1057 BEACH AVE - REVISION 6-20-17 DRAWINGS 0
1 ATLANTIC BEACH RESIDENTIAL COVER SHEET
STRUCTURAL ENGINEERING - DECK FOUNDATION PLAN
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 00 THEIR WORK IN CONFORMANCE WITH ALL
. DESIGN CODES: APPLICABLE CODES AND REGULATIONS.
2014 FLORIDA BUILDING CODE (FBC) - RESIDENTIAL. EXISTING, ASCE MAXIMUM HEIGHT OF STRUCTURE (FT) 13 B. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE
7-10, 2014 NDS, ACI, ATIC, AWPA, APA, ICC 600-08 PRIOR TO COMMENCING WORK. I
NUMBER OF STORIES 1 C. CONTRACTOR SHALL SUPPLY, LOCATE, AND BUILD INTO THE WORK ALL INSERTS, �
•
OCCUPANCY- RESIDENTIAL GROUP R-3 (ONE- AN) TWO-FAMILY DWELLINGS) ANCHORS, ANGLES, PLATES, OPENINGS, SLEEVES, HANGERS, SLAB DEPRESSIONS, AND PITCHES w W
AS MAY BE REQUIRED TO ATTACH AND ACCOMMODATE OTHER WORK.
• DESIGN LOADS: D. THESE DOCUMENTS, AS INSTRUMENTS OF SERVICE, ARE THE PROPERTY OF THE ENGINEER w LL
OF RECORD AND MAY NOT BE USED OR REPRODUCED WITHOUT EXPRESSED WRITTEN CONSENT o $�
ROOF TRUSS: BY THE ENGINEER OF RECORD. y= ��
LL 20 PSF TOP CHORD TYPE OF CONSTRUCTION E. ALL DETAILS SHALL BE IN ACCORDANCE WITH INSTRUCTIONS FROM MANUFACTURER OR ,tsa .gtt
LL 0 PSF BOTTOM CHORD DESIGNER. t fs
DL 7 PSF TOP CHORD
F. THE OWNER SHALL PROVIDE CONTRACTOR WITH A SOIL INVESTIGATION REPORT AND `�� • j�o
• TYPE V-B J ••' -•
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DL 10 PSF BOTTOM CHORD ANALYSIS. ALL REQUIREMENTS FOR SITE PREPARATION AND SOIL COMPACTION SPECIFIED IN ,�� �• •• .•�A_
THE SOIL REPORT SHALL BE FOLLOWED UNLESS ADDITIONAL MORE STRINGENT REQUIREMENTS
ROOF CONVENTIONAL FRAMING: • UNPROTECTED ARE SPECIFIED. NOTIFY ENGINEER OF RECORD IF FOUNDATION CONDITIONS ENCOUNTERED `r�:g •'�
LL 20 PGE RAFTERS DIFFER FROM SOIL EXPLORATION INFORMATION MADE AVAILABLE TO THE CONTRACTOR. • �� 6 •Z"
• •'�
LL 20 PSF CEILING JOISTS UNSPRINKLERED •G. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND-40* ;W Q;•ul
SEQUENCE TO ENSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT PARTS DURING S co•(3 •J
DL 10 PSF RAFTERS r
DL 10 PSF CEILING JOISTS ERECTION. O:Z
H. CONTRACTORS SHALL BE RESPONSIBLE FOR ALL TEMPORARY BRACING THAT IS REQUIRED •.�
DL 30 PSF ATTICS WITH STORAGE DURING CONSTRUCTION TO KEEP STRUCTURE SAFE AND PLUMB UNTIL THE ENTIRE STRUCTURE r�� V•�O
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. • •••• •. .-* ,%
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LEL 40 PSF TOP CHORD R�r! iSlO� // K. SUBMITTJ. DO NOT ALS FOR THISALE. USE DPROJECTT ARE IMENSIONS FROM
ONLYRFORAL P GENERAL CONFORMANCE WITH ,LAN. ,'�� *
LL 0 PSF BOTTOM CHORD �. pOd 4- THE DESIGN CONCEPT AND GENERAL COMPLIANCE WITH THE INFORMATION GIVEN IN THE �N�l �4
DL 10 PSF TOP CHORD BP# ` CONTRACT DOCUMENTS. IT SHALL NOT INCLUDE REVIEW OF QUANTITIES, DIMENSIONS, WEIGHTS
DL 5 PSF BOTTOM CHORD
DATE_ _� Z� ��- NTHOR OTHER TRADES OR CONAUGES, FABRICATION STRUCTION CONSTRUCTION
CAIJTIONSMETHODS�ALL OFDIWH CH�ARE THE SOLE
OF THE K
FLOOD ZONE: XSI��Ep�r RESPONSIBILITY OF THE CONTRACTOR. REVIEW OF A SPECIFIC ITEM SHALL NOT INDICATE
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 o
NOTED BY THE CONTRACTOR.
2.0 MATERIAL SPECIFICATIONS
CAST-IN-PLACE CONCRETE: SHALL HAVE A MINIMUM DESIGN COMPRESSIVE STRENGTH (F'C) O
OF 2500 PSI AT 28 DAYS UNLESS NOTED OTHERWISE. ALL FOOTINGS SHALL HAVE A MINIMUM
WIND ZONE INFORMATION COMPONENTS & CLADDING PRESSURES DESIGN COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS. ALL CONCRETE OPERATIONS, w U)
INCLUDING BUT NOT LIMITED TO MIX DESIGN, MIXING, TRANSPORTING, PLACING, REINFORCING 2 0:
DETAILING AND PLACING, CURING, AND TESTING SHALL BE DONE IN ACCORDANCE WITH THE 0
REQUIREMENTS AND APPLICATION OF ACI 301-05, " SPECIFICATIONS FOR STRUCTURAL j
NOTE: THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH, CONCRETE FOR BUILDINGS". L+J m
AND MEETS THE REQUIREMENTS OF SECTION 1609 OF THE 2014 CONCRETE MASONRY UNITS: SHALL BE HOLLOW UNIT MASONRY IN ACCORDANCE WITH ASTM C > O
EDITION OF THE FLORIDA BUILDING CODEWIND ZONE INFORMATION FBC 2014 90-08 "HOLLOW LOAD-BEARING CONCRETE MASONRY UNITS' AND SHALL HAVE A MINIMUM 0 d
THIS BUILDING IS LOCATED IN THE WIND BORNE DEBRIS REGION COMPONENTSCLADDING U NET AREA COMPRESSIVE STRENGTH OF 2000 PSI WHEN USING TYPE M OR S MORTAR (ASTM C
270-08). IN ACCORDANCE WITH ACI 530-08 "BUILDING CODE REQUIREMENTS AND
PS 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 I - GROUT. SHALL BE IN ACCORDANCE WITH ASTM C 476-08 AND SHALL HAVE A MAXIMUM 0
0-20 sf 28.0 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 WAND 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 O
WITH ASTM C 1019-09. m-�
51-100af 25.0 27.4 25.0 30.s REINFORCING STEEL: SHALL BE IN ACCORDANCE WITH ASTM A615-O8 MINIMUM GRADE 40, Z I`
NOMINAL DESIGN WIND SPEED (MPH - Vasd) 101 W
> 100 sf 21.9 24.4 21.9 24.4 AND CONFORMING TO ACI 301-05, ACI 315 (-MANUAL OF CONCRETE PRACTICE"), ACI 318-08 U Q m
BUILDING RISK CATEGORY II ("BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"), AND CRSI MANUAL OF
STANDARD PRACTICE, 2009. o um
• WIND EXPOSURE CATEGORY D ANCHORING ADHESIVE: SHALL BE ONE OF THE FOLLOWING PRODUCTS (DUAL CARTRIDGE N
DIMENSION OF END ZONE IN FT. 4,0 W 6 U
• INTERNAL PRESSURE COEFFICIENT GCpI (+/-) 0.18 END ZONE IS LOCATED AT BUILDING CORNERS INSTALLATION ONLY): jr m Z
SIMPSON STRONG-TIE CO., PRODUCT: SET-XP (CONCRETE, SOLID MASONRY) �r g
SIMPSON STRONG-TIE CO., PRODUCT: AT-XP (CONCRETE, SOLID MASONRY) O O t-
METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO MOISTURE SHALL BE a
GALVANIZED (ASTM A 153-05), Z-MAX, OR STAINLESS STEEL. METAL CONNECTORS IN ...,..
CONTACT WITH PRESSURE TREATED WOOD SHALL BE ZMAX UNO IN WET CONDITIONS AND CvL
STAINLESS STEEL IN COASTAL ENVIRONMENTS.
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METAL CONNECTORS NOTE.':
ALL METAL CONNECTORS SHALL
BE STAINLESS STEEL
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