1258 Beach Ave Raise foundation 2011 { 1
W/CONIC.010/SLAB
0 WWF OR
0 (00 I FIBERMESH )
6 MIL. VAPOR BARRIER
FINISH GRADE g g
ELEVOF 067 a ° . °
° � f
•, �lli� �_ � 1!L QQ
4 ° 'J�JL COMPACTED, POISONED FILL
5
NEW 4" CONCRETE SLAB W/ 10/10 WWM ,
1 OR FIBERMESH OVER 6- VAPOR BARRIER
OVER COMPACTED FILL 1,_0
" 2-#5 BARS CONT.
5'_10' 41-0#
NEW CONCRETE MONO SLAB AND FOOTING TYPICAL MONO FOOTING SECTION
(SEE DETAIL)
- -�----- --I- ---�
I
I
5'-4"
I
TOP OF SLAB
ELEV - 0.67 I I ,_ " CONNECT 4 X 4 SILL TO PIER W SIMPSON META14 s
,
I 1.------------ 1 $ Q / CONNECT 4 X 4 SIL TO PIER W/ SIMPSON META14 `
.J �--� 1 W/ (9) 16d NAILS, MIN. EMBED. - 4" yy 4
' / (9) 16d NAILS, {AIN. EMBED. - 4"
r TOP OF PIER TOP OF PIER !¢ `
- ❑ � �C� ❑
I ❑ ❑ I 1 ELEV - 2.67 } ELEV - 2.67
k:
TOP OF FOOTING 1 I 1 J INSTALL (2) #5 VERTICAL REBAR JA
e
� r-------� 1 I INSTAL (2) #5 VERTICAL REBAR °
ELE - 0.00 i ; i ❑ �`�� ° #c
» » 8" X8" X16" CMU
1 j j 8 X 8 X 16 CMU :>
I I j ALL CELLS FILLED SOLID
ASL CELLS FILLED SOLID
1 I I s•
1 1 32" MAX.
I I I I OPTIONAL: OPTIONAL: '
j THE CONTRACTOR MAY INSTALL 32" MAX. THE CONTRACTOR MAY INSTALL
THE #5 VERTICAL REBAR BY DRILLING ° THE #5 VER* REBAR BY DRILLING
❑ ; i ❑ I AND EPDXY W/ MINIMUM EMBED. - 6" AND EPDXY W/ MINIMUM EMBED. - 6"
INTO FOOTING USING SIMPSON EPDXY-TIE INTO FOOTING USING SIMPSON EPDXY-TIE
I 1
1 I
13'-5" c as
1 � I
TFOOTING _ iii=
❑ ; ❑ , ELEVOF Dai _ v - TOP OF 0OOOOTPNG
I I-
Q I
1 1 1 1 ate.
I 1 ,4
j j I (3) #5 REBAR (2) #5 REBAR
1 ❑ --------4-- ----------------------- 1 _ 30" X 30" EACH WAY 24r CONTINUOUS
- 1 " I- 1 . _71-DET-
Ell j
•
I
-----------------------------------
EXTERIOR PIER AND FOOTING DETAIL
1 INTERIOR PIER AND PAD DETAIL
1 I
n.
I I
1 -
1 i EW EXTERIOR PIER & FOO NG TYP. 1 1 1
(SEE DETAIL)
1 1
1 r 1 ❑" 1 ❑' i_ r i- r w
11 0 18 1 GENERAL NOTES. :; _�- ... .z
t-
..,..
1 1 i 1 i ❑ i ❑ 1.) CODES USEQ: 2007 FLORIDA BUILDING CODE, ACI AND ASCE-7. ALL LATEST EDI S USED
2.) ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE .CODES AND AUTHORITIES
NEW 22
NEW 1JG W�(2)C NI Ci r( HAVING JURISDICTION OVER THE WORK.
FOO1 NEW INTERIOR ; ; i 3.) CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO COMMENCEMENT OF CONSTRUCTION.
1 PAD & PIER TYP.
(SEE DETAIL) 1 ❑
❑ 1 ❑ I O , 4.) DETAILS FOUND WITHIN THESE DRAWINGS SHALL ASSUMED TO BE TYPICAL DETAILS FOR THIS JOB ONLY. DETAILS SHALL
❑ ; i ; GOVERN CONSTRUCTION FOR THIS JOB UNLESS NOTED OTHERWISE ON THE PLANS. ?s:
21_Qr 5.) THE FOUNDATION HAS BEEN DESIGNED ASSUMING 2,000 PSF SOIL BEARING CAPACITY. IT SHALL BE THE CONTRACTOR'S_ RESPONSIBILITY 1. THE ALL CONSTRUCTION SHALL BE PERFORMED IN STRICT ACCORDANCE WITH FBC 2007
3�_7• TO EMPLOY THE SERVICES OF A LICENSED GEOTECHNICAL FIRM TO VERIFY A MINIMUM SOIL BEARING CAPACITY USED A D NEWEST REVISIONS AS WELL AS ALL APPLICABLE LOCAL BUILDING CODES.
I L--------------------- -------------`-------- I IN THIS FOUNDATION DESIGN OF 2,000 PSF. 4
D 1 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR EMPLOYING THE
❑ 0O r � U. 1 CAST IN PLACE CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI ® 28 DAYS SERVICES OF A LICENSED GEOTECHNICAL ENGINEER TO PERFORM TESTS
1 1 _---__� CONCRETE MASONRY UNITS: SHALL BE HOLLOW UNIT MASONRY IN ACCORDANCE WITH ASTM C90 AND SHALL HAVE A MINIMUM A REQUIRED TO VERIFY MINIMUM SOIL BEARING CAPACITY OF 1500 PSF.
9'-9r 9'-9' I NET AREA COMPRESSIVE STRENGTH OF 1900 PSI WHEN USING TYPE M OR S MORTAR (ASTM C270) 3.) THIS DESIGN HAS BEEN PERFORMED CONSIDERING DEAD LOADS, LIVE LOADS
IN ACCORDANCE W/ ACI 530, THE 1900 PSI BLOCK IN COMBINATION W/ TYPE M OR S MORTAR PROVIDES A DESIGN COMPRESSIVE AN WIND LOADS ONLY.
STRENGTH OF 1500 PSI.
.>
4. THIS DESIGN IS FOR THE FOUNDATION ONLY. THE STRUCTURAL INTERGRITY
19,_6, ALL REINFORCING SHALL BE HELD SECURLY IN POSITION WITH STANDARD ACCESSORIES IN CONFORMANCE W/ CRSI MANUAL OF
Of THE EXISTING STRUCTURE TO BE RELOCATED HAS NOT BEEN ANALYIZED.
STANDARD PRACTICE AND ACI 315 DURING PLACEMENT OF CONCRETE.
5.� IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO INSURE THAT THE FINISHED r
UNLESS OTHERWISE NOTED, SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE AS FOLLOWS: F1.00R ELEVATION IS ABOVE THE 100-YR FLOOD ELEVATION.
WELDED WIRE FABRIC WIRE SPACING PLUS 6"
REINFORCING:BARS 40 BAR DIAMETERS 6. FOUNDATION SHALL BE CONSTRUCTED ON LEVEL GRADE.
ALL REINFORCING STEEL SHALL CONFORM TO A615, GRADE 60.
MINIMUM COVER SHALL BE AS FOLLOWS: -
FOOTINGS: 3"
SLABS AND WALLS (EXPOSED TO EARTH, LIQUID OR WEATHER) 2" #'
PEDESTALS AND COLUMNS: 2"
0 I ' �I D �� I 0 PLAN
SLAB AND WALLS (NOT EXPOSED TO EARTH, LIQUID OR WEATHER): 3/4"
`J ' `I SLABS ON GRADE: 2" FROM TOP
SCALE 1/4 1' ALL HOOKS IN REINFORCING BARS SHALL BE AN ACI STANDARD HOOK. (/
DESIGN LOADs: F 0 U N D A TI O N DESIGN CRITERIA
ROOF: L.L. - 20 PSF, D.L. = 10 PSF = TL - 30 PSF '
I
BUILDING LOADS: IST FLOOR = LL - 40 PSF; DL - 10 PSF = TL - 50 PSF 1 . ND SPEED (mph) 120
TOTAL LOAD (LL + DL) = 80 PSF 2. IP PORTANCE FACTOR 1 .0 C..�
UPLIFT WIND LOADS: 3. ILDING CATEGORY II J
,. ,. 4. E POSURE CATEGORY C
DESIGN WINDLOAD: 120 MPH EXP. C S.m..
ASSUME END ZONES 3'; ROOF PITCH - 10% 5. I TERNAL PRESSURE +/- 0.18 F
UPLIFT WINDWARD OVERHANG + WINDWARD END ZONE + LEEWARD ENDZONE + 6. CMP. Bc CLAD. PRESSURE 31 .41 -42.0
WINDWARD INTERIOR ZONE + LEEWARD INTERIOR ZONE
UPLIFT = (1.5 X 34.17) (-46.5) + (3 X 34.17)(-33.15) + (3 X 34.17)(-20.33) + U `'
(6 X 18.08)(-23.11) + (6 X 18.08)(-15.61) = -12,066#
UPLIFT RESISTED BY PERIMETER FOOTING: 12,066#/171 L.F. = 133 PLF M E E S FBC 2007 CHAPTER 16 AND ASCE 7 o
z
FOOTING' WEIGHT = 1' X 2' X 150#/C.F. = 300 PLF > 133 PLF OK zo
A
s FOUNDATION PLANS d DESIGNEDp BY: p PROJECT N° DRAWING: A g z
OF Q I v .J . B . FOUNDATION\DUSH O o �
ANCHOR E b DRAWN BY: FIELD BOOK Na PAGES) pCi
'P
<1A
RESIDENTIAL , BUILDING O I _ � wad
ICHOR OF FLORIDA /NC. FOR D R .�J . e . SCALE: D
DUSH RESIDENCE Q �a
GINEERING CIVIL ENGINEERING 1258 BEACH AVENUE, ATLANTIC BEACH, FLORIDA 0 PR FESSIONAL ENGINEER: 1 /4 = 1 U
R ALD J, BONGIOVANNI
OF FLORIDA, INC. FOR 0 LORIDA P.E. #24255 DATE:
4040-11 ST. JOHNS A VENUE JACKSONVILLE, FLORIDA 32205 (904) 388-1259 H Y G E M A HOUSE MOVERS NO DATE REVISION BY AUTH. # 5143 12/3/10