RC-13-2323Date: 02/12/2014
PROJECT: ADDITION
51 NE 99 ST MIAMI SHORES, FL
OWNER: KEVIN PIREIRO
OWNER REVISION
STRUCTURAL CALCULATIONS FOR EXISTING 8" CBS WALL TO BE USED
IN THIS WORK
Rafael Droz-Sella. P.E.
Civil Engineer
License # 39228
9130 Crescent Drive
Miramar, F133025
Ph: 305- 962 7452
Fax: 954- 430 7385
i DESIGN SYSTEMA FOR CONCRETE AND CLAY MASONRY
The Natoml Concrete MssonryAssoclation Brick Industry Association Version 4.1 (Release 4.1
Western States Clay Product Association International Code Council
Prjct: 51 NE 99 ST. MIAMI SHORES, FL Name: KEVIN PINEIRO
i Topic: ADDITION Date: 02/12/2014
Page: 1 Chkd:
Design of an Unreinforced Concrete Masonry Wall with Out -of -Plane Loads
Using the 2005 MSJC Strength Design Code
Material and Construction Data
8 in. CMU, Ungrouted, running bond
Wall Weight = 33.17 psf
Type M Portland cement time / Mortar cement Mortar, Coarse Grout
CMU Density =115 pcf
fm =1500 psi (Specked)
Em = 900f m =1350000 psi
Wall Design Details
Thickness = 7.625 in.
Height =130 in. (Simply Supported Wall, Effective height = H)
Wali Design Section Properties
Ao = 30 in2
to = 308.7 in4
So = 80.97 in3
Ro = 3.208 in
Wall Support: Simply Supported Wali
Specified Load Components
Load
P (lb)
a (in)
Dead
430
0
Live
516
0
Soil
0
0
Fluid
0
0
Wind
0
0
Seismic
0
0
Roof
0
0
Rain
0
0
Snow
0
0
f1 =1
f2 = 0.7
W1(psf)
W2 (psf)
L (lb/ft)
h1 (in)
h2 (in)
0
0
0
0
130
0
0
0
0
130
0
0
0
0
130
0
0
0
0
130
15
15
0
0
130
0
0
0
0
130
0
0
0
0
130
0
0
0
0
130
0
0
0
0
130
Controlling Load Cases
Section Forces with Controlling Flexure and Axial Load --0.9D + 1.217 + 1.61-1 + 1.6W
x1H = 0.520 from bottom of wall
Vu = -5.2 Ib/ft
MLu = 4218.24 Ib-in.fft
Pdct:
Topic:
Page:
I► ® DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY
The National Concrete WsoM Association Brick Ind anon ----- —
Western States Clay Product Association lnternatwnal Cam Council
Version 41 (Release 4.1.2)
--------
...
51 NE 99 ST. MIAMI SHORES, FL Name: KEVIN PIREIRO
ADDITION Date: 02/12/2014
2 Chkd:
Pu = 542.2 Ib/ft at en = 0 in
MTu = MLu + Puen = 4218.24 Ib-inKI
P=361.5 lb/ft at en =0 in
V = -3.25 Ib/ft
ML= 2636 lb-in/ft
Ultimate Moment Capacity = 4524.35 Ib-in/ft. (377.029 Ib-fttft) at this axial load
Ultimate Shear Capacity =1539.2 Ib/ft
The wall is adequate for these critical section forces.
Section Forces with Controlling Shearing Force -0.9D + 1.2F + 1.61-1 + 1.6W
x/H =1.000 from bottom of wall
Vu = -130 Ibfft
Pu = 387 lb/ft at en = 0. In
Deltau = 0 in
MTu = MLu + Puen + Pu(Deltau) = 0.000377744 Ib-in/ft
P=258lb/ftatOn=0 in
V = -81.25 Ib/ft
ML = 0.0002361 lb-in/ft
Ultimate Moment Capacity = 4105.35 Ib-in/ft at this axial load
Ultimate Shear Capacity =1483.32 Ib/ft
The wall is adequate for these critical section forces.
These were found to be load cases that controlled the design.
The flexural, shear and axial forces shown are those occurring
i at the critical section for the case controlled by flexure and
at the critical section for the case controlled by shear.
1 The following design calculations are for the section with controlling bending moment
Section Design Forces Used
V = -5.2 Ib/ft (Computed from Loads)
ML = 4218.24 Ib-in./ft (Computed from Loads)
P = 542.2 Ib/ft at e = 0 in (Computed from Loads)
Computed Design Values
Effective Width =12 in.
Web Width = 2.25 in. on effective width
Allowable Shearing Force =1539 lb/ft
The wall is adequate in shear
Fb =-1200 psi
DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY
The Plaltonal Concrete iVlasonry Association Brick Industry Association Version 4.1 (Release 4.
Western States Clay Product Association Intemadonal Code Council
": Prjct: 51 NE 99 ST. MIAMI SHORES, FL Name: KEVIN PINEIRO
! Topic: ADDITION Date: 02/12/2014
Page: 3 � Chkd:
i
Design of a Reinforced Masonry Wall with Out -of -Plane Loads
Using the 2005 MSJC Strength Design Code
Material and Construction Data
8 in. CMU, Full grout, running mond
Wall Weight = 80.35 psf
Type M Portland cement lime / Mortar cement Mortar, Coarse Grout
CMU Density =115 pd
fm =1500 psi (Specified)
Em = 900f =1350000 psi
Wall Design Details
Thickness = 7.625 In.
Height =130 in. (Simply Supported Wall, Effective height = H)
x = 3.813 in.
#5 Bars, Fy = 60000.0
Reinforcement Spacing = 48 in. On -Center
Effective Width = 48 in.
Wall Design Section Properties
Ao = 366 M2 on design width
So = 465.1 in3 on design vAdth
to =1773 in4 on design width
Ro = 2.201 in on design width
Wall Support: Simply Supported Wall
Specified Load Components
Load
P (lb)
a (in)
Dead
430
0
Live
516
0
Soil
0
0
Fluid
0
0
Wind
0
0
Seismic
0
0
Roof
0
0
Rain
0
0
Snow
0
0
f1 = 1
f2 = 0.7
Controlling Load Cases
W 1(psf)
W2 (psf)
L (Ib/ft)
h1 (in)
h2 (in)
0
0
0
0
130
0
0
0
0
130
0
0
0
0
130
0
0
0
0
130
15
15
0
0
130
0
0
0
0
130
0
0
0
0
130
0
0
0
0
130
0
0
0
0
130
DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY
MAS
ON The National Concrete Masonry Association Brick Industry Association Version 4.1 (Release 4.1.2) I
Western States Clay Product Association International Code Council l
Prjct: 51 NE 99 ST. MIAMI SHORES, FL Name: KEVIN PINEIRO i
Topic: ADDITION Date: 02/12/2014
Page 4 Chkd:
Section Forces with Controlling Flexure and Axial Load -0.9D + 1.217 + 1.61-1 + 1.6W
x/H = 0.580 from bottom of wail
Vu = -20.8 Ib/ft
MLu = 4116.84 Ib-in./ft
Pu=716lb/ftat en=0 in
Deltau = 0.01207 in
MTu = MLu + Puen + Pu(Deltau) = 4125.48 Ib-in/ft
P=477.4 ib/ft at en=0 in
V = -13 Ib/ft
ML = 2573 lb-in/ft
Ultimate Moment Capacity =17758.5 Ib-in/ft (1479.87 Ib-ft/ft) at this axial load
Ultimate Shear Capacity = 6522.01 Iblft
The wall is adequate for these critical section forces.
Section Forces with Controlling Shearing Force --0.9D + 1.2F + 1.61-1 + 1.6W
x1H = 0.940 from bottom of wall
Vu = -114.4 Wit
Pu = 434 Ib/ft at en = 0 in
Deltau = 0.002374 in
MTu = MLu + Puen + Pu(Deltau) = 954.191 Ib-in/ft
P=289.3lb/ftaten=0 in
V = -71.5 lb/ft
ML = 595.7 ib-in/ft
Ultimate Moment Capacity =16786.8 Ib4n/ft at this axial load
Ultimate Shear Capacity = 6465.6 ib/ft
The wall is adequate for these critical section forces.
These were found to be load cases that controlled the design.
The flexural, shear and axial forces shown are those occurring
at the critical section for the case controlled by flexure and
at the critical section for the case controlled by shear.
The following design calculations are for the section with controlling bending moment
j
Section Design Forces Used
jj Vu = -20.8 Ib/ft (Computed from Loads)
ML = 4116.84 Ib-inJft (Computed from Loads)
Pu = 716 Ibht at e = 0 in (Computed from Loads)
Wall Axial Design Data
Pu max = 6.499e+004 lbs/ft (Code Equation 3-16 or 3-17)
• Ir DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY
The National Concrete Masonry Association Brick Industry Association Version 4.1(Release 4.1.2)
Western States Clay Product Association International Code Councill
Prjct: 51 NE 99 ST. MIAMI SHORES, FL Name: KEVIN PINEIRO
! Topic: ADDITION Date: 02/12/2014
lPage: 5 Chkd:
i
Maximum Permitted Axial Load for Combination D+0.75L+0.5250e=1.345e+004 lbs/ft (MSJC 3.3.3.5.1)
Wall Flexural Design Data
As Required = 0.0281 sq.in. in each grouted cell
As Provided = 0.31 sq.in.
Rhomin = 0
Wall Flexural Capacity with Specified Steel
a = 0.3782 in.
d = 3.813 in.
Mn =19731.65204 Ib-in/ft
Mu available = 0.9(19731.7) =17758.5 Ib-in/ft (1479.87 lb-ft/ft)
fr =163 psi
Mer = frSo =18953.8 lb-in/ft
Igr = 443.322 in4/ft
Icr =17.038 in4/ft
Shear Design Data
Vn max=1.418e+004 lbs/ft (Section 3.2.4.1.2)
Vm = 8272 lbs/ft (Section 3.2.4.1.2.1)
Maximum available Vu is the lesser of:
Vu max = 0.8(1.418e+004)=1.134e+004 lbs/ft
Vu max = 0.8(8272 + 0) = 6617 lbs/ft CONTROLS (Note: Vs = 0 for walls with out -of -plane loading.)
Vu max = 6617 lbsht (for developing 1.25Mn) (Section 3.1.3)
Service Load Deflection Limitations (MSJC 3.2.5.6)
Maximum permitted service load deflection = 0.007(H) = 0.007(130) = 0.91 in
Maximum service load deflection = 0.007785 in
Development and Splice Lengths for Longitudinal Reinforcement
K = 3.1250 in.
Required Development Length: Id = 25.17 in.
Required Lap Splice Length: = 25.17 in.
Some codes may require epoxy -coated reinforcement to have longer development and splice lengths.
Pdct: 51 NE 99 ST. MIAMI SHORES, FL Name: KEVIN PINEIRO
Topic: ADDITION Date: 02/12/2014
Page: 6 Chkd:
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