Little Cypress Key 1072 (2) REVISIONS BY
EMBED SIMPSON HPAHD22 AT
CH SIDE OF GARAGE DOOR RAFTER,
2x6 PT SILL PLATE SEE PLAN
: THREADED ROD SYSTEM, w/ ANCHOR BOLTS PER FLOOR DECK,
SEE SHEET S-5 SCHEDULE 5 SEE SCHED. H2.5A
TERMINATE THREADED
- SLAB ON GRADE, SEE PLAN. JOIST, ROD AT SILL PLATE
I 10"x20" CONCRETE FOOTING WALL STUDS AND SHEATHING,
w/ 2-#5 CONTINUOUS SEE SCHEDULES 1 & 3 DOWEL NEW SLAB SEE PLAN /
(---- TO EXIST. SEE �/
8 CMU STEMWALL w/ #5 PLAN .
li - - - - - - - - - - I �I ® 48" O.C. VERT. REINF.
Ij I �I CENTERED IN WALL AND EXIST.
DOWEL NEW SLAB TO I HOOKED INTO TIE BEAM. SLAB
li I EXISTING w/ #4x8 I I GROUT ALL CELLS SOLID.
I ( ® 48" OC I 1
• I� I i S-3 DOUBLE TOP PLATE
I1 I 4" CONCRETE SLAB ON " " SYP #2, MATCH
Ii I GRADE w/ 6x6-W1.4xW1.4 EXISTING CONCRETE SLAB I I 'I 8 x 8 BOND BEAM STUD WIDTH.
(f WWF ON 6 MIL VAPOR I w/ 1-#5 CONT.
BARRIER ON COMPACTED
' SAWCUT AND REMOVE
I� I GRADE. I PERIMETER OF EXISTING �0" 20"5 DOTING 1, IN
SLAB APPROXIMATELY
/ # WALL STUDS & SHEATHING, wLL
2'-0" FROM NEW •� a.. SEE SCHEDULES 1 & 3. D
I} w I (I STEMWALL W v
l I � w 1 SECTIONzw I.
of I I II 3" CLEAR N.�-3SCALEi 3/4' = 1'-0' J W N
w
10"x20" THICKENED II TYP. 0 w rn
SLAB w/ 2-#5 I I ( )
I w (� 0>
_ - - - _ - - II STEMWALL AT GARAGE _ Nz Q
p - - I ,I _ �� o0 U
�- ---- --- S
ECTION - by
. v
' \
I I �-3SCALE: 3/4' = 1'-0' `
i t I I L--------------- .I
I I
(2)2x8 COMPRESSION
RING '/4" STEEL PLATE, \
I
EACH
- - — { L-
- - - - - - - -�- --� - - - - - - - - - - - -� (2)13/4"x11" HIP
�I I
RAFTER
I
�� (4)3/8"0x3"
FOUNDATION PLAN LAG SCREWS 5 "
n (2) /g 0 THRU _
SCALE: 1/4 = 1'-0"
PACK STEEL BEAM EACH SIDE
BOLTS
w/ (2)2x12 AND 1/2" PLYWOOD
. w/ (2)'/2"0 THRU BOLTS STRAP CUPOLA TO ' DETAIL
® 24" OC. HANG JOISTS COMPRESSION RING w/ HTS20 \
FASTEN BOTTOM FLANGE OF STEEL w/ FACE MOUNT HANGER FASTEN EACH RAFTER AT EACH CORNER
BEAM TO DBL TOP PLATE W/ TO DBL SILL PLATE
2)5/8"0 THRU BOLTS w/ w SIMPSON H2.5A 2-MTS20 2-MTS20 U
2"(WASHER AGAINST WOOD, 2-MSTA30 STRAPS / z
TYPICAL EACH END. W M
_ EACH SIDE OF GARAGE HEADER 2-MTS20 N
•` f---�I 13/4"x113/4" LVL 13/4"x113/4 LVL I�_ -I —————————————————————— r ^
---__—— __—_ -- ---==---=_ I ---------------- --------- ----------------- I v ' > o
----- -- -- w w
SW Syy I I t i STRAPPING AT 2ND FLOOR WALL:
13/4"x113/4" LVL �� I I I
_ ALIGN JOIST w WALL ABOVE ALIGN JOIST w WALL ABOVE ------------------ ---------- ----- II
---- ----- ----------- _-- -�_ _.__ --- - I OUTLOOKER TO DBL TOP PLATE H2.5A C� o -'
,r-_ ----_----_=_ -:_.� I I III 3 I ------------------ 4 -- -- ___ ------ - - --- - - ----- -I -- ---- -- =- -- I i TOP PLATE TO STUD: SPH4 ®• 32" OC z =
2x AT 24 O.C. I I I I i i STUD TO FLOOR JOIST: MTS20 ® 32 OC (n Q U
ALIGN JOIST w WALL ABOVE 11 I I I --- -- w Q
1 { I U w
II
p m
•' I I I•I I I I i 1 _-= =-_--=- j oo i �, j I I W ►� U
EXTEND PLYWOOD FLOOR I I x J I
t l 1 1 o w I o i i DECK TO END OF i i ! \ + N +� , ! I I = N Q
II t m I r�JOISTS, TYPICAL 114
_------- - - �, ��I _--- -_— -----_- i
1 I I I
Z. _ ALL SIDES t I j - - ---- -..
I a l I N W N 1-4 I I - ----- --- - a J I I
II•I U pl I ® 1w—1 I
® loll--
•II I t � { �' '� 1• � I I I 2
~11 1 �I X11 � � { I { j Q
It t mil i N �1 N t I i , i A31 CUP ® i i S-3 U
11 1 a III
I t `� VIII I I f�fij AFTER RIDGE 2 2 8 t I
III JI I �, III I I 4i1 (2)2x8 I N N (2) 2x8 {
cn . II•II I �I III I I �� U N
11 II
O _x111 I I II I I � O N I (2)2x8 s{ -
• I� � � nYl I � �' d• I I I I �} �� M I � 1
t ICL 04
x til I'
Itoll C14 N
--- _ loo I! ! { 'c41�R
------ ------17.1
I iI I I j r------- - ��, _ :_ _ --- - -� I I =Q� , Tom. ► •. :,;.
1 -- - --_ -�--- - ._._— ---- -
I I I 2 6 :,AT 24 O.C. 1 I � I B fi 1J ( ,E'
1
OPEN
----------- ---------
�__ I iI I I - --------- -- -
. I I I I I 111 ------ I �—� �r , 1 1 •r I� rr���E•����tt- r.
I� SW -I L-------- ---- --� 1---------------IL_ ---- ---� 1
' 1----1---�1 I --------------------------------------------
— — _
REVISIONS BY
12
'L
7
ROOF DECK, SEE
4-12d SCHEDULE 3
PRE-ENGINEERED WOOD
ROOF TRUSSES ® 24" O.C., WOOD PANEL SHEATHING IF
SEE ROOF FRAMING PLAN SHEARWALL, SEE PLAN AND a/4" DEEP SAWCUT w/SCHEDULE 4 (OTHERWISE, SLAB ON GRADE,
_. HURRICANE CLIPS PER UPLIFT GYPBOARD PER ARCH PLANS) ELASTOMERIC SEALANT SEE PLAN
CONNECTOR SCHEDULE 5
SILL PLATE CONNECTION,
4-12d SEE SCHEDULE 5.
12 SLAB ON GRADE, a�
S - � - -
5 TOP PLATE EL EE PLAN.
SEE ARCH PLANS
DOUBLE TOP PLATE � ! 6 " i���• - ,;� NOTES:
SYP #2, MATCH �� o /�/ 1) 200 XD 20 ACUTS XIMUM SQUARES CREATE APPROXIMATE
r •� ••� OR 10' SEGMENTS
STUD WIDTH. / ON SIDEWALK.
3" 2) SAWCUT CONCRETE SLAB WITHIN 4 TO 12
20" HOURS OF CONCRETE PLACEMENT.
2-#5 CONT.
SILL PLATE SYP #2, WALL STUDS SHEATHING, 12 SAWCUT DETAIL
MATCH STUD WIDTH. SEE SCHEDULES 1 & 3.
7 ROOF DECK, SEE 'k NOT : UPLIFT STRAPPING OR THREADED RODS ARE ONLY REQUIRED IF ROOF IS
BEARING DIRECTLY ABOVE (I.E., THE ROOF CAN APPLY UPLIFT TO THE WALL).
FLOOR DECK, SEE SCHEDULE 3. SCHEDULE 3 4 D ETAIL
J
w
4-12d PRE—ENGINEERED WOOD S-4 SCALE: 3/4" = 1'-0" z6-
18" FLOOR TRUSS, ROOF TRUSSES ® 24" O.C., 3 BEARING AT INTERIOR
SEE PLAN
FIN FLOOR EL SEE ROOF FRAMING PLAN >v
S-4 SCALE: 3/4" = 1'-0" Q W r
SEE ARCH PLANS HURRICANE CLIPS PER UPLIFT Qm U)
CONNECTOR SCHEDULE 5 ow
DOUBLE TOP PLATE 4-12d ; U>
SYP #2, MATCH A/ U)Z
STUD WIDTH. 12 W 00
5 TOP PLATE EL o v
`� � M
COUPLER NUT AS SEE ARCH PLANS
REQUIRED PER 2/S-5 DOUBLE TOP PLATE
SYP #2, MATCH
BAND BOARD PER STUD WIDTH.
TRUSS MFR
WALL STUDS AND SHEATHING, THREADED ROD SYSTEM, WALL STUDS AND SHEATHING,
THREADED ROD SYSTEM, SEE SHEET S-5 AND SEE SCHEDULE 1 & 3
SEE SHEET S-5 AND SEE SCHEDULE 1 & 3 SCHEDULE 6
SCHEDULE
' B
BRICK VENEER, SEE ARCH. RICK VENEER, SEE ARCH.
/ CONCRETE SLAB ON
1#5 CONTINUOUS AT WALLS 4'-0" HIGH, `� 1#5 CONTINUOUS GRADE, SEE PLAN
# AT WALLS 4'-0" HIGH, #5 CONTINUOUS
PROVIDE TEMPORARY BRACING SILL PLATE SYP #2, PROVIDE TEMPORARY BRACING
SILL PLATE SYP #2, UNTIL 7 DAYS AFTER SLAB MATCH STUD WIDTH. UNTIL 7 DAYS AFTER SLAB
MATCH STUD WIDTH. x x x x m
IS POURED. SEE GENERAL IS POURED. SEE GENERAL
W
BEND #5 INTO SLAB 25" STRUCTURAL NOTES BEND #5 INTO SLAB 25" STRUCTURAL NOTES 8'�CMU STEMWALL w/
SLAB ON GRADE, SEE PLAN. SLAB ON GRADE, SEE PLAN.
FIN FLOOR EL FIN FLOOR EL #5 ® 48" O.C.
� U
x x x x • SEE ARCH PLANS x I SEE ARCH PLANS — —
z
" ✓ �� 8" CMU STEM WALL, w/ #5 VERT `� III i I co Lv N
8 CMU STEM WALL, w/ #5 VERT �\ �\ " — Q N
® 48" O.C., GROUT SOLID �� �\
48 O.C., IN GROUT SOLID I V)
\\L-Il \\ Q /
in
• w
10"x 20" CONCRETE FOOTING o
w/ 2-#5 CONTINUOUS o
U-
m
— III=I 3" CLEAR TYP w w
III-I -
= 0
Q ' ' ' 5 PATIO STEMWALL w N
fY w ✓ = N Z
Q -1
12"x 24" CONCRETE FOOTING 12"x 24" CONCRETE FOOTING S-4 SCALE: 3/4" = 1'-0"
v w/ 3—#5 CONTINUOUS _ Q
w/ 3—#5 CONTINUOUS
00
FOOTING, SEE PLAN FOOTING, SEE PLAN Q
3" CLEAR TYP 3" CLEAR TYP
U
ri SECTION 2 SECTION THREADED ROD SYSTEM,
SEE SHEET S-5 AND WALL STUDS AND SHEATHING,
S-4 SCALE: 3/4" = 1'-0" S-4 SCALE: 3/4" = 1'-0" SCHEDULE 6 SEE SCHEDULE 1 & 3
SILL PLATE SYP #2,
MATCH STUD WIDTH.
DINING KITCHEN � KITCHEN FLOOR DECK, .]
SEE SCHEDULE 3 8"x8" TIE BEAM W/
BEND 5 INTO SLAB 25 FLOOR DECK,
# 3 PLY FLOOR DECK, 1-#5 CONT. t�EP
SLAB ON GRADE, SEE PLAN. SEE SCHEDULE 3 2x8 BEAM SEE SCHEDULE 3 2x8 SYP #2 FLOOR
JOIST ® 12" O.C. FIN FLOOR EL :�Vti A' • �"' '
•L - "I'll" -7.1, - _77,
SEE ARCH PLANS
. . I .�� •K B��t Gg R :�E.
1#5 CONTINUOUS ` AT WALLS 4'-0" HIGH, ,vs�
x P FASTEN T "IN\
,,9��-c
# 2 8 T BLOCK F STE 0 1 PROVIDE TEMPORARY BRACING _
2x8 SYP JOIST 2x8 SYP #2 FLOOR " 2x8 PT LEDGER w/ /2 �, �' .y•, o
JOIST ® 12" O.C. ANCHOR BOLTS ® 24" O.C. �� �\ UNTIL 7 DAYS AFTER SLAB �`.;LRO
® 12 O.C. PIER w/ (4) /4 x4 TAPCON I ? # _
IS POURED. SEE GENERAL �,
8" CMU STEMWALL w/ #5 2x8 PT LEDGER w/ JOIST HANGER �� STRUCTURAL NOTES
® 48 O.C. VERT. REINF. 2 ANCHOR BOLTS 16" SQ PIER 8" CMU STEM WALL w/ #5 VERT '
DESIGN/DRAWN
CENTERED IN WALL GROUT ® 24" O.C. ® 48" O.C.,, IN GROUTED CELL 0cc CHECKED
i
ALL CELLS SOLID. 2-#5, GROUT SOLID HOOK 12 INTO BOND BEAM — —
#5 DOWEL TO MATCH ( (—I I DWB
DATE
WALL REINFORCING. 04/23/03
� 12% 24" CONCRETE FOOTING 2'-6"x2'-6"x1'-10" I ( I— SCALE
Q w/ 3-#5 CONTINUOUS Q CONCRETE FOOTING
w • . w AS NOTED
w/ 3-#5 EACH WAY 12"x 24" CONCRETE FOOTING JOB NO.
FOOTING, SEE PLAN ;� w/ 3-#5 CONTINUOUS
f SHEET
3" CLEAR TYP 3" CLEAR TYP 3" CLEAR TYP FOOTING, SEE PLAN
6
STEMWALL & FOOTINGrT� PIER & FOOTING 8 SECTION .
�4- SCALE: 3/4" = 1'-0" S-4 SCALE: 3/4" = 1'-0" S-4 SCALE: 3/4"
SHEET 4 OF 6
REVISIONS BY
GIRDER TRUSS OR
Fm
3 BEAM w STRAP MAXIMUM ROD THREADED ROD TERMINATES AT UPPERMOST
ND WASHER / 1 GENERAL NOTES: SPA ING PER SHED. TOP PLATE w/ NUT AND WASHER.
A 2 The threaded rod anchoring system shall consist of A307 threaded rods (diameter per
PER ROD NOTES 3" MAX „
3 MAX schedule 6), oriented vertically and attached to the foundation and to the uppermost
SPECIAL REQUIREMENTS AT WINDOW/DOOR plate at the locations indicated in these documents. Above top plate, provide a 3"X t I I I I I
OPENINGS AND GIRDER TRUSSES: „ I JHEARWALL I SHEIARWALL I I
WALL STUDS & 1 SPLICE IN TOP PLATE SHALL NOT OCCUR
3 X /8 thick steel washer. fasten with a nut and allow at least 3 threads to extend THREADED ROD I I ISEE RLANI I SE PLAN I I
SHEATHING PER R ,�A NG BETWEEN THE KING STUDS AND THE FIRST above tightened nut. (typ.)This system eliminates the conventional strapping requirements TERMINATES ON I I
POST BELOW of wood framed construction i.e. stud-to-plate ties, TOP OF SILL I I t I I t I I LEGEND: THREADED ROD SYMBOLS
SCHED. 1 & 3. P R SCH 6 THREADE ROD ANCHOR. (' p bottom plate to foundation ties, t I I I I I I
GIRDER, SEE PLATE AT I I I I I t BOTTOM OF THREADED ROD
PLAN 02 PROVIDE FULL SHEATHING ABOVE floor-to-floor straps, and header to jack stud straps) unless otherwise noted in these I I I I I I t F• TERMINATES AT HEADER OR BEAM
THREADED ROD WINDOWS AND NAIL w/ 8d AT 3 OC EDGE documents. INTERMEDIATE I I I
SYSTEM PER LEVEL w NUT ___ /S-5. 4
FRAMING AT AND FIELD. ROD INSTALLATION: / I I I I I PER DETAIL 7
ROD NOTES AND WALL. OPENING, I _ _ __I tIL______
" AND WASHER. - I - t I I
FOR RODS SPECIFIED ON PLAN At all plate penetrations, provide a hole m the plate / larger than the diameter of the I t I t
- PLAN • . � SEE SCHED. 2 L_____J �__ TOP OF THREADED ROD
l ADJACENT TO WALL OPENINGS, LOCATE THE threaded rod used. While single continuous rods are preferred, coupler nuts (Simpson FLOOR r I r I I I -1T
I I I I t I I t I • TERMINATES AT UPPERMOST TOP
SILL ANCHOR INFILL ROUGH OPENING I' OD THIN _AF THE KI _ CNW or equal) may be used in cases where one continuous rod is unfeasible. The rod FRAMING I I I I I I I I t I PLATE.
SEE ARCH. �._ -- 4 -PROVIDE AN ADDITIONAL ROW OF 8d shall be installed approximately centered in hole. Rods may be slanted from true vertical I I I I I I THREADED I I I I
BETWEEN RODS PER O
SCHED 5 NAILS ® 6" O.C. INTO ONE OF THE KING by a maximum of 2 inches in 10 feet to avoid conflicts with floor and wall framing. The I t I t I I I t I I
I I ES AT I I TOP OF THREADED ROD .
~` 4 STUDS ADJACENT TO ALL OPENINGS (IN nut above the uppermost plate shall be secured over the washer: to a snug-tight IHEAkWA I li ER 11 SMEARWALL t • TERMINATES AT INTERMEDIATE
' 'on plus one-half turn of a standard wrench (approximately 25 ft.-Ibs. of torque). I I SEE IPLA I SEE PLAN I O
ADDITION TO OTHER NAILING SPECIFIED IN condltl p ( PP YI DETAIL 7/S- LEVEL.
EPDXY ANCHORING:
ROD EMBEDMENT FOUNDATION, SCHEDULE 3 OR 4). I i I I i
DEPTH PER SEE PLAN 05 WHERE ROD IS SPECIFIED ON PLAN All threaded rods shall be drilled & epoxy anchored with Simpson SET' High Strength I I t I I
ROD NOTES ADJACENT TO GIRDER TRUSS, LOCATE THE Epoxy or approved equal. Provide a minimum edge distance (measured from centerline of
" OF THE POST. rod to edge of slab of 2" for 2x4 framing and 3" in 2x6 framing. See schedule 6 for FASTEN THREADED ROD TO J FOUNDATION ADDITIONAL ANCHOR
ROD, WITHIN -3-- - g ) g FOUNDATION PER 9/S-3. NOT SHOWN BOLTS PER SCHED. 5 ;
epoxy embedment depth.
2 THREADED ROD GENERAL NOTES 3 THREADED ROD SYMBOL DEFINITIONS
• 1 THREADED ROD ANCHORING SYSTEM DETAIL ,
S . 5 SCALE: N.T.S.
S-5 SCALE: NTS S-5 SCALE: NTS � j1
WX
>Q
QW r
TYPICAL HEAVY GIRDER THREADED ROD J W N
ANCHORING SYSTEM
- GIRDER TRUSS, TRUSS, SEE TRUSS PLAN Th O J
SEE PLAN FROM ABOVE, SEE v V
WRAP STRAP OVER HEEL PLAN. n/ oo v
STRAPS FROM GIRDER OF TRUSS FOR FULL Fil
TO HEADER PER NAILING DROPPED HEADER DOUBLE TOP 00
Y
SCHEDULE 5. OR WOOD BEAM PLATES M
2x_ SYP.#2 DOUBLE LAP SPLICE IF THREADED ROD DOES F+�
TOP PLATE. FASTEN 4'-0" MIN. NOT OCCUR NATURALLY FULL BLOCKING FOR
TOGETHER WITH 10d (ie., PER PLAN) ,THEN GIRDER BEARING AND FOR STRAPS WHICH
MON NAILS ® 16" ADD ONE ROD 6 MIN. STRAPS REQUIRE THRU BOLT, THREADED ROD
COM PROVIDE STRAP ABOVE
d FROM SPLICE (TYPICAL). ANCHORING SYSTEM, �«
O.C. PROVIDE 3-10d AND BELOW PLATE SEE PLAN.
COMMON NAILS ON EACH
SIDE OF SPLICE (TYP.) HEADER SEE PLAN NOTE: ADDITIONAL DOUBLE TOP PLATE NOTE: ADDITIONAL
OR SCHEDULE 2. STRAPPING AND STRAPPING AND SIMPSON HTT22 w/
ANCHORS MAY BE ANCHORS MAY BE 14-16d SINKER
HEADER STRAPS PER REQUIRED AT FRAMING MULTI-PLY POST REQUIRED AT FRAMING NAILS TO BEAM
SCHED 5 OR NOTES BELOW GIRDER TRUSSES BELOW GIRDER TRUSSES SECURE TO BEAM w/ SIMPSON
TO ENGAGE SUFFICIENT BENEATH GIRDER, TO ENGAGE SUFFICIENT HTT22 w/ MIN. (14)16d v/ RAISED HEADER
WALL STUD, ON PLAN DEADLOAD OR THE SEE PLAN DEADLOAD OR THE SINKER NAILS TO BEAM. OR WOOD BEAM
SEE SCHEDULE 1 FOUNDATION. SEE FOUNDATION. SEE '
SCHEDULE 5 FOR FULL SCHEDULE 5 FOR FULL
REQUIREMENTS. REQUIREMENTS. DROPPED HEADER RAISED HEADER
HEAVY GIRDER ABOVE HEADER HEAVY GIRDER ON STUD WALL
: 1 ICE DETAIL 5 STRAPPING AT HEAVY GIRDERS 6 STRAPPING AT HEAVY GIRDERS 7 ROD TO HEADER CONNECTION DETAIL
4 DOUBLE TOP PLATE SPL
w
S-5 SCALE: NTS S-5 SCALE: NTS S-5 SCALE: NTS S-5 SCALE: NTS
U
: Z
„ DOUBLE ROW o M
-�- 1'/a 2x6 OF NAILS INTO O
1 '/2" ® 2x8 1'/2" 3rd PLY. V) w Cifo
IF NO THREADED ROD QB ANCHOR DOUBLE ROW L1J
J
E OF NAILS INTO • _ LL
o
BOLT IS LOCATED AS SHOWN PROVIDE _ m
A '/2.0 EXPANSION BOLT (w/ 5'/4" = a0 3rd PLY. ca �
N X • NAIL FROM ADD 3rd \ � a Q
EMBEDMENT) w/ 2x2x /8 PLATE OTHER SIDE N NAIL FROM
WASHER AT A DISTANCE OF NO LESS OF 2nd PLY. 2x6 OR 2x8 OTHER SIDE W
�y U W
THAN 6" AND NO MORE THAN 12" FROM OF 2nd PLY. LL._ p m
PLATE. X - w N F
ALL BUTT JOINTS IN THE SILL PT. SYP#2
N Z
SILL PLATE X • • �--
._
(2)2x6 --{-� (2)2x4LO
---�--
Q
OR (2)2x8
ADD 3rd 2x4 U
V-0" 6" BUTT JOINT
2x6 or 2x8 22x4
MAX. MIN. NAILING PATTERN NAILING PATTERN
8 SILL PLATE BUTT JOINT DETAILrg MULTI - PLY POST NAILING
S-5 SCALE: 3/4" = V-0" S-5 SCALE: N.T.S.
DESIGN/ WN
DWB/SJR
CHECKED
DWB
DATE
04/23/03
SCALE
AS NOTED
JOB NO.
SHEET
i SHEET 5 OF 6
(REVISIONS BY
J
UPLIFT CONNECTOR ATSTRUCTURAL NOTES:
TOP AND BOTTOM OF O UPLIFT CONNECTOR SCHEDULE
PLYWOOD OR OSB SHEATHING, DESIGN IN ACCORDANCE WITH REQUIREMENTS OF THE FLORIDA BUILDING
EACH STUD, SEE SCHEDULE 5 BOUNDARY OF PER SCHEDULE 3
SHEATHING MEMBER SUPPORT SIMPSON CONNECTOR CODE 201.
EXAMPLE OF PANEL 1. LIVE LOADS:
EDGE w/ BLOCKING MAIN HOUSE ROOF TRUSS : FLOOR 40 PSF
WHERE REQUIRED BY -"-,,' COMMON TRUSS DBL ,TOP PLATE (1)MTS12 ROOF (TOP CHORD) 20 PSF
NU ER OF FULL SCHEDULE 3 OR 4. JACK TRUSS: ALL DBL TOP PLATE (1)MTS12 ATTIC (BOTTOM CHORD) 10 PSF
(SEE PARAGRAPH 6 BELOW FOR REDUCTION OF LOAD COMBINATIONS)
HEI T ING STUDS
HEADER, SEE EAC I I SIl E OF . . CORNER JACK: ALL DBL TOP PLATEO 1 MTS12 2. DEFLECTION CRITERIA
SCHEDULE 2 OPE NING, SEE NAIL SPACING AT
/ ROOF FRAMING LIVE LOAD L/240 TOTAL LOAD L/180
SC D. SUPPORTED EDGES, HIP GIRDER R9 & R22 DBL TOP PLATE
HEADER STRAPS, (2)MTS12 FLOOR FRAMING LIVE LOAD L/480 TOTAL LOAD L/360
SEE SCHEDULE 3 & 4.
SEE UPLIFT SCHEDULE 5 3. LATERAL LOADS:
EXAMPLE OF UNSUPPORTED WIND DESIGN PER FBC 2001, ASCE7-98;�SECTION 6.5
ROUGH OPENING (UNBLOCKED) PANEL EDGE. METHOD 2 - ANALYTICAL PROCEDURE
SEE ARCH (TYPICAL) BASIC WIND SPEED 120 Mme✓
BUILDING CATEGORY Il
#JACK STUDS, IMPORTANCE FACTOR 1.00
CLIPS OR SEE SCHED. 2 NAILING TO CONVENTIONAL FRAMING EXPOSURE C
HOLDDOWN AT RAFTER DBL TOP PLATE 1 H2.5A ,
FOUNDATION, INTERMEDIATE STUDS, ROOF RIDGE/HIP (1)A34 MEAN ROOF HEIGHT 26 FT ✓
SEE SCHEDULE 5 SUPPOR IS 6 TRUSSES, OR ROOF PITCH 7/12
O.C. MAX. UON FLOOR JOISTS. ENCLOSURE CLASSIFICATION PARTIALLY ENCLOSED✓
INTERNAL PRESSURE COEFFICIENTS +/- 0.18 ✓
WINDOW/DOOR DESIGN PRESSURE SEE SCHEDULE 7 ✓ w-i
4. REINFORCED CONCRETE:
SILL PLATE ANCHORS DESIGN AS PER ACI 318 LATEST EDITION jU
SILL PLATE FOUNDATION '/2"� x 10" ANCHOR BOLT w/ REQUIRED COMPRESSIVE STRENGTHS: Qw r
FRAMING AT TYPICAL WALL OPENING SHEATHING NAILING PATTERN 2x2x'/8" PLATE WASHER ® 32" OC CONVENTIONAL SHALLOW FOOTINGS f'c = 3000 PSI Qm
cq
SLAB ON GRADE f'c = 3000 PSI _i w 0)
AND CONVENTIONAL STRAPPING
ALL ,OTHER CONCRETE f'c = 3000 .PSI U> zu:
�/ Q
2 DETAIL UNLESS OTHERWISE SHOWN ON DRAWINGS, MINIMUM CONCRETE COVER W 0 o U
1 DETAIL FOR REINFORCING SHALL BE AS FOLLOWS:
S-6 SCALE: NTS S-6 SCALE: NTS ^ u
FOOTINGS 3" Q
SLAB ON GRADE CENTERED
DESIGN OF FASTENING OF WINDOWS/DOORS TO THE WALL ALL REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH THE
FRAMING IS THE RESPONSIBILITY OF THE WINDOW/DOOR FOR STRAPPING AT BEAMS POSTS TYPICAL BENDING DIAGRAMS AND PLACING DETAILS OF ACI STANDARDS
AND OTHER SPECIAL CASE , SEE AND SPECIFICATIONS. ALL REINFORCING STEEL SHALL BE HELD
MANUFACTURER/SUPPLIER AND SHALL MEET THE FRAMING PLANS. SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING PLACING
WINDOW/DOOR DESIGN WIND PRESSURE. IN
SCHEDULE 7. OF CONCRETE.
REINFORCING STEEL - ASTM A615 GRADE 40
. CONNECTOR NOTES: WELDED WIRE FABRIC - ASTM A185
1. CONNECTORS ARE SIMPSON STRONG TIE SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 40 BAR
OSTUD BEARING WALL SCHEDULE 2. USE THE FOLLOWING FASTENERS FOR EACH CONNECTOR. DIAMETERS.
MAX. PLATE HT. 10'-6" 3. ALL TRUSS-TO-TRUSS CONNECTIONS SHALL BE
PROVIDED BY DELEGATED TRUSS ENGINEER. 5. FOUNDATION:
4. WHEN USING TWO STRAPS ON SINGLE PLY CONVENTIONAL SHALLOW CONCRETE FOOTINGS
FLOOR STUD SIZE AND SPACING TRUSSES, PLACE STRAPS DIAGONALLY REQUIRED SOIL BEARING CAPACITY 2500 PSF
ACROSS DOUBLE TOP PLATE FROM EACH OTHER.
H2.5A 10-8d A GEOTECHNICAL FIRM SHALL BE EMPLOYED TO VERIFY THE SOIL*
FIRST FLOOR 2x6 ® 16" SPF #2 BEARING DESIGN ASSUMPTIONS. IF THE FOOTING ELEVATIONS
A34 8-8dx1'/2" SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, THE ENGINEER w
SECOND FLOOR 2x6 ® 16" SPF #2 MTS12 14-10d SHALL BE NOTIFIED.
MSTA30 20-10d U
1. DBL. TOP PLATES & SILL PLATES SHALL BE SYP #2. HTS24 20-10d 6. PRE-ENGINNERED WOOD ROOF AND FLOOR TRUSSES:
CONCRETE OR MASONRY SHALL SPH4/6 10-10dx1'/2" DESIGN OF ALL PRE-ENGINEERED WOOD TRUSSES SHALL BEAR z ►�
2. PLATES IN CONTACT w/ HPAHD22 16-16d THE SEAL OF AN ENGINEER IN THE STATE OF FLORIDA. IF FLOOR w N
BE PRESSURE TREATED. CS16 22-10d ALL TRUSSES SHALL HAVE TEMPORARY BRACING PER COMMENTARY
M
AC4 MAX 14-16d TO POST, 14-16d TO BEAM AND RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING (n
I
ABU44 12-16d TO POST, AND 5/8"O THREADED ROD, EPDXY EMBED 7". METAL PLATE CONNECTED WOOD TRUSSES, HIB-91." FOR OTHER > o
HEADER SPAN & JACK/KING ABU66 14-16d TO POST, AND 5/s"9�" THREADED ROD, EPDXY EMBED 7" BBRACING RACING PERTRUSSREQUIREMENTS, NOTIFY ENGINEER. PROVIDE PERMANENT LLJ o
O HTT16 18-16d NAILS TO STUD. 5/8 0 ALLTHREAD, FR. SHOP DRAWINGS. IF PERMANENT BRACING oar ,L
STUD SCHEDULE DRILLED AND EPDXY 7" INTO CONCRETE FOOTING
IS NOT SPECIFIED, CONTACT ENGINEER. FOR WIND UPLIFT, TRUSSES
SHALL BE DESIGNED WITH A MINIMUM DEAD LOAD CONDITION OF 5 PSF z =
HEADER , WINDOW/DOOR 2x6 JACK 2x6 KING OR 12" INTO MASONRY STEMWALL• TOP CHORD AND 5 PSF BOTTOM CHORD. REACTIONS CALCULATED FOR V) w w
SYP 2 MAX OPENING STUDS STUDS LTT206 10-16d NAILS TO STUD." '/2"� ALLTHREAD, THE BEARING POINTS OF ROOF TRUSSES SHALL BE REDUCED IN o m
DRILLED AND EPDXIED 7 INTO CONCRETE FOOTING. ACCORDANCE WITH FBC SECTION 1609.4.3. SPECIFICALLY ATTIC
2)2x6 4'-0" 1 1 FLOOR LIVE LOADS COMBINED WITH ROOF LIVE LOAD SHALL BE w N F
- 2 2x8 5'-0" 1 1
MULTIPLIED BY 0.75 WHEN COMBINED WITH DEAD LOAD. SEE FBC _ N
22x10 7'-0" 2 2 '
1609.4.3 FOR ALL REQUIREMENTS. TRUSS ENGINEER SHALL BE
2)2x12 8'-8" 2 2
RESPONSIBLE FOR ALL TRUSS TO TRUSS CALCULATIONS AND a
CONNECTIONS. (UNLESS A SPECIAL CONNECTOR DESIGN IS REQUIRED
1) TYPICAL HEADER SYP No.2 UNLESS NOTED 6oTHREADED ROD ANCHOR SYSTEM SCHEDULE
OTHERWISE ON PLAN THAT IS NOT AVAILABLE FROM VENDORS) Q
2) NUMBER OR JACK STUDS AND FULL HT KING STUDS FOR GENERAL UPLIFT REQUIREMENTS AT FIRST FLOOR WALLS AND MOST 2ND FLOOR WALLS, INSTALL U
' 2 3 4 4/S-5 SPACED 5'-4" O.C. MAX. AT 7. FASTENERS: EPDXY SHALL BE SET EPDXY-TIE ADHESIVE BY SIMPSON
EACH SIDE OF WALL OPENING. /z � A307 THREADED ROD ANCHORS PER DETAILS 1, , , OR APPROVED EQUAL EMBEDMENT SHALL BE 12 BAR DIAMETER MINIMUM,
EXTERIOR WALLS AND 4'-0" O.C. MAX. AT INTERIOR BEARING WALLS, AND AT ALL CORNERS AND WALL'/2"0 THREADED ROD UNLESS OTHERWISE NOTED. HOLES SHALL BE 1/4" LARGER THAN REBAR
3 SHEATHING/DECKING SCHEDULE SHALL BE�EMBEDDEDA7 INTO MASONRY STEMWALL ORL4'/NDFOR SYMBOLS.IN 0 MONOLITHIC CONCRETE FOOTING WITH SIZE AND 1/8" LARGER THAN THREADED ROD SIZE.
. . 0 4
SIMPSON 'SET EPDXY OR EQUIVALENT, SEE NOTES IN 2/S-5. INTERIOR PARTITION WALLS AND
INTERIOR BEARING WALLS WITH NO ROOF UPLIFT DO NOT REQUIRE THREADED ROD ANCHORS. ROD ANCHOR BOLTS EMBEDDED IN CONCRETE SHALL CONFORM TO ASTM A307
ROOF FLOOR WALL PORCH ANCHORS AT ENDS OF SHEARWALLS MAY VARY - SEE SHEARWALL SCHEDULE 4 AND PLAN FOR w/3" HOOKS x SPECIFIED LENGTH. BOLTS SHALL BE CLEANED WITH A
1/2" CDX PLYWOOD OR 7/16" 3/4" T&G PLYWOOD FLOOR '/2" CDX PLYWOOD OR 7/18" SEE ARCHITECTURAL LOCATION.
SOLVENT SUCH THAT THEY ARE FREE OF ANY OILY RESIDUE.
OSB ROOF SHEATHING, NAIL DECK, GLUE AND NAIL W/ OSB SHEATHING NAILED W/ 8d PLANS
W/ 8d COMMON WIRE NAILS 10d COMMON ® 6" O.C. EDGE COMMON WIRE ® 6" O.C. EDGE 8. BRACING: PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING OR
j
��1ER ,
OTHER MEANS TO SUPPORT STRUCTURAL ELEMENTS IN PLACE DURING
'��
® 6" O.C. EDGE AND 6" O.C. & FIELD AND 6" O.C. FIELD. PROVIDE
= �C - ......,
FIELD, DECREASE SPACING TO 2x4 BLOCKING AT ALL JOINTS CONSTRUCTION. F- B'0
•4" O.C. WITHIN 4'-0" OF (FOR NAILING AT SPECIALCOMPONENTS & CLADDING-WALLS 9. DIMENSIONS: VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS.EDGE OF GABLE END SHEARWALLS, SEE SCHEDULE 4 SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING oc Gig, =
FOR SHEARWALL LOCATIONS, DESIGN WIND PRESSURES (psf) DRAWINGS FOR EMBEDS OPENINGS SLEEVES ETC. WHICH ARE NOT ' ° '
SEE PLAN)
SHOWN ON STRUCTURAL DRAWINGS.
TRIBUTARY INTERIOR EDGE STRIP
ALL SECTIONS AND DETAILS FOR SPECIAL NAILING AND BLOCKING CONDITIONS. AREA (sf) ZONE a =5'-0" ''�,�L IEpR'4 �
NO EXAMINE L 10. MEANS AND METHODS: THE STRUCTURAL ENGINEER SHALL NOT HAVE
CONTROL OR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS,
10 +41.5 -45.0 +41.5 -55.5 TECHNIQUES, PROCEDURES, OR SEQUENCES; FOR THE ACTS OR DESIGN/DRAWN a
OMISSIONS OF THE CONTRACTOR, OR ANY OTHER PERSONS PERFORMING
® SHEARWALL SCHEDULE 50 +37.1 -40.6 +37.1 -46.8 THE WORK OR FOR THE FAILURE OF ANY OF THEM TO CONSTRUCT THE CHECDWB/KED
WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. CHECKED
ALL SHEARWALLS SHALL BE '/2" CDX PLYWOOD OR 7/,a" OSB ON 2x4 OR 2x6 SPF #2 STUDS AT 16" 100 +35.3 -38.8 +35.3 -43.1 DWB
O.C. PROVIDE 2x4 BLOCKING AT ALL PANEL JOINTS. PROVIDE DOUBLE STUD AT EACH END OF 11. SHOP DRAWINGS: SHOP DRAWINGS SHALL BE PREPARED AND DATE
SHEARWALL (KING STUDS AT HEADER MAY SERVE AS DOUBLE STUD). SUBMITTED TO THE ENGINEER AND ARCHITECT FOR REVIEW FOR 04/23 03
1) DESIGN WIND PRESSURES REPRESENT THE NET PRESSURE (SUM OF ALL STRUCTURAL ELEMENTS UTILIZING PREFABRICATED COMPONENTS. SCALE
LABEL NAILING AND ANCHOR AT EACH END OF SHEARWALL (SEE CONNECTOR NOTES IN SCHEDULE 5) EXTERNAL AND INTERNAL PRESSURES) APPLIED NORMAL TO WALL SURFACES. AS NOTED
SW: NAIL w/ 8d COMMON WIRE NAILS AT 3" O.C. EDGE AND 6" O.C. FIELD 2) LINEAR INTERPOLATION BETWEEN VALUES OF TRIBUTARY AREA IS JOB NO.
WHERE CONVENTIONAL STRAPPING IS REQUIRED, ANCHOR ® 1ST FLOOR w/ (1)HTT16 PERMISSIBLE.
AND AT 2ND FLOOR w/ (2)CS16 STRAPS. WHERE THREADED ROD SYSTEM IS SHOWN ON 3) PLUS AND MINUS SIGNS SIGNIFY PRESSURE ACTING TOWARD AND AWAY SHEET
PLAN, ANCHOR EACH END OF SHEARWALL WITH 1/2"0 THREADED
ROD, EPDXIED 12" INTO CMU STEMWALL. SEE DETAILS ON SHEET S-5. FROM THE EXTERIOR WALL SURFACE, RESPECTIVELY.
4) ALL COMPONENT AND CLADDING WALL ELEMENTS SHALL BE DESIGNED
FOR BOTH POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE. S - 6
NOTE: 1) SEE FLOOR PLANS FOR SHEARWALL LOCATIONS. 5) COMPONENT AND CLADDING ELEMENTS WITHIN A DISTANCE 'a' FROM THE
CORNER OF THE BUILDING SHALL BE DESIGNED FOR THE EDGE STRIP
PRESSURES. OTHERWISE, USE INTERIOR ZONE PRESSURES. SHEET 6 of 6
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