HomeMy WebLinkAboutSTRUCTURAL ENGINEERING - 16-00689 - Central Storage - New UnitsPR
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GENERAL STRUCTURAL NOTES
(APPLY UNLESS NOTED OTHERWISE ON PLANS/DETAILS)
GENERAL REQUIREMENTS:
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.
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.
BASIS FOR DESIGN:
1.BUILDING CODE: 2012 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
SEISMIC DESIGN CATEGORY D
MAPPED SPECTRAL RESPONSE
ACCELERATIONS S1 = 0.155, SS = 0.439
DESIGN SPECTRAL RESPONSE
ACCELERATIONS SD1 = 0.225, SDS = 0.424
VERTICAL SHEAR TRANSFER ELEMENTS:
PLYWOOD SHEARWALL(S)R = 6.5, CS = 0.065
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 36.4 PSF
NET UPLIFT ON ROOF 19.7 PSF
2. VERTICAL LOADS:
LOCATION LIVE / SNOW
LOAD DEAD LOAD
ROOF 35 PSF 14 PSF
3. DEFLECTION LIMITS:
ELEMENTS LIVE LOAD TOTAL LOAD
ROOF TRUSSES/JOISTS L/360 L/240
BEAMS L/360 L/240
FOUNDATION NOTES:
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. 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 LAYER OF SELECT
FILL MATERIAL OR ACCORDING TO THE SPECIFICATIONS OF THE SOIL REPORT. FILL
MATERIAL SHOULD BE MOISTENED, BUT NOT SATURATED JUST PRIOR TO PLACING
CONCRETE.
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)30 PSF/FT
LATERAL BACKFILL PRESSURE (RESTRAINED)50 PSF/FT
FOUNDATION BEARING DEPTH
36" BELOW FINISHED GRADE
CONCRETE:
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 4". SLUMP FOR EXTERIOR SLABS
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 250
SQUARE FEET, OR BE MORE THAN TWO TIMES LONGER THAN THE SLAB AREA WIDTH.
THE FOUNDATION PLAN SHOWS A SUGGESTED METHOD OF CONTROL JOINT LAYOUT.
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.
LOCATION:MINIMUM
COVER TOLERANCE
CAST AGAINST EARTH (FOOTINGS)3"± 3 8"
SLABS ON GRADE 112"± 14"
EXPOSED TO EARTH OR WEATHER - #5 AND SMALLER 112"± 3 8"
EXPOSED TO EARTH OR WEATHER - #6 AND LARGER 2"± 3 8"
NOT EXPOSED TO WEATHER OR IN CONTACT WITH THE
GROUND ROOF SLAB 1"18"
STRUCTURAL SLABS AND WALLS 3 4"18"
BEAMS AND COLUMNS (PRIMARY) REINFORCEMENT,
TIES, STIRRUPS AND SPIRALS 112"3 8"
1. MINIMUM 28 DAY CONCRETE STRENGTH SHALL BE AS FOLLOWS:
USE:CONCRETE
STRENGTH:
MAX W/C
RATIO
AIR
ENTRAINMENT
FOUNDATIONS 4500 PSI 0.45 5.5% ± 1%
CONCRETE SLABS ON
GRADE 3500 PSI 0.45 N/A
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,
ELEVATED SLABS AND COLUMN 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.
WOOD:
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
2304.9.1. 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:
USE:MATERIAL:
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 7 16" OR 12"24 16 8d AT 6" O.C.8d AT 12" O.C.
ROOF 7 16" OR 12"24 16 8d AT 6" O.C.8d AT 12" O.C.
ROOF 15 32" OR 12"32 16 8d AT 6" O.C.8d AT 12" O.C.
ROOF 19 32" OR 5 8"40 20 10d AT 6" O.C.10d AT 12" O.C.
ROOF 23 32" OR 3 4"48 24 10d AT 6" O.C.10d AT 12" O.C.
ROOF 7 8"60 32 10d AT 6" O.C.10d AT 12" O.C.
FLOOR 3 4" T&G 48 24
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 7 8" T&G 60 32
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 118" T&G 60 48
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 112" INTO THE SUPPORTING MEMBER. ALL FLOOR SHEATHING SHALL BE GLUED
TO SUPPORTING MEMBERS WITH AN APA AFG-01 QUALIFIED GLUE.
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 BE USED 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 132") 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 (GL): 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.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.
7.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.
8.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.
9.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.
10.BOLTING: ALL BOLTS IN WOOD CONNECTIONS SHALL CONFORM TO ASTM A307.
BOLTS SHALL BE INSTALLED IN HOLES BORED WITH A BIT 116" 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.
11.PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE
DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD
LOADS. WHERE ATTIC SPACE CAN BE USED FOR STORAGE, A 40 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.
DEFERRED SUBMITTAL ITEMS:
PREFABRICATED WOOD ROOF TRUSSES
SHEET INDEX
SHEET DESCRIPTION DETAILS
S1.0 GENERAL STRUCTURAL NOTES ---
S1.1 TYPICAL DETAILS T-SERIES
S1.2 TYPICAL DETAILS T-SERIES
S2.0 FOUNDATION PLAN ---
S2.1 ROOF FRAMING PLAN ---
S3.0 FRAMING DETAILS 100 - SERIES
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
KEYNOTES:
1.FINISHED GRADE WHERE OCCURS
2.DO NOT EXCAVATE A TRENCH
CLOSER THAN A 45 DEGREE ANGLE
TO BELOW BOTTOM FOOTING OR
FOUNDATION
3.BOTTOM OF CONCRETE FOOTING
4.BOTTOM OF TRENCH
NOTE:
A.DO NOT UNDERCUT EXISTING
FOOTINGS
B.NO PIPE OR OTHER UTILITIES SHALL
PASS THRU WALL FOOTINGS OR
UNDER COLUMN FOOTINGS
1
1
1
2
3
4
FOR CONSTRUCTION ABOVE
FOOTING, SEE DETAILS.
T1 TRENCH PARALLEL TO CONTINUOUS STRAP FOOTING
TD01 NO SCALE
KEYNOTES:
1.CONCRETE FOOTING
2.SLEEVE - PROVIDE 12" MINIMUM
CLEARANCE AROUND PIPE OR
CONDUIT
3.PIPE OR CONDUIT
4.CONCRETE FILL TO BE PLACED
BEFORE FOOTING IS POURED -
FORM SAME AS FOOTING AND
POUR FULL WIDTH OF PIPE TRENCH
5.STEM WALL
NOTE:
A.NO PIPE SHALL PASS THRU
FOOTING OR UNDER COLUMN
FOOTINGS. FOR TRENCHES
GREATER THAN 3'-6" BELOW
BOTTOM OF FOOTING, SEE PIPE
PASSING BELOW WALL FOOTING
DETAIL.
1
2
3
4
5
5
4
2
1
3
T2 PIPE PASSING UNDER WALL FOOTING IN SHALLOW TRENCH
TD02 NO SCALE
6"
M
I
N
8"
M
I
N
3'
-
0
"
M
A
X
8" MIN
A
SECTIONA
KEYNOTES:
1.STEM WALL
2.CONCRETE FOOTING
3.1'-6" MAXIMUM - WHERE TRENCH
EXCEEDS 1'-6" NOTIFY STRUCTURAL
ENGINEER PRIOR TO PLACEMENT
OF FOOTINGS
4.BACKFILL AND RECOMPACT
TRENCH PER SOILS REPORT AND
SPECIFICATIONS
5.BOTTOM OF TRENCH
NOTE:
A.DO NOT UNDERCUT EXISTING
FOOTINGS
B.NO PIPES OR OTHER UTILITIES
SHALL PASS THRU WALL FOOTINGS
OR UNDER COLUMN FOOTINGS
1
5
4
3
2
3'
-
1
"
O
R
G
R
E
A
T
E
R
FOR CONSTRUCTION ABOVE
FOOTING, SEE DETAILS.
T3 PIPE PASSING BELOW FOOTING IN DEEP TRENCH
TD03 NO SCALE
KEYNOTES:
1.SLOPED FINISH GRADE
2.MINIMUM FOOTING DEPTH PER
G.S.N. - 12" MINIMUM
3.DEEPEN FOOTING AS REQUIRED TO
ACCOUNT FOR SLOPED GRADE
4.CONCRETE FOOTING
NOTE:
A.FOR ADDITIONAL INFORMATION,
SEE PLANS AND DETAILS
1
4
3
2
5'-0"
T4 TYPICAL DETAIL FOR FOUNDATION EMBEDMENT
TD04 NO SCALE
KEYNOTES:
1.CORNER DOWELS TO MATCH
HORIZONTAL REINFORCEMENT
2.CONCRETE WALL WITH
REINFORCEMENT
18" MIN LAP
SPLICE (TYP)
T5 TYPICAL CONCRETE CORNER
TD05 NO SCALE
2
1
KEYNOTES:
1.CONCRETE SLAB ON GRADE
2.CONT KEYED JOINT
3.SAWCUT 18" WIDE x 14" SLAB
THICKNESS IN DEPTH - CUT SHALL
BE MADE SOON ENOUGH TO
PREVENT SHRINKAGE CRACKING,
BUT NOT SO SOON AS TO CAUSE
SPALLING OF THE CONCRETE
WHILE SAWING. WORK MUST BE
COMPLETE WITHIN 16 HOURS OF
CONCRETE PLACEMENT.
NOTE:
A.KEYED JOINTS NEED ONLY OCCUR
AT EXPOSED EDGES DURING
PLACEMENT UNLESS SPECIFICALLY
NOTED ON THE PLANS.
B."TOOL WET JOINT", "ZIP STRIP", ETC
SHALL MATCH SAWCUT
REQUIREMENTS
1
2
3
1
12"6"6"12"
X SAWCUT JOINT
X KEYED JOINT
T7 CONTROL JOINTS IN CONCRETE SLAB ON GRADE
TD07 NO SCALE
6 MIN
BAR OFFSET
BAR CLEARANCE SPLICE DETAIL
BEND & HOOK DETAILS
COLUMN TIES BEAM STIRRUPS
"d"
45°
"d"
"d"
1
2
4
5
6
10
9
8
7
3
1
5
5
9
10
8
KEYNOTES:
1.LAP - SEE G.S.N.
2.MAXIMUM 15 LAP BUT NOT MORE
THAN 6"
3.WIRE TIES
4.1d (1" MINIMUM)
5.RADIUS = 3d FOR BARS NOT OVER
#8; 4d FOR #9, #10, AND #1 BARS; 5d
FOR #14 AND #18 BARS, 5d FOR ALL
GRADE 40 BARS WITH 180 DEGREE
HOOK
6.4D (4" MINIMUM)
7.12d (90 DEGREE HOOK)
8.6d (4" MINIMUM)
9.135 DEGREE BEND
10.BEND AROUND 112" PIN FOR #3
BARS. BEND AROUND 2" PIN FOR #4
BARS. BEND AROUND 212" PIN FOR
#5 BARS.
T10 TYPICAL REINFORCING DETAILS
TD10 NO SCALE
KEYNOTES:
1.CONCRETE FOOTING, SEE PLAN
2.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
3.#4 DOWEL TO MATCH FOOTING
REINFORCEMENT
4.#4 DOWEL TO LAP AND MATCH
WALL REINFORCEMENT
NOTE:
A.FOR ITEMS SHOWN BUT NOT
KEYNOTED, SEE FOUNDATION
DETAILS
B.WHERE NEW FOOTING TIES INTO
EXISTING FOOTING, DRILL AND
EPOXY 24" LONG DOWELS INTO
EXISTING, PROVIDE 4" MIN
EMBEDMENT
2
3"
CLR.
3"
CL
R
.
24"
24"
1
3
2 1
4
24"
24"
T6 CONCRETE FOOTING AT CONCRETE WALL
TD12 NO SCALE
NOTES:
1.TOP BARS ARE ANY HORIZONTAL BARS PLACED SO THAT MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE
MEMBER BELOW THE REINFORCEMENT.
2.UNLESS NOTED OTHERWISE, LAP SPLICES IN CONCRETE BEAMS, SLABS AND WALLS SHALL BE CLASS "B" TENSION LAP
SPLICES.
BAR
SIZE
CLASS B TENSION SPLICE LENGTHS
f'c = 3,000 PSI f'c = 4,000 PSI f'c = 5,000 PSI
HOIRZONTAL
BARS W/ >12" OF
CONC. BELOW
VERTICAL AND
BOTTOM
HORIZONTAL
BARS
HOIRZONTAL
BARS W/ >12" OF
CONC. BELOW
VERTICAL AND
BOTTOM
HORIZONTAL
BARS
HOIRZONTAL
BARS W/ >12" OF
CONC. BELOW
VERTICAL AND
BOTTOM
HORIZONTAL
BARS
#3 12"12"12"12"12"12"
#4 19"15"17"13"15"12"
#5 29"23"26"20"23"18"
#6 32"25"28"21"25"19"
#7 54"41"47"36"42"32"
#8 70"54"61"47"54"42"
#9 89"68"77"59"69"53"
#10 112"87"97"75"87"67"
T8 STEEL REINFORCING LAP SPLICES IN CONCRETE
TD14 NO SCALE
KEYNOTES:
1.SHEATHING MATERIAL.
2.DOUBLE STUDS AT EACH END OF
SHEARWALL. EDGE NAIL ALONG
DOUBLE STUDS.
3.FULL HEIGHT WOOD STUDS.
4.BOTTOM PLATE ATTACHMENT.
5.SIMPSON STHD TYPE HOLDOWN.
6.MIDHEIGHT BLOCKING AND EDGE
NAILING REQUIRED.
7.SIMPSON PHD TYPE HOLDOWN.
8.FINISHED FLOOR.
1
3
6
8
7
4
5
2
T13 ELEVATION-TYPICAL 1-STORY SHEARWALL
TD19 NO SCALE
NOTE:
A.CONNECT FRAMING AT OVERBUILD
AREAS PER TYPICAL DETAILS
B.FRAMING NOT BEARING ON
SUPPORT SHALL BE HUNG USING
SIMPSON LU, U, LUP OR LSSU TYPE
HANGERS DESIGNATED FOR THE
JOIST SIZE AT SPANS LESS THAN
10'-0" SIMPSON A34 OR (4)-16d NAILS
MAY BE USED, AT SPANS LESS
THAN 5'-6", (3)-16d NAILS MAY BE
USED
2x6
2x8
2x10
SIMPLE ROOF FRAMING OR ROOF OVERBUILD FRAMING
9'-6"
8'-0"
3'-6"
2x8
2x6
2x4
MAXIMUM
HORIZONTAL SPAN JOIST FRAMING
RIDGE/VALLEY/HIP
SIMPLE CEILING FRAMING
HORIZONTAL SPAN
7'-0"
10'-0"
6'-0"
MAXIMUM
2x6
2x8
2x4
CEILING JOIST
T14 TYPICAL JOIST SCHEDULE FOR SIMPLE FRAMING
TD20 NO SCALE
KEYNOTES:
1.PREFAB WOOD ROOF TRUSS,
GIRDER TRUSS, OR HIP TRUSS
2.WOOD ROOF JOISTS OR RAFTER
3.CONNECTION WITH NAILS OR
SIMPSON HANGER (SIMPSON LU, U,
LUP, OR LSS) TYPE HANGER
DESIGNED FOR THE JOIST SIZE.
USE SKEWED MODEL AS REQUIRED
JOIST CONNECTION
2x4
2x6
2x8
LARGER
2x10
OR
SIMPSON A34
SIMPSON HANGER OR
3-16d NAILS OR
4-16d NAILS OR SIMPSON
HANGER OR SIMPSON A34
2 - 16d NAILS
SIMPSON HANGER OR
SIMPSON A35 AND
SIMPSON HANGER
T15 TYPICAL SIMPLE FRAMING AT WOOD TRUSS
TD21 NO SCALE
3
2
1
3
2
1
-TYPICAL
BOLT HEAD
HOOK OR
STANDARD
2" MIN.
BOLT
SIZE
1/2"Ø 7"4"
5"8"5/8"Ø
6"9"3/4"Ø
7"10"7/8"Ø
8"11"1"Ø
ANCHOR BOLT EXPANSION ANCHOR
FACE OF WALL,
TOP OF WALL,
COLUMN, ETC.ANCHOR OR BOLT DIAMETERS SPECIFIED IN
DETAILS OR ON PLANS SHALL MEET THESE
MINIMUM REQUIREMENTS FOR EMBEDMENT.
THICKNESS OF DRYPACK DOES NOT APPLY
TOWARDS EMBEDMENT.
SIMPSON STRONG BOLT 2 (ESR-3037)
HILTI ANCHORS KWIK-BOLT TZ (ESR-1917).
POWERS POWER-STUD (ESR-2502)
EXPANSION ANCHOR APPROVALS:
CAST IN PLACE
VERTICAL HORIZONTAL
4"
5"
6"
7"
9"
EXPANSION ANCHOR
VERTICAL HORIZONTALHORIZONTAL
2"
2.5"
3"
3.5"
4"
EMBEDMENT(MINIMUM)EMBEDMENT(MINIMUM)
3/8"Ø 5"4"3"1.5"
1/4"Ø 4"4"2"1.125"
KEY NOTES:
T9 TYPICAL ANCHOR BOLT, AND EXPANSION BOLT SCHEDULE
TD09 NO SCALE
EM
B
E
D
M
E
N
T
EM
B
E
D
M
E
N
T
KEYNOTES:
1.WOOD STUD WALL, SEE PLAN
2.PLYWOOD SHEATHING SHALL BE
CONT THRU WALL INTERSECTIONS,
GYPSUM SHEATHING MAY BE
DISCONTINUOUS
3.16d FACENAIL AT 16" O.C.
4.EDGE NAILING
5.FULL HEIGHT STUD
6.(3)-2x BLOCKS 18" LONG
7.(2)-16d FACENAILS EACH SIDE OF
EACH BLOCK
8.PLYWOOD OR GYPSUM
9.INTERSECTING WALL
2
33
4
4
INTERSECTING WALLS
GYPSUM SHEARWALLS
2
INTERSECTING WALLS
PLYWOOD SHEARWALLS
6
5
8
9
9
8
T12 PLAN VIEW - SHEARWALL INTERSECTIONS
TD33 NO SCALE
CONNECTION TYPE
JOIST OR TRUSS BEARING ON SILL OR GIRDER
BRIDGING TO JOIST
SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL
TOP PLATE TO STUD
DOUBLE STUDS, FACE NAIL
DOUBLE TOP PLATES
CONTINUOUS HEADER TO STUD
CEILING JOISTS, LAPS OVER PARTITIONS
CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL
RAFTER OR TRUSS TO PLATE
BUILT-UP CORNER STUDS
TOENAIL
(4)-8d COMMON (2 1/2" x 0.131")
NAILING
(3)-8d COMMON (2 1/2" x 0.131")
(3)-3"x 0.131" NAILS (Gun Nail)
(3)-3"x 14 GAUGE STAPLES
TOENAIL EACH END(2)-3"x 0.131" NAILS (Gun Nail)
(2)-3"x 14 GAUGE STAPLES
16d (3 1/2"x 0.135") AT 16" O.C.
FACE NAIL
3"x 14 GAUGE STAPLES AT 12" O.C.
3"x 0.131" NAILS (Gun Nail) AT 8" O.C.
END NAIL
(2)-16d COMMON (3 1/2"x 0.162")
(3)-3"x 0.131" NAILS (Gun Nail)
(3)-3"x 14 GAUGE STAPLES
SOLE PLATE TO STUD
END NAIL
(2)-16d COMMON (3 1/2"x 0.162")
(3)-3"x 0.131" NAILS (Gun Nail)
(3)-3"x 14 GAUGE STAPLES
FACE NAIL
16d (3 1/2"x 0.135") AT 24" O.C.
3"x 14 GAUGE STAPLES AT 8" O.C.
3"x 0.131" NAILS (Gun Nail) AT 8" O.C.
FACE NAIL
16d (3 1/2"x 0.135") AT 16" O.C.
3"x 14 GAUGE STAPLES AT 12" O.C.
3"x 0.131" NAILS (Gun Nail) AT 12" O.C.
DOUBLE TOP PLATES -
FACE NAIL
(8)-16d COMMON (3 1/2"x 0.162")
(12)-3"x 0.131" NAILS (Gun Nail)
(12)-3"x 14 GAUGE STAPLES
LAP SPLICE
RIM JOIST TO TOP PLATE 8d (2 1/2"x 0.131") AT 6" O.C.
3"x 14 GAUGE STAPLES AT 6" O.C.
3"x 0.131" NAILS (Gun Nail) AT 6" O.C.
BLOCKING BETWEEN JOISTS OR RAFTERS
TOENAIL
(3)-8d COMMON (2 1/2"x 0.131")
(3)-3"x 0.131" NAILS (Gun Nail)
(3)-3"x 14 GAUGE STAPLES
AND TOP PLATE
TOENAIL
TOP PLATES, LAPS AND INTERSECTIONS
FACE NAIL
(2)-16d COMMON (3 1/2"x 0.162")
(3)-3"x 0.131" NAILS (Gun Nail)
(3)-3"x 14 GAUGE STAPLES
CONTINUOUS HEADER, TWO PIECES 16d COMMON (3 1/2"x 0.162") FACE NAIL AT 16"
O.C. ALONG EDGES
CEILING JOISTS TO PLATE
TOENAIL
(3)-8d COMMON (2 1/2"x 0.131")
(5)-3"x 0.131" NAILS (Gun Nail)
(5)-3"x 14 GAUGE STAPLES
FACE NAIL
(3)-16d COMMON (3 1/2"x 0.162)
(4)-3"x 0.131" NAILS (Gun Nail)
(4)-3"x 14 GAUGE STAPLES
(3)-16d COMMON (3 1/2"x 0.162)
(4)-3"x 0.131" NAILS (Gun Nail)
(4)-3"x 14 GAUGE STAPLES
FACE NAIL
(3)-8d COMMON (2 1/2"x 0.131")
(3)-3"x 0.131" NAILS (Gun Nail)
(3)-3"x 14 GAUGE STAPLES
TOENAIL
TOENAIL
16d COM.(3 1/2"x 0.162") AT 24" O.C.
3"x 14 GAUGE STAPLES AT 16" O.C.
3"x 0.131" NAILS (Gun Nail) AT 16" O.C.FACE NAIL
(2)-8d COMMON (2 1/2" x 0.131")
USE- SIMPSON A35 AT 48" O.C.-NA-
SIMPSON A35 AT EVERY OTHER BLOCK -NA-
NOTE:
A.MINIMUM NAILING SPECIFIED
HEREIN SHALL BE PROVIDED
UNLESS NOTED OTHERWISE ON
PLANS, DETAILS OR GENERAL
STRUCTURAL NOTES
B.NAILING NOT NOTED ON THESE
PLANS OR DETAILS SHALL BE PER
I.B.C. TABLE 2304.9.1
T11 MINIMUM NAILING SCHEDULE - UNLESS NOTED OTHERWISE
TD34 NO SCALE
PR
O
J
E
C
T
M
A
N
A
G
E
R
:
CA
D
O
P
E
R
A
T
O
R
:
DATE:
JO
B
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11/4/16
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S E D
S T A T E
O
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A
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D E
KEYNOTES:
1.SOLID BLOCKING TO BE TIGHT
AGAINST PLYWOOD
2.PREFAB WOOD TRUSS OR WOOD
JOIST
3.TOP OF WOOD PLATE OR BEAM AS
OCCURS
4.PLYWOOD SHEATHING
5.EDGE NAILING
NOTE:
A.FOR CONSTRUCTION BELOW
BLOCKING, SEE PLAN AND DETAILS.
BLOCKING IS CONTINUOUS
B.INDIVIDUAL SHEAR BLOCKS MAY BE
OMITTED EVERY 5TH BLOCK
DEPTH X
2"6"
2.5"8"
10"
12"
3"
3"
X X2X
X
SOLID 2X BLOCKING
WITH FIELD CUT VENTILATION
VENTILATION OPENINGS
TYPICAL SOLID BLOCKING
DE
P
T
H
TYPICAL SOLID BLOCKING
WITH PREFAB VENTILATION
X
T16 ELEVATION - TYPICAL SOLID 2x BLOCKING
TD22 NO SCALE
4 5
2 31
5
4
2 31
5
5
4
2 31
KEYNOTES:
1.EDGE NAILING
2.PREFAB WOOD TRUSS, TRUSS
MANUFACTURER SHALL PROVIDE
VERTICAL WEB TO MATCH
LOCATION OF SHEAR PANEL
3.716" PLYWOOD SHEAR PANEL WITH
8d AT 6" O.C. AT PANEL EDGES AND
8d AT 12" O.C. AT INTERMEDIATE
SUPPORTS
4.PLYWOOD SHEATHING AS OCCURS
5.2x4 AT 4-SIDES
6.TOP OF WOOD PLATE OR BEAM AS
OCCURS
7.PREFAB BLOCKING PER TRUSS
MANUFACTURER, IN-PLANE SHEAR
CAPACITY TO BE 200#
NOTE:
A.FOR CONSTRUCTION BELOW
PANEL, SEE PLAN AND DETAILS.
BLOCKING IS CONTINUOUS
B.INDIVIDUAL SHEAR PANEL BLOCKS
MAY BE PENETRATED OR OMITTED
FOR PASSAGE OF HVAC DUCTS
PLYWOOD SHEAR PANEL
ALTERNATE PREFAB BLOCKING
T17 ELEVATION - TYPICAL PLYWOOD SHEAR PANEL BLOCKING
TD23 NO SCALE
4 11
33
55
2
4 2
11
7
26
KEYNOTES:
1.NAILS BETWEEN SPLICE LOCATION
PER SCHEDULE - STAGGERED
2.DBL 2x TOP PLATE
3.WOOD STUD WALL, SEE PLAN
4.SPLICE OVER STUD
5.SIMPSON ST6224 OR MSTC40 STRAP
AT LOCATIONS WHERE PLATES CAN
NOT BE SPLICED
NOTE:
A.DO NOT SPLICE TOP PLATES WITHIN
6'-0" OF ENDS OF PLYWOOD
SHEARWALLS. THIS DETAIL
REQUIRED AT ALL EXTERIOR WALLS
AND OVER SHEARWALLS - NOT
REQUIRED AT INTERIOR
NON-SHEARWALLS.
(30) 16d
(24) 16dLESS THAN 20'
OVER 20'
4'-0"
6'-0"
LENGTH OF WALL
(BETWEEN CORNERS)SPLICE LENGTH
NAILS ALONGSPLICE LENGTH
MINIMUM
1
2
4
5
3
23
SPLICE LENGTH PER SCHEDULE
T18 ELEVATION - TYPICAL TOP PLATE SPLICE
TD24 NO SCALE
KEYNOTES:
1.WOOD STUD WALL, SEE PLAN
2.WOOD HEADER
3.KING STUD(S) PER PLAN
4.(2) 16d NAILS AT 2" O.C.
5.16d NAILS AT 12" O.C.
6.TRIMMER STUD(S) PER PLAN
2
6
3 1
5
4
5
T19 TYPICAL HEADER CONNECTION
TD25 NO SCALE
KEYNOTES:
1.BOUNDARY NAILING 8d NAILS AT 4"
O.C.
2.2x8 (MIN) CONT BEARING PLATE
ATTACH PER ATTACHMENT
SCHEDULE
3.TOE NAIL OVER-BUILD FRAMING TO
BEARING PLATE W/ (3) 16d NAILS
MIN
4.ROOF SHEATHING
5.2x OVERBUILD FRAMING, SEE PLAN
6.TOP CHORD OF TRUSS OR ROOF
FRAMING MEMBER, SEE PLAN
7.2x STUD PONY WALL AS OCCURS
ON PLAN (5'-0" O.C. MAX AND WALL
SHALL BE CENTERED BETWEEN
MAX SPAN)
8.ROOF SHEATHING (SHEATH LOWER
ROOF PRIOR TO CONSTRUCTION OF
OVER-BUILD)
9.PREFABRICATED OVERBUILD ROOF
TRUSS W/ SIMPSON VTCR CLIP AT
24" O.C.
OPTION 2
OPTION 1
6
8
9
4
1
2
542
1
6
3
8
7
4:12 TO 7:12
10:12 TO 12:12
7:12 TO 10:12
< 4:12 (3) 16d NAILS
ROOF
SLOPE
PLATE
ATTACHMENT
(5) 16d NAILS
(3)#10x31
2"
LONG SCREWS
(4)#10x31
2"
LONG SCREWS
ATTACHMENT SCHEDULE
T20 TYPICAL OVER-BUILD
TD27 NO SCALE
NOTE:
A.MINIMUM STAPLING SPECIFIED
HEREIN SHALL BE PROVIDED
UNLESS NOTED OTHERWISE ON
PLANS, DETAILS OR GENERAL
STRUCTURAL NOTES
8d COMMON AT 12" O.C.
16 GA STAPLE AT 12" O.C.
ALTERNATE FASTENER SCHEDULE
ALTERNATE FASTENERSPECIFIED FASTENER
8d COMMON AT 6" O.C.
8d COMMON AT 4" O.C.
15 GA STAPLE AT 12" O.C.
14 GA STAPLE AT 12" O.C.
13 GA STAPLE AT 12" O.C.
16 GA STAPLE AT 4" O.C.
15 GA STAPLE AT 5" O.C.
14 GA STAPLE AT 6" O.C.
13 GA STAPLE AT 6" O.C.
13 GA STAPLE AT 5" O.C.
14 GA STAPLE AT 4" O.C.
15 GA STAPLE AT 3" O.C.
16 GA STAPLE AT 2.5" O.C.
15 GA STAPLE AT 2" O.C.
14 GA STAPLE AT 3" O.C.
13 GA STAPLE AT 4" O.C.
8d COMMON AT 3" O.C.
MATERIAL: 7/16" SHEARWALL OR ROOF SHEATHING
NOTES:
1.STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 7 16"
INCH OUTSIDE DIMENSION. AND INSTALLED WITH CROWN
PARALLEL TO THE LONG DIMENSION OF FRAMING MEMBER.
2.FRAMING SHALL BE 3X OR WIDER WHEN NAIL OR STAPLE
SPACING IS LESS THAN 3 INCHES ON CENTER.
3.ALL STAPLES SHALL HAVE 112" LONG LEGS MINIMUM.
4.STAPLE SIZES AND SPACING PER REPORT NO.
ICC-ESR-1539
T21 ALTERNATE SHEATHING STAPLE OPTION
TD32 NO SCALE
PR
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11/4/16
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11"9'-3"1'-2"9'-3"1'-0"9'-3"1'-0"9'-3"1'-0"9'-3"1'-0"9'-3"1'-0"9'-3"1'-0"9'-3"1'-0"9'-3"1'-0"9'-3"1'-0"9'-3"1'-0"9'-3"11"
124'-0"
15
'
-
1
0
"
4'
-
3
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13
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-
1
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4'
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3
"
9'
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2
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15
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13
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41'-8"40'-8"41'-8"
2'
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0
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2'
-
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8'
-
4
1 2 "
8'
-
4
1 2 "
24'-0"
MIN
24'-0"
MIN
55
'
-
0
"
4" CONCRETE SLAB ON GRADE
OVER COMPACTED FILL.
PROVIDE SLAB JOINTS PER
TYPICAL DETAIL WITHIN 16 HOURS
OF BATCH TIME
CONCRETE SLAB ON GRADE
WF24/W1 WF24/W1
WF
1
8
/
W
1
WF
1
8
/
W
1
WF
1
8
/
W
1
WF
1
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/
W
1
WF24/W2
WF24/W2
WF24/W2
P2
F36
P2
F36
P2
F30
P2
F36
P2
F30
WF18/W3WF18/W3
WF
1
8
/
W
2
WF
1
8
/
W
2
4" CONCRETE SLAB ON GRADE W/
#4 AT 36" O.C. EACH WAY
CENTERED IN SLAB THICKNESS
OVER COMPACTED FILL.
CONCRETE SLAB ON GRADE
101
TYP
102101
TYP
102
TYP
102
103 103
103
104 104
101
101
101
TYP
102
TYP
105
TYP
105
103
101
101
4'-111
2"7'-81
4"7'-81
4"7'-81
4"7'-81
4"4'-111
2"
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WALL (W) SCHEDULE
MARK THICKNESS
AND TYPE
VERTICAL
REINFORCING
HORIZONTAL
REINFORCING REMARKS
W1 8" CONCRETE #4 AT 18" O.C.#4 AT 12" O.C.---
W2 10"
CONCRETE #4 AT 16" O.C.#4 AT 10" O.C.---
W3 6" CONCRETE #4 AT 18" O.C.#4 AT 18" O.C.---
FOOTING SCHEDULE
NOTES:
1. FOR CONSTRUCTION ABOVE FOOTING, SEE DETAILS.
2. FOR MINIMUM CLEARANCE (CLR) OF REINFORCING, SEE GENERAL STRUCTURAL NOTES (GSN).
MARK LENGTH WIDTH THICKN
ESS FOOTING REINFORCING REMARKS
F30 30"30"10"(3) #4 EACH WAY
BOTTOM ---
F36 36"36"10"(4) #4 EACH WAY
BOTTOM ---
WF18 CONT 18"10"(2) #4 CONT BOTTOM
WF24 CONT 24"10"(2) #4 CONT BOTTOM
STRIP FOOTING
STRIP FOOTING
POST (P) SCHEDULE
NOTES:
1. FOR CONNECTIONS AT EITHER END OF POST, SEE DETAILS.
2. UNO, SEE GENERAL STRUCTURAL NOTES (GSN) FOR LUMBER SPECIES AND GRADE.
MARK SIZE SPECIES AND GRADE CONNECTION
P1 (2) 2x6 DOUG FIR NO. 2 SEE TYPICAL DETAILS
P2 4x6 DOUG FIR NO. 2 SEE TYPICAL DETAILS
8.FOR SIDEWALK AND LANDING LOCATIONS, SEE
ARCHITECTURAL DRAWINGS.
9.WF18, WF24, ETC. - AS SHOWN ON PLAN INDICATES A
CONTINUOUS WALL FOOTING. SEE WALL FOOTING SCHEDULE
FOR ADDITIONAL INFORMATION.
10.F36, F48, ETC. - AS SHOWN ON PLAN INDICATES A CONCRETE
FOOTING. SEE FOOTING SCHEDULE FOR ADDITIONAL
INFORMATION.
11.P1, P2, ETC. AS SHOWN ON PLAN INDICATES A WOOD POST.
SEE POST SCHEDULE FOR MORE INFORMATION.
12.ALL EXTERIOR WALLS SHALL BE CONSTRUCTED WITH TYPE
"5" SHEARWALLS, UNO.
13.VERIFY EXACT SIZE AND LOCATION OF DEPRESSED AND/OR
RAISED SLABS WITH ARCHITECTURAL DRAWINGS.
FOUNDATION PLAN NOTES
5 6.7
1.VERIFY ALL DIMENSIONS WITH ALL ARCHITECTURAL
DRAWINGS.
2.ALL SCHEDULED MARK DESIGNATIONS MAY NOT
NECESSARILY BE FOUND ON THIS PLAN. SCHEDULES ARE
TYPICAL TO THIS PROJECT.
3.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.
4. WALLS WITH SOLID LINES DESIGNATED
STRUCTURAL (BEARING) WALLS.
5. WALLS WITH DASHED LINES DESIGNATE
NON-STRUCTURAL (NON-BEARING) WALLS.
6. , , , -AS SHOWN ON PLAN INDICATES A
SHEARWALL; HATCHING IN WALL DESIGNATES SHEARWALL
LENGTH.
7.W1, W2, ETC. - AS SHOWN ON PLAN INDICATES CONCRETE OR
MASONRY WALLS. SEE WALL SCHEDULE FOR ADDITIONAL
INFORMATION.
SHEARWALL TYPE SCHEDULE
NOTES:
1. SHEARWALL TYPES LISTED BELOW ARE NOT JOB SPECIFIC. SOME TYPES MAY NOT BE USED ON
THE PLANS.
2. FRAMING MEMBER SUPPORTING MATERIAL SHALL BE SPACED AT 16" ON CENTER (O.C.) MAXIMUM.
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.
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.
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.)
6. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEARWALLS UNLESS NOTED OTHERWISE ON
PLANS OR DETAILS.
7. BLOCK ALL PANEL EDGES. EDGE NAIL SHEATHING AT BLOCKED EDGES.
MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING BOTTOM PLATE ATTACHMENT
7 16" APA RATED
SHEATHING
(BLOCKED)
ONE SIDE OF WALL
8d COMMON
AT 6" O.C.
8d COMMON
AT 12" O.C.
CONCRETE: 12"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 36" O.C.
CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 48" O.C.
WOOD: 16d STAGGERED AT 6" O.C.
5
SCALE:
FOUNDATION PLAN
1/4" = 1'-0"
GT
5
5 5
5
5
5
5
55
5
5
5
B2 B2 B2 B2B2 B2 B2 B2 B2 B2 B2 B2
B1
B1
B1
B1
8'-0"
MIN
8'-0"
MIN
24'-0"
MIN
24'-0"
MIN
20'-0"
MIN
20'-0"
MIN
7/16" APA RATED ROOF SHEATHING W/
8d NAILS AT 6" O.C. AT PANEL EDGES
AND BOUNDARY AND AT 12" O.C. IN THE
FIELD.
TYPICAL ROOF SHEATHING:
PREFAB WOOD TRUSSES
AT 24" O.C.
OVERBUILT FRAMING
PER TYPICAL DETAIL.
7/16" APA RATED ROOF SHEATHING W/
8d NAILS AT 6" O.C. AT PANEL EDGES
AND BOUNDARY AND AT 12" O.C. IN THE
FIELD.
TYPICAL ROOF SHEATHING:
PONY WALL, TYP
PONY WALL, TYP
P2 P2
(2) TS
(1) KS
(2) TS
(1) KS
(2) TS
(1) KS
(2) TS
(1) KS
(2) TS
(1) KS
(2) TS
(1) KS
(2) TS
(1) KS
(2) TS
(1) KS
(2) TS
(1) KS
(2) TS
(1) KS
(2) TS
(1) KS
(2) TS
(1) KS
(2) TS
(1) KS
(2) TS
(1) KS
(2) TS
(1) KS
(2) TS
(1) KS
(2) TS
(1) KS
(2) TS
(1) KS
(2) TS
(1) KS
(2) TS
(1) KS
(2) TS
(1) KS
(2) TS
(1) KS
(2) TS
(1) KS
(2) TS
(1) KS
P1 P1
P2P2P2
11
201 201
202
202
202
204 204
202202
202
201201
203 203 PR
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BEAM (B) SCHEDULE
MARK SIZE
B1 (2) 2x6 OR 4x6
B2 (3) 13 4x912 LVL
1.NON-BEARING WALL FOR SHEAR PURPOSES ONLY.
PLAN KEYNOTESX
POST (P) SCHEDULE
NOTES:
1. FOR CONNECTIONS AT EITHER END OF POST, SEE DETAILS.
2. UNO, SEE GENERAL STRUCTURAL NOTES (GSN) FOR LUMBER SPECIES AND GRADE.
MARK SIZE SPECIES AND GRADE CONNECTION
P1 (2) 2x6 DOUG FIR NO. 2 SEE TYPICAL DETAILS
P2 4x6 DOUG FIR NO. 2 SEE TYPICAL DETAILS
SHEARWALL TYPE SCHEDULE
NOTES:
1. SHEARWALL TYPES LISTED BELOW ARE NOT JOB SPECIFIC. SOME TYPES MAY NOT BE USED ON
THE PLANS.
2. FRAMING MEMBER SUPPORTING MATERIAL SHALL BE SPACED AT 16" ON CENTER (O.C.) MAXIMUM.
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.
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.
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.)
6. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEARWALLS UNLESS NOTED OTHERWISE ON
PLANS OR DETAILS.
7. BLOCK ALL PANEL EDGES. EDGE NAIL SHEATHING AT BLOCKED EDGES.
MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING BOTTOM PLATE ATTACHMENT
7 16" APA RATED
SHEATHING
(BLOCKED)
ONE SIDE OF WALL
8d COMMON
AT 6" O.C.
8d COMMON
AT 12" O.C.
CONCRETE: 12"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 36" O.C.
CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 48" O.C.
WOOD: 16d STAGGERED AT 6" O.C.
5
ROOF FRAMING PLAN NOTES
1.VERIFY ALL DIMENSIONS WITH ALL ARCHITECTURAL
DRAWINGS.
2.ALL SCHEDULED MARK DESIGNATIONS MAY NOT
NECESSARILY BE FOUND ON THIS PLAN. SCHEDULES ARE
TYPICAL TO THIS PROJECT.
3.IF DOUBLE TOP PLATE IS NOTCHED, STEPPED OR BROKEN,
PROVIDE A SIMPSON MSTC40 STRAP AT DISCONTINUITY.
4.TYPICAL BEARING WALL FRAMING SHALL BE 2x6 STUDS AT
16" O.C. UNO.
5.PROVIDE TRIMMER STUDS (TS) AND KING STUDS (KS) AT
OPENINGS AS FOLLOWS, U.N.O.: OPENINGS 8'-0" OR LESS,
(1) TS & (1) KS, OPENINGS 8'-1" TO 10'-0", (2) TS & (1) KS,
10'-1" TO 12-0", (2) TS & (3) KS. FOR ATTACHMENT, SEE
"TYPICAL HEADER CONNECTION" DETAIL.
6. WALLS WITH SOLID LINES DESIGNATED
STRUCTURAL (BEARING) WALLS.
7. WALLS WITH DASHED LINES DESIGNATE
NON-STRUCTURAL (NON-BEARING) WALLS.
8. , , , -AS SHOWN ON PLAN INDICATES A
SHEARWALL; HATCHING IN WALL DESIGNATES SHEARWALL
LENGTH.
9.B1, B2, ETC. - AS SHOWN ON PLAN INDICATES A BEAM OR
HEADER. SEE BEAM SCHEDULE FOR ADDITIONAL
INFORMATION.
5 6.7
10.P1, P2, ETC. AS SHOWN ON PLAN INDICATES A WOOD POST.
SEE POST SCHEDULE FOR MORE INFORMATION.
11.TIE EACH ROOF TRUSS AT BEARING LOCATIONS WITH (1)
H5 OR (1) H1 CLIP, AND EACH GIRDER TRUSS WITH (2) H5
CLIPS, UNO.
12.PROVIDE BUILT-UP 2X POSTS BELOW EACH GIRDER TRUSS,
MATCH GIRDER TRUSS WIDTH, U.N.O.
13.OVERBUILD PONY WALLS (MAX 8'-0" SPACING FOR 2x6
OVERBUILD FRAMING AT 24" O.C. W/ SIMPSON LUS26
HANGER) PER "TYPICAL OVERBUILD" DETAIL.
14.FOR CLARITY, DETAILS MAY SHOW ONLY ONE SIDE OF
FRAMING CONDITION.
15.ALL EXTERIOR WALLS SHALL BE CONSTRUCTED WITH TYPE
"5" SHEARWALLS, UNO.
SCALE:
ROOF FRAMING PLAN
1/4" = 1'-0"
KEYNOTES:
1.WOOD STUD WALL, SEE PLAN
2.CONT 2x SOLE PLATE W/ ANCHOR
BOLTS PER SHEARWALL SCHEDULE
3.CONCRETE SLAB ON GRADE, SEE
PLAN
4.CONCRETE WALL, SEE PLAN
5.CONCRETE FOOTING, SEE PLAN
6.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
7.MINIMUM FOOTING DEPTH, SEE GSN
8.SIDEWALK, PAVEMENT, OR FINISH
GRADE PER ARCH
9.EDGE NAILING, SEE SHEARWALL
SCHEDULE
10.WALL SHEATHING AS OCCURS, SEE
PLAN
NOTE:
A.WATERPROOF ANY EXTERIOR
WOOD FRAMING WITHIN 8" OF
GRADE PER ARCH DRAWINGS
3"
CLR.
3"
CL
R
.
8
10
7
9
6
8
1
2
5
4
8"
MI
N
.
3
NO SCALE
KEYNOTES:
1.WALL BEYOND, SEE PLAN
2.#4 BENT DOWEL AT 18" O.C.
3.CONCRETE SLAB ON GRADE, SEE
PLAN
4.CONCRETE WALL, SEE PLAN
5.CONCRETE FOOTING, SEE PLAN
6.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
7.MINIMUM FOOTING DEPTH, SEE GSN
8.SIDEWALK, PAVEMENT, OR FINISH
GRADE PER ARCH
3"
CLR.
3"
CL
R
.
8
7
6
8
5
4
3
1
2
18"
18"
NO SCALE
KEYNOTES:
1.WOOD POST, SEE PLAN
2.CONT 2x SOLE PLATE W/ 0.145"Ø MIN
SHOT PIN AT 32" O.C.
3.CONCRETE SLAB ON GRADE, SEE
PLAN
4.CONCRETE FOOTING, SEE PLAN
5.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
3"
CLR.
3"
CL
R
.
5
1
2
4
3
NO SCALE
KEYNOTES:
1.WOOD TRUSS W/ CLIP, SEE PLAN
2.CONT DBL 2X TOP PLATE W/ LAP
SPLICE, SEE TYPICAL DETAIL
3.WOOD STUD WALL, SEE PLAN
4.WALL SHEATHING AS OCCURS, SEE
PLAN
5.EDGE NAILING, SEE SHEARWALL
SCHEDULE
6.ROOF SHEATHING, SEE PLAN
7.FULL HEIGHT 2x BLOCKING W/ A35
CLIP BETWEEN EVERY THIRD
TRUSS
8.BOUNDARY NAILING, SEE PLAN
1
2
3
5
NOTE:
A.FASCIA PER ARCHITECTURAL
DETAILS
B.COORDINATE ROOF VENTILATION
4
6
8
7
NO SCALE
KEYNOTES:
1.WOOD TRUSS, SEE PLAN
2.2x4x8'-0" LONG AT 6'-0" O.C. W/ (2)
16d NAILS AT EACH TRUSS
3.WOOD TRUSS W/ HGA10 CLIP AT 36"
O.C.
4.CONT DBL 2x TOP PLATE W/ LAP
SPLICE, SEE TYPICAL DETAIL
5.WOOD STUD WALL, SEE PLAN
6.WALL SHEATHING AS OCCURS, SEE
PLAN
7.(3) 16d NAILS AT 16" O.C.
8.2x6 LADDER FRAMING AT 16" O.C.
9.BOUNDARY NAILING, SEE PLAN
10.ROOF SHEATHING, SEE PLAN
11.2x6 BLOCKING, FIRST TRUSS BAY
MINIMUM
9
1
2 3
4
5
6
7
8
10
7
2'-0"
MAX.
99
11
NO SCALE
NOTE:
A.COORDINATE ROOF VENTILATION
B.FASCIA PER ARCHITECTURAL
DETAILS
45
1
2
8
6
7
3
1
KEYNOTES:
1.BOUNDARY NAILING, SEE PLAN
2.ROOF SHEATHING, SEE PLAN
3.2x4 AT 4'-0" O.C. W/ (2) 16d NAILS AT
EACH TRUSS
4.GIRDER TRUSS, SEE PLAN
5.2x BLOCKING BETWEEN EACH
TRUSS W/ (3) 16d NAILS AT EACH
BLOCK
6.WOOD TRUSS W/ HANGER, SEE
PLAN
7.WOOD TRUSS, SEE PLAN
8.OVERBUILD 2x FRAMING W/
HANGER, SEE PLAN
NO SCALE
KEYNOTES:
1.WOOD TRUSS, SEE PLAN
2.CONT DBL 2x TOP PLATE W/ LAP
SPLICE, SEE TYPICAL DETAIL
3.WOOD STUD WALL, SEE PLAN
4.WALL SHEATHING, SEE PLAN
5.EDGE NAILING, SEE SHEARWALL
SCHEDULE
6.FULL-HEIGHT TRUSS BLOCKING W/
A35 CLIP BETWEEN EACH TRUSS
7.BOUNDARY NAILING, SEE PLAN
8.ROOF SHEATHING, SEE PLAN
2
3 4
8
7
51
6
NO SCALE
KEYNOTES:
1.WOOD STUD WALL, SEE PLAN
2.CONT 2x SOLE PLATE W/ ANCHOR
BOLTS PER SHEARWALL SCHEDULE
3.CONCRETE SLAB ON GRADE, SEE
PLAN
4.CONCRETE WALL, SEE PLAN
5.CONCRETE FOOTING, SEE PLAN
6.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
7.MINIMUM FOOTING DEPTH, SEE GSN
8.WALL SHEATHING AS OCCURS, SEE
PLAN
9.EDGE NAILING, SEE SHEARWALL
SCHEDULE
3"
CLR.
3"
CL
R
.
8
7
9
6
1
2
5
4
3
NO SCALE
KEYNOTES:
1.WOOD STUD WALL, SEE PLAN
2.CONT 2x SOLE PLATE W/ ANCHOR
BOLTS PER SHEARWALL SCHEDULE
3.CONCRETE SLAB ON GRADE, SEE
PLAN
4.CONCRETE WALL, SEE PLAN
5.CONCRETE FOOTING, SEE PLAN
6.COMPACTED SUB-GRADE BELOW
FOOTING, SEE PLAN
7.MINIMUM FOOTING DEPTH, SEE GSN
8.SIDEWALK, PAVEMENT, OR FINISH
GRADE PER ARCH
9.EDGE NAILING, SEE SHEARWALL
SCHEDULE
10.WALL SHEATHING AS OCCURS, SEE
PLAN
11.MASONRY VENEER PER ARCH,
ATTACH PER TYPICAL DETAIL
NOTE:
A.WATERPROOF ANY EXTERIOR
WOOD FRAMING WITHIN 8" OF
GRADE PER ARCH DRAWINGS
3"
CLR.
3"
CL
R
.
8
10
7
9
6
8
1
2
5
4
8"
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