alba escalonado

TRABAJO DE ALBAÑILERÍA CONFINADA

CUADRO DE LONGITUD DE MUROS

MURO Lxx(m) MURO Lyy(m)X1 2.650 Y1 8.600X2 2.650 Y2 1.750X3 2.850 Y3 1.750X4 1.200 Y4 3.300X5 2.950 Y5 4.400X6 1.650 Y6 3.300X7 1.650 Y7 8.600X8 2.950 SUMA 1/2 EDIFICIO 15.850X9 4.150 SUMA TODO EDIFICIO 31.700

X10 4.150SUMA 1/2 EDIFICIO 12.825SUMA TODO EDIFICIO 25.650

DENSIDAD DE MUROS Z(ZONA)= 0.3 CUSCOU(USO)= 1.0 VIVIENDA

S(SUELO)= 1.2 INTERMEDION(NIVELES)= 4

0.025714

DENSIDAD DE MUROS DIRECCIÓN X-X

Am= 3.335 m2Ap= 103.200 m2

0.032316 0.025714 ………………….

DENSIDAD DE MUROS DIRECCIÓN Y-Y

Am= 4.121 m2Ap= 103.200 m2

0.039932 0.025714 ………………….

𝑨_𝒎𝒖𝒓𝒐𝒔/𝑨_𝒑𝒍𝒂𝒏𝒕𝒂 =𝒁𝑼𝑪𝑵/𝟓𝟔𝑨_𝒎/𝑨_𝒑 =𝒁𝑼𝑪𝑵/𝟓𝟔=

𝑨_𝒎/𝑨_𝒑 = >

𝑨_𝒎/𝑨_𝒑 = >

D9

AMILCAR CONDORI: NO CONFINADO

F20

AMILCAR CONDORI: COLOCAR VALORES

ZONA 2 Tp= 0.4

INTERMEDIO

BIEN

BIEN

CUADRO DE ÁREAS TRIBUTARIAS W= 0.438 Tnf/m2

MURO A(m2) P(Tnf) MURO A(m2)X1 3.4225 1.4991 Y1 5.9848X2 3.9513 1.7307 Y2 2.6200X3 5.3050 2.3236 2.3675+2.9375 Y3 6.7275X4 3.1847 1.3949 Y4 4.7700X5 5.3931 2.3622 Y5 13.4613X6 3.0188 1.3222 Y6 4.7700X7 7.1787 3.1443 Y7 8.5770X8 4.8475 2.1232 3.0975+1.7500X9 4.9954 2.1880 3.1204+1.8750

X10 4.9954 2.1880 3.1204+1.8750 1.2910

METRADO DE CARGAS VERTICALES CON 25% DE SOBRECARGA

MURO L (m) Yi (m)Tnf Kgf

X1 2.650 0.000 3.9441 15.7764 15776.40 4.5795X2 2.650 0.000 4.1757 16.7028 16702.80 4.8484X3 2.850 2.650 4.6026 18.4104 18410.40 4.9691X4 1.200 4.250 2.2829 9.1316 9131.60 5.8536X5 2.950 5.300 4.6082 18.4328 18432.80 4.8065X6 1.650 5.300 2.6132 10.4528 10452.80 4.8731X7 1.650 5.300 4.4353 17.7412 17741.20 8.2710X8 2.950 5.300 2.2460 8.9840 8984.00 2.3426X9 4.150 8.450 5.6330 22.5320 22532.00 4.1765

X10 4.150 8.450 5.6330 22.5320 22532.00 4.1765


Y1 8.600 4.230 8.9853 35.9412 35941.20 3.2148Y2 1.750 4.430 2.5056 10.0224 10022.40 4.4055Y3 1.750 1.850 4.3046 17.2184 17218.40 7.5685Y4 3.300 6.880 4.5313 18.1252 18125.20 4.2250Y5 4.400 2.130 9.1520 36.6080 36608.00 6.4000Y6 3.300 6.880 4.5313 18.1252 18125.20 4.2250Y7 8.600 4.230 10.1207 40.4828 40482.80 3.6210

MURO CRÍTICO 8.2710

CARGA EN PISO TÍPICO

CARGA ACUMULADA EN PRIMER PISO

ESFUERZO DE COMPRESIÓN Ơ (Kgf/cm2)



ESFUERZO DE COMPRESIÓN Ơ (Kgf/cm2)

NUEVO CON 100% DE 2 Tnf/m2 W= 0.588 Tnf/m2

P= 4.2211

PX7= 5.5121PX7acumul.= 22.0483

ƠX5= 10.2789

100


X1 2.650 0.000 4.4575 17.8299 17829.90X2 2.650 0.000 4.7684 19.0736 19073.58X3 2.850 2.650 5.3984 21.5934 21593.40X4 1.200 4.250 2.7606 11.0424 11042.42X5 2.950 5.300 5.4172 21.6687 21668.66X6 1.650 5.300 3.0660 12.2641 12264.08X7 1.650 5.300 5.5121 22.0484 22048.42X8 2.950 5.300 2.9731 11.8925 11892.50X9 4.150 8.450 6.3823 25.5292 25529.24

X10 4.150 8.450 6.3823 25.5292 25529.24


Y1 8.600 4.230 9.8830 39.5321 39532.08Y2 1.750 4.430 2.8986 11.5944 11594.40Y3 1.750 1.850 5.3137 21.2549 21254.90Y4 3.300 6.880 5.2468 20.9872 20987.20Y5 4.400 2.130 11.1712 44.6848 44684.78Y6 3.300 6.880 5.2468 20.9872 20987.20Y7 8.600 4.230 11.4072 45.6290 45629.00





P(Tnf)2.6213 1.8675+1.6875+2.42981.14762.94662.0893 2.2500+2.52005.8960 4.1625+9.29882.0893 2.2500+2.5200 X13.7567 6.1472+2.4298 X2

X3X4X5X6

X7X8

1.4991 1.96101.7307 1.96102.3236 2.10901.3949 0.88802.3622 2.1830 84.30481.3222 1.22103.1443 1.22102.1232 2.18302.1880 3.07102.1880 3.0710

2.6213 6.3640 8.686061.1476 1.2950 2.37462.9466 1.2950 3.9682252.0893 2.4420 4.29285.8960 3.2560 8.4789352.0893 2.4420 4.29283.7567 6.3640 9.69185

X7

PESO PROPIO DEL

MURO

PESO PROPIO DEL

MURO

Tnf

TnfTnf

Kgf/cm2 ˂ 0.15f´m = 9.75 Kgf/cm2

OJO: NO CUMPLE...REVISEN

5.17565.53665.82827.07855.6502

MURO L (m) Yi (m)5.7175 Tnf Kgf5.3451 X7 1.65 5.3 5.512105 22.04842 22048.423.10104.73204.7320

3.53605.09649.34284.89217.81204.8921 04.0813


X1 2.650 0.000 3.7730 15.0919 15091.90X2 2.650 0.000 3.9781 15.9125 15912.54X3 2.850 2.650 4.3374 17.3494 17349.40X4 1.200 4.250 2.1237 8.4947 8494.66X5 2.950 5.300 4.3385 17.3542 17354.18X6 1.650 5.300 2.4623 9.8490 9849.04X7 1.650 5.300 4.0764 16.3055 16305.46X8 2.950 5.300 2.0036 8.0145 8014.50X9 4.150 8.450 5.3832 21.5329 21532.92

X10 4.150 8.450 5.3832 21.5329 21532.92

DE COMPRESIÓ

N Ơ



DE COMPRESIÓ

N Ơ




Y1 8.600 4.230 8.6861 34.7442 34744.24Y2 1.750 4.430 2.3746 9.4984 9498.40Y3 1.750 1.850 3.9682 15.8729 15872.90Y4 3.300 6.880 4.2928 17.1712 17171.20Y5 4.400 2.130 8.4789 33.9157 33915.74Y6 3.300 6.880 4.2928 17.1712 17171.20Y7 8.600 4.230 9.6918 38.7674 38767.40



5.34507152

4.38084.61904.68275.44534.52524.59167.60162.08983.99133.9913

DE COMPRESIÓ

N Ơ

ESFUERZO DE

COMPRESIÓN Ơ

(Kgf/cm2)

3.10774.17516.97714.00265.92934.00263.4676

DE COMPRESIÓ

N Ơ

EVALUACIÓN DE CARGAS EN LA DIRECCIÓN X

MURO L (m) Yi (m)

X1 2.650 0.000 3.9441 3.9441X2 2.650 0.000 4.1757 4.1757X3 2.850 2.650 4.6026 4.6026X4 1.200 4.250 2.2829 2.2829X5 2.950 5.300 4.6082 4.6082X6 1.650 5.300 2.6132 2.6132X7 1.650 5.300 4.4353 4.4353X8 2.950 5.300 2.2460 2.2460X9 4.150 8.450 5.6330 5.6330

X10 4.150 8.450 5.6330 5.6330SUMA= 40.1740

LARGO=ANCHO=

XCG=YCG=

CALCULO DE LA RIGIDEZ LATERAL DE MUROS

20000003200002.571280006.25

MUROAREAS QUE CONSTRIBUYEN AL AREA TRANSFORMADA

A1(muro) A2(1ra col.) A3(2da col) A4(col. central)X1 0.345 0.293 0.163 0.163 0.000X2 0.345 0.293 0.163 0.163 0.000X3 0.371 0.319 0.163 0.163 0.000X4 0.156 0.130 0.000 0.163 0.000X5 0.384 0.332 0.163 0.163 0.000


CARGA PISO TÍPICO

COMPLETO (Wi)

AREA ALMA (m2)

K=𝐸𝑎/(ℎ^3/3𝐼+𝑓ℎ(𝐸𝑎/𝐺𝑎)/𝐴)

𝐸𝑎= 𝑡𝑛𝑓/𝑚2h=G𝑎= 𝑡𝑛𝑓/𝑚2𝑚

𝑡𝑛𝑓/𝑚2𝐸𝑐=

n=

X6 0.215 0.163 0.163 0.163 0.000X7 0.215 0.163 0.163 0.163 0.000X8 0.384 0.332 0.163 0.163 0.000X9 0.540 0.463 0.163 0.163 0.163

X10 0.540 0.459 0.163 0.163 0.163

MUROAREAS QUE CONSTRIBUYEN AL AREA TRANSFORMADA

A1(muro) A2(colum.) A3(colum) A4(col. central)Y1 1.118 1.018 0.163 0.163 0.325Y2 0.228 0.176 0.163 0.163 0.000Y3 0.228 0.176 0.163 0.163 0.000Y4 0.429 0.377 0.000 0.163 0.000Y5 0.572 0.520 0.163 0.163 0.000Y6 0.429 0.377 0.163 0.163 0.000Y7 1.118 1.018 0.163 0.163 0.325

RIGIDEZ LATERAL (ki) DE LOS MUROSEa= 320000 tn/m2Ga= 128000 tn/m2

h= 2.57 mMURO f A I Ki

X1 2.195 0.756 0.782416 12363.845X2 1.792 0.617 0.612185 11472.476X3 1.879 0.696 0.816495 13184.299X4 2.765 0.431 0.044263 1893.312X5 2.431 0.932 1.162854 14801.540X6 2.753 0.591 0.237920 5955.119X7 2.753 0.591 0.237920 5955.119X8 2.569 0.985 1.321164 15211.784X9 1.952 1.053 1.900747 21496.704

X10 1.945 1.049 1.892092 21477.057MURO f A I Ki

Y1 1.574 1.760 1.748225 35621.225Y2 2.603 0.592 0.171184 5220.654Y3 2.589 0.589 0.491956 8051.694Y4 1.678 0.720 0.770258 14335.288Y5 1.681 0.962 0.370816 12079.444Y6 2.058 0.883 0.200135 7399.091Y7 1.574 1.760 0.655012 22245.118

AREA ALMA (m2)

CENTRO DE RIGIDEZ (Xcg,Ycg)MURO Ki(tnf/m) Yi(m) Ki*Yi(tnf)

X1 12363.845405 0.000 0.000X2 11472.475621 0.000 0.000X3 13184.299182 2.650 34938.393X4 1893.3122643 4.250 8046.577X5 14801.53968 5.300 78448.160X6 5955.118722 5.300 31562.129X7 5955.118722 5.300 31562.129X8 15211.784386 5.300 80622.457X9 21496.703853 8.450 181647.148

X10 21477.05718 8.450 181481.133Σ 123811.25502 628308.127

MURO Ki(tnf/m) Yi(m) Ki*Yi(tnf)Y1 35621.225 4.230 150677.783Y2 5220.654 4.430 23127.496Y3 8051.694 1.850 14895.633Y4 14335.288 6.880 98626.781Y5 12079.444 2.130 25729.215Y6 7399.091 6.880 50905.748Y7 22245.118 4.230 94096.848Σ 104952.513 458059.504

Xcg 6.000Ycg 4.364

EVALUACIÓN DE CARGAS EN LA DIRECCIÓN X EVALUACIÓN DE CARGAS EN LA DIRECCIÓN Y

Wi*Yi MURO L (m) Yi (m)

0.000 Y1 8.600 4.230 8.9853 8.98530.000 Y2 1.750 4.430 2.5056 2.5056

12.197 Y3 1.750 1.850 4.3046 4.30469.702 Y4 3.300 6.880 4.5313 4.5313

24.423 Y5 4.400 2.130 9.1520 9.152013.850 Y6 3.300 6.880 4.5313 4.531323.507 Y7 8.600 4.230 10.1207 10.120711.904 SUMA= 44.130847.59947.599

190.781

128.6

6.004.42

AREAS QUE CONSTRIBUYEN AL AREA TRANSFORMADAf Xc

INERCIAS PARCIALES DE LAS AREAS

A5(transv.) I1 I2 I3 I40.139 0.756 2.195 1.550 0.63692 0.00217 1.05720 00.000 0.617 1.792 1.325 0.63692 0.00217 1.05720 00.053 0.696 1.879 1.325 0.80607 0.00217 1.22945 00.139 0.431 2.765 0.919 0.04333 0.00000 0.19717 00.276 0.932 2.431 1.068 0.90085 0.00217 1.32045 0


CARGA PISO TÍPICO COMPLETO

(Wi)

AREA TRANSFOR.

(m2)

0.103 0.591 2.753 0.699 0.13176 0.00217 0.39095 00.103 0.591 2.753 0.951 0.13176 0.00217 0.39095 00.329 0.985 2.569 1.787 0.90085 0.00217 1.32045 00.103 1.053 1.952 2.191 2.52061 0.00217 2.66595 1.082210.103 1.049 1.945 1.963 2.60335 0.00217 2.66595 0.40621

AREAS QUE CONSTRIBUYEN AL AREA TRANSFORMADAf Yc

INERCIAS PARCIALES DE LAS AREAS

A5(transv.) I1 I2 I3 I40.092 1.760 1.574 4.323 24.96025 0.00217 0.00217 5.915640.092 0.592 2.603 0.995 0.16102 0.00217 0.00217 0.000000.088 0.589 2.589 0.991 0.16102 0.00217 0.00217 0.000000.180 0.720 1.678 2.176 1.29060 0.00217 0.00217 0.000000.117 0.962 1.681 2.097 3.21013 0.00217 0.00217 0.000000.181 0.883 2.058 1.794 1.29060 0.00217 0.00217 0.000000.092 1.760 1.574 4.323 24.96025 0.00217 0.00217 5.91564

AREA TRANSFOR.

(m2)

5.07472545

EVALUACIÓN DE CARGAS EN LA DIRECCIÓN Y

Wi*Yi

38.00811.1007.964

31.17519.49431.17542.811

181.726

INERCIAS PARCIALES DE LAS AREASIy Io K

I50.90258 2.59886 0.7824160.00000 1.69628 0.6121850.00060 2.03829 0.8164950.16811 0.40861 0.0442630.00315 2.22661 1.162854

0.00118 0.52605 0.2379200.24766 0.77254 0.2379202.24219 4.46566 1.3211640.68592 6.95686 1.9007470.25734 5.93501 1.892092

INERCIAS PARCIALES DE LAS AREASIy Io K

I50.24965 31.130 1.7482250.24965 0.415 0.1711840.90534 1.071 0.4919561.34193 2.637 0.7702580.64397 3.858 0.3708161.34526 2.640 0.2001352.65288 33.533 0.655012

CALCULO DEL CORTANTE BASAL (Vti)

Vti = V1i + V2i

V2i = Ki Ri Mt/RTCR=( 6 4.364 ) centro de rigideces

H= 50.580 fuerza cortante basal sismicoB= 8.6 ancho del edificio

c=( 9.25 4.23 ) posicion en planta de la cortante SOLO FALTA CORREGIR ESTO

MURO Ki(tn/m) H(tn) V1i(tn) MURO Ki(tn/m) YiX1 12363.8454 50.580 2.525 X1 12363.8454 0.00X2 11472.4756 50.580 2.343 X2 11472.4756 0.00X3 13184.2992 50.580 2.693 X3 13184.2992 2.65X4 1893.31226 50.580 0.387 X4 1893.31226 4.25X5 14801.5397 50.580 3.023 X5 14801.5397 5.30X6 5955.11872 50.580 1.216 X6 5955.11872 5.30X7 5955.11872 50.580 1.216 X7 5955.11872 5.30X8 15211.7844 50.580 3.107 X8 15211.7844 5.30X9 21496.7039 50.580 4.391 X9 21496.7039 8.45

X10 21477.0572 50.580 4.387 X10 21477.0572 8.45suma= 123811.255 suma= 123811.255

MURO Ki Ri RTx MURO KiX1 12363.8454 4.36 235463.204 Y1 35621.2252X2 11472.4756 4.36 218487.516 Y2 5220.65367X3 13184.2992 1.71 38732.7814 Y3 8051.69356X4 1893.31226 0.11 24.6054862 Y4 14335.288X5 14801.5397 -0.94 12967.5697 Y5 12079.4437X6 5955.11872 -0.94 5217.25569 Y6 7399.09128X7 5955.11872 -0.94 5217.25569 Y7 22245.1178X8 15211.7844 -0.94 13326.9835X9 21496.7039 -4.09 358895.984

X10 21477.0572 -4.09 358567.975SUMA= 1246901.13

ANALISIS SISMICO MANUAL

se hara para el muro X4 por que soporta mayor esfuerzo ,utilizaremos el metodo aproximado de analisis manual

NIVEL Fi4 1.7563 1.317

V1i = Ki H/Σki

Fi = iVt/Σi

2 0.8781 0.439

10

SOLO FALTA CORREGIR ESTO CUADRO RESUMEN DE VALORES PARA Vti

Ri Mt RT V2i(tn) MURO V1i4.36 31.91598 3554946.00337 0.4844 X1 2.5254.36 31.91598 3554946.00337 0.4495 X2 2.3431.71 31.91598 3554946.00337 0.2029 X3 2.6930.11 31.91598 3554946.00337 0.0019 X4 0.387-0.94 31.91598 3554946.00337 -0.1244 X5 3.023-0.94 31.91598 3554946.00337 -0.0500 X6 1.216-0.94 31.91598 3554946.00337 -0.0500 X7 1.216-0.94 31.91598 3554946.00337 -0.1278 X8 3.107-4.09 31.91598 3554946.00337 -0.7886 X9 4.391-4.09 31.91598 3554946.00337 -0.7879 X10 4.387

Xi Ri Rty4.23 1.77 111597.7364.43 1.57 12868.3891.85 4.15 138670.2926.88 -0.88 11101.2472.13 3.87 180912.6216.88 -0.88 5729.8564.23 1.77 69691.730

6.00 0.000suma= 530571.872

se hara para el muro X4 por que soporta mayor esfuerzo ,utilizaremos el metodo aproximado de analisis manual

CUADRO RESUMEN DE VALORES PARA Vti

V2i Vti0.4844 3.0100.4495 2.7930.2029 2.8960.0019 0.389-0.1244 3.023-0.0500 1.216-0.0500 1.216-0.1278 3.107-0.7886 4.391-0.7879 4.387

alba escalonado

Documents