1057 BEACH AVE - REVISION 71817 CITY OF ATLANTIC BEACH
z�s 800 Seminole Road
r, Atlantic Beach,Florida 32233
y =, Telephone(904)247-5800
FAX(904)247-5845
REVISION REQUEST SHEET OR
CORRECTIONS TO REVIEW COMMENT
Date: Received by: Resubmitted:
Permit Number: So i-7 P 00 4-
Original Plans Examiner: Project Name:
Project Address: ( - qiyNsv
Contractor: Vvsaro ContactName: t _
Contact Phone : Qa4 g q 1 Contact e-mail: I/tc
Revision/Plan Check/Permit Fee (s) Due: $ ,S'O.0 0
Description of Proposed Revision to Existing Permit:
Additional Increase in Building Value: $ Additional S.F.
Site Plan Revised: Public W/U Approval:
By signing below. I(print name) affirm that the above revision
is inclusive of the proposed changes.
Signature of Contractor/Agent(Contractor must sign if increase in valuation) Date
rr��
Office Use Only
Date: 72 - P G1'17 _ Approved: Rejected: Notified by:
Plan Review Comments:
C o tra c o 4 01 Lek - a job cci f y a Pay -P p-Q
ent review required Yes o
'Iding
Planning`&Zoning
Tree Administrator ans Examiner
Public Works
Public Utilities 2 Y f<
Public Safety
Fire Services Date Created 4/13/16 Rev.3
0
ATLANTIC BEACH RESIDENTIAL COVER SHEET
STRUCTURAL ENGINEERING - DECK JOIST ATTACHMENT
1.0 GENERAL NOTES
A. IT IS THE INTENT OF THE ENGINEER OF RECORD THAT HIS WORK BE IN CONFORMANCE
WITH ALL REQUIREMENTS OF THE AUTHORITIES HAVING JURISDICTION OVER THIS TYPE OF
CONSTRUCTION AND OCCUPANCY. ALL CONTRACTORS ARE RESPONSIBLE FOR THE MEANS AND
DESIGN SPECIFICATIONS STRUCTURE HEIGHT & NO. OF STORIES METHODS OF CONSTRUCTING AND SHALL DO THEIR WORK IN CONFORMANCE WITH ALL
. DESIGN CODES: APPLICABLE CODES AND REGULATIONS.
MAXIMUM HEIGHT OF
2014 FLORIDA BUILDING CODE (FBC) - RESIDENTIAL, E STING, ASCE STRUCTURE (FT) 13 B. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE
PRIOR TO
7-10, 2014 NDS, ACI, ATIC, AWPA, APA, ICC 600-08 WORK. Y
' NUMBER OF STORIES 1 C. CONTNT COMMENCINGRACTOR SHALL SUPPLY, LOCATE, AND BUILD INTO THE WORK ALL INSERTS,
ANCHORS, ANGLES, PLATES, OPENINGS, SLEEVES, HANGERS, SLAB DEPRESSIONS, AND PITCHES
OCCUPANCY: RESIDENTIAL GROUP R-3 (ONE— AND —FAMILY DWELLINGS) ANCHORS,
MAY BE REWIRED TO ATTACH AND ACCOMMODATE OTHER WORK. GWg
• DESIGN LOADS: D. THESE DOCUMENTS, AS INSTRUMENTS OF SERVICE, ARE THE PROPERTY OF THE ENGINEER WIN
I N
OF RECORD AND MAY NOT BE USED OR REPRODUCED WITHOUT EXPRESSED WRITTEN CONSENT
ROOF TRUSS: BY THE ENGINEER OF RECORD.
LLL
L 200 PSF PSF TOP CHORHORD TYPE OF CONSTRUCTION E. ALER.ETAILS SHALL BE IN ACCORDANCE WITH INSTRUCTIONS FROM MANUFACTURER OR ^�g
DL 7 PSF TOP CHORD TYPE V—B F. THE OWNER SHALL PROVIDE CONTRACTOR WITH A SOIL INVESTIGATION REPORT AND
DL 10 PSF BOTTOM CHORD ANALYSIS. ALL REQUIREMENTS FOR SITE PREPARATION AND SOIL COMPACTION SPECIFIED IN
• UNPROTECTED THE SOIL REPORT SHALL BE FOLLOWED UNLESS ADDITIONAL MORE STRINGENT REQUIREMENTS
ROOF CONVENTIONAL FRAMING: ARE SPECIFIED. NOTIFY ENGINEER OF RECORD IF FOUNDATION CONDITIONS ENCOUNTERED
LL 20 PSF RAFTERS DIFFER FROM SOIL EXPLORATION INFORMATION MADE AVAILABLE TO THE CONTRACTOR.
LL 20 PSF CEILING JOISTS UNSPRINKLERED G. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND
DL 10 PSF RAFTERS SEQUENCE TO ENSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT PARTS DURING >T
DL 10 PSF CEILING JOISTS ERECTION. I
H. CONTRACTORS SHALL BE RESPONSIBLE FOR ALL TEMPORARY BRACING THAT IS REQUIRED le
DL 30 PSF ATTICS WITH STORAGESCE COPY DURING CONSTRUCTION TO KEEP STRUCTURE SAFE AND PLUMB UNTIL THE ENTIRE STRUCTURE ie
OFF DL 10 PSF ATTICS W/O STORAGE IS IN PLACE. BRACING SHOWN ON STRUCTURAL PLANS IS FOR COMPLETED STRUCTURE ONLY.
1. DESIGN IS VOID AFTER ONE YEAR FROM ORIGINAL DATE.
FLOORS: J. DO NOT SCALE. USE DIMENSIONS FROM ARCHITECTURAL PLAN.
LL 40 PSF TOP CHORD K. SUBMITTALS FOR THIS PROJECT ARE REVIEWED ONLY FOR GENERAL CONFORMANCE WITH
LL 0 PSF BOTTOM CHORD THE DESIGN CONCEPT AND GENERAL COMPLIANCE WITH THE INFORMATION GIVEN IN THE
DL 10 PSF TOP CHORD CONTRACT DOCUMENTS. IT SHALL NOT INCLUDE REVIEW OF QUANTITIES, DIMENSIONS, WEIGHTS
DL 5 PSF BOTTOM CHORD REVISION OR GAUGES, FABRICATION PROCESSES, CONSTRUCTION METHODS, COORDINATION OF THE WORK
HATH OTHER TRADES, OR CONSTRUCTION SAFETY PRECAUTIONS, ALL OF WHICH ARE THE SOLE
FLOOD ZONE: XRESPONSIBILITY OF THE CONTRACTOR. REVIEW OF A SPECIFIC ITEM SHALL NOT INDICATE
BP# E S 000 y ACCEPTANCE OF AN ASSEMBLY OF WHICH THE ITEM IS A COMPONENT. THE ENGINEER SHALL Q
NOT BE RESPONSIBLE FOR ANY DEVIATIONS FROM THE CONTRACT DOCUMENTS NOT CLEARLY 0
DATE_Z/ l�z_ NOTED BY THE CONTRACTOR. 0:
SIGNED 2.0 MATERIAL SPECIFICATIONS
CAST—IN—PLACE CONCRETE: SHALL HAVE A MINIMUM DESIGN COMPRESSIVE STRENGTH (F'C) Q
OF 2500 PSI AT 28 DAYS UNLESS NOTED OTHERWISE. ALL FOOTINGS SHALL HAVE A MINIMUM
DESIGN COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS. ALL CONCRETE OPERATIONS, Ld cn
WIND ZONE INFORMATION COMPONENTS & CLADDING PRESSURES INCLUDING BUT NOT LIMITED TO MIX DESIGN, MIXING, TRANSPORTING, PLACING, REINFORCING z w
DETAILING AND PLACING, CURING, AND TESTING SHALL BE DONE IN ACCORDANCE WITH THE o
REQUIREMENTS AND APPLICATION OF ACI 301-05, " SPECIFICATIONS FOR STRUCTURAL w :D
NOTE: THIS STRUCTURE HAS BEEN DESIGNED IN ACCOR ANCE WITH, CONCRETE FOR BUILDINGS". W m
AND MEETS THE REQUIREMENTS OF SECTION 1609 OF lHE 2014 CONCRETE MASONRY UNITS: SHALL BE HOLLOW UNIT MASONRY IN ACCORDANCE WITH ASTM C > 0
EDITION OF THE FLORIDA BUILDING CODE WIND ZONE INFORMATION FBC 2014 90-08 "HOLLOW LOAD—BEARING CONCRETE MASONRY UNITS' AND SHALL HAVE A MINIMUM U 0-
THIS
THIS BUILDING IS LOCATED IN THE WIND BORNE DEBRIS REGION NET AREA COMPRESSIVE STRENGTH OF 2000 PSI WHEN USING TYPE M OR S MORTAR (ASTM C
COMPONENTS do CLADDING PRESSURES 270-08). IN ACCORDANCE NTH ACI 530-08 "BUILDING CODE REQUIREMENTS AND
_—
(PSF) SPECIFICATION FOR MASONRY STRUCTURES", THE 2000 PSI BLOCK IN COMBINATION WITH TYPE
SIZE INTERIOR ZONES END ZONES M OR S MORTAR PROVIDES A DESIGN COMPRESSIVE STRENGTH (F-M) OF 1500 PSI.
• BUILDING: ENCLOSED STRUCTURE GROUT: SHALL BE IN ACCORDANCE NTH ASTM C 476-08 AND SHALL HAVE A MAXIMUM Q
0-20 of 28.0 1 30.5 28.0 36.7 COARSE AGGREGATE SIZE OF 3/8" PLACED AT AN 8" TO 11" SLUMP AND HAVE A MINIMUM
• ULTIMATE DESIGN WIND SPEED (MPH — Vult) 130 21-50 of 26.3 28 8 26.3 33.1 SPECIFIED COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS WHEN TESTED IN ACCORDANCE W
WITH ASTM C 1019-09. =) —j
51-1009f 25.0 27.4 25.0 30.5 REINFORCING STEEL: SHALL BE IN ACCORDANCE WITH ASTM A615-08 MINIMUM GRADE 40, Z I`
• NOMINAL DESIGN WIND SPEED (MPH — Vasd) 101 W
> 100 of 21.9 24.4 21.9 24.4 AND CONFORMING TO ACI 301-05, ACI 315 ("MANUAL OF CONCRETE PRACTICE"), ACI 318-08 V Q
• BUILDING RISK CATEGORY II �011111111j1ll ("BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"). AND CRSI MANUAL OF w 009. _
D PRACTICE.
• WIND EXPOSURE CATEGORY D r- •vAN•L& -*e. ANCHORSTANDARNG ADHESIVE:2SHALL BE ONE OF THE FOLLOWING PRODUCTS (DUAL CARTRIDGE � m
DIMENSION OF END ZONE IN FT. 4.0 %% L •' 1,N S '•C I, w U
0 18 END ZONE IS LOCATED AT BUILDING 3 \G F •'9 1. INSTALLATION ONLY): m m-
INTERNAL PRESSURE COEFFICIENT GCpi (+/-) i�'V -� •••s • Z
9 SIMPSON STRONG-TIE CO., PRODUCT: SET-XP (CONCRETE, SOLID MASONRY) t`r
: 4$ SIMPSON STRONG-TIE CO., PRODUCT: AT-XP (CONCRETE, SOLID MASONRY) 0 0 g
-`• METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO MOISTURE SHALL BE
IZ- GALVANIZED (ASTM A 153-05), Z—MAX, OR STAINLESS STEEL. METAL CONNECTORS IN awur
W CONTACT WITH PRESSURE TREATED WOOD SHALL BE ZMAX LINO IN WET CONDITIONS AND DvL
• t!J`• STAINLESS STEEL IN COASTAL ENVIRONMENTS.
;• �� �,�: 07-14-17
i, ��• �C Ia �L?
,�I •"'•••s••• ••• � i, SCALE
sI O N A`
OML
' 170815
S1
45'-1'
0
10'-2" 10'-6" 10'-7" 8'-10"
NEW 16"x16"x10" EDGE OF
CONC FTG W/ (2) EXISTING
-,E E
--- #4 EA WAY TYP 1 FOOTING ({1
1 1 1 1 - 1 KW
____-___--___ _I
I I
�(2)#4 DOWELS 12"
W�O
LONG DRILL & 6x6 SYP2 PT POST
lel=FtCE COPY
EPDXY 4 TYP
W/ ABU66-SS TYP I 82 �
�a g<
FOUNDATION PLAN
,,,,ltl1/I1,111,,e,I
SCALE: NTS I VAN ���q'• i y
I METAL CONNECTORS NOTE: ag •s '-I �,
i ALL METAL CONNECTORS SHALL
BE STAINLESS STEEL Z �: of
o
JOISTS TO BEAM W/ LVL BEAM & SUPPORTS BY OTHERS 0 14
LUS210 STAINLESS STEEL
a
---- ------
- o
I I I I 1 1 I I I t I 1 I I I i I I 1 I I 1 I I I I 1 1 1 I J u-
i W
1 I I I I 1 1 I I 1 1 1 I I I I I I I I t I I I 1 1 I 1 1 I J
I I I I I 1 I 1 I 1 I I 1 I I i I I I 1 1 I 1 I 1 1 I 1 1 1
I I I f 1 1 I I 1 I I I
I I 1 I 1 1 I 1 1 I I I I I 1 I I I 1 1 I I I I I I I D 0
I I 1 I I I I I 1 I I JOI�TS Bj OTH4R$
1 I I I I 1 I I 1 1 1 I I I I I I 1 1 I 1 + I I I ! + I 1 I U
� m
I I + I I I I I I I 1 I I I I I I I t I I 1 I I I I I I I 1
I I i I 1 I I I I I I i + i I I 1 1 I I I I I I I I I I I 1 • to d
I I I I 1 I I i I I I I 1 I I I I I ► I I I I i I I I I 1 1
I I I i 1 I i I 1 I 1 I I i I 1 I I 1 I I I 1 i I I I I 1 I
I 1 I 1 I 1 I 1 I I I i I I I I I I I 1 i I I I 1 1
1 1 I ► I 1 I i I 1 I 1 I I 1 I I 1 I I I I I 1 I I
1 I I 1 i ► I 1 I I 1 I I I I 1 ► 1 I I I t I 1 I ► Ix
I I 1 I I ► 1 1 I I ! I I I I I 1 1 I I 1 I I 1 1 1 w 0
1 I I t t I 1 1 I I t I I I 1 I I I I I I 1 I 1 I 1 DLL.
I I 1 r II 1 1 1 1 1 1 1 I I 1 I I I I 1 I I I I I Z
- _- -- ---�--i-- w
-- - --�`-_ -- -- -- -- - -- -- - -- -- -- -- - --�`-- -- '-- --
tea =
---------- -- ----- ------------� Z v
ovm
JOISTS TO BEAM m Q
LVL TOP OF POST W/ LUS210 �;g
STRUCTURAL PLAN LVL BEAM BY OTHERS W/ (2) MSTA24 6x6 SYP2 PT POST STAINLESS STEEL qo?
SCALE: NTS SS TYP W/ ABU66-SS TYP o"
10'-2" 10'-6" 10'-7" 8'-10"
Lo 07-14-17
7r 7r w
SCME
WL
45'-1" 170815
sa 11