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All claims for error or defective material must be made within 5 days of receipt of goods and prior to installation. Otherwise, said claim will be denied. LOADING CRITERIA
Roof Floor
S W ORAWING REVIEW DISPOSITION Top Chord Live Load 20.00 40.00 p.s.f.
ATTENVOI t Reariow of shop ams is only for conformance with Top Chord Dead Load 7.00 10.00 p.s.f.
Othe design toat+eopt of the project and does not relieve the contractor Bottom Chord Live Load 0.00 0.00 ps.f.
of respoulft for aq bion tram the requirements of the shop Bottom Chord Dead Load 10.00 5.00
'n drwinawipys.Coral uw*A dslartnine and verify an field m�easuraments. p.s.f.
APPROVED O RETURNED FOR CORRECTION Total Load 37 55 p.s.f.
Duration Factor 1.25 1.00
D APPROVED AS NOTA Q RETURNED WITHOUTAMON BuildingCode
FBC 2014 RES
Wind Standard ASCE 7-10
O D
NOT APPROVED r COM EVEN0 SE TS TIAL LEITER Wind Speed 130 m.p.h.
BY
, � pfgE1 d F`j f Wind Usage RES.CAT 11
—"` - Building Exposure C
HULSBERS W. R CERT.25M
11481 ST.A000STIKAt0W Building Type Closed
ACKS0WWXFLX291 NOTE
It is the responsibility of the building designer or architect to
provide an appropriate connection for trusses to supporting
structure per reactions shown on truss engineering.Spatial
considerations for mechanical equipment and/or plumbing(and
A05j their connections)in truss space must be diagrammed by the
builder an approved truss layout prior to fabricaton.
i
wE .. 5,.. ,.. v.
Manning Building Supplies is a truss manufacturer whose 11995
-
responsibilities are limited to those described in WTCA
(sections 6.0 and 7.0).Acconiingly,it disclaims any
responsibilities for the the construction design,drawings,
E I documents including the Installation and bracing of trusses
manufactured by Manning Building Supplies.
Warning:
Conventional framing,erection and/or permanent bracing is not
I the responsibility of the truss designer,plate manufacturer,or
i truss manufacturer.Persons erecting trusses are cautioned to
i
seek professionaladeice regarding
erection bra
cing which
is
always required to prevent topplingand dominoing during
erection;and permanent 61801n9 Which may be
required in
f specific applications.See"Bracing wood trusses commentary
E I i and recommendations(BCSI 1-03)for further information.
C) A03 � Trusses shall be installed M a straight and plumb position.
�_„ :ri v ,.,. y..v r I O Where no sheathing is applied directly to the top and/or bottom
i .....,+:r.�rw-�t-x�r-•,<v�.�..:;a�•�. ,mow..,.a5�.:.0 `$'w�a:��„-..,.a�r.h.a-i,
I chorda,they shall be braced as specified on the engineered
0 I I 0 design.Trusses shall be handled with reasonable care during
/� Q erection to prevent damage or personal injury.
Q A02 ora c
1 Q Approved truss anchor by builder.
2x4 minimum top and bottom chords.
Square cut overhangs.
{ !� 12
A01 ' _ I.. . 4D
m. _ .. ._
3
I 12
J03 .� �.F a. 3-,12--
3 qpl” 24-- BRG.
. ,._. x: J 0 3 Unless noted
otherwise.
Typical Truss Ends
J02 J02
Engineer of Record:
I
n �
Jeffrey K. Hulsberg - FL PE
J01 � J01 #33152
- ---- ---__ ___-
----- ------
11481 Old St.Augustine Rd#202,
Jacksonville,FL 32258
Manning Building
L' Supplies, INC.
0 O O � M O O ��ts �Philips e FL 32256 E.
0 Phone:(904)268-8225
re S1 Fax(904)280.2981
WM.MBS-CORP.COM
Customer. JAXTRUSS MBS-CORP.COM
Jax-House
Job Nemo:
24-00-00 Mitchel Addition
Lot�elWsubaiv
1728 Park Terrace West Atlantic Beach,FL/
FLORIDA PRODUCT APPROVAL CODES:MITEK PLATES 15638....BLUELINX ON-CENTER-LVL 15354...BLUELINX ON-CENTER BLItilO1ST 15432....BLUELINX ON-CENTER RIMBOARD 15432 Scale: pate. raven By: Job Number.
N.T.S. /23/2015 JP J150361
r
DESIGN SPECIFICATIONS: GENERAL NOTES:
8. All concrete slabs on grade shall be the thickness as indicated on the drawings over ULSBER
Project has been designed in accordance with the 5th Edition(2014)Florida B jilding 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 W1.4x1.4 WWF lapped 8"at edges and ends in conformance with ASTM-A 185, HENGINEERING, I.
and flashing requirements are not addressed in these plans. or fibermesh reinforcement shall be used with a minimum fiber length of j."to 2" 11481 OLD ST.AUGUSTINE RD.,SUITE i
DESIGN CRITERIA: complying with ASTM C 1116. The dosage amount shall be 0.75 to 1.5 pounds per JACKSONVILLE,FL.32258
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. LU P:904.886.2401 F:904.260.4367
Wind Design Method ASCE 7-10 conformance with all requirements of the authorities having jurisdiction over this type @beilsoutn.net
Basic Wind Speed: 130 mph of construction and occupancy. 9. Slabs on grade shall bear on structural fill which shall be clean sand free of debris and N I BER:25846
Building Risk Category: II other deleterious material.Structural fill shall be compacted to a density of at least 2_4 �.•�`CEN
Wind Exposure: B(Enclosed Structure) 3. The contractor is responsible for the means and methods of construction. It is the 95%of the Modified Proctor Maximum Dry Density(ASTM D1557).Termite protection 4 k(N,y
Building Classification: Residential contractor's sole responsibility to determine the procedure,sequence,and temporary shall be provided in accordance with applicable code requirements. If soil treatment
Building Type: Type V Construction bracing as to insure the safety of the building and its component parts during is used,the treatment shall be done after all excavation,backfilling,and compaction No331
5.2
Wind-Borne Debris: NOT located in the wind-borne debris region construction. is completed.
s �
4. The contractor shall verify all conditions and dimensions at the job site prior to 10. Structural fill hal STATE
Unless otherwise noted,protect site considerations shall be the responsibility f the Footings may bear upon undisturbed soil or upon structural fill. shall be
owner and/or contractor. Examples of such items include,but shall not be limi ed to, commencing work. compacted to a density of at least 95%of the Modified Proctor Maximum Dry Density = %*44 60
determination of grade elevations,drainage features,and special requirements (ASTM D1557)for a depth of at least two feet(2'-0")below the bottom of the footing. 's.a■, ,■■a
associated with FEMA flood hazard and/or DEP zones. 5. The contractor shall supply,locate,and build into the work all inserts,anchors,angles, "7DWAll
plates,openings,sleeves,hangers,slab depressions,or other components as may be 11. The following minimum concrete cover shall be provided for reinforcement: tty� t
DESIGN DEAD LOADS: required to attach and accommodate other work. 3" Concrete cast against and permanently exposed to earth 09-25-15
2" Concrete exposed to earth or weather � JEFFREY K.HULSBERG,PE
Floors: 6. All details and sections shown on the structural drawings are intended to be typical 1 '/2'Concrete not exposed to earth or weather FL PE No.33152
The design floor dead load of 12 psf assumes a floor system utilizing wood decking or and shall be construed to apply to any similar situation elsewhere in the work except COMMENTS:
wood subflooring over wood truss,wood 1-joist,or solid sawn lumber framing. The floor where indicated otherwise. 12. All continuous reinforcing steel in concrete shall be lap-spliced with the following
covering is assumed to be carpet,vinyl,wood or ceramic tile. The Engineers all be minimum lengths:
notified if the floor coverings differ from the noted assumptions 7. Refer to the structural drawings for all structural details and sections. The contractor ##4 bars: 21"minimum
shall contact the Engineer for clarification in cases of conflict between the structural #5 bars: 26"minimum
Roofs: drawings and any drawings prepared by others prior to commencing work. #6 bars: 32"minimum 3
Metal or Shingle: 10 psf(Rafters)7 psf(Wood Truss)
Concrete or Clay Tile: 15 psf 8. It is the owner's and/or contractor's responsibility to obtain a soils exploration report. 13. Reinforcement in footings shall be bent around corners or corner bars shall be used.
Refer to Architectural Plans for Roof Covering System The design of the project structure assumes an allowable soil bearing capacity of E
2000 psf. The Engineer shall be notified if soil conditions encountered differ from the 14. The contractor shall provide spacers,chairs,bolsters,etc.,necessary to support
DESIGN LIVE LOADS: noted assumptions. All requirements for site preparation and soil compaction reinforcing steel.Support items which bear on exposed concrete surfaces shall have
specified in the soils report shall be followed unless more stringent requirements are ends which are plastic tipped or stainless steel.
Floors: specified in these plans.
Exterior Balconies: 40 psf MASONRY:
Exterior Decks: 40 psf CONCRETE:
Stairs: 40 psf(or 300 Ib point load) General:
Garages: 50 psf(or 2000 Ib point load) 1. Ail concrete work shall be in accordance with"Building Code Requirements for 3
All Other Areas: 40 psf Structural Concrete,"ACI 318-11,and"Specification for Structural Concrete,"ACI 301 1. All masonry work shall be in accordance with"Building Code Requirements for
Masonry Structures,"ACI 530-11,and Specifications for Masonry Structures,"ACI
Attics: 2. All concrete shall have the following minimum compressive strength at 28 days: 530.1-11
a
Without Storage: 10 psf Slabs on grade,footings,and misc.concrete: fc=2500psi
With Limited Storage: 20 psf Structural slabs,walls,beams and columns: fc=3000psi 2. Grout shall conform to ASTM C476 with minimum 28 day compressive strength of N
With Storage: 30 psf(fixed stair access) Designated radon zones only-all concrete: Pc=3000psi 2000 psi per ASTM C1019.Grout shall be mixed to provide a slump between 8"to 11
a
Roofs: 3. Cement shall conform to"Specification for Portland Cement"(ASTM C150) 3. Mortar shall conform to ASTM C270 and be Type M or S. Type N mortar may be used
Less than 4:12 slope: 20 psf in brick veneer.
4:12 slope or greater: 16 psf 4. Aggregate shall conform to"Specification for Concrete Aggregates"(ASTM C33) CLIENT:
4. The contractor shall be responsible for the design and installation of all flashing. A MANNING BUILDING
DEFLECTION CRITERIA: 5. Water shall be clean and free of injurious amounts of oil,acids,alkalis,salts,organic
ai- material or other substances that are deleterious to concrete or steel reinforcement. Concrete Mason (CMU): y
Walls: Masonry� , o PROJECT:
6. Reinforcing steel shall be ASTM A615 Grade 40 unless otherwise noted on the �RK TERRACE DRIVE
Wind loads with plaster or stucco finish: L/360 g 1. Concrete masonry units(CMU)shall be ASTM C90-11 B, Hollow Load-Bearing L
Wind loads with other brittle finishes: U240 structural drawings.All reinforcing details shall conform to"Details and Detailing of Concrete Masonry Units,normal weight,with a minimum compressive strength of 11-7-Z-
Wind
Wind loads with flexible finishes: U120 or L/180* Concrete Reinforcement,"ACI 315,unless detailed otherwise on the structural 1900 psi(fm=1500 psi). JOB NUMBER: COUNTY:
131136 DUVA
*U180 for exterior walls with interior gypsum board finish. drawings.
SCALE:
Floors: 2. All continuous reinforcing steel in masonry shall be lap-spliced with the following 1'-0"(U.O.N.)
Live Load: L/480* 7. Tolerances for foundation and slab alignment as well as placement of reinforcement minimum lengths: E
Total Load: L/240* shall be in accordance with"Standard Tolerances for Concrete Construction and #4 bars: 20"minimum s DO NOT SCALE THIS DRAWING
*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. #5 bars: 25„minimum O���CE CO�� RELEASE DATE:
#6 bars: 30 minimum 09-25-15
REVISIONS:
Roofs:
Live Load: L/240 3. Grout all cells containing vertical reinforcement in 5-0"maximum lifts.
Total Load: L/180 ROYAFN#RrFAQ� �t)JE40W �� ry DRAWN BY:
4. Pro 1 oG Fe A son when the wall JCG
height exceQTWOF ATLANTIC BEACH y CHECKED BY: JKH
SEEP ITS H APRMP((NA61 joints. TITLE:5. Beam reip#prlq�q � AND CONDITIONSGENERAL NOTES
tfCCt�++ll11JJ��HH ::IIIIIYYy����ryry
1 `6 / W
SHEET 1 of 2
R Evi EwED 13Y./71 DATE: ` a SHEET:
S-1
Clay Masonry(Brick): 13. Fasten plies of 1 3/4'wide engineered lumber as follows: WINDOW,DOOR AND SOFFIT PRESSURES: ULSBERG
2-ply beams with(3)rows of 0.131"x3 1/4"nails @ 12"o.c.
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'/4'nails @ 8"o.c.(each side) 1. All window,door and soffit assemblies shall be designed to withstand the design HENGINEERING,
INC.
Hollow Brick,respectively. Grade SW shall be used. 4-ply beams with(2)rows of Simpson 6 3/4"long SDW screws @ 12"o.c. pressures indicated below and shall be installed in accordance with the manufacturer's =
11481 OLD ST.AUGUSTINE RD.,SUITE#202
requirements.
JACKSONVILLE,FL.32258
2. Brick veneer shall be anchored with approved ties spaced no more than 16"o.c. STRUCTURAL STEEL:
P:904.886.2401 F:904.260.4360.43
67
vertical and 16"o.c.horizontal. Additional ties shall be provided around all wall W jhulseng@bellsouth.net
openings greater than 16"in either direction,and shall be spaced no more thE n 36" 1. Structural steel shall conform to AISC Specifications for Design and Fabrication and FLORIDA C.A.NUMBER:25846
o.c.and placed within 12"of the openings. Erection of Structural Steel for Buildings(latest editions).
a.Welded connections: AWS D1.1 y
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
have a hook embedded in the mortar joint. Sheet metal ties shall not be less han No. c. Structural steel pipe: ASTM A53 or A501 WIND PRESSURES ON WINDOWS, DOORS &
22 gage by 7/8"corrugated and fastened with 1 3/4"galvanized roofing nails. d. Structural steel tubing: ASTM A500 ,fit'"'` "
Adjustable or strand wire veneer ties shall be used at CMU walls. SOFFITS (pSf) Q `��#
•`` �G `
2. All structural steel connections and fabrications shall comply with AISC specifications. _ �``� ` � ''' ' •• sr •
4, Unless otherwise noted on the plans,a steel angle L4x4xl/4 shall be used for AREA OF OPENING EDGE STRIP (5) INTERIOR ZONE (4) , <G�.• � `S4$''';�
supporting brick veneer over openings. This angle will not be required for arc ed3. Steel shop drawings shall be provided to the Engineer for approval prior to fabrication. Pos Neg Pos Neg NO
windows where brick is self-supporting. If the length of the opening exceeds i'-O"then
3 �2
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 -19.8 '* •
o.c.or Simpson%4°x 3"SDS screws @ 12"o.c. shall not be used. 20.1 to 50 sf 17.5 -22.8 17.5 -19.1 : S 0 15 :• *1
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 •ta4 SBVR*P
100.1 to 200 sf 15.5 -19.1 15.5 -17.1
1. All wood framinghas been designed in accordance with"National Design S cificatio ••••�a••••.•
9 9 P 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 � �fA�A�.
(NDS)for Wood Construction,"2012 edition. to painting,steelwork shall be cleaned per SSPC SP-6"Commercial Blast Cleaning". Soffit Design Pressure 18.3 -24.5 18.3 -19.8
Base Design Pressure 15.50 GCpi= ±0.18
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
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,concrete r soil HARDWARE AND ANCHORS: -
P TYPICAL EDGE STRIP(5)
shall be treated with an appropriate preservative suitable for the exposure conditions. a-5.0'
1. All framing anchors and connectors shall be manufactured by Simpson Strong-Tie,
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 Al 53,Class C,or ASTM B695,Cass 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
0
F1554,Grade 36.
5. Prefabricated wood trusses shall comply with NDS and"National Design Star dard 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 Enginee . ASTM Al 53,Class C,or ASTM B695,Class 50.
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 -
registered Engineer's seal for approval.Design notes shall include the rated I ad Florida Product Approval)and installed according to the manufacturer's instructions.
capacity of the truss to truss connectors,and the manufacturer's license to fa ricate 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. I IF
ROOF COVERING: L-
8. Jobsite handling and erection,including temporary bracing,during installatio of CLIENT:
MANNING BUILDING
trusses shall comply with TPI/WTCA BCSI 1. 1. The contractor shall be responsible for the design and installation of the roof covering
system. PLAN KEY r
9. All prefabricated wood trusses subjected to uplift conditions shall be securely fastened 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 -ADDITION 2788 PARK TERRACE DRIVE WEST
Connection Schedule. manufacturer's requirements. o
i'
COUNTY:
10. All gable ends shall be balloon framed or braced in accordance with the apps cable 3. Clay and the roofs shall be installed per the"Concrete and Clay Roof Tile Installation JOB NUMBER: DUVAI
detail as shown in the structural drawings. Manual,"and the manufacturer's requirements. /, /% SCALE:
1-0 U.O.N.
11. Guardrails,handrails,and guard in-fill components(Balusters and Panel Fillers)shall 4. Standing seam metal roofs shall comply with ASTM El 514 and be installed according �/, %i o DO NOT SCALE THIS DRAWING
be provided by others. to the manufacturer's requirements. RELEASE DATE:
i/ z
09-25-15
12. Engineered lumber LVL,Parallam or LSL shall meet the following minimum material REvsssoNs:
g' ( ) 9 5. The contractor shall be responsible far the design and installation of all metal flashing ;%
specifications: and valley material.
LVL or Parallam LSL
E=2,000,000 psi E=1,550,000 psi
Fb=2,600 psi Fb=2,325 psi UJ= DRAWN BY: JCG
Fc=750 psi Fc=900 psi y CHECKED BY: JKH
Fv=285 psi Fv=310 psi
TITLE:
GENERAL NOTES
SHEET 2 of 2
PROJECT SCOPE OF WORK IS CLASSIFIED PER EXISTING BUILDING
CODE AS BOTH "ADDITION"AND"ALTERATION LEVEL (2)". „ SHEET:
N S-2
ULSBERG
MON CITRIC ENGINEERING. INC.
11481 OLD ST.AUGUSTINE RD.,SUITE#202
JACKSONVILLE,FL.32258
P:904.886.2401 F:904.260.4367
CJ=SUGGESTED CONTROL JOINT jhulseng@beilsouth.net
LOCATIO S(SEE DETAIL"D"ON SD-1) FLORIDA C.A.NUMBER:25846
E
0
CONTRACTOR HALL VERIFY ALL DIMENSIONS €
USING FINAL PROVED FLOOR PLAN PRIOR
TC 1 CONSTRUCTION.
3
N
n �
INSTALL(2)#5 DOWELS EMBEDDED
INTO ADHESIVE(4"MINIMUM)
AT EXISTING FC OTING.
DOWELS WILL E E EMBEDDED INTO WALL FRAMING NOTES: r +�
NEW POURED CONCRETE FOOTING _ a No'33 2 :Ca
(12"MINIMUM). PICAL-U.O.N. 1} ALL FIRST FLOOR EXTERIOR WALLS SHALL BE CONSTRUCTED WITH2x4 SPF No.2 j *, c
STUDS @ 16-O.C.FOR PLATE HEIGHTS UP TO 8'-1'/a"-U.O.N. = ; 09-25 1SBE : -
• P331
INSTALL#5 DO ELS EMBEDDED INTO 2) THE FIRST FLOOR EXTERIOR SIDE AND REAR WALL FINISH IS"FLEXIBLE"(SIDING) GARAGE DOOR NOTES + �► ++
ADHESIVE(4"M NIMUM)@ 48"O.C. THE FIRST FLOOR EXTERIOR FRONT WALL FINISH IS"FLEXIBLE"(BRICK VENEER)-U.O.N. a `•+� R'
i� .j�s+'
ALONG PERIME ER OF EXISTING FOUNDATION. NOTIFY ENGINEER OF ANY VARIATIONS. 1. INSTALL(�j MSTA30 STRAP AT EACH IONAL
DOWELS WILL E E EMBEDDED INTO NEW POURED ----- —- — --_— __— ----- __--- _ --- - _ --_ _I� OF GARAGE DOOR HEADER.NAIL STRAP � t
CONCRETES (12"MINIMUM).TYPICAL-U.O.N. INTO HEADER AND JACKS BELOW.
tpzz
/� \ --- -- — - -- ----- 2. EMBEDDED STRAP AT EACH END OF GARAGE
t _ DOOR OPENING SEE DETAIL"E"ON SD-1 0
--
RAGE DOOR SHALL BE RATED FOR A
F �- = MINIMUM DESIGN PRESSURE OF 17.2 P sf+ E
_ -
I
I B
SHEARWALL LEGEND:
C
......... = NON-BEARING WALL o,
M `m
EMBEDDED STRAP AT
GARAGE DOOR OPENING CD] co I CJ ( X = BEARING WALL
SEE DETAIL"E"ON SD-1 �! I
N
SW-6 y
4"CONCRETE SLAB ITH 6x6 W1.41.4 WWF i a = SHEARWALLS FASTENED WITH
OR FIBERMESH OVER 6 MIL VAPOR BARRIER I Iy
8d COM(0.131"x 2Y2")NAILS @
COVERING CLEAN A D COMPACTED FILL. I 6"O.C.ON EDGES AND 12"O.C.
A -- ON INTERMEDIATE SUPPORTS.
-- --
- - - - SW-3—
�,� SD-1 L — —— — — — : ........................................................ : = SHEARWALLS FASTENED WITH
8d COM(0.131"x 2%')NAILS @ m CLIENT:
3 O.C.ON EDGES AND 12 0
MANNING BUILDING
ON INTERMEDIATE SUPPORTS.
CO
o
24'-0"
SBS = SHEATH BOTH SIDES OF WALL c PROJECT:
AT INDICATED SHEARWALL 2788 PARK TERRACE DRIVE WEST
FOUNDATION PLAN WALL LAYOUT
NOTE:ALL EXTERIOR WALLS SHALL BE "SW-6"U.O.N. JOB NUMBER: COUNTY:
a 13-1136 DUVAL
_ o
SCALE: X8" _1'-0"(U.O.N.)
WOOD FRAMED HEADER LEGEND: E
DO NOT SCALE THIS DRAWING
SIZE,\ 42
OF HEADER OF
DATE:
m
09-25-15
2 2x HEADER REVISIONS:
J K
QUANTITY UANTITY DRAWN BY:
OF JACKS OF KING STUDS W JCG
y CHECKED BY: JKH
ll� -
NOTE: � TITLE:
ALL WOOD FRAMED LOAD BEARING HEADERS FOUNDATION PLAN &
SHALL BE MINIMUM(2)2X6 N0.2 OR BETTER WALL LAYOUT
Lu
SYP.INSTALL MINIMUM(1)JACK AND a SHEET:
(1)KING STUD AT EACH HEADER(U.O.N.) s S'3
r
NOTE: NOTE:. ULSBERG
ALTERNATIVE TO SSP 1 DSP AT DOUBLE PLATE, BRACE OVERFRAMING TO TRUSSES OR
(1)SIMPSON SDWC 15600 SCREW OR RAFTERS AS REQUIRED TO MAINTAIN ROOF SHEATHING HENGINEERING, INC.
ALTERNATIVE TO SPH_AT DOUBLE PLATE, MAXIMUM 6'-0"SPANS. 11481 OLD ST.AUGUSTINE RD.,SUITE#202
(2)SIMPSON SDWC 15600 SCREWS STUD JACKSONVILLE,FL.32258
TO DOUBLE PLATE PER SIMPSON DETAIL. P:904.886.2401 F:904.260.4367
W jhulseng@bellsouth.net
--DOUBLE (4)0.131"x��" j ti
FLORIDA C.A.NUMBER:25846
PLATE TOENAILS( )
0
OPTIMAL 22/°ANGLE
� \ II --2x6 OVERFRAMING
100 0o� SIMPSON H3 CLIP 3 syw,. aa�ui
DOUBLE PLATE 30o I a•''`
II — —2x8 No.2 SYP NAILED
"MIN, .I ® �. � I TO TRUSS CHORD WITH .- 41
Y4
1..MAX (5)0.131"x 3 4"NAILS
� MN j , ya,l T3"(+(-114") TRUSS TOP CHORD No.
ill MAX
SDWC 15600 SCREW OR RAFTER _ : 1
<; = STATE G�"r15
STUD < SDWC 15600 SCREW
<n STUD ,
' 9 P 's � EFFREY K.HUL P.�
ELEVATION-SDWC 15600 SECTION-SDWC 15600 SQ �> A SECTION-TYPICAL OVERFRAMING AT EXISTING ROOF
0
o
L
s
TRUSS CONNECTOR SCHEDULE
,! r
SDWC SCREW TOP BOTTOM..
TRUSS ID LEFT INTERMEDIATE RIGHT
OR SSP CLIP TOP 8 BOTTOM
ALL TRUSSES H2.5T OR H2.5T OR H2.5T OR II
SDWC 15600 SDWC 15600 SDWC 15600 11
o
a
GARAGE DOOR NOTES x
a
NOTE:
1. INSTALL(�j MSTA30 STRAP AT EACH END 1)ALL TRUSS CONNECTORS ARE BASED ON
OF GARAGE DOOR HEADER.NAIL STRAP o UPLIFTS COMPUTED BY ENGINEER OF RECORD.
INTO HEADER AND JACKS BELOW. H
� Al UPLIFT VALUES IN TRUSS ENGINEERING DOCUMENTS
2. EMBEDDED STRAP AT EACH END OF GARAGE a SHALL BE DISREGARDED.
DOOR OPENING SEE DETAIL"E"ON SD-1 0
2)THE TRUSS LAYOUT AND NUMBERING SYSTEM
SHOWN SHALL BE USED BY THE TRUSS MANUFACTURER.
.21
J3 DO NOT VARY FROM THIS LAYOUT WITHOUT PRIOR
:11 J2
.............................................. .
.... .... ....r... .... .... .... .... .... .... .
APPROVAL BY THE ENGINEER OF RECORD AND THE N
CONTRACTOR.
CLIENT:
3)TRUSS CONNECTORS NOTED SHALL BE INSTALLED a MANNING BUILDING
RODS @ 4'O.0 MAX AS LISTED.DO NOT SUBSTITUTE WITHOUT PRIOR
APPROVAL OF THE ENGINEER OF RECORD. PROJECT:
2788 PARK TERRACE DRIVE WES
THREADED ROJI LAYOUT ROOF TRUSS LAYOUT 4) SEE SHEET SD-4 FOR INSTALLATION DETAILS
0
WHEN USING SDWC 15600 SCREW
L JOB NUMBER: COUNTY:
a 13-1136 DUVAL
SCALE:
=1'-0"(U.O.N.)
s DO NOT SCALE THIS DRAWING
RELEASE DATE:
09-25-15
THREADED ROD LEGEND:
a REVISIONS:
• _ %"THREADED ROD FROM
FOUNDATION TO DOUBLE PLATE.
(4"MINIMUM EMBEDMENT REQUIRED)
DRAWN BY:
Lu JCG
Oi = %"THREADED ROD FROM 5 CHECKED BY: JKH
FOUNDATION TO UPPER
TITLE:
FLOOR DOUBLE PLATE.
THREADED ROD&
(4"MINIMUM EMBEDMENT REQUIRED) ROOF TRUSS LAYOUT
w
0 = HOEDOWN(AS NOTED)
SHEET:
INSTALLED AT SILL PLATE S-4
F.
r ULSBERG BRICK VENEER WITH 1"AIR SPAC
AND WALL TIES
ENGINEERING, INC.
CONT.FLASHING;PROVIDE WEEP 11481 OLD ST.AUGUSTINE RD.,SUITE#202
JACKSONVILLE,FL.32258
HOLES @ 33"O.C• P:904.886.2401 F:904.260.4367
N' 6"MIN.n GROUT AIR SPACE BELOW FLASH NG m jhulseng@bellsouth.net
z ------F_}
SILL---�_l , HEIGHT OF CURB VARIES(8"MAX.) E
FLORIDA C.A.NUMBER:25846
4; PLATE f CONCRETE SLAB o
GRADE�A
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1-5 ONE STORY- 3 #5 CONT. -
STATE [? a
- A SECTION-MONOLITHIC AT GARAGE WITH BRICK �'� '� W`L `''�
SD 1 C Nry01VA L. w, vp4,
L Nlffl/tll�l�
d
NOTE:
-SILL PLATE SAW-CUT CONTRACTION JOINTS(i.e.CONTROL JOINTS)
C-A AS SOON AS THE CONCRETE HAS HARDENED ENOUGH y
z HEIGHT OF CURB VARIES NOT TO BE DAMAGED DURING THE CUTTING PROCESS. E
6"MIN. (8"MAX.) (TYPICALLY 1-4 HOURS IN WARM WEATHER) o
0 GRADE- CONCRETE SLAB
4Z-1 .- FILL CUT WITH 1"DEEP x%"WIDE SAW
ELASTOMERICCUT AT DENOTED ;
_
Z' /�/" FILLER % LOCATIONS.
/
� d75
ONE STORY-(2)#5 CONT.
3
m
v
CONCRETE SLAB--
B SECTION-MONOLITHIC AT GARAGE D SECTION-TYPICAL SAW-CUT CONTROL JOINT
SD-1 SD-1 -
R
**ALTERNATE:MSTAM36 STRAPS IN LIEU OF EMBEDDED STRAPS
CLIENT:
(SEE DETAIL F ON SHEET SD-1)** (2)MSTAM36-Z STRAPS
MANNING BUILDING
—STHD14 STRAP NAILED TO ' NAIL EACH STRAP TO CRIPPLE STUD
GARAGE DOOR POST. WITH(13)10d COM NAILS PROJECT:
EMBED STRAP INTO FOOTING
AS SHOWN. Z —FASTEN STRAP TO FOUNDATION L 2788 PARK TERRACE DRIVE WES
WALL WITH(8)'/a"x 2 4'CONCRETE
-------
Q
SCREWS INTO MASONRY OR JOB NUMBER: COUNTY:
DUVAL
z ` o¢ ;'
_� -
U) 'Z ---- '� (8).K"x 1 s'CONCRETE a SCALE:
z LL
o - SCREWS INTO CONCRETE. o $'-1'-0"(U.O.N.)
cn a CONCRETE SCREWS SHALL BE
Lu
�. POWERS"TAPPER"WITH PERMA-SEAL DO NOT SCALE THIS DRAWING
-CONCRETE SLAB �' FINISH OR EQUAL. RELEASE DATE: 0.25-15
- — DE
j REVISIONS:
GRA
— STRAP SHALL BE COVERED WITH
If
SIDING OR STUCCO
> 77
\\ NOTE:
�.
DRAWN BY:
s !x THIS DETAIL MAY BE SUBSTITUTED FOR w JCG
_�.��,���� ��/ i� EITHER THE PA51 STRAP(STEMWALL) „ CHECKED BY: JKH
1'-0" (1)#5 CONT. �j OR
THE STHD14 STRAP(MONOLITHIC). TITLE:
FOUNDATION DETAILS
C SECTION-THICKENED EDGE E DETAIL-STHD14 INSTALLATION MONOLITHIC F DETAIL- EMBEDDED STRAP ALTERNATE w
SHEET:
SD-1 SD 1 SD-1 N
0
SID-1
r
HULSBERG
ENGINEERING, INC.
11481 OLD ST.AUGUSTINE RD.,SUITE#202
JACKSONVILLE,FL.32258
` P:904.886.2401 F:904.260.4367
--DOUBLE PLATE n21 jhulseng@beilsouth.net
-- NUT WITH 2"x 2"x 16"WASHER FLORIDA C.A.NUMBER:25846
MONOLITHIC FOUNDATION-EXTERIOR
ALTERNATE:SIMPSON LBPS% SLOTTED %°x 6"TITEN HD SCREW ANCHOR MONOLITHIC FOUNDATION-EXTERIOR Q
WASHER WITH 1"WASHER. ! 1
or%"x 6"SCREW ANCHOR BY HURRI-BOLT,INC. „x 12"TITEN HD SCREW ANCHOR �+ x++�"" "�++V.,,
j"-%"0 THREADED ROD or�"THREADED ROD SET 4%"INTO ADHESIVE or%"THREADED ROD SET 7"INTO ADHESIVE ��,.ov - K. H !
Ti
i STEMWALL FOUNDATION-EXTERIOR
STEMWALL FOUNDATION-EXTERIOR •.•' '•. ";
--SIMPSON%"0 x 6"TITEN HD OR SIMPSON%"O x 6%"TITEN HD ROD COUPLER % 1 „ " THREADED ROD SET 12"INTO ADHESIVE :•
THREADED ROD SET 7 INTO ADHESIVE / -
$"THREADED ROD SET IN ADHESIVE OR$"THREADED ROD SET IN ADHESIVE WITH �; N �'�g,�
WITH MINIMUM 4"EMBEDMENT MINIMUM 4"EMBEDMENT WITH NUT&1" INTERIOR APPLICATIONS- INTERIOR APPLICATIONS- , s
WITH NUT&1"WASHER WASHER IF EDGE DISTANCE EXCEEDS 5" IF EDGE DISTANCE EXCEEDS 5"USE
C USE MONOLITHIC CONDITION X2"x 12"TITEN HD SCREW ANCHOR a 'O S T OF
�• ,� � � •� � or a x 8w TITEN HD SCREW ANCHOR � s ' 0 R1`0 (�
�. l\�� or%"THREADED ROD SET 6"INTO ADHESIVE
B DETAIL-ANCHOR BOLT DETAIL-THREADED ROD ASSEMBLY DETAIL-TYPICAL DTT2-Z INSTALLATION D DETAIL-TYPICAL HTT5 INSTALLATION ''' N
COMMENTS: Irl►+lstttlo�L�
SD-2 SD-2 (USP DTB-TZ SIMILAR) SD-2 (USP PHD5 SIMILAR)
0
L_
4)
A
O
m
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E
ROOF COVERING(BY HERS)-,
ROOF TRUSSES
-CORNICE DETAIL Metal Connector Fastening Schedule
(BY OTHERS) Simpson ID USP ID Uplift C apac ity(I bs) Fasteners Anchorage(U.O.N.)
A35 MPA1 n1a. (12)0.131"x 1W n/a
O A BU44-Z PAU44-TZ 2200(SYP) (12)0.162'x 2Yx'or(12)0.162"x 3%" 5!8"w/7"embed o
A BU66-Z PAU66-TZ 2300(SYP) (12)0.162"x 2W or(12)0.162"x 3Y2' 5/8"w/7"embed a
CS16 RS150 1705(SYP or SPF) (11)0.148"x 3'in each end-(22)total n1a
DSP RSPT6-2 775(SYP or SPF) (8)0.148"x 1Yz"into studs n/a
(6)0.148'x 1 Ya into double plate
DTT2Z DTB-TZ 2145(SYP)1835(SPF) (8)W x 1 Y SDS Y�"w!4W embed(mono)and 7"embed(stem)
GBC HC520 n/a (5)0.131"x 1 W into gable brace n/a
16"OR 1Y32"RATED SHEATHING,EXPOSURE I-SHINGLE ROOF (7)0.131"x 2W into double plate
\ gz"RATED PLYWOOD SHEATHING,EXPOSURE I TILE ROOF H2.5A nfa:use RT7 600(SYP) (5)0.131"x 2Y27 in each end-(10)total n1a
ViH2.5T n/a:use R77 545(SYP or SPF) (5)0-131"x 1 Yz"in each end-(10)total n1a
2x_No.2 SPF OR No.2 SYP �, Y32"RATED SHEATHING,EXPOSURE I-METAL ROOF H3 RT3A 455(SYP) (4)0.131"x 2Yz"in each end-(8)total n/a
SUBFASCIA WITH(2)0.131"x 3X" ASTEN WITH 0.113"x 2 a"RING SHANK H6 LFTA6 950(SYP)820(SPF) (8)0.131"x 2W in each end-(16)total nla
ENDNAILS AT TRUSS(U.O.N.) AILS @ 6-O.C.ON EDGES AND INTERMEDIATE SUPPORTS. H8 RTaA 745(SYP) (5)0.148"x IW in each end-(10)total n/a
YPSUM BOARD HDQ8 n/a:use UPH08 7630(SYP)5495(SPF) (.20)W x 3"SDS 718"wl 15"embed(SET-XP epoxy only) iE
HDUS PHD5 5645(SYP)4065(SPF) (14)Y4"x 2Y2"SDS 5/8"w/7"embed(mono)and 12'embed(stem)
HDUS PH06 6970(SYP)5020(SPF) (20)'/,"x 3"SDS 718"w!15"embed(S ff-v epoxy only)
ONNECTOR AT EACH TRUSS HETA16 HTA16 1810(SYP) (10)0.148"x 1Yz" 4'embed
SEE TRUSS CONNECTION SCHEDULE) HTS20,HTS24 or HTS30 HTW20,HTW24 or HTW30 1450(SYP)1245(SPF) (10)0.148"x 3'in each end-(20)total_n1a
HTSM16 or HTSM20 HTWM16 or HTWMZD 1175(SYP) (8)0.148'x 3"into wood n/a o
(4)'r4"x 2'/4"Titan into CMU CLIENT:
2)2x_SYP#2 DOUBLE PLATE(U.O.N.) (4)W x I%`Titen into concrete � MANNING BUILDING
1-17174 HTT4 4235(SYP) 3640(SPF) (18)0.162"x 2Y:' _518"w/7"embed(mono)and 12"embed(stem)
Hrns_--___ ____.HTT55090(SYP) 4375(SPF) (26)0.162"x 2W 518"w!7"embed(mono)and 12"embed(stem) r
APPLY SHEATHING HORIZONTALLY FOR STUCCO 3YPSUM BOARD LTP4 MP4F n/a (12)0.131"x 1Yi n1a
APPLICATIONS,EXCEPT THAT 7/16"STRUCTURAL 1 LSTA18 LSTA1s1235(SYP)1110(SPF) (7)0.148"x 3"in each end-(14)total n1a _ PROJECT:
RATED OR 15/32"RATED SHEATHING MAY BE l �- x_SPF#2 STUDS @ 16"O.C.-U.O.N.(SEE WALL LAYOUT) LT512 LTW12 - 775(SYP)665(SPF) (6)0.148-x 3-in each end- `! total nla n 2788 PARK TERRACE DRIVE WES
MSTA24 MSTA24 1640(SYP)1455(SPF) (9)0.148'x 3"in each end-(18)total n1a
INSTALLED VERTICALLY. MSTAM24 MSTAM24 1500(SYP or SPF) (9)0.148"x 3"into wood n1a s
(5)/,'x 2/Titan into CMU
- 16"RATED SHEATHING,EXPOSURE I. (5)'/,"x 1=/4"Titen into concrete
t JOB NUMBER: COUNTY:
1 MSTA30_ MSTA30_ __ 2050(SYP)1820(S PF) (11)0.148"x Tin each e_nd-(22)total n/a ASTEN WITH 0.131"x 2�"NAILS @ 6-O.C.ON --- -- --- -- ''
__- - - " MSTA36 MSTA36 2050(SYP or SPF} (13)0.148"x T in each end-(26)total n/a SC
EDGES AND 12 O.C.ON INTERMEDIATE SUPPORTS. -- ---- --- --- -- - --- -- -- 3 ALE:
NOTE: MSTAM36 MSTAM36 1870(SYP or SPF) (13)0.148 x 3"into wood n/a „ _ , "
SILL PLATES ON EXTERIOR WALLS U.O.N.)(BLOCK ALL EDGES) s -1-0 (U.O.N.)
(s)/4'x 2/ Titan into CMU E
SHALL BE ANCHORED BY THREADED (s)v4"x 13�."Titen into concrete 8 DO NOT SCALE THIS DRAWING
- ------
THREADED ROD ASSEMBLY AT MTS 12 or MTS20 MTW12 or MTW20 1000(SYP)860(SPF) (7)0.148"x 3"in each end-(14}total nla H
RODS SUPPLEMENTED BY ADDITIONAL MTSM16 or MTSM20 HTWM16 or HTWM20 860(SYP) (7)0.148"x 3"into wood n1a RELEASE DATE:
NOTED SPACING(SEE DETAIL"B"THIS SHEET} z
ANCHOR BOLTS AS REQUIRED TO (4)Y4"x 2Y.'Titen into CMU 09-25-15
MAINTAIN MAXIMUM 48-O.C.SPACING (4)Y4"x 13/4"Titen into concrete a REVISIONS:
. PA51 TA51 3685(SYP or SPF) (21)0.162"x 2'/z"or(21)0.162"x 3A" 4"embed
(U.O.N.) or SPH6 SPTH4 or SPTH6 680(SYP)585(SPF) (12)0.148"x 1'/z" n1a L
x-TREATED SYP#2 SILL PLATE WITH ANCHORS s
SEE DETAIL"B"THIS SHEET) SSP RSPT6 350(SYP or SPF) (4)0.148"x 1W into studs n1a o
INSET WALL X2'FOR STUCCO (3)0.148"x 1Y:'into double plate m
APPLICATIONS STHD14 ISTA014 4430(SYP or SPF) 13810.14&'x 3 Y;' 14"embed DRAWN BY: JCG
W
Notes:
1.All connectors are manufactured by Simpson Strong-Tie or USP Structural Connectors(U.O.N.) y CHECKED BY: JKH
LL EE FOUNDATION DETAILS 2.SYP=Southam Pine;.SPF=Spruce-Pine-Fir � TITLE:
3.Mono=monolithic concrete:stem=masonry stemwall or bond beam FRAMING DETAILS
4.Anchorage refers to threaded anchors with noted diameters and embedment depths SHEET 1 of 2
A SECTION-TYPICAL EXTERIOR ONE STORY WALL w
SHEET:
SD 2 SD
-2
r
—TYPICAL HEADER TO KING STUD CONNECTION(SEE TABLE) (2)2x_SYP#2 DOUBLE ULSBERG
(TYPICAL DOUBLE PLATE SPLICE) i PLATE(U.O.N.)NAIL
JOINT IN LOWER PLATE 48"MINIMUM SPLICE LENGTH —J INT IN UPPER PLATE // NAIL EACH PLY OF KING AND JACK STUDS TOGETHER PLATES WITH 0.131"x 3"
MINIMUM NAILING OF NAILS @ 8"O.C. STUD TO PLATE NAILING* ENGINEERING, INC.
(16)0.131"x 3"NAILS IN THIS ZONE. —T READIED ROD ASSEMBLY CENTERED � WITH 0.131"x 3Yn"NAILS @ 6-O.C.STAGGERED —TYPICAL STUD TO
i' (TYPICAL) DOUBLE PLATE I ( STAGGERED = 11481 OLD ST.AUGUSTINE RD.,SUITE#202
014 SPLICE IN PLATE OR THREADED ROD i
8"MAX- 6"MAX. r A SEMBLY WITHIN 12"ON EACH SIDE OF JACK STUD AND KING CONNECTION ( TYPICAL FRAMING STUD SIZE END NAIL TOENAIL JACKSONVILLE,FL.32258
JOINT. °MAX. /' S
gMAXAT CHANGE IN P:904.886.2401 F:904.260.4367
STUD REQUIREMENTS
(SEE WALL LAYOUT I I 2x4 -�(2) - (3)AL
- jhulseng@bellsouth.net
� PLATE HEIGHT
FLORIDA C.A.NUMBER:25846
---MSTA36 STRAP2x6 (3) (4)
1 I (\ CENTERED ON
II CHANGE IN 2x8 (4) (5) g �npaHaru
I{ I I PLATE HEIGHT a 1w�'~ � r,
-THREADED ROD ASSEMBLY WITHIN
6"OF SPLICE IN LOWER PLATE \I\�--2x4 BLOCKING BETWEEN 2x10 (5) (6) N ��rl� ...��u�s•,,���
ALTERNATE:IF ROD IS GREATER
THAN 6"FROM SPLICE ADD , / -NAIL EACH PLATE TO JACK STUD
ALL NAILS NOTED ARE 0.131
/ STUDS TOENAIL *
OR ENDNAIL EACH END "x 3Y"
I SSP AT SPLICE.
WITH(3)0.131"x 3 y"NAILS-TOENAIL _
OR ENDNAIL(TYPICAL) TO ADJACENT o rJ2
STUD WITH(3)0.131'x 3Y4' s
NAILS . =
2x_SPF#2 STUDS : STAT •
@ 16"O.C.(U.O.N.) 's �F ,
(SEE WALL LAYOUT) HEADER NAILING REQUIREMENTS +�LQs
WHERE OPENING 3 NAILS PER PLY ''itC�s �tO�•`�E
„ DOUBLE SILL REQUIRED 0 � 2x6 ( ) � / Allif
WIDTH EXCEEDS 61"(U.O.N.) d COMM ►�
�—THREADED ROD 2x8 (4)NAILS PER PLY
ASSEMBLY AT --- - — - ------- ---
NOTED SPACING
II 2x10 (5)NAILS PER PLY o
L PLATE
JOINT IN SILc
m
--- -- _ 2x12 (6)NAILS PER PLY
C SYP SILL PLATTE 3
9Yz"LVL (5)NAILS PER PLY
u ;vu u n u u u u u u in, n u n
7"
u u u u u u 'u. u \ u u u u u u u 11/s LVL (6)NAILS PER PLY
" ANCHOR AS REQUIRED TYPICAL STUD TO SILL PLATE
14"LVL (7)NAILS PER PLY
THREADED ROD ASSEMBLY 4 MIN.; (SEE DETAIL"B"ON SHEET SD-2) CONNECTION
12"MAX. 16"LVL (8)NAILS PER PLY
(BEYOND)
BUILT-UP CORNER POST ANCHOR COUPLED TO THREADED ROD BUILT-UP POST(WHEN NOTED ON WALL LAYOUT)
(SEE DETAIL"B"ON SHEET SD-2) NAIL EACH PLY WITH 0.131"x 3Ya"
NAILS @ 6"O.C.STAGGERED
E DETAIL-TYPICAL WALL FRAMING CONDITIONS
SD-3v`
a
R
12"MAX.
a
a
m
H
---SILL PLATE(BELOW)
--INSTALL MSTA24 STRAP
�2x_CORNER FRAMING FULL INSTALL DSP CLIP @ 32-O.C. ' PLATE.NAIL TO CRIPPLE ON EACH SIDE WITH
LOOPED OVER DOUBLE
HEIGHT STUDS(TYPICAL) MAXIMUM SPACING (U.O.N.) j
CLIENT:
(2)ROWS OF 0.131"x 3'/a" (6)0.131"x 1 Y"NAILS. a MANNING BUILDING
NAILS @ 12"O.C.
STAGGERED(TYPICAL)
_ STRAP CRIPPLE
TO HEADER WITH PROJECT:
LSTA18 STRAP
2788 PARK TERRACE DRIVE WES
=_ < m
2x6 OR 2x8 FRAMED WALL I JOB NUMBER: COUNTY:DUVAL
- -- -----
SCALE:
THREADED -- - - Ti T-1 --n - -- -,---r - ri �—THREADED -3° y8" =1'-O"(U.O.N.)
--SILL PLATE BELOW ROD ASSEMBLY �' I I i I E
(BELOW) ! I I: ROD ASSEMBLY .
DO NOT SCALE THIS DRAWING
I I
2x4 CORNER FRAMING FULL HEIGHT ST DS
NOTE: NOTE: d RELEASE DATE:
— 09-25-15
I� I II II i I II
-MINIMUM OF(3)2x4 BLOCKS 12"LONG N NILED WITH(4) THREADED ROD ASSEMBLY
THREADED ROD ASSEMBLY REVISIONS:
I
0.131"x 3/a"NAILS TO EACH ADJACENTTUD NOT REQUIRED AT GARAGE I I NOT REQUIRED AT GARAGE
ALTERNATE:INSTALL SOLID STUD IN TH S SPACE DOOR OPENINGS U.O.N. I ! i I
( ) I I I DOOR OPENINGS(U.O.N.)
a lilt
n DRAWN BY: JCG
II II i ii
(2)2x4 CORNER FRAMING FULL HEIGHT STD u u------ANCHOR AS REQUIRED u —�ANCHOR AS REQUIRED CHECKED BY: JKH
NAILS ROWS OF .131"x3 " FLUSH HEADER CONDITION DROPPED HEADER CONDITION = TITLE:
FRAMING DETAILS
2x4 FRAMED WALL SHEET 2 of 2
di
SECTION-TYPICAL FRAMING AT 90° CORNERS G DETAIL-DOUBLE PLATE STRAPPING OVER WIDE OPENINGS
F N SHEET:
SD-3
SD-3 THIS DETAIL ONLY APPLIES WHEN SPECIFICALLY REFERENCED o SD-3
r
TRUSS
ULSBERG
\NSA 2pN� / ENGINEERING, INC.
' 11481 OLD ST.AUGUSTINE RD.,SUITE#202
JACKSONVILLE,FL.32258
P:904.886.2401 F:904.260.4367
jhulseng@bellsouth.net
��
OPTIMAL 22Y° ��������� FLORIDA C.A.NUMBER:25846
.} ,//�, ;%� o
300 /
TYPICAL SDWC SCREW— TRUSS BEARING ON
"A"ON SD-4 OR EDGE GRAIN
-------
"B"ON SD-4 SDWC SCREW IS
Y2„MAX. ACCEPTABLE
TRUSS TO TOP PLATE SHOWN �—BEARING WALL `'� No.331
(RAFTER TO TOP PLATE SIMILAR) EDGE GRAIN BEARING CONDITION
09-255*
SDWC15600—'
NOTE: "+ -p STAT&90FK.H SBEJ,PE
UTILIZE METAL INSTALLATION GUIDE TOOL - L PE I
PROVIDED BY MANUFACTURER. ��� - t s+
AT SDWC ROOF TO WALL INSTALLATION !/� S'j
DETAIL- TANDARD S S -TRUSS
SD-4
(TRUSS ALIGNED WITH STUD)
O O
o
�� E
c
ONLY CLIPS ARE ALLOWED TRUSS BEARING ON
WITH THIS CONDITION END GRAIN
as as
(NO SDWC SCREWS) (EXTENDED VERTICAL)
aaa��a�a as SDWC SCREW IS NOT
mamoaoomaa=�ac
ACCEPTABLE
i BEARING WALL c
A
END GRAIN BEARING CONDITION
h,x TRUSS TO TOP PLATE SHOWN D DETAIL-SDWC AT EDGE 1 END GRAIN CONDITIONS
" (RAFTER TO TOP PLATE SIMILAR)
SD-4
1"MIN-- _ Y"MIN
�-
SDWC15600 ED=DO NOT INSTALL SDWC IN 4.1
HATCHED AREA CLIENT:
NOTES: MANNING BUILDING
B DETAIL-STANDARD SDWC ROOF TO WALL INSTALLATION 1. INSTALL SDWC SCREW SO THAT FASTENER HEAD IS FULLY COUNTERSUNK
_ SDS (TRUSS OFFSET FROM STUD) INTO THE DOUBLE PLATE(±$°).
PROJECT:
2. VERIFY THAT THE ENTIRE SHANK OF THE SDWC SCREW IS INSTALLED INTO 2788 PARK TERRACE DRIVE WES
A WOOD MEMBER.
TRUSS(RAFTER SIMILAR)
JOB NUMBER: COUNTY:
3. SCREWS ARE SHOWN INSTALLED ON THE INTERIOR SIDE OF THE WALL. 13-1136 DUVAL
INSTALLATIONS ON THE EXTERIOR SIDE OF THE WALL ARE ACCEPTABLE 3 SCALE:
Y'MINIMUM EDGE DISTANCE - WHEN THE RAFTER OR TRUSS OVERHANGS THE TOP PLATE A MINIMUM OF
0 8„ =l'-0°(U.O.N.�
(WITH OR WITHOUT A PLATE SPLICE) 311 DO NOT SCALE THIS DRAWING
RELEASE DATE:
4. TYPICAL HURRICANE CLIPS(PER TRUSS CONNECTOR SCHEDULE)SHALL 09-25-15
REVISIONS:
BE USED TO REPLACE MIS-INSTALLED SCREWS AND/OR SCREW
INSTALLATIONS WITH WOOD SPLITTING. REMOVE SCREWS BEFORE
INSTALLING CLIPS.
OFFSET''/a"FROM DRAWN BY:
TOP PLATE SPLICE MAY � JCG
BE IN UPPER 5. ATTACHMENT THROUGH END GRAIN VERTICAL IS NOT ALLOWED. y CHECKED BY:
SPLICE FOR FULL JKH
VALUES OR LOWER
-
TITLE:
PLATE
SIMPSON SDWC TRUSS
Lu
ANCHOR SYSTEM
DETAIL-SDWC MINIMUM EDGE DISTANCE L
SD-4 SHEET:
0
SD-4