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Puente en Obrajes, Bolivia Diseño 1
Universidad Duke
Edmund Finley Trisha Lowe Nick Menchel Anna Sleeter
TABLA DE CONTENIDOS
I. INTRODUCCIÓN
II. COMUNICADO DE PROBLEMA
III. CONDICIONES EXISTENTE
IV. EVALUACIÓN DE OPCIONES
V. CALCULACIONES DE DISEÑO a. BLOQUES b. VIGAS c. MUROS DE CONTENCIÓN d. PILARES e. FLUJO DE AGUA f. OTRAS CONSIDERACIONES
VI. DIBUJOS DEL DISEÑO
VII. CONSTRUCCIÓN
VIII. OPERACIÓN y MANTENIMIENTO
IX. LISTA DE MATERIALES y PRESUPUESTOS DE COSTOS
X. DISEÑOS PARA ENCOFRADOS
APPENDICES
A. PRESENTATIONS
a. CONCEPTUAL DESIGN
b. 30% DESIGN
c. 60% DESIGN
B. RAILROAD BRIDGE
C. LITERATURE REVIEW
INTRODUCCIÓN
Dr. Christine Beaule, una arqueóloga actualmente enseña a la universidad de Hawaii a Manoa, ha llevado a cabo en Bolivia por más o menos diez años. Basado en algunas comentarios acerca de las dificultades las comunidades están sufriendo en el altiplano donde ella hubo trabajado, el capítulo estudiantil de la universidad de Duke de Ingenieros Sin Fronteras decidió a participar. Especificamente, los miembros de la comunidad encontran sufrimientos importantes durante la estación de lluvias cuando los ríos locales suben. En el mayo 2008, seis estudiantes y Dr. Beaule llevaron a cabo un viaje para evaluar el terreno en la zona Obrajes. En este viaje, los estudiantes inspeccionaron seis lugares posibles para cruzar y les entrevistaron a los miembros de la comunidad. Basado en la inspección de esta data, el lugar más apropriado, lo más cerca del pueblo de Obrajes, fue escogido. Para construir el puente a este lugar ayuda al transporte al la ciudad de Oruro. Durante el semester de la primavera de 2009, muchos grupos estudiantiles en el curso CE 142: Diseño de Ingeniería Sostenible diseñaron los pasos para el terreno. Basado en las contribuciones de prefectura de zona (el ministerio gobernal de ingeniero con una oficina en Oruro), un terreno ligeramente río abajo del terreno planeado fue escogido. Los diseños estudiantils fueron formulado por la dirección de Dr. David Schaad, el profesor que está enseñando CE 142, y también con las contribuciones de varios profesores de ingeniero cívil a la universidad de Duke. Basado en los diseños hechos para la clase, un diseño final será escogido y construido durante el verano 2009. Un grupo de estudiantes trabajarán con los miembros de la comunidad para completar la construcción.
COMUNICADO DE PROBLEMA
Durante la estación de lluvias, los ríos de Obrajes inundan y causan problemas en el transporte de cultivo, de las manadas, los estudiantes a escuela, y los pacientes que necesitan ayuda médica. Por consiguiente, un puente mejoraría la calidad de vida de la gente que viven en la zona. El puente debe ser construido con cuidado y con eficacia con la usa limitada de maquinaria, materiales limitadas, y trabajo no especializado, y también a seguir de cerca un horario rígido. Además, lo que es sostenible debe ser considerado a fin de que los ciudadanos de zona puedan mantener el puente fácilmente sin ayuda exterior.
CONDICIONES EXISTENTES
Actualmente, el cruce más cerca está ocho millas de Obrajes. Esto es muy inconveniente y no es adecuado para las necesidades de las comunidaes.
Figura 1: Cruce cerca de Obrajes durante la temporada seca
Figura 2: El río en Condor Chinoka
Este mapa muestra el área alrededor en el valle. El sitio propuesto para el puente está indicado por el círculo.
Figure 3: Mapa de Obrajes y área alrededor (Prefectura de Obrajes)
EVALUACIÓN DE OPCIONES
FASE DE DISEÑO CONCEPTUAL Alcantarillas Calzada endurecida Zanja
Costo (2) 2 2 1
Materiales (3) 1 1 1
Herramientos (3) 1 1 1
Disponibilidad de Materiales (1)
2 1 1
Viabilidad (2) 2 3 1
Capacidad de Flujo (1) 1 3 2
Tiempo (3) 2 2 1
Mantenimiento (1) 1 2 3
Vida útil (1) 1 3 2
Modas de Fallar (1) 1 3 2
Pericia (2) 3 2 1
Adaptabilidad (3) 2 1 1
Total 38 41 29
Después de hacer investigación, intialmente decidimos en tres categorías de diseños posibles. Incluyen diseño de alcantarillas, diseño de calzada endurecida, y diseño de zanja. Determinamos doce criterio de los diseños, y los pesa entre 1‐3 desde lo más importante hasta lo menos importante. Cada diseño fue anotado según estos criterios. Los pesos y anotados fue multiplicados y añadidos. El diseño zanja fue el mejor, pero este diseño todavía requiere otra métoda de cruzar. Por eso, escogimos el diseño alcantarillado. El cruce sería excavado un poco como una zanja, y alcantarillas pondría a través del arco. FASE 30% DE DISEÑO, FASE 60% DE DISEÑO, y FASE 90% DISEÑO Después de hacer las calculaciones de fuerza y flujo, nos damos cuenta que alcantarillas solamente no pueden proveer flujo adecuado. Entonces, nuestro diseño cambió para incluir arcos apoyados con pilares en el centro con alcantarillas a los lados. Vea a Apendice A para las presentaciones (conceptual, 30%, 60%).
CALCULACIONES DEL DISEÑO
A. DISEÑO DEL BLOQUE Para determinar carga viva para del bloque, estimamos usando las dimensiones y pesos de
una camión U‐Haul de 17 pies como el peor de los casos. Estimamos que 75% del peso de la camión acta sobre las llantas al fondo, por eso 37,5% acta sobre cada llanta. El caso peor de peso occuría cuando una de las llantas al fondo está centrada entre dos de las vigas de apoyo debajo del bloque. Nuestro diseño incluye cuatro de esas vigas debajo del bloque. Para diseñar el bloque, consideramos una sección de un pie y la tratamos como una viga. Los pesos sobre el puente incluye el peso immovil del peso del bloque, y el peso movil de la camion, y las reacciones de apoyo de las vigas. Porque este es un caso estaticamente indeterminado involucrando concreto, y requiere análisis de fallar, usamos una function de MATLAB se llama three_moment.m escrito por Dr. Henri Gavin, el W. H. Gardner Jr. professor asociado de ingenería civil y medio ambiente a Universidad Duke, y la usamos usando el programa runthreemomentSLAB.m. De este, obtenemos la fuerza cortante máximo (tensil) y mínimo (compresivo), momento de doblar, y deflección para la sección transversal, y gráficos de fuerza cortante, momento de doblar, y deflección para la sección transversal.
El bloque fue diseñado para asegurar que ningún refuerzo de fuerza cortante sea requisito, solo refuerzo longitudinal. Después de hacer las calculaciones usando los números del three_moment.m, determinamos las dimensiones del bloque. Después, introducimos el momento máximo en una hoja de cálculo diseñado por Dr. Joseph Nadeau, professor asociado del práctico de ingenería civil y medio ambiente a Universidad Duke, para determiner el refuerzo necesario longitudinal.
B. DISEÑO DE LAS VIGAS
El caso del peso que consideramos incluye el peso del bloque, el peso de las vigas, y el peso movil de las llantas al fondo que están exactamente al centro del arco entre pilares. Para determiner la fuerza cortante y momento, otra vez usamos la function three_moment.m. Los momentos máximos son introducidos en la hoja de cálculo de Dr. Nadeau para determiner las dimensiones y refuerzo de las vigas. Por favor note que originalmente, supusimos que las vigas sería 18 pulgadas de ancho y 24 pulgadas de profundidad, y que estes números fueron usados para el muro de contención y las calculaciones para los pilares. Hemos calculado dimensiones nuevas para las vigas de apoyo basadas por un cambio del diseño del bordillo, pero no cambiamos los diseños del muro de contención ni los diseños de los pilares.
C. MUROS DE CONTENCIÓN
Los pilares a los extremos de la calzada al lado de las alcantarillas necesitaron ser diseñados como muros de contención para asegurar que pudieran apoyar la carga de la tierra/gravalla y las alcantarillas. Una sección de una pie (≈ 0.3 metros) fue considerada. El diseño fue revisado para asegurar que la capacidad de la tierra que resistir la presión de la carga no fuera sobrepasado, que el muro no se trasladaría y que el muro no daría la vuelta. Luego el tallo, el talón, y el dedo de pie fueron revisados para determinar cual refuerzo cortante y acero flexural fueron requeridos. D. PILAR CENTRAL
El pilar en el centro fue diseñado tomando una sección de una pie (≈ 0.3 metros) y tratándola como una columna. Para los propósitos de constructabilidad, el muro necesitó tener un pie (≈ 0.3 metros) mas o menos de ancho. Con ese ancho, no refuerzo fue necesario. La base fue diseñado y revisado por momento de flexión y fuerza cortante para determinar el refuerzo necesario.
E. FLUJO HIDRÁULICO
En cada etapa de nuestro diseño, hicimos calculaciones del flujo para asegurar que había bastante espacio para el agua para no causar un efecto como lo de una presa detrás del puente. Una hoja de calculo fue diseñado utilizando las ecuaciones de Manning y Darcy‐Weisbach.
Otro factor que estamos considerando en nuestro diseño del flujo viene de las condiciones actuales en el sitio. Como se puede ver en el imagen de Google, tanto como en una foto del viaje de evaluación del sitio del año pasado, un puente de ferrocarril que ya existe está dificultando el flujo natural del río. Este puente pasa sobre el río después de que los dos riachuelos se juntan, mientras que nuestro puente solo pasará sobre uno de estos riachuelos. Así que hemos hecho suposiciones preliminares que con tal de que el area abierta de la sección transversal de nuestro puente es mas grande que lo del puente de ferrocarril existente, no vamos a limitar el flujo. Vamos a tener que reevaluar esta suposición al llegar al sitio y tener datos mas precisos. Consulta Apéndice A.
F. OTRAS CONSIDERACIONES
Los espacios entre las alcantarillas y la cantidad de tierra y gravalla puesta sobre las alcantarillas fue revisado usando las provisiónes del Código de la Associación Americano de Officiales Estatales de Carreteras y Transportación (AASHTO).
three_moment.m 4/30/2009
function [M,R,M_Diag,V_Diag,d_Diag,D_max] = three_moment(L,I,w,E)% [M,R,M_Diag,V_Diag,d_Diag,D_max] = three_moment(L,I,w,E)% solve the three-moment equations for a continuous beam of N spans.%% input:% L is a vector of length N containing the lengths of each span.% I is a vector of length N containing the moments of inertia of each span.% w is a vector of length N containing the uniform loads on each span.% E is a scalar constant for the modulus of elasticity.%% output:% M is a vector of lenght N+1 containing the moments at each support% R is a vector of lenght N+1 containing the reactions at each support% M_Diag is a vector of the moment diagram% V_Diag is a vector of the shear diagram% d_Diag is a vector of the displacement diagram% D_max is a vector of the max absolute displacement of each span%% This program assumes that none of the supports are moment resisting,% that there are no hinges in the beam, that all the spans are made of% the same material, and that each spans is prismatic.
% H.P. Gavin, Civil and Environmental Engineering, Duke University, 1/24/00
N = length(L); % number of spans
F = zeros(N-1,N-1); % initialize the matrix to be zero
for j=1:N-1 % create the flexibility matrix(8)-(10)if ( j > 1 )
F(j,j-1) = L(j) / I(j);end
F(j,j) = 2 * ( L(j) / I(j) + L(j+1) / I(j+1) );
if ( j < N-1 )F(j,j+1) = L(j+1) / I(j+1);
endend
for j=1:N-1 % create the right-hand-side vector(11)
d(j) = - w(j)*L(j)^3 / ( 4 * I(j) ) - w(j+1)*L(j+1)^3 / (4 * I(j+1) );end
m = inv(F) * d(:); % compute the internal moments (7)
for j=1:N-1 % compute the reactions (12)
r(j) = w(j)*L(j)/2 + w(j+1)*L(j+1)/2 - m(j)/L(j) - m(j)/L(j+1);
if ( j > 1 )r(j) = r(j) + m(j-1)/L(j);
end
if ( j < N-1 )r(j) = r(j) + m(j+1)/L(j+1);
endend
R = [ w(1)*L(1)/2 + m(1)/L(1) r(:)' w(N)*L(N)/2 + m(N-1)/L(N) ];
M = [ 0 m' 0 ]; % end moments are zero.
for j=1:N % compute the slopes (15)
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three_moment.m 4/30/2009
slope(j) = -( w(j)*L(j)^3 / 24 + ...M(j+1)*L(j) / 6 + M(j)*L(j) / 3 ) / (E*I(j));
end
if ( abs ( sum(R) - sum (w .* L) ) < 1e-9 )disp (' yes! ') % equilibrium check ... should be close tozero
end
% ---------- shear, moment, slope, and deflection data and plots -----------
for j=1:N % x-axis data for shear, moment, slope, and deflectiondiagramsx(:,j) = [ 0:L(j)/55:L(j) ]' ;
end
[row,col] = size(x);
for j=1:NVo = ( M(j) - M(j+1) ) / L(j) - w(j)*L(j)/2; % shear atleftV_Diag(:,j) = Vo + w(j)*x(:,j);M_Diag(:,j) = M(j) - Vo*x(:,j) - (1/2)*w(j)*x(:,j).^2 ;s_Diag(:,j) = cumtrapz( M_Diag(:,j) ) * x(2,j) / (E*I(j)) + slope(j) ;d_Diag(:,j) = cumtrapz( s_Diag(:,j) ) * x(2,j) ;
end
% ------------- print key results to screen --------------
fprintf('------------------------------------------------------------------\n');fprintf(' Moment ShearDeflection\n');fprintf(' Maximum %12.5e %12.5e %12.5e\n', ...
max(max(M_Diag)), max(max(-V_Diag)), max(max(d_Diag)) );fprintf(' Minimum %12.5e %12.5e %12.5e\n', ...
min(min(M_Diag)), min(min(-V_Diag)), min(min(d_Diag)) );
fprintf('------------------------------------------------------------------\n');
for j=1:N % x-axis data for shear and moment diagram plotsx(:,j) = x(:,j) + sum( L(1:j-1) ) ;
end
V_Diag(row+1,:) = zeros(1,col); % close the polygon for shaded plotsM_Diag(row+1,:) = zeros(1,col);V_Diag(row+2,:) = zeros(1,col);M_Diag(row+2,:) = zeros(1,col);x(row+1,:) = x(row,:);x(row+2,:) = x(1,:);
% Plotting
figure(1);subplot(4,1,1)% fill ( x , -V_Diag , -V_Diag ) % shaded plot% grid onplot ( x , -V_Diag, '-b' ) % line plotylabel('Internal Shear (lbf)')
subplot(4,1,2)% fill ( x , M_Diag , M_Diag ) % shaded plot% grid onplot ( x , M_Diag , '-b' ) % line plotylabel('Internal Moment (lbf.in)')
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three_moment.m 4/30/2009
subplot(4,1,3)plot ( x(1:row,:) , s_Diag , '-b' ) % line plot
% plot ( x(1:row,:) , s_Diag , '-b', 'LineWidth', 2 ) % line plot% grid onylabel('Slope')
subplot(4,1,4)% plot ( x(1:row,:) , d_Diag , '-b', 'LineWidth', 2 ) % line plot% grid onplot ( x(1:row,:) , d_Diag , '-b' ) % line plotxlabel('span (in)')ylabel('Deflection (in)')
D_max = max(abs(d_Diag))M_Diag = M_Diag(:);V_Diag = V_Diag(:);d_Diag = d_Diag(:);
% ------------------------------------------------------------- THREE_MOMENT
3
runthreemomentSLAB.m 4/30/2009
% Slab (s) Design (approximated as "beam")
% constantsg = 9.81 % m/s^2E = 29e9k = 2402.24 % mass/unit volume of concrete, kg/m^3m = .2032 % width of curb, mh = .4572 % height of curbL = 3.5; % total span of "beam" (dv slab) (m)Ls = [L/3 L/3 L/3]; % distance between supportsb = 1*0.3048; % "width" of "beam" cross section (m)d = .22; % "height" of "beam" cross section - DEPTH (m)I = (1/12).*b.*d.^3; % InertiaIs = [I I I]; % doesn't actually matter because it's the same for
% each span since constant cross section
F_c = m*h*b*k*g; % Force from the curbF_v = 23444.674; % Force from the vehicle tire (back)
% DEAD LOADSw = L*b*d; % calculation of self-weight of slab for "beam"
% ie (dv slab)ws = [w w w]; % distributed load for each span (between supports)Ps = [0]; % Vector containing point loads (none in dead case)xs = [0]; % positions of point loads
three_moment(Ls,Is,E,ws,Ps,xs)
% LIVE LOADSws = [0 0 0]; % no distributed live loadsPs = [F_c F_v F_v F_c]; % Vector containing point loadsxs = [0.1016 0.5833 2.7233 3.3984]; % positions of point loads
three_moment(Ls,Is,E,ws,Ps,xs)
1
Concrete COMPRESSIVE strength, fc' = 2500 psi (≥2,500 psi [ACI 5.1.1]) = 2.5 ksi R/C DENSITY = 150 lbs/ft3
YIELD stress of reinforcing steel, fy = 40000 psi (≤ 80,000 psi [ACI 9.4]) = 40 ksi MINIMUM Clear Cover = 1.5 in [ACI 7.7.1]yield strain, εy = 0.00138 MINIMUM vertical clear spacing = 1.0 in [ACI 7.6.2]
Young's modulus of steel, Es = 29000 ksi [ACI 8.5.2]Intensity of WSB = 0.85 fc' [ACI 10.2.7.1] MINIMUM max-strain in tensile steel, min εt = 0.004 [ACI 10.3.5]
β1 = 0.85 [ACI 10.2.7.3] CRUSHING strain of concrete, εcu = 0.003 [ACI 10.2.3]m = fy/0.85fc' = 18.8 Compression-controlled strain limit = 0.00138 = εy [ACI 10.3.3]
Tension-controlled strain limit = 0.005 [ACI 10.3.4]Compression-controlled φ = 0.65 [ACI 9.3.2.2]
Tension-controlled φ = 0.90 [ACI 9.3.2.1]
ASSUMED strength reduction factor, φ = 0.90 <<<<< 0.90
self-weight MD = 4 kip-ft <<<<< need to calculate <<<<< beam self wt = 108.3 lbs/ftMD = 0 kip-ft <<<<< Does not include beam self weightML = 4 kip-ft
Factored moment, Mu = 11.91664 kip-ft <<<<< Considers ONLY Dead & Live moments via 1.4D and 1.2D+1.6L [ACI 9.2.1]req'd Mn = Mu/φ = 13.2 kip-ft = 158.9 kip-in = 158889 lb-in
TARGETED reinforcement ratio, ρ = 0.0100 0.0050 = MINIMUM reinforcement ratio [ACI 10.5.1]0.0116 = DEFLECTIONS not likely an issue if below this limit0.0194 = MAXIMUM reinf ratio (corresponding to epsilon_t=0.004)0.0309 = BALANCED reinforcement ratio
Rn = … = 362.4 psireq'd bd2 = Mn/Rn = 438.5 in3
DESIRED d/b ratio = 1.50 0.57 = actual d/b
Beam WIDTH, b [in] = 12 5.8 = req'd b based on desired d/b ratio >>>>> 6.0Beam HEIGHT, h [in] = 9 7.9 = req'd h = req'd d + dims related to size & # of layers of bars
>>>>> CHANGING b and/or h ALTERS Mu b/c of NEW beam self weight >>>>> beam self wt = 108.3 lbs/ft
d = 6.8 in <<<<<dt = 6.8 in NOTE: d & dt calculated from h accounting for stirrup size and longitudinal bar size & # of layers.
req'd Rn = (req'd Mn)/bd2 = 362.4 psireq'd reinforcement ratio, ρ = … = 0.0045
req'd As = ρbd = 0.725 in2
shear STIRRUP bar SIZE = # dia = 0.000 in
# of LAYERS for longitudinal bars = 1TOTAL # of longitudinal BARS = 2 1.65 total req'd 0 = adjust # bars (do NOT use)
Longitudinal Bar SIZE = #6 dia = 0.75 in area = 0.440 in2 1 in = min HCS [ACI 7.6.1]>>>>> CHANGING stirrup size, # of layers, and/or longitudinal bar size ALTERS d >>>>>
TOTAL Selected Area of Steel, As = 0.880 in2
Reinforcement ratio, ρ = As/bd = 0.0108MINIMUM beam width, min b = 5.5 in <<<<< min required b for adequate horizontal clear cover (CC) and clear spacing (CS) [ACI 7.7.1 & 7.6.1]
Total cost = 20.28$ /ft <<<<< cost/ft: forms, rebar, and concrete
Longitudinal bar symmetry <<<<< Can bars be arranged symmetrically? If yellow, then user needs to assess.
INP
UT
BE
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in = req'd d based on selected b and targeted reinf ratio
STE
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Longitudinal bar vertical alignment <<<<< Can bars be arranged vertically, if required? If yellow, then user needs to assess.Minimum # of longitudinal bars <<<<< Is there at least the minumum # of bars?
Maximum longitudinal bar size (#11) <<<<< Is the bar size permitted?
x = 1.62 in <<<<< distance from compression face of beam to the N.A.εs = 0.00954 <<<<< average strain in tension steel >>>>> 6.9 = approx ductility (εs/εy)εt = 0.00954 <<<<< maximum strain in tension steel >>>>> 6.9 = approx ductility (εt/εy)
Strength Reduction Factor, φ = 0.90 [ACI 9.3.1]Nominal Strength, Mn = 18 kip-ft [ACI 10.2]
DESIGN STRENGTH, φMn = 16 kip-ft [ACI 9.3.1]
Over design: 35.1%>>>>> INSUFFICIENT Design Strength requires UPDATING assumed strength reduction factor >>>>>
Concrete COMPRESSIVE strength, fc' = 2500 psi Nominal Strength, Mn = 18 kip-ft Adequate Design Strength (φMn) [ACI 9.1.1]YIELD stress of reinforcing steel, fy = 40000 psi strength reduction factor, φ = 0.90 Meets minimum reinforcement ratio (ρmin) [ACI 10.5.1]
Meets minimum max-tensile steel strain (min εt) [ACI 10.3.5]b = 12 in DESIGN STRENGTH, φMn = 16 kip-fth = 9 in Mu = 11.9166391 kip-ft Adequate VERTICAL CC & CS [ACI 7.7.1 & 7.6.2]d = 6.8 in Overdesigned by 35.1% Adequate HORIZONTAL CC & CS [ACI 7.7.1 & 7.6.1]dt = 6.8 in Longitudinal bar symmetry *
approx ductility (εs/εy) = 6.9 Longitudinal bar vertical alignment [ACI 7.6.2]*# of Longitudinal BARS = 2 approx ductility (εt/εy) = 6.9 Minimum # of longitudinal bars
size of Longitudinal BARS = #6 Maximum longitudinal bar size (#11)# of Layers = 1
Total As = 0.880 in2
reinforcement ratio, ρ = 0.0045d/b = 0.57
size of STIRRUPS = #plywood FORM mat'l & labor = 14.49$ /ft
beam self weight = 108.3 lbs/ft Long. REBAR mat'l & labor = 2.10$ /ftclear cover (CC) = 1.5 in CONCRETE mat'l, labor & equip = 3.68$ /ft CC = clear cover
Total cost = 20.28$ /ft CS = clear spacing
fcp (psi) fy (psi) b h d dt As phi*Mn Mu d/b rho forms $ rebar $ concrete $ total $2500 40000 12 9 6.8 6.8 0.880 16 11.916639 0.57 0.0045 14.49$ 2.10$ 3.68$ 20.28$
(*) It is NOT guaranteed, unless filled-green, that symmetry and vertical alignment of longitudinal bars can be achieved given the # of bars and the # of layers of bars. If filled-yellow, user must validate these requirements.
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runthreemomentBEAM.m 4/30/2009
% Beam Design
% constantsg = 9.81 % m/s^2E = 29e9k = 2402.24 % mass/unit volume of concrete, kg/m^3 (=150 lbm/ft^3)m = .2032 % width of curb, m (=8 in)h = .4572 % height of curb, m (=18 in)L = 6.2033; % span of beam between piers (m) (=20.35 ft)Lb = [L]; % for only two piers, without middle pierb = 0.3048; % "width" of "beam" cross section (m), (=1 ft)d = .22; % "depth" of "slab" cross section (m), (approx 9 in)q = 0.3048; % width of beam and slab cross sections (m), (=1 ft)H = (20/12)*0.3048; % height of beam cross section (m), (=20 in)n = 1.167 % distance between midpoint of any two supports, mI = (1/12).*b.*H.^3; % InertiaIb = [I];
F_c = m*h*k*g; % Distributed force from the curbF_v = 23444.674; % Force from the vehicle tire (back), NF_t = 7814.891; % Force from vehicle tire (front), N
% Outer Beam Design (support beams)
% % Outer Beam DEAD LOADS% w = d*(n/2)*k*g; % Distributed load from slab% wb =[w+F_c]; % Total distributed load over beam, slab + curb%% Pb = [0] % No point loads in live case% xb = [0] % Position of the nonexistent point loads%% three_moment(Lb, Ib, E, wb, Pb, xb)
% % Outer Beam LIVE LOADS% wb = [0] % No live distributed load%% Pb = [F_v+F_t] % Point load acting at COM of vehicle% xb = [L/2]; % Worst case scenario, when max force is midspan%% three_moment(Lb, Ib, E, wb, Pb, xb)% %% Inner Beam Design (support beams)
% % Inner Beam DEAD LOADS% w = d*(n)*k*g; % Distributed load from slab% wb =[w+F_c]; % Total distributed load over beam, slab + curb%% Pb = [0] % No point loads in live case% xb = [0] % Position of the nonexistent point loads%% three_moment(Lb, Ib, E, wb, Pb, xb)
% Inner Beam LIVE LOADSwb = [0] % No live distributed load
Pb = [F_v+F_t] % Point load acting at COM of vehiclexb = [L/2]; % Worst case scenario, when max force is midspan
three_moment(Lb, Ib, E, wb, Pb, xb)
%
1
Concrete COMPRESSIVE strength, fc' = 2500 psi (≥2,500 psi [ACI 5.1.1]) = 2.5 ksi R/C DENSITY = 150 lbs/ft3
YIELD stress of reinforcing steel, fy = 40000 psi (≤ 80,000 psi [ACI 9.4]) = 40 ksi MINIMUM Clear Cover = 1.5 in [ACI 7.7.1]
yield strain, εy = 0.00138 MINIMUM vertical clear spacing = 1.0 in [ACI 7.6.2]
Young's modulus of steel, Es = 29000 ksi [ACI 8.5.2]
Intensity of WSB = 0.85 fc' [ACI 10.2.7.1] MINIMUM max-strain in tensile steel, min εt = 0.004 [ACI 10.3.5]
β1 = 0.85 [ACI 10.2.7.3] CRUSHING strain of concrete, εcu = 0.003 [ACI 10.2.3]
m = fy/0.85fc' = 18.8 Compression-controlled strain limit = 0.00138 = εy [ACI 10.3.3]Tension-controlled strain limit = 0.005 [ACI 10.3.4]
Compression-controlled φ = 0.65 [ACI 9.3.2.2]Tension-controlled φ = 0.90 [ACI 9.3.2.1]
ASSUMED strength reduction factor, φ = 0.90 <<<<< 0.90
self-weight MD = 10 kip-ft <<<<< need to calculate <<<<< beam self wt = 250.0 lbs/ft
MD = 19 kip-ft <<<<< Does not include beam self weight
ML = 36 kip-ft
Factored moment, Mu = 90.76675 kip-ft <<<<< Considers ONLY Dead & Live moments via 1.4D and 1.2D+1.6L [ACI 9.2.1]
req'd Mn = Mu/φ = 100.9 kip-ft = 1210.2 kip-in = 1210223 lb-in
TARGETED reinforcement ratio, ρ = 0.0100 0.0050 = MINIMUM reinforcement ratio [ACI 10.5.1]0.0116 = DEFLECTIONS not likely an issue if below this limit0.0194 = MAXIMUM reinf ratio (corresponding to epsilon_t=0.004)0.0309 = BALANCED reinforcement ratio
Rn = … = 362.4 psi
req'd bd2 = Mn/Rn = 3339.9 in3
DESIRED d/b ratio = 1.50 1.51 = actual d/b
Beam WIDTH, b [in] = 12 11.4 = req'd b based on desired d/b ratio >>>>> 16.7Beam HEIGHT, h [in] = 20 18.6 = req'd h = req'd d + dims related to size & # of layers of bars
>>>>> CHANGING b and/or h ALTERS Mu b/c of NEW beam self weight >>>>> beam self wt = 250.0 lbs/ft
d = 18.1 in <<<<<dt = 18.1 in NOTE: d & dt calculated from h accounting for stirrup size and longitudinal bar size & # of layers.
req'd Rn = (req'd Mn)/bd2 = 362.4 psireq'd reinforcement ratio, ρ = … = 0.0045
req'd As = ρbd = 2.002 in2
shear STIRRUP bar SIZE = # dia = 0.000 in
# of LAYERS for longitudinal bars = 1TOTAL # of longitudinal BARS = 5 4.55 total req'd 0 = adjust # bars (do NOT use)
Longitudinal Bar SIZE = #6 dia = 0.75 in area = 0.440 in2 1 in = min HCS [ACI 7.6.1]>>>>> CHANGING stirrup size, # of layers, and/or longitudinal bar size ALTERS d >>>>>
TOTAL Selected Area of Steel, As = 2.200 in2
Reinforcement ratio, ρ = As/bd = 0.0101MINIMUM beam width, min b = 10.75 in <<<<< min required b for adequate horizontal clear cover (CC) and clear spacing (CS) [ACI 7.7.1 & 7.6.1]
Total cost = 39.45$ /ft <<<<< cost/ft: forms, rebar, and concrete
Longitudinal bar symmetry <<<<< Can bars be arranged symmetrically? If yellow, then user needs to assess.Longitudinal bar vertical alignment <<<<< Can bars be arranged vertically, if required? If yellow, then user needs to assess.
Minimum # of longitudinal bars <<<<< Is there at least the minumum # of bars?Maximum longitudinal bar size (#11) <<<<< Is the bar size permitted?
INP
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in = req'd d based on selected b and targeted reinf ratio
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x = 4.06 in <<<<< distance from compression face of beam to the N.A.εs = 0.01039 <<<<< average strain in tension steel >>>>> 7.5 = approx ductility (εs/εy)
εt = 0.01039 <<<<< maximum strain in tension steel >>>>> 7.5 = approx ductility (εt/εy)Strength Reduction Factor, φ = 0.90 [ACI 9.3.1]
Nominal Strength, Mn = 120 kip-ft [ACI 10.2]
DESIGN STRENGTH, φMn = 108 kip-ft [ACI 9.3.1]
Over design: 19.2%>>>>> INSUFFICIENT Design Strength requires UPDATING assumed strength reduction factor >>>>>
Concrete COMPRESSIVE strength, fc' = 2500 psi Nominal Strength, Mn = 120 kip-ft Adequate Design Strength (φMn) [ACI 9.1.1]
YIELD stress of reinforcing steel, fy = 40000 psi strength reduction factor, φ = 0.90 Meets minimum reinforcement ratio (ρmin) [ACI 10.5.1]
Meets minimum max-tensile steel strain (min εt) [ACI 10.3.5]
b = 12 in DESIGN STRENGTH, φMn = 108 kip-ft
h = 20 in Mu = 90.76675 kip-ft Adequate VERTICAL CC & CS [ACI 7.7.1 & 7.6.2]d = 18.1 in Overdesigned by 19.2% Adequate HORIZONTAL CC & CS [ACI 7.7.1 & 7.6.1]dt = 18.1 in Longitudinal bar symmetry *
approx ductility (εs/εy) = 7.5 Longitudinal bar vertical alignment [ACI 7.6.2]*
# of Longitudinal BARS = 5 approx ductility (εt/εy) = 7.5 Minimum # of longitudinal barssize of Longitudinal BARS = #6 Maximum longitudinal bar size (#11)
# of Layers = 1
Total As = 2.200 in2
reinforcement ratio, ρ = 0.0045d/b = 1.51
size of STIRRUPS = #plywood FORM mat'l & labor = 25.70$ /ft
beam self weight = 250.0 lbs/ft Long. REBAR mat'l & labor = 5.26$ /ftclear cover (CC) = 1.5 in CONCRETE mat'l, labor & equip = 8.50$ /ft CC = clear cover
Total cost = 39.45$ /ft CS = clear spacing
fcp (psi) fy (psi) b h d dt As phi*Mn Mu d/b rho forms $ rebar $ concrete $ total $2500 40000 12 20 18.1 18.1 2.200 108 90.76675 1.51 0.0045 25.70$ 5.26$ 8.50$ 39.45$
(*) It is NOT guaranteed, unless filled-green, that symmetry and vertical alignment of longitudinal bars can be achieved given the # of bars and the # of layers of bars. If filled-yellow, user must validate these requirements.
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Concrete COMPRESSIVE strength, fc' = 2500 psi (≥2,500 psi [ACI 5.1.1]) = 2.5 ksi R/C DENSITY = 150 lbs/ft3
YIELD stress of reinforcing steel, fy = 40000 psi (≤ 80,000 psi [ACI 9.4]) = 40 ksi MINIMUM Clear Cover = 1.5 in [ACI 7.7.1]
yield strain, εy = 0.00138 MINIMUM vertical clear spacing = 1.0 in [ACI 7.6.2]
Young's modulus of steel, Es = 29000 ksi [ACI 8.5.2]
Intensity of WSB = 0.85 fc' [ACI 10.2.7.1] MINIMUM max-strain in tensile steel, min εt = 0.004 [ACI 10.3.5]
β1 = 0.85 [ACI 10.2.7.3] CRUSHING strain of concrete, εcu = 0.003 [ACI 10.2.3]
m = fy/0.85fc' = 18.8 Compression-controlled strain limit = 0.00138 = εy [ACI 10.3.3]Tension-controlled strain limit = 0.005 [ACI 10.3.4]
Compression-controlled φ = 0.65 [ACI 9.3.2.2]Tension-controlled φ = 0.90 [ACI 9.3.2.1]
ASSUMED strength reduction factor, φ = 0.90 <<<<< 0.90
self-weight MD = 10 kip-ft <<<<< need to calculate <<<<< beam self wt = 250.0 lbs/ft
MD = 29 kip-ft <<<<< Does not include beam self weight
ML = 36 kip-ft
Factored moment, Mu = 103.6428 kip-ft <<<<< Considers ONLY Dead & Live moments via 1.4D and 1.2D+1.6L [ACI 9.2.1]
req'd Mn = Mu/φ = 115.2 kip-ft = 1381.9 kip-in = 1381903 lb-in
TARGETED reinforcement ratio, ρ = 0.0100 0.0050 = MINIMUM reinforcement ratio [ACI 10.5.1]0.0116 = DEFLECTIONS not likely an issue if below this limit0.0194 = MAXIMUM reinf ratio (corresponding to epsilon_t=0.004)0.0309 = BALANCED reinforcement ratio
Rn = … = 362.4 psi
req'd bd2 = Mn/Rn = 3813.7 in3
DESIRED d/b ratio = 1.50 1.51 = actual d/b
Beam WIDTH, b [in] = 12 11.9 = req'd b based on desired d/b ratio >>>>> 17.8Beam HEIGHT, h [in] = 20 19.7 = req'd h = req'd d + dims related to size & # of layers of bars
>>>>> CHANGING b and/or h ALTERS Mu b/c of NEW beam self weight >>>>> beam self wt = 250.0 lbs/ft
d = 18.1 in <<<<<dt = 18.1 in NOTE: d & dt calculated from h accounting for stirrup size and longitudinal bar size & # of layers.
req'd Rn = (req'd Mn)/bd2 = 362.4 psireq'd reinforcement ratio, ρ = … = 0.0045
req'd As = ρbd = 2.139 in2
shear STIRRUP bar SIZE = # dia = 0.000 in
# of LAYERS for longitudinal bars = 1TOTAL # of longitudinal BARS = 5 4.86 total req'd 0 = adjust # bars (do NOT use)
Longitudinal Bar SIZE = #6 dia = 0.75 in area = 0.440 in2 1 in = min HCS [ACI 7.6.1]>>>>> CHANGING stirrup size, # of layers, and/or longitudinal bar size ALTERS d >>>>>
TOTAL Selected Area of Steel, As = 2.200 in2
Reinforcement ratio, ρ = As/bd = 0.0101MINIMUM beam width, min b = 10.75 in <<<<< min required b for adequate horizontal clear cover (CC) and clear spacing (CS) [ACI 7.7.1 & 7.6.1]
Total cost = 39.45$ /ft <<<<< cost/ft: forms, rebar, and concrete
Longitudinal bar symmetry <<<<< Can bars be arranged symmetrically? If yellow, then user needs to assess.Longitudinal bar vertical alignment <<<<< Can bars be arranged vertically, if required? If yellow, then user needs to assess.
Minimum # of longitudinal bars <<<<< Is there at least the minumum # of bars?Maximum longitudinal bar size (#11) <<<<< Is the bar size permitted?
INP
UT
BE
AM
SIZ
E
in = req'd d based on selected b and targeted reinf ratio
ST
EE
L
x = 4.06 in <<<<< distance from compression face of beam to the N.A.εs = 0.01039 <<<<< average strain in tension steel >>>>> 7.5 = approx ductility (εs/εy)
εt = 0.01039 <<<<< maximum strain in tension steel >>>>> 7.5 = approx ductility (εt/εy)Strength Reduction Factor, φ = 0.90 [ACI 9.3.1]
Nominal Strength, Mn = 120 kip-ft [ACI 10.2]
DESIGN STRENGTH, φMn = 108 kip-ft [ACI 9.3.1]
Over design: 4.4%>>>>> INSUFFICIENT Design Strength requires UPDATING assumed strength reduction factor >>>>>
Concrete COMPRESSIVE strength, fc' = 2500 psi Nominal Strength, Mn = 120 kip-ft Adequate Design Strength (φMn) [ACI 9.1.1]
YIELD stress of reinforcing steel, fy = 40000 psi strength reduction factor, φ = 0.90 Meets minimum reinforcement ratio (ρmin) [ACI 10.5.1]
Meets minimum max-tensile steel strain (min εt) [ACI 10.3.5]
b = 12 in DESIGN STRENGTH, φMn = 108 kip-ft
h = 20 in Mu = 103.64275 kip-ft Adequate VERTICAL CC & CS [ACI 7.7.1 & 7.6.2]d = 18.1 in Overdesigned by 4.4% Adequate HORIZONTAL CC & CS [ACI 7.7.1 & 7.6.1]dt = 18.1 in Longitudinal bar symmetry *
approx ductility (εs/εy) = 7.5 Longitudinal bar vertical alignment [ACI 7.6.2]*
# of Longitudinal BARS = 5 approx ductility (εt/εy) = 7.5 Minimum # of longitudinal barssize of Longitudinal BARS = #6 Maximum longitudinal bar size (#11)
# of Layers = 1
Total As = 2.200 in2
reinforcement ratio, ρ = 0.0045d/b = 1.51
size of STIRRUPS = #plywood FORM mat'l & labor = 25.70$ /ft
beam self weight = 250.0 lbs/ft Long. REBAR mat'l & labor = 5.26$ /ftclear cover (CC) = 1.5 in CONCRETE mat'l, labor & equip = 8.50$ /ft CC = clear cover
Total cost = 39.45$ /ft CS = clear spacing
fcp (psi) fy (psi) b h d dt As phi*Mn Mu d/b rho forms $ rebar $ concrete $ total $2500 40000 12 20 18.1 18.1 2.200 108 103.64275 1.51 0.0045 25.70$ 5.26$ 8.50$ 39.45$
(*) It is NOT guaranteed, unless filled-green, that symmetry and vertical alignment of longitudinal bars can be achieved given the # of bars and the # of layers of bars. If filled-yellow, user must validate these requirements.
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width of wall= 11.48 ft<---(We will analyze a 1 ft. section of the wall)
from river bed to top of wall= 8.2 ftsoil density= 125 pcf
depth of burying= 2.5 ftheight= 11.45 ft
stem thickness= 1.75 ftbase thickness= 0.75 ft
base= 7.083332 ft
stem= 10.7 ft <---Choose the height of the stem
heel= 3.666666 fttoe= 1.666666 ft
slab width= 11.48 ftslab thickness= 0.722 ft
slab length= 20.35 ftAs in slab= 10.1024 in^2
beam width= 1 ftbeam height= 1.67 ftbeam length= 20.35 ft# of beams= 4
As in beams= 2.2 in^2
slab density= 152.8863 pcfbeam density= 153.1196 pcf
Fd= 2.029723 kips<---Dead load (from slab and beams)
Fl= 0.914634 kips <---Live loadFs= 2.88365 kips <---Self-weight of the stemFh= 0.818125 kips <---Self-weight of the base
Fg= 4.904166 kips<---Weight of the soil above the heel
Fg2= 0.520833 kips <---Weight of soil above the toe
Check Bearing Capacity
P= 12.07113 kips<---Resultant force from the above loads
M= 1.139352 kip-ft<---Resultant moment from the above loads
A= 7.083332 ft^2 <---area of the bottom of the base
I= 29.61635 ft^4<---Moment of inertia of the area of the bottom of the base
sigma = P/A +M*x/I <---The pressure distribution along the base of the wall, where x=0 at the edge of the heel
Design of a Retaining Wall
sigma(end of base)= 1.976658 ksf
<---Maximum pressure; if it exceeds 2 ksf (the bearing capacity of the soil), modify the dimensions of the wall to lower it
Check Sliding
P2= 11.1565 kips<---The resultant force without a live load on the wall
phi= 33 degrees <---Estimated angle of reposemu= 0.649408 <---Coefficient of frictionFf= 7.245114 kips
pp= 1166.041 lbs/ft^2 <---Passive pressure of soilFp= 1603.307 lbs <---Passive force from the soil
pa= 421.9338 lbs/ft^2 <---Active pressure of soilFa= 2415.571 lbs <---Active force from the soil
resisting forces = 8.84842 kipsapplied forces= 2.415571 kips
resisting/applied= 3.663076<---This ratio must be equal to or greater than 1.5
Check Overturningstabilizing moment= 41.56657 kip-ft
overturning moment= 9.219429 kip-ft
stabilizing/overturning= 4.508584<---This ratio must be equal to or greater than 1.5
Check ShearStem Shear
fc'= 2500 psify= 40,000 psi
po= 1337.5 psf <---At-rest pressure of soilVu= 7155.625 lbsVc= 21600 lbs
phiVc= 16200 lbs<---phiVc needs to be greater than Vu
Heel ShearVu= 4.904166 kipsVc= 7.2 kips
phiVc= 5.4 kips<---phiVc needs to be greater than Vu
Toe Shearsigma(critical section)= 1.931776 ksf
Vu= 2.279919 kips
phiVc= 5.4 kips<---phiVc needs to be greater than Vu
Design Flexural SteelIn the Stem
pp= 4536.96 psf
x= 0
<---This is where the moment will be evaluated (x=0 at the bottom of the stem and is positive going up the stem)
M(x)= 86572.77 lb-ft
1.4M(x)= 121201.9 lb-ft
<---Factor the dead load moment by 1.4, according to LRFD design process
As= 2.2 in^2
<---Make an initial guess about the area of steel in order to calculate the location of the neutral axis.
N.A. is at x= 3.45098 in
<---x=0 at the side of the cross-section of the stem furthest from the reinforcing steel
As_calculated= 2.199122 in^2
<---Change the initial guess for the area of steel until this calculated result matches it closely
In the HeelM= 8.990969 kip-ft
1.4M= 12.58736 kip-ft
<---Factor the dead load moment by 1.4, according to LRFD design process
As= 0.681 in^2
<---Make an initial guess about the area of steel in order to calculate the location of the neutral axis.
N.A. is at x= 1.068235 in
<---x=0 at the side of the cross-section of the heel furthest from the reinforcing steel
As_calculated= 0.680874 in^2
<---Change the initial guess for the area of steel until this calculated result matches it closely
In the Toesigma(critical section)= 1.912541 ksf
Ft= 3.240998 kips<---Effective force on the toe that causes the moment
M= 3.240997 kip-ft
<---In the moment calculation, it is conservatively assumed that Ft acts at 0.6 of the toe length.
1.4M= 4.537396 kip-ft
<---Factor the dead load moment by 1.4, according to LRFD design process
As= 0.233 in^2
<---Make an initial guess about the area of steel in order to calculate the location of the neutral axis.
N.A. is at x= 0.36549 in
<---x=0 at the side of the cross-section of the toe furthest from the reinforcing steel
As_calculated= 0.232896 in^2
<---Change the initial guess for the area of steel until this calculated result matches it closely
Check Development LengthFor the Stem
cb= 1 in
<---cb is the smaller of: 1. one-half the center-to-center spacing of the bars in the stem 2. the distance from the edge of concrete to the nearest center of a bar
db= 0.75 in<---the diameter of the bars used in the stem
Ld= 33.75 in
<---the bars must have sufficient development length in the toe, which is where they originate
*Note: The steel used in the stem is extended into the toe, and thus Ld for the toe is the same as the Ld for the stem; the reinforcement in the toe will develop sufficiently unless the stem is extraordinarily short.
For the Heel
cb= 3 in
<---cb is one-half the center-to-center spacing of the bars in the heel
db= 0.75 in<---the diameter of the bars used in the stem
Ld= 11.25 in
<---the bars must have sufficient development length in the toe, which is where they originate
DESIGN OF STRIP FOOTING
fy 40 ksi rho 0.0045fcprime 2.5 ksi shear phi 0.75
live load 3175 kg 6999.677 lbs bending phi 0.9dead load 793 kg 1748.266 lbs beta 1 0.85
bearing pressure 1500 psf epsilon y 0.001379wall thickness 18 inches 1.5 feet
factored load 13297.4
DESIGN FOR SHEAR
recommended width 5.831962 feet 1.777582 metersactual width 5.905512 feet 1.8 meters
ult. bearing pres. 2251.693 psf
thickness guess 0.166667 of total widththickness min 11.81102 inches 0.3
actual thickness 11.81102 inches 0.3 meterseffective depth 7.811024 inches 0.29 meters
shear critical sect. 18.62205 inchesVu 3494.262 lbs/ft
phiVn 7029.921 lbs/ftphiVn > Vu? 3535.66
DESIGN FOR MOMENT
bending critical sect. 26.43307 inchesMu 5462.759 lbs/ftMn 6069.732 lbs/ft (assuming strain > .0005)Rn 0.099484m 18.82353
rho 0.002548reqd. area steel 0.23885 sqin
number of bars/foot 1size of bars 3 As 0.441786
CHECK RHO
rho 0.004713rho min 0.003024
rho > rho min? 0.001689
"rho max" x 0.815292 inchesepsilon s 0.025742
> epsilon y? 0.024363not too much steel? 0.021742bending phi good? 0.020742
CHECK DEVELOPMENT LENGTH
bar spacing big, Category A applies
Ld 12 inchesLd < critical sect? 14.43307
SHRINKAGE AND TEMPERATURE STEEL
reqd. area steel 1.674003 sqinnumber of bars 4
size of bars 3 As 1.767146spacing 17.71654 inches
spacing limit 18 inchesgood? 0.283465
DIBUJOS DEL DISEÑO
CONSTRUCCIÓN
CONSIDERACIÓNES DE CONSTRUCCIÓN
DIVISIÓN DE TRABAJO Miembros de la comunidad provendrán el trabajo. El ingeniero profesional que va a acompañarnos actuará como jefe de construcción. Miembros del equipo Duke trabajarán en la construcción también. Las comunidades tendrán la responsabilidad del mantenimiento del puente. HORARIO DE CONSTRUCCIÓN El horario es flexible; hay días extras que permitan retrasos.
SEGURIDAD
Antes que empieza la construcción, habrá una clase de orientación, conducido en español, para los miembros de la comunidad que trabajarán en el puente. Trabajadores tienen que llevar zapatos cubiertos mientras trabajan. Van a llevar cascos, gafas y guantes cuando es necesario.
Dos miembros del equipo Duke han sido certificados en primeros auxilios y RCP
OPERACIÓN y MANTENIMIENTO
Tendremos clases, conducidos en español, con miembros de la comunidad para enseñarles el mantenimiento del puente.
Se va a conducir inspecciones regulares cada dos años durante la temporada seca. En estas inspecciones, se va a evaluar el sitio para cambios en pendiente. Las alcantarillas deben ser inspeccionados para obstrucción. La tierra debe ser examinado para asegurar que no ha sido erosión. Elementos de concreto deben ser examinados para grietas. Todas las inspecciones deben ser documentados.
Mas frecuentemente (cada seis meses), las alcantarillas deben ser examinadas para escombros y limpiados si es necesario. Durante estas inspecciones intermitentes, cambios significantes deben ser documentados. Inspecciones deben ser conducidas después de tormentas grandes, inundación o otros eventos que pueden dañar el puente.
No habrán mas costos de operación que los inspecciones y reparos. Materiales necesarios para reparos pueden ser obtenidos en Oruro o ordenados en La Paz. La Prefectura y/o la comunidad habrán responsables de obtener dinero para estos reparos.
LIST OF MATERIALS MATERIALES
ITEM
artículo QUANTITY cantidad
COST (US$) coste
Portland Cement Cemento Portland
200 bags 1260
2 m diameter culverts (5 m long)
2 m (diámetro) alcantarilla, 5 m (largo)
3 300
1.5 m diameter culvert (5 m long)
1.5 m (diámetro) alcantarilla, 5 m (L)
1 100
Concrete concreto
40 m3
Coarse Aggregate (Gravel) Grava, gravilla
134 equivalent bags 1480
Fine Aggregate (Sand) Arena, agregado, mezcla ?
67 equivalent bags 440
Water agua
Readily available 0
Fill tierra
300 m3 0
Plywood Contrachapado, Madera terciada, Triplay, Madera contraplancada, venesta ?
Will depend on availability 1000
Lumber (i.e. 2x4s) Madera de construccion
Will depend on availability 1000
Rakes rastrillos
5 150
Nails clavos
1000 50
Trowels Paleta, badilejo
5 20
Shovels palas
10 170
Wheelbarrows carretilla
5 430
Concrete Mixer mezcladora
2 or more 2000
Stakes estacas
200 50
Fly Nails Clavos (tipo: “fly”)
50 20
Tape Measures cinta métrica, metro
5 20
Levels nivel
5 20
Spray Paint pintar (pintura) con
pulverizador (con spray)
20 100
Surveying Equipment equipo de encuesta, de
inspección, de peritaje, de sondeo (?)
*brought from Duke 0
Sharpies Rotulador (pluma?)
20 40
Helmets cascos
20 90
Gloves (leather) guantes (de cuero)
20 50
Breathing Masks respiradors
10 20
Safety Glasses gafas
10 20
Wood saws Sierra (hacksaw)
10 300
TOTAL $9130
• Based on volume of concrete of 40 m3 and volume of fill of 300 m3 and assumed
3‐2‐1 concrete mix ratio.
DISEÑOS ENCOFRADOS Los encofrados serán construidas de madera y contrachapado. Esperamos volver a emplear tanta de esta madera como posible al construir nuevas formas.
PROPIEDAD DEL PROYECTO Y SOSTENIBILIDAD Al completar el proyecto, el puente le va a pertenecer a las comunidades locales en el valle de Obrajes y va a ser su propiedad. Planeamos dar propiedad y responsabilidad legal a la Prefectura de Oruro, como es normal con proyectos de infraestructura en el área. Sin embargo, mantenimiento será últimamente la responsabilidad de las comunidades. Con la ayuda de la Dra. Christine Beaule, una arqueóloga quien esta involucrado extensamente con las comunidades locales y quien va a quedarse con nosotros durante nuestra estancia, vamos a asegurar la transferencia de la propiedad. Hemos preparado un memorándum de entendimiento que estará firmado por los alcaldes de los pueblos y las aldeas de alrededor. Este documento les pondrá la responsabilidad del mantenimiento del puente con las comunidades cuales se beneficia, no con EWB. Los siguientes son dos partes del memorándum. El primero es un memorándum legal que estará firmado por la oficina de ingeniería local de la Prefectura de Oruro. El segundo es el documento que estará presentado a los alcaldes de las comunidades locales de Iruma, Jachuma, Condor Chinoka y Obrajes. Consulta Apéndice D para los documentos.
APPENDICES
EDMUND FINLEY
TRISHA LOWE
NICK MENCHEL
ANNA SLEETER
CONCEPTUAL DESIGN
Current Conditions
Iruma Obrajes 2
CULVERT
Encases a flowing body of water in steel, concrete, etc. over which fill and then a road can be placed
Must be optimized so that culvert openings and fill can withstand the river flow
DRIFT/HARDENED ROADWAY
Makes riverbed more passable by providing a hard surface so that trucks don’t get stuck in the mud
Requires pouring large slabs of concrete
TRENCH
Requires digging out a narrower but deeper channel to direct water through and thus decreases the span
Still requires some sort of bridge, culvert, etc. to actually cross
Culvert Hardened Roadway
Trench
Cost (2) 2 2 1
Materials (3) 1 1 1
Tools (3) 1 1 1
Material Availability (1)
2 1 1
Feasibility (2) 2 3 1
Flow Capacity (1) 1 3 2
Time (3) 2 2 1
Maintenance (1) 1 2 3
Lifespan (1) 1 3 2
Failure Modes (1) 1 3 2
Expertise (2) 3 2 1
Adaptability (3) 2 1 1
Totals 38 41 29
Profile View Plan View
EDMUND FINLEY
TRISHA LOWE
NICK MENCHEL
ANNA SLEETER
30% DESIGN PRESENTATION
FLOW CALCULATIONS
Manning’s Equation:
Q = flowA = cross-sectional areav = velocityκ = conversion constantn = Manning coefficient of roughnessRh = hydraulic radius So = slope
2/10
3/2 SARn
Q hκ
=
OBRAJES I CROSS SECTION
k = 1.0 (for SI units)
n = 0.030 (for a “clean and straight” channel)
Rh = A/P = 0.587
So = 0.04551
FORCE CALCULATIONS: FLOW FORCE
v
smSR
nv h 985.42/1
03/2 ==
κ
smSAR
nQ h
32/1
03/2 47.86==
κ
PamN
AFpNQVF 851,24
3452.17050,431050,431 2 ===⇒== ρ
FORCE CALCULATIONS: HYDROSTATIC FORCE
xPagxxp 9807=== ργ
hp γ=
p h
x
0
FORCE CALCULATIONS: TOTAL FORCE
totp
x
0
xPaPaptot 9807851,24 +=
OUR DESIGN
EDMUND FINLEY
TRISHA LOWE
NICK MENCHEL
ANNA SLEETER
60% DESIGN PRESENTATION
30% DESIGN
TO AVOID THIS… LIVE LOADS
Vehicle Gross Weight (kg)
Wheelbase (m)
Track (approx., m)
17’ U-Haul 6373 4.47 2.14
14’ U-Haul 4990 4.09 1.98
10’ U-Haul 3901 3.53 1.68
Pick-Up Truck
2921 3.68 1.70
Standard Size Car
1652 2.87 1.63
BEAM DESIGN LOAD CALCULATIONS
Live Loads (37.5% of the weight of a 17’ U-Haul)
Dead Loads (due to slab)
Using beam design program, d=0.2032 m (assuming 0.15 m deep slab)
23444.7 N
11722.35 N11722.35 N
10210.89 N 10210.89 N
6828.02 N/m
3 m
SLAB DESIGN LOAD CALCULATIONS
Widest Load Spacing, Narrowest Beam Spacing
Limiting case
Maximum Moment: 6534.7 N*m
Minimum Depth: 0.15 m
Designed as a beam
667.47 N 667.47 N23,444.7 N 23,444.7 N
24,112.2 N 24,112.2 N0.1016 m
0.68 m
1.63 m
3.5 m
• 667.47 N load is from curb• 23,444.7 N load is from 37.5% of the weight of a 17’U-Haul Truck
SLAB DESIGN CONSIDERATIONS
Determined optimal beam spacing (1.90 m)Used different track measurements
Cases ConsideredEach of the four vehicles centered on the span
Each of the four vehicles as far to one edge as possible
Smallest and largest vehicles with one tire centered on the span (basically the same as vehicle at edge)
Checked against 0.15 m slab depth to ensure that the moment created would be safe
0.15 m was estimate for slab depth used when designing beam, so recalculation was not necessary
PIER DESIGN
Designed as a wall
3.5 m x 0.3048 m x 2 m
2 m
3.5 m0.3048 m
AMOUNT OF CONCRETE AND FILL
Concrete2 beams spanning piers, slab spanning crossing, 5 piers
Total volume: 28 cubic meters
FillAround culverts
Total volume:
UPDATED PROFILE VIEW
PLAN VIEW WHAT COMES NEXT
Determine footing for piers
Adjust pier shape if necessary
Check moment calculations to ensure slabs and beams are thick enough
Design armoring
Design curb on slab
Design reinforcement for concrete
EDMUND FINLEY
TRISHA LOWE
NICK MENCHEL
ANNA SLEETER
BOLIVIA BRIDGE:FINAL DESIGN
PROJECT BACKGROUND
DESIGN ALTERNATIVES CONSIDERED ALTERNATIVESCulvert Hardened
RoadwayTrench
Cost (2) 2 2 1
Materials (3) 1 1 1
Tools (3) 1 1 1
Material Availability (1)
2 1 1
Feasibility (2) 2 3 1
Flow Capacity (1) 1 3 2
Time (3) 2 2 1
Maintenance (1) 1 2 3
Lifespan (1) 1 3 2
Failure Modes (1) 1 3 2
Expertise (2) 3 2 1
Adaptability (3) 2 1 1
Totals 38 41 29
CONCEPTUAL DESIGN 30%/60% DESIGN
FINAL DESIGN DESIGN DILEMMAS
SiteInaccurate/inadequate surveying data
Lack of flow data (rainfall, size of flood plain)
Lack of soil data
ConstructabilityLimited materials
Unknown skill sets of laborers
Quantity of laborers
Time
No heavy machinery!
ASSUMPTIONS
SiteCross-section we were asked to build for is near Obrajes 1, Cross-Section 3 data, so we will use this as an approximation
Extrapolated max flow from assuming waterline is at its highest touching the bank; also considered slope of land from using surveying data of the Obrajes 1 crossing
Assumed the soil had low bearing capacity
ConstructabilityWere able to get a materials list from NGO, Engineers in Action
Assuming unskilled labor
Time/manual labor available – can’t do much to change
Simple design
TOOLS
To find internal bending moments and shear forcesDr. Gavin’s “three_moment.m” Matlab file for continuous beamsUses the three moment equationInputs: spans (between supports), live loads (point loads), dead loads (distributed loads)Outputs: Max internal bending moments, shear forces, displacements
To test design dimensionsDr. Nadeau’s “Beam Design” excel worksheet, from CE 133 (Concrete Design)Uses design variables and material properties to determine if, for a given cross-section, a “beam” can carry the internal momentAlso outputs reinforcement specifications
CALCULATIONS
Loading conditions:Live Loads:
Worst case scenario: a 17’ U-Haul sized vehicle, fully loaded, assumed 75% of weight is carried by back tires
Dead Loads:Curb designed for safety
Self-weight of the components
Weight of parts being supported
Positions:Mid-span and at supports are the worst
CURB DESIGN
SLAB DESIGN
Dead Load
Live Load
SLAB DIMENSIONS
ΦVn ≥ 1.6VL + 1.2VD
VL = 1.74 x 104 N, VD = 1.52 x 10-1 N
… d ≥ 6.95 in + at least 1.5 in clear cover
h = 22 cm (~8.66 in)
Slab is 3.5m across, and 6.2m between piers
BEAM DESIGN
OUTER BEAMS
Dead Load
w=wcurb+wslab
Live Load Fvehicle
INNER BEAMS
Dead Load
w=wslab
Live Load Fvehicle
BEAM DIMENSIONS
ML = 35.53, MD = 18.5 (outer), 29.23 (inner), kip-ft
From Beam Design worksheet…
Outer beam: could be 12 in x 18 in
Inner beam: needs to be 12 in x 20 in
Went with 12 in x 20 in
Reinforcement: 1 layer, (5) #6 Longitudinal bars +
#3 shear stirrups every ~14.5 in
RETAINING WALL DESIGN
Piers on sides by fill and culverts needed to be designed as retaining walls
Stem thickness set to 12” for constructability purposes
Height: 10.505 ft
Base thickness: 0.955 ft
Base length: 10 ft
Heel length: 6 ft
Toe length: 3 ft
PIER AND FOOTING DESIGN
Designed pier by considering a one foot section as a column
Strip footing
Wall thickness set at 18” for constructability purposes
Base length: 1.8 m
Base thickness: 0.3 m
1 #3 bar/ft
ARMORING
Design a retaining wall to sit in between culverts
Above top of culverts, have a second, unreinforced concrete slab, at an angle
Culvert
Road Bed
FILL
Water flow
Angled slab
Retaining wall
APPROACHES
Not to be greater than 15 degree slope
Will depend on actual site conditions and therefore will be determined on-site
Needs to follow existing roadway
Sloping can begin on area over culverts as long as minimum required soil covering (depending on culvert size) is maintained
OTHER DESIGN CONSIDERATIONS
FLOW CALCULATIONS
Existing railroad bridge is the limiting factorRailroad bridge – two streams;Our bridge – one stream;Comparable cross-sections = OK!Assumed water height up to bank, and used this assumption to calculate an existing flowIf our culverts run full we are still OK as cross sectional area is larger than original cross sectional areaWill implement a grading plan, “just in case”
TOPOGRAPHY
SATELLITE IMAGE RAILROAD BRIDGE
CONSTRUCTION PLAN MATERIALS/COSTS
Based on volume of concrete of 40 m3 and volume of fill of 300 m3 and assumed 3:2:1 concrete mix ratio (ratio will be determined after speaking with locals who have experience with concrete)
Summarized material list: Portland cement, gravel, sand, culverts, wood for construction, protective gear, nails/fasteners, shovels, wheelbarrows, other tools
Total estimated cost: ~$9500 (US), NOT INCLUDING rebar costs
See design book for cost breakdown
OPERATION & MAINTENANCE
Sign posted that only one vehicle may pass at a time… Could post weight limit as wellRegular inspections should occur every 2 years (during the dry season)Culverts need to be checked ever 6 months for debris/blockage, and cleared if necessaryInspections should also be made after especially heavy stormsMaintenance up to community members/Prefecturain Oruro
FINAL DESIGN
QUESTIONS?
Appendix B
“Upstream” of railroad bridge
Google Earth Image of Obrajes River Valley
Literature Review CE 142/Dr. Schaad Group: Bolivia Bridge Trisha Lowe, Anna Sleeter, Nick Menchel, Ed Finley Culverts
A Better Design For Box Culverts? by Kornel Kerenyi, J. Sterling Jones, Kevin Goeden, Richard Phillips, and Paul Oien, September/October 2005, http://www.tfhrc.gov/pubrds/05sep/07.htm
This is a look at a study done by the South Dakota DOT on the effect of inlet geometry on the flow of water through precast and cast-in-place concrete box culverts.
Load Performance of In Situ Corrugated Steel Highway CulvertsJ. Perf. Constr. Fac. Volume 23, Issue 1, pp. 32-39 (January/February 2009) Issue Date: January/February 2009 This examines a study of 39 in-service corrugated steel culverts in Ohio of varying sizes. The strains of the culverts resulting from the dynamic and static loads of trucks driving across the bridges were experimentally obtained. The researchers look for a correlation between backfill height and loading conditions and the strain induced.
Structural analysis and design : bridges, culverts, and pipes (book) Transportation research record, 0361-1981 ; 1624 Culvert distress and failure case histories and trenchless technology (book) Washington, D.C. : National Academy Press, 1994. Analysis, design, and behavior of underground culverts (book) Washington, D.C. : Transportation Research Board, National Research Council, 1989. Structural design manual for improved inlets and culverts (book) [Washington, D.C.] : U.S. Dept. of Transportation, Federal Highway Administration ; Springfield, Va. : National Technical Information Service [distributor], 1983. JOURNAL OF IRRIGATION AND DRAINAGE ENGINEERING-ASCE 134 (6): 831-839 NOV-DEC 2008
“Entrance Loss Coefficients and Inlet Control Head-Discharge Relationships for Buried-Invert Culverts”
http://www.uq.edu.au/~e2hchans/mel_culv.html Hydraulics of Minimum Energy Loss (MEL) culverts and bridge waterways
http://www.habitat.adfg.alaska.gov/images2/culvertexample.jpg
good picture http://stream.fs.fed.us/fishxing/case/Consumes/index.html
small river case study from California AIR FORMED ARCH CULVERT CONSTRUCTION Washington County http://www.iowadot.gov/operationsresearch/reports/reports_pdf/hr_and_tr/reports/hr313.pdf
Culvert construction in Iowa Completion Report, Squaw Creek Culvert Fish Passage Improvement Project, Squaw Creek, Little Salmon River Subbasin North Central Idaho http://www.usbr.gov/pn/programs/fcrps/thp/srao/littlesalmon/completion/sqawcrk-culvert.pdf
detailed day by day account of construction http://www.lmnoeng.com/CircularCulvert.htm
jackpot website. Culvert design… http://isddc.dot.gov/OLPFiles/FHWA/012545.pdf US DOT, Federal Highway Administration, “Hydraulic Design Series No. 5- Hydraulic Design of Highway Culverts.” (addtl link: www.fhwa.dot.gov/engineering/hydraulics/library_arc.cfm?pub_number=7&id=13) http://www.fsl.orst.edu/geowater/FX3/help/7_Culvert_Basics/Culvert_Materials_and_Construction.htm “Culvert Materials and Construction.” (as well as “Culvert Shapes”) http://www.oxfordplasticsinc.com/culvertpipe.htm
“Plastic Culvert Pipe Using Polyethylene” http://scitation.aip.org/getpdf/servlet/GetPDFServlet?filetype=pdf&id=JIDEDH000124000005000271000001&idtype=cvips&prog=normal
Includes lots of the necessary calculations for culvert design http://scitation.aip.org/getpdf/servlet/GetPDFServlet?filetype=pdf&id=JPCFEV000021000004000264000001&idtype=cvips&prog=normal
Explains development of minimum energy loss culverts and examples in Australia (written by same person as book referenced in Other/Combo section)
http://www.deldot.gov/information/pubs_forms/manuals/bridge_design/pdf/bdm-07-culvert-design.pdf
From the Delaware Department of Transportation, describes several types of culverts and includes diagrams http://proquest.umi.com/pqdlink?vinst=PROD&attempt=1&fmt=6&startpage=-1&ver=1&vname=PQD&RQT=309&did=733932201&exp=01-18-2014&scaling=FULL&vtype=PQD&rqt=309&cfc=1&TS=1232418773&clientId=15020
Doctoral dissertation about large span culverts (it’s around 460 pages, but based on the table of contents there are definitely some sections that may be helpful) http://apps.isiknowledge.com/full_record.do?product=WOS&search_mode=Refine&qid=19&SID=2C3JdFM8lK4bNed9IdK&page=1&doc=2&cacheurlFromRightClick=no “Finite Element Study of Stability of Corroded Metal Culverts.” Talks about corrosion in steel culverts- may be useful http://apps.isiknowledge.com/full_record.do?product=WOS&search_mode=Refine&qid=19&SID=2C3JdFM8lK4bNed9IdK&page=1&doc=4&cacheurlFromRightClick=no “Field performance and analysis of 3-m-diameter induced trench culvert under a 19.4-m soil cover.” A lot of soil cover, but it’s a trench culvert, and may also give us an idea about how a culvert handles large loads. http://apps.isiknowledge.com/full_record.do?product=WOS&search_mode=Refine&qid=19&SID=2C3JdFM8lK4bNed9IdK&page=1&doc=6&cacheurlFromRightClick=no “Lin Au culvert, Hong Kong: taming the torrent.” Relevance: heavy quick storm region. http://apps.isiknowledge.com/full_record.do?product=WOS&search_mode=Refine&qid=19&SID=2C3JdFM8lK4bNed9IdK&page=1&doc=9&cacheurlFromRightClick=no “Field performance of high density polyethylene culvert pipe” http://apps.isiknowledge.com/full_record.do?product=WOS&search_mode=Refine&qid=19&SID=2C3JdFM8lK4bNed9IdK&page=1&doc=10&cacheurlFromRightClick=no “Hydraulic design of a longitudinal culvert for lock filling and emptying systems.” Relevance: Parts pertaining to In-Chamber Longitudinal Culvert System (ILCS) Basically, go to Web of Science and search culvert design, there are at least a million more. http://apps.isiknowledge.com/full_record.do?product=WOS&search_mode=Refine&qid=19&SID=2C3JdFM8lK4bNed9IdK&page=2&doc=16&cacheurlFromRightClick=no “Red River U-frame lock No 1 - Backfill-structure-foundation interaction” Might be helpful because talks about designing using little soil property data, etc.
http://apps.isiknowledge.com/full_record.do?product=WOS&search_mode=Refine&qid=19&SID=2C3JdFM8lK4bNed9IdK&page=2&doc=17&cacheurlFromRightClick=no STRUCTURAL RESPONSE OF FULL-SCALE CONCRETE BOX CULVERT http://apps.isiknowledge.com/full_record.do?product=WOS&search_mode=Refine&qid=19&SID=2C3JdFM8lK4bNed9IdK&page=2&doc=18&cacheurlFromRightClick=no PERFORMANCE OF DEEP-CORRUGATED STEEL BOX-TYPE CULVERT http://apps.isiknowledge.com/full_record.do?product=WOS&search_mode=Refine&qid=19&SID=2C3JdFM8lK4bNed9IdK&page=2&doc=19&cacheurlFromRightClick=no STRUCTURAL EVALUATION OF BOX CULVERTS http://apps.isiknowledge.com/full_record.do?product=WOS&search_mode=GeneralSearch&qid=29&SID=2C3JdFM8lK4bNed9IdK&page=1&doc=3&cacheurlFromRightClick=no Creating a hydrographic network from its cartographic representation: a case study using Ordnance Survey MasterMap data Trenches http://www.ehow.com/how_2=054436_dig-trench.html How To Dig a Trench. Well, duh, but maybe something useful? http://www.gomestic.com/Home-Improvement/Trench-Digging-101.381859
Trench Digging 101
http://www.wikihow.com/Excavate-a-Trench How to excavate a trench http://www.easydigging.com/trenching_guide.html Easy Digging Trenching Guide
Modeling Trench Sidewall and Bottom Flow in On-Site Wastewater Systems J.Hydrologic Engrg. Volume 13, Issue 8, pp. 693-701 (August 2008) Issue Date: August 2008
This is a study on the amount of wastewater that enters trench sides versus trench bottoms.
Slurry walls : design, construction, and quality control (book) David B. Paul, Richard R. Davidson, and Nicholas J. Cavalli, editors. Recommended technical provisions for construction practice in shoring and sloping of trenches and excavations (book); Author: Yorkel, Felix Y.
Hardened Roadway http://www.patentstorm.us/patents/6775952/description.html Basically, if we do a hardened roadway with concrete, we’re going to need to make sure it doesn’t chip due to the trucks or the water. This patent is for some system to protect the joints from spalling. Other/Combo/Rural Bridges Brian D Davis, PE, Assistant Resident Engineer with NC DOT: Garret Road culvert engineer, said during fieldtrip he would be willing to talk more with us during our design/answer questions/supply drawings of DOT culverts http://books.google.com/books?id=VCNmKQI6GiEC&pg=PA440&lpg=PA440&dq=culvert+design&source=bl&ots=plOVmwi0fR&sig=aBwE4nJttOgjekDXRYqtaXBrY2w&hl=en&sa=X&oi=book_result&resnum=8&ct=result#PPR8,M1
Hydraulics textbook that includes lots of diagrams and modeling equations http://apps.isiknowledge.com/full_record.do?product=WOS&search_mode=Refine&qid=33&SID=2C3JdFM8lK4bNed9IdK&page=1&doc=1&cacheurlFromRightClick=no
Benefits of timber-concrete composite action in rural bridges
http://apps.isiknowledge.com/full_record.do?product=WOS&search_mode=Refine&qid=33&SID=2C3JdFM8lK4bNed9IdK&page=1&doc=3&cacheurlFromRightClick=no “Low-water stream crossings - The Iowa experience.” Relevance: talks about cheaper alternatives for privately owned rural roads; “Low-water stream crossings (LWSCs) can provide a low-cost and reasonably safe alternative. Three types of LWSC are unvented fords, vented fords, and low-water bridges.” http://apps.isiknowledge.com/full_record.do?product=WOS&search_mode=Refine&qid=33&SID=2C3JdFM8lK4bNed9IdK&page=1&doc=4&cacheurlFromRightClick=no “Cost-effective structures for off-system bridges.” http://apps.isiknowledge.com/full_record.do?product=WOS&search_mode=Refine&qid=33&SID=2C3JdFM8lK4bNed9IdK&page=2&doc=11&cacheurlFromRightClick=no “Toward a low-cost structures design manual for rural roads in developing countries” http://apps.isiknowledge.com/full_record.do?product=WOS&search_mode=Refine&qid=33&SID=2C3JdFM8lK4bNed9IdK&page=2&doc=14&cacheurlFromRightClick=no “The Inverted Tee shallow bridge system for rural areas.” http://apps.isiknowledge.com/full_record.do?product=WOS&search_mode=Refine&qid=33&SID=2C3JdFM8lK4bNed9IdK&page=2&doc=18&cacheurlFromRightClick=no DESIGN FLOOD ESTIMATION FOR BRIDGES, CULVERTS AND CHANNEL IMPROVEMENT WORKS ON SMALL RURAL CATCHMENTS
(see also: http://apps.isiknowledge.com/full_record.do?product=WOS&search_mode=Refine&qid=33&SID=2C3JdFM8lK4bNed9IdK&page=2&doc=17) http://www.allbusiness.com/manufacturing/nonmetallic-mineral-product-manufacturing/487675-1.html
“Tips for building PT slabs: what concrete contractors need to know about post-tensioned slabs...” May be useful for hardened roadway, but also for road in general. http://74.125.47.132/search?q=cache:WskbDzMnieUJ:www.transport-links.org/transport_links/filearea/documentstore/130_Conceptual%2520Example%2520Solution.doc+seasonally+flooded+roadway+design&hl=en&ct=clnk&cd=6&gl=us&client=firefox-a Basically research on a situation much like ours, comparing culverts to other options such as a drift, built in rural area (Zimbabwe?) ftp://ftp.odot.state.or.us/techserv/roadway/web_drawings/roadway/rev_13/pdf/rd516.pdf Methods of securing concrete barriers to roadway- may be useful if we dig a trench, or even around culverts, or any other time we need to secure large slabs of concrete to the ground http://www.wfl.fhwa.dot.gov/td/publications/soil_nails.htm
“Application of Ground Anchors and Soil Nails in Roadway Construction.” This is supposed to be in CD form, but we may be able to request copies if it seems worthy? http://www.anchorengr.com/projects-bridge-roadway-design.htm I just like the three main pics on this page- alternatives to culverts, also interesting way of leading up to bridge with stones- we could possibly use that method. http://www.patentstorm.us/patents/6775952/description.html Basically, if we do a hardened roadway with concrete, we’re going to need to make sure it doesn’t chip due to the trucks or the water. This patent is for some system to protect the joints from spalling.
PRESUPUESTO &CONSTRUCCION
REPRESENTANTE EN SANTA CRUZArq. Erika Maturana MejiaC. Beni N! 7.5 Edif. LibertadorT e l . : ( 5 9 1 ) 3 3 5 9 5 6 1 9 . F a x : 3 3 3 0 4 5 9Cel .721 22366E mail : en'raturana@revistap),c com
REPRESENTANTE EN TARUAIng. Walter Guerrero V.Te l . : (591) 3 - 6643591
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PRECIOS DE MATERIALESNOTA:LOS PRECIOS SON EN MONEDA NACTONAL (BOLIVIANOS) Y EL TIPO DE CAMBIOCONSIDERADO DE 8s.7.00 POR DOLAR. LOS PRECIOS INCLUYEN EL l .V 'A.
INDICEP r ig.
. ACERO PARA CONSTRUCCTON . . . . . . . . . 36
. ACONDTCTONADORES DE AtRE ........... 36
. ADHESIVOS . . . . . . . . . . . . . . . . . . . . . 36
. ADtTtvos . . . . . . . . . . . . . . 36
. ADOQUTNES . . . . . . . . . . . . . . . . . . 36
. AISLAI\i]IENTO TERMICO YACUSTICO ,. 36
. ALTGEFANTES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36
. ALAt \ ,4BRES Y MALLAS . . . . . . . . . . . . . . . . . . . . . . . . . 36'ARtDOSY P1EDRAS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36. ALFOMBRAS Y EMPAPELADOS ......., 37. AZULEJOS Y CERAN, I tCOS . . . . . . . . . . . . . . .37' B A S U R E R O S . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 7. BOMBAS DE AGUA . . . . . . . . . . . . . . . . . . . . . . . . . . .37. CALEFONES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37. cANOSYACCESORrOS. . . . . . . . . . . . . . . . . . . . . . 37. CAMARA DE POLTETTLENO . . . . . . . . . . . . . . . . . 37. cAMARA SEPTtCA. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 38. CARPINTERIA DE ALUIV]INIO ....,... .... 38. cARPtNTERIA DE t \ , lADERA. . . . . . . . . . . . . . . . . 38
r . CEMENTOS . . . . . . . . . . .38. c tELo FALSO PLAFON . . . . . . . . . . . . . . . . . . . . . . .38.CLAVOS . . . . . . . . . . . . . . . . . 38. CUB|ERTAS . . . . . . . . . . . . . . . . . . . . . 38. DOMOS DE PVC . . . . . . . . . . . . . . . . . . . . . . . . . . . . .38. ESTUCOS Y CALES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 38. FTJACIONES EN SECO. . . . . . . . . . . . . . . . .38. GAVIONES . . . . . . . . . . . . 38. G R t F E R I A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 9. HERRAMIENTAS . . . . . . , . . .39. I I\,4PERMEABI LIZANTES
SUPERFtCtALES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39. INSTALACION ELECTRtCA. . . . . . . . . . . . . . . . . . 39. INSTALACION SANtTARIA. . . . . . . . . . . . . . . . . . . . 39. TNSTALACTON TELEFONTCA . . . . . . . . . . . . .40
- . LADRTLLOS . . . . . . . . . . . . . . . . . .40. LADRTLLO VTSTO BRTCK . . . . . . . . . . . . . . . . . . . . .40. LOSETAS . . . . . . . . . . . . . . . 40. tv tADERAS . . . . . . . . . . . .40. MADERA E1A8ORADA . . . . . . . . . . . . . . . . . . . . . . . . 40. tv tANGUERAS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40. MOSATCOS Y ZOCALOS . . . . . . . . . . . . . . . . . . . . . . 41. MATERIAL ELECTRICO DE EI\4PALIUE .,. 4'1. TVATERtAL EXPLOSTVO . . . . . . . . . . . . . . . . . . . . . . . . 41. IVESONES DE PIEDRA CORTADA .. ..., 41. P |NTURAS . . . . . . . . . . . . . . . . . . . .41. P INTURAS EPOXtCAS. . . . . . . . . . . . . . . . . . . . . . . . . . 41. P tsos . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 41. PLANCHAS DE ACERO . . . . . . . . . . . . . . . . . . . . . . . . 41. pLANCHAS DE ACR|L tCO . . . . . . . . . . . . . . . . . . . 41. POLITUBOS . . . . . . . . . . . . . . . 41. QUINQUELLERIA . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 42
P a g .. SELLANTES . . . . . . . . . . . . .42. SOGAS . . . . . . . . . . . . . . . . - . - . - . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 42. TANQUES . . . . . - . . . . . . . . . . . 42. TEJAS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 42. TIERRATOSCAY SUELO SELECCIONADO ...42. TUBOS DE CERAMTCA . . . . . . . . . . . . . . . . . . . . . . . . . . . . 42
Pa s .. TUBOS DE HORMTGON . . . . . . . . . . . . . . . . . . . . .42. TUBOS Y ACCESORIOS DE PVC .-....42. TUBERIAS Y ACC.NOVAFORT...,...,,... 43. TUBOS Y ACC, P/AGUA CALIENTE ...,.,.,.44. VIDRIOS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 44
gltf ,: ii9r.usJ.l: I ittt] t5
PRECIOS DE'VIATERIATES
ffi DESCAtPCtoN UNIDAOLi Paz Cbba Sta. Ctuz
^9
3547 35 4715157 615735 26 85 ?6
135 71 13571237 50 237 5A34103 34103604 55 604551 3 3 0 1 3 3 0
LrsO t/4 (6 hm.) BAR j2 m.L tSo5/16" (6mm)BAR 12h.Lrso3/8" (8drm. )BAR 12mLrso 1 /2 (10mh)BARj2nrLlso tB (j2 mm.) BAR 12 m.Ls03/4 ' ( t6mm )BAR 12h
ANGLJLAR t/B'x 3/4" BAR6mANGULAR 1 /8 'x1 ' BARsnANGULAR 1/8.X1 1/4' BAR6 m,ANGULAF ]/8 \ I II2' BA86MANGULAR 1 /B ' r2 BAR6m
ANGULAF 3 /16 . r 1 ' BAR6hANGULAR3/16, t i 1 /2 , BAR 6mANGULAR I / ]6 I2 " 8AR6MANGULAR3/16 ' r 2 t /2 BAF 6h
TUBULAR CUADRADO iSxi5]UBI]LAR CUADMDO 2Ox2OTIJBULAR CUADMDO 25125TIIBULAR CUADMDO40x40
TUBULAR REDONDO DE lgmhTUSULAF REDONDO DE 22 MMTITBULAR REoONDO DE 25hhTU8ILAR REOONDO DE l5mmTUBULAR REDONDO DE 50 hh
TUBULAR FECTANG!LAR sor.l0 6mI 5 ESPESOR DELTUBOTUBULAR RECTANGULAR 5OrJO 6h2O ESPESOR OEL TI]BO
PLET NA j/B'x 3/4. (3 r 20)mmPLETTNA 1/B'r 1'(3 x 25)mmPLE1NA 1/B,x j j/2" (3;3i)hm
PLET NA3/8 x 2 , (10x50)mhPLETNA l8 r 21 /2 { tOr6o lhmPLET|NA3/8 . r t .1 t0 \ 75)mm
Ba.ra 3950Bara 69 0OBara 99 008am 15600Bara 257 50
37686t 4293 27
153272605342576
12319/ 99
12396156/920398
Bara 76 O0Bana 10200
Baru 16550Bana 214 SO
Barra 13500 12040Bana 2135A 2A211Bam 322 50 3067/Baft 385 00 365 65
Bam 46.00 43 49Bana S/ OO 54 08
Bam fioAo p3o1
Eara 41OO 38 /BBana Sooo 47 27Barm 55 OO 52 64Baria 78 35 /4 43BaEa IIOOO 104 4j
Batra j64 50 1565i
8am 19250 18293
37 3556287301
83 88134021994081 t9
1 0 6 1 11579621816
34343
BaFa 88 50Ba@ 13700Bara 21000Bara 88 63
Bata 166 21Bana 229 32Bana 2y 2ABara 3fi 09
Bana 39 21Bara 59 t5
79 261 n a 2r 3 8 8 079J2
10093149722A6U26106325 42
iF[ili3s3ilFf i3ri8i;:8fl :il:
['i+l*fi]rflil#- [t::+ll+::;'t ;; u lll::lm ;i;i
28648 ?7A21 2561640796 387 /4 368 25476A0 45222 428 45
39312 373 72 353 83368 55 35029 3317934762 33038 31314
3 6 1 5 3 6 1 59280 928A
1?600 126002852A 2852a13540 13540167 70 167 7A
3 6 1 592 80
126002852Ar354016710
75 90 75 90 75 9070 60 70 60 70 60
12600 12600 126OO117 2A 117 2a ft 2a/0 60 70 60 70 60
12560 12560 1256010350 10350 103509300 93 00 93 l]O1850 T750 t6 50
f llsol -
Presupuesto O "or",
PRECIO
6 l 5 735 26
13571
34103604 551 3 3 0
3712662392 36
154 822564941814
4.0\ oFA RL tc 7^ rnanra | ",,
,";;;;;--, , . ,o . . uJ .6 ru00 18J000ACON DE AIRE FRJO LG 9KACON DE AIRE FR O LC 12K
Pza 225AOA Z25AAA 22SOAOPza 2790A0 27\AOA 27gO AA^^i3l Rifli;fllt9 919:,h ;;; ;;## ;iiiii 1i;33i
iiSl R:l::i::t: e1,e:;'\'; ;;;;; ;jffi ;H;;Ij]lTo'ncro'ao.colon:il r; d;;; ;;Jii3 ##;gDESCRIPCION UNIDAD PRECIO
69 039 3 1 8
12471148851 9 3 1 9
CARP]COLA I,IONOPOLPEGAALFOMBRA NONOPOL
COLA FRESCAPEGATUBO PAM PVC [,IONOPOIPEGAToDO (CLEFA tvtoNoPor Ipecqrooo lcLern MoNopoL)
:imHx11,T3'^^,"3,::l *'*, li:3,?illtblltiiHi$??i,?t?x3[ 13
GIGI1 2 K g(gGIGI1 8 L l
8806 89 0690 50 so 50
r8004 180048 0 0 8 0 0
21580 2158012551 125 51600 25 60025
434 00 434 oO13000 13000
24240 202001720A 172A0
4 1 3 05 1 5 16395
11671
44 8949 7669 0698 98
12304192112908534545
17325
35 3653406959
EINDA CEM[4tCOBINDAFRAGUAOORB NDAEXTMsr(AcoLA
PEGAMENTO PAMVINIL
AFULL PARA ALFOMEM(jB LLs )
lxs. 34.00 34.00 34 o0K9. 33.00 3300 33.0020Kg |9OO TtgOO l t9O018K9. 68.00 68.00 6800
?4 S03 6 7 06340
77 00 77 oA
iiiiStiEFitFfiB3S SJS lt3,'it, i:FULLCoLAPAFAMADEM
I2o ho I
iiii:3H ;ili ili8FFi l:8Jt;,PEGAI\,IENTO PVC p t4 pARARoNh
iFSiilEiiS iyS i:I iitriiisililitiS3tEy3Ii3;3
ffi.,*i:trfffftrfr;l ;lil.ecqv'v'o^q_ oi* i"r,".t j i- ;,; :;;3 ,9i;3I romvos
-----l
494 60 494605,16830 516830
423 70 423 7A118030 1 .18030393570 3 935 /O
1/2Lr 50 70 50 /0I L t 9730 87 30Gl 31090 31090
r L r 61 50 6150Gt 2A2fi ?a2 ft
?" 28ooo 28o.oo 28o.oo380.00 390.00 380.00
2 1 8 036 706340
24 8a36 706340
494605,16830
42J701,180303 935 70
50708730
3 1 0 9 0
6T 502021A
DESCRIPCION UNIDAO PRECIO
;s:;iilEiii ff ?ilI+f#;[,,0.85 Kg 3600 36 O0 36 0l]20 Kg. 480 o0 48OOO 4S0 n0
20Kg 764 i]O 76400 i6j00
S (AMENT 700 SUPER PLAST|F|CANTE 20 K9 978 OO
14000
2 1 8 0 0516001800050500
2,40A0a629 0060500
110C0r71o i l2 1 8 0 C51601r130005050!
? ,40000629 00605 00
97800 9/800
DESCRIPCION UNIDAD PRECIO
rF p?a J ._o i rc i7a
DESCRIPCION UNIDAD PRECIO
;m'fffY"*'**"* :,'j' '::l:DOBIE TERMOMEI\IBMNA SIM ;i ;;;;
283 00 283 0€40 00 40oo92 00 92 0o
1 3 0 1 3 02 6 0 2 6 03 9 1 3 9 1524 520
147 147294 294
592 592
8 8 7 8 8 71 1 8 3 1 1 8 31 4 5 1 4 8 0
1 3 02 6 03 9 1520
294
5 9 2
8 8 71T 8314 80
;1ff triiiilid1,ff'jJj'i i if88 069 0 5 0
18004800
2158A125 51600 25
4340013000
2A2AA17204
l-AM DE VloRtO 25 mm. ESPESOR [rt2 2]60 21.60 2i.60
@DESCRIPCION UNIDAD PRECIO
91d cbba. $a cru!CASEIoNES 5OxSOxi2cmCASEToNES 50x50x15 cmCASEToNES S0x5Ox2O cmCASETONES4OT4OxI5 cmCASETONES 40x4Ox2O cm
PLASToFoRM TIF.A tOOi4Oxt2 cmPLASTOFORM TIRA lOOi4OiI5.MPLASTOFORM T]RA iOOx4Ot2O cmPLASToFoRM TFA iO0r50xi2.mPLASTOFORI,I TIRA IOO\5OII5 CMPLASToFORM TIRA t0Or50x2O cn
1050 10501 3 0 0 1 3 0 01 7 0 0 1 7 O O8 5 0 8 5 0
1100 1T 0o
165020 5027 5020 5026 0034 50
1 6 5 020 502t 5A20 5026 0034 50
10 501 3 0 017008 5 0
11 00
1 6 5 020 5A27 502050260A34 50
i a 0
DESCBIPCION UNIDAD PFECIOLaPa Cbba. Sh Cruz
ALAMBRE OE A]\,IARREALAMBRE GALVANIZADO 4 8ALA(,18RE GALVAN]ZADO I 1OALAMERE GALVAN ZADO 4 ]2
ALAMBRETEJIDOALAMBRETEJIDOR/4omxO90
ALAMERE CON PUAS GALV SIMPLEALAMBRE PUAS GAL. ShtpLE {sOOm )
MALLA M]LIMETR]CA PLAST COMALLA MILI\4ETRiCA PLASI (50 h )
KS. 18.00 18oO 18.00^9. 22.40 22.0a 22.a0^9. 22.A0 Z2.AO 22an^g 22AA 22aO 22oa
rlrz 5.90 5 90 s 90Ho o 15500 l55OO t5500
1, o0o o8o ooono o t6500 16500 1650n
M2 1980 19 .80 rc annol/o SOO OO SOO OO gOO0o
UNIDAD PRECIOLa Pd Cbba Sta Cu
ARENACOMUN
GMVACOMUN
RIPEOCNANCADO
RPEOERUTO
P EDFA PARA C MIENTOSPIEDM LAJA S N CORTARFIEDRA TAF]JA S]N CORTARP]EOM TAR JA CORTADAY PI]LIDA
80 0095 00
80 0095 00
M3ri3M3
[43]\i3
M3l'43M3
rJ3[13M2M2M2
5 6 1 030 00 80 0o95 00 95 00
80 00 80 0o95 00 95 OO
95 00 95 OO10000 100 0o85 00 8500
95 001000085 00
75 00/5 0031 003 1 0 0
12000
1?000753074 3A/9 507 9 5 09 1 3 0
108 50
75 00 75 oO75 00 /5 OO. 3 1 0 0-- 3100-- 120 0a
/5 3074 3A795079509 1 3 0
r0850
DESCRIPCION
PRECIOS DE MATERIALES
t*
I
ALFOMBRAS Y EMPAPELADOS BASUREROS CANOS Y ACCESORIOS
DESCRIPCION TJNIDAD PRECIOLaPd Cbba Sh Cruz
DESCRIPCION UNIDAD PRECIOLaPd Cbba Sta Cruz
DESCRIPCION IJNIDAD PRECIOLaPa Cbba Sta Cdz
ALFOMBM M2ALFOMBMP]ALTOTMFICONAL M2ALFOMEM PELO ALTO NAL M2ALFo]\,jBM DE PELO MED ANO NAL M2ALFOMBMPELO BAJO NAL M2ALFo[4BMA|'4ER CANA M2ALFOMBM TlPo PERSA 24 0x3-10 cm PzaALFOMBRATlPoPERSA200x300cm PzaALFOMBRATAP SOLD SMAT
2500 25 00 25 007500 7500 /5 00
10000 10000 1000019600 1s600 1960012600 12600 1260010500 10500 1050017880 t /880 17880
1,43410 143410 1.43.4101,3.45 20 I34520 1,34520
6270 6210 627a
AZULEJOS Y CERAMICOS
DESCRIPCION UNIDAD PRECIOLaPd Cbba Sta Ctoz
MULEJoBLANCoNAL 15xi5AZILEJo CoLOR NAL 15x15M!LEJ0 DEC0RADO 15xT5MILEJO CoLOR BRAS 15x15AZULEJO DECoMDO BMS 15x15AZULEJO DECoRADo BRAS 20115MULEJO DECoRADO BRAS 20120
CERAMICA NACIoNAL 22x34CERAMICA NACI0NAL 25r25CEMMICANACLoNAL 34x34CEM[4|CA NAC oNAL 40!40CERAMICANAC ONAL 2OX3OCEFAlrrlCA NAC oNAL 32132RANDASNACIONAL
PISo CERAMICO EL ANE 20x20PlSo CERAIIICO EL ANE 20x30PlSo CERA[41C0 EL ANE 33x33PlSo CEMMICo EL ANE 33x33
ENCHAPES SANTINI 8x25cmL NMRoCKSANTIN ?5x25cmL NEA CLASIK SANTIN 25x25cmL NEA GRANITIK SANTINI 25x25cmL NEARUST K SANT Nl25r25cm
MULEJoELANE(ELTEl15x15 M2AZULEJo ELANE SLANCO 15x15 M2AZULEJoELANEAzUL15x l5 M2MULEJo ELANE DECOMoo 20120 M2AZULEJo ELANE DECOFADo 20x25 M2
M2M2M2M2M2M2M2
M2M2M2t\r2M2M2
M2M2M2M2
M2M2M2M2M2
30 00 320033 00 360036 00 38004590 45904590 45906 1 3 0 6 1 3 06670 66 70
41 00 41 003S00 39 004 5 0 0 4 5 0 045 00 45004240 42004240 42 0A7 5 0 7 5 0
58 50 58 5055 S0 55 9055 30 55 3058 60 58 6062 80 6280
32 50 82s060 60 6060
10330 103309920 9920
32 0036 0038 00459045 906 1 3 066 70
4 1 0 039 0045 004500420442AA7 5 0
5 8 5 05590553058 6062 80
s2 5060 60
103 3099 20
30 0030 0025 5025 5020 00
RANDAELIANE FANCY BLAC( 6 50x20 PzaMNDAS ELIANE FIISTAGRAY6 50x15 PzaMNDAS ELIANEARIES 10x20 PzaRANDAS EL ANE PYXIS GREEN 7 50X20 Pza
REVESTIM ENTo CERAl\,llCO NAL [42ENCNAPE LADRILLO NACIONAL IJ2
BALDoSACERAM SEMGRES 15t15 M2BALDoSACERAM ESM DEC 15x15 M2BALD0SACERAMICAESMALT. 11r23 M2CERAM CA ESMALTADA NAL 2(]X3O M2
CERAM CA ESI\IALTADA BRAS 33x33 M2CERAM CA ESI,IALTADA EMS 30x30 M2CERAM CA ESMALTADA BRAS 25x25 M2CEMM CA ESI,IALTADA ERAS 20x20 M2CERAM CA ESTIALTADA 8RAS 20x30 M2
CERAM KAISERPSCNA 11x24 M2CEMM KA SER R0J0 NATLIRAL24r1l M2CEMM KA SER ROJO NAT RISTCO24XlI M2CERAMICAM SER ROJo NAT 24x24 M2CEMM KA SEn P S0 R0J0 NAT RUSTC0 24124 M2ENCHAPE R0J0 NATUML IPARED( 5 5124)M2
REVEST.CAPR C|-AS|CA31x31 M2REVESICAPR.GRANITo31x3 l M2REVEST.CAPR NATUML24x24 M2REVEST.CAPR-NATUMLl'1x24 M2REVESICAPR ALMENDRA20X30 M2
30606 1 1 0
6090
96208 6 0 090207624782A
3 0 0 03 0 0 0255025502000
17 903 0 0
24 AA23 00
45 0030 00
30 606 1 1 056 5060 90
96 2086 0090 20T62AT82A
30 0030 0025 5025 5020 00
1 7 9 03 0 0
24 0A23 00
45 0030 00
4115 47153 9 1 5 3 9 1 53 9 1 5 3 9 t 55 1 1 5 5 1 1 55 1 1 5 5 1 1 53915 3915
5 1 1 5 5 1 1 54 9 1 5 4 9 1 55 1 1 5 5 1 1 54/30 47 304 3 1 5 4 3 1 5
1 7 9 03 0 0
24002 3 0 0
4 5 0 03000
30 606 1 1 056 5060 90
96 2086 0090 2076 2078 20
4T 15
39 t55 1 1 55 1 1 53 9 1 5
5 1 1 54 9 1 55 1 1 54/304 3 1 5
EEIEBASURERO ARTUR TO COMPLETO PzaCABEZAL PARA BASURERo iARTUR T0 Pza
265 986! 4S
265 98644864 48
BOMBAS DE AGUA
DESCBIPCION UNIDAD PRECIOLa Pa Cbba, Sia Cruz
EOMBA DEAGUAO 75 H P TAL ANAEOMBADEAGIJAl H P TAL ANABOMBADEAGUAl 5N P ITALIANABOMBADEAGUA2 H P IAL ANABOMEADEAGUA5 5 H P ITALIANABOMBADEAGUAT5H P ITALANA
U n d 1 1 1 3 0 0 1 i 1 3 0 0 1 , 1 1 3 0 0Unid '1403 00 1 ,40300 140300Unid 183900 183900 I83900Unid 3234 00 3.23400 3234 00Unid 5 438 00 5,43800 543800Unt 6,29200 6,29200 6 292 00
CALEFONES
DESCRIPCION UNIDAD PRECIOLaPd Cbba, Sta Cruz
CANOS Y ACCESOFIOS
DESCRIPCION UNIDAD PBECIOL! Pd Cbba Sta cruz
Pza i4000 14000 140 00Pza 23500 23500 235 00Pza 27000 270 00 27000Pza 32500 325 00 32500Pza 40500 40500 40500Pza 50500 505 00 50500Pza 69500 695 00 69500Pza 799 00 799 00 799 00Pza 1230 00 123000 1,23000r i 2500 2500 2500Mt 4200 4?00 4200Ml 48 50 48500 4850
CALEFONAGAS JUNKERS 180Lls Pza 4,30000 4 30000 4.300l]OCALEFONAGAS JUNKERS240LIs Pza 4,80000 48OOl]O 4,80000CALEFoNAGASSPLEND D 14 LL pormn Pza 2,094 0O 2 094 l]O 2.09,4 0O
CALEFoN ELECTRC0 RHEN30C Pza 181130 I81130 1 ,81130CALEr-oN ELECTR C0 RHEN40c Pza 265950 265950 2 ,65950CALEi_oN ELECTR C0 RHEN50C Pza 2619/ l ] 261970 2 ,61970CALEFQNELECTRC0 R|1EN52G Pza 274010 2,tAA 1A 214A 1ACALEFoNELECTRC0 RNEN 65c Pza 402960 4 .02960 4 02960
CANER A GALV 1/2'LONG 6 4 mCANER A GALV 3/4'LONG 64 hCANERAGALVAN 1 LoNG 64mCANERAGALV 1 ]/4'LONG 64 MCANERAGALV I 1/2'LoNG 64 mCANER A GALVAN 2' LONG 6 4 MCANER A GALV 21 l? 'LONG 64NCANERAGALVAN 3 LoNG 64 mCANERIAGALVAN 4 LoNG 64mCANER1A GALVAN ZADA DE 1/2CANERIAGALVAN ZADA DE 3/4CANERIA GALVAN ZADA DE ] ̂
CoDO GALVANZADO 1/2 (12mh) PaCoDO GALVAN ZADO 3/4 (16mm) PzaCoDO GALVAN ZADO l' (25mm ) P2aC0D0 GALVAN ZADO 1 1/4'(30mm) PaCODo GALVAN ZADO 1 1/2'(37mm ) PzaCODo GALVANIZ-qDO 2'(50mm ) P4CODo GALVANiZADo 2 1/2' (60mm ) PzaCODo GALVANIZA0o 3'(75mm ) PhCODo GALVANIZADo 4' (100mh ) PzaCOPLA GALVANIZADA 1/2 (12mm) PzCOPLA CALVAN 2ADA3/4 (16mm) PzaCOPLA GALVAN ZADA 1 (25mm ) PzaCOPLA GALVAN ZADA i 1/4^(30mm) PzaCoPLA GALVAN ZADA 1 1/2' (37mm ) PaCoPLA GALVAN ZADA 2 (50mm ) PzaCoPLAGALVAN ZADA 2ll2 (60mm) PzaCoPLA GALVAN ZADA 3 (75mm ) PzaCoPLAGALVAN ZADA 4 (100mm) Pa
TEE GALVAN ZADA 1j2 (12mm) PzaIEE GALVAN ZADA 3i4' (16mm ) PzaIEE GALVANIZADA1 (25mm) PzaTEEGALVANIZADAl 1/4 (30mm) PzaTEE GALVANIZADA 1 1/2 (37mm) PzaIEE GALVANIZADA 2 (somm) PzaTEE GALVANIZAoA 2 i/2 {60mm ) PzaIEEGALVANIZADA 3 (75mm) PzaTEE GALVANIZADA 4 (l00mn) Pza
3 3 0 3 3 0 3 3 04 3 0 4 8 0 4 8 08 0 0 8 0 0 8 0 0
1700 t7 00 170023 50 2350 23 5029 00 2900 29 0079 00 79 00 /9 00
10900 10900 1090019800 19800 19800
3 5 0 3 5 0 3 5 04 5 0 4 5 0 4 5 0724 720 720
1400 1400 14001550 1550 15 502300 23 00 23 006500 65 00 65 007800 78 00 78 00
18200 18200 18200
5 0 0 5 0 0 5 0 07 5 0 7 5 0 7 5 0
12AA 1204 120A22aA 220A 220A3 1 0 0 3 1 0 0 3 1 0 04500 4500 4500
10500 10500 1050014500 14500 1450024840 24844 24gAa
1 2 0 0 1 2 0 0 1 2 0 017 00 1700 170023 50 2350 235058 50 5850 58 5068 00 6800 68 001 1 5 0 0 | 5 0 0 1 1 5 0 0
0 0 0 0 0 0 0 0 021500 21500 21500500 00 500 00 50000
CRUZ GALVAN ZADA ll2 {12mm )CRUZ GALVAN ZADA3/4 (l6mm )CRUZ GALVAN ZADA 1 (25mm)cRUz GALVANIZADA 1 1/4 (30mm)CRUZ GALVAN ZADA I 1/2' (37mm )CRUZ GALVAN ZADA2 (50mm )CRUZ GALVAN ZADA2ll2 (60hm )CRUZ GALVANIZADA 3 (75mm )CRUZ GALVANiZAoA 4 (100mm )
Presupuesto & Construcci6n Ano 19 N'46, Noviembre 2008 - Febrero 2009 | 37 |
N PLE HEXAGONALCALV 1 /2 (12mm)Pza 380 380 380N PLE HEMCONALGALV 3 /4 (16mm)Pza 500 500 500NPLENEXAGONALGALVl ' (25mm) Pza i00 700 700N PLE NEMGONALGALV T 1/4' Pza 25 50 25 50 25 50NIPLE }IEXAGONAL GALV 1 1/2" Pza 1550 1550 1550NIPLE IIE/"AGONAL GALV 2 (50hm) Pza 2800 2800 2800
UNION UNVERSALGALV l /2 ' (12mm) Pza 140AUNIONUNVERSALGALV3i4 ' (16hm) Pza 1650UNIoN UNVERSALGALV 1" (25mm) Pa 1950IJN0N UNVERSALGALV i 1i4 P2a 2850UN 0N UN VERSALGALV I ll2 Pza 43 50UN 0N UN VERSALGALV 2 {60mm) Pza 7150
REDICC|oNGALVANIZADA3/4L l/2' PuRED!CC|oN GALVANIZADA 1 ' 1/2 PzREDUCCION GALVAN zADA la 3/4 PzaREDUCCION GALVAN ZADAl 1/411 PzaREDUCCION GALVAN ZADAI 1/2' I PzaREDUCCION GALVAN 2ADA 2.1 Pza
1 4 0 0 1 4 0 01 6 5 0 1 6 5 01 9 5 0 1 S 5 02850 28 504350 43507r 50 /l 50
LLAVE DE PASO CORTINAl/2'F,VLLAVE DE PASO CORTINA3/4" FVLLAVE DE PASO CORTINAl FVLLAVE DE PASO CORTINA] J/2 F.VLLAVE DE PASO CORTINA 2' FVLLAVE DE PASO GLOBO 1/2'FVLLAVE DE PASO GLOEO 3]4' F.V
CANERADECOBREDEl /2 6 mlsCANER A DE COERE DE 3I4"6 mlsCANERADECoBREDE 1" 6 mls
CODoDECoBRE 1 i2 (12mm )CO00DECoBRE3i4" l l6mm lC0D0 DE CoBRE 1" (25mm)
TEE DE COBRE 1/2 (12mm)IEEDECOBRE3/4 ( l6mm)TEE DE C08RE l'(25mm )
UNION UNIVERSAL COBRE DE '2'UNION UNIVERSAL COBRE DE3/4'UNION UN VERSAL COBRE DE 1'
4 00 400 4005 0 0 5 0 0 5 0 05 5 0 5 5 0 5 5 0
1 3 0 0 1 3 0 0 1 3 0 0i 6 0 0 1 6 0 0 1 6 0 02000 20 00 20 00
48 00 4800 48 0055 00 55 00 55 00
1 1 5 0 0 r 1 5 0 0 | 5 0 022840 22804 2284438500 385 00 385 005000 50 00 50 00s800 98 00 98 00
335 00 33500 33500506 00 506 00 50600
1 2 0 0 0 0 1 2 0 0 0 0 1 2 0 0 0 0
1300 1300 13 003000 30 00 30 004000 40 00 4000
1 8 0 0 1 8 0 0 1 8 0 048 50 4850 48506800 68 00 68 00
Pza 1600 1600 i600Pza 35 00 35 00 35 00Pza 4500 45 00 4500
Pza 4600 46 00 46 00Pza /800 78 00 78 00Pza 11600 11600 11600
TERMINALRoSCA NT.CoBREDEl/2 PzaTERMNALRoSCA NT CoBREDE3/4 PzaTERMNALROSCA NT.CoBREDEl P2a
CoDoTERM N RoSCA lNl CoDRE l/2 PzaCoDoTERM N RoSCA Nr CoBRE 314 PzaC000TERM N RoSCA Nr CoBRE 1' Pza
LLAVEDE PASo CoRI NACoBRE DE t2" P%LLAVE DE PASoCoRT NACoBRE DE3/1" P2a
t 6 0 0 1 6 0 0 1 6 0 03500 35 00 35 0D4500 45 00 45 00
83601 r 5 0 0
83 60 83 601 1 5 0 0 n 5 0 0
CAMARA OE POLIETILENO
DESCBIPCION UNIDAD PRECIOLa Pd Chba Sla Cu
MCAMARA D=60cm 60cm Protunddad PzaCAI4ARA D=60cm,80cm Frcfuoddad PzaCAIiARA D= 60cm l00cmProiunddad P2a
27000 250 00 225 0032830 314 03 285 48364 /8 34892 31720
PRECIOS DE MATERIALES
CAMARA SEPTICA
DESCRIPCION UNIDAD PRECIO
EEi@CAMAM SEPTLCADE 3OO LlCAMARA SEPTICADE 5OO LICAIiARA SEPT CA DE 1OO(] LICAMAM SEPTICADE2OOO LICAMAM SEPT]CADE 5OOO LLCAMARA SEPT CADE lOOOO LI
MEEIE&ffiFOSASEPT CA 25OO LlFOSASEPTCAllO|] LIFOSASEPTICA50OO LLCAMAM DESGMSADoRA25x35x35
405 00 40500 40500688 50 688 50 688 50
122540 1,22504 1225402,670 00 2,670 00 2 670006,680 00 0,680 00 6 68000
13690 0013,690 00 1369000
282500 2 825 00 2,825001248 00 I24800 1248006 080 00 6.08000 6,08000
75 00 75 00 75 00
CAMARA40r40x40 (ECoCAMARA)CAMARA 60x60x60 (E C oCAMARA)CAMARA 60t60x80 (Ec oCAI,IARA)CAI,ARA 60x60x120 (ECoCAMARA)CAIIARA 80X60X120 {ECoCAMAFA)
BIOFOSADE lOOO LLBIOFOSADE 15OO LIB]OFOSADE2OOO LtB OFOSADE25OO Lt
15700 137 0046000 403 00543 00 47500628 00 54/00700 00 61200
1529 00 139300 1208 002084 00 1901 1650002040 00 24 0B 209300319500 291500 2536 00
CAMAMSANTARIA'SAN BURG'D=glCN Pza J2244 J2240
1 7 1 0 0504 00594008680076500
CARPINTENIA DE ALUMINIO
DESCBIPCION UNIDAD PRECIOLa Pd Cbba Sta Cruz
BoX DUCIIA EN'L. 0 80x0 80x180BOXTINAEN L l 50x0 70xi 50
Pza 1 ,36500 1 ,36500 136500Pza i 52500 I52500 1 ,52500
VENTANACORREDzAl00r l202Hlas Pza 50000 50000 50000VENTANACoRREDIZA2 00xl 20 3 llias Pza 1 050 00 1 050 00 1 050 00VENTANACoRRED|ZA300r l204 N ias Pu 1 ,49600 1 ,49600 149600PUERTACoRREDZA240x200C&IDR0Pza 2 ,88200 2 ,88200 288200
CARPINTERIA DE MADERA
DESCBIPCION UNIDAD PRECIOLa Paz Cbba Sla Cruz
PUERTA MOLDEADA PRESTIGE2 TABLERoS 70/80 cm X210m
2 TABLEROS DE90/100 cm r210 mPUERTA MOLDEADA SINFONIA6 TABLEROS 70/80 cm r210nPUERTA MOLDEADA SlNFON A6TABLEROS90/100 cm x210 mPUERTA MOLDEADA IIORIZON2 TABLERoS 70/80 cm x 2 10 mPUERTA i\4OLDEADA HOR]ZON2 TABLEROS 90/100 cm x 2 10 m
35424 --
36225 -
354 20 .-
x6225 -
CEMENTOS
DESCRIPCION UNIDAD PRECIO
CEMENToPoRTLANDVIACHA KgCEMENTOBLANCO KgCEMENTO BIANCo ToLTECA Bo sa
CEMENTO VIACHA ESTANDAR {50 Kq )PLIESTo EN VACNA BolsaPUESTo EN AV URUGUAY BolsaPUESTo EN ELALTO BolsaPUESTo EN CALACoTo BolsaPUESTO EN VILLA FATIMA BosaPUESTO EN R O SECo BosaPIESTO EN oRURO BosaPUESTo EN CoCIIABAMBA Bo saCEMENTO VIACHA ESPECIAL (50 Kg.)PUESTo ENVACfIA BolsaPUESTo EN AV LJRIJGLIAY eolsaPUESTo EN ELALTo BohaPUESTOEN CALACOTo EosaPUEST,OENVILLAFATMA BosaPllESTo EN R|oSECo Bo saPUESIo EN oRURO BolsaPUESToENCoCHABAMBA B.lsa
0 9 6
17500
0 9 6 0 9 64 5 0 4 5 0
17500 1 /500
0 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0
0 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0
4800 0001 S 0 0 0 0 04 8 0 0 0 0 04 8 0 0 0 0 01 8 0 0 0 0 048 00 00043 00 0000 0 0 4 8 0 0
4 9 5 0 0 0 04950 0 004950 00049s0 000'19 50 0 004 9 5 0 0 0 04 9 5 0 0 0 00 011 49 50
DESCRIPCION UNIDAD PRECIOLaPd Cbba, Sla CM
CEMENTO WARNES PMARNESCEI,IENTO WARNES P/STA CRUZ
CEMENTO CAMBA P/STA CRIJZCEMENTOFANCESA
CEMENTo CoBoCE (s0 Kg)CEMENTO PORTLAND '30CEI,IENTO ESPECIAL IP.3OCEMENTO SUPER OR I,4OCEMENTO ALTA RES STENC A P.4O
CEMENTO EMISA (50 Kg.)CEMENTO EMISA P40CEMENTo Er\,llSA L-30CEMENTo El\,llSA lP 30
- - 482047 30 -
-- 4960 -..
4820 --
465047 504500 - -
47 5A4800
460047 50
CIELO FALSO PLAFON
DESCBIPCION UNIDAD PBECIOLzPaz Cbba Sta Cruz
LoSETADISENADA 100x100 cmLoSETAACUSTICAD-9 100x100 cmLoSETA M0LDEADA 50x50 cmLoSETAS TEXPoR I21r5x60 5N2 5LoSETAS REVIPoR 1 21x5x60 5x25
MAX PLACA DURALT2 40x1 20x6mMM PLACA DURAL T 1201120x6mMAXIPLACADUMLLT060n 20x6m
3146 31 46 3 i 4631 68 31 68 31 681 0 4 5 1 0 4 5 1 0 4 53971 3971 39713 3 1 1 3 3 1 1 3 3 1 1
10758 10373 1094553 68 51 81 536827 50 2585 2695
CLAVOS
UNIDAD PBECIOLaPd Cbba Sta. Cruz
M2[42
DESCRIPCION
CLAVOS KgCLAVoS DE lllERRO DE4 (100mm) KgCLAVoS DEN ERRoDE3 (75mm) (g
CLAVoS DE 1 Y1 1/2'(25mm y37mm)KgCLAVOS PARA CALAM NA Kq
r800 1800 18 001 8 0 0 1 8 0 0 1 8 0 01 8 0 0 1 8 0 0 1 8 0 01 8 0 0 1 8 0 0 1 8 0 020 50 20 50 2050
CUBIERTAS
DESCRIPCION PRECIOLaPd Cbba Sta Cruz
UNIDAD
PLACAoNDUL olRALll244x108 m PacaPLACAONDUL DURALIT I 83x103 m Pa€PLACAoNDUL o!RALT30t1 08m x6mm PlacaPLACAONDULADA M2PLACARESI 10 DURAL T2 44x 103 PacaPLACARESI 10 DUML T244 x 103 M2FLACAFRANC oNDULNE2001097 PlacaPLACAFRANCESAONDULNE l'12CUMBRERAONDUL NE l] gOxO 40 Pza
CANALIT 7 50x1 00m PlacaCANALTgJ I,I2ONo NADE DURALIT 2 44x0 53h P acaoND NADE DURALT 1 83x0 53m P acaOND NADE DURAL T [I2
TEJAESPANoLADllFALlTl 60x1 05m PlacaTEJAESPANOLA DL]RALITr] TOXI {]sM PIACATEJAESPANOLADURALT M2
CALAMINAONDi ]LADAN'33 M2CALAMINAoNDLILADAN' 33 1 8010 70 UnidCALAM NAoNDULADAN" 331 80x0 80 UnrdCALAM NAoNDLILADAN'33 2 l5x0 80 !ndCALAl,l NAONDLILADAN' 33 2 45x0 80 !ndCALANI \AONDULADAN'33 3x0 80 Llnd
CALA]\IINAONDULADAN'32 M2CALAMINAoNDULADAN 32 1 80x090 UndCALAM NAONDULADAN'3?O 90 i215 U dCALAM NAoNDULADAN'32 245x0 90 Unid
CALAI{ \AONDULADAN" 28 M2CALAM NAONDULADA N '28 ]8DT( ] 80 UNdCALAI,IINAoNDULADA N 28 2 ]5r0 80 lh dCALAIiINAoNDULADAN'28 2 45i0 80 Ui dCALAMINAoNDULADAN'28 3x0 80 UnLd
14 30 74 3A 74 3D55 /0 55 70 557011140 11140 ln 40282A 2E?0 2S2A
10590 10590 10590420a 4240 420087 60 8760 87 6046 40 1640 464054 00 54 00 54 00
63370 63370 63370s4 50 84 50 8.4 5029 90 29 90 29 90224A 2ZAD 22 40n2a 2x2a n20
68 80 68 80 68 8037 95 37 S5 37955t 70 5t 70 5170
23 95 23 9528 35 283534 50 34 5040 00 40004600 46 005650 56 50
64 60 64 609300 93 00
1 1 1 0 0 1 1 1 0 0121AA 124 AA15500 15500
23 9528 3534 504000,16005 6 5 0
290342 5A50 325i 06
64609 3 0 01 1 1 0 0124 00tss 00
2603 26 034254 425050 32 503257 06 5/06
CALAM NA PLANAN'30 2ilt\\2 47 75 4115 4T 75Und 95 50 95 50 95 50
| 38 | presupuesto & Construcci6n Aio 19 N" 46, Noviembre 2008 - Febrero 2009
DESCRIPCION UNIDAD PRECIOLaPar Cbba Sia
CALAM NAPLANAN'28 2ri
CALAITTINA PLANA N' 26 2x1
CALAM OND PLAST. N '12180x080CALAM oND PLAST N'12240x080CALAM oND PLAST N'12300x080CALAM OND PLAST CAN'12
CALAM OND PLAST N"16 1 80x0 80CALAI,I OND PLAST. N'16 2 4010 80
CALAM OND PLAST N'16300x080CALAMINAOND PLAST CA N' 16
M2 55 25 55 25 55 25Unid 11050 11050 1 i0 50
M2 69 50 6S 50Und 13900 13900
Pa 55 50 55 50Pza 75 50 75 50Pza 98 50 98 50[,t2 41 00 41 00
Pza 11120 11124Pu 14250 14250
69 5t)13900
55 50
98 5041 00
11120142CJ
M216500 16500 165 0075 00 75 00 75 00
DESCRIPCION PRECIOUNIDAD
oOMO P MM DAL 0 40x0 21D0M0 P RAM oAL0 61x0 61D0M0 P MM DAL 1001100D0M0 PIRAMIDAL 1 22x1 22D0M0 P|RAM|DAL180x1S0DOMO REDONDO DAMETRO 045DOMO REOONDO D AI,IETRO l] 60
8 8 1 0 8 8 1 0 8 8 1 0345 30 345 30 3453009620 896 20 896 20
1,058 00 1.05800 1,058 001063 30 1.06330 1,063 30
264 00 264 00 264 00351 90 35190 351 90
ESTUCOS Y CALES
DESCRIPCION UNIDAD PRECIOLa Pd Cbba Sta,Cruz
ESTUCO BEDOYAESTUCo BEDoYA 36 KgESTUCO PANDOEsTlJCo PANool8KgCAL
YESo CoBoCE 30 KgCALLACALERA 9 K9
Kg 055 055 055Bo sa 1950 1950 1950(q 050 050 050Bolsa 900 900 s00Kg 047 047 047Bolsa 9 60 160 960B o s a 1 1 5 0 1 1 5 0 1 1 5 0Bosa 1000 1000 1000
FIJACIONES EN SECO
DESCRIPCION UNIDAD PRECIOkPd Cbba, Sta. Cruz
T MFONDOS DE 5 1/2xll4TMFONDoS0E4l /2x114T RAFoNDoS DE4il/4TLMFONDOS DE3Xl/4
GANCHoS J DEi50nmGANCFoS J DE 120 mmGANCNoSJDE 80 mmGANCHOS PAMTEJA60-80GANCHOS DE l4 cmGANCHOSDEi0cm
TORN]LLO DE F JAC ONCANCAMO
F JADOR DE ALAAUTOTRABANTEF JADOR DE ALA S MPLE
TORNILLO P/MADERA sxs0 dmTORN!LL0 P/MADERA 5x80 mm6 5oTORN LLO P/MADERA5ilC0 mm
ToRN LLo P/MADEFA6[50 mrnToRN LLO P/MAoEFA6X80 mmTORNLLLO P/MADERA6 x 100 mm
Pa 234 230 230Pza 215 215 215P z a 1 9 0 1 9 0 1 9 0Pza 340 340 340
Pza 254 254 250Pza 2 30 2 30 234Pb 20a 200 200P.a 180 1 80 180Pza 240 244 240Pza 240 244 240
3 5 06 5 08 0 0
75013001450
1 4 5 1 4 5 1 4 51 5 0 0 1 5 0 0 1 5 0 0231 231 231
3 1 0 s t o 3 1 06 50 650 650
3 5 06 5 08 0 0
/ 5 01 3 0 0t4 50
6 5 08 0 0
7 5 01 3 0 014 50
GAVIONES
DESCBIPCION UNIDAD PRECIOLaPd Cbba Sla Cruz
GAVIoN CoRNSA15011x0 5GAVIoN CoRNSA150, l0n 0 SDGAVIoNCoRNSAI 50 i1 0 r1 0 rCDGAV 0N COR NSA2 0rhl Crl] 50GAV 0N CoRINSA2 00x10x1 0GAV 0N CoRINSA2 00i1 0r10/5!
Pza 18880 18880 198 00Pza 296 l0 29610 31000Pza 32900 32900 3 !300Pza 27r 60 27160 28560Pza 38S50 38850 40250Pza 36050 36050 374 50
PRECIOS DE MATERIATES
DESCBIPCION
GAVIoN CORINSA 3 00x1 oxo 50 pzaGAVIoN CoRINSA 3 0011 0i1 0 pzaGAVTON coR NsA4 00x1 0x0 50 pzaGAVIONCORINSA4 OOXI OXl O PZAGAV0NCOR|NSA500x10x050 pzaGAVIoN CoRINSA5 00kl 0K1O pza
COLCHONETA CoR NSA 3 0l]x2 ox() 30 pzcoLcHoNETA CORTNSA 3 oor2 oxo 23 pzaCoLCHoNETA cOF|NSA 300x2oxo iZ pzaCoLCNoNETA CORINSA 4 O0x2 0x0 30 pzaCOLCHoNETA CoR NSA 4 0Ox2 oxo 23 pzaCOLCHoNETA CoR NSA 400x20r01/ pzaCoLCHoNETA CoR NSA 5 0012 {]rl]30 pzaCOLCHoNETA CoR NSA 500x20x023 pzaCoLC|oNETA CoRINSA 500x20x017 pzaCoLCIIONETA CORINSA 6 0Ox2 Oxo 30 pzaCoLCHONETA CoR NSA 6 0012 0rO 23 paCoLCHoNETA CoRINSA 6 0012 Or0 i7 pza
Enr?r,t!t:L!tr
3S850 3885057120 5712A5 1 1 0 0 5 1 1 0 074200 742A063630 636 3091350 S1350
47810 4751A45010 4501041090 4109062510 6251058940 589 40556 50 556 507714A 7714073850 738 5070350 703 5094290 942 90882 00 8820082S 10 82810
40250585 205250075600650 309215A
49210
42990639106034057050785407525071750956 90896 008 4 2 1 0
GAVION MACCAFERR 1 5X1x1/sDGAV ON MACCAFERR 2x1ro5/CDGAV 0N MACCAFERRI 2x1xi /S0GAV ON MACCAFERRI 2X1X1/CDGAVI0N MACCAFERRT 3x1x1/CDGAVION MACCAFERR 4X1X'CDGAV ON MACCAFERR 5x1x't/COGAV ON ]\,IAC CAFERR] 5X2x] jc DGAV 0N MACCAFERRI 4xlx(] 5/C0GAVION MACCAFERRI 5XJXO 5/CD
COLCHONETA RENO MA 4X2Xo 17COLCHONETA RENo MA 5x2xo 17COLCHONETA RENO MA 6X2XO 17
28317 28317 2831726547 26541 265 41353 86 35386 353S638913 38913 38913564 92 56492 564 92743 99 74399 74399859 56 859 56 859 56
1.48512 1,48512 14951251337 51337 513 37635S9 63589 63589
CoLChoNETA RENO MA 4rxo 23COLCHoNETA RENO MA 5x2x0 23COLCHONETA RENO MA 6x2io 23COLCHONEIA RENo MA 4x2xo 30CoLCNoNETA RENol\,lA 5r2x0 30
667S0 667 80 66780821 t6 82116 821 16
1.12656 1 . i2656 11?656726 60 726 60 726 60744 96 744 S6 14496
Pa 577 80 57780 57790Pza 740 64 740 64 740 04Pza 813 12 873 12 Si3 12
DESCRIPCION UNIDAD PBECIO
MEZCLAOORA P/LAVAMANOS BRASMEZCLADORA P/BIDETT BRASMEZCLADORA P/LAVAPLATOS BMSI',IEZCLADoRA P/T NA BRASi\4EZCLADORA PARA LAVAMANOS
. F.V CFOMOMEZCLADOM P/BIDETT FV CROIT1OMEZCLADOR Y TRANSFERENC A
ITIEZCLAD0RA TINIVDUCHA |TALMEZCLADOM P/B DETT ]TALIANOMEZCLAOORA P/LAVAMANO ITALMEZCLAOORALAVAPLATO
GRIFO DE 1/2'CROIIADOGRIFO DE ]/2' MOVIL CROI{ADOGRIFERIAPAMLAVARROPA
MEZC CROMO P/LAVABoMEZC CROMO F/B DETTMEZC CROMO P/TINA. DUCHAMEZC CROIIO P/LAVAPLATOS
I,IEZC CROMO ORO P/LAVABOMEZC CROMO ORO P/BIDETTMEZC CROMO ORO P/TINA.OUCHAMEZC CROMO ORO P/LAVABO
Pa 2012APza 26850Pza 23360Pza 2A120
Pza 221APza 5860
19900 19780 1967019340 200 20 200 2023170 UlA 225a038560 385 60 376 90
271AA T1A0340 t0 34010
24124268 50233602012018830
?11458 706940
2632AM7 2A
19650268 50233 6020124r 8 8 3 0
24 9060 006800
MEZCLADoM P/LAVAMANoS F.V GALA JqoMEZCLADoRAF/B DETT FV GALA JgoIIEZCLADoRA P/DUCHAF.V GALA JqoMEZCLADoM P/LAVAMANoS tV ROJO JgoMEZCLADORAP/BIDETTiVROJO JgoMEZCLAooRA P/IINA F.V CALA Jgo
ndrrtfifinE t
19320 7932A 7%2A858 50 85850 85850i19A 7119A f i1507471A 787 70 78770904 00 90400 904 00
1 1 0 0 8 0 1 1 0 0 8 0 1 1 0 0 8 0
378 J0 38440 401 1039580 40780 41990600 40 61820 63660039 70 659 80 67940
49940 51450 529 9051950 53550 55140756 20 779 00 805 3081160 825 20 84980
37S 00 342 00 32530384 20 366 70 36080405 80 38160 343 50
MEZCLADoM P/LAVAMANo N CoLAZZ pzMEZCLADOMP/DUCHANICOIAZZ| PaMEZCLADoFAP/TINA,DUCHAN|CoLAZ| pza
DESCRIPCION UNIDAD PRECIOLa Pa: Cbba Sh.Cruz
EADILEJO 1400 14008 0 0 8 0 0
40 00 40001 6 0 0 1 6 0 04500 45 0065 00 650035 00 350050 00 50 0021AA 210020 00 20 00
325 00 325 0040 00 4000900 900
50 00 50 0053 00 53 00
35000 35000280 00 280 00
14 008 0 0
40 001 6 0 045 00650035 0050 0027 0020 00
3250040 009.00
50 0053 00
3500028000
ESPATULA PhPLANCHA P/ALBANILERIA pzaPLOI1ADA PZAMART LLo pzaN VEL DE MANO Pza[,!ART|LLo MEDIANO pzaCoMBODE 2Kg pzaZINZELI\,IEDIANO pzaBALDE P/ALBAIiI LERIA PZACoRTADoR DE P1S0 CEMM C0 YMULEJO pzCIERRRAMETALICA(ARCO) pzaHoJA MEIAL CA (NTCHOLSoN) pzaPALA PzaPICOTA pzaCARRETILLA C/ NEUI,IAT CO GMNDE pzaCARRETILLA C/ NELJMATICO [TED|ANO Fza
DESCFIPCION UNIDAD PBECIOLaPa Cbt€ Sh Cruz
IGOLDENSOIGOLFLEXGOLPR[ , IER]GOLTECHOSMTOPlO/SEALIGOLTRANSPARENTE
LAM NA SIKA GR SLAM NAS KAC/ALUM N]OLAM]NAS KA S/ALI]M N]OLAMINADEASF TIGRE CJALUMLA(4INA DE ASF. TIGRE S]ALUM
MULTI.SEAL
UN ToP 620 REVEST PTFACHAoASI3T 5 Kg )
3KS 13600 13600 136003Kg 348 00 34800 34SOO3& 151 00 151 00 151 0017K9 69/ 00 69700 697003 7 5 K 9 1 1 1 8 0 0 1 1 1 8 0 0 1 1 1 8 0 03K9 22AAA 22A00 22A 00
72200 722AA 722AA
1,36024 1 360 24 1,36024
M2 10300 10300 10300M2 59 00 5900 5900\,12 53 00 53 00 53 0ol'42 43 00 43 00 43 00M2 4300 4300 43 00
25M
I,IEMB GEoTEXTILALUj\rj|NIO3 5 mm M2 8344MEMBGEoTEXTILS/ALUMNO35mm M2 ZO96[4EBR ASFALT. M]NEMLIZADA4 mm l\,12 iOT (]0MEER ASFPOLIETILENOALL]M 35MM I\,l2 7924MEBR AS L ICAALIJMN 035mm M2 604S
8344 834478 96 78 96
1 0 1 0 8 1 0 1 0 87924 79 2460 48 60 48
INSTALACION ELECTRICA
DESCFIPCION UNIDAD PRECIOLa Paz Chba, Si., Cruz
Tw ALATTIBRE CU 1x18(100m1)TW-ALAMBRECUIx ' ]6 100mt)TW ALAMBRE CU 1114 (10oml)TW .ALAMBRE C! 1n2 (100m1)TW - AI-AMBRE CU 1rl0 (100mt)TW ALAMBRE CU lx00 (1O0DL)
Ro l lo T1750 11750 11750Rol lo 18200 18200 18200Ra a 272Aa 272AA 272AARo o 4?300 42300 42300Rollo 659 00 659 00 659 00Rollo 1 070 00 I 0/0 00 1 070 0{]
1 9 1 0 0 1 9 1 0 0 1 9 1 0 0299 00 299 00 2990045700 45700 457 0070300 703 00 703 00
1 1 3 1 0 0 1 . 1 3 1 0 0 1 , 1 3 1 0 01 862 00 1,86200 1862002,846 00 2,846 00 2 846004,25000 4 250 00 4.25000
TW CAELET H LOS C! 1r7r16 (1oont )RotoIW-CABLET H LOs cU 1x7x14(i00mt) Ro oTW CABLE 7 HILoSCU 1x7x12(1o0ml) Ro oTw- CABLE i NILOS cU'ttno(1oomt) RoloTW- CABLE 7 Hllos CLJ 1tx08 (100mr)RoIoIw - CABLE 7 H LoS cU l7xo6 (i00ml)RoIoTW CABLE 7 H LOS CU 1xtu04 (100m1)Ro oIW -CABLET N Los cU 1x7x02(100m1 ) Ro o
TW- CABLE Tq H LoS CU 1xtgxlioTW CABLE19 FILoS CU 1xTglz1]TW - CABLE 19 NILoS CLJ 1x19x3/OTW ' CABLE 19 HILoS C! 1x19x4/0
CTll CoRDoN MELLIZO CU ,22 looliT 14100 14100CIM- CORDoN MELLZ0 CLJ 2x2O (tooml )Roto j9900 j99OOCTV OcDoNVc '0CJ2.18 O()nt / oolo 20500 .g5OOCTM-CoRDoN[,lELLiZoCL]2x16 (1Ooml) Rono 307 0O 38700cTM 'coRDoN MELLIZo cU 2x14 (100mr)Rolto 66s00 66500CTM-CoRDoNMELL|ZoCu2Kl2(10ont)Ro o 994 O0 99400CTM.CoRDoNMELLIZoCU2iI0(1o0mt)Ro o1,46900 1,46900
MT 86 50 8650MT 10650 10650t\rT 16850 16850MT 19850 19850
86 50106501685019850
1 4 1 0 01 9 9 0 02850038700665 00994 00
1,46900
ELECTRICA
DESCRIPCION UNIDAD PHECIOLa Pd Cbba Sta Cruz
ADCAELECoNCENTR|CoCLJ2xI0(1O(]ml)RoIot58000 158000 15800!ADCqBLE CONCENTR C0 CU zt8 (100m1)Rotto 2450002450 O0 2.450 OOAD CABLECoNCENTRICo CLI2x6 (100m1) RoIo 4 930 OO 4,93000 4 930 O0ADCABLECoNCENTRICOCU2I4(t00ml)RoIo 6,20000 62oooo 620000
CADDUPLEXAIUMINIo2XTToE(100m1) Roto 55000 ssoo0 55oooCADDUPLEXALU/\4NlO2X7x06(1o0hr)Ro o 1,10000 1, j0O0O 1, j0000cADDUPLEXALUMNLo2X/x04(T00m1)Roto 1 85000 1,85000 1,85000CADDLJPLEXALIMIN02X7K02(100m1)Ro o 42b0(]O 4,250Ol] 4.2SOOO
CABLE cu CONCENIR cO 3xoCABLECU CONCENTRC03x6CABLE PAM TV 2x22 S MPLECABLE PAFA TV 2x22 DoBLE
IUEo P/lNSl ELECT. Cd L=3m 1i2TUEo P/NSI ELECI Cd L=3m 5/8'TIJBo Pi NST. ELECT Cd L:3m 3/4"TUBO P/lNSl ELECT. Cd L=3m 1'
INTERRUPToR TERMICo Unip 6Amp PzaINTERRIPTORTERM Unp 1015Amp PzaINTERRUPTOR TERM Unp 20-30Amp PzaNTERRUPToRTERMICoBipoIaT 15Amp PaINTERRUPToB TERM|COBpoar30Amp PzaINTERRLJPToRTERM C0 Bpoar60Anp pzaINTERRUPToR TERM CoTdpo 4 15Amp PzaNTERRUPToRTER[,tlCoTrpoar30Amp PzaNTERRUPToRTERM|CoTIpoar60Anp pzaINTERRUPToRTERMC0I00Amp PzINTERRUPToRTERMICo200Amp Pza
CL,lA RECTANGULAR DoBLE PAVCO PzaCAJA RECTANGILARSIMPLE PAVCo Pz
100m 2 04100 204100 204100100m 218000 2,18000 2,18000100 m 35000 350 00 35000100m 20960 209 60 20960
Tubo 340 3 40 340Tubo 490 490 490Tubo 700 700 /00Tubo 860 860 860
1850 i8 50 18 501850 1850 18501850 1850 185048 50 48 50 48 504850 48 50 485048 50 4850 48 5057 00 5/00 57 0057 00 57 00 5/ 0062 50 62 50 6250
18850 18850 18850599 50 59950 599 50
CAJA OCTOGONAL PAVCO
TIJEERIA CONOUFLEX PAVCO1/2'TUBERIA CONOUFLEX PAVCO 3/4'
[4]MI
4 6 02 8 04 3 0
2203 4 0
0 6 00 6 0
4 6 02844 3 0
2203 4 0
0 6 00 6 0
2BA4 3 0
2203 4 0
0 6 00 6 0
ADAPTADOR CONDUFLEX PAVCO 1/2' MIUNION CONDIJFLEXPAVCO 1/2' M
INSTALACION SANITARIA
DESCRIPCION UNIDAD PBECIO
MNo FERRUM-FLoREN 2 PZA C/ACC JgoBANo FERRLIM-FLoREN 3 PZA C/ACC JgoBANo FERRUM DoRICA 3 PZA C/ACC JgoBANo FERRUM.ADR Al 3 PZA C/ACC JgoEANO DECAMONTECARLO 3 PZA oIAcc JgoBANo DECADE VILLE 3 PZA C/ACC Jgo
BANERAl 50x0 70 CoN GRIFERIA PzaBANEMl 67x075 CoN GRIFERIA PzaBAN HIDROM 1 7010 80 C/MOT' PzaBAN HDRoMCIRC D=15m C/MOT. PzaBAN HDRoM CIRC 0=l8m C/Mol PzaBAN NIDRoM ESQUI R=15 m C/Mot Pza
NoDORo BLANCO T/BAJo C/ACC PuNoDORo BLANCo T/ALTO C/ACC Pa|NoDoRO FERRU[,] - FLoREN T]Bl"lO PzaINODoROFERRUMDoRICA PzaINODoRO FERRUM - A0RIATiCA Pza
LAVAMANOS BLANCo CON GR FER A PaLAVAMANOS FERRUI\,j - FLoRENC A PzLAVAMANOS FERRIII4 DoRICA Pza
i 36420 1,364 20 1364201 6-48 50 I 648 50 1 648 502137 70 2,1317A 2,137 7A2,877 0A 2Bn A0 2,8fi aA1,92824 192820 1928201,75710 1.15710 1757 10
I08380 1,08380 1,083801.187 60 1,19760 1,187601 , 1 6 5 1 0 1 1 6 5 1 0 1 1 6 5 1 03 , 5 3 1 5 0 3 5 3 1 5 0 3 5 3 1 5 04 70070 4,70070 4 700 705 01740 5,01740 5,01740
50770 507 70 507 70397 90 397 90 397 9085000 85000 85000
1,322 70 1,322 70 1.322 70151930 1,51930 1,51930
397 80 38310 3720037880 36610 35900663 90 65500 63660574 50 343 70 538 80
104 70 9650 9060253 90 253 90 25390
1,42700 13/830 13459038200 36610 358 60
287 2A 2115A 2659n43610 42610 4074046470 449 70 43650
29 30 29 30 24 6025 70 24 60 23 6019 70 1850 173033 00 30 80 28 50
11000 11000 1100010200 10200 10200
PEDESTALBLANCOURINAR O BLANCO CON SIFONT NABLANCACON GRIFERABIDETT BLANCO CON GR]FERA
BIOETT FERRUM. FLORENCIAB DETT FERRUM DORICAB OETT FERRUM.ADRATICA
TOALLEROJABONEFAPERCNA
BASE DUCHA0 80x0 80BASE DUCHA0 75x0 /5
Presupuesto & Construcci6n Afio lg N" 46, Noviembre 200g _ Febrero 200g
INSTALACION SANITARIA
DESCRIPCION UNIDAD PRECIOt Pd Cbba, Sta, Cruz
DUCHALORENZETTMETALICA PzaDUCHALORENZETT PLASILcA(2R) PaoUCHALORENZEIT PLASTCA(1R) PzaLAVAPTAToS C/2 DEPoS Y2FREGAD PaLAVAPLAToS C/2 0EP0S Y 1 FREGAD PuLAVAPLAToS C/l 0EP0S Y 1 FREGAD PzaREJILLADE PiSo PzaCHICOT LLO GALVANIZADo 30cm PzaCNICOT LLO PVC 30cm PzaCAJA INTERCEPTORA DE llo 25x25 PzaLAVARROPA DE CEMENTO Pza|-AVADERo DE FIERRO ENLOSADo Pza
@ACCESoRIOSG-1/ JsoJABoNEMBLANCA A.18 PzaPERCHADoBLEBLANCA4-600 PaPERCHASIMPLE BLANCAA 680 PzaT0ALLER0SBLANCOA'586 PzaPAPELERo BLANCOA-48o PzaINODoRO BLANCoT/ALTo EXI P-]5 PzaLAVAMANOS BLANCO L-15 PzaURINARo BLANCOM-/11 PzaURINAR0 BLANCO C/S|FoN M-712 PzaINODoRO CoLOR RAVENA(BE 68) PzaTANOUE COLoR (BE 68) PzaINOD COLoR NIDRA RAVENA (BE-68) Pza
LAVAMANoS COLoR RAVENA (8E,68) PzaLAVAM S0B COLoR MVENA (BE-68) PzaPEDESTAL COLoR MVENA (8E.68) PzaBIDETT C0L0R RAVENA(BE 68) Pza
INODoRO C0L0R RAVENA(CE 17) PzaTANOUECoLOR(GE 17) PaLAVAMANoS COLoR MVENA(GE-j7) PzaLAVAM S0B COLoR MVENA (GE 17) PuPEDESTAL COLOR RAVENA (GE,17) PaINODoRO COLoR DE V LLE (CR-37) PaTANoUE COLOR (CR't) PhLAVAMANoS COLoR DEVILLE (CR'37) FzaLAVAM S0B CoLOR DEVILLE (CR-34 P4LAVAM ENV C0L0R DE VILLE (CR 37) PuPEDESTALCoLOR DE VILLE (CR.37) PaBIDETT coloR DE V LLE (CR 37) PzaNODoRo COLoR CARMRA (BE-83) PzTANOUE COLOR CARRARA (BE-83) PaINOD COLOR HIDRACARRARA{BE 83) Pz
420 00 42000 420 001S500 19500 1950095 00 9500 95 00
1,05000 1 050 00 1.05000530 00 53000 530 00280 00 28000 280 003500 35 00 35 001500 1500 15008 0 0 8 0 0 8 0 0
35 00 3500 35 0013000 13000 1300038000 380 00 380 00
134 30 13430 13! 302310 x1a 237A1430 1430 14 301240 1244 12 4a28 80 28 80 28 802530 25 30 25 30
21120 21124 2112A10340 10340 103401/950 17950 17S50250 50 25050 250 5031320 31320 3132036000 360 00 360 0022144 221 4A 221 4A
1 7 3 1 0 1 7 3 1 0 1 7 3 1 024164 2416A 2416A13680 13680 1368025930 25S 30 259 30
28840 28840 288 4036000 360 00 360 00165 70 16570 1657019830 19830 198301 3 0 1 0 1 3 0 1 0 1 3 0 1 047944 47940 479 40360 00 360 00 3600024274 24270 24210257 60 25760 257 0011550 11550 1155015200 15200 15200xT26A 37260 31260859 00 85900 8590053290 532 90 532906727A 270 67210
N0D0R0 M0N08L0DK lpo Amenei S PzLAVAMANoS CON PEDESTAL PuLAVAMAMOS DE EMPOTRAR PzaLAVAMAMOS ART STICOS PhLAVAMAMOS DE VIDRIO PuURNARIOPEAUENO PbURNARIoMEDIANO PbURNARIODEPEUR NARIO DE ESQI.JINA
MEZCLADoR LAVAMANOS CRISTAL Pa[lEZ CLADoR LAVAMANOS CANo ALTO PzaMEZCLADOR LAVAMANoSMoNo[rANDoPza[,IEZCLADOR OI]CHAI,IEZCLADOR T NA, DUCNAI,IEZCLADoRSDETI,IEZCLADoR DE CoC NA
ALAMBRE ESIAIIADO MONOPOLAR 18 10Om 5530 5530ALAMBRE ESTANADO MONOPoLAR 19 100m 38 30 3830ALAMBRE ESTANADO MONOPOLAR 20 1O0m 3250 3250
658 75248002442524800248 00104 6330225581 2531000
3100039525 .--23250 -31000 . - -3487527125 --2T125
INSTALACION TELEFONICA
DESCRIPCION UNIDAD PRECIOLaPd Cbba Sla Cnz
55 3038 303250
CABLED/RECUB P/EXTER0R2x l9 100m 13990 13990 13990CABLE DE BAoAJA Ci AUTOPoRI 2x20 100 m 18000 1S000 18000CABLETELE P/INTERIORES 2x2i 100m 7460 7460 7460
CABLEo/RECUB P/EXTER0R2x21 100m 14900 14900 114900CABLETELF. P/INTERIoRES 2120 100m 9770 S770 S770CABLEENToRCNADoP/NTER|oR2124100m 4400 4400 4400CABLEENToRCNADoP/NTER|ORAi26 100m 3630 3630 3630CABLEENToRCf IADoP/NTER]oRZxrZ 100m 6120 6120 6120
LADRILLOS
DESCRIPCION UNIDAD PFECIOLa Pd Cbba Sla Cruz
LADRlLLO6H24xlSxl2cm PbLADRILLo6H 12xl8x12cm PaLADR|LLo6H24x l5r l15cm PzaLADRlLL06H24x15r95cm PbLADRILLO6H 12x18x95cm Pza
LADRLLO6H22sr lsxS5cm PzaLADRLLO3H24x ls rBcm PhLADRLLO2H24x12x65cn PzaLADRILLOCAMEoTE 18N 25x12x65cm PzaLADRLLOCELoS|A l2 i l6x l6cm PzaLADRLLO6H 15x258x105 PzaLADRLLOOH 15x125x105 PzaLADRLLOOH2ox2sr loscm PzaLADRLLO3HVSTO7x25x125 Pza
ADoBITO lE 5x1lx22 PzaADoBlTO2da 5x1lr22 PzaLADRLLOOH CEMPEX PzaLADR LLO S 6H CEMPEX PzaLADR LLO GAMBOTE CERAPEX Pza
CERAMICAPtroSA ALIVIANADA 13 cm PzaCEMMICAP/LoSA ALIVIANADA i0 cm PzaCERAM CAP/LoSA ALIVANADAT cm PzaCERAMICAP/LoSA ALIVIANADA 10 cm PzaCEMMICAP/LoSA ALIVIANADA 12 cm PzaCERAMICAP/LoSAALIVANADA16 cm Pza
1 9 4 1 9 41 3 0 1 3 01 5 8 1 5 81 N 1 2 61 0 4 1 0 4
126 126i 1 0 1 1 00s2 0921 1 6 1 1 61 0 9 1 0 9
1 3 81 0 51 6 01 0 5
0 7 50 6 0
2 3 93254 0 04 3 0
325 325291 291
1 0 01 5 01 0 9
LADRILLO VISTO BRICK
DESCRIPCION UNIDAD PRECIOLaPd Cbba Sb.Cruz
CURVA I]ORIZONTAL 63CURVA NORIZONTAL 5SCt]RVANORIZONTAL 55CURVAI]ORIZONTAL48CURVAVERTCAL69CURVAVERTCAL66CURVAVERTLCAL64[{UROESIANDARMUROAIIGERADOIIURO ESTANDAR MEDIOI\,iLJRO ESTANDAR ANGULARENCNAPEANCHOENCI]APECORTOEOTAGUAS PARAVENTANABOTAGI]AS TRAD C ONALBOTAGI]AS CIJRVO PzaBOTAGUAS RECTO PhB SELADO VERTICAL DoBLE PzaB SELADO PUNTA VERT CAL PAB SELADO PUNTA REDONDA PhB SELADO PUNTAREDONDADOBLE PaTERMINACIoNESREooNDA PzaTERM NACIoNESRECTA Ph
1 8 3 1 8 3 1 8 32 1 2 2 1 2 2 1 2238 238 238246 ?46 2461 8 3 1 8 3 1 8 3229 229 2292 5 6 2 5 6 2 5 61 2 4 1 2 4 1 ? 0124 i 20 1200 9 0 0 9 0 0 9 01 4 6 1 4 6 1 4 60 9 0 0 9 0 0 9 00 7 5 0 7 5 0 7 51 4 6 1 4 6 1 4 61 4 6 1 4 6 1 4 61 20 124 1201 4 6 1 4 6 1 4 6124 124 1201 2 a 1 2 A 1 2 01 20 124 1201 2 4 1 2 4 1 2 0124 124 120124 124 120
LOSETAS
DESCRIPCION UNIDAD PBECIOLa Pd Cbba. Sh Cruz
LoSETA oNDUL 10cm (32 pzim2) P2aLoSETA DoBLETlocm PuLoSETA DoBLET 8cm PuLoSETA NEXAG 10cm (34 pzalm2) PzLoSETA NEX coNcREIEc 112 pz6 i m2) PaLOSETA DOBLE'S'CoNCRETEC(32 pzAi m2) Pza
250 250 254254 250 250224 220 2242 A A 2 0 0 2 0 06 3 0 6 3 0 6 3 0
215 215
DESCRIPCION UNIDAD PRECIOLaPd Cbba Sli CDz
MADEMDECONSTRL]CCION P2I,ADEM CEPILLADA P2MADERA DURA AJIPA P2[,lADERA ASERRADAAL]\,lENDRlLLo P2I{ADEM OCHOO P2MADEM ROBLE P2MADERA PALO I4ARIA P2
MACNIEMSREI,IARA P2MACI]IEMBRE GABI]N P2MACNIEMERE LAUREL P2MACI]IEMBREPALOMAFIA P2
4 3 09 3 44 5 15043367 1 4504
9034 5 14 8 35 0 4
4 3 0 4 3 09 3 4 9 3 44 51 4515 0 4 5 0 43 3 6 3 3 61 1 4 | 1 45 0 4 5 0 4
9 0 3 9 0 34 5 1 4 5 1483 4 835 0444 5 04
Presupuesto & Construcci6n Affo 19 N" 46, Noviembre 2008 - Febrero
PARQUET MARACON D SENOPAROUET ROBLE
PAROUFI TAJIBOPARQUET TAJIBO CON D SENO
ZOCALo cEDRo3 (75mm )ZOCALo MARA3 (75mm)
ZOCALo TAMM3 (75mm)ZOCALo TARARA4 (100mm)
ZOCALoTrJ BO3 (75mm )ZOCALo TAJ BO4'(100mm )
DESCRIPCION
DESCBIPCION
UNIDAO PBECIOLa Pd Cbba Sta,
M2M2M2
3960 39 604 5 1 0 4 5 1 03850 38 50
1214 12101324 1320
1 1 5 5 1 1 5 51324 1320
s900 95 5610500 1028913500 1324016600 162/1 157245 00 2401527840 ?7253
21840 21370 241
25940 25400 241
M 2 4 5 1 0 4 5 1 0M2 5060 50 60M2 47 3A 4T 30
M 1 0 4 5 t 0 ! 5M 1 3 7 5 1 3 7 5
VENESTA 2&i122x4 mm
MULT LAM NADoS 244xl22xO mmMULT LAM NADoS 244x122x8 mmMULTILAMINAD0S 244x122x10 mhMILTILAM NADoS 244x122x15 mmMULT LAM NADoS 244x124i18 mm
TABLES MELAMIN C0 S0BOLMA (1cara)300x122x9mm PzaTABLES MELAMIN C0 S0BOLMA {i€E)300x122r15mn PzaTABLES MELAMIN C0 S0BOLMA(1@ra)300x122x18mm PzaTABLES MELAMIN C0 SoBOLMA{2caEs)300x122$mm PzaTABLES MELAi\,llN C0 SoBOLMA (2ca6s)300x122x l5mm PzaTABLES MELAIVIN C0 SOBOLMA(2ca.at300x122x18mm Pta
TABLEXRUSTC04loxlS3tgmm PzaTABLEXRUSTC0410x183xl2mm Pa
MELAM NA IIADERASYNERGY275x2 l0x18mml\,lELAM NA BLANCO SYNERGY215x2 1a\18nn]\,IELAM NAMUL VERDE275x183x18mmI,IELAM NACREMA BLANCo282x183x1smm
19800 19220 18735300 22294 217
29100 266 30
?5400 249 80
302 00 296 30
349 00 342 30
670 00 670 00
586 00 586 00
585 00 585 00
43500 43500585 00 58500
RUSTICoSPRENSADoS 205n mrgmm Pz 10400 10180RISTICOSPRENSADoS 205n $rlsmm Pza 16050 15/30RUSTICoSPRENSADoS 205n mxl8mm Pa 19120 18640
DER VADoS MADEM205xl 75xgmm PzaDER VADoS MADEM 2 05x1 75x12mm P.aDER VADoS MADEM 2 05i 75x15mm Pza
104 00 101 8013910 13590 13216050 15730 153 40
DESCRIPCION UNIDAD PRECIOLa Pa: Cbba. Sh.
MANGUERA3/8 L|SA(1omm)IVANGUERA 1i2' LlsA (12mm )ITANGUERA5/8 L|SA(16mm)IIANGUERAl/? ESIRIADA(12mm )i\,lANGUERA5i8 (16mm)IlANGUERA3i4 (20mnr )
300 300 3( !3 6 0 3 6 0 3 0725 725 153 9 5 3 9 5 3 9 54 6 0 4 6 0 4 t5 9 0 5 9 0 5 5
PRECIOS DE MATERIATES
DESCBIPCION UNIDAD PBECIO DESCRIPCION UNIDAD PRECIOriPa: Cbba Sta,Cm
DESCBIPCION UNIDAD PBECIOLaPd Cbba, Si!, Cruz
MOSAICO MARMOLADo DE 30x30MOSA C0 MARMOLADO DE 20x20MOSAICo GMNITICO DE 30x30MoSA|Co GMNITICO DE 20x20
MoSAICO CoRRIENTE 0E 25x25MOSA CO CORRIENTE DE 20x20ZOCALO MARMoLADO DE 25xi 0ZOCALO GRAN TICO DE 25X10ZOCAIO CORRIENTE DE 2l]X1O
12100 121A086 90 86 9084 70 84 7079?0 19 2A
36,30 363033 00 330031 90 31 S03190 31,9027 50 2f 5A
MATERIAL ELECTRICO DE EMPALME
DESCRIPCION UNIDAD PRECIOLaPd Cbba. Sta,C@
M2tv2M2M2
M2M2[r]MIMI
1214086 90u107924
36 3033 003 1 9 031902154
INTERRUPTOR S [,IPLE ESMALTADOCONMUTADOR ESMALTADOPULSADOR ESMALTADOENCNUFE PURED ESMALTADODIMMER ESMALTADOENCHUFE TELEFONO ESMALTADOENCHI]FE TV ESMALTADO
INTERRUPTOR SIMPLEALUM]NIOINTERR CON LUZPILOTO ALU]\,lCON[lUTADORALIJMIN OPULSADORALUMINIOENCi]IJFE PURED ALUM]NIODIM[,IERALUMINIOENChUFE TELEFONO ALUMINIOENCHUFETVALIJM NIO
1 1 5 0 1 1 5 01 6 0 0 1 6 0 01400 14 001800 18003000 g0 001 9 0 0 1 9 0 01900 19 00
1150 11 501/00 17001 8 0 0 1 8 0 01400 14 0078 00 78 0080 00 80 001 9 0 0 1 9 0 01 9 0 0 1 9 0 0
1 1 5 01 6 0 0t4 00180030 001 9 0 01 9 0 0
11 50l7 001 8 0 014007 8 0 080 001 9 0 0i 9 0 0
MATEHIAL TXPLOSIVO
DESCRIPCION UNIDAD PRECIO
D NAMITA
GUIAFULMNANTE
Pza 290 290 290Kg 290 290 290M r 1 6 0 1 6 0 1 6 0Pza 130 I 30 1 30
MESONES DE PIEDRA PIZARRA COBTADAOXIDADA F:NA
DE PIEDRA PIZARMNATUML60X6O p2aDE PIEDRA PIZARM NATiJML 70x70 pzaDE P EDM PIZARRA NATUML 8Ox8O pa
OE P EDMPIZARMSEMIPUL DA 6Ox6O PzaDE PIEDMPIZARMSEMIPLIL DA 70x70 p2aDE PIEDMP ZARMSEiTIPLIL DA 00x80 p2a
DESCRIPCION UNIDAD PRECIO
-- 257 9A.-- 2941A
- 330 80-- 367 7A.-- 44124
PINTURAS
oEscRrPctoN PFECIO
197 70?26 5031450
2U2A302 00377 40
UNIDAD
LATEX TRADIC ONAL MONOPOLLATEX TRAD C ONAL MONOPOL
LATEX TEXTUMDOR MONOPOLLATEX TEXTURADOR MONOPOLREVESI ENLIJCIDO EN GENERALBLANCO MONOPOLBEVEST ENLUC DO EN GENEMLSLANCO MONOPOL
SELLADOR DE PMEDESTRANSPARENIE MONOPOLSELLADOR DE PAREDESTMNSPARENTE MONOPOLSELLADOR PARE BLANCO MONOPOLSELTADOR PARE BLANCO MONOPOL
Gt 83 58 83 5S18lt 397 74 357 74
G 10465 1046s18Lt 527 66 527 66
10465527 66
lSLt 27469 274 68 27468Gl 67 76 67 76 67 7618tt 33252 332,92 332_92
MASAACRIL EXT. BLANCA MONOPOL GI 5761 5761 5761MASAACRIL EXI. BLANCA MONOPOL 18LI 28042 28042 28A 42
9 1 9 1 9 1 S 1
18Lr 46081 46081 46081
G 11046 n046 110.461ELL 55212 55272 55272
Gl 1262118L l 632 80
SUPERLATEX ACRILICO MONOPOLSUPERLATEX ACRIL CO MONOPOL
LATEX SATINADO MONOPOLLATEX SATINADO MONOPOL
12621 1262163280 632 80
PINTIJRASINTEIBRILLO MONOPOLPINTURA SINTFI. BRILLO MONOPOLANTICORROSIVA OXIDO DE HIERROMATE CAOBAMONOPOLANT CORROS]VA OX DO DE H ERROMATE CAOBAMONOPOLANTICORROSIVA EXTM RESISTENTEBLANCOMONOPOLANTICORROS VA ErIRA RESISTENTEBLANCOMONOPOL
PINT HORNO ALQIJ DICAMONOPOLP NT. HORNO ALOUIDICA MONOPOLALPEX CELESTE MONOPOLALPEXCELESTE MONOPOL
PINTURA P/PISCINAS BLANCAI ONOPOLP NTUM PJP SC NAS BLANCAMONOPOL
ASFALTEX NEGRO MONOPOLASFALTEX l\T0NOPOL
IMPERlVEAEILIZANTE S LICONADOPARACONCRETO MONOPOLIMPERMEABIL ZANTE SIL CONADOP/PAREDES HU['EDAS
PINTI]M DE DEMARCACION DECALLES BLANCo [rjoNOPOLPINTURADE DEMARCAC ON DECALLES BLANCO MONOPOLP]NTURA DE DEIVARCACION DECALLES AMARILLO MONOPOLPINTUMDE DEMARCAC ON DECALLESAMARILLO MONOPOLP NTUM DE DEMARCACION DECALLES NEGRO MONOPOLPINTUM DE DEMARCACION DECALLES NEGRO I,iONOPOL
G18Lr
GI
1 8 L t
GI
1S L l
G1 8 L lGI18 L t
GI
18 L t
G1 8 L l
12243 122435/543 575 43
12187 121A1
575 96 575 96
4998 49 98
858 97 858 97
27398 2n9A 273981348 /6 1 ,34876 1 ,34876
25053 250 53 250 531,23207 1232A1 1n2A7
11962 17962 17962
870 38 870 38 8/0 38
1224357543
12181
12607605 64
575 96
49 98
85897
12607605 64
P NTUMDEPORI ELANCAMONOPOL GPINIUM DEPOBT. BLANCA MONOPOL 18 LL
BARNIZ COPAL BRILLOSO MONOPOL GIBARNIZ COPAL BRILLOSO MONOPOL 18LIBARNIZCR]STAL BRILL JVIONOPOL GEARN ZCRISTAL BR]LL MONOPOL 18Lt
roll 23828 238 28 238 28
1 0 L t
G
1 8 L l
GI
18L l
GI
18Lt 1 ,12AM 112014 1 ,12014
t 3 l 8 1 1 3 1 8 1 1 3 1 8 165667 656 67 656 67
16891 16891 16891
8 '1396
69 i6
929043374
92 9043314
12126647 46
127 26 1212660/ 46 60746
88 06 88 0643106 43106
i8893 18893 18893
921 69 92169 92169
19901 19901 19901
97265 91265 97265
22834 228y 228y'
81396 81396
6916 69 t6
1264760564
13251 13251627 62 62162
BARNIZ MAR NO FILTRO SOLCRBRILLOSOMONOPOLBARNIZ MARINO FILTRO SOLARBRLLOSOMONOPOL
MASILLA P/ MADEM MONOPOL
SELLADOR P/MADEM [,lONOPOLSELLADOR P/[,IADERA MONOPOL
TAPA POROTRANS MONOPOLTAPA PORO TRANS I\,IONOPOL
CARPICoLATMNS l\,loNOPoLCARP CoLAIRANS I\,IoNOPOL
PEGAPARKET (PEG P/PARKET)PEGAPARKET (PEC P/PAR(ET)PEGATEXMONOPOL
PEG,qTODO TRANS I'ONOPOLPEGA AZULEJO MONOPOL
PINTURAPAMP ZARRANEGROPINTURA PARA PIZARRA NEGRO
TNTE LATEX AMARILLO OCRET NTE P MAOEMDEAGUAVIOLETA
PINTOLEO BLANCOPNTOLEOBLANCO
G
1 8 L t
9aT2 9072 907241832 41832 418323843 3843 3843
64244 642M 64202
20916347 6249301
326913664
GI
G1 8 L t
GI18 Lr
G1 8 L L
12K2 A K18Lt
LIGI
G1 8 L r
10 L l1 0 L t
GI1 8 L t
20916347 6249301
3 2 6 913664
132 51627 62
88 064 3 1 0 6
20s 163416249301
32,6913664
92 90433 74
69074 698 74 6S8 74386 89 38689 386 89
2 9 1 9 2 9 1 9 2 9 1 948559 48559 48559
AGUARRAZ MINERAIAGIJARRAZMINEML
THINNER UNIVERSATTHINNER UNIVERSqL
BARN|Z MATEBARNIZ COPAL MATE
2422 2422 24U44S 55 449 55 449 55
3542 3542 3542448 56 &8 56 448 56
l L l16 L l
16 Lr
Gt 1U82 13482 134A213Lt 64442 64442 e/,442
PINTURAS
DESCRIPCION UNIDAD PRECIOLapa. Cbba, ShCruz
SIKAGUARD 63 E[llOLOG COstMFooR156s $FooR261
30(q 493 00 493 00 493 0010Kg 1,3.|4 00 1,34400 1,3440025Kg 3,494 00 3,494 00 3,49400
PISOS
DESCRIPCION UNIDAD PRECIOLaPd Cbba. Sla, C@
P|SoPAK305x30 5cm F16 mh M2PAVIFLEX 30x30 cm e=1 6 mm M2DLJRAFLEX3oX3oome=3mm M2ZoCALoS DE VINIL 7 5 cm MlFUELLAS P/ESCALEMi 20t0 30 cm MlCONTMHUELLASP/ESCALEM [,lPERFILDE GMDA MPlSo TRANSPMENTE 0 60 cm GRUESo MlPISOTMNSPARENTE 060 cm DELG MlP SO CERAMICO NAC]ONAL M2P]SO CERAMICO ESMALTADO M2
PISO ALTO TMF CO ROBLE NATUML M2 19590 19590 19590PSoAXEXDoMESTICO M2 17A4A 17rc4A 1704aPISoDECORUSo NTENSTVO l\]t2 19090 19690 19690PlsoDoMEsTlco t\,i2 11680 11680 11680Plso DoMEsTlco lNTENstvo NAT M2 137 10 137 1o 137 10PtsousocoMERcAL M2 26820 2682A 2652A
35 20 35 7035 20 36 003620 &'701500 150050 00 500011 30 11 301870 21104240 M3025 00 28003 3 1 0 3 0 2 048 60 4680
45 6050 0049 501 5 0 050 001 5 0 0249056 40330036 204520
DESCRIPCION UNIDAD PRECIOLapd Cbbr, Sia,C@
PLANCHADE 1/40'(0 00 nm )PLANCHA DE 1/32' (0 75 mm )PLANcHADE l/16 {1s0 mm )PLANCHADE 2 mmPLANCHADE 1/8 (3mm )PLANoHA DE 3/16' (5mm )PLANCHA DE 1/4. (6mm )PLANcFADE 5/16 (8mm )PLANCNADE 3/8'(1omh )
15700 15700 1570019630 19630 13630407 80 40780 407 8051280 51280 5128073260 1U6A 7326a
1,18050 118050 1 ,180501,49530 1,495 30 1,495 301,98?70 198210 198210247830 2,47430 2,47830
PLANCHAS DE ACRILICO
DESCRIPCION UNIDAD PRECIOLa Paz Cbba Sia. CEz
PLANCHAS ACRIL 100x2 0G2PLANCHAS ACRIL 1 00x200 3PLANCHAS ACR L 1 O()XZ OO.5PLAUC|AS ACRIL 1 20x2 40,3PLANCHAS ACRIL 1 2012 40-5PLANCHAS AcRtL 1 00x2 00x1PLANCHAS ACRIL 0 98x180
M2
19880 19080 19880305 60 30560 305 60521 80 521 80 521 80467 50 467 50 46750793 30 793 30 793 3010150 10150 iot 5012650 12650 12650
DESCRIPCION UNIDAD PRECIOLaPd Cbba, sh,CM
PoLITUBO 112 100mls (12mm)PoLITUBo 3/4" 100mh (20mh )PoLITUBo 1'100mls (25nm)POL TUBO I1l? 100mts (37mm)POL TUEO 2 50ms (50mm )
126002184031000830 00
1,00000
Presupuesto & Construcci6n Affo lg N.46, No.viembre 200g _ Febrero 200g
OUINOUELLERIA
DESCRIPCION UNIDAD PRECIOLaPa Cbba Sk Cu
CNAPA DoBLE PERILLAINTER OR pzaCHAPA CHINA pza
l:EmCERMDUM TUBULAR S/PASO pzaCERFADURA ILJBULAR BANo pzaCERRAoURA TUBILAR DoRMITOR|O paCERMDURATUBULARACCESO PaCERRADURACILINDRICAS/PASo pzaCERRADURA C LINDRICA BANo pzaCERRADIIM C L NoRICA DoRMITOR O pzaCERRADUMC LINDR CAACCESO pzaCERRADUM SOBREPONERACCESO pzaCERR SoBREPoNERACCESo c/cadena FzaCERR SoBREPoNERACCESo dsegob pza
BISAGRA ANGoSTA PASADoR SUELTO pafBISACRA ANG PASADoR SUELTO dmbeza parB SAGM ANGoSTA PASADoR nEi,|ACHADO Par
CANDADOS4s mmCANDADO REFORZADO 50 mm
70 0025 00
9500 95 00 95 0012500 12500 12500T2800 12800 r280012800 12300 1280012000 12100 127001r300 119.10 1300012600 129 /0 1330014200 14700 1510012500 12500 1250014000 14000 14000r0800 i1 l00 114 00
1 2 0 0 1 2 0 0 1 2 0 01600 1600 t6 001 5 4 0 1 5 4 0 1 5 4 05 4 0 5 4 0 s 4 07 3 0 7 3 0 / 3 09 2 0 9 2 0 9 2 A
1 8 3 0 1 8 3 0 1 8 3 024 3A 243A 243A2844 284A 28 40
i 6 0 0 1 6 0 0 1 6 0 01 1 0 0 1 1 0 0 1 1 0 08 7 0 8 7 a 8 7 0210 21A 21A3 90 390 3903 0 0 3 0 0 3 0 0
7800 78 00 78 001/000 17000 17000
15000 15000 150 0013000 13000 1300012500 12500 12500
7000 70 0025 00 25 00
P|CAPoRIE 1/2 CAtiA 6 (15onm.)P CAPoRTE T2CANA12 (3OOhm )PCAPORTEEMBUTD0l0cmP CAPORTE EMBUTIDo 15 cmP CAPORTE EMBUTIDo 30 cmPICAPoRTE DE BRoNCE 15cm
BISAGP'ATE
CNAPA EXI CRoMADAP/CIADMDA PzaC|APA NT. CRoMADA P/CLIADMDA pzaCHAPA EANo CROM P/CUADMDA pza
CHAPA EXI OX DADA P/oE BOLA pzaCHAPA INT.oXIDADA P/DE BOLA pzaCNAPA BANOOXIDADA P/DE BOLA pza
CNAPA EXT CRo]\4ADA C/MAN VELA pzaCHAPA Nl CRoMAoA Ci MANIVELA pa
17000 17000 1700012000 12000 12000130 00 13000 13000
r2500 12500 1250012500 12500 12500
SELLANTES
DESCRIPCION UNIDAD PRECIOkPd cbba. st ctoz
CoLMAJINTAS sL {25Ks)TAPAGoTERoS (10Ks)SELLATECI]OSSKAFLEXl l -FCs MFLEX 152 [,t
Pza 706 97 706 97 706 97Pza 50 82 50 82 50 8250Cc 1000 1000 100037AG 122A0 1220a 122AA370G 8200 82 00 82 00
SOGAS
DESCRIPCION UNIDAD PRECIOla Pa Cbba Sia Cruz
1 5 0484
1 0 0 0t4 001 8 01 9 0
1 0 0 01 4 0 0
TANOUES
DESCntPCTON
socADE 1/8 (3mm )SoGADE 38 (1omm)SoGADE i /2 ( l2mm)SOGADE3i4 (20,nm )SOCADE PLAST C0 3/'16'(5mm )SOGADE PLASTICo l/4' (6mh )SoGADE PLASTICo 1/2' (12mm lSoGADE PLAsTlco 3/4 (20mm )
[i!MIMIMIMIMI
I 5 0 1 5 04 8 0 4 8 0
1 0 0 0 1 0 0 01400 14001 8 0 1 8 01 9 0 1 9 0
1 0 0 0 1 0 0 014 00 i400
UNIDAD PRECIOLa Pe Cbba Sta Cruz
liittfirTANQUEDURALTAQUAFLEX500 LL pza s0460 50460 50460TANQUEDURALTAOUAFLEX1000L l Pza 99340 89340 8S340TANOIJE DUMLIT AQIIAFLEX 1400Lt Pza 1,12750 1127 So 112150
Er(! lil{'.rflEllTANQUE CAIIPEON CL 250 LITANOUE CANIPEON CL3Ol] LtTANQUE CAMPEON CL 5OO LLTANQIJE CAMPEON CL lOOO LtTANQUE CAMPEON CL2OO(] Lt
Pza 37741 36135 43362Pza 38544 385 4.4 481 80Pza 762 85 56210 76285Pza 1 ,20450 112420 I20450Pza 2,69808 2 698 08 269808
TANOUES
DESCBIPCION UNIDAD PBECIOLa Pa Cbba Sta Cruz
TANQUE CAMPEON CL Sl]Ol] LlTANoUE CAI\,IPEON CL 10000 LtTANQUE CAIIPEON CL2OOOO LIEIIEIWITANQUEAQUAFLEX500LIsTANQUE AQUAFLEX lOOO LISTAN0UE AQUAFLEX 1400 Lls
[IEM[ti7!|iEtitTniIritr|lTANoUE B CAPANEGRO40O LlsTANQUE B CAPANEGRo 600 LtsTANOUE BICAPANEGRo 111]O LlsTANQUE BICAPANEGRO 25l)l] LhTANQIJE BICAPANEGRO 5OOO LG
TANQUE BICAPA COLOR,lOl] LISTANQUE ELCAPAC0L0R 6Ol) LlsTANQUE B CAPA C0L0R 1100 LlsTANOUE B CAPA COLoR 25OO LlsTANQUE BICAPACOLoR 5000 Lrs
TANoUE TRICAPA CoLOR 400 LrsTANQUE TRICAPA C0LOR 600 LrsTANQUE TRICAPAC0L0R 1100 LlsTANQUE TR CAPACOLOR 25OO LKTANOUETR CAPA COLOR 51]OO LG
TANQIJE AQUASOL 250 LlsTANQUEAQIJASOL4S0 Lls
Pza 6 825 50 6 82500 6.022 50Pza I 2 045 00 1 2 045 00 I 2,045 00Pza 20 075 0020,075 0020,075 00
Pza 65000 59000 61000Pza 1 ,23000 I 10800 1 19000Pza 1 ,56400 1447 00 I49000
Pza 62720 643 65 66009Pza 78958 814 22 83886Pa 1 ,24142 129657 133171Pza 2 .92 i 82 302436 312690Pza 5 ,82659 603159 623659
Pza 69695 71343 72991Pza 878 25 902 93 927 6lPza 1365A4 1,43A22 1.475 4APza 323266 3 ,39524 3 ,49782Pza 623200 6 ,43 /04 664208
Ph 951 44 967 S7 98449Pza 1 ,1600S 1 18481 120954Pza 1 ,80645 1 85167 1 .896 89Pza 460402 4 .70665 4 ,80927Pza 7568 60 7,77368 7.97800
Pzd 32000 30000 28000Pza 50000 48000 45000
TANQUE DE 450 LIs IIONO CAPATANQUE DE 650 Lts MONo,CAPATANoUE DE1200 Lls MONO-CAPA
TANQIE 0E450 Lls Bl CAPATANQUE DE 650 Lls BICAPATANOUE DE 1200Lts B .CAPA
TANQUE DE 450 Lts TR CAPATANQUE DE 650 Lts TR -CAPATANoLIE DE 1?00 Lts TR -CAPA
Pza 36315 36315 36315Pza s44 73 544 73 54473Pza 1016 82 101682 1 ,01682
Pta 40350 40350 40350Pza 531 04 581 04 581 04P2 1 ,07331 10733 i 10 /331
Pza 48824 48824 48824Pza 70613 70613 70613Pza 1 180 64 l . ' 18064 r .18064
TEJAS
DESCRIPCION UNIDAD PRECIOLa Pa Cbba Sla Cruz
TEJA DUNTEX COLON ALCUMBRERA COLONIALTEJADUNTEX FRANCESA
Pza Z4A 240 ---Pza 672 672 ---Pza 264 264Pza 672 672
4 3 84 3 81 5 2
TEJACOLoN AL50 cm TECERBoL PzaTEJAESPANoLA40cmTECERBOL PzaTEJAESPANOLA50cmTECERBoL PzTEJACF CACo 43 cm TECERBoL PzaTEJAFRANCESA43cmTECERBOL PzaCUI\,IBREM40cmTECERBoL l\1CUMBREM PLANA(34[5) PzaTEJARoMANA39Cm NCERPAZ PzaTEJA ESPAIIOLA 40 CM NCERPM PZATEJACoLoNIAL 50 cm INCERPM PzaTEJA ROI\,IANA O ESPAIiOLA M2
TEJACOLoNAL50 cm NORMAL PaTEJACOLoN AL50 cm ESPECIAL PhTEJACOLoN AL45 cm TAPACANAL Pza
TEJACoLOR DE Ho PLANA PzaTEJACOLOR DE HO DOBLEROMANA PZACUMBRERA C0L0R DEH0RMIcON Pza
3 5 0 3 5 03 5 0 3 5 0180 I 80
4080 4080
-- 3603 6 0
-- 384
TIERRATOSCA Y SUELO SELECCIONADO
DESCRIPCION
2 5 03 0 03 0 03 0 03 0 05 0 0
3 5 03 5 01 8 0
4080
UNIDAD PHECIOLa Paz Cbba. Sla C@
5000 4600 00010274 14270 0009 1 9 0 9 1 9 0 0 0 08650 86 50 0008 1 1 0 8 1 1 0 4 3 3 037 80 32 30 27000 3 3 0 3 3 0 0 0
62 50 3780 32401 5 2 0 1 0 8 0 8 6 08 1 1 0 8 1 1 0 0 0 0
TiERM SELECCIONADAABONO VECETAL (TURBA)ABONOORGANCO
T]ERRANEGRA
ADOBE DET]ERMSEMILLA RAY GRASSCESPED NATURAL{TEPES)TURBA MOLIDA
M3M3M3[,13M3M3
KgM21\,13
l 42 l Presupuesto & Construcci6n Aio 19 N" 46. Noviernbre 2008 - Febrero 2009
DESCRIPCION UNIDAD PRECIOLa pd Cbba Sta,
i550 1550 --28 80 2880 _3650 3650 -5 7 1 0 5 7 1 09950 99 50 _
14950 14950 -183 70 '18370 -239 70 239 70 -.-
332 50 33250 _
TUBO CEMM CO4' P/DESAGUETUBO CEMM CO 6 P/DESAGUEcoDoCERAMc04CODOCERAMCO6
TEECERAMc04 ' (100mm )IEECERAMc06 ' (150mm )YEECEMMICo6 ( l00mm)YEECERAMICo4 (150mm)
TUBoDENo 4 P/DESAGUE (100mm ) MlTUEoDEHo 6 P/DESAGIE (150mh ) MlTUBODEHo 8 P/DESAGUE (200mm ) MTIBODE Ho 10 F/DESAGUE{250mn )MTUBo DE Ho 12 P/DESAGUE {300mm )[,1
TUBo DE Fo 16 P/DESAGUE (400mh )MlTUBoDEl-lo 19 P/DESAGUE (460mm )MlTUBoDENo 20 P/DESACUE (500mm )Ml
TUBO DE Ho 24^P]DESAGUE (61omm )Ml
TUBo DEHo 24 H"ARMADo MTUBo DE Ho 28 H"ARMADo MTUBo DE No 32 H"ARMADO [,
TUBoDEFo 40 NoARMADOTUBoDENo 4S l loARMADO
TIBODEHo 4 P/DRENAJETUBODEHo 6 'P /DRENAJETUBo DE Ho I'P/DRENAJE
TUBo DEfo l0 P/DRENAJETUBoDENo 12 P/DRENAJE
TUBoDEHo 16 'P IDRENAJETLIBODEHo 18'PIDRENAJETUBo DE Ho 22 P/DRENTJE
DESCRIPCION
DESCRIPCION
UNIDAD PRECIOL! Pd Cbba St!
MI
MI1,088 00
435S0 -5952070750 - -
[i]MI
MI
1 / 8 0 1 7 8 03320 33 ?0
65 /0 65 7011450 114 50
15300 153002 1 1 3 038244 -.-
UNIOAD PFECIOLa Pa Cbha 91
CoLLAR DE DERIV 2'x1l2' PAVCO Pza 2000 2000CoLLARDE DERIV 2'r3l4'PAVCO Pza 2000 2000CoLLAR DE DERIV 2 1/2"x3/4 PAVCo Pza 240A 24AO
2900 29 002900 29 0034 50 34 50 !34 50 34 50 !5100 5100 : -5100 5100 ,='14600 14600 -
COLLAR DE DERV 3T1/2 PAVCOCOLLAR DE DlRV 3t3/4 PAVCOCOLLAR DE DER V 4t]J2' PAVCOCOLLAR DE DER V 4 x3/4 PAVCoCOLLAR DE DERIV 6 r1l2' PAVCOCOLLAR DE DERIV 6 x3/4 PAVCoCoLLAR DE DERIV 8 xl PAVCo
TUBO DESAGUE PVC L=4 m I 1/2'TLIBO DESACUE PVC L=4m 2'TUBO DESAGUE PVC L=4 m 21l2TUBo DESAGUE PVC L=4 m 3TUBo DESAGUE PVC L=4 m 4TUEo DESAGUE PVCL=4m 6
TUBo ROSCAPVC L- 6 m 1/2TUBo RoSCAPVC L= 6 m 3&TUBo RoSCAPVC L= 6 m 1"TUBO RoSCAPVC L= 6 m 11/2TIBO RoSCA PVC L= 6 m 2
TIBO PVc 1 1/2' L= 4 m (3hm)TUBo PVc 2 'L= 4 m (50mm)TUBo PVC 3 'L :4 m (75nh)TUBo PVC4 L=4 m (100mm)
TUBO CAMPANA E4O L= 6 M 1/2TUBo CAI\,IPANA E-40 L= 6 n 3/4TUBO CAMPANA E.4O L= 6 M I'TUBO CAMPANA E-40 L= 6 m 1il2'
TUBO CAMPANA E-40 L= 6 m 2Tl.lB0 CAMPANA E-40 L= 6 m 2 1/2"TUBo CAI\4PANA E 40 L= 6 m 3'TUBO CAMPANA E-40 L= 6 m 4^
2254 22 503000 30 004574 45705320 53 2074 80 74 80
22040 2ZA 0A
29 60 2S 6039 50 39 5066 00 6600
10600 1060014204 14240
37 80 37 80 37r4800 4800 4€t7924 7924 rcZ
'12000 12000 120.0
140 00 140 00 140c2n a0 277 0a TlE31000 31000 3t0F4 1 1 0 0 4 1 1 0 0 4 1 1 m
2164 2T 60 -36S0 3680 _5420 54 2A8200 8200 -
PRECIOS DE MATERIATESTUBOS Y DE PVC Y ACCESOPIOS OE PVC
DESCFIPCION UNIDAD PBECIOLa Paz Cbba Sta, C@
DESCRIPCION UNIDAD PRECIOLaPd Cbba, Sb,C@
DESCRIPCION UNIDAD PRECIOLa Paz Cbba, Sta CM
TUBo CAITPANA E.40 L= 6 m 6"TUBO CAMPANA E-40 L= 6 m I'TUBO CAMPANA E-40 L= 6 m 10
666 50 666 50 666 501.39000 1,39000 1390 002,085 00 2,08500 208soo
0 0 0 0 0 0 0 0 086 50 86 50 86 50
12350 12350 1235018000 18000 1800029200 292AA 292AA666 50 666 50 666 50
1,05210 1,052 00 1052 001,63200 I 632 00 163200
232 232 232382 382 3826 0 0 6 0 0 6 0 0
1240 124A Q4A2210 227A 2Z7A
1 0 5 0
1 5 5 0
33 80
4430
/ 0 0
22AA480028 50
TLJBOCLASE6L=6 m 3'(75mm ) TuboIUBoCLASES L=6 m 2.(50mnr) TuboTUBoCLASE9 L-6m 2 t /2 ' (6omm) TuboTUBo CLASE 9 L=6 m 3'(75mm) TuboTUBo CLASE 9 L=6 m 4 (100hm) T0boTUBo cLAsEs L= 6 m 6 (150mm) TuboIUBoCLASESL:6h 8' (200mri ) TuboTUBOCLASE9L=6m 10 (250mm) TuboCoDO 1/2 PVC TGRE- BRAS pzaC0DO3/4 PVC T GRE- BFAS pzaC000I PVC TIGRE BRAS pzaCODo11/2 PVC TIGRE - BRAS pzaCOD02 PVCTIGRE-BRAS Ph
TEE 1/2' PVCT GRE BFASTEE 3/4' PVCT GRE BMSTEE 1 PVC TIGRE - ERASTEE I1l2' PVCT GRE BFASTEE2 'PVCTGRE BMS
COPLAS 1/2 PVC TIGRE - BRASCOPLAS 3/4' PVC T GRE BFASCOPLAS 1'PVCTIGRE BRASCOPLAS 1 12'PVCTIGRE BRASCOPLAS 2 PVC TIGRE - BRAS
UN ON UN VERSAL 1/2'PVC TIGRE , BfiASUN ON UN VERSAL 3/4'PVCTGRE BRASIJNION UNIVERSAL 1'PVC T GRE. BRASUNION UNIVERSAL 1 1/2"PVCTIGRE.BRASUN ON UN VERSAL 2'PVCTIGRE.BRAS
CODO PVC P/DESAGUE ?"CODO PVC P/DESAGUE2 1/2^CODO PVC P/DESAGUE3'CODO PVC P/DESAGUE 4'
TEE PVC P]DESAGUE2'TEE PVC P/DESACUE 2 '2'TEE PVC P/DESAGUE 3'TEE PVCP/DESAGUE4'
YEE PVC P/DESAGUE 2"YEE PVC PJDESAGI]E 2 1/2'YEE PVC P/DESAGUE 3'YEE PVC P/DESAGUE 4'
YEE REDUCCION PVCPARADESAGUE4 x I l/2YEE REDUCCION PVCPAFADESAGIE3x2YEE REDUCC ON PVCPARA DESAGUE 4'x 2YEE REDLJCC ON PVCPARADESAGUE 4'x 2 1/2'YEEREDUCCIONPVCPARADESAGUE4T3
Pza 356 356 356Pza 522 522 522Pza 540 540 540Pza 1620 1620 1620Pza 28 80 28 80 28 BO
n a 1 9 9 1 9 9 1 9 9Pa 291 291 291Pza 440 440 440Pza 28 00 28 00 28 00Pza 35 00 35 {]O 35 0O
7 7 4
1 0 5 0
7 T A
1 0 5 0
1550
3J 80
Ph 28A 2 80 2aOPza 450 450 450Pza 500 500 500Pza 800 800 800
Pza 450 450 450Pzd 600 600 600Pza 700 700 700Pu 800 800 OOO
Pza 450 450 450Pza 600 600 600Pza 700 700 / l ]OPza 800 800 8 l ]O
Pza 650 650 650
Pza 600 600 600
Pza 700 700 700
Pza 700 700 700
CAJARECEPToRAP/DESAGIE6120d PzaCA.IA RECEPToMP/DESqG!E 6?0 cn pzaCAJA RECEPToM P/DESAGUE 6"x30 cm Pza
7 0 0
2200480028 50
7 0 0
20048 0028 50
CODo PVC E=40 P/DESAGUE l1i2CODo PVC E=40 PiDESAGUE 2,CoDO PVC E=40 P?DESAGUE2I/2'CoDO PVC E=40 P/DESAGUE 3'C00O PVC E:40 P/DESAGUE 4'
YEE PVC E=40P/DESAGLJE 1 12"YEE PVC E=40 P/DESAGUE 2"YEE PVC E=40 P/DESAGLJE 2 ll2YEE PVC E=40 P/DESAGIE 3YEE PVC E=40 P]DESAGUE4'
TEE PVC E=40 P/DESAGIE 1 1/2"TEE PVC E=40 P/DESAGUE 2'TEE PVC E:40 P/DESAGUE 2 1/2TEE PVC E=40 P/DESAGLJE 3TEE PVC E=40 P/DESAGUE 4
Pza 900 900 900Pb 125A 1250 1250Pza 1900 1900 19 OOPza 28 00 2800 2800Pza 35 00 35 00 35 O0
Pn 1500 1500 1500Pu 1800 1800 t8O0Pm 25 00 25 00 25 ooPza 29 50 29 50 29 50Pza 35 00 3500 3500
Pza 1500 15 00 t5OOPa 1800 1S00 18OOPu 23 50 23 50 23 50Pb 26 00 26 00 26 OOPza 48 00 48 0o 48 0O
CAJA RECEPToRA P/DESAGUE 6120 m PaCAJA RECEPToM P/DESAGUE 6125.n pzaCAJA R EC EPTOM P/D ESAGUE 6'x30 cm PzaCAJA RECEPToM P/DESAGIE 6"x35 cm PzaCAJA RECEPIoM P/DESAGI]E 6 r40 cm pza
C0D0 PVC CLASE I PDESAoUE 2 pzaCODO PVC CLASE 9 P/DESAGUE 4' PUYEE PVC CLASE I P/DESAGIE2 PzYEE PVC CLASE I P]DESAGUE 4" pzaTEE PVC CLASE 9 PJDESAGI]E 2. PzaTEE PVC CLASE I P/DESAGUE4" pza
c0D090.1 /2 (12mm)CODO 90' 3/4' (20mm )coDo90 ' l {25nm )cODo 90'1 1i4 (30mm )coDo 90'1 1/2'(37mm )c00090 '2 ' (50mn)coDO 90' 2 1/2' (60mm )coDo90 '3 ' (75mm )coDO 90' 4' (100nrm )coDo90 '6 ' (150mm )coDo 90'8 {200mm )coDo 45" l/2^(12mm)coD045" 3/4 (20mm )c0D0 45" 1'(25mn )c00045.1 1 /4"coDo45o11/2 ' (3hm)C0Do45'2 (50mm )CODO45 '21 /2 (60mm)coDo4s '3 {75mm )CODo 45'4 (100mm )coDo45"0 (150mm)COD045 '8 (200mm)CODO ROSCA CAMPANA 1/2'CODO ROSCA CAMPANA 3/4'
ooPLA1/2 ' ( r2mm)coPLA 3/4' (20mm )COPLA1 (25mm)coPLA 1 1/4'(30mm )CoPLA 1 ,2' (37mm )CoPLA2'(somri)ooPLA2r /2 ' (60mm)CoPLA3 (75mm )
TAPON HEMBMl/2'(l2mm )TAPoN NEI,IBRA 3/4' (20mh )IAPoN FEMBRA 1 (25mm )TAPoN NEt BRA1 1/2 (37mm )TAPoNHEMBM2 (50mm )TAPON HEMBRA 2 l/2' (60mm )TAPoN HEMBM3^ (75mm )TAPON HEMBM4 (100mm)TAPoN NEMBFA6 {150mm )UNION UNIVERSAL 1 1/2'UNION UNIVERSAL '2'UNION UNIVERSAL3/4'UNION IJNIVERSAL 2'UNION UN VERSAL 1'
TEE 1/2 {12mm )IEE 3/4' (20mm )TEE 1 ' (25mm)TEE I 1/2 (37nm )TEE2 ' (50mm)TEE2i /2 ' (60mm)T E E 3 1 7 5 m m )TEE4 (100mm)TEE 6" (150mm )TEE REDUCC 0N 1\1 x1/2'CCRTEE REoUCCIoN 1 l1'x3/4' CCRTEE REDUCCIoN 6 x6\3' CCRTEE REDUCCION 6'x614' CCR
AoAPTADoR MACNo 1/2' (12mm )AoAPTADoR iVlACHo 3/4" (20mn )ADAPTADoR MACHo t (25mm )ADAPIADoR MACHo 1 1/4' (3omm )ADAPIADOR MAcHo 1 1/2'(37mm )ADAPTADOR MACNO 2' (50mr )ADAPTADoR MACFo 3" (75mm )ADAPTADoR [,jACHo 4 (100mm)
5 0 0 5 0 0 5 0 019 00 1900 19001 0 0 0 1 0 0 0 1 0 0 029 00 29 00 ?9001000 1000 100029 00 29 00 2900
65 00 6500 650068 00 68 00 680075 00 75 00 75 0095 00 9500 95 00
12500 12500 125 00
Pb 20A 200 200Pza 28A 280 280Pza 450 450 450Pza 750 750 750Pza 950 950 950Pza 1400 1400 1400Pza 35 00 35 00 35 00Pa 4800 48 00 48 00Ph VlA U 7D 7APza 2$2A 2%20 2$2APza 71860 71860 71860Pza 2 50 250 2 50Pza 350 350 350Pza 490 490 490Pza 850 850 850Ph 12 50 1250 1250Pa 1a2A 1S2A 182APu 4100 41 00 4 t 00Ph 48 00 4800 4800Pza 95 00 S5 00 95 00Pza 330 00 33000 330 00Pza 688 50 688 50 688 50Pza 250 24A 250Pzd 320 32A 320
PA 200 2 00 20aPza 28A 280 280Pza 4 50 450 4 50Pza /50 750 750Pza 950 950 950Pza 1400 1400 14 00Pza 35 00 35 00 35 00Pza 4800 4800 4800Pb 55 00 55 00 55 00
P z a 1 5 0 1 5 0Pza 250 250
Pb 1600 1600Pza 25 00 25 00Pza 48 00 48 00Pza 13950 13950Pza 84 00 84 00Pza 1020 1A 2aPa 1300 1300Ph 12000 12000
i 5 02504006009 0 0
1 6 0 025AA4800
1395084 001A 201 3 0 0
120001 7 0 0
Pza 1 50 150Pza 250 25APza 300 300Ph 500 500Pza 800 500
Pza 50 50 50 50
254 250 2504 00 400 4006 0 0 6 0 0 6 0 0
1240 1204 120A1 8 0 0 1 8 0 0 1 8 0 084 00 84 00 84005000 500 500
10300 10300 10300450 00 450 00 450001 3 0 0 1 3 0 0 1 3 0 01300 1300 1300
630 00 63000 63000645 00 645 00 645 00
1 5 02503 0 05 0 05 0 09 0 0
50 5064 70
ADAPIADOR HEMBRA 1 1/2'ADAPTADOR HEMEM 2'ADAPTAOOR HEMBRAl/2'ADAPTADOR HEMBRA3/4"
cRuzl (25mm)cRUz 1 l/2'(37mm )cRUz2'(somm )cRUz3'( i5mm )CRlz4 (100mm)
REDIJCCION BUJE 3/4I]/2REDUCCION B(]JE l'x1/2REDUCCION BUJE l x3/4REDUCCION BUJEI '2I'2 PZAREDUCCON BUJE I 12 x3l4' PbREDUCC0N BUJE 1 1 /2x l ' PzaREDUCCIoN BUJE2lli2 PzaREDUCCIoNBUJE2 x3/4" PzaREDUCCIoNBIJE2 xl (50x25)mm PaREDUCCTON BIJE 2,x1 1/2, PzaREDUCCION BUJE21/2 x2 PzaREDUccloN 8UJE312' (75xso)mm raREDUCCONBUJE3 'x21/2 ' PbREDUccoN BUJE 4\2' (100 x50)mn PaREDUCC0N BUJE413 ' (100X/5)mm PaREDUccioNSUJEO 13'(150x75)mm PaREDITCCIoN BUJE 6 x4 (150n00)mm pa
8 0 0 8 0 0 8 0 01000 1000 10001 5 0 1 5 0 1 5 0300 300 3004 0 0 4 0 0 4 0 0
28 00 28 00 28 0037 00 3/00 370056 00 56 00 56 00
15500 15500 155 0022AAA 220A0 22000
1 5 0 1 5 0 1 5 0240 200 200200 200 2aa5 5 0 5 5 0 5 5 05 5 0 5 5 0 5 5 0580 580 5807 1 0 7 1 0 7 1 07 1 0 7 1 0 7 1 0' | 10 710 71A7 1 0 7 1 0 7 1 0
1 1 0 0 1 1 0 0 1 1 0 020 00 20 00 20002A2A 2A2A 2A2045 00 45 00 450045 00 45 00 4500
200 00 200 00 200 00200 00 20000 200 00
DESCRIPCION PHECIOLaPd Cbba. St Cruz
UNIDAD
T U B O L = 6 n D = 1 1 0 m mT U B O L = 6 m D : 1 6 0 m mTUBO L=6m D= 200mmTUBO L=6m D= 250mmTIBO L=6m D= 315mmTUBo L= 6m D= 400mmTUBo L :6m D= 450mmTUBo L= 6m D= 500mm
C0D045" D:110 mhCoDO45 'D - 160 mmCoDO 90 'D = 110mmCoDO 90'D = 160 mm
TEE REDUCIDA D = ll0mmTEE REDUCIDA D=160mm
YEE REDUC 0A D= 110mmYEE REDUC DA D= 160mr
ADAPTADOR Esp qa 4 x 110 mmADAPTADOR Espiga 6 x 160 mmADAPTADOR Esprga 8x200 mm
S LAS YEE D = 160x 110mmSLASYEED= 200x 110 mmSTLASYEE D= 200 x 160 mmSILAS YEE D = 250x 110 mmSILAS YEE D =2s0 x 160 mmSILAS YEE D = 315x110mmS LAS YEE D =315 x 160mmS L A S Y E E D = 4 0 0 x 1 1 0 m mSILAS YEE D = 400x 160 mmSILAS YEE D = 450x 110 mmslLAs YEE D =450 x 160 hmSILAS YEE D =500 x 110 mmS LAS YEE D =500 x 160mm
SLASTEED- l60x 110mmSILASTEED= 200 x 110 'nmSILASTEED= 200 x 160 mmslLAs TEE D = 250r 110 mmSILASIEED=250x160mmSLASTEED= 315 x 110f i rmS LAS TEE D =315 x 160 mmSILAS TEE D = 400 x 110mmSILAS TEE D = 400x 160 mmSILAS TEE D = 450 x 110 mrnSILASTEE D =450r 160 mmSILASTEED=500x110mmS LAS TEE D = 500 x 160 mm
34 50 34 50 34 5062 60 62 60 62 6090 30 90 30 90 30
13150 131 50 1315020424 24424 204 2A31480 3r4 80 314804X7A 4n7A 4153044910 44910 44910
2230 2230 23A47 70 4710 47 7A51 20 5120 5120
10830 10830 10830
Pza 71 4A 71 4A 7140Pza 10830 10830 10830
Pza 10140 10140 10140Pza 23460 23l,60 2UEa
Pu 1980 1980 1980Pza 39 80 39 80 39 80Pza 66 60 6660 6660
Pza 39 40 39 40 39 40Pza 63 60 63 60 63 60Pza 10340 10340 10340Pza 77 0A fi AA 77 A0Pza 10820 10820 10820Pza 83 70 83 /0 83 70l ra 10910 10910 10910Pza 83 60 83 60 83 60Pza 11110 111 10 111 10Pu 4712A 4712A !7120Pb 661 10 661 10 661 10Pza 574 30 574 30 574 30Pza 807 00 807 00 807 00
Pa 36 30 36 30 36 30Pn 63 60 6360 6360Pb i0340 10340 103 40Pza i1a 77a0 ia !Pza 108 l0 10810 10810Pza 1170 77 70 inPza J0910 10910 10910Ph 79 00 79 00 79 00Pu 11124 1112A 11120Pb 471 3a 471 3A 471 30Pza 661 20 661 20 66120Pza 574 30 574 30 574 30Pra 807 00 80700 80700
Presupuesto & Construcci6n Aio 19 N" 46, Novienbre 200g _ Febrero 2009
PRECIOS DE MATERIATES
TUBOS Y ACCESORIOS DE PRESIOI\PARA AGUA CALIENTE
VIDRIOS
DESCRIPCIONDESCRIPCION UNIDAD PRECIO
La Paz Cbba, Sla, Cruz
UNIDAD PBECIOLa Pa Cbba. Sta C@
CANERAHDRo3- 1 /2 f l2mm)CANERAHDRo3 3 /4 (20mm)CANER A H DRO 3 - 1 (25 mm )
CANERA H DRO 3 COVERTNOR 1]2'CANER A N DRO 3 COVERTI]OR 3/4'CANERAI] DRO 3 COVERTNOR 1'
coDo IPS RoSCA1/2 (90 mm )CoDOlPsR0scA3i4 (20 mm )coDo lPs ROSCA 1 ' (25 mm )CoDOIPSROSCAl ' l /2 (37mm)coDolPsRoScA2 ' (50mm)
TEE 1/2' PS RoSCA(12 mm )TEE 3/4 IPS ROSCA(20mn )TEE f IPS ROSCA(2smm )TEE l1/2 PS RoSCA(37 mm )
CRUZ1l2 PS RoSCA(20 mm )CRUZ 3/4' PS RoSCA (20 mm )CRUZl lPS ROSCA(25 mr )CRUZ11/2 PS ROSCA(37 mm )CRlz2 lPS ROSCA(50 mm )
3 5 0 3 5 05 5 0 5 5 08 5 0 8 5 0
2T A0 27 0A4200 4200
3 5 0 3 5 0 3 5 05 0 0 5 0 0 5 0 07 5 0 7 5 0 7 5 A
1400 14 00 140001 00 61 00 61 00
8 0 01t 301 9 0 0
1 5 0290500
1 4 0 027 8A
3 0 03 5 06 0 0
1 7 5 0
3 5 05 5 08 5 0
T 0 a4204
65 8095 00
14600
65 8095 00
14600
8 0 01 1 3 01 9 0 0
1 5 02 9 05 0 0
t4 0027 8A
3 0 03 5 06 0 0
1 7 5 0
6 5 8 09500
i4600
8 0 01 1 3 01 9 0 0
1 5 02 9 0500
14 00z7 B0
3 0 03 5 06 0 0
17 50
4 5 0 4 5 06 0 0 6 0 0
t 0 0 D 1 0 0 01 7 0 0 1 7 0 0
3 0 0 3 0 04 00 4005 0 0 5 0 07 5 0 4 5 0
2t aa 27 a0
224 2243 7 0 3 1 04 1 0 4 1 04 90 490
3 8 0 3 8 03 1 0 3 1 0
28 80 20 304020 4020140 140
CoDO 90" 1/2 c/cPAVCO(r2mm) PaCoDO 90" 3/4 C/CPAVCO(20mh) PzCoDO45" 1/2 C/C PAVCO(12mm) PzcoDO45'3/4 C/c PAVco (20 mh ) PzaC0DO90'1/2 Camp/Rosca PAVCo Pa
TEE l/2'PAVco (12mm) PzaTEE 3/4' PAVCO (20 mm I PzaCOPLAl/2'PAVCo (12mm ) PzaCOPLA3/4 PAVCo (20 mm ) Pza
ADAPTADoR MACHO t2 PAVCO PzaADAPTADoR MACHO3/4 PAVCO PzaADAPTADoR HEMBRA1/2 PAVCo PzaADAFTADoR HEMBRA3/4 PAVCo Pza
TAPoN HEIIBRA 3/4' PAVCo (20mm ) PaTAPON HEMBM1/2 PAVCo(12mm) Pa
UN ON PATENTE 1/2 PAVCo (12 mm) PzaUN 0N PATENTE 3/4 PAVCo{2onm) PaREDUCCION BIJE3/4'rl/2 PAVCo Pza
VIDROCLARO5mm (240x 2 00) M2VIDROCLARO6mm (240x200) l \ ,12VIDR O BRoNCE 3 mm (2 40 x I 60) l\42VIDR0 BFoNCE4 mm (240x200) [42VIDR0 BRoNCE5mm (240 x 2 00) [,12VloR0 BRoNCE6 mm (240x200) [42VIDR0 ESPEJo3mm (240x 140) M2
V DR 0 CATEDML 3 mm (1 30 x 2 20) [42VDR 0 CATEDML3 mm (l 30x240) M2V DRlo CATEDML 4 mm (1 30 12 20) M2VIDR]O CATEDMLBRONCE4 hm ( r 30x240) M2
VIDRIO MEXICANOV DRIO CLARO FLOATMEXICANO3 m m ( 1 8 3 x 2 4 4 ) M 2V DRIO CLARO FLOATMEXICANO4 m m ( 2 1 3 x 3 3 0 ) M 2V DRIO CLARO FLOATMEXICANO5 m m ( 2 1 3 x 3 3 0 ) M 2V DRIO CLARO FLOAT MEXICANO6mm (244 r 3 30) M2V DRIO CLARO FLOATMEXICANO9 5 m m { 2 & x 3 3 0 ) M 2V DRIO BRONCE GR S MEXICANO4 m m ( 3 3 0 x 2 1 3 ) M 2V DRIO BRONCE GR S MEXICANO5 m m ( 3 3 0 x 2 1 3 ) M 2V DRIO BRONCE GR S MEXICANO6 m m ( 3 3 0 x 2 1 3 ) M 2V DRIOMUL P]ROLT CO ]!lEX CANO6 m m ( 2 1 3 1 3 3 0 ) M 2V DRIO V TROSOL P ROLIT COMEXICANO6 mm (213x3301 M2V DRIOT NTEX PIROLITICOMEXICANo6 mm (230x330) M2
ESPEJo NC0L0R03mm ll2ESPEJo NC0L0R04mm ,\2ESPEJo NC0L0R05mm .^,12ESPEJo CoLOR BRoNCE GRLS3md M2ESPEJo CoLOR BRoNCE GRIS4mm M2ESPEJo CoLOR ERoNCE-GRIS 5 nn M2
V DRlo LAMINADO INCOLoRO 6 mh M2V DRlo LAMINADO C0L0R 5 mm M2V DRlo LAMINADO C0L0R 6 mm li2
3 0 0 3 0 0 3 0 0424 424 4243 0 0 3 0 0 3 0 05 9 0 5 9 0 5 9 0
1 2 8 0 1 2 0 0 1 2 0 0
28 8044201 4 0
3 0 05 8 0224274
2?A310
4 9 0
3 8 03 1 0
7497927246 20632179 A796 0865 63
36 8636 965240
58 33
4988
65 94
8 5 1 6
10343
1 8 6 1 7
7710
95 76
3 0 05 8 02242 7 4
3 0 05 8 0224274
CODo HDRo3FlS0N 1 /2 ' (12mm) PaCODo H DRo 3 FUS 0N 3/4'(20 mm ) PzaCODo H DRo 3 FlS 0N 1 (2s mm ) PacoDo H DRo 3 FUs 0N 11/2 (37mn )PzaCODo H0R03F!S]oN2 (50drm) Pza
TEE 1 /2 'F DRo3FUSION (12 mm) PaTEE 3/4" HDRo3FUSION (20 mm) PaTEE I HDRo3FUS|ON (25 mm) PzaTEE 11/2 'H |oRO3 FUS0N{37mm) Pza
CUPLAI /2 H|DRO3 FUS0N{20mm ) PaCUPLA3/4 H|DRO 3 FUS 0N (20 mm ) PaCUPLAI HDRo3FUS|ON (25 mm ) PzaCUPLAI i/2 HDRo 3 FLJSION (37 mm)PzaCUPLA 2 HDRo3 FUSIoN (50mm) Pza
UNIoN DOBLEFUSON 1 'N]DRo3 PzaUNIoN DOBLE FUSON 1 1/2 HDRo3 Pza!N 0N DoBLEFUSON 2 HDRO3 Pza
TUBEBIA l/2'x3 00 MLs PAVCO PzaTUBERIA3/4'X3 00 Mls PAVCO PbTUBER|Al x3 00 Mts PAVoo Pza
28 0055 50
140 00
33 6056 70
100 90
4 5 06 0 0
1 0 0 01 7 0 0
3 0 04 0 05 0 07 5 0
27 A0
28 0055 50
14000
33 6056 70
100 90
vtDRtos
DESCFIPCION UNIDAD PRECIOLa Paz Cbba, Sla Cruz
4589 45 89 45 895411 UT1 54 719012 9472 9A72
10584 10584 i058412558 12558 1255820549 205 49 205 4926880 268 80 268 8053 66 53 66 53 6657 a2 57 02 57 02/6 65 76 65 76 65
10091 10091 100911t i 30 |130 111 3012999 12999 r299915320 15320 15320
28 46 -3560 - ,58 49 --
V DRIO PLANo NCOLOROz mm M2V DRIO PLANo TNCoLORO 3 mm M2V DRIO PLANo INCOLORO 4 mm M2V DRIO PLANo NCOLORO 5 mm M2V DRlo PLANo INCOLORO 6 mm M2VDRIoPLANo LNCOLoRO 8 mm M2VDRIoPLANoLNCOLoROI0mm M2V DRlo CATEDRAL INCOLoRO 3 mm M2V DRlo CATEDRAL INCOLoRO4 mm M2V DRIO CATEDML C0L0R 4 mm tt2V DR O CATEDML COLOR 5MM II2V DR 0 RAYBAN CIBRONCE3mm M2VDR0MYBAN CTBRoN GRS4 nm [ i2V DR0MYBAN Cr 'BRoN GR]S5om Mz
VIDRIO COLOMBIANOVIDR0CLARo2mm (240r127) M2V|DR0CLARo3mm (2 40x 160) M2VIDR0CLARo4 mm (240x2 00) M2
117 60
22985 --
20T X8 --
207 38 --.
1 1 1 0 9 1 1 1 0 9 1 1 1 0 S1 5 1 4 1 1 5 1 4 1 1 5 1 4 117136 171 36 t7 t 3611294 17294 1729117525 17525 175?5196 98 19698 196 982800
5550144 00
33 605070
10090
559 34 559 34 559 34
57561 575 61 57561
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