HomeMy WebLinkAboutPLANS - 23-00766 - Crapo 3 Plex - Remodel1 2 3 4 5
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CURRENT REV.
A000
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CR
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BUILDING 156
• SCALE: 1/4" = 1'-0"
• SQFT: 3,091
• REMODEL & REPAIR
• REPLACE DAMAGED AND
EXISTING ADD-ON, REMODEL
INTERIOR INTO THREE
APARTMENTS
SHEET INDEX
SHEET DESCRIPTION DETAILS
A000 COVER SHEET
A100 SITE PLAN
A101 FLOOR PLANS
A102 ELEVATIONS
E 2ND S
41
'
-
0
"
41' - 0"
13
0
'
-
0
"
44
'
-
1
1
5
/
8
"
72
'
-
0
3
/
8
"
13
'
-
0
"
7' - 2"27' - 10"6' - 0"
1 2 3 4 5
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A100
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1/8" = 1'-0"1 Site
NORTH
27' - 4 1/4"
38
'
-
8
1
/
4
"
9'
-
3
1
/
8
"
24
'
-
1
"
11' - 1"5' - 7"11' - 2"
27' - 10"
72
'
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0
3
/
8
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15
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-
0
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5'
-
7
3
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8
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12
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0
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15
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-
1
0
"
15' - 3 1/4"
15
'
-
6
"
15
'
-
9
"
5'
-
0
"
9' - 3"
13' - 7"
10
'
-
7
3
/
8
"
BEDROOM
FAMILY
KITCHEN
BATH
BEDROOM
BEDROOM BEDROOM
FAMILY
KITCHEN
BATH
LAUNDRY
STAIR
8' - 10"
2'
-
7
"
5'
-
3
"
12
'
-
4
"
11' - 4 5/8"
3' - 6"
5' - 0"
21' - 3 3/4"
LAUNDRY
3'
-
6
"
2'
-
0
"
7'
-
9
"
2'
-
0
"
5'
-
1
0
"
2'
-
0
"
0'
-
8
"
3'
-
2
"
4'
-
6
"
4'
-
0
"
9'
-
9
1
/
4
"
2'
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0
"
3'
-
0
"
5'
-
8
"
2'
-
0
"
10
'
-
6
"
5'
-
6
"
7'
-
9
"
5'
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0
"
4'
-
2
"
5'
-
4
"
1'
-
1
"
0'
-
2
"
4' - 4 1/2"
8'
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0
3
/
8
"
12
'
-
0
"
9' - 10 5/8"
2'
-
0
"
CLOSET
9' - 7"7' - 1"9' - 8"
2'
-
6
1
/
2
"
4'
-
0
"
1'
-
1
1
"
15
'
-
1
0
"
12
'
-
7
"
1' - 10 1/2"4' - 6"1' - 10 1/2"
2'
-
6
"
1' - 0"2' - 6"1' - 8 1/2"3' - 0"4' - 0"4' - 8"2' - 6"2' - 11 3/4"4' - 0"1' - 0"
11
22
33
44
55
8'
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1
1
"
38
'
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8
1
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2
"
8'
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7
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8
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15
'
-
1
0
"
A
A
B
B
C
C
D
D
10' - 5"3' - 7"13' - 4 1/4"
SD
SD
SD SD
SDSD
SD
SD
9' - 2"
6'
-
9
"
16' - 6 3/4"
13
'
-
2
"
25
'
-
6
1
/
2
"
12' - 8 7/8"12' - 9 3/8"10
'
-
1
1
/
2
"
2'
-
1
1
"
8' - 7"
6'
-
8
7
/
8
"
11' - 4 3/4"
5'
-
4
1
/
2
"
10' - 2 3/4"
8'
-
1
"
10' - 1 1/4"15' - 11 1/2"
8'
-
1
"
11
'
-
0
3
/
8
"
15' - 5 1/2"
26' - 11 3/4"
27
'
-
5
1
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2
"
20
'
-
2
3
/
8
"
47
'
-
7
7
/
8
"
33
'
-
6
3
/
8
"
14
'
-
3
1
/
2
"
2' - 8 3/4"3' - 9"20' - 10"
27' - 3 3/4"
4' - 2 3/8"4' - 8 5/8"
8' - 0 1/4"
BATH
FAMILY
KITCHEN
BEDROOM
BEDROOM
PANTRY
STORAGE
MECH
STAIR
6'
-
0
"
5' - 8"
LAUNDRY
4'
-
6
"
5'
-
1
"
3'
-
0
"
8'
-
2
"
2'
-
5
"
11
22
33
44
5
A
A
B
B
C
C
D
D
SD
SD
SD
SD
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CURRENT REV.
A101
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1/4" = 1'-0"2 MAIN LEVEL
1/4" = 1'-0"1 BASEMENT
NORTH
KEYNOTES
1 AUTOMATIC SPRINKLER SYSTEM SHALL BE PROVIDED
PER ICC SECTION 903.3
2 NEW EXTERIOR WALLS TO BE CLAD IN VINYL SIDING
3 EXISTING EXTERIOR WALLS CLAD IN BRICK
BASEMENT
0' -0"
MAIN LEVEL
9' -0"
ROOF
18' -0"
2
BASEMENT
0' -0"
MAIN LEVEL
9' -0"
ROOF
18' -0"
3
BASEMENT
0' -0"
MAIN LEVEL
9' -0"
ROOF
18' -0"
3
2
BASEMENT
0' -0"
MAIN LEVEL
9' -0"
ROOF
18' -0"
2
3
1 2 3 4 5
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CURRENT REV.
A102
Pr
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b
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E
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B
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1
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6
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CR
A
P
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1/4" = 1'-0"1 South
1/4" = 1'-0"2 North
1/4" = 1'-0"3 West
1/4" = 1'-0"4 East
KEYNOTES
1 AUTOMATIC SPRINKLER SYSTEM SHALL BE PROVIDED
PER ICC SECTION 903.3
2 NEW EXTERIOR WALLS TO BE CLAD IN VINYL SIDING
3 EXISTING EXTERIOR WALLS CLAD IN BRICK
CAST IN PLACE
CENTERLINE
CENTERLINE OF BEAM
CENTERLINE OF COLUMN
CENTERLINE OF WALL
CLEAR
CONCRETE
CONCRETE CONTROL JOINT
CONCRETE SAWCUT JOINT
CONCRETE MASONRY UNIT
CONNECTION
CONTINUOUS
DEAD LOAD
DOWN
DRAWING(S)
EQUAL
EQUIPMENT
EXPANSION JOINT
EACH WAY
FINISHED FLOOR
FACE OF STEEL
FACE OF WALL
GAUGE
GALVANIZED
GENERAL STRUCTURAL NOTES
CENTERLINE OF FOOTING
FACE OF MEMBER
EXPANSION BOLT
EDGE OF SLAB
DIAMETER
GALV.
GSN
DN.
DWG(S)
EQ.
EQUIP.
EXP. JT (E.J.)
E.W.
F.F.
F.O.S.
F.O.W.
GA.
F.O.M.
EXP. BOLT
E.O.S.
o OR DIA.
C.I.P.
C.L.
C.L.B.
C.L.C.
C.L.W.
CLR
CONC
C.C.J.
C.S.J.
C.M.U.
CONN.
CONT.
D.L.
C.L.F.
W/ WITH
W/O WITHOUT
T.O.P.
U.N.O.
W.W.F.
TYP.
VERT
T.O.S.
T.O.W.
T.O.D.
T.O.F.
T.O.L.
T.O.M.
STD
T.O.B.
T.L.
SLH
SLV
SIM.
SQ.
PSF
PSI
REINF.
PREFAB
OPP.
P.C.
PLF
N.T.S.
O.C.
O.F.W.
TOP OF FOOTING
UNLESS NOTED OTHERWISE
WELDED WIRE FABRIC
TOP OF MASONRY
TOP OF PLATE
TOP OF STEEL
TOP OF WALL
TYPICAL
VERTICAL
STANDARD
TOP OF BEAM
TOP OF DECK
TOP OF LEDGER
TOTAL LOAD
OUTSIDE FACE OF WALL
PRECAST CONCRETE
POUNDS PER LINEAR FOOT
POUNDS PER SQUARE FOOT
POUNDS PER SQUARE INCH
SHORT LEG VERTICAL
SHORT LEG HORIZONTAL
REINFORCING
SIMILAR
SQUARE
NOT TO SCALE
ON CENTER
OPPOSITE
PREFABRICATED
AGGREGATE BASE COURSE
AIR CONDITIONER
ABOVE FINISHED FLOOR
ALTERNATE
ANCHOR BOLT
AT (MEASUREMENT)
BEAM
BOTTOM OF BEAM
BOTTOM OF DECK
BEARING
BELOW FINISHED FLOOR
BOTTOM OF FOOTING
A.B.C.
A/C
A.F.F.
ALT.
A.B.
@
BM
B.O.B.
B.O.D.
BRG
B.F.F
B.O.F.
ABBREVIATIONS
LBS (#)
MFR('S)
M.C.J.
MECH'L.
N/A
LLV
LLH
HORIZ.
K(KIP)
GLB (GLULAM)
I.F.W.
L.L.
LONG LEG VERTICAL
MANUFACTURER('S)
MASONRY CONTROL JOINT
NOT APPLICABLE
LONG LEG HORIZONTAL
GLUED-LAMINATED BEAM
INSIDE FACE OF WALL
POUNDS
MECHANICAL
HORIZONTAL
1000 POUNDS
LIVE LOAD
EXISTING(E)
MIN. MINIMUM
MAX. MAXIMUM
SYMBOLS LEGEND
WALLS WITH SOLID LINES DESIGNATE STRUCTURAL (BEARING) WALLS.
WALLS WITH DASHED LINES DESIGNATE NON-STRUCTURAL (NON-BEARING)
WALLS.
WALLS WITH HATCH DESIGNATE MASONRY WALLS.
, , , -AS SHOWN ON PLAN INDICATES A SHEARWALL; HATCHING IN WALL
DESIGNATES SHEARWALL LENGTH.
5 6 7
, , - AS SHOWN ON PLAN INDICATES A SHEARWALL HOLDOWN. SEE HOLDOWN
SCHEDULES AND DETAILS FOR ADDITIONAL INFORMATION.
A B
INDICATES HVAC EQUIPMENT ON ROOF OR IN ATTIC SPACE. SEE TYPICAL
DETAILS FOR FRAMING INFORMATION.
- AS SHOWN ON PLAN INDICATES A HELICAL PIER.
XXXX CS16, CMSTC16, ECT. - AS SHOWN AT WALL OPENINGS INDICATE STRAPPING,
PROVIDE STRAPPING PER "TYPICAL STRAP AT OPENING" DETAIL.
D=xxx# INDICATES DRAG LOAD (ASD) THAT TRUSS MANUFACTURER IS TO DESIGN
TRUSS FOR IN BOTH TENSION AND COMPRESSION.
STEP INDICATES STEPPED OR DEPRESSED SLAB.
C=X" INDICATES CAMBER IN BEAM.
INDICATES RIDGID CONNECTION.
(NOT ALL SYMBOLS NECESSARILY APPLY TO THIS PROJECT)
P1, P2, ETC. AS SHOWN ON PLAN INDICATES A WOOD POST. SEE POST
SCHEDULE FOR MORE INFORMATION.
SC1, SC2, ETC. - AS SHOWN ON PLAN INDICATES A STEEL COLUMN. SEE
STEEL COLUMN SCHEDULE FOR ADDITIONAL INFORMATION. COLUMNS START
AT THE LEVEL THEY ARE CALLED OUT ON.
PX
SCX
RME
XXX#
1 2 3 4 5
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SHEET INDEX
SHEET DESCRIPTION DETAILS
S1.0 GENERAL STRUCTURAL NOTES ---
S1.2 TYPICAL DETAILS T - SERIES
S2.0 FOUNDATION PLAN ---
S2.1 FIRST FLOOR FRAMING PLAN ---
S2.2 ROOF FRAMING PLAN ---
S3.0 FOUNDATION DETAILS 100 - SERIES
S4.0 FLOOR FRAMING DETAILS 200 - SERIES
S5.0 ROOF FRAMING DETAILS 300 - SERIES
LOCATION LIVE / SNOW
LOAD DEAD LOAD
ELEMENTS LIVE LOAD TOTAL LOAD
LOCATION:MINIMUM
COVER TOLERANCE
USE:CONCRETE
STRENGTH:
MAX W/C
RATIO
AIR
ENTRAINMENT
USE:MATERIAL:
GENERAL REQUIREMENTS:
BASIS FOR DESIGN:
FOUNDATION NOTES:CONCRETE:WOOD:DEFERRED SUBMITTAL ITEMS:
1.THE STRUCTURAL SYSTEMS AND MEMBERS DEPICTED HEREIN HAVE BEEN
DESIGNED PRIMARILY TO SAFEGUARD AGAINST MAJOR STRUCTURAL DAMAGE AND
LOSS OF LIFE, NOT TO LIMIT DAMAGE OR MAINTAIN FUNCTION (IBC SECTION 101.3).
2.THESE DRAWINGS, AND THEIR ASSOCIATED STRUCTURAL CALCULATIONS, HAVE
BEEN PERFORMED USING STANDARDS OF PROFESSIONAL CARE AND
COMPLETENESS NORMALLY EXERCISED UNDER SIMILAR CIRCUMSTANCES BY
REPUTABLE STRUCTURAL ENGINEER'S IN THIS OR SIMILAR LOCALITIES. THEY
NECESSARILY ASSUME THAT THE WORK DEPICTED WILL BE PERFORMED BY AN
EXPERIENCED CONTRACTOR AND/OR WORKMEN WHO HAVE A WORKING
KNOWLEDGE OF THE INTERNATIONAL BUILDING CODE CONVENTIONAL FRAMING
REQUIREMENTS AND OF INDUSTRY ACCEPTED STANDARD GOOD PRACTICE. AS NOT
EVERY CONDITION OR FRAMING ELEMENT IS (OR CAN BE) EXPLICITLY SHOWN ON
THESE DRAWINGS, IT IS UNDERSTOOD THAT THE CONTRACTOR WILL USE INDUSTRY
ACCEPTED STANDARD GOOD PRACTICE FOR ALL MISCELLANEOUS WORK NOT
EXPLICITLY SHOWN.
3.THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE
THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL BE SOLELY
RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES
AND PROCEDURES. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED
ON FRAMED CONSTRUCTION SUCH THAT DESIGN LIVE LOAD PER SQUARE FOOT AS
STATED HEREIN IS NOT EXCEEDED. OPTIONS ARE FOR CONTRACTOR'S
CONVENIENCE. IF AN OPTION IS USED, THE CONTRACTOR SHALL BE RESPONSIBLE
FOR ALL NECESSARY CHANGES, AND SHALL COORDINATE ALL DETAILS.
4.WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL
NOTES AND SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN.
TYPICAL DETAILS AND NOTES ARE NOT NECESSARILY INDICATED ON THE PLANS,
BUT SHALL APPLY NONE-THE-LESS. WHERE NO DETAILS ARE SHOWN,
CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. DETAILS
MAY SHOW ONLY ONE SIDE OF CONNECTION OR MAY OMIT INFORMATION FOR
CLARITY.
5.ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL,
MECHANICAL, PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS
AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. CONTRACTOR SHALL BE
RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURAL
DRAWINGS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH
THE ARCHITECT AND STRUCTURAL ENGINEER.
6.ANY INSPECTIONS, SPECIAL (IBC CHAPTER 17) OR OTHERWISE THAT ARE REQUIRED
BY THE BUILDING CODES, LOCAL BUILDING DEPARTMENTS, OR BY THESE PLANS
SHALL BE DONE BY AN INDEPENDENT INSPECTION COMPANY OR THE BUILDING
DEPARTMENT, SITE VISITS BY THE STRUCTURAL ENGINEER DO NOT CONSTITUTE AN
OFFICIAL INSPECTION, UNLESS SPECIFICALLY CONTRACTED FOR.
1.BUILDING CODE: 2018 EDITION OF THE IBC WITH CITY/COUNTY AMENDMENTS.
RISK CATEGORY = II
4. SEISMIC DESIGN PARAMETERS:
ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE
PROCEDURE
IMPORTANCE FACTOR Ie = 1.00
SITE CLASS D (ASSUMED)
SEISMIC DESIGN CATEGORY D
MAPPED SPECTRAL RESPONSE
ACCELERATIONS S1 = 0.154, SS = 0.446
DESIGN SPECTRAL RESPONSE
ACCELERATIONS
PERCENT SNOW INCLUDED WITH
SEISMIC LOADS 20
VERTICAL SHEAR TRANSFER ELEMENTS:
PLYWOOD SHEARWALL(S)R = 6.5, CS = 0.066
5. WIND DESIGN PARAMETERS (STRENGTH):
ULTIMATE WIND SPEED 115 MPH (3 SECOND GUST)
WIND EXPOSURE C
IMPORTANCE FACTOR Iw = 1.00
INTERNAL PRESSURE COEFFICIENT -0.18
COMPONENT AND CLADDING PRESSURE 29.3 PSF
NET UPLIFT ON ROOF 18.5 PSF
2. VERTICAL LOADS:
ROOF ROOF = 30 PSF
GROUND = 40 PSF 15 PSF
FLOOR 40 PSF 20 PSF
STAIRS 100 PSF 25 PSF
3. DEFLECTION LIMITS:
ROOF TRUSSES/JOISTS L/360 L/240
FLOOR TRUSSES/JOISTS L/720 L/240
BEAMS L/360 L/240
1.IN LIEU OF A GEOTECHNICAL REPORT: THE FOUNDATION HAS BEEN DESIGNED
ACCORDING TO THE RECOMMENDATIONS OF CHAPTER 18 OF THE IBC.
2.THE SOIL DESIGN VALUES LISTED BELOW HAVE BEEN APPROVED BY THE
CITY/COUNTY BUILDING DEPARTMENT, CONTINGENT THAT THE SOIL ON THE SITE
PREDOMINATELY CONSISTS OF SAND AND/OR GRAVEL.
SPECIFIC SOIL CLASSIFICATIONS SHOULD BE ONE OF THE FOLLOWING: SANDY
GRAVEL OR GRAVEL(GW OR GP), SAND(SW AND SP), SILTY SAND(SM), CLAYEY
SAND(SC), SILTY GRAVEL(GM), OR CLAYEY GRAVEL(GC). THESE SOIL
CLASSIFICATIONS CAN BE FOUND IN TABLE 1806.2 OF CHAPTER 18 OF THE IBC.
VERIFICATION OF SOIL CLASSIFICATION IS THE RESPONSIBILITY OF THE
CONTRACTOR.
3.A ONE-THIRD INCREASE IN BEARING PRESSURES IS ALLOWED WITH SEISMIC OR
WIND LOAD COMBINATIONS. LATERAL BEARING AND LATERAL SLIDING RESISTANCE
MAY BE COMBINED.
4.ALL FOUNDATIONS SHALL BEAR ON COMPACTED ENGINEERED FILL OR COMPETENT
NATIVE SOIL SUBBASE COMPACTED TO 95% DRY DENSITY (STANDARD PROCTOR).
GRADE IS DEFINED AS LOWEST ADJACENT GRADE WITHIN 5 FEET OF THE BUILDING
FOR PERIMETER FOOTINGS. WHERE EXTERIOR PAVING OR CONCRETE IS DIRECTLY
ADJACENT TO BUILDING, GRADE IS DEFINED AS TOP OF EXTERIOR PAVING AT LEAST
5 FEET FROM BUILDING. CONCRETE FOOTING EXCAVATIONS SHALL BE CLEAN AND
FREE OF LOOSE DEBRIS OR UN-COMPACTED MATERIAL AT TIME OF CONCRETE
PLACEMENT.
5.CONCRETE SLABS ON GRADE SHALL BE SUPPORTED ON A 4 INCH (MIN) LAYER OF
FREE-DRAINING GRANULAR MAT (DRAINAGE FILL COURSE). THE MAT SHOULD
CONSIST OF A WELL GRADED SAND AND GRAVEL MIXTURE WITH MAXIMUM 3/4-INCH
CRUSHED AGGREGATE. THE GRANULAR MAT SHOULD BE COMPACTED TO NO LESS
THAN 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D1557.
6.BACKFILL AGAINST RESTRAINED WALLS SHALL NOT BE PLACED UNTIL AFTER THE
WALLS ARE SUPPORTED BY THE COMPLETION OF INTERIOR FLOOR SYSTEMS AND
CONCRETE OR GROUT STRENGTH HAS REACHED THE 28 DAY STRENGTH LISTED
BELOW.
THE SOIL DESIGN VALUES FOR THE FOUNDATION ARE:
ALLOWABLE BEARING PRESSURE 1500 PSF
ALLOWABLE LATERAL BEARING PRESSURE 150 PSF/FT
ALLOWABLE LATERAL SLIDING COEFFICIENT 0.25
LATERAL BACKFILL PRESSURE (UNRESTRAINED) 45 PSF/FT
LATERAL BACKFILL PRESSURE (RESTRAINED) 60 PSF/FT
FOUNDATION BEARING DEPTH
30" BELOW FINISHED GRADE
2.ALL NORMAL WEIGHT CONCRETE SHALL BE REGULAR WEIGHT OF 150 POUNDS PER
CUBIC FOOT USING HARD ROCK AGGREGATES. AGGREGATE USED IN CONCRETE
SHALL CONFORM TO ASTM C33. .
3.LAP SPLICES FOR BEAMS AND FLOOR SLABS SLABS SHALL BE ACCORDING TO
CHAPTER 12 OF ACI 318 OR LAP SCHEDULE ON THESE DRAWINGS.
STAGGER SPLICES A MINIMUM OF ONE LAP LENGTH. NO TACK WELDING OF
REINFORCING BARS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH THE
STRUCTURAL ENGINEER. LATEST ACI CODE AND DETAILING MANUAL APPLY.
PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL
CORNERS AND INTERSECTIONS PER TYPICAL DETAILS. VERTICAL WALL BARS SHALL
BE SPLICED AT OR NEAR FLOOR LINES.
4.ALL DIMENSIONS SHOWING THE LOCATION OF REINFORCING STEEL NOT NOTED AS
"CLEAR" OR "CLR" ARE TO CENTER OF STEEL. MINIMUM COVER FOR
NON-PRESTRESSED CONCRETE REINFORCING SHALL BE AS FOLLOWS:
5.MAXIMUM SLUMP FOR ALL CONCRETE SHALL BE 6". PORTLAND CEMENT SHALL
CONFORM TO ASTM C150. TYPE V CEMENT SHALL BE USED FOR CONCRETE IN
CONTACT WITH ALKALINE SOIL, AND TYPE II ELSEWHERE.
6. NO MORE THAN 90 MINUTES SHALL ELAPSE BETWEEN CONCRETE BATCHING AND
CONCRETE PLACEMENT UNLESS APPROVED BY THE TESTING AGENCY.
7.CONCRETE PLACEMENT AND QUALITY SHALL BE PER RECOMMENDATIONS IN ACI
614, ACI 301 AND ACI 318. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED,
EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED ONLY AROUND AND UNDER
FLOOR DUCTS, ETC. CAST CLOSURE POUR, WHERE SHOWN ON PLANS AROUND
COLUMNS AFTER COLUMN DEAD LOAD IS APPLIED. REMOVE ALL DEBRIS FROM
FORMS BEFORE PLACING CONCRETE.
ALL ITEMS TO BE CAST IN CONCRETE SUCH AS REINFORCING, DOWELS, BOLTS,
ANCHORS, PIPES, SLEEVES, ETC., SHALL BE SECURELY POSITIONED IN THE FORMS
BEFORE PLACING THE CONCRETE.
8.ALL CONCRETE SLABS ON GRADE SHALL BE DIVIDED INTO AREAS BY CONTROL
JOINTS (KEYED OR SAW CUT) SUCH THAT ONE SLAB AREA DOES NOT EXCEED A
MAXIMUM LENGTH OF 24 TIMES THE SLAB THICKNESS IN BOTH DIRECTIONS
(EXAMPLE: 4" SLAB = 8'-0" LENGTH). SQUARE LAYOUTS ARE PREFERRED, BUT THE
SLAB GEOMETRY MAY DICTATE OTHERWISE. THE RATIO OF THE LONG TO SHORT
DISTANCE SHALL NOT EXCEED 1.3. IT IS RECOMMENDED THAT SAW CUTS BE MADE
WITHIN 16 HOURS OF CONCRETE BATCHING.
KEYED CONTROL JOINTS NEED ONLY OCCUR AT EXPOSED EDGES DURING
POURING, ALL OTHER JOINTS MAY BE SAW CUT.
9.HORIZONTAL PIPES AND ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN
STRUCTURAL CONCRETE AND SLABS ON GRADE EXCEPT WHERE SPECIFICALLY
APPROVED OR NOTED BY THE STRUCTURAL ENGINEER. PIPES AND CONDUITS
SHALL NOT IMPAIR THE STRENGTH OF THE WORK.
10.FLY ASH MAY BE USED ONLY IF PERMITTED BY ARCHITECTURAL SPECIFICATIONS
AND SHALL BE LIMITED TO 18 PERCENT OF CEMENTITIOUS MATERIALS AND SHALL
HAVE A REPLACEMENT FACTOR OF 1.2 RELATIVE TO CEMENT REPLACED. NO FLY
ASH ADDITIVES SHALL BE USED IN FLATWORK OR ARCHITECTURALLY EXPOSED
CONCRETE.
11. COLD/HOT WEATHER CONCRETE CONSTRUCTION: PROTECT CONCRETE FROM
DAMAGE OR REDUCED STRENGTH IN COMPLIANCE WITH ACI 305 AND 306.
12.CONCRETE MIXES SHALL BE DESIGNED BY A CERTIFIED LABORATORY AND
APPROVED BY THE STRUCTURAL ENGINEER.
13.LIMIT ALKALI-SILICA REACTION (ASR) TO 0.1% EXPANSION AT 28 DAYS IN CONCRETE
MIX AT ALL EXTERIOR CONCRETE AND INTERIOR CONCRETE EXPOSED TO
MOISTURE.
CAST AGAINST EARTH (FOOTINGS)3"± 3/8"
SLABS ON GRADE 1 1/2"
EXPOSED TO EARTH OR WEATHER - #5 AND SMALLER
EXPOSED TO EARTH OR WEATHER - #6 AND LARGER 2"
NOT EXPOSED TO WEATHER OR IN CONTACT WITH THE
GROUND ROOF SLAB 1"
STRUCTURAL SLABS AND WALLS
BEAMS AND COLUMNS (PRIMARY) REINFORCEMENT,
TIES, STIRRUPS AND SPIRALS
1. MINIMUM 28 DAY CONCRETE STRENGTH SHALL BE AS FOLLOWS:
FOOTINGS 3500 PSI 0.50 5.5% ± 1%
FOUNDATION WALLS 4500 PSI 0.45 5.5% ± 1%
INTERIOR CONCRETE
SLABS ON GRADE 3500 PSI 0.45 N/A
BEAMS, COLUMNS,
ELEVATED SLABS, WALLS 4500 PSI 0.45 5.5% ± 1%
1.GENERAL: DO NOT NOTCH OR DRILL JOISTS, BEAMS, OR LOAD BEARING STUDS
WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER THROUGH THE
ARCHITECT. DOUBLE UP JOISTS AND BLOCKING UNDER PARTITIONS. PROVIDE 2"
(NOMINAL) SOLID BLOCKING AT SUPPORTS OF ALL JOISTS. UNLESS NOTED
OTHERWISE ON PLANS/DETAILS PROVIDE 2x SOLID BLOCKING AT MID-HEIGHT OF
BEARING STUD WALLS. ALL NAILING NOT NOTED SHALL BE ACCORDING TO IBC
TABLE 2304.10.1. JOIST HANGERS AND OTHER MISC. FRAMING ANCHORS SHALL BE
SIMPSON STRONG-TIE COMPANY, INC. OR OTHER MANUFACTURER WITH CURRENT
ICC-ES APPROVAL.
2.SAWN LUMBER: FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF
THE GRADING RULES OF THE WESTERN WOOD PRODUCTS ASSOCIATION (WWPA) OR
THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB). ALL SAWN LUMBER SHALL
BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY.
SAWN LUMBER SHALL HAVE THE FOLLOWING MINIMUM GRADE UNLESS NOTED
OTHERWISE IN SCHEDULES:
2x4 STUDS DOUGLAS-FIR NO. 2, MINIMUM (U.N.O.)
2x6 STUDS DOUGLAS-FIR NO. 2, MINIMUM (U.N.O.)
JOISTS, TOP PLATES AND ALL OTHER
SAWN LUMBER DOUGLAS-FIR NO. 2, MINIMUM (U.N.O.)
BEAMS AND POSTS DOUGLAS-FIR NO. 2, MINIMUM (U.N.O.)
LOCATION:NOMINAL
THICKNESS:
SPAN
INDEX
RATING:
EDGE
ATTACHMENT:
FIELD
ATTACHMENT:
WALL 8d AT 6" O.C. 8d AT 12" O.C.
ROOF 8d AT 6" O.C. 8d AT 12" O.C.
ROOF 8d AT 6" O.C. 8d AT 12" O.C.
ROOF 10d AT 6" O.C.10d AT 12" O.C.
ROOF 10d AT 6" O.C. 10d AT 12" O.C.
ROOF 10d AT 6" O.C. 10d AT 12" O.C.
FLOOR 10d AT 6" O.C. OR
#8 SCREWS AT 6" O.C.
10d AT 6" O.C. OR
#8 SCREWS AT 12" O.C.
FLOOR 10d AT 6" O.C. OR
#8 SCREWS AT 6" O.C.
10d AT 6" O.C. OR
#8 SCREWS AT 12" O.C.
FLOOR 10d AT 6" O.C. OR
#8 SCREWS AT 6" O.C.
10d AT 6" O.C. OR
#8 SCREWS AT 12" O.C.
3.PLYWOOD: ALL PLYWOOD SHALL BE C-D OR C-C SHEATHING CONFORMING TO
STANDARD PS 1-95. LAY UP PLYWOOD WITH FACE GRAIN IN PERPENDICULAR TO
SUPPORTS (ON ROOFS WHERE PLYWOOD IS LAID UP WITH FACE GRAIN PARALLEL
TO SUPPORTS, USE A MINIMUM OF 5-PLY PLYWOOD, STAGGER JOINTS). ALL NAILING,
COMMON NAILS. BLOCKING AT PANEL EDGES WHERE INDICATED ON PLANS. ALL
PLYWOOD SHALL BE OF THE FOLLOWING NOMINAL THICKNESS, SPAN/INDEX RATING
AND SHALL BE NAILED AS FOLLOWS UNLESS NOTED OTHERWISE ON THE PLANS:
SCREWS AT FLOOR SHEATHING SHALL BE #8 SCREWS AND SHALL PENETRATE AT
LEAST 1 1/2" INTO THE SUPPORTING MEMBER. ALL FLOOR SHEATHING SHALL BE
GLUED TO SUPPORTING MEMBERS WITH AN APA AFG-01 QUALIFIED ADHESIVE.
PLYWOOD ALTERNATE: AMERICAN PLYWOOD ASSOCIATION PERFORMANCE RATED
SHEATHING MAY BE USED AS AN ALTERNATE TO PLYWOOD WITH PRIOR APPROVAL
OF OWNER, ARCHITECT AND ROOFER. IT MAY NOT BEUSED ON ROOFS WHERE BUILT
UP ROOF SYSTEM IS TO BE GUARANTEED BY ROOFER. RATED SHEATHING SHALL
COMPLY WITH CURRENT ICC-ES REPORTS AND SHALL HAVE A SPAN RATING
EQUIVALENT TO OR BETTER THAN THE PLYWOOD IT REPLACES. ATTACHMENT AND
THICKNESS (WITHIN 1/32") SHALL BE THE SAME AS THE PLYWOOD IT REPLACES.
INSTALL PER MANUFACTURER'S RECOMMENDATIONS.
4.NOMINAL 2x AND 3x DECKING. TONGUE AND GROOVE TYPE. MINIMUM Fb = 1,600 PSI,
MINIMUM E = 1,300,000 PSI. INSTALL WITH TONGUES UP SLOPE ON PITCHED ROOFS,
AND OUTWARD IN THE DIRECTION OF LAYING ON FLAT ROOFS. NAIL EACH PLANK
WITH 16d TOENAIL (THRU THE TONGUE) AND 16d FACE NAIL AT EACH SUPPORT.
DECK SHALL BE INSTALLED AS SIMPLE SPAN WITH ALL PLANKS BEARING ON TWO
SUPPORTS. FOR REFERENCE AND/OR ADDITIONAL INFORMATION SEE AITC 117-2010.
5.GLUED-LAMINATED BEAMS (GLB): GLUED-LAMINATED BEAMS SHALL BE DOUGLAS FIR
COMBINATION AT 24F-V4 AT SIMPLE SPAN BEAMS AND 24F-V8 AT MULTI-SPAN AND
CANTILEVERED BEAMS WITH THE FOLLOWING MINIMUM PROPERTIES: FB = 2,400 PSI,
FV = 190 PSI, FC (PERPENDICULAR) = 650 PSI, E =1,800 KSI. ALL BEAMS SHALL BE
FABRICATED USING WATERPROOF GLUE. FABRICATION AND HANDLING PER LATEST
AITC AND WCLA STANDARDS. BEAMS TO BEAR GRADE STAMP AND AITC STAMP AND
CERTIFICATE. CAMBER AS SHOWN ON DRAWINGS. STANDARD CAMBER IS BASED ON
A RADIUS OF CURVATURE OF 2000 FEET.
6.GLUED-LAMINATED COLUMNS: GLUED-LAMINATED COLUMNS SHALL BE DOUGLAS FIR
COMBINATION 3 WITH THE FOLLOWING MINIMUM PROPERTIES: FBY = 2,100 PSI, FBX =
2000 PSI, FVY = 230 PSI, FVX = 265 PSI, FC (PERPENDICULAR) = 650 PSI, E =1,900 KSI.
ALL COLUMNS SHALL BE FABRICATED USING WATERPROOF GLUE. FABRICATION AND
HANDLING PER LATEST AITC AND WCLA STANDARDS. COLUMNS TO BEAR GRADE
STAMP AND AITC STAMP AND CERTIFICATE.
7. LAMINATED VENEER LUMBER (LVL): DESIGN, FABRICATION AND ERECTION IN
ACCORDANCE WITH THE LATEST ICC-ES REPORT. MINIMUM PROPERTIES FOR LVLs
SHALL BE: FB = 2,600 PSI, FV = 285 PSI, E = 2,000 KSI.
8.PARALLEL STRAND LUMBER (PSL): DESIGN, FABRICATION AND ERECTION IN
ACCORDANCE WITH THE LATEST ICC-ES REPORT. MINIMUM PROPERTIES FOR PSLs
SHALL BE: FB = 2,900 PSI, FV = 290 PSI, E = 2,000 KSI.
9.LAMINATED STRAND LUMBER (LSL): DESIGN, FABRICATION AND ERECTION IN
ACCORDANCE WITH THE LATEST ICC-ES REPORT. MINIMUM PROPERTIES FOR LSLs
SHALL BE: FB = 2,325 PSI, FV = 310 PSI, E = 1,550 KSI.
10.SILL PLATES RESTING ON CONCRETE OR MASONRY SHALL BE OF TREATED FIR.
SHEAR WALLS AND EXTERIOR WALL SILLS AT CONCRETE SLAB SHALL HAVE A
MINIMUM OF (2) ANCHOR BOLTS PER PIECE. PROVIDE ANCHOR BOLT AT 9" MAXIMUM,
4" MINIMUM FROM THE END OF EACH PIECE AT SPLICE OR END OF WALL. MAXIMUM
ANCHOR BOLT SPACING SHALL BE 72" ON CENTER UNLESS NOTED OTHERWISE ON
PLANS OR DETAILS. ALL ANCHOR BOLTS (OTHER THAN BOLTS FOR HOLDOWNS)
SHALL EMBED 7" INTO CONCRETE. ANCHOR BOLTS FOR HOLDOWNS SHALL NOT BE
CONSIDERED AS PART OF REQUIRED ANCHOR BOLTS ON SHEAR WALLS. ALL
EXTERIOR WALLS SHALL BE SECURED WITH MINIMUM ANCHOR BOLTS. INTERIOR
WALLS MAY BE SECURED TO CONCRETE WITH EITHER ANCHOR BOLTS OR POWER
DRIVEN SHOT PINS UNLESS NOTED OTHERWISE ON PLANS.
11. BOLTING: ALL BOLTS IN WOOD CONNECTIONS SHALL CONFORM TO ASTM A307.
BOLTS SHALL BE INSTALLED IN HOLES BORED WITH A BIT 1/16" LARGER THAN THE Ø
(DIAMETER) OF THE BOLT. BOLTS AND NUTS SEATING ON WOOD SHALL HAVE CUT
STEEL WASHERS UNDER HEADS AND NUTS. NICK THREADS TO PREVENT
LOOSENING.
12.
PREFABRICATED WOOD ROOF TRUSSES
BALCONY 60 PSF 20 PSF
SD1 = 0.235, SDS = 0.429
GENERAL STRUCTURAL NOTES
(APPLY UNLESS NOTED OTHERWISE ON PLANS/DETAILS)
± 1/4"
1 1/2" ± 3/8"
± 3/8"
1/8"
3/4"1/8"
1 1/2" 3/8"
PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE
DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD
LOADS. WHERE UNINHABITABLE ATTIC SPACE CAN BE USED FOR STORAGE, A 20
PSF LIVE LOAD ON THE BOTTOM CHORD SHALL BE INCLUDED IN THE ANALYSIS.
BRIDGING SIZE AND SPACING BY TRUSS MANUFACTURER UNLESS NOTED
OTHERWISE. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS WITH DESIGN
CALCULATIONS SEALED BY A REGISTERED ENGINEER FOR REVIEW PRIOR TO
MANUFACTURE FOR BOTH ROOF AND FLOOR TRUSSES WHEN USED.
SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED AT BEARING
POINTS. ALL CONNECTORS SHALL HAVE CURRENT ICC-ES APPROVAL. ADDITIONAL
TRUSSES SHALL BE SUPPLIED AS REQUIRED TO SUPPORT MECHANICAL
EQUIPMENT. PER IBC SECTION 2303.4 AND TPI-1: EACH TRUSS SHALL BE LEGIBLY
BRANDED, MARKED OR OTHERWISE HAVE PERMANENTLY AFFIXED THERETO THE
IDENTITY OF THE COMPANY MANUFACTURING THE TRUSS, THE DESIGN LOADS, AND
THE TRUSS SPACING - WITHIN TWO FEET OF THE CENTER OF THE SPAN ON THE
FACE OF THE BOTTOM CHORD.
PREFABRICATED WOOD/STEEL WEB JOIST/PURLINS (TJI/TJL SERIES OR EQUAL):
DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST EDITION
ICC-ES REPORT. CONNECTIONS AND BEARING MATERIAL TO BE DESIGNED AND
FURNISHED BY JOIST FABRICATOR. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS
WITH DESIGN CALCULATIONS SEALED BY A REGISTERED STRUCTURAL ENGINEER
FOR REVIEW PRIOR TO MANUFACTURE. ADDITIONAL JOISTS SHALL BE SUPPLIED AS
REQUIRED TO SUPPORT MECHANICAL EQUIPMENT.
7/16" OR 1/2"
7/16" OR 1/2"
15/32" OR 1/2"
19/32" OR 5/8"
23/32" OR 3/4"
7/8"
3/4" T&G
7/8" T&G
1 1/8" T&G
24/16
24/16
32/16
40/20
48/24
60/32
48/24
60/32
60/48
GYPBOARD SHEARWALL(S)R = 2.0, CS = 0.227
SPECIAL MASONRY SHEARWALL(S)R = 5.0, CS = 0..134
ORDINARY STEEL MOMENT FRAME(S)R = 3.5, CS = 0.0.134
1.
(USE THE NEXT 4 PARAGRAPHS IF THERE IS NO SOIL REPORT)
2.SITE PREPARATION AND GRADING REQUIREMENTS OF THE SOIL REPORT AND
ANY ADDENDUM'S SHALL BE COMPLETED PRIOR TO CONSTRUCTION OF
FOUNDATIONS. ANY TESTS OR INSPECTIONS REQUIRED BY THE SOIL REPORT
SHALL BE PERFORMED PRIOR TO PLACEMENT OF FOUNDATION REINFORCING
STEEL OR CONCRETE. ALTERATIONS TO SITE PREPARATION OR GRADING SHALL
BE REPORTED TO THE GEOTECHNICAL ENGINEER PRIOR TO FOUNDATION
CONSTRUCTION.
FOUNDATIONS DESIGNED IN CONFORMANCE WITH RECOMMENDATIONS BY:
ENGINEERING TESTING CONSULTANTS, INC. REPORT NO. 3456 DATED JANUARY 1,
2007.
REINFORCING STEEL:
1.ASTM A615 GRADE 60 (FY = 60 KSI) DEFORMED BARS FOR ALL BARS #4 AND LARGER.
ASTM A615 GRADE 40 (FY = 40 KSI) DEFORMED BARS FOR ALL BARS #3 AND
SMALLER. GRADE 60 DEFORMED BARS SHALL BE USED FOR CONCRETE WALLS,
BEAMS, AND ELEVATED SLAB REINFORCING.
2.WELDING OF REINFORCING BARS SHALL BE MADE ONLY TO ASTM A706 GRADE 60
BARS AND ONLY USING E90 SERIES RODS. WELDING OF REINFORCING BARS SHALL
BE MADE ONLY AT LOCATIONS SHOWN ON PLANS OR DETAILS.
3.REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS. ALL BARS PER CRSI
SPECIFICATIONS AND HANDBOOK. DOWEL ALL VERTICAL REINFORCING TO
FOUNDATION. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE.
STEEL:
1. MATERIALS: ROLLED W SHAPES, SHALL CONFORM TO ASTM A992 (FY=50 KSI). ALL
OTHER STRUCTURAL STEEL SHAPES, ROLLED SECTIONS, BARS AND PLATES SHALL
CONFORM TO ASTM A36 (FY = 36 KSI). ALL PIPE STEEL SHALL BE ASTM A501 (FY = 36
KSI) OR ASTM A53, TYPE E OR S, GRADE B (FY = 35 KSI). ALL TUBULAR STEEL SHALL
BE ASTM A500 (FY = 46 KSI).
2.ALL BOLTS AND STUDS SHALL BE ASTM A307, UNLESS NOTED OTHERWISE. ALL
EXPANSION BOLTS TO HAVE CURRENT ICC REPORT RATING FOR MATERIAL INTO
WHICH INSTALLATION TAKES PLACE. HEADED STUDS SHALL CONFORM TO ALL
REQUIREMENTS OF THE LATEST EDITION OF THE "RECOMMENDED PRACTICES FOR
STUD WELDING" AND THE "STRUCTURAL WELDING CODE" PUBLISHED BY AWS. ALL
BOLTS, ANCHOR BOLTS, EXPANSION BOLTS, ETC. SHALL BE INSTALLED WITH STEEL
WASHERS AT FACE OF WOOD OR AT SLOTTED HOLES IN STEEL SECTIONS.
3. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE FABRICATED AND
ERECTED IN ACCORDANCE WITH AISC SPECIFICATIONS FOR THE DESIGN,
FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, LATEST
EDITION.
4.WELDING SHALL BE BY WELDERS HOLDING VALID CERTIFICATES AND HAVING
CURRENT EXPERIENCE IN THE TYPE OF WELD SHOWN ON THE DRAWINGS OR
NOTES. ALL WELDING SHALL USE E70 SERIES LOW HYDROGEN RODS UNLESS
NOTED OTHERWISE. ALL WELDING PER LATEST AMERICAN WELDING SOCIETY
STANDARDS. ALL WELDS ON DRAWINGS ARE SHOWN AS SHOP WELDS.
CONTRACTOR MAY SHOP WELD OR FIELD WELD AT HIS DISCRETION. ALL FULL
PENETRATION WELDS SHALL BE TESTED AND CERTIFIED BY AN INDEPENDENT
TESTING LABORATORY.
5.STEEL TO STEEL BOLTED CONNECTIONS: HIGH STRENGTH BOLTS SHALL BE ASTM
A325N AND SHALL BE INSTALLED AS BEARING-TYPE CONNECTIONS WITH THREADS
INCLUDED IN SHEAR PLANE (TYPE "N" CONNECTION UNLESS NOTED OTHERWISE).
BOLTS MAY BE TIGHTENED USING ANY AISC APPROVED METHOD.
6.DRYPACK SHALL BE 5,000 PSI FIVE STAR NON-SHRINK GROUT OR EQUIVALENT.
INSTALL DRYPACK UNDER BEARING PLATES BEFORE FRAMING MEMBER IS
INSTALLED. AT COLUMNS, INSTALL DRYPACK UNDER BASE PLATES AFTER COLUMN
HAS BEEN PLUMBED BUT PRIOR TO FLOOR OR ROOF INSTALLATION.
7.SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS IN ADDITION
TO ITEMS REQUIRED BY ARCHITECTURAL SPECIFICATIONS, THE CONTRACTOR
SHALL REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL. ITEMS NOT IN
ACCORDANCE WITH CONTRACT DRAWINGS SHALL BE FLAGGED UPON HIS REVIEW.
VERIFY ALL DIMENSIONS WITH ARCHITECT. ANY CHANGES, SUBSTITUTIONS, OR
DEVIATIONS FROM ORIGINAL CONTRACT DRAWINGS SHALL BE CLOUDED. ANY OF
THE AFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED BY SUBMITTING
PARTIES, SHALL NOT BE CONSIDERED APPROVED AFTER THE STRUCTURAL
ENGINEER'S REVIEW, UNLESS NOTED ACCORDINGLY. ANY ENGINEERING PROVIDED
BY OTHERS AND SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL OF A
STRUCTURAL ENGINEER REGISTERED IN THE APPROPRIATE STATE. THE SHOP
DRAWINGS DO NOT REPLACE THE ORIGINAL CONTRACT DRAWINGS. ITEMS OMITTED
OR SHOWN INCORRECTLY AND ARE NOT FLAGGED BY THE STRUCTURAL ENGINEER
ARE NOT TO BE CONSIDERED CHANGES TO ORIGINAL DRAWINGS. THE ADEQUACY
OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BY THE OTHERS RESTS WITH
THE DESIGNING OR SUBMITTING AUTHORITY. REVIEWING IS INTENDED ONLY AS AN
AID TO THE CONTRACTOR IN OBTAINING CORRECT SHOP DRAWINGS.
RESPONSIBILITY FOR CORRECTNESS SHALL REST WITH THE CONTRACTOR. ALLOW
(5) WORKING DAYS FOR THE STRUCTURAL ENGINEER'S REVIEW. ONE COPY OF EACH
SUBMITTAL WILL BE RETAINED FOR THE STRUCTURAL ENGINEER'S RECORDS.
(ONLY USE THE FOLLOWING PARAGRAPH ON COMMERCIAL PROJECTS)
3.PLYWOOD: ALL PLYWOOD SHALL BE C-D OR C-C SHEATHING CONFORMING TO
STANDARD PS 1-95. LAY UP PLYWOOD WITH FACE GRAIN IN PERPENDICULAR TO
SUPPORTS (ON ROOFS WHERE PLYWOOD IS LAID UP WITH FACE GRAIN PARALLEL
TO SUPPORTS, USE A MINIMUM OF 5-PLY PLYWOOD, STAGGER JOINTS). ALL NAILING,
COMMON NAILS. BLOCKING AT PANEL EDGES WHERE INDICATED ON PLANS.
EXTERIOR WALL PLYWOOD SHEATHING SHALL BE PRESSURE-TREATED WITH FIRE-
RETARDENT-TREATED (FRT) (OR EQUIVALENT) TO MEET UNDERWRITERS
LABORATORIES FR-S RATING OR A FLAME SPREAD AND SMOKE INDEX RATING
DENOTING A SURFACE BURNING CHARACTERISTIC RATING OF 25 OR LESS FOR
FLAME SPREAD AND SMOKE DEVELOPED. SHALL BEAR THE UNDERWRITERS
LABORATORIES LABEL OR STAMP ATTESTING TO THE FR-S RATING OR FRAME
SPREAD AND SMOKE INDEX RATING, OR HAVE A CURRENT ESR BUILDING CODE
APPROVAL. ALL PLYWOOD SHALL BE OF THE FOLLOWING NOMINAL THICKNESS,
SPAN/INDEX RATING AND SHALL BE NAILED AS FOLLOWS UNLESS NOTED
OTHERWISE ON THE PLANS:
CONCRETE SLAB ON GRADE
CONCRETE SLAB ON GRADE W/
EACH WAY CENTERED IN SLAB THICKNESS
OVER COMPACTED FILL.
(SEE GSN)
4"4 AT 24" O.C.
WF
1
8
A
WF
1
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A
WF
1
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A
WF
1
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WF
1
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WF
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WF
1
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WF
1
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F30
F30
F30
EWF18
EWF18
EWF18
EW
F
1
8
EW
F
1
8
EW
F
1
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1
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27'-1 3/4"
8'
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3
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27
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8
1
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20
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15
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CURRENT REV.
FR
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FO
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4
4
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CR
A
P
O
NORTH
WALL (W) SCHEDULE
TYPE MATERIAL THICKNESS VERTICAL REINFORCING HORIZONTAL REINFORCING REMARKS
EW1 CONCRETE 8" #4 AT 18" O.C. #4 AT 12" O.C. ---
W1 CONCRETE 8" #4 AT 18" O.C. #4 AT 12" O.C. ---
FOOTING SCHEDULE
MARK LENGTH WIDTH THICKNESS REINFORCING REMARKS
F30 30" 30" 10" (3) #4 EACH WAY BOTTOM ---
EWF18 CONT 18" 10" (2) #4 CONT BOTTOM STRIP FOOTING
WF18 CONT 18" 10" (2) #4 CONT BOTTOM STRIP FOOTING
WF18A CONT 18" 10" (2) #4 CONT TOP & BOTTOM STRIP FOOTING
KEYNOTES
FOUNDATION PLAN NOTES
A. VERIFY ALL DIMENSIONS WITH ALL ARCHITECTURAL
DRAWINGS.
B. ALL SCHEDULED MARK DESIGNATIONS MAY NOT
NECESSARILY BE FOUND ON THIS PLAN. SCHEDULES
ARE TYPICAL TO THIS PROJECT.
C. THE DEPTH OF FOOTING DIMENSION INDICATED IN THE
G.S.N. IS A MINIMUM. FOUNDATION CONTRACTOR SHALL
COORDINATE WITH THE SOILS REPORT AND OTHER
TRADES TO INSURE THAT THESE MINIMUMS ARE
SUFFICIENT FOR THE WORK. SEE TYPICAL DETAILS FOR
ADDITIONAL REQUIREMENTS.
D. W1, W2, ETC. - AS SHOWN ON PLAN INDICATES
CONCRETE OR MASONRY WALLS. SEE WALL SCHEDULE
FOR ADDITIONAL INFORMATION.
E. WF18, WF24, ETC. - AS SHOWN ON PLAN INDICATES A
CONTINUOUS WALL FOOTING. SEE FOOTING SCHEDULE
FOR ADDITIONAL INFORMATION.
F. F36, F48, ETC. - AS SHOWN ON PLAN INDICATES A
CONCRETE FOOTING. SEE FOOTING SCHEDULE FOR
ADDITIONAL INFORMATION.
G. RWF36, RWF42, ETC. - AS SHOWN ON PLAN INDICATES A
CONTINUOUS RETAINING WALL FOOTING. SEE FOOTING
SCHEDULE FOR ADDITIONAL INFORMATION.
H. P1, P2, ETC. AS SHOWN ON PLAN INDICATES A WOOD
POST. SEE POST SCHEDULE FOR MORE INFORMATION.
I. SC1, SC2, ETC. - AS SHOWN ON PLAN INDICATES A STEEL
COLUMN. SEE STEEL COLUMN SCHEDULE FOR
ADDITIONAL INFORMATION. COLUMNS START AT THE
LEVEL THEY ARE CALLED OUT ON.
J. C1, C2, ETC. - AS SHOWN ON PLAN INDICATES A
CONCRETE OR MASONRY COLUMN. SEE COLUMN
SCHEDULE FOR ADDITIONAL INFORMATION.
K. J1, J2, ETC. - AS SHOWN ON PLAN INDICATES A
CONCRETE OR MASONRY JAMB. SEE JAMB SCHEDULE
FOR ADDITIONAL INFORMATION.
L. CJ - AS SHOWN ON PLAN INDICATES A CONTROL JOINT IN
A CONCRETE OR MASONRY WALL. SEE GENERAL
STRUCTURAL NOTES AND TYPICAL DETAIL.
M. PROVIDE CONTINUOUS BEARING FOR ALL POSTS AND
BUILT-UP STUDS TO THE FOUNDATION PER TYPICAL
"SOLID BLOCKING BETWEEN FLOORS" DETAIL.
N. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED WITH
TYPE "5" SHEARWALLS, UNO.
O. VERIFY EXACT SIZE AND LOCATION OF DEPRESSED
AND/OR RAISED SLABS WITH ARCHITECTURAL
DRAWINGS.
P. FOR SIDEWALK AND LANDING LOCATIONS, SEE
ARCHITECTURAL DRAWINGS.
Q. VERIFY EXACT SIZE AND LOCATION OF OPENINGS IN
PRECAST CONCRETE WALL PANELS WITH
ARCHITECTURAL DRAWINGS.
R. COLUMN FOOTING SIZES ARE PRELIMINARY SIZES TO BE
VERIFIED BY STRUCTURAL ENGINEER OF RECORD TO
CONSTRUCTION. PRE-ENGINEERED BUILDING
MANUFACTURER SHALL SUBMIT DESIGN CALCULATIONS
PRIOR TO FABRICATING BUILDING COMPONENTS.
CALCULATIONS SHALL SHOW ALL FOOTING LOAD PER
METAL BUILDING MANUFACTURER'S ASSOCIATION
"RECOMMENDED DESIGN PRACTICES MANUAL".
SCALE: 1/4" = 1'-0"
FOUNDATION
7. BLOCK ALL PANEL EDGES. EDGE NAIL SHEATHING AT BLOCKED EDGES.
6. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEARWALLS UNLESS NOTED OTHERWISE ON PLANS OR DETAILS.
5. PROVIDE CONTINUOUS DOUBLE 2x TOP PLATE AT ALL SHEARWALLS AND EXTERIOR WALL. UNLESS NOTED OTHERWISE
(U.N.O.), LAP SPLICE TOP PLATE A MINIMUM 4'-0" WITH 16d NAILS STAGGERED AT 2" ON CENTER (O.C.) ((24) 16d NAILS TOTAL
BETWEEN SPLICE JOINTS.)
4. A MINIMUM OF (2) ANCHOR BOLTS SHALL BE USED ON EACH BASE PLATE PIECE. PROVIDE (1) ANCHOR BOLT MINIMUM WITHIN
9" OF EACH END PIECE.
3. ANCHOR BOLTS TO FOUNDATION SHALL BE 10" LONG AND SHALL BE EMBED 7" INTO CONCRETE. EXPANSION BOLTS OR SHOT
PINS MAY BE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB OR SLAB STEP-DOWN) PER SUPPLEMENTAL INSTRUCTIONS.
2. FRAMING MEMBER SUPPORTING MATERIAL SHALL BE SPACED AT 16" ON CENTER (O.C.) MAXIMUM.
1. SHEARWALL TYPES LISTED BELOW ARE NOT JOB SPECIFIC. SOME TYPES MAY NOT BE USED ON THE PLANS.
NOTES:
SHEARWALL TYPE SCHEDULE
MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING BOTTOM PLATE ATTACHMENT
5 7/16" APA RATED
SHEATHING (BLOCKED)
ONE SIDE OF WALL
8d COMMON
AT 6" O.C.
8d COMMON
AT 12" O.C.
CONCRETE: 1/2" Ø A.B. W/ 1/4"x3"x3" PLATE WASHERS AT 36" O.C.
CONCRETE: 5/8" Ø A.B. W/ 1/4"x3"x3" PLATE WASHERS AT 48" O.C.
WOOD: 16d STAGGERED AT 6" O.C.
6. 7/16" APA RATED
SHEATHING (BLOCKED)
ONE SIDE OF WALL
8d COMMON
AT 4" O.C.
8d COMMON
AT 12" O.C.
CONCRETE: 1/2" Ø A.B. W/ 1/4"x3"x3" PLATE WASHERS AT 24" O.C.
CONCRETE: 5/8" Ø A.B. W/ 1/4"x3"x3" PLATE WASHERS AT 32" O.C.
WOOD: 16d STAGGERED AT 4" O.C.
1
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CURRENT REV.
FR
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S2.1
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NORTH
FLOOR FRAMING PLAN NOTES
A. VERIFY ALL DIMENSIONS WITH ALL ARCHITECTURAL
DRAWINGS.
B. ALL SCHEDULED MARK DESIGNATIONS MAY NOT
NECESSARILY BE FOUND ON THIS PLAN. SCHEDULES
ARE TYPICAL TO THIS PROJECT.
C. IF DOUBLE TOP PLATE IS NOTCHED, STEPPED OR
BROKEN, PROVIDE A SIMPSON MSTC40 STRAP AT
DISCONTINUITY.
D. TYPICAL BEARING WALL FRAMING SHALL BE 2x6 STUDS
AT 16" O.C. UNO.
E. PROVIDE TRIMMER STUDS (TS) AND KING STUDS (KS) AT
OPENINGS AS FOLLOWS, U.N.O.: OPENINGS 6'-0" OR
LESS, (1) TS & (1) KS, OPENINGS 6'-1" TO 9'-0", (1) TS & (2)
KS, 9'-1" TO 12-0", (2) TS & (3) KS. FOR ATTACHMENT, SEE
"TYPICAL HEADER CONNECTION" DETAIL.
F. B1, B2, ETC. - AS SHOWN ON PLAN INDICATES A BEAM OR
HEADER. SEE BEAM SCHEDULE FOR ADDITIONAL
INFORMATION.
G. WJ1, WJ2, ETC. - AS SHOWN ON PLAN INDICATES A WOOD
JOIST. SEE WOOD JOIST SCHEDULE FOR ADDITIONAL
INFORMATION.
H. P1, P2, ETC. AS SHOWN ON PLAN INDICATES A WOOD
POST. SEE POST SCHEDULE FOR MORE INFORMATION.
I. SC1, SC2, ETC. - AS SHOWN ON PLAN INDICATES A STEEL
COLUMN. SEE STEEL COLUMN SCHEDULE FOR
ADDITIONAL INFORMATION. COLUMNS START AT THE
LEVEL THEY ARE CALLED OUT ON.
J. W1, W2, ETC. - AS SHOWN ON PLAN INDICATES
CONCRETE OR MASONRY WALLS. SEE WALL SCHEDULE
FOR ADDITIONAL INFORMATION.
K. SL1, SL2, ETC. - AS SHOWN ON PLAN INDICATES A STEEL
LINTEL. SEE STEEL LINTEL SCHEDULE FOR ADDITIONAL
INFORMATION.
L. L1, L2, ETC. - AS SHOWN ON PLAN INDICATES A
CONCRETE OR MASONRY LINTEL. SEE LINTEL
SCHEDULE FOR ADDITIONAL INFORMATION.
M. J1, J2, ETC. - AS SHOWN ON PLAN INDICATES A
CONCRETE OR MASONRY JAMB. SEE JAMB SCHEDULE
FOR MORE INFORMATION.
N. CJ - AS SHOWN ON PLAN INDICATES A CONTROL JOINT IN
A CONCRETE OR MASONRY WALL. SEE GSN AND
TYPICAL DETAIL. JOINTS MAY BE SHOWN, BUT NOT
NOTED ON THIS PLAN. SEE FOUNDATION PLAN FOR
NOTED LOCATIONS.
O. CS16, CS18, ETC. - AS SHOWN AT WALL OPENINGS,
PROVIDE STRAPPING PER "TYPICAL STRAP AT OPENING"
DETAIL.
P. PROVIDE CONTINUOUS BEARING FOR ALL POSTS AND
BUILT-UP STUDS TO THE FOUNDATION PER TYPICAL
"SOLID BLOCKING BETWEEN FLOORS" DETAIL.
Q. FOR CLARITY, DETAILS MAY SHOW ONLY ONE SIDE OF
FRAMING CONDITION.
R. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED WITH
TYPE "5" SHEARWALLS, UNO.
S. CONTRACTOR TO VERIFY AND BE RESPONSIBLE FOR
VARIATIONS IN CONCRETE QUANTITY DUE TO CAMBER,
CONSTRUCTION DEAD LOAD DEFLECTIONS AND/OR
STRUCTURAL STEEL TOLERANCES OF STEEL BEAMS AND
STEEL DECK.
T. FOR CLARITY, ALL FLOOR OPENINGS MAY NOT BE
SHOWN ON THE FLOOR FRAMING PLAN. FOR EXACT
SIZE, NUMBER AND LOCATION OF OPENINGS, SEE
ARCHITECTURAL, MECHANICAL, PLUMBING, AND
ELECTRICAL DRAWINGS. FOR FRAMING AT OPENINGS,
SEE TYPICAL DETAILS.
7. BLOCK ALL PANEL EDGES. EDGE NAIL SHEATHING AT BLOCKED EDGES.
6. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEARWALLS UNLESS NOTED OTHERWISE ON PLANS OR DETAILS.
5. PROVIDE CONTINUOUS DOUBLE 2x TOP PLATE AT ALL SHEARWALLS AND EXTERIOR WALL. UNLESS NOTED OTHERWISE
(U.N.O.), LAP SPLICE TOP PLATE A MINIMUM 4'-0" WITH 16d NAILS STAGGERED AT 2" ON CENTER (O.C.) ((24) 16d NAILS TOTAL
BETWEEN SPLICE JOINTS.)
4. A MINIMUM OF (2) ANCHOR BOLTS SHALL BE USED ON EACH BASE PLATE PIECE. PROVIDE (1) ANCHOR BOLT MINIMUM WITHIN
9" OF EACH END PIECE.
3. ANCHOR BOLTS TO FOUNDATION SHALL BE 10" LONG AND SHALL BE EMBED 7" INTO CONCRETE. EXPANSION BOLTS OR SHOT
PINS MAY BE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB OR SLAB STEP-DOWN) PER SUPPLEMENTAL INSTRUCTIONS.
2. FRAMING MEMBER SUPPORTING MATERIAL SHALL BE SPACED AT 16" ON CENTER (O.C.) MAXIMUM.
1. SHEARWALL TYPES LISTED BELOW ARE NOT JOB SPECIFIC. SOME TYPES MAY NOT BE USED ON THE PLANS.
NOTES:
SHEARWALL TYPE SCHEDULE
MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING BOTTOM PLATE ATTACHMENT
5 7/16" APA RATED
SHEATHING (BLOCKED)
ONE SIDE OF WALL
8d COMMON
AT 6" O.C.
8d COMMON
AT 12" O.C.
CONCRETE: 1/2" Ø A.B. W/ 1/4"x3"x3" PLATE WASHERS AT 36" O.C.
CONCRETE: 5/8" Ø A.B. W/ 1/4"x3"x3" PLATE WASHERS AT 48" O.C.
WOOD: 16d STAGGERED AT 6" O.C.
6. 7/16" APA RATED
SHEATHING (BLOCKED)
ONE SIDE OF WALL
8d COMMON
AT 4" O.C.
8d COMMON
AT 12" O.C.
CONCRETE: 1/2" Ø A.B. W/ 1/4"x3"x3" PLATE WASHERS AT 24" O.C.
CONCRETE: 5/8" Ø A.B. W/ 1/4"x3"x3" PLATE WASHERS AT 32" O.C.
WOOD: 16d STAGGERED AT 4" O.C.
BEAM (B) SCHEDULE
MARK SIZE
B1 (2) 2x6 OR 4x6 OR (2) 1 3/4x 5 1/2 LVL
B2 (2) 2x8 OR 4x8 OR (2) 1 3/4x5 1/2 LVL
B3 (3) 1 3/4x11 7/8 LVL OR 3 1/2x11 7/8 LVL OR 5 1/8x13 1/2 GLB
POST (P) SCHEDULE
MARK SIZE SPECIES AND GRADE CONNECTION
P1 (2) 2x4 DOUG FIR NO. 2 SEE TYPICAL DETAIL
P2 (3) 2x4 DOUG FIR NO. 2 SEE TYPICAL DETAIL
KEYNOTES
SCALE: 1/4" = 1'-0"
FIRST FLOOR
1
2
3
4
5
A B C D
1
2
3
4
5
A B C D
5
6.6.
5
5
P2
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B2
B2
B2 B2B2B2
B2 B2
NEW ROOF OVERBUILD
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CURRENT REV.
FR
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S2.2
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POST (P) SCHEDULE
MARK SIZE SPECIES AND GRADE CONNECTION
P1 (2) 2x4 DOUG FIR NO. 2 SEE TYPICAL DETAIL
P2 (3) 2x4 DOUG FIR NO. 2 SEE TYPICAL DETAIL
BEAM (B) SCHEDULE
MARK SIZE
B1 (2) 2x6 OR 4x6 OR (2) 1 3/4x 5 1/2 LVL
B2 (2) 2x8 OR 4x8 OR (2) 1 3/4x5 1/2 LVL
B3 (3) 1 3/4x11 7/8 LVL OR 3 1/2x11 7/8 LVL OR 5 1/8x13 1/2 GLB
KEYNOTES
ROOF FRAMING PLAN NOTES
A. VERIFY ALL DIMENSIONS WITH ALL ARCHITECTURAL
DRAWINGS.
B. ALL SCHEDULED MARK DESIGNATIONS MAY NOT
NECESSARILY BE FOUND ON THIS PLAN. SCHEDULES
ARE TYPICAL TO THIS PROJECT.
C. IF DOUBLE TOP PLATE IS NOTCHED, STEPPED OR
BROKEN, PROVIDE A SIMPSON MSTC40 STRAP AT
DISCONTINUITY.
D. TYPICAL BEARING WALL FRAMING SHALL BE 2x6 STUDS
AT 16" O.C. UNO. WHERE ROOF TRUSSES OR JOISTS
SPANS EXCEED 20'-0" ALIGN ADDITIONAL STUD BELOW
ROOF FRAMING MEMBER.
E. PROVIDE TRIMMER STUDS (TS) AND KING STUDS (KS) AT
OPENINGS AS FOLLOWS, U.N.O.: OPENINGS 6'-0" OR
LESS, (1) TS & (1) KS, OPENINGS 6'-1" TO 9'-0", (1) TS & (2)
KS, 9'-1" TO 12-0", (2) TS & (3) KS. FOR ATTACHMENT, SEE
"TYPICAL HEADER CONNECTION" DETAIL.
F. B1, B2, ETC. - AS SHOWN ON PLAN INDICATES A BEAM OR
HEADER. SEE BEAM SCHEDULE FOR ADDITIONAL
INFORMATION.
G. WJ1, WJ2, ETC. - AS SHOWN ON PLAN INDICATES A WOOD
JOIST. SEE WOOD JOIST SCHEDULE FOR ADDITIONAL
INFORMATION.
H. P1, P2, ETC. AS SHOWN ON PLAN INDICATES A WOOD
POST. SEE POST SCHEDULE FOR MORE INFORMATION.
I. SC1, SC2, ETC. - AS SHOWN ON PLAN INDICATES A STEEL
COLUMN. SEE STEEL COLUMN SCHEDULE FOR
ADDITIONAL INFORMATION. COLUMNS START AT THE
LEVEL THEY ARE CALLED OUT ON.
J. W1, W2, ETC. - AS SHOWN ON PLAN INDICATES
CONCRETE OR MASONRY WALLS. SEE WALL SCHEDULE
FOR ADDITIONAL INFORMATION.
K. SL1, SL2, ETC. - AS SHOWN ON PLAN INDICATES A STEEL
LINTEL. SEE STEEL LINTEL SCHEDULE FOR ADDITIONAL
INFORMATION.
L. L1, L2, ETC. - AS SHOWN ON PLAN INDICATES A
CONCRETE OR MASONRY LINTEL. SEE LINTEL
SCHEDULE FOR ADDITIONAL INFORMATION.
M. J1, J2, ETC. - AS SHOWN ON PLAN INDICATES A
CONCRETE OR MASONRY JAMB. SEE JAMB SCHEDULE
FOR MORE INFORMATION.
N. CJ - AS SHOWN ON PLAN INDICATES A CONTROL JOINT IN
A CONCRETE OR MASONRY WALL. SEE GSN AND
TYPICAL DETAIL. JOINTS MAY BE SHOWN, BUT NOT
NOTED ON THIS PLAN. SEE FOUNDATION PLAN FOR
NOTED LOCATIONS.
O. TIE EACH ROOF TRUSS AT BEARING LOCATIONS WITH (1)
H2.5A OR (1) H1 CLIP, AND EACH GIRDER TRUSS WITH (2)
H2.5A CLIPS, UNO.
P. "D=" INDICATES DRAG LOAD (ASD) THAT TRUSS
MANUFACTURER IS TO DESIGN TRUSS FOR IN BOTH
TENSION AND COMPRESSION.
Q. TIE EACH ROOF JOIST AT BEARING LOCATIONS WITH (1)
H2.5A CLIP, UNO.
R. PROVIDE BUILT-UP 2x POSTS BELOW EACH GIRDER
TRUSS, MATCH GIRDER TRUSS WIDTH, U.N.O.
S. OVERBUILD PONY WALLS (MAX __'-0" SPACING FOR 2x
OVERBUILD FRAMING AT __" O.C. W/ SIMPSON LUS__
HANGER) PER "TYPICAL OVERBUILD" DETAIL.
T. CS16, CS18, ETC. - AS SHOWN AT WALL OPENINGS,
PROVIDE STRAPPING PER "TYPICAL STRAP AT OPENING"
DETAIL.
U. PROVIDE CONTINUOUS BEARING FOR ALL POSTS AND
BUILT-UP STUDS TO THE FOUNDATION PER TYPICAL
"SOLID BLOCKING BETWEEN FLOORS" DETAIL.
V. FOR CLARITY, DETAILS MAY SHOW ONLY ONE SIDE OF
FRAMING CONDITION.
W. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED WITH
TYPE "5" SHEARWALLS, UNO.
X. CONTRACTOR TO VERIFY AND BE RESPONSIBLE FOR
VARIATIONS IN CONCRETE QUANTITY DUE TO CAMBER,
CONSTRUCTION DEAD LOAD DEFLECTIONS AND/OR
STRUCTURAL STEEL TOLERANCES OF STEEL BEAMS
AND STEEL DECK.
Y. FOR CLARITY, ALL ROOF OPENINGS MAY NOT BE SHOWN
ON THE ROOF FRAMING PLAN. FOR EXACT SIZE,
NUMBER AND LOCATION OF OPENINGS, SEE
ARCHITECTURAL, MECHANICAL, PLUMBING, AND
ELECTRICAL DRAWINGS. FOR FRAMING AT OPENINGS,
SEE TYPICAL DETAILS.
Z. VERIFY EXACT SIZE AND WEIGHT OF EQUIPMENT ON
ROOF WITH MECHANICAL DRAWINGS.
7. BLOCK ALL PANEL EDGES. EDGE NAIL SHEATHING AT BLOCKED EDGES.
6. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEARWALLS UNLESS NOTED OTHERWISE ON PLANS OR DETAILS.
5. PROVIDE CONTINUOUS DOUBLE 2x TOP PLATE AT ALL SHEARWALLS AND EXTERIOR WALL. UNLESS NOTED OTHERWISE
(U.N.O.), LAP SPLICE TOP PLATE A MINIMUM 4'-0" WITH 16d NAILS STAGGERED AT 2" ON CENTER (O.C.) ((24) 16d NAILS TOTAL
BETWEEN SPLICE JOINTS.)
4. A MINIMUM OF (2) ANCHOR BOLTS SHALL BE USED ON EACH BASE PLATE PIECE. PROVIDE (1) ANCHOR BOLT MINIMUM WITHIN
9" OF EACH END PIECE.
3. ANCHOR BOLTS TO FOUNDATION SHALL BE 10" LONG AND SHALL BE EMBED 7" INTO CONCRETE. EXPANSION BOLTS OR SHOT
PINS MAY BE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB OR SLAB STEP-DOWN) PER SUPPLEMENTAL INSTRUCTIONS.
2. FRAMING MEMBER SUPPORTING MATERIAL SHALL BE SPACED AT 16" ON CENTER (O.C.) MAXIMUM.
1. SHEARWALL TYPES LISTED BELOW ARE NOT JOB SPECIFIC. SOME TYPES MAY NOT BE USED ON THE PLANS.
NOTES:
SHEARWALL TYPE SCHEDULE
MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING BOTTOM PLATE ATTACHMENT
5 7/16" APA RATED
SHEATHING (BLOCKED)
ONE SIDE OF WALL
8d COMMON
AT 6" O.C.
8d COMMON
AT 12" O.C.
CONCRETE: 1/2" Ø A.B. W/ 1/4"x3"x3" PLATE WASHERS AT 36" O.C.
CONCRETE: 5/8" Ø A.B. W/ 1/4"x3"x3" PLATE WASHERS AT 48" O.C.
WOOD: 16d STAGGERED AT 6" O.C.
6. 7/16" APA RATED
SHEATHING (BLOCKED)
ONE SIDE OF WALL
8d COMMON
AT 4" O.C.
8d COMMON
AT 12" O.C.
CONCRETE: 1/2" Ø A.B. W/ 1/4"x3"x3" PLATE WASHERS AT 24" O.C.
CONCRETE: 5/8" Ø A.B. W/ 1/4"x3"x3" PLATE WASHERS AT 32" O.C.
WOOD: 16d STAGGERED AT 4" O.C.
SCALE: 1/4" = 1'-0"
FIRST FLOOR FRAMING PLAN