copyright © Crookston Custom Designs 8/2/2019 · 2019. 8. 21. · astm d1557). footings shall be stepped down one (1) vertically to one and one half (1-1/2) horizontally. c.foundation

19029

Main floor: 1876 sfFoundation: 1886 sfFront Porch: 74 sf

Garage: 786 sf

Main floor = 1876 sfFoundation = 1886 sfBasement = 1631 sf

Basement finished = 1399 sfFront Porch = 74 sf

Garage = 786 sf

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°SECTION 1

I. DRAWINGS ARE PRELIMINARY AND NOT FOR CONSTRUCTION UNLESSSTRUCTURAL ENGINEER'S STAMP IS AFFIXED TO DRAWINGS.

II. ANY DISCREPANCIES IN THE DRAWINGS, NOTES AND SPECIFICATIONS,SHALL BE REPORTED TO OWNER'S REPRESENTATIVE FOR CLARIFICATION.THE CONTRACTOR SHALL VERIFY AND COORDINATE DIMENSIONS PRIORTO PROCEEDING WITH ANY WORK OR FABRICATION.

III. THE CONTRACTOR IS RESPONSIBLE FOR ALL BRACING AND SHORINGDURING CONSTRUCTION.

IV. CONTRACTOR TO SUBMIT A REQUEST TO ENGINEER/ARCHITECT FORANY SUBSTITUTION OF MATERIALS OR PRODUCTS SPECIFIED ON THEDRAWINGS.

V. STRUCTURAL DESIGN PER 2012 INTERNATIONAL BUILDING CODE.

VI. ALL CONSTRUCTION TO CONFORM TO 2012 IBC.

VII. THE FOLLOWING NOTES APPLY UNLESS SHOWN OTHERWISE.

VIII. THESE DRAWINGS HAVE BEEN PREPARED SOLELY FOR THE USE INTHE CONSTRUCTION OF A PROPOSED BUILDING TO WHICH THESENOTES ARE ATTACHED. THE DRAWINGS SHALL NOT BE USED INWHOLE OR IN PART, FOR FABRICATION OR CONSTRUCTION AT ANYOTHER LOCATION WITHOUT THE WRITTEN CONSENT OF THE ENGINEER.

°SECTION 2

I. ROOF LOADING:

PITCHED ROOF: LIVE LOAD (SNOW): 35 PSFDEAD LOAD: 15 PSF

TOTAL LOAD 50 PSF

II. FLOOR LOADING:LIVE LOAD: 40 PSFDEAD LOAD: 12 PSF

TOTAL LOAD: 52 PSF

III. WIND LOADING: 115 MPH, EXPOSURE C

IV. SEISMIC LOADING: SS = 0.6, S1 = 0.2

V. DESIGN SOIL PARAMETERS

1500 PSF BEARING PRESSURE ASSUMED WITH 45 PCFE.F.P. ACTIVE LATERAL EARTH PRESSUREIBC TABLE 1804.2 CLASS 4 MATERIAL(S)

°SECTION 3 - CONCRETE

I. GENERAL REQUIREMENTS

STRUCTURAL CONCRETE FOR FOOTING SHALL HAVE A MINIMUM 28 DAYCOMPRESSIVE STRENGTH OF 2,500 PSI. CONCRETE FOR SLABSON GRADE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF4,000 PSI AND A MAXIMUM WATER CEMENT RATIO OF 0.5. ALLOTHER CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVESTRENGTH OF 3,000 PSI. MINIMUM CEMENT CONTENT SHALL BE5 SACKS/CU. YD. MAXIMUM SIZE AGGREGATE SHALL BE 3/4",SLUMP NOT TO EXCEED 4".

II. CAST IN PLACE CONCRETE

IF SOFT, SPONGY OR WET SOILS ARE ENCOUNTERED CONSTRUCTION IS TO BE STOPPED AND ENGINEER CONTACTED IMMEDIATELY.

A. CONCRETE FORM WORK TO BE OF ADEQUATE SIZE AND STRENGTH,PROPERLY BRACED TO PREVENT SAGGING OR BULGING. PROTECTALL CONCRETE FROM FREEZING TEMPERATURES. REFER TO DRAWINGFOR DIMENSIONS OF CONCRETE MEMBERS AND SIZE AND LOCATIONOF ALL REINFORCEMENT.

B. FOOTINGS

NO FOOTING SHALL BE PLACED ON DISTURBED SOIL (IF DISTURBED,COMPACT SOIL IN 6" LIFTS TO 90% OF MAXIMUM DRY DENSITY PERASTM D1557). FOOTINGS SHALL BE STEPPED DOWN ONE (1)VERTICALLY TO ONE AND ONE HALF (1-1/2) HORIZONTALLY.

C. FOUNDATION WALLS

REINFORCE PER DRAWINGS. DO NOT BACKFILL WALLS UNTIL MAINFLOOR IS FRAMED AND SHEATHED AND CONCRETE HAS CURED AA MINIMUM OF 7 DAYS. USE HAND OPERATED COMPACTION EQUIPMENTADJACENT TO NEWLY PLACED CONCRETE BASEMENT WALLS.

D. CONCRETE PADS AND THICKENED SLABS

REFER TO DRAWINGS AS TO SIZE AND REINFORCEMENT.

E. CONCRETE SLABS

SLABS ON GRADE, AS NOTED ON THE DRAWINGS, TO BEAR ON 6"COMPACTED GRAVEL BASE. MINIMUM SLAB REINFORCEMENT TO BE#3 RE-BAR @ 18" o.c. BOTH WAYS, PLACED 1" CLEAR FROM TOP FACE(U.N.O. ON PLANS).

F. FIREPLACE FOOTINGS AND CMU WALLS

REFER TO DRAWINGS.

G. REINFORCEMENT

REINFORCEMENT SHALL BE ASTM A615, GRADE 60 FOR #5 BARS ANDLARGER, GRADE 40 FOR #3 & #4 BARS. ALL REBAR LAPPED 30 TIMESDIAMETER, REBAR AT FOOTINGS TO HAVE 3" CLEAR COVER OF CONCRETE(U.N.O. ON DRAWINGS). PROVIDE CORNER BARS WITH 18" LEGS AT THECORNERS OF ALL WALLS AND FOOTINGS, SIZE AND PLACEMENT TOMATCH HORIZONTAL REINFORCEMENT.

H. °ANCHOR BOLTS

ANCHOR BOLTS TO BE ASTM A307, 1/2" DIA. x 10" EMBEDDED IN FOUNDATION WALLS@ 2'-8" o.c. (MAX) U.N.O. (SEE FOUNDATION PLAN FOR REQUIREMENTS ATSHEARWALLS). BOLTS TO BE WITHIN 1'-0" OF ENDS OF SILL PLATES (COORDINATEWITH GENERAL CONTRACTOR). MINIMUM OF TWO ANCHOR BOLTS PER SILL PLATE.

ALL POSTS SUPPORTED BY ISOLATED FOOTINGS TOHAVE POST ANCHORS UNLESS BRACED IN STUD WALLS.

REFER TO DRAWINGS FOR HOLDDOWN REQUIREMENTS.INSTALL REQUIRED EMBEDDED ITEMS PERMANUFACTURER'S CATALOG TO ENGAGE HOLDDOWNS.

I. CONSTRUCTION AND CRACK CONTROL JOINTS

ALL SURFACES OF CONSTRUCTION JOINTS SHALL BE CLEANED TO REMOVEDUST, CHIPS AND OTHER FOREIGN MATERIAL PRIOR TO PLACING ADJACENTCONCRETE. CRACK CONTROL JOINTS IN SLABS SHALL HAVE A MAXIMUMSPACING OF 15'-0" IN BOTH DIRECTIONS. THE CONTRACTOR SHALL SUBMITTHE DETAILS AND PROPOSED LOCATIONS OF CONSTRUCTION JOINTS ANDCRACK CONTROL JOINTS FOR REVIEW BEFORE STARTING CONSTRUCTION.

°SECTION 5 - FRAMING LUMBER

I. SAWN STRUCTURAL LUMBER

A. SAWN LUMBER SHALL BE DOUGLAS FIR-LARCH (DF-L) NO. 2 OR BETTER FORALL 2 INCH AND 4 INCH NOMINAL LUMBER AND DF-L NO. 1 OR BETTER FOR6 INCH NOMINAL AND LARGER STRUCTURAL MEMBERS (U.N.O.)

B. WOOD BEARING ON OR INSTALLED WITHIN 1" OF MASONRY OR CONCRETE SHALLBE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. PROVIDE MILDSTEEL PLATE WASHERS AT ALL BOLT HEADS AND NUTS BEARING ON WOOD.

C. ALL FRAMING DETAILS SHALL BE IN ACCORDANCE WITH CHAPTER 23 OF THE2006 EDITION, UNLESS OTHERWISE NOTED ON THE DRAWINGS. ALL FRAMINGNAILING SHALL CONFORM TO TABLE 2304.9.1 OF THE IBC UNLESS OTHERWISESHOWN. PROVIDE STEEL STRAPS AT PIPES IN STUD WALLS AS REQUIRED BYIBC CHAPTER 23. PLUMBING AND ELECTRICAL RUNS IN STUD WALLS SHALLCONFORM TO CHAPTER 23. BOLTS SHALL BE STANDARD MACHINE BOLTS (A307).ALL NAILS SHALL BE COMMON WIRE OR GALVANIZED BOX NAILS. IF PNEUMATICNAILERS ARE TO BE USED, CONTRACTOR MUST SUBMIT A SCHEDULE OF NAILSDESIRED AS SUBSTITUTION TO THE ARCHITECT OR ENGINEER FOR REVIEW.A CHANGE IN THE NUMBER OF NAILS OR A CLOSER NAIL SPACING MAYBE REQUIRED.

D. METAL HANGERS AND CONNECTORS SHALL BE FULLY NAILED OR BOLTEDUNLESS OTHERWISE NOTED ON THE DRAWINGS. METAL HANGERS OR CONNECTORSSHOWN ON THE DRAWINGS SHALL BE MANUFACTURED BY SIMPSON COMPANY.METAL HANGERS OR CONNECTORS BY OTHER MANUFACTURES MAY BECONSIDERED WHERE LOAD CAPACITY AND DIMENSIONS ARE EQUAL OR BETTER.ALL SUBSTITUTIONS MUST BE SUBMITTED TO THE ENGINEER FOR REVIEW.

E. PROVIDE SOLID BLOCKING BELOW ALL BEARING WALLS. PROVIDE SOLID VERTICALBLOCKING IN FLOOR SPACE TO MATCH STUD BUNDLE OR SOLID COLUMN ABOVEAND BELOW. VERTICAL BLOCKING AT WOOD "I" JOISTS SHALL BE 1/16" LONGERTHAN JOIST IS DEEP. MINIMUM POST TO BE TWO 2x STUDS BEARING AT EACHEND OF HEADER U.N.O. FOR BEAMS FRAMING PERPENDICULAR TO BEARING WALLSPROVIDE FULL WIDTH BEAM POCKET WITH FILLER AS REQUIRED AND KING STUDBOTH SIDES. STITCH STUD BUNDLES TOGETHER WITH 16d COMMON @ 18" o.c.MAXIMUM (U.N.O.) WHERE FLOOR BEAMS ARE FRAMED FLUSH WITHIN FLOORAND TOP FLANGE HANGERS ARE SPECIFIED, BEAMS ARE TO BE BLOCKED UPTO JOIST HEIGHT WITH FULL WIDTH DF-L SPACER AS REQUIRED.

II. STRUCTURAL GLUED-LAMINATED TIMBER

ALL GLUED-LAMINATED TIMBER SHALL BE COMBINATION 24F-V4 FORSIMPLY SUPPORTED BEAMS, COMBINATION 24F-V8 FOR BEAMS CONTINUOUSOVER SUPPORTS, AND COMBINATION L2 FOR COLUMNS (U.N.O.) FABRICATIONTO BE IN ACCORDANCE WITH AITC 117. PROVIDE WET-USE ADHESIVES.MAXIMUM MOISTURE CONTENT SHALL BE 15%. PROVIDE MILD STEEL PLATEWASHERS AT ALL BOLT HEADS AND NUTS BEARING ON WOOD. WOODBEARING ON OR WITHIN 1" OF MASONRY OR CONCRETE SHALL BE TREATEDWITH AN APPROVED PRESERVATIVE. SEAL END GRAIN OF ALL EXTERIOR,EXPOSED BEAMS INCLUDING NON-LOAD BEARING ARCHITECTURAL BEAMS.

III. MANUFACTURED WOOD "I" JOISTS

WOOD "I" JOISTS AS MANUFACTURED BY THE TRUS JOIST MacMILLAN CORPORATIONSHALL BE DESIGNED AND CERTIFIED BY MANUFACTURER TO SUPPORTLOADINGS AS SHOWN ON THE DRAWINGS. SUBSTITUTION OF PRODUCTS BYOTHER MANUFACTURERS REQUIRES APPROVAL OF ENGINEER OF RECORD.JOISTS SHALL BE ERECTED, INSTALLED, AND BRACED IN ACCORDANCEWITH MANUFACTURER'S RECOMMENDATIONS.

IV. LAMINATED VENEER LUMBER (LVL)

PRODUCTS SPECIFIED HEREIN AS ML OR M=L AND PL SHALL CONFORM TOTHE PERFORMANCE CRITERIA OF LVL AND PSL PRODUCTS AS MANUFACTUREDBY TRUSS JOIST MacMILLAN AS MICROLLAM AND PARALLAM. SUBSTITUTES ARE ACCEPTABLE PROVIDED THEY HAVE THE SAME STRUCTURAL VALUES AS ML AND PL. ANY SUBSTITUTIONS MUST BE SUBMITTED TO THE ENGINEER FOR REVIEW.

J. VAPOR BARRIER

VAPOR BARRIER TO BE 4 MIL POLYETHYLENE SHEET PLACED ONUNDISTURBED SOIL. VAPOR BARRIER UNDER SLAB ON GRADE, IFREQUIRED, PLACED ON COMPACTED GRAVEL WITH 1" OFDAMP SAND BETWEEN POLYETHYLENE VAPOR BARRIER AND CONCRETE.

K. EMBEDDED ITEMS FOR HD TYPE HOLDDOWNS TO BE ASTM A307HEX HEADED BOLT IN THE DIAMETER AS SPECIFIED BY THE MANUFACTURERFOR THE HD. ALL BOLTS TO HAVE 3" MIN. CONCRETE SIDE COVER.EMBEDDMENT DEPTHS ARE 15" FOR BOLTS UP TO AND INCLUDING 1" DIA.,24" DEPTH FOR BOLTS OVER 1". TYPICAL REINFORCEMENT TO PASSUNINTERRUPTED ALONGSIDE HOLDDOWN AS APPLICABLE. COUPLER NUTSMAY BE USED TO EXTEND THE HOLDDOWN ANCHOR THROUGH THE FLOORPLATE TO THE SHEAR WALL CHORD.

III. °EPOXY ANCHORS

EPOXY GROUTED ANCHORS, IF USED, SHALL CONFORM TO HILTI HITOR HILTI HVA EPOXY SYSTEM OR ENGINEER APPROVED EQUIVALENT.INSTALL PER MANUFACTURER'S INSTRUCTIONS. WIRE BRUSH ANDBLOW OUT HOLES.

°SECTION 4 - REINFORCED CONCRETE MASONRY UNITS (CMU)

I. GENERAL REQUIREMENTS

A. HOLLOW CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90,GRADE N WITH A MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI(MASONRY F'M=1500 PSI). USE TYPE M MORTAR WITH A MINIMUM 28DAY COMPRESSIVE STRENGTH OF 2500 PSI. GROUT SHALL BE APEA GRAVEL CONCRETE WITH A 28 DAY COMPRESSIVE STRENGTH OF2000 PSI AND A MINIMUM SLUMP OF 6 INCHES.

B. INSTALL CMU OF SIZE AND ARCHITECTURAL TYPE SPECIFIED.REINFORCE PER DRAWINGS. SOLID GROUT ALL CELLS BELOW GRADE,ALL REINFORCED CELLS, AND AS SPECIFIED IN DRAWINGS. ALL 8" CMUAT FIREPLACES TO BE SOLID GROUTED. MAXIMUM HEIGHT FOR GROUTLIFTS TO BE 4'-0" UNLESS CLEAN OUTS ARE USED.

C. MASONRY WALLS TO BE LAID IN RUNNING BOND. REINFORCE THE WALLSHORIZONTALLY WITH (2) #4 BAR IN AN 8" HIGH BOND BEAM AT EACHFLOOR AND ROOF LEVEL, AT THE TOP AND BOTTOM OF WALLS, AND@ 4'-0" o.c. (MAX) BETWEEN. REINFORCE THE WALLS VERTICALLYWITH (1) #5 @ 4'-0" o.c. (MAX) FOR FULL HEIGHT OF THE WALL,PLUS ONE #5 VERTICAL AT EACH JAMB, CORNER AND DISCONTINUOUSEND (U.N.O. ON DRAWINGS). LAP REINFORCEMENT 40 BAR DIAMETERS ATSPLICES. REFER TO DRAWINGS FOR LINTEL DETAILS AT FIREPLACES.

D. PROVIDE DOWELS WITH STANDARD HOOKS BETWEEN FOUNDATIONS ANDALL CMU, DOWELS DRILLED AFTER THE FACT ARE NOT ACCEPTABLEUNLESS APPROVED BY THE ENGINEER. SIZE AND SPACING OF DOWELSTO MATCH VERTICAL REINFORCEMENT OF CMU. DOWELS TO PROJECTA MINIMUM OF 2'-0" INTO CMU AND 17 BAR DIAMETERS INTO FOUNDATION(U.N.O.)

II. VENEER ANCHORAGE

PROVIDE VENEER ANCHORAGE PER IBC 3006(D)1. ANCHOR TIES TO BENOT LESS THAN 9 GA. GALVANIZED WIRE OR 22 GA. BY 1" GALVANIZEDSHEET METAL. ANCHOR TIES SHALL BE SPACED NOT MORE THAN 24" o.c.AND SUPPORT NO MORE THAN 2 SQ. FEET OF VENEER. TIES SHALL BEPROVIDED TO HORIZONTAL JOINT REINFORCEMENT WIRE OF 9 GA. OREQUIVALENT. JOINT REINFORCEMENT TO BE CONTINUOUS WITH BUTTSPLICES BETWEEN TIES.

V. WOOD SHEATHING

A. ALL WOOD SHEATHING SHALL BE APA RATED EXPOSURE 1 PLYWOOD OR OSBWITH THICKNESS, VENEER GRADES AND SPAN RATING AS NOTED HEREIN ORON DRAWINGS,

ROOF SHEATHING5/8" WITH MINIMUM (40/20) SPAN RATING.

FLOOR SHEATHING3/4" T&G APA SPAN RATED TO 24".

EXTERIOR WALL AND SHEAR WALL SHEATHING7/16" WITH MINIMUM (24/0) SPAN RATING.

B. ROOF AND FLOOR SHEATHING TO BE LAID UP WITH FACE GRAIN PERPENDICULARTO SUPPORTS AND END JOINTS STAGGERED 4'-0" INSTALL ROOF SHEATHINGWITH _" SPACE AT ALL PANEL EDGES. NAIL ROOF SHEATHING WITH 8d @ 6" o.c.AT SUPPORTED PANEL AND 12" o.c. AT INTERMEDIATE FRAMING, FLOOR SHEATHINGWITH 10d @ 6" o.c. AT SUPPORTED PANEL EDGES AND 10" o.c. FIELD, U.N.O. HOLESARE NOT PERMITTED IN DIAPHRAGMS UNLESS REVIEWED BY ENGINEER.

C. NAIL EXTERIOR WALL SHEATHING WITH 8d @ 6" o.c. EDGES AND 12" o.c. FIELD, U.N.O.IN SHEARWALL SCHEDULE. OFFSET VERTICAL JOINTS 4'-0" INSTALL WITH _"GAP AT BUTT ENDS.

VI. WOOD SHEARWALLS

A. WHERE PLYWOOD PANELS ARE APPLIED TO BOTH SIDES OF SHEARWALL, PANELJOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS, OR FRAMINGMEMBERS SHALL BE 3" (NOMINAL) WIDE AND NAILS ON EACH SIDE SHALL BE STAGGERED.

B. ALLOWABLE SHEAR VALUES IN SHEARWALL TABLE ARE FOR DOUGLAS FIR FRAMINGMEMBERS (GROUP II). NO SUBSTITUTION OF LESSER GROUPS WILL BE ALLOWED.FASTENERS EXPOSED TO WEATHER SHALL BE ZINC COATED BY HOT DIP GALVANIZING,MECHANICALLY DEPOSITED, OR ELECTRO-DEPOSITED.

VII. PRE-MANUFACTURED WOOD TRUSSES

WOOD TRUSSES SHALL BE FACTORY ASSEMBLED USING STRESS RATED MATERIALSDESIGNED TO SUPPORT LOADING SHOWN ON DRAWINGS. INSTALL AND BRACE PER MANUFACTURER. MANUFACTURER IS RESPONSIBLE FOR REVIEWING ALL CONNECTIONS AND FRAMING IN TRUSSED ROOF SYSTEMS ABOVE PLATE HEIGHT FOR COMPLETENESS AND COMPATIBILITY WITH TRUSS DESIGNS. THIS INCLUDES ALL EAVE OVERHANGS ANDOVER-FRAMES. SHOP DRAWINGS, DETAILS AND DESIGN CALCULATIONS OF TRUSSEDROOF SYSTEM MUST BE STAMPED BY A LICENSED CIVIL ENGINEER ANDSUBMITTED TO ARCHITECT/ENGINEER FOR REVIEW PRIOR TO FABRICATION.

°SECTION 6 - STRUCTURAL STEEL AND MISCELLANEOUS METALS

STEEL SHALL CONFORM TO ASTM A992 UNLESS OTHERWISE NOTED. SQUARE ORRECTANGULAR STRUCTURAL STEEL TUBES SHALL CONFORM TO ASTM A500, GRADE B(FY=46KSI). ALL WORK SHALL BE IN ACCORDANCE WITH THE CURRENT EDITION OFAISC "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURALSTEEL FOR BUILDINGS". SHOP DRAWINGS SHALL BE SUBMITTED FOR THE OWNER'SREPRESENTATIVES REVIEW BEFORE COMMENCING FABRICATION. SHOP DRAWINGS SHALLSHOW ALL WELDING WITH AWS A2.4 SYMBOLS. ALL WELDING SHALL BE DONE BYSTRUCTURAL WELDING CODE, AWS D1.1. ALL FIELD WELDING TO BE ACCOMPLISHED BYAWS CERTIFIED WELDERS. ALL STEEL ANCHORS, TIES AND OTHER MEMBERS TO BEEMBEDDED IN CONCRETE OR MASONRY SHALL BE LEFT UNPAINTED. ALL MACHINEBOLTS SHALL BE ASTM A307 U.N.O. AND SHALL BE PROVIDED WITH LOCK WASHERSUNDER NUTS OR SELF LOCKING NUTS. ALL NUTS, BOLTS, WASHERS AND MISC. STEELEXPOSED TO WEATHER SHALL BE GALVANIZED.

°SECTION 7 - JOB SAFETY

THE ENGINEER HAS NOT BEEN RETAINED NOR COMPENSATED TO PROVIDE DESIGNAND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETYPRECAUTIONS OR TO MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FORTHE CONTRACTOR TO PERFORM HIS WORK. THE UNDERTAKING OF PERIODIC SITEVISITS BY THE ENGINEER SHALL NOT BE CONSTRUED AS SUPERVISION OF ACTUALCONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR PROVIDING A SAFE PLACE FORTHE PERFORMANCE OF WORK BY THE CONTRACTOR, SUBCONTRACTORS, SUPPLIERSOR THEIR EMPLOYEES, OR FOR ACCESS, VISITS, USE WORK, OR OCCUPANCY BY ANYPERSON.

Contractors/Sub-Contractors to verify all finish work with contract. Plans as drawn may represent future options andpossible finished layout. Extent of Finish as dictated by Sales Contract supersedes drawing representations.

PRELIMINARY NOT FORCONSTRUCTION

Page TableNumber Title

1 Cover Page2 Main Floor Plan3 Foundation Plan4 Front & Right Elevations5 Back & Left Elevations6 Sections & Details7 Nailing Schedule8 Framing Plans9 Plot Plan

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UP

SHEAR WALL SCHEDULE

SPACINGFIELD NAILSPACING

EDGE NAILTYPE

6" 12"

12"4"

12"

3" 12"

2"

NOTES:1) SHEETING NAILS ARE TO BE 8d COMMON NAILS2) ALL PANEL EDGES ARE TO HAVE BLOCKING WITH EDGE NAILING3) TYPE C AND D WALLS ARE TO HAVE 3" NOMINAL FRAMING AT ALL PANEL EDGES.4) UNLESS NOTED OTHERWISE SHEET ALL EXTERIOR WALLS AS TYPE "A" WALLS5) STAPLES SHALL BE 16 GAGE AND HAVE A MINIMUM CROWN WIDTH OF 7/16" AND SHALL BE INSTALLED WITH THEIR CROWN PARALLEL TO THE LONG DIMENSION OF THE FRAMING MEMBERS.6) STAPLES SHALL HAVE 1" MINIMUM PENETRATION IN FRAMING

AA

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SPACINGFIELD STAPLESPACING

EDGE STAPLE

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E2E2

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E3E3Elevation 3

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11'11'6'6'

2'

2'-10"10'-6 1/2"6'-4"

5'-8"

9'-7 1

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4'-1 1/2"

10'-9 1/2"

11

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2'

4'

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

2'-3"2'-3"

4'-6"8'4'-6"13'22'12'

77'

6'7'

13'

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15

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2'-4"

12

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6'

30

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9'-3" 7' 8' 8'-9" 3'-6" 3'-6" 6'

14' 36'-9" 3'-10" 8'-10" 13'-7"

77'

7'-6"12'-6"14'

4'

20

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10'-10 7/16"

3'-4 1

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3'-6"

14

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7'-6"1'-2 7/8"

6'-5"

8'-6"

5'

6'-1 1/2"1'-8 1/2"

2'9

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10'-1 1/2"

8'-10 1

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3'-6 1/2"

5'-6"

2'-6"

4'-8 1

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4'-5"

2'-6"

4'-9"

2'-4"

7 1

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3'-6 1/2"

8'-6 1/2"

4'-5 1/2" 3'-5"

33'-4" X 21'-8"

12'-8" X 11'-11"

10'-9" X 13'-10"

8'-6" X 6'-3"

13'-1" X 14'-5"

12'-4" X 5'-9"

1876 SQ FT

H1 = SIMPSON STHD10 OR STHD10RJ AT RIM JOISTH2 = SIMPSON STHD14 OR STHD14RJ AT RIM JOISTH3 = SIMPSON MSTC40 BETWEEN FLOOR STRAP

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Garage: 786 sf



Garage = 786 sf

SHEET:

IF D

RAW

ING

S A

RE N

OT S

TAM

PED

AN

D S

IGN

ED

TH

EY

ARE T

O B

E C

ON

SID

ERED

PRELI

MIN

ARY N

OT F

OR

CO

NSTR

UCTIO

N O

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ERM

IT.

TH

ESE D

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ING

S A

RE

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LY T

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SED

FO

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OC

ATIO

N S

PECIF

IED

. I

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ITTED

FO

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N P

LEASE

CO

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SCALE:

SH

EE

T T

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:

PR

OJE

CT

DE

SC

RIP

TIO

N:

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.

Phon

e: 4

35-7

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906

DR

AW

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S P

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BY:


Only

8/2/2019

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Lot

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0 N

orth

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, Uta

h 84

341

JOB #

Cro

okst

on C

usto

m D

esig

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BJC

Const

ruct

ion S

et

6/2

6/2

019

1/4" = 1'



Main

Flo

or

Pla

n

DORMER PLAN

2BJC

Const

ruct

ion S

et

7/1

6/2

019

3BJC

Const

ruct

ion S

et

7/2

3/2

019

4BJC

Const

ruct

ion S

et

8/2

/2019



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right

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19029

SS

S

S

30X22CRAWLACCESS

E1E1Elevation 1

E2E2

Ele

vatio

n 2

E3E3Elevation 3

E4E4

Ele

vatio

n 4

11'-4"11'-4"5'-8"6'

12'-8"17'-8"12'-4"22'-8"11'-8"

77'

12'-4"

14' 63'

14' 63'

77'

30

'-4"

30

'-4"

6'

48

'-4"

5'-8"

16

'-4"

2'

24

'-4"

22

'

48

'-4"

4'-4"

26

'-4"

29

'-3 3

/4"

2'-8 1

/4"

4'-4"

13

'-8 3

/4"

16

'-7 1

/4"

29

'-3 3

/4"

7'-0 1

/4"

20'-4"14'

24

'-4"

5'-8"

3'-4"5'-4"4'

13

'-8 3

/4"

12

'-7 1

/4"

4'-4"

20'-4"10'-3"27'-1"5'-4"

D.01D.01

D.02D.02

D.01D.01

F1F1

D.03D.03

D.02D.02

F1 = 1'-6"X8" CONTINUOUS FOOTING WITH (2) #4 BARSF2 = 1'-4"X8" CONTINUOUS FOOTING WITH (2) #4 BARSF3 = 2'-0"X810" CONTINUOUS FOOTING WITH (3) #4 BARS

F2F2

F2F2F2F2

F1F1

F1F1

F1F1

F1F1

F1F1

F1F1

F1F1

F1F1

F1F1F2F2

D.08D.08

8" WALL WITH 4' BRICK LEDGE







H1 = SIMPSON STHD10 OR STHD10RJ AT RIM JOISTH2 = SIMPSON STHD14 OR STHD14RJ AT RIM JOISTH3 = SIMPSON MSTC40 BETWEEN FLOOR STRAP

H2H2H2H2

H2H2H2H2H2H2H2H2

H1H1

H2H2H2H2

H2H2 H2H2 H2H2 H2H2


Garage: 786 sf



Garage = 786 sf

SHEET:

IF D

RAW

ING

S A

RE N

OT S

TAM

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AN

D S

IGN

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O B

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ERED

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SED

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PECIF

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. I

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SCALE:

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:

PR

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RIP

TIO

N:

NO

.

Phon

e: 4

35-7

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906

DR

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S P

RO

VID

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BY:


Only

8/2/2019

3

Neff

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nd D

rive)

Lot

4 B

lock

5 D

iv.

1,

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er

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ate

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aho

DA

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orth

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th L

ogan

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h 84

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JOB #

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okst

on C

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BJC

Const

ruct

ion S

et

6/2

6/2

019

1/4" = 1'



Foundation P

lan

2BJC

Const

ruct

ion S

et

7/1

6/2

019

3BJC

Const

ruct

ion S

et

7/2

3/2

019

4BJC

Const

ruct

ion S

et

8/2

/2019



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right

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19029

812

812

812

812

Top of Foundation-1'-2 1/8"

Grade Level0'-0"

1'-2 1

/8"

Top of Subfloor - 1st Floor0'-0"

Rough Ceiling - 1st Floor8'-1 1/8"

8'-1 1

/8"

Highest Ridge20'-0 3/4"

11'-11 5

/8"

812

4.512


Garage: 786 sf



Garage = 786 sf

SHEET:

IF D

RAW

ING

S A

RE N

OT S

TAM

PED

AN

D S

IGN

ED

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O B

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ERED

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. I

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N P

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SCALE:

SH

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Phon

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S P

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4

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Lot

4 B

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5 D

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1,

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ate

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orth

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th L

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h 84

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JOB #

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okst

on C

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m D

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BJC

Const

ruct

ion S

et

6/2

6/2

019

1/4" = 1'



Fro

nt

& R

ight

Ele

vations

FRONT ELEVATION

RIGHT ELEVATION

2BJC

Const

ruct

ion S

et

7/1

6/2

019

3BJC

Const

ruct

ion S

et

7/2

3/2

019

4BJC

Const

ruct

ion S

et

8/2

/2019



copy

right

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Cus

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igns

8/2

/201

9

copy

right

© C

rook

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Cus

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igns

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19029

812

812


Garage: 786 sf



Garage = 786 sf

SHEET:

IF D

RAW

ING

S A

RE N

OT S

TAM

PED

AN

D S

IGN

ED

TH

EY

ARE T

O B

E C

ON

SID

ERED

PRELI

MIN

ARY N

OT F

OR

CO

NSTR

UCTIO

N O

R P

ERM

IT.

TH

ESE D

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S A

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LY T

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SED

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OC

ATIO

N S

PECIF

IED

. I

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FO

R A

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N P

LEASE

CO

NTAC

T C

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N C

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M D

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NS.

SCALE:

SH

EE

T T

ITLE

:

PR

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CT

DE

SC

RIP

TIO

N:

NO

.

Phon

e: 4

35-7

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906

DR

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S P

RO

VID

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BY:


Only

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5

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4 B

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5 D

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Rock

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, Id

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DA

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DE

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RIP

TIO

N

1712

Eas

t 245

0 N

orth

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th L

ogan

, Uta

h 84

341

JOB #

Cro

okst

on C

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m D

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BJC

Const

ruct

ion S

et

6/2

6/2

019

1/4" = 1'



Back

& L

eft

Ele

vations

FRONT ELEVATION

RIGHT ELEVATION

2BJC

Const

ruct

ion S

et

7/1

6/2

019

3BJC

Const

ruct

ion S

et

7/2

3/2

019

4BJC

Const

ruct

ion S

et

8/2

/2019



copy

right

© C

rook

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Cus

tom

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igns

8/2

/201

9

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right

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19029

12.0

"1

2.0

"1

2.0

"1

2.0

"

24.0

"2

4.0

"

9.6

"9

.6"

9.6

"9

.6"

19.2

"1

9.2

"

4'

D.06D.06

PORTAL FRAME SYSTEMD.08D.08 NOT TO SCALE

2X4 ATTACHED TOHEADER WITH TWO ROWSOF 16d NAILS @ 3" O.C.

SIMPSON MSTC28 ONOPPOSITE SIDE ASSHEETING

MIN HEADER (2) 2X12

FASTEN SHEETING TO HEADER IN 3"GRID PATTERN DIRECTLY ABOVE PIER

MIN 2X4 FRAMING

ATTACH SHEETING TOALL MEMBERS WITH 8dNAILS @ 3" O.C.

SIMPSON STHD14

SIMPSONMSTC28 ONOPPOSITE SIDEAS SHEETING

MIN (2) 2X4POST

SIMPSONSTHD14

10" LONG 5/8" Ø A 307"J" BOLT @ 32" O.C.EMBEDDED 10" MIN.

NUT WITH 3/16"X3"X3"PLATE WASHER &STANDARD WASHER

FOR POST ON ONE SIDE FOR DOUBLE PORTAL FRAME

2X4 ATTACHED TOHEADER WITH TWO ROWS

OF 16d NAILS @ 3" O.C.

SIMPSON MSTC28 ONOPPOSITE SIDE AS

SHEETING

FASTEN SHEETING TO HEADER IN 3"GRID PATTERN DIRECTLY ABOVE PIER

MIN 2X4 FRAMING

ATTACH SHEETING TOALL MEMBERS WITH 8d

NAILS @ 3" O.C.

SIMPSON STHD14

10" LONG 5/8" Ø A 307"J" BOLT @ 32" O.C.

EMBEDDED 10" MIN.

NUT WITH 3/16"X3"X3"PLATE WASHER &

STANDARD WASHER

DOUBLE PORTAL FRAME(TWO BRACED WALL PANELS)

SINGLE PORTAL FRAME (ONE BRACED WALL PANEL)

1/2" SHEETROCK

DOUBLE 2X6TOP PLATES

2X6 STUDS @ 16" O.C. OROPTION D.07

1/2" SHEETROCK

FULL WALL BLOWNINSULATION R-22

2X6 BOTTOM PLATES

3/4" T&G FOOR SHEETING

7/16" SHEETING NAIL EDGES WITH 8d NAILS

@ 6" O.C. AND FIELD NAIL @ 12" O.C. UNLESS

NOTED OTHERWISE

RIM BOARD

11-7/8" FLOOR JOIST

WALL SECTION

REINFORCEMENT SEEFOUNDATION PLAN

4" GRAVEL4" CONCRETE SLAB

FOOTING SEE SCHEDULE

10" LONG 1/2" Ø A 307"J" BOLT @ 32" O.C.EMBEDDED 7" MIN. FULL WALL BLOWN

INSULATION R-11

2X4 TREATEDBOTTOM PLATE

2X4 STUDS @ 16" O.C.

2X4 TOP PLATE2X4 TREATED

SEAL PLATE

SILL SEAL

8" CONCRETE FOUNDATIONWALL WITH HORIZONTAL #4

BARS SPACED PER SCHEDULEFIRST BAR AT 4" FROM TOP ANDBOTTOM PLACE VERTICAL BARS

PER SCHEDULE

#4 "J" BARS MATCH WALL SPACINGEXTEND INTO FOUNDATIONWALL 12" MIN. (6" MIN. HOOK)

7/16" OSB ROOF SHEETING NAILEDGES @ 6" O.C. AND FIELD NAIL @

12" O.C. UNLESS NOTED OTHERWISE

PRE-ENGINEERED ROOF TRUSSES


STANDARD WASHER

NOT TO SCALE

BLOWN INSULATION R-50

SIMPSON H1 @EACH TRUSS

D.01D.01

H VERTICAL HORIZONTAL WIDTH HEIGHT #4 BARS8'-0" 24" O.C. 24" O.C. 1'-6" 8" 29'-0" 18" O.C. 18" O.C. 2'-0" 11" 3

10'-0" 16" O.C. 18" O.C. 2'-6" 12" 411'-0" 10" O.C. 18" O.C. 3'-0" 12" 412'-0" 8" O.C. 18" O.C. 4'-0" 12" 6

FOUNDATION WALL FOOTING

2X TREATEDBOTTOM PLATE

FOOTING SEEFOUNDATION PLAN

1/2" Ø SIMPSON TITEN HDBOLTS EMBEDED 3" MIN @

6'-0" MAX. O.C. SPACING

D.02D.02INTERIOR FOOTING DETAILNOT TO SCALE

77

33

11

55

8' WALL WINDOW OPENINGD.04D.04

44

33

1 = DOUBLE 2X6 TOP PLATES2 = HEADER PER FRAMING PLAN3 = 2X6 CRIPPLE SEE FRAMING PLAN4 = 2X6 KING STUD5 = 2X66 = 2X6 @ 16" O.C.7 = 2X6 BOTTOM PLATE8 = (92-5/8") 2X6 STUDS @ 16" O.C.9 = EXTERIOR SHEETING

22

44

5588

66

AA

AA

AAAA

11

99

55

22

99

22

55

11

99

22

55

11

DOUBLE 2X TOP PLATES

ROOF JOIST @ 24" O.C.

BOUNDARYNAILING

BLOCKING

FLOOR SHEETING

16d NAILS @ 6" O.C.ALTERNATE SIDES

BEARING WALL DETAILD.05D.05 NOT TO SCALE

D.06D.06TRUSS TO WALL CONNECTIONNOT TO SCALE

DOUBLE 2X6TOP PLATES

2X BLOCKING TO WITHIN2" OF ROOF SHEETING

BOUNDARY NAILING

7/16" OSB ROOF SHEETING NAILEDGES @ 6" O.C. AND FIELD NAIL @

12" O.C. UNLESS NOTED OTHERWISE

PRE-ENGINEERED ROOFTRUSSES

SIMPSON H1 @EACH TRUSS

2X FASCIA BOARD

2x4 STUDS

2x4 STUDS

D.07D.07OPTIONAL 2X4 STAGGERED STUDSNOT TO SCALE

UP TO 9'-6" TALL WALL

2X6 BOTTOMPLATE &DOUBLE 2X6TOP PLATE

2X6 BOTTOMPLATE &

DOUBLE 2X6TOP PLATE

UP TO 10'-4" TALL WALL

EXTERIOR WALL AND SHEARWALL SHEATHING MUST BE7/16" WITH MINIMUM (24/16)SPAN RATING TO USE THIS

DETAIL

PROVIDE WEATHER RESISTIVEBARRIER OVER SHEETING

GARAGE FOUNDATION DETAILD.03D.03

(2) CONTINUES #4 BARS

NOT TO SCALE

1'-6"X10" CONCRETEFOOTING

4" CONCRETE SLAB

#4 "J" BARS @ 2' O.C. EXTEND INTO FOUNDATIONWALL 12" MIN. (6" MIN. HOOK)

6" CONCRETE FOUNDATION WALL WITH HORIZONTAL #4 BARS @ 24" O.C. FIRST BAR AT 4" FROM TOP AND BOTTOM PLACE VERTICAL BARS AT 24" O.C.

4" GRAVEL

10" LONG 1/2" Ø A 307"J" BOLT @ 32" O.C.EMBEDDED 7" MIN.

2X TREATED SEALPLATE

SILL SEAL


STANDARD WASHER

HE

IGH

T

39"29"

79

"

MIN HEADER (2) 2X12

FOR POST ON ONE SIDE FOR DOUBLE PORTAL FRAME

DOUBLE PORTAL FRAME(TWO BRACED WALL PANELS)

SINGLE PORTAL FRAME (ONE BRACED WALL PANEL)

HIDDEN PANTRY DOORDETAILD.09D.09

2x4 STUDS

2x4 STUDS

2X6 BOTTOMPLATE &DOUBLE 2X6TOP PLATE

2X6 BOTTOMPLATE &

DOUBLE 2X6TOP PLATE

EXTERIOR WALL AND SHEARWALL SHEATHING MUST BE7/16" WITH MINIMUM (24/16)SPAN RATING TO USE THIS

DETAIL


Garage: 786 sf



Garage = 786 sf

SHEET:

IF D

RAW

ING

S A

RE N

OT S

TAM

PED

AN

D S

IGN

ED

TH

EY

ARE T

O B

E C

ON

SID

ERED

PRELI

MIN

ARY N

OT F

OR

CO

NSTR

UCTIO

N O

R P

ERM

IT.

TH

ESE D

RAW

ING

S A

RE

ON

LY T

O B

E U

SED

FO

R T

HE L

OC

ATIO

N S

PECIF

IED

. I

F

SU

BM

ITTED

FO

R A

NY O

TH

ER

LO

CATIO

N P

LEASE

CO

NTAC

T C

RO

OKSTO

N C

USTO

M D

ESIG

NS.

SCALE:

SH

EE

T T

ITLE

:

PR

OJE

CT

DE

SC

RIP

TIO

N:

NO

.

Phon

e: 4

35-7

57-2

906

DR

AW

ING

S P

RO

VID

ED

BY:


Only

8/2/2019

6

Neff

co H

om

e (

Woodla

nd D

rive)

Lot

4 B

lock

5 D

iv.

1,

Riv

er

Rock

Est

ate

sRexburg

, Id

aho

DA

TE

BY

DE

SC

RIP

TIO

N

1712

Eas

t 245

0 N

orth

Nor

th L

ogan

, Uta

h 84

341

JOB #

Cro

okst

on C

usto

m D

esig

ns1

BJC

Const

ruct

ion S

et

6/2

6/2

019

1/4" = 1'



Sect

ions

& D

eta

ils

2BJC

Const

ruct

ion S

et

7/1

6/2

019

3BJC

Const

ruct

ion S

et

7/2

3/2

019

4BJC

Const

ruct

ion S

et

8/2

/2019



copy

right

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rook

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Cus

tom

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igns

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right

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19029

WH

REF.

DW

W?? WINDOW OPENING

DOOR OPENING

DOUBLE SWINGDOOR OPENING

REFRIGERATOR

LAUNDRY WASHER &DRYER

DISH WASHER

WALL OVEN

COOK RANGE WITHOVEN

DOUBLE KITCHENSINK

SINGLE UTILITY SINK

BATHROOM SINK

TOILET

BATH TUB WITHSHOWER

LARGE SOAKER TUB

SHOWER

WATER HEATER

PEDESTAL SINK

FORCED AIRFURNACE

INSERT FIRE PLACE

WOOD STOVE

D??

D??

PLAN SYMBOLS

CONNECTION FASTENING (a), (m) LOCATION 1. Joist to sill or girder 3 - 8d common (2-1/2″ × 0.131″) toenail

3 - 3″ × 0.131″ nails3 - 3″ 14 gage staples

2. Bridging to joist 2 - 8d common (2-1/2″ × 0.131″) toenail each end2 - 3″ × 0.131″ nails2 - 3″ 14 gage staples

3. 1″ × 6″ subfloor or less to each joist 2 - 8d common (2-1/2″ × 0.131″) face nail4. Wider than 1″ × 6″ subfloor to each joist 3 - 8d common (2-1/2″ × 0.131″) face nail5. 2″ subfloor to joist or girder 2 - 16d common (3-1/2″ × 0.162″) blind and face nail6. Sole plate to joist or blocking

Sole plate to joist or blocking at bracedWall panel

16d (3-1/2″ × 0.135 ″) at 16″ o.c. typical face nail3″ × 0.131″ nails at 8″ o.c.3″ 14 gage staples at 12″ o.c.3- 16d (3-1/2″ × 0.135″) at 16″ o.c. braced wall panels4 - 3″ × 0.131″ nails at 16″ o.c.4 - 3″ 14 gage staples at 16″ o.c.

7. Top plate to stud 2 - 16d common (3-1/2″ × 0.162″) end nail3 - 3″ × 0.131″ nails3 - 3″ 14 gage staples

8. Stud to sole plate 4 - 8d common (2-1/2″ × 0.131″) toenail4 - 3″ × 0.131″ nails3 - 3″ 14 gage staples2 - 16d common (31/2″ × 0.162″) end nail3 - 3″ × 0.131″ nails3 - 3″ 14 gage staples

9. Double studs 16d (3-1/2″ × 0.135″) at 24″ o.c. face nail3″ × 0.131″ nail at 8″ o.c.3″ 14 gage staple at 8″ o.c.

10. Double top plates

Double top plates

16d (3-1/2″ × 0.135″) at 16″ o.c. typical face nail3″ × 0.131″ nail at 12″ o.c.3″ 14 gage staple at 12″ o.c.8 - 16d common (3-1/2″ × 0.162″) lap splice12 - 3″ × 0.131″ nails12 - 3″ 14 gage staples

11. Blocking between joists or rafters to topplate

3 - 8d common (2-1/2″ × 0.131″) toenail3 - 3″ × 0.131″ nails3 - 3″ 14 gage staples

12. Rim joist to top plate 8d (2-1/2″ × 0.131″) at 6″ o.c. toenail3″ × 0.131″ nail at 6″ o.c.3″ 14 gage staple at 6″ o.c.

13. Top plates, laps and intersections 2 - 16d common (3-1/2″ × 0.162″) face nail3 - 3″ × 0.131″ nails3 - 3″ 14 gage staples

14. Continuous header, two pieces 16d common (3-1/2″ × 0.162″) 16″ o.c. along edge15. Ceiling joists to plate 3 - 8d common (2-1/2″ × 0.131″) toenail


16. Continuous header to stud 4 - 8d common (2-1/2″ × 0.131″) toenail17. Ceiling joists, laps over partitions(see Section 2308.10.4.1, Table 2308.10.4.1)

3 - 16d common (3-1/2″ × 0.162″) min., face nailTable 2308.10.4.14 - 3″ × 0.131″ nails4 - 3″ 14 gage staples

18. Ceiling joists to parallel rafters(see Section 2308.10.4.1, Table 2308.10.4.1 )

3 - 16d common (3-1/2″ × 0.162″) minimum, face nailTable 2308.10.4.14 - 3″ × 0.131″ nails4 - 3″ 14 gage staples

19. Rafter to plate(see Section 2308.10.1, Table 2308.10.1 )

3 - 8d common (2-1/2″ × 0.131″) toenail3 - 3″ × 0.131″ nails3 - 3″ 14 gage staples

CONNECTION FASTENING (a), (m) LOCATION 20. 1″ diagonal brace to each stud and plate 2 - 8d common (2-1/2″ × 0.131″) face nail


21. 1″ × 8″ sheathing to each bearing 3 - 8d common (2-1/2″ × 0.131″) face nail22. Wider than 1″ × 8″ sheathing to each bearing 3 - 8d common (2-1/2″ × 0.131″) face nail23. Built-up corner studs 16d common (3-1/2″ × 0.162″) 24″ o.c.

3″ × 0.131″ nails 16″ o.c.3″ 14 gage staples 16″ o.c.

24. Built-up girder and beams 20d common (4″ × 0.192″) 32″ o.c. face nail at top and bottom staggered on opposite sides3″ × 0.131″ nail at 24″ o.c.3″ 14 gage staple at 24″ o.c.2 - 20d common (4″ × 0.192″) face nail at ends and at each splice3 - 3″ × 0.131″ nails3 - 3″ 14 gage staples

25. 2″ planks 16d common (3-1/2″ × 0.162″) at each bearing26. Collar tie to rafter 3 - 10d common (3″ × 0.148″) face nail


27. Jack rafter to hip 3 - 10d common (3″ × 0.148″) toenail4 - 3″ × 0.131″ nails4 - 3″ 14 gage staples2 - 16d common (3-1/2″ × 0.162″) face nail3 - 3″ × 0.131″ nails3 - 3″ 14 gage staples

28. Roof rafter to 2-by ridge beam 2 - 16d common (3-1/2″ × 0.162″) toenail3 - 3″ × 0.131″ nails3 - 3″ 14 gage staples2 -16d common (3-1/2″ × 0.162″) face nail3 - 3″ × 0.131″ nails3 - 3″ 14 gage staples

29. Joist to band joist 3 - 16d common (3-1/2″ × 0.162″) face nail4 - 3″ × 0.131″ nails4 - 3″ 14 gage staples

30. Ledger strip 3 - 16d common (3-1/2″ × 0.162″ ) face nail at each joist4 - 3″ × 0.131″ nails4 - 3″ 14 gage staples

31. Wood structural panels and particleboard (b)Subfloor, roof and wall sheathing (to framing)

Single floor (combination subfloor-underlayment toframing)

1/2″ and less 6d (c), 1 2-3/8″ × 0.113″ nail (n)

1-3/4″ 16 gage (o) 19/32″ to3/4″ 8d (d) or 6d (e)

2-3/8″ × 0.113″ nail (p) 2″ 16 gage staple (p)

7/8″ to 1″ 8d (c) 11/8″ to 11/4″ 10d (d) or 8d (e) 3/4″ and less 6d (e)7/8″ to 1″ 8d (e) 11/8″ to 11/4″ 10d (d) or 8d (e)

32. Panel siding (to framing) 1/2″ or less 6d (f) 5/8″ 8d (f)

33. Fiberboard sheathing (g) 1/2″ No. 11 gage roofing nail (h) 6d common nail (2″ × 0.113″ )No. 16 gage staple (i)

25/32″ No. 11 gage roofing nail (h) 8d common nail (2-1/2″ × 0.131″ )No. 16 gage staple (i)

34. Interior paneling 1/4″ 4d (j) 3/8″ 6d (k)

FASTENING SCHEDULE

i. Corrosion-resistant staples with nominal 7/16-inch crown or 1-inch crown and 1-1/4-inch length for 1/2-inch sheathing and 1-inch lengthfor 25/32-inch sheathing. Panel supports at 16 inches (20 inches if strength axis in the long direction of the panel, unless otherwisemarked).

j. Casing (1-1/2" × 0.080") or finish (1-1/2" × 0.072") nails spaced 6 inches on panel edges, 12 inches at intermediate supports.k. Panel supports at 24 inches. Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports.l. For roof sheathing applications, 8d nails (21/2" × 0.113") are the minimum required for wood structural panels.

m. Staples shall have a minimum crown width of 7/16 inch.n. For roof sheathing applications, fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports.o. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports for subfloor and wall sheathing and 3 inches on center

at edges, 6 inches at intermediate supports for roof sheathing.p. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports.

a. Common or box nails are permitted to be used except where otherwise stated.b. Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 inches at supports where spans are 48 inches or

more. For nailing of wood structural panel and particleboard diaphragms and shear walls, refer to Section 2305. Nails for wall sheathingare permitted to be common, box or casing.

c. Common or deformed shank (6d - 2" × 0.113"; 8d - 21/2" × 0.131"; 10d - 3" × 0.148").d. Common (6d - 2" × 0.113"; 8d - 21/2" × 0.131"; 10d - 3" × 0.148").e. Deformed shank (6d - 2" × 0.113"; 8d - 21/2" × 0.131"; 10d - 3" × 0.148").f. Corrosion-resistant siding (6d - 17/8" × 0.106"; 8d - 23/8" × 0.128") or casing (6d - 2" × 0.099"; 8d - 21/2" × 0.113") nail.g. Fasteners spaced 3 inches on center at exterior edges and 6 inches on center at intermediate supports, when used as structural

sheathing. Spacing shall be 6 inches on center on the edges and 12 inches on center at intermediate supports for nonstructuralapplications.

h. Corrosion-resistant roofing nails with 7/16-inch-diameter head and 1-1/2-inch length for 1/2-inch sheathing and 1-3/4-inch length for 25/32-inch sheathing.


Garage: 786 sf



Garage = 786 sf

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19029

30X22CRAWLACCESSD.05D.05 D.05D.05

B6B6

B1 = (2) 2X10B2 = (3) 2X10B3 = (2) 2X10B4 = NOT USEDB5 = (2) 1-3/4"X11-7/8" LVLB6 = (2) 2X8B7 = 11-7/8" TJI 110 @ 16" O.C.B8 = PRE-ENGINEERED TRUSSES @ 24" O.C. DESIGNED BY TRUSS MANUFACTURERB9 = PRE-ENGINEERED GIRDER TRUSS DESIGNED BY TRUSS MANUFACTURER

B7B7

DOUBLE JOIST ALIGNED UNDER

ISLAND SUPPORT

B6B6

B1 = (2) 2X10B2 = (3) 2X10B3 = (2) 2X10B4 = NOT USEDB5 = (2) 1-3/4"X11-7/8" LVLB6 = (2) 2X8B7 = 11-7/8" TJI 110 @ 16" O.C.B8 = PRE-ENGINEERED TRUSSES @ 24" O.C. DESIGNED BY TRUSS MANUFACTURERB9 = PRE-ENGINEERED GIRDER TRUSS DESIGNED BY TRUSS MANUFACTURER

C1 (2) 2X4C2 (3) 2X4C3 (4) 2X4C4 (5) 2X4C5 (2) 2X6C6 (3) 2X6C7 (4) 2X6C8 (5) 2X6

DOUBLE JOIST ALIGNED UNDER

ISLAND SUPPORT


Garage: 786 sf



Garage = 786 sf

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UP

30X22CRAWLACCESS

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B8B8B1B1

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B1B1B1B1 B1B1B1B1B1B1B1B1

B2B2B1B1

B1B1 B1B1

D.08D.08

B5B5

B3B3

C9C9C1C1B3B3

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3/12 VAULT

3/12 VAULT

3/12 VAULT

19029

126

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DRIVE WAY

Neffco Home (Woodland Drive)Lot 5 Block 5 Div. 1, River Rock EstatesRexburg, Idaho

Woodla

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DRIVE WAY

Neffco Home (Woodland Drive)Lot 4 Block 5 Div. 1, River Rock EstatesRexburg, Idaho


Garage: 786 sf



Garage = 786 sf

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Documents

copyright © Crookston Custom Designs 8/2/2019 · 2019. 8. 21. · astm d1557). footings shall be stepped down one (1) vertically to one and one half (1-1/2) horizontally. c.foundation