BEACH 1277 KF, V I N M UL, L, I CAN
L21� 516NFI P-1,j INC .
HATCHED AREA DENOTES EXISTING
WALL STURCTURE TO BE REMOVED.
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REMOVE EXISTING WINDOW.
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No: DATE: REMSIONS:
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N 0 V AT 10 N
F 0 P-1-
TH F., Y/1\Z6115
PLAN
This drawing Is an Instrument of service and the
property of Kevin E. Mullican. and shall
remain his property. The use of this drawing shall
be restricted to the original site for which It Is pre-
pared and publication thereof Is expressly limited to
such use.
TN� Jemol ition Plan Job No.- 0-5-206 Sheet No:
5C&�: Date: 1/15/2004
Scale: 1/411-11-011 P2
Drawn: K.�.M.
Checked:
K.F.,VIN F, MULAICAN
P F15UNF, P11,j INC .
( 90-4) -7-4�2- - -1�5-74
HATCHED AREA DENOTES EXISTING
WALL STURCTURE TO BE REMOVED.
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REMOVE EXISTING CLOSETS. Jill
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No: DATE: REVISIONS:
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L� N 0 VATI 0 N
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THI� YAZ6115
PrIM0111TION
P1,AN
This drawing Is an Instrument of service and the
property of Kevin E. MullIcan. and shall
remain his property. The use of this drawing shall
be restricted to the original site for which It Is pre-
ared and publication thereof is expressly limited to
Jernolition Plan Psuch use.
1\�3 5C&�: 1/4', - I,-O,l Job No* 05-206 Shoot No:
Date: 1/15/2004
Scale:
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Chocked:
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FL. CERT. #: 25846)
2955 HARTLEY RD.,
SUITE 202
JACKSONVILLE, F.L.
32257
Ph. (904)886-2401
Fax (904) 2604367
jhulseng@bellsouth.net
N W 3ro X 36 "X I SCALE:
-3 1-011 FOOTING (4 LOCATIONS) 1%11 — if Oil
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WITH (4) *S 's EACH WA"'r, 0 U.O.N.
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HOO< *5 DOWEL 0 ' THIS DRAWING
RELEASE DATE:
MINIMUM 06-04-04
REVISION DATE:
00-00-00
DRAWN BY:
DJM 11
FO UNDA TION SECTION FOUNDATION LAYOUT CHECKED BY:
JKH
SHEET:
F � l
MULAICAN
P F-1516mr, P11-i INC .
HATCHED AREA DENOTES
NEW WALL STRUCTURE.
NOTE:HATCHED WALL AREA WINDOW HEIGHT TO BE VERIFIED
DENOTES NEW CONSTRUCTION. TO COORDINATE WITH EXISTING
PLATE SHELF IN DINING.\
(3)2624 FIXED OBS 3630 FIXED OBS 3630 FIXED OBS
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No: DATE: REVISIONS:
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THI� YAZ6115
PLAN
This drawing to an Instrument of service and the
property of Kevin E. Mullican. and shall
remain his property. The use of this drawing shall
be restricted to the original site for which It Is pre—
pared and publication thereof is expressly limited to
fi r5t fl oor such use.
�2 Job No: (35-206 Sheet No:
Date: 1/15/200-4
Scale: A2
Drawn:
Chocked:
r �VIN F, MULLICAN
,,,F,
P1� 516NI� r,'.j INC .
9 0 4) -7-4-15� E�2- �2- -7-4
HATCHED AREA DENOTES
NEW WALL STRUCTURE.
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NOTE: HATCHED WALL AREA
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No: DATE: REMSIONS:
L------------------------------------------------------------------------------
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2
3
N 0 VATI ON
F 0 P-1,
THI� YAZ6 P5
PLAN
This drawing Is an Instrument of service and the
property of Kevin E. Mullicon. and shall
remain his property. The use of this drawing shall
be restricted to the original site for which It Is pre-
pared and publication thereof Is expressly limited to
50cofiJ floor such use.
�3 Job No: (35-206 Sheet No:
Date: 7/15/200-4
Scale: 411--11-011
Drawn: K.�,M. A5
Chocked:
V I N F, M UL, L, I CAN
I N C .
90-4) -74�2- E2: -'�2-74
HATCHED AREA DENOTES
NEW WALL STRUCTURE.
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1 91-10"
2638 DH 2638 DH 2638 DH
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EXISTING CLOSETS
TO BE REFURBISHED
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NOTE:WINDOW MANUFACTURER TO
VERIFY EXISTING WINDOW OPENINGS
AND ADJUST NEW WINDOWS ACCORDINGLY
OWNER WOULD LIKE TO MAXIMIZE NEW
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WINDOW SIM WITHIN EXISTING OPENINGS. L–J
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No: DATE: REMSIONS:
L-------------------------------------------------------------------------------- -
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2
3
F 0 P-1,
THF, YAZ61 ' 5
TH I P-,-P F 1,00P,-
PLAN
This drawing Is an Instrument of service and the
property of Kevin E. Mullican. cnd shall
remain his property. The use of this drawing shall
be restricted to the original site for which It Is pre–
pared and publication thereof Is expressly limited to
(7***� t� irJ floor P1 ar I such use.
��4 5C&�: 1/411 - 11-01, Job No: 0-5-206 Sheet No:
Date: 1/15/2004
Scale: 411-1,-011 AA4
Drawn: K.�.M,
Chocked:
KF,V I N 1� M UL, L, I CAN
P F, 516 N F, P-".; I NJ C
ARCHITECTURAL SHINGLES ON 15#
ROOFING FELT OVER 1/2"EXTERIOR
NEW 9t-O"PLATE AT DORMER GRADE PLYWOOD SHEATHING OR
EXISTING 8'-O"CEILING 7/16"O.S.B.ON CONVENTIONAL FRAMING.
EXISTING 6'-8"PLATE III 11IT11 11111 CONTINUOUS ALUMINUM EAVE DRIP ON
CONTINUOUS P.T. 1"x 2"NOSING OVER
OPEN RAFTER TAILS.
L 5 COURSES OF P.T. 1"x 6-
T&G SHEATHING OVER
B0 ;0
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NEW CEDAR SHAKES ON
15#FELT OVER 10EXTERIOR
EXISTING THIRD FLOORJ, GRADE PLYWOOD SHEATHING ON
EXISTING WALL FRAMING.
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EXISTING FINISH FLOOR L This drawing to an Instrument of service and the
EXISTING GRADE
I I I T property of Kevin E. Mulitcan. and shall
remain his property. The use of this drawing shall
be restricted to the original site for which It Is pre—
pared and publication thereof Is expressly limited to
W05t eleVati0fl such use. 0-5-206
K2 Job No: Sheet No:
Date: I/I�V 2004
Scale: 11411-l'-011
Drawn: K.�.M. A�
Chocked:
MULLICAN
I N C .
NEW W-0"PLATE AT DORMER
EXISTING 8'-O"CEILING
EXISTING 6'-B"PLATE
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IT .. .T .. .. ,T .. IT ., 11 IT .. .T., .1 iT . .' 'T,.[., property of Kevin E. Mullican. and shall
remain his property. The use of this drawing shall
be restricted to the original site for which It Is pre-
pared and publication thereof Is expressly limited to
such use.
50uth elevation Job No: 0-5-206 Sheet No:
5c&�: 1/411 - 11-01, Date: 1/15/2004
Scale: 1/411--l'-011
Drawn: K.�.M. A6
Chocked:
GENERAL DESIGN CRITERIA: ROOFING:
Codes: 1 - Roofing shall comply with 2001 FBC Chapter 15.
2001 Florida Building Code, ASCE 7-98, ACI, AITC, NDS, AWPA, APA, (Latest addition U.O.N). 2. Asphalt shingles shall be designed for the applicable wind zone of the structure.
GENERAL NOTES: 3. Follow the manufacturer's attachment schedule for the wind zone of the structure.
1 . It is the intent of the Engineer of Record that this work be in conformance with all requirements of the authorities
having jurisdiction over this type of construction and occupancy. All contractors are responsible for the means 4. Asphalt shingles shall comply with ASTM D 3161 .
and methods of constructing and shall do their work in conformance with all applicable codes and regulations. Z
MASONRY:
2. The contractor shall verify all conditions and dimensions at the job site prior to commencing work. 1 - All masonry work shall be in accordance with ACI 530 / ASCE 5/ TIVIS 402 Masonry Building Code.
3. Contractor shall supply, locate and build into the work all inserts, anchors, angles, plates, openings, Qe
sleeves, hangers, slab depressions, and pitches as may be required to attach and accommodate other work. 2. Concrete masonry units shall be ASTM C90-75, Hollow Load-Bearing Concrete Masonry Units, Ty e 1
p
Grade N-1 , normal weight, with a minimum compressive strength of 2000 psi (f m=1 500psi).
4. These documents, as instruments of service are the property of the Engineer of Record and may not be used or reproduced
without expressed written consent of the Engineer of Record. 3. Mortar shall conform to ASTM C270 and be of Type S.
5. All details and sections shown on the drawings are intended to be typical and shall be construed to apply to any 4. Grout when specified. shall conform to ASTM C 476 with minimum 28 day compressive strength of 2000psi. Z
similar situation elsewhere in the work except where a different detail is shown. it I 0_�
Grout shall be mixed to provide a slump between 8 to 11' .
6. The owner will provide contractor with a soil's investigation report and analysis. All requirements for site preparation 5. Provide pre cast concrete lintels over all openings unless noted otherwise on drawings.
and soil compacting specified in the soil report shall be followed unless additional more stringent requirements are
specified. Notify Engineer of Record if foundation conditions encountered differ from soil exploration information made available Lintels shall be of sufficient size and reinforcement for the given span loading conditions. 0 Z
to the contractor.
FRAMING:
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7. It is the contractor's sole responsibility to determine erection procedure and sequence to insure the safety of the building W 0
and its component parts during erection. 1 . Chapter 23 of the 2001 FBC building code shall be used for all wood framing, except as modified
by the plans and specifications. Ui
8. Temporary bracing: a. T-
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Contractors shall be responsible for all temporary bracing that is required during construction 0
2. All wood framing shall be fabricated and installed per ALTC, TPI, and National Design
Z CD
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to keep structure safe and plumb until the entire structure is in place. Bracing Specifications for Wood Construction. 6
shown on structural drawings is for the completed structure only. Z
3. All framing anchors and connectors noted on drawings shall be manufactured by Simpson or equal. U)
9. Where subsurface soil condition information is not available, foundations have been designed for a 2000 psf soil bearing capacity. C 0
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Contractor shall report any differing conditions to the Engineer of Record prior to commencing work. 011
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4. All wood members exposed to weather or in contact with masonry, concrete or soil shall be press u re-treated. U_
CONSTRUCTION NOTES: 5. Contractor shall provide all fastening devices necessary and suited for each application. Ui
Fastening subject to moisture shall be hot-dip galvanized to ASTM 153-80. a- LO
CONCRETE: 54
W
6. All metal connections and fabrications shall comply with A.I.S.C. specifications. Z
Z
1 . All concrete shall have the following minimum compressive strength at 28 days:
LU
slab on grade, ----------------------------------fc=2500psi 7. Prefabricated structural trusses shall comply with NFPA National Design Specifications for a-
footings and remaining concrete _J _j
Wood Construction, IPI Design Specifications for Metal Plate Connected Wood Trusses, and AITC 100. J U_
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2. All concrete slabs on grade shall be the thickness as indicated on the drawings over minimum 6 mil. polyethylene (visqueen) vapor
barrier. Such slabs shall be reinforced with 6x6 W1 .4 x 1 .4 WWM lapped 8" at edges and ends in conformance with ASTM-A 185, or 8. All trusses shall be designed and certified by Truss Manufacturers registered Engineer.
Fiber mesh Reinforcement shall be used with minimum 2" fiber length at 1 LB/CY complying with ASTM C 1116. Ui
9. Contractor shall coordinate with truss manufacturer to ensure adequate bearing is provided at
end reactions of all girder trusses. LO
3. Fill under concrete slabs shall be clean sand free of debris and other deleterious material. Fill shall be compacted to a LU T-
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density of at least 95% of Modified Proctor Maximum Dry Density (ASTM D1 557). Fill shall be treated with termite U)
poison before slab is placed. 10. Truss manufacturer shall submit shop drawings and design notes with an engineers seal for approval.
Design notes to include the rated load capacity of the truss to truss connectors, and manufacturers license
4. Footings shall bear upon undisturbed soil or upon soil compacted to a density of at 95 % of Modified Proctor Maximum to fabricate trusses utilizing the connector system proposed. The contractor shall approve fabrication and
Dry Density (ASTM D 1557) for a depth of at least two feet. (2') below the bottom of the footing. installation drawings showing size, shape and layout.
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5. Where shown, cores of block masonry shall be filled with coarse grout or pea 0 k
11 . Bracing of trusses during tion installation shall comply with TPI HIB 91 .
gravel concrete with minimum compressive strength of 2500 psi at 28 days.
12. All prefabricated wood trusses shall be securely fastened to their supporting walls or beams with
6. Reinforcing steel shall be ASTM A615 Grade 40 deformed new billet steel hurricane clips or anchors as noted in the Truss Connector Schedule. 2955 HARTLEY RD.,
conforming to AC1301 , AC1315, AC1318 and CRSI Manual of Standard Practice, SUITE 202
(latest editions). 13. At volume ceiling conditions, align trusses to provide a smooth, unbroken interior wall surface from floor to ceiling. JACKSONVILLE, FL.
7. All continuous vertical and horizontal reinforcing steel in footings, beams and 32257
columns shall be lap spliced a minimum of 36 bar diameters or 24", whichever is greater. STEEL: Ph. (904) 886-2401
Fax (904) 260-4367
8. The following minimum concrete cover shall be provided for reinforcement: 1 . Structural steel shall conform to AISC Specifications for Design and Fabrication and Erection of Structural Steel for Buildings, jhulseng@bellsouth.net
311--------------Concrete cast against and permanently exposed to earth. (latest editions). SCALE:
211--------------Concrete exposed to earth or weather, #6 Bar and larger. N/A
1 1/2-----------Concrete exposed to earth or weather, #5 Bar and smaller. a. Welded connections------------------------------ AWS D1 .1 9 U.O.N.
1 1/2-----------Concrete not exposed to weather or in contact with earth for the primary reinforcement, b. Anchor bolts & threaded rods------------------- ASTM-A-307 0 DO NOT SCALE
ties, stirrups, and spirals in beams and columns. c. Structural steel shapes, plates, etc. shall conform -------- ASTM A-36 THIS DRAWING
RELEASE DATE:
9. Horizontal beam and footing bars shall be bent 25 11 around comers or corner bars with a minimum 25 03-25-03
I a p. (U.0.N.)
REVISION DATE:
10. Contractor shall provide spacers, chains, bolster, etc., necessary to support reinforcing steel. 06-07-04
Support items which bear on exposed concrete surfaces shall have ends which are plastic tipped or stainless steel.
DRAWN BY,
11 . All reinforcing details shall conform to Manual of Standard Practice for detailing reinforced concrete CF/ DJM 11
structures ACI 315 (latest edition), unless detailed otherwise on the structural drawings. CHECKED BY:
JKH
12. All concrete work shall be in accordance with "The Building Code Requirements for Structural Concrete"
ACI 318 (latest edition), and "Specifications for Structural Concrete for Buildings" ACI 301 (latest edition). SHEET:
IGN
BRICK VENEER STRUCTURAL NOTES STUD TABLE
1. ALL LAPS IN TOP PLATE OF BEARINO K�NLLS SHALL BE
1"AIR SPACE r A MINIMUM OF 4'-0" AND NAILED P41TH 12- 16d COM CEILING No. 2 SPF No. 2 SYP No. 1 SYP LU
3i-T&G STURDI-FLOOR MINIMUM 12- 16d or NAILS OR 16- 3"x .131" OUN NAILS. HEIGHT 2x4 2x6 2x4 2x6 2x4 2x6
DECKING NAILEDAT6m T 1 �,�
ON EDGES AND 12"M IN CLIT CUT LENGTH SHALL BE 44" 16- .131" x 3" IN THIS DOUBLE PLATE (NAIL w/ 2. ALL 6ABLE ENDS SHALL BE BALLOON FRAMED OR 8 ft. 16*o
1/2" x 10" ANCHOR BOLTS 0 32" o.c. LEHM FOR 1 3"DEEP JOIST ZONE (TOTAL) C. 24oc. 16*0C. 24oc. 16*oc. 247oc.
�/ 2" x 2" x 1/8" WASHERS THE FIELD,USE 6d RING
2 x 4 PT SILL ON SILLSEAL SHANK OR SCREW SHANK .13 1" x 3" @ 8"oc. BRACED PER DETAIL.
8d COMMONS MAY ALSO BE STAGGERED 9 ft. 10,0C. 24*oc. 16*oc. 24oc. 16*oc. 247oc.
SST- SPH4 0 32" o.c. USED. 3. ALL 5HEARKALL5 SHALL 13E NAILED AT 5" oc. OR 6" or-
4' or GREATER (AS NOTED) ON ALL EDC7E5 AND 12" oc. INTERMEDIATE
WEEP.HOLES 00 MIN. SPLICE P4/ Od COM NAILS (U.O.N.) BLOCK ALL UNSUPPORTED 10 ft. 16*oc. 24"oc. 16,0C. 24*oc. 16"oc. 247oc.
9 48 0C.- ALV. FLASHI G ... ....... EDOE5 NITH 2x4 FLATN15E BLOCKIN6. 5HEARNALL5 1
6�6, 10xl IM OR CLEAR SHALL BE 15/32" CDX OR -7/16" 05B. (U.O.NJ
FIBERMES CEMENT SPM 2- 2x- TOP PLATE BLOCIUNG OR SOLID (MIN. (3) 12- 4. STRAP HEADER STUDS TO DOU13LE TOP PLATE vq/ 11 ft. N/A 24oc. N/A 24"oc. N/A 24-oc.
T_ BLOCKS) NAILED w/ 4- .131- x 3- 5PH4/& AT EACH END OF HEADER AND NAIL tN/ 12- 10d 12 ft. N/A 24*oc. N/A 24"oc. N/A 24*oc.
45'MA� 2x- STUDS NAILED TO EACH NAILS x 1 112 NAILS OR 12- .131"x 2 1/2" 67LIN NAILS.
GRADE 6 MIL OR BARRIER OVER OTHER w/ .131* x 3* 0 6"oc. 2x- STUDS 5. HEADER STUDS AND HEADER CRIPPLES SHOULD BE 13 ft. N/A 24"oc. N/A 24*oc. N/A 24"oc.
6.1, TR TED FILL STAGGERED
AZ
% EM NAILED TOGETHER AT 6"oc. N/ 12d OUN NAILS ( .131x
< . 4- .131" x 3" NAILS AT EACH 595TA66ERED. CLIP UNIT TO SHOE PLATE V41TH 14 ft. N/A 16"oc. N/A 24'oc. N/A 24oc.
Provide minhun 1" BLOCK I- 5PH41ro Z CLIP AND NAIL NITH 12- 10d x 1 1/2 NAILS LU
3 #5's CONT. end clistance SST- SPH4/6 Z @ (U.O.N) 15 ft. N/A 16'oc. N/A 16"oc. N/A 24"oc.
MIN. 25" LAP 0 CORNERS NA1L%111-10dCOM TOP AND BOTTOM SST- SPH4/6 ZO I I C)
N EACH END LENGTH T;,-"T P AND B07TOM 6. ALL V41NDOP4 AND DOOR COMPONENTS MUST BE DE51ONED
(ITOPANDBOTTOM) 9�� TO NITHSTAND THE DESION NIND LOADS. N/A N/A 12"01c. N/A 16"oc.
I'll Sirnpson Strong-Tie HOGANCHOR BOLT WITHIN 12" OF I 1 1
2 STORY CONDITION CS16 AT 32'OC. CORNER -1. ALL CONNECTORS ARE 5imp5on OR EQUAL. (U.O.N) NOTE:THIS TABLE APPLIES TO STRUCTURES WITH MEAN ROOF HEIGHT LESS THAN 25,AND 7-
_K VENEER ANCHOR WITHIN 12'OF EACH SIDE OF SILL PLATE 5. FOUNDATION DESION 15 BASED ON MINIMUM 501L CONSTRUCTED IN MIND ZONE OF 120 MPH OR UESSANDMIN. %-SHEATHING.
TYPI(�AL MONOLITHIG FOOTIN& H/ BRIC TYPICAL 2-5TORY BETNEEN FLOOR 5TRAPPIN(5 BREAK I 5ILL PLATE BEARIN& CAPACITY OF 2,000 p5F. *-SPF STUD GRADE MAY BE USED ON VOR LESS NOMINAL PLATE HEIGHTS ON SINGLE
HSTORY AREAS OR THE SECOND FLOOR ON TWO STORY ARM
SCALE: N T S
1/2- x 10" ANCHOR BOLTS 0 32" o,c. r C I MANUFACTURER CONNECTOR NAILING PATTERN HOLD DOWN ANCHOR ALTERNATIVE EPDXIED ANCHOR
2" � 2" � 1/8" WASHERS 12" 2L
2 x 4 PT SILL ON SILLSEAL SIMPSON LTT20 10-16d COM NAILS HTT16 518"x 8WEDGE ANCHOR 5/8"THREADED ROD WITH MIN.10"EMBEDMENT
SST- SPH4 ED 32- o.c. BOTTOM OF SLAB �S)
6x6, 10 WWM OR USE EPDXY ANCHOR HTT22 N/A 5/8"THREADED ROD WITH MIN.10"EMBEDMENT
RAEINFORCENT INTERIOR BEARING FOOTING ONLYWITHIN SIMPSON HTT16 18-16d COM NAILS 7-
1IBE IT MIN.
12* #5's CONTINCUS 6"OF EDGE CONCRETE LTT20 IrZ'xr WEDGE ANCHOR 1/2"THREADED ROD WITH MIN.6"EMBEDMENT
Lj J MAX.
3-; 1
P., IF, PLUMBING WASTE LINE /-TRUSS SIMPSON HTT22 32-16d SINKERS
PHD8
0 N/A 7/8"THREADED ROD WITH MIN.15*EMBEDMENT
REINS C)
1,'L'VAIIR�IER OVER z
AN
AN TED FILL
&TIED BLOCK (TYP.) SIMPSON PHD8 24-Y4x3'SDSSC
3-16d COM 0 EA.
8" WEDGE ANCHORS SHALL BE*RAWL-STUD"OR"KWIK-BOLl'OR APPROVED EQUAL
N
EPDXY SYSTEM SHALL BE SIMPSON EPDXY-TIE"SET"OR HILTI"HIT"OR APPROVED EQUAL
2 j5's CONT. BOTTOM OF SLAB -13-12d COM (TYP.)
MIN. 25" LAP 0 CORNERS 4*MIN.
1, 8" INTERIOR BEARING FOOTING \_2X4 BLOCKING @ 24"oc. EL <
1 4 2 STORY CONDITION, USE t=17) (If v
16" WIDTH 3 # 5's CONT. NAILING SCHEDULE 0 X
12" ------ 45's CONTINOUS REVISED 11125102 U) M
�7� 0
3': LLI
PLUMBING WASTE LINE -SHEARWALL CONNECTION TYPICAL NAILING ALTERNATE NAILING 1 ALTERNATE NAILING 2
LOWER REBAR AND FOOTING
IF NECESSARY Lap in double plate 12 - 16d common 16 -0.131" x 3 1/4" gun nails 20 - 12d sinkers
6" o.c. on edges and 12" o.c. in the
field with 8d common, box, screw 6" o.c. on edges and 12" o.c. in the 4" o.c. on edges and 8" o.c. in the Ld
4" CONCRETE SLAB w/ SW - shearwall shank or ring shank field with 0.131" x 2 1/2" gun nails field with 0.099" x 2" gun nails IL
6x6, 1I WWM OR z 2�
FIBERMESH REINF. 3" o.c. on edges and 12" o.c. in the 0 r--
PLUMBINO PENETRATIN& INTERIOR BEARING7 FOOTINC? C=)
field with 8d common, box, screw 3" o.c. on edges and 12" o.c. in the U) U')l
SW(3) - shearwall shank or ring shank field with 0.131" x 2 1/2" gun nails [L
4 -low_
ENC. & PART. ENC. 1/2" or 6' o.c. on all supports with 8d 6* o.c. on all supports with 0.131* x 2 C/) z
SIMPSON PA 51 EMB.STRAP common, ring shank or screw 1/2" smooth, ring or annular shank gun LU
M MIL VAPOR BARRIER OVER 7/16" Roof Sheathing, shank.4" o.c. edge nailing within 4' nails, 4" o.c. edge nailing within 4'of CO CL
EATED & COMPACTED FILL NOTE: GARAGE SLAB THICKENED EDGE 120 MPH of roof edge and ridges roof edge 0 _j
0 OPENINGS TO 5' 11- I Od com m ons in each end (22 > LL
# 5's CONT. WIDTH USE (1) STEMWALL Simpson LSTA30 total) 0
IL
EATE
SPH4/6 Z TOP 9 -10d commons in each end (18 LL_
/A OPENINGS LESS THAN AND BOTTOM STEMWALL FOOTING
.A. 43- SHALL USE (1) KING 1� �; I __� Simpson LSTA24 total)
TYPIGAL NON-BEARINCE:, STEP FOOTINC�, & (1) CRIPPLE OPENINGS 5' TO S30 (20 total)
OPENINGS BETWEEN 7' WIDTH USE Simpson H T 13 - 10d commons in each end
C 43" - 8'-0* (2) SPH4/6 Z
SHALL USE (2) KING STUDS TOP AND BOTTOM Simpson MSTA36 (26 tota 0
& (2) CRIPPLES. SPH4/6 AT 32' o.c.
(I.I.O.N.) NOTE: (TYPICAL) z Simpson SPH4 12 - 10d x 1 1/2" nails
IF OPENINGS EXCEEDS 8'-0' TYPICAL STRAPPING (UNO) Simpson H2.5A 10 -8d com m ons (Total) Ld
4 D_ IIJI
IN WIDTH SEE PLAN. NOTES: -
ANCHOR BOLTS (2) 10 - 10dx 1 1/2" in rafter; 10 - 10d C14
Simpson H16 x 1 1/2" in plate M
MAY BE LOCATED z �E ,
AT EITHER SIDE 4. Simpson LTS12 5 - I Od com m ons in rafter& plates 5 - I Od x 1 1/2' nails in rafter& plates Ljj
OF KING STUDS,
PLATE MUST BE
4" CONIC. SLAB 2500psi w/ #5 CONT or USE 1/2" NOTE: #4 BENT INTO FOOTING AND THICKENED EDGE 7 0.148" x 1 112' nails in rafter&
FIBERMESH OR 6x6-10/10 M x 14" ANCHOR BOLTS CONT. BETWEEN
SINGLE SILL IS BOLT AND KING Simpson MTS12 7 - 10d commons in rafter& plates plates
ACCEFrABLE FOR STUD #4 VERT.-TYPICAL- <
OPENINGS UP TO Simpson LTA 1 12 - 10d x 1 1/2"
V-1' WIDTH ANCHOR BOLTS =.� LL
195 CONT. Simpson P�ID8 24 - 114" x 3" SDS screws
DE MUST BE WITHIN - 10d commons
2' OF KING Simpson MGT 22
STUDS Simpson HTT16 18 - 16d com m ons
Simpson HTT22 32 - 16d sinkers
1/2' x 10' HOG
CLEAN, TREATED, CTED F1 ANCHOR BOLTS _j
AT 32* o.c.
(TYPICAL) C Uj
SPH4's @ 32'oe.TOP&BOTTOM MAXIMUM TRUSS UPLIFT OF a_
865#!s ON TRUSSES SPACED SIMPSON MTS12 0
24"oc. 2x-RAFTER SEE PLAN FOR SIZE AND SPACING U-j
M cr)
C/)
MAXIMUM TRUSS UPLIFT OF L_J
2 x 4 STUDS 0 16" o.c. SPH4's @ 16"oc.TOP&BOTTOM= 11
No. 2 or Bt. SPF 2x4 LOOKOUTS AT 24"o-- 1640#'s ON TRUSSES SPACED 7/16"OSI3 SHEATHING NAILED AS PER
NAILED AT EAC34 END WITH
CLIP STUDS TOP AND BOTTOM (2)131"x 3"NAILS. 24"oc. NAILING SCHEDULE 2 x 4 STUD 'A
W/ SST- SPH4 0 32" o.c.
ALL TRUSSES WITH UPLIFT LOADS EXCEEDING 16OWS ALIGN W/ RAFTER
1/2" x 7" WEDGE ANCHORS ROOF SHINGLES OVER 15#FELT
32" o.c. SHALL HAVE A DIRECT LOAD PATH TO THE FOUNDATION.
STRAP STUD TO DOUBLE
4" 'ON FIE SLAB wl SIMPSON MTS12 CLIP Uj
C 1 IC7
6x6, 10 WM PLATE w/ SIMPSON MTS12 v
FIBE_ INF. AT EACH RAFTER
R
IN
NOTE:Y16'HARDI-PANEL SHEATHING MAY BE SUBSTITUTED 0
6 MI A BA I OVER 2x4 ELOCKW3 SETWE
A TF FILL LOOKOUTS. FOR X6"OSB SHEATHING SPECIFIED WITH A6'OC.EDGE
TREA D VER14AWs NOT EXCEED 150 NAILING PATTERN.NAIL w/6d GALV.COMMONS at 6"oc.
4t SrTPSON HI r-LIP ON ALL EDGES AND SUPPORTS. NAIL RAFTER TO CEILING FL.'Ctrl: 258461�_
AT EACH LOOK4UT
JOIST w/ 4 - 12D com. (MIN)
2x4 IDLOCKR,13"LED 2955 HARTLEY RD.,
(2) # 5's CONT. EAC44 END UTH(2)J31" 3"
8" 1'-4 NOTE: FOR 2-STORY CONDITION NAILS. SUITE 202
USE 1*-8" WIDTH w/ 3 #5's CONT. Z""�SHEATHW3 OPTIONAL FRAMING AT EXTENDED HURRICANE ANCHOR AT EACH TRUSS JACKSONVILLE, FL.
M CLIP STUDS TO DBL. PLATE w/ SST- SPH4 @ 32 ' 32257
TYPIC-AL INTERICIR E3EARING, FOOTIN67 kr_AI.TrR IN xb SUO-FASCIA CONVENTIONAL ERAMEQ GA5LE (SEE SCHEDULE) Ph. (904) 886-2401
E x4 SLOCKING-s END WALL (2)2x-SYP DOUBLE TOP PLATE Wit 2 x STUDS @ 16" Fax (904) 2604367
Nx4 SYP at-12-oc.EXTENDS WAWx NOT EXr-EED 12"
2 x 4 STUDS 0 16" o.c. 51-0*064M MR FROM GAINLE OERAIL w/J31"X 3 Y4" SST-SPH4/6 AT 32"OC. jhulseng@bellsouth.net
N . 2 or Bt. SP EXTERIOR FACE.NAIL TO EAC44 NAILS at 121oc,
0 F CEILM JOIST itill(2)Od"LS \_ BEARING WALL
CLIP STUDS TOP AND BOTTOM STAIS STRAP at 48"o-_or CORNICE DETAIL AS SCALE:
W1 SST- SPH4 CD 32" o.c. ILN5_x JOIS
EOL E END WALL STUD: PER BUILDERS SPECS If 1-011
1/2" x 7" WEDCE ANCHORS ix 2x4 at 16"oc.NOT TO Y2
@ 32" o.c. EXCEED 101-01 HEIGWT. 2x-SPF#2 STUDS AT 16"OC.
4" NCRETE SLAB wl 1I`1PSON.CSI&or LSTA24
6 , 0x1O WINM OR STRAP at 48"cic.NAIL w/(8) (SEE STUD TABLE FO 0 DO NOT SCALE
E SH REINF. 10d IN EAC$.4 END. THIS DRAWING
\-vRYWALL CEILW_% OENAIL 6sABLE END WALL AND SPACING AT VARIOUS HEIGHTS)
STUD TO DOU15LE TOP
PLATE WIT14(3)J31"x 3 Y4" RELEASE DATE:
NAILS
-6 M11 V F-,uR BARRIER OVER 0115LE TOP PLATE 7/16"OSI3 SHEATHING NAILED AS NOTED 03-25-03
TREATED & COMPACTED FILL ICAL WALL
(2) # 5's CONT. A5LIE END WALL STUD CONSTRUCTION REVISION DATE:
V-4" NOTE: FOR 2-STORY CONDITON
USE V-8" WIDTH wl 3 #5 s CONT. 01-12-04
TYP16AL INTERIOR BEARINC7 STEP FOOTINC5 3)W NAILS TYPICAL FRAMING AT DRAWN BY:
F x4 5LOCKING CONVENTIONAL FIRAMEP GABLE REFER TO SHEET S2 FOR FURTHER DETAILING
Lit/(4).131*x 31 ENQ_ WALL DJM 11
NAILS
ALL MEMBERS SHALL BE SYP CHECKED BY:
OUBLE TOP PLATE
JKH
EAr OMPA ED FILL 5LOCKING DETAIL NOTE: IF AGO TREATMENT 15 USED ON SILL SHEET:
# CONT. PLATE-ALL NAILIN& INTO SILL PLATE SHALL REGUIRE
HOT-DIPPED &ALVANIZED NAILS MEETIN& A5TM A
153 SPEGIFIGATIONS. TYPICAL EXTERIOR NALL SECTION
TYPIGAL THICrENED ED FOOTING, IF BORATE TREATMENT 15 USED &ALVANIZINO 15 NOT smi
L REGUIRED.