Concrete Special Structural Wall ACI 318-08 (www.theengineeringcommunity.org).xls

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15								Project
16								Client
17								Job #						Calc #
18	Telephone:			Fax:				Calculated by	Your Name					Date		12/2/2026
19	E-mail:							Checked by						Date
20	CONCRETE SPECIAL STRUCTURAL WALL DESIGN PER ACI 318-08
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52										INPUT PARAMETERS
53									Wall Length	l =		26		ft.
54									Wall thickness	t =		16		in.
55									Wall clear height		h =	15		ft.
56									Boundary element depth		H =	24		in.
57									Boundary element width		B =	30		in.
58									Concrete Strength	fc' =		4		ksi
59									Reinforcement Strength	fy =		60		ksi
60									Short period spectral response acceleration		SDS =	1,31		(ASCE 7-05 11.4.4)
61									Importance Factor of Structure		I =	1,00		(ASCE 7-05 Table12.2-1)
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63							Vertical Rebar Configuration (Typical)	2			layers of no.	5	@	12		in. o.c.
64									Vertical Reinforcement Area per pair of typical vertical rebars		As,y =	0,62		in.2
65									Clear Cover of vertical reinforcement to wall face		cc =	2		in.	(ACI 7.7.1)
66									Distance from compression face to centroid of tension steel		dy =	13,69		in.
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68							Vertical Dowel Configuration (Typical)	2			layers of no.	5	@	12		in. o.c.
69									Dowel Area per pair of typical vertical dowel bars		As,d =	0,62
70									Clear Cover of dowels to wall face		cc =	2		in.	(ACI 7.7.1)
71									Splice Length of dowel bars in wall		l s =	40		in.
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73							Vertical Rebar Within Boundary Elements	6	no.	9	face bars,			4	rows
74									Area of vertical steel in boundary element = 16 no. 9 bars = 16 * 1 =		As,BE =	16		in.2
75									Splice Length of dowel bars in boundary elements		l s =	80		in.
76								Transverse reinforcement (spaced along B direction)	4	legs	no.	4	@	6	in.
77								Transverse reinforcement (spaced along H direction)	3	legs	no.	4	@	6	in.
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79							Horizontal Rebar Configuration	2			layers of no.	5	@	12		in. o.c.
80									Horizontal Reinforcement Area per pair of typical horizontal rebars		As,x =	0,62		in.2
81									Clear Cover of horizontal reinforcement to wall face		cc =	2		in.	(ACI 7.7.1)
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83		Axial Load Type:	Uniformly Distribuited		288	Factored Vertical Load					Pu =	70		kip/ft		15
84			24									70,00
85									Factored In-plane Shear Force		Vu =	1500		kip
86									Factored In-plane Overturning Moment (resisting moment accounted for)		Mu,in =	35 000		ft-kip
87									Factored out-of-plane overturning moment		Mu,out =	5,00		ft-kip/ft
88									Reduction Factor for shear		Ф =	0,60			(ACI 9.3.4)
89									Reduction Factor for compression controlled section		Ф =	0,65			(ACI 9.3.2.2)
90									Reduction Factor for tension controlled section		Ф =	0,90			(ACI 9.3.2.1)
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