HomeMy WebLinkAboutSTRUCTURAL PLANS - 23-00874 - 893 Oak Hill Way - New SFRPR
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12/14/23
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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.
(ONLY USE THE FOLLOWING PARAGRAPH ON COMMERCIAL PROJECTS)
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: 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
SEISMIC DESIGN CATEGORY D
MAPPED SPECTRAL RESPONSE
ACCELERATIONS S1 = 0.156, SS = 0.429
DESIGN SPECTRAL RESPONSE
ACCELERATIONS SD1 = 0.238, SDS = 0.417
PERCENT SNOW INCLUDED WITH
SEISMIC LOADS 20
VERTICAL SHEAR TRANSFER ELEMENTS:
PLYWOOD SHEARWALL(S)R = 6.5, CS = 0.064
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 40 PSF
NET UPLIFT ON ROOF 20 PSF
2. VERTICAL LOADS:
LOCATION LIVE / SNOW
LOAD DEAD LOAD
ROOF GROUND = 50 PSF
ROOF = 35 PSF 16 PSF
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 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
FOUNDATION BEARING DEPTH
30" 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 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.
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
FOOTINGS 3500 PSI 0.50 5.5% ± 1%
FOUNDATION WALLS 3500 PSI 0.45 5.5% ± 1%
INTERIOR 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
2304.10.1. 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:
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:
DEFERRED SUBMITTAL ITEMS:
PREFABRICATED WOOD ROOF TRUSSES
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.
Ø 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 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
N/A
LLV
LLH
HORIZ
K(KIP)
L L
LONG LEG VERTICAL
MANUFACTURER('S)
MASONRY CONTROL JOINT
NOT APPLICABLE
LONG LEG HORIZONTAL
POUNDS
MECHANICAL
HORIZONTAL
1000 POUNDS
LIVE LOAD
EXISTING(E)
MIN MINIMUM
MAX MAXIMUM
POUNDS PER SQUARE FOOT
GLUED-LAMINATED BEAMGLB
PFT PREFAB FLOOR TRUSSES
PRT PREFAB ROOF TRUSSES
I.F.W.INSIDE FACE OF WALL
PT PRESSURE TREATED
CONCRETE COLUMNC.C.
RME ROOF MOUNTED EQUIPMENT
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 (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 5000 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 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.
12.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.
12
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a
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S1.1
TY
P
I
C
A
L
D
E
T
A
I
L
S
KEYNOTES:
1.FINISHED GRADE WHERE OCCURS
2.DO NOT EXCAVATE A TRENCH
CLOSER THAN A 45° 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
FOR CONSTRUCTION ABOVE
FOOTING, SEE DETAILS.
T1 TRENCH PARALLEL TO CONTINUOUS STRIP FOOTING
TD01 NO SCALE
1
1
4
3
2
1
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.
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
5
1
2
3
4
5
1
2
3
4
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
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
5
3
2
1
44
1
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
5'-0"
T4 TYPICAL DETAIL FOR FOUNDATION EMBEDMENT
TD04 NO SCALE
1
2
3
4
KEYNOTES:
1.CORNER DOWELS TO MATCH
HORIZONTAL REINFORCEMENT
2.CONCRETE WALL WITH
REINFORCEMENT
3.LAP SPLICE PER TYPICAL STEEL
REINFORCING LAP SPLICES IN
CONCRETE DETAIL
T5 TYPICAL CONCRETE CORNER
TD05 NO SCALE
2
1
3
3
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
12"6"6"12"
SAWCUT JOINT
KEYED JOINT
T6 CONTROL JOINTS IN CONCRETE SLAB ON GRADE
TD07 NO SCALE
1 3
1 2
T7 TYPICAL REINFORCING DETAILS
TD10 NO SCALE
6 MIN
BAR OFFSET
BAR CLEARANCE SPLICE DETAIL
BEND & HOOK DETAILS
COLUMN TIES BEAM STIRRUPS
"d"
45°
"d"
"d"
1
8 8
KEYNOTES:
1.LAP - SEE G.S.N. FOR MASONRY
AND TYPICAL DETAIL FOR
CONCRETE
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 #11 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.
3
1 2
4
6
7
5
55
5
99
10 10
6
8
T8 STRAP AT OPENING IN SHEARWALL
TD17 NO SCALE
KEYNOTES:
1.SHEATHING MATERIAL
2.SHEARWALL END POST (DBL STUD
AT HOLDOWN U.N.O.)
3.EDGE NAILING AT ALL SHEATHING
PANEL EDGES - STAGGER NAILS AT
DOUBLE STUD END POSTS
4.FULL HEIGHT WOOD STUDS
5.ANCHOR BOLTS TO FOUNDATION
OR NAILS TO LOWER FRAMING PER
SHEARWALL SCHEDULE
6.SIMPSON STRAP TYPE HOLDOWN,
WHERE OCCURS
7.SOLID BLOCKING AND EDGE
NAILING REQUIRED AT PLYWOOD
SHEET EDGES
8.CONT 2x PT SOLE PLATE
9.FIELD NAILING AWAY FROM PANEL
EDGES
10.WOOD HEADER
11.TRIMMER STUD UNDER HEADER
AND SILL, PROVIDE ADDITIONAL
TRIMMER STUDS WHERE INDICATED
ON PLANS
12.FULL HEIGHT KING STUD, PROVIDE
ADDITIONAL KING STUDS WHERE
INDICATED ON PLANS
13.2x BLOCKING FOR STRAP NAILING
14.STRAP, PER PLAN, ABOVE AND
BELOW OPENING AS SHOWNFINISHED FLOOR
24" MIN BEYOND
OPENING (TYP)
24" MIN BEYOND
OPENING (TYP)
1
2
14
4
3 12
13
2
3
6
8
9
1111
3
10
77
5
OPEN
T9 STRAP TYPE HOLDOWNS / SHEARWALL END POSTS, PLAN VIEW - HOLDOWN LOCATIONS
TD15 NO SCALE
NOTE:
A.ALL CONDITIONS MAY NOT BE
SHOWN. FOR CONDITIONS NOT
SHOWN, USE THESE DETAILS AS A
GUIDE.
B.SOME LARGER HOLDOWNS
REQUIRE 6x6 POSTS, SEE PLANS
AND SCHEDULES.
C.WHERE MULTIPLE TRIMMER STUDS
OR KING STUDS OCCUR, MAKE
ADJUSTMENTS AS REQUIRED.
KEYNOTES:
1.WOOD STUD WALL, SEE PLAN
2.SHEARWALL SHEATHING, SEE PLAN
3.STRAP TYPE HOLDOWN
4.EDGE OF FOUNDATION
5.(25) SIMPSON SDS 14"x6" LONG WOOD
SCREWS, STAGGERED
6.SHEARWALL END POSTS (2 STUDS)
7.SHEARWALL EDGE NAILING
8.TRIMMER STUD TO SUPPORT
HEADER
9.BLOCK TO SUPPORT WINDOW SILL
10.BUILT UP WOOD POST
"STRAP" TYPE HOLDOWN
WINDOW JAMB
"STRAP" TYPE HOLDOWN
DOOR JAMB OR WALL END
(1) SHEARWALL
(1) STRAP HOLDOWN
AT EXTERIOR CORNER
(2) SHEARWALLS
(1) STRAP HOLDOWN
AT EXTERIOR CORNER
(2) SHEARWALLS
(1) STRAP HOLDOWN
AT RE-ENTRANT CORNER
(1) SHEARWALL
(1) STRAP HOLDOWN
AT RE-ENTRANT CORNER
WINDOW
OPENING
DOOR
OPENING
1.5"
1.5"
3"3"
4 2
1
3
3
7
2
2
1
1 9
3
1 6 8
4
3
5
4
23
7
2
5
10
23
1
6
6
6
6 6
7
74
4
4
2
7 2
4 7
6
7
4
4
7
4
1
T10 ELEVATION-TYPICAL 1-STORY SHEARWALL
TD19 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
9.CONT 2x PT SOLE PLATE
1
3
6
8
7
4
5
2
9
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
T11 TYPICAL HEADER CONNECTION
TD25 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 716"
INCH OUTSIDE DIMENSION. AND INSTALLED WITH CROWN
PARALLEL TO THE LONG DIMENSION OF FRAMING MEMBER.
2.FRAMING SHALL BE 3x OR WIDER WHEN NAIL 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
T12 ALTERNATE SHEATHING STAPLE OPTION
TD32 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 BETWEEN
EACH TRUSS W/ A35 CLIP
8.BOUNDARY NAILING, SEE PLAN
1
2
3
5
4
6
8
7
T13 WOOD TRUSS AT WOOD STUD WALL
WW_RT307 NO SCALE
NOTES:
A.2x BLOCKING MAY BE OMITTED EVERY
THIRD BAY
B.COORDINATE ROOF VENTILATION
C.FASCIA PER ARCHITECTURAL DETAILS
KEYNOTES:
1.WOOD TRUSS, SEE PLAN
2.2x4 x 8'-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.(2) 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.EDGE NAILING, SEE SHEARWALL
SCHEDULE
12.NO SHEATHING SPLICE TO OCCUR IN THIS
AREA
9
1
2 3
4
5
6
77 8
10
7
1'-0"
MAX
9
T14 WOOD TRUSS AT WOOD STUD WALL
WW_RT309 NO SCALE
NOTES:
A.COORDINATE ROOF VENTILATION
B.FASCIA PER ARCHITECTURAL DETAILS
11
12
IF
2
3
-
5
2
2
MA
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REF.
DW
UP
3'
-
9
"
1'
-
5
"
068
3068
2668
3' x 9'
3068
Master Suite
13'-6" x 15'-0"
Laundry /
Mud
7'-0" x 13'-10"
Great Room
16'-11" x 16'-10"
Nook
13'-0" x 9'-4"
Pantry
3068
3050 3050
4' - 0"
Bedroom
12'-0" x 11'-6"
Bedroom
11'-8" x 9'-10"
2668
2668
WIC
9'-0" x 7'-6"
2668
1668
1668
4068
2868 2868
068
4068
4'
-
0
"
SS
S
S
C
2' - 0"6' - 10"3' - 2"3' - 11"2' - 0"6' - 7"
3' - 11"5' - 10"5' - 5"8' - 7"
5'
-
9
"
3'
-
7
"
7'
-
1
1
"
4'
-
5
"
2'
-
0
"
12
'
-
4
"
7' - 11"3' - 6"
Handrail
3'
-
9
"
S2.0
LA
T
E
R
A
L
G
A
R
A
G
E
D
E
S
I
G
N
ASSUMED ROOF
FRAMING DIRECTION
5 5
6.6.
6.6.
CS16
STHD14
5
5
5
5
STHD14 STHD14 STHD14
STHD14 STHD14 STHD14STHD14
STRAP
GARAGE
HEADER PER
TYPICAL
DETAIL T8
THESE PLANS AND ASSOCIATED CALCULATIONS ARE BEING PROVIDED
TO ADDRESS ELEMENTS OF THE STRUCTURAL SYSTEMS THAT DO NOT
CONFORM TO THE PRESCRIPTIVE METHOD OF THE INTERNATIONAL
RESIDENTIAL CODE (IRC). WE HAVE NOT REVIEWED THE DRAWINGS
FOR COMPLIANCE WITH THE IRC. THE INFORMATION REGARDING
ELEMENTS THAT DO NOT CONFORM TO THE IRC HAS BEEN GIVEN TO US
BY OTHERS. AS ALLOWED BY THE IRC SECTION R301.1, WE HAVE ONLY
ADDRESSED THE SPECIFICALLY REQUESTED ELEMENTS.
THESE ELEMENT ARE:
1. GARAGE SHEARWALL DESIGN
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. WALLS WITH SOLID LINES DESIGNATED
STRUCTURAL (BEARING) WALLS.
G. WALLS WITH DASHED LINES DESIGNATE
NON-STRUCTURAL (NON-BEARING) WALLS.
H. , , , -AS SHOWN ON PLAN INDICATES A
SHEARWALL; HATCHING IN WALL DESIGNATES SHEARWALL
LENGTH.
I.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.
J.TIE EACH ROOF JOIST AT BEARING LOCATIONS WITH (1) H2.5A
CLIP, UNO.
K.FOR CLARITY, DETAILS MAY SHOW ONLY ONE SIDE OF
FRAMING CONDITION.
L.ALL EXTERIOR WALLS SHALL BE CONSTRUCTED WITH TYPE "5"
SHEARWALLS, UNO.
M.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.
5 6.7
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.
7 16" APA RATED
SHEATHING
(BLOCKED) ONE SIDE
OF WALL
8d COMMON
AT 4" O.C.
8d COMMON
AT 12" O.C.
CONCRETE: 12"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 24" O.C.
CONCRETE: 5 8"Ø A.B. W/ 14"x3"x3"
PLATE WASHERS AT 32" O.C.
WOOD:16d STAGGERED AT 4" O.C.
5
6.
IF
2
3
-
5
2
2
MA
D
I
S
O
N
C
O
U
N
T
Y
,
I
D
A
H
O
8
3
4
4
0
JA
C
O
B
S
R
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S
I
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C
E
BR
I
D
G
E
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J
A
C
O
B
S
CJ
B
AE
M
12/14/23
IF DBL BRAKE AT
THIS LOCATION,
STRAP DBL TOP
PLATES W/
MSTC40 SIMPSON
STRAP
12
/
1
4
/
2
0
2
3