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B

O W M A N

, BA R R E T T

& A

S S O C I A T E S I

N C.

CONSULTING ENGINEERS 312.228.0100 FAX 312.228.0706

PROJECT

International Nursing and Rehab Center

Addition

4815 S. Western Blvd.

Chicago, IL

EXP. 11/30/2014

STRUCTURAL CALCULATIONS

July 24, 2014

(2)

COMP. BY______DATE______

CHKD. BY______DATE______

BOWMAN, BARRETT & ASSOCIATES, INC.

CONSULTING ENGINEERS

130 EAST RANDOLPH STREET

CHICAGO, ILLINOIS 60601

SHEET______OF______

JOB NO.______

FILE NAME:snowdrift.mcd

SNOWDRIFT

P g 30 psf

.

Wall Height:

h r 30 ft

.

C e 1

I

1.0

D

0.13

ft

P g

.

14 pcf

.

D

=

17.9 pcf

P f C e I

.

.

P g

P f 30 psf

=

h b

P f

D

h b 1.68 ft

=

h r h b

h b

16.9

=

> 2.0 must consider snow drift

W b 35 ft

.

length of roof see code

reduct

1.0

h d1

0.43

3

W b

ft

.

4

P g

psf

10

.

1.5 ft

.

.

reduct

h d1 2.04 ft

=

h d2

h r h b reduct

.

h d2 28.32 ft

=

h d if h d1 h d2

<

,

h d1

,

h d2

h d 2.04 ft

=

Drift only

P d h d D

.

P d 36.47 psf

=

Total snow load

P m D h d h b

.

P m 66.47 psf

=

W d1 4 h d

.

W d1 8.15 ft

=

W d2 4 h r h b

.

W d2 113.3 ft

=

(3)

130 EAST RANDOLPH STREET

CHICAGO, ILLINOIS 60601

FILE NAME:snowdrift.mcd

SNOWDRIFT

P g 30 psf

.

Wall Height:

h r 30 ft

.

C e 1

I

1.0

D

0.13

ft

P g

.

14 pcf

.

D

=

17.9 pcf

P f C e I

.

.

P g

P f 30 psf

=

h b

P f

D

h b 1.68 ft

=

h r h b

h b

16.9

=

> 2.0 must consider snow drift

W b 150 ft

.

length of roof see code

reduct

1.0

h d1

0.43

3

W b

ft

.

4

P g

psf

10

.

1.5 ft

.

.

reduct

h d1 4.25 ft

=

h d2

h r h b reduct

.

h d2 28.32 ft

=

h d if h d1 h d2

<

,

h d1

,

h d2

h d 4.25 ft

=

Drift only

P d h d D

.

P d 76 psf

=

Total snow load

P m D h d h b

.

P m 106 psf

=

W d1 4 h d

.

W d1 16.98 ft

=

W d2 4 h r h b

.

W d2 113.3 ft

=

(4)

Floor Map

RAM Steel 14.06.01.00

DataBase: 1198-24 model v1

01/27/14 16:05:05

Building Code: IBC

Steel Code: ASD 9th Ed.

Floor Type: roof

A

B

B.8 C

C.8

D

E

F G

H

1

2

3

4

5

5.5

6

7

8

W

1

0x

12

W10x12

W21x44

W8x10

W8

x1

0

W8x10

W8x10

12

K

1

12

K

C

S

1

14

K

1

14

K

C

S

1

W8

x1

0

W8

x1

0

W10x12

2

8

KC

S4

2

8

KC

S3

2

8

KC

S3

W8x15

2

8

KC

S3

2

6

KC

S2

W8

x1

0

W8x10

26

K

C

S

2

W8x24

26

K

C

S

2

W1

0x

12

W8x10

2

0

KC

S2

W8x10

1

6

KC

S2

W8

x

1

0

W8x10

W8

x1

0

W8x10

W8

x1

0

(5)

RAM Steel 14.06.01.00

DataBase: 1198-24 model v1

01/27/14 16:05:05

Building Code: IBC

Steel Code: ASD 9th Ed.

Floor Type: roof

A

B

B.8 C

C.8

D

E

F G

H

1

2

3

4

5

5.5

6

7

8

1

12

40

14

3

17

20

48

28

49

36

4

5

53

42

47

46

54

45

41

6

50

44

51

43

7

13

33

52

27

8

16

10

19

11

(6)

Floor Map

RAM Steel 14.06.01.00

DataBase: 1198-24 model v1

01/27/14 16:05:05

Building Code: IBC

Steel Code: ASD 9th Ed.

Floor Type: roof

A

B

B.8 C

C.8

D

E

F G

H

1

2

3

4

5

5.5

6

7

8

L1

L1

P1

P1

P1

P1

P1 P1

(7)

RAM Steel 14.06.01.00

DataBase: 1198-24 model v1

01/27/14 16:05:05

Building Code: IBC

Steel Code: ASD 9th Ed.

Surface Loads

Label

DL

CDL

LL Reduction

PLL

CLL Mass DL

psf

psf

psf Type

psf

psf

psf

snow

20.0

0.0

30.0 Unreducible

0.0

0.0

0.0

Line Loads

Label

DL

CDL

LL Reduction

PLL

CLL Mass DL

k/ft

k/ft

k/ft Type

k/ft

k/ft

k/ft

L1

CMU ABOVE

WINDOW

1.100

0.000

0.000 Unreducible

0.000

0.000

0.000

Point Loads

Label

DL

CDL

LL Reduction

PLL

CLL Mass DL

kips

kips

kips Type

kips

kips

kips

P1

RTU

0.750

0.000

0.000 Unreducible

0.000

0.000

0.000

(8)

Floor Map

RAM Steel 14.06.01.00

DataBase: 1198-24 model v1

01/27/14 16:05:05

Building Code: IBC

Steel Code: ASD 9th Ed.

Floor Type: roof

M1

M2

M3

M1

M2

M3

A

B

B.8 C

C.8

D

E

F G

H

1

2

3

4

5

5.5

6

7

8

(9)

RAM Steel 14.06.01.00

DataBase: 1198-24 model v1

01/27/14 16:05:05

Building Code: IBC

Steel Code: ASD 9th Ed.

Snow Loads

Label

Type

Magnitude

1

Magnitude

2

Magnitude

3

psf

psf

psf

snow

Drift

106.000

106.000

30.000

snow2

Drift

68.000

68.000

30.000

Page 2/2

(10)

Gravity Beam Design

RAM Steel 14.06.01.00

DataBase: 1198-24 model v1

01/27/14 16:05:05

Building Code: IBC

Steel Code: ASD 9th Ed.

Floor Type: roof Beam Number = 40

SPAN INFORMATION (ft): I-End (0.00,1.00) J-End (29.16,1.00)

Beam Size (Optimum)

= W21X44

Fy = 50.0 ksi

Total Beam Length (ft)

= 29.16

POINT LOADS (kips):

Dist

DL RedLL

Red% NonRLL

StorLL

Red% RoofLL

Red%

PartL

1.000

0.33

0.00

0.0

0.49

0.00

0.0

1.59

Snow

0.00

4.250

0.52

0.00

0.0

0.79

0.00

0.0

2.24

Snow

0.00

7.840

1.30

0.00

0.0

1.96

0.00

0.0

4.15

Snow

0.00

11.100

1.31

0.00

0.0

1.97

0.00

0.0

3.20

Snow

0.00

14.600

2.74

0.00

0.0

2.04

0.00

0.0

2.38

Snow

0.00

18.100

2.74

0.00

0.0

2.04

0.00

0.0

2.12

Snow

0.00

21.600

1.33

0.00

0.0

2.00

0.00

0.0

2.08

Snow

0.00

24.960

1.21

0.00

0.0

1.82

0.00

0.0

1.97

Snow

0.00

28.160

1.22

0.00

0.0

1.83

0.00

0.0

1.66

Snow

0.00

LINE LOADS (k/ft):

Load

Dist

DL

LL

Red%

Type

PartL

1

0.000

0.000

0.000

---

NonR

0.000

29.160

0.000

0.000

0.000

2

0.000

0.010

0.015

---

NonR

0.000

29.160

0.010

0.015

0.000

3

0.000

0.000

0.053

---

Snow

0.000

16.000

0.000

0.015

0.000

4

16.000

0.000

0.033

---

Snow

0.000

29.160

0.000

0.033

0.000

5

0.000

0.044

0.000

---

NonR

0.000

29.160

0.044

0.000

0.000

SHEAR: Max V (DL+LL) = 27.23 kips fv = 3.93 ksi Fv = 18.99 ksi

MOMENTS:

Span

Cond

Moment

@

Lb

Cb

Tension Flange

Compr Flange

kip-ft

ft

ft

fb

Fb

fb

Fb

Center

Max +

208.1

14.6

0.0

1.00

30.60

33.00

30.60

33.00

Controlling

208.1

14.6

0.0

1.00

30.60

33.00

---

---REACTIONS (kips):

Left

Right

DL reaction

6.29

8.01

Max +LL reaction

18.51

19.23

Max +total reaction

24.80

27.23

DEFLECTIONS:

Dead load (in)

at

14.73 ft =

-0.374

L/D =

935

Live load (in)

at

14.58 ft =

-0.899

L/D =

389

(11)

RAM Steel 14.06.01.00

DataBase: 1198-24 model v1

01/27/14 16:05:05

Building Code: IBC

Floor Type: roof Beam Number = 42

SPAN INFORMATION (ft): I-End (7.84,1.00) J-End (7.84,39.90)

Joist Size (User Selected)

= 28KCS4

Total Beam Length (ft)

= 38.90

LINE LOADS (k/ft):

Load

Dist

DL

LL

Red%

Type

PartL

1

0.000

0.000

0.000

---

NonR

0.000

38.900

0.000

0.000

0.000

2

0.000

0.036

0.054

---

NonR

0.000

15.333

0.036

0.054

0.000

3

15.333

0.028

0.043

---

NonR

0.000

22.333

0.028

0.043

0.000

4

22.333

0.036

0.054

---

NonR

0.000

36.900

0.036

0.054

0.000

5

36.900

0.010

0.015

---

NonR

0.000

38.900

0.010

0.015

0.000

6

0.000

0.000

0.134

---

Snow

0.000

15.333

0.000

0.134

0.000

7

15.333

0.000

0.104

---

Snow

0.000

22.333

0.000

0.104

0.000

8

22.333

0.000

0.134

---

Snow

0.000

28.000

0.000

0.134

0.000

9

0.000

0.033

0.049

---

NonR

0.000

38.900

0.033

0.049

0.000

10

0.000

0.000

0.104

---

Snow

0.000

28.000

0.000

0.104

0.000

11

0.000

0.000

0.000

---

NonR

0.000

38.900

0.000

0.000

0.000

DESIGN VALUES: Design Allowable

Max Uniform Load:

408.54

550.00 (lbs/ft)

Max Point Load:

0.00

8.50 (kips)

Max Shear:

7.41

8.50 (kips)

Max Moment:

67.34

108.58 (kip-ft)

MOMENTS:

Span

Cond

Moment

@

kip-ft

ft

Center

Max +

67.3

18.5

REACTIONS (kips):

Left

Right

DL reaction

1.30

1.26

Max +LL reaction

6.10

4.18

(12)

Standard Joist Selection

RAM Steel 14.06.01.00

DataBase: 1198-24 model v1

01/27/14 16:05:05

Building Code: IBC

DEFLECTIONS:

Dead load (in)

=

0.216

L/D =

2160

Live load (in)

=

0.933

L/D =

500

Total load (in)

=

1.149

L/D =

406

(13)

RAM Steel 14.06.01.00

DataBase: 1198-24 model v1

01/27/14 16:05:05

Building Code: IBC

Steel Code: ASD 9th Ed.

STEEL BEAM DESIGN SUMMARY:

Floor Type: roof

Bm #

Length

+M

-M

Seff

Fy

Beam Size

Studs

ft

kip-ft

kip-ft

in3

ksi

1

16.33

24.1

0.0

10.9

50.0

W10X12

3

14.57

2.1

0.0

7.8

50.0

W8X10

4

7.00

1.6

0.0

7.8

50.0

W8X10

5

2.00

0.0

0.0

7.8

50.0

W8X10

6

2.00

0.0

0.0

7.8

50.0

W8X10

7

8.67

24.4

0.0

10.9

50.0

W10X12

8

7.67

0.6

0.0

7.8

50.0

W8X10

10

14.57

1.6

0.0

7.8

50.0

W8X10

11

7.00

0.7

0.0

7.8

50.0

W8X10

12

29.16

9.8

0.0

10.9

50.0

W10X12

13

9.74

12.9

0.0

7.8

50.0

W8X10

14

5.00

2.8

0.0

7.8

50.0

W8X10

16

2.00

0.0

0.0

7.8

50.0

W8X10

17

5.00

2.1

0.0

7.8

50.0

W8X10

19

2.00

0.0

0.0

7.8

50.0

W8X10

20

6.84

3.1

0.0

7.8

50.0

W8X10

40

29.16

208.1

0.0

81.6

50.0

W21X44

50

3.50

4.2

0.0

7.8

50.0

W8X10

51

10.30

25.9

0.0

20.9

50.0

W8X24 u

52

2.50

2.3

0.0

7.8

50.0

W8X10

53

7.76

20.7

0.0

10.9

50.0

W10X12

54

8.00

20.0

0.0

11.8

50.0

W8X15 u

* after Size denotes beam failed stress/capacity criteria.

# after Size denotes beam failed deflection criteria.

(14)

Beam Summary

RAM Steel 14.06.01.00

DataBase: 1198-24 model v1

01/27/14 16:05:05

Building Code: IBC

Steel Code: ASD 9th Ed.

JOIST SELECTION SUMMARY:

Floor Type: roof

Standard Joists:

Joist #

Length

WDL

WLL

WTL

Joist

48

15.33

42.5

271.3

313.8

12K1

49

15.33

68.4

394.2

462.6

14K1

Constant Shear Joists:

Joist #

Length

Wmax

Pmax

Vmax

Mmax

Joist

27

29.23

288.6

0.0

7.2

19.4

16KCS2

28

14.57

313.8

0.0

9.8

4.7

12KCS1

33

29.23

476.5

0.0

6.9

28.6

20KCS2

36

14.57

462.6

0.0

5.4

7.2

14KCS1

41

38.90

396.8

0.0

4.3

41.4

26KCS2

42

38.90

408.5

0.0

5.0

67.3

28KCS4

u

43

36.90

393.3

0.0

10.4

41.5

26KCS2

44

36.90

379.4

0.0

4.7

36.6

26KCS2

45

38.90

395.5

0.8

24.4

59.7

28KCS3

46

38.90

327.8

0.8

4.9

69.1

28KCS3

47

38.90

347.8

0.0

4.8

60.6

28KCS3

* after Size denotes joist is inadequate.

u after Size denotes this size has been assigned by the User.

(15)

Page 1

Description

Masonry Lintel Design

Rev: 580001

User: KW-0606401, Ver 5.8.0, 1-Dec-2003

(c)1983-2003 ENERCALC Engineering Software 1198-24 design.ecw:Calculations

Scope :

General Information

Code Ref: ACI 530-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 1,500.0

24,000.0

900.00 Thickness 8.00 in Top Clear 4.000 in Special Inspection End Fixity Fix-Fix

Bar Spacing 3.000 in 0.300

Block Type Medium Wt

Btm Clear 4.000 in

1.000 Load Duration Factor 1.000

# Bar Sets 2

Live Loads Not Included with Wind/Seismic

psi Clear Span 9.00ft Rebar Size 5 f'm

Fs psi Lintel Depth 2.00 ft # Bars E/F 1

Em = f'm * Seismic Factor Wall Wt Mult.

Applied Loads

Distributed Loads... DL LL Start X End X 0.50k/ft 0.50 0.000 0.000 ft

#1 k/ft ft

0.00 psf

Wind Load

Moments & Shears

E 1350,000.0 n 21.4815 Wall Wt Vertical Loads Moment Shear psi 78.00 psf psi

Equiv. Solid Thick 7.600 DL Only

Actual Allowable Actual Allowable 4.43 DL + LL 7.80 k-ft DL + Wind/Seismic + (LL) 18.95 18.95 18.95 Lateral Loads 0.00 0.32 4.74 4.74 21.83 38.47 k-ft 38.73 k-ft 38.73 psi 38.73 psi 0.00 Wind 1.81 38.73 psi in Seismic 38.73 psi k-ft k-ft

Summary

Span= 9.00ft, Depth= 2.ft, Thick= 8.00inMedium Weight Block, Special Inspection

Using 2 bar sets of 1- #5 bars spaced 3.000in apart, Ends are Fix-Fix

Lintel OK

Combined Stress Ratios

DL + LL

(shear governs)

0.9932

:

1.00

DL + Wind (+ LL)

(shear governs)

0.5636

:

1.00

:

DL + Seismic (+ LL)

(shear governs)

0.6104

1.00

Combined Stress Results... Vertical Lateral Combined

DL + LL fb/Fb 0.4119 0.4119

:

1.00

fv/Fv 0.9932 0.9932

:

1.00

:

1.00

DL + Wind (+ LL) fb/Fb 0.2337 0.2337

1.00

:

fv/Fv 0.5636 0.5636

1.00

:

DL + Seismic (+ LL) fb/Fb 0.2337 0.0667 0.3004

:

fv/Fv 0.5636 0.0468 0.6104

1.00

:

Design Values

Vertical Strength Allowable Stresses

0.33 f'm (.5 if w/o sp insp) 495.00 psi

Steel 24,000.00 psi

f'm^.5 * (.5 if w/o sp insp) 38.73 psi k-ft As 0.6200 in2 Masonry Fb... np 0.0873 k:(np^2+2np)^.5-np 0.34 j = 1 - k/3 0.887 Masonry Fv M:mas=Fb k j b d^2/2 * LDF 18.95 k-ft M:Stl = Fs As j d 21.99 0.62 Lateral Strength in2 0.36 As 0.10 k:(np^2+2np)^.5-np np 0.88 j = 1 - k/3 4.74 k-ft M:mas=Fb k j b d^2/2 * LDF 6.00 k-ft M:Stl = Fs*As*j*d*LDF

(16)

Page 1

Description

Lintel L4

Concrete Rectangular & Tee Beam Design

Rev: 580010

User: KW-0606401, Ver 5.8.0, 1-Dec-2003

(c)1983-2003 ENERCALC Engineering Software 1198-24 design.ecw:Calculations

Scope :

Title : Job #

Description :

Dsgnr: Date: 9:58AM, 24 JUL 14

General Information

Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000

6.00 16.000 7.500

Beam Weight Added Internally

0 Live Load acts with Short Term

3,000 60,000 145.0 Pinned-Pinned End Fixity Span ft f'c psi psi Depth in Fy Width in Concrete Wt. pcf Seismic Zone

Reinforcing

Rebar @ Center of Beam...

Count Size 'd' from Top

Rebar @ Left End of Beam...

Count Size 'd' from Top

Rebar @ Right End of Beam...

Count Size 'd' from Top 2 5 13.00 in

#1 #1 in #1 in

Load Factoring

Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2

Uniform Loads

Dead Load Live Load Short Term Start End

#1 0.600 k 0.600 k k 0.000 ft 6.000 ft

0.300 0.000ft 6.000

#2 k k k ft

Summary

Span = 6.00ft, Width= 7.50in Depth = 16.00in

Beam Design OK

Maximum Moment : Mu 11.02 k-ft

Allowable Moment : Mn*phi 33.53 k-ft Maximum Shear : Vu 4.70 k

Allowable Shear : Vn*phi 45.39 k

Maximum Deflection -0.0059 in Max Reaction @ Left 4.86 k Max Reaction @ Right 4.86 k

Shear Stirrups...

Stirrup Area @ Section 0.440 in2

Region 0.000 1.000 2.000 3.000 4.000 5.000 6.000 ft Max. Spacing 6.500 6.500 Not Req'd Not Req'd Not Req'd 6.500 6.500 in Max Vu 4.702 4.702 2.469 2.410 2.410 4.644 4.644 k

Bending & Shear Force Summary

Bending... Mn*Phi Mu, Eq. C-1 Mu, Eq. C-2 Mu, Eq. C-3

@ Center 33.53 k-ft 11.02 k-ft 8.27 k-ft 4.13 k-ft @ Left End 0.00 k-ft 0.00 k-ft 0.00k-ft 0.00 k-ft @ Right End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft

Shear... Vn*Phi Vu, Eq. C-1 Vu, Eq. C-2 Vu, Eq. C-3

@ Left End 45.39 k 4.70 k 3.53k 1.76 k @ Right End 45.39 k 4.64 k 3.48 k 1.74 k

Deflection

Deflections... . Upward . . Downward . DL + [Bm Wt] 0.0000 in at 6.0000 ft -0.0037 in at 3.0000 ft DL + LL + [Bm Wt] 0.0000 in at 6.0000 ft -0.0059 in at 3.0000 ft DL + LL + ST + [Bm Wt] 0.0000 in at 6.0000 ft -0.0059 in at 3.0000 ft

Reactions... @ Left @ Right DL + [Bm Wt]] 3.062 k 3.062 k DL + LL + [Bm Wt] 4.862 k 4.862 k DL + LL + ST + [Bm Wt] 4.862 k 4.862 k

(17)

Page 2

Description

Lintel L4

Concrete Rectangular & Tee Beam Design

Rev: 580010

User: KW-0606401, Ver 5.8.0, 1-Dec-2003

(c)1983-2003 ENERCALC Engineering Software 1198-24 design.ecw:Calculations

Scope :

Section Analysis

Evaluate Moment Capacity... Center Left End Right End

X : Neutral Axis 2.285in 0.000in 0.000 in a = beta * Xneutral 1.942in 0.000in 0.000 in Compression in Concrete 37.146k 0.000k 0.000 k

0.000 k

k k

Sum [Steel comp. forces] 0.000 0.000

Tension in Reinforcing -37.200k 0.000k 0.000 k

Find Max As for Ductile Failure...

X-Balanced 7.694in 0.000in 0.0000 in Xmax = Xbal * 0.75 5.770in 0.000in 0.000 in a-max = beta * Xbal 6.540in 0.000in 0.000 in Compression in Concrete 93.805k 0.000k 0.000 k Sum [Steel Comp Forces] 0.000k 0.000k 0.000 k Total Compressive Force 93.805k 0.000k 0.000 k 1.563 0.000 0.000 in2 OK 0.000OK 0.000 OK Actual Tension As 0.620 in2 in2

AS Max = Tot Force / Fy

Additional Deflection Calcs

Neutral Axis 3.770 in Mcr 10.95 k-ft Igross 2,560.00 in4 Ms:Max DL + LL 7.29 k-ft Icracked 624.59 in4 R1 = (Ms:DL+LL)/Mcr 1.502 Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST 7.29 k-ft Fr = 7.5 * f'c^.5 410.792 psi R2 = (Ms:DL+LL+ST)/Mcr 1.502 Z:Cracking 62.274 k/in I:eff... Ms(DL+LL) 2,560.000 in4

in 7.50

I:eff... Ms(DL+LL+ST) 2,560.000 in4 Eff. Flange Width

ACI Factors

1.400 1.700 1.700 1.100 0.750 0.900 1.300 1.400 0.900 (per ACI 318-02, applied internally to entered loads)

ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST

....seismic = ST * :

ACI C-2 Group Factor ACI C-3 Dead Load Factor

ACI C-3 Short Term Factor

Add''l "1.4" Factor for Seismic Add''l "0.9" Factor for Seismic

(18)

Page 1

Description

Bearing wall

Masonry Wall Design

Rev: 580002

User: KW-0606401, Ver 5.8.0, 1-Dec-2003

(c)1983-2003 ENERCALC Engineering Software 1198-24 design.ecw:Calculations

Scope :

Title : Job #

Description :

Dsgnr: Date: 9:53AM, 24 JUL 14

General Information

Code Ref: ACI 530-02

1,500.0 24,000.0 No Special Inspection

Grout @ Rebar Only 0.3300 900.00 3.810 in 14.000 Equivalent 4.600 in 1.000 Solid Thickness 14.00 5.00 8.0 5 48 @ Center

Medium Weight Block f'm Duration Factor psi Fs Wall Height ft psi Calc of Em = f'm * Parapet Height ft Seismic Factor in Depth to Rebar Thickness in Rebar Size Rebar Spacing Wall Wt Mult.

Loads

30.000 1,000.000 0.000 0.000 Roof Load 0.000 0.000 #/ft #/ft Roof Load Wind Load psf Concentric Axial Load

Uniform Load Dead Load #/ft Dead Load #/ft Live Load Live Load Load Eccentricity in

Design Values

E 1,350,000 psi Rebar Area 0.078 in2 j 0.92137

n : Es / Em 21.481 np 0.03641 2 / kj 9.20187 Radius of Gyration in in4 354.810 2.535 Moment of Inertia Wall Weight 49.000 psf k 0.23590

Max Allow Axial Stress = 0.25 f'm (1-(h/140r)^2) * SpInsp 145.49 psi Allow Masonry Bending Stress = 0.33 f'm * SpInsp = 247.50 psi Allow Steel Bending Stress = 24,000.00psi

Load Combination & Stress Details Summary

Bending Stresses Masonry Moment Axial Load psi psi psi in-# lbs Top of Wall Axial DL + LL Steel Compression 0.0 22.55 1,245.0 0.0 0.0 DL + LL + Wind 4,500.0 1,245.0 16,540.7 237.7 22.55 128.1 DL + LL + Seismic 2,425.5 1,245.0 8,915.4 22.55

Between Base & Top of Wall

DL + LL 0.0 1,588.0 0.0 0.0 28.77 6,713.2 1,588.0 24,675.7 354.6 28.77 DL + LL + Wind 191.1 13,300.2 28.77 3,618.4 1,588.0 DL + LL + Seismic

Summary

14.00ft high wall with 5.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 48.00ino.c. at center

Max. Bending Compressive Stress . . . .

28.77

OK

Allowable . . . .

247.50

OK

Max. Axial Only Compressive Stress . . . .

28.77

psi

Allowable . . . .

145.49

OK

Max Steel Bending Stress . . .

24,675.71

psi

(19)

Page 2

Description

Bearing wall

Masonry Wall Design

Rev: 580002

User: KW-0606401, Ver 5.8.0, 1-Dec-2003

(c)1983-2003 ENERCALC Engineering Software 1198-24 design.ecw:Calculations

Scope :

Final Loads & Moments

Wall Weight moment @ Mid Ht 588.00 lbs Dead Load Moment @ Top of Wall 0.00 in-# Dead Load Moment @ Mid Ht 0.00 in-# Live Load Moment @ Top of Wall 0.00 in-# LiveLoad Moment @ Mid Ht 0.00 in-#

Total Dead Load 1,000.00 lbs Wind Moment @ Mid Ht 6,713.49 in-#

Total Live Load 0.00 lbs

Maximum Allow Moment for Applied Axial Load = 4,685.23 in-# Maximum Allow Axial Load for Applied Moment = 8,031.29 lbs

(20)

Page 1

Description

Continuous footing

General Footing Analysis & Design

Rev: 580002

User: KW-0606401, Ver 5.8.0, 1-Dec-2003

(c)1983-2003 ENERCALC Engineering Software 1198-24 design.ecw:Calculations

Scope :

Title : Job #

Description :

Dsgnr: Date:10:22AM, 24 JUL 14

General Information

Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 4,000.0

1.000

48.000 in 1

0.00 Live & Short Term Combined

150.00 3,000.0 60,000.0 2.000 1.000 12.00 12.00 12.00 psi Min Steel % 0.0014

Allowable Soil Bearing psf

f'c

Short Term Increase

Fy psi

Rebar Center To Edge Distance 3.50 in

Dimensions...

Base Pedestal Height Seismic Zone

Width along X-X Axis ft

Overburden Weight psf

Length along Y-Y Axis ft

Footing Thickness in

Concrete Weight pcf

Col Dim. Along X-X Axis in Col Dim. Along Y-Y Axis in

Loads

2.000 0.500 0.000 0.000 k k k in

Applied Vertical Load...

Dead Load ...ecc along X-X Axis

Live Load ...ecc along Y-Y Axis in

Short Term Load

k-ft k-ft k-ft

Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis

Applied Moments... (pressures @ left & right) (pressures @ top & bot) k-ft k-ft k-ft Dead Load Live Load Short Term k k k k k k

Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis (pressures @ left & right) (pressures @ top & bot)

Applied Shears...

Dead Load Live Load Short Term

Summary

2.00ft x 1.00ft Footing, 12.0in Thick, w/ Column Support 12.00 x 12.00in x 48.0in high

Footing Design OK

DL+LL DL+LL+ST Actual Allowable

Max Mu

Max Soil Pressure 1,700.0 1,700.0 psf 0.280

93.113 k-ft per ft

Allowable 4,000.0 4,000.0 psf Required Steel Area 0.259in2 per ft

1-Way 0.000 psi in "X' Ecc, of Resultant 0.000 0.000 in Vu Vn * Phi Shear Stresses.... 2-Way 0.920 186.226 psi in :1 Y-Y Min. Stability Ratio No Overturning

"Y' Ecc, of Resultant 0.000 0.000 in X-X Min. Stability Ratio No Overturning 1.500

Footing Design

Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn * Phi psi

psi 0.92

Two-Way Shear 0.56 0.37 psi 186.23 psi

psi psi One-Way Shears...

psi

Vu @ Left 0.00 0.00 0.00 psi 93.11 psi

psi

psi

Vu @ Right 0.00 0.00psi 0.00psi 93.11 psi Vu @ Top 0.00 0.00psi 0.00psi 93.11 psi Vu @ Bottom 0.00 0.00psi 0.00psi 93.11 psi

Moments ACI C-1 ACI C-2 ACI C-3 Ru / Phi psi

As Req'd

k-ft in2 perft

k-ft

Mu @ Left 0.28 0.17 0.11 4.3 0.26

Mu @ Right 0.28 0.17k-ft 0.11 4.3psi 0.26 in2 per ft k-ft

k-ft

Mu @ Top 0.00 0.00k-ft 0.00 0.0psi 0.02 in2 per ft k-ft

Mu @ Bottom 0.00 0.00 0.00 0.0 0.02 in2 per ft k-ft

k-ft k-ft

(21)

Page 2

Description

Continuous footing

General Footing Analysis & Design

Rev: 580002

User: KW-0606401, Ver 5.8.0, 1-Dec-2003

(c)1983-2003 ENERCALC Engineering Software 1198-24 design.ecw:Calculations

Scope :

Soil Pressure Summary

Left Right Top Bottom

Service Load Soil Pressures

DL + LL 1,700.00 1,700.00 1,700.00 1,700.00 psf DL + LL + ST 1,700.00 1,700.00 1,700.00 1,700.00 psf Factored Load Soil Pressures

ACI Eq. C-1 2,455.00 2,455.00 2,455.00 2,455.00 psf ACI Eq. C-2 1,526.25 1,526.25 1,526.25 1,526.25 psf ACI Eq. C-3 1,035.00 1,035.00 1,035.00 1,035.00 psf

ACI Factors

1.400 1.700 1.700

1.100 Used in ACI C-2 & C-3

0.750 0.900 1.300

1.400 0.900 (per ACI 318-02, applied internally to entered loads)

ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST

....seismic = ST * :

ACI C-2 Group Factor ACI C-3 Dead Load Factor

ACI C-3 Short Term Factor

Add''l "1.4" Factor for Seismic Add''l "0.9" Factor for Seismic

References

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