2021 SELVA MADERA CT - ENGINEERING DRAWINGS 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 Building 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 applicabl?). 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, HENCIINEERING, INC.
and flashing requirements are not addressed in these plans. or fibermesh reinforcement shall be used with a minimum fiber length of.1"to 2" 11481 OLD ST.AUGUSTINE RD.,SUITE 202
2
JACKSONVILLE,FL.32258
DESIGN CRITERIA: complying with ASTM C 1116. The dosage amount shall be 0.75 to 1.5 pounds per
4.
P:90 6. 01 F:904,��,4367
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. LZ
21 www,Hulsb rgEriginee(Ing.com
Wind Design Method ASCE 7-10 conformance with all requirements of the authorities having jurisdiction over this type
FLORIDA C�A.N
of construction and occupancy. 9. Slabs on grade shall bear on structural fill which shall be clean sand free of debris and UM#ER:25846
Basic Wind Speed: 130 mph E
0
, "%, ,
Building Risk Category: 11 other deleterious material.Structural fill shall be compacted to a density of at least e�A 1V1 P's
B(Enclosed Structure) 3. The contractor is responsible for the means and methods of construction. It is the 1 0, 5��
Wind Exposure: 95%of the Modified Proctor Maximum Dry Density(ASTM D1557).Termite protection N,
*some'.
contractor's sole responsibility to determine the procedure,seqUence,and temporary NN ** I
NN
Building Classification: Residential shall be provided in accordance with applicable code requirements. If soil treatment
%
,47 4Q
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
Wind-Borne Debris: NOT located in the wind-borne debris region construction. is completed. IZO 4
CC
Unless otherwise noted,project site considerations shall be the responsibility of I he 4. The contractor shall verify all conditions and dimensions at the job site prior to 10. Footings may bear upon undisturbed soil or upon structural fill. Structural fill shall be LL go
commencing work.
owner and/or contractor. Examples of such items include,but shall not be limite J to, compacted to a density of at least 95%of the Modified Proctor Maximum Dry Density S
(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
5. The contractor shall supply,locate,and build into the work all inse:1s,anchors,angles,
associated with FEMA flood hazard and/or DEP zones. _C6
plates,openings,sleeves, hangers,slab depressions,or other components as may be 11. The following minimum concrete cover shall be provided for reinforcement: Ft(
required to attach and accommodate other work.
DESIGN DEAD LOADS: 3" Concrete cast against and permanently exposed to earth 6
2" Concrete exposed to earth or weather so, IMPSON,PE
"ou"0% PENo.50791
6. All details and sections shown on the structurai drawings are intended to be typical I" I
Floors: 1 1/2"Concrete not exposed to earth or weather
The design floor dead load of 12 psf assumes a floor system utilizing wood deck ng or and shall be construed to apply to any similar situation elsewhere in the work except COMMENTS'
where indicated otherwise.
wood subflooring over wood truss,wood I-joist,or solid sawn lumber framing. T)e floor 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 Engineer sha I be minimum lengths:
7. Refer to the structural drawings for all structural details and sections. The contractor
notified if the floor coverings differ from the noted assumptions #4 bars: 21"minimum
shall contact the Engineer for clarification in cases of conflict between the structural
#5 bars: 26"minimum
drawings and any drawings prepared by others prior to commenclr�o work.
3.
Roofs: #6 bars: 32"minimum
P
Metal or Shingle: 10 psf(Rafters)7 psf(Wood Truss) 0:
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. 2
The design of the project structure assumes an allowable soil beafirIg capacity of
Refer to Architectural Plans for Roof Covering System E
2000 psf. The Engineer shall be notified if soil conditions encountered differ froi-n thie
14. The contractor shall provide spacers,chairs,bolsters,etc.. necessary to support
noted assumptions. All requirements for site preparation and scx-ornpaction
DESIGN LIVE LOADS: reinforcing steel.Support items which bear on exposed concrete surfaces shall have
specified in the soils report shall be followed unless more string�-,�,t;-equirements are 5
Floors: specified in these plans. ends which are plastic tipped or stainless steel. 8
T
Exterior Balconies: 40 psf MASONRY:
Exterior Decks: 40 psf CONCRETE:
Stairs: 40 psf(or 300 lb point load) General:
1 All concrete work shall be in accordance with"Building Code Requirements for
Garages: 50 psf(or 2000 lb point load)
All Other Areas: 40 psf Structural Concrete,"ACI 318-11,and"Specification for Struc4ural�-,oncrete,"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,st,erligh at 28 days: 530.1-11
Without Storage: 10 psf Slabs on grade,footings,and misc.concrete: fc=2506ps:
With Limited Sturage: 20 psf Structural slabs,walls, beams and columns: fcn300'1Ps:1 2. Grout shall conform to ASTM C476 with minimum 28 day compressive strength of
With Storage: 30 psf(fixed stair access) Designated radon zones only-all concrete: f c=-300"�,;)si 2000 psi per ASTM C1 019.Grout shall be mixed to provide a slump between 8"to 11 2,
3. Cement shall conform to"Specification for Portland Cement"(AST M 50)
Roofs: 3. Mortar shall conform to ASTM C270 and be Type M or S. Type N mortar may be used
T
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 Aggreqate5' (AS-1-ro.C33) CLIENT:
4. The contractor shall be responsible for the design and installation of all flashing. CORNELIUS CONSTRUCTION
DEFLECTION CRiTERIA: 5. Water shall be clean and free of injurious amounts of oil,acids, sa!ts,organic
material or other substances that are deleterious to concrete or Steel rr-inforcement. Concrete Masonry(CMU): PROJECT:
Walls: BURBRIDGE ALTERATION
Wind loads with plaster or stucco finish: L/360 6. Reinforcing steel shall be ASTM A615 Grade 40 unless otherwilse. the 1 Concrete masonry units(CMU)shall be ASTM C90-1 1 B, Hollow Load-Bearing (2021 SELVA MADERA COURT)
Wind loads with other brittle finishes: L/240 structural drawings.All reinforcing details shall conform to"Cet&ilz a;td DietaJing of Concrete Masonry Units, normal weight,with a minimum compressive strength of
Wind loads with flexible finishes: L/120 or L/180* Concrete Reinforcement,"ACI 315,unless detailed otherwise or,tii--_-Siruct r I
1900 psi(f m=1500 psi). JOB NUMBER: COUNT,:
L/180 for exterior walls with interior gypsum board finish. drawings. 111-11243 Qu AL
SCALE:
Floors: 2. All continuous reinforcing steel in masonry shall be lap-spliced with the following
1. Y811 =V-0"(U.O.N.)
Live Load: L/480* 7. Tolerances for foundation and slab alignment as well as placemcilt of reinforcement minimum lengths: E
DO NOT ICCALE THIS DRAWING
L;r`op.and
Total Load: L/240* shal;be in accordance with"Standard Tolerances for Cot icretp It #4 bars: 20"minimum
Increased floor stiffness may be required by floor covering manufacturer Materials,"ACI 117. Footing or slab edges may be up to 112"ins-ibe cf the siii plate. #5 bars: 25"minimum OFFICE COPY 21 RELEASE DATE:
09-28-16
#6 bars: 30"minimum REVISIONS:
Roofs:
Live Load: L/240 3. Grout all cells containing vertical reinforcement in 6-0"maximum lifts.
Total Load: L/1 80
T
4. Provide cleanouts per ACI 530.1-11 in the bottom course of masonry when the wall DRAWN BY:
JCG
1FtLPVM%McP0R CO.D.E.COMPUANO%iff CHECKED BY:
%#Q ME FSS
5. Beam reG=&raN1FFA1%A=Cs1N=#ftroi joints. 1�
.s TITLE,:
GENERAL NOTES
SEE PERMS FOR ADOMINAL
REQU MC11CMDMONS SHEET 1 of 2
f SHEET:
Clay Masonry(Brick): 13. Fasten plies of 1 1/4"wide engineered lumber as follows: WINDOW,DOOR AND SOFFIT PRESSURES:
1. Brick shall conform to ASTM C62,C216,or C652 for Building Brick,Facing Brick and 2-ply beams with(3)rows of 0.131"x3 1/4"nails @ 12"o.c. ULSBERG
3-ply beams with(3)rows of 0.131"x3 1/4"nails @ 8"o.c.(each side) 1. All window,door and soffit assemblies shall be designed to withstand the design ENGINEERING, INC.
Hollow Brick,respectively. Grade SW shall be used. 4-ply beams with(2)rows of Simpson 6 long SDW screws @ 12"o.c. pressures indicated below and shall be installed in accordance with the manufacturer's H
requirements. 11481 OLD ST.AUGUSTINE RD.,SUITE#202
cn
JACKSONVILLE,FL.322158
2. Brick veneer shall be anchored with approved ties spaced no more than 16"o.c. STRUCTURAL STEEL:
vertical and 16"o.c.horizontal. Additional ties shall be provided around all wall P:904.886.2401 F 904.460.4367
www.HulsbergEngin.6ering.com
openings greater than 16"in either direction,and shall be spaced no more than 6" 1. Structural steel shall conform to AISC Specifications for Design and Fabrication and
o.c.and placed within 12"of the openings. AJ2QAJj1A,,N&0BER:25846
Erection of Structural Steel for Buildings(latest editions).
a.Welded Connections: AWS D1.1
3. Strand wire veneer ties shall not be less in thickness than No.9 gage wire and shall
C
have a hook embedded in the mortar oint. Sheet metal ties shall not be less than No. b.Structural Steel plates: ASTM A36(Fy=36 ksi)or ASTM A572(Fy=50 ksi) '0.
4
c.Structural Steel W-shapes: ASTM A992(Fy=50 ksi) WIND PRESSURES ON WINDOWS, DOORS & iSE
22 gage by 7/8"corrugated and fastened with 1 W galvanized roofing nails.
d.Structural Steel Angles and Channels: ASI M A!)tZ(Fy=50 ksi)
Adjustable or strand wire veneer ties shall be used at CMU walls. SOFFITS (psf)
e.Structural Steel Rectangular HSS or Tubes: ASTM A500(Fy=50 ksi)
x
f. Structural Steel Round HSS or Pipe: ASTM A500(Fy=46 ksi)or
4. Unless otherwise noted on the plans,a steel angle L4x4xl/4 shall be used for
ASTM A53(Fy=35 ksi)
supporting brick veneer over openings. This angle will not be required for arched AREA OF OPENING EDGE STRIP(6) IN TE R IOR ZON E (4) LLJ -
windows where brick is self-supporting. If the length of the opening exceeds 6'-0"then Pos Neg Pos Neg
2. All structural steel connections and fabrications shall comply with AISC specifications. % tie"
the steel angle shall be attached to the wood framing with x 3"lag screws @'12" %
o.c.or Simpson Y4"x 3"SDS screws @ 12"o.c. 0 to 20 sf L
3. Steel shop drawings shall be provided to the Engineer for approval prior to fabrication. 18.3 -24.5 18.3 -19.8
20.1 to 50 sf 17.5 -22.8 17.5 -19.1
WOOD FRAMING: 4. Holes required for bolted connections may be drilled or punched. Flame-cut holes 50.1 to 100 sf 16.4 -20.6 16.4 -18.0 N,PE
shall not be used. 100,1 to 200 sf 15.5 -19.1 15.5 -17.1 FL PE No.50791
1. All wood framing has been designed in accordance with"National Design Specifi.catior 76MMENTS�.
1200.1 to 500 sf 14.7 -17.4 14.7 -16.3
(NDS)for Wood Construction,"2012 edition. 5. Bolts shall be installed to the"snug-tight"condition-u.o.n. [Soffit Design Pressure 1 18.31 -24.51 18.31 -19.8
2. Southern Yellow Pine member design incorporates design values for all sizes and 6. All structural steel shall be shop-painted with SSPC Paint 15(red oxide)primer. Prior Base Design Pressure 15.50 GCpi *0.18
grades of visually graded Southern Yellow Pine dimension lumber per"Supplement to painting,steelwork shall be cleaned per SSPC SP-6"Commercial Blast Cleaning".
No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber,"published by
the Southern Pine Inspection Bureau(SPIB). 7. SSPC Paint 36(polyurethane)shall be applied as the final coat to all structural steel
surfaces exposed and visible to the exterior of the structure.
3. All wood members exposed to weather or in contact with masonry,concrete or soil TYPICAL EDGE STRIP(5)
shall be treated with an appropriate preservative suitable for the exposure conditiDns, 8. Field touch-up after installation where required to restore final finish. a=5.0'
4. If ACQ treatment is used on any wood member,then all nailing shall require HARDWARE AND ANCHORS: TYPICAL INTERIOR ZONE(4)
hot-dipped galvanized nails meeting ASTM Al 53,Class C,or ASTM B695,Class 50.
If borate treatment is used then galvanizing is not required. 1. All framing anchors and connectors shall be manufactured by Simpson Strong-Tie, F i__ 0
United Steel Products(USP), or Engineer approved equal.
5. Prefabricated wood trusses shall comply with NDS and"National Design StandarJ for
Metal Plate Connected Wood Truss Construction(TPI 1-07)." 2. All anchor bolts and threaded rods shall be in accordance with ASTM A307 or ASTM %
F 1554,Grade 36.
6. All trusses shall be designed by the Truss Manufacturer's registered Engineer.
3. All metal connectors and hardware which are exposed to the exterior or in contact
7. The Truss Manufacturer shall submit shop drawings and design notes with a with ACQ pressure treated lumber shall be Type 316 stainless steel or galvanized per
registered Engineer's seal for approval.Design notes shall include the rated load ASTM Al 53,Class C,or ASTM B695,Class 50. 2
capacity of the truss to truss connectors,and the manufacturer's license to fabricate
.z
trusses utilizing the connector system proposed.The contractor shall approve 4. Anchor adhesives shall be either SET-XP or AT-XP by Simpson Strong-Tie(with
fabrication and installation drawings showing size,shape and layout. Florida Product Approval)and installed according to the manufacturpr's instructions.
Holes shall be cleaned of all debris and brushed out prior to installation of anchor
8. Jobsite handling and erection,including temporary bracing,during installation of adhesive. CLIENT:
%
trusses shall comply with TPI/WTCA BCSI 1. CORNELIUS CONSTRUCTION
ROOF COVERING:
9. All prefabricated wood trusses subjected to uplift conditions shall be securely fastened
to their supporting walls or beams with metal connectors as noted in the Truss 1. The contractor shall be responsible for the design and installation of the roof covering PROJECT:
PLAN KEY BURBRIDGE ALTERATION
Connection Schedule. system.
(2021 SELVA MADERA COURT)
10. All gable ends shall be balloon framed or braced in accordance with the applicable 2. Asphalt shingles shall comply with ASTM D3161 and be instalied according to the JOBNUMBER:1 .,243 1COUNTY:
detail as shown in the structural drawings. manufacturer's requirements. /,-ADDITION 6 DUVAL
SCALE:
1'0"(U.O.N.)
/8
E
11. Guardrails,handrails,and guard in-fill components(Balusters and Panel Fillers)shall 3. Clay and tile roofs shall be installed per the"Concrete and Clay Roof Ti!e Installation E
be provided by others. Manual,"and the manufacturer's requirements. DO NOT SCALE THIS DRAWING
RELEASE DATE:
-16
09-28
12. Engineered lumber(LVL, Parallam or LSL)shall meet the following minimum material 4. Standing seam metal roofs shall comply with ASTM E1514 and be installed according REVISIONS:
specifications:
to the manufacturer's requirements.
LVL or Parallam LSL
E=2,000,000 psi E=1,550,000 psi 5. The contractor shall be responsible for the design and installation of all metal flashing
DRAWN BY:
Fb=2,600 psi Fb=2,325 psi and valley material.
Fc=750 psi JCG
Fc=900 psi
CHECKED BY:
02
Fv=285 psi Fv=31 0 psi :E FSS
TITLE:
GENERAL NOTES
SHEET 2 of 2
LZ
91
PROJECT SCOPE OF WORK IS CLASSIFIED PER EXISTING BUILDING SHEET:
CODE AS BOTH "ADDITION"AND "ALTERATION LEVEL(2)".
S-2
LLI ULSBERG
EXISTING—"",, HENGINEERING, INC.
STRUCTURE
11481 OLD ST.AUGUSTINE RD.,SUITE#202
(1)#5 CONT.
JACKSONVILLE,FL,32258
P:904.886.2401 F 904260.4367
EXISTING—, 48"O.C.DOWELS
CONCRETE SLAB www.HulsbergEngirli�ering.com
CONCRETE SLAB
&.25846
E
10
Z
ff SE,
X
�x
Qj
//7/ 77,
0,4 0
Lj_
EXISTING"
(2)#5
CONCRETE FOOTING
X
**
\2+
F
T-5" (EXISTING) SECTION-NEW MONOLITHIC FOOTING AT EXISTING )N,PE
FL PE No.50791
�-3
COMMENTS:
SILL PLATE–,\\\
r/
CONCRETE SLAB
S
E
YAA
x
S-3 (1)#5 CONT.
+ 8"CMU STEMWALL
B (1)#4 @ 48-O.C.AND IN EA
CH CORNER.
�O ��-3 FILL CELL SOLID AT EACH#4 REBAR..
4"CONCRETE SLAB WITH HOOK REBAR 12"INTO SLAB
AND 6"INTO FOOTING. I/Al
6x6 Wl.4xl.4 WWF OR
6"
EXISTING FOUNDATION
FIBERMESH OVER 6 MIL
+ (2)#5 CONT.
VAPOR BARRIER COVERING
ELEAN AND COMPACTED FILLI
INSTALL#5 DOWELS EMBEDDED INTO ADHESIVE(4"MINIMUM)@ 48"O.C. 9
ALONG PERIMETER OF EXISTING FOUNDATION.DOWELS WILL
SECTION-NEW STEMWALL
BE EMBEDDED INTO NEW POURED CONCRETE SLAB(12"MINIML�m).TYPICA u.O.N. ( B
-�3 NOTE: IF STEMWALL HEIGHT EXCEEDS 48"CONTACT
ENGINEER FOR ADDITIONAL REQUIREMENTS.
12-21'+/-(EXI ING) 14'-84"4-/-(EXISTING)X
21 2
Ulj
INSTALL(2)#5 DOWELS EMBEDDED > CLIENT:
47
INTO ADHESIVE(4"MINIMUM) CORNELIUS CONSTRUCTION
X NOTE:
AT EXISTING FOOTING. SAW-CUT CONTRACTION JOINTS(i.e.CONTROL JOINTS)
DOWELS WILL BE EMBEDDED INTO
PROJECT:
NEW POURED CONCRETE FOOTING AS SOON AS THE CONCRETE HAS HARDENED ENOUGH
o BURBRIDGE ALTERATION
NOT TO BE DAMAGED DURING THE CUTTING PROCESS.
(12"MINIMUM).TYPICAL-U.O.N.
(TYPICALLY 1-4 HOURS IN WARM WEATHER) (2021 SELVA MADERA COURT
JOB NUMBER: COUNTY:
ED
16-1243T DUVAL
co
4- _j FILL CUT WITH—,\, /-1"DEEP xY8"WIDE SAW SCALE:
ELASTOMERIC CUT AT DENOTED X8 l'-O"(U.O.N.)
E
FILLER LOCATIONS.
DO NOT SCALE THIS DRAWING
RELEASE DATE:
Z� r .4
09-28-16
REVISIONS:
43'-11 +1-
POTENTIAL FOUNDATION
CHANGES AFTER EXISTING Z
FRAMING EXPOSED TO VIEW. 4 44 DRAWN BY:
A CG
k CHECKED BY:
CONCRETE SLAB FSS
CONTRACTOR SHALL VERIFY ALL DIMENSIONS l� FILE COir2"'i'
.1 TITLE:
USING FINAL APPROVED FLOOR PLAN PRIOR
FOUNDATION PLAN
TO CONSTRUCTION. (—C SECTION-TYPICAL SAW-CUT CONTROL JOINT
LZ
�-3 SHEET:
FOUNDATION PLAN S-3
WALL FRAMING NOTES: ULSBERG
1)ALL NEW FIRST FLOOR EXTERIOR WALLS SHALL BE ENGINEERING, INC.
CONSTRUCTED WITH2x6SPF N0.2 STUDS @ 16"O.C.U.O.N. H
11481 OLD ST.AUGUSThE RD.,SUITE#202
JACKSONVILLE,'FL.32258
2)ALL NEW FIRST FLOOR INTERIOR BEARING WALLS SHALL .886.2
P:904 4#1 F:904.260.4367
21 www.HulsorgEngineering.com
BE CONSTRUCTED WITH2x4SPF No.2 STUDS @ 16"O.C.U.O.N.I .
��RIDA,k.A.NUMBER:25846
3)THE FIRST FLOOR EXTERIOR WALL FINISH IS
"FLEXIBLE"(SIDING)-U.O.N.
NOTIFY ENGINEER OF ANY VARIATIONS. 6x F5 SO
SE
N
15
cc=
U- Lu _
ON uj E
SO,
F L
-NAIL LEAD STUD THREADED ROD LEGEND: 1 1 ON,PE
5= .50791
TO EXISTING CORNER WITH Y8"THREADED ROD FROM ssi —
FOUNDATION TO DOUBLE PLATE.
0.1310"NAILS @ 6"O.C.(TYP.)
(4"MINIMUM EMBEDMENT REQUIRED)
===no sm
THREADED ROD FROM
FOUNDATION TO UPPER
FLOOR DOUBLE PLATE.
(4-MINIMUM EMBEDMENT REQUIRED)
w
uIll E
< HOLDOWN(AS NOTED)
W
L7
A m: INSTALLED AT SILL PLATE
T
x
C14
SHEARWALL LEGEND:
ANN&
(3)FULL HEIGHT STUDS WITH
5<-11111
Lu w A (1)JACK ON EACH SIDE OF OPENING
�-6 ........ . NON-BEARING WALL
BEARING WALL
EXISTING WALL L_� 7�
c
SW-6
SHEARWALLS FASTENED WITH
VAULTED 8d COM(0.131")
ZEX STING c 2 Y2")NAILS
STRUCTURE 6"O.C.ON EDGES AND 12'O.C.
ON INTERMEDIATE SUPPORTS.
w
SW-3
Lul
r-------I SHEARWALLS FASTENED WITH
REMOVE EXISTING-\
uj
w
EXTERIOR WALL 8d COM(0.131"x 2 XY)NAILS CLIENT:
&WINDOWS All 3"O.C.ON EDGES AND 12"0. CORNELIUS CONSTRUCTION
�= 04 ON INTERMEDIATE SUPPORTS.
-----------I U)
w w A SHEATH BOTH SIDES OF WALL
PROJECT:
,–STEEL MOMENT FRAME AT INDICATED SHEARWALL BURBRIDGE ALTERATION
------------------ ------------------ (TO BE DETERMINED AFTER
131------------ EXISTING FRAMING EXPOSED TO VIEW) (2021 SELVA MADERA COURT)
— 7cOUNTY DUVAL
F JOB NUMBER:
IN < NOTE:ALL EXTERIOR WALLS SHALL BE "SW-6"U.O.N. 16-12-43
SCALE:
cc
XF =V-0"(U.O.N.)
WOOD FRAMED HEADER LEGEND: E
E
DO NOT SCALE THIS DRAWING
SIZE\ RELEASE DATE:
T
OF HEADER 09-28-16
�_STEEL MOMENT FRAME REVISIONS:
(2)2x�HEADE
(TO BE DETERMINED AFTER
EXISTING FRAMING EXPOSED TO VIEW) i K
QUANT11 \-QUANTITY
DRAWN BY:
�ENGINEER TO FIELD DETERMINE OFJACKS OF KING STUDS JCG
NEW MEMBERS AFTER EXISTING CHECKED BY:
tF FSS
FRAMING CONSTRUCTION HAS NOTE: 6 TITLE:
.s
BEEN EXPOSED TO VIEW. ALL WOOD FRAMED LOAD BEARING HEADERS WALLLAYOUT
SHALL BE MINIMUM(2)2x6 No.2 OR BETTER
L5
FliliwalPow COPY SYP.INSTALL MINIMUM(1)JACK AND SHEET:
WALLLAYOUT (1)KING STUD AT EACH HEADER(U.O.N.)
S-4
ULSBERG
ENGINEERING, INC.
11481 OLD ST.AUGUSTINE RD.,SUITE#202
JACKSONVILLE,FL.32258
P:904.886.2401 F 904.26,91367
Lu
www.HuIsbergEngin!:Lt'hq.'com
E �25846
4t
cr.
e- UJ
LL ox GA
0
I wt i"'t
N,PE
FL PE No.50791
COMMENTS:
0
CONVENTIONAL FRAME ROOF AREAS-SHINGLE ROOFS(FBC 2014)SYP
X
Span Tables for No.2 SYP Rafters-No Ceiling Joist-
with Drywall Ceiling-20 psf LL,15 psf DL
SIZE 12"o.c. 16"o.c. 19.2"o.c. 24"o.c.
2x6
13'-6" 12-3" 11'-4" 101-21#
LSU26 HANGER(TYP.) 2x8 17'-9" 151-911 14'-5" 12'-10"
2x10 18'-8" IT-l"
2x10 LEDGER ATTACHED TO 2x12 25f-511 221-0f' 201-111 181-011
EXISTING STUDS WITH u-
(2)Y4"x 4 Y2"SDS SCREWS ---co
x ROOF FRAMING NOTES:
@ 16"O.C.(EACH STUD) 04
1 ALL CONVENTIONAL FRAMING SHALL BE No.2 or BT.SYP
2. ALL RAFTERS SHALL BE 2x8 @ 16"O.C.(U.O.N.)
3. FASTEN ALL RAFTERS TO PLATES WITH SIMPSON H8 CLIPS %
WITH(5)10d x 1j/2"NAILS EACH END.
C3.
0
C4
CLIENT:
-------------r
.;7 CORNELIUS CONSTRUCTION
-------- ---
------------------- -----------U--"
uj
< PROJECT:
rief----------------------------------- x SURBRIDGE ALTERATION
It------- (2021 SELVA MADERA COURT)
LIN
16 7co DUVAL
JOB NUMBER:
"N 1243
SCALE:
1'-0"(U.O.N.)
E 8
F=
DO NOT SCALE THIS DRAWING
RELEASE DATE:
09-28-16
REVISIONS:
T
DRAWN BY:
JCG
CHECKED BY:
FSS
TITLE:
ROOF RAFTER LAYOUT
SHEET:
F1 CO
j
ROOF RAFTER LAYOUT
S-5
17
, HULSBERG
ENGINEERING, INC.
11481 OLD ST.AUGUSTINE RD.,SUITE#202
JACKSONVILLE,FL.
P:904.886.2401 F:,�04.260.4367
LZ
in
XiA"ulsbergE.�g egring.com
FLORI�A C.A.AUMRER:25846
S\mp$c)
c
2xlO LEDGER ATTACHED TO
EXISTING STUDS WITH
1060
(2)A4"x4Y2"SDS SCREWS
@ 16-O.C.(EACH STUD)
-T F L
ROOF COVERING(BY OTHERS)
/-2x4 BLOCKING AT EACH RAFTER SPACE
2x8 RAFTERS @ 16 O.C.(U.O.N.)
Y16'OR'X32"RATED SHEATHING,EXPOSURE I-SHINGLE ROOF
FASTEN WITH 0.113"x 2 Y8"RING SHANK
NAILS @ 6-O.C.ON EDGES AND INTERMEDIATE SUPPORTS.
EXISTING STRUCTURE—
"6 SHEATHING
"-(2)0 131"x 3"TOENAILS
2x6 HEADER WITH
(2)0.131"x 3"NAILS -2x4 BLOCKING WITH
@ 16"O.C.(EACH STUD) (2)0.131"x 3"NAi LS
ti
EXISTING HEADER-
2x4 FLATWISE---
(2)2xlO HEADER
BLOCKING @ 24"O.C.
8'-0"DOOR HEIGHT
I
NAIL(2)ROWS @ 6"O.C.--- I'�--NAIL(2)ROWS @ 6"O.C.
WITH 0.131 x 2Y2"NAILS WITH 0.131 x 2Y2"NAILS
CLIENT:
Y4"PLYWOOD RATED SHEATHING S.G.D TRACKS
CORNELIUS CONSTRUCTION
2x6 POCKET FRAMING-//"'11
2x4 POCKET FRAMING
f� PROJECT:
MATCH S.G.D.TRACK DIMENSION BURBRIDGE ALTERATION
(2021 SELVA MADERA COURT)
INTERIOR EXTERIOR
JOB NUMBER: ICOUN
TY:
16-1243 DUVAL
SCALE: '-0"(U.O.N.)
Y411
DO NOT SCALE THIS DRAWING
RELEASE DATE:
09-28-16
REVISIONS:
rA DETAIL- FRAMING AT SLIDING GLASS DOOR OPENING &WALL POCKET
61
�-6 SC LE A" T-0-
DRAWN BY:
JCG
CHECKED BY:
FSS
TITLE:
cil
DETAIL
21
EET:
F111WE CO�ii".*7A
S-6
ROOF COVERING(BY OTHERS) LSBERG
RAFTER AS NOTED GINEERING, INC.
ON LAYOUT H
11481 OLD ST.AUGUSTIW-RD.,SUITE 4 202
CEILING JOIST AS JACKSONVILLE I FL.32258
NOTED ON LAYOUT
P:904.886.240,f F:904,260.4367
Y16"OR 1Y32"RATED SHEATHING,EXPOSURE I-SHINGLE ROOF di
F www.HulsbeFgEngineering.com
DOUBLE PLATE CORNICE DETAIL 1Y32"RATED PLYWOOD SHEATHING,EXPOSURE I-TILE ROOF -5 -
(BY OTHERS) lY32"RATED SHEATHING,EXPOSURE I-METAL ROOF FLOkID—AC.A.NUMBER:25846
16"WASHER E
NUT WITH 2"x 2"x FASTEN WITH 0.113"x 2XV RING SHANK
ALTERNATE:SIMPSON LBPSY2 SLOTTED NAILS @ 6"O.C.ON EDGES AND INTERMEDIATE SUPPORTS.
WASHER WITH 1 WASHER.
–A
\0 P
Av %
8"0 THREADED ROD
-*�SE
GYPSUM BOARD
0
HURRICANE ANCHOR AT EACH RAFTER(SEE
SIMPSON YFO x 6 X"TITEN HD ROD COUPLER 2x—No.2 SPF OR No.2 SYP
/—SIMPSON 1/8"0 x 6"TITEN HID OR ROOF FRAMING NOTES) IL
8
OR 2'THREADED ROD SET IN ADHESIVE WITH SUBFASCIA WITH(2)0.131"x 34'
MINIMUM 1 XY BEARING AT SEAT CUT Lu
I Lu
THREADED ROD SET IN ADHESIVE ENDNAILS AT TRUSS(U.O.N.) U– \_\0 I
WITH MINIMUM 4"EMBEDMENT c
8 MINIMUM 4"EMBEDMENT WITH NUT&1 WASHER TOENAIL RAFTER TO PLATE WITH(3)0.131"x 3 NAILS
WITH NUT&1"WASHER
NAIL CEILING JOISTS TO RAFTER WITH(4)0.131"x 3"NAILS.
(U.O.N.)
(2)2x SYP#2 DOUBLE PLATE(LI.O.N.) ru I
Fit#
GYPSUM BOARD Z COMMENTT!l
R BOLT DETAIL-T IREADED ROD ASSEMBLY
Y16'RATED SHEATHING,EXPOSURE 1.
FASTEN WITH 0.131"x 2Y2"NAILS @ 6"O.C.ON
N INTERMEDIATE SUPPORTS.
EDGES AND 12"O.C.0
(I.I.O.N.)(BLOCK ALL EDGES)
<
2x—SPF#2 STUDS @ 16"O.C.-U.O.N.(SEE WALL LAYOUT)
ROOF COVERING(BY OTHERS) NUT WITH 1"CUT WASHER
RAFTER AS NOTED 2x—SPF#2 SOLE PLATE(U.O.N.)NAIL TO RIM
ON LAYOUT BOARD WITH 0.1 31"x 34-NAILS @ 6-O.C.
CEILING JOIST AS
NOTED ON LAYOUT 7/, np 1V,�RAT 2Y32"RATED STURD-I-FLOOR(T&G)SHEATHING
Y16"OR 1Y32"RATED SHEATHING,EXPOSURE I-SHINGLE ROOF GLUED AND NAILED.FASTEN WITH 0.131"x 2Y2"RING
7-CORNICE DETAIL
lY32"RATED PLYWOOD SHEATHING,EXPOSURE I-TILE ROOF SHANK @ 6"O.C.ON EDGES AND 12"O.C.IN THE
(BY OTHERS) lY32'RATED SHEATHING,EXPOSURE I-METAL ROOF FIELD.
FASTEN WITH 0.113"x 2 X"RING SHANK FLOOR JOIST(I-JOIST SHOWN,SAWN
NAILS @ 6"O.C.ON EDGES AND INTERMEDIATE SUPPORTS, JOIST SIMILAR-SEE SECTION"C"ON
SID-4 FOR OPEN WEB TRUSS)
GYPSUM BOARD
Z
GYPSUM BOARD
HURRICANE ANCHOR AT EACH RAFTER(SEE
2x No.2 SPF OR No.2 SYP— ROOF FRAMING NOTES) RIM BOARD
SUBFASCIA WITH(2)0.131"x 34' MINIMUM 1 YZ BEARING ATSEAT CUT 34'TOENAILS
ENDNAILS AT TRUSS(U.O.N.) NAIL JOIST TO PLATE WITH(2)0.131"x
TOENAIL RAFTER TO PLA--E WITH(3)0.131"x 34'NAILS
(2)2x SYP#2 DOUBLE PLATE(U.O.N.)
NAIL CEILING JOISTS TO F AFTER WITH(4)0.131"x 3"NAILS.
(U.O.N.) TOENAIL RIM BOARD TO PLATE WITH CLIENT:
0.131'x 3XV NAILS @ 8"O.C.
CORNELIUS CONSTRUCTION
(2)2x SYP#2 DOUBLE P ATE(U.O.N.)
ZONTALLY FOR STUCCO
APPLY SHEATHING HORI
L
APPLY SHEATHING HORIZONTALLY FOR STUCCO THREADED COUPLING AS REQUIRED
GYPSUM BOARD APPLICATIONS,EXCEPT THAT 7/16"STRUCTURAL 1 PROJECT:
APPLICATIONS,EXCEPT THAT 7116"STRUCTURAL 1
RATED OR 15/32"RATED SHEATHING MAY BE
RATED OR 15/32"RATED SHEATHING MAY BE GYPSUM BOARD BURBRIDGE ALTERATION
INSTALLED VERTICALLY. 2x SPF#2 STUDS @ 16"D.C.-U.O.N.(SEE WALL LAYOUT) INSTALLED VERTICALLY.
2x SPF#2 STUDS@ 16-O.C.-U.O.N.(SEE WALL LAYOUT) (2021 SELVA MADERA COURT)
JOB NUMBER: COUNTY:
Y16'RATED SHEATHING,EXPOSURE 1. JR.1243 nLIVAL
Y16"RATED SHEATHING,EXPOSURE 1.
FASTEN WITH 0.131-x 2�,,'NAILS @ 6"O.C.ON NOTE: FASTEN WITH 0.131"x 2 YY NAILS @ 6-O.0-ON SCALE:
EDGES AND 12"O.C.ON INTERMEDIATE SUPPORTS. V-0"(U.O.N.)
NOTE: EDGES AND 12"O.C.ON It TERMEDIATE SUPPORTS. SILL PLATES ON EXTERIOR WALLS (U.O.N.)(BLOCK ALL EDGES) E Y811
ERIOR WALLS J� <- E
SILL PLATES ON EXT (U.O.N.)(BLOCK ALL EDG:S) 11 SHALL BE ANCHORED BY THREADED DO NOT SCALE THIS DRAWING
SHALL BE ANCHORED BY THREADED
RODS SUPPLEMENTED BY ADDITIONAL THREADED ROD ASSEME LY AT RODS SUPPLEMENTED BY ADDITIONAL THREADED ROD ASSEMBLY AT i RELEASE DATE:
ANCHOR BOLTS AS REQUIRED TO 09-28-16
NOTED SPACING(SEE DE TAIL"C"THIS SHEET) 'C'THIS SHEET)
ANCHOR BOLTS AS REQUIRED To MAINTAIN MAXIMUM 48"O.C.SPACING NOTED SPACING(SEE DETAIL' 1�EVISION�S_
MAINTAIN MAXIMUM 48"O.C.SPACING (U.O.N.)
(U.O.N.) 2x TREATED SYP#2 SILL PLATE WITH ANCHORS
2x TREATED SYP#2 SILL PLATE WITH ANCHORS (SEE DETAIL"C"THIS SHEET)
FOR STUCCO
INSET WALLX t DRAWN BY:
INSET WALL X2"FOR STUCCO APPLICATIONS JCG
APPLICATIONS (SEE DETAIL"C"THIS SHEET) Lu
A CHECKED BY:
FSS
IF TITLE:
G DETAILS
FRAMIN
SECTION TYPICAL EXTERIOR TWO STORY WALL p SHEET 1011
(—B t�
21 SHEET:
SECTION TYPICAL EXTERIOR ONE STORY WALL 0
SD-1
SILL PLATE(BELOW) ULSBERG
/--2x CORNER FRAMING FULL
HEIGHT STUDS(TYPICAL) HENGINEERING, INC.
11481 OLD ST.AUGUSTINE RD.,SUITE#202
(2)ROWS OF 0.131"x 3 X"
JACKSONVILLE,FL.32258
NAILS @ 12-O.C. P:904.886.2401 F:904.260.4367
STAGGERED(TYPICAL) www.HulsbergEnginee�'Tg.com
FLORIDA C.A.NUIVIDER:25846
-------------
�MP
0, llxm�l
2x6 OR 2x8 FRAMED WALL Zz.
BE
—SILL PLATE(BELOW)
2x4 CORNER FRAMING FULL HEIGHT STUDS
cr
Lu
MINIMUM OF(3)2x4 BLOCKS 12"LONG NAILED
Lu
WITH(4)0,131"x 3X"NAILS TO EACH ADJACENT OR
STUD
ALTERNATE:INSTALL SOLID STUD IN THIS
L SPACE %*
OL
06"* N, �
N
2x4 CORNER FRAMING FULL HEIGHT STUD
W 0..
i.A;05%-N,PE
4 o.50791
(2)ROWS OF 0.131"x 3 Y
2A FRAMED WALL NAILS @ 12-O.C. COMMENTS:
SECTION-TYPICAL FRAMING AT 900 CORNERS
�-2
ROOF OR FLOOR FRAMING(AS NOTEDY--,,-
CONNECTOR IF NOTED
(SEE CONNECTION SCHEDULE)
'—GYPSUM BOARD
\—(2)2x SYP#2DOUBLLU.O.N.)l
E PLATE
2x SPF#2 STUDS @ 16"O.C.-U.O.N.
(SEE WALL LAYOUT)
CLIENT:
CORNELIUS CONSTRUCTION
---------GYPSUM BOARD
PROJECT:
THREADED ROD ASSEMBLY(IF NOTED) BURBRIDGE ALTERATION
INTERIOR SHEARWALL(IF NOTED)SHALL (2021 SELVA MADERA COURT)
USE Y16"RATED SHEATHING FASTENED JOB NUMBER: UNTY:
AS NOTED. 16-1243TCO . DUVAL
SCALE:
X811 =1 1-011(U.O.N.)
2x—TREATED SYP#2 SILL PLATE WITH E
E
'C"ON SHEET SD-3) DO NOT SCALE THIS DRAWING
ANCHOR(SEE DETAIL'
RELEASE DATE:
09-28-16
REVISIONS:
WITH 0.131"x 3 X"NAILS
2x—SPF#2 SOLE PLATE
@ 8"O.C.-U.O.N.
T 11
DRAWN BY:
FLOOR BEAM(AS NOTED)
------------ JCG
CHECKED BY:
FSS
SLAB ON GRADE CONDITION RAISED FLOOR CONDITION TITLE:
FRAMING DETAILS
SHEET 2 of 3
SECTION-TYPICAL INTERIOR BEARING AND/OR SH -�..�i� � - m
mom a=% IF
SHEET:
IV
SD-2
(TYPICAL DOUBLE PLATE SPLICE) TYPICAL HEADER TO KING STUD CONNECTION(SEE TABLE) (2)2x—SYP#2 DOUBLE
PLATE(I.I.O.N.)NAIL
JOINT IN LOWER PLATE 48"MINIMUM SPLICE LENGTH JOINT IN UPF ER PLATE NAIL EACH PLY OF KING AND JACK STUDS TOGETHER PLATES WITH 0.131"x 3" ULSBERG
MINIMUM NAILING OF WITH 0.131"x 34'NAILS @ 6"O.C.STAGGERED NAILS @ 8-O.C. STUD TO PLATE NAILING ENGINEERING, INC.
(16)0.131"x 3"NAILS IN THIS ZONE. THREADED F OD ASSEMBLY CENTERED (TYPICAL) TYPICAL STUD TO I . H
I STAGGERED
ON SPLICE ll� PLATE OR THREADED ROD DOUBLE PLATE 11481 OLD ST.AUGUSTINE RD.,SUITE#202
8"MAX. 6"MAX. ASSEMBLY WITHIN 12"ON EACH SIDE OF JACK STUD AND KING CONNECTION TYPICAL FRAMING STUD SIZE END NAIL TOENAIL JACKSONVILLE,FL.32258
JOINT. 6"MAX. STUD REQUIREMENTS AT CHANGE IN P:904.886.2401 F:904.260.4367
a A (SEE WALL LAYOU a PLATE HEIGHT 2x4 (2) (3) www.HulsbergEngineering.com
IDA 6A..N UMBER:25846
2x6 (3) (4)
CENTERED ON
CHANGEIN 2x8 (4) (5)
THREADED ROD ASSEMBLY V HIN PLATE HEIGHT
6"OF SPLICE IN LOWER PLATE 2x10 (5) (6) 001111111111111 Oqill 11 114z
2X4 BLOCKING BETWEEN No c
ALTERNATE:IF ROD IS GREATER
STUDS TOENAIL Ng
THAN 6"FROM SPLICE-ADD NAIL EACH PLATE TO JACK STUD ALL NAILS NOTED ARE 0.131'x 3 X" A Ni
OR ENDNAIL EACH END 4Q
SSP AT SPLICE. WITH(3)0.131"x 34'NAILS-TOENAIL 14SE
TO ADJACENT
OR END AIL(TYP
STUD WITH(3)0.131"x 34'
NAILS
HEADER TO KING NAILING LL
2x—SPF#2 STUDS cc ff
@ 16"O.C.(I.I.O.N.) 2x6 U-3 E
(3)NAILS PER PLY -
(SEE WALL LAYOUT)
Nl2tl 6
FL D S.Sl
C
----DOUBLES WHERE OPENING 2x8 (4)NAILS PER PLY %*
WIDTH EXCEEDS N.)
uulvllvw440
THREADED ROD
2x10 (5)NAILS PER PLY
ts s I o
ASSEMBLY AT ;� �00
NOTED SPACING
2xl2 (6)NAILS PER PLY
JOINT IN SILL PLATE
OR 9
4
SYP SILL PLATE LVL (5)NAILS PER PLY
2x TREATED 9 Y2.1
12
0
co
11/8"OR 11
Ill u 11 u u u u
u
LVL (6)NAILS PER PLY
u
4"MIN.; ANCHOR AS REQUIRED TYPICAL STUD TO SILL PLATE
THREADED ROD ASSEMBLY (SEE DETAIL"C"ON SHEET SD-3) CONNECTION 14"LVL (7)NAILS PER PLY
(BEYOND) 12"MAX.
BUILT-UP CORNER POST ANCHOR COUPLED TO THREADED ROD BUILT-UP POST(WHEN NOTED ON WALL LAYOUT)
(SEE DETAIL"C"ON SHEET SD-3) 16"LVL (8)NAILS PER PLY
NAIL EACH PLY WITH 0.131"x 3 X"
NAILS @ 6"O.C.STAGGERED
DETAIL-TYPICAL WALL FRAMING CONDITIONS
'\LD�-3
12"MAX.
—INSTALL MSTA24 STRAP
INSTALL DSP CLIP @ 32"O.C.- LOOPED OVER DOUBLE
PLATE,NAIL TO CRIPPLE ON
MAXIMUM SPACING (U.O.N.) EACH SIDE WITH(6)
CLIENT:
131"x 1 Y2"NAILS. 9 CORNELIUS CONSTRUCTION
-DOUBLE PLATE
JACKS AND KING STUDS STRAP CRIPPLE
=_ PROJECT:
TO HEADER WITH
(AS NOTED) BURBRIDGE ALTERATION
LSTA18STRAP
HEADER(AS NOTED)
> (2021 SELVA MADERA COURT)
.---2x BLOCKING(TYPICAL) JOB NUMBER: COUNTY:
16-1243 DLIVAII
SCALE:
(3)0.131"x 3 X"TOENAILS AT EACH END ----------- -------
THREADED -1 7 7 T T -7 F_ T_ 7- -F THREADED l'-O"(IJI.O.N.)
PIC& _T 7
X8
_rAlLEAC SILL PLYTO KING STUD ROD ASSEMBLY ROD ASSEMBLY DO NOT SCALE THIS DRAWING
WITH(3)0.131"x 3X"NAILS-TOENAIL
@ RELEASE DATE:
OR ENDNAIL(TYPICAL) NOTE: NOTE:
09-28-16
THREADED ROD ASSEMBLY
THREADED ROD ASSEMBLY
BEVEL BLOCKING AS REQUIRED FOR Mll�IMUM 1 REVISIONS:
NOT REQUIRED AT GARAGE
NOT REQUIRED AT GARAGE
YY NAIL PENETRATION INTO MAIN FRAMING
DOOR OPENINGS(U.O.N.) DOOR OPENINGS(U.O.N.)
11 1 4 61
MEMBERS.(TYPICAL)
\--(2)2x SILL DRAWN BY:
JCG
u u u 21
SHEATHING MAY CANTILEVER UP TO 2"
A CHECKED BY:
MAXIMUM PAST SUPPORTS.ALL WINDOV I L ANCHOR AS REQUIRED ANCHOR AS REQU,REuD FSS
FLUSH HEADER CONDITION DROPPED HEADER CONDITION 6 TITLE:
ATTACHMENTS MUST BE ANCHORED INIO 2x
FRAMING DETAILS
MEMBERS.
SHEET 3 of 3
D
(7-� DETAIL-TYPICAL ARCH TOP OPENING rN ETAIL-DOUBLE PLATE STRAPPING OVER WIDE OPENINGS 21
F I 2� SHEET:
THIS DETAIL ONLY APPLIES WHEN SPECIFICALLY REFERENCED :2
SD-3
H ULSBERG
11481 OLD ST.AUGUSTINE RD.,SUITE#202
JACKSONVILLE,FL.32258
P:904.886,2401 F 904.260.4367
EXTERIOR BEAM(AS NOTED)
www.HuIsbergEngineering-com
DOUBLE PLATE FLOR19A��.A.NUMBER:25846
11!1z
NOTCH BEAM AS REQUIRED To '110"
0
use
FIT BENEATH DOUBLE PLATE
BEAM BEARS ON(2)2x JACKS
(TYPICAL-U.O.N.)
1501
CONDITION: 1
(NOTCHED BEAM) ov, L
%
* ; L
N,PE
##11411fillis .50791
NAIL SHEATHING TO DOUBLE PLATE WITH COMMENTS:
MONOLITHIC FOUNDATION-EXTERIOR (2)ROWS OF 0.1 31"x 2 Y2"NAILS @ 6"O.C.
NAIL SHEATHING ALONG BOTTOM OF HEADER @ 3-O.C.
X8"x 6"TITEN HD SCREW ANCHOR
or Y8"x 6"SCREW ANCHOR BY HURRI-BOLT,INC. INSTALL DSP CLIPS @ 24"O.C.OR
or Y8"THREADED ROD SET 4 X2"INTO ADHESIVE SPH @ 32"O.C.
EXTERIOR BEAM(AS NOTED)
STEMWALL FOUNDATION-EXTERIOR
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.)
MetalConne r Fastening Schedule
USE MONOLITHIC CONDITION Simpson I D USP ID Uplift Capacity(Ibe) F"eners Anchorage W.O.N.)
CONDITION: 2 A35 MPAI rva (12)0.131*x I 1W n/a
ASU44-Z PAU44-TZ 2200(SYP) (12)0.182'x 21N or(112)0.162*x 31N 5/e,4 r embed
(DROPPED BEAM) ----------- -----------------------
ASU66-Z PAU66-TZ 2300(SYP) (.12.)0.162"x2loVor(12)0.162*x3'N--'-t� - 4;�-im d------------------------------------------------------
CS1 6 RS150 F) (11)0.141V x 3"In each end-(22)total n1a
DETAIL-TYPICAL DTT2-Z INSTALLATION DETAIL-EXTERIOR BEAM TO WALL CONNECTION DSP RSPT6-2 (8)0.14Er x I Wifflo studs n/a
(6)0.148'x I Winto double plate
DTT2z DTB-7Z 2146(SYP)1835(SPF) (8)%'x 1%*SDS %*Yd 41/2"ambed(mono)and 7"embod(stem)
(USP DTB-TZ SIMILAR) GBC HC520 n1a (5)0.131'x lWinto gable brace n/A 2
(7)0,131*x 2A'into double plate
H2.SA r1a:use R77 600(SYP) (6)0.131*x 2Y.in each end-(10)tot
n/a
MONOLITHIC FOUNDATION-EXTERIOR H2.5T n1a:use RT7 545(SYP or SPF) (5)0.131*x I Win each end-(10)tot nta
H3 RT3A x 21/.'in each end-(8)total n1a
Y2"x 12"TITEN HD SCREW ANCHOR H6 LFTA6 -950(SYP)820(SPF) (8)0.1 31'x 21W in each end-(16)total n/a
ALTERNATE ANCHOR:
or 5/8"THREADED ROD SET 7"INTO ADHESIVE HO RTHA 745(SYP) (5)0.148'x 1 Win each end-(10)total n1a
Y2"x 6"TITEN HD HDOO n/a:use UPHD8 7630(SYP)5495(SPF) (20)V x 3"SDS 71W 4 15"embed(SET-XP epoxy ly)
Z-EXTERIOR BEAM (MECHANICALLY GALVANIZED) HDUS PHD5 5645(SYP)4065(SPF) (14)Wx 2%"SDS 5/8"%W 7'embed(mono)and 12"embed(stem)
STEMWALL FOUNDATION-EXTERIOR HDUS PHD6 6970(SYP)5020(SPF) (20)%'x 3'SDS 71W'vtY 16"embed(SET-.XP epoxy only)
(AS NOTED) WITH 2"XX8"WASHER HETA16 HTAIG 1810(SyP) (10)0.14W x 1"q 4"embed
THREADED ROD SET 12"INTO ADHESIVE H6 CLIP FROM HTS 20,HTS 24 or HTS30 HTW20,HTVV24 or HIV430 1450(SYP)1245(SPF) (10)0.148'x 3'in each end-(20)total n/a
HTS,M16 orHTSM20 HTVVMleorHIWM20 (SYP) (8)0.148'x Tinto wood n1a
POST TO BEAM (4)Y.x 2Y."Titen into CMU CLIENT:
INTERIOR APPLICATIONS-
(4)1W x 1%"Titen into concrete
--------------------- --------------------- ------------------------ -------------------------------------------------- CORNELIUS CONSTRUCTION
IF EDGE DISTANCE EXCEEDS 5"USE LAP BEAM PLIES AND HTT4 HTU 4235(SYP)3640(SPF) (Ill)0.182'x 214" 5/8"vd 7'embed(mono)and 12"embed istern)
NAIL AS SHOWN-(5) HTT5 HTT5 5090(SYP)4375(SPF) (26)().162'x 2W 518"4 7"embed(mono)and 12"embed(stem)
n i Y2 x 12"TITEN HD SCREW ANCHOR LTP4 MP4F n/a (12)0.131'x I IW n/a
z- PROJECT:
or Y8"x 8"TITEN HD SCREW ANCHOR 0.131"x 3 X"NAILS PER PLY LSTA18 LSTA18 1235(SYP)I I I O(SP F) (7)0.14lr x 3'ln each end-(14)total n/a
L LTS12 LTWI 2 775(SYP)666(SPF) (6)0.148"x 3'in each end-(12)total n/a
or Y8"THREADED ROD SET 6"INTO ADHESIVE BURBRIDGE ALTERATION
MSTA24 MSTA24 1640(SYP)1455(SPF) (9)0.148'x Yin each end-(18)total n/a 2
PT POST(AS NOTED)
Mtfmu----------- M S*tAki4" 4� 'vi"'s0-- ---(9-),0-.1-4,-8*x"3*'i n-t*'o-w''oo'd
0 (2021 SELVA MADERA COURT)
(5)Y.'x 2W Titen into CM U
M -
H6 CLIP FROM POST en into concrete 4 JOB NUMBER: UNTY:
C DETAIL-TYPICAL HTT5 INSTALLATION (5)%"x 1 W Tit -&
DUVAL
MSTA30 MSTA30 2050(SYP)1820(SPF) (11)0.148'x 3'In each end-(22)total n/a 6-1243TCO
�4 (USP PHD5 SIMILAR) TO BEAM 1!
PT POST(AS NOTED) MSTA36 MSTA36 20W'SYP or SPF) (13-)0.148*x 3*in each end-(26)total n/a SCALE:
MSTAM36 MSTAM36 1870(SYP or SPF) (13)0.14ir x 3'into wood n/a 3 vi
\-EXTERIOR BEAM i I -,- =1'-0"(U.O.N.)
ABU POST BASE (8)Wx 2Y."Titen into CMIJ
E
(8)Y.x 1%"Titen into concrete
MONOLITHIC FOUNDATION-EXTERIOR (AS NOTED) (AS NOTED) MTS 12 or MTS20 M*TW12 or MTW20 1000(SYP)860(SPF) (7)0,148'x Yin each end-(14)total n1a DO NOT SCALE THIS DRAWING
MTSM16 or MTSM20 HTVV M I e or HrWM20 060(SYP) (7)0.148"x 3'i nto woo d n/a RELEASE DATE:
X8"THREADED ROD SET 15"INTO ADHESIVE PL NN VIEW AT TOP OF POST 0. Y8"THREADED ROD (4)Y.'x 2%'71ten into CMU 09-28-16
WITH NUT SET IN (4)W x 13/.*Trten into concrete REVISIONS:
STEMWALL FOUNDATION-EXTERIOR 0 ADHESIVE PA51 TA51 2940(S YP or S P F) (14)0.162"x 2'Ar or(14)0.162'x 31W 4"embed
5 P71-14 or SPTH6 68(XSYP)5WSPF (12)0.148'x 11/7 n1a
S PH4 or S PH6
X8"THREADED ROD SET 15"INTO ADHESIVE (7"EMBEDMENT) SSP RSPT6 350(SYP or S P F) (4)0.148"x III/."into studs n/a
1 < (3)0.140'x 1 Winto double plate
STHD114
ISTAD14 14210(SYP or SPF) (30)0.148'x 3 Y4' 114'embed
INTERIOR APPLICATIONS- 11�1 < DRAWN BY:
IF EDGE DISTANCE EXCEEDS 5"USE Notes: JCG
< 4 1.Ail connectors are manufactured by Simpson Strong-Tie or USP Structural Connectors(U.O.N,) CHECKED BY:
4
THREADED ROD SET 8"INTO ADHESIVE 2.SYP Southern Pine;SPF Spruce-Pine-Fir FSS
TITLE:
3.Mono monolithic concrete:stem masonry sternwall or bond beam
METAL CONNECTOR
SIDE VIEW AT BASE OF POST .4.Anchorage refers to threaded anchom with noted diameters and embedment depths DETAILS
DETAIL-TYPICAL HDU8 INSTALLATION P� DETAIL-TYPICAL CONNECTIONS AT EXTERIOR POST SHEET:
(USP PHD6 SIMILAR) S 1�4� FILE COPY
SD-4