PENNA - paturnpike.com · pts-715 \⠀㈀匀栀攀攀琀猀尩. october 2007. october 2007. bridge...

$: PENNA - paturnpike.com · pts-715 \⠀㈀匀栀攀攀琀猀尩. october 2007. october 2007. bridge deck temporary barrier. permanent concrete glare screen and concrete median barrier,$
TURN

PIKE

PENNA

OCTOBER 2007 EDITION

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%%USTANDARD DRAWING NUMBER

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%%UDRAWING DATE

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%%UDESCRIPTION

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PTS-715 (2 Sheets)

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OCTOBER 2007

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OCTOBER 2007

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BRIDGE DECK TEMPORARY BARRIER

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PERMANENT CONCRETE GLARE SCREEN AND CONCRETE MEDIAN BARRIER, STRUCTURE MOUNTED - F-SHAPE

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PTS-710 (1 Sheet)

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STRUCTURE BACKFILL AT BRIDGE ABUTMENTS AND WINGWALLS FLOWABLE BACKFILL - TYPE C

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FEBRUARY 2016

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*** PTS-700 (1 Sheet)

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MONOPIPE SIGN STRUCTURES FOR STATIC PANELS

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** PTS-740 (8 Sheets)

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%%uPENNSYLVANIA TURNPIKE COMMISSION%%u

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%%UINDEX OF STANDARDS FOR BRIDGE CONSTRUCTION

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OCTOBER 2015

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FEBRUARY 2016

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*** PTS-701 (1 Sheet)

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STRUCTURE BACKFILL AT BRIDGE ABUTMENTS AND WINGWALLS R-3 ROCK LINING

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MONOPIPE SIGN STRUCTURES FOR DYNAMIC MESSAGE SIGNS

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** PTS-750 (12 Sheets)

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OCTOBER 2015

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* - CHANGE NO. 1 (REVISED BY CHANGE NO. 2)

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** - CHANGE NO. 2

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*** - CHANGE NO. 3

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OCTOBER 2007

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GEOGRID REINFORCED BACKFILL AT STRUCTURES (DELETED)

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*** PTS-702 (2 Sheets)

RECOMMENDED:

APPROVED:

ASSISTANT CHIEF ENGINEER - DESIGN

CHIEF ENGINEER

TURN

PIKE

PENNA

PTS-700DATE: FEBRUARY 2016

OF1

PENNSYLVANIA TURNPIKE COMMISSION

STANDARD DRAWING

DRAWING TYPE:

1

FILE NAME: PTS-700-1.DWG

SHEET

5A

·

·

·

·

BB

A

A

FEBRUARY 5, 2015

FEBRUARY 5, 2016

STRUCTURE BACKFILL AT

BRIDGE ABUTMENTS AND WINGWALLS

FLOWABLE BACKFILL - TYPE C

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(SEE NOTE 8)

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MUD SLAB

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MUD SLAB

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(SEE NOTE 8)

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(SEE NOTE 8)

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EXTENT OF CONTRACTOR'S OVER- EXCAVATION (SEE NOTE 3)

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GUIDE RAIL (TYP.) DO NOT PLACE STRUCTURE BACKFILL OR OTHER MATERIAL IN THE VICINITY OF THE GUIDE RAIL THAT MAY IMPEDE POST DRIVING. FOR LENGTHS OF POSTS REFER TO RC-50M, TABLE A.

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PAY LIMIT OF FLOWABLE BACKFILL

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CLASS 1 GEOTEXTILE

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NO. 57 COARSE AGGREGATE ENCASED IN GEOTEXTILE, CLASS 1

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(TYPICAL)

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6" PERFORATED SCHEDULE 40 PVC PIPE

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GEOCOMPOSITE DRAIN, CLASS 4, TYPE A GEOTEXTILE (SEE NOTE 5)

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MUD SLAB

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PAY LIMIT OF FLOWABLE BACKFILL

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FOUNDATION DRAIN (SEE NOTE 6)

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EMBANKMENT AND TOPSOIL (SEE NOTE 7)

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1'-0" (TYP.)

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1'-0" (TYP.)

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%%U ABUTMENT

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1'-0" (MIN.)

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TOP OF WINGWALL

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PAVEMENT SECTION

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OR APPROACH SLAB

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BOTTOM OF APPROACH SLAB

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FINISHED GRADE

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FINISHED GRADE

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STRUCTURE BACKFILL

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FLOWABLE BACKFILL - TYPE C

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EMBANKMENT MATERIAL

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%%u LEGEND %%U

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%%uGENERAL NOTES%%U

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PAVEMENT SECTION

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EXCAVATE AND BENCH INTO EXISTING GROUND. PLACE EMBANKMENT BACKFILL PER SECTION 206 (TYP.)

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PILES WHERE APPLICABLE

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BOTTOM OF APPROACH SLAB (SEE NOTE 10)

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6" (MIN.) PAVEMENT BASE DRAIN (PER PTS-111)

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WEEP HOLE (SEE NOTE 6)

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CONSTRUCT BENCHES INTO EXISTING GROUND PRIOR TO PLACING FLOWABLE BACKFILL WITH BENCH HEIGHTS CONSISTENT WITH THE FLOWABLE FILL LIFT THICKNESS. (SEE NOTES 3&4)

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PROVIDE TRANSVERSE PAVEMENT BASE DRAIN (6" MIN) AT THE LIMIT OF THE FLOWABLE BACKFILL

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TYPE C FLOWABLE BACKFILL PLACED IMMEDIATELY FOLLOWING FOOTING FORM REMOVAL. PRIOR TO PLACEMENT REMOVE ALL DEBRIS, SEDIMENT, ANY LOOSENED EMBANKMENT MATERIALS AND ANY EMBANKMENT MATERIAL THAT IS ABOVE THE OPTIMUM MOISTURE CONTENT. RE-COMPACT ANY DISTURBED EMBANKMENT MATERIALS. THE PREPARATION IS INCIDENTAL TO STRUCTURE BACKFILL.

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2.0 (MIN.)

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CLASS 3 EXCAVATION LIMIT

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SECTION A-A

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PAY LIMIT OF CLASS 3 EXCAVATION/FLOWABLE BACKFILL

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1.PREVENT SURFACE RUNOFF FROM ENTERING THE ABUTMENT AND WINGWALL EXCAVATION. PERFORM PREVENT SURFACE RUNOFF FROM ENTERING THE ABUTMENT AND WINGWALL EXCAVATION. PERFORM EXCAVATION IN SUCH A MANNER TO PROVIDE POSITIVE DRAINAGE AWAY FROM THE FOOTING. 2.PLACE STRUCTURE BACKFILL, FLOWABLE BACKFILL AND EMBANKMENT IN ACCORDANCE WITH THIS STANDARD PLACE STRUCTURE BACKFILL, FLOWABLE BACKFILL AND EMBANKMENT IN ACCORDANCE WITH THIS STANDARD DRAWING AND MEETING THE REQUIREMENTS OF SECTIONS 206, 220, 1001 AND THE APPROVED QC PLAN. PLACE STRUCTURE BACKFILL AND EMBANKMENT IN CONCURRENT OPERATIONS TO ENSURE PROPER COMPACTION. R-3 ROCK STRUCTURE BACKFILL TO MEET THE REQUIREMENTS OF SECTION 850.2(a). 3.CONSTRUCT BENCHING IMMEDIATELY PRIOR TO PLACING FLOWABLE STRUCTURE BACKFILL. PROVIDE FLOWABLE CONSTRUCT BENCHING IMMEDIATELY PRIOR TO PLACING FLOWABLE STRUCTURE BACKFILL. PROVIDE FLOWABLE STRUCTURE BACKFILL WITHIN THE LIMITS OF EXCAVATION; IF THE CONTRACTOR OVER-EXCAVATES BEYOND THE PAY LIMITS SHOWN, THE ADDITIONAL AREA MUST BE REPLACED WITH FLOWABLE STRUCTURE BACKFILL AT NO ADDITIONAL COST TO THE COMMISSION. ALTERNATELY, THE OVER-EXCAVATED AREA (BEYOND THE ORIGINAL LIMITS) CAN BE RECONSTRUCTED AS EMBANKMENT, AT NO ADDITIONAL COST TO THE COMMISSION, IF THE FOLLOWING REQUIREMENTS ARE MET: A.THE EMBANKMENT AREA IS ACCESSIBLE TO THE EQUIPMENT AS SPECIFIED UNDER SECTION 206.3(b)1., AND CAN BE THE EMBANKMENT AREA IS ACCESSIBLE TO THE EQUIPMENT AS SPECIFIED UNDER SECTION 206.3(b)1., AND CAN BE RECONSTRUCTED IN FULL COMPLIANCE WITH SECTION 206 AND THE FOLLOWING RESTRICTIONS: THE EMBANKMENT MATERIAL IS FREE OF ANY SLAKING CLAYSTONE, REDBEDS AND OTHER ROCK-LIKE MATERIALS FORMED OF MUD, CLAY, SILT AND FINE SAND OR SIMILAR MATERIALS HAVING A DELETERIOUS FRACTION OF 25% OR MORE AS DETERMINED BY PTM NO. 519 WET-DRY DURABILITY TEST. SECTION 206.3(b)6.ROCK: EXCEPT THAT ROCK IS SIZED TO BE PLACED IN NOMINAL LIFTS OF 8 INCHES. B.BENCH THE EXISTING EMBANKMENT PER THE ACCEPTED QC PLAN, IMMEDIATELY PRIOR TO OR SIMULTANEOUSLY WITH BENCH THE EXISTING EMBANKMENT PER THE ACCEPTED QC PLAN, IMMEDIATELY PRIOR TO OR SIMULTANEOUSLY WITH THE EMBANKMENT RECONSTRUCTION. C.THE RECONSTRUCTED EMBANKMENT IS ALSO BENCHED, PER THE ACCEPTED QC PLAN, IMMEDIATELY PRIOR TO OR THE RECONSTRUCTED EMBANKMENT IS ALSO BENCHED, PER THE ACCEPTED QC PLAN, IMMEDIATELY PRIOR TO OR SIMULTANEOUSLY WITH STRUCTURE BACKFILL PLACEMENT. D.IF R-3 ROCK IS USED TO RECONSTRUCT THE CONTRACTOR'S OVER-EXCAVATED EMBANKMENT: IF R-3 ROCK IS USED TO RECONSTRUCT THE CONTRACTOR'S OVER-EXCAVATED EMBANKMENT: THE EXISTING EMBANKMENT IS TO BE BENCHED CONCURRENT WITH THE PLACEMENT OF THE R-3 ROCK. THE FACE AGAINST THE FLOWABLE BACKFILL CANNOT ENCROACH INTO THE STRUCTURE BACKFILL PAY LIMITS. BENCHING OF THE R-3 ROCK IS NOT REQUIRED. PLACE A LAYER OF GEOTEXTILE OVER THE R-3 ROCK TO CONTAIN THE FLOWABLE BACKFILL. 4.BENCH HEIGHTS AND WIDTHS MAY VARY DEPENDING ON SITE SPECIFIC SOIL CONDITIONS. BENCHING MAY BE BENCH HEIGHTS AND WIDTHS MAY VARY DEPENDING ON SITE SPECIFIC SOIL CONDITIONS. BENCHING MAY BE ELIMINATED IF ROCK IS ENCOUNTERED WITHIN THE LIMIT OF EXCAVATION WITH THE APPROVAL OF THE COMMISSION'S GEOTECHNICAL REPRESENTATIVE. BENCHING AND THE BACKFILL OF BENCHES ARE INCIDENTAL TO THE PLACEMENT OF STRUCTURE BACKFILL. PERFORM EXCAVATIONS IN COMPLIANCE WITH 29 CFR, PART 1926, SUBPART P. 5.PLACE GEOCOMPOSITE DRAIN AND CLASS 4, TYPE A, GEOTEXTILE IN ACCORDANCE WITH THIS STANDARD PLACE GEOCOMPOSITE DRAIN AND CLASS 4, TYPE A, GEOTEXTILE IN ACCORDANCE WITH THIS STANDARD DRAWING AND THE SPECIAL PROVISIONS. PLACE DRAIN FROM TOP OF FOOTING TO THE BOTTOM OF APPROACH SLAB AND PROVIDE 100% COVERAGE ALONG BACK OF ABUTMENT AND U-WINGS. 6.REFER TO STRUCTURE DRAWINGS FOR ADDITIONAL DETAILS FOR WEEP HOLES, FOUNDATION DRAIN AND REFER TO STRUCTURE DRAWINGS FOR ADDITIONAL DETAILS FOR WEEP HOLES, FOUNDATION DRAIN AND OUTLETS. 7.COVER ALL STRUCTURE BACKFILL EXTENDING BEYOND THE FOOTPRINT OF THE PAVEMENT SECTION, SUCH AS COVER ALL STRUCTURE BACKFILL EXTENDING BEYOND THE FOOTPRINT OF THE PAVEMENT SECTION, SUCH AS BEHIND FLARED WINGS, WITH 2 FEET NOMINAL DEPTH OF EMBANKMENT INCLUDING TOPSOIL NECESSARY FOR SEEDING. CHOKE TOP OF STRUCTURE BACKFILL, HAVING A FINAL SURFACE AT 2:1 OR FLATTER, WITH AASHTO NO. 57 AGGREGATE PRIOR TO PLACING EMBANKMENT. THE AASHTO NO. 57 IS INCIDENTAL TO THE STRUCTURE BACKFILL. 8.FOR SPREAD FOOTINGS, CONSTRUCT A CLASS C CEMENT CONCRETE MUD SLAB AS INDICATED ON THE FOR SPREAD FOOTINGS, CONSTRUCT A CLASS C CEMENT CONCRETE MUD SLAB AS INDICATED ON THE DRAWINGS. MUD SLAB WILL NOT BE REQUIRED WHEN NOT SHOWN ON DRAWINGS. FOR DEEP FOUNDATIONS: AFTER PILE DRIVING, LEVEL AND RE-COMPACT THE SUBGRADE (USING NON-MOVEMENT CRITERIA) IN THE FOOTING AREA, INCLUDING AROUND THE PILES, TO PROVIDE AN EVEN AND STABLE SUPPORT FOR THE PLACEMENT OF THE FORMS AND REINFORCEMENT STEEL. 9.ORIGINAL GROUND OR EMBANKMENT THAT IS CONSTRUCTED IN ACCORDANCE WITH NOTE 3. ORIGINAL GROUND OR EMBANKMENT THAT IS CONSTRUCTED IN ACCORDANCE WITH NOTE 3. 10.MATCH THE FINISHED TOP OF THE FLOWABLE FILL TO THE ROADWAY GRADE AND CROSS SLOPES, THE MATCH THE FINISHED TOP OF THE FLOWABLE FILL TO THE ROADWAY GRADE AND CROSS SLOPES, THE CONTRACTOR'S QC PLAN IS TO INCLUDE THE MEANS AND METHODS TO ATTAIN THE FINISHED SURFACE. THE FOLLOWING MAY BE CONSIDERED IN THE PREPARATION OF THE PLAN: A.THE TOP COURSE OF FLOWABLE BACKFILL MAY BE STIFFENED, THEN FINISHED OR CUT TO ACHIEVE THE THE TOP COURSE OF FLOWABLE BACKFILL MAY BE STIFFENED, THEN FINISHED OR CUT TO ACHIEVE THE GRADE AND CROSS SLOPES. B.THE DEPTH OF THE CONCRETE APPROACH SLAB OR RIGID PAVEMENT MAY BE NOMINALLY INCREASED. THE DEPTH OF THE CONCRETE APPROACH SLAB OR RIGID PAVEMENT MAY BE NOMINALLY INCREASED. C.THE DEPTH OF THE SUBBASE FOR FLEXIBLE PAVEMENTS MAY BE NOMINALLY INCREASED.THE DEPTH OF THE SUBBASE FOR FLEXIBLE PAVEMENTS MAY BE NOMINALLY INCREASED.

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GEOCOMPOSITE DRAIN

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GEOTEXTILE, CLASS 4, TYPE A

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1.0

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SLOPE RATIO AND SLOPE PROTECTION PER PLAN

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(MIN.)

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CLASS 3 EXCAVATION LIMIT FOR ABUTMENT IN FILL. PROVIDE POSITIVE DRAINAGE AWAY FROM FOOTING. FOR ABUTMENTS IN CUT, SEE RC-11M.

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%%UPLAN VIEWS

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%%U ABUTMENT WITH U-WINGS

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SEE NOTE 9

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SEE NOTE 7

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%%U ABUTMENT WITH FLARED WINGS

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SEE NOTE 9

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1.5

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GEOCOMPOSITE DRAIN, CLASS 4, TYPE A GEOTEXTILE (SEE NOTE 5)

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1.5

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SEE NOTE 9

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SEE NOTE 9

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CONTRACTOR'S OVER-EXCAVATION AREA

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(NOTE: COST OF GEOTEXTILE IS INCIDENTAL TO THE COST OF THE NO. 57 COURSE AGGREGATE.)

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FOUNDATION DRAIN OUTLET (SEE NOTE 6)

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(SEE NOTE 7)

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TYPE C FLOWABLE BACKFILL PLACED IMMEDIATELY FOLLOWING FOOTING FORM REMOVAL. PRIOR TO PLACEMENT REMOVE ALL DEBRIS, SEDIMENT, ANY LOOSENED EMBANKMENT MATERIALS AND ANY EMBANKMENT MATERIAL THAT IS ABOVE THE OPTIMUM MOISTURE CONTENT. RE-COMPACT ANY DISTURBED EMBANKMENT MATERIALS. THE PREPARATION IS INCIDENTAL TO STRUCTURE BACKFILL.

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ROADWAY PAVEMENT

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APPROACH SLAB

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SECTION B-B

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REFER TO STRUCTURE DRAWINGS FOR WATERPROOFING DETAILS

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STRUCTURE BACKFILL PAY LIMIT

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(SEE NOTE 7)

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CONSTRUCT BENCHES INTO EXISTING GROUND PRIOR TO PLACING FLOWABLE BACKFILL WITH BENCH HEIGHTS CONSISTENT WITH THE FLOWABLE FILL LIFT THICKNESS. (SEE NOTES 3&4)

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1'-0" (TYP.)

RECOMMENDED:

APPROVED:


CHIEF ENGINEER

TURN

PIKE

PENNA

PTS-701DATE: FEBRUARY 2016

OF1


STANDARD DRAWING

DRAWING TYPE:

1

FILE NAME: PTS-701-1

SHEET

5A

·

·

B

B

A

A

FEBRUARY 5, 2016

FEBRUARY 5, 2016

STRUCTURE BACKFILL AT

BRIDGE ABUTMENTS AND WINGWALLS

R-3 ROCK

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EMBANKMENT MATERIAL

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%%U LEGEND

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STRUCTURE BACKFILL

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%%U GENERAL NOTES

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1'-0" (TYP.)

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FINISHED GRADE

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OR APPROACH SLAB

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PAVEMENT SECTION

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TOP OF WINGWALL

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PAVEMENT SECTION

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%%UABUTMENT

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CONSTRUCT BENCHES INTO EXISTING GROUND PRIOR TO PLACING STRUCTURE BACKFILL (SEE NOTES 3&4)

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CONSTRUCT BENCHES INTO EXISTING GROUND PRIOR TO PLACING STRUCTURE BACKFILL (SEE NOTES 3&4)

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EMBANKMENT AND TOPSOIL (SEE NOTE 7)

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NO. 57 COARSE AGGREGATE ENCASED IN GEOTEXTILE, CLASS 1 (NOTE: COST OF GEOTEXTILE IS INCIDENTAL TO THE COST OF THE NO. 57 COURSE AGGREGATE.)

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6" PERFORATED SCHEDULE 40 PVC PIPE

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CLASS 1 GEOTEXTILE

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MUD SLAB

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1'-0" (TYP.)

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MUD SLAB

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MUD SLAB

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(SEE NOTE 8)

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(SEE NOTE 8)

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(SEE NOTE 8)

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CLASS C CONCRETE, TYPE C FLOWABLE BACKFILL OR STRUCTURE BACKFILL PLACED AFTER THE REMOVAL OF FORMS, ALL DEBRIS, SEDIMENT, ANY LOOSENED EMBANKMENT MATERIALS AND ANY EMBANKMENT MATERIAL THAT IS ABOVE THE OPTIMUM MOISTURE CONTENT. RE-COMPACT ANY DISTURBED EMBANKMENT MATERIALS. THE PREPARATION IS INCIDENTAL TO STRUCTURE BACKFILL.

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1'-0" (MIN.)

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%%UPLAN VIEWS

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%%U ABUTMENT WITH FLARED WINGS

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%%U ABUTMENT WITH U-WINGS

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EXCAVATE AND BENCH INTO EXISTING GROUND. PLACE EMBANKMENT BACKFILL PER SECTION 206 (TYP.)

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SEE NOTE 9

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SEE NOTE 7

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PROVIDE TRANSVERSE PAVEMENT BASE DRAIN (6" MIN. PER PTS-111) WITHIN THE EMBANKMENT MATERIAL SUCH THAT THE DRAINAGE IS NOT PERMITTED TO ENTER STRUCTURE BACKFILL.

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1.PREVENT SURFACE RUNOFF FROM ENTERING THE ABUTMENT AND WINGWALL EXCAVATION. PERFORM PREVENT SURFACE RUNOFF FROM ENTERING THE ABUTMENT AND WINGWALL EXCAVATION. PERFORM EXCAVATION IN SUCH A MANNER TO PROVIDE POSITIVE DRAINAGE AWAY FROM THE FOOTING. 2.PLACE STRUCTURE BACKFILL AND EMBANKMENT IN ACCORDANCE WITH THIS STANDARD DRAWING AND PLACE STRUCTURE BACKFILL AND EMBANKMENT IN ACCORDANCE WITH THIS STANDARD DRAWING AND MEETING THE REQUIREMENTS OF SECTIONS 206 AND 1001 AND THE APPROVED QC PLAN. PLACE STRUCTURE BACKFILL AND EMBANKMENT IN CONCURRENT OPERATIONS TO ENSURE PROPER COMPACTION. R-3 ROCK STRUCTURE BACKFILL TO MEET THE REQUIREMENTS OF SECTION 850.2(a). 3.CONSTRUCT BENCHING IMMEDIATELY PRIOR TO PLACING STRUCTURE BACKFILL. PROVIDE STRUCTURE BACKFILL WITHIN CONSTRUCT BENCHING IMMEDIATELY PRIOR TO PLACING STRUCTURE BACKFILL. PROVIDE STRUCTURE BACKFILL WITHIN THE LIMITS OF EXCAVATION; IF THE CONTRACTOR OVER-EXCAVATES BEYOND THE PAY LIMITS SHOWN, THE ADDITIONAL AREA MUST BE REPLACED WITH STRUCTURE BACKFILL AT NO ADDITIONAL COST TO THE COMMISSION. ALTERNATELY, THE OVER-EXCAVATED AREA (BEYOND THE ORIGINAL LIMITS) CAN BE RECONSTRUCTED AS EMBANKMENT, AT NO ADDITIONAL COST TO THE COMMISSION, IF THE FOLLOWING REQUIREMENTS ARE MET: A.THE EMBANKMENT AREA IS ACCESSIBLE TO THE EQUIPMENT AS SPECIFIED UNDER SECTION 206.3(b)1., AND CAN BE THE EMBANKMENT AREA IS ACCESSIBLE TO THE EQUIPMENT AS SPECIFIED UNDER SECTION 206.3(b)1., AND CAN BE RECONSTRUCTED IN FULL COMPLIANCE WITH SECTION 206 AND THE FOLLOWING RESTRICTIONS: THE EMBANKMENT MATERIAL IS FREE OF ANY SLAKING CLAYSTONE, REDBEDS AND OTHER ROCK-LIKE MATERIALS FORMED OF MUD, CLAY, SILT AND FINE SAND OR SIMILAR MATERIALS HAVING A DELETERIOUS FRACTION OF 25% OR MORE AS DETERMINED BY PTM NO. 519 WET-DRY DURABILITY TEST. SECTION 206.3(b)6.ROCK: EXCEPT THAT ROCK IS SIZED TO BE PLACED IN LIFTS OF NO MORE THAN 8 INCHES. B.BENCH THE EXISTING EMBANKMENT, PER THE ACCEPTED QC PLAN, IMMEDIATELY PRIOR TO OR SIMULTANEOUSLY WITH BENCH THE EXISTING EMBANKMENT, PER THE ACCEPTED QC PLAN, IMMEDIATELY PRIOR TO OR SIMULTANEOUSLY WITH THE EMBANKMENT RECONSTRUCTION. C.THE RECONSTRUCTED EMBANKMENT IS ALSO BENCHED, PER THE ACCEPTED QC PLAN, IMMEDIATELY PRIOR TO OR THE RECONSTRUCTED EMBANKMENT IS ALSO BENCHED, PER THE ACCEPTED QC PLAN, IMMEDIATELY PRIOR TO OR SIMULTANEOUSLY WITH STRUCTURE BACKFILL PLACEMENT. 4.BENCH HEIGHTS AND WIDTHS MAY VARY DEPENDING ON SITE SPECIFIC SOIL CONDITIONS. BENCHING MAY BENCH HEIGHTS AND WIDTHS MAY VARY DEPENDING ON SITE SPECIFIC SOIL CONDITIONS. BENCHING MAY BE ELIMINATED IF ROCK IS ENCOUNTERED WITHIN THE LIMIT OF EXCAVATION WITH THE APPROVAL OF THE COMMISSION'S GEOTECHNICAL REPRESENTATIVE. BENCHING AND THE BACKFILL OF BENCHES ARE INCIDENTAL TO THE PLACEMENT OF STRUCTURE BACKFILL. PERFORM EXCAVATIONS IN COMPLIANCE WITH 29 CFR, PART 1926, SUBPART P 5.THIS NOTE INTENTIONALLY LEFT BLANK. THIS NOTE INTENTIONALLY LEFT BLANK. 6.REFER TO STRUCTURE DRAWINGS FOR ADDITIONAL DETAILS FOR WEEP HOLES, FOUNDATION DRAIN AND REFER TO STRUCTURE DRAWINGS FOR ADDITIONAL DETAILS FOR WEEP HOLES, FOUNDATION DRAIN AND OUTLETS. 7.COVER ALL STRUCTURE BACKFILL EXTENDING BEYOND THE FOOTPRINT OF THE PAVEMENT SECTION, SUCH COVER ALL STRUCTURE BACKFILL EXTENDING BEYOND THE FOOTPRINT OF THE PAVEMENT SECTION, SUCH AS BEHIND FLARED WINGS, WITH 2 FEET NOMINAL DEPTH OF EMBANKMENT INCLUDING TOPSOIL NECESSARY FOR SEEDING. CHOKE TOP OF STRUCTURE BACKFILL, HAVING A FINAL SURFACE AT 2:1 OR FLATTER, WITH AASHTO NO.57 AGGREGATE PRIOR TO PLACING EMBANKMENT. THE AASHTO NO.57 IS INCIDENTAL TO THE STRUCTURE BACKFILL. 8.FOR SPREAD FOOTINGS, CONSTRUCT A CLASS C CEMENT CONCRETE MUD SLAB AS INDICATED ON THE FOR SPREAD FOOTINGS, CONSTRUCT A CLASS C CEMENT CONCRETE MUD SLAB AS INDICATED ON THE DRAWINGS. MUD SLAB WILL NOT BE REQUIRED WHEN NOT SHOWN ON DRAWINGS. FOR DEEP FOUNDATIONS: AFTER PILE DRIVING, LEVEL AND RE-COMPACT THE SUBGRADE (USING NON-MOVEMENT CRITERIA) IN THE FOOTING AREA, INCLUDING AROUND THE PILES, TO PROVIDE AN EVEN AND STABLE SUPPORT FOR THE PLACEMENT OF THE FORMS AND REINFORCEMENT STEEL. 9.ORIGINAL GROUND OR EMBANKMENT THAT IS CONSTRUCTED IN ACCORDANCE WITH NOTE 3. ORIGINAL GROUND OR EMBANKMENT THAT IS CONSTRUCTED IN ACCORDANCE WITH NOTE 3. 10.CHOKE TOP OF R-3 STRUCTURE BACKFILL UNDER PAVEMENT SECTIONS WITH AASHTO NO.57 AGGREGATE, CHOKE TOP OF R-3 STRUCTURE BACKFILL UNDER PAVEMENT SECTIONS WITH AASHTO NO.57 AGGREGATE, 2 INCHES MINIMUM/6 INCHES MAXIMUM; INCIDENTAL TO THE STRUCTURE BACKFILL. EXTEND BACKFILL TO EITHER THE BOTTOM OF CONCRETE FOR RIGID PAVEMENT OR TO THE BOTTOM OF SUBBASE FOR FLEXIBLE PAVEMENT.

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SLEEPER SLAB (IF REQUIRED)

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SEE NOTE 10

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APPROACH SLAB

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PAY LIMIT OF CLASS 3 EXCAVATION/STRUCTURE BACKFILL

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SECTION A-A

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SECTION B-B

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PAY LIMITS OF CLASS 3 EXCAVATION

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PAY LIMITS OF CLASS 3 EXCAVATION

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2.0

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1.5

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1.0

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1.5

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1.0

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(TYPICAL)

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SLOPE RATIO AND SLOPE PROTECTION PER PLAN

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(MIN.)

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CLASS 3 EXCAVATION LIMIT FOR ABUTMENT IN FILL. PROVIDE POSITIVE DRAINAGE AWAY FROM FOOTING. FOR ABUTMENTS IN CUT, SEE RC-11M.

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SEE NOTE 9

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SEE NOTE 9

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EXTENT OF CONTRACTOR'S OVER-EXCAVATION (SEE NOTE 3)

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1.5

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1.0

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1.5

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1.0

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SEE NOTE 9

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CLASS C CONCRETE OR TYPE C FLOWABLE FILL

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CONTRACTOR'S OVER-EXCAVATION AREA

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PAVEMENT SECTION OR APPROACH SLAB

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REFER TO STRUCTURE DRAWINGS FOR WATERPROOFING DETAILS

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CLASS C CONCRETE, TYPE C FLOWABLE BACKFILL OR STRUCTURE BACKFILL PLACED AFTER THE REMOVAL OF FORMS, ALL DEBRIS, SEDIMENT, ANY LOOSENED EMBANKMENT MATERIALS AND ANY EMBANKMENT MATREIAL THAT IS ABOVE THE OPTIMUM MOISTURE CONTENT. RE-COMPACT ANY DISTURBED EMBANKMENT MATERIALS. THE PREPARATION IS INCIDENTAL TO STRUCTURE BACKFILL.

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(SEE NOTE 7)

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GUIDE RAIL (TYP.) DO NOT PLACE STRUCTURE BACKFILL OR OTHER MATERIAL IN THE VICINITY OF THE GUIDE RAIL THAT MAY IMPEDE POST DRIVING. FOR LENGTHS OF POSTS REFER TO RC-50M, TABLE A.

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(SEE NOTE 7)

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ROADWAY PAVEMENT

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APPROACH SLAB

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1'-0" (TYP.)

OCTOBER 2007 PTS-710

1 1

OCTOBER 29, 2007

OCTOBER 31, 2007PTS-710.DWG

5A

RECOMMENDED:

APPROVED:ASSISTANT CHIEF ENGINEER - DESIGN

CHIEF ENGINEERDATE:

OF

PENNSYLVANIA TURNPIKE COMMISSIONSTANDARD DRAWING

DRAWING TYPE:FILE NAME:

SHEET


1 2

OCTOBER 29, 2007

OCTOBER 31, 2007PTS-715-1.DWG

5A

RECOMMENDED:

APPROVED:ASSISTANT CHIEF ENGINEER - DESIGN

CHIEF ENGINEERDATE:

OF

PENNSYLVANIA TURNPIKE COMMISSIONSTANDARD DRAWING

DRAWING TYPE:FILE NAME:

SHEET


2 2

OCTOBER 29, 2007

OCTOBER 31, 2007PTS-715-2.DWG

5A

GENERAL NOTES

1

RECOMMENDED:

APPROVED:


CHIEF ENGINEER

TURN-

PIKE

PENNA

DATE:

OF


STANDARD DRAWING

DRAWING TYPE:

FILE NAME:

SHEET

$FILES$

8

MONOPIPE SIGN STRUCTURES

FOR STATIC PANELS

OCTOBER 2015

5A

PTS-740

OCTOBER 14, 2015

OCTOBER 14, 2015

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CANTILEVER STRUCTURE

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TOP OF CAISSON

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SIGN STRUCTURE SPAN

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(38'-0" MAX.)

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SIGN STRUCTURE HEIGHT

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(30'-0" MAX.)

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VERTICAL CLEARANCE

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(17'-6" MIN.)

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SIGN PANEL HEIGHT

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(20'-0" MAX.)

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VERTICAL CLEARANCE

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(17'-6" MIN.)

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(30'-0" MAX.)

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SIGN STRUCTURE SPAN

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(200'-0" MAX.)

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%%uDESIGN%%U

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%%uFABRICATION%%U

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%%uCONSTRUCTION%%U

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TOP OF CAISSON

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SIGN PANEL HEIGHT (20'-0" MAX.)

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DIFFERENCE IN TOP OF CAISSONS (5'-0" MAX.)

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%%uMATERIAL%%U

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%%uINDEX OF SHEETS%%U

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1. GENERAL NOTES 2. CANTILEVER DETAILS & TABLES 3. FRAME DETAILS 4. FRAME TABLES - 1 5. FRAME TABLES - 2 6. MAST & MAST ARM DETAILS 7. SIGN PANEL SUPPORT BEAM DETAILS 8. FOUNDATION TABLES & DETAILS

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FRAME STRUCTURE

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1. PROVIDE MATERIALS AND WORKMANSHIP IN ACCORDANCE WITH THE PENNSYLVANIA DEPARTMENT OF TRANSPORTATION SPECIFICATIONS PUBLICATION 408, THE PENNSYLVANIA TURNPIKE COMMISSION SPECIFICATIONS, THE AASHTO/AWS/D1.5M/D1.5:2008 BRIDGE WELDING CODE, AND THE CONTRACT SPECIAL PROVISIONS. USE ANSI/AWS/D1.1/D1.1M-2008 FOR WELDING NOT COVERED IN AASHTO/AWS/D1.5M/D1.5:2008. 2. PROVIDE STRUCTURAL STEEL CONFORMING TO AASHTO M270, GRADE 36 OR GREATER (ASTM A709, GRADE 36 OR GREATER) DESIGNATION EXCEPT WHEN NOTED OTHERWISE. 3. PROVIDE WELDED OR SEAMLESS STEEL PIPE CONFORMING TO ASTM A53, GRADE B. 4. PROVIDE HIGH-STRENGTH STEEL BOLTS CONFORMING TO AASHTO M164 (ASTM A325). PROVIDE ANCHOR BOLTS CONFORMING TO ASTM F1554, GRADE 55. PROVIDE U-BOLTS CONFORMING TO ASTM A449. MECHANICALLY GALVANIZE ALL BOLTS (EXCEPT ANCHOR BOLTS), NUTS AND WASHERS. EITHER MECHANICALLY OR HOT-DIP GALVANIZE ALL ANCHOR BOLTS IN ACCORDANCE WITH FABRICATION NOTE 7 ON THIS SHEET. 5. PROVIDE GRADE 60 REINFORCEMENT STEEL BARS THAT MEET THE REQUIREMENTS OF ASTM-A615 OR ASTM-A706. DO NOT WELD REINFORCEMENT BARS. 6. USE CLASS A CONCRETE IN CAISSON FOUNDATIONS. 7. CHARPY V-NOTCH TESTING IS REQUIRED ON ALL STEEL PLATES AND PIPES OVER 1/2" THICK. PROVIDE STEEL CONFORMING TO THE CHARPY V-NOTCH REQUIREMENTS FOR ZONE 2, NON FRACTURE CRITICAL AS GIVEN IN THE AASHTO MATERIAL SPECIFICATIONS.

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1. POSITION ALL SIGN PANELS SO EQUAL HEIGHT IS ABOVE AND BELOW MAST ARM CENTERLINE. OBTAIN PERMISSION FROM THE REPRESENTATIVE PRIOR TO POSITIONING SIGN PANELS IN ANY OTHER MANNER. 2. CONSTRUCT SIGN STRUCTURES TRUE TO DIMENSION, FREE FROM KINKS, TWISTS OR BENDS, AND UNIFORM IN APPEARANCE. ASSEMBLE COMPLETED SECTIONS IN THE SHOP AND CHECK FOR STRAIGHTNESS, ALIGNMENT, DIMENSION, AND UNIFORM CONTACT BETWEEN SPLICE PLATES. CORRECT ANY VARIATIONS TO THE SATISFACTION OF THE REPRESENTATIVE. 3. FORM MASTS FOR SIGN STRUCTURES TO THE RADII SHOWN ON THE PLANS IN ACCORDANCE WITH THE TUBE AND PIPE ASSOCIATION INTERNATIONAL RECOMMENDED STANDARDS FOR INDUCTION BENDING OF PIPE AND TUBE (TPA-IBS-98). 4. AFFIX CLIPS, EYES, OR REMOVABLE BRACKETS TO ALL MASTS AND MAST ARMS, AS NECESSARY, TO SECURE THE SIGN STRUCTURE DURING SHIPPING AND FOR LIFTING AND MOVING DURING ERECTION. THIS IS TO PREVENT DAMAGE TO THE FINISHED GALVANIZED OR PAINTED SURFACES. REMOVE BRACKETS ON SIGN STRUCTURES AFTER ERECTION. INCLUDE DETAILS OF SUCH DEVICES ON THE SHOP DRAWINGS. 5. FABRICATE ALL SIGN STRUCTURES INTO THE LARGEST PRACTICAL SECTIONS PRIOR TO GALVANIZING. SUBMIT SPLICE LOCATIONS TO THE REPRESENTATIVE FOR APPROVAL. DO NOT COMMENCE FABRICATION UNTIL SUCH SPLICE LOCATIONS ARE APPROVED. 6. GRIND ALL AREAS TO BE WELDED TO BRIGHT METAL. BUTT WELD SPLICES ARE NOT PERMITTED, UNLESS SHOWN ON THE PLANS. COMPLETE ALL WELDING AND REQUIRED TESTING BEFORE ANY MATERIAL IS GALVANIZED. NON-DESTRUCTIVELY TEST ALL CIRCUMFERENTIAL AND STIFFENER WELDS USING THE METHODS AND PROCEDURES IN ACCORDANCE WITH SECTION 948. THE ACCEPTABLE CRITERIA ARE STATED IN TABLE 6.1 OF ANSI/AWS D1.1/D1.1M. PROVIDE FULL PENETRATION GROOVE WELDS FOR ALL LONGITUDINAL WELDS WITHIN 6" OF A FULL PENETRATION CIRCUMFERENTIAL GROOVE WELD AND INSPECT AS SPECIFIED ABOVE. MINIMIZE UNDERCUT. UNDERCUT GREATER THAN 0.01" IS NOT PERMITTED. 7. HOT-DIP GALVANIZE ALL COMPONENTS (EXCEPT REINFORCEMENT BARS, ALUMINUM, AND NON-FERROUS INCIDENTALS) AFTER FABRICATION PER ASTM A123 OR ASTM A153, AS APPROPRIATE. PROVIDE POLYESTER POWDER COATING OR AN EPOXY/URETHANE PAINT OVER ALL GALVANIZED STRUCTURAL STEEL AS PER SPECIAL PROVISIONS. 8. PROVIDE STIFFENERS AS INDICATED IN CONNECTION COMPONENT TABLES.

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1. USE TEMPLATES TO ACCURATELY SET BASE PLATE ANCHOR BOLTS TO CORRECT ELEVATION AND ALIGNMENT. SECURELY BRACE ANCHOR BOLTS AGAINST DISPLACEMENT BEFORE CAISSON CONCRETE IS PLACED AND DURING CONCRETE CURING. 2. ERECT SIGN STRUCTURE ONLY AFTER CAISSON CONCRETE MEETS 7 DAY STRENGTH REQUIREMENTS. 3. TEMPORARILY SUPPORT MAST ARMS TO RELIEVE LOAD FROM THE SPLICES WHILE HIGH-STRENGTH BOLTS ARE BEING TIGHTENED IN ORDER TO FIRMLY SEAT THE CONNECTION PLATES. 4. GROUT IS NOT REQUIRED BETWEEN BASE PLATE AND CONCRETE CAISSON. 5. TIGHTEN UPPER ANCHOR BOLT NUTS USING TURN-OF-NUT METHOD (ADDITIONAL 1/4 TURN AFTER SNUG TIGHT). 6. PROVIDE A SPACE OF 2'-0" OR LESS, OR ONE-HALF THE TALLER PANEL HEIGHT OR MORE, BETWEEN ADJACENT SIGN PANELS WHEN PRESENT. 7. FOR CAISSON INFORMATION, SEE SHEET 8. 8. FOR SIGN PANEL SUPPORT BEAM ATTACHMENT DETAILS, SEE SHEET 7. 9. SEAL BASE PLATE TO FOUNDATION GAP WITH GALVANIZED STEEL SCREEN, 1/2" BY 1/2" MESH AND 0.063" DIAMETER WIRES. SCREEN IS TO PREVENT ENTRY OF RODENTS WHILE PERMITTING DRAINAGE. SCREEN IS TO BE REMOVABLE AND ATTACHED TO BASE PLATE WITH STAINLESS STEEL HARDWARE.

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1. SPECIFICATIONS: "AASHTO 4TH EDITION STANDARD SPECIFICATIONS FOR STRUCTURAL SUPPORTS FOR HIGHWAY SIGNS, LUMINAIRES AND TRAFFIC SIGNALS" (2001 WITH INTERIMS THROUGH 2003) AND "AASHTO 17TH EDITION STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES" (2004). 2. ALL DIMENSIONS ARE IN US CUSTOMARY UNITS. 3. WIND LOADS ARE BASED ON 90 MPH VELOCITY. 4. FATIGUE CATEGORIES: A) PIPE TO BASE/END/SPLICE PLATE WELD - CATEGORY E B) STIFFENER PLATE TO BASE/END/SPLICE PLATE WELD - CATEGORY C C) STIFFENER PLATE TO PIPE WELD - CATEGORY D D) PIPE TO PIPE WELD - CATEGORY D 5. PANEL AREA IN COMPONENT SELECTION TABLE IS TOTAL AREA (COMBINED AREA WHEN MULTIPLE PANELS ARE USED). 6. CAISSON FOUNDATIONS ARE BASED ON A MAXIMUM 1/2" LATERAL DEFLECTION AT TOP OF CAISSON AND ON THE FOLLOWING SOIL PARAMETERS: A) LOOSE GRANULAR SOIL WITH 100 PCF UNIT WEIGHT, 28 DEGREE INTERNAL FRICTION ANGLE, 0 PSF COHESION, AND 25 PCI MODULUS OF SUBGRADE REACTION. B) SOFT COHESIVE SOIL WITH 100 PCF UNIT WEIGHT, 0 DEGREE INTERNAL FRICTION ANGLE, 800 PSF COHESION, 200 PCI MODULUS OF SUBGRADE REACTION, AND 0.02 E50 STRAIN. 7. BORINGS AND TEST RESULTS ARE REQUIRED AT EACH FOUNDATION LOCATION TO VERIFY THAT SOIL PARAMETERS FALL BETWEEN THOSE USED FOR THIS STANDARD. 8. CAISSON SELECTION TABLES ON SHEET 8 CANNOT BE USED IF SITE SPECIFIC SOIL PARAMETERS ARE OUTSIDE THOSE USED FOR THIS STANDARD.

CANTILEVER DETAILS & TABLES

2

RECOMMENDED:

APPROVED:


CHIEF ENGINEER

TURN-

PIKE

PENNA

DATE:

OF


STANDARD DRAWING

DRAWING TYPE:

FILE NAME:

SHEET

pts-740-02.DWG

8


FOR STATIC PANELS

OCTOBER 2015

5A

PTS-740

OCTOBER 14, 2015

OCTOBER 14, 2015

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R=10'-0"

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38

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27

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SPAN (FEET)

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PANEL

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AREA (S.F.)

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400

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250

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250

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MAST

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THICKNESS (INCHES)

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DIAMETER (INCHES)

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24

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24

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24

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1.219 (SCH. 80)

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0.688 (SCH. 40)

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SIGN PANEL & MAST ARM

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MAST ARM (SEE TABLE)

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1

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1 1/2 (MIN.)

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MAST & BASE CONNECTION COMPONENT SELECTION TABLE

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DIAMETER (INCHES)

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ANCHOR BOLTS

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CIRCLE (INCHES)

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THICKNESS (INCHES)

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DIAMETER (INCHES)

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BASE PLATE

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NO.

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WIDTH (INCHES)

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NO.

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STIFFENERS

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THICKNESS (INCHES)

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HEIGHT (INCHES)

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38

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SPAN (FEET)

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PANEL

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AREA (S.F.)

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400

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250

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250

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THICKNESS (INCHES)

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DIAMETER (INCHES)

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24

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24

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24

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24

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DIAMETER (INCHES)

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CIRCLE (INCHES)

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THICKNESS (INCHES)

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DIAMETER (INCHES)

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NO.

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WIDTH (INCHES)

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NO.

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STIFFENERS

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THICKNESS (INCHES)

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HEIGHT (INCHES)

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MAST ARM

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H.S. BOLTS

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SPLICE PLATE

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3/8

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3/8

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MAST ARM END DETAIL

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MAST ARM

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MAST & CAISSON

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TOP OF CAISSON

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3/4" x 3/4" CONTINUOUS BAR

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ELEVATION

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WELD (INCHES)

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WELD (INCHES)

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5/16

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5/16

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5/16

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1/4" COVER PLATE DIAMETER = MAST ARM DIA. +1"

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BASE CONNECTION (SEE TABLE)

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SIGN PANEL SUPPORT BEAM (TYP.)

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2'-0"

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OPTIONAL SHOP CONNECTION

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MAST ARM & END CONNECTION COMPONENT SELECTION TABLE

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460

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350

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680

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540

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24

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24

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24

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24

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350

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680

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540

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24

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24

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2" DIA. VENT HOLE

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MAST (SEE TABLE)

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460

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24

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27

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5/16

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1.531 (SCH. 100)

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3/8

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3/8

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5/16

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35

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3/8

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3/8

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5/16

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16

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2 1/4

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46

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2 1/2

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8

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10

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18

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2

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39

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2 1/8

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9

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9 3/4

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27

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1 3/4

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18

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41

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2

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9

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7 1/2

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21

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3/8

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5/16

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3/8

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5/16

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5/16

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3/8

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0.688 (SCH. 40)

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2 1/2

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-

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1

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-

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-

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-

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-

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5/16

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3/8

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1 3/4

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16

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37

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8

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2 1/8

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15 1/2

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0.562 (SCH. 30)

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31

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5 1/2

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2

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-

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1

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-

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-

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-

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-

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0.375 (SCH. 20)

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5/16

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18

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1 1/2

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30 1/2

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35 1/2

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2

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9

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3/8

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4 3/4

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13 1/2

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0.688 (SCH. 40)

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20

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1 1/2

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31 1/2

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36 1/2

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2

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10

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5 1/4

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14 1/2

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0.688 (SCH. 40)

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20

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1 1/2

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31 1/2

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36 1/2

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2

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10

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5 1/4

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14 1/2

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0.688 (SCH. 40)

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18

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1 1/2

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32

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37

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2

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9

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5 1/2

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15 1/2

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18

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1 3/8

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29

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34

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2

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9

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4

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11

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0.375 (SCH. 20)

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20

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20

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27 1/2

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27 1/2

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31

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31

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2

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-

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1

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-

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-

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-

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-

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0.375 (SCH. 20)

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18

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27 1/2

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31

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2

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16

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2 1/4

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48

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2 3/4

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8

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11

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30 1/2

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27 1/2

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16

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1 3/4

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35

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41

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8

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7 1/2

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21

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40 1/2

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38 1/2

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45 1/2

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DIAMETER

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CAISSON LENGTH

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DIAMETER

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CAISSON SHAFT

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CAISSON BELL

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0.500 (WT. XS)

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0.500 (WT. XS)

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1.531 (SCH. 100)

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6'-0" (MAX.)

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SIGN STRUCTURE SPAN

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SIGN PANEL HEIGHT

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SIGN PANEL LENGTH

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END CONNECTION (SEE TABLE)

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MAST CAMBER DIAGRAM

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MAST BACK

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CAMBER

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27

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SPAN (FEET)

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9/16

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3/8

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3/4

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2 3/16

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CAMBER TABLE

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MAST BACK RAKE (INCHES)

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MAST ARM CAMBER (INCHES)

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38

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MAST ARM

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%%uNOTES%%u

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1. FOR GENERAL NOTES, SEE SHEET 1. 2. FOR BASE, SPLICE AND SHOP CONNECTION DETAILS, SEE SHEET 6. 3. CAMBER REPRESENTS MAXIMUM DEAD LOAD DEFLECTIONS.

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RAKE

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C

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L

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C

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L

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(20'-0" MAX.)

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(30'-0" MAX.)

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C

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L

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4'-0" (MIN.)

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(38'-0" MAX.)

FRAME DETAILS

3

RECOMMENDED:

APPROVED:


CHIEF ENGINEER

TURN-

PIKE

PENNA

DATE:

OF


STANDARD DRAWING

DRAWING TYPE:

FILE NAME:

SHEET

PTS-740-03..DWG

8


FOR STATIC PANELS

OCTOBER 2015

5A

PTS-740

OCTOBER 14, 2015

OCTOBER 14, 2015

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R = 10'-0"

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%%uNOTES%%u

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CAMBER

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"X"

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"X"

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"Y"

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1/4 POINT

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1/2 POINT

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3/4 POINT

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CAMBER LINE

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PROFILE LINE

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CAMBER DIAGRAM

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(TYP.)

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SIGN PANEL HEIGHT (20'-0" MAX.)

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TOP OF CAISSON

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1 1/2 (MIN.)

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1

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100

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120

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140

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160

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C MAST & CAISSON

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ELEVATION

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SPAN

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X

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Y

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(FEET)

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(INCHES)

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(INCHES)

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60

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80

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L

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10'-0"

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(TYP.)

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2'-0"

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END SPLICE CONNECTION AT MAST

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TOTAL LENGTH OF MAST ARM

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MAST ARM SEGMENT LENGTH

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6'-0"

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(MAX.)

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CAISSON LENGTH

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OPTIONAL SHOP CONNECTION (SEE NOTE 2)

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180

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200

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1 3/16

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13/16

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2 1/16

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3

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5

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7 13/16

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12 1/8

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17 1/2

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9/16

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13/16

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1 1/2

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2 1/8

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3 7/16

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5 1/4

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8

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11 7/16

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6" MIN.

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4'-0"

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(MIN.)

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1.FOR GENERAL NOTES, SEE SHEET 1. FOR GENERAL NOTES, SEE SHEET 1. 2.FOR BASE, END, SPLICE AND SHOP CONNECTION DETAILS, SEE SHEET 6. FOR BASE, END, SPLICE AND SHOP CONNECTION DETAILS, SEE SHEET 6. 3.PRIOR TO ERECTION, DEMONSTRATE TO THE REPRESENTATIVE BY PREASSEMBLY OR PRIOR TO ERECTION, DEMONSTRATE TO THE REPRESENTATIVE BY PREASSEMBLY OR OTHER APPROVED METHOD THAT FRAME STRUCTURE LENGTH IN A NO-LOAD CONDITION MATCHES FIELD MEASURED CAISSON SPACING WITHIN 1/2". 4.ADEQUATELY SUSPEND/SUPPORT FRAME STRUCTURES TO AVOID DISTORTIONS OR ADEQUATELY SUSPEND/SUPPORT FRAME STRUCTURES TO AVOID DISTORTIONS OR CHANGES IN SPAN LENGTH IF ERECTED ONTO FOUNDATIONS AS ONE UNIT. 5.FOR MAST, BASE CONNECTION AND END CONNECTION COMPONENT SELECTION TABLE, FOR MAST, BASE CONNECTION AND END CONNECTION COMPONENT SELECTION TABLE, SEE SHEET 4. 6.FOR MAST ARM & SPLICE CONNECTION COMPONENT SELECTION TABLE, AND MAST FOR MAST ARM & SPLICE CONNECTION COMPONENT SELECTION TABLE, AND MAST ARM SEGMENT ARRANGEMENT TABLE, SEE SHEET 5. 7.CAMBER REPRESENTS MAXIMUM DEAD LOAD DEFLECTION BETWEEN END CONNECTIONS, CAMBER REPRESENTS MAXIMUM DEAD LOAD DEFLECTION BETWEEN END CONNECTIONS, AND SPAN EQUALS DISTANCE BETWEEN MASTS.

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DIAMETER

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CAISSON BELL

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SIGN PANEL SUPPORT BEAM

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SPLICE CONNECTION (SEE NOTE 2 & 6)

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MAST ARM (SEE NOTE 6)

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MAST (SEE NOTE 5)

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END CONNECTION (SEE NOTE 2 & 5)

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DIAMETER

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CAISSON SHAFT

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BASE CONNECTION (SEE NOTE 2 & 5)

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SIGN PANEL LENGTH

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SIGN STRUCTURE SPAN

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(200'-0" MAX.)

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C SIGN PANEL & MAST ARM

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L

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(30'-0" MAX.)

4

FRAME TABLES - 1

RECOMMENDED:

APPROVED:


CHIEF ENGINEER

TURN-

PIKE

PENNA

DATE:

OF


STANDARD DRAWING

DRAWING TYPE:

FILE NAME:

SHEET

PTS-740-04.DWG

8


FOR STATIC PANELS

OCTOBER 2015

5A

PTS-740

OCTOBER 14, 2015

OCTOBER 14, 2015

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%%uNOTES%%u

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60

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80

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SPAN (FEET)

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760

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880

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MAST

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THICKNESS (INCHES)

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DIAMETER (INCHES)

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24

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24

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20

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24

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0.375 (SCH. 20)

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10

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DIAMETER (INCHES)

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2 1/4

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ANCHOR BOLTS

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CIRCLE (INCHES)

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THICKNESS (INCHES)

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DIAMETER (INCHES)

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BASE PLATE

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NO.

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WIDTH (INCHES)

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NO.

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STIFFENERS

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THICKNESS (INCHES)

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HEIGHT (INCHES)

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SPAN (FEET)

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DIAMETER (INCHES)

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CIRCLE (INCHES)

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THICKNESS (INCHES)

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DIAMETER (INCHES)

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NO.

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WIDTH (INCHES)

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NO.

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STIFFENERS

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THICKNESS (INCHES)

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HEIGHT (INCHES)

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H.S. BOLTS

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SPLICE PLATE

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1,040

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10

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8

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10

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10

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8

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10

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10

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8

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12

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39

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10

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10

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12

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10

AutoCAD SHX Text

12

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

600

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24

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0.375 (SCH. 20)

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360

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20

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0.375 (SCH. 20)

AutoCAD SHX Text

24

AutoCAD SHX Text

520

AutoCAD SHX Text

24

AutoCAD SHX Text

280

AutoCAD SHX Text

20

AutoCAD SHX Text

440

AutoCAD SHX Text

12

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

27

AutoCAD SHX Text

80

AutoCAD SHX Text

880

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600

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360

AutoCAD SHX Text

18

AutoCAD SHX Text

14

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1 1/8

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20

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1 1/4

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10

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3/8

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20

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1 1/8

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3/8

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12

AutoCAD SHX Text

22

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1 3/8

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11

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3/8

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20

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1 1/4

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10

AutoCAD SHX Text

18

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1 1/8

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9

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3/8

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1 1/2

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3/8

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22

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1 3/8

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11

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3/8

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20

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1 1/4

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10

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3/8

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20

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1 1/8

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3/8

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1 1/2

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3/8

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1 1/4

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3/8

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3/8

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10

AutoCAD SHX Text

100

AutoCAD SHX Text

520

AutoCAD SHX Text

100

AutoCAD SHX Text

280

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0.375 (SCH. 20)

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800

AutoCAD SHX Text

24

AutoCAD SHX Text

520

AutoCAD SHX Text

24

AutoCAD SHX Text

120

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0.688 (SCH. 40)

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360

AutoCAD SHX Text

24

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840

AutoCAD SHX Text

24

AutoCAD SHX Text

600

AutoCAD SHX Text

24

AutoCAD SHX Text

420

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24

AutoCAD SHX Text

140

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0.969 (SCH.60)

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0.688 (SCH. 40)

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300

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24

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0.375 (SCH. 20)

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800

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520

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120

AutoCAD SHX Text

360

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840

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600

AutoCAD SHX Text

420

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140

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300

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0.375 (SCH. 20)

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720

AutoCAD SHX Text

24

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420

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24

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300

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24

AutoCAD SHX Text

160

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0.688 (SCH. 40)

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0.969 (SCH.60)

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720

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420

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300

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160

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440

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FOR GENERAL NOTES, SEE SHEET 1.

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WELD (INCHES)

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2 1/4

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740

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0.375 (SCH. 20)

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31 1/2

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31 1/2

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-

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-

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-

AutoCAD SHX Text

-

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-

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-

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-

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-

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-

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-

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740

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60

AutoCAD SHX Text

12

AutoCAD SHX Text

-

AutoCAD SHX Text

-

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1,040

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760

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1

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1

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1

AutoCAD SHX Text

24

AutoCAD SHX Text

29

AutoCAD SHX Text

24

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32

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30

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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5/16

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5/16

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5/16

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5/16

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5/16

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5/16

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5/16

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5/16

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5/16

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5/16

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5/16

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5/16

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9

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-

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1 1/8

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1 1/8

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1.

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WELD (INCHES)

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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3

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1 1/8

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END CONNECTION COMPONENT SELECTION TABLE

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PANEL AREA (S.F.)

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PANEL AREA (S.F.)

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300

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180

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600

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450

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300

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200

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600

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450

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1,000

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1,000

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1,000

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1,000

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1,000

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750

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300

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180

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600

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450

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300

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200

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600

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450

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750

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1,000

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1,000

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1,000

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1,000

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1,000

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2

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2

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2

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2

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2

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2

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2

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2

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2

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2

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2

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2

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2

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2

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10

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10

AutoCAD SHX Text

8

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10

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10

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10

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10

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8

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12

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10

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10

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12

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12

AutoCAD SHX Text

2

AutoCAD SHX Text

10

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2

AutoCAD SHX Text

2

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31 1/2

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39

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2 1/2

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3/8

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6 1/2

AutoCAD SHX Text

18

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5/16

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-

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-

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3/8

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3/8

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3/8

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3/8

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5/16

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12

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3/8

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5/16

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18

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20

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21

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17 1/2

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16 1/2

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20

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20

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18

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16 1/2

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18

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18

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16 1/2

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19 1/2

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-

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-

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-

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7

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6

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6 1/2

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6 1/2

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6

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6 1/2

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7 1/4

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7 1/4

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6

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6 1/4

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7 1/2

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7 1/4

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6 1/2

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12

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8

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12

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12

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-

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-

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-

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-

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2

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2 1/4

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2

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2

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12

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24

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24

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24

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24

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24

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24

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24

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24

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24

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24

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24

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24

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0.688 (SCH. 40)

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0.969 (SCH.60)

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1.219 (SCH. 80)

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0.688 (SCH. 40)

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0.688 (SCH. 40)

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0.969 (SCH.60)

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1.219 (SCH. 80)

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1.531 (SCH. 100)

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1.219 (SCH. 80)

AutoCAD SHX Text

0.969 (SCH.60)

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0.688 (SCH. 40)

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12

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12

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10

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12

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10

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10

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2

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2

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2

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2

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2

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2

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2

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2

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2

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27 1/2

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31 1/2

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31 1/2

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27

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31 1/2

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31 1/2

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26 1/2

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30 1/2

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32

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30 1/2

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30 1/2

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30 1/2

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37

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37

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37

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37 1/2

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40

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39

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34

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39

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40 1/2

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34

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38 1/2

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41

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40 1/2

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35

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2 1/4

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2 3/8

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2

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2 1/4

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2 1/4

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11

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18

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27 1/2

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23 1/2

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28

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28

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32

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28 1/2

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34 1/2

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32 1/2

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29

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28

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38 1/2

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37

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28

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40

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37 1/2

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33

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29

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39 1/2

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37

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32 1/2

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29

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40 1/2

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35 1/2

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41

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46 1/2

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40 1/2

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33

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37 1/2

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42

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37

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39 1/2

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28

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28

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31

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2

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2

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2 1/2

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11

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12

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11

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11

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11

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11

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10

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11

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11

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11

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11

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3/8

AutoCAD SHX Text

3/8

AutoCAD SHX Text

1/2

AutoCAD SHX Text

1/2

AutoCAD SHX Text

1/2

AutoCAD SHX Text

3/8

AutoCAD SHX Text

-

AutoCAD SHX Text

5 1/4

AutoCAD SHX Text

14 1/2

AutoCAD SHX Text

5/16

AutoCAD SHX Text

3 3/4

AutoCAD SHX Text

10 1/2

AutoCAD SHX Text

3 1/4

AutoCAD SHX Text

6 3/4

AutoCAD SHX Text

19

AutoCAD SHX Text

5/16

AutoCAD SHX Text

5 1/2

AutoCAD SHX Text

15 1/2

AutoCAD SHX Text

3/8

AutoCAD SHX Text

3 3/4

AutoCAD SHX Text

10 1/2

AutoCAD SHX Text

8 1/2

AutoCAD SHX Text

9

AutoCAD SHX Text

25

AutoCAD SHX Text

5/16

AutoCAD SHX Text

8

AutoCAD SHX Text

22

AutoCAD SHX Text

5 1/4

AutoCAD SHX Text

14 1/2

AutoCAD SHX Text

4 1/4

AutoCAD SHX Text

12

AutoCAD SHX Text

3

AutoCAD SHX Text

8 1/2

AutoCAD SHX Text

10

AutoCAD SHX Text

27 1/2

AutoCAD SHX Text

8 1/4

AutoCAD SHX Text

23

AutoCAD SHX Text

5/16

AutoCAD SHX Text

5 3/4

AutoCAD SHX Text

16

AutoCAD SHX Text

3 1/2

AutoCAD SHX Text

9 1/2

AutoCAD SHX Text

26 1/2

AutoCAD SHX Text

5/16

AutoCAD SHX Text

5/16

AutoCAD SHX Text

23

AutoCAD SHX Text

8 1/4

AutoCAD SHX Text

7 1/4

AutoCAD SHX Text

20

AutoCAD SHX Text

5/16

AutoCAD SHX Text

5/16

AutoCAD SHX Text

13 1/2

AutoCAD SHX Text

4 3/4

AutoCAD SHX Text

10 1/4

AutoCAD SHX Text

28 1/2

AutoCAD SHX Text

7/16

AutoCAD SHX Text

7 1/2

AutoCAD SHX Text

21

AutoCAD SHX Text

3/8

AutoCAD SHX Text

3/8

AutoCAD SHX Text

35 1/2

AutoCAD SHX Text

31

AutoCAD SHX Text

32

AutoCAD SHX Text

32

AutoCAD SHX Text

39 1/2

AutoCAD SHX Text

6 3/4

AutoCAD SHX Text

19

AutoCAD SHX Text

31 1/2

AutoCAD SHX Text

2 3/8

AutoCAD SHX Text

2 1/4

AutoCAD SHX Text

32

AutoCAD SHX Text

2 1/4

AutoCAD SHX Text

14

AutoCAD SHX Text

2 1/4

AutoCAD SHX Text

34

AutoCAD SHX Text

41 1/2

AutoCAD SHX Text

2 1/4

AutoCAD SHX Text

14

AutoCAD SHX Text

7 3/4

AutoCAD SHX Text

21 1/2

AutoCAD SHX Text

2 1/4

AutoCAD SHX Text

2 1/4

AutoCAD SHX Text

2 3/8

AutoCAD SHX Text

2 1/2

AutoCAD SHX Text

33 1/2

AutoCAD SHX Text

41 1/2

AutoCAD SHX Text

2 5/8

AutoCAD SHX Text

7 3/4

AutoCAD SHX Text

21 1/2

AutoCAD SHX Text

2 1/2

AutoCAD SHX Text

2 1/2

AutoCAD SHX Text

12

AutoCAD SHX Text

2 1/4

AutoCAD SHX Text

31 1/2

AutoCAD SHX Text

39

AutoCAD SHX Text

6 1/2

AutoCAD SHX Text

18

AutoCAD SHX Text

31 1/2

AutoCAD SHX Text

10

AutoCAD SHX Text

2 3/4

AutoCAD SHX Text

36 1/2

AutoCAD SHX Text

45 1/2

AutoCAD SHX Text

3

AutoCAD SHX Text

10

AutoCAD SHX Text

9 3/4

AutoCAD SHX Text

27

AutoCAD SHX Text

2 1/2

AutoCAD SHX Text

32

AutoCAD SHX Text

40

AutoCAD SHX Text

7

AutoCAD SHX Text

19 1/2

AutoCAD SHX Text

12

AutoCAD SHX Text

10

AutoCAD SHX Text

2 1/2

AutoCAD SHX Text

34 1/2

AutoCAD SHX Text

42 1/2

AutoCAD SHX Text

2 5/8

AutoCAD SHX Text

8 1/4

AutoCAD SHX Text

23

AutoCAD SHX Text

2 1/2

AutoCAD SHX Text

34

AutoCAD SHX Text

42

AutoCAD SHX Text

3

AutoCAD SHX Text

2 1/4

AutoCAD SHX Text

32 1/2

AutoCAD SHX Text

40

AutoCAD SHX Text

2 5/8

AutoCAD SHX Text

12

AutoCAD SHX Text

14

AutoCAD SHX Text

2 1/2

AutoCAD SHX Text

35 1/2

AutoCAD SHX Text

43 1/2

AutoCAD SHX Text

3 1/4

AutoCAD SHX Text

12

AutoCAD SHX Text

2 1/4

AutoCAD SHX Text

32 1/2

AutoCAD SHX Text

40

AutoCAD SHX Text

2 3/4

AutoCAD SHX Text

12

AutoCAD SHX Text

0.500 (WT. XS)

AutoCAD SHX Text

0.500 (WT. XS)

AutoCAD SHX Text

0.500 (WT. XS)

AutoCAD SHX Text

0.500 (WT. XS)

AutoCAD SHX Text

0.500 (WT. XS)

AutoCAD SHX Text

0.500 (WT. XS)

AutoCAD SHX Text

0.500 (WT. XS)

AutoCAD SHX Text

0.500 (WT. XS)

AutoCAD SHX Text

12

AutoCAD SHX Text

2

AutoCAD SHX Text

30 1/2

AutoCAD SHX Text

37

AutoCAD SHX Text

2 1/4

AutoCAD SHX Text

22

AutoCAD SHX Text

1 1/4

AutoCAD SHX Text

32

AutoCAD SHX Text

37 1/2

AutoCAD SHX Text

2 1/8

AutoCAD SHX Text

11

AutoCAD SHX Text

5 3/4

AutoCAD SHX Text

16

5

FRAME TABLES - 2

RECOMMENDED:

APPROVED:


CHIEF ENGINEER

TURN-

PIKE

PENNA

DATE:

OF


STANDARD DRAWING

DRAWING TYPE:

FILE NAME:

SHEET

PTS-740-05.DWG

8


FOR STATIC PANELS

OCTOBER 2015

5A

PTS-740

OCTOBER 14, 2015

OCTOBER 14, 2015

AutoCAD SHX Text

SPAN (FEET)

AutoCAD SHX Text

DIAMETER (INCHES)

AutoCAD SHX Text

CIRCLE (INCHES)

AutoCAD SHX Text

THICKNESS (INCHES)

AutoCAD SHX Text

DIAMETER (INCHES)

AutoCAD SHX Text

NO.

AutoCAD SHX Text

WIDTH (INCHES)

AutoCAD SHX Text

NO.

AutoCAD SHX Text

STIFFENERS

AutoCAD SHX Text

THICKNESS (INCHES)

AutoCAD SHX Text

HEIGHT (INCHES)

AutoCAD SHX Text

H.S. BOLTS

AutoCAD SHX Text

SPLICE PLATE

AutoCAD SHX Text

440

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

80

AutoCAD SHX Text

600

AutoCAD SHX Text

360

AutoCAD SHX Text

1 1/4

AutoCAD SHX Text

3/8

AutoCAD SHX Text

24

AutoCAD SHX Text

1 1/8

AutoCAD SHX Text

3/8

AutoCAD SHX Text

3/8

AutoCAD SHX Text

3/8

AutoCAD SHX Text

3/8

AutoCAD SHX Text

3/8

AutoCAD SHX Text

3/8

AutoCAD SHX Text

520

AutoCAD SHX Text

100

AutoCAD SHX Text

280

AutoCAD SHX Text

520

AutoCAD SHX Text

120

AutoCAD SHX Text

360

AutoCAD SHX Text

600

AutoCAD SHX Text

420

AutoCAD SHX Text

140

AutoCAD SHX Text

300

AutoCAD SHX Text

420

AutoCAD SHX Text

300

AutoCAD SHX Text

160

AutoCAD SHX Text

60

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

1,040

AutoCAD SHX Text

760

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

WELD (INCHES)

AutoCAD SHX Text

DIAMETER (INCHES)

AutoCAD SHX Text

CIRCLE (INCHES)

AutoCAD SHX Text

THICKNESS (INCHES)

AutoCAD SHX Text

DIAMETER (INCHES)

AutoCAD SHX Text

NO.

AutoCAD SHX Text

WIDTH (INCHES)

AutoCAD SHX Text

NO.

AutoCAD SHX Text

STIFFENERS

AutoCAD SHX Text

THICKNESS (INCHES)

AutoCAD SHX Text

HEIGHT (INCHES)

AutoCAD SHX Text

H.S. BOLTS

AutoCAD SHX Text

SPLICE PLATE

AutoCAD SHX Text

7

AutoCAD SHX Text

27

AutoCAD SHX Text

1 1/8

AutoCAD SHX Text

8

AutoCAD SHX Text

1

AutoCAD SHX Text

1

AutoCAD SHX Text

1

AutoCAD SHX Text

28

AutoCAD SHX Text

28

AutoCAD SHX Text

31 1/2

AutoCAD SHX Text

31 1/2

AutoCAD SHX Text

8

AutoCAD SHX Text

1 1/8

AutoCAD SHX Text

WELD (INCHES)

AutoCAD SHX Text

B

AutoCAD SHX Text

SEGMENT

AutoCAD SHX Text

ARRANGEMENT

AutoCAD SHX Text

SEGMENT

AutoCAD SHX Text

ARRANGEMENT

AutoCAD SHX Text

B

AutoCAD SHX Text

B

AutoCAD SHX Text

C

AutoCAD SHX Text

C

AutoCAD SHX Text

C

AutoCAD SHX Text

D

AutoCAD SHX Text

D

AutoCAD SHX Text

D

AutoCAD SHX Text

D

AutoCAD SHX Text

D

AutoCAD SHX Text

D

AutoCAD SHX Text

D

AutoCAD SHX Text

E

AutoCAD SHX Text

E

AutoCAD SHX Text

E

AutoCAD SHX Text

B

AutoCAD SHX Text

B

AutoCAD SHX Text

C

AutoCAD SHX Text

C

AutoCAD SHX Text

C

AutoCAD SHX Text

C

AutoCAD SHX Text

C

AutoCAD SHX Text

D

AutoCAD SHX Text

D

AutoCAD SHX Text

B

AutoCAD SHX Text

C

AutoCAD SHX Text

C

AutoCAD SHX Text

D

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

3/8

AutoCAD SHX Text

2 3/4

AutoCAD SHX Text

5/16

AutoCAD SHX Text

2 3/4

AutoCAD SHX Text

2 1/2

AutoCAD SHX Text

A

AutoCAD SHX Text

A

AutoCAD SHX Text

A

AutoCAD SHX Text

USING MAXIMUM LENGTH OF MAST ARM SEGMENTS

AutoCAD SHX Text

USING MINIMUM LENGTH OF MAST ARM SEGMENTS

AutoCAD SHX Text

MAST ARM & SPLICE CONNECTION COMPONENT SELECTION TABLE

AutoCAD SHX Text

THICKNESS (INCHES)

AutoCAD SHX Text

DIAMETER (INCHES)

AutoCAD SHX Text

MAST ARM

AutoCAD SHX Text

24

AutoCAD SHX Text

20

AutoCAD SHX Text

0.375 (SCH. 20)

AutoCAD SHX Text

0.375 (SCH. 20)

AutoCAD SHX Text

24

AutoCAD SHX Text

0.375 (SCH. 20)

AutoCAD SHX Text

20

AutoCAD SHX Text

0.375 (SCH. 20)

AutoCAD SHX Text

24

AutoCAD SHX Text

0.375 (SCH. 20)

AutoCAD SHX Text

20

AutoCAD SHX Text

0.375 (SCH. 20)

AutoCAD SHX Text

24

AutoCAD SHX Text

24

AutoCAD SHX Text

24

AutoCAD SHX Text

24

AutoCAD SHX Text

0.969 (SCH. 60)

AutoCAD SHX Text

24

AutoCAD SHX Text

24

AutoCAD SHX Text

24

AutoCAD SHX Text

0.688 (SCH. 40)

AutoCAD SHX Text

24

AutoCAD SHX Text

0.375 (SCH. 20)

AutoCAD SHX Text

THICKNESS (INCHES)

AutoCAD SHX Text

DIAMETER (INCHES)

AutoCAD SHX Text

MAST ARM

AutoCAD SHX Text

24

AutoCAD SHX Text

20

AutoCAD SHX Text

0.375 (SCH. 20)

AutoCAD SHX Text

0.375 (SCH. 20)

AutoCAD SHX Text

24

AutoCAD SHX Text

24

AutoCAD SHX Text

0.375 (SCH. 20)

AutoCAD SHX Text

20

AutoCAD SHX Text

0.375 (SCH. 20)

AutoCAD SHX Text

24

AutoCAD SHX Text

24

AutoCAD SHX Text

20

AutoCAD SHX Text

24

AutoCAD SHX Text

24

AutoCAD SHX Text

24

AutoCAD SHX Text

24

AutoCAD SHX Text

0.688 (SCH. 40)

AutoCAD SHX Text

24

AutoCAD SHX Text

0.375 (SCH. 20)

AutoCAD SHX Text

24

AutoCAD SHX Text

24

AutoCAD SHX Text

0.688 (SCH. 40)

AutoCAD SHX Text

24

AutoCAD SHX Text

0.375 (SCH. 20)

AutoCAD SHX Text

0.375 (SCH. 20)

AutoCAD SHX Text

24

AutoCAD SHX Text

1 1/8

AutoCAD SHX Text

12

AutoCAD SHX Text

3/8

AutoCAD SHX Text

1 1/8

AutoCAD SHX Text

3/8

AutoCAD SHX Text

0.688 (SCH. 40)

AutoCAD SHX Text

0.688 (SCH. 40)

AutoCAD SHX Text

24

AutoCAD SHX Text

24

AutoCAD SHX Text

14

AutoCAD SHX Text

440

AutoCAD SHX Text

600

AutoCAD SHX Text

360

AutoCAD SHX Text

520

AutoCAD SHX Text

280

AutoCAD SHX Text

520

AutoCAD SHX Text

360

AutoCAD SHX Text

600

AutoCAD SHX Text

420

AutoCAD SHX Text

300

AutoCAD SHX Text

420

AutoCAD SHX Text

300

AutoCAD SHX Text

1,040

AutoCAD SHX Text

760

AutoCAD SHX Text

SPAN (FEET)

AutoCAD SHX Text

80

AutoCAD SHX Text

100

AutoCAD SHX Text

120

AutoCAD SHX Text

140

AutoCAD SHX Text

160

AutoCAD SHX Text

60

AutoCAD SHX Text

PANEL AREA (S.F.)

AutoCAD SHX Text

PANEL AREA (S.F.)

AutoCAD SHX Text

%%uNOTES%%u

AutoCAD SHX Text


AutoCAD SHX Text

1.

AutoCAD SHX Text

880

AutoCAD SHX Text

24

AutoCAD SHX Text

24

AutoCAD SHX Text

880

AutoCAD SHX Text

24

AutoCAD SHX Text

1,000

AutoCAD SHX Text

1,000

AutoCAD SHX Text

740

AutoCAD SHX Text

24

AutoCAD SHX Text

0.688 (SCH. 40)

AutoCAD SHX Text

B

AutoCAD SHX Text

24

AutoCAD SHX Text

1 1/4

AutoCAD SHX Text

12

AutoCAD SHX Text

3/8

AutoCAD SHX Text

24

AutoCAD SHX Text

C

AutoCAD SHX Text

1 1/4

AutoCAD SHX Text

740

AutoCAD SHX Text

1,000

AutoCAD SHX Text

1,000

AutoCAD SHX Text

24

AutoCAD SHX Text

800

AutoCAD SHX Text

0.688 (SCH. 40)

AutoCAD SHX Text

C

AutoCAD SHX Text

24

AutoCAD SHX Text

3/8

AutoCAD SHX Text

24

AutoCAD SHX Text

0.969 (SCH. 60)

AutoCAD SHX Text

D

AutoCAD SHX Text

800

AutoCAD SHX Text

1,000

AutoCAD SHX Text

1,000

AutoCAD SHX Text

840

AutoCAD SHX Text

24

AutoCAD SHX Text

0.969 (SCH.60)

AutoCAD SHX Text

C

AutoCAD SHX Text

1 1/2

AutoCAD SHX Text

3/8

AutoCAD SHX Text

24

AutoCAD SHX Text

1.219 (SCH.80)

AutoCAD SHX Text

D

AutoCAD SHX Text

840

AutoCAD SHX Text

1,000

AutoCAD SHX Text

1,000

AutoCAD SHX Text

720

AutoCAD SHX Text

24

AutoCAD SHX Text

D

AutoCAD SHX Text

3/8

AutoCAD SHX Text

24

AutoCAD SHX Text

1.219 (SCH.80)

AutoCAD SHX Text

E

AutoCAD SHX Text

720

AutoCAD SHX Text

1,000

AutoCAD SHX Text

1,000

AutoCAD SHX Text

300

AutoCAD SHX Text

180

AutoCAD SHX Text

750

AutoCAD SHX Text

600

AutoCAD SHX Text

450

AutoCAD SHX Text

D

AutoCAD SHX Text

D

AutoCAD SHX Text

D

AutoCAD SHX Text

D

AutoCAD SHX Text

750

AutoCAD SHX Text

600

AutoCAD SHX Text

450

AutoCAD SHX Text

300

AutoCAD SHX Text

180

AutoCAD SHX Text

200

AutoCAD SHX Text

600

AutoCAD SHX Text

450

AutoCAD SHX Text

300

AutoCAD SHX Text

E

AutoCAD SHX Text

E

AutoCAD SHX Text

E

AutoCAD SHX Text

600

AutoCAD SHX Text

450

AutoCAD SHX Text

300

AutoCAD SHX Text

200

AutoCAD SHX Text

B

AutoCAD SHX Text

A

AutoCAD SHX Text

ARRANGEMENT

AutoCAD SHX Text

SEGMENT LENGTH / MAST ARM LENGTH

AutoCAD SHX Text

C

AutoCAD SHX Text

1/2

AutoCAD SHX Text

1/2

AutoCAD SHX Text

1/3

AutoCAD SHX Text

1/3

AutoCAD SHX Text

1/3

AutoCAD SHX Text

MAST ARM SEGMENT ARRANGEMENT TABLE

AutoCAD SHX Text

D

AutoCAD SHX Text

E

AutoCAD SHX Text

1/4

AutoCAD SHX Text

1/4

AutoCAD SHX Text

1/4

AutoCAD SHX Text

1/4

AutoCAD SHX Text

F

AutoCAD SHX Text

1/5

AutoCAD SHX Text

1/5

AutoCAD SHX Text

1/5

AutoCAD SHX Text

1/5

AutoCAD SHX Text

1/5

AutoCAD SHX Text

1/6

AutoCAD SHX Text

1/6

AutoCAD SHX Text

1/6

AutoCAD SHX Text

1/6

AutoCAD SHX Text

1/6

AutoCAD SHX Text

ARRANGEMENT

AutoCAD SHX Text


AutoCAD SHX Text

1/6

AutoCAD SHX Text

1

AutoCAD SHX Text

2

AutoCAD SHX Text

0.688 (SCH. 40)

AutoCAD SHX Text

24

AutoCAD SHX Text

0.969 (SCH.60)

AutoCAD SHX Text

24

AutoCAD SHX Text

1.219 (SCH.80)

AutoCAD SHX Text

1.219 (SCH.80)

AutoCAD SHX Text

24

AutoCAD SHX Text

1.531 (SCH.100)

AutoCAD SHX Text

24

AutoCAD SHX Text

1.531 (SCH.100)

AutoCAD SHX Text

1.219 (SCH.80)

AutoCAD SHX Text

24

AutoCAD SHX Text

24

AutoCAD SHX Text

24

AutoCAD SHX Text

0.969 (SCH. 60)

AutoCAD SHX Text

0.688 (SCH. 40)

AutoCAD SHX Text

24

AutoCAD SHX Text

24

AutoCAD SHX Text

24

AutoCAD SHX Text

1.219 (SCH.80)

AutoCAD SHX Text

0.969 (SCH. 60)

AutoCAD SHX Text

0.688 (SCH. 40)

AutoCAD SHX Text

24

AutoCAD SHX Text

22

AutoCAD SHX Text

22

AutoCAD SHX Text

22

AutoCAD SHX Text

1 3/8

AutoCAD SHX Text

22

AutoCAD SHX Text

22

AutoCAD SHX Text

22

AutoCAD SHX Text

22

AutoCAD SHX Text

22

AutoCAD SHX Text

20

AutoCAD SHX Text

20

AutoCAD SHX Text

22

AutoCAD SHX Text

22

AutoCAD SHX Text

20

AutoCAD SHX Text

20

AutoCAD SHX Text

22

AutoCAD SHX Text

22

AutoCAD SHX Text

20

AutoCAD SHX Text

22

AutoCAD SHX Text

22

AutoCAD SHX Text

1 3/8

AutoCAD SHX Text

1 1/2

AutoCAD SHX Text

1 3/4

AutoCAD SHX Text

1 3/8

AutoCAD SHX Text

1 1/2

AutoCAD SHX Text

1 3/4

AutoCAD SHX Text

1 7/8

AutoCAD SHX Text

1 1/2

AutoCAD SHX Text

1 3/8

AutoCAD SHX Text

36

AutoCAD SHX Text

40 1/2

AutoCAD SHX Text

2

AutoCAD SHX Text

12

AutoCAD SHX Text

3/8

AutoCAD SHX Text

7 1/4

AutoCAD SHX Text

20

AutoCAD SHX Text

5/16

AutoCAD SHX Text

36

AutoCAD SHX Text

40 1/2

AutoCAD SHX Text

7 1/4

AutoCAD SHX Text

20

AutoCAD SHX Text

32 1/2

AutoCAD SHX Text

36 1/2

AutoCAD SHX Text

5 1/4

AutoCAD SHX Text

14 1/2

AutoCAD SHX Text

3/8

AutoCAD SHX Text

3/8

AutoCAD SHX Text

3/8

AutoCAD SHX Text

3/8

AutoCAD SHX Text

3/8

AutoCAD SHX Text

3/8

AutoCAD SHX Text

3/8

AutoCAD SHX Text

3/8

AutoCAD SHX Text

3/8

AutoCAD SHX Text

3/8

AutoCAD SHX Text

37

AutoCAD SHX Text

32

AutoCAD SHX Text

11

AutoCAD SHX Text

1 1/4

AutoCAD SHX Text

1 3/8

AutoCAD SHX Text

1 3/4

AutoCAD SHX Text

1 7/8

AutoCAD SHX Text

1 1/8

AutoCAD SHX Text

1 1/4

AutoCAD SHX Text

1 3/8

AutoCAD SHX Text

1 5/8

AutoCAD SHX Text

27

AutoCAD SHX Text

34 1/2

AutoCAD SHX Text

34 1/2

AutoCAD SHX Text

32

AutoCAD SHX Text

29

AutoCAD SHX Text

37

AutoCAD SHX Text

36 1/2

AutoCAD SHX Text

34

AutoCAD SHX Text

31

AutoCAD SHX Text

29

AutoCAD SHX Text

40 1/2

AutoCAD SHX Text

37 1/2

AutoCAD SHX Text

34 1/2

AutoCAD SHX Text

30 1/2

AutoCAD SHX Text

39

AutoCAD SHX Text

37

AutoCAD SHX Text

36 1/2

AutoCAD SHX Text

38 1/2

AutoCAD SHX Text

42

AutoCAD SHX Text

44 1/2

AutoCAD SHX Text

36 1/2

AutoCAD SHX Text

41 1/2

AutoCAD SHX Text

43

AutoCAD SHX Text

45

AutoCAD SHX Text

35

AutoCAD SHX Text

39

AutoCAD SHX Text

43 1/2

AutoCAD SHX Text

46 1/2

AutoCAD SHX Text

33

AutoCAD SHX Text

35 1/2

AutoCAD SHX Text

38 1/2

AutoCAD SHX Text

41 1/2

AutoCAD SHX Text

42 1/2

AutoCAD SHX Text

33

AutoCAD SHX Text

36 1/2

AutoCAD SHX Text

39

AutoCAD SHX Text

39 1/2

AutoCAD SHX Text

31

AutoCAD SHX Text

2

AutoCAD SHX Text

2

AutoCAD SHX Text

2

AutoCAD SHX Text

2

AutoCAD SHX Text

2

AutoCAD SHX Text

2

AutoCAD SHX Text

2

AutoCAD SHX Text

2

AutoCAD SHX Text

2

AutoCAD SHX Text

2

AutoCAD SHX Text

2

AutoCAD SHX Text

2

AutoCAD SHX Text

2

AutoCAD SHX Text

2

AutoCAD SHX Text

2

AutoCAD SHX Text

2 3/8

AutoCAD SHX Text

2 5/8

AutoCAD SHX Text

2 1/4

AutoCAD SHX Text

2 1/2

AutoCAD SHX Text

2 3/4

AutoCAD SHX Text

2 3/8

AutoCAD SHX Text

2 5/8

AutoCAD SHX Text

11

AutoCAD SHX Text

10

AutoCAD SHX Text

11

AutoCAD SHX Text

11

AutoCAD SHX Text

10

AutoCAD SHX Text

10

AutoCAD SHX Text

11

AutoCAD SHX Text

11

AutoCAD SHX Text

10

AutoCAD SHX Text

10

AutoCAD SHX Text

11

AutoCAD SHX Text

11

AutoCAD SHX Text

11

AutoCAD SHX Text

11

AutoCAD SHX Text

11

AutoCAD SHX Text

12

AutoCAD SHX Text

11

AutoCAD SHX Text

12

AutoCAD SHX Text

11

AutoCAD SHX Text

11

AutoCAD SHX Text

4 1/2

AutoCAD SHX Text

6 3/4

AutoCAD SHX Text

6 1/2

AutoCAD SHX Text

5 1/4

AutoCAD SHX Text

3 1/2

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8 3/4

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6 1/2

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4 1/2

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8

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24

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24

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24

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0.969 (SCH. 60)

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0.688 (SCH. 40)

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1.219 (SCH.80)

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1.531 (SCH.100)

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E

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E

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E

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E

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F

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F

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F

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1.531 (SCH.100)

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1.219 (SCH.80)

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0.969 (SCH. 60)

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0.688 (SCH. 40)

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1.531 (SCH.100)

AutoCAD SHX Text

0.969 (SCH. 60)

AutoCAD SHX Text

0.688 (SCH. 40)

AutoCAD SHX Text

22

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24

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22

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20

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27 1/2

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10

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8 1/4

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23

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B

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B

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B

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B

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C

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C

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C

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11

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4 1/2

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3 3/4

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3 3/4

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3 1/2

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12 1/2

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10

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13 1/2

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9

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29

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24

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1 1/4

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1 1/4

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1 1/8

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18

AutoCAD SHX Text

0.500 (WT. XS)

AutoCAD SHX Text

0.500 (WT. XS)

AutoCAD SHX Text

0.500 (WT. XS)

AutoCAD SHX Text

0.500 (WT. XS)

AutoCAD SHX Text

0.500 (WT. XS)

AutoCAD SHX Text

0.500 (WT. XS)

AutoCAD SHX Text

0.500 (WT. XS)

AutoCAD SHX Text

0.500 (WT. XS)

AutoCAD SHX Text

0.500 (WT. XS)

AutoCAD SHX Text

0.500 (WT. XS)

AutoCAD SHX Text

0.500 (WT. XS)

AutoCAD SHX Text

0.500 (SCH. 30)

AutoCAD SHX Text

32

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36 1/2

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2 1/8

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5 1/4

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32 1/2

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37 1/2

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3/8

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5 3/4

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16

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5/16

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20

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20

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20

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1 1/8

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29

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33

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28

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10

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10

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10

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3 1/2

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3

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10

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8 1/2

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14.5

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0.500 (WT. XS)

*

6

MAST & MAST ARM DETAILS

RECOMMENDED:

APPROVED:


CHIEF ENGINEER

TURN-

PIKE

PENNA

DATE:

OF


STANDARD DRAWING

DRAWING TYPE:

FILE NAME:

SHEET

$FILES$

8


FOR STATIC PANELS

OCTOBER 2015

5A

PTS-740

OCTOBER 14, 2015

OCTOBER 14, 2015

AutoCAD SHX Text

1" x 1/4" BACKING RING

AutoCAD SHX Text

CJP

AutoCAD SHX Text

WELD DETAIL

AutoCAD SHX Text

SECTION

AutoCAD SHX Text

ELEVATION

AutoCAD SHX Text

STIFFENER DETAILS

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HEIGHT

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WIDTH

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WELD

AutoCAD SHX Text

BASE CONNECTION DETAILS

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SECTION

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ELEVATION

AutoCAD SHX Text

SECTION

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BASE PLATE OR SPLICE PLATE

AutoCAD SHX Text

PIPE TO PLATE CONNECTION DETAIL

AutoCAD SHX Text

MAST OR MAST ARM

AutoCAD SHX Text


AutoCAD SHX Text

MAST OR MAST ARM

AutoCAD SHX Text

SEE "WELD DETAIL"

AutoCAD SHX Text

3/4" x 3/4" CONTINUOUS BAR

AutoCAD SHX Text

SPLICE PLATE (TYP.)

AutoCAD SHX Text

MAST

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BASE PLATE (TYP.)

AutoCAD SHX Text

SPACE HOLES & STIFFENERS EVENLY ALL AROUND

AutoCAD SHX Text

GALVANIZING DRAIN & VENT HOLE DIAMETER = MAST DIA. - 6" (TYP.)

AutoCAD SHX Text

GALVANIZING DRAIN & VENT HOLE DIAMETER = MAST ARM DIA. - 6" (TYP.)

AutoCAD SHX Text

SPLICE PLATE (TYP.)

AutoCAD SHX Text

HOLE DIAMETER = H.S. BOLT DIA. + 1/16" (TYP.)

AutoCAD SHX Text

HOLE DIAMETER = ANCHOR BOLT DIA. + 1/4" (TYP.)

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6"

AutoCAD SHX Text

LONGITUDINAL AXIS OF MAST ARM

AutoCAD SHX Text

TRANSVERSE AXIS OF MAST ARM

AutoCAD SHX Text

STIFFENER (TYP.)

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3/16"

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MAST

AutoCAD SHX Text

G

AutoCAD SHX Text

OPTIONAL SHOP CONNECTION DETAIL

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3/16"

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1 1/2" X 1/4" BACKING RING

AutoCAD SHX Text

END CONNECTION DETAILS

AutoCAD SHX Text

(MAST ARM SPLICE CONNECTION SIMILAR)

AutoCAD SHX Text


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MAST

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FINISHED GROUND SURFACE

AutoCAD SHX Text

ELEVATION

AutoCAD SHX Text

1'-0"

AutoCAD SHX Text

NOTE: STIFFENERS NOT SHOWN FOR CLARITY

AutoCAD SHX Text

1"

AutoCAD SHX Text

5'-0"

AutoCAD SHX Text

1"(*) ) CLEAR

AutoCAD SHX Text

3/4" ANCHOR PLATE, SEE DETAIL

AutoCAD SHX Text

ANCHOR PLATE DETAIL

AutoCAD SHX Text

ANCHOR BOLT

AutoCAD SHX Text

CIRCLE + 7"

AutoCAD SHX Text

ANCHOR BOLT CIRCLE - 7"

AutoCAD SHX Text

*MAST ARM

AutoCAD SHX Text

ANCHOR BOLT WITH HEAVY HEX NUTS AND WASHERS (TYP.)

AutoCAD SHX Text

BASE PLATE

AutoCAD SHX Text

SEAL WITH GALVANIZED SCREEN

AutoCAD SHX Text

TYP.

AutoCAD SHX Text

%%uNOTES%%U

AutoCAD SHX Text

1. FOR GENERAL NOTES, SEE SHEET 1.

AutoCAD SHX Text

CAULK TOP OF BACKING RING

AutoCAD SHX Text

TYP.

AutoCAD SHX Text

SMOOTH WRAP AROUND

AutoCAD SHX Text

1" (TYP.)

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CHAMFER * 1" x 45^ (TERMINATE WELDS 1/4" SHORT OF CHAMFER)

AutoCAD SHX Text

P

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L

7

SIGN PANEL SUPPORT BEAM DETAILS

RECOMMENDED:

APPROVED:


CHIEF ENGINEER

TURN-

PIKE

PENNA

DATE:

OF


STANDARD DRAWING

DRAWING TYPE:

FILE NAME:

SHEET

PTS-740-07.DWG

8


FOR STATIC PANELS

OCTOBER 2015

5A

PTS-740

OCTOBER 14, 2015

OCTOBER 14, 2015

AutoCAD SHX Text

DISTANCE

AutoCAD SHX Text

8"

AutoCAD SHX Text

10"

AutoCAD SHX Text

20"

AutoCAD SHX Text

24"

AutoCAD SHX Text

"X"

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"Y"

AutoCAD SHX Text

PIPE OUTSIDE DIAMETER

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DETAIL A

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1/4

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TYP.

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SEE DETAIL A

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60°

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"Y"

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"X"

AutoCAD SHX Text

4"

AutoCAD SHX Text

4"

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"X"

AutoCAD SHX Text

MAIN SIGN PANEL DEPTH/2

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MAIN SIGN PANEL DEPTH/2

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1/4

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1/2" CLR.

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SYMMETRICAL ABOUT

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MAST ARM

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1 1/2" (TYP.)

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SYMMETRICAL ABOUT

AutoCAD SHX Text

MAST ARM

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1/8"

AutoCAD SHX Text

CLR.

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28"

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24"

AutoCAD SHX Text

WT5X24.5

AutoCAD SHX Text

%%uNOTES%%u

AutoCAD SHX Text

SUPPORT BEAM TO MAST ARM CONNECTION DETAILS

AutoCAD SHX Text

SINGLE SIGN PANEL PLAN

AutoCAD SHX Text

SINGLE SIGN PANEL SECTION

AutoCAD SHX Text

BACK-TO-BACK SIGN PANEL SECTION

AutoCAD SHX Text

BACK-TO-BACK SIGN PANEL PLAN

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(SEE NOTE 2)

AutoCAD SHX Text

(SEE NOTE 2)

AutoCAD SHX Text

3/4" x 3/4" CONTINUOUS BAR BETWEEN ALL SPLICE PLATES OR BETWEEN SPLICE PLATE AND END OF MAST ARM

AutoCAD SHX Text

1 11/16"

AutoCAD SHX Text

1 11/16"

AutoCAD SHX Text

1 3/4"

AutoCAD SHX Text

3/8" SHEAR PLATE (CUT TO FIT MAST ARM, 4 PER SUPPORT BEAM)

AutoCAD SHX Text

5/8" DIA. ROD WITH LOCK NUTS AND WASHERS (4 RODS PER ASSY.)

AutoCAD SHX Text

5/8" DIA. U-BOLT (TYP.)

AutoCAD SHX Text

1 3/4"

AutoCAD SHX Text

WT5X24.5

AutoCAD SHX Text

WT5X24.5

AutoCAD SHX Text

5/8" DIA. ROD (TYP.)

AutoCAD SHX Text

W8X15 SUPPORT BEAM (COPE FLANGE AS SHOWN)

AutoCAD SHX Text

5/8" DIA. U-BOLT WITH LOCK NUTS AND WASHERS (2 PER ASSY.)

AutoCAD SHX Text

SINGLE SIGN PANEL PLAN

AutoCAD SHX Text

SINGLE SIGN PANEL ELEVATION

AutoCAD SHX Text

SUPPORT BEAM TO MAST CONNECTION DETAILS

AutoCAD SHX Text

W8X15 SUPPORT BEAM (TYP.)

AutoCAD SHX Text

60°

AutoCAD SHX Text

"Y"

AutoCAD SHX Text

"X"

AutoCAD SHX Text

4"

AutoCAD SHX Text

4"

AutoCAD SHX Text

"X"

AutoCAD SHX Text

1 11/16"

AutoCAD SHX Text

1 11/16"

AutoCAD SHX Text

1 3/4"

AutoCAD SHX Text

VARIES

AutoCAD SHX Text

VARIES

AutoCAD SHX Text

1/4

AutoCAD SHX Text


AutoCAD SHX Text

SEE DETAIL A

AutoCAD SHX Text

SINGLE SIGN PANEL SECTION

AutoCAD SHX Text

5" (TYP.)

AutoCAD SHX Text

(SUPPORT BEAM NOT SHOWN IN PLAN AND ELEVATION VIEWS FOR CLARITY)

AutoCAD SHX Text

(FOR DETAILS NOT SHOWN OR NOTED, SEE SUPPORT BEAM TO MAST ARM CONNECTION DETAILS)

AutoCAD SHX Text

4 1/2" x 3/8" PLATE (ORIENT TRUE VERTICAL)

AutoCAD SHX Text

10" x 1/2" PLATE (ORIENT NORMAL TO MAST)

AutoCAD SHX Text

1/2" CLR.

AutoCAD SHX Text

1/4

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

3/8" SHEAR PLATE (TYP.)

AutoCAD SHX Text

3/4" DIA. H.S.BOLTS (TYP.)

AutoCAD SHX Text

SEE DETAIL A (TYP.)

AutoCAD SHX Text

MAST ARM WALL

AutoCAD SHX Text

3/8" x 3/8" CHAMFER

AutoCAD SHX Text


AutoCAD SHX Text

3/8" SHEAR PLATE

AutoCAD SHX Text

3/8" SHEAR PLATE

AutoCAD SHX Text


AutoCAD SHX Text


AutoCAD SHX Text

13/16" GAP

AutoCAD SHX Text


AutoCAD SHX Text

DOUBLE U-BOLT

AutoCAD SHX Text

SINGLE U-BOLT

AutoCAD SHX Text

8.0°

AutoCAD SHX Text

MAX.

AutoCAD SHX Text

8.0°

AutoCAD SHX Text

MIN.

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C MAST ARM

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C MAST

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C ROD & PLATE (TYP.)

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3/4" x 3/4" CONTINUOUS BAR EXTEND FROM SPLICE PLATE TO 1'-0" PAST CENTERLINE OF CONNECTION (SEE NOTE 5)

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3/4" x 3/4" CONTINUOUS BAR (SEE NOTE 5)

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3/4" x 3/4" CONTINUOUS BAR EXTEND FROM SPLICE PLATE TO 1'-0" PAST CENTERLINE OF CONNECTION (SEE NOTE 5)

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1. FOR GENERAL NOTES, SEE SHEET 1. 2. FOR DETAILS NOT SHOWN OR NOTED, SEE SINGLE SIGN PANEL SUPPORT DETAILS. 3. FOR DETAILS OF SIGN PANELS, SEE PENNDOT STANDARD TC-8701E. 4. LOCATE SUPPORT BEAMS TO AVOID END AND SPLICE CONNECTIONS. MAXIMUM SPACING = 5'-0". MAXIMUM DISTANCE TO PANEL EDGE = 2'-6". 5. PROVIDE BAR IN SINGLE OR MULTIPLE PIECES. MAINTAIN 1'-0" MIN. FROM JOINT(S) TO CONNECTION.

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C MAST

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C MAST

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5/8" DIA. U-BOLT

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C CONNECTION & U-BOLT

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C U-BOLT (TYP.)

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C PLATE

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C PLATE

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C CONNECTION

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C CONNECTION & U-BOLT

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L

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L

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L

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L

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C 3/4" H.S.

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L

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BOLTS

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C U-BOLT &

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L

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PLATE (TYP.)

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C MAST ARM

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L

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C MAST ARM

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L

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L

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C MAST ARM

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L

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L

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L

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L

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L

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L

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L

8

FOUNDATION TABLES & DETAILS

RECOMMENDED:

APPROVED:


CHIEF ENGINEER

TURN-

PIKE

PENNA

DATE:

OF


STANDARD DRAWING

DRAWING TYPE:

FILE NAME:

SHEET

PTS-740-8.DWG

8


FOR STATIC PANELS

OCTOBER 2015

5A

PTS-740

OCTOBER 14, 2015

OCTOBER 14, 2015

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2 BUNDLED TIES

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ELEVATION

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PAVEMENT DEPTH

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SPAN (FEET)

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NO.

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SIZE

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PANEL AREA (S.F.)

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MAX. GROUND SLOPE

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60

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NO. 8

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23.0

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1,040

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EQUALLY SPACED VERTICAL REINF.

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NO. 4 TIES (TYP.)

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(SEE ROADSIDE INSTALLATION FOR ADDITIONAL INFORMATION)

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CAISSON FOUNDATION DETAILS ROADSIDE INSTALLATION

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SET TOP OF CAISSON A MINIMUM OF 6" ABOVE ADJACENT FINISHED GROUND ELEVATION.

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MAST

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BASE PLATE

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PLAN

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CAISSON EMBEDMENT

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%%uNOTES%%u

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#4 TIES @ 12"

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CONSTR. JT.

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CAISSON DIAMETER "D"

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CAISSON DIAMETER "D"

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D/2

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BARRIER

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SEE GENERAL NOTES, CANTILEVER DETAILS, AND FRAME DETAILS FOR ANCHOR BOLT INFORMATION.

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SHAFT DIAMETER (INCHES)

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EMBEDMENT (FEET)

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BELL DIAMETER (INCHES)

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SHAFT DIAMETER

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3"

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CLR.

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6"

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8-#4 TIES @ 6"

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1'-0"

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3"

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3"

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EMBEDMENT

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BELL HEIGHT (SEE NOTE 4)

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60 DEGREES

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SOCKET HEIGHT (SEE NOTE 4)

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BELL DIAMETER

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24.0

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25.0

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25.5

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19.5

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20.0

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21.5

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-

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SOIL

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C

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G

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NO. 8

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NO. 8

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54

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54

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NO. 8

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54

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NO. 8

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NO. 8

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NO. 8

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NO. 8

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NO. 8

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NO. 8

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NO. 8

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NO. 8

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760

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440

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1,000

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880

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600

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360

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80

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1,000

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740

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520

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280

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100

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1,000

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800

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520

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360

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120

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1,000

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840

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600

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420

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300

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1,000

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140

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160

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720

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420

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300

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750

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600

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450

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300

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600

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450

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300

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180

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200

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23.0

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24.0

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24.5

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18.5

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19.0

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21.0

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C

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G

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19.0

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19.5

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20.0

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16.0

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16.5

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18.0

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-

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C

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G

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25.5

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26.5

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27.5

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22.5

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-

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C

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G

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25.5

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27.5

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29.0

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20.5

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21.0

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22.5

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C

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G

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22.5

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23.5

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24.5

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18.5

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19.0

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21.0

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C

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G

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18.5

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19.5

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16.0

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16.5

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18.0

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C

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G

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27.5

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30.0

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32.0

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22.5

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23.0

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24.0

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C

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25.0

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27.0

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29.0

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20.5

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21.0

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22.5

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C

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G

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23.0

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24.0

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24.5

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18.5

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19.0

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21.0

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C

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G

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17.5

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18.5

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19.0

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15.5

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16.0

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17.0

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C

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G

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30.5

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34.0

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35.5

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24.0

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24.0

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26.0

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C

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G

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29.0

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32.0

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34.0

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22.5

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22.5

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25.0

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C

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G

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24.5

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28.5

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20.0

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22.0

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C

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20.5

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22.0

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17.5

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18.0

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C

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G

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32.0

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35.5

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37.5

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24.5

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26.5

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C

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G

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28.0

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31.0

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33.0

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22.0

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22.0

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24.0

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C

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G

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24.0

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26.0

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28.0

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19.5

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20.0

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22.0

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C

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G

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20.5

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21.5

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22.0

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17.0

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17.5

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19.5

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48

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48

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54

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48

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48

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54

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60

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-

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-

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-

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-

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-

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-

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60

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-

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-

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-

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-

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66

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-

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60

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-

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54

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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22.0

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16

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12

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16

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19

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20

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12

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16

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19

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22

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14

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17

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21

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24

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14

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16

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20

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24

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18.5

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24.5

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24.5

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21.0

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22.0

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22.0

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18.0

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17.5

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22.0

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48

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48

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24.5

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60

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26.5

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48

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20.0

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48

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23.5

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27.5

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60

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29.5

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48

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20.0

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48

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23.5

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27.0

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60

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30.5

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SPAN (FEET)

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NO.

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SIZE

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PANEL AREA (S.F.)

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MAX. GROUND SLOPE

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8 : 1

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4 : 1

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2 : 1

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1.5 : 1

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NO. 8

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EMBEDMENT (FEET)

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-

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SOIL

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C

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G

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NO. 8

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NO. 8

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NO. 8

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NO. 8

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NO. 8

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NO. 8

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540

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400

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460

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350

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250

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27

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25.0

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26.0

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26.5

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22.5

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24.0

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60

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60

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60

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48

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48

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54

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54

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-

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-

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-

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-

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-

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-

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24.5

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22.0

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38

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680

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250

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30.0

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27.5

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27.0

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CAISSON COMPONENT SELECTION TABLE CANTILEVER STRUCTURES

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24.5

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60

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72

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33.0

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34.5

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38.0

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40.5

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26.0

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28.0

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48

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21.5

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22.0

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23.5

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24.0

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18.0

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18.5

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20.5

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48

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54

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25.5

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26.5

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29.5

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31.5

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20.5

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21.0

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23.5

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54

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72

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33.5

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35.5

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40.0

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42.5

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25.5

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26.0

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28.5

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66

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78

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36.5

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38.5

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42.5

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45.0

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28.0

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28.0

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30.0

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66

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48

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60

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25.5

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27.0

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32.0

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20.5

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21.0

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23.5

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54

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66

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29.5

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31.5

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37.0

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23.5

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23.5

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26.0

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60

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34.5

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36.5

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41.0

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43.5

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26.5

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26.5

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29.0

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78

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36.5

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39.0

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28.0

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60

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66

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72

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32.5

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34.5

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38.5

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41.0

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25.5

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25.5

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27.5

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78

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84

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40.5

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43.0

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47.5

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50.0

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30.5

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31.0

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32.0

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35

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25

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27

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22

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27

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18

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13

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18.0

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17.5

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19.0

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19.0

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20.5

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21.0

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18.5

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24.5

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31.5

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25.0

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25.0

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23

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20

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17

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14

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17

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12

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-

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-

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-

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20.0

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-

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-

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-

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-

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-

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-

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-

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25.5

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-

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-

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18

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72

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35.0

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30.0

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25.5

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26.5

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29.5

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31.5

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21.5

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22.0

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23.5

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19

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21.0

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CAISSON BELOW

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3/4" EXPANSION JOINT FILLER

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MAST

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CONSTR. JT.

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TIES

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VERTICAL REINFORCEMENT

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BASE PLATE

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CAISSON FOUNDATION DETAILS MEDIAN BARRIER INSTALLATION

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SPAN (FEET)

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NO.

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SIZE

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PANEL AREA (S.F.)

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MAX. GROUND SLOPE

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NO. 8

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EMBEDMENT (FEET)

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-

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SOIL

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C

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G

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NO. 8

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NO. 8

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NO. 8

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G

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G

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CAISSON COMPONENT SELECTION TABLE FRAME STRUCTURES

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60

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1,040

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48

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24.0

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25.0

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27.0

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28.5

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20.5

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80

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880

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48

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25.5

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1,000

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48

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100

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48

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48

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740

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31.5

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29.5

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54

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23.5

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18

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19

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20

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19

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22

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15

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8:1

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4:1

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2:1

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1.5:1

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VERT. REINF.

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VERT. REINF.

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VERT. REINF.

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8:1

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4:1

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2:1

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BASE P

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D/2

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%%uCAISSON COMPONENT NOTES%%u

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1. C = COHESIVE SOIL G = GRANULAR SOIL 2. FOR SOIL DESCRIPTIONS, SEE DESIGN NOTES ON SHEET 1.

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CAISSON DRILLING AND INSTALLATION NOTES

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OPTIONAL CAISSON COMPONENT SELECTION TABLE FRAME STRUCTURES - MEDIAN BARRIER INSTALLATION

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1. CONTACT THE REPRESENTATIVE IF ANY OF THE FOLLOWING SOIL CONDITIONS ARE ENCOUNTERED DURING DRILLING: A)THE SOIL HAS A HIGH ORGANIC THE SOIL HAS A HIGH ORGANIC CONTENT OR CONSISTS OF SATURATED SILT AND CLAY. B)THE SITE WILL NOT SUPPORT THE THE SITE WILL NOT SUPPORT THE WEIGHT OF THE DRILLING RIG. C)THE FOUNDATION SOILS ARE NOT THE FOUNDATION SOILS ARE NOT HOMOGENEOUS. D)FIRM BEDROCK IS ENCOUNTERED. FIRM BEDROCK IS ENCOUNTERED. 2. CONSTRUCT CAISSONS AGAINST UNDISTURBED EARTH OR IN PROPERLY COMPACTED EMBANKMENT. 3. SUBMIT AN AS-BUILT SURVEY OF EACH CAISSON FOUNDATION TO THE REPRESENTATIVE THAT IDENTIFIES ANCHOR BOLT LOCATION, ANCHOR BOLT ORIENTATION, DISTANCE BETWEEN ANCHOR BOLT GROUPS (FOR FRAME STRUCTURES), TOP OF ANCHOR BOLT ELEVATIONS, TOP OF CAISSON ELEVATIONS, AND ADJACENT FINISHED GROUND ELEVATIONS. INCLUDE A COPY OF THE SURVEY NOTES. RECONCILE ANY DIFFERENCES BETWEEN SURVEY INFORMATION AND DATA ON THE APPROVED SHOP DRAWINGS. SUBMIT ALL PROPOSED ADJUSTMENTS OR MODIFICATIONS TO THE REPRESENTATIVE FOR APPROVAL. 4. SUBMIT PROPOSED DRILLING EQUIPMENT TO THE REPRESENTATIVE FOR APPROVAL AND INCLUDE SOCKET AND BELL DIMENSIONS WHEN UTILIZED.

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30 BAR DIA MIN. LAP (ALTERNATE LOCATIONS)

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(SEE NOTE 4)

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D/2

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BARRIER TRANSITION

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TYP. MEDIAN BARRIER

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L

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SYMMETRICAL

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ABOUT C

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GENERAL NOTES

1

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DATE:

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12


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PTS-750

FOR DYNAMIC MESSAGE SIGNS

OCTOBER 2015

TURN

OCTOBER 14, 2015

OCTOBER 14, 2015

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%%uDESIGN%%U

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%%uCONSTRUCTION%%U

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%%uINDEX OF SHEETS%%U

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(30'-0" MAX.)

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TOP OF CAISSON

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SIGN STRUCTURE SPAN

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(160'-0" MAX.)

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DMS FRAME STRUCTURE

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%%uMATERIAL%%U

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DMS HEIGHT

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DMS LENGTH

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MINIMUM VERTICAL CLEARANCE

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18'-6"

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LADDER

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LADDER CAGE

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WALKWAY

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WALKWAY SUPPORT

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MAST

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7'-0" MIN. 8'-0" MAX.

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3'-6"

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MIN.

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%%uFABRICATION%%U

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1. GENERAL NOTES 2. FRAME DETAILS 3. FRAME TABLES 4. MAST & MAST ARM DETAILS 5. DMS SUPPORT BEAM DETAILS 1 6. DMS SUPPORT BEAM DETAILS 2 7. WALKWAY DETAILS 1 8. WALKWAY DETAILS 2 9. WALKWAY SUPPORT DETAILS 10. LADDER SUPPORT DETAILS 11. MISCELLANEOUS DETAILS 12. FOUNDATION TABLES & DETAILS

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1. USE TEMPLATES TO ACCURATELY SET BASE PLATE ANCHOR BOLTS TO CORRECT ELEVATION AND ALIGNMENT. SECURELY BRACE ANCHOR BOLTS AGAINST DISPLACEMENT BEFORE CAISSON CONCRETE IS PLACED AND DURING CONCRETE CURING. 2. ERECT SIGN STRUCTURE ONLY AFTER CAISSON CONCRETE MEETS 7 DAY STRENGTH REQUIREMENTS. 3. TEMPORARILY SUPPORT MAST ARMS TO RELIEVE LOAD FROM THE SPLICES WHILE HIGH-STRENGTH BOLTS ARE BEING TIGHTENED IN ORDER TO FIRMLY SEAT THE CONNECTION PLATES. 4. GROUT IS NOT REQUIRED BETWEEN BASE PLATE AND CONCRETE CAISSON. 5. TIGHTEN UPPER ANCHOR BOLT NUTS USING TURN-OF-NUT METHOD (ADDITIONAL 1/4 TURN AFTER SNUG TIGHT). 6. PROVIDE A SPACE OF 4'-0" OR MORE, BETWEEN ADJACENT DMS WHEN PRESENT. 7. FOR CAISSON INFORMATION, SEE SHEET 12. 8. FOR SUPPORT BEAM ATTACHMENT DETAILS, SEE SHEETS 5 AND 6. 9. SEAL BASE PLATE TO FOUNDATION GAP WITH GALVANIZED STEEL SCREEN, 1/2" BY 1/2" MESH AND 0.063" DIAMETER WIRES. SCREEN IS TO PREVENT ENTRY OF RODENTS WHILE PERMITTING DRAINAGE. SCREEN IS TO BE REMOVABLE AND ATTACHED TO BASE PLATE WITH STAINLESS STEEL HARDWARE.

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1. PROVIDE MATERIALS AND WORKMANSHIP IN ACCORDANCE WITH THE PENNSYLVANIA DEPARTMENT OF TRANSPORTATION SPECIFICATIONS PUBLICATION 408, THE PENNSYLVANIA TURNPIKE COMMISSION SPECIFICATIONS, THE AASHTO/AWS/D1.5M/D1.5:2008 BRIDGE WELDING CODE, AND THE CONTRACT SPECIAL PROVISIONS. USE ANSI/AWS/D1.1/D1.1M-2008 FOR WELDING NOT COVERED IN AASHTO/AWS/D1.5M/D1.5:2008. 2. PROVIDE STRUCTURAL STEEL CONFORMING TO AASHTO M270, GRADE 36 OR GREATER (ASTM A709, GRADE 36 OR GREATER) DESIGNATION EXCEPT WHEN NOTED OTHERWISE. 3. PROVIDE WELDED OR SEAMLESS STEEL PIPE CONFORMING TO ASTM A53, GRADE B. 4. PROVIDE HIGH-STRENGTH STEEL BOLTS CONFORMING TO AASHTO M164 (ASTM A325). PROVIDE ANCHOR BOLTS CONFORMING TO ASTM F1554, GRADE 55. PROVIDE U-BOLTS CONFORMING TO ASTM A449. MECHANICALLY GALVANIZE ALL BOLTS (EXCEPT ANCHOR BOLTS), NUTS AND WASHERS. EITHER MECHANICALLY OR HOT-DIP GALVANIZE ALL ANCHOR BOLTS IN ACCORDANCE WITH FABRICATION NOTE 7 ON THIS SHEET. 5. PROVIDE GRADE 60 REINFORCEMENT STEEL BARS THAT MEET THE REQUIREMENTS OF ASTM-A615 OR ASTM-A706. DO NOT WELD REINFORCEMENT BARS. 6. USE CLASS A CONCRETE IN CAISSON FOUNDATIONS. 7. CHARPY V-NOTCH TESTING IS REQUIRED ON ALL STEEL PLATES AND PIPES OVER 1/2" THICK. PROVIDE STEEL CONFORMING TO THE CHARPY V-NOTCH REQUIREMENTS FOR ZONE 2, NON FRACTURE CRITICAL AS GIVEN IN THE AASHTO MATERIAL SPECIFICATIONS. 8. PROVIDE STRUCTURAL STEEL LADDERS AND LADDER CAGES THAT MEET OR EXCEED APPLICABLE ASTM REQUIREMENTS AND OSHA STANDARD 1910.27, INCLUDING DISTANCE FROM GROUNDLINE TO FIRST LADDER RUNG. 9. INCLUDE ANTI-CLIMB SIDE EXIT LADDER CAGE WITH A LOCKABLE SECURITY GATE.

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1. SPECIFICATIONS: "AASHTO 6TH EDITION STANDARD SPECIFICATIONS FOR STRUCTURAL SUPPORTS FOR HIGHWAY SIGNS, LUMINAIRES AND TRAFFIC SIGNALS" (2013) AND "AASHTO 17TH EDITION STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES" (2004). 2. ALL DIMENSIONS ARE IN US CUSTOMARY UNITS. 3. LIVE LOAD: SINGLE 500 LB LOAD DISTRIBUTED OVER 2 FT. APPLIED TO WALKWAY ONLY. 4. WIND LOADS ARE BASED ON 90 MPH VELOCITY. 5. FATIGUE CRITERIA: A) INFINITE LIFE B) IMPORTANCE FACTOR = 1.0 C) NATURAL WIND & TRUCK-INDUCED GUST LOADINGS 6. DMS HEIGHT = 8'-0", DMS LENGTH = 25'-0", DMS WEIGHT: 3,400 POUNDS. ONE DMS FOR SIGN STRUCTURE SPAN 60' & 80'. TWO DMS FOR SIGN STRUCTURE SPAN 100' THROUGH 160' (ONE NEAR SIDE, ONE FAR SIDE). 7. CAISSON FOUNDATIONS ARE BASED ON A MAXIMUM 1/2" LATERAL DEFLECTION AT TOP OF CAISSON AND ON THE FOLLOWING SOIL PARAMETERS: A) LOOSE GRANULAR SOIL WITH 100 PCF UNIT WEIGHT, 28 DEGREE INTERNAL FRICTION ANGLE, 0 PSF COHESION, AND 25 PCI MODULUS OF SUBGRADE REACTION. B) SOFT COHESIVE SOIL WITH 100 PCF UNIT WEIGHT, 0 DEGREE INTERNAL FRICTION ANGLE, 800 PSF COHESION, 200 PCI MODULUS OF SUBGRADE REACTION, AND 0.02 E50 STRAIN. 8. BORINGS AND TEST RESULTS ARE REQUIRED AT EACH FOUNDATION LOCATION TO VERIFY THAT SOIL PARAMETERS FALL BETWEEN THOSE USED FOR THIS STANDARD. 9. CAISSON SELECTION TABLES ON SHEET 12 CANNOT BE USED IF SITE SPECIFIC SOIL PARAMETERS ARE OUTSIDE THOSE USED FOR THIS STANDARD. IN THIS CASE, PROVIDE FOUNDATION DESIGN USING ACTUAL SOIL PARAMETERS. 10. OBTAIN APPROVAL FROM PENNSYLVANIA TURNPIKE COMMISSION FOR SPAN LENGTH GREATER THAN 140'.

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1. POSITION ALL DMS SO EQUAL HEIGHT IS ABOVE AND BELOW MAST ARM CENTERLINE. OBTAIN PERMISSION FROM THE REPRESENTATIVE PRIOR TO POSITIONING DMS IN ANY OTHER MANNER. 2. CONSTRUCT SIGN STRUCTURES TRUE TO DIMENSION, FREE FROM KINKS, TWISTS OR BENDS, AND UNIFORM IN APPEARANCE. ASSEMBLE COMPLETED SECTIONS IN THE SHOP AND CHECK FOR STRAIGHTNESS, ALIGNMENT, DIMENSION, AND UNIFORM CONTACT BETWEEN SPLICE PLATES. CORRECT ANY VARIATIONS TO THE SATISFACTION OF THE REPRESENTATIVE. 3. FORM MASTS FOR SIGN STRUCTURES TO THE RADII SHOWN ON THE PLANS IN ACCORDANCE WITH THE TUBE AND PIPE ASSOCIATION INTERNATIONAL RECOMMENDED STANDARDS FOR INDUCTION BENDING OF PIPE AND TUBE (TPA-IBS-98). 4. AFFIX CLIPS, EYES, OR REMOVABLE BRACKETS TO ALL MASTS AND MAST ARMS, AS NECESSARY, TO SECURE THE SIGN STRUCTURE DURING SHIPPING AND FOR LIFTING AND MOVING DURING ERECTION. THIS IS TO PREVENT DAMAGE TO THE FINISHED GALVANIZED OR PAINTED SURFACES. REMOVE BRACKETS ON SIGN STRUCTURES AFTER ERECTION. INCLUDE DETAILS OF SUCH DEVICES ON THE SHOP DRAWINGS. 5. FABRICATE ALL SIGN STRUCTURES INTO THE LARGEST PRACTICAL SECTIONS PRIOR TO GALVANIZING. SUBMIT SPLICE LOCATIONS TO THE REPRESENTATIVE FOR APPROVAL. DO NOT COMMENCE FABRICATION UNTIL SUCH SPLICE LOCATIONS ARE APPROVED. 6. GRIND ALL AREAS TO BE WELDED TO BRIGHT METAL. BUTT WELD SPLICES ARE NOT PERMITTED, UNLESS SHOWN ON THE PLANS. COMPLETE ALL WELDING AND REQUIRED TESTING BEFORE ANY MATERIAL IS GALVANIZED. NON-DESTRUCTIVELY TEST ALL CIRCUMFERENTIAL AND STIFFENER WELDS USING THE METHODS AND PROCEDURES IN ACCORDANCE WITH SECTION 948. THE ACCEPTABLE CRITERIA ARE STATED IN TABLE 6.1 OF ANSI/AWS D1.1/D1.1M. PROVIDE FULL PENETRATION GROOVE WELDS FOR ALL LONGITUDINAL WELDS WITHIN 6" OF A FULL PENETRATION CIRCUMFERENTIAL GROOVE WELD AND INSPECT AS SPECIFIED ABOVE. MINIMIZE UNDERCUT. UNDERCUT GREATER THAN 0.01" IS NOT PERMITTED. 7. HOT-DIP GALVANIZE ALL COMPONENTS (EXCEPT REINFORCEMENT BARS, ALUMINUM, AND NON-FERROUS INCIDENTALS) AFTER FABRICATION PER ASTM A123 OR ASTM A153, AS APPROPRIATE. PROVIDE POLYESTER POWDER COATING OR AN EPOXY/URETHANE PAINT OVER ALL GALVANIZED STRUCTURAL STEEL AS PER SPECIAL PROVISIONS. 8. PROVIDE STIFFENERS AS INDICATED IN CONNECTION COMPONENT SELECTION TABLES. 9. COORDINATION IS REQUIRED BETWEEN MAST TO BASE PLATE STIFFENERS, LOWERMOST LADDER SUPPORT, AND DMS CONTROL CABINET AND HANDHOLE.

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C

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FRAME DETAILS

2

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CHIEF ENGINEER

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DATE:

OF


STANDARD DRAWING

DRAWING TYPE:

FILE NAME:

SHEET 12


5A

PTS-750


OCTOBER 2015

TURN

PTS750-2.DWG

OCTOBER 14, 2015

OCTOBER 14, 2015

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%%uNOTES%%U

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"X"

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"X"

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"Y"

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1/4 POINT

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1/2 POINT

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3/4 POINT

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CAMBER LINE

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PROFILE LINE

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100

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120

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140

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160

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SPAN

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X

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Y

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(FEET)

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(INCHES)

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(INCHES)

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60

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80

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TOP OF CAISSON

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SIGN STRUCTURE SPAN

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(160'-0" MAX.)

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ELEVATION

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1 1/2 (MIN.)

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1

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1

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6" MIN.

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CAISSON SHAFT DIAMETER

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CAISSON LENGTH

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CAISSON BELL

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DIAMETER

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(30'-0" MAX.)

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10'-0"

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(TYP.)

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TOTAL LENGTH OF MAST ARM

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END CONNECTION (SEE NOTE 2 & 5)

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R=10'-0" (TYP.)

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OPTIONAL SHOP CONNECTION (SEE NOTE 2)

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} MAST & CAISSON

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} MAST & CAISSON

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MAST (SEE NOTE 5)

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BASE CONNECTION (SEE NOTE 2 & 5)

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SPLICE CONNECTION (SEE NOTE 2 & 6)

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MAST ARM CAMBER DIAGRAM

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MAST ARM CAMBER

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3

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DMS LENGTH

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DMS HEIGHT

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DMS SUPPORT BEAM

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18'-6" MINIMUM

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VERTICAL CLEARANCE

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DIFFERENCE IN

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TOP OF CAISSONS (5'-0" MAX.)

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1. FOR GENERAL NOTES, SEE SHEET 1. 2. FOR BASE, END, SPLICE AND SHOP CONNECTION DETAILS, SEE SHEET 4. 3. PRIOR TO ERECTION, DEMONSTRATE TO THE REPRESENTATIVE BY PREASSEMBLY OR OTHER APPROVED METHOD THAT FRAME STRUCTURE LENGTH IN A NO-LOAD CONDITION MATCHES FIELD MEASURED CAISSON SPACING WITHIN 1/2". 4. ADEQUATELY SUSPEND/SUPPORT FRAME STRUCTURES TO AVOID DISTORTIONS OR CHANGES IN SPAN LENGTH IF ERECTED ONTO FOUNDATIONS AS ONE UNIT. 5. FOR MAST, BASE CONNECTION AND END CONNECTION COMPONENT SELECTION TABLE, SEE SHEET 3. 6. FOR MAST ARM & SPLICE CONNECTION COMPONENT SELECTION TABLE, AND MAST ARM SEGMENT ARRANGEMENT TABLE, SEE SHEET 3. 7. CAMBER REPRESENTS MAXIMUM DEAD LOAD DEFLECTION BETWEEN END CONNECTIONS, AND SPAN EQUALS DISTANCE BETWEEN MASTS. 8. WALKWAY AND LADDER NOT SHOWN.

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1/4

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2 1/4

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4 3/4

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6 1/4

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3/8

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3

FRAME TABLES

RECOMMENDED:

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DATE:

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STANDARD DRAWING

DRAWING TYPE:

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SHEET 12


5A

PTS-750


OCTOBER 2015

TURN

PTS750-3.DWG

OCTOBER 14, 2015

OCTOBER 14, 2015

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%%uNOTES%%U

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60

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80

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SPAN (FEET)

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MAST

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THICKNESS (INCHES)

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DIAMETER (INCHES)

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ANCHOR BOLTS

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CIRCLE (INCHES)

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THICKNESS (INCHES)

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DIAMETER (INCHES)

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BASE PLATE

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NO.

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WIDTH (INCHES)

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NO.

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STIFFENERS

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HEIGHT (INCHES)

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100

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120

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140

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160

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WELD (INCHES)

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1.

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-

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-

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-

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SPAN (FEET)

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DIAMETER (INCHES)

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CIRCLE (INCHES)

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THICKNESS (INCHES)

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DIAMETER (INCHES)

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NO.

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WIDTH (INCHES)

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NO.

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STIFFENERS

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THICKNESS (INCHES)

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HEIGHT (INCHES)

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H.S. BOLTS

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SPLICE PLATE

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80

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100

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120

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140

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160

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WELD (INCHES)

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DIAMETER (INCHES)

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NO.

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WIDTH (INCHES)

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NO.

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STIFFENERS

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THICKNESS (INCHES)

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HEIGHT (INCHES)

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H.S. BOLTS

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SPLICE PLATE

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WELD (INCHES)

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SEGMENT

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ARRANGEMENT

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SEGMENT

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ARRANGEMENT

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USING MAXIMUM LENGTH OF MAST ARM SEGMENTS

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USING MINIMUM LENGTH OF MAST ARM SEGMENTS

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MAST ARM & SPLICE CONNECTION COMPONENT SELECTION TABLE

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THICKNESS (INCHES)

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DIAMETER (INCHES)

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MAST ARM

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DIAMETER (INCHES)

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MAST ARM

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SPAN (FEET)

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B

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A

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ARRANGEMENT

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C

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MAST ARM SEGMENT ARRANGEMENT TABLE

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1

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-

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-

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-

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-

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SPAN (FEET)

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DIAMETER (INCHES)

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CIRCLE (INCHES)

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THICKNESS (INCHES)

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DIAMETER (INCHES)

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NO.

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WIDTH (INCHES)

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NO.

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STIFFENERS

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THICKNESS (INCHES)

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HEIGHT (INCHES)

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H.S. BOLTS

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SPLICE PLATE

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-

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-

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80

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-

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100

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120

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140

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160

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60

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-

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-

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-

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WELD (INCHES)

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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THICKNESS (INCHES)

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DIAMETER (INCHES)

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WIDTH (INCHES)

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NO.

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STIFFENERS

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THICKNESS (INCHES)

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HEIGHT (INCHES)

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SPLICE PLATE

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-

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-

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-

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-

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-

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-

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WELD (INCHES)

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-

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-

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-

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-

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-

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-

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-

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SPAN (FEET)

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END CONNECTION COMPONENT SELECTION TABLE

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MAST SIDE

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MAST ARM SIDE

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-

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-

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-

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-

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60

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60

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24

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1.219 (SCH. 80)

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12

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12

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14

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30

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-

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-

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-

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-

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-

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160

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60

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80

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100

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120

AutoCAD SHX Text

140

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80

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100

AutoCAD SHX Text

120

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140

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160

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24

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D

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12

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37

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24

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E

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14

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20

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20

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20

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24

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24

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0.375 (SCH. 20)

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0.375 (SCH. 20)

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0.594 (SCH. 40)

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10

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12

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12

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12

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12

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2

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2

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26

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26

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27

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32

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32

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39

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39

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2

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12

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12

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12

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-

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-

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-

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5

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-

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-

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19

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21

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-

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-

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8

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8

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8

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10

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12

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1

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1

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34

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29

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27

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27

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2

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2

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2

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2

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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34

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29

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27

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27

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2

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2

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2

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2

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-

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-

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-

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-

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-

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-

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-

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20

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20

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20

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24

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24

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0.375 (SCH. 20)

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0.375 (SCH. 20)

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0.375 (SCH. 20)

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0.375 (SCH. 20)

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B

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B

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B

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C

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C

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8

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10

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10

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10

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12

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1

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1

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29

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27

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27

AutoCAD SHX Text

29

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33

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2

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2

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2

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2

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2

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-

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-

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-

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-

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-

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12

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-

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-

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-

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-

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-

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4

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15

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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20

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20

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24

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24

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-

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0.375 (SCH. 20)

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0.375 (SCH. 20)

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0.375 (SCH. 20)

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D

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D

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C

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C

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-

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8

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8

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10

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14

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1

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-

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-

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-

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29

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29

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29

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27

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2

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2

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2

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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-

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0.500 (WT. XS)

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0.500 (WT. XS)

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D

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E

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1/4

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1/4

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1/4

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1/4

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1/5

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1/5

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1/5

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1/5

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1/5

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0.500 (WT. XS)

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0.688 (SCH. 40)

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32

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21

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21

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29

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33

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36

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33

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36

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0.969 (SCH. 60)

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30

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0.969 (SCH. 60)

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29

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1 3/4

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1 3/4

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2 1/4

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2 1/2

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32 1/2

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31 1/2

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40 1/2

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33 1/2

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2 7/8

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2 1/8

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2 1/4

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2 1/4

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2 3/8

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3/8

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3/8

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3/8

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3/8

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5 1/2

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5 1/2

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5 1/2

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5/16

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5/16

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5/16

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5/16

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1 1/4

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1 1/4

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1 1/2

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1 3/4

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23 1/2

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23 1/2

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24 1/2

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28 1/2

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2 1/4

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2 3/4

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2 1/8

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2 3/4

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1 1/4

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1 1/4

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1 1/4

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1 3/4

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23 1/2

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23 1/2

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24 1/2

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28 1/2

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33 1/2

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2 1/2

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3/8

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5/16

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1 1/4

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1 1/4

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1 1/4

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1 1/2

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23 1/2

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24 1/2

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33 1/2

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33 1/2

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34 1/2

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2 5/8

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2 1/8

4

MAST & MAST ARM DETAILS

RECOMMENDED:

APPROVED:


CHIEF ENGINEER

PIKE

PENNA

DATE:

OF


STANDARD DRAWING

DRAWING TYPE:

FILE NAME:

SHEET 12


5A

PTS-750


OCTOBER 2015

TURN

PTS750-4.DWG

OCTOBER 14, 2015

OCTOBER 14, 2015

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1" x 1/4" BACKING RING

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CJP

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WELD DETAIL

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SECTION

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ELEVATION

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STIFFENER DETAILS

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THICKNESS

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WIDTH

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WELD

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BASE CONNECTION DETAILS

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SECTION

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ELEVATION

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SECTION

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PIPE TO PLATE CONNECTION DETAIL

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MAST OR MAST ARM

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MAST OR MAST ARM

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SEE "WELD DETAIL"

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MAST

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BASE PLATE (TYP.)

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GALVANIZING DRAIN & VENT HOLE DIAMETER = MAST DIA. - 6" (TYP.)

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GALVANIZING DRAIN & VENT HOLE DIAMETER = MAST ARM DIA. - 6" (TYP.)

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SPLICE PLATE (TYP.)

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HOLE DIAMETER = H.S. BOLT DIA. + 1/16" (TYP.)

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HOLE DIAMETER = ANCHOR BOLT DIA. + 1/4" (TYP.)

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6"

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LONGITUDINAL AXIS OF MAST ARM

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TRANSVERSE AXIS OF MAST ARM

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STIFFENER (TYP.)

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3/16"

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MAST

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G

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OPTIONAL SHOP CONNECTION DETAIL

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3/16"

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1 1/2" X 1/4" BACKING RING

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END CONNECTION DETAILS

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(MAST ARM SPLICE CONNECTION SIMILAR)

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SPLICE PLATE THICKNESS

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MAST

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ELEVATION

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1'-0"

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NOTE: STIFFENERS NOT SHOWN FOR CLARITY

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1"

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5'-0"

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3/4" ANCHOR PLATE, SEE DETAIL

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ANCHOR PLATE DETAIL

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ANCHOR BOLT

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CIRCLE + 7"

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ANCHOR BOLT

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CIRCLE - 7"

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} MAST ARM

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ANCHOR BOLT WITH HEAVY HEX NUTS AND WASHERS (TYP.)

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BASE PLATE

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SEAL WITH GALVANIZED SCREEN

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TYP.

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%%uNOTES%%U

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1. FOR GENERAL NOTES, SEE SHEET 1.

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SPLICE PLATE (TYP.)

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3/4" x 3/4" CONTINUOUS BAR (SEE DETAIL A, SHEET 5)

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1" MAX. CLEAR

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CAULK TOP OF BACKING RING

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TYP.

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SMOOTH WRAP AROUND

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HEIGHT

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1" (TYP.)

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CHAMFER 1" x 45^ (TERMINATE WELDS 1/4" SHORT OF CHAMFER)

5

DMS SUPPORT BEAM DETAILS 1

RECOMMENDED:

APPROVED:


CHIEF ENGINEER

PIKE

PENNA

DATE:

OF


STANDARD DRAWING

DRAWING TYPE:

FILE NAME:

SHEET 12


5A

PTS-750


OCTOBER 2015

TURN

PTS750-5.DWG

OCTOBER 14, 2015

OCTOBER 14, 2015

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DISTANCE

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8"

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10"

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20"

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24"

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"X"

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"Y"

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DETAIL A

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1/4

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TYP.

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SEE DETAIL A

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60°

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"Y"

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"X"

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4"

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4"

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"X"

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1/4

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1/2" CLR.

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SYMMETRICAL ABOUT

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MAST ARM

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1 1/2" (TYP.)

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SYMMETRICAL ABOUT

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MAST ARM

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1/8"

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CLR.

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28"

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24"

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WT5X24.5

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%%uNOTES%%U

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SUPPORT BEAM TO MAST ARM CONNECTION DETAILS

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(SEE NOTE 2)

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1 11/16"

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1 11/16"

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1 3/4"

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3/8" SHEAR PLATE (CUT TO FIT MAST ARM, 4 PER SUPPORT BEAM)

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5/8" DIA. ROD WITH LOCK NUTS AND WASHERS (4 RODS PER ASSY.)

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1 3/4"

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WT5X24.5

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WT5X24.5

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5/8" DIA. ROD (TYP.)

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W8X15 SUPPORT BEAM (COPE FLANGE AS SHOWN)

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5/8" DIA. U-BOLT WITH LOCK NUTS AND WASHERS (2 PER ASSY.)

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SEE DETAIL A (TYP.)

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MAST ARM WALL

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3/8" x 3/8" CHAMFER

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3/8" SHEAR PLATE

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3/8" SHEAR PLATE

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13/16" GAP

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} MAST ARM

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} 3/4" H.S. BOLTS

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} MAST ARM

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} MAST ARM

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} ROD & PLATE (TYP.)

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} MAST ARM

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} U-BOLT & PLATE (TYP.)

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SINGLE DMS SECTION

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BACK-TO-BACK DMS PLAN

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SINGLE DMS PLAN

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BACK-TO-BACK DMS SECTION

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(SEE NOTE 2)

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1. FOR GENERAL NOTES, SEE SHEET 1. 2. FOR DETAILS NOT SHOWN OR NOTED, SEE SINGLE DMS SUPPORT DETAILS. 3. LOCATE SUPPORT BEAMS TO AVOID END AND SPLICE CONNECTIONS. MAXIMUM SPACING = 5'-0". MAXIMUM DISTANCE TO DMS EDGE = 2'-6". 4. PROVIDE BAR IN SINGLE OR MULTIPLE PIECES. MAINTAIN 6" MIN. FROM JOINT(S) TO CONNECTION.

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DMS DEPTH/2

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DMS DEPTH/2

6

DMS SUPPORT BEAM DETAILS 2

RECOMMENDED:

APPROVED:


CHIEF ENGINEER

PIKE

PENNA

DATE:

OF


STANDARD DRAWING

DRAWING TYPE:

FILE NAME:

SHEET 12


5A

PTS-750


OCTOBER 2015

TURN

PTS750-6.DWG

OCTOBER 14, 2015

OCTOBER 14, 2015

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DETAIL A

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1/4

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TYP.

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1/8"

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CLR.

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%%uNOTES%%U

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WT5X24.5

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SUPPORT BEAM TO MAST CONNECTION DETAILS

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60°

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"Y"

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"X"

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4"

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4"

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"X"

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1 11/16"

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1 11/16"

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1 3/4"

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VARIES

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VARIES

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1/4

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SEE DETAIL A

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5" (TYP.)

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(SUPPORT BEAM NOT SHOWN IN PLAN AND ELEVATION VIEWS FOR CLARITY)

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1/2" CLR.

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1/4

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3/8" x 3/8" CHAMFER

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3/8" SHEAR PLATE

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3/8" SHEAR PLATE

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13/16" GAP

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DOUBLE U-BOLT

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SINGLE U-BOLT

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8.0°

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MAX.

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8.0°

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MIN.

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} MAST

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} MAST

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} MAST

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5/8" DIA. U-BOLT

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} CONNECTION & U-BOLT

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} U-BOLT (TYP.)

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} PLATE

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} PLATE

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} CONNECTION

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} CONNECTION & U-BOLT

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3/4" x 3/4" CONTINUOUS BAR EXTEND TO 1'-0" PAST CENTERLINE OF CONNECTION (SEE NOTE 3)

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3/4" x 3/4" CONTINUOUS BAR EXTEND TO 1'-0" PAST CENTERLINE OF CONNECTION (SEE NOTE 3)

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1. FOR GENERAL NOTES, SEE SHEET 1. 2. LOCATE SUPPORT BEAMS TO AVOID END AND SPLICE CONNECTIONS. MAXIMUM SPACING = 5'-0". MAXIMUM DISTANCE TO PANEL EDGE = 2'-6". 3. PROVIDE BAR IN SINGLE OR MULTIPLE PIECES. MAINTAIN 6" MIN. FROM JOINT(S) TO CONNECTION.

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(FOR DETAILS NOT SHOWN OR NOTED, SEE SHEET 5)

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5/8" DIA. U-BOLT WITH LOCKNUTS AND WASHERS

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SECTION

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PLAN

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ELEVATION

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MAST WALL

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} MAST

7

WALKWAY DETAILS 1

RECOMMENDED:

APPROVED:


CHIEF ENGINEER

PIKE

PENNA

DATE:

OF


STANDARD DRAWING

DRAWING TYPE:

FILE NAME:

SHEET 12


5A

PTS-750


OCTOBER 2015

TURN

PTS750-7.DWG

OCTOBER 14, 2015

OCTOBER 14, 2015

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%%uNOTES%%U

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%%uWALKWAY PLAN%%U

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D

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D

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C

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B

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B

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C

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2"

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VARY TO UTILIZE A MINIMUM

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NUMBER OF EQ. SPA. (5'-0" MAX.)

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MAST ARM

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DMS CABINET AND ATTACHMENTS

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1'-5"

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MIN.

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SPLICE

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6" END OF CABINET TO } OF FIRST BRACKET

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11"

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MAST

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W

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6"

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3'-6"

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1'-9"

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9"

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SMOOTH WRAP

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9"

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LADDER CAGE

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VARIES

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5'-0" MAX. SPA.

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LADDER

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VARIES

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%%uSECTION D-D%%U

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%%uSECTION C-C%%U

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%%uSECTION B-B%%U

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LENGTH (SEE NOTE 4)

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W6x15 HORIZONTAL WALKWAY SUPPORT BEAM

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W6x15 HORIZONTAL LADDER SUPPORT BEAM

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GUSSET PLATE 3/8x9x9 (TYP)

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W6x15 VERTICAL WALKWAY SUPPORT BEAM

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1/4"

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1/4"

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W6x15 VERTICAL WALKWAY SUPPORT BEAM

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KICK PLATE (TYP.), SEE KICK PLATE DETAILS, SHEET 8

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WALKWAY GRATING, SEE DETAILS AND NOTES, SHEET 8

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KICK PLATE (TYP.)

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1/2"

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1/4"

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TOP OF BEAM (SEE NOTE 5)

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11 1/2"

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} MAST ARM

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2'-6" MIN.

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WALKWAY GRATING

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3 "

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1. MAINTAIN UNIFORM VERTICAL WALKWAY SUPPORT BEAM SPACING WHERE POSSIBLE. 2. MAXIMUM VERTICAL WALKWAY SUPPORT BEAM SPACING SHALL NOT EXCEED 5'-0". 3. SEE SHEETS 8-10 FOR ADDITIONAL DETAILS NOT SHOWN HERE. 4. LENGTH OF HORIZONTAL WALKWAY SUPPORT BEAM SHALL BE BASED ON DMS WIDTH (W) TO PERMIT CLEARANCE BETWEEN RAILS FOR UNOBSTRUCTED OPENING OF DMS ACCESS DOOR. 5. TOP OF HORIZONTAL WALKWAY SUPPORT BEAM SHALL BE 3" BELOW THE BOTTOM OF DMS CABINET.

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CENTERLINE OF MAST

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1'-3" MIN. FOR 24" DIA. MAST ARM 1'-1" MIN. FOR 20" DIA. MAST ARM

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SEE SAFETY RAILING DETAIL 3 ON SHEET 8

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} MAST

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} MAST

8

WALKWAY DETAILS 2

…

Œ

RECOMMENDED:

APPROVED:


CHIEF ENGINEER

PIKE

PENNA

DATE:

OF


STANDARD DRAWING

DRAWING TYPE:

FILE NAME:

SHEET 12


5A

PTS-750


OCTOBER 2015

TURN

PTS750-8.DWG

OCTOBER 14, 2015

OCTOBER 14, 2015

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%%uNOTES%%U

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AT INTERMEDIATE SUPPORT AND END SUPPORT (GRATING CONTINUOUS)

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%%uGRATING CONNECTION DETAILS%%U

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} BEAM

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%%uKICK PLATE DETAILS%%U

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1/4" x 6" KICK PLATE

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1/4" x 6" KICK PLATE

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WALKWAY GRATING

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WALKWAY GRATING

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AT INTERMEDIATE SUPPORT (GRATING BROKEN)

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BEARING BAR 1 1/2 x 1/8

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1/4"| BOLT WITH LOCK NUT & PLAIN WASHER

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1/4"| BOLT WITH LOCK NUT & PLAIN WASHERS. PROVIDE 5/16"x3/4" SLOTTED HOLE IN W6x9 (TYP.)

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1/4"

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1/4"

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1. WELDED TYPE GRATING SHALL HAVE 1 1/4"x 1/8" BEARING BARS AT 1 1/8" CENTERS WITH 1/4" DIAMETER (OR EQUAL) CROSS BARS AT 4" CENTERS. IF MECHANICAL LOCK GRATING IS USED, IT SHALL BE EQUAL IN STRENGTH TO THE WELDED TYPE. ALTERNATED HOLD-DOWN CLIPS MAY BE SUBMITTED FOR APPROVAL. 2. WALKWAY GRATING TO BE CONTINUOUS (NO SPLICES) OVER AS MANY WALKWAY BRACKETS AS PRACTICAL CONSISTENT WITH FABRICATION, EASE OF HANDLING AND ASSEMBLY. 3. ALL BOLTS SHOWN ON THIS SHEET SHALL BE ASTM A-307. THE TIGHTENING TORQUE IS 16 FT-LBS FOR 3/8" DIA BOLTS AND 40 FT-LBS FOR 1/2" DIA BOLTS. DO NOT OVER TIGHTEN BOLTS AT WALKWAY SADDLE ANCHOR LOCATIONS.

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STEEL SADDLE CLIP SUPPLIED WITH GRATING (TYP) SPACE CLIPS 1'-2" [ C.C. (TYP.)

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STEEL SADDLE CLIP SUPPLIED WITH GRATING (TYP) SPACE CLIPS 1'-2" [ C.C. (TYP.)

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4"

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%%uDETAIL 2%%U

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%%uDETAIL 1%%U

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1'-9"

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3'-6"

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} BRACKET

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} BRACKET

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} BRACKET

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} BRACKET

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1 " NPS STD PIPE

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2" NPS STD PIPE (POST) (TYP)

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SEE DETAIL 2

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SEE DETAIL 1

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SEE DETAIL 3

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1/8"

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" DIA DRAIN HOLES AS REQUIRED FOR GALVANIZING

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" DIA DRAIN HOLES AS REQUIRED FOR GALVANIZING

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%%uDETAIL 3%%U

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%%uSAFETY RAILING ELEVATION%%U

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BEAM

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GRATING

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1"

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1"

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" x 6" x 6" BASE ~

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1" (TYP)

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"

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POST

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" DIA HOLE IN BASE ~ AND W6x15 BEAM (TYP)

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" DIA HEX HEAD BOLT

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WITH ONE WASHER (NUT

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SIDE) AND PREVAILING

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TORQUE LOCK-NUT (TYP)

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1/8"

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NOTCH KICK PLATE TO AVOID HORIZONTAL WALKWAY SUPPORT BEAM

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TOP OF GRATING

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W6x15

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W6x15

9

WALKWAY SUPPORT DETAILS

RECOMMENDED:

APPROVED:


CHIEF ENGINEER

PIKE

PENNA

DATE:

OF


STANDARD DRAWING

DRAWING TYPE:

FILE NAME:

SHEET 12


5A

PTS-750


OCTOBER 2015

TURN

PTS750-9.DWG

OCTOBER 14, 2015

OCTOBER 14, 2015

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1/4

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TYP.

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1/8"

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CLR.

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%%uNOTES%%U

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60°

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"Y"

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"X"

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4"

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4"

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"X"

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1 11/16"

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1 11/16"

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1 3/4"

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VARIES

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VARIES

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1/4

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SEE DETAIL A

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1/2" CLR.

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1/4

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3/8" x 3/8" CHAMFER

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13/16" GAP

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} MAST

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} MAST ARM

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1 1/2" (TYP.)

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1 3/4"

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} 3/4" H.S. BOLTS

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} MAST ARM

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} U-BOLT & PLATE (TYP.)

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} MAST

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3/4" x 3/4" CONTINUOUS BAR EXTEND TO 1'-0" PASSED CENTERLINE OF CONNECTION (SEE NOTE 3)

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4 1/2" x 3/8" PLATE

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3/8" SHEAR PLATE

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3/8" SHEAR PLATE

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SECTION A-A WALKWAY SUPPORT SECTION

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SECTION B-B WALKWAY SUPPORT PLAN

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DETAIL A

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WALKWAY SUPPORT BEAM TO MAST AND MAST ARM CONNECTION DETAILS

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WALKWAY SUPPORT ELEVATION

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1/2" THICK PLATE

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(SUPPORT BEAM NOT SHOWN IN ELEVATION VIEW FOR CLARITY)

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1. FOR GENERAL NOTES, SEE SHEET 1. 2. LOCATE SUPPORT BEAMS TO AVOID END AND SPLICE CONNECTIONS. MAXIMUM SPACING = 5'-0". 3. PROVIDE BAR IN SINGLE OR MULTIPLE PIECES. MAINTAIN 6" MIN. FROM JOINT(S) TO CONNECTION.

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1/2" THICK PLATE (ORIENT NORMAL TO MAST)

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DISTANCE

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8"

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10"

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20"

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24"

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"X"

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"Y"

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28"

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24"

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B

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B

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10' x 1/2" PLATE (ORIENT NORMAL TO MAST)

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} PLATE

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} PLATE

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} PLATE & CONNECTION

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} CONNECTION

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} CONNECTION

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} U-BOLT & SHEAR PLATE (TYP)

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W6X15 VERTICAL WALKWAY SUPPORT BEAM

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W6X15 VERTICAL WALKWAY SUPPORT BEAM (COPE FLANGE AS SHOWN)

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} SPLICE

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A

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A

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5/8" DIA. U-BOLT WITH LOCKNUTS AND WASHERS (2 PER ASSEMBLY)

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MAST OR MAST ARM WALL

10

LADDER SUPPORT DETAILS

RECOMMENDED:

APPROVED:


CHIEF ENGINEER

PIKE

PENNA

DATE:

OF


STANDARD DRAWING

DRAWING TYPE:

FILE NAME:

SHEET 12


5A

PTS-750


OCTOBER 2015

TURN

PTS750-10.DWG

OCTOBER 14, 2015

OCTOBER 14, 2015

AutoCAD SHX Text

1/4

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TYP.

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1/8"

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CLR.

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%%uNOTES%%U

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MAST ARM WALL

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3/8" x 3/8" CHAMFER

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3/8" SHEAR PLATE

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13/16" GAP

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} MAST ARM

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1 3/4"

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} MAST ARM

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} LADDER

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3/4" x 3/4" CONTINUOUS BAR EXTEND TO 1'-0" PASSED CENTERLINE OF CONNECTION (SEE NOTE 3)

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60°

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1/2" CLR.

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1/4

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} MAST

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"X"

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"X"

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3/4" DIA. H.S. BOLTS (TYP.)

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1 3/4"

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1 1/2" (TYP.)

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LADDER

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7"

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E

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E

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SECTION E-E

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C

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C

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C

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C

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4 1/2" x 3/8" PLATE

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3/8" SHEAR PLATE

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D

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D

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LADDER

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7"

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"Y"

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1 11/16" (TYP.)

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4" (TYP.)

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4 1/2" x 1/2" PLATE (ORIENT TRUE HORIZONTAL)

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1/2" THICK PLATE

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} U-BOLT & SHEAR PLATE (TYP.)

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DISTANCE

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8"

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10"

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20"

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24"

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"X"

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"Y"

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28"

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24"

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SECTION C-C LADDER SUPPORT SECTION

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SECTION D-D LADDER SUPPORT PLAN

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DETAIL A

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LADDER SUPPORT ELEVATION

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LADDER SUPPORT BEAM TO MAST CONNECTION DETAILS

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} MAST

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} U-BOLT & SHEAR PLATE (TYP.)

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WT12x38 LADDER SUPPORT BEAM

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W6x15 WALKWAY SUPPORT VERTICAL BEAM

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W6x15 WALKWAY SUPPORT VERTICAL BEAM

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SEE WALKWAY SUPPORT DETAILS, SHEET 9

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} 3/4" H.S. BOLTS

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1. FOR GENERAL NOTES, SEE SHEET 1. 2. LOCATE LADDER SUPPORT BEAMS BASED ON MANUFACTURER'S SPECIFICATIONS AND ALL APPLICABLE OSHA SPECIFICATIONS. 3. PROVIDE BAR IN SINGLE OR MULTIPLE PIECES. MAINTAIN 6" MIN. FROM JOINT(S) TO CONNECTION.

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(LADDER CAGE NOT SHOWN AND LADDER NOT SHOWN IN ELEVATION VIEW FOR CLARITY)

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5/8" DIA. U-BOLT WITH LOCKNUTS AND WASHERS (2 PER ASSEMBLY)

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LADDER SUPPORT SPACING PER MANUFACTURER'S SPECIFICATIONS

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7"

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LADDER

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} 1/2" H.S. BOLTS (TYP.)

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SEE DETAIL A

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} H.S. BOLTS PER MANUFACTURER (1/2" MIN.)

11

MISCELLANEOUS DETAILS

RECOMMENDED:

APPROVED:


CHIEF ENGINEER

PIKE

PENNA

DATE:

OF


STANDARD DRAWING

DRAWING TYPE:

FILE NAME:

SHEET

$FILES$

12


5A

PTS-750


OCTOBER 2015

TURN

OCTOBER 14, 2015

OCTOBER 14, 2015

AutoCAD SHX Text

%%uNOTES%%U

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COVER PLATE NOT SHOWN

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PIPE WALL

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TACK WELD HEX NUT

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45^

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HANDHOLE & PIPE

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%%uHANDHOLE AND COVER DETAILS%%U

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POST OR MAST ARM

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2'-7"

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HANDHOLE

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%%uPOST BASE ELEVATION%%U

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(FOR BASE PLATE DETAILS, SEE SHEET 4)

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2"

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DIRECTION OF TRAFFIC

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BASE PLATE

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CAISSON

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HANDHOLE

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BASE PLATE

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POST & CAISSON

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AXIS OF ARM

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DMS CONTROL CABINET

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DMS CONTROL CABINET

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%%uCABINET AND HANDHOLE ORIENTATION%%U

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1/8" THICK COVER PLATE

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1/8" NEOPRENE GASKET CEMENTED TO COVER PLATE

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1/4" DIA. CAP SCREW, TOTAL 4

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1/4

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5/8"

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HSS6x4x1/2x2"

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HSS6x4x1/2x2"

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1. FOR CABINET MOUNTING, CONDUIT & CABLE PATH DETAILS, REFERENCE ITS 1201. 2. SPACE DMS CONTROL CABINET ATTACHMENTS TO AVOID LADDER SUPPORT BEAMS. 3. PREFERENCE IS TO INSTALL CABLES WITHIN HOLLOW STRUCTURE WHENEVER POSSIBLE. USE FABRICATED HOLES IN THE STRUCTURE WITH A WEATHERPROOF CONDUIT NIPPLE. DO NOT DRILL HOLES IN THE FIELD. SEAL ANY OPENING WITH APPROVED SEALANT. DO NOT WELD TO MONOPIPE STRUCTURE. DESIGN MUST BE APPROVED BY THE REPRESENTATIVE.

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LADDER

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LADDER

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LOWERMOST LADDER SUPPORT

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L

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C

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L

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C

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L

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C

12

FOUNDATION TABLES & DETAILS

RECOMMENDED:

APPROVED:


CHIEF ENGINEER

PIKE

PENNA

DATE:

OF


STANDARD DRAWING

DRAWING TYPE:

FILE NAME:

SHEET 12


5A

PTS-750


OCTOBER 2015

TURN

PTS750-12.DWG

OCTOBER 14, 2015

OCTOBER 14, 2015

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SPAN (FEET)

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NO.

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SIZE

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MAX. GROUND SLOPE

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EMBEDMENT (FEET)

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SOIL

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NO. 8

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NO. 8

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NO. 8

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NO. 8

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NO. 8

AutoCAD SHX Text

NO. 8

AutoCAD SHX Text

NO. 8

AutoCAD SHX Text

NO. 8

AutoCAD SHX Text

C

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G

AutoCAD SHX Text

C

AutoCAD SHX Text

G

AutoCAD SHX Text

C

AutoCAD SHX Text

G

AutoCAD SHX Text

C

AutoCAD SHX Text

G

AutoCAD SHX Text

C

AutoCAD SHX Text

G

AutoCAD SHX Text

C

AutoCAD SHX Text

G

AutoCAD SHX Text

C

AutoCAD SHX Text

G

AutoCAD SHX Text

C

AutoCAD SHX Text

G

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

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-

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-

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VERT. REINF.

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CAISSON COMPONENT SELECTION TABLE

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54

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11

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11

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11

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13

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13

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17

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17

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8:1

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4:1

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2:1

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1.5:1

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42

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48

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54

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42

AutoCAD SHX Text

48

AutoCAD SHX Text

48

AutoCAD SHX Text

54

AutoCAD SHX Text

NO. 8

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NO. 8

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NO. 8

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NO. 8

AutoCAD SHX Text

NO. 8

AutoCAD SHX Text

NO. 8

AutoCAD SHX Text

NO. 8

AutoCAD SHX Text

120

AutoCAD SHX Text

C

AutoCAD SHX Text

G

AutoCAD SHX Text

C

AutoCAD SHX Text

G

AutoCAD SHX Text

C

AutoCAD SHX Text

G

AutoCAD SHX Text

C

AutoCAD SHX Text

G

AutoCAD SHX Text

-

AutoCAD SHX Text

C

AutoCAD SHX Text

G

AutoCAD SHX Text

C

AutoCAD SHX Text

G

AutoCAD SHX Text

C

AutoCAD SHX Text

G

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

66

AutoCAD SHX Text

17

AutoCAD SHX Text

20

AutoCAD SHX Text

20

AutoCAD SHX Text

20

AutoCAD SHX Text

24

AutoCAD SHX Text

24

AutoCAD SHX Text

60

AutoCAD SHX Text

48

AutoCAD SHX Text

54

AutoCAD SHX Text

60

AutoCAD SHX Text

60

AutoCAD SHX Text

66

AutoCAD SHX Text

NO. 8

AutoCAD SHX Text

NO. 8

AutoCAD SHX Text

NO. 8

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C

AutoCAD SHX Text

G

AutoCAD SHX Text

C

AutoCAD SHX Text

G

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-

AutoCAD SHX Text

-

AutoCAD SHX Text

33

AutoCAD SHX Text

32

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66

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40.0

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32.0

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45.5

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34.0

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52.5

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39.0

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60

AutoCAD SHX Text

60

AutoCAD SHX Text

80

AutoCAD SHX Text

100

AutoCAD SHX Text

140

AutoCAD SHX Text

160

AutoCAD SHX Text

54

AutoCAD SHX Text

-

AutoCAD SHX Text

25

AutoCAD SHX Text

54

AutoCAD SHX Text

13

AutoCAD SHX Text

C

AutoCAD SHX Text

G

AutoCAD SHX Text

-

AutoCAD SHX Text

35

AutoCAD SHX Text

72

AutoCAD SHX Text

38.0

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31.5

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42.5

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33.5

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50.5

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37.5

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54.5

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80

AutoCAD SHX Text

80

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43.0

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52.5

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33.5

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35.5

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43.0

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2 BUNDLED TIES

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ELEVATION

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PAVEMENT DEPTH

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EQUALLY SPACED VERTICAL REINF.

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NO. 4 TIES (TYP.)

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CAISSON FOUNDATION DETAILS ROADSIDE INSTALLATION

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SET TOP OF CAISSON A MINIMUM OF 6" ABOVE ADJACENT FINISHED GROUND ELEVATION.

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MAST

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BASE PLATE

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PLAN

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CAISSON EMBEDMENT

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#4 TIES @ 12"

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CONSTR. JT.

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BARRIER

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SHAFT DIAMETER

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3"

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CLR.

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6"

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8-#4 TIES @ 6"

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1'-0"

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3"

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3"

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CAISSON EMBEDMENT

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BELL HEIGHT (SEE NOTE 4)

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60 DEGREES

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SOCKET HEIGHT (SEE NOTE 4)

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BELL DIAMETER

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CAISSON BELOW

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3/4" EXPANSION JOINT FILLER

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MAST

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CONSTR. JT.

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TIES

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VERTICAL REINFORCEMENT

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BASE PLATE

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CAISSON FOUNDATION DETAILS MEDIAN BARRIER INSTALLATION

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TYP. MEDIAN BARRIER

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BASE

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CAISSON DRILLING AND INSTALLATION NOTES

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SYMMETRICAL ABOUT

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30 BAR DIA. MIN. LAP (ALTERNATE LOCATIONS)

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(SEE NOTE 4)

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1. CONTACT THE REPRESENTATIVE IF ANY OF THE FOLLOWING SOIL CONDITIONS ARE ENCOUNTERED DURING DRILLING: A) THE SOIL HAS A HIGH ORGANIC CONTENT OR CONSISTS OF SATURATED SILT AND CLAY. B) THE SITE WILL NOT SUPPORT THE WEIGHT OF THE DRILLING RIG. C) THE FOUNDATION SOILS ARE NOT HOMOGENEOUS. D) FIRM BEDROCK IS ENCOUNTERED. 2. CONSTRUCT CAISSONS AGAINST UNDISTURBED EARTH OR IN PROPERLY COMPACTED EMBANKMENT. 3. SUBMIT AN AS-BUILT SURVEY OF EACH CAISSON FOUNDATION TO THE REPRESENTATIVE THAT IDENTIFIES ANCHOR BOLT LOCATION, ANCHOR BOLT ORIENTATION, DISTANCE BETWEEN ANCHOR BOLT GROUPS (FOR FRAME STRUCTURES), TOP OF ANCHOR BOLT ELEVATIONS, TOP OF CAISSON ELEVATIONS, AND ADJACENT FINISHED GROUND ELEVATIONS. INCLUDE A COPY OF THE SURVEY NOTES. RECONCILE ANY DIFFERENCES BETWEEN SURVEY INFORMATION AND DATA ON THE APPROVED SHOP DRAWINGS. SUBMIT ALL PROPOSED ADJUSTMENTS OR MODIFICATIONS TO THE REPRESENTATIVE FOR APPROVAL. 4. SUBMIT PROPOSED DRILLING EQUIPMENT TO THE REPRESENTATIVE FOR APPROVAL AND INCLUDE SOCKET AND BELL DIMENSIONS WHEN UTILIZED.

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%%uCAISSON COMPONENT NOTES%%U

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1. C = COHESIVE SOIL G = GRANULAR SOIL 2. FOR SOIL DESCRIPTIONS, SEE DESIGN NOTES ON SHEET 1.

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%%uNOTES%%U

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A

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A

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#4 TIES

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#4 TIES

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#5 EACH CORNER

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SECTION A-A

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SEE GENERAL NOTES, FOR ANCHOR BOLT INFORMATION.

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48

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60

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60

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66

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*

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26.0

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27.5

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31.0

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42.0

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37.5

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32.0

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30.5

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26.5

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28.0

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31.5

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42.5

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39.5

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33.5

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31.5

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27.0

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28.5

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32.5

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51.0

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41.5

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36.0

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32.0

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23.0

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24.5

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27.5

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35.0

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31.0

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27.0

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26.0

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23.5

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24.5

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28.0

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35.5

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33.0

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28.0

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24.0

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27.0

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25.0

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28.5

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38.5

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36.0

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30.5

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28.5

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21.0

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22.5

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25.0

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29.0

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27.0

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24.5

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23.0

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21.5

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22.5

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25.5

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30.5

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27.5

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24.5

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23.5

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21.5

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23.0

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25.5

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32.0

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29.5

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25.5

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24.5

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18.0

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19.0

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21.5

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23.0

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21.5

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20.0

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18.5

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18.0

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19.0

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21.5

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23.5

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22.5

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20.5

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19.0

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18.5

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19.5

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21.5

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24.0

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22.5

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21.0

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20.0

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17.0

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18.0

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20.5

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21.0

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20.5

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18.0

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17.0

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17.0

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18.0

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20.0

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21.5

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20.5

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18.5

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17.5

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17.0

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18.0

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20.5

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21.5

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21.0

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19.5

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18.0

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CAISSON LENGTH

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BARRIER TRANSITION

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(SEE PTS-100

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SERIES STANDARDS)

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2'-0"

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2'-0"

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2'-0"

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(SEE ROADSIDE INSTALLATION FOR ADDITIONAL INFORMATION)

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4'-0" CAISSON DIAMETER

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4'-0" CAISSON DIAMETER

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2'-0"

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2'-0"

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80

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*

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*

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*

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*

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*

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*

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*

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*

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*

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*

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*

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*

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*

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*

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*

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*

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*

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*

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*

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*

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* INSTALLATION NOT ALLOWED FOR THIS COMBINATION OF GROUND SLOPE AND CAISSON DIAMETER

PENNA - paturnpike.com · pts-715 \⠀㈀匀栀攀攀琀猀尩. october 2007. october 2007. bridge...

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Transcript of PENNA - paturnpike.com · pts-715 \⠀㈀匀栀攀攀琀猀尩. october 2007. october 2007. bridge...

PENNA - paturnpike.com · pts-715 \⠀㈀ 匀栀攀攀琀猀尩. october 2007. october 2007. bridge...

Documents

Transcript of PENNA - paturnpike.com · pts-715 \⠀㈀ 匀栀攀攀琀猀尩. october 2007. october 2007. bridge...

PENNA - paturnpike.com · pts-715 \⠀㈀匀栀攀攀琀猀尩. october 2007. october 2007. bridge...

Transcript of PENNA - paturnpike.com · pts-715 \⠀㈀匀栀攀攀琀猀尩. october 2007. october 2007. bridge...