1852 Beach Avenue (2) rREVISIONS BY
HEADER SPAN TABLE
12 CDX PLYWOOD EXAMPLE OF UNSUPPORTED (UNBLOCKED)
2 BOUNDARY OF SHEARWALL STRUCTURAL NOTES:
SEE PLAN ROOF SHEATHING FASTENED WITH HEADER WINDOW/DOOR JACK OR DECKING PANEL EDGE. UNSUPPORTED PANEL EDGE IS a
8d COMMON WIRE NAILS @ 4" OC SYP #2 MAX OPENING STUDS TYPICAL CONDITION UNLESS BLOCKING IS REQ'D DESIGN IN ACCORDANCE WITH REQUIREMENTS OF THE 1997 STANDARD
EDGES AND 6" OC FIELD. (2)2x8 5'-0" 2 BY SCHEDULE OR NOTES. BUILDING CODE. WIND DESIGN PRESSURES PER SECTION 1606.2
(2)2xlO 7p-O" 2
CONVENTIONAL ROOF FRAMING, 1. LIVE LOADS
SEE ROOF FRAMING PLAN UNIFORM LIVE LOADS
UPLIFT CONNECTOR AT FLOOR 40 PSF
HURRICANE CLIPS PER UPLIFT TOP AND BOTTOM OF ROOF 20PSF
CONNECTOR SCHEDULE. GYPSUM BOARD
EACH STU D, SEE SCHEDU I LE OR PLYWOOD/OSB PANEL 2. WIND LOAD BASIC 110 MPH
IMPORTANCE FACTOR 1.0
T MEAN ROOF HEIGHT 15.0 FT
OP PLATE EL NAIL SPACING AT ROOF PITCH 8/12 (33.7 DEGREES)
IV
CEILING JOIST, SEE PLAN, -/ SEE NOTES OR SCHEDULE \—EXAMPLE OF PANEL VELOCITY PRESSURE 24.7 PSF
jr
FASTEN TO RAFTER w/ SEE ARCH PLANS SUPPORTED EDGE EDGE w/ BLOCKING
3. ALLOWABLE UNIT STRESSES:
8-12d NAILS AT EACH END WHERE REQUIRED BY
NUMBER OF FULL SCHEDULE OR NOTES A) CONCRETE - DESIGN AS PER ACI 318 LATEST EDITION
HEADER, SEE HEIGHT STUDS SLAB ON GRADE Vc = 3000 PSI
CLIP FROM DOUBLE TOP (2)2x4 SYP #2 TOP PLATE PLANS EACH SIDE OF CONVENTIONAL SHALLOW FOOTINGS Vc = 3000 PSI
PLATE TO STUD, SEE OPENING, SEE ALL OTHER CONCRETE (U.N.O.) Vc = 3000 PSI
UPLIFT CONNECTOR 2x4 SPF #2 STUDS @ 16 ' OC
SCHEDULE HEADER STRAPS, PLAN OR SCHEDULE STUDS, ROOF TRUSSES, B) REINFORCING STEEL - ASTM A615 GRADE 60 d
SEE UPLIFT SCHEDULE Z U)
OR FLOOR JOISTS cr_
V " CDX PLYWOOD WALL LIJ
2 C) WELDED WIRE FABRIC - ASTM Al 85 _ui <
SHEATHING FASTENED w/ ROUGH OPENING LLI Z 0
8d COMMON WIRE @ 3" OC EDGE SEE ARCH f F 0 w
D) STRUCTURAL STEEL - DESIGN PER CURRENT EDITION AISC Z UJ 0
AND 6" OC FIELD. SEE NAILING TO INTERMEDIATE UJ :D -J
SUPPORT IS 6" OC MAX, UON TUBE STEEL COLUMNS - ASTM A46 < Z u-
SHEARWALL SPECIFICATIONS CLIPS OR CRIPPLE ALL OTHER STEEL - ASTM A36 y -<J u>i
FOR ADDITIONAL REQUIREMENTS HOLDDOWN AT STUDS NAILING PATTERN FOR SHEATHING
METAL CLIP PER <
FOUNDATION, ON ROOF, FLOOR AND SHEARWALLS E) SOIL BEARING (DESIGN MAX.) 2500 PSF <ui
UPLIFT CONNECTOR 0 -1 m
SCHEDULE SEE SCHEDULE D 0
Of ui uj
F) ALL DIMENSION LUMBER HEADERS AND BEAMS SHALL BE SYP NO. 2 _j
r4 DETAIL �- C)
Ld V) U) _j
SCALE: NTS OR BETTER, WITH AN ALLOWABLE BENDING STRESS IN ACCORDANCE 0 5:
2x4 P.T. PLATE w/ 1/2"0 x 10" NTH NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION z
0 r-A
ANCHOR BOLT AND 2x2x /8" BY AMERICAN FOREST & PAPER ASSOCIATION. ALL STUDS SHALL 0 cO Z75
L - ii I -i 'q y
4" CONCRETE SLAB ON GRADE PLATE WASHER @ 24" OC BE SPF NO. 2 (UNLESS NOTED OTHERWISE). I--- u
W/ 6x6 W1.4xW1.4 WWF OVER Cn <
z
A- 4. UNLESS OTHERWISE SHOWN ON DRAWINGS, MINIMUM CONCRETE COVER 0
6MIL VAPOR BARRIER ON UPLIFT CONNECTOR SCHEDULE 0
COMPACTED FILL FOR REINFORCING SHALL BE AS FOLLOWS: a::
FRAMING AND STRAPPING FOOTINGS 3"
X—X. 1-0"x24" DEEP MONOLITHIC AT TYPICAL WALL OPENING MEMBER SUPPORT SEMCO CONNECTOR SLAB ON GRADE CENTERED
CONCRETE FOOTING w/
-#5 CONTINUOUS. PROVIDE 5. ALL REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH THE
CONCRETE COVER COMMON RAFTER: DBL TOP PLATE (2)HCPLR TYPICAL BENDING DIAGRAMS AND PLACING DETAILS OF ACI STANDARDS
RIDGE BEAM (1)FAP1 8 AND SPECIFICATIONS. ALL REINFORCING STEEL SHALL BE HELD
r2 DETAIL
OVER REINFORCING
0 HEADER BEAM (2)HCPLR SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING PLACING
-1 -1 SCALE: NTS OF CONCRETE.
-C-4 WALL LEDGER (1)FAP18
3" COVER JACK RAFTER: DBLTOP PLATE (1)HCPLR
HEADERBEAM (1)HCPLR
10" HIP RAFTER (1)FAP18 6. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE AS
- HIP RAFTER: DBL TOP PLATE (2)RTPGA824T FOLLOWS:
MASONRY 48 BAR DIAMETERS
2pcs 2"x12" SYP No.2 HEADER BEAM (2)RTPGA824T CONCRETE 40 BAR DIAMETERS
WALL SECTION , TYPICAL RIDGE BEAM RIDGE BEAM: KING POST (4)RTPGA824 CONTINUOUS 7. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR
3 0
SCALE: /4" 1'-0" KING POST: FOUNDATION (1)SGP3 OR (1)ABP44 UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED.
(3)2"x4" POST 2x4 OUTLOOKER DBL TOP PLATE (1)HCPLR 8. PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING OR OTHER a-
MEANS TO SUPPORT STRUCTURAL ELEMENTS IN PLACE DURING
4pcs SEMCO RTPGA824 PORCH HEADER 4x4 POST (2)RTPGA824 CONSTRUCTION. 0 Lj
STRAPS
2" 4" SPF #2 STUDS 4x4 POST FOUNDATION (1)ABP44
/- " 9. VERIFY ALL DIMENSIONS NTH ARCHITECTURAL DRAWINGS. 0
-4- @ 16 O.C., SEE < — -i
PLAN L2pcs 2"x12" SYP No.2 WINDOW/DOOR JACK STUDS (EACH (1)RTPGA824 TO 3' WI D E SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING V) u-
HEADER BEAM HEADERS SIDE OF OPN'G) (2)RTPGA824 OVER 3' WIDE DRAWINGS FOR EMBEDS, OPENINGS, SLEEVES, ETC. WHICH ARE NOT LLJ 3�
V "0x1O" ANCHOR BOLT SHOWN ON STRUCTURAL DRAWINGS. U
2 1 <
2x4 PT SYP No.2 PLATE @ 24p' OC w/ EXTERIOR BEARING WALI.S 0
2x2x'/8p' WASHER DBL TOP PLATE WALL STUDS TPP4 @ 16" oc 10. THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE m
SLAB ON GRADE, (EXPANSION BOLT NOT WALL STUDS SILL PLATE TPP4 @16" oc RESPONSIBLE FOR' CONSTRUCTION MEANS, METHODS, TECHNIQUES, 0
SEE PLAN PERMITTED WITHIN 4" PROCEDURES, OR SEQUENCES; FOR THE ACTS OR OMISSIONS OF THE
SILL PLATE FOUNDATION '/2'PO x 10" ANCHOR BOLTS z
OF SLAB E GE) '/8" PLATE WASHER CONTRACTOR, OR ANY OTHER PERSONS PERFORMING THE WORK OR FOR <
w/ 2x2x -i
41' STEP A x-!—x @ 24" OC THE FAILURE OF ANY OF THEM TO CONSTRUCT THE WORK IN
ACCORDANCE NTH THE CONTRACT DOCUMENTS. <
X X
44 A <
2pcs SEMCO RTPGA824 NOTES:
STRAPS EACH POST "'*� 4%4" P.T. SYP 1) CONNECTORS ARE SOUTHEASTERN METALS (SEMCO) OR EQUIVALENT. <
SHEARWALL SPECIFICATIONS b-I
00 No.2 POST 2) SEE DETAILS THIS SHEET FOR TYPICAL APPLICATIONS.
8"x16" THICKENED 2) USE THE FOLLOWING FASTENERS FOR EACH CONNECTOR: SW-1 INSTALL 1/2" CDX PLYWOOD SHEATHING OVER 2x4 SPF #2 STUDS 0
SLAB w/ 2�#5 CONT RTPGA824T 24-10d @ 16" OC. FASTEN SHEATHING w/ 8d COMMON WIRE NAILS @ 3" 0
FAP18 10-10d x V/2" o.c. EDGE AND 6" o.c. FIELD. INSTALL SPF #2 BLOCKING AT ALL
HCPLR 8-8d HORIZONTAL JOINTS. INSTALL SEMCO SGP-3 ANCHOR AT EACH
SECTION TPP4 8-8d
SECTION r5 END OF SHEARWALL w/ -5/,,"0x12" ANCHOR BOLT AND 24-16d
r3 SGP-3 5/8" 0 BOLT AND 24-16d NAILS TO STUD.
SCALE: 3/4" 1'-0" SCALE: 3/4" = 1'-0" ABP44 1/2- 0 BOLT AND 12-16d NOTE: 1) SEE DETAIL 4/S-1 FOR TYPICAL SHEATHING NAILING PATTERNS.
2) SEE FLOOR PLANS FOR SHEARWALL LOCATIONS.
6
V4 TS5"x3"x5/16" TUBE S-1 NUMBER OF FULL HEIGHT 2"x4" SPF No.2 STUDS EACH SIDE OF
44 STEEL HEADER BEAM OPENING. APPROVED
CffY OF ATLANTIC BEACH
8" 19UILDING orvire
FASTEN 2"x4" SYP No.2 PLATE/BUCK
TO TUBE STEEL W/ 2 ROWS '/4-20x23/4" 1 1) 2" 5" 11 1/2" AUG 2 4 20
PHILLIPS FLAT HEAD TEKS /4 WITH
TS5"x3"x5" TUBE 2"x4" SYP No.2 WINGS @ 8" O.C. STAGGERED
STEEL COLUMN EACH BUCK (TYP)
2p'x4" SYP No.2
END C14 C f:"D'
rt- PRB
PLATE/BUCK V/2"x3 /2"XO'-8" DRAWN
F-
129-910 PLATE Affl, 15 2000
OUT-TO-OUT STEEL FRAME 5/16 5/ 110
31f TS5"x3"x DBA City of Atlantic Beaco CHECKED
a_ r6
to - Do 2 Ln TUBE STEEL uIlding and Zoning CCK
00 C14-
7: . . . . - .'-I� 0008/00
00 121/2"X3'/2"xO'-8" SCALE
EMBEDDED PLATE V4 AS NOTED
/2" R C'
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DRAWING NUMBER
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MAP SHOWING BOU20ARY SURVEY OF
LOT—7 BLOCK / AS SHOWN ON MAP OF
AS RECORDED IN PLAT BOOK 4?- PAGES 14 -14 OF' THE PUBLIC RECORDS OF DUVAL COUNTY FLORIDA
CER 77FIED FOR: tJ/ t!2 t - �J1 4.6- A - r a"ewIry
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THE PROPFJ?TY SHOW HEREON APPEARS TO LIE WTHIN FIOOD HAZARD ZONE AS g�4LED FROM FLOOD
INSURANCE RATEMAP0001 FOR,4r4_4�4771C_ FLORIDA, DA6_4__:_z/z_5
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8411 BAYMEADOWS WAY SUITE #2, IACKSONWLLE FLORIDA 32256 (904) 7x-72J5
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City of Atlantic Beach
Building and Zoning,
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rREVISIONS BY
UPLIFT CONNECTOR SCHEDULE STRUCTURAL NOTES:
1 ROW 8d COMMON WIRE DESIGN IN ACCORDANCE WITH REQUIREMENTS OF THE 1997 STANDARD
NAILS @ 3" O.C. MEMBER SUPPORT SEMCO CONNECTOR BUILDING CODE AND WIND DESIGN PER SECTION 1606.2.
1. LIVE LOADS
1pc SEMCO FAP18 COMMON RAFTER: HEADER BEAM (2)HCPLR UNIFORM LIVE LOADS
WALL LEDGER (1)FAP18 ROOF 20 PSF
2. WIND LOAD BASIC 110 MPH
WALL LEDGER EXISTING FRAMING 4 ROWS 16d COMMON WIRE IMPORTANCEFACTOR 1.00
V CDX PLYWOOD NAILS @ 16" O.C. MEAN ROOF HEIGHT 15.0 FT
RO'OF SHEATHING FASTENED WITH ROOF PITCH 4/12 (18.4 DEGREES)
2"x8" SYP NO.2 12 8d COMMON WIRE NAILS @ 4" OC PORCH HEADER BEAM 4"x4" POST (2)RTPGA816
LEDGER w/ 4 ROWS 4 EDGE AND 6" OC FIELD. 4"x4" POST FOUNDATION (1)ABP44 3. ALLOWABLE UNIT STRESSES:
16d COMMON WIRE 2"x8" SYP NO.2 RAFTERS @ 24" O.C. A) CONCRETE - DESIGN AS PER ACI 318 LATEST EDITION
NAILS @ 16" O.C. CONVENTIONAL ROOF FRAMING, SEE SLAB ON GRADE Vc = 3000 Psi
INTO EXISTING ROOF FRAMING PLAN CONVENTIONAL SHALLOW FOOTINGS f'c = 3000 PSI
WALL FRAMING. NOTES: ALL OTHER CONCRETE (U.N.O.) f'c = 3000 PSI
2pcs SEMCO HCPLR 1) CONNECTORS ARE SOUTHEASTERN METALS (SEMCO) OR EQUIVALENT. B) REINFORCING STEEL - ASTMI A615 GRADE 60 c3
HURRICANE CLIPS PER UPLIFT 2) SEE DETAILS THIS SHEET FOR TYPICAL APPLICATIONS. Z (n
2) USE THE FOLLOWING FASTENERS FOR EACH CONNECTOR: — w
CONNECTOR SCHEDULE. C) WELDED WIRE FABRIC - ASTM A185 w
RTPGA816 16-10d -w
Ld �;
FAP18 10-1 Odxl'/2 D) CONCRETE MASONRY - DESIGN PER ACI 530 CURRENT EDITION 0 o::
zwo
HCPLR 8-1 Odxl 1/2 W :D_j
z TOP PLATE EL ABP44 1/2" Ox 10" ANCHOR BOLT AND 12-16d COMPRESSIVE STRENGTH fm = 1500 PSI < Z
< SEE ARCH PLANS :E
E) SOIL BEARING (DESIGN MAX.) 2500 PSF <0
w
_j M
F) ALL DIMENSION LUMBER HEADERS AND BEAMS SHALL BE SYP NO. 2 Do-
< ry Of w uj
DBL 2"x8" SYP No.2 HEADER BEAM. 2pcs SEMCO RTPGA816 STRAPS OR BETTER, WITH AN ALLOWABLE BENDING STRESS IN ACCORDANCE �- 0_j
w/ 3 ROWS 12d FROM HEADER BEAM TO POST WITH NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION LLJ En (n-j
SPLICE TOGETHER BY AMERICAN FOREST & PAPER ASSOCIATION. ALL 4"x4" POSTS = 005;
0 COMMON WIRE NAILS @ 12" O.C. Q_z 0 z
SHALL BE PRESSURE TREATED SYP NO. 2 (UNLESS NOTED �- -'t 0
4"x4" PRESSURE TREATED 0 U)
y
0 SYP NO.2 POST EXAMPLE OF UNSUPPORTED (UNBLOCKED) OTHERWISE). o
U) <
z
BOUNDARY OF ROOF PANEL EDGE. UNSUPPORTED PANEL EDGE IS 4. UNLESS OTHERWISE SHOWN ON DRAWINGS, MINIMUM CONCRETE COVER 0
0 DECKING TYPICAL CONDITION UNLESS BLOCKING IS REQ'D FOR REINFORCING SHALL BE AS FOLLOWS: 0
z BY SCHEDULE OR NOTES.
FOOTINGS 399
SLAB ON GRADE CENTERED
x
w
4-- 5. ALL REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH THE
TYPICAL BENDING DIAGRAMS AND PLACING DETAILS OF ACI STANDARDS
AND SPECIFICATIONS. ALL REINFORCING STEEL SHALL BE HELD
1/2 CDX PLYWOOD SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING PLACING
OF CONCRETE.
- 1 pc SEMCO ABP44POST ANCHOR
w/ 1/2"Ox`10" ANCHOR BOLT AND NAIL SPACING AT 6. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE AS
12-16d COMMON WIRE NAILS SUPPORTED EDGE FOLLOWS:
"EXAMPLE OF PANEL MASONRY 48 BAR DIAMETERS
1/2" EXPANSION JOINT 4" CONCRETE SLAB ON GRADE w/ SEE NOTES OR SC-IHEDULE
CONCRETE 40 BAR DIAMETERS
MATERIAL WWF 6x6 Wl.4xWl.4 OVER 6 MIL EDGE w/ BLOCKING
VAPOR BARRIER ON COMPACTED FILL. WHERE REQUIRED BY 0
7-) 7. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR
M. SCHEDULE OR NOTES
UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED.
X—X. X—X—X—X—X—X—X—X X—X
8. ALL LOAD BEARING CMU PIERS SHALL BE COMPOSED OF ASTM C90
7EI I Mi I 1-- 00 GRADE -N-1 HOLLOW CONCRETE MASONRY UNITS NTH TYPE 'S' MO
=1 I IE:l 117 RAFTERS GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT WITH hTAR. Lli
1EHI 1-1 <
M CONCRETE GROUT.
El I Mi 111 1 '. 8"x8" THICKENED EDGE 7r
W/ 1-#5 CONTINUOUS -11 9. PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING OR OTHER Lij <
MEANS TO SUPPORT STRUCTURAL ELEMENTS IN PLACE DURING 0 Lo
(r
20"xlO" MONOLITHIC CONCRETE NAILING TO INTERMEDIATE CONSTRUCTION. 0
FOOTING W/ 2-#5 CONTINUOUS SUPPORT IS 6" OC MAX, UON 0 -1
u-
NAILING PATTERN FOR ROOF SHEATHING 10. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. Lij 3�
SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING CL fy y
DRAWINGS FOR EMBEDS, OPENINGS, SLEEVES, ETC. WHICH ARE NOT <
w
SHOWN ON STRUCTURAL DRAWINGS. m
WALL SECTION , TYPICAL r3 DETAIL oz 2
SCALE: 3/411 1p-01# SCALE: NTS 11. THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE LLI 0 Fz
RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, <
PROCEDURES, OR SEQUENCES; FOR THE ACTS OR OMISSIONS OF THE V)
CONTRACTOR, OR ANY OTHER PERSONS PERFORMING THE WORK OR FOR bi <
4"x4" PRESSURE TREATED THE FAILURE OF ANY OF THEM TO CONSTRUCT THE WORK IN >
SYP NO.2 POST ACCORDANCE WITH THE CONTRACT DOCUMENTS. 0
.1 pc SEMCO ABP44POST ANCHOR
w/ '/2"OxlO" ANCHOR BOLT AND
12-16d COMMON WIRE NAILS ry
BRICK PAVERS ON
COMPACTED SAND BED 8"x8"x5,5" HIGH
AS PER ARCHITECTURAL CONCRETE PIER
PLANS
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I af CONCRETE FOOTING
< W/ 3-#5 EACH WAY
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2'-8" x 2'-8"
r---- DRAWN
7PRB
CHECKED
CCK
DATE
to--�2 ALTERNATE PIER FOUNDATION 04/23/01
SCALE: 3/4" l'—O" SCALE
AS NOTED
JOB NO.
c E01-082
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LOT 7 _BLocK _ ASSHOWNONMAp OF
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AS RECORDED IN PLA r BOOK PACES OF THE PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA
CER 77FIED FOR: ZQQ0 4AJD,4 L I- e_//L L zqk,4kJ L/ 0 . to6_,WjN 1-..#4AJD _rI 6
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TY OF ATLANTIC BEAC
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NOT VALID UNLESS EMBOSSED WITH SEAL OF THE UNDERSIGNED. BEARINGS BASED ON LINE AS SHOWN
THE PROPERTY SHOWN HEREON APPEARS TO LIE WITHIN FLOOD HAZARD ZONE— FROM FLOOD
AS 5ALED
INSURANCE RATE MAP0001 FoR,4TLA ric W,�Ac_�4,� FLORIDA, DAT
TRI-STATE LAND SURVEYORS, INC.
8411 RAYMEADOWS WAY SUITE #2, JACKSOMILLE, F-LORIDA J22.56 (904) 7JI-72J5
LECEND THIS SURVEY DOES NOT REFLECT OR DE7ERMINE OWNERSHIP.
* ccwr_ mciv NOT VALID WITHOUT THE SIGNATURE AND ME ORIGINAL RAISED SEAL
* M?cw ccm OF A FLORIDA LICENSED SURVEYOR AND MAPPER.
(SLIT WM CAP I LS 4144)
-X-fINCE THE FLOOD ZONE DA TA DENO 7E_D HEREON IS
0 N?CN cat(FOUND) SHOWN AS A COURTESY ONLY AND DOES NOT
CONS777117E A CER17FICA77ON OF' THE SAME-
0 OWSS CUT
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m7 E4sfwiNT LARRY G. EDDY. S. 0. 4
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(8) RAOM 015rANCE DA TE. YATE Of- FLORIDA
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.B.-4QL3 PG. ORDER NO. -988
REVISIONS BY
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NAIL ALL 1/2" CDX WALL SHEATHING w/8d COMMON Sop S ILS
WIRE NAILS @ 3" o.c. EDGES AND 6"o.c. FIELD. INSTALL
SOLID BLOCKING AT ALL HORIZONTAL JOINTS, t)A 1,4 G:- A 1,
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The Engineer certifies that these Wind Load Calculations have been reviewed and finds the wind 3/Z.0/0)'s
load values, connector specifications and material specifications shown hereon to be in SCALE
compliance with the SBCCI Standard building Code 1994, Chapter 16, Section 1606 for this il
.1AF
specific residential structure. Be advised that these codes preclude that all exterior window and -i JOBNO.
door openings are secured and protected for the duration of a wind storm condition. E-0 0.30
SHEET
Note: The Engineer does not certify, nor assume responsibility, for the structural credibility of any
pre-engineered and manufactured structural building components or roof/floor truss systems
A
including required connectors(factory or field installed)which are intrinsically associated parts of
the components or truss systems.
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NAIL ALL�1/2"CDX PLYWOOD ROOF SHEATHING"w/8d
COMMON WIRE NAILS @ 6*o.c. EDGES AND 6"o.c.
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MAR 2 4 1998 yp
city of Atlantic Beach
Building and Zoning LVL 2>irAM
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