Brgy. Sampaloc, Gainza, Camarines Sur

REPUBLIC OF THE PHILIPPINES DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS CAMARINES SUR FIRST DISTRICT ENGINEERING OFFICE BARAS CANAMAN, CAMARINES SUR

PROPOSED SAMPALOC-GAINZA BRIDGE

BRGY. SAMPALOC, GAINZA, CAMARINES SUR

SUBMITTED BY: RECOMMENDING APPROVAL: APPROVED:

ERLINDA D. IPO SALVACION LORA C. DELEÑA RUBEN S. SANTOS JR. CHIEF, PLANNING AND DESIGN SECTION ASSISTANT DISTRICT ENGINEER OIC - DISTRICT ENGINEER - 0 COVER SHEET

G G1 / 18 INDEX OF SHEET, VICINITY MAP & TOPOGRAPHIC MAP

G G2 / 18 GENERAL NOTES

G G3 / 18 GENERAL PLAN AND GENERAL ELEVATION

G G4 / 18 TYPICAL CROSS SECTION & SUMMARY OF ESTIMATES QUANTITIES

S B5 / 18 BORING LOG

S S6 / 18 FRAMING PLAN & LONGITUDINAL PLAN TYPICAL CROSS SECTION, TRANSVERSE SECTION OVER PIER, DETAIL REBAR OVER PIER & QUANTITIES S S7 / 18 FOR SLAB CONC. POURING SEQUENCE, DIAPHRAGM DETAILS, DETAIL TRANSVERSE EXPANSION JOINT & BEARING S S8 / 18 PAD S S9 / 18 ESTIMATED QUANTITIES FOR ABUTMENT AND DIAPHRAGM

S S10 / 18 PRESTRESSED GIRDER ELEVATION, BOTTOM LAYOUT AND SECTIONS TYPE III, (20M)

@ END VIEW, DOWELS AT END BLOCK @ ABUTMENT, END BLOCK REINF. DETAIL @ ABUTMENT & S S11 / 18 ESTIMATED QUANTITES

S S12 / 18 DETAILS FOR ABUTMENT "A" & "B" 1

S S13 / 18 COLUMN COPING DETAIL FOR PIER 1 & 2

S S14 / 18 BORED PILE DETAIL FOR PIER 1 & 2 & SCHEDULE OF REINFORCEMENT

S S15 / 18 BORED PILE DETAIL FOR ABUTMENT "A" & "B" & SCHEDULE OF REINFORCEMENT

APPROACH SLAB DETAIL & REINFORCEMENT SCHEDULE ESTIMATED QUANTITIES FOR ONE (1) S S16 / 18 APPROACH

S S17 / 18 TYPICAL RAILING, SIDEWALK DETAIL & DRAIN DETAILS

S S18 / 18 ABUTMENT SLOPE PROTECTION & DRAINAGE

C/C, C to C d

PROJECT & LOCATION : SHEET CONTENTS DESIGNED BY: CHECKED BY: SUBMITTED BY: RECOMMENDING APPROVAL : APPROVED BY : SET NO.: SHEET NO.: MAILYN C. HERNANDEZ ENGINEER II PROPOSED SAMPALOC-GAINZA BRIDGE GENERAL NOTES, SURVEYED BY: G BRGY. SAMPALOC, GAINZA, CAMARINES SUR SYMBOLS NOLI T. ALINIANTE JR. G CAMARINES SUR FIRST DISTRICT ENGINEERING OFFICE ENGINEER II MICHAEL B. BEDIS ERLINDA D. IPO SALVACION LORA C. DELEf$ RUBEN S. SANTOS JR. AND ABBREVIATION CAD BY: 2 18 BARAS CANAMAN CAMARINES SUR NOEL A. INOCENTE ENGINEER II CHIEF PLANNING AND DESIGN SECTION ASSISTANT DISTRICT ENGINEER OIC - DISTRICT ENGINEER DRAFTSMAN BACK OF BACKWALL ȭ OF PIER ȭ OF PIER BACK OF BACKWALL

TOTAL LENGTH OF BRIDGE= 60700 (BACK OF BACKWALL)

350 60000 350 20000 20000 20000 5000 5000 5000 5000 5000 5000 5000 5000 5000 5000 5000

SIDEWALK SIDEWALK SIDEWALK SLAB SLAB S=1.5% S=1.5% S=1.5% ROADWAY APPROACH APPROACH ȭ 9540 7320 S=1.5% S=1.5% S=1.5% SLAB SLAB APPROACH APPROACH SIDEWALK SIDEWALK SIDEWALK

BACK OF BACKWALL ȭ OF PIER ȭ OF PIER BACK OF BACKWALL TOTAL LENGTH OF BRIDGE =60700 (BACK OF BACKWALL) BEGINNING OF BRIDGE END OF BRIDGE ELEV. =103.102 ELEV. =103.102 350 60000 350 STA. 0+171.55 STA. 0+232.25 20000 20000 20000 2500 400 400 400 400 400 400 400 400 200 20 20 20 20 20 20 200 300 AASHTO TYPE III 300 1143 550 25 2068 MEFL/DESIGN FLOOD LEVEL 2068 3673 1000 3989

1700 ELEV. 100.53 1700 1100 SOFFIT ELEVATION 1100 N.G.L.E 1600 ELEV. 101.53 N.G.L.E ORDINARY WATER LEVEL ELEV 97.74 7998 8230 LOWEST WATER LEVEL 6305 6505 ELEV. 95.46 HYDRAULICS DESIGN DATA

Drainage Area = RIVERBED Discharge Q50 = MEFL = 100.3m OWL = 97.4m Velocity = Freeboard = 1.0m

STA. 0+172.1 STA. 0+191.9 STA. 0+211.9 STA. 0+231.7

1. ALL QUANTITIES MUST BE VERIFIED DURING CONSTRUCTION. 2. ALL ELEVATIONS, STATIONING AND DIMENSIONS MUST BE VERIFIED PRIOR TO CONSTRUCTION.

1110 7320 1110

350 760 350

40 ȭ OF ROADWAY 900 200 275 175 50

1.5 2250 2250 2250 1

ABUTMENT SUPERSTRUCTURE SUPERSTRUCTURE ABUTMENT ITEM No.: DESCRIPTION UNITS TOTAL A B SPAN 1 SPAN 2 SPAN 3 PIER 1 PIER 2 A B 400(23) %25('3,/( PP l.m. 60.0 60.0 - - - 60.0 60.0 - - 240.00

400(22)a HIGH STRAIN DYNAMIC TESTING ( PDA ) EACH 1 1 - - - 1 1 - - 4

400(22)b PILE INTEGRITY TESTING ( PIT ) EACH 1 1 - - - 1 1 - - 4

401(2) CONCRETE RAILING L.M. - - 40 40 40 - - - - 120.0

404(1) REINFORCING STEEL, GRADE 40 KGS 2286.50 2286.50 3,819 3,819 3,819 1200 1200 381 381 19,210.00

404(2) REINFORCING STEEL, GRADE 60 KGS 1342.5 1342.5 7,503 7,503 7,503 6335.5 6335.5 1350 1350 40,565

405 STRUCTURAL CONCRETE, CLASS '' A '' Pñ 28.5 28.5 51.10 51.10 51.10 34.67 34.67 10.50 10.50 300.64

406 PRESTRESSED CONCRETE GIRDER ASSHTO (TYPE III ) L = 20.00m. EACH - - 4 4 4 - - - - 12.0

407(1) LEAN CONCRETE Pñ 4.0 4.0 ------8

412 ELASTROMERIC BEARING PAD ( 300mm x 500mm x 25mm ) EACH 4 4 - - - 8 8 - - 24

413 PERFORMED EXPANSION JOINT FILLER W/ SEALANT 12mm THK EACH 1 1 ------2

SPL-417 0(7$/'5$,1 [PP *,3,3( EACH - - 8 8 8 - - - - 24

SPL-418(2) TRANSVERSE EXPANSION JOINT ( STEEL ) I.m. 7.32 7.32 ------14.64

1. ALL QUANTITIES MUST BE VERIFIED DURING CONSTRUCTION. 2. ALL ELEVATIONS, STATIONING AND DIMENSIONS MUST BE VERIFIED PRIOR TO CONSTRUCTION.

PROJECT & LOCATION : SHEET CONTENTS DESIGNED BY: CHECKED BY: SUBMITTED BY: RECOMMENDING APPROVAL : APPROVED BY : SET NO.: SHEET NO.: MAILYN C. HERNANDEZ ENGINEER II PROPOSED SAMPALOC-GAINZA BRIDGE GENERAL PLAN SURVEYED BY: G BRGY. SAMPALOC, GAINZA, CAMARINES SUR & NOLI T. ALINIANTE JR. G CAMARINES SUR FIRST DISTRICT ENGINEERING OFFICE ENGINEER II MICHAEL B. BEDIS ERLINDA D. IPO SALVACION LORA C. DELEf$ RUBEN S. SANTOS JR. GENERAL ELEVATION CAD BY: 4 18 BARAS CANAMAN CAMARINES SUR NOEL A. INOCENTE ENGINEER II CHIEF PLANNING AND DESIGN SECTION ASSISTANT DISTRICT ENGINEER OIC - DISTRICT ENGINEER DRAFTSMAN BACK OF BACKWALL ȭ OF PIER ȭ OF PIER BACK OF BACKWALL TOTAL LENGTH OF BRIDGE =60700 (BACK OF BACKWALL) BEGINNING OF BRIDGE END OF BRIDGE ELEV. =103.102 ELEV. =103.102 350 60000 350 STA. 0+171.55 STA. 0+232.25 20000 20000 20000 200 300 AASHTO TYPE III 300 1143 550 25 2068 MEFL/DESIGN FLOOD LEVEL 2068 3673 1000 3989

1700 ELEV. 100.53 1700 1100 SOFFIT ELEVATION 1100 N.G.L.E 1600 ELEV. 101.53 N.G.L.E ORDINARY WATER LEVEL ELEV 97.74 7998 8230 LOWEST WATER LEVEL 6305 6505 ELEV. 95.46

RIVERBED

STA. 0+172.1 STA. 0+191.9 STA. 0+211.9 STA. 0+231.7

BOREHOLE 1 BOREHOLE 2 BOREHOLE 3 BOREHOLE 4

SAMPLING TYPE OF N- SAMPLING TYPE OF N- SAMPLING TYPE OF N- SAMPLING TYPE OF N- DEPTH N-VALUE (GRAPHICAL) DEPTH N-VALUE (GRAPHICAL) DEPTH N-VALUE (GRAPHICAL) DEPTH N-VALUE (GRAPHICAL) DEPTH SAMPLING VALUE DEPTH SAMPLING VALUE DEPTH SAMPLING VALUE DEPTH SAMPLING VALUE 0 20 40 60 80 100 0 20 40 60 80 100 0 20 40 60 80 100 0 20 40 60 80 100 0.00 0.00 0.00 0.00 WASH SM WASH SM WASH SM WASH CH 1.05 BORING 1.05 BORING 1.05 BORING 1.05 BORING 1.50 1.50 SPT 4 1.50 1.50 SPT 4 1.50 1.50 SPT 4 1.50 1.50 SPT 5

WASH SM WASH SM WASH SM WASH CH 2.55 BORING 2.55 BORING 2.55 BORING 2.55 BORING 3.00 3.00 SPT 5 3.00 3.00 SPT 5 3.00 3.00 SPT 5 3.00 3.00 SPT 6

WASH WASH WASH WASH 4.05 BORING SM 4.05 BORING SM 4.05 BORING SM 4.05 BORING CH 4.50 4.50 SPT 9 4.50 4.50 SPT 9 4.50 4.50 SPT 9 4.50 4.50 SPT 8

WASH SM WASH SM WASH SM WASH CH 5.55 BORING 5.55 BORING 5.55 BORING 5.55 BORING 6.00 6.00 SPT 9 6.00 6.00 SPT 9 6.00 6.00 SPT 9 6.00 6.00 SPT 10

WASH SM WASH SM WASH SM WASH CH 7.05 BORING 7.05 BORING 7.05 BORING 7.05 BORING 7.50 7.50 SPT 9 7.50 7.50 SPT 9 7.50 7.50 SPT 9 7.50 7.50 SPT 9

WASH WASH WASH WASH 8.55 BORING SM 8.55 BORING SM 8.55 BORING SM 8.55 BORING CH 9.00 9.00 SPT 11 9.00 9.00 SPT 11 9.00 9.00 SPT 11 9.00 9.00 SPT 10

WASH SM WASH SM WASH SM WASH SM 10.05 BORING 10.05 BORING 10.05 BORING 10.05 BORING 10.00 10.05 SPT 13 10.00 10.05 SPT 13 10.00 10.05 SPT 13 10.00 10.05 SPT 12

WASH SM WASH SM WASH SM WASH SM 11.55 BORING 11.55 BORING 11.55 BORING 11.55 BORING 12.00 12.00 SPT 13 12.00 12.00 SPT 13 12.00 12.00 SPT 13 12.00 12.00 SPT 12

WASH SM WASH SM WASH SM WASH SM 13.05 BORING 13.05 BORING 13.05 BORING 13.05 BORING 13.50 13.50 SPT 14 13.50 13.50 SPT 14 13.50 13.50 SPT 14 13.50 13.50 SPT 14

WASH SP WASH SP WASH SP WASH SP 14.55 BORING 14.55 BORING 14.55 BORING 14.55 BORING 15.00 15.00 SPT 17 15.00 15.00 SPT 17 15.00 15.00 SPT 17 15.00 15.00 SPT 16

WASH SP WASH SP WASH SP WASH SP 16.05 BORING 16.05 BORING 16.05 BORING 16.05 BORING 16.50 16.50 SPT 19 16.50 16.50 SPT 19 16.50 16.50 SPT 19 16.50 16.50 SPT 18

WASH CH WASH CH WASH CH WASH CH 17.55 BORING 17.55 BORING 17.55 BORING 17.55 BORING 18.00 18.00 SPT 21 18.00 18.00 SPT 21 18.00 18.00 SPT 21 18.00 18.00 SPT 20

WASH CH WASH CH WASH CH WASH CH 19.05 BORING 19.05 BORING 19.05 BORING 19.05 BORING 19.50 19.50 SPT 25 19.50 19.50 SPT 25 19.50 19.50 SPT 25 19.50 19.50 SPT 23

WASH CH WASH CH WASH CH WASH CH 20.55 BORING 20.55 BORING 20.55 BORING 20.55 BORING 21.00 21.00 SPT 28 21.00 21.00 SPT 28 21.00 21.00 SPT 28 21.00 21.00 SPT 24

WASH CH WASH CH WASH CH WASH CH 22.05 BORING 22.05 BORING 22.05 BORING 22.05 BORING 22.50 22.50 SPT 25 22.50 22.50 SPT 25 22.50 22.50 SPT 25 22.50 22.50 SPT 24

WASH CH WASH CH WASH CH WASH CH 23.55 BORING 23.55 BORING 23.55 BORING 23.55 BORING 24.00 24.00 SPT 28 24.00 24.00 SPT 28 24.00 24.00 SPT 28 24.00 24.00 SPT 26

WASH CH WASH CH WASH CH WASH CH 25.05 BORING 25.05 BORING 25.05 BORING 25.05 BORING 25.50 25.50 SPT 33 25.50 25.50 SPT 33 25.50 25.50 SPT 33 25.50 25.50 SPT 32

WASH CH WASH CH WASH CH WASH CH 26.55 BORING 26.55 BORING 26.55 BORING 26.55 BORING 27.00 27.00 SPT 42 27.00 27.00 SPT 42 27.00 27.00 SPT 42 27.00 27.00 SPT 40

WASH CH WASH CH WASH CH WASH CH 28.05 BORING 28.05 BORING 28.05 BORING 28.05 BORING 28.50 28.50 SPT 52 28.50 28.50 SPT 52 28.50 28.50 SPT 52 28.50 28.50 SPT 50 0.00 0.00 0.00 0.00 0.00 WASH CH 0.00 WASH CH 0.00 WASH CH 0.00 WASH CH 29.55 BORING 29.55 BORING 29.55 BORING 29.55 BORING 30.00 30.00 SPT 59 30.00 30.00 SPT 59 30.00 30.00 SPT 59 30.00 30.00 SPT 59

TOTAL LENGTH OF BRIDGE= 60700 (BACK OF BACKWALL)

350 60000 350

20000 20000 20000

Ø16mm @125 TOP BARS S1 S2 Ø16mm @125 BOTTOM BARS ROADWAY ȭ

S6Ø25mm @300 LENGTH = 6000 TOP BARS S3 Ø12mm @150 TOP BARS S5 Ø25mm @150 TOP BARS S4Ø16mm @150 BOTTOM BARS S3aØ12mm @150 TOP BARS S7 Ø25mm @300 LENGTH =8000 TOP BARS

BACK OF BACKWALL ȭ OF PIER ȭ OF PIER BACK OF BACKWALL

TOTAL LENGTH OF BRIDGE= 60700 (BACK OF BACKWALL)

350 60000 350

20000 20000 20000

ȭ OF SPAN ȭ OF SPAN ȭ OF SPAN

S1 Ø16mm @125 TOP BARS S2 Ø16mm @125 BOTTOM BARS

S3 Ø12mm @150 TOP BARS S4 Ø16mm @150 BOTTOM BARS

50 CAMARINES SURFIRSTDISTRICT ENGINEERINGOFFICE BARAS CANAMAN CAMARINESSUR 1110 ȭ ROADWAY S3 S1 Ø16mm @150TOPBARS Ø16mm @125TOPBARS 2250 PROJECT &LOCATION: S7 BRGY. SAMPALOC, GAINZA,CAMARINES SUR S7 S7 S6 PROPOSED SAMPALOC-GAINZA BRIDGE Ø25mm @300LENGTH=8000TOPBARS Ø25mm @300LENGTH=6000TOPBARS 1125 7320 9540 ȭ OFROADWAY ȭ 1125 OFPIER S4 S2 Ø16mm @150BOTTOMBARS Ø16mm @125BOTTOMBARS 2250 SHEET CONTENTS TRANSVERSE SECTIONOVER PIER &QUANTITIESFOR SLAB PIER, DETAILREBAROVER TYPICAL CROSSSECTION, 1110 DESIGNED BY: SURVEYED BY: CAD BY: MAILYN C.HERNANDEZ NOLI T.ALINIANTEJR. B A NOEL A.INOCENTE ENGINEER II ENGINEER II

DRAFTSMAN 175 275 900

50 SLAB 1110 CHECKED BY: MICHAEL B.BEDIS S6 S4 S2 ENGINEER II 16 16 16 12 12 25 25 25 480 480 63 63 63 63 63 63 S6 S7 2250 Ø25mm @300LENGTH600mmTOPBARS Ø25mm @300LENGTH800mmTOPBARS 125 125 140 140 140 150 150 150 SUBMITTED BY: CHIEF PLANNINGANDDESIGN SECTION S7 ERLINDA D.IPO B B B B B B A A 18463 17463 59900 59900 8000 6000 924 924 1125 ------7320 9540 ȭ ------OFROADWAY RECOMMENDING APPROVAL: SALVACION LORA C. DELE ASSISTANT DISTRICTENGINEER 1125 ------S4 ------Ø16mm @150BOTTOMBARS 18.5 17.5 59.9 59.9 8.0 6.0 0.9 0.9 f$ 2250 APPROVED BY: TOTAL (Gr.60)= TOTAL (Gr.40)= 1163 1100 3774 3774 378 504 444 444 RUBEN S.SANTOS JR OIC-DISTRICT ENGINEER 1.578 1.578 1.578 3.850 3.850 3.850 0.888 0.888 17924 14529 1455 1940 1033 9364 5955 977 700 700 1110 114.0 114.0 SET NO.: S FOR 3 SPANS SHEET NO.: 7 S 18 7320

A 1 2 B D1 2-Ø28mm D5 2-Ø16mm 20000 20000 20000 ȭ OF ROADWAY D2 2-Ø28mm D7 2-Ø16mm

c c c D3 2-Ø28mm D8 2-Ø16mm

D6 2-Ø16mm

S8 4-Ø40mm HOLES FOR S8 Ø28mm DOWELS

1100 Ø12mm @300 D4 D9 Ø12mm @300 d d NOTE: CONSTRUCTION JOINT CONSTRUCTION JOINT 1. CONCRETE AT a AREAS SHALL BE REPLACED AT LEAST ONE DAY AHEAD OF CONCRETE AT b AREAS. 225 6 @300 STIRRUPS =1800 225 225 6 @300 STIRRUPS =1800 225 S8 2. CONCRETE AT b AREAS SHALL BE 1295 2250 1125 1125 2250 1295 REPLACED AT LEAST ONE DAY AHEAD OF CONCRETE AT c AREAS. POUR d LAST. HALF SHOWING INTERMEDIATE DIAPHRAGM HALF SHOWING DIAPHRAGM AT PIER

3. REINFORCEMENT SHALL BE CONTINUOUS AT CONSTRUCTION JOINTS. S8

S8 A 1 2 B DECK SLAB c d c d c 200 a b b b b b a PG9 5-Ø20x1000 DOWELS EA. FACE D5 2-Ø16mm

100 x 100 CHAMFER D1 2-Ø28mm D9 Ø12mm @300

D2 2-Ø28mm D7 2-Ø16mm 821

1000 D10 Ø36 x 200 @300 DOWELS D4 Ø12mm @300 724 D8 2-Ø16mm

S8 D6 2-Ø16mm D3 2-Ø28mm 75 25 12mm THK. AASHTO 250 300 250 PREMOULDED JOINT FILLER 150 PRESTRESSED 800 GIRDER PIER COPING 250

CONSTRUCTION JOINT DECK SLAB S8 S8

400 67 150 50 10

67 50 W = 300mm 10 67 3.0mm 25 4.0mm 3.0mm 19 ELASTOMER RUBBER RESTRAINING PLATE 2mm THICK

S8 S8 S8

PROJECT & LOCATION : SHEET CONTENTS DESIGNED BY: CHECKED BY: SUBMITTED BY: RECOMMENDING APPROVAL : APPROVED BY : SET NO.: SHEET NO.: MAILYN C. HERNANDEZ CONCRETE POURING, ENGINEER II PROPOSED SAMPALOC-GAINZA BRIDGE SEQUENCE DIAPHRAGM SURVEYED BY: S BRGY. SAMPALOC, GAINZA, CAMARINES SUR DETAILS, DETAIL TRANSVERSE NOLI T. ALINIANTE JR. S CAMARINES SUR FIRST DISTRICT ENGINEERING OFFICE ENGINEER II MICHAEL B. BEDIS ERLINDA D. IPO SALVACION LORA C. DELEf$ RUBEN S. SANTOS JR. EXPANSION JOINT & BEARING CAD BY: 8 18 BARAS CANAMAN CAMARINES SUR PAD NOEL A. INOCENTE ENGINEER II CHIEF PLANNING AND DESIGN SECTION ASSISTANT DISTRICT ENGINEER OIC - DISTRICT ENGINEER DRAFTSMAN REMARKS á

B1 16 82 230 C 3192 184 - - - - 3.38 276.83 1.578 436.84

B2 12 20 300 H 9340 - - - - - 9.34 186.80 0.888 165.88 A BACKWALL 10.5 B3 12 64 300 F 400 222 514 - - - 1.14 72.70 0.888 64.56

B B4 12 4 as shown H 7320 - - - - - 7.32 29.28 0.888 26.00

C1 25 20 as shown A 950 9340 - - - - 10.29 205.80 3.850 792.33

C2 25 20 as shown A 950 9340 - - - - 10.29 205.80 3.850 792.33 COPING 21.0 C3 25 32 as shown H 9340 - - - - - 9.34 298.88 3.850 1150.69 C C4 12 296 as shown E 1402 1342 300 - - - 3.04 901.02 0.888 800.11

AR1 16 8 as shown G 1000 280 2170 - - - 3.45 27.60 1.578 43.55

D APP. RAILING AR2 16 32 as shown A 200 2400 200 - - - 2.80 89.60 1.578 141.39 4.0 FOR 2 ABUTMENTS AR3 16 40 as shown C 1200 200 1200 - - - 2.60 104.00 1.578 164.11

WW1 32 36 280 G 250 3500 - - - - 3.75 135.00 6.310 851.85 E WW2 32 36 280 G 250 2000 - - - - 2.25 81.00 6.310 511.11

WINGWALL WW3 16 104 200 A 2270 600 - - - - 2.87 298.48 1.578 471.00 16.0

WW4 32 32 280 A 2350 - - - - - 2.35 75.20 6.310 474.51 F WW5 16 236 as shown B 254 106 - - - - 0.36 84.96 1.578 134.07

SW1 12 40 as shown H 2750 - - - - - 2.75 110.00 0.888 97.68 G APP. SIDEWALK 5.0 SW2 16 44 250 D 300 150 970 200 200 200 2.02 88.88 1.578 140.25

H TOTAL (Gr. 60) = 4573 57

TOTAL (Gr. 40) = 2685 57

a 28 12 AS SHOWN A 7400 - - - 7.40 88.80 4.833 429

A 28 36 AS SHOWN B 1972 - - - 1.97 70.99 4.833 343

a 28 36 AS SHOWN B 1973 - - - 1.97 71.03 4.833 343 B 12 63 AS SHOWN C 1750 276 - - 2.03 127.64 0.888 113

b 16 12 AS SHOWN A 7400 - - - 7.40 88.80 1.578 140 c c 16 12 AS SHOWN B 7400 - - - 7.40 88.80 1.578 140 FOR ALL a C a DIAPHRAGM 22.00 DIAPHRAGMS 16 12 AS SHOWN B 7400 - - - 7.40 88.80 1.578 140

b 16 12 AS SHOWN B 7400 - - - 7.40 88.80 1.578 140 a a 12 42 AS SHOWN D 300 489 2343 - 3.13 131.54 0.888 117

b b 25 96 AS SHOWN B 1700 - - - 1.70 163.20 3.850 628

c TOTAL (Gr. 40) = 791

D TOTAL (Gr. 60) = 1744

ȭ 20000 ȭ OF PIER 300 300 BACKWALL END OF GIRDER END OF GIRDER

150 Ø12 STIRRUPS @150 REST @250 ȭ OF GIRDER 9700

4-Ø28 PG11 PG10 228 916 300 PG8 6-Ø12 @150 PG1 6-Ø16 PG4 4-Ø12 PG6 Ø12 TIES S10 ROUGHEN SURFACE LIFTING DEVICE (EACH GIRDER ENDS) S10 100

604.73 S10 275

PG7 5-Ø12 @150 PG2 4-Ø16 PG3 2-Ø16 PG5 Ø12 STIRRUPS PG9 5-Ø20 DOWELS EA. FACE PARABOLA HALF SHOWING REINFORCEMENT HALF SHOWING CENTER OF GRAVITY OF TENDONS S10

S10 TENDON COORDINATE (X-Y , FROM MIDSPAN) C1 C2 406 0.0 0.10 0.0 0.10 406 406 406 406 2.0 0.12 2.0 0.11 4.0 0.17 4.0 0.14 6.0 0.26 6.0 0.19 PG5 Ø12 STIRRUPS PG5 Ø12 STIRRUPS 8.0 0.55 8.0 0.26 10.0 0.35

ROUGHEN SURFACE 178 ROUGHEN SURFACE ROUGHEN SURFACE 8-T12.7 PG1 6-Ø16 PG1 6-Ø16 77 175 175 175 175

PG6 Ø12 TIES PG6 Ø12 TIES 114 114 114 114 PG7 5-Ø12 @150 PG10 4-Ø28 DOWELS IN Ø40 12-T12.7 114 75 HOLES @ INTERIOR GIRDER 125 PG4 4-Ø12 PG8 6-Ø12 @150 PG9 6-Ø20 DOWELS EA. FACE

483 483 PG4 4-Ø12 483 483 1143 1143 1143 1143 200 PG11 4-Ø28 DOWELS IN Ø40 1143 191 178 HOLES @EXTERIOR GIRDER 200 2 @10T12.7 PG9 5-Ø20 DOWELS EA. FACE 4 EQ. SPACES @215 =860 50 604.73 199 199 PG3 2-Ø16 199 199 PG3 2-Ø16 275 206

172 172 PG2 4-Ø16 172 172 PG2 4-Ø16 100

180 100 100 180 130 150 150 130 560 560 560 560 560

SHOWING TENDONS SHOWING REINF. SHOWING TENDONS SHOWING REINF.

S10 S10 S10

6-Ø20x1000 DOWELS EA. FACE PG9 2-Ø32 DOWELS IN Ø40 HOLES (AT ABUTMENT ONLY) 416 402 (@PIER) 6-Ø16

215 Ø12 STIRRUPS 79 30

178 Ø12 TIES 37 SEE NOTE 37 6-Ø12 @150 90° 37 215 590 37 ONE TOOTH 1143 1143 37 4-Ø12 30 2-Ø16 4 EQ. SPACES @215 =860 375 204

204 26.2

4-Ø16 5-Ø12 @150 5-Ø20x1000 BOTTOM OF GIRDER 5-Ø20x1000 DOWELS EA FACE DOWELS EA FACE BOTTOM OF GIRDER END OF ASSHTO PRESTRESSED GIRDER

S10 S10 - S10

PROJECT & LOCATION : SHEET CONTENTS DESIGNED BY: CHECKED BY: SUBMITTED BY: RECOMMENDING APPROVAL : APPROVED BY : SET NO.: SHEET NO.: MAILYN C. HERNANDEZ ENGINEER II GIRDER ELEVATION, SURVEYED BY: PROPOSED SAMPALOC-GAINZA BRIDGE BOTTOM LAYOUT AND S BRGY. SAMPALOC, GAINZA, CAMARINES SUR NOLI T. ALINIANTE JR. MICHAEL B. BEDIS ERLINDA D. IPO SALVACION LORA C. DELEf$ RUBEN S. SANTOS JR. S CAMARINES SUR FIRST DISTRICT ENGINEERING OFFICE SECTIONS ENGINEER II 10 18 (TYPE III) CAD BY: BARAS CANAMAN CAMARINES SUR NOEL A. INOCENTE ENGINEER II CHIEF PLANNING AND DESIGN SECTION ASSISTANT DISTRICT ENGINEER OIC - DISTRICT ENGINEER DRAFTSMAN 406 6-Ø16 70 8-Ø20 ROUGHEN SURFACE CLR. Ø12 STIRRUPS 122 122 Ø12 TIES A B

D1 8-Ø20 10 25 10 300 538 6-Ø12 @150 5000 5000 5000 5000 20000 300 1143 1143 1143 4-Ø12

2-Ø16 604.73 300 S11 604.73 3 EQ. SPACES @215 =900 275 275 121 121

300 560 5-Ø12 @150 4-Ø16 BOTTOM OF GIRDER TOTAL JACKING SPAN LENGTH AASHTO FORCE PER Fnet (kN) (m) GIRDER (kN)

20.0 VI 2500 2044 S11 S11 S11

REINFORCEMENT SCHEDULE & ESTIMATED QUANTITIES FOR PRESTRESSED GIRDER

GIRDER CONCRETE BAR DIMENSIONS (mm) LENGTH TOTAL UNIT TOTAL BENDING DIAGRAM GIRDER TYPE LENGTH VOLUME MARK SIZE (mm) QTY SPACING SHAPE PER BAR LENGTH WEIGHT WEIGHT REMARKS (m) (má) a b c d e (m) (m) (kg/m) (kg)

a PG1 16 6 AS SHOWN A 19400 - - - - 19.40 116.40 1.578 184

A PG2 16 4 AS SHOWN A 19400 - - - - 19.40 77.60 1.578 122

PG3 16 2 AS SHOWN A 19400 - - - - 19.40 38.80 1.578 61

PG4 12 4 AS SHOWN A 19400 - - - - 19.40 77.60 0.888 69 b b PG5 12 111 AS SHOWN D 130 1000 280 140 480 2.030 225.33 0.888 200 B PG6 12 111 AS SHOWN C 326 130 200 - - 656.00 72.82 0.888 65 (1) QUANTITIES a III 20.00 ARE FOR 1 GIRDER PG7 12 10 150 F 410 800 300 - - 1.51 15.10 0.888 13 ONLY b b

c c PG8 12 18 125 B 326 930 - - - 1.26 22.61 0.888 20

C PG9 20 20 AS SHOWN A 1000 - - - - 1.00 20.00 2.466 49

a a PG10 28 4 AS SHOWN A 580 - - - - 0.58 2.32 4.833 11

PG11 28 4 AS SHOWN E 250 360 - - - 0.61 2.44 4.833 12 b PG12 32 2 AS SHOWN A 810 - - - - 0.81 1.62 6.313 10

c c TOTAL GRADE 40 735

d d TOTAL GRADE 60 83 e

a E

a a F

PROJECT & LOCATION : SHEET CONTENTS DESIGNED BY: CHECKED BY: SUBMITTED BY: RECOMMENDING APPROVAL : APPROVED BY : SET NO.: SHEET NO.: MAILYN C. HERNANDEZ @ END VIEW, DOWELS AT ENGINEER II PROPOSED SAMPALOC-GAINZA BRIDGE END BLOCK @ABUTMENT, SURVEYED BY: S BRGY. SAMPALOC, GAINZA, CAMARINES SUR END BLOCK REINF. DETAIL @ NOLI T. ALINIANTE JR. S CAMARINES SUR FIRST DISTRICT ENGINEERING OFFICE ENGINEER II MICHAEL B. BEDIS ERLINDA D. IPO SALVACION LORA C. DELEf$ RUBEN S. SANTOS JR. ABUTMENT & ESTIMATED CAD BY: 11 18 BARAS CANAMAN CAMARINES SUR QUANTITIES NOEL A. INOCENTE ENGINEER II CHIEF PLANNING AND DESIGN SECTION ASSISTANT DISTRICT ENGINEER OIC - DISTRICT ENGINEER DRAFTSMAN 1100 2500 Ø12mm STIRRUPS (DOUBLE) S12 100 2393 275 900 1000 50 CLR.

300 C4 450 50 CAMARINES SURFIRSTDISTRICT ENGINEERINGOFFICE BARAS CANAMAN CAMARINESSUR 350 REST @180 600 1110 W5 W3 W2 W1 WINGWALL 760

460 S12 Ø32 @280INNERFACE Ø16 TIES Ø32 @280OUTERFACE Ø16 @200EACHFACE 10 @100 40 C3 C1 HALF SHOWINGREINFORCEMENT 8-Ø25mm EACHFACE C2 B1 10-Ø25mm TOP& BOTTOM BARS 50 Ø16mm @230 B3 B4 B2 S12 4720 10-Ø12mm @300 24-Ø12mm @300 2-Ø12mm 50 3660 10 @100 S12 S12 PROJECT &LOCATION: S12 REST @180 5000 9540 ȭ ȭ OFROADWAY 4000 OFROADWAY 200 BRGY. SAMPALOC, GAINZA,CAMARINESSUR DECK SLAB APPROACH SLAB PROPOSED SAMPALOC-GAINZABRIDGE 12X12 SEALANT 12mm PEJFWITH HALF SHOWINGDIMENSIONS CORBEL EXPANSION JOINT

10 @100 50 17 BACK FACE OF DIAPHRAGM 3660

4000 R500 50 50 10 @10 40 760 1110 REST @180

SIDEWALK R550

350

760 1110 50

300 350 50

1100 2500

BACK OF BACKWALL OF BACK

A C2 C4 B C3 B2 C1 B1 10-Ø25mm BOTTOMBARS 10-Ø25mm TOPBARS 10-Ø12mm @300 8-Ø25mm EACHFACE Ø12mm STIRRUPS Ø12mm @300 SHEET CONTENTS (DOUBLE) DETAILS FORABUTMENT S12 "A" &"B"

100 2370 275 900 EACH FACE Ø16mm @200 Ø16mm TIES Ø32mm @280INNERFACE&OUTER LEAN CONC. DESIGNED BY: SURVEYED BY: CAD BY: Ø32mm @280INNERFACEALTERNATE W3 W5 MAILYN C.HERNANDEZ NOLI T.ALINIANTEJR. 8-Ø25mm EACHFACE NOEL A.INOCENTE ENGINEER II ENGINEER II W/12X12 SEALANT Ø12mm STIRRUPS 12mm PEJFILLER APPROACH SLAB

DRAFTSMAN 245 MIN. 24-Ø12mm @300 10-Ø12mm @300 BOTTOM BARS 375 MAX AR1 Ø16mm @300 Ø16mm @230 130 10-Ø25mm 10-Ø25mm TOP BARS (DOUBLE) 2-Ø16mm 2-Ø12mm CHECKED BY: W2 B5 B4 C4 C2 C3 B3 B2 C1 B1 300 MICHAEL B.BEDIS AR2 W4 W1 S12 S12 2800 ENGINEER II 8-Ø16mm @200 300 A 50 BACK OFBACKWALL B 300 1000 A SUBMITTED BY: CHIEF PLANNINGANDDESIGN SECTION 50 BACK OFBACKWALL B 300 50 ERLINDA D.IPO

50 1000 CLR. SW2 SW1 AR3

150 S8 11-Ø16mm @240 10-12mm 11-16mm @250 50 100 1000 25 1143 200 S8 RECOMMENDING APPROVAL: SALVACION LORA C. DELE ASSISTANT DISTRICTENGINEER

100 1000 25 1143 200 Ø16mm @250 10-Ø12mm 100 2370 275 900 8-Ø16mm @200 Ø32mm @280 Ø16mm @200 Ø32mm @280 Ø16mm @240 OUTER FACE INNER FACE ALTERNATE EACH FACE f$ 10-Ø12mm 2-Ø16mm APPROVED BY: SIDEWALK 1110 SW1 AR3 AR2 AR1 S12 S12 W3 W4 W1 RUBEN S.SANTOS JR. OIC -DISTRICTENGINEER

100 760

50 1110 650-300 MIN. 300 450

300 300

50 50 1110 1100 2500

760 100 BACK OF BACKWALL OF BACK

W2 B A SET NO.: 40 Ø32mm @280 INNER FACE SW2 S Ø16mm @250 ROUGHENED SURFACE

SHEET NO.: 250 260 12 S 18 P1 P2

ȭ OF ROADWAY ȭ OF PIER 1600 4250 80 11 EQ. SPACING =1440 80 1000 1000 1750 2500 50 50 50 50 REST @250 10@100 10@100=1150 Ø32 @300 DOWEL BARS C5 CLR. CLR. CLR. CLR. =950 =1000 50 50 50 300 C112-Ø36 TOP BARS BUNDLE BY 2 C4 Ø16 STIRRUPS DOUBLE P1 C3 8-Ø25 EACH FACE ȭ OF COPING P2 300 1600

1700 C4 Ø16 STIRRUPS DOUBLE

C3 8-Ø25 EACH FACE 50

C1 C212-Ø36 TOP & BOTTOM CLR. P1 18-Ø25 VERTICAL BARS P1 18-Ø25 VERTICAL BARS BARS BUNDLE BY 2 150 C2 12-Ø36 BOTTOM BARS P3 16 SPIRAL @100 P2 16 SPIRAL @70 HALF SHOWING DIMENSIONS HALF SHOWING REINFORCEMENTS BUNDLE BY 2

S13

S13 S13 S13 S13 ȭ OF ROADWAY 4250

1750 2500 C5 Ø32 @300 DOWEL BARS ȭ OF ROADWAY 4250 C1 12-Ø36 TOP BARS 875 2250 1125 BUNDLE BY 2

C4 Ø16 STIRRUPS DOUBLE 1700 1700 1000 P1 150 50 50 ȭ OF COPING P2

10@100=1200 300

REST @250 10@100 1600 =950 =1000 C3 8-Ø25 EACH FACE P2 C2 12-Ø36 BOTTOM BARS BUNDLE BY 2 @ 70 =1100 Ø16 SPIRAL

1125 2250 875 4250

P1 18-Ø25 VERTICAL BARS 6505 P3 S13 7350 SCHEDULE OF REINFORCEMENT FOR PIER ( ALL PIER )

Ø16 SPIRAL @ 100 =5150 TOTAL VOLUME STRUCTURE BAR BAR BAR DIMENSIONS (mm) UNIT WT. WEIGHT IN BAR BENDING DIAGRAM QTY. SPACING LENGTH OF CONC. COMPONENT MARK SIZE SHAPE (KG/m) (KG) a b c d e (m) (m³) b C1 36 48 AS SHOWN A 1120 8400 1120 - - 510.72 7.991 4081.16

a A c C2 36 48 AS SHOWN A 1120 8400 1120 - - 510.72 7.991 4081.16 COPING C3 25 32 AS SHOWN B 8400 - - - - 268.80 3.850 1034.88 46.24 a b a C4 16 144 AS SHOWN C 964 1363 964 1363 150 691.78 1.578 1091.62 P2 B D C5 32 100 300 B 1700 - - - - 170.00 6.313 1073.21 @ 70 =1100 Ø16 SPIRAL a

e P1 25 72 AS SHOWN D 8350 300 - - - 622.80 3.854 2400.27 b d E COLUMN P2 16 64 70 E 5000 - - - - 320.00 1.579 505.28 23.09

P3 16 104 100 E 5000 - - - - 520.00 1.579 821.08 1000 SEE BORED PILE DETAIL c HALF SHOWING DIMENSIONS HALF SHOWING REINFORCEMENTS C TOTAL (Gr. 40) 2418

TOTAL (Gr. 60) 12671 69.3300

S13

PROJECT & LOCATION : SHEET CONTENTS DESIGNED BY: CHECKED BY: SUBMITTED BY: RECOMMENDING APPROVAL : APPROVED BY : SET NO.: SHEET NO.: MAILYN C. HERNANDEZ ENGINEER II PROPOSED SAMPALOC-GAINZA BRIDGE SURVEYED BY: COLUMN COPING DETAIL S BRGY. SAMPALOC, GAINZA, CAMARINES SUR NOLI T. ALINIANTE JR. S CAMARINES SUR FIRST DISTRICT ENGINEERING OFFICE FOR PIER 1 & 2 ENGINEER II MICHAEL B. BEDIS ERLINDA D. IPO SALVACION LORA C. DELEf$ RUBEN S. SANTOS JR. CAD BY: 13 18 BARAS CANAMAN CAMARINES SUR NOEL A. INOCENTE ENGINEER II CHIEF PLANNING AND DESIGN SECTION ASSISTANT DISTRICT ENGINEER OIC- DISTRICT ENGINEER DRAFTSMAN ȭ OF BORED PILE WELDED 100 2000 STIFFENER SUPPORT 54-Ø25 VERTICAL BARS 150 Ø16 SPIRAL @120

54-Ø36x12500 50 2000 CLR.

36mmØ 140 2000 54-Ø36x12500 200 S14 2000 50 CLR.

50 900 50 140 2000 1000 150

2000 S14 Ø16 SPIRAL @120 =20000 1500 2000 Ø20 STIFFENER @ EVERY 2000 50 CLR.

Ø16 SPIRAL @150 30000 2000 18-Ø36x8000 50 CLR. Ø16 @150 54-Ø36x12500 S14 2000 54-Ø25 VERTICAL BARS 2000 50 CLR. 2000 50 900 50 ESTIMATES OF QUANTITIES PER BORED PILE 1000 1500 2000

S14 á

BP1 36 54 as shown B 300 12500 - - - - 13 691 7.991 5523 2000 A 18-Ø36 VERTICAL BARS BP2 36 18 as shown A 8000 - - - - - 8 144 7.991 1151

BP3 16 100 120 C 2950 - - - - - 3.0 295.0 1.578 466 Ø16 SPIRAL @150 =10000 18-Ø36x8000 B BORED PILE 23.4

2000 BP4 16 67 150 C 2950 - - - - - 3.0 197.7 1.578 312

BP5 16 10 as shown A 86 - - - - - 0.1 0.9 1.578 1.36 S14 BP6 20 28 2000 E 200 140 140 150 150 - 0.78 21.8 2.466 53.86

1900 Ø16 @150 C BORED PILE GRAND TOTAL (Gr. 40) 779 23.4 BORED PILE GRAND TOTAL (Gr. 60) 6728 1000

D S14

PROJECT & LOCATION : SHEET CONTENTS DESIGNED BY: CHECKED BY: SUBMITTED BY: RECOMMENDING APPROVAL : APPROVED BY : SET NO.: SHEET NO.: MAILYN C. HERNANDEZ BORED PILE DETAILS FOR ENGINEER II PROPOSED SAMPALOC-GAINZA BRIDGE PIERS 1 & 2 SURVEYED BY: S BRGY. SAMPALOC, GAINZA, CAMARINES SUR & NOLI T. ALINIANTE JR. S CAMARINES SUR FIRST DISTRICT ENGINEERING OFFICE ENGINEER II MICHAEL B. BEDIS ERLINDA D. IPO SALVACION LORA C. DELEf$ RUBEN S. SANTOS JR. SCHEDULE OF CAD BY: 14 18 BARAS CANAMAN CAMARINES SUR REINFORCEMENT NOEL A. INOCENTE ENGINEER II CHIEF PLANNING AND DESIGN SECTION ASSISTANT DISTRICT ENGINEER OIC - DISTRICT ENGINEER DRAFTSMAN A B BACK OF BACKWALL

ȭ OF BORED PILE WELDED 100 150

STIFFENER SUPPORT 150

2000 Ø16 SPIRAL @120 54-Ø25 VERTICAL BARS 54-Ø36x12500 50 CLR.

36mmØ 140 2000 2000 200 54-Ø25x12500

S15 50 2000 CLR.

50 900 50 140 1000 2000

S15 150 2000 Ø16 SPIRAL @120 =20000 1500

2000 50 Ø20 STIFFENER @ EVERY CLR. 2000 Ø16 SPIRAL @150

18-Ø36x8000 50 30000 2000 CLR. Ø16 @150

S15 54-Ø25x12500 2000 54-Ø25 VERTICAL BARS 2000 50 CLR.

50 900 50

2000 ESTIMATES OF QUANTITIES PER BORED PILE 1000 1500

2000 S15 á

BP1 36 54 as shown B 300 12500 - - - - 13 691 7.991 5523 A BP2 36 18 as shown A 8000 - - - - - 8 144 7.991 1151 2000

18-Ø36 VERTICAL BARS BP3 16 100 120 C 2950 - - - - - 3.0 295.0 1.578 466 B BORED PILE 23.4 BP4 16 67 150 C 2950 - - - - - 3.0 197.7 1.578 312 Ø16 SPIRAL @150 =10000 18-Ø36x8000

2000 BP5 16 10 as shown A 86 - - - - - 0.1 0.9 1.578 1.36

BP6 20 28 2000 E 200 140 140 150 150 - 0.78 21.8 2.466 53.86 S15 C BORED PILE GRAND TOTAL (Gr. 40) 779

1900 Ø16 @150 23.4 BORED PILE GRAND TOTAL (Gr. 60) 6728

1000

S15 S15 E

PROJECT & LOCATION : SHEET CONTENTS DESIGNED BY: CHECKED BY: SUBMITTED BY: RECOMMENDING APPROVAL : APPROVED BY : SET NO.: SHEET NO.: MAILYN C. HERNANDEZ BORED PILE FOR ABUTMENT ENGINEER II PROPOSED SAMPALOC-GAINZA BRIDGE "A" & "B" SURVEYED BY: S BRGY. SAMPALOC, GAINZA, CAMARINES SUR & NOLI T. ALINIANTE JR. S CAMARINES SUR FIRST DISTRICT ENGINEERING OFFICE ENGINEER II MICHAEL B. BEDIS ERLINDA D. IPO SALVACION LORA C. DELEf$ RUBEN S. SANTOS JR. SCHEDULE OF CAD BY: 15 18 BARAS CANAMAN CAMARINES SUR REINFORCEMENT NOEL A. INOCENTE ENGINEER II CHIEF PLANNING AND DESIGN SECTION ASSISTANT DISTRICT ENGINEER OIC - DISTRICT ENGINEER DRAFTSMAN ȭ OF ROADWAY 4000 4000

AS Ø16 @300 8 AS AS 1-Ø20 Ø20 @300 7 S16 4

4000 AS 1-Ø25 10 AS 1-Ø20 AS 1-Ø20 12x12mm AS AS 7 5 1-Ø25 Ø25 @130 SEALANT 10 1 50 CLR. 50 CLR. AS Ø16 @300 AS Ø16 @300 12mm PEJ FILLER AS AS 8 6 A Ø16 @300 9 2 Ø25 @130 TOP OF NEW OR ABUT REINF. AS Ø16 @300 4 EXITING PAVEMENT 9

50 2% SLOPE CLR. VARIES

AS Ø16 @300

4000 11 75 12mm PEJ CLR. 125 50

W/ 12x12 SEALANT AS CLR. 12 2-Ø25 300 BOND BREAKER 50 50 AS

1994 CLR. CLR. 75 Ø20 @300

300 CLR. 3 ABUTMENT S16 AS Ø20 @300 AS Ø25 @300 A 4 1 BACK OF BACKWALL B 300 50

1100 AS AS Ø16 @300 Ø20 @300 1000 6 3

AS 12mm PEJ 1-Ø20 5 W/ 12x2 SEALANT

60 12 SPACES @300=3600 27 SPACES @132=3560 50 S16

1110 3660 3660 1110

HALF SHOWING TOP BARS HALF SHOWING BOTTOM BARS

S16

á AS ȭ OF ROAD 25 56 130 B 3900 150 - 4050 226.80 3.853 874 a 1 3660 AS 2700 MIN 3420 25 4 130 B 150 - 3210 AVE. 12.84 3.853 50 A 2 MAX AS 7200 MIN 7880 20 7 300 D - - 7540 AVE. 52.78 2.466 130 10 a 3 MAX AS b 20 7 300 A 7900 - - 7900 55.30 2.466 136 AS AS 4 AS Ø16 @300 Ø16 @300 B 6 8 AS AS 9 20 1 A 7200 - - 7200 7.20 2.466 18 5 SHOWN S=1% AS 7340 MIN 7880 16 6 300 A - - 7610 AVE. 45.66 1.578 72 6 MAX

240 MIN. 1.5% SLOPE AS AS 1. 245 MAX. a 20 1 A 7900 - - 7900 7.90 2.466 20 10.500 7 SHOWN QUANTITIE AS S ARE FOR 16 6 300 A 7900 - - 7900 47.40 1.578 75 300 8 ONE (1) AS APPROACH 16 25 300 B 3900 150 - 4050 101.25 1.578 160 b 9 SLAB AS AS 25 4 C 1965 1965 - 3930 15.72 3.853 61 C 10 SHOWN AS AS AS AS 16 27 300 D 250 650 1745 47.11 1.578 74 2-Ø25 Ø20 @300 400 11 10 3 4 AS AS a 25 2 A 2900 - - 7900 15.80 3.853 61 c 12 SHOWN 12mm PEJ FILLER AS Ø25 @130 b W/ 12x2 SEALANT 1 D TOTAL (Gr. 40)= 381 10.5000 TOTAL (Gr. 60)= 1,350

S16

350 20000 20000 R=300 SIDEWALK SLAB ROADWAY SLAB 250 1567 1567 1567 1567 400 1567 1567 1567 1567 400 1567 1567 1567 1567 400 1567 1567 1567 1567 400 1567 1567 1567 1567 400 1567 1567 1567 1567 400 50 10 10 10 10 10 10 10 10 10 10 10 10 600

S17 S17 S17

S17

BACK OF BACKWALL S17 ȭ OF PIER S17 20000 ȭ OF PIER 350 20000

400 400 400 400 400 400

200 20 20 20 20 ȭ DRAIN

TOP OF SIDEWALK 300 300 TROWEL TO TOP OF FLAT SLAB 15mm DEPRESSION 2-Ø16mm EA LINE

S17 15 1110 350 760 150 50 CLEAR SIDEWALK 10 x 10 SQUARE BAR WELD AROUND PIPE 20x0 CHAMFER 40 40 150 250 CLR. BOTTOM OF FLAT SLAB 250 RAILING SRD. DRAIN 900 40 CLR. 40 CLR.

200 Ø150 G.I. PIPE 4-Ø16 PER RAILING 4-Ø20

Ø10 @200 TIES 40 260 CLR. 50

40 CLR. 100 40 CLR. 40 275

CLR. Ø10 TIES @200 S17 250

150 RAILPOST 40 CLR.

10-Ø12mm 200 40 CLR. 150 SLOPPING RAILPOST

SOFFIT 20x0 CHAMFER 100 1110 Ø16mm @200 20x20 CHAMFER 100 40 CLR. RAILING 40 Ø12mm @300 SEE DRAIN

90° DETAIL S17 ȭ DEFLECTION JOINT 40 S17 S17 S17 13 13 350 10 3 10 50 250 50 3 5 NOTE: 150 TROWEL 15mm FOR LOCATION OF JOINTS SEE 50 DEPRESSION GENERAL PLAN OF BRIDGE. 40 CLR. 200 6mm PEJ FILLER S17 200

900 NOTE: Ø10 TIES @200 ȭ PARAFFIN JOINT 150 200 10 ȭ DEFLECTION JOINT PARAFFIN COAT SURFACE 1 SLOPPING 10 6mm PEJ FILLER 250 1 SOFFIT 260 5 5 50 300 10x10 SQUARE BAR WELD AROUND PIPE

40 STD. DRAIN 300 CLR. 65 CLR. VARIES, VARIES, 250 MIN. 250 MIN. Ø150 G.I. PIPE TOP OF FLAT SLAB TOP OF FLAT SLAB 40 150 SLOPPING 40 40 SOFFIT CLR. SIDEWALK REINF. SIDEWALK REINF. 1092 CLR.

SEE DRAIN S17 S17 DETAIL S17 S17

S17 S17 S17

1700

1.50 S18 1.00 300 H = VARIES H = VARIES 100 300 1000 1000

1700 500 TOE

S18 SCALE 1:30M. S18 SCALE 1:30M. S18 SCALE 1:30M.

S18

BACKWALL GROUTED RIPRAP LOOSE BOULDER

FACE OF ABUTMENT COPING 500 3 POROUS BACKFILL GIRDER (WHERE OCCURS) S18 RSP (WHERE OCCURS) .06 CU. M OF 20mm IN POLYSTYRENE NON. 1.50 GRAVEL BAGGED 75mm Ø PVC WEEPHOLES WOVEN FILTER 1.00 STAGGERED @ 2000mm 600 CLOTH AT EACH EACH WAY WEEP HOLE, TOTAL 4 PER ABUTMENT 0.06m OF3 20mm 100 GRAVEL BAGGED IN GROUTED RIPRAP SCALE 1:80M. POLYESTER NON-WOVEN (150mm-250mm STONES) 100mmØ FLEXIBLE PVC ° S18 H-VARIES FILTER CLOTH AT EACH PIPE WEEP HOLE WEEP HOLE LOOSE BOULDER APRON BETWEEN GIRDERS (250mm-300mm STONES) * POLY VINNYL CHLORIDE

CRUSHED AGGREGATE 1000 1

500 1000 1000 TOE

S18 SCALE 1:30M. S18 SCALE 1:30M.

ABUTMENT RIPRAP PROCEDURE: NOTE:

1. THE BED FOR RIPRAP SHALL BE EXCAVATED TO THE REQUIRED DEPTHS AND PROPERLY COMPACTED, TRIMMED AND SHAPED. ABUTMENT DRAINAGE SHALL BE PROVIDED BEHIND ABUTMENTS, POROUS BACKFILL SHALL 2. THE RIPRAP SHALL BE FOUNDED IN A TOE TRENCH DUG BELOW THE DEPTH OF SCOUR AS SHOWN ON PLANS OR AS ORDERED BY EXTEND LATERALLY THE FULL LENGTH OF THE BACK WALL THE ENGINEER. THE TOE TRENCH SHALL BE FILLED WITH STONE OF THE SAME CLASS AS THAT SPECIFIED FOR THE RIPRAP, 7 UNLESS OTHERWISE SPECIFIED. S18 3. STONES SHALL BE PLACED BY HAND OR INDIVIDUALLY BY MACHINES. THEY SHALL BE LAID WITH CLOSE, BROKEN JOINTS AND SHALL BE FIRMLY BEDDED INTO THE SLOPE AND AGAINST THE ADJOINING STONES, EACH STONE SHALL BE LAID WITH EACH ADJACENT STONE. THE RIPRAP SHALL BE THOROUGHLY RAMMED INTO PLACE AS CONSTRUCTION PROGRESSES AND THE FINISHED SURFACE SHALL PRESENT AN EVEN, TIGHT SURFACE. INTERSTICES BETWEEN STONES SHALL BE FILLED WITH SMALL BROKEN FRAGMENTS FIRMLY RAMMED INTO PLACE. 4. THE SPACES BETWEEN THE STONES SHALL THEN BE FILLED WITH CEMENT MORTAR AS SPECIFIED IN SUBSECTION 504 2.3, S18 SCALE 1:80M. MORTAR SHALL BE USED TO COMPLETELY FILL ALL VOIDS, EXCEPT THAT THE FACE SURFACE OF THE STONES SHALL BE LEFT EXPOSED. 5. GROUT SHALL BE PLACED FROM BOTTOM TO TOP OF THE SURFACE SWEPT WITH STIFF BROOM. AFTER GROUTING IS COMPLETED, THE SURFACE SHALL BE CURED AS SPECIFIED IN ITEM 405, STRUCTURAL CONCRETE FOR A PERIOD OF AT LEAST THREE DAYS.