10TH STREET 336 (4) STURDI-FLOOR SUB FLOOR rREVISIONS B Y)
PLYWOOD SHEATHING. GLUE AND
FASTEN TO WOOD TRUSSES W/ 10d
'/2" CDX PLYWOOD SHEATHING, FASTEN -/4" DEEP SAWCUT wl 4" SLAB ON GRADE, 6"x6" P.T. SYP No.2 COMMON NIRE NAILS 0 4)) O.C. 1 ROW 10d COMMON WIRE
W1 8d COMMON WIRE NAILS 0 4" O.C. ELASTOMERIC SEALANT SEE PLAN POST EDGE AND 4" O.C. FIELD NAILS @ 4" O.C.
EDGES AND 6" O.C. FIELD 1pc SIMPSON _n�*_ I I
CBSQ66-SDS2 I. . . . . . . .
PRE-ENGINEERED WOOD EMBEDDED POST
12 x x 9
ROOF TRUSSES 0 24" O.C., BASE
6 SEE ROOF FRAMING PLAN 00
co .1
HURRICANE CLIPS PER UPLIFT NOTE: SAWCUT CONCRETE SLAB WITHIN
CONNECTOR SCHEDULE 4 TO 12 HOURS OF CONCRETE PLACEMENT
INSTALL 4pcs-16d TOENAILS SAWCUT SLAB, TYPICAL T-)
EACH TRUSS TO TOP PLATE 16"xl6" CMU PIER 20" DEEP SYSTEM 42 PRE-EINGINEERED
--� SECTION w/ 4-#5 VERTICAL FLOOR TRUSS 0 19.2" O.C. 3.5"xl6.0" 2.OE
TOP PLATE EL r2 1pc SIMPSON THA422 ADJUSTABLE PARALLAM PSL FLOOR
SEE ARCH PLANS \.-�3 SCALE: 3/410 it-0$p TRUSS HANGER BEAM #1
SUM- 2"x4" SPF #2 0 16" 7 3'-O"x3'-O"xl'-4"d
5/a GYP (2)2"x6" SYP #2 TOP PLATE O.C. INTERIOR BEARING .4 4 .4 CONCRETE PIER SECTION AT INTERIOR FLOOR BEAM C3
DRYWALL CEILING WALL A 4 z Ln
1pc SIMPSON SPHIS CLIP ad
FOOTING wl
FROM DOUBLE TOP PLATE STURDI-FLOOR SUB FLOOR 9 SECTION
PLYWOOD SHEATHING. GLUE AND cl� I da 4-#5x2'-6"
1 4 EAC
0 A 0"
TO STUD 0 16" O.C., SQUASH BLOCKS AS H WAY Li 12; 2
FASTEN TO FLOOR JOISTS wl 10d ��3 SCALE: 3/4" 0 cr-
SEE UPLIFT CONNECTOR SCHEDULE REQUIRED FOR BEARING zuio
COMMON WIRE NAILS 0 4" O.C. W D _j
PER JOIST SUPPLIER < z L_0
EDGES AND 6" O.C. FIELD '/4" STURDI-FLOOR SUB -j bi C-4
t!;;_"i 2 ROWS 10d COMMON y < > :J�co
. . . ... . - -- - - - - - ---- - - - - - - - 3) CLR FLOOR PLYWOOD SHEATHING. < 0(0
S-ON33-0st WIRE NAILS @ 4" O.C. <
GLUE AND FASTEN TO WOOD <
TRUSSES W1 10d COMMON (2)2x4 SYP --i
ti! P'll" T Z_ ZD 0 z
CDX PLYWOOD WALL SHEATHING WIRE NAILS @ 4" O.C. #2 TOP PLATE D:f X ujw
FASTENED wl 8d COMMON WIRE NAILS ENTRY PORCH FOUNDATION I- C) --I W
EDGEAND 4 D Ld V) 0 -in
0 @ 3" OC EDGE AND 6" OC FIELD No. \\"- lpc SIMPSON MTS12 TWISTED 1: 0 05;-
2"x8" P.T. SYP 2 >< Z_j
(FOR NAILING AT SHEARWALLS, STRAP FROM EACH FLOOR SECTION 0- Z (Do U_
FLOOR JOISTS @ 161, O.C. r6 0 F- �4-
SEE SCHEDULE. FOR LOCATION JOIST TO FLOOR BEAM i �4-
;l 0 1-- :5 L)
OF SHEARWALLS, SEE FLOOR PLANS) (3)2 xlO" P.T. SYP ��3 SCALE: 3/4" 1 -oil ��) (n y
No.2 FLOOR BEAM 4pcs SIMPSON HETAl 6 EMBEDDED <
Y, STURDI-FLOOR SUB FLOOR
STRAPS FROM EACH FLOOR BEAM 1 ROW 10d COMMON WIRE 4 0
16" PRE-ENGINEERED SYSTEM 42 12"xl2" CIMU PIER TO 12"xl2" CMU PIER NAILS 0 4" O.C. PLYWOOD SHEATHING. GLUE AND 0
W/ 4-#5 VERTICAL FASTEN TO WOOD TRUSSES W/ 10d 0
WOOD FLOOR TRUSSES @ 16" O.C. 1pc SIMPSON MTS12 TWISTED STRAP COMMON WIRE NAILS @ 4" O.C.
SEE FLOOR FRAMING PLAN FROM EACH FLOOR TRUSS TO SUPPORT EDGE ANE 4" O.C. FIELD 20" SYSTEM 42 PREENGINEERED -/�j
'/4" STURDI-FLOOR SUB FLOOR 0.C.
PLYWOOD SHEATHING. GLUE AND 001,
z
FASTEN TO WOOD TRUSSES wl 10d BALLOON FRAME INTERIOR INTERIOR SHEARWALL SHEATHING
�2%6" SPF No.2 4. r-A: A 3'-0"x3'-0"xV-O"d PER SHEARWALL SCHEDULE AND
COMMON WIRE NAILS @ 4" O.C. 4 ' ' 1: CONCRETE PIER SHIEARWALL W1 2"x4" OR 2"x6"
STUDS @ 16" OC C)l ."d.. . . . : SPF #2 STUDS @ 16" O.C. SECTION 1/S-6
E )GES AND 6" O.C. FIELD 4 FOOTING wl
4-#
1pc SIMPSON CS16 STRAP FROM 5x2'-6" INTERIOR SHEARWALL TO UNDERSIDE OF FLOOR DECK
VA I"
I pol I 2ND LEVEL STUDS TO 1ST LEVEL EACH WAY
STUDS @ 32" O.C.
14- A 11 ri ON�
1.25"x20. " TIMBERSTRAND LSL SOLID 20" SYSTEM 42 PRE-EINGINEERED
n 2 x6" SYP No.2 PLATE 3'-O"x3'-O" 3" CLR SCALE: 3/4" = l'-O"
BLOCKING. FASTEN W/ 3pcs FLOOR TRUSS @ 19.2" O.C.
16d TOENAILS AT EACH SIDE.
INTERIOR SHEARWALL SHEATHING PER 20" DEEP SYSTEM 42 PRE-ENGINEERED
0;$
EL. +10 SECTION FRAME INTERIOR SHEARWALL W1 Ll�_L_ SHEARWALL SCHEDULE AND SECTION 2/S-2 FLOOR TRUSSES @ 19.2" O.C.
TOP OF PLATE r3 2"x4" SPF #2 STUDS 0 16" O.C.
(2)2)$x6" SYP No.2 TOP PLATE ��3 SCALE: 3/4'* 1 0" 2 ROWS 10d COMMON WIRE
BLOCKING OF FLOOR JOISTS AT INTERIOR SHEARWALL NAILS (9 4" O.C.
CDX PLYWOOD WALL SHEATHING 1pc SIMPSON A35 V) uj
2
FASTENED wl 8d COMMON WIRE NAILS HURRICANE CLIP EACH - --- - - - - - - - - - -
0 3" OC EDGE AND 6" OC FIELD 2"x8" SYP No.2 ---,, RAFTER, SEE UPLIFT r7 SECTION _j C)
(FOR NAILING AT SHEARWALLS, RIDGE BEAM CONNECTOR SCHEDULE ��3 SCALE, 3/4" = l'-O'
00 00 < LLJ
SEE SCHEDULE. FOR LOCATION 0 0, 2"x6" SYP No.2 RAFTERS co .1 Li
OF SHEARWALLS, SEE FLOOR PLANS) Y, " STURDI-FLOOR SUB FLOOR PLYWOOD uj <
@ 24" O.C., SEE ROOF 4 ct� 0
SHEATHING. GLUE AND FASTEN TO WOOD i-_
2"x6" SPF No.2 STUDS FRAMING PLAN. 1pc SIMPSON MTS12 TRUSSES W/ 10d COMMON WIRE NAILS ?N vz N cf) w
1pc SIMPSON SPH6 0 16" O.C. TWISTED STRAP FROM 0
@ 16" O.C. EACH FLOOR TRUSS TO @ 4" O.C. EDGE AND @ 4" O.C. FIELD bi
SUPPORT
FROM STUDS TO 1 ROW 10d COMMON WIRE DBL 2"x4" SYP No.2 PLATE � lpc SIMPSON MTS12 m
00
BOTTOM PLATE z <
4" 0.C. < Ld
/_TNAILS 0 TWISTED STRAP FROM
2"x6" SYP No.2 PLATE 0 0 EACH FLOOR TRUSS TO m
a, <
x SUPPORT 0
'0 <c 2"x4" SPF No.2
M SYP No.2 CEILING JOIST wl (n 0 z
00
8-12d NAILS EACH END, OD STUDS @ 16" O.C.
m SEE ROOF FRAMING PLAN
[n
ui NOTE: COLLAR TIE TO BE LOCATED VA\\ A SECTION AT INTERIOR BEARING WALL 0
NO HIGHER THAN 2/3 THE TOTAL ry
RAFTER HEIGHT OF THE RAFTER
BEARING SECTION
04 C)
8"x8" BOND OPEN BOTTOM 20 DEEP SYSTEM 42 ��3 SCALE: l'_O"
LINTEL BLOCK BEAM wl PRE-ENGINEERED FLOOR INTERIOR HEADER BEAM m
2-#5 CONTINUOUS SECTION AT DORMER ROOF FRAMING TRUSSES @ 19.2" O.C. AS PER PLAN
4 CONCRETE SLAB ON GRADE W/ 8" CMU STEM WALL, wl #5 VERTICAL SECTION AT INTERIOR HEADER BEAM '/2" CDX PLYWOOD WALL SHEATHING, FASTEN W1
WWF 6x6 Wl.4xWl.4 OVER 6 MIL
8d COMMON WIRE NAILS @ 3" OC EDGES AND
VAFOR BARRIER ON COMPACTED FILL DOWEL wl STID 90' BEND INTO P$
FOUNDATION 0' 48" O.C.BEND OVER SECTION r8--N\ SECTI ON METAL CLIP PER @ 6 OC FIELD. (SEE FLOOR PLANS FOR
VERTICAL DOWEL INTO BOND BEAM UPLIFT CONNECTOR LOCATIONS OF SHEARWALLS).
AND LAP 12" MIN. GROUT ALL CELLS SCALE: NTS '\�3 SCALE: it-0io SCHEDULE
(1)2"x6" SYP No.2 BOTTOM PLATE
x--X-X-X-X AT_r__.__.�_SOL'D W/ CONCRETE OVERFRAME W/ 2"x6" SYP FASTEN THE 2"x8" CANTILEVERED DECK JOIST 3/4" STURDI-FLOOR SUB FLOOR
N0.2 RAFTERS @ 24" OC, PLYWOOD SHEATHING. GLUE AND 1 ROW 10d COMMON WIRE NAILS 0 4" O.C.
)R
I D
F_ z TO EACH FLOOR TRUSS W/ 7-12d COMMON WIRE
W1 2"x6" SYP No.2 COLLAR FASTEN TO WOOD TRUSSES W1 10d
1/2" CDX PLYWOOD NAILS. ADD VERTICAL 2"x4" SYP No.2 WEBS C 2"x6" P.T. SYP No.2 SOLID DECKING.
T r TIES W/ 8pcs-12d COMMON COMMON WIRE NAILS @ 4" O.C.
-171-Irl ROOF SHEATHING AS REQUIRED FASTEN EACH 2"x6" TO THE 2"x8" DECK
NAILS EACH END @ 24" OC. EDGE AND 6" O.C. FIELD
Of JOIST wl 2pcs 12d HOT DIPPED
1 ROW 8d GALVANIZED NAILS
COMMON NAILS FASTEN LEDGER TO ROOF 2"x8" P.T. SYP
'*'�� 10"x20" CONCRETE @ 3" OC THRU PLYWOOD DECK W/
2"xS" SYP No.2 LEDGER,
FOOTING wl 2-#5 2-#lOx33/4" DECK SCREWS No.2 RIM BOARD W/
3" CLE-AR TYP CONTINUOUS W1 1" DIA. WASHERS AT 5-12d NAILS INTO
2 0-Oyp EACH EXISTING TRUSS EACH JOIST
INTERSECTION SOLID BLOCKING IN BETWEEN CANTILEVERED 2pcs SIMPSON D
r MLC
1pc SIMPSON H2.5 16" SYSTEM 42 PRE-EINGINEERED - DECK JOISTS, TOE NAIL wl 12d NAILS MTS12 TWISTED 2"x8" P.T. SYP No.2 RAWN
LOWER ROOF FRAMING ---/ W1 8-8d COMMON NAILS FLOOR TRUSS @ 24" O.C. 0 4" O.C. TOP AND BOTTOM STRAPS FROM CANTILEVERED DECK CHECKED
TYPICAL WALL SECTION @ 24" O.C. FROM RAFTER TO LEDGER CANTILEVERED JOISTS 9 16" O.C. CCK
DECK JOIST TO
(3)2"xl2" SYP NO.2 GARAGE HEADER BEAM DATE
TWO STORY FRAMING LEDGER DETAIL AT OVERFRAMING RAFTER DOORHEADER BEAM 07/08/03
SCALE
AS NOTED
1 WALL SECTION AT GARAGE DETAIL 4'-6" CANTILEVERED JOB NO,
8'-0" BACKSPAN Ir
S-3 SCALE: 3/4" l'-O" SCALE: 3/4 -f.11 E03-047
X '41"
SECTION AT CANTILEVERED DECK JOISTS SHEET
12 SECTION
3 -0)) S 3
SCALE: /4 1$
\�SHEET 3 OF 5
01 PROVIDE AN ADDITIONAL ROW OF ABOVE TOP PLATE, PROVIDE A 3$0 x3"x /4
NO SPLICE IN DOUBLE - THICK STEEL WASHER. FASTEN WITH A NUT rREVISIONS B Y�
8d NAILS AT 6" O.C. INTO THE TOP PLATE BETWEEN
TOP PLATE (IN ADDITION TO OTHER ING STUDS AND FIRST AND ALLOW AT LEAST 3 THREADS TO EXTEND MAXIMUM ROD THREADED ROD TERMINATES AT UPPERMOST ALTERNATE THREADED ROD
NAILING SPECIFIED IN SCHEDULE. ANCHOR RODS. ABOVE TIGHTENED NUT. (TYP.) SPACING PER SCHEID. TOP PLATE wl NUT AND WASHER. CONNECTION SYSTEM
ROD SPACING, SEE PRE-ENGINEERED WOOD
SCHEDULE. ROOF TRUSS. (TYPICAL) The contractor shall utilize the all-thread uplift connection system In lieu of some
AL /N /YN.
of the light gouge metal connectors specified.
TRUSS-TO-PLATE SHEARWALL I SH�ARWALL Uplift connectors from the various truss members, conventional overframing, header
NUMBER OF KING STUDS I SEE PLAN
CONNECTOR, SEE JL I SqE PLAN beams, support studs, and porch framing, shall be Installed in accordance with the
SCHEDULE. EA. SIDE OF OPENING, THREADED ROD - Uplift Connector Schedule.
I SEE HEADER SCHEDULE.
0 0 0 TERMINATES AT
All-Thread Uplift Connection System
HEADER, SEE\ INTERMEDIATE
5 CONTINUOUS SHEATHING
I Z ZI SCHEDULE. I Z LEVEL wl NUT i
< SHALL BE PROVIDED
ABOVE ALL OPENINGS AND WASHER. The all-thread uplift connection system (ATUC) is composed of one 5/8" diameter
01 0 AND SHALL BE NAILED 36 ksi all-thread rod that runs the full vertical height of the wall, penetrating both
the top and bottom plates, and grouted with Simpson Strong-Tie High Strength
@ 3" O.C. ALONG EDGE ---------4----- ---------
01 1 0 1 Epoxy into the slab with 12" embedment. Use a 11/16" drill bit for plate and
I Ld AND AT CRIPPLES ABOVE
SHEATHING --------
1 0 0 JACK STUDS, 0 HEADER. (TYPICAL) FLOOR--'71- --------- concrete holes. The cast in place 5/8" diameter x 12" anchor bolts specified on
(TYPICAL) < <
UJI structural sheet S-2, section 3/S-2, may be utilized in lieu of the drilled and
UJI Ld SEE HEADER '< FRAMING I
PROVIDE AN ADDITIONAL ROW OF
�14 epoxied threaded stud at the concrete slob. The top end of the ATUC is bound to
SCHEDULE. 17' 1 1 1
8d NAILS AT 6" O.C. ONTO ONE OF
I I the top plate with a 3" square, Y4" thick washer and a nut. The bottom plate is
I it THE KING STUDS ADJACENT TO ALL READIED I I I
I ROUGH OPENING .,_I n I I I I I bound to the slab with a 1 36" round, 1/8" thick washer and nut. The all-thread
I SEE ARCH. < OPENINGS. (IN ADDITION TO OTHER TE S AT I I I I may be spliced with a coupler threaded onto the all-thread a minimum distance of
NAILING SPECIFIED IN SCHEDULE. SHEArWAL I H ER I HEARWALL
I SEE PLANI I DETAIL 6j/S_ SEE PLAN 3/4'$ at each end of the coupler. The coupler shall be rated for allowable tension
IN'
N(
EA� S1
I SE P
0
z
�r=a
10" EMBEDMENT FOR I of 4,500 pounds under wind loading. The locations of ATUC within the above
n1/18"0 THREADED ROD. 7- referenced structure shall be as follows: V)
EMBEDMENT AT INTERIOR Uj
�uj
L MONOLITHIC CONCRETE Typical Wall Section 48" o.c. max
Lij E; 2
THICKENED SLAB 0 12f
Z bi 0
FOUNDATION Minimum Quantity of ATUC Between Corners Uj 5 _j 0
14"o x 10" ANCHOR BOLTS w/-/ FASTEN THREADEDROD TO Z U_ N
FOUNDATION NOT SHOWN ADDITIONAL ANCHOR 2 pcs Along Straight Run of Continuous Bearing Wall < I
2x2x'/a" PLATE WASHER. SPACING BOLTS 0 <
EMBEDMENT FOR 5/8"0 THREADED ROD. 24" O.C. X < L)
AS REQUIRED TO MAINTAIN 24" MAX. 12 Bearing Wall Ends(Not Including Shearwalls) �2 < <
EMBEDMENT AT CMU (BLOCK) STEM WALL e, W 0
SPACING TO NEXT ANCHOR BOLT OR 1pc within 3" of end studs MZ
THREADED ROD. 0
Wo Ld Lj
Header Framing LJ V) cn Q a:
1 each side of opening within 3" of full height studs 0 >
THREADED ROD ANCHORING SYSTEM DETAIL r2"*� THREADED ROD SYSTEM WALL ELEVATION 0 Z _j
0- Z 0 ri U_
0 F- -4- �0-
1\��4 SCALE: N.T.S. S-4 SCALE: N.T.S. Bottom Plate Splices 1 -4- y
ALTERNATE ALTERNATE Install h"OxW wl 4" embedment Redhead within 12" of splice, each side of I-- =) 0
Cn 0 <
UPLIFT CONNECTOR AT UPLIFT CONNECTOR AT splice. ATC may substitute for Redhead. Z
THREADED-ROD UPLIFT THREADED-ROD UPLIFT 0
TOP AND BOTTOM OF TOP AND BOTTOM OF 0
EACH STUD, SEE SCHEDUL� CONNECTI N SYSTEM EACH STUD, SEE SCHEDUL� CONN�CTION SYSTEM
Uplift Connection at Girder Truss
GIRDER TRUSS,
1 each side of and within 3" of girder truss
PLAN Shearwall All- Thread Connection System
2pcs SIMPSON HTS24 HEAVY
"KI- NIJIVIBER OF FULL
NUMBER OF FULL HEIGHT DUTY STRAP ANCHOR, SEE The shearwall all-thread uplift connection (SWATC) system, is composed of one
HEIC HT STUDS S- DS EACH SIDE OF UPIFT CONNECTOR SCHEDULE 5/8" diameter 36 ksi all-thread rod that runs the full vertical height of the wall,
EAC -1 SIDE OF OPENIN , SEE PLAN
OPE �ING, SEE OF SCHEDULE 3"x3'Y/4" PLATE WASHER AND HEX-NUT penetrating both the top and bottom plates, and grouted with Simpson Strong-Tie
High Strength Epoxy into the slab with 12" embedment, Use a 11/16" drill bit for
HEADER, SEE SCHEDUL HEADER, SEE SCHEDUL
plate and concrete holes. The cost in place 5/8" diameter x 12" anchor bolts
AND PLANS AND PLANS specified on structural sheet S-2, shearwall specifications, may be utilized in lieu of
BEND STRAP the drilled and epoxied threaded stud at the concrete slob.. The top end of the
11 TERNATE HEADER STRAPS, RAPS, OVER TRUSS is oun 0 e Op p a e m a square, ic was er an a nu .
SEE UPLIFT SCHEDULE SEE UPLIFT SCHEDULE AS NEEDED THREADED CONNECTOR WITHIN 3" EACH The bottom plate is bound to the slab with a 1-14" round, 1/8 0� thick washer and
SIDE OF GIRDER TRUSS nut. The all-thread may be s liced with a coupler threaded onto the all-thread a
p
ROUGH OPENING 111 ROUGH OPENING minimum distance of 3/4" at each end of the coupler. The coupler shall be rated
SEE ARCH 'or a owa e ens on o poun s un er win oa Ing. e oca ions o LLJ
within the above referenced structure shall be as follows:
11 CRIPPLE CRIPPLE
STUDS STUDS Shearwall Ends 1pc within 3" of end studs
Z Ljj I—
DOUBLE OR TRIPLE POST wl Li
FULL BLOCKING BETWEEN FLOORS Miscellaneous 0 W <
0 X
The installed diameter anchor bolts that are not utilized by the all-threod U) 0
SILL PLATE AT FIRST
FLOOR, SEE WALL SECTIONS LL_
bottom plate. C) fir 0
ANCHOR BOLT or EPDXIED - V
connection system shall receive a 2"x2"x1/8" plate washer and hex nut at the
ALLTHREAD CONNECTOR Maintain a minimum edge distance of 2" from the outside edge of the embedded Z <
J_ < W
TO FOUNDATION all-thread rod to the outside face of the 8" cmu sternwall. Ld M
I-
FRAMING AND STRAPPING AT FRAMING AND STRAPPING 0 V) 0
AT INTERIOR BEARING WALL STRAP ANCHOR F The top plate shall be free of splits, checks, shakes, and wanes. < P__
TYPICAL EXTERIOR WALL OPENING ROM GIRDER TRUSS TO FOUNDATION 0 0 Z
The hex nut above the top plate shall be tightened to approximately 30ft.-lbs. of Ld — 0 <
torque. Changes in moisture content and the related shrinkage of building materials 1,_ 0
DETAIL 0 00-0 0 <
r4.NN
r3 DETAIL DETAIL r5 will effectively eliminate the pre loading caused by the initial tightening of the hex < M <
��4 SCALE: NTS J4 SCALE: NTS 1\�-J4 SCALE: NTS nut. After all rough-Ins of the mechanical and electrical trades are complete, and
prior to installation of insulation re-tightened the upper hex nuts to the required
Va"O THREADED ROD 2"x4" BLOCKING AT ALL 30ft.-lbs. of torque.
REACHTION ANCHOR HORIZONTAL JOINTS IN M
AT EACH OF WALL SHEATHING
THREADED ROD ANCHORING SHEARWALL SEGMENT ALTERNATE THREADED ROD SHEARWALL SPECIFICATIONS
/,-SYSTEM FROM ABOVE. AS PER SCHEDULE
3PCS SIMPSON CS16, 40 LONG INSTALL 2 CDX PLYWOOD SHEARWALL SHEATHING OVER 2" X 6"
SPF#2 STUDS AND FASTEN WITH 8d COMMON WIRE NAILS @ 3"
EXTERIOR WALL FRAMING
SECURE TO BEAM W/ 1pc SIMPSON o.c. EDGES AND 6" o.c. FIELD. INSTALL SPF#2 BLOCKING AT ALL
HORIZONTAL JOINTS. INSTALL ONE PIECE 5/,,"0 DIAMETER ALL
HTT22 W/ 32-16d COMMON WIRE
1/2" CDX PLYWOOD SHEARWALL THREAD CONNECTOR ROD AT EACH END OF SHEARWALL SEGMENT.
NAILS FOR 5/8"0 THREADED ROD. SHEATHING FASTENED TO STUDS
wl 8d COMMON WIRE NAILS @ SW-2 INSTALL '/2" CDX PLYWOOD SHEARWALL SHEATHING OVER 2"x6" Lij
REAC11ON ANTIHOR A 3 OC EDGE AND 6" OC FIELD SPF#2 STUDS AND FASTEN WITH 8d COMMON WIRE NAILS @ 3"
EACH END 01 SHEAFWALL A A
o.c. EDGES AND 6" o.c. FIELD. INSTALL SPF#2 BLOCKING AT ALL
SEGMENT AS :1ER SCMEDULE , '/2" CDX PLYWOOD EXTERIOR WALL HORIZONTAL JOINTS. INSTALL TWO PIECES SIMPSON CS16 OR ONE _j
SHEATHING FASTENED TO STUDS
w/ 8d COMMON WIRE NAILS @ PIECE Va"O ALL THREAD CONNECTOR ROD AT EACH END OF
3" OC EDGE AND 6" OC FIELD SHEARWALL SEGMENT. FASTEN THE CS16 WITH 22-10d COMMON
WOOD BEAM--/
OR HEADER WIRE NAILS.
2 x4" SPF #2 STUDS @ 16" O.C.
SW-3 INSTALL '/2" CDX PLYWOOD INTERIOR SHEARWALL SHEATHING OVER
DOUBLE STUD EACH END
OF SHEARWALL 2"A" SPF #2 STUDS FASTEN WITH 8d COMMON WIRE NAILS 0
3" o.c. EDGES AND 6" o.c. FIELD. INSTALL SPF#2 BLOCKING AT DRAWN
ALL HORIZONTAL JOINTS. INSTALL TWO PIECES SIMPSON CS16 AT
r MLC
EXTERIOR WALL wl '/2"Ox`10" EACH END OF SHEARWALL SEGMENT. FASTEN THE CS16 WITH CHECKED
I I AL... ANCHOR BOLTS 0 24" OC 22-10d COMMON WIRE NAILS.
CCK
w/ 2x2x'/8" WASHER DATE
THREADED ROD TO BEAM CONNECTION 07/08/03
�0 SCALE
FIRST SHEARWALL STUD
S NOTED
NAILED TO EXTERIOR WALL JOB NO.
DETAIL FRAMING W/ 16d NAILS E03-047
INTERIOR SHEARWALL
@ 8" O.C. EACH SIDE SHEET
SCALE: N.T.S. OVER TIMBER BEAM No
EXTERIOR WALL FRAMING
AND SHEATHING 3'
SECTION A—A
S - 4
DETAIL
3 P,
tv
\�,�4 SCALE- 3/4 1'—0"
4�
HEET 4 OF 5
UPLIFT CONNECTOR SCHEDULE STRUCTURAL NOTES: (REVISIONS B Y)
GIRDER TRUSS, DESIGN IN ACCORDANCE WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE
SEE ROOF FRAMING MEMBER SUPPORT SIMPSON CONNECTOR 2001. WIND DESIGN PER ASCE 7-98. NOT LOCATED WITHIN WIND BORNE DEBRIS
PLAN REGION. DESIGNED AS "ENCLOSED." THE CONTRACTOR SHALL INSTALL IMPACT
COMMON TRUSS: DBIL TOP PLATE (2)MTS12 �Q_R 1)Hl6 RESISTANT WINDOW/DOOR GLAZING SYSTEM OR STRUCTURAL SHUTTERS IN
1pc SIMPSON H16 AND ("Al 00, )IA2", PfAY, 'PA4") HEADER BEAM (2)MTS12 OR 1)Hl6 ACCORDANCE WITH SECTION 1606.1.4.
1pc SIMPSON MTS12 (11cl to, P�C2)0) PORCH HEADER BEAM (2)MTS12 OR 1)Hl6
BEND STRAP STRAPS OR 2pcs SIMPSON
OVER TRUSS HTS24 STRAPS FROM GIRDER JACK TRUSS: DBL TOP PLATE (1)MTS12 ME (1)H16 GROUP R-3 RESIDENTIAL OCCUPANCY
AS NEEDED TRUSS TO SUPPORT STUDS ("A(3A�p, "A613ps, $lA6C)t) HEADER BEAM (1)MTS12 Q_R (1)H16 TYPE VI CONSTRUCTIONS
2pcs 2%6" SYP NO.2 GIRDER TRUSS (1)A35 AT TOP CHORD UNPROTECTED
TOP PLATE PORCH HEADER BEAM (I)MTS12 Q_R (11)H16 UNSPRINKLED
MONO TRUSS: DBL TOP PLATE (1)MTS12 �Q_R �1�H`16 1. LIVE LOADS
14 2pcs 2%6" SPF #2 (POA701, P$A8ts, PPC5$p) HEADER BEAM (1)MTS12 M 1 H16 UNIFORM LIVE LOADS
SUPPORT STUDS AT GIRDER TRUSS 1)A35 AT TOP CHORD FLOOR 40 PSF
GIRDER TRUSS BEARING PORCH HEADER BEAM MMTS12 OR (1)H16 ELEVATED DECKS 40 PSF Ll/
ROOF 20 PSF
MATCHING STRAP BELOW CORNER HIP TRUSS: DBL TOP PLATE (2)HTS24
TO CREATE CONTINUOUS ('PA6?9, "C4") GIRDER TRUSS (2)A35 AT TOP CHORD 2. BASIC WIND SPEED 120 MPH
LOAD PATH TO FOUNDATION PORCH HEADER BEAM (2)HTS24 IMPORTANCE FACTOR 1.0
1pc SIMPSON HTT16 EXPOSURE PC? f I
AT SILL TO CREATE GIRDER TRUSS: DBL TOP PLATE (1)H16 A_ND (1)MTS12 OR PROJECT MEAN ROOF HEIGHT 24.0 FT C3
CONTINUOUS LOAD 2%6" P.T. SYP NO.2 (to A 59, $0 E31 10) �2)HTS24, SEE DETAIL 1/S-5 LOCATION ROOF PITCH 6/12 (26.6 DEGREES) z V)
SILL PLATE HEADER BEAM 1)Hl6 AUD (1)MTS12 OR to - 0�
PATH FROM RIDGE (2)HTS24, SEE DETAIL 1/S-5 INTERNAL PRESSURE COEFICIENT ENCLOSED" +0.18/-0.18 uj
o'ui <
BEAM TO FOUNDATION SIMILAR COMPONENT AND CLADDING LLJ K 0
WINDOW/DOOR PRESURE SEE SCHEDULE ON SHEET S-5 0 0�
Z Ld 0
GIRDER TRUSS: DBL TOP PLATE (2 MTS12 OR (1)H16 D I
z 0
HEADER BEAM (2 MTS12 Q-R (11)H16 Ld N
(P$C3)9) 3. ALLOWABLE UNIT STRESSES: y < > :E00
W '/,,"O x 12" ANCHOR BOLT, Q, <0(0
TO CONCRETE FOUNDATION CONVENTIONAL ROOF FRAMING AT DORMER: A) CONCRETE - DESIGN AS PER ACI 318 LATEST EDITION <
C3 < Ld
SLAB ON GRADE Vc = 3000 PSI JMO
COMMON RAFTER: DBL TOP PLATE (1)MTS12 OR �1�H16 =) 0 z
STRAP ANCHOR FROM CONVENTIONAL FOUNDATIONS fc = 3000 Psi Li
HEADER BEAM 1)MTS12 OR 1 H16 j bi
GIRDER TRUSS TO FOUNDATION Wind Zone Map ALL OTHER CONCRETE (U.N.O.) Vc = 3000 PSI LLJ 0 ch _5 a,
RIDGE BEAM 1)A35 = 0 05;
KNEE WALL 1)MTS1 2 8) REINFORCING STEEL - ASTM A615 GRADE 60 0- z: 0 ZO_uj_
0 4 v)
DEIAIL CEILING JOIST COMMON RAFTER 8-12d NAILS L)
C) WELDED WIRE FABRIC - ASTM A185 <
SCALE: NTS CONVENTIONAL ROOF OVERFRAMING: z
1\�5 0
OVERFRAMING RAFTER LEDGER �l�H2.5 D) SOIL BEARING (DESIGN MAX.) 2500 PSF
RIDGE BEAM 1 A35 E) CONCRETE MASONRY - DESIGN PER ACI 530 CURRENT EDITION
(NOTE: INSTALL OVERFRAWING LEDGER BOARD TO TR( SSES W/ 2 ROWS DESIGN WIND PRESSURES FOR REPLACEMENT WINDOWS/DOORS (PSF) COMPRESSIVE STRENGTH fm = 1500 PSI
#10 x 334" DECK SCREWS W/ 1"0 WASHER AT EACH INTERSECTION) FOR "ENCLOSED" STRUCTURE Kd = 1-0
//- 6"x6" P.T. SYP i (END ZONE = 5'-0")
No.2 POST COVERED FRONT PORCH FRAMING F) ALL DIMENSION LUMBER HEADERS AND BEAMS SHALL BE SYP NO. 2
AREA lOsf 20sf 3OSf OR BETTER, WITH AN ALLOWABLE BENDING STRESS IN ACCORDANCE
03) DECK JOISTS DECK HEADER BEAM (2)H2.5 �Q_R (1)MTS12 POSITIVE SUCTION POSITIVE SUCTION POSITIVE SUCTION WITH NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION
0 WALL LEDGER (1)LUS26 JOIST HANGER BY AMERICAN FOREST & PAPER ASSOCIATION. ALL STUDS SHALL
11110 EMBED POST BASE INTO INTERIOR 42.7 -46.3 40.8 -44.4 39.7 -43.3 BE SPF NO. 2 (UNLESS NOTED OTHERWISE).
14pes SIMP SON MONOLITHIC CONCRETE DECK HEADER BEAM 6%6" POST 8-12d COMMON WIRE NAILS EA. END ENDZONE 42.7 -57.2 40.8 -53.4 39.7 -51.1 4. UNLESS OTHERWISE SHOWN ON DRAWINGS, MINIMUM CONCRETE COVER
SDSl/4"0x2" WOOD FOUNDATION FOR REINFORCING SHALL BE AS FOLLOWS:
SCREWS ROOF HEADER BEAM 6%6" POST �4JMSTA24 AREA 40sf 50sf 60sf CONVENTIONAL FOOTINGS 3"
SUPPORT STUDS 4 MSTA24
POSITIVE SUCTION POSITIVE SUCTION POSITIVE SUCTION SLAB ON GRADE CENTERED
-ORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH THE
6"x6" POST FOUNDATION �1�CBSQ66-SDSZ SEE DETAIL 2/S-5 INTERIOR 38.9 -42.5 38.3 -41.9 37.8 -41.4 5. ALL R El NF
"UPPORT STUDS FOUNDATION 1 HTT16 ENDZONE 38.9 -49.5 38.3 -48.3 37.8 -47.3 TYPICAL BENDING DIAGRAMS AND PLACING DETAILS OF ACI STANDARDS
0
�.OVERED REAR PORCH FFAMING AND SPECIFICATIONS. ALC REINFORCING STEEL SHALL BE HELD
70sf 80sf 90sf SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING PLACING
DECK JOISTS DECK HEADER BEAM (2)H2.5 Q_R (1)MTS12 POSITIVE SUCTION . POSITIVE SUCTION POSITIVE SUCTION OF CONCRETE. Ld
CBS- -SDS2 EMBEDDED POST BASE WALL LEDGER (1)LUS28 JOIST HANGER 37.3 -4o.9 37.0 -40.6 36.6 -40.2 6. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE AS 0
ol FOLLOWS: z
DECK HEADER BEAM 6 x6" POST 8-12d COMMON WIRE NAILS EA. END 37.3 -46.4 37.0 -45.7 36.6 -45.0 CONCRETE 40 BAR DIAMETERS w
(LOWER) < 0 ui
r2 DETAIL MASONRY 48 BAR DIAMETERS LJ <
THE DESIGN OF THE FASTENING OF THE WINDOWS/DOORS TO THE
DECK HEADER BEAM 6%6" POST �3�MSTA24
'\�5 SCALE: NTS WALL FRAMING/BUCKS IS THE RESPONSIBILITY OF THE WINDOW/DOOR 7. ALL LOAD BEARING EXTERIOR MASONRY STEM WALLS AND PIERS SHALL
(UPPER) SUPPORT STUDS 3 MSTA24 0
MANUFACTURER/SUPPLIER AND SHALL MEET THE WINDOW/DOOR BE COMPOSED OF ASTM C90, GRADE N-1 HOLLOW CONCRETE MASONRY Ld _j
LL_
6%6" POST FOUNDATION �1�CBSQ66-SDS2, SEE DETAIL 2/S-5 DESIGN WIND PRESSURES. UNITS WITH TYPE 'So MORTAR. FILL ALL CELLS BELOW FINISHED 0
SUPPORT STUDS FOUNDATION 1 HTT16 GRADE WITH CONCRETE GROUT. _j 000-1 r,- :,�
0 U
Z <
8. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR < bi
WINDO�VDOOR HEADERS Ljj m
HEADER TO 3'-0" JACK STUDS (I)MSTA24 EACH SIDE UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. 0 C)
0 Ln
3pcs 2%6" SPF No2 HEADER 4'-0" TO 6'-0" JACK STUDS �2�MSTA24 EACH SIDE Ljj <
3 MSTA24 EACH SIDE 9. PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING OR OTHER 0 z
FULL HEIGHT STUDS HEADER 6'-0" TO 9'-0" JACK STUDS 0 <
HI MEANS TO SUPPORT STRUCTURAL ELEMENTS IN PLACE DURING f7_1
OH GARAGE DOOR HEADER CONSTRUCTION. V) <
HEADER TO 8 0-0to SUPPORT STUDS 3)MSTA24 EACH SIDE m <
V)
SUPPORT STUDS FOUNDATION �1)STHD14, SEE DETAIL 3/S-5 10. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. fy
2pcs 2%6" SPF No.2 INTERIOR BEARING WALLS SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING :D
JACK STUDS AT HEADER DBIL TOP PLATE STUDS (1)SPH4 @ 16" oc DRAWINGS FOR EMBEDS, OPENINGS, SLEEVES, ETC. WHICH ARE NOT V)
BEAM BEARING 09 SHOWN ON STRUCTURAL DRAWINGS. m
STUDS FLOOR BEAM BELOW (1)CS1 6 0 32" O.C. z
EXTERIOR BEARING WALLS 11. THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE 0
DBL TOP PLATE 2nd LEVEL STUDS (1)SPH6 0 16$$ oc RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES,
2nd LEVEL STUDS lst LEVEL STUDS CS1 6 0 32" O.C. PROCEDURES, OR SEQUENCES; FOR THE ACTS OR OMISSIONS OF THE
lst LEVEL STUDS SILL PLATE SPH6 0 16" O.C. CONTRACTOR, OR ANY OTHER PERSONS PERFORMING THE WORK OR FOR
SILL PLATE FOUNDATION �xll It 0 x 10" ANCHOR BOLT wl THE FAILURE OF ANY OF THEM TO CONSTRUCT THE WORK IN
ACCORDANCE WITH THE CONTRACT DOCUMENTS.
2'ox2#'x'/8" PLATE WASHER
01/ 0 24" OC 12. THE DESIGN OF THE PRE-ENGINEERED FLOOR TRUSSES SHALL BEAR THE
SEAL OF AN ENGINEER IN THE STATE OF FLORIDA. ALL TRUSSES
NOTES:
SHALL HAVE TEMPORARY BRACING PER "COMMENTARY AND
1) CONNECTORS ARE SIMPSON STONG TIE OR EQUIVALENT. RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING METAL PLATE
2) SEE DETAILS THIS SHEET FOR TYPICAL APPLICATIONS. CONNECTED WOOD TRUSSES, HB-91." FOR OTHER BRACING REQUIREMENTS,
2) USE THE FOLLOWING FASTENERS FOR EACH CONNECTOR: NOTIFY ENGINEER. PROVIDE PERMANENT BRACING PER TRUSS MFR. SHOP
H 2.5 10-8dxl '/ MSTA24 18-10dxl
2 DRAWINGS. IF PERMANENT BRACING IS NOT SPECIFIED, CONTACT ENGINEER.
STHD14 EMBEDDDED STRAP H16 12-1 Odxl 17, CS1 6 22-1 Od
EMBEDDED STRAP EACH SIDE MTS12 14-1 Odxl 1X2 HTS24 20-1 Od 13. THE DESIGN OF THE PRE-ENGINEERED ROOF TRUSSES SHALL BEAR
OF GARAGE DOOR OPENING A35 12-8dxl 1/2 ABU66 %"Ox`12" ANCHOR BOLT THE SEAL OF AN ENGINEER IN THE STATE OF FLORIDA. ALL TRUSSES
SPH6 10-8d AND 12-16d SHALL HAVE TEMPORARY BRACING PER "COMMENTARY AND
SPH4 10-8d CBSQ66-SDS2 EMBEDDED IN CONCRETE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING METAL PLATE
r3-s\ DETAIL STHD1 4 38-16d AND 14-SDS 1/4"x2" SCREWS CONNECTED WOOD TRUSSES, HB-91." FOR OTHER BRACING REQUIREMENTS,
LUS26 10-10d HTT22 5/s"0xl2" ANCHOR BOLT NOTIFY ENGINEER. PROVIDE PERMANENT BRACING PER TRUSS MFR. SHOP RAWN
1\�5 SCALE: NTS LUS28 10-10d AND 32-16d DRAWINGS. IF PERMANENT BRACING IS NOT SPECIFIED, CONTACT ENGINEER. MLC
HTT16 5/a"Oxl2" ANCHOR 13OLT CHECKED
AND 18-16d CCK
QATE
07/08/03
SCALE
AS NOTED
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. CCUMUNF-M PANE NO- 120076 0091D ATCD 4-)7-&L CL&MON AM AB90CUTR9,p INC.
DAT'E ---2C-l0BER1 2004- PROFESSIONAL LANO SURVEYORS
1543 NALOO AVENUE-
JACKSONMLLE, FL, 32207
Recelyed Time Noy . 0, 0:33AM