BAREFOOT 2347 (4) Jack Studs and King Studs(BY BUILDER) ROD WITHIN 6'OF ROD CENTERED ON
I "
1.Lookup Jack studs from FBC 2001,Tables 2308.3 A,B,&C,or 2308.5. BOTTOM SPLICE OR TOP PLATE SPLICE
2.Use one jack stud for every 3000 lb vertical load, AD�D SSP AT JOINT OR ON EACH SIDE
3.Total king plus jack studs studs needed to be there if no opening was there. BOTTOM SPLICE WITHIN 112*OF SPLICE
FILE � 6 ? y
SP41/6 STUD STRAP @ 32-
ROD ASSEMBLY
SEE WALL SECTIONS OC FOR HEADERS WIT H IDOUBLI TOP PLATE
SPANS OVER 48"
6"x6"W1.4XW1.4W.W.M. 2Y,412X6 STUDS AT 16"OC. SPF112 2X4 2X6 STUDS AT 16u OC.SPF U (NAILEI N/,131'X3'(( 8'
(1)115 CONT,,IN HDR.BLOCK PLACED @ 2"DEPTH ON OC STA iGERED) e-4'-O" AIN.DISTANC BETWEEN SF ICES-, THREADED ROD AS NOTED ON LAYOUT GABLE END WALL RAFTER
BOND BEAM @ SLAB EDGE CHAIRS OR FIBERMESH '__1 SOLID BLOCKING BETWEEN
INTERSECTION W/STEMWALL 4"CONCRETE SLAB 2500 RODASSEMBLY ROD ASSEMBLY GABLE END WALL RAFTER OUTLOOKERS(UP.)
-PSI 28 DAYS SEE WALL SECTION SEE WALL SECTION
APPROXIMATE ROD W17 IIN 15132'*CDX ROOF SHEATHING 115132"CDX ROOF SHEATHING
FINISH DE 6 MIL VAPOR 64X6"W1.4XW1.4 W.W.M. 8.1 OF FJ1 H
20_11] 6"X6"WIAXW1.4 W.W.N4. PLACED AT 2'DEPTH ON UTLOOKERS OUTLOOKERS
(1)115 STEEL DOWEL BARRIER W1 6" CHAIRS OR FIBERMESH SIDE OF TO :,LATE MAX 24"O.C. MAX 24'O.C.
W124"HOOK BENT INTO LAPS SEALED PSI AT 28 DAYS CHA AT28DAYS CORNEf 3 UP.
Rm- W/POLY TAPE 6 MIL VAPOR BARRIER UP.
IME 4'CONCRETE SLAB 2500- PLACED AT 2'DEPTH O)N 4"CONCRETE SLAB 2500
SLAB AND 6"HOOK AT IRS OR FIBERMESFI PSI
FOOTING TIED TO �4,_..4......�*- 6 MILVAPOR I BARRIER WITH 6'LAPS SEALED
WITH POLY TAPE T HREADED ROD WIT HIN 11 11 h SIMPSON LTP4
7'
'SEALED
917 WITH 6*LAPS)
---TERMITE
FOOTING STEEL AND TO CLIP @ 48"OC
4?
BOND BEAM STEEL @ CID: WITH POLY TJAPE 4 6"OF KING STUDS(UP.)
EA.CORNER AT 96"OG LIFT COMPACTED L COT STUDS @
TREATED FILL,EA. .'4'. .. TERMITE TREATED L
'9 iE L /-1611 0C
TO MIN 95%MOD. 2 ' -!M!!! FILL,EACH LIFT SILL PLATE BREAK DOUBI TOP PLATE
8x8xl6,RUNNING PROCTOR 11-411 r-TERMITE TREATED FILL, rr-ru 11 COMPACTED TO L IL -ROD WITHIN
BOND,CMU STEM WALL, (2)115 CONTINUOUS EACH LIFT COMPtACTED 11-411 MIN,95%MOD. ROD OR BOLT WITHIN 112" WOF EACH
PROCTOR (2)95 CONTINUOUS 4 -L 8'MAX. ON EACH SIDE OF BREAK SIDE OF STUDS @
MIN 2,MAX 5 COURSES L2)#5 CONTINUOUS TO MIN.95%MOE). PROCTOR L 1/2'ANCHOR BOLT OR EPDXIED ANCHOR (TYP.) Mel CORNERS 6,oc
IF HEADER SPAN IS OVER 60' BLOCKING
4-.131'x 3"W/ 2x-�STUDS
240 OC NAILED TO OTHER STUDS THREADED ROD AS NOTED ON LAYOUT
W/A31"x 3'@ WOC(UP.)
F1 - STEM WALL FOUNDATION F4 - INTERIOR BEARING FOOTING F5 - INTERIOR BEARING STEP FOOTING W13-TYPICAL HEADER ATTACHMENT DETAIL W14-TYPICAL WALL CORNER & JOINT DETAIL W24 -GABLE END WALL BALLOON FRAMING DETAIL W25 GABLE END FRAMING FOR PLATFORM FRAMING
SCAUE7T1Tr=_�-
SCALE:1/2"=V0" REV-23-AUG-04 SCME: SCALE:N.T.S.REV 23-AUG-04 SCALE:N.T.S.REV 23-AUG-04 TCT1r7N"=�- TJOT- 4
1/2'NUT(TYP-) N2-GENERAL NOTES:
TOP PLATE 3'x 3"x 1/4'WASHER(TYP.) 2-2x-RAISED HEADER
FOUNDATION:FOR POINT LOADS GRATERTHAN 5000 lb OR REPETITIVE TRUSS LOADS GRATER THAN
DECKING NAILED 2000 lb PER TRUSS PROVIDE A THICKENED SLAB OR PAD FOOTING V-0"D X 1 sq ft.FOR EVERY 1000 lb OF
3/4*T&G FLOOR
1/2'A307 ROD THREADED 1/2'A307 ROD THREADED W/6d RING SHANK BEARING REINFORCE WITH 95 @ 8"O.C.EACH WAY
AT ENDS OR 1112'ALL AT ENDS OR V2'ALL ORMCOMMONS
4"CONCRETE SLAB 2500-PSI THREADED GALV.ROD THREADED GALV.ROD @ 6`OC EDGES, CONCRETE:MINIMUM COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS SHALL BE F'c=3000 PSI.
@ 28 DAYS 12-OC FIELD, WHERE EXCESS WATER IS ADDED TO THE CONCRETE SO THAT ITS SERVICABILITY 13 DEGRADED,THE
6"x6"W1.4XW1.4 W.W.M.PLACED @ 2" 4"CONCRETE SLAB 2500-PSI NUT&1"WASHER ATTAINMENT OF REQUIRED STRENGTH SHALL NOT RELEASE THE CONTRACTOR FROM PROVIDING SUCH
DEPTH ON CHAIRS OR FIBERMESH 28DAYS 6*x6"W1.4XW1.4 W.W.M.PLACED 2- MODIFICATIONS AS MAY BE REQUIRED BY THE ENGINEER To PROVIDE A SERVICEABLE MEMBER OR
(1)95 CONTINUOUS 'x&"W1.4XW1.4 W.W.M.PLACED 1 2' DEPTH ON CHAIRS OR FIBERMESH EPDXY INTO SLAB OR SURFACE.ALL CONCRETE SHALL BE VIBRATED.NO REPAIR OR RUBBING OF CONCRETE SURFACES
___1I DEPTH ON CHAIRS OR FIBERMEESH . 4*CONCRETE SLAB 2500-PSI 1/2'THREADED COUPLING FOOTING USEIND THREADED ROD AS NOTED ON LAYOUT SHALL BE MADE PRIORTO INSPECTION BY AND APPROVAL OF THE ENGINEER,OWNER OR HIS
elll, SLOPE PORCH ;i; @ 28 DAYS &I'WASHEIR SIMP ON'SET'EPDXY
L t-- = :2 OR"ACRYLIC TIE4 CS20 @ 32'OC W1 REPRESENTATIVE,
SLAB TO DRAIN
'r HOUSE SLAB 112"x 10"ANCHOR BOLT SILL 11-10d EACH END
--------- co EPDXY SHALL COVER SECTION VIEW 4:
...... HD GALV.OR SS
TRU (7-EMBEDMENT) P BOLT TO TOP OF PLATE WELDED WIRE REINFORCED SLAB:6"x WINIA x W1.4,FB=85KSi,WELDED WIRE REINFORCEMENT
1)#5 CONTINUOUS -6 MIL VAPOR BARRIER Wl 6"LAPS SEALED I S, FABRIC(W.W.M.)CONFORMING TO ASTM A185;LOCATED IN MIDDLE OF THE SLAB;SUPPORTED WITH
6" MITETREATED FILL, W/POLY TAPE T'MIN.EDGE DISTANCE APPROVED MATERIALS OR SUPPORTS AT SPACINGS NOT TO EXCEED 3'.
6 MIL VAPOR BARRIER W1 15"LAPS SEALED EA.LIFT COMPACTED TO 7" IN. 2 2x-RAISED HEADER
WIPOLYTAPE MIN 95%MOD.PROCTOR I i-ol. TERMITE TREAT ED FILL,EA.LIFT r=
COMPACTED TO MIN 95%MOD. 1/2"NUT&3"x 3'x 1/8"WAHSER FIBER CONCRETE SLAB:CONCRETE SLABS ON GROUND CONTAINING SYNTHETIC FIBER
TERMITE TREATED FILL,EA.LIFT 6 MIL VAPOR BARRIER W16' PROCTOR REINFORCEMENT.FIBER LENGTHS SHALL BE 1/2 INCH TO 2 INCHES IN LENGTH. DOSAGE AMOUNTS
COMPACTED TO MIN 95%MOD. LAPS SEALED Wl POLY TAPE
"7 "1
1-0 7(l)#5 CONTINUOUS SHALL BE FROM 0.75 TO 1.6 POUNDS PER CUBIC YARD IN ACCORDANCE WITH THE MANUFACTURER'S
PROCTOR -1 1 1 FLOOR BEAM ",\-THREADED ROD AS NOTED ON LAYOUT RECOMMENDATIONS. SYNTHETIC FIBERS SHALL COMPLY WITH ASTM C 1116. THE MANUFACTURER OR
CMU STEMWA 1/2"SPACER SUPPLIER SHALL PROVIDE CERTIFICATION OF COMPLIANCE WITH ASTM C 1116 WHEN REQUESTED BY
THE BUILDING OFFICIAL.
PLAN VIEW
CONTROL JOINTS:WHERE SPECIFIED,SAWN CONTROL JOINTS IN SLAB-ON-GRADE SHALL BE CUT IN
ACCORDANCE WITH ACI 302.JOINTS SHALL BE CUT WITHIN 12 HOURS OF SLAB PLACEMENT.THE LENGTH
/WIDTH RATIOS OF SLAB AREAS SHALL NOT EXCEED 1.5 AND TYPICAL SPACING OF CUTS TO HE 12FT,DO
F12 - NON BEARING STEP FOOTING F13 NON BEARING THICKENED SLAB EDGE NOT CUT WWM OR REINFORCING STEEL.(RECOMMENDED LOCATION OF CONTROL JOINTS IS SUBJECT
SCALE:1l2"=V-0* REV-10-FEB-03 F2 - PORCH SLAB W2 - THREADED ROD EMBEDMENT METHODS W3 - FLOOR STRAPPING AT WALL OVER BEAM W4 ,- TYPICAL RAISED HEADER ATTACHMENT TO OWNER AND CONTRACTOR'S APPROVAL.THE CONTROL JOINTS ARE NOT INTENDED TO PREVENT
1112"4-0' R SCALE:110--V-0' REV--22-AUG-03 SCALE:1/2'=V-0" REV-22-AUG-04 SCALE:1'=V-0` REV-22-AUG-04 CRACKS BUT RATHER TO ENCOURAGE THE SLAB To CRACK ON A GIVEN LINE.)
SCALE::112"=V-0"_REV-2TAUG-04
REBAR: ASTM A 615,GRADE 40,DEFORMED BARS,FY=40 KSI.ALL LAPS SPLICES 40*DB(25"FOR#5
N5i-TRUSS UPALIFT CONNECTOR TABLE REV-25-AUG-03 BARS);UNO.ALL REINFORCEMENT SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH ACI 316-95
2x-RAFTER(SEE FRAMING PLAN) 8d @ 6-O.C. WITH ACI 315-96 UNLESS NOTED OTHERWISE.ALL TENSION DEVELOPMENT LENGTHS SHALL BE 23
Roo ROOF-_I All imonnectors are Simpsc,i Strongtie,uno.Select top and bottom connections from this table or INCHES.
15132"CDX ROOF SHEATING UNBLOCKED NAILED SHEN HING SHEATHING SSTT catalog to meet tr,isF uplift.Use fasteners as specified.
TO ROOF FRAMING W1.099x2 318"NAILS AT 44
UpIllift uplift Truss To Plato To Truss I Rafter
O.C.EDGES&GABLES,84 O.C.FIELD SP? SVP Connector STRUCTURAL CONNECTORS:MANUFACTURERS AND PRODUCT NUMBER FOR CONNECTORS,ANCHORS,
ROOF TRUSS ZT0 455 H3 4-8d 4.8d AND REINFORCEMENT ARE LISTED FOR EXAMPLE NOT ENDORSEMENT.AN EQUIVALENT DEVICE OF-THE
ROOF FRAMING 7/16"OSBWALL -24,6 350 3-8d 3-8d SAME OR OTHER MANUFACTURER CAN BE SUBSTITUTED FOR ANY DEVICES LISTED IN THE EXAMPLE
TORO
O_C
C
D
"HING
SHEATHING 63iti 600 H2.5A 5-8d 5-8d TABLES AS LONG AS IT MEETS THE REQUIRED LOAD CAPACITIES.MANUFACTURER'S INSTALLATION
2X4 2X6 STUDS FULLY tJLUlJKtU 62eO 720 H10 6-10dx1Y211 6-1 Odx 1 Y21 INSTRUCTIONS MUST BE FOLLOWED TO ACHIEVE RATED LOADS.
AT 16'OC.SPF Al2
W/.099x2 3/8' OCKING 8560 990 LTS12 8.8d,1Y,"
NAILS AT 4"D.C. @`12'OC 12445 1450 HTS20 10-1 Old or 12-1 Odxl Y2" 10-10d or 12-10&IY2" ANCHOR BOLTS:A-307 ANCHOR BOLTS WITH MINIMUM EMBEDMENT AS SPECIFIED IN DRAWINGS BUT NO
3-12d EACf I END
NOTE:SEAL iALL EDGES,8"D.C. 12665 1470 H16,1-1113-2 10-10dxl)/2" 2-1 Odx 1
3 TO TRUSS&4-16d - LESS THAN 7^IN CONCRETE OR REINFORCED BOND BEAM OR 15"IN GROUTED CMU.
PENETRATIONS IN TOP �X,116 SPF42 FIELD TO TOP PLATE 17E85 2050 LGT2 14-10d Sinker 16-16d Sinker
PLATE AND FIRE STOP D DUBLE TOP PLATE 361�55 4200 MOT %*Thd.Rod 22-1 Old WASHERS: WASHERS USED WITH 1/2'BOLTS TO BE 2"x 2"x 9/64";WITH 518"BOLTS TO BE 3"x 3"x 9/64";
BLOCKING WITH CODE 2'-0" MAX 112'RODASSEMBLY Sm Syp Strap Connector To One Member To Other Member WITH 3/4'BOLTS TO BE 3"x 3'x 9164';WITH 7/8'BOLTs TO BE 3"x 3"x 5116';NO.
APPROVED SEALANT 2X-SPF#2 PRECUT STUDS AS NOTED ON PLANS OSB WALL 7660 885 SP4 6-10dx1Y2' N/A
SEE STUD TABLE A307 ROD OR EQUAL SHEATHING 8665 1005 C52) 9-8d or 7-10d 9-8d or 7-1 Old
6'X6'W1.4XW1A W.W.M. NAILS:ALL NAILS ARE COMMON NAILS UNLESS OTHERWISE SPECIFIED OR ACCEPTED BY FBC TEST
7/16"OSB WALL SHEATHING FULLY 4'CONCRETE SLAB 2500- PLACED AT 24 DEPTH ON 108B5 1265 LSTN1 B-24 7-1 Old 7-i0d REPORTS AS HAVING EQUAL STRUCTURAL VALUES.
BLOCKED W/.099x2 318'NAILS AT 4' PSI AT 28 DAYS CHAIRS OR FIBERMESH 11770 1360 SPH4 12-10dxl Y2' WA
O.C.EDGES,B'O.C.FIELD -7 M220 1650 CSIG 14-8d or 1 1-10d 14-8d or 11-1 Old
SPIF SYP Cdumn Anchor To Column I Truss
STRAP BETWEEN FLOORS 6 MIL VAPOR BARRIER
To Foundation
WITH 6"LAPS SEALED
WITH GS20 SEE TABLE WITH POLY TAPE 11660 1350 LTT 9 %"x 16*AB 8-16d Sinkers
O�A 190 2310 LT131 I %"x 16"AB 18-1 Odx 1 Y2" 7)
23E85 2775 HDA %"x 16"AB 2-9/8'Bolts
FLOOR SYSTEM TO BE (2)2X4/6 SPF#2 DOUBLE
DESIGNED BY OTHERS TOP PLATE TERMITE TREATED FILL, 3590 4175 HTII 6 %'x 16"AB 18-16d
(2)115 CONTIN OUS EACH LIFT COMPACTED 1975 2300 AB166 %'x 16"AB 1 2-16d
TO MIN.95%MOD. SEP 9 2004
PROCTOR 'Sluds�Supporting Trusses:Thbuilder is responsiblo forgravily loads,but you should put an extra 2A stud under truss bearing locatiorl
loreatch 30M lb of reaction.Oeck the minimum bearing requirements of the truss and top plate(SPF.FC_425p&223o1bfpIy)_
1/2"RODASSEMBLY Manuifactufef arid product nurber are tisled for example not endorsement.An equivalent device of IN same or other manufacturer BY:
AS NOTED ON PLANS can boe substituted for any daOs listed in the oxample tables as long as it meals lhe,required load capacities.hianufacturel's
A307 ROD OR EQUAL insta1lation instructions mosttf fbIlowed to achieve fated loads.Ail connections exposed directly to the weathershall be hot dipped
W25 INTERIOR SHEAR WALL DETAIL galvarinteed after fabricallon.buds are incleased lorwind duration-Strap uplift may be reduced proporlonal�tonumber of nails.
WITH COUPLER AS a sppec sheet for alternate 13il S�Zcs(10&.84'1 6d,1 Odxl Od,10d=l 2d=i 6d sinker).SPF=-86'Syp
REQUIRED CALE:112-4- -1i-_JUN_ 3 REV-27-JUI-04
N3-WINDLOAID ENGINEEITS SCOPE OF WORK:The wind load engineer is engineer of record for compliance of the
N84WIND LOAD DESIGN DATA structure to wind load requirements of FBC 2001,Section 1606.If trusses are used,the wind load engineer is not
15/32"CDX ROOF SHEATING UNBLOCKED NAILED TO engineer of record for the trusses and did not design the trusses or delegate to the truss designer. WINDLOAD ENGUNEERING
2X4 OUTRIGGER @ 48'OC. ROOF FRAMING W/.099x2 30 NAILS AT 4'O.C. (Wind loads are per FBC 2001,Section 1606.2 for enclosed simple diaphragm buildings with mean roof)n6ght
15/32'CDX ROOF SHEATING UNBLOCKED NAILED EDGES&GABLES,8'O.C.FIELD less than 60'or the least horizontal dimension;not sited on the upper half of an unobstructed 60'high hill with BUILDER'S RESPONSIBILITY:The builder and owner are responsible for the following,which are specifically not part "EVERYTHING YOU NEED FOR YOUR BUILDING PERMIT
TO ROOF FRAMING W/.099x2 3/8'NAILS AT 44 O.C. BLOCKING REQUIRED BETWEEN OUTRIGGERS >I 0%slope.) of the wind load engineer's scope of work,
Confirm that the foundation design&site conditions meet gravity load requirements(assume 1000 PSF beating
MTS12 EDGES&GABLES,8"O.C.FIELD 2X4 BLOCKING @ SHEATHING JOINT T FROM GABLE END 2X4 BARGE NT. Basic Wind Speed 120 MPH capacity unless visual observation or soils test proves otherwise Mark Disosway P.E.
2x4 STUD ALIGN 2x RAFTER(SEE FRAMING PLAN) RAFTER CO Wind Exposure B 'Provide materials and construction techniques,which comply with FBC 2001 requirements for the stated wind
WITH RAFTER in mpo ance actor 1.0 veoc an esignpressures, POB 868, Lake City, FL 32056 Phone: (386) 754-5419
(3).1131 X 3- HURRICANE Building Category 11 *Provide a continuous load path from roof to foundation.If you believe the plan omits a continuous load path
2X4 SCAB CONT.TOP GUN NAILS CLIP H-2.5 OR Internal pressure Coefficient N/A(Enclosed) connection,call the wind load engineer immediately, Fax: (386) 754-6749 Email: windloadengineer@bellsouth.net
SEE STRAP STUDS TO 3"x T,x:1/4"WASHER TO BOTTOM EQUAL 48"OC. Building not in the high velocity hurricane zone 'Verify(he truss engineering indudes truss design,placement plans,temporary and permanent bracing details,
FOUNDATION] DOUBLE TOP PLATE &112-NUT(TYP.) CHORD@ 8'FROM truss-to-truss connections,and load reactions for all bearing locations. Location*FLORIDA
DETAILS Wit MT512 GABLE OTE:ALL MEMB RS SHALL B Y LTOPCHORD Building not in the wind-borne debris region I Select uplift connections,walls,columns,and footings based on truss engineer ing beating locations and reactions;
OF GABLE END Mean Roof Height <30 ft including Interiior bearing walls.
NT 4 SCA ROM TOP TRUSS DROP 3 RootAngle 10-45 degrees Size headers;for gravity loads;headers sized by the builder for gravity loads will also satisfy wind loads.
(2)2x4/6 SPF#2 OTTOM CH RD @ V2'
011 DOUBLE TOP PLATE 4-10d NAILS OR 4- X-BRACING(PR ADE Components And Cladding Wind Pressures(FBC Table1606.2 B&C) Wind Area(ft2) DOCUMENT CONTROL and PRIORITY:StfuGiblal requirements on 3-1 control unless the building code or ADDITIONS FOR:
INTERIOR BEARING NOTE:SEAL ALL �_J .131"x 3"TYPICAL ATALL ADDITIONAL 2XT33@ Zone I Effective architectural stheets have more stringent requirements.Non-structural requirements on archilectural sheets control.
WALL(UP.) PENETRATIONS IN TOP �1,1,,VE�RTTI AL IF HIGI IER THAN 10 100 Specific requircements take precedence over general�equiroments.Revision control is by the latest signature date and BEENARI,R 10 V F D
PLATE AND FIRE STOP __2X SPF#2 PRECUT STUDS CONNECTIONS FORM A 4'L* TOE NAIL TRUSS TO 4 25.9 128.1 122.0 1-24.2 is the responsilibility of the builder. J,j,' 3EACH
SEYSTUDTABLE 2 );rl�,e
BLOCKING WITH CODE DOUBLE PLATE w/ 1 5 25.9 �34.7 122.0 1-26.9 COPYRIGHTS�AND PROPERTY RIGHTS:Mark Dlsosway,P.E.hereby expressly reserves
APPROVED SEALANT 7/16*OSB WALL SHEATHING IFULLY 2X4 SCAB IF VERT.WEB 15 NOT PRESENT 2-A31'x3`NAILS @8'OC. 5 2 2 1 Total Shear Wall Segments its common IwAw copyrights and property right in these inshrumients of service.This document is
BLOCKED W1.099x2 3/8'NAILIS AT 4' OR IF RAFTER FRAMING BOTTOM CHORD OF 2 2 5 not to be reprooduced,altered orcopied in any form or manner without first the express written permission and consent Builder: TOM TROUT, N
WALL STUD TABLE O.C.EDGES,8"D.C.FIELD CONT.2X4XB'/t2 SYP- GABLE END TRUSS 4 3 4 Transverse Longitudinal of Mark Disos%iway.
1-2x4@ 116"OC TO 1 V-0"WALL HEIGHT LATERAL BRACE @ 48' (2)-2X4 TOP PLATE Required 26.881 15.4' DIMENSIONS:;:
I-2 x4 @ 12'OC TO 12'-O"WALL HEIGHT 1/2"ROD ASSEMBLY 0C. Vq I X I Actual 89.0' 563 Stated dimensiflons supercede scaled dimensions.Refer all questions to Mark Disosway,P.E.for resolution.Do not Designer:
1-2 x.6 @ 16'OC TO IT-13" WALL HEIGHT --- _... ... I N SIMPSON LSTA proceed withouut clarification.
AS NOTED ON PLANS 2X4 X-BRACE @ 6'-0" OC. --Appro
1-2x6@12'OC TO 19'_6"_WALL HEIGHT A307 ROD OR EQUAL 2X4 BLOCKING @ 48'OC. 24 @ 4B'OC. 2 v.ed:FZPE953915 Revisions:
2X4/6 FIT PINE SOLE PLATE 2� BETWEEN GABLE AND P---SEE WALL DETAILS WINDLOAD EINGINEER:Mark Disosway,PE No,53915 A
FIRST TRUSS. 2
CERTIFICATKON:The attached plans and"Windload Engineering",sheet S-1,comply with F8C 2001,Section 1,606
4 4 wind loads,to I the best of my knowledge. Sheet S-1 of 3 Sheet,
------------)v
SEE FINISH GRADE W10 - TYPICAL GABLE END ( X-BRACING ) 55 LIMITATION:IThis design is valid for one building,at specified location. Windload Engineering
FOUNDATION This drawing is not valid for construction unless raised seal is affixed.
W1 TYPICAL EXT. WALL SECTIONS DETAILS SCALE:1&4-0" REV-27-Jun-03
SCALE:11/2"=V-0"REV-23-AUG-04 REV-06-OCT-03 25Aug04 Job # 408114
0i
REVISIONS
SMPAN
ARC1IffEC'nJRAL 13ESIGN SOFTWAR8
EXISTING ROOF FRAMING
H2.5A
2X6 SYP#2 RAFT�R PLATE
W/8-.131"x3"GUN NAILS I ROOF SHEATHING
OR(1) 1/4"LAG SCREW
W/2"PENETRATION TO 20 SYP#2 RAFTERS @ 24"OC 8-.131"x3"GUN NAILS
EACH EXISTING RAFTER
H2,5A H2.5A— ROOF SHEATHING
KNEE WALL N—KNEE WALL KNEE WALL— 2x6 SYP#2 RAFTERS 24"OC
2X4 @ 24"OC 2x4 @ 24�"OC 2x4 @ 24"OC
W1 CS20 14-10d W1 CS20'1 4-1 Od W1 CS20 14-10d
L VI @ 48"OC(TYP.) @ 48"OC-,(TYP.) (a_)48"OG(TYP.)
H2.5A
EXISTING CEILING EXISTING CEILING H2.5A
LUS26 MIN. �--LUS26
5 1/8" x 17 7/8"GLULAM BEAM
2x6 SYP#2 CEILING
TO SUPPORT EXISTING ROOF&CEILING
JOISTS @ 24"OC
EXISTING ROOF
7,5 1/8" x 12 3/8"GLULAM BEAM
]TO SUPPORT ROOF&CEILING
��2-&4 SITUD PACK
5/8"THEJ ROD
W/7"EWBEDMENT
W/3"WIASHER ON
TOP OF BEAM
4-2x4 STUD PACK OC(TYP.)----,,,,
5/8"THD ROD 10"THD ROD @ 5
W1 12"EMBEDMENT—\�.1 I
W/3"WASHER ON
TOP OF BEAM
4"CONCRETE FLOOR SLAB REINFORCED WITH
6X6-1.4/1.4 WELDED WIRE MESH PLACED ON CHAIRS
Lu
AT 1 1/2"DEPTH OR FIBER MESH CONCRETE,6-MIL
POLY VAPOR BARRIER WITH 6"LAPS SEALED WITH
POLY TAPE OVER TERMITE-TREATED AND COMPACTED FILL
C" .1111 L
/ 4 .1
1 43
Uj
'�Q EXISTING FOUNDATION— WINDLOAD ENGINEER:Mark Disosway,
04 8"CONCRETE BLOCK STEMWALL, PE No.53915,POB 868,Lake City,FIL
32056,386-754-5419
GROUT REINFORCED CELLS HEIGHT VARIES
(MINIMUM 3 COURSES MAX 5 COURSES) DIMENSIONS:
Stated dimensions supercQde scaled
z dimensions.Refer all questions to
20"X 10" POURED CONCRETE STRIP FOOTING
(MINIMUM 2500-PSI AT 28 DAYS) Do riot proceed without clarification.
REINFORCED WITH 2-#5 REBARS, CONTINUOUS COPYRIGHTS AND PROPERTY RIGHTS:
Mark Disosway,P.E.hereby expressly reserves
its common law copyrights and property right in
SEE FOUNDATION these instruments of service.This document is
DETAILS ON SHEET S1 not to be reproduced,altered or copied in any
SECTION A form or manner without first the express written
permission and consent of Mark Disosway.
SCALE: 1/2" V-0"
CERTIFICATION:I hereby certify that I have
examined this plan,and that the applicable
rtions of the plan,relating to wind engineering
200 .to the best of my knowledge.
LIMITATION:This design is valid for one
0 2x6 SY[ A2 RAF ERS @ 4"OC 0 building,at specified location.
0 W/:1(6 CEIL IG JOIE S
A Cl)
(a)
0
W (9
Lu(9 1; ?=
Z 2 RIDGIJBOARIA _j
0
X u
x6 EEY 92 RAF ERS @ 4"OC- A MASTER 13EDROON SEAL
Vr/ 6CEIL GJOIEIS
J_
MASTER
HAT14ROOM Beenan
Renovation & Addition
LIVING ROOM
STUDY
CLO5 ADDRESS:
ROOF CEILING LAYOUT FLORIDA
SCALE: 1/4" V-0"
rANILY ROOM 77 Mark Disosway P.E.
P.O. Box 868
Lake City, Florida 32026
Phone: (386) 754 - 5419
- 6749
KITCHEN Fax: (386) 754
Email: mdpe@bellsouth.net
PRINTED DATE:
August25, 2004
DRAWN BY: CHECKED BY:
c3ARAGE ENTRY Evan Beamsley
_j GUEST 13FDROOM FINALS DATE:
25 Aug/04
. . . ..... JOB NUMBER:
408114
DRAWING NUMBER
FLOOR PLAN
SCALE: 1/8"= V-0" S2
OF 3 SHEETS
�3q-7
REVISIONS
SOFVAN
ARCHITECTURAL DESIGN SoFIWAAE
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0 EXISTING FOUNDATION
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On- 2-2XI22 SYP#2 WINDLOAD ENGINEER:Mark Disosway,
EXISTING FOUNDATION---\_ PE No.53915,POB 868,Lake City,FL
HFAD1ER
W 32056�386-754-5419
2-2X4 STUD PACK C0 0
5/8"THD ROD 13IMENSIONS:
Stated dimensions supercede scaled
W1 7"EMBEDMENTI 1 4"CONCRETE FLOOR dimensions.Refer all questions to
W 3 AS ER ON ISTING SDB SLAB OVER EXISTING Mark Disosway,P.E.for resolution.
TOP OF BEAM REINFORCED WITH Do not proceed without clarification.
4-2x4 STUD PACK--------- 6X6-1.4/1.4 WELDED COPYRIGHTS AND PROPERTY RIGHTS:
5/8"THD ROD WIRE MESH PLACED Mark Disosway,P.E.hereby expressly reserves
W/12" EMBEDMENT ON CHAIRS AT 1 1/2" its common law copyrights and property right in
W1 3"WASHER ON
DEPTH OR FIBER these instruments of service.This docuryient is
"rap OF BEAM MESH CONCRETE riot to be reproduced,altered or copied In any
form or manner without first the express written
permission and consent of Mark Disosway.
CERTIFICATION:I hereby certify(fiat I have
C9 examined this plan,and that the applicable
portions of the plan,relating to wind engineering
comply with section 1606,flodda building Code
:2 W CONCRETE BLOCK STEMWALL, 2001,to the best of rny knowledge.
W GROUT REINFORCED CELLS HEIGHT VARIES
in LIMITATION:This design is valid for one
LLJ 4 (MINIMUM 3 COURSES MAX 5 COURSES)
LL building,at specified location.
2 0 EXISTING WALL z 2 0
0
TO BE REPLACED
Z LL ;(-20"X 10"POURED CONCRETE STRIP FOOTING
WITH BEAM(TYP.)Z o (MINIMUM 2500-PSI AT 28 DAYS) MARK DISOSWAY
(9 z (go
P-E.53915
Z REINFORCED WITH 2-#5 REBARS, CONTINUOUS
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0
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4"CONCRETE FLOOR SLAB REINFORCED WITH EAL.
6X6-1.4/1.4 WELDED WIRE MESH PLACED ON CHAIRS
AT 1 1/2"DEPTH OR FIBER MESH CONCRETE, 6-MIL L
POLY VAPOR BARRIER WITH 6"LAPS SEALED WITH
POLY TAPE OVERTERMITE-TREATED AND COMPACTED FILL
X ---------- -------------------- I Beenan
3 1/8"X 9 /2" Renovation & Addition
GLULAM HE DER 2-2x4 S',TUD PAC K
6/8"THID ROD
W1 7"EI'MBEDMENT
W/3"WIASHER ON ADDRESS.
TOP OF BEAM FLORIDA
00 en
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8"CONCRETE BLOCK STEMWALL,
GROUT REINFORCED CELLS HEIGH-r VARIES
731 �2
'6' ;1/ '
GLULA IEADER�
no110 (MINIMUM 3 COURSES MAX 5 COURSES) Mark Disosway P.E.
NOTE:AL.LLOAD I F P.O. Box 868
HEADER:SHALLE ""X 10"POURED CONCRETE STRIP FOOTING Lake City, Florida 32026
2-2x10 SYi(P#2(U. MINIMUM 2500-PSI AT 28 DAYS) Phone: (386) 754 - 6419
(REINFORCED WITH 2-115 REBARS, CONTINUOUS Fax: (386) 754 - 6749
..........
7e --- --- ---------------------------------------
Email: mdpe@bellsouth.net
---------- PRINTED DATE:
t
----------------------------------------------------------------------------------- Augl,IM25, 2004
DRAWN BY: CHECKED BY:
Evan M
FINALS DATE:
STRUCTURAL LAYOUT FOUNDATION LAYOUT 25 Au
SCALE: 1/4" V-0" SCALE: 1/4" V-011 JOB NUMBER:
408114
DRAWING NUMBER
S3
OF 3 SHEETS
3
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— — — — — — - cLEAR 61TE FOR the sale property
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— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — -- TOM TROUT, INC.
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