Attachment_B__Drawings.pdf

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DESCRIPTIONSHEET

G-001 G-002

TITLE SHEET

GENERAL PROJECT INFORMATION

U.S DEPARTMENT OF THE INTERIOR

NATIONAL PARK SERVICE

PACIFIC WEST REGION

CHELAN COUNTY, WASHINGTON

C-001 GENERAL SITE PLAN

C-002 REMOVALS

S-001 FOUNDATION PLAN

S-002 BRIDGE PLAN & PROFILE

S-003 BRIDGE SECTION

S-004 DETAILS

S-005 DETAILS

PROJECT LOCATION

S-006 SOUTH APPROACH SPAN PLAN

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WHERE PUBLIC UTILITY FIXTURES OR FACILITIES ARE SHOWN AS EXISTING ON

THE PLANS OR ENCOUNTERED WITHIN THE CONSTRUCTION AREA, IT SHALL BE

THE RESPONSIBILITY OF THE CONTRACTOR TO NOTIFY THE OWNERS OF THESE

UTILITIES PRIOR TO THE BEGINNING OF ANY CONSTRUCTION INVOLVING

EXCAVATION. THE CONTRACTOR SHALL AFFORD ACCESS TO THESE FACILITIES

FOR NECESSARY MODIFICATION OF SERVICES OR RELOCATION. UNDERGROUND

FACILITIES, STRUCTURES AND UTILITIES HAVE BEEN PLOTTED FROM AVAILABLE

SURVEYS, RECORDS AND UTILITY OPERATOR LOCATION MARKINGS; THEREFORE

THEIR LOCATIONS MUST BE CONSIDERED APPROXIMATE ONLY. TYPE, SIZE AND

GENERAL LOCATION OF THE FACILITIES WERE REQUESTED OF THE OPERATORS

AND SHOWN ON THE PLANS, AND IF NECESSARY, UPDATED WITHIN 90 DAYS OF

COMPLETION OF THE FINAL PLANS. IT IS POSSIBLE THERE MAY BE OTHERS, THE

EXISTENCE OF WHICH IS PRESENTLY NOT KNOWN OR SHOWN. IT IS THE

CONTRACTOR'S RESPONSIBILITY TO DETERMINE THEIR EXISTENCE AND EXACT

LOCATION AND TO AVOID DAMAGE THERETO. NO CLAIMS FOR ADDITIONAL

COMPENSATION WILL BE ALLOWED TO THE CONTRACTOR FOR ANY

INTERFERENCE OR DELAY CAUSED BY THE WORK.

BASIS FOR DESIGN

1. GEOTECHNICAL MEMORANDUM 41-21 DEC 16 2021 GEOLOGICAL SITE VISIT REPORT AND FOUNDATION RECOMMENDATIONS FOR NORTH FORK TRAIL BRIDGE, BRIDGE CREEK NORTH CASCADES NATIONAL

PARK CHELAN COUNTY WASHINGTON.

2. AASHTO LRFD WITH PEDESTRIAN BRIDGE SUPPLEMENT.

3. SPAN LENGTH 66'-8" BASED ON SOUTH FOOTING AND SETBACK FROM NORTH ABUTMENT BASED ON

GEOTECHNICAL REPORT.

4. 6'-1" CLEAR BETWEEN GUARDRAIL.

GENERAL NOTES

1. SCOPE OF WORK:

- REPLACEMENT OF STOCK TRAIL BRIDGE.

- INSTALL NEW NORTH AND SOUTH CONCRETE FOOTINGS PER DESIGN DRAWINGS AND

SPECIFICATIONS.

- INSTALL SUPERSTRUCTURE PER PROVIDED CRITERIA.

2. THE WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE SPECIFICATIONS, DRAWINGS, AND ALL

APPLICABLE BUILDING CODES.

3. FABRICATED STEEL BRIDGE WEIGHS APPROXIMATELY 10,000 LBS. ACCESS TO SITE IS VIA TRAILS OR

HELICOPTER LIFT.

4. ALL MATERIALS SHALL BE AS SPECIFIED OR ALTERNATIVES SHALL BE APPROVED BY THE NPS PRIOR

TO FABRICATION AND CONSTRUCTION.

5. ALL SPECIFIED MATERIALS SHALL BE INSTALLED PER ALL MANUFACTURER RECOMMENDATIONS.

6. LOADS ARE FROM AASHTO AND INCLUDE:

SNOW LOAD: 226 LB/SF BASED ON WASHDOT CRITERIA FOR 2530' ABOVE SEA LEVEL AND NEAREST

SNOTEL STATIONS

SEISMIC:

RISK CAT II

SEISMIC IMPORTANCE FACTOR = 1.0

SDS = 0.47G

SD1 = 0.21G

SITE CLASS = C

WIND: 110 MPH EXPOSURE B

RAILINGS AND OTHER LOADS PER AASHTO

STRUCTURAL NOTES

1. THE STEEL ELEMENTS SHALL BE ASTM A847, A588, A242 OR A606 GRADE 50KSI WEATHERING STEEL.

2. HORIZONTAL GUARDRAILS SHALL BE PLACED ON THE STRUCTURE UP TO A MINIMUM HEIGHT OF

FORTY-TWO INCHES (42”) ABOVE THE DECK SURFACES. GUARDRAILS SHALL BE PLACED TO PREVENT

A FOUR INCH (4”) SPHERE FROM PASSING THROUGH ANY OPENING. SUPPORTS ARE PROVIDED

ALONG THE BRIDGE GIRDERS TO RECEIVE TIMBER AND STEEL POSTS WITH BOLTED CONNECTIONS.

FOUNDATION NOTES

1. SOIL BEARING CAPACITY IS ASSUMED TO BE 8 KSF PER GEOTECHNICAL REPORT.

2. MATERIALS USED TO PRODUCE CONCRETE AND TESTING THEREOF SHALL COMPLY WITH THE

APPLICABLE STANDARDS LISTED IN CHAPTERS 19 AND 20 OF ACI 318 OR ACI 332, F’C = 5000 PSI.

3. STEEL REINFORCEMENT SHALL COMPLY WITH THE REQUIREMENTS OF ASTM A615, A706 OR A996. THE

MINIMUM YIELD STRENGTH OF REINFORCING STEEL SHALL BE 60,000 PSI.

4. REINFORCEMENT SHALL BE SECURED IN THE PROPER LOCATION IN THE FORMS WITH TIE WIRE OR

OTHER BAR SUPPORT SYSTEM TO PREVENT DISPLACEMENT DURING THE CONCRETE PLACEMENT

OPERATION. STEEL REINFORCEMENT IN CONCRETE CAST AGAINST THE EARTH SHALL HAVE A

MINIMUM COVER OF 3 INCHES. MINIMUM COVER FOR REINFORCEMENT IN CONCRETE CAST IN

REMOVABLE FORMS THAT WILL BE EXPOSED TO THE EARTH OR WEATHER SHALL BE 1.5 INCHES FOR NO. 5 BARS AND SMALLER. FOR CONCRETE CAST IN REMOVABLE FORMS THAT WILL NOT BE EXPOSED TO THE EARTH OR WEATHER, AND FOR CONCRETE CAST IN STAY-IN-PLACE FORMS, MINIMUM COVER

SHALL BE 3/4 INCH.

5. THE TOP SURFACE OF FOOTINGS SHALL BE LEVEL. THE BOTTOM SURFACE OF FOOTINGS SHALL NOT HAVE A SLOPE EXCEEDING ONE UNIT VERTICAL IN 10 UNITS HORIZONTAL (10-PERCENT SLOPE).

FOOTINGS SHALL BE STEPPED WHERE IT IS NECESSARY TO CHANGE THE ELEVATION OF THE TOP

SURFACE OF THE FOOTINGS OR WHERE THE SLOPE OF THE BOTTOM SURFACE OF THE FOOTINGS

WILL EXCEED ONE UNIT VERTICAL IN 10 UNITS.

6. REMOVE OR DRILL & BREAK ROCKS CONFLICTING WITH NEW FOOTING EXCAVATIONS. OBTAIN NPS

FIELD INSPECTION AND APPROVAL OF ALL FOOTINGS AND REINFORCING PRIOR TO PLACING

CONCRETE.

7. BRIDGE ANCHOR BOLTS SHALL BE ASTM A240, TYPE 316, 30,000 PSI MINIMUM YIELD STRENGTH, WITH TYPE 316 NUTS AND WASHERS. 3/4" DIA. WITH 12" MINIMUM EPOXY EMBEDMENT INTO CONCRETE.

CENTER BOLTS IN SLOTS. FINGER TIGHTEN NUTS AND CAP WITH LOCKING NUTS.

8. ELASTOMERIC BEARING PADS SHALL CONFORM WITH AASHTO AND ASTM M251, SHORE A 70

DUROMETER, NEOPRENE ELASTOMERIC.

9. SHIMS CONTAINED IN LAMINATED BEARING PADS SHALL BE MILL ROLLED STEEL SHEETS NOT LESS

THAT 20 GAGE IN THICKNESS WITH A MINIMUM COVER OF 1

16" THICKNESS INTO EQUAL LAMINATIONS.

THE BOND BETWEEN THE ELASTOMER AND METAL SHIMS SHALL BE SUCH THAT, WHEN A SAMPLE IS TESTED FOR SEPARATION, FAILURE SHALL OCCUR WITHIN THE ELASTOMER AND NOT BETWEEN THE

ELASTOMER AND THE METAL SHIM.

LUMBER NOTES

1. ALL LUMBER SHALL BE YELLOW CEDAR #1, OR DOUGLAS FIR #1, FULL SAWN ROUGH, TIGHT KNOT, MAX KNOT SIZE 2", NO WANE, MINIMUM 10 GROWTH RINGS PER INCH. DECK BOARDS SHALL HAVE

GRAIN 35° OR MORE FROM SURFACE.

2. SAWN LUMBER SHALL BE IDENTIFIED BY A GRADE MARK OF AN ACCREDITED LUMBER GRADING OR

INSPECTION AGENCY AND HAVE DESIGN VALUES CERTIFIED BY AN ACCREDITATION BODY THAT

COMPLIES WITH DOC PS 20. IN LIEU OF A GRADE MARK, A CERTIFICATE OF INSPECTION ISSUED BY A LUMBER GRADING OR INSPECTION AGENCY MEETING THE REQUIREMENTS OF THIS SECTION SHALL

BE ACCEPTED, UNLESS NOTED OTHERWISE.

3. FASTENERS A325 TYPE 3 BOLTS WEATHERING STEEL NUTS AND WASHERS AND SIMPSON SDWS

SCREWS.

BRIDGE SITE - STAGING, SLING DROPS, AND CAMPING APPROXIMATE LOCATIONS

25252525

30 25

35 25 40 25

45 25 50 25

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HORIZ.

BRIDGE CREEK

PROPOSED

BRIDGE

PACIFIC CREST TRAIL

PACIFIC CREST TRAIL

NORTH FORK BRIDGE CREEK

NOTES

THIS SHEET IS INTENDED THE RELATIVE TOPOGRAPHY OF THE

SITE, AND WAS DERIVED FROM LIDAR DATA.

A FULL TOPOGRAPHIC SURVEY OF THE SITE WAS NOT

COMPLETED. CONTRACTOR SHALL VERIFY ACTUAL SITE

CONDITIONS.

TO HWY 20

TO STEHEKIN

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2020 0 40

HORIZ.

REMOVE EXISTING APPROACH SPAN

EXISTING SOUTH CONCRETE FOOTING TO REMAIN

EXISTING BOULDER TO REMAIN

EXISTING WOOD SLEEPER TO REMAIN UNTIL NEW

ABUTMENT IS POURED, THEN REMOVE

EXISTING CONCRETE ABUTMENTS

TO REMAIN

REMOVE EXISTING CABLES

REMOVE EXISTING

CABLE BRIDGE

NEW FOOTING TO BE CONSTRUCTED

PER FOUNDATION PLAN

PHOTOGRAPH A: SOUTH ABUTMENT PHOTOGRAPH B: NORTH ABUTMENT

DATUM FOR NEW BRIDGE FOOTING

IS 8" ABOVE EXISTING SOUTH PIER

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2.52.5 0 5

HORIZ.

7'

2'

8"

3'

8"

5' 1'

1'

℄EAST TRUSS

℄WEST TRUSS

5' 1'

1'

9'

CONSTRUCT NEW 8" CONCRETE

CAP ON TOP OF EXISTING PIERS

1' 1'

FOUNDATION PLAN

FOUNDATION ELEVATION

1' 1'

ABANDONED PIERS

EXISTING FOOTING

TO REMAIN

ABANDONED PIER

NEW BRIDGE DECK LEVEL

GRADE TREAD TO

TOP OF SLEEPER

66'-8"

DATUM FOR NEW BRIDGE FOOTING

IS 8" ABOVE EXISTING SOUTH PIER

BASE PLATE FOR

NEW BRIDGE

1'-6"1'-6"

1 BASE PLATE POSITION ON EACH PIER

MAY BE ALTERED UP TO 2" ±

DEPENDING ON OPTIMUM LOCATION

FOR NORTH PIER

2 VERIFY WITH BRIDGE AS CONSTRUCTED

FILL VOID WITH

COMPACTED FILL

SOUTH ABUTMENT

NORTH ABUTMENT

CONSTRUCT NEW CONCRETE

FOOTING

EXISTING

CONCRETE

PARAPET

CONSTRUCT NEW CONCRETE

PIERS AND PARAPET

EXISTING CONCRETE

FOOTING

3' MIN

SOUTH PIER CAP DETAIL

(10) 10" LONG NO. 4 DOWELS SPACED

EVENLY AS SHOWN - STANDARD HOOKS AT TOP

- DRILL AND EPOXY 4" INTO EXISTING PIER3"

3"

NORTH ABUTMENT DETAILS

NO.4 HORIZONTAL HOOPS

@ 12" O.C. VERTICALLY

1'-8"

CONSTRUCTION JOINT

(2) #4 DOWELS W/ 4" EMBED INTO

EACH EXISTING PIER W/

STANDARD HOOK INTO NEW PIER

NO. 4 BARS AT 12" O.C.

BOTH WAYS

SET LOWER PARAPET REINFORCEMENT

12" INTO PIERSET DOWEL 6"

INTO PIER

#3 HORIZONTAL HOOPS

@ 12" O.C. VERTICALLY

VERTICAL REINFORCEMENT

NO.4 BARS @ 12" O.C. AROUND HOOP

3"

CONSTRUCT PARAPET

6" MIN BELOW GRADE

FILL AND GRADE

SURFACE

SET TO SAME ELEVATION

AS TOP OF SOUTH PIER

PLACE SALVAGED ROCKS

ALONG EDGE TO SHAPE APPROACH

(ALL SIDES)

SIDE PROFILE

PLAN

SECTION

(2) #3 HOOPS EVENLY

SPACED IN 8" CAP

EXISTING PIERS

APPROX. 2'X3'

NEW 8" THICK

CONCRETE CAP

8"

EXISTING PIERS

SEE PHOTO SHEET C-002

3' M

IN

2'

4X6 FLAT RETAINING WALL SLEEPER

AT GRADE W/ (2) 5/8" THREADED ROD

EPOXY ANCHORS W/RECESSED NUTS/WASHERS

7.5"

10.5" TO CL APPROACH

SPAN BEAM REF S-006

WOOD FRAMED APPROACH SPAN

FIELD VERIFY AND ADJUST THE LENGTH OF THE

SPAN TO MATCH FIELD CONDITIONS.

THE MAX LENGTH OF THE SPAN SHALL BE 6'

SOUTH FOOTING DETAIL

(5) HORIZONTAL REINF.

#4 BARS

#4 BARS @ 12" O.C.

1'

2'

8"

5'

1' -8

2'

3'

8"

4' -4

2'

POUR AGAINST EXISTING

FOOTING FILLING VOID AS

REQUIRED

6" MIN

SEE DETAIL THIS SHEET

SEE DETAIL THIS SHEET

SEE DETAIL THIS SHEET

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PL 12 X 12 X 34

2X6 RAILING. 10" O.C.

STAGGER JOINTS

C 12 X 20.3

HSS 4 X 8 X 14

2X8 DECKING

4X8X 14' LONG MEMBER @ 9" O.C.

STAGGER JOINTS

(TYP OF 9 ROWS)

L 2 X 2 X 14

6'-8"6'-8" 6'-8" 6'-8" 6'-8" 6'-8" 6'-8" 6'-8" 6'-8" 6'-8"

7' 2'

-6

2' -6

ORIENTATE

BACK TO

BACK

BRIDGE PLAN

BRIDGE PROFILE

DETAIL 1 DETAIL 3

DETAIL 2

DETAIL 5

DETAIL 4

6' -8

L 1 12 X 1 12 X 14L 1 12 X 1 12 X 14L 1 12 X 1 12 X 14L 1 12 X 1 12 X 14

HSS 3 X 3 X 14HSS 3 X 3 X 14

HSS 2 12 X 2 12 X 14 HSS 2 12 X 2 12 X 14

A S003

SYMMETRIC ABOUT ℄

WELD BACKS OF ANGLES

TOGETHER

HSS 4X6X1

4 TOP CHORD

HSS 4X6X1

4 TOP CHORD

H

SS

X

X

1 4

H

SS

X

X

1 4

H

SS

X

X

1 4

H

SS

X

X

1 4

H

SS

X

X

1 4

HSS 4 X 6 X 14

4X6 POST

4X6 POST

4X6 POST

4X6 POST

SCREW RAILS TO POST

WOOD FRAMING EXTENDS 8" BEYOND CL OF

BASE PLATE, TYPICAL EACH END OF BRIDGE

DECKING STOPS 12" SHORT OF

NEW PARAPET WALL SLEEPER

SEE SHEET S-006 FOR SOUTH

WOOD FRAMED APPROACH SPAN

SEE SHEET S-006 FOR SOUTH

WOOD FRAMED APPROACH SPAN

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8"8" 0 16"

HORIZ.

SECTION A

1 HSS 4 X 6X 14 TOP CHORD

2 HSS 4 X 6 X 14 BOTTOM CHORD

3 HSS 4 X 8 X 14 CROSS BEAM

4 HSS 3 X 3 X 14 VERTICAL

5 HSS 2 X 2 X 14 KICKER

6 HSS DIAGONAL

7 HSS LATERAL BRACING ANGLE

8 PL 4 X 8 X 14

9 4X4 NAILER BOLTED TO CROSS BEAM WITH 38"

THREADED STUDS WELDED TO CROSS BEAM

10 4X8 FLAT FLOOR JOISTS @ 9" O.C.

11 2X8 DECKING

12 2X4 NAILER BOLTED TO VERTICAL BEAM WITH 38"

THREADED STUDS WELDED TO VERTICAL

13 2X6 RAILING 10" O.C., BOTH SIDES

9 10

6'-1"

7'

2'-6"2'-6"

6' -8

5'

4" TYP

6"

A S003

1' 2'

-6

4' -2

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DETAIL 1 - TOP CHORD CONNECTION

1 HSS 4 X 6 X 14 TOP CHORD

2 HSS DIAGONAL

3 HSS 3 X 3 X 14 VERTICAL

4 PL 5 12 X 9 X 14 DOUBLE PLATE

NO SCALE

1 HSS 4 X 6X 14 BOTTOM CHORD

2 HSS DIAGONAL

3 HSS 3 X 3 X 14 VERTICAL

4 HSS 4 X 8 X 14 CROSS BEAM

DETAIL 2 - BOTTOM CHORD CONNECTION

NO SCALE

5 L 2 12 X2 12 X 5

16 DISTRIBUTION SHOE

6 HORIZONTAL BRACING ANGLE

DETAIL 3 - ABUTMENT CONNECTION

NO SCALE

1 HSS 4 X 6X 14 TOP CHORD

2 HSS 3 X 3X 14 DIAGONAL

3 HSS 3 X 3 X 14 VERTICAL

4 HSS 4 X 6X 14 ABUTMENT DIAGONAL

5 PL 5 12 X 8 X 14

6 COPE TOP CHORD TO FIT OVER DIAGONAL

DETAIL 4 - SPLICE CONNECTION

NO SCALE

1 HSS 4 X 6X 14 CHORD

2 PL 5 58 X 9 X 1/4

B S005

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DETAIL 5 - BEARING PLATE CONNECTION

3 C 12 X 20.3

4 PL 12 X 12 X 34

NO SCALE

DETAIL 5A -BEARING PLATE ISOMETRIC VIEW

NO SCALE

SECTION B

NO SCALE

1 HSS 4 X 6 X 14 BOTTOM CHORD

2 HSS DIAGONAL

3 HSS 3 X 3 X 14 VERTICAL

HSS 4 X 6X 14 ABUTMENT DIAGONAL

5 LATERAL BRACING ANGLE

6 FLANGE FACING CROSS BEAM IN

LOCATION WITH DIAGONAL

HSS 4 X 6X 14 BOTTOM CHORD

5 PL 4 X 20 X 38

6 LATERAL BRACING

8" X 2" LONG SLOTTED HOLES

HOLE FOR 58" BOLT

12" 12"

2" CLEAR

CUT NOTCH

HSS 4 X 8 X 14 CROSS BEAM

LOCATION WITH DIAGONALLOCATION W/O DIAGONAL

7 FLANGE FACING AWAY FROM CROSS

BEAM IN LOCATION WITHOUT DIAGONAL

2" 4"

B S005

2"1"

ATTACH 4X6 WOOD RAIL POST

4X6 NAILER FLAT

DETAIL 6 - BRIDGE DECK AND RAILING ISOMETRIC VIEW

NO SCALE

3 A325 TYPE 3 WELDED STUD, NUT AND 3

X 3 X 14 WEATHERING STEEL WASHER

4 2 X 8 RAILING

HSS 3 X 3 X 14 VERTICAL

2 X 6 NAILER

5 SIMPSON SDWS TIMBER SCREW - 4" LONG

6 STAGGER JOINTS. USE 14' LONG

RAILING MEMBERS MINIMUM

7 GALVANIZED 20D SPIKE

8 2 X 8 DECKING

9 4 X 8 JOIST AT 9" O.C.

10 A325 TYPE 3 WELDED STUD, NUT AND 3

X 3 X 14 WEATHERING STEEL WASHER

11 4 X 6 NAILER

12 HSS 4 X 8 X 14 CROSS BEAM

13 SIMPSON SDWS TIMBER SCREW - 6" LONG

14 STAGGER JOINTS. USE 14' LONG

MEMBERS MINIMUM 13

1.5"

2"

ELASTOMERIC BEARING PADS: EACH BASE PLATE

TO RECEIVE 12" X 12" X 1" THICK BEARING PAD

PER SPECIFICATIONS - SLOT BEARING PAD HOLES

TO MATCH BASE PLATE SLOTS

NOTE: BOTTOM CHORD MUST BE FULLY

WELDED TO DIAGONAL TOP CHORD PRIOR

TO ATTACHMENT OF BASE PLATE. SHOP

WELD INSPECTOR TO SPECIFICALLY

REVIEW AND DOCUMENT THIS

CONNECTION SEQUENCE

WELD BOTTOM CHORD TO

DIAGONAL PRIOR TO

ATTACHING BASEPLATE

COPE ANGLE WITH RADIUS CUT

9 ELASTOMER BEARING PAD

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1.251.25 0 2.5

HORIZ.

ADJUST GRADE

TO MATCH

DECK

1 4 X 10 BEAM

2 4 X 6 POST

PROFILE

PLAN

SECTION

8" PL SHOE

3 4 X 6 BRACE

4 2 X 6 RAILING

5 4X8 FLAT FLOOR JOISTS @ ~9" O.C.

6 2X8 DECKING

6 5

6 5

NOTE

FIELD VERIFY AND ADJUST THE LENGTH OF THE SPAN TO MATCH FIELD CONDITIONS.

THE MAX LENGTH OF THE SPAN SHALL BE APPROXIMATELY 6'

2" GAP

(1) 5/8" DIA. THRU BOLT - LOCATE 1"

ABOVE BOTTOM LIP OF BEVEL CUT

3/8" PL FABRICATED SHOE 5" WIDE X 7.5"

TALL X 8" CLEAR THROAT - W/(2) 3/4"

DIA HOLES FOR 5/8" THRU BOLTS - TYP.

(4) SHOE LOCATIONS - ANCHOR SHOES

TO FOUNDATION W/(1) 5/8"X4" EMBED EPOXY

ANCHOR

(2) 5/8" DIA. THRU BOLTS

W/2" EDGE DISTANCE (TYP).

BRIDGE DECK FRAMING EXTENDS 8"

BEYOND CL OF BRIDGE BASE PLATE

RAILING & DECKING

EXTENDS 2"

BEYOND POST/BEAM

3 3

4X6 FLAT RETAINING WALL SLEEPER

AT GRADE W/ (2) 5/8" THREADED ROD

EPOXY ANCHORS W/RECESSED

NUTS/WASHERS

8" PL SHOE

NEW FOOTING4 X 6 SHIM POST

FIELD CUT TO HEIGHT

2'-6"

2"

1.5"

ON NORTH SIDE SHOE ATTACHES TO

EXTENDED POST/SHIM. ON SOUTH SIDE

SHOE ATTACHES TO POST & 4 X 10. SECTION

SHOWN INCORRECT TO ILLUSTRATE

DIFFERENCE BETWEEN NORTH AND

SOUTH SUPPORT CONDITIONS

6' -2

" 5' -6

7.5"

8"

SHOE

FRAMING EXTENDS 2" BEYOND POST

SEE NOTE10.5"

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