Beach Ave 2025 (2005-01-07) b�o
40141 z
51-611 291-0" 5t-611
INSTALL SIMPSON DSP
AT TOP CONNECTION
EXISTING -RAFTERS 1611 O.C.
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
SIMPSON LTT-19 INSTALLED rl
AT BASE CONNECTION
ENCLOSED FLOOR DIAPHRAM HAS
PROVIDED SHEAR FOR EAST WALL
SIMPSON DSP
I CIF
P T'
R
(OR EQUIVALENT)
J, 1/1
i
1"11 r I
r 1 1/1
1/1 r j
P I
1, J,
7 7-
0
ADD ( 1) S.Y.P. #2 STUD TO EXISTING
C? C?
O.C. F_ - - - - - - - - - - - - - - - - - - - - - - - -
Cn >*
STUD. STITCH NAIL W/ 16D 3
Z
0 9 _ - -
- - - - - - - - - - -
>
I Lj
SIMPSON MST-37 �-4 1
- - - - - - - - - - - - - - - - - - - - J
(NO FASTENERSIDVED Q D 1 1 1 1 STATE CERTIFIED
U
C? BUILDING
AT RIM AREA) OR
1 1 1 ENGINEERING FOR THIS AREA CONTRACTOR
0 1 1 1 DETAILED IN ORIGINAL CBC 057150
EQUIVALENT ENGINEERED DRAWINGS
ORTEGA /AVONDALE
0 THRU FIRST 4114 Herschel Street Suite 100
I LEVEL ONLY Jacksonville, Florida 32210
THRU FIRST
0 (904) 387-0770
LEVEL ONLY
ENGINEERING FOR OPENING - - - - - - - - - SAN MARCO / SAN JOSE
DETAILED IN ORIGINAL
3707 Hendricks Avenue
ENGINEERED DRAWINGS
-Ij Lj
EXISTING 2 x8" FLR. JSTS. Jacksonville, Florida 32207
IF - - - - - - - - - - - - - - - - - - - - (904) 399-0411
- - - - - - - - - - - - - - - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - - - -
11 IM' "O"W"
6-911 Y-O" j 61-911 7141 161-61v DENOTES HOLDDOVN
LOCATIONS
401-0"
0
0
0
PLAN VIEW
ADD ( 1 ) S.Y.P. #2 STUD TO EXISTING SCALE: 1/4"=F
STUD. STITCH NAIL W/ 16D 311 O.C.
0
ow 0
U
�4
0 DESIGN CRITERIA CA
SIMPSON HTT- 16 W/ 5/8" DIA. R-3,TYPE VI CONSTRUCTION, UNPROTECTED
DESIGNED PER SSTD 10-99
A307 ROD EMBED IN EXISTING WIND LOADS ARE PER FLORIDA BUILDING CODE 2001, SECTION 1606.2
(FOR ENCLOSED SIMPLE DIAPHRAGM BUILDINGS WITH FLAT,HIPPED
FOUNDATION 2- 1/2" MIN. WITH GABLE-SHAPED ROOFS HAVING A MEAN ROOF HEIGHT NOT EXCEEDI U
fG
LEAST HORIZONTAL DIMENSION OF THE BUILDING OR 60 FT; NOT SITED K41
0 0 ON
UPPER HALF OF A HILL OR ESCARPMENT 60FT IN EXPOSURE B,30FT IN
: 0 SIMPSON ACRYLIC-TIE ADHESIVE. EXPOSURE C AND>10%SLOPE AND UNOBSTRUCTED UPWIND FOR 50x HEIGHT OR
FEVISION NOTES : I MILE WHICHEVER IS LESS.)
EXISTING 4 0
0 it
0 BUILDING IS NOT IN THE HIGH VELOCITY HURRICANE ZONE
MIN. EDGE DISTANCE 1 -3/4 (OR A-4
(z) U U
CONCRETE SLAB 0 a BUILDING IS IN THE WIND-BORNE DEBRIS REGION
EQUIVALENT) 1. Holddowns are to be prowided every 6' o.c. and at the ends of shearwalls as detailed on the plan above. 1.) BASIC WIND SPEED= 120 MPH
All holddown locations s1hould be installed per "Detail A". 2.) WIND EXPOSURE=C U
C
3.) WIND IMPORTANCE FACTOR= 1.0
U
2. A Simpson H2.5-A (Or E�quivalent) shall be installed on each existing rafter bearing point. 4.) BUILDING CATEGORY=11 c)
5.) ROOF ANGLE =0-10 DEGREES
EXISTING 81, C.M.U* 6.) MEAN ROOF HEIGHT=<30 FT
3. All headers in shearwalls shall have a minimum of(1) Simpson CS-16 (Or Equivalent) @ each end, 7.) INTERNAL PRESSURE COEFFICIENT N/A(ENCLOS
ED BUILDING)
STEMWALL
a minimum of 18" long. S;trap must attach from king studs to header with a minimum of(13) 8d nails
INTERIOR IF OPEN INWL-�5-00 FROM CORNER ZONE 4
per member. AREA +/Rff U
-PRESSURE APPRO ED
CRY OF ATLANT C BEACH
10 i4q.� 4C .1 .0
EXISTING FOOTING 20 32.6 BUILDING OFFICE
4. Electrical contractor shalL verify that all systems are in compliance with applicable codes. 50 30.6 -3
100 29.0 -3 .0 JAN 18 05 REVISION
5. Plumbing contractor shall[verify that all systems are in compliance with applicable codes. END ZONE,IF OPENING IS<=5.00 FROM CORNER ZONE 5
AREA +PRESSURE -PRESSURE
10 34.2 -45.8 SCALE: SITEF-T:
6. Mechanical contractor shall verify that all systems are in compliance with applicable codes. 20 32.6 -42.8 PER PLAN
E 50 30.6 -38.7 DATE-.
100 29.0 -35.5 01-01-2005
SCALE: I "= I ' DATEPLOTTED:
J&u"0-1,2005
DRAWN
BY :
401-0"
51-611 291-01f 51-6t'
INSTALL SIMPSON DSP
— — — — — — — — — — — — — — —AT 0 — — — — — — — — — — — — — — — — — -
EXISTING RAFTERS 1611 O.C. a a \1\ A A
-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
CA
SIMPSON LTT-19 INSTALLED
AT BASE CONNECTION
I ENCLOSED FLOOR DIAPHRAM HAS
1,rI —
PROVIDED SHEAR FOR EAST WALL
SIMPSON DSP
1/1
r j
1 1/:
I I'l
1/1 r i
1/1 r I
/I r 1
j I
1 4
1/j
ADD ( 1 ) S.Y.P. #2 STUD TO EXISTING
C?
- - - - - - - - - - - - - F.-
O.C. - - - — - - - - - - - - - - - - - - - - - - -
>*
0 STUD. STITCH NAIL W/ 16D 3
Cn F�� I 1--_ I
0 p4 Z Li
0-0 C)
0 >
SIMPSON MST-37
- - - - - - - - - - - - - - - - - - - — J I _1
(NO FASTENERS REQ1D I I I I I STATE CERTIFIED
U =_�] I I I
1 C? BUILDING
J
AT RIM AREA) - - - - - - - - - - - - - - - - - - - - - - - CONTRACTOR
ENGINEERING FOR THIS ARE
DETAILED IN ORIGINAL CBC 057150
ENGINEERED DRAWINGS
0 ORTEGA / AVONDALE
0 THRU FIRST 4114 Herschel Street Suite 100
LEVEL ONLY
Jacksonville, Florida 32210
THRU FIRST
LEVEL ONLY (904) 387-0770
ENGINEERING FOR OPENING - - - - - - - - - - SAN MARCO / SAN JOSE
DETAILED IN ORIGINAL 3707 Hendricks Avenue
ENGINEERED DRAWINGS
'EXISTING 2"x8" FLR. JSTS. Jacksonville, Florida 32207
A
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - (904) 399-0411
- - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - ----
DENOTES HOLDDOWN
61-911 31-011 6-911 71-011 161-611 LOCATIONS
0 4. Wile
40t-011
10
a PLAN VIEW
ADD ( 1 ) S.Y.P. #2 STUD TO EXISTING SCALE: 1/4"=I '
0
STUD. STITCH NAIL W/ 16D 311 O.C.
4P.
0
0
dw
do.
0
0
0
0 SIMPSON HTT- 16 W/ 5/8" DIAG
0
A307 ROD EMBED IN EXISTING FJEVISION NOTES :
FOUNDATION 2- 1 /2" MIN. WITH U
00
0
0
a 1. Holddowns are to be provided every 6' o.c. and at the ends of shearwalls as detailed on the plan above.
0 SIMPSON ACRYLIC—TIE ADHESIVE,
EXISTING 4 0 All holddown locations should be installed per "Detail A".
0 :
a 0 MIN. EDGE DISTANCE 1 -3/4 0 U
0
CONCRETE SLAB 0
2. A Simpson H2.5-A shall be installed on each existing rafter bearing point.
U
3. All headers in shearwalls shall have a minimum of(1) Simpson CS-16 each end, a minimum of 18 long.
Strap must attach from king studs to header with a minimum of(13) 8d nails per member.
C.M.U.
EXISTING 8
4. Electrical contractor shall verify that all systems are in compliance with applicable codes.
All"
STEMWALL
U
5. Plumbing contractor shall verify that all systems are in compliance with applicable codes.
4AO
EXISTING FOOTING 6. Mechanical contractor shall verify that all systems are in compliance with applicable codes.
REVISION
A P P P O'V SCALE: SHEET:
(11TY O� A%_11A'*,V1F1C BEAch PER FLAN51
DETAI DATE :
12-2,B-2004
,JAN 2005
SCALE: I "= I ' DATE PLOTTED:
Jmw�05,2005
DRAWN ec>5
BY :
rREVISIONS BY)
4 2"x6" P.T. SYP Nol
INSIDE TO INSIDE 4 CAP RAIL
INSIDE TO INSIDE
2 it x6" P.T. SYP No.2 SEE �?ETAIL
DECKING MATERIAL k S.1 1 *14b 1A
2 x4" P.T. SYP No.2
TOP RAIL W/ 2-12d
2 x6" P.T. SYP N .1 2 x6" P.T. SYP No.1 4 x4" P.T. SYP No.2 POST STAINLESS STEEL
CAP RAI 2 x4" P. *,�'No.2 CAP RAIL -H NAILS AT EACH
r. POST
TOP RAIL A D MIDRAIL,
2 x6" T. SYP No.2 w/ 2-12d STAINLESS
0 2 x6 of P.T. SYP No.2 0
DECKIN W/ 2�pcs42d STEEL NAILS AT
2 x6" P.T. SYP No.2 DECKING wl 2pcs 12d
rn rn z
STAIN SS STEEL // EACH POST
CANTILEVERED BENCH IEEL STAINLESS STEEL
H OS, TAI L AT CAP RAIL
NAILS IAT EACH ST -H r3
CID NAILS AT EACH JOIST
of to
5-12d STAINLESS STEEL NAILS of to & ^1 = it-off
3pcs 2 T. 3pcs 2"x8" P.T. S�-1 SCALE: 11/2
Jol 8-16d STAINLESS 2 JOIS
AT EACH CONNECTION SYP N JOI TS STEEL NAILS SYP No. TS
8-16d STAINLESS STEEL NAILS lor I / I N
'/2OX8" S.S. THROUGH BOLT 2 it x8" P.T. SYP No.2 SOLID BLOCKING Z V)
AND 4-16d STAINLESS STEEL - w
'/20X10" S.S. THROUGH BOLT v f .1 Z) IN-BETWEEN EACH DECK JOIST AT EACH uj
AND 4-16d STAINLESS STEEL NAILS, EACH SIDE LLI <
S
ECK"
TAINI
R I
N .1
0
-T
NJ /N .2 1 0 0
S�
ILS
N A
D
NAILS, EACH SIDE .0 IV 10 x '01 0 X INTERMEDIATE MID-POST LOCATION. Lj Z 0
1 1 < < FASTEN w/ 4pcs 12d STAINLESS STEEL
0 or_
Z Ld 0
TOENAILS EACH END LLI =) _j 0
Z L_
0 0 0 0 _j c*4
1pc SIMPSON H2.5 CLIP 2 2 1pc SIMPSON H2.5 CLIP
fu
co co N '(0
z z <
........................................ UJ
GRADE GRADE 0 _j <3
...........................................
6-12d
no z
STAINLESS u _j w
e P� uj uj
N
LJ a-
STEEL NAILS
r
-7,-2 - 0 >
N z _j
0 0 EACH POST
No.2 STRINGERS (BENTS)
DBL 2"x8" P T. SYP DBL 2 x8" P.T. SYP-"`III`//.-,,r
x
No.2 STRIN
GERS (BENTS)
EACH POST
to %8.
z to 0 u-
/XDD 2 x4" P.T. SYP
0 �- 0)
:z
4-16d STAINLESS STEEL No.2 X-BRACE AT 4-16d STAINLESS STEEL-///'Az ADD 2 X4" P.T. SYP _j 'I
X
2 x4" P.T. SYP No.2
NAILS EACH END HEIGHTS OVER 4 NAILS EACH END, No.2 X-BRACE AT
z
VERTICAL MID-POST
ry 0
0 1 Of-0" 0.C.
LOCATIONS 0 2 Z) 0 M=>
z z
WHERE APPLICABLE AND AT BENCH WHERE APPLICABLE HEIGHTS OVER 4
muj
uj
m Z
4 x4" P.T. SYP No.2 POST 4 to X4" P.T. SYP No.2 POST
0 10'-0" O.C. EMBED POST 0 10'-D" O.C. EMBED POST 3pcs 2"x8" P.T.
4*-0" MINIMUM IN 4'-0" MINIMUM INTO SYP No.2 DECK
EXISTING GRADE EXISTING GRADE JOISTS
2 x8" JOISTS wZ 2"x8 Py BLOCKING AT MID-POSTS
i H i ry
r4 PLAN VIEW AT BLOCKING- Lij
SCALE: 1'/2 of i$-off >
oft� SECTION AT DUNE WALKOVER WZ OPTIONAL BENCHES 2 SECTION AT DUNE WALKOVER k��_i
1 ou)
ij SCALE: 3/4 to it-off SCALE: Y4 is i 0-0vo
ry
C)
NOTE: Lli
THE HANDRAIL SYSTEM IS OPTIONAL
STRUCTURAL NOTES FOR THE DUNE WALKOVER WHEN THE <
0 VERTICAL HEIGHT DISTANCE FROM
DESIGN IN ACCORDANCE WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2004 THE TOP OF 2 x6" DECKING TO THE 0 <
2"x8'* P.T. SYP EXISTING, UNDISTURBED, GRADE IS 0
1) LIVE LOADS: 2"x4" P.T. SYP No.2 No.2 SOLID BLOCKING 2 to x6" P.T. SYP No.1 2 x4" P.T. SYP No.2 TOP RAIL LESS THAN 30 :w -- I c)
AND MIDRAIL. FASTEN w/ 2-12d 0 :2
RESIDENTIAL ELEVATED TIMBER WALKWAY 40 PSF VERTICAL MID-POST AT INTERMEDIATE CAP Et"No 4 aq ra r A.I i
STAINLESS STEEL NAILS AT EACH POST "ON C)�e X_ C) <
'_0`f O.C. MID-POS�OCATIONS
010
2) ALL LUMBER, TIMBER, AND POSTS SHALL BE PRESSURE TREATED IN ACCORDANCE
WITH AWPA STANDARDS. C-2 AND C-14. THE PRESERVATIVES SHALL BE IN It I r _r Q A rI lIr_%
!r'�rM,----A-L I
ACCORDANCE WITH FEDERAL SPECIFICATIONS TTW-571J AND TTW-536 AND AWPA z
I-, //
STANDARD P-5.
to to
ALL 4"x4" POSTS IN GROUND SHALL BE 0.80 ACQ. LUMBER, ALL 2 x8" STRINGER 6-12d STAINLESS 2 x6" P.T. SYP No.2
MATERIAL SHALL BE 0.40 ACQ., ALL 2"x8" JOIST MATERIAL SHALL BE 0.40 ACQ., STEEL NAILS DECKING
of so
AND ALL 2 x6" DECKING MATERIAL SHALL BE 0.40 ACQ MATERIAL. ALL 2 x6" CAP
MATERIAL AND ALL 2"x4" HANDRAIL MATERIAL SHALL BE 0.40 ACQ MATERIAL. 0 0 z
LJLJ
z <
3) ALL LUMBER AND TIIMBER SHALL BE SYP No.2 AND BETTER (MINIMUM), WITH AN x '/20x8" S.S. THROUGH BOLT EXISTING, UNDISTURBED $9 :2 n
ALLOWABLE BENDING STRESS fb=1200 psi, IN ACCORDANCE WITH SOUTHERN < AND 4-16d STAINLESS STEEL GRADE 2 x8" P.T. S YP
4 X4" P.T. SYP N0.2 �07
YELLOW PINE INSPECTION BUREAU GRADING RULES. NAILS, EACH SIDE No.2 JOISTS
POST 0 10'-0" O.C._\l_N "C,4 LIJ
4) ALL HARDWARE SHALL BE TYP 316 STAINLESS STEEL. BOLTS AND LAG SCREWS DBL 2"x8" P.T. SYP
SHALL MEET REQUIREMENTS OF ASTM A-276 OR ASTM A-493, AN TYPE 316 No.2 STRINGERS
STAINLESS STEEL.
10'-0" O.C. 10'-o" O.C.
NUTS SHALL MEET THE REQUIREMENTS OF ASTM F-594, AND TYPE 316 STAINLESS
STEEL. WASHERS SHALL MEET THE REQUIREMENTS OF ASTM A-240, AND TYPE
316 STAINLESS STEEL.
ALL NAILS SHALL BE RING SHANK TYPE 316 STAINLESS STEEL. SIDE ELEVATION
ALL DECK SCREWS SHALL BE TYPE 316 STAINLESS STEEL.
ALL SIMPSON H2.5 CLIPS SHALL BE TYPE 316 STAINLESS STEEL. SCALE: 1/2 of 11-011 DRAWN
FASTEN EACH CLIP w/ 10-10dxl 1/2" STAINLESS STEEL NAILS. CCK
CHECKED
5) PROVIDE ALL TEMPORARY BRACING, SHORING, GU`III(lNG, OR OTHER MEANS TO CCK
SUPPORT STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION. DATE
01/19/07
cq -
6) THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FILE COPY SCALE
FOR CONSTRUCTION MEANS, METHODSo TECHNIQUES, PROCEDURES, OR SEQUENCES; AS NOTED
JOBNO.
FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR, OR ANY OTHER PERSONS
PERFORMING THE WORK OR FOR THE FAILURE OF ANY OF THEM TO CONSTRUCT E07-003
U) THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. SHEET
14-
04
0
N.-I - 1
S
CN
SHEET 1 OF 1
. - I -.- - - __________ - _ -'-.'-.-_---_ . - �__I I-_____ -__.- -__I _ I.- ___ .. .--__ - . --"--'_____ - , - ___ - . _. ___ --, 'a""" . ........1)
(eREVISIONS BY
4 $mboft 2"x6" P.T. SYP No.1
INSIDE TO INSIDE 4 CAP RAIL
INSIDE TO INSIDE
2 x6" P.T. SYP No.2 SEE DETAIL
DECKING MATERIAL 3/S-1
.low
2"x4" P.T. SYP No.2
TOP RAIL W/ 2-12d
1�\_2 x6" P.T. SYP No.1 2"x6" P.T. SYP N0.1 4 x4" P.T. SYP No.2 POST-/ STAINLESS STEEL
CAP RAIL 2"x4" P.T. SYP No.2 CAP RAIL -H NAILS AT EACH
14N., POST
TOP RAIL AND MIDRAIL,
2"x6" P.T. SYP No.2 w/ 2-12d STAINLESS
2"x6" P.T. SYP No.2
2 x6" P.T. SYP No.2 DECKING W/ 2pcs 12d STEEL NAILS AT DECKING w/ 2pcs 12d
7.6 z
CANTILEVERED BENCH STAINLESS STEEL /a a EACH POST STAINLESS STEEL DETAIL AT CAP RAIL
NAILS AT EACH JOIST -H
NAILS AT EACH JOIST 2
of I- to
5-12d STAINLESS STEEL NAILS 3pcs 2"x8" P.T. 3pcs 2"x8" P.T �_i SCALE: 11/2 1 0
AT EACH CONNECTION SYP No.2 JOISTS 8-16d STAINLESS SYP No.2 JOISY�_\
8-16d STAINLESS STEEL NAILS STEEL NAILS
1/2Ox8l' S.S. THROUGH BOLT 2"x8" P.T. SYP No.2 SOLID BLOCKING z cn
1/2OXlO" S.S. THROUGH BOLT of
AND 4-16d STAINLESS STEEL AND 4-16d STAINLESS STEEL IN-BETWEEN EACH DECK JOIST AT EACH
NAILS, EACH SIDE INTERMEDIATE MID-POST LOCATION. W <
NAILS, EACH SIDE '01 _v_ Lj Z 0
DE
CK
jTAINI
Al LS
'0 0 x 0 x
< < FASTEN w/ 4pcs 12d STAINLESS STEEL w
ENAILS EACH END zwo
0
<
0 0 _j Lj
1pc SIMPSON H2.5 CLIP 2s-2" 1pc SIMPSON H2.5 CLIP < >
e'loo <
-c-4 - (0
co
z z Lj
_j m 0
GRADE
GRADE
t 6-12d 00 Z
DBL 2 x8" P.T. SYP DBL 2 x8 P.T. SYP STAINL SS ry
oe
'�7RINGERS (BENTS) LLJ Ln Lo'_j CL
No.2 STRINGERS (BENTS) No.2 STEEL NAILS J 1
>
0 EACH POST 0 EACH POST
A
77. a- z co 0
0 V)
A L *
DD 2 x4" P.T. SYP
4-16d STAINLESS STEEL ADD 2"x4" P.T. SYP
No.2 X-BRACE AT 4-16d STAINLESS STEEL
_019 YP No.2
NAILS EACH END, HEIGHTS OVER 4 NAILS EACH END, No.2 X-BRACE AT 2"x4' P.T. S (n <
f-or$ VERTICAL MID-POST z
Qf 0
uj M
WHERE APPLICABLE AND AT BENCH z WHERE APPLICABLE HEIGHTS OVER 4 z
-0" O.C.
LOCATIONS 010'
m m
4"x4" P.T. SYP No.2 POST mm 4"x4s' P.T. SYP N0.2 POST�/ 2 M
@ 10'-0" O.C. EMBED POST uj 010 9-"0" O.C. EMBED POST w 3pcs 2"x8" P.T.
4'-0" MINIMUM INTO 4 -0" MINIMUM INTO SYP No.2 DECK
EXISTING GRADE EXISTING GRADE JOISTS ry
Lj 2 x8" JOISTS wl 2"x8" BLOCKING AT MID-POSTS ui
C4 PLAN VIEW AT BLOCKING 0
..�j
SECTION AT DUNE WALKOVER OPTIONAL BENCHES 2 SECTION AT DUNE WALKOVER S-1 SCALE: 11/2 of i 1_091
SCALE: -3/4 of is-Opp S-1 SCALE: 1 -0 <
F--
0
Q
<
NOTE:
0
THE H'ANDRAIL SYSTEM IS UP-T-1-ONAL
STRUCTURAL NOTES rOR THE DUNE WALKOVER WHEN THE <
VERTICAL HEIGHT DISTANCE FROM
DESIGN IN ACCORDANCE WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2004 THE TOP OF 2"x6" DECKING TO THE
2"A" P.T. Syp 2"x4" P.T. SYP N0.2 TOP RAIL EXISTING, UNDISTURBED, GRADE IS C) _j
1) LIVE LOADS: 2"x4" P.T. SYP No.2 N0.2 80LID SLMXINC 2"W P.T. SYP N0.1 AND MIDRAIL. FASTEN W/ 2,--12d LESS THAN 30". THE NAt4DRAIL I
RESIDENTIAL ELEVATED TIMBER WALKWAY 40 PSF VERTICAL MiDa-POST AT INTERMEDIATE CAP RAIL STAINLESS STEEL NAILS AT EACH POST SYSTEM FOR THE DUNE OVER IS 04� 0
0 i0'7!0"_' O.C. , MID-POST LOCATIONS ALWAY$_REQUIRED WHEN THE 11;4- V)
------- VERTICAL HEIGHT biSTANCE M
2) ALL LUMBER, TIMBER, AND POSTS SHALL BE PRESSURE TREATED IN ACCORDANCE THE TOP OF 2"x6" DECKIN TO THE 7"
WITH AWPA STANDARDS. C-2 AND C-14. THE PRESERVATIVES SHALL BE IN EXISTING, UNDISTURBED, ADE IS
ACCORDANCE WITH FEDERAL SPECIFICATIONS TTW-571J AND TTW-536 AND AWPA z 30" OR GREATER AND ALL STEPS LP 0
STANDARD P-5. AND STAIRS.
ALL 4"x4" POSTS IN GROUND SHALL BE 0.80 ACQ. LUMBER, ALL 2 x8" STRINGER 6-12d STAINLESS 2"x6" P.T. SYP N0.2
MATERIAL SHALL BE 0.40 ACQ., ALL 2"x8" JOIST MATERIAL SHALL BE 0.40 ACQ., STEEL NAILS DECKING
91 _41 -
AND ALL 2 x6" DECKING MATERIAL SHALL BE 0.40 ACQ MATERIAL. ALL 2"x6" CAP
ry
of 0
MATERIAL AND ALL 2 x4" HANDRAIL MATERIAL SHALL BE 0.40 ACQ MATERIAL. DIN4
D z LJ
m EXISTING, UNDISTURBED
3) ALL LUMBER AND TIMBER SHALL BE SYP N0.2 AND BETTER (MINIMUM), WITH AN x 1/2 0x8" S.S. THROUGH BOLT
pol-
< GRADE 2"x8" P.T. SYP
No.2 JOISTS
ALLOWABLE BENDING STRESS fb=1200 psi, IN ACCORDANCE WITH SOUTHERN AND 4-16d STAINLESS STEEL 0
YELLOW PINE INSPECTION BUREAU GRADING RULES. 4"x4" P.T. SYP No 2 NAILS, EACH SIDE
0 POST 010 1.mc"
4) ALL HARDWARE SHALL BE TYP 316 STAINLESS STEEL. BOLTS AND LAG SCREWS OBL 2")(64 P.T. SYP
SHALL MEET REQUIREMENTS OF ASTM A-276 OR ASTM A-493, AN TYPE 316 No.2 STRINGERS
STAINLESS STEEL.
t 10'-o" O.C. 10'-0" O.C.
NUTS SHALL MEET THE REQUIREMENTS OF ASTM F-594, AND TYPE 316 STAINLESS
STEEL. WASHERS SHALL MEET THE REQUIREMENTS OF ASTM A-240, AND TYPE
316 STAINLESS STEEL.
ALL NAILS SHALL BE RING SHANK TYPE 316 STAINLESS STEEL. SIDE ELEVATION
ALL DECK SCREWS SHALL BE TYPE 316 STAINLESS STEEL. r
CCK
DRAWN
ALL SIMPSON H2.5 CLIPS SHALL BE TYPE 316 STAINLESS STEEL. SCALE: 1/2" V-011
FASTEN EACH CLIP w/ 10-10dxl'/2" STAINLESS STEEL NAILS. CHECKED
CCK
5) PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING, OR OTHER MEANS TO DATE
SUPPORT STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION. 01/19/07
C*4 SCALE
6) THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE AS NOTED
FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES, OR SEQUENCES;
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FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR, OR ANY OTHER PERSONS E07-002
PERFORMING THE WORK OR FOR THE FAILURE OF ANY OF THEM TO CONSTRUCT
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THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.
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