STRUCTURAL PLANS FOR

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ALL DESIGNS REMAIN THEINTELLECTUAL PROPERTY OFJDS CONSULTING & DESIGN.

ANY UNAUTHORIZED USE ORDUPLICATION IS STRICTLY

PROHIBITED. JDS CONSULTING& DESIGN IS NOT LIABLE FOR

CHANGES MADE TO PLANS DUETO CONSTRUCTION METHODSOR ANY CHANGES TO PLANS

MADE IN THE FIELD BYCONTRACTOR OR BY OTHERS.DRAWINGS ARE PROVIDED TOCLIENT FOR A CONDITIONAL

ONE TIME USE ONLY.CONDITIONAL USE IS SPECIFIED

FOR THE LOT NUMBER ORPROPERTY HEREIN.

JDS CONSULTING & DESIGN, PLLC8600 'D' JERSEY CT

RALEIGH, NC 27617919.480.1075

[email protected]

DRFT

40 PSF LIVE LOAD30 PSF LIVE LOAD20 PSF LIVE LOAD20 PSF2000 PSF100 MPH EXPOSURE B

CODE:FLOORSSLEEPING AREASROOFUNINHABITABLE ATTICASSUMED SOIL BEARINGWIND

PLAN RELEASE / REVISIONS

ENGINEERING DESIGN LOADS

REV. DATE REVISION DESCRIPTION

2012 NC RESIDENTIAL BUILDING CODE

ENGINEERING OF RECORD

ARCH PLAN VERSION

NOTE1. ENGINEER'S SEAL APPLIES TO STRUCTURAL COMPONENTS ONLY. ENGINEER'S SEAL DOES NOT CERTIFY DIMENSIONAL ACCURACY OR ARCHITECTURAL LAYOUT INCLUDING ROOF GEOMETRY. JDS CONSULTING & DESIGN, PLLC ASSUMES NO LIABILITY FOR CHANGES MADE TO THESE PLANS BY OTHERS, OR FOR CONSTRUCTION METHODS, OR FOR ANY DEVIATION FROM THE PLANS. ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IN ANY DISCREPANCIES ARE NOTED ON THE PLANS.

2. ALL CONSTRUCTION, WORKMANSHIP, MATERIAL QUALITY AND SELECTION SHALL BE IN ACCORDANCE WITH THE NORTH CAROLINA STATE BUILDING CODE - RESIDENTIAL CODE 2012 EDITION FROM THE 2009 INTERNATIONAL RESIDENTIAL CODE (IRC). DIMENSIONS SHALL GOVERN OVER SCALE AND CODE SHALL GOVERN OVER DIMENSIONS.

3. THESE PLANS ARE ISSUED FOR A CONDITIONAL ONE USE FOR THE LOT OR ADDRESS SPECIFIED ON THE TITLE BLOCK. PLANS MUST HAVE SIGNED SEAL AND BE CONSTRUCTED ON SPECIFIC LOT OR ADDRESS TO BE VALID.

STRUCTURAL PLANS FOR:

JDS CONSULTING & DESIGN, PLLCENGINEERING, BUILDING DESIGN, & CONSTRUCTIONCONSULTING SERVICES8600 "D" JERSEY COURTRALEIGH, NC 27617FIRM LIC. NO: P-0961;PROJECT REFERENCE: 18900926

DBC 1.1- RIGHT HAND KITCHEN

01/14/2014 INITIAL PRELIMINARY DRAWING JDMMEAINITIAL STRUCTURAL DRAWING SETUP01/22/2014MEASTRUCUTRAL LAYOUT01/22/2014

STRUCTURAL REVIEW01/23/2014 WTSWTSPLAN UPDATE AND STRUCTURAL REVISION01/28/2014

STRUCTURAL REVIEW OF I-JOIST AND PRELIMINARY TRUSS LAYOUTS01/31/2014 GESPRELIMINARY LAYOUT OF MASTER DOWN OPTION02/21/2014 GESREVISE 1ST FOR 1

2 BATH FINALIZE PLAN03/10/2014 WTS140129-DBC1.1WTS140129-DBC1.1

GESGESREVISE 2ND FLR FOR BATH DOORS / HALL - FINALIZE PLAN03/10/2014 WTS140129-DBC1.1

REVIEW PLAN WITH REVISIONS03/17/2014 WTS140129-DBC1.1 WTSCHANGED PLAN FORMAT TO 11X17 1/8" SCALE03/18/2014 WTS140129-DBC1.1 GES

WTS140129-DBC1.106/12/2018 CLIENT REQUESTED UPDATES 06/06/2018 AWC

113 DUNSTAN

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RALEIGH, NC 27617919.480.1075

[email protected]

CONSTRUCTION

1. IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY ALLDIMENSIONS PRIOR TO CONSTRUCTION. FURTHERMORE,CONTRACTOR IS ULTIMATELY RESPONSIBLE FOR CONSTRUCTIONMEANS, METHODS, AND SAFETY ON SITE. NOTIFY JDS CONSULTING& DESIGN, PLLC IMMEDIATELY IF DISCREPANCIES ON PLAN EXIST.

2. ALL BEAMS TO BE CONTINUOUSLY SUPPORTED LATERALLY ANDSHALL BEAR FULL WIDTH ON THE SUPPORTING WALLS ORCOLUMNS INDICATED WITH A MINIMUM OF THREE STUDS U.N.O.

3. SOLID BLOCKING TO BE PROVIDED AT ALL POINT LOADSTHROUGH FLOOR LEVELS TO THE FOUNDATION OR TO OTHERSTRUCTURAL COMPONENTS.

4. ALL ENGINEERED WOOD PRODUCTS (LVL, PSL, LSL, ETC.) SHALLBE INSTALLED WITH CONNECTIONS PER MANUFACTURERSPECIFICATIONS.

5. ENGINEERED WOOD FLOOR SYSTEMS AND ROOF TRUSS SYSTEMSTO BE PROVIDED FOR REVIEW AND COORDINATED WITH THESEALED STRUCTURAL DRAWINGS. INSTALLATION TO BE INACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. ROOFTRUSS DRAWINGS TO BE SIGNED AND SEALED BY THEMANUFACTURER.

6. REFER TO I-JOIST EQUIVALENCE CHART ON I-JOIST DETAIL SHEETFOR SUBSTITUTION OF MANUFACTURER SERIES

7. WALLS SHALL BE BRACED PER IRC SECTION R602.10 - WALLBRACING, INCLUDING ASSOCIATED TABLES AND FIGURES.

(FOR 130 MPH: WALLS SHALL BE BRACED ACCORDING TO SECTIONR4506.2 AND R602.10 - CODE AND COMMENTARY FOR 2012 NCRESIDENTIAL CODE (FINAL 03-06-2013: EFFECTIVE DATESEPTEMBER 1, 2013.))

NOTE THAT THE BRACING AS SPECIFIED ON THE PLANS IS BASEDON THE PRESCRIPTIVE BRACING REQUIREMENTS OF THE CODEAND SHALL BE VERIFIED AND/OR APPROVED BY THE CODEOFFICIAL.

SEISMIC DESIGN SHALL BE PER IRC SECTION R301.2.2 - SEISMICPROVISIONS, INCLUDING ASSOCIATED TABLES AND FIGURES,BASED ON LOCAL SEISMIC DESIGN CATEGORY.

8. ALL STEEL BEAMS TO BE SUPPORTED AT EACH END WITH A MINBEARING LENGTH OF 3 1/2" AND FULL FLANGE WIDTH UNO.BEAMS MUST BE ATTACHED AT EACH END WITH A MINIMUM OFFOUR 16d NAILS OR TWO 1/2" x 4" LAG SCREWS UNO.

9. STEEL FLITCH BEAMS TO BE BOLTED TOGETHER USING (2) ROWSOF 1/2" DIAMETER BOLTS (ASTM 307) WITH WASHERS PLACEDUNDER THE THREADED END OF THE BOLT. BOLTS TO BE SPACEDAT 24" OC (MAX), AND STAGGERED TOP AND BOTTOM OF BEAM (2"EDGE DISTANCE), WITH TWO BOLTS TO BE LOCATED AT 6" FROMEACH END OF FLITCH BEAM.

10. ALL METAL HANGERS, STRAPS, AND HOLD-DOWNS TO BESIMPSON STRONG-TIE OR EQUIV.

11. SEE IRC TABLE R602.3(1) FOR STRUCTURAL MEMBER FASTENINGREQUIREMENTS.

* FOR QUEEN BRICK: LINTELS AT THIS CONDITIONMAY BE 5"x3-1/2"x5/16"

NOTE: BRICK LINTELS AT SLOPED AREAS TO BE 4"x3-1/2"x1/4"STEEL ANGLE WITH 16D NAILS IN 3/16" HOLES IN 4" ANGLE LEGAT 12" OC TO TRIPLE RAFTER. WHEN THE SLOPE EXCEEDS 4:12A MINIMUM OF 3"x3"x1/4" PLATES SHALL BE WELDED AT 24" OCALONG THE STEEL ANGLE.

8" (MIN. @ EACH END)

END BEARING LENGTH

OVER 72"L6"x4"x5/16"* (LLV) ATTACH LINTEL w/ 1/2"THRU BOLT @ 12" OC, 3" FROM EACH END

L6"x4"x5/16"* (LLV)UP TO 72"

8" (MIN. @ EACH END)L3-1/2"x3-1/2"x1/4"UP TO 42"

BRICK VENEER LINTEL SCHEDULE

STEEL ANGLE SIZESPAN

4. TRUSS LAYOUT AND PLACEMENT BY MANUFACTURER TOCOINCIDE WITH THE SUPPORT LOCATIONS SHOWN. TRUSSPROFILES SHALL BE SEALED BY THE TRUSS MANUFACTURER.TRUSS PLANS TO BE COORDINATED WITH THE SEALEDSTRUCTURAL DRAWINGS. INSTALLATION SHALL BE INACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS.

5. MFTR TO PROVIDE REQUIRED UPLIFT CONNECTION.

6. PROVIDE H2.5A OR EQUIVALENT AT EACH RAFTER TO TOP PLATECONNECTION (UNO) AT OVER-FRAMED AREAS.

7. UPLIFT CONNECTION TO BE CARRIED THRU TO FLOOR SYSTEM.

8. CENTERS OF PIERS TO BEAR IN THE MIDDLE THIRD OF THEFOOTINGS, AND GIRDERS SHALL CENTER IN THE MIDDLE THIRD OFTHE PIERS.

9. ALL FOOTINGS TO HAVE MINIMUM 2" PROJECTION ON EACH SIDEOF FOUNDATION WALLS.

ABBREVIATIONS

ABV ABOVEAFF ABOVE FINISHED FLOORALT ALTERNATEBK BREAKBRG BEARINGBSMT BASEMENTCANT CANTILEVERCJ CEILING JOISTCLG CEILINGCMU CONCRETE MASONRY UNITCO CASED OPENINGCOL COLUMN

CONC CONCRETECONT CONTINUOUSD CLOTHES DRYERDBL DOUBLEDIAM DIAMETERDISP GARBAGE DISPOSALDJ DOUBLE JOISTDN DOWNDP DEEPDR DOUBLE RAFTERDSP DOUBLE STUD POCKETDT DOUBLE TRUSSEA EACHEE EACH END

EQ EQUALEX EXTERIORFAU FORCED-AIR UNITFDN FOUNDATIONFF FINISHED FLOORFL PT FLAT PLATEFLR FLOOR(ING)FP FIREPLACEFTG FOOTINGHB HOSE BIBBHDR HEADERHGR HANGERJS JACK STUD COLUMNKS KING STUD COLUMN

LVL LAMINATED VENEERLUMBER

MAX MAXIMUMMC MEDICINE CABINETMECH MECHANICALMFTR MANUFACTURERMIN MINIMUMNTS NOT TO SCALEOA OVERALLOC ON CENTERPT PRESSURE TREATEDR RISERRA RETURN AIR (GRILLE)REF REFRIGERATOR

RFG ROOFINGRO ROUGH OPENINGRS ROOF SUPPORTSC STUD COLUMNSF SQUARE FOOT (FEET)SH SHELF / SHELVESSHTG SHEATHINGSHW SHOWERSIM SIMILARSJ SINGLE JOISTSP STUD POCKETSPEC'D SPECIFIEDSQ SQUARET TREAD

TC TRASH COMPACTORTEMP TEMPERED GLASSTHK THICK(NESS)TJ TRIPLE JOISTTOC TOP OF CURB / CONCRETETR TRIPLE RAFTERTYP TYPICALUNO UNLESS NOTED

OTHERWISEW CLOTHES WASHERWH WATER HEATERWWF WELDED WIRE FABRICXJ EXTRA JOIST

GENERAL NOTES

1. ENGINEER'S SEAL APPLIES TO STRUCTURAL COMPONENTS ONLY.ENGINEER'S SEAL DOES NOT CERTIFY DIMENSIONAL ACCURACYOR ARCHITECTURAL LAYOUT, INCLUDING ROOF GEOMETRY. JDSCONSULTING & DESIGN, PLLC ASSUMES NO LIABILITY FORCHANGES MADE TO THESE PLANS BY OTHERS, OR FORCONSTRUCTION METHODS, OR FOR ANY DEVIATION FROM THEPLANS. ENGINEER TO BE NOTIFIED PRIOR TO CONSTRUCTION IFANY DISCREPANCIES ARE NOTED ON THE PLANS.

2. DIMENSIONS SHALL GOVERN OVER SCALE, AND CODE SHALLGOVERN OVER DIMENSIONS.

3. PLANS MUST HAVE SIGNED SEAL AND BE CONSTRUCTED ONSPECIFIED LOT OR ADDRESS TO BE VALID.

STRUCTURAL ROOF NOTES - STICK FRAMED

1. PROVIDE 2x4 COLLAR TIES AT 48" OC AT UPPER THIRD OFRAFTERS UNO ON PLAN.

2. FUR RIDGES FOR FULL RAFTER CONTACT

3. PROVIDE CONTINUOUS BLOCKING THROUGH STRUCTURE FOR ALLPOINT LOADS.

4. DENOTES OVER-FRAMED AREA

5. MIN. 7/16" OSB ROOF SHEATHING

6. PROVIDE 2X4 RAFTER TIES AT 16" OC AT 45° BETWEEN RAFTERSAND CEILING JOISTS. USE (4) 16D NAILS AT EACH CONNECTION.RAFTER TIES MAY BE SPACED AT 48" OC AT LOCATIONS WHERENO KNEE WALLS ARE INSTALLED.

STRUCTURAL ROOF NOTES - TRUSSED


2. DENOTES OVER-FRAMED AREA


MATERIALS

1. INTERIOR / TRIMMED FRAMING LUMBER SHALL BE #2 SPRUCE PINEFIR (SPF) WITH THE FOLLOWING DESIGN PROPERTIES (#2 SYP MAYBE SUBSTITUTED):

Fb = 875 PSI Fv = 70 PSI E = 1.4E6 PSI

2. FRAMING LUMBER EXPOSED TO WEATHER OR IN CONTACT WITHTHE GROUND, CONCRETE, OR MASONRY SHALL BE PRESSURETREATED #2 SOUTHERN YELLOW PINE (SYP) WITH THE FOLLOWINGDESIGN PROPERTIES:


3. LVL STRUCTURAL MEMBERS TO BE LAMINATED VENEER LUMBERWITH THE FOLLOWING MINIMUM DESIGN PROPERTIES:


4. PSL STRUCTURAL MEMBERS TO BE PARALLEL STRAND LUMBERWITH THE FOLLOWING MINIMUM DESIGN PROPERTIES:


5. LSL STRUCTURAL MEMBERS TO BE LAMINATED STRAND LUMBERWITH THE FOLLOWING MINIMUM DESIGN PROPERTIES:


6. STRUCTURAL STEEL WIDE FLANGE BEAMS SHALL CONFORM TOASTM A36. Fy = 50 KSI

7. REBAR SHALL BE DEFORMED STEEL CONFORMING TO ASTM A615GRADE 60.

8. POURED CONCRETE TO BE MINIMUM 3000 PSI AT 28 DAYS.MATERIALS USED TO PRODUCE CONCRETE SHALL COMPLY WITHTHE APPLICABLE STANDARDS LISTED IN ACI 318 OR ASTM C 1157.

9. CONCRETE SUBJECT TO MODERATE OR SEVERE WEATHERINGPER IRC TABLE R301.2(1) SHALL BE AIR ENTRAINED PER IRCTABLE R402.2.

10. MASONRY UNITS SHALL CONFORM TO ACI 530/ASCE 5/TMS 402AND MORTAR SHALL COMPLY WITH ASTM C 270.

STRUCTURAL FRAMING NOTES

1. ALL FRAMING TO BE #2 SPF MINIMUM. #2 SYP MAY BESUBSTITUTED.

2. ALL BEARING HEADERS TO BE (2) 2x6 SUPPORTED W/ MIN (1) JACKAND (1) KING EACH END UNO.

3. ALL NON-BEARING HEADERS TO BE (2) 2x4 UNO.


5. ALL HANGERS AND CONNECTORS SPECIFIED ARE TO BE SIMPSONSTRONG TIE OR EQUIVALENT.

6. ALL BEAMS SPECIFIED ARE MINIMUM SIZES ONLY. LARGERMEMBERS MAY SUBSTITUTED AS NEEDED FOR EASE OFCONSTRUCTION.

7. ALL EXTERIOR WALLS TO BE FULLY SHEATHED WITH 7/16" OSB

8. FRONT PORCH COLUMNS TO BE MIN. 4X4 PT ATTACHED AT TOPAND BOTTOM USING SIMPSON (OR EQUIV) COLUMN BASE OR SSTA24 BRACKETS. TRIM OUT PER BUILDER.

9. REAR PORCH COLUMNS TO BE MIN. 4X4 PT ATTACHED AT BOTTOMUSING SIMPSON (OR EQUIV) ABA44 AND AT TOP USING CS 16STRAPPING (12" MIN.) TO PORCH HEADER/BAND.

10. WHEN A 4 PLY LVL IS USED, ATTACH WITH (1) 1/2" Ø BOLT 12" OCSTAGGERED TOP AND BOTTOM, 1 1/2" MIN. FROM ENDS.ALTERNATE ATTACHMENT EQUIVALENT METHOD MAY BE USEDSUCH AS SDS OR TRUSSLOK SCREWS ( SEE MANUFACTURER'SSPECIFICATIONS)

BALLOON WALL FRAMING SCHEDULE

MAX HEIGHT (PLATE TO PLATE)FRAMING MEMBER SIZE 100 MPH WIND 130 MPH WIND

2x4 @ 16" OC 10'-0" 10'-0"2x4 @ 12" OC 12'-0" 12'-0"

2x6 @ 16" OC 15'-0" 14'-0"2x6 @ 12" OC 17'-9" 16'-0"

2x8 @ 16" OC 19'-0" 18'-0"2x8 @ 12" OC 22'-0" 20'-0"

(2) 2x4 @ 16" OC 14'-6" 14'-0"(2) 2x4 @ 12" OC 17'-0" 16'-0"

(2) 2x6 @ 16" OC 21'-6" 20'-0"(2) 2x6 @ 12" OC 25'-0" 23'-0"

(2) 2x8 @ 16" OC 27'-0" 25'-0"(2) 2x8 @ 12" OC 31'-0" 28'-0"

a. ALL HEIGHTS ARE MEASURED SUBFLOOR TO TOP OF WALL PLATE.

b. WHEN SPLIT-FRAMED WALLS ARE USED FOR HEIGHTS OVER 12',THE CONTRACTOR SHALL ADD MIN. 6' OF CS16 COIL STRAPPING(FULLY NAILED) CENTERED OVER THE WALL BREAK.

c. FINGER-JOINTED MEMBERS MAY BE USED FOR CONTINUOUSHEIGHTS WHERE TRADITIONALLY MILLED LUMBER LENGTHS ARELIMITED.

FOUNDATION

1. MINIMUM ALLOWABLE SOIL BEARING CAPACITY IS ASSUMED TOBE 2000 PSF. IT IS THE CONTRACTOR'S RESPONSIBILITY TOVERIFY SOIL BEARING CAPACITY IF UNSATISFACTORY CONDITIONSEXIST.

2. CONCRETE FOUNDATION WALL DESIGNS SHALL BE SELECTEDAND CONSTRUCTED PER THE PROVISIONS OF IRC SECTIONR404.1.2 - CONCRETE FOUNDATION WALLS, INCLUDINGASSOCIATED TABLES AND FIGURES. MASONRY FOUNDATIONWALL DESIGNS SHALL BE SELECTED AND CONSTRUCTED PER THEPROVISIONS OF IRC SECTION R404.1.1 - DESIGN OF MASONRYFOUNDATION WALLS, INCLUDING ASSOCIATED TABLES ANDFIGURES.

3. FOUNDATION WALLS SHALL HAVE PERMANENT LATERALSUPPORT AT TOP AND BOTTOM.

4. REINFORCING SHALL BE PLACED PER THE IRC TABLES(REINFORCING MAY NOT BE CENTERED).

5. FOUNDATION DRAINAGE PER IRC SECTION R405 SHALL BEPROVIDED.

6. WALLS SHALL BE ANCHORED TO CONTINUOUS FOUNDATIONS PERIRC SECTION R403.1.6 - FOUNDATION ANCHORAGE.

7. THE UNSUPPORTED HEIGHT OF SOLID MASONRY PIERS SHALL NOTEXCEED TEN TIMES THEIR LEAST DIMENSION . UNFILLED HOLLOWPIERS MAY BE USED IF THE UNSUPPORTED HEIGHT IS NOT MORETHAN FOUR TIMES THEIR LEAST DIMENSION.

COMPONENT AND CLADDING LOADS, INCLUDING THOSE FOR DOORSAND WINDOWS, SHALL BE DERIVED FROM IRC TABLES R301.2(2) ANDR301.2(3) FOR A BUILDING WITH A MEAN ROOF HEIGHT OF 35 FEET,LOCATED IN EXPOSURE B.

DESIGN LOADS

IRC TABLE R301.5 LIVE LOAD (PSF)DWELLING UNITS 40SLEEPING ROOMS 30ATTICS WITH STORAGE 20ATTICS WITHOUT STORAGE 10ROOF SNOW 20STAIRS 40DECKS 40EXTERIOR BALCONIES 60PASSENGER VEHICLE GARAGES 50FIRE ESCAPES 40GUARDRAILS AND HANDRAILS 200 (pounds, concentrated)

113 Dunstan Ave

ATTIC AREA VENTILATION CALCULATIONS

SQ FT 1008 150 6.72 SF NET FREE AREA REQ

RIDGE VENT 30 LF X 18 sq in lineal foot 3.75 sf providedSOFFIT VENT 60 LF X 7.53 sq in lineal foot 3.14 sf provided

Total Net Free Area Provided 6.89 sf provided

CRAWL SPACE VENTILATION CALCULATIONS

SQ FT 1008 150 6.72 SF NET FREE AREA REQ

FOUND VENT 20 8X16 vent (50 sq in) 6.94 sf provided0.35

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North CarolinaINSULATION AND FENESTRATION REQUIREMENTS BY COMPONENT

(note a)

CLIMATEZONE

FENESTRATIONU-FACTOR(notes b, l)

SKYLIGHTU-FACTOR

(note b)

GLAZEDFENESTRATION

SHGC(notes b, e, m)

CEILINGR-VALUE(note k)

WOODFRAME WALLR-VALUE(note e)

MASSWALL

R-VALUE(note i)

FLOORR-VALUE

BASEMENTWALL

R-VALUE(note c)

SLABR-VALUE

AND DEPTH(note d)

CRAWLSPACEWALL

R-VALUE(note c)

3 0.35 0.65 0.30 30 13 5/10 1910/13

(note f) 0 5/13

4 0.35 0.60 0.3038 or 30

cont.(note j)

1513 + 2.5(note h)

5/10 19 10/13 10 10/13

5 0.35 0.60 NR38 or 30

cont.(note j)

15, 13 + 5,or 15 + 3

(notes e, h)13/17

30(note g) 10/13 10 10/13

a. R-VALUES ARE MINIMUMS. U-FACTORS AND SHGC AREMAXIMUMS.

b. THE FENESTRATION U-FACTOR COLUMN EXCLUDESSKYLIGHTS. THE SHGC COLUMN APPLIES TO ALL GLAZEDFENESTRATION.

c. "10/13" MEANS R-10 CONTINUOUS INSULATED SHEATHING ONTHE INTERIOR OR EXTERIOR OF THE HOME OR R-13 CAVITYINSULATION AT THE INTERIOR OF THE BASEMENT WALL ORCRAWL SPACE WALL.

d. FOR MONOLITHIC SLABS, INSULATION SHALL BE APPLIEDFROM THE INSPECTION GAP DOWNWARD TO THE BOTTOM OFTHE FOOTING OR A MAXIMUM OF 18 INCHES BELOW GRADE,WHICHEVER IS LESS. FOR FLOATING SLABS, INSULATIONSHALL EXTEND TO THE BOTTOM OF THE FOUNDATION WALLOR 24", WHICHEVER IS LESS. R-5 SHALL BE ADDED TO THEREQUIRED SLAB EDGE R-VALUES FOR HEATED SLABS.

e. R-19 FIBERGLASS BATTS COMPRESSED AND INSTALLED IN ANOMINAL 2x6 FRAMING CAVITY IS DEEMED TO COMPLY.FIBERGLASS BATTS RATED R-19 OR HIGHER COMPRESSEDAND INSTALLED IN A 2x4 WALL IS NOT DEEMED TO COMPLY.

f. BASEMENT WALL INSULATION IS NOT REQUIRED INWARM-HUMID LOCATIONS AS DEFINED BY FIGURE N1101.2(1)AND (2) AND TABLE N1101.2.

g. OR INSULATION SUFFICIENT TO FILL THE FRAMING CAVITY,R-19 MINIMUM.

h. "13 + 5" MEANS R-13 CAVITY INSULATION PLUS R-5 INSULATEDSHEATHING. "15 + 3" MEANS R-15 CAVITY INSULATION PLUS R-3INSULATED SHEATHING. IF STRUCTURAL SHEATHING COVERS25 PERCENT OR LESS OF THE EXTERIOR, INSULATINGSHEATHING IS NOT REQUIRED WHERE STRUCTURAL

SHEATHING IS USED. IF STRUCTURAL SHEATHING COVERSMORE THAN 25 PERCENT OF EXTERIOR, STRUCTURALSHEATHING SHALL BE SUPPLEMENTED WITH INSULATEDSHEATHING OF AT LEAST R-2. "13 + 2.5" MEANS R-13 CAVITYINSULATION PLUS R-2.5 SHEATHING.

i. FOR MASS WALLS, THE SECOND R-VALUE APPLIES WHENMORE THAN HALF THE INSULATION IS ON THE INTERIOR OFTHE MASS WALL.

j. R-30 SHALL BE DEEMED TO SATISFY THE CEILING INSULATIONREQUIREMENT WHEREVER THE FULL HEIGHT OFUNCOMPRESSED R-30 INSULATION EXTENDS OVER THE WALLTOP PLATE AT THE EAVES. OTHERWISE R-38 INSULATION ISREQUIRED WHERE ADEQUATE CLEARANCE EXISTS ORINSULATION MUST EXTEND TO EITHER THE INSULATIONBAFFLE OR WITHIN 1" OF THE ATTIC ROOF DECK.

k. TABLE VALUE REQUIRED EXCEPT FOR ROOF EDGE WHERE THESPACE IS LIMITED BY THE PITCH OF THE ROOF, THERE THEINSULATION MUST FILL THE SPACE UP TO THE AIR BAFFLE.

l. IN ADDITION TO THE EXEMPTION IN SECTION N1102.3.3, AMAXIMUM OF TWO GLAZED FENESTRATION PRODUCTASSEMBLIES HAVING A U-FACTOR NO GREATER THAN 0.55SHALL BE PERMITTED TO BE SUBSTITUTED FOR MINIMUMCODE COMPLIANT FENESTRATION PRODUCT ASSEMBLIESWITHOUT PENALTY.

m. IN ADDITION TO THE EXEMPTION IN SECTION N1102.3.3, AMAXIMUM OF TWO GLAZED FENESTRATION PRODUCTASSEMBLIES HAVING A SHGC NO GREATER THAN 0.70 SHALLBE PERMITTED TO BE SUBSTITUTED FOR MINIMUM CODECOMPLIANT FENESTRATION PRODUCT ASSEMBLIES WITHOUTPENALTY.

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9'-1"

MAIN

CLG

. HG

T.

8'-1 1/2"

UP

PER

CLG

. HG

T.

7'-4

"WIN

DOW H

GT

6'-8"

WIN

DOW H

GT.

1'-2

3/4

"

FRONT ELEVATION - ASCALE: 1/8 = 1'-0"

LEFT ELEVATION - ASCALE: 1/8" = 1'-0"

REAR ELEVATION - ASCALE: 1/8" = 1'-0"

RIGHT ELEVATION - ASCALE: 1/8" = 1'-0"

1210

1210

412

412

PITCH CHAnge

ridge vent

ASPHALTSHINGLES OVER30# FELT OVER1/2" OSB OVERTRUSSES - PERROOF PLAN

HORIZONTAL SIDINGTYPICAL

8x8 WOOD COL.w/ BASE & CAP.

RAIL AS REQ'D

MASONRYFOUNDATION W/PARGE FINISH

8" TRIM BOARDw/ 2" CAP

4" CORNERBOARDS

6" FRIEZE w/ 2"REVEAL

6" FASCIA BOARD

ASPHALT SHINGLES OVER 30#FELT OVER 1/2" OSB OVERTRUSSES - PER ROOF PLAN

RAIL AS REQ'D




4" CORNERBOARDS

4" WOOD TRIMTYPICAL

ridge vent

ASPHALT SHINGLES OVER 30#FELT OVER 1/2" OSB OVERTRUSSES - PER ROOF PLAN


6" FASCIA BOARD

4" CORNERBOARDS

6" FRIEZE w/ 2"REVEAL

6" FASCIA BOARD

ASPHALT SHINGLES OVER 30#FELT OVER 1/2" OSB OVER

TRUSSES - PER ROOF PLAN

RAIL AS REQ'D


1210

1210

412

412


RAIL AS REQ'D

4x4 DECORATIVEPOST

1x trimmounding


RAIL AS REQ'D

4x4 DECORATIVEPOST

1x trimmounding


4" CORNERBOARDS

6" FRIEZE

6" FASCIA BOARD


4" CORNERBOARDS

6" FRIEZE

6" FASCIA BOARD



GLAZING CALCULATIONS - eLEVATION A1ST FLOOR = 111 SF OF GLAZING2ND FLOOR = 63 SF OF GLAZINGGLAZING AREA TOTAL = 174 SFtotal EXTERIOR WALL AREA = 1430 SFPERCENT OF GLAZING = 12.16%

RAIL TO MEET AM 111WHEN WALKING

SURFACE IS EQUALTO/GREATER THAN

30" ABOVE GRADE



30" ABOVE GRADE



30" ABOVE GRADE



30" ABOVE GRADE



30" ABOVE GRADE

RAIL TO MEET AM111 WHEN WALKING

SURFACE ISEQUAL

TO/GREATERTHAN 30" ABOVE

GRADE

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JDS CONSULTING & DESIGN, PLLC8600 'D' JERSEY CTRALEIGH, NC 27617

[email protected]

First Floor Heated Second Floor Heated Total Heated Porch

1008 Sq.Ft.436 Sq.Ft.1444 Sq.Ft.168 Sq.Ft.

SECOND FLOOR PLANSCALE: 1/8" = 1'-0"

REF.

RANG

E

28'-0"

4'-2"4'-10"10'-0"9'-0"

42'-0

"

42'-0

"

6'-0

"36'-0

"

15'-8"11'-4" 13'-8"

9'-4"

11'-8"

4'-6" 2'-0" 3'-6" 2'-2"

28'-0"

12'-0

"

8'-4 3

/4"

27'-7

1/4"

HALFWALL

10'-0

"

10'-0"

8"

living room

bedroom 3

dining

kitchen

bedroom 2

master suiteBATH

master bath

coats

1/2 BATH

5' tub/shr

6'-3"

5'-9"

8'-6"

20'-6"

9'-0"10'-0"9'-0"

28'-0"

2'-2"

5'-3"8'-9"8'-9"

6'-4"

FIRST FLOOR PLANSCALE: 1/8" = 1'-0"

5'-3"

deck / patio

2/8

UP

16R

T=9

.25

R=7

.73

STAIRSRAKE

COVERED PORCH

2-3/0x5/02-3/0x5/0

3/0

2/8

3/0x5/0

2-3/0

x5/0

2-3/0x3/0

5'-0"5'-0"36'-0

"

11'-8"

12'-0

"12'-4"

5'-8"

6'-0

"36'-0

"

3/0

x5/0

11'-8"

3'-10

"

36'-0

"

28'-0"

dn 16R

T=9

.25

R=7

.73

Rear Deck / Patio 100 Sq.Ft.

1. walls drawn @ 4" widths2. Clg hgt drawn @ 9'-1" aff3. set windows @ 7'-4" a.f.f. u.n.o.

1. walls drawn @ 4" widths2. Clg hgt drawn @ 8'-1 1/2" aff3. set windows @ 6'-8" a.f.f. u.n.o.

DW

8x8 COL

2/8FR

2-3/0x5/0

DSPDSP

DSPDSP

DSP

DSP

9'-4"

3'-8"

2/4

2/6 2/6

2/4

tub

/shwr

closetcloset

WD

2/0

x3/0

2/0

2/0

LINEN

CLOSET 2/0

3'-4" 2'-8" 5'-4"

2/8 C

O

6'-5"

4"

5'-5"

3'-4"

2'-4

"13

'-4"

6'-8" 4" 4'-8" 4" 3'-2" 4" 4'-8"

4"

7'-6"

3'-2" 4" 12'-2"11'-4" 4"

8'-2"

4"

11'-4"

4"

2'-1

"4"

2'-1

0"

4"

5'-0

"11'-4"

4"2'-1

"

4"

6'-0" 5'-0" 3'-2"

4"

3'-0" 5'-2"

2'-0

"

13'-4"

4"

8'-8"

4"

12'-8"

5'-8"

4"

5'-4"

4"

3'-2"

4"

12'-2"

2/0

2/0

4"

2'-4

"

4"

6'-2"

6"

6'-0

"

4"

9'-3"

2/4



30" ABOVE GRADE



30" ABOVE GRADE

atticaccess22"X30"

4"

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RALEIGH, NC 27617919.480.1075

[email protected]

ROOF PLANSCALE: 1/8" = 1'-0"

RIDGE

RIDGE VENT

12:10

12:10

4:12

4:12

18'-0

"

1'-0"

1'-0

"

6"

OH

OH

OH

ATTIC VENTILATION

THE TOTAL NET FREE VENTILATING AREA SHALL NOT BELESS THAN 1 TO 150 OF THE AREA OF THE SPACEVENTILATED EXCEPT THAT THE TOTAL AREA IS PERMITTEDTO BE REDUCED TO 1 TO 300 PROVIDED AT LEAST 50% AND

IS PROVIDED BY VENTILATORS LOCATED IN THE UPPERPORTION OF THE SPACE TO BE VENTILATED AT LEAST 3'ABOVE EAVE OR CORNICE VENTS WITH THE BALANCE OFTHE REQUIRED VENTILATION PROVIDED BY EAVE ORCORNICE VENTS

SQUARE FEET OF ATTIC / 150 =1008

6.72 SQUARE FEET OF NET FREE AREA REQUIRED

NOT MORE THAN 80% OF THE REQUIRED VENTILATING AREA

12:10

SLOPE CHANGE

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RALEIGH, NC 27617919.480.1075

[email protected]

CRAWL SPACE FOUNDATION PLANSCALE: 1/8" = 1'-0"

CRAWL SPACE VENTILATION

THE MINIMUM NET AREA OF VENTILATION OPENINGS SHALLNOT BE LESS THAN 1 SQUARE FOOT FOR EACH 150 SQUAREFEET OF UNDERFLOOR SPACE AREA AND ONE SUCH OPENINGSHALL BE WITHIN 3 FEET OF EACH CORNER OF THE BUILDING

EXCEPTION: THE TOTAL AREA OF VENTILATION MAY BEREDUCED TO 1/1500 OF THE UNDERFLOOR AREA WHERE THEGROUND SURFACE IS TREATED WITH AN APPROVED VAPORRETARDER MATERIAL AND THE REQUIRED OPENINGS AREPLACED SO AS TO PROVIDE CROSS-VENTILATION

SQ FT OF CRAWL SPACE AREA / 150 =1008

6.72 SQ FT OF NET FREE AREA REQUIRED

ROOF RAFTER SUPPORT

DOUBLE RAFTER / DOUBLE JOIST

STRUCTURAL BEAM / GIRDER

WINDOW / DOOR HEADER

POINT LOAD TRANSFER

POINT LOAD FROM ABOVE BEARING ON BEAM / GIRDER

BEAM & POINT LOAD LEGEND:

28'-0"

52'-0

"

6'-0

"36

'-0"

52'-0

"

6'-0

"36

'-0"

PROVIDE 1/2" ANCHOR BOLTS AT TREATEDWOOD SILL PLATES WITH 7" EMBEDMENT ATMAXIMUM 6'-0" ON CENTER AND WITHIN 12"FROM THE ENDS OF EACH PLATE SECTION

FOUNDATION WALLS8" CMU BLOCK -or- 4"BRICK & 4" BLOCKWITH 8" SOLID CAP ON18"x8" CONTINUOUSCONCRETE FOOTING

MIN. 18"x24"ACCESS DOOR;32"x24" MIN. w/MECH. IN CRAWL(FIELD LOCATE)

16'-2"11'-10"

6'-7

"16'-2"11'-10"

10'-0"

8"

17'-4"

10'-0

"

10'-0

"

TYPICAL

#2 S

YP P

T2x

8 @

16"

o.c

.

5'-0"5'-0"

5'-1

1"7'

-7"

7'-7

"8'

-4"

TYPICALCONC FOOTINGON 16"x16"x8"6"x6" PT POST

TYPICAL

#2 S

YP P

T2x

6 @

16"

o.c

.

10'-0"8'-0"10'-0"

28'-0"

4X4 P.T. POST TOHOUSE FTG.

11 7/8" I-JOISTS BY MANUFACTURER

ALL GIRDERS(2) 1 3/4"x9 1/4" LVL(TYPICAL U.N.O.)

30"x30"x10" CONCFOOTING (TYPICAL U.N.O.)

8" SOLID CAP ON16"x16" CMU WITHALL PIERS

3k

3k

3.3k3.3k

5.3k4.9k

3'-4" 12'-10"

11'-1

0"

4X4 P.T.POST TOHOUSE FTG.

36"x36"x10"CONC FTG

2" X 10" PT BAND SECURED TOHOUSE W/ 5

8" THRU BOLTS @ 20" O.C.

2" X 10" PT BAND SECURED TOHOUSE W/ 5

8" THRU BOLTS @ 20" O.C.

4"X4" PT POST ON16"x16"x8" CONC.

FOOTING TYPICAL

2.8k4.1k

3k3k

#2 S

YP P

T2x

6 @

16"

o.c

.

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RALEIGH, NC 27617919.480.1075

[email protected]


1. REFER TO DETAILS SHEET DT1 FOR STRUCTURAL NOTESRELATING TO MINIMUM DESIGN LOADS, MATERIAL SPECS,CONSTRUCTION/FDN NOTES, AND ABBREVIATIONS KEY ANDOTHER MISC. PLAN INFORMATION.

2. ALL FRAMING TO BE #2 SPF MINIMUM.

3. ALL BEARING HEADERS TO BE (2) 2"x 6" SUPPORTED W/MIN. (1) JACK AND (1) KING EACH END U.NO.

4. INDICATES POINT LOAD PER CONSTRUCTION NOTE #6 ONSHEET DT1.

5. ALL HANGERS AND CONNECTORS SPEC'D ARE TO BESIMPSON STRONG TIE OR EQUIVALENT.

6. ALL BEAMS SPEC'D ARE MINIMUM SIZES ONLY. LARGERMEMBERS MAY SUBSTITUTED AS NEEDED FOR EASE OFCONSTRUCTION.

7. ALL EXTERIOR WALLS TO BE FULLY SHEATHED WITH 7/16"OSB

ROOF TRUSS / RAFTER SUPPORT




POINT LOAD TRANSFER



FIRST FLOOR CEILING FRAMING PLANSCALE: 1/8" = 1'-0"

4X4 P.T.POST orEQUIV.,TYP.

2SC2SC

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(2) 2"x8" (2) 2"x8" (2) 2"x8"

(2) 2"x10" CONTINUOUS

2SC2SC

14" I-JOISTS BY MANUFACTURER

14" I-JOISTS BY MFTR

(1) 1 3/4" x 14" LVL (CONT)

(2) 1 3/4" x 14" LVL (CONTINUOUS)

(1) 1 3/4" x 14" LVL

(1) 1

3/4

" x

14"

LVL

2SC


3k2SC

2SC 3k

2.7k2.7k

(1) 1

3/4

" x

14"

LVL

3.2k3.2k

2SC

3.3k2SC

3.3k

5.3k4.9k 4SC

PORCH BEAMSTO BEAR IN

WALL FRAMINGTYPICAL

2.8k4.1k

(3) 1 3/4" x 14" LVL 3SC

3k2SC3k

4SC

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RALEIGH, NC 27617919.480.1075

[email protected]

SECOND FLOOR CEILING FRAMING PLANSCALE: 1/8" = 1'-0"


1. REFER TO DETAILS SHEET DT1 FOR STRUCTURAL NOTESRELATING TO MINIMUM DESIGN LOADS, MATERIAL SPECS,CONSTRUCTION/FDN NOTES, AND ABBREVIATIONS KEY ANDOTHER MISC. PLAN INFORMATION.

2. ALL FRAMING TO BE #2 SPF MINIMUM.

3. ALL BEARING HEADERS TO BE (2) 2"x 6" SUPPORTED W/MIN. (1) JACK AND (1) KING EACH END U.NO.

4. INDICATES POINT LOAD PER CONSTRUCTION NOTE #6 ONSHEET DT1.

5. ALL HANGERS AND CONNECTORS SPEC'D ARE TO BESIMPSON STRONG TIE OR EQUIVALENT.

6. ALL BEAMS SPEC'D ARE MINIMUM SIZES ONLY. LARGERMEMBERS MAY SUBSTITUTED AS NEEDED FOR EASE OFCONSTRUCTION.

7. ALL EXTERIOR WALLS TO BE FULLY SHEATHED WITH 7/16"OSB

ROOF TRUSS / RAFTER SUPPORT




POINT LOAD TRANSFER



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RALEIGH, NC 27617919.480.1075

[email protected]

FIRST FLOOR WALL BRACINGSCALE: 1/8" = 1'-0"

WALL BRACE REQUIREMENTS

REQUIRED LINEAR FOOTAGE OF EXTERIOR BRACINGPANELS SHORT SIDE = _________

PROVIDED LINEAR FOOTAGE OF EXTERIOR BRACINGPANELS SHORT SIDE = _________

REQUIRED LINEAR FOOTAGE OF EXTERIOR BRACINGPANELS LONG SIDE = _________

PROVIDED LINEAR FOOTAGE OF EXTERIOR BRACINGPANELS LONG SIDE = _________

-MINIMUM PANEL WIDTH IS 24"-FIGURES BASED ON THE CONTINUOUS SHEATHING METHOD USING THE RECTANGLE CIRCUMSCRIBED AROUND THE FLOOR PLAN OR PORTION OF THE FLOOR PLAN. IF NO RECTANGLE IS NOTED THE STRUCTURE HAS BEEN FIGURED ALL WITHIN ONE RECTANGLE-PANELS MAY SHIFT UP TO 36" EITHER DIRECTION FOR EASE OF CONSTRUCTION (NAILING & BLOCK REQUIREMENTS STILL APPLY)-FOR ADDITIONAL WALL BRACING INFORMATION REFER TO WALL BRACE DETAIL SHEET DTWB (DTWB2 - HIGH WIND)

SIMPSON MSTA15 HOLD DOWN CAPACITY OF 970 POUNDS PERANCHOR WITH (12) 10d NAILS. STRAP TO BE LOCATED AT EDGE OFBRACED WALL PANEL.(CS16 STRAPPING MAY BE SUBSTITUTED w/SIMILAR LENGTH AND NAILING PATTERN)

24"WSP

SCALED LENGTHOF WALL PANELAT LOCATION

NUMERICALLENGTH OF PANEL

PANEL TYPE

9'

10'

10'-12'

9'-12'

48"WSP

48"WSP

48"WSP

48"WSP

48"WSP

48"WSP

24"WSP

36"WSP

36"WSP

24"WSP

48"WSP

48"WSP

48"WSP

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RALEIGH, NC 27617919.480.1075

[email protected]

ROOF PLANSCALE: 1/8" = 1'-0"

ROOF RAFTER SUPPORT




POINT LOAD TRANSFER



ATTIC VENTILATION

THE TOTAL NET FREE VENTILATING AREA SHALL NOT BELESS THAN 1 TO 150 OF THE AREA OF THE SPACEVENTILATED EXCEPT THAT THE TOTAL AREA IS PERMITTEDTO BE REDUCED TO 1 TO 300 PROVIDED AT LEAST 50% AND

IS PROVIDED BY VENTILATORS LOCATED IN THE UPPERPORTION OF THE SPACE TO BE VENTILATED AT LEAST 3'ABOVE EAVE OR CORNICE VENTS WITH THE BALANCE OFTHE REQUIRED VENTILATION PROVIDED BY EAVE ORCORNICE VENTS

SQUARE FEET OF ATTIC / 150 =1176

7.84 SQUARE FEET OF NET FREE AREA REQUIRED

NOT MORE THAN 80% OF THE REQUIRED VENTILATING AREA

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STRUCTURAL ROOF TRUSS NOTES

1. FRAMING SHALL BE #2 SPF OR BETTERU.N.O.

2. PROVIDE CONTINUOUS BLOCKING THROUGHSTRUCTURE FOR ALL POINT LOADS.

3. DENOTES OVERFRAMED AREA


5. TRUSS LAYOUT AND PLACEMENT BYMANUFACTURER TO COINCIDE WITH THESUPPORT LOCATIONS SHOWN. TRUSSPROFILES SHALL BE SEALED BY THE TRUSSMANUFACTURER. TRUSS PLANS SHALL BEPROVIDED FOR REVIEW AND COORDINATEDWITH THE ENGINEER OF RECORD ASREQUIRED BY THE BUILDING CODEOFFICIALS. INSTALLATION SHALL BE INACCORDANCE WITH THE MANUFACTURER'SINSTRUCTIONS.

12:10

12:10

4:12

4:12

12:10

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LADDERFRAME

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RALEIGH, NC 27617919.480.1075

[email protected]

SIMPSON H2.5AHOLD DOWN CAPACITY OF1070 POUNDS WITH TWOANCHORS

SIMPSON HGA10 HOLD DOWNCAPACITY OF 500 POUNDS PERANCHOR.

SIMPSON LGT2 (2-PLY TRUSS) HOLDDOWN CAPACITY OF 1850 (2150)

POUNDS PER ANCHOR.LGT3 (3 PLY TRUSS) HOLD DOWNCAPACITY OF 2365 (3285) POUNDSPER ANCHOR.

LGT4 (4 PLY TRUSS) HOLD DOWNCAPACITY OF 2365 (3285) POUNDSPER ANCHOR.CAPACITY IS IN SPF LUMBER,CAPACITY IN () IS IN SYP OR LVL.

PLAN VIEW

TOPPLATE

TRU

SS

/RA

FTE

R

SIMPSON TBE4/TBE6ADDITIONAL BEARING CAPACITY:SINGLE PLY TRUSS - 1560 LB2 OR MORE PLY TRUSS - 1920 LBUPLIFT CAPACITY - 850 LB.

RIM BOARD

SIMPSON MSTA15HOLD DOWN

FLOOR SHEATHINGBOTTOM PLATE

(2)STUDS @ CORNER

WALL SHEATHING

SIMPSON MSTA15 HOLD DOWN CAPACITY OF 970POUNDS PER ANCHOR WITH (12) 10d NAILS. STRAPTO BE LOCATED AT EDGE OF BRACED WALL PANEL.

A2 B

E1

GI

D

*

SIMPSON MGT & HDU4-SDS2.5 HOLD DOWNCAPACITY OF 3300 (3965) POUNDS PERCOMBINATION.

SIMPSON HUS26 HANGER -UPLIFT CAPACITY OF 1550POUNDS PER ANCHOR.ALLOWABEL VERTICAL LOAD2720.

K

SIMPSON MTS12 HOLD DOWNCAPACITY OF 860 POUNDS PERANCHOR.

SIMPSON HTS20 HOLD DOWNCAPACITY OF 1245 (1450) POUNDSPER ANCHOR.

PLAN VIEW

TOPPLATE

TRU

SS

/RA

FTE

R

NOTES:ALL HOLD DOWN VALUES AREBASED ON SPF LUMBER ANDARE FROM SIMPSON C-2011CATALOG

RIM BOARD



(2)STUDS @ CORNER

WALL SHEATHING


A2 B C

E2

G H I

D

*

SIMPSON VGT & HDU5-SDS2.5 HOLDDOWN CAPACITY OF 3555 (4940) POUNDSPER COMBINATION OF ONE OF EACH.

E3SIMPSON HUS26 HANGER -UPLIFT CAPACITY OF 1550POUNDS PER ANCHOR.ALLOWABEL VERTICAL LOAD2720.

K

3/4" = 1'-0"1 TYPICAL ROOF TRUSS WALL SECTION

STUD WALL

TRUSS PLATETRUSS PLATE

DBL 2 X 4 TOP PLATEDBL 2 X 4 TOP PLATE

ROOF TRUSSROOF TRUSS

SEE BELOW FOR TIE DOWN METHOD

3/4" = 1'-0"2 TYPICAL VAULTED ROOF TRUSS WALL SECTION

STUD WALL

TRUSS PLATETRUSS PLATE

DBL 2 X 4 TOP PLATEDBL 2 X 4 TOP PLATE

ROOF TRUSSROOF TRUSS

SEE BELOW FOR TIE DOWN METHOD

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METHOD PF: PORTAL FRAME PANEL CONSTRUCTIONNTS

2

1" = 1'-0"TYPICAL EXTERIOR CORNER FRAMING FOR CONTINUOUS SHEATHING1

BRACING METHODS

4'-6

3/4

"4'

-6 3

/4"

4'-0

"4'

-0"

4'-0"

9'-1

1/2

"

4'-0"

8'-1

1/2

"

GB - GYPSUM BOARD

4'-0"

9'-1

1/2

"

4'-0"

8'-1

1/2

"

WSP - WOOD STRUCTURAL PANEL

** IN LIEU OF THE CORNER RETURN, A HOLD-DOWN DEVICE WITHA MINIMUM UPLIFT DESIGN VALUE OF 800# SHALL BE FASTENED TOTHE CORNER STUD AND TO THE FOUNDATION OR FRAMING BELOW.

WOOD STRUCTURAL PANELSTRENGTH AXIS

TOP PLATE CONTINUITY IS REQUIRED PER R602.3.2

FASTEN HEADER TO KING STUD WITH(6) 16d SINKER NAILS (TYP)

MA

XIM

UM

PA

NEL

HEI

GH

T 10

'-0"

2'-0" TO 18'-0"

EXTENT OF HEADER

7/16" MIN THICKNESS WOODSTRUCTURAL PANEL SHEATHING

FOR 12" TO 16" WING WALL WIDTHSSHEATH INTERIOR & EXTERIOR

OR MIN. 4000# WITH PONY WALLSTRAP ON BOTH SIDES OF OPENING- INSTALLED ON BACKSIDE OF WALLFOR 12" TO 16" WING WALL WIDTHS

APPLY STRAP BOTH SIDES

MIN 3"x11.25" NET HEADERHEADER SHALL OCCUR AT TOP OF WALL

ANCHOR BOLTS PERSECTION R403.1.6

(TYP)

MIN. (2) 2x4(TYP)

FOR PANEL SPLICE (IF NEEDED),PANEL EDGES SHALL BE BLOCKED,

AND OCCUR WITHIN 24" OF MID-HEIGHT.(1) ROW OF TYP. SHEATHING-TO-FRAMING

NAILS ARE REQUIRED IN EACH PANEL.

LENGTH BASED ON

FASTEN SHEATHING TO HEADER WITH 8dCOMMON NAILS IN 3" GRID PATTERN ASSHOWN AND 3" O.C. IN FRAMING AS SHOWN(STUDS AND SILLS) (TYP)

FASTEN TOP PLATE TO HEADER WITH(2) ROWS OF 16d SINKER NAILS @ 3" O.C.(TYP)

OPT. BLOCKING FORGYPSUM WALLBOARD

C) GARAGE DOOR CORNER

8d NAILS @ 6" O.C.(PANEL EDGES)

MIN. 24" WOODSTRUCTURAL PANEL**

OPT. NON-STUCTURALFILLER PANEL

16d NAILS (2)ROWS @ 24" O.C.

CONTINUOUS WOODSTRUCTURAL PANEL

GYPSUM WALLBOARD(IN ACCORDANCE

w/ CHAPTER 7)

8d NAILS @ 12" O.C.(INTERMEDIATE SUPPORTS)


B) INSIDE CORNER DETAIL



16d NAILS@ 12" O.C.


w/ CHAPTER 7)


A) OUTSIDE CORNER DETAIL



OPT. NON-STUCTURALFILLER PANEL

16d NAILS@ 12" O.C.



w/ CHAPTER 7)


WALL HEIGHT, ft.

PANEL LENGTH, in.

8

16

9

18

10

20

11

22

12

24

WITH 2"X2"X3/16" PLATE WASHER

12' M

AXI

MU

M T

OTA

L W

ALL

HEI

GH

T4' MAX PONY WALL HEIGHT

RIM BOARD



(2)STUDS @ CORNER

WALL SHEATHING


RIM BOARD



(2)STUDS @ CORNER

WALL SHEATHING


MIN. 1000# HEADER-TO-JACKSTUD

WALL BRACING FOR 120MPH AND 130 MPH WIND ZONESPER 2012 NCRC R4506 - ALL STORIES - WOOD STRUCTURAL SHEATHING PANELS. BLOCKINGSHALL BE INSTALLED IF LESS THAT 50 PERCENT OF WALL LENGTH IS SHEATHED. WHEREBLOCKING IS REQUIRED, ALL PANELS SHALL BE FASTENED AT 3" O.C. ALONG THE EDGES AND 6"O.C. AT INTERMEDIATE FRAMING. IF A WALL IS SHEATHED LESS THAN 25 PERCENT OF ITSLENGTH.

WALL BRACING PERCENTAGE OPENING AND NAILING PATTERN 1. BRACE WALLS THAT ARE 51% OR GREATER SHEATHED NEED NOT BE LABELED w/ 6" EDGE AND 12" CENTER NAILING PATTERN ON SHEATHING. 2. BRACE WALLS THAT ARE 50% TO 26% SHEATHED REQUIRE A NAILING PATTERN OF 3" EDGE AND 6" CENTER OF SHEATHING. 3. BRACE WALLS THAT ARE 25% OR LESS SHEATHED REQUIRE ENGINEERS DESIGN WITH SPECIFIC CONSTRUCTION METHODS AND DETAILS

NOT APPLICABLE FOR THIS HOUSE

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Protect untreated woodfrom direct contact withconcrete

End of joistsat centerlineof support

Face mounthanger

Top mounthanger

FASTENING of FLOOR PANELS

Recommended nailing is 12" on-center in field and 6" on-center along panel edge.Fastening requirements on engineered drawings supersede recommendations listed above.

Recommended use of a non-polyurethane subfloor adhesive on all contact points betweenpanels and floor framing.

Nailing rows must be offset at least 12" and staggered.

(1) One row of fasteners permitted (two at abutting panel edges) for diaphragms. Stagger nails when using 4" on-center spacing andmaintain 3

8" joist and panel edge distance. For other applications, multiple rows of fasteners are permitted if the rows are offset at least 12"

and staggered.

4"

4"

110, 210,and 230 EQ.

FILLER and BACKER BLOCK SIZES

(1) If necessary, increase filler and backer block height for face mount hangers and maintain 18" gap at top

of joist; see detail W. Filler and backer block lengths should accomodate required nailing without splitting(12" minimum for backer blocks and 24" minimum for filler blocks).

2x106'-0"long

Verify column capacityand beam bearing

length.

110 EQ. *IJoists

CantileverFiller

(Detail E4)

Filler Block (1)

(Detail H2)

Backer Block (1)

(Detail F1or H2)

2x64'-0"long

58" or 3 4"

Depth

2x6 2x8

912" or

1178"

14"

16d (0.162"x 312")

10d (0.148"x 3"), 12d (0.148"x 314")

8d (0.131" x 212")

6"

Nail Size

L5

L1

BEARING AT COLUMN

Column

Plumbing drop

210 EQ. * 230 or 360 EQ. * 560 EQ. *

1178"

Two2x6

2x6

2x6 + 12"sheathing4'-0" long

912" or

1178"

2x6 + 12"sheathing

2x6 + 3 8"sheathing4'-0" long

2x10 + 3 8"sheathing6'-0" long

34" or 7 8"

2x8 + 3 8"sheathing

2x6 + 3 8"sheathing

912" or

1178"

14" or16"

2x10 + 12"sheathing6'-0" long

1" Net

2x8 + 12"sheathing

14" or16"

2x12 + 12"sheathing

Notapplicable

18" or20"

2x122x8

18" or20"Two2x12

Not applicable

Two2x8

14" or16"

When joists are doubled at non-load bearing parallel partitions,space joists apart the width of the wall for plumbing or HVAC.

Additional joist at plumbing drop (see detail).

112"

LSL or wider

Rim Board

4"

3"

6"

IJOIST *

6"(2)

114"

LSL4"

4" 4"

PSLLVL

4" 4"

L3

Subfloor adhesive will improve floor performance, but may notbe required.

Squash blocks and blocking panels carry stacked vertical loads(details B1 and B2). Packing out the web of a joist (with webstiffeners) is not a substitute for squash blocks or blockingpanels.

Shiftedjoist

Additionaljoist

INSTALLATION TIPS

L4

Protect untreated wood fromdirect contact with concrete

L4

A2

L5

P

Rim joist

DO NOT bevel cut joistbeyond inside face of wall.

BEARING AT WALL

Top mounthanger

H1

Face mounthanger

BEAM TO BEAM CONNECTION

Web stiffeners required if sides ofhanger do not laterally support atleast 3 8" of joist top flange

BEARING ATCONCRETE WALL

H2

Bearing plate to beflush with inside faceof wall or beam

Use B1 or B2 atintermediate bearingswith load bearing or

shear wall from above

H1

B4

B3

B2

E2

A1

B1

CS

DO NOT use sawn lumberfor rim board or blocking, as

it may shrink afterinstallation. Use onlyengineered lumber.

Braced end wall -see note 3 under

WARNING

Rim board jointbetween joists

H1

L3

A3

L1

DO NOT overhang seat cutson beams beyond the inside

face of support member.

312" wide

floor joist

Top View

312" wide

rim joist

Drive nails at an angle tominimize splitting of plate

One 10d (0.128" x 3") nail eachside of member at bearing, 11

2"minimum from end

See framing plan (if applicable) or iLevel ®Framer's Pocket Guide for minimum end andintermediate bearing lengths.

JOIST NAILING REQUIREMENTS at BEARING

134" minimum bearing at end support; 31

2"minimum at intermediate support

Joist to Bearing Plate

114" rim board or 13

4" widerim joist: One 10d (0.128" x 3")nail into each flange

2 116" - 2 5 16" wide rim joist:One 16d (0.135" x 31

2") nail intoeach flange

Shear transfer: Connections equivalent tofloor panel nailing schedule

One 8d (0.113" x 212") nail

each side. Drive nails at anangle at least 11

2" from end.

312" wide rim joist: Toe nail

with 10d (0.128" x 3") nails, oneeach side of TJI® joist flange

Rim to Joist

Squash Blocks to Joist(Load bearing wall above)

One 10d (0.128" x 3")nail into each flange

Safety bracing (1x4minimum) at 8' on-center (6' on-center for 110 or equivalent Joists) andextended to a braced end wall.Fasten at each joist withtwo 8d (0.113" x 21

2") nails minimum(see WARNING).

Joists must be laterally supported at cantileverand end bearings by blocking panels, hangers,or direct attachment to a rim board or rim joist.

E1

INTERMEDIATE BEARINGNO LOAD BEARING WALL ABOVE

Web stiffeners requiredeach side at B3W

B3WB3

114" rim board or blocking for lateral

support

114" rim board.

114" rim board.

Also see detail B2

114" rim board.

Blocking panels may be requiredwith shear walls above or below(See detail B1)

BEAM ATTACHMENT at BEARINGLocate rim board joint between joists.

112" knockouts

at approximately12" on-center

134" minimum bearing

Hanger height mustbe a minimum of 60%

of joist depth

Guidelines for Closest On-Center Spacing per Row

360 and 560 EQ.

3" 3" 3"

8" 6"6"(2)

(2) Can be reduced to 4" on-center if nail penetration into the narrow edge is no more than 1 38" (to avoid splitting).

14 ga. staples may be substituted for 8d (0.113" x21

2") nails if minimum penetration of 1" into thejoist or rim board is achieved.

Maximum spacing of nails is 18" on-center forjoists.

Load bearing or shear wall above(must stack over wall below)

Blocking panel

Web stiffenersrequired each side atB1W and B2W

B2

B1 B1W

B2W

116"

2x4 minimumsquash blocks

Blocking panels may berequired with shear wallsabove or below - see detail B1

IRC 502-7 requires lateralrestraint (blocking) at allintermediate supports inSeismic Design CategoriesD0, D1, and D2 tostrengthen the floordiaphragm.

Blocking panel

End of joists at centerlineof support

B4

Load bearing or shear wallabove (must stack over wallbelow when present)

B4W

Web stiffenersrequired on eachside of both joistends at B4W

JOIST DETAILS

Must have 134" minimum

joist bearing at ends. Attachrim joist per A3 detail.

A2

Plate nail

Toe nail

TJI® rim joist

Rim-to-joist nail

Web Stiffenersrequired each sideat A2W

A2W

Plate nail - 16d (0.135" x 312")

at 16" on-center*Floor panel nail - 8d (0.131" x 21

2")at 6" on-center*

A3W

Toe nail - 10d (0.131" x 3")at 6" on-center*

114" LSL or 11

8" rim board.*

When sheathing thickness exceeds 78",

trim sheathing tongue at rim board

For rim board thicker than 1 34"

- Attach Joist to rim board with one 10d (0.128"x3")nail. Top nail from joist into rim board.- Connect corner with four 10d (0.128"x3") nails. Toe nailfrom side of parallel closure into rim board

Web Stiffeners requiredeach side at A3._W

A3

Use 2x4 minimum squash blocks totransfer load around joistCS

Load from above

2x4 minimumsquash blocks

116"

BEAM and COLUMN DETAILS

*IJOIST EQUIVALENCY CHART

TJIIJoist Manf. Series

110BCI 4500

Equivalent in span andspacing



Comporable

* SEE IJOIST EQUIVALENCE CHART * SEE IJOIST EQUIVALENCE CHART

LPITJI

BCILPI

TJIBCI

LPITJI

BCILPI

----210

5000----

3606000

----560

650020PLUS


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JDS CONSULTING & DESIGN, PLLC8600 'D' JERSEY CTRALEIGH, NC 27617

[email protected]

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MAXIMUM SPACING

MIN

IMU

MRAIL CAP; 2X6, 5/4 BOARD ORAPPROVED MANUFACTUREDMATERIAL

(2) 1/2" DIAMETERTHROUGH-BOLTSAND WASHERS

ATTACH PICKETS AT TOP ANDBOTTOM WITH (1) #8 WOODSCREW OR (2) 8d RING-SHANKNAILS WITH A 0.135" NOMINALDIAMETER

OPENINGS SHALL NOT ALLOW THEPASSAGE OF A 4" DIAMETER SPHERE;WET LUMBER MUST BE SPACED SUCHTHAT WHEN SHRINKAGE OCCURS, THEMAXIMUM OPENING IS MAINTAINED

2X2 PICKETS; MAYBE PLACED ONEITHER SIDE OFGUARD

2X4 TOP &BOTTOM;MAY BEPLACED ONEITHER SIDEOF GUARDPOST;ATTACH TOPOST W/ (2)#10 3" WOODSCREWS

4X4 POST,TYPICALDO NOTNOTCH

USP STRUCTURALCONNECTORSSPT22 20ga - 535LBS UPLIFT

SIMPSONBP 1/2 3ga3"x3"

SIMPSON RSP4 -20ga 285 LBSUPLIFT

SIMPSONSSP - 20ga420 LBSUPLIFT

SIMPSONTSP - 20ga425 LBSUPLIFT

SIMPSONSP1 - 20ga535 LBSUPLIFT

USPSTRUCTURALCONNECTORSSPT22 20ga -535 LBS UPLIFT

PROVIDE 2X6 BRACE-PLATESECURED WITH 3" #10 SCREWS8" O.C. AND AT EACH JOISTWHEN JOIST DEPTH COLUMNINDICATES REQUIRED ABOVE.

BLOCKING

DECKING

2X8JOIST OUTSIDE

JOIST

STUDTIE-PLATE

GUARDPOST

2X8JOIST

AT FIRST INTERIOR BAY,PROVIDE 2x BLOCKING AGUARD POSTS; TOE NAILWITH 10d NAILS TOP ANDBOTTOM, EACH SIDE

BLOCKINGBLOCKING

OUTSIDEJOIST

OUTSIDEJOIST

STUDTIE-PLATE

STUDTIE-PLATE

2X8JOIST

OUTSIDEJOIST

STUDTIE-PLATE

GUARDPOST

DECKING

2X8JOIST OUTSIDE

JOIST

STUDTIE-PLATE

GUARDPOST

POSTGUARD

POSTGUARD

JOIST2X8

8' O.C.

36"

Documents

STRUCTURAL PLANS FOR