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VIGAS, COLUMNAS Y NUDOS
BARRETO FRETEL NILTON GUSTAVO HUARAZ
CONCRETO ARMADO 2 4/20/2021 Juan Alvarado
Seismic Design for Special Moment Resisting Frame Based on ACI 318-
INPUT DATA & DESIGN SUMMARY
CONCRETE STRENGTH 3 ksi, (21 MP DISTRIBUTED UNFACTED LOADS 4.
REBAR YIELD STRESS 60 ksi, (414 MPa) L = 0. BEAM LENGTH BET. COL. CENTERS L = 25 ft, (7.62 m) SECTION MOMENTS & SHEARS AT FACE OF COL. (ft-kips, kips)
BEAM SIZE b = 24 in, (610 mm) h = 36 in, (914 mm) D -130 45 -180 -
COLUMN SIZE 36 in, (914 mm) L -25 7 -25 -
24 in, (610 mm) 665 61 -665 -
SEISMIC PARAMETER 0.44 ( 1 ft = 0.305 m , 1 in = 25.4 mm , 1 kips = 4.448 kN , 1 ft-k = 1.356 kN-m REDUNDANCY FACTOR 1. LONGITUDINAL REINFORCING SECTION A MID SPAN B TOP 9 # 9 3 # 9 9 # 9 ( d = 33.31 in ) ( d = 33.31 in ) ( d = 33.31 in ) ( 1 Layer) ( 1 Layer) ( 1 Layer) BOTTOM 5 # 9 5 # 9 5 # 9 ( d = 33.31 in ) ( d = 33.31 in ) ( d = 33.31 in ) ( 1 Layer) ( 1 Layer) ( 1 Layer)
HOOP & STIRRUP LOCATIONS (ACI 21.3.3)
LOCATION LENGTH 72 in 120 in 48 in ( 2h ) TYPE Hoops Stirrups Hoops BAR 5 Legs # 5 3 Legs # 5 5 Legs # 5 (Legs to alternate long bars supported, ACI 7.10.5.3) SPACING @ 8 in o.c. @ 16 in o.c. @ 4 in o.c. ( d/2 ) MIN(d/4, 4)
THE BEAM DESIGN IS ADEQUATE.
ANALYSIS
DESIGN LOADS
(ACI 9-5)
135.1 kips or -5.2 kips -135.1 kips or 5. 572.3 ft-kips or -957.2 ft-kips -1021.6 ft-kips or 507. AT MIDDLE OF THE SPAN 0.0 kips or 0.0 kips 131.1 ft-kips or 131.1 ft-kips
(ACI 9-7)
106.7 kips or -33.6 kips -106.7 kips or 33. 659.2 ft-kips or -870.3 ft-kips -910.9 ft-kips or 618. AT MIDDLE OF THE SPAN 0.0 kips or 0.0 kips 75.6 ft-kips or 75.6 ft-kips
U = 1.2D + 1.6L (ACI 9-2)
AT MIDDLE OF THE SPAN
PROJECT : CODE:
STUDENT : PLACE :
SUBJECT: DATE : TEACHER :
fc' = (^) D = fy =
MA VA MB VB
c 1 = c 2 = QE SDS = r =
AT END, S 1 AT MID, S 2 AT SPLICE, S 3
(L-4h-c 1 ) 1.3 MAX{0.075fyabgdb/[(fc')0.5(c+Ktr)/db], 12}
MIN(d/4, 8db, 24dt, 12)
U = (1.2+0.2SDS)D + rQE + 1.0L
AT SECTION A , FACE OF COLUMN AT SECTION B , FACE OF COLUMN
Vu = Vu = Mu = Mu =
Vu = Mu =
U = (0.9-0.2SDS)D + rQE
AT SECTION A , FACE OF COLUMN AT SECTION B , FACE OF COLUMN
Vu = Vu = Mu = Mu =
Vu = Mu =
AT SECTION A , FACE OF COLUMN AT SECTION B , FACE OF COLUMN
65.2 kips 0.0 kips -65.2 kips -196.0 ft-kips 129.8 ft-kips -256.0 ft-kips
Vu = Vu = Vu =
Mu = Mu = Mu =
HUARAZ
Juan Alvarado
kips/ft, (59.8 kN/m) kips/ft, (8.8 kN/m)
= 25.4 mm , 1 kips = 4.448 kN , 1 ft-k = 1.356 kN-m)
kips ft-kips
kips ft-kips
TION B , FACE OF COLUMN
VIGAS, COLUMNAS Y NUDOS
BARRETO FRETEL NILTON GUSTAVO HUARAZ
CONCRETO ARMADO 2 4/20/2021 Juan Alvarado
Seismic Design for Special Moment Resisting Frame Based on ACI 318-
INPUT DATA & DESIGN SUMMARY
CONCRETE STRENGTH 3 ksi
REBAR YIELD STRESS 60 ksi
COLUMN CLEAR HEIGHT 10.17 ft
COLUMN SIZE 36 in
36 in
SEISMIC PARAMETER 0. REDUNDANCY FACTOR 1.
SECTION MOMENTS & SHEARS AT END OF COL. (ft-kips, kips)
P V D 692 -4 -20 - L 87 -1 -1 -1 36 2 900 93 500
LONGITUDINAL REINFORCING SECTION TOP BOTTOM LEFT 6 # 8 6 # 8 ( d = 33.38 in ) ( d = 33.38 in ) ( 1 Layer) ( 1 Layer) RIGHT 6 # 8 6 # 8 ( d = 33.38 in ) ( d = 33.38 in ) ( 1 Layer) ( 1 Layer) TOTAL 20 # 8 20 # 8 BARS ( 8 # 8 at sides ) ( 8 # 8 at sides )
TRANSVERSE REINFORCMENT FOR CONFINEMENT (ACI 21.4.4 & 21.4.3) LOCATION AT END, Lo AT MID AT SPLICE, S LENGTH 36 in 4 in + 4 in 43 in
TYPE Hoops Hoops Hoops BAR SIZE 4 Legs # 5 4 Legs # 5 4 Legs # 5 (Legs to alternate long bars supported, ACI 7.10.5.3) SPACING @ 4 in o.c. @ 6 in o.c. @ 4 in o.c. Same as END Lo
THE COLUMN DESIGN IS ADEQUATE.
ANALYSIS
DESIGN LOADS
(ACI 9-5) (ACI 9-7)
980.6 kips 1028.8 ft-kips 564.2 kips 1031.8 ft-kips 80.2 kips 571.4 ft-kips 90.7 kips 573.4 ft-kips U = 1.2D + 1.6L (ACI 9-2) 969.6 kips -6.4 ft-kips -25.6 kips -4.0 ft-kips
CHECK SECTION REQUIREMENTS (ACI 21.4.1)
564.2 kips > 388.8 kips [Satisfactory]
36 in >^ 12 in [Satisfactory]
1.00 > 0.4 [Satisfactory]
CHECK TRANSVERSE REINFORCING AT END OF COLUMN (ACI 21.4.4)
[Satisfactory] where 5 in 32.4 in
CHECK FLEXURAL REINFORCING (ACI 21.4.3.1)
AT TOP SECTION 0.013 > 0.010 [Satisfactory]
PROJECT : CODE:
STUDENT : PLACE :
SUBJECT: DATE : TEACHER :
fc' = fy = Hn = c 1 = c 2 = SDS = r =
Mtop Mbot
QE
MAX( c 1 , Hn/16, 18) 1.3Max{(0.075)fydb/[(fc')0.5(c+Ktr)/db],12}
MIN{c 1 /4, 6db, MAX[MIN(4+(14-hx)/3, 6), 4]} MIN( 6db, 6 )
U = (1.2+0.2SDS)D + rQE + 1.0L U = (0.9-0.2SDS)D + rQE
Pu = Mu,top = Pu = Mu,top = Vu = Mu,bot = Vu = Mu,bot =
Pu = Mu,top = Vu = Mu,bot =
Pu = 0.1Agfc' = cmin =MIN(c 1 , c 2 ) = cmin / cmax =
Ash = (^) in 2 MAX[ 0.09shcfc' / fyh , 0.3shc(Ag/Ach-1)fc' / fyh ] = (^) in 2 s = MAX[MIN(c 1 /4, 6db, 4+(14-hx)/3, 6), 4] = hc = c 1 - 2Cover - dt = Ach = (c 1 -3)(c 2 -3) = (^) in 2
rtotal = rmin =
Daniel PROJECT : PAGE :
Tian Li
CLIENT : DESIGN BY :
JOB NO. : DATE : REVIEW BY :
Concrete Column Design Based on ACI 318-
INPUT DATA & DESIGN SUMMARY
CONCRETE STRENGTH fc' = 3 ksi REBAR YIELD STRESS fy = 60 ksi COLUMN DIMENSUINS cx = 36 in cy = 36 in FACTORED AXIAL LOAD Pu = 980.596 k FACTORED MOMENT LOAD Mu,x = 1047.77 ft-k Mu,y = 0.0001 ft-k
FACTORED SHEAR LOAD = 0 k
= 0 k COLUMN VERT. REINF. 6 # 8 at x dir. (^) (Total 20 # 8) 6 # 8 at y dir.
SHEAR REINF. 4 legs,# 5 @ 4 in o.c., x dir. THE COLUMN DESIGN IS ADEQUATE.
2 legs,# 5 @ 4 in o.c., y dir.
ANALYSIS
AT AXIAL LOAD ONLY 2191 0
AT MAXIMUM LOAD 2191 568
AT 0 % TENSION 1959 805
AT 25 % TENSION 1647 1028
AT 50 % TENSION 1392 1162
AT BALANCED CONDITION 987 1318
AT FLEXURE ONLY 0 1100
CHECK FLEXURAL & AXIAL CAPACITY
1047.771 ft-k, (combined bending load.) 0.
2190.51 kips., (at max axial load, ACI 318-02, Sec. 10.3.6.2)
where 0.65 (ACI 318-02, Sec.9.3.2.2) >^ [Satisfactory]
17 in (at balanced strain condition, ACI 10.3.2) 0.652 (ACI 318-02, Fig. R9.3.2)
where 20 in 0.002069 0. d = 33.375 in, (ACI 7.7.1) 0.85 ( ACI 318-02, Sec. 10.2.7.3 )
1100
1325 981 kips > [Satisfactory]
= 0.08 (ACI 318-02, Section 10.9) = 0. = 0.01 (ACI 318-02, Section 10.9) [Satisfactory]
(ACI 318-02 Sec. 11.1.1)
> [Satisfactory]
where 0.75 (ACI 318-02 Sec. 9.3.2.3) 60 ksi
d x 33.38 1202 1.24 131.6 526.5 494 y 33.38 1202 0.62 131.6 310.4 332
= 16 (ACI 318-02, Section 10.16.8.5) = 4 in
= 1 (ACI 318-02, Section 7.10.4.3) [Satisfactory]
Vu,x Vu,y
f Pn (k)
f Pn (kips) f Mn (ft-kips)
AT e t = 0.
f Mn (ft-k) AT e t = 0.
Mu = ( Mu,x^2 + Mu,y^2 )0.5^ = q = o^ , (the direction of combined load.)
f Pmax =0.80 f [ 0.85 fc' (Ag - Ast) + fy Ast] =
f = Pu Ag = (^) in (^2). Ast = (^) in (^2).
a = Cbb 1 =
f = 0.48 + 83 et =
Cb = d ec / (ec + es) = et = ec =
b 1 =
f Mn = 0.9 Mn = ft-kips @ Pn = 0, (ACI 318-02, Sec. 9.3.2)
f Mn = ft-kips @ Pu = Mu
rmax rprovd rmin
CHECK SHEAR CAPACITY (ACI 318-02 Sec. 11.1.1, 11.3.1, & 11.5.6.2)
f Vn = f (Vs + Vc)
Vu f = fy = A 0 Av Vc = 2 (fc')0.5A 0 Vs = MIN (d fy Av / s , 4Vc) f Vn
smax sprovd
smin
0 200 400 600 800 1000 1200 1400 1600 1800
0
500
1000
1500
2000
2500
e
e
q
' '
2 '
'
C C C C C S f o E^ c f Es ksi Ec
f c^ c^ for c o f (^) o o
f for c o
s E^ s^ for s y f f (^) y for s y
e
e e
e e
e e
e e
e e e
e e
^
VIGAS, COLUMNAS Y NUDOS
BARRETO FRETEL NILTON GUSTAVO HUARAZ
CONCRETO ARMADO 2 4/20/2021 Juan Alvarado
Seismic Design for Special Moment Resisting Frame Based on ACI 318-
CHECK STRONG COLUMN - WEAK BEAM (ACI 21.4.2.2)
4077.7 ft-kips
> 2486.5 ft-kips [Satisfactory]
where 2038.9 ft-kips 2038.9 ft-kips 1300.5 ft-kips, (slab bars included, ACI 318-02) 771.5 ft-kips
CHECK JOINT CAPACITY (ACI 21.5)
803.3 kips where 9.
1563.6 ft-kips 945.2 ft-kips 10.17 ft
804.5 kips > [Satisfactory]
where 864 20 (20 for four faces, 15 for three faces, & 12 for others) 0.85 (ACI 9.3.4 c)
THEJOINT DESIGN IS ADEQUATE.
Techincal References:
- Alan Williams: "Seismic and Wind Forces, Structural Design Examples", International Code Council, 2003.
- SEAOC: "2000 IBC Structural/Seismic Design Manual - Volume 3", International Code Council, 2003.
- David A. Fanella: "Design of Concrete Buildings for Earthquake and Wind Forces", Portland Cement Association, 1998.
PROJECT : CODE:
STUDENT : PLACE :
SUBJECT: DATE : TEACHER :
SMc = Mn,top @ Pu, top + Mn,bot @ Pu, bot = Mn,top @ Pu, top 1.2SMg = 1.2(Mn,top + Mn,bot) = Mn,top @ Pu, top = Mn,bot @ Pu, bot = Mn,top Mn,bot Mn,top = Mn,bot = Note: For UBC 97, Mc & Mg shall be at the center of the joint with f factors, which means SMc > (0.9/0.7)1.2SMg. Mn,bot @ Pu, bot
Ve = 1.25fy(As,top + As,bot) - (Mpr,top + Mpr,bot)/Hn = As,top = (^) in 2 As,bot = (^) in 2 As,top Mpr,top = Mpr,bot = Hn = Mpr,top Mpr,bot fVn = k Aj (fc')0.5^ = Ve Aj = c 1 MIN(b+c 1 , c 2 ) = (^) in 2
k = As,bot f =
