Temporary Retenining Wall In The Chanel Of A River DWG Detail for AutoCAD

CIVIL WORKS;CONSTRUCTION OF TEMPORARY RETEINING WALl FOR THE CHANEL OF A RIVER; WALLS IN CANTILEVER WITH ARMED DETAIL AND WALL FOR GRAVITY STONE

Drawing labels, details, and other text information extracted from the CAD file (Translated from Spanish):

lara, a r q u i t e s, solar, modifications, date, make, floor, subtitle, faculty of architecture, sheet no., design :, calculation :, drawing :, phase, project:, plane :, vo.bo. arq jorge gonzalez, interested, vo.bo. samuel d. vicente, advisor, plus, ultra, card:, advisor:, date:, University of San Carlos de Guatemala, supervised professional practice, location: section of wall a-a ‘, section of wall b-b’, surface drainage, works of art, direction of the flow, cause of the river, symbology, isometric of exit, thickness of the shoe, elevation of screen seen from behind, elevation of screen front view, projection, wall, location of the walls, armed against strong

Raw text data extracted from CAD file:

s s LARA & A R Q U I T E C T O S SOLARES MODIFICACIONES FECHA REALIZO PLANTA DE ESCALA: 1/ SUBTITULO 1.25 0.50 0.92 1.65 0.92 0.50 1.25 7.00 1.30 0.75 2.00 0.75 0.50 2.00 3.40 0.82 0.75 0.75 0.67 0.80 0.90 1.00 2.70 0.50 1.00 0.42 3.2 3.2 0.07 0.45 0.08 0.4 2 2.4 2.4 2.4 4.20 Facultad de Arquitectura HOJA No. Diseño: Cálculo: Dibujo: FASE Proyecto : Plano de: Vo.Bo. ARQ. JORGE GONZALEZ INTERESADO Vo.Bo. SAMUEL D. VICENTE No. CARNÉ: 2005 11539 ASESOR PLUS ULTRA C A R O L I N A A C A D E M I A C O A C T E M A L E N S I S I N T E R C A E T E R A S O R B I S C O N S P I C U A Carnet: Asesor: Fecha: U A E I Universidad de San Carlos de Guatemala MARZO / 2011 Ejercicio Profecional Supervisado EPS 2011-1 Región No.8 UBICACION: 0.30 2.00 0.67 0.75 0.75 0.82 0.30 1.00 1.00 0.80 0.90 1.00 2.70 4.20 0.10 0.10 0.70 3.00 0.40 4.20 0.50 0.70 3.00 6.80 0.10 0.10 7.00 0.80 3.90 90° 2.30 0.10 0.10 2.50 0.075 0.075 0.50 4.05 0.30 86 0.50 3.575 4.20 0.125 0.80 0.90 1.00 2.70 6.80 0.10 0.10 7.00 0.35 0.075 0.075 0.50 6.85 0.075 0.075 7.00 0.125 0.125 7.00 0.125 0.125 7.00 0.50 3.575 0.125 4.20 3.02 0.08 0.55 0.08 3.02 3.02 0.08 0.55 0.08 3.02 0.40 4.20 0.50 0.70 3.00 0.80 0.90 1.00 2.70 1.45 3.50 0.30 1.45 0.30 15° 0.50 0.50 PLUS ULTRA C A R O L I N A A C A D E M I A C O A C T E M A L E N S I S I N T E R C A E T E R A S O R B I S C O N S P I C U A 1.25 0.50 0.92 1.65 0.92 0.50 1.25 7.00 1.30 0.75 2.00 0.75 0.50 2.00 3.40 0.82 0.75 0.75 0.67 0.80 0.90 1.00 2.70 0.50 1.00 4.20 0.80 0.90 1.00 2.70 4.20 0.10 0.70 3.00 1.45 3.50 0.30 1.45 15° 1.254430822818676 1.254430822818676 0.4951271446950614 0.4951271446950614 0.924944465005467 0.924944465005467 1.650111069989464 1.650111069989464 0.924944465011265 0.924944465011265 0.4951271446893202 0.4951271446893202 1.25 1.25 5 5 \W3.33252; 9 TUBOS PVC Ø 6″ \W7.52967; 9 TUBOS PVC Ø 6″ \W6.90950; 3 TUBOS PVC Ø 4″ \W9.91476; 3 TUBOS PVC Ø 4″ \W6.88760; ZAPATA DE MURO \W9.90745; ZAPATA DE MURO 5 1.303700908475435 0.7510285493060564 0.7510285493060564 2.00 2.00 5 5 0.5 0.5 SECCION DE MURO A-A’ SECCION DE MURO A-A’ ESC 1:50 ESC 1:50 1.999999999999886 1.999999999999886 3.39999999999992 3.39999999999992 0.8209032286156344 0.8209032286156344 0.7453907242392575 0.7453907242392575 0.7453907242393711 0.7453907242393711 0.6698782198629942 0.6698782198629942 5 5 5 5 5 5 5 5 0.4970973669933301 0.4970973669933301 1.0 1.0 PEND 2% PEND 2% PEND 2% PEND 2% 5 4.199999999999989 5 5 5 5 5 5 5 5 4.199999999999989 4.199999999999989 SECCION DE MURO B-B’ SECCION DE MURO B-B’ ESC 1:50 ESC 1:50 PEND: 2% PEND: 2% PVC d 6″ PVC d 6″ PVC d 6″ PVC d 6″ PVC d 6″ PVC d 6″ 5 5 5 5 5 5 A A A’ A’ B’ B’ B B PEND: 2% PEND: 2% 1.450000000000045 1.450000000000045 5 5 0.3000000000000114 0.3000000000000114 1.449999999999989 1.449999999999989 5 5 NOTA: se usará Acero estructural grado 40 equivalente a una resistencia f’y de 2810 kg/cm2 para los distintos diámetros. El concreto a utilizar sera de 3,000 Psi equivalente a 210 Kg/cm2. y brindara un recubrimiento minimo al acero de 75mm. como lo indica el Reglamento ACI-318S-05. 0 100 200 500 300 1000 N \W8.03540; ALDEA \W3.92518; NACIMIENTO DE RIO \W7.36977; CASCO URBANO \W5.98063; DISIPADOR \W1.73446; UBICACION DE MUROS \W1.73446; DE CONTENCION DRENAJE SUPERFICIAL OBRAS DE ARTE DIRECCION DEL CAUDAL CAUSE DEL RIO SIMBOLOGIA ISOMETRICO DE SALIDA ESC 1:50 0 100 200 500 300 1000 0.2999999999999545 2.00 0.6660842771504463 0.7468611860214196 5 0.8210793387036119 5 5 5 5 0.4009092700721339 5 5 5 5 5 0.10 0.10 5 0.7999999999999545 3.9025251255066 5 LONGITUD DE GANCHO VARILLA No. 8 5 0.1000627550703257 5 5 0.075 0.075 \W0.85221; BASE INFERIOR \W0.85221; DE LA PANTALLA 0.5017613727450225 ESPESOR DE LA ZAPATA 4.05 0.30 LONGITUD DE GANCHO VARILLA No. 3 86 0.4988736111847629 5 4.200000000000045 0.125 5 5 5 5 PLANTA Y SECCION DE ZAPATA (CAMA SUPERIOR) ESC 1/20 PLANTA Y SECCION DE ZAPATA (CAMA INFERIOR) ESCALA 1:20 ESCALA 1:20 ELEVACION DE PANTALLA VISTA DESDE ATRAS ESCALA 1:20 ELEVACION DE PANTALLA VISTA FRONTAL NOTA: se usará Acero estructural grado 40 equivalente a una resistencia f’y de 2810 kg/cm2 para los distintos diámetros. El concreto a utilizar sera de 3,000 Psi equivalente a 210 Kg/cm2. y brindara un recubrimiento minimo al acero de 75mm. como lo indica el Reglamento ACI-318S-05. 5 0.10 0.10 5 0.3493111918013483 0.075 0.075 0.4991773697691997 6.85013150785835 0.075 0.075 5 0.125 5 5 0.125 5 7.0 0.4988736111847629 5 5 4.200000000000045 3.023910381992891 5 0.5498889300107521 0.0750555349946467 3.024772513391213 3.023910381992891 5 0.5498889300107521 0.0750555349946467 3.024772513391213 0.4009092700721339 5 5 5 5 5 5 5 5 Esl. Hierro No. 4 @ 0.15 PROYECCION 3 Hierro No. 8 Esl. Hierro No. 4 @ 0.20 3 Hierros No. 8 MURO 4 hierros No. 5 5 Hierro No. 8 0.2999999999999545 5 5 UBICACION DE LOS MUROS ESC 1:50 ESCALA 1:20 ARMADO DE CONTRA FUERTE