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A-6 EXTERIOR ELEVATIONS
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REVISIONS
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DATE: 15 DEC 2010-
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A-2
STEPS:
1. IN WATER SHEDDING FASHION, STARTING AT
THE BASE OF THE WALL & WORKING TOWARDS
THE TOP, INSTALL THE WRB TO THE FACE OF
INSTALLATION (METH0D A-1
WINDOWTHE
SHEATHING.
WEATHER RESISTANT BARRIER (WRB) APPLIED PRIOR TO THE WINDOW INSTALLATION.
2. APPLY SILL FLASHING
FLASHING APPLIED OVER THE FACE OF THE MOUNTING FLANGE.
3. APPLY BEAD OF SEALANT AT BACK OF
V1
WINDOW FLANGE & SET WINDOW USING PAN
SEAL THE WINDOW FRAME TO
HEAD SCREWS TO FACILITATE INSPECTION.
OPENING. APPLY A X" NOM. DIA. SECTION A
TO THE BACKSIDE (INTERIOR) OF THROUGH WINDOW JAMB
4. APPLY BEAD OF SEALANT AT SIDE JAMBS,
THE WINDOW FLANGE, IN LINE
EXTEND 8 Yt"
WITH ANY PRE -PUNCHED HOLES SEALANT BEAD BEHIND
OR SLOTS. MOUNTING FLANGE
5. APPLY JAMB FLASHING
6. APPLY BEAD OF SEALANT AT HEAD
5. JAMB FLASHING
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7. APPLY HEAD FLASHING
APPLY CONT. SEAL TO THE MOUNTING
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FLANGES AT THE TOP (HEAD) AND
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8. REMOVE PREVIOUSLY APPLIED TAPE,
SHOES (JAMBS) OF WINDOW. EXTEND
ALLOWING wRB TO LAY FLAT OVER HEAD
SEALANT AT JAMBS WABOVE THE
_
FLASHING. APPLY NEW SHEATHING TAPE OVER
R0. AT HEAD. EMBED JAMB FLASHING
DIAGONAL CUT - SEE DIAGRAM.
INTO SEALANT AND FASTEN IN PLACE.
7(FLASHING
GOES OVER SEALANT)
SEALANT
5. JAMB FLASHING
EXTEND JAMB FLASHING TO
OVERLAP SILL FLASHING. EXTEND
JAMB FLASHING 8Ni" ABOVE
ROUGH OPENING AT HEAD. TUCK
TOP OF JAMB FLASHING LINER
THE FLAP OF WRB AT THE HEAD.
SEE DIAGRAM.
7. HEAD FLASHING
EMBED BOTTOM OF THE HEAD
FLASHING AGAINST THE PREVIOUSLY
APPLIED SEALANT (FLASHING GOES
OVER SEALANT). EXTEND HEAD
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\
FLASHING BEYOND EACH JAMB \
FLASHING. FASTEN IN PLACE.
,19"I
CUT LINE -� ' SILL FLASHING
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1. WEATHER RFSISTANT BARRIER
ST
AAA 45 DEGREE ANGLE, CAREFULLY
CUT THE BARRIER ON A DIAGONAL.
GENTLY RAISE THE TOP EDGE OF THE
BARRIER UP AND TAPE THE TOP
CORNERS AND CENTER TO THE
EXTERIOR WRB SURFACE ABOVE.
\
SHIM AND ADJUST WINDOW TO —
ACHIEVE SQUARE, PLUMB, AND LEVEL
CONDITION. USE CORROSION
RESISTANT FASTENERS. FASTEN
WINDOWS PER WINDOW MANUFACTURER
SPECIFICATIONS.
SEALANT BEAD BETWEEN
FLASHING AND MOUNTING
FLANGE
SECURE WRB AT HEAD
FLASHING AT HEAD EXTENDS 1"
BEYOND JAMB FLASHING.
INTERIOR VIEW:
TOP LEFT CORNER OF WINDOW
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230,-5"
A-6 20'-8"
I.
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4'-6"
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FIREPLACE —
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DOORS W/TRANSOM
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SCALE: J-„=1,_0„
GENERAL NOTES:
1. ALL INTERIOR DIMENSIONS GIVEN ARE FROM FACE OF STUD
TO FACE OF STUD UNLESS OTHERWISE NOTED. EXTERIOR
DIMENSIONS ARE TO FACE OF SHEATHING OR CENTERLINE
OF COLUMN UNLESS OTHERWISE NOTED.
2. ALL DOORS TO BE LOCATED 4” FROM ADJACENT WALL OR
COUNTER, OR CENTERED IN WALL UNLESS OTHERWISE
NOTED.
3. DO NOT SCALE DRAWINGS. IF DIMENSIONS ARE IN
QUESTION THE CONTRACTOR IS RESPONSIBLE FOR
OBTAINING CLARIFICATION FROM THE ARCHITECT BEFORE
CONTINUING WITH THE WORK.
4. ALL EXISTING WINDOWS TO BE REPLACED WITH JELDWEN INPACTGARD CASEMENT WINDOWS
OR APPROVED EQUIVALENT. ALL REPLACEMENT AND ALL NEW WINDOWS AND PATION DOORS
MUST BE RATED FOR 130 MPH, EXPOSURE C WIND PRESSURES.
CONTRACTOR TO VERIFY SIZES OF ALL WINDOWS TO BE REPLACED.
5. IN THE EVENT OF ANY DISCREPANCIES FOUND IN THE
DRAWINGS OR CONFLICTS BETWEEN THE ARCHITECTURAL
DRAWINGS AND THOSE OF THE ENGINEERS, THE
CONTRACTOR SHALL BE REQUIRED TO NOTIFY THE
ARCHITECT BEFORE PROCEEDING WITH THE WORK.
6. ALL INTERIOR WALLS ARE 2x4 WOOD STUDS AND ALL
EXTERIOR WALLS ARE 2x6 WOOD STUDS (U.N.O.)
7. USE M.R. GYP. BD. ON ALL WET WALLS.
8. CONTRACTOR TO VERIFY EXISTING ROOF SLOPE BEFORE COMMENCING PROJECT.
CONTRACTOR TO NOTIFY ARCHITECT & STRUCTURAL ENGINEER IF EXISTING
ROOF SLOPE DIFFERS FROM CONSTRUCTION DRAWINGS.
N
PO NOT REPLACE WINDOW,
T1115 LOCATION. REMOVE EXISTING,
TI -EN PATCH & REPAIR WALL
AS NEEDED.
GLASS 15-06-K TO REMAIN.
REVISIONS
DATE NO.
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DATE: 15 DEC 2015
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ROOF FLAN
ROOF NOTES
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SCALE:
I. NEW ROOFING MATERIAL SMALL MATGM EXISTING.
2. CONTRACTOR TO VERIFY EXISTINO ROOF SLOPE.
3_ SLOPE OF NEW ROOF TO MATCH EXISTINO
UNLESS OTHERWISE NOTED.
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LINEAR
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TO REMAIN
MOTES
FLOOR (ABLE &
DUPLEX OUTLET
LOCATIONS TfP.
LIehTINe/ELEGTRIGAL PLAN
1. ALL CEILING HEIGHTS ARE REFERENCED FROM TOP OF
EXISTING FLOOR SLAB TO FACE OF STUD UNLESS OTHERWISE NOTED.
2. COORDINATE LIGHT FIXTURE LOCATION W/ DUCT WORK LOCATIONS.
3. WHERE MULTIPLE SWITCHES OCCUR (SWITCHES, DIMMERS OR BOTH).
GANG GROUPS IN THE SAME JUNCTION BOX WITH ONE COMMON
COVERPLATE.
4. ALL SWITCHES TO BE MOUNTED 4'-0" ABOVE FINISHED FLOOR
AND 6" FROM STRIKE SIDE OF DOOR FRAME UNLESS OTHERWISE NOTED.
5. ELECTRICAL CONTRACTOR SHALL PROVIDE ANY SUPPORT
SYSTEM AS REQUIRED FOR ALL LIGHT FIXTURES.
6. ALL DIMENSIONS AND LOCATIONS TO BE FIELD VERIFIED BEFORE
CONSTRUCTION. NOTIFY ARCHITECT ABOUT ANY DISCREPANCIES
7. ALL LIGHT FIXTURES to HAVE DIMMERS.
SGAL_E: 1„
ELECTRICAL LEGEND
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pN TV, CABLE
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DUPLEX FLOOR OUTLET
PENDANT FIXTURE SP CEILING MOUNTED SPEAKERS
® EXHAUST FAN 4 4 GAND OUTLET
WALL MOUNTED FIXTURE (P FI GROUND FAULT CIRCUIT
INTERRUPTER OUTLET
UNDER CABINET LIGHTING S SWITCH
0 220V DUPLEX OUTLET S3 3 WAY SWITCH
8 SURFACE MOUNTED CEILING FIXTURE
OUTDOOR FLOOD LIGHT
Q FLOOR CABLE OUTLET
LINEAR AIR DIFFUSER
REVISIONS
DA TE NO.
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MOTES
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DUPLEX OUTLET
LOCATIONS TfP.
LIehTINe/ELEGTRIGAL PLAN
1. ALL CEILING HEIGHTS ARE REFERENCED FROM TOP OF
EXISTING FLOOR SLAB TO FACE OF STUD UNLESS OTHERWISE NOTED.
2. COORDINATE LIGHT FIXTURE LOCATION W/ DUCT WORK LOCATIONS.
3. WHERE MULTIPLE SWITCHES OCCUR (SWITCHES, DIMMERS OR BOTH).
GANG GROUPS IN THE SAME JUNCTION BOX WITH ONE COMMON
COVERPLATE.
4. ALL SWITCHES TO BE MOUNTED 4'-0" ABOVE FINISHED FLOOR
AND 6" FROM STRIKE SIDE OF DOOR FRAME UNLESS OTHERWISE NOTED.
5. ELECTRICAL CONTRACTOR SHALL PROVIDE ANY SUPPORT
SYSTEM AS REQUIRED FOR ALL LIGHT FIXTURES.
6. ALL DIMENSIONS AND LOCATIONS TO BE FIELD VERIFIED BEFORE
CONSTRUCTION. NOTIFY ARCHITECT ABOUT ANY DISCREPANCIES
7. ALL LIGHT FIXTURES to HAVE DIMMERS.
SGAL_E: 1„
ELECTRICAL LEGEND
O
1�r CEILING FAN W/ LIGHT WATERPROOF SHOWER LIGHT
pN TV, CABLE
L= 24" DOUBLE FLOURESCENT FIXTURE 110V DUPLEX OUTLET
® 6" LED RECESSED DOWNLIGHT FIXTURE
DUPLEX FLOOR OUTLET
PENDANT FIXTURE SP CEILING MOUNTED SPEAKERS
® EXHAUST FAN 4 4 GAND OUTLET
WALL MOUNTED FIXTURE (P FI GROUND FAULT CIRCUIT
INTERRUPTER OUTLET
UNDER CABINET LIGHTING S SWITCH
0 220V DUPLEX OUTLET S3 3 WAY SWITCH
8 SURFACE MOUNTED CEILING FIXTURE
OUTDOOR FLOOD LIGHT
Q FLOOR CABLE OUTLET
LINEAR AIR DIFFUSER
REVISIONS
DA TE NO.
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DATE: 06 JULY 2015
DAA KV D Y. PAT
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WALL
HT
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WALL
HE
EXIST 6TUCOO FIN16H
TO f5E PAINTED, TYP
0'-0" APPzOX f= I N 13H eRAPE
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WALL HT
WALL HE
0'-0" APPzOX f-1 N 16H GRADE
-2'-0" APPROX f- I N I - M GRADE @ s ITE SLOPE
ENGINEER TO VERIf=Y_ _
REMOVE STUCCO "KEY TONES"..
PATH & REPAIR EIFS TRIM AS
NECESSARY TO A(,MIE E
CONTINUOUS f5ANDINO TRIM
AS INDICATED, TYP.
NEW DOUBLE ENTRY DOORS &
TRANSOM
ffRONT ELEVATION
SCALE: 114 "=1'-d'
NEW OUTD OR FIREPLACE NEW SCREENED ENCLOSURE
& 6MIMNE
WALL HE
WALL HE
L-1
LJ I L ----- –1
ME
NEW � EXIST NEW , EXIST
CONSTRUCTION--� CONSTRUCTION CONSTRUCTION- CONSTRUCTION
STUCCO SKIM COAT OVER
NEW CONCRETE FOUNDATION
WA11, TYP
REAS ELEVAT I ON
SCALE: I/4!'=1' -a'
WALL IST
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WALL IST
NEW ROOFING TO MAT(,H EXIST
NEW SCREENED ENCLOSURE
SCREEN DOOR
STUCCO SKIM COAT OVER
NEW CONCRETE FOUNDATION
WALL, TYP
EXIST SLOPING GRADE
2
R I �IIT- ELEVATION
NEW ROOFING TO MAT01 EXIST
EXIST --' NEW
CONSTRUCTION CONSTRUCTION
SCALE:
STUCCO SKIM GOAT OVER
NEW CONCRETE FOUNDATION
WALL, TYP
EXIST SLOPING GRADE
REVISIONS
DATE NO.
SCREEN Af5OVE
OUTDOOR GRILL
EXIST --' NEW
CONSTRUCTION CONSTRUCTION
SCALE:
STUCCO SKIM GOAT OVER
NEW CONCRETE FOUNDATION
WALL, TYP
EXIST SLOPING GRADE
REVISIONS
DATE NO.
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TO MATCH EXIST., TYP
NEW I EXIST
CONSTRUCTION—;-- CONSTRUCTION
LEffT ELEVATION
SCALE 1/4„=1'-a„
DATE: 15 DEC 2015
DRA WN BY. PAT
CHECKED BY- PAT
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NEW I EXIST
CONSTRUCTION—;-- CONSTRUCTION
LEffT ELEVATION
SCALE 1/4„=1'-a„
DATE: 15 DEC 2015
DRA WN BY. PAT
CHECKED BY- PAT
FRONT
DOOR
f5EYON
O
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X(o T &Com, TYP
IXI TRIM, TYP
I
ZIX8 TRIM & f5OX f5EAM, TYP
4 1/2 t4,-9„ 9„ t4,-9„ 9' ±4,-9„
SPLIT–PAGED STONE
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VENEER
VENEER
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NEW GROWN MOULD, TYP
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�--rN\11TI-o.rHiEN ELEVATION
o'oo�oo•
L -0 /--o L -U
�'EVATIO
HALL WAY
115EYOND—"'�
TILE
f5A6K6PLA611
MARf5LE
COUNTERTOP
IX(o T & C, TYP
IXI TRIM, TYP
IX8 TRIM & f5OX SEAM, TYP
SCALE;
HALL WAY
f5EYOND—""�
TILE
f5A6KSPLA6H
MARBLE
COUNTERTOP
RECESSED
FIAT SCREEN
TV
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MAROARE "s
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15EYOND
IX8 TRIM & f5OX 15EAM6, TYP
WINE BAR/ CREAT RM / PORGII ELEVATION
NEW GROWN MOULD, TYP
GLASS INSERTS
CLASS
SHELVES
TILE
f5A6.K6PLA6H
GRAN ITE
COUNTERTOP
K ITGf1EN / GREAT RM EL
P\/AT-I/)NI
S�IDINC� CLASS WALL (NANAWA�L) ELEVATION
60A -F-:
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REVISIONS
DATE NO.
DATE: 06 JULY 2015
DRAWN BY. PAT
CHECKED BY. PAT
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DRAWN BY. PAT
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UTILITY & DRAINAGE EASEMENT
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............. _ ....._... _ __ ___._._ __ _._.._. __ -- _ ---__ --.___ ............ ... ......__
AR6H I TEGTURAL S 1 TE PLAN
GENERAL STRUCTURAL NOTES
(The following apply unless shown otherwise on the plans)
CRITERIA
1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE
DRAWINGS, SPECIFICATIONS, THE FLORIDA BUILDING CODE, FBC/FRC 2014
2. DESIGN LOADING CRITERIA
ROOF LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . . 20 PSF
FLOOR LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . 40 PSF
HANDRAILS & GUARDRAILS . 200 LB POINT LOAD APPLIED IN ANY DIRECTION
AND 50 PLF LOAD APPLIED ALONG TOP RAIL
INTERMEDIATE RAILS DESIGNED TO WITHSTAND 50 LBS OVER 1 SQUARE FOOT
WIND . . . . . . . . . . .. . . . . . . . .. . . 130 MPH 3 -SECOND GUST, EXPOSURE "C"
3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL
DRAWINGS (AS APPLICABLE) FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL
VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY
ARCHITECT OR ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION.
4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND
CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING
CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND
MUST BE VERIFIED.
5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND
STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN
ACCORDANCE WITH THE PLANS.
6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE
METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE
CONTRACTORS WORK. THE ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY
OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING
CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS
OF ANY TRADE CONTRACTOR. THE ENGINEER HAS NO DUTY TO INSPECT,
SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF
THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE.
7, CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT
AND THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.
CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT.
8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE
CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO
DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO
REVIEW AND APPROVAL BY THE ENGINEER.
9. IT IS ADVISABLE THAT THE OWNER EMPLOYS AN ENGINEER TO
PERFORM SITE OBSERVATION DURING CONSTRUCTION. OBSERVED DEFICIENCIES
SHALL BE REPORTED IN WRITING TO THE OWNER -OR THE OWNER'S REPRESENTATIVE.
GEOTECHNICAL
10. GEOTECHNICAL REPORT NOTE: NO GEOTECHNICAL ,REPORT PROVIDED.
ALL FOOTINGS TO BEAR 18" MINIMUM BELOW GRADE.
ASSUMED SOIL CONDITIONS FOR THE REGION. PRESUMPIIVE LOAD-BEARING
VALUES AS PER FBC R401.4.1 AND FBC TABLE 1806.2: VERTICAL FOUNDATION
PRESSURE=2,000PSF.
RENOVATION
11. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE
COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING
CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES,
DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING
STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON
EXISTING FLOOR OR ROOF SYSTEMS TO 40 PSF.
12. EXISTING WALLS SHALL BE SAVED WHERE AND AS NOTED ON THE PLANS.
A. ALL NEW OPENINGS THROUGH EXISTING WALLS, SLABS AND BEAMS SHALL BE
ACCOMPLISHED BY SAW CUTTING WHEREVER POSSIBLE,
B. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND LOCATION OF
MEMBERS PRIOR TO CUTTING ANY OPENINGS.
C. SMALL ROUND OPENINGS INTO CONCRETE SHALL BE ACCOMPLISHED
BY CORE DRILLING.
D. WHERE NEW REINFORCING TERMINATES AT EXISTING CONCRETE, DOWELS
EPDXY GROUTED INTO EXISTING CONCRETE SHALL BE PROVIDED TO MATCH
HORIZONTAL REINFORCING, UNLESS OTHERWISE NOTED ON PLANS.
13, CONTRACTOR SHALL CHECK FOR CRACKS AND OTHER DAMAGE OF EXISTING STRUCTURE,
WHERE EXPOSED DURING REMODEL.
14. ALL DAMAGED ITEMS SHALL BE REMOVED AND DAMAGED MEMBERS SHALL BE
REPLACED OR REPAIRED AS DIRECTED BY THE ENGINEER OR ARCHITECT.
ETLI•I7
15. FRAMING LUMBER SHALL BE KILN DRIED OR MC -19, AND GRADED AND MARKED IN
CONFORMANCE WITH "SPIB" (SOUTHERN PINE INSPECTION BUREAU) STD. GRADING
RULES FOR S.P. LUMBER.
17. FURNISH TO THE FOLLOWING MINIMUM STANDARDS:
JOISTS (2X & 3X MEMBERS) S.PINE OR HEM -FIR NO. 2
AND BEAMS: MINIMUM BASE VALUE, Fb = 850 PSI
(4X MEMBERS) S. PINE OR DOUGLAS FIR NO. 1
MINIMUM BASE VALUE, Fb = 1000 PSI
BEAMS: (INCL. 6X AND LARGER) S. PINE OR DOUGLAS FIR NO. 1
MINIMUM BASE VALUE, Fb = 1350 PSI
POSTS: (4X MEMBERS) S. PINE OR DOUGLAS FIR NO. 2
MINIMUM BASE VALUE, Fc = 1300 PSI
(6X AND LARGER) S. PINE OR DOUGLAS FIR NO. 1
MINIMUM BASE VALUE, Fc = 925 PSI
STUDS, PLATES & MISC. FRAMING: S. PINE OR DOUG -FIR NO. 2
16. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND
IDENTIFICATION MARK AND
LL BEAR AN A.I.T.0
AITC STANDARDS. EACH MEMBER SHA
SHALL BE ACCOMPANIED BY AN A.I.T.C. CERTIFICATE OF CONFORMANCE.
17. PLYWOOD SHEATHING SHALL BE GRADE C -D, EXTERIOR GLUE OR STRUCTURAL II,
EXTERIOR GLUE IN CONFORMANCE WITH FBC SECTION 2304.
REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING RFQUIREMENTS.
18. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -
TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED
BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE
OR MASONRY.
19. TIMBER CONNECTORS CALLED OUT
BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE"
BY SIMPSON COMPANY, AS SPECIFIED
IN THEIR CATALOG NUMBER C-2014. EQUIVALENT
DEVICES BY OTHER MANUFACTURERS
MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICBO
APPROVAL FOR EQUAL OR GREATER
LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF
FASTENERS AS SPECIFIED BY MANUFACTURER.
CONNECTORS SHALL BE INSTALLED IN
ACCORDANCE WITH THE MANUFACTURER'S
RECOMMENDATIONS. WHERE CONNECTOR
STRAPS CONNECT TWO MEMBERS
PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH
MEMBER.
Ultimate Wind Speed:
ALL BOLTS IN WOOD MEMBERS S
ALL CONFORM TO ASTM A307. PROVIDE WASHERS
UNDER THE HEADS AND NUTS 0
ALL BOLTS AND LAG SCREWS BEARING ON WOOD.
UNLESS NOTED OTHERWISE, ALL
NAILS SHALL BE AS CALLED OUT BELOW. ALL SHIMS
SHALL BE SEASONED AND DRIED
AND THE SAME GRADE (MINIMUM) AS MEMBERS
CONNECTED. ALL 2X JOISTS SH
LL BE CONNECTED TO FLUSH BEAMS WITH "LUS"
SERIES JOIST HANGERS.
Components
Components and Cladding Design Pressures:
20. WOOD FASTENERS
Roofing Zone 1: +20.4 psf max.,
A. NAIL SIZES SPECIFIED ON
DRAWINGS ARE BASED ON THE FOLLOWING
SPECIFICATIONS:
Roofing Zone 3:
SIZE LENGTH
DIAMETER
6d 2"
0.113"
8d 2-1/2"
0.131"
10d 3'"
0.148"
12d 3-1/4"
0.148"
16d BOX 3-1/2"
0.135"
IF CONTRACTOR PROPOSES
THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT
NAIL SPECIFICATIONS TOTE
ENGINEER (PRIOR TO CONSTRUCTION)
FOR REVIEW AND FOR APPROVAL.
as per Section 1609.1.2 of the 2014 FBC.
B. NAILS - PLYWOOD (APA RATED
SHEATHING) FASTENERS TO FRAMING SHALL BE
DRIVEN FLUSH TO FACE OF
SHEATHING WITH NO COUNTERSINKING PERMITTED.
21. WOOD FRAMING NOTES --THE FO
LOWING APPLY UNLESS OTHERWISE SHOWN ON THE
PLANS:
A. ALL WOOD FRAMING DETAILS
NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO
THE MINIMUM STANDARDS
OF THE FLORIDA BUILDING CODE. MINIMUM NAILING,
UNLESS OTHERWISE NOTED,
SHALL CONFORM TO TABLE 2304.9.1 OF THE FBC.
COORDINATE THE SIZE AND
LOCATION OF ALL OPENINGS WITH MECHANICAL
AND ARCHITECTURAL DRAWINGS.
PROVIDE WASHERS UNDER THE HEADS AND NUTS
OF ALL BOLTS AND LAG BOLTS
BEARING ON WOOD, INSTALLATION OF LAG BOLTS
SHALL CONFORM TO NATIONAL
DESIGN SPECIFICATION FOR WOOD CONSTRUCTION
(1997 EDITION) WITH A LED
BORE HOLE OF 60 TO 70 PERCENT OF THE SHANK
DIAMETER LEAD HOLES ARE
NOT REQUIRED FOR 3/8" AND SMALLER LAG SCREWS.
B. WALL FRAMING: REFER ARCHITECTURAL
DRAWINGS FOR THE SIZE OF ALL WALLS.
ALL STUDS SHALL BE SPACED
AT 16" O.C. UNO. TWO STUDS MINIMUM SHALL BE
PROVIDED AT THE END OF
ALL WALLS AND AT EACH SIDE OF ALL OPENINGS, AND
AT BEAM OR HEADER BEARING
LOCATIONS. TWO 2x8 HEADERS SHALL BE PROVIDED
OVER ALL OPENINGS NOT
DTHERWISE NOTED. SOLID BLOCKING FOR WOOD COLUMNS
SHALL BE PROVIDED THRO
GH FLOORS TO SUPPORTS BELOW. PROVIDE
CONTINUOUS SOLID BLOCKI
G AT MID -HEIGHT OF ALL STUD WALLS OVER 10'-0" IN
HEIGHT.
ALL WALLS SHALL HAVE A
SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END
NAIL TOP PLATE TO EACH
STUD WITH TWO 16d NAILS, AND TOENAIL OR END
NAIL EACH STUD TO BOTTOM
PLATE WITH TWO 16d NAILS. FACE NAIL DOUBLE
TOP PLATE WITH 16d @ 12"
O.C. AND LAP MINIMUM 4'-0" AT JOINTS AND
PROVIDE EIGHT 16d NAILS
@ 4" O.C. EACH SIDE JOINT.
ALL STUD WALLS SHALL HAVE
THEIR LOWER WOOD PLATES ATTACHED TO WOOD
FRAMING BELOW WITH 16d
NAILS @ 12" Q.C. STAGGERED OR BOLTED TO CON-
CRETE WITH 5/8" DIAMETER
ANCHOR BOLTS (WITH 7" MINIMUM EMBEDMENT)
@ 4'-0" O.C. UNLESS INDICATED
OTHERWISE. INDIVIDUAL MEMBERS OF BUILT-
UP POSTS SHALL BE NAIL
-D TO EACH OTHER WITH 16d @ 12" O.C. STAGGERED.
WHEN NOT OTHERWISE NOTED,
PROVIDE GYPSUM WALLBOARD ON INTERIOR
SURFACES NAILED TO ALL
STUDS, TOP AND BOTTOM PLATES, AND BLOCKING WITH
NAILS @ 7" O.C. NAIL 1/2"
GWB WITH 5d COOLER NAILS AND 5/8" GWB WITH
6d COOLER NAILS. PROVIDE
1/2" (NOMINAL) APA RATED SHEATHING (SPAN
RATING 24/0) ON EXTERIOR
SURFACES NAILED AT ALL PANEL EDGES (BLOCK UN-
SUPPORTED EDGES), AND
TOP AND BOTTOM PLATES WITH NAILS @ 6" O.C. AND
TO ALL INTERMEDIATE STUDS
AND BLOCKING WITH NAILS @ 12" O.C. ALLOW
1/8" SPACING AT ALL PANEL
EDGES AND ENDS.
C. ROOF FRAMING: PROVIDE
DOUBLE JOISTS UNDER ALL
PARALLEL PARTITIONS THAT
EXTEND OVER MORE THAN HALF THE JOIST LENGTH
AND AROUND ALL OPENINGS
IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED.
PROVIDE SOLID BLOCKING
AT ALL BEARING POINTS. TOENAIL JOISTS TO
SUPPORTS WITH TWO 16d
NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR
BEAMS WITH SIMPSON METAL
JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE.
NAIL ALL MULTI -JOIST BEAMS
TOGETHER WITH 16d @ 12" O.C. STAGGERED.
UNLESS OTHERWISE N
TED ON THE PLANS, PLYWOOD ROOF
SHEATHING SHALL BE LAIC
UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND
NAILED @ 4" O.C. TO FRA
ED PANEL EDGES, STRUTS AND OVER STUD WALLS AS
SHOWN ON PLANS AND @
12"O.C.TO INTERMEDIATE SUPPORTS, PROVIDE APPROVED
PLYWOOD EDGE CLIPS CENTERED
BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF
SHEATHING EDGES, ALLOW
1/8" SPACING
AT ALL PANEL EDGES AND
ENDS OF ROOF SHEATHING. TOENAIL
BLOCKING TO SUPPORTS WITH
16d @ 12" O.C. UNLESS OTHERWISE NOTED
OTHERWISE.
ANCHORAGE
22. EPDXY-GROUTED ITEMS SPECIFIE
ON THE DRAWINGS SHALL BE INSTALLED WITH
"ET" (EPDXY TIE) OR "SET" HIGH
STRENGTH EPDXY GROUT AS MANUFACTURED BY
THE SIMPSON STRONG TIE COMPANY.
INSTALL IN STRICT ACCORDANCE WITH I.C.B.O.
REPORT NO. ER 5279. SPECIAL INSPECTION
OF INSTALLATION IS REQUIRED,
25. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS:
FOOTINGS AND OTHER UNFORMED SURFACES SAST AGAINST AND PERMANENTLY
EXPOSED TO EARTH .. 3"
FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#6 BARS OR LARGER) .. ..2"
(#5 BARS OR SMALLER) . . . . . 1 %"
COLUMN TIES OR SPIRALS AND BEAM STIRRUPS . . . . . . 1"
SLABS AND WALLS . . . . . . . . . . GREATER OF BAR DIAMETER PLUS 1/8" OR 3W"
26. CAST -IN-PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT
LOCATIONS, DIMENSIONS AND ELEVATIONS.SEE ARCHITECTURAL DRAWINGS FOR ALL
SLOPES, GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND
OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.
MASONRY
27. CONCRETE MASONRY UNIT WALLS SHALL BE CONSTRUCTED OF GRADE N, TYPE I UNITS,
CONFORMING TO ASTM C90, LAID IN A RUNNING BOND. MORTAR SHALL BE TYPE "S"
PER THE FBC. GROUT SHALL CONFORM TO FBC REQUIREMENTS AND
ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 1,800 PSI AT 28 DAYS, DESIGN F'm =
1500 PSI. STRENGTH SHALL BE VERIFIED BY PRISM TESTING IN ACCORDANCE WITH
FBC SECTION 2105.2.2.2, AND MASONRY UNITS SHALL BE CHOSEN IN ACCORDANCE
WITH FBC.
STEEL
28.
Io
UNLESS NOTED OTHERWISE, PROVIDE THE FOLLOWING REINFORCEMENT:
4" WALLS #4 @ 48" Q.C. VERT 3/16 dia. WIRE JOINT REINF.
AT 8" O.C. HORIZ,
6" WALLS #4 @ 48" O.C. VERT. (2) #4 @ 48" O.C. HORIZ.
8" WALLS #5 @ 48" O.C. VERT. (2) #4 @ 48" O.C. HORIZ.
10" WALLS #5 @ 40" O.C. VERT. (2) #5 @ 48" O.C. HORIZ
12" WALLS #5 @ 32" O.C. VERT. (2) #5 @ 40" O.C. HORIZ.
IN ADDITION, PROVIDE (1) #5 (#4 @ 6" AND 4" WALLS) VERT. AT EACH SIDE OF
OPENINGS, AT WALL CORNERS AND INTERSECTIONS AND AT FREE ENDS OF WALLS AND
(2) #4 (#4 @ 4" WALLS) HORIZ. AT ELEVATED FLOOR AND ROOF LEVELS, AT TOPS
OF WALLS AND ABOVE AND BELOW ALL OPENINGS. ALL HORIZONTAL
REINFORCEMENT SHALL BE PLACED IN BOND BEAMS. EXTEND REINFORCEMENT
AROUND OPENINGS 2'-0" BEYOND FACE OF OPENING. IF 2'-0" IS UNAVAILABLE
EXTEND AS FAR AS POSSIBLE AND HOOK. PROVIDE CORNER BARS TO LAP
HORIZONTAL REINFORCING AT CORNERS AND INTERSECTIONS. LAP ALL REINFORCING
STEEL 48 BAR DIAMETERS OR 24" MINIMUM.
FILL ALL CELLS CONTAINING REINFORCEMENT OR EMBEDDED ITEMS AND ALL CELLS
BELOW GRADE WITH GROUT. PROVIDE CLEANOUT HOLES AT BOTTOM OF ALL CELLS
CONTAINING REINFORCEMENT FOR ALL GROUT POURS OVER 5 FEET IN HEIGHT. UNITS
MAY BE LAID TO THE FULL HEIGHT OF THE GROUT POUR AND GROUT SHALL BE
PLACED IN A CONTINUOUS POUR IN GROUT LIFTS NOT EXCEEDING 6 FEET. ALL
PREPARATION AND PLACING OF MASONRY SHALL CONFORM TO SECTION 2104 OF THE
FBC.
Project: Carella's addition
Floor and Roof Live Loads
Attics: 20 psf w/ storage, 10 psf w/o storage
Habitable Attics, Bedroom: 30 psf
FLOOR AND ROOF FRAMING PLANS
All Other Rooms: 40 psf
CONVEYED AND PLACED IN ACCORDANCE
Garage: 40 psf
Roofs: 20 psf
LU
WITH FBC SECTIONS 1905,1906 AND
ACI 301 INCLUDING TESTING PROCEDURES.
Wind Design Data
53.0;
Ultimate Wind Speed:
130 mph
Nominal Wind Speed:
101 mph
Risk Category:
II
Wind Exposure:
C
Enclosure Classification:
Enclosed
Internal Pressure Coefficient:
0.18+/_
.18+/-
Components
Components and Cladding Design Pressures:
Z
Roofing Zone 1: +20.4 psf max.,
-22.2 psf min.
Roofing Zone 2: +20.4 psf max.,
-26.0 psf min.
Roofing Zone 3:
-26.0 psf min.
Roofing at Zone 2 Overhangs:
-37.7 psf min.
Roofing at Zone 3 Overhangs:
-37.7 psf min.
Stucco, Cladding, Doors & Windows:
OFFICE
Zone 4: +22.2 psf max.,
-24.1 psf min.
Zone 5: +22.2 psf max.,
-29.8 psf min.
End Zone Width:
4.00 ft.
The Nominal Wind Speed was used to determine the above Component
and Cladding Design Pressures.
All exterior glazed openings shall be protected from wind-borne debris
as per Section 1609.1.2 of the 2014 FBC.
The site of this building is not subject to special topographic wind
effects as per Section 1609.1.1.1 of the 2014 FBC.
Geotechnical Information
EDesign,Soil Load -Bearing Capacity:
2,000 psf
Flood Design Data
Flood Zone:
X
This table was created using Windload Calculator Plus software (2014 Florida Building Code
Edition) available from WindCales,eom
PRECAST MASONRY LINTELS SHALL BE "CAST -CRETE" OR EQUAL. INSTALL IN
ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.
e._
STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE BASED ON THE _-
LATEST EDITION OF THE A.I.S.C, SPECIFICATIONS AND CODES:
• SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS ALLOWABLE STRESS DESIGN
AND PLASTIC DESIGN OR LOAD AND RESISTANCE FACTOR DESIGN SPECIFICATIONS
FOR STRCUTURAL STEEL BUILDINGS.
• A.I.S.0 CODE OF STANDARD, PRACTICE FOR STEEL BUILDINGS.
STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS:
• STRUCTURAL TUBING: A500 (GRADE B) FY= 46 KSI
• OTHER SHAPES AND PLATES: A36 FY= 36 KSI
• CONNECTION BOLTS A325 -N (3/4" DIAMETER ROUND, U.N.O.)
ARCHITECTURALLY EXPOSED STEEL SHALL CONFORM TO SECTION 10 OF THE A.I.S.C. CODE OF
STANDARD PRACTICE FOR STEEL BUILDINGS.
ALL ANCHORS EMBEDED IN CONCRETE OR MASONRY SHALL BE A307 HEADED BOLTS OR A36
THREADED ROD WITH AN ASTM 563 HEAVY HEX NUT TACK WELDED ON THE EMBEDED END.
LIMITATIONS OF LIABILITY
30. THE STRUCTURAL DRAWINGS AND THESE GENERAL
NOTES ARE ISSUED WITH THE UNDERSTANDING THAT IT IS THE RESPONSIBILITY OF THE OWNER
TO SEE THAT THE WORK IS CARRIED OUT IN ACCORDANCE WITH THESE STRUCTURAL
DOCUMENTS AND THAT ANY DISCREPANCIES ARE BROUGHT TO THE ATTENTION OF THE
ARCHITECT AND THE ENGINEER. IT IS ALSO ASSUMED THAT THE FIELD REVIEW DURING
THE CRITICAL STAGES OF CONSTRUCTION SHALL BE CONDUCTED BY THE BUILDING OFFICIAL
AND STRUCTURAL ENGINEER. NOTIFY ENGINEER A MINIMUM OF 48 HOURS PRIOR TO
ANY REQUIRED SITE REVIEW DURING CONSTRUCTION
SPECIAL STRUCTURAL INSPECTION
32. THE FOLLOWING ITEMS REQUIRE SPECIAL STRUCTURAL INSPECTION,
IF APPLICABLE ONLY, AS PER CHAPTER 17 OF FBC 2014:
• REINFORCING OR ANCHOR BOLTS INSTALLED IN DRILLED HOLES IN CONCRETE OR
MASONRY,EPDXY GROUTED
• MASONRY LINTELS
• STRUCTURAL CONCRETE (FOUNDATION PIERS, GRADEBEAMS, AND SLABS)
• MASONRY WALLS
• STEEL FRAMING AND CONNECTIONS
DESIGN CRITERIA
32, THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH:
• 2014 FLORIDA BUILDING CODE (FBC)
• 2014 FLORIDA RESIDENTIAL CODE (FRC)
*MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE7-10)
• 2011 NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION (NDS)
• 2011 AMERICAN CONCRETE INSTITUTE 318 (ACI 318)
SHEET INDEX:
WIND DESIGN:
33. • BASIC WIND SPEED (3 sec. gust) 13OMPH SO. 0: GENERAL STRUCTURAL NOTES
• IMPORTANCE FACTOR 1 (table 6-1)
• EXPOSURE C r
• INTERNAL PRESSURE COEFFICIENT (GC -pi) 0.18 S1.0: FOUNDATION PLAN
• BUILDING CATEGORY II
CONCRETE
S2.0:
FLOOR AND ROOF FRAMING PLANS
23. CONCRETE SHALL BE MIXED, PROPORTIONED,
CONVEYED AND PLACED IN ACCORDANCE
q.
Z
LU
WITH FBC SECTIONS 1905,1906 AND
ACI 301 INCLUDING TESTING PROCEDURES.
53.0;
SHEARWALL PLANS
�
CONCRETE SHALL ATTAIN A 28 -)AY
STRENGTH OF Fc' = 2,500 psi AND MIX SHALL
m.
V
W
W
CONTAIN NOT LESS THAN 5 %SACKS
.
OF CEMENT PER CUBIC YARD AND SHALL BE IC5
i
S4.0:
DETAIL
Z
PROPORTIONED TO PRODUCE A SLUMP
OF 5" OR LESS.
J
W
w
24. REINFORCING STEEL SHALL CONE
RM TO ASTM A615 (INCLUDING SUPPLEMENT S1),
µ
S5.0:
DETAILS
OFFICE
GRADE 60, FY= 60,000 PSI. NO
BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE
N
CO PY
SHALL BE FIELD BENT UNLESS S
CIFICALLY SO DETAILED OR APPROVED BY THE
~'
r
STRUCTURAL ENGINEER.
REVIEWED FOR CODE CGMPLtANCE
CITY OF ATLANTIC BEACH
SEE PERMITS FOR ADDMONA1L
REQUIREMENTS AND CONDITIONS
REVIEWED BY: sE?AiE:
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BASE TO 16"x16" CMU PILASTER;
CONTINUOUS WALL HORIZ. REINF.
THROUGH PILASTER
FOOTING 3' -0"x3' -0"x12" DEEP
W/(3)#4 EA. WAY, BOTTOM OF
FOOTING
6x6 POST W/ABU66 BASE
FOOTING 2'-6' x2' -6"x12"
DEEP W/(3) #4 EA. WAY,
BOTTOM OF FOOTING
CUT AWAY EXIST. SLAB AND
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SCALE: 1/4" = 1'-O'°
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12" THICKENED SLAB
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2 OR VERIFY
EXISTING FOOTINGS
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FLOOR ELEVATION
-6x6 POST W/ABU66 BASE
_--FOOTING 2' -6"x2' -6"x12"
DEEP W/(3) #4 EA. WAY,
BOTTOM OF FOOTING
FOUNDATION PLAN NOTES: (TYPICAL UNLESS NOTED OTHERWISE)
1, TIMBER COLUMNS AND ALL OTHER WOOD IN CONTACT WITH SOIL, MASONRY, OR CONCRETE SHALL BE TREATED.
2. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS.
3. BASE ALL GRADE BEAMS MINIMUM 18 INCHES BELOW EXISTING GRADE, AND MINIMUM 18 INCHES BELOW FINISHED GRADE.
4. PROVIDE 5/8 INCH DIAMETER ANCHOR BOLTS EMBEDDED 7 INCHES MINIMUM AT ALL EXTERIOR FRAMED WALLS. THE ANCHOR BOLTS SHALL BE AS NOTED ON PLAN
AND IN THE SHEARWALL SCHEDULE OR AT 48 INCHES ON CENTER, AND AT ALL WALL ENDS AND WALL CORNERS, EACH SIDE OF THE CORNER SEE SHEETS S2 AND S5
5. WHERE THERE IS A DISCREPANCY BETWEEN THE ARCHITECTURAL DRAWINGS AND THE STRUCTURAL DRAWINGS IN DIMENSIONS, ELEVATIONS, ETC, THE ARCHITECTURAL
DRAWINGS SHALL GOVERN.
7. PROVIDE POSITIVE DRAINAGE AWAY FROM STRUCTURE
OFFICE COPY
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6x6 POST
ECCLLO 5%4-6
THJA26
LUS26
6x6 POST '',N/ECC06—SDS2.5
H2.5A EA, CONNECTION EA.
TRUSS TO T.O. WALL
CONT, 2x4 BLOCKING @RIDGES,
HIPS, AND VALLEYS, TYP.
6x6 POST—IN—WALL
W/ECC06-SDS2.5
THA29, 'TYP,
NEW PLATE HEIGHT +10.0'
BUILD 2,.0' PONY WALL ABOVE
EXIST. PLATE ,i.,8,D'
_AM 5%4"x12"
001ee 0 a miM ff\ re wa WTV
J)UALL: 1/1+ = 1 —V
NOTES TO TRUSS MANLJFAC l`(JRER
ALL ROOF TRUSSES -10 BE A1° 24" ON CENTER MAXIMUM SPACING
DESIGN LOADS TO BE: 10 PSF DEAD LOAD TO TOP CHORD AND 5PSF DEAD LOAD L 1 0 B011OM
CHORD AND 20 PSF LIVE LOAD TO TOP CHORD
TRUSSES TO BE AS PER STRUCTURAL AND ARCHITECTURAL, DRAWINGS WHERE OVER --k RAMING
IS NOTED ON ROOF FRAMING PLAN, TRUSSES THAT FOLLOW SLOPES CAN BE DESIGNED
AND OVERFRAMING ELIMINATED,
SUBMIT TRUSS DRAWINGS FOR REVIEW AND COORDINATION TO STRUCTURAL ENGINEER PRIOR
TO MANUFACTURE,
6x6 POST W/ECC
2x6 @16" O.C., TYP, NEW
EXTERIOR WALLS
2x6 @16" O.C.
6x6 W/ECC06—SDS2.5
THG02 HANGER
THA29 HANGERS FOR
EXISTING TRUSSES
Nn E:
• REMOVE EXIST, WALLS AND ROOF FRAMING AS PER
ARCH DRAWINGS; BUILD NEW WALLS
• INSTALL NEW P.E. TRUSSES AS PER THIS PLAN
• GIRDER TRUSS BOTTOM CHORD TO BE A MIN 2x6 TO
ALLOW FOR INSTALLATION OF HUS26 HANGERS
• DESIGN TRUSSES 20PSF LIVE LOAD AND 15PSF DEAD
LOAD
• WALL LEGEND:
O EXISTING WALL
NEW WALL: 2x6 @16" O.C. EXTERIOR AND 2x4
@16" O,C. INTERIOR LOAD—BEARING WALLS &
2x4 @24" O.C. NEW INTERIOR PARTITION WALLS
• OVERFRAME OVER EXIST, ROOF FRAMING G AS REO'D.
ROOF PITCH 7:12 TO MA'f".H EXIST,
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NOTE: USE 19/32" STRUCTURAL PANELS FOR THE WALLS NOTED ON THE PLANS.
1. BLOCK EDGES WITH 2x LAID FLAT AND NAIL TO INTERMEDIATE SUPPORTS WITH 8d @ 12" O.C.
2. 10d NAILS SHALL BE 0.148"0 x 3" (COMMON) 16d NAILS SHALL BE 0.135"0 x 3 1/2" (BOX), GALVANIZED.
3. FRAMING AT ADJOINING EDGES SHALL BE 3—INCH NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE NAILS
ARE SPACED AT 3" OR 2 " O.C.
4. WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL, PANEL JOINTS SHALL BE OFF—SET TO FALL ON DIFFERENT
FRAMING MEMBERS OR FRAMING SHALL BE 3 INCHES NOMINAL OR THICKER AND NAILS ON EACH SIDE SHALL BE
STAGGERED.
5. TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SHEARWALLS AND ENDS STUDS SHALL RECEIVE PANEL EDGE
NAILING; 46 OR (3)2X4 BUILT UP POST C ENDS OF SHEARWALLS SW4, SW5, SW6, SW7.
6. ALL SHEATHING MATERIAL SHALL BE APA RATED "SHEATHING" WOOD STRUCTURAL PANELS.
7. ALL EXTERIOR WALLS SHALL BE SW1, U.N.O.
8. CS16X48" LONG STRAPS MAY BE SUBSTITUTED BY LSTI49 SIMPSON STRONG—TIE
c
SHEARWALL PLAN
SCALE: 1/4" = 1'--O"
Z
O
SHEARWALL DESIGN
W
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DESIGN
MARK
SHEATHING
PANEL
EDGE NAILING
TOP PLATE ATTACHMENT
BOTTOM
PLATE ATTACHMENT
BOTTOM
PLATE ATTACHMENT
AT EACH JOIST
0 STUDS TO BEAM WALL BELOW
TO CONCRETE
OR MASONRY BELOW
SW1
19/32" STRUCT PANEL
10d ® 6" O.C.
H2.5A
CS16
W/
(6) 10d
EACH END
0 48"
O.C.
5/8"
EMBED
A.BOLT W/2" WASHERS,
7"®SAME SPACING AS
SHOWN CLEFT
SW2
19/32" STRUCT PANEL
10d 0 4" O.C.
H2.5A
CS16 W/ (6) 10d EACH END ® 32" O.C.
SW3
19/32" STRUCT PANEL
10d @ 3" O.C.
H2.5A
CS16 W/ (6) 10d EACH END ® 16" O.C.
SW4
19/32" STRUCT PANEL
10d @ 2" O.C.
H2.5A
CS16 W/ (10) 10d EACH END CSD 16" O.C.
SW5
19/32" STR PANEL, BOTH SIDES
10d 0 e O.C. EA. SIDE
H2.5A
CS16 W/ (10) 10d EACH END 0 16" O.C.
SW6
19/32" STR PANEL, BOTH SIDES
10d @ 3" O.C. EA. SIDE
H2.5A
CS16 W/ (10) 10d EACH END 0 16" O.C.
SW7
19/32" STR PANEL, BOTH SIDES
10d 0 2" Q.C. EA. SIDE
H2.5A
CS16 W/ (10) 10d EACH END 0 16" O.C.
G1
1/2" X 4' GYPSUM SHEATHING
0.120" NAIL X 1 3/4" LONG, 7/16" HEAD, GALV @ 7" O.C.; UNBLOCKED
16D 0 6" O.C.
G2
1/2" X 4' GYPSUM SHEATHING
0.120" NAIL X 1 3/4" LONG, 7/16" HEAD, GALV 0 7" O.C.; BLOCKED
16D C 4" O.C.
1. BLOCK EDGES WITH 2x LAID FLAT AND NAIL TO INTERMEDIATE SUPPORTS WITH 8d @ 12" O.C.
2. 10d NAILS SHALL BE 0.148"0 x 3" (COMMON) 16d NAILS SHALL BE 0.135"0 x 3 1/2" (BOX), GALVANIZED.
3. FRAMING AT ADJOINING EDGES SHALL BE 3—INCH NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE NAILS
ARE SPACED AT 3" OR 2 " O.C.
4. WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL, PANEL JOINTS SHALL BE OFF—SET TO FALL ON DIFFERENT
FRAMING MEMBERS OR FRAMING SHALL BE 3 INCHES NOMINAL OR THICKER AND NAILS ON EACH SIDE SHALL BE
STAGGERED.
5. TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SHEARWALLS AND ENDS STUDS SHALL RECEIVE PANEL EDGE
NAILING; 46 OR (3)2X4 BUILT UP POST C ENDS OF SHEARWALLS SW4, SW5, SW6, SW7.
6. ALL SHEATHING MATERIAL SHALL BE APA RATED "SHEATHING" WOOD STRUCTURAL PANELS.
7. ALL EXTERIOR WALLS SHALL BE SW1, U.N.O.
8. CS16X48" LONG STRAPS MAY BE SUBSTITUTED BY LSTI49 SIMPSON STRONG—TIE
c
SHEARWALL PLAN
SCALE: 1/4" = 1'--O"
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NEW
(2)#4 CONT.
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LINE OF EXCAVATION
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SCAL : 3/4" = 1'—d"
#4 NOSING BAR
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1'
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CONCRETE STAIRS Ott GRADE
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q� TYPICAL STEPPED FOOTING
CONCRETE MASONRY WALL
ADD (1)—#5 DIAG. IN WALL_
CORNER BARS TO MATCH EXTERIOR / CORNIER BARS TO MATCH CROSS WALL
HORIZ. REINF. / HORIZ. REINF,
ADD'NL, VERT, BARS II 11TTYP, CORNER BAR N�
CROSS WALL I
DOUBLE CURTAIN
TYPICAL CORNER BARS AT CMU
DR CONC. WALLS OR FOOTINGS
SCALE: 3/4" = 1'-0"
SECOND POUR
SEE PLAN FOR SLAB
THICKNESS AND
REINF.—TYP.
SEE PLAN FOR SLAB
THICKNESS AND
REINF.—TYP,
CUT" ALT, WIRES AT
JOINT
DU NOT PASS
IfLIRU CHIS AREA
FIRST POUR
BURKE "KEYKOLD" JOINT
STOP REINF. 1" CLR. OF
JOINT EA. SIDE
PROVIDE CONTROL OR CONSTRUCTION
JOINTS IN SLABS ON GRADE TO
BREAK UP SLAB INTO RECTANGULAR
AREAS OF 400 SQ. FT. OR LESS.
AREAS TD BE APPROX, SO. AND
HAVE NO ACUTE ANGLES, JOINT
LOCATIONS TO BE APPROVED BY THE
ARCHITECT.
—iii—III r
PLASTIC VAPOR BARRIER
AND COMPACTED GRANULAR
FILL PER PLAN
CONSTRUCTION JOINT
1/8"x1 1/2" PREMOLDED CONT. MASTIC
\ JOINT STRIP. (JOINT MAY BE SAW—CUT
AT CONTRACTOR'S OPTION.)
I I —III I I I
PLASTIC VAPOR BARRIER AND
COMPACTED GRANULAR FILL PER PLAN
CONTROL JOINT
JOINT DETAILS
AT SLAB ON GRADE
SCALE: 3/4" = 1'-0"
REQ'D.
EXCAVATION
BEI.
2' MIN. 00,
TYPICAL SECTION AT
PIPE &t TRENCH LOCATIONS
SCALE: 3/4" = V-0"
2x6 @16" O,C.
A.BOLTS EMBED
@SPACING
SHEARWALL SC
FOUNDATION @FIREPLACE
AND COVERED DECK
DETAIL @FOUNDATIONS
FOOTING„
C.
W.W.M. OR #3 @16"
MIN -DEPTH
±0'-0" FINISHED SLAB
ELEV, OR SEE PLAN
�4 CONT
FULLY COMPACTED
STRUCTURAL FILL
##4 @48" O.C. J
(3) #4 CONT. IN
FOOTING
#4 @48" 0. C.
SCALE: 3/4" = 1'-0"
'ING WALL OR SHEARWALL
AN
aS PER SHEARWALL SCHED.
3 AS PER PLAN
_NT. BOT.
e
I I
THICKENED SLAB
AT INTERIOR WALL
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NAIL SHEATHING 'TO
BLOCKING W/ (4) 8d
NAILS
2.X_ FULL DEPTH
BLOCKING
SHEARWALL TRUSSES OR JOISTS
PER PLAN AS PER PLAN
BLOCKING @ 48" O.C.
W/ (4) 16d TOENAILS
TYPICAL INTERIOR
BEARING WALL
SCALE: 3/4" = 1'-0"
FOOTING FOR
POST C DECK
SEE NOTES FOR
N0. OF CRIPPLES
iR @ ROUGH
THAN 3'--0"
& EXTERIOR
S FROM TOP
PLATE
1, FOR HEADERS SUPPORTING ROOF ONLY,
PROVIDE 1 CRIPPLE FOR ROUGH OPENINGS C5-0",
FOR OPENINGS LARGER THAN 5-0",
USE 2 CRIPPLES U,N,O,
2. FOR HEADERS SUPPRTING FLOOR AND ROOF
PROVIDE 1 CRIPPLE FOR ROUGH OPENINGS C3'..6",
FOR OPENINGS UP TO 6'-0", USE 2 CRIPPI
FOR OPENINGS LARGER THAN 6'-0",
USE 3 CRIPPLES U.N.O.
TYPICAL STUD AT JAMB
(LOAD BEARING WALLS)
SCALE: 3/4" = 1'-0"
ROOF TRUSS OR 2X8 ROOF
JOISTS @ 16" O.C.
SCALE: 3/4"
BC SERIES CAP AS REO'D, TO FIT BEAM &
POST
WOOD BEAM BEARING ON TOP
PLATE, BUILD UP BEAM WITH
2X_ LUMBER OR UPSIZE BEAM TO
" I MATCH JOIST HEIGHT
TOP PLATE CONTINUOUS UNDER BEAM
POST PER PLAN OR GENERAL NOTES
BMS. PER PLAN SPLICE WHERE SHC
EPC SERIES CAP AS
FIT BEAM & POST
PC SERIES CAP AS REQ'[
TO FIT BEAM & POS
—POST PER PLAN
NOTE: SEE ARCH, DETAILS FOf
CONNECTIONS AT EXPOSED FR,
POST/BEAM CONNECTION
SCALE: 3/4" = 1'-0"
TYPICAL HIP STRAPPING
AND NAILING DETAIL
SCALE: 3/4" = 1'-0"
ROOF TRUSSES
TO FLUSH BEAM
2x4 BLOCKING
BEAM AS PER PLAN
THA29 HANGER
10'-0"
SCALE: 3/4" = 1'-0"
TOP PLATE SPLICE
TYPICAL DETAIL
SCALE: 3/4" = 1'-0"
I WAV
NOTES
1, NOTCH CUTS ALLOWED IN TOP OF JOISTS
ONLY - NOTIFY ENGINEER PRIOR TO CUTTING
BEAMS- I >'P, U.N.O.
2, THIS DETAIL DOES NOT APPLY TO
ENGINEEh'ED WOOD "I" JOISTS.
TYPICAL NOTCHES
IN WOOD DETAIL
SCALE: 3/4" = 1'-0"
1!6 MIN. D MIN. 40 ol
i
I
i
I
0
z
D = DEPTH OF JOIST
_ DI = STUD WIDTH
L = CLEAR SPAN
HOLES AT CL. OF
STUDS ONLY NOTES:
DI/3 MAX. 1. HOLE CUTS ALLOWED IN JOISTS
5/8" MIN. AND STUDS ONLY - NOTIFY
ENGINEER PRIOR TO CUTTING POSTS
DI OR BEAMS - TYP, U,N,O,
2, THIS DETAIL DOES NOT APPLY TO
CL. HOLES ENGINEERED WOOD "I" JOISTS.
IN STUD
TYPICAL HOLES
IN WOOD DETAIL
HOLES @ CL OF'
JOISTS Qhdl,T
SCALE: 3/4" = 1'-0"
(2)2X6 BLOC
NOTES: ` ` BLOCKING @ RIDGE 'W/
1, ALL HARDWARE TO BE GALV. 8d @ 6" O.C.
2. PROVIDE BLOCKING BTWN. TRUSSES AT ALL SUPPORTS
3. SEE ARCH. DWGS. FOR ROOF EDGE TREATMENTS
OVERHANG
i
FULL DEPTH BLOCKING
W/ 8d @ 5" O,C,
SIMPSON H2.5A
@ 16" O.C. TYP.
U.N.O.
1/2" PLYWOOD SHEATHING W/
8D @ 6" OC @ PERIMETER AND
@ 12" 0,C, IN FIELD
OR AS PER SHEARWALL PLAN
AND SCHEDULE
PE TRUSSES JY OTHERS
AT 24" O.C.
2 x STUDS, SEE ARCH,
TYPICAL WALL SECTION
TIE DOWN DETAIL
BLOCK @ EDGES
NAILS @ EDGES—,
AS PER SHEARWALL
SCHEDULE
SCALE: 3/4" = 1'-0"
NAILS @ INTERMEDIATE
SUPPORTS @ 12" O.C.
ROOF: 1/2" EXTERIOR PLYWOOD
SHEATHING, APA RATED
SHEARWALL PLATE
ELEVATION CHANGE
SIMPSON CS16 STRAP AT PERFORATED S.W.
OPENINGS ONLY (U.N.O.) CARRY STRAP 28"
(MIN.) PAST OPENING EA, SIDE, OR AS NOTED
ON PLANS
TYP, DOUBLE TOP PLATE
TYP. STUDS---�
SCALE: 3/4" = 1'-0"
BEAM OR HEADER PER PLAN
SIMPSON CS16 x 24" LONG
MULTI -STUD PER PLAN NAILING
PER G.S.N.
TYPICAL HEADER ELEVATION AT
FXTFRICIR �HFAPWAI I nPFKIIN(;
-2X6 PLATE
X6 STUDS @16" O,C,
_STA30 EA. FACE OF s,roiLT
@NEW "PONY WALL"
@RAISED PLATE
I—
CS16 STRAP W/ (3) 8d
u
W
WtA
z
0
CB66 POST BASE
NAILS INTO JOIST AND (3)
O
Lu
8d NAILS INTO HIP
��c, 0
4:12 SLOPE
(4)#4 L DOWELS W/(2)
(TYPICAL EACH JOIST TO
5io�
#4 TIES @TOP
HIP CONNECTION)
0
16"x16" PILASTER (IN
U
WALL; EXTERIOR FLUSH)
CD
w
a-
0
FOOTING AS PER PLAN
CD
U
(3) 10d�
TOE -NAILS
EACH JOIST
TO HIP
CONNECTION
SCALE: 3/4"
BC SERIES CAP AS REO'D, TO FIT BEAM &
POST
WOOD BEAM BEARING ON TOP
PLATE, BUILD UP BEAM WITH
2X_ LUMBER OR UPSIZE BEAM TO
" I MATCH JOIST HEIGHT
TOP PLATE CONTINUOUS UNDER BEAM
POST PER PLAN OR GENERAL NOTES
BMS. PER PLAN SPLICE WHERE SHC
EPC SERIES CAP AS
FIT BEAM & POST
PC SERIES CAP AS REQ'[
TO FIT BEAM & POS
—POST PER PLAN
NOTE: SEE ARCH, DETAILS FOf
CONNECTIONS AT EXPOSED FR,
POST/BEAM CONNECTION
SCALE: 3/4" = 1'-0"
TYPICAL HIP STRAPPING
AND NAILING DETAIL
SCALE: 3/4" = 1'-0"
ROOF TRUSSES
TO FLUSH BEAM
2x4 BLOCKING
BEAM AS PER PLAN
THA29 HANGER
10'-0"
SCALE: 3/4" = 1'-0"
TOP PLATE SPLICE
TYPICAL DETAIL
SCALE: 3/4" = 1'-0"
I WAV
NOTES
1, NOTCH CUTS ALLOWED IN TOP OF JOISTS
ONLY - NOTIFY ENGINEER PRIOR TO CUTTING
BEAMS- I >'P, U.N.O.
2, THIS DETAIL DOES NOT APPLY TO
ENGINEEh'ED WOOD "I" JOISTS.
TYPICAL NOTCHES
IN WOOD DETAIL
SCALE: 3/4" = 1'-0"
1!6 MIN. D MIN. 40 ol
i
I
i
I
0
z
D = DEPTH OF JOIST
_ DI = STUD WIDTH
L = CLEAR SPAN
HOLES AT CL. OF
STUDS ONLY NOTES:
DI/3 MAX. 1. HOLE CUTS ALLOWED IN JOISTS
5/8" MIN. AND STUDS ONLY - NOTIFY
ENGINEER PRIOR TO CUTTING POSTS
DI OR BEAMS - TYP, U,N,O,
2, THIS DETAIL DOES NOT APPLY TO
CL. HOLES ENGINEERED WOOD "I" JOISTS.
IN STUD
TYPICAL HOLES
IN WOOD DETAIL
HOLES @ CL OF'
JOISTS Qhdl,T
SCALE: 3/4" = 1'-0"
(2)2X6 BLOC
NOTES: ` ` BLOCKING @ RIDGE 'W/
1, ALL HARDWARE TO BE GALV. 8d @ 6" O.C.
2. PROVIDE BLOCKING BTWN. TRUSSES AT ALL SUPPORTS
3. SEE ARCH. DWGS. FOR ROOF EDGE TREATMENTS
OVERHANG
i
FULL DEPTH BLOCKING
W/ 8d @ 5" O,C,
SIMPSON H2.5A
@ 16" O.C. TYP.
U.N.O.
1/2" PLYWOOD SHEATHING W/
8D @ 6" OC @ PERIMETER AND
@ 12" 0,C, IN FIELD
OR AS PER SHEARWALL PLAN
AND SCHEDULE
PE TRUSSES JY OTHERS
AT 24" O.C.
2 x STUDS, SEE ARCH,
TYPICAL WALL SECTION
TIE DOWN DETAIL
BLOCK @ EDGES
NAILS @ EDGES—,
AS PER SHEARWALL
SCHEDULE
SCALE: 3/4" = 1'-0"
NAILS @ INTERMEDIATE
SUPPORTS @ 12" O.C.
ROOF: 1/2" EXTERIOR PLYWOOD
SHEATHING, APA RATED
SHEARWALL PLATE
ELEVATION CHANGE
SIMPSON CS16 STRAP AT PERFORATED S.W.
OPENINGS ONLY (U.N.O.) CARRY STRAP 28"
(MIN.) PAST OPENING EA, SIDE, OR AS NOTED
ON PLANS
TYP, DOUBLE TOP PLATE
TYP. STUDS---�
SCALE: 3/4" = 1'-0"
BEAM OR HEADER PER PLAN
SIMPSON CS16 x 24" LONG
MULTI -STUD PER PLAN NAILING
PER G.S.N.
TYPICAL HEADER ELEVATION AT
FXTFRICIR �HFAPWAI I nPFKIIN(;
-2X6 PLATE
X6 STUDS @16" O,C,
_STA30 EA. FACE OF s,roiLT
@NEW "PONY WALL"
@RAISED PLATE
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