Rehab Of Pangian To Greenridge Farm To Market Road DWG Block for AutoCAD

Rehab Of Pangian To Greenridge Farm To Market Road DWG Block for AutoCAD

2.6km Farm to Market Road

Drawing labels, details, and other text information extracted from the CAD file:

surveyed by:, designed by:, submitted by:, recommending approval:, project title:, approved by:, drawing no., sheet title:, nelson g. genito national project coordinator, municipal engineer, municipal planning development coordinator, provincial project manager, regional project manager, municipal mayor, stone masonry, excavation, embankment, aggregate surface course, aggregate subbase course, summary of quantities, clearing and grubbing, grouted riprap, item no., compacted, vesares-balugo, d e s c r i p t i o n, has., unit, ln.m., r e m a r k s, for road opening, q u a n t i t i e s, jct. balugo – guindapunan, for headwalls, brgy. manloy- minoro, jct. brgy. baculanad-salvacion, jct.salvacion – river, subgrade preparation, structural concrete, rc box culvert, structural steel, kgs., pbc, internal, pay length, internal diameter, variable, var., varies, prepared by:, submitted by:, recommending approval:, approved by:, project title:, sheet no:, noted by:, summarry of quantities, item, description, quantities, remarks, common excavation, cu.m., structure excavation, cu.m., sq.m., aggregate base course, ln.m., earth or rock, table of contents, strength test requirements, l o a d, ultimate, i.d., in., elliptical, reinforcement, circular, minimum reinforcement, depth, groove, tongue, wall, thickness, extra strength reinforced concrete pipe culvert, method, three-edge-bearing, methods of pipe installation, granular backfill, ordinary beddings, typical bedding for projecting conduits, section b, one line of circular, diameter, reinforced concrete pipe culverts, two lines of circular reinforcement, one line of circular reinforcement, section a, longitudinal section, one line of elliptical, two lines of circular, roller compacted, very loose fill, compacted granular backfill, finished grade, groove end, tongue end, detail of rcpc ends, shaped to fit pipe, earth accurately, first class bedding, concrete cradle bedding, thoroughly tamped earth, d varies, wingwall elevation, bars into barrel except when, expansion joint occurs, wingwall plan, note :, quantities of reinforcing steel include live load distribution reinforcement., scale as indicated, detail of wingwalls, quantities for standard wingwalls, quantity per meter of barrel, quantities for standard box culverts, clear, single, span, height, concrete, triple, double, section, quantity per wingwall and apron slab, angle c, skew, horizontal, wingwalls, length, for top reinforcement, lean concrete, construction joint, concrete :, of the finished roadway. the box culvert shall be constructed on a, no construction joint are to be made except where shown. when, reinforcement transverse to the main reinforcement is added to the, steel reinforcement :, general :, coverage on steel., live load distribution reinforcement :, height of fill :, general notes:, specification :, design load :, typical road cross section, section – double barrel, slope, inlet, c of roadway, outlet, spacing, double and triple barrel box culvert, bar diagrams for double and triple barrel, stirrups, not to scale, see detail ‘a’, bars, part section along c of culvert, not to scale, not to scale, see detail ‘b’, angle, n o t e:, unless otherwise specified., continuous bars, barrel reinforcement, detail ‘b’, c of barrel, spacing as regular deck, use same size of bars and, as required, x – width of shoulder, l – total length of barrel, wc – width of carriageway, d – slope of embanknment, o – angle of skew, w – width of roadway formation, h – cover above the culvert, h – height of culvert opening, t – thickness of culvert wall or slab, alternative u-type, wingwall, paving notch,provide were approach slab is required, section – single barrel, const. joint, single barrel box culvert, bar diagrams for single barrel, not to scale, str, azi pc pt pcc i d r t lc e e v w rp bm ah bk eq elev mfl pvi sta g, symbols and abbreviations, existing pipe culvert, ricefield, river, creek, existing road, direction of water, houses, flow, existing box culvert, swamp, point of intersection, existing bridge, flood water level, existing contour, in meters, indicator, benchmark, centerlne, pot, point of tangency, reference point, superelevation, length of vertical, point of vertical, intersection station, and elevation, curve, pipe culvert, box culvert, rcpc with headwalls, right of way line, inner, outer, a. embankment protection is generally provided at flooded areas and other locations shown in the plans. b. muck layers must first be removed before embankment is placed. canals and dikes must be constructed after the footing at sections along rice paddies. det

Raw text data extracted from CAD file:

TP WV H Y D O S W S D GV W D Y H D SURVEYED BY: DESIGNED BY: SUBMITTED BY: RECOMMENDING APPROVAL: PROJECT TITLE: APPROVED BY: DRAWING NO. SHEET TITLE: NELSON G. GENITO NATIONAL PROJECT COORDINATOR SECOND AGRARIAN REFORM COMMUNITIES PROJECT (ARCP2) MUNICIPAL ENGINEER MUNICIPAL PLANNING DEVELOPMENT COORDINATOR PROVINCIAL PROJECT MANAGER REGIONAL PROJECT MANAGER MUNICIPAL MAYOR 505 STONE MASONRY 4 213 EXCAVATION 102 EMBANKMENT AGGREGATE SURFACE COURSE AGGREGATE SUBBASE COURSE SUMMARY OF QUANTITIES CLEARING AND GRUBBING GROUTED RIPRAP R.C. PIPE CULVERT, 910 mm d 504 (5) 104 200 300 500 100 ITEM NO. 615 m 380 m 3 3 m 3 m - - - COMPACTED VESARES-BALUGO D E S C R I P T I O N Has. UNIT Ln.m. 3 - 493 R E M A R K S m 3 m FOR ROAD OPENING Q U A N T I T I E S JCT. BALUGO - GUINDAPUNAN 10 399 2.40 - - 203 3 863 5 794 59 590 FMR - 1 FMR - 2 FMR - 3 FMR - 4 FMR - 5 COMPACTED COMPACTED FOR HEADWALLS STA. 2 + 410 - STA. 2 + 450 L/S SLOPE PROTECTION BRGY. MANLOY- MINORO JCT. BRGY. BACULANAD-SALVACION JCT.SALVACION - RIVER 1.60 0.50 15 064 1 938 1 196 - 22 23.88 4 859 SUBGRADE PREPARATION 105 m 2 - - 4 926 2.69 83 815 3 233 1 994 - 31 31.84 16 179 10 920 597 432 267 - 7 7.96 2 173 4 200 STRUCTURAL CONCRETE 404 - m - RC BOX CULVERT 29.36 - STRUCTURAL STEEL 405 - KGS. - 3 308 - 3 RC BOX CULVERT m 3 bc + 10 cm 22.4 MIN.= bc/10 4 cm PER METER MIN=bc/10 pbc MIN = bc/4 1/4 INSIDE d INTERNAL C E PAY LENGTH bc bc bc bc INTERNAL 32 INTERNAL DIAMETER A B OD 9 9 9 3 3 9 P C E P B A INTERNAL DIAMETER MIN=3bc/10 MIN=bc/10 pbc INTERNAL S/5 W Wc S d X Z S/5 13 mm d @ 250 h t S t 250 t S/4 250 t d Z X 150 250 (200) (1 000) 200 t 300 200 100 t + 300 150 100 250 13 mm d @ 250 45°0'0" L1 L2 90°0'0" S t t h 8.43 t t 200 S/5 t S/4 250 S 13 mm d @ 250 60°0'0" 15°0'0" 45°0'0" 60 m LVC \A1;LVC \A1;E \A1;L 1.0m H b a B H/6 h/12 H/6 0.45m \A1;1.50 \A1;1.50 \A1;4.00 \A1;1.50 \A1;1.50 \A1;4.00 \A1;1.50 \A1;1.50 \A1;4.00 \A1;1.50 \A1;1.50 \A1;4.00 \A1;1.50 \A1;1.50 \A1;0.30 \A1;1.00 0.3m 0.8m 0.30m 2.0 1.0 0.5 0.5 VARIABLE VARIABLE VARIABLE 1.0 2.0 VARIABLE 2.0 1.0 0.5 VARIABLE VARIABLE 2.0 1.0 0.5 0.5 VARIABLE VARIABLE 0.2 0.4-0.8m 0.2 0.6-1.0m 0.2 0.5 0.4m 1.0 0.6m. min. Var. Var. Var. \A1;L/2 \A1;L/2 \A1;T \A1;T \A1;I° \A1;I° \A1;1.50 \A1;1.50 \A1;4.00 \A1;1.50 \A1;1.50 \A1;4.00 \A1;3.0000 \A1;0.90 \A1;0.20 \A1;0.20 \A1;0.60 \A1;0.40 \A1;0.30 \A1;0.40 \A1;0.60 \A1;0.50 \A1;0.30 \A1;0.50 \A1;2.25 \A1;2.25 \A1;2.50 2.0 1.0 2.0 1.0 2.0 1.0 2.0 1.0 0.3 0.6 VARIES 1.0 VARIABLE 1.0 0.95 0.6 0.45 0.45 0.6 0.95 1.0 VARIABLE 0.4 1.0m 0.3m 0.3m 0.6m min. \W2.73268; SECOND AGRARIAN REFORM COMMUNITIES PROJECT Prepared by: Submitted by: \W2.45853; \LVICTORINO P. LADEZAP. LADEZA \W7.93998; MPDC \W6.07895; \LDENNIS G. BUGARING. BUGARIN \W7.22555; Municipal Engineer Recommending Approval: \W5.64209; \LJULITA A. RAGANDANGA. RAGANDANG \W5.79861; Project Manager/RPMO IX \W3.70257; \LVIRGILIO L. ALCOMENDRASL. ALCOMENDRAS \W7.24468; Project Manager/PPMO,ZN Approved by: \W5.07395; \LHOMER P. TOBIAS, CESO IIIP. TOBIAS, CESO III \W6.98528; National Project Coordinator \W3.49768; \LHON. WILFREDO S. BALAISWILFREDO S. BALAIS \W7.06824; Municipal Mayor Project Title: \W2.62554; PROPOSED CONSTRUCTION \W2.62554; OF POTABLE WATER SYSTEM Sheet No: \W3.51411; \LFELIPE TEJADATEJADA \W5.43444; ENGINEER II \W3.41393; ARCP 2 SHEET TITLE: Noted by: N S E W N S W E 0 1 2 2 4 5 10 10 20 30 60 50 100 100 200 200 400 500 1000 1000 2000 2000 4000 5000 10000 20 40 0 0 1 2 2 4 5 10 10 20 20 40 30 60 50 100 100 200 200 400 500 1000 1000 2000 2000 4000 5000 10000 \W0.94659; VERTICAL SCALE \W2.42278; HORIZONTAL \W2.42278; SCALE \W0.52985; S C A L EC A L E \W1.05366; 1:150 M \W1.34861; Beginning of \W1.34861; FMR Project \W1.34861; Sta.0+000 \W0.94659; VERTICAL SCALE \W2.42278; HORIZONTAL \W2.42278; SCALE #### \W0.52985; S C A L EC A L E \W1.05366; 1:150 M #### N N 0 1 2 2 4 5 10 10 20 30 60 50 100 100 200 200 400 500 1000 1000 2000 2000 4000 5000 10000 20 40 \W6.09436; TITLE PAGE \W0.52985; S C A L EC A L E \W1.05366; 1:150 M 0 0 1 2 2 4 5 10 10 20 20 40 30 60 50 100 100 200 200 400 500 1000 1000 2000 2000 4000 5000 10000 \W0.52985; S C A L EC A L E \W1.05366; 1:150 M \W0.94659; VERTICAL SCALE \W2.42278; HORIZONTAL \W2.42278; SCALE \LGENERAL LAYOUT PLAN \fStylus BT|b0|i0|c0|p34;\H0.66667x;\lSCALE 1:10000 M \W1.32161; Beginning of FMR Project \W1.32161; Sta. 0+000 \W2.86193; End of FMR \W2.86193; Project Sta. \W2.86193; 2+601.74 \W1.86193; BRGY. LITUBAN \W1.71908; BRGY. PANGIAN \W0.62384; SITIO GREENRIDGE \W1.17146; SIOCON AIRPORT \W0.94659; VERTICAL SCALE \W2.42278; HORIZONTAL \W2.42278; SCALE \W0.94659; VERTICAL SCALE \W2.42278; HORIZONTAL \W2.42278; SCALE \W0.94659; VERTICAL SCALE \W2.42278; HORIZONTAL \W2.42278; SCALE \W0.52985; S C A L EC A L E \W1.05366; 1:150 M \W0.94659; VERTICAL SCALE \W2.42278; HORIZONTAL \W2.42278; SCALE \W0.52985; S C A L EC A L E \W1.05366; 1:150 M \W0.52985; S C A L EC A L E \W1.05366; 1:150 M \W0.52985; S C A L EC A L E \W1.05366; 1:150 M \W2.60311; End of FMR \W2.60311; Project Sta. \W2.60311; 2+601.74 \W0.94659; VERTICAL SCALE \W2.42278; HORIZONTAL \W2.42278; SCALE \W0.52985; S C A L EC A L E \W1.05366; 1:150 M \W1.38846; REHABILITATION OF BRGY. PANGIAN TO \W1.38846; SITIO GREENRIDGE FMR (2.60174 km.) 0 0 1 2 2 4 5 10 10 20 20 40 30 60 50 100 100 200 200 400 500 1000 1000 2000 2000 4000 5000 10000 N \LGENERAL LAYOUT PLAN \fStylus BT|b0|i0|c0|p34;\H0.66667x;\lSCALE 1:2000 M \W2.46484; Biginning of FMR \W2.46484; Project Sta. 0+000 \W2.35657; End of FMR \W2.35657; Project Sta. \W2.35657; 0+740 SUMMARRY OF QUANTITIES ITEM DESCRIPTION UNIT QUANTITIES REMARKS 102 COMMON EXCAVATION cu.m. 2265.860 103 STRUCTURE EXCAVATION Cu.m. 104 EMBANKMENT cu.m. 2969.530 105 SUBGRADE PREPARATION sq.m. 15610.440 200 AGGREGATE SUBBASE COURSE cu.m. 1561.040 201 AGGREGATE BASE COURSE cu.m. 1561.040 500 R.C. PIPE CULVERT, 910 MM d ln.m. 506 STONE MASONRY cu.m. \W2.22929; Beginning of FMR \W2.22929; Project Sta.0+000 60 m LVC \A1;LVC \A1;E \A1;L \A1;L/2 \A1;L/2 \A1;T \A1;T \A1;I° \A1;I° \W0.52985; S C A L EC A L E \W1.05366; 1:150 M 0 0 1 2 2 4 5 10 10 20 20 40 30 60 50 100 100 200 200 400 500 1000 1000 2000 2000 4000 5000 10000 EARTH OR ROCK TABLE OF CONTENTS TABLE OF CONTENTS bc + 10 cm 5 STRENGTH TEST REQUIREMENTS L O A D ULTIMATE MIN.= bc/10 0.514 0.514 0.495 0.495 0.051 0.495 0.351 0.044 0.044 0.051 0.351 0.370 0.044 0.051 0.044 0.084 0.076 0.086 0.095 0.108 0.127 0.680 1.639 1.315 1.150 0.988 0.826 0.514 0.692 0.857 1.022 1.187 1.353 1.683 0.514 0.680 0.845 1.010 1.175 1.340 1.670 0.370 0.534 0.699 0.864 1.029 1.194 1.359 1.690 0.051 0.064 0.064 0.064 0.064 1 LINE 6.98 1 LINE 5.29 1 LINE 4.44 1 LINE 3.81 2 LINES EACH 6.98 2 LINES EACH 5.29 2 LINES EACH 4.44 2 LINES EACH 3.81 1 LINE 4.86 1 LINE 3.60 1 LINE 2.54 1 LINE 1.98 0.064 0.064 0.064 0.838 1.52 1.690 1.670 1.683 0.152 60" 1.22 1.359 1.340 1.353 1.864 0.127 48" 1.07 1.194 1.175 1.187 1.334 0.114 42" 0.91 1.029 1.010 1.022 1.168 0.102 0.064 36" 0.76 0.864 0.845 0.857 1.003 0.089 0.051 30" 0.61 0.699 0.680 0.692 0.673 0.076 0.044 24" 0.46 0.534 0.514 0.527 0.508 0.084 0.044 18" 0.38 0.370 0.351 0.363 0.344 0.057 0.044 15" 1 LINE 1.48 1 LINE 1.48 0.044 0.370 0.351 0.363 0.344 0.057 0.30 12" I.D. I.D. m. in. P W E C B A ELLIPTICAL REINFORCEMENT CIRCULAR REINFORCEMENT MINIMUM REINFORCEMENT SQ.CM./M OF PIPE DEPTH GROOVE TONGUE ( m ) ( m ) ( m ) ( m ) WALL THICKNESS EXTRA STRENGTH REINFORCED CONCRETE PIPE CULVERT CONCRETE 317 KG./SQ.CM (4 500 LB/SQ.IN) KG./M. OF PIPE THICKNESS WALL ( m ) ( m ) ( m ) ( m ) TONGUE GROOVE DEPTH SQ.CM./M OF PIPE MINIMUM REINFORCEMENT METHOD THREE-EDGE-BEARING REINFORCEMENT CIRCULAR REINFORCEMENT ELLIPTICAL L O A D 0.00025 m CRACK A B C E W P CALIFORNIA METHOD " B " CALIFORNIA METHOD " A " METHODS OF PIPE INSTALLATION STEP 4 COMPLETE EMBANKMENT IN NORMAL MANNER. STEP 2 TRENCH THROUGH THIS COMPACTED EMBANKMENT AND INSTALL PIPE.BACKFILL WITH COMPACTED GRANULAR FILL. STEP 3 FILL REMAINDER OF TRENCH WITH BACKFILL PLACED IN LOOSEST POSSIBLE CONDITION. STEP 1 CONSTRUCT COMPACTED EMBANKMENT TO A TOTAL DEPTH EQUAL TO TWICE THE OUTSIDE DIAMETER OF THE PIPE. STEP 3 COMPLETE EMBANKMENT IN USUAL MANNER. STEP 2 TRENCH THROUGH THIS COMPACTED EMBANKMENT AND INSTALL PIPE.BACKFILL WITH COMPACTED GRANULAR FILL. STEP 1 CONSTRUCT COMPACTED EMBANKMENT TO AN ELEVATION ABOVE TOP OF PROPOSED PIPE. C E W A B P ULTIMATE L O A D 0.00025 m CRACK L O A D ELLIPTICAL REINFORCEMENT CIRCULAR REINFORCEMENT THREE-EDGE-BEARING METHOD MINIMUM REINFORCEMENT SQ.CM./M OF PIPE ( m ) DEPTH ( m ) GROOVE ( m ) TONGUE WALL ( m ) THICKNESS KG./M. OF PIPE STRENGTH TEST REQUIREMENTS CONCRETE 317 KG./SQ.CM (4 500 LB/SQ.IN) EXTRA STRENGTH REINFORCED CONCRETE PIPE CULVERT ROCK / EARTH CUSHION GRANULAR BACKFILL 20cm WHEN H = 5m OF H WHEN H = 5m ORDINARY BEDDINGS TYPICAL BEDDING FOR PROJECTING CONDUITS 4 cm PER METER MIN=bc/10 pbc SECTION B ONE LINE OF CIRCULAR MIN = bc/4 1/4 INSIDE d INTERNAL DIAMETER REINFORCED CONCRETE PIPE CULVERTS B A TWO LINES OF CIRCULAR REINFORCEMENT ONE LINE OF CIRCULAR REINFORCEMENT C E PAY LENGTH SECTION A LONGITUDINAL SECTION REINFORCEMENT REINFORCEMENT ONE LINE OF ELLIPTICAL TWO LINES OF CIRCULAR ROLLER COMPACTED VERY LOOSE FILL COMPACTED GRANULAR BACKFILL EMBANKMENT EMBANKMENT COMPACTED GRANULAR BACKFILL EMBANKMENT ROLLER COMPACTED DEPTH OF FILL = bc+15 CM FOR PIPES < 76.2CM d DEPTH OF FILL = bc+15 CM FOR PIPES < 76.2CM d FINISHED GRADE FINISHED GRADE FINISHED GRADE FINISHED GRADE FINISHED GRADE FINISHED GRADE bc bc bc bc DIAMETER W INTERNAL 32 W INTERNAL DIAMETER A B OD GROOVE END TONGUE END DETAIL OF RCPC ENDS 9 9 9 3 3 9 P C E P B A INTERNAL DIAMETER REINFORCEMENT SHAPED TO FIT PIPE EARTH ACCURATELY EARTH OR ROCK FIRST CLASS BEDDING CONCRETE CRADLE BEDDING MIN=3bc/10 MIN=bc/10 pbc THOROUGHLY TAMPED EARTH 140 kg/sq.cm. CONCRETE OR BETTER DIAMETER W INTERNAL d VARIES WINGWALL ELEVATION SCALE : 1 : 60 2A A h + t 13 mm d @ 200 EF 13 mm d @ 150 EF 150 L1 OR L2 REST 13 mmd @ 250 EF BARS INTO BARREL EXCEPT WHEN 3A EXPANSION JOINT OCCURS @ 300 mm O.C. EXTEND d 13 mm 1200 SCALE : 1 : 60 WINGWALL PLAN 13mmd @ 200 13 mmd @ 150 d VARIES 1A REST, 13mmd @ 250 L1 OR L2 ( SEE TABLE ) 2A THAN 3000mm SPECIAL DESIGN OF BOX CULVERT SHOULD BE DONE. NOTE : QUANTITIES OF REINFORCING STEEL INCLUDE LIVE LOAD DISTRIBUTION REINFORCEMENT. SCALE AS INDICATED DETAIL OF WINGWALLS QUANTITIES FOR STANDARD WINGWALLS 296.18 2.33 113.32 0.94 1 000 1.63 209.22 600 400 141.71 1.23 1 800 2.31 2.04 2.17 165.90 177.10 202.50 199.90 189.20 189.80 239.60 288.50 272.70 314.10 214.80 1.72 1.60 1.48 1.38 1.32 1.21 1.12 1.03 1 800 2 400 2 400 2 400 1 800 2 100 2 100 1 800 1 800 1 500 1 500 1 500 1 250 1 500 1 800 1 250 1 000 121.63 130.98 1.12 1.03 1 250 1 250 1 250 1 500 3.67 3.53 3.34 3.17 2.46 356.70 308.70 321.30 374.40 413.50 3 000 3 000 2 750 3 000 2 100 2 400 2 750 352.09 2.91 656.40 637.10 619.10 494.40 475.20 454.00 437.00 407.10 387.10 370.20 354.80 7.92 7.56 7.20 5.30 5.00 4.70 4.45 3.56 3.32 3.12 2.92 330.39 312.39 2.69 2.51 1 015.40 895.00 919.60 899.70 677.70 9.72 9.42 9.00 8.64 8.34 2.07 5.58 5.31 5.04 3.75 3.53 3.30 3.11 2.52 2.34 2.04 2.19 1.77 1.90 6.84 6.62 6.30 6.03 5.90 249.50 721.60 705.60 652.00 635.70 478.60 461.80 447.30 431.80 357.50 342.80 326.10 312.30 296.20 279.60 258.00 253.90 232.07 216.22 QUANTITY PER METER OF BARREL QUANTITIES FOR STANDARD BOX CULVERTS CLEAR SINGLE S h (kgs.) 3 (m ) REINFORCEMENT SPAN HEIGHT CONCRETE TRIPLE 3A DOUBLE SCALE: 1 : 60 SECTION (m ) 3 (kgs.) (m ) 3 (kgs.) CONCRETE REINFORCEMENT CONCRETE REINFORCEMENT 2.94 180 3.48 220 1.23 2.41 1.37 1.18 150 7.01 3.26 4.42 5.73 7.42 4.98 6.33 6.09 10.00 9.14 11.61 13.98 4.08 5.38 2.57 1.98 2.93 2.93 405 1.23 1.76 2.29 2.93 1.80 2.33 2.97 3.61 3.01 3.65 4.28 1.23 1.76 2.29 2.93 1.80 2.33 2.97 3.61 3.01 3.65 4.26 1.37 1.75 2.12 2.57 1.78 2.15 2.60 3.05 2.63 3.08 3.53 1.18 1.43 1.68 1.98 1.45 1.70 2.00 2.30 2.02 2.32 2.62 140 210 270 350 210 280 390 460 360 510 630 1.76 2.29 1.76 2.29 1.75 2.12 1.43 1.68 220 300 17.90 12.38 14.83 17.94 20.33 5.03 3.78 4.41 5.15 5.03 3.78 4.41 5.15 5.68 5.68 4.06 3.17 3.62 4.15 4.52 2.97 2.38 2.68 3.03 3.28 780 560 680 840 960 450 7.80 500 180 250 320 410 280 350 450 550 500 640 770 3.88 5.16 6.56 8.37 5.90 7.36 9.26 11.31 10.71 13.37 15.92 220 290 360 450 330 400 510 620 590 740 880 265 350 4.72 6.06 300 395 990 680 820 990 1120 19.15 14.53 17.19 20.57 23.15 1050 800 940 1130 1270 DOUBLE L1 = 1.414a ; L2 = 1.035 a QUANTITY PER WINGWALL AND APRON SLAB REINFORCEMENT o ANGLE C SKEW HORIZONTAL WINGWALLS OF LENGTH 45° 60° SINGLE L h + t m L1 = 2.0 a ; L2 = a L1 = L2 1.1414 a 90° 3 (m ) (m ) 3 (kgs.) CONCRETE (meter) (meter) (meter) REINFORCEMENT CONCRETE TRIPLE (kgs.) (kgs.) 3 (m ) REINFORCEMENT CONCRETE h + t 800 400 SEE DRAWING 1A FOR TOP REINFORCEMENT 150 LEAN CONCRETE 13 mm d 250 2400 OR LESS MAKE FACE VERTICAL BATTER 12 IN EVERY 300 WHEN h + t IS (ROUGHEN SURFACE) CONSTRUCTION JOINT 13 mm d @ 300 EW VARIES BETWEEN 800 AND 1200 1000 230 CHAMFER 20 13 mm d 40 CONCRETE COVER 13 mm d @ 300 CONCRETE : ALL REINFORCING STEEL TO BE INTERMEDIATE ( GRADE 40 ) ASTM A - 615 OF THE FINISHED ROADWAY. THE BOX CULVERT SHALL BE CONSTRUCTED ON A OF FILL, H = 0 THE TOP OF SURFACE OF THE UPPER SLAB SHALL FOLLOW THE CROWN IN STATING CULVERT SIZE, GIVE WIDTH BY HEIGHT ( WIDTH FIRST ) WHEN HEIGHT BOTTOM SLAB IS SUBJECT TO ABRASSION ADD 25 mm TO BOTTOM SLAB TO INCREASE NO CONSTRUCTION JOINT ARE TO BE MADE EXCEPT WHERE SHOWN. WHEN OF f'c = 20.7 mPA ( 3 000 PSI ). ALL EXPOSED CORNERS TO BE CHAMFERED 20 MIN. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH IN 28 DAYS MAXIMUM HEIGHT OF FILL IS 3000 mm ABOVE TOP SLAB, FOR HEIGHT OF FILL GREATER BOTTOM OF THE TOP SLAB IN ACCORDANCE WITH AASHTO 1.3 .2 . E REINFORCEMENT TRANSVERSE TO THE MAIN REINFORCEMENT IS ADDED TO THE WHEN THERE IS LESS THAN 600 mm OF FILL ABOVE TOP SLAB OF CULVERT ADDITIONAL STEEL REINFORCEMENT : GENERAL : COVERAGE ON STEEL. WITH DEFORMATIONS CONFORMING TO ASTM A - 305 LIVE LOAD DISTRIBUTION REINFORCEMENT : LAYER OF LEAN CONCRETE 50 mm MINIMUM THICKNESS. HEIGHT OF FILL : DESIGN 1977 AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY AND BRIDGES GENERAL NOTES: SPECIFICATION : DESIGN LOAD : LIVE LOAD MS - 18 ( HS 20-44 ) S/5 W Wc S ITEM 200(AGGREGATE SUB-BASE COARSE) - 200MM THICKNESS ITEM 201(AGGREGATE BASE COARSE) - 100 MM THICKNESS ITEM 311(PORTLAND CEMENT CONCRETE PAVEMENT) - 200MM THICK TYPICAL ROAD CROSS SECTION SECTION - DOUBLE BARREL d INVERT ELEV (L) INVERT ELEV (L) SLOPE INLET INLET 50 MM LEAN CONCRETE L L X Z L L C OF ROADWAY C OF ROADWAY 2 S/5 13 mm d @ 250 h 2 3 1 t 8 5 4a 3 2 5 3 8 7 6 CONSTRUCTION JOINT S t 250 t S/4 8 5 250 6 t 1 800 300 d 100 MM FOUNDATION FILL 50 MM LEAN CONCRETE INVERT ELEV (R) SLOPE t t OUTLET OUTLET h h 1 800 2 400 3 000 2 100 2 400 2 750 3 000 1 250 1 500 1 800 1 800 2 100 2 100 2 400 2 750 300 300 300 300 300 300 300 300 300 300 300 300 SEE DETAIL "A" SEE DETAIL "B" Z X CLEAR CLEAR SPAN SPAN h t h t HEIGHT HEIGHT 1 000 180 1 250 1 250 1 500 1 800 180 180 180 300 1 500 1 500 1 250 300 300 1 000 300 16 300 13 300 16 20 200 13 280 16 300 16 16 280 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 16 16 16 16 16 16 16 16 20 20 20 20 20 20 20 20 16 16 16 16 16 16 16 16 20 20 20 20 16 16 16 16 16 16 16 16 300 16 300 16 300 16 300 260 16 300 16 300 16 300 16 300 16 20 300 16 20 300 16 20 300 200 16 20 300 200 16 16 16 16 16 16 16 16 16 300 280 280 280 280 280 280 280 280 300 300 300 300 300 300 300 300 300 300 300 300 220 13 300 13 300 13 300 13 300 200 13 300 200 13 300 200 13 300 200 13 300 25 200 13 300 25 200 13 300 25 200 13 300 25 200 13 300 20 20 20 20 20 20 20 20 190 190 190 190 120 120 120 120 170 170 170 170 13 13 13 13 13 13 13 13 13 13 16 16 220 220 220 SPACING SPACING 300 300 300 300 300 DOUBLE AND TRIPLE BARREL BOX CULVERT 300 300 SPACING SPACING d d 300 300 300 300 300 13 16 13 13 13 BAR 4 BAR 4 d d 13 13 13 13 16 BAR 5 d d 13 13 13 13 16 d d SPACING SPACING d d 300 13 300 300 300 16 300 280 16 300 280 16 300 16 13 13 13 16 13 SPACING SPACING BAR 2 BAR 2 BAR 1 BAR 1 SPACING SPACING 300 300 300 300 300 BAR 3 BAR 3 300 300 16 16 16 16 16 16 300 16 300 16 16 16 280 300 300 300 300 SPACING SPACING d d 13 d SPACING d SPACING SPACING d SPACING d 300 16 13 300 16 13 300 13 300 13 300 20 20 20 20 20 200 200 200 200 200 13 13 13 300 300 300 300 BAR 6 BAR 8 BAR 7 13 300 13 300 20 20 200 200 13 13 280 280 280 h + 2t -2c BAR DIAGRAMS FOR DOUBLE AND TRIPLE BARREL 1 t + h/4 - c 150 2 h + 2t -2c h + 2t -2c h + 2t -2c h + 2t -2c 1 t - 2c t - 2c 250 t + S/4c 7 3 3a (200) (1 000) 200 t t - 2c t - 2c S + 2t - 2c S + 2t - 2c 4a t - 2c t - 2c t - 2c t - 2c S/2 + t 6 3S/5 3S/5 3S/5 3S/5 5 8 S + 2t - 2c S + 2t - 2c 4b @ 200 mm O.C. STIRRUPS 13 mm d @ 300 mm B.W. NOT TO SCALE SEE DETAIL 'A' 50 MM LEAN CONCRETE S 600 \U+2205 1000 13 mm 200 600 13 mm 800 BARS PART SECTION ALONG C OF CULVERT NOT TO SCALE 50 MM LEAN CONCRETE SLOPE INVERT ELEV (R) WHEN h + t EXCEEDS 2 400 PLACE 10 mm EXPANSION FILL JOINT L S 800 1000 h t OUTLET \U+2205 13 mm 150 SEE DETAIL 'A' L 800 TYPICAL ROAD CROSS SECTION NOT TO SCALE S SEE DETAIL 'B' Z X W Wc L C OF ROADWAY 90° 60° SKEW ANGLE HORIZONTAL 45° H o C C OF ROADWAY Wc SLOPE L X Z W INVERT ELEV (L) 50 MM LEAN CONCRETE L INLET Z X t h H OUTLET INVERT ELEV (R) S 50 MM LEAN CONCRETE N O T E: H = 0 INCREASE COVER BY 30. 40 CLEAR WHEN HEIGHT OF FILL 2. MINIMMUM CONCRETE COVER SHALL BE UNLESS OTHERWISE SPECIFIED. 1. ALL DIMENSIONS ARE IN MILLIMETERS 300 200 \U+2205 13 mm CONTINUOUS BARS ( FOR INLET PORTION ONLY ) ROUND TO APPROXIMATE 150 mm RADIUS BARREL REINFORCEMENT 100 t + 300 NOT TO SCALE DETAIL 'B' C OF BARREL S L t t 60° PART PLAN C =45° SPACING AS REGULAR DECK USE SAME SIZE OF BARS AND \U+03B1= 45° L2 AS REQUIRED C OF BARREL t t S L o L2 15° L1 o PART PLAN C =60° PART PLAN C =90° SPACING AS REGULAR DECK USE SAME SIZE OF BARS AND X - WIDTH OF SHOULDER L - TOTAL LENGTH OF BARREL t1 - SLOPE OF CARRIAGEWAY t2 - SLOPE OF SHOULDER Z - [( H +1 ) - ( B + 200 )] tan d B - t2 + 0.5t 1 Wc Wc - WIDTH OF CARRIAGEWAY d - SLOPE OF EMBANKNMENT o - ANGLE OF SKEW W - WIDTH OF ROADWAY FORMATION H - COVER ABOVE THE CULVERT h - HEIGHT OF CULVERT OPENING t - THICKNESS OF CULVERT WALL OR SLAB L (mm) W + tan d [(H + t) - (B + 200)] 1.1547 ( W + 2 tan d [( H + t ) - (B + 200)] 1.4142( W + 2 tan d [( H + t ) - (B + 200)] C C OF BARREL L t S t L2 o L1 \U+03B1=60° 45° AS REQUIRED ALTERNATIVE U-TYPE WINGWALL WINGWALL ALTERNATIVE U-TYPE L1 \U+03B1=90° 45° AS REQUIRED 40 CLEAR WHEN HEIGHT OF FILL H = 0 INCREASE COVER BY 30. 13 mm d @ 250 150 100 PAVING NOTCH,PROVIDE WERE APPROACH SLAB IS REQUIRED 250 13 mm d @ 250 5 L1 L2 PART PLAN C =90° o AS REQUIRED 5 S t C OF BARREL t L h 5 SECTION - SINGLE BARREL 1 2 1 2 CONST. JOINT 4 5 3 70 mm d WEEP HOLES @ 4 550 150 mm ABOVE NORMAL WATER LEVEL t t 10 mm d 200 4 3 S/5 t S/4 5 250 S 13 mm d @ 250 300 300 300 300 13 13 300 300 13 13 300 300 300 300 13 13 13 13 180 180 1 250 1 250 13 13 13 13 16 16 13 16 16 16 16 16 16 13 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 180 180 1 500 1 500 1 250 1 250 180 180 180 180 180 180 1 000 1 800 1 000 1 800 1 250 1 250 180 180 200 200 200 200 1 800 1 800 1 500 1 500 1 250 1 250 180 1 500 180 1 500 1 500 1 500 1. ALL DIMENSIONS ARE IN MILLIMETERS UNLESS OTHERWISE SPECIFIED. N O T E: 200 200 220 220 220 220 2 100 2 100 2 100 2 100 1 800 1 800 220 220 280 280 280 280 2 750 2 750 2 400 2 100 2 400 2 100 220 2 400 220 2 400 200 1 800 200 1 800 280 280 280 280 3 000 2 750 3 000 2 750 2 400 2 400 3 000 3 000 2. MINIMMUM CONCRETE COVER SHALL BE 1 800 1 800 300 300 300 240 300 240 240 240 240 240 260 260 260 260 240 240 300 300 13 13 300 300 13 13 300 300 300 300 300 300 13 13 13 13 300 300 13 13 300 300 13 13 280 280 13 13 280 13 280 13 300 13 300 13 300 240 300 240 240 240 13 16 13 16 16 16 240 240 260 260 260 260 16 16 16 16 16 16 16 240 16 240 240 300 240 300 240 240 240 240 260 260 260 260 240 240 280 280 13 13 13 13 280 300 280 300 300 300 16 13 16 16 13 16 280 280 300 300 300 300 16 16 16 16 16 16 280 16 280 16 13 16 13 16 16 16 16 16 16 16 16 16 16 16 260 260 220 220 220 220 220 220 260 260 260 260 220 220 260 260 200 200 200 200 280 280 13 13 240 240 13 13 240 13 240 13 240 240 13 13 200 200 200 200 13 13 13 13 240 13 240 13 280 13 280 13 200 200 200 200 13 13 13 13 260 260 220 220 220 220 16 16 16 16 16 16 220 220 260 260 260 260 16 16 16 16 16 16 16 220 16 220 260 260 220 220 220 220 220 220 260 260 260 260 220 220 16 260 260 16 260 260 200 200 200 200 16 16 16 16 200 220 200 220 260 260 260 260 280 280 16 16 16 16 16 16 180 180 260 260 260 260 16 16 16 16 16 16 200 16 200 16 280 16 280 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 220 200 220 200 16 16 16 16 16 16 16 16 13 d 13 d HEIGHT HEIGHT 180 180 1 000 1 000 t h t h SPAN SPAN S S CLEAR CLEAR WINGWALL ALTERNATIVE U-TYPE SPACING SPACING 300 300 BAR 5 BAR 5 300 300 13 13 SPACING d SPACING d BAR 4 BAR 4 300 300 13 13 d SPACING d SPACING 300 300 SPACING SPACING 300 300 13 13 d d 13 13 d d SPACING BAR 2 SPACING BAR 2 BAR 3 BAR 3 SINGLE BARREL BOX CULVERT SINGLE BARREL BOX CULVERT BAR 1 BAR 1 4(t-2c) 4(t-2c) S/4 + c S/4 + c BAR DIAGRAMS FOR SINGLE BARREL BAR DIAGRAMS FOR SINGLE BARREL S + 2t - 2c S + 2t - 2c 3 3 S/2 S/2 4 4 t - 2c t - 2c t - 2c t - 2c t + h/4 - c t + h/4 - c h + 2t -2c h + 2t -2c 2 2 1 1 h + 2t -2c h + 2t -2c 5 5 3S/5 3S/5 PART PLAN d = 60 ° NOT TO SCALE t + S/4c t + S/4c 13 mm d @ 200 o.c. STR 13 mm d @ 200 mm o.c. 4a USE SAME SIZE OF BARS AND SPACING AS REGULAR DECK 20 mm d @ 300 o.c. 1 5 5 20 mm d @ 300 o.c. 25 mm d @ 170 o.c. 6 13 mm d BAR @ 300 o.c. 8 5 AZIMUTH POINT OF CURVATURE POINT OF TANGENCY POINT OF COMPOUND CURVATURE INTERNAL ANGLE DEGREE OF CURVATURE RADIUS OF CURVATURE TANGENT LENGTH OF CURVE EXTERNAL DISTANCE SUPERELEVATION, m/m VEHICLE SPEED, kpm WIDENING REFERENCE POINT BENCH MARK AHEAD STATIONING BACK STATIONING EQUATION ELEVATION MAX. FLOOD LEVEL POINT OF VERTICAL INTERSECTION STATION GRADE in % = = = = = = = = = = = = = = = = = = = = = = = AZI PC PT PCC I D R T Lc E e V W RP BM AH BK EQ ELEV MFL PVI STA g 1.8 EXISTING TOPOGRAPHICAL FEATURES SYMBOLS AND ABBREVIATIONS a. ALL ELEVATIONS ARE RECKONED FROM THE ELEVATION OF BM NO. 1 WITH TRUE ELEVATION OF _____ METERS. EXISTING PIPE CULVERT RICEFIELD RIVER, CREEK EXISTING ROAD DIRECTION OF WATER HOUSES FLOW EXISTING BOX CULVERT SWAMP POINT OF INTERSECTION 5.00 10.00 MFL, Elev.= EXISTING BRIDGE FLOOD WATER LEVEL EXISTING CONTOUR @ 5m IN METERS NORTH ARROW/ SCALE INDICATOR 700 25.00 20.00 BENCHMARK CENTERLNE 1.9. DESIGN FEATURES ON PLAN POT RP 1 POINT OF TANGENCY REFERENCE POINT 15.00 BM No.1 SUPERELEVATION SUPERELEVATION LENGTH OF VERTICAL POINT OF VERTICAL PVI STA 805+620 ELEV. = 36.00 m INTERSECTION STATION AND ELEVATION CURVE PIPE CULVERT 1.10 DESIGN FEATURES ON PROFILE BOX CULVERT RCPC WITH HEADWALLS BOX CULVERT RIGHT OF WAY LINE 700 INNER OUTER 60 m LVC 1.6 EMBANKMENT PROTECTION a. COORDINATES WERE RECKONED FROM EXISTING MUNICIPAL BLLM NO. 1 FOR _________ WITH COORDINATES OF N _____, E _____. b. AZIMUTH WAS DERIVED FROM CAPOOCAN'S BBM NO. 1 AND BBM NO. 2. c. CONTOUR INTERVAL IS 5.0 METERS. a. EMBANKMENT PROTECTION IS GENERALLY PROVIDED AT FLOODED AREAS AND OTHER LOCATIONS SHOWN IN THE PLANS. b. MUCK LAYERS MUST FIRST BE REMOVED BEFORE EMBANKMENT IS PLACED. CANALS AND DIKES MUST BE CONSTRUCTED AFTER THE FOOTING AT SECTIONS ALONG RICE PADDIES. DETAILS ARE SHOWN ON THE PLANS. a. DRAINAGE SCHEDULE FOR CULVERTS AND BOX CULVERTS ARE SHOWN ON THE PLANS. b. LOCATION OF EXISTING DRAINAGE STRUCTURES, INVERT ELEVATIONS, SIDE DITCHES SHALL BE VERIFIED AND ADJUSTED TO SUIT ACTUAL FIELD CONDITIONS. CONDITIONS OF DRAINAGE STRUCTURES TO BE EXTENDED MUST BE CHECKED FOR DEFECTS. ALL DEFECTS SHALL BE REPAIRED BEFORE EXTENSIONS ARE MADE. EXTENSIONS AND OTHER IMPROVEMENTS OF EXISTING DRAINAGE STRUCTURES ARE SUBJECT TO CHANGE AND SHALL BE DETERMINED IN THE FIELD BY THE ENGINEER. c. CULVERTS SHALL BE PROVIDED WITH GRANULAR PIPE BEDDING. d. ANY MISCELLANEOUS REMOVAL NOT SHOWN ON THE PLANS INCLUDING REMOVAL OF HEADWALLS AND WINGWALLS OF EXISTING DRAINAGE STRUCTURES THAT ARE TO BE EXTENDED OR IMPROVED AND THE DISPOSAL OF RESULTING MATERIALS SHALL BE CONSIDERED AS SUBSIDIARY WORK PERTAINING TO OTHER CONTRACT ITEMS. e. 1.3 ELEVATIONS AND GRADES GENERAL NOTES a. STATIONS ARE GIVEN IN KILOMETERS WITH OR WITHOUT DECIMALS. b. PIPE CULVERT DIAMETERS AND DIMENSIONS ARE GIVEN IN METERS. c. RADII, ELEVATIONS, FLOOD LEVELS, ETC, ARE GIVEN IN METERS WITH OR WITHOUT DECIMALS. d. UNLESS OTHERWISE SHOWN, ALL DISTANCES ARE IN METERS. a. THE ROAD STATIONS AND ELEMENTS OF CURVES ARE RELATIVE TO THE CENTERLINE OF THE ROAD. b. ALL STATIONS ALONG ROAD CENTERLINE ARE RECKONED FROM PALO - ORMOC NATIONAL ROAD. a. ELEVATIONS GIVEN IN THE COLUMN "FINISHED GRADE ELEVATION" REFER TO THE GRADE AS SHOWN IN THE TYPICAL ROADWAY SECTION. b. GROUND LEVEL AND FINISHED ROAD LEVEL OF THE ROAD REFER TO THE GROUND PROFILE FOR THE ROAD CENTERLINE. 1.1 DIMENSIONS 1.2 STATIONINGS 1.4 VERTICAL CONTROLS 1.5 HORIZONTAL CONTROL 1.7 CULVERTS 1.11 ABBREVIATIONS LVC L/2 L/2 \A1;LOW POINT + %G - %G VPT VPC VPI LEGEND: LVC = LENGTH OF VERTICAL CURVE PVC = POINT OF VERTICAL CURVATURE PVT = POINT OF VERTICAL TANGENCY PVI = POINT OF VERTICAL INTERSECTION Mo = MIDDLE ORDINATE Rv = APPROXIMATE RADIUS OF VERTICAL CURVE g1, g2 = GRADES IN PERCENT Lo = DISTANCE TO LOWEST OR HIGHEST POINT x = DISTANCE FROM PVC OR PVT TO ANY POINT ON CURVE y = VERTICAL OFFSET AT DISTANCE X IN ANY VERTICAL PARABOLIC CURVE Mo = ( g2 - g1 ) LVC/800 y = 4 Mo ( x/LVC )2 Lo = g1 [ LVC/(g2-g1) ] Rv = 100 LVC/(g2-g1) FORMULAS: 1. T = R Tan I/2 2. C = 2R Sin I/2 3. M = R x (1 - Cos I/2) 4. Ex = R x (Sec I/2 - 1) 5. D = 1145.916/R 6. Lc = PI x I x R 180 7. Lc =\L 20 x I D T T E L I° C Lc PT R R PC I° LEGEND: PI = POINT OF INTERSECTION PC = POINT OF CURVATURE PT = POINT OF TANGENCY I/Ic = INTERSECTION ANGLE ( CENTRAL ANGLE ) Da = DEGREE OF CURVE ( ARC DEFINITION ) Dc = DEGREE OF CURVE ( CHORD DEFINITION ) T = TANGENT LENGTH R = HORIZONTAL RADIUS L = LENGTH OF CURVE C = CHORD LENGTH E = EXTERNAL DISTANCE M = MIDDLE ORDINATE N O T E : FOR " Da ", ASSUMED ARC = 100 m FOR " Dc ", ASSUMED CHORD = 100 m ANGLE " I " IS SUBTENDED BY A 20 m ARC. NO HORIZONTAL CURVE IS REQUIRED WHERE THE CENTRAL ANGLE IS LESS THAN ONE (1) DEGREE. ALGEBRAIC DIFFERENCE IS O.50 % OR LESS. HORIZONTAL CURVE ( CIRCULAR ) VERTICAL PARABOLIC CURVE ( SYMMETRICAL ) TITLE PAGE NOT DRAWN TO SCALE 300 mm thk FILTER STONES COARSE AGGREGATE NEAR OPENING 1.0m H DETAILS OF STONE MASONRY SLOPE PROTECTION b a B H/6 h/12 H/6 BOULDERS min = 200 mm max = 500 mm SLOPE 1 : 5 0.45m SLOPE 1:1 EMBANKMENT QUANTITY PER METER OF STONE MASONRY EMBANKMENT PROTECTION 3 300 650 800 4 200 970 1 150 1 850 1 800 6 000 b a H 550 3.86 1 800 700 6.11 2 300 12.09 1 000 3 300 V H/6 B GENERAL NOTES SYMBOLS AND NOTATIONS DESIGN GEOMETRICS TYPICAL ROADWAY SECTIONS DETAIL OF STANDARD RCPC DETAIL OF STANDARD RCBOX CULVERT 1 GENERAL LAYOUT PLAN FMR 1 & 2 DETAIL OF STANDARD RCBOX CULVERT 5 TITLE PAGE INDEX OF SHEETS LOCATION MAP T I T L E 7 8 12 15 1 2 3 4 5 6 SHEET NO. P-1 - P-7 FMR 1 - PLAN AND PROFILE FMR 1 - DETAILED CROSS-SECTIONS P-1 - P-17 T I T L E SHEET NO. \C250;REPUBLIC OF THE PHILIPPINES\H0.75019x; \H1.667x;DEPARTMENT OF AGRARIAN REFORM\H0.59988x; \H1.333x;SECOND AGRARIAN REFORM COMMUNITIES PROJECT (ARCP2)\H0.75019x; \fStylus BT|b1|i0|c0|p34;\H1.333x;OFFICE OF THE MUNICIPAL ENGINEER\fStylus BT|b0|i0|c0|p34;\H0.75019x; \H1.167x;MUNICIPALITY OF SIOCON\H0.8569x; \H1.167x;in coordination with\H0.8569x; \fStylus BT|b1|i0|c0|p34;\H1.333x;OFFICE OF THE MUNICIPAL PLANNING AND DEV'T COORDINATOR\fStylus BT|b0|i0|c0|p34;\H0.75019x; \H1.167x;MUNICIPALITY OF SIOCON\H0.8569x; \H2x;PLANS FOR THE PROPOSED \fStylus BT|b1|i0|c0|p34;REHABILITATION OF BRGY. PANGIAN TO SITIO GREENRIDGE FMR (2.60174 km.)\fStylus BT|b0|i0|c0|p34;\H0.5x; STA. 0+000 - STA. 2+601.74 \H1.333x; \fArial|b0|i0|c0|p34;\C256; 1.50 1.50 4.00 CARRIAGE WAY SHOULDER SHOULDER \A1;100 mm thk.AGG. BASE COURSE \A1;150 mm thk. AGG. SUBBASE COURSE \A1;EXISTING ROAD 1.50 1.50 4.00 CARRIAGE WAY SHOULDER SHOULDER \A1;100 mm thk.AGG. BASE COURSE \A1;150 mm thk. AGG. SUBBASE COURSE EMBANKMENT - SELECTED FILL 1.50 1.50 4.00 CARRIAGE WAY SHOULDER SHOULDER \A1;100 mm thk.AGG. BASE COURSE \A1;150 mm thk. AGG. SUBBASE COURSE \A1;EXISTING ROAD SLOPE 2:1 SLOPE 2:1 5 % 4 % 4 % 5 % ON FILL ORIGINAL GROUND SLOPE 1:1 SLOPE 2:1 SLOPE 2:1 SLOPE 1:1 ON CUT ON CUT ORIGINAL GROUND 1.50 1.50 4.00 CARRIAGE WAY SHOULDER SHOULDER \A1;100 mm thk.AGG. BASE COURSE \A1;150 mm thk. AGG. SUBBASE COURSE EMBANKMENT - SELECTED FILL SLOPE 2:1 SLOPE 1.5:1 ON FILL ORIGINAL GROUND \A1;SEE DETAIL 1.50 1.50 4.00 \A1;100 mm thk.AGG. BASE COURSE \A1;150 mm thk. AGG. SUBBASE COURSE ORIGINAL GROUND SLOPE 2:1 SLOPE 2:1 SLOPE 1:1 ON CUT ON FILL 1.50 1.50 4.00 \A1;100 mm thk.AGG. BASE COURSE \A1;150 mm thk. AGG. SUBBASE COURSE ORIGINAL GROUND SLOPE 2:1 SLOPE 0.50:1 5 % 4 % 4 % 5 % 5 % 4 % 4 % 5 % 5 % 4 % 4 % 5 % 5 % 4 % 4 % 5 % 5 % 4 % 4 % 5 % \A1;SEE DETAIL \A1;SEE DETAIL SLOPE 2:1 1.50 5 % \A1;SUBGRADE LEVEL \A1;150 mm d - 200 mm d BOULDERS CEMENT MORTAR 5 SLOPE 1:1 0.90 0.20 0.20 0.60 0.40 0.30 \LDETAIL OF GROUTED RIPRAP LINED CANAL\H0.75x;\l SCALE: 1:50 M \LFLAT SECTIONS\H0.75x;\l SCALE: 1:100 M\fVerdana|b1|i0|c0|p34;\H1.333x;\L \LTHRU-CUT SECTIONS\H0.75x;\l SCALE: 1:100 M \LFLOODY SECTIONS\H0.75x;\l SCALE: 1:100 M \LROLLING SECTIONS\H0.75x;\l SCALE: 1:100 M \LDETAIL OF GROUTED RIPRAP LINED DITCH SCALE: 1:50 M \LMOUNTAINOUS/ROCKY SECTIONS\fVerdana|b0|i0|c0|p34;\l SCALE: 1:50 M 1.50 SHOULDER SLOPE 2:1 5 % 0.40 0.60 0.30 \LROADS FOR REHAB\H0.75x;\l SCALE: 1:100 M\fVerdana|b1|i0|c0|p34;\H1.333x;\L \LDETAIL OF GROUTED RIPRAP EMBANKMENT PROTECTION SLOPE 0.50:1 ON FILL ON FILL ORIGINAL GROUND \A1;150 mm d - 200 mm d BOULDERS 300 mm X 300mm FILTER STONES @ OPENING OF PIPE WEEPHOLES \A1;100 mm d PVC PIPE WEEPHOLES SPACED @ 2 000 mm STAGGERED 0.50 SHOULDER \A1;150 mm d - 200 mm d BOULDERS 0.30 1.00 0.50 2.25 2.25 2.50 CARRIAGE WAY SHOULDER SHOULDER \A1;100 mm thk.AGG. BASE COURSE \A1;150 mm thk. AGG. SUBBASE COURSE EXISTING CONCRETE PAV'T 4 % 4 % \LTYPICAL ROADWAY SECTION\l \H0.75x;SCALE: 1:100 M DETAIL OF STANDARD RCBOX CULVERT 2 9 DETAIL OF STANDARD RCBOX CULVERT 3 10 DETAIL OF STANDARD RCBOX CULVERT 4 11 GENERAL LAYOUT PLAN FMR 3 G - 2 GENERAL LAYOUT PLAN FMR 4 G - 3 GENERAL LAYOUT PLAN FMR 5 G - 4 P-1 FMR 2 - PLAN AND PROFILE FMR 2 - DETAILED CROSS-SECTIONS P-1 - P-2 P-1 - P-3B FMR 3 - PLAN AND PROFILE FMR 3 - DETAILED CROSS-SECTIONS P-1 - P-6 P-1A - P-4B FMR 4 - PLAN AND PROFILE FMR 4 - DETAILED CROSS-SECTIONS P-1 - P-10 P-1A - P-1B FMR 5 - PLAN AND PROFILE FMR 5 - DETAILED CROSS-SECTIONS P-1 - P-2 GENERAL NOTES DESIGN GEOMETRICS DETAIL OF RC BOX CULBERTS TYPICAL ROADWAY SECTIONS STANDARD RCPC HEADWALL INDEX OF SHEETS 2 STANDARD RC PIPE CULVERT SYMBOL AND NOTATIONS GENERAL LAYOUT PLAN FMR - 1 & 2 N END OF FMR - 2 STA 2+911.21 END OF ROAD IMPROVEMENT LENGTH = \fArial|b1|i1|c0|p34;0.51241 KM FMR - 1 START OF ROAD OPENING STA 2+398.80 END OF ROAD IMPROVEMENT LENGTH =\fArial|b1|i1|c0|p34; 2.35655 KM END OF FMR - 1 STA 4+827.84 END OF ROAD OPENING LENGTH = \fArial|b1|i1|c0|p34;2.42904 KM BEGINNING OF FMR - 2 JUNCTION BALUGO - GUINDAPUNAN STA 2+398.80 START OF ROAD FOR IMPROVEMENT LENGTH = \fArial|b1|i1|c0|p34;0.51241 KM \LGENERAL LAYOUT PLAN \H0.5x;\lSCALE 1:10 000 M BRGY. GUINDAPUNAN BRGY. BALUGO BRGY. VISARES BEGINNING OF FMR - 1 STA 0+042.25 START OF ROAD FOR IMPROVEMENT LENGTH = \fArial|b1|i1|c0|p34;4.78515 KM\fArial|b1|i0|c0|p34; To Hacienda Laurente SUMMARY OF QUANTITIES 0.3m SECTION 0.8m 0.30m ELEVATION NOT DRAWN TO SCALE DETAILS OF STONE MASONRY HEADWALL FOR RCPC R.C.P.C. STANDARD STONE MASONRY EMBANKMENT PROTECTION INSTALL DRAINAGE SCHEDULE STATIONING 3 2 1 0+412.53 0+700.00 0+612.53 1 ROW - 0.90 md x 7.00 m RCPC 2 ROW - 0.90 md x 8.00 m RCPC 1 ROW - 0.90 md x 7.0 m RCPC STRUCTURE 0.90 m d CULVERT RC PIPE 0.90 m d 500 (Ln.m.) 7 7 16 38 8 REMARKS INSTALL EXISTING,REMOVE & REPLACE (Cu.m.) 7.96 7.96 10.52 34.40 7.96 RIPRAP GROUTED 504 TO ESTIMATE T O T A L 38 34.40 4 1+512.53 1 ROW - 0.90 md x 8.00 m RCPC INSTALL DRAINAGE SCHEDULE - FMR 1 STATIONING 3 2 1 1+900.00 3+060.00 2+420.00 1 ROW - 0.90 md x 7.0 m RCPC 1 ROW - 0.90 md x 7.0 m RCPC 1 ROW - 0.90 md x 7.0 m RCPC STRUCTURE INSTALL DRAINAGE SCHEDULE- FMR 4 STATIONING 3 2 1 0+380 1+000.00 1+636.00 1 ROW - 0.90 md x 10.00 m RCPC 1 ROW - 0.90 md x 8.00 m RCPC 1 ROW - 0.90 md x 7.0 m RCPC STRUCTURE 0.90 m d CULVERT RC PIPE 0.90 m d 500 (Ln.m.) 10 7 7 31 REMARKS INSTALL (Cu.m.) 7.96 7.96 7.96 31.84 RIPRAP GROUTED 504 TO ESTIMATE T O T A L 31 31.84 INSTALL INSTALL 4 2+012 1 ROW - 0.90 md x 8.00 m RCPC 7 7.96 DRAINAGE SCHEDULE- FMR 5 STATIONING 1 0+030.00 1 ROW - 0.90 md x 10.00 m RCPC STRUCTURE 0.90 m d CULVERT RC PIPE 0.90 m d 500 (Ln.m.) 7 7 REMARKS INSTALL (Cu.m.) 7.96 7.96 RIPRAP GROUTED 504 TO ESTIMATE T O T A L 7 7.96 DETAIL OF RC BOX CULBERTS DETAIL OF RC BOX CULBERTS DETAIL OF RC BOX CULBERTS DETAIL OF STANDARD RCPC HEADWALLS 13 2.5% 3% 3% 2.5% CUT SECTION 1:1 1:1 1:1 1:1 C L ITEM 201 GRAVEL BASE COURSE (0.15m thick) ITEM 200 SUB-BASE COURSE (0.15m thick) 2.0 1.0 2.0 1.0 0.5 0.5 VARIABLE VARIABLE 2.0 L C FILL SECTION ITEM 200 SUB-BASE COURSE (0.15m thick) ITEM 201 GRAVEL BASE COURSE (0.15m thick) 2.5% 1:1 3% VARIABLE 1.0 2.0 2.5% 3% 1:1 VARIABLE 1.0 2.5% 3% 3% 2.5% CUT AND FILL SECTION 1:1 1:1 1:1 C L 2.0 1.0 2.0 1.0 0.5 VARIABLE VARIABLE 2.5% 2% 2% 2.5% PORTLAND CEMENT CONCRETE PAVEMENT 1:1 1:1 1:1 1:1 C L ITEM 200 SUB-BASE COURSE (0.15m thick) ITEM 311 PORTLAND CEMENT CONCRETE PAVEMENT (0.15m thick) 2.0 1.0 2.0 1.0 0.5 0.5 VARIABLE VARIABLE 1:1 0.2 0.4-0.8m 0.2 SHOULDER ITEM 201 ITEM 200 0.6-1.0m 0.2 TYPICAL LINED CANAL SECTION 0.5 0.4m 1.0 1:1 0.3 0.6 VARIES 1.0 SHOULDER ITEM 201 ITEM 200 TYPICAL SLOPE PROTECTION SECTION Lined w/ 12mm thck. cement plaster ITEM 201 BASE COURSE (0.15 m thick) 2.5% 3% 3% 2.5% PORTLAND CEMENT CONCRETE TIRE TRACKS 1:1 1:1 1:1 1:1 C L 2-60cm wide x 20 cm thck. CONCRETE TIRE TRACKS VARIABLE 1.0 0.95 0.6 0.45 0.45 0.6 0.95 1.0 VARIABLE ITEM 201 BASE COURSE (0.2m thck.) ITEM 200 SUB-BASE COURSE (0.15m thick) ITEM 104 EMBANKMENT ITEM 104 EMBANKMENT ITEM 200 SUB-BASE COURSE (0.1m thck.) 0.4 1.0m SHOULDER ITEM 201 ITEM 200 F.G.L. 0.6m. min. Var. Var. 0.3m Var. 0.3m 0.3m 0.6m min. 505 STONE MASONRY EXCAVATION 102 EMBANKMENT (from excav. materials) AGGREGATE BASE COURSE AGGREGATE SUBBASE COURSE SUMMARY OF QUANTITIES CLEARING AND GRUBBING R.C. PIPE CULVERT, 910 mm d 104 (2) 200 201 500 (4) 100 ITEM NO. m 3 3 m COMPACTED D E S C R I P T I O N UNIT Ln.m. R E M A R K S m 3 FOR ROAD OPENING Q U A N T I T I E S 3,708.47 40,256.00 28.00 207.42 3,204.00 3,204.00 32,507.33 COMPACTED COMPACTED REMARKS 4 3+650.00 1 ROW - 0.90 md x 7.0 m RCPC 5 3+500.00 - 3+650.00 LINED CANAL m 2 m 3 GROUTED RIPRAP (Lined Canal) 505 (1a) 3 m 45.00 GROUTED RIPRAP (Slope Protection) 505 (1b) 3 m 695.20 STRUCTURE EXCAVATION 103 3 m 392.80 FOR HEADWALLS AND SLOPE PROTECTION RIGHT SIDE SUMMARY OF QUANTITIES 14 OCCIDENTAL AGUSAN AGUSAN DEL NORTE DEL SUR DEL SUR T A W I - T A W I S U L U M I N D A N A O S E A B A S I L A N SULTAN KUDARAT SOUTH COTABATO P A L A W A N NEGROS ORIENTAL ZAMBOANGA S U L U S E A MISAMIS ORIENTAL ZAMBOANGA DEL SUR DEL NORTE MAGUINDANAO COTABATO NORTH LANAO DEL SUR NORTE LANAO DEL BUKIDNON CAMIGUIN B O H O L ROMBLON ANTIQUE MINDORO MINDORO EASTERN SAMAR C A P I Z NEGROS OCCIDENTAL C E B U I L O I L O SOUTHERN LEYTE L E Y T E SORSOGON MASBATE AKLAN SOUTHERN SAMAR NORTHERN SAMAR DAVAO D A V A O ORIENTAL DAVAO DEL SUR SURIGAO SURIGAO DEL NORTE P A C I F I C O C E A N C H I N A S E A QUIRINO A U R O R A MARINDUQUE BATANGAS ORIENTAL LAGUNA RIZAL CAVITE Q U E Z O N PANGASINAN TARLAC PAMPANGA ZAMBALES BULACAN ECIJA NUEVA CAMARINES SUR ALBAY CAMARINES NORTE CATANDUANES LA UNION NUEVA VISCAYA BENGUET PROVINCE IFUGAO MOUNT ILOCOS S U R A B R A ISABELA APAYAO KALINGA ILOCOS NORTE CAGAYAN BATANES METRO MANILA AZIMUTH POINT OF CURVATURE POINT OF TANGENCY POINT OF COMPOUND CURVATURE INTERNAL ANGLE DEGREE OF CURVATURE RADIUS OF CURVATURE TANGENT LENGTH OF CURVE EXTERNAL DISTANCE SUPERELEVATION, m/m VEHICLE SPEED, kpm WIDENING REFERENCE POINT BENCH MARK AHEAD STATIONING BACK STATIONING EQUATION ELEVATION MAX. FLOOD LEVEL POINT OF VERTICAL INTERSECTION STATION GRADE in % = = = = = = = = = = = = = = = = = = = = = = = AZI PC PT PCC I D R T Lc E e V W RP BM AH BK EQ ELEV MFL PVI STA g 1.9 EXISTING TOPOGRAPHICAL FEATURES SYMBOLS AND ABBREVIATIONS a. ALL ELEVATIONS ARE RECKONED FROM THE ELEVATION OF BM NO. 1 WITH ASSUMED ELEVATION OF10 METERS. EXISTING PIPE CULVERT RICEFIELD RIVER, CREEK EXISTING ROAD DIRECTION OF WATER HOUSES FLOW EXISTING BOX CULVERT SWAMP POINT OF INTERSECTION 5.00 10.00 MFL, Elev.= EXISTING BRIDGE FLOOD WATER LEVEL EXISTING CONTOUR @ 5m IN METERS NORTH ARROW/ SCALE INDICATOR 700 25.00 20.00 BENCHMARK CENTERLNE 1.10 DESIGN FEATURES ON PLAN POT RP 1 POINT OF TANGENCY REFERENCE POINT 15.00 BM No.1 SUPERELEVATION SUPERELEVATION LENGTH OF VERTICAL POINT OF VERTICAL PVI STA 805+620 ELEV. = 36.00 m INTERSECTION STATION AND ELEVATION CURVE PIPE CULVERT 1.11 DESIGN FEATURES ON PROFILE BOX CULVERT RCPC WITH HEADWALLS BOX CULVERT RIGHT OF WAY LINE 700 INNER OUTER 60 m LVC 1.6 EMBANKMENT PROTECTION a. COORDINATES WERE RECKONED FROM EXISTING MUNICIPAL BLLM NO. 1 FOR _________ WITH COORDINATES OF N _____, E _____. b. CONTOUR INTERVAL IS 5.0 METERS. a. EMBANKMENTS AND BACKFILLS SHALL CONTAIN NO MUCK, PEAT, SOD, ROOTS OR OTHER DELETERIOUS MATTER. ROCKS, BROKEN CONCRETE OR OTHER SOLID, BULKY MATERIALS SHALL NOT BE PLACED IN EMBANKMENT AREAS WHERE PILING IS TO BE PLACED OR DRIVEN. \W4.41814; b. DURING THE CONSTRUCTION OF THE ROADWAY, THE ROADBED SHALL BE MAINTAINED IN SUCH CONDITION THAT IT WILL BE WELL DRAINED AT ALL TIMES. SIDE DITCHES OR GUTTERS EMPTYING FROM CUTS TO EMBANKMENTS OR OTHERWISE SHALL BE SO CONSTRUCTED AS TO AVOID DAMAGE TO EMBANKMENTS BY EROSION. a. UNLESS OTHERWISE PROVIDED, RIPRAP SHALL HAVE THE FOLLOWING MINIMUM THICKNESS, MEASURED PERPENDICULAR TO THE SLOPE: \W7.73196; \W0.85714; a.a.CLASS A – 300 MM \W0.85714; a.b.CLASS B – 500 MM \W0.85714; a.c.CLASS C – 600 MM \W0.85714; a.d.CLASS D – 800 MM b. THE RIPRAP SHALL BE FOUNDED IN A TOE TRENCH DUG BELOW THE DEPTH OF SCOUR AS SHOWN ON THE PLANS OR AS ORDERED BY THE ENGINEER. THE TOE TRENCH SHALL BE FILLED WITH STONE OF THE SAME CLASS AS THAT SPECIFIED FOR THE RIPRAP, UNLESS OTHERWISE SPECIFIED. 1.3 ELEVATIONS AND GRADES GENERAL NOTES a. STATIONS ARE GIVEN IN KILOMETERS WITH OR WITHOUT DECIMALS. b. PIPE CULVERT DIAMETERS AND DIMENSIONS ARE GIVEN IN METERS. c. RADII, ELEVATIONS, FLOOD LEVELS, ETC, ARE GIVEN IN METERS WITH OR WITHOUT DECIMALS. d. UNLESS OTHERWISE SHOWN, ALL DISTANCES ARE IN METERS. a. THE ROAD STATIONS AND ELEMENTS OF CURVES ARE RELATIVE TO THE CENTERLINE OF THE ROAD. a. ELEVATIONS GIVEN IN THE COLUMN "FINISHED GRADE ELEVATION" REFER TO THE GRADE AS SHOWN IN THE TYPICAL ROADWAY SECTION. b. GROUND LEVEL AND FINISHED ROAD LEVEL OF THE ROAD REFER TO THE GROUND PROFILE FOR THE ROAD CENTERLINE. 1.1 DIMENSIONS 1.2 STATIONINGS 1.4 VERTICAL CONTROLS 1.5 HORIZONTAL CONTROL 1.7 RIPRAP 1.12 ABBREVIATIONS LVC L/2 L/2 \A1;LOW POINT + %G - %G VPT VPC VPI LEGEND: \fStylus BT|b0|i0|c0|p34;\H0.5x; \H1.3333x;L\H1.25x;VC = LENGTH OF VERTICAL CURVE PVC = POINT OF VERTICAL CURVATURE PVT = POINT OF VERTICAL TANGENCY PVI = POINT OF VERTICAL INTERSECTION Mo = MIDDLE ORDINATE Rv = APPROXIMATE RADIUS OF VERTICAL CURVE g1, g2 = GRADES IN PERCENT Lo = DISTANCE TO LOWEST OR HIGHEST POINT x = DISTANCE FROM PVC OR PVT TO ANY POINT ON CURVE y = VERTICAL OFFSET AT DISTANCE X IN ANY VERTICAL PARABOLIC CURVE\H0.83333x; \fStylus BT|b0|i0|c0|p34;\H0.6x; \H1.6667x;Mo = ( g2 - g1 ) LVC/8 y = 4 Mo \H1.2x;( x/LVC ) \H1.3333x;² \H0.62503x; Lo = g1 [ LVC/(g2-g1) ] Rv = 100 LVC/(g2-g1) \H0.59997x; FORMULAS: \H0.5x; \H2x;1. T = R Tan I/2 2. C = 2R Sin I/2 3. M = R (1 - Cos I/2) 4. E = R (Sec I/2 - 1) 5. D = 1145.916/R 6. Lc = \LPI x I x R \l 180 7. Lc =\L 20 x I \l \f@Arial Unicode MS|b0|i0|c0|p34; \fStylus BT|b0|i0|c0|p34;D \f@Arial Unicode MS|b0|i0|c0|p34; T T E L I° C Lc PT R R PC I° LEGEND:\H0.83335x; \fStylus BT|b0|i0|c0|p34;\H0.59999x; \H1.6667x;PI = POINT OF INTERSECTION PC = POINT OF CURVATURE PT = POINT OF TANGENCY I/Ic = INTERSECTION ANGLE ( CENTRAL ANGLE ) Da = DEGREE OF CURVE ( ARC DEFINITION ) Dc = DEGREE OF CURVE ( CHORD DEFINITION ) T = TANGENT LENGTH R = HORIZONTAL RADIUS L = LENGTH OF CURVE C = CHORD LENGTH E = EXTERNAL DISTANCE M = MIDDLE ORDINATE \fStylus BT|b0|i1|c0|p34;N O T E :\fStylus BT|b0|i0|c0|p34; FOR " Da ", ASSUMED ARC = 100 m FOR " Dc ", ASSUMED CHORD = 100 m ANGLE " I " IS SUBTENDED BY A 20 m ARC. NO HORIZONTAL CURVE IS REQUIRED WHERE THE CENTRAL ANGLE IS LESS THAN ONE (1) DEGREE. ALGEBRAIC DIFFERENCE IS O.50 % OR LESS. \H0.59999x; HORIZONTAL CURVE ( CIRCULAR ) \H0.37495x; VERTICAL PARABOLIC CURVE ( SYMMETRICAL )\H0.37495x; \fStylus BT|b0|i0|c0|p34; I Mo a. DRAINAGE SCHEDULE FOR CULVERTS AND BOX CULVERTS ARE SHOWN ON THE PLANS. b. LOCATION OF EXISTING DRAINAGE STRUCTURES, INVERT ELEVATIONS, SIDE DITCHES SHALL BE VERIFIED AND ADJUSTED TO SUIT ACTUAL FIELD CONDITIONS. CONDITIONS OF DRAINAGE STRUCTURES TO BE EXTENDED MUST BE CHECKED FOR DEFECTS. ALL DEFECTS SHALL BE REPAIRED BEFORE EXTENSIONS ARE MADE. EXTENSIONS AND OTHER IMPROVEMENTS OF EXISTING DRAINAGE STRUCTURES ARE SUBJECT TO CHANGE AND SHALL BE DETERMINED IN THE FIELD BY THE ENGINEER. c. CULVERTS SHALL BE PROVIDED WITH GRANULAR PIPE BEDDING. d. ANY MISCELLANEOUS REMOVAL NOT SHOWN ON THE PLANS INCLUDING REMOVAL OF HEADWALLS AND WINGWALLS OF EXISTING DRAINAGE STRUCTURES THAT ARE TO BE EXTENDED OR IMPROVED AND THE DISPOSAL OF RESULTING MATERIALS SHALL BE CONSIDERED AS SUBSIDIARY WORK PERTAINING TO OTHER CONTRACT ITEMS. 1.8 CULVERTS \W0.94659; VERTICAL SCALE \W2.42278; HORIZONTAL \W2.42278; SCALE

Language	English
Drawing Type	Block
Category	Roads, Bridges and Dams
Additional Screenshots
File Type	dwg
Materials	Concrete, Masonry, Steel, Other
Measurement Units	Imperial
Footprint Area
Building Features	Deck / Patio
Tags	autocad, block, DWG, farm, HIGHWAY, km, market, pavement, Road, route