co
< L WALL FRAMING NOTES: PEREZ ADDITION
112 pz: oc 1)NEW EXTERIOR WALLS SHALL BE
m NOTE:ALL EXTERIOR WALLS SHALL BE "SW-6-U.O.N. 1973 COLINA COURT
U, c)
5<- uj
Lu W
0 CONSTRUCTED WITH2x4SPF N0.2 STUDS
1 0 w s JOB NUMBER: COUNTY:
111--i Lu @ 16"O.C.FOR PLATE HEIGHTS UP TO 8--1 X8'-U.O.N. 15-0650 DUVAL
WOOD FRAMED HEADER LEGEND:
< SCALE:
Lu 1/4" =V-0"(U.O.N.)
2)NEW INTERIOR BEARING WALLS SHALL SIZE
OF HEADER DO NOT SCALE THIS DRAWlNG
BE CONSTRUCTED WITH2x4SPF No.2 STUDS
RELEASE DATE:
@ 116"O.C.FOR PLATE HEIGHTS UP TO 8--1 X8' U.O.N. (2)2x HEAD 07-14-15
Hill i K REVISIONS:
Hill 3)THE FIRST FLOOR EXTERIOR WALL FINISH IS _,�K 08-13-15
1117L ABLE'(SIDING)-U.O.N. QUANT11 UANTITY
OFJACKS OF KING STUDS
NOTIFY ENGINEER OF ANY VARIATIONS.
VHEADER�
Ql 4LVU4
TITY
DRAWN BY:
DJM
T- ill NOTE: CHECKED BY: FSS
ALL WOOD FRAMED LOAD BEARING HEADERS
9 TITLE:
SHALL BE MINIMUM(2)2x6 No.2 OR BETTER cb WALLLAYOUT
-E
SYP.INSTALL MINIMUM(1)JACK AND §
_p FIRST FLOOR
(1)KING STUD AT EACH HEADER(U.O.N.) uj
SHEET:
WALL LAYOUT FIRST FLOOR
-4
HULSBERG
ENGWEERING, INC.
11481 OLD ST.AUGUSTINE RD.,SUITE 202
JACKSONVILLE,FL.32258
P:904.886.2401 F:904.260.4367
WALL FRAMING NOTES: -jhuIseng@bellsouth.net
1)NEW EXTERIOR WALLS SHALL BE
FLORIDA C.A.NUMBER:25846
CONSTRUCTED WITH2x4SPF No.2 STUDS
2
o
@ 16-O.C.FOR PLATE HEIGHTS UP TO 8'-1 XT'-U.O.N. -2
Its III I III
2)NEW INTERIOR BEARING WALLS SHALL
A
S $kf
BE CONSTRUCTED WITH2x4SPF N0.2 STUDS
o
\,\CENS
'O.C.FOR PLATE HEIGHTS UP TO 8--1 y8" U.O.N.
@ 16
3)THE SECOND FLOOR EXTERIOR WALL FINISH IS NO. 5Q791
"FLEXIBLE"(SIDING)
U.O.N.
NOTIFY ENGINEER OF ANY VARIATIONS.
s
F
commp%r4
CONT.(2)SPANS ONAL
(2)2x6 HEA
11 2 K
((�(2)�2x6HEAD
141 1
�(2)JACKS
MIN.
78
ZD
.. ................... <
NOTE:
ASSUMED ROOF RIDGE ABOVE. CONTRAIR TO SHEARWALL LEGEND:
EXPOSE EXISTING ROOF FRAMING
I ..........
AND IDENTIFY TYPE AND SIZE. .......... NON-BEARING WALL '�o
ENGINEER SHALL DETERMINE
CAPACITY AND POTENTIAL
BEARING WALL
MODIFICATIONS.
... SW-6
SHEARWALLS FASTENED WITH
8d COM(0.131'x 2 Y2')NAILS @
.. ............... ........ 6"O.C.ON EDGES AND 12"O.C. 10
<
ON INTERMEDIATE SUPPORTS. 2
SW-3
SHEARWALLS FASTENED WITH
8d COM(0.131'x MY)NAILS @ CLIENT:
3"O.C.ON EDGES AND 12"O.C. KEVIN MULLICAN
ON INTERMEDIATE SUPPORTS.
PROJECT:
SHEATH BOTH SIDES OF WALL
PEREZ ADDITION
AT INDICATED SHEARWALL
1973 COLINA COURT
JOB NUMBER: COUNTY:
NOTE:ALL EXTERIOR WALLS SHALL BE "SW-6"U.O.N. M -0650 DUVAL
15
SCALE:
2x6 C ILING JO TS 24- C.- 1/4" =V-0"(U.O.N)
WOOD FRAMED HEADER LEGEND:
DO NOT SCALE THIS DRAWING
SIZE RELEASE DATE:
it -15
OF HEADER 07-14
REVISIONS:
(2)2x—HEAD
i K
TIV�QUAIqTlI UANTITY DRAWN BY:
DJM
OFJACKS OF KING STUDS
2 CHECKED BY:
FSS
NOTE: TITLE:
WALLLAYOUT
ALL WOOD FRAMED LOAD BEARING HEADERS
SECONDIFLOOR
SHALL BE MINIMUM (2)2x6 No.2 OR BETTER
uj
WALL LAYOUT SECOND FLOOR SYP.INSTALL MINIMUM(1)JACK AND SHEET:
(1)KING STUD AT EACH HEADER(U.O.N.)
S-5
HULSBERG
ENGINEERING, INC.
b
7'�(2)2A BUILT-UP JACKSONVILLE,FL.3�258
P:904.886.2401 F:904.260.4367
'4ulseng@bellsouth.net
POST(MIN.)AT
RIDGE TO BEAM 12T
2x6 RAFTERS 24"O.C. S�01ft;.?%)
_MBER:25846
U,
\C E
4 r'
No.
791
F-
0
:D -I z
9 s
-0 0 2,
TE
A% OF
m-.......................... /O/VA L
1041#00flu"I ItO
08-13-15
FL-6YD S.SIMPSON,PE
NAILER WITH(5)0.131"x 3"NAILS @ 16"O.C. FL PE No.50791
COMMENTS:
(EACH STUD)
-----------------------
E:-- -----------------------------------
/(I)2x1 BUILT-UP
POST(MIN.)AT
RIDGE
2x12 FLOOR JOISTS @ 16"O.C.
OR
11 Z"TJ 1210 JOISTS @ 16"O.C. TRUSS CONNECTOR SCHEDULE
8
(MATCH EXISTIN G) TRUSS ID LEFT INTERMEDIATE =IGHT
ALLTRUSSES H2.5T H2.5T H25T
OR OR OR "Mk
SDWC 15600 SDWC 15600 SDW�15600
NOTE:
1)ALL TRUSS CONNECTORS ARE BASED ON
(2)2x12 BEAM UPLIFTS COMPUTED BY ENGINEER OF RECORD.
Hill UPLIFT VALUES IN TRUSS ENGINEERING DOCUMENTS
SHALL BE DISREGARDED.
Hill
Hill 2)THE TRUSS LAYOUT AND NUMBERING SYSTEM
CLIENT:
Hill SHOWN SHALL BE USED BY THE TRUSS MANUFACTURER. KEVIN MULLICAN
DO NOT VARY FROM THIS LAYOUT WITHOUT PRIOR
Hill APPROVAL BY THE ENGINEER OF RECORD AND THE
CONTRACTOR. PROJECT:
Hill PEREZ ADDITION
Hill 3)TRUSS CONNECTORS NOTED SHALL BE INSTALLED
AS LISTED.DO NOT SUBSTITUTE WITHOUT PRIOR 1973 COLINA COURT
Hill
APPROVAL OF THE ENGINEER OF RECORD. JOB NUMBER: COUNTY:
Hill 2p 15-0650 DUVAL
4) SEE SHEET SDJA FOR INSTALLATION DETAILS SCALE:
11111 1/4" =1'-0"(U.O.N.)
WHEN USING SDWC 15600 SCREW
Hill DO NOT SCALE THIS DRAWING
RELEASE DATE:
Hill 07-14-15
Hill REVISIONS:
L
DRAWN BY:
2 DJM
CHECKED BY:
FSS
TITLE:
ROOF AND FLOOR
LAYOUT-LOWER LEVEL
61 SHEET:
�ROOF&FLOOR LAYOUT-LOWER LEVEL
-6
S
HULSBERG
ENGINEERM, INC.
11481 OLD ST.AUGUSTINE RD.,SUITE 202
JACKSONVILLE,FL.32258
P:904.886.2401 F:904.260.4367
jhulseng@bellsouth.net
FLOR!I)A NUM��:�25846
E
CONVENTIONAL FRAME ROOF AREAS-SHINGLE ROOFS(FBC 2014)SYP
Span Tables for No.2 SYP Rafters
No Ceiling Load-20 psf LL,1 Opsf DIL
E
SIZE 12"o.c. 16"o.c. 19.2"o.c. 24"o.c.
91
50791
-011 71-2"
2x4 81-2" 71-8 Nj6
2x6 14'-2" 12'-11" 121-111 101-11" 2
2x8 18#-811 17P-011 15'-6" 13-1111
2x10 231-411 20#-211 18'-5" 16'-6" A S TA
2x12 27'-6- 23'-10' 21'-9-
0
Span Tables for No.2 SYP Rafters-No Ceiling Joist-
with Drywall Ceiling-20 psf LL,15 psf DL 0.
COMMENTS: i1111110"
SIZE 12"o.c. 16"o.c. 19.2"o.c. 24"o.c.
2x6 13'-6" 12-3" 11'4" 10'-2"
b",
A,
2x8 17'-9" 15'-9" 14'-5" 12'-10"
2x10 21'-7" 181-811 17'-l" 15'-3"
-1.
o
2x12 251-51' 22A" 20'-1 18'-Om 42
....... ... ..... Span Tables for No.2 SYP Ceiling Joist 0
....... ......... ....
20 psf LL,10 psf DIL
E
SIZE 12"o.c. 16"o.c. 19.2"o.c. 24"o.c.
2x4 8'-2" 7'-5" T-0" 61-6"
NOTE: 2x6 12'-11 11'-8" 101-11" 91-9"
ASSUMED ROOF RIDGE ABOVE. CONTRACTOR T 2x8 17'-Om 15'-3" 13'-11 12'-5"
EXPOSE EXISTING ROOF FRAMING 2x10 20'-11 18'-l" 16'-6" 14'-9"
EXISTING RAFTERS
AND IDENTIFY TYPE AND SIZE. 2x12 24'-7- 21'-3" 19'4" 17'-5"
ENGINEER SHALL DETERMINE
CAPACITY AND POTENTIAL Span Tables for No.2 SYP Floor Joist
...... ..... . .. ......... 40 psf LL,10 psf D L
x MODIFICATIONS.
....... ..... .
SIZE 12"o.c. 16"o.c. 19.2"o.c. 24"o.c.
2x6 9'-3" 81-5" 7 7'-3"
2x8 121-311 111-1" 101-311 91-211
2x10 15'-5" 13'-4" 12'-2" 101-11"
2x12 18'-211 151-911 11414" 12'-10"
4
XISTING MASTER BEDROOM
INTERIOR VAULT LINE
ROOF FRAMING NOTES:
6 CLIENT:
1. ALL CONVENTIONAL FRAMING SHALL BE No.2 or BT.SYP
KEVIN MULLICAN
I.O.C. 2. ALL RAFTERS SHALL BE MIN.2x8 @ 24"oc.(U.O.N.)
MIN MUM 2x8 IFTERS @14 10
3. FASTEN ALL RAFTERS TO PLATES WITH SIMPSON H8 CLIPS
WITH(5)10d x 1Y2"NAILS EACH END. f PROJECT:
4. FASTEN ALL RAFTERS AT RIDGES WITH COLLAR TIES.FACE-NAIL PEREZ ADDITION
COLLAR TIES TO RAFTERS WITH(5)0.131"x 3"NAILS. 1973 COLINA COURT
5. ALL RIDGES,HIPS,AND VALLEYS SHALL BE(1)NOMINAL SIZE LARGER ICOUNTY
:9 JOB NUMBER:
THAN ADJOINING RAFTERS.(U.O.N.) F 15-0650 DUVAL
6. FASTEN RAFTERS TO CEILING JOISTS WITH(4)0.131 Nx 3 Y4"NAILS. SCALE:
1/4" =1'-0"(I.I.O.N.)
7. FASTEN RAFTERS AND CEILING JOISTS TO TOP PLATES WITH(3)
E DO NOT SCALE THIS DRAWING
0.1 31"x 3Y4"TOENAILS.
RELEASE DATE:
07-14-15
REVISIONS:
DRAWN BY:
DJM
CHECKED BY:
:2 FSS
s TITLE:
ROOFLAYOUT
UPPER LEVEL
Lu
21
SHEET:
ROOF LAYQUIT-UPPER LEVEL
W S-7
BRICK VENEER WITH 1"AIR SPACE ULSBERG
AND WALL TIES BRICK VENEER WITH 1"AIR (1)#5 CONT.
SPACE AND WALL TIES HENGINEERING, INC.
CONT.FLASHING;PROVIDE WEEP HOLES //;FILL JOINT WITH ELASTOMERIC SILL PLATE 11481 OLD ST.AUGUSTINE RD.,SUITE#202
@ 33-O.C. CONT.FLASHING;PROVIDE SILL PLATE JOINT FILLER 04 JACKSONVILLE,FL.32258
HEIGHT OF CURB VARIES(8"
SILL PLATE WEEP HOLES @ 33"O.C. CONCRETE SLAB I
P:904.886.2401 F:904.2�a.-4367
GROUT AIR SPACE BELOW FLASHING 6"MIN MAX.) E
GROUT AIR SPACE BELOW 2 jhu4�ng@beIIsout#.net
,ps 00
CONCRETE SLAB !6- SILL FLASHING GRADE--\ NCRETE SLAB
04 co FLORIDA I.A.NUNOM:25846
PLATE
CONCRETE SLAB
GRADE-�
qD
#5 CONT. 00
GRAD
_7A CMU STEMWALL WITH(1)#4 @ 48"O.C.
-7
AND IN EACH CORNER. 0
'CMU STEMWALL WITH(1)#4 @ 48-O.C.
I-ILL CELL SOLID AT EACH#4 REBAR.
EACH CORNER.
i�_ z NUUK REBAR 12"INTO UPPER COURSE
Q)
X\ FILL CELL SOLID AT EACH#4 REBAR. 0
0 x, oc
OF BLOCKS AND 6"INTO FOOTING. ZA
HOOK REBAR 12"INTO SLAB AND 6"INTO DNE STORY-(2)#5 CONT. Z �m
61' z
FOOTING. 1-4- TWO STORY-(2)#5 CONT. 507791
61, 5"
- ll-8" ONE STORY-(2)#5 CONT.
1511
11-811 -ONE STORY-RL#5CONT. 11-511 ONE STORY-(3)#5 CO T. g
V-811 TWO STORY-(3)#5 CONT.
V-811 TWO STORY-(3)#5 CONT. V-9" TWO STORY-(3)#5 CONT, Iro.- -.1 'STATE�.-O
a 4i 0 7-1 F1 5
604 A'- V , w
SE
rA CTION-STEMWALL WITH BRICK SECTION-MONOLITHIC WITH BRICK SECTION-STEMWALL AT GARAGE SECTION-MONOLITHIC AT GARAGE
NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT
'w)N A
ENGINEER FOR ADDITIONAL REQUIREMENTS. ENGINEER FOR ADDITIONAL REQUIREMENTS.
CONCRETE SLAB
SILL PLATE F
C'4
SILL
CONCRETE SLAB L
PLAT CONCRETE SLAB
V/ I
00
GRAD
CONCRETE SLAB
GRADE�
D GRADE
RA
,(1)#5 CONT.
\�1)#5 CONT. ji
8"C U STEMWALL WITH(1)#4 @ 48"O.C. x
ADD 8"x 16"CMU TO INSIDE OF 0 91
c:) AND IN EACH CORNER.
CD) \ 0 - C)
EMWALL AT POST LOCATION
FILL CELL SOLID AT EACH#4 REBAR.
HOOK REBAR 12"INTO SLAB AND 6"INTO WITH(1)#4 VERTICAL IN EACH
FOOTING. X
b"
(AS NOTED) REINFORCEMENT(AS NOTED)
-011
oil ONE STORY-(2)#5 CONT.
V-8" ONE STORY-(2)#5 CONT. V-4" TWO STORY-(2)#5 CONT. AS NOTED REINFORCEMENT(AS NOTED)
11-811 TWO STORY-(3)#5 CONT.
K_B� SECTION-STEMWALL SECTION-MONOLITHIC K`E-� SECTION-PAD FOOTING AT PORCH STEMWALL SECTION-PAD FOOTING AT THICKENED EDGE
��D-1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT
ENGINEER FOR ADDITIONAL REQUIREMENTS. ENGINEER FOR ADDITIONAL REQUIREMENTS.
BRICK VENEER WITH 1"AIR SPACE ALTERNATE:MSTAM36 STRAPS IN LIEU OF EMBEDDED STRAPS(SEE DETAIL R ON SHEET SD-2)
CLIENT:
AND WALL TIES
KEVIN MULLICAN
CONT.FLASHING;PROVIDE WEEP HOLES STHD14 STRAP NAILED TO
@ 33"O.C. BRICK VENEER WITH 1"AIR SPACE GARAGE DOOR POST.
PA51 STRAP NAILED TO GARAGE PROJECT:
GROUT AIRSPACE BELOW FLASHING AND WALL TIES C/) EMBED STRAP INTO FOOTING
< co DOOR POST.BEND STRAP INTO PEREZ ADDITION
Z U ASSHOWN.
< CONT.FLASHING;PROVIDE WEEP - FOOTING AS SHOWN.
(1)#5 CONT. 0 1973 COLINA COURT
SILL PLATE HOLES @ 33"O.C. .0 <
04 0 Lu < JOB NUMBER: COUNTY:
FILL JOINT WITH ELASTOMERIC - 6"MIN. GROUT AIR SPACE BELOW FLASHING _0 Ix U) w
z < 15-0650 DUVAL
JOINT FILLER �2 U)
c/) Lu SCALE:
Z�ILL HEIGHT OF CURB VARIES(8-MAX.) — LL
- m 0
2_,�f- 21'=1'4'(U.O.N.)
PLATE —#4 WITH 6"HOOK INTO FOOTING 8
CONCRETE SLAB z C/) E
E
Lu
AND BENT 12"MINIMUM INTO -0 DO NOT SCALE THIS DRAWING
CO w 8
D E4,�
GRAD CONCRETE SLAB GRA THICKENED EDGE. RELEASE DATE:
Z\
07-14-15
4/ �a L
GRADE
N REVISIONS:
8"CMU STEMWALL WITH(1)#4 @ 48"O.C. Z- �n//Y/
4
04 49 -H
AND IN EACH CORNER. V4 4
FILL CELL SOLID AT EACH#4 REBAR.
A XKGRADE
HOOK REBAR 12"INTO UPPER COURSE
DRAWN BY:
OF BLOCKS AND 6"INTO FOOTING.
D
im
�xx
6 11-511 ONE STORY-(3)#5 CONT.
CHECKED BY:
(3)#5 CONT. FSS
T-8" ONE STORY-(2)#5 CONT.
6" TITLE:
11-811 TWO STORY-(3)#5 CONT.
FOUNDATION DETAILS
SHEE 1 of 2
SECTION-STEMWALL AT GARAGE WITH BRICK SECTION-MONOLITHIC AT GARAGE WITH BRICK DETAIL-PA51 INSTALLATION (STEMWALL) DETAIL-STHD14 INSTALLATION (MONOLITHIC) ui
SHEET:
D�-1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT
ENGINEER FOR ADDITIONAL REQUIREMENTS. ENGINEER FOR ADDITIONAL REQUIREMENTS.
SD
SHOWER AREA
SHOWER AREA
MONOLITHIC FOOTING (2)MSTAM36-Z STRAPS ULSBERG
ENGINEEFJNG, INC.
NAIL EACH STRAP TO CRIPPLE STUD H
WITH(13)10d COM NAILS 11481 OLD ST.AUGUSTINE RD.,SUITE#202
8"CMU STEMWALL JACKSONVILLE,FL.32258
3"MAXIMUM OVERHANG
(OPTIONAL) FASTEN STRAP TO FOUNDATION P:904.886.2401 F:904.260.4367
FORM EDGE jhulseng@bellsouth.net
00 fALL WITH(8)Y4'x 2 X"CONCRETE
PLAN VIEW CONCRETE SLAB
cr FLORIDA G.A.NUM13ER:25846
PLAN VIEW SCREWS INTO MASONRY OR
(8),X"x 1 X"CONCRETE E
SCREWS INTO CONCRETE.
CONCRETE SCREWS SHALL BE
POWERS"TAPPER"WITH PERMA-SEAL s. s/
0
(1)#5 CONT. '4
(1)#4 CONT. GRADE FINISH OR EQUAL. "9 ""%
HEIGHT 0 1 F CURB VARIES CMU STEMWALL WITH(1)#4 @ STRAP SHALL BE COVERED WITH
6"MIN. E
/vls�*-
�-<48"O.C.AND IN EACH CORNER.
SILL— 1)#4 CONT.
SILL--\
SIDING OR STUCCO
CD Cy FILL CELL SOLID AT EACH#4
PLATE CONCRETE SLAB P-ATE 50791
HEIGHT OF CURB VARIES(8"MAX.)
z REBAR.HOOK REBAR 16"INTO
M,\6" N. NOTE:
PORCH SLAB AND 6"INTO
I THIS DETAIL MAY BE SUBSTITUTED FOR
GRADE-\
FOOTING.
. ..... CONCRETE SLAB EITHER THE PA51 STRAP(STEMWALL) S TATE OF
�R
6
GRAD OR
11-811 (2)#5 CONT.
THE STHD14 STRAP(MONOLITHIC).
HE
'O.C.
8"CMU STEMWALL WITH(1)#4 @ 48'
CQMME9%,,'VjV
AND IN EACH CORNER.
I-ILL CELL SOLID AT EACH#4 REBAR. SECTION-PORCH STEMWALL DETAIL- EMBEDDED STRAP ALTERNATE
L ( R 2
HOOK REBAR 12"INTO SLAB AND 6"INTO NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONT
ACT
0
off FOOTING. ENGINEER FOR ADDITIONAL REQUIREMENTS.
ONE STORY-(2)#5 CONT.
ONE STORY (2)#5 CONT. l'-4" TWO STORY-(2)#5 CONT.
NOTE:
T-8" TWO STORY (3)#5 CONT.
SAW-CUT CONTRACTION JOINTS(i.e.CONTROL JOINTS)
AS SOON AS THE CONCRETE HAS HARDENED ENOUGH
NOT TO BE DAMAGED DURING THE CUTTING PROCESS.
SECTION-STEMWALL AT EXTERIOR WALL SHOWER SEUION MONOLITHIC AT EXTERIOR WALL SHOWER
(TYPICALLY I-4 HOURS IN WARM WEATHER)
NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT CONCRETE SLAB
ENGINEER FOR ADDITIONAL REQUIREMENTS.
1000
FILL CUT WITH 1"DEEP x Y8"WIDE SAW
ELASTOMERIC L CUT AT DENOTED
FILLER LOCATIONS.
7y)#5 CONT.
GRAD
CONCRETE SLAB X
SILL�j
CONCRETE SLAB 8"CMU STEMWALL WITH(1)#4 @
PLATE 48"O.C.AND IN EACH CORNER.
C)
I FILL CELL SOLID AT EACH#4
7/7 c:)
REBAR.HOOK REBAR 16"INTO
-o
A �ADE PORCH SLAB AND 6"INTO
FOOTING.
611 CONCRETE SLAB
11-8" (2)#5 CONT.
11-411 ONE STORY-(2)#5 CONT. (1)#5 CONT.
l'-8" TWO STORY-(3)#5 CONT. CLIENT:
SECTION PORCH STEMWALL WITH BRICK K—T-� SECTION TYPICAL SAW-CUT CONTROL JOINT KEVIN MULLICAN
S E NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT D�-1
rH CTION-INTERIOR BEARING SECTION-THICKENED EDGE
ENGINEER FOR ADDITIONAL REQUIREMENTS. :9 PROJECT:
PEREZ ADDITION
1973 COLINA COURT
JOB NUMBER: COUNTY:
15-0650 DUVAL
TREATED POST SCALE:
BEARING POST(AS NOTED)
I" =V-0"(U.O.N.)
CURB HEIGHT VARIES 8
E
CONCRETE SLAB CONCRETE SLAB ABU POST BASE WITH E DO NOT SCALE THIS DRAWING
SIL PAVERS BY OTHERS lz I —
8 RELEASE DATE:
CONCRETE SLAB GALV.ANCHOR EMBEDDED
PLATE 07-14-15
CURB HE GHT VARIES 12"(SET-XP ADHESIVE)
7
>
<
c/) U-1 7 77
< <
x, , ', � ��\ll " TALL,12"SQUARE GROUTED
x- 4 4
40 -�'Z�\�
, /\X��I ll� CMU OR C DRAWN BY:
AST-IN-PLACE CONCRETE
t PEDESTAL ON 24"X 24"X 12"PAD
DJM
FOOTING WITH(2)#5 EACH WAY CHECKED BY:
(AS NOTED) REINFORCEMENT(AS NOTED) 8' (1)#4 CONT. 2'-0"
3� _ FSS
ONE STORY-(2)#5 CO T.
TITLE:
l'-8" TWO STORY-(3)#5 CONT. FOUNDATION DETAILS
SECTION-NON-BEARING STEPDOWN DETAIL-PAD FOOTING AT PAVERS SHEET 2 of 2
Q L5
SECTION-INTERIOR BEARING PAD FOOTING e
SECTION-BEARING STEPIDOWN rp 1\ 2. SHEET:
�-2
SD-2
INSTALL SPH—CLIPS AT 32"O.C.AT DOUBLE PLATE ROOF COVERING(BY OTHERS) ULSBERG
RAFTER AS NOTED
ALTERNATE:MSTA24 STRAP LOOPED OVER ON LAYOUT HENGINEERING, INC.
2x6 BLOCKING AT EACH DIAGONAL BRACE ENDNAIL(2)0.131'x 3'4'NAILS AT EACH LOOKOUT DOUBLE PLATE NAILED WITH(6)1 Od x 1 X2"NAILS CEILING JOIST AS 11481 OLD ST.AUGUSTINE RD.,SUITE#202
INTO EACH SIDE OF STUD 2x No.2 SPF OR No.2 SYP NOTED ON LAYOUT
JACKSONVILLE,FL.32258
2x6 DIAGONAL BRACE @ 48-O.C.WITH
RAFTER(AS NOTED) UPPER LEVEL STUD SUBFASCIA WITH(2)0.131 P:904.886,2401 F:904.260.4367
(5)0.131'x 3Y4'NAILS AT EACH END(U.O.N.) x 3 X"
'O.C. jhulseng@bellsouth.net
2x4 FLATWISE LOOKC UT @ 48 ENDNAILS AT TRUSS(U.O.N.)
ROOF SHEATHING(AS NOTED) FASTEN SHEATHING'0 LOOKOUT WITH CS16ST
SHEATHING END NAIL ING REQUIREMENTS. RAP(CUT TO LENGTH)FROM UPPER CORNICE DETAIL FLORIDA C.A.NUMBV§:25846
STUD TO STUD BELOW @ 32"O.C.(U.O.N.). THEIRS)
H3 CLIP @ LOOKOUT TYPICAL) NAIL INTO UPPER STUD WITH(11)10d AND NAIL
2x4 L-BRACE AT EACF LOOKOUT NAIL WITH INTO LOWER STUD WITH(11)10d NAILS. .2
!
(3)0.131'x 3 Y4'NAIL S)F MATERIAL E
ACCEPTABLE
BEGIN NAILING 1"MINIMUM ABOVE SOLE PLATE
NOTE: 0s.
MAXIMUM 12"OVERHAN 2x SUBFASCIA NAIL TO LOOKOUT WITH
NAILING NOT REQUIRED BETWEEN UPPER SILL Yi6'OR ly32"RATED SHEATHING,EXPOSURE I-SHINGLE ROOF k
jol
AILS
(2 O.l3l'x3Y4'N PLATE AND LOWER DOUBLE PLATE. ly32'RATED PLYWOOD SHEATHING,EXPOSURE I-TILE ROOF E
ENDWALL RAFTER NC TCHED FOR FLAT LOOKOUT ly32"RATED SHEATHING,EXPOSURE I-METAL ROOF
x 2 Y8'RING SHANK
FASTEN WITH 0.113
NAIL SHEATHING @ 6-O.C.TO RAFTER WITH FLOOR SYSTEM(AS NOTED) NAILS @ 6-O.C.ON EDGES AND INTERMEDIATE SUPPORTS. No. 507'
9
0.131'x 2/2'NAILS
BEGIN NAILING 1"MINIMUM BELOW DOUBLE PLATE
CONNECTOR AT EACH RAFTER
NAIL PLATE TO RAFTE RWITH 0.131'x 3Y4'
o NAILS @ 6-O.C. (SEE ROOF FRAMING NOTES) STA
lx4 LATERAL BRACE @ 48"O.C.NAILED DOUBLE PLATE TE , FF
MINIMUM 1 XY BEARING AT SEAT CUT
TO EACH JOIST WITH(2)0.131"x 3"NAILS PLATE(AS NOTED) A O�1415
Ai�
NAILS
INTO(4)CEILING JOISTS.OVERHANG TOENAIL RAFTER TO PLATE WITH(3)0.131"x 3 X ll�l
SOLID BLOCKING AT E ACH LOOKOUT LOCATION LOWER LEVEL STUD 0
MINIMUM 2'TO AVOID SPLITTING. t
WITH(4)0.131"x 3Y4'P AILS INTO LOOKOUT NAIL CEILING JOISTS TO RAFTER WITH(4)0.131"x 3"NAILS.
(U.O.N.) COMMENT9.,"wo.,
MINIMUMY16'RATED SHEATH ING CONTIUOUS
TO BOTTOM OF LOOK DUTS (2)2x—SYP#2 DOUBLE PLATE(U.O.N.)
NAIL JOIST TO GABLE STUDS WITH
(4)0.131'x 3 14'NAILS @_16-O.C. DETAIL-TYPICAL BETWEEN FLOOR STRAP SPH—CLIP @ 32-O.C.(TYPICAL-U.O.N.)
TOENAIL GABLE STU[S TO DOUBLE X6"RATED SHEATHING,EXPOSURE I
NOTE: PLATE WITH(3)0.131-(3 Y4'NAILS FASTEN WITH 0.131"x 2 XV NAILS@6'0.C.
8'-O"SOLID DECKING MAY BE INSTALLED IN LIEU OF ON EDGES AND 12"O.C.ON INTERMEDIATE SUPPORTS.
LATERAL BRACING AND DIAGONAL BRACING. LSTAl 8 STRAP @ 48'(.C. ROOF COVERING(BY OTHERS) (U.O.N.) (BLOCK ALL EDGES)
RAFTER AS NOTED 'O.C.
CEILING JOIST(AS NC TED) 2x SPF#2STUDS@16 -U.O.N.(SEE WALL LAYOUT)
ON LAYOUT E
CEILING JOIST AS 2x SPF#2 SOLE PLATE(U.O.N.)NAIL TO RIM E
2x No.2 SPF OR No.2 SYP NOTED ON LAYOUT BOARD WITH 0.131"x 3 Y4'NAILS @ 6-O.C.
SUBFASCIA WITH(2)0.131'x 3 X" 2y3y RATED STURD-1-FLOOR(T&G)SHEATHING GLUED
ENDNAILS AT TRUSS(U.O.N.) AND NAILED.FASTEN WITH 0.131"x 2 XV OR RING SHANK
DETAIL-7PICAL GABLE BRACING CORNICE DETAIL @ 6-O.C.ON EDGES AND 12"O.C.IN THE FIELD.
D I
Y OTHERS)
�-3 FLOOR JOIST(I-JOIST SHOWN,SAWN
JOIST SIMILAR-SEE SECTION"C"ON
2
SD-4 FOR OPEN WEB TRUSS)
Yi6"OR'y32"RATED SHEATHING,EXPOSURE I-SHINGLE ROOF
—GYPSUM BOARD
ly32"RATED PLYWOOD SHEATHING,EXPOSURE I-TILE ROOF
RIM BOARD(I-JOIST OR SAWN JOIST)
'Y32"RATED SHEATHING,EXPOSURE I-METAL ROOF
FASTEN WITH 0.113"x 2 Y8"RING SHANK
NAIL JOIST TO PLATE WITH(2)0.131"x 3 X"TOENAILS
NAILS @ 6"O.C.ON EDGES AND INTERMEDIATE SUPPORTS.
\N(2)2x SYP#2 DOUBLE PLATE(U.O.N.)
CONNECTOR AT EACH RAFTER TOENAIL RIM BOARD TO PLATE WITH
(SEE ROOF FRAMING NOTES)
0.13Vx 3 X"NAILS @ 8-O.C. CLIENT:
MINIMUM 1 XY BEARING AT SEAT CUT STRAP BETWEEN FLOOR PER KEVIN MULLICAN
TOENAIL RAFTER TO PLATE WITH(3)0.131"x 3 X"NAILS DETAIL"C"ON SHEET SD-3.
NAIL CEILING JOISTS TO RAFTER WITH(4)0.131"x 3"NAILS. PROJECT:
(U.0.N.) PEREZ ADDITION
(2)2x—SYP#2 DOUBLE PLATE
APPLY SHEATHING HORIZONTALLY FOR STUCCO GYPSUM BOARD 1973 COLINA COURT
(U.O.N.)
APPLICATIONS,EXCEPT THAT 7/16"STRUCTURAL 1 -,�-2x STUDS@ 116"O.C.-U.O.N.(SEE WALL LAYOUT) JOB NUMBER: ICOUNTY:
SPH CLIP@ 32-O.C.(TYPICAL-U.O.N.) 15-0650 DUVAL
RATED OR 15/32"RATED SHEATHING MAY BE
�–,—X6'RATED SHEATHING,EXPOSURE I
p INSTALLED VERTICALLY. GYPSUM BOARD SCALE:
FASTEN WITH 0.1W x 2 Y2- NAILS @ 6-C.C. 10 11-0"(U.O.N.)
ON EDGES AND 12"O.C.ON INTERMEDIATE SUPPORTS. E
2x—STUDS @ 16"O.C.-U.O.N.(SEE WALL LAYOUT) F= DO NOT SCALE THIS DRAWING
(U.O.N.) (BLOCKALL EDGES)
<
X16'RATED SHEATHING,EXPOSURE I RELEASE DATE:
__------FASTEN WITH 0.131"x2 YY NAILS@6"O.C. SPH—CLIP @ 32-O.C.(TYPICAL-U.O.N.) 07-14-15
ON EDGES AND 12"O.C.ON INTERMEDIATE SUPPORTS. REVISIONS:
(U.O.N.) (BLOCK ALL EDGES) INSET WALL YY
INSET WALL Y2" FOR STUCCO
FOR STUCCO SPH CLIP @32"O.C.(TYPICAL-U.O.N.)
APPLICATIONS
APPLICATIONS 2x TREATED SYP#2 SILL PLATE WITH DRAWN BY:
2x TREATED SYP#2 SILL PLATE WITH DJM
SIMPSON Y8"x 6'TITEN HD WITH
SIMPSON Y8"x 6'TITEN HID WITH CHECKED BY:
4 . Yx 3"x X"WASHER @ 24"O.C.
3"x Yx,44"WASHER @ 24"O.C. FSS
SEE FOUNDATION DETAILS TITLE:
yll-----_SEE FOUNDATION DETAILS FRAMING DETAILS
(7-� SECTION-TYPICAL EXTERIOR TWO STORY WALL (I OF 3)
��A SECTION-TYPICAL EXTERIOR ONE STORY WALL
�-3 SHEET:
��-3
-3
SID
„,--SILL PLATE(BELOW) ULSBERG
2x CORNER FRAMING FULL
HEIGHT STUDS(TYPICAL) HENGINEERfNG, INC.
CS16 STRAP @ 32-O.C.(TYPICAL-U.O.N.) ==�_—DOUBLE PLATE 1j 114 1 81 OLD ST.AUGUSTINE RD.,SUITE#202
2x SPF#2 SOLE PLATE(U.O.N.)NAIL TO BAND —JACKS AND KING STUDS (2)ROWS OF 0.131"x 3 X” G
6 JACKSONVILLE,FL.32258
P:904.886.2401 F:904.260.4367
NAILS @ 12"O.C.
(AS NOTED)
BOARD WIT H 0.131"x 3 k NAILS @ 6"O.C. jhulseng@bellsouth.net
HEADER(AS NOTED) STAGGERED(TYPICAL)
BAND BOARD FLO R:25846
RIPA' A.NUkfBE
,__`-2x BLOCKING(TYPICAL)
0
(3)0.131'x 3 X"TOENAILS AT EACH END 0
Z
TYPICAL) 2x6 OR W FRAMED WALL
'---��AIL EACH SILL PLY TO KING STUD s
SILL PLATE(BELOW)
WITH(3)0.131'x 3 Y4'NAILS-TOENAIL
2x4 CORNER FRAMING FULL HEIGHT STUDS
G F
, '6'
OPEN WEB TRUSS OR ENDNAIL(TYPICAL) Nv
4.
MINIMUM OF(3)2x4 BLOCKS 12"LONG NAILED
BEVEL BLOCKING AS REQUIRED FOR MINIMUM 1
SHEATHING CONTINUOUS FROM BAND BOARD N0�1�50'791
WITH(4)0.131"x 3 Y4'NAILS TO EACH ADJACENT -8
TO UPPER PLY OF DOUBLE PLATE. FASTEN WITH Y2'NAIL PENETRATION INTO MAIN FRAMING *
STUD
MEMBERS.(TYPICAL)
EDGE NAILING REQUIREMENTS OF UPPER WALL ALTERNATE:INSTALL SOLID STUD IN THIS
TOENAIL TRUSS TO PLATE WITH (2)2x—SILL SPACE �'_StATEI OF
(2)0.131'x 3 Y4'NAILS
SHEATHING MAY CANTILEVER UP TO 2" 2x4 CORNER FRAMING FULL HEIGHT STUD
MAXIMUM PAST SUPPORTS.ALL WINDOW
DOUBLE PLATE(U.O.N.)
(2)ROWS OF 0.131"x 3 Y4'
ATTACHMENTS MUST BE ANCHORED INTO 2x— NAILS @ 12"O.C. lh.lP;�Eo~. ,
MEMBERS. 2A FRAMED WALL
SECTION-TYPICAL OPEN WEB FLOOR TRUSS DETAIL-TYPICAL ARCH TOP OPENING SECTION-TYPICAL FRAMING AT 900 CORNERS
�4 ��4
NAIL SCAB TO TOP CHORD WITH
(4)0.131"x 3 X"NAILS
ROOF OR FLOOR FRAMING(AS NOTED)
ADD 2x4 VERTICAL SCAB IN EACH
TRUSS IF NO WEB IS PRESENT CONNECTORIFNOTED
(SEE CONNECTION SCHEDULE)
(3)0.131"x3)/4" NAILSTYPICALAT
UPLIFT CONNECTOR(AS NOTED)
EACH TRUSS
2x4 SPF BLOCKING-NAIL WITH(2)
2x4 X-BRACE ACROSS LENGTH OF
0.131"x 3,y4'NAILS AT EACH END SHEARWALL
(END NAIL OR TOENAIL) 1
9 NAIL SCAB TO PLATE WITH(3)
0.131"x 3.y4"TOENAILS
GYPSUM BOARD
TRUSS(AS NOTED)
TRUSS BOTTOM CHORD 2x4 BLOCKING BETWEEN TRUSSES
(2)2x SYP#2 DOUBLE PLATE(U.O.N.)
/Z coloy
TOENAILED TO DOUBLE PLATE WITH
NAIL PORCH SHEATHING AS NOTED SPH CLIP @ 32"O.C.(IF NOTED)
0.131"x 3,y4"NAILS @ 4"O.C.
EXTERIOR FRAMED WALL DOUBLE PLATE 2x SPF#2 STUDS @ 16"O.C.-U.O.N.
MINIMUM X6'RATED SHEATHING, (SEE WALL LAYOUT)
EXPOSURE I FASTEN AS NOTED
ON WALL LAYOUT(BLOCK ALL EDGES) CLIENT:
KEVIN MULLICAN
SECTION-EXTERIOR WALL PERPENDICULAR TO TRUSS rG SECTION INTERIOR SHEARWALL PERPENDICULAR TO TRUSS
GYPSUM BOARD Z
�4 SECTION ONLY APPLIES WHEN REFERENCED :9 PROJECT:
PEREZ ADDITION
INTERIOR SHEARWALL(IF NOTED)SHALL
1973 COLINA COURT
/,--NAIL EACH END OF BLOCKING TO USE Y16'RATED SHEATHING FASTENED JOB NUMBER: COUNTY:
AS NOTED. 15-0650 DUVAL
BOTTOM CHORDS WITH(3)0.131"x 3
TRUSS(AS NOTED) —INSTALL 2x4 BLOCKING BETWEEN SPH_CLIP @ 32-O.C.(IF NOTED) SCALE:
2 11-011 P.O.N.)
TRUSS BOTTOM CHORDS @ 12-O.C. E
2x4 SPF NAILER-NAIL TO TOP PLATE WITH 2x TREATED SYP#2 SILL PLATE WITH E
'x 6'TITEN HD @ 32-O.C.MAX. 8 DO NOT SCALE THIS DRAWING
0.131"x 3 Y4'NAI LS @ 6"O.C. SIMPSON X8' ;9 RELEASE DATE:
BOTTOM CHORD OF TRUSS 07-14-15
mmz -Li— 2x—SPF#2 SOLE PLATE
NAIL EACH BLOCK TO DOUBLE PLATE WITH(3) _? EVISIONS:
4'NAILS
WITH 0.131'x 3 Y
0.131'x 3 X4'NAILS v @ 8-O.C.-U.O.N.
7
Y.
4
NAIL PORCH SHEATHING AS NOTED y FLOOR BEAM(AS NOTED)
DOUBLE PLATE DRAWN BY:
DJM
EXTERIOR FRAMED WALL MINIMUM X16"RATED SHEATHING, ja' CHECKED BY:
EXPOSURE I FASTEN AS NOTED FSS
ON WALL LAYOUT(BLOCK ALL EDGES) SLAB ON GRADE CONDITION RAISED FLOOR CONDITION TITLE:
FRAMING DETAILS
(2 OF 3)
`E-� SECTION-EXTERIOR WALL PARALLEL TO TRUSS SECTION-INTERIOR SHEARWALL PARALLEL TO TRUSS SECTION-TYPICAL INTERIOR BEARING AND/OR SHEARWALL
�,�-4 �-4 THIS SECTION ONLY APPLIES WHEN REFERENCED �,�4 SHEET:
SD-4
(TYPICAL DOUBLE PLATE SPLICE) TYPICAL HEADER TO KING STUD CONNECTION(SEE TABLE) (2)2x—SYP#2 DOUBLE PLATE(U.O.N.)MAIL
48"MINIMUM SPLICE LENGTH NAIL EACH PLY OF KING AND JACK STUDS TOGETHER PLATES WITH 0.131"x 3"NAI LS @ 8"O.C. ULSBERG
JOINT IN LOWER PLATE MINIMUM NAILING OF JOINT I I UPPER PLATE WITH 0.131'x 3 X"NAILS @ 6-O.C.STAGGERED STAGGERED HENGINEERING, E4C.
TYPICAL STUD TO
(16)0.131"x 3"NAILS IN THIS ZONE. SPH_CLIP @ 32"O.C.(TYPICAL-U.O.N.) (TYPICAL) DOUBLE PLATE TYPICAL FRAMING AT CHANGE IN 11481 OLD ST.AUGUSTINE RD.,SUITE ft 202
L JA
CO PLATE HEIGHT CKSONVILLE,FL.32258
JACK STUD AND KING CONNECTION
STUD REQUIREMENTS P:904.886.2401 F:904.260.4367
(SEE WALL LAYOUT) jhulseng@bellsouth.net
_____-r—MSTA36 STRAP CENTERED ON CHANGE IN Ls
PLATE HEIGHT FLO 25846
will%I q I##q'i,
2x4 BLOCKING BETWEEN STUDS TOENAIL
" o
NAIL EACH PLATE TO JACK STUD OR ENDNAIL EACH END TO ADJACENT
STUD WITH(3)0.131"x 3 X"NAILS
WITH(3)0.131"x 3 X"NAILS-TOENAIL 4((
1; ! *
OR END AIL(TYPIC "00
Nq,-"50
791
2x SPF#2 STUDS@ 16"O.C.(U.O.N.)
(SEE WALL LAYOUT)
TA T
DOUBLE SILL REQUIRED WHERE OPENING
cw_
WIDTH EXCEEDS 61" N.)
SPH CLIP @ 32"O.C.
t
Z
(TYPICAL-U.O.N.)
JOINT IN SILL PLATE 2
2x TREATED SYP SILL PLATE
ltl�"1p�lli 7�
it -2
It
It 11 lul
lul lul u u It u u u lul uu u u u u u u
TYPICAL STUD TO SILL PLATE
SPH CLIP EACH SIDE OF HEADER
CONNECTION
SIMPSON Y8"x 6"TITEN HID WITH TOP AND BOTTOM(TYPICAL-U.O.N.)
BUILT-UP CORNER POST 4"MIN.; 3"x 3"xX"WASHER @ 24"O.C. BUILT-UP POST(WHEN NOTED ON WALL LAYOUT)
12"MAX.
NAI L EACH PLY WITH 0.131"x 3 Y4' AR
NAILS @ 6"O.C.STAGGERED
DETAIL-TYPICAL WALL FRAMING CONDITIONS
�,�-5
12"MAX.
INSTALL(2)SPH CLIPS INSTALL(2)SPH CLIPS
AT TOP AND BOTTOM OF AT TOP AND BOTTOM OF
I I
KING STUDS AT EACH SIDE KING STUDS AT EACH SIDE
OF HEADER
FH R
STUDTO PLATE NAILING
X
1-1 NSTALL MSTA24 STRAP
STUD SIZE END NAIL TOENAIL
INSTALL DSP CLIP @ 32"O.C. LOOPED OVER DOUBLE
MAXIMUM SPACING (U.O.N.) PLATE.NAIL TO JACK ON
2x4 (2) (3) rp
EACH SIDE WITH(6) CLIENT:
2x6 (3) (4) 0.131-x 1 Y2'NAILS. KEVIN MULLICAN
2x8 (4) (5) STRAPJACK :9 PROJECT:
TO HEADER WITH PEREZ ADDITION
2xlo (6)
(5) LSTA18 STRAP
1973 COLINA COURT
ALL NAILS NOTED ARE 0.131"x 3 Y4' INSTALL(2)SPH_CLIPS INSTALL(2)SPH_CLIPS JOB NUMBER: ---7COUN :DUVAL
AT TOP AND BOTTOM OF 15-0650
AT TOP AND BOTTOM OF ——————- —————————————
SCALE:
KING STUDS AT EACH SIDE 7-7---TT---Tl_ 71- _T F_ T T-1 7 T1---T-1- _rF_ 7 KING STUDS AT EACH SIDE Y811 =l'-O"(U.O.N.)
HEADER NAILING REQUIREMENTS OF HEADER OF HEADER E
E DO NOT SCALE THIS DRAWING
2x6 (3)NAILS PER PLY RELEASE DATE:
07-14-15
I I I REVISIONS:
2x8
(4)NAILS PER PLY
SILL ANCHOR SILLANCHOR
2xlO (5)NAILS PER PLY
DRAWN BY:
2xl2 (6)NAILS PER PLY H LZ DJM
u It
CHECKED BY:
ANCHOR BOLT AS REQUIRED ANCHOR BOLT AS REQUIRED
9Y2'LVL (5)NAILS PER PLY FSS
FLUSH HEADER CONDITION DROPPED HEADER CONDITION TITLE:
FRAMING DETAILS
11 X8'LVL (6)NAILS PER PLY
(3 OF 3)
14"LVL (7)NAILS PER PLY
DETAIL-DOUBLE PLATE STRAPPING OVER WIDE OPENINGS 2' SHEET:
16"LVL (8)NAILS PER PLY
THIS DETAIL ONLY APPLIES WHEN SPECIFICALLY REFERENCED -5
SD
END VERTICAL BRACING REQUIREMENTS /—LAST TRUSS IN ROW REQUIRING BRACING
NAIL DIAGONAL BRACE TO BLOCKING WITH(3)NAILS ULSBERG
BRITTLE FINISH FLEXIBLE FINISH —2x4 BLOCKING-TOENAIL OR ENDNAIL RATED ROOF SHEATHING HENGINEERING, INC.
BRACING 16"O.C. 24!'O.C. 16"O.C. 24"O.C. EACH END TO ADJACENT TRUSS WITH 11481 OLD ST.AUGUSTINE RD.,SUITE#202
(3)NAILS JACKSONVILLE,FL.32258
NAIL DIAGONAL BRACE TO INTERMEDIATE P:904.886.2401 F:904.260.4367
NONE REQUIRED 0*TO 53" 0"TO 47" YTO 67" 0"TO 59"
ROOF SHEATHING x WEBS WITH(2)NAILS jhuIseng@belIsouth.net
2x4 L-BRACE 54"TO 114" 48"TO 99" 6 3"TO 145" 60"TO 126" 2x4 SPF No.2 DIAGONAL BRACE FLORIDA C.A.NUMBER:25846
ROOF TRUSS(BY OTHERS)WITH (TYPICAL AT EACH END OF
115"TO 182"
2x6 L-BRACE 100"TO 158" 1 t6"TO 232" 127"TO 201" BRACE(IF REQUIRED)
CONTINUOUS LATERAL BRACING) t
NOTE:
i TO REPLACE(1)ROW OF LATERAL BRACING NAIL DIAGONAL BRACE TO TRUSS
BRITTLE FINISHES ARE STUCCO OR kDHERED VENEER INSTALL 2x4 No.2 SYP T-BRACE NAILED TO WEB WITH(3)NAILS
FLEXIBLE FINISHES ARE WOOD SIDING,HARDI-PANEL, I All
EACH PLY OF TRUSS WEB AT 6"O.C.WITH
BRICK VENEER,ETC. CONTINUOUS LATERAL BRACE(QUANTITY
-RATED ROOF SHEATHING 0.131"x 3"NAILS TO REPLACE(2)ROWS OF
< �E
At.
< AND LOCATION DEFINED BY TRUSS SHOP
-2x L-BRACE NAIL LATERALBRACING INSTALL 2x6 No-2 SYP <
ED TO 1s$1
> DRAWING.)
T-BRACE NAILED TO EACH PLY OF TRUSS
VERTICAL WEB WITH
J
WEB WITH 0.131 x 3"NAILS @ 6"O.C. IL CONTINUOUS LATERAL BRACE TO 'No.
0.131"x 3"NAI LS @ 6"O.C. 0
EACH TRUSS WEB WITH(2)NAILS
(D ----- -
VERTICAL WEB IN GABLE ROOF TRUSSES(BY OTHERS)
ENDTRUSS
NOTES: ',F S9fpE
C) SIMP
-2x
LOOKOUTS AT 48"O.C. (3)TRUSSES M 41MUM
ry NOTE: i I 'N
1) CONTINUOUS LATERAL BRACES SHALL BE 1x4 hot M71K
lElf OR 24" NTINUOOS LATERAL BRHCE i No.3 SYP OR 2x4 N0.2 SPF OR BETTER(U.O.N.) MME 414
> T-BRACING TO BE USED WHEN CONTINUOUS
tA
BLE) A� 0
t1sp LATERAL BRACING IS IMPRACTICAL. i ------
2) ALL NAILS SHOWN SHALL BE 0.131"x 3'NAILS
(U.O.N.)
rB SECTION-TYPICAL T-BRACE DETAIL-TYPICAL LATERAL TRUSS 8RACING
K'A� DETAIL-TYPICAL VERTICAL BRACING AT GABLE D D
2x4 SYP BLOCKING BETWEEN
H2.5A AT EACH LOOKOUT NAIL BRACE TO BLOCKING WITH(5)0.131"x 3 X"NAILS
LOOKOUTS
2x4 LOOKOUTS @ 48"O.C.FOR (3)0.131"x 3 TOENAILS AT EACH
EXTERIOR SHEATHING SHALL 2x6 BLOCKING BETWEEN TRUSSES WITH
OVERHNNG LOOKOUT TO TOP CHORD OF TRUSS.
BE NAILED TO BOTTOM CHORD
OF TRUSS WITH ROOF HEATHING(AS NOTED) (3)0.131"x 3 X"NAILS EACH END
2x4 BLOCKING REQUIRED BETWEEN
ROOF SHEATHING(AS N TED LOOKOUTS
0.131'x 2 X'NAILS @ 6"O.C.
(U.O.N.ON WALL LAYOUT) 2x—BARGE RAFTER
ND
ED
BALLOON FRAMED STUDS
(AS NaFED) FASCIA(BY OTHERS)
SINGLE PLATE NAIL TO TRUSS
BOTTOI 0 CHORDWITH 0.131 x 3)/4' 2x4 LOOKOUTS @ 48"O.C.
NAILS @ 6-O.C.
H3 CLIP OR EQUAL AT EACH
LOOKOUT
GABLE END TRUSS(DROP GABLE)
2x6 BRACE SPACED @ 48"O.C.UNLESS CLIENT:
OTHERWISE NOTED ON ROOF LAYOUT. KEVIN MULLICAN
K�D DETAIL-BALLOON FRAMED GABLE END(LOW CEILING)IAULT)
ADD 2x4 T-BRACE NAILED @ 6"O.C.
INTERIOR CEILING PITCH IS EQUAL TO OR LESS THAN Y2 OF EXTERIOR ROOF PITCH PROJECT:
WITH 0.131'x 2 j/2-NAILS IF BRACE
LENGTH EXCEEDS 9'-0". PEREZ ADDITION
H2.5fi AT EACH LOOKOUT
1973 COLINA COURT
2x4 LOOKOUTS @ 48"O.C.FOR
JOB NUMBER: COUNTY:
OVERHANG 15.0650 DUVAL
ROOF SHEATHING(AS NOTED) SCALE:
% X811 =1'4'(U.O.N.)
2x4 SYP BLOCKING BETWEEN 1.
E
LOOKOUTS E DO NOT SCALE THIS DRAWING
RELEASE DATE:
BALL)ON FRAMED STUDS
07-14-15
(AS�OTED) SEE DETAIL"G"ON SD-6 REVISIONS:
GBC CLIP-(2)REQUIRED AT EACH BRACE
DOUI ILE PLATE
INTEF IOR VAULT TOENAIL BOTTOM CHORD OF GYPSUM BOARD CEILING
TRUSS TO DOUBLE PLATE WITH DRAWN BY:
-----EXTERIOR SHEATHING SHALL BE 5, DJM
L5
0.131"x 3 X"NAILS @ 8-O.C. 21
NAILE D TO UPPER PLY OF NOTE: :2' CHECKED BY:
DOUBLE PLATE WITH ;;e—2x4 DRYWALL BACKING INSTALLED :2 FSS
ALL MEMBERS SHALL BE#2 SYP. TITLE:
0.1 31'x 2 YY NAILS @ 6"O.C. CONTINUOUSLY BETWEEN BRACES
TRUSS BRACING&
(U.O.N.ON WALL LAYOUT)
GABLE DETAILS
SECTION-GABLE END DIAGONAL BRACING
DETAIL-BALLOON FRAMED GABLE END(HIGH CEILING VAULT (-F G� 2 SHEET:
THREADED ROD NOT SHOWN FOR CLARITY �-6
INTERIOR CEILING PITCH EXCEEDS Y2 OF EXTERIOR ROOF PIMIH SD-6
INSTALL SPH_CLIPS AT 32"O.C.AT DOUBLE ULSBERG
NOTE: PLATE ENGE;EERING, INC.
ATTACH DOUBLE PLATE TO STUD PER
DETAIL"G"ON SD-7
L ,FL.32258
DOUBLE PLATE NAILED WITH(6)10d x 1 Y2'NAILS P:904,886.2401 F:904.260.4367
UPPER LEVEL STUD INTO EACH SIDE OF STUD
jinulseng@bellsoutiz.het
21
CS16 STRAP(CUT TO LENGTH)FROM UPPER DOUBLE PLATE UPPER LEVEL STUD FLORIDA C.A.NUWER:25846
STUD TO BEAM BELOW @ 32-O.C.(U.C.N.). CS16 STRAP(CUT TO LENGTH)FROM UPPER E
NOTCH BEAM AS REQUIRED TO I
NAIL INTO UPPER STUD WITH(11)10d AND NAIL STUD TO HEADER BELOW @ 32-O.C.(U.O.N.). _1� .1
-2 It'll% it
FIT BENEATH DOUBLE PLATE
INTO BEAM WITH(11)1 Old NAILS. It,
NAIL INTO UPPER STUD WITH(11)10d AND NAIL
S.
BEGIN NAILING 1"MINIMUM ABOVE SOLE PLATE BEAM BEARS ON(2)2x JACKS INTO HEADER WITH(11)10d NAILS.
E
BEGIN NAILING 1 MINIMUM BELOW TOP OF (TYPICAL-U.O.N.) BEGIN NAILING 1"MINIMUM ABOVE SOLE PLATE 0.
BEAM NAILING NOT REQUIRED BETWEEN UPPER SILL
CONDITION: 1 4 G
PLATE AND LOWER DOUBLE PLATE. No.,5
(NOTCHED BEAM) 0791
BEAM(AS NOTED)
FLOOR SYSTEM(AS NOTED)
STATS�
BEGIN NAILING 1 MINIMUM BELOW DOUBLE OF
DETAIL-CONNECTION OF UPPER LEVEL STUD OVER BEAM
PLATE 71 4-1
�-7 THIS DETAIL ONLY APPLIES WHEN SPECIFICALLY REFERENCED
DOUBLE PLATE I A I
NAIL SHEATHING TO DOUBLE PLATE WITH
(2)ROWS OF 0.131"x 2 XY NAILS @ 6"O.C. LOWER LEVEL HEADER(AS NOTED)
MONOLITHIC FOUNDATION-EXTERIOR NAIL SHEATHING ALONG BOTTOM OF
X8"x 8"TITEN HD SCREW ANCHOR HEADER @ 3"O.C.
or Y8"x 6"SCREW ANCHOR BY HURRI-BOLT,INC. INSTALL DSP CLIPS @ 24"O.C.OR
or3/8"THREADED ROD SET 4 YY INTO ADHESIVE SPH @ 32"O.C.
G DETAIL-CONNECTION OF UPPER LEVEL STUD TO HEADER BELOW
EXTERIOR BEAM(AS NOTED)
STEMWALL FOUNDATION-EXTERIOR THIS DETAIL ONLY APPLIES WHEN SPECIFICALLY REFERENCED
DOUBLE PLATE
XY THREADED ROD SET 7 INTO ADHESIVE
BEAM INSTALLED BENEATH DOUBLE PLATE
INTERIOR APPLICATIONS- BEAM BEARS ON(2)2x—JACKS
IF EDGE DISTANCE EXCEEDS 5" (TYPICAL-U.O.N.)
Metal Connector Fastening Schedule
USE MONOLITHIC CONDITION
CONDITION: 2 Simpson ID LISP ID Uplift Capacity(lbs) Fasteners Anchorage(11.11.0.1N.)
A35 MPA1 n/a (112)0 131"x 1 Y� n/a
(DROPPED BEAM) ABU44—Z PAU44—TZ 2200(SYP) (12)0 162"x 2Y2"or(12)0 162"x 31/2" 518"wf 7*embed
ABU66—Z PAU66—TZ 2300(SYP) 12)0 162"x 2Y2"or(12)0 162"x 31/�" 5/8"wl 7'embed
0
FP
CS16 RS150 1705(SYP or SPF) (11)0.148"x 3"in each end—(22)total nfa
DETAIL-TYPICAL DTT2-Z INSTALLATION DETAIL-EXTERIOR BEAM TO WALL CONNECTION
rB rE DSP RSPT6-2 775(SY P or SPF) (8)0 148"x 11/�"into studs n1a 7
v
(6)0.148"x 11/.'into double plate
0
�-7
�-7 (USP DTIB-TZ SIMILAR) DTT2Z DTB-TZ 2145(SYP)1835(SPF) (8)V4"x 1 Y2"SDS 'A"vv/4%'embed(mono)and 7"am b
GBC HC520 n1a (5)0.131"x 11/2*into gable brace n/a 2
(7)0 131"x 2%"into double plate
MONOLITHIC FOUNDATION-EXTERIOR H2 SA n;a:use RT7 600(SY P) (5)0 131"x 21/,,"in each end-(10)total n/a
H2 7 n;a:use RT7 545(SY P or S PF) (5)0 131"x 11/�'in each end-(10)total n/a
X2"x 12"TITEN HID SCREW ANCHOR H3 RT3A 455(SY P) (4)0 131"x 21/2"in each end—
or Y8"THREADED ROD SET 7"INTO ADHESIVE ALTERNATE ANCHOR: H6 LFTA6 950(SYP)820(SPF� (8)0 131"x 21/.'in each end—(16)total n1a
T X2"x 6"TITEN HID H8 RT8A 745(SY P) (5)0 148"x 11/2"in eac h end—(10)total n/a
Z-EXTERIOR BEAM
STEMWALL FOUNDATION-EXTERIOR (MECHANICALLY GALVANIZED) HDQ8 nia,use UPHD8 7630(SYPI 5495(SPF) (20)1/. 3'SDS 7/8"vvi 15"embed(SET epoxy only)
(AS NOTED) HDU5 PHD5 5645(SYP)4065(SPF) (14)114*x 2Y2w SIDS 5/8"w/7'embed(mono)and 12"ernt
THREADED ROD SET 12"INTO ADHESIVE H6 CLIP FROM WITH 2"x.48"WASHER HDU8 PHD6 6970(SYP)5020(SPF) (20)114*x 3*SDS 718"w/15"embed(SET epoxy only)
HETA16 HTA 16 1810(SYP) (10)0.148"x lYi"
4"embed
INTERIOR APPLICATIONS- POST TO BEAM HTS20,HTS24 or HTS30 HTW20,HTW24 or HTW30 1450(SYP)1245(SPF) (10)0 148"x 3"in each end—(20)total ri CLIENT:
HTSM16 or HTSM20 HTWM 16 or HTWM20 1175(SY P) (8)0.148"x 3'into woc�d ri KEVIN MULLICAN
IF EDGE DISTANCE EXCEEDS 5"USE LAP BEAM PLIES AND (4)V"x 2YV Titen into CMU
XY X 12'TITEN HD SCREW ANCHOR NAIL AS SHOWN-(5) (4)1/,"x 13/1"Titen into concrete
HTT4 HTT4 4235(SYP) 3640(SPF) (18)0.162"x 2W" 5/8"vv/7'embed(mono)and 12'eml PROJECT:
or Y8"x 8"TITEN H D SCREW ANCHOR 0.131"X 3/4"NAILS PER PLY HTT5 HTT5 5090(SYP) 4375(SPF) (26)0 162"x 2Y�" 5/8"w/7'embed(mono)and 12'ernt
�T7 2
or Y8"THREADED ROD SET 6"INTO ADHESIVE LTP4 M P417 nJa (112)0 131"x 1% n/a PEREZ ADDITION
PT POST(AS NOTED) LSTA18 LSTA18 1235(SYP)1110(SPF) (7)0.148"x 3*in each end—(14)total ri
775(SYR)665(SPF) (6)0.148"x 3'in each end—(12)total n1a 1973 COLINA COURT
H6 CLIP FROM POST MSTA24 M STA24 1640(SYP)1455(SPF) (9)0.148"x 3'in each end—(18)total nfa 42 JOB NUMBER:
(�c DETAIL-TYPICAL HTT5 INSTALLATION LTS12 LTVV 12 1 COUNTY:
MSTAM24 M STAM 24 1500(SYP or SPF) (9)0 148"x 3'into wood nfa _6
�-7 (USP PHD5 SIMILAR) TO BEAM I � - 150650 DUVAL
PT POST(AS NOTED (5)%"x 2Y,"Titen into cmu., t
SCALE:
(5)%"x 13/4"Titeri into concrete
EXTERIOR BEAM Y811 =11-011(U.O.N.)
ABU POST BASE msTAR M STA30 2050(SYP)1820(SPF) (11)0.148"x 3"in each end—(22)totai nfa 0
I E
MONOLITHIC FOUNDATION-EXTERIOR (AS NOTED) (AS NOTED) MSTA36 M STA36 2050(SYP or SPF) (13)0.148"x 3"in each end—(26)total ri E DO NOT SCALE THIS DRAWING
8
1870(SYP or SPF) (13)0.148"x 3"into wood ri
RELEASE DATE:
X8'THREADED ROD SET 15-INTO ADHESIVE THREADED ROD MSTAM36 M STAM 36 (8)V x 21/1"Titen into CMU
PLAN VIEW AT TOP OF POST i *0 07-14-15
WITH NUT SET IN (8)W"x 13/V Titen into concrete 2 REVISIONS:
STEMWALL FOUNDATION-EXTERIOR 1 .0 11 ADHESIVE MTS12 or MTS20 M 7\N 12 or MTVV 20 1000(SYP)860(SPF) (7)0 148"x 3'in each end—(14)total n1a -8
MTSM 16 or MTSN1 20 HTWM 16 or HTVVM20 860(SYP) (7)0.148"x 3'into wood n1a
XV THREADED ROD SET 15-INTO ADHESIVE 1 (7 EMBEDMENT) (4)VV x 211."Titen into CMU
4 (4)Y."x 11/,"Tten into concrete
INTERIOR APPLICATIONS- PA51 TA51 3685(SY P or SPF) j 21)0.162"x 21/2"or(21)0.16 2"x 311" 4"embed
4 SPH4 orSPH6 SPTH4 or SPTH6 680(SYP)585(SPF) (12)0,148"x 11/�" n1a DRAWN BY: DJM
IF EDGE DISTANCE EXCEEDS 5"USE 4 11 1 1
411 4 SSP RSPT6 350(SYP or SPF) (4)0.148"x 1'A'into studs ri LU
�5 CHECKED BY:
4 3)0,148"x 11/2'into double plate
XV THREADED ROD SET 8"INTO ADHESIVE 4 -2 FSS
STHD14 ISTA014 14430(SYP or SPF) 1(38)0,148"x 3 1V 14"embed
TITLE:
Notes,
METAL CONNECTOR
SIDE VIEW AT BASE OF POST I All connectors are manufactured by Simpson Strong-Tie or USP Structural Connectors(U-0 N
DETAILS
2.SYP=Southern Pine:SPF=Spruce-Pine-Fir L5
DETAIL-TYPICAL HDU8 INSTALLATION. DETAIL-TYPICAL CONNECTIONS AT EXTERIOR POST 21
3.Mono=monolithic concrete;stem=masonry stemwall or bond beam _2' SHEET:
�,�-7 (USP PHD6 SIMILAR) 14 Anchorage refers to threaded anchors with noted diameters and embedment depths -7
SD
TRUSS ULSBERG
HENGINEERING, INC.
11481 OLD ST.AUGUSTINE RD.,SUITE#202
JACKSONVILLE,FL.32258
P:904.886.2401 F:904.260.4367
jhulseng@"uth.net
Lu
OPTIMAL 221/20 FLORIDA C.A/f4UMBER:25846
100 00
Ez-
/4t
300
fA,
TYPICAL SDWC SCRE,,—,---'--,,,v TRUSS BEARING ON
"A"ON SD-7a OR EDGE GRAIN
NO.50791
"B"ON SD-7a SDWC SCREW IS
ACCEPTABLE
/2"MAX.
S TATE/_'(�rF
TRUSS TO TOP PLATE SHOWN 0
BEARING WALL
_§ s-
(RAFTER TO TOP PLATE SIMILAR)
0
EDGE GRAIN BEARING CONDITION
SDWC15600 NOTE:
UTILIZE METAL INSTALLATION GUIDE TOOL i
L—VA—J
PROVIDED BY MANUFACTURER. COMMENTS:
DETAIL-STANDARD SDWC ROOF TO WALL INSTA-LATION TRUSS
L-7�a (TRUSS ALIGNED WITH STUD)
0
0
0
ONLY CLIPS ARE ALLOWED TRUSS BEARING ON
WITH THIS CONDITION END GRAIN 0
(NO SDWC SCREWS) L(EXTENDED VERTICAL)
S
SDWC SCREW IS NOT
f z'z-1%, ACCEPTABLE
BEARING WALL
END GRAIN BEARING CONDITION
TRUSS TO TOP PLATE SHOWN
('D� DETAIL-SDWC AT EDGE END GRAIN CONDITIONS
(RAFTER TO TOP PLATE SIMILAR)
��-7 a
1'MIN MIN
DO NOT INSTALL SDWC IN
SDWC15600
HATCHED AREA CLIENT:
NOTES:
KEVIN MULLICAN
DETAIL-STANDARD SDWC ROOF TO WALL INSTA�LATION 1. INSTALL SDWC SCREW SO THAT FASTENER HEAD IS FULLY COUNTERSUNK
7a INTO THE DOUBLE PLATE
(TRUSS OFFSET FROM STUD) :9 PROJECT:
2. VERIFY THAT THE ENTIRE SHANK OF THE SDWC SCREW IS INSTALLED INTO PEREZ ADDITION
A WOOD MEMBER. 1973 COLINA COURT
TRUS'� (RAFTER SIMILAR) JOB NUMBER: COUNTY:
0 1 C ffirin DUVAL
3. SCREWS ARE SHOWN INSTALLED ON THE INTERIOR SIDE OF THE WALL.
t SCALE:
INSTALLATIONS ON THE EXTERIOR SIDE OF THE WALL ARE ACCEPTABLE
1 1-011(ILI.O.N.)
Y2"MINIMUM EDGE DISTANCE WHEN THE RAFTER OR TRUSS OVERHANGS THE TOP PLATE A MINIMUM OF 8
(WITH OR WITHOUT A PLATE SPLICE) E DO NOT SCALE THIS DRAWING
31' 8
I. RELEASE DATE:
4. TYPICAL HURRICANE CLIPS(PER TRUSS CONNECTOR SCHEDULE)SHALL 07-14-15
REVISIONS:
BE USED TO REPLACE MIS-INSTALLED SCREWS AND/OR SCREW
INSTALLATIONS WITH WOOD SPLITTING. REMOVE SCREWS BEFORE
INSTALLING CLIPS.
OFFSET Y4"FROM
DRAWN BY:
�SPLICE MAY DJM
TOP PLATE 5. ATTACHMENT THROUGH END GRAIN VERTICAL IS NOT ALLOWED.
SPLICE FOR FULL BE IN UPPER CHECKED BY:
OR LOWER FSS
VALUES
PU TE TITLE:
SIMPSON SDWC TRUSS
ANCHOR SYSTEM
DETAIL-SDWC MINIMUM EDGE DISTANCE
SHEET:
�-7a
SD-7a