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GSPublisherVersion 70.0.88.79
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INDEX OF DRAWINGS
SHEET #C1.0
TITLE
ROOF & SITE PLAN
BUILDING SECTIONS
LIVING SPACE 2,900 Sq Ft
TOTAL 4,316 Sq Ft
SQUARE FOOTAGE
464 Sq FtBACK PORCH828 Sq FtGARAGE
124 Sq FtCOVERED ENTRY
C1.1C1.2
COVER SHEETIRC SPECS & METHODSIRC SPECS & METHODS
A3.0
A1.1
A2.1 EXTERIOR ELEVATIONS
A4.0 ELECTRICAL PLAN
FLOOR PLANA1.2A2.0 EXTERIOR ELEVATIONS
SPACES PROVIDED
BEDROOMS
11
1
STUDY
3BATH 3 1/2
1LAUNDRY
3 CARGARAGE
1DININGKITCHEN
STORAGE 1
1FOYER
GREAT ROOM
GSPublisherVersion 70.0.88.79
DET
AIL
ED
DR
AFT
ING
&
DES
IGN
Sheet #:
DRAWN BY: DCB435-592-4287
C1.1
Revisions:
Dra
win
g D
ate:
1/4
/201
7Sc
ale:
As
Not
ed
Shee
t C
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IRC
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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 INFORMYOU THROUGH THE CONSTRUCTION OF YOUR HOME. YOURCONSTRUCTION PLANS HAVE BEEN DRAWN TO PRESCRIBE TOINDUSTRY STANDARDS. THESE PROFESSIONAL STANDARDSDETERMINE HOW CONSTRUCTION PLANS ARE DRAWN AND WHATINFORMATION THEY INCLUDE. CONSTRUCTION PLANS ARE INTENDEDAS A TECHNICAL GUIDE TO PROFESSIONAL CONTRACTORS AND ARENOT INTENDED TO BE A SET OF STEP-BY-STEP INSTRUCTIONS.THEREFORE, IF YOU ARE PLANNING TO BUILD TO YOUR HOMEWITHOUT THE SERVICES OF PROFESSIONAL BUILDER. WESUGGEST THAT YOU BECOME THOROUGHLY FAMILIAR WITH READINGCONSTRUCTION PLANS OR CONSIDER CONSULTING ACONSTRUCTION SPECIALIST.
GREAT CARE AND EFFORT GOES INTO THE CREATION OF THEDESIGN AND DRAFTING OF YOUR CONSTRUCTION PLANS.HOWEVER, BECAUSE OF THE IMPOSSIBILITY OF PROVIDING ANYPERSONAL AND/OR "ON-SITE" CONSULTATION, SUPERVISION,CONTROL OVER THE ACTUAL CONSTRUCTION, AND BECAUSE OFTHE GREAT VARIANCES IN LOCAL BUILDING CODE REQUIREMENTSAND OTHER LOCAL BUILDING AND WEATHER CONDITIONS,OUR COMPANY NOR THEIR AGENTS OR EMPLOYEES, ASSUMES NORESPONSIBILITY FOR ANY DAMAGES, INCLUDING BUT NOT LIMITEDTO, ANY DEFICIENCIES, OMISSIONS, OR ERRORS IN THE DESIGN. INTHE DIMENSION, AND/OR DRAWINGS CONTAINED IN THECONTRACTION. PROCEEDING WITH CONSTRUCTION CONSTITUTESTHE ACCEPTANCE OF THE CONSTRUCTION DOCUMENTS AS "AS IS"AND ANY DISCREPANCIES, ERRORS AND/OR OMISSIONS BECOMETHE SOLE RESPONSIBILITY OF THE PURCHASER. IF ANY ERRORSARE DISCOVERED PRIOR TO CONSTRUCTION, THE DESIGNERWILL BE GIVEN FULL OPPORTUNITY TO CORRECT ANYERRORS AND/OR OMISSIONS TO THE CONSTRUCTION PLANS. IN ANYOR ALL CIRCUMSTANCES. THE MAXIMUM FINANCIAL LIABILITY TOTHE DESIGNER CAN NOT EXCEED THE TOTAL PLANPURCHASE.
PROFESSIONAL SEALTHOUGH EVERY EFFORT WAS MADE TO MAKE THE CONSTRUCTIONDOCUMENTS FOLLOW THE CURRENT I.R.C NATIONAL CODEMETHODOLOGIES, A FEW STATES AND CITIES HAVE PASSED BI-LAWS REGARDING CONSTRUCTION PLANS THAT WOULD BESUBMITTED TO YOUR LOCAL MUNICIPALITY AND USED FOR THECONSTRUCTION OF YOUR HOME. THESE BI-LAWS REQUIRE THECONSTRUCTION PLANS BE REVIEWED AND/OR PREPARED,INSPECTED, AND SEALED (OR STAMPED) BY A LICENSEDPROFESSIONAL ENGINEER OR ARCHITECT IN YOUR STATE. IT ISADVISED THAT YOU CONTACT YOUR MUNICIPALITY'S BUILDINGDEPARTMENT FOR INSTRUCTIONS TO COMPLY WITH THEIRCONSTRUCTION PLAN REVIEW PROCESS.
COPYRIGHTSREPRODUCTION OF THESE CONSTRUCTION PLANS, EITHER IN WHOLEOR IN PART, INCLUDING ANY FORM OF COPYING AND/ORPREPARATION OF A DERIVATIVE WORKS THEREOF, FOR ANY REASONIS STRICTLY PROHIBITED. THE PURCHASE OF A SET OFCONSTRUCTION PLANS IN NO WAY TRANSFERS ANY COPYRIGHT OROTHER OWNERSHIP INTEREST IN IT TO THE PURCHASER EXCEPTFOR A LIMITED LICENSING RELEASE TO USE THE SAID PLAN SETFOR PURPOSE OF CONSTRUCTING ONE, AND ONLY ONE,DWELLING UNIT. THE PURCHASE OF ADDITIONAL SETS OF THESAID PLANS AT A REDUCED PRICE FROM THE ORIGINAL SET OR ASPART OF A MULTIPLE SET PACKAGE DOES NOT CONVEY TO THEPURCHASER A LICENSE TO CONSTRUCT MORE THAN ONE DWELLING.SIMILARLY, THE PURCHASE OF REPRODUCIBLE CONSTRUCTION PLANS(A.K.A. SEPIAS, MYLARS, OR VELLUMS) CARRIES THE SAMECOPYRIGHT PROTECTION AS MENTIONED ABOVE. IT IS GENERALLYALLOWED TO MAKE ADDITIONAL COPIES FOR THE CONSTRUCTION OFA SINGLE DWELLING ONLY. TO USE ANY PLAN MORE THAN ONCE.AND TO AVOID ANY COPYRIGHT / LICENSE INFRINGEMENT, IT ISNECESSARY TO CONTACT PLAN SOURCE TO RECEIVE ARELEASE AND LICENSE FOR ANY EXTENDED USAGE. WHEREAS APURCHASER OF REPRODUCIBLE'S IS GRANTED A LICENSE TO MAKECOPIES, IT SHOULD BE NOTED THAT AS COPYRIGHTED MATERIALS,MAKING PHOTOCOPIES FROM CONSTRUCTION PLANS ISILLEGAL. COPYRIGHT AND LICENSING OF CONSTRUCTION PLANSEXIST TO PROTECT ALL PARTIES. IT RESPECTS AND SUPPORTS THEINTELLECTUAL PROPERTY OF THE ORIGINAL ARCHITECT ANDDESIGNER, THEREBY KEEPING IT POSSIBLE TO OFFER PREDRAWNPLANS AT AFFORDABLE PRICES. COPYRIGHT LAW FOR PREDRAWNCONSTRUCTION PLANS IS NOW BEING VIGOROUSLY ENFORCED.
GENERAL SITE NOTES1. CONTRACTOR TO VERIFY LOCATIONS OF SITE UTILITIES,REQUIREMENTS AND CONNECTIONS FEES. OWNER, CONTRACTOR,AND SUB-CONTRACTORS TO PAY ALL THEIR RELATEDCONSTRUCTION PERMIT FEES AS AGREED UPON BETWEEN THEOWNER AND CONTRACTOR.
2. BEFORE EXCAVATION, THE CONTRACTOR SHALL EXAMINE ALLDRAWINGS, MAPS, AND BUILDING SITE OF EXISTING FACILITY TODETERMINE THE ROUTES OF ALL UNDERGROUND UTILITIES. BEFOREDIGGING COMMENCES IT IS ADVISED THAT THE OWNER ORCONTRACTOR CALLS THEIR STATES UTILITY LOCATER FACILITATOR.
3. IT IS RECOMMENDED THAT THE SITES SOIL BE TESTED FORCOMPRESSION RATING TO DETERMINE FOUNDATION AND FOOTINGDESIGN. CONCRETE FOUNDATIONS AND FOOTING DESIGN SHALL BEACCORDANCE TO CHAPTER 4 OF THE I.R.C CODE. SEEFOUNDATION SECTION ON THIS PAGE FOR MORE DETAIL.
4. CONSULT A LOCAL CIVIL ENGINEER FOR SITE PLANS ANDSURVEYS OF EXISTING PROPERTY. A LANDSCAPE ARCHITECTSHOULD BE CONSULTED FOR MORE EXTENSIVE SITE LANDSCAPEDESIGNS.
I.R.C BUILDING PLANNING -CHAPTER 3
GLAZING R308R308.4 HAZARDOUS LOCATIONS
GLAZING IN THE FOLLOWING LOCATIONS SHALL BE OF SAFETYGLAZING CONFORMING TO THE HUMAN IMPACT LOADS OF SECTIONR308.3 (SEE EXCEPTIONS).
1. SWINGING DOORS EXCEPT JALOUSIES.2. FIXED AND OPERABLE PANELS OF SWINGING, SLIDING AND BIFOLDDOOR ASSEMBLIES3. STORM DOORS4. UNFRAMED SWINGING DOORS5. DOORS AND ENCLOSURES FOR HOT TUB, WHIRLPOOLS,SAUNAS, STEAM ROOMS, BATHTUBS AND SHOWERS AND IN ANYPORTION OF A BUILDING WALL ENCLOSING THESE COMPARTMENTSWHERE THE BOTTOM EDGE OF THE GLAZING IS LESS THAN 60INCHES MEASURED VERTICALLY ABOVE ANY STANDING OR WALKINGSURFACE.6. FIXED OR OPERABLE VERTICAL PANELS ADJACENT TO A DOORWHERE THE NEAREST VERTICAL EDGE IS WITHIN A 24-INCH ARCOF THE DOOR IN A CLOSED POSITION AND WHOSE BOTTOM EDGEIS LESS THAN 60 INCHES ABOVE THE FLOOR OR WALKINGSURFACE.7. INDIVIDUAL FIXED OR OPERABLE PANEL, OTHER THAN THOSEDESCRIBED IN ITEMS 5 AND 6 ABOVE. THAT MEET ALL OF THEFOLLOWING CONDITIONS :
8. RAILING REGARDLESS OF AREA OR HEIGHT ABOVE A WALKINGSURFACE INCLUDING STRUCTURED BALUSTER PANELS ANDNONSTRUCTURAL IN-FILL PANELS.9. WALLS AND FENCES USED AS THE BARRIER FOR INDOOR ANDOUTDOOR SWIMMING POOLS , HOT TUBS AND SPAS WHEN :
60 INCHES ABOVE A WALKING SURFACE AND 60 INCHESHORIZONTALLY OF THE WATER'S EDGE.(THIS SHALL APPLY TOSINGLE GLAZING AND ALL PANELS IN MULTIPLE GLAZING)10. GLAZING ADJACENT TO STAIRWAYS,LANDINGS, AND APPROVEDRAMPS WITHIN 36 INCHES HORIZONTALLY OF A WALKING SURFACEWHEN THE EXPOSED SURFACE OF THE GLASS IS LESS THAN 60INCHES ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE.11. GLAZING ADJACENT TO STAIRWAYS WITHIN 60 INCHESHORIZONTALLY OF THE BOTTOM TREAD OF A STAIRWAY IN ANYDIRECTION WHEN EXPOSED SURFACE OF THE GLASS IS LESS THAN60 INCHES ABOVE THE NOSE OF THE TREAD.
MISC.A.I SKYLIGHT AND SLOPED GLAZING SHALL COMPLY WITHSECTION R308.6B.I SITE BUILT WINDOWS SHALL COMPLY WITH SECTION R308.5C.I EXTERIOR WINDOWS AND GLASS DOORS SHALL CONFORM TOTHE 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 TABLER301.2(3) (SECTION R613.2)D.I WINDOWS AND GLASS DOORS SHALL BE ANCHORED INACCORDANCE WITH THE PUBLISHED MANUFACTURER'SRECOMMENDATIONS. (SECTION R613.5.1)H.I ANCHORAGE OF EXTERIOR WINDOWS SHALL CONFORM TOSECTION R613.5.2
EMERGENCY ESCAPE AND RESCUE OPENINGR310R310 EMERGENCY ESCAPE RESCUE OPENINGS
BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM SHALLHAVE 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 ORMORE SLEEPING ROOMS, EMERGENCY EGRESS AND RESCUEOPENINGS SHALL BE REQUIRED IN EACH SLEEPING ROOM. WHEREEMERGENCY ESCAPE AND RESCUE OPENINGSARE PROVIDED THEY SHALL HAVE A SILL HEIGHT OF NOT MORETHAN 44 INCHES ABOVE THE FLOOR. WHERE A DOOR OPENINGHAVING A THRESHOLD BELOW THE ADJACENT GROUND ELEVATIONSERVES AS AN EMERGENCY ESCAPE AND RESCUE OPENING ANDIS PROVIDED WITH A BULKHEAD ENCLOSURE, THE BULKHEADENCLOSURE SHALL COMPLY WITH SECTION R310.3. THE NETCLEAR OPENING DIMENSIONS REQUIRED BY THIS SECTION SHALLBE OBTAINED BY THE NORMAL OPERATION OF THE EMERGENCYESCAPE AND RESCUE OPENINGS FROM THE INSIDE. EMERGENCYESCAPE AND RESCUE OPENINGS WITH A FINISHED SILL HEIGHTBELOW THE ADJACENT GROUND ELEVATION SHALL BE PROVIDEDWITH A WINDOW WELL IN ACCORDANCE WITH SECTION R310.2.EMERGENCY ESCAPE AND RESCUE SHALL OPEN DIRECTLY INTO APUBLIC WAY. OR TO A YARD OR COURT THAT OPENS TO APUBLIC WAY.
MEANS OF EGRESS 311R311 MEANS OF EGRESS
STAIRWAYS, RAMPS, EXTERIOR EXIT BALCONIES, HALLWAYS ANDDOORS SHALL COMPLY WITH SECTION R311:1. STAIRWAY WIDTH SHALL NOT BE LESS THAN 36" IN CLEARWIDTH AT ALL POINTS ABOVE THE PERMITTED HANDRAIL HEIGHTAND BELOW THE REQUIRED HEADROOM HEIGHT. (R311.7.1)2. THE MINIMUM HEADROOM IN ALL PARTS OF THE STAIRWAYSHALL 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 TREADSSHALL HAVE A MINIMUM TREAD DEPTH OF 6". (R311.7.5.2)
SMOKE ALARMS R314R314.3 LOCATION
SINGLE- AND MULTIPLE-STATION SMOKE ALARMS SHALL BEINSTALLED IN THE FOLLOWING LOCATIONS:1. EACH SLEEPING ROOM
R314.3 LOCATION - CONTINUED
2. OUTSIDE OF EACH SLEEPING AREA IN THE IMMEDIATE VICINITYOF THE BEDROOMS3. ON EACH ADDITIONAL STORY OF THE DWELLING, INCLUDINGBASEMENTS, CELLARS AND HABITABLE ATTICS BUT NOT INCLUDINGCRAWL SPACES AND UNINHABITABLE ATTICS. IN DWELLINGS ORDWELLING UNITS WITH SPLIT LEVELS AND WITHOUT AN INTERVENINGDOOR BETWEEN THE ADJACENT LEVELS. A SMOKE ALARM INSTALLED ONTHE UPPER LEVEL SHALL SUFFICE FOR THE ADJACENT LOWERLEVEL PROVIDED THAT THE LOWER LEVEL IS LESS THAN ONE FULLSTORY BELOW THE UPPER LEVEL.
WHEN ONE OR MORE SMOKE ALARMS IS REQUIRED TO BEINSTALLED WITHIN AN INDIVIDUAL DWELLING UNIT THE ALARMDEVICES SHALL BE INTERCONNECTED IN SUCH A MANNER THATTHE ACTUATION OF ONE ALARM WILL ACTIVATE ALL OF THEALARMS IN THE INDIVIDUAL UNIT.
BUILDINGS AND STRUCTURES CONSTRUCTED IN WHOLE OR IN PARTIN FLOOD HAZARD AREAS (INCLUDING A OR V ZONES) ASESTABLISHED IN TABLE R301.2 (1) SHALL BE DESIGNED ANDCONSTRUCTED IN ACCORDANCE WITH THE PROVISIONS CONTAINEDIN THIS SECTION
R322.1 GENERAL
R322.1.2 STRUCTURAL SYSTEMS
ALL STRUCTURAL SYSTEMS OF ALL BUILDING AND STRUCTURESSHALL BE DESIGNED, CONNECTED AND ANCHORED TO RESISTFLOTATION, COLLAPSE, OR PERMANENT LATERAL MOVEMENT DUETO STRUCTURAL LOADS AND STRESSES FROM FLOODING EQUAL TOTHE DESIGN FLOOD ELEVATION.
R322.1.4 ESTABLISHING THE DESIGN FLOOD ELEVATION
THE DESIGN FLOOD ELEVATION SHALL BE USED TO DEFINE AREASPRONE TO FLOODING, AND SHALL DESCRIBE. AT A MINIMUM. THEBASE FLOOD ELEVATION AT THE DEPTH OF PEAK ELEVATION OFFLOODING (INCLUDING WAVE HEIGHT) WHICH HAS A 1 PERCENT ORGREATER CHANCE OF BEING EQUALED TO EXCEEDED IN ANYGIVEN YEAR.
FOR DETERMINING DESIGN FLOOD ELEVATIONS AND IMPACTSREFER TO SECTION R322.1.4.1 AND R322.1.4.2
R322.1.6 PROTECTION OF MECHANICAL AND ELECTRICALSYSTEMS
ELECTRICAL SYSTEMS. EQUIPMENT AND COMPONENTS, ANDHEATING, VENTILATING, AIR CONDITIONING, AND PLUMBINGAPPLICATIONS. PLUMBING FIXTURES, DUCT SYSTEMS, AND OTHERSERVICE EQUIPMENT SHALL BE LOCATED AT OR ABOVE THEDESIGN FLOOD ELEVATION.
REVIEW EXCEPTIONS R322.1.6
ENCLOSED AREAS, INCLUDING CRAWL SPACES, THAT ARE BELOWTHE DESIGN FLOOD ELEVATION SHALL:1. BE USED SOLELY FOR PARKING OF VEHICLES, BUILDING ACCESSOR STORAGE.2. BE PROVIDED WITHFLOOD OPENING THAT MEET THEFOLLOWING CRITERIA:
R322.2.2 ENCLOSED AREA BELOW DESIGN FLOODELEVATION
A. THERE SHALL BE A MINIMUM OF TWO OPENINGS ONDIFFERENT SIDES OF EACH ENCLOSED AREA: IF ANY BUILDINGHAS MORE THAN ONE ENCLOSED AREA BELOW THE DESIGN FLOODELEVATION, EACH AREA SHALL HAVE OPENINGS ON EXTERIOR WALLS.B. THE TOTAL NET AREA OF ALL OPENINGS SHALL BE AT LEAST 1SQUARE INCH FOR EACH SQUARE FOOT OF ENCLOSED AREA, ORTHE OPENINGS SHALL BE DESIGNED AND THE CONSTRUCTIONDOCUMENTERS SHALL INCLUDE A STATEMENT THAT THE DESIGNAND INSTALLATION WILL PROVIDE FOR EQUALIZATION OFHYDROSTATIC FLOOD FORCES ON EXTERIOR WALLS BY ALLOWINGFOR AUTOMATIC ENTRY AND EXIT OF FLOODWATERS.C. THE BOTTOM OF EACH OPENING SHALL BE 1 FOOT OR LESSABOVE THE ADJACENT GROUND LEVEL.D. OPENING SHALL BEAT LEAST 3 INCHES IN DIAMETER.E. ANY LOVERS, SCREENS, OR OTHER OPENING COVERS SHALLALLOW THE AUTOMATIC FLOW OF FLOOD WATERS INTO AND OUTOF THE ENCLOSED AREA.F. OPENINGS INSTALLED IN DOORS AND WINDOWS, THAT MEETREQUIREMENTS A-E ARE ACCEPTABLE; HOWEVER, DOORS ANDWINDOWS WITHOUT INSTALLED OPENINGS DO NOT MEET THEREQUIREMENTS OF THE SECTION.
I.R.C. FOUNDATION - CHAPTER 4
GENERAL R401
R401 .2 REQUIREMENTS
FOUNDATION CONSTRUCTION SHALL BE CAPABLE OFACCOMMODATING ALL LOADS ACCORDING TO SECTION R301 ANDOF TRANSMITTING THE RESULTING LOADS TO THE SUPPORTINGSOIL. FILL SOILS THAT SUPPORT FOOTINGS AND FOUNDATIONSSHALL BE DESIGNED. INSTALLED, AND TESTED IN ACCORDANCEWITH ACCEPTED ENGINEERING PRACTICES. GRAVEL FILL USED ASFOOTINGS FOR WOOD AND PRECAST FOUNDATIONS SHALL COMPLYWITH SECTION R403.
R401 .3 DRAINAGE
SURFACE DRAINAGE SHALL BE DIVERTED TO A STORM SEWERCONVEYANCE OR OTHER APPROVED POINT OF COLLECTION SO ASTO NOT CREATE A HAZARD. LOTS SHALL BE GRADED TO DRAINSURFACE WATER AWAY FROM FOUNDATION WALLS. THE GRADESHALL FALL A MINIMUM OF 6 INCHES WITHIN THE FIRST 10FEET.
R401.4 SOIL TESTS
IN AREAS LIKELY TO HAVE EXPANSIVE. COMPRESSIBLE, SHIFTINGOR OTHER UNKNOWN SOIL CHARACTERISTICS. THE BUILDINGOFFICIAL SHALL DETERMINE WHETHER TO REQUIRE A SOIL TESTTO DETERMINE THE SOILS CHARACTERISTIC AT A PARTICULARLOCATION. THIS TEST SHALL BE MADE BY AN APPROVED AGENCYUSING AN APPROVED METHOD. CONTRACTOR TO REFER TO TABLER401.14.1 FOR PRESUMPTIVE LOAD - BEARING VALVES OFFOUNDATION MATERIALS.
MATERIALS R402
R402.1. WOOD FOUNDATIONSS
WOOD FOUNDATION SYSTEMS SHALL BE DESIGNED AND INSTALLEDIN ACCORDANCE WITH THE PROVISION OF THIS CODE.
R402.1.1 FASTENERS
FASTENERS USED BELOW APPROXIMATE GRADE (OR USED IN KNEE WALLCONSTRUCTION) SHALL BE OF TYPE 304 OR 316 STAINLESSSTEEL. FASTENERS USED ABOVE APPROXIMATE GRADE SHALL BE OF TYPE 304OR 316 STAINLESS STEEL, SILICON BRONZE, COPPER, HOT-DIPPEDGALVANIZED (ZINC COATED) STEEL NAILS. OR HOT TUMBLEDGALVANIZED (ZINC COATED) STEEL NAILS. ELECTROGALVANIZEDSTEEL NAILS AND GALVANIZED (ZINC COATED) STEEL STAPLESSHALL NOT BE PERMITTED.
R402.1.2 WOOD TREATMENT
ALL LUMBER AND PLYWOOD SHALL BE TREATED IN ACCORDANCEWITH AWPA U1 AND BEAR THE LABEL OF AN ACCREDITEDAGENCY.
R402.2 CONCRETE
CONCRETE SHALL HAVE A MINIMUM SPECIFIED COMPRESSIVESTRENGTH AS SHOWN IN TABLE R402.2 (SECTION R402.2)CONCRETE SUBJECT TO WEATHERING (TABLE R301.2(1) SHALLBE AIR ENTRAINED AS SPECIFIED IN TABLE R402.2 (SECTIONR402.2) CONCRETE MIXTURES FOR GARAGE AND SUPPORT SLABSAND EXTERIOR LOCATIONS THAT WILL BE EXPOSED TO DEICINGCHEMICALS SHALL NOT HAVE MAXIMUM WEIGHT OF FLY ASH,SILICA FUME, SLAG OR OTHER POZZOLANS THAT EXCEED THEPERCENTAGE OF TOTAL WEIGHT OF CEMENTITIOUS MATERIALSSPECIFIED IN SECTION 4.2.3. OF ACI 318. MATERIALS USED TOPRODUCE CONCRETE AND TESTING THEREOF SHALL COMPLY WITHTHE APPLICABLE STANDARDS LISTED IN CHAPTER 3 OF ACI 318.
FOOTINGS R403
ALL EXTERIOR WALLS SHALL BE SUPPORTED ON CONTINUOUSSOLID OR FULLY GROUTED MASONRY OR CONCRETE FOOTINGS,CRUSHED STONE FOOTINGS, WOOD FOUNDATIONS OR OTHERAPPROVED STRUCTURAL SYSTEMS.
R403.1.1 MINIMUM SIZE
MINIMUM SIZE FOR CONCRETE AND MASONRY FOOTINGS SHALLBE 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 SHALLNOT EXCEED THE THICKNESS OF THE FOOTINGS. THE SIZE OF THEFOOTINGS SUPPORTING PIERS AND COLUMNS SHALL BE INACCORDANCE WITH TABLE R401.4.1 FOOTINGS FOR WOODFOUNDATIONS SHALL BE IN ACCORDANCE WITH THE DETAILS SETFORTH IN SECTION R403.2 AND FIGURES R403.1(2) ANDR403.1(3).
R403.1.2 CONTINUOUS FOOTING IN SEISMIC DESIGN CATEGORIESD0. D1. AND D2
THE BRACED WALL PANELS AT EXTERIOR WALLS OF ALLBUILDINGS AND ALL REQUIRED INTERIOR BRACED WALL PANELS INBUILDINGS WITH PLAN DIMENSIONS GREATER THAN 50 FEET INSEISMIC DESIGN CATEGORIES D0, D1, AND D2 SHALL BESUPPORTED BY CONTINUOUS FOOTINGS.
R403.1.3 SEISMIC REINFORCING
CONCRETE FOOTINGS LOCATED IN SEISMIC DESIGN CATEGORIESD0,D1,AND D2 AS ESTABLISHED IN TABLE R301.2(1) SHALLHAVE MINIMUM REINFORCEMENT SET FORTH IN THIS SECTION FORCONSTRUCTION JOINTS CREATED BETWEEN A CONCRETE FOOTINGAND A STEM WALL, WHERE A GROUTED MASONRY STEM WALL ISSUPPORTED ON A CONCRETE FOOTING AND STEM WALL. ANDWHEN MASONRY STEM WALLS WITHOUT SOLID GROUT ANDVERTICAL REINFORCEMENT ARE NOT PERMITTED
R403.1.4 MINIMUM DEPTH
ALL EXTERIOR FOUNDATIONS SHALL BE PLACED AT LEAST 12INCHES BELOW UNDISTURBED GROUND. WHERE APPLICABLE, THEDEPTH OF FOOTINGS SHALL ALSO CONFORM TO SECTIONSR403.1.4.1 THROUGH R403.1.4.2. EXCEPT FOR FROST-PROTECTED FOOTINGS, PERMANENT SUPPORT SHALL BECONSTRUCTED IN ACCORDANCE WITH SECTION R403.3.
INSEISMIC DESIGN CATEGORIES D0,D1 AND D2, INTERIORFOOTINGS SUPPORTING BEARING OR BRACING WALLS AND CASTMONOLITHICALLY WITH A SLAB ON APPROXIMATE GRADE SHALL EXTEND TO ADEPTH OF NOT LESS THAN 12 INCHES BELOW THE TOP OF THESLAB-SECTION R403.1.4.2
R403.1.5 SLOPE
FOOTINGS SHALL BE STEPPED WHERE IT IS NECESSARY TOCHANGE THE ELEVATION OF THE TOP SURFACE OF THE FOOTINGSOR WHERE THE SLOPE OF THE BOTTOM SURFACE OF THEFOOTING EXCEEDS ONE UNIT VERTICAL IN TEN UNITS HORIZONTAL(10-PERCENT SLOPE)
R403.1.6 FOUNDATION ANCHORAGE
THE WOOD SOLE PLATE AT EXTERIOR WALLS ON MONOLITHICSLABS AND WOOD SILL PLATE SHALL BE ANCHORED TO THEFOUNDATION WITH ANCHOR BOLTS SPACED A MAX. OF 6 FEET ONCENTER. THERE SHALL BE A MINIMUM OF TWO BOLTS PER PLATESECTION. IN SEISMIC DESIGN CATEGORIES D0,D1,AND D2.ANCHOR BOLTS SHALL BE SPACED 6 FEET ON CENTER ANDLOCATED 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 DESIGNFLOOD ELEVATION SHALL BE USED SOLELY FOR PARKING ORVEHICLES, BUILDING ACCESS OR STORAGE.
R403.1 GENERAL
FLOOD-RESISTANT CONSTRUCTION R322
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SECTION AT INTERIOR BRACED WALL LINES WHEN REQUIRED BYSECTION R602.10.9 TO BE SUPPORTED ON A CONTINUOUSFOUNDATION. BOLTS SHALL BE AT LEAST 1/2 INCH IN DIAMETERAND SHALL EXTEND A MINIMUM OF 7 INCHES IN TO MASONRYOR CONCRETE.
INTERIOR BEARING WALL SOLE PLATES ON MONOLITHIC SLABFOUNDATION SHALL BE POSITIVELY ANCHORED WITH APPROVEDFASTENERS A NOT AND WASHER SHALL BE TIGHTENED ON EACHBOLT OF THE PLATE. SILLS AND SOLE PLATES SHALL BEPROTECTED AGAINST DECAY AND TERMITES WHERE REQUIREDBY SECTION R317 AND R318.
COLD-FORMED STEEL FRAMING SYSTEMS SHALL BE FASTENED TOTHE WOOD SILL PLATES OR ANCHORED DIRECTLY TO THEFOUNDATION AS REQUIRED IN SECTION R505.3.1 OR R603.3.1.
NOTE: CONSULT SECTION R403.1.6 FOR EXCEPTIONS ANDSECTION R403.1.6.1 ANCHORAGE METHODOLOGIES IN SEISMICDESIGN 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 ORADJACENT TO SLOPES STEEPER THAN I UNIT VERTICAL IN 3UNITS HORIZONTAL (33.3 PERCENT SLOPE) SHALL CONFORM TOSECTIONS R403.1.7.1 THROUGH R403.1.7.4.
R403.1.8 FOUNDATIONS ON EXPANSIVE SOILS
FOUNDATIONS AND FLOOR SLABS FOR BUILDINGS LOCATED ONEXPANSIVE SOILS SHALL BE DESIGNED IN ACCORDANCE WITHSECTION 1808.6 OF THE INTERNATIONAL BUILDING CODE.
EXCEPTIONS: SLAB-ON-GROUND AND OTHER FOUNDATIONSSYSTEMS WHICH HAVE PERFORMED ADEQUATELY IN SOILCONDITIONS SIMILAR TO THOSE ENCOUNTERED AT THE BUILDINGSITE ARE PERMITTED SUBJECT TO THE APPROVAL OF THEBUILDING OFFICIAL.
EXPANSIVE SOILS SHALL BE DETERMINED PER SECTIONR403.1.8.1
R403.2 FOOTINGS FOR WOOD FOUNDATIONS
FOOTINGS FOR WOOD FOUNDATIONS SHALL BE IN ACCORDANCEWITH FIGURES R403.1(2) AND R403.1(3) AND HAVE A BASEAS DESCRIBED IN THIS SECTION.
R404.1 CONCRETE AND MASONRY FOUNDATION WALLS
FOR BUILDINGS WHERE THE MONTHLY MEAN TEMPERATURE OFTHE BUILDING IS MAINTAINED AT A MINIMUM OF 64 DEG.FOOTINGS ARE NOT REQUIRED TO EXTEND BELOW THE FROSTLINE WHEN PROTECTED FROM FROST BY INSULATION INACCORDANCE WITH FIGURE R403.3(1) AND TABLE R403.3(1).FOUNDATIONS PROTECTED FROM FROST IN ACCORDANCE TO SAIDFIGURES AND TABLES SHALL NOT BE USED FOR UNHEATEDSPACES SUCH AS PORCHES. UTILITY ROOM. GARAGES. ANDCARPORTS. AND SHALL NOT BE ATTACHED TO BASEMENTS ORCRAWL SPACES THAT ARE NOT MAINTAINED AT A MINIMUMMONTHLY 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 ORMASONRY FOUNDATIONS THAT RETAIN EARTH AND ENCLOSEHABITABLE OR USABLE SPACES LOCATED BELOW GRADE.DRAINAGE TILES, GRAVEL OR CRUSHED STONE DRAINS.PERFORATED PIPE OR OTHER APPROVED SYSTEMS OR MATERIALSSHALL BE INSTALLED AT OR BELOW THE AREA TO BE PROTECTEDAND SHALL DISCHARGE BY GRAVITY OR MECHANICAL MEANS INTOAN APPROVED DRAINAGE SYSTEM GRAVEL OR CRUSHED STONE-
R405.1 CONCRETE OR MASONRY FOUNDATIONS- CONTINUE
DRAINS SHALL EXTEND AT LEAST I FOOT BEYOND THE OUTSIDEEDGE OF THE FOOTING AND 6 INCHES ABOVE THE TOP OF THEFOOTING AND BE COVERED WITH AN APPROVED FILTERMEMBRANE MATERIAL. THE TOP OF THE OPEN JOINTS OF DRAINTILES SHALL BE PROTECTED WITH STRIPS OF BUILDING PAPER.DRAINAGE TILES OR PERFORATED PIPE SHALL BE PLACED ON AMINIMUM OF 2 INCHES OF WASHED GRAVEL OR CRUSHED ROCKAT LEAST ONE SIEVE SIZE LARGER THAN THE TILE JOINTOPENING OR PERFORATION AND COVERED NOT LESS THAN 6INCHES OF THE SAME MATERIAL.
OTHER THAN GROUP I SOILS, A SUMP SHALL BE PROVIDED TODRAIN THE POROUS LAYER AND FOOTINGS. AND SHALL COMPLYWITH SECTION R405.2.3.
FOUNDATION WATERPROOFING ANDDAMPPROOFING R406
R406.2 CONCRETE OR MASONRY FOUNDATION WATERPROOFING
1. FOUNDATION WALL WATERPROOFING SHALL BE WITH AMEMBRANE EXTENDING FROM THE TOP OF THE FOOTING TO THEFINISHED GRADE, WITH MATERIALS AS SPECIFIED IN SECTIONR406.2. EXCEPT WHERE REQUIRED TO BE WATERPROOFED.FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSEHABITABLE OR USABLE SPACES LOCATED BELOWAPPROXIMATE GRADE SHALL BE DAMPPROOFED.2. IN AREAS WHERE HIGH WATER TABLE OR OTHER SEVERE SOIL-WATER CONDITIONS ARE KNOWN TO EXIST. EXTERIOR FOUNDATIONWALLS THAT RETAIN EARTH AND ENCLOSE HABITABLE OR USABLESPACE LOCATED BELOW APPROXIMATE GRADE SHALL BEWATERPROOFED PER SECTION R406.2.3. DAMPPROOFING, WHERE REQUIRED, SHALL BE INSTALLED WITHMATERIALS 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 HEIGHTAND WIDTH WITH AN APPROVED MATERIAL LISTED IN THISSECTION.
R408.4 ACCESS
AN ACCESS OPENING 18 INCHES BY 24 INCHES SHALL BEPROVIDED TO THE UNDER FLOOR SPACE. ACCESS OPENINGS TOUNDERFLOOR SPACES WHERE MECHANICAL EQUIPMENT ISLOCATED SHALL BE PROVIDED IN ACCORDANCE WITH SECTIONMI305.1.4.
R408.7 FLOOD RESISTANCE
FOR BUILDINGS LOCATED IN FLOOD HAZARD AREAS ASESTABLISHED IN TABLE R301.2(1)1. WALLS ENCLOSING THE UNDER - FLOOR SPACE SHALL BEPROVIDED WITH FLOOD OPENINGS IN ACCORDANCE WITH SECTIONR322.2.2.2. THE FINISHED GROUND LEVEL OF THE UNDER-FLOOR SPACESHALL BE EQUAL TO OR HIGHER THAN THE OUTSIDE FINISHEDGROUND LEVEL.EXCEPTIONS: UNDER-FLOOR SPACES THAT MEET THEREQUIREMENTS OF FEMA/FIA TB 11-1.
I.R.C. FLOORS - CHAPTER 5
R501.2 REQUIREMENTS
GENERAL R501
FLOOR CONSTRUCTION SHALL BE CAPABLE OF ACCOMMODATINGALL LOADS ACCORDING TO SECTION R301 AND OF TRANSMITTINGTHE RESULTING LOADS TO THE SUPPORTING STRUCTURALELEMENTS.
R502.2 DESIGN AND CONSTRUCTION
WOOD FLOOR FRAMING R502
FLOORS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCEWITH THE PROVISIONS OF THIS CHAPTER. FIGURE R502.2 ANDSECTIONS 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 PROVIDEDBETWEEN FLOOR FRAMING AND BRACED WALL PANELS LOCATEDABOVE OR BELOW A FLOOR AS SPECIFIED IN SECTIONR602.10.8
R502.3 ALLOWABLE JOIST SPANS
SPANS FOR FLOOR JOISTS SHALL BE IN ACCORDANCE WITHTABLES R502.3.1(1) AND R502.3.1(2).
R502.4 JOISTS UNDER BEARING PARTITIONS
JOISTS UNDER PARALLEL BEARING PARTITIONS SHALL BE OFADEQUATE SIZE TO SUPPORT THE LOAD. DOUBLE JOISTS. SIZED TOADEQUATELY SUPPORT THE LOAD. THAT AREA SEPARATED TOPERMIT THE INSTALLATION OF PIPING OR VENTS SHALL BE FULLDEPTH SOLID BLOCKED WITH LUMBER NOT LESS THAN 2 INCHES INNOMINAL THICKNESS SPACED NOT MORE THAN 4 FEET ONCENTER. BEARING PARTITIONS PERPENDICULAR TO JOISTS SHALLNOT BE OFFSET FROM THE SUPPORTING GIRDERS, WALLS, ORPARTITIONS MORE THAN THE JOIST DEPTH UNLESS SUCH JOISTSARE OF SUFFICIENT SIZE TO CARRY THE ADDITIONAL LOAD.
CONCRETE AND MASONRY FOUNDATION WALLS SHALL BESELECTED AND CONSTRUCTED IN ACCORDANCE WITHPROVISIONS OF SECTION R404 OR IN ACCORDANCE WITHACI 318. ACI 332. NCMA TR68-A OR ACI 530/ASCE 5/TMS402 OR OTHER APPROVED STRUCTURAL STANDARDS. WHEN ACI318. ACI 332 OR ACI 530/ASCE 5/TMS 402 OR THEPROVISION OF SECTION R404 IF THE IRC CODE ARE USED TODESIGN CONCRETE OR MASONRY FOUNDATION WALLS. PROJECTDRAWINGS. TYPICAL DETAILS AND SPECIFICATIONS ARE NOTREQUIRED TO BEAR THE SEAL OF AN ARCHITECT OR ENGINEER.UNLESS OTHERWISE REQUIRED BY THE STATE LAW OF THEJURISDICTION HAVING AUTHORITY. FOUNDATION WALLS THAT MEETALL OF THE FIVE PROVISIONS IN SECTION R404.1 SHALL BECONSIDERED LATERALLY SUPPORTED.
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
THE UNDER-FLOOR SPACE BETWEEN THE BOTTOM OF THE FLOORJOISTS AND THE EARTH UNDER ANY BUILDING (EXCEPT SPACEOCCUPIED BY A BASEMENT) SHALL HAVE VENTILATION OPENINGSTHROUGH FOUNDATION WALLS OR EXTERIOR WALLS. THE MINIMUMNET AREA OF VENTILATION OPENINGS SHALL NOT BE LESS THANI SQUARE FOOT FOR EACH 150 SQUARE FEET OF UNDER FLOORSPACE AREA. ONE SUCH VENTILATION OPENING SHALL BE WITHIN3 FEET OF EACH CORNER OF THE BUILDING.
R502.8 CUTTING, DRILLING AND NOTCHING
STRUCTURAL FLOOR MEMBERS SHALL NOT BE CUT, BORED, ORNOTCHED IN EXCESS OF THE LIMITATIONS SPECIFIED IN THISSECTION. SEE FIGURE R502.8.
I.R.C. WALL CONSTRUCTION -CHAPTER 6
WOOD WALL FRAMING R602R602.10 WALL BRACING
BUILDINGS SHALL BE BRACED IN ACCORDANCE WITH THIS SECTION OR,WHEN APPLICABLE, SECTION R602.12. WHERE A BUILDING DOES NOTCOMPLY WITH ONE OR MORE OF THE BRACING REQUIREMENTS IN THISSECTION, THOSE PORTIONS SHALL BE DESIGNED AND CONSTRUCTED INACCORDANCE WITH SECTION R301.1.
BRACED WALL PANEL CONSTRUCTION METHODS SHALL BE INACCORDANCE TO R602.10.2.
ALTERNATE BRACED WALL PANELS SHALL BE IN ACCORDANCE TOR602.10.2.
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 ANDBREAKS, COMPLYING WITH ASTM D 226 FOR TYPE I FELT OROTHER APPROVED WATER-RESISTIVE BARRIER SHALL BE APPLIEDOVER STUDS OR SHEATHING OF ALL EXTERIOR WALLS. SUCH FELTOR MATERIAL SHALL BE APPLIED HORIZONTALLY, WITH THE UPPERLAYER LAPPED OVER THE LOWER LAYER NOT LESS THAN 2INCHES. WHERE JOINTS OCCUR, FELT SHALL BE LAPPED NOT LESSTHAN 6 INCHES. THE FELT OR APPROVED MATERIAL SHALL BECONTINUOUS TO THE TOP OF THE WALLS AND TERMINATE ATPENETRATIONS AND THE BUILDING APPENDAGES IN A MANNERTO MEET THE REQUIREMENTS OF THE EXTERIOR WALL ENVELOPEAS DESCRIBED IN SECTION R703.1.
R703.7. EXTERIOR PLASTER
INSTALLATION OF THESE MATERIALS SHALL BE IN COMPLIANCEWITH ASTM C926 AND ASTM C 1063 AND THE PROVISIONS OFTHIS CODE.
R703.7.1 LATH
ALL LATH AND LATH ATTACHMENTS SHALL BE OF CORROSION-RESISTANT MATERIALS. EXPANDED METAL OR WOVEN WIRE LATHSHALL BE ATTACHED WITH 1 1/2 -INCH-LONG, 11 GAUGE NAILS,HAVING A 7/16-INCH HEAD, OR 7/8-INCH-LONG, 16-GAUGESTAPLES, SPACED NOT MORE THAN 6 INCHES, OR AS OTHERWISEAPPROVED.
R703.7.2 PLASTER
PLASTERING WITH PORTLAND CEMENT PLASTER SHALL BE NOTLESS THAN THREE COATS WHEN APPLIED OVER METAL LATH ORWIRE LATH AND SHALL BE NOT LESS THAN TWO COATS WHENAPPLIED OVER MASONRY, CONCRETE. PRESSURE-PRESERVATIVETREATED WOOD OR DECAY RESISTANT WOOD AS SPECIFIED INSECTION R317.1 OR GYPSUM BACKING. IF THE PLASTERSURFACE IS COMPLETELY CONCEALED. PLASTER APPLICATION NEEDBE ONLY TWO COATS, PROVIDED THE TOTAL THICKNESS IS SETFOURTH IN TABLE R702.1(1).
ON WOOD-FRAME CONSTRUCTION WITH AN ON-GRADE FLOOR SLABSYSTEM, EXTERIOR PLASTER SHALL BE APPLIED TO COVER, BUTNOT 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 1/2INCHES SHALL BE PROVIDED AT OR BELOW THE FOUNDATIONPLATE LINE ON EXTERIOR STUD WALLS IN ACCORDANCE WITHASTM C 926. THE WEEP SCREED SHALL BE PLACED A MINIMUMOF 4 INCHES ABOVE THE EARTH OR 2 INCHES ABOVE THEPAVED AREAS AND SHALL BE OF A TYPE THAT WILL ALLOWTRAPPED WATER TO DRAIN TO THE EXTERIOR OF THE BUILDING.THE WEATHER-RESISTANT BARRIER SHALL LAP THE ATTACHMENTFLANGE. THE EXTERIOR LATH SHALL COVER THE TERMINATE ONTHE ATTACHMENT FLANGE OF THE WEEP SCREED.
R703.7.3 WATER-RESISTIVE BARRIERS
WATER-RESISTIVE BARRIERS SHALL BE INSTALLED AS REQUIRED INSECTION R703.2 AND, WHERE APPLIED OVER WOOD-BASEDSHEATHING SHALL INCLUDE A WATER-RESISTIVE VAPOR-PERMEABLE BARRIER WITH THE PERFORMANCE AT LEASTEQUIVALENT 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 SUPPORTINGWALL WITH CORROSION-RESISTANT METAL TIES WHERE VENEER ISANCHORED TO WOOD BACKINGS BY CORRUGATED SHEET METALTIES, THE DISTANCE SEPARATING THE VENEER FROM THESHEATHING MATERIAL SHALL BE A MAXIMUM OF A NOMINAL IINCH. WHERE THE VENEER IS ANCHORED TO WOOD BACKINGSUSING METAL STRAND WIRE TIES, THE DISTANCE SEPARATING THEVENEER FROM THE SHEATHING MATERIAL SHALL BE A MAXIMUMOF 4 1/2 INCHES EACH TIE SHALL BE SPACED NOT MORE THAN24" ON CENTER HORIZONTALLY AND VERTICALLY AND SHALLSUPPORT NOT MORE THAN 2.67 SQUARE FEET OF WALL AREA ASPER SECTION R703.7.4.1
I.R.C. ROOF-CLNG CONSTRUCTIONCHAPTER 8
GENERAL R801R801.2 REQUIREMENTS
ROOF AND CEILING CONSTRUCTION SHALL BE CAPABLE OFACCOMMODATING ALL LOADS IMPOSED ACCORDING TO SECTIONR301 AND OF TRANSMITTING THE RESULTING LOADS TO THESUPPORTING STRUCTURAL ELEMENTS.
WOOD ROOF FRAMING R802R802.3 FRAMING DETAILS
RAFTERS SHALL BE FRAMED TO RIDGE BOARD OR TO EACH OTHERWITH A GUSSET PLATE AS A TIE. RIDGE BOARD SHALL BE ATLEAST I-INCH NOMINAL THICKNESS AND NOT LESS IN DEPTH THANTHE CUT END OF THE RAFTER. AT ALL VALLEYS AND HIPS THERESHALL BE A VALLEY OR HIP RAFTER NOT LESS THAN 2-INCHNOMINAL THICKNESS AND NOT LESS IN DEPTH THAN THE CUT ENDOF THE RAFTER. HIP AND VALLEY RAFTERS SHALL BE SUPPORTEDAT THE RIDGE BY A BRACE TO A BEARING PARTITION OR BEDESIGNED TO CARRY AND DISTRIBUTE THE SPECIFIC LOAD AT THATPOINT. WHERE ROOF PITCH IS LESS THAN 3 UNITS VERTICAL IN12 UNITS HORIZONTAL. STRUCTURAL MEMBERS THAT SUPPORTRAFTERS AND CEILING JOISTS, SUCH AS RIDGE BEAMS, HIP ANDVALLEYS. SHALL BE DESIGNED AS BEAMS.
CEILING JOISTS AND RAFTER CONNECTORS AND LAPS SHALL BE INACCORDANCE TO SECTION R802.3.1 AND R802.3.2.
R802.4 ALLOWABLE CEILING JOIST SPANS
SPANS FOR CEILING JOISTS SHALL BE IN ACCORDANCE WITHTABLES R802.4(1) AND R802.4 (2). FOR OTHER GRADES ANDSPECIES AND FOR OTHER LOADING CONDITIONS. REFER TO AF&PASPAN TABLES FOR JOISTS AND RAFTERS.
R802.5 ALLOWABLE RAFTER SPANS
SPANS FOR RAFTERS SHALL BE IN ACCORDANCE WITH TABLESR802.5(1) AND R802.5.1(8). FOR OTHER GRADES ANDSPECIES AND FOR OTHER LOADING CONDITIONS. REFER TO AF&PASPAN TABLES FOR JOISTS AND RAFTERS. THE SPAN OF EACHRAFTER SHALL BE MEASURED ALONG THE HORIZONTALPROJECTION OF THE RAFTER.
R802.5.1 PURLINS
INSTALLATION OF PURLINS TO REDUCE THE SPAN OF RAFTERS ISPERMITTED AS SHOWN IN FIGURE R802.5.1. PURLINS SHALL BESIZED NO LESS THAN THE REQUIRED SIZE OF THE RAFTERS THATTHEY SUPPORT. PURLINS SHALL BE CONTINUOUS AND SHALL BESUPPORTED BY 2-INCH BY 4-INCH BRACES INSTALLED TOBEARING WALLS AT A SLOPE NO MORE THAN 45 DEGREES FROMTHE HORIZONTAL. THE BRACES SHALL BE SPACED NOT MORETHAN 4 FEET ON CENTREX AND THE UNBRACED LENGTH OFBRACES SHALL NOT EXCEED 8 FEET.
ROOF VENTILATION R806R806.1 VENTILATION REQUIRED
ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMEDWHERE CEILING ARE APPLIED DIRECTLY TO THE UNDERSIDE OFTHE ROOF RAFTER SHALL HAVE CROSS VENTILATION FOR EACHSEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINSTTHE ENTRANCE OF RAIN OR SNOW. VENTILATING OPENINGS SHALLBE PROVIDED WITH CORROSION-RESISTANT WIRE MESH, WITH 1/16INCH MINIMUM TO 1/4 INCH MAXIMUM OPENINGS.
R806.2 MINIMUM VENT AREA
THE MINIMUM NET FREE VENTILATING AREA SHALL BE 1/150 OFTHE AREA OF THE SPACE VENTILATED, EXCEPT THAT REDUCTIONOF THE TOTAL AREA TO 1/300 IS PERMITTED PROVIDED THAT ATLEAST 40 PERCENT AND NOT MORE THAN 50 PERCENT OF THEREQUIRED VENTILATING AREA IS PROVIDED BY VENTILATORSLOCATED IN THE UPPER PORTION OF THE SPACE. UPPERVENTILATORS SHALL BE LOCATED NO MORE THAN 3 FEET BELOWTHE RIDGE OR HIGHEST POINT OF THE SPACE MEASUREDVERTICALLY.
R806.3 VENT AND INSULATION CLEARANCE
WHERE EAVE OR CORNICE VENTS ARE INSTALLED, INSULATIONSHALL NOT BLOCK THE FREE FLOW OF AIR. A MINIMUM OF A I-INCH SPACE SHALL BE PROVIDED BETWEEN THE INSULATION ANDTHE ROOF SHEATHING AND AT THE LOCATION OF THE VENT.
ATTIC ACCESS R807
BUILDINGS WITH COMBUSTIBLE CEILING OR ROOF CONSTRUCTIONSHALL HAVE AN ATTIC ACCESS OPENING TO ATTIC AREAS THATEXCEED 30 SQUARE FEET AND HAVE A VERTICAL HEIGHT OF 30INCHES OR MORE.
THE ROUGH-FRAMED OPENING SHALL NOT BE LESS THAN 22INCHES BY 30 INCHES AND SHALL BE LOCATED IN A HALLWAYOR OTHER READILY ACCESSIBLE LOCATION. A 30 INCH MINIMUMUNOBSTRUCTED HEADROOM IN THE ATTIC SPACE SHALL BEPROVIDED AT SOME POINT ABOVE THE ACCESS OPENING. SEESECTION M1305.1.3 FOR ACCESS REQUIREMENTS WHEREMECHANICAL EQUIPMENT IS LOCATED IN ATTICS.
R807.1 ATTIC ACCESS
MASONRY VENEER SHALL NOT SUPPORT ANY VERTICAL LOADOTHER THAN THE DEAD LOAD OF THE VENEER ABOVE. VENEERABOVE OPENINGS SHALL BE SUPPORTED ON LINTELS OFNONCOMBUSTIBLE MATERIALS AND THE ALLOWABLE SPAN SHALLNOT EXCEED THE VALUE SET FOURTH IN TABLE R703.7.3.1. THELINTELS SHALL HAVE A LENGTH OF BEARING NOT LESS THAN 4INCHES.
R502.3.3 FLOOR CANTILEVERS
FLOOR CANTILEVER SPANS SHALL NOT EXCEED THE NOMINALDEPTH OF THE WOOD FLOOR JOIST. FLOOR CANTILEVERSCONSTRUCTED IN ACCORDANCE WITH TABLE R502.3.3(1)SHALL BE PERMITTED WHEN SUPPORTING A LIGHT-FRAMEBEARING WALL OR ROOF ONLY.
R602.10.1 BRACED WALL LINES
FOR THE PURPOSE OF DETERMINING THE AMOUNT AND LOCATION OFBRACING REQUIRED IN EACH STORY LEVEL OF A BUILDING, BRACED WALLLINES SHALL BE DESIGNATED AS STRAIGHT LINES IN THE BUILDINGPLACED IN ACCORDANCE WITH THIS SECTION.
THE PROVISIONS OF THIS SECTION SHALL CONTROL THECONSTRUCTION OF EXTERIOR STRUCTURAL INSULATED PANEL (SIP)WALLS AND INTERIOR LOAD-BEARING SIP WALLS FOR BUILDINGS NOTGREATER THAN 60 FEET IN LENGTH PERPENDICULAR TO THE JOISTOR TRUSS SPAN, NOT GREATER THAN 40 FEET IN WIDTH PARALLELTO THE JOIST OR TRUSS SPAN AND NOT GREATER THAN TWOSTORIES IN HEIGHT WITH EACH WALL NOT GREATER THAN 10 FEETHIGH.
STRUCTURAL INSULATED PANEL WALLCONSTRUCTION R610R610.2 APPLICABILITY LIMITS
SIPS SHALL COMPLY WITH FIGURE R610.4 AND SHALL HAVE MINIMUMPANEL THICKNESS IN ACCORDANCE WITH TABLES R610.5(1) ANDR610.5(2) FOR ABOVE-GRADE WALLS. ALL SIPS SHALL BE IDENTIFIEDBY GRADE MARK OR CERTIFICATE OF INSPECTION ISSUED BY ANAPPROVED AGENCY.
R610.4 SIP WALL PANELS
GSPublisherVersion 70.0.88.79
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55 N
600
E, S
T G
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UT
8477
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3'-0
"6'
-0"
3'-0
"6'
-0"
8'-0
"3'
-0"
14'-0
"8'
-0"
4'-6"4'-0"
6'-8
"3'
-0"
3'-0
"6'
-8"
5'-0
"2'
-0"
5'-0
"2'
-0"
5'-0
"2'
-0"
5'-0
"2'
-0"
9-0X
8-0
- OVE
RH
EAD
16-0X8-0 - OVERHEAD
6'-8
"2'
-4"
3'-0
"8'
-0"
5'-0
"3'
-0"
5'-0
"3'
-0"
5'-0
"3'
-0"
6'-8
"5'
-0"
5'-0
"3'
-0"
5'-0
"3'
-0"
5'-0"3'-0"
5'-0"3'-0"
3'-0"3'-0"
6'-8"2'-8"
6'-8"2'-6"
6'-8"2'-6"
3'-0
"2'
-0"
2'-0
"2'
-0"
2'-0
"2'
-0"
2'-6
"6'
-0"
4'-0
"6'
-0"
2'-6
"6'
-0"
6'-8
"2'
-6"
6'-8
"2'
-4"
2'-4
"6'
-8"
2'-4
"6'
-8"
2'-8
"6'
-8"
2'-0"3'-0"
6'-8
"2'
-8"
2'-4
"6'
-8"
2'-4
"6'
-8"
2'-4
"6'
-8"
2'-4
"6'
-8"
6'-8"3'-0"
6'-8"3'-0"
6'-0"4'-6"
3'-0"6'-0"
3'-0"6'-0"
3'-0"4'-6"
3'-0"4'-6"
8'-0"3'-0"
CO
ATS
BEN
CH
STUDY14'-10" x 11'-8"14'-10" x 11'-8"10'-0" Clg. Hgt.
FOYER7'-10" x 9'-8"7'-10" x 9'-8"
11'-0" Clg. Hgt.
ENTRY12' x 12'12' x 12'
14'-0" Clg. Hgt.
WH
W.I.C.13'-8" x 6'-2"13'-8" x 6'-2"
M. BATH12' x 13'-8"12' x 13'-8"
COUNTERDEPTH F.
DW
MASTER BEDROOM16'-2" x 19'-4"16'-2" x 19'-4"10'-0" Clg. Hgt.
BEDROOM #214'-9" x 11'-4"14'-9" x 11'-4"10'-0" Clg. Hgt.
BEDROOM #315'-6" x 13'-8"15'-6" x 13'-8"10'-0" Clg. Hgt.
COVERED PORCH39'-6" x 12'39'-6" x 12'
10'-0" Clg. Hgt.
COURT YARD22'-10" x 16'-4"22'-10" x 16'-4"
1 CAR GARAGE22'-4" x 12'-4"22'-4" x 12'-4"10'-0" Clg. Hgt.
2 CAR GARAGE19'-6" x 23'-8"19'-6" x 23'-8"10'-0" Clg. Hgt.
MECH.5'-10" x 5'-8"5'-10" x 5'-8"
DINING15'-2" x 14'-2"15'-2" x 14'-2"10'-0" Clg. Hgt.
KITCHEN15'-2" x 12'15'-2" x 12'
10'-0" Clg. Hgt.
GREAT ROOM22'-6" x 23'-10"22'-6" x 23'-10"12'-0" Clg. Hgt.
HALLWAY
SEAT
LOC
KER
SD
ESK
LIN
EN
76'-2
"
5'-8
"9'
-0"
7'-2
"9'
-8"
8'-1
0"
3'-6
"7'
-4"
12"
8'-6
"2'
-6"
6" 9'-11" 16'-9" 3'-6" 3'-6" 2'-10" 1'-6"
3'-8
"3'
-0"
3'-1
0"
1'-6"
2'-10" 5'-6" 2'-6" 6'-10" 3'-3" 3'-3" 3'-10" 2'-6" 16'-0" 2'-6" 16'-0" 2'-6"
67'-6"
70'-1
0"
72'-3/4"27'-4 3/4" 23'-4" 21'-4"
3'-1
0"
9'-6
"14
'-0"
3'-0
"7'
-0"
3'-0
"4'
-8"
4'-1
0"
3'-6
"3'
-0"
3'-1
0"
10'-8
"
4'-4" 3'-8" 4'-0" 4'-0" 3'-8" 3'-9" 3'-9"
5'-0
"4'
-8"
6'-8
"
2'-6" 11'-1" 2'-5"
3'-1
0"
1'-6"
8'-0
"1'-
0"
1'-6"
2'-6
"6'
-8"
4"
3'-3/4" 15'-4"6'-0" 3'-0" 4'-10" 1'-6"
12"6'-6"
12"
6'-0" 3'-4" 3'-4" 3'-4" 7'-4"
8'-4" 2'-10" 16'-0" 2'-6"2'
-2"
9'-0
"1'-
10"
4"2'
-0"
3'-1
0"
3'-6
"2'
-8"
5'-2
"5'
-6"
6"5'
-0"
4"
3'-3/4" 7'-2" 5'-0"
3'-3/4" 5'-10" 6'-4" 2'-2" 3'-8" 6'-6" 6'-4"
2'-4
"9'
-0"
1'-2"
4'-1
0"
6'-0
"13
'-6"
5'-4
"9'
-0"
6'-0
"6'
-6"
5'-2
"6'
-6"
5'-1
0"
6'-1
0"
8'-2"
10'-8" 10'-4" 6"
3'-1
0"
8'-8" 3'-4" 2'-0"
4'-6" 10'-10"
4" 20'-2" 2'-4" 15'-8"
3'-4
"3'
-0"
7'-6"
3'-8" 14'-4" 1'-2" 7'-10" 1'-2" 2'-3" 3'-0" 1'-3" 6'-6"
1'-4"
11'-6
"12
'-6"
5'-0
"
28'-0" 39'-6"
13'-0
"51
'-2"
12'-0
"
2A3.0
1A3.0
1A3.0
STRUCTURAL ENGINEER SHOULD BECONSULTED PRIOR TO CONSTRUCTION.
GENERAL STRUCTURAL NOTES
1. OWNER IS RESPONSIBLE TOVERIFY THIS HOUSE IS BUILT INCOMPLIANCE WITH ALL LOCALORDINANCES. DESIGNER ISNOT RESPONSIBLE FOR SITE CONDITIONSAND/OR THE USE OF THEDRAWINGS DURING CONSTRUCTION.
2. BUILDER MUST VERIFY ALL STRUCTURALELEMENTS FOR DESIGNAND SIZE WITH A LOCAL ENGINEERAND BUILDING OFFICIALS.
3. EXACT SPECIFICATION FOR ALL CONCRETEFOUNDATIONS (i.e. SIZE &REINFORCEMENT MUST BE DETERMINED BYLOCAL SOIL CONDITIONSAND ALL CODES THAT APPLY LOCALLY.VERIFY STRUCTURAL DESIGNWITH LOCAL ENGINEER.
4. STRUCTURAL LIABILITY: THE STRUCTURALFRAMING SYSTEMS (STRUCTURAL ELEMENTSSUCH AS BUT NOT LIMITED TO FOOTINGS,FOUNDATION WALLS, REINFORCEDCONCRETE, FRAMING WALLS,STRUCTURALLY INSULATED PANELWALLS & ROOF BEAMS,CONNECTIONS, HEADERS, JOISTS,RAFTERS AND TRUSSES), FORTHIS HOUSE IS FOR REFERENCEPURPOSE ONLY. A LOCAL
LIVING SPACE 2,900 Sq Ft
TOTAL 4,316 Sq Ft
SQUARE FOOTAGE
464 Sq FtBACK PORCH828 Sq FtGARAGE
124 Sq FtCOVERED ENTRY
SCALE: 1/4" = 1'-0"1 MAIN FLOOR PLAN
GSPublisherVersion 70.0.88.79
DET
AIL
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Sheet #:
DRAWN BY: DCB435-592-4287
A1.1
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RVES
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ELEC
TRO
NIC
FILE
S,
FIEL
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AN
D
ASS
OC
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D
DO
CU
MEN
TS
ARE
INST
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O
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ND
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ED
WIT
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THE
EXPR
ESS
WRI
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RMIS
SIO
N
AN
D
CO
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NT
OF
DET
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ED D
RAFT
ING
& D
ESIG
N
FOR
CO
NST
RU
CT
ION
SET
55 N
600
E, S
T G
EOR
GE,
UT
8477
0W
WW
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4:12 SLOPE
4:12
SLO
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SLO
PE
4:12
SLO
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4:12 4:12
4:12
4:12
4:12
4:12
4:12
4:12 4:12
4:12
4:12
4:12
4:12
4:12 4:12
4:12
4:12
2375 EAST STREET
5475
EAS
T ST
REET25
' SET
BACK
LIN
E
10' S
ETBA
CK L
INE
10' SETBACK LINE
25' SETBACK LIN
E
FUTUREPOOL HOUSE
40'X40'FUTUREPOOL14'X20'
4:12 SLOPE
4:12
SLO
PE
4:12
SLO
PE
4:12
SLO
PE
4:12 4:12
4:12
4:12
4:12
4:12
4:12
4:12 4:12
4:12
4:12
4:12
4:12
4:12 4:124:12
4:12
1A3.0
SCALE: 1" = 20'1 SITE PLAN
SCALE: 1/4" = 1'-0"2 ROOF PLAN
GSPublisherVersion 70.0.88.79
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Sheet #:
DRAWN BY: DCB435-592-4287
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&
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EX
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RESE
RVES
IT
SC
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MO
N
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C
OPY
RIG
HT
AN
D
OTH
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PRO
PERT
Y RI
GH
TSIN
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IN
THES
E PL
AN
S.
ALL
D
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S,
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TRO
NIC
FILE
S,
FIEL
D
NO
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AN
D
ASS
OC
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D
DO
CU
MEN
TS
ARE
INST
RUM
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O
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RVIC
E A
ND
A
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THE
PRO
PERT
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FD
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D
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D
ESIG
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ALL
IN
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ATI
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CO
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IN
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CO
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SET
55 N
600
E, S
T G
EOR
GE,
UT
8477
0W
WW
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AIL
EDD
RA
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G.C
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SCALE: 3/8" = 1'-0"1 FRONT ELEVATION
SCALE: 3/8" = 1'-0"2 LEFT ELEVATION
GSPublisherVersion 70.0.88.79
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DR
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DES
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Sheet #:
DRAWN BY: DCB435-592-4287
A2.1
Revisions:
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DRA
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&
DES
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EX
PRES
SLY
RESE
RVES
IT
SC
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MO
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C
OPY
RIG
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AN
D
OTH
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PRO
PERT
Y RI
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IN
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AN
S.
ALL
D
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S,
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CO
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N
FOR
CO
NST
RU
CT
ION
SET
55 N
600
E, S
T G
EOR
GE,
UT
8477
0W
WW
.DET
AIL
EDD
RA
FTIN
G.C
OM
SCALE: 3/8" = 1'-0"1 RIGHT ELEVATION
SCALE: 3/8" = 1'-0"2 REAR ELEVATION
GSPublisherVersion 70.0.88.79
DET
AIL
ED
DR
AFT
ING
&
DES
IGN
Sheet #:
DRAWN BY: DCB435-592-4287
A3.0
Revisions:
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Not
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BUIL
DIN
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ECTI
ON
S
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AIL
ED
DRA
FTIN
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&
DES
IGN
EX
PRES
SLY
RESE
RVES
IT
SC
OM
MO
N
LAW
C
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RIG
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AN
D
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PRO
PERT
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IN
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AN
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ALL
D
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S,
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FILE
S,
FIEL
D
NO
TES
AN
D
ASS
OC
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D
DO
CU
MEN
TS
ARE
INST
RUM
ENTS
O
F SE
RVIC
E A
ND
A
RE
THE
PRO
PERT
Y O
FD
ETA
ILED
D
RAFT
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&
D
ESIG
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ALL
IN
FORM
ATI
ON
CO
NTA
INED
IN
TH
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D
RAW
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S,
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TRO
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FI
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DET
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RAFT
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& D
ESIG
N
FOR
CO
NST
RU
CT
ION
SET
55 N
600
E, S
T G
EOR
GE,
UT
8477
0W
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10'-0
"APP
RO
X. 1
7'-0
"
FLOOR
BEARING
RIDGE
10'-0
"
12'-0
"
APP
RO
X. 1
7'-0
"
KITCHEN / DININGGREAT ROOM
STOR.BATHHALLW.I.C.
FLOOR
BEARING
RIDGE
1" AIR SPACE MIN.
2X FACIA
ALUMINUM SOFFIT
1/2" (MIN.) CDX PLYWOOD SHEATHING
2X FRAMED WALL
STUCCO OR SIDING EXTERIOR FINISH
DRYWALLDRYWALL
PRE-ENGINEERED ROOF TRUSS
R-32 ATTIC INSULATION
CDX PLYWOOD ROOF SHEATING
FIBERGALLS COMP. SHINGLESOR METAL ROOFING
2x BLOCKING
INSULATION BAFFLE
FOOTING BELOW FROST DEPTH
GRADE - SLOPE 5% TO10'-0" AWAY FROM BLDG.
SLAB-ON-GRADE
P.T. PLATE W/ ANCHOR BOLT AS REQ'D
J-METAL WEEP SCREED
R-19 WALL INSULATION
10'-0
"
APP
RO
X. 1
7'-0
"
10'-0
"APP
RO
X. 1
7'-0
"
HALLWAY STUDYMASTER BEDROOM COURT YARD 1 CAR GARAGESTOR.
FLOOR
BEARING
RIDGE
0"
10'
17'-9 1/4"
SCALE: 1/4" = 1'-0"1 BUILDING SECTION #2
SCALE: 1/2" = 1'-0"3 TYPICAL WALL SECTION
SCALE: 1/4" = 1'-0"2 BUILDING SECTION
GSPublisherVersion 70.0.88.79
DET
AIL
ED
DR
AFT
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&
DES
IGN
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DRAWN BY: DCB435-592-4287
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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 DESIGNPURPOSES ONLY. FOR POWER AND CABLING DISTRIBUTION, CIRCUITINGAND CIRCUIT LOADS AND ALL RELATED INFORMATION CONCERNINGELECTRICAL WORK REFER TO ELECTRICAL SUB-CONTRACTORS.ELECTRICAL WORK TO CONFORM TO ALL LOCAL AND STATE LAWS AND TOBE PERFORMED BY A LICENSED ELECTRICIAN.ALL LIGHTING CIRCUITS SHALL BE CIRCUITS DEDICATED TO LIGHTINGONLY.SMOKE DETECTORS SHALL BE CONNECTEDTO A LIGHTING CIRCUIT. TO BE 110V WITHBATTERY BACKUP AND ARE AUDIBLE IN ALL SLEEPING AREAS.AT ALL BATHROOMS ONE 20 AMP BRANCH CIRCUIT SHALL SUPPLY ALLBATHROOM WALL OR COUNTER-TOP OUTLETS ONLY.PROVIDE TWO 20 AMP BRANCH CIRCUITS TO THE KITCHEN. THESECIRCUITS SHALL BE LIMITED TO SUPPLYING WALL AND COUNTER SPACEOUTLETS WITHIN THE KITCHEN. THESE CIRCUITS SHALL NOT BE USED FORLARGE APPLIANCES.ALL BEDROOM ELECTRICAL RECEPTACLES SHALL BE OF THE ARC-FAULTCIRCUIT INTERRUPTER TYPE, TYP.THE FOLLOWING APPLIANCES SHALL BE ON A DEDICATED CIRCUIT:
A SEPARATE DEDICATED 20 AMP BRANCH CIRCUIT SHALL BE PROVIDED TOSUPPLY LAUNDRY RECEPTACLE OUTLET.
LIGHT FIXTURES IN TUB OR SHOWER ENCLOSURES SHALL HAVE "SUITABLEFOR DAMP LOCATIONS" LABEL. IF IN COMBINATION WITH EXHAUST FANFIXTURE, EXHAUST FAN MUST PROVIDE MINIMUM OF 5 AIR CHANGES PERHOUR.
ELECTRICAL GROUNDING SYSTEM SHALL BE PER ALL APPLICABLE CODES.CONTRACTOR AND/OR ELECTRICAL SUB-CONTRACTOR SHALL SELECTGROUNDING 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 ELECTRICAL PLAN
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 insure 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.
POST-INSTALLED ANCHORS
1. Epoxy adhesive anchoring systems:
1.1. Concrete: Hilti HIT-RE 500-SD (ICC ES ESR-2322) or Simpson SET-XP (ICC ES ESR-2508)
1.2. Masonry (grouted): Hilti HIT-HY 150-MAX (ICC ES ESR-1967) or Simpson SET (ICC ES ESR-1772)
1.3. The calculated strength of anchorage assumes the following conditions for installation: 7 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. 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-2322).
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 Manufacture’s Printed Installation Instructions (MPII).
Hole cleaning method shall be based on drilling method and borehole conditions and shall conform to the manufacture’s
instructions.
SOIL AND FOUNDATIONS
1. Geotechnical investigations shall conform to 2015 IBC 1803. Excavation, grading and fill shall conform to 2015 IBC 1804.
Footings and foundations shall be constructed in accordance with 2015 IBC 1807 through 1810.
2. Where required, the owner shall submit a geotechnical investigation report to the building official in accordance with 2015
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 (2015 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 soil that is 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 (2015 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
(2015 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 2015 IBC 1804.6 and 2015 IBC 1804.7, respectively (2015 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 (2015 IBC 1809.3).
8. The minimum depth of footings below the undisturbed ground surface shall be 12 inches (2015 IBC 1809.4). Foundation
walls, piers and other permanent supports shall be extended below the frost line, except where otherwise protected from
frost (2015 IBC 1809.5).
9. The placement of footings on or adjacent to 33-percent slopes and steeper shall conform to 2015 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 (2015 IBC 1805.4.1).
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 2015 IBC Chapter 19 and ACI 318-14.
2. Compressive strength (minimum specified at 28 days)
2.1. Footings: 3,000 psi (2015 IBC 1808.8.1)
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 (2015 IBC 1904.1) for R-2, R-3 occupancies and appurtenances
4,000 psi for other occupancies3. 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
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 (Table ACI 318-14
19.3.3.1).
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 A496)
4.4. Headed Stud Anchors (HSA) (ASTM A108)
4.5. At the time concrete is placed, reinforcement shall be free from 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 (2015
IBC 1907).
MASONRY
1. Masonry materials, construction, and quality shall conform to 2015 IBC 2103-2105, ACI 530-13, ACI 530.1-13
1.1. Compressive strength: f'c = 1,900 psi (ACI 530.1-13 1.4B.2 TABLE 2)
2. Concrete masonry units (CMU) (ASTM C 90)
2.1. Grade N
2.2. Comprehensive strength: f'm = 1,900 psi (ACI 530.1-13 1.4B.2 TABLE 2)
3. Mortar (ASTM C 270)
3.1. Type S Portland cement (ACI 530-13 7.4.4.2.2)
3.2. Compressive strength: f'c = 1,900 psi (ACI 530.1-13 1.4B.2 TABLE 2)
4. Grout (ASTM C 476)
4.1. Type: fine or coarse (2015 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 A496)
5.3. Headed Stud Anchors (HSA) (ASTM A108)
6. Bed joint thickness shall be 5/8 inch maximum (2015 IBC 2105.2.2.1.2)
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 (ACI
530-13 6.1.3). Joint reinforcement shall have cover not less than 5/8". (ACI 530-13 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 6.1.6 (ACI 530-13 6.1.6)
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 quailty shall conform to 2015 IBC 2103-2105 and ACI 530-13 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 Hohmann & Barnard DW - 10HS
anchor system (or equivalent) metal ties.
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
2.67 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 2015 IBC Chapter 23 and Table 2304.10.
2. Structural lumber (2015 IBC 2303.1.1-9, 2015 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 exposedground; 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 wherestructural lumber is attached directly to exterior masonry or concrete walls, unless a 0.5 inch air space on top, sides,
and end is provided (2015 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 (2015 IBC 2303.1.3,2015 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 (2015 IBC 2303.1.10, 2015 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 - (2015 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 (2015 IBC 2303.1.2, 2015 NDS 7.1.1) (ASTM D 5055)
6. Wood structural panels (2015 IBC 2304.8, 2015 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 (2015 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 (2015 IBC 2306.3).
6.4. Roof and floor sheathing shall be placed perpendicular to supporting framing. Stagger sheathing joints.
7. Fasteners
7.1. Nails (2015 IBC 2303.6, 2015 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 (2015 IBC 2303.6, 2306.3)
7.2.1. 16 gage = 1.5X0.4375 inch crown (ASTM F 1667)
7.3. Bolts (2015 NDS 12.1.3, Table L1)
7.3.1. Connector bolts (A307)
7.3.2. Anchor bolts (A307) with a 3X3X0.229 inch washer (2015 IBC 2308.12.8) 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 (2015 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 (2015 IBC 2304.10.5).
7.6. Sheathing fasteners shall be driven so the head or crown is flush with the sheathing surface (2015 IBC 2304.10.2).
8. Joist hangers and connectors (2015 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 (2015 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 (2015 IBC
2308.4.2.2). Pre-fabricated wood I-joists shall have minimum bearing according to the manufacture'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. Solid blocking shall not be less than 2 inches thick (2015 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
(2015 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 (2015 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 (2015 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 (2015 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. Plates shall have a width at least equal to the width of the studs (2015
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 (2015 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 (2015 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 (2015 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 (2015 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 (2015 IBC 2308.5.10).
10.8.Bearing walls without wood sheathing or gypsom wall board on either side shall have blocking between wall studsat mid-height.
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 (2015 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 (2015 IBC 2308.7).
12.1.Roof rafters and ceiling joists shall be supported laterally to prevent rotation and lateral displacement in accordance
with 2015 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 2015 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 (2015 IBC 2303.4.3).
2.2. Truss placement diagram for the project (2015 IBC 2303.4.2).
2.3. Truss member permanent bracing specification (2015 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 (2015 IBC 2303.4.4).
4. Truss members and components shall not be cut, notched, drilled, spliced of 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 (2015 IBC 2303.4.5).
STEEL
1. Structural steel work shall conform to 2015 IBC 2205, AISC 341-10, AISC 358-10, and AISC 360-10.
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 = 105-150 ksi (ASTM A325, A490)
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 A611)
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.
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 2015 IBC 1705. 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 (2015 IBC 1704.6).
DESIGN CRITERIA Detailed Drafting Lamphier Residence (Eden) 271216
1. Building code: Utah Code, Title 15A
1.1 Model building code: 2015 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 = 0 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. Snow load
4.1 Ground snow load, Pg = 52 psf (elevation 4960 ft)
4.2 Exposure factor, Ce = 1
4.3 Thermal factor, Ct = 1
4.4 Snow importance factor, Is = 1
4.5 Flat roof snow load, Pf = 35 psf
5. Earthquake design data
5.1 Mapped acceleration parameters
5.1.1 Latitude, Longitude: 41.302, -111.817
5.1.2 MCE short period Ss = 0.91 SDS = 0.69
5.1.3 MCE 1.0 sec. period S1 = 0.31 SD1 = 0.37
5.2 Seismic design category: D1
5.3 Seismic importance factor, Ie = 1
5.4 Basic structural system: Bearing wall systems
5.5 Seismic force-resisting system: Light-frame wood walls (wood sheathing)
5.5.1 Response modification factor R = 6.5
5.5.2 System overstrength factor Omega = 3
5.5.3 Deflection amplification factor Cd = 4
5.5 Equivalent Lateral Force Procedure
5.5.1 Seismic response coefficient Cs = 0.11
5.5.2 Seismic base shear (LRFD) V = 13372 lb
6. Wind design data
6.1 Exposure category: C
6.2 Ultimate design wind speed, Vult = 115 mph
6.3 Components and cladding pressure = 34 psf (end), 29 psf (interior)
6.4 Internal pressure coeff., Gcpi = 0.18
7. Geotechnical design basis:
- Presumptive values, 2015 IBC Table 1806.2
7.2 Site class = D
7.3 Soil notes: None
7.4 Lateral earth pressure
7.4.1 Active = 30 psf
7.4.2 At-rest = 60 psf
7.5 Allowable foundation parameters
7.5.1 Allowable soil bearing, Qa = 1500 psf
7.5.2 Allowable lateral bearing = 150 psf
7.5.3 Coefficient of friction = 0.25
7.6 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 (2015 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 (2015 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 (2015 IBC 107.3.4.1).
SN1
GE
NE
RA
L S
TR
UC
TU
RA
L N
OT
ES
801.224.0050801.229.9020
1429 South State St.Orem, Utah 84097
PhoneFax
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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--
NTS
7 DEC 2016
271216
MCW
PRT
-
-
-
-
-
--
-01/04/2017
9-0
X8
-0 -
OV
ER
HE
AD
16-0X8-0 - OVERHEAD
LAYER
FOUNDATION SCHEDULE
REINFORCEMENT
HORIZONTALVERTICALWIDTHHEIGHTMARK
CENTERFW3 (3) #4#4 @ 24"8"3'
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.
REINFORCEMENT
LENGTHWISETRANSVERSETHICK.LENGTHWIDTHMARK
FOOTING SCHEDULE
FT20 20 " CONT. 10 " - (2) #4
FT22 22 " CONT. 10 " - (2) #4
SF24 24 " 24 " 10 " (3) #4 (3) #4
SF30 30 " 30 " 10 " (3) #4 (3) #4
UNLESS NOTED OTHERWISE.
AND SPOT FOOTINGS SHALL BE CENTERED UNDER COLUMNS
1. CONTINUOUS FOOTINGS SHALL BE CENTERED UNDER WALLS
BL
OC
K O
UT
BL
OC
K O
UT
FW3 FT20
FW
3F
T20
BLOCK OUT
S TYP.
V TYP.
FW
3F
T20
FW3 FT20
FW
3F
T20
FW3 FT20
FW
3F
T20
FW3 FT20
FW3FT20
FW
3F
T20
FW3FT20
FW
3F
T20
FW
3F
T20
FW
3F
T20
FW
3F
T20
FW3 FT20
FW
3F
T20
FW3 FT20
FW3FT20
FW
3F
T20
FW3 FT20
FW
3F
T22
FW3 FT22
BLOCK OUT
SF24
SF24
SF30
CZ TYP.
SF30SF24
S0.0
FO
OT
ING
AN
D F
OU
ND
AT
ION
PLA
N
SCALE: 1/4" = 1'-0"
1/4" = 1'-0"
801.224.0050801.229.9020
1429 South State St.Orem, Utah 84097
PhoneFax
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
--
-
--
-
--
--
7 DEC 2016
271216
MCW
PRT
-
-
-
-
-
--
-
01/04/2017
9-0
X8
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OV
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16-0X8-0 - OVERHEAD
SILL PLATESOLE PLATE
ANCHORAGE
SHEATHING
PANEL
NAILING
EDGEPANEL EDGE
ABUTTINGMARK
SHEAR WALL SCHEDULE
FRAMING
SW1 7/16" 8d @ 6" 2" NOMINAL 10d @ 12" 1/2" A.B. @ 32"
SW3 7/16" 8d @ 3" 3" NOMINAL 10d @ 12" 1/2" A.B. @ 32"
1. SHEATHING SHALL CONSIST OF WOOD STRUCTURAL PANELS (SEE GSN).
2. 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.
3. FOR SW1 ONLY, EDGE NAILS MAY BE SUBSTITUTED WITH 16 GAGE STAPLES SPACED
AT 3" O.C. AND FIELD NAILS MAY BE SUBSTITUTED WITH 16 GAGE STAPLES AT
12" O.C.
4. ANCHORAGE NAILS SHALL BE COMMON NAILS.
5. ANCHOR BOLTS SHALL HAVE A 3X3X0.229" WASHER AND 7" MIN EMBEDMENT. THE
WASHER SHALL EXTEND TO WITHIN 1/2" FROM THE SHEATHING.
6. FOR SW3, SW4, SW7, AND SW8, (2) 2" NOMINAL FRAMING STITCH-NAILED
TOGETHER WITH (2) 10d NAILS @ 6" MAY BE USED AT ABUTTING PANEL EDGES IN
PLACE OF 3" NOMINAL FRAMING.
POSTANCHORFASTENERSMARK HOLD-DOWN
HOLD-DOWN SCHEDULE
(2) 2X POSTA LSTHD8 (20) 10d STRAP 8" EMBED.
(2) 2X POSTC STHD14 (30) 10d STRAP 14" EMBED.
RIM JOIST LOCATIONS.
1. SIMPSON STRONG-TIE OR EQUIVALENT. STHD STRAPS USE "RJ" TYPE AT
POST.
2. NAILS SHALL BE COMMON NAILS. SHEAR WALL EDGE NAILING SHALL BE TO
3. MISPLACED STHD HOLD-DOWNS MAY BE RETROFITTED USING HTT5 HOLD-DOWNS
WITH 5/8" ALL- THREAD BOLTS. EPOXY INTO FOUNDATION WALL WITH 5 INCHES
WITH TWO 1/2" DIA. WEDGE ANCHORS AS OPTION. FASTEN WITH 16-16d COMMON
EMBEDMENT. WHERE FRAMED WALL IS FLUSH WITH FOUNDATION WALL USE MST48
NAILS TO POST ABOVE.
NO HOLD-DOWNS REQUIRED
SW1
NO HOLD-DOWNS REQUIRED
SW1
CC
CJ
C
A
C
SW1
FH
AA
CJ AD TYP.
SW
1
A
A
Y
SW1
AA
EM
SW1
A A
EM
NO HOLD-DOWNS REQUIRED
SW1
FH
SW
1
AA
NO
HO
LD
-DO
WN
S R
EQ
UIR
ED
SW
1
NO HOLD-DOWNS REQUIRED
SW1
FH
NO
HO
LD
-DO
WN
S R
EQ
UIR
ED
SW
1
NO HOLD-DOWNS REQUIRED
SW3
FHN
O H
OLD
-DO
WN
S R
EQ
UIR
ED
SW
1
FH
NO HOLD-DOWNS REQUIRED
SW1
NO
HO
LD
-DO
WN
S R
EQ
UIR
ED
SW
1
SCALE: 1/4" = 1'-0"
S1.0
MA
IN F
LO
OR
FR
AM
ING
PLA
N
1/4" = 1'-0"
801.224.0050801.229.9020
1429 South State St.Orem, Utah 84097
PhoneFax
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
--
-
--
-
--
--
7 DEC 2016
271216
MCW
PRT
-
-
-
-
-
--
-
01/04/2017
9-0
X8
-0 -
OV
ER
HE
AD
16-0X8-0 - OVERHEAD
BEAM SCHEDULE
MARK TYPE
RB 01 (2)2X6
RB 02 (3)2X6
RB 03 (3)2X8
RB 04 (2)2X6
RB 05 (3)1.75X9.5 LVL
RB 06 (3)2X8
RB 07 5.125X12 GLB
RB 08 (2)2X8
RB 09 5.125X12 GLB
RB 10 5.125X18 GLB
RB 11 (3)2X8
RB 12 5.125X13.5 GLB
RB 13 (3)2X8
RB 14 (2)2X6
RB 15 (3)2X8
RB 16 (3)2X6
RB 17 (3)2X8
RB 18 (3)2X6
RB 19 (2)2X6
RB 20 (2)2X10
RB 21 (2)2X10
RB 22 (2)2X10
1. DIMENSIONAL LUMBER DF#2 U.N.O.
2.0E
2. LAMINATED VENEER LUMBER (LVL)
24F-1.8E3. GLUED-LAMINATED TIMBER (GLB)
4. STEEL W-SHAPES A992-50
BEAM
5. SUFFIXES (A, B, ETC.) DENOTE
ALTERNATIVES FOR THE SPECIFIED
SHEATHING SCHEDULE
TYPE THICKNESS
FLOOR 3/4" (48/24 SPAN RATING)
ROOF 7/16" (24/16 SPAN RATING)
SUPPORTS.1. SHEATHING PERPENDICULAR TO
TO SUPPORT.
2. FLOOR SHEATHING NAILED & GLUED
12" O.C. (FIELD)
3. 8d COMMON NAILS 6" O.C. (EDGES)
PANEL EDGE.
4. NAILING NO CLOSER THAN 3/8" FROM
WOOD TRUSS LOADS
GROUND SNOW LOAD, Pg = 52 PSF
FLAT ROOF SNOW LOAD = 35 PSF
TOP CHORD DEAD LOAD = 10 PSF
BOTTOM CHORD DEAD LOAD = 5 PSF
CHAP.7 (2015 IBC 1608.1)
1. DESIGN SNOW LOADS SHALL BE IN
ACCORDANCE WITH ASCE 7-10
POST SCHEDULE
MARK TYPE
P 02 (2)2X POST
P 03 (3)2X POST
P 04 (4)2X POST
P 05 4X4 POST
P 07 6X6 POST
T 02 (2)TRIM
T 03 (3)TRIM
1.8E
1. PARALLEL STRAND LUMBER (PSL)
2. STEEL PIPE (PIPE STD) A53
3. STEEL HOLLOW SECTION (HSS) A500
PLATES4. STEEL COLUMNS REQUIRE BEARING
MEMBER
5. CONTINUE POSTS TO FDN / STRUCT
P 02
(2) 2
X PO
ST
P 02
(2) 2
X PO
ST
LF
LF
RB 15
RB
13
RB 14 RB 01 RB 01 RB 01
RB 01
RB 12
RB
01
P 03
(3) 2
X PO
ST
GIRDER TRUSS
T 02
(2) T
RIM
RB
16
EM
P 07
6X6 PO
ST
P 07
6X6 PO
ST
P 07
6X6
POST
P 02
(2) 2
X PO
ST
RB
06
T 03(3) TR
IM
T 02
(2) TRIM
RB 10
GIRDER TRUSS
EM
RB 01 RB 01 RB 01
P 04
(4) 2
X PO
ST
RB
09
RB 07RB 07
RB
08
T 02
(2) TRIM
T 02
(2) TRIM
RB 05RB 04RB 03RB 01
P 03
(3) 2
X PO
ST
P 04(4) 2X PO
ST
GIRDER TRUSS
P 04
(4) 2
X PO
ST
LF
GIRDER TRUSS
GIR
DE
R T
RU
SS
RB
01
RB
02
RB
01
RB 19
GIRDER TRUSS
P 02(2) 2X PO
ST
P 02
(2) 2
X PO
ST
P 054X
4 POST
P 02
(2) 2
X PO
ST
P 02
(2) 2X POST
P 05
4X4 PO
ST
P 02
(2) 2
X PO
ST
GIR
DE
R T
RU
SS
GIR
DER
TRUSS
RB 20
RB
22
RB 21
P 02(2) 2X POST
BE
AR
ING
WA
LL
BEAR UPPER TRUSSES
ON THIS WALL
PROVIDE BLOCKING AND
A35 CLIPS @ 24" O.C.
WHERE WALL AND
LOWER ROOF INTERSECT
DESIGN LOWER
TRUSSES FOR
LINE LOAD 50 plf
GIR
DE
R T
RU
SS
GIR
DE
R T
RU
SS
RB
01
RB
01
RB
11
RB
01
RB
01
RB 18 RB 18 RB 18
RB 17
P 04
(4) 2X POST
GIR
DE
R T
RU
SS
F TYP.
AP TYP.
Q TYP.
IA TYP.
DESIGN TRUSS FOR
75 plf DRAG LOAD
GIR
DER
TRUSS
P 02(2) 2X POST
P 02
(2) 2
X PO
ST
SCALE: 1/4" = 1'-0"
S3.0
RO
OF
FR
AM
ING
PL
AN
1/4" = 1'-0"
801.224.0050801.229.9020
1429 South State St.Orem, Utah 84097
PhoneFax
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
--
-
--
-
--
--
7 DEC 2016
271216
MCW
PRT
-
-
-
-
-
--
-
01/04/2017
NO SCALE
OVER BUILD FRAMING
NOTE: SUPPORT EACH RIDGE/HIP BEAM AND EACH
RAFTER WITH VERTICAL 2X "KICKERS" EVERY 48"
O.C. SUPPORT KICKERS ON ROOF FRAMING BELOW.FASTEN TO LEDGER WITH SIMPSON A34 @ 24" O.C.
ROOF FRAMING -
F
SUPPORT OVER-BUILD ON FULL
WIDTH OR MULTIPLE 2X
LEDGER FASTEN TO LOWER
FRAMING WITH (4) 10dX3" NAILS
LOWER ROOF FRAMING
OR WOOD TRUSSESRIDGE OR HIP BEAM
OVER-BUILD
FRAMING OR
WOOD TRUSS
24" O.C. U.N.O.
DOUBLE TOP PLATE
NO SCALE
OPTION 1
OPTION 2
(150 PLF UNIT SHEAR)ROOF FRAMING - BLOCKING
Q
SIMPSON OR USP
EQUIVALENT H1 OR H2.5A
ANCHORS EVERY TRUSS/RAFTER
EACH BEARING END. USE (2) ANCHORS
WHERE UPLIFT EXCEEDS 455 LB. (SEE
TRUSS MANUFACTURER).
WOOD TRUSS OR RAFTER
SIMPSON OR USP
EQUIVALENT H1 OR H2.5A
ANCHORS EVERY TRUSS/RAFTER
EACH BEARING END. USE (2) ANCHORS
WHERE UPLIFT EXCEEDS 455 LB. (SEE
TRUSS MANUFACTURER).
WOOD TRUSS OR RAFTER
SHEATHING (SEE
NAILING SCHEDULE)
10dX3" @ 6" O.C.
DIAPHRAGM BOUNDARY NAILING
2X BLOCKING EVERY
THIRD BLOCK MAY BE
TURNED FLATWISE
FOR VENTILATION
DIAPHRAGM BOUNDARY NAILING
2X BLOCKING EVERY
THIRD BLOCK MAY BE
TURNED FLATWISE
FOR VENTILATION
NO SCALE
FOUNDATION WALL
CORNER DOWELS TYP. @
FOOTINGS & FOUNDATION
CORNER
INTERSECTION
REQUIRED LAP LENGTHCONCRETE
12 BAR DIA.
40 BAR DIA.
HORIZONTAL REINFORCING AS CALLED
OUT IN GENERAL STRUCTURAL NOTES
OR STRUCTURAL DRAWINGS
HOOK
TYPE
SPLICE
HO
OK
12"
24"
MASONRY
20 BAR DIA.
48 BAR DIA.
MIN.
SPLICE
CORNER & INTERSECTIONFOUNDATION WALL -
REINFORCINGS NO SCALE
SLAB ON GRADE
SEE FOOTING AND
FOUNDATION PLAN
SE
E S
TR
UC
TU
RA
L C
ALC
UL
AT
ION
MIN
. F
RO
ST
DE
PT
H
SE
E F
OO
TIN
G A
ND
FO
UN
DA
TIO
N P
LA
N
3"
CLR
.
3"
FOUNDATION WALL -
V
2X STUD WALL
ANCHOR BOLT (SEE SHEAR
WALL SCHEDULE FOR SPACING)
WITH 3X3X0.229" PL WASHER
CONCRETE SLAB
PROCTOR IN LIFTS
NOT TO EXCEED 9 IN.
SEE FOUNDATION SCHEDULE
ROUGHENED SURFACE WITH
1/4" MIN. IRREGULARITIES
DOWELS TO MATCH
VERTICAL WALL
REINFORCING
SEE FOOTING
SCHEDULE
CONCRETE FOOTING
SHEATHING - SEE SCHEDULE
NATURALLY DURABLE
OR PRESERVATIVE -
TREATED WOOD SILL PLATE
ADDITIONAL STRAPPING AND BLOCKING
AROUND OPENINGS ARE NOT REQUIRED.
SEE STRUCTURAL PLAN FOR SHEAR WALL EXTENT AND REQUIREMENTS
NO SCALE
PERFORATEDY
HOLD-DOWN (SEE
STRUCTURAL)SEE SHEAR WALL
SCHEDULE FOR
ANCHOR BOLTS
SIZE AND SPACING
HOLD-DOWN (SEE
STRUCTURAL)
WINDOW OPENING
(WHERE OCCURS)
DOOR OPENING
(WHERE OCCURS)
(2) 2X POST OR 4X
POST - PROVIDE EDGE
NAILING ALONG FULL
HEIGHT OF POST
SHEAR WALL -
NO SCALEADFOUNDATION STRAPHOLD-DOWN -
POST (SEE
HOLD-DOWN
SCHEDULE)
EMBEDDED FOUNDATION STRAP
(SEE HOLD-DOWN SCHEDULE)
RIM JOIST WHERE OCCURS
CL
EA
R S
PA
N
17
" M
AX
IMU
M
NA
ILE
D P
OR
TIO
N
30" MIN.
REBAR
LENGTH
ONE #4
REBAR IN
SHEAR
CONE (12"
MIN. REBAR
LENGTH)1/2" MIN.
FROM
CORNER
AP NO SCALE
TOP PLATE SPLICEDIAPHRAGM -
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
4" TYP.
1"
TY
P.
NOTE: WHERE DOUBLE TOP PLATE IS
CUT DUE TO INTERSECTING BEAMS,
WALLS, ETC. PROVIDE (2) CS16 STRAPS
ACROSS CUT WITH 12" END LENGTHS
EXTENT OF HEADER
10
' -
MA
X H
EIG
HT
CJ NO SCALE
CONCRETE FOUNDATIONAPA PORTAL FRAME -
(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 (2) 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' -
MA
X P
ON
Y
WA
LL H
EIG
HT
12
' -
MA
X T
OT
AL W
ALL H
EIG
HT
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
CZ NO SCALE
FOOTING CONNECTION
GRADE
PIER STEM TO SPOTFOOTING - CONCRETE
SE
E C
AL
CU
LA
TIO
NS
FO
R F
RO
ST
DE
PT
H
4"
MA
X.
12"
(U.N.O.)
#4 BARS @ 6"
O.C. VERTICAL
#4 BARS @ 6"
O.C. VERTICAL
16
" L
AP
SP
LIC
E
IF R
EQ
UIR
ED
3"
CO
VE
R
SEE FOOTING
SCHEDULE
12 BAR DIA.
SE
E F
OO
TIN
G
SC
HE
DU
LE
#3 TIES @ 8" O.C.
(3) #3 TIES WITHIN 5" OF TOP
MINIMUM BEND INSIDE
RADIUS = 6 BAR DIA.
SEE FOOTING SCHEDULE FOR
BAR SIZE AND QUANTITY
EM NO SCALE
DIAPHRAGM CONNECTIONSHEAR WALL - ROOF
SHEAR WALL
PRE-FABRICATED
TRUSS BLOCKING
OR
SHEAR WALL
DOUBLE TOP PLATE
SIMPSON LTP4
@ 16" O.C. OR
A35 @ 12" O.C.
2X FRAMING
NAILING - SAME AS
SHEAR WALL BELOW
NAIL BLOCKING TO
TRUSSES WITH 16d
NAILS @ 6" O.C.
SHEATHINGROOF SHEATHING10d @ 3" O.C.
SHEATHING
ROOF SHEATHING
DRAG TRUSS OR FRAMED WALL WITH
SHEATHING AND NAILING SAME AS
SHEAR WALL ALIGNED BELOW
DOUBLE TOP PLATE
10d @ 3" O.C.
SIMPSON A35 @ 12" O.C.
OR LTP4 @ 16" O.C.
SHEAR WALL (SEE
STRUCTURAL)
FH NO SCALE
AROUND OPENINGSFORCE TRANSFERSHEAR WALL -
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
(2) 2X POST OR 4X
POST - PROVIDE
EDGE NAILING
ALONG FULL
HEIGHT OF POST
IA NO SCALE
WALL HEADER FRAMING
HEADER
(SEE STRUCTURAL)
WOOD BEAM -
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)
BEAM OR GIRDER TRUSS
(SEE STRUCTURAL PLANS)
BEAM OR GIRDER TRUSS
(SEE STRUCTURAL PLANS)
DIAPHRAGM - CHORD /
LF NO SCALE
COLLECTOR STRAP
DOUBLE TOP PLATE
DOUBLE TOP PLATE
DOUBLE TOP PLATE
(2) SIMPSON CS16 STRAPS 24" LONG
(2) SIMPSON CS16 STRAPS 24" LONG
SLIDE STRAP BETWEEN
BEAM AND WALL
BEAM OR GIRDER TRUSS
(SEE STRUCTURAL PLANS)
(2) SIMPSON CS16 STRAPS (10) -10d
NAILS EACH END OF EACH CS16 (CUT
TO REQUIRED LENGTH) OR DSC OR
EQUIVALENT
ZA NO SCALE
ROOF SHEAR TRANSFERUPPER TO LOWER
BEAM (SEE
STRUCTURAL)
UPPER
ROOF
TRUSSES
TRUSS HANGER
PROVIDE BLOCKING
BETWEEN TRUSSES
10d @
3" O.C.
APPLY SW1 NAILING
AND ANCHORAGE
SHEAR WALL SHEATHING
UPPER WALL
ROOF SHEATHING
LOWER ROOF
SHEATHING
LOWER ROOF
TRUSSES
BEAM (SEE
STRUCTURAL)
UPPER
ROOF
TRUSSES
ROOF
SHEATHING
UPPER WALL
SECTION. APPLY SW1
NAILING TO WALL
(SEE SCHEDULE)
ROOF
SHEATHING
SIMPSON
LS50 @ 12"
LOWER
ROOF TRUSS
BLOCKING
BETWEEN STUDS
SD1
ST
RU
CT
UR
AL D
ET
AIL
S
801.224.0050801.229.9020
1429 South State St.Orem, Utah 84097
PhoneFax
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
--
-
--
-
--
--
NTS
7 DEC 2016
271216
MCW
PRT
-
-
-
-
-
--
-
01/04/2017
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