Name
IROY, Ian Christopher V.
Subject
RC DESI DESIGN GN
Plate / Exp. No.
10
Section
CE 5-2
Group _
Date. Date.
_
_
Octoer 21, 2015 _ Title _
!na"#sis an$ Desi%n o& S"as
. A footbridge is to be built, consisting of a one-way solid slab spanning 16ft between masonry abutments, as shown in Fig. P13.1. A service live load of 1 psf must be carried. !n addition, a " lb concentrated load, assumed to be uniformly distributed across the bridge width, may act at any location on the span. A " in. asphalt wearing surface will be used, weighing " psf. Precast concrete curbs are attached so as to be nonstructural. Prepare a design for the slab, using material strengths f y # 6, psi and f and f c’ # # $ psi, and summari%e your results in the form of a s&etch showing all concrete dimensions and reinforcement. 13.1 13.1
Name
IROY, Ian Christopher V.
Subject
RC DESIGN
Plate / Exp. No.
10
Section
CE 5-2
Group _
Date.
_
_
Octoer 21, 2015 _ Title _
!na"#sis an$ Desi%n o& S"as
. A reinforced concrete building floor system consists of a continuous one-way slab built monolithically with its supporting beams, as shown in cross section in Fig. P13.". 'ervice live load will be 1"( psf. )ead loads include a 1 psf allowance for nonstructural lightweight concrete floor fill and surface, and a 1 psf allowance for suspended loads, plus the self-weight of the floor. *sing A+! coefficients from +hapter 1", calculate the design moments and shears and design the slab, using a maimum tensile reinforcement ratio of .6. *se all straight bar reinforcement. ne-half of the positive-moment bars will be discontinued where no longer reuired/ the other half will be continued into the supporting beams as specified by the A+! +ode. All negative steel will be discontinued at the same distance from the support face in each case. 'ummari%e your design with a s&etch showing concrete dimensions, and si%e, spacing, and cutoff points for all reinforcement. 0aterial strengths are f y # 6, psi and f c’ # 3 psi. 13.2
Name
IROY, Ian Christopher V.
Subject
RC DESIGN
Plate / Exp. No.
10
Section
CE 5-2
Group _
Date.
_
_
Octoer 21, 2015 _ Title _
!na"#sis an$ Desi%n o& S"as
. 13.3 For
the one-way slab floor in Problem 13.", calculate the immediate and longterm deflection due to dead loads. Assume that all dead loads are applied when the construction shoring is removed. Also determine the deflection due to application of the full-service live load. Assuming that sensitive euipment will be installed 6 months after the shoring is removed, calculate the relevant deflection components and compare the total with maimum values recommended in the A+! +ode.
Name
IROY, Ian Christopher V.
Subject
RC DESIGN
Plate / Exp. No.
10
Section
CE 5-2
Group _
Date.
_
_
Octoer 21, 2015 _ Title _
!na"#sis an$ Desi%n o& S"as
. 13.4 A
monolithic reinforced concrete floor consists of rectangular bays measuring "1 "6 ft, as shown in Fig. Pl3.$. 2he floor is designed to carry a service live load of 1"( psf uniformly distributed over its surface in addition to its own weight, using a concrete strength of ( psi and reinforcement having f y # 6, psi. )esign a typical interior panel using the A+! direct design method of 'ections 13.6 through 13..
Name
IROY, Ian Christopher V.
Subject
RC DESIGN
Plate / Exp. No.
10
Section
CE 5-2
Group _
Date.
_
_
Octoer 21, 2015 _ Title _
!na"#sis an$ Desi%n o& S"as
. 13.5 4edesign
the typical eterior panel of the floor of 5ample 13." as a part of a flat plate structure, with no beams between interior columns but with beams provided along the outside edge to stiffen the slab. o drop panels or column capitals are permitted, but shear reinforcement similar to Fig. 13."$b may be incorporated if necessary. +olumn si%e is " " in., and the floor-to-floor height is 1" ft. *se either the direct design method or the euivalent frame method. 'ummari%e your design by means of a s&etch showing plan and typical cross sections.
Name
IROY, Ian Christopher V.
Subject
RC DESIGN
Plate / Exp. No.
10
Section
CE 5-2
Group _
Date.
_
_
Octoer 21, 2015 _ Title _
!na"#sis an$ Desi%n o& S"as
. 13.6 For
the four-story structure shown in Figure P13.6, 7a8 select the slab thic&ness, 7b8 design the highlighted floor slab panel using the euivalent frame method, 7c8 prepare s&etches of the steel layout, and 7d8 comment on your selection of the original thic&ness and what effect using shear studs might have on the design. 0aterial strengths are f y # 6, psi and f c’ # $ psi. 9uilding loads are the superimposed dead load of 3 psf and live load of ( psf.
Name
IROY, Ian Christopher V.
Subject
RC DESIGN
Plate / Exp. No.
10
Section
CE 5-2
Group _
Date.
_
_
Octoer 21, 2015 _ Title _
!na"#sis an$ Desi%n o& S"as
. 13.7 A
multistory commercial building is to be designed as a flat plate system with floors of uniform thic&ness having no beams or drop panels. +olumns are laid out on a uniform " ft spacing in each direction and have a 16 in. suare section and a vertical dimension 1 ft from floor to floor. 'pecified service live load is 1 psf including partition allowance. *sing the direct design method, design a typical interior panel, determining the reuired floor thic&ness, si%e and spacing of reinforcing bars, and bar details including cutoff points. 2o simplify construction, the reinforcement in each direction will be the same/ use an average effective depth in the calculations. *se all straight bars. For moderate spans such as this, it has been determined that supplementary shear reinforcement would not be economical, although column capitals may be used if needed. 2hus, slab thic&ness may be based on 5s. 713.11a8, 713.11b8, and 713.11c8/ or column capital dimensions can be selected using those euations if slab thic&ness is based on the euations in 'ection 13.. 0aterial strengths are f y # 6, psi and f c’ # $ psi.
Name
IROY, Ian Christopher V.
Subject
RC DESIGN
Plate / Exp. No.
10
Section
CE 5-2
Group _
Date.
_
_
Octoer 21, 2015 _ Title _
!na"#sis an$ Desi%n o& S"as
. 13.8 Prepare
alternative designs for shear reinforcement at the supports of the slab described in 5ample 13.:, 7a8 using bent-bar reinforcement similar to Fig. 13."$b, 7b8 using integral beams with vertical stirrups similar to Fig. 13."$e, and 7c8 using headed shear stud reinforcement similar to Fig. 13."$f.
Name
IROY, Ian Christopher V.
Subject
RC DESIGN
Plate / Exp. No.
10
Section
CE 5-2
Group _
Date.
_
_
Octoer 21, 2015 _ Title _
!na"#sis an$ Desi%n o& S"as
. 13.9 Prepare
an alternative design for shear reinforcement at the supports of the slab described in 5ample 13.$, using a shearhead similar to Fig. 13."$a. As an alternative to shear reinforcement of any &ind, calculate the smallest acceptable dimensions for a $(; column capital 7see Fig. 13.1e8 that would permit the concrete slab to resist the entire shear force. )rop panels are not permitted.
Name
IROY, Ian Christopher V.
Subject
RC DESIGN
Plate / Exp. No.
10
Section
CE 5-2
Group _
Date.
_
_
Octoer 21, 2015 _ Title _
!na"#sis an$ Desi%n o& S"as
. 13.10 Figure
Pl3.1 shows a flat plate floor designed to carry a factored load of 3"( psf. 2he total slab thic&ness h # :< in. and the average effective depth d # 6 in. 0aterial strengths are f y # 6, psi and f c’ # $ psi. 2he design for punching shear at a typical interior column 9" provided the basis for 5ample 13.$. 2o provide a full perimeter b o at the eterior column 9l, the slab is cantilevered past the columns as shown. A total shear force = u # 1( &ips must be transmitted to the column, along with a bending moment 0u # 1"ft-&ips about an ais parallel to the edge of the slab. +hec& for punching shear at column 9 1 and, if A+! +ode restrictions are not met, suggest appropriate modifications in the proposed design. 5dge beams are not permitted.
Name
IROY, Ian Christopher V.
Subject
RC DESIGN
Plate / Exp. No.
10
Section
CE 5-2
Group _
Date.
_
_
Octoer 21, 2015 _ Title _
!na"#sis an$ Desi%n o& S"as
. 13.11 For
the flat plate floor in 5ample 13.3, find the following deflection components at the center of panel +> 7a8 immediate deflection due to total dead load/ 7b8 additional dead load deflection after a long period of time, due to total dead load/ 7c8 immediate deflection due to three-uarters full live load. 2he moment of inertia of the cross concrete sections !g may be used for all calculations. !t may be assumed that maimum deflection will be obtained for the same loading pattern that would produce maimum positive moment in the panel. +hec& predicted deflection against A+! limitations, assuming that nonstructural attached elements would be damaged by ecessive deflections.
Name
IROY, Ian Christopher V.
Subject
RC DESIGN
Plate / Exp. No.
10
Section
CE 5-2
Group _
Date.
_
_
Octoer 21, 2015 _ Title _
!na"#sis an$ Desi%n o& S"as
. 13.12 A
par&ing garage is to be designed using a two-way flat slab on the column lines, as shown in Fig. P13.1". A live load of 1 psf is specified. Find the reuired slab thic&ness, using a reinforcement ratio of approimately .(, and design the reinforcement for a typical corner panel A, edge panel 9, and interior panel +. +hec& shear capacity. )etail the reinforcement, showing si%e, spacing, and length. All straight bars will be used. 0aterial strengths will be f y # 6, psi and f c’ # ( psi. 'pecify the design method selected and comment on your results.
Name
IROY, Ian Christopher V.
Subject
RC DESIGN
Plate / Exp. No.
10
Section
CE 5-2
Group _
Date.
_
_
Octoer 21, 2015 _ Title _
!na"#sis an$ Desi%n o& S"as
. 13.13 For
the typical interior panel + of the par&ing garage in Problem 13.1", 7a8 compute the immediate and long-term deflections due to dead load and 7b8 compute the deflection due to the full-service live load. +ompare with A+! +ode maimum permissible values, given that there are no elements attached that would be damaged by large deflections.
