cuantificacion canal 5

LOSAS TAB 1 Y 3LOC.VARS.DIAM.CANTIDADL. T.CROQUISabcPESO (kg)LONG.1234567radiopesoDes. Curva(90)Des. Curva (180)Des. Recta (90)Desarrollo de la curva(135)LOCALIZACION3c17.55.512003c3.50.565.5111283c17.55.512004c4.51.0071416113c17.55.512005c61.579.51920143c17.55.512006c72.2511222416.58c94.00142832213c0--0010c156.2523.54740353c0--0012c219.00336646503c0--003c0--00

3c27.5105.512003c27.5105.512003c27.5105.512003c27.5105.51200

3c355.512003c355.512003c355.512003c355.51200

3c20M= 65M= 305.51271300m= 53m= 18i= 1i= 1

3c2M= 48M= 305.512195m= 36m= 18i= 12i= 12

3c6605.512003c6605.512003c6605.512003c6605.512003c6605.51200

LOCALIZACION3c355.512003c355.512003c355.512003c355.51200


LOCALIZACION3c40812003c40812003c40812003c4081200

LOCALIZACION3c60003c60003c60003c60003c60003c60003c60003c6000

3c30--003c30--003c30--003c30--0LOC.VARS.DIAM.CANTIDADL. T.CROQUISabcPESO (kg)LONG.

LOSA TABLLERO 1A3c1727186875.510692123496B4c5887584171050850750B14c152M= 873M= 83971072472428m= 80m= 46i= 21i= 21B24c8964930710777712PESO TOTAL =2000Kg.LOC.VARS.DIAM.CANTIDADL. T.CROQUISabcPESO (kg)LONG.

LOSA TABLLERO 3C3c1727186875.510692123496D4c5887584171050850750D14c152M= 873M= 83971072472428m= 80m= 46i= 21i= 21D24c8964930710777712PESO TOTAL =2000Kg.

RESUMEN DE MATERIALES:CONCRETO f'c = 250 Kg/cm2 EN :LOSA TABLERO 19.6m3LOSA TABLERO 39.6m3TOTAL :19.2m3ACERO DE REFUERZO fy = 4200 Kg/cm2 EN:LOSA TABLERO 12000KgLOSA TABLERO 32000KgTOTAL :4000KgJUNTA DE CALZADA TIPO FREY MEX-T-50 SIMILAR 18.9mlDrenes de pvc f = 3" (L=0.65 m.)12pzasCarpeta asfltica e = 4 cm4.1m3

LOSAS TAB 2LOC.VARS.DIAM.CANTIDADL. T.CROQUISabcPESO (kg)LONG.1234567radiopesoDes. Curva(90)Des. Curva (180)Des. Recta (90)Desarrollo de la curva(135)LOCALIZACION3c17.55.512003c3.50.565.5111283c17.55.512004c4.51.0071416113c17.55.512005c61.579.51920143c17.55.512006c72.2511222416.58c94.00142832213c0--0010c156.2523.54740353c0--0012c219.00336646503c0--003c0--00

3c27.5105.512003c27.5105.512003c27.5105.512003c27.5105.51200

3c355.512003c355.512003c355.512003c355.51200

3c20M= 65M= 305.51271300m= 53m= 18i= 1i= 1

3c2M= 48M= 305.512195m= 36m= 18i= 12i= 12

3c6605.512003c6605.512003c6605.512003c6605.512003c6605.51200






LOSA TABLLERO 2A4c86301929857102596259634B4c2608758417102275227500B14c78M= 873M= 83971036336348m= 59m= 25i= 21i= 21B24c4964930710393856C4c43301929857101298129817D4c2608758417102275227500D14c78M= 873M= 83971036336348m= 59m= 25i= 21i= 21D24c4964930710393856PESO TOTAL =9248Kg.DESPIECE DE DIAFRAGMA:

LOC.MCACANT.DESCRIPCINLONGITUDCROQUISabcPESO (kg)(cm)DIAFRAGMASCE 12"x 30.8 kg/m12Perfil de acero estructural A-36 (long. 212 cm)30.487.47-78425x16x3/8"24Placa de acero estructural A-36 (e=0.95 cm)2516-6830x20x3/8"32Placa de acero estructural A-36 (e=0.95 cm)3020-141total:993kgRESUMEN DE MATERIALES:CONCRETO f'c = 250 Kg/cm2 EN :LOSA41.1m3ACERO DE REFUERZO fy = 4200 Kg/cm2 EN:LOSA9248KgACERO ESTRUCTURAL A-36, fy = 2530 Kg/cm2 EN:DIAFRAGMAS993KgTORNILLOS A 325 CON ROSCA ESTANDAR Y TUERCA f = 5/8"48pzasPERNO CON ROSCA ESTANDAR Y TUERCA f = 3/4" x 20 cm32pzasJUNTA DE CALZADA TIPO FREY MEX-T-50 SIMILAR 18.9mlDrenes de pvc f = 3" (L=0.35 m.)18pzasCarpeta asfltica e = 4 cm8.9m3

TRABELOC.VARS.DIAM.CANTIDADL. T.CROQUISabcPESO (kg)LONG.1234567radiopesoDes. Curva(90)Des. Curva (180)Des. Recta (90)Desarrollo de la curva(135)LOCALIZACION3c17.55.512003c3.50.565.5111283c17.55.512004c4.51.0071416113c17.55.512005c61.579.51920143c17.55.512006c72.2511222416.58c94.00142832213c0--0010c156.2523.54740353c0--0012c219.00336646503c0--003c0--00

3c27.5105.512003c27.5105.512003c27.5105.512003c27.5105.51200

3c355.512003c355.512003c355.512003c355.51200

3c20M= 65M= 305.51271300m= 53m= 18i= 1i= 1

3c2M= 48M= 305.512195m= 36m= 18i= 12i= 12

3c6605.512003c6605.512003c6605.512003c6605.512003c6605.51200






TRABEA3c1629942994--268.0047904B3c1942961071515321.0057424B13c12312115151520.003744B23c1942592071511282.0050246B33c12281229151119.003372C3c15237916075.5323.0057608C13c638016085.513.002280D3c15214137307121.0021432D13c6153413476.00918E3c152264651335225.0040128E13c629172134510.001746F3c1029942994--167.0029940G3c229942994--34.005988G13c6303529945.515102.0018210PESO TOTAL =1911Kg.RESUMEN DE MATERIALES:

CONCRETO f'c = 400 Kg/cm2 EN :TRABE15.5m3

ACERO DE REFUERZO fy = 4200 Kg/cm2 EN:TRABE1911Kg

ACERO DE PRESFUERZO frg=189.2 Kg/mm2 EN:TRABE656KgGANCHO DE IZAJE 22KgTOTAL :678Kg

TABLETALOC.VARS.DIAM.CANTIDADL. T.CROQUISabcPESO (kg)LONG.1234567radiopesoDes. Curva(90)Des. Curva (180)Des. Recta (90)Desarrollo de la curva(135)LOCALIZACION3c17.55.512003c3.50.565.5111283c17.55.512004c4.51.0071416113c17.55.512005c61.579.51920143c17.55.512006c72.2511222416.58c94.00142832213c0--0010c156.2523.54740353c0--0012c219.00336646503c0--003c0--00

3c27.5105.512003c27.5105.512003c27.5105.512003c27.5105.51200

3c355.512003c355.512003c355.512003c355.51200

3c20M= 65M= 305.51271300m= 53m= 18i= 1i= 1

3c2M= 48M= 305.512195m= 36m= 18i= 12i= 12

3c6605.512003c6605.512003c6605.512003c6605.512003c6605.51200






TRABEA3c147386875.52058.0010332B3c80198385.55489.0015840B13c16202425.55419.003232C3c40129785.52029.005160C13c8137865.5207.001096PESO TOTAL =202Kg.RESUMEN DE MATERIALES:

CONCRETO f'c = 400 Kg/cm2 EN :TABLETA2.2m3

ACERO DE REFUERZO fy = 4200 Kg/cm2 EN:TABLETA202Kg

ACERO DE PRESFUERZO frg=189.2 Kg/mm2 EN:TABLETA22KgGANCHO DE IZAJE 3KgTOTAL :25KgDUCTOS DE 3/4" PARA PASO DE BARRAS L=0.90 m4pzasDIAFRAGMA PARA UN CLAROACERO DE REFUERZO fy = 4200 Kg/cm2 EN:BARRAS #5c (L=9.3 m.) PARA DIAFRAGMA ( EN UN TABLERO)58KgACERO ESTRUCTURAL A-36 Y fy =2530 kg/cm2 en:PLACAS DE 30x15x5/8"22.4667kg

cargaderoLOC.VARS.DIAM.CANTIDADL. T.CROQUISabcPESO (kg)LONG.1234567radiopesoDes. Curva(90)Des. Curva (180)Des. Recta (90)Desarrollo de la curva(135)LOCALIZACION3c17.55.512003c3.50.565.5111283c17.55.512004c4.51.0071416113c17.55.512005c61.579.51920143c17.55.512006c72.2511222416.58c94.00142832213c0--0010c156.2523.54740353c0--0012c219.00336646503c0--003c0--00

3c27.5105.512003c27.5105.512003c27.5105.512003c27.5105.51200

3c355.512003c355.512003c355.512003c355.51200

3c20M= 65M= 305.51271300m= 53m= 18i= 1i= 1

3c2M= 48M= 305.512195m= 36m= 18i= 12i= 12

3c6605.512003c6605.512003c6605.512003c6605.512003c6605.51200





3c30--003c30--003c30--003c30--0LOC.VARS.DIAM.CANTIDADL. T.CROQUISabcPESO (kg)LONG.MURO DE RESPALDOA3c208267855.51593.0016520A13c2796398--9.001592B4c108M= 293M= 24971531631644m= 282m= 238i= 0.21i= 0.21

CARGADEROC6c188707781135353.0015660D3c108309715.55718733372

BANCOSE3c15111305.53510.001665E13c20101205.53512.002020F3c15161325.522142415

TOPE SISMICOG3c6120120--4.00720H6c1016816116538.001680I3c8337275.5115152696TOTAL:1051KGRESUMEN DE MATERIALES:

CONCRETO f'c =100 Kg/cm2 EN :PLANTILLA e=5 cm0.6m3CONCRETO f'c = 250 Kg/cm2 EN :MURO DE RESPALDO3.7m3CARGADERO7.8m3BANCOS Y TOPES0.4m3TOTAL:11.9m3ACERO DE REFUERZO fy = 4200 Kg/cm2 EN:MURO DE RESPALDO418kgCARGADERO540kgBANCOS Y TOPES93kgTOTAL1051kgAPOYOS DE NEOPRENO DUREZA SHORE-60NEOPRENOS DE 25x35x5.7 (en bancos)24.9dm3NEOPRENOS DE 20x40x1.3 (en topes)2.1dm3ACERO ESTRUCTURAL A-36 EN :APOYOS DE NEOPRENO39Kg

Varillas123456789Varillas No.RadioPeso NominalParte recta curva (90)Desarrollo de la curva(90)Desarrollo de la curva(180)Desarrollo de la curva(135)Area cm2Diametro3c3.50.56125.51180.719.524c4.51.0016714111.2712.705c61.57209.519141.9815.876c72.2524112216.52.8519.058c94.00321428215.0725.4010c156.254023.547357.9231.7512c219.004633665011.438.10

CABALLETE 1LOC.VARS.DIAM.CANTIDADL. T.CROQUISabcPESO (kg)LONG.1234567radiopesoDes. Curva(90)Des. Curva (180)Des. Recta (90)Desarrollo de la curva(135)LOCALIZACION3c17.55.512003c3.50.565.5111283c17.55.512004c4.51.0071416113c17.55.512005c61.579.51920143c17.55.512006c72.2511222416.58c94.00142832213c0--0010c156.2523.54740353c0--0012c219.00336646503c0--003c0--00

3c27.5105.512003c27.5105.512003c27.5105.512003c27.5105.51200

3c355.512003c355.512003c355.512003c355.51200

3c20M= 65M= 305.51271300m= 53m= 18i= 1i= 1

3c2M= 48M= 305.512195m= 36m= 18i= 12i= 12

3c6605.512003c6605.512003c6605.512003c6605.512003c6605.51200





3c30--003c30--003c30--003c30--0LOC.VARS.DIAM.CANTIDADL. T.CROQUISabcPESO (kg)LONG.LOSA DE ACCESOA3c38219221515.515467.0083296A13c4219221515.51550.008768A25c2164233749.5151435.0091368A33c10910575.5196411445A43c124183775.51529.0050162045.09

MURO DE RESPALDOB 3C18224922085.515227.0040482B14C300M= 283M= 23971581381300m= 259m= 215i= 0.16i= 0.16B 23C2197919385.51523.003958B33c222201110--25.004440

MENSULAC3C221582158--244316C15C109108.5459.55418611826.5C24C109946015510210246C38C734040--1172920405

CABEZALD6c222273220111251126.0050006D13c224299875.536375669761501.07

ALEROSE4c23M= 261M= 209719393910m= 79m= 27i= 17.33i= 17.3E13c11M= 315M= 315--111897.5m= 30m= 30i= 63.3i= 63.3E23c2315315--4.0063053.7260E33c4372372--9.00148823.6260E43c11M= 315M= 315--111897.5m= 30m= 30i= 63.3i= 63.3E54c23M= 273M= 221719404048m= 79m= 27i= 18.48i= 18.5E63c2315315--4.00630E73c4378378--9.001512

BANCOS DE APOYOF3c48M= 159325.5M= 58.00437632m= 111m= 34i= 4.36i= 2.18F13c48M= 154275.5M= 58.00417392m= 106m= 34i= 4.36i= 2.18F23c36175335.528356300119

COLUMNASG8c1128116831450363490832G14C430460.882369206660611271219121843.5294768274853

ZAPATAH8c321972186814382525.0063104H18c18639228814382917.0072912H28c221971186714381735.0043362H38c12639228814381976.0049392H48c123942901438190.0047289343.00

DIAFRAGMAI3c14226122105.520178.0031654J3c122471965.52017.002964J13c82522015.52012.002016J23c122562055.52018.003072J33c122612105.52018.003132J43c82652145.52012.002120J53c242702195.52037.006480J63c82682175.52013.002144J73c122652145.52018.003180J83c122632125.52018.003156J93c82602095.52012.002080J103c122572065.52018.003084371.00TOTAL:19877KGRESUMEN DE MATERIALES:ERROR:#REF!

CONCRETO f'c =100 Kg/cm2 EN :18232PLANTILLA e=5 cm3.2m3

CONCRETO f'c = 250 Kg/cm2 EN :CABEZAL17.8m3MURO DE RESPALDO, MENSULA Y ALEROS14.8m3LOSA DE ACCESO26.7m3BANCOS0.4m3COLUMNA f = 1.20 m.27.4m3DIAFRAGMA11.7m3ZAPATA45.6m3TOTAL:144.3m3

ACERO DE REFUERZO fy = 4200 Kg/cm2 EN:CABEZAL1501kgMURO DE RESPALDO, MENSULA Y ALEROS1644kgLOSA DE ACCESO2045kgBANCOS119kgCOLUMNA f = 1.20 m.4853kgDIAFRAGMA371kgZAPATA9343kgTOTAL:19877kg

CARTON ASFALTADO15.2m2

PILA EJE 2LOC.VARS.DIAM.CANTIDADL. T.CROQUISabcPESO (kg)LONG.1234567radiopesoDes. Curva(90)Des. Curva (180)Des. Recta (90)Desarrollo de la curva(135)LOCALIZACION3c17.55.512003c3.50.565.5111283c17.55.512004c4.51.0071416113c17.55.512005c61.579.51920143c17.55.512006c72.2511222416.58c94.00142832213c0--0010c156.2523.54740353c0--0012c219.00336646503c0--003c0--00

3c27.5105.512003c27.5105.512003c27.5105.512003c27.5105.51200

3c355.512003c355.512003c355.512003c355.51200

3c20M= 65M= 305.51271300m= 53m= 18i= 1i= 1

3c2M= 48M= 305.512195m= 36m= 18i= 12i= 12

3c6605.512003c6605.512003c6605.512003c6605.512003c6605.51200





3c30--003c30--003c30--003c30--0LOC.VARS.DIAM.CANTIDADL. T.CROQUISabcPESO (kg)LONG.CABEZALA8c202285219714301828.0045700A13c2227922085.53026.004558B3c112301875.53718933712B13c2303885.53736062046.18

DIAFRAGMAC3c122451945.52017.002940C13c82501995.52012.002000C23c122542035.52018.003048C33c122592085.52018.003108C43c82632125.52012.002104C53c242692185.52037.006456C63c82662155.52012.002128C73c122632125.52018.003156C83c122612105.52018.003132C93c82582075.52012.002064C103c122552045.52018.003060D3c14226122105.520178.0031654370.00

BANCOS DE APOYOE3c48M= 159325.5M= 58.00437632m= 111m= 34i= 4.36i= 2.18E13c48M= 154275.5M= 58.00417392m= 106m= 34i= 4.36i= 2.18F3c36175335.528356300119

COLUMNASG8c1048136851450338384552H4C429907.962062174859511271197119631.8482486994580

ZAPATAI8c552172206814384779.00119460J6c552170207211382686.00119350K8c20362251814385051.00126266K18c10M= 584M= 48014382345840m= 259m= 155i= 81.25i= 81.25K28c46265221438101.002504L6c20362052211382832.00125860L16c10M= 582M= 48411381315820m= 257m= 159i= 81.25i= 81.25L26c4624526113857.00249615870.55TOTAL:22986KGRESUMEN DE MATERIALES:22986


CONCRETO f'c = 250 Kg/cm2 EN :CABEZAL11.1m3BANCOS0.4m3COLUMNA f = 1.20 m.27.3m3DIAFRAGMA11.7m3ZAPATA86.6m3TOTAL:137.1m3

ACERO DE REFUERZO fy = 4200 Kg/cm2 EN:CABEZAL2046kgBANCOS119kgCOLUMNA f = 1.20 m.4580kgDIAFRAGMA370kgZAPATA15871kgTOTAL:22986kg

PILA EJE 3LOC.VARS.DIAM.CANTIDADL. T.CROQUISabcPESO (kg)LONG.1234567radiopesoDes. Curva(90)Des. Curva (180)Des. Recta (90)Desarrollo de la curva(135)LOCALIZACION3c17.55.512003c3.50.565.5111283c17.55.512004c4.51.0071416113c17.55.512005c61.579.51920143c17.55.512006c72.2511222416.58c94.00142832213c0--0010c156.2523.54740353c0--0012c219.00336646503c0--003c0--00

3c27.5105.512003c27.5105.512003c27.5105.512003c27.5105.51200

3c355.512003c355.512003c355.512003c355.51200

3c20M= 65M= 305.51271300m= 53m= 18i= 1i= 1

3c2M= 48M= 305.512195m= 36m= 18i= 12i= 12

3c6605.512003c6605.512003c6605.512003c6605.512003c6605.51200





3c30--003c30--003c30--003c30--0LOC.VARS.DIAM.CANTIDADL. T.CROQUISabcPESO (kg)LONG.CABEZALA8c202285219714301828.0045700A13c2227922085.53026.004558B3c112301875.53718933712B13c2303885.53736062046.18

DIAFRAGMAC3c122451945.52017.002940C13c82501995.52012.002000C23c122542035.52018.003048C33c122592085.52018.003108C43c82632125.52012.002104C53c242692185.52037.006456C63c82662155.52012.002128C73c122632125.52018.003156C83c122612105.52018.003132C93c82582075.52012.002064C103c122552045.52018.003060D3c14226122105.520178.0031654370.00

BANCOS DE APOYOE3c48M= 159325.5M= 58.00437632m= 111m= 34i= 4.36i= 2.18E13c48M= 154275.5M= 58.00417392m= 106m= 34i= 4.36i= 2.18F3c36175335.528356300119

COLUMNASG8c1047366081450306276544H4C426037.519912952251811271042104150.0796518094104

ZAPATAI8c552172206814384779.00119460J6c552170207211382686.00119350K8c20362251814385051.00126266K18c10M= 584M= 48014382345840m= 259m= 155i= 81.25i= 81.25K28c46265221438101.002504L6c20362052211382832.00125860L16c10M= 582M= 48411381315820m= 257m= 159i= 81.25i= 81.25L26c4624526113857.00249615870.55TOTAL:22510KGRESUMEN DE MATERIALES:22510


CONCRETO f'c = 250 Kg/cm2 EN :CABEZAL11.1m3BANCOS0.4m3COLUMNA f = 1.20 m.23.8m3DIAFRAGMA11.7m3ZAPATA86.6m3TOTAL:133.6m3

ACERO DE REFUERZO fy = 4200 Kg/cm2 EN:CABEZAL2046kgBANCOS119kgCOLUMNA f = 1.20 m.4104kgDIAFRAGMA370kgZAPATA15871kgTOTAL:22510kg

CABALLETE 4LOC.VARS.DIAM.CANTIDADL. T.CROQUISabcPESO (kg)LONG.1234567radiopesoDes. Curva(90)Des. Curva (180)Des. Recta (90)Desarrollo de la curva(135)LOCALIZACION3c17.55.512003c3.50.565.5111283c17.55.512004c4.51.0071416113c17.55.512005c61.579.51920143c17.55.512006c72.2511222416.58c94.00142832213c0--0010c156.2523.54740353c0--0012c219.00336646503c0--003c0--00

3c27.5105.512003c27.5105.512003c27.5105.512003c27.5105.51200

3c355.512003c355.512003c355.512003c355.51200

3c20M= 65M= 305.51271300m= 53m= 18i= 1i= 1

3c2M= 48M= 305.512195m= 36m= 18i= 12i= 12

3c6605.512003c6605.512003c6605.512003c6605.512003c6605.51200





3c30--003c30--003c30--003c30--0LOC.VARS.DIAM.CANTIDADL. T.CROQUISabcPESO (kg)LONG.LOSA DE ACCESOA3c38219221515.515467.0083296A13c4219221515.51550.008768A25c2164233749.5151435.0091368A33c10910575.5196411445A43c124183775.51529.0050162045.09

MURO DE RESPALDOB 3C18224922085.515227.0040482B14C300M= 283M= 23971581381300m= 259m= 215i= 0.16i= 0.16B 23C2197919385.51523.0039581063.00B33c222201110--25.004440

MENSULAC3C221582158--244316C15C109108.5459.55418611826.5C24C109946015510210246C38C734040--1172920

CABEZALD6c222273220111251126.0050006D13c224299875.536375669761501.07

ALEROSE4c23M= 261M= 209719393910m= 79m= 27i= 17.33i= 17.3E13c11M= 315M= 315--111897.5m= 30m= 30i= 63.3i= 63.3E23c2315315--4.00630E33c4372372--9.001488E43c11M= 315M= 315--111897.5m= 30m= 30i= 63.3i= 63.3E54c23M= 273M= 221719404048m= 79m= 27i= 18.48i= 18.5E63c2315315--4.00630E73c4378378--9.001512

BANCOS DE APOYOF3c48M= 159325.5M= 58.00437632m= 111m= 34i= 4.36i= 2.18F13c48M= 154275.5M= 58.00417392m= 106m= 34i= 4.36i= 2.18F23c36175335.528356300119

COLUMNASG8c1127125841450319079744G14C425484.599605920450711271020101938.3984236824210

ZAPATAH8c321972186814382525.0063104H18c18639228814382917.0072912H28c221971186714381735.0043362H38c12639228814381976.0049392H48c123942901438190.0047289343.00

DIAFRAGMAI3c14226122105.520178.0031654J3c122471965.52017.002964J13c82522015.52012.002016J23c122562055.52018.003072J33c122612105.52018.003132J43c82652145.52012.002120J53c242702195.52037.006480J63c82682175.52013.002144J73c122652145.52018.003180J83c122632125.52018.003156J93c82602095.52012.002080J103c122572065.52018.003084371.00TOTAL:19234KGRESUMEN DE MATERIALES:ERROR:#REF!


CONCRETO f'c = 250 Kg/cm2 EN :CABEZAL17.8m3MURO DE RESPALDO, MENSULA Y ALEROS14.8m3LOSA DE ACCESO26.7m3BANCOS0.4m3COLUMNA f = 1.20 m.22.9m3DIAFRAGMA11.7m3ZAPATA45.6m3TOTAL:139.9m3

ACERO DE REFUERZO fy = 4200 Kg/cm2 EN:CABEZAL1501kgMURO DE RESPALDO, MENSULA Y ALEROS1644kgLOSA DE ACCESO2045kgBANCOS119kgCOLUMNA f = 1.20 m.4210kgDIAFRAGMA371kgZAPATA9343kgTOTAL:19234kg

CARTON ASFALTADO15.2m2

RES MATRESUMEN DE MATERIALESCONCEPTOCANTIDADUNIDADI.- ACCESOS:LAMINA DE ACERO GALVANIZADO CON POSTES Y GUARNICIN160.0mlII.- SUPERESTRUCTURA:GUARNICIN Y PARAPETO:111.2mlCONCRETO f'c= 250 kg/cm2 en:LOSAS187.2m3DIAFRAGMAS46.6m3CONCRETO DE f'c =400 kg/cm2 en:TRABES PRESFORZADAS564.0m3ACERO DE REFUERZO fy=4200 kg/cm2 en:LOSAS48646kgTRABES PRESFORZADAS109092kgDIAFRAGMAS1482kgACERO DE PRESFUERZO frg=189.2 kg/cm2 en:TRABES PRESFORZADAS13068kgACERO ESTRUCTURAL A-36 fy=2530 kg/cm2 en:DIAFRAGMAS1492kgTORNILLOS A 325 CON ROSCA ESTANDAR Y TUERCA f = 5/8"176pzasPERNO CON ROSCA ESTANDAR Y TUERCA f = 3/4" x 20 cm96pzasJUNTA DE CALZADA TIPO FREY MEX-T-50 SIMILAR 88.9mlDRENES DE PVC f = 3" (L=0.35 m.)38.0pzasDUCTOS DE PVC f = 3/4" (L=0.70 m.)48.0pzasDUCTOS DE PVC f = 1/2" (L=0.70 m.)1920.0pzasCARPETA ASFLTICA e = 4 cm47.5m3

APOYOS DE NEOPRENO DUREZA SHORE-60NEOPRENOS DE 30x40x5.7 (en recortes de trabes portantes)164.2dm36.84

ACERO ESTRUCTURAL A-36 EN :APOYOS DE NEOPRENO264Kg11

III.- SUBESTRUCTURA:CONCRETO f'c =100 Kg/cm2 EN :PLANTILLA e=5 cm18.1m3

CONCRETO f'c = 250 Kg/cm2 EN :CABEZALES57.8m3MUROS DE RESPALDO, MENSULAS Y ALEROS29.6m3LOSAS DE ACCESO53.4m3BANCOS1.7m3COLUMNAS f = 1.20 m.101.4m3ZAPATAS264.5m3TOTAL:508.3m3

ACERO DE REFUERZO fy = 4200 Kg/cm2 EN:CABEZALES7094kgMUROS DE RESPALDO, MENSULAS Y ALEROS3288kgLOSAS DE ACCESO4090kgBANCOS478kgCOLUMNAS f = 1.20 m.17747kgZAPATAS50427kgTOTAL:83124kgCARTON ASFALTADO 30m2

cuantificacion canal 5

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