Ardella Road 80 BLOCKING REQ'D SIMPSON H2.5A ry
BETWEEN OUTRIGGERS 0 EA. OUTRIGGER W
z
2x4 BLOCKING 0 SHEATING 2x4 BARGE RAFTER CONT.
JOINTS 4'-On FROM GABLE END 8d TOE-NAIL CONTINUOUS 2x4 SCAB z
SHINGLE STRIP FROM TOP TO BOTTOM Uj
(2) ROWS 12d NAILS 0 8- O.C.
CHORD TO SERVE AS
TRUSS (TYP.) . 2x4 OUTRIGC I'R FACIA NAILER FOR X-BRACING <
.0 48" 0 @ 8'-0" O.C. X
:D
'__�TOP CHORD OF GABLE END
TRUSS DROP 3 1/2
BOTTOM CHORD OF C-D
16d NAILS 0 8" O.C. GABLE END TRUSS
TRUSS (TYP-) (2) 12d NAILS (TYP.) (4) 12d NAILS 0
(3) 16d 74
-2x4 BRACE NAILS (TYP.) 00
12d NAILS 0 8" O.C. 0 4'-0" 0. DOUBLE TOP PLATE 0
CI-4
\_CONT. 2�4 SCA —CONT. 2x4 SCAB FROM TOP TO BOT.
X, FROM TOP TO BO CHORD 0 EA. X-BRACING (PROVIDE
CHORD 0 8'-0" FR ADDITIONAL 2x4' s AT VERT. IF BOTTOM CHORD OF < 2:
GABLE 0
HIGHER THAN 48" TO FORM AN "L" COMMON TRUSSES
x2f SHAPE
0
>< �3) 16d NAII S --2x4 SCAB IF 2x4 B OCKIN _j r__j
TYP. 0 48" O.C. IN F Lj
VERT. WEB
TRUSS SPACE > 0
7/16 OSE1 OVER NOT PRESEI`I'-
2x4 BLOCKING 0 24" O.C. 2x4 BLOCKING Of
BOT. CHORD OF GABLE END TRUSS III
FASTEN TO BLOCKING w/ 0 24" O.C. TOE-NAIL TO TOP PLATE wl 8d LLJ < ::D
8d NAILS 6" O.C. Li Lj C14 <
Z 0:�
NAILS 0 8" O.C. CONTINUOUS 2x4x8' LLJ M 00
2 SYP LATERAL BRACE 0
48'0 O.C. 3: ry 00
K---SIMPSON LTP4 0 48" O.C. LLJ [)f CD 17�4 LLJ
9 1 < LJ I 0�0
EXT. WALL OR LLJ > -4-
INT. SHEARWALL 2x4 BLOCKING 0 (2) 2x- TOP PLATE CD (_0
U LIJ
P4 S\CAS
To 0
iRS
�OE_
P
EXT. WALL OR CONT. 2x4x4' LATERAL 48" O.C.IN FIRST 2x- STUDS 0 16" O.C. CN
BRACE 0 48" O.C. TRUSS SPACE 71
INT. SHEARWALL (SEE ISOMETRIC DETAIL C:) 0 LLJ 0
THIS SHEET) *AI
4 - IL
" a s AN IN I. � ft 'w f
USE AT EXTERIOR WALLS AND INTERIOR USE AT EXTERIOR WALLS AND INTERIOR
SHEARWALLS WHERE WALL IS PARALLEL WITH SHEARWALLS WHERE WALL IS PARALLEL WITH
TRUSSES TRUSSES
BLOCKING @ PARALLEL C1 BLOCKING @ PARALLEL WALL C2 SECTION THRU GABLE END WALL C3 ISOMETRIC OF LATERAL BRACE C4 C)
WALL TRUSSES SCALE: 1 "=l '-O" @ ( TWO TRUSSES) SCALE: 1 "=l '-O" SCALE: 1 /2"=V-0" @ CABLE END WALL SCALE: 1 /2"=l '-O" <
-WOOD TRUSSES or RAFTERS 0
0 EQUAL SPACING TYP.
V)
Of
Li
<
(2) 2x CONT .,--REQ'D TRUSS/RAFTER CONN. NOT
WOOD PLATE. SHOWN FOR CLARITY. M
A A M
Q
�_�SIMPSON SPH4 STUD
CRIPPLE STUDS TI E T&B. 1 0 2x6 !�c
016" O.C. ____'(2) CRIPPLE STUDS DIRECTLY OVER 1 @ 2x8 <
(2)2xl2 W/1" PLYWOOD INTERMIDIATE JACK STUDS W/SIMPSON
2
W/8d NAILS STAGGERED -------. RSP4 (2) T&B TYP. 0
0 12" OC. T&B. ----2x PLATE. 'a 00
(2)MSTA24 FLATSTRAPS OPENING OPENING OPENING
EA.END OF HEADER TO CRIPPLES. -----NAIL FROM (2)2x--,,," ,.,,-ADD 3rd DBL.STUD 0 END OF SHEARWALL FASTEN C 0 R N'ER,,� 0
"',,1-(4) KING STUDS. OTHER SIDE 2x OR GIRDER TRUSS. SEE DETAIL W/
OF 2nd PLY. B3/S-4 FOR NAILING PATTE POSTTOGETH
0 THREADED 12d NAILS 0 6" OC.
ROD SYSTEM. k _U" (STAGGERED)
(3) JACK STUDS. 2x6 QR 2x8 2x4 4(2)2x 0 0 CORNER POST
NAILING PATTER NAILING PATTER
V41#� 8"
MAX.
STUD WALL--,,,,,,, DOUBLE ROD INSTALLATION
SEE ANCHORAGE DETAILS
' X _XOPENING SEE FDN.DETAIL SHEET.
X
PROVIDE SIMPSON HTT22 0 KING/FDN.
IF INSUFFICIENT SPACE FOR THREADED ROD,
PROVIDE ADDITIONAL 2 W
SILL PLATE EPDXY ANCHORS 9"MIN.EMBED. SIMPSON SPH4 STUD WOLF CONST. SERV. INC
TIE T&B. TYP. CONSULTANT PLANS EXAMINER
0 24"OC.MAX. JEFFREY A. HELLSTROM REG #3553
GANGWINDOW DETAIL BUILT UP MEMBER DETAIL DOUBLE ROD INSTALLATION PLANS REVIEWED FOR CODE COMPLIA E
DETAIL MAY 13 2W8
SCALE: 1Z2"=1 '-0 SCALE: 1 /2" 1 ,_O" SCALE: 1 /2"=V-0
RATED SHEATHING TRUSS OR RAFTERS OPENINGS LESS THAN OR EQUAL TO 44" SHALL USE DAVID KOUTZ
(REFER TO GENERAL NOTES SEE PLAN. (1)CRIPPLE & (1)KING STUDS EA. SIDE OF HEADER. PLANS EXAMINER LICENCE NO. PX231
ON SHEET S-1) OPENINGS LESS THAN OR EQUAL TO 76" AND
SIMPSON MSTA24 FIELD FORMED GREATER THAN 44" SHALL USE (1)CRIPPLE AND (2)
AS A STUID-TO-PLATE ANCHOR KING STUDS EA. SIDE OF HEADER.
SEE UPLIFT SCHEDULE w/ (12) 10dxl.5" NAILS OPENINGS LESS THAN OR EQUAL TO 100" AND NUT AND 3 x 3 x 1/4"
FOR TRUSS/RAFTER (YOP & BOT.) GREATER THAN 76" SHALL USE (2)CRIPPLES &(3)KING WASHER (TYP.)
CONNECTIONS TYP. I A STUDS EA. SIDE OF HEADER. &(3)KZING - 0.C. EXAMPLE OF UNSUPPORTED (UNBLOCKED)
NUT AND WASHER SEE A3/S-4 OPENINGS LESS THAN OR EQUAL TO 124" A>ND USE SIMPSON SPH4/6 OR LSTA18 0 32 PANEL EDGE. UNSUPPORTED PANEL EDGE IS 04-24-08 P.I.
& REQ'D AT OPENINGS OVER 4'-0" TYPICAL CONDITION UNLESS BLOCKING IS REQ'D
WALL
GREATER THAN 77" SHALL USE (2)CRIPPLES & -(2) 2x TOP PLATE BOUNDARY OF SHEAR jBY SCHEDULE OR NOTES. DATE ISSUE/REVISION
(2) 2x PLATE ::�TRUSS OR CEILING (3)KING STUDS.
JOIST. SEE PLAN. (2) 2x- TOP PLATE FOR SIZES NOT INDICATED SEE PLAN. We hereby expressly
I - U U rights to this drawing
SEE ARCH-. I - 1/2 " GYP. CEIL BOARD OR 5/8 GYP. and it is not to be
VAPOR BARRIER reproduced, copied in
WALLBOARD any format or manner
RATED SHEATHING SIMPSON MSTAM24 (1) SIMPSON MSTA24 GYPSUM BOARD whatsoever without first
(REFER TO GENERAL GYP. WALLBOARD (4) 1/4 " x 2 1'X4 TITEN STRAP EA. END OF HEADER SEE PLAN-/ OR PLYWOOD obtaining our express
SCREWS TO FTG. AND . . . . ... . . . . .
NOTES ON SHEET S-1 ) HEADER FOR OPENINGS . . . . . . . written permission and
(9) 10d x 1 1/2 NAILS STUD
2x STUDS 0 16" O.C. LESS THAN 5'-0". NAIL SPACING AT consent.
(2) SIMPSON MSTA24 SUPPORTED EDG \-EXAMPLE OF PANEL EDGE w/ DRAWN BY- CHECKED BY:
(#) JACK STUD SEE SCHEDULE SEE NOTES OR SCHEDULE
STRAP EA. END OF BLOCKING WHERE REQUIRED BY
THREADED ROD HEADER FOR OPENINGS U.O.N. PLANS. SCHEDULE OR NOTES RAW GMH
1/2" THREADED
SEE PLAN GREATER THAN 5'-0" AND ROD (TYP.)
OPTIO11 LESS THAN OR EQUAL TO
9'-0" U.O.N. ON PLANS. 2x FULL LENGTH (KING)
STUDS, ROOF TRUSSES,
P.T. 2x SILL PLATE TYP.ONLY 0 CONV'L SEE SCHEDULE U.O.N. ON PLANS. 10- 1023-08
W/ SEAL FRAMED AREAS. OR FLOOR JOISTS
ROD EMBED SEE NUT AND 3 x 3 x 1/4" COUPLER NAILING TO INTERMEDIATE
C3/S-3 WASHER (TYP.) PERMITTED SUPPORT IS 6" OC MAX, UON
--R -4 -7 SILL PLATE (TYP.) IF REQ'D. -2x SILL
WALL DETAILS
STEMWALL PLAIE
OR FTG. NAILING PATTERN FOR SHEATHING
4" CONCRETE SLAB
4
4 #7
THREADED ROD
1/2'
SEE DETAIL-------"' -3 FOR EMBEDMENT
A2/S-3 FOR INFO SEE C3/S
NOT SHOWN. SEEC3/S-3 FOR EMBEDMENT
- BOLT ALTERNATE NAIL PATTERN DETAIL - 4
TYPICAL FRAMED Al THRU A2 WALL ELEVATION A3 A4 IS
WALL SECTION ( MONO) @ OPENING SHEET NUMBER
SCALE: 1 /2*1=1 P-0$# SCALE: 1 /2"=l '-O" SCALE: 1 /2"=l '-O" SCALE: 1 /2"=l '-O"
FIROF05ED
3--&Il T-011 (0-4011
RE51DENTIAL
INTERIOR 6TUD LDE51GN FOR
4" CONC
HOLD DOWN PER
SLAB A/C, SW SW
4" CONCRETE SLAB WITH 4-1 CONC.SLAB W1 EWSINEERB (WEAD 0 (HEAD 5ULDER5
DESIGN HB
FIBER MESH 4 F15ER,MEE44 4 Ar-r-.)l
FIBESMS14 ON (p MIL.VISQUENE (OR FIBER'E5P) I I I y %
OVER CLEAN,WELL COMPACTED, 32" BILL v__
TERMITE TREATED FILL — - — — — — —— — — — — — — —— — OFT.DBL.2868 FR.DR
A 4" RECESS DEEPENED (I.L.O.OF WNIDOWS)
6 MIL VAPOR IN SLAB EDGE
. : —1 F PROVIDE F. ___1 B 1_FD GL.�
STEP TO BE BARRIER OVER DRYER # WASHER/
TREATED AND VENTIW, DRYER
DETERMINED COMPACTED FILL
ON SITE —(2)15 RODS CONT
11 to a
L wA5wER/ w
1-411 14" DRYER
'V-1111
STACK
2668
B- D
I _q__ MA6TEfR
MIN
cq
4" e A, i 0 14 =1
INTERIOR BEARING LUALL = - (D - 5EDROOM
L IQ
X_32"In
PEEf=ENEI) EE)GE T4GKENE2 5L,45 "0 VANITI 9'4' CEIL
IL CEIL
SCALE. 3/4" a V-0" 5CALE, 3/4" V-0"
WATER PG.2
F-1— 7 SUPPLY F
I I I I I I C, 411
L1_ _J RAWk W1 — — — ————
NOTE� OVEN
30 YR ARC441TECTURAL SHINGLES UNDER
+ ALL INTERIOR BEARING WALL FOOTING
ATTAC14ED PER A61M 4 WOOD
0-3462 4 D-31(ol
LOCATIONS AND LOAD CALULATIONS Zo YEW
MODIFIED TO 110 MPW WILL BE DETERMINED BY ENGINEERING A50VE
SECURED W1(4)NAILS r-4-- KIT,
u
15#FELT CEIL
LINE OF WALL
ROOF SWEATWI% CABINET
1/1611 (TYP9 4" CONC SLAB W1 5EP #3
Ewa ROOF TRUSS I I =I
F15ER MESH -1 MONOLITHIC SLAB W1 12"5ARTOP CEIL
24"OG R-30 ---�e_ & MIL V15MENE 12" w C04C FTG W1
OVERHANG OVER CLEAN,W!"LL (2)Wo RODS EA WAY
Mz TREATED FILL
5ARTOP OVER 2
TOP OF PLATE 44URRICANE CLIP
INSWULATION (SEE ENGINEERING COMPACTEDTERIIITE 42"HIGH PONY- '(D
WALL W/14"d
4'-011 j
414,11
DETAIL)
U_
*2 $YP LU
(2)2x TOP PLATE 2 U,
f33 10 tfc-5) GL.
all GALV.EAVE DRIP 2&g '51-111
W5
CEIL
2 — —— — ——— — —
1/2" DRYWALL PINING
(WALLS 4 CEILIW-6) 2x FASCIA 01
'B'4' CEIL Z
2xb
LIN
2 x 15LOCKIN31 TRIM
I I CEIL
PC-L 2
Lu
dN TUB W/ f.-
EXTERIOR FINISH 13, 111 0 cl
7 - $POWER X-4 -A
lu
METAL CEIL WEAD
I(OH Q__
2(og VALLEY METAL x
56 2(o!@ FLASWING JJ CIA
�n fOROVIDE
RIGID CONNECTOR ATTIC
�p (SEE EWiINEERIWj) I IT I z
ACCESS Lu < -— — —— —— -
NOTE: m
'A% LIN
ALL STRUCTURAL COMPONENTS-&4OWN WOUSEWRAP/FELT BACA LATHE Fv/_ w —
MAY VARY DUE TO E%INEFRING
ENGINEERING SPECS FOR ACTUAL
(SEE ENGINEERING)
REMIREMENTS. SEE ATTACHED RIGID CONNECTOR
COMPONENTS TO BE USED. cz CID
GREATER THEN C4
SFF STUD GRADE
2
14OLD DOWN PER V-1"*2 55f F C4 LIVING SM.
ENGINEERS V-I" CEIL BEP #2
DESIGN R-11 INSULATION V-1" CEIL
PROVIDE (1)#5
2x P.T.SOLE PLATE
ROE) CONTINUO6 LL-
03 SYP c,ul
4 L
FINISHED FLOOR La
L — — — — — — — — — --- — — — — — — — — —— — — — — —— — — — J
A < GRADE W 36" BILL
!k "k H
4" CONC SLAB W1
F15ER ME514 4 2050 SH 0(05 ENTRY 2050 SW (3)IM 5W WOLF CONST. SERV. INC.
4" CONC— 3
&MIL Vl&�UENE SLAB (WEAD 0 DOOR W/ (HEAD (HEAD 0 T o" A".) CONSULTANT PLANS EXAMINER
OVER CLEAKWELL AFF.) 3(olixal. 71'4" Ar-F.) JEFFREY A. HELLSTROM REG #35538
COMPACTED,TERMITE MONOLITHIC FOOT[%W/ CONIC.DRIVE EYEBROW PLANS REVIEWED FOR CODE COMPLIANCE
TREATED FILL (2)S RODS EA WAY TRANSOM NOTE:
12"MIN 12'MIN (4" 5N) VERIFY ALL NOTES
(9 MIL VAPOR 2 WITH CON[TRACTOR. MAY 13 2008
BARRIER OVER L PROVIDE STEPS TO .-611
TREATED AND J-4%'e 2 4'_V 51-101, T-211 T-211 3-41 le
COMPACTED FILL WALL 5ECTION (MON05LA52 I I GRADE AS REQlD' � NOTE: DAVID KOUTZ
3/4" m V-0" 2-011 21-011 V-4" 25'-411 I.-Oil SEE CONTRACTOR PLANS EXAMINER LICENCE NO. PX2311
e- r--�"ATTIC WVAC
LOCATION
2(o'-4" 26'-4"
4" CONCf;MTE SLAB WITH FLOOR ELAN
2N REVISIONS: DATE:
SEAN F.CJWr 05/30/01
FIBER MESH 4 FOUNDATIC
r-15ERIESH ON b MIL.VISQUENE
OVER CLEAN,WELL COMPACTED, 01/23/01
TERMITE TREATED FILL— 4" CON.C.SLAB 2'-1" Y-011 ill 06/05/01
40 0 PLAN REVIEW AND ISSUING 08/14/01
L 48" WIDE 08/20/01 08/11/01
CONC,WALK - JAME M.BRYANT 02/15/0a
OF PERMIT DOES NOT RELIEVE
4 -1
6" CMU STEMWALL
W1 ALL CELLS WITH ALL CODES 5aFT.:
CONC,FILLED
Lu LIVING$a FT 1,136 (TOTAL)
F1 1-11 0 MIN
GR.ADE
TANED EI)GE El KIT,
6C-ALE: 3/4" V-0" OPEN
_T
1*4 RE5AR VERTICAL 11 CEIL
4. -
48"O.C�W1 MINIMUM L:—
12 5END AT TOP AND BOTTOM. 4 DRAUN 5Y- DATE:
7
(EMBED BAR 6" INTO FTG-) 2'-&" ------------ V-211 SEAN P.CURRY 05/25/01
L 20"X 10" CONC.FTG.W/(3)05 RODS CONT.
20" e (AROUND PERIMETER BEND OUTSIDE -_loll NOTE:
7 REINFORCING BAR 25" AT CORNIER) 2'-(oll 2 2-41 1'-411 '311 3'-0" u
MIN OPEN ALTHOUGH EVERY EFFORT HAS BEEN TAKEN
ri TOPf;EPA1;r= THESE DRAWINGS TocoMpLy
5TEM WALL FOOTING WITW LOCAL BUILDING CODES, C014TINUOUS 5TIRUCTUfRAL
CODE CHANGES MAY REMIRE ADDITIONAL
SCALE. 3/4" - 1'-0" OET, AIRGPE5 AT KITCHEN DRAWINGS, ENGINEERING SERVICES, AND 5Uf=1=01RT PRAUJING5
OR CWAWjES TO TWESE DRAWINGS TO MEET SCALE : 1/4" V-0"
CODE COMPLIANCE. POSSESSION OF THESE
PLANS ACKNOWLEDGES TWAT THE PURCHASER
WAS BEEN INFORMED OF TP16 INFORMATION
AND ASSUMES THE RESPONSIBILITY TO
FATIC FTG CFTICN5 PROVIDE ALL ADDITIONAL REMIREMENTS
sk OF LOCAL BUILDING OFFICIALS TO MEET
COMPLIANCE.
(FIELD CCNDITICN5 TC DICTATE )
OET, AR24E5 AT KIT24EN
00 1 of 2
NOTE-.
THIS ELECTRICAL PLAN 15A 5UGGE5TION ONLY! ELECTRICAL LEGEND FROF0,5ED
ELECTRICAL CONTRACTOR SHOULD VERIFY ALL
TO FLOOD A/C FIXTURE,OUTLET,AND SWITCH PLACEMENT. FLOOR PLUG FRE51DENTIAL
LIGHT PREWIRE
0 REAR 0 4 BRACE 220V OUTLET RIDGE (NOMINAL),,......
t METER CEILING PAN 12 IDE51GN FOR
W1 LIGHT IIOV OUTLET 12 30 YEAR &
ARCAITECTURAL
FIBERGLASS 5.W.M. 5ULDEfR5
ELEC WEATHER PROTECTED SHINGLES(TYR)
FREWIRE STRUCTURAL
PANEL cr IIOV OUTLET WOOD BRACING (OR CEDAR SoWINGLES)
4 BRACE
DRYER CEILING PAN (SEE ENGINEER)
K V-311 v (NO LIGHT) (nE= SWITCHED 110 OUTLET
(TOP HALF ONLY)
FLUOR LIGHT GARAGE DOOR OPENER TOP PLATE
6q
CEILIWG EXHAUST 6WITCHE6
__T
FAWLIG44T FIXTUIII
LAPPED
$3 3-WAY SWITC44
CEILING EX44UST FAN SIDING(TYR)
$4 4-WAY SWITCH
4A RECESSED 411 CORNER
04D
TRIM(TYR)
LIGHT FIXTURE PREWIRE SECtIRITY
WATER—- +
SUPPLY CEILING MOUNTED KEYFAD
roll TRIM
A50VE: LIGHT FIXTURE
(TYP)
WALL
10 smcKr: DETECTOR
RANGE W CA51NET WALL MOUNTED so
OVEN
——— — — —— — — A/C
UNDER LIGHT FIXTURE 211 BAND
4 WOOD I A/ SD THERMOSTAT FIN.FL. UNIT
ABOVE (TYR) 177� _u.
WALL _�VENT LIGHT FIXTURE W1
ABOVE
CA51NET -r(,/,, PULL C44ORD Z DOOR CHIME
SD DOUBLE Dc 12" LA 6"TRIM
FRONT ELEVATION REAR ELEVATION
FLOOD LIGHTS DOOR BELL SIDING (TYR) (TYR)
D5 (101,EXPOSED)
FR E
E,(
f
L Ir L;A ED
ELECTRIC PANEL
ELEC PHONE JACK
D PANEL 12
DIMMER SWITCH
CABLE TV JACK
FCTv1 Z
STRUCTURAL
WOOD BRACING
Sv II ENGINEER) (s)
z STUD PLATE TIES 0 32" O.C.
Dc *TOP 4 50TTOM PLATE DOUBLE 2x4
———— SIMPSON SP4 OR EQUAL SYR TOP PLATE
zcl
6D V"T E
(TOP
HALF Z
ONLY) (L
L HEADER
ATTIC-
LIGHT -T, 7-
1 IFIC F
L_ __j A/C
WINDOW UNIT CIL
OPENING 4
FRE-WIRE ----------
FOR F 7, Z\
CEILING PAN
sp L DRYER VENT
(TYR) LEFT ELEVATION
CRIPPLE LLI
12
La
2
zc
KING 11) JACK STUD
d H, H I-EADER REWIREMENT$ - 2x4 WALL
5 NUMBER OF JACKS AND STUDS REQUIRED AT OPENINGS W LF ONST SERV. INC.
CONSULTANT PLANS EXAMINER
ELECTRICAL FLAN OPENING WIDTH HEADER SIZE JACKS EA04 END STUDS EACH M) NUMBER 4 SIZE OF RAFTER TIES EACH END
PLANS REVIEWED FOR CODE COMPLIANCE
]'-0`1 TO 4'-01- 2 - 2x,5 1 2 1 - SP4 OR EQUAL
4'-Ill TO V-01' 2 - 2xiO 2 3 2 - SP4 OR EQUAL MAY 13 2008
Gi.-Ill TO Iro.-011 2 - 2xI2 3 3 3 - 5P4 OR EQUAL
DAVID KOUTZ
NOTE- PLANS EXAMINER LICEN E NO. PX2311
WHEN "THREADED ROD" TIE ROD SYSTEM IS USED,SP4 OR E(�UAL.TIES ARE NOT REQUIRED.
— —— — — —— — — — — —— —
HEADER REQUIREMENT5 AIC
UNIT
SCALE : P = I'-0`
RIGHT ELEVATION REVISION5: DATE:
SEAN P.CURRY 05/30/01
WMOW INSTALLATION(MET"M A-1) 01/23/01
WFATMR 111111111161TIVIE 5~0111!ALIRW AFFLED P1111111M TO 7$111 LOOM WTA.LATM 05/08/01
PLA61,1M APMED OYM TWE PAM OF nN PhOW110 M-001L
M=WN A 05A4101
211ft 05/20/01 05/11101
JAMIE M.BRYANT 02/15/08
Cam
2N
,4111C VENTILATIC MOMLAC
1111,11110" Ulm 60" ARCH
I x .361, d
6Q. FT,:
(FULL DEPTH ARCH
OF TUB AREA)
A171C SPACE (NEW CONSTRUCTION) 10el 916ma N LM ON
300 LIVING 5a Fr. 1,136 (TOTAL)
6.12 b-12
TOTAL VENTILATION 5Q FOOTAGE— 31b
7. 2
.j. ME
TILE
5Q Fr Of: VENTILATION TO 5OFFIT5— Ih will
AT WEAD
';Q FT OF VENTILATION TO RIDGE VENTS—1,5 Lu
(SIZE AND LOCATION OF RIDGE VENT$ TO BE
worrilim ap TIE
DETERMINED ON SITE) u PIL,011111111i A&~
%up, j0pum
DRAWN 5y- DATE;
Sim Adlift"Allwa
14,4111111114 N RAM
OPEN SEAN P.CURRY 05/25/01
A NOTE.
WO.INL*PML
ALTHOUGH EVERY EFFORT WAS BEEN TAKEN
ir
crow"" TO PREPARE THESE DRAWINGS TO COMPLY
WITH LOCAL BUILDING CODES, CONTINUOUS 5TRUCTURAL
rLw%AV LEAL 0011prillm m convali'll CODE CHANGES MAY REQUIRE ADDITIONAL
TUB DRAWINGS, ENGINEERING SERVICES, AND 5UPPORT DRAWING5
— — — — — — — ——— — — — OR C�HANGES TO THESE DRAWINGS TO MEET SCALE : 1/4" z V-011
MA4b�AOMCgUtLLY=WM I CODE COMPLIANCE. POSSE56ION OF THESE
&p.12 (0:12 CK A P1,1601NO.OWLY Milillill Will
�coomwvnmkmmwk PLANS ACKNOWLEDGES TWAT THE PURCHASER
INTEMOR VIEW WAS BEEN INFORMED OF THIS INFORMATION
AND A66UMIE6 THE RESPONSIBILITY TO
PROVIDE ALL ADDITIONAL REQUIREMENTS
ROOF FLAN OF LOCAL BUILDING OFFICIALS TO MEET
SCALE - 1/5" = V-0" INTERIOR ELEVATION INTERIOR ELEVATION COMPLIANCE.
SCALE: 1/2" a I'-V SCALE, 1/211 z I'-011
0100 2 of 2
-GENERAL NOTES
07�
1. CODES USED: 2004 FLORIDA BUILDING CODE RESIDENTIAL W/ LATEST SUPPLEMENTS, Z
LLf
ACI, NOS, APA AND ASCE-7-02. ALL LATEST EDITIONS USED. The nut at the double top plate shall receive a final tightening after the roof system is installed. THIS STRUCTURE IS LOCATED IN THE WIND-BORNE C,
DEBRIS REGION.OPENING PROTECTION IS REQUIRED.
TRUSS CONNECTORS
2. ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE CODES AND AUTHORITIES HAVING See stud schedule for exterior load bearing stud size and spacing. Windo*%in buildings located in wind-borne debris regions shall hoe Oozed openings
SCHEDULE Pmteftd ft"wind-boraii debris.Glazed opsoing protation for viovid-borrie debris sholl
Meet the NqUirlinilints of the Large missile Tast ot Asim E igm and ot Asim E.im,
JURISDICTION OVER THE WORK. SSM IZ or TAS 201,202 and 203 referenced zharaM.
All gable end walls shall be balloon framed or braced per detail.
3. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO COMMENCING CONSTRUCTION. TRUSS
Use SYP #2 for top plates and PT SYP#2 for sill plates.
SIMPSON REACTION Ibs
4. DETAILS FOUND WITHIN THESE DRAWINGS SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR THIS JOB ONLY. DETAILS SHALL GOVERN
CONSTRUCTION FOR THIS JOB UNLESS NOTED OTHERWISE ON THE PLANS. Attach base plates to slab with Simpson 1/4"x4 1/2" 7ten screws at 32"o.c. up to 10' wall, 16-o.c. up to 16', w/ (1) screw within 4" of H2.5A < 6 0 0 17�4
PROVIDE TO THE ENGINEER OF each side of plate breaks at bearing walls adn 48" ox. non bearing walls. Only at locations where conventional framing is used in lieu of the 00
SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE OWNER SHALL threaded rod system and where indicated on plans. C:)
RECORD A REPORT OF THE SUBSURFACE CONDITIONS. SOIL PREPARATIONS NOTED IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE _(2)H 2.5A 600 < Truss Reaction < 1200 0-4
n
STRINGENT DESIGN IS SPECIFIED WITHIN THESE PLANS. Header studs and cripples shall be nailed at Co.c. w/ 12d nails (.1310" staggered). MTS Truss Reaction <, 1000
DESIGN CODE: The 2004 Florida Building Code Residential (FBCR) with 2005 and 2006 supplements. <
0 0
OCCUPANCY: Residentail Group R-3 (One- and Two-Family Dwellings) All windows and doors shall be designed per component and cladding pressures indicated on these drawings. (2)MTS 1000 < Truss Reaction < 2000 6 E2 I-_
Where "CONVENTIONAL STRAPPING" is shown in these plans, use: 2: 0 <
CONSTRUCTION: Unprotected 2)HTS Truss Reaction < 2900 - __J p�
Simpson SPH4/6 wl (10) 10d nails each end for wall stud to top plate connections 0 32" O.C. LJ I ct�
BASIC WIND SPEED: 120 MPH Simpson MSTA36 strapping w/ (26) 10d nails each end for second story wall stud connections 0 32" O.C. �!! 0
I....................................... ............ .................. ................... .... .........
............. ...............
WIND IMPORTANCE FACTOR: 1.0 (Category 11 Building) Simpson SPH4/6 w/ (10) 10d nails to stud and (6) 10d nails to sill plate 0 16" O.C. and anchor bolts at 32" O.C. ............. .................... ..................... r
.................................. ............... ..............
All conventional framing shall be SYP #2. Refer to truss shop drawings for truss details. Provide 1x4 purlin bracing above LEGEND:
LLJ <
.............................................. ............................... ................ ..........
WIND EXPOSURE: B .................. ........... ......................................
L
the bottom chord of roof trusses at the spacing indiC13ted in the shop drawings. Fasten w/ (2) 6d nails at each truss. ....... _LJ C,
Z LLJ M 00
INTERNAL PRESSURE COEFFICIENT: 0.18 (Closed) CONTRACTOR MAY SUBSTITUTE AND APPROVED EQUAL FOR THE CONNECTORS
Provide solid blocking at roof sheathing joints in the first two rafter or truss spaces from gable ends. ........................ .......... , . _ ____ , , I
0
.............................................-............ ........................ ................................ 0
MAXIMUM DESIGN WIND PRESSURES (psf): LISTED IN THE TABLE ABOVE TO MEET THE SAM LLJ 00
Attach headers to posts w/ (2) Simpson CS20 flat straps wl (7) 11061.5" nails to header and (7) 10dxl.5" nails to post. E REQUIRED UPLIFT RESISTANCE L.J
...................... ...... ry CN
Opening Size (sf) Edge zones (6'-0" from outside corners) Interior Zone Notch headers under top plates and bear on jack studs or use Simpson HUC410 hanger w/ (8) 16d to wall (8) 16d to header.
HU17icane clips and tWst straps: .
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I LLJ
Anchor posts to foundation w/ Simpson ABU post base w/ (1) 5/8 threaded rod set 7" into footing and (12) 16d nails to post .......... .......... 00
...........
0-20 +25.9 and (-)34.7 +25.9 and (-)28.1 5/8 threaded rod set 7" into footing (18) 16d nails to post or as indicated on the plans. 0
or use (1) Simpson HTT16 wl (1)
0')
......................... ................. .... .. ...... ....................... . ... ..
...........
....................... ..... ............
+24.74 and (-)32.35 +24.74 and (-)26.93 CN
21-50 -SPH 4/6 or SST-LSTA18 straps from header to double top plate at 32"o H2-5A Simpson H2.5A W/ (5) 8dxl.5" nails each end
Headers exceeding 48"o.c. provide SST c. spacing. Capacity 600 lb
51-100 +23.2 and -)25.4 Of
............... ..... ......
�(-)29.27 +23.2 and 1/2" anchor bolt or 1/2"x 7" epoxy anchor shall be installed if header is greater than 5'-0". ........... ................ ...... LLJ 0
....... .. .........
CD 0
>100 +22.1 and (-)26.93 +22.1 and (-)24.2 MTS Simpson MTS12 wt (7) 10dX1.5" nails each end - Capacity 1600*lb 11 n 0- i__ 0
.............. ..........
............. ............................ .......................
Threaded rod installation: ............ ... ... ... ................. ...
'HTS Simpson HTS20 W/ (24) 10d nails each end - Capacity 1450 lb
Proposed Structure is located within the wind borne debris region, ................ ......
Rods require a minimum length of (1) bar diameter into threaded rod coupler. ..... .......
..................................
.......... . ........
lFlat straps:
The drywall ceiling can not be
This structure is located within the wind borne debris region and has been designed as a closed structure.
*4
he truss. The lateral bracing shall be achieved by installing 2x6 no.2 or better SYP ...........................................................
considered for lateral bracing of the bottom chord of t The top nut shall be snug tight with an additional full turn of the nut to achieve full tension. ..................................... ............................ ............ ...................................................... ............................. ................. .................................... ..............
................ ......
........................
nailed wl (4).131x2 1/2"noils on the bottom chord at the spacing indicated on the truss engineering drawings or use Simpson TS82-24 w/ MSTA24 = Simpson MSTA24 w/ (9) 10d nails each end - Capacity 1640
............. .................... ... ............ .................. ................................................
.......... . . ......... ................. ..........
(2)10dx 1 1/2" nails in each truss at specified spacing. In addition all windows shall be protected against wind borne debris, i.e. impact The maximum spacing of the anchor rods'sholl be as indicated on the drawings. The tolerance of rod placement shall be 6". The ........... .................. ... ............ .....................................
MSTA36 Simpson MSTA36 W/ (13) 1 Od nails each end - Capacity 2135 1�
minimum rod embedment into the foundation shall be 7".
........................................ ...............,.......................
resistant glass or shutters. .............
MSTC28 Simpson MSTC28 w/ (18) 16d sinkers each end - Capacity 3310 1
...............�.,.................................................
.......... ...... ................ ... ............... .............. ..........L1�.�l..........1�.'.'.�........... ...........
.................
Proposed Structure is not located within the wind borne debris region,,, Provide anchor bolt or rod within 12" on either side of the break point of the sill plate. Place rod within 6" of bottom double top plate ......... ..................................... ................ .............
' MSTC40 = Simpson MSTC40 w/ (26) 16d sinkers each end - Capacity 4740 lb
DESIGN LIVE LOADS: spliced plate joint and the rod shall be centered on dDuble top splice plate joint or provide a rod within 12" of joint. When rod exceeds ................ ................ ........................................
Roof: 20 psf
6" from joint provide Simpson SSP at joint. I MSTC66 Simpson MSTC66 w/ (38) 16d sinkers each end - Capacity 585516 ....... <
Attics with Storage: 30 psf ............ ........... .......... . ......
. ..........................
Attics without Storage: 10 psf 1 Heavy girder tiedoms
Provide 1st rod at a maximum of 8" of corner studs. .................................................
0
............ ........................... ...................
Elevated Floors 40 psf .................. ..............
MGT Simpson MGT w/ (22) 1 Od nials into truss and (1) 1/2" thru-bolt' into' fg.,_
Deflection L/480 (carpet/wood) EXTERIOR WALL INTERIOR SHEARWALL SHEATHING: ..........................�_, Capacity = 3965 lb
......................_-----_..111............... ...............................
............... ........................................................................ ........ . ...... ............ .................................
.......... V)
Deflection L/600 (tile) Wall sheathing Exp. 1 APA rated sheathing or APA Structural 1-plywood or oriented strand borad: Span rating not less PHD2 Simpson PHD2 w/ (10) SDS 1/4XY screws into truss and (1) 1/2" thru-bolt into ftg. - Capacity 3610 lb
Exterior wall Deflection L/240 (brittle finish-stucco) .................................................. _.................. ...........
-.---.1,... ................. LLJ
0
32/16"and not less than 7/16" PHID5 Simpson PIHID2 w/ (14) SDS1/4X3 screws into truss and (1) 5/8" thrul-bolt into ftg. - Capacity 4685 lb
Design Dead Loads: Fasten 7/16" or 15/32"thick sheathing w/ 8d common nails on 6"O.C. at supported edges & 6"O.C. at intermediate ........................................................ ................................................_.......................1-1-1-..................."............ ...................-1.....-......................... ....... ... __J
................................. .................................
HTT1 6 = SimpsonHTT1 6 w/ (18) 16d nails,into truss and (1) 1/2" thru-bolt into ftg.
Superiimposed Roof Dead supports. Reduce panel edge nailing as indicated on plan. Capacity 4175 lb :D co
.........................
.............. ...................... .......................................... ..........-............-...................................................................................... ..............",................ ...............................-.......... M
Top Chord 7 psf (shingles) 15 psf (tile) I
Where SW-3 is indicated on the drawings reduce nail spacing to 3"0.C.at supported edges & 6" o.c.at intermediate
HTT22 = Simpson HTT22 w/ (32) 16d nails into truss and (1) 5/8" thru-bolt into ftg. - Capacity = 5260 lb
Bottom Chord 5 psf supports. Provide Yo.c. around all openings. Use 3" edge nailing in the lower top plate on all exterior walls. Provide a ....... -----------
Superimposed Floor Dead
min. of (2) studs at each end of a SW-1 wall segment and (3) studs at each end of a SW-3 wall segment u.o.n on HDQ8 Simpson HDQ8 wt (20) SDS1/4)0" screws into truss and (1) 7/8" thru-bolt into ftg. - Capacity 8235 lb
........................................_.,_.......................................
Top Chord 15 psf (carpet/wood) 20 psf (tile) .......... ............... ..................................... ............. ............ .............. ........ C)
plans.
Bottom Chord 5 psf JIHIAII-2 Simpson THAI-2 inverted heavy girder hanger w/ (30) 10d nails into face - Capacity 4135 lb
........... ...... ............................ ............... _. - U)
............................... ........ .......... ................. ................... ............
Deflection L/240 DL (carpet/wood) ROOF SHEATHING AND DIAPHRAGIVI ATTACHMENT
Deflection L/360 DL (tile) Use 7/16" rated sheathing for asphalt shingles and 5/8 " rated sheathing for tile roofs fastened w/ 8d (ring shank) nails 6" o.c edges, 6" o.c. intermediate. <
CAST-IN-PLACE CONCRETE: shall have a minimum compressive strength of 2500 psi at 28 days. Roof sheathing Exp. 1 APA rated sheathing or APA Strutural 1 sheathing, plywood or oriented strand board: Span rating not less than
CONCRETE MASONRY UNITS: shall be hollow unit masonry in accordance with ASTM C 90 and shall have a minimum 24/16. Thickness not less than 7/16" for asphalt shingles and 5/8" for tile. Panels shall be continuous over a minimum of 3 0
net area compressive strength of 1900 psi when using Type M or S mortar (ASTM C 270). supports. End joints shall be staggered. Provide 2x4 blocking within 40 of gable endwalls. 00
In accordance with ACI 530, the 1900 psi block in combination with Type M or S mortar provides a design compressi Fasten to supports and blocking with 8d nails at 6" o.c. along all panel edges and 6" at intermediate supports. Reduce nail spacing to
strength (f'm) of 1500 psi. 3" o.c. at panel edges 4' from gable end walls.
GROUT- The grout shall be in accordance with ASTM C 476 and shall have a maximum course aggreg6te size I 6f 3/8 SUB-FLOORING
placed at an 8" to 11" slump and have a minimum specified compressive strength of 2000 psi at 28 days when test'eTin Subflooring and underloyment: subflooring, Exp. 1 tongue and groove, glued, APA rated sheathing a ur i-l-Floor, plywood riented
accordance with ASTM C 1019. strand board. Span rating not lesss than 24" o.c. for Sturdi-I-Floor or 48/24 for APA rated sheathing. Thickness not less than 3/4".
Masonry construction shall be in accordance with FBCR chapter 6 and in accordance with the Specifications for Floor sheathing panels shall be nailed to all wood supports and blocking with 10d nails at 6"o.c. along all panel edges and 12" o.c. at
Masonry Structures ACI 530.1-99. ACI 3.51 D limits the grout lift height to 5 ft and requires a 11-hour initial set time intermediate supports.
between lifts.
REINFORCING STEEL: shall be ASTM A615, Grade 60 1. 6X6 W1.4 X W1.4 WWF TO BE PLACED IN THE CENTER OF THE SLAB. WWF SHALL BE LAPPED 8". THE USE OF
Steel Construction shall be in accordance with FBC chapter 22. FIBERMESH SHALL BE ALLOWED IN LIEU OF WWF. MINIMUM FIBER LENGTH = 1/2".
STRUCTURAL STEEL: shall be ASTM A36. 2. SLAB THICKNESS IS 4-, UNLESS NOTED OTHERWISE ON THE PLANS. SLAB SHOULD BE POURED OVER A 6 MIL.
STEEL PIPE AND STRUCTURAL TUBING: shall be ASTM A500 (Grade B) VAPOR BARRIER AND THE SOIL SHOULD BE TREATED WITH TERMITE POISON PRIOR TO POURING.
WELDED WIRE FABRIC (WWF): shall be ASTM A185. 3. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC MATERIAL, COHESIVE SOILS OR ANY WOLF CONST. SERV. INC.
ANCHOR BOLTS AND THREADED RODS: shall be in accordance with ASTM A 307 or ASTM F 1554 Grade 36. OTHER DELETRIOUS MATERIAL. SOIL MUST BE COMPACTED TO 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR CONSULTANT PLANS EXAMINER
WASHERS: shall be in accordance with ASTM F 436 Grade 36. TWO FEET BELOW THE BOTTOM OF THE FOOTING. JEFFREY A. HELLSTROM REG # 35538
PLANS REVIEWED FOR CODE COMPLIANCE
NUTS: shall be in accordance with ASTM A 563 Grade A Hex. 4. VERTICAL AND HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 40 BAR DIAMETERS OR 30". WHICHEVER IS GREATER.
ANCHORING ADHESIVE: shall be one of the following products (DUAL CARTRIDGE INSTALLATION ONLY): 5. CORNER REINFORCEMENT SHALL BE LAPPED 30".
* Simpson Strong-tie Co., Product: Epoxy-Tie SET
* Simpson Strong-tie Co., Product: Acrylic-Tie AT 6. REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS; PLANS-EXAMINEYATCEFNN NO. PX2311
Roof Assemblies shall be in accordance with FBCR. 3" FOR CONCRETE CAST AND PERMANENTLY EXPOSED TO EARTH
2" FOR CONCRETE EXPOSED TO EARTH AND WEATHER
Footings and foundations shall be in accordance with FBC chapter 4. Soil compaction shall be in accordance with ASTM D1557 1 1/2- FOR CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR THE PRIMARY REINFORCEMENT.
Typical anchor bolts are only required at the following locations:
Spaced 0 6' o.c. at the exterior wall sill plate where the thru-bolt spacing is greater than 6' o.c. 7. ONLY DIMENSIONS FOUND ON THE FOUNDATION PLAN SHOULD BE USED FOR FOUNDATION
At the exterior wall sill plates where the thru-bolt is more than 12" from the end of the plate. CONSTRUCTION. IF DIMENSIONS CAN NOT BE DETERMINED FROM FOUNDATION PLAN, CONTACT THE ENGINEER OF RECORD. 04vid Koutz
Anchor bolts are not required at interior bearing wall sill plates. 8. STEMWALL TO BE A MAXIMUM OF (6) COURSES TALL. CONTACT ENGINEER OF RECORD IF STEMWALL WILL EXCEED Plans Examiner PX2311
Wood framing shall be in accordance with FBCR chapter 6 except as noted in these plans. 6 COURSES IN HEIGHT. Wolf Const.Sem. lnc�
The "Fastening Schedule" in Table 602.3 shall be used U.N.O. in these plans and as follows: The double top plate shall provide a 04-24-08 P.I.
4 ft lop and shall be face-nailed with (8) 12d sinkers. 9. STEMWALL AND MONOLITHIC FOOTINGS ARE INTERCHANGEABLE.
All wood framing shall be fabricated and installed per ALTC, TPI and National Design Specifications for Wood Construction. 10. WHERE THREADED RODS ARE EMBEDDED 12" INTO STEMWALLS, THE TOP TWO COURSES OF STEMWALL MUST BE FILLED. DATE ISSUE/REVISION
Engineered lumber shall be a minimum of 2.OE G-P Lam LVL as manufactured by Georgia Pacific with a minimum of the We hereby expressly
following allowable stresses: reserve the property
E 2.0 x 106 psi PLAN REVIEW AND ISSUING rights to this drawing
and it is not to be
Fb 2950 psi OF PERMIT DOES NOT RELIEVE reproduced, copied in
Fv 285 psi any format or manner
F J50 Psi CONTRACTOR OF COMPLYING whatsoever without first
C pe obtaining our express
All framing anchors and connectors noted on drawings shall be manufactured by Simpson Strong Tie or approved equal. WITH ALL CODES written permission and
consent.
All wood exposed to earth, weather or in contact with masonry, concrete shall be pressure treated. DRAWN BY: CHECKED BY:
Fastening subject to moisture shall be hot dipped galvanized to ASTM153-80. RAW GMH
The Pre-fabricated structural wood trusses manufacturer shall provide signed and sealed shop drawings registered by AE JOB NUMBER
truss manufacturer's engineer for approval. Design c6teria shall be listed and include the rated load capacity of the
truss to truss connectors, and manufacturer's license to fabricate trusses utlizing the connection system proposed. The 10- 1023-08
contractor shall approve fabrication and installation drawings indicating size, shape and layout.
Bracing of trusses during erection installation shall comply with TPI HIB 91. City of Atlantic Beach
Planning and Zoning DeparkrAft
All pre-fabricated wood trusses shall be fastened to their supporting walls or beams with clips or anchors as indicated This approval ver"iles compliance wM appille-ble GENERAL
on the plans. zoning, subdivision and other local land
development regulations, but does not constitute NOTES &
approval for the Issuance of permits. Complillanoe
with Florida Building CoAeondl off~sppillileabille UPLIFT
local, State and Federal pe rmitting requirements
must be venfi d b pature of this Cky ofAllantic
B
lowom
Beach uilding 0 prior 0= loilotis SCHEDULE
Building 'arm.
L
Ap 8
lopliniord DV6W
S - 1
SHEET NUMBER
THE E.O.R. SHALL BE NOTIFIED IF EXISTING SITE CONDITIONS DEVIATE FROM ORIGINAL PLANS PROVIDED TO US (AS
THESE STRUCTURAL PLANS WERE PREPARED WITH CADD FILES OF THE ARCHITECTURAL FLOOR PLANS PROVIDED BY NOTED ABOVE) OR CHANGES ARE MADE FROM ORIGINAL ARCHITECTURAL DESIGN, THE SUPPORT STRUCTURE LIJ
OUTLINED WITHIN THESE PLANS IS BASED ON THE LOADING AND LOCATION OF TRUSSES, BEAMS AND BEARING WALLS LL� z
THE ARCHITECT. ENGINEER OF RECORD ASSUMES NO RESPONSIBILITY FOR THE DIMENSIONAL ACCURACY OF THESE AS PROVIDED BY THE TRUSS SHOP DRAWINGS LAYOUT AND TRUSSES. TRUSSES ARE ASSUMED TO BE LAID OUT AS ------
PLANS AND RECOMMENDS THAT OWNER SUBMITS THESE STRUCTURAL PLANS TO THE ARCHITECT FOR APPROVAL OF PER THE TRUSS LAYOUT PLAN. THE E.O.R. IS NOT RESPONSIBLE FOR MIS-ALIGNMENT OF TRUSSES. __j %
DIMENSIONING PRIOR TO CONSTRUCTION. UJ
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Of
CN
00
C:)
(N
25'-40F <
0
TYP.0 CORNERS !�E_
0 r__�
C1 C4 A2 L'j Of
S-3 S-3 S-3 2-RODS TYP. > 0
WHERE SHOWN.
FY_
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INDICATES -1"0
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SW-3 SW-3 THREADED ROD WHERE U.O.N. ON PLANS. SEE S-1 FOR NAILING
F- SHOWN. PATTERN TYP. PROVIDE (2)2x STUDS 0 EA,END CD 0
z 00
OF SW-1 WALL SEGMENT AND (3)2X STUDS 0 LLJ CN LLJ
VON EA. END OF SW-3 WALL SEGMENT. _j < LiJ 00
_j L.Li >
L ROVIDE MIN.(2) PLY j CD co
-0 LLJ 0-)
BUILT UP COL. UNDER
4" CONC. SLAB REINF. W/ EA.END OF TRUSS T01. TRUSS T01
WWF 6x6- NO. 10 OR SEE UPLIFT a 0 Ljj 0
FIBERMESH REINF. OVER it: SCHEDULE 0 ro 0- l-_ 0 z:
6 MIL. VAPOR BARRIER
Lr_
OVER CLEAN COMPACTED M
4� f
TREATED FILL. 20 C; BLOCKING PER 0 1/2"0 THREADED ROD LOCATION
U.1-I :=; SW-3 C2/S-4 rB 1"�
P I a: 2n SPACED 0 5'-4" OC. TYP. 0
J SHEATHWALL EXTERIOR WALLS & WHERE
a- FULL HEIGHT.
2�j' W C14 INDICATED ON PLAN U.O.N.
B
E
L U�
CID
rA2 0 1- LA_ 00
I,,!-J3 Provide SPF#2 2x4 studs 0 16"o.c.
<
6'-6" 80-2" 101-8" 04 for all Exterior & Interior load bearing 0
TYP.EXT. rA2"� walls & Shearwalls U.O.N.
S-3
FrO.U.O.N. PROVIDE 0 bearing walls.
91 1 A.BOLTS 0 24"OC. SPF#2 2x4 0 24"oc. for all non load n--
13'_1 0" S-8-F 7 10" (2)2x8 HEADER V)
140 Ol III TYP U.O.N. 0 SILL I?_.T0 FDN. of
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0 <
MIN.(2) PLY _j __j
BUILT UP COL. UNDER D M
TYP. 0 EXT. EA.END OF TRUSS (2)TO4. M __j 0
WALL U.O.N. TRUSS T04 F_
TRUSS T04
PROVIDE OVERFRAMING
CEILING JOIST LEGEND RAFTER LEGEND
TYP. 172.5� 2x6 FLATWISE NAILED
11D I <
TO SHEATHING w,'(4) CEILING JOIST DEAD LOAD 5 PSF
11 of M CEILING JOIST LIVE LOAD 10 PSF RAFTER DEAD LOAD 10 PSF
0 INTERIOR LOAD -7 111 .1310" NAILS 0 24" OC. TOTAL LOAD DEFLECTION L/180 RAFTER LIVE LOAD 20 PSF
BEARING WALLS. III PROVIDE MIN.(6).131 TOTAL LOAD DEFLECTION L/120 0
I C-1 I I I x3" NAILS TYP.0 RIDGE 24"O.C. SPACING TYPICAL UNLESS NOTED 2X4 LESS THAN OR EQUAL TO 8'-6" 00
L AN (2)2x8 HEADER w/(l)A35. V) 2X6 8'-7" TO 12'-3"
_C1 2X4 LESS THAN OR EQUAL TO 9'-6"
% _N'NNNi I I 2X12 24'-0" TO 28'-0' 2X8 12'-4" TO 15'-10"
TYP.I NT. LOAD 2X6 9'-7" TO 14'-10"
BEARING U.O.N. 2X8 14'-11" TO 19'-7- 2X10 15'-11" TO 18'-11'
2X10 19'-B" TO 23'-10" 2X12 19'-0" TO 22'-0"
C)'
6
ROOF FRAMINdN6TES_
LO
1. ALL CONVENTIONAL FRAMING SHALL BE No.2 OR EIT. SYP
BLOCKING PER 2. FASTEN ALL RAFTERS TO PLATES W/SIMPSON H8 CLIPS,
% C2/S-4
W/(5)10dxl-t" NAILS EA.END FOR SPANS UP TO 10'-0-.
2
C14 (3 SW-3 3* FASTEN ALL RAFTERS TO PLATES W/SIMPSON MTS12 TWIST STRAP
W/(7)10dxllm NAILS EA.END FOR SPANS UP TO 20'-0".
FULL HEIGHT- S 2
P SHEATHWALL 2x4 RAFTER 4. FASTEN ALL RAFTERS 0 RIDGES W/COLLAR TIES. FACE NAIL
Co
L _J _j
0 24"OC.MAX. COLLAR TIES TO RAFTERS W/(5)1310"' NAILS.
2x6 RAFTERS PROVIDE MIN.(4).131 4 WOLF CONST. SERV. INC.
PROVIDE MIN.(6).131 5. FASTEN ALL JACK RAFTERS TO HIPS & VALLEYS W/(4).1310-1"
0 24"OC.MAX. x3" NAILS TYP.EA.END OF 4 CONSULTANT PLANS EXAMINER
PROVIDE MIN.(2) PLY X III XY NAILS TYP.0 RIDGE Uj 0 ROOF. RAFTER. TOE NAILS. JEFFREY A. HELLSTROM REG #355
BUILT UP COL. UNDER w/(l)A35. 6. ALL RIDGES HIPS & VALLEYS SHALL BE (1)NOMINAL SIZE LARGER PLANS REVIEWED FOR CODE COMPLI CE
EA.END OF TRUSS T01. THAN ADJOINING RAFTERS.(U.O.N.)
TRUSS T01
_=_TJ FYEI FT
V) PROVIDE 1 "0
2 7. FASTEN RAFTERS TO CEILING JOISTS W/(4).131x3l" NAILS.
PROVIDE OVERFRAMING 111 0 SCHEDULE 4 MAY 13 2W8
0 A.BOLTS 0 24"OC.
2x6 FLATWISE NAILED 111 0 SILL T_.TO FDN. 8. FASTEN RAFTERS & CEILING JOISTS TO TOP PLATES W/(3).113101" TOENAILS.
TO SHEATHING w/(4)1.11310" 9. FASTEN ALL HIPS & VALLEYS TO PLATES W/(2)SIMPSON MTS12 TWIST STRAPS DAVID KOUTZ
NAILS 0 24" OC. W/(7)10dxll" NAILS EA.END OF STRAP.
ROVIDE MIN.(3) PLY 2 PLANS EXAMINER LICENCE NO. PX2
BUILT UP COL. UNDER III
EA.END OF LVL. w/(2) III
2x4 RAFTERS 0 24"OC MAX /HTS20 STRAPS 0 EXT. III
tA
PROVIDE MIN.(4).13lx3' NAILS WALL.
TYP.EA.END OF RAFTER. XI
SW-3 (2)9.x 10 SW-3
2x4 RAFTERS & 2x6
CEILING JOISTS 0 OVERHANG
SEE CONV'L. ROOF FRAMING
SW-3 DENOTES SHEARWALL
NOTES. (2-)2x8 -TRUSS TOBG SEE GENERAL NOTES S-1 FOR ADD'L
NAILING PATTERN SHEARWALL FULL 04-24-08 P.I.
2x4 COLAR TIES 0 HEIGHT.
PROVIDE 2x4 SYP#2 BRACES LC 37� DATE ISSUE/REVISION
0 (2)2x6 BEAM NAILED w/(6) S-4 UPPER 1/3 OF RAFTER
.1310" NAILS & SIMPSON A34 NAILED w/(4).13lx3" We hereby expressly
FO LINDA TION PU N CLIPS EA.END OF BRACE. NAILS. reserve the property
rights to this drawing
and it is not to be
(DSCALE. 114" = 1 '-0" reproduced, copied in
any format or manner
NOTES: whatsoever without first
1. REFER TO ARCH.FLOOR FILM FOR WALL LOCATIONS & DIMS. obtaining our express
2. REFER TO SHEET NO. S-3\FOR FOOTING SECTIONS AND DETAILS FIRSTR OWOFR DOWN ROWnj11cFR4M1NG PLAN written permission and
consent.
3. FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH
FBCR CHAPTER 4 (DSCALE. 114" = 1 '-0" DRAWN BY- CHECKED BY:
4. A SOILS INVESTIGATION REPORT IS RECOMMENDED TO VERIFY RAW GMH
SUITABLE SUBSURFACE CONDITIONS NOTES:
5. ASSUMED ALLOWABLE SOIL BEARING CAPACITY= 2,500 PSF 1. ALL EXTERIOR WALLS ARE DESIGNATED AS SW-1 AE JOB NUMBER
SHEARWALLS U.O.N ON PLANS.
2. SEE C3/S-3 FOR THREADED ROD DETAILS.
3. SEE GENERAL NOTES SHEET S-1 FOR POST & HEADER 10- 1023-08
CONNECTIONS.
4. PLACE THREADED RODS ADJACENT TO ALL EXTERIOR AND
INTERIOR LOAD BEARING WALL WINDOW OPENINGS AND DOOR
FOOTING SCHEDULE OPENINGS AND AT CORNERS.
5. SEE SHEET S-1 FOR UPLIFT SCHEDULE & REQ'D MIN. OUNDATION
MARK SIZE BOTTOM REINF. REMARKS STUDS UNDER TRUSS. FRAMING
6. AT LOCN'S. WHERE WALLS ARE DETERMINED TO BE
F2.5 2'-6"x2'-6"xl'-O" 2-#5 EACH WAY NON-LOAD BEARING ALL THREAD RODS MAYBE OMMITTED. PLANS
7. AT LOCN'S. WHERE THERE IS INSUFFICIENT SPACE FOR
F3.0 3'-O"x3'-O"xl'-O" 3-#5 EACH WAY ALL THREAD RODS, THE CONTRACTOR SHALL PROVIDE
CONVENTIONAL STRAPPING SUCH THAT STRAPPING CREATES A
CF1.67 l'-8"xlO-xCONT. 2-#5 CONT. 7 CONT. LOAD PATH TO THE FOUNDATION.
S - 2
SHEET NUMBER
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BUILT UP COL. TYP.U.O.N.
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FOR REINF. SEE FTC SCHEDULE t;�E
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L INTERIOR /EXTERIOR THRU BOLT SECTION @ SHOWER /
TYPICAL CORNER REINF . TYPICA C2 SLAB CONNECTION SCALE: 1 "=l '-O" EXT. WALL SCALE: 1 2*'=1l-O09 <
C1 POST FTG. SCALE: 1.,��2 0=1 9-00P 0
SCALE: 1 /2. @
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AND 12" HOOK INTO HEADER BLOCK <
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8" CMU z 0
ROD EMBED SEE SEE FDN. PLAN FOR (GROUTED CELLS) 00
DETAIL C3 THIS SHEET CONT. SPREAD
FTG. BEYOND. FTG. SIZE & REINF.
IV)
A
4" CONCRETE SLAB FLOOR) I\_#5 CONTINUOUS W/ 30" MIN LAP
(TOP OF MAIN HOUSE BEND AROUND CORNERS
Uj # 5 VERTICAL 0 4'-0" O-C (1), CONTINUOUS
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w/ 6" HOOK INTO FTG.
'C> AND 12" HOOK INTO HEADER BLOCK
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4' 4" CONCRETE SLAB V) (2) #5 CONTINUOUS w/ 30" MIN LAP
ui
(2) #5 CONTINUOUS W/ 30" MIN LAP ROD EMBED SEE BEND AROUND CORNERS
DETAIL C3 THIS SHEET--,,,'I
6 it 811
1-STORY
1&2 STORIES WOLF CONST. SERV. INC
2!* 2-STORIES 2 1-�O"'
SEE FOUNDATION PLAN 3-STORIES CONSULTANT PLANS EXAMINFR
FOR FTG. SIZE AND REINF. 11 JEFFREY A. HELLSTROM REG #35538
_6" 3-STORIES PLANS REVIEWED FOR CODE COMPLIA
01 (2) #5 CONTINUOUS
wl 30" MIN LAP
BEND AROUND CORNERS 1"-0 MAY 13 200
DAVID KOUTZ
LATED /SLAB SECTION THRU STEMWALL EXT. SECTION THRU SLAB AT PLANS EXAMINEK 1_1611:11INCE NO PX231
TYPICAL ISO INTERIOR NON - BEARING WALL: DEPRESSION
SECTION THRU SLAB AT B2 FOOTING AT DEPRESSED SLAB SCALE: 1 SCALE: 1Z2"=1 '-O"
INTERIOR BEARING WALL: DEPRESSION 131 FOOTING DETAIL SCALE:_j/2"=V-10" /299=1 0-00
SCALE: 1 20*=1 I-Olt @ 8" CMU - GROUT 4" CONCRETE SLAB
ROD EMBED SEE ALL CELLS SOLID
DETAIL C3 THIS Sl 4" CONCRETE SLAB TYP.
Ld
am CMU - GROUT X
P '--#5 CONTAUOUS w/ 25" MIN LAP
ALL CELLS SOLID lq�
TYPI (n IL 0 BEND AROUND CORNERS
Uj �i C-4 04-24-08 P-1.
4" CONCRETE SLAB Of #5 CONTINUOUS w/ 30" MIN LAP # 5 VERTICAL 0 4'-0" O-C
BEND AROUND CORNERS w/ 6" HOOK INTO FTG. DATE ISSUE/REVISION
AND 12" HOOK INTO HEADER BLOCK
�i 14 # 5 VERTICAL 0 4'-0" O-C
-16 w/ 6" HOOK INTO FTG- We hereby expressly
& _01-it reserve the property
% (2) #5 CONTINUOUS w/ 30" MIN LAP
rights to this drawing
AND 12" HOOK INTO SLAB
0 1&2 STORIES, V-13"A BEND AROUND CORNERS and it is not to be
(2) #5 CONTINUOUS w/ 30" MIN LAP 2'-0- reproduced, copied in
OUS w/ 30" MIN LAP 3-STORY any format or manner
BEND AROUND CORNERS (2) #5 CONTINU whatsoever without first
1.k2 STORIES 1 0, BEND AROUND CORNERS obtaining our express
1"-4 STEMWALL FOOTI N written permission and
3-STORY 4" CONCRETE SLAB
, _2L 10" ROD EMBED SEE consent.
SECTION Al- _STEMW 6" WIDE PARAPET WALL DETAIL C1 THIS SHEET—\
ALL FDOTING ONLY AT SLAB RECESS DRAWN BY: CHECKED
RAW GMH
"a 4" CONCRETE SLAB
TOP OF FINISH FLOOR AE JOB NUMBER
4" CONCRETE SLAB
\\—(2) #5 CONTINUOUS w/ 30" MIN LAP 10- 1023-08
00 1-STORY 11-4"
ROD EMBED SEE
4" CONCRETE SLAB DETAIL C3 THIS SHEET--\ ROD EMBED SEE
(TOP OF GARAGE FLOOR) DETAIL C3 THIS SHEET 2-STORIES
3-STORIES L 2 0-on
00
A 1-STORY FOUNDATION
4. (2) #5 CONTINUOUS w/ 30" MIN LAP
C, .1 ,
BEND AROUND CORNERS V-4" 2-STORIES
DETAILS
(2) #5 CONTINUOUS
AI (1) #5 CONTINUOUS wl 30" MIN LAP OPTIONAL 1-STORY w/ 30" MIN LAP 3-STORIES
BEND AROUND CORNERS BRICK LEDGE W/ 0I BEND AROUND CORNERS 011
(1) #5 CONTINUOUS 2-STORIES MONOLITHIC FOOTINQ
SECTION-Al-B V-8" 3-STORIES
MONOLITHIC FOOTING -ION SECTION THRU SLAB AT S - 3
TYPICAL EXTERIOR FOUNDATION A2 FOUNDAI A3 INTERIOR BEARING WALL A4 SHEET NUMBER
TYPICAL SECTION a AT SLAB DEPRESSION it S.�." -
Al SCALF: 1 /7"-
SCALE: 1_42
THICKENED EDGE SCALE:
