)$68$6/'(/:)'#.9 dbc 2b- right hand kitchendbcstorage.com/plans/dbc2b.pdf ·...

JC

ON

SU

LTIN

G &

DE

SIG

NDS

CLIENT:

PROJECT:

LOCATION:

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 27613FIRM LIC. NO: P-0961;PROJECT REFERENCE: 16901427

DBC 2b- 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 WTSCHANGED PAPER FORMAT TO 11X17, 1/8" SCALE03/17/2014REVISED PER CLIENTS TO BECOME DBC2 - ELEVATION B10/03/2016 DBC2 - RH KITCHEN JDMAIR & SIR10/18/2016 DBC2 - RH KITCHEN WTSSEAL & PLOT10/18/2016 DBC2 - RH KITCHEN JDM

JC

ON

SU

LTIN

G &

DE

SIG

NDS

CLIENT:

PROJECT:

LOCATION:









RALEIGH, NC 27617919.480.1075

[email protected]

FRONT ELEVATIONSCALE: 1/8" = 1'-0"

LEFT ELEVATIONSCALE: 1/8" = 1'-0"

9'-1

"M

AIN

CLG

. HG

T.8'

-1 1

/2"

UP

PE

R C

LG. H

GT.

7'-4

"W

IND

OW

HG

T6'

-8"

WIN

DO

W H

GT.

14 3

/4"

REAR ELEVATIONSCALE: 1/8" = 1'-0"

RIGHT ELEVATIONSCALE: 1/8" = 1'-0"

12812

8

1210

1210

312

312

1210

1210

8" wood band W/ 2xwood cap (typ)

6" FRIEZE w/ 2" REVEAL

6" FASCIA BOARD

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

TRUSSES - PER ROOF PLAN

ridge vent

HORIZONTAL SIDINGTYPICAL

12x12 WOOD COL. 0n20x20 brick base W/double rowlock cap

lattice panelsbetween deck

columns

4" CORNERBOARDS

RAIL AS REQ'DSTEPS TO GRADE

6x6 decorativepost



ridge vent

ridge vent

6" FASCIA BOARD

railing as req'd

4x4 decorativepost

6" FRIEZE w/ 2"REVEAL

6" FASCIA BOARD


4" CORNERBOARDS

railing as req'd

decorative post



4" wood trim

MASONRYFOUNDATION W/PARGE FINISH

MASONRYFOUNDATION W/PARGE FINISH

312


HORIZONTAL SIDING

312

decorative woodbracket (typical)

2/0x2/0 windowbetween (2) 24"x24"gable vents

6" wood trim frontonly


3'-7

"A

. F. D

.

10" band board

3" crown w/ 1xwood cap

10" BAND

JC

ON

SU

LTIN

G &

DE

SIG

NDS

CLIENT:

PROJECT:

LOCATION:








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

[email protected]

1ST FLOOR LAYOUTSCALE: 1/8" = 1'-0"

First Floor HeatedSecond Floor HeatedTotal HeatedRear deckPorch

1024 Sq.Ft.433 Sq.Ft.1457 Sq.Ft.100 Sq.Ft.256 Sq.Ft.

32'-0

"

19'-0

1/2

"10

'-4"

32'-0"

5'-4"5'-10"5'-0"4'-8"11'-2"

32'-0"

6'-2" 9'-10" 9'-10" 6'-2"

32'-0

"

9' CEILING

family room

11'-8" 3'-2" 15'-10"

16'-6"

4'-3"

3'-3"

5'-0

"

6'-6"

3'-0"

9' CEILING

master suite

9' CEILING

kitchen

9' CEILING

dining

9' CEILING

w.i.c.

mud bench

wash

dr

y

5' tub

coats

pantr

y

half wall

covered porch

DN

6'-6"

11'-10"8'-4"10'-4"

32'-0"

10'-0

"

10'-0"

2/4

2/4x4/0

2/4

2/4

2/0

2/8

3/0

2/4

2/4

2/8 FR

3/0x5/0 3/0x5/0 2/4x3/0

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

4 s

helv

es

2/0

refg

rang

e

2'-0" 6'-4"

14'-2"

2'-8

"4'-0

"3'-4"

9'-10

"

10'-10"3'-2"

ISLA

ND

3'-0

"4'-0

"

2'-7

1/2

"

2/4x4/0

dsp

TR

EAD

=9"

RIS

ER

=7.2"

4'-4"4'-0"

2'-4"

1'-6"

2'-8"5'-0"

6'-6"

3'-0

"

3'-6"

7'-0

"

STAIRS RAKETHIS AREA

WALL HEIGHTMIN. 5'-6"

3'-10

"

UP

17

R

DECK

STAIRLOCATION PER

GRADE

8'-4"

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

dw

2'-0"


JC

ON

SU

LTIN

G &

DE

SIG

NDS

CLIENT:

PROJECT:

LOCATION:









RALEIGH, NC 27617919.480.1075

[email protected]

2ND FLOOR LAYOUTSCALE: 1/8" = 1'-0"

8' CEILING

bedroom 3

8' CEILING

bedroom 2

clo

set

clo

set

8' CEILING

bath

tub

/shr

4'-2"

12'-0

"5'-4"

6'-0

"6'-0

"

12'-0" 3'-10" 16'-2"

6'-0

"6'-0

"

6'-0" 14'-0" 12'-0"

7'-0" 7'-0"

2/0

2/0

2/6 2/6

2/4

3/0

x5/0

3/0

x5/0

set @ 7'-4" a.f.f.

6'-4"

5'-4"

3'-10" 2'-0" 14'-2"

2/0

2/0

4/0x2/0

12'-0

"12'-0

"8'-0

"

32'-0

"

6'-6"WALL

TR

EAD

=9"

RIS

ER

=7.2"

dn 17

R

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

6'-6"WALL

4/0x1/6

ODD SPACE IN TRUSSES 30” FOR ATTIC ACCESS

ODD SPACE IN TRUSSES 30” FOR ATTIC ACCESS

JC

ON

SU

LTIN

G &

DE

SIG

NDS

CLIENT:

PROJECT:

LOCATION:









[email protected]

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

1'-0"

1'-0

"

1'-0"

RIDGE

RIDGE VENT

8:1210

:12

10:12

O.H.

O.H

.

O.H.

6"O.H.

16'-0

"

3:12

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 =1024

6.82 SQUARE FEET OF NET FREE AREA REQUIRED

NOT MORE THAN 80% OF THE REQUIRED VENTILATING AREA

SLOPE CHANGE

8:12

JC

ON

SU

LTIN

G &

DE

SIG

NDS

CLIENT:

PROJECT:

LOCATION:









RALEIGH, NC 27617919.480.1075

[email protected]

CANTILEVERCONCRETECONTINUOUSDOUBLEDIAMETERDOUBLE JOISTDOUBLE RAFTERDOUBLE TRUSSDOUBLE STUD POCKETEACHEACH ENDFLAT PLATEFOOTINGHANGERJACK STUD COLUMNKING STUD COLUMNLAMINATED VENEER LUMBERMANUFACTURERNOT TO SCALEON CENTERPRESSURE TREATEDRAFTER SUPPORTSTUD COLUMNSINGLE JOISTSTUD POCKETTRIPLE JOISTTRIPLE RAFTERTYPICALUNLESS NOTED OTHERWISEEXTRA JOIST

ABBREVIATIONS

CANTCONCCONTDBLDIAMDJDRDTDSPEAEEFL PTFTGHGRJSKSLVLMFTRNTSOCPTRSSCSJSPTJTRTYPUNOXJ

GENERAL NOTES

1. ENGINEER'S SEAL APPLIES TO STRUCTURAL COMPONENTS ONLY. ENGINEER'SSEAL DOES NOT CERTIFY DIMENSIONSAL ACCURACY OR ARCHITECTURAL LAYOUTINCLUDING ROOF GEOMETRY. JDS CONSULTING & DESIGN, PLLC ASSUMES NOLIABILITY FOR CHANGES MADE TO THESE PLANS BY OTHERS, OR FORCONSTRUCTION METHODS, OR FOR ANY DEVIATION FROM THE PLANS. ENGINEERTO BE NOTIFIED PRIOR TO CONSTRUCTION IF ANY DISCREPANCIES ARE NOTED ONTHE PLANS.

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

3. PLANS MUST HAVE SIGNED SEAL AND BE CONSTRUCTED ON SPECIFIED LOT ORADDRESS TO BE VALID.

CONSTRUCTION

1. IT IS THE CONTRACTORS RESPONSIBILITY TO VERIFY ALL DIMENSIONS PRIOR TOCONSTRUCTION. FURTHERMORE CONTRACTOR IS ULTIMATELY RESPONSIBLE FORCONSTRUCTION MEANS, METHODS, AND SAFETY ON SITE. NOTIFY JDS CONSULTING& DESIGN, PLLC IMMEDIATELY IF DISCREPANCIES ON PLAN EXIST.

2. ALL BEAMS TO BE CONTINUOUSLY SUPPORTED LATERALLY AND SHALL BEAR FULLWIDTH ON THE SUPPORTING WALLS OR COLUMNS INDICATED WITH A MINIMUM OFTHREE STUDS U.N.O.

3. SOLID BLOCKING TO BE PROVIDED AT ALL POINT LOADS THROUGH FLOOR LEVELSTO THE FOUNDATION OR TO OTHER STRUCTURAL COMPONENTS.

4. ALL ENGINEERED WOOD PRODUCTS (LVL, PSL, LSL, ETC.) SHALL BE INSTALLEDWITH CONNECTIONS PER MANUFACTURER SPECIFICATIONS.

5. ENGINEERED WOOD FLOOR SYSTEMS AND ROOF TRUSS SYSTEMS TO BE PROVIDEDFOR REVIEW AND COORDINATED WITH THE SEALED STRUCTURAL DRAWINGS.INSTALLATION TO BE IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS.ROOF TRUSS DRAWINGS TO BE SIGNED AND SEALED BY THE MANUFACTURER.

6. REFER TO IJOIST EQUIVALENCE CHART ON I-JOIST DETAIL SHEET FORSUBSTITUTION OF MANUFACTURER SERIES

7. WALLS SHALL BE BRACED ACCORDING TO R602.10- CODE AND COMMENTARY FOR2012 NC RESIDENTIAL CODE (FINAL 03-06-2013: EFFECTIVE DATE SEPTEMBER 1,2013).

(FOR 130 MPH: WALLS SHALL BE BRACED ACCORDING TO SECTION R4506.2 ANDR602.10- CODE AND COMMENTARY FOR 2012 NC RESIDENTIAL CODE (FINAL 03-06-2013: EFFECTIVE DATE SEPTEMBER 1, 2013)).

NOTE THAT THE BRACING AS SPECIFIED ON THE PLANS IS BASED ON THE PRESCRIPTIVE BRACING REQUIREMENTS OF THE CODE AND SHALL BE VERIFIEDAND/OR APPROVED BY THE CODE OFFICIAL.

8. ALL STEEL BEAMS TO BE SUPPORTED AT EACH END WITH A MIN. BEARING LENGTHOF 3 1/2" AND FULL FLANGE WIDTH U.N.O. BEAMS MUST BE ATTACHED AT EACHEND WITH A MINIMUM OF FOUR 16d NAILS OR TWO 1/2" x 4" LAG SCREWS U.N.O.

9. STEEL FLITCH BEAMS TO BE BOLTED TOGETHER USING (2) ROWS OF 1/2" DIAM.BOLTS (ASTM 307) WITH WASHERS PLACED UNDER THE THREADED END OF THEBOLT. BOLTS TO BE SPACED AT 24" o.c. (MAX), AND STAGGERED TOP ANDBOTTOM OF BEAM (2" EDGE DISTANCE), WITH TWO BOLTS TO BE LOCATED AT 6"FROM EACH END OF FLITCH BEAM.

10. ALL METAL HANGERS, STRAPS, AND HOLD-DOWNS TO BE SIMPSON STRONG-TIE OREQUIV.

11. SEE TABLE R602.3(1) FOR STRUCTURAL MEMBER FASTENING REQUIREMENTS.

LIVE LOAD (PSF) 40 30 20 10 20 40 40 60 50 40 200

DESIGN LOADS

TABLE R301.5DWELLING UNITSSLEEPING ROOMSATTICS WITH STORAGEATTICS WITHOUT STORAGEROOF SNOWSTAIRSDECKSEXTERIOR BALCONIESPASSENGER VEHICLE GARAGESFIRE ESCAPESGUARDRAILS AND HANDRAILS

TABLE R301.2(4) - DESIGN POSITIVE AND NEGATIVE PRESSURE FOR DOORS ANDWINDOW FOR A MEAN ROOF HEIGHT OF 35 FEET OR LESS SHALL BE 25 PSF

TABLE R301.2(2) - COMPONENT AND CLADDING LOADS FOR A BUILDING LOCATED INEXPOSURE B

ROOF VALUES BOTH POSITIVE AND NEGATIVE SHALL BE DESIGNED BASED ON ROOF PITCHES AND MEAN ROOF HEIGHT AS FOLLOWS: MEAN ROOF HEIGHT ROOF PITCH 0-30 FT 35 FT 40 FT 0:12 TO 2.25:12 45.4 PSF 47.7 PSF 49.5 PSF 2.25:12 TO 7:12 34.8 PSF 36.5 PSF 37.9 PSF 7:12 TO 12:12 21.0 PSF 22.1 PSF 22.9 PSF

WALL CLADDING SHALL BE DESIGNED FOR A 24.1 PSF POSITIVE AND NEGATIVE PRESSURE

FOUNDATION

1. MINIMUM ALLOWABLE SOIL BEARING CAPACITY IS ASSUMED TO BE 2000 PSF. IT ISTHE CONTRACTOR'S RESPONSIBILITY TO VERIFY SOIL BEARING CAPACITY IFUNSATISFACTORY CONDITIONS EXIST.

2. CONCRETE AND MASONRY FOUNDATION WALLS TO BE SELECTED ANDCONSTRUCTED IN ACCORDANCE WITH THE PROVISIONS OF SECTION R404 OR INACCORDANCE WITH ACI 318, NCMA TR68-A, OR ACI 530/ASCE 5/TMS 402.

3. MASONRY AND POURED CONCRETE WALL REINFORCEMENT TO BE INACCORDANCE WITH TABLES R404.1.1 (1 THROUGH 4) OF THE NORTH CAROLINARESIDENTIAL CODE.

A. PER R404.1.3, TABLES ASSUME THAT WALLS HAVEPERMANENT LATERAL SUPPORT AT THE TOP AND BOTTOM.

B. WALL REINFORCING SHALL BE PLACED ACCORDING TOFOOTNOTE (c) OF THE TABLES (REINFORCING IS NOTCENTERED IN WALL).

C. FOUNDATION DRAINS ARE ASSUMED AT ALL WALLS PERR405.

4. WOOD SILL PLATES TO BE ANCHORED TO THE FOUNDATION WITH 1/2" ANCHORBOLTS WITH MINIMUM 7" EMBEDMENT SPACED A MAXIMUM OF 6'-0" o.c.(3'-0" FORBASEMENT WALLS) AND WITHIN 12" FROM THE ENDS OF EACH PLATE SECTION.INSTALL MIN. (2) ANCHOR BOLTS PER SECTION.

5. THE UNSUPPORTED HEIGHT OF SOLID MASONRY PIERS SHALL NOT EXCEED TENTIMES THEIR LEAST DIMENSION . UNFILLED HOLLOW PIERS MAY BE USED IF THEUNSUPPORTED HEIGHT IS NOT MORE THAN FOUR TIMES THEIR LEAST DIMENSION.

6. CENTERS OF PIERS TO BEAR IN THE MIDDLE THIRD OF THE FOOTINGS, ANDGIRDERS SHALL CENTER IN THE MIDDLE THIRD OF THE PIERS.

7. ALL FOOTINGS TO HAVE MINIMUM 2" PROJECTION ON EACH SIDE OF FOUNDATIONWALLS.

SPAN STEEL ANGLE SIZE

BRICK VENEER LINTEL SCHEDULE

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

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

L6"x4"x5/16" (LLV) ATTACH LINTEL w/ 1/2" THRUBOLT @ 12" O.C. 3" FROM EACH ENDOVER 72"

END BEARING LENGTH

8" (MIN. @ EACH END)

BALLOON WALL FRAMING SCHEDULE: 100 MPH

FRAMING MEMBER SIZE MAX HEIGHT (PLATE TO PLATE)2x4 @ 16" o.c. 10' - 0"2x4 @ 12" o.c. 12' - 0"

2x6 @ 16" o.c. 15' - 0"2x6 @ 12" o.c. 17' - 9"

2x8 @ 16" o.c. 19' - 0"2x8 @ 12" o.c 22' - 0"

(2) 2x4 @ 16" o.c. 14' - 6"(2) 2x4 @ 12" o.c. 17' - 0"

(2) 2x6 @ 16" o.c. 21' - 6"(2) 2x6 @ 12" o.c. 25' - 0"

(2) 2x8 @ 16" o.c. 27' - 0"(2) 2x8 @ 12" o.c 31' - 0"

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

**WHEN SPLIT FRAMED WALLS ARE USED FOR HEIGHTS OVER 12' THE CONTRACTORSHALL ADD MIN. 6' OF CS16 COIL STRAPPING (FULLY NAILED) CENTERED OVER THEWALL BREAK.

**FINGER JOINTED MEMBERS MAY BE USED FOR CONTINUOUS HEIGHTS WHERETRADITIONALLY MILLED LUMBER LENGTHS ARE LIMITED.

LOAD BEARING WALLROOF RAFTER/TRUSS SUPPORTDOUBLE RAFTER / DOUBLE JOISTSTRUCTURAL BEAM / GIRDERWINDOW / DOOR HEADERPOINT LOAD TRANSFERPOINT LOAD FROM ABOVE BEARING ONBEAM / GIRDER

BEAM & POINT LOAD LEGEND:

SPAN STEEL ANGLE SIZE

QUEEN BRICK VENEER LINTEL SCHEDULE

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

UP TO 72" L3-1/2"x5"x5/16" (LLV)

L3-1/2"x5"x5/16" (LLV) ATTACH LINTEL w/ 1/2" THRUBOLT @ 12" O.C. 3" FROM EACH ENDOVER 72"

END BEARING LENGTH

8" (MIN. @ EACH END)

STRUCTURAL FRAMING NOTES

1. ALL FRAMING TO BE #2 SPF MINIMUM.

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

3. ALL NON BEARING HEADERS TO BE (2)2"x4' U.NO.

4. PROVIDE CONTINOUS BLOCKING THROUGH STRUCTURE FOR ALL POINTLOADS.

5. ALL HANGERS AND CONNECTORS SPEC'D ARE TO BE SIMPSON STRONG TIEOR EQUIVALENT.

6. ALL BEAMS SPEC'D ARE MINIMUM SIZES ONLY. LARGER MEMBERS MAYSUBSTITUTED AS NEEDED FOR EASE OF CONSTRUCTION.

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

8. FRONT PORCH COLUMNS TO BE MIN. 4X4 PT ATTACHED AT TOP ANDBOTTOM USING SIMPSON (OR EQUIV) COLUMN BASE OR SST A24BRACKETS. TRIM OUT PER BUILDER.

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

10. WHEN A 4 PLY LVL IS USED ATTACH WITH (1) 1/2" Ø BOLT 12" O.C. STAGGERED TOP AND BOTTOM, 1 1/2" MIN. FROM ENDS. ALERNATE ATTACHMENT EQUIVALENT METHOD MAY BE USED SUCH AS SDS OR TRUSSLOK SCREWS ( SEE MANUFACTURERS SPECIFICATIONS)

*** BRICK LINTELS AT SLOPED AREAS TO BE 4 X 3 1/2 X 1/4STEEL ANGLE WITH 16D NAILS IN 3/16" HOLES IN 4" ANGLELEG AT 12" O.C. TO TRIPLE RAFTER. WHEN THE SLOPEEXCEEDS 4:12 A MINIMUM OF 3 X 3 X 1/4 PLATES SHALL BEWELDED AT 24" O.C. ALONG THE STEEL ANGLE.

MATERIALS

1. 1. INTERIOR / TRIMMED FRAMING LUMBER SHALL BE #2 SPRUCE PINE FIR (SPF)WITH THE FOLLOWING DESIGN PROPERTIES:

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

2. FRAMING LUMBER EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND,CONCRETE, OR MASONRY SHALL BE PRESSURE TREATED #2 SOUTHERN YELLOWPINE (SYP) WITH THE FOLLOWING DESIGN PROPERTIES:


3. LVL STRUCTURAL MEMBERS TO BE LAMINATED VENEER LUMBER WITH THEFOLLOWING MINIMUM DESIGN PROPERTIES:


4. PSL STRUCTURAL MEMBERS TO BE PARALELL STRAND LUMBER WITH THEFOLLOWING MINIMUM DESIGN PROPERTIES:


5. LSL STRUCTURAL MEMBERS TO BE LAMINATED STRAND LUMBER WITH THEFOLLOWING MINIMUM DESIGN PROPERTIES:


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

7. REBAR SHALL BE DEFORMED STEEL CONFORMING TO ASTM A615 GRADE 60.

8. POURED CONCRETE TO BE MINIMUM 3000 PSI AT 28 DAYS. MATERIALS USED TOPRODUCE CONCRETE SHALL COMPLY WITH THE APPLICABLE STANDARDS LISTEDIN ACI 318 OR ASTM C 1157.

9. CONCRETE LOCATED PER TABLE R301.2(1) SHALL BE AIR ENTRAINED PER TABLER402.2.

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

STRUCTURAL ROOF NOTES - STICK FRAMED

1. PROVIDE 2x4 COLLAR TIES AT 48" o.c. AT UPPER2. THIRD OF RAFTERS U.N.O. ON PLAN.

3. FUR RIDGES FOR FULL RAFTER CONTACT

4. PROVIDE CONTINUOUS BLOCKING THROUGH STRUCTURE FOR ALL POINT LOADS.

5. DENOTES OVERFRAMED AREA

6. MIN. 7/16" OSB ROOF SHEATHING

7. PROVIDE 2X4 RAFTER TIES AT 16" O.C. AT 45° BETWEEN RAFTERS AND CEILINGJOISTS. USE (4) 16D NAILS AT EACH CONNECTION. RAFTER TIES MAY BE SPACEDAT 48" O.C. AT LOCATIONS WHERE NO KNEE WALLS ARE INSTALLED.

STRUCTURAL ROOF NOTES - TRUSSED

1. PROVIDE CONTINUOUS BLOCKING THROUGH STRUCTURE FOR ALL POINT LOADS.

2. DENOTES OVERFRAMED AREA


4. TRUSS LAYOUT AND PLACEMENT BY MANUFACTURER TO COINCIDE WITH THESUPPORT LOCATIONS SHOWN. TRUSS PROFILES SHALL BE SEALED BY THE TRUSSMANUFACTURER. TRUSS PLANS TO BE COORDINATED WITH THE SEALEDSTRUCTURAL DRAWINGS. INSTALLATION SHALL BE IN ACCORDANCE WITH THEMANUFACTURER'S INSTRUCTIONS.

5. MFTR TO PROVIDE REQUIRED UPLIFT CONNECTION.

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

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

JC

ON

SU

LTIN

G &

DE

SIG

NDS

CLIENT:

PROJECT:

LOCATION:









RALEIGH, NC 27617919.480.1075

[email protected]

SLAB FOUNDATION PLANSCALE: 1/8" = 1'-0"

4" CONCRETE SLAB OVER6 MIL. VAPOR BARRIER ON4" CRUSHED STONE OVERCOMPACTED ORUNDISTURBED EARTH

16"Wx20D" TURNDOWN SLAB (TYP)

SOLID FILL4" SLAB ON

ROOF RAFTER/TRUSS SUPPORTDOUBLE RAFTER / DOUBLE JOISTSTRUCTURAL BEAM / GIRDERWINDOW / DOOR HEADERPOINT LOAD TRANSFERPOINT LOAD FROM ABOVE BEARING ONBEAM / GIRDER


INTERIOR LOAD BEARING WALL

PITC

H1/

8" /

FT

16"Wx20D" TURNDOWN SLAB (TYP)

8'-4" 10'-0" 13'-8"

10'-0

"

32'-0"

32'-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

32'-0

"

12'-2"

12'-2

"

CONC FTG24"x24"x10"

16"x16"x8"CONC FTG

3'-4"12'-2" 16'-6"11

'-8"

8'-2

"

3k 2.2k

6.5k6.5k3.1k3.1k

6.5k3k

3k

2k

CONC FTG24"x24"x10"

3'-3 3/4"

4'-0

"10

'-0"

16"x8"THICKENEDSLAB (TYP)

4" CONCRETE SLAB OVER6 MIL. VAPOR BARRIER ON4" CRUSHED STONE OVERCOMPACTED ORUNDISTURBED EARTH

PITC

H1/

8" /

FT

2.4k2.4k

2.4K2.4K

8'-0

"

40'-0

"

8'-0

"

40'-0

"

32'-0"

1'-8

"6'

-6"

1'-8"9'-4"1'-8"7'-0"1'-8"9'-4"1'-8"

1'-8

"6'

-6"

30"x30"x10"CONC FTG

30"x30"x10"CONC FTG

30"x30"x10"CONC FTG

30"x30"x10"CONC FTG

8"Wx8D"TURNDOWN

PORCH SLAB

JC

ON

SU

LTIN

G &

DE

SIG

NDS

CLIENT:

PROJECT:

LOCATION:









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 =940

6.26 SQ FT OF NET FREE AREA REQUIRED




4X4 P.T.POST TOHOUSE FTG.

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

#2 S

YP P

T

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

2x8

@ 1

6" o

.c.

8'-4" 5'-0" 5'-0" 13'-8"

32'-0"

32'-0

"

32'-0

"

10'-0

"

2.4k

3k2.2k

6.5k6.5k3.1k3.1k

6.5k

3k

2k

3k

FLUSH

FLUSH

9'-4

"5'

-10"

8'-8

"8'

-2"

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

3'-4"12'-2" 16'-6"

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

"11

'-8"

8'-2

"

(2) 2"x10" #2 SYP PTTYPICAL

STEP FOOTING

2.4k

2.4K2.4K

2x6@

16"

O.C

.#2

SYP

PT

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

8'-0

"

40'-0

"

40'-0

"

11'-8"8'-8"11'-8"

32'-0"

(2) 2"x10" #2 SYP PT BANDTYPICAL

20X20 BRICK COLUMNON 30"x30"x10" FTG. (TYP)

2"x10" PT BAND SECUREDTO HOUSE W/ 5/8" THRUBOLTS @ 20" O.C. MAX.

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

2"x10" PT BAND SECUREDTO HOUSE W/ 5/8" THRUBOLTS @ 20" O.C. MAX.

4"X4" PT POST ON16"x16"x8" CONC.FOOTING TYPICAL IFOVER 4' TALL USE6"X6" PT POST ON16"X16"X8" FOOTINGS

11 7/8" I-JOISTS BY MANUFACTURER

JC

ON

SU

LTIN

G &

DE

SIG

NDS

CLIENT:

PROJECT:

LOCATION:









RALEIGH, NC 27617919.480.1075

[email protected]

1ST FLOOR CEILING FRAMINGSCALE: 1/8" = 1'-0"




2SC

3SC

(2) 2

"x8"

CO

NTI

NU

OU

S

2SC

RO

OF

TRU

SS

BY

MFT

R

2k3SC

3k 2.2k

2SC

(2) 1 3/4" x 18" LVL(UPSET) 3SC

6.5k

3SC

6.5k(2) 1 3/4" x 14" LVL3.1k3.1k

5SC6.5k

(2) 1 3/4" x 9 1/4" LVL 2SC3k

(4 TOTAL) 1 3/4" x 14" LVL(2) 1 3/4" x 14" LVL (CONTINUOUS WIDTH OF HOUSE) (1) 1/2" Ø BOLT 12" O.C.

STAGGERED TOP AND BOTTOM1 1/2" MIN. FROM ENDS

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

(2) 2"x10"

2k

2SC

2SC6.5k3k

2SC

(2) 2"x10" (2) 2"x10"4X4 P.T. POSTor EQUIV., TYP.

2.4K2.4K

2.4K2.4K 3SC3SC

2SC

PORCH BEAMSTO BEAR INWALL FRAMINGTYPICAL

3SC3SC

**REFER TO IJOIST EQUIVALENCE CHARTON I-JOIST DETAIL SHEET FORSUBSTITUTION OF MANUFACTURER SERIES

FLOOR FRAMING TO BE 14" DEEPTJI 210 SERIES OR EQUAL, 19'-2"

O.C. MAXIMUM SPACING

JC

ON

SU

LTIN

G &

DE

SIG

NDS

CLIENT:

PROJECT:

LOCATION:









RALEIGH, NC 27617919.480.1075

[email protected]

2ND FLOOR CEILING FRAMINGSCALE: 1/8" = 1'-0"




(2) 2"x6"

RO

OF

TRU

SS B

Y M

AN

UFA

CTU

RER

RO

OF

TRU

SS B

Y M

AN

UFA

CTU

RER

TRUSSBEARINGWALL

(2) 2"x6"

JC

ON

SU

LTIN

G &

DE

SIG

NDS

CLIENT:

PROJECT:

LOCATION:









RALEIGH, NC 27617919.480.1075

[email protected]

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

WALL BRACE REQUIREMENTSREQUIRED 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'

9'

9'-13'

9'-12'

48"WSP

48"WSP

48"WSP

48"WSP

48"WSP

24"WSP

36"WSP

48"WSP

48"WSP

48"WSP

24"WSP

48"WSP

36"WSP

24"WSP

JC

ON

SU

LTIN

G &

DE

SIG

NDS

CLIENT:

PROJECT:

LOCATION:









RALEIGH, NC 27617919.480.1075

[email protected]

ROOFSCALE: 1/8" = 1'-0"




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 =1280

8.53 SQUARE FEET OF NET FREE AREA REQUIRED

NOT MORE THAN 80% OF THE REQUIRED VENTILATING AREA


STRUCTURAL ROOF TRUSS NOTES

1. FRAMING SHALL BE #2 SPF OR BETTER

MANUFACTURER TO COINCIDE WITH THE5. TRUSS LAYOUT AND PLACEMENT BY

COORDINATED WITH THE ENGINEER OF

2. PROVIDE CONTINUOUS BLOCKING

U.N.O.

THROUGH STRUCTURE FOR ALL POINT

3. DENOTES OVERFRAMED

RECORD AS REQUIRED BY THE BUILDING

LOADS.

CODE OFFICIALS. INSTALLATION SHALL BE

MANUFACTURER'S INSTRUCTIONS.

AREA

SUPPORT LOCATIONS SHOWN. TRUSSPROFILES SHALL BE SEALED BY THETRUSS MANUFACTURER. TRUSS PLANSSHALL BE PROVIDED FOR REVIEW AND

IN ACCORDANCE WITH THE

8:12

10:12

10:12

3:12

8:12

RS

RS

OVERFRAME MAIN ROOF

RO

OF

TRU

SS B

Y M

AN

UFA

CTU

RER

RO

OF

TRU

SS B

Y M

AN

UFA

CTU

RER

JC

ON

SU

LTIN

G &

DE

SIG

NDS

CLIENT:

PROJECT:

LOCATION:









RALEIGH, NC 27617919.480.1075

[email protected]

PER CODE

6 MIL VAPOR BAR.REINF. PER PLAN4" CONC. SLAB W/

PT SILL PLATE

PER CODE1/2" DIA. ANCHOR BOLTS

COMPACTED SOILUNDISTURBED OR

R-10 INSULATIONCOVER AS REQ'D

1" AIR GAPBRICK VENEER

**TO BOTTOM OF FOOTING OR A MAXIMUM OF 18" BELOW GRADE, WHICHEVER IS LESS

PER PLAN

6 MIL VAPOR BAR.

4" CONC. SLAB w/

BOTLS PER CODE1/2" DIA. ANCHOR



3/4" = 1'-0"1 TYPICAL SLAB SECTION

3/4" = 1'-0"GARAGE ENTRY SECTON

3/4" = 1'-0"GARAGE CURB SECTION

3/4" = 1'-0"BRICK LEDGE SECTION

3/4" = 1'-0"VENEER SLAB BRICK LEDGE SECTION

3/4" = 1'-0"INTERIOR FOOTING SECTION

3/4" = 1'-0"STEP-DOWN. BETWEEN HOUSE & GARAGE

3/4" = 1'-0"GARAGE CURB w/ BRICK VENEER

PER PLAN

4" CONC. SLAB

PER PLAN

4" CONC. SLAB

GRADE

6" CURBWALL


7/16" OSB SHEATHING

ISOMETRICNOT TO SCALE

TOP COURSE NOTSHOWN FOR CLARITY

PER LOCAL CODE

DOVETAIL SLOT w/CORRUGATED TIES@ 2'-0" O.C. OR

2x PT SILL

15 LB. FELT4" CONC. SLAB

PER CODE

2x WALL

7/16" OSB SHEATHING

6 MIL VAPOR BAR.

4" CONC. SLAB W/

PT SILL PLATE



HOUSE SLABGARAGE SLAB

PER PLAN

4" CONC. SLAB

GRADE

4" CURBWALL

PER CODEANCHOR WALL

7/16" OSB SHEATHING

7/16" OSB SHEATHING

PER PLAN

6 MIL VAPOR BAR.

4" CONC. SLAB W/PT SILL PLATE



INSPECTION GAP


**TO BOTTOM OF FOOTING OR A MAXIMUM OF 18" BELOW GRADE, WHICHEVER IS LESS**TO BOTTOM OF FOOTING OR A MAXIMUM OF 18" BELOW GRADE, WHICHEVER IS LESS

7/16" OSB SHEATHING

BRICK VENEERPER LOCAL CODE

DOVETAIL SLOT w/CORRUGATED TIES@ 2'-0" O.C. OR

PT SILL PLATE

7/16" OSB SHEATHING

2 3 4

8765

REINF. PER PLAN

REINF. PER PLANREINF. PER PLAN

REINF. PER PLAN

REINF. PER PLAN

REINF. PER PLAN

REINF. PER PLAN

6 MIL VAPOR BAR.

6 MIL VAPOR BAR.6 MIL VAPOR BAR.

6 MIL VAPOR BAR.

HOUSE WRAP

HOUSE WRAP

HOUSE WRAP HOUSE WRAP

HOUSE WRAPHOUSE WRAP

1/2" SHEETROCK1/2" SHEETROCK

1/2" SHEETROCK

1/2" SHEETROCK

1/2" SHEETROCK

1/2" SHEETROCK

R-15 WALL ASSEMBLY R-15 WALL ASSEMBLY

R-15 WALL ASSEMBLY

R-15 WALL ASSEMBLY

R-15 WALL ASSEMBLYR-15 WALL ASSEMBLY

WALL TIES @ 24" O.C. HORIZ.AND VERT. PER R703.7PROVIDE CONT. FLASHINGAND WEEPHOLES AT MAX. 33"O.C. AS PER R703.

4"

18"*

*2"

8" MIN

.1'

-0"1'

-8"

1'-4"

3 1/

2"

1'-8"

3 1/

2"

16"

12"

4"

1'-4"

1"

3 1/

2"

8"

1'-4"

1'-4"

1 1/

2"

18"*

*

8" MIN

.1'

-0" 1'

-8"

1'-4"

4" 18"*

*

8" MIN

.1'

-0" 1'

-8"

1'-8"

JC

ON

SU

LTIN

G &

DE

SIG

NDS

CLIENT:

PROJECT:

LOCATION:









[email protected]

3/4" = 1'-0"DROPPED PIER & GIRDER SECTION

1/2" = 1'-0"STEPPED DOWN CRAWL SECTION

3/4" = 1'-0"TYPICAL EXTERIOR WALL @ GARAGE

3/4" = 1'-0"

3/4" = 1'-0"FRONT PORCH SECTION

3/4" = 1'-0"CRAWL @ EXTERIOR WALL SECTION

2x6 P.T. SILL

VAPOR BARRIERCOVER w/6 MIL

R-19 BATT INSULATION

3/4" T.&G. O.S.B. DECKING

R-15 WALL ASSEMBLY

3/8" CDX SOFFIT

PER CODEANCHOR WALL

1"x4" FRIEZE

BRICK

NOTE:SLOPE GRADEAWAY FROM FTG.

8" CMU

4" CMU

JOISTSPER PLAN

END BAND

JOISTSPER PLAN

3/4" T.&G. O.S.B.

FILL CELLS


w/ MORTAR

DECKING

SEE PLAN FORGIRDER SIZE

OR PER PLAN

OR

PER

PLA

N

2x6 P.T. SILL

PIER PER PLAN


JOISTS PARALLEL TO WALL

2x6 P.T. SILL



R-15 WALL ASSEMBLY

PER CODEANCHOR WALL


8" CMU

4" CMU

BANDEND

JOISTSPER PLAN

BRICK2x6 P.T. SILL


R-15 WALL ASSEMBLY

PER CODEANCHOR WALL


8" CMU

4" CMU

JOISTSPER PLAN

BRICK



@ LOW GRADE

OR PER PLAN

OR

PER

PLA

N


1/2" DIA. ANCHORBOLTS PER CODE

MIN

.

BRICK

JOISTSPER PLAN

R-15 WALL ASSEMBLY



4" BRICK

2x SILL PLATE

2x WALL ASSEMBRY

FLUSH PIER & GIRDER SECTION

2x6 P.T. SILL


R-15 WALL ASSEMBLY

ANCHORS PER CODEBRICK WALL


8" CMU

JOISTSPER PLAN

BRICK



BRICK VENEER ELEV.

FILL CELLS w/

PER CODEWALL

8" CMU

8" BRICK

MIN

.

'S' TYPE MORTAR

1/2" EXP. JOINT

4" CONC. SLAB

4" CMU

8" CMU

MIN

.

4" BRICK

NOTE:1/2" DRYWALL SEPARATIONF/CLG. & HEATED AREA WALLS.


WALL

ANCHOR PER CODEANCHOR WALL

JOISTSPER PLAN

ASSEMBLY

3/4" T.&G. OSBDECKING

INSULATIONR-19 BATT

2x6 P.T. SILL

8" CMUSTEPS TO GRADE

4" CONC. SLAB FLASHING

#67-or- #57 STONE

BRICKROWLOCK w/ 3/4"PROJECTION

2x WALL

3/4" = 1'-0"1 CRAWL @ EXTERIOR WALL SECTION

JOISTS PERPENDICULAR TO WALL3/4" = 1'-0"2 CRAWL @ EXTERIOR WALL SECTION 3

5 6 7 8

9

4

STEP DOWN PER GRADE

JOISTSPER PLAN

3/4" T.&G. O.S.B.

FILL CELLS


w/ MORTAR

DECKINGINSULATIONR-19 BATT

SEE PLAN FORGIRDER SIZE

OR PER PLAN

OR

PER

PLA

N

2x6 P.T. SILL

PIER PER PLAN


LAP JOISTS W/ BLOCKING B/T

3/4" = 1'-0"CANTILEVER CRAWL SECTION

REINF. PER PLAN

REINF. PER PLAN

6 MIL VAPOR BAR.

6 MIL VAPOR BAR.

1/2" SHEETROCK1" AIRSPACE

HOUSE WRAP

HOUSE WRAP HOUSE WRAP

HOUSE WRAP

HOUSE WRAP 1/2" SHEETROCK

1/2" SHEETROCK

1/2" SHEETROCK1/2" SHEETROCK

R-15 WALL ASSEMBLY

END BAND

PROVIDE CONT.FLASHING ANDWEEPHOLES ATMAX. 33" O.C. ASPER R703.

END BAND

WALL TIES @24" O.C. HORIZ.AND VERT.PER R703.7

24"

MIN

.

10"

2'-6"

6'-0" MIN.

4 1/

4"

8"

PER PLAN

8"

PER PLAN

1'-6

" M

IN.

20" min.

8"

1'-6

" M

IN.

8"

16"

1'-6

" M

IN.

PER PLAN

1'-6

" M

IN.

PER PLAN

1'-6

" M

IN.

10"

2'-6"

1'-6

" M

IN.

2'-0"

PER PLAN

103/4" = 1'-0"DECK ATTACHEMENT

5/8"dia. GALV. BOLTS W/ WASHER @ 16" O.C.FOR BRICK VENEER STRUCTURES:

5/8"dia. GALV. BOLTS W/ WASHER @ 20" O.C.(3) 12d GALV. NAILS @ 6" O.C. AND

5/8" GALV. BOLTW/ WASHER

FLOOR JOIST

BAND MATERIALTREATED BAND

AS REQ'DSILL PLATE

(ANCHOR NOT SHOWN)

FLOOR JOISTTREATED

FLASHING

DECKING

3"3"

MINIMUMINSULATIONR-19 BATT

MINIMUM

7/16" OSB SHEATHING 7/16" OSB SHEATHING

7/16" OSB SHEATHING

7/16" OSB SHEATHING

7/16" OSB SHEATHING

SEE PLAN

JC

ON

SU

LTIN

G &

DE

SIG

NDS

CLIENT:

PROJECT:

LOCATION:









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

JC

ON

SU

LTIN

G &

DE

SIG

NDS

CLIENT:

PROJECT:

LOCATION:









RALEIGH, NC 27617919.480.1075

[email protected]

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

JC

ON

SU

LTIN

G &

DE

SIG

NDS

CLIENT:

PROJECT:

LOCATION:









[email protected]

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, 1 1

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


)$68$6/*'(*/:)'#.9 dbc 2b- right hand kitchendbcstorage.com/plans/dbc2b.pdf ·...

Documents

)$68$6/'(/:)'#.9 dbc 2b- right hand kitchendbcstorage.com/plans/dbc2b.pdf ·...