Plans 1258 Beach Ave 2011 foundation repair 4" CONC. SLAB 03000 PSII
W/ 6X6 10/10 WWF ( OR IFIBERMESH )
6 MIL. VAPOR BARRIER
FINISH GRADE TOP OF SLAB
ELEV - 0.67
G"
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COMPACTED, POISONED FILL
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NEW 4" CONCRETE SLAB W 10 10 WWM
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OR FIBERMESH OVER 6- VAPOR BARRIER
OVER COMPACTED FILL -O
2-#5 BARS CONT
�5'-10" 4'-0'�
NEW CONCRETE MONO SLAB AND FOOTING TYPICAL MONO FOOTING SECTION
(SEE DETAIL)
5'-4" I 1
OFVOF SLAB �1
0 7 I 1 8'-01 CONNECT 4 X 4}SILL TO PIER W/ SIMPSON META14
L------------�-� I W/ (9) 18d NPA(LS, MIN. EMBED. - 4" CONNECT 4 % 4 SIL TO PIER W/ SIMPSON META14
r I I 77 pp Eg W/ (9) 18d NAILS, IN. EMBED. - 4"
1 E�EVOF 267 j 0p OF PIER
• ❑ , , ELEV 2.67
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TOP 0 FOOTING 1 1 1 INS1Gt�LL (2) rr5 VERTCAL REBAR ° INSTAL (2) �'5 VERTICAL REBAR °
ELE 0.00
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I I I 1 8" X B" X 1 ' CMU
I I I 1 I
ANLL CELLS FILLEDDSOLI
D8" X 8" IL 16, CMU
Al CELLS FILLED
SOLID
1 I OPTIONAL: 32" MAX. OPTIONAL:
I I THE CONTR TOR MAY INSTALL 32" MAX.
1 1 I I THE #5 VE ° ' THE y5 VER AL REBAR BY DRILLING
1 1 1 ❑' I AND EPDXY W/ MINIMUM EMBED - B` THE CONTRA OR MAY INSTALL
I
E AND EPDXY MINIMUM EMBED. - 8"
I1 _1 INTO FOOTIICLG USING SIMPSON EPDXY-TIE - INTO FOOTIN USING SIMPSON EPDXY-TIE
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1 i i 13'-5'
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1 1 1 0 OF F00 ING -� -I I- TOP OF F00T G -
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1 , 1 ELEV 0.00 �� EV
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(3) /5 REBAR (2) /15 REBAR
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1 1 O `_--------I-- ----------'• _---------, 30' X 30' EACH WAY 24, CONTINUOUS
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EXTERIOR PIER AND FOOTING DETAIL
1 i i -- ----------- ----------------- ❑ 1
1 L- INTERIOR PIER AND PAD DETAIL
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1 ❑. , 1 ,
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1 I ❑ I ,
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1 1 1
1 1
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(EW EXTERIOR PIER & F00 NG TYP.
SEE DETAIL
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1 Il 0 18 1 GENERAL NOTE`S >i 1. CODES USE14 2007 FLORIDA BUILDING CODE, ACI AND A E- ACL LA L
' 1 � . ) 1 1 1 2. ALL DESIGIRI, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE CODES AND AUTHORITIES
1
1 x I I 1 ) HAVING JURISDICTION OVER THE WORK.
1 i FOOTING W 2 C CCONTI 1
1 NEW INTERIOR 1 1
1 PAD & PIER TYP• 1 1 1 3.) CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO COMMENCEMENT OF CONSTRUCTION.
1 (SEE DETAIL)
❑ 1 1 ❑ I 4.) DETAILS FOUND WITHIN THESE DRAWINGS SHALL ASSUMED TO BE TYPICAL DETAILS FOR THIS JOB ONLY. DETAILS SHALL
1 1 1 1 GOVERN O0.14STRUCTION FOR THIS JOB UNLESS NOTED OTHERWISE ON THE PLANS.
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1 5.) THE FOUNDATION HAS BEEN DESIGNED ASSUMING 2,000 PSF SOIL BEARING CAPACITY. IT SHALL BE THE CONTRACTOR'S RE SpONSIBILITY 1.1 THE ALL CONSTRUCTION SHALL 8E PERFORMED IN STRICT ACCORDANCE VAITH FBC 2007
1 1 , 3'_7• TO EMPLOY THE SERVICES OF A LICENSED GEOTECHNICAL FIRM TO VERIFY A MINIMUM SOIL BEARING CAPACITY USED - At�D NEWEST REVISIONS AS WELL AS ALL APPLICABLE LOCAL BUILDING CODE'S•
❑ L--------------------- ----------- ----------" ❑ i IN THIS FOkUNDATION DESIGN OF 2,000 PSF.
(] OO • O ❑ ❑ ' 2R THE CONTRACTOR SHALL BE RESPONSIBLE FOR EMPLOYING THE
CAST IN PLACE CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI 0 28 DAYS S RVICES OF A LICENSED GEOTECHNICAL ENGINEER TO PERFORM TESTS
--------------------------------------- CONCRETE MASONRY UNITS: SHALL BE HOLLOW UNIT MASONRY IN ACCORDANCE WITH ASTM C90 AND SHALL HAVE A MINIM"M A REQUIRED TO VERIFY MINIMUM SOIL BEARING CAPACITY OF 1500 PSF.
9'-91 9'-9` NET AREA OOMPRESSIVE STRENGTH OF 1900 PSI WHEN USING TYPE M OR S MORTAR (ASTM C270)
IN ACCORDANNCE W/ ACI 530, THE 1900 PSI BLOCK IN COMBINATION W/ TYPE M OR S MORTAR PROVIDES A DESIGN COMPRfESSIVE 3.)I THIS DESIGN HAS BEEN PERFORMED CONSIDERING DEAD LOADS, LIVE LOAIDS
STRENGTH OF 1500 PSI. ANO WIND LOADS ONLY.
I 4.) THIS DESIGN IS FOR THE FOUNDATION ONLY. THE STRUCTURAL INTERGRI'ITY
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 THAI THE FINISHED
UNLESS OTWRWISE NOTED, SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE AS FOLLOWS: FLOOR ELEVATION IS ABOVE THE 100-YR FLOOD ELEVATION.
WELDED WIRjf FABRIC WIRE SPACING PLUS 6"
REINFORCIN<6;BARS 40 BAR DIAMETERS 6.i FOUNDATION SHALL BE CONSTRUCTED ON LEVEL GRADE.
ALL REINFORCING STEEL SHALL CONFORM TO A615, GRADE 60.
MINIMUM COVER SHALL BE AS FOLLOWS:
FOOTINGS:
SLABS AND WALLS (EXPOSED TO EARTH, LIQUID OR WEATHER) 2"
PEDESTALS AND COLUMNS: 2"
FOUNDATION PLAN SLAB AND WALLS (NOT EXPOSED TO EARTH, LIQUID OR WEATHER): 3/4"
SLABS ON GRADE: 2" FROM TOP
V
SCALE 1/4"= 1' ALL HOOKS !IN REINFORCING BARS SHALL BE AN ACI STANDARD HOOK. I
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DESIGN .LOADS:
FOUNDATION DESIGN CRITERIA
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ROOF: LLL - 20 PSF, D.L. = 10 PSF = TL - 30 PSF
BUILDINkC LOADS: IST FLOOR = LL - 40 PSF; DL - 10 PSF = TL - 50 PSF 1 . ND SPEED (mph) 120
TOTAL LLOAD (LL + DL) = 80 PSF
2. It PORTANCE FACTOR 1 :0
UPLIFT
WIND LOADS: 3. B ILDING CATEGORY II
DESIGNI WINDLOAD: 120 MPH EXP. "C" 4. E POSURE CATEGORY C
ASSUME END ZONES = 3; ROOF PITCH - 10% 5. I TERNAL PRESSURE /- 0.18
UPLIFT = WINDWARD OVERHANG + WINDWARD END ZONE + LEEWARD ENDZONE +
WINDW*RD INTERIOR ZONE + LEEWARD INTERIOR ZONE 6. C MP. & CLAD. PRESSURE 31 .41 -42.0
UPLIFT = (1.5 X 34.17) (-46.5) + (3 X 34.17)(-33.15) + (3 X 34.17)(-20.33) + j
(6 X 1193.08)(-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 F6 C 2007 CHAPTER 16 AND ASCE 7
FOOTIW WEIGHT = 1' X 2' X 150#/C.F. = 300 PLF > 133 PLF OK a
U C:
FOUNDATION PLANS 0 DESIGNED BY: PROJECT NO DRAWING:
OF p R .J . B . FOUNDATION\DUSH
ANCHOR ENGINEERING RESIDENTIAL BUILDING O
ly DRAWN BY: FIELD BOOK NO ; PAGE(SS) C �
tNGBN�EERING
R OF FLORIDA, INC. Fo>I R .J . B . = F D A
DUSH RESIDENCEOF II�E1, INC. CIVIL ENGINEERING 1258 BEACH AVENUE, ATLANTIC BEACH, FLORIDA Q PROFESSIONAL ENGINEER: SC1LE: ^ �� = 1 G
FOR 0 R LOR DA P.E..ALD J. N#204255 I DATE: `t
A1000-111 ST. JOHNS AVENUE JACKSONVILLE, FLORIDA 32205 (904) 388-1259 H Y G E M A HOUSE MOVERS NQ DATE REVISION BY � AUTH. # 5143 12 3/ 10