The document presents the design of a cantilever retaining wall. It includes the pre-dimensioning and structural design of the wall. The pre-dimensioning determines the wall thickness based on height. The structural design calculates active and passive earth pressures, stabilizing and overturning moments, and verifies stability against overturning, sliding and bearing capacity. It also designs the wall screen in bending and shear, checking reinforcement ratios. The design satisfies all verification requirements.
Contiene Diseño de puente losa y sus componentes, mediante el metodo ACI, de facil comprension y con imagenes que ayudan a entender de una mejor manera el tema de estudio.
Se recomienda realizar una breve Introduccion al tema para empezar con cualquier tipo de diseño.
Diseño de puente mixto (losa de concreto y vigas de acero)Enrique Santana
Entonces como el cortante máximo es τ_MÁXIMO=4.710 ksi, menor al cortante permisible τ_PERM=12 ksi, por tanto la viga puede soportar la carga por cortante. Debido a ello no se recomienda usar atiesador para la viga, pues incurre en gastos poco necesarios; en el caso que se haga el diseño para un vehículo de mayor peso, se deben revisar los cortantes y momentos máximos.
Contiene Diseño de puente losa y sus componentes, mediante el metodo ACI, de facil comprension y con imagenes que ayudan a entender de una mejor manera el tema de estudio.
Se recomienda realizar una breve Introduccion al tema para empezar con cualquier tipo de diseño.
Diseño de puente mixto (losa de concreto y vigas de acero)Enrique Santana
Entonces como el cortante máximo es τ_MÁXIMO=4.710 ksi, menor al cortante permisible τ_PERM=12 ksi, por tanto la viga puede soportar la carga por cortante. Debido a ello no se recomienda usar atiesador para la viga, pues incurre en gastos poco necesarios; en el caso que se haga el diseño para un vehículo de mayor peso, se deben revisar los cortantes y momentos máximos.
Solution Manul for Structural Analysis in SI Units 10th Edition by Russell Hi...physicsbook
https://www.unihelp.xyz/solutions-manual-mechanics-of-materials-hibbeler/
Solution Manual for Mechanics of Materials in SI Units 10th Edition (Global Edition)
Author(s): Russell Charles Hibbeler
"Solution Manual for Mechanics of Materials Tenth Edition in SI Units Global Edition" have answers for "problems" and "Review Problems" in all chapters of textbook (Chapters 1 to 14).
Explains in detail about the planning and designing of a G + 2 school building both manually and using software (STAAD Pro).
With the reference with this we could design a building of a school with 2 blocks and G + 2 building.
Book Formatting: Quality Control Checks for DesignersConfidence Ago
This presentation was made to help designers who work in publishing houses or format books for printing ensure quality.
Quality control is vital to every industry. This is why every department in a company need create a method they use in ensuring quality. This, perhaps, will not only improve the quality of products and bring errors to the barest minimum, but take it to a near perfect finish.
It is beyond a moot point that a good book will somewhat be judged by its cover, but the content of the book remains king. No matter how beautiful the cover, if the quality of writing or presentation is off, that will be a reason for readers not to come back to the book or recommend it.
So, this presentation points designers to some important things that may be missed by an editor that they could eventually discover and call the attention of the editor.
Expert Accessory Dwelling Unit (ADU) Drafting ServicesResDraft
Whether you’re looking to create a guest house, a rental unit, or a private retreat, our experienced team will design a space that complements your existing home and maximizes your investment. We provide personalized, comprehensive expert accessory dwelling unit (ADU)drafting solutions tailored to your needs, ensuring a seamless process from concept to completion.
Storytelling For The Web: Integrate Storytelling in your Design ProcessChiara Aliotta
In this slides I explain how I have used storytelling techniques to elevate websites and brands and create memorable user experiences. You can discover practical tips as I showcase the elements of good storytelling and its applied to some examples of diverse brands/projects..
Can AI do good? at 'offtheCanvas' India HCI preludeAlan Dix
Invited talk at 'offtheCanvas' IndiaHCI prelude, 29th June 2024.
https://www.alandix.com/academic/talks/offtheCanvas-IndiaHCI2024/
The world is being changed fundamentally by AI and we are constantly faced with newspaper headlines about its harmful effects. However, there is also the potential to both ameliorate theses harms and use the new abilities of AI to transform society for the good. Can you make the difference?
Transforming Brand Perception and Boosting Profitabilityaaryangarg12
In today's digital era, the dynamics of brand perception, consumer behavior, and profitability have been profoundly reshaped by the synergy of branding, social media, and website design. This research paper investigates the transformative power of these elements in influencing how individuals perceive brands and products and how this transformation can be harnessed to drive sales and profitability for businesses.
Through an exploration of brand psychology and consumer behavior, this study sheds light on the intricate ways in which effective branding strategies, strategic social media engagement, and user-centric website design contribute to altering consumers' perceptions. We delve into the principles that underlie successful brand transformations, examining how visual identity, messaging, and storytelling can captivate and resonate with target audiences.
Methodologically, this research employs a comprehensive approach, combining qualitative and quantitative analyses. Real-world case studies illustrate the impact of branding, social media campaigns, and website redesigns on consumer perception, sales figures, and profitability. We assess the various metrics, including brand awareness, customer engagement, conversion rates, and revenue growth, to measure the effectiveness of these strategies.
The results underscore the pivotal role of cohesive branding, social media influence, and website usability in shaping positive brand perceptions, influencing consumer decisions, and ultimately bolstering sales and profitability. This paper provides actionable insights and strategic recommendations for businesses seeking to leverage branding, social media, and website design as potent tools to enhance their market position and financial success.
1. UNIVERSIDAD PERUANA LOS ANDES
FACULTAD DE INGENIERIA
ESCUELA PROFESIONAL DE INGENIERIA CIVIL
I.- DATOS XY
qHS20
h
t2
qHS20 1500.00 kg/m2
fy
B
H
h
1
2.40 t/m3
γS
φ1
C
34 °
4200.00 kg/cm2
γc
04/05/2020
t1
t4
t3
Carga de camión
1.90 t/m3
32 °
Hmuro
h
1.85 t/m3
0.15 kg/cm2
1.50 m
6.00 m
γS
φ2
DISEÑO DE MURO DE CONTENCIÓN EN VOLADIZO
UPLA - ING. CIVIL / LIMA, 2020
Bach. TEJADA VILLANUEVA, Richard Eduard
f'c 210.00 kg/cm2
De diseño De suelo de
fundación
De suelo contenido
Diseñar el muro de contención en voladizo, de la seccion tranversal mostrada. Las
caracteristicas del suelo de fundación y del retenido, se adjuntan a continuación. Verificar
los factores de seguridad respecto a volteo, deslizamiento y capacidad de de carga.
CONCRETO ARMADO Bach. TEJADA VILLANUEVA, Richard Eduard
2. UNIVERSIDAD PERUANA LOS ANDES
FACULTAD DE INGENIERIA
ESCUELA PROFESIONAL DE INGENIERIA CIVIL
II.- PREDIMENSIONAMIENTO DEL MURO DE CONTENCIÓN
2.1.- Dimensionamiento
→ t1 =
Nota 1:
→ t2 =
→ t3 =
→ h1 =
→ B =
1.50
m
3.70 m
3.70 m
0.30 m
6.00
m
0.60 m
2.50 m
0.75
m
0.60 m
0.75 m
Los parametros de diseño para el
predimensionamiento de muros de
contencion, fue extraido del libro de
Braja M. Das - Fundamentos de la
ingenieria geotécnica. Pag 447.
0.30 m
0.60 m
0.60 m
𝑡1 ≥ 30𝑐𝑚
ℎ1 = 𝐻
8 − 𝐻
6
𝑡3 = 0.10𝐻
B = 0.50H − 0.70H
𝑡2 = 0.10𝐻
CONCRETO ARMADO Bach. TEJADA VILLANUEVA, Richard Eduard
3. UNIVERSIDAD PERUANA LOS ANDES
FACULTAD DE INGENIERIA
ESCUELA PROFESIONAL DE INGENIERIA CIVIL
III.- DISEÑO DE MURO EN VOLADIZO
3.1.- Empuje del suelo - Teoría de Rankine
3.1.1.- Empuje activo
hq =
ka =
σ1 =
σ2 =
Ea1 =
Ea2 =
3.1.2.- Empuje pasivo
kp =
Ep =
hq
H
h
10.51 t/m
3.96 t/m2
13.37 t/m
0.79 m
0.307
0.46 t/m2
3.96 t/m2
2.77 t/m
10.51 t/m
3.537
h
1
0.46 t/m2
2.77 t/m
13.37 t/m
ℎ𝑞 =
𝑞
𝛾𝑠
𝑘𝑎 = 𝑡𝑎𝑛2
45 −
𝜑
2
𝜎1 = 𝑘𝑎𝑞
𝜎2 = 𝑘𝑎𝛾1(𝐻 + ℎ𝑞)
𝐸𝑎1 = 𝜎1𝐻
𝐸𝑎2 =
1
2
𝜎2 −𝜎1 𝐻
𝑘𝑝 = 𝑡𝑎𝑛2
45 +
𝜑
2
𝐸𝑝 =
1
2
𝛾𝑠𝑘𝑝ℎ2
+ 2𝐶 𝑘𝑝ℎ
𝜎2=
𝜎1=
𝐸𝑎1=
𝐸𝑎2=
𝐸𝑝=
CONCRETO ARMADO Bach. TEJADA VILLANUEVA, Richard Eduard
4. UNIVERSIDAD PERUANA LOS ANDES
FACULTAD DE INGENIERIA
ESCUELA PROFESIONAL DE INGENIERIA CIVIL
3.2.-Momentos estabilizantes y de volcamiento
3.2.1.-Momentos estabilizantes
3.2.2.-Momentos de volcamiento
=
=
=
1.50
m
8.30 t-m
21.02 t-m
29.31 t-m
Suelo W1 2.45
41.02
1.20
P2 0.80
1.89
6.66
24.94
12.32
61.10
88.65
1.85
S/C WS/C 3.75 2.45
0.30 m
0.79
m
P1
9.19
Muro
Momentos
(t-m)
Brazo
(m)
Peso
(t)
Carga
Elemento
2.4
1.9
4.54
1.51
P3
6.00
m
0.60 m
2.50 m
0.75
m
0.60 m
3.70 m
3.78
𝑊1
𝑃1
𝑃2
𝑃3
𝐹𝑉 = 𝑀𝑒 =
𝑀𝑉1 =
𝐻
2
𝐸𝑎1
𝑀𝑉2 =
𝐻
3
𝐸𝑎2
𝑀𝑉
𝜎2
𝜎1
𝐸𝑎1
𝐸𝑎2
𝐸𝑝
𝑊𝑠/𝑐
CONCRETO ARMADO Bach. TEJADA VILLANUEVA, Richard Eduard
5. UNIVERSIDAD PERUANA LOS ANDES
FACULTAD DE INGENIERIA
ESCUELA PROFESIONAL DE INGENIERIA CIVIL
3.2.3.-Verificación al volcamiento
FSV =
Como FSV = FS = Ok!
3.2.4.-Verificación al deslizamiento
Fd =
→ = f : Coeficiente de fricción
3.2.4.1.-Sin considerar Ep
Fr =
FSD =
Como FSD = FS = Ok!
3.2.4.2.-Considerando Ep
Fr =
FSD =
Como FSD = FS = Ok!
3.3.-Cálculo de la resultante
R =
2.58
>
43.11 t/m
2.58 2 →
1.5 →
34.22 t/m
13.27 t/m
20.85 t/m
1.57
3.02 >
1.57 >
0.418
3.02
2 →
𝐹𝑆𝑉 =
𝑀𝑒
𝑀𝑉
≥ 2
𝐹𝑑 = 𝐸𝑎1 + 𝐸𝑎2
𝑡𝑎𝑛𝜑 < 𝑓 < 0.67𝑡𝑎𝑛𝜑
𝐹𝑆𝐷 =
𝐹
𝑟
𝐹𝑑
≥ 1.5
𝐹𝑆𝐷 =
𝐹
𝑟
𝐹𝑑
≥ 2
𝑅 = 𝐹𝑉
2
+ 𝐹𝐻
2
𝐹𝑟 = 𝐹𝑉𝑓 + 𝐶2𝑘2𝐵 +𝐸𝑝
𝑓 = 𝑡𝑎𝑛(𝑘1
𝜑2)
CONCRETO ARMADO Bach. TEJADA VILLANUEVA, Richard Eduard
6. UNIVERSIDAD PERUANA LOS ANDES
FACULTAD DE INGENIERIA
ESCUELA PROFESIONAL DE INGENIERIA CIVIL
3.4.-Excentricidad
e =
Como e = B/6 = Ok!
3.5.-Esfuerzos del terremo
3.5.1.- Esfuerzo máximo
σmax = →
3.5.2.- Esfuerzo minimo
σmin = →
3.6.- Capacidad de carga ultima (qu) de Meyerhoff
q =
B' =
3.6.1.- Factores de profundidad
Fcd = 34
Fqd =
Fyd = 1
(0.38 kg/cm2)
0.40 m <
2.78 t/m2
2.89 m
1.207
1.481
0.62 m
18.34 t/m2
3.83 t/m2
(1.83 kg/cm2)
0.40 m
→
𝑒 =
𝐵
2
−
𝑀𝑒 − 𝑀𝑉
𝐹𝑉
<
𝐵
6
𝜎𝑚𝑎𝑥 =
𝐹𝑉
𝐵
1 +
6𝑒
𝐵
𝜎𝑚𝑖𝑛 =
𝐹𝑉
𝐵
1 −
6𝑒
𝐵
𝑞𝑢 = C𝑁𝐶𝐹𝑐𝑑𝐹𝑐𝑖 + 𝑞𝑁𝑞𝐹𝑞𝑑𝐹𝑞𝑖 +
1
2
𝛾2𝐵′𝑁𝑦𝐹𝑦𝑑𝐹𝑦𝑖
𝑞 = γℎ
𝐹𝑐𝑑 = 1 + 0.4
ℎ
𝐵′
𝐵′
= 𝐵 − 2𝑒
𝐹𝑞𝑑 = 1 + 2𝑡𝑎𝑛𝜑 1 − 𝑠𝑒𝑛𝑜𝜑 2
ℎ
𝐵′
CONCRETO ARMADO Bach. TEJADA VILLANUEVA, Richard Eduard
7. UNIVERSIDAD PERUANA LOS ANDES
FACULTAD DE INGENIERIA
ESCUELA PROFESIONAL DE INGENIERIA CIVIL
3.6.2.- Factores de inclinación de carga
β° =
Fci = Fqi =
Fyi =
3.6.3.- Factores de capacidad de carga
Nq =
Nc =
Ny =
qu = →
Como FS = Fs = Ok!
34
29.440
45.129
41.064
8.43 >
154.52 t/m2
3 →
(15.45 kg/cm2)
0.223
17.93 °
0.641
𝐹𝑐𝑖 = 𝐹𝑞𝑖 = 1 −
𝛽°
90°
2
𝛽° = 𝑡𝑎𝑛−1 𝐹𝐻
𝐹𝑉
𝐹𝑦𝑖 = 1 −
𝛽°
𝜑
2
𝐹𝑠 =
𝑞𝑢
𝑞𝑚𝑎𝑥
> 3
𝑁𝑞 = 𝑒𝜋𝑡𝑎𝑛𝜑
𝑡𝑎𝑛2
45 +
𝜑
2
𝑁𝑐 = 𝑁𝑞 + 1 𝑐𝑜𝑡𝜑
𝑁𝑦 = 2 𝑁𝑞 + 1 𝑡𝑎𝑛𝜑
CONCRETO ARMADO Bach. TEJADA VILLANUEVA, Richard Eduard
8. UNIVERSIDAD PERUANA LOS ANDES
FACULTAD DE INGENIERIA
ESCUELA PROFESIONAL DE INGENIERIA CIVIL
IV.- DISEÑO ESTRUCTURAL DE MURO EN VOLADIZO
4.1.- Dimensionamiento de la pantalla
4.1.1.- Sección 1 - 1
σ =
2 2
σ2 =
E1 = 1 1
E2 =
4.1.1.1.- Verificación al corte (Sección 1 - 1)
; →
d =
#
VC = #
#
#
Qu =
Vn =
Como Vn = VC = Ok!
23.72 t
23.72 t 39.71 t
5/8 '' ( 1.59 cm )
( 1.98 cm2 )
39.71 t
17.79 t
r = 7.50 cm φ =
→
<
51.71 cm
b = φ = 0.75
1.00 m
5.25
3.06 t/m2
3.53 t/m2
2.42 t/m
8.05 t/m
8.05 t/m
2.42 t/m
0.46 t/m2
3.53 t/m2
0.60 m
𝜎2=
𝜎1=
𝐸1=
𝐸2=
𝜎 = 𝑘𝑎𝛾𝑆𝐻′
𝜎2 = 𝜎 + 𝜎1
𝐸1 = 𝜎1𝐻′
𝐸2 =
1
2
𝜎𝐻′
𝑉𝐶 = 𝑂. 53 𝑓′𝑐𝑏𝑑
𝑄𝑈 = 1.7(𝐸1 + 𝐸2)
𝑑 = 𝑡 − 𝑟 −
𝜑
2
𝑉
𝑛 =
𝑄𝑢
𝜑
CONCRETO ARMADO Bach. TEJADA VILLANUEVA, Richard Eduard
9. UNIVERSIDAD PERUANA LOS ANDES
FACULTAD DE INGENIERIA
ESCUELA PROFESIONAL DE INGENIERIA CIVIL
4.1.1.2.- Diseño por flexión (Sección 1 - 1)
M =
Mu =
M1
Asmin =
As = → a = →
As = → a = →
As = → a = →
As = → a = →
As = Asmin = → As
4.1.1.2.1.- Verificación por cuantias
β1 = →
Cuantia Minima Cuantia de diseño Cuantia maxima
ρmin = ρ = ρmax = → Falla dúctil!
4.1.1.2.2.- Armadura longitudinal
Astemp =
As =
Iterar
Iterar
Iterar
Converge
Usar 5/8 @ 0.10 m
20.43 t-m
34.73 t-m
18.55 cm2 4.366 cm
18.55 cm2
17.24 cm2
10 φ
17.24 cm2
<
0.0033 < 0.0038
12.70 cm2
1/2 @ 0.20 m (As=6.35 cm2)
(As=19.80 cm2)
19.75 cm2 4.646 cm
18.61 cm2 4.378 cm
18.56 cm2 4.366 cm
10.80 cm2
Coeficiente de
reducción
0.85
0.0161
<
Usar @ 0.20 m
1/2 (As=6.35 cm2)
Usar 5 φ
En dos
capas
5 φ
𝐴𝑠 =
𝑀𝑢
𝜑𝑓𝑦𝑑
𝐴𝑠 =
𝑀𝑢
𝜑𝑓𝑦 𝑑 −
𝑎
2
𝑎 =
𝐴𝑠𝑓𝑦
0.85𝑓´𝑐𝑏
𝑀 = 𝐸1
𝐻
2
+ 𝐸2
𝐻
3
𝑀𝑈 = 1.7𝑀
𝐴𝑠𝑚𝑖𝑛 =
14
𝑓
𝑦
𝑏𝑑
𝜌𝑚𝑖𝑛 =
14
𝑓
𝑦
𝜌 =
𝐴𝑠
𝑏𝑑
𝜌𝑚𝑎𝑥 = 0.75 0.85𝛽1
𝑓′
𝑐
𝑓𝑦
6000
6000 + 𝑓𝑦
𝐴𝑠𝑡𝑒𝑚𝑝 = 0.0018𝑏h
+
CONCRETO ARMADO Bach. TEJADA VILLANUEVA, Richard Eduard
10. UNIVERSIDAD PERUANA LOS ANDES
FACULTAD DE INGENIERIA
ESCUELA PROFESIONAL DE INGENIERIA CIVIL
4.1.2.- Sección 2 - 2
σ =
σ2 = 2 2
E1 =
1 1
E2 =
4.1.2.1.- Verificación al corte (Sección 2 - 2)
; →
d =
#
#
Vc = #
#
Qu =
Vn =
Como Vn = Vc = Ok!
36.71 cm
b = 1.00 m
1.99 t/m2
0.60 m
2.01 t/m
→
φ = 0.75
r = 7.50 cm φ = ( 1.59 cm )
( 1.98 cm2 )
2.01 t/m
0.46 t/m2
5.25
m
1.21 t/m
5/8 ''
2.625
m
0.45
m
1.53 t/m2
1.99 t/m2
1.21 t/m
28.19 t
5.48 t
7.30 t
7.30 t 28.19 t
<
𝜎2=
𝜎1=
𝐸1=
𝐸2=
𝜎 = 𝑘𝑎𝛾𝑆ℎ′
𝜎2 = 𝜎 + 𝜎1
𝐸1 = 𝜎1ℎ′
𝐸2 =
1
2
𝜎ℎ′
𝑉𝐶 = 𝑂. 53 𝑓′𝑐𝑏𝑑
𝑄𝑈 = 1.7(𝐸1 + 𝐸2)
𝑑 = 𝑡 − 𝑟 −
𝜑
2
𝑉
𝑛 =
𝑄𝑢
𝜑
CONCRETO ARMADO Bach. TEJADA VILLANUEVA, Richard Eduard
11. UNIVERSIDAD PERUANA LOS ANDES
FACULTAD DE INGENIERIA
ESCUELA PROFESIONAL DE INGENIERIA CIVIL
4.1.2.2.- Diseño por flexión (Sección 2 - 2)
M =
Mu =
M2
Asmin =
As = → a = →
As = → a = →
As = → a = →
As = → a = →
As = Asmin = → Usar Asmin
4.1.2.2.1.- Verificación por cuantias
β1 = →
Cuantia Minima Cuantia de diseño Cuantia maxima
ρmin = ρ = ρmax = → Falla dúctil!
4.1.2.2.2.- Armadura longitudinal
Astemp =
As =
Usar 5 φ 1/2 @ 0.20 m (As=6.35 cm2)
En dos
capas 12.70 cm2
Iterar
4.16 cm2 0.978 cm Converge
5.69 t-m
12.24 cm2
4.56 cm2 1.072 cm Iterar
4.16 cm2 0.979 cm Iterar
0.85 Coeficiente de
reducción
0.0033 < 0.0035 < 0.0161
4.16 cm2 12.24 cm2
Usar 10 φ 1/2 @ 0.10 m (As=12.70 cm2)
<
Usar 5 φ 1/2 @ 0.20 m
4.16 cm2 0.978 cm
3.35 t-m
(As=6.35 cm2)
10.80 cm2
𝐴𝑠 =
𝑀𝑢
𝜑𝑓𝑦𝑑
𝐴𝑠 =
𝑀𝑢
𝜑𝑓𝑦 𝑑 −
𝑎
2
𝑎 =
𝐴𝑠𝑓𝑦
0.85𝑓´𝑐𝑏
𝑀 = 𝐸1
𝐻
2
+ 𝐸2
𝐻
3
𝑀𝑈 = 1.7𝑀
𝐴𝑠𝑚𝑖𝑛 =
14
𝑓
𝑦
𝑏𝑑
𝜌𝑚𝑖𝑛 =
14
𝑓
𝑦
𝜌 =
𝐴𝑠
𝑏𝑑
𝜌𝑚𝑎𝑥 = 0.75 0.85𝛽1
𝑓′
𝑐
𝑓𝑦
6000
6000 + 𝑓𝑦
𝐴𝑠𝑡𝑒𝑚𝑝 = 0.0018𝑏h
+
CONCRETO ARMADO Bach. TEJADA VILLANUEVA, Richard Eduard
12. UNIVERSIDAD PERUANA LOS ANDES
FACULTAD DE INGENIERIA
ESCUELA PROFESIONAL DE INGENIERIA CIVIL
4.2.- Dimensionamiento de la zapata (Punta)
4.2.1.- Verificación al corte (Sección 3 - 3)
q3 =
3
W2 =
PPZ =
Vc =
3
Qu =
; →
d =
;
Vn =
Como Vn = Vc = Ok!
4.2.2.- Diseño por flexión (Sección 3 - 3)
Mq3 =
MW2 =
MPPZ =
M3
Mu =
19.01 t
19.01 t 50.87 t
1.00 m
0.75
m
0.75
m 0.60 m 0.60 m 2.50 m
10.30 t/m
-0.83 t/m
-1.08 t/m
18.34
t/m2
50.87 t
b =
1 '' ( 2.54 cm )
b = 1.00 m
( 5.07 cm2 )
66.23 cm
φ = 0.75
8.39 t/m
14.26 t
< →
3.83
t/m2
15.99 t/m2
4.40 t-m
3.16 t-m
-0.25 t-m
-0.32 t-m
2.59 t-m
r = 7.50 cm φ =
𝑃𝑃𝑍
𝑤2
𝑞3
𝑄𝑆 =
𝑉𝐶 = 𝑂. 53 𝑓′𝑐𝑏𝑑
𝑄𝑈 = 1.7(𝑄𝑠)
𝑑 = 𝑡 − 𝑟 −
𝜑
2
𝑉
𝑛 =
𝑄𝑢
𝜑𝑏𝑑
𝑀𝑈 = 1.7𝑀
𝑀 =
+
CONCRETO ARMADO Bach. TEJADA VILLANUEVA, Richard Eduard
13. UNIVERSIDAD PERUANA LOS ANDES
FACULTAD DE INGENIERIA
ESCUELA PROFESIONAL DE INGENIERIA CIVIL
Asmin =
As = → a = →
As = → a = →
As = → a = →
As = Asmin = → Usar Asmin
4.2.2.1.- Verificación por cuantias
β1 = →
Cuantia Minima Cuantia de diseño Cuantia maxima
ρmin = ρ = ρmax = → Falla dúctil!
4.2.2.2.- Acero transversal
Astemp =
0.85
22.08 cm2
1.76 cm2 0.415 cm Iterar
1.95 cm2 0.459 cm Iterar
Usar @ 0.14 m (As=13.86 cm2)/m
0.415 cm Converge
Coeficiente de
reducción
1.76 cm2 22.08 cm2
1.76 cm2
<
3/4 @ 0.12 m (As=22.80 cm2)
0.0033 < 0.0034 < 0.0161
13.50 cm2
7 φ 5/8
Usar 8 φ
𝐴𝑠 =
𝑀𝑢
𝜑𝑓𝑦𝑑
𝐴𝑠 =
𝑀𝑢
𝜑𝑓𝑦 𝑑 −
𝑎
2
𝑎 =
𝐴𝑠𝑓𝑦
0.85𝑓´𝑐𝑏
𝐴𝑠𝑚𝑖𝑛 =
14
𝑓
𝑦
𝑏𝑑
𝜌𝑚𝑖𝑛 =
14
𝑓
𝑦
𝜌 =
𝐴𝑠
𝑏𝑑
𝜌𝑚𝑎𝑥 = 0.75 0.85𝛽1
𝑓′
𝑐
𝑓𝑦
6000
6000 + 𝑓𝑦
𝐴𝑠𝑡𝑒𝑚𝑝 = 0.0018𝑏h
CONCRETO ARMADO Bach. TEJADA VILLANUEVA, Richard Eduard
14. UNIVERSIDAD PERUANA LOS ANDES
FACULTAD DE INGENIERIA
ESCUELA PROFESIONAL DE INGENIERIA CIVIL
4.3.- Dimensionamiento de la zapata (Talon)
4.3.1.- Verificación al corte (Sección 4 - 4)
q4 =
4
Wsw =
PTZ =
4
Qu =
; →
d =
Vn =
Como Vn = Vc = Ok!
4.3.2.- Diseño por flexión (Sección 4 - 4)
Mq4 =
MWsw =
MPTZ =
Mu = M4
-4.50 t
50.87 t
8.73 t
1.00 m
8.73 t 50.87 t
21.84 t
-21.19 t
b = 1.00 m
18.34
t/m2
3.83
t/m2
0.75
m
-3.85 t/m
0.60 m 0.60 m 2.50 m
0.75
m
r = 7.50 cm φ = 1 '' ( 2.54 cm )
< →
22.19 t-m
( 5.07 cm2 )
66.23 cm
b = φ = 0.75
13.63 t/m2
-26.48 t-m
-5.63 t-m
-9.92 t-m
-16.86 t-m
-6.55 t
𝑃𝑇𝑍
𝑊
𝑠𝑤
𝑞4
𝑄𝑆 =
𝑉𝐶 = 𝑂. 53 𝑓′𝑐𝑏𝑑
𝑉𝐶 =
𝑄𝑈 = 1.7(𝑄𝑠)
𝑑 = 𝑡 − 𝑟 −
𝜑
2
𝑉
𝑛 =
𝑄𝑢
𝜑
𝑀𝑈 = 1.7𝑀
𝑀 =
-
CONCRETO ARMADO Bach. TEJADA VILLANUEVA, Richard Eduard
15. UNIVERSIDAD PERUANA LOS ANDES
FACULTAD DE INGENIERIA
ESCUELA PROFESIONAL DE INGENIERIA CIVIL
Asmin =
As = → a = →
As = → a = →
As = → a = →
As = → a = →
As = < Asmin = → Usar Asmin
4.3.2.1.- Verificación por cuantias
β1 = →
Cuantia Minima Cuantia de diseño Cuantia maxima
ρmin = ρ = ρmax = → Falla dúctil!
4.3.2.2.- Acero transversal
Astemp =
22.08 cm2
7.48 cm2
Coeficiente de
reducción
0.0033 < 0.0034 < 0.0161
6.82 cm2 22.08 cm2
Usar 8 φ 3/4 @ 0.12 m (As=22.80 cm2)
7 φ 5/8 (As=13.86 cm2)/m
6.82 cm2 1.604 cm Iterar
13.50 cm2
Usar @ 0.14 m
0.85
1.761 cm Iterar
6.83 cm2 1.606 cm Iterar
6.82 cm2 1.605 cm Iterar
𝐴𝑠 =
𝑀𝑢
𝜑𝑓𝑦𝑑
𝐴𝑠 =
𝑀𝑢
𝜑𝑓𝑦 𝑑 −
𝑎
2
𝑎 =
𝐴𝑠𝑓𝑦
0.85𝑓´𝑐𝑏
𝐴𝑠𝑚𝑖𝑛 =
14
𝑓
𝑦
𝑏𝑑
𝜌𝑚𝑖𝑛 =
14
𝑓
𝑦
𝜌 =
𝐴𝑠
𝑏𝑑
𝜌𝑚𝑎𝑥 = 0.75 0.85𝛽1
𝑓′
𝑐
𝑓𝑦
6000
6000 + 𝑓𝑦
𝐴𝑠𝑡𝑒𝑚𝑝 = 0.0018𝑏h
CONCRETO ARMADO Bach. TEJADA VILLANUEVA, Richard Eduard
16. UNIVERSIDAD PERUANA LOS ANDES
FACULTAD DE INGENIERIA
ESCUELA PROFESIONAL DE INGENIERIA CIVIL
V.- DISTRIBUCIÓN DE LA ARMADURA
φ 1/2 @ 0.2 m φ 1/2 @ 0.2 m
φ 1/2 @ 0.1 m φ 1/2 @ 0.1 m
φ 5/8 @ 0.1 m φ 5/8 @ 0.1 m
φ 1/2 @ 0.2 m
φ 1/2 @ 0.2 m
φ 3/4 @ 0.12 m
φ 5/8 @ 0.14 m
φ 3/4 @ 0.12 m φ 5/8 @ 0.14 m
3.70 m
0.75
m
6.00
m
0.30 m
CONCRETO ARMADO Bach. TEJADA VILLANUEVA, Richard Eduard