DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS...ACCORDANCE WITH THE PROVISIONS OF NSCP 2010 SECTION...

DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS

NATIONAL CAPITAL REGIONMALABON - NAVOTAS DISTRICT ENGINEERING OFFICE

C-4 ROAD, BAGUMBAYAN NORTH, NAVOTAS CITY

BARRISTER J. REYES

CHIEF, PLANNING AND DESIGN SECTION DATE:

FERNANDO C. GARCIA

ASSISTANT DISTRICT ENGINEER DATE:

MARLO B. CORREA

DISTRICT ENGINEER DATE:

SUBMITTED: RECOMMENDED: APPROVED:

1

14

CONSTRUCTION OF RIVERWALL AND ROAD DIKE ALONG BATASAN RIVER

(PHASE XVI), BRGY. DAMPALIT

MALABON CITY

NET LENGTH = 107.00 l.m

GENERAL NOTESA. GENERAL1. ALL WORKS AND MATERIALS SHALL COMPLY WITH THE TECHNICALSPECIFICATIONS OF THIS PROJECT. ANY WORK OR MATERIAL NOTSPECIFIED IN THE TECHNICAL SPECIFICATIONS SHALL COMPLY WITHTHE FOLLOWING NOTES AND BUILDING CODE REQUIREMENTS FORCONCRETE AND REINFORCEMENT DETAILING.

2. CONSTRUCTION NOTES AND TYPICAL DETAILS SHALL APPLY TO ALLDRAWINGS UNLESS OTHERWISE SHOWN OR NOTED. MODIFY ONLY ASINSTRUCTED BY THE STRUCTURAL ENGINEER.

3. THE CONTRACTOR SHALL SUBMIT ALL NECESSARY FABRICATION/SHOPDRAWINGS INDICATING EQUIPMENT LAYOUT, SETTING PLANS, EMBEDDED ITEMS,APPROVAL OF THE ENGINEER PRIOR TO START OF CONSTRUCTION.

4. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE ADEQUATEBRACING OF THE STRUCTURES FOR ALL LOADS THAT MAYBE IMPOSEDDURING CONSTRUCTION.

5. IN THE INTERPRETATION OF THESE DRAWINGS, INDICATED DIMENSIONSHALL GOVERN AND DISTANCES OR SIZES SHALL NOT BE SCALED FORCONSTRUCTION PURPOSES.

B. DESIGN CRITERIA1. DESIGN SPECIFICATION

1.1 NATIONAL STRUCTURAL CODE OF THE PHILIPPINES, VOLUME I, 2010

1.2 AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRASPORTATION OFFICIAL (AASHTO) SLRFD 2012 BRIDGE DESIGN SPECIFICATIONS 6TH ED (US)

1.3 ASSOCIATION OF STRUCTURAL ENGINEERS OF THE PHILIPPINES, STEEL HANDBOOK.

1.4 ACI-318R-014 AMERICAN CONCRETE INSTITUTE

2. DESIGN VALUES

C. MATERIALS

1. CONCRETE AND REINFORCEMENT

1.1 ALL CONCRETE SHALL DEVELOP A MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT THE END OF 28 DAYS WITH CORRESPONDING MAXIMUM SIZE OF AGGREGATES AND SLUMPS AS FOLLOWS.

STATION COMPRESSIVESTRENGTH

21 MPa (3000 psi)

21 MPa (3000 psi)

25 mm (1")

19 mm (3/4")

MAX. SIZEAGGREGATE

100 mm

100 mm

SLAB-ON-GRADE

FOUNDATION

CULVERT, FLOODWALLS ALL OTHERRETAINING WALLSTRUCTURES

21 MPa (3000 psi)

21 MPa (3000 psi)

25 mm (1")

19 mm (3/4")

MAX. SLUMP

100 mm

100 mm

SOIL ANGLE OF FRICTION = 28°IN SITU UNIT WEIGHT = 18 KN/M3

SATURATED UNIT WEIGHT = 20KN/M3

Ka = 0.361Kp = 2.77FPGA = 0.783 (NCR TYPE III SOIL)PGA = 0.60Kho = 0.47Kh = 0.235KAE = 0.544 (REF. SEED WHITMAN,1970)EL. OF DREDGE LINE = 10.0m

NOTE: THE ENGINEER OF RECORD SHALL BE NOTIFIED IN WRITING IN CASES

WHERE ACTUAL SITE CONDITIONS VARY FROM DESIGN VALUES

1.2 NO DEPOSITING OF CONCRETE SHALL BE ALLOWED WITHOUT THE USE OF VIBRATORS UNLESS AUTHORIZED IN WRITING BY THE STRUCTURAL ENGINEER AND ONLY FOR UNUSUAL CONDITIONS WHERE VIBRATION IS EXTREMELY DIFFICULT TO ACCOMPLISH.

1.3 UNLESS OTHERWISE SHOWN ON THE DRAWINGS OR APPROVED, THE NOMINAL MAXIMUM SIZE AGGREGATE USED IN CONCRETE SHALL BE ASS FOLLOWS:

1.3.1 25 mm FOR CONCRETE IN WALLS, SLABS, FOUNDATION AND SECTIONS MORE THAN 600mm IN THICKNESS.

1.3.2 25 mm FOR CONCRETE IN WALLS, SLABS AND SECTIONS BETWEEN 350 mm AND 600 mm IN THICKNESS

1.3.3 19 mm FOR HEAVILY REINFORCED SECTIONS, PRECAST CONCRETE UNITS AND WALLS LESS THAN 250 mm THICKNESS.

1.3.4 12.5 mm FOR THIN SECTION PRECAST CONCRETE.

2. REINFORCING STEEL

2.1 ALL REINFORCING BARS SHALL CONFORM TO ASTM A615/A615 M, USE MINIMUM GRADE 60, fy = 414 MPa, ALL REINFORCING BARS SHALL BE FREE FROM MILL SCALES, OIL

OR ANY SUBSTANCE WHICH WILL TEND TO WEAKEN BOND WITH CONCRETE.

2.2 REINFORCING STEEL SHALL BE FREE OF MILL SCALES, OR ANY SUBSTANCES WHICH WILL WEAKEN THE BOND OF CONCRETE.

2.3 THE LATEST EDITION OF ACI-315 MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES SHALL BE ADHERED TO UNLESS OTHERWISE SHOWN OR NOTED.

2.4 SPLICES SHALL BE SECURELY WIRED TOGETHER AND SHALL LAP OR EXTEND IN ACCORDANCE WITH THE FOLLOWING TABLE (TABLE OF LAP SPLICES AND ANCHORAGE LENGTH) UNLESS OTHERWISE SHOWN ON DRAWINGS. SPLICES SHALL NOT BE MORE THAN 50% OF THE BARS AT ANY ONE POINT.

2016

28

350

580

1185

FOR GRADE 40 REBARS WITH CONCRETECOMPRESSIVE STRENGTH f'c = 21 MPa

FOR GRADE 60 REBARS WITH CONCRETECOMPRESSIVE STRENGTH f'c = 21 MPa

BAR DIAMETER (mm)

705880

2528

2.4.1 FOR BUNDLED BARS, SPLICED LENGTH Ld, SHALL BE MULTIPLIED BY 1.10

2.4.2 FOR THREE (3) - BUNDLED BARS, Ld SHALL BE MULTIPLIED BY 1.20.

2.4.3. FOR FOUR (4) - BUNDLED BARS, Ld SHALL BE MULTIPLIED BY 1.30

2.4.4 BARS SPLICING NOT INDICATED ON THE DRAWINGS SHALL BE REFERRED TO THE ENGINEER OF RECORD FOR THE FINAL APPROVAL

2.4.5 WELDED SPLICES, IF APPROVED BY THE ENGINEER, SHALL DEVELOPED IN TENSION IN TENSION AT LEAST 125% OF THE SPECIFIED YIELD STRENGTH OF THE BARS.

2.4.6 NOT MORE THAN 50% OF THE BARS AT ANY ONE SECTION SHALL BE SPLICED.

2.4.7 UNLESS OTHERWISE SHOWN ON THE DRAWINGS, THE CLEAR DISTANCE BETWEEN PARALLEL BARS IN A LAYER SHALL NOT BE LESS THAN 1.5 TIMES THE MAXIMUM SIZE OF COARSE AGGREGATE THE CLEAR DISTANCE BETWEEN LAYERS SHALL NOT BE LESS THAN 25 mm NOR ONE BAR DIAMETER. THE BARS IN THE UPPER LAYER SHALL BE PLACED DIRECTLY ABOVE THOSE IN THE BOTTOM LAYER.

2.4.8 RECOMMENDED BAR CUTTING DETAIL WILL NOT BE REQUIRED TO BE FOLLOWED EXACTLY PROVIDED THAT ALTERNATIVE WORKMANSHIP IS IN COMPLIANCE WITH DESIGN CODES AND ADDITIONAL COST INCURRED WILL BE AT THE EXPENSE OF THE CONTRACTOR

2.5 HOOK AND BENDS

2.5.1 DIMENSION OF 90-DEGREES AND 180-DEGREES HOOKS

90° HOOK 180° HOOK

BAR DIAMETER (mm)

90° HOOK

SPLICE LENGTHLd (mm)

12

25

32

465

9251035

SPLICE LENGTHLd (mm)

530

137515401760

20

1216

32

PIN DIAMETER: D = 6d FOR 10Ø THRU 25ØD = 8d FOR 28Ø THRU 36Ø

135° HOOK

2.5.3 DIMENSION FOR HAUNCH REINFORCEMENT

2.6 WELDED SPLICES, IF APPROVED BY THE ENGINEER SHALL DEVELOP IN TENSION AT LEAST 125% OF THE SPECIFIED YIELD STRENGTH OF THE BARS.

2.6.1 NOT MORE THAN 50% OF THE BARS AT ANY ONE SECTION SHALL BE SPLICED.

2

14


BARRISTER J. REYES FERNANDO C. GARCIA MARLO B. CORREA


BARRISTER J. REYES FERNANDO C. GARCIA MARLO B. CORREAMARK PETER C. RECTOPAOLO F. GARCIA

CONSTRUCTION OF RIVERWALL AND ROAD

DIKE ALONG BATASAN RIVER (PHASE XVI),

BRGY. DAMPALIT, MALABON CITY

7. STRUCTURAL STEEL

7.1 STRUCTURAL STEEL SHALL CONFORM TO ASTM SPECIFICATION A-36. THE CONTRACTOR SHALL PREPARE AND SUBMIT SHOP DRAWINGS FOR ALL STRUCTURAL STEEL WORK. THESE SHOP DRAWINGS SHALL BE APPROVED BY THE ENGINEER BEFORE ANY START OF FABRICATION.

7.2 TO PREVENT CORROSION BY MOISTURE BETWEEN STEEL SURFACES IN CONTACT, ALL SUCH CONTACTS SHALL BE SEALED WATERTIGHT BY RUNNING A CONTINUOUS 18" FILLET WELD ALONG ALL EDGES OF THE CONTACT, UNLESS OTHERWISE NOTED.

7.3 STRUCTURAL STEEL MEMBERS EXPOSED TO HIGH LEVEL OF OXIDATION ARE PROVIDED WITH NECESSARY CORROSION ALLOWANCE.

TYPES OF STRUCTUREMIN. % OFDESIGN

STRENGTH

SLABS/FOUNDATION

SIDES OF BEAMS ANDALL OTHER VERTICALSURFACES

14 DAYS

70%

TYPE OF RETAINING WALL SHALL BE AS FOLLOWS:

JOINT FILLER

DOWEL BARS D25 CTC 500L = 1000

PVC WATER STOP

5. FALSEWORK, TEMPORARY STRUCTURES

5.1 ALL FALSE WORK AND TEMPORARY STRUCTURES SHALL BE DESIGNED BY THE CONTRACTOR AND DETAIL ARE TO BE SUBMITTED TO THE ENGINEER.

6. FORMWORK

6.1 UNLESS OTHERWISE SHOWN ON THE DRAWINGS OR APPROVED BY THE ENGINEER, THE FOLLOWING MINIMUM STRIPPING TIMES SHALL BE USED:

MIN. TIME

WALLS

COLUMNS

1 DAY

2 DAYS

1 DAY

80%

70%

70%

D. CIVIL WORKS

1. STRUCTURE EXCAVATION

1.1 DEPTH OF EXCAVATION SHALL BE AS SPECIFIED IN THE DRAWINGS. WHERE LOOSE/SOFT MATERIALS IS ENCOUNTERED AT DEPTH OF CULVERT ON - GRADE FOUNDATION, EXCAVATE TO FIRM LAYER AND REPLACE LOOSE/SOFT MATERIALS UNDERNEATH THE BOTTOM SLAB WITH IMPROVED/SELECTED GRANULAR BACKFILL TO 95% OF MAXIMUM DRY DENSITY.\

1.2 POST EXCAVATION SURFACE ON STRUCTURES, CONCRETE CANAL, MANHOLES, SIDEWALKS, GUTTERS, CURB SHALL BE COMPACTED TO THE REQUIRED 95% DEGREE OR AS SPECIFIED IN THE PLANS.

2. FILL/BASE

2.1 BASE MATERIALS SHALL BE PLACED IN LAYERS OF 150 mm MAX. COMPACTED AND PROPERLY WATERED TO ATTAIN THE 100% OF MAX. DRY DENSITY

2.2 TRUCK DUMPING OF MATERIALS IN HUGE LUMPS SHALL NOT BE PERMITTED. THE DUMP TRUCK SHALL UNLOAD THE MATERIALS BY SPREADING IT ON TOP OF THE FILL AREA SUFFICIENT TO ALLOW COMPACTION BY LAYERS AS SPECIFIED.

2.3 FILL OR SUBGRADE MATERIALS SHALL BE COMPACTED TO ATTAIN 95% OF MAXIMUM DRY DENSITY.

3. COMPACTION/SUBGRADE

3.1 EMBANKMENT MATERIALS SHALL BE FREE FROM STONES, TWIGS AND OTHER DELETERIOUS MATERIALS TO ENSURE COMPACTION AND COHESION. LUMPS OF FILLING MATERIALS SHOULD BE PULVERIZED PRIOR TO COMPACTION.

3.2 FIELD DENSITY TEST (FDT) FOR EACH COMPACTION LAYER SHALL BE UNDERTAKEN UNTIL THE REQUIRED DEGREE OF COMPACTION IS ATTAINED, AND UNDER THE SUPERVISION OF THE MATERIALS ENGINEER.

3. PILE DRIVING

3.1 PILES SHALL BE DRIVEN TO THE FULL LENGTH AS SHOWN IN THE PLANS. THE CONTRACTOR SHALL BE RESPONSIBLE TO DETERMINE THE TYPE OF HAMMER TO BE USED AND ADDITIONAL COSTS DUE TO VARIATIONS FROM THE ORIGINAL METHODOLOGY SHALL BE DONE AT THE EXPENSE OF THE CONTRACTOR.

3.2 MANUFACTURED SPLICERS SHALL BE ALLOWED TO BE USED WHEN SPLICING IS REQUIRED IN THE PILE. FULL GROOVE WELD MAY ALSO BE ALLOWED IN LIEU OF THE FORMER PROVIDED THAT A BACKER PLATE IS PROVIDED AND IT IS DONE BY AN ACCREDITED WELDER WITH PROPER ENGINEERING SUPERVISION AND IN ACCORDANCE WITH THE PROVISIONS OF NSCP 2010 SECTION 510.2.1. ALL SPLICES SHALL DEVELOP 100% AXIAL STRENGTH AND 100% FLEXURAL STRENGTH OF THE PILE.

3.3 DRIVING STRESSES ON THE H-PILE SECTION SHALL NOT EXCEED 207 MPa. THE DESIGNER SHOULD BE NOTIFIED IN THE EVENT OF ABSOLUTE REFUSALS AT THE ALLOWABLE DRIVING STRESSES OR WHEN DYNAMIC LOAD TESTING INDICATES HIGHER STRESSES THAN THE ALLOWABLE STRESS.

3.4 MANUFACTURED PILE POINT ATTACHMENTS SHALL BE PROVIDED UNLESS IT IS DETERMINED THAT SUBSURFACE CONDITIONS WILL NOT PRODUCE INTOLERABLE DAMAGE, DEFLECTION, AND DEVIATION ON BARE H-PILE TOE DURING DRIVING.

3.5 TEST PILES SHALL BE DRIVEN WITH THE SAME HAMMER USED FOR PRODUCTION PILES AND MAY BE USED AS FOUNDATION AT THE APPROVAL OF THE ENGINEER.

3.6 STEEL DRIVEN PILES SHALL ARE PROVIDED CORROSION ALLOWANCE.

3.7 STRUCTURAL STEEL SHEET PILES SHALL CONFORM TO JIS A5528 SY295 AND IS PROVIDED WITH CORROSION ALLOWANCE. DIFFERENT STANDARDS MAY BE USED WITH WRITTEN PERMISSION FROM THE ENGINEER OF RECORD. WATER BLOCKING MATERIAL SHALL NOT BE REQUIRED TO BE APPLIED.

4. WELDING WORKS

4.1 WELDS SHALL BE INSPECTED BY PERSONNEL AS REQUIRED BY NSCP 2010 SECTION B-6 WELDING PROVISIONS.

4.2 NONDESTRUCTIVE TESTING PROCEDURES SHALL BE CONDUCTED IN IN ACCORDANCE TO NSCP 2010 SECTION B-6.3.3 AND B-6.4.

4.3 E70XX ELECTRODE SHALL BE USED FOR ALL WELDS.

3. CONCRETE MIX AND PLACING

3.1 DESIGN OF THE CONCRETE MIX SHALL MEET THE MINIMUM DESIGN OF CONCRETE STRENGTH REQUIREMENTS AS SPECIFIED IN THE TECHNICAL SPECIFICATION AND AS GIVEN UNDER ITEM 1 MATERIALS.

3.2 UNLESS OTHERWISE SHOWN ON THE DRAWINGS, CONCRETE DEPOSITED AGAINST THE 50 mm PRIOR TO THE INSTALLATION OF STEEL REINFORCEMENT. THIS LEVELLING CONCRETE SHALL NOT BE CONSIDERED IN MEASURING THE STRUCTURAL DEPTH OF CONCRETE SECTION.

3.3 THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER THE PLACING SEQUENCES OF STEEL REINFORCEMENT FOR ALL CONCRETING WORKS.

3.4 CONCRETE REINFORCING BAR TESTS FREQUENCY AS STATED IN THE LATEST ACI CODE SHOULD BE DONE AT A REPUTABLE INSTITUTION AND MUST BE WITNESSED BY THE ON THE SITE PROJECT MANAGER AND A GOVERNMENT REPRESENTATIVE. ALL RESULTS MUST BE FORWARDED TO THE STRUCTURAL ENGINEER FOR THE EVALUATION AND APPROVAL.

4. CONSTRUCTION JOINT

4.1 THE POSITION AND FORM OF ANY CONSTRUCTION JOINT SHALL BE AS SHOWN ON DRAWINGS OR AS AGREED WITH THE ENGINEER.

4.2 THE INTERFACE BETWEEN THE FIRST AND SECOND POUR CONCRETE SHALL BE ROUGHENED WITH AN AMPLITUDE OF 6 mm MINIMUM.

4.3 UNLESS SPECIFIED ON THE DRAWING, EXPANSION JOINT FOR RIVER STRUCTURE EXCLUDING REVETMENT AND CONCRETE BLOCK

NOTE:

1. PRE-CONSTRUCTION SURVEY SHALL BE CONDUCTED JOINTLY BY THE REPRESENTATIVE OF THE CONSULTANT, IMPLEMENTING OFFICE AND THE CONTRACTOR. CORRESPONDING "AS STAKE" PLANS SHOWING ANY CHANGES FROM APPROVED DETAILED ENGINEERING DESIGN PLANS SHALL BE PREPARED AND SUBJECT FOR APPROVAL BE DESIGN CONSULTANT.

2. THE CONSULTANT SHALL VERIFY THE CONDITION AND STABILITY OF THE EXISTING STRUCTURE PRIOR TO THE CONSTRUCTION OF THE PROPOSED PROJECT.

3

14








VICINITY MAP

NOT TO SCALE

LOCATION MAP

NOT TO SCALE

SHEET INDEX

SHEET

NO.

SHEET CONTENTS

1 OF 14 TITLE SHEET

4

14





2 OF 14 GENERAL NOTES

3 OF 14 GENERAL NOTES

4 OF 14 VICINITY MAP

LOCATION MAP

SUMMARY OF QUANTITIES

SHEET INDEX

5 OF 14 GENERAL PLAN

PROFILE ALONG CENTERLINE

6 OF 14 DETAIL OF SECTION

7 OF 14 LONGITUDINAL ELEVATION

PLAN OF ROAD DIKE

DRIVEN H-PILE SPECIFICATIONS

DETAIL OF GROOVE WELD

8 OF 14 DETAIL OF SSP CONNECTION

9 OF 14 SHEET PILE SPLICE LAYOUT

TYPICAL WELD JOINT FOR U-SHAPE SSP

TYPICAL WELD JOINT FOR HAT-SHAPE SSP

10 OF 14 TYPICAL SECTIONAL ELEVATION

DETAIL OF PILECAP

DETAIL OF CONNECTION @ DRIVEN PILES

DETAIL OF CONNECTION @ ANCHOR BEAM

WHEEL GUARD DETAIL

BAR CUTTING DETAIL

11 OF 14 SPECIFICATION OF ANCHOR BOLT/WASHER

CONNECTION OF INTERMEDIATE BEAM

SPECIFICATIONS OF STEEL MEMBERS

DETAIL OF END PLATE CONNECTION

12 OF 14 STANDARD PORTLAND CEMENT CONCRETE PAVEMENT

13 OF 14 STANDARD PROJECT BILLBOARD

14 OF 14 DETAIL OF FIELD OFFICE

S U M M A R Y OF Q U A N T I T I E S

ITEM NO. D E S C R I P T I O NUNIT

PART I FACILITIES FOR THE ENGINEERS

A.1.1(3) CONSTRUCTION OF FIELD OFFICE FOR THE ENGINEER ( for 40 sq.m. ) l.s.

PART II OTHER GENERAL REQUIREMENTS

B.3 PERMITS AND CLEARANCES

B.5 PROJECT BILLBOARD/SIGNBOARD (DPWH)

B.5 PROJECT BILLBOARD/SIGNBOARD (COA)

B.7(1) OCCUPATIONAL SAFETY AND HEALTH

B.7(2) OCCUPATIONAL SAFETY AND HEALTH (SIGNAGES AND BARRICADES)

B.9 MOBILIZATION/DEMOBILIZATION

ea

ea

ea

mo.

l.s.

l.s.

PART IIICIVIL, MECHANICAL, ELECTRICAL, AND SANITARY/PLUMBING WORKS

PART A EARTHWORKS

1700(1) CLEARING & GRUBBING

1702(1)a STRUCTURE EXCAVATION, COMMON SOIL

1704(1)b EMBANKMENT FROM BORROW

sq.m

cu.m

cu.m

404(1)b REINFORCING STEEL, GRADE 60

405(1)a2 STRUCTURAL CONCRETE (20.68MPa) (CLASS "A") (14 DAYS)

kg

cu.m

PART D AGGREGATE SUBBASE COURSE

200(1) AGGREGATE SUBBASE COURSE cu.m

PART E SURFACE COURSE

311(1)f2 PCC PAVEMENT (UNREINFORCED) (0.30m THK) (7 DAYS) sq.m

PART F BRIDGE CONSTRUCTION

400(3) STEEL H-PILES, FURNISHED m

400(10) STEEL H-PILES, DRIVEN m

400(6) STRUCTURAL STEEL SHEET PILES, FURNISHED m

400(12) STRUCTURAL STEEL SHEET PILES, DRIVEN m

400(21)b SPLICING OF STEEL PILES ea

PART I MATERIAL DETAIL

712(1) STRUCTURAL METAL (ANCHOR BEAM) kg

712(1)a STRUCTURAL METAL (INTERMEDIATE BEAM) kg

PROJECT LOCATION

QTY.

1.00

1.00

2.00

1.00

8.00

1.00

1.00

963.00

671.60

1,158.33

43,479.80

292.00

79.20

791.80

864.00

864.00

6,432.00

6164.00

96.00

17,223.40

6,210.10




EXISTING ELEVATION ALONG

REFERENCE STAKE LINE

DESIGN ELEVATION OF PILE CAP

STATIONING

C 0

+3

12

.0

0

PROFILE ALONG CENTERLINE

ELEVATION 14.00

ELEVATION 12.00

ELEVATION 13.00

5

14





C 0+

340.00

C 0+

360.00

C 0

+3

80

.0

0

C 0

+3

90

.0

0

ELEVATION 1100

C 0

+3

20

.0

0

GENERAL PLAN

S C A L E 1 : 1 0 0 0 m




6

14





DETAIL OF SECTION

S C A L E 1 : 1 5 0 m

11.000

12.000

13.000

14.000

15.000ELEVATION

C 1+482.50

C

L-1-2-3-4-5-6-7 1 2 3 4 5 6 7

10.000

9.000

BEGINNING OF PROJECT

11.000

12.000

13.000

14.000

15.000ELEVATION

C

L-1-2-3-4-5-6-7 1 2 3 4 5 6 7

10.000

9.000

11.000

12.000

13.000

14.000

15.000ELEVATION

C

L-1-2-3-4-5-6-7 1 2 3 4 5 6 7

10.000

9.000

8.00

8.00

8.00

11.000

12.000

13.000

14.000

15.000ELEVATION

C

L-1-2-3-4-5-6-7 1 2 3 4 5 6 7

10.000

9.000

8.00

11.000

12.000

13.000

14.000

15.000ELEVATION

C

L-1-2-3-4-5-6-7 1 2 3 4 5 6 7

10.000

9.000

8.00

11.000

12.000

13.000

14.000

15.000ELEVATION

C

L-1-2-3-4-5-6-7 1 2 3 4 5 6 7

10.000

9.000

8.00

11.000

12.000

13.000

14.000

15.000ELEVATION

C

L-1-2-3-4-5-6-7 1 2 3 4 5 6 7

10.000

9.000

8.00

C 1+500.00

C 1+520.00

C 1+540.00

C 1+560.00

C 1+580.00

C 1+589.50




2.001.

50

1.00 1.00 1.00 1.00 1.00 1.002.002.00

0.40

LONGITUDINAL ELEVATION

SCALE 1:100

PLAN OF ROAD DIKE

SCALE 1:100

DRIVEN H-PILE SPECIFICATIONS

SCALE NTS

DETAIL OF GROOVE WELD

SCALE NTS

7

14








FITTING DETAIL

OF WATER BLOCKING

SCALE :

N.T.S.

APPLICATION TYPE FLOW TYPE

DEVIATION ANGLE FOR HAT-SHAPE SSP

SCALE NTS

DEVIATION ANGLE FOR U-SHAPE SSP

SCALE NTS

FITTING DETAIL OF WATER BLOCKING

SCALE NTS

CORNER SECTION FOR IRREGULAR SHAPE

SCALE NTS

APPLICATION OF WATER-BLOCKING MATERIAL DETAIL

SCALE NTS

CORNER SECTION FOR HAT-SHAPE SSP

SCALE NTS

CORNER SECTION FOR U-SHAPE SSP

SCALE NTS

8

14








Dw

WIDTH

Dw

WIDTH

HAT-SHAPE SSP

PL2 STEEL PLATEPL1 STEEL PLATE

PENETRATION WELDINGOR GOUGING AFTER WELD

PILE COPING

PENETRATION WELDINGOR GOUGING AFTER WELD

PL1 STEEL PLATE PL2 STEEL PLATE

U-SHAPE SSP

PILE COPING

HAT-SHAPE SSP



U-SHAPE SSP

1.52

0m(M

IN.)

o.c.

,STR

ANG

ER W

ITH

EL VARIES

EL VARIES

END

OF

STAG

GER

ING

END

OF

STAG

GER

ING

PLAN

PLAN

t E7018-X

JOINT

t1(PLATE THICKNESS)

PL1 (STEEL PLATE)

Lc

t E7018-X

JOINT

t1(PLATE THICKNESS)

PL2 (STEEL PLATE)

La

BASE METAL LESS THAN 6mm THK.

BASE METAL 6mm OR MORE IN THICKNESS

NOTED:

STEEL BASE METAL TO BE WELDEDSHALL BE OPEN-HEARTH OR ELECTRICFURNACE STEEL CONFIRMING TOAASHTO M183.

SECTION

SECTION

SCHEDULE OF STEEL SHEET PILE JOINTPL1 (STEEL PLATE) PL2 (STEEL PLATE)

Dwmm

B1mm

t1mm

Lamm

tmm

Lwmm

B2mm

t2mm

Lbmm

Lcmm

tmm

402.9402.9402.9402.9172.4172.4172.4172.4172.4218.5218.5264.6264.6264.6

280280280280120120120120120150150185185185

688

1268888

161668

12

2002002002008080808080

100100120120120

5668566661313468

402.9402.9402.9402.9172.4172.4172.4172.4172.4218.5218.5264.6264.6264.6

688

1268888

16166812

280280280280120120120120120150150185185185

5668566661313468

19024030030080100120140140160180100140170

13013013013080

100100120120120

80808080

STRUCTURAL PLATE: ASTM A36, Fy = 248 MPa, Fu = 400 MPaMILD STEEL COATED ELECTRODES: E7018-X, Fy = 400 MPa, FU = 490 MPa

PROPERTIES OF STEEL SHEET PILES

w mm(NOMINAL)

h mm(NOMINAL)

t mm(NOMINAL)

SECTIONMODULUS cm3/m

900900900900400400400400400500500600600600

230300368370100125150185170200225130180210

10.813.215.017.010.513.013.116.115.524.327.610.313.418.0

9021,6102,4502,760874

1,3401,5202,2502,2703,1503,8201,0001,8002,700

U-S

HAP

E SS

PH

AT-S

HAP

E

SS

P

MECHANICAL PROPERTIES GRADE 50,Fy = 345 MPa,FU = 450 MPa

MECHANICAL PROPERTIES GRADE 50,Fy = 345 MPa,FU = 450 MPa

t

t

W = WIDTH,h = HEIGHT t = THICKNESS, SSP = STELL PILE

SHEET PILE SPLICE LAYOUT

SCALE NTS

TYPICAL WELD JOINT FOR U-SHAPE SSP

SCALE NTS

TYPICAL WELD JOINT FOR HAT-SHAPE SSP

SCALE NTS

9

14








2.00

0.60

TYPICAL SECTIONAL ELEVATION

SCALE 1:100

DETAIL OF PILE CAP

SCALE 1:50DETAIL OF CONNECTION @ DRIVEN PILES

SCALE 1:50

DETAIL OF CONNECTION @ ANCHOR BEAM

SCALE 1:50BAR CUTTING DETAIL

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0.60

2.00 0.55

0.85

0.80

0.40

0.20

0.20

0.60

1.50

1.10

0.75

1.10

0.25

0.25 0.50

0.35

0.55

1.90

0.55

0.55

1.90

0.55

0.75

0.70

0.45

1.10

0.70

1.10

WHEEL GUARD DETAIL

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SPECIFICATIONS OF STEEL MEMBERS

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CONNECTION OF INTERMEDIATE BEAM

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NTS

Table 1—Materials for headed and threaded anchors*

Material

Tensilestrength,

Gradeor type Diameter, in.

Welded studsAWS D.1.1:2006ASTM A 29-05/

A108-03

ASTM F 1554-04(HD, T)†

ASTM A 193-06a(T)

ASTM A 307-04(Gr. A: HD)(Gr. C: T)

ASTM A 36-05(T)

ASTM A 449-04b(HD, T)

B 1010B 1020

3655105

B7

A

C

1/4 to 1

1/4 to 4≤2‡

1/4 to 3≤2-1/2

Over 2-1/4 - 4Over 4 to 7

1/4 to 4

1/4 to 4

— To 8

1/4 to 11 Over 1 to 1-1/2

Over 1-1/4 to 3

65

5875125125115100

51

3655

9575

0.2% 20

0.2% 230.2% 21

105 0.2% 15

2 in.

2 in.2 in.2 in.

105 0.2% 16 4D0.2% 16 4D0.2% 18 4D

60 — — 18

58

58

12010590

36 — 23

36 — 23

928158

2 in.

2 in.

2 in.

0.2% 14 4D0.2% 14 4D0.2% 14

50

403045505050

Ductile

minimum,ksi

Yield strength,minimum

Elongation,minimum Reduction of

area,ksi Method % Length minimum,%

ACI 349ductilitycriterion Comments

Structural Welding Code—Steel, Section 7,covers welded headed or welded bent studs.AWS D1.1 requires studs to be made from colddrawn bar stock conforming to requirements ofASTM A 108.

Ductile ASTM F 1554, “Standard Specification forAnchor Bolts, Steel, 36, 55, and 105-ksi YieldStrength,” is the preferred material specificationfor anchors.

Ductile‡DuctileDuctile ASTM A 193, “Standard Specification for Alloy-

Steel and Stainless Steel Bolting Materials forHigh-Temperature Service”: Grade B7 is an alloysteel for use in high-temperature service.

DuctileDuctile

— Ductile

— Ductile

— Ductile

4D

353535

ASTM A 307, “Standard Specification forCarbon Steel Bolts and Studs, 60,000 psiTensile Strength”: ACI 349 specifies thatelements meeting ASTM A 307 shall beconsidered ductile. Note that Grade C conformsto tensile properties for ASTM A 36.ASTM A 36, “Standard Specification forCarbon Structural Steel”: Because ACI 318considers ASTM A 307 to be ductile, A 36 willalso qualify because it is the basis for ASTM A307 Grade C.

Ductile ASTM A 449, “Standard Specification forQuenched and Tempered Steel Bolts andStuds”: this specification is for general high-strength applications.

DuctileDuctile

*The materials listed are commonly used for concrete fasteners (anchors). Although other material may be used (for example, ASTM A 193 for high-temperature applications,ASTM A 320 for low-temperature applications), those listed are preferred for normal use. Structural steel bolting materials such as ASTM A 325 and A 490 are not typically availablein the lengths needed for concrete fastening applications.†Anchor type availability is denoted as follows: HD = headed bolt; and T = threaded bolt.‡Diameters larger than 2 in. (up to 4 in.) are available, but the reduction of area will vary for Grade 55.

Table 2—Threaded fastener dimensions*

Diameter† do, in.0.2500.3750.5000.6250.7500.8751.0001.1251.2501.3751.5001.7502.000

Threads per in., nth20161311109877665

4.5

Effective area Nominal steel strength NsaGross,‡ AD, in.2

0.0490.1100.1960.3070.4420.6010.7850.9941.2271.4851.7672.4053.142

Tensile,§ Ase, in.20.0320.0780.1420.2260.3340.4620.6060.7630.9691.161.411.902.50

Stud,|| kips3.27.2

12.819.928.739.151.164.679.896.5114.9156.3204.2

*Table taken from AISC Manual of Concrete Construction.†Concrete breakout strength limited to anchor diameter no greater than 2 in. and length no greater than 25 in. (D.4.2.2).‡Use gross area AD for studs.§Use tensile stress area Ase for threaded anchors (Note: Ase is the same as tensile stress area in AISC). Ase = 0.7854 × (do – (0.9743/nth))2.||Nsa = AD × futa; futa = 65 ksi; see Table 1 for other materials.#Nsa = AD × futa; futa = 58 ksi; see Table 1 for other materials.Note: futa = 65 ksi for A108, and futa = 58 ksi for F 1554 Gr. 36.

Threaded,# kips1.84.58.213.119.426.835.144.356.267.381.5110.2144.9

Table 4(c)—Anchor head and nut (heavy hex) dimensions*

Anchor areas

Nominal anchordiameter do, in.

0.2500.3750.5000.6250.7500.8751.0001.1251.2501.3751.5001.7502.000

Gross, area of bolt,AD, in.20.0490.1100.1960.3070.4420.6010.7850.9941.2271.4851.7672.4053.142

Tensile area,Ase,† in.20.0320.0780.1420.2260.3340.4620.6060.7630.9691.161.411.902.50

*Dimensions taken from AISC Steel Design Manual.†See Table 2 for definition of Ase.‡AH = F2 or AH = 1.5F2tan 30°.§Abrg = AH – AD.

Width F, in. Width C, in. Height H, in.——

0.8751.0631.2501.4381.6251.8132.0002.1882.3752.7503.125

——

1.0001.2501.4381.6881.8752.0632.3132.5002.7503.5003.625

——

0.3750.4380.5000.5630.6880.7500.8750.9381.0001.1881.375

Gross area of head AH,‡based on width F, in.2

——

0.660.981.351.792.292.853.464.144.886.558.46

Net bearing area Abrg ,§in.2——

0.470.670.911.191.501.852.242.663.124.145.32

Table 5—Hardened washer dimensions

SAE dimensions*

Anchor areas


0.2500.3750.5000.6250.7500.8751.0001.1251.2501.3751.5001.7502.000

Gross, area ofbolt, AD , in.2

0.0490.1100.1960.3070.4420.6010.7850.9941.2271.4851.7672.4053.142

U.S. Standard dimensions†

Anchor areas


0.2500.3750.5000.6250.7500.8751.0001.1251.2501.3751.5001.7502.000

Gross, area ofbolt, AD, in.2

0.0490.1100.1960.3070.4420.6010.7850.9941.2271.4851.7672.4053.142

Tensile area, Ase,‡in.2

0.0320.0780.1420.2260.3340.4620.6060.7630.9691.1601.4051.8992.50

OD, in.0.7501.0001.3751.7502.0002.2502.5002.7503.0003.2503.5004.2504.500

ID, in.0.3130.4380.3750.6560.8130.9381.0631.2501.3751.5001.6251.8752.125

Washer dimensions

Thickness t, in.0.064/0.0800.079/0.0930.122/0.1460.136/0.1600.136/0.1600.136/0.1600.136/0.1920.126/0.1920.126/0.1920.126/0.1920.153/0.2130.153/0.2130.153/0.213

Gross area of headAH ,§ in.2

0.440.791.482.413.143.984.915.947.078.309.62

14.1915.90

Net bearing areaAbr ||, in.2

g0.390.671.292.102.703.374.124.955.846.817.85

11.7812.76

Tensile area, Ase,‡in.2

0.0320.0780.1420.2260.3340.4620.6060.7630.9691.161.411.902.50

OD, in.0.5630.8131.1671.3131.4691.7502.002.2502.5002.7503.0003.3753.750

ID, in.0.2810.4060.5310.6560.8130.9381.0631.2501.3751.5001.6251.8752.125

Washer dimensions

Thickness t, in.0.051/0.0800.051/0.0800.074/0.1210.074/0.1210.108/0.1600.108/0.1600.108/0.1600.136/0.177

(0.305/0.375 extra thick)0.136/0.1920.136/0.2130.153/0.2130.153/0.2130.153/0.213

Gross area of headAH ,§ in.2

0.250.521.071.351.692.413.143.984.915.947.078.95

11.04

Net bearing areaAbr ||, in.2

g0.200.410.871.051.251.802.362.983.684.455.306.547.90

*Hardened washers to SAE dimensions.†Material ASTM F 436.‡Refer to Table 2 for definition of Ase .§AH = π(OD)2/4.||Abrg = AH – AD.

SPECIFICATION OF ANCHOR BOLT/WASHER

DETAIL OF END PLATE CONNECTION

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STANDARD PORTLAND CEMENT CONCRETE PAVEMENT

SCALE NTS

DEFORMED TIE BARS16 mmØ X 600 @ 750

WEAKEND PLANE JOINT

TYPICAL BAR LAYOUT FOR 230mm THICK PAVEMENT 25mmØ X 600 @ 300 O.C.PLAIN DOWEL BARS

LANE SHOWING TRANSVERSE CONSTRUCTIONJOINT AT LOCATION OF WEAKENED PLANE JOINT

TRANSVERSE CONSTRUCTION JOINT

LANE SHOWING TRANSVERSE CONSTRUCTION JOINTAT MIDDLE THIRD OF NORMAL JOINT INTERVAL

MINIMUM

SECT

ION

- I

WID

TH A

S SH

OWN

ON P

LANS

N O T E :

TRANSVERSECONSTRUCTION ( CONTACT ) JOINTSHALL BE PROVIDED AT THE END OF ANY RUN WHERELAYING OF CONCRETE HAS BEEN STOPPED FOR THIRTY( 30 ) MINUTES OF LONGER.

TRANSVERSE CONSTRUCTION JOINTS WHICHOCCUR AT LOCATION WEAKENED PLANE JOINT SHOULDBE BUTT JOINTS WITH DOWELS. IF JOINT OCCURS IN THEMIDDLE THIRD OF THE WEAKENED JOINT INTERVAL( 1500 - 3000mm ) IT SHOULD BE KEYED JOINTS WITH TIE BARS.

BEGI

NNIN

G OF

F L A

R I N

G

1000

MINI

MUM

EDGE OF EXISTINGCONCRETE PAVEMENT

12mmØ X 500DOWEL BARSBAR SUPPORT

EXISTING CONCRETE PAVEMENT

N O T E :

DEFORMED TIE BAR16mmØ X 600 @ 750 (230mm)

SAWED GROOVE WITHPOURED JOINT FILLER

SAWED GROOVE WITH KEYWAYSFILL WITH POURED JOINT FILLER

FIRST SLAB

SAWED GROOVE WITH POURED JOINT FILLER(@4.5m INTERVAL OR AS DIRECTEDBY THE ENGINEER)


PLAIN DOWEL BAR 28mmØ X 600 @ 300ONE HALF OF THE LENGTH SHALL BEPAINTED WITH APPROVED RE LEADAND THEN GREASED.

SAWED GROOVE WITHPOURED JOINT FILLER

FIRST SLAB

FORMED GROOVE WITH KEYWAYSFILL WITH POURED JOINT FILLER

FIRST SLAB


SAWED JOINT(2 - LANE PAVING)

CONTACT JOINT(HALF LANE PAVING)

SEE DETAIL "C"

ROOFING NAIL@ 750mm O.C.

WOODEN SIDE FORM WOODEN / METAL SIDE FORM METAL SIDE FORM

FORMED GROOVE WITH KEYWAYSFILL WITH POURED JOINT FILLER

NEWPAVEMENT

EXISTINGPAVEMENT

CONST. JOINT TO BEMOPPED W / ASPHALT

EXISTING PAVEMENT NEW PAVEMENT

GROUT

12mmØ X 50cm DOWELBAR @ 500mm O.C.

OUTLINE OF CHIPPED OFFEXISTING CONCRETE PAVEMENT

WHERE :

Te - THICKNESS OF EXISTING PAVEMENTTn - THICKNESS NEW PAVEMENT


LONGITUDINAL JOINT

T a b250 150 600230 375 750

TRANSVERSE CONTACT JOINTOF WEAKENED PLANE JOINT

FIXED SLIDING

20mm PREMOLDEDEXPANSION FILLER

PLAIN DOWEL BAR28mmØ X 600 @ 300

30-50 PENETRATION ASPHALT SEAL OR COLDAPPLIED LIQUID RUBBER BASE SEALING COMPOUND

GENERAL NOTES:

TYPICAL PLAN OF A TWO LANE PAVEMENT

DETAIL "A"

DETAIL "B"

DETAIL "C"

DETAIL "D"

SECTION

DETAIL SECTION JOINT IN GRID PAVEMENT

SECTION - II

SEE DETAIL "D"

SEE DETAIL "A" SEE DETAIL "B"

SECTION - I

SECTION SECTION

PLAN

DETAIL OF BAR SPACING ALONG CURVES

DETAIL OF EXPANSION JOINT (DOWELED) AT

CERTAIN INTERSECTIONS AND STRUCTURES

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COMMISSION ON AUDIT

(PROVINCE AND CITY)

Project:Location:

Cost:Fund Source:

Implementing Agency:Development Partner:Contractor/Supplier:Brief Description of Project:

Project Details:

Project Date Project Status

Duration Started Target Date ofCompletion

Percentage ofCompletion

As of(Date)

Cost Incurredto Date

DateCompleted

Remarks

For Particulars or complaints about this project, please contact the Regional Office or Cluster which has audit jurisdiction on this project.

COA Regional Office No./Cluster:Address:Contact No: or Text COA Citizen's Desk at 0915-539-1957

HELVETICA 3''

HELVETICA 1''

HELVETICA 1''

DISPLAY AREA( TARPAULIN ON 2400 X 2400 X 5 MARINE PLYWOOD )

50 x 50 HORIZONTALCOCO LUMBER

GROUND LEVEL

50 x 50WOODEN STAKE

FRONT ELEVATIONTYPICAL FRAME ELEVATION

SPECIFICATION :

1. The new billboard design layout and dimension shall beinstalled on a standard billboard measuring 1220 mm x 2440 mm (4ft. x 8ft.) using12 mm (1/2 inch) thick marine plywood or tarpaulin posted on 5 mm (3/16 inch)marine plywood.

2. For each building project, the billboard shall be installed in front of the project site.3. For each road/ bridge /flood control project, two billboards shall be installed, i.e., one

at the beginning and one at the end of the project.4. For road projects with length of 10 kilometers or more, billboard(s) shall also be

installed at every 5-kilometer interval.5. Name(s) and/or picture(s) of any personages should not appear in the billboard.6. No political billboard shall be allowed to be installed 100 meters before and 100

meters after all DPWH projects and in between the project limits or within the roadright-of-way.

7. DPWH contractors shall not be allowed to place names of politicians on theirequipment or carry political billboard on their equipment.

COA PROJECT BILLBOARD

DPWH PROJECT BILLBOARD

DISPLAY AREA( TARPAULIN ON 1200 X 2400 X 12 MARINE PLYWOOD )

GROUND LEVEL

FRONT ELEVATIONTYPICAL FRAME ELEVATION

DISPLAY AREA

DISPLAY AREA

GROUND LEVEL

50 x 50 HORIZONTALCOCO LUMBER

50 x 50WOODEN STAKE

50 x 75 VERTICALCOCO LUMBER

STANDARD PROJECT BILLBOARD

(DPWH and COA)

COA LOGO

WHITE BACKGROUNDBLACK TEXT

CONSTRUCTION OF (Name of Project and Location)

CONTRACTOR :DATE STARTED :CONTRACTOR COMPLETION DATE :CONTRACT COST :CONSTRUCTION CONSULTANT:IMPLEMENTING OFFICE :SOURCES OF FUND :

DEPARTMENT OF PUBLIC WORKS AND HIGHWAYSText 2920 or call (02) 165-02 for any concern on this projectwww.dpwh.gov.ph.

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D-1 W-1

1 2 3

A

B

C

BRIEFING

AREA

ROOF LINE

1 32

W-1

D-1W-1

W-1

W-1

D-1 W-1

SINGLE PANEL WOODEN WINDOW(AWNING TYPE)

½" THICK MARINE PLYWOOD

PLAIN G.I. SHEET GUTTER

CORRUGATED G.I. ROOFING SHEET G.A. #26

SINGLE PANEL WOODEN WINDOW(AWNING TYPE)

½" THICK MARINE PLYWOOD

PLAIN G.I. SHEET GUTTER

SINGLE PANEL WOODEN DOOR

ASSORTED GOOD COCO LUMBER

FRONT ELEVATION RIGHT SIDE ELEVATION

FLOOR PLAN SCHEDULE OF DOORS AND WINDOWS

CORRUGATED G.I. ROOFING SHEET G.A. #26

PROJECT

ENGINEER'S

DESK

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DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS...ACCORDANCE WITH THE PROVISIONS OF NSCP 2010 SECTION...

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Transcript of DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS...ACCORDANCE WITH THE PROVISIONS OF NSCP 2010 SECTION...