01.4 Calculations.pdf

CALCULATIONS

FINAL Design Submittal

STRUCTURAL STEEL BEAM

RUST REMEDIATION

USDA-ARS

NATIONAL COLD WATER MARINE

AQUACULTURE CENTER

FRANKLIN, MAINE

Prepared For:

U.S. DEPARTMENT OF AGRICULTURE

Agricultural Research Service

(Project Number: FY19 HPRL Project 09)

Prepared By:

THE JOHNSON-McADAMS FIRM, P.A.

Greenwood, Mississippi

May 18, 2021

USDA - Franklin Plywood Decking

The Johnson – McAdams Firm, PA 4/20/2021 Greenwood, MS 38930

Steel Rust Remediation FINAl Design

Structural

TABLE 2

UNIFORM LOADS (PSF) ON TOUCH-SANDED (GROUP 1 OR SPAN RATED) PLYWOOD PANELS

MULTI-SPAN, NORMAL DURATION OF LOAD, DRY CONDITIONS

Thickness Face Grain Parallel to Supports (inches) Load Face Grain Across Supports Span, Center-to-Center or Span Governed Span, Center-to-Center of Supports (inches) of Supports (inches) Rating By

12 16 19.2 24 30 32 36 40 48 60 12 16 24

L/360 433 197 116 60 31 25 22 16 11 40 17 6 1/2 L/240 650 295 175 91 46 38 34 24 16 61 25 9 or L/180 867 393 233 121 62 51 45 33 22 81 34 12

16 oc Bending 345 194 135 86 55 49 31 25 17 84 47 17 Shear 389 281 231 181 143 134 114 102 88 251 182 113

L/360 607 275 163 85 43 36 31 23 15 7 109 46 17 19/32, L/240 911 413 245 127 65 54 47 34 23 11 164 69 25 5/8 or L/180 1214 551 326 169 87 71 63 46 30 15 219 92 33 20 oc Bending 401 225 157 100 64 56 36 29 20 13 186 105 37

Shear 490 354 290 228 180 169 143 128 111 87 295 214 132

L/360 915 436 265 141 73 61 53 39 26 13 197 86 32 23/32, L/240 1373 655 398 211 110 91 80 59 39 19 295 129 47 3/4 or L/180 1831 873 531 282 147 121 107 78 52 26 393 171 63 24 oc Bending 535 301 209 134 86 75 48 39 27 17 287 161 57

Shear 602 436 357 281 222 207 176 158 136 107 333 241 149

1-1/8 L/360 1884 1016 663 379 209 175 154 115 78 40 1202 583 233 2-4-1 L/240 2826 1524 995 569 314 263 231 172 118 60 1803 875 349

(Groups 1, L/180 3768 2032 1326 758 419 351 308 230 157 80 2405 1167 466 2 or 3) Bending 1343 755 524 336 215 189 119 97 67 43 1022 575 204 or 48 oc Shear 1029 745 610 480 379 354 301 269 233 184 781 566 350

TN,Z802.0 4/13/00 9:56 AM Page 3

© 1998 APA - The Engineered Wood Association

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USDA - Franklin Cold Formed Purlins

Greenwood, MS 38930

Steel Rust Remediation FINAL Design

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2.

B ot h fla ng es o f m em be r m us t b e fu lly b ra ce d.

. T he se lo ad s ar e ba se d on th e tra ns fe r o f t he s up po rt lo ad s di re ct ly to th e w eb o f t he s ec tio n by th e us e of c lip s or p la te s.

F or fl an ge s be ar in g di re ct ly o n st ru ct ur al , c on ta ct fa ct or y fo r se ct io n se le ct io n.

. S ee b ac k pa ge fo r w ei gh ts p er li ne al fo ot o f m em eb er s sh ow n he re

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T he s el ec tio n of s ec tio ns fo r y ou r a pp lic at io n is s ub je ct to fi na l a pp ro va l b y yo ur d es ig n pr of es si on al

8.

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USDA - Franklin Equipment Support

Greenwood, MS 38930

Steel Rust Remediation

2315⁄8" Framing System

15 ⁄8

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Channel Selection

CHANNEL SELECTION CHART

CHANNELS & COMBINATIONS IN DESCENDING ORDER OF STRENGTH

Channel Area

In2 (cm2) Weight lbs/ft (kg/m) I

In4 (cm4) s

In3(cm3) Allow. Moment

In-lbs (N•m)

P5001 1.793 6.10 6.227 1.916 48,180

11.57 9.1 259.2 31.4 5,440

P1004A 1.965 6.68 4.068 1.669 41,980

12.68 9.9 169.3 27.4 4,740

P5501 1.452 4.94 2.805 1.151 28,940

9.37 7.3 116.8 18.9 3,270

P1001C41 2.221 7.55 1.856 1.142 28,720

14.33 11.2 77.2 18.7 3,250

P5000 0.897 3.05 1.098 0.627 15,770

5.78 4.5 45.7 10.3 1,780

P1001 1.111 3.78 0.928 0.571 14,360

7.16 5.6 38.6 9.4 1,620

P1101 0.835 2.84 0.733 0.451 11,340

5.39 4.2 30.5 7.4 1,280

P3001 1.000 3.40 0.591 0.430 10,810

6.45 5.1 24.6 7.0 1,220

P5500 0.726 2.47 0.522 0.390 9,820

4.68 3.7 21.7 6.4 1,110

P2001 0.684 2.32 0.618 0.381 9,570

4.41 3.5 25.7 6.2 1,080

P9200 0.489 2.23 0.279 0.297 7,480

3.16 3.3 11.6 4.9 850

P4401 0.849 5.77 0.26 0.26 6,410

5.48 8.5 10.6 4.2 725

A1001 0.609 2.07 0.302 0.242 6,070

3.93 3.1 12.6 4.0 690

P9000 0.387 1.88 0.166 0.205 5,150

2.50 2.8 6.9 3.4 580

P1000 0.555 1.89 0.185 0.202 5,070

3.58 2.8 7.7 3.3 570

P3301 0.790 2.69 0.176 0.201 5,060

5.10 4.0 7.3 3.3 570

P4521 0.77 2.62 0.15 0.18 4,538

4.97 3.9 6.1 2.9 513

Combinations not shown in catalog are available on special order.

Consult factory for more details.

Channel Area

In2 (cm2) Weight lbs/ft (kg/m) I

In4 (cm4) s

In3(cm3) Allow. Moment

In-lbs (N•m)

P1100 0.418 1.42 0.145 0.162 4,060

2.69 2.1 6.0 2.6 460

P3000 0.500 1.70 0.120 0.153 3,850

3.23 2.5 5.0 2.5 430

P4101 0.579 1.97 0.117 0.143 3,610

3.74 2.9 4.9 2.4 410

P2000 0.342 1.16 0.125 0.140 3,520

2.21 1.7 5.2 2.3 400

P4001 0.478 1.66 0.104 0.128 3,210

3.14 2.5 4.3 2.1 360

A3301 0.459 1.56 0.077 0.103 2,590

2.96 2.3 3.2 1.7 290

P4400 0.424 2.89 0.053 0.092 2,300

2.74 4.3 2.2 1.5 260

A1000 0.305 1.04 0.061 0.086 2,170

1.96 1.5 2.5 1.4 250

P3300 0.395 1.34 0.037 0.072 1,800

2.55 2.0 1.5 1.2 200

P4520 0.384 1.31 0.031 0.064 1,615

2.48 1.9 1.3 1.0 183

A4001 0.264 0.90 0.037 0.058 1,470

1.70 1.3 1.5 1.0 170

P6001 0.213 0.73 0.045 0.055 1,400

1.38 1.1 1.9 0.9 160

P4100 0.290 0.98 0.026 0.054 1,360

1.87 1.5 1.1 0.9 150

P4000 0.244 0.83 0.023 0.049 1,230

1.57 1.2 0.9 0.8 140

A3300 0.230 0.78 0.017 0.038 950

1.48 1.2 0.7 0.6 110

P6000 0.107 0.36 0.009 0.020 510

0.69 0.5 0.4 0.3 60

P7001 0.148 0.50 0.007 0.018 460

0.96 0.8 0.3 0.3 50

P7000 0.074 0.25 0.002 0.007 170

0.48 0.4 0.1 0.1 20

Channel

Channel Dimensions Material & Thickness Hole Pattern Styles

Width Height Steel Stainless

Steel Alum. HS T WT KO SL DS H3 In (mm) In (mm) gauge gauge In (mm) Steel Only

P1000 15 8 (41.3) 15 8 (41.3) 12 ga 12 ga 0.109 (2.8) P1100 15 8 (41.3) 15 8 (41.3) 14 ga 14 ga — – – P2000 15 8 (41.3) 15 8 (41.3) 16 ga — — – – P3000 15 8 (41.3) 13 8 (34.9) 12 ga — — – – P3300 15 8 (41.3) 7 8 (22.2) 12 ga 12 ga — – – – P4000 15 8 (41.3) 13 16 (20.6) 16 ga 16 ga 0.078 (2.0) – – – P4100 15 8 (41.3) 13 16 (20.6) 14 ga — — – – – P4400 15 8 (41.3) 1(25.4) 12 ga — — – – – P4520 15 8 (41.3) 13 16 (20.6) 12 ga — — – – – P5000 15 8 (41.3) 31 4 (82.6) 12 ga 12 ga — – – P5500 15 8 (41.3) 27 16 (61.9) 12 ga — 0.109 (2.8) – –

Channel In (mm) In (mm) gauge gauge In (mm) 8)

0 555 202

0 790 2 69 0 176 0 201 5 060

USDA - Franklin Studs

Greenwood, MS 38930

Steel Rust Remediation

PROJECT : PAGE :

CLIENT : DESIGN BY :

JOB NO. : DATE: REVIEW BY :

INPUT DATA & DESIGN SUMMARY

SECTION & SPACING 400S200-68 @ 16 in o.c ( 50 ksi )

JOIST SPAN L = 6 ft

DEAD LOAD DL = 5 psf LIVE LOAD LL = 115 psf

LATERAL SUPPORTED ? 1 compression flange (0=No, 1=compression flange, 2=tension flange)

DEFLECTION LIMITATION FOR LIVE LOAD ? 2 L /360 THE DESIGN IS ADEQUATE.

(0=No., 1= L /240, 2= L /360, 3= L /180, 4= L /120)

ANALYSIS

SECTION PROPERTIES OF EACH METAL STUD (SSMA page 7 & 8) t = 0.0713 in Fy = 50 ksi Ixx = 1.589 in4 Mn/b = 25.41 in-kips h = 4 in Wt = 2.12 lb/ft Sxx = 0.766 in3 Vn/v = 5196 lbs

A = 0.622 in2 rx = 1.599 in ry = 0.75 in xo = -1.686 in

J = 0.001054 in4 Cw = 1.295 in6

CHECK MAX WEB DEPTH-TO-THICKNESS RATIO (AISI B1.2)

h / t = 56.10 < 200 [Satisfactory]

CHECK FLEXURAL CAPACITY (AISI C3.1)

Mn/b = 25.41 in-kips > M [Satisfactory]

Where M = [(DL+LL) S + Wt ] L2 / 8 = 8.75 in-kips S = 16 in o.c., spacing as given.

CHECK SHEAR CAPACITY (AISI C3.2)

Vn/V = 5196 lbs > V [Satisfactory]

Where V = [(DL+LL) S + Wt ] L / 2 = 486 lbs

CHECK LATERAL-TORSIONAL BUCKLING (AISI C3.1.2)

CASE 1: BOTH TOP & BOTTOM FLANGES UNSUPPORTED <== Does not apply.

51.3 ksi < 2.78 Fy = 139.0 ksi

> 0.56 Fy = 28.0 ksi

Where Cb = 1.0 ro = (rx 2 + ry

2 + xo 2)0.5 = 2.442 in

Sf = 0.80 in3

31.592 ksi

E = 29500 ksi (AISI pg xiv) G = 11300 ksi (AISI pg xvi)

Ky = 1.0

Kt = 1.0 22.825 ksi

Ly = 72 in

Lt = 72 in

= 40.5 ksi

USDA

Joist Design Based on AISI S100/SI-10 & ICBO ER-4943P

4/13/2021 10:19 aej Cricket B6 --- Franklin ME --- Ballanced Snowload

AC robFe ey tS f

E ey

K L ry y y

2 2

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, 2.78

1 , 2.78 0.56

9 36

, 0.56 forF F Fy e e

F y forF F F Fc y e e

Fe forF F Fe e e

USDA - Franklin Corroded Section and Build-Up

Greenwood, MS 38930

Steel Rust Remediation

(cont'd)

Mn/b = 19.29 in-kips > M [Satisfactory]

Where Sc = 0.80 in3 from SSMA page 7 & 8 b = 1.67

Mn = ScFc = 32.21 in-kips

M = [(DL+LL) S/12 + Wt ] L2 / 8 = 8.75 in-kips

CASE 2: BOTTOM FLANGE SUPPORTED ONLY <== Does not apply.

Mn/b = 16.05 in-kips > M [Satisfactory]

Where Se = 0.77 in3, from Sxx b = 1.67 R = 0.70 (AISI Table D6.1.1-1)

Mn = RSeFy = 26.81 in-kips

CHECK CAPACITY COMBINED BENDING & SHEAR AT ANY SAME SECTION (AISI C3.3.1)

= 0.357 < 1.0 [Satisfactory]

Where M = 8.75 in-kips V = 486 lbs

Vn/v = 5196 lbs b = 1.67

Mn = MIN( Bending , Buckling) = 42.435 in-kips

Mn/b = 25.41 in-kips, from SSMA page 7 & 8 for bending only.

= 0.34 < 0.5 = 0.09 < 0.7

= 0.3003 < 1.3 [Satisfactory]

CHECK DEFLECTION

0.10 in < L /360 = 0.20 in [Satisfactory]

DETERMINE SCREWS AT EACH LEG OF CONNECTION (SSMA page 48)

Vmax = 486 lbs vallow = 0 lbs / screw, for # 8 screws. = = > #8 screws inadequate.

523 lbs / screw, for # 10 screws. = = > (1)- # 10 screws required.

557 lbs / screw, for # 12 screws. = = > (1)- # 12 screws required.

Technical References:

1. AISI S100/SI-10, North American Specification for the Design of Cold-formed Steel Structural Members, with Supplement 1, 2010.

2. SSMA, Product Technical Information, ICBO ER-4943P, Steel Stud Manufactures Association, 2001.

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