01-0468-008 Eusebio M. Mora
Architect Fla. Lic. # AR0011732
NELSON STUDS
WELDED TO
TOP PLATE
TOF8° I 0
EXISTING 8"x TIE BEAM COLUMN SCHEDULE F O OTING SC HED U LE PLATE DOWEL 4 EPDX Y GRO UT
"5 VERT.
1 " 5 PERT. IN GONG. FILLED 5L< 3-1 2" .Y EXISTING S" CONC. BLK WALL. BAR INTO EXIST.CONC.TIE BM.6"MIN.
0 O STEEL COL. I • I •
CELL FROM FTG. TO TB. TYP.
O IN
12" X 20" CONC.FOOTING W/ ./ TOP PLATE I NEW S" GONG BLK WALL.
O2 S��X12 MIN. GONG. COL. W/ C4) * 5 AO 2-05 CONT.
VERT. 4 *3 TIES AT 12" O/C TYP. 4 - 3/4"x4" '
NELSON STUDS
OS" x 8" CONC. STARTER COLUMN WELDED TO
W/ (2) " 5 VERTICALS. — TOP PLATE
EXISTING 8"CONC.BLK PROVIDE 1 •5
'- ' // NEW S"x S" CONC. STARTER COLUMN VE
® 16"xl6" CONC. BLOCK . W/ 4 " 5 iv 5b STEEL W/ 2 * 5 VERTICALS. RTICAL DOWEL 4 GROUT FILL EACH CELL
VERT. 4 *3 TIES AT 12" O/C TYP. 0 0 PLATE
0 0 3-1�/2" PI DRILL 3/4" 0 x 6" HOLES, REMOVE
SOIL STATEMENT STEEL COL. DUST 4 DEBRIS, POUR HIGH STRENGTH
EPDXY GROUT d INTRODUCE " 5 x 36"
A 8"X8" THICKENED EDGE TOP PLATE I LONG DowELS. I .. 9780 Southwest 16th Street
W/(U-S CONT. Miami, Florida 3 3 1 6 5
INSPECTION OF THE SITE INDICATES UNDISTURED 1-1/4' TYP
SAND ROCK WITH A BEARING CAPACITY OF 2,000 O = _ 5/8"xB"x8" I . (305) 2 2 9 - 6 8 6 0
BOT STEEL
THE ENGINEER SHALL PROVIDE A SIGN 4 O o o PLATE W/4-5/8"x8" _
SEALED LETTER ATTESTING THAT THE SITE PAS O 8" ANCORx BOLTS o 3" CLEAR I A GROUP
BEEN OBSERVED AND THE FOUNDATION AND
THE FOUNDATION CONDITIONS ARE SIMILAR t0 0 0 3-1/2" .6 L,
TH05E UPON WHICH THE DESIGN 15 BASED. � q �� STEEL COL.
7f EXIST. CONC. FOOTING NEW 12" X 20" CONC. FOOTING I:: T
BOT PLATE W/ (2) " 5 CONT, E
EXISTING 10"x 16" CONC.FTG C
D, DETAIL In A FOOTING CONNECTION DET. 1/277 DOWEL 4 EPDXY GROUT 05TCs VERT.MIN A
4
STL. COL ST-1 4 AT EXISTING TO NEW FTG ' '
DETAIL 3/4�
PROPOSED ADDITION C CONSULTING ENGINEERS
s-1 NEW GROUT FILLED CELL DETAIL Professional Engineer P.E. # 51576
- - - - - - - - - - - - - - - - - - E.B. CERT. #
O E] FM
13800 Southwest 8th Street
• • _ _ _ _ _ _ _ _ _ • • I Suite 121, Miami, Florida 33184
AD 0 0 O I I (305) 5 51 — 41 3 6
0 8" x 12" CONC. COL. W/ (4) *5
STRUCTURAL and GENERAL NOTES
VERTICALS 4 " 3 TIES 12" O.C.
t SOL STATEMENT I I (1) * 5 IN GROUT FILLED CELL � I D I M
M
A. V15UAL INSPECTION OF SOIL INDICATES UNDISTURBED SAND AND LIMEROCK WITH AN ALLOWABLE I + 10" x 16" CONC. FTG. W/ (2) " 5 CONT. I z
BEARING CAPACITY OF 3.0 KSP. AS PER NELCO TESTING LABORATORY. I I O I I ~ V)
4" CONC. SLAB W/ 6" x 6" 10/10
B. PROVIDED PROPERLY COMPACTED NON-ORGANIC FILL TO 95% MODIFIED PROCTOR I I W.W.M ON .006 MIL VAPOR BARRIER I
C. OTHER AREA FOOTINGS SHALL BEAR ON SAID UNDISTURBED SAND AND ROCK I I ON 95% COMP. FILL. I 411 w
2 CONCRETE: o fL Iw
A. COMPRESSIVE STRENGTH OF CONCRETE AY 28 DAYS NON- STRUCTURAL SLABS ON FILL 2500 P.S.I. ALL I O I D
OTHER CONCRETE 3000 P.S.I Q o
PROPOSED ADDITION
B. TESTS: A MINIMUM OF 6 CONCRETE SPECIMENS SHALL BE TAKEN FROM EACH 50 CU. YIDS. PORTION `V 0 I . , i 2 FFE 12.16" NGVD
THEREOF. SPECIMENS SHALL BE TESTED ACCORDING TO ASTM C-39. ONE AT 3 DAYS ONE AT 7 DAYS 0
AND THREE AT 29 DAYS a I
G. REINFORCING STEEL SHALL HAVE A MINIMUM CLEAR DOVER AS FOLLOWS: I 8" x 12" GONG- COL. W/ C4) * 5
' I I VERTICALS 4 " 3 TIES 12" O.C.
U CONCRETE POURED AGAINST THE EARTH - 3"
O Y
2) CONCRETE EXPOSED t0 EARTH OF WEATHER I (1) * 5 IN GROUT FILLED CALL
" 5 OR SMALLER - 1 1/2" I Q
" 6 OR LARGER - 2" I 10" x 16" CONC. FTG. W/ (2) " 5 CONT. :�i
w
o'
3) CONCRETE NOT IN CONTACT WITH THE GROUND A I
BEAMS AND COLUMNS - 1 I/2" 4 O
SLABS AND WALLS - 3/4" Z
3.REINFORCING STEEL- = I I O FOUNDATIOn BARS 2 " 5
0 EMBED 4 EPDXY GROUT 6"
A. REINFORCING BARS MUST CONFORM WITH ASTM A615 GRADE 60 +� I I 8" MIN. INTO EXISTING FOOTING.
x 8" STARTER CONC. COL.
B. WELDED WIRE FABRIC MUST CONFORM WITH A5TM A-185 AND MUST BE SUPPORTED ON SLAB BOLSTER I W/ (2) " 5 VERTICALS.
SPACED AT 36" MAXIMUM ON CENTER d v
C. FABRICATION AND DETAILING ACCORDING TO ACI 318-95 EXISTING RESIDENCE w ,l,{ II
FFE 12.16" NGVD -�, �°-„ CV
D. ALL ACCESSORIES MUST HAVE UPTURNED LEGS ANL: BE PLASTIC- DIPPED AFTER FABRICATION A C .0
4 MASONRY WALLS: 4 � L U_
4" U
A. ALL MASONRY SPOWN TO BE BEARING ON PLANS MUST BE ERECTED PRIOR TO THE STRUCTURE: FOUNDATION BARS 2 * 5 w ( E
ABOVE BEING ERECTED EMBED 4 EPDXY GROUT 6" Cd
LL
- B.MORTAR MUST CONFORM WITH ASTM MIN. INTO EXISTING FOOTING. E C2'10 TYPE M C2000 P.S.I.) 0
FOUNDATION BARS 2 " 5
C. HOLLOW CONCRETE MASONRY UNITS SHALL CONFORM WITH ASTM C90, GRADE N, TYPE 1,NORMAL EMBED 4 EPDXY GROUT 6" W
WEIGHT WITH Fm=1500 PSI MIN. INTO EXISTING FOOTING. 0 -i—+
Z
D.GROUT FOR FILLED CELLS, SHALL CONFORM TO ASTM 0416 WITH 2000 PSI STRENGTH AT 28 DAYS. 8" x 8" STARTER CONC. COL. A W 'C �
W/ (2) * 5 VERTICALS.
E. REINFORCING: USE DURAWALL TRUSS TYPE M 9 C=AGE REINFORCING EVERY OTHER COURSE. USE VERTICAL 4 W r� V
REINFORCING BARS AS SPECIFIED ON THE PLANS AND GROUT FILL BLOCK J W VJ
Ld
5.WOOD: z O W V J
Uj
A. WOOD TRUSSES MUST BE DESIGNED IN ACCORDANCE WITH SOUTH FLORIDA ESUILDING CODE __ cn �.
REQUIREMENTS- SUBMIT SHOP DRAWINGS BEARING THE SEAL OF A PROFESSIONAL ENGINEER WITH p `"
FLORIDA REGISTRATION. N 0 FFE 12.50' NGVD EXISTING RESIDENCE I O L �
(1) * 5 IN GROUT FILLED CELL I I Z
U) 0
B. ALL WOOD MEMBERS MUST HAVE A MINIMUM OF Fb = 1200 P.S.I. EXCEPT FOR 4 X 12 HEADER BEAMS w 4"
WHICH MUST HAVE A MINIMUM OF 1500 P.S.I. OD
1
C. ALL WOOD IN CONTACT W/CONCRETE,MASONRY, OR LATH SHALL BE PRESSURE TREATED AS PER THE EXISTING RESIDENCE 00
� 3
AMERICAN WOOD-PRESERVERS ASSOCIATION". PROVIDE I " 5 IN GROUT FILLED CELL ,FFE 12.16' NGVD I I Q
m EACH CORNER OF EXIST. HOUSE d OI o 1 STEEL: W Q N
6 'STRUCTURAL- -° AT 20' O.G. MAX
A. PIPE COLUMNS MUST CONFORM WITH A5TM A53 GRADE B. PLATES AND ROLLED SECTIONS SHALL BE PROVIDE 2" CONC. TOPPING I I 0 fA (n N
ASTM A-36 TUBE SECTION COLUMNS TO CONFORM WITI- R
; ASTM A-500 GADE B. OVER EXISTING 4" GONC, I I o � Q
GARAGE SLAB. I a 0 (� 0
B. BOLTS MUST CONFORM WITH ASTM A-325
o (D OD co)
—
FOUNDATIOn BARS 2 " 5 I I `W"
C, PROVIDE TWO SHOP-COATS OF RUST INHIBITING PAINT. FABRICATION AND ERECTION SHALL BE EMBED EPDXY GROUT 6" _ [1-
ACCORDANCE WITH A15C SPECIFICATIONS A MIN. INTO EXISTING FOOTING. I I zp °� w
a w
7.SLABS ON F9LL- 4 8" x S" STARTER GONG. COL. I I '!� Of
W/ (2) " 5 YERTIGALS. 1= a
A. TO BE PLACED ON CLEAN,NON-ORGANIC SOIL THOROUGPLY MOISTENED IMMEDIATELY BEFORE ❑ I i DRAWN BY:
CONCRETE IS POURED. CONCRETE IS TO BE PLACED ON 0.006 IN VISQUEEN VAPOR BARRIER SLABS
ARE TO BE PLACED IN A "CHECKERBOARD" SEQUENCE. EACH SEGMENT OF WHICH IS NOT t0 EXCEED A I EMM
MAXIMUM AREAS OF 325 Sa FT. OR 30 LINEAR FEET IN ANY ONE DIRECTION. 2O W 10 x 16 CONC.FTG.W/(2) 5 CONT. I CHECKED BY:
J 4u
8.APPROVALS: I I * S" x 12" CONC. COL. W/ (4) " 5 EMM
8" x 12" CONC. COL. W/ (4) 5 VERTICALS 4 * 3 TIES 12" O.G. I I ATTACHMENT NO.:
A. SUBMIT SHOP DRAWINGS FOR ITEMS 345 AS ABOVE I O VERTICALS d " 3 TIES 12" O.G. 3i2 1 , STL. coL. coNC. FILL. ATTACHMENT#
B. SUBMIT LABORATORY REPORTS FOR ITEM 2 ABOVE I •• - — — — —O — — — — — — — — — O — - O O �O I DRAWING FILE NO.:
9,COORDNAMON: E] 2001-002
- - - - - - - - - - - - — — O \ / O — _ DATE:
A. COORDINATE ALL DIMENSIONS, ELEVATIONS AND OPENINGS WITH ARCHITECTURAL, ELECTRICAL AND — 0
MECHANICAL DRAWINGS REPORT ANY DISCREPANCIES TO OUR OFFICE, \Q \ / -' 3/2/2001
CIS
D1 r i
B. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS ON THE DRAWINGS AND AT THE JOB 4 — SCALE:
SITE AND IMMEDIATELY REPORT ANY INCONSISTENCIES TO THE ARCHITECT PRIOR TO FABRICATION ST-1 ST-1 NOTED
2'_6�� 2'_0�� 3'_g.. 2._0.. 2,_���
C. GENERAL CONTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER IN WRITING, OF ANY DISCREPANCY IN 1""II SHEET NUMBER:
THE DRAWINGS OR INCONSISTENCIES WITH ANY AND ALL APPLICABLE CODES OR REGULATIONS, PRIOR TO 18'_6" 9'_10" o��er >� J TE( � ''•,
ANY ACTION ON HIS PART. FAILURE TO DO SO WILL MA1:E HIM RESPONSIBLE AND LIABLE UNDER HIS
F S1 0� 2
CONTRACT. 61-4A'
PROPO DDITION *`, � �
FOUNDATION PLAN 1 4"
81 1 1,1 Oil t�