HomeMy WebLinkAboutNick Emery _ 2 Bay Combined For Construction Set _ 9-25-2020GSPublisherVersion 1148.0.46.46
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GARAGE 1,582 Sq Ft
SQUARE FOOTAGEINDEX OF DRAWINGS
SHEET #
C1.0
TITLE
ROOF & SITE PLAN
BUILDING SECTIONS
C1.1
C1.2
COVER SHEET
IRC SPECS & METHODS
IRC SPECS & METHODS
A3.0
FLOOR PLAN
A1.2
A2.0 EXTERIOR ELEVATIONS
A1.0
ELECTRICAL PLANA4.0
SPACES PROVIDED
1BOAT GARAGE
SHOP 1
RV GARAGE 1
GSPublisherVersion 1148.0.46.46
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IMPORTANT DISCLAIMER
IMPORTANT NOTE : THESE NOTES AND SPECIFICATIONS ARE PROVIDED BY THE DESIGNER AS A SERVICE TO THEIR CUSTOMERS TO
PROVIDE THE MOST POPULAR CODE TOPICS. THE INFORMATION AND METHODOLOGIES PREPARED HEREIN ARE IN ACCORDANCE TO AND
REFERENCED TO THE 2015 INTERNATIONAL RESIDENTIAL CODE . THE INFORMATION IS ALSO A GENERAL SUMMARIZATION OF THE CODE
AND IT IS RECOMMENDED THAT YOU BECOME FAMILIAR WITH THE FULL EXTENT OF THE ACTUAL CODE. THE NOTES AND SPECIFICATIONS
MAY HAVE TO BE AMENDED DUE TO VARIATIONS IN LOCAL CODES AND GEOLOGICAL CONDITIONS . IT IS THE RESPONSIBILITY OF THE
CONTRACTOR AND/OR HOMEOWNER TO MAKE THE NECESSARY MODIFICATIONS TO ENSURE CODE COMPLIANCE AND STRUCTURAL INTEGRITY .
IT IS RECOMMENDED THAT YOU CONSULT A LOCAL ARCHITECT OR ENGINEER OF YOUR CHOICE AND CHECK WITH LOCAL BUILDING
OFFICIALS PRIOR TO THE START OF ACTUAL CONSTRUCTION . SPECIAL ENGINEERING MAY REQUIRE THAT THESE SPECIFICATIONS BE
CHANGED OR AMENDED TO COMPLY WITH SEISMIC, WIND, OR OTHER SPECIAL CONDITIONS AS REQUIRED BY LOCAL CONSTRUCTION
METHODOLOGIES AND LOCAL CODES.
THE ENCLOSED INFORMATION IS INTENDED TO ASSIST AND INFORM
YOU THROUGH THE CONSTRUCTION OF YOUR HOME. YOUR
CONSTRUCTION PLANS HAVE BEEN DRAWN TO PRESCRIBE TO
INDUSTRY STANDARDS. THESE PROFESSIONAL STANDARDS
DETERMINE HOW CONSTRUCTION PLANS ARE DRAWN AND WHAT
INFORMATION THEY INCLUDE . CONSTRUCTION PLANS ARE INTENDED
AS A TECHNICAL GUIDE TO PROFESSIONAL CONTRACTORS AND ARE
NOT INTENDED TO BE A SET OF STEP-BY-STEP INSTRUCTIONS.
THEREFORE, IF YOU ARE PLANNING TO BUILD TO YOUR HOME
WITHOUT THE SERVICES OF PROFESSIONAL BUILDER. WE
SUGGEST THAT YOU BECOME THOROUGHLY FAMILIAR WITH READING
CONSTRUCTION PLANS OR CONSIDER CONSULTING A
CONSTRUCTION SPECIALIST.
GREAT CARE AND EFFORT GOES INTO THE CREATION OF THE
DESIGN AND DRAFTING OF YOUR CONSTRUCTION PLANS.
HOWEVER, BECAUSE OF THE IMPOSSIBILITY OF PROVIDING ANY
PERSONAL AND/OR "ON-SITE" CONSULTATION, SUPERVISION,
CONTROL OVER THE ACTUAL CONSTRUCTION, AND BECAUSE OF
THE GREAT VARIANCES IN LOCAL BUILDING CODE REQUIREMENTS
AND OTHER LOCAL BUILDING AND WEATHER CONDITIONS ,
OUR COMPANY NOR THEIR AGENTS OR EMPLOYEES, ASSUMES NO
RESPONSIBILITY FOR ANY DAMAGES, INCLUDING BUT NOT LIMITED
TO, ANY DEFICIENCIES, OMISSIONS, OR ERRORS IN THE DESIGN. IN
THE DIMENSION, AND/OR DRAWINGS CONTAINED IN THE
CONTRACTION. PROCEEDING WITH CONSTRUCTION CONSTITUTES
THE ACCEPTANCE OF THE CONSTRUCTION DOCUMENTS AS "AS IS"
AND ANY DISCREPANCIES, ERRORS AND/OR OMISSIONS BECOME
THE SOLE RESPONSIBILITY OF THE PURCHASER. IF ANY ERRORS
ARE DISCOVERED PRIOR TO CONSTRUCTION, THE DESIGNER
WILL BE GIVEN FULL OPPORTUNITY TO CORRECT ANY
ERRORS AND/OR OMISSIONS TO THE CONSTRUCTION PLANS. IN ANY
OR ALL CIRCUMSTANCES. THE MAXIMUM FINANCIAL LIABILITY TO
THE DESIGNER CAN NOT EXCEED THE TOTAL PLAN
PURCHASE.
PROFESSIONAL SEAL
THOUGH EVERY EFFORT WAS MADE TO MAKE THE CONSTRUCTION
DOCUMENTS FOLLOW THE CURRENT I.R.C NATIONAL CODE
METHODOLOGIES, A FEW STATES AND CITIES HAVE PASSED BI-
LAWS REGARDING CONSTRUCTION PLANS THAT WOULD BE
SUBMITTED TO YOUR LOCAL MUNICIPALITY AND USED FOR THE
CONSTRUCTION OF YOUR HOME. THESE BI-LAWS REQUIRE THE
CONSTRUCTION PLANS BE REVIEWED AND/OR PREPARED,
INSPECTED, AND SEALED (OR STAMPED) BY A LICENSED
PROFESSIONAL ENGINEER OR ARCHITECT IN YOUR STATE. IT IS
ADVISED THAT YOU CONTACT YOUR MUNICIPALITY'S BUILDING
DEPARTMENT FOR INSTRUCTIONS TO COMPLY WITH THEIR
CONSTRUCTION PLAN REVIEW PROCESS.
COPYRIGHTS
REPRODUCTION OF THESE CONSTRUCTION PLANS, EITHER IN WHOLE
OR IN PART, INCLUDING ANY FORM OF COPYING AND/OR
PREPARATION OF A DERIVATIVE WORKS THEREOF , FOR ANY REASON
IS STRICTLY PROHIBITED . THE PURCHASE OF A SET OF
CONSTRUCTION PLANS IN NO WAY TRANSFERS ANY COPYRIGHT OR
OTHER OWNERSHIP INTEREST IN IT TO THE PURCHASER EXCEPT
FOR A LIMITED LICENSING RELEASE TO USE THE SAID PLAN SET
FOR PURPOSE OF CONSTRUCTING ONE, AND ONLY ONE,
DWELLING UNIT. THE PURCHASE OF ADDITIONAL SETS OF THE
SAID PLANS AT A REDUCED PRICE FROM THE ORIGINAL SET OR AS
PART OF A MULTIPLE SET PACKAGE DOES NOT CONVEY TO THE
PURCHASER A LICENSE TO CONSTRUCT MORE THAN ONE DWELLING.
SIMILARLY, THE PURCHASE OF REPRODUCIBLE CONSTRUCTION PLANS
(A.K.A. SEPIAS, MYLARS, OR VELLUMS) CARRIES THE SAME
COPYRIGHT PROTECTION AS MENTIONED ABOVE. IT IS GENERALLY
ALLOWED TO MAKE ADDITIONAL COPIES FOR THE CONSTRUCTION OF
A SINGLE DWELLING ONLY. TO USE ANY PLAN MORE THAN ONCE.
AND TO AVOID ANY COPYRIGHT / LICENSE INFRINGEMENT, IT IS
NECESSARY TO CONTACT PLAN SOURCE TO RECEIVE A
RELEASE AND LICENSE FOR ANY EXTENDED USAGE. WHEREAS A
PURCHASER OF REPRODUCIBLE'S IS GRANTED A LICENSE TO MAKE
COPIES, IT SHOULD BE NOTED THAT AS COPYRIGHTED MATERIALS,
MAKING PHOTOCOPIES FROM CONSTRUCTION PLANS IS
ILLEGAL. COPYRIGHT AND LICENSING OF CONSTRUCTION PLANS
EXIST TO PROTECT ALL PARTIES. IT RESPECTS AND SUPPORTS THE
INTELLECTUAL PROPERTY OF THE ORIGINAL ARCHITECT AND
DESIGNER, THEREBY KEEPING IT POSSIBLE TO OFFER PREDRAWN
PLANS AT AFFORDABLE PRICES . COPYRIGHT LAW FOR PREDRAWN
CONSTRUCTION PLANS IS NOW BEING VIGOROUSLY ENFORCED.
GENERAL SITE NOTES
1. CONTRACTOR TO VERIFY LOCATIONS OF SITE UTILITIES ,
REQUIREMENTS AND CONNECTIONS FEES. OWNER, CONTRACTOR,
AND SUB-CONTRACTORS TO PAY ALL THEIR RELATED
CONSTRUCTION PERMIT FEES AS AGREED UPON BETWEEN THE
OWNER AND CONTRACTOR.
2. BEFORE EXCAVATION, THE CONTRACTOR SHALL EXAMINE ALL
DRAWINGS, MAPS, AND BUILDING SITE OF EXISTING FACILITY TO
DETERMINE THE ROUTES OF ALL UNDERGROUND UTILITIES. BEFORE
DIGGING COMMENCES IT IS ADVISED THAT THE OWNER OR
CONTRACTOR CALLS THEIR STATES UTILITY LOCATER FACILITATOR.
3. IT IS RECOMMENDED THAT THE SITES SOIL BE TESTED FOR
COMPRESSION RATING TO DETERMINE FOUNDATION AND FOOTING
DESIGN. CONCRETE FOUNDATIONS AND FOOTING DESIGN SHALL BE
ACCORDANCE TO CHAPTER 4 OF THE I.R.C CODE. SEE
FOUNDATION SECTION ON THIS PAGE FOR MORE DETAIL.
4. CONSULT A LOCAL CIVIL ENGINEER FOR SITE PLANS AND
SURVEYS OF EXISTING PROPERTY. A LANDSCAPE ARCHITECT
SHOULD BE CONSULTED FOR MORE EXTENSIVE SITE LANDSCAPE
DESIGNS.
I.R.C BUILDING PLANNING -
CHAPTER 3
GLAZING R308
R308.4 HAZARDOUS LOCATIONS
GLAZING IN THE FOLLOWING LOCATIONS SHALL BE OF SAFETY
GLAZING CONFORMING TO THE HUMAN IMPACT LOADS OF SECTION
R308.3 (SEE EXCEPTIONS).
1. SWINGING DOORS EXCEPT JALOUSIES.
2. FIXED AND OPERABLE PANELS OF SWINGING , SLIDING AND BIFOLD
DOOR ASSEMBLIES
3. STORM DOORS
4. UNFRAMED SWINGING DOORS
5. DOORS AND ENCLOSURES FOR HOT TUB, WHIRLPOOLS,
SAUNAS, STEAM ROOMS, BATHTUBS AND SHOWERS AND IN ANY
PORTION OF A BUILDING WALL ENCLOSING THESE COMPARTMENTS
WHERE THE BOTTOM EDGE OF THE GLAZING IS LESS THAN 60
INCHES MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING
SURFACE.
6. FIXED OR OPERABLE VERTICAL PANELS ADJACENT TO A DOOR
WHERE THE NEAREST VERTICAL EDGE IS WITHIN A 24-INCH ARC
OF THE DOOR IN A CLOSED POSITION AND WHOSE BOTTOM EDGE
IS LESS THAN 60 INCHES ABOVE THE FLOOR OR WALKING
SURFACE.
7. INDIVIDUAL FIXED OR OPERABLE PANEL, OTHER THAN THOSE
DESCRIBED IN ITEMS 5 AND 6 ABOVE. THAT MEET ALL OF THE
FOLLOWING CONDITIONS :
8. RAILING REGARDLESS OF AREA OR HEIGHT ABOVE A WALKING
SURFACE INCLUDING STRUCTURED BALUSTER PANELS AND
NONSTRUCTURAL IN-FILL PANELS.
9. WALLS AND FENCES USED AS THE BARRIER FOR INDOOR AND
OUTDOOR SWIMMING POOLS ,HOT TUBS AND SPAS WHEN :
60 INCHES ABOVE A WALKING SURFACE AND 60 INCHES
HORIZONTALLY OF THE WATER'S EDGE.(THIS SHALL APPLY TO
SINGLE GLAZING AND ALL PANELS IN MULTIPLE GLAZING)
10. GLAZING ADJACENT TO STAIRWAYS,LANDINGS, AND APPROVED
RAMPS WITHIN 36 INCHES HORIZONTALLY OF A WALKING SURFACE
WHEN THE EXPOSED SURFACE OF THE GLASS IS LESS THAN 60
INCHES ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE.
11. GLAZING ADJACENT TO STAIRWAYS WITHIN 60 INCHES
HORIZONTALLY OF THE BOTTOM TREAD OF A STAIRWAY IN ANY
DIRECTION WHEN EXPOSED SURFACE OF THE GLASS IS LESS THAN
60 INCHES ABOVE THE NOSE OF THE TREAD.
MISC.
A.I SKYLIGHT AND SLOPED GLAZING SHALL COMPLY WITH
SECTION R308.6
B.I SITE BUILT WINDOWS SHALL COMPLY WITH SECTION R308.5
C.I EXTERIOR WINDOWS AND GLASS DOORS SHALL CONFORM TO
THE PROVISIONS OF SECTION R 613 AND THE FOLLOWING :
RESIST THE DESIGN WIND LOADS SPECIFIED IN TABLE R301.2(2)
AND ADJUSTED FOR HEIGHT AND EXPOSURE PER TABLE
R301.2(3) (SECTION R613.2)
D.I WINDOWS AND GLASS DOORS SHALL BE ANCHORED IN
ACCORDANCE WITH THE PUBLISHED MANUFACTURER'S
RECOMMENDATIONS. (SECTION R613.5.1)
H.I ANCHORAGE OF EXTERIOR WINDOWS SHALL CONFORM TO
SECTION R613.5.2
EMERGENCY ESCAPE AND RESCUE OPENING
R310
R310 EMERGENCY ESCAPE RESCUE OPENINGS
BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM SHALL
HAVE AT LEAST ONE OPERABLE EMERGENCY AND RESCUE OPENING.
SUCH OPENING SHALL OPEN DIRECTLY INTO A PUBLIC STREET,
PUBLIC ALLEY, YARD OR COURT . WHERE BASEMENTS CONTAIN ONE OR
MORE SLEEPING ROOMS, EMERGENCY EGRESS AND RESCUE
OPENINGS SHALL BE REQUIRED IN EACH SLEEPING ROOM. WHERE
EMERGENCY ESCAPE AND RESCUE OPENINGS
ARE PROVIDED THEY SHALL HAVE A SILL HEIGHT OF NOT MORE
THAN 44 INCHES ABOVE THE FLOOR. WHERE A DOOR OPENING
HAVING A THRESHOLD BELOW THE ADJACENT GROUND ELEVATION
SERVES AS AN EMERGENCY ESCAPE AND RESCUE OPENING AND
IS PROVIDED WITH A BULKHEAD ENCLOSURE, THE BULKHEAD
ENCLOSURE SHALL COMPLY WITH SECTION R310.3. THE NET
CLEAR OPENING DIMENSIONS REQUIRED BY THIS SECTION SHALL
BE OBTAINED BY THE NORMAL OPERATION OF THE EMERGENCY
ESCAPE AND RESCUE OPENINGS FROM THE INSIDE. EMERGENCY
ESCAPE AND RESCUE OPENINGS WITH A FINISHED SILL HEIGHT
BELOW THE ADJACENT GROUND ELEVATION SHALL BE PROVIDED
WITH A WINDOW WELL IN ACCORDANCE WITH SECTION R310.2.
EMERGENCY ESCAPE AND RESCUE SHALL OPEN DIRECTLY INTO A
PUBLIC WAY. OR TO A YARD OR COURT THAT OPENS TO A
PUBLIC WAY.
MEANS OF EGRESS 311
R311 MEANS OF EGRESS
STAIRWAYS, RAMPS, EXTERIOR EXIT BALCONIES, HALLWAYS AND
DOORS SHALL COMPLY WITH SECTION R311:
1. STAIRWAY WIDTH SHALL NOT BE LESS THAN 36" IN CLEAR
WIDTH AT ALL POINTS ABOVE THE PERMITTED HANDRAIL HEIGHT
AND BELOW THE REQUIRED HEADROOM HEIGHT. (R311.7.1)
2. THE MINIMUM HEADROOM IN ALL PARTS OF THE STAIRWAY
SHALL NOT BE LESS THAN 6'-8". (R311.7.2)
3. THE MAXIMUM RISER HEIGHT SHALL BE 7 3 /4 ". (R311.7.5.1)
4. THE MINIMUM TREAD DEPTH SHALL BE 10". WINDER TREADS
SHALL HAVE A MINIMUM TREAD DEPTH OF 6". (R311.7.5.2)
SMOKE ALARMS R314
R314.3 LOCATION
SINGLE- AND MULTIPLE-STATION SMOKE ALARMS SHALL BE
INSTALLED IN THE FOLLOWING LOCATIONS:
1. EACH SLEEPING ROOM
R314.3 LOCATION - CONTINUED
2. OUTSIDE OF EACH SLEEPING AREA IN THE IMMEDIATE VICINITY
OF THE BEDROOMS
3. ON EACH ADDITIONAL STORY OF THE DWELLING , INCLUDING
BASEMENTS, CELLARS AND HABITABLE ATTICS BUT NOT INCLUDING
CRAWL SPACES AND UNINHABITABLE ATTICS. IN DWELLINGS OR
DWELLING UNITS WITH SPLIT LEVELS AND WITHOUT AN INTERVENING
DOOR BETWEEN THE ADJACENT LEVELS. A SMOKE ALARM INSTALLED ON
THE UPPER LEVEL SHALL SUFFICE FOR THE ADJACENT LOWER
LEVEL PROVIDED THAT THE LOWER LEVEL IS LESS THAN ONE FULL
STORY BELOW THE UPPER LEVEL.
WHEN ONE OR MORE SMOKE ALARMS IS REQUIRED TO BE
INSTALLED WITHIN AN INDIVIDUAL DWELLING UNIT THE ALARM
DEVICES SHALL BE INTERCONNECTED IN SUCH A MANNER THAT
THE ACTUATION OF ONE ALARM WILL ACTIVATE ALL OF THE
ALARMS IN THE INDIVIDUAL UNIT.
BUILDINGS AND STRUCTURES CONSTRUCTED IN WHOLE OR IN PART
IN FLOOD HAZARD AREAS (INCLUDING A OR V ZONES) AS
ESTABLISHED IN TABLE R301.2 (1) SHALL BE DESIGNED AND
CONSTRUCTED IN ACCORDANCE WITH THE PROVISIONS CONTAINED
IN THIS SECTION
R322.1 GENERAL
R322.1.2 STRUCTURAL SYSTEMS
ALL STRUCTURAL SYSTEMS OF ALL BUILDING AND STRUCTURES
SHALL BE DESIGNED, CONNECTED AND ANCHORED TO RESIST
FLOTATION, COLLAPSE, OR PERMANENT LATERAL MOVEMENT DUE
TO STRUCTURAL LOADS AND STRESSES FROM FLOODING EQUAL TO
THE DESIGN FLOOD ELEVATION.
R322.1.4 ESTABLISHING THE DESIGN FLOOD ELEVATION
THE DESIGN FLOOD ELEVATION SHALL BE USED TO DEFINE AREAS
PRONE TO FLOODING, AND SHALL DESCRIBE. AT A MINIMUM . THE
BASE FLOOD ELEVATION AT THE DEPTH OF PEAK ELEVATION OF
FLOODING (INCLUDING WAVE HEIGHT ) WHICH HAS A 1 PERCENT OR
GREATER CHANCE OF BEING EQUALED TO EXCEEDED IN ANY
GIVEN YEAR.
FOR DETERMINING DESIGN FLOOD ELEVATIONS AND IMPACTS
REFER TO SECTION R322.1.4.1 AND R322.1.4.2
R322.1.6 PROTECTION OF MECHANICAL AND ELECTRICAL
SYSTEMS
ELECTRICAL SYSTEMS. EQUIPMENT AND COMPONENTS, AND
HEATING, VENTILATING, AIR CONDITIONING, AND PLUMBING
APPLICATIONS. PLUMBING FIXTURES, DUCT SYSTEMS, AND OTHER
SERVICE EQUIPMENT SHALL BE LOCATED AT OR ABOVE THE
DESIGN FLOOD ELEVATION.
REVIEW EXCEPTIONS R322.1.6
ENCLOSED AREAS, INCLUDING CRAWL SPACES, THAT ARE BELOW
THE DESIGN FLOOD ELEVATION SHALL:
1. BE USED SOLELY FOR PARKING OF VEHICLES , BUILDING ACCESS
OR STORAGE.
2. BE PROVIDED WITHFLOOD OPENING THAT MEET THE
FOLLOWING CRITERIA:
R322.2.2 ENCLOSED AREA BELOW DESIGN FLOOD
ELEVATION
A. THERE SHALL BE A MINIMUM OF TWO OPENINGS ON
DIFFERENT SIDES OF EACH ENCLOSED AREA: IF ANY BUILDING
HAS MORE THAN ONE ENCLOSED AREA BELOW THE DESIGN FLOOD
ELEVATION, EACH AREA SHALL HAVE OPENINGS ON EXTERIOR WALLS.
B. THE TOTAL NET AREA OF ALL OPENINGS SHALL BE AT LEAST 1
SQUARE INCH FOR EACH SQUARE FOOT OF ENCLOSED AREA, OR
THE OPENINGS SHALL BE DESIGNED AND THE CONSTRUCTION
DOCUMENTERS SHALL INCLUDE A STATEMENT THAT THE DESIGN
AND INSTALLATION WILL PROVIDE FOR EQUALIZATION OF
HYDROSTATIC FLOOD FORCES ON EXTERIOR WALLS BY ALLOWING
FOR AUTOMATIC ENTRY AND EXIT OF FLOODWATERS.
C. THE BOTTOM OF EACH OPENING SHALL BE 1 FOOT OR LESS
ABOVE THE ADJACENT GROUND LEVEL.
D. OPENING SHALL BEAT LEAST 3 INCHES IN DIAMETER.
E. ANY LOVERS, SCREENS, OR OTHER OPENING COVERS SHALL
ALLOW THE AUTOMATIC FLOW OF FLOOD WATERS INTO AND OUT
OF THE ENCLOSED AREA.
F. OPENINGS INSTALLED IN DOORS AND WINDOWS , THAT MEET
REQUIREMENTS A-E ARE ACCEPTABLE; HOWEVER, DOORS AND
WINDOWS WITHOUT INSTALLED OPENINGS DO NOT MEET THE
REQUIREMENTS OF THE SECTION.
I.R.C. FOUNDATION - CHAPTER 4
GENERAL R401
R401 .2 REQUIREMENTS
FOUNDATION CONSTRUCTION SHALL BE CAPABLE OF
ACCOMMODATING ALL LOADS ACCORDING TO SECTION R301 AND
OF TRANSMITTING THE RESULTING LOADS TO THE SUPPORTING
SOIL. FILL SOILS THAT SUPPORT FOOTINGS AND FOUNDATIONS
SHALL BE DESIGNED. INSTALLED, AND TESTED IN ACCORDANCE
WITH ACCEPTED ENGINEERING PRACTICES. GRAVEL FILL USED AS
FOOTINGS FOR WOOD AND PRECAST FOUNDATIONS SHALL COMPLY
WITH SECTION R403.
R401 .3 DRAINAGE
SURFACE DRAINAGE SHALL BE DIVERTED TO A STORM SEWER
CONVEYANCE OR OTHER APPROVED POINT OF COLLECTION SO AS
TO NOT CREATE A HAZARD. LOTS SHALL BE GRADED TO DRAIN
SURFACE WATER AWAY FROM FOUNDATION WALLS. THE GRADE
SHALL FALL A MINIMUM OF 6 INCHES WITHIN THE FIRST 10
FEET.
R401.4 SOIL TESTS
IN AREAS LIKELY TO HAVE EXPANSIVE. COMPRESSIBLE, SHIFTING
OR OTHER UNKNOWN SOIL CHARACTERISTICS. THE BUILDING
OFFICIAL SHALL DETERMINE WHETHER TO REQUIRE A SOIL TEST
TO DETERMINE THE SOILS CHARACTERISTIC AT A PARTICULAR
LOCATION. THIS TEST SHALL BE MADE BY AN APPROVED AGENCY
USING AN APPROVED METHOD. CONTRACTOR TO REFER TO TABLE
R401.14.1 FOR PRESUMPTIVE LOAD - BEARING VALVES OF
FOUNDATION MATERIALS.
MATERIALS R402
R402.1. WOOD FOUNDATIONSS
WOOD FOUNDATION SYSTEMS SHALL BE DESIGNED AND INSTALLED
IN ACCORDANCE WITH THE PROVISION OF THIS CODE.
R402.1.1 FASTENERS
FASTENERS USED BELOW APPROXIMATE GRADE (OR USED IN KNEE WALL
CONSTRUCTION) SHALL BE OF TYPE 304 OR 316 STAINLESS
STEEL. FASTENERS USED ABOVE APPROXIMATE GRADE SHALL BE OF TYPE 304
OR 316 STAINLESS STEEL , SILICON BRONZE, COPPER, HOT-DIPPED
GALVANIZED (ZINC COATED) STEEL NAILS. OR HOT TUMBLED
GALVANIZED (ZINC COATED) STEEL NAILS. ELECTROGALVANIZED
STEEL NAILS AND GALVANIZED (ZINC COATED) STEEL STAPLES
SHALL NOT BE PERMITTED.
R402.1.2 WOOD TREATMENT
ALL LUMBER AND PLYWOOD SHALL BE TREATED IN ACCORDANCE
WITH AWPA U1 AND BEAR THE LABEL OF AN ACCREDITED
AGENCY.
R402.2 CONCRETE
CONCRETE SHALL HAVE A MINIMUM SPECIFIED COMPRESSIVE
STRENGTH AS SHOWN IN TABLE R402.2 (SECTION R402.2)
CONCRETE SUBJECT TO WEATHERING (TABLE R301.2(1) SHALL
BE AIR ENTRAINED AS SPECIFIED IN TABLE R402.2 (SECTION
R402.2) CONCRETE MIXTURES FOR GARAGE AND SUPPORT SLABS
AND EXTERIOR LOCATIONS THAT WILL BE EXPOSED TO DEICING
CHEMICALS SHALL NOT HAVE MAXIMUM WEIGHT OF FLY ASH,
SILICA FUME, SLAG OR OTHER POZZOLANS THAT EXCEED THE
PERCENTAGE OF TOTAL WEIGHT OF CEMENTITIOUS MATERIALS
SPECIFIED IN SECTION 4.2.3. OF ACI 318. MATERIALS USED TO
PRODUCE CONCRETE AND TESTING THEREOF SHALL COMPLY WITH
THE APPLICABLE STANDARDS LISTED IN CHAPTER 3 OF ACI 318.
FOOTINGS R403
ALL EXTERIOR WALLS SHALL BE SUPPORTED ON CONTINUOUS
SOLID OR FULLY GROUTED MASONRY OR CONCRETE FOOTINGS ,
CRUSHED STONE FOOTINGS, WOOD FOUNDATIONS OR OTHER
APPROVED STRUCTURAL SYSTEMS.
R403.1.1 MINIMUM SIZE
MINIMUM SIZE FOR CONCRETE AND MASONRY FOOTINGS SHALL
BE AS SET FORTH IN TABLE R403.1 AND FIGURE R403.1(1)
SPREAD FOOTING SHALL BE AT LEAST 6 INCHES IN THICKNESS.
FOOTING PROJECTIONS SHALL BE AT LEAST 2 INCHES AND SHALL
NOT EXCEED THE THICKNESS OF THE FOOTINGS. THE SIZE OF THE
FOOTINGS SUPPORTING PIERS AND COLUMNS SHALL BE IN
ACCORDANCE WITH TABLE R401.4.1 FOOTINGS FOR WOOD
FOUNDATIONS SHALL BE IN ACCORDANCE WITH THE DETAILS SET
FORTH IN SECTION R403.2 AND FIGURES R403.1(2) AND
R403.1(3).
R403.1.2 CONTINUOUS FOOTING IN SEISMIC DESIGN CATEGORIES
D0. D1. AND D2
THE BRACED WALL PANELS AT EXTERIOR WALLS OF ALL
BUILDINGS AND ALL REQUIRED INTERIOR BRACED WALL PANELS IN
BUILDINGS WITH PLAN DIMENSIONS GREATER THAN 50 FEET IN
SEISMIC DESIGN CATEGORIES D0, D1, AND D2 SHALL BE
SUPPORTED BY CONTINUOUS FOOTINGS.
R403.1.3 SEISMIC REINFORCING
CONCRETE FOOTINGS LOCATED IN SEISMIC DESIGN CATEGORIES
D0,D1,AND D2 AS ESTABLISHED IN TABLE R301.2(1) SHALL
HAVE MINIMUM REINFORCEMENT SET FORTH IN THIS SECTION FOR
CONSTRUCTION JOINTS CREATED BETWEEN A CONCRETE FOOTING
AND A STEM WALL, WHERE A GROUTED MASONRY STEM WALL IS
SUPPORTED ON A CONCRETE FOOTING AND STEM WALL. AND
WHEN MASONRY STEM WALLS WITHOUT SOLID GROUT AND
VERTICAL REINFORCEMENT ARE NOT PERMITTED
R403.1.4 MINIMUM DEPTH
ALL EXTERIOR FOUNDATIONS SHALL BE PLACED AT LEAST 12
INCHES BELOW UNDISTURBED GROUND. WHERE APPLICABLE, THE
DEPTH OF FOOTINGS SHALL ALSO CONFORM TO SECTIONS
R403.1.4.1 THROUGH R403.1.4.2. EXCEPT FOR FROST-
PROTECTED FOOTINGS, PERMANENT SUPPORT SHALL BE
CONSTRUCTED IN ACCORDANCE WITH SECTION R403.3.
INSEISMIC DESIGN CATEGORIES D0,D1 AND D2, INTERIOR
FOOTINGS SUPPORTING BEARING OR BRACING WALLS AND CAST
MONOLITHICALLY WITH A SLAB ON APPROXIMATE GRADE SHALL EXTEND TO A
DEPTH OF NOT LESS THAN 12 INCHES BELOW THE TOP OF THE
SLAB-SECTION R403.1.4.2
R403.1.5 SLOPE
FOOTINGS SHALL BE STEPPED WHERE IT IS NECESSARY TO
CHANGE THE ELEVATION OF THE TOP SURFACE OF THE FOOTINGS
OR WHERE THE SLOPE OF THE BOTTOM SURFACE OF THE
FOOTING EXCEEDS ONE UNIT VERTICAL IN TEN UNITS HORIZONTAL
(10-PERCENT SLOPE)
R403.1.6 FOUNDATION ANCHORAGE
THE WOOD SOLE PLATE AT EXTERIOR WALLS ON MONOLITHIC
SLABS AND WOOD SILL PLATE SHALL BE ANCHORED TO THE
FOUNDATION WITH ANCHOR BOLTS SPACED A MAX. OF 6 FEET ON
CENTER. THERE SHALL BE A MINIMUM OF TWO BOLTS PER PLATE
SECTION. IN SEISMIC DESIGN CATEGORIES D0,D1,AND D2.
ANCHOR BOLTS SHALL BE SPACED 6 FEET ON CENTER AND
LOCATED WITHIN 12 INCHES OF THE ENDS OF EACH PLATE
2015 INTERNATIONAL RESIDENTIAL CODE CONSTRUCTION SPECIFICATIONS AND METHODOLOGIES
3.5PER SECTION R324.3.5 ENCLOSED AREAS BELOW THE DESIGN
FLOOD ELEVATION SHALL BE USED SOLELY FOR PARKING OR
VEHICLES, BUILDING ACCESS OR STORAGE.
R403.1 GENERAL
FLOOD-RESISTANT CONSTRUCTION R322
GSPublisherVersion 1148.0.46.46
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SECTION AT INTERIOR BRACED WALL LINES WHEN REQUIRED BY
SECTION R602.10.9 TO BE SUPPORTED ON A CONTINUOUS
FOUNDATION. BOLTS SHALL BE AT LEAST 1/2 INCH IN DIAMETER
AND SHALL EXTEND A MINIMUM OF 7 INCHES IN TO MASONRY
OR CONCRETE.
INTERIOR BEARING WALL SOLE PLATES ON MONOLITHIC SLAB
FOUNDATION SHALL BE POSITIVELY ANCHORED WITH APPROVED
FASTENERS A NOT AND WASHER SHALL BE TIGHTENED ON EACH
BOLT OF THE PLATE. SILLS AND SOLE PLATES SHALL BE
PROTECTED AGAINST DECAY AND TERMITES WHERE REQUIRED
BY SECTION R317 AND R318.
COLD-FORMED STEEL FRAMING SYSTEMS SHALL BE FASTENED TO
THE WOOD SILL PLATES OR ANCHORED DIRECTLY TO THE
FOUNDATION AS REQUIRED IN SECTION R505.3.1 OR R603.3.1.
NOTE: CONSULT SECTION R403.1.6 FOR EXCEPTIONS AND
SECTION R403.1.6.1 ANCHORAGE METHODOLOGIES IN SEISMIC
DESIGN CATEGORIES C (LIGHT- FRAME TOWNHOUSES. D0. D1.
AND D2.
R403.1.6 FOUNDATION ANCHORAGE - CONTINUE
R403.1.7 FOOTINGS ON OR ADJACENT TO SLOPES
THE PLACEMENT OF BUILDINGS AND STRUCTURES ON OR
ADJACENT TO SLOPES STEEPER THAN I UNIT VERTICAL IN 3
UNITS HORIZONTAL (33.3 PERCENT SLOPE) SHALL CONFORM TO
SECTIONS R403.1.7.1 THROUGH R403.1.7.4.
R403.1.8 FOUNDATIONS ON EXPANSIVE SOILS
FOUNDATIONS AND FLOOR SLABS FOR BUILDINGS LOCATED ON
EXPANSIVE SOILS SHALL BE DESIGNED IN ACCORDANCE WITH
SECTION 1808.6 OF THE INTERNATIONAL BUILDING CODE.
EXCEPTIONS: SLAB-ON-GROUND AND OTHER FOUNDATIONS
SYSTEMS WHICH HAVE PERFORMED ADEQUATELY IN SOIL
CONDITIONS SIMILAR TO THOSE ENCOUNTERED AT THE BUILDING
SITE ARE PERMITTED SUBJECT TO THE APPROVAL OF THE
BUILDING OFFICIAL.
EXPANSIVE SOILS SHALL BE DETERMINED PER SECTION
R403.1.8.1
R403.2 FOOTINGS FOR WOOD FOUNDATIONS
FOOTINGS FOR WOOD FOUNDATIONS SHALL BE IN ACCORDANCE
WITH FIGURES R403.1(2) AND R403.1(3) AND HAVE A BASE
AS DESCRIBED IN THIS SECTION.
R404.1 CONCRETE AND MASONRY FOUNDATION WALLS
FOR BUILDINGS WHERE THE MONTHLY MEAN TEMPERATURE OF
THE BUILDING IS MAINTAINED AT A MINIMUM OF 64 DEG.
FOOTINGS ARE NOT REQUIRED TO EXTEND BELOW THE FROST
LINE WHEN PROTECTED FROM FROST BY INSULATION IN
ACCORDANCE WITH FIGURE R403.3(1) AND TABLE R403.3(1).
FOUNDATIONS PROTECTED FROM FROST IN ACCORDANCE TO SAID
FIGURES AND TABLES SHALL NOT BE USED FOR UNHEATED
SPACES SUCH AS PORCHES . UTILITY ROOM. GARAGES. AND
CARPORTS. AND SHALL NOT BE ATTACHED TO BASEMENTS OR
CRAWL SPACES THAT ARE NOT MAINTAINED AT A MINIMUM
MONTHLY MEAN TEMPERATURE OF 64 DEGREES FAHRENHEIT.
FOUNDATION AND RETAINING WALLS R404
R403.3 FROST PROTECTED SHALLOW FOUNDATIONS
FOUNDATION DRAINAGE R405
R405.1 CONCRETE OR MASONRY FOUNDATIONS
DRAINS SHALL BE PROVIDED AROUND ALL CONCRETE OR
MASONRY FOUNDATIONS THAT RETAIN EARTH AND ENCLOSE
HABITABLE OR USABLE SPACES LOCATED BELOW GRADE.
DRAINAGE TILES, GRAVEL OR CRUSHED STONE DRAINS.
PERFORATED PIPE OR OTHER APPROVED SYSTEMS OR MATERIALS
SHALL BE INSTALLED AT OR BELOW THE AREA TO BE PROTECTED
AND SHALL DISCHARGE BY GRAVITY OR MECHANICAL MEANS INTO
AN APPROVED DRAINAGE SYSTEM GRAVEL OR CRUSHED STONE-
R405.1 CONCRETE OR MASONRY FOUNDATIONS- CONTINUE
DRAINS SHALL EXTEND AT LEAST I FOOT BEYOND THE OUTSIDE
EDGE OF THE FOOTING AND 6 INCHES ABOVE THE TOP OF THE
FOOTING AND BE COVERED WITH AN APPROVED FILTER
MEMBRANE MATERIAL. THE TOP OF THE OPEN JOINTS OF DRAIN
TILES SHALL BE PROTECTED WITH STRIPS OF BUILDING PAPER.
DRAINAGE TILES OR PERFORATED PIPE SHALL BE PLACED ON A
MINIMUM OF 2 INCHES OF WASHED GRAVEL OR CRUSHED ROCK
AT LEAST ONE SIEVE SIZE LARGER THAN THE TILE JOINT
OPENING OR PERFORATION AND COVERED NOT LESS THAN 6
INCHES OF THE SAME MATERIAL.
OTHER THAN GROUP I SOILS, A SUMP SHALL BE PROVIDED TO
DRAIN THE POROUS LAYER AND FOOTINGS . AND SHALL COMPLY
WITH SECTION R405.2.3.
FOUNDATION WATERPROOFING AND
DAMPPROOFING R406
R406.2 CONCRETE OR MASONRY FOUNDATION WATERPROOFING
1. FOUNDATION WALL WATERPROOFING SHALL BE WITH A
MEMBRANE EXTENDING FROM THE TOP OF THE FOOTING TO THE
FINISHED GRADE, WITH MATERIALS AS SPECIFIED IN SECTION
R406.2. EXCEPT WHERE REQUIRED TO BE WATERPROOFED.
FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE
HABITABLE OR USABLE SPACES LOCATED BELOW
APPROXIMATE GRADE SHALL BE DAMPPROOFED .
2. IN AREAS WHERE HIGH WATER TABLE OR OTHER SEVERE SOIL-
WATER CONDITIONS ARE KNOWN TO EXIST. EXTERIOR FOUNDATION
WALLS THAT RETAIN EARTH AND ENCLOSE HABITABLE OR USABLE
SPACE LOCATED BELOW APPROXIMATE GRADE SHALL BE
WATERPROOFED PER SECTION R406.2.
3. DAMPPROOFING, WHERE REQUIRED, SHALL BE INSTALLED WITH
MATERIALS AND AS REQUIRED IN SECTION R406.1.
UNDER-FLOOR SPACE R408
R408.1 VENTILATION
R408.2 OPENINGS FOR UNDER-FLOOR VENTILATION
VENTILATION OPENINGS SHALL BE COVERED FOR THE HEIGHT
AND WIDTH WITH AN APPROVED MATERIAL LISTED IN THIS
SECTION.
R408.4 ACCESS
AN ACCESS OPENING 18 INCHES BY 24 INCHES SHALL BE
PROVIDED TO THE UNDER FLOOR SPACE. ACCESS OPENINGS TO
UNDERFLOOR SPACES WHERE MECHANICAL EQUIPMENT IS
LOCATED SHALL BE PROVIDED IN ACCORDANCE WITH SECTION
MI305.1.4.
R408.7 FLOOD RESISTANCE
FOR BUILDINGS LOCATED IN FLOOD HAZARD AREAS AS
ESTABLISHED IN TABLE R301.2(1)
1. WALLS ENCLOSING THE UNDER - FLOOR SPACE SHALL BE
PROVIDED WITH FLOOD OPENINGS IN ACCORDANCE WITH SECTION
R322.2.2.
2. THE FINISHED GROUND LEVEL OF THE UNDER-FLOOR SPACE
SHALL BE EQUAL TO OR HIGHER THAN THE OUTSIDE FINISHED
GROUND LEVEL.
EXCEPTIONS: UNDER-FLOOR SPACES THAT MEET THE
REQUIREMENTS OF FEMA/FIA TB 11-1.
I.R.C. FLOORS - CHAPTER 5
R501.2 REQUIREMENTS
GENERAL R501
FLOOR CONSTRUCTION SHALL BE CAPABLE OF ACCOMMODATING
ALL LOADS ACCORDING TO SECTION R301 AND OF TRANSMITTING
THE RESULTING LOADS TO THE SUPPORTING STRUCTURAL
ELEMENTS.
R502.2 DESIGN AND CONSTRUCTION
WOOD FLOOR FRAMING R502
FLOORS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE
WITH THE PROVISIONS OF THIS CHAPTER. FIGURE R502.2 AND
SECTIONS R317 AND R318 OR IN ACCORDANCE WITH AF&PA/
NDS.
R502.2.1 FRAMING AT BRACED WALL LINES
A LOAD PATH FOR LATERAL FORCES SHALL BE PROVIDED
BETWEEN FLOOR FRAMING AND BRACED WALL PANELS LOCATED
ABOVE OR BELOW A FLOOR AS SPECIFIED IN SECTION
R602.10.8
R502.3 ALLOWABLE JOIST SPANS
SPANS FOR FLOOR JOISTS SHALL BE IN ACCORDANCE WITH
TABLES R502.3.1(1) AND R502.3.1(2).
R502.4 JOISTS UNDER BEARING PARTITIONS
JOISTS UNDER PARALLEL BEARING PARTITIONS SHALL BE OF
ADEQUATE SIZE TO SUPPORT THE LOAD. DOUBLE JOISTS. SIZED TO
ADEQUATELY SUPPORT THE LOAD. THAT AREA SEPARATED TO
PERMIT THE INSTALLATION OF PIPING OR VENTS SHALL BE FULL
DEPTH SOLID BLOCKED WITH LUMBER NOT LESS THAN 2 INCHES IN
NOMINAL THICKNESS SPACED NOT MORE THAN 4 FEET ON
CENTER. BEARING PARTITIONS PERPENDICULAR TO JOISTS SHALL
NOT BE OFFSET FROM THE SUPPORTING GIRDERS, WALLS, OR
PARTITIONS MORE THAN THE JOIST DEPTH UNLESS SUCH JOISTS
ARE OF SUFFICIENT SIZE TO CARRY THE ADDITIONAL LOAD.
CONCRETE AND MASONRY FOUNDATION WALLS SHALL BE
SELECTED AND CONSTRUCTED IN ACCORDANCE WITH
PROVISIONS OF SECTION R404 OR IN ACCORDANCE WITH
ACI 318. ACI 332. NCMA TR68-A OR ACI 530/ASCE 5/TMS
402 OR OTHER APPROVED STRUCTURAL STANDARDS. WHEN ACI
318. ACI 332 OR ACI 530/ASCE 5/TMS 402 OR THE
PROVISION OF SECTION R404 IF THE IRC CODE ARE USED TO
DESIGN CONCRETE OR MASONRY FOUNDATION WALLS. PROJECT
DRAWINGS. TYPICAL DETAILS AND SPECIFICATIONS ARE NOT
REQUIRED TO BEAR THE SEAL OF AN ARCHITECT OR ENGINEER.
UNLESS OTHERWISE REQUIRED BY THE STATE LAW OF THE
JURISDICTION HAVING AUTHORITY. FOUNDATION WALLS THAT MEET
ALL OF THE FIVE PROVISIONS IN SECTION R404.1 SHALL BE
CONSIDERED LATERALLY SUPPORTED .
1. CONCRETE, CONCRETE MASONRY AND CLAY MASONRY
FOUNDATION WALLS SHALL COMPLY WITH SECTION R404.1.1.
2. CONCRETE, CONCRETE MASONRY AND CLAY MASONRY
FOUNDATION WALLS IN SEISMIC DESIGN CATEGORIES D0, D1,
AND D2 SHALL COMPLY WITH SECTION R404.1.4.1.
3. A DESIGN IN ACCORDANCE WITH ACCEPTED ENGINEERING
PRACTICE SHALL BE PROVIDED FOR CONCRETE OR MASONRY
FOUNDATION WALLS WHEN SUCH WALLS ARE SUBJECT TO
HYDROSTATIC PRESSURE FROM GROUND WATER, OR SUPPORTING
MORE THAN 48 INCHES OF UNBALANCED BACKFILL THAT DO NOT
HAVE PERMANENT LATERAL SUPPORT AT THE TOP AND BOTTOM
AS PER SECTION R404.1.3
4. PLAN CONCRETE AND PLAN MASONRY FOUNDATION WALLS
LOCATED IN SEISMIC DESIGN CATEGORIES D0, D1, AND D2
SHALL BE IN ACCORDANCE WITH SECTION R404.1.4.
5. FOUNDATION WALL THICKNESS BASED ON WALLS SUPPORTED
SHALL BE IN ACCORDANCE WITH SECTION R404.1.5.
6. FOUNDATION WALLS SHALL EXTEND ABOVE THE FINISHED
GRADE ADJACENT TO THE FOUNDATION A MINIMUM OF 4 INCHES
WHERE MASONRY VENEER IS USED AND A MINIMUM OF 6
INCHES ELSEWHERE AS PER SECTION R404.1.6
THE UNDER-FLOOR SPACE BETWEEN THE BOTTOM OF THE FLOOR
JOISTS AND THE EARTH UNDER ANY BUILDING (EXCEPT SPACE
OCCUPIED BY A BASEMENT) SHALL HAVE VENTILATION OPENINGS
THROUGH FOUNDATION WALLS OR EXTERIOR WALLS. THE MINIMUM
NET AREA OF VENTILATION OPENINGS SHALL NOT BE LESS THAN
I SQUARE FOOT FOR EACH 150 SQUARE FEET OF UNDER FLOOR
SPACE AREA. ONE SUCH VENTILATION OPENING SHALL BE WITHIN
3 FEET OF EACH CORNER OF THE BUILDING.
R502.8 CUTTING, DRILLING AND NOTCHING
STRUCTURAL FLOOR MEMBERS SHALL NOT BE CUT, BORED, OR
NOTCHED IN EXCESS OF THE LIMITATIONS SPECIFIED IN THIS
SECTION. SEE FIGURE R502.8.
I.R.C. WALL CONSTRUCTION -
CHAPTER 6
WOOD WALL FRAMING R602
R602.10 WALL BRACING
BUILDINGS SHALL BE BRACED IN ACCORDANCE WITH THIS SECTION OR,
WHEN APPLICABLE, SECTION R602.12. WHERE A BUILDING DOES NOT
COMPLY WITH ONE OR MORE OF THE BRACING REQUIREMENTS IN THIS
SECTION, THOSE PORTIONS SHALL BE DESIGNED AND CONSTRUCTED IN
ACCORDANCE WITH SECTION R301.1.
BRACED WALL PANEL CONSTRUCTION METHODS SHALL BE IN
ACCORDANCE TO R602.10.2.
ALTERNATE BRACED WALL PANELS SHALL BE IN ACCORDANCE TO
R602.10.2.
I.R.C. WALL COVERINGS -
CHAPTER 7
R703.2 WATER-RESISTIVE BARRIER
EXTERIOR COVERING R703
ONE LAYER OF NO.15 ASPHALT FELT, FREE FROM HOLES AND
BREAKS, COMPLYING WITH ASTM D 226 FOR TYPE I FELT OR
OTHER APPROVED WATER-RESISTIVE BARRIER SHALL BE APPLIED
OVER STUDS OR SHEATHING OF ALL EXTERIOR WALLS. SUCH FELT
OR MATERIAL SHALL BE APPLIED HORIZONTALLY, WITH THE UPPER
LAYER LAPPED OVER THE LOWER LAYER NOT LESS THAN 2
INCHES. WHERE JOINTS OCCUR, FELT SHALL BE LAPPED NOT LESS
THAN 6 INCHES. THE FELT OR APPROVED MATERIAL SHALL BE
CONTINUOUS TO THE TOP OF THE WALLS AND TERMINATE AT
PENETRATIONS AND THE BUILDING APPENDAGES IN A MANNER
TO MEET THE REQUIREMENTS OF THE EXTERIOR WALL ENVELOPE
AS DESCRIBED IN SECTION R703.1.
R703.7. EXTERIOR PLASTER
INSTALLATION OF THESE MATERIALS SHALL BE IN COMPLIANCE
WITH ASTM C926 AND ASTM C 1063 AND THE PROVISIONS OF
THIS CODE.
R703.7.1 LATH
ALL LATH AND LATH ATTACHMENTS SHALL BE OF CORROSION -
RESISTANT MATERIALS. EXPANDED METAL OR WOVEN WIRE LATH
SHALL BE ATTACHED WITH 1 1/2 -INCH-LONG, 11 GAUGE NAILS,
HAVING A 7/16-INCH HEAD, OR 7/8-INCH-LONG, 16-GAUGE
STAPLES, SPACED NOT MORE THAN 6 INCHES, OR AS OTHERWISE
APPROVED.
R703.7.2 PLASTER
PLASTERING WITH PORTLAND CEMENT PLASTER SHALL BE NOT
LESS THAN THREE COATS WHEN APPLIED OVER METAL LATH OR
WIRE LATH AND SHALL BE NOT LESS THAN TWO COATS WHEN
APPLIED OVER MASONRY, CONCRETE. PRESSURE-PRESERVATIVE
TREATED WOOD OR DECAY RESISTANT WOOD AS SPECIFIED IN
SECTION R317.1 OR GYPSUM BACKING. IF THE PLASTER
SURFACE IS COMPLETELY CONCEALED. PLASTER APPLICATION NEED
BE ONLY TWO COATS, PROVIDED THE TOTAL THICKNESS IS SET
FOURTH IN TABLE R702.1(1).
ON WOOD-FRAME CONSTRUCTION WITH AN ON-GRADE FLOOR SLAB
SYSTEM, EXTERIOR PLASTER SHALL BE APPLIED TO COVER, BUT
NOT EXTEND BELOW, LATH, PAPER AND SCREED .
THE PROPORTION OF AGGREGATE TO CEMENTITIOUS MATERIALS
SHALL BE SET FOURTH IN TABLE R702.1(3).
R703.7.2.1 WEEP SCREEDS
A MINIMUM 0.019-INCH (No.26 GALVANIZED SHEET GAUGE).
CORROSION-RESISTANT WEEP SCREED OR PLASTIC WEEP SCREED,
WITH A MINIMUM VERTICAL ATTACHMENT FLANGE OF 3 1/2
INCHES SHALL BE PROVIDED AT OR BELOW THE FOUNDATION
PLATE LINE ON EXTERIOR STUD WALLS IN ACCORDANCE WITH
ASTM C 926. THE WEEP SCREED SHALL BE PLACED A MINIMUM
OF 4 INCHES ABOVE THE EARTH OR 2 INCHES ABOVE THE
PAVED AREAS AND SHALL BE OF A TYPE THAT WILL ALLOW
TRAPPED WATER TO DRAIN TO THE EXTERIOR OF THE BUILDING.
THE WEATHER-RESISTANT BARRIER SHALL LAP THE ATTACHMENT
FLANGE. THE EXTERIOR LATH SHALL COVER THE TERMINATE ON
THE ATTACHMENT FLANGE OF THE WEEP SCREED.
R703.7.3 WATER-RESISTIVE BARRIERS
WATER-RESISTIVE BARRIERS SHALL BE INSTALLED AS REQUIRED IN
SECTION R703.2 AND, WHERE APPLIED OVER WOOD-BASED
SHEATHING SHALL INCLUDE A WATER-RESISTIVE VAPOR-
PERMEABLE BARRIER WITH THE PERFORMANCE AT LEAST
EQUIVALENT TO TWO LAYERS OF GRADE D PAPER.
R703.8.3 LINTELS-STONE VENEER
R703.8.4 ANCHORAGE-STONE VENEER
MASONRY VENEER SHALL BE ANCHORED TO THE SUPPORTING
WALL WITH CORROSION -RESISTANT METAL TIES WHERE VENEER IS
ANCHORED TO WOOD BACKINGS BY CORRUGATED SHEET METAL
TIES, THE DISTANCE SEPARATING THE VENEER FROM THE
SHEATHING MATERIAL SHALL BE A MAXIMUM OF A NOMINAL I
INCH. WHERE THE VENEER IS ANCHORED TO WOOD BACKINGS
USING METAL STRAND WIRE TIES, THE DISTANCE SEPARATING THE
VENEER FROM THE SHEATHING MATERIAL SHALL BE A MAXIMUM
OF 4 1/2 INCHES EACH TIE SHALL BE SPACED NOT MORE THAN
24" ON CENTER HORIZONTALLY AND VERTICALLY AND SHALL
SUPPORT NOT MORE THAN 2.67 SQUARE FEET OF WALL AREA AS
PER SECTION R703.7.4.1
I.R.C. ROOF-CLNG CONSTRUCTION
CHAPTER 8
GENERAL R801
R801.2 REQUIREMENTS
ROOF AND CEILING CONSTRUCTION SHALL BE CAPABLE OF
ACCOMMODATING ALL LOADS IMPOSED ACCORDING TO SECTION
R301 AND OF TRANSMITTING THE RESULTING LOADS TO THE
SUPPORTING STRUCTURAL ELEMENTS.
WOOD ROOF FRAMING R802
R802.3 FRAMING DETAILS
RAFTERS SHALL BE FRAMED TO RIDGE BOARD OR TO EACH OTHER
WITH A GUSSET PLATE AS A TIE . RIDGE BOARD SHALL BE AT
LEAST I-INCH NOMINAL THICKNESS AND NOT LESS IN DEPTH THAN
THE CUT END OF THE RAFTER. AT ALL VALLEYS AND HIPS THERE
SHALL BE A VALLEY OR HIP RAFTER NOT LESS THAN 2-INCH
NOMINAL THICKNESS AND NOT LESS IN DEPTH THAN THE CUT END
OF THE RAFTER. HIP AND VALLEY RAFTERS SHALL BE SUPPORTED
AT THE RIDGE BY A BRACE TO A BEARING PARTITION OR BE
DESIGNED TO CARRY AND DISTRIBUTE THE SPECIFIC LOAD AT THAT
POINT. WHERE ROOF PITCH IS LESS THAN 3 UNITS VERTICAL IN
12 UNITS HORIZONTAL. STRUCTURAL MEMBERS THAT SUPPORT
RAFTERS AND CEILING JOISTS, SUCH AS RIDGE BEAMS, HIP AND
VALLEYS. SHALL BE DESIGNED AS BEAMS.
CEILING JOISTS AND RAFTER CONNECTORS AND LAPS SHALL BE IN
ACCORDANCE TO SECTION R802.3.1 AND R802.3.2.
R802.4 ALLOWABLE CEILING JOIST SPANS
SPANS FOR CEILING JOISTS SHALL BE IN ACCORDANCE WITH
TABLES R802.4(1) AND R802.4 (2). FOR OTHER GRADES AND
SPECIES AND FOR OTHER LOADING CONDITIONS. REFER TO AF&PA
SPAN TABLES FOR JOISTS AND RAFTERS .
R802.5 ALLOWABLE RAFTER SPANS
SPANS FOR RAFTERS SHALL BE IN ACCORDANCE WITH TABLES
R802.5(1) AND R802.5.1(8). FOR OTHER GRADES AND
SPECIES AND FOR OTHER LOADING CONDITIONS. REFER TO AF&PA
SPAN TABLES FOR JOISTS AND RAFTERS. THE SPAN OF EACH
RAFTER SHALL BE MEASURED ALONG THE HORIZONTAL
PROJECTION OF THE RAFTER.
R802.5.1 PURLINS
INSTALLATION OF PURLINS TO REDUCE THE SPAN OF RAFTERS IS
PERMITTED AS SHOWN IN FIGURE R802.5.1. PURLINS SHALL BE
SIZED NO LESS THAN THE REQUIRED SIZE OF THE RAFTERS THAT
THEY SUPPORT. PURLINS SHALL BE CONTINUOUS AND SHALL BE
SUPPORTED BY 2-INCH BY 4-INCH BRACES INSTALLED TO
BEARING WALLS AT A SLOPE NO MORE THAN 45 DEGREES FROM
THE HORIZONTAL. THE BRACES SHALL BE SPACED NOT MORE
THAN 4 FEET ON CENTREX AND THE UNBRACED LENGTH OF
BRACES SHALL NOT EXCEED 8 FEET.
ROOF VENTILATION R806
R806.1 VENTILATION REQUIRED
ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED
WHERE CEILING ARE APPLIED DIRECTLY TO THE UNDERSIDE OF
THE ROOF RAFTER SHALL HAVE CROSS VENTILATION FOR EACH
SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST
THE ENTRANCE OF RAIN OR SNOW. VENTILATING OPENINGS SHALL
BE PROVIDED WITH CORROSION-RESISTANT WIRE MESH, WITH 1/16
INCH MINIMUM TO 1/4 INCH MAXIMUM OPENINGS.
R806.2 MINIMUM VENT AREA
THE MINIMUM NET FREE VENTILATING AREA SHALL BE 1/150 OF
THE AREA OF THE SPACE VENTILATED, EXCEPT THAT REDUCTION
OF THE TOTAL AREA TO 1/300 IS PERMITTED PROVIDED THAT AT
LEAST 40 PERCENT AND NOT MORE THAN 50 PERCENT OF THE
REQUIRED VENTILATING AREA IS PROVIDED BY VENTILATORS
LOCATED IN THE UPPER PORTION OF THE SPACE. UPPER
VENTILATORS SHALL BE LOCATED NO MORE THAN 3 FEET BELOW
THE RIDGE OR HIGHEST POINT OF THE SPACE MEASURED
VERTICALLY.
R806.3 VENT AND INSULATION CLEARANCE
WHERE EAVE OR CORNICE VENTS ARE INSTALLED, INSULATION
SHALL NOT BLOCK THE FREE FLOW OF AIR. A MINIMUM OF A I-
INCH SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND
THE ROOF SHEATHING AND AT THE LOCATION OF THE VENT.
ATTIC ACCESS R807
BUILDINGS WITH COMBUSTIBLE CEILING OR ROOF CONSTRUCTION
SHALL HAVE AN ATTIC ACCESS OPENING TO ATTIC AREAS THAT
EXCEED 30 SQUARE FEET AND HAVE A VERTICAL HEIGHT OF 30
INCHES OR MORE.
THE ROUGH-FRAMED OPENING SHALL NOT BE LESS THAN 22
INCHES BY 30 INCHES AND SHALL BE LOCATED IN A HALLWAY
OR OTHER READILY ACCESSIBLE LOCATION. A 30 INCH MINIMUM
UNOBSTRUCTED HEADROOM IN THE ATTIC SPACE SHALL BE
PROVIDED AT SOME POINT ABOVE THE ACCESS OPENING. SEE
SECTION M1305.1.3 FOR ACCESS REQUIREMENTS WHERE
MECHANICAL EQUIPMENT IS LOCATED IN ATTICS.
R807.1 ATTIC ACCESS
MASONRY VENEER SHALL NOT SUPPORT ANY VERTICAL LOAD
OTHER THAN THE DEAD LOAD OF THE VENEER ABOVE. VENEER
ABOVE OPENINGS SHALL BE SUPPORTED ON LINTELS OF
NONCOMBUSTIBLE MATERIALS AND THE ALLOWABLE SPAN SHALL
NOT EXCEED THE VALUE SET FOURTH IN TABLE R703.7.3.1. THE
LINTELS SHALL HAVE A LENGTH OF BEARING NOT LESS THAN 4
INCHES.
R502.3.3 FLOOR CANTILEVERS
FLOOR CANTILEVER SPANS SHALL NOT EXCEED THE NOMINAL
DEPTH OF THE WOOD FLOOR JOIST. FLOOR CANTILEVERS
CONSTRUCTED IN ACCORDANCE WITH TABLE R502.3.3(1)
SHALL BE PERMITTED WHEN SUPPORTING A LIGHT-FRAME
BEARING WALL OR ROOF ONLY.
R602.10.1 BRACED WALL LINES
FOR THE PURPOSE OF DETERMINING THE AMOUNT AND LOCATION OF
BRACING REQUIRED IN EACH STORY LEVEL OF A BUILDING, BRACED WALL
LINES SHALL BE DESIGNATED AS STRAIGHT LINES IN THE BUILDING
PLACED IN ACCORDANCE WITH THIS SECTION.
THE PROVISIONS OF THIS SECTION SHALL CONTROL THE
CONSTRUCTION OF EXTERIOR STRUCTURAL INSULATED PANEL (SIP)
WALLS AND INTERIOR LOAD-BEARING SIP WALLS FOR BUILDINGS NOT
GREATER THAN 60 FEET IN LENGTH PERPENDICULAR TO THE JOIST
OR TRUSS SPAN, NOT GREATER THAN 40 FEET IN WIDTH PARALLEL
TO THE JOIST OR TRUSS SPAN AND NOT GREATER THAN TWO
STORIES IN HEIGHT WITH EACH WALL NOT GREATER THAN 10 FEET
HIGH.
STRUCTURAL INSULATED PANEL WALL
CONSTRUCTION R610
R610.2 APPLICABILITY LIMITS
SIPS SHALL COMPLY WITH FIGURE R610.4 AND SHALL HAVE MINIMUM
PANEL THICKNESS IN ACCORDANCE WITH TABLES R610.5(1) AND
R610.5(2) FOR ABOVE-GRADE WALLS. ALL SIPS SHALL BE IDENTIFIED
BY GRADE MARK OR CERTIFICATE OF INSPECTION ISSUED BY AN
APPROVED AGENCY.
R610.4 SIP WALL PANELS
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12-0X14-0 - OVERHEAD9-0X9-0 - OVERHEAD
2'-0"
5'-0"
2'-0"
5'-0"
2'-0"
5'-0"
2'-0"
5'-0"
3'-0"
8'-0"
8-0X8-0 - OVERHEAD
5'-0"
3'-0"
5'-0"
3'-0"
5'-0"
3'-0"
5'-0"
3'-0"
2'-8"
5'-0"
2'-8"
5'-0"
6'-8"
3'-0"
SHOP13'-6" x 22'-6"13'-6" x 22'-6"10'-0 Clg. Hgt.
50
'
-
2
"
8"
6'
-
0
"
12
'
-
2
"
12
'
-
2
"
12
'
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"
7'
-
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"
14'-0"18'-0"
32'-0"
3'-0"8'-0"3'-0"7'-8"2'-8"7'-8"
49
'
-
2
"
8"
25
'
-
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"
23
'
-
6
"
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-
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"
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'
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14'-0"18'-0"
32'-0"
2'-6"9'-0"2'-6"2'-0"1'-0"12'-0"1'-0"2'-0"
2
A3.0
2
A3.0
1
A3.0
1
A3.0
STRUCTURAL ENGINEER SHOULD BE
CONSULTED PRIOR TO CONSTRUCTION .
GENERAL STRUCTURAL NOTES
1. OWNER IS RESPONSIBLE TO
VERIFY THIS HOUSE IS BUILT IN
COMPLIANCE WITH ALL LOCAL
ORDINANCES. DESIGNER IS
NOT RESPONSIBLE FOR SITE CONDITIONS
AND/OR THE USE OF THE
DRAWINGS DURING CONSTRUCTION.
2. BUILDER MUST VERIFY ALL STRUCTURAL
ELEMENTS FOR DESIGN
AND SIZE WITH A LOCAL ENGINEER
AND BUILDING OFFICIALS.
3. EXACT SPECIFICATION FOR ALL CONCRETE
FOUNDATIONS (i.e. SIZE &
REINFORCEMENT MUST BE DETERMINED BY
LOCAL SOIL CONDITIONS
AND ALL CODES THAT APPLY LOCALLY.
VERIFY STRUCTURAL DESIGN
WITH LOCAL ENGINEER.
4. STRUCTURAL LIABILITY: THE STRUCTURAL
FRAMING SYSTEMS (STRUCTURAL ELEMENTS
SUCH AS BUT NOT LIMITED TO FOOTINGS ,
FOUNDATION WALLS, REINFORCED
CONCRETE, FRAMING WALLS,
STRUCTURALLY INSULATED PANEL
WALLS & ROOF BEAMS,
CONNECTIONS, HEADERS, JOISTS,
RAFTERS AND TRUSSES), FOR
THIS HOUSE IS FOR REFERENCE
PURPOSE ONLY. A LOCAL
GARAGE 1,582 Sq Ft
SQUARE FOOTAGE
SCALE: 1/4" = 1'-0"1 MAIN FLOOR PLAN
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SCALE: 1/4" = 1'-0"2 RIGHT ELEVATION
SCALE: 1/4" = 1'-0"3 LEFT ELEVATION
SCALE: 1/4" = 1'-0"4 REAR ELEVATION
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SCALE: 1/4" = 1'-0"2 BUILDING SECTION #2
SCALE: 1/4" = 1'-0"1 BUILDING SECTION #1
SCALE: 1/2" = 1'-0"3 TYPICAL WALL SECTION
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2.
A. Refrigerator F. Kitchen Hood K.Dryer
B. Ovens G. Cooktop
C. Garbage Disposal H. Furnace
D. Dishwasher I. Spa Equipment
E. Microwave J. Washing Machine
1.
ELECTRICAL
3.
4.
5.
6.
7.
8.
9.
10.
ELECTRICAL INFORMATION PROVIDED ON THESE PLANS ARE FOR DESIGN
PURPOSES ONLY. FOR POWER AND CABLING DISTRIBUTION, CIRCUITING
AND CIRCUIT LOADS AND ALL RELATED INFORMATION CONCERNING
ELECTRICAL WORK REFER TO ELECTRICAL SUB-CONTRACTORS.
ELECTRICAL WORK TO CONFORM TO ALL LOCAL AND STATE LAWS AND TO
BE PERFORMED BY A LICENSED ELECTRICIAN .
ALL LIGHTING CIRCUITS SHALL BE CIRCUITS DEDICATED TO LIGHTING
ONLY.
SMOKE DETECTORS SHALL BE CONNECTED
TO A LIGHTING CIRCUIT. TO BE 110V WITH
BATTERY BACKUP AND ARE AUDIBLE IN ALL SLEEPING AREAS.
AT ALL BATHROOMS ONE 20 AMP BRANCH CIRCUIT SHALL SUPPLY ALL
BATHROOM WALL OR COUNTER -TOP OUTLETS ONLY.
PROVIDE TWO 20 AMP BRANCH CIRCUITS TO THE KITCHEN. THESE
CIRCUITS SHALL BE LIMITED TO SUPPLYING WALL AND COUNTER SPACE
OUTLETS WITHIN THE KITCHEN. THESE CIRCUITS SHALL NOT BE USED FOR
LARGE APPLIANCES.
ALL BEDROOM ELECTRICAL RECEPTACLES SHALL BE OF THE ARC-FAULT
CIRCUIT INTERRUPTER TYPE, TYP.
THE FOLLOWING APPLIANCES SHALL BE ON A DEDICATED CIRCUIT :
A SEPARATE DEDICATED 20 AMP BRANCH CIRCUIT SHALL BE PROVIDED TO
SUPPLY LAUNDRY RECEPTACLE OUTLET .
LIGHT FIXTURES IN TUB OR SHOWER ENCLOSURES SHALL HAVE "SUITABLE
FOR DAMP LOCATIONS" LABEL. IF IN COMBINATION WITH EXHAUST FAN
FIXTURE, EXHAUST FAN MUST PROVIDE MINIMUM OF 5 AIR CHANGES PER
HOUR.
ELECTRICAL GROUNDING SYSTEM SHALL BE PER ALL APPLICABLE CODES.
CONTRACTOR AND/OR ELECTRICAL SUB-CONTRACTOR SHALL SELECT
GROUNDING METHOD MOST COMPATIBLE WITH FOUNDATION SYSTEM .
FLOOD LIGHT
W.P.
S.D.
DUPLEX OUTLET
EXHAUST FAN
INCANDESCENT LIGHT
EMERGENCY LIGHT
GROUND FAULT INTERRUPT
HANGING LIGHT
UNDER CABINET LIGHT
4 BULB 4' FLOURESCENT LIGHT
FLOOR DUPLEX OUTLET
SWITCHED DUPLEX OUTLET
SMOKE & C.O. DETECTORC.O.
8' FLOURESCENT LIGHT
S
WALL MOUNT INCANDESCENT LIGHT
PLANTER FLOOD
SMOKE DETECTOR
PHOTO CELL
E
PH.C.
TELEVISIONTV
PHONE
DUPLEX OUTLET -GFI
DUPLEX OUTLET -
S.D.
220 OUTLET
SWITCH
C
CEILING FAN W/LIGHT KIT
CEILING FAN
COMPUTER OUTLET
ELECTRICAL KEY
PENDENT INCANDESCENT LIGHT
WEATHER PROTECTED
HEAT-LIGHT/FAN
EYEBALL RECESSED
PH.
VANITY LIGHT
2 BULB 4' FLOURESCENT LIGHT
RECESSED INCANDESCENT
SCALE: 1/4" = 1'-0"1 MAIN FLOOR ELECTRICAL
GENERAL STRUCTURAL NOTES
GENERAL
1. Construction documents are valid for a single use at the project location and shall not be reused, copied, or reproduced
without written approval of the registered design professional in responsible charge.
2. General notes and typical details are provided as a supplement to the construction documents and apply where specific
notes and details are not available. Specific notes and structural details shall take precedence over general notes and
typical details. Structural requirements shown in the framing plans and in structural details shall take precedence over
structural notes indicated in architectural sections.
3. Printed dimensions shall take precedence over scales shown on construction documents. The registered design
professional in responsible charge does not warrant the accuracy of scaled dimensions.
4. Approval by the inspector does not imply approval by the registered design professional in responsible charge. Structural
specifications that are unclear or ambiguous shall be referred to the registered design professional in responsible charge
for interpretation or clarification.
5. The registered design professional in responsible charge assumes no liability for the accuracy, completeness, or code
compliance of architectural, electrical, mechanical, drainage, or other non-structural specifications.
6. Omissions in and conflicts between the various elements of the construction documents shall be brought to the immediate
attention of the registered design professional in responsible charge and shall be resolved by the same before proceeding
with any work involved.
7. Requests for substitutions shall be submitted in writing to the registered design professional in responsible charge and shall
include the reasons for the request and any cost differentials. Substitutions are not allowed unless approved in writing by
the registered design professional in responsible charge.
8. The contractor shall become familiar with all portions of the construction documents and shall ensure that all subcontractors
are familiar with those portions pertaining to their area of work. The contractor shall verify all site conditions, dimensions,
elevations, coordinate all doors, windows, non-bearing interior and exterior walls, elevations, slopes, stairs, curbs, drains,
recesses, depressions, railings, waterproofing, finishes, chamfer, kerfs, and so forth, and immediately notify the registered
design professional in responsible charge regarding actual conditions which are not in agreement with the construction
documents.
9. The contractor is responsible for the method, means, and sequence of all structural erection except when specifically noted
otherwise in the construction documents. The contractor shall provide temporary shoring and bracing, providing adequate
vertical and lateral support during erection. Shoring and bracing shall remain in place until all permanent members are
placed and all final connections are completed.
10.The contractor is responsible for standard connections, unless noted otherwise. The contractor shall obtain additional
assistance from the registered design professional in responsible charge for non-standard connections.
SOIL AND FOUNDATIONS
1. Geotechnical investigations shall conform to 2018 IBC 1803. Excavation, grading and fill shall conform to 2018 IBC 1804.
Footings and foundations shall be constructed in accordance with 2018 IBC 1807 through 1810.
2. Where required, the owner shall submit a geotechnical investigation report to the building official in accordance with 2018
IBC 1803. The contractor shall inform the registered design professional in responsible charge if the soil conditions are not
consistent with the investigation report and the foundation design data.
3. Excavations for any purpose shall not remove lateral support from any footing or foundation without first underpinning or
protecting the footing or foundation against settlement or lateral translation (2018 IBC 1804.1).
4. Excavation outside the foundation shall be backfilled with soil that is free of organic material, construction debris, cobbles
and boulders or with a controlled low-strength material (CLSM). The backfill shall be placed in lifts and compacted, in a
manner that does not damage the foundation or the waterproofing or dampproofing material (2018 IBC 1804.3).
5. The ground immediately adjacent to the foundation shall have a 5-percent slope away from the building for a minimum
distance of 10 feet measured perpendicular to the face of the foundation wall. If physical obstructions or lot lines prohibit 10
feet of horizontal distance, a 5-percent slope shall be provided to an approved alternative method of diverting water away
from the foundation. Impervious surfaces within 10 feet of the building foundation shall have a minimum 2-percent slope
(2018 IBC 1804.4).
6. Footings and foundations shall be built on undisturbed soil, compacted fill material or CLSM. Compacted fill material and
CLSM shall conform to 2018 IBC 1804.6 and 2018 IBC 1804.7, respectively (2018 IBC 1809.2).
7. The top surface of the footings shall be level. The bottom surface of footings is permitted to have a maximum 10-percent
slope. Footings shall be stepped where it is necessary to change the elevation of the top surface of the footing or where the
surface of the ground has more than a 10-percent slope (2018 IBC 1809.3).
8. The minimum depth of footings below the undisturbed ground surface shall be 12 inches (2018 IBC 1809.4). Foundation
walls, piers and other permanent supports shall be extended below the frost line, except where otherwise protected from
frost (2018 IBC 1809.5).
9. The placement of footings on or adjacent to 33-percent slopes and steeper shall conform to 2018 IBC 1808.7.
10.Floors of basements shall be placed over base course not less than 4 inches in thickness and a drain shall be installed
around the foundation perimeter that consists of gravel or crushed stone containing not more than 10-percent material that
passes through a No. 4 sieve (2018 IBC 1805.4.1, 1805.4.2).
11.Backfill shall not be placed against a foundation wall until the wall has sufficient strength and is anchored to the floor above,
or is sufficiently braced to prevent damage by the backfill, except bracing is not required for walls supporting less than 4
feet of unbalanced backfill (R404.1.7).
CONCRETE
1. Concrete materials, quality control, and construction shall comply with 2018 IBC Chapter 19 and ACI 318-14.
2. Compressive strength (minimum specified at 28 days)
2.1. Footings: 3,000 psi (2018 IBC 1808.8.1) (2,500 psi used in design)
2.2. Interior floor slabs on grade: 4,000 psi
2.3. Exterior floor slabs on grade: 4,000 psi
2.4. Suspended slabs: 4,000 psi
2.5. Walls: 3,000 psi (2018 IBC 1904.1) for R-2, R-3 occupancies and appurtenances
4,000 psi for other occupancies
3. Materials
3.1. Cements (ASTM C 150). Concrete exposed to freezing and thawing or deicing chemicals shall conform to the
maximum water-cementitious material ratios and minimum compressive strength requirements of ACI 318-14 table
19.3.1.1 & 19.3.2.1
3.2. Aggregates (ASTM C 33): nominal maximum size of coarse aggregate shall not be larger than 1/5 the narrowest
dimension between forms, nor 1/3 the depth of slabs, nor 3/4 the minimum clear spacing between reinforcing bars or
wires, tendons, or ducts (ACI 318-14 26.4.2.1).
3.3. Water used in mixing concrete shall be potable, clean and free from injurious amounts of oils, acids, alkalis, salts,
organic materials, or other substances deleterious to concrete or reinforcement (ACI 318-14 26.4.1.3.1.b).
3.4. Admixtures shall be subject to prior approval by the registered design professional in responsible charge (ACI 318-14
26.4.1.4.1.b).
3.5. Concrete exposed to freezing and thawing or deicing chemicals shall be air-entrained with air content indicated in ACI
318-14 Table 19.3.3.1. Tolerance on air content as delivered shall be plus/minus 1.5 percent (ACI 318-14
R26.4.2.1(a)(5)).
4. Steel Reinforcement
4.1. Deformed bars: fy = 60 ksi (ASTM A615)
4.2. Welded plain wire: fy = 60 ksi (ASTM A1064)
4.3. Deformed Bar Anchors (DBA) (ASTM A1064)
4.4. Headed Stud Anchors (HSA) (ASTM A108)
4.5. At the time concrete is placed, reinforcement shall be free from ice, mud, oil, or other nonmetallic coatings that
decrease bond (ACI 318-14 26.6.1.2).
4.6. Reinforcement shall be accurately placed and adequately supported before concrete is placed, and shall be secured
against displacement (ACI 318-14 26.6.2.2).
4.7. Details of reinforcement shall conform to ACI 318-14 Chapter 25.
5. Minimum concrete cover (ACI 318-14 Table 20.6.1.3.1)
5.1. Concrete cast against and exposed to earth: 3 inches
5.2. Concrete exposed to earth or weather:
5.2.1. No. 6 through No. 18 bars: 2 inches
5.2.2. No. 5 bar, W31 wire, and smaller: 1.5 inches
5.3. Concrete not exposed to earth or weather:
5.3.1. Slabs, walls, joists No. 11 bar and smaller: 0.75 inches
5.3.2. Beams, columns primary reinf., ties, stirrups: 1.5 inches
6. Formwork shall conform to ACI 318-14 Sections 26.11 and 26.12 and ACI 347. Forms shall be removed in a manner as not
to impair safety and serviceability of the structure. Concrete exposed by form removal shall have sufficient strength not to
be damaged by removal operation (ACI 318-14 26.11.2).
7. Conduits, pipes, and sleeves of any material not harmful to concrete and within the limitations of ACI 318-14 20.7 shall be
approved by the registered design professional in responsible charge (ACI 318-14 20.7).
8. Construction joints shall be so made and located as not to impair the strength of the structure (ACI 318-14 18.10.9).
9. The thickness of concrete floor slabs on grade shall not be less than 3.5 inches. A 6-mil polyethylene vapor retarder with
joints lapped not less than 6 inches (or an equivalent material) shall be placed between the base course or subgrade and
the concrete floor slab, except a vapor retarder is not required in detached utility buildings or other unheated facilities (2018
IBC 1907).
MASONRY
1. Masonry materials, construction, and quality shall conform to 2018 IBC 2103-2105, TMS 402/602-16
1.1. Compressive strength: f'c = 2,000 psi (TMS 602-16 1.4B.2 TABLE 2)
2. Concrete masonry units (CMU) (ASTM C 90)
2.1. Grade N
2.2. Compressive strength: f'm = 2,000 psi (TMS 602-16 1.4B.2 TABLE 2)
3. Mortar (ASTM C 270)
3.1. Type S Portland cement (TMS 402-16 7.4.4.2.2)
3.2. Compressive strength: f'c = 2,000 psi (TMS 602-16 1.4B.2 TABLE 2)
4. Grout (ASTM C 476)
4.1. Type: fine or coarse (2018 IBC 2103.3)
4.2. Compressive strength (minimum specified at 28 days): f'c = 2,000 psi (ASTM C 1019)
5. Steel reinforcement
5.1. Deformed bars: fy = 60 ksi (ASTM A 615 Gr. 60)
5.2. Deformed Bar Anchors (DBA) (ASTM A1064)
5.3. Headed Stud Anchors (HSA) (ASTM A108)
6. Bed joint thickness shall be 5/8 inch maximum (TMS 602-16 1.4B.2)
7. Grout shall have an 8”-11” slump using a 3/8” maximum aggregate. Grout lifts shall not exceed 5 feet in height unless noted
otherwise. Consolidate by mechanical vibration pours that exceed 12 inches in height.
8. The clear distance between parallel bars shall not be less than the nominal diameter of the bars, nor less than 1 inch (TMS
402-16 6.1.3). Joint reinforcement shall have cover not less than 5/8". (TMS 402-16 6.1.4.2)
9. The diameter of bend measured on the inside of reinforcing bars, other than for stirrups and ties, shall not be less than
specified in table 6.1.8 (TMS 402-16 6.1.8.2)
10.All masonry below grade shall be solid grouted.
11.Control joint spacing not to exceed 30'-0". See Architectural for locations.
MASONRY AND STONE VENEER
1. Masonry veneer materials, construction, and quality shall conform to 2018 IBC 2103-2105 and TMS 402-16 Chap. 6.
2. Lintels
2.1. Veneer shall not support any vertical load other than the dead load of the veneer above. Veneer above openings shall
be supported on lintels of noncombustible materials. Lintels shall have 1 inch of bearing for each 1 foot of span, but not
less than 4 inches of bearing.
3. Anchorage
3.1. Veneer shall be anchored to the supporting wall framing with hot-dipped galvanized metal ties. (Strand wire or
corrugated sheet metal)
3.2. Engage all anchor ties with a No. 9 gage wire in the center of the veneer and embedded in the mortar joint.
(R703.8.4.1)
3.3. Each tie shall be spaced not more than 16 inches on center horizontally and vertically and shall support not more than
2 square feet of wall area. Additional metal ties shall be provided around all wall openings greater than 16 inches in
either dimension. (R703.8.4.1)
WOOD
1. Wood materials, quality, and construction shall conform to 2018 IBC Chapter 23 and Table 2304.10.
2. Structural lumber (2018 IBC 2303.1.1-9, 2018 NDS)
2.1. Bearing walls: Douglas-Fir Larch (DF) Stud (ASTM D 1990, DOC PS 20)
2.2. Posts: Douglas-Fir Larch (DF) Stud (ASTM D 1990, DOC PS 20)
2.3. Beams and headers: Douglas-Fir Larch (DF) No. 2 (ASTM D 1990, DOC PS 20)
2.4. Heavy timber: Douglas-Fir Larch (DF) No. 1 (ASTM D 1990, DOC PS 20)
2.5. Sill plates: Preservative-treated wood, redwood (AWPA U1 M4)
2.6. Naturally durable or preservative-treated wood shall be used where structural lumber is 18 inches or closer to exposed
ground; where structural lumber is in contact with exterior masonry or concrete walls below grade; where sleepers,
sills, posts, and columns are on a concrete or masonry slab or footing that is in direct contact with earth; and where
structural lumber is attached directly to exterior masonry or concrete walls, unless a 0.5 inch air space on top, sides,
and end is provided (2018 IBC 2304.12).
3. Structural logs (ASTM D 3957) - ICC - 400 standard for the design and construction of log structures
4. Structural glued-laminated timber (2018 IBC 2303.1.3, 2018 NDS 5.1.1)
4.1. Single span: 24F-1.8E (24F-V4) (ASTM D 3737, ANSI/AITC A190.1)
4.2. Multiple span: 24F-1.8E Balanced layup (24F-V8) (ASTM D 3737, ANSI/AITC A190.1)
4.3. Cantilever span: 24F-1.8E Balanced layup (24F-V8) (ASTM D 3737, ANSI/AITC A190.1)
5. Structural composite lumber and engineered wood (2018 IBC 2303.1.10, 2018 NDS 8.1.1)
5.1. Laminated strand lumber (LSL)
5.1.1. Ex = 1.3E (ASTM D 5456)
5.1.2. Ex = 1.5E (ASTM D 5456)
5.1.3. Ex = 1.55E (ASTM D 5456)
5.1.4. 1.125 inch APA Performance-Rated (or equivalent) rim board - (2018 IBC 2303.1.13, ASTM 7672, ANSI/APA
PRR410)
5.2. Laminated veneer lumber (LVL)
5.2.1. Ex = 2.0E (ASTM D 5456)
5.3. Parallel strand lumber (PSL)
5.3.1. Ex = 2.0E (beams) (ASTM D 5456)
5.3.2. Ex = 1.8E (columns) (ASTM D 5456)
5.4. Prefabricated wood I-joist (2018 IBC 2303.1.2, 2018 NDS 7.1.1) (ASTM D 5055)
6. Wood structural panels (2018 IBC 2304.8, 2018 NDS 9.1.3)
6.1. Roof, floor, and wall sheathing: oriented strand board (OSB) (DOC PS 1,2).
6.2. Sheathing shall be manufactured with exterior glue and not less than 4X8 feet, except at boundaries and at changes in
framing (2018 IBC 2305.1, AWC SDPWS-2015).
6.3. Wall sheathing
6.3.1. Oriented strand board (OSB) (DOC PS 1,2)
6.3.2. All panel joints in walls shall occur over studs or blocking using a minimum of 8d common nails spaced a
maximum of 6 inches at panel edges and 12 inches at intermediate framing (2018 IBC 2306.3).
6.4. Roof and floor sheathing shall be placed perpendicular to supporting framing. Stagger sheathing joints.
7. Fasteners
7.1. Nails (2018 IBC 2303.6, 2018 NDS Table L4) (ASTM F 1667)
Pennyweight Common Box Sinker
7.1.1. 8d = 0.131" X 2.5" 0.113" X 2.5" 0.113" X 2.375"
7.1.2. 10d = 0.148" X 3.0" 0.128" X 3.0" 0.120" X 2.875"
7.1.3. 16d = 0.162" X 3.5" 0.135" X 3.5" 0.148" X 3.250"
7.1.4. 20d = 0.192" X 4.0" 0.148" X 4.0" 0.177" X 3.750"
7.1.5. 30d = 0.207" X 4.5" 0.148" X 4.5" 0.192" X 4.250"
7.2. Staples (2018 IBC 2303.6)
7.2.1. 16 gage = 1.5X0.4375 inch crown (ASTM F 1667)
7.3. Bolts (2018 NDS 12.1.3, Table L1)
7.3.1. Connector bolts (A307)
7.3.2. Anchor bolts (A307) with a 3X3X0.229 inch washer (2018 IBC 2308.3.1) and 7" min embedment.
7.3.3. Bolt holes shall be drilled with a bit 1/32 inch to 1/16 inch larger than the nominal bolt diameter.
7.4. Lag Screws (2018 NDS 12.1.4, Table L2) (A307)
7.4.1. Lag screws shall be inserted in a drilled pilot hole that is 60%-75% of the shank diameter by turning with a
wrench. Do not drive screws with a hammer. Lag screws shall be provided with an oversized washer .
7.5. Fasteners in preservative-treated and fire-retardant-treated wood shall be of hot dipped zinc-coated galvanized steel,
silicon bronze or copper (2018 IBC 2304.10.5).
7.6. Sheathing fasteners shall be driven so the head or crown is flush with the sheathing surface (2018 IBC 2304.10.2).
8. Joist hangers and connectors (2018 IBC 2303.5)
8.1. Hanger hardware and other wood connections shall be designed to carry the capacity of the supporting members.
9. Floor framing (2018 IBC 2308.4.2)
9.1. Joists shall not have less than 1.5 inches of bearing on wood or metal, or less than 3 inches on masonry (2018 IBC
2308.4.2.2). Pre-fabricated wood I-joists shall have minimum bearing according to the manufacturer's
recommendations and specifications.
9.2. Joists shall be supported laterally at the ends and at each support by full-depth solid blocking, except where nailed to a
header or band or rim joist. Solid blocking shall not be less than 2 inches thick (2018 IBC 2308.4.2.3).
9.3. Where the nominal depth-to-thickness ratio of the framing member exceeds 6:1, there shall be one line of bridging for
each 8 feet of span. Bridging shall consist of not less than 1X3 inch lumber, metal bracing, or full-depth solid blocking
(2018 IBC 2308.4.6).
9.4. Notches on the ends of joists shall not exceed one-fourth the joist depth. Holes bored in joists shall not be within 2
inches of the top or bottom of the joist. Notches in the top or bottom of joists shall not exceed one-sixth the depth and
shall not be located in the middle third of the span (2018 IBC 2308.4.2.4).
9.5. The diameter of holes bored or cut into structural floor members shall not exceed one-third the depth of the member.
Holes shall not be closer than 2 inches to the top or bottom of the member, or to any other hole located in the member.
Where the member is also notched, the hole shall not be closer than 2 inches to the notch (R502.8.1).
10.Wall construction (2018 IBC 2308.5)
10.1.Studs shall be placed with their wide dimension perpendicular to the wall. Not less than three studs shall be
installed at each corner of an exterior wall (2018 IBC 2308.5.2).
10.2.Bearing and exterior wall studs shall be capped with 2-inch thick nominal double top plates, have a width at least
equal to the width of the studs, and shall be installed to provide overlapping at corners and intersections with other
partitions. End joints in partitions shall be offset at least 48 inches, and shall be nailed with not less than eight 16d
common face nails on each side of the joint. (2018 IBC 2308.5.3.2).
10.3.In nonbearing walls and partitions studs shall be capped with no less than a single top plate installed to provide
overlapping at corners and at intersections with other walls and partitions. The plate shall be continuously tied at joints
by solid blocking at least 16 inches in length and equal in size to the plate or metal ties with spliced sections fastened
on each side of the joint (2018 IBC 2308.5.4).
10.4.Studs shall have full bearing on a 2-inch thick nominal (or larger) bottom plate or sill having a width at least equal to
the width of the stud (2018 IBC 2308.5.3.1).
10.5.Bearing partitions parallel to joists shall be supported on beams, girders, doubled joists, walls or other bearing
partitions. Bearing partitions perpendicular to joists shall not be offset from supporting girders, walls or partitions more
than the joist depth unless noted otherwise (2018 IBC 2308.4.5).
10.6.In exterior walls and bearing partitions, any wood stud is permitted to be cut or notched to a depth not exceeding 25
percent of its width. In nonbearing partitions, cutting or notching of studs to a depth of not greater than 40 percent of
the width is permitted (2018 IBC 2308.5.9).
10.7.A hole with a diameter not greater than 40 percent of the stud width is permitted to be bored in any wood stud. In
no case shall the edge of the bored hole be nearer than 0.625 inches to the edge of the stud. Bored holes shall not be
located at the same section of stud as a cut or notch (2018 IBC 2308.5.10).
10.8.Bearing walls without wood sheathing or gypsum wall board on either side shall have blocking between wall studs
at mid-height.
10.9.Studs shall be spaced at 16 inches on center for exterior walls, interior bearing walls, and shear walls, unless noted
otherwise on the plans.
11.Posts and columns
11.1.Columns shall be as wide as the member they support, laterally supported at all floor levels, and extend down
through the structure to the foundation. Provide squash blocking at rim joist below all columns, trimmers, and posts.
11.2.Wood columns and posts shall be framed to provide full end bearing (2018 IBC 2304.10.7).
11.3.Posts and columns shall be supported by concrete piers or metal pedestals projecting above concrete or masonry
floors or decks exposed to weather or water splash, or in basements, and which support permanent structures, unless
naturally durable or preservative-treated wood is used. The pedestal shall project at least 6 inches above exposed
earth and at least 1 inch above floors.
12.Roof and ceiling framing (2018 IBC 2308.7).
12.1.Roof rafters and ceiling joists shall be supported laterally to prevent rotation and lateral displacement in accordance
with 2018 IBC 2308.7.8.
12.2.Rafters and joists over three feet long shall be supported using hanger hardware if not supported by bearing.
PREFABRICATED METAL PLATE WOOD TRUSSES
1. Prefabricated metal plate wood trusses shall be designed in accordance with 2018 IBC 2303.4 and shall conform to the
structural specifications and design criteria.
2. The truss designer shall provide a truss package that includes the following items:
2.1. Design drawings of each individual truss (2018 IBC 2303.4.3).
2.2. Truss placement diagram for the project (2018 IBC 2303.4.2).
2.3. Truss member permanent bracing specification (2018 IBC 2303.4.1.2).
3. Transfer of loads and anchorage of each truss to the supporting structure shall be approved by the registered design
professional in responsible charge (2018 IBC 2303.4.4).
4. Truss members and components shall not be cut, notched, drilled, spliced or otherwise altered in any way without written
concurrence and approval of the registered design professional in responsible charge. Alterations resulting in the addition
of loads to any member (e.g. HVAC equipment) shall not be permitted without verification that the truss is capable of
supporting such additional loading (2018 IBC 2303.4.5).
STEEL
1. Structural steel work shall conform to 2018 IBC 2205, AISC 341-16, AISC 358-16, and AISC 360-16.
2. Structural shapes
2.1. W: fy = 50 ksi (ASTM A992)
2.2. M,S,C,MC, and L: fy = 36 ksi (ASTM A36)
2.3. HP: fy = 50 ksi (ASTM A572 Gr. 50)
2.4. HSS Rectangular: fy = 46 ksi (ASTM A500 Gr.B)
2.5. HSS Round: fy = 42 ksi (ASTM A500 Gr.B)
2.6. Pipe: fy = 35 ksi (ASTM A53 Gr.B)
2.7. All structural steel shall be properly primed and painted.
3. Plates and bars: fy = 36 ksi (ASTM A36)
4. Structural fasteners
4.1. High-strength bolts: fu = 120-150 ksi (ASTM F3125)
4.2. Common bolts: fu = 60 ksi (ASTM A307 Gr. A)
4.2.1. Nuts (ASTM A563)
4.2.2. Washers (ASTM F436)
4.2.3. Steel to steel bolted connections shall be made with high strength-bolts, unless noted otherwise. Bolts shall
carry the identifying mark of three radial lines. All other bolted connections shall be made with bolts and nuts
conforming to ASTM A307 unless note otherwise. Bolted connections shall be tightened and shall have washers as
required by AISC unless noted otherwise. Enlarging holes shall be accomplished by means of reaming. Do not use a
torch on any bolt holes.
4.3. Shear studs: fu = 65 ksi (ASTM A108)
4.4. Threaded rods: fy = 36 ksi (ASTM A36)
4.5. Anchor rods: fy = 36 ksi (ASTM F1554 Gr. 36)
5. Steel deck fy = 36 ksi (ASTM A1008)
6. Welding fu = 70 ksi.
6.1. Welding work shall comply with the American Welding Society (AWS) “Structural Welding Code,” excluding items
conflicting with AISC requirements.
POST-INSTALLED ANCHORS
1. Epoxy adhesive anchoring systems:
1.1. Concrete: Hilti HIT-RE 500 V3 (ICC ES ESR-3814) or Simpson SET-XP (ICC ES ESR-2508) or USP/Mitek CIA-GEL
7000-C (IAMPO ER-473)
1.2. Masonry (grouted): Hilti HIT RE100 (ICC ES ESR-3829) or Simpson SET (ICC ES ESR-1772) or USP/Mitek CIA-GEL
7000 (ICC ES ESR-1702)
1.3. The calculated strength of anchorage assumes the following conditions for installation: 21 day minimum age of
concrete, maximum short term concrete temperature= 150° F, maximum long term concrete temperature= 110° F, dry
concrete surface, and normal weight concrete. See adhesive manufacturer notes for minimum temperature
requirements. If conditions are otherwise, contact engineer for anchor specifications.
1.4. Steel reinforcement and rods shall be embedded 10 bar diameters unless noted otherwise in the structural drawings
and details. Where 10 bar diameters exceeds the member thickness minus minimum cover, steel reinforcement shall
be embedded the member thickness minus minimum cover with a standard hook.
1.5. Embedded portions of steel reinforcement and rods shall be clean, straight, and free of mill scale, rust and other
coatings that impair the bond with the adhesive. Reinforcement must not be bent after installation (ICC ES ESR-3829).
1.6. Installation of adhesive anchors shall be performed by personnel trained to install adhesive anchors.
2. Mechanical expansion anchors:
2.1. Concrete: Hilti KWIK BOLT TZ (ICC ES ESR-1917)
2.2. Masonry: Hilti KWIK BOLT 3 (ICC ES ESR-1385)
2.3. Expansion anchors shall not be used in tensile load applications (e.g. hold-downs, moment frames).
3. Post-installed anchoring systems shall be installed according to the Manufacturer’s Printed Installation Instructions (MPII).
Hole cleaning method shall be based on drilling method and borehole conditions and shall conform to the manufacturer’s
instructions.
STRUCTURAL OBSERVATIONS
1. Where required by the Provisions of Section 1704.6.1 or 1704.6.2, the owner shall employ a registered design professional
to perform structural observations as defined in 2018 IBC 202. Prior to the commencement of observations, the structural
observer shall submit to the building official a written statement identifying the frequency and extent of the structural
observations. At the conclusion of the work, the structural observer shall submit to the building official a written statement
that the site visits have been made and identify any reported deficiencies which have not been resolved (2018 IBC 1704.6).
DESIGN CRITERIA Detailed Drafting Emery Garage (Rexburg) 4421020
1. Building code: Idaho Administrative Code (IDAPA) 07.03.01.004
1.1 Model building code: 2012 IRC
1.2 Use and occupancy classification: R (Residential - 1-unit dwelling)
1.3 Risk Category: II (Not occupancy categories I, III, IV)
2. Dead loads
2.1 Roof = 15 psf (10 psf top chord, 5 psf bottom chord)
2.2 Floor = 12 psf
2.3 Walls = 10 psf (interior walls), 12 psf (exterior walls)
3. Live loads
-- Roofs (ordinary construction) = 20 psf (or 300 lb point load)
-- Residential (1-2 unit dwelling) = 40 psf
-- Stairs and exits (residential 1-2 unit dwelling) = 40 psf (or 300 lb point load)
4. Rain load
4.1 Median 15-minute duration rainfall intensity = in/hr
4.2 Median 60-minute duration rainfall intensity = in/hr
5. Snow load
5.1 Ground snow load, Pg = 49 psf (elevation 4836 ft)
5.2 Exposure factor, Ce = 1
5.3 Thermal factor, Ct = 1
5.4 Snow importance factor, Is = 1
5.5 Flat roof snow load, Pf = 34 psf
5.6 Roof slope factor, Cs = 0.63
6. Earthquake design data
6.1 Mapped acceleration parameters
6.1.1 Latitude, Longitude: 43.879, -111.852
6.1.2 MCE short period Ss = 0.35 SDS = 0.35
6.1.3 MCE 1.0 sec. period S1 = 0.14 SD1 = 0.21
6.2 Seismic design category: C
6.3 Seismic importance factor, Ie = 1
6.4 Basic structural system: Bearing wall systems
6.5 Seismic force-resisting system: Light-frame wood walls (wood sheathing)
6.5.1 Response modification factor R = 6.5
6.5.2 System overstrength factor Omega = 3
6.5.3 Deflection amplification factor Cd = 4
6.6 Equivalent Lateral Force Procedure
6.6.1 Seismic response coefficient Cs = 0.05
6.6.2 Seismic base shear (LRFD) V = 2702 lb
7. Wind design data
7.1 Exposure category: C
7.2 Basic design wind speed, V = 105 mph
7.3 Components and cladding pressure = 25 psf (end), 21 psf (interior)
7.4 Internal pressure coeff., Gcpi = 0.18
8. Geotechnical design basis:
- Presumptive values, 2018 IBC Table 1806.2
8.2 Site class = D-Default
8.3 Soil notes: None
8.4 Lateral earth pressure
8.4.1 Active = 30 psf/ft
8.4.2 At-rest = 60 psf/ft
8.5 Allowable foundation parameters
8.5.1 Allowable soil bearing, Qa = 1500 psf
8.5.2 Allowable lateral bearing = 150 psf/ft
8.5.3 Coefficient of friction = 0.25
8.6 Minimum frost cover = 36 in.
DEFERRED SUBMITTALS
1. The following items are to submitted subsequent to the time of application (deferred submittals):
-- Prefabricated metal plate wood trusses - roof (truss manufacturer)
2. Deferred submittals shall have the prior approval of the building official (2018 IBC 107.3.4.1).
3. Deferred submittal documents shall be submitted to the registered design professional in responsible charge who
shall review and forward them to the building official with a notation indicating that the documents have been
reviewed and found to be in general conformance to the design of the building (2018 IBC 107.3.4.1).
4. Deferred submittal items shall not be installed until the design and submittal documents have been approved by
the building official (2018 IBC 107.3.4.1).
801.224.0050
801.229.9020
info@acuteengineering.com
744 S 400 E
Orem, UT 84097
Phone
Fax
ORIGINAL PROJECT #
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
THESE STRUCTURAL DRAWINGS ARE
BASED ON ARCHITECTURAL
DRAWINGS. SEE CURRENT ISSUE OR
REVISION DATE.
DIMENSIONS AND ELEVATIONS ARE
SUPPLIED BY THE ARCHITECT. THEY
MAY BE PROVIDED ON THE
STRUCTURAL PLANS AND DETAILS
FOR THE CONVENIENCE OF THE
CONTRACTOR. VERIFY DIMENSIONS
AND ELEVATIONS WITH
ARCHITECTURAL DRAWINGS.
ISSUES / REVISIONS
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21 OCT 2020
4421020
JMW
MCW
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NTS
SN1
P R O F E S S I O N A L E N G I N E E
RLICENSED
S T A T E O F I D A H O
B
R
A
NDON T O D D D E C KER
19632
10/21/2020
SIMPSON STRONG WALL WSW24X17
WITH 1" STANDARD STRENGTH BOLTS
PER DETAILS 1 & 2 ON SHEET WSW1.
EXTEND ANCHORS 11" INTO FOOTING
PER DETAIL 1 ON SHEET WSW1. INSTALL
(2) #3 HAIRPINS PER DETAIL 5 ON SHEET
WSW1.
FW3 FT20
TYP. FOR ALL FOUNDATION
WALLS (U.N.O.)
TYP. FOR ALL FOOTINGS BELOW
FOUNDATION WALLS (U.N.O.)
FT
1
8
FT18
FT18
SF
4
8
CW TYP.
S TYP.
V TYP.
SIMPSON STRONG WALL WSW24X17
WITH 1" STANDARD STRENGTH BOLTS
PER DETAILS 1 & 2 ON SHEET WSW1.
EXTEND ANCHORS 11" INTO FOOTING
PER DETAIL 1 ON SHEET WSW1. INSTALL
(2) #3 HAIRPINS PER DETAIL 5 ON SHEET
WSW1.
SF54X36SF54X36
FOOTING SCHEDULE
MARK WIDTH LENGTH THICKNESS
REINFORCEMENT
TRANSVERSE LENGTHWISE
FT18 18 " CONT. 10 " -
(2) #4
FT20 20 " CONT. 10 " -
(2) #4
SF48 48 " 48 "12 "(6) #4 (6) #4
SF36X54 36 " 54 " 18 "
(9) #4 (6) #4
1. CONTINUOUS FOOTINGS SHALL BE CENTERED UNDER WALLS AND SPOT FOOTINGS
SHALL BE CENTERED UNDER COLUMNS UNLESS NOTED OTHERWISE.
2. FOOTINGS AND FOUNDATIONS, EXCAVATIONS, GRADING, AND FILL SHALL COMPLY WITH
THE PROVISIONS OF THE GEOTECHNICAL REPORT (SEE GSN)
FOUNDATION WALL SCHEDULE
MARK HEIGHT WIDTH
REINFORCEMENT
VERTICAL HORIZONTAL PLACEMENT
FW3 3' 8"
#4 @ 18" (3) #4 CENTER
1. DOWEL VERTICAL BARS INTO FOOTING.
2. PLACE TOP AND BOTTOM BARS WITHIN 4" OF TOP AND BOTTOM OF WALL.
3. PLACE REINFORCEMENT IN CENTER OF WALL OR NEAR EACH FACE, AS NOTED.
801.224.0050
801.229.9020
info@acuteengineering.com
744 S 400 E
Orem, UT 84097
Phone
Fax
ORIGINAL PROJECT #
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
THESE STRUCTURAL DRAWINGS ARE
BASED ON ARCHITECTURAL
DRAWINGS. SEE CURRENT ISSUE OR
REVISION DATE.
DIMENSIONS AND ELEVATIONS ARE
SUPPLIED BY THE ARCHITECT. THEY
MAY BE PROVIDED ON THE
STRUCTURAL PLANS AND DETAILS
FOR THE CONVENIENCE OF THE
CONTRACTOR. VERIFY DIMENSIONS
AND ELEVATIONS WITH
ARCHITECTURAL DRAWINGS.
ISSUES / REVISIONS
DE
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21 OCT 2020
4421020
JMW
MCW
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1/4" = 1'-0"
S0-0FOOTING AND FOUNDATION PLAN
1/4" = 1'-0"
P R O F E S S I O N A L E N G I N E E
RLICENSED
S T A T E O F I D A H O
B
R
A
NDON T O D D D E C KER
19632
10/21/2020
SIMPSON STRONG WALL WSW24X17.
BASE CONNECTION PER DETAIL 4 AND
TOP CONNECTION PER DETAIL 6 OR 7 ON
SHEET WSW2. SEE FOUNDATION PLAN FOR
ANCHORAGE.
SW
1
NO
H
O
L
D
-
D
O
W
N
S
R
E
Q
U
I
R
E
D
SW
1
SW1
B
FH
SW2
AA
FH
A A
C C
CJ
C C
CJ
GTTYP.
ADTYP.
BSTYP.
CI
SHORT WALL
BETWEEN TRUSSESY Y
B
SIMPSON STRONG WALL WSW24X17.
BASE CONNECTION PER DETAIL 4 AND
TOP CONNECTION PER DETAIL 6 OR 7 ON
SHEET WSW2. SEE FOUNDATION PLAN FOR
ANCHORAGE.
SHEAR WALL SCHEDULE
MARK SHEATHING
EDGE
NAILING
ABUTTING
PANEL EDGE
FRAMING
ANCHORAGE
SOLE PLATE SILL PLATE
SW1 7/16"
8d @ 6"2X 10d @ 12"1/2" A.B. @ 32"
SW2 7/16"
8d @ 4"2X 10d @ 12" 1/2" A.B. @ 32"
1. SHEATHING SHALL CONSIST OF WOOD STRUCTURAL PANELS (SEE GSN).
2. UNLESS NOTED ON DRAWINGS, EXTERIOR STUDS SHALL BE SPACED AT 16" O.C.
3. SHEATHING NAILS SHALL BE COMMON OR GALVANIZED BOX NAILS. - FIELD NAIL SPACING SHALL
BE 12" FOR STUDS SPACED 16" O.C. OR LESS AND 6" O.C. FOR STUDS SPACED AT 24" O.C.
4. FOR SW1 ONLY, EDGE NAILS MAY BE SUBSTITUTED WITH 1-1/2" 16 GAGE STAPLES SPACED AT 3"
O.C. AND FIELD NAILS MAY BE SUBSTITUTED WITH 16 GAGE STAPLES AT 12" O.C.
5. ANCHORAGE NAILS SHALL BE COMMON NAILS.
6. ANCHOR BOLTS SHALL HAVE A 3X3X0.229" WASHER AND 7" MIN EMBEDMENT. THE WASHER SHALL
EXTEND TO WITHIN 1/2" FROM THE SHEATHING.
HOLD-DOWN SCHEDULE
MARK HOLD-DOWN
MINIMUM
FASTENERS ANCHOR POST
A LSTHD8
10d X 2-1/2"
(.148 X 2-1/2")STRAP 8" EMBED.(2) 2X POST
B STHD10
10d X 2-1/2"
(.148 X 2-1/2")STRAP 10" EMBED.(2) 2X POST
C STHD14
10d X 2-1/2"
(.148 X 2-1/2")STRAP 14" EMBED.(2) 2X POST
1. HOLD-DOWNS SHALL BE SIMPSON STRONG-TIE OR EQUIVALENT.
2. SHEAR WALL EDGE NAILING SHALL BE TO HOLD-DOWN POST.
3. STHD STRAPS SHALL BE "RJ" TYPE AT RIM JOIST LOCATIONS.
801.224.0050
801.229.9020
info@acuteengineering.com
744 S 400 E
Orem, UT 84097
Phone
Fax
ORIGINAL PROJECT #
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
THESE STRUCTURAL DRAWINGS ARE
BASED ON ARCHITECTURAL
DRAWINGS. SEE CURRENT ISSUE OR
REVISION DATE.
DIMENSIONS AND ELEVATIONS ARE
SUPPLIED BY THE ARCHITECT. THEY
MAY BE PROVIDED ON THE
STRUCTURAL PLANS AND DETAILS
FOR THE CONVENIENCE OF THE
CONTRACTOR. VERIFY DIMENSIONS
AND ELEVATIONS WITH
ARCHITECTURAL DRAWINGS.
ISSUES / REVISIONS
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4421020
JMW
MCW
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SH
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1/4" = 1'-0"
S0-1SHEAR WALL PLAN
1/4" = 1'-0"
P R O F E S S I O N A L E N G I N E E
RLICENSED
S T A T E O F I D A H O
B
R
A
NDON T O D D D E C KER
19632
10/21/2020
EXTEND HEADER - SEE
DETAIL "CJ" FOR CORRECT
HEADER INSTALLATION.
RB
0
1
RB
0
1
RB
0
1
RB
0
1
RB
0
1
RB
0
1
RB
0
1
RB
0
1
RB
0
2
RB
0
2
RB 03
RB 03
RB 05RB 04
RB
0
6
P 04
P 04
SP
ZA
(B
O
T
T
O
M
F
L
U
S
H
)
GUTYP.
IA TYP.
AP TYP.
Q TYP.
XH
TYP.
BE
A
R
I
N
G
W
A
L
L
T 15
T
1
5
WOOD TRUSS LOADS
GROUND SNOW LOAD, Pg = 49 PSF
FLAT ROOF SNOW LOAD = 34 PSF
TOP CHORD DEAD LOAD = 10 PSF
BOTTOM CHORD DEAD LOAD = 5 PSF
1. DESIGN SNOW LOADS SHALL BE IN ACCORDANCE
WITH ASCE 7-16 CHAP.7 (2018 IBC 1608.1)
SHEATHING SCHEDULE
TYPE THICKNESS
FLOOR 3/4" OSB (48/24 SPAN RATING)
ROOF 7/16" OSB (24/16 SPAN RATING)
1. SHEATHING PERPENDICULAR TO SUPPORTS.
2. FLOOR SHEATHING NAILED & GLUED TO SUPPORT
3. 8d COMMON NAILS 6" O.C. (EDGES) 12" O.C. (FIELD)
4. NAILING NO CLOSER THAN 3/8" FROM PANEL EDGE
POST SCHEDULE
MARK TYPE
P 04 (4) 2X POST
T 15 (1) TRIM (3) KING
1. PARALLEL STRAND LUMBER (PSL) 1.8E
2. STEEL PIPE (PIPE STD) A53
3. STEEL HOLLOW SECTION (HSS) A500
4. STEEL COLUMNS REQUIRE BEARING PLATES
5. CONTINUE POSTS TO FDN / STRUCT MEMBER
BEAM SCHEDULE
MARK TYPE
RB 01 (3) 2 X 6
RB 02 (2) 2 X 6
RB 03 (2) 2 X 6
RB 04 (2) 1-3/4 X 11-7/8 LVL
RB 05 (3) 2 X 8
RB 06 5-1/8 X 30 GLB
1. DIMENSIONAL LUMBER DF #2 U.N.O.
2. LAMINATED VENEER LUMBER (LVL) 2.0E
3. GLUED-LAMINATED TIMBER (GLB) 24F-1.8E
4. STEEL W-SHAPES A992-50
5. SUFFIXES (A, B, ETC.) DENOTE ALTERNATIVES FOR
THE SPECIFIED BEAM
6. ALL HEADERS IN BEARING WALLS TO HAVE MIN.
(1) TRIMMER & (1) KING STUD U.N.O.
ALL OTHER BEAMS AND GIRDER TRUSSES TO HAVE
MIN. (2) 2X SUPPORTS U.N.O.
801.224.0050
801.229.9020
info@acuteengineering.com
744 S 400 E
Orem, UT 84097
Phone
Fax
ORIGINAL PROJECT #
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
THESE STRUCTURAL DRAWINGS ARE
BASED ON ARCHITECTURAL
DRAWINGS. SEE CURRENT ISSUE OR
REVISION DATE.
DIMENSIONS AND ELEVATIONS ARE
SUPPLIED BY THE ARCHITECT. THEY
MAY BE PROVIDED ON THE
STRUCTURAL PLANS AND DETAILS
FOR THE CONVENIENCE OF THE
CONTRACTOR. VERIFY DIMENSIONS
AND ELEVATIONS WITH
ARCHITECTURAL DRAWINGS.
ISSUES / REVISIONS
DE
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21 OCT 2020
4421020
JMW
MCW
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-
RO
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1/4" = 1'-0"
S1-0ROOF FRAMING PLAN
1/4" = 1'-0"
P R O F E S S I O N A L E N G I N E E
RLICENSED
S T A T E O F I D A H O
B
R
A
NDON T O D D D E C KER
19632
10/21/2020
TRUSSES
A35 CLIPS
WALL SHEATHING
2X BLOCKING (A35 AND 2X BLOCKING NOT
REQUIRED WHERE HANGER ATTACHES
TO RIM BOARD OR 2X MEMBER)
2X WALL STUD
2X STUD WALL
(2) A35 CLIPS
2X BLOCKING (NOT REQUIRED
WHERE HANGER ATTACHES TO
BEAM OR RIM BOARD)
TRUSS HANGER
(SEE MANUFACTURER)
TRUSS BOTTOM
CHORD
2X BLOCKING
BETWEEN TRUSSES
ROOF SHEATHING
(SEE STRUCTURAL)
TRUSS TOP
CHORD
WOOD TRUSS - WALL/BEAM
NO SCALEZA
PLAN VIEW
SECTION
ROOF RAFTER
WOOD TRUSS
H2.5A AT EACH
RAFTER BEARING
ROOF RAFTER
(SEE STRUCTURAL)
DIAPHRAGM
BOUNDARY NAILING
FULL-HEIGHT SOLID BLOCKING
(EVERY THIRD BLOCK MAY BE
TURNED FLATWISE FOR
VENTILATION)
NO SCALE
ROOF FRAMING - BLOCKING (150 PLF UNIT SHEAR)Q
MULTI-PLY TRUSS TO TOP PLATE
CONNECTION
TRUSS UPLIFT TIE-DOWN
<520 LB (2) H2.5A
<650 LB SDWC15600 SCREW
<1040 LB H10A OR H10A-2
<1310 LB HTS16
UPLIFTS TO BE PROVIDED BY TRUSS
MANUFACTURER
UPLIFT CAPACITIES ARE BASED ON
DOUGLAS FIR
H1 OR SDWC15600 AT EACH SINGLE
TRUSS BEARING
(SEE TABLE FOR MULTI-PLY TRUSSES.)
WOOD TRUSS
DIAPHRAGM
BOUNDARY NAILING
10dx3" @ 6" O.C.
FULL-HEIGHT SOLID BLOCKING OR
PREFABRICATED TRUSS BLOCKING
(FOR SOLID BLOCKS, EVERY THIRD
BLOCK MAY BE TURNED FLATWISE
FOR VENTILATION)
VPA CONNECTOR
OR
ATTACH RAFTER TO BEVELED PLATE WITH
(3) 10d NAILS AT EACH RAFTER (BEVELED
PLATE TO TOP PLATE NAILING TO MATCH
DOUBLE TOP PLATE NAILING)
WEB STIFFENERS REQUIRED
FOR I-JOIST RAFTERS
A35 OR RBC CLIP AT EACH BLOCK
NO SCALES
FOUNDATION WALL
CORNER DOWELS TYP. @
FOOTINGS & FOUNDATION
CORNER INTERSECTION
REQUIRED LAP LENGTH
CONCRETE
12 BAR DIA.
40 BAR DIA.
HORIZONTAL REINFORCING AS
CALLED OUT IN GENERAL
STRUCTURAL NOTES OR
STRUCTURAL DRAWINGS
HOOK
TYPE
SPLICE
HO
O
K
12"
24"
MASONRY
20 BAR DIA.
48 BAR DIA.
MIN.
SPLICE
FOUNDATION WALL - CORNER & INTERSECTION
REINFORCING
SE
E
G
E
N
E
R
A
L
S
T
R
U
C
T
U
R
A
L
N
O
T
E
S
MI
N
.
F
R
O
S
T
D
E
P
T
H
3"
C
L
R
.
3"
2X STUD WALL
ANCHOR BOLT (SEE SHEAR
WALL SCHEDULE FOR SPACING)
WITH 3X3X0.229" PL WASHER
CONCRETE SLAB
ROUGHENED SURFACE WITH
1/4" MIN. IRREGULARITIES
DOWELS TO MATCH
VERTICAL WALL
REINFORCING
CONCRETE FOOTING
(SEE STRUCTURAL)
SHEATHING (SEE SHEAR
WALL SCHEDULE)
2X TREATED SILL PLATE
FOUNDATION WALL - SLAB ON GRADE
NO SCALEV
CONCRETE FOUNDATION
WALL (SEE STRUCTURAL)
HOLD-DOWN (SEE
STRUCTURAL)
SEE SHEAR WALL SCHEDULE FOR
ANCHOR BOLTS SIZE AND SPACING
ADDITIONAL STRAPPING AND BLOCKING
AROUND OPENINGS ARE NOT REQUIRED.
WINDOW OPENING
(WHERE OCCURS)
DOOR OPENING
(WHERE OCCURS)
PROVIDE EDGE
NAILING ALONG
FULL HEIGHT OF
HOLD-DOWN POST
SEE STRUCTURAL PLAN FOR SHEAR WALL EXTENT AND REQUIREMENTS
SHEAR WALL - PERFORATED
NO SCALEY
POST
(SEE HOLD-DOWN SCHEDULE)
EMBEDDED FOUNDATION STRAP
(SEE HOLD-DOWN SCHEDULE)
RIM BOARD
WHERE OCCURS
CL
E
A
R
S
P
A
N
17
"
M
A
X
I
M
U
M
NA
I
L
E
D
P
O
R
T
I
O
N
HORIZONTAL
REINFORCEMENT AT
TOP OF FOUNDATION
(SEE FOUNDATION
WALL SCHEDULE)
1/2" MIN.
FROM
CORNER
HOLD-DOWN - FOUNDATION STRAP
NO SCALEAD
4" TYP.
1"
T
Y
P
.
4'-0"
MINIMUM BETWEEN SPLICES
TOP PLATE TO LOWER PLATE:
12 - 16d NAILS (2 ROWS OF 6)
LOWER PLATE TO TOP OF STUDS:
2 - 16d NAILS AT EACH STUD
8'-0" MINIMUM TO NEXT LAP
NOTE: WHERE DOUBLE TOP PLATE IS
CUT DUE TO INTERSECTING BEAMS,
WALLS, ETC. PROVIDE (2) CS16 STRAPS
ACROSS CUT WITH 12" END LENGTHS
DIAPHRAGM - TOP PLATE SPLICE
NO SCALEAP
LE
N
G
T
H
8" MIN.
MINIMUM EDGE
DISTANCE
HOLD-DOWN
(MAY BE PLACED ABOVE FLOOR
JOISTS USING COUPLER NUT
AND EXTENSION ROD)
DRILL AND EPOXY A36 THREADED ROD
(SEE TABLE FOR DIAMETER, EMBEDMENT
LENGTH AND MINIMUM EDGE DISTANCE)
FOUNDATION WALL
NOTES:
1. EPOXY SHALL BE SIMPSON SET-XP OR
EQUIVALENT. SEE MANUFACTURER FOR
INSTALLATION REQUIREMENTS.
2. ALL PRODUCTS ARE SIMPSON
DESIGNATIONS, EQUIVALENT ANCHORS
AND HOLD-DOWNS ARE PERMITTED.
EPOXY RETROFIT FOR MISPLACED STHD
REPLACEMENT EPOXY ANCHORREPLACEMENT
HOLD-DOWN
SPECIFIED
STRAP DIA. LENGTH MIN. EDGE DIST.
HDU2 5/8" 8" 1-3/4"LSTHD8
HDU4 5/8" 12" 1-3/4"STHD10
HDU5 5/8" 16" 1-3/4"STHD14
NO SCALEBSRETROFIT EPOXY ANCHOR IN FOUNDATION WALL
8d @ 4" O.C.
BLOCKING BETWEEN
TRUSSES
MONO
TRUSSES
SET-BACK
GABLE TRUSS
PROVIDE 2X
BLOCKING IN
TRUSS
10d @ 4" O.C.
FLOOR SYSTEM
(SEE STRUCTURAL)
8d @ 4" O.C.
BLOCKING OR
LEDGER REQUIRED
MONO TRUSSES
OR RAFTERS
2X STUD WALL
BLOCKING REQUIRED
BETWEEN STUDS
FLOOR
SHEATHING
CONTINUOUS SHEATHING
REQUIRED
10d @ 4" O.C.
NO SCALECISHEAR TRANSFER - SET-BACK WALL/GABLE - LOWER ROOF
SET-BACK WALL SET-BACK GABLE
EXTENT OF HEADER
10
'
-
M
A
X
H
E
I
G
H
T
(2) ROWS 16d
SINKER NAILS
@ 3" O.C.
3/8" MIN. THICKNESS WOOD
STRUCTURAL PANEL SHEATHING
HOLD-DOWN
(SEE STRUCTURAL)
SHEATHING
FILLER IF
NEEDED
2' TO 18' (CLEAR SPAN)
(2) CS16 OR (1) MST27 STRAPS
OPPOSITE SHEATHING
IF PANEL SPLICE IS NEEDED IT SHALL
OCCUR WITHIN 24" OF MID-HEIGHT,
2X BLOCKING REQUIRED.
(2) 2X MIN.
MIN. 3"X3"X0.229" PLATE WASHER(S)
(2) 1/2" ANCHOR BOLTS OR
(1) 5/8" ANCHOR BOLT WITH
7" MIN. EMBED.
HOLD-DOWNS
(SEE STRUCTURAL)
ATTACH SHEATHING TO TOP PLATE
WITH 8d NAILS AT 4" O.C. STAGGERED
3" X 11-1/4" MIN. HEADER
(SEE STRUCTURAL)2'
-
M
A
X
P
O
N
Y
WA
L
L
H
E
I
G
H
T
12
'
-
M
A
X
T
O
T
A
L
W
A
L
L
H
E
I
G
H
T
FASTEN SHEATHING TO HEADER WITH
8d COMMON NAILS IN 3" GRID PATTERN
AS SHOWN AND 3" O.C. IN ALL FRAMING
(STUDS AND SILLS) TYP.
FULL-HEIGHT
STUD
APA PORTAL FRAME - CONCRETE FOUNDATION
NO SCALECJ
OUTSIDE ELEVATION SECTION
FO
O
T
I
N
G
D
E
P
T
H
(S
E
E
S
T
R
U
C
T
U
R
A
L
)
4"
FOOTING WIDTH
(SEE STRUCTURAL)
3"
3"
3"
3"
NOTE: FASTENERS IN PRESERVATIVE-TREATED AND
FIRE-RETARDANT-TREATED WOOD SHALL BE OF HOT
DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS
STEEL, SILICON BRONZE, OR COPPER.
LENGTHWISE REINFORCEMENT
(SEE STRUCTURAL)
CONCRETE NAILS @ 16" O.C.
(ANCHOR BOLTS REQUIRED
AT SHEAR WALLS PER
SHEAR WALL SCHEDULE)
2X STUD WALL
CONCRETE SLAB
(WHERE OCCURS)
1
1
AT OPTIONAL
MONOLITHIC
FOOTING
NO SCALECWBEARING WALL - INTERIOR FOOTING
SEE STRUCTURAL PLAN FOR SHEAR WALL EXTENT AND REQUIREMENTS
SEE SHEAR WALL SCHEDULE FOR
ANCHOR BOLTS SIZE AND SPACING
HOLD-DOWN IF
REQUIRED (SEE
STRUCTURAL)
WINDOW OPENING
(WHERE OCCURS)
DOOR OPENING
(WHERE OCCURS)
CS16 (32" LONG) WITH SOLID
BLOCKING AT TOP OF OPENING
CS16 (32" LONG) WITH SOLID
BLOCKING AT BOTTOM OF OPENING
CS16 (32" LONG) WITH
SOLID BLOCKING AT
TOP OF OPENING
PROVIDE EDGE
NAILING ALONG
FULL HEIGHT OF
HOLD-DOWN POST
SHEAR WALL - FORCE TRANSFER AROUND OPENINGS
NO SCALEFH SHEAR WALL - ROOF DIAPHRAGM CONNECTION
NO SCALEGT
E.N. = EDGE NAILING REQUIRED
WOOD STRUCTURAL
PANELS
(SEE SCHEDULE)
2X WALL DOUBLE
TOP PLATE
ABUTTING PANEL EDGE
FRAMING MEMBER
(SEE SCHEDULE FOR SIZE)
2X BLOCKING
REQUIRED AT ALL
PANEL SPLICES
FIELD NAILING AT
ALL INTERMEDIATE
WALL STUDS (SEE
SCHEDULE)
EDGE NAILING AT
ALL PANEL EDGES
(SEE SCHEDULE)
NAILS SHALL BE
LOCATED AT LEAST
3/8" FROM PANEL
EDGE
2X WALL SILL/SOLE
PLATE (SEE SCHEDULE
FOR ANCHORAGE)
PROVIDE STAGGERED EDGE
NAILING AT DOUBLE TOP PLATE
REGARDLESS OF PANEL EDGE
LOCATION
ROOF OR FLOOR
FRAMING
CONTINUOUS
PANEL JOINT
EDGE NAILING AT PANEL EDGES
(SEE SHEATHING SCHEDULE)
DIAPHRAGM
BOUNDARY NAILING
(MATCH PANEL
EDGE NAILING)
4'X8' WOOD
STRUCTURAL PANEL
(SEE SHEATHING
SCHEDULE)
FIELD NAILING AT
INTERMEDIATE
FRAMING (SEE
SHEATHING
SCHEDULE)
WOOD STRUCTURAL PANEL DIAPHRAGM - UNBLOCKED
NO SCALEGU
HEADER
(SEE STRUCTURAL)
TWO PLIES:
10d COMMON (0.148X3") NAILS @ 24"
O.C.
THREE OR MORE PLIES:
FACE NAILING 10d COMMON (0.148X3")
NAILS @ 6" O.C. STAGGERED
KING STUD MIN.
(1) PLY U.N.O.
TRIMMER(S)
(SEE STRUCTURAL)
(4)16d END NAILS
OR
(4) 8d TOE NAILS
WOOD BEAM - WALL HEADER FRAMING
NO SCALEIA
BEAM OR GIRDER TRUSS
(SEE STRUCTURAL PLANS)
BEAM OR GIRDER TRUSS
(SEE STRUCTURAL PLANS)
DOUBLE TOP PLATE
DOUBLE TOP PLATE
DOUBLE TOP PLATE
(2) CS16 STRAPS 24" LONG
(2) CS16 STRAPS 24" LONG
SLIDE STRAP BETWEEN
BEAM AND WALL
BEAM OR GIRDER TRUSS
(SEE STRUCTURAL PLANS)
(2) CS16 STRAPS (10) -10d NAILS EACH
END OF EACH CS16 (CUT TO REQUIRED
LENGTH) OR DSC OR EQUIVALENT
DIAPHRAGM - CHORD / COLLECTOR STRAP
NO SCALELF
FLUSH
DROPPED
OFFSET
2X STUD WALL
SOLE PLATE
FLOOR SHEATHING
(SEE STRUCTURAL)
FLOOR SYSTEM
(SEE STRUCTURAL)JOIST HANGER
2X BLOCKING BETWEEN JOISTS
WITH (2) ROWS OF 10d COMMON
NAILS @ 8" O.C.
DIAPHRAGM
BOUNDARY NAILING
CONTINUOUS SHEAR WALL
SHEATHING TO BOTTOM OF
BEAM (SEE STRUCTURAL
FOR SHEAR WALL
SHEATHING AND NAILING)
2X STUD WALL
SOLE PLATE
FLOOR SHEATHING
(SEE STRUCTURAL)
FLOOR SYSTEM
(SEE STRUCTURAL)
BEAM
(SEE STRUCTURAL)
DIAPHRAGM
BOUNDARY NAILING
CONTINUOUS SHEAR WALL
SHEATHING TO BOTTOM OF
BEAM (SEE STRUCTURAL
FOR SHEAR WALL
SHEATHING AND NAILING)
BEAM
(SEE STRUCTURAL)
SHEAR WALL EDGE
NAILING PER SHEAR
WALL REQUIREMENTS
SHEAR WALL EDGE
NAILING PER SHEAR
WALL REQUIREMENTS
BEAM UPSET IN WALL
NO SCALESP
2X LEDGER WITH (2) ROWS OF
10d COMMON NAILS @ 8" O.C.
SHEATHING CONTINUOUS
ACROSS JOINT OR ATTACH
GABLE END TRUSS TO TOP
PLATE WITH 10dX3" @ 6" O.C.
TOE NAILING
END WALL
2X6 BRACE
@ 48" O.C.
WOOD TRUSS
ROOF
SHEATHING
GABLE END
WOOD TRUSS
ATTACH BRACE
TO BLOCKING
WITH (5) 10d NAILS
2X4 BLOCKING
WITH (2) 10d NAILS
@ EACH END
8d NAILS
@ 6" O.C.
WOOD TRUSS - WOOD WALL GABLE END BRACING
NO SCALEXH
1 (MAX.)
1
(2) A34 OR (2) GBC
@ EACH BRACE
2X BLOCKING FOR
TWO BAYS AT TOP
OF DIAGONAL BRACE
801.224.0050
801.229.9020
info@acuteengineering.com
744 S 400 E
Orem, UT 84097
Phone
Fax
ORIGINAL PROJECT #
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
THESE STRUCTURAL DRAWINGS ARE
BASED ON ARCHITECTURAL
DRAWINGS. SEE CURRENT ISSUE OR
REVISION DATE.
DIMENSIONS AND ELEVATIONS ARE
SUPPLIED BY THE ARCHITECT. THEY
MAY BE PROVIDED ON THE
STRUCTURAL PLANS AND DETAILS
FOR THE CONVENIENCE OF THE
CONTRACTOR. VERIFY DIMENSIONS
AND ELEVATIONS WITH
ARCHITECTURAL DRAWINGS.
ISSUES / REVISIONS
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21 OCT 2020
4421020
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SD1
P R O F E S S I O N A L E N G I N E E
RLICENSED
S T A T E O F I D A H O
B
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A
NDON T O D D D E C KER
19632
10/21/2020
5
STRONG-WALL ® WSW ANCHORAGE - TYPICAL SECTIONS
218"
TOP OF CONCRETE
218"
2x2
112"
(2) 7/8" WSW-AB for
WSW12 and WSW18
(2) 1" WSW-AB for WSW24
(2) 7/8" WSW-AB for
WSW12 and WSW18
(2) 1" WSW-AB for WSW24
(2) 7/8" WSW-AB for
WSW12 and WSW18
(2) 1" WSW-AB for WSW24
(2) 7/8" WSW-AB for
WSW12 and WSW18
(2) 1" WSW-AB for WSW24
WSW-RT EXTERIOR
INSTALLATION
WSW-RTPF PANEL
FORM INSTALLATION
WSW-RT INTERIOR
INSTALLATION
WSW-RTBL BRICK
LEDGE INSTALLATION
CURB OR STEMWALL FOUNDATION
SLAB ON GRADE FOUNDATION
218"
de
INTERIOR FOUNDATION
NOTES:
1. SEE 2/WSW1 FOR DIMENSIONS AND ADDITIONAL NOTES.
2. SEE 5/WSW1 FOR SHEAR REINFORCEMENT WHEN REQUIRED.
3. MAXIMUM H = l e - de. SEE 3/WSW1 AND 4/WSW1 FOR l e.
W
218"
de
H
218"
de
H
218"
de
BRICK LEDGE FOUNDATION
WSW-AB
SHEAR REINFORCEMENT
PER 5/WSW1 WHEN
REQUIRED.
MINIMUM CURB/STEMWALL
WIDTH PER 5/WSW1.
WSW-AB
SHEAR REINFORCEMENT
PER 5/WSW1 WHEN
REQUIRED.
MINIMUM CURB/STEMWALL
WIDTH PER 5/WSW1.
WSW-AB
SHEAR REINFORCEMENT
PER 5/WSW1 WHEN
REQUIRED.
WSW-AB
REGISTERED DESIGN PROFESSIONAL
IS PERMITTED TO MODIFY DETAILS
FOR SPECIFIC CONDITIONS.
1/2 W 1/2 W
W
1/2 W 1/2 W
W
1/2 W 1/2 W
W
1/2 W 1/2 W
WSW ANCHORAGE SOLUTIONS FOR 2500 PSI CONCRETE
DESIGN
CRITERIA
CONCRETE
CONDITION
ANCHOR
STRENGTH
WSW-AB7/8 ANCHOR BOLT WSW-AB1 ANCHOR BOLT
ASD
ALLOWABLE
TENSION (lb.)
W (in.) de (in.)
ASD
ALLOWABLE
TENSION (lb.)
W (in.) de (in.)
SEISMIC
CRACKED
STANDARD
11,900 27 9
16,100 33 11
13,100 29 10
17,100 35 12
HIGH
STRENGTH
24,900 43 15 33,000 51 17
27,100 46 16
35,300 54 18
UNCRACKED
STANDARD
12,500 24 8
15,700 28 10
13,100 25 9
17,100 30 10
HIGH
STRENGTH
25,300 38 13
32,300 44 15
27,100 40 14
35,300 47 16
WIND
CRACKED
STANDARD
5,100 14 6
6,200 16 6
8,700 20 7
11,400 24 8
13,100 27 9 17,100 32 11
HIGH
STRENGTH
15,900 30 10
21,100 36 12
18,400 33 11
27,300 42 14
23,100 38 13
31,800 46 16
27,100 42 14 35,300 50 17
UNCRACKED
STANDARD
5,000 12 6 6,400 14 6
9,300 18 6
12,500 22 8
13,100 23 8
17,100 28 10
HIGH
STRENGTH
15,200 25 9
21,900 32 11
19,900 30 10
26,400 36 12
24,000 34 12
31,500 40 14
27,100 37 13
35,300 43 15
24
7/8" OR 1" HIGH
STRENGTH ROD
HEAVY HEX NUT
FIXED IN PLACE ON
ALL WSW ANCHOR
BOLTS
HX
HX ON
EXTENSION KIT TOP OF
CONCRETE
WSW-HSR
HIGH STRENGTH
COUPLER NUT
WSW-AB
CUT TO LENGTH
AS NECESSARY
WSW-HSR
AND WSW-AB
ASSEMBLY
1
WSW-HSR_KT
HIGH STRENGTH
COUPLER NUT
TOP OF CONCRETE
LENGTH
218"
218"
ASSEMBLY l e =
WSW-AB le +
WSW-HSR l e + 218"
WSW
PANEL
MODEL
MODEL NO. DIAMETER LENGTH le
WSW12
AND WSW18
WSW-HSR7/8x24KT 7/8"24" 22"
WSW-HSR7/8x36KT 7/8" 36" 34"
WSW24
WSW-HSR1x24KT 1" 24" 22"
WSW-HSR1x36KT 1" 36" 34"
le
36
HEAVY HEX NUT
HEAVY HEX NUT
FIXED IN PLACE ON
ALL WSW-AB
ANCHOR BOLTS
HS
HS ON HIGH
STRENGTH MODELS
1
LENGTH
218"
LENGTH
DIAMETER
HEAVY HEX NUT
PLATE WASHER
WSW
PANEL
MODEL
MODEL NO. DIAMETER LENGTH le
WSW12
AND WSW18
WSW-AB7/8x24 7/8" 24" 20"
WSW-AB7/8x24HS 7/8" 24" 20"
WSW-AB7/8x30 7/8"30" 26"
WSW-AB7/8x30HS 7/8"30" 26"
WSW-AB7/8x36HS 7/8" 36" 32"
WSW24
WSW-AB1x24 1" 24" 20"
WSW-AB1x24HS 1" 24"20"
WSW-AB1x30 1"30" 26"
WSW-AB1x30HS 1" 30" 26"
WSW-AB1x36HS 1" 36" 32"
le
STRONG-WALL ® WOOD SHEARWALL SHEAR ANCHORAGE
MODEL
Lt
OR
Lh
(in.)
SEISMIC 3 WIND 4
SHEAR
REINFORCEMENT
MINIMUM
CURB/
STEMWALL
WIDTH (in.)
SHEAR
REINFORCEMENT
MINIMUM
CURB/
STEMWALL
WIDTH (in.)
ASD ALLOWABLE SHEAR LOAD, V (lb.) 6
UNCRACKED CRACKED
WSW12 1014 (1) #3 HAIRPIN 85 SEE NOTE 6 6 1,035 740
WSW18 15
(1) #3 HAIRPIN 85 (1) #3 HAIRPIN 6 HAIRPIN REINFORCEMENT ACHIEVES
MAXIMUM ALLOWABLE SHEAR LOAD OF
THE WSWWSW24 19
(2) #3 HAIRPINS 85 (1) #3 HAIRPIN 6
NOTES:
1. SHEAR ANCHORAGE DESIGNS CONFORM TO ACI 318-11 AND ACI 318-14 AND ASSUME MINIMUM 2,500 PSI CONCRETE.
2. SHEAR REINFORCEMENT IS NOT REQUIRED FOR INTERIOR FOUNDATION APPLICATIONS (PANEL INSTALLED AWAY FROM EDGE OF
CONCRETE), OR BRACED WALL PANEL APPLICATIONS.
3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C MAY USE WIND
ANCHORAGE SOLUTIONS.
4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B AND DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C.
5. WHERE NOTED, MINIMUM CURB/STEMWALL WIDTH IS 6 INCHES WHEN STANDARD STRENGTH ANCHOR BOLT IS USED.
6. USE (1) #3 TIE FOR WSW12 WHEN PANEL DESIGN SHEAR FORCE EXCEEDS TABULATED ANCHORAGE ALLOWABLE SHEAR LOAD.
7. #4 GRADE 40 SHEAR REINFORCEMENT MAY BE SUBSTITUTED FOR WSW SHEAR ANCHORAGE SOLUTIONS.
5" MIN. FOR
WSW-AB7/8
6" MIN FOR
WSW-AB1
5" MIN. FOR
WSW-AB7/8
6" MIN FOR
WSW-AB1
5" MIN. FOR
WSW-AB7/8
6" MIN FOR
WSW-AB1
5" MIN. FOR
WSW-AB7/8
6" MIN FOR
WSW-AB1
NOTES:
1. ANCHORAGE DESIGNS CONFORM TO ACI 318-11 APPENDIX D AND ACI 318-14 WITH NO SUPPLEMENTARY REINFORCEMENT FOR CRACKED
OR UNCRACKED CONCRETE AS NOTED.
2. ANCHOR STRENGTH INDICATES REQUIRED GRADE OF WSW-AB ANCHOR BOLT. STANDARD (ASTM F1554 GRADE 36) OR HIGH STRENGTH
(HS) (ASTM A449).
3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C - F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C MAY USE WIND ANCHORAGE
SOLUTIONS. SEISMIC ANCHORAGE DESIGNS CONFORM TO ACI 318-11 SECTION D.3.3.4.3 AND ACI 318-14 SECTION 17.2.3.4.3.
4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B AND DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C.
5. FOUNDATION DIMENSIONS ARE FOR ANCHORAGE ONLY. FOUNDATION DESIGN (SIZE AND REINFORCEMENT) BY OTHERS. THE
REGISTERED DESIGN PROFESSIONAL MAY SPECIFY ALTERNATE EMBEDMENT, FOOTING SIZE OR ANCHOR BOLT.
6. REFER TO 1/WSW1 FOR d e.
WSW ANCHORAGE SOLUTIONS FOR 3000 PSI CONCRETE
DESIGN
CRITERIA
CONCRETE
CONDITION
ANCHOR
STRENGTH
WSW-AB7/8 ANCHOR BOLT WSW-AB1 ANCHOR BOLT
ASD
ALLOWABLE
TENSION (lb.)
W (in.) de (in.)
ASD
ALLOWABLE
TENSION (lb.)
W (in.) de (in.)
SEISMIC
CRACKED
STANDARD
12,300 26 9
16,000 31 11
13,100 28 10
17,100 33 11
HIGH
STRENGTH
25,200 41 14
32,700 48 16
27,100 43 15
35,300 51 17
UNCRACKED
STANDARD
12,000 22 8
16,300 27 9
13,100 24 8
17,100 28 10
HIGH
STRENGTH
25,300 36 12 32,700 42 14
27,100 38 13
35,300 44 15
WIND
CRACKED
STANDARD
5,000 13 6
5,600 14 6
8,800 19 7
10,200 21 7
13,100 25 9
17,100 30 10
HIGH
STRENGTH
15,700 28 10
20,100 33 11
19,200 32 11
25,300 38 13
23,200 36 12 32,300 44 15
27,100 40 14
35,300 47 16
UNCRACKED
STANDARD
5,500 12 6
6,200 13 6
8,500 16 6
12,800 21 7
13,100 22 8 17,100 26 9
HIGH
STRENGTH
16,600 25 9
21,800 30 10
19,700 28 10
25,200 33 11
24,000 32 11
31,700 38 13
27,100 35 12 35,300 41 14
WSW ANCHORAGE SOLUTIONS FOR 4500 PSI CONCRETE
DESIGN
CRITERIA
CONCRETE
CONDITION
ANCHOR
STRENGTH
WSW-AB7/8 ANCHOR BOLT WSW-AB1 ANCHOR BOLT
ASD
ALLOWABLE
TENSION (lb.)
W (in.) de (in.)
ASD
ALLOWABLE
TENSION (lb.)
W (in.) de (in.)
SEISMIC
CRACKED
STANDARD
12,600 23 8
16,000 27 9
13,100 24 8
17,100 29 10
HIGH
STRENGTH
24,800 36 12 32,100 42 14
27,100 38 13
35,300 45 15
UNCRACKED
STANDARD
12,700 20 7
15,700 23 8
13,100 21 7 17,100 25 9
HIGH
STRENGTH
24,600 31 11
32,500 37 13
27,100 34 12
35,300 39 13
WIND
CRACKED
STANDARD
5,400 12 6
6,800 14 6
8,300 16 6
11,600 20 7
13,100 22 8 17,100 26 9
HIGH
STRENGTH
15,300 24 8
21,400 30 10
19,300 28 10
25,800 34 12
23,600 32 11
31,000 38 13
27,100 36 12
35,300 42 14
UNCRACKED
STANDARD
6,800 12 6
6,800 12 6
9,400 15 6
12,400 18 6
13,100 19 7
17,100 23 8
HIGH
STRENGTH
16,800 22 8
21,600 26 9
20,300 25 9
26,700 30 10
24,100 28 10
32,200 34 12
27,100 31 11
35,300 36 12
1/2 W
1/2 W
W
STRONG-WALL ®
WOOD SHEARWALL
WSW-AB
SLAB OR CURB AND
SURROUNDING
FOUNDATION
NOT SHOWN FOR
CLARITY
HAIRPIN INSTALLATION
(GARAGE CURB SHOWN. OTHER FOOTING TYPES SIMILAR.)
ANCHOR BOLT
#3 HAIRPIN (#3 TIE SIMILAR).
SEE TABLE FOR REQUIRED
QUANTITY.
ANCHOR BOLT
#3 HAIRPIN (#3 TIE SIMILAR).
SEE TABLE FOR REQUIRED
QUANTITY. 112" CLR
A
A
4" MIN
3"
LtLh MIN
3"
FIELD TIE AND SECURE DURING
CONCRETE PLACEMENT. OVERLAP
VARIES WITH BOLT SPACING.
#3 HAIRPIN,
GRADE 60 REBAR (MIN.)
ANCHOR BOLT
112" CLR
FIELD TIE AND SECURE DURING
CONCRETE PLACEMENT.
#3 TIE, GRADE 60
REBAR (MIN.)
ANCHOR BOLT
HAIRPIN SHEAR REINFORCEMENT TIE SHEAR REINFORCEMENT
SECTION A-A
REGISTERED DESIGN PROFESSIONAL
IS PERMITTED TO MODIFY DETAILS
FOR SPECIFIC CONDITIONS.
1 3 4 6
2
WSW ANCHOR BOLTS WSW ANCHOR BOLT EXTENSION WSW ANCHOR BOLT TEMPLATES
STRONG-WALL® WSW SHEAR ANCHORAGE SCHEDULE AND DETAILSSTRONG-WALL ® WOOD SHEARWALL TENSION ANCHORAGE SCHEDULE 2,500, 3,000 AND 4,500 PSI
FOUNDATION PLAN VIEW
1/2 W1/2 W
STRONG-WALL ®
WOOD SHEARWALL
TOP PLATES
RIM JOIST, BEAM,
OR BLOCKING
IF APPLICABLE
HEX NUT AND
STRUCTURAL
WASHER
WSW HOLDOWN
SEE 10/WSW2 FOR
ALLOWABLE EDGE AND
FACE DRILL ZONES
WSW DESIGNED TO PROVIDE 18" GAP BETWEEN
LSL AT BASE OF WSW AND CONCRETE. ENSURE
CONCRETE IS LEVEL AND SMOOTH BENEATH
PANEL. GRIND OR FILL AS NECESSARY.
REGISTERED DESIGN PROFESSIONAL
IS PERMITTED TO MODIFY DETAILS
FOR SPECIFIC CONDITIONS.
OR6 7
OR4 5
ALTERNATE
7 8" MAXIMUM WOOD SHIM.
FOR SHIMS GREATER THAN
7 8", SEE 9/WSW2.
WSW-TOW SHEAR
TRANSFER PLATE
ALTERNATE WSW GARAGE FRONT OPTIONS
MODEL NO.W (in.) H (in.)
ANCHOR BOLTS TOTAL WALL
WEIGHT (lb.)QUANTITY DIA. (in.)
WSW12x7 12 78 2 7/8 100
WSW18x7 18 78 2 7/8 145
WSW12x7.5 12 85 1/2 2 7/8 110
WSW18x7.5 18 85 1/2 2 7/8 155
WSW12x8 12 93 1/4 2 7/8 115
WSW18x8 18 93 1/4 2 7/8 165
WSW24x8 24 93 1/4 2 1 225
WSW12x9 12 105 1/4 2 7/8 130
WSW18x9 18 105 1/4 2 7/8 185
WSW24x9 24 105 1/4 2 1 245
WSW12x10 12 117 1/4 2 7/8 140
WSW18x10 18 117 1/4 2 7/8 205
WSW24x10 24 117 1/4 2 1 270
WSW12x11 12 129 1/4 2 7/8 150
WSW18x11 18 129 1/4 2 7/8 220
WSW24x11 24 129 1/4 2 1 295
WSW12x12 12 141 1/4 2 7/8 165
WSW18x12 18 141 1/4 2 7/8 240
WSW24x12 24 141 1/4 2 1 320
WSW18x13 18 153 1/4 2 7/8 255
WSW24x13 24 153 1/4 2 1 345
WSW24x14 24 168 2 1 375
WSW24x16 24 192 2 1 425
WSW18x20 18 240 2 7/8 385
WSW24x20 24 240 2 1 520
NOTES:
1. FOR HEIGHTS NOT LISTED, ORDER THE NEXT TALLEST PANEL AND TRIM TO FIT. MINIMUM
TRIMMED HEIGHT FOR ALL PANELS IS 74½".
2. ALL PANELS COME WITH TWO PRE-ATTACHED HOLDOWNS, TWO STANDARD HEX NUTS,
TWO STRUCTURAL WASHERS, TWO WSW-TOW PLATES AND INSTALLATION INSTRUCTIONS.
3. ALL PANELS ARE 3½" THICK.
STRONG-WALL ®WOOD SHEARWALL MODELS
SEE SHEETS WSW1 AND
WSW1.1 FOR ANCHORAGE
SOLUTIONS
HEX NUT AND
STRUCTURAL
WASHER
PLACE STRONG-WALL ® WOOD SHEARWALL
OVER THE ANCHOR BOLTS AND SECURE WITH
WASHER AND HEX NUTS (PROVIDED). SNUG TIGHT
FIT REQUIRED; DO NOT USE AN IMPACT WRENCH.
•USE 15 16" WRENCH FOR 7 8" NUT
•USE 112" WRENCH FOR 1" NUT
SEE SHEETS WSW1 AND
WSW1.1 FOR ANCHORAGE
SOLUTIONS
STRONG-WALL ®
WOOD SHEARWALL
STRONG-WALL ®
WOOD SHEARWALL
STRONG-WALL ®
WOOD SHEARWALL
JOIST HANGER
(IF REQUIRED)
FRAMING
BY OTHERS
(TYPICAL)
SILL PLATE
ANCHORAGE
BY OTHERS
STRONG-WALL ®WOOD SHEARWALL HEIGHT TO INCLUDE THE
DEPTH OF THE FLOOR SYSTEM AND SHALL BE INSTALLED
DIRECTLY ON THE FOUNDATION. SPECIFY PANEL HEIGHT FROM
TOP OF FOUNDATION TO UNDERSIDE OF TOP PLATES OR BEAM.
TOP
PLATES
7 8" MAXIMUM
WOOD SHIM.
FOR SHIMS
GREATER THAN
7 8", SEE 9/WSW2.
ATTACH WSW-TOW PLATES
(PROVIDED) TO FRAMING AND
WSW PANEL BOTH SIDES
USING 10d x 212" NAILS MIN.
FOR ALTERNATE CONNECTION
SEE 7/WSW2.
4
OR6 7 ALTERNATE
4
REGISTERED DESIGN PROFESSIONAL
IS PERMITTED TO MODIFY DETAILS
FOR SPECIFIC CONDITIONS.
ROUGH
OPENING
HEIGHT
H CURB
SHEAR TRANSFER DESIGN
AND DETAILS BY OTHERS
POST AND CONNECTION
DETAILS BY OTHERS
318" MIN. WIDTH BY 9 14" MIN. DEPTH
HEADER BY OTHERS. FOR WSW AND
HEADER FURRING REQUIREMENTS,
WHEN APPLICABLE, SEE DETAILS
4/WSW4 AND 5/WSW4.
GARAGE HEADER ROUGH OPENING HEIGHT
MODEL NO. H CURB
ROUGH
OPENING
HEIGHT
WSW12x7
WSW18x7
WSW24x7
512" 6'-11
12"
6" 7'-0"
WSW12x7.5
WSW18x7.5
WSW24x7.5
0"7'-112"
WSW12x8
WSW18x8
WSW24x8
512" 8'-2
3 4"
6" 8'-3
14"
NOTES:
1. IF REQUIRED ROUGH OPENING HEIGHT
EXCEEDS TABLE VALUE, SPECIFY NEXT
TALLER PANEL AND TRIM AS NECESSARY.
THE STRONG-WALL ® WOOD SHEARWALL MAY
BE TRIMMED TO A MINIMUM HEIGHT OF 74 12".
2. FURRING DOWN GARAGE HEADER MAY BE
REQUIRED FOR CORRECT ROUGH OPENING
HEIGHT.
FOR GARAGE WALL OPTION 2, REGISTERED DESIGN
PROFESSIONAL SHALL DESIGN AND DETAIL FOR :
1. SHEAR TRANSFER
2. OUT-OF-PLANE LOADING EFFECT
3. INCREASED OVERTURNING AND DRIFT DUE TO
ADDITIONAL HEIGHT
ALIGN WSW-TOW
NOTCHES WITH
BOTTOM OF TOP
PLATES
4x FRAMING
FOR 518"–512" FRAMING, ATTACH DFL, SP OR SCL WOOD
FURRING BLOCK BETWEEN WSW PANEL AND WSW-TOW WITH
SDS 14" x 312" SCREWS (MIN.) OR 16d COMMON NAILS (8 TOTAL
FASTENERS FOR WSW12, 10 FOR WSW18 AND 14 FOR WSW24).
MINIMUM BLOCK SIZE IS 1 3 4" x 117 8" x WSW PANEL WIDTH.
2"
MIN.
3" MIN.
3" MIN.
2" MIN.
DFL, SP OR
SCL WOOD
FURRING
BLOCK
(REQUIRED
FOR 518"–512"
FRAMING
MEMBERS)
TOP
PLATES
7 8" MAXIMUM
WOOD SHIM.
FOR SHIMS
GREATER
THAN 7 8", SEE
9/WSW2.
ATTACH WSW-TOW PLATE
(PROVIDED) ON ONE SIDE
ONLY WITH A COMBINATION OF
SDS 14" x 6" AND SD #10 x 1 12"
CONNECTOR SCREWS
(ORDER SEPARATELY AS
WSW-TOW__KT)
ALIGN WSW-TOW
NOTCHES WITH
BOTTOM OF TOP
PLATES
SIMPSON STRONG-TIE ®
A35 FRAMING ANCHORS
DOUBLE
TOP PLATES
OPTIONAL 1" DIAMETER BY
14" DEEP COUNTERBORE
WSW-TOW ALTERNATE CONNECTION KIT
MODEL NO.
FASTENER QUANTITY
SD #10 x 112" SDS
14" x 6"
WSW-TOW12KT 20 2
WSW-TOW18KT 28 4
WSW-TOW24KT 40 8
FURRING NOT
REQUIRED FOR
ALTERNATE TOP
CONNECTION
EXCEPT AS
REQUIRED FOR
FINISH MATERIAL
ATTACHMENT
B
W
L
L= W(MIN.)
NOTES:
1. MAINTAIN END DISTANCES TO PREVENT
SCREWS FROM PENETRATING THROUGH
THE OUTER EDGES.
2. INSTALL SCREWS PERPENDICULAR TO
THE TOP PLATE.
3. EDGE DISTANCES ASSUME DOUBLE TOP
PLATE.
2X6 OR WIDER FRAMING
A
INSTALLATION NOTES :
1. ACTUAL CUT LENGTH (L) MUST BE GREATER THAN OR
EQUAL TO PANEL WIDTH (W).
2. THIS DETAIL APPLICABLE FOR SLOPES UP TO 12:12.
3. PANELS TALLER THAN 12' MUST BE DESIGNED FOR THE
APPLICATION.
EDGE DISTANCE FOR SCREWS
SLOPE A (in.) B (in.)
0:12-4:12 2 3
5:12-8:12 1 1/2 4 1/2
9:12-12:12 1/2 5 1/2
(4) SIMPSON
STRONG-TIE ®
LTP4 OR A35
FRAMING ANGLES.
MAY BE USED IN
COMBINATION
(2 PER SIDE).
NO HOLES
IN HATCHED
REGION.
END OF PANEL TO
NEAREST SCREW
(SEE TABLE)
INSTALL SDS 1 4" x 6" SCREWS
(ORDER SEPARATELY). INSTALL
IN 2 ROWS AS SHOWN AND
COUNTERSINK AS REQUIRED.
SIMPSON STRONG-TIE ®
LTP4 FRAMING ANCHORS
STRONG-WALL ®
WOOD SHEARWALL
SDS SCREW SPACING
13 8" O.C. MIN.12" MIN. SDS TIP TO CHASE
QTY. OF SDS1 4" x 6" SCREWS REQ'D.
WSW12 4
WSW18 8
WSW24 12
12" MIN. AT EDGE
1" MIN.
FROM EDGE
W
114" MIN.
ROW SPACING
SECTION
ATTACH SIMPSON STRONG-TIE ® CS16 STRAPS AT
EDGE OF WSW PANEL (EACH SIDE) USING 10d x 1½" NAILS
•8 NAILS INTO BLOCK
•8 NAILS INTO WSW PANEL
•10 NAILS INTO BLOCK
•10 NAILS INTO WSW PANEL
REGISTERED DESIGN PROFESSIONAL
SHALL DESIGN AND DETAIL FOR :
1. SHEAR TRANSFER
2. OUT-OF-PLANE LOADING EFFECT
3. INCREASED OVERTURNING AND
DRIFT DUE TO ADDITIONAL HEIGHT
41 8" TO 12" SHIM BLOCK 1" TO 4" SHIM BLOCK
CRIPPLE WALL
INSTALL SDS 14" x 6" SCREWS
(MIN.) FROM THE TOP SIDE OF
THE PLATES PER QTY. AND
SPACING REQUIREMENTS
DETAILED IN 8/WSW2.
STRONG-WALL ®
WOOD SHEARWALL
FULL-HEIGHT
ADJACENT FRAMING
BY OTHERS
LTP4
SPACING
BY OTHERS
4x SHIM
BLOCK
FULL-HEIGHT
ADJACENT
FRAMING BY
OTHERS
SEE 6 & 7/WSW2 FOR
TOP CONNECTION
CRIPPLE SHEARWALL,
BLOCKING AND STRAP
BY OTHERS
NO HOLES ALLOWED
IN TOP 8" OF PANEL
CENTER 45 8" OF PANEL
FACE AS SHOWN
ALTERNATE
FRAMING BY OTHERS
(NOT SHOWN FOR
CLARITY)
1. STRONG-WALL WOOD SHEARWALL IS MANUFACTURED AND TRADEMARKED BY "SIMPSON
STRONG-TIE COMPANY INC."HOME OFFICE: 5956 W. LAS POSITAS BLVD. , PLEASANTON, CA
94588 TEL: (800) 999-5099, FAX: (925) 847-1597. "SIMPSON STRONG-TIE COMPANY INC." IS AN ISO
9001-2008 REGISTERED COMPANY.
2. USE OF THIS PRODUCT IS SUBJECT TO THE APPROVAL OF THE LOCAL BUILDING DEPARTMENT.
3. THIS PRODUCT IS PART OF THE OVERALL LATERAL FORCE RESISTING SYSTEM OF THE
STRUCTURE. DESIGN OF THE BUILDING'S LATERAL FORCE RESISTING SYSTEM, INCLUDING THE
LOAD PATH TO TRANSFER LATERAL FORCES FROM THE STRUCTURE TO THE GROUND, IS THE
RESPONSIBILITY OF THE DESIGNER.
4. ENGINEER OF RECORD IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS.
5. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, ELEVATIONS, ETC. PRIOR TO
INSTALLATION OF ANY COMPONENTS FOR THE STRONG-WALL SB SYSTEM. IF ANY
DISCREPANCIES ARE FOUND, THEY SHALL BE BROUGHT TO THE ATTENTION OF THE DESIGNER
FOR CLARIFICATION PRIOR TO CONSTRUCTION.
6. INSTALLATION OF PRODUCT SHALL BE DONE IN CONFORMANCE TO THESE DRAWINGS. THE
PERFORMANCE OF MODIFIED PRODUCTS OR ALTERED INSTALLATION PROCEDURES ARE THE
SOLE RESPONSIBILITY OF THE DESIGNER.
7. SIMPSON STRONG-TIE COMPANY INC. RESERVES THE RIGHT TO CHANGE SPECIFICATIONS,
DESIGNS, AND MODELS WITHOUT NOTICE OR LIABILITY FOR SUCH CHANGES.
8. ALL HARDWARE CALLED OUT IS SIMPSON STRONG-TIE.
9. SEE ICC-ES ESR-2652 OR CITY OF LOS ANGELES RR25730 AS APPLICABLE FOR ADDITIONAL
INFORMATION.
6
1" DIAMETER
BY 14" DEEP
COUNTERBORE
STRONG-WALL ®
WOOD SHEARWALL
6x FRAMING
INSTALL SDS 14" x 6" SCREWS AT
AN ANGLE THAT PREVENTS
THEM FROM EXITING SIDE OF
FRAMING; APPROX.
30 DEGREES (TYP.)
INSTALL
WSW-TOW ON
EXTERIOR FACE
REGISTERED DESIGN PROFESSIONAL
IS PERMITTED TO MODIFY DETAILS
FOR SPECIFIC CONDITIONS.
FACE AND EDGE DRILL ZONES IN ADDITION TO ALLOWABLE
SMALL HOLES
STRONG-WALL ®
WOOD SHEARWALL
STRONG-WALL ®
WOOD SHEARWALL
SDS14" x 312"
SD #10 x 112"
4x SHIM BLOCK
STRONG-WALL ®
WOOD SHEARWALL
SEE 6 & 7/WSW2 FOR
TOP CONNECTION
OR6 7 WHEN WSW-PS STRAPS OMITTED,
ALLOWABLE SHEAR VALUES FOR
STANDARD PANEL APPLY.
NAILING
BY OTHERS
FRAMING
BY OTHERS
94
75
1
2
3 8
STANDARD INSTALLATION BASE CONNECTION STANDARD TOP CONNECTION TOP OF WALL HEIGHT ADJUSTMENTS
TRIM ZONE AND ALLOWABLE HOLESALTERNATE TOP CONNECTIONWOOD FLOOR SYSTEM BASE CONNECTIONSINGLE STORY WSW ON CONCRETE
RAKE WALL NOTES
STRONG-WALL ® WSW MODELS
10
11
HOLES FOR
•MAX. OF ONE 4 5 8" x 6"
HOLE
•8" FROM TOP OF
PANEL, MIN.
NO EDGE HOLES
ALLOWED IN LOWER
26" OF PANEL
NO FACE HOLES
ALLOWED IN LOWER
40" OF PANEL
•MAX. THREE
HOLES IN FACE
AND THREE IN
EDGE.
•3 4"-DIAMETER
HOLES, MAX.
•6" O.C., MIN.
MAINTAIN 112" MIN.
EDGE DISTANCE
FROM CHASE AND
OUTSIDE EDGE,
TYPICAL.
NO HOLES ALLOWED
IN TOP 8" OF PANEL
MIDDLE 13 OF PANEL
THICKNESS
2418"
16"
12" ABOVE EXISTING
HOLE, MIN.
4" MIN.
CLEARANCE
REGISTERED DESIGN PROFESSIONAL
IS PERMITTED TO MODIFY DETAILS
FOR SPECIFIC CONDITIONS.
REGISTERED DESIGN PROFESSIONAL
IS PERMITTED TO MODIFY DETAILS
FOR SPECIFIC CONDITIONS.
PLACE STRONG-WALL ® WOOD SHEARWALL
OVER THE ANCHOR BOLTS AND SECURE WITH
WASHER AND HEX NUTS (PROVIDED). SNUG TIGHT
FIT REQUIRED; DO NOT USE AN IMPACT WRENCH.
•USE 15 16" WRENCH FOR 7 8" NUT
•USE 112" WRENCH FOR 1" NUT
REGISTERED DESIGN PROFESSIONAL
IS PERMITTED TO MODIFY DETAILS
FOR SPECIFIC CONDITIONS.
REGISTERED DESIGN PROFESSIONAL
IS PERMITTED TO MODIFY DETAILS
FOR SPECIFIC CONDITIONS.
STRONG-WALL ®
WOOD SHEARWALL
4x FRAMING 6x FRAMING
REGISTERED DESIGN PROFESSIONAL
IS PERMITTED TO MODIFY DETAILS
FOR SPECIFIC CONDITIONS.
•45 8"-DIA. HOLES, MAX.
•MAX. OF TWO 4 5 8"-DIA. HOLES
OR ONE 414" x 12" HOLE.
•NO MINIMUM ON-CENTER
SPACING REQUIRED.