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NEW CHIMNEY BEYOND U �_ 0
SEE ARCH, DWGS FOR
FINISHES NEW 6' x 6' x 3/16' 0 I O c0
TUBE STEEL RAKED BEAM,
HOT DIPPED GALVANIZED,
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CUT TO FIT AND WELDED ALL AROUND AT NEW 2X6 CUT-LOOKER � J
EACH END TO H,D. GALV, ROOF FRAMING AS PLAN AND SECTION 2/S-2 0 Z LL
�- STEEL EMBED PLATES, N 0
NEW RAKED TIE BEAM FOUNDATION SCHEDULE _ U
H,D, GALV. AS PLAN AND SCHEDULE,
STEEL EMBED PLATE, LAP BARS '30' MIN. WITH L D
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PL 1/2' X 7 1/2' x 7 1/2' (4) #5 DO)I'ELS AT Z 0 0
EXIST, CONG. �FAM 51ZE HOT REINF. TOP REINr. o 14 0
WITH (41 - Ili u 4 uEADED STUDS, LTV �1J>1, '�RiLL AND EP��V ELEU�T10�1
TYP. EACH END OF BEAM. 6' MIN. INTO EXIST. TIE BEAM MARK REMARKS U ■ d W
0 TOP D L.W. S.W. L.W. S.W. } Q
NEW 8 MASONRY GABLE, WITH z
FILLED CELLS WITH 1#5 DRILL AND EPDXY EA. REBAR < Z D n
6" MIN. INTO EXIST. CONCRETE WF16 MATCH EXIST. 16" X CONT. 12" 2#5 --- 0 w
AT 24' O,C, DRILL AND EPDXY L - <
6' MIN. INIO TOP OF EXIST, TIE BEAM, ' SEE COLUMN SCHED. FOR REQ'D REBAR WF20 MATCH EXIST. 20" X CONT. 12" 2#5 --- 0 w w
;^ HOLD CONC. POUR TO 1" ? W 0
__- BELOW EXIST. TB. V) L
PACK GAP SOLID WITH 3 U
NON-SHRINK GROUT Z
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LAP SPLICE 30" MIN. U = Y N
FOR #5 BAR W
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CUT FACE SHELL OF EXIST. MASONRY CONCRETE COLUMN SCHEDULE
jI I I I I TO REQUIRED WIDTH FOR
I I I I I I CONSTRUCTION OF NEW FILLED CELL MARK SIZE REINF. TIES REMARKS h
OR CONCRETE COLUMN.
- - - - - - - - - - - - - - -- -
1I A an X 8" 2#5 -- o
L-- ----- --- L----------J L-------- --J L----------J I 1 EXIST. CONM.RETE TIE BEAM Ae an X an 2#5 - CONST. IN EXIST. WALL PER DET. o
B 8" X 12" 4#5 #3 0 8" o.c. Q
9 8" X 12" 4#5 ® 8" ox. «CONST. IN EXIST. WALL PER DET. w
- - - - - - - - - - - - - - - - - - - I FO 8" X15 4#5 #3 ® 8-o,c, «CONST. INEXIST. WALLPERDET. N U
EXIST, KITCHEN » " Z
WINDOW U 1
8 X 8 1#5 MASONRY FILLED CELL Z z l
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NEW CLERESTORY WINDOW
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SEE ARCHITECTURAL DRAWINGS, ( W w (<1
DRILL AND EPDXY EA. REBAR GENERAL NOTES U
II 6" MIN. INTO EXIST. FOOTING WOOD Z d
NEW 8' x 12' CONCRETE SILL ( I I I_I I I_I SEE COLUMN SCHED. FOR REQ'D REBAR < -
SEE SECTION 2/S-2 O 1. ALL LUMBER SHALL BE SOUTHERN PINE No. 2 OR BETTER, UNLESS OTHERWISE NOTED.
_ NEW 8 X 12 CONC, COLUMN AS PLAN AND SCHEDULE, I I I_I I I 2. ALL WOOD IN DIRECT CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE TREATED, 0 /
FOR VERTICAL REINFORCING, DRILL AND EPDXY 6' MIN. INT❑ HAVE AN APPROVED SEPARATING MATERIAL, OR HAVE A GALVANIZED ANCHOR SEAT z 1-
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EXISTING TIE BEAM I_I I I_I 3. SOLID BLOCK ALL NEW ROOF FRAMING AT EACH BEARING END AND AT MIDSPAN. SOLID BLOCK NEW I F-
I EXIST. CONC. FOOTING OVER-FRAMING AT ALL SUPPORTS, EXCEPT AT 2X6 SLEEPERS. U Z
_ NEW 8X12 CORNER COLUMN I NEV 8X12 STARTER COLUMN I I-I I I 4. ROOF SHEATHING SHALL BE 5J8 EXT. GRADE PLYWOOD, STAGGER ALL EDGES 2 FEET, NAIL WITH 8d GALVANIZED 0 0 Q
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 ( }- Q
TOP OF BEAM B-2, SEE TYPICAL TIE-IN DETAIL. _
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NEW e' MASONRY GABLE WITH CONCRETE AND REINFORCING STEEL F W u�
FILLED CELLS WITH 1#5 Z }-
AT 24' O.C. , DRILL AND EPDXY 1. ALL CONCRETE SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT THE 0 -1
6' MIN, INTO TOP OF EXIST, TIE BEAM. TYPICAL C O N S T. DETAIL END OF 28 DAYS. FOUR (4) CONCRETE CYLINDERS SHALL BE TAKEN FOR EACH 50 CUBIC U d
YARDS OR FRACTION THEREOF AND SHALL BE TESTED AT 3, 7 AND 28 DAYS. SLUMP SHALL _j 4-
FOR NEW FILLED CELL OR CONIC. COL. 2. ALL REINFORCEMENT�ENT SH MASONRY S FILLED L CONCRETE)
ALL BE 60000 PSMIN MUMYIELDN WBILLLETSTEEL IN ACCORD-
IN EXIST. MASONRY WALL 3/4" = 1'-0" ANCE WITH ASTM A615 GRADE 60. ALL BAR LAPS SHALL BE A MINIMUM OF 36 BAR Q 111
_ DIAMETERS. PLACING OF REINFORCEMENT SHALL CONFORM TO THE LATEST ACI AND Q
MANUAL OF STANDARD OF PRACTICE CODES. CONCRETE COVER OVER COLUMN REINFORCING j x N
SHALL BE 1T". CONCRETE COVER OVER FOUNDATION REINFORCING SHALL BE 30. J O U
3. ALL CONCRETE SHALL BE PLACED WITHIN 90 MINUTES FROM BATCH TIME, AND VIBRATED AS
!_ 3 E L E�/A T I E N REQUIRED BY THE ACI MANUAL OF CONCRETE PRACTICE. TEMPERATURE OF CONCRETE AT +-
THE TIME OF PLACEMENT SHALL BE BETWEEN 75 F. AND 100 F. N
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'HUGHS' RT16 RAFTER TIE, NEW 6' x 6' x 3/16' MASONRY Q
'HUGHS' UH26 HANGER, WITH (6) - 10d GALV, NAILS INT❑ 2x6 TUBE STEEL RAKED BEAM, I. ALL BLOCK SHALL BE HOLLOW UNIT MASONRY WITH A MINIMUM COMPRESSIVE STRENGTH OF z �
WITH (8) - 16d GALV, tJAILS INTO HDR AND (3) - #12 SELFDRILLTNG SCREWS HOT DIPPED GALVANIZED,
CONNECT EA. OVER-FRAMING MEMBER 2x12 SOLID BLOCKING 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
TO CORRESPONDING 2x12 RAFTER BY ALLOW, UPLIFT = 720 LBS ALLOW, UPLIFT = 830 LBS EACH END TO H.D. GALV. PROVIDE #9 TRUSS TYPE HORIZONTAL JOINT REINFORCEMENT AT 16"o.c. VERTICAL. U
LAPPING MEMBERS 12' MIN. AND 5/8 CD-X PLYWOOD ROOF DESIGN UPLIFT = 200 LBS, DESIGN UPLIFT = 320 LBS. STEEL EMBED PLATES+ 2. ALL GROUT IN FILLED CELLS SHALL BE MINIMUM 2500 PSI PEA ROCK CONCRETE. SLUMP W
NAILING TOGETHER WITH (5) - 16D GALV, NAILS - SHEATHING PL 1/2' X 7 1/2' x 7 1/2'
EACH WITH (4) - 1/2' x 4' HEADED STUDS SHALL BE 9" (+-1"). GROU-nNG SHALL BE A CONTINUOUS OPERATION IN LIFTS NOT EXCEEDING
4'-Om AND A MAXIMUM POUR OF 12'-Ow. GROUTING SHALL BE CONSOLIDATED BETWEEN LIFTS DRAWN BY
2x12 WD. RAFTERS 8 24' O.C. MAX, BY PUDDLING, RODDING OR MECHANICAL VIBRATION. STOP GROUT POURS 1T" BELOW TOP z JP15
CONNECT EA, OVER-FRAMING MEMBER 2x6 WD, BLOCKING 2x6 WD. OUTLOOKERS 8 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
WITH (1) - 'HUGHS RTIB-112 RAFTER TIE, LOOPED AROUND PLATE AND NAILED 5/8 CD-X PLYWOOD ROOF REINFORCED MASONRY CELLS.
LOOPED UNDER 2X6 TOP PLATE, AND WITH WITH (9) -16D NAILS THRU EA, END 3. VERTICAL CELLS TO BE GROUTED SHALL PROVIDE VERTICAL ALIGNMENT SUFFICIENT TO D REVISIONS
EACH LOOSE END NAILED TO OVER-FRAME SHEATHING
INTO TOP PLATE AND 2X12, MAINTAIN CLEAR, UNOBSTRUCTED, CONTINUOUS, VERTICAL CORES MEASURING NOT LESS THAN
MEMBER WITH (4) - 10d GALV. NAILS. DESIGN UPLIFT = 900 LBS 2"X3 GROUT SHALL BE PLACED BEFORE ANY INITIAL SET HAS OCCURED, BUT IN NO CASE N
e e ° ALLOW UPLIFT = 1020 LBS
e ° • �� MORE THAN 1T HOURS AFTER THE MIX-DESIGNED WATER HAS BEEN ADDED. 0
4. THE MINIMUM LENGTH OF LAP FOR DEFORMED BARS IN GROUT SHALL BE 48 BAR DIAMETERS, U
�� 5. WHEN MASONRY OPENINGS ARE FRAMED BY DROPPING THE SOFFIT OF CONCRETE BEAMS
'HUGHS' TA20 TRUSS ANCHOR _ 1X WD. FASCIA , MATCH EXIST 6 OR GREATER, ADD 2#5 BARS IN BOTTOM OF DROPPED SECTION. PROVIDE 8 MINIMUM U.
'HUGHS 'RT30 14 GA STRAP AS PLAN �� BEARING FOR DROPPED SECTION AT EACH SIDE OF OPENING (TYP. EXCEPT WHERE BEAMS
12' NAILED TO FACE OF EACH
(8 WALL STUD WITH (9) -16D NAILS 5/8 CD-X PLYWOOD ROOF 1/2' CDX PLYWD. SOFFIT ARE NOTED). Z
AN D To FACE OF CONC, BEAM SHEATHING, NAILED PER GEN. NOTES 2'-7�" 2'_p�" 5. ALL MASONRY LAID UP AFTER FRAME IS IN PLACE SHALL BE CONNECTED TO CONCRETE w
\ WITH (4) 3/ SAT 2' D,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" 0
AND WITH 1 1/2 MIN. T 2X6+- AT OVERHANG FLUSH WITH OUTSIDE FACE OF MINIMUM EMBEDMENT INTO MASONRY. a
\ INTO CONCRETE, CONCRETE COLUMNS AT EACH END.
2X8 KNEEWALL WITH STUDS AT 24' 0,C., r-- 26 ga GALV, EAVE DRIP \ STRUCTURAL STEEL o DATE
SEE DETAIL BELOW FOR CONT, U 9_22-2000
PT 2X6 WD SLEEPER TYPICAL ASSEMBLY, - 2- 2X12 WD. HEADER V) }
BETWEEN NEW OVER-FRAMING --._.__ (
1. ALL STRUCTURAL STEEL EXCEPT TUBE STEEL SHALL BE ASTM A-36 STEEL WITH Z
AND EXISTING ROOF FRAMING, _ REMOVE EXIST, OVERHANG 1X P,T, CONT, WD, NAILER Of A MINIMUM YIELD STRENGTH OF 36 KSI. ALL FRAMING BOLTS SHALL BE ASTM A-307 GRADE, <
(SHOWN AS HEAVY DASHED LINE)) (V +18'-6' Q
ATTACH TO EACH EXISTING RAFTER \ EXIST. WOOD RAFTERS, \ EXIST. Tom- L
�, +le'-0' 2. ALL TUBE STEEL SHALL BE ASTM A-441 FY= 46 KSI STEEL. 0
WITH (2) - #12 WOOD SCREWS WITH \ WOOD PLATE • \ �fH, T❑
2' MIN. EMBEDMENT INTO RAFTER, AND HURRICANE STRAP,TO REMAIN. 1X WD, FASCIA I MATCH EXIST 3. ALL STRUCTURAL STEEL SHALL BE FREE OF SCALE, RUST, OIL AND OTHER DELETERIOUS Z
-.
1/2' x 12' STEEL PLATE •
� -- EA. SIDE OF EXIST, BEAM 1/2 PLYWD, SOFFIT w/ CENT. MATERIAL AND SHALL BE HOT-DIPPED GALVANIZED.
EXIST, 8'x16' AS PLAN SCREENED VENT, MATCH EXIST, 4. ALL WELDING SHALL CONFORM TO THE LATEST A.W.S. SPECIFICATIONS AND RECOMMENDA- U
CONCRETE BEAM, s ' TIONS. ALL WELDS SHALL BE CLEANED AND PAINTED WITH 2 COATS OF RUST INHIBITIVE m
I +16'-7 1/4' t +16'-7 1/4' PAINT. m
2- 2x8 TOP AND T EXIST, T,B, BOT, T.B. BOT,
BOTTOM PLATES 8' x 12' CONC, SILL, • •
2x4 PT WD BLOCKING WITH 2 #5 BARS FOUNDATION Z
'HUGHS' RT30 14 GA STRAP j PROVIDE 1/4' CHAMFER TOP AND BOTTOM 1. BASED UPON VISUAL OBSERVATION OF THE EXISTING SOIL CONDITIONS, AN ALLOWABLE BEARING <
LL. LOOPED AROUND PLATE AND NAILED AROUND EACH 7/8' DIAM, HOLE VALUE OF 2000 PSF IS USED FOR ANALYSIS OF EXISTING FOUNDATIONS AND DESIGN OF NEW FOOTINGS. Z
WITH (6) -16D NAILS THRU EA. END IN STEEL PLATE THIS SIDE OF BEAM, JJ1
INTO EACH STUD, WELD EACH 3/4' DIAM, ?HREADED ROD TO 2x6 PT WD SLEEPER IF SOIL MATERIAL OTHER THAN CLEAN SAND AND GRAVEL MIX OR CORAL ROCK ARE ENCOUNTERED, 0
w TOP AND BOTTOM AS SHOWN. PLATE WITH 1/4' FILLET WELD, ALL AROUND. ATTACH TO CONC, BM W/ 1/4' x 4' CONTRACTOR SHALL NOTIFY THE ENGINEER BEFORE PROCEEDING WITH THE WORK. U
LL_ GRIND ALL RODS AND WELDS FLUSH TAPCONS AT 24' O.C, AFTER GROUNDBREAKING, A LETTER SHALL BE PROVIDED TO THE BUILDING DEPARTMENT D (�
WD, STUD KNEEWALL WITH WITH FACE OF PLATE. STATING THAT THE ACTUAL SOIL CONDITIONS ARE ABLE TO PROVIDE THE MINIMUM DESIGN
2x8 STUDS AT 24' O,C, CONC. BEAM B-2
AS PLAN AND SCHEDULE SOIL CAPACITY AS REQUIRED BY DESIGN. of
ADDITION 2. NEW FILL MATERIAL SHALL BE CLEAN FILL WITH NO ORGANIC OR OTHER DELETERIOUS 0 V
2X8 KNEEWALL ASSEMBLY DETAIL COMPONENTS, AND SHALL BE COMPACTED IN 12" (MAX.) LIFTS TO 957 OF OPTIMUM DENSITY. 0 cA 0
8' CONC, BLOCK WALL Z 0 z
GENERAL
co 1. CONTRACTOR SHALL COORDINATE ALL STRUCTURAL WORK WITH ARCHITECTURAL, MECHA-
NICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR VERIFICATION OF LOCATIONS AND
DIMENSIONS OF ALL PROJECT REQUIREMENTS. ANY DISCREPANCIES SHALL BE CALLED TO p Q z
THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH WORK.
2, SUBMIT THREE (3) SETS OF SHOP DRAWINGS FOR ARCHITECT OR ENGINEER APPROVAL OF o
ALL ITEMS REQUIRING FABRICATION. DO NOT FABRICATE UNTIL APPROVED. z
LAP BARS 30' MIN 3. ALL DIMENSIONS ON PLANS ARE SUBJECT TO VERIFICATION IN THE FIELD. x Q
NEW 4' MIN, CONC, SLAB W/ 6'x6'-W1.4xW1,4 4. APPLICABLE BUILDING CODE: SOUTH FLORIDA BUILDING CODE 1994 EDITION.
W,W.M. ON 6 MIL POLY VAPOR BARRIER RECESS AT OPENINGS FOR f-
OVER MECH. COMPACTED CLEAN NEW DOORS, SEE ARCH, DRAWINGS, NEV 4' MIN. CONC, SLAB U
SAND FILL REINF, WITH 6x6 - W 1.4 x W1.4 WWM
ON 6 MI POLY VAPOR BARRIER DESIGN LOADS
NEW 4' MIN. CONIC. SLAB OVER MECH.
#4 x 30' SLAB DOWELS REINF, WITH 6x6 - W 1.4 x W1.4 WWM 8' x 8' THICKENED SLAB EDGE "
• WITH 1 #5 AT DOOR OPENINGS COMPACTED CLEAN FILL 1. ROOF LL 30 PSF.... WIND SPEED 110 MPH, EXPOSURE CATEGORY C FOR PONE ND
AT 24 O.C. MAX, ON 6 MI POLY VAPOR BARRIER »
CLADDING EXPOSURE CATEGORY C FOR MWFRS.
DRILL AND EPDXY OVER MECH, - � �.
4' MIN, INTO EXIST, SLAB, COMPACTED CLEAN FILL 2. DESIGN FOR WIND LOADING IS IN ACCORDANCE WITH THE SOUTH FLORIDA BU 1 _COrjE, U
\ \ 1994 EDITION, SECTION 2309.1 AND SECTION 6 OF ASCE 7-93. F
OL +10'-0' FF. I
'IF ------------
ob--- ----- --------- ------ -- -------------- z9 -8°
EXIST. CONC, SLAB Y EXIST, PAT O
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REMOVE EXIST, BLOCK
AS REQ'D To PLACE NEW
SLAB ON GRADE, SOLID 8' MASONRY BLOCK _ <
GROUT ALL CELLS, SOLID GROUT ALL CELLS SHEET No
N
• . CONT. CONC, FOOTING ° ° I
. , . a, � . ��>1J�5cf- John H. Buscher, P.E.
EXIST, CONC, FT'G _ AS PLAN AND SCHEDULE Structural Engineer I
NEW CONC. FT'G c I C r1. e2
(REFER To STRUCT, DWGS) ,�� ��`'• g
1 SECTIEN 2 SECTION Z,
2
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