HomeMy WebLinkAboutSFRA2026-001641I
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June 17, 2026
Ware Brothers, LLC
A i i N: Phil Ware
1001 West Northwest Highway
Grapevine, TX 76051
Re: GRAPEVINE FILE #CU26-16; SECONDARY STRUCTURE EXPANSION
To Whom It May Concern,
This letter is to verify that your request for a conditional use permit located at 101 Cross Creek
Drive and platted as Block 2, Lot 3R1 13, Manor Oaks Addition, to exceed the maximum building
height for secondary structures on lots 20,000 square foot or greater in size in the "R-20", Single -
Family Residential District, specifically for an expansion to an existing secondary structure totaling
19-feet, 10-inches tall, in conjunction with an existing single family detached dwelling,
was approved by City Council on June 16, 2026. A copy of the approved exhibits will be provided
physically and electronically following execution by City officials.
Any changes to a site plan, landscape plan, building elevations, or any other
sheets approved with a conditional use or special use (no matter how minor or major) can
only be approved by the city council through the public hearing process.
No Conditional Use Permit shall be valid for a period longer than one (1) year from the date on
which the City Council grants the Conditional Use unless within such one (1) year period: (1) a
Building Permit is obtained and the erection or alteration of a structure is started, or (2) an
Occupancy Permit is obtained and a use commenced.
The City Council may grant one additional extension not exceeding one (1) year, upon written
application, without notice or hearing. No additional extension shall be granted without complying
with the notice and hearing requirements for an initial application for a Conditional Use Permit.
Your next milestone in the development review process is to obtain Building Permit approval with
the Building Services Department. For questions related to this process, please reach out to the
following individual to coordinate:
• Building Permits — Arnoldo Ramirez at (817) 410-3160 or arnoldor@grapevinetexas.gov
Planning Services
The City of Grapevine * P.O. Box 95104 * Grapevine, Texas
ePlanninq
76099 * (817) 410-3155
9
building Permit applications are accepted at any point in the development review process but will not be released until any associated zoning cases or site plans are approved, civil engineenng
plans are approved, and any required plats are approved and filed.
Please do not hesitate to contact us if we may be of further assistance (817) 410-31559
Sincerely,
Erica Marohnic, AICP
Planning Services Director
W. Ware Brothers Construction, LLC
clo Richard and Wmber Ware
101 Cross Creek Drive
Grapevine, TX 76051
I
.a
Planning Services
The City of Grapevine * P.O. Box 95104 * Grapevine, Texas 76099 * (817) 410-3155
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-CONTRACTOR TO VERIFY ALL DIMENSIONS ON SITE
-CONTRACTOR TO COORDINATE REMOVAL OF ANY
INTERIOR OR EXTERIOR LOAD BEARING WALLS WITH
STRUCTURAL ENGINEER PRIOR TO ANY ON SITE DEMO.
DOOR 5C�4EDULE
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NOTE: THE GENERAL CONTRACTOR AND
ALL SU5CONTRACTORS SHALL REVIEW THE
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DISCREPANCIES AND OMISSIONS PRIOR TO
COMMENCEMENT OF WOR<
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All documents here attached are
Copyrighted 2025 by
Exurb Studio, Designer. The
Design SpeGifiCations, Drawings
and al other documents prepared
by the Designer, and (or) the
Designer's office are Instruments of
service. The Designer shall be
dommed the author of these
documents and retains all statutory,
common law, and other reserved
rights including Copyright. The
Designer's Design, Drawings,
SpeelFieations and all other
documents prepared by the
Designer and (or) the Designer's
office shell not be reused by the
Owner (client) or others on any
other projoc-t, Including additions
or modifications to this project or
for completion of this project by
others, without permission In writing
From the Designer. No part of the
above mentioned documents may
be reproduced without similar
permission from the Designer.
The Designer assumes no Iiabillty
for any structure built from these
plans. Before construction, the
purdreser, builder, or contractor
must verify all dimensions, verify
compliance with all building codes,
and Incorporate site conditions.
EXURB STUDIO, LLC
1038 MEADOW BEND LOOP N.
GRAPEVINE, TX 16051
PHONE: 214-619-35W
EMAIL: INFOeEXURBSTUD I OZOM
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EE,VISIONO
1.
2.
3.
4.
DATE:
2/16/26
PRAM
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CHECK SY-
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PROJECT NO.
WARE GARAGE
Cill° PLATE
SHINGLES 6 4:12 TO MATCH EXISTING
NL� F RCN T ELEVATICN
1/4" =1'0"
SIDING TO MATCH
EXISTING
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1/4" =1'0"
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1/4" =1'0"
SIDING TO MATCH
EXISTING
9'1" PLATE
NOTE: TI 4E GENERAL CONTRACTOR AND
ALL SUBCONTRACTORS SHALL REVIEW THE
FULL CONTENT OF THE PLANS FOR
DISGREPANGIES AND OMISSIONS PRIOR TO
C;01 iMENGEMENT OF UJOR<
i
USE
All documents here attached are
Copyrighted 2025 by
Exurb Studio, Designer. The
Deelgn, 5pecIficattons, Drawings
and all other documents prepared
by the Designer, and (or) the
Designer's office are Instruments of
service. The Designer shell be
deemed the author of these
documents and retains all statutory,
common law, and other reserved
rights Including Copyright. The
Designer's Design, Drawings,
Specifications and all other
documents prepared by the
Designer and (or) the Designer's
office shall not be reused by the
Owner (client) or others on any
other project, Including additions
or modifications to this project or
for completion of this project by
others, without permission In writing
from the Designer. No part of the
above mentioned documents may
be reproduced without similar
permission from the Designer.
The Designer assumes no Ilability
for any structure built from these
plane. Before construction, the
purchaser, builder, or contractor
must verlfy all dimensions, verlfy
compliance with all building codes,
` and Incorporate site conditions.
l
EXURB STUDIO, LLc
1038 MEADOW BEND LOOP N.
GRAPEVINE, TX 16051
PHONE: 214-619-3580
EMAIL: IWOOEXURBSTUD IO.COM
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REVISIONS
1.
2.
3.
4.
1 <
DATE:
2/16/26
DRAWN BY:
EXS
CHECK BY:
EXS
PROJECT NO.
WARE GARAGE
SHE NurrBER
1.2
GENERAL CONSTRUCTION NOTE5:
1. OWNER / CLIENT RESPONSIBILITIES: REFERENCE IS MADE THROUGHOUT THESE
GENERAL NOTES TO RESPONSIBILITIES AND STANDARDS OF CARE TO BE FULFILLED BY THOSE
PROVIDING SERVICES IN THE DEVELOPMENT AND CONSTRUCTION OF THIS PROJECT.
OWNER / CLIENT SHALL BE RESPONSIBLE FOR ADHERENCE TO THOSE REQUIRMENTS BY THE
OWNER, BUILDER, GENERAL CONTRACTOR, SUBCONTRACTORS AND OTHER PROFESSIONAL
CONSULTANTS NOT RETAINED BY THE DESIGNER.
2. PERMIT SET: THIS SET OF PLANS IS SUFFICIENT TO OBTAIN BUILDING PERMIT, HOWEVER,
ALL MATERIALS AND METHODS OF CONSTRUCTION NECESSARY TO COMPLETE THE PROJECT
ARE NOT NECESSARILY DESCRIBED. THE PLANS DELINEATE AND DESCRIBE ONLY LOCATIONS,
DIMENSIONS, TYPES OF MATERIALS AND GENERAL METHODS OF ASSEMBLING OR FASTENING.
SPECIFICATION OF PARTICULAR PRODUCTS OR MATERIALS IS TO BE COORDINATED BY THE
CONTRACTOR AND APPROVED BY THE OWNER. THE IMPLEMENTATION OF THESE PLANS
REQUIRES AN OWNER / CLIENT / CONTRACTOR THOROUGHLY KNOWLEDGEABLE WITH THE
APPLICABLE BUILDING CODES AND METHODS OF CONSTRUCTION SPECIFIC TO THIS PRODUCT
TYPE AND TYPE OF CONSTRUCTION.
3. BUILDING MAINTENANCE: THE EXPOSED MATERIALS USED IN THE CONSTRUCTION OF THIS
PROJECT WILL DETERIORATE AS THE COMPLETED PROJECT AGES UNLESS PROPERLY AND
ROUTINELY MAINTAINED. THE OWNER / CLIENT / CONTRACTOR SHALL PROVIDE OR CAUSE
THE DEVELOPMENT OF A PLAN TO KEEP THESE EXPOSED MATERIALS PROTECTED AND
MAINTAINED THROUGH COMPLETION OF THIS PROJECT.
4. ALL CONSTRUCTION SHALL COMPLY WITH THE MOST STRINGENT REQUIREMENTS OF ALL
CURRENT APPLICABLE CITY, COUNTY, STATE AND FEDERAL LAUDS, RULES, CODES, ORDINANCES
AND REGULATIONS. IF THE GENERAL CONTRACTOR OR ANY SUBCONTRACTOR PERFORMS ANY
WORK IN CONFLICT WITH THE ABOVE MENTIONED LAUDS, RULES, CODES, ORDINANCES AND
REGULATIONS, THEN THE CONTRACTOR IN VIOLATION SHALL BEAR ALL COSTS OF REPAIR
ARISING OUT OF THE NON -CONFORMING WORK.
5. PERMITS: THE GENERAL BUILDING PERMIT AND PLAN CHECK SHALL BE SECURED AND
PAID FOR BY THE OWNER / CLIENT. ALL OTHER PERMITS SHALL BE SECURED AND PAID FOR
BY THE SUBCONTRACTOR DIRECTLY RESPONSIBLE.
6. NAMED PRODUCTS: THE DESIGNER MAKES NO GUARANTEE FOR THE PRODUCTS
IDENTIFIED BY TRADE NAME OR MANUFACTURER.
-1. SCOPE: THE GENERAL CONTRACTOR AND SUBCONTRACTORS SHALL FURNISH ALL
LABOR, EQUIPMENT AND MATERIAL INDICATED ON THE PLANS AND REASONABLY INFERRED
OR REQUIRED BY THE APPLICABLE CODES.
S. SUBSTITUTION: THE GENERAL CONTRACTOR AND ANY SUBCONTRACTORS SHALL NOT
MAKE ANY STRUCTURAL SUBSTITUTIONS OR CHANGES WITHOUT PRIOR WRITTEN AUTHORIZATION
FROM THE STRUCTURAL ENGINEER.
g. CHANGES: ANY ADDITION, DELETION OR CHANGE IN THE SCOPE OF THE WORK DESCRIBED
BY THE PLANS SHALL BE BY WRITTEN CHANGE ORDER ONLY. ANY APPROVAL FROM THE
BUILDING OFFICIAL FOR A CHANGE IN THE WORK SHALL BE THE RESPONSIBILITY OF THE
GENERAL CONTRACTOR.
10. INTENTION: THE GENERAL CONTRACTOR SHALL ENSURE THAT ALL LABOR, MATERIALS,
EQUIPMENT AND TRANSPORTATION SHALL BE INCLUDED IN THE WORK FOR THE COMPLETE
EXECUTION OF THE PROJECT. THE DESIGNER SHALL NOT BE RESPONSIBLE FOR THE MEANS
AND METHODS OF CONSTRUCTION.
11. REVIEW OF DRAWINGS: THE GENERAL CONTRACTOR AND ALL SUBCONTRACTORS SHALL
REVIEW THE FULL CONTENT OF THE PLANS FOR DISCREPANCIES AND OMISSIONS PRIOR TO
COMMENCEMENT OF WORK. THE GENERAL CONTRACTOR AND ALL SUBCONTRACTORS SHALL
BE RESPONSIBLE FOR ANY WORK NOT IN CONFORMANCE WITH THE PLANS OR IN CONFLICT
WITH ANY CODE.
12. USE OF DRAWINGS: DIMENSIONS TAKE PRECEDENCE OVER SCALED MEASUREMENTS.
DETAILS AND SECTIONS ON THE DRAWINGS ARE SHOWN AT SPECIFIC LOCATIONS AND ARE
INTENDED TO SHOW GENERAL REQUIREMENTS THROUGHOUT. DETAILS NOTED "TYPICAL"
IMPLY ALL LIKE CONDITIONS TREATED SIMILARLY, UNLESS NOTED OTHERWISE. THE BUILDING
DETAILS SHOWN ARE INTENDED TO FURTHER ILLUSTRATE THE VISUAL DESIGN CONCEPT AND
THE MINIMUM RECOMMENDED WEATHER PROTECTION FOR THE PROJECT. BUILDING CODE
REQUIREMENTS, STRUCTURAL CONSIDERATIONS, TRADE ASSOCIATION MANUALS AND
PUBLICATIONS AND PRODUCT MANUFACTURER'S WRITTEN INSTRUCTIONS SHALL ALSO BE
CONSIDERED IN ORDER TO COMPLETE THE CONSTRUCTION OF THE DETAILS, AND IN SOME
CASES MAY SUPERSEDE THE DETAILS.
13. APPROVED DRAWINGS: THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR
COORDINATING THE WORK BETWEEN THE DIFFERENT SUBCONTRACTORS AND REQUIRING ALL
SUBCONTRACTORS TO USE THE MOST CURRENT BUILDING DEPARTMENT APPROVED SET
OF CONSTRUCTION PLANS.
14. CLEAN UP. ALL TRADES SHALL, AT ALL TIMES, KEEP THE PREMISES FREE FROM
ACCUMULATION OF WASTE MATERIALS OR RUBBISH CAUSED BY THEIR WORK.
SUBCONTRACTORS SHALL REMOVE ALL RUBBISH, TOOLS, SCAFFOLDING AND SURPLUS
MATERIALS AND LEAVE THE JOB IN BROOM -CLEAN CONDITION. ALL FIXTURES, EQUIPMENT,
GLAZING, FLOORS, ETC., SHALL BE LEFT CLEAN AND READY FOR OCCUPANCY UPON
COMPLETION OF THE PROJECT.
15. STORAGE OF MATERIALS: THE GENERAL CONTRACTOR AND SUBCONTRACTORS
SHALL BE RESPONSIBLE FOR STORING THE MATERIALS ON THE SIT ACCORDING TO
MATERIAL SUPPLIER'S OR MANUFACTURER'S INSTRUCTIONS. THE MATERIALS SHALL BE
KEPT SECURE AND PROTECTED FROM MOISTURE, PESTS, AND VANDALS. ANY LOSS
ARISING OUT OF MATERIALS STORED AT THE SITE SHALL BE THE RESPONSIBILITY OF
THE GENERAL CONTRACTOR OR SUBCONTRACTORS WHO STORED THE DAMAGE OR
LOST MATERIALS.
16, THE GENERAL CONTRACTOR SHALL COORDINATE THE WORK WITH MECHANICAL,
ELECTRICAL AND PLUMBING DRAWINGS FOR ALL NECESSARY OPENINGS AND
PENETRATIONS THROUGH WALLS, CEILINGS AND FLOORS.
Lim
All documents hers attached are
Copyrighted 202D by
%�
Exurrnnb�� Studio, Designer. The
ROUGH CARPENTRY DEt"10L ITION / CONSTRUCTION NOTES an 'Iiot t:prep ed
bg the Designer, and )Designer's office are Instruments of
service. The Designer "I] be
1. FRAMING: doomed the author of these
documents and retains all statutory,
A. STUD WALLS PER APPLICABLE BUILDING CODE. 1. THE INTENT OF THE DEMOLITION PLANS IS TO SHOW THE common law, and other reserved
rights including Copyright. TTn
FULL HEIGHT WALLS SHALL HAVE CONTINUOUS STUDS FROM Designer's Design, all
other
GENERAL NATURE OF THE DEMOLITION SCOPE. THE documents
rb and all other
BOTTOM TO TOP PLATE. Designer and Designer's
GENERAL CONTRACTOR IS RESPONSIBLE FOR VISITING THE office °hell not be reused by the
B. CEILING JOISTS: PER APPLICABLE BUILDING CODE. JOB SITE AND VERIFYING THE EXISTING CONDITIONS 4 t►wnepr(ellerM.)orothersonany
modineattIior s t th e�project or
USE SOLID BRIDGING. DIMENSIONS. THE GENERAL CONTRACTOR SHOULD NOTIFY for completion of this project by
ting
C. BACKING: PROVIDE BACKING AT ALL PENDANT OR SIGNATURE DESIGN STUDIO IMMEDIATELY OF ANY from t' without permission o'part oftheFrom the Designer.
SURFACE -MOUNTED ELECTRICAL FIXTURES, RAILS, GRAB BARS, abovemsnttoneddownsimilar
DISCREPANCIES. �eNlod reproduced t without �g�r
BATH ACCESSORIES, ETC.
D. FIRE STOPPING: PER APPLICABLE BUILDING CODE. foranThe gsigneraebuiltfomthse
2. COORDINATE AND VERIFY WITH THE OWNER ALL ITEMS TO for any structure built from these
E. STUD WALLS: PER APPLICABLE BUILDING CODE. ALL p� plans. Before co, or wont, the
eMerif builder, or contractor
B SALVAGED D PRIOR O DEMOLITION. O must verify all dimen.ton., verify
STUDS TO HAVE FULL BEARING ON PLATE. ALL STUDS TO compliance with all building codes,
BE 16" O.C. UNLESS NOTED OTHERWISE. STUDS TO BE SIZED 3. GENERAL CONTRACTOR IS TO MAINTAIN A SEPARATION and incorporate site conditions.
PER REQUIREMENTS OF BUILDING CODE. BETWEEN AREAS WITHIN THE SCOPE OF WORK AND AREAS 10M ME6A=DMBD LOOP
F. USE CONTINUOUS, FULL HEIGHT STUDS IN ACCORDANCE OUTSIDE OF THE SCOPE OF WORK. v 214-"b g-
WITH THE HIGHEST STANDARD OF CONSTRUCTION AND
EMAIL: INFOsEXURBBIT, jp I OCOM
FRAMING PRACTICES. 4. CAUSE NO DAMAGE TO EXISTING CONSTRUCTION TO REMAIN.
G. ALL ANGLED WALLS TO BE 45 DEGREES UNLESS NOTED TAKE CARE NOT TO ENCROACH ON ADJACENT OCCUPIED
OTHERWISE. AREAS OR AREAS NOT WITHIN THE SCOPE OF WORK.
H. BUILT UP ROOFS, WATERPROOF BALCONY DECKS AND PROTECT ALL EXISTING FINISHES, DOORS, FRAMES, ETC.
EXTERIOR HORIZONTAL AREAS ARE TO FRAMED WITH SLOPE WHICH AREA TO REMAIN.
TO ENSURE WATER DRAINAGE WITHOUT PONDING.
I. PROVIDE CRICKETS AS INDICATED AND AS NECESSARY 5. USE ALL MEANS NECESSARY TO PREVENT THE SPREAD OF
FOR PROPER WATER DRAINAGE AND TO REDIRECT CHANNELED DUST TO ADJACENT AREAS.
OR RUNOFF WATER AWAY FROM VERTICAL SURFACES.
J. PROVIDE BLOCKING WHERE REQUIRED TO PROVIDE 6. CONDUCT DEMOLITION OPERATIONS 4 THE REMOVAL OF
UNIFORM SURFACES WHERE FLUSH JOISTS AND BEAMS ARE DEBRIS TO ENSURE MINIMUM INTERFERENCE WITH STREETS,
DIFFERENT DEPTHS. WALKS, 4 OTHER ADJACENT OCCUPIED OR USED FACILITIES.
K. USE MITERED JOINTS AT FASCIA SPLICES. COMPLY WITH LOCAL JURISDICTION REQUIREMENTS FOR
L. ALL DIMENSIONS ARE GIVEN TO CENTER OF FRAMING, RECYCLING AND TREATMENT OF ITEMS TO BE RECYCLED.
UNLESS OTHERWISE NOTED. 0
1. DISPOSE OF ALL DEMOLISHED OR REMOVED MATERIALS FM 0
LEGALLY OFF THE SITE. COMPLY WITH ALL LOCAL HAULING 'p
4 DISPOSAL REQUIREMENTS.in
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FLOOR PLAN NOTES 8. EXURB STUDIO HAS NO KNOWLEDGE OF AND SHALL NOT BE m
HELD LIABLE FOR ANY ASBESTOS OR OTHER HAZARDOUS
I. ALL GAS OR WOOD -BURNING FIREPLACES WITHIN A DWELLING UNIT SHALL MATERIALS ON JOBSITE. THE CONTRACTOR SHALL in
X
COMPLY WITH THE INTERNATIONAL RESIDENTIAL CODE AND LOCAL AMENDMENTS. IMMEDIATELY ISOLATE THE AFFECTED AREA IF ASBESTOS W
2. SMOKE DETECTORS SHALL BE INSTALLED AT LOCATIONS REQUIRED BY OR OTHER HAZARDOUS MATERIAL ARE DISCOVERED 3
THE INTERNATIONAL RESIDENTIAL CODE AND SHALL RECEIVE THEIR PRIMARY DURING CONSTRUCTION. NOTIFY OWNER FOR FURTHER ly 3
POWER FROM BUILDING WIRING AND SHALL BE EQUIPPED WITH A BATTERY BACK UP. INSTRUCTION BEFORE PROCEEDING WITH OTHER WORK.
3. UNDER NO CIRCUMSTANCES IS THE USE OF WATER RESISTANT GYP. BD.
"GREEN BOARD" AS BACKING FOR TILE OR WALL PANELS IN ANY POTENTIALLY g. MAINTAIN EXISTING UTILITIES TO REMAIN IN SERVICE AND
"WET" AREA TO BE USED. USE ONLY PANELS RATED FOR MOISTURE 4 MOLD PROTECT AGAINST DAMAGE DURING DEMOLITION
RESISTANCE. SHOWER STALLS SHALL BE FURNISHED WITH A HARD, NON ABSORBENT OPERATIONS.
MATERIAL.
4. PROVIDE A MINIMUM 30"x22" ATTIC ACCESS OPENING WITH A MINIMUM HEADROOM 10. UPON COMPLETION, CLEAN THE ENTIRE AREA OF
CLEARANCE OF 30" WHEN MECHANICAL EQUIPMENT IS INSTALLED IN THE ATTIC SPACE. DEMOLITION TO A TIDY, UNIFORM CONDITION REMOVING ALL
THE OPENING SHALL BE LOCATED IN A HALLWAY, CORRIDOR OR OTHER READILY DEBRIS, DUST PARTITIONS 4 ASSOCIATED MATERIALS USED
ACCESSIBLE LOCATION PER THE INTERNATIONAL RESIDENTIAL CODE. DURING THE DEMOLITION. CLEAN ALL AREAS IMPACTED BY
5. WATER HEATERS SHALL BE ANCHORED OR STRAPPED TO RESIST DISPLACEMENT. THE DEMOLITION, INCLUDING BUT NOT LIMITED TO, ADJACENT
STRAPPING SHALL BE AT POINTS WITHIN THE UPPER � AND LOUDER � OF IT'S VERTICAL OCCUPIED AREAS AND AREAS NOT WITHIN THE SCOPE OF
DIMENSION. AT THE LOUDER POINT, MAINTAIN A MIN OF 4" CLEARANCE ABOVE THE WORK.
WATERHEATER CONTROLS.
6. GAS WATER HEATERS AND FURNACES SHALL BE LOCATED ON A RIGID RAISED 11. COMPLY WITH ALL STANDARD LOCAL, NATIONAL, STATE AND
PLATFORM A MINIMUM OF 18" HIGH. FEDERAL SAFETY REQUIREMENTS FOR
-1. SAFETY GLAZING TO BE PROVIDED AT THE FOLLOWING AREAS: DEMOLITION/CONSTRUCTION.
A. SLIDING OR SWINGING DOORS 12, THE INTENT OF THESE DRAWINGS HEREIN IS TO REPRESENT A Q
B. TUB AND OR SHOWER ENCLOSURES AND GLAZING IN WALLS LESS THAN 60" COMPLETE WORKING SYSTEM. ALL CONTRACTORS SHALL BE W Y X
ABOVE THE STANDING SURFACE OF TUBS OR SHOWERS. RESPONSIBLE FOR PROVIDING AND INSTALLING ALL
C. GLAZING WITHIN 24" OF THE SWING OF A DOOR, COMPONENTS NECESSARY TO PROVIDE THE DESIGN INTENT,
D. GLAZING IN WALLS ENCLOSING STAIRWAY LANDINGS OR WITHIN 5' OF THE WHETHER SHOWN OR NOT ON THE DRAWINGS. fQ U
BOTTOM AND TOP OF STAIRWAYS WHERE THE BOTTOM EDGE OF GLASS IS LESS THAN O w
E. GLAZING WI "" WITHIN 15AOF IT E FLOOR.
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F. ANY INDIVIDUAL PANE GREATER THAN 9 SQ.FT.
ELECTRICAL NOTE5
1. ALL CONVENIENCE OUTLETS WITH SWITCHES TO
BE SWITCHED AT TOP ONLY.
2. ALL SWITCHES TO BE 4'-6" ABOVE FINISH
FLOOR TO CENTERLINE OF SWITCH UNLESS
OTHERWISE NOTED.
3. ALL CONVENIENCE OUTLETS ARE 1'-0" ABOVE
FINISH FLOOR TO CENTERLINE OF OUTLET UNLESS
OTHERWISE NOTED. EXCEPTION - LOCATE
CONVENIENCE OUTLETS HORIZONTALLY UNDER
WINDOWS 4" ABOVE FINISHED FLOOR
4. ALL BRACKET FIXTURES TO BE AT 6'-6"
ABOVE FINISH FLOOR TO CENTER OF FIXTURE.
5. SMOKE DETECTORS SHALL BE LOCATED WITHIN
12" OF THE HIGHEST POINT ON THE CEILING.
6. VERIFY LOCATION OF ALL RECEPTACLES FOR
APPLIANCES WITH MANUFACTURER'S SPECIFICATIONS.
I. ELECTRICAL OUTLET BOXES TO BE
SEPARATED A MAXIMUM OF 12'-0" AND ARE TO
COMPLY WITH THE NATIONAL ELECTRICAL CODE
AND LOCAL CODES. ELECTRICAL OUTLET BOXES TO
BE SEPARATED 24" HORIZONTALLY ON ALL PARTY
WALLS. G.F.I. CIRCUIT TO BE PROVIDED AT ALL
LOCATIONS WHERE REQUIRED BY CODE.
EEVISIONO
1.
2.
3.
..1
� C
DATE:
2/16/26
PRAWN
EXS
CHECK BY:
EXS
PROJECT NO.
WARE GARAGE
11. THE GENERAL CONTRACTOR SHALL VERIFY ALL PROJECT SITE CONDITIONS AND
RELATED DIMENIONS.
STANDARD CONSTRUCTION NOTES 'a'2
101 CROSS C SEEK GA SAG =.AD DI-IO
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...........................
ALIAKSEI PATSEVICH
GN002. ABBREVIATIONS
ABBREVIATION
DESCRIPTION
FRT FIRE RETARDANT TREATED
RCSC RESEARCH COUNCIL ON
STRUCTURAL CONNECTIONS
@
AT
FS FAR SIDE
RD ROOF DRAIN
=
EQUAL
FT FOOT
REC RECOMMENDATIONS
#
POUNDS (LBS.)
FIG FOOTING
REF REFERENCE OR REFER
A.B. OR AB
ANCHOR BOLT
GA GAUGE
REINF REINFORCEMENT
A/C OR AC
AIR CONDITIONING
GALV GALVANIZED
REQ'D OR REQD REQUIRED
ABV
ABOVE
GB GRADE BEAM
REQ'S OR REQS REQUIREMENTS
ACI
AMERICAN CONCRETE INSTITUTE
GC GENERAL CONTRACTOR
REQ'T OR REQT REQUIREMENT
ADDL
ADDITIONAL
GEOTECHNICAL ENGINEER OF
GER
RGD RIGID
A.F.F. OR AFF
ABOVE FINISH FLOOR
RECORD
REGISTERED PROFESSIONAL
RPT
GN GENERAL NOTE(S)
TECHNICIAN
AHJ
AUTHORITY HAVING JURISDICTION
RTU ROOF TOP UNIT
GR GRADE
AISC
AMERICAN INSTITUTE OF STEEL
S/ SIDE OF
CONSTRUCTION
GYP OR GWB GYPSUM WALL BOARD
ALT
ALTERNATE
H OR HT HEIGHT
SCHED SCHEDULE
ALUM
ALUMINUM
HDG HOT -DIPPED GALVANIZED
SOS SELF DRILLING SCREWS
AOR
ARCHITECT OF RECORD
HDR HEADER
SECT SECTION
APPROX
APPROXIMATE
SF SQUARE FOOT
HGR HANGER
ARCH
ARCHITECT OR ARCHITECTURAL
SHT SHEET
HI HIGH
AMERICAN WOOD PROTECTION
AWPA
ACCOCIA71ON
HI & LO HIGH AND LOW
SHTG SHEATHING
AWS
AMERICAN WELDING SOCIETY
HOR HORIZONTAL
SIM SIMILAR
B.F. OR BF
BOTTOM FLUSH
HS OR H.S. HEADED STUD
SLBB SHORT LEG BACK TO BACK
BLDG
BUILDING
HSS HOLLOW STRUCTURAL SECTION
S.O.G. OR SOG SLAB ON GRADE
BLDR
BUILDER
HVAC HEATING, VENTILATION, AND AIR
SP SPACE OR SPACING
BLKG
BLOCKING
CONDITIONING
SPEC SPECIFICATION
ICF INSULATED CONCRETE FORMS
BM
BEAM
ID OR I.D. INSIDE DIAMETER
S.S. OR SS STAINLESS STEEL
BOT
BOTTOMIF
SSMA STEEL STUD MANUFACTURERASSOCIATION
OR I.F. INSIDE FACE
B.P. OR BP
BASE PLATE
IN INCH
STD STANDARD
BRG
BEARING
INFO [FORMATION
STIFF STIFFENER
BRK
BRICK
INT INTERIOR
STIRR STIRRUPS
BTWN
BETWEEN
INTERN INTERMEDIATE
STL STEEL
BSMT
BASEMENT
INS ORINSUL INSULATION
STR. OR STRUC. STRUCTURAL
B/
BOTTOM OF
IT JOINT
SUB SUBCONTRACTOR
BOT
BOTTOM
SQ SQUARE
JST JOIST
CANT
CANTILEVER
K KIPS (1000 LBS. OR 1000#)
S.W. OR SW SHEAR WALL
CFM
COLD FORMED METAL
KLF KIP PER LINEAR FOOT
SYM SYMMETRICAL
C.J. OR Cl
CONTROL JOINT
CJP
COMPLETE JOINT PENETRATION
K/O KNOCK OUT
T/ TOP OF
C.L. OR CL
CENTERLINE
K5F KIP PER SQUARE FOOT
T&B TOP AND BOT
CLG
CEILING
L LENGTH
T&G TONGUE AND GROOVE
CLR
CLEAR
LBS POUNDS
TEMP TEMPERATURE
CMU
CONCRETE MASONRY UNIT
LOC LOCATION
T.F. OR TF TOP FLUSH
COL
COLUMN
LONG LONG OR LONGITUDINAL
THK THICK OR THICKNESS
COMP
COMPRESSION OR COMPRESSIBLE
LLBB LONG LEG BACK TO BACK
TH RD THREADED ROD
CONC
CONCRETE
LLH LONG LEG HORIZONTAL
T.J. OR TJ TRIPLE JOIST
CONNX
CONNECTION
LLV LONG LEG VERTICAL
TOC OR T.O.C. TOP OF CONCRETE
CONSTR
CONSTRUCTION
LB OR # POUND
TOS OR T.O.S. TOP OF STEEL
CONT
CONTINUOUS
LO LOW
TOW OR T.O.W. TOP OF WALL
CONTR
CONTRACTOR
LT LIGHT
TPI TRUSS PLATE INSTITUTE
COORD
COORDINATE
CONCRETE REINFORCING STEEL
LW OR LT WT LIGHTWEIGHT
TR OR TRANS TRANSVERSE
CRSI
INSTITUTE
LWC LIGHTWEIGHT CONCRETE
TYP TYPICAL
CTR
CENTER
MAS MASONRY
LILT ULTIMATE
DB
DROPPED BEAM
MAIL MATERIAL
U.N.O OR LINO UNLESS NOTED OTHERWISE
DBL
DOUBLE
MAX MAXIMUM
U.P.A. OR UPA UNDER POST ABOVE
DEG OR °
DEGREE
MC MOMENT CONNECTION
U.W.A. OR UWA UNDER WALL ABOVE
DET
DETAIL
MECH MECHANICAL
V.C.B. OR VCB VERTICAL CRUSH BLOCKING
DIA OR to
0
DIAMETER
MECHANICAL, ELECTRICAL,
VERT VERTICAL
DIAG
DIAGONAL
MEP PLUMBING SPECIALTY SUB
DIM
DIMENSION
MEZZ MEZZANINE
V.I.F. OR VIF VERIFY IN FIELD
D.J. OR DJ
DOUBLE JOIST
MID MIDDLE
VNR VENEER
DN
DOWN
MIN MINIMUM
W/ WITH
D.S. OR DS
DOWN SPOUT
MISC MISCELLANEOUS
W/O WITHOUT
DTL
DETAIL
MNFR OR MFR MANUFACTURER
WD WOOD
DWG
DRAWING
MTL METAL
WF WIDE FLANGE BEAM
DWL
DOWEL
NA OR N/A NOT APPLICABLE
W.P. OR WP WORK POINT
EA
EACH
N.B. OR NB NON -BEARING
VJRB WEATHER -RESISTIVE BARRIER
E.F. OR EF
EACH FACE
NIC OR N.I.C. NOT IN CONTRACT
WS WATER STOP
EIFS
EXTERIOR INSULATION AND FINISH
NISI NATIONAL INSTITUTE OF
W.S.P. OR WSP WOOD STRUCTURAL PANEL
SYSTEM
STANDARDS AND TECHNOLOGY
E.J ORE]
EXPANSION JOINT
NHR OR N.H.R. NO HEADER REQUIRED
WT WEIGHT
ELEC
ELECTRICAL
NO. OR # NUMBER
W.W.F. OR WNIF WELDED WIRE FABRIC
EL
ELEVATION
NOM NOMINAL
XPS EXTRUDED POLYSTERENE
ELEV
ELEVATOR
NS NEAR SIDE
EMBED
EMBEDDED OR EMBEDMENT
NS & FS NEAR SIDE AND FAR SIDE
E.N. OR EN OR P.E.N
PANEL EDGE NAILING
N.T.S. OR NTS NOT TO SCALE
LOAD TYPE ABBREVIATIONS:
ENG
ENGINEER
NWC NORMAL WEIGHT CONCRETE
ASO ALLOWABLE STRESS DESIGN
E.O.R. OR FOR
ENGINEER OF RECORD
LOAD AND RESISTANCE FACTOR
O.C. OR OC ON -CENTER
LRFD
DESIGN
E.P. OR EP
EMBED PLATE
DL DEAD LOAD
OD OUTSIDE DIAMETER
EPS
EXPANDED POLYSTERENE
ET CETERA (AND OTHER SIMILAR
OF OUTSIDE FACE
LL LIVE LOAD
ETC
THINGS)
OPNG OPENING
RL ROOF LOAD
EQ
EQUAL
OPP OPPOSITE
SL SNOW LOAD
EQUIP
EQUIPMENT
EL SEISMIC LOAD
PARAL PARALLEL
E.S. OR ES
EACH SIDE
SDL SUPERIMPOSED DEAD LOAD
PERP PERPENDICULAR
E,1V. OR EW
EACH 'NAY
PCF POUNDS PER CUBIC FOOT
TL TOTAL LOAD
EXIST OR (E)
EXISTING
EXP
EXPANSION
PIP PARTIAL JOINT PENETRATION
WL WIND LOAD
EXT
EXTERIOR
PL PLATE
FAB
FABRICATOR OR FABRICATE
PLBG PLUMBING
WOOD SPECIES ABBREVIATIONS:
F/
FACE OF
PLF POUNDS PER LINEAR FOOT
AYC ALASKAN YELLOW CEDAR
F.B. OR FB
FLUSH BEAM
PLWD PLYWOOD
DF DOUGLAS FIR (SOUTH)
FD
FLOOR DRAIN
POLYISO POLY ISOCYAN U RATE INSULATION
DFL DOUGLAS FIR LARCH
F.F.E. OR FFE
FINISHED FLOOR ELEVATION
PREFAB PREFABRICATED
ERC EASTERN RED CEDAR
FIN
FINISH
PRO] PROJECT OR PROJECTION
HF HEM FIR
FL OR FLR
FLOOR
PSF POUNDS PER SQUARE FOOT
SPF SPRUCE PINE FIR
FL.FR. OR FLFR
FLOOR FRAMING
PSI POUNDS PER SQUARE INCH
SYP SOUTHERN YELLOW PINE
FLUHG
FLASHING
PRESSURE TREATED (LUMBER)
PT POST TENSIONED (CONCRETE)
WRC WESTERN RED CEDAR
FND OR FDN
FOUNDATION
PVMT PAVEMENT
F.O.C.
FACE OF CONCRETE
QTY QUANTITY
ENGINEERED LUMBER TYPES:
F.0.5
FACE OF STEEL
R RADIUS
GLB OR GLULAM GLUE -LAMINATED TIMBER
FP
FIREPLACE
R.O. OR RO ROUGH OPENING
LVL LAMINATED VENEER LUMBER
FR OR FRMG
FRAMING
RAF RAFTER
LSL LAMINATED STRAND LUMBER
RESEARCH COUNCIL ON
RCSC
PSL PARALLEL STRAND LUMBER
FRM
FRAME
STRUCTURAL CONNECTIONS
S26129
I2:191b] 4146 0 49hrolA z r_r i col►
PROJECT ADDRESS
101 CROSS CREEK DR
GRAPEVINE, TX
ARCHITECT
EXURB STUDIO, LLC
1038 MEADOW BEND LOOP N
214-679-3580
INFO@EXURBSTUDIO.COM
STRUCTURAL ENGINEER
L120 ENGINEERING & DESIGN
P.O. BOX 1447
GRAPEVINE, TX 76099
PHONE: (214) 625-2819
CONTACT: ALIAKSEI PATSEVICH, PE
DESIGN CRITERIA
APPLICABLE INTERNATIONAL BUILDING AND/OR RESIDENTIAL CODE EDITION: 2021
AND AMENDMENTS AS ADOPTED BY THE REVIEWING AGENCY/COUNTY.
RISK CATEGORY ..................II
BASIC WIND SPEED ..................115 MPH
WIND EXPOSURE ... B
TOPOGRAPHIC FACTOR Kzt...1.0
SEISMIC DESIGN CATEGORY ...... B
SITE CLASS .... D
SS ... 0.12
51...0.059
DEAD LOADS AS SPECIFIED IN THE "DESIGN WEIGHTS OF ASSEMBLIES" NOTE 116 OF
THE GENERAL STRUCTURAL NOTES.
LIVE LOADS
AND AS SPECIFIED IN THE "LIVE LOADS" NOTE 117 OF THE GENERAL STRUCTURAL
NOTES
DEFLECTION CRITERIA AS SPECIFIED IN THE "DEFLECTION LIMITS" NOTE 118 OF
GENERAL STRUCTURAL NOTES.
GROUND SNOW LOAD .... 12 PSF
GEOTECHNICAL REPORT
PTI DESIGN PARAMETERS:
DIFFERENTIAL SWELL FOR EDGE LIFT, =
DIFFERENTIAL SWELL FOR CENETER LIFT, =
EDGE MOISTURE VARIATION, EDGE LIFT, =
EDGE MOISTURE VARIATION, CENTER LIFT, =
LATERAL EARTH PRESSURE DESIGN PARAMETERS:
ACTIVE .... 35 PSF/FT
AT REST ... 55 PSF/FT
PASSIVE.... 250 PSF/FT
COEFFICIENT OF BASE FRICTION: 0.30
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PIER DESIGN VALUES:
PROJECT NAME
END BEARING....
SKIN FRICTION....
101 CROSS CREEK
UPLIFT SKIN FRICTION.... OVER TOP XX FEET
GARAGE ADDITION
SHEET INDEX
S-100 COVER SHEET
S-101 GENERAL STRUCTURAL NOTES
PROJECT ADDRESS
S-301 FRAMING NOTES AND DETAILS
101 CROSS CREEK DR
S-302 FRAMING NOTES AND DETAILS
S-311 FIRST LEVEL CEILING FRAMING PLAN
GRAPEVINE, TX
S-312 ROOF FRAMING PLAN
S-401 WALL BRACING NOTES DETAILS AND SCHEDULES
PROJECT NUMBER
S-411 FIRST FLOOR SHEAR WALL PLAN
S-412 SECOND FLOOR SHEAR WALL PLAN
S26129
CHECKED BY - AP
G N 001. LEGEND SHEET DATE - 05/04/2026
1 3/4" X 14" LVL DTL. - SECTION CALLOUT PER PLAN SCALE
I - WOOD BEAM (EXAMPLE) 5HTLTJ .
- HANGER AS REQ'D DTL, 24X36 SHEET:1/2"=1'-0"
C— - — - WOOD JOIST Ste'
- HANGER AS REQ'D I - PLAN DETAIL CALLOUT PER PLAN
Lv W10X15 - STEEL BEAM (EXAMPLE)
- - MOMENT CONNECTION
z - TRUSS OR JOIST F_ SPREAD FOOTING
(n o (LENGTH X WIDTH X DEPTH)
EXTENT OF SIMILAR
�_o F SPACED JOIST OR �F� Z
o TRUSSES -�o
HOLDOWN OR VERTICAL STRAP
- HANGER AS REQ'D 9 OI
GT -GIRDER TRUSS J
- STEP AT TOP
tea./ ROOF BRACE STEP AT BOT
- HIGH END r� SHEAR WALL CALLOUT.
- LOW END SW6 REFER TO SHEARWALL SCHEDULE
INDICATES SHEARWALL
CS16 - HORIZONTAL STRAP
LOCATION AND EXTENTS
- BLOCKED DIAPHRAGM 99'-6" - SPOT ELEVATION
PIER CALLOUT
® -WOOD STUD OR POST XX / X / X W O
W O
1 JACK - INDICATES THE NUMBER OF KING AND KT/PIER EL 0
/_2 KING JACK STUDS AT SIDE OF OPENING PENETRATION INTO a IU) UO
GRAY LIMESTONE (FT) cl� cl�
V.C.B. - VERTICAL CRUSH BLOCKING ALIGNED DIA (IN) U Lu
UNDER POINT LOAD ABOVE TO MATCH Lu
QUANTITY AND SIZE OF SUPPORT ABOVE 0 Lu
U =
GN100. GENERAL STRUCTURAL NOTES
100. GENERAL CONDITIONS
100.1. THESE STRUCTURAL PLANS ARE BASED ON INFORMATION PROVIDED TO THE ENGINEER OF RECORD
(EOR). THE FOR SHALL BE ENTITLED TO RELY ON THE ACCURACY AND COMPLETENESS OF THIS
INFORMATION IN THE PREPARATION OF THE CONSTRUCTION DOCUMENTS.
100.2. THE CONTRACTOR SHALL REVIEW THE STRUCTURAL DRAWINGS IN THEIR ENTIRETY PRIOR TO
PROCEEDING WITH ANY WORK. ANY DISCREPANCIES CONFLICTS OR OMISSIONS IDENTIFIED BETWEEN
STRUCTURAL DRAWINGS AND ANY OTHER PROJECT DOCUMENTS SHALL BE REPORTED IN WRITING TO
THE ARCHITECT THE FOR AND ALL OTHER APPLICABLE PARTIES BEFORE CONSTRUCTION OF THE
AFFECTED WORK BEGINS. THIS NOTIFICATION APPLIES THROUGHOUT ALL PHASES OF CONSTRUCTION
AND IS REFERENCED THROUGHOUT THESE NOTES.
100.3. ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS, METHODS, AND WORKMANSHIP ACCEPTED AS
GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY IN CONFORMANCE TO THE PROVISIONS OF THE
INTERNATIONAL BUILDING CODE, AND STANDARDS REFERENCED THEREIN, AND ALL OTHER REGULATING
AGENCIES EXERCISING AUTHORITY OVER ANY PORTION OF THE WORK.
100.4. IN CASE OF CONFLICT, SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES
AND TYPICAL DETAILS. WHERE THE NOTES, DRAWINGS, AND/OR SPECIFICATIONS DIFFER, THE MORE
STRINGENT REQUIREMENT SHALL APPLY. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE
WORK, THE CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK.
100.5. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE FOR OF ANY CONDITION THAT
MAY ENDANGER OR CAUSE DISTRESS TO THE STRUCTURE. SEE NOTE 100.2 FOR GENERAL NOTIFICATION
REQUIREMENTS.
100.6. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THEIR WORK AND SHALL BE SOLELY RESPONSIBLE FOR
CONSTRUCTION MEANS METHODS UES TECHNIQ SEQUENCES AND PROCEDURES.
100.7. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS
DURING CONSTRUCTION. THIS INCLUDES ALL MEASURES NECESSARY TO SAFELY SUPPORT STRUCTURAL
COMPONENTS UNTIL THE PERMANENT STRUCTURAL SYSTEM IS FULLY IN PLACE AND SELF-SUPPORTING.
100.7.1. WHERE APPLICABLE, THE CONTRACTOR SHALL ENGAGE A QUALIFIED ENGINEER TO DESIGN AND
CERTIFY TEMPORARY SHORING SYSTEMS, PARTICULARLY WHEN REMOVING OR MODIFYING EXISTING
STRUCTURAL ELEMENTS OR WHERE SIGNIFICANT CONSTRUCTION SEQUENCING IS INVOLVED.
100.8. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR JOBSITE SAFETY. THE ENGINEER HAS NOT BEEN
RETAINED TO PROVIDE SERVICES RELATED TO CONSTRUCTION SAFETY MEASURES, MEANS, METHODS,
OR PROCEDURES. SITE VISITS BY THE ENGINEER SHALL NOT BE CONSTRUED AS SUPERVISION OF
CONSTRUCTION ACTIVITIES OR IMPLY RESPONSIBILITY FOR JOBSITE SAFETY OR WORKING CONDITIONS.
100.9. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AND THE FOR IN WRITING OF ALL PROPOSED FIELD
CHANGES PRIOR TO INSTALLATION.
100.10. THESE GENERAL STRUCTURAL NOTES SHALL APPLY ONLY TO THE WORK PERFORMED BY THE FOR WITHIN
THE DEFINED SCOPE OF THE EOR'S SERVICES. IF ANY GENERAL NOTE REFERENCES WORK THAT IS
COVERED IN WHOLE OR IN PART BY ANOTHER TRADE, THE SPECIFICATIONS AND REQUIREMENTS OF
THAT TRADE SHALL GOVERN FOR THE APPLICABLE SCOPE OF WORK.
100.11. THE CONTRACTOR SHALL MAINTAIN A COMPLETE RECORD OF ALL CONSTRUCTION -RELATED
DOCUMENTATION, INCLUDING BUT NOT LIMITED TO MATERIAL TESTING RESULTS, PLACEMENT LOGS,
INSPECTION REPORTS, AND SUBMITTALS, FOR THE DURATION OF THE APPLICABLE WARRANTY PERIOD.
ALL SUCH RECORDS SHALL BE MADE AVAILABLE TO THE FOR UPON REQUEST.
100.12. 1T IS THE CONTRACTOR'S RESPONSIBILITY TO IDENTIFY ANY SPECIAL DOCUMENTATION REQUIRED BY A
LOCAL JURISDICTION OR A THIRD PARTY. THIS INCLUDES ANY PROGRAM ENROLLMENT, INCLUDING BUT
NOT LIMITED TO, A HOMEBUYER WARRANTY PROGRAM AND THE TEXAS DEPARTMENT OF INSURANCE
(TDI). IT IS THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE ENGINEER OF THESE SPECIAL
REQUIREMENTS IN A TIMELY MANNER.
101. MATERIAL STORAGE
101.1. ALL STRUCTURAL MATERIALS SHALL BE STORED IN A MANNER THAT PROTECTS THEM FROM MOISTURE,
DIRECT SUNLIGHT, MECHANICAL DAMAGE, AND OTHER CONDITIONS THAT MAY ADVERSELY AFFECT
THEIR STRUCTURAL PROPERTIES OR FITNESS FOR USE. UNLESS OTHERWISE SPECIFIED IN THE
MATERIAL -SPECIFIC SECTIONS OF THESE NOTES, ALL MATERIALS SHALL BE:
101.1.1. STORED OFF THE GROUND ON LEVEL SUPPORTS OR BLOCKING TO PREVENT DIRECT CONTACT WITH
SOIL OR STANDING WATER.
101.1.2. COVERED OR PROTECTED FROM DIRECT MOISTURE AND PRECIPITATION DURING STORAGE AND
CONSTRUCTION.
101.1.3. SUPPORTED TO PREVENT WARPING, BOWING, OR PERMANENT DEFORMATION DURING STORAGE.
101.1.4. INSPECTED PRIOR TO INSTALLATION. MATERIALS THAT HAVE BEEN DAMAGED, EXCESSIVELY
WETTED, WARPED, OR OTHERWISE COMPROMISED DURING STORAGE SHALL NOT BE INSTALLED
AND SHALL BE REMOVED FROM THE JOBSITE.
101.1.5. STORED AND HANDLED IN ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED REQUIREMENTS
WHERE APPLICABLE.
102. STRUCTURAL STEEL
102.1. ALL STRUCTURAL STEEL SHALL CONFORM TO THE LATEST EDITION OF AISC SPECIFICATION FOR
STRUCTURAL STEEL BUILDINGS AND APPLICABLE LOCAL BUILDING CODES. ALL MEMBERS SHALL BE
STRAIGHT, TRUE TO LINE, AND FREE FROM DEFECTS.
102.2. STRUCTURAL STEEL SHAPES SHALL CONFORM TO THE FOLLOWING STANDARDS UNLESS OTHERWISE
NOTED:
102.2.1. WIDE FLANGE (W-SHAPES): ASTM A992, FY = 50 KSI
102.2.2. CHANNELS, ANGLES, PLATES: ASTM A36, FY = 36 KSI
102.2.3. HOLLOW STRUCTURAL SECTIONS (HSS): ASTM A500 GRADE B, FY = 46 KSI
102.2.4. BOLTS: ASTM F3125 GRADE A325 OR A490, AS SPECIFIED
102.2.5. WELDS: PER AWS D1.1 USING E70XX ELECTRODES
102.3. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS IN ACCORDANCE WITH AWS D1.1. WELDS
SHALL BE CONTINUOUS UNLESS OTHERWISE INDICATED. WELDS NOT SPECIFICALLY DETAILED SHALL BE
A MINIMUM 1/4" CONTINUOUS FILLET WELD. USE DRY E70 ELECTRODES FOR ALL FIELD WELDING.
102.4. ALL BOLTED CONNECTIONS SHALL BE MADE WITH HIGH -STRENGTH BOLTS UNLESS NOTED OTHERWISE.
BOLTS SHALL BE TENSIONED USING TURN -OF -NUT OR CALIBRATED WRENCH METHODS PER RCSC
GUIDELINES.
102.5. ALL STRUCTURAL STEEL SHALL BE SHOP -PRIMED WITH A RUST -INHIBITIVE PRIMER UNLESS NOTED AS
GALVANIZED OR OTHERWISE PROTECTED. SURFACES TO BE FIELD -WELDED SHALL BE FREE OF PRIMER IN
THE WELD ZONE.
102.6. FIELD MODIFICATIONS, INCLUDING BUT NOT LIMITED TO CUTTING, NOTCHING, DRILLING, OR
PENETRATING OF STRUCTURAL STEEL MEMBERS, ARE NOT PERMITTED UNLESS EXPLICITLY SHOWN ON
THE APPROVED DRAWINGS OR AUTHORIZED BY PRIOR WRITTEN APPROVAL FROM THE STRUCTURAL
ENGINEER OF RECORD.
102.7. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND FIELD CONDITIONS PRIOR TO FABRICATION.
DISCREPANCIES SHALL BE REPORTED PER NOTE 100.2.
102.8. THE CONTRACTOR SHALL PROVIDE TEMPORARY SHORING AND BRACING AS REQUIRED TO ENSURE
STABILITY OF THE STEEL FRAME DURING ERECTION. DO NOT REMOVE TEMPORARY SUPPORTS UNTIL THE
STRUCTURE IS FULLY STABLE.
102.9. THE CONTRACTOR SHALL COORDINATE PLACEMENT OF ALL EMBEDDED STEEL PLATES, ANCHOR BOLTS,
AND SLEEVES WITH CONCRETE WORK TO ENSURE ACCURATE PLACEMENT.
102.10. GROUT BENEATH BASE PLATES SHALL BE NON -SHRINK AND INSTALLED IN ACCORDANCE WITH
MANUFACTURER RECOMMENDATIONS.
102.11. FIREPROOFING AND COATING SYSTEMS ARE NOT INCLUDED IN THE STRUCTURAL SCOPE AND SHALL BE
PROVIDED AS REQUIRED BY OTHERS. MINIMUM CORROSION RESISTANCE FOR STRUCTURAL STEEL
EXPOSED TO WEATHER SHALL BE AS FOLLOWS:
102.11.1. ALL STRUCTURAL STEEL FRAMING EXPOSED TO WEATHER SHALL BE PROTECTED WITH A
CORROSION -RESISTANT COATING SYSTEM. UNO, EXPOSED STEEL SHALL BE HOT -DIPPED
GALVANIZED OR PAINTED WITH AN APPROVED PRIMER AND FINISH COATING SUITABLE FOR
EXTERIOR EXPOSURE. SURFACES SHALL BE PREPARED AND COATINGS SHALL BE APPLIED IN
ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS AND RECOMMENDATIONS.
103. DIMENSIONAL LUMBER
103.1. ALL SOFTWOOD LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE AMERICAN SOFTWOOD
LUMBER STANDARD DOC PS 20, AS PUBLISHED BY THE NATIONAL INSTITUTE OF STANDARDS AND
TECHNOLOGY (NIST).
103.2. SAWN LUMBER SHALL BE IDENTIFIED BY A GRADE MARK BY AN ACCREDITED AGENCY PER DOC PS 20;
APPROVED END -JOINTED LUMBER OF THE SAME SPECIES AND GRADE MAY BE USED INTERCHANGEABLY
WITH SOLID -SAWN MEMBERS AND SHALL BE DESIGNATED "HRA" WHERE FIRE -RESISTANCE IS REQUIRED.
103.3. LUMBER SHALL BE SURFACED DRY (S-DRY) OR KILN -DRIED (KD) WITH A MAXIMUM MOISTURE CONTENT
OF 19% AT TIME OF INSTALLATION.
103.4. LUMBER GRADE SHALL BE AS SPECIFIED IN THE GENERAL FRAMING NOTES.
103.5. LUMBER USED IN EXTERIOR OR HIGH -MOISTURE CONDITIONS, AND ANY WOOD LOCATED WITHIN 6
INCHES OF FINISHED GRADE, SHALL BE PRESERVATIVE -TREATED AND LABELED ACCORDINGLY, IN
ACCORDANCE WITH AWPA U1 AND AWPA M4 STANDARDS.
103.6. ALL LUMBER SHALL BE STORED PER NOTE 101.1.
104. ENGINEERED LUMBER
104.1. ALL ENGINEERED WOOD PRODUCTS SHALL BE MANUFACTURED IN ACCORDANCE WITH APPLICABLE
STANDARDS, INCLUDING:
104.1.1. ASTM D5456 FOR PSL AND LSL
104.1.2. APA EWS FOR LVL
104.1.3. APA PRR 410 FOR RIM BOARD
104.1.4. ASTM D5055 FOR PREFABRICATED WOOD I -JOISTS
104.2. PRODUCTS SHALL BEAR A LEGIBLE STAMP OR LABEL IDENTIFYING THE MANUFACTURER, GRADE OR
SERIES, EVALUATION REPORT NUMBER, AND CERTIFICATION AGENCY MARK.
104.3. MEMBERS SHALL BE SIZED AND INSTALLED PER STRUCTURAL DRAWINGS AND MANUFACTURER'S
PUBLISHED LITERATURE.
104.4. FIELD MODIFICATIONS, INCLUDING BUT NOT LIMITED TO CUTTING, NOTCHING, DRILLING, OR
PENETRATING OF ENGINEERED WOOD MEMBERS, ARE NOT PERMITTED UNLESS EXPLICITLY SHOWN ON
THE APPROVED DRAWINGS R AUTHORIZED BY PRI R WRITTEN APPROVAL FROM THE STRUCTURAL
0 GS 00 0 0 S UCTU
ENGINEER OF RECORD.
104.4.1. FOR PREFABRICATED I -JOISTS, WEB HOLES AND OPENINGS ARE PERMITTED ONLY WHERE SIZED,
LOCATED, AND REINFORCED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED
INSTALLATION INSTRUCTIONS.
104.5. RIM BOARD SHALL CONFORM TO APA PRR 410 AND BE CLEARLY LABELED. ACCEPTABLE MATERIALS
INCLUDE LVL, OR LSL AS PERMITTED UNDER PRR 410. RIM BOARD SHALL BE INSTALLED TIGHT TO
ADJACENT FRAMING AND FASTENED PER PRR 410. DO NOT NOTCH OR DRILL UNLESS SPECIFICALLY
ALLOWED BY THE MANUFACTURER OR DESIGN DOCUMENTS.
104.6. PREFABRICATED I -JOISTS SHALL CONFORM TO ASTM D5055 AND BE INSTALLED IN STRICT ACCORDANCE
WITH THE MANUFACTURER'S SPAN TABLES AND INSTALLATION INSTRUCTIONS.
104.7. I -JOISTS SHALL BEAR FULLY ON APPROVED SUPPORTS AND BE LATERALLY BRACED AS REQUIRED.
104.7.1. JOIST HANGERS AND BLOCKING PANELS SHALL BE COMPATIBLE WITH I -JOIST SPECIFICATIONS AND
FASTENED PER MANUFACTURER REQUIREMENTS.
104.8. ENGINEERED WOOD PRODUCTS SHALL BE STORED AND PROTECTED IN ACCORDANCE WITH NOTE 101.1.
ENGINEERED WOOD PRODUCTS ARE PARTICULARLY SENSITIVE TO MOISTURE EXPOSURE AND SHALL NOT
BE INSTALLED IF SWELLING, DELAMINATI N R THERM I T RE -RELATED DAMAGE I OBSERVED.
S S G 0 0 0 OS U G SO S
104.9. THE CONTRACTOR SHALL VERIFY SPANS, LOADS, BEARING, AND FIT -UP PRIOR TO INSTALLATION.
DISCREPANCIES SHALL BE COORDINATED WITH THE FOR PER NOTE 100.2.
105. GLUE -LAMINATED TIMBER (GLULAM)
105.1. GLULAM MEMBERS SHALL BE MANUFACTURED AND IDENTIFIED AS REQUIRED IN ANSI A190.1, ANSI 117,
AND ASTM D3737. MEMBERS SHALL BEAR THE MANUFACTURER'S STAMP SHOWING GRADE, SPECIES, AND
CERTIFICATION AGENCY.
105.2. MOISTURE CONTENT SHALL BE AS FOLLOWS:
105.2.1. KILN -DRIED GLULAM (TYPICALLY 12% f3% MOISTURE CONTENT) SHALL BE USED FOR INTERIOR OR
PROTECTED EXTERIOR ENVIRONMENTS WHERE EXPOSURE TO MOISTURE IS MINIMAL.
105.2.2. WOLMANIZED OR TREATED GLULAM SHALL BE USED FOR EXTERIOR, EXPOSED, OR HIGH -MOISTURE
ENVIRONMENTS. THESE MAY INCLUDE GLULAM FABRICATED FROM HIGHER -MOISTURE OR GREEN
LUMBER AND/OR PRESSURE -PRESERVATIVE -TREATED PRODUCTS. THESE MEMBERS SHALL BE
PROTECTED FROM PROLONGED WETTING AND INSTALLED WITH APPROPRIATE DETAILING
(FLASHING, SEALING, ETC.).
105.3. GLULAM SHALL MATCH THE SIZES, SHAPES (STRAIGHT, CURVED, TAPERED), AND CAMBER AS SHOWN ON
STRUCTURAL DRAWINGS.
105.4. GLULAM MEMBERS SHALL BE STORED AND PROTECTED IN ACCORDANCE WITH NOTE 101.1. GLULAM
MEMBERS SHALL BE PROTECTED FROM DIRECT SUN AND WEATHER EXPOSURE TO PREVENT CHECKING,
SURFACE WEATHERING, AND FINISH DEGRADATION. END GRAIN SHALL BE SEALED OR WRAPPED TO
MINIMIZE DIFFERENTIAL MOISTURE ABSORPTION.
105.5. FIELD MODIFICATIONS, INCLUDING BUT NOT LIMITED TO CUTTING, NOTCHING, DRILLING, OR
PENETRATING OF GLULAM MEMBERS, ARE NOT PERMITTED UNLESS EXPLICITLY SHOWN ON THE
APPROVED DRAWINGS OR AUTHORIZED BY PRIOR WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER
OF RECORD.
105.6. ALL FIELD CUTS, NOTCHES, AND FASTENER PENETRATIONS IN TREATED OR EXTERIOR -USE GLULAM
SHALL BE SEALED WITH AN APPROVED PRESERVATIVE TREATMENT.
105.7. TYPICAL GLULAM GRADES SHALL BE AS FOLLOWS:
105.7.1. 24F-V4 DF FOR SINGLE SPANS
105.7.2. 24F-V8 DF FOR CANTILEVER BEAM OR CONTINUOUS MULTI -SPAN BEAMS
106. PRE-ENGINEERED WOOD OPEN WEB TRUSSES
106.1. WOOD TRUSSES SHALL BE DESIGNED BY A LICENSED TRUSS MANUFACTURER IN ACCORDANCE WITH
ACCEPTED ENGINEERING PRACTICE AND ANSI/TPI 1 STANDARDS.
106.2. THE TRUSS DESIGN DRAWINGS SHALL BE PREPARED AND SEALED BY A REGISTERED DESIGN
PROFESSIONAL.
106.3. THE TRUSS DESIGNER SHALL REVIEW THE ARCHITECTURAL AND STRUCTURAL DRAWINGS TO VERIFY
PROPER APPLICATION OF ALL LOADS AS SPECIFIED IN SECTIONS 116 AND 117 OF THESE NOTES,
TABULATED DEAD LOADS FROM SECTION 116 SHALL BE APPLIED AS UNIFORMLY DISTRIBUTED LOADS
OVER THE TOP CHORD WITH AN ADDITIONAL 5 PSF DEAD LOAD APPLIED TO THE BOTTOM CHORD.
106.4. THE TRUSS DESIGNER SHALL ADHERE TO THE MAXIMUM DEFLECTION LIMITS SPECIFIED BY CODE AND
PROJECT REQUIREMENTS AS SET FORTH IN THE SECTION 118 OF THESE NOTES, AS APPROPRIATE FOR
THE APPLICATION OF THE TRUSSES. DEFLECTION CRITERIA SHALL ACCOUNT FOR THE INTENDED USE OF
THE SPACE AND FINISHES ATTACHED TO THE TRUSS SYSTEM.
106.5. ALL TRUSS CONNECTIONS/HANGERS SHALL BE PER TRUSS DESIGN DRAWINGS.
106.6. TRUSSES SHALL NOT BE SPACED FURTHER APART THAN:
106.6.1. ROOF TRUSSES: 24" O.C.
106.6.2. FLOOR TRUSSES: 16" O.C.
106.7. TRUSS DESIGN DRAWINGS SHALL BE PROVIDED TO THE ENGINEER OF RECORD AND APPROVED PRIOR TO
FABRICATION. TRUSS DESIGN DRAWINGS SHALL BE PROVIDED WITH THE SHIPMENT OF TRUSSES
DELIVERED TO THE JOB SITE. TRUSS DESIGN DRAWINGS SHALL INCLUDE, AT A MINIMUM, THE
FOLLOWING INFORMATION:
106.7.1. SLOPE, DEPTH, SPAN AND SPACING.
106.7.2. LOCATION OF ALL JOINTS.
106.7.3. REQUIRED BEARING WIDTHS.
106.7.4. DESIGN LOADS AS APPLICABLE.
106.7.4.1. TOP CHORD LIVE LOAD (AS DETERMINED FROM SECTION R301.6).
106.7.4.2. TOP CHORD DEAD LOAD.
106.7.4.3. BOTTOM CHORD LIVE LOAD.
106.7.4.4. BOTTOM CHORD DEAD LOAD.
106.7.4.5. CONCENTRATED LOADS AND THEIR POINTS OF APPLICATION.
106.7.4.6. CONTROLLING WIND AND EARTHQUAKE LOADS.
106.7.5. ADJUSTMENTS TO LUMBER AND JOINT CONNECTOR DESIGN VALUES FOR CONDITIONS OF USE.
106.7.6. EACH REACTION FORCE AND DIRECTION.
106.7.7. JOINT CONNECTOR TYPE AND DESCRIPTION SUCH AS SIZE, THICKNESS OR GAUGE AND THE
DIMENSIONED LOCATION OF EACH JOINT CONNECTOR EXCEPT WHERE SYMMETRICALLY LOCATED
RELATIVE TO THE JOINT INTERFACE.
106.7.8. LUMBER SIZE, SPECIES AND GRADE FOR EACH MEMBER.
106.7.9. CONNECTION REQUIREMENTS FOR:
106.7.9.1. TRUSS TO GIRDER TRUSS.
106.7.9.2. TRUSS TO BEAM.
106.7.9.3. TRUSS PLY TO PLY.
106.7.9.4. FIELD SPLICES,
106.7.10. CALCULATED DEFLECTION RATIO OR MAXIMUM DEFLECTION FOR LIVE AND TOTAL LOAD, OR
APPLICABLE LOAD COMBINATION PRODUCING MAXIMUM DEFLECTION.
106.7.11. MAXIMUM AXIAL COMPRESSION FORCES IN THE TRUSS MEMBERS TO ENABLE THE BUILDING
DESIGNER TO DESIGN THE SIZE, CONNECTIONS AND ANCHORAGE OF THE PERMANENT CONTINUOUS
LATERAL BRACING. FORCES SHALL BE SHOWN ON THE TRUSS DESIGN DRAWING OR ON
SUPPLEMENTAL DOCUMENTS.
106.7.12. REQUIRED PERMANENT TRUSS MEMBER BRACING LOCATION.
106.8. FOR VAULTED OR CATHEDRAL CEILING APPLICATIONS WITH SCISSOR TRUSSES:
106.8.1. TOP AND BOTTOM CHORD SLOPES MUST MATCH ARCHITECTURAL SECTION.
106.8.2. SCISSOR TRUSSES MUST BE DESIGNED FOR AN ENHANCED DEFLECTION ASSET FORTH IN THE
SECTION 118 TO REDUCE THE POTENTIAL FOR CEILING CRACKS AND OUTWARD THRUST AT WALLS.
106.8.3. VERIFY HEEL HEIGHT TO ENSURE PROPER INSULATION AND VENTILATION CLEARANCE.
106.9. ROOF TRUSSES SUPPORTING MECHANICAL EQUIPMENT SHALL BE DESIGNED TO ACCOMMODATE ALL
CONCENTRATED, DEAD, AND VIBRATION LOADS IMPOSED BY HVAC UNITS OR OTHER EQUIPMENT
LOCATED WITHIN OR ABOVE THE TRUSS SYSTEM. IN THE AREA DESIGNATED AS THE MECHANICAL
EQUIPMENT ZONE PER PLAN PER ARCHITECTURAL OR STRUCTURAL DRAWINGS, THE TRUSS DESIGNER
SHALL ACCOUNT FOR AN ADDITIONAL LIVE LOAD EQUAL TO THE ATTIC LOAD WITH LIMITED STORAGE
APPLIED ALONG THE BOTTOM CHORD OF THE AFFECTED TRUSSES.
106.9.1. FOR MECHANICAL HVAC EQUIPMENT THAT IS TO BE SUSPENDED FROM THE TOP CHORD OF THE
TRUSS, THE TRUSS DESIGNER SHALL COORDINATE WITH THE BUILDER REGARDING THE WEIGHT OF
THE EQUIPMENT AND THE EXACT LOCATION OF ALL SUPPORT POINTS, TO ENSURE PROPER DESIGN
AND LOAD TRANSFER. REINFORCEMENT OR SUPPLEMENTAL MEMBERS SHALL BE PROVIDED AS
REQUIRED
106.9.2. NO MECHANICAL EQUIPMENT SHALL BE PLACED ON OR WITHIN ATTIC TRUSSES WITHOUT PRIOR
DESIGN APPROVAL.
107. WOOD SHRINKAGE
107.1. DUE TO CROSS -GRAIN SHRINKAGE IN WOOD FRAMING, THIS BUILDING IS EXPECTED TO EXPERIENCE
VERTICAL SETTLEMENT OF APPROXIMATELY 3/8 INCH PER STORY. ALL PLUMBING, MECHANICAL, AND
ELECTRICAL SYSTEMS SHALL BE DESIGNED WITH FLEXIBLE JOINTS, SLIP COUPLINGS, OR OTHER
APPROPRIATE MEANS TO ACCOMMODATE THIS ANTICIPATED MOVEMENT. INTERIOR AND EXTERIOR
SHEATHING, FINISHES, AND TRIM SHALL BE DETAILED AND INSTALLED TO PREVENT DAMAGE FROM
DIFFERENTIAL SETTLEMENT. SHRINKAGE IS EXPECTED TO OCCUR PRIMARILY IN THE DEPTH OF FLOOR
FRAMING AND PLATES, NOT IN THE LENGTH OF VERTICAL WALL STUDS.
108. WOOD STRUCTURAL PANELS
108.1. WOOD STRUCTURAL PANELS SHALL COMPLY WITH APPLICABLE APA PERFORMANCE STANDARDS:
108.1.1. PRP-108 FOR STRUCTURAL PLYWOOD, MANUFACTURED IN ACCORDANCE WITH U.S. DOC PS 1
108.1.2. PRP-210 FOR OSB AND OTHER NON -VENEER STRUCTURAL PANELS, MANUFACTURED IN ACCORDANCE
WITH U.S. DOC PS 2
108.2. ALL PANELS SHALL BEAR A VALID APA GRADE STAMP (OR EQUIVALENT THIRD -PARTY CERTIFIED AGENCY)
INDICATING PANEL TYPE, THICKNESS, SPAN RATING, EXPOSURE CLASSIFICATION, AND MILL
IDENTIFICATION.
108.3. PANELS SHALL BE RATED EXPOSURE 1 (FOR PROTECTED CONSTRUCTION) OR EXTERIOR (FOR FULLY
WEATHER -EXPOSED USE), AS APPROPRIATE TO PROJECT CONDITIONS. INTERIOR -ONLY PANELS ARE NOT
PERMITTED IN STRUCTURAL APPLICATIONS.
108.3.1. WHERE MARINE GRADE PLYWOOD IS SPECIFIED, IT SHALL COMPLY WITH U.S. DOC PS 1
REQUIREMENTS FOR MARINE GRADE CLASSIFICATION, BEARING AN APA STAMP DESIGNATING
"MARINE".
108.4. ALL PANELS SHALL BE INSTALLED WITH FACE GRAIN PERPENDICULAR TO SUPPORTS.
108.5. PANELS SHALL BE SPACED WITH 1/8" GAPS AT EDGES AND ENDS TO ALLOW FOR EXPANSION, UNLESS
OTHERWISE NOTED.
108.6. FASTENING SHALL COMPLY WITH IBC TABLE 2304.10.1 OR IRC TABLE R602.3(1), GENERAL FRAMING
NOTES, AND ANY APPLICABLE STRUCTURAL DETAILS OR SHEAR WALL SCHEDULES. NAILS SHALL BE
DRIVEN FLUSH AND SHALL NOT FRACTURE THE SURFACE OF SHEATHING.
108.7. FASTENERS IN CONTACT WITH TREATED WOOD SHEATHING OR USED IN EXTERIOR APPLICATIONS SHALL
BE HOT -DIP GALVANIZED ASTM A153 OR STAINLESS STEEL.
108.8. WHERE APPLICABLE, USE APA-APPROVED CONSTRUCTION ADHESIVES IN COMBINATION WITH
MECHANICAL FASTENERS FOR FLOOR SHEATHING SYSTEMS.
108.9. FIELD MODIFICATIONS, INCLUDING BUT NOT LIMITED TO CUTTING, NOTCHING, DRILLING, OR
PENETRATING OF WOOD STRUCTURAL PANELS, ARE NOT PERMITTED UNLESS EXPLICITLY SHOWN ON THE
APPROVED DRAWINGS OR AUTHORIZED BY PRIOR WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER
OF RECORD.
109. FIRE RETARDANT -TREATED (FRT) WOOD
109.1. WHERE FIRE -RETARDANT -TREATED (FRT) LUMBER OR PLYWOOD IS SPECIFIED OR REQUIRED BY CODE, IT
SHALL BE PRESSURE -IMPREGNATED WITH FIRE -RETARDANT CHEMICALS IN ACCORDANCE WITH AWPA C20
(LUMBER) OR C27 (PLYWOOD). FRT WOOD SHALL BE CLEARLY LABELED AND SHALL NOT BE USED
INTERCHANGEABLY WITH UNTREATED MEMBERS. ALL FASTENERS AND CONNECTORS IN CONTACT WITH
FRT WOOD SHALL COMPLY WITH THE REQUIREMENTS OF NOTES 110.3 AND 111.3 RESPECTIVELY.
110. MECHANICAL FASTENERS
T 110.1 FASTENERS SHALL CONFORM TO APPLICABLE STANDARDS. INSTALLATION SHALL FOLLOW NDS
REQUIREMENTS AS WELL AS FASTENER AND CONNECTOR MANUFACTURER'S REQUIREMENTS. FASTENERS
SHALL BE COMPATIBLE WITH ALL HARDWARE PER MANUFACTURER SPECIFICATIONS.
110.2. NAILING SHALL BE IN ACCORDANCE WITH IBC TABLE 2304.10.1, IRC TABLE R602.3(1), THE NATIONAL
DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS), OR AS SPECIFIED IN THE TYPICAL NAILING
SCHEDULE OF THE GENERAL FRAMING NOTES, UNO ON THE DRAWINGS OR SPECIFIC DETAILS.
110.3. STANDARD FASTENERS SHALL BE CARBON STEEL UNLESS OTHERWISE NOTED. FASTENER CORROSION
PROTECTION SHALL COMPLY WITH THE FOLLOWING REQUIREMENTS:
110.3.1. ALL MECHANICAL FASTENERS (NAILS, BOLTS, LAG SCREWS, NUTS, AND WASHERS) IN CONTACT
WITH PRESSURE -TREATED, FIRE -RETARDANT -TREATED (FRT), OR EXTERIOR -EXPOSED WOOD SHALL
BE HOT -DIP GALVANIZED, STAINLESS STEEL, OR MANUFACTURER APPROVED EQUIVALENT COATED
FASTENERS, IN ACCORDANCE WITH THE FOLLOWING APPLICABLE STANDARDS:
110.3.1.1. NAILS: ASTM A153 CLASS D
110.3.1.2. BOLTS, LAG SCREWS, NUTS, AND WASHERS: ASTM A153 CLASS C OR ASTM F2329.
110.3.1.3. STAINLESS STEEL: TYPE 304 OR 316.
110.3.1.3.1. USE TYPE 304 OR 316 STAINLESS STEEL OR HDG FASTENERS IN EXPOSED, COASTAL,
HIGH -MOISTURE, OR CHEMICALLY TREATED ENVIRONMENTS.
110.3.1.3.2. TYPE 316 STAINLESS STEEL IS REQUIRED WITHIN 300 FEET OF A SALTWATER
SHORELINE OR WHERE EXPOSURE TO SALT AIR OR SALTWATER IS ANTICIPATED.
110.3.2. ELECTROPLATED OR MECHANICALLY GALVANIZED FASTENERS ARE NOT PERMITTED FOR USE WITH
PRESERVATIVE -TREATED OR FIRE -RETARDANT -TREATED (FRT) WOOD UNLESS SPECIFICALLY
APPROVED IN WRITING BY THE EOR.
110.3.3. FASTENER FINISH AND CORROSION -RESISTANCE LEVEL SHALL BE COMPATIBLE WITH AND MATCHED
TO THE CONNECTOR OR HARDWARE IT IS USED WITH. REFERENCE NOTE 111.3 FOR ADDITIONAL
INFORMATION.
110.4. NAILS SHALL BE SMOOTH - COMMON, OR BOX NAILS AS SPECIFIED, AND MEET THE REQUIREMENTS OF
ASTM F1667. PNEUMATICALLY DRIVEN NAILS MUST MATCH REQUIRED DIAMETER AND PENETRATION.
NAILS USED FOR FRAMING AND SHEATHING CONNECTIONS SHALL HAVE A MINIMUM AVERAGE BENDING
YIELD STRENGTH AS SHOWN:
110.4.1. 8OKSI FOR SHANK DIAMETER OF 0.192 INCH
110.4.2. 9OKSI FOR SHANK DIAMETER LARGER THAN 0.142 INCH BUT NOT LARGER 0.177 INCH
110.4.3. 10OKSI FOR SHANK DIAMETERS OF 0.142 INCH OR LESS
110.5. SCREWS: MUST BE STRUCTURAL -RATED (E.G., RSS, SDS, SDWS, OR OTHERS AS SPECIFIED). SCREWS
NOT SPECIFICALLY RATED FOR STRUCTURAL USE ARE NOT PERMITTED FOR STRUCTURAL APPLICATIONS.
SCREWS SHALL NOTE BE USED IN LIEU OF NAILS UNLESS SPECIFICALLY CALLED OUT ON THE PLANS,
NOTES, DETAILS, OR AS REQUIRED BY THE MECHANICAL CONNECTOR MANUFACTURER.
110.6. BOLTS: SHALL MEET ASTM F3125 GRADE A325 OR A490 AND INCLUDE WASHERS UNDER ALL NUTS AND
HEADS BEARING AGAINST WOOD.
110.7. LAG SCREWS: SHALL BE PROPERLY PREDRILLED UNLESS SELF -DRILLING TYPES ARE USED AND SHALL
MEET CORROSION REQUIREMENTS AS ABOVE.
110.8. AVOID COMBINATIONS OF DISSIMILAR METALS THAT MAY CAUSE GALVANIC CORROSION. INCLUDING
ALUMINUM IN CONTACT WITH STEEL OR COPPER, OR MIXING OF STAINLESS STEEL AND GALVANIZED
COMPONENTS, WHERE DISSIMILAR METALS CANNOT BE AVOIDED, AN APPROVED ISOLATION BARRIER OR
COATING SHALL BE PROVIDED. SEE NOTES 110.3.3 AND 111.3.4 FOR SPECIFIC FASTENER AND
CONNECTOR COMPATIBILITY REQUIREMENTS.
110.9. FASTENERS SHALL BE INSTALLED TO FULL REQUIRED DEPTH AND SEATED SNUGLY WITHOUT
OVERDRIVING.
110.10. IMPROPERLY DRIVEN OR MISALIGNED FASTENERS SHALL BE REMOVED AND REPLACED.
110.11. MAINTAIN PROPER EDGE DISTANCES, END DISTANCES, AND SPACING AS SPECIFIED IN THE NDS AND
PROJECT DRAWINGS.
110.12. SUBSTITUTIONS, ALTERATIONS IN FASTENER TYPE, OR SPACING SHALL NOT BE MADE WITHOUT WRITTEN
APPROVAL FROM THE EOR.
111. MECHANICAL CONNECTORS
111.1. ALL CONNECTORS (E.G., JOIST HANGERS, STRAPS, POST BASES, HOLDOWNS, TIE PLATES, FRAMING
ANGLES) SHALL BE MANUFACTURED IN ACCORDANCE WITH APPLICABLE STANDARDS INCLUDING ICC-ES
AC13, AC233, OR OTHER RECOGNIZED ACCEPTANCE CRITERIA, AND INSTALLED PER BUILDING CODE AND
MANUFACTURER'S PUBLISHED INSTALLATION REQUIREMENTS.
111.2. CONNECTORS SHALL BE PRODUCTS OF RECOGNIZED STRUCTURAL HARDWARE MANUFACTURERS SUCH AS
SIMPSON STRONG -TIE, USP STRUCTURAL CONNECTORS, OR APPROVED EQUIVALENT. ALL SUBSTITUTIONS
MUST BE PRE -APPROVED IN WRITING BY THE EOR.
111.3. CONNECTORS IN CONTACT WITH PRESSURE -TREATED, FIRE -RETARDANT -TREATED (FRT), OR
EXTERIOR -EXPOSED WOOD SHALL BE:
111.3.1. HOT -DIP GALVANIZED PER ASTM A653 G185 OR ASTM A123 AS APPLICABLE
111.3.2. STAINLESS STEEL TYPE 304 OR 316, AS APPROPRIATE
111.3.3. ELECTRO-GALVANIZED (G60) OR PAINTED CONNECTORS ARE NOT ACCEPTABLE IN TREATED OR
EXTERIOR APPLICATIONS
111.3.4. CONNECTORS AND THEIR ASSOCIATED FASTENERS SHALL BE OF COMPATIBLE AND MATCHING
CORROSION -RESISTANCE LEVELS. STAINLESS STEEL CONNECTORS SHALL BE FASTENED WITH
STAINLESS STEEL FASTENERS, AND HOT -DIP GALVANIZED CONNECTORS SHALL BE FASTENED WITH
HOT -DIP GALVANIZED FASTENERS OF EQUIVALENT OR GREATER ZINC COATING WEIGHT. MIXING OF
DISSIMILAR METAL FINISHES BETWEEN CONNECTORS AND FASTENERS IS NOT PERMITTED.
111.4. USE ONLY MANUFACTURER -SPECIFIED FASTENERS (TYPE, SIZE, NUMBER, AND SPACING) WITH EACH
CONNECTOR. SIZE AND QUANTITY OF FASTENERS SHALL BE SELECTED TO ACHIEVE MAXIMUM SPECIFIED
LOAD FOR THE CONNECTOR.
111.5. SUBSTITUTION OF NAILS WITH SCREWS, OR VICE VERSA, OR SUBSTITUTION OF NAILS FOR SMALLER
SIZE OR DIAMETER IS NOT PERMITTED UNLESS APPROVED IN WRITING BY THE FOR OR NOTED IN THE
APPROVED DRAWINGS.
111.6. ALL CONNECTORS SHALL BE INSTALLED FLUSH WITH THE WOOD SURFACE AND FULLY FASTENED USING
THE SPECIFIED PATTERN AND NUMBER OF FASTENERS. OVERDRIVEN OR IMPROPERLY ALIGNED
CONNECTORS MUST BE REMOVED AND REPLACED.
111.7. FIELD WELDING, CUTTING, OR BENDING OF CONNECTORS IS NOT PERMITTED UNLESS SPECIFICALLY
DESIGNED FOR SUCH MODIFICATION.
111.8. WHERE CONNECTORS ATTACH TO CONCRETE OR MASONRY, USE ANCHORS (E.G., EXPANSION BOLTS,
EPDXY -SET ANCHORS, OR CONCRETE BOLTS) AS SPECIFIED ON DRAWINGS AND RATED FOR THE
INTENDED LOAD.
111.9. CONTRACTOR SHALL VERIFY THAT ALL INSTALLED CONNECTORS ARE OF THE CORRECT TYPE AND
ORIENTATION, AND THAT ALL FASTENERS ARE IN PLACE PRIOR TO CONCEALMENT OR COVERING.
112. POST -INSTALLED ANCHORS
112.1. POST -INSTALLED MECHANICAL ANCHORS (EXPANSION, SCREW -TYPE, OR UNDERCUT) SHALL BE ICC-ES
LISTED AND INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED INSTALLATION
INSTRUCTIONS AND THE APPLICABLE ICC-ES EVALUATION REPORT. ANCHORS SHALL NOT BE INSTALLED
IN CRACKED CONCRETE UNLESS SPECIFICALLY RATED AND ICC-ES LISTED FOR SUCH USE.
112.2. ANCHOR TYPE, SIZE, EMBEDMENT DEPTH, AND EDGE AND SPACING DISTANCES SHALL BE AS SHOWN ON
THE STRUCTURAL DRAWINGS AND SHALL COMPLY WITH ACI 318 AND THE MANUFACTURER'S PUBLISHED
REQUIREMENTS. SUBSTITUTIONS SHALL NOT BE MADE WITHOUT WRITTEN APPROVAL FROM THE EOR.
113. EPDXY ADHESIVES
113.1. EPDXY ADHESIVES SHALL BE TWO -COMPONENT, HIGH -STRENGTH, STRUCTURAL EPDXY BONDING AGENTS
SUITABLE FOR ANCHORING APPLICATIONS IN CRACKED AND UNCRACKED CONCRETE.
113.2. EPDXY ADHESIVE SHALL MEET OR EXCEED THE PERFORMANCE STANDARDS OF THE FOLLOWING
PRODUCT:
113.2.1. SIMPSON STRONG -TIE® SET-3G'" - HIGH -STRENGTH, TWO -COMPONENT EPDXY ADHESIVE
OR APPROVED EQUIVALENT.
113.2.2. MUST BE ICC-ES LISTED (E.G., ESR-4057 OR CURRENT ICC-ES LISTED EQUIVALENT), SUITABLE FOR
SEISMIC, WIND, AND SUSTAINED LOADS.
113.3. MIN INSTALLATION REQUIREMENTS SHALL BE AS FOLLOWS:
113.3.1. PRIOR TO EPDXY PLACEMENT, HOLES SHALL BE DRILLED AND CLEANED PER MANUFACTURER'S
INSTRUCTIONS.
113.3.2. EPDXY SHALL BE DISPENSED USING A STATIC MIXING NOZZLE PROVIDED BY THE MANUFACTURER.
113.3.3. ANCHOR ELEMENTS SHALL BE INSERTED WHILE ROTATING TO ENSURE COMPLETE WETTING AND TO
AVOID VOIDS.
113.3.4. ANCHORS SHALL REMAIN UNDISTURBED UNTIL THE ADHESIVE HAS FULLY CURED. REFER TO
MANUFACTURER'S CURE TIMES BASED ON AMBIENT AND SUBSTRATE TEMPERATURES.
113.4. QUALITY CONTROL
113.4.1. EPDXY INSTALLATION SHALL BE PERFORMED BY QUALIFIED PERSONNEL.
113.4.2. THE CONTRACTOR SHALL MAINTAIN RECORDS OF BATCH NUMBERS, INSTALLATION TEMPERATURES,
AND CURE TIMES.
113.4.3. FIELD PULL TESTING MAY BE REQUIRED AT THE DISCRETION OF THE EOR.
113.4.4. EPDXY ADHESIVES SHALL BE STORED AND HANDLED IN ACCORDANCE WITH NOTE 101.1 AND THE
MANUFACTURER'S PUBLISHED REQUIREMENTS. EPDXY SHALL BE STORED WITHIN THE TEMPERATURE
RANGE SPECIFIED BY THE MANUFACTURER. EXPOSURE TO EXTREME HEAT, COLD, OR DIRECT
SUNLIGHT SHALL BE AVOIDED.
113A.5. EPDXY ADHESIVES SHALL NOT BE USED BEYOND THE MANUFACTURER'S STATED SHELF LIFE OR
EXPIRATION DATE. EXPIRED MATERIAL SHALL BE REMOVED FROM THE JOBSITE AND PROPERLY
DISPOSED OF.
114. WALL COVERING
114.1. EXTERIOR WALL COVERING SHALL BE DESIGNED BY OTHERS TO PROVIDE A WEATHER -RESISTANT
ENVELOPE INCLUDING FLASHING AS REQUIRED. THE WALL ASSEMBLY SHALL INCORPORATE A
WATER -RESISTIVE BARRIER BEHIND THE EXTERIOR CLADDING AND A MEANS OF DRAINING WATER THAT
PENETRATES THE CLADDING TO THE EXTERIOR.
114.2. WOOD SIDING, PANEL SIDING, SHAKES, AND SHINGLES SHALL BE INSTALLED PER APPLICABLE CODE AND
MANUFACTURER REQUIREMENTS, WITH REQUIRED SHEATHING OR FURRING, PROPER NAILING,
WATER -RESISTIVE BARRIER, AND ALL JOINTS LOCATED OVER FRAMING AND LAPPED OR FLASHED,
114.3. PLASTER OR STUCCO: COMPLY WITH ASTM C926, C1063, AND APPLICABLE CODES. USE APPROVED
CEMENT TYPES. APPLY THREE -COAT OVER LATH, TWO -COAT OVER MASONRY/CONCRETE. STOP AT WEEP
SCREED FOR SLAB -ON -GRADE WOOD CONSTRUCTION.
114.4. ANCHORED VENEER (STONE/ MASONRY): INSTALL PER APPLICABLE CODE AND MANUFACTURER
REQUIREMENTS. MAX THICKNESS ALLOWED: 3 5/8", FOR THICKER VENEER CONTRACTOR SHALL NOTIFY
THE FOR IN WRITING PRIOR TO CONSTRUCTION COMMENCEMENT FOR VERIFICATION OF SUPPORT
REQUIREMENTS. PROVIDE MOVEMENT JOINTS AT TRANSITIONS BETWEEN MASONRY SUPPORTED BY THE
FRAMING AND THE FOUNDATION. USE CORROSION -RESISTANT TIES SPACED MAX 16" O.C. EACH WAY
AND WITHIN 12" OF LARGE OPENINGS. MORTAR: ASTM C270 TYPE N.
114.4.1. ADHERED MASONRY VENEER: COMPLY WITH APPLICABLE CODES AND TMS 402 602. MAINTAIN
REQUIRED CLEARANCE ABOVE GRADE/PAVING.
115. ROOF COVERINGS
115.1. ALL ROOFING MATERIALS AND ASSEMBLIES SHALL COMPLY WITH THE APPLICABLE BUILDING CODE,
MANUFACTURER'S INSTALLATION INSTRUCTIONS, APPLICABLE ASTM STANDARDS, AND APPROVED
EVALUATION REPORTS (ICC-ES, UL, ETC).
115.2. ROOF COVERING TYPE (E.G., ASPHALT SHINGLES, METAL PANELS, TILE, TPO MEMBRANE) SHALL MATCH
THE ARCHITECTURAL SPECIFICATIONS AND DETAILS, AND SHALL BE SUITABLE FOR THE INSTALLED
SLOPE, AND MINIMUM SLOPE REQUIREMENTS SHALL BE MET PER CODE AND PRODUCT MANUFACTURER:
115.2.1. ASPHALT SHINGLES: MIN. 2:12 WITH DOUBLE UNDERLAYMENT; MIN. 4:12 WITH SINGLE
UNDERLAYMENT
115.2.2. METAL PANELS: VARIES BY PROFILE AND SEAM TYPE
115.2.3. LOW -SLOPE SYSTEMS (E.G., TPO, EPDM): DESIGNED PER NRCA OR FM GUIDELINES
115.3. ALL MATERIALS SHALL BE CLASS A FIRE -RATED WHERE REQUIRED BY CODE OR PROJECT
SPECIFICATIONS.
115.4. ROOF ASSEMBLIES SHALL PROVIDE POSITIVE DRAINAGE. FLAT ROOFS SHALL MAINTAIN A MINIMUM
SLOPE OF 1/4" PER FOOT TOWARD DRAINS OR SCUPPERS UNLESS OTHERWISE DESIGNED AND DETAILED.
115.5. UNDERLAYMENT SHALL COMPLY WITH APPLICABLE STANDARDS (E.G., ASTM D226, D4869, D1970 FOR ICE
BARRIER).
115.6. PROVIDE ICE AND WATER SHIELD, FLASHING AS REQ'D PER CODE AND MANUFACTURER GUIDELINES.
115.7. FASTENERS SHALL BE CORROSION -RESISTANT AND COMPATIBLE WITH THE ROOF COVERING AND DECK
MATERIALS. FASTENING PATTERN AND TYPE SHALL FOLLOW MANUFACTURER WIND -RATED INSTALLATION
INSTRUCTIONS OR CODE -REQUIRED UPLIFT RESISTANCE VALUES PER ASCE 7 AND LOCAL WIND ZONE
REQUIREMENTS.
115.8. ALL ROOF PENETRATIONS (VENTS, FLUES, SKYLIGHTS, ETC.) SHALL BE PROPERLY FLASHED AND SEALED
PER CODE AND MANUFACTURER DETAILS. STEP FLASHING, HEAD FLASHING, AND CONTINUOUS FLASHING
AS SPECIFIED BY OTHERS SHALL BE INSTALLED AT ALL WALL -ROOF INTERSECTIONS.
115.9. ROOFING CONTRACTOR SHALL VERIFY SUBSTRATE CONDITION BEFORE INSTALLATION. DAMAGED OR
IMPROPERLY INSTALLED COVERINGS SHALL BE REMOVED AND REPLACED.
115.10. SOLAR PANELS SHALL ONLY BE INSTALLED IN ROOF AREAS SPECIFICALLY DESIGNATED ON THE ROOF
PLAN AS "SOLAR PANEL AREAS." INSTALLATION OF SOLAR PANELS OUTSIDE OF THESE DESIGNATED
AREAS IS NOT PERMITTED WITHOUT PRIOR REVIEW AND WRITTEN APPROVAL BY THE ENGINEER OF
RECORD (EOR).
116. DESIGN WEIGHTS OF ASSEMBLIES (DEAD LOADS)
116.1. THE CONTRACTOR SHALL REVIEW THE FOLLOWING DESIGN WEIGHTS OF ASSEMBLIES TABLE PRIOR TO THE
COMMENCEMENT OF CONSTRUCTION. IF ANY MATERIALS INTENDED FOR USE ON THE PROJECT EXCEED THE
SPECIFIED MAXIMUM WEIGHT CRITERIA, THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AND THE FOR IN
WRITING PRIOR TO CONSTRUCTION AND ALLOW ADEQUATE TIME FOR ANY NECESSARY DESIGN MODIFICATIONS:
116.2. EXT WALLS:
116.2.1. EXT WALL W/SIDING... 12PSF
116.2.2. EXT WALL W/STUCC0... 15PSF
116.2.3. EXT WALL W/BRICK OR STONE VENEER ... 48PSF (40PSF MAX VENEER WT, 3 5/8" MAX VENEER THK)
116.3. INT WALLS:
116.3.1. INT WALLS W/GYP... 8PSF
116.3.2. INT WALLS WITH PLASTER ON ONE SIDE ... 14PSF
116.3.3. INT WALLS WITH PLASTER ON TWO SIDES...20PSF
116.4. ROOF:
116.4.1. RAFTERS W/SHINGLE OR METAL COVERING ... 12PSF
116.4.2. RAFTERS W/TILE COVERING ... 2OPSF (12PSF MAX TILE WEIGHT)
116.4.3. TRUSSES W/SHINGLE OR METAL COVERING ... 15PSF TOP CHORD, 5 PSF BOT CHORD
116.4.4. TRUSSES W/TILE COVERING ... 23PSF TOP CHORD, 5 PSF BOT CHORD
116.4.5. RAFTERS OR TRUSSES WITH PLASTER CEILING DIRECTLY APPLIED TO THE BOTTOM SHALL BE DESIGNED
FOR ADDITIONAL 8PSF (APPLIED TO BOT CHORD FOR TRUSS ASSEMBLIES)
116.5. CEILING FRAMING
116.5.1. W/LIMITED STORAGE ... IOPSF
116.5.2. W/OUT STORAGE ... 5PSF
116.5.3, W/PLASTER FINISH ... 2OPSF
116.6. FLOOR FRAMING
116.6.1. W/HARDWOOD OR CARPET FINISHES ... 12PSF
116.6.2. W/THIN-SET CERAMIC TILE FINISHES ... 17PSF
116.6.3, W/STONE OR MARBLE TILE ON FULL MORTAR BED ... 41PSF
116.6.4. TRUSS FLOOR FRAMING SHALL HAVE ADDITIONAL 5PSF APPLIED TO THE BOTTOM CHORD.
116.6.5. FLOOR FRAMING W/PLASTER CEILING DIRECTLY APPLIED TO THE BOTTOM SHALL BE DESIGNED FOR
ADDITIONAL 8PSF (APPLIED TO BOT CHORD FOR TRUSS ASSEMBLIES).
116.6.6. W/LIGHTWEIGHT CONCRETE TOPPING ... ADDT 1OPSF DEAD LOAD PER INCH OF LWC THICKNESS APPLIED
TO THE TOP OF THE FLOOR ASSEMBLY.
116.6.7, W/NORMAL WEIGHT CONCRETE TOPPING ... ADDT 12.5PSF DEAD LOAD PER INCH OF NWC THICKNESS
APPLIED TO THE TOP OF THE FLOOR ASSEMBLY.
116.7. ENGINEERED PLANS PREPARED BY LONGITUDE 120 ENGINEERING AND DESIGN ARE GENERALLY
DESIGNED FOR SHINGLE OR METAL ROOF COVERINGS, INTERIOR GYPSUM BOARD FINISHES, AND
CERAMIC TILE, CARPET, OR WOOD FLOOR COVERINGS. PROJECTS INCORPORATING TILE ROOFING,
INTERIOR PLASTER FINISHES, AND/OR MARBLE OR STONE TILE ON FULL MORTAR BED WILL INCLUDE A
SPECIFIC NOTE ON THE PLANS INDICATING THAT THE FRAMING HAS BEEN DESIGNED TO MEET MORE
STRINGENT STRUCTURAL REQUIREMENTS ASSOCIATED WITH HEAVIER AND/OR MORE BRITTLE
MATERIALS. IF NO SUCH NOTE IS PROVIDED ON THE PLANS, THE CONTRACTOR SHALL NOTIFY FOR UPON
REVIEW OF THE PROJECT AND PRIOR THE COMMENCEMENT OF CONSTRUCTION TO ALLOW ADEQUATE
TIME FOR ANY NECESSARY DESIGN MODIFICATIONS.
117. LIVE LOADS
117.1. DESIGN LIVE LOADS SHALL CONFORM TO THE APPLICABLE BUILDING CODE AND ASCE 7 UNLESS
SPECIFICALLY NOTED ON THE STRUCTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS. THE
FOLLOWING DESIGN LIVE LOADS SHALL BE USED FOR THE STRUCTURE AS APPLICABLE. PRIOR TO
CONSTRUCTION, THE CONTRACTOR SHALL REVIEW THESE VALUES AND NOTIFY THE FOR IMMEDIATELY IF
THEY DO NOT CONFORM WITH THE INTENDED USE OF ANY SPACE.
117.1.1. ROOF ... 20PSF
117.1.2. CEILING WITH LIMITED STORAGE ... 20PSF (TYPICAL)
117.1.3. CEILING WITHOUT STORAGE ... 1OPSF (ONLY WHEN MEETS IRC NON STORAGE CRITERIA)
117.1.4. CEILING WITH STORAGE ACCESSIBLE BY FIXED STAIR OR FULL SIZE DOOR ... 3OPSF
117.1.5. FLOOR ... 4OPSF
117.1.6. GARAGE ... 4OPSF OR 3,OOOLBS OVER 4.5"X4.5" AREA (NON CONCURRENT)
117.1.7. BALCONY/DECK ... 4OPSF
117.1.8. RAILING ... 50PLF UNIFORM OR 200LBS (NON CONCURRENT). LOAD SHALL BE APPLIED IN THE DIRECTION
PRODUCING THE MAXIMUM EFFECT, TYPICALLY HORIZONTALLY.
118. DEFLECTION LIMITS
118.1. DEFLECTION LIMITS SHALL BE LIMITED TO THE MOST STRINGENT CRITERIA THAT IS APPLICABLE FOR THE
DESIGN. MAX DEFLECTION LIMITS BELOW ARE BASED ON TOTAL LOAD DEFLECTION UNLESS
INDIVIDUALLY SPECIFIED BASED ON LIVE LOAD (LL) OR TOTAL LOAD (TOTAL). TOTAL LOAD DEFLECTION
CRITERIA MUST ACCOUNT FOR ALL LOAD FOR THE PARTICULAR MEMBER INCLUDING BUT NOT LIMITED TO
LIVE LOAD, DEAD LOAD, ROOF LOAD, SNOW LOAD, WIND LOAD, SEISMIC LOAD, AND ETC:
118.1.1. ROOF:
118.1.1.1. RAFTERS W/SLOPES GREATER THAN 3:12 W/SHINGLE OR METAL COVERING... L/180
118.1.1.2. RAFTERS W/ SLOPES 3:12 OR LESS W/SHINGLE, METAL, OR TPO COVERING... L/240
118.1.1.3. RAFTERS W/TILE COVERING ... L/240
118.1.1.4. RAFTERS W/GYP CEILING DIRECTLY ATTACHED... L/240
118.1.1.5. RAFTERS W/PLASTER CEILING DIRECTLY ATTACHED ... L/360
118.1.1.6. ROOF TRUSSES...L/360 (LL) L/240 (TOTAL)
118.1.1.7. ROOF SCISSOR TRUSSES ... L/600
118.1.2. CEILING
118.1.2.1. CEILING JOISTS .... L/240
118.1.2.2. CEILING JOISTS W/PLASTER CEILING...L/360
118.1.3. FLOORS
118.1.3.1. FLOORS W/FLEXIBLE COVERING ... L/480 (LL), L/240 (TOTAL)
118.1.3.2. FLOORS W/THINSET CERAMIC TILE ... L/480 (LL), L/360 (TOTAL)
118.1.3.3. FLOORS SUPPORTING STONE OR MARBLE TILE ON FULL MORTAR BED.... L/720 OR 7/32" MAX
WHICHEVER IS MORE STRINGENT
118.1.4. FRAMING SUPPORTING MASONRY VENEER... L/600
118.1.5. HEADERS
118.1.5.1. HEADERS SHALL HAVE THE SAME DEFLECTION CRITERIA TO FLOORS SECTION ABOVE BASED ON
THE TYPE OF MATERIAL/APPLICABLE FINISHES IT SUPPORTS
118.1.5.2. TYP HEADER ... L/480 (LL), L/360 (TOTAL)
118.1.5.3. HEADERS AT SLIDING DOORS ... L/600
118.1.6. WALLS
118.1.6.1. EXT STUDS W/FLEXIBLE COVERINGS ... H/180
118.1.6.2. EXT STUDS W/EXT BRICK VENEER ... H/240
118.1.6.3. EXT STUDS W/STUCCO... H/360
118.1.6.4. EXT STUDS W/INT FACE COVERED W/PLASTER... H/360 NO MATTER EXTERIOR COVERING
118.1.6.5. INT STUDS W/GYP... H/180
118.1.6.6. INT STUDS W/PLASTER... H/360
118.2. REF NOTE 116.7 REGARDING TILE ROOFING, PLASTER FINISHES, AND STONE/MARBLE TILE
APPLICATIONS.
119. DIMENSIONS AND LENGTH
119.1. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS BEFORE STARTING WORK. ANY
DISCREPANCIES BETWEEN THESE STRUCTURAL DRAWINGS AND ANY OTHER DRAWINGS SHALL BE
REPORTED PER NOTE 100.2.
119.2. ALL DIMENSIONS SHOWN ON THIS PLAN ARE FOR REFERENCE ONLY. DIMENSIONS ARE DERIVED FROM
THE ARCHITECTURAL DRAWINGS, WHICH SHALL BE CONSIDERED THE GOVERNING SOURCE FOR ALL
MEASUREMENTS. WORKING DIMENSIONS OR MATERIAL TAKE OFF SHALL NOT BE SCALED FROM PLANS,
SECTIONS, OR DETAILS ON THESE DRAWINGS.
120. DELEGATED DESIGN
120.1. WHERE THE STRUCTURAL DRAWINGS INDICATE ELEMENTS ARE TO BE DESIGNED BY OTHERS OR
'DELEGATED DESIGN,' THE CONTRACTOR SHALL RETAIN A LICENSED ENGINEER TO PREPARE AND SEAL
DESIGN DOCUMENTS FOR THOSE ELEMENTS. DELEGATED DESIGN DOCUMENTS SHALL BE SUBMITTED TO
THE FOR FOR REVIEW PRIOR TO FABRICATION OR INSTALLATION. REVIEW BY THE FOR IS FOR GENERAL
CONFORMANCE WITH THE STRUCTURAL INTENT ONLY AND DOES NOT RELIEVE THE DELEGATED ENGINEER
OF RESPONSIBILITY FOR THEIR DESIGN.
120.2. WHERE THE DELEGATED DESIGN INCORPORATES LOADS SHOWN ON THE STRUCTURAL DRAWINGS,
THOSE LOADS SHALL BE CONSIDERED ASO (ALLOWABLE STRESS DESIGN) LEVEL.
121. SHOP DRAWINGS AND SUBMITTALS
121.1. REVIEW OF SUBMITTALS AND SHOP DRAWINGS IS FOR GENERAL CONFORMANCE WITH THE STRUCTURAL
DRAWINGS AND PROJECT SPECIFICATIONS, NOT FOR DIMENSION CONTROL. THE ENGINEER SHALL BE
ENTITLED TO RELY ON THE ACCURACY AND COMPLETENESS OF INFORMATION PROVIDED BY THE
CONTRACTOR, THE ARCHITECT, OR OTHER THIRD PARTY.
121.2. ALL DISCREPANCIES BETWEEN SHOP DRAWINGS AND STRUCTURAL PLANS SHALL BE REPORTED IN
WRITING TO THE FOR AT THE TIME OF SUBMITTAL.
121.3. AN ELECTRONICPY F H P DRAWINGS FOR THE FOLLOWING ELEMENT ARE REQUIRED T BE
3 CO O SHOP GS 0 S QU 0
SUBMITTED TO FOR FOR REVIEW AND APPROVAL PRIOR TO FABRICATION:
121.3.1. PRE -MANUFACTURED WOOD TRUSSES
L 121.3.2. -LAMINATED TIMBER ELEMENT 3 GU S
121.3.3. STRUCTURAL AND MISCELLANEOUS STEEL
121.3.4. CONCRETE DESIGN MIX
121.3.5. EPDXY ADHESIVES
121.3.6. HELICAL PILES
122. ALTERNATES
122.1. ALTERNATE ASSEMBLIES AND MATERIALS MAY BE SUBMITTED FOR REVIEW; HOWEVER, ACCEPTANCE IS
NOT GUARANTEED. THE ENGINEER RESERVES THE RIGHT TO REQUIRE COMPENSATION FOR TIME SPENT
REVIEWING SUCH ALTERNATES.
123. INSPECTIONS/OBSERVATIONS
123.1. INSPECTIONS SHALL BE IN CONFORMANCE WITH THE PROVISIONS OF IBC SECTION 110 OR IRC SECTION
R109.
123.2. INSPECTIONS ARE GENERALLY CONDUCTED BY QUALIFIED INSPECTORS REPRESENTING EITHER THE
ENGINEER OR A THIRD PARTY TO VERIFY THAT MATERIALS INSTALLATION IS IN SUBSTANTIAL
CONFORMANCE WITH THE STRUCTURAL PLANS AND SPECIFICATIONS, OR TO VERIFY ACTUAL FIELD
CONDITIONS AS THE BASIS FOR FIELD CHANGES OR REPAIRS. INSPECTIONS ARE REPRESENTATIVE OF
THE CONSTRUCTION AND ARE NOT MEANT TO ENSURE COMPLETE COMPLIANCE. A COPY OF INSPECTION
COMMENTS WILL GENERALLY BE PROVIDED TO THE CONTRACTOR REFLECTING DISCREPANCIES NOTED;
NO OTHER OBSERVATIONS ARE TO BE IMPLIED OR INFERRED. INSPECTIONS DO NOT RELIEVE THE
CONTRACTOR OF RESPONSIBILITY TO COMPLY WITH THE APPROVED PLANS OR CONTRACT DOCUMENTS.
123.3. REVISIONS, REPAIRS AND FIELD CHANGES ARE AUTHORIZED ONLY WHEN IN WRITING, SIGNED AND
SEALED BY A PROFESSIONAL ENGINEER WITH THIS OFFICE. WHEN SO ISSUED, THEY BECOME
INCORPORATED INTO THE PLANS AND CONTRACT DOCUMENTS.
124. SITE VISITS
124.1. SITE VISITS ARE TO OBSERVE GENERAL PROGRESS AND QUALITY OF CONSTRUCTION AND ARE NOT
INTENDED AS DETAILED INSPECTIONS, NOR DO THEY IMPLY EXHAUSTIVE REVIEW OF ALL WORK OR CODE
COMPLIANCE, THE ENGINEER MAKES NO WARRANTY OR GUARANTEE REGARDING THE CONDITION,
PERFORMANCE, OR CODE COMPLIANCE OF THE WORK OBSERVED.
125. SPECIAL INSPECTIONS
125.1. WHERE REQUIRED BY THE APPLICABLE BUILDING CODE, A STATEMENT OF SPECIAL INSPECTIONS SHALL
BE PREPARED IN ACCORDANCE WITH IBC SECTION 1705 AND SUBMITTED TO THE AUTHORITY HAVING
JURISDICTION (AHJ) PRIOR TO PERMIT ISSUANCE. SPECIAL INSPECTIONS ARE SEPARATE FROM AND IN
ADDITION TO THE GENERAL INSPECTIONS REFERENCED IN NOTE 123.
125.2. THE CONTRACTOR, OR OWNER, OR OWNER'S REPRESENTATIVE SHALL EMPLOY A SPECIAL INSPECTOR TO
PERFORM REQUIRED INSPECTIONS. THE SPECIAL INSPECTOR SHALL SUBMIT REPORTS TO THE EOR,
ARCHITECT, AND AHJ AS REQUIRED, WITH A FINAL REPORT SUBMITTED TO THE AHJ PRIOR TO ISSUANCE
OF A CERTIFICATE OF OCCUPANCY.
126. WATERPROOFING
126A. WATERPROOFING, MOISTURE PROOFING, FLASHING, SEALANTS, AND RELATED DETAILS ARE NOT
INCLUDED IN THE STRUCTURAL SCOPE AND SHALL BE DESIGNED BY OTHERS. THE CONTRACTOR SHALL
COORDINATE WITH APPLICABLE TRADES AND REPORT ANY CONFLICTS WITH THE STRUCTURAL DESIGN
TO THE FOR PRIOR TO CONSTRUCTION.
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PROJECT NUMBER
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GN301. GENERAL FRAMING NOTES, TYP
DETAILS, AND SCHEDULES
301. GENERAL
301.1. REFER TO GENERAL STRUCTURAL NOTES (SECTIONS 100 THROUGH 127) FOR ALL ADDITIONAL
REQUIREMENTS APPLICABLE TO MATERIALS, FASTENERS, CONNECTORS, INSPECTIONS, DELEGATED
DESIGN, SUBMITTALS, AND ALL OTHER WORK NOT SPECIFICALLY ADDRESSED IN THESE FRAMING NOTES.
IN CASES OF CONFLICT THE MORE STRINGENT REQUIREMENT SHALL GOVERN PER NOTE 100.4.
301.2. FRAMING SHALL CONFORM WITH THE APPLICABLE BUILDING CODE AND THE WOOD FRAME
CONSTRUCTION MANUAL (WFCM) PUBLISHED BY THE AMERICAN WOOD COUNCIL (AWC).
301.3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL
DRAWINGS PRIOR TO CONSTRUCTION. ANY DISCREPANCIES SHALL BE REPORTED IN WRITING TO THE
ARCHITECT AND THE FOR PRIOR TO CONSTRUCTION OF THE AFFECTED WORK. (SEE NOTE 100.2).
301.4. THE CONTRACTOR SHALL LOCATE ALL OPENINGS AND PENETRATIONS AND VERIFY NO CONFLICT WITH
STRUCTURAL FRAMING PRIOR TO CONSTRUCTION. MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS
ARE BY OTHERS. SEE SECTION 304 FOR FRAMING PENETRATION REQUIREMENTS.
301.5. FIREBLOCKING AND DRAFTSTOPPING REQUIREMENTS ARE BY OTHERS AND SHALL CONFORM WITH THE
APPLICABLE BUILDING CODE.
301.6. STANDARD NOTES DETAILS AND SCHEDULES ARE GUIDELINES FOR TYPICAL CONDITIONS. WHERE
SPECIFIC NOTES, DETAILS, OR SCHEDULES ARE SHOWN ON THE PLANS, THOSE SHALL GOVERN. (SEE
NOTE 100.4).
302. FASTENERS
302.1. ALL FASTENER REQUIREMENTS -- INCLUDING CORROSION PROTECTION FOR FASTENERS IN CONTACT
WITH PRESSURE -TREATED (PT) OR FIRE -RETARDANT -TREATED (FRT) WOOD, GALVANIZATION
STANDARDS, STAINLESS STEEL GRADES, AND PROHIBITED FASTENER TYPES -- SHALL BE PER NOTES
110.1 THROUGH 110.12 OF THE GENERAL STRUCTURAL NOTES.
302.2. NAILS SHALL BE COMMON OR SINKER NAILS UNLESS NOTED OTHERWISE, PNEUMATICALLY DRIVEN NAILS
SHALL MATCH THE REQUIRED LENGTH AND DIAMETER OF THE SPECIFIED NAIL AND SHALL MEET THE
REQUIREMENTS OF NOTE 110.4.
302.3. TYPICAL NAIL SIZE: 0.131"X2-1/2", 0.131"x3", 0.131"x3-1/2", 0.148"x3", 0.148"x3-1/4", 0.162"X3-1/2".
ADDITIONAL SIZES MAY BE REQUIRED PER SPECIFIC PLAN OR DETAIL CALLOUTS.
302.4. EDGE DISTANCES, END DISTANCES, AND FASTENER SPACING SHALL BE SUFFICIENT TO PREVENT
SPLITTING OF THE WOOD PER NDS REQUIREMENTS. TOE NAILS SHALL BE DRIVEN AT AN APPROXIMATE
300 ANGLE WITH THE MEMBER AND STARTED APPROXIMATELY 1/3 NAIL LENGTH FROM THE MEMBER END.
302.5. AT SHEATHING NAILING, IF MORE THAN 20% OF NAILS IN ANY PANEL ARE OVERDRIVEN BY MORE THAN
1/16% PROVIDE ONE ADDITIONAL NAIL FOR EVERY TWO OVERDRIVEN NAILS.
302.6. NAILS AT MECHANICAL CONNECTORS SHALL COMPLY WITH THE TYPE, SIZE, AND QUANTITY SPECIFIED BY
THE CONNECTOR MANUFACTURER TO ACHIEVE THE MAXIMUM SPECIFIED LOAD CAPACITY. ALL
CONNECTOR FASTENER REQUIREMENTS AND SUBSTITUTION RESTRICTIONS ARE PER NOTES 111.4 AND
111.5.
302.7. TYPICAL NAILING REQUIREMENTS SHALL BE AS SPECIFIED PER IBC TABLE 2304.10.1, IRC TABLE
R602.3(1) OR PER THE TYPICAL NAILING SCHEDULE BELOW, UNLESS NOTED OTHERWISE PER PLAN,
SHEAR WALL SCHEDULE (NOTE 409), OR SPECIFIC DETAILS.
302.8. TYPICAL NAILING SCHEDULE:
TYPICAL NAILING SCHEDULE (5)
BLOCKING BETWEEN RAFTERS TO TOP PLATE('')
TOE NAIL 3"XO.131" @ 6" O.C. (MIN 3) "I
I CEILING JOISTS TO TOP PLATE
TOE NAIL (3) 3"XO.131", PER JOIST
I CEILING JOISTS TO RAFTER OR LAPS OVER PARTITION
FACE NAIL (4) 3"XO.131"
I COLLAR TIE TO RAFTER
FACE NAIL (4) 3"XO.131"
ROOF I RAFTER OR ROOF TRUSS TO TOP PLATE AT BEARING WALL
TOE NAIL (4) 3"XO.131'. TWO PER SIDE, ADD'L HZJ')
AND
CEILING ROOF RAFTERS TO RIDGE, VALLEY OR HIP
TOE NAIL (4) 3"XO.131" OR
END NAIL (3) 3"X0.131'
TYPICAL: 2-1/2"X0.131" Ca) 6" O.C. EDGE, C& 12" O.C. FIELD
ROOF SHEATHING TO RAFTER OR TRUSS
WITHIN 4'-O" FROM EAVES, VALLEYS, HIPS AND RIDGES: 6" O.C. FIELD
TO GABLE END WALLS: 4" O.C.
ROOF BRACE TO TOP PLATE
TOE NAIL (4) 3"XC.131". TWO PER SIDE
BUILT-UP STUDS
FACE NAIL 3"X0.131" @ 6"O.C. STAGGERED
ABUTTING STUDS AT INTERSECTING WALL CORNERS
FACE NAIL 3"XO.131" @ 6"O.C.
BUILT-UP MULTIPLY HEADER HEADER, SAWN LUMBER 2X
FACE NAIL 3-1/2"X0.162" @ 12"O.C. ALONG EA EDGE, EA PLY OF
PIECES WITH MAX 1/2" SPACER
HEADER"'
I BUILT-UP MULTI -PLY HEADER, ENGINEERED LUMBER
REF ENGINEERED LUMBER NAILING DETAIL
I CONTINUOUS HEADER TO STUD
TOE NAIL (4) 2-1/2"X0.131"
I ADJACENT FULL -HEIGHT KING STUD TO END OF HEADER
END NAIL (6) 3"XO.131"
WALL I TOP PLATE TO TOP PLATE
FACE NAIL 3"XO.131" @ 12" O.C.
DOUPLE TOP PLATE LAP SPLICE
MINIMUM 24" LAP SPLICE LENGTH WITH MINIMUM (12) 3"X0.131" IN
LAPPED AREA
I TOP PLATES LAP AT CORNERS AND INTERSECTIONS
FACE NAIL (3) 3"X0.131"
I BOTTOM PLATE TO RIM, JOIST OR BLOCKING ('1(B)
FACE NAIL 3-1/2"10.131" @ 12" CI
TOP OR BOTTOM PLATE TO STUD (Bl
TOE NAIL (4) 3"X0.131" (B)
OR END NAIL (3) 3"10.131"(B)
WALL SHEATHING TO WALL STUDS
FACE NAIL 2 1/2"XO.131" @ 6" O.C. EDGE, @ 12" O.C. FIELD MAX (Sl(1)
JOISTS TO TOP OF PLATE OR TOP OF BEAM/GIRDER
TOE NAIL (3) 3"X0.131", OR FLANGE NAIL AT 1-JOISTS
I RIM JOIST, BAND JOIST OR BLOCKING TO PLATE BELOW
TOE NAIL 3"X0.131" @ 6" O.C. MAX (MIN 3) r596)
I RIM JOIST TO END OF FLOOR JOISTS
FACE NAIL (1) 3"XD.131" TOP AND BOT FLANGE
FLOOR SHEATHING (3/4" MAX THICKNESS) TO FLOOR
FACE NAIL 2 1/2"10.131" @ 6" O.C. EDGE, @ 12" O.C. FIELD (6)
FLOOR JOISTS OR BLOCKING
FLOOR SHEATHING (7/8" MIN - 1 1/4" MAX) TO FLOOR
FACE NAIL 3"XO.148" @ 6" O.C. EDGE, @ 12" O.C. FIELD 16)
JOISTS OR BLOCKING
I BRIDGING OR BLOCKING TO ADJACENT JOIST OR TRUSS
TOE NAIL (2) 3"XO.131" EA END
RIM TO JOIST
END NAIL (4) 3"XO.131"
BUILT-UP MULTI -PLY 2X BEAMS
FACE NAIL 3-1/2"10.162" @ 12"O.C. ALONG EA EDGE, EA PLY OF
HEADER"'
BUILT-UP MULTI -PLY ENGINEERED LUMBER BEAM
REF ENGINEERED LUMBER FASTENING NOTE 303.12.2
NOTES:
(1) ALL NAILS SHALL BE OF THE SIZE AND TYPE SPECIFIED.
(2) SUBSTITUTION WITH PNEUMATICALLY DRIVEN NAILS 15 PERMITTED, PROVIDED THEY MATCH THE SPECIFIED LENGTH AND DIAMETER,
AND MEET THE EQUIVALENT STRENGTH REQUIREMENTS OUTLINED IN THE FRAMING AND GENERAL NOTES.
(3) PROVIDE H2.5 TIE AT RAFTER OR TRUSS TO T/PLATE CONNECTION.
4 OFFSET NAILS MIN 3" AT EACH ADJACENT PLY.
(5) REFER TO SHEARWALL SCHEDULE FOR NAILING REQUIREMENTS AT SHEARWALLS.
(6) WHERE FLOOR FRAMING OCCURS OVER SHEARWALL, FLOOR SHEATHING TO RIM OR BLOCKING CONNECTIONS SHALL CONFORM TO THE
NAILING REQUIREMENTS SPECIFIED IN THE SHEARWALL SCHEDULE.
(7) 12" O.C. FIELD NAILING IS ACCEPTABLE FOR STUDS SPACED AT 16" O.C. OR LESS. WHEN STUDS ARE SPACED APART MORE THAN 16"
O.C. FIELD NAILING SHALL BE 6" O.C.
(8) ADDITIONAL NAILS REQUIRED AT EXTERIOR WALLS TALLER THAN 10'4". REFER TO EXT WALL STUD SCHEDULE (NOTE 309.10.1)
303. GENERAL FRAMING
303.1. ALL LUMBER, SHEATHING, AND SIDING LOCATED LESS THAN 6 INCHES FROM FINISHED GRADE, EXPOSED
TO WEATHER, OR IN DIRECT CONTACT WITH CONCRETE SHALL BE PRESERVATIVE -TREATED PER NOTE
103.5. FIELD CUTS, NOTCHES, AND DRILLED HOLES IN TREATED LUMBER SHALL BE TREATED IN THE
FIELD PER AWPA M4.
303.2. DIMENSIONAL LUMBER SHALL MEET THE REQUIREMENTS OF NOTE 103. SPECIES AND MINIMUM REQUIRED
GRADES FOR THIS PROJECT SHALL BE AS FOLLOWS:
303.2.1. SPECIES: SOUTHERN YELLOW PINE (SYP)
303.2.2. GRADE:
SAWN MEMBER MINIMUM GRADE
STUDS PER WALL STUD SCHEDULE,
#2 GRADE REQUIRED AT PORTAL FRAMES
PLATES (TOP AND SILL) #3 OR BETTER
FLOOR JOISTS #2 OR BETTER
RAFTERS, HIPS, VALLEYS, RIDGES #2 OR BETTER
ROOF BRACES, PURLINS, COLLAR TIES #2 OR BETTER
BEAMS, HEADERS (SAWN) #2 OR BETTER
POSTS, COLUMNS (SAWN) #2 OR BETTER
303.3. ENGINEERED WOOD PRODUCTS SHALL MEET THE MANUFACTURING, LABELING, INSTALLATION, STORAGE,
AND FIELD MODIFICATION REQUIREMENTS OF NOTES 104.1 THROUGH 104,9 (EWP) AND NOTES 105.1
THROUGH 105.7 (GLULAM). MINIMUM GRADES FOR THIS PROJECT SHALL BE AS FOLLOWS:
ENGINEERED WOOD PRODUCT MINIMUM GRADE/SPECIFICATION NOTES I
RIM BOARD 1-1/4" LSL 1.3E (TYPICAL) 1-1/2" LSL (1.5E) OR 1-3/4" LSL (1.55E) MAY BE
REQUIRED AT SHEARWALLS. REF SHEARWALL SCHEDULE
LVL HEADERS, BEAMS, JOISTS LVL 2,OE MIN I
LSL HEADERS, BEAMS, JOISTS LSL 1.55E MIN I
PSL HEADERS, BEAMS PSL 2.2E MIN
LSL STUDS LSL 1.3E (1-1/2" WIDE)
LSL 1.55E (1-3/4" WIDE)
PSL COLUMNS PSL 1.8E MIN
24F-V4 DF (SINGLE SPAN)
GLULAM 24F-V8 OF (MULTISPAN OR CANTILEVER)
303.4. SHEATHING PANEL GRADES AND THICKNESS - UNLESS OTHERWISE NOTED, PANELS SHALL BE AS
FOLLOWS:
APPLICATION
MINIMUM PERFORMANCE
MIN SPAN RATING
ADDITIONAL NOTES
CATEGORY
WALL SHEATHING
7/16"
24/16
EXPOSURE 1 I
ROOF SHEATHING - SHINGLE/METAL
7/16"
24/16
EXPOSURE 1
ROOF SHEATHING -TILE
15/32"
32/16
EXPOSURE 1
FLOOR SHEATHING
23/32"
48/24
EXPOSURE 1, T&G, GLUED AND NAILED I
DECK SHEATHING EXPOSED TO WEATHER
23/32"
48/24
EXTERIOR RATED, T&G, REF NOTE 108.3 1
303.5. FRAMING SHALL PROVIDE A CONTINUOUS LOAD PATH TO TRANSFER ALL VERTICAL AND LATERAL LOADS
FROM THE ROOF, WALL, CEILING, AND FLOOR SYSTEMS TO THE FOUNDATION.
303.6. WHERE JOISTS, TRUSSES, OR RAFTERS ARE SPACED MORE THAN 16" O.C. AND THE BEARING STUDS
BELOW ARE SPACED AT 24" O.C., SUCH MEMBERS SHALL BEAR WITHIN 5" OF THE STUDS BENEATH.
303.7. ALL BEAMS SHALL BE SUPPORTED AT EACH END BY BUNDLED STUDS (MINIMUM 2) OR A POST WHOSE
COMBINED WIDTH EQUALS OR EXCEEDS THE FULL WIDTH OF THE BEAM, UNO. EACH BEAM SUPPORT
SHALL HAVE A CONTINUOUS LOAD PATH TO THE FOUNDATION OR TO ADEQUATELY SIZED SUPPORTING
BEAMS OR HEADERS BELOW. FOR PROJECTS WITH FLOOR FRAMING (MULTI -STORY OR CRAWLSPACE),
VERTICAL SUPPORT SHALL BE CONTINUOUS THROUGH FLOOR FRAMING VIA VERTICAL CRUSH BLOCKING
(VCB). SEE NOTE 307.11.
303.8. BEAM FRAMING ELEVATION NOTATION PER PLAN
303.8.1. "DROPPED BEAM" or "DB": TOP OF BEAM EQUAL TO BOTTOM OF JOISTS.
303.8.2. "TOP FLUSH" or "TF": TOP OF BEAM EQUAL TO TOP OF JOISTS; BOTTOM VARIES.
303.8.3. "BOTTOM FLUSH" or "BF": BOTTOM OF BEAM EQUAL TO BOTTOM OF JOISTS; TOP VARIES.
303.9. FRAMING ELEVATION DEFAULTS (UNO PER PLAN):
FLOOR BEAMS - TOP FLUSH.
CEILING BEAMS - BOTTOM FLUSH.
PORCH / PATIO / BALCONY BEAMS - DROPPED.
ROOF BEAMS - TOP FLUSH.
303.10. BEAMS SHALL HAVE FULL BEARING OVER TOP PLATES. WHERE BEAMS ON OPPOSITE SIDES OF A WALL
ARE IN LINE, EACH SHALL HAVE 1/2 PLATE WIDTH FOR BEARING, UNO PER PLAN. AT PERIMETER WALLS,
BEAMS SHALL HAVE FULL BEARING LESS RIM BOARD WHERE APPLICABLE. UNDER NO CIRCUMSTANCES
SHALL RAFTERS, JOISTS, BEAMS, OR GIRDERS BEAR LESS THAN 1-1/2" AT ANY SUPPORT.
303.11. HORIZONTAL STRAPS INDICATED ON FRAMING PLANS SHALL BE CENTERED OVER THE TOP PLATE, BEAM,
OR BLOCKING, UNO. STRAP LENGTH PER PLAN.
303.12. MULTI -PLY BEAM AND HEADER FASTENING
303.12.1. ALL MULTI -PLY SAWN LUMBER 2x BEAMS SHALL BE FACE -NAILED TOGETHER PER THE TYPICAL
NAILING SCHEDULE (NOTE 302.8).
303.12.2. ALL MULTI -PLY ENGINEERED LUMBER BEAMS SHALL BE CONNECTED TOGETHER AS FOLLOWS:
FASTENERS SHALL BE STAGGERED
WHEN REQUIRED ON BOTH SIDES
EQ SPACING BETWEEN
ROWS OF FASTENERS
FASTENERS PER TABLE
LOAD MUST BE APPLIED EVENLY
ACROSS ENTIRE BEAM WIDTH. REF
DETAIL FOR POINT LOAD
CONNECTION AT MULTIPLY BEAMS
AT BEAM TO BEAM CONNECTION.
FASTENER INSTALLATION REQUIREMENTS FOR MULTIPLE PLY LVL BEAMS
FASTENERS
MAX UNIFORM LOAD
PLY # OF TOTAL ASSEMBLY SECTION
WIDTH PLIES WIDTH
FASTENER TYPE
# ROWS
MAX 0 C
LOCATION
APPLIED TO EITHER
(')
SIDE MEMBER PLF
SPACING
10D (3"X0.148")
3
1'-0"
ONE FACE
865
,_
1/2" DIA THROUGH BOLT(')
2
2-0"
-
780
2 3-1/2" 111����
160 SINKER (3 1/4" X 0.148')
2(2)
1'-0"
ONE FACE
575 / 865(')
SDS SCREW (3-1/2"X1/4")
2
T-0"
ONE FACE
870
SDW22 SCREW (3-3/8-XC.22")
2
2'-0"
ONE FACE
680
lOD (3"X0.148")
3
V-W
BOTH FACES
110
1/1" DIA THROUGH BOLT"')
2
V-4"
-
880
3 5-1/4" III��� ]I
16D SINKER (3 1/4" X 0.148")
2i2)
1'-0"
BOTH FACES
430 / 650(')
I=
SDS SCREW (3-1/2"Xl/4")
2
V-4"
BOTH FACES
980
1-3/4"
SDW22 SCREW (5"X0.2V)
2
1'-4"
ONE FACE
935
LVL �
112" DIA THROUGH BOLT{')
2
1'-4"
-
780
4 7" Hl'
SDS SCREW (3.1/2"X6")
2
l'-4"
BOTH FACES
1,020
�,
SDW22 SCREW (6-3/4"X0.22")
2
1,-4 ,
ONE FACE
830
1 1 1 1
----,
1/2" DIA THROUGH BOLT(1)
2
1'-0"-
820
5 8-3/4"
----I
SDWS22800 SCREW (8'XO.22')
2
1'-0"
BOTH FACES
400
(1) THROUGH BOLTS SHALL BE A307. PROVIDE STANDARD CUT WASHERS AND NUT.
BOLT HOLES TO BE 9/16" MAX.
(2) # OF ROWS SPECIFIED IS FOR BEAM DEPTHS OF 14" OR LESS. FOR BEAMS OVER 14" PROVIDE ADDITIONAL
ROW OF FASTENERS
(3) FOR APPLICATIONS WHERE APPLIED LOAD EXCEEDS MAX SPECIFIED LOAD, FASTENER SPACING CAN BE
REDUCED TO V-0"
AND INCREASED
PROPORTIONALLY
303.13. AT BEAM TO BEAM CONNECTIONS,
IN ADDITION TO
THE FASTENERS
REQUIRED
FOR THE HANGER
INSTALLATION, PROVIDE ADDITIONAL FASTENERS AS FOLLOWS:
4STENERS PER TABLE. BOTH SIDES OF BEAM
BEAMS PER PLAN
HANGER, AS REQUIRED
FASTENER INSTALLATION REQUIREMENTS AT CONCENTRATED LOADS FOR MULTIPLE PLY LVL BEAMS
FASTENERS MAX POINT LOAD
PLY # OF TOTAL ASSEMBLY SECTION APPLIED TO EITHER
PER FACE 13)
WIDTH PLIES WIDTH FASTENER TYPE # FASTENERS LOCATIOW) SIDE MEMBER (LBS)
_ IOD (3"X0.148") 12(1) ONE FACE 2,230
- I 16D SINKER (3 114" X 0.148") 12(1) ONE FACE 2,230
2 3 1/2" I SDS SCREW (3-1/2"X1/4") 4(2) ONE FACE 2,720
�Io SDW22 SCREW (3-3/8"XO.22") 4(2) ONE FACE 3,200
IOD (3"X0.148") 1211) BOTH FACES 1,675
3 5-1/4" I
16D SINKER 3 1/4" X 0.148" 12(') BOTH FACES 1,675
,]I I SDS SCREW (3-1/2"XI/4") 4(2) BOTH FACES 2,040
1-3/4" � ' SDW22 SCREW (5"X0.22") 4(2) ONE FACE 1,800
LVL
r`%% If SDS SCREW (3-1/2"X6") 4(2) BOTH FACES 2,225
4 7"
l�, SDW22 SCREW (6-3/4"X0.2211) 4(2) ONE FACE 1,600
� I I I 1
5 8 3/4" I I SDWS22800 SCREW (8"XO.22") 16 BOTH FACES 3,200
Il �
(1) # OF FASTENERS CANCREASEDI N BE IUP TO 24, MAX APPLIED POINT LOAD IS INCREASED PROPORTIONALLY TO THE ADDED FASTENERS.
(2) # OF FASTENERS CAN BE INCREASED UP TO 8, 14AX APPLIED POINT LOAD IS INCREASED PROPORTIONALLY TO THE ADDED FASTENERS.
(3) # OF FASTENERS SPECIFIED PER FACE SHALL BE EVENLY DISTRIBUTED ON BOTH SIDES OF THE HANGER. FOR EXAMPLE, IF 12
FASTENERS ARE REQUIRED, 6 SHALL BE INSTALLED ON THE LEFT SIDE AND 6 ON THE RIGHT SIDE OF THE HANGER.
(4) WHEN FASTENER PLACEMENT LOCATION IS INDICATED AS "BOTH FACES," THE TOTAL NUMBER OF FASTENERS SHALL BE DOUBLED FROM
THE QUANTITY SHOWN PER FACE
303.14. CONNECTORS AND HANGER SCHEDULES
303.14.1. ALL MECHANICAL CONNECTORS (JOIST HANGERS, STRAPS, POST BASES, HOLDOWNS, AND SIMILAR
HARDWARE) SHALL MEET ALL REQUIREMENTS OF NOTES 111.1 THROUGH 111.9, INCLUDING
CORROSION PROTECTION, MANUFACTURER APPROVAL, FASTENER COMPATIBILITY, AND INSTALLATION
REQUIREMENTS. CONNECTOR SUBSTITUTIONS REQUIRE PRIOR WRITTEN APPROVAL FROM THE FOR
PER NOTE 111.2
303.14.2. WHERE A HANGER IS INDICATED PER PLAN, HANGERS SHALL BE SELECTED FROM THE SCHEDULES
BELOW UNLESS NOTED OTHERWISE ON THE PLANS OR IN SPECIFIC DETAILS. TYPICAL HANGERS
SHALL BE REGULAR FACE -MOUNTED UNLESS OTHERWISE NOTED.
303.14.3. 2X SAWN LUMBER, 4X AND 6X TIMBER HANGER SCHEDULE:
LUMBER HANGER SCHEDULE I TIMBER HANGER SCHEDULE
REGULAR CONCEALED TOP FLANGE('' SLOPED I TIMBER REGULAR CONCEALED OP FLANGE;' SLOPED
L SIZER I SIZE I MODEL NO. I MODEL NO. ITMODEL N0. I MODEL NO.
MODEL NO . MODEL NO. MODEL NO. MODEL NO.
4X TIMBER
2X LUMBER I 4X6 LUS46 HUC46 WP46 -
2X6 LUS26 LUC26Z LB26 LRU26Z I 4X8 LUS48 HUC48 WP48 -
2X8 LUS28 LUC26Z LB28 LRU28Z I 4X10 LU5410 HUC410 BA410 LSSR410Z
2X10 LUS210 LUC210Z LB210AZ LRU21OZ I 4XI2 LUS410 HUC412 BA412 .
2X12 LUS210 LUC210Z L6212AZ LRU212Z I 6X TIMBER
2-PLY 2X LUMBER I 6X6 U66 HUC66 WP66 -
2-PLY 2X6 LUS26-2 HUC26-2 WP26-2 - I 6X8 U66 HUC68 WP68 .
2-PLY 2X8 LUS28-2 HUC28-2 WP28-2 - I 6X10 U610 HUC610 WP610 -
2-PLY 2X10 LUS210-2 HUC210-2 WP210-2 LSSR210-2Z I 6X12 HU612 HUC612 HWPH612 -
2-PLY 2X12 WS210-2 HUC212-2 WP212-2 - I NOTES:
3 PLY 2X LUMBER (1) FOR INSTALLATION OVER WOOD NAILER ON TOP OF CONCRETE
OR STEEL BEAMS FOLLOW MANUFACTURER REQUIREMENTS FOR
3-PLY 2X6 LUS26-3 HUC26-3 - QUANTITY AND LOCATION OF FASTENERS
3-PLY 2X8 LUS28-3 HUC26.3 - -
3-PLY 2X10 WS210.3 HUC210-3
3-PLY ZX12 W5210.3 HUC212.3
303.14.4. TJI JOIST AND ENGINEERED LUMBER HANGER SCHEDULE:
TJI JOISTS HANGER SCHEDULE ENGINEERED LUMBER HANGER SCHEDULE (LVL, LSL, PSL)
REGULAR TOP FLANGE^') SLOPED(2) REGULAR
JOIST BEAM DEPTH BEAM WIDTH`3j
SIZE MODEL NO.
MODEL N0. MODEL N0. MODEL N0.
1 3/4" MIU1.81/9
210 SERIES 3 112' HHUS410
9 1/4" OR 9 1/2"
91/2" IUS2.06/9.5 ITS2.06/9.5 LSSR2.IZ 51/4" HGUS5.50/10
11 7/8" IUS2.06/11.88 ITS2.06/11.88 LSSR2.1Z 7" HGUS7.25/10
14" IUS2.06/14 ITS2.06/14 LSSR2.1Z 1 3/4" MIU1.81/11
16" IUS2.06/16 ITS2.06/16 LSSR2.1Z 3 112" HHU5410
11 1/4" OR 11 7/8"
DOUBLE 9 1/2" MIU4.28/9 MIT4.28/9.5 LSU4.28 5 1/4" HGUS5.50/12
DOUBLE 11 7/8" MIU4.28/11 MIT4.28/11.88 LSU4.28 7" HGUS7.25/12
DOUBLE 14" MIU4.28/14 MIT4.28/14 LSU4.28 1 3/4" MIU1.81114
DOUBLE 16" MIU4.28/16 BA4.28/16 LSU4.28 3 112' HHUS410
230/360 SERIES 14" 5 1/4" HGUS5.50/14
91/2" IUS2.37/9.5 ITS2.37/9.5 LSSR2.37Z 7" HGUS7.25/14
11 7/8" IUS2.37/11.88 ITS2.37/11.88 LSSR2,37Z 1 3/4" MIU1.81/16
14" IUS2.37/14 ITS2.37/14 LSSR2.37Z 3 1/2" HGUS414
16" IUS2.37/16 ITS2.37/16 LSSR2.37Z 16" 5 1/4" HGUS5.50/14
DOUBLE 9 1/2" MIU4.75/9 MIT359.5-2 LSSR3510-2 7" HGUS7.25/14
DOUBLE 11 7/8" MIU4.75/11 MIT3511.88-2 LSSR3510-2 1 3/4" MIUI.81/18
DOUBLE 14" MIU4.75/14 MIT3514-2 LSSR3510-2 3 1/2" HGUS414
DOUBLE 16" MIU4.75/16 MIT4.75/16 LSSR3510-2 18" 5 1/4" HGUS5.50/14
560 SERIES 7" HGUS7.25/14
11 7/8" IUS3.56/11.88 ITS3.56/11.88 LSSR41OZ NOTES:
14" IU53.56/14 ITS3.56/14 LSSR41OZ (1) FOR INSTALLATION OVER WOOD NAILER ON TOP OF CONCRETE OR
STEEL BEAMS FOLLOW MANUFACTURER REQUIREMENTS FOR QUANTITY
16" IUS3.56/16 ITS3.56/16 LSSR41OZ AND LOCATION OF FASTENERS
DOUBLE 11 7/8" HU412-2 HB7.12/11.88 - (2) SLOPED HANGERS REQUIRE INSTALLATION OF 4" WEB STIFFENERS ON
BOTH SIDES OF THE JOIST AT HANGER. ATTACH W/ (4) 0.148" DIA NAILS
DOUBLE 14" HU414-2 HB7.12/14 - (3) AT BUILT-UP BEAMS HANGERS SHALL MATCH OVERALL WIDTH OF THE
DOUBLE 16" HU414-2 H67.12/16 BUILT UP BEAM ASSEMBLY:
2-PLY 1 3/4" = 3 112"
3-PLY 1 3/4" = 5 1/4"
4-PLY 1 3/4" = 7"
303.15. CEILING/ATTIC FRAMING
303.15.1. TYPICAL CEILING AND ATTIC FRAMING IS BASED ON STANDARD SPAN TABLES FOR DIMENSIONAL
LUMBER. THE CONTRACTOR SHALL VERIFY WHETHER ATTIC AREAS ARE DESIGNATED FOR LIMITED
STORAGE OR NO STORAGE (SEE NOTE 117.1.2 AND 117.1.3 FOR APPLICABLE LIVE LOADS), AND
SHALL CONFIRM THE LOCATION OF HVAC EQUIPMENT RELATIVE TO THESE AREAS. UNLESS
SPECIFICALLY NOTED OTHERWISE ON THE CEILING FRAMING PLAN, ALL ATTIC AREAS CAPABLE OF
ACCOMMODATING A BOX UP TO 42" IN HEIGHT AND 24" IN WIDTH SHALL BE CONSIDERED DESIGNED
FOR LIMITED STORAGE, IF HVAC UNITS ARE LOCATED IN SPACES DESIGNATED FOR NO STORAGE, THE
CONTRACTOR SHALL NOTIFY THE FOR FOR REVIEW PRIOR TO PROCEEDING. (SEE ALSO NOTES 106,9,
117.1.2, AND 117.1.3.)
303.15.2, PROVIDE ATTIC ACCESS OPENING MINIMUM 22"x30" FOR ATTIC AREAS WITH >_30" CLEAR HEIGHT
OVER ?30 SF. LOCATE IN AN ACCESSIBLE LOCATION AND MAINTAIN MINIMUM 30" CLEAR HEADROOM
ABOVE OPENING.
303.16. MAXIMUM ALLOWABLE LUMBER SPANS SHALL BE DETERMINED BASED ON THEIR DESIGNATED USE,
SUPPORTED MATERIAL AND APPLICABLE DEFLECTION LIMITS PER NOTES 116 THROUGH 118. SPAN LIMITS
SHALL BE AS FOLLOWS:
LUMBER SPAN TABLE (SYP #2)
SPACING (IN O.C.)
APPLICATION SIZE I`
12 I 16 I 19.2 I 24
CEILING NOT ATTACHED TO RAFTERS DL=10PSF, LL=20PSF, L/6=180
I 2X6 15'-7° 13'-6" 12'-3" 11'-0"
I 2X8 19'-8" 17-1" 15'-7" 13'-11"
RAFTERS WITH
2X10 23'-5" 20'-3" 18'-6" 16'-6" SHINGLE OR I 2X12 26-0" 23'-10" 21'-9" 19'-6"
METAL ROOF I CEILING ATTACHED TO RAFTERS DL=20PSF, LL=20PSF, L/A=240
COVERINGS
2X6 13'-6° 11'-8" 10'-8" 9'-6"
I 2X8 17-1" 14'-9" 13'-6" 12'-I"
I 2X10 20'-3" 17-6" 16-0" 14'-4"
2X12 23'-10" 20'-8" 18'-10" 16-10"
CEILING NOT ATTACHED TO RAFTERS DL=20PSF, LL=20PSF, L/A=180
I 2X6 13'-6' 11'-8" 10'-8" (') T-6• (1)
I 2X8 17'-I" 14'-9" IT-6" (') 12'-1" (')
I 2X10 20'-3" 17'-6" 16'-0" (') 14'-4" (')
RAFTERS WITH I 2X12 2T-10" 20'-8" 18'-10" (') 16-1O" "'
TILE ROOF
COVERINGS I CEILING ATTACHED TO RAFTERS DL=25PSF, LL=20PSF, L/A=240
I 2X6 11'-6" 10'-6" 9'-6" (') 8'-6" (1)
I 2X8 15'-4" IT-4" 12'-2" (1) 11'-0" (1)
I 2X10 18'-6" 16'-0" 14'-6" (1) IT-0" (')
2X12 21'-6" is,-10" 17-2" (') IT-4" (')
UNINHABITABLE ATTIC WITH LIMITED STORAGE DL=10PSF, LL=20PSF, L16=240
I 2X6 13'-1I' 12'-O" 11'-0" 9'-10"
I 2X8 1T-7" 15'-3" 13'-11" 12'-6"
I 2X10 20'-11" 16'-1" 16'-6" 14'-9"
2X12 24'-8" 21'-4" 19'-3" IT-5"
CEILING JOISTS I
UNINHABITABLE ATTIC WITHOUT STORAGE DL=5PSF, LL=IOPSF, L/6=240
I 2X6 18'-8" 16'-11- 15'-7" 13'-1"
I 2X8 24'-7" 21'-7" 19'-8" IT-7"
I 2X10 26-0" 25'-7" 23'-5" 20'-I1"
I 2X12 26-0" 2641 26'4- 24'-8"
NOTES:
(1) TYPICAL RAFTER SPACING FOR TILE ROOF IS LIMITED TO 16" O C. MAX
304. FRAMING PENETRATIONS
304.1. NOTCHING OF STUDS SHALL NOT OCCUR IN THE MIDDLE 1/3 OF THE STUD HEIGHT. MAXIMUM STUD
NOTCHING AND BORING SHALL BE AS FOLLOWS:
EXTERIOR OR EXTERIOR OR
BEARING WALL NON -BEARING WALL BEARING WALL NON -BEARING WALL / -
(25% WIDTH MAX) (40 /o WIDTH MAX) (40% WIDTH MAX) {60 /o WIDTH MAX)
P.
�1� 1 7/16" �� 2 1/8"I t . .
� 7/8 1 7/ 16 0� 6 y
In 4 ✓ O 'p, O
� ��
1/2" 1/2' 1/2" 1/2" J y
I � � �� „
"' 2 3/16 3 5/16
d
1 3/8" 2 3/16"
X �✓/ �f 1(�
N _ _ __�,__ --A---
304.2. MAXIMUM ALLOWED 2X SAWN LUMBER RAFTERS, JOISTS AND BEAMS NOTCHING AND DRILLING SHALL BE
AS FOLLOWS: x �_
- � W
D/ MAX o LD
om
2
U I4 11 4.
T\ /
I--\, 0 1� ux � A
RgE NIIII `� IN� �,
---Iv-- x z x
a NOTCHING NOT a
oU3 u / PERMITTED o L/3
L
' .
304.3. NOTCHING AND BORING OF ENGINEERED WOOD PRODUCTS IS PROHIBITED EXCEPT WHERE PERMITTED
BY THE MANUFACTURER'S INSTALLATION GUIDE OR WITH PRIOR WRITTEN AUTHORIZATION FROM THE
EOR. WEB HOLES IN PREFABRICATED I -JOISTS ARE PERMITTED ONLY WHERE SIZED, LOCATED, AND
REINFORCED PER THE MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS, (SEE NOTES 104.4
AND 104.4.1).
305. ROOF FRAMING
305.1. ROOF AND ATTIC VENTILATION SHALL BE AS REQ'D BY OTHERS. REF TO IRC R806.5 FOR UNVENTED
ATTIC AND ENCLOSED RAFTER ASSEMBLY REQUIREMENTS.
305.2. DIMENSIONS ON THE ROOF PLAN SHALL BE INTERPRETED AS FOLLOWS:
305.2.1. RAFTER, HIP, VALLEY, AND RIDGE LENGTHS (WHERE INDICATED) REPRESENT THE ACTUAL SLOPED
MEMBER LENGTHS, ROUNDED UP TO THE NEAREST FOOT.
305.2.2. ALL OTHER DIMENSIONS REPRESENT HORIZONTAL PROJECTION LENGTHS UNLESS NOTED
OTHERWISE.
305.2.3. RAFTER LENGTH FOR SPAN CHARTS SHALL BE MEASURED ALONG THE HORIZONTAL PROJECTION.
305.3. ROOF RAFTERS SHALL NOT BE SPACED FURTHER APART THAN 24" O.C.
305.4. TYPICAL RAFTER SIZE SHALL BE AS FOLLOWS:
305.4.1. ASPHALT SHINGLE OR METAL ROOF COVERING: 2X6@24"O.C.
305.4.2. TILE COVERING: 2X8 16 O.C.
305.4.3. THE ROOF FRAMING PLAN SHALL INDICATE THE ROOF COVERING MATERIAL FOR WHICH IT WAS
DESIGNED. SUBSTITUTION TO A HEAVIER ROOF COVERING MATERIAL IS NOT PERMITTED WITHOUT
PRIOR STRUCTURAL REVIEW AND WRITTEN APPROVAL FROM THE EOR. THE CONTRACTOR SHALL
REVIEW THE DESIGN ASSEMBLY WEIGHTS OF NOTE 116.4 PRIOR TO COMMENCING CONSTRUCTION
AND SHALL NOTIFY THE FOR IF ANY INTENDED MATERIAL EXCEEDS THOSE LIMITS. (SEE NOTE 116.7).
305.5. THE ENDS OF RAFTERS SHALL HAVE NOT LESS THAN 1-1/2" OF BEARING ON WOOD.
305.6. HIPS, VALLEYS, AND RIDGES SHALL BE 2-INCH NOMINAL THICKNESS MINIMUM AND SIZED TO PROVIDE
FULL END -CUT BEARING FOR SUPPORTED RAFTERS. MINIMUM SIZES SHALL BE AS FOLLOWS, UNO PER
PLAN:
.1. ROOF PITH 12 T 11 12 - ONE DIMENSIONAL IZE LAR ER THAN ADJACENT RAFTER .
305 6 00 C 3/ 0 1 0S GS
305.6.2. ROOF PITCH 11 12 TO 16 12 - TWO DIMENSIONAL SIZES LARGER.
305.6.3. ROOF PITCH GREATER THAN 16/12 - THREE DIMENSIONAL SIZES LARGER.
305.6.4. ROOF PITCHES 3/12 AND OR LESS - HIPS, VALLEYS, AND RIDGES SHALL BE DESIGNED AS BEAMS.
305.7. ROOF RAFTERS SHALL BE NAILED TO THE TOP PLATE PER THE TYPICAL NAILING SCHEDULE (NOTE 302.8)
AND SHALL BE CONNECTED TO THE TOP PLATE WITH AN H2.5 HURRICANE TIE AT EACH RAFTER, UNO.
WHERE A VARIABLE PITCH CONNECTOR (VPA2 OR EQUIVALENT) IS USED AT THE RAFTER SEAT FOR
OVERHANGS EXCEEDING 2'-0", THE H2.5 MAY BE OMITTED AT THAT LOCATION. HURRICANE TIE
REQUIREMENTS SHALL COMPLY WITH NOTE 111.
305.8. PROVIDE PURLINS SAME SIZE AS RAFTERS THEY ARE SUPPORTING AND BRACE AT NOT MORE THAN 4'-0"
O.C. TO WALL OR BEAM BELOW. PURLIN BRACE SLOPE SHALL NOT BE LESS THAN 450 FROM HORIZONTAL.
PURLIN LINE SHALL BE CONNECTED TO ROOF RAFTERS AS FOLLOWS:
ROOF RAFTERS (4) 3"X0.131" FACE NAILS TO RAFTER. WHERE FACE NAILS ARE
ROOF SHEATHING OMITTED PROVIDE H2.5 TIE @ 48" O.C. FROM RAFTER TO BRACE
PURLIN TIGHT AGAINST ROOF FRAMING. SIZE TO MATCH •
ROOF RAFTERS W/ (4) 3"X0.131" NAILS EA BRACE
STRONGBACK TIGHT AGAINST PURLIN
o MA BRACE PER ROOF BRACE
0.PC-SCHEDULE
305.9. ROOF BRACES SHALL HAVE FULL BEARING ON TOP PLATE AND SHALL BE LOCATED WITHIN 4" FROM A
STUD BELOW. CONNECT TO TOP PLATE PER TYPICAL NAILING SCHEDULE (NOTE 302.8).
305.9.1. WHERE MULTIPLE BRACES LAND AT THE SAME WALL LOCATION, PROVIDE A STUD UNDER EACH BRACE.
305.9.2. WHERE A SINGLE BRACE IS SHOWN AT RIDGE, VALLEY, OR HIP INTERSECTIONS, PROVIDE MINIMUM
1-1/2" BEARING FOR EACH SUPPORTED MEMBER - OR PROVIDE INDIVIDUAL BRACES WITHIN 12" OF
THE INTERSECTION.
305.9.3. BRACE FRAMING SHALL BE SIZED PER ROOF BRACE SCHEDULE BELOW ACCORDING TO THE BRACE
HEIGHT AT THE POINT OF SUPPORT
ROOF BRACE SCHEDULE
HEIGHT ASSEMBLY BRACE SECTION
LESS THAN 8 FT 2X4 BRACE W/ 2X4 STRONGBACK 0.148"X3" @ 6" O.C.
A I 8-1S FT 2X6 BRACE W/ 2X6 STRONGBACK
15-20 FT 2X8 BRACE W/ 2X8 STRONGBACK
TYPICAL ROOF � STRONGBACK
BRACE PER PLAN I 20-25 FT (2) 2X6 BRACE W/ 2X8 STRONGBACK BRACE
305.10. RAFTERS SHALL BE FRAMED NOT MORE THAN 1 1/2-INCHES OFFSET FROM EACH OTHER TO A RIDGE
BOARD, OR DIRECTLY OPPOSITE FROM EACH OTHER WITH A COLLAR TIE, OR RIDGE STRAP.
305.11. RIDGE STRAPS OR COLLAR TIES SHALL BE INSTALLED IN THE UPPER 1/3 HEIGHT OF THE RAFTER AND
SHALL NOT BE SPACED MORE THAN 4'-0" O.C.
305.11.1. COLLAR TIES SHALL BE NOT LESS THAN 1X4 NOMINAL AND INSTALLED AS FOLLOWS:
RIDGE PLATE OR BEAM
ROOF RAFTERS
COLLAR TIE @ 48" O.C. MAX IN THE UPPER
1/3 OF RAFTER LENGTH OR WITHIN TOP 4'-0"
WHICHEVER SMALLER
COLLAR TIE TO RAFTER CONNECTION PER
NAILING SCHEDULE
305.11.2. RIDGE STRAP SHALL BE NOT LESS THAN 1 1/4" X 20 GAUGE (CS20 BY SIMPSON STRONG TIE OR
BETTER) AND SHALL BE NAILED TO THE TOP EDGE OF EACH RAFTER WITH NOT FEWER THAN (3) 10D
COMMON (3"X0.148") NAILS WITH THE CLOSEST NAIL NOT CLOSER THAN 3" FROM THE END OF THE
RAFTER.
RIDGE BEAM
RIDGE STRAP
ROOF RAFTER
305.12. AT EXTERIOR WALLS, BIRDSMOUTH CUTS IN RAFTERS SHALL MAINTAIN:
305.12.1. MINIMUM 1 1/2" BEARING LENGTH OVER THE TOP PLATE
305.12.2. MINIMUM 3 1/2" RAFTER DEPTH AT THE SEAT FOR RAFTER OVERHANG
305.12.3. MINIMUM 5" HEEL HEIGHT AT EXTERIOR FACE OF WALL FRAMING
305.12.4. MAXIMUM NOTCH NOT MORE THAN 1/4 OF THE RAFTER DEPTH AT THE BEARING LOCATION
305.12.5. RAFTER OVERHANGS USING A BIRDSMOUTH CUT SHALL NOT EXCEED 2 -011 . FOR OVERHANGS
EXCEEDING 2'-0", PROVIDE A VARIABLE PITCH CONNECTOR (SIMPSON VPA2 OR EQUAL) AT THE
RAFTER SEAT. WHERE A VPA CONNECTOR IS USED, INSTALLATION OF AN H2.5 HURRICANE TIE MAY BE
OMITTED.
�'-0" MAX CANTILEVER CANTILEVER > 2'-0" (5'-0" MAX)
� NO RAFTER NOTCHES ALLOWE
z_y
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in = = O ✓
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f
RAFTER, TYP
VPA2 VARIABLE
RAFTER, TYP ��� PITCH CONNECTOR -�-
305.13. WHERE RAFTERS ARE OVERCUT BEYOND MINIMUM REQUIRED RAFTER DEPTH AT THE BIRDSMOUTH, EACH
RAFTER SHALL BE REPAIRED AS FOLLOWS:
305.13.1. AT VAULTED CEILING FRAMING:
Y Q
P /-\
A� . �
RAFTERS PER PLAN
- :
� • - 3/4" PLYWOOD EACH SIDE OF RAFTER, SNUG TO T/PLATE
M (3) ROWS OF 0.131"X3" NAILS @ 4" O.C. EA SIDE
305.13.2. AT FLAT CEILING FRAMING W/ LAPPED CEILING JOISTS OR BLOCKING:
RAFTERS PER PLAN
CEILING JOISTS PER PLAN
3/4" PLYWOOD ONE SIDE OF RAFTER. SIZE AND NAILING
SIMILAR TO VAULTED OPTION (ONE SIDE ONLY)
(3) ROWS OF 0.131"X3" NAILS @ 4" O.C. JOIST TO RAFTER
305.14. RAFTER SPLICES SHALL OCCUR DIRECTLY OVER SUPPORTS. PROVIDE A 4'-0" LONG SPLICE OF MATCHING
MEMBER SIZE, CENTERED OVER THE SPLICE, SECURED WITH A MINIMUM OF TWELVE (12) 3" X 0.148"
NAILS ON EACH SIDE OF THE SPLICE. ALTERNATIVELY LAP 24" OVER SUPPORT AND BE FACE NAILED W/
(12) 0.148" X 3" FACE NAILS.
305.15. HIP, VALLEY, AND RIDGE SPLICES SHALL OCCUR DIRECTLY OVER SUPPORTS AND BE SPLICED WITH (2)
4'4' LONG MATCHING MEMBERS CENTERED ON SPLICE, ONE EACH SIDE, FASTENED WITH (12) 0.148"X3"
NAILS EACH SIDE OF SPLICE, EA FACE, AS FOLLOWS:
FRAMING BUTTED UP
AGAINST EACH OTHER
HIP OR VALLEY BEING SPLICED (SIM AT RIDGE)
2-`J 4'-0" LONG SPLICE. NEAR SIDE AND FAR SIDE
(12) 0.148"X3" EA SIDE OF SPLICE
BRACE TIGHT AGAINST FRAMING
BRACE OR PURLIN, AS REQ'D. SIZE
PER ROOF BRACE SCHEDULE
305.16. RAFTERS SIZE 2X10 AND GREATER SHALL HAVE LATERAL BLOCKING AT BEARING POINTS AND @ 8'-0"
O.C. ALONG THE LENGTH TO PREVENT ROTATION.
305.17. GABLE END WALLS SHALL HAVE SLOPED DOUBLE 2X TOP PLATES AT THE TOP OF WALL MATCHING THE
SLOPE OF THE ROOF, CONSTRUCTED SIMILARLY TO STANDARD WALL FRAMING DOUBLE TOP PLATES.
GABLE ROOF OVERHANGS UP TO 9" BEYOND THE WALL MAY BE FRAMED USING EXTENDED ROOF
SHEATHING OVER LOOKOUT BLOCK. FOR OVERHANGS GREATER THAN 9", THE OVERHANG SHALL BE
SUPPORTED BY CANTILEVERED OUTRIGGER EXTENDING BACK INTO THE ROOF STRUCTURE. OVERHAN
GS
LONGER THAN 2'-0" ARE NOT COVERED BY THESE STANDARD NOTES AND SHALL BE SPECIALLY DETAILED:
ROOF SHEATHING CONTINUOUS F
2X OUTRIGGER @24" O.C.
OVER WALL TO END OF CANTILEVER SHALL MATCH RAFTER SIZET/PROOFjjj �T/ROOF
PEY R ARCH N PEE ARCH 1 A + N L
IVYVI '- " MAX
j
0'-9" 2 0 M
MAX CANTILEVER
J
ti
305.18. ATTIC WALL FRAMING SHALL MEET STUD SIZE AND SPACING REQUIREMENTS PER THE EXTERIOR WALL
STUD SCHEDULE (NOTE 309.9.1). A DOUBLE TOP PLATE SHALL BE PROVIDED AT THE TOP OF ATTIC
WALLS.
305.19. ROOF AREAS INDICATED AS "OVERFRAMED" SHALL HAVE CONTINUOUS SHEATHING AT THE OVERFRAMED
RAFTERS IN ADDITION TO ROOF SHEATHING ABOVE. AT RAFTER BEARING, A FLAT NAILER SHALL BE
PROVIDED EQUAL IN SIZE TO THE LENGTH OF THE SLOPE -CUT RAFTER END. MULTIPLE 2x FLAT NAILERS
ARE ACCEPTABLE. OVERFRAMING SHALL BE FRAMED AS FOLLOWS:
RIDGE BOARD, TYP RAFTER TO PLATE CONNECTION PER
ROOF SHEATHING, TYP TYPICAL NAILING SCHEDULE. H2.5A
000 �� NOT REQUIRED
- RAFTERS AT
OVERFRAMING PER PLAN (3) 0.131"X3" NAILS AT EVERY
RAFTER INTERSECTION
, . ,FLAT 2X NAILER PLATE WITH
COLLAR TIE, TYP EDGE RIPPED TO SLOPE OF
ROOF OVERFRAMING
PANEL EDGE NAILING
�- - _L ]_ _L
ROOF FRAMING PER PLAN
ROOF SHEATHING BELOW OVERFRAMING. PROVIDE VENTILATION HOLES AS REQUIRED BY
OTHERS. IF ROOF SHEATHING IS OMITTED, FULL HEIGHT BLOCKING SHALL BE PROVIDED
BETWEEN ROOF FRAMING @ 4'-0" O.C. THROUGHOUT THE UNSHEATHED AREA
305.20. ROOF SHEATHING SHALL BE PER NOTE 303.4. APPLY WITH THE LONG DIMENSION (STRENGTH AXIS)
ACROSS SUPPORTS, CONTINUOUS OVER TWO OR MORE SPANS. PANEL JOINTS IN THE SHORT DIRECTION
SHALL BE STAGGERED. NAILING PER NAILING SCHEDULE (NOTE 302.8), UNO. PROVIDE 1/8" GAP
BETWEEN PANELS FOR EXPANSION. (SEE NOTES 108.4-108.6).
HATCHED AREAS REPRESENT
AREAS THAT ARE WITHIN 4'-0"
FROM EVES, RIDGES, HIPS AND
VALLEY THAT REQUIRE TIGHTER
NAIL SPACING. REF 302.8
ADDITIONAL REQUIREMENTS
APPLY AT SHEATHING
ATTACHMENT AT GABLE END
FRAMING
305.21. PRE-ENGINEERED WOOD OPEN WEB ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS MANUFACTURER
PER NOTES 106.1 THROUGH 106.9. TRUSS DESIGN DRAWINGS SHALL BE SUBMITTED TO THE FOR FOR
REVIEW AND APPROVAL PRIOR TO FABRICATION PER NOTE 121.3.1.
306. CEILING FRAMING
306.1. MINIMUM CEILING JOISTS SHALL BE 2X6 @ 24" O.C., UNO PER PLAN.
306.2. THE ENDS OF CEILING JOISTS SHALL HAVE NOT LESS THAN 1-1/2" OF BEARING ON WOOD.
306.3. WHERE A HANGER IS INDICATED PER PLAN, IT SHALL BE SELECTED FROM THE APPLICABLE HANGER
SCHEDULE (NOTES 303.14.3 AND 303.14.4) UNLESS OTHERWISE SPECIFIED PER PLAN. ALL CONNECTOR
REQUIREMENTS ARE PER NOTES 111.1 THROUGH 111.9.
306.4. CEILING JOISTS 2x10 AND LARGER SHALL HAVE EITHER A lx4 CONTINUOUS WOOD STRIP NAILED
ACROSS THE TOP OF JOISTS OR SOLID BLOCKING INSTALLED AT 8'-0" O.C. MAXIMUM, AND SHALL HAVE
SOLID BLOCKING AT ALL BEARING LOCATIONS, TO PREVENT ROTATION.
306.5. ENDS OF CEILING JOISTS SHALL BE LAPPED NOT LESS THAN 3" OR BUTTED OVER BEARING PARTITIONS
OR BEAMS AND TOE -NAILED TO THE BEARING MEMBER.
306.6. AT EXTERIOR WALLS WHERE CEILING JOISTS REQUIRE A TAPERED END CUT TO ACCOMMODATE ROOF
SLOPE, THE TAPERED END SHALL MAINTAIN A MINIMUM 5" HEEL HEIGHT AND SHALL BE FRAMED AS
FOLLOWS: MAX DEPTH OF TAPER CUT, D/4,
MEASURED AT INSIDE FACE OF SUPPORT
CEILING JOIST, TYP
I .
D/4 /
C %
z - _ � DEPTH, D
T/ PL L Lu
w
PE� Ln _ _
-� JOIST DEPTH AT TAPER CUT
306.7. ALL EXTERIOR WALLS SHALL BE BRACED AT TOP BY ROOF, CEILING OR FLOOR FRAMING.
306.7.1. WHERE AT LEAST ONE SIDE OF THE WALL HAS CEILING OR FLOOR FRAMING PERPENDICULAR TO THE
TOP PLATE, SEE NAILING SCHEDULE (NOTE 302.8) FOR THE REQUIRED JOIST -TO -WALL CONNECTION.
306.7.2. WHERE FRAMING IS PARALLEL TO THE TOP PLATE, PERPENDICULAR BLOCKING SHALL BE PROVIDED AT
2'-0" O.C. MAXIMUM TO BRACE THE TOP OF WALL:
AT HIP ROOF:
RAFTERS PER PLAN BLOCKING TO MATCH CEILING JOIST SIZE
(3) 0.131"73" FACE NAILS CEILING JOISTS PER PLAN
BLOCKING TO RAFTERS _ (3) 0.131"X3" END NAILS
_ TYP CEILING JOIST TO TOP PLATE CONNECTION
v/� EAf , I I PER NAILING SCHEDULE
1►
0
AT LOW SLOPED ROOF, WHEN DISTANCE "D"
EXCEEDS JOIST SPACING, PROVIDE SECOND JOIST
AT BLOCKING ATTACHMENT
AT GABLE END:
'47 _iu.
GABLE END WALL STUDS
T/ PL 1 �
PE� R ARCH - - SIM TO ABOVE. BLOCKING SPACING TO
--t- MATCH GABLE END STUD SPACING
306.8. AT RAISED (TRAY OR BOX) CEILING LOCATIONS INDICATED ON ARCHITECTURAL PLANS, WHERE THE
RAISED CEILING FRAMING AND ROOF FRAMING OVERLAP, FRAMING SHALL BE AS FOLLOWS:
306.8.1. CEILING JOISTS:
RAFTERS PER PLAN 7-;7\ (6) 0.131" X 3" FACE
CEILING JOISTS PER PLAN
KNEE BRACE TO MATCH RAFTER
SIZE. CUT SNUG TO CEILING
JOISTS AND TOP PLATE
WALL BELOW
fNAILS JOIST TO RAFTER
(2) ROWS OF 0.131" X 3"
@ 4" O.C. FACE NAILS
\\RAFTER TO KNEE BRACE
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REVISIONS
0 DATE BY
PROJECT NAME
101 CROSS CREEK
GARAGE ADDITION
PROJECT ADDRESS
101 CROSS CREEK DR
GRAPEVINE, TX
PROJECT NUMBER
S26129
CHECKED BY - AP
SHEET DATE - 05/04/2026
SCALE
24X36 SHEET:1/2"=1'-0"
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PER ARCH r
G N 301. GENERAL FRAMING NOTES, TYP METAL SUPPORTS, OR LESS THAN 3" AT CONCRETE OR MASONRY SUPPORTS. FOR ADDITIONAL BEAM AND
JOIST BEARING, FRAMING NOTATION, LOAD PATH, CONNECTOR, AND MULTI -PLY BEAM REQUIREMENTS,
DETAILS AND SCHEDULES CONTINUED SEE NOTES 303.6 THROUGH 303.13.
307.4. FULL -DEPTH BLOCKING, RIM BOARD, OR A PERPENDICULAR BEAM SHALL BE PROVIDED AT ENDS OF
306.8.2. MULTI -PLY SAWN LUMBER 2X CEILING BEAM OVERLAP: FLOOR JOISTS AND AT POINTS OF VERTICAL SUPPORT FOR MULTI -SPAN JOISTS TO PREVENT ROTATION
RAFTERS PER PLAN. MIN (2) EA SIDE OF (6) 0.131" X 3" FACE NAILS AND MAINTAIN LATERAL STABILITY.
BEAM. NAIL RAFTERS TO EACH OTHER W/ FIRST RAFTER TO BEAM, BOTH 307.5. FULL -DEPTH BLOCKING PROVIDED AT INTERMEDIATE SPAN LOCATIONS SHALL MATCH THE DEPTH OF
0.131"X3" FACE NAILS @ 4" O.C. STAGGERED SIDES OF BEAM ADJACENT FLOOR FRAMING, BE INSTALLED PERPENDICULAR TO THE JOISTS, AND BE FASTENED TO EACH
ADJACENT JOIST WITH A MINIMUM OF 2 0.131„ X 3„ NAILS. BLOCKING SHALL BE INSTALLED AS
BEAM PER PLAN (2) ROWS OF 0.131" X 3" @ 4' ( )
O.C. FACE NAILS FIRST RAFTER FOLLOWS:
KNEE BRACE UNDER BEAM TO MATCH O. KNEE BRACE 307.5.1. 2X FLOOR FRAMING:
TO
RAFTER SIZE AND OVERALL BEAM WIDTH \ ' • / FLOOR FRAMING PER PLAN
STUDS BELOW TO MATCH OVERALL WIDTH ` FULL HEIGHT BLOCKING
OF BEAM -RAFTER ASSEMBLY ABOVE 4WL �
ISO
RAFTERS PER PLAN -- (6) 0.131" X 3" FACE NAILS
FIRST RAFTER TO BEAM, BOTH
BEAM PER PLAN SIDES OF BEAM
(2) ROWS OF 0.131" X 3" @ 3" O.C. FACE KNEE BRACE TO MATCH RAFTER
NAILS FIRST RAFTER TO KNEE BRACE �SIZE. CUT SNUG TO CEILING
JOISTS AND TOP PLATE
ELEVATION
306.9. AT RAISED (TRAY OR BOX) CEILING WITHIN INTERIOR SPACES, CEILING JOISTS AND BEAMS SHALL
CONTINUE TO T/WALL AND TRAY SHALL BE FRAMED AS FOLLOWS:
306.9.1. W/DOUBLE TOP PLATE AT WALLS W/ LOW CEILING ON THE OPPOSITE SIDE OF THE WALL:
CEILING JOISTS OR BEAM PER
\• PLAN. CONTINUOUS TO WALL
�- TOP PLATE AT CEILING JOISTS
CEILING JOISTS AT LOW CEILING
(3) 0.131 X3, FACE NAILS AT
L� �r KNEE BRACE TOP AND BOT
TOP PLATE AT T/ WALL.
306.9.2. W/ CONTINUOUS STUDS TO T/ TRAY CEILING:
CEILING JOISTS OR BEAM PER
\• -- PLAN. CONTINUOUS TO WALL
\ TOP PLATE AT CEILING JOISTS
\ _ (3) 0.131"X3" FACE NAILS TOP
2X6 NAILER AT WALL W 3
0,131" X 3" NAILS EA STUD
(3) 0.131"X3" TOE NAILS AT
KNEE BRACE TO NAILER
306.9.3. A DOUBLE TOP PLATE SHALL NOT BE PROVIDED AT AN INTERMEDIATE HEIGHT IN THE WALL UNLESS
THE PLATE IS BRACED BY A CEILING DIAPHRAGM ON AT LEAST ONE SIDE OF THE WALL. FRAMING FOR
A TRAY OR BOX CEILING SHALL NOT BE CONSIDERED AS BRACING FOR AN INTERMEDIATE TOP PLATE
UNLESS SPECIFICALLY DETAILED AS SUCH ON THE STRUCTURAL DRAWINGS.
306.10. WHERE A CEILING BEAM DEPTH IS AT LEAST 1.5x THE DEPTH OF ADJACENT CEILING JOISTS, OR
EXCEEDS 12" IN DEPTH, LATERAL BRACING SHALL BE PROVIDED AT THE TOP OF THE BEAM TO PREVENT
ROTATION. BRACES SHALL BE AT MAXIMUM 8'-0" O.C. ON OPPOSITE SIDES OF THE BEAM WHERE SPACE
PERMITS: (3) 3"X0.131" TOE NAILS
2X4 KNEE BRACE @ 8'-0" O.C. 2X STRONG BACK AT
AT PERPENDICULAR FRAMING 2 PARALLEL FRAMING
(3) 3"X0.131" FACE NAILS 1 I
PEYPL
T/
R ARCH
CEILING JOIST
HANGER, TYP
BEAM
306.11, AT INTERIOR WALLS WHERE CEILING HEIGHT IS NOT EQUAL ON BOTH SIDES OF THE WALL, A FRAMING
BRACE SHALL BE PROVIDED @ 48" O.C. AS FOLLOWS:
(4) 0.131" X 3" FACE NAILS
TOP AND BOT OF BRACE
2X4 KNEE BRACE @ 4'-0" O.C.
1
1�
j CRIPPLE STUDS SISTERED TO
LOW CEILING JOISTS TO MATCH
T/PL @ LOW CEILING ! SIZE OF WALL BELOW
PER ARCH
(4) 0.131" X 3" FACE NAILS
CEILING JOISTS PER PLAN AT OVERLAP
306.12. AT EXTERIOR WALLS WHERE THE TOP PLATE AT ROOF IS HIGHER THAN THE TOP PLATE FOR INTERIOR
CEILING HEIGHT, A KNEE BRACE SHALL BE PROVIDED AT MAXIMUM 4'4" O.C., SLOPED APPROXIMATELY
1:1 DOWN TO CEILING FRAMING:
306.12.1. AT PERPENDICULAR CEILING FRAMING:
ROOF FRAMING PER PLAN
(4) 0.131"X3" FACE NAILS AT KICKER TOP
2X4 KICKER @ 4'-0" O.C.
T/ PL
(4) 0.131"X3" TOE NAILS BOT, (2) EA SIDE PER
CONTINUOUS 2X6 NAILER WITH 2X6 STRONGBACK ;
0.131"X3" @ 6" O.C. NAILER TO STRONGBACK, TYP 6" MAX
T/ PL
PER
(2) 0.131"X3" FACE NAILS STRONGBACK TO EA JOIST
CEILING FRAMING PER PLAN
CRIPPLE STUDS SISTERED TO CEILING JOISTS
(4) 0.131"X3" FACE NAILS JOIST TO CRIPPLE STUD
306.12.2. AT PARALLEL CEILING FRAMING:
ROOF FRAMING PER PLAN
(4) 0.131"X3" FACE NAILS NAILER TO BLOCKING
2X4 KICKER @ 4' 0" O.C. T�
(4) 0.131"X3" FACE NAILS AT KICKER TOP AND BOT PERaR H
4'-0" 2X6 NAILER WITH 2X6 STRONGBACK TO MATCH KICKER SPACING
(2) 0.131"X3" EVERY CEILING JOIST
T/ PLC�
PERPERARCHC
CEILING FRAMING PER PLAN
BLOCKING
307. FLOOR FRAMING
307.1. FLOOR FRAMING SHALL BE CONTINUOUS BETWEEN POINTS OF VERTICAL SUPPORT AS INDICATED ON
PLAN. SPLICING IS NOT ALLOWED WHERE MEMBERS ARE NOT DIRECTLY SUPPORTED BELOW.
CANTILEVERED FRAMING SHALL NOT BE SPLICED. MEMBERS DESIGNATED "CONT," "CONTINUOUS,"
"2-SPAN," "3-SPAN," OR SIMILAR SHALL BE INSTALLED CONTINUOUS OVER MULTIPLE SUPPORTS
WITHOUT SPLICES.
307.2. FLOOR JOISTS SHALL HAVE FULL BEARING ON TOP PLATES. JOISTS FRAMING FROM OPPOSITE SIDES
OVER A BEARING SUPPORT SHALL LAP NOT LESS THAN 3" AND BE NAILED TO TOP PLATE PER TYPICAL
NAILING SCHEDULE (NOTE 302.8).
307.3. FLOOR BEAMS SHALL HAVE FULL BEARING ON TOP PLATES, WHERE BEAMS OCCUR IN LINE ON OPPOSITE
SIDES OF A WALL, EACH SHALL HAVE 1/2 PLATE WIDTH FOR BEARING, LINO PER PLAN. AT PERIMETER
WALLS, FLOOR FRAMING SHALL HAVE FULL BEARING EXCLUDING RIM BOARD WHERE APPLICABLE. UNDER
NO CIRCUMSTANCES SHALL FLOOR JOISTS, BEAMS, OR GIRDERS BEAR LESS THAN 1-1/2" AT WOOD OR
307.5.2. ENGINEERED WOOD I -JOISTS:
(2) FACE NAILS FROM JOISTS INTO BLOCKING
FLOOR FRAMING PER PLAN
FULL HEIGHT BLOCKING
2X4 NAILER EA SIDE W/(2) FACE NAILS FROM JOISTS WEB
INTO NAILER AND (2) FACE NAILS FROM BLOCKING WEB
INTO NAILER. (NAILER NOT REQUIRED AT BEARING WALL
BELOW)
307.6. FULL -DEPTH BLOCKING SHALL BE PROVIDED UNDER PERPENDICULAR LOAD -BEARING WALLS ABOVE AND
OVER LOAD -BEARING WALLS BELOW TO ENSURE PROPER LOAD TRANSFER AND LATERAL STABILITY.
REFER TO SHEAR WALL SCHEDULE (NOTE 409) FOR ADDITIONAL REQUIREMENTS AT SHEAR WALLS.
CONNECTION PER TYPICAL NAILING SCHEDULE
(OR PER SHEARWALL SCHEDULE IF SHEARWALL ABOVE)
FULL HEIGHT BLOCKING
FLOOR FRAMING��
PER ARCH PEER ARCH ,
CONNECTION PER TYPICAL FLOOR FRAMING
NAILING SCHEDULE (OR PER FULL HEIGHT BLOCKING
SHEARWALL SCHEDULE IF
SHEARWALL BELOW)
307.7. TYPICAL FLOOR FRAMING DETAILS (WALLS ABOVE NOT SHOWN FOR CLARITY):
307.7.1. PARALLEL FRAMING AT EXTERIOR WALL:
NAILING INTO RIM PER TYPICAL NAILING SCHEDULE
RIM TO BLKG SIM TO RIM TO END OF JOISTS PER TYP
NAILING SCHEDULE �T/ FLFR
FLOOR SHEATHING PERARCHY
RIM BOARD
FLOOR FRAMING PARALLEL TO WALL
BLOCKING @ 24" O.C.
BLOCKING TO JOIST ATTACHMENT
PER SECTION 72.2
BLOCKING TO TOP PLATE ATTACHMENT PER
TYPICAL NAILING SCHEDULE
TOE NAIL AT RIM PER TYPICAL NAILING SCHEDULE
307.7.2. PARALLEL FRAMING AT INTERIOR WALL (NON -BEARING, NON-SHEARWALL): T/ FLFR
PER ARCH
INTERIOR NON -LOAD BEARING WALLS SHALL BE-,,,"
BRACED AT TOP BY CEILING DIAPHRAGM VIA NAILER
ATTACHMENT TO THE TOP OF THE WALL
�< umo
307.7.3. PARALLEL FRAMING AT INTERIOR WALL (BEARING, AND/ OR SHEARWALL):
NAILING INTO FRAMING BELOW PER TYPICAL NAILING
SCHEDULE (OR SHEARWALL SCHEDULE AT SHEARWALLS)
(3) 0.131"X3" SHEATHING TO BLOCKING T/FLFR,�
FLOOR SHEATHING �r � PER AR CH
JOIST OR LSL/LVL (REF SHEARWALL SCHEDULE)
FLOOR FRAMING PARALLEL TO WALL
BLOCKING @ 24" O.C. rs'•
BLOCKING TO JOIST ATTACHMENT
PER SECTION 72.2
BLOCKING TO TOP PLATE ATTACHMENT PER
TYPICAL NAILING SCHEDULE
CONNECTION PER TYPICAL NAILING SCHEDULE
(OR SHEARWALL SCHEDULE AT SHEARWALLS)
307.7.4, PERPENDICULAR FRAMING AT INTERIOR AND EXTERIOR WALLS:
NAILING INTO BLOCKING PER
NAILING INTO RIM PER TYPICAL
TYPICAL NAILING SCHEDULE
NAILING SCHEDULE
FULL HEIGHT BLOCKING
FLOOR SHEATHING
RIM BOARD
FLOOR SHEATHING
1
T/ FLFR
FLOOR FRAMING
FLOOR FRAMING
PER ARCH
PERPENDICULAR TO WALL
PERPENDICULAR TO WALL
FLANGE NAIL AT ENGINEERED I -JOIST
FRAMING TO TOP PLATE
(OR TOE NAIL AT SOLID BLOCKING)
ATTACHMENT PER TYPICAL
PER TYPICAL NAILING SCHEDULE
NAILING SCHEDULE
FRAMING TO TOP PLATE ATTACHMENT
TOE NAIL AT RIM PER
PER TYPICAL NAILING SCHEDULE
TYPICAL NAILING SCHEDULE
INTERIOR EXTERIOR
307.8. FLOOR SHEATHING SHALL BE PER NOTE 303.4. APPLY WITH THE LONG DIMENSION (STRENGTH AXIS)
ACROSS SUPPORTS, CONTINUOUS OVER TWO OR MORE SPANS. PANEL JOINTS IN THE SHORT DIRECTION
SHALL BE STAGGERED, FLOOR SHEATHING SHALL BE GLUED AND NAILED. NAILING PER NAILING
SCHEDULE (NOTE 302.8), UNO PER SHEAR WALL SCHEDULE (NOTE 409). ADHESIVES SHALL MEET APA
SPECIFICATION AFG-01 OR ASTM D3498 AND BE APPLIED PER MANUFACTURER'S RECOMMENDATIONS.
(SEE NOTES 108.4-108.8).
307.9. WHERE A HANGER IS INDICATED PER PLAN, IT SHALL BE SELECTED FROM THE APPLICABLE HANGER
SCHEDULE (NOTES 303.14.3 AND 303.14.4) UNLESS OTHERWISE SPECIFIED PER PLAN.
307.10. PROVIDE WEB STIFFENERS AT ENGINEERED WOOD I -JOISTS WHERE INDICATED ON PLANS OR DETAILS,
INSTALLED PER MANUFACTURER REQUIREMENTS. WEB STIFFENER AT TJI JOISTS SHALL BE AS FOLLOWS:
GAP: 1/8" MIN, 2 3/4" MAX WEB STIFFENER SCHEDULE
TJI SERIES WEB STIFFENER NAILS
_ NAILS PER SCHEDULE. CLINCH AS REQ'D 210 3/4" X 2 5/16" (') (3) 0.131" X 21/2"
WEB STIFFENER PER SCHEDULE, BOTH SIDES 2301,111 7/8" X 2 5/16" (') (3) 0.131" X 2 1/2"
560 2X4 (`) (3) 0.162" X 3 1/2"
_ TIGHT FIT TO BOTTOM FLANGE NOTES:
�+ (1) P51 OR P52 SHEATHING, FACE GRAIN VERTICAL
(2) #3 GRADE OR BETTER
307.11. PROVIDE VERTICAL CRUSH BLOCKING (V.C.B.) WITHIN FLOOR FRAMING WHERE POSTS OR BUNDLED
STUDS ABOVE ALIGN WITH WALLS BELOW; BLOCKING SHALL MATCH OR EXCEED THE SIZE OF
SUPPORTED MEMBERS AND EXTEND FULL FLOOR DEPTH, SNUG TOP AND BOTTOM:
POST OR BUNDLED STUDS ABOVE
T/FLR FRAMING
VERTICAL CRUSH BLOCKING (VCB) PER ARCH
WIDTH OF BLOCKING MATCH OR EXCEED WIDTH OF POST OR BUNDLED
STUDS ABOVE ( r/ PL
j PER ARCH
POST OR BUNDLED STUDS BELOW
307.12. PRE-ENGINEERED WOOD OPEN WEB FLOOR TRUSSES SHALL BE DESIGNED BY THE TRUSS MANUFACTURER
PER NOTES 106.1 THROUGH 106.9. TRUSS DESIGN DRAWINGS SHALL BE SUBMITTED TO THE FOR FOR
REVIEW AND APPROVAL PRIOR TO FABRICATION PER NOTE 121.3.1.
308. DECKS
308.1. WOOD -FRAMED DECKS EXPOSED TO WEATHER SHALL BE CONSTRUCTED WITH DECAY -RESISTANT OR
PRESERVATIVE -TREATED FRAMING PER NOTE 103.5. ALL FASTENERS AND CONNECTORS SHALL MEET THE
CORROSION PROTECTION REQUIREMENTS OF NOTES 110.3 AND 111.3 FOR EXTERIOR AND TREATED
WOOD APPLICATIONS.
308.2. THE WEATHER BARRIER AT EXTERIOR WALLS SHALL BE CONTINUOUS THROUGH DECK FRAMING. PROVIDE
FLASHING AS REQUIRED. WATERPROOFING, FLASHING, AND SEALANTS ARE NOT INCLUDED IN THE
STRUCTURAL SCOPE AND SHALL BE DESIGNED BY OTHERS. (SEE NOTE 126.1.)
308.3. RIM BOARD AT DECK CONNECTION SHALL BE A MINIMUM 1 1/2" THICK, LINO.
308.4. FOR TYPICAL LOADING CONDITIONS (10 PSF DL, 40 PSF LL), DECK LEDGER SHALL BE CONNECTED TO RIM
BOARD PER THE DECK LEDGER CONNECTION SCHEDULE BELOW:
LEDGER CONNECTION OPTIONAL 1/2" 1" MAX RIGID
PER SCHEDULE GAP W/STACKED FOAM BOARD
WASHERS
FASTENERS SHALL BE
VERTICALLY OFFSET
BETWEEN ROWS
DECK LEDGER CONNECTION SCHEDULE FOR IOPSF DL, 40 PSF LL...
MAX DECK JOISTS SPAN MIN VERTICAL PER FASTENER
641. ` JJ l DISTANCEALLOWABLE
FASTENER TYPE FROM
MAXIMO.C.ISPACINIG OF FASTENERS TOP M LEDGER
BETWEEN SHEAR LOAD
UM
ANDBOT"") ROWS (LBS)
SDWS224000DB 14" 8" 6" 5" 6" 4" 265
SDWS2740055 13" 8" 6" 4" 6" 4" 235
SDWH1940ODB 13" 8" 5" 4" 6" 4" 225
SDWH2740OG 22" 13" 10" 7" 6" 4" 280
SDWH2740OSS 19" 11" 8" 6" 3" 11/2' 235
SDWH19400SS 14" 11" 6" 5" 3" 11/2
' 177
SDS25312 13" 8" 5" 4" 4" 3" 165
MAXIMUM O.C. SPACING OF FASTENERS TOP
AND BOT WITH 112" GAP (2)(3}
SDWH1940ODB 13" I 8" I 5" I 4" 6" 4" 245
MAXIMUM O.C. SPACING OF FASTENERS TOP
AND BOT WITH 1" RIGID FOAM BOARD (2'(3)
SDWH274DOG 12" I 7" I 5" I 4" 6" 4"
I) NOT APPLICABLE FOR DECKS W/ CONC TOPPING OR HEAVY TILE SYSTEMS.
2) AT LEDGERS 10" TO 16" TALL ADD ANOTHER ROW OF FASTENERS IN THE MIDDLE OF LEDGER.
3) AT LEDGERS 16" TO 22" TALL ADD TWO ROWS OF FASTENERS IN THE MIDDLE SPACED AT 6" MAX O.C. VERTICALLY.
309, WALL FRAMING
309.1. STUDS SHALL BE CONTINUOUS BETWEEN THE SILL (SOLE, BOTTOM) PLATE AND THE TOP PLATE TO
RESIST LOADS PERPENDICULAR TO THE WALL. CONNECTIONS PER NAILING SCHEDULE (NOTE 302.8).
SUPPORTS SHALL BE FOUNDATION, FLOOR, CEILING, OR ROOF DIAPHRAGM, EXCEPTION: JACK AND
CRIPPLE STUDS AT OPENINGS.
309.2. STUDS SHALL BE INSTALLED WITH THE WIDE FACE PERPENDICULAR TO THE WALL LINE, WITH
SHEATHING AND DRYWALL ATTACHED TO THE NARROW FACE.
309.3. STUD WALLS SHALL BE CAPPED WITH A DOUBLE TOP PLATE HAVING A WIDTH AT LEAST EQUAL TO THE
STUD WIDTH, PROVIDING OVERLAPPING AT CORNERS AND INTERSECTIONS WITH BEARING PARTITIONS.
END JOINTS IN A CONTINUOUS TOP PLATE SHALL BE OFFSET AT LEAST 2'-0", LINO. TOP PLATE
CONTINUITY, SPLICING, AND CONNECTION REQUIREMENTS SHALL BE AS FOLLOWS:
309.3.1. TYPICAL LAP SPLICE: LAP SPLICE (MIN 2'-
PIQ")
T/ PLIRCH
T/PL TO T/PL NAILING PER
TYPICAL NAILING SCHEDULE
PLATE JOINT
NAILING AT T/PL SPLICE PER
TYPICAL NAILING SCHEDULE a I
PLATE JOINT
309.3.2. TYPICAL CORNER JOINT:
PERPENDICULAR WALL FRAMING LAPPED AND
ATTACHED PER TYPICAL NAILING SCHEDULE
ONE TOP PLATE SHALL BE CONTINUOUS
THROUGH JOINT
WALL FRAMING PER PLAN
309.3.3. WHERE A CONTINUOUS EXTERIOR WALL OR INTERIOR SHEAR WALL TRANSITIONS TO A DIFFERENT
WALL THICKNESS AND A STANDARD TOP PLATE LAP SPLICE CANNOT BE ACHIEVED, PROVIDE A
CS16XT-0" STRAP CENTERED OVER THE SPLICE AND FASTENED WITH (22) 0.131"X2 1/2" NAILS EACH
SIDE OF SPLICE.
PERPENDICULAR WALL FRAMING LAPPED AND
ATTACHED PER TYPICAL NAILING SCHEDULE
WALL FRAMING PER PLAN
BOTH TOP PLATES ARE TERMINATED AT WALL
THICKNESS TRANSITION
CS16 X T-0" CENTERED ON SPLICE
309.3.4. TOP PLATES MAYBE OMITTED OVER A HEADER OR BEAM WHERE THE HEADER OR BEAM IS
CONNECTED TO THE ADJACENT TOP PLATES ON EACH SIDE WITH A CS16 x 3'-0" STRAP CENTERED AT
THE JOINT AND FASTENED WITH (22) 0.131"X2 1/2" NAILS EACH SIDE OF JOINT, UNO:
--WALL FRAMING PER PLAN
-CS16 X T-0" CENTERED ON SPLICE
ABEAM OR HEADER PER PLAN
309.3.5. A SINGLE TOP PLATE IS PERMITTED OVER A HEADER PROVIDED THAT:
309.3.5.1. THE TOP PLATE LAPS THE HEADER BY THE MINIMUM REQUIRED LAP DISTANCE AND IS NAILED TO
THE HEADER PER THE TYPICAL NAILING SCHEDULE TOP PLATE LAP SPLICE.
309.3.5.2. THE TOP PLATE CONTINUING PAST THE HEADER SHALL LAP AND CONNECT TO THE ADJACENT
DOUBLE TOP PLATE BY THE MINIMUM REQUIRED LAP DISTANCE AND NAILING PER THE TYPICAL
NAILING SCHEDULE TOP PLATE LAP SPLICE.
i-� CONTINUOUS TOP PLATE WITH LAP DISTANCE AND
CONNECTION TO ADJACENT TOP PLATE AS REQUIRED
FOR LAP SPLICE
WALL FRAMING PER PLAN
SINGLE TOP PLATE CONTINUOUS OVER THE BEAM
AT TOP PLATE SPLICES OVER BEAMS, PROVIDE A
MINIMUM T-0" LAP LENGTH EACH SIDE OF SPLICE
AND FASTEN WITH (12) 0.131"X3" SHALL PER SIDE
BEAM OR HEADER PER PLAN
309.3.6. WHERE PIPING OR DUCTWORK REQUIRES DRILLING OR NOTCHING OF THE TOP PLATE BY MORE THAN
50%, PROVIDE A GALVANIZED METAL TIE 16 GAx 1-1/2' WIDE FASTENED ACROSS THE NOTCH WITH
MINIMUM (10) 0.148"x3-1/4" NAILS EACH SIDE (MSTC28 OR (2) CS16x2'-6" MINIMUM). MINIMUM
1-1/2" WIDTH OF TOP PLATE SHALL REMAIN AT NOTCH:
"
PENETRATION REQUIRING MORE THAN 50 PERCENT
NOTCH IN TOP PLATES
TOP PLATES
WALL FRAMING PER PLAN
MSTC28 CENTERED ON SPLICE
(ALT (2) CS16 X 2'4")
309.4. WOOD STUDS SHALL HAVE FULL BEARING ON A NOMINAL 2X SILL PLATE (OR 3X WHERE REQUIRED BY
SHEAR WALL SCHEDULE (NOTE 409)) HAVING A WIDTH NOT LESS THAN THE STUD WIDTH, UNLESS
NOTED OTHERWISE.
309.4.1. DOUBLE SILL PLATE IS REQUIRED AT PORTAL FRAMES. REF NOTE 412.
309.5. SILL PLATES SHALL BE ATTACHED TO WOOD FRAMING BELOW PER NAILING SCHEDULE (NOTE 302.8). SEE
SHEAR WALL SCHEDULE (NOTE 409) FOR NAILING REQUIREMENTS AT SHEAR WALL LOCATIONS.
309.6. SILL PLATES SHALL BE ANCHORED TO CONCRETE PER THE SILL PLATE ANCHOR SCHEDULE BELOW, UNO.
SEE SHEAR WALL SCHEDULE (NOTE 409) FOR ANCHOR REQUIREMENTS AT SHEAR WALL LOCATIONS:
309.6.1. FOR EXTERIOR WALLS 10'-0" IN HEIGHT OR LESS, AND FOR ALL INTERIOR WALLS;
SILL PLATE ANCHOR SCHEDULE ('X3Xs)
MAXIMUM O.C. SPACING OF FASTENERS MINIMUM EDGE
FASTENER TYPE MIN CONC THICKNESS DISTANCE
EXTERIOR WALLS INTERIOR WALLS
1/2' 0 CAST IN PLACE A.B (2) 6'-0" 6-0" 1'-0" 2"
PDPAWL-287MG 11-10" 4'-0" 4" 2"
1/2"X6" TITEN HD (4) 6 4' 6-0" 8" 2"
MASH 6'-0" 8" -
1) AT NON SHEARWALLS. FOR SHEARWALL ANCHORAGE REFER TO SHEARWALL SCHEDULE.
2) 1/2" 0 ANCHOR BOLTS SHALL HAVE MIN 7" CONCRETE EMBEDMENT. SHALL BE SET IN PLACE BEFORE POUR OR PLACED WHEN CONCRETE
IS STILL PLASTIC. CONCRETE SHALL BE VIBRATED AROUND ANCHOR BOLTS TO ENSURE CONTACT BETWEEN ANCHORS AND CONCRETE.
PROVIDE STANDARD NUT AND WASHER.
3) 10'-0" MAX EXTERIOR WALL HEIGHT. FOR TALLER WALLS, REFER TO SILL PLATE ANCHORAGE TO CONCRETE AT TALL WALLS SCHEDULE.
4) MECHANICALLY GALVANIZED OR STAINLESS STEEL.
5) PROVIDE MINIMUM (2) ANCHORS PER PLATE, WITH ONE ANCHOR LOCATED WITHIN 12" BUT NOT LESS THAN 4" FROM EACH END OF THE
PLATE SECTION.
309.6.2. FOR EXTERIOR WALLS GREATER THAN 10'-0" AND UP TO 24'-0" 1N HEIGHT
SILL PLATE ANCHOR SCHEDULE AT TALL WALL5('X2)
EXTERIOR WALL HEIGHT f3j
FASTENER TYPE 12'-0" I 14'-0" I 16"4" I 18'4" I 20'4' I 22'-0" I 24'-W
MAXIMUM O.C. SPACING OF FASTENERS
1/2" 0 CAST 1N PLACE A.B. 5'-0" 4'-D" T-6" T-3" 3'4' 2'.9" 2'4"
1/2"X6" TITEN HD (4) 5'-0" 4'-0" T-6" 3'-3" T-O" 2'.9" 2'-6"
5/8"X6" TITEN HD (4X5) V-0" V-0" 5'-0" 4'-6" 4'-0" T-9" T-6"
1) MIN CONC THICKNESS AND MIN EDGE DISTANCE SIM TO SILL PLATE ANCHORAGE TO CONCRETE SCHEDULE
2) FOR SHEARWALL ANCHORAGE REFER TO SHEARWALL SCHEDULE.
3) EXTERIOR WALL HEIGHT OF CONTINUOUS WALL STUDS FROM FOUNDATION TO THE NEAREST POINT OF LATERAL
SUPPORT (CEILING, ROOF OR FLOOR DIAPHRAGM).
4) MECHANICALLY GALVANIZED OR STAINLESS STEEL.
5) CONC THICKNESS AND MIN EDGE DISTANCE SIM TO 1/2"X6" TITEN HD
309.7. INTERIOR WALLS SHALL BE SHEATHED ON AT LEAST ONE SIDE (DRYWALL ACCEPTABLE) OR PROVIDED
WITH BLOCKING AT 4'-0" O.C. VERTICALLY.
309.8. EXTERIOR WALLS SHALL BE SHEATHED FULL HEIGHT WITH MINIMUM 1/2" GYPSUM BOARD AT THE
INTERIOR AND WOOD STRUCTURAL PANEL SHEATHING AT THE EXTERIOR PER NOTE 303.4.
309.9. AT SHEAR WALL LOCATIONS, ALL VERTICAL PANEL JOINTS SHALL OCCUR OVER STUDS AND ALL
HORIZONTAL PANEL JOINTS SHALL OCCUR OVER HORIZONTAL BLOCKING.
309.10. STUD SIZE SHALL BE BASED ON WALL HEIGHT, THICKNESS, AND FINISHES AS SHOWN ON THE
ARCHITECTURAL DRAWINGS AND SELECTED PER THE WALL STUD SCHEDULES BELOW, UNO PER PLAN.
DEFLECTION LIMITS PER NOTE 118.1.6 SHALL APPLY.
309.10.1. EXTERIOR WALL STUD SCHEDULE:
EXTERIOR WALL STUD SCHEDULE - SYP, WIND -I IOMPH, EXP "B"
MAX LATERALLY UNSUPPORTED STUD HEIGHT('X4)(5)(7)
EXT WALL W/STUCCO OR EXT WALL W/ BRICK VENEER EXT WALL W/ FLEXIBLE
PLASTER COVERING COVERING 2) COVERING
STUD SIZE AND SPACING GRADE SUPPORTING
ONE TWO ONE TWO ONE TWO
ROOF + FLOOR + --LOORS + ROOF + FLOOR + FLOORS + ROOF + FLOOR + --LOORS +
F+ + F+ F+ F+ F+
CEILING R00 ROOF CEILING R00 R00 CEILING R00 R00
CEILING CEILING CEILING CEILING CEILING CEILING
ZX4 @ 24" O.C. STUD 10' 0" 10, 0" 10, 0"
#2 10'-01, 1D'-O" -
2X4 @ 16" O.C. STUD 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0"
#2 11'-0" 101-0" 11'-o" 10'-0" 11'-0" 10'-0"
2X4 @ 12" O.C. STUD 10'-0" 10'-0" 1D'-O" 10'-0" 10'-0" " 10'-0
#2 12'-0" 10%0" 12'-0" 10'-0" 12'-0" 10'-0"
2X6 @ 24" O.C. STUD 10'-0" 10'-0" 10'-0" " " 10'-0" 10'-010'-0
#2 IT-3" 12'-3" 10'-0' 15'-3" 12'-3" 10'-0" 16-0" 12'-3" 10'-0'
STUD 10'-0" 10'-0" 10'-0" 10'-C" IT-o" 10'-0" 10'-0" 10'-0" 10'-0"
2X6 @ 16" O.C.
k2 15'-3" 14'-9" 13'-0" 17'-6" 15'-6" 13'-0" 19'-3" 15'-6" 13'-0"
STUD 10'-0" 10'-0" 10'-0" 10'-W 10'-0" 10'-0" 10'-0" 10'-0" 10'-0"
2X6 @ 12" O.C.
#2 16'-9" 16'-6" 15'-3" 19'-3" 18'-3" 15'-3" 21'-3" I8'-3" 15'-3"
DOUBLE 2X6 016" O.C.(6) #2 19'-3" 19'-3" 1T-0" 22%3" 22'-0" 19'-3" 23'-3" 22'-6" 1T-3"
DOUBLE 2X6 012" O.C.(6) #2 21'-6" 21'-3" 21'-0" 23'-3" 23'-3" 22'-6" 23'-3" 23'-3" 22'-6"
2X8 @ 16" O.C. #2 20'-3" 20'-0" 18'-9" 23'-3" 22'-3" 18'-9" 24'-0" 22'-0" 18'-9"
2X8 @ 12" O.C. #2 22'-6" 22'-3" 22'-0" 24%0" 24'-0" 22'-C" 24'-0" 24'-0" 22'-0"
1-1/2"X5-1/2"@ 16" 0-C. LSL 1.3E 14'-9" 14'-6" 14'-3" 17'-0" 16'-9" 16'-6" 18'-9" 18'-6" 17'-9"
1-1/2"X5-1/2"@ 12" O.C. LSL 1.3E 16'-3" 16%0" 15'-9" 18'-9" 18'-6" 18'-3" 20'-9" 20'-6" 20'-3"
DOUBLE 1-1/2"X5-1/2" @ 16" D.C.(" LSL 1.3E 18'4" 18'-6" 18'-3" 21'-6" 21'-3" 21'-C" 24'-0" 23'-9" 23'-6"
DOUBLE 1-1/2"X5-1/2" @ 12" 0.06) LSL 1.3E 20'-9" 20'-6" 20'-3" 24'-0" 23'-6" 23'-3" 24'-0" 24'-0" 24'-O"
1-3/4"X5-1/2"@ 16" O.C. LSL 1.55E 16'-6" 16-3" 16-0" 19'-C" 18'-9" 18'-6" 21'-0" 20'-9" 20'-6"
1-3/4"X5-1/2"@ 12" O.C. LSL 1.55E 18'-3" 18%0" 17-9" 21'-0" 20'-9" 20'-6" 23'-3" 23'-0" 22'-9"
DOUBLE 1-3/4"X5-1/2" @ 16" D.C.(') LSL 1.55E 21'-0" 20'-9" 20'-6" 24'-0" 24'-0" 24'-0" 24'4- 24'-0" 24'-0"
DOUBLE 1-3/4"X5-1/2" @ 12" 0.03j LSL 1.55E 23' 3" 23' 0" 22' 9" 24' 0" 24' 0" 24' 0" 24' 0" 24' 0" 24' 0"
1) LISTED HEIGHTS ARE DISTANCES BETWEEN POINTS OF LATERAL SUPPORT PLACED PERPENDICULAR TO THE PLANE OF THE WALL.
2) DOES NOT INCLUDE CASES WHERE BRICK WEIGHT IS SUPPORTED BY STUDS VIA LINTEL ATTACHED TO STUDS OR BRICK RESTING ON
WOOD FRAMING ABOVE.
3) DOUBLE 1 3/4- LSL STUDS SHALL BE CONNECTED WITH SDW22 SCREWS (3-3/8"XO.22") @ 6" O.C. STAGGERED
4) REFERENCE IRC TABLES R602.3(5) AND R602.3(6).
5) DEFLECTION CRITERIA ARE AS FOLLOWS: H1360 FOR STUCCO, H/240 FOR BRICK VENEER, H/180 FOR FLEXIBLE FINISHES WITH
DRYWALL INTERIOR FINISH. WHERE INTERIOR FACE OF THE WALL IS COVERED WITH PLASTER, DEFLECTION LIMITS H/360 SHALL BE USED
EVEN WITH BRICK OR FLEXIBLE EXTERIOR COVERINGS.
6) BUNDLED STUDS SHALL BE CONNECTED TO EACH OTHER PER TYPICAL NAILING SCHEDULE (NOTE 302.8)
7) PROVIDE ADD'L NAILS AT TOP AND BOT PLATE TO STUD CONNECTION AS FOLLOWS:
STUDS > 10'-0" ONE ADD'L NAIL EA CONNECTION
STUDS > 14'-0" TWO ADD'L NAILS EA CONNECTION
STUDS > 18'-0" - THREE ADD'L NAILS EA CONNECTION
STUDS > 22'-0" AND UP TO 24'-0" - FOUR ADD'L NAILS
309.10.2. INTERIOR WALL STUD SCHEDULE:
INTERIOR WALL STUD SCHEDULE - SYP
MAX LATERALLY UNSUPPORTED STUD HEIGHTI')
SUPPORTING
STUD SIZE AND SPACING GRADE ONE FLOOR + TWO FLOORS +
ROOF +CEILING ROOF + CEILING ROOF + CEILING
STUD 1D'-o"
2X4 @ 24' O.C. (2)
#z 10'-0" - 2X4 @ 16" O.C. -
STUD 10'-0" lo'-o"
#2 12'-9" 10'-0"
2X4 @ 12" O.C. STUD 1D'-0" 10'-0"
#2 14'-9" 11'-0"
STUD 10'-0" 10'-0"
2X6 @ 24" O.C!21
#2 19'-6" 13'-6" 12'-15"
STUD 10'-0" 10'-0" 10'-0"
2X6 @ 16" O.C.
#2 23'-3" 16-6" 15'-6"
2X6 @ 12" O.C. STUD 10'-0" 10'-0" 10'-0"
#2 23'-3" 21'-3" 18'-o"
1) LISTED HEIGHTS ARE DISTANCES BETWEEN POINTS OF LATERAL SUPPORT PLACED
PERPENDICULAR TO THE PLANE OF THE WALL.
2) AT SHEARWALLS, MAX STUD SPACING SHALL BE LIMITED TO 16" O.C.
309.11. WHERE "BALLOON FRAMED WALL" IS INDICATED ON PLAN, STUDS SHALL BE CONTINUOUS AS INDICATED
WITHOUT TOP PLATES AT INTERMEDIATE FLOORS OR LOW CEILING/ROOF LEVELS. A SINGLE SET OF TOP
PLATES SHALL BE PROVIDED ONLY AT THE TOP OF THE BALLOON -FRAMED WALL.
309.12. TYPICAL WALL OPENING SHALL BE FRAMED AS FOLLOWS:
C�PL
R ARCH c
- TOP PLATES
��. CRIPPLE STUDS MATCHING NUMBER WITH JACK
\, STUDS BELOW
--` CRIPPLE STUD ABOVE HEADER. SPACING TO
MATCH TYPICAL WALL FRAMING
ADJACENT FULL HEIGHT KING STUD TO END OF HEADER
ATTACHMENT PER THE TYPICAL NAILING SCHEDULE
(NOTE 302.8)
HEADER. BUILT UP PER TYPICAL NAILING SCHEDULE (NOTE
302.8) FOR 2X LUMBER OR NOTE 303.12.2 FOR LVL BEAMS
KING STUDS CONTINUOUS FROM SILL PLATE TO TOP PLATE
JACK STUDS CONTINUOUS FROM SILL PLATE TO
UNDERSIDE OF HEADER
\� ROUGH OPENING. REF ARCH
WINDOW SILL PLATE PER WINDOW SILL PLATE SCHEDULE
CRIPPLE STUD BELOW OPENING
B"AL -- SILL (BOTTOM) PLATE
PEA ARCH
309.13. HEADERS SHALL HAVE NOT LESS THAN ONE JACK STUD AND ONE KING STUD EACH END OR BE
CONNECTED WITH AN APPROVED FRAMING ANCHOR.
309.14. HEADERS ARE NOT REQUIRED AT OPENINGS UP TO 6-0" WIDE IN INTERIOR NON -BEARING WALLS WHERE
THE WALL HEIGHT ABOVE THE OPENING IS LESS THAN 2'4'. SUCH LOCATIONS SHALL BE NOTED "N.H.R."
ON PLAN. A FLAT 2x MEMBER EQUAL TO WALL WIDTH MAY BE USED:
TI PL I i
PEJ
a TOP PLATES
-CRIPPLE STUDS NOT REQUIRED
F-4 KING STUD CONTINUOUS FROMSILL PLATE TO TOP
T/ROUGH OPENING I
-
PLATE. ATTACHMENT PER THE TYPICAL NAILING
ER J, `� ARCH �i
SCHEDULE (NOTE 302.8)
FLAT 2X HEADER MATCHING WIDTH OF THE WALL FRAMING
-JACK STUD
ROUGH OPENING. REF ARCH
309.15. THE MINIMUM NUMBER OF KING STUDS ADJACENT TO AN OPENING SHALL BE DETERMINED BASED ON
WALL HEIGHT AND OPENING WIDTH PER THE KING STUD SCHEDULE BELOW:
KING STUDS AT EXTERIOR WALL SCHEDULE - WIND: 110 MPH, EXP "B" {3I
NUMBER OF KING STUDS(')
WALL HEIGHT STUD LUMBER SIZE GRADE 1 I 2 I 3 I 4 I 5
MAX ROUGH OPENING WIDTH
2X4 SYP STUD 8'-0" 18'-0" 24'-0"
2X6 SYP STUD 8'-0" 18'4" 24'-0'
2X4 SYP #2 T-0" 6-0" 10'-0" 14'-C" 18'-0"
2X6 SYP #2 V-0" 20'-0' 24'-0'
2X4 SYP #2 2'-6" 5'-0' 8'-0' 11'4' 14'-0-
12-4"
2X6 SYP #2 8'-0" 16-0" 24'-0'
2X6 SYP #2 5-0" 12'-0" 18'-0' 24'-0'
14'-0"
2X8 SYP #2 V-0" 20'-0' 24'-0'
2X6 SYP #2 3'-0" 8'-0" 13'-0" 18'-C" 23'-0'
lfi'-0"
2X8 SYP #2 6D" 14'-0" 22'-0' 24'-0'
2X6 SYP #2 T-O" 8'-0" 12'-C" 16-0"
18'-0"
2X8 SYP #2 5'-0" 11'-0" 18'-0" 24'-0"
2X6 SYP #2 W-O" 6-0" 8'-0" 10'-0'
20'-D"
2X8 SYP #2 W-0" V-0" 14'-0" 19'-0" 24'-0'
2X6 SYP #2 4'
22-0" V-0" 8'-0"
'-V
2X8 SYP #2 T-0" 6-0" 10'-0" 14'-0" 18'-0'
24'-0" 2X8 SYP #2 T-O" 8'-0" 11'-0" 14'-0"
1) NUI4BER OF KING STUDS SHOWN IS FOR EACH SIDE OF THE OPENING. KING
STUDS ATTACHED TOGETHER PER TYPICAL NAILING SCHEDULE
2 BASED ON 1RC R602.7.5
3) EACH KING STUD SHALL CONNECT 70 TOP AND BOTTOM PLATE PER TYPICAL
NAILING SCHEDULE NOTE 302.8. ADDITIONAL NAILS SHALL BE PROVIDED AT
EACH KING STUD PER NOTES OF EXTERIOR WALL STUD SCHEDULE (NOTE
309.10.1) ACCORDING TO THE STUD HEIGHT.
309.16. IN VAULTED CEILING AREAS, EXTERIOR WALL STUDS SHALL BE CONTINUOUS FROM SILL PLATE TO THE
FULL VAULTED CEILING HEIGHT PER NOTE 309.1. STUD SIZE AND SPACING SHALL BE SELECTED BASED
ON THE ACTUAL STUD HEIGHT AT EACH LOCATION. KING STUDS ADJACENT TO OPENINGS WITHIN
VAULTED WALLS SHALL EXTEND CONTINUOUSLY FROM THE SILL PLATE TO THE TOP OF THE VAULTED
CEILING AND SHALL BE LATERALLY BRACED BY THE ROOF OR CEILING FRAMING AT THE TOP AS
FOLLOWS: /
TOP PLATES, TYPICAL
NO TOP PLATES ALLOWED
MID STUD HEIGHT
KING STUDS AT SIDE OF OPENING
CONTINUOUS TO TOP PLATES.
SELECTED PER KING STUD
\ SCHEDULE BASED ON ACTUAL STUD
HEIGHT AT EACH LOCATION
\HEADER
JACK STUDS
REGULAR STUDS CONTINUOUS
FROM SILL TO TOP PLATE
309.17. WINDOW OPENINGS SHALL HAVE SILL PLATES SIZED AND SELECTED PER THE SILL PLATE SCHEDULE
BELOW. ADDITIONAL SILL PLATES MAY BE REQUIRED AT WIDER OPENINGS. REFER TO THE
ARCHITECTURAL DRAWINGS FOR OPENING DIMENSIONS.
WINDOW SILL PLATE SCHEDULE.
MAX OPENING WIDTH BASED ON QUANTITY AND SIZE OF WINDOW SILL PLATES(lX4) -WIND: 110MPH, EXP "B"
QUANTITY OF WINDOW SILL PLATES
WALL THICKNESS 1 �2X3X5) 3(2X3X5) 4(2X3X5)
2X4 6'-3" 8' 1" 9'-3-
2X6 10'-1" 12'-8" 14'-6" 16'-0"
2X8 13' 3" 16' 9" 19' 3" 2V-3"
1) THIS SCHEDULE I5 BASED ON A MAXIMUM TRIBUTARY HEIGHT TO THE WINDOW SILL OF 10'-0". THIS
TRIBUTARY HEIGHT MAY REPRESENT EITHER THE DISTANCE FROM THE FLOOR TO THE WINDOW HEADER OR THE
VERTICAL DISTANCE BETWEEN TWO HEADERS IN CASES WHERE OPENINGS ARE VERTICALLY ALIGNED WITHIN THE
SAME WALL. SILL PLATES SHALL BE CONTINUOUS BETWEEN KING STUDS ON SIDES OF OPENING.
2) CONNECT EACH ADDITIONAL SILL PLATE TO THE PLATE BELOW USING 10D NAILS (3" X 0.148") SPACED AT 12"
ON CENTER, STAGGERED,
3) EACH SILL PLATE SHALL BE CONNECTED TO THE ADJACENT FULL HEIGHT KING STUD AS REQUIRED PER TYPICAL
NAILING SCHEDULE.
4) THE SILL PLATE SCHEDULE MAY BE USED AS A REFERENCE FOR DETERMINING THE SIZE OF THE BOTTOM PLATE
OF A SOFFIT IN AN EXTERIOR WALL WHERE NO HEADER IS REQUIRED OR WHERE THE HEADER IS INSTALLED
DIRECTLY BENEATH THE TOP PLATES AND FRAMED DOWN TO ACHIEVE THE REQUIRED OPENING HEIGHT.
5) CONNECT FIRST WINDOW PLATE TO THE CRIPPLE STUDS PER TYPICAL NAILING SCHEDULE "TOP OR SOLE PLATE
TO STUD CONNECTION" REQUIREMENT
309.18. WHERE A LOW ROOF INTERSECTS AN EXTERIOR WALL AT MID -HEIGHT, EXTERIOR WALL SHEATHING
SHALL BE INSTALLED CONTINUOUSLY FROM THE SILL PLATE TO THE TOP PLATE, THROUGH THE LOW
ROOF FRAMING:
ROOF/CEILING FRAMING
EXTERIOR WALL FRAMING
LOW ROOF FRAMING.
NAILER/BLOCKING AS REQ'D
EXTERIOR WALL SHEATHING
CONTINUOUS FROM SILL PLATE TO TOP
PLATE, THROUGH LOW ROOF FRAMING
SILL PLATE AT BOT OF WALL
_ FOUNDATION OR FRAMING BELOW
Vv S * 1
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PROJECT NAME
101 CROSS CREEK
GARAGE ADDITION
PROJECT ADDRESS
101 CROSS CREEK DR
GRAPEVINE, TX
PROJECT NUMBER
S26129
CHECKED BY - AP
SHEET DATE - 05/04/2026
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FOR TYPICAL MATERIAL, INSTALLATION, AND STANDARD DETAIL
REQUIREMENTS, REFER TO THE GENERAL FRAMING NOTES (GN301) AS
FOLLOWS:
...........................
ALIAKSEI PATSEVICH
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TYPICAL FASTENERS AND NAILING SCHEDULE — SEC. 302
LUMBER AND SHEATHING MATERIALS — SEC. 303
FRAMING PENETRATIONS — SEC. 304
TYPICAL ROOF FRAMING — SEC. 305
TYPICAL CEILING FRAMING — SEC. 306
TYPICAL FLOOR FRAMING — SEC. 307
TYPICAL WALL FRAMING — SEC. 309
TYPICAL DECK FRAMING — SEC. 308
TYPICAL MULTIPLY LVL BEAM CONNECTION - NOTES 303.12 AND 303.13
TYPICAL HANGER SCHEDULE - NOTE 303.14
STUD WALL SCHEDULES:
EXTERIOR WALLS -NOTE 309.10.1
INTERIOR WALLS - NOTE 309.10.2
KING STUD SCHEDULE - NOTE 309.15
ADDITIONAL REQUIREMENT AT SHEAR WALL LOCATIONS, REFER TO SHEAR
WALL PLANS AND SHEAR WALL GENERAL NOTES (GN401)
SEE ALSO: GENERAL STRUCTURAL NOTES (GN100) FOR ADDITIONAL
MATERIAL, INSPECTION, AND CONTRACTOR RESPONSIBILITY
REQUIREMENTS.
WHERE SPECIFIC NOTES OR DETAILS ARE SHOWN ON THE PLANS, THOSE
SHALL GOVERN.
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REVISIONS
DATE BY
PROJECT NAME
101 CROSS CREEK
GARAGE ADDITION
PROJECT ADDRESS
101 CROSS CREEK DR
GRAPEVINE, TX
PROJECT NUMBER
S26129
CHECKED BY - AP
SHEET DATE - 05/04/2026
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FOR TYPICAL MATERIAL, INSTALLATION, AND STANDARD DETAIL
REQUIREMENTS, REFER TO THE GENERAL FRAMING NOTES (GN301) AS
FOLLOWS:
TYPICAL FASTENERS AND NAILING SCHEDULE — SEC. 302
LUMBER AND SHEATHING MATERIALS — SEC. 303
FRAMING PENETRATIONS —
SEC. 304
TYPICAL ROOF FRAMING —
SEC. 305
TYPICAL CEILING FRAMING
— SEC. 306
TYPICAL FLOOR FRAMING —
SEC, 307
TYPICAL WALL FRAMING —
SEC. 309
TYPICAL DECK FRAMING —
SEC. 308
TYPICAL MULTIPLY LVL BEAM CONNECTION - NOTES 303.12 AND 303.13
TYPICAL HANGER SCHEDULE - NOTE 303.14
STUD WALL SCHEDULES:
EXTERIOR WALLS -NOTE 309.10.1
INTERIOR WALLS - NOTE 309.10.2
KING STUD SCHEDULE - NOTE 309.15
ADDITIONAL REQUIREMENT AT SHEAR WALL LOCATIONS, REFER TO SHEAR
WALL PLANS AND SHEAR WALL GENERAL NOTES (GN401)
SEE ALSO: GENERAL STRUCTURAL NOTES (GN100) FOR ADDITIONAL
MATERIAL, INSPECTION, AND CONTRACTOR RESPONSIBILITY
REQUIREMENTS.
WHERE SPECIFIC NOTES OR DETAILS ARE SHOWN ON THE PLANS, THOSE
SHALL GOVERN.
ROOF
2ND FLOOR
1ST FLOOR/
FOUNDATION
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REVISIONS
DATE BY
PROJECT NAME
101 CROSS CREEK
GARAGE ADDITION
PROJECT ADDRESS
101 CROSS CREEK DR
GRAPEVINE, TX
PROJECT NUMBER
S26129
CHECKED BY - AP
SHEET DATE - 05/04/2026
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GN401. GENERAL SHEAR WALL NOTES,_
TYPICAL DETAILS AND SCHEDULES
401. GENERAL
401.1. REFER TO GENERAL STRUCTURAL NOTES (SECTIONS 100 THROUGH 127) FOR ALL ADDITIONAL
REQUIREMENTS APPLICABLE TO MATERIALS, FASTENERS, CONNECTORS, INSPECTIONS, DELEGATED
DESIGN, SUBMITTALS, AND ALL OTHER WORK NOT SPECIFICALLY ADDRESSED IN THESE SHEAR WALL
NOTES. IN CASES OF CONFLICT, THE MORE STRINGENT REQUIREMENT SHALL GOVERN PER NOTE 100.4.
401.2. THESE NOTES APPLY TO LATERAL BRACING SYSTEMS INCLUDING WOOD STRUCTURAL PANELS (WSP)
SHEAR WALLS, PORTAL FRAMES, CONTINUOUSLY SHEATHED BRACED WALL PANELS, AND PROPRIETARY
PREFABRICATED SHEAR WALL UNITS IN WOOD -FRAMED RESIDENTIAL CONSTRUCTION.
401.3. CONSTRUCTION SHALL CONFORM TO THE LATEST ADOPTED EDITIONS OF INTERNATIONAL BUILDING
CODE, WFCM (AWC), AND NOS. WHERE THESE NOTES OR THE STRUCTURAL DRAWINGS IMPOSE A MORE
STRINGENT REQUIREMENT, THAT REQUIREMENT SHALL GOVERN.
401.4. SHEAR WALLS ARE DESIGNATED ON PLAN (E.G., SW6, SW4, ETC.) AND SHALL BE CONSTRUCTED PER THE
CORRESPONDING ROW OF THE SHEAR WALL SCHEDULE, WHICH GOVERNS SHEATHING, NAILING,
FRAMING, BOUNDARY MEMBERS, AND ANCHORS FOR EACH WALL.
401.5. THE CONTRACTOR SHALL VERIFY ALL SHEAR WALL LOCATIONS, LENGTHS, HEIGHTS, AND HOLDOWN
LOCATIONS AGAINST THE STRUCTURAL AND ARCHITECTURAL DRAWINGS PRIOR TO FRAMING.
DISCREPANCIES SHALL BE REPORTED TO THE FOR IMMEDIATELY.
402. MATERIALS
402.1. SHEATHING
402.1.1. WSP SHEATHING SHALL COMPLY WITH APA PRP-108 (PLYWOOD) OR PRP-210 (OSB), PS 1 OR PS 2,
AND SHALL BEAR A VALID APA GRADE STAMP. PANELS SHALL BE RATED EXPOSURE 1 OR EXTERIOR.
(SEE NOTES 108.1-108.3).
402.1.2. MINIMUM PANEL THICKNESS, GRADE, AND SPAN RATING SHALL BE PER THE SHEAR WALL SCHEDULE
AND NOTE 303.4.
402.1.3. WHERE GYPSUM WALLBOARD IS LISTED IN THE SHEAR WALL SCHEDULE, IT SHALL BE MINIMUM 1/2"
CONFORMING TO ASTM C1396 AND FASTENED PER THE SCHEDULE. GWB SHALL NOT BE THE SOLE
LATERAL -RESISTING ELEMENT UNLESS SPECIFICALLY DESIGNATED BY THE EOR.
402.2. FRAMING
402.2.1. ALL FRAMING LUMBER FOR BOUNDARY MEMBERS, CHORD STUDS, POSTS, AND SILL PLATES SHALL
MEET THE SPECIES AND GRADE OF NOTE 303.2. WHERE THE SHEAR WALL SCHEDULE INDICATES
MULTIPLE STUDS (E.G., (2) OR (3) STUDS), ALL SHALL BE INSTALLED AND CONNECTED PER NOTE
302.7.
402.2.2. WHERE A 3X SILL PLATE IS REQUIRED BY THE SCHEDULE, IT SHALL BE CONTINUOUS FOR THE FULL
SHEAR WALL LENGTH. A 3X MEMBER SHALL NOT BE SUBSTITUTED WITH MULTIPLE 2X MEMBERS
WITHOUT FOR APPROVAL.
402.3. FASTENERS AND CONNECTORS
402.3.1. FASTENER CORROSION PROTECTION SHALL BE PER NOTES 110.1-110.12 AND 111.1-111.9. NAIL
TYPE, SIZE, AND QUANTITY SHALL BE PER THE SHEAR WALL SCHEDULE. SUBSTITUTIONS ARE NOT
PERMITTED WITHOUT WRITTEN FOR APPROVAL,
402.3.2. HOLDOWNS, STRAPS, AND TENSION TIES SHALL BE SIMPSON STRONG -TIE OR APPROVED EQUAL,
INSTALLED WITH THE FULL COMPLEMENT OF MANUFACTURER -SPECIFIED FASTENERS TO ACHIEVE
RATED CAPACITY. ANCHOR BOLTS AND RODS SHALL BE INSTALLED PRIOR TO CONCRETE PLACEMENT
PER NOTE 203.1.
403. SHEAR WALL CONSTRUCTION
403,1. SHEATHING INSTALLATION
403.1.1. WSP SHEATHING SHALL BE INSTALLED WITH THE LONG DIMENSION VERTICAL (PARALLEL TO STUDS)
UNLESS THE SCHEDULE INDICATES HORIZONTAL. SHEATHING SHALL BE CONTINUOUS FROM SILL
PLATE TO TOP PLATE WHERE POSSIBLE. (SEE NOTE 309.8.)
403.1.2. VERTICAL PANEL JOINTS SHALL OCCUR OVER STUDS; HORIZONTAL JOINTS SHALL OCCUR OVER
FULL -DEPTH BLOCKING. PROVIDE 1/8" EXPANSION GAPS AT ALL PANEL EDGES AND ENDS. (SEE
NOTES 309.9 AND 108.5.)
403.1.3• WHERE SHEATHING IS REQUIRED ON BOTH FACES, PANEL JOINTS SHALL BE OFFSET A MINIMUM OF
ONE STUD SPACE BETWEEN FACES AND STAGGERED VERTICALLY.
403.2. NAILING
403.2.1. EDGE AND FIELD NAILING SHALL BE PER THE SHEAR WALL SCHEDULE. NAILS SHALL BE DRIVEN
FLUSH; OVERDRIVEN NAILS SHALL BE SUPPLEMENTED PER NOTE 302.5.
403.2.2• WHERE SCHEDULE EDGE SPACING IS 2" OR 3", 3X SILL PLATES, DOUBLE BOUNDARY STUDS, AND 3X
BLOCKING SHALL BE PROVIDED PER THE SCHEDULE TO PREVENT SPLITTING,
403.3. BOUNDARY MEMBERS
403.3.1. END STUDS SHALL BE MINIMUM (2) FULL -HEIGHT STUDS AT EACH END OF ALL SHEAR WALLS,
INSTALLED CONTINUOUSLY FROM SILL PLATE TO TOP PLATE WITHOUT SPLICES AND CONNECTED
PER NOTE 302.7. WHERE HOLDOWNS ARE REQUIRED, ADDITIONAL STUDS MAY BE REQUIRED AT
HOLDOWN LOCATIONS - REFER TO HOLDOWN SCHEDULE FOR MINIMUM STUD QUANTITIES AT EACH
HOLDOWN TYPE. WHERE THE QUANTITY OF STUDS IS SHOWN ON PLAN, THAT QUANTITY SHALL
GOVERN OVER THE SCHEDULE.
403.3.2. BOUNDARY MEMBERS SHALL BEAR CONTINUOUSLY ON MEMBERS BELOW THAT TRANSFER
OVERTURNING FORCES TO THE FOUNDATION. ALL BOUNDARY MEMBER LOAD PATHS SHALL BE
CONTINUOUS.
403.4. BLOCKING
403.4.1. HORIZONTAL BLOCKING SHALL BE PROVIDED BETWEEN STUDS AT ALL HORIZONTAL SHEATHING
PANEL JOINTS. BLOCKING SHALL BE MINIMUM 2x FULL -DEPTH, MATCHING STUD DEPTH, UNO PER
SCHEDULE.
403.4.2. AT FLOOR LEVELS BETWEEN STORIES, FULL -DEPTH BLOCKING, RIM BOARD, OR CONTINUOUS
FRAMING SHALL TRANSFER SHEAR THROUGH THE FLOOR WITHOUT INTERRUPTION. SEE
STRUCTURAL DETAILS AND NOTES 307.6 AND 403.6.
403.5. SILL PLATE ANCHORING
403.5.1. SILL PLATES AT SHEAR WALL LOCATIONS SHALL BE ANCHORED PER THE SHEAR WALL SCHEDULE.
ANCHOR BOLTS SHALL BE INSTALLED WITHIN 12" OF EACH END OF EACH SILL PLATE SEGMENT,
UNLESS CLOSER SPACING IS REQUIRED. (SEE NOTES 309.5 AND 309.6.)
403.5.2. STANDARD CUT WASHERS SHALL BE PROVIDED AT SILL PLATE ANCHOR BOLTS AT SHEAR WALL
LOCATIONS, UNO. WHERE THE SHEAR WALL SCHEDULE INDICATES SQUARE PLATE WASHERS, THEY
SHALL BE MINIMUM 3"x3"x0.229" THICK. CUT WASHERS SHALL NOT BE SUBSTITUTED FOR PLATE
WASHERS WHERE PLATE WASHERS ARE SPECIFICALLY REQUIRED BY THE SCHEDULE.
0'-4" MIN
V ' MAX ANCHOR BOLT SPACI G PER SHEAR WALL SCHEDUL OR PER NOTE 309.6
0 0
MINIMUM 2 ANCHORS
OLTS PER SEGMENT SILL PLATE ANCHORING PLAN VIEW
403.6. SHEAR TRANSFER AT FLOOR AND ROOF LEVELS
403.6.1• SHEAR SHALL BE TRANSFERRED CONTINUOUSLY FROM THE ROOF DIAPHRAGM THROUGH EACH
STORY TO THE FOUNDATION. THE LOAD PATH SHALL NOT BE INTERRUPTED WITHOUT WRITTEN FOR
AUTHORIZATION.
403.6.1.1. WHERE A SHEAR WALL IS DESIGNATED AT A WALL WITH A GABLE END OR ATTIC WALL ABOVE
THE TOP PLATE, THE SHEAR WALL SHEATHING AND NAILING REQUIREMENTS SHALL EXTEND
CONTINUOUSLY FROM THE SILL PLATE OF THE DESIGNATED SHEAR WALL THROUGH THE TOP
PLATE AND FULL HEIGHT OF THE GABLE OR ATTIC WALL TO THE TOP PLATES OF THE ROOF
FRAMING ABOVE. THE SHEATHING AND NAILING SHALL BE PER THE SAME SHEAR WALL
DESIGNATION UNLESS OTHERWISE NOTED ON PLAN.
403.6.2. SHEAR TRANSFER HARDWARE (BLOCKING, STRAPS, SHEAR PLATES) AT EACH FLOOR LEVEL SHALL BE
INSTALLED AND NAILED PER THE STRUCTURAL DETAILS AND SHEAR WALL SCHEDULE BEFORE
COVERING.
404. HOLDOWNS AND OVERTURNING RESTRAINT
404.1. HOLDOWNS SHALL BE PROVIDED AT LOCATIONS SHOWN ON PLAN AND SHALL BE INSTALLED WITH ALL
MANUFACTURER -SPECIFIED FASTENERS IN ALL PREPUNCHED HOLES.
404.2. HOLDOWN ANCHOR RODS SHALL EXTEND FROM THE HOLDDOWN HARDWARE AND EMBEDDED INTO THE
FOUNDATION.
404.3. CONTINUOUS ROD SYSTEMS SHALL INCORPORATE SHRINKAGE -COMPENSATING TAKE-UP DEVICES AT
EACH FLOOR LEVEL AND SHALL BE TIGHTENED AFTER FRAMING AND BEFORE FINISHES, AND
RE -TIGHTENED AS DIRECTED BY THE MANUFACTURER.
404.4. HOLDOWN ANCHORS SHALL BE INSTALLED PLUMB IN THE CORRECT LOCATION PRIOR TO CONCRETE
PLACEMENT. SEE NOTE 203.1 FOR EMBEDDED HARDWARE REQUIREMENTS.
404.5. WHERE HOLDOWNS ARE INDICATED PER PLAN, ADDITIONAL REQUIREMENTS ARE AS APPLICABLE PER
HOLDOWN SCHEDULE BELOW:
HOLDOWN SCHEDULE
HOLDOWN
ANCHOR
MIN ANCHOR EMBEDMENT
MIN WOOD POST SIZE
CALLOUT
DIAMETER
STHD14
(2)-2X STUDS
5THD14RJ
-
-
(2)-2X STUDS
HDUE3-SDS3
5/8"
1'-0.
(2)-2X STUDS
HDUE5-SDS3
5/8'.
V-6"
(2)-2X STUDS
HDUE7-SDS3
5/8"
V-6"
(2)-2X STUDS
HDUE9-SOS3.5
7/8"
1'-10"
(3)-2X STUDS
HDU13-SDS3.5
1"
T-0"
4X8 POST
HDUE17-SDS3.5
1"
2'-0"
6X6 POST
DTT1Z
3/8"
1'-0"
(1)-2X STUD
DTT2Z
1/2"
1'-0"
(2)-2X STUDS
404.6. WHERE HOLDOWN IS SHOWN PER PLAN IN A CORNER OF A WALL, THE CORNER FRAMING SHALL BE AS
FOLLOWS:
404.6.1. PLAN VIEW AT EXTERIOR CORNER:
HOLDOWN PER PLAN (SIM WITH STHD14 ON SIDE)
BUNDLED STUDS OR POST PER PLAN OR PER
HOLDOWN SCHEDULE
WALL SHEATHING PANEL EDGE NAILING PER
APPLICABLE SHEAR WALL CALLOUT
t x
404.6.2. PLAN VIEW AT INTERIOR CORNER:
-J� 0.148"X3 1-1/4" NAILS @ PANEL
�.0 EDGE NAILING SPACING
WALL SHEATHING PANEL EDGE NAILING PER
APPLICABLE SHEAR WALL CALLOUT
BUNDLED STUDS OR POST PER PLAN OR PER
HOLDOWN SCHEDULE
HOLDOWN PER PLAN (SIM WITH STHD14 ON SIDE)
405. PORTAL FRAMES
405.1. PORTAL FRAME ASSEMBLIES SHALL BE USED WHERE SPECIFICALLY CALLED OUT ON PLAN AND SHALL
COMPLY WITH THE LATEST EDITION OF THE INTERNATIONAL BUILDING CODE. PORTAL FRAMES SHALL BE
CONSTRUCTED WITH STUDS #2 GRADE OR BETTER. CONSTRUCTION DETAILS SHALL BE AS FOLLOWS:
405.1.1• SINGLE SIDE PORTAL FRAME SW-PFl:
EXTENT OF HEADER WITH SINGLE PORTAL FRAME
ROUGH OPENING WIDTH (2'-0" MIN, 18'-0" MAX)
= rl
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11: 'II
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I] HEADER PER PLAN (MIN 2-PLY 2X12)
----FASTEN SHEATHING TO HEADER WITH 0.131"X2-1/2"
NAIL IN 3" GRID PATTERN AS SHOWN
-' is ''= HEADER TO JACK STUD STRAPPER PORTAL FRAME
u STRAP AT HEADER SCHEDULE. ADD'L STUD - u
a REQUIRED WHERE MULTIPLE STRAPS REQUIRED.
o STRAP LENGTH AS REQUIRED FROM TOP PLATES TO
x = EXTEND 1'-4" PAST HEADER
..... . ... MIN DOUBLE STUDS AT ENDS. ADD'L STUDS MAY
o BE INDICATED PER PLAN. FASTEN SHEATHING WITH
-- - 0.131"72-1/2" NAILS @ 3"O.C. TO EACH STUD -
SHEATHING SPLICES ACCEPTABLE WITHIN THE
MIDDLE 2'-0" OF THE WALL. PROVIDE BLOCKING
AND NAILING @ 3"O.C.
STH D 14 H OLDOWN +r:
DOUBLE SILL PLATE AT PORTAL FRAME
MIN (2) 1/2" DIA ANCHOR BOLTS -
WITH 7" EMBEDMENT INTO CONCRETE ITI
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405.1.2. DOUBLE PORTAL FRAME SW-PF2:
EXTENT OF HEADER WITH DOUBLE PORTAL FRAME
ROUGH OPENING WIDTH (2'4" MIN, 18'-0" MAX)
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405.1.3. PORTAL FRAME SECTION:
�
T/ PL
PEY R ARCH
TENSION STRAP ON OPPOSITE SIDE OF SHEATHING
t--FASTEN KING STUD TO HEADER W/ (6) 0.148"73-1/4" NAILS
T/RO
PE RRCCH-TOP PLATE TO HEADER W/ TWO ROWS OF 0.148"X3-1/4" NAILS
SHEATHING SPLICES ACCEPTABLE WITHIN THE MIDDLE 2'-0" OF
THE WALL. PROVIDE BLOCKING AND NAILING @ 3"O.C.
,.---STHD14 HOLDOWN
---,,-ANCHOR BOLTS
DOUBLE SILL PLATES
i
J
405.1.4. PORTAL FRAME STRAP AT HEADER SCHEDULE:
PORTAL FRAME STRAP AT HEADER SCHEDULE
WALL WIDTH MAXIMUM OPENING WIDTH
(#2 GRADE REQ'D) WALL HEIGHT STRAP DETAILS
9'-0" 16•0" 181•0"
10'-0" MAX STRAP CS16 (2)-CS16 (2)-CS16
2X4 12'-0" MAX STRAP (2) CS16 (2)-CS16 N/A
2X6 12'-0" MAX STRAP CS16 (2)-CS16 (2)-CS16
OR WIDER
406. SPECIAL BRACING ELEMENTS
406.1. PROPRIETARY PREFABRICATED SHEAR WALL PANELS (E.G., SIMPSON STRONG -WALL OR EQUAL) SHALL BE
THE EXACT TYPE AND SIZE DESIGNATED ON PLAN. ANCHOR BOLTS AND HARDWARE SHALL BE INSTALLED
PER STRUCTURAL DETAILS AND THE MANUFACTURER'S TEMPLATE PRIOR TO CONCRETE PLACEMENT.
SUBSTITUTIONS REQUIRE WRITTEN FOR APPROVAL.
407. INSPECTION AND QUALITY CONTROL
407.1. SHEAR WALL FRAMING, SHEATHING, NAILING, HOLDOWNS, AND ANCHOR HARDWARE SHALL BE
INSPECTED AND APPROVED PRIOR TO COVERING BY THE BUILDING OFFICIAL OR A QUALIFIED INSPECTOR
AND/OR REPRESENTATIVE OF THE FOR WHEN REQUIRED BY THE LOCAL JURISDICTION. COVERING
WITHOUT PRIOR INSPECTION AND APPROVAL IS NOT PERMITTED. THE CONTRACTOR SHALL PROVIDE
ADEQUATE NOTICE AND ACCESS FOR INSPECTION.
407.2. WHERE SPECIAL INSPECTIONS ARE REQUIRED BY THE APPLICABLE BUILDING CODE OR THE LOCAL
JURISDICTION, INSPECTIONS FOR NAILING, BOLTING, ANCHORING, AND HOLDOWN INSTALLATION SHALL
BE PER THE STATEMENT OF SPECIAL INSPECTIONS (NOTE 125.1). HOLDOWN RODS AND ANCHOR BOLTS
SHALL BE INSPECTED PRIOR TO CONCRETE PLACEMENT FOR CORRECT SIZE, LOCATION, EMBEDMENT,
AND PROJECTION, SPECIAL INSPECTIONS ARE NOT REQUIRED FOR STRUCTURES CLASSIFIED AS R-3
OCCUPANCY UNLESS SPECIFICALLY REQUIRED BY THE LOCAL JURISDICTION OR THE AUTHORITY HAVING
JURISDICTION (AHJ).
407.3. WHERE DISCREPANCIES ARE IDENTIFIED, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE FOR AND
SHALL NOT CONCEAL THE AFFECTED AREA UNTIL WRITTEN DIRECTION IS RECEIVED. A COPY OF THE
SHEAR WALL SCHEDULE AND APPLICABLE DETAILS SHALL BE MAINTAINED ON THE JOBSITE THROUGHOUT
FRAMING.
408. A NOTE ON FLEXIBLE STRUCTURAL SHEATHING SUBSTITUTION
408.1. WHILE THE MANUFACTURER'S PUBLISHED DESIGN VALUES MAY INDICATE THAT CERTAIN FLEXIBLE
STRUCTURAL SHEATHING PRODUCTS ARE SUITABLE FOR RESISTING LATERAL LOADS, THE ENGINEER OF
RECORD DOES NOT RECOMMEND THE USE OF ANY FLEXIBLE STRUCTURAL SHEATHING AS A SUBSTITUTE
FOR WOOD STRUCTURAL PANEL SHEATHING AT ANY DESIGNATED SHEAR WALL LOCATION. INDEPENDENT
TESTING CONDUCTED AT CLEMSON UNIVERSITY, THE UNIVERSITY OF OKLAHOMA, AND THE APA
RESEARCH CENTER CONCLUDED THAT FLEXIBLE STRUCTURAL SHEATHING MATERIALS OVERSTATE THEIR
LATERAL LOAD RESISTANCE BY AS MUCH AS 42 PERCENT WHEN COMPARED TO THEIR PUBLISHED DESIGN
VALUES. THE CONTRACTOR AND OWNER ARE DIRECTED TO APA PRODUCT ADVISORY SP-1186,
PERFORMANCE OF FLEXIBLE STRUCTURAL SHEATHING (INDEPENDENT EVALUATIONS OF PUBLISHED
DESIGN VALUES), JULY 2018, FOR A FULL DISCUSSION OF THESE FINDINGS. FLEXIBLE STRUCTURAL
SHEATHING PRODUCTS SHALL NOT BE SUBSTITUTED FOR WSP SHEATHING AT SHEAR WALL LOCATIONS
WITHOUT PRIOR WRITTEN APPROVAL FROM THE EOR.
409. SHEAR WALL SCHEDULE
WOOD STRUCTURAL PANEL SHEAR WALL SCHEDULE (WIND ONLY)
CONNECTION REQUIREMENT
SHEAR Q 0 Q
WALL WALL FLOOR/ROOF
CALLOUT SHEATHING WALL SHEATHING PANEL ANCHOR BOLT SILL PLATE NAILING TOE NAIL AT FLANGE
PANEL EDGE
PER PLAN EDGE/FIELD NAIL SPACING SPACING TO RIM/BLKG BELOW RIM/BLKG NAILING NAILING
0.131"X2-1/2" 1/2"0, 7" EMBED 0.131"X3-1/2" 0.131"X3" 0.131"X2-1/2" 0.131"XZ-1/2"
SW6 7/16" 6" O.C./12" O.0 (6) 4'-0" O.C. 6" O.0 4' O.C. 6" O.C.("'1 6" O.C.
SW4 7/16" 4" O.C./12" O.0 (6) 2'-8" O.C. 4" O.C. (3) 3" O.C. 4" O.C. (3) 4" O.C.
SW3 7/16" 3" O.C./12" O.C.161 T-0" O.C. 3" O.C. {4I 2" O.C. 3" O.C. (4X11) (2) ROWS @
4" O.C.ISI
SW2 7/16" 2" O.C.112. O.C.(6) 1' 4" O,C. (2) ROWS @ 2" 0 C (2) ROWS @ (2) ROWS @
4" O.C.(31(S) 4' O.C.(3„S) 4" D.C.'-)
PORTAL FRAME CALLOUTS
SW-PFI I SINGLE PORTAL FRAME. REF NOTE 405.1.1 FOR FRAMING REQUIREMENTS
SW-PF2 DOUBLE PORTAL FRAME REF NOTE 405.1.2 FOR FRAMING REQUIREMENTS
1) ALLEXTERIOR WALLS NOT DESIGNATED AS SHEARWASLL SHALL BE SHEATHED SIM TO SW6, PROVIDE ANCHOR BOLTS @ 72" O.C.
2) ADJOINING PANEL EDGES STAGGERED ON EACH SIDE OF WALL SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS
3) MIN 1-1/4" RIM/BLOCKING THICKNESS BELOW
4) MIN 1-1/2" RIM/BLOCKING THICKNESS BELOW, CAN BE REPLACED WITH TWO ROWS OF NAILS @ 4" O.C. INTO 1-1/4" RIM/BLOCKING
5) PROVIDE ADDITIONAL JOIST OR BLOCKING FOR EACH ADDITIONAL ROW OF NAILS
6) PANEL FIELD NAILING SHALL BE WE' O.C. WHEN STUDS WITHIN SHEAR WALL ARE SPACED 16" O.C. OR LESS. WHEN STUDS ARE SPACED @ 24"O.C.
FIELD SHALL MATCH PANEL EDGE NAILING
7) 'WHERE NAILING IS SPECIFIED AT 2. O.C., ADDITIONAL 2X MEMBER IS REQUIRED AT ALL ADJOINING PANEL EDGES (STUDS, PLATES, BLOCKING).
CONNECT ADDITIONAL FRAMING TOGETHER W'/ 0.131" X 3" NAILS AT SAME SPACING AS SPECIFIED PANEL EDGE NAILING
8) NAILS SHALL BE LOCATED AT LEAST 3/8" FROM PANEL EDGES
9) REF 303.4 FOR SHEATHING REQUIREMENTS
10) AT GABLE END, ROOF SHEATHING NAILING SHALL BE LIMITED TO 4" O.C. REF NOTE 305.20 FOR ADDT INFORMATION
11) NAILING INTO TJI JOIST FLANGE IS LIMITED TO 4" O.C. AT SW3, ADDITIONAL JOIST OR ROW OF BLOCKING SHALL BE PROVIDED AND FLOOR/ROOF
PANEL EDGE NAILING SHALL BE (2) ROWS @ 4" O.C.
410. STANDARD DETAILS
410.1. ROOF SHEAR TRANSFER DETAILS:
410.1.1. SHEAR CONNECTION REQUIREMENTS AT HIP ROOF FRAMING SHALL BE AS FOLLOWS:
ROOF SHEATHING PANEL EDGE NAILING INTO BLOCKING 0
FULL DEPTH SOLID BLOCKING WITH VENT HOLES AS REQUIRED. PROVIDE AT ALL
RAFTERS 2X10 OR LARGER, ALL TJI RAFTERS, AND AT ALL SHEAR WALL LOCATIONS
T/PL WITH PANEL EDGE NAILING 4" O.C. OR LESS (I.E. SW4, SW3, SW2)
PE
TOE NAIL NAIL AT RIM/BLKG PER SHEARWALL SCHEDULE
WALL SHEATHING PANEL EDGE NAILING PER SHEAR WALL SCHEDULE 1O
SHEAR WALL PER PLAN CALLOUT
410.1.2. SHEAR CONNECTION REQUIREMENTS AT GABLE END ROOF FRAMING SHALL BE AS FOLLOWS:
VT/PL
PER ARCH
ROOF SHEATHING PANEL EDGE NAILING INTO BLOCKING 5O
ATTIC FULL DEPTH SOLID BLOCKING.
- TOE NAIL NAIL AT RIM/BLKG PER SHEARWALL SCHEDULE
WALL SHEATHING PANEL EDGE NAILING PER SHEAR WALL SCHEDULE O
WALL SHEATHING CONTINUOUS OVER GABLE END WALL SIMILAR
��T�__/__P�L TO THE REQUIREMENT OF SHEAR WALL CALLOUT BELOW
DER�ARCH
WALL SHEATHING PANEL EDGE NAILING PER SHEAR WALL SCHEDULE O
SHEAR WALL PER PLAN CALLOUT
410.2. ELEVATED FLOOR SHEAR TRANSFER DETAILS:
410.2.1. INTERIOR SHEAR WALL WITH PARALLEL FLOOR FRAMING AT SW6 AND SW4:
J,T/ FLFR FLOOR SHEATHING PANEL EDGE NAILING INTO JOIST 5O
PERARCH � �, BLOCKING CONNECTION REQUIREMENTS PER 307.7.3
JOIST ALIGNED DIRECTLY OVER WALL BELOW
FLANGE NAILING PER SHEARWALL SCHEDULE
WALL SHEATHING PANEL EDGE NAILING PER SHEAR
WALL SCHEDULE (
-- SHEAR WALL PER PLAN CALLOUT CAN BE EITHER SIDE OF WALL
410.2.2. PROVIDE ADDITIONAL JOIST OR BLOCKING AT INTERIOR SHEAR WALL WITH PARALLEL FLOOR
FRAMING AT SW3 AND SW2 AS FOLLOWS (REQUIREMENTS BELOW ARE IN ADDITION TO ALL
REQUIREMENTS OF 410.2.1):
T/ ADDITIONAL ROW OF FLOOR SHEATHING PANEL EDGE NAILING INTO
PER ARCH , JOIST/BLOCKING 50
I
ADDITIONAL JOIST OR BLOCKING FULL LENGTH OF SHEAR WALL
-ADDITIONAL ROW OF FLANGE NAILING AT BLOCKING PER
SHEARWALL SCHEDULE
410.2.3. INTERIOR SHEAR WALL WITH PERPENDICULAR FRAMING AT SW6 AND SW4:
FLOOR SHEATHING PANEL EDGE NAILING INTO BLOCKING
LF05
T/
vE� RFARC
JOIST BLOCKING
FLANGE NAILING PER SHEARWALL SCHEDULE
WALL SHEATHING PANEL EDGE NAILING PER SHEAR WALL SCHEDULE 10
SHEAR WALL PER PLAN CALLOUT CAN BE EITHER SIDE OF WALL
410.2.4. AT INTERIOR SHEAR WALL WITH PERPENDICULAR FRAMING AT SW3 AND SW2, PROVIDE
ADDITIONAL ROW OF BLOCKING SIMILAR TO REQUIREMENTS OF 410.2.2 AT PARALLEL FRAMING.
410.2.5. AT INTERIOR EDGE OF FLOOR FRAMING, LSL RIM JOISTS SHALL BE PROVIDED IN LIEU OF TJI JOIST,
WITH TOE NAILING AS REQUIRED IN LIEU OF FLANGE NAILING. SEE EXTERIOR SHEAR WALL
REQUIREMENTS FOR SIMILAR CONDITIONS.
410.2.6. AT INTERIOR SHEAR WALLS ABOVE THAT DO NOT STACK WITH WALLS BELOW (SIM AT
PERPENDICULAR FRAMING BELOW WITH BLOCKING UNDER SHEAR WALL IN LIEU OF JOISTS. REF
307.7.3 FOR BLOCKING DETAILS):
SHEAR WALL ABOVE PER PLAN CALLOUT
- WALL SHEATHING PANEL EDGE NAILING PER SHEAR WALL
PEA I i SCHEDULE Ol
SILL PLATE NAILING TO JOIST BELOW PER SHEAR WALL
1
SCHEDULE O3
--FLOOR JOIST ALIGNED UNDER WALL ABOVE (ADDITIONAL JOISTS
M!n REQUIRED AT SW3 ANS SW2) OR BEAM PER PLAN CALLOUT
410.2.7.
EXTERIOR SHEAR WALL WITH PERPENDICULAR FLOOR FRAMING:
SHEAR WALL ABOVE PER PLAN CALLOUT
SILL PLATE NAILING TO RIM PER SHEAR WALL SCHEDULE [ FOR
SHEAR WALL CALLOUT ABOVE
WALL SHEATHING PANEL EDGE NAILING PER SHEAR WALL
SCHEDULE Ol PER SHEAR WALL CALLOUT ABOVE
T� FLOOR SHEATHING PANEL EDGE NAILING INTO BLOCKING O5
PER ARCH T �
f PER SHEAR WALL CALLOUT BELOW
I ._ WALL SHEATHING SHALL BE SPLICED OVER RIM WITH WALL
SHEATHING PANEL EDGE NAILING lO AS APPLICABLE FOR
RESPECTIVE SHEARWALLS
RIM JOIST. SIZE AS REQUIRED PER SHEAR WALL SCHEDULE
TOE NAILING PER SHEARWALL SCHEDULE
WALL SHEATHING PANEL EDGE NAILING PER SHEAR WALL
SCHEDULE () PER SHEAR WALL CALLOUT BELOW
SHEAR WALL BELOW PER PLAN CALLOUT
410.2.8. EXTERIOR SHEAR WALL WITH PARALLEL FLOOR FRAMING SHALL BE SIMILAR TO EXTERIOR SHEAR
WALL WITH PERPENDICULAR FRAMING NOTE 410.2.7 WITH FLOOR BLOCKING INSTALLED AS
REQUIRED PER NOTE 307.7.1
410.2.9. AT OPEN WEB TRUSSES, INTERIOR SHEAR WALL WITH PARALLEL FLOOR FRAMING:
(3) 0.131"X2-1/2" NAILS INTO 2X BLOCKING @ 48" O.C.
FLOOR SHEATHING PANEL EDGE NAILING INTO JOIST 50
T/ FLFR _ r
PE� Rwz�H i -, 2X4 BRACE @ 48" O.C. WITH (3) FACE NAILS TOP AND (3)
TOE NAILS BOT
-SHEAR TRUSS ALIGNED DIRECTLY OVER WALL BELOW.
-" TRUSS SHALL BE DESIGNED FOR DRAG FORCE AS
g INDICATED PER PLAN (OR MIN 250 PLF IF NO SPECIFIED)
FLANGE NAILING PER SHEARWALL SCHEDULE
WALL SHEATHING PANEL EDGE NAILING PER SHEAR WALL SCHEDULE Ol
SHEAR WALL PER PLAN CALLOUT CAN BE EITHER SIDE OF WALL
410.2.10. AT OPEN WEB TRUSSES, INTERIOR SHEAR WALL WITH PERPENDICULAR FLOOR FRAMING SHALL BE
SIMILAR TO 410.2.3 WITH TRUSS BLOCKING PROVIDED IN LIEU OF JOIST BLOCKING• TYPICAL
TRUSS BLOCKING SHALL BE AS FOLLOWS:
�
T/PEER > FLOOR SHEATHING PANEL EDGE NAILING INTO BLOCKING 50
PE� Rom+ ,,---TRUSS BLKG SHALL BE PROVIDED OVER ENTIRE LENGTH OF SHEARWALL
PICTURE FRAME' BLOCKING WITH 2X4 TOP AND BOT PLATE AND 2X4 CRIPPLE
-- _----"PICTURE
STUDS ADJACENT TO TRUSSES. SHEATHING AND NAILING O SHALL MATCH
-. REQUIREMENT FOR SHEAR WALL BELOW
�.R�0.131"X3" NAILS FROM BLOCKING TO TRUSS VERT @6"O.0 (MIN 4) EA SIDE
T/P
PER L ARCH s-� OPEN WEB TRUSS PER PLAN
Y
SILL PLATE NAILING BLOCKING TO TOP PLATE PER SHEAR WALL SCHEDULE O3
SHEAR WALL BELOW PER PLAN CALLOUT
O ELEVATION
ID
tx
FLOOR SHEATHING PANEL EDGE NAILING INTO BLOCKING 5
T/FLFR PANEL EDGE NAILING FOR SHEATHING AT BLOCKING PER SH AR WALL
PE� RR°' SCHEDULE M
"PICTURE F E" BLOCKING W/ SHEATHING
SILL PLATE NAILING BLOCKING TO TOP PLATE PER SHEAR
�T/vL r WALL SCHEDULE 3O
OVER ARCH BLOCKING SHEATHING PANEL EDGE NAILING PER SHEAR
WALL SCHEDULE
WALL SHEATHING FrANEL EDGE NAILING PER SHEAR WALL SCHEDULE Ol
OPEN WEB FLOOR TRUSSES
SECITON "A"
410.2.11. SHEAR CONNECTION REQUIREMENTS AT OPEN WEB TRUSSES AT EXTERIOR SHEAR WALLS WITH
PERPENDICULAR FRAMING. AT SW3 AND SW2 CALLOUT PROVIDE 3X TRUSS BAND.
SHEAR WALL ABOVE PER PLAN CALLOUT
SILL PLATE NAILING TO RIM PER SHEAR WALL SCHEDULE O3
FOR SHEAR WALL CALLOUT ABOVE
VEFLFR ' WALL SHEATHING PANEL EDGE NAILING PER SHEAR WALL
vEY R
SCHEDULE OPER SHEAR WALL CALLOUT ABOVE
FLOOR SHEATHING PANEL EDGE NAILING INTO BLOCKING OS
PER SHEAR WALL CALLOUT BELOW
EXTEND WALL SHEATHING BELOW TO TRUSS BAND AND
PROVIDE WALL SHEATHING PANEL EDGE NAILING PER SHEAR
WALL SCHEDULE Ol
OPEN WEB FLOOR TRUSSES
WALL SHEATHING PANEL EDGE NAILING PER SHEAR WALL
�r/vL SCHEDULE [ PER SHEAR WALL CALLOUT BELOW
PERiARCH �/ SHEAR WALL BELOW PER PLAN CALLOUT
- -A -
410.2.12. SHEAR CONNECTION REQUIREMENTS AT OPEN WEB TRUSSES AT EXTERIOR SHEAR WALLS WITH
PARALLEL FRAMING. (3) 0.131"X2-1/2" NAILS INTO 2X BLOCKING @ 48" O.C.
SHEAR WALL ABOVE PER PLAN CALLOUT
SILL PLATE NAILING TO RIM PER SHEAR WALL SCHEDULE
T/FLFR L O3 FOR SHEAR WALL CALLOUT ABOVE
PE� R^�H �- - WALL SHEATHING PANEL EDGE NAILING PER SHEAR WALL
SCHEDULE Ol PER SHEAR WALL CALLOUT ABOVE
1 FLOOR SHEATHING PANEL EDGE NAILING INTO BLOCKING
�1 \ ( PER SHEAR WALL CALLOUT BELOW
1 EXTEND WALL SHEATHING BELOW TO T/LADDER TRUSS
AND PROVIDE WALL SHEATHING PANEL EDGE NAILING
PER SHEAR WALL SCHEDULE Ol
'LADDER" TYPE OPEN WEB FLOOR TRUSSES AT PERIMETER
�r/PL � 2X4 BRACE @ 48" O.C. WITH (3) FACE NAILS TOP AND (3)
PER RRCCH TOE NAILS BOT
WALL SHEATHING PANEL EDGE NAILING PER SHEAR WALL
_SCHEDULE (D PER SHEAR WALL CALLOUT BELOW
SHEAR WALL BELOW PER PLAN CALLOUT
411. FORCE TRANSFER AROUND OPENINGS
411.1. WHERE HORIZONTAL STRAPS ARE SHOWN ON THE SHEAR WALL PLAN ACROSS AN OPENING, THE
OPENING IS INCORPORATED WITHIN THE SHEAR WALL ASSEMBLY AS A FORCE -TRANSFER AROUND
OPENING (FTAO) CONDITION. FRAMING, STRAPPING, AND NAILING REQUIREMENTS FOR FTAO
ASSEMBLIES SHALL BE PER THE FORCE -TRANSFER AROUND OPENING DETAILS AS FOLLOWS:
411.1.1. AT OPENINGS WITH CRIPPLE WALLS ABOVE AND BELOW OPENING:
HEADER PER PLAN
DOUBLE 2X BLOCKING AT STRAP
_ CONTINUOUSLY SHEATHED SHEAR WALL AROUND
�' I �� OPENING PER PLAN SHEAR WALL CALLOUT
II EXTEND STRAP PAST OPENING AS INDICATED
* PER PLAN. IF NOT CALLED OUT, MIN 4'-0" OR TO
END OF WALL WHICHEVER IS SHORTER. TOP AND
BOT, BOTH SIDES OF OPENING
PROVIDE SHEAR WALL PANEL EDGE NAILING
I� AT BOTH JACK AND KING STUDS. BOTH SIDES
OF OPENING
OPENING PER ARCH
DOUBLE 2X BLOCKING AT STRAP
DOUBLE SILL PLATE AT STRAP
411.1.2. AT OPENINGS WITH CRIPPLE WALLS ABOVE OPENING ONLY:
HEADER PER PLAN
DOUBLE 2X BLOCKING AT STRAP
CONTINUOUSLY SHEATHED SHEAR WALL AROUND
�- OPENING PER PLAN SHEAR WALL CALLOUT
� EXTEND STRAP PAST OPENING AS INDICATED
PER PLAN. IF NOT CALLED OUT, MIN 4'-0" OR TO
END OF WALL WHICHEVER IS SHORTER. TOP AND
BOT, BOTH SIDES OF OPENING
\ PROVIDE SHEAR WALL PANEL EDGE NAILING
AT BOTH JACK AND KING STUDS. BOTH SIDES
OF OPENING
OPENING PER ARCH
F j4,
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SHEAR WALL CONSTRUCTION AND NAILING - SEC. 403
HOLDOWNS AND OVERTURNING RESTRAINT - SEC. 404
PORTAL FRAMES - SEC. 405
SPECIAL / PREFABRICATED SHEAR WALL PANELS - SEC. 406
SHEAR WALL SCHEDULE - NOTE 409
STANDARD SHEAR TRANSFER DETAILS - SEC. 410
FORCE TRANSFER AROUND OPENINGS (FTAO) - SEC. 411
SEE ALSO: GENERAL STRUCTURAL NOTES (GN100) AND GENERAL FRAMING
NOTES (GN301) FOR ADDITIONAL MATERIAL, FASTENER, AND FRAMING
REQUIREMENTS.
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PROJECT NUMBER
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CHECKED BY - AP
SHEET DATE - 05/04/2026
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SHEATHING AND FRAMING MATERIALS — SEC. 402
SHEAR WALL CONSTRUCTION AND NAILING — SEC. 403
HOLDOWNS AND OVERTURNING RESTRAINT — SEC. 404
PORTAL FRAMES — SEC. 405
SPECIAL / PREFABRICATED SHEAR WALL PANELS — SEC. 406
SHEAR WALL SCHEDULE — NOTE 409
STANDARD SHEAR TRANSFER DETAILS — SEC. 410
FORCE TRANSFER AROUND OPENINGS (FTAO) — SEC. 411
SEE ALSO: GENERAL STRUCTURAL NOTES (GN100) AND GENERAL FRAMING
NOTES (GN301) FOR ADDITIONAL MATERIAL, FASTENER, AND FRAMING
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GRAPEVINE, TX
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CHECKED BY - AP
SHEET DATE - 05/04/2026
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EXSITING
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CITY OF GRAPEVINE
THIS PAGE RELEASED FOR CONSTRUCTION
RELEASE DOES NOT AUTHORIZE ANY WORK IN
CONFLICT WITH THE BUILDING CODE OR ZONING
ORDINANCE
CITY APPROVED PLANS TO BE KEPT ON THE JOB
SITE AT ALL TIMES.
07/07/2026 9:13:43 AM
BY: KELLY TAFT TSBPE: I-3971
BUILDING INSPECTION DIVISION:
RELEASE DOES NOT APPLY TO CONSTRUCTION IN
EASEMENTS OR PUBLIC RIGHT-OF-WAY
ALL CHANGES MUST BE APPROVED.
8'•8'
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NOTES:
-CONTRACTOR TO VERIFY ALL DIMENSIONS ON 51TE
-CONTRACTOR TO COORDINATE REMOVAL OF ANY
INTERIOR OR EXTERIOR LOAD BEARING WALLS WITH
STRUCTURAL ENGINEER PRIOR TO ANY ON 51TE DEMO.
DOOR 5G�4EDULE
MARKQTY. 51ZE DESCRIPTION
1 1 218"x61511 EXT.S.C.
WINDOW &C�4EDULE
MARKQTY. SIZE DESCRIPTION
A 1 2 ITWIN 3'0"x5'0' I 6-H.D.L.
RECEIVED: 5/08/2026
26-001641
101 CROSS CREEK DR
ADDING DORMER'S TO DETACHED GARAGE
-------------------
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CU 26-16
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ATTIC CEILING CANNOT EXCEED 67"
IN HEIGHT
SLEEPING QUARTERS PROHIBITED
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ELECTRICAL SYMBOLS
110V DUPLEX OUTLET
RECE55ED GE IL ING MOUNTED LIGHT
10
NOTE: THE GENERAL CONTRACTOR AND
USE
ALL 5U5GONTRACTORS SHALL REVIEW THE
All documents here attached are
FULL CONTENT OF THE PLANS FOR
Exurb sywol o,, o� gne . The
D15GREPANGIE5 AND 01 115510NS PRIOR TO
and aI o� �o�lenieprep re
p spared
COMMENCEMENT OF WOR<
by the Designer, and the
Designer's office are instruments of
service. The Designer shall be
deemed the author of these
documents and retains all statutory,
ALL CHANGES REQUIRE
law, and o reserved
rights including Copyright. The
Deslgnar's Design Drawings,
SpeelFteations and all other
APPROVAL O F REVISED
documam
Designer the
and (or) the Designer's
officeshelltnot bear�� bV the
Owner (c%ft) or others on any
PLANS
other pro, —tI t, plcluding additions
or Ifieallons to this projeet or
For completion of this project by
others, without permission In writing
From the Designer. No part of the
above merltiorled documents may
be reproduced without similar
permission from the Designer.
APPROVED PLANS SHALL BE
The Designer assures no Ilabllity
for any structure built from these
KEPT ON J O B S I T E AT ALL TIMES
purchaser, plane.
af builder, ore soar conttrre or
must verify all dimensions, verify
compliance with all building codes,
` and Incorporate site conditions. 1
EXURB STUDIO, LLG
CONTRACTOR SHALL CALL FOR INSPECTIONS:
'oI=EYNE,,iTBE66051ND N.
(817) 410 -3 010
PHONE: 21 -3580
EMAIL: IWOOOsEXEXURBSTUD IO.GOM
CONTRACTOR REGISTRATION WILL BE
REVOKED UPON PERMIT EXPIRATION.
CONSTRUCTION HOURS
7:00 A.M. — 7:00 P.M.
MONDAY — SATURDAY ONLY
SEPERATE PLUMBING,
MECHANICAL, ELECTRICAL AND
SIGN PERMITS SHALL BE REQUIRED.
SPECIAL NOTE
PROVIDE SAFETY GLAZINGS AS REQUIRED PER
SECTION 308 AND EMERGENCY ESCAPE AND
RESCUE OPENINGS PER SECTION 310 OF THE
INTERNATIONAL RESIDENTIAL CODE
IIN W II _ �RCC)F: FL AN
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REVISIONS
1.
2.
3.
4.
DATE:
2/16/26
PRAWN
EXS
CHECK BY-
EXS
PROJECT NO.
WARE CzARAGE
A1.1
g'1° PLATE
CITY OF GRAPEVINE
THIS PAGE RELEASED FOR CONSTRUCTION
RELEASE DOES NOT AUTHORIZE ANY WORK IN
CONFLICT WITH THE BUILDING CODE OR ZONING
ORDINANCE
CITY APPROVED PLANS TO BE KEPT ON THE JOB
SITE AT ALL TIMES.
07/07/2026 9:20:46 AM
BY: KELLY TAFT TSBPE: 1-3971
SHINGLES 6 4:12 TO MATCH EXISTING
C
NL� F RCN T ELEVATICN
1/4" =1'0"
SIDING TO MATCH
EXISTING
2
10 9'1" PLATE
F.F.
12
4
i
iz
4
12
� 4
..
N UJ LEFT ELEVATION
1/4" =1'0"
F.F.
NELJ i�k�T ELEVATION
1/4" =1'0"
SIDING TO MATCH
EXISTING
9'1" PLATE
NOTE: TI4E GENERAL CONTRACTOR AND
ALL SUBCONTRACTORS SHALL REVIEUJ THE
FULL CONTENT OF THE PLANS FOR
DISCREPANCIES AND OMISSIONS PRIOR TO
COMMENCEMENT OF UJOR<
i
USE
All documents here attached are
Copyrighted 2025 by
Exurb Studio, Designer. The
Deelgn, 5pecIficattons, Drawings
and all other documents prepared
by the Designer, and (or) the
Designer's office are Instruments of
service. The Designer shell be
deemed the author of these
documents and retains all statutory,
common law, and other reserved
rights Including Copyright. The
Designer's Design, Drawings,
Specifications and all other
documents prepared by the
Designer and (or) the Designer's
office shall not be reused by the
Owner (client) or others on any
other project, Including additions
or modifications to this project or
for completion of this project by
others, without permission In writing
from the Designer. No part of the
above mentioned documents may
be reproduced without similar
permission from the Designer.
The Designer assumes no Ilability
for any structure built from these
plane. Before construction, the
purchaser, builder, or contractor
must verlfy all dimensions, verlfy
compliance with all building codes,
` and Incorporate site conditions.
l
EXURB STUDIO, LLc
1038 MEADOW BEND LOOP N.
GRAPEVINE, TX 16051
PHONE: 214-619-3580
EMAIL: IWOOEXURBSTUD IO.COM
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REVISIONS
1.
2.
3.
4.
1 <
DATE:
2/16/26
DRAWN BY:
EXS
CHECK BY:
EXS
PROJECT NO.
WARE GARAGE
BUILDING INSPECTION DIVISION:
RELEASE DOES NOT APPLY TO CONSTRUCTION IN
EASEMENTS OR PUBLIC RIGHT-OF-WAY
ALL CHANGES MUST BE APPROVED.
SHE NurrBER
1.2
GENE R L GONeTRI�CT I ON NOTES,
1. OWNER / CLIENT RESPONSIBILITIES: REFERENCE IS MADE THROUGHOUT THESE
GENERAL NOTES TO RESPONSIBILITIES AND STANDARDS OF CARE TO BE FULFILLED BY THOSE
PROVIDING SERVICES IN THE DEVELOPMENT AND CONSTRUCTION OF THIS PROJECT.
OWNER / CLIENT SHALL BE RESPONSIBLE FOR ADHERENCE TO THOSE REQUIRMENTS BY THE
OWNER, BUILDER, GENERAL CONTRACTOR, SUBCONTRACTORS AND OTHER PROFESSIONAL
CONSULTANTS NOT RETAINED BY THE DESIGNER.
2. PERMIT SET. THIS SET OF PLANS IS SUFFICIENT TO OBTAIN BUILDING PERMIT, HOWEVER,
ALL MATERIALS AND METHODS OF CONSTRUCTION NECESSARY TO COMPLETE THE PROJECT
ARE NOT NECESSARILY DESCRIBED. THE PLANS DELINEATE AND DESCRIBE ONLY LOCATIONS,
DIMENSIONS, TYPES OF MATERIALS AND GENERAL METHODS OF ASSEMBLING OR FASTENING.
SPECIFICATION OF PARTICULAR PRODUCTS OR MATERIALS IS TO BE COORDINATED BY THE
CONTRACTOR AND APPROVED BY THE OWNER. THE IMPLEMENTATION OF THESE PLANS
REQUIRES AN OWNER / CLIENT / CONTRACTOR THOROUGHLY KNOWLEDGEABLE WITH THE
APPLICABLE BUILDING CODES AND METHODS OF CONSTRUCTION SPECIFIC TO THIS PRODUCT
TYPE AND TYPE OF CONSTRUCTION.
3. BUILDING MAINTENANCE: THE EXPOSED MATERIALS USED IN THE CONSTRUCTION OF THIS
PROJECT WILL DETERIORATE AS THE COMPLETED PROJECT AGES UNLESS PROPERLY AND
ROUTINELY MAINTAINED. THE OWNER / CLIENT / CONTRACTOR SHALL PROVIDE OR CAUSE
THE DEVELOPMENT OF A PLAN TO KEEP THESE EXPOSED MATERIALS PROTECTED AND
MAINTAINED THROUGH COMPLETION OF THIS PROJECT.
4. ALL CONSTRUCTION SHALL GOMPLY WITH THE MOST STRINGENT REQUIREMENTS OF ALL
CURRENT APPLICABLE CITY, COUNTY, STATE AND FEDERAL LAUDS, RULES, CODES, ORDINANCES
AND REGULATIONS. IF THE GENERAL CONTRACTOR OR ANY SUBCONTRACTOR PERFORMS ANY
WORK IN CONFLICT WITH THE ABOVE MENTIONED LAUDS, RULES, CODES, ORDINANCES AND
REGULATIONS, THEN THE CONTRACTOR IN VIOLATION SHALL BEAR ALL COSTS OF REPAIR
ARISING OUT OF THE NON -CONFORMING WORK.
5. PERMITS: THE GENERAL BUILDING PERMIT AND PLAN CHECK SHALL BE SECURED AND
PAID FOR BY THE OWNER / CLIENT. ALL OTHER PERMITS SHALL BE SECURED AND PAID FOR
BY THE SUBCONTRACTOR DIRECTLY RESPONSIBLE.
ro. NAMED PRODUCTS: THE DESIGNER MAKES NO GUARANTEE FOR THE PRODUCTS
IDENTIFIED BY TRADE NAME OR MANUFACTURER.
1. SCOPE: THE GENERAL CONTRACTOR AND SUBCONTRACTORS SHALL FURNISH ALL
LABOR, EQUIPMENT AND MATERIAL INDICATED ON THE PLANS AND REASONABLY INFERRED
OR REQUIRED BY THE APPLICABLE CODES.
8. SUBSTITUTION: THE GENERAL CONTRACTOR AND ANY SUBCONTRACTORS SHALL NOT
MAKE ANY STRUCTURAL SUBSTITUTIONS OR CHANGES WITHOUT PRIOR WRITTEN AUTHORIZATION
FROM THE STRUCTURAL ENGINEER.
9. CHANGES: ANY ADDITION, DELETION OR CHANGE IN THE SCOPE OF THE WORK DESCRIBED
BY THE PLANS SHALL BE BY WRITTEN CHANGE ORDER ONLY. ANY APPROVAL FROM THE
BUILDING OFFICIAL FOR A CHANGE IN THE WORK SHALL BE THE RESPONSIBILITY OF THE
GENERAL CONTRACTOR.
10. INTENTION: THE GENERAL CONTRACTOR SHALL ENSURE THAT ALL LABOR, MATERIALS,
EQUIPMENT AND TRANSPORTATION SHALL BE INCLUDED IN THE WORK FOR THE COMPLETE
EXECUTION OF THE PROJECT. THE DESIGNER SHALL NOT BE RESPONSIBLE FOR THE MEANS
AND METHODS OF CONSTRUCTION.
11. REVIEW OF DRAWINGS: THE GENERAL CONTRACTOR AND ALL SUBCONTRACTORS SHALL
REVIEW THE FULL CONTENT OF THE PLANS FOR DISCREPANCIES AND OMISSIONS PRIOR TO
COMMENCEMENT OF WORK. THE GENERAL CONTRACTOR AND ALL SUBCONTRACTORS SHALL
BE RESPONSIBLE FOR ANY WORK NOT IN CONFORMANCE WITH THE PLANS OR IN CONFLICT
WITH ANY CODE.
12. USE OF DRAWINGS: DIMENSIONS TAKE PRECEDENCE OVER SCALED MEASUREMENTS.
DETAILS AND SECTIONS ON THE DRAWINGS ARE SHOWN AT SPECIFIC LOCATIONS AND ARE
INTENDED TO SHOW GENERAL REQUIREMENTS THROUGHOUT. DETAILS NOTED "TYPICAL"
IMPLY ALL LIKE CONDITIONS TREATED SIMILARLY, UNLESS NOTED OTHERWISE. THE BUILDING
DETAILS SHOWN ARE INTENDED TO FURTHER ILLUSTRATE THE VISUAL DESIGN CONCEPT AND
THE MINIMUM RECOMMENDED WEATHER PROTECTION FOR THE PROJECT. BUILDING CODE
REQUIREMENTS, STRUCTURAL CONSIDERATIONS, TRADE ASSOCIATION MANUALS AND
PUBLICATIONS AND PRODUCT MANUFACTURER'S WRITTEN INSTRUCTIONS SHALL ALSO BE
CONSIDERED IN ORDER TO COMPLETE THE CONSTRUCTION OF THE DETAILS, AND IN SOME
CASES MAY SUPERSEDE THE DETAILS.
13. APPROVED DRAWINGS: THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR
COORDINATING THE WORK BETWEEN THE DIFFERENT SUBCONTRACTORS AND REQUIRING ALL
SUBCONTRACTORS TO USE THE MOST CURRENT BUILDING DEPARTMENT APPROVED SET
OF CONSTRUCTION PLANS.
14, CLEAN UP: ALL TRADES SHALL, AT ALL TIMES, KEEP THE PREMISES FREE FROM
ACCUMULATION OF WASTE MATERIALS OR RUBBISH CAUSED BY THEIR WORK.
SUBCONTRACTORS SHALL REMOVE ALL RUBBISH, TOOLS, SCAFFOLDING AND SURPLUS
MATERIALS AND LEAVE THE JOB IN BROOM -CLEAN CONDITION. ALL FIXTURES, EQUIPMENT,
GLAZING, FLOORS, ETC., SHALL BE LEFT CLEAN AND READY FOR OCCUPANCY UPON
COMPLETION OF THE PROJECT.
15. STORAGE OF MATERIALS: THE GENERAL CONTRACTOR AND SUBCONTRACTORS
SHALL BE RESPONSIBLE FOR STORING THE MATERIALS ON THE SIT ACCORDING TO
MATERIAL SUPPLIER'S OR MANUFACTURER'S INSTRUCTIONS. THE MATERIALS SHALL BE
KEPT SECURE AND PROTECTED FROM MOISTURE, PESTS, AND VANDALS. ANY LOSS
ARISING OUT OF MATERIALS STORED AT THE SITE SHALL BE THE RESPONSIBILITY OF
THE GENERAL CONTRACTOR OR SUBCONTRACTORS WHO STORED THE DAMAGE OR
LOST MATERIALS.
1(o, THE GENERAL CONTRACTOR SHALL COORDINATE THE WORK WITH MECHANICAL,
ELECTRICAL AND PLUMBING DRAWINGS FOR ALL NECESSARY OPENINGS AND
PENETRATIONS THROUGH WALLS, CEILINGS AND FLOORS.
USE
All documents here attached are
Copyrighted 2025 by
Exurb Studio, Designer. The
ROU C RPLNTR�' DEMOLITION / CON&TRACTION NOTES and all other dlocuments prepared
by the Designer, and (or) the
Deslgner'e office are Instruments of
r service. The Designer shall be
1. FR M ING" deemed the author of these
f-+ documents and retains all statutory,
ed
A. STUD UJALLS PER APPLICABLE BUILDING CODE. 1. THE INTENT OF THE DEMOLITION PLANS IS TO SHOW THE common law, i 9 p right7hee Including
FULL HEIGHT UJALLS SHALL HAVE CONTINUOUS STUDS FROM Designer's Design, Drawings,
GENERAL NATURE OF THE DEMOLITION SCOPE. THE documents
pre and all other
documents prepared by the
BOTTOM TO TOP PL ATE. GENERAL CONTRACTOR 15 RE SPONS 1 BL E FOR VISITING THE office sh and (or) the Designer's th
office shell not be reused by the
B. CEILING JOISTS: PER APPLICABLE BUILDING CODE. JOB SITE AND VERIFYING THE EXISTING CONDITIONS 4 °erprC1e"t' or includingang
USE SOLID BRIDGING. orbs project, Including project
o
DIMENSIONS. THE GENERAL CONTRACTOR SHOULD NOTIFY ns
or r'com catlons to this project or
far completion of this project by
C. BACKING: PROVIDE BACKING AT ALL PENDANT OR SIGNATURE DESIGN STUDIO IMMEDIATELY OF ANY others,rwithout Designer.
No p In writing
gne. part of the
SURFACE -MOUNTED ELECTRICAL FIXTURES, RAILS, GRAB BARS, DISCREPANCIES. aberepodlu�aho �imilarr
BATH ACCESSORIES, ETC. permission from the Designer.
bilitq
D. F1RE STOPPING: PER APPLICABLE BUILDING CODE. 2. COORDINATE AND VERIFY WITH THE OWNER ALL ITEMS TO for ang Designer assumes fromno these
for an structure built from these
E. STUD UJALLS: PER APPLICABLE BUILDING CODE. ALL he
purchaser, builder,
contractor
BE SALVAGED PRIOR TO DEMOLITION. ION. ustvee, bu"der, or ns,vec
STUDS TO HAVE FULL BEARING ON PLATE. ALL STUDS TO must veify all all building
verify
compliance with all building codes,
` and Incorporate site conditions.
BE fro" O.G. UNLESS NOTED OTHERWISE. STUDS TO BE SIZED 3. GENERAL CONTRACTOR IS TO MAINTAIN A SEPARATIONEXURB I
LLC
PER REQUIREMENTS OF BUILDING CODE. BETWEEN AREAS WITHIN THE SCOPE OF WORK AND AREAS 1038ME MEADUDIO,OW
EN
1038 MEADOW BEND LOOP N.
F. USE CONTINUOUS, FULL HEIGHT STUDS IN ACCORDANCE OUTSIDE OF THE SCOPED. OF WORP 0NE:v2r114E Tx
9,35801
WITH THE HIGHEST STANDARD OF CONSTRUCTION AND EMAIL: IWOOEXURBSTUDIO.COM
FRAMING PRACTICES. 4. CAUSE NO DAMAGE TO EXISTING CONSTRUCTION TO REMAIN,
G. ALL ANGLED WALLS TO BE 45 DEGREES UNLESS NOTED TAKE CARE NOT TO ENCROACH ON ADJACENT OCCUPIED
OTHERWISE. AREAS OR AREAS NOT WITHIN THE SCOPE OF WORK,
H. BUILT UP ROOFS, WATERPROOF BALCONY DECKS AND PROTECT ALL EXISTING FINISHES, DOORS, FRAMES, ETC.
EXTERIOR HORIZONTAL AREAS ARE TO FRAMED WITH SLOPE WHICH AREA TO REMAIN.
TO ENSURE WATER DRAINAGE WITHOUT PONDING.
I. PROVIDE CRICKETS AS INDICATED AND AS NECESSARY 5. USE ALL MEANS NECESSARY TO PREVENT THE SPREAD OF
FOR PROPER WATER DRAINAGE AND TO REDIRECT CHANNELED DUST TO ADJACENT AREAS.
OR RUNOFF WATER AWAY FROM VERTICAL SURFACES.
J. PROVIDE BLOCKING WHERE REQUIRED TO PROVIDE (o. CONDUCT DEMOLITION OPERATIONS 4 THE REMOVAL OF
UNIFORM SURFACES WHERE FLUSH JOISTS AND BEAMS ARE DEBRIS TO ENSURE MINIMUM INTERFERENCE WITH STREETS,
DIFFERENT DEPTHS. WALKS, $ OTHER ADJACENT OCCUPIED OR USED FACILITIES.
K. USE MITERED JOINTS AT FASCIA SPLICES. COMPLY WITH LOCAL JURISDICTION REQUIREMENTS FOR
L. ALL DIMENSIONS ARE GIVEN TO CENTER OF FRAMING, RECYCLING AND TREATMENT OF ITEMS TO BE RECYCLED.
UNLESS OTHERWISE NOTED. 0
i. DISPOSE OF ALL DEMOLISHED OR REMOVED MATERIALS
0
LEGALLY OFF THE SITE. COMPLY WITH ALL LOCAL HAULING '0
DISPOSAL REQUIREMENTS. iph,
0
F
In
FLOOR PLAN NOTE 5 8. EXURB STUDIO HAS NO KNOWLEDGE OF AND SHALL NOT BE to
HELD LIABLE FOR ANY ASBESTOS OR OTHER HAZARDOUS
I. ALL GAS OR WOOD -BURNING FIREPLACES WITHIN A DWELLING UNIT SHALL MATERIALS ON JOBSITE. THE CONTRACTOR SHALL X
W
COMPLY WITH THE INTERNATIONAL RESIDENTIAL CODE AND LOCAL AMENDMENTS. IMMEDIATELY ISOLATE THE AFFECTED AREA IF ASBESTOS
2. SMOKE DETECTORS SHALL BE INSTALLED AT LOCATIONS REQUIRED BY OR OTHER HAZARDOUS MATERIAL ARE DISCOVERED
THE INTERNATIONAL RESIDENTIAL CODE AND SHALL RECEIVE THEIR PRIMARY DURING CONSTRUCTION. NOTIFY OWNER FOR FURTHER 3
POWER FROM BUILDING WIRING AND SHALL BE EQUIPPED WITH A BATTERY BACK UP. INSTRUCTION BEFORE PROCEEDING WITH OTHER WORK,
3. UNDER NO CIRCUMSTANCES IS THE USE OF WATER RESISTANT GYP. BD.
"GREEN BOARD" AS BACKING FOR TILE OR WALL PANELS IN ANY POTENTIALLY 9. MAINTAIN EXISTING UTILITIES TO REMAIN IN SERVICE AND
"WET" AREA TO BE USED. USE ONLY PANELS RATED FOR MOISTURE $ MOLD PROTECT AGAINST DAMAGE DURING DEMOLITION
RESISTANCE. SHOWER STALLS SHALL BE FURNISHED WITH A HARD, NON ABSORBENT OPERATIONS.
MATERIAL.
4. PROVIDE A MINIMUM 30"x22" ATTIC ACCESS OPENING WITH A MINIMUM HEADROOM 10. UPON COMPLETION, CLEAN THE ENTIRE AREA OF
CLEARANCE OF 30" WHEN MECHANICAL EQUIPMENT IS INSTALLED IN THE ATTIC SPACE. DEMOLITION TO A TIDY, UNIFORM CONDITION REMOVING ALL
THE OPENING SHALL BE LOCATED IN A HALLWAY, CORRIDOR OR OTHER READILY DEBRIS, DUST PARTITIONS 4 ASSOCIATED MATERIALS USED
ACCESSIBLE LOCATION PER THE INTERNATIONAL RESIDENTIAL CODE. DURING THE DEMOLITION. CLEAN ALL AREAS IMPACTED BY
5. WATER HEATERS SHALL BE ANCHORED OR STRAPPED TO RESIST DISPLACEMENT, THE DEMOLITION, INCLUDING BUT NOT LIMITED TO, ADJACENT
STRAPPING SHALL BE AT POINTS WITHIN THE UPPER 3 AND LOUDER 3 OF IT'S VERTICAL OCCUPIED AREAS AND AREAS NOT WITHIN THE SCOPE OF
DIMENSION. AT THE LOUDER POINT, MAINTAIN A MIN OF 4" CLEARANCE ABOVE THE WORK. C
WATEiRHEATER CONTROLS.
(o. GAS WATER HEATERS AND FURNACES SHALL BE LOCATED ON A RIGID RAISED 11, COMPLY WITH ALL STANDARD LOCAL, NATIONAL, STATE AND
PLATFORM A MINIMUM OF 18" HIGH. FEDERAL SAFETY REQUIREMENTS FOR
i. SAFETY GLAZING TO BE PROVIDED AT THE FOLLOWING AREAS: DEMOLITION/CONSTRUCTION.
A. SLIDING OR SWINGING DOORS 12. THE INTENT OF THESE DRAWING& HEREIN IS TO REPRESENT A
B. TUB AND OR SHOWER ENCLOSURES AND GLAZING IN WALLS LESS THAN (00" COMPLETE WORKING SYSTEM. ALL CONTRACTORS SHALL BE u Y X
ABOVE THE STANDING SURFACE OF TUBS OR SHOWERS. RESPONSIBLE FOR PROVIDING AND INSTALLING ALL
C. GLAZING WITHIN 24" OF THE SWING OF A DOOR. COMPONENTS NECESSARY TO PROVIDE THE DESIGN INTENT, Q tx uj
D. GLAZING IN WALLS ENGLOSING STAIRWAY LANDINGS OR WITHIN 5' OF THE WHETHER SHOWN OR NOT ON THE DRAWINGS. %5 C }
BOTTOM AND TOP OF STAIRWAYS WHERE THE BOTTOM EDGE OF GLASS IS LESS THAN UJ
&0" ABOVE THE WALKING SURFACE. (L
E. GLAZING WITHIN 18" OF THE FLOOR. �3 U
F. ANY INDIVIDUAL PANE GREATER THAN S SQ.FT.
ELECTRICAL NOTES
1. ALL CONVENIENCE OUTLETS WITH SWITCHES TO
BE SWITCHED AT TOP ONLY,
2. ALL SUJITCHES TO BE 4'-(c>" ABOVE FINISH
FLOOR TO CENTERLINE OF SWITCH UNLESS
OTHERWISE NOTED.
3, ALL CONVENIENCE OUTLETS ARE 1'-0" ABOVE
FINISH FLOOR TO CENTERLINE OF OUTLET UNLESS
OTHERUJ15E NOTED. EXCEPTION - LOCATE
CONVENIENCE OUTLETS HORIZONTALLY UNDER
WINDOWS 4" ABOVE FINISHED FLOOR
4. ALL BRACKET FIXTURES TO BE AT
ABOVE FINISH FLOOR TO CENTER OF FIXTURE.
5, SMOKE DETECTORS SHALL BE LOCATED WITHIN
12" OF THE HIGHEST POINT ON THE CEILING.
(o. VERIFY LOCATION OF ALL RECEPTACLES FOR
APPLIANCES WITH MANUFACTURER'S SPECIFICATIONS.
i. ELECTRICAL OUTLET BOXES TO BE
SEPARATED A MAXIMUM OF 12'-0" AND ARE TO
COMPLY WITH THE NATIONAL ELECTRICAL CODE
AND LOCAL CODES. ELECTRICAL OUTLET BOXES TO
BE SEPARATED 24" HORIZONTALLY ON ALL PARTY
WALLS. G.F.I. CIRCUIT TO BE PROVIDED AT ALL
LOCATIONS WHERE REQUIRED BY CODE.
CITY OF GRAPEVINE
THIS PAGE RELEASED FOR CONSTRUCTION
RELEASE DOES NOT AUTHORIZE ANY WORK IN
CONFLICT WITH THE BUILDING CODE OR ZONING
ORDINANCE
CITY APPROVED PLANS TO BE KEPT ON THE JOB
SITE AT ALL TIMES.
07/07/2026 9:20:53 AM
BY: KELLY TAFT TSBPE: 1-3971
BUILDING INSPECTION DIVISION:
RELEASE DOES NOT APPLY TO CONSTRUCTION IN
EASEMENTS OR PUBLIC RIGHT-OF-WAY
ALL CHANGES MUST BE APPROVED.
1
fR,EVISIONS
oir
3.
9
� C
DATE:
2/16/26
PRAWN 5
EXS
CHECK BY:
EXS
PROJECT NO.
WARE GARAGE
SHEET NUMBER
1-1. THE GENERAL CONTRACTOR SHALL VERIFY ALL PROJECT SITE CONDITIONS AND
RELATED DIMENIONS.
STANDARD CONSTRUCTION NOTES
A2
101 CROSS C SEEK GA SAG =.AD DI-IO
V
F j4,
...........................
ALIAKSEI PATSEVICH
CITY OF GRAPEVINE
THIS PAGE RELEASED FOR CONSTRUCTION
RELEASE DOES NOT AUTHORIZE ANY WORK IN
CONFLICT WITH THE BUILDING CODE OR ZONING
ORDINANCE
CITY APPROVED PLANS TO BE KEPT ON THE JOB
SITE AT ALL TIMES.
07/07/2026 9:20:59 AM
BY: KELLY TAFT TSBPE: 1-3971
BUILDING INSPECTION DIVISION:
RELEASE DOES NOT APPLY TO CONSTRUCTION IN
EASEMENTS OR PUBLIC RIGHT-OF-WAY
ALL CHANGES MUST BE APPROVED.
GN002. ABBREVIATIONS
ABBREVIATION
DESCRIPTION
FRT FIRE RETARDANT TREATED
RCSC RESEARCH COUNCIL ON
STRUCTURAL CONNECTIONS
@
AT
FS FAR SIDE
RD ROOF DRAIN
=
EQUAL
FT FOOT
REC RECOMMENDATIONS
#
POUNDS (LBS.)
FIG FOOTING
REF REFERENCE OR REFER
A.B. OR AB
ANCHOR BOLT
GA GAUGE
REINF REINFORCEMENT
A/C OR AC
AIR CONDITIONING
GALV GALVANIZED
REQ'D OR REQD REQUIRED
ABV
ABOVE
GB GRADE BEAM
REQ'S OR REQS REQUIREMENTS
ACI
AMERICAN CONCRETE INSTITUTE
GC GENERAL CONTRACTOR
REQ'T OR REQT REQUIREMENT
ADDL
ADDITIONAL
GEOTECHNICAL ENGINEER OF
GER
RGD RIGID
A.F.F. OR AFF
ABOVE FINISH FLOOR
RECORD
REGISTERED PROFESSIONAL
RPT
GN GENERAL NOTE(S)
TECHNICIAN
AHJ
AUTHORITY HAVING JURISDICTION
RTU ROOF TOP UNIT
GR GRADE
AISC
AMERICAN INSTITUTE OF STEEL
S/ SIDE OF
CONSTRUCTION
GYP OR GWB GYPSUM WALL BOARD
ALT
ALTERNATE
H OR HT HEIGHT
SCHED SCHEDULE
ALUM
ALUMINUM
HDG HOT -DIPPED GALVANIZED
SOS SELF DRILLING SCREWS
AOR
ARCHITECT OF RECORD
HDR HEADER
SECT SECTION
APPROX
APPROXIMATE
SF SQUARE FOOT
HGR HANGER
ARCH
ARCHITECT OR ARCHITECTURAL
SHT SHEET
HI HIGH
AMERICAN WOOD PROTECTION
AWPA
ACCOCIA71ON
HI & LO HIGH AND LOW
SHTG SHEATHING
AWS
AMERICAN WELDING SOCIETY
HOR HORIZONTAL
SIM SIMILAR
B.F. OR BF
BOTTOM FLUSH
HS OR H.S. HEADED STUD
SLBB SHORT LEG BACK TO BACK
BLDG
BUILDING
HSS HOLLOW STRUCTURAL SECTION
S.O.G. OR SOG SLAB ON GRADE
BLDR
BUILDER
HVAC HEATING, VENTILATION, AND AIR
SP SPACE OR SPACING
BLKG
BLOCKING
CONDITIONING
SPEC SPECIFICATION
ICF INSULATED CONCRETE FORMS
BM
BEAM
ID OR I.D. INSIDE DIAMETER
S.S. OR SS STAINLESS STEEL
BOT
BOTTOMIF
SSMA STEEL STUD MANUFACTURERASSOCIATION
OR I.F. INSIDE FACE
B.P. OR BP
BASE PLATE
IN INCH
STD STANDARD
BRG
BEARING
INFO [FORMATION
STIFF STIFFENER
BRK
BRICK
INT INTERIOR
STIRR STIRRUPS
BTWN
BETWEEN
INTERN INTERMEDIATE
STL STEEL
BSMT
BASEMENT
INS ORINSUL INSULATION
STR. OR STRUC. STRUCTURAL
B/
BOTTOM OF
IT JOINT
SUB SUBCONTRACTOR
BOT
BOTTOM
SQ SQUARE
JST JOIST
CANT
CANTILEVER
K KIPS (1000 LBS. OR 1000#)
S.W. OR SW SHEAR WALL
CFM
COLD FORMED METAL
KLF KIP PER LINEAR FOOT
SYM SYMMETRICAL
C.J. OR Cl
CONTROL JOINT
CJP
COMPLETE JOINT PENETRATION
K/O KNOCK OUT
T/ TOP OF
C.L. OR CL
CENTERLINE
K5F KIP PER SQUARE FOOT
T&B TOP AND BOT
CLG
CEILING
L LENGTH
T&G TONGUE AND GROOVE
CLR
CLEAR
LBS POUNDS
TEMP TEMPERATURE
CMU
CONCRETE MASONRY UNIT
LOC LOCATION
T.F. OR TF TOP FLUSH
COL
COLUMN
LONG LONG OR LONGITUDINAL
THK THICK OR THICKNESS
COMP
COMPRESSION OR COMPRESSIBLE
LLBB LONG LEG BACK TO BACK
TH RD THREADED ROD
CONC
CONCRETE
LLH LONG LEG HORIZONTAL
T.J. OR TJ TRIPLE JOIST
CONNX
CONNECTION
LLV LONG LEG VERTICAL
TOC OR T.O.C. TOP OF CONCRETE
CONSTR
CONSTRUCTION
LB OR # POUND
TOS OR T.O.S. TOP OF STEEL
CONT
CONTINUOUS
LO LOW
TOW OR T.O.W. TOP OF WALL
CONTR
CONTRACTOR
LT LIGHT
TPI TRUSS PLATE INSTITUTE
COORD
COORDINATE
CONCRETE REINFORCING STEEL
LW OR LT WT LIGHTWEIGHT
TR OR TRANS TRANSVERSE
CRSI
INSTITUTE
LWC LIGHTWEIGHT CONCRETE
TYP TYPICAL
CTR
CENTER
MAS MASONRY
LILT ULTIMATE
DB
DROPPED BEAM
MAIL MATERIAL
U.N.O OR LINO UNLESS NOTED OTHERWISE
DBL
DOUBLE
MAX MAXIMUM
U.P.A. OR UPA UNDER POST ABOVE
DEG OR °
DEGREE
MC MOMENT CONNECTION
U.W.A. OR UWA UNDER WALL ABOVE
DET
DETAIL
MECH MECHANICAL
V.C.B. OR VCB VERTICAL CRUSH BLOCKING
DIA OR to
0
DIAMETER
MECHANICAL, ELECTRICAL,
VERT VERTICAL
DIAG
DIAGONAL
MEP PLUMBING SPECIALTY SUB
DIM
DIMENSION
MEZZ MEZZANINE
V.I.F. OR VIF VERIFY IN FIELD
D.J. OR DJ
DOUBLE JOIST
MID MIDDLE
VNR VENEER
DN
DOWN
MIN MINIMUM
W/ WITH
D.S. OR DS
DOWN SPOUT
MISC MISCELLANEOUS
W/O WITHOUT
DTL
DETAIL
MNFR OR MFR MANUFACTURER
WD WOOD
DWG
DRAWING
MTL METAL
WF WIDE FLANGE BEAM
DWL
DOWEL
NA OR N/A NOT APPLICABLE
W.P. OR WP WORK POINT
EA
EACH
N.B. OR NB NON -BEARING
VJRB WEATHER -RESISTIVE BARRIER
E.F. OR EF
EACH FACE
NIC OR N.I.C. NOT IN CONTRACT
WS WATER STOP
EIFS
EXTERIOR INSULATION AND FINISH
NISI NATIONAL INSTITUTE OF
W.S.P. OR WSP WOOD STRUCTURAL PANEL
SYSTEM
STANDARDS AND TECHNOLOGY
E.J ORE]
EXPANSION JOINT
NHR OR N.H.R. NO HEADER REQUIRED
WT WEIGHT
ELEC
ELECTRICAL
NO. OR # NUMBER
W.W.F. OR WNIF WELDED WIRE FABRIC
EL
ELEVATION
NOM NOMINAL
XPS EXTRUDED POLYSTERENE
ELEV
ELEVATOR
NS NEAR SIDE
EMBED
EMBEDDED OR EMBEDMENT
NS & FS NEAR SIDE AND FAR SIDE
E.N. OR EN OR P.E.N
PANEL EDGE NAILING
N.T.S. OR NTS NOT TO SCALE
LOAD TYPE ABBREVIATIONS:
ENG
ENGINEER
NWC NORMAL WEIGHT CONCRETE
ASO ALLOWABLE STRESS DESIGN
E.O.R. OR FOR
ENGINEER OF RECORD
LOAD AND RESISTANCE FACTOR
O.C. OR OC ON -CENTER
LRFD
DESIGN
E.P. OR EP
EMBED PLATE
DL DEAD LOAD
OD OUTSIDE DIAMETER
EPS
EXPANDED POLYSTERENE
ET CETERA (AND OTHER SIMILAR
OF OUTSIDE FACE
LL LIVE LOAD
ETC
THINGS)
OPNG OPENING
RL ROOF LOAD
EQ
EQUAL
OPP OPPOSITE
SL SNOW LOAD
EQUIP
EQUIPMENT
EL SEISMIC LOAD
PARAL PARALLEL
E.S. OR ES
EACH SIDE
SDL SUPERIMPOSED DEAD LOAD
PERP PERPENDICULAR
E,1V. OR EW
EACH 'NAY
PCF POUNDS PER CUBIC FOOT
TL TOTAL LOAD
EXIST OR (E)
EXISTING
EXP
EXPANSION
PIP PARTIAL JOINT PENETRATION
WL WIND LOAD
EXT
EXTERIOR
PL PLATE
FAB
FABRICATOR OR FABRICATE
PLBG PLUMBING
WOOD SPECIES ABBREVIATIONS:
F/
FACE OF
PLF POUNDS PER LINEAR FOOT
AYC ALASKAN YELLOW CEDAR
F.B. OR FB
FLUSH BEAM
PLWD PLYWOOD
DF DOUGLAS FIR (SOUTH)
FD
FLOOR DRAIN
POLYISO POLY ISOCYAN U RATE INSULATION
DFL DOUGLAS FIR LARCH
F.F.E. OR FFE
FINISHED FLOOR ELEVATION
PREFAB PREFABRICATED
ERC EASTERN RED CEDAR
FIN
FINISH
PRO] PROJECT OR PROJECTION
HF HEM FIR
FL OR FLR
FLOOR
PSF POUNDS PER SQUARE FOOT
SPF SPRUCE PINE FIR
FL.FR. OR FLFR
FLOOR FRAMING
PSI POUNDS PER SQUARE INCH
SYP SOUTHERN YELLOW PINE
FLUHG
FLASHING
PRESSURE TREATED (LUMBER)
PT POST TENSIONED (CONCRETE)
WRC WESTERN RED CEDAR
FND OR FDN
FOUNDATION
PVMT PAVEMENT
F.O.C.
FACE OF CONCRETE
QTY QUANTITY
ENGINEERED LUMBER TYPES:
F.0.5
FACE OF STEEL
R RADIUS
GLB OR GLULAM GLUE -LAMINATED TIMBER
FP
FIREPLACE
R.O. OR RO ROUGH OPENING
LVL LAMINATED VENEER LUMBER
FR OR FRMG
FRAMING
RAF RAFTER
LSL LAMINATED STRAND LUMBER
RESEARCH COUNCIL ON
RCSC
PSL PARALLEL STRAND LUMBER
FRM
FRAME
STRUCTURAL CONNECTIONS
S26129
I2:191b] 4146 0 49hrolA z r_r 1111 col►
PROJECT ADDRESS
101 CROSS CREEK DR
GRAPEVINE, TX
ARCHITECT
EXURB STUDIO, LLC
1038 MEADOW BEND LOOP N
214-679-3580
INFO@EXURBSTUDIO.COM
STRUCTURAL ENGINEER
L120 ENGINEERING & DESIGN
P.O. BOX 1447
GRAPEVINE, TX 76099
PHONE: (214) 625-2819
CONTACT: ALIAKSEI PATSEVICH, PE
DESIGN CRITERIA
APPLICABLE INTERNATIONAL BUILDING AND/OR RESIDENTIAL CODE EDITION: 2021
AND AMENDMENTS AS ADOPTED BY THE REVIEWING AGENCY/COUNTY.
RISK CATEGORY ..................II
BASIC WIND SPEED ..................115 MPH
WIND EXPOSURE ... B
TOPOGRAPHIC FACTOR KA-1.0
SEISMIC DESIGN CATEGORY ...... B
SITE CLASS .... D
SS ... 0.12
51...0.059
DEAD LOADS AS SPECIFIED IN THE "DESIGN WEIGHTS OF ASSEMBLIES" NOTE 116 OF
THE GENERAL STRUCTURAL NOTES.
LIVE LOADS
AND AS SPECIFIED IN THE "LIVE LOADS" NOTE 117 OF THE GENERAL STRUCTURAL
NOTES
DEFLECTION CRITERIA AS SPECIFIED IN THE "DEFLECTION LIMITS" NOTE 118 OF
GENERAL STRUCTURAL NOTES.
GROUND SNOW LOAD .... 12 PSF
GEOTECHNICAL REPORT
PTI DESIGN PARAMETERS:
DIFFERENTIAL SWELL FOR EDGE LIFT, =
DIFFERENTIAL SWELL FOR CENETER LIFT, =
EDGE MOISTURE VARIATION, EDGE LIFT, =
EDGE MOISTURE VARIATION, CENTER LIFT, =
LATERAL EARTH PRESSURE DESIGN PARAMETERS:
ACTIVE .... 35 PSF/FT
AT REST ... 55 PSF/FT
PASSIVE.... 250 PSF/FT
COEFFICIENT OF BASE FRICTION: 0.30
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PROJECT NAME
END BEARING....
SKIN FRICTION....
101 CROSS CREEK
UPLIFT SKIN FRICTION.... OVER TOP XX FEET
GARAGE ADDITION
SHEET INDEX
S-100 COVER SHEET
S-101 GENERAL STRUCTURAL NOTES
PROJECT ADDRESS
S-301 FRAMING NOTES AND DETAILS
101 CROSS CREEK DR
S-302 FRAMING NOTES AND DETAILS
S-311 FIRST LEVEL CEILING FRAMING PLAN
GRAPEVINE, TX
S-312 ROOF FRAMING PLAN
S-401 WALL BRACING NOTES DETAILS AND SCHEDULES
PROJECT NUMBER
S-411 FIRST FLOOR SHEAR WALL PLAN
S-412 SECOND FLOOR SHEAR WALL PLAN
S26129
CHECKED BY - AP
G N 001. LEGEND SHEET DATE - 05/04/2026
1 3/4" X 14" LVL DTL. SECTION CALLOUT PER PLAN SCALE
I - WOOD BEAM (EXAMPLE) 5HT.
- HANGER AS REQ'D DTL, 24X36 SHEET:1/2"=1'-0"
C— - — - WOOD JOIST Ste'
- HANGER AS REQ'D I I - PLAN DETAIL CALLOUT PER PLAN
Lv W10X15 - STEEL BEAM (EXAMPLE)
- - MOMENT CONNECTION
z - TRUSS OR JOIST F_ SPREAD FOOTING
(n o (LENGTH X WIDTH X DEPTH)
EXTENT OF SIMILAR
�_o F SPACED JOIST OR �F� Z
o TRUSSES -jo
HOLDOWN OR VERTICAL STRAP
LJ - HANGER AS REQ'D A OI
GT -GIRDER TRUSS J
- STEP AT TOP
tea./ ROOF BRACE STEP AT BOT
- HIGH END SHEAR WALL CALLOUT.
- LOW END SW6 t/ REFER TO SHEARWALL SCHEDULE
CS16 - - - - - - INDICATES SHEARWALL
- HORIZONTAL STRAP LOCATION AND EXTENTS
- BLOCKED DIAPHRAGM 99'-6" - SPOT ELEVATION
PIER CALLOUT
® -WOOD STUD OR POST XX / X / X Lu
W O
1 JACK - INDICATES THE NUMBER OF KING AND KT/PIER EL 0
/_2 KING JACK STUDS AT SIDE OF OPENING PENETRATION INTO a IU) UO
GRAY LIMESTONE (FT) cl� cl�
1011— V.C.B. - VERTICAL CRUSH BLOCKING ALIGNED DIA (IN) U Lu
UNDER POINT LOAD ABOVE TO MATCH Lu
QUANTITY AND SIZE OF SUPPORT ABOVE 0 Lu
U =
GN100. GENERAL STRUCTURAL NOTES
100. GENERAL CONDITIONS
100.1. THESE STRUCTURAL PLANS ARE BASED ON INFORMATION PROVIDED TO THE ENGINEER OF RECORD
(EOR). THE FOR SHALL BE ENTITLED TO RELY ON THE ACCURACY AND COMPLETENESS OF THIS
INFORMATION IN THE PREPARATION OF THE CONSTRUCTION DOCUMENTS.
100.2. THE CONTRACTOR SHALL REVIEW THE STRUCTURAL DRAWINGS IN THEIR ENTIRETY PRIOR TO
PROCEEDING WITH ANY WORK. ANY DISCREPANCIES CONFLICTS OR OMISSIONS IDENTIFIED BETWEEN
STRUCTURAL DRAWINGS AND ANY OTHER PROJECT DOCUMENTS SHALL BE REPORTED IN WRITING TO
THE ARCHITECT THE FOR AND ALL OTHER APPLICABLE PARTIES BEFORE CONSTRUCTION OF THE
AFFECTED WORK BEGINS. THIS NOTIFICATION APPLIES THROUGHOUT ALL PHASES OF CONSTRUCTION
AND IS REFERENCED THROUGHOUT THESE NOTES.
100.3. ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS, METHODS, AND WORKMANSHIP ACCEPTED AS
GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY IN CONFORMANCE TO THE PROVISIONS OF THE
INTERNATIONAL BUILDING CODE, AND STANDARDS REFERENCED THEREIN, AND ALL OTHER REGULATING
AGENCIES EXERCISING AUTHORITY OVER ANY PORTION OF THE WORK.
100.4. IN CASE OF CONFLICT, SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES
AND TYPICAL DETAILS. WHERE THE NOTES, DRAWINGS, AND/OR SPECIFICATIONS DIFFER, THE MORE
STRINGENT REQUIREMENT SHALL APPLY. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE
WORK, THE CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK.
100.5. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE FOR OF ANY CONDITION THAT
MAY ENDANGER OR CAUSE DISTRESS TO THE STRUCTURE. SEE NOTE 100.2 FOR GENERAL NOTIFICATION
REQUIREMENTS.
100.6. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THEIR WORK AND SHALL BE SOLELY RESPONSIBLE FOR
CONSTRUCTION MEANS METHODS UES TECHNIQ SEQUENCES AND PROCEDURES.
100.7. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS
DURING CONSTRUCTION. THIS INCLUDES ALL MEASURES NECESSARY TO SAFELY SUPPORT STRUCTURAL
COMPONENTS UNTIL THE PERMANENT STRUCTURAL SYSTEM IS FULLY IN PLACE AND SELF-SUPPORTING.
100.7.1. WHERE APPLICABLE, THE CONTRACTOR SHALL ENGAGE A QUALIFIED ENGINEER TO DESIGN AND
CERTIFY TEMPORARY SHORING SYSTEMS, PARTICULARLY WHEN REMOVING OR MODIFYING EXISTING
STRUCTURAL ELEMENTS OR WHERE SIGNIFICANT CONSTRUCTION SEQUENCING IS INVOLVED.
100.8. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR JOBSITE SAFETY. THE ENGINEER HAS NOT BEEN
RETAINED TO PROVIDE SERVICES RELATED TO CONSTRUCTION SAFETY MEASURES, MEANS, METHODS,
OR PROCEDURES. SITE VISITS BY THE ENGINEER SHALL NOT BE CONSTRUED AS SUPERVISION OF
CONSTRUCTION ACTIVITIES OR IMPLY RESPONSIBILITY FOR JOBSITE SAFETY OR WORKING CONDITIONS.
100.9. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AND THE FOR IN WRITING OF ALL PROPOSED FIELD
CHANGES PRIOR TO INSTALLATION.
100.10. THESE GENERAL STRUCTURAL NOTES SHALL APPLY ONLY TO THE WORK PERFORMED BY THE FOR WITHIN
THE DEFINED SCOPE OF THE EOR'S SERVICES. IF ANY GENERAL NOTE REFERENCES WORK THAT IS
COVERED IN WHOLE OR IN PART BY ANOTHER TRADE, THE SPECIFICATIONS AND REQUIREMENTS OF
THAT TRADE SHALL GOVERN FOR THE APPLICABLE SCOPE OF WORK.
100.11. THE CONTRACTOR SHALL MAINTAIN A COMPLETE RECORD OF ALL CONSTRUCTION -RELATED
DOCUMENTATION, INCLUDING BUT NOT LIMITED TO MATERIAL TESTING RESULTS, PLACEMENT LOGS,
INSPECTION REPORTS, AND SUBMITTALS, FOR THE DURATION OF THE APPLICABLE WARRANTY PERIOD.
ALL SUCH RECORDS SHALL BE MADE AVAILABLE TO THE FOR UPON REQUEST.
100.12. 1T IS THE CONTRACTOR'S RESPONSIBILITY TO IDENTIFY ANY SPECIAL DOCUMENTATION REQUIRED BY A
LOCAL JURISDICTION OR A THIRD PARTY. THIS INCLUDES ANY PROGRAM ENROLLMENT, INCLUDING BUT
NOT LIMITED TO, A HOMEBUYER WARRANTY PROGRAM AND THE TEXAS DEPARTMENT OF INSURANCE
(TDI). IT IS THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE ENGINEER OF THESE SPECIAL
REQUIREMENTS IN A TIMELY MANNER.
101. MATERIAL STORAGE
101.1. ALL STRUCTURAL MATERIALS SHALL BE STORED IN A MANNER THAT PROTECTS THEM FROM MOISTURE,
DIRECT SUNLIGHT, MECHANICAL DAMAGE, AND OTHER CONDITIONS THAT MAY ADVERSELY AFFECT
THEIR STRUCTURAL PROPERTIES OR FITNESS FOR USE. UNLESS OTHERWISE SPECIFIED IN THE
MATERIAL -SPECIFIC SECTIONS OF THESE NOTES, ALL MATERIALS SHALL BE:
101.1.1. STORED OFF THE GROUND ON LEVEL SUPPORTS OR BLOCKING TO PREVENT DIRECT CONTACT WITH
SOIL OR STANDING WATER.
101.1.2. COVERED OR PROTECTED FROM DIRECT MOISTURE AND PRECIPITATION DURING STORAGE AND
CONSTRUCTION.
101.1.3. SUPPORTED TO PREVENT WARPING, BOWING, OR PERMANENT DEFORMATION DURING STORAGE.
101.1.4. INSPECTED PRIOR TO INSTALLATION. MATERIALS THAT HAVE BEEN DAMAGED, EXCESSIVELY
WETTED, WARPED, OR OTHERWISE COMPROMISED DURING STORAGE SHALL NOT BE INSTALLED
AND SHALL BE REMOVED FROM THE JOBSITE.
101.1.5. STORED AND HANDLED IN ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED REQUIREMENTS
WHERE APPLICABLE.
102. STRUCTURAL STEEL
102.1. ALL STRUCTURAL STEEL SHALL CONFORM TO THE LATEST EDITION OF AISC SPECIFICATION FOR
STRUCTURAL STEEL BUILDINGS AND APPLICABLE LOCAL BUILDING CODES. ALL MEMBERS SHALL BE
STRAIGHT, TRUE TO LINE, AND FREE FROM DEFECTS.
102.2. STRUCTURAL STEEL SHAPES SHALL CONFORM TO THE FOLLOWING STANDARDS UNLESS OTHERWISE
NOTED:
102.2.1. WIDE FLANGE (W-SHAPES): ASTM A992, FY = 50 KSI
102.2.2. CHANNELS, ANGLES, PLATES: ASTM A36, FY = 36 KSI
102.2.3. HOLLOW STRUCTURAL SECTIONS (HSS): ASTM A500 GRADE B, FY = 46 KSI
102.2.4. BOLTS: ASTM F3125 GRADE A325 OR A490, AS SPECIFIED
102.2.5. WELDS: PER AWS D1.1 USING E70XX ELECTRODES
102.3. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS IN ACCORDANCE WITH AWS D1.1. WELDS
SHALL BE CONTINUOUS UNLESS OTHERWISE INDICATED. WELDS NOT SPECIFICALLY DETAILED SHALL BE
A MINIMUM 1/4" CONTINUOUS FILLET WELD. USE DRY E70 ELECTRODES FOR ALL FIELD WELDING.
102.4. ALL BOLTED CONNECTIONS SHALL BE MADE WITH HIGH -STRENGTH BOLTS UNLESS NOTED OTHERWISE.
BOLTS SHALL BE TENSIONED USING TURN -OF -NUT OR CALIBRATED WRENCH METHODS PER RCSC
GUIDELINES.
102.5. ALL STRUCTURAL STEEL SHALL BE SHOP -PRIMED WITH A RUST -INHIBITIVE PRIMER UNLESS NOTED AS
GALVANIZED OR OTHERWISE PROTECTED. SURFACES TO BE FIELD -WELDED SHALL BE FREE OF PRIMER IN
THE WELD ZONE.
102.6. FIELD MODIFICATIONS, INCLUDING BUT NOT LIMITED TO CUTTING, NOTCHING, DRILLING, OR
PENETRATING OF STRUCTURAL STEEL MEMBERS, ARE NOT PERMITTED UNLESS EXPLICITLY SHOWN ON
THE APPROVED DRAWINGS OR AUTHORIZED BY PRIOR WRITTEN APPROVAL FROM THE STRUCTURAL
ENGINEER OF RECORD.
102.7. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND FIELD CONDITIONS PRIOR TO FABRICATION.
DISCREPANCIES SHALL BE REPORTED PER NOTE 100.2.
102.8. THE CONTRACTOR SHALL PROVIDE TEMPORARY SHORING AND BRACING AS REQUIRED TO ENSURE
STABILITY OF THE STEEL FRAME DURING ERECTION. DO NOT REMOVE TEMPORARY SUPPORTS UNTIL THE
STRUCTURE IS FULLY STABLE.
102.9. THE CONTRACTOR SHALL COORDINATE PLACEMENT OF ALL EMBEDDED STEEL PLATES, ANCHOR BOLTS,
AND SLEEVES WITH CONCRETE WORK TO ENSURE ACCURATE PLACEMENT.
102.10. GROUT BENEATH BASE PLATES SHALL BE NON -SHRINK AND INSTALLED IN ACCORDANCE WITH
MANUFACTURER RECOMMENDATIONS.
102.11. FIREPROOFING AND COATING SYSTEMS ARE NOT INCLUDED IN THE STRUCTURAL SCOPE AND SHALL BE
PROVIDED AS REQUIRED BY OTHERS. MINIMUM CORROSION RESISTANCE FOR STRUCTURAL STEEL
EXPOSED TO WEATHER SHALL BE AS FOLLOWS:
102.11.1. ALL STRUCTURAL STEEL FRAMING EXPOSED TO WEATHER SHALL BE PROTECTED WITH A
CORROSION -RESISTANT COATING SYSTEM. UNO, EXPOSED STEEL SHALL BE HOT -DIPPED
GALVANIZED OR PAINTED WITH AN APPROVED PRIMER AND FINISH COATING SUITABLE FOR
EXTERIOR EXPOSURE. SURFACES SHALL BE PREPARED AND COATINGS SHALL BE APPLIED IN
ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS AND RECOMMENDATIONS.
103. DIMENSIONAL LUMBER
103.1. ALL SOFTWOOD LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE AMERICAN SOFTWOOD
LUMBER STANDARD DOC PS 20, AS PUBLISHED BY THE NATIONAL INSTITUTE OF STANDARDS AND
TECHNOLOGY (NIST).
103.2. SAWN LUMBER SHALL BE IDENTIFIED BY A GRADE MARK BY AN ACCREDITED AGENCY PER DOC PS 20;
APPROVED END -JOINTED LUMBER OF THE SAME SPECIES AND GRADE MAY BE USED INTERCHANGEABLY
WITH SOLID -SAWN MEMBERS AND SHALL BE DESIGNATED "HRA" WHERE FIRE -RESISTANCE IS REQUIRED.
103.3. LUMBER SHALL BE SURFACED DRY (S-DRY) OR KILN -DRIED (KD) WITH A MAXIMUM MOISTURE CONTENT
OF 19% AT TIME OF INSTALLATION.
103.4. LUMBER GRADE SHALL BE AS SPECIFIED IN THE GENERAL FRAMING NOTES.
103.5. LUMBER USED IN EXTERIOR OR HIGH -MOISTURE CONDITIONS, AND ANY WOOD LOCATED WITHIN 6
INCHES OF FINISHED GRADE, SHALL BE PRESERVATIVE -TREATED AND LABELED ACCORDINGLY, IN
ACCORDANCE WITH AWPA U1 AND AWPA M4 STANDARDS.
103.6. ALL LUMBER SHALL BE STORED PER NOTE 101.1.
104. ENGINEERED LUMBER
104.1. ALL ENGINEERED WOOD PRODUCTS SHALL BE MANUFACTURED IN ACCORDANCE WITH APPLICABLE
STANDARDS, INCLUDING:
104.1.1. ASTM D5456 FOR PSL AND LSL
104.1.2. APA EWS FOR LVL
104.1.3. APA PRR 410 FOR RIM BOARD
104.1.4. ASTM D5055 FOR PREFABRICATED WOOD I -JOISTS
104.2. PRODUCTS SHALL BEAR A LEGIBLE STAMP OR LABEL IDENTIFYING THE MANUFACTURER, GRADE OR
SERIES, EVALUATION REPORT NUMBER, AND CERTIFICATION AGENCY MARK.
104.3. MEMBERS SHALL BE SIZED AND INSTALLED PER STRUCTURAL DRAWINGS AND MANUFACTURER'S
PUBLISHED LITERATURE.
104.4. FIELD MODIFICATIONS, INCLUDING BUT NOT LIMITED TO CUTTING, NOTCHING, DRILLING, OR
PENETRATING OF ENGINEERED WOOD MEMBERS, ARE NOT PERMITTED UNLESS EXPLICITLY SHOWN ON
THE APPROVED DRAWINGS OR AUTHORIZED BY PRIOR WRITTEN APPROVAL FROM THE STRUCTURAL
ENGINEER OF RECORD.
104.4.1. FOR PREFABRICATED I -JOISTS, WEB HOLES AND OPENINGS ARE PERMITTED ONLY WHERE SIZED,
LOCATED, AND REINFORCED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED
INSTALLATION INSTRUCTIONS.
104.5. RIM BOARD SHALL CONFORM TO APA PRR 410 AND BE CLEARLY LABELED. ACCEPTABLE MATERIALS
INCLUDE LVL, OR LSL AS PERMITTED UNDER PRR 410. RIM BOARD SHALL BE INSTALLED TIGHT TO
ADJACENT FRAMING AND FASTENED PER PRR 410. DO NOT NOTCH OR DRILL UNLESS SPECIFICALLY
ALLOWED BY THE MANUFACTURER OR DESIGN DOCUMENTS.
104.6. PREFABRICATED I -JOISTS SHALL CONFORM TO ASTM D5055 AND BE INSTALLED IN STRICT ACCORDANCE
WITH THE MANUFACTURER'S SPAN TABLES AND INSTALLATION INSTRUCTIONS.
104.7. I -JOISTS SHALL BEAR FULLY ON APPROVED SUPPORTS AND BE LATERALLY BRACED AS REQUIRED.
104.7.1. JOIST HANGERS AND BLOCKING PANELS SHALL BE COMPATIBLE WITH I -JOIST SPECIFICATIONS AND
FASTENED PER MANUFACTURER REQUIREMENTS.
104.8. ENGINEERED WOOD PRODUCTS SHALL BE STORED AND PROTECTED IN ACCORDANCE WITH NOTE 101.1.
ENGINEERED WOOD PRODUCTS ARE PARTICULARLY SENSITIVE TO MOISTURE EXPOSURE AND SHALL NOT
BE INSTALLED IF SWELLING, DELAMINATI N R THERM I T RE -RELATED DAMAGE I OBSERVED.
S S G 0 0 0 OS U G SO S
104.9. THE CONTRACTOR SHALL VERIFY SPANS, LOADS, BEARING, AND FIT -UP PRIOR TO INSTALLATION.
DISCREPANCIES SHALL BE COORDINATED WITH THE FOR PER NOTE 100.2.
105. GLUE -LAMINATED TIMBER (GLULAM)
105.1. GLULAM MEMBERS SHALL BE MANUFACTURED AND IDENTIFIED AS REQUIRED IN ANSI A190.1, ANSI 117,
AND ASTM D3737. MEMBERS SHALL BEAR THE MANUFACTURER'S STAMP SHOWING GRADE, SPECIES, AND
CERTIFICATION AGENCY.
105.2. MOISTURE CONTENT SHALL BE AS FOLLOWS:
105.2.1. KILN -DRIED GLULAM (TYPICALLY 12% f3% MOISTURE CONTENT) SHALL BE USED FOR INTERIOR OR
PROTECTED EXTERIOR ENVIRONMENTS WHERE EXPOSURE TO MOISTURE IS MINIMAL.
105.2.2. WOLMANIZED OR TREATED GLULAM SHALL BE USED FOR EXTERIOR, EXPOSED, OR HIGH -MOISTURE
ENVIRONMENTS. THESE MAY INCLUDE GLULAM FABRICATED FROM HIGHER -MOISTURE OR GREEN
LUMBER AND/OR PRESSURE -PRESERVATIVE -TREATED PRODUCTS. THESE MEMBERS SHALL BE
PROTECTED FROM PROLONGED WETTING AND INSTALLED WITH APPROPRIATE DETAILING
(FLASHING, SEALING, ETC.).
105.3. GLULAM SHALL MATCH THE SIZES, SHAPES (STRAIGHT, CURVED, TAPERED), AND CAMBER AS SHOWN ON
STRUCTURAL DRAWINGS.
105.4. GLULAM MEMBERS SHALL BE STORED AND PROTECTED IN ACCORDANCE WITH NOTE 101.1. GLULAM
MEMBERS SHALL BE PROTECTED FROM DIRECT SUN AND WEATHER EXPOSURE TO PREVENT CHECKING,
SURFACE WEATHERING, AND FINISH DEGRADATION. END GRAIN SHALL BE SEALED OR WRAPPED TO
MINIMIZE DIFFERENTIAL MOISTURE ABSORPTION.
105.5. FIELD MODIFICATIONS, INCLUDING BUT NOT LIMITED TO CUTTING, NOTCHING, DRILLING, OR
PENETRATING OF GLULAM MEMBERS, ARE NOT PERMITTED UNLESS EXPLICITLY SHOWN ON THE
APPROVED DRAWINGS OR AUTHORIZED BY PRIOR WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER
OF RECORD.
105.6. ALL FIELD CUTS, NOTCHES, AND FASTENER PENETRATIONS IN TREATED OR EXTERIOR -USE GLULAM
SHALL BE SEALED WITH AN APPROVED PRESERVATIVE TREATMENT.
105.7. TYPICAL GLULAM GRADES SHALL BE AS FOLLOWS:
105.7.1. 24F-V4 DF FOR SINGLE SPANS
105.7.2. 24F-V8 DF FOR CANTILEVER BEAM OR CONTINUOUS MULTI -SPAN BEAMS
106. PRE-ENGINEERED WOOD OPEN WEB TRUSSES
106.1. WOOD TRUSSES SHALL BE DESIGNED BY A LICENSED TRUSS MANUFACTURER IN ACCORDANCE WITH
ACCEPTED ENGINEERING PRACTICE AND ANSI/TPI 1 STANDARDS.
106.2. THE TRUSS DESIGN DRAWINGS SHALL BE PREPARED AND SEALED BY A REGISTERED DESIGN
PROFESSIONAL.
106.3. THE TRUSS DESIGNER SHALL REVIEW THE ARCHITECTURAL AND STRUCTURAL DRAWINGS TO VERIFY
PROPER APPLICATION OF ALL LOADS AS SPECIFIED IN SECTIONS 116 AND 117 OF THESE NOTES,
TABULATED DEAD LOADS FROM SECTION 116 SHALL BE APPLIED AS UNIFORMLY DISTRIBUTED LOADS
OVER THE TOP CHORD WITH AN ADDITIONAL 5 PSF DEAD LOAD APPLIED TO THE BOTTOM CHORD.
106.4. THE TRUSS DESIGNER SHALL ADHERE TO THE MAXIMUM DEFLECTION LIMITS SPECIFIED BY CODE AND
PROJECT REQUIREMENTS AS SET FORTH IN THE SECTION 118 OF THESE NOTES, AS APPROPRIATE FOR
THE APPLICATION OF THE TRUSSES. DEFLECTION CRITERIA SHALL ACCOUNT FOR THE INTENDED USE OF
THE SPACE AND FINISHES ATTACHED TO THE TRUSS SYSTEM.
106.5. ALL TRUSS CONNECTIONS/HANGERS SHALL BE PER TRUSS DESIGN DRAWINGS.
106.6. TRUSSES SHALL NOT BE SPACED FURTHER APART THAN:
106.6.1. ROOF TRUSSES: 24" O.C.
106.6.2. FLOOR TRUSSES: 16" O.C.
106.7. TRUSS DESIGN DRAWINGS SHALL BE PROVIDED TO THE ENGINEER OF RECORD AND APPROVED PRIOR TO
FABRICATION. TRUSS DESIGN DRAWINGS SHALL BE PROVIDED WITH THE SHIPMENT OF TRUSSES
DELIVERED TO THE JOB SITE. TRUSS DESIGN DRAWINGS SHALL INCLUDE, AT A MINIMUM, THE
FOLLOWING INFORMATION:
106.7.1. SLOPE, DEPTH, SPAN AND SPACING.
106.7.2. LOCATION OF ALL JOINTS.
106.7.3. REQUIRED BEARING WIDTHS.
106.7.4. DESIGN LOADS AS APPLICABLE.
106.7.4.1. TOP CHORD LIVE LOAD (AS DETERMINED FROM SECTION R301.6).
106.7.4.2. TOP CHORD DEAD LOAD.
106.7.4.3. BOTTOM CHORD LIVE LOAD.
106.7.4.4. BOTTOM CHORD DEAD LOAD.
106.7.4.5. CONCENTRATED LOADS AND THEIR POINTS OF APPLICATION.
106.7.4.6. CONTROLLING WIND AND EARTHQUAKE LOADS.
106.7.5. ADJUSTMENTS TO LUMBER AND JOINT CONNECTOR DESIGN VALUES FOR CONDITIONS OF USE.
106.7.6. EACH REACTION FORCE AND DIRECTION.
106.7.7. JOINT CONNECTOR TYPE AND DESCRIPTION SUCH AS SIZE, THICKNESS OR GAUGE AND THE
DIMENSIONED LOCATION OF EACH JOINT CONNECTOR EXCEPT WHERE SYMMETRICALLY LOCATED
RELATIVE TO THE JOINT INTERFACE.
106.7.8. LUMBER SIZE, SPECIES AND GRADE FOR EACH MEMBER.
106.7.9. CONNECTION REQUIREMENTS FOR:
106.7.9.1. TRUSS TO GIRDER TRUSS.
106.7.9.2. TRUSS TO BEAM.
106.7.9.3. TRUSS PLY TO PLY.
106.7.9.4. FIELD SPLICES,
106.7.10. CALCULATED DEFLECTION RATIO OR MAXIMUM DEFLECTION FOR LIVE AND TOTAL LOAD, OR
APPLICABLE LOAD COMBINATION PRODUCING MAXIMUM DEFLECTION.
106.7.11. MAXIMUM AXIAL COMPRESSION FORCES IN THE TRUSS MEMBERS TO ENABLE THE BUILDING
DESIGNER TO DESIGN THE SIZE, CONNECTIONS AND ANCHORAGE OF THE PERMANENT CONTINUOUS
LATERAL BRACING. FORCES SHALL BE SHOWN ON THE TRUSS DESIGN DRAWING OR ON
SUPPLEMENTAL DOCUMENTS.
106.7.12. REQUIRED PERMANENT TRUSS MEMBER BRACING LOCATION.
106.8. FOR VAULTED OR CATHEDRAL CEILING APPLICATIONS WITH SCISSOR TRUSSES:
106.8.1. TOP AND BOTTOM CHORD SLOPES MUST MATCH ARCHITECTURAL SECTION.
106.8.2. SCISSOR TRUSSES MUST BE DESIGNED FOR AN ENHANCED DEFLECTION ASSET FORTH IN THE
SECTION 118 TO REDUCE THE POTENTIAL FOR CEILING CRACKS AND OUTWARD THRUST AT WALLS.
106.8.3. VERIFY HEEL HEIGHT TO ENSURE PROPER INSULATION AND VENTILATION CLEARANCE.
106.9. ROOF TRUSSES SUPPORTING MECHANICAL EQUIPMENT SHALL BE DESIGNED TO ACCOMMODATE ALL
CONCENTRATED, DEAD, AND VIBRATION LOADS IMPOSED BY HVAC UNITS OR OTHER EQUIPMENT
LOCATED WITHIN OR ABOVE THE TRUSS SYSTEM. IN THE AREA DESIGNATED AS THE MECHANICAL
EQUIPMENT ZONE PER PLAN PER ARCHITECTURAL OR STRUCTURAL DRAWINGS, THE TRUSS DESIGNER
SHALL ACCOUNT FOR AN ADDITIONAL LIVE LOAD EQUAL TO THE ATTIC LOAD WITH LIMITED STORAGE
APPLIED ALONG THE BOTTOM CHORD OF THE AFFECTED TRUSSES.
106.9.1. FOR MECHANICAL HVAC EQUIPMENT THAT IS TO BE SUSPENDED FROM THE TOP CHORD OF THE
TRUSS, THE TRUSS DESIGNER SHALL COORDINATE WITH THE BUILDER REGARDING THE WEIGHT OF
THE EQUIPMENT AND THE EXACT LOCATION OF ALL SUPPORT POINTS, TO ENSURE PROPER DESIGN
AND LOAD TRANSFER. REINFORCEMENT OR SUPPLEMENTAL MEMBERS SHALL BE PROVIDED AS
REQUIRED
106.9.2. NO MECHANICAL EQUIPMENT SHALL BE PLACED ON OR WITHIN ATTIC TRUSSES WITHOUT PRIOR
DESIGN APPROVAL.
107. WOOD SHRINKAGE
107.1. DUE TO CROSS -GRAIN SHRINKAGE IN WOOD FRAMING, THIS BUILDING IS EXPECTED TO EXPERIENCE
VERTICAL SETTLEMENT OF APPROXIMATELY 3/8 INCH PER STORY. ALL PLUMBING, MECHANICAL, AND
ELECTRICAL SYSTEMS SHALL BE DESIGNED WITH FLEXIBLE JOINTS, SLIP COUPLINGS, OR OTHER
APPROPRIATE MEANS TO ACCOMMODATE THIS ANTICIPATED MOVEMENT. INTERIOR AND EXTERIOR
SHEATHING, FINISHES, AND TRIM SHALL BE DETAILED AND INSTALLED TO PREVENT DAMAGE FROM
DIFFERENTIAL SETTLEMENT. SHRINKAGE IS EXPECTED TO OCCUR PRIMARILY IN THE DEPTH OF FLOOR
FRAMING AND PLATES, NOT IN THE LENGTH OF VERTICAL WALL STUDS.
108. WOOD STRUCTURAL PANELS
108.1. WOOD STRUCTURAL PANELS SHALL COMPLY WITH APPLICABLE APA PERFORMANCE STANDARDS:
108.1.1. PRP-108 FOR STRUCTURAL PLYWOOD, MANUFACTURED IN ACCORDANCE WITH U.S. DOC PS 1
108.1.2. PRP-210 FOR OSB AND OTHER NON -VENEER STRUCTURAL PANELS, MANUFACTURED IN ACCORDANCE
WITH U.S. DOC PS 2
108.2. ALL PANELS SHALL BEAR A VALID APA GRADE STAMP (OR EQUIVALENT THIRD -PARTY CERTIFIED AGENCY)
INDICATING PANEL TYPE, THICKNESS, SPAN RATING, EXPOSURE CLASSIFICATION, AND MILL
IDENTIFICATION.
108.3. PANELS SHALL BE RATED EXPOSURE 1 (FOR PROTECTED CONSTRUCTION) OR EXTERIOR (FOR FULLY
WEATHER -EXPOSED USE), AS APPROPRIATE TO PROJECT CONDITIONS. INTERIOR -ONLY PANELS ARE NOT
PERMITTED IN STRUCTURAL APPLICATIONS.
108.3.1. WHERE MARINE GRADE PLYWOOD IS SPECIFIED, IT SHALL COMPLY WITH U.S. DOC PS 1
REQUIREMENTS FOR MARINE GRADE CLASSIFICATION, BEARING AN APA STAMP DESIGNATING
"MARINE".
108.4. ALL PANELS SHALL BE INSTALLED WITH FACE GRAIN PERPENDICULAR TO SUPPORTS.
108.5. PANELS SHALL BE SPACED WITH 1/8" GAPS AT EDGES AND ENDS TO ALLOW FOR EXPANSION, UNLESS
OTHERWISE NOTED.
108.6. FASTENING SHALL COMPLY WITH IBC TABLE 2304.10.1 OR IRC TABLE R602.3(1), GENERAL FRAMING
NOTES, AND ANY APPLICABLE STRUCTURAL DETAILS OR SHEAR WALL SCHEDULES. NAILS SHALL BE
DRIVEN FLUSH AND SHALL NOT FRACTURE THE SURFACE OF SHEATHING.
108.7. FASTENERS IN CONTACT WITH TREATED WOOD SHEATHING OR USED IN EXTERIOR APPLICATIONS SHALL
BE HOT -DIP GALVANIZED ASTM A153 OR STAINLESS STEEL.
108.8. WHERE APPLICABLE, USE APA-APPROVED CONSTRUCTION ADHESIVES IN COMBINATION WITH
MECHANICAL FASTENERS FOR FLOOR SHEATHING SYSTEMS.
108.9. FIELD MODIFICATIONS, INCLUDING BUT NOT LIMITED TO CUTTING, NOTCHING, DRILLING, OR
PENETRATING OF WOOD STRUCTURAL PANELS, ARE NOT PERMITTED UNLESS EXPLICITLY SHOWN ON THE
APPROVED DRAWINGS OR AUTHORIZED BY PRIOR WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER
OF RECORD.
109. FIRE RETARDANT -TREATED (FRT) WOOD
109.1. WHERE FIRE -RETARDANT -TREATED (FRT) LUMBER OR PLYWOOD IS SPECIFIED OR REQUIRED BY CODE, IT
SHALL BE PRESSURE -IMPREGNATED WITH FIRE -RETARDANT CHEMICALS IN ACCORDANCE WITH AWPA C20
(LUMBER) OR C27 (PLYWOOD). FRT WOOD SHALL BE CLEARLY LABELED AND SHALL NOT BE USED
INTERCHANGEABLY WITH UNTREATED MEMBERS. ALL FASTENERS AND CONNECTORS IN CONTACT WITH
FRT WOOD SHALL COMPLY WITH THE REQUIREMENTS OF NOTES 110.3 AND 111.3 RESPECTIVELY.
110. MECHANICAL FASTENERS
T 110.1 FASTENERS SHALL CONFORM TO APPLICABLE STANDARDS. INSTALLATION SHALL FOLLOW NDS
REQUIREMENTS AS WELL AS FASTENER AND CONNECTOR MANUFACTURER'S REQUIREMENTS. FASTENERS
SHALL BE COMPATIBLE WITH ALL HARDWARE PER MANUFACTURER SPECIFICATIONS.
110.2. NAILING SHALL BE IN ACCORDANCE WITH IBC TABLE 2304.10.1, IRC TABLE R602.3(1), THE NATIONAL
DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS), OR AS SPECIFIED IN THE TYPICAL NAILING
SCHEDULE OF THE GENERAL FRAMING NOTES, UNO ON THE DRAWINGS OR SPECIFIC DETAILS.
110.3. STANDARD FASTENERS SHALL BE CARBON STEEL UNLESS OTHERWISE NOTED. FASTENER CORROSION
PROTECTION SHALL COMPLY WITH THE FOLLOWING REQUIREMENTS:
110.3.1. ALL MECHANICAL FASTENERS (NAILS, BOLTS, LAG SCREWS, NUTS, AND WASHERS) IN CONTACT
WITH PRESSURE -TREATED, FIRE -RETARDANT -TREATED (FRT), OR EXTERIOR -EXPOSED WOOD SHALL
BE HOT -DIP GALVANIZED, STAINLESS STEEL, OR MANUFACTURER APPROVED EQUIVALENT COATED
FASTENERS, IN ACCORDANCE WITH THE FOLLOWING APPLICABLE STANDARDS:
110.3.1.1. NAILS: ASTM A153 CLASS D
110.3.1.2. BOLTS, LAG SCREWS, NUTS, AND WASHERS: ASTM A153 CLASS C OR ASTM F2329.
110.3.1.3. STAINLESS STEEL: TYPE 304 OR 316.
110.3.1.3.1. USE TYPE 304 OR 316 STAINLESS STEEL OR HDG FASTENERS IN EXPOSED, COASTAL,
HIGH -MOISTURE, OR CHEMICALLY TREATED ENVIRONMENTS.
110.3.1.3.2. TYPE 316 STAINLESS STEEL IS REQUIRED WITHIN 300 FEET OF A SALTWATER
SHORELINE OR WHERE EXPOSURE TO SALT AIR OR SALTWATER IS ANTICIPATED.
110.3.2. ELECTROPLATED OR MECHANICALLY GALVANIZED FASTENERS ARE NOT PERMITTED FOR USE WITH
PRESERVATIVE -TREATED OR FIRE -RETARDANT -TREATED (FRT) WOOD UNLESS SPECIFICALLY
APPROVED IN WRITING BY THE EOR.
110.3.3. FASTENER FINISH AND CORROSION -RESISTANCE LEVEL SHALL BE COMPATIBLE WITH AND MATCHED
TO THE CONNECTOR OR HARDWARE IT IS USED WITH. REFERENCE NOTE 111.3 FOR ADDITIONAL
INFORMATION.
110.4. NAILS SHALL BE SMOOTH - COMMON, OR BOX NAILS AS SPECIFIED, AND MEET THE REQUIREMENTS OF
ASTM F1667. PNEUMATICALLY DRIVEN NAILS MUST MATCH REQUIRED DIAMETER AND PENETRATION.
NAILS USED FOR FRAMING AND SHEATHING CONNECTIONS SHALL HAVE A MINIMUM AVERAGE BENDING
YIELD STRENGTH AS SHOWN:
110.4.1. 8OKSI FOR SHANK DIAMETER OF 0.192 INCH
110.4.2. 9OKSI FOR SHANK DIAMETER LARGER THAN 0.142 INCH BUT NOT LARGER 0.177 INCH
110.4.3. 100KSI FOR SHANK DIAMETERS OF 0.142 INCH OR LESS
110.5. SCREWS: MUST BE STRUCTURAL -RATED (E.G., RSS, SDS, SDWS, OR OTHERS AS SPECIFIED). SCREWS
NOT SPECIFICALLY RATED FOR STRUCTURAL USE ARE NOT PERMITTED FOR STRUCTURAL APPLICATIONS.
SCREWS SHALL NOTE BE USED IN LIEU OF NAILS UNLESS SPECIFICALLY CALLED OUT ON THE PLANS,
NOTES, DETAILS, OR AS REQUIRED BY THE MECHANICAL CONNECTOR MANUFACTURER.
110.6. BOLTS: SHALL MEET ASTM F3125 GRADE A325 OR A490 AND INCLUDE WASHERS UNDER ALL NUTS AND
HEADS BEARING AGAINST WOOD.
110.7. LAG SCREWS: SHALL BE PROPERLY PREDRILLED UNLESS SELF -DRILLING TYPES ARE USED AND SHALL
MEET CORROSION REQUIREMENTS AS ABOVE.
110.8. AVOID COMBINATIONS OF DISSIMILAR METALS THAT MAY CAUSE GALVANIC CORROSION. INCLUDING
ALUMINUM IN CONTACT WITH STEEL OR COPPER, OR MIXING OF STAINLESS STEEL AND GALVANIZED
COMPONENTS, WHERE DISSIMILAR METALS CANNOT BE AVOIDED, AN APPROVED ISOLATION BARRIER OR
COATING SHALL BE PROVIDED. SEE NOTES 110.3.3 AND 111.3.4 FOR SPECIFIC FASTENER AND
CONNECTOR COMPATIBILITY REQUIREMENTS.
110.9. FASTENERS SHALL BE INSTALLED TO FULL REQUIRED DEPTH AND SEATED SNUGLY WITHOUT
OVERDRIVING.
110.10. IMPROPERLY DRIVEN OR MISALIGNED FASTENERS SHALL BE REMOVED AND REPLACED.
110.11. MAINTAIN PROPER EDGE DISTANCES, END DISTANCES, AND SPACING AS SPECIFIED IN THE NDS AND
PROJECT DRAWINGS.
110.12. SUBSTITUTIONS, ALTERATIONS IN FASTENER TYPE, OR SPACING SHALL NOT BE MADE WITHOUT WRITTEN
APPROVAL FROM THE EOR.
111. MECHANICAL CONNECTORS
111.1. ALL CONNECTORS (E.G., JOIST HANGERS, STRAPS, POST BASES, HOLDOWNS, TIE PLATES, FRAMING
ANGLES) SHALL BE MANUFACTURED IN ACCORDANCE WITH APPLICABLE STANDARDS INCLUDING ICC-ES
AC13, AC233, OR OTHER RECOGNIZED ACCEPTANCE CRITERIA, AND INSTALLED PER BUILDING CODE AND
MANUFACTURER'S PUBLISHED INSTALLATION REQUIREMENTS.
111.2. CONNECTORS SHALL BE PRODUCTS OF RECOGNIZED STRUCTURAL HARDWARE MANUFACTURERS SUCH AS
SIMPSON STRONG -TIE, USP STRUCTURAL CONNECTORS, OR APPROVED EQUIVALENT. ALL SUBSTITUTIONS
MUST BE PRE -APPROVED IN WRITING BY THE EOR.
111.3. CONNECTORS IN CONTACT WITH PRESSURE -TREATED, FIRE -RETARDANT -TREATED (FRT), OR
EXTERIOR -EXPOSED WOOD SHALL BE:
111.3.1. HOT -DIP GALVANIZED PER ASTM A653 G185 OR ASTM A123 AS APPLICABLE
111.3.2. STAINLESS STEEL TYPE 304 OR 316, AS APPROPRIATE
111.3.3. ELECTRO-GALVANIZED (G60) OR PAINTED CONNECTORS ARE NOT ACCEPTABLE IN TREATED OR
EXTERIOR APPLICATIONS
111.3.4. CONNECTORS AND THEIR ASSOCIATED FASTENERS SHALL BE OF COMPATIBLE AND MATCHING
CORROSION -RESISTANCE LEVELS. STAINLESS STEEL CONNECTORS SHALL BE FASTENED WITH
STAINLESS STEEL FASTENERS, AND HOT -DIP GALVANIZED CONNECTORS SHALL BE FASTENED WITH
HOT -DIP GALVANIZED FASTENERS OF EQUIVALENT OR GREATER ZINC COATING WEIGHT. MIXING OF
DISSIMILAR METAL FINISHES BETWEEN CONNECTORS AND FASTENERS IS NOT PERMITTED.
111.4. USE ONLY MANUFACTURER -SPECIFIED FASTENERS (TYPE, SIZE, NUMBER, AND SPACING) WITH EACH
CONNECTOR. SIZE AND QUANTITY OF FASTENERS SHALL BE SELECTED TO ACHIEVE MAXIMUM SPECIFIED
LOAD FOR THE CONNECTOR.
111.5. SUBSTITUTION OF NAILS WITH SCREWS, OR VICE VERSA, OR SUBSTITUTION OF NAILS FOR SMALLER
SIZE OR DIAMETER IS NOT PERMITTED UNLESS APPROVED IN WRITING BY THE FOR OR NOTED IN THE
APPROVED DRAWINGS.
111.6. ALL CONNECTORS SHALL BE INSTALLED FLUSH WITH THE WOOD SURFACE AND FULLY FASTENED USING
THE SPECIFIED PATTERN AND NUMBER OF FASTENERS. OVERDRIVEN OR IMPROPERLY ALIGNED
CONNECTORS MUST BE REMOVED AND REPLACED.
111.7. FIELD WELDING, CUTTING, OR BENDING OF CONNECTORS IS NOT PERMITTED UNLESS SPECIFICALLY
DESIGNED FOR SUCH MODIFICATION.
111.8. WHERE CONNECTORS ATTACH TO CONCRETE OR MASONRY, USE ANCHORS (E.G., EXPANSION BOLTS,
EPDXY -SET ANCHORS, OR CONCRETE BOLTS) AS SPECIFIED ON DRAWINGS AND RATED FOR THE
INTENDED LOAD.
111.9. CONTRACTOR SHALL VERIFY THAT ALL INSTALLED CONNECTORS ARE OF THE CORRECT TYPE AND
ORIENTATION, AND THAT ALL FASTENERS ARE IN PLACE PRIOR TO CONCEALMENT OR COVERING.
112. POST -INSTALLED ANCHORS
112.1. POST -INSTALLED MECHANICAL ANCHORS (EXPANSION, SCREW -TYPE, OR UNDERCUT) SHALL BE ICC-ES
LISTED AND INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED INSTALLATION
INSTRUCTIONS AND THE APPLICABLE ICC-ES EVALUATION REPORT. ANCHORS SHALL NOT BE INSTALLED
IN CRACKED CONCRETE UNLESS SPECIFICALLY RATED AND ICC-ES LISTED FOR SUCH USE.
112.2. ANCHOR TYPE, SIZE, EMBEDMENT DEPTH, AND EDGE AND SPACING DISTANCES SHALL BE AS SHOWN ON
THE STRUCTURAL DRAWINGS AND SHALL COMPLY WITH ACI 318 AND THE MANUFACTURER'S PUBLISHED
REQUIREMENTS. SUBSTITUTIONS SHALL NOT BE MADE WITHOUT WRITTEN APPROVAL FROM THE EOR.
113. EPDXY ADHESIVES
113.1. EPDXY ADHESIVES SHALL BE TWO -COMPONENT, HIGH -STRENGTH, STRUCTURAL EPDXY BONDING AGENTS
SUITABLE FOR ANCHORING APPLICATIONS IN CRACKED AND UNCRACKED CONCRETE.
113.2. EPDXY ADHESIVE SHALL MEET OR EXCEED THE PERFORMANCE STANDARDS OF THE FOLLOWING
PRODUCT:
113.2.1. SIMPSON STRONG -TIE® SET-3G'" - HIGH -STRENGTH, TWO -COMPONENT EPDXY ADHESIVE
OR APPROVED EQUIVALENT.
113.2.2. MUST BE ICC-ES LISTED (E.G., ESR-4057 OR CURRENT ICC-ES LISTED EQUIVALENT), SUITABLE FOR
SEISMIC, WIND, AND SUSTAINED LOADS.
113.3. MIN INSTALLATION REQUIREMENTS SHALL BE AS FOLLOWS:
113.3.1. PRIOR TO EPDXY PLACEMENT, HOLES SHALL BE DRILLED AND CLEANED PER MANUFACTURER'S
INSTRUCTIONS.
113.3.2. EPDXY SHALL BE DISPENSED USING A STATIC MIXING NOZZLE PROVIDED BY THE MANUFACTURER.
113.3.3. ANCHOR ELEMENTS SHALL BE INSERTED WHILE ROTATING TO ENSURE COMPLETE WETTING AND TO
AVOID VOIDS.
113.3.4. ANCHORS SHALL REMAIN UNDISTURBED UNTIL THE ADHESIVE HAS FULLY CURED. REFER TO
MANUFACTURER'S CURE TIMES BASED ON AMBIENT AND SUBSTRATE TEMPERATURES.
113.4. QUALITY CONTROL
113.4.1. EPDXY INSTALLATION SHALL BE PERFORMED BY QUALIFIED PERSONNEL.
113.4.2. THE CONTRACTOR SHALL MAINTAIN RECORDS OF BATCH NUMBERS, INSTALLATION TEMPERATURES,
AND CURE TIMES.
113.4.3. FIELD PULL TESTING MAY BE REQUIRED AT THE DISCRETION OF THE EOR.
113.4.4. EPDXY ADHESIVES SHALL BE STORED AND HANDLED IN ACCORDANCE WITH NOTE 101.1 AND THE
MANUFACTURER'S PUBLISHED REQUIREMENTS. EPDXY SHALL BE STORED WITHIN THE TEMPERATURE
RANGE SPECIFIED BY THE MANUFACTURER. EXPOSURE TO EXTREME HEAT, COLD, OR DIRECT
SUNLIGHT SHALL BE AVOIDED.
113A.5. EPDXY ADHESIVES SHALL NOT BE USED BEYOND THE MANUFACTURER'S STATED SHELF LIFE OR
EXPIRATION DATE. EXPIRED MATERIAL SHALL BE REMOVED FROM THE JOBSITE AND PROPERLY
DISPOSED OF.
114. WALL COVERING
114.1. EXTERIOR WALL COVERING SHALL BE DESIGNED BY OTHERS TO PROVIDE A WEATHER -RESISTANT
ENVELOPE INCLUDING FLASHING AS REQUIRED. THE WALL ASSEMBLY SHALL INCORPORATE A
WATER -RESISTIVE BARRIER BEHIND THE EXTERIOR CLADDING AND A MEANS OF DRAINING WATER THAT
PENETRATES THE CLADDING TO THE EXTERIOR.
114.2. WOOD SIDING, PANEL SIDING, SHAKES, AND SHINGLES SHALL BE INSTALLED PER APPLICABLE CODE AND
MANUFACTURER REQUIREMENTS, WITH REQUIRED SHEATHING OR FURRING, PROPER NAILING,
WATER -RESISTIVE BARRIER, AND ALL JOINTS LOCATED OVER FRAMING AND LAPPED OR FLASHED,
114.3. PLASTER OR STUCCO: COMPLY WITH ASTM C926, C1063, AND APPLICABLE CODES. USE APPROVED
CEMENT TYPES. APPLY THREE -COAT OVER LATH, TWO -COAT OVER MASONRY/CONCRETE. STOP AT WEEP
SCREED FOR SLAB -ON -GRADE WOOD CONSTRUCTION.
114.4. ANCHORED VENEER (STONE/ MASONRY): INSTALL PER APPLICABLE CODE AND MANUFACTURER
REQUIREMENTS. MAX THICKNESS ALLOWED: 3 5/8", FOR THICKER VENEER CONTRACTOR SHALL NOTIFY
THE FOR IN WRITING PRIOR TO CONSTRUCTION COMMENCEMENT FOR VERIFICATION OF SUPPORT
REQUIREMENTS. PROVIDE MOVEMENT JOINTS AT TRANSITIONS BETWEEN MASONRY SUPPORTED BY THE
FRAMING AND THE FOUNDATION. USE CORROSION -RESISTANT TIES SPACED MAX 16" O.C. EACH WAY
AND WITHIN 12" OF LARGE OPENINGS. MORTAR: ASTM C270 TYPE N.
114.4.1. ADHERED MASONRY VENEER: COMPLY WITH APPLICABLE CODES AND TMS 402 602. MAINTAIN
REQUIRED CLEARANCE ABOVE GRADE/PAVING.
115. ROOF COVERINGS
115.1. ALL ROOFING MATERIALS AND ASSEMBLIES SHALL COMPLY WITH THE APPLICABLE BUILDING CODE,
MANUFACTURER'S INSTALLATION INSTRUCTIONS, APPLICABLE ASTM STANDARDS, AND APPROVED
EVALUATION REPORTS (ICC-ES, UL, ETC).
115.2. ROOF COVERING TYPE (E.G., ASPHALT SHINGLES, METAL PANELS, TILE, TPO MEMBRANE) SHALL MATCH
THE ARCHITECTURAL SPECIFICATIONS AND DETAILS, AND SHALL BE SUITABLE FOR THE INSTALLED
SLOPE, AND MINIMUM SLOPE REQUIREMENTS SHALL BE MET PER CODE AND PRODUCT MANUFACTURER:
115.2.1. ASPHALT SHINGLES: MIN. 2:12 WITH DOUBLE UNDERLAYMENT; MIN. 4:12 WITH SINGLE
UNDERLAYMENT
115.2.2. METAL PANELS: VARIES BY PROFILE AND SEAM TYPE
115.2.3. LOW -SLOPE SYSTEMS (E.G., TPO, EPDM): DESIGNED PER NRCA OR FM GUIDELINES
115.3. ALL MATERIALS SHALL BE CLASS A FIRE -RATED WHERE REQUIRED BY CODE OR PROJECT
SPECIFICATIONS.
115.4. ROOF ASSEMBLIES SHALL PROVIDE POSITIVE DRAINAGE. FLAT ROOFS SHALL MAINTAIN A MINIMUM
SLOPE OF 1/4" PER FOOT TOWARD DRAINS OR SCUPPERS UNLESS OTHERWISE DESIGNED AND DETAILED.
115.5. UNDERLAYMENT SHALL COMPLY WITH APPLICABLE STANDARDS (E.G., ASTM D226, D4869, D1970 FOR ICE
BARRIER).
115.6. PROVIDE ICE AND WATER SHIELD, FLASHING AS REQ'D PER CODE AND MANUFACTURER GUIDELINES.
115.7. FASTENERS SHALL BE CORROSION -RESISTANT AND COMPATIBLE WITH THE ROOF COVERING AND DECK
MATERIALS. FASTENING PATTERN AND TYPE SHALL FOLLOW MANUFACTURER WIND -RATED INSTALLATION
INSTRUCTIONS OR CODE -REQUIRED UPLIFT RESISTANCE VALUES PER ASCE 7 AND LOCAL WIND ZONE
REQUIREMENTS.
115.8. ALL ROOF PENETRATIONS (VENTS, FLUES, SKYLIGHTS, ETC.) SHALL BE PROPERLY FLASHED AND SEALED
PER CODE AND MANUFACTURER DETAILS. STEP FLASHING, HEAD FLASHING, AND CONTINUOUS FLASHING
AS SPECIFIED BY OTHERS SHALL BE INSTALLED AT ALL WALL -ROOF INTERSECTIONS.
115.9. ROOFING CONTRACTOR SHALL VERIFY SUBSTRATE CONDITION BEFORE INSTALLATION. DAMAGED OR
IMPROPERLY INSTALLED COVERINGS SHALL BE REMOVED AND REPLACED.
115.10. SOLAR PANELS SHALL ONLY BE INSTALLED IN ROOF AREAS SPECIFICALLY DESIGNATED ON THE ROOF
PLAN AS "SOLAR PANEL AREAS." INSTALLATION OF SOLAR PANELS OUTSIDE OF THESE DESIGNATED
AREAS IS NOT PERMITTED WITHOUT PRIOR REVIEW AND WRITTEN APPROVAL BY THE ENGINEER OF
RECORD (EOR).
116. DESIGN WEIGHTS OF ASSEMBLIES (DEAD LOADS)
116.1. THE CONTRACTOR SHALL REVIEW THE FOLLOWING DESIGN WEIGHTS OF ASSEMBLIES TABLE PRIOR TO THE
COMMENCEMENT OF CONSTRUCTION. IF ANY MATERIALS INTENDED FOR USE ON THE PROJECT EXCEED THE
SPECIFIED MAXIMUM WEIGHT CRITERIA, THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AND THE FOR IN
WRITING PRIOR TO CONSTRUCTION AND ALLOW ADEQUATE TIME FOR ANY NECESSARY DESIGN MODIFICATIONS:
116.2. EXT WALLS:
116.2.1. EXT WALL W/SIDING...12PSF
116.2.2. EXT WALL W/STUCC0... 15PSF
116.2.3. EXT WALL W/BRICK OR STONE VENEER ... 48PSF (40PSF MAX VENEER WT, 3 5/8" MAX VENEER THK)
116.3. INT WALLS:
116.3.1. INT WALLS W/GYP...8PSF
116.3.2. INT WALLS WITH PLASTER ON ONE SIDE ... 14PSF
116.3.3. INT WALLS WITH PLASTER ON TWO SIDES...20PSF
116.4. ROOF:
116.4.1. RAFTERS W/SHINGLE OR METAL COVERING ... 12PSF
116.4.2. RAFTERS W/TILE COVERING ... 2OPSF (12PSF MAX TILE WEIGHT)
116.4.3. TRUSSES W/SHINGLE OR METAL COVERING ... 15PSF TOP CHORD, 5 PSF BOT CHORD
116.4.4. TRUSSES W/TILE COVERING ... 23PSF TOP CHORD, 5 PSF BOT CHORD
116.4.5. RAFTERS OR TRUSSES WITH PLASTER CEILING DIRECTLY APPLIED TO THE BOTTOM SHALL BE DESIGNED
FOR ADDITIONAL 8PSF (APPLIED TO BOT CHORD FOR TRUSS ASSEMBLIES)
116.5. CEILING FRAMING
116.5.1. W/LIMITED STORAGE ... IOPSF
116.5.2. W/OUT STORAGE ... 5PSF
116.5.3, W/PLASTER FINISH ... 2OPSF
116.6. FLOOR FRAMING
116.6.1. W/HARDWOOD OR CARPET FINISHES ... 12PSF
116.6.2. W/THIN-SET CERAMIC TILE FINISHES ... 17PSF
116.6.3, W/STONE OR MARBLE TILE ON FULL MORTAR BED ... 41PSF
116.6.4. TRUSS FLOOR FRAMING SHALL HAVE ADDITIONAL 5PSF APPLIED TO THE BOTTOM CHORD.
116.6.5. FLOOR FRAMING W/PLASTER CEILING DIRECTLY APPLIED TO THE BOTTOM SHALL BE DESIGNED FOR
ADDITIONAL 8PSF (APPLIED TO BOT CHORD FOR TRUSS ASSEMBLIES).
116.6.6. W/LIGHTWEIGHT CONCRETE TOPPING ... ADDT 1OPSF DEAD LOAD PER INCH OF LWC THICKNESS APPLIED
TO THE TOP OF THE FLOOR ASSEMBLY.
116.6.7, W/NORMAL WEIGHT CONCRETE TOPPING ... ADDT 12.5PSF DEAD LOAD PER INCH OF NWC THICKNESS
APPLIED TO THE TOP OF THE FLOOR ASSEMBLY.
116.7. ENGINEERED PLANS PREPARED BY LONGITUDE 120 ENGINEERING AND DESIGN ARE GENERALLY
DESIGNED FOR SHINGLE OR METAL ROOF COVERINGS, INTERIOR GYPSUM BOARD FINISHES, AND
CERAMIC TILE, CARPET, OR WOOD FLOOR COVERINGS. PROJECTS INCORPORATING TILE ROOFING,
INTERIOR PLASTER FINISHES, AND/OR MARBLE OR STONE TILE ON FULL MORTAR BED WILL INCLUDE A
SPECIFIC NOTE ON THE PLANS INDICATING THAT THE FRAMING HAS BEEN DESIGNED TO MEET MORE
STRINGENT STRUCTURAL REQUIREMENTS ASSOCIATED WITH HEAVIER AND/OR MORE BRITTLE
MATERIALS. IF NO SUCH NOTE IS PROVIDED ON THE PLANS, THE CONTRACTOR SHALL NOTIFY FOR UPON
REVIEW OF THE PROJECT AND PRIOR THE COMMENCEMENT OF CONSTRUCTION TO ALLOW ADEQUATE
TIME FOR ANY NECESSARY DESIGN MODIFICATIONS.
117. LIVE LOADS
117.1. DESIGN LIVE LOADS SHALL CONFORM TO THE APPLICABLE BUILDING CODE AND ASCE 7 UNLESS
SPECIFICALLY NOTED ON THE STRUCTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS. THE
FOLLOWING DESIGN LIVE LOADS SHALL BE USED FOR THE STRUCTURE AS APPLICABLE. PRIOR TO
CONSTRUCTION, THE CONTRACTOR SHALL REVIEW THESE VALUES AND NOTIFY THE FOR IMMEDIATELY IF
THEY DO NOT CONFORM WITH THE INTENDED USE OF ANY SPACE.
117.1.1. ROOF ... 20PSF
117.1.2. CEILING WITH LIMITED STORAGE ... 20PSF (TYPICAL)
117.1.3. CEILING WITHOUT STORAGE ... 1OPSF (ONLY WHEN MEETS IRC NON STORAGE CRITERIA)
117.1.4. CEILING WITH STORAGE ACCESSIBLE BY FIXED STAIR OR FULL SIZE DOOR ... 3OPSF
117.1.5. FLOOR ... 4OPSF
117.1.6. GARAGE ... 4OPSF OR 3,OOOLBS OVER 4.5"X4.5" AREA (NON CONCURRENT)
117.1.7. BALCONY/DECK ... 4OPSF
117.1.8. RAILING ... 50PLF UNIFORM OR 200LBS (NON CONCURRENT). LOAD SHALL BE APPLIED IN THE DIRECTION
PRODUCING THE MAXIMUM EFFECT, TYPICALLY HORIZONTALLY.
118. DEFLECTION LIMITS
118.1. DEFLECTION LIMITS SHALL BE LIMITED TO THE MOST STRINGENT CRITERIA THAT IS APPLICABLE FOR THE
DESIGN. MAX DEFLECTION LIMITS BELOW ARE BASED ON TOTAL LOAD DEFLECTION UNLESS
INDIVIDUALLY SPECIFIED BASED ON LIVE LOAD (LL) OR TOTAL LOAD (TOTAL). TOTAL LOAD DEFLECTION
CRITERIA MUST ACCOUNT FOR ALL LOAD FOR THE PARTICULAR MEMBER INCLUDING BUT NOT LIMITED TO
LIVE LOAD, DEAD LOAD, ROOF LOAD, SNOW LOAD, WIND LOAD, SEISMIC LOAD, AND ETC:
118.1.1. ROOF:
118.1.1.1. RAFTERS W/SLOPES GREATER THAN 3:12 W/SHINGLE OR METAL COVERING... L/180
118.1.1.2. RAFTERS W/ SLOPES 3:12 OR LESS W/SHINGLE, METAL, OR TPO COVERING... L/240
118.1.1.3. RAFTERS W/TILE COVERING ... L/240
118.1.1.4. RAFTERS W/GYP CEILING DIRECTLY ATTACHED... L/240
118.1.1.5. RAFTERS W/PLASTER CEILING DIRECTLY ATTACHED ... L/360
118.1.1.6. ROOF TRUSSES...L/360 (LL) L/240 (TOTAL)
118.1.1.7. ROOF SCISSOR TRUSSES ... U600
118.1.2. CEILING
118.1.2.1. CEILING JOISTS .... L/240
118.1.2.2. CEILING JOISTS W/PLASTER CEILING...U360
118.1.3. FLOORS
118.1.3.1. FLOORS W/FLEXIBLE COVERING ... L/480 (LL), L/240 (TOTAL)
118.1.3.2. FLOORS W/THINSET CERAMIC TILE ... L/480 (LL), L/360 (TOTAL)
118.1.3.3. FLOORS SUPPORTING STONE OR MARBLE TILE ON FULL MORTAR BED.... L/720 OR 7/32" MAX
WHICHEVER IS MORE STRINGENT
118.1.4. FRAMING SUPPORTING MASONRY VENEER... L/600
118.1.5. HEADERS
118.1.5.1. HEADERS SHALL HAVE THE SAME DEFLECTION CRITERIA TO FLOORS SECTION ABOVE BASED ON
THE TYPE OF MATERIAL/APPLICABLE FINISHES IT SUPPORTS
118.1.5.2. TYP HEADER ... L/480 (LL), 1.1360 (TOTAL)
118.1.5.3. HEADERS AT SLIDING DOORS ... L/600
118.1.6. WALLS
118.1.6.1. EXT STUDS W/FLEXIBLE COVERINGS ... H/180
118.1.6.2. EXT STUDS W/EXT BRICK VENEER ... H/240
118.1.6.3. EXT STUDS W/STUCCO... H/360
118.1.6.4. EXT STUDS W/INT FACE COVERED W/PLASTER... H/360 NO MATTER EXTERIOR COVERING
118.1.6.5. INT STUDS W/GYP... H/180
118.1.6.6. INT STUDS W/PLASTER... H/360
118.2. REF NOTE 116.7 REGARDING TILE ROOFING, PLASTER FINISHES, AND STONE/MARBLE TILE
APPLICATIONS.
119. DIMENSIONS AND LENGTH
119.1. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS BEFORE STARTING WORK. ANY
DISCREPANCIES BETWEEN THESE STRUCTURAL DRAWINGS AND ANY OTHER DRAWINGS SHALL BE
REPORTED PER NOTE 100.2.
119.2. ALL DIMENSIONS SHOWN ON THIS PLAN ARE FOR REFERENCE ONLY. DIMENSIONS ARE DERIVED FROM
THE ARCHITECTURAL DRAWINGS, WHICH SHALL BE CONSIDERED THE GOVERNING SOURCE FOR ALL
MEASUREMENTS. WORKING DIMENSIONS OR MATERIAL TAKE OFF SHALL NOT BE SCALED FROM PLANS,
SECTIONS, OR DETAILS ON THESE DRAWINGS.
120. DELEGATED DESIGN
120.1. WHERE THE STRUCTURAL DRAWINGS INDICATE ELEMENTS ARE TO BE DESIGNED BY OTHERS OR
'DELEGATED DESIGN,' THE CONTRACTOR SHALL RETAIN A LICENSED ENGINEER TO PREPARE AND SEAL
DESIGN DOCUMENTS FOR THOSE ELEMENTS. DELEGATED DESIGN DOCUMENTS SHALL BE SUBMITTED TO
THE FOR FOR REVIEW PRIOR TO FABRICATION OR INSTALLATION. REVIEW BY THE FOR IS FOR GENERAL
CONFORMANCE WITH THE STRUCTURAL INTENT ONLY AND DOES NOT RELIEVE THE DELEGATED ENGINEER
OF RESPONSIBILITY FOR THEIR DESIGN.
120.2. WHERE THE DELEGATED DESIGN INCORPORATES LOADS SHOWN ON THE STRUCTURAL DRAWINGS,
THOSE LOADS SHALL BE CONSIDERED ASD (ALLOWABLE STRESS DESIGN) LEVEL.
121. SHOP DRAWINGS AND SUBMITTALS
121.1. REVIEW OF SUBMITTALS AND SHOP DRAWINGS IS FOR GENERAL CONFORMANCE WITH THE STRUCTURAL
DRAWINGS AND PROJECT SPECIFICATIONS, NOT FOR DIMENSION CONTROL. THE ENGINEER SHALL BE
ENTITLED TO RELY ON THE ACCURACY AND COMPLETENESS OF INFORMATION PROVIDED BY THE
CONTRACTOR, THE ARCHITECT, OR OTHER THIRD PARTY.
121.2. ALL DISCREPANCIES BETWEEN SHOP DRAWINGS AND STRUCTURAL PLANS SHALL BE REPORTED IN
WRITING TO THE FOR AT THE TIME OF SUBMITTAL.
121.3. AN ELECTRONICPY F H P DRAWINGS FOR THE FOLLOWING ELEMENT ARE REQUIRED T BE
3 CO O SHOP GS 0 S QU 0
SUBMITTED TO FOR FOR REVIEW AND APPROVAL PRIOR TO FABRICATION:
121.3.1. PRE -MANUFACTURED WOOD TRUSSES
L 121.3.2. -LAMINATED TIMBER ELEMENT 3 GU S
121.3.3. STRUCTURAL AND MISCELLANEOUS STEEL
121.3.4. CONCRETE DESIGN MIX
121.3.5. EPDXY ADHESIVES
121.3.6. HELICAL PILES
122. ALTERNATES
122.1. ALTERNATE ASSEMBLIES AND MATERIALS MAY BE SUBMITTED FOR REVIEW; HOWEVER, ACCEPTANCE IS
NOT GUARANTEED. THE ENGINEER RESERVES THE RIGHT TO REQUIRE COMPENSATION FOR TIME SPENT
REVIEWING SUCH ALTERNATES.
123. INSPECTIONS/OBSERVATIONS
123.1. INSPECTIONS SHALL BE IN CONFORMANCE WITH THE PROVISIONS OF IBC SECTION 110 OR IRC SECTION
R109.
123.2. INSPECTIONS ARE GENERALLY CONDUCTED BY QUALIFIED INSPECTORS REPRESENTING EITHER THE
ENGINEER OR A THIRD PARTY TO VERIFY THAT MATERIALS INSTALLATION IS IN SUBSTANTIAL
CONFORMANCE WITH THE STRUCTURAL PLANS AND SPECIFICATIONS, OR TO VERIFY ACTUAL FIELD
CONDITIONS AS THE BASIS FOR FIELD CHANGES OR REPAIRS. INSPECTIONS ARE REPRESENTATIVE OF
THE CONSTRUCTION AND ARE NOT MEANT TO ENSURE COMPLETE COMPLIANCE. A COPY OF INSPECTION
COMMENTS WILL GENERALLY BE PROVIDED TO THE CONTRACTOR REFLECTING DISCREPANCIES NOTED;
NO OTHER OBSERVATIONS ARE TO BE IMPLIED OR INFERRED. INSPECTIONS DO NOT RELIEVE THE
CONTRACTOR OF RESPONSIBILITY TO COMPLY WITH THE APPROVED PLANS OR CONTRACT DOCUMENTS.
123.3. REVISIONS, REPAIRS AND FIELD CHANGES ARE AUTHORIZED ONLY WHEN IN WRITING, SIGNED AND
SEALED BY A PROFESSIONAL ENGINEER WITH THIS OFFICE. WHEN SO ISSUED, THEY BECOME
INCORPORATED INTO THE PLANS AND CONTRACT DOCUMENTS.
124. SITE VISITS
124.1. SITE VISITS ARE TO OBSERVE GENERAL PROGRESS AND QUALITY OF CONSTRUCTION AND ARE NOT
INTENDED AS DETAILED INSPECTIONS, NOR DO THEY IMPLY EXHAUSTIVE REVIEW OF ALL WORK OR CODE
COMPLIANCE, THE ENGINEER MAKES NO WARRANTY OR GUARANTEE REGARDING THE CONDITION,
PERFORMANCE, OR CODE COMPLIANCE OF THE WORK OBSERVED.
125. SPECIAL INSPECTIONS
125.1. WHERE REQUIRED BY THE APPLICABLE BUILDING CODE, A STATEMENT OF SPECIAL INSPECTIONS SHALL
BE PREPARED IN ACCORDANCE WITH IBC SECTION 1705 AND SUBMITTED TO THE AUTHORITY HAVING
JURISDICTION (AHJ) PRIOR TO PERMIT ISSUANCE. SPECIAL INSPECTIONS ARE SEPARATE FROM AND IN
ADDITION TO THE GENERAL INSPECTIONS REFERENCED IN NOTE 123.
125.2. THE CONTRACTOR, OR OWNER, OR OWNER'S REPRESENTATIVE SHALL EMPLOY A SPECIAL INSPECTOR TO
PERFORM REQUIRED INSPECTIONS. THE SPECIAL INSPECTOR SHALL SUBMIT REPORTS TO THE EOR,
ARCHITECT, AND AHJ AS REQUIRED, WITH A FINAL REPORT SUBMITTED TO THE AHJ PRIOR TO ISSUANCE
OF A CERTIFICATE OF OCCUPANCY.
126. WATERPROOFING
126A. WATERPROOFING, MOISTURE PROOFING, FLASHING, SEALANTS, AND RELATED DETAILS ARE NOT
INCLUDED IN THE STRUCTURAL SCOPE AND SHALL BE DESIGNED BY OTHERS. THE CONTRACTOR SHALL
COORDINATE WITH APPLICABLE TRADES AND REPORT ANY CONFLICTS WITH THE STRUCTURAL DESIGN
TO THE FOR PRIOR TO CONSTRUCTION.
CITY OF GRAPEVINE
THIS PAGE RELEASED FOR CONSTRUCTION
RELEASE DOES NOT AUTHORIZE ANY WORK IN
CONFLICT WITH THE BUILDING CODE OR ZONING
ORDINANCE
CITY APPROVED PLANS TO BE KEPT ON THE JOB
SITE AT ALL TIMES.
07/07/2026 9:21:07 AM
BY: KELLY TAFT TSBPE: 1-3971
BUILDING INSPECTION DIVISION:
RELEASE DOES NOT APPLY TO CONSTRUCTION IN
EASEMENTS OR PUBLIC RIGHT-OF-WAY
ALL CHANGES MUST BE APPROVED.
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PROJECT NAME
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GARAGE ADDITION
101 CROSS CREEK DR
GRAPEVINE, TX
PROJECT NUMBER
S26129
CHECKED BY - AP
SHEET DATE - 05/04/2026
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GN301. GENERAL FRAMING NOTES, TYP
DETAILS, AND SCHEDULES
301. GENERAL
301.1. REFER TO GENERAL STRUCTURAL NOTES (SECTIONS 100 THROUGH 127) FOR ALL ADDITIONAL
REQUIREMENTS APPLICABLE TO MATERIALS, FASTENERS, CONNECTORS, INSPECTIONS, DELEGATED
DESIGN, SUBMITTALS, AND ALL OTHER WORK NOT SPECIFICALLY ADDRESSED IN THESE FRAMING NOTES.
IN CASES OF CONFLICT THE MORE STRINGENT REQUIREMENT SHALL GOVERN PER NOTE 100.4.
301.2. FRAMING SHALL CONFORM WITH THE APPLICABLE BUILDING CODE AND THE WOOD FRAME
CONSTRUCTION MANUAL (WFCM) PUBLISHED BY THE AMERICAN WOOD COUNCIL (AWC).
301.3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL
DRAWINGS PRIOR TO CONSTRUCTION. ANY DISCREPANCIES SHALL BE REPORTED IN WRITING TO THE
ARCHITECT AND THE FOR PRIOR TO CONSTRUCTION OF THE AFFECTED WORK. (SEE NOTE 100.2).
301.4. THE CONTRACTOR SHALL LOCATE ALL OPENINGS AND PENETRATIONS AND VERIFY NO CONFLICT WITH
STRUCTURAL FRAMING PRIOR TO CONSTRUCTION. MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS
ARE BY OTHERS. SEE SECTION 304 FOR FRAMING PENETRATION REQUIREMENTS.
301.5. FIREBLOCKING AND DRAFTSTOPPING REQUIREMENTS ARE BY OTHERS AND SHALL CONFORM WITH THE
APPLICABLE BUILDING CODE.
301.6. STANDARD NOTES DETAILS AND SCHEDULES ARE GUIDELINES FOR TYPICAL CONDITIONS. WHERE
SPECIFIC NOTES, DETAILS, OR SCHEDULES ARE SHOWN ON THE PLANS, THOSE SHALL GOVERN. (SEE
NOTE 100.4).
302. FASTENERS
302.1. ALL FASTENER REQUIREMENTS -- INCLUDING CORROSION PROTECTION FOR FASTENERS IN CONTACT
WITH PRESSURE -TREATED (PT) OR FIRE -RETARDANT -TREATED (FRT) WOOD, GALVANIZATION
STANDARDS, STAINLESS STEEL GRADES, AND PROHIBITED FASTENER TYPES -- SHALL BE PER NOTES
110.1 THROUGH 110.12 OF THE GENERAL STRUCTURAL NOTES.
302.2. NAILS SHALL BE COMMON OR SINKER NAILS UNLESS NOTED OTHERWISE, PNEUMATICALLY DRIVEN NAILS
SHALL MATCH THE REQUIRED LENGTH AND DIAMETER OF THE SPECIFIED NAIL AND SHALL MEET THE
REQUIREMENTS OF NOTE 110.4.
302.3. TYPICAL NAIL SIZE: 0.131"X2-1/2", 0.131"x3", 0.131"x3-1/2", 0.148"x3", 0.148"x3-1/4", 0.162"X3-1/2".
ADDITIONAL SIZES MAY BE REQUIRED PER SPECIFIC PLAN OR DETAIL CALLOUTS.
302.4. EDGE DISTANCES, END DISTANCES, AND FASTENER SPACING SHALL BE SUFFICIENT TO PREVENT
SPLITTING OF THE WOOD PER NDS REQUIREMENTS. TOE NAILS SHALL BE DRIVEN AT AN APPROXIMATE
300 ANGLE WITH THE MEMBER AND STARTED APPROXIMATELY 1/3 NAIL LENGTH FROM THE MEMBER END.
302.5. AT SHEATHING NAILING, IF MORE THAN 20% OF NAILS IN ANY PANEL ARE OVERDRIVEN BY MORE THAN
1/16% PROVIDE ONE ADDITIONAL NAIL FOR EVERY TWO OVERDRIVEN NAILS.
302.6. NAILS AT MECHANICAL CONNECTORS SHALL COMPLY WITH THE TYPE, SIZE, AND QUANTITY SPECIFIED BY
THE CONNECTOR MANUFACTURER TO ACHIEVE THE MAXIMUM SPECIFIED LOAD CAPACITY. ALL
CONNECTOR FASTENER REQUIREMENTS AND SUBSTITUTION RESTRICTIONS ARE PER NOTES 111.4 AND
111.5.
302.7. TYPICAL NAILING REQUIREMENTS SHALL BE AS SPECIFIED PER IBC TABLE 2304.10.1, IRC TABLE
R602.3(1) OR PER THE TYPICAL NAILING SCHEDULE BELOW, UNLESS NOTED OTHERWISE PER PLAN,
SHEAR WALL SCHEDULE (NOTE 409), OR SPECIFIC DETAILS.
302.8. TYPICAL NAILING SCHEDULE:
TYPICAL NAILING SCHEDULE (5)
BLOCKING BETWEEN RAFTERS TO TOP PLATE('')
TOE NAIL 3"XO.131" @ 6" O.C. (MIN 3) "I
I CEILING JOISTS TO TOP PLATE
TOE NAIL (3) 3"XO.131", PER JOIST
I CEILING JOISTS TO RAFTER OR LAPS OVER PARTITION
FACE NAIL (4) 3"XO.131"
I COLLAR TIE TO RAFTER
FACE NAIL (4) 3"XO.131"
ROOF I RAFTER OR ROOF TRUSS TO TOP PLATE AT BEARING WALL
TOE NAIL (4) 3"XO.131'. TWO PER SIDE, ADD'L HZJ')
AND
CEILING ROOF RAFTERS TO RIDGE, VALLEY OR HIP
TOE NAIL (4) 3"XO.131" OR
END NAIL (3) 3"X0.131'
TYPICAL: 2-1/2"X0.131" Ca) 6" O.C. EDGE, C& 12" O.C. FIELD
ROOF SHEATHING TO RAFTER OR TRUSS
WITHIN 4'-O" FROM EAVES, VALLEYS, HIPS AND RIDGES: 6" O.C. FIELD
TO GABLE END WALLS: 4" O.C.
ROOF BRACE TO TOP PLATE
TOE NAIL (4) 3"XC.131". TWO PER SIDE
BUILT-UP STUDS
FACE NAIL 3"X0.131" @ 6"O.C. STAGGERED
ABUTTING STUDS AT INTERSECTING WALL CORNERS
FACE NAIL 3"XO.131" @ 6"O.C.
BUILT-UP MULTIPLY HEADER HEADER, SAWN LUMBER 2X
FACE NAIL 3-1/2"X0.162" @ 12"O.C. ALONG EA EDGE, EA PLY OF
PIECES WITH MAX 1/2" SPACER
HEADER"'
I BUILT-UP MULTI -PLY HEADER, ENGINEERED LUMBER
REF ENGINEERED LUMBER NAILING DETAIL
I CONTINUOUS HEADER TO STUD
TOE NAIL (4) 2-1/2"X0.131"
I ADJACENT FULL -HEIGHT KING STUD TO END OF HEADER
END NAIL (6) 3"XO.131"
WALL I TOP PLATE TO TOP PLATE
FACE NAIL 3"XO.131" @ 12" O.C.
DOUPLE TOP PLATE LAP SPLICE
MINIMUM 24" LAP SPLICE LENGTH WITH MINIMUM (12) 3"X0.131" IN
LAPPED AREA
I TOP PLATES LAP AT CORNERS AND INTERSECTIONS
FACE NAIL (3) 3"X0.131"
I BOTTOM PLATE TO RIM, JOIST OR BLOCKING ('1(B)
FACE NAIL 3-1/2"10.131" @ 12" CI
TOP OR BOTTOM PLATE TO STUD (Bl
TOE NAIL (4) 3"X0.131" (B)
OR END NAIL (3) 3"10.131"(B)
WALL SHEATHING TO WALL STUDS
FACE NAIL 2 1/2"XO.131" @ 6" O.C. EDGE, @ 12" O.C. FIELD MAX (Sl(1)
JOISTS TO TOP OF PLATE OR TOP OF BEAM/GIRDER
TOE NAIL (3) 3"X0.131", OR FLANGE NAIL AT 1-JOISTS
I RIM JOIST, BAND JOIST OR BLOCKING TO PLATE BELOW
TOE NAIL 3"X0.131" @ 6" O.C. MAX (MIN 3) r596)
I RIM JOIST TO END OF FLOOR JOISTS
FACE NAIL (1) 3"XD.131" TOP AND BOT FLANGE
FLOOR SHEATHING (3/4" MAX THICKNESS) TO FLOOR
FACE NAIL 2 1/2"10.131" @ 6" O.C. EDGE, @ 12" O.C. FIELD (6)
FLOOR JOISTS OR BLOCKING
FLOOR SHEATHING (7/8" MIN - 1 1/4" MAX) TO FLOOR
FACE NAIL 3"XO.148" @ 6" O.C. EDGE, @ 12" O.C. FIELD 16)
JOISTS OR BLOCKING
I BRIDGING OR BLOCKING TO ADJACENT JOIST OR TRUSS
TOE NAIL (2) 3"XO.131" EA END
RIM TO JOIST
END NAIL (4) 3"XO.131"
BUILT-UP MULTI -PLY 2X BEAMS
FACE NAIL 3-1/2"10.162" @ 12"O.C. ALONG EA EDGE, EA PLY OF
HEADER"'
BUILT-UP MULTI -PLY ENGINEERED LUMBER BEAM
REF ENGINEERED LUMBER FASTENING NOTE 303.12.2
NOTES:
(1) ALL NAILS SHALL BE OF THE SIZE AND TYPE SPECIFIED.
(2) SUBSTITUTION WITH PNEUMATICALLY DRIVEN NAILS 15 PERMITTED, PROVIDED THEY MATCH THE SPECIFIED LENGTH AND DIAMETER,
AND MEET THE EQUIVALENT STRENGTH REQUIREMENTS OUTLINED IN THE FRAMING AND GENERAL NOTES.
(3) PROVIDE H2.5 TIE AT RAFTER OR TRUSS TO T/PLATE CONNECTION.
4 OFFSET NAILS MIN 3" AT EACH ADJACENT PLY.
(5) REFER TO SHEARWALL SCHEDULE FOR NAILING REQUIREMENTS AT SHEARWALLS.
(6) WHERE FLOOR FRAMING OCCURS OVER SHEARWALL, FLOOR SHEATHING TO RIM OR BLOCKING CONNECTIONS SHALL CONFORM TO THE
NAILING REQUIREMENTS SPECIFIED IN THE SHEARWALL SCHEDULE.
(7) 12" O.C. FIELD NAILING IS ACCEPTABLE FOR STUDS SPACED AT 16" O.C. OR LESS. WHEN STUDS ARE SPACED APART MORE THAN 16"
O.C. FIELD NAILING SHALL BE 6" O.C.
(8) ADDITIONAL NAILS REQUIRED AT EXTERIOR WALLS TALLER THAN 10'4". REFER TO EXT WALL STUD SCHEDULE (NOTE 309.10.1)
303. GENERAL FRAMING
303.1. ALL LUMBER, SHEATHING, AND SIDING LOCATED LESS THAN 6 INCHES FROM FINISHED GRADE, EXPOSED
TO WEATHER, OR IN DIRECT CONTACT WITH CONCRETE SHALL BE PRESERVATIVE -TREATED PER NOTE
103.5. FIELD CUTS, NOTCHES, AND DRILLED HOLES IN TREATED LUMBER SHALL BE TREATED IN THE
FIELD PER AWPA M4.
303.2. DIMENSIONAL LUMBER SHALL MEET THE REQUIREMENTS OF NOTE 103. SPECIES AND MINIMUM REQUIRED
GRADES FOR THIS PROJECT SHALL BE AS FOLLOWS:
303.2.1. SPECIES: SOUTHERN YELLOW PINE (SYP)
303.2.2. GRADE:
SAWN MEMBER MINIMUM GRADE
STUDS PER WALL STUD SCHEDULE,
#2 GRADE REQUIRED AT PORTAL FRAMES
PLATES (TOP AND SILL) #3 OR BETTER
FLOOR JOISTS #2 OR BETTER
RAFTERS, HIPS, VALLEYS, RIDGES #2 OR BETTER
ROOF BRACES, PURLINS, COLLAR TIES #2 OR BETTER
BEAMS, HEADERS (SAWN) #2 OR BETTER
POSTS, COLUMNS (SAWN) #2 OR BETTER
303.3. ENGINEERED WOOD PRODUCTS SHALL MEET THE MANUFACTURING, LABELING, INSTALLATION, STORAGE,
AND FIELD MODIFICATION REQUIREMENTS OF NOTES 104.1 THROUGH 104,9 (EWP) AND NOTES 105.1
THROUGH 105.7 (GLULAM). MINIMUM GRADES FOR THIS PROJECT SHALL BE AS FOLLOWS:
ENGINEERED WOOD PRODUCT MINIMUM GRADE/SPECIFICATION NOTES I
RIM BOARD 1-1/4" LSL 1.3E (TYPICAL) 1-1/2" LSL (1.5E) OR 1-3/4" LSL (1.55E) MAY BE
REQUIRED AT SHEARWALLS. REF SHEARWALL SCHEDULE
LVL HEADERS, BEAMS, JOISTS LVL 2,OE MIN I
LSL HEADERS, BEAMS, JOISTS LSL 1.55E MIN I
PSL HEADERS, BEAMS PSL 2.2E MIN
LSL STUDS LSL 1.3E (1-1/2" WIDE)
LSL 1.55E (1-3/4" WIDE)
PSL COLUMNS PSL 1.8E MIN
24F-V4 DF (SINGLE SPAN)
GLULAM 24F-V8 OF (MULTISPAN OR CANTILEVER)
303.4. SHEATHING PANEL GRADES AND THICKNESS - UNLESS OTHERWISE NOTED, PANELS SHALL BE AS
FOLLOWS:
APPLICATION
MINIMUM PERFORMANCE
MIN SPAN RATING
ADDITIONAL NOTES
CATEGORY
WALL SHEATHING
7/16"
24/16
EXPOSURE 1 I
ROOF SHEATHING - SHINGLE/METAL
7/16"
24/16
EXPOSURE 1
ROOF SHEATHING -TILE
15/32"
32/16
EXPOSURE 1
FLOOR SHEATHING
23/32"
48/24
EXPOSURE 1, T&G, GLUED AND NAILED I
DECK SHEATHING EXPOSED TO WEATHER
23/32"
48/24
EXTERIOR RATED, T&G, REF NOTE 108.3 1
303.5. FRAMING SHALL PROVIDE A CONTINUOUS LOAD PATH TO TRANSFER ALL VERTICAL AND LATERAL LOADS
FROM THE ROOF, WALL, CEILING, AND FLOOR SYSTEMS TO THE FOUNDATION.
303.6. WHERE JOISTS, TRUSSES, OR RAFTERS ARE SPACED MORE THAN 16" O.C. AND THE BEARING STUDS
BELOW ARE SPACED AT 24" O.C., SUCH MEMBERS SHALL BEAR WITHIN 5" OF THE STUDS BENEATH.
303.7. ALL BEAMS SHALL BE SUPPORTED AT EACH END BY BUNDLED STUDS (MINIMUM 2) OR A POST WHOSE
COMBINED WIDTH EQUALS OR EXCEEDS THE FULL WIDTH OF THE BEAM, UNO. EACH BEAM SUPPORT
SHALL HAVE A CONTINUOUS LOAD PATH TO THE FOUNDATION OR TO ADEQUATELY SIZED SUPPORTING
BEAMS OR HEADERS BELOW. FOR PROJECTS WITH FLOOR FRAMING (MULTI -STORY OR CRAWLSPACE),
VERTICAL SUPPORT SHALL BE CONTINUOUS THROUGH FLOOR FRAMING VIA VERTICAL CRUSH BLOCKING
(VCB). SEE NOTE 307.11.
303.8. BEAM FRAMING ELEVATION NOTATION PER PLAN
303.8.1. "DROPPED BEAM" or "DB": TOP OF BEAM EQUAL TO BOTTOM OF JOISTS.
303.8.2. "TOP FLUSH" or "TF": TOP OF BEAM EQUAL TO TOP OF JOISTS; BOTTOM VARIES.
303.8.3. "BOTTOM FLUSH" or "BF": BOTTOM OF BEAM EQUAL TO BOTTOM OF JOISTS; TOP VARIES.
303.9. FRAMING ELEVATION DEFAULTS (UNO PER PLAN):
FLOOR BEAMS - TOP FLUSH.
CEILING BEAMS - BOTTOM FLUSH.
PORCH / PATIO / BALCONY BEAMS - DROPPED.
ROOF BEAMS - TOP FLUSH.
303.10. BEAMS SHALL HAVE FULL BEARING OVER TOP PLATES. WHERE BEAMS ON OPPOSITE SIDES OF A WALL
ARE IN LINE, EACH SHALL HAVE 1/2 PLATE WIDTH FOR BEARING, UNO PER PLAN. AT PERIMETER WALLS,
BEAMS SHALL HAVE FULL BEARING LESS RIM BOARD WHERE APPLICABLE. UNDER NO CIRCUMSTANCES
SHALL RAFTERS, JOISTS, BEAMS, OR GIRDERS BEAR LESS THAN 1-1/2" AT ANY SUPPORT.
303.11. HORIZONTAL STRAPS INDICATED ON FRAMING PLANS SHALL BE CENTERED OVER THE TOP PLATE, BEAM,
OR BLOCKING, UNO. STRAP LENGTH PER PLAN.
303.12. MULTI -PLY BEAM AND HEADER FASTENING
303.12.1. ALL MULTI -PLY SAWN LUMBER 2x BEAMS SHALL BE FACE -NAILED TOGETHER PER THE TYPICAL
NAILING SCHEDULE (NOTE 302.8).
303.12.2. ALL MULTI -PLY ENGINEERED LUMBER BEAMS SHALL BE CONNECTED TOGETHER AS FOLLOWS:
FASTENERS SHALL BE STAGGERED
WHEN REQUIRED ON BOTH SIDES
EQ SPACING BETWEEN
ROWS OF FASTENERS
FASTENERS PER TABLE
LOAD MUST BE APPLIED EVENLY
ACROSS ENTIRE BEAM WIDTH. REF
DETAIL FOR POINT LOAD
CONNECTION AT MULTIPLY BEAMS
AT BEAM TO BEAM CONNECTION.
FASTENER INSTALLATION REQUIREMENTS FOR MULTIPLE PLY LVL BEAMS
FASTENERS
MAX UNIFORM LOAD
PLY # OF TOTAL ASSEMBLY SECTION
WIDTH PLIES WIDTH FASTENER TYPE
# ROWS
MAX 0 C
LOCATION
APPLIED TO EITHER
(')
SIDE MEMBER PLF
SPACING
10D (3"X0.148")
3
1'-0"
ONE FACE
865
,_ 1/2" DIA THROUGH BOLT(')
2
2-0"
-
780
2 3-1/2" 111���� 160 SINKER (3 1/4" X 0.148')
2(2)
1'-0"
ONE FACE
575 / 865(')
SDS SCREW (3-1/2"X1/4")
2
T-0"
ONE FACE
870
SDW22 SCREW (3-3/8-XC.22")
2
2'-0"
ONE FACE
680
lOD (3"X0.148")
3
V-W
BOTH FACES
110
1/1" DIA THROUGH BOLT"')
2
V-4"
-
880
3 5-1/4" III��� ,[ 16D SINKER (3 1/4" X 0.148")
2i2)
1'-0"
BOTH FACES
430 / 650(')
SDS SCREW (3-1/2"Xl/4")
I=
2
V-4"
BOTH FACES
980
SDW22 SCREW (5"X0.2V)
2
1'-4"
ONE FACE
935
1-3/4"
LVL � 112" DIA THROUGH BOLT{')
2
1'-4"
-
780
4 7" Hl' SDS SCREW (3.1/2"X6")
2
l'-4"
BOTH FACES
1,020
�, SDW22 SCREW (6-3/4"X0.22")
2
1,-4 ,
ONE FACE
830
1 1 1 1 1/2" DIA THROUGH BOLT(1)
----,
2
1'-0"
-
820
5 8-3/4"
----, SDWS22800 SCREW (8'XO.22")
2
1'-0"
BOTH FACES
400
(1) THROUGH BOLTS SHALL BE A307. PROVIDE STANDARD CUT WASHERS AND NUT.
BOLT HOLES TO BE 9/16" MAX.
(2) # OF ROWS SPECIFIED IS FOR BEAM DEPTHS OF 14" OR LESS. FOR BEAMS OVER 14" PROVIDE ADDITIONAL
ROW OF FASTENERS
(3) FOR APPLICATIONS WHERE APPLIED LOAD EXCEEDS MAX SPECIFIED LOAD, FASTENER SPACING CAN BE
REDUCED TO V-0"
AND INCREASED
PROPORTIONALLY
303.13. AT BEAM TO BEAM CONNECTIONS, IN ADDITION TO
THE FASTENERS
REQUIRED
FOR THE HANGER
INSTALLATION, PROVIDE ADDITIONAL FASTENERS AS FOLLOWS:
4STENERS PER TABLE. BOTH SIDES OF BEAM
BEAMS PER PLAN
HANGER, AS REQUIRED
FASTENER INSTALLATION REQUIREMENTS AT CONCENTRATED LOADS FOR MULTIPLE PLY LVL BEAMS
FASTENERS MAX POINT LOAD
PLY # OF TOTAL ASSEMBLY SECTION APPLIED TO EITHER
PER FACE 13)
WIDTH PLIES WIDTH FASTENER TYPE # FASTENERS LOCATIOW) SIDE MEMBER (LBS)
_ IOD (3"X0.148") 12(1) ONE FACE 2,230
- I 16D SINKER (3 114" X 0.148") 12(1) ONE FACE 2,230
2 3 1/2" I SDS SCREW (3-1/2"X1/4") 4(2) ONE FACE 2,720
�Io SDW22 SCREW (3-3/8"XO.22") 4(2) ONE FACE 3,200
IOD (3"X0.148") 1211) BOTH FACES 1,675
3 5-1/4" I
16D SINKER 3 1/4" X 0.148" 12(') BOTH FACES 1,675
,]I I SDS SCREW (3-1/2"XI/4") 4(2) BOTH FACES 2,040
1-3/4" � ' SDW22 SCREW (5"X0.22") 4(2) ONE FACE 1,800
LVL
r`%% If SDS SCREW (3-1/2"X6") 4(2) BOTH FACES 2,225
4 7"
l�, SDW22 SCREW (6-3/4"X0.2211) 4(2) ONE FACE 1,600
� I I I 1
5 8 3/4" I I SDWS22800 SCREW (8"XO.22") 16 BOTH FACES 3,200
Il �
(1) # OF FASTENERS CANCREASEDI N BE IUP TO 24, MAX APPLIED POINT LOAD IS INCREASED PROPORTIONALLY TO THE ADDED FASTENERS.
(2) # OF FASTENERS CAN BE INCREASED UP TO 8, 14AX APPLIED POINT LOAD IS INCREASED PROPORTIONALLY TO THE ADDED FASTENERS.
(3) # OF FASTENERS SPECIFIED PER FACE SHALL BE EVENLY DISTRIBUTED ON BOTH SIDES OF THE HANGER. FOR EXAMPLE, IF 12
FASTENERS ARE REQUIRED, 6 SHALL BE INSTALLED ON THE LEFT SIDE AND 6 ON THE RIGHT SIDE OF THE HANGER.
(4) WHEN FASTENER PLACEMENT LOCATION IS INDICATED AS "BOTH FACES," THE TOTAL NUMBER OF FASTENERS SHALL BE DOUBLED FROM
THE QUANTITY SHOWN PER FACE
303.14. CONNECTORS AND HANGER SCHEDULES
303.14.1. ALL MECHANICAL CONNECTORS (JOIST HANGERS, STRAPS, POST BASES, HOLDOWNS, AND SIMILAR
HARDWARE) SHALL MEET ALL REQUIREMENTS OF NOTES 111.1 THROUGH 111.9, INCLUDING
CORROSION PROTECTION, MANUFACTURER APPROVAL, FASTENER COMPATIBILITY, AND INSTALLATION
REQUIREMENTS. CONNECTOR SUBSTITUTIONS REQUIRE PRIOR WRITTEN APPROVAL FROM THE FOR
PER NOTE 111.2
303.14.2. WHERE A HANGER IS INDICATED PER PLAN, HANGERS SHALL BE SELECTED FROM THE SCHEDULES
BELOW UNLESS NOTED OTHERWISE ON THE PLANS OR IN SPECIFIC DETAILS. TYPICAL HANGERS
SHALL BE REGULAR FACE -MOUNTED UNLESS OTHERWISE NOTED.
303.14.3. 2X SAWN LUMBER, 4X AND 6X TIMBER HANGER SCHEDULE:
LUMBER HANGER SCHEDULE I TIMBER HANGER SCHEDULE
REGULAR CONCEALED TOP FLANGE('' SLOPED I TIMBER REGULAR CONCEALED OP FLANGE;' SLOPED
L SIZER I SIZE I MODEL NO. I MODEL NO. ITMODEL N0. I MODEL NO.
MODEL NO . MODEL NO. MODEL NO. MODEL NO.
4X TIMBER
2X LUMBER I 4X6 LUS46 HUC46 WP46 -
2X6 LUS26 LUC26Z LB26 LRU26Z I 4X8 LUS48 HUC48 WP48 -
2X8 LUS28 LUC26Z LB28 LRU28Z I 4X10 LU5410 HUC410 BA410 LSSR410Z
2X10 LUS210 LUC210Z LB210AZ LRU21OZ I 4XI2 LUS410 HUC412 BA412 .
2X12 LUS210 LUC210Z L6212AZ LRU212Z I 6X TIMBER
2-PLY 2X LUMBER I 6X6 U66 HUC66 WP66 -
2-PLY 2X6 LUS26-2 HUC26-2 WP26-2 - I 6X8 U66 HUC68 WP68 .
2-PLY 2X8 LUS28-2 HUC28-2 WP28-2 - I 6X10 U610 HUC610 WP610 -
2-PLY 2X10 LUS210-2 HUC210-2 WP210-2 LSSR210-2Z I 6X12 HU612 HUC612 HWPH612 -
2-PLY 2X12 WS210-2 HUC212-2 WP212-2 - I NOTES:
3 PLY 2X LUMBER (1) FOR INSTALLATION OVER WOOD NAILER ON TOP OF CONCRETE
OR STEEL BEAMS FOLLOW MANUFACTURER REQUIREMENTS FOR
3-PLY 2X6 LUS26-3 HUC26-3 - QUANTITY AND LOCATION OF FASTENERS
3-PLY 2X8 LUS28-3 HUC26.3 - -
3-PLY 2X10 WS210.3 HUC210-3
3-PLY ZX12 W5210.3 HUC212.3
303.14.4. TJI JOIST AND ENGINEERED LUMBER HANGER SCHEDULE:
TJI JOISTS HANGER SCHEDULE ENGINEERED LUMBER HANGER SCHEDULE (LVL, LSL, PSL)
REGULAR TOP FLANGE^') SLOPED(2) REGULAR
JOIST BEAM DEPTH BEAM WIDTH`3j
SIZE MODEL NO.
MODEL N0. MODEL N0. MODEL N0.
1 3/4" MIU1.81/9
210 SERIES 3 112' HHUS410
9 1/4" OR 9 1/2"
91/2" IUS2.06/9.5 ITS2.06/9.5 LSSR2.IZ 51/4" HGUS5.50/10
11 7/8" IUS2.06/11.88 ITS2.06/11.88 LSSR2.1Z 7" HGUS7.25/10
14" IUS2.06/14 ITS2.06/14 LSSR2.1Z 1 3/4" MIU1.81/11
16" IUS2.06/16 ITS2.06/16 LSSR2.1Z 3 112" HHU5410
11 1/4" OR 11 7/8"
DOUBLE 9 1/2" MIU4.28/9 MIT4.28/9.5 LSU4.28 5 1/4" HGUS5.50/12
DOUBLE 11 7/8" MIU4.28/11 MIT4.28/11.88 LSU4.28 7" HGUS7.25/12
DOUBLE 14" MIU4.28/14 MIT4.28/14 LSU4.28 1 3/4" MIU1.81114
DOUBLE 16" MIU4.28/16 BA4.28/16 LSU4.28 3 112' HHUS410
230/360 SERIES 14" 5 1/4" HGUS5.50/14
91/2" IUS2.37/9.5 ITS2.37/9.5 LSSR2.37Z 7" HGUS7.25/14
11 7/8" IUS2.37/11.88 ITS2.37/11.88 LSSR2,37Z 1 3/4" MIU1.81/16
14" IUS2.37/14 ITS2.37/14 LSSR2.37Z 3 1/2" HGUS414
16" IUS2.37/16 ITS2.37/16 LSSR2.37Z 16" 5 1/4" HGUS5.50/14
DOUBLE 9 1/2" MIU4.75/9 MIT359.5-2 LSSR3510-2 7" HGUS7.25/14
DOUBLE 11 7/8" MIU4.75/11 MIT3511.88-2 LSSR3510-2 1 3/4" MIUI.81/18
DOUBLE 14" MIU4.75/14 MIT3514-2 LSSR3510-2 3 1/2" HGUS414
DOUBLE 16" MIU4.75/16 MIT4.75/16 LSSR3510-2 18" 5 1/4" HGUS5.50/14
560 SERIES 7" HGUS7.25/14
11 7/8" IUS3.56/11.88 ITS3.56/11.88 LSSR41OZ NOTES:
14" IU53.56/14 ITS3.56/14 LSSR41OZ (1) FOR INSTALLATION OVER WOOD NAILER ON TOP OF CONCRETE OR
STEEL BEAMS FOLLOW MANUFACTURER REQUIREMENTS FOR QUANTITY
16" IUS3.56/16 ITS3.56/16 LSSR41OZ AND LOCATION OF FASTENERS
DOUBLE 11 7/8" HU412-2 HB7.12/11.88 - (2) SLOPED HANGERS REQUIRE INSTALLATION OF 4" WEB STIFFENERS ON
BOTH SIDES OF THE JOIST AT HANGER. ATTACH W/ (4) 0.148" DIA NAILS
DOUBLE 14" HU414-2 HB7.12/14 - (3) AT BUILT-UP BEAMS HANGERS SHALL MATCH OVERALL WIDTH OF THE
DOUBLE 16" HU414-2 H67.12/16 BUILT UP BEAM ASSEMBLY:
2-PLY 1 3/4" = 3 112"
3-PLY 1 3/4" = 5 1/4"
4-PLY 1 3/4" = 7"
303.15. CEILING/ATTIC FRAMING
303.15.1. TYPICAL CEILING AND ATTIC FRAMING IS BASED ON STANDARD SPAN TABLES FOR DIMENSIONAL
LUMBER. THE CONTRACTOR SHALL VERIFY WHETHER ATTIC AREAS ARE DESIGNATED FOR LIMITED
STORAGE OR NO STORAGE (SEE NOTE 117.1.2 AND 117.1.3 FOR APPLICABLE LIVE LOADS), AND
SHALL CONFIRM THE LOCATION OF HVAC EQUIPMENT RELATIVE TO THESE AREAS. UNLESS
SPECIFICALLY NOTED OTHERWISE ON THE CEILING FRAMING PLAN, ALL ATTIC AREAS CAPABLE OF
ACCOMMODATING A BOX UP TO 42" IN HEIGHT AND 24" IN WIDTH SHALL BE CONSIDERED DESIGNED
FOR LIMITED STORAGE, IF HVAC UNITS ARE LOCATED IN SPACES DESIGNATED FOR NO STORAGE, THE
CONTRACTOR SHALL NOTIFY THE FOR FOR REVIEW PRIOR TO PROCEEDING. (SEE ALSO NOTES 106,9,
117.1.2, AND 117.1.3.)
303.15.2, PROVIDE ATTIC ACCESS OPENING MINIMUM 22"x30" FOR ATTIC AREAS WITH >_30" CLEAR HEIGHT
OVER ?30 SF. LOCATE IN AN ACCESSIBLE LOCATION AND MAINTAIN MINIMUM 30" CLEAR HEADROOM
ABOVE OPENING.
303.16. MAXIMUM ALLOWABLE LUMBER SPANS SHALL BE DETERMINED BASED ON THEIR DESIGNATED USE,
SUPPORTED MATERIAL AND APPLICABLE DEFLECTION LIMITS PER NOTES 116 THROUGH 118. SPAN LIMITS
SHALL BE AS FOLLOWS:
LUMBER SPAN TABLE (SYP #2)
SPACING (IN O.C.)
APPLICATION SIZE I`
12 I 16 I 19.2 I 24
CEILING NOT ATTACHED TO RAFTERS DL=10PSF, LL=20PSF, U6=180
I 2X6 15'-7° 13'-6" 12'-3" 11'-0"
I 2X8 19'-8" 17-1" 15'-7" 13'-11"
RAFTERS WITH
2X10 23'-5" 20'-3" 18'-6" 16'-6" SHINGLE OR I 2X12 26-0" 23'-10" 21'-9" 19'-6"
METAL ROOF I CEILING ATTACHED TO RAFTERS DL=20PSF, LL=20PSF, L/A=240
COVERINGS
2X6 13'-6° 11'-8" 10'-8" 9'-6"
I 2X8 17-1" 14'-9" 13'-6" 12'-I"
I 2X10 20'-3" 17-6" 16-0" 14'-4"
2X12 23'-10" 20'-8" 18'-10" 16-10"
CEILING NOT ATTACHED TO RAFTERS DL=20PSF, LL=20PSF, L/A=180
I 2X6 13'-6' 11'-8" 10'-8" (') T-6• (1)
I 2X8 17'-I" 14'-9" IT-6" (') 12'-1" (')
I 2X10 20'-3" 17'-6" 16'-0" (') 14'-4" (')
RAFTERS WITH I 2X12 2T-10" 20'-8" 18'-10" (') 16-1O" "'
TILE ROOF
COVERINGS I CEILING ATTACHED TO RAFTERS DL=25PSF, LL=20PSF, L/A=240
I 2X6 11'-6" 10'-6" 9'-6" (') 8'-6" (1)
I 2X8 15'-4" IT-4" 12'-2" (1) 11'-0" (1)
I 2X10 18'-6" 16'-0" 14'-6" (1) IT-0- (')
2X12 21'-6" is,-10" 17-2" (') IT-4" (')
UNINHABITABLE ATTIC WITH LIMITED STORAGE DL=10PSF, LL=20PSF, L16=240
I 2X6 13'-1I' 12'-O" 11'-0" 9'-10"
I 2X8 1T-7" 15'-3" 13'-11" 12'-6"
I 2X10 20'-11" 16'-1" 16'-6" 14'-9"
2X12 24'-8" 21'-4" 19'-3" IT-5"
CEILING JOISTS I
UNINHABITABLE ATTIC WITHOUT STORAGE DL=5PSF, LL=IOPSF, L/6=240
I 2X6 18'-8" 16'-11- 15'-7" 13'-1"
I 2X8 24'-7" 21'-7" 19'-8" IT-7"
I 2X10 26-0" 25'-7" 23'-5" 20'-I1"
I 2X12 26-0" 2641 26'4- 24'-8"
NOTES:
(1) TYPICAL RAFTER SPACING FOR TILE ROOF IS LIMITED TO 16" O C. MAX
304. FRAMING PENETRATIONS
304.1. NOTCHING OF STUDS SHALL NOT OCCUR IN THE MIDDLE 1/3 OF THE STUD HEIGHT. MAXIMUM STUD
NOTCHING AND BORING SHALL BE AS FOLLOWS:
EXTERIOR OR EXTERIOR OR
BEARING WALL NON -BEARING WALL BEARING WALL NON -BEARING WALL / -
(25% WIDTH MAX) (40 /o WIDTH MAX) (40% WIDTH MAX) {60 /o WIDTH MAX)
P.
�1� 1 7/16" �� 2 1/8"I t . .
� 7/8 1 7/ 16 0� 6 y
In 4 ✓ O 'p, O
� ��
N O %lp
1p
-�- -�- o 00 %
1/2" 1/2' 1/2" 1/2" J y
I � � �� „
"' 2 3/16 3 5/16
d
1 3/8" 2 3/16"
X �✓/ �f 1(�
N _ _ __�,__ --A---
304.2. MAXIMUM ALLOWED 2X SAWN LUMBER RAFTERS, JOISTS AND BEAMS NOTCHING AND DRILLING SHALL BE
AS FOLLOWS: X �_
- � W
D/ MAX o LD
om
2
U I4 11 4.
T\ /
__l\ 1% 0 0 1� ux � A "'. N'. INII, `_� -
-71 X z X
a NOTCHING NOT a
o U3 u / PERMITTED o L/3 /
L ,
. .4 ' .
304.3. NOTCHING AND BORING OF ENGINEERED WOOD PRODUCTS IS PROHIBITED EXCEPT WHERE PERMITTED
BY THE MANUFACTURER'S INSTALLATION GUIDE OR WITH PRIOR WRITTEN AUTHORIZATION FROM THE
EOR. WEB HOLES IN PREFABRICATED I -JOISTS ARE PERMITTED ONLY WHERE SIZED, LOCATED, AND
REINFORCED PER THE MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS, (SEE NOTES 104.4
AND 104.4.1).
305. ROOF FRAMING
305.1. ROOF AND ATTIC VENTILATION SHALL BE AS REQ'D BY OTHERS. REF TO IRC R806.5 FOR UNVENTED
ATTIC AND ENCLOSED RAFTER ASSEMBLY REQUIREMENTS.
305.2. DIMENSIONS ON THE ROOF PLAN SHALL BE INTERPRETED AS FOLLOWS:
305.2.1. RAFTER, HIP, VALLEY, AND RIDGE LENGTHS (WHERE INDICATED) REPRESENT THE ACTUAL SLOPED
MEMBER LENGTHS, ROUNDED UP TO THE NEAREST FOOT.
305.2.2. ALL OTHER DIMENSIONS REPRESENT HORIZONTAL PROJECTION LENGTHS UNLESS NOTED
OTHERWISE.
305.2.3. RAFTER LENGTH FOR SPAN CHARTS SHALL BE MEASURED ALONG THE HORIZONTAL PROJECTION.
305.3. ROOF RAFTERS SHALL NOT BE SPACED FURTHER APART THAN 24" O.C.
305.4. TYPICAL RAFTER SIZE SHALL BE AS FOLLOWS:
305.4.1. ASPHALT SHINGLE OR METAL ROOF COVERING: 2X6@24"O.C.
305.4.2. TILE COVERING: 2X8 16 O.C.
305.4.3. THE ROOF FRAMING PLAN SHALL INDICATE THE ROOF COVERING MATERIAL FOR WHICH IT WAS
DESIGNED. SUBSTITUTION TO A HEAVIER ROOF COVERING MATERIAL IS NOT PERMITTED WITHOUT
PRIOR STRUCTURAL REVIEW AND WRITTEN APPROVAL FROM THE EOR. THE CONTRACTOR SHALL
REVIEW THE DESIGN ASSEMBLY WEIGHTS OF NOTE 116.4 PRIOR TO COMMENCING CONSTRUCTION
AND SHALL NOTIFY THE FOR IF ANY INTENDED MATERIAL EXCEEDS THOSE LIMITS. (SEE NOTE 116.7).
305.5. THE ENDS OF RAFTERS SHALL HAVE NOT LESS THAN 1-1/2" OF BEARING ON WOOD.
305.6. HIPS, VALLEYS, AND RIDGES SHALL BE 2-INCH NOMINAL THICKNESS MINIMUM AND SIZED TO PROVIDE
FULL END -CUT BEARING FOR SUPPORTED RAFTERS. MINIMUM SIZES SHALL BE AS FOLLOWS, UNO PER
PLAN:
.1. ROOF PITH 12 T 11 12 - ONE DIMENSIONAL IZE LAR ER THAN ADJACENT RAFTER .
305 6 00 C 3/ 0 1 0S GS
305.6.2. ROOF PITCH 11 12 TO 16 12 - TWO DIMENSIONAL SIZES LARGER.
305.6.3. ROOF PITCH GREATER THAN 16/12 - THREE DIMENSIONAL SIZES LARGER.
305.6.4. ROOF PITCHES 3/12 AND OR LESS - HIPS, VALLEYS, AND RIDGES SHALL BE DESIGNED AS BEAMS.
305.7. ROOF RAFTERS SHALL BE NAILED TO THE TOP PLATE PER THE TYPICAL NAILING SCHEDULE (NOTE 302.8)
AND SHALL BE CONNECTED TO THE TOP PLATE WITH AN H2.5 HURRICANE TIE AT EACH RAFTER, UNO.
WHERE A VARIABLE PITCH CONNECTOR (VPA2 OR EQUIVALENT) IS USED AT THE RAFTER SEAT FOR
OVERHANGS EXCEEDING 2'-0", THE H2.5 MAY BE OMITTED AT THAT LOCATION. HURRICANE TIE
REQUIREMENTS SHALL COMPLY WITH NOTE 111.
305.8. PROVIDE PURLINS SAME SIZE AS RAFTERS THEY ARE SUPPORTING AND BRACE AT NOT MORE THAN 4'-0"
O.C. TO WALL OR BEAM BELOW. PURLIN BRACE SLOPE SHALL NOT BE LESS THAN 450 FROM HORIZONTAL.
PURLIN LINE SHALL BE CONNECTED TO ROOF RAFTERS AS FOLLOWS:
ROOF RAFTERS (4) 3"X0.131" FACE NAILS TO RAFTER. WHERE FACE NAILS ARE
ROOF SHEATHING OMITTED PROVIDE H2.5 TIE @ 48" O.C. FROM RAFTER TO BRACE
PURLIN TIGHT AGAINST ROOF FRAMING. SIZE TO MATCH •
ROOF RAFTERS W/ (4) 3"X0.131" NAILS EA BRACE
STRONGBACK TIGHT AGAINST PURLIN
o MA BRACE PER ROOF BRACE
0.PC-SCHEDULE
305.9. ROOF BRACES SHALL HAVE FULL BEARING ON TOP PLATE AND SHALL BE LOCATED WITHIN 4" FROM A
STUD BELOW. CONNECT TO TOP PLATE PER TYPICAL NAILING SCHEDULE (NOTE 302.8).
305.9.1. WHERE MULTIPLE BRACES LAND AT THE SAME WALL LOCATION, PROVIDE A STUD UNDER EACH BRACE.
305.9.2. WHERE A SINGLE BRACE IS SHOWN AT RIDGE, VALLEY, OR HIP INTERSECTIONS, PROVIDE MINIMUM
1-1/2" BEARING FOR EACH SUPPORTED MEMBER - OR PROVIDE INDIVIDUAL BRACES WITHIN 12" OF
THE INTERSECTION.
305.9.3. BRACE FRAMING SHALL BE SIZED PER ROOF BRACE SCHEDULE BELOW ACCORDING TO THE BRACE
HEIGHT AT THE POINT OF SUPPORT
ROOF BRACE SCHEDULE
HEIGHT ASSEMBLY BRACE SECTION
LESS THAN 8 FT 2X4 BRACE W/ 2X4 STRONGBACK 0.148"X3" @ 6" O.C.
A I 8-1S FT 2X6 BRACE W/ 2X6 STRONGBACK
15-20 FT 2X8 BRACE W/ 2X8 STRONGBACK
TYPICAL ROOF � STRONGBACK
BRACE PER PLAN I 20-25 FT (2) 2X6 BRACE W/ 2X8 STRONGBACK BRACE
305.10. RAFTERS SHALL BE FRAMED NOT MORE THAN 1 1/2-INCHES OFFSET FROM EACH OTHER TO A RIDGE
BOARD, OR DIRECTLY OPPOSITE FROM EACH OTHER WITH A COLLAR TIE, OR RIDGE STRAP.
305.11. RIDGE STRAPS OR COLLAR TIES SHALL BE INSTALLED IN THE UPPER 1/3 HEIGHT OF THE RAFTER AND
SHALL NOT BE SPACED MORE THAN 4'-0" O.C.
305.11.1. COLLAR TIES SHALL BE NOT LESS THAN 1X4 NOMINAL AND INSTALLED AS FOLLOWS:
RIDGE PLATE OR BEAM
ROOF RAFTERS
COLLAR TIE @ 48" O.C. MAX IN THE UPPER
1/3 OF RAFTER LENGTH OR WITHIN TOP 4'-0"
WHICHEVER SMALLER
COLLAR TIE TO RAFTER CONNECTION PER
NAILING SCHEDULE
305.11.2. RIDGE STRAP SHALL BE NOT LESS THAN 1 1/4" X 20 GAUGE (CS20 BY SIMPSON STRONG TIE OR
BETTER) AND SHALL BE NAILED TO THE TOP EDGE OF EACH RAFTER WITH NOT FEWER THAN (3) 10D
COMMON (3"X0.148") NAILS WITH THE CLOSEST NAIL NOT CLOSER THAN 3" FROM THE END OF THE
RAFTER.
RIDGE BEAM
RIDGE STRAP
ROOF RAFTER
305.12. AT EXTERIOR WALLS, BIRDSMOUTH CUTS IN RAFTERS SHALL MAINTAIN:
305.12.1. MINIMUM 1 1/2" BEARING LENGTH OVER THE TOP PLATE
305.12.2. MINIMUM 3 1/2" RAFTER DEPTH AT THE SEAT FOR RAFTER OVERHANG
305.12.3. MINIMUM 5" HEEL HEIGHT AT EXTERIOR FACE OF WALL FRAMING
305.12.4. MAXIMUM NOTCH NOT MORE THAN 1/4 OF THE RAFTER DEPTH AT THE BEARING LOCATION
305.12.5. RAFTER OVERHANGS USING A BIRDSMOUTH CUT SHALL NOT EXCEED 2 -011 . FOR OVERHANGS
EXCEEDING 2'-0", PROVIDE A VARIABLE PITCH CONNECTOR (SIMPSON VPA2 OR EQUAL) AT THE
RAFTER SEAT. WHERE A VPA CONNECTOR IS USED, INSTALLATION OF AN H2.5 HURRICANE TIE MAY BE
OMITTED.
�'-0" MAX CANTILEVER CANTILEVER > 2'-0" (5'-0" MAX)
� NO RAFTER NOTCHES ALLOWE
z_y
w (�
in = = O ✓
�s
f
RAFTER, TYP
VPA2 VARIABLE
RAFTER, TYP ��� PITCH CONNECTOR -�-
305.13. WHERE RAFTERS ARE OVERCUT BEYOND MINIMUM REQUIRED RAFTER DEPTH AT THE BIRDSMOUTH, EACH
RAFTER SHALL BE REPAIRED AS FOLLOWS:
305.13.1. AT VAULTED CEILING FRAMING:
Y Q
P /-\
A� . �
RAFTERS PER PLAN
- :
� • - 3/4" PLYWOOD EACH SIDE OF RAFTER, SNUG TO T/PLATE
M (3) ROWS OF 0.131"X3" NAILS @ 4" O.C. EA SIDE
305.13.2. AT FLAT CEILING FRAMING W/ LAPPED CEILING JOISTS OR BLOCKING:
RAFTERS PER PLAN
CEILING JOISTS PER PLAN
DOD ONE SIDE OF RAFTER. SIZE AND NAILING
D VAULTED OPTION (ONE SIDE ONLY)
kJ j RVVVO OF 0.131"X3" NAILS @ 4" O.C. JOIST TO RAFTER
305.14. RAFTER SPLICES SHALL OCCUR DIRECTLY OVER SUPPORTS. PROVIDE A 4'-0" LONG SPLICE OF MATCHING
MEMBER SIZE, CENTERED OVER THE SPLICE, SECURED WITH A MINIMUM OF TWELVE (12) 3" X 0.148"
NAILS ON EACH SIDE OF THE SPLICE. ALTERNATIVELY LAP 24" OVER SUPPORT AND BE FACE NAILED W/
(12) 0.148" X 3" FACE NAILS.
305.15. HIP, VALLEY, AND RIDGE SPLICES SHALL OCCUR DIRECTLY OVER SUPPORTS AND BE SPLICED WITH (2)
4'4' LONG MATCHING MEMBERS CENTERED ON SPLICE, ONE EACH SIDE, FASTENED WITH (12) 0.148"X3"
NAILS EACH SIDE OF SPLICE, EA FACE, AS FOLLOWS:
FRAMING BUTTED UP
AGAINST EACH OTHER
HIP OR VALLEY BEING SPLICED (SIM AT RIDGE)
2-`J 4'-0" LONG SPLICE. NEAR SIDE AND FAR SIDE
(12) 0.148"X3" EA SIDE OF SPLICE
BRACE TIGHT AGAINST FRAMING
BRACE OR PURLIN, AS REQ'D. SIZE
PER ROOF BRACE SCHEDULE
305.16. RAFTERS SIZE 2X10 AND GREATER SHALL HAVE LATERAL BLOCKING AT BEARING POINTS AND @ 8'-0"
O.C. ALONG THE LENGTH TO PREVENT ROTATION.
305.17. GABLE END WALLS SHALL HAVE SLOPED DOUBLE 2X TOP PLATES AT THE TOP OF WALL MATCHING THE
SLOPE OF THE ROOF, CONSTRUCTED SIMILARLY TO STANDARD WALL FRAMING DOUBLE TOP PLATES.
GABLE ROOF OVERHANGS UP TO 9" BEYOND THE WALL MAY BE FRAMED USING EXTENDED ROOF
SHEATHING OVER LOOKOUT BLOCK. FOR OVERHANGS GREATER THAN 9", THE OVERHANG SHALL BE
SUPPORTED BY CANTILEVERED OUTRIGGER EXTENDING BACK INTO THE ROOF STRUCTURE. OVERHAN
GS
LONGER THAN 2'-0" ARE NOT COVERED BY THESE STANDARD NOTES AND SHALL BE SPECIALLY DETAILED:
ROOF SHEATHING CONTINUOUS F
2X OUTRIGGER @24" O.C.
OVER WALL TO END OF CANTILEVER SHALL MATCH RAFTER SIZET/PROOFjjj �T/ROOF
PEY R ARCH N PEE ARCH 1 A + N L
IVYVI '- " MAX
j
0'-9" 2 0 M
MAX CANTILEVER
J
- ;
ti
305.18. ATTIC WALL FRAMING SHALL MEET STUD SIZE AND SPACING REQUIREMENTS PER THE EXTERIOR WALL
STUD SCHEDULE (NOTE 309.9.1). A DOUBLE TOP PLATE SHALL BE PROVIDED AT THE TOP OF ATTIC
WALLS.
305.19. ROOF AREAS INDICATED AS "OVERFRAMED" SHALL HAVE CONTINUOUS SHEATHING AT THE OVERFRAMED
RAFTERS IN ADDITION TO ROOF SHEATHING ABOVE. AT RAFTER BEARING, A FLAT NAILER SHALL BE
PROVIDED EQUAL IN SIZE TO THE LENGTH OF THE SLOPE -CUT RAFTER END. MULTIPLE 2x FLAT NAILERS
ARE ACCEPTABLE. OVERFRAMING SHALL BE FRAMED AS FOLLOWS:
RIDGE BOARD, TYP RAFTER TO PLATE CONNECTION PER
ROOF SHEATHING, TYP TYPICAL NAILING SCHEDULE. H2.5A
000 �� NOT REQUIRED
- RAFTERS AT
OVERFRAMING PER PLAN (3) 0.131"X3" NAILS AT EVERY
RAFTER INTERSECTION
, . ,FLAT 2X NAILER PLATE WITH
COLLAR TIE, TYP EDGE RIPPED TO SLOPE OF
ROOF OVERFRAMING
PANEL EDGE NAILING
�- - _L ]_ _L
ROOF FRAMING PER PLAN
ROOF SHEATHING BELOW OVERFRAMING. PROVIDE VENTILATION HOLES AS REQUIRED BY
OTHERS. IF ROOF SHEATHING IS OMITTED, FULL HEIGHT BLOCKING SHALL BE PROVIDED
BETWEEN ROOF FRAMING @ 4'-0" O.C. THROUGHOUT THE UNSHEATHED AREA
305.20. ROOF SHEATHING SHALL BE PER NOTE 303.4. APPLY WITH THE LONG DIMENSION (STRENGTH AXIS)
ACROSS SUPPORTS, CONTINUOUS OVER TWO OR MORE SPANS. PANEL JOINTS IN THE SHORT DIRECTION
SHALL BE STAGGERED. NAILING PER NAILING SCHEDULE (NOTE 302.8), UNO. PROVIDE 1/8" GAP
BETWEEN PANELS FOR EXPANSION. (SEE NOTES 108.4-108.6).
HATCHED AREAS REPRESENT
AREAS THAT ARE WITHIN 4'-0"
FROM EVES, RIDGES, HIPS AND
VALLEY THAT REQUIRE TIGHTER
NAIL SPACING. REF 302.8
ADDITIONAL REQUIREMENTS
APPLY AT SHEATHING
ATTACHMENT AT GABLE END
FRAMING
305.21. PRE-ENGINEERED WOOD OPEN WEB ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS MANUFACTURER
PER NOTES 106.1 THROUGH 106.9. TRUSS DESIGN DRAWINGS SHALL BE SUBMITTED TO THE FOR FOR
REVIEW AND APPROVAL PRIOR TO FABRICATION PER NOTE 121.3.1.
306. CEILING FRAMING
306.1. MINIMUM CEILING JOISTS SHALL BE 2X6 @ 24" O.C., UNO PER PLAN.
306.2. THE ENDS OF CEILING JOISTS SHALL HAVE NOT LESS THAN 1-1/2" OF BEARING ON WOOD.
306.3. WHERE A HANGER IS INDICATED PER PLAN, IT SHALL BE SELECTED FROM THE APPLICABLE HANGER
SCHEDULE (NOTES 303.14.3 AND 303.14.4) UNLESS OTHERWISE SPECIFIED PER PLAN. ALL CONNECTOR
REQUIREMENTS ARE PER NOTES 111.1 THROUGH 111.9.
306.4. CEILING JOISTS 2x10 AND LARGER SHALL HAVE EITHER A lx4 CONTINUOUS WOOD STRIP NAILED
ACROSS THE TOP OF JOISTS OR SOLID BLOCKING INSTALLED AT 8'-0" O.C. MAXIMUM, AND SHALL HAVE
SOLID BLOCKING AT ALL BEARING LOCATIONS, TO PREVENT ROTATION.
306.5. ENDS OF CEILING JOISTS SHALL BE LAPPED NOT LESS THAN 3" OR BUTTED OVER BEARING PARTITIONS
OR BEAMS AND TOE -NAILED TO THE BEARING MEMBER.
306.6. AT EXTERIOR WALLS WHERE CEILING JOISTS REQUIRE A TAPERED END CUT TO ACCOMMODATE ROOF
SLOPE, THE TAPERED END SHALL MAINTAIN A MINIMUM 5" HEEL HEIGHT AND SHALL BE FRAMED AS
FOLLOWS: MAX DEPTH OF TAPER CUT, D/4,
MEASURED AT INSIDE FACE OF SUPPORT
CEILING JOIST, TYP
I .
D/4 � / C %
z - _ � DEPTH, D
T/ PL L Lu
w
PE� Ln _ _
-�1_ JOIST DEPTH AT TAPER CUT
306.7. ALL EXTERIOR WALLS SHALL BE BRACED AT TOP BY ROOF, CEILING OR FLOOR FRAMING.
306.7.1. WHERE AT LEAST ONE SIDE OF THE WALL HAS CEILING OR FLOOR FRAMING PERPENDICULAR TO THE
TOP PLATE, SEE NAILING SCHEDULE (NOTE 302.8) FOR THE REQUIRED JOIST -TO -WALL CONNECTION.
306.7.2. WHERE FRAMING IS PARALLEL TO THE TOP PLATE, PERPENDICULAR BLOCKING SHALL BE PROVIDED AT
2'-0" O.C. MAXIMUM TO BRACE THE TOP OF WALL:
AT HIP ROOF:
RAFTERS PER PLAN BLOCKING TO MATCH CEILING JOIST SIZE
(3) 0.131"73" FACE NAILS CEILING JOISTS PER PLAN
BLOCKING TO RAFTERS _ (3) 0.131"X3" END NAILS
_ TYP CEILING JOIST TO TOP PLATE CONNECTION
v/� EI PER NAILING SCHEDULE
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REVISIONS
0 DATE BY
PROJECT NAME
101 CROSS CREEK
GARAGE ADDITION
PROJECT ADDRESS
101 CROSS CREEK DR
GRAPEVINE, TX
PROJECT NUMBER
S26129
CHECKED BY - AP
SHEET DATE - 05/04/2026
SCALE
24X36 SHEET:1/2"=1'-0"
1___�7�
JOIST AT LOW SLOPED R
D G , EXCEEDS JOIST SPA G, PROVIDE SECOND(Il1` C F GRAPEVINE
AT BLOCKING ATTA ENTTHIS PAGE RELEASED FOR CONSTRUCTION
AT GABLE END: RELEASE DOES NO T AUTHORIZ&4NY WOF;K IN
CONFLICT WITH THE BUILDING CODE OR ZONING
1--7
ORDINANCE Q
GABLE END WALL STU t
T/ PL 1 �-
PE� ARCH -- SIM TO ABOVE. BLOC G SPACING30ROVED PLANS 70 BE MPT ON -'HE JOB
_t_ MATCH GABLE END STUD SPACING SITE AT A _L TIM16
306.8. AT RAISED (TRAY OR BOX) CEILING LOCATIONS INDICATED ON ARCHITECTURAL PLANS, WHERE THE z
RAISED CEILING FRAMING AND ROOF FRAMING OVERLAP, FRAMING SHALL BE AS FOLLOWS: 07/07/2026 9:21 Z� AM
306.8.1. CEILING JOISTS: _
RAFTERS PER PLAN (6) 0.131" X 3" FACE BY: KELLY TAF f TSmnE: 1-%3971�
NAILS JOIST TO RAFTERC)
(2) ROWS OF 0.131" X 3"
CEILING JOISTS PER PLAN � z �
@ 4" O.C. FACE NAILS
KNEE BRACE TO MATCH RAFTER RAFTER TO KNE RACE BUILDING IN 'TION ION:
�..• RELEASE DOES NOT LY TO C�RSTRUCI�..I: �I:
SIZE. CUT SNUG TO CEILING \ _
JOISTS AND TOP PLATE �� �� --- - EASEMENTS OF. Q EILIC RI -OF -WA'( to
WALL BELOW Lu
=
ALL CHANGES MUST BE ROVE). V)
rCEILING JOISTS PER PLAN
f T/PL @ HIGH CEILING
PER ARCH r
G N 301. GENERAL FRAMING NOTES, TYP METAL SUPPORTS, OR LESS THAN 3" AT CONCRETE OR MASONRY SUPPORTS. FOR ADDITIONAL BEAM AND
JOIST BEARING, FRAMING NOTATION, LOAD PATH, CONNECTOR, AND MULTI -PLY BEAM REQUIREMENTS,
DETAILS AND SCHEDULES CONTINUED SEE NOTES 303.6 THROUGH 303.13.
307.4. FULL -DEPTH BLOCKING, RIM BOARD, OR A PERPENDICULAR BEAM SHALL BE PROVIDED AT ENDS OF
306.8.2. MULTI -PLY SAWN LUMBER 2X CEILING BEAM OVERLAP: FLOOR JOISTS AND AT POINTS OF VERTICAL SUPPORT FOR MULTI -SPAN JOISTS TO PREVENT ROTATION
RAFTERS PER PLAN. MIN (2) EA SIDE OF (6) 0.131" X 3" FACE NAILS AND MAINTAIN LATERAL STABILITY.
BEAM. NAIL RAFTERS TO EACH OTHER W/ FIRST RAFTER TO BEAM, BOTH 307.5. FULL -DEPTH BLOCKING PROVIDED AT INTERMEDIATE SPAN LOCATIONS SHALL MATCH THE DEPTH OF
0.131"X3" FACE NAILS @ 4" O.C. STAGGERED SIDES OF BEAM ADJACENT FLOOR FRAMING, BE INSTALLED PERPENDICULAR TO THE JOISTS, AND BE FASTENED TO EACH
ADJACENT JOIST WITH A MINIMUM OF 2 0.131„ X 3„ NAILS. BLOCKING SHALL BE INSTALLED AS
BEAM PER PLAN (2) ROWS OF 0.131" X 3" @ 4' ( )
O.C. FACE NAILS FIRST RAFTER FOLLOWS:
KNEE BRACE UNDER BEAM TO MATCH O. KNEE BRACE 307.5.1. 2X FLOOR FRAMING:
TO
RAFTER SIZE AND OVERALL BEAM WIDTH \ ' • / FLOOR FRAMING PER PLAN
STUDS BELOW TO MATCH OVERALL WIDTH ` FULL HEIGHT BLOCKING
OF BEAM -RAFTER ASSEMBLY ABOVE 4WL �
ISO
RAFTERS PER PLAN -- (6) 0.131" X 3" FACE NAILS
FIRST RAFTER TO BEAM, BOTH
BEAM PER PLAN SIDES OF BEAM
(2) ROWS OF 0.131" X 3" @ 3" O.C. FACE KNEE BRACE TO MATCH RAFTER
NAILS FIRST RAFTER TO KNEE BRACE �SIZE. CUT SNUG TO CEILING
JOISTS AND TOP PLATE
ELEVATION
306.9. AT RAISED (TRAY OR BOX) CEILING WITHIN INTERIOR SPACES, CEILING JOISTS AND BEAMS SHALL
CONTINUE TO T/WALL AND TRAY SHALL BE FRAMED AS FOLLOWS:
306.9.1. W/DOUBLE TOP PLATE AT WALLS W/ LOW CEILING ON THE OPPOSITE SIDE OF THE WALL:
CEILING JOISTS OR BEAM PER
\• PLAN. CONTINUOUS TO WALL
�- TOP PLATE AT CEILING JOISTS
CEILING JOISTS AT LOW CEILING
(3) 0.131 X3, FACE NAILS AT
L� �r KNEE BRACE TOP AND BOT
TOP PLATE AT T/ WALL.
306.9.2. W/ CONTINUOUS STUDS TO T/ TRAY CEILING:
CEILING JOISTS OR BEAM PER
\• -- PLAN. CONTINUOUS TO WALL
\ TOP PLATE AT CEILING JOISTS
\ _ (3) 0.131"X3" FACE NAILS TOP
2X6 NAILER AT WALL W 3
0,131" X 3" NAILS EA STUD
(3) 0.131"X3" TOE NAILS AT
KNEE BRACE TO NAILER
306.9.3. A DOUBLE TOP PLATE SHALL NOT BE PROVIDED AT AN INTERMEDIATE HEIGHT IN THE WALL UNLESS
THE PLATE IS BRACED BY A CEILING DIAPHRAGM ON AT LEAST ONE SIDE OF THE WALL. FRAMING FOR
A TRAY OR BOX CEILING SHALL NOT BE CONSIDERED AS BRACING FOR AN INTERMEDIATE TOP PLATE
UNLESS SPECIFICALLY DETAILED AS SUCH ON THE STRUCTURAL DRAWINGS.
306.10. WHERE A CEILING BEAM DEPTH IS AT LEAST 1.5x THE DEPTH OF ADJACENT CEILING JOISTS, OR
EXCEEDS 12" IN DEPTH, LATERAL BRACING SHALL BE PROVIDED AT THE TOP OF THE BEAM TO PREVENT
ROTATION. BRACES SHALL BE AT MAXIMUM 8'-0" O.C. ON OPPOSITE SIDES OF THE BEAM WHERE SPACE
PERMITS: (3) 3"X0.131" TOE NAILS
2X4 KNEE BRACE @ 8'-0" O.C. 2X STRONG BACK AT
AT PERPENDICULAR FRAMING 2 PARALLEL FRAMING
(3) 3"X0.131" FACE NAILS 1 I
PEYPL
T/
R ARCH
CEILING JOIST
HANGER, TYP
BEAM
306.11, AT INTERIOR WALLS WHERE CEILING HEIGHT IS NOT EQUAL ON BOTH SIDES OF THE WALL, A FRAMING
BRACE SHALL BE PROVIDED @ 48" O.C. AS FOLLOWS:
(4) 0.131" X 3" FACE NAILS
TOP AND BOT OF BRACE
2X4 KNEE BRACE @ 4'-0" O.C.
1
1�
j CRIPPLE STUDS SISTERED TO
LOW CEILING JOISTS TO MATCH
T/PL @ LOW CEILING ! SIZE OF WALL BELOW
PER ARCH
(4) 0.131" X 3" FACE NAILS
CEILING JOISTS PER PLAN AT OVERLAP
306.12. AT EXTERIOR WALLS WHERE THE TOP PLATE AT ROOF IS HIGHER THAN THE TOP PLATE FOR INTERIOR
CEILING HEIGHT, A KNEE BRACE SHALL BE PROVIDED AT MAXIMUM 4'4" O.C., SLOPED APPROXIMATELY
1:1 DOWN TO CEILING FRAMING:
306.12.1. AT PERPENDICULAR CEILING FRAMING:
ROOF FRAMING PER PLAN
(4) 0.131"X3" FACE NAILS AT KICKER TOP
2X4 KICKER @ 4'-0" O.C.
T/ PL
(4) 0.131"X3" TOE NAILS BOT, (2) EA SIDE PER
CONTINUOUS 2X6 NAILER WITH 2X6 STRONGBACK ;
0.131"X3" @ 6" O.C. NAILER TO STRONGBACK, TYP 6" MAX
T/ PL
PER
(2) 0.131"X3" FACE NAILS STRONGBACK TO EA JOIST
CEILING FRAMING PER PLAN
CRIPPLE STUDS SISTERED TO CEILING JOISTS
(4) 0.131"X3" FACE NAILS JOIST TO CRIPPLE STUD
306.12.2. AT PARALLEL CEILING FRAMING:
ROOF FRAMING PER PLAN
(4) 0.131"X3" FACE NAILS NAILER TO BLOCKING
2X4 KICKER @ 4' 0" O.C. T�
(4) 0.131"X3" FACE NAILS AT KICKER TOP AND BOT PERTR H
4'-0" 2X6 NAILER WITH 2X6 STRONGBACK TO MATCH KICKER SPACING
(2) 0.131"X3" EVERY CEILING JOIST
T/ PLC�
PERPERARCHC
CEILING FRAMING PER PLAN
BLOCKING
307. FLOOR FRAMING
307.1. FLOOR FRAMING SHALL BE CONTINUOUS BETWEEN POINTS OF VERTICAL SUPPORT AS INDICATED ON
PLAN. SPLICING IS NOT ALLOWED WHERE MEMBERS ARE NOT DIRECTLY SUPPORTED BELOW.
CANTILEVERED FRAMING SHALL NOT BE SPLICED. MEMBERS DESIGNATED "CONT," "CONTINUOUS,"
"2-SPAN," "3-SPAN," OR SIMILAR SHALL BE INSTALLED CONTINUOUS OVER MULTIPLE SUPPORTS
WITHOUT SPLICES.
307.2. FLOOR JOISTS SHALL HAVE FULL BEARING ON TOP PLATES. JOISTS FRAMING FROM OPPOSITE SIDES
OVER A BEARING SUPPORT SHALL LAP NOT LESS THAN 3" AND BE NAILED TO TOP PLATE PER TYPICAL
NAILING SCHEDULE (NOTE 302.8).
307.3. FLOOR BEAMS SHALL HAVE FULL BEARING ON TOP PLATES, WHERE BEAMS OCCUR IN LINE ON OPPOSITE
SIDES OF A WALL, EACH SHALL HAVE 1/2 PLATE WIDTH FOR BEARING, LINO PER PLAN. AT PERIMETER
WALLS, FLOOR FRAMING SHALL HAVE FULL BEARING EXCLUDING RIM BOARD WHERE APPLICABLE. UNDER
NO CIRCUMSTANCES SHALL FLOOR JOISTS, BEAMS, OR GIRDERS BEAR LESS THAN 1-1/2" AT WOOD OR
307.5.2. ENGINEERED WOOD I -JOISTS:
(2) FACE NAILS FROM JOISTS INTO BLOCKING
FLOOR FRAMING PER PLAN
FULL HEIGHT BLOCKING
2X4 NAILER EA SIDE W/(2) FACE NAILS FROM JOISTS WEB
INTO NAILER AND (2) FACE NAILS FROM BLOCKING WEB
INTO NAILER. (NAILER NOT REQUIRED AT BEARING WALL
BELOW)
307.6. FULL -DEPTH BLOCKING SHALL BE PROVIDED UNDER PERPENDICULAR LOAD -BEARING WALLS ABOVE AND
OVER LOAD -BEARING WALLS BELOW TO ENSURE PROPER LOAD TRANSFER AND LATERAL STABILITY.
REFER TO SHEAR WALL SCHEDULE (NOTE 409) FOR ADDITIONAL REQUIREMENTS AT SHEAR WALLS.
CONNECTION PER TYPICAL NAILING SCHEDULE
(OR PER SHEARWALL SCHEDULE IF SHEARWALL ABOVE)
FULL HEIGHT BLOCKING
FLOOR FRAMING��
PER ARCH PEER ARCH ,
CONNECTION PER TYPICAL FLOOR FRAMING
NAILING SCHEDULE (OR PER FULL HEIGHT BLOCKING
SHEARWALL SCHEDULE IF
SHEARWALL BELOW)
307.7. TYPICAL FLOOR FRAMING DETAILS (WALLS ABOVE NOT SHOWN FOR CLARITY):
307.7.1. PARALLEL FRAMING AT EXTERIOR WALL:
NAILING INTO RIM PER TYPICAL NAILING SCHEDULE
RIM TO BLKG SIM TO RIM TO END OF JOISTS PER TYP
NAILING SCHEDULE �T/ FLFR
FLOOR SHEATHING PERARCHY
RIM BOARD
FLOOR FRAMING PARALLEL TO WALL
BLOCKING @ 24" O.C.
BLOCKING TO JOIST ATTACHMENT
PER SECTION 72.2
BLOCKING TO TOP PLATE ATTACHMENT PER
TYPICAL NAILING SCHEDULE
TOE NAIL AT RIM PER TYPICAL NAILING SCHEDULE
307.7.2. PARALLEL FRAMING AT INTERIOR WALL (NON -BEARING, NON-SHEARWALL): T/ FLFR
PER ARCH
INTERIOR NON -LOAD BEARING WALLS SHALL BE-,,,"
BRACED AT TOP BY CEILING DIAPHRAGM VIA NAILER
ATTACHMENT TO THE TOP OF THE WALL
�< umo
307.7.3. PARALLEL FRAMING AT INTERIOR WALL (BEARING, AND/ OR SHEARWALL):
NAILING INTO FRAMING BELOW PER TYPICAL NAILING
SCHEDULE (OR SHEARWALL SCHEDULE AT SHEARWALLS)
(3) 0.131"X3" SHEATHING TO BLOCKING T/FLFR,�
FLOOR SHEATHING �r � PER AR CH
JOIST OR LSL/LVL (REF SHEARWALL SCHEDULE)
FLOOR FRAMING PARALLEL TO WALL
BLOCKING @ 24" O.C. rs'•
BLOCKING TO JOIST ATTACHMENT
PER SECTION 72.2
BLOCKING TO TOP PLATE ATTACHMENT PER
TYPICAL NAILING SCHEDULE
CONNECTION PER TYPICAL NAILING SCHEDULE
(OR SHEARWALL SCHEDULE AT SHEARWALLS)
307.7.4, PERPENDICULAR FRAMING AT INTERIOR AND EXTERIOR WALLS:
NAILING INTO BLOCKING PER
NAILING INTO RIM PER TYPICAL
TYPICAL NAILING SCHEDULE
NAILING SCHEDULE
FULL HEIGHT BLOCKING
FLOOR SHEATHING
RIM BOARD
FLOOR SHEATHING
1
T/ FLFR
FLOOR FRAMING
FLOOR FRAMING
PER ARCH
PERPENDICULAR TO WALL
PERPENDICULAR TO WALL
FLANGE NAIL AT ENGINEERED I -JOIST
FRAMING TO TOP PLATE
(OR TOE NAIL AT SOLID BLOCKING)
ATTACHMENT PER TYPICAL
PER TYPICAL NAILING SCHEDULE
NAILING SCHEDULE
FRAMING TO TOP PLATE ATTACHMENT
TOE NAIL AT RIM PER
PER TYPICAL NAILING SCHEDULE
TYPICAL NAILING SCHEDULE
INTERIOR EXTERIOR
307.8. FLOOR SHEATHING SHALL BE PER NOTE 303.4. APPLY WITH THE LONG DIMENSION (STRENGTH AXIS)
ACROSS SUPPORTS, CONTINUOUS OVER TWO OR MORE SPANS. PANEL JOINTS IN THE SHORT DIRECTION
SHALL BE STAGGERED, FLOOR SHEATHING SHALL BE GLUED AND NAILED. NAILING PER NAILING
SCHEDULE (NOTE 302.8), UNO PER SHEAR WALL SCHEDULE (NOTE 409). ADHESIVES SHALL MEET APA
SPECIFICATION AFG-01 OR ASTM D3498 AND BE APPLIED PER MANUFACTURER'S RECOMMENDATIONS.
(SEE NOTES 108.4-108.8).
307.9. WHERE A HANGER IS INDICATED PER PLAN, IT SHALL BE SELECTED FROM THE APPLICABLE HANGER
SCHEDULE (NOTES 303.14.3 AND 303.14.4) UNLESS OTHERWISE SPECIFIED PER PLAN.
307.10. PROVIDE WEB STIFFENERS AT ENGINEERED WOOD I -JOISTS WHERE INDICATED ON PLANS OR DETAILS,
INSTALLED PER MANUFACTURER REQUIREMENTS. WEB STIFFENER AT TJI JOISTS SHALL BE AS FOLLOWS:
GAP: 1/8" MIN, 2 3/4" MAX WEB STIFFENER SCHEDULE
TJI SERIES WEB STIFFENER NAILS
_ NAILS PER SCHEDULE. CLINCH AS REQ'D 210 3/4" X 2 5/16" (') (3) 0.131" X 21/2"
WEB STIFFENER PER SCHEDULE, BOTH SIDES 2301,111 7/8" X 2 5/16" (') (3) 0.131" x z 1/2"
560 2X4 (`) (3) 0.162" X 3 1/2"
_ TIGHT FIT TO BOTTOM FLANGE NOTES:
�+ (1) P51 OR P52 SHEATHING, FACE GRAIN VERTICAL
(2) #3 GRADE OR BETTER
307.11. PROVIDE VERTICAL CRUSH BLOCKING (V.C.B.) WITHIN FLOOR FRAMING WHERE POSTS OR BUNDLED
STUDS ABOVE ALIGN WITH WALLS BELOW; BLOCKING SHALL MATCH OR EXCEED THE SIZE OF
SUPPORTED MEMBERS AND EXTEND FULL FLOOR DEPTH, SNUG TOP AND BOTTOM:
POST OR BUNDLED STUDS ABOVE
T/FLR FRAMING
VERTICAL CRUSH BLOCKING (VCB) PER ARCH
WIDTH OF BLOCKING MATCH OR EXCEED WIDTH OF POST OR BUNDLED
STUDS ABOVE ( T/ PL
j PER ARCH
POST OR BUNDLED STUDS BELOW
307.12. PRE-ENGINEERED WOOD OPEN WEB FLOOR TRUSSES SHALL BE DESIGNED BY THE TRUSS MANUFACTURER
PER NOTES 106.1 THROUGH 106.9. TRUSS DESIGN DRAWINGS SHALL BE SUBMITTED TO THE FOR FOR
REVIEW AND APPROVAL PRIOR TO FABRICATION PER NOTE 121.3.1.
308. DECKS
308.1. WOOD -FRAMED DECKS EXPOSED TO WEATHER SHALL BE CONSTRUCTED WITH DECAY -RESISTANT OR
PRESERVATIVE -TREATED FRAMING PER NOTE 103.5. ALL FASTENERS AND CONNECTORS SHALL MEET THE
CORROSION PROTECTION REQUIREMENTS OF NOTES 110.3 AND 111.3 FOR EXTERIOR AND TREATED
WOOD APPLICATIONS.
308.2. THE WEATHER BARRIER AT EXTERIOR WALLS SHALL BE CONTINUOUS THROUGH DECK FRAMING. PROVIDE
FLASHING AS REQUIRED. WATERPROOFING, FLASHING, AND SEALANTS ARE NOT INCLUDED IN THE
STRUCTURAL SCOPE AND SHALL BE DESIGNED BY OTHERS. (SEE NOTE 126.1.)
308.3. RIM BOARD AT DECK CONNECTION SHALL BE A MINIMUM 1 1/2" THICK, LINO.
308.4. FOR TYPICAL LOADING CONDITIONS (10 PSF DL, 40 PSF LL), DECK LEDGER SHALL BE CONNECTED TO RIM
BOARD PER THE DECK LEDGER CONNECTION SCHEDULE BELOW:
LEDGER CONNECTION OPTIONAL 1/2" 1" MAX RIGID
PER SCHEDULE GAP W/STACKED FOAM BOARD
WASHERS
FASTENERS SHALL BE
VERTICALLY OFFSET
BETWEEN ROWS
DECK LEDGER CONNECTION SCHEDULE FOR IOPSF DL, 40 PSF LL...
MAX DECK JOISTS SPAN MIN VERTICAL PER FASTENER
641. ` JJ l DISTANCEALLOWABLE
FASTENER TYPE FROM
MAXIMO.C.ISPACINIG OF FASTENERS TOP M LEDGER
BETWEEN SHEAR LOAD
UM
ANDBOT"") ROWS (CBS)
SDWS224000DB 14" 8" 6" 5" 6" 4" 265
SDWS2740055 13" 8" 6" 4" 6" 4" 235
SDWH1940ODB 13" 8" 5" 4" 6" 4" 225
SDWH2740OG 22" 13" 10" 7" 6" 4" 280
SDWH2740OSS 19" 11" 8" 6" 3" 11/2' 235
SDWH19400SS 14" 11" 6" 5" 3" 11/2
' 177
SDS25312 13" 8" 5" 4" 4" 3" 165
MAXIMUM O.C. SPACING OF FASTENERS TOP
AND BOT WITH 112" GAP (2)(3}
SDWH1940ODB 13" I 8" I 5" I 4" 6" 4" 245
MAXIMUM O.C. SPACING OF FASTENERS TOP
AND BOT WITH 1" RIGID FOAM BOARD (2'(3)
SDWH274DOG lZ" I 7" I 5" I 4" 6" 4"
I) NOT APPLICABLE FOR DECKS W/ CONC TOPPING OR HEAVY TILE SYSTEMS.
2) AT LEDGERS 10" TO 16" TALL ADD ANOTHER ROW OF FASTENERS IN THE MIDDLE OF LEDGER.
3) AT LEDGERS 16" TO 22" TALL ADD TWO ROWS OF FASTENERS IN THE MIDDLE SPACED AT 6" MAX O.C. VERTICALLY.
309, WALL FRAMING
309.1. STUDS SHALL BE CONTINUOUS BETWEEN THE SILL (SOLE, BOTTOM) PLATE AND THE TOP PLATE TO
RESIST LOADS PERPENDICULAR TO THE WALL. CONNECTIONS PER NAILING SCHEDULE (NOTE 302.8).
SUPPORTS SHALL BE FOUNDATION, FLOOR, CEILING, OR ROOF DIAPHRAGM, EXCEPTION: JACK AND
CRIPPLE STUDS AT OPENINGS.
309.2. STUDS SHALL BE INSTALLED WITH THE WIDE FACE PERPENDICULAR TO THE WALL LINE, WITH
SHEATHING AND DRYWALL ATTACHED TO THE NARROW FACE.
309.3. STUD WALLS SHALL BE CAPPED WITH A DOUBLE TOP PLATE HAVING A WIDTH AT LEAST EQUAL TO THE
STUD WIDTH, PROVIDING OVERLAPPING AT CORNERS AND INTERSECTIONS WITH BEARING PARTITIONS.
END JOINTS IN A CONTINUOUS TOP PLATE SHALL BE OFFSET AT LEAST 2'-0", LINO. TOP PLATE
CONTINUITY, SPLICING, AND CONNECTION REQUIREMENTS SHALL BE AS FOLLOWS:
309.3.1. TYPICAL LAP SPLICE: LAP SPLICE (MIN 2'-
PIQ")
T/ PLIRCH
T/PL TO T/PL NAILING PER
TYPICAL NAILING SCHEDULE
PLATE JOINT
NAILING AT T/PL SPLICE PER
TYPICAL NAILING SCHEDULE a I
PLATE JOINT
309.3.2. TYPICAL CORNER JOINT:
PERPENDICULAR WALL FRAMING LAPPED AND
ATTACHED PER TYPICAL NAILING SCHEDULE
ONE TOP PLATE SHALL BE CONTINUOUS
THROUGH JOINT
WALL FRAMING PER PLAN
309.3.3. WHERE A CONTINUOUS EXTERIOR WALL OR INTERIOR SHEAR WALL TRANSITIONS TO A DIFFERENT
WALL THICKNESS AND A STANDARD TOP PLATE LAP SPLICE CANNOT BE ACHIEVED, PROVIDE A
CS16XT-0" STRAP CENTERED OVER THE SPLICE AND FASTENED WITH (22) 0.131"X2 1/2" NAILS EACH
SIDE OF SPLICE.
PERPENDICULAR WALL FRAMING LAPPED AND
ATTACHED PER TYPICAL NAILING SCHEDULE
WALL FRAMING PER PLAN
BOTH TOP PLATES ARE TERMINATED AT WALL
THICKNESS TRANSITION
CS16 X T-0" CENTERED ON SPLICE
309.3.4. TOP PLATES MAYBE OMITTED OVER A HEADER OR BEAM WHERE THE HEADER OR BEAM IS
CONNECTED TO THE ADJACENT TOP PLATES ON EACH SIDE WITH A CS16 x Y-0" STRAP CENTERED AT
THE JOINT AND FASTENED WITH (22) 0.131"X2 1/2" NAILS EACH SIDE OF JOINT, UNO:
--WALL FRAMING PER PLAN
-CS16 X T-0" CENTERED ON SPLICE
ABEAM OR HEADER PER PLAN
309.3.5. A SINGLE TOP PLATE IS PERMITTED OVER A HEADER PROVIDED THAT:
309.3.5.1. THE TOP PLATE LAPS THE HEADER BY THE MINIMUM REQUIRED LAP DISTANCE AND IS NAILED TO
THE HEADER PER THE TYPICAL NAILING SCHEDULE TOP PLATE LAP SPLICE.
309.3.5.2. THE TOP PLATE CONTINUING PAST THE HEADER SHALL LAP AND CONNECT TO THE ADJACENT
DOUBLE TOP PLATE BY THE MINIMUM REQUIRED LAP DISTANCE AND NAILING PER THE TYPICAL
NAILING SCHEDULE TOP PLATE LAP SPLICE.
i-� CONTINUOUS TOP PLATE WITH LAP DISTANCE AND
CONNECTION TO ADJACENT TOP PLATE AS REQUIRED
FOR LAP SPLICE
WALL FRAMING PER PLAN
SINGLE TOP PLATE CONTINUOUS OVER THE BEAM
AT TOP PLATE SPLICES OVER BEAMS, PROVIDE A
MINIMUM T-0" LAP LENGTH EACH SIDE OF SPLICE
AND FASTEN WITH (12) 0.131"X3" SHALL PER SIDE
BEAM OR HEADER PER PLAN
309.3.6. WHERE PIPING OR DUCTWORK REQUIRES DRILLING OR NOTCHING OF THE TOP PLATE BY MORE THAN
50%, PROVIDE A GALVANIZED METAL TIE 16 GAx 1-1/2' WIDE FASTENED ACROSS THE NOTCH WITH
MINIMUM (10) 0.148"x3-1/4" NAILS EACH SIDE (MSTC28 OR (2) CS16x2'-6" MINIMUM). MINIMUM
1-1/2" WIDTH OF TOP PLATE SHALL REMAIN AT NOTCH:
PENETRATION REQUIRING MORE THAN 50 PERCENT
NOTCH IN TOP PLATES
TOP PLATES
WALL FRAMING PER PLAN
MSTC28 CENTERED ON SPLICE
(ALT (2) CS16 X 2'4")
309.4. WOOD STUDS SHALL HAVE FULL BEARING ON A NOMINAL 2X SILL PLATE (OR 3X WHERE REQUIRED BY
SHEAR WALL SCHEDULE (NOTE 409)) HAVING A WIDTH NOT LESS THAN THE STUD WIDTH, UNLESS
NOTED OTHERWISE.
309.4.1. DOUBLE SILL PLATE IS REQUIRED AT PORTAL FRAMES. REF NOTE 412.
309.5. SILL PLATES SHALL BE ATTACHED TO WOOD FRAMING BELOW PER NAILING SCHEDULE (NOTE 302.8). SEE
SHEAR WALL SCHEDULE (NOTE 409) FOR NAILING REQUIREMENTS AT SHEAR WALL LOCATIONS.
309.6. SILL PLATES SHALL BE ANCHORED TO CONCRETE PER THE SILL PLATE ANCHOR SCHEDULE BELOW, UNO.
SEE SHEAR WALL SCHEDULE (NOTE 409) FOR ANCHOR REQUIREMENTS AT SHEAR WALL LOCATIONS:
309.6.1. FOR EXTERIOR WALLS 10'-0" IN HEIGHT OR LESS, AND FOR ALL INTERIOR WALLS;
SILL PLATE ANCHOR SCHEDULE ('X3Xs)
MAXIMUM O.C. SPACING OF FASTENERS MINIMUM EDGE
FASTENER TYPE MIN CONC THICKNESS DISTANCE
EXTERIOR WALLS INTERIOR WALLS
1/2' 0 CAST IN PLACE A.B (2) 6'-0" 6-0" 1'-0" 2"
PDPAWL-287MG 11-10" 4'-0" 4" 2"
1/2"X6" TITEN HD (4) 6 4' 6-0" 8" 2"
MASH 6'-0" 8" -
1) AT NON SHEARWALLS. FOR SHEARWALL ANCHORAGE REFER TO SHEARWALL SCHEDULE.
2) 1/2" 0 ANCHOR BOLTS SHALL HAVE MIN 7" CONCRETE EMBEDMENT. SHALL BE SET IN PLACE BEFORE POUR OR PLACED WHEN CONCRETE
IS STILL PLASTIC. CONCRETE SHALL BE VIBRATED AROUND ANCHOR BOLTS TO ENSURE CONTACT BETWEEN ANCHORS AND CONCRETE.
PROVIDE STANDARD NUT AND WASHER.
3) 10'-0" MAX EXTERIOR WALL HEIGHT. FOR TALLER WALLS, REFER TO SILL PLATE ANCHORAGE TO CONCRETE AT TALL WALLS SCHEDULE.
4) MECHANICALLY GALVANIZED OR STAINLESS STEEL.
5) PROVIDE MINIMUM (2) ANCHORS PER PLATE, WITH ONE ANCHOR LOCATED WITHIN 12" BUT NOT LESS THAN 4" FROM EACH END OF THE
PLATE SECTION.
309.6.2. FOR EXTERIOR WALLS GREATER THAN 10'-0" AND UP TO 24'-0" 1N HEIGHT
SILL PLATE ANCHOR SCHEDULE AT TALL WALL5('X2)
EXTERIOR WALL HEIGHT f3j
FASTENER TYPE 12'-0" I 14'-0" I 16"4" I 18'4" I 20'4' I 22'-0" I 24'-W
MAXIMUM O.C. SPACING OF FASTENERS
1/2" 0 CAST 1N PLACE A.B. 5'-0" 4'-D" T-6" T-3" 3'4' 2'.9" 2'4"
1/2"X6" TITEN HD (4) 5'-0" 4'-0" T-6" 3'-3" T-O" 2'.9" 2'-6"
5/8"X6" TITEN HD (4X5) V-0" V-0" 5'-0. 4'-6" 4'-0" T-9" T-6"
1) MIN CONC THICKNESS AND MIN EDGE DISTANCE SIM TO SILL PLATE ANCHORAGE TO CONCRETE SCHEDULE
2) FOR SHEARWALL ANCHORAGE REFER TO SHEARWALL SCHEDULE.
3) EXTERIOR WALL HEIGHT OF CONTINUOUS WALL STUDS FROM FOUNDATION TO THE NEAREST POINT OF LATERAL
SUPPORT (CEILING, ROOF OR FLOOR DIAPHRAGM).
4) MECHANICALLY GALVANIZED OR STAINLESS STEEL.
5) CONC THICKNESS AND MIN EDGE DISTANCE SIM TO 1/2"X6" TITEN HD
309.7. INTERIOR WALLS SHALL BE SHEATHED ON AT LEAST ONE SIDE (DRYWALL ACCEPTABLE) OR PROVIDED
WITH BLOCKING AT 4'-0" O.C. VERTICALLY.
309.8. EXTERIOR WALLS SHALL BE SHEATHED FULL HEIGHT WITH MINIMUM 1/2" GYPSUM BOARD AT THE
INTERIOR AND WOOD STRUCTURAL PANEL SHEATHING AT THE EXTERIOR PER NOTE 303.4.
309.9. AT SHEAR WALL LOCATIONS, ALL VERTICAL PANEL JOINTS SHALL OCCUR OVER STUDS AND ALL
HORIZONTAL PANEL JOINTS SHALL OCCUR OVER HORIZONTAL BLOCKING.
309.10. STUD SIZE SHALL BE BASED ON WALL HEIGHT, THICKNESS, AND FINISHES AS SHOWN ON THE
ARCHITECTURAL DRAWINGS AND SELECTED PER THE WALL STUD SCHEDULES BELOW, UNO PER PLAN.
DEFLECTION LIMITS PER NOTE 118.1.6 SHALL APPLY.
309.10.1. EXTERIOR WALL STUD SCHEDULE:
EXTERIOR WALL STUD SCHEDULE - SYP, WIND -I IOMPH, EXP "B"
MAX LATERALLY UNSUPPORTED STUD HEIGHT('X4)(5)(7)
EXT WALL W/STUCCO OR EXT WALL W/ BRICK VENEER EXT WALL W/ FLEXIBLE
PLASTER COVERING COVERING 2) COVERING
STUD SIZE AND SPACING GRADE SUPPORTING
ONE TWO ONE TWO ONE TWO
ROOF + FLOOR + --LOORS + ROOF + FLOOR + FLOORS + ROOF + FLOOR + --LOORS +
F+ + F+ F+ F+ F+
CEILING R00 ROOF CEILING R00 R00 CEILING R00 R00
CEILING CEILING CEILING CEILING CEILING CEILING
ZX4 @ 24" O.C. STUD 10' 0" 10, 0" 10, 0"
#2 10'-01, 1D'-O" -
2X4 @ 16" O.C. STUD 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0"
#2 11'-0" 101-0" 11'-o" 10'-0" 11'-0" 10'-0"
2X4 @ 12" O.C. STUD 10'-0" 10'-0" 1D'-O" 10'-0" 10'-0" " 10'-0
#2 12'-0" 10%0" 12'-0" 10'-0" 12'-0" 10'-0"
2X6 @ 24" O.C. STUD 10'-0" 10'-0" 10'-0" " " 10'-0" 10'-010'-0
#2 IT-3" 12'-3" 10'-0' 15'-3" 12'-3" 10'-0" 16-0" 12'-3" 10'-0'
STUD 10'-0" 10'-0" 10'-0" 10'-C" IT-o" 10'-0" 10'-0" 10'-0" 10'-0"
2X6 @ 16" O.C.
k2 15'-3" 14'-9" 13'-0" 17'-6" 15'-6" 13'-0" 19'-3" 15'-6" 13'-0"
STUD 10'-0" 10'-0" 10'-0" 10'-W 10'-0" 10'-0" 10'-0" 10'-0" 10'-0"
2X6 @ 12" O.C.
#2 16'-9" 16'-6" 15'-3" 19'-3" 18'-3" 15'-3" 21'-3" I8'-3" 15'-3"
DOUBLE 2X6 016" O.C.(6) #2 19'-3" 19'-3" 1T-0" 22%3" 22'-0" 19'-3" 23'-3" 22'-6" 1T-3"
DOUBLE 2X6 012" O.C.(6) #2 21'-6" 21'-3" 21'-0" 23'-3" 23'-3" 22'-6" 23'-3" 23'-3" 22'-6"
2X8 @ 16" O.C. #2 20'-3" 20'-0" 18'-9" 23'-3" 22'-3" 18'-9" 24'-0" 22'-0" 18'-9"
2X8 @ 12" O.C. #2 22'-6" 22'-3" 22'-0" 24%0" 24'-0" 22'-C" 24'-0" 24'-0" 22'-0"
1-1/2"X5-1/2"@ 16" 0-C. LSL 1.3E 14'-9" 14'-6" 14'-3" 17'-0" 16'-9" 16'-6" 18'-9" 18'-6" 17'-9"
1-1/2"X5-1/2"@ 12" O.C. LSL 1.3E 16'-3" 16%0" 15'-9" 18'-9" 18'-6" 18'-3" 20'-9" 20'-6" 20'-3"
DOUBLE 1-1/2"X5-1/2" @ 16" D.C.(" LSL 1.3E 18'4" 18'-6" 18'-3" 21'-6" 21'-3" 21'-C" 24'-0" 23'-9" 23'-6"
DOUBLE 1-1/2"X5-1/2" @ 12" 0.06) LSL 1.3E 20'-9" 20'-6" 20'-3" 24'-0" 23'-6" 23'-3" 24'-0" 24'-0" 24'-O"
1-3/4"X5-1/2"@ 16" O.C. LSL 1.55E 16'-6" 16-3" 16-0" 19'-C" 18'-9" 18'-6" 21'-0" 20'-9" 20'-6"
1-3/4"X5-1/2"@ 12" O.C. LSL 1.55E 18'-3" 18%0" 17-9" 21'-0" 20'-9" 20'-6" 23'-3" 23'-0" 22'-9"
DOUBLE 1-3/4"X5-1/2" @ 16" D.C.(') LSL 1.55E 21'-0" 20'-9" 20'-6" 24'-0" 24'-0" 24'-0" 24'4- 24'-0" 24'-0"
DOUBLE 1-3/4"X5-1/2" @ 12" 0.03j LSL 1.55E 23' 3" 23' 0" 22' 9" 24' 0" 24' 0" 24' 0" 24' 0" 24' 0" 24' 0"
1) LISTED HEIGHTS ARE DISTANCES BETWEEN POINTS OF LATERAL SUPPORT PLACED PERPENDICULAR TO THE PLANE OF THE WALL.
2) DOES NOT INCLUDE CASES WHERE BRICK WEIGHT IS SUPPORTED BY STUDS VIA LINTEL ATTACHED TO STUDS OR BRICK RESTING ON
WOOD FRAMING ABOVE.
3) DOUBLE 1 3/4- LSL STUDS SHALL BE CONNECTED WITH SDW22 SCREWS (3-3/8"XO.22") @ 6" O.C. STAGGERED
4) REFERENCE IRC TABLES R602.3(5) AND R602.3(6).
5) DEFLECTION CRITERIA ARE AS FOLLOWS: H1360 FOR STUCCO, H/240 FOR BRICK VENEER, H/180 FOR FLEXIBLE FINISHES WITH
DRYWALL INTERIOR FINISH. WHERE INTERIOR FACE OF THE WALL IS COVERED WITH PLASTER, DEFLECTION LIMITS H/360 SHALL BE USED
EVEN WITH BRICK OR FLEXIBLE EXTERIOR COVERINGS.
6) BUNDLED STUDS SHALL BE CONNECTED TO EACH OTHER PER TYPICAL NAILING SCHEDULE (NOTE 302.8)
7) PROVIDE ADD'L NAILS AT TOP AND BOT PLATE TO STUD CONNECTION AS FOLLOWS:
STUDS > 10'-0" ONE ADD'L NAIL EA CONNECTION
STUDS > 14'-0" TWO ADD'L NAILS EA CONNECTION
STUDS > 18'-0" - THREE ADD'L NAILS EA CONNECTION
STUDS > 22'-0" AND UP TO 24'-0" - FOUR ADD'L NAILS
309.10.2. INTERIOR WALL STUD SCHEDULE:
INTERIOR WALL STUD SCHEDULE - SYP
MAX LATERALLY UNSUPPORTED STUD HEIGHTI')
SUPPORTING
STUD SIZE AND SPACING GRADE ONE FLOOR + TWO FLOORS +
ROOF +CEILING ROOF + CEILING ROOF + CEILING
STUD 1D'-o"
2X4 @ 24' O.C. (2)
#z 10'-0" - 2X4 @ 16" O.C. -
STUD 10'-0" lo'-o"
#2 12'-9" 10'-0"
2X4 @ 12" O.C. STUD 1D'-0" 10'-0"
#2 14'-9" 11'-0"
STUD 10'-0" 10'-0"
2X6 @ 24" O.C!21
#2 19'-6" 13'-6" 12'-15"
STUD 10'-0" 10'-0" 10'-0"
2X6 @ 16" O.C.
#2 23'-3" 16-6" 15'-6"
2X6 @ 12" O.C. STUD 10'-0" 10'-0" 10'-0"
#2 23'-3" 21'-3" 18'-o"
1) LISTED HEIGHTS ARE DISTANCES BETWEEN POINTS OF LATERAL SUPPORT PLACED
PERPENDICULAR TO THE PLANE OF THE WALL.
2) AT SHEARWALLS, MAX STUD SPACING SHALL BE LIMITED TO 16" O.C.
309.11. WHERE "BALLOON FRAMED WALL" IS INDICATED ON PLAN, STUDS SHALL BE CONTINUOUS AS INDICATED
WITHOUT TOP PLATES AT INTERMEDIATE FLOORS OR LOW CEILING/ROOF LEVELS. A SINGLE SET OF TOP
PLATES SHALL BE PROVIDED ONLY AT THE TOP OF THE BALLOON -FRAMED WALL.
309.12. TYPICAL WALL OPENING SHALL BE FRAMED AS FOLLOWS:
} �T/ PL
PEY R ARCH c
- TOP PLATES
��. CRIPPLE STUDS MATCHING NUMBER WITH JACK
\, STUDS BELOW
--` CRIPPLE STUD ABOVE HEADER. SPACING TO
MATCH TYPICAL WALL FRAMING
ADJACENT FULL HEIGHT KING STUD TO END OF HEADER
ATTACHMENT PER THE TYPICAL NAILING SCHEDULE
(NOTE 302.8)
HEADER. BUILT UP PER TYPICAL NAILING SCHEDULE (NOTE
302.8) FOR 2X LUMBER OR NOTE 303.12.2 FOR LVL BEAMS
KING STUDS CONTINUOUS FROM SILL PLATE TO TOP PLATE
JACK STUDS CONTINUOUS FROM SILL PLATE TO
UNDERSIDE OF HEADER
\� ROUGH OPENING. REF ARCH
WINDOW SILL PLATE PER WINDOW SILL PLATE SCHEDULE
CRIPPLE STUD BELOW OPENING
B"A' -- SILL (BOTTOM) PLATE
PEA ARCH
309.13. HEADERS SHALL HAVE NOT LESS THAN ONE JACK STUD AND ONE KING STUD EACH END OR BE
CONNECTED WITH AN APPROVED FRAMING ANCHOR.
309.14. HEADERS ARE NOT REQUIRED AT OPENINGS UP TO 6-0" WIDE IN INTERIOR NON -BEARING WALLS WHERE
THE WALL HEIGHT ABOVE THE OPENING IS LESS THAN 2'4'. SUCH LOCATIONS SHALL BE NOTED "N.H.R."
ON PLAN. A FLAT 2x MEMBER EQUAL TO WALL WIDTH MAY BE USED:
TI PL I i
PEJ
a TOP PLATES
-CRIPPLE STUDS NOT REQUIRED
F-4 KING STUD CONTINUOUS FROMSILL PLATE TO TOP
T/ROUGH OPENING I
-
PLATE. ATTACHMENT PER THE TYPICAL NAILING
ER J, `� ARCH �i
SCHEDULE (NOTE 302.8)
FLAT 2X HEADER MATCHING WIDTH OF THE WALL FRAMING
-JACK STUD
ROUGH OPENING. REF ARCH
309.15. THE MINIMUM NUMBER OF KING STUDS ADJACENT TO AN OPENING SHALL BE DETERMINED BASED ON
WALL HEIGHT AND OPENING WIDTH PER THE KING STUD SCHEDULE BELOW:
KING STUDS AT EXTERIOR WALL SCHEDULE - WIND: 110 MPH, EXP "B" {3I
NUMBER OF KING STUDS(')
WALL HEIGHT STUD LUMBER SIZE GRADE 1 I 2 I 3 I 4 I 5
MAX ROUGH OPENING WIDTH
2X4 SYP STUD 8'-0" 18'-0" 24'-0"
2X6 SYP STUD 8'-0" 18'4" 24'-0'
2X4 SYP #2 T-0" 6-0" 10'-0" 14'-C" 18'-0"
2X6 SYP #2 V-0" 20'-0' 24'-0'
2X4 SYP #2 2'-6" 5'-0' 8'-0' 11'4' 14'-0-
12-4"
2X6 SYP #2 8'-0" 16-0" 24'-0'
2X6 SYP #2 5-0" 12'-0" 18'-0' 24'-0'
14'-0"
2X8 SYP #2 V-0" 20'-0' 24'-0'
2X6 SYP #2 3'-0" 8'-0" 13'-0" 18'-C" 23'-0'
lfi'-0"
2X8 SYP #2 6D" 14'-0" 22'-0' 24'-0'
2X6 SYP #2 T-O" 8'-0" 12'-C" 16-0"
18'-0"
2X8 SYP #2 5'-0" 11'-0" 18'-0" 24'-0"
2X6 SYP #2 W-O" 6-0" 8'-0" 10'-0'
20'-D"
2X8 SYP #2 W-0" V-0" 14'-0" 19'-0" 24'-0'
2X6 SYP #2 4'
22-0" V-0" 8'-0"
'-V
2X8 SYP #2 T-0" 6-0" 10'-0" 14'-0" 18'-0'
24'-0" 2X8 SYP #2 T-O" 8'-0" 11'-0" 14'-0"
1) NUI4BER OF KING STUDS SHOWN IS FOR EACH SIDE OF THE OPENING. KING
STUDS ATTACHED TOGETHER PER TYPICAL NAILING SCHEDULE
2 BASED ON 1RC R602.7.5
3) EACH KING STUD SHALL CONNECT 70 TOP AND BOTTOM PLATE PER TYPICAL
NAILING SCHEDULE NOTE 302.8. ADDITIONAL NAILS SHALL BE PROVIDED AT
EACH KING STUD PER NOTES OF EXTERIOR WALL STUD SCHEDULE (NOTE
309.10.1) ACCORDING TO THE STUD HEIGHT.
309.16. IN VAULTED CEILING AREAS, EXTERIOR WALL STUDS SHALL BE CONTINUOUS FROM SILL PLATE TO THE
FULL VAULTED CEILING HEIGHT PER NOTE 309.1. STUD SIZE AND SPACING SHALL BE SELECTED BASED
ON THE ACTUAL STUD HEIGHT AT EACH LOCATION. KING STUDS ADJACENT TO OPENINGS WITHIN
VAULTED WALLS SHALL EXTEND CONTINUOUSLY FROM THE SILL PLATE TO THE TOP OF THE VAULTED
CEILING AND SHALL BE LATERALLY BRACED BY THE ROOF OR CEILING FRAMING AT THE TOP AS
FOLLOWS: /
TOP PLATES, TYPICAL
NO TOP PLATES ALLOWED
MID STUD HEIGHT
KING STUDS AT SIDE OF OPENING
CONTINUOUS TO TOP PLATES.
SELECTED PER KING STUD
\ SCHEDULE BASED ON ACTUAL STUD
HEIGHT AT EACH LOCATION
\HEADER
JACK STUDS
REGULAR STUDS CONTINUOUS
FROM SILL TO TOP PLATE
309.17. WINDOW OPENINGS SHALL HAVE SILL PLATES SIZED AND SELECTED PER THE SILL PLATE SCHEDULE
BELOW. ADDITIONAL SILL PLATES MAY BE REQUIRED AT WIDER OPENINGS. REFER TO THE
ARCHITECTURAL DRAWINGS FOR OPENING DIMENSIONS.
WINDOW SILL PLATE SCHEDULE.
MAX OPENING WIDTH BASED ON QUANTITY AND SIZE OF WINDOW SILL PLATES(lX4) -WIND: 110MPH, EXP "B"
QUANTITY OF WINDOW SILL PLATES
WALL THICKNESS 1 �2X3X5) 3(2X3X5) 4(2X3X5)
2X4 6'-3" 8' 1" 9'-3-
2X6 10'-1" 12'-8" 14'-6" 16'-0"
2X8 13' 3" 16' 9" 19' 3" 2V-3"
1) THIS SCHEDULE I5 BASED ON A MAXIMUM TRIBUTARY HEIGHT TO THE WINDOW SILL OF 10'-0". THIS
TRIBUTARY HEIGHT MAY REPRESENT EITHER THE DISTANCE FROM THE FLOOR TO THE WINDOW HEADER OR THE
VERTICAL DISTANCE BETWEEN TWO HEADERS IN CASES WHERE OPENINGS ARE VERTICALLY ALIGNED WITHIN THE
SAME WALL. SILL PLATES SHALL BE CONTINUOUS BETWEEN KING STUDS ON SIDES OF OPENING.
2) CONNECT EACH ADDITIONAL SILL PLATE TO THE PLATE BELOW USING 10D NAILS (3" X 0.148") SPACED AT 12"
ON CENTER, STAGGERED,
3) EACH SILL PLATE SHALL BE CONNECTED TO THE ADJACENT FULL HEIGHT KING STUD AS REQUIRED PER TYPICAL
NAILING SCHEDULE.
4) THE SILL PLATE SCHEDULE MAY BE USED AS A REFERENCE FOR DETERMINING THE SIZE OF THE BOTTOM PLATE
OF A SOFFIT IN AN EXTERIOR WALL WHERE NO HEADER IS REQUIRED OR WHERE THE HEADER IS INSTALLED
DIRECTLY BENEATH THE TOP PLATES AND FRAMED DOWN TO ACHIEVE THE REQUIRED OPENING HEIGHT.
5) CONNECT FIRST WINDOW PLATE TO THE CRIPPLE STUDS PER TYPICAL NAILING SCHEDULE "TOP OR SOLE PLATE
TO STUD CONNECTION" REQUIREMENT
309.18. WHERE A LOW ROOF INTERSECTS AN EXTERIOR WALL AT MID -HEIGHT, EXTERIOR WALL SHEATHING
SHALL BE INSTALLED CONTINUOUSLY FROM THE SILL PLATE TO THE TOP PLATE, THROUGH THE LOW
ROOF FRAMING:
ROOF/CEILING FRAMING
Vv S * 1
...........................
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PROJECT NAME
101 CROSS CREEK
GARAGE ADDITION
PROJECT ADDRESS
101 CROSS CREEK DR
GRAPEVINE, TX
PROJECT NUMBER
S26129
CHECKED BY - AP
SHEET DATE - 05/04/2026
SCALE
24X36 SHEET:1/2"=V-0"
EXTERIOR WALL FRAMING
LOW ROOF FRAMING.
NAILER/BLOCKING AS REQ'D
CITY (IF GRAPEVINE
THIS PAGE RELEASE[ FOR CONSTRUCTION
RELEASE DOES NC T AL THORIZE ANY WO tK IN
EXTERIOR WALL SHEATHING
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FOLLOWS:
...........................
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LUMBER AND SHEATHING MATERIALS — SEC. 303
FRAMING PENETRATIONS — SEC. 304
TYPICAL ROOF FRAMING — SEC. 305
TYPICAL CEILING FRAMING — SEC. 306
TYPICAL FLOOR FRAMING — SEC. 307
TYPICAL WALL FRAMING — SEC. 309
TYPICAL DECK FRAMING — SEC. 308
TYPICAL MULTIPLY LVL BEAM CONNECTION - NOTES 303.12 AND 303.13
TYPICAL HANGER SCHEDULE - NOTE 303.14
STUD WALL SCHEDULES:
EXTERIOR WALLS -NOTE 309A0.1
INTERIOR WALLS - NOTE 309.10.2
KING STUD SCHEDULE - NOTE 309.15
ADDITIONAL REQUIREMENT AT SHEAR WALL LOCATIONS, REFER TO SHEAR
WALL PLANS AND SHEAR WALL GENERAL NOTES (GN401)
SEE ALSO: GENERAL STRUCTURAL NOTES (GN100) FOR ADDITIONAL
MATERIAL, INSPECTION, AND CONTRACTOR RESPONSIBILITY
REQUIREMENTS.
WHERE SPECIFIC NOTES OR DETAILS ARE SHOWN ON THE PLANS, THOSE
SHALL GOVERN.
CITY OF GRAPEVINE
THIS PAGE RELEASED FOR CONSTRUCTION
RELEASE DOES NOT AUTHORIZE ANY WORK IN
CONFLICT WITH THE BUILDING CODE OR ZONING
ORDINANCE
CITY APPROVED PLANS TO BE KEPT ON THE JOB
SITE AT ALL TIMES.
07/07/2026 9:21:51 AM
BY: KELLY TAFT TSBPE: 1-3971
BUILDING INSPECTION DIVISION:
RELEASE DOES NOT APPLY TO CONSTRUCTION IN
EASEMENTS OR PUBLIC RIGHT-OF-WAY
ALL CHANGES MUST BE APPROVED.
ROOF
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REVISIONS
DATE BY
PROJECT NAME
101 CROSS CREEK
GARAGE ADDITION
PROJECT ADDRESS
101 CROSS CREEK DR
GRAPEVINE, TX
PROJECT NUMBER
S26129
CHECKED BY - AP
SHEET DATE - 05/04/2026
SCALE
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FOR TYPICAL MATERIAL, INSTALLATION, AND STANDARD DETAIL
REQUIREMENTS, REFER TO THE GENERAL FRAMING NOTES (GN301) AS
FOLLOWS:
TYPICAL FASTENERS AND NAILING SCHEDULE — SEC. 302
LUMBER AND SHEATHING MATERIALS — SEC. 303
FRAMING PENETRATIONS —
SEC. 304
TYPICAL ROOF FRAMING —
SEC. 305
TYPICAL CEILING FRAMING
— SEC. 306
TYPICAL FLOOR FRAMING —
SEC, 307
TYPICAL WALL FRAMING —
SEC. 309
TYPICAL DECK FRAMING —
SEC. 308
TYPICAL MULTIPLY LVL BEAM CONNECTION - NOTES 303.12 AND 303.13
TYPICAL HANGER SCHEDULE - NOTE 303.14
STUD WALL SCHEDULES:
EXTERIOR WALLS -NOTE 309A0.1
INTERIOR WALLS - NOTE 309.10.2
KING STUD SCHEDULE - NOTE 309.15
ADDITIONAL REQUIREMENT AT SHEAR WALL LOCATIONS, REFER TO SHEAR
WALL PLANS AND SHEAR WALL GENERAL NOTES (GN401)
SEE ALSO: GENERAL STRUCTURAL NOTES (GN100) FOR ADDITIONAL
MATERIAL, INSPECTION, AND CONTRACTOR RESPONSIBILITY
REQUIREMENTS.
WHERE SPECIFIC NOTES OR DETAILS ARE SHOWN ON THE PLANS, THOSE
SHALL GOVERN.
CITY OF GRAPEVINE
THIS PAGE RELEASED FOR CONSTRUCTION
RELEASE DOES NOT AUTHORIZE ANY WORK IN
CONFLICT WITH THE BUILDING CODE OR ZONING
ORDINANCE
CITY APPROVED PLANS TO BE KEPT ON THE JOB
SITE AT ALL TIMES.
07/07/2026 9:21:59 AM
BY: KELLY TAFT TSBPE: 1-3971
BUILDING INSPECTION DIVISION:
RELEASE DOES NOT APPLY TO CONSTRUCTION IN
EASEMENTS OR PUBLIC RIGHT-OF-WAY
ALL CHANGES MUST BE APPROVED.
ROOF
2ND FLOOR
1ST FLOOR/
FOUNDATION
LEVEL KEY
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REVISIONS
DATE BY
PROJECT NAME
101 CROSS CREEK
GARAGE ADDITION
PROJECT ADDRESS
101 CROSS CREEK DR
GRAPEVINE, TX
PROJECT NUMBER
S26129
CHECKED BY - AP
SHEET DATE - 05/04/2026
SCALE
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GN401. GENERAL SHEAR WALL NOTES. -
TYPICAL DETAILS AND SCHEDULES
401. GENERAL
401.1. REFER TO GENERAL STRUCTURAL NOTES (SECTIONS 100 THROUGH 127) FOR ALL ADDITIONAL
REQUIREMENTS APPLICABLE TO MATERIALS, FASTENERS, CONNECTORS, INSPECTIONS, DELEGATED
DESIGN, SUBMITTALS, AND ALL OTHER WORK NOT SPECIFICALLY ADDRESSED IN THESE SHEAR WALL
NOTES. IN CASES OF CONFLICT, THE MORE STRINGENT REQUIREMENT SHALL GOVERN PER NOTE 100.4•
401.2. THESE NOTES APPLY TO LATERAL BRACING SYSTEMS INCLUDING WOOD STRUCTURAL PANELS (WSP)
SHEAR WALLS, PORTAL FRAMES, CONTINUOUSLY SHEATHED BRACED WALL PANELS, AND PROPRIETARY
PREFABRICATED SHEAR WALL UNITS IN WOOD -FRAMED RESIDENTIAL CONSTRUCTION.
401.3. CONSTRUCTION SHALL CONFORM TO THE LATEST ADOPTED EDITIONS OF INTERNATIONAL BUILDING
CODE, WFCM (AWC), AND NOS. WHERE THESE NOTES OR THE STRUCTURAL DRAWINGS IMPOSE A MORE
STRINGENT REQUIREMENT, THAT REQUIREMENT SHALL GOVERN.
401.4. SHEAR WALLS ARE DESIGNATED ON PLAN (E.G., SW6, SW4, ETC.) AND SHALL BE CONSTRUCTED PER THE
CORRESPONDING ROW OF THE SHEAR WALL SCHEDULE, WHICH GOVERNS SHEATHING, NAILING,
FRAMING, BOUNDARY MEMBERS, AND ANCHORS FOR EACH WALL.
401.5. THE CONTRACTOR SHALL VERIFY ALL SHEAR WALL LOCATIONS, LENGTHS, HEIGHTS, AND HOLDOWN
LOCATIONS AGAINST THE STRUCTURAL AND ARCHITECTURAL DRAWINGS PRIOR TO FRAMING.
DISCREPANCIES SHALL BE REPORTED TO THE FOR IMMEDIATELY.
402. MATERIALS
402.1. SHEATHING
402.1.1. WSP SHEATHING SHALL COMPLY WITH APA PRP-108 (PLYWOOD) OR PRP-210 (OSB), PS 1 OR PS 2,
AND SHALL BEAR A VALID APA GRADE STAMP. PANELS SHALL BE RATED EXPOSURE 1 OR EXTERIOR.
(SEE NOTES 108.1-108.3).
402.1.2. MINIMUM PANEL THICKNESS, GRADE, AND SPAN RATING SHALL BE PER THE SHEAR WALL SCHEDULE
AND NOTE 303.4.
402.1.3. WHERE GYPSUM WALLBOARD IS LISTED IN THE SHEAR WALL SCHEDULE, IT SHALL BE MINIMUM 1/2"
CONFORMING TO ASTM C1396 AND FASTENED PER THE SCHEDULE. GWB SHALL NOT BE THE SOLE
LATERAL -RESISTING ELEMENT UNLESS SPECIFICALLY DESIGNATED BY THE EOR.
402.2. FRAMING
402.2.1• ALL FRAMING LUMBER FOR BOUNDARY MEMBERS, CHORD STUDS, POSTS, AND SILL PLATES SHALL
MEET THE SPECIES AND GRADE OF NOTE 303.2. WHERE THE SHEAR WALL SCHEDULE INDICATES
MULTIPLE STUDS (E.G., (2) OR (3) STUDS), ALL SHALL BE INSTALLED AND CONNECTED PER NOTE
302.7.
402.2.2. WHERE A 3X SILL PLATE IS REQUIRED BY THE SCHEDULE, IT SHALL BE CONTINUOUS FOR THE FULL
SHEAR WALL LENGTH. A 3X MEMBER SHALL NOT BE SUBSTITUTED WITH MULTIPLE 2X MEMBERS
WITHOUT FOR APPROVAL.
402.3. FASTENERS AND CONNECTORS
402.3.1. FASTENER CORROSION PROTECTION SHALL BE PER NOTES 110.1-110.12 AND 111.1-111.9. NAIL
TYPE, SIZE, AND QUANTITY SHALL BE PER THE SHEAR WALL SCHEDULE. SUBSTITUTIONS ARE NOT
PERMITTED WITHOUT WRITTEN FOR APPROVAL,
402.3.2. HOLDOWNS, STRAPS, AND TENSION TIES SHALL BE SIMPSON STRONG -TIE OR APPROVED EQUAL,
INSTALLED WITH THE FULL COMPLEMENT OF MANUFACTURER -SPECIFIED FASTENERS TO ACHIEVE
RATED CAPACITY. ANCHOR BOLTS AND RODS SHALL BE INSTALLED PRIOR TO CONCRETE PLACEMENT
PER NOTE 203.1.
403. SHEAR WALL CONSTRUCTION
403,1. SHEATHING INSTALLATION
403.1.1. WSP SHEATHING SHALL BE INSTALLED WITH THE LONG DIMENSION VERTICAL (PARALLEL TO STUDS)
UNLESS THE SCHEDULE INDICATES HORIZONTAL. SHEATHING SHALL BE CONTINUOUS FROM SILL
PLATE TO TOP PLATE WHERE POSSIBLE. (SEE NOTE 309.8.)
403.1.2. VERTICAL PANEL JOINTS SHALL OCCUR OVER STUDS; HORIZONTAL JOINTS SHALL OCCUR OVER
FULL -DEPTH BLOCKING. PROVIDE 1/8" EXPANSION GAPS AT ALL PANEL EDGES AND ENDS. (SEE
NOTES 309.9 AND 108.5.)
403.1.3• WHERE SHEATHING IS REQUIRED ON BOTH FACES, PANEL JOINTS SHALL BE OFFSET A MINIMUM OF
ONE STUD SPACE BETWEEN FACES AND STAGGERED VERTICALLY.
403.2. NAILING
403.2.1. EDGE AND FIELD NAILING SHALL BE PER THE SHEAR WALL SCHEDULE. NAILS SHALL BE DRIVEN
FLUSH; OVERDRIVEN NAILS SHALL BE SUPPLEMENTED PER NOTE 302.5.
403.2.2• WHERE SCHEDULE EDGE SPACING IS 2" OR 3", 3X SILL PLATES, DOUBLE BOUNDARY STUDS, AND 3X
BLOCKING SHALL BE PROVIDED PER THE SCHEDULE TO PREVENT SPLITTING,
403.3. BOUNDARY MEMBERS
403.3.1. END STUDS SHALL BE MINIMUM (2) FULL -HEIGHT STUDS AT EACH END OF ALL SHEAR WALLS,
INSTALLED CONTINUOUSLY FROM SILL PLATE TO TOP PLATE WITHOUT SPLICES AND CONNECTED
PER NOTE 302.7. WHERE HOLDOWNS ARE REQUIRED, ADDITIONAL STUDS MAY BE REQUIRED AT
HOLDOWN LOCATIONS - REFER TO HOLDOWN SCHEDULE FOR MINIMUM STUD QUANTITIES AT EACH
HOLDOWN TYPE. WHERE THE QUANTITY OF STUDS IS SHOWN ON PLAN, THAT QUANTITY SHALL
GOVERN OVER THE SCHEDULE.
403.3.2. BOUNDARY MEMBERS SHALL BEAR CONTINUOUSLY ON MEMBERS BELOW THAT TRANSFER
OVERTURNING FORCES TO THE FOUNDATION. ALL BOUNDARY MEMBER LOAD PATHS SHALL BE
CONTINUOUS.
403.4. BLOCKING
403.4.1• HORIZONTAL BLOCKING SHALL BE PROVIDED BETWEEN STUDS AT ALL HORIZONTAL SHEATHING
PANEL JOINTS. BLOCKING SHALL BE MINIMUM 2x FULL -DEPTH, MATCHING STUD DEPTH, UNO PER
SCHEDULE.
403.4.2. AT FLOOR LEVELS BETWEEN STORIES, FULL -DEPTH BLOCKING, RIM BOARD, OR CONTINUOUS
FRAMING SHALL TRANSFER SHEAR THROUGH THE FLOOR WITHOUT INTERRUPTION. SEE
STRUCTURAL DETAILS AND NOTES 307.6 AND 403.6.
403.5. SILL PLATE ANCHORING
403.5.1. SILL PLATES AT SHEAR WALL LOCATIONS SHALL BE ANCHORED PER THE SHEAR WALL SCHEDULE.
ANCHOR BOLTS SHALL BE INSTALLED WITHIN 12" OF EACH END OF EACH SILL PLATE SEGMENT,
UNLESS CLOSER SPACING IS REQUIRED. (SEE NOTES 309.5 AND 309.6.)
403.5.2. STANDARD CUT WASHERS SHALL BE PROVIDED AT SILL PLATE ANCHOR BOLTS AT SHEAR WALL
LOCATIONS, UNO. WHERE THE SHEAR WALL SCHEDULE INDICATES SQUARE PLATE WASHERS, THEY
SHALL BE MINIMUM 3"x3"x0.229" THICK. CUT WASHERS SHALL NOT BE SUBSTITUTED FOR PLATE
WASHERS WHERE PLATE WASHERS ARE SPECIFICALLY REQUIRED BY THE SCHEDULE.
0'-4" MIN
1'- " MA ANCHOR BOLT SPACIIyG PER SHEAR WALL SCHEDULE,OR PER NOTE 309.6
I
I
MINIMUM 2 ANCHORS
OLTS PER SEGMENT , SILL PLATE ANCHORING PLAN VIEW
403.6. SHEAR TRANSFER AT FLOOR AND ROOF LEVELS
403.6.1• SHEAR SHALL BE TRANSFERRED CONTINUOUSLY FROM THE ROOF DIAPHRAGM THROUGH EACH
STORY TO THE FOUNDATION. THE LOAD PATH SHALL NOT BE INTERRUPTED WITHOUT WRITTEN FOR
AUTHORIZATION.
403.6.1.1. WHERE A SHEAR WALL IS DESIGNATED AT A WALL WITH A GABLE END OR ATTIC WALL ABOVE
THE TOP PLATE, THE SHEAR WALL SHEATHING AND NAILING REQUIREMENTS SHALL EXTEND
CONTINUOUSLY FROM THE SILL PLATE OF THE DESIGNATED SHEAR WALL THROUGH THE TOP
PLATE AND FULL HEIGHT OF THE GABLE OR ATTIC WALL TO THE TOP PLATES OF THE ROOF
FRAMING ABOVE. THE SHEATHING AND NAILING SHALL BE PER THE SAME SHEAR WALL
DESIGNATION UNLESS OTHERWISE NOTED ON PLAN.
403.6.2. SHEAR TRANSFER HARDWARE (BLOCKING, STRAPS, SHEAR PLATES) AT EACH FLOOR LEVEL SHALL BE
INSTALLED AND NAILED PER THE STRUCTURAL DETAILS AND SHEAR WALL SCHEDULE BEFORE
COVERING.
404. HOLDOWNS AND OVERTURNING RESTRAINT
404.1. HOLDOWNS SHALL BE PROVIDED AT LOCATIONS SHOWN ON PLAN AND SHALL BE INSTALLED WITH ALL
MANUFACTURER -SPECIFIED FASTENERS IN ALL PREPUNCHED HOLES.
404.2. HOLDOWN ANCHOR RODS SHALL EXTEND FROM THE HOLDDOWN HARDWARE AND EMBEDDED INTO THE
FOUNDATION.
404.3. CONTINUOUS ROD SYSTEMS SHALL INCORPORATE SHRINKAGE -COMPENSATING TAKE-UP DEVICES AT
EACH FLOOR LEVEL AND SHALL BE TIGHTENED AFTER FRAMING AND BEFORE FINISHES, AND
RE -TIGHTENED AS DIRECTED BY THE MANUFACTURER.
404.4. HOLDOWN ANCHORS SHALL BE INSTALLED PLUMB IN THE CORRECT LOCATION PRIOR TO CONCRETE
PLACEMENT. SEE NOTE 203.1 FOR EMBEDDED HARDWARE REQUIREMENTS.
404.5. WHERE HOLDOWNS ARE INDICATED PER PLAN, ADDITIONAL REQUIREMENTS ARE AS APPLICABLE PER
HOLDOWN SCHEDULE BELOW:
HOLDOWN SCHEDULE
HOLDOWN
ANCHOR
MIN ANCHOR EMBEDMENT
MIN WOOD POST SIZE
CALLOUT
DIAMETER
STHD14
(2)-2X STUDS
5THD14RJ
-
-
(2)-2X STUDS
HDUE3-SDS3
5/8"
1'-0.
(2)-2X STUDS
HDUE5-SDS3
5/8'.
V-6"
(2)-2X STUDS
HDUE7-SDS3
5/8"
V-6"
(2)-2X STUDS
HDUE9-SOS3.5
7/8"
1'-10"
(3)-2X STUDS
HDU13-SDS3.5
1"
T-0"
4X8 POST
HDUE17-SDS3.5
1"
2'-0"
6X6 POST
DTT1Z
3/8"
1'-0"
(1)-2X STUD
DTT2Z
1/2"
1'-0"
(2)-2X STUDS
404.6. WHERE HOLDOWN IS SHOWN PER PLAN IN A CORNER OF A WALL, THE CORNER FRAMING SHALL BE AS
FOLLOWS:
404.6.1. PLAN VIEW AT EXTERIOR CORNER:
HOLDOWN PER PLAN (SIM WITH STHD14 ON SIDE)
BUNDLED STUDS OR POST PER PLAN OR PER
HOLDOWN SCHEDULE
WALL SHEATHING PANEL EDGE NAILING PER
I- APPLICABLE SHEAR WALL CALLOUT
404.6.2. PLAN VIEW AT INTERIOR CORNER:
-�� 0.148"X3 1-1/4" NAILS @ PANEL
EDGE NAILING SPACING
WALL SHEATHING PANEL EDGE NAILING PER
APPLICABLE SHEAR WALL CALLOUT
BUNDLED STUDS OR POST PER PLAN OR PER
HOLDOWN SCHEDULE
HOLDOWN PER PLAN (SIM WITH STHD14 ON SIDE)
405. PORTAL FRAMES
405.1. PORTAL FRAME ASSEMBLIES SHALL BE USED WHERE SPECIFICALLY CALLED OUT ON PLAN AND SHALL
COMPLY WITH THE LATEST EDITION OF THE INTERNATIONAL BUILDING CODE. PORTAL FRAMES SHALL BE
CONSTRUCTED WITH STUDS #2 GRADE OR BETTER. CONSTRUCTION DETAILS SHALL BE AS FOLLOWS:
405.1.1• SINGLE SIDE PORTAL FRAME SW-PFl:
EXTENT OF HEADER WITH SINGLE PORTAL FRAME
ROUGH OPENING WIDTH (T-0" MIN, 18'-0" MAX)
a-Ir-
3:
rw li• II
11: 'II
aC) 14 I I
li I I
Ifi• •11
13 HEADER PER PLAN (MIN 2-PLY 2X12)
• i • 11
�a : ----FASTEN SHEATHING TO HEADER WITH 0.131"X2-1/2"
H NAIL IN 3" GRID PATTERN AS SHOWN
-' is `9 ~ HEADER TO JACK STUD STRAP PER PORTAL FRAME
u STRAP AT HEADER SCHEDULE. ADD'L STUD - u
a REQUIRED WHERE MULTIPLE STRAPS REQUIRED.
o STRAP LENGTH AS REQUIRED FROM TOP PLATES TO
x Lu
= ��T EXTEND 1'-4" PAST HEADER
..... . ... MIN DOUBLE STUDS AT ENDS. ADD'L STUDS MAY
o BE INDICATED PER PLAN. FASTEN SHEATHING WITH
-- - 0.131"72-1/2" NAILS @ 3"O.C. TO EACH STUD -
SHEATHING SPLICES ACCEPTABLE WITHIN THE
MIDDLE 2'-0" OF THE WALL. PROVIDE BLOCKING
AND NAILING @ YO.C.
STHD14 HOLDOWN +r:
DOUBLE SILL PLATE AT PORTAL FRAME
(2) 1/2" DIA ANCHOR BOLTS -
WITH 7" EMBEDMENT INTO CONCRETE TI
I I I I I I
LJ LJ LJ
405.1.2. DOUBLE PORTAL FRAME SW-PF2:
EXTENT OF HEADER WITH DOUBLE PORTAL FRAME
ROUGH OPENING WIDTH (T-0" MIN, 18'-0" MAX)
• IJ : GI
li MI
14 41
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-- NAILING/STRAPPING REQUIREMENTS ;
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405.1.3. PORTAL FRAME SECTION:
�
T/ PL
PEY R ARCH
TENSION STRAP ON OPPOSITE SIDE OF SHEATHING
t--FASTEN KING STUD TO HEADER W/ (6) 0.148"73-1/4" NAILS
T/RO
PE RARCH-TOP PLATE TO HEADER W/ TWO ROWS OF 0.148"X3-1/4" NAILS
SHEATHING SPLICES ACCEPTABLE WITHIN THE MIDDLE 2'-0" OF
THE WALL. PROVIDE BLOCKING AND NAILING @ 3"O.C.
,.---STHD14 HOLDOWN
---,,-ANCHOR BOLTS
DOUBLE SILL PLATES
a
J
405.1.4. PORTAL FRAME STRAP AT HEADER SCHEDULE:
PORTAL FRAME STRAP AT HEADER SCHEDULE
WALL WIDTH MAXIMUM OPENING WIDTH
(#2 GRADE REQ'D) WALL HEIGHT STRAP DETAILS
9'-0" 16•0" 181•0"
10'-0" MAX STRAP CS16 (2)-CS16 (2)-CS16
2X4 12'-0" MAX STRAP (2) CS16 (2)-CS16 N/A
2X6 12'-0" MAX STRAP CS16 (2)-CS16 (2)-CS16
OR WIDER
406. SPECIAL BRACING ELEMENTS
406.1. PROPRIETARY PREFABRICATED SHEAR WALL PANELS (E.G., SIMPSON STRONG -WALL OR EQUAL) SHALL BE
THE EXACT TYPE AND SIZE DESIGNATED ON PLAN. ANCHOR BOLTS AND HARDWARE SHALL BE INSTALLED
PER STRUCTURAL DETAILS AND THE MANUFACTURER'S TEMPLATE PRIOR TO CONCRETE PLACEMENT.
SUBSTITUTIONS REQUIRE WRITTEN FOR APPROVAL.
407. INSPECTION AND QUALITY CONTROL
407.1. SHEAR WALL FRAMING, SHEATHING, NAILING, HOLDOWNS, AND ANCHOR HARDWARE SHALL BE
INSPECTED AND APPROVED PRIOR TO COVERING BY THE BUILDING OFFICIAL OR A QUALIFIED INSPECTOR
AND/OR REPRESENTATIVE OF THE FOR WHEN REQUIRED BY THE LOCAL JURISDICTION. COVERING
WITHOUT PRIOR INSPECTION AND APPROVAL IS NOT PERMITTED. THE CONTRACTOR SHALL PROVIDE
ADEQUATE NOTICE AND ACCESS FOR INSPECTION.
407.2• WHERE SPECIAL INSPECTIONS ARE REQUIRED BY THE APPLICABLE BUILDING CODE OR THE LOCAL
JURISDICTION, INSPECTIONS FOR NAILING, BOLTING, ANCHORING, AND HOLDOWN INSTALLATION SHALL
BE PER THE STATEMENT OF SPECIAL INSPECTIONS (NOTE 125.1). HOLDOWN RODS AND ANCHOR BOLTS
SHALL BE INSPECTED PRIOR TO CONCRETE PLACEMENT FOR CORRECT SIZE, LOCATION, EMBEDMENT,
AND PROJECTION, SPECIAL INSPECTIONS ARE NOT REQUIRED FOR STRUCTURES CLASSIFIED AS R-3
OCCUPANCY UNLESS SPECIFICALLY REQUIRED BY THE LOCAL JURISDICTION OR THE AUTHORITY HAVING
JURISDICTION (AHJ).
407.3. WHERE DISCREPANCIES ARE IDENTIFIED, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE FOR AND
SHALL NOT CONCEAL THE AFFECTED AREA UNTIL WRITTEN DIRECTION IS RECEIVED. A COPY OF THE
SHEAR WALL SCHEDULE AND APPLICABLE DETAILS SHALL BE MAINTAINED ON THE JOBSITE THROUGHOUT
FRAMING.
408. A NOTE ON FLEXIBLE STRUCTURAL SHEATHING SUBSTITUTION
408.1. WHILE THE MANUFACTURER'S PUBLISHED DESIGN VALUES MAY INDICATE THAT CERTAIN FLEXIBLE
STRUCTURAL SHEATHING PRODUCTS ARE SUITABLE FOR RESISTING LATERAL LOADS, THE ENGINEER OF
RECORD DOES NOT RECOMMEND THE USE OF ANY FLEXIBLE STRUCTURAL SHEATHING AS A SUBSTITUTE
FOR WOOD STRUCTURAL PANEL SHEATHING AT ANY DESIGNATED SHEAR WALL LOCATION. INDEPENDENT
TESTING CONDUCTED AT CLEMSON UNIVERSITY, THE UNIVERSITY OF OKLAHOMA, AND THE APA
RESEARCH CENTER CONCLUDED THAT FLEXIBLE STRUCTURAL SHEATHING MATERIALS OVERSTATE THEIR
LATERAL LOAD RESISTANCE BY AS MUCH AS 42 PERCENT WHEN COMPARED TO THEIR PUBLISHED DESIGN
VALUES. THE CONTRACTOR AND OWNER ARE DIRECTED TO APA PRODUCT ADVISORY SP-1186,
PERFORMANCE OF FLEXIBLE STRUCTURAL SHEATHING (INDEPENDENT EVALUATIONS OF PUBLISHED
DESIGN VALUES), JULY 2018, FOR A FULL DISCUSSION OF THESE FINDINGS. FLEXIBLE STRUCTURAL
SHEATHING PRODUCTS SHALL NOT BE SUBSTITUTED FOR WSP SHEATHING AT SHEAR WALL LOCATIONS
WITHOUT PRIOR WRITTEN APPROVAL FROM THE EOR.
409. SHEAR WALL SCHEDULE
WOOD STRUCTURAL PANEL SHEAR WALL SCHEDULE (WIND ONLY)
CONNECTION REQUIREMENT
SHEAR Q 0 Q
WALL WALL FLOOR/ROOF
CALLOUT SHEATHING WALL SHEATHING PANEL ANCHOR BOLT SILL PLATE NAILING TOE NAIL AT PANEL EDGE FLANGE
PER PLAN EDGE/FIELD NAIL SPACING SPACING TO RIM/BLKG BELOW RIM/BLKG NAILING NAILING
0.131"X2-1/2" 1/2"0, 7" EMBED 0.131"X3-1/2" 0.131"X3" 0.131"X2-1/2" 0.131"XZ-1/2"
SW6 7/16" 6" O.C./12" O.0 (6) 4'-0" O.C. 6" O.0 4' O.C. 6" O.C.("'1 6" O.C.
SW4 7/16" 4" O.C./12" O.0 (6) 2'-8" O.C. 4" O.C. (3) 3" O.C. 4" O.C. (3) 4" O.C.
SW3 7/16" 3" O.C./12" O.C.161 T-0" O.C. 3" O.C. {4I 2" O.C. 3" O.C. (4X11) (2) ROWS @
4" O.C.ISI
(2) ROWS @ 2" 0 C (2) ROWS @ (2) ROWS @
SW2 7/16" 2" O.C.112. O.C.{6) 1' 4" O,C.
4" O.C.13;(S) 4' O.C.(3„S) 4" D.C.'-)
PORTAL FRAME CALLOUTS
SW-PFI I SINGLE PORTAL FRAME. REF NOTE 405.1.1 FOR FRAMING REQUIREMENTS
SW-PF2 DOUBLE PORTAL FRAME REF NOTE 405.1.2 FOR FRAMING REQUIREMENTS
1) ALLEXTERIOR WALLS NOT DESIGNATED AS SHEARWASLL SHALL BE SHEATHED SIM TO SW6, PROVIDE ANCHOR BOLTS @ 72" O.C.
2) ADJOINING PANEL EDGES STAGGERED ON EACH SIDE OF WALL SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS
3) MIN 1-1/4" RIM/BLOCKING THICKNESS BELOW
4) MIN 1-1/2" RIM/BLOCKING THICKNESS BELOW, CAN BE REPLACED WITH TWO ROWS OF NAILS @ 4" O.C. INTO 1-1/4" RIM/BLOCKING
5) PROVIDE ADDITIONAL JOIST OR BLOCKING FOR EACH ADDITIONAL ROW OF NAILS
6) PANEL FIELD NAILING SHALL BE WE' O.C. WHEN STUDS WITHIN SHEAR WALL ARE SPACED 16" O.C. OR LESS. WHEN STUDS ARE SPACED @ 24"O.C.
FIELD SHALL MATCH PANEL EDGE NAILING
7) 'WHERE NAILING IS SPECIFIED AT 2. O.C., ADDITIONAL 2X MEMBER IS REQUIRED AT ALL ADJOINING PANEL EDGES (STUDS, PLATES, BLOCKING).
CONNECT ADDITIONAL FRAMING TOGETHER W'/ 0.131" X 3" NAILS AT SAME SPACING AS SPECIFIED PANEL EDGE NAILING
8) NAILS SHALL BE LOCATED AT LEAST 3/8" FROM PANEL EDGES
9) REF 303.4 FOR SHEATHING REQUIREMENTS
10) AT GABLE END, ROOF SHEATHING NAILING SHALL BE LIMITED TO 4" O.C. REF NOTE 305.20 FOR ADDT INFORMATION
11) NAILING INTO TJI JOIST FLANGE IS LIMITED TO 4" O.C. AT SW3, ADDITIONAL JOIST OR ROW OF BLOCKING SHALL BE PROVIDED AND FLOOR/ROOF
PANEL EDGE NAILING SHALL BE (2) ROWS @ 4" O.C.
410. STANDARD DETAILS
410.1. ROOF SHEAR TRANSFER DETAILS:
410.1.1. SHEAR CONNECTION REQUIREMENTS AT HIP ROOF FRAMING SHALL BE AS FOLLOWS:
ROOF SHEATHING PANEL EDGE NAILING INTO BLOCKING 0
FULL DEPTH SOLID BLOCKING WITH VENT HOLES AS REQUIRED. PROVIDE AT ALL
RAFTERS 2X10 OR LARGER, ALL TJI RAFTERS, AND AT ALL SHEAR WALL LOCATIONS
T/PL WITH PANEL EDGE NAILING 4" O.C. OR LESS (I.E. SW4, SW3, SW2)
FAR
TOE NAIL NAIL AT RIM/BLKG PER SHEARWALL SCHEDULE
WALL SHEATHING PANEL EDGE NAILING PER SHEAR WALL SCHEDULE 1O
SHEAR WALL PER PLAN CALLOUT
410.1.2. SHEAR CONNECTION REQUIREMENTS AT GABLE END ROOF FRAMING SHALL BE AS FOLLOWS:
VT/PL
PER ARCH
ROOF SHEATHING PANEL EDGE NAILING INTO BLOCKING 5O
ATTIC FULL DEPTH SOLID BLOCKING.
TOE NAIL NAIL AT RIM/BLKG PER SHEARWALL SCHEDULE
WALL SHEATHING PANEL EDGE NAILING PER SHEAR WALL SCHEDULE O
WALL SHEATHING CONTINUOUS OVER GABLE END WALL SIMILAR
�T/PL TO THE REQUIREMENT OF SHEAR WALL CALLOUT BELOW
TR ARCH
WALL SHEATHING PANEL EDGE NAILING PER SHEAR WALL SCHEDULE Ol
SHEAR WALL PER PLAN CALLOUT
410.2. ELEVATED FLOOR SHEAR TRANSFER DETAILS:
410.2.1. INTERIOR SHEAR WALL WITH PARALLEL FLOOR FRAMING AT SW6 AND SW4:
T FLOOR SHEATHING PANEL EDGE NAILING INTO JOIST 5O
PERARCH+ BLOCKING CONNECTION REQUIREMENTS PER 307.7.3
JOIST ALIGNED DIRECTLY OVER WALL BELOW
FLANGE NAILING PER SHEARWALL SCHEDULE
WALL SHEATHING PANEL EDGE NAILING PER SHEAR
WALL SCHEDULE (
SHEAR WALL PER PLAN CALLOUT CAN BE EITHER SIDE OF WALL
410.2.2. PROVIDE ADDITIONAL JOIST OR BLOCKING AT INTERIOR SHEAR WALL WITH PARALLEL FLOOR
FRAMING AT SW3 AND SW2 AS FOLLOWS (REQUIREMENTS BELOW ARE IN ADDITION TO ALL
REQUIREMENTS OF 410.2.1):
T/ADDITIONAL ROW OF FLOOR SHEATHING PANEL EDGE NAILING INTO
PER ARCH JOIST/BLOCKING 50
I
I
ADDITIONAL JOIST OR BLOCKING FULL LENGTH OF SHEAR WALL
ADDITIONAL ROW OF FLANGE NAILING AT BLOCKING PER
SHEARWALL SCHEDULE
410.2.3. INTERIOR SHEAR WALL WITH PERPENDICULAR FRAMING AT SW6 AND SW4:
FLOOR SHEATHING PANEL EDGE NAILING INTO BLOCKING 05
T/ FLFR
ARCH
ARCH JOIST BLOCKING
FLANGE NAILING PER SHEARWALL SCHEDULE
WALL SHEATHING PANEL EDGE NAILING PER SHEAR WALL SCHEDULE 10
SHEAR WALL PER PLAN CALLOUT CAN BE EITHER SIDE OF WALL
410.2.4. AT INTERIOR SHEAR WALL WITH PERPENDICULAR FRAMING AT SW3 AND SW2, PROVIDE
ADDITIONAL ROW OF BLOCKING SIMILAR TO REQUIREMENTS OF 410.2.2 AT PARALLEL FRAMING.
410.2.5. AT INTERIOR EDGE OF FLOOR FRAMING, LSL RIM JOISTS SHALL BE PROVIDED IN LIEU OF TJI JOIST,
WITH TOE NAILING AS REQUIRED IN LIEU OF FLANGE NAILING. SEE EXTERIOR SHEAR WALL
410.2.6.
TM
PEY R ARCH
410.2.7.
REQUIREMENTS FOR SIMILAR CONDITIONS.
AT INTERIOR SHEAR WALLS ABOVE THAT DO NOT STACK WITH WALLS BELOW (SIM AT
PERPENDICULAR FRAMING BELOW WITH BLOCKING UNDER SHEAR WALL IN LIEU OF JOISTS. REF
307.7.3 FOR BLOCKING DETAILS):
SHEAR WALL ABOVE PER PLAN CALLOUT
WALL SHEATHING PANEL EDGE NAILING PER SHEAR WALL
�? SCHEDULE Ol
-SILL PLATE NAILING TO JOIST BELOW PER SHEAR WALL
SCHEDULE O3
--FLOOR JOIST ALIGNED UNDER WALL ABOVE (ADDITIONAL JOISTS
REQUIRED AT SW3 ANS SW2), OR BEAM PER PLAN CALLOUT
EXTERIOR SHEAR WALL WITH PERPENDICULAR FLOOR FRAMING:
SHEAR WALL ABOVE PER PLAN CALLOUT
SILL PLATE NAILING TO RIM PER SHEAR WALL SCHEDULE ( FOR
SHEAR WALL CALLOUT ABOVE
WALL SHEATHING PANEL EDGE NAILING PER SHEAR WALL
SCHEDULE Ol PER SHEAR WALL CALLOUT ABOVE
T FLOOR SHEATHING PANEL EDGE NAILING INTO BLOCKING O5
PER ARCH
PER SHEAR WALL CALLOUT BELOW
WALL SHEATHING SHALL BE SPLICED OVER RIM WITH WALL
SHEATHING PANEL EDGE NAILING lO AS APPLICABLE FOR
RESPECTIVE SHEARWALLS
RIM JOIST. SIZE AS REQUIRED PER SHEAR WALL SCHEDULE
TOE NAILING PER SHEARWALL SCHEDULE
WALL SHEATHING PANEL EDGE NAILING PER SHEAR WALL
SCHEDULE () PER SHEAR WALL CALLOUT BELOW
SHEAR WALL BELOW PER PLAN CALLOUT
410.2.8. EXTERIOR SHEAR WALL WITH PARALLEL FLOOR FRAMING SHALL BE SIMILAR TO EXTERIOR SHEAR
WALL WITH PERPENDICULAR FRAMING NOTE 410.2.7 WITH FLOOR BLOCKING INSTALLED AS
REQUIRED PER NOTE 307.7.1
410.2.9. AT OPEN WEB TRUSSES, INTERIOR SHEAR WALL WITH PARALLEL FLOOR FRAMING:
(3) 0.131"X2-1/2" NAILS INTO 2X BLOCKING @ 48" O.C.
FLOOR SHEATHING PANEL EDGE NAILING INTO JOIST 50
FLFR _ r
PT/� Rwz�H - a 2X4 BRACE @ 48" O.C. WITH (3) FACE NAILS TOP AND (3)
TOE NAILS BOT
-SHEAR TRUSS ALIGNED DIRECTLY OVER WALL BELOW.
TRUSS SHALL BE DESIGNED FOR DRAG FORCE AS
s s INDICATED PER PLAN (OR MIN 250 PLF IF NO SPECIFIED)
FLANGE NAILING PER SHEARWALL SCHEDULE
WALL SHEATHING PANEL EDGE NAILING PER SHEAR WALL SCHEDULE Ol
SHEAR WALL PER PLAN CALLOUT CAN BE EITHER SIDE OF WALL
410.2.10. AT OPEN WEB TRUSSES, INTERIOR SHEAR WALL WITH PERPENDICULAR FLOOR FRAMING SHALL BE
SIMILAR TO 410.2.3 WITH TRUSS BLOCKING PROVIDED IN LIEU OF JOIST BLOCKING• TYPICAL
TRUSS BLOCKING SHALL BE AS FOLLOWS:
T/PEER > FLOOR SHEATHING PANEL EDGE NAILING INTO BLOCKING 50
PE� R om+ �� -TRUSS BLKG SHALL BE PROVIDED OVER ENTIRE LENGTH OF SHEARWALL
PICTURE FRAME' BLOCKING WITH 2X4 TOP AND BOT PLATE AND 2X4 CRIPPLE
-STUDS ADJACENT TO TRUSSES. SHEATHING AND NAILING [ SHALL MATCH
REQUIREMENT FOR SHEAR WALL BELOW
0.131"X3" NAILS FROM BLOCKING TO TRUSS VERT @6"O.0 (MIN 4) EA SIDE
T/P
t -,
PER L ARCH s OPEN WEB TRUSS PER PLAN
Y - - -
SILL PLATE NAILING BLOCKING TO TOP PLATE PER SHEAR WALL SCHEDULE O3
SHEAR WALL BELOW PER PLAN CALLOUT
O ELEVATION
ID
tx
FLOOR SHEATHING PANEL EDGE NAILING INTO BLOCKING 5
T/PLEB PANEL EDGE NAILING FOR SHEATHING AT BLOCKING PER SH AR WALL
PE� RR°' SCHEDULE M
"PICTURE F E" BLOCKING W/ SHEATHING
SILL PLATE NAILING BLOCKING TO TOP PLATE PER SHEAR
T/PL WALL SCHEDULE 3O
PER�ARUI BLOCKING SHEATHING PANEL EDGE NAILING PER SHEAR
WALL SCHEDULE
WALL SHEATHING PANEL EDGE NAILING PER SHEAR WALL SCHEDULE Ol
OPEN WEB FLOOR TRUSSES
SECITON "A"
410.2.11. SHEAR CONNECTION REQUIREMENTS AT OPEN WEB TRUSSES AT EXTERIOR SHEAR WALLS WITH
PERPENDICULAR FRAMING. AT SW3 AND SW2 CALLOUT PROVIDE 3X TRUSS BAND.
SHEAR WALL ABOVE PER PLAN CALLOUT
SILL PLATE NAILING TO RIM PER SHEAR WALL SCHEDULE O3
FOR SHEAR WALL CALLOUT ABOVE
T/FGR ' WALL SHEATHING PANEL EDGE NAILING PER SHEAR WALL
vEY R
SCHEDULE OPER SHEAR WALL CALLOUT ABOVE
FLOOR SHEATHING PANEL EDGE NAILING INTO BLOCKING 0
PER SHEAR WALL CALLOUT BELOW
EXTEND WALL SHEATHING BELOW TO TRUSS BAND AND
PROVIDE WALL SHEATHING PANEL EDGE NAILING PER SHEAR
WALL SCHEDULE O
OPEN WEB FLOOR TRUSSES
WALL SHEATHING PANEL EDGE NAILING PER SHEAR WALL
�T/PL SCHEDULE [ PER SHEAR WALL CALLOUT BELOW
PERiARCH er� SHEAR WALL BELOW PER PLAN CALLOUT
- -A -
410.2.12. SHEAR CONNECTION REQUIREMENTS AT OPEN WEB TRUSSES AT EXTERIOR SHEAR WALLS WITH
PARALLEL FRAMING. (3) 0.131"X2-1/2" NAILS INTO 2X BLOCKING @ 48" O.C.
SHEAR WALL ABOVE PER PLAN CALLOUT
SILL PLATE NAILING TO RIM PER SHEAR WALL SCHEDULE
T/PEER I O3 FOR SHEAR WALL CALLOUT ABOVE
PE•�\ I I" WALL SHEATHING PANEL EDGE NAILING PER SHEAR WALL
SCHEDULE 1 PER SHEAR WALL CALLOUT ABOVE
1 FLOOR SHEATHING PANEL EDGE NAILING INTO BLOCKING
PER SHEAR WALL CALLOUT BELOW
1 EXTEND WALL SHEATHING BELOW TO T/LADDER TRUSS
AND PROVIDE WALL SHEATHING PANEL EDGE NAILING
PER SHEAR WALL SCHEDULE O
'LADDER" TYPE OPEN WEB FLOOR TRUSSES AT PERIMETER
�r/PL � 2X4 BRACE @ 48" O.C. WITH (3) FACE NAILS TOP AND (3)
PER RARCFi TOE NAILS BOT
WALL SHEATHING PANEL EDGE NAILING PER SHEAR WALL
_SCHEDULE (D PER SHEAR WALL CALLOUT BELOW
SHEAR WALL BELOW PER PLAN CALLOUT
411. FORCE TRANSFER AROUND OPENINGS
411.1. WHERE HORIZONTAL STRAPS ARE SHOWN ON THE SHEAR WALL PLAN ACROSS AN OPENING, THE
OPENING IS INCORPORATED WITHIN THE SHEAR WALL ASSEMBLY AS A FORCE -TRANSFER AROUND
OPENING (FTAO) CONDITION. FRAMING, STRAPPING, AND NAILING REQUIREMENTS FOR FTAO
ASSEMBLIES SHALL BE PER THE FORCE -TRANSFER AROUND OPENING DETAILS AS FOLLOWS:
411.1.1. AT OPENINGS WITH CRIPPLE WALLS ABOVE AND BELOW OPENING:
i
HEADER PER PLAN
DOUBLE 2X BLOCKING AT STRAP
�f CONTINUOUSLY SHEATHED SHEAR WALL AROUND
OPENING PER PLAN SHEAR WALL CALLOUT
EXTEND STRAP PAST OPENING AS INDICATED
PER PLAN. IF NOT CALLED OUT, MIN 4'-0" OR TO
END OF WALL WHICHEVER IS SHORTER. TOP AND
BOT, BOTH SIDES OF OPENING
PROVIDE SHEAR WALL PANEL EDGE NAILING
_ I AT BOTH JACK AND KING STUDS. BOTH SIDES
�� �• OF OPENING
OPENING PER ARCH
DOUBLE 2X BLOCKING AT STRAP
DOUBLE SILL PLATE AT STRAP
411.1.2. AT OPENINGS WITH CRIPPLE WALLS ABOVE OPENING ONLY:
HEADER PER PLAN
DOUBLE 2X BLOCKING AT STRAP
CONTINUOUSLY SHEATHED SHEAR WALL AROUND
OPENING PER PLAN SHEAR WALL CALLOUT
-EXTEND STRAP PAST OPENING AS INDICATED
PER PLAN. IF NOT CALLED OUT, MIN 4'-0" OR TO
END OF WALL WHICHEVER IS SHORTER. TOP AND
BOT, BOTH SIDES OF OPENING
_ -PROVIDE SHEAR WALL PANEL EDGE NAILING
\\ AT BOTH JACK AND KING STUDS. BOTH SIDES
OF OPENING
OPENING PER ARCH
CITY OF GRAPEVINE
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07/07/2026 9:22:31 AM
BY: KELLY TAFT TSBPE: 1-3971
BUILDING INSPECTION DIVISION:
RELEASE DOES NOT APPLY TO CONSTRUCTION IN
EASEMENTS OR PUBLIC RIGHT-OF-WAY
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FOR TYPICAL SHEAR WALL INSTALLATION AND STANDARD DETAIL
REQUIREMENTS, REFER TO THE GENERAL SHEAR WALL NOTES (GN401) AS
FOLLOWS:
SHEATHING AND FRAMING MATERIALS - SEC. 402
SHEAR WALL CONSTRUCTION AND NAILING - SEC. 403
HOLDOWNS AND OVERTURNING RESTRAINT - SEC. 404
PORTAL FRAMES - SEC. 405
SPECIAL / PREFABRICATED SHEAR WALL PANELS - SEC. 406
SHEAR WALL SCHEDULE - NOTE 409
STANDARD SHEAR TRANSFER DETAILS - SEC. 410
FORCE TRANSFER AROUND OPENINGS (FTAO) - SEC. 411
SEE ALSO: GENERAL STRUCTURAL NOTES (GN100) AND GENERAL FRAMING
NOTES (GN301) FOR ADDITIONAL MATERIAL, FASTENER, AND FRAMING
REQUIREMENTS.
WHERE SPECIFIC NOTES OR DETAILS ARE SHOWN ON THE PLANS, THOSE
SHALL GOVERN.
CITY OF GRAPEVINE
THIS PAGE RELEASED FOR CONSTRUCTION
RELEASE DOES NOT AUTHORIZE ANY WORK IN
CONFLICT WITH THE BUILDING CODE OR ZONING
ORDINANCE
CITY APPROVED PLANS TO BE KEPT ON THE JOB
SITE AT ALL TIMES.
07/07/2026 9:22:36 AM
BY: KELLY TAFT TSBPE: 1-3971
BUILDING INSPECTION DIVISION:
RELEASE DOES NOT APPLY TO CONSTRUCTION IN
EASEMENTS OR PUBLIC RIGHT-OF-WAY
ALL CHANGES MUST BE APPROVED.
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101 CROSS CREEK DR
GRAPEVINE, TX
PROJECT NUMBER
S26129
CHECKED BY - AP
SHEET DATE - 05/04/2026
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SHEATHING AND FRAMING MATERIALS — SEC. 402
SHEAR WALL CONSTRUCTION AND NAILING — SEC. 403
HOLDOWNS AND OVERTURNING RESTRAINT — SEC. 404
PORTAL FRAMES — SEC. 405
SPECIAL / PREFABRICATED SHEAR WALL PANELS — SEC. 406
SHEAR WALL SCHEDULE — NOTE 409
STANDARD SHEAR TRANSFER DETAILS — SEC. 410
FORCE TRANSFER AROUND OPENINGS (FTAO) — SEC. 411
SEE ALSO: GENERAL STRUCTURAL NOTES (GN100) AND GENERAL FRAMING
NOTES (GN301) FOR ADDITIONAL MATERIAL, FASTENER, AND FRAMING
REQUIREMENTS.
WHERE SPECIFIC NOTES OR DETAILS ARE SHOWN ON THE PLANS, THOSE
SHALL GOVERN.
CITY OF GRAPEVINE
THIS PAGE RELEASED FOR CONSTRUCTION
RELEASE DOES NOT AUTHORIZE ANY WORK IN
CONFLICT WITH THE BUILDING CODE OR ZONING
ORDINANCE
CITY APPROVED PLANS TO BE KEPT ON THE JOB
SITE AT ALL TIMES.
07/07/2026 9:22:41 AM
BY: KELLY TAFT TSBPE: 1-3971
BUILDING INSPECTION DIVISION:
RELEASE DOES NOT APPLY TO CONSTRUCTION IN
EASEMENTS OR PUBLIC RIGHT-OF-WAY
ALL CHANGES MUST BE APPROVED.
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101 CROSS CREEK
GARAGE ADDITION
PROJECT ADDRESS
101 CROSS CREEK DR
GRAPEVINE, TX
PROJECT NUMBER
S26129
CHECKED BY — AP
SHEET DATE — 05/04/2026
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07/07/2026 9:22:49 AM
BY: KELLY TAFT TSBPE: 1-3971
BUILdNG NfPECi10N DM SION:
RELEA SE DOES NOT APPLY TO CONSTRUCTION IN
EA SMOM OR MOM PWff-C F-WAY
ALL CHANGES MUST BE APPROVED.
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