HomeMy WebLinkAboutAlterations3ASIS OF STRUCTURAL DESIGN:
SOIL BEARING: 2000 psf (assumed)
WIND: 160mph (ultimate), risk category 2, exposure C, wind borne debri region, .18
enclosed design
FROST DEPTH: 12"
- THE DESIGN APPROACH FOR MASONRY ROLLED STEEL AND LIGHT WEIGHT
STRUCTURAL
STEEL IS WORKING STRESS DESIGN. THE DESIGN APPROACH FOR REINFORCED CONCRETE
IS ULTIMATE STRENGTH DESIGN.
THE DESIGN SERVICE LOADS ARE AS FOLLOWS:
ROOF LIVE LOAD
20 PSF(slope<4:12), 15 PSF(slopeL-4:12)
ROOF DEAD LOAD
10 PSF TO (shingles, metal, modified bitumen)
15 PSF TO (concrete tile)
ROOF WIND LOAD
(SEE DRAWINGS)
CEILING DEAD LOAD
10 PSF BC
WALL WIND LOADS
(SEE DRAWINGS)
FLOOR DEAD LOADS
15 PSF TC, 5 PSF BC
FLOOR LIVE LOADS
SEE BELOW
FLOOR LIVE LOADS:
Uninhabitable attics Without storage 10 psf
Uninhabitable attics with limited storage 20 psf
Habitable attics and attics served
With fixed stairs
30 psf
Balconies (exterior) and decks
40 psf
Fire escapes
40 psf
Guardrails and handrails
200 lb
Guardrail in -fill components
50 plf
Passenger vehicle garages
50 psf
Rooms other than sleeping room
40 psf
Sleeping rooms
30 psf
Stairs
40 psf
WIND PRESSURES asd
COMPONENT AND CLADDING LOADS... FROM TABLE FBC R301.2(2)
ZONE
EFFECTIVE
WIND
AREA
(SF)
160
Wall
4
10.0
38.8
-42.0
4
20.0
1 37.0
-39.2
4
50.0
34.6
-37.8
4
100.0
32.9
35.0
4
500.0
28.8
-30.8
5
10.0
38.8
-51.8
5
20.0
37.0
-47.6
5
50.0
34.6
-43.4
5
100.0
32.9
-39.2
5
500.0
28.8
-30.8
Garage
Door
9'x7'
34.0
-38.5
160
32.6
-36.4
1.4 adjustment factor
I
e 51C`
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GENERAL NOTES:
16.
CONCRETE MASONRY:
26. EXTERIOR DOORS AND WINDOWS:
16.1.
CMU DESIGNED AND TO BE IN ACCORDANCE ACI
530-13/ASCE 5-13rrMS 402-1�3, "BUILDING CODE REQ FOR
26.1. INSTALL OVERHEAD DOORS (INCLUDING BUCKS), EXTERIOR DOORS, AND WINDOWS AS PER MFR'S
MASONRY STRUCTURES", "COMMENTARY ON Bl.
ILDING REQ FOR MASONRY STRUCTURES".
SPECIFICATION/ PRODUCT APPROVAL.
16.2.
MASONRY STRENGTH (fmDESIGN) UNO:
26.2. PT 1x BUCK: ATTACH. TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2" MIN TAPCON OR 61) CASE
-BLOCK STRENGTH = 1900 ASTM C90
HARD NAILS OR T NAILS @ 12"/3" END. ATTACH TO MASONRY/CONC W/ADHESIVE & RECESSED 3/16"x2"
-MORTAR STRENGTH = 1860, TYPE S
MIN TAPCON OR 6D CASE. HARD NAILS OR T NAILS @ 12"/4" END. PT 2x BUCK: ATTACH TO MASONRY/CONC
-GROUT STRENGTH_ 2000
W/ADHESIVE & RECESSED 1/4"0 1/4" MIN TAPCON @ 8"/4" END.
16.3.
GROUT SHALL HAVE'A SLUMP OF 8 TO 11.INCHES,
BE IN. CONFORMANCE WITH ASTM C 476-02 AND ATTAINA
26.3. MIN OVERHEAD DOOR BUCK:. 2x6 @ SIDES TO FILLED CELL W/ WEDGE ANCHOR @ 24" OC MIN, 12" FROM
COMPRESSIVE STRENGTH OF 3000 PSI. GROUT
HALL CONFORM TO REQUIREMENTS OF FLBC STANDARDS..
ENDS. WEDGE ANCHORTO BE 1/2" x 6" W/ 2" x 1/8" WASHER. 2x6 @ TOP TO LINTEL W/ 1W' x 2.75"
USE SUFFICIENT WATER FOR GROUT TO FLOW I
0ALL JOINTS OF THE MASONRY WITHOUT
TAPCONS STAG @ 24" 00.
SEGREGATION. ALL CELLS IN CONCRETE BLOC
CONTAINING REINFORCING SHALL BE FILLED SOLID WITH
26.4. CONTRACTOR TO VERIFY THE FOLLOWING WITH MFR/SUPPLIERPRIOR TO CONSTRUCTION:
GROUT. ALL MASONRY BELOW FINISHED FLOOR
OR GRADE SHALL BE GROUTED SOLID, HOLD GROUT
-ROUGH OPENING DIMS; EGRESS COMPLIANCE (FBC R310), SAFETY GLASS COMPLIANCE (FBC R308.4)
DOWN 1-12" BELOW TOP OF BLOCK AT GROUT L
FT JOINTS AND AT OONCREt PLACED OVER MASONRY.
26.5. CONTRACTOR TO FIELD VERIFY OPENINGS BEFORE ORDERING DOORS/WINDOWS.
16.4.
CONCRETE MASONRY UNITS SHALL BE PLUMB,
RUE TO LINE, WITH', LEVEL C,CURSES ACCURATELY SPACED
26.6. DOORS BETWEEN GARAGE & RESIDENCE TO BE 20 MINUTE FIRE RATED OR 1-3/8" THICK SOLID WOOD AS
AND BUILT TO THE THICKNESS AND .IN A RUNNINGEDAND
GBOND AS INDICAT,"ONFORMING TO THE
PER FBC R 302.6.1.
TOLERANCES SPEC I IED IN ACI 531.1 AND 530.1.
26.7. FLASHING AS PER FBC R703.4 AND REFERENCED FMA/AAMA.D000MENTS.
16.5.
REINFORCING. BARS SHALL BE PLACED IN THE
IDDLE OF THE CELLS, UNLESS NOTED OTHERWISE, AND
26.8. GLASS TO HAVE: LOW-E, U-FACTOR5 0.4, SHGC 5 0.25
TIED OR OTHERWIS SECURELY SUPPORTED AlTHE
TOP AND BOTTOM TO ENSURE THAT THE BAR DOES
26.9. SIZES ARE NOMINAL AND CAN VERY +/_ 2" IN SIZE IF EGRESS IS NOT EFFECTED.:
NOT MOVE DURING GROUTING.
16.6.
MORTAR DROPPINGS AND OTHER DEBRIS MUST
BE KEPT OUT OF CELLS WHICH ARE TO BE GROUTED.
16.7.
CONTROL JOINTS SHALL BE PROVIDED IN ACCORDANCE
WITH THE LOCATIONS AND DETAILS SHOWN ON
THE DRAWINGS. CONTROL JOINTS SHALL NOT EXTENDTHROUGH
THE TOP BOND BEAM COURSE. THE
JOINTS ON BOTH SIDES OF THE WALL SHALL BE
SEALED AND TOOLED SMOOTH.
16.8.
WALL REINFORCEMENT: VERTICAL AND HORIZONTAL
REINFORCEMENTSHALLBEPROVIDEDASSPECIFIED
ON THE DRAWINGS. DESPITE IF SHOWN ON DRA
INGS• PLACE VERTICAL REINFORCING BARS AT
CORNERS, EA CELL WITHIN 16" OF CORNER, JAN
BS OF OPENINGS, EA CELL WITHIN 16" OF JAMBS FOR
OPENINGS WIDER THAN 12', BELOW BEAM BEAR
NG, BELOW GIRDER TRUSS BEARING, AND IN WALLS AS
INDICATED ON THE,RRAWINGS. IF NOT SPECIFI
D IN TEXT ON DRAWINGS USE #5 @ 48" OC. WALL
REINFORCING BARSSHALL EXTEND. CONTINUO
S FROM FOUNDATION INTO TOP BOND BEAM: MIN LAP -
SPICES, EMBEDMENT, AND END HOOK LENGTH E
AS PER'ACI 318 OR.FBC UNO. 8" TOLERANCE ALLOWED
FOR WALL REINF SPACING. SEE DOWEL NOTE 1
r.2 BELOW.
16.9.
REINFORCED MASONRY LINTELS SUCH AS CASI
CRETE TO BE INSTALLEDAS PER MFR INSTRUCTIONS. USE
#6 BOTTOM FIELD B,%F}R1 IN LIEU OF #5 FOR ALL OPENINGS
WIDER THAN 12'. UI HAVE 4" MINIMUM
BEARING. CONTIN I US REINF ACROSS COLUM
,TELSTO
S. IF. SPECIFIED, OA LINTEL LENGTH IS +/- AS LONG AS
MIN BRG IS MET. DOORANINDOW LINTELS CAN I
iE DEEPER(TALLER) THAN SPECIFIED BUT NOT SHORTER.
16.10.
UNO HORIZ JOINT REINFORCEMENT @ 16" OC IN
MASONRY WALLS IS SUGGESTED BUT NOT REQUIRED TO
CONTROL CRACKING.
1
16.11.
BONDME BEAMS/LINTELS- CONTINUE REINFORARS
CONT (UNINTERRUPTED) AROUND ALL
CORNERS, OVER OPENINGS, ACROSS WALL INT
RSECTIONS, THROUGH TIE COLUMNS, AND UP/DOWN AT
INC
CHANGES IN BOND BEAM ELEVATION.
i
16.12.
ALTERNATE WINDOW SILL: 4"H MIN x.8"W CAST
W/ (1) #5 EXTENDED 4",INTO FILLED JAMB CELLS.
PRODUCT APPROVAL AFFIDAVIT
GLASS
ITEM TYPE IDi BUILDINGDP
ODUCTDPMODEL
f a" (64
WINDOW S. HUNG ALL
50.2,-50.2 NI PGT SH-200 NOA 17-0630.02
1.'Was per door &window schedule, or all meaning worst case of all si
rilarr itemsof that type.
2. If building dp are left blank -see door & window schedule or design p
ssure chart.
3. This affidavit is only to verify product's compliance with wind loads.
4. Unless products are specificallysubmitted for verification by contract
r, they are assumed.
5. If glass type is not specified more than'impact', may use any of the I
pact glass type in the install instructions to achieve the stated building design pressures.
6. If fasteners is left blank, may use any of the specified attachment met
ods in the install instruction matching structure provided to achieve the stated building design pressures.
7. I have reviewed the above components or cladding and I have approv,
d their use in this structure. Thane', products provide adequate resistance to the wind loads and forces specified by current code provisions.
-1 ST LEVEL
FROM
PORCH
AdOO 311:
LINTEL AS PER WINDOW/DOOR
SCHEDULE
DOOR & WINDOW BUCKAS
PER GEN NOTE 26.2
FLASHING AND SEALING AS
PER GEN NOTE 26.7
WINDOW FRAME W/ FLANGE,
ATTACH T0. MASONRY/CONC AS
PER MFR SPECS
SILL PER GEN NOTE 16.12
EXT
^'`: ;
INT
TYP OPENING BUCK DETAIL.
SCALE:1" V-O"
NEW UNREINFORCED CMU
�ncct urvcn
�A-1 Layout
PROJECT DESCRIPTION
Convert extg SGD to window. Windo%j✓
replacement.
ZONING INFORMATION:
parcel id: 1414-701-0164.000-3
unincorporated St Lucie County
�B
• ", EXTG TIEMOND BEAM
. "
/ /" r` • e.?,� I • • EXTG LINTEL
'
NEW -JAMBS: FILL CELL ORfORM&POUR
8"x8"MIN W/(1)#S, EPDXY EMBED 6"JNTd-
es3.r EXTG FOOTING, LAP BARS 30", 10" HOOK
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INTO NEW DNTEL.
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NEW NON BRG CMU KNEEWALL. SILL:4"H
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4" INTO FILLED JAMB CELLS OR HlWind
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MASONRY SILL BY CASTCRETE
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EXTG CMU WALL
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EXTG FOOTING
EXTG W
NEW OPENING IN EXTG CMU WALL DETAIL
SCALE: NTS
INFILL WALL: STUCCO OVER CMU PER DETAIL-12" GWB
OVER R4,1 FOIL INSULATION OVER 3/4" FURRING STRIP
AOCZ-OX17
REVIEWED FOR
CODE COMPLIANCE
ST. LUCIE COUNTY
EXTG OFFICE BOCC
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Layout
2/10/20
SHEET
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OF Ft
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FILE COPY
AR97108
EXISTING/DEMO FLOOR PLAN
SCALE:1/4"= V-0"
PROPOSED FLOOR PLAN
SCALE: 1/4"= V-0"