“Cole County Law Enforcement Center” Jefferson City, Missouri

Design Calculations for Glazed Aluminum Curtain Walls

STRUCTURAL DESIGN CRITERIA Wind Load (nominal) 22.6 psf (typical zone) 27.8 psf (corner zone) Dead Load 8.0 psf (aluminum frame with 1” I.G. unit infill)

REFERENCE STANDARDS

1. The Aluminum Association, Aluminum Design Manual - Specifications and Guidelines for Aluminum Structures; Sixth Ed., October 1994.

2. American Institute of Steel Construction, Manual of Steel

Construction; Ninth Edition, 1989. 3. American Forest & Paper Association/ANSI, National Design Specification for Wood Construction; Revised Edition, 1997.

ALLOWABLE DEFLECTIONS All framing members - normal to wall - L/175 where L < 13’-6” All framing members - normal to wall - L/240 + ¼” where L > 13’-6” All framing members - parallel to wall - 25% of glass edge bite MATERIALS (UNLESS OTHERWISE NOTED)

Structural Aluminum Extrusions 6063-T6 Sheet 3003-H14

Structural Steel Rolled Shapes ASTM A36 Sheet and Bar Sizes AISI M1020

Stainless Steel (AS NOTED)

Jason E. Barrick, P.E. 2850 Valley Vista Drive Sedona, AZ 86351 (928) 284-9710 [phone] Jason.barrick@gmail.com [e-mail]

• Formal design calculations by Jason E. Barrick, P.E. dated 10/17/10 • Shop drawings by Mark’s Mobile Glass with comments and sketches by Jason E. Barrick, P.E.

(forwarded separately via e-mail)

Jason E. Barrick, P.E.

2850 Valley Vista Drive Da

Sedona, AZ 86351

(928) 284-9710 Cole County Law Enforcement Designed by

jason.barrick@gmail.com

Nominal wind load calculations (eff. wind area = 10 ft^2) Sheet

WIND LOAD CALCULATION PER ASCE 7-98 (h ≤ 60 ft)

Wind speed (3-sec gust) = 90 mph

Mean roof height = 60 ft Importance factors for

Effective wind area = 10 sq-ft non-hurricane prone regions

Exposure category = B Category Factors

Roof slope reduction = 1 I 0.87

II 1

17.626 psf III 1.15

IV 1.15

where:

0.85 (Velocity pressure exposure coeff.)

1 (Topographic factor) Values for K_z (Ref. Table 6-5)

1 (Wind directionality factor) z (or h) B' (Case 1) C' (Case '1')

V = 90 mph 15 0.7 0.85

I = 1 (Importance factor) 20 0.7 0.9

25 0.7 0.94

30 0.7 0.98

40 0.76 1.04

50 0.81 1.09

60 0.85 1.13

1 (Zone 4, positive) 70 0.89 1.17

-1.1 (Zone 4, negative) 80 0.93 1.21

-1.4 (Zone 5, negative) 90 0.96 1.24

100 0.99 1.26

0.18 (Ref. Table 6-7)

-0.18GC_p (Ref. Figure 6-5A)

Trib. Area GC_p (4, posi.) GC_p (4, neg.)

1 1 -1.1

10 1 -1.1

15 0.967 -1.084

20 0.933 -1.067

35 0.900 -1.034

50 0.867 -1

=·····= IVKKK00256.0q2

dztzh

=zK

=ztK

=dK

��

��

�

=pGC

���

=piGC

70 0.853 -0.973100 0.833 -0.933

145 0.818 -0.918

500 0.7 -0.8

Note: Italicized values are interpolated

20.8 psf (Zone 4)

-22.6 psf (Zone 4)

-27.8 psf (Zone 5)

ASSUMPTIONS

1) Building is ENCLOSED (therefore, GC_pi = ± 0.18)

2) No topographic effects are present

3) Structure is not located in "Special Wind Region"

( ) ( )[ ]��

��

�

=−·=piph GCGCqp

Jason E. Barrick, P.E. D

2850 Valley Vista Drive

Sedona, AZ 86351 Cole County Law Enforcement Designed(928) 284-9710

jason.barrick@gmail.com Check int. mull. @ Mark 'W1' (WL=27.8 psf) Shee

Wind load = 27.8 psfDead load = 8 psf

0.823 in

Span length (L) = 144 inLeft DLO = 32 in

Right DLO = 32 inSite-line = 2.5 inModule = 34.5 in

6.660 lbf/in

4.532 < OK4

in=∆····

=allow

4

W Lreq,x x

E384

Lw5I

=·���

����

�+

+=

144

W L.L.S

2

DLODLOw

rightlef t

W L

==∆ 175/Lallow

x xI

17264 lbf-in

5126 psi Section properties for:12.693.36

9500 psi 2.301.83

0.54 < 1.00 OKWind load reaction = 480Dead load reaction = 276

Ext. #257 is adequate at intermed. mullion where L = 144"and T.W. = 34.5".

=·

=8

LwM

2

W L

m ax,x x

==xx

m ax,x x

x x,bS

Mf

=x xI

=x xS

=y yI

=y yS

=xx,bF

=x x,b

x x,b

F

f

∴

Jason E. Barrick, P.E. D

2850 Valley Vista Drive

Sedona, AZ 86351 Cole County Law Enforcement Designed(928) 284-9710

jason.barrick@gmail.com Check int. mull. @ Mark 'W3' (WL=27.8 psf) Shee

Wind load = 27.8 psfDead load = 8 psf

0.500 in

Span length (L) = 72 inLeft DLO = 32 in

==∆ 175/Lallow

Right DLO = 32 inSite-line = 2.5 inModule = 34.5 in

6.660 lbf/in

0.466 < OK

4316 lbf-in

1281 psi Section properties for:12.693.36

9500 psi 2.301.83

0.13 < 1.00 OKWind load reaction = 240Dead load reaction = 138

Ext. #257 is adequate at intermed. mullion where L = 72"and T.W. = 34.5".

4in

=·

=8

LwM

2

W L

m ax,x x

==xx

m ax,x x

x x,bS

Mf

=∆····

=allow

4

W Lreq,x x

E384

Lw5I

=·���

����

�+

+=

144

W L.L.S

2

DLODLOw

rightlef t

W L

=x xI

=x xS

=y yI

=y yS

x xI

=xx,bF

=x x,b

x x,b

F

f

∴

See note below

NOTE: Allowable bending stress for T6 is 15000 psi, so analysis above is conservati For Ext. #257, allowable bending moment is (15000 psi)(3.368 in^3) = 50520 lb-in.

Jason E. Barrick, P.E. D

2850 Valley Vista Drive

Sedona, AZ 86351 Cole County Law Enforcement Designed(928) 284-9710

jason.barrick@gmail.com Check int. mull. @ Mark 'W5' (WL=27.8 psf) Shee

Wind load = 27.8 psfDead load = 8 psf

0.333 in

Span length (L) = 48 inLeft DLO = 32 in

Right DLO = 32 inSite-line = 2.5 inModule = 34.5 in

6.660 lbf/in

0.138 < OK

1918 lbf-in

570 psi Section properties for:12.693.36

9500 psi 2.301.83

0.06 < 1.00 OKWind load reaction = 160Dead load reaction = 92

Ext. #257 is adequate at intermed. mullion where L = 48"and T.W. = 34.5".

4in

=·

=8

LwM

2

W L

m ax,x x

==xx

m ax,x x

x x,bS

Mf

=∆····

=allow

4

W Lreq,x x

E384

Lw5I

=·���

����

�+

+=

144

W L.L.S

2

DLODLOw

rightlef t

W L

==∆ 175/Lallow

=x xI

=x xS

=y yI

=y yS

x xI

=xx,bF

=x x,b

x x,b

F

f

∴

NOTE: Allowable bending stress for T6 is 15000 psi, so analysis above is conservati For Ext. #257, allowable bending moment is (15000 psi)(3.368 in^3) = 50520 lb-in.

Cole County Law EnforcementCbeam 2000

...10/14/2010 11:25 File: W4-jamb

Mark 'W4' - Right-jamb vert. analysis (22.6 psf)

By: jeb

Beam Results

Member Information

Span Length(in) I(in^4) S(in^3) E(psi)

Distributed Load InformationSpan W1(#/in) W2(#/in) X1(in) X2(in)

Joints Free to Displace

Free Joints - 3

Support Reactions Joint Pounds

Max. Span Deflection = -0.0678" (Span 2, @ 90.00")Max. Positive Moment = 5263"# (Span 1, @ 46.50")Max. Negative Moment = -9043"# (Span 3, @ 42.00")

1 124.000 12.695 3.368 1.0e+007 2 90.000 12.695 3.368 1.0e+007Splice 3 42.000 12.695 3.368 1.0e+007 4 104.000 12.695 3.368 1.0e+007

1 4.708 4.708 0.000 124.000 2 4.708 4.708 0.000 90.000 3 4.708 4.708 0.000 42.000 4 4.708 4.708 0.000 104.000

1 223 2 668 4 646

3

45

4.708 lb/in

Cole County Law EnforcementCbeam 2000

...10/14/2010 11:25 File: W4-jamb

Mark 'W4' - Right-jamb vert. analysis (22.6 psf)

By: jeb

Beam Results

Member Information

Span Length(in) I(in^4) S(in^3) E(psi)

Distributed Load InformationSpan W1(#/in) W2(#/in) X1(in) X2(in)

Joints Free to Displace

Free Joints - 3

Support Reactions Joint Pounds

Max. Span Deflection = -0.0678" (Span 2, @ 90.00")Max. Positive Moment = 5263"# (Span 1, @ 46.50")Max. Negative Moment = -9043"# (Span 3, @ 42.00")

1 124.000 12.695 3.368 1.0e+007 2 90.000 12.695 3.368 1.0e+007Splice 3 42.000 12.695 3.368 1.0e+007 4 104.000 12.695 3.368 1.0e+007

1 4.708 4.708 0.000 124.000 2 4.708 4.708 0.000 90.000 3 4.708 4.708 0.000 42.000 4 4.708 4.708 0.000 104.000

1 223 2 668 4 646

3

45

4.708 lb/in

1

5 158

12

Maximum distributed load vshown only, see distributetable for detailed informa

1

5 158

12

Maximum distributed load vshown only, see distributetable for detailed informa

w_WL = (30")(22.6 psf/144) = 4.708 lb/in P_DL,1 = (4.708)(8/22.6)(214") = 357 lb P_DL,3 = (4.708)(8/22.6)(146") = 243 lb

Cole County Law EnforcementCbeam 2000

...10/14/2010 10:14 File: W4-int

Mark 'W4' - Intermed. vert analysis (1st from right, 22.6 psf)

By: jeb

Beam Results

Member Information

Span Length(in) I(in^4) S(in^3) E(psi)

Distributed Load InformationSpan W1(#/in) W2(#/in) X1(in) X2(in)

Max. Span Deflection = -0.1356" (Span 2, @ 90.00")Max. Positive Moment = 10526"# (Span 1, @ 46.50")Max. Negative Moment = -18087"# (Span 3, @ 42.00")

1 124.000 12.695 3.368 1.0e+007 2 90.000 12.695 3.368 1.0e+007Splice 3 42.000 12.695 3.368 1.0e+007 4 104.000 12.695 3.368 1.0e+007

1 9.417 9.417 0.000 124.000 2 9.417 9.417 0.000 90.000 3 9.417 9.417 0.000 42.000 4 9.417 9.417 0.000 104.000

3

45

Cole County Law EnforcementCbeam 2000

...10/14/2010 10:14 File: W4-int

Mark 'W4' - Intermed. vert analysis (1st from right, 22.6 psf)

By: jeb

Beam Results

Member Information

Span Length(in) I(in^4) S(in^3) E(psi)

Distributed Load InformationSpan W1(#/in) W2(#/in) X1(in) X2(in)

Max. Span Deflection = -0.1356" (Span 2, @ 90.00")Max. Positive Moment = 10526"# (Span 1, @ 46.50")Max. Negative Moment = -18087"# (Span 3, @ 42.00")

1 124.000 12.695 3.368 1.0e+007 2 90.000 12.695 3.368 1.0e+007Splice 3 42.000 12.695 3.368 1.0e+007 4 104.000 12.695 3.368 1.0e+007

1 9.417 9.417 0.000 124.000 2 9.417 9.417 0.000 90.000 3 9.417 9.417 0.000 42.000 4 9.417 9.417 0.000 104.000

3

45

1

Joints Free to Displace

Free Joints - 3

Support Reactions Joint Pounds

1 445 2 1337 4 1292 5 316

12

9.417 lb/in

Maximum distributed load vshown only, see distributetable for detailed informa

1

Joints Free to Displace

Free Joints - 3

Support Reactions Joint Pounds

1 445 2 1337 4 1292 5 316

12

9.417 lb/in

Maximum distributed load vshown only, see distributetable for detailed informa

w_WL = (30")(22.6 psf/144) = 9.417 lb/in P_DL,1 = (9.417)(8/22.6)(214") = 713 lb P_DL,4 = (9.417)(8/22.6)(146") = 487 lb

Cole County Law EnforcementCbeam 2000

...10/14/2010 10:33 File: W4-int2

Mark 'W4' - Intermed. vert analysis (2nd from right, 22.6 psf)

By: jeb

Beam Results

Member Information

Span Length(in) I(in^4) S(in^3) E(psi)

Max. Span Deflection = -0.1651" (Span 2, @ 90.00")Max. Positive Moment = 4719"# (Span 4, @ 72.80")Max. Negative Moment = -19920"# (Span 4, @ 0.00")

1 88.000 12.695 3.368 1.0e+007 2 90.000 12.695 3.368 1.0e+007Splice

Cole County Law EnforcementCbeam 2000

...10/14/2010 10:33 File: W4-int2

Mark 'W4' - Intermed. vert analysis (2nd from right, 22.6 psf)

By: jeb

Beam Results

Member Information

Span Length(in) I(in^4) S(in^3) E(psi)

Max. Span Deflection = -0.1651" (Span 2, @ 90.00")Max. Positive Moment = 4719"# (Span 4, @ 72.80")Max. Negative Moment = -19920"# (Span 4, @ 0.00")

1 88.000 12.695 3.368 1.0e+007 2 90.000 12.695 3.368 1.0e+007Splice

1

Distributed Load InformationSpan W1(#/in) W2(#/in) X1(in) X2(in)

Joints Free to Displace

Free Joints - 3

Support Reactions Joint Pounds

3 42.000 12.695 3.368 1.0e+007 4 104.000 12.695 3.368 1.0e+007

1 9.417 9.417 0.000 88.000 2 9.417 9.417 0.000 90.000 3 9.417 9.417 0.000 42.000 4 9.417 9.417 0.000 104.000

1 264 2 1136 4 1353 5 298

12

3

45

9.417 lb/in

Maximum distributed load vshown only, see distributetable for detailed informa

1

Distributed Load InformationSpan W1(#/in) W2(#/in) X1(in) X2(in)

Joints Free to Displace

Free Joints - 3

Support Reactions Joint Pounds

3 42.000 12.695 3.368 1.0e+007 4 104.000 12.695 3.368 1.0e+007

1 9.417 9.417 0.000 88.000 2 9.417 9.417 0.000 90.000 3 9.417 9.417 0.000 42.000 4 9.417 9.417 0.000 104.000

1 264 2 1136 4 1353 5 298

12

3

45

9.417 lb/in

Maximum distributed load vshown only, see distributetable for detailed informa

w_WL = (30")(22.6 psf/144) = 9.417 lb/in P_DL,1 = (9.417)(8/22.6)(178") = 593 lb P_DL,4 = (9.417)(8/22.6)(146") = 487 lb

Cole County Law EnforcementCbeam 2000

...10/14/2010 10:44 File: W4-int3

Mark 'W4' - Intermed. vert analysis (3rd from right, 22.6 psf)

By: jeb

Beam Results

Cole County Law EnforcementCbeam 2000

...10/14/2010 10:44 File: W4-int3

Mark 'W4' - Intermed. vert analysis (3rd from right, 22.6 psf)

By: jeb

Beam Results

1

Member Information

Span Length(in) I(in^4) S(in^3) E(psi)

Distributed Load InformationSpan W1(#/in) W2(#/in) X1(in) X2(in)

Joints Free to Displace

Free Joints - 3

Support Reactions Joint Pounds

Max. Span Deflection = -0.1720" (Span 2, @ 90.00")Max. Positive Moment = 4590"# (Span 4, @ 72.80")Max. Negative Moment = -20348"# (Span 4, @ 0.00")

1 52.000 12.695 3.368 1.0e+007 2 90.000 12.695 3.368 1.0e+007Splice 3 42.000 12.695 3.368 1.0e+007 4 104.000 12.695 3.368 1.0e+007

1 9.417 9.417 0.000 52.000 2 9.417 9.417 0.000 90.000 3 9.417 9.417 0.000 42.000 4 9.417 9.417 0.000 104.000

1 8 2 1043 4 1368 5 294

12

3

45

9.417 lb/in

Maximum distributed load vshown only, see distributetable for detailed informa

1

Member Information

Span Length(in) I(in^4) S(in^3) E(psi)

Distributed Load InformationSpan W1(#/in) W2(#/in) X1(in) X2(in)

Joints Free to Displace

Free Joints - 3

Support Reactions Joint Pounds

Max. Span Deflection = -0.1720" (Span 2, @ 90.00")Max. Positive Moment = 4590"# (Span 4, @ 72.80")Max. Negative Moment = -20348"# (Span 4, @ 0.00")

1 52.000 12.695 3.368 1.0e+007 2 90.000 12.695 3.368 1.0e+007Splice 3 42.000 12.695 3.368 1.0e+007 4 104.000 12.695 3.368 1.0e+007

1 9.417 9.417 0.000 52.000 2 9.417 9.417 0.000 90.000 3 9.417 9.417 0.000 42.000 4 9.417 9.417 0.000 104.000

1 8 2 1043 4 1368 5 294

12

3

45

9.417 lb/in

Maximum distributed load vshown only, see distributetable for detailed informa

w_WL = (30")(22.6 psf/144) = 9.417 lb/in P_DL,1 = (9.417)(8/22.6)(142") = 473 lb P_DL,4 = (9.417)(8/22.6)(146") = 487 lb

Cole County Law EnforcementCbeam 2000

...10/14/2010 10:52 File: W4-int4

Mark 'W4' - Intermed. vert analysis (4th from right, 22.6 psf)

By: jeb

Beam Results

Member Information

Span Length(in) I(in^4) S(in^3) E(psi)

Distributed Load InformationSpan W1(#/in) W2(#/in) X1(in) X2(in)

Joints Free to Displace

Free Joints - 2

Support Reactions Joint Pounds

Max. Span Deflection = -0.3356" (Span 1, @ 83.70")Max. Positive Moment = 13730"# (Span 1, @ 54.00")Max. Negative Moment = -29664"# (Span 3, @ 0.00")

1 108.000 12.695 3.368 1.0e+007Splice 2 42.000 12.695 3.368 1.0e+007 3 104.000 12.695 3.368 1.0e+007

1 9.417 9.417 0.000 108.000 2 9.417 9.417 0.000 42.000 3 9.417 9.417 0.000 104.000

1 509 3 1679 4 204

1

2

34

9.417 lb/in

Maximum distributed load vshown only, see distribute

Cole County Law EnforcementCbeam 2000

...10/14/2010 10:52 File: W4-int4

Mark 'W4' - Intermed. vert analysis (4th from right, 22.6 psf)

By: jeb

Beam Results

Member Information

Span Length(in) I(in^4) S(in^3) E(psi)

Distributed Load InformationSpan W1(#/in) W2(#/in) X1(in) X2(in)

Joints Free to Displace

Free Joints - 2

Support Reactions Joint Pounds

Max. Span Deflection = -0.3356" (Span 1, @ 83.70")Max. Positive Moment = 13730"# (Span 1, @ 54.00")Max. Negative Moment = -29664"# (Span 3, @ 0.00")

1 108.000 12.695 3.368 1.0e+007Splice 2 42.000 12.695 3.368 1.0e+007 3 104.000 12.695 3.368 1.0e+007

1 9.417 9.417 0.000 108.000 2 9.417 9.417 0.000 42.000 3 9.417 9.417 0.000 104.000

1 509 3 1679 4 204

1

2

34

9.417 lb/in

Maximum distributed load vshown only, see distribute

w_WL = (30")(22.6 psf/144) = 9.417 lb/in P_DL,1 = (9.417)(8/22.6)(108") = 360 lb P_DL,3 = (9.417)(8/22.6)(146") = 487 lb

1

table for detailed informa

1

table for detailed informa