PROCESSES - Garfield County, Colorado Specifications.pdfSeismic Design Category = B Seismic Response...

PROCESSES U N L I M IT E D~~Ji

Int ernationa l ,

Lee Burkett Wedge Measurement and Control 301 Thomas Place Fort Worth, TX 76140

October 12, 2009

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Reference: Level 3 RTU Building 7'-7" x 11 '-4" x 7'-10" high, Prefabricated Metal Building I - Utility Shelter Construction Type V-B Mesa County, CO

L1ear Mr. Burkett:

This letter is to certify that Processes Unlimited has analyzed the prefabricated metal building listed above, for Mesa County, Colorado. The following design loads were used:

Wall Dead Load = 1 0 psf

Roof Dead Load= 7.5 psf

Roof Live Load = 20 psf

Roof Snow Load = 100 psf

Floor Live Load = 125 psf

Wind Load = 130 mph, exposure C

Seismic Design Category = B

Seismic Response Coefficients: Ss = 0.353

S1 = 0.1

Sheet metal material shall conform to ASTM A653 CS, Fy = 33 ksi.

The attached calculations show that the 7'-7" x 11 '-4" metal building can withstand the loads listed above when checked per the 2006 International Building Code and ASCE 07-02. The shop drawings will have a Colorado P.E. stamp.

Best Regards,

Shan Chen, P.E. Processes Unlimited International, Inc.

Cc: Project File; S. Clay; M. Rand

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AdhesiVe Anchonng Systems

4.2.5 HIT-ICE/HIT-HV 150 Adhesive Anchoring System

HIT-ICE/HIT-HY 150 Allowable and Ultimate Bond/Concrete Capacity for HAS Rods in Normal-Weight Concrete1 ~,3

HIT-ICE/HIT-HY 150 Allowable Bond/Concrete Caoacltv HIT-ICE/HIT-HY 150 Ultimate Bond/Concrete Capacity_ Tensile Shear Tensile Shear

Anchor Embedment 1', = 2000 psi 1',= 4000 psi 1',= 2000 psi 1',=4000psl 1',= 2000 psi Diameter Depth {13.8 MPa) {27.6 MPa} {13.8MPa} {27.6 MPa} {13.8 MPa) in{mm} in{mm} lb (kN) lb {kN} lb {kN) lb (kN) lb (kN)

1-3/4 720 1265 1395 1970 2710 {44} @.~ {5.6} {6~ {8.8} {12.1}

3/8 3-112 q~ 2705 ('3335.) 4715 7120 {9.5} {89} ---{12.0} {14.8} {21.0} {31 ,7)

5-1/4 2635 2800 6120 8655 9880 {133} ~ 1.7) {12.5} {27.2} {38.5} {44.0} 2-1/8 1220 1575 1980 2800 4580 {54} {5.4} {7.0} {8.8} {12.5} {20.4}

1/2 4-1/4 2725 3935 5150 7280 10220 {12.7} {108} {12.1} {17.5) {22.9} {32.4} {44.5}

6-3/8 4300 5295 9455 13375 16140 {162} {19.1} {23.6} {42.1} {59.5} {71.8} 2-112 1620 1985 2460 3480 6090 {64} {7.2} {8.8} {10.9} {15.5) {27.1}

5/8 5 4395 5250 7350 10390 16480 {15.9} {127} {19.6} {23.4} {32.7} {46.2} {73.3}

7-112 6025 8225 13495 19080 22595 {191} {26.8} {36.6} {60.0} {84.9} {100.5} 3-3/8 2365 3925 5435 7680 8870 (86} {10.5} (17.5) (24.2} (34.2} (39.5}

3/4 6-5/8 4655 8885 12270 17355 17460 (19.1} (168} {20.7} (39.5} (54.6} (77.2} {77.7)

10 9515 12140 22755 32180 35695 (254} (42.3} (54.0} (1 01.2) (143.1} {158.8) 3-3/4 3080 4800 6705 9480 11555 (95} (13.7) {21.4) (29.8} (42.4} (51.4)

7/8 7-1/2 7845 11020 15960 22575 29430 {22.2} (1 91) (34.9) (49.0} (71 .0) {100.4} (130.9}

11-1/4 13330 16645 29330 41475 49990 {286} (59.3} {74.0) (130.5} (184.5} (222.4} 4-1/8 3445 4865 8265 11685 12920 {105} (15.3) (21.6} (36.8} (52.0) {57.5}

1 8-1/4 8330 11635 19690 27840 31250 {25.4) (210) (37.1) {51.8) (87.6) {123.8) (139.0}

12-3/8 15540 19525 36170 51150 58280 (314) (69.1} {86.85} (160.9} (227.5} {259.3)

6 4645 7000 14760 20870 17430 (152} (20.7) {31.1} (65.7) {92.8} {77.5)

1-1/4 12 15490 20770 38615 54610 58085 {31.8) {305) (68.9) (92.4) (171.8} {242.9) (258.4)

15 19210 26815 53960 76315 72040 (381} (85.5) (119.3} (240.0} (339.5) {320.5)

1 Influence factors for spacing and/or edge distance are applied to concrete/bond values above, and then compared to the steel value. The lesser of the values is to be· used for the design.

2 For he1 2: hllDJll average ultimate concrete shear capacity based on Concrete Capacity Design (CCD) method. For he1 < hnDITl average ultimate concrete shear values based on testing.

1',= 4000 psi fl~= 2000 psi t•~= 4000 psi {27.6 MPa) {13.8MPa} {27.6 MPa}

lb (kN} lb (kN} lb (kN}

4750 4175 5900 {21.1} {18.6} {26.2} 10160 10000 14140 {45.2} {44.5} {62.9} 10510 18360 25960 {46.8} {81.7} {115.5} 5910 5940 8400 {26.3} {26.4} {37.4} 14760 15440 21840 {65.7} {68.7) {97.1} 19860 28360 40120 {88.3} {126.2} {178.5} 7460 7380 10440 {33.2} {32.8} {46.4} 19690 22040 31160 {87.6} {98.0} {138.6} 30850 40480 57240 {137.2} (180.0} {254.6} 14720 16295 23040 {65.5} {72.5) (102.5} 33330 36800 52060 (148.3} {163.7) (231.6) 45530 68260 96540 (202.5) (303.6) {429.4) 18000 20105 28430 {80.1) {89.4) {126.5) 41000 47880 67720 {182.3} {213.0} {301.2) 62425 87980 124420 {277.7) (391.4} {553.4) 18250 24790 35050 (81.2} (110.3} {155.9) 43640 59060 83520 (194.1) (262.7) {371 .5) 73220 108500 153440 (325.7} (482.6) {682.5) 26265 44280 62610 (116:8} (197.0) {278.5) 77900 115840 163820 (346.5} (515.3) {728. 7) 100560 161880 228940 (447.3} {720.1} (1 018.4)

3 All values based on holes drllled with carbide bit and cleaned with compressed air and a wire brush per manufacturer's Instructions.

204 Hilti, Inc. (US) "l-800-879-8000 I www.us.hiltl.com I en espal'io11-800-879-5000 I Hlltl (Canada) Corp. 1·800-363-4458 I www.hilti.ca I Product Technical Guide 2008

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Moments of inertia:

Product of inertia: Radii of gyration:

1. 038936 43.931778

X: -7.549713 Y: -0.598603 X: 0.000000 Y: 0. 000000 X: 0.962010 Y: 31.070865

XY: 0. 503533 X: 0.962266 Y: 5.468676

8.052887 2.201397

Principal moments and X-Y directions about centroid: I: 0.953591 along [0.999860 0.016717] J: 31.079284 along [-0.016717 0.999860]

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Adhesive Anchoring Systems

HIT-HV 150 MAX Adhesive Anchoring System 4.2.4

HI T-HY 150 MAX Allowable and Ultimate Bond/Concrete Capacity for HAS Rods in Normal Weight Concrete 1, 2, 3

HIT-HY 150 MAX Allowable Bond/Concrete Capacity HIT-HY 150 MAX Ultimate Bond/Concrete Capacity

Tensile Shear Tensile Shear

Anchor Embedment f'c = 2000 psi f'c= 4000 psi f'c = 2000 psi f'c• 4000 psi f'c•2000psl Diameter Depth

(13.8 MPa) (27.6 MPa) (13.8 MPa) (27.6 MPa) (13.8MPa) in(mm) in(mm) ib (kN) lb (kN) lb (kN) lb (kN) lb (kN)

1 3/4 725 1155

(44) (3.2) (5.1)

·3/8 33/8 2110 3055

(9.5) (86) (9.4) (13.6)

4112 2150 3055

(114) (9.6) (13.6)

21/4 1385 2090

(57) ..-(S9l, (9.3)

112 4112 l_ 4000) 4980

(12.7) (114) l1i":BJ" (22.2)

6 4705 4980

(152) (20.9) (22.2)

2 7/8 1940 2730

(73) (8.6) (12.1)

5/8 55/8 5955 8410

(15.9) (143) (16.5) (37.4)

7112 7320 8410

(190) (32.6) (37.4)

3 3/8 2625 4295

(86) (11.7) (19.1)

3/4 63/4 6460 9985

(19.1) (172) (28.7) (44.4)

9 11175 11175

(229) (49.7) (49.7)

4 3375 5300

(1 01) (15.0) (23.6

7/8 7 7/8 9910 14815

(22.2) (200) (44.1) (65.9)

10112 14385 15345

(267) (64.0) (68.3)

4112 5210 6570

(114) (23.2) (29.2)

1 9 11595 17475

(25.4) (229) (51.6) (77.7)

12 17340 18685

(305) (77.1) (83.1)

55/8 6985 9935

(143) (31.1) (44.2)

1114 111/4 18345 30085

(31.8) (286) (81.6) (133.8)

15 25575 30085

(381) (113.8) (133.8)

1 Influence factors for spacing and edge distance are applied to concrete/bond values above, and then compared to the steel value, The lesser of the values Is to be used for the design,

1675 2360 2900

(7.5) (10.5) (12.9)

3155 4460 8440

(14.0) (19.8) (37.5)

4855 6860 8600

(21.6) (30.5) (38.3)

2750 3890 5540

~ (17.3) (24.6)

-~~ 7935 16000

.0) (35.3) (71.2)

8635 12210 18820

(38.4) (54.3) (83.7)

4095 5790 7760

(18.2) (25.8) (34.5)

8760 12395 23820

(39.0) (55.1) (106.0)

13495 19080 29280

(60.0) (84.9) (130.2)

6110 8635 10500

(27.2) (38.4) (46.7)

12615 17840 25840

(56.1) (79.4) (114.9)

19430 27470 44700

(86.4) (122.2) (198.8)

7670 10840 13500

(34.1) (48.2) (60.1)

17175 24290 39640

(76.4) (108.0) (176.3)

26440 37390 57540

(117.6) (166.3) (255.9)

9990 14120 20840

(44.4) (62.8) (92.7)

22435 31720 46380

(99.8) (141.1) (206.3)

34535 48830 69360

(153.6) (217.2) (308.5)

13180 18640 27940

(58.6) (82.9) (124.3)

35050 49570 73380

(155.9) (220.5) (326.4)

53960 76300 102300

(240.0) (339.4) (455.1)

2 For h.,:: h""" average ultimate concrete shear capacity based on Concrete Capacity Design {CCD) method. For h,, < h .. ., average ultimate concrete shear values based on testing.

f'c=4000psi f'c= 2000 psi f'c = 4000 psi (27.6 MPa) (13.8 MPa) (27.6 MPa)

lb (kN) lb (kN) ib (kN)

4620 5020 7080

(20.6) (12.3) (31.5)

12220 9460 13380

(54.4) (42.1) (59.5)

12220 14560 20580

(54.4) (64.8) (91.5)

8360 8240 11660

(37.2) (6.7) (51.9)

19920 16820 23800

(88.6) (74.8) (105.9)

19920 25900 36620

(88.6) (115.2) (162.9)

10920 12280 17360

(48.6) (54.6) (77.2)

33640 26280 37180

(149.6) (116.9) (165.4)

33640 40480 57240

(149.6) (180.1) (254.6)

17180 18320 25900

(76.4) (81.5) (115.2)

39940 37840 53520

(177.7) (168.3) (238.1)

44700 58280 82400

(198.8) (259.2) (366.5)

21200 23000 32520

(94.3) (102.3) (144. 7)

59260 51520 72860

(263.6) (229.2) (324.1)

61380 79320 112160

(273.0) (352.8) (498.9)

26280 29960 42360

(116.9) (133.3) (188.4)

69900 67300 95160

(310.9) (299.4) (423.3)

74740 103600 146480

(332.5) (460.8) (651.6)

39740 39540 55920

(176.8) (175.9) (248.7)

120340 105140 148700

(535.3) (467.7) (661.4)

120340 161880 228900

(535.3) (720.1) (1018.2)

3 AU values based on holes drilled with carbide bit and cleaned with compressed air and wire brush per manufacturer's Instructions.

Hilt!, Inc. {US) 1-800-879-8000 I www.us.hilti.com I en espafiol 1-800-879-5000 1 Hill! (Canada) Corp. 1-800-363-4458 I www.hHtl.ca I Product Technical Guide 2008 179

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Connections for Use with the 2007 North American Cold-Formed Steel Specification

Table IV -10a

Screw Diameter Designation in.

#6 0.138

#8 0.164

#10 0.190

#12 0.216

1/4 in. 0.250

Table IV- 10b

Screw Diameter Designation in.

#6 0.138

#8 0.164

#10 0.190

#12 0.216

1/4 in. 0.250

Screws Pull-Out· Fu = 45 ksi 0=3.0

Representative Thicknesses ~ = 0.5

Nominal Pullout Strength, Poot, kips Thickness of member not in contact with the screw head, in.

0.036 0.048 0.060 0.075 0.090 0.105 0.135

0.190 0.253 0.317 0.396 0.475 0.554 0.713

0.226 0.301 0.376 0.470 0.565 0.659 0.847

0.262 0.349 0.436 l 0.545..1 0.654 0.763 J 0.981

0.297 0.397 0.496 0.620 0.744 0.868 1.12

0.344 0.459 0.574 0.717 0.861 1.00 1.29

Screws Puii,Out • Fu = 65 ksi 0=3.0

Representative Thicknesses ~ =0.5

Nominal Pullout Strength, P,,., kips Thickness of member not in contact with the screw head, in.

0.036 0.048 0.060 0.075

0.274 0.366 0.457 0.572

0.326 0.435 0.544 0.680

0.378 0.504 0.630 r·o.7B.ZJ.

0.430 0.573 0.716 0.895

0.497 0.663 0.829 1.04

Note: Available Strengths are: ASD: Pnot/ 0 LRFD: ~Pnot

0.090 0.105 0.135

0.686 0.801 1.03

0.815 0.951 1.22

0.945 1.10 ) 1.42

1.07 1.25 1.61

1.24 1.45 1.86

IV-19

j l I

' i ;'~

·~

.9onnections for Use with the 2007 North American Cold-Formed Steel Specification IV-15

Table IV· 9a Screws

Shear of Sheet· Fu = 45 ksi !1=3.0

Representative Thicknesses $ =0.5

Nominal Shear Strength, P,, kips Thickness of

Screw Diameter member in Thickness of member not in contact with the screw head, in.

Designation in. contact with screw head, ln.

0.036

0.048

#6 0.138 0.060

0.075

0.090

0.105

0.135

0.036

0.048

#8 0.164 0.060

0.075

0.090

0.105

0.135

0.036

~ #10 0.190 0.060

O.D75

0.090

0.105 '

0.135

0.036

0.048

#12 0.216 0.060

0.075

0.090

0.105

0.135

0.036

0.048

1/4 in. 0.250 0.060

0.075

0.090

0.105

0.135

0.036 0.048 0.060

0.480 0.604 0.604

0.480 0.738 0.805

0.480 0.738 1.01

0.480 0.738 1.01

0.480 0.738 1.01

0.480 0.738 1.01

0.480 0.738 1.01

0.523 0.717 0.717

0.523 0.805 0.956

0.523 0.805 1.12

0.523 0.805 1.12

0.523 0.805 1.12

0.523 0.805 1.12

0.523 0.805 1.12

0.563 0.831 0.831

0.563 0.866 1.11

0.563 0.866 1.21.

0.563 0.866 1.21

0.563 0.866 1.21

0.563 0.866 1.21

0.563 0.866 1.21

0.600 0.928 0.945

0.600 0.924 1.26

0.600 0.924 1.29

0.600 0.924 1.29

0.600 0.924 1.29

0.600 0.924 1.29

0.600 0.924 1.29

0.645 1.02 1.09

0.645 0.994 1.40

0.645 0.994 1.39

0.645 0.994 1.39

0.645 0.994 1.39

0.645 0.994 1.39

0.645 0.994 1.39

Note: Available Strengths are: ASD: P"'/ !l LRFD: ¢Pns

0.075 I 0.090 0.105 0.135

0.604 0.604 0.604 0.604

0.805 0.805 0.805 0.805

1.01 1.01 1.01 1.01

1.26 1.26 1.26 1.26

1.26 1.51 1.51 1.51

1.26 1.51 1.76 1.76

1.26 1.51 1.76 2.26

0.717 0.717 0.717 0.717

0.956 0.956 0.956 0.956

1.20 1.20 1.20 1.20

1.49 1.49 1.49 1.49

1.49 1.79 1.79 1.79

1.49 1.79 2.09 2.09

1.49 1.79 2.09 2.69

0.831 0.831 0.831 0.831

1.11 1.11 c® 1.11

1.39 1.39 1.39 1.39

~ 1.73 1.73 1.73

1.69 2.08 2.08 2.08

1.69 2.08 2.42 2.42

1.69 2.08 2.42 3.12

0.945 0.945 0.945 0.945

1.26 1.26 1.26 1.26

1.57 1.57 1.57 1.57

1.80 1.97 1.97 1.97

1.80 2.36 2.36 2.36

1.80 2.36 2.76 2.76

1.80 2.36 2.76 3.54

1.09 1.09 1.09 1.09

1.46 1.46 1.46 1.46

1.82 1.82 1.82 1.82

1.94 2.28 2.28. 2.28

1.94 2.55 2.73 2.73

1.94 2.55 3.19 3.19

1.94 2.55 3.19 4.10

IV-16 Connections for Use with the 2007 North American Cold-Formed Steel Specification •

Screws Shear of Sheet- Fu = 65 ksl Representative Thicknesses

Nominal Shear

Screw Diameter member' in Thickness of member not in contact with screw head, in.

Designation in. contact with 0.105 screw in. 0.036 0.048 0.060 0.075 0.090

0.036 0.693 0.872 0.872 0.872 0.872 0.872

0.048 0.693 1.07 1.16 1.16 1.16 1.16

#6 0.138 0.060 0.693 1.07 1.45 1.45 1.45 1.45 1.45

0.075 0.693 1.07 1.45 1.82 1.82 1.82 1.82

0.090 0.693 1.07 1.45 1.82 2.18 2.18 2.18

0.105 0.693 1.07 1.45 1.82 2.18 2.54 2.54

0.693 1.45 1.82 2.18 2.54 3.27

0.036 0.755 1.04 1.04 1.04 1.04 1.04 1.04

0.048 0.755 1.16 1.38 1.38 1.38 1.38 1.38

#8 0.164 0.060 . 0.755 1.16 1.62 1.73 1.73 1.73 1.73

0.075 0.755 1.16 1.62 2.16 2.16 2.16 2.16

0.090 0.755 1.16 1.62 2.16 2.59 2.59 2.59

0.105 0.755 1.16 1.62 2.16 3.02 3.02

0.755 1.62 2.16

0.036 0.813 1.20 1.20 1.20

0.048 0.813 1.25 1.60 1.60

#10 0.190 0.060 0.813 1.25 1.75 2.00 2.00

0.075 0.813 1.25 1.75 i,i44 I 2.50

0.090 0.813 1.25 1.75 2.44 3.00

0.105 0.813 1.25 1.75 2.44 3.00

0.813 1.25 1.75 2.44 3.00

0.036 0.867 1.34 1.36 1.36 1.36

0.048 0.867 1.33 1.82 1.82 1.82

#12 0.216 0.060 0.867 1.33 1.86 2.27 2.27 2.27

0.075 0.867 1.33 1.86 2.61 2.84 2.84

0.090 0.867 1.33 1.86 2.61 3.41 3.41

0.105 0.867 1.33 1.86 2.61

0.135 0.867 1.33 2.61

0.036 0.932 1.47 1.58 1.58

0.048 0.932 1.44 2.02 2.11 2.11 2.11

1/4in. 0.250 0.060 0.932 1.44 2.01 2.63 2.63 2.63

0.075 0.932 1.44 2.01 2.80 3.29 3.29

0.090 0.932 1.44 2.01 2.80 3.69 3.95

0.105 0.932 1.44 2.01 2.80 3.69 4.61

0.135 0.932 3.69 4.61

Note: Available Strengths are: ASO: Po./ll LRFD:~Pns

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9

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2

3

4

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8

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11::

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8

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CLIENT

PLANT

SUBJECT

IOPDI OPTIMIZED PROCESS DESIGNS, INC. ENGINEERS AND CONSTRUCTORS

KATY, TEXAS

I. oPD JJRAWING-; Tf PJ :?43 G- <J3J-053c:>;

SHEET NO. I 0 F 2 DATE I 0·!2. ·()"') JOB NO. 07(} fJ c;;; BY ..) y,)) CHKD.

2., STfWC.TOfV'JL C/JLC, BY PP,oC-ESSE.S UNLIMITED (/..O!JPS)

3. '1'/E:oc;,r: DWCiJ, 77 LE'VfL THME ruu Bu/LDJN6,-I-J2·12

4. G.MT8CH/YICM ASPor<:T hy KLt!NFELDER

LOADS

PT'I),., ~ c,, 2£ J o t L r 5 r Fs 2 71 n ) f..,.,,i, ~ /,b!J'-f ,,Dt\;) (fg 2-Gjt7) I

Y w;ND = 13 c, t1 ( f3 ., /27) = sH£191<.. oN /,M I!J!.OTH

" 1 fDN. ::- (J3G //; x JJ,3jJ,oz'lj 4 • 377 l.b

PIER. T P. 'I /2.'' ~ WIND t. ~ D CoAJTRO L.S

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'

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D I I LYr-tlJ I I I ?21 I -~

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=

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k~*~*************************************************************************** SPREAD FOOTING DESIGN AND ANALYSIS PROGRAM, VERSION 1. 0 /0-18.-06; Copyright (C) 1987 by Concrete Reinforcing Steel Institute ?3 ~~~ * "****************************************************************************

LOCATION - 07086 BUILDING #14 COLUMN REACTIONS

AXIAL LOAD -ECCENTRICITY (MAJOR AXIS) -

(MINOR AXIS) -BENDING MOMENT (MAJOR AXIS) -SHEAR LOAD (MAJOR AXIS) -BENDING MOMENT (MINOR AXIS) -SHEAR LOAD (MINOR AXIS) -

FOUNDATION PARAMETERS FOOTING WIDTH -FOOTING LENGTH -FOOTING THICKNESS -

PEDESTAL HEIGHT -PEDESTAL LENGTH -PEDESTAL WIDTH -

HEIGHT OF SOIL ABOVE FOOTING -WEIGHT OF SOIL ABOVE FOOTING -FLOOR OR GROUND SURCHARGE -

-1.7 0 0 0 0 0 .38

3.5 3.5 1

3.5 1 1

2.5 100 0

KIPS FEET FEET KIP-FT KIPS KIP-FT KIPS

FEET FEET FEET

FEET FEET FEET

FEET PCF PSF

*******************************~******************************************** RESULTS OF ANALYSIS

*****~******************************************~******************************

FOUNDATION CORNER 1 -CORNER 2 CORNER 3 CORNER 4

CORNER SOIL .52 KSF .04 KSF .52 KSF .04 KSF

BEARING PRESSURES

FACTOR OF SAFETY AGAINST OVERTURNING (MAJOR AXIS) -FACTOR OF SAFETY AGAINST OVERTURNING (MINOR AXIS) -

TOTAL WEIGHT OF FOOTING AND LOAD - 3.48 KIPS RESISTING MOMENT (MAJOR AXIS) - 6.08 KIP-FT RESISTING MOMENT (MINOR AXIS) - 6.08 KIP-FT OVERTURNING MOMENT (MAJOR AXIS) - 0 KIP-FT OVERTURNING MOMENT (MINOR AXIS) - 1.71 KIP-FT

99999 3.56

PROCESSES - Garfield County, Colorado Specifications.pdfSeismic Design Category = B Seismic Response...

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