00-1113-010 W
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Z 0 N 10
W z_ °
NEW CHIMNEY BEYOND U t7
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SEE ARCH, DWGS FOR N NEW6' x6' x3/16' = 00 Q 0
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FINISHES TUBE STEEL RAKED BEAM, C
HOT DIPPED GALVANIZED, Ir U
CUT TO FIT AND WELDED ALL AROUND AT - NEV 2X6 OUT-LOOKER 0 g W
EACH END TO H,D, GALV. ROOF FRAMING AS PLAN AND SECTION 2/S-2 Z W �-
STEEL EMBED PLATES,
NEV RAKED TIE BEAM FOUNDATION SCHEDULE U U
H,D, GALV. AS PLAN AND SCHEDULE,
STEEL EMBED PLATE, LAP BARS 30' MIN. WITH _- i Q D I
PL 1/2' X 7 1/2' x 7 1/2' (4) #5 DOWELS AT EXIST. CONC. BEAM SIZE � BOT REINF. TOP REINF. 0 j 0 0 n
WITH (4) - 1/2' x 4' HEADED STUDS, LOW END, DRILL AND EPDXY ELEVATION I U
n MARK TOP REMARKS
TYP, EACH END OF BEAM. 6' MIN. INTO EXIST. TIE BEAM •`'1 ' d w �
D L W. S.W. L.W. S,W. Z Q t
NEV 8' MASONRY GABLE, WITH Z K)
FILLED CELLS WITH 1#5 0 i DRILL AND EPDXY EA. REBAR " ■ -- < c z V
AT 24' O.C, , DRILL AND EPDXY lJ�� It MIN. INTO EXIST. CONCRETE WF16 MATCH EXIST. 16 X CONT. 12 25 - L O
` Q
6' MIN. INTO TOP OF EXIST. TIE BEAM. SEE COLUMN SCHED. FOR REQ'D REBAR WF20 MATCH EXIST. 20" X CONT. 12" 2#5 --- 0 w w 0
---' '"-r I- o w
CONC. POUR TO 1" F
- - -_ ( I �• BELOW EXIST. T9. (n L
- _ i_ I PACK GAP SOLJD WITH 3 U N
r I I NON-SHRINK GROUT Z O Z Q
LAP SPLICE 30" MIN, U Y v1 I
II II FOR #5 BAR F <1 0
o rn 0
7 < 0 V
III II -- ------- ----- --- -------- --------- ----- - -------- -- t
r CUT FACE SHELL OF EXIST. MASONRY CONCRETE COLUMN SCHEDULE W
I I I I I ( I I TO REQUIRED WIDTH FOR ►I-
II I ( II II - - - - - - - - - - - - - - - - - - - - - - - - - - - ORCONCRETE COLUMN. FILLED CELL MARK " SIZE REINF. TIES REMARKS
I II II I
A 8 X 8 2#5 0
II II II II -� --
L--- -- - -- --- L---------- L-------- --J L------ ----J I EXIST, CONCRETE TIE BEAM � Ae 8" X 8" 2#5 -- •CONST. IN EXIST. WALL PER DET. Z
L---� B 8' X 12" 4#5 �i3 O 8" O.C.o.c.
C4 8' X 12" 4#5 O 8" o.c. •CONST. IN EXIST. WALL PER DIET, w
- - - - - - - - - - - - - - - - - - - I EXIST, KITCHEN �� I 1<✓'S{jh► • 8" X 15' 4#53 ® 8" o.c. •CONST. IN EXIST. WALL PER DIET. 0
WINDOW ------
I �"r FC 8" X 8' 1#5 MASONRY FILLED CELL z Z
pz
NEW CLERESTORY WINDOW ( 1 �GI�fJT� U, U Z
I SEE ARCHITECTURAL DRAWINGS. I I q (J U , 3,� ,O+ 9;KP ILI(y/0� _ lu cal
0 -L AND EP _�� GENERAL NOTES U
I DRILL AND EPDXY EA. REBAR \_MIN. INTO EXIST. FOOTING WOOD Z � •-1 NEW 8' x 12' CONCRETE SILL - SEE COLUMN SCHED. FOR REQ'D REBAR 1. ALL LUMBER SHALL BE SOUTHERN PINE No. 2 OR BETTER, UNLESS OTHERWISE NOTED, 4 SEE SECTION 2/S-2 0
NEV e x 12 CONC. COLUMN AS PLAN AND SCHEDULE, II 2. ALL WOOD IN DIRECT CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE TREATED, z FOR VERTICAL REINFORCING, DRILL AND EPDXY 6' MIN. INTO HAVE AN APPROVED SEPARATING MATERIAL, OR HAVE A GALVANIZED ANCHOR SEAT w EXISTING TIE BEAM - 3. SOLID BLOCK ALL NEW ROOF FRAMING AT EACH BEARING END AND AT MIDSPAN. SOLID BLOCK NEW 2
EXIST. CNC. FOOTING OVER-FRAMING AT ALL SUPPORTS, EXCEPT AT 2X6 SLEEPERS. 0
NEV 8X12 CORNER COLUMN NEW 8X12 STARTER COLUMN 4. ROOF SHEATHING SHALL BE 5j8" EXT. GRADE PLYWOOD, STAGGER ALL EDGES 2 FEET, NAIL MATH 8d GALVANIZED U AS PLAN AND SCHEDULE, AS PLAN AND SCHEDULE, RING SHANK NAILS AT 6 O.C. IN FIELD, 4 O.C. AT EDGES. o EXTEND UP PAST BX12 SILL TO SEE TYPICAL TIE-IN DETAIL,
�- �' Q U1
TOP OF BEAM B-2, I U U �/
U
CONCRETE AND REINFORCING STEEL It ul
NEW 8' MASONRY GABLE, WITH I-
FILLED CELLS WITH 1#5 1. ALL CONCRETE SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT THE 0
A' I . INTO, DRILL AND EPDXY TYPICAL CONST DETAIL END OF 28 DAYS. FOUR (4) CONCRETE CYLINDERS SHALL BE TAKEN FOR EACH 50 CUBIC U 40
6 MIN, INTO TOP OF EXIST, TIE BEAM YARDS OR FRACTION THEREOF AND SHALL BE TESTED AT 3, 7 AND 28 DAYS. SLUMP SHALL F-
FOR NEW FILLED CELL OR CONC. COL. NOT EXCEED 5" (t1') (SEE MASONRY NOTES FOR FILLED CELL CONCRETE) <
NFORC Q
2, ALL REIEMENT SHALL BE 60000 PSI MINIMUM YIELD NEW BILLET STEEL IN ACCORD-
I N EXIST. MASONRY WALL 3/4" = 1 -01• ANCE WITH ASTM A615 GRADE 60. ALL BAR LAPS SHALL BE A MINIMUM OF 36 BAR Q ly
DIAMETERS. PLACING OF REINFORCEMENT SHALL CONFORM TO THE LATEST ACI AND tr Q
MANUAL OF STANDARD OF PRACTICE CODES. CONCRETE COVER OVER COLUMN REINFORCING j N
SHALL BE IT*. CONCRETE COVER OVER FOUNDATION REINFORCING SHALL BE 3". 0
3. ALL CONCRETE SHALL BE PLACED WITHIN 90 MINUTES FROM BATCH TIME, AND VIBRATED AS
REQUIRED BY THE ACI MANUAL OF CONCRETE PRACTICE. TEMPERATURE OF CONCRETE AT I -
3 E L E V A T I❑N THE TIME OF PLACEMENT SHALL BE BETWEEN 75 F. AND 100 F. 0- ° Q
'HUGHS' RT16 RAFTER TIE, NEW 6' x 6' x 3/16' MASONRY <
'HUGHS' UH26 HANGER, WITH (6) - 10d GALV. NAILS INTO 2x6 TUBE STEEL RAKED BEAM, 1. ALL BLOCK SHALL BE HOLLOW UNIT MASONRY WITH A MINIMUM COMPRESSIVE STRENGTH OF x
WITH (8) - 16d GALV, NAILS INTO HDR AND (3) - #12 SELFDRILLING SCREWS HOT DIPPED GALVANIZED,
AND (3) - 16d GALV, NAILS INTO 2X6 INTO STEEL BEAM. CUT TO FIT AND WELDED ALL AROUND AT 1000 PSI CONFORMING TO ASTM C90. ONLY TYPE M OR S MORTAR SHALL BE USED. 0
CONNECT EA. OVER-FRAMING MEMBER 212 SOLID BLOCKING
ALLOW, UPLIFT = 720 LHS ALLOW, UPLIFT = 830 LHS EACH END TO H.D. GALV, PROVIDE #9 TRUSS TYPE HORIZONTAL JOINT REINFORCEMENT AT 16"o.c. VERTICAL. U
TO CORRESPONDING 242 RAFTER BY 5/8 CD-X PLYWOOD ROOF DESIGN UPLIFT = 200 LAS, DESIGN UPLIFT = 320 LBS. STEEL EMBED PLATES, 2, ALL GROUT IN FILLED CELLS SHALL BE MINIMUM 2500 PSI PEA ROCK CONCRETE. SLUMP Li
LAPPING MEMBERS 12' MIN. AND SHEATHING PL 1/2' X 7 1/2' x 7 1/2' SHALL BE 9" +-1" GROUTING SHALL BE A CONTINUOUS OPERATION IN LIFTS NOT EXCEEDING I
NAILING TOGETHER WITH (5) - 160 GALV, NAILS j EACH WITH (4) - 1/2' x 4' HEADED STUDS , ■ ( )' F DRAWN BY
4 -0 AND A MAXIMUM POUR OF 12'-0*. GROUTING SHALL BE CONSOLIDATED BETWEEN LIFTS
2x12 WD, RAFTERS a 24' O.C. MAX. BY PUDDLING, RODDING OR MECHANICAL VIBRATION. STOP GROUT POURS 1 T" BELOW TOP i
CONNECT EA, OVER-FRAMING MEMBER T_ 2x6 WD, BLOCKING 2x6 WD, OUTLOOKERS a 24' O.C. MAX, OF THE UPPERMOST BLOCK COURSE. PROVIDE CLEANOUT OPENINGS AT THE BOTTOM OF ALL 0
TO 2 - 2X6 WD TOP PLATE 'HUGHS' RT30 14 GA STRAP REINFORCED MASONRY CELLS. U
WITH U) - 'HUGHS RTIB-112 RAFTER TIE, / LOOPED AROUND PLATE AND NAILED 5/8 CD-X PLYWOOD ROOF 3. VERTICAL CELLS TO BE GROUTED SHALL PROVIDE VERTICAL ALIGNMENT SUFFICIENT TO 7 REVISIONS
LOOPED UNDER 2X6 TOP PLATE, AND WITH / // WITH (9) -16D NAILS THRU EA, END SHEATHING
EACH LOOSE END NAILED TO OVER-FRAME !/ INTO TOP PLATE AND 2X12, MAINTAIN CLEAR, UNOBSTRUCTED, CONTINUOUS, VERTICAL CORES MEASURING NOT LESS THAN
MEMBER WITH (4) - 10d GALV. NAILS. DESIGN UPLIFT = 900 LHS All 2X3 . GROUT SHALL BE PLACED BEFORE ANY INITIAL SET HAS OCCURED, BUT IN NO CASE
• ALLOW UPLIFT 1020 LHS �� MORE THAN 1T HOURS AFTER THE MIX-DESIGNED WATER HAS BEEN ADDED. Z
i 4, THE MINIMUM LENGTH OF LAP FOR DEFORMED BARS IN GROUT SHALL BE 48 BAR DIAMETERS. U
I 5. WHEN MASONRY OPENINGS ARE FRAMED BY DROPPING THE SOFFIT OF CONCRETE BEAMS
'HUGHS' TA20 TRUSS ANCHOR IX WD, FASCIA 1 MATCH EXIST 6" OR GREATER, ADD 2#5 BARS IN BOTTOM OF DROPPED SECTION. PROVIDE 8" MINIMUM 0
'HUGHS' RT30 14 GA STRAP AS PLAN BEARING FOR DROPPED SECTION AT EACH SIDE OF OPENING (TYP. EXCEPT WHERE BEAMS
■ NAILED TO FACE OF EACH 1/2' CDX PLYWD. SOFFIT ARE NOTED). Z
1 8 WALL STUD WITH (9) -16D NAILS 5/8 CD-X PLYWOOD ROOF S� �« 6, ALL MASONRY LAID UP AFTER FRAME IS IN PLACE SHALL BE CONNECTED TO CONCRETE W
AN D TO FACE OF CONC, BEAM SHEATHING, NAILED PER GEN. NOTES 2'-�a 2�-Oe
WITH (4) 3/ S AT 2' O.C. 2X12 CUT TO SET OUTSIDE FACE OF TUBE STEEL COLUMNS AND BEAMS WITH GALVANIZED ,WALL TIES AT 16"o,c.. WALL TIES SHALL HAVE 4" Z
AND WITH 1 1/2' MIN. T 2X6+- AT OVERHANG FLUSH WITH OUTSIDE FACE OF MINIMUM EMBEDMENT INTO MASONRY. d
INTO CONCRETE. oATEe
26 GALV. EAVE DRIP CONCRETE COLUMNS A EACH END, 0
2X8 KNEEVALL WITH STUDS AT 24 O.C., pn STRUCTURAL STEEL U
SEE DETAIL BELOW FOR CONT.
9-22-Zir�O
PT 2X6 WD SLEEPER TYPICAL
ASSEMBLY. 2- 2X12 WA HEADER w 1. ALL STRUCTURAL STEEL (EXCEPT TUBE STEEL) SHALL BE ASTM A-36 STEEL WITH Z
BETWEEN NEV OVER-FRAMING REMOVE EXIST, OVERHANG IX P.T. CONT. WD. NAILER cy- A MINIMUM YIELD STRENGTH OF 36 KSI. ALL FRAMING BOLTS SHALL BE ASTM A-307 GRADE.
AND EXISTING ROOF FRAMING, (V +18'-6' Q L.
(SHOWN AS HEAVY DASHED LINE) � +18'-0' > 0
ATTACH TO EACH EXISTING RAFTER EXIST, WOOD RAFTERS, _ 2. ALL TUBE STEEL SHALL BE ASTM A-441 FY= 45 KSI STEEL. 0
WITH (2) - 012 WOOD SCREWS WITH WOOD PLATE '- P • 3. ALL STRUCTURAL STEEL SHALL BE FREE OF SCALE, RUST, OIL AND OTHER DELETERIOUS Z
2' MIN. EMBEDMENT INTO RAFTER. AND HURRICANE STRAP, 1X VD, FASCIA 1 MATCH EXIST 0
TO REMAIN, MATERIAL AND SHALL BE HOT-DIPPED GALVANIZED.
1/2 x 12 STEEL PLATE .• • 1/2 PLYVD, SOFFIT V/ CONT.
EA, SIDE OF EXIST, BEAM SCREENED VENT, MATCH EXIST. 4. ALL WELDING SHALL CONFORM TO THE LATEST A.W.S. SPECIFICATIONS AND RECOMMENDA-
EXIST, 8'x16' AS PLAN TIONS. ALL WELDS SHALL BE CLEANED AND PAINTED WITH 2 COATS OF RUST INHIBITIVE
CONCRETE BEAM ° t16'-7 1/4' Z +16'-7 1/4' PAINT.
2- 2x8 TOP AND T TEXIST, T.B. BOT,
81 x 12 FOUNDATION
BOTTOM PLATES 2x4 PT VD BLOCKING CONC, SILL, • • 0
WITH 2115 BARS �
►- - HUGHS RT30 14 GA STRAP TOP AND BOTTOM 1. BASED UPON VISUAL OBSERVATION OF THE EXISTING SOIL CONDITIONS, AN ALLOWABLE BEARING
PROVIDE 1/4 CHAMFER N
AROUND EACH 7/8' DIAM, HOLE VALUE OF 2000 PSF IS USED FOR ANALYSIS OF EXISTING FOUNDATIONS AND DESIGN OF NEW FOOTINGS. 0
li LOOPED AROUND PLATE AND NAILED ' ' IF SOIL MATERIAL OTHER THAN CLEAN SAND AND GRAVEL MIX OR CORAL ROCK ARE ENCOUNTERED,
WITH (6) -16D NAILS THRU EA. END IN STEEL PLATE THIS SIDE OF BEAN,
p WELD EACH 3/4' DIAM, THREADED ROD TO 2x6 PT VD SLEEPER CONTRACTOR SHALL NOTIFY THE ENGINEER BEFORE PROCEEDING WITH THE WORK 1-
INTO EACH STUD, PLATE WITH 1/4' FILLET WELD, ALL AROUND, ATTACH TO CONC, BM W/ 1/4' x 4' . U
W TOP AND BOTTOM AS SHOWN. TAPCONS AT 24' O.C, AFTER GROUNDBREAKING, A LETTER SHALL BE PROVIDED TO THE BUILDING DEPARTMENT D Q
GRIND ALL RODS AND WELDS FLUSH
WD, STUD KNEEWALL WITH WITH FACE OF PLATE, CONC. BEAM B-2 STATING THAT THE ACTUAL SOIL CONDITIONS ARE ABLE TO PROVIDE THE MINIMUM DESIGN
2x8 STUDS AT 24' O.C, AS PLAN AND SCHEDULE 4-- SOIL CAPACITY AS REQUIRED BY DESIGN. z to
ADDITION 2. NEW FILL MATERIAL SHALL BE CLEAN FILL WITH NO ORGANIC OR OTHER DELETERIOUS U N
2X8 KNEEWALL ASSEMBLY DETAIL COMPONENTS, AND SHALL BE COMPACTED IN 12" (MAX.) LIFTS TO 95% OF OPTIMUM DENSITY.
8' CONC, BLOCK WALL Z (j) O
GENERAL < -
► 1. CONTRACTOR SHALL COORDINATE ALL STRUCTURAL WORK WITH ARCHITECTURAL, MECHA- i
-X Q
NICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR VERIFICATION OF LOCATIONS AND - ul
1 - DIMENSIONS OF ALL PROJECT REQUIREMENTS. ANY DISCREPANCIES SHALL BE CALLED TO
-?' - THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH WORK. Q
(* 2. SUBMIT THREE (3) SETS OF SHOP DRAWINGS FOR ARCHITECT OR ENGINEER APPROVAL OF
-- c!j
Iv ` y- �` Q ALL ITEMS REQUIRING FABRICATION, DO NOT FABRICATE UNTIL APPROVED.
�- 3. ALL DIMENSIONS ON PLANS ARE SUBJECT TO VERIFICATION IN THE FIELD. _
NEW 4• MIN. CONC. SLAB W/ 6'x6•-W14xw1,4 " LAP BARS 30• MIN 4. APPLICABLE BUILDING CODE: SOUTH FLORIDA BUILDING CODE 1994 EDITION.
M, a
W,W, ON 6 MIL POLY VAPOR BARRIER 3 RECESS AT OPENINGS FOR ~
OVER MECH, COMPACTED CLEAN I S T CUB- C, SLAB V
REINF, WITH 6x6 - W 1.4 x W1,4 VWM Ul
SAND FILL NEW DOORS, SEE ARCH, DRAWINGS, NEW 4' MIN. CONC
6 MI POLY VAPOR BARRIER DESIGN LOADS (n
NEV 4' MIN. CONC, SLAB OVER MECH.
#4 x 30' SLAB DOWELS ( 8' x 8' THICKENED SLAB EDGE "
REINF, WITH 6x6 - W 1.4 x V1.4 VVM COMPACTED CLEAN FILL 1. ROOF LL 30 PSF.... WIND SPEED 110 MPH EXPOSURE CATEGORY C FOR COMPONENTS AND
WITH 1 #5 AT DOOR OPENINGS
AT 24' O,C, MAX. ON 6 MI POLY VAPOR BARRIER -
DRILL AND EPDXY _ n /' /_ OVER MECH, CLADDING, EXPOSURE CATEGORY "Co FOR MWFRS.
�"` �`,v1.T �t COMPACTED CLEAN FILL 2. DESIGN FOR WIND LOADING IS IN ACCORDANCE WITH THE SOUTH FLORIDA BUILDING CODE, U
4 MIN, INTO EXIST, SLAB. 1994 EDITION, SECTION 2309.1 AND SECTION 6 OF ASCE 7-93.
T'6-FAIL' (W-r5) 06 +10'-0' FF. --- - -
--------- --- ---- - ----------------
EXIST, CONC. SLAB
REMOVE EXIST, BLOCK
AS REQ'D TO PLACE NEV 8' MASONRY BLOCK SHEET NO
SLAB ON GRADE, SOLID SOLID GROUT ALL CELLS
GROUT ALL CELLS,
• • CONT, CONC. FOOTING • • • ' �t I.' ✓, ' 0
• .�°�r John H. Buscher, P.E.
EXIST, CONC, FT'G `� .a•• AS PLAN AND SCHEDULE , ��. ` g
NEV CONC. FT'G Structural En ineer I 32
(REFER TO STRUCT. DWGS) = '
1 SECTION 2 SECTION !�����` ` �: <
2
S2 - S2 - '` , ,' FL PE #41844 a
12805 SW 68th TErrocl, (kiwi FI, 33183 305-386-7278 � Comm NO