JOHN F. BUTTS 8c ASSOC., INC. CONSULTING ENGINEERS 2480 VANTAGE DRIVE COLORADO SPRINGS, CO (719) FAX (719)

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3 JOHN F. BUTTS 8c ASSOC., INC. CONSULTING ENGINEERS 2480 VANTAGE DRIVE COLORADO SPRINGS, CO (719) FAX (719) April 22, 1999 New Tech Machinery Corporation Street ~ Denver, CO Re: Panel Analysis Report New Tech SS 150 Panel New Tech SS210-A Panel New Tech SS550 Panel New Tech SS675 Panel JFBA Job NO Gentlemen: Per your request, we have completed an analysis of the above referenced panels. The panels, with the structural properties indicated in this report, is certified to meet or exceed the requirements of the following design specifications: American Iron and Steel Institute, Specifications for the Design of Cold-Formed Steel SfnrcrUral Members, 1996 edition. The following documents are enclosed for your records: Panel cross-section Panel analysis, pages 1 to 183 Panel Span Load tables, pages S1 to S71. Panels widths greater than 14 inches exceed the AISI allowable ratios for the panel width element. The AISI specifications, Section B 1.1 (a) states: J "... stiffened elements having w/t ratios larger than 500 can be used with adequate design strength to sustain the required loads; however; substantial deformations of such elements usually will invalidate the design equations of this specification."

4 Before using the enclosed panel span tables, you will need to review the analysis reports for each panel. It is our opinion that the panels with wlt ratio elements exceeding 500 should be verified by testing before using the respective panel spzn tables. Please note that the panel analysis and Load Tables have been evaluated based on the assumption that the proper bearing, side laps, end laps, bracing, anchorage and structural supports are being utilized in the member's installation. We do not certify the installation method, attachment and supporting materials. If you have any questions, please call or write the undersigned. Sincerely, President

5 NOTE: MATERIAL USAGE: 5 13/16" 12" - 24" + IMlERlAL LEIIGIII rltdlslt 22- ow EP $$ REV ECNNO. DATE RELEASED BY - r ~ r ~ ~ s.xx = f.ol.xxx = f.005 FRACTION = f 1/32" ANGLE = f 1/2' DRAY111 BY SAWYER DATE CH"Coy DATE NEW TECH MACHINERY COORP. PART ILK SIZE SC~LE SS200 PANEL PROFILE A NONE SHEEl PAW IIUUIJER 1 OF^ SS200 RRISILVI 0

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7 PAGE NO. 3 7 Jshn F. Butts & Associates, Inc Vantage Drive Colorado Springs, CO (719) PROFILE ANALYSIS & DESIGN Per AISI Cold-Formed Steel Design Manual, 1996 Edition New Tech Panel FILE NAME: NT200 DIMENSIONS Line # 1 Angle Radius Length Line # 2 Angle Radius Length Line # 3 Angle Radius Length (R) = deg (R) = in (R) = in (R) = deg (R) = in (R) = 0.624in (R) = deg (R) = in (R) = in Line # 1 Angle Radius Length Line # 2 Angle Radius Length Line # 3 Angle Radius Length (L) = deg (L) = in (L) = in (L) = deg (L) = 0.040in (L) = in (L) = deg (L) = in (L) = in Panel Bottom Width = in Panel Overall Width = in Panel Overall Height= in Seam Rotation : 90 deg. Alloy: ASTM A653, G50 Fy = ksi Fv= 21.18ksi SPECIAL CONDITIONS QUALIFICATIONS PER AISI SPECIFICATIONS (a) Maximum w/t Ratio's Exceeded [SEC. Bl.l(a)] (b) Maximum h/t Ratio's Exceeded [SEC. B1.2(a)] No No PROPERTIES FOR LOAD/SPAN TABLES Aweb= in2 Sxp = in3 Sxp (per ft. of width) = in3 Sxn = in3 Sxn (per ft. of width) = in3 Ixp = in4 Ixp (per ft. of.width) = in4 Ixn = in4 Ixn (per ft. of width) = in4 Weight= 1.47 lb/lf

8 PAGE NO Member - Type Name Gage Hgt (in) Width (in) Lip (in) t (in) Weight lb/ft Coil Width (in) Panel PNL Gross Section Properties ~rea (in2) IX (in4) sx (in3) RX (in) YCg (in) IY (in4) SY (in3) RY (in) XCg (in) Effecti-ve Properties Ix (in4) Sx (in3) IY (in4) SY (in3) Mnx (in-k) (in-k) Vnx (kip) End Bearing Pne Pnei (kip) (k/in)' I Torsional Properties I 1 (E) 1 (?TI Beta Jv* 1000 E G (in4) [(~i;l ( ~ i )(ksi) 1 (%) (ksi) 1 Shear, moment and bearing values shown are nominal values and must be modified by the appropriate factors of safety (ASD) or resistance factors (LRFD). Factors of Safety (ASD) Resistance Factors (LRFD) R (Compression) = (Compression) = 0.85 R (Tension) = (Tension) = 0.95 R (Web Crippling) = (Web Crippling) = 0.75 R (Bending) = (Bending) = 1.11 R (Shear) = (Shear) = 0.90

9 PAGE NO Moment of 90 degree Rotation ELEMENT L Y LY LYY 10

10 PAGE NO. 40 LOAD ELEMENT VALUES FOR POSITIVE BENDING ELEMENT L Y LY LYY 10 Webs Fully Effective [SEC. B2.3(a)]l No

11 PAGE NO. 41 DEFLECTION ELEMENT VALUES FOR POSITIVE BENDING ELEMENT L Y LY LYY I0 Webs Fully Effective [SEC. B2-3 (a) ] 1 No

12 PAGE NO. 42 LOAD ELEMENT VALUES FOR NEGATIVE BENDING ELEMENT L Y LY LYY I OQOO Webs Fully Effective [SEC. B2.3(a)]l No

13 PAGE NO. 43 New Tech Panel DEFLECTION ELEMENT VALUES FOR NEGATIVE BENDING ELEMENT L Y LY LYY I0 Webs Fully Effective [SEC. B2.3(a) ] 1 Yes

14 PAGE NO. 44 MAXIMUM NOMINAL MOMENTS - [Section C3.1.l(a)] Mnx [positive bending] = k-in Mnx [negative bending] = k-in MAXIMUM ALLOWABLE REACTIONS - [Table C3.4-I.] N/t= k = C1 = C2 = C3 = C4 = C9 = CO = Element 2, 22 Pend= t^2*k*c3*c4*c9*co[ (h/t)][ (N/t)] h/t = Pe( 2)= kips = kips h/t = Pe(22)= 1 * kips = kips Pend= kips Pint= t^2*k*cl*c2*c9*c0[ (h/t)][ O.Oll(N/t)] h/t = Pi( 2)= 1 * kips = kips h/t = Pi(22)= 1 * kips = kips Pint= kips MAXIMUM NOMINAL SHEAR - [Section C3.21 E = 29,500 ksi Fy = ksi kv = for unreinforced webs 0,96O*Sqr(Ekv/Fy) = *Sqr (Ekv/Fy) = h/t = V( 2) = 1 * kips = kips (Eq. C3.2-2) h/t = V(22) = 1 * kips = kips (Eq. C3.2-2) Vn = kips

15 PAGE NO. 45 \ ============================================================================== '. Sheet Gauge = in, 24 gauge PANEL ELEMENTS EXCEEDING AISI ALLOWABLE RATIOS Element No. 14 : w/t>250 -Actual w/t = 495 NOTE: AISI Specifications, Section Bl.l(a) states....stiffened compression elements that have w/t ratios exceeding approximately 250 are likely to develop noticeable deformation at the full design strength, without affecting the ability of the mender to develop the required strength.

16 PAGE NO. 46 John F. Butts & Associates, Inc Vantage Drive Colorado Springs, CO (719) PROFILE ANALYSIS & DESIGN Per AISI Cold-Formed Steel Design Manual, 1996 Edition FILE NAME: NT200 DIMENSIONS Line # 1 Angle Radius Length Line # 2 Angle Radius Length Line # 3 Angle Radius Length (R) = deg (R) = in (R) = in (R) = deg (R) = in (R) = in (R) = deg (R) = in (R) = in Line # 1 Angle Radius Length Line # 2 Angle Radius Length Line # 3 Angle Radius ' Length (L) = deg (L) = 0.040in (L) = in (L) = deg (L) = in (L) = in (L) = deg (L)= 0.040in (L) = in Panel Bottom Width = in Panel Overall Width = in Panel Overall Height= in Seam Rotation : 90 deg. Alloy: ASTM A653, G50 Fy = ksi Fv= 21.18ksi SPECIAL CONDITIONS QUALIFICATIONS PER AISI SPECIFICATIONS (a) Maximum w/t Ratio's Exceeded [SEC. (b) Maximum h/t Ratio's Exceeded (SEC. : 1 No PROPERTIES FOR LOAD/SPAN TABLES Aweb= in2 Sxp = in3 Sxp (per ft. of width) = in3 Sxn = in3 Sxn (per ft. of width) = in3 Ixp = in4 Ixp (per ft. of width) = in4 Ixn = in4 Ixn (per ft. of width) = in4 Weight= 1.63 lb/lf No

17 PAGE NO. 47 New Tech Panel Member - Type Name Gage Hgt (in) Width (in) Lip (in) t (in) Weight lb/ft Coil Width (in) Panel PNL I Gross Section Properties I Area (in2) Ix (in4) 24 Sx (in3) Rx (in) YCg (in) 0,000 IY (in4) SY (in3) RY (in) XCg ( in) Ef f ectkve Properties - - Ix (in4) Sx (in3) IY (in4) SY (in3) Mnx (in-k) MnY (in-k) Vnx (kip) End Bearing Pne Pnei (kip) (k/in) Torsional Properties Xo (in) Ro (in) Beta Cw (in6) Jv*1000 (in4) Fy (ksi) Fu (ksi) E (ksi) G (ksi) Shear, moment and bearing values shown are nominal values and must be modified by the appropriate factors of safety (ASD) or resistance factors (LRFD). Factors of Safety (ASD) Resistance Factors (LRFD) R (Compression) = 1.80 $J (Compression) = 0.85 R (Tension) = 1.67 $J (Tension) = 0.95 R (Web Crippling) = 1.85 $J (Web Crippling) = 0.75 R (Bending) = 1.67 $J (Bending) = 1.11 R (Shear) = 1.67 $J (Shear) = 0.90

18 PAGE NO. 48 Moment of 90 degree Rotation ELEMENT L Y LY LYY 10

19 PAGE NO. 49 New Tech Panel LOAD ELEMENT VALUES FOR POSITIVE BENDING ELEMENT L Y LY LYY I0 Webs Fully Effective [SEC. B2.3(a)] 1 No

20 PAGE NO. 50 New Tech Panel DEFLECT ION ELEMENT VALUES FOR POSITIVE BENDING ELEMENT L Y LY LYY 10 Webs Fully Effective [SEC. B2.3(a)] 1 No

21 PAGE NO. 51 LOAD ELEMENT VALUES FOR NEGATIVE BENDING ELEMENT L Y LY LYY 10 Webs Fully Effective [SEC. B2.3(a)]l No

22 PAGE NO. 52 DEFLECTION ELEMENT VALUES FOR NEGATIVE BENDING ELEMENT L Y LY LYY I0 Webs F ully Effective. [SEC. B2.3(a)] 1 Yes

23 PAGE NO. 53 MAXIMUM NOMINAL MOMENTS - [Section C3.1.l(a)] ~ n x [positive bending] = mx [negative bending] = k-in k-in MAXIMUM ALLOWABLE =ACTIONS - [Table C N/t= k = Cl = C2 = C3 = C4 = C9 = CO = Element Pend= t^2*k*c3*c4*c9*c0[ (h/t)][ (N/t)] h/t = Pe( 2)= 1 * kips = kips h/t = Pe(22)= 1 * kips = kips Pend= kips Pint= ta2*k*c1*c2*c9*c0[ (h/t)][ O.Oll(N/t)] h/t = Pi( 2)= 1 * kips = kips. h/t = Pi(22)= 1 * kips = kips Pint= kips MAXIMUM NOMINAL SHEAR - [Section C3.21 E = 29,500 ksi Fy = ksi kv = for unreinforced webs 0.960*sqr(Ekv/Fy) = *Sqr(Ekv/Fy) = h/t = V( 2) = 1 * kips = kips (Eq. C3.2-2) h/t = V(22) = 1 * 1.,035 kips = kips (Eq. C3.2-2) Vn = kips

24 PAGE NO. 54 Sheet Gauge = in, 24 gauge PANEL ELEMENTS EXCEEDING AISI ALLOWABLE RATIOS Element No. 14 : w/t>500 -Actual w/t = 578 NOTE: AISI Specifications, Section Bl.l(a) states.... stiffened elements having w/t ratios larger than 500 can be used with adequate design strength to sustain the required loads; however; substantial deformations of such elements usually will invalidate the design equations of this Specification.

25 PAGE NO. 55 John F. Butts & Associates, Inc Vantage Drive Colorado Springs, CO (719) PROFILE ANALYSIS & DESIGN Per AISI Cold-Formed Steel Design Manual, 1996 Edition FILE NAME: NT200 DIMENSIONS Line # 1 Angle Radius Length Line # 2 Angle Radius Length Line # 3 Angle Radius Length (R) = deg (R) = in (R) = in (R) = deg (R) = in (R) = in (R) = deg (R) = in (R) = in Line # 1 Angle. Radius Length Line # 2 Angle Radius Length Line # 3 Angle Radius Length (L) = deg (L)= 0.040in (L) = in (L) = deg (L) = in (L) = in (L) = deg (L) = in (L) = in Panel Bottom Width = in Panel Overall Width = in Panel Overall Height= in Seam Rotation : 90 deg. Alloy: ASTM A653, 650 Fy = ksi ' Fv= ksi SPECIAL CONDITIONS QUALIFICATIONS PER AISI SPECIFICATIONS (a) Maximum w/t Ratio's Exceeded [SEC. (b) Haximum h/t Ratio's Exceeded [SEC. : 1 No PROPERTIES FOR LOAD/SPAN TABLES Aweb= in2 Sxp = in3 Sxp (per ft. of width) = in3 Sxn = in3 Sxn (per ft. of width) = in3 Ixp = in4 Ixp (per ft. of width) = in4 Ixn = in4 Ixn (per ft. of width) = in4 Weight= 1.80 lb/lf No

26 PAGE NO. 56 Member - Type Name Gage Hgt (in) Width (in) Lip (in) t (in) Weight lb/ft Coil Width (in) Panel PNL Gross Section Properties Area (in2) Ix (in4) Sx (in3) Rx (in). YCg (in) IY (in4) SY (in3) RY (in) XCg (in) Effective Properties I x (in4) Sx (in3) IY (in4) SY (in3) Mnx (in-k) MnY (in-k) Vnx (kip) End Bearing Pne Pnei (kip) (k/in) Torsional Properties Xo (in) Ro (in) Beta Cw (in6) Jv*1000 (in4) Fy (ksi) Fu (ksi) E (ksi) G (ksi) Shear, moment and bearing values shown are nominal values and must be modified by the appropriate factors of safety (ASD) or resistance factors (LRFD). Factors of Safety (ASD) Resistance Factors (LRFD) R (Compression) = 1.80 (Compression) = 0.85 R (Tension) = 1.67 (Tension) = 0.95 R (Web Crippling) = (Web Crippling) = 0.75 R (Bending) = (Bending) = 1.11 R (Shear) = (Shear) = 0.90

27 PAGE NO. 57 Moment of 90 degree Rotation ELEMENT L Y LY LYY 10

28 PAGE NO. 58 LOAD ELEMENT VALUES FOR POSITIVE BENDING ELEMENT L Y LY LYY 10 Webs F ully Effective [SEC. B2.3(a)]) No

29 PAGE NO. 59 DEFLECTION ELEMENT VALUES FOR POSITIVE BENDING ELEMENT L Y LY LYY I0 Webs Fully Effective [SEC. B2.3 (a) 1 1 No

30 PAGE NO. 60 LOAD ELEMENT VALUES FOR NEGATIVE BENDING ELEMENT L Y LY LYY I0 Webs Fully Effective [SEC. B2.3 (a)] 1 No

31 PAGE NO. 61 DEFLECTION ELEMENT VALUES FOR NEGATIVE BENDING ELEMENT L Y LY LYY I0 Webs Fully Effective [SEC. B2.3(a)]( Yes

32 PAGE NO. 62 New Tech Panel MAXIMUM NOMINAL MOMENTS - [Section C3.1.l(a)] Mnx [positive bending] = k-in a x [negative bending] = k-in MAXIMUM ALLOWABLE REACTIONS - [Table C N/t= k = C-l = C2 = C3 = C4 = C9 = CO = Element (h/t)][ (N/t)] Pend= t^2*k*~3*~4*~9*~0[217 h/t = Pe( 2)= 1 * kips = kips h/t = Pe(22)= 1 * kips = kips Pend= kips Pint= ta2*k*c1*c2*c9*c0 [ (h/t) 1 [ (N/t) ] h/t = Pi( 2)= 1 * kips = kips h/t = Pi(22)= 1 * kips = kips Pint= kips MAXIMUM NOMINAL SHEAR - [Section C3.21 E = 29,500 ksi Fy = ksi kv = for unreinforced webs 0,96O*Sqr(Ekv/Fy) = *Sqr(Ekv/Fy) = h/t = V( 2) = 1 * kips = kips (Eq. C3.2-2) h/t = V(22) = 1 * kips = kips (Eq. C3.2-2) Vn = kips

33 PAGE NO. 63 New Tech Panel Sheet Gauge = in, 24 gauge PANEL ELEMENTS EXCEEDING AISI ALLOWABLE RATIOS Element No. 14 : w/t>500 -Actual w/t = 661 NOTE: AISI Specifications, Section Bl.l(a) states... stiffened elements having w/t ratios larger than 500 can be used with adequate design strength to sustain the required loads; however! substantial deformations of such elements usually will invalidate the design equations of this Specification.

34 PAGE NO. 64 John F. Butts 8 Associates, Inc Vantage Drive Colorado Springs, CO (719) PROFILE ANALYSIS & DESIGN Per AISI Cold-Formed Steel Design Manual, 1996 Edition FILE NAME: NT200 DIMENSIONS Line # 1 Angle Radius Length Line # 2 Anqle Radius Length Line # 3 Angle Radius Length (R) = deg (R) = in (R) =.l.872 in (R) = deg (R) = in (R) = in (R) = deg (R) = in (R) = in Line # 1 Angle Radius Length Line # 2 Angle Radius Length Line # 3 Angle Radius Length (L) = deg (L) = in (L) = in (L) = deg (L) = in (L) = in (L) = deg (L) = in (L)= 0.669in Panel Bottom Width = in Panel Overall Width = in Panel Overall Height= in Seam Rotation : 90 deg. Alloy: ASTM A653, 650 Fy = ksi Fv = ksi SPECIAL CONDITIONS QUALIFICATIONS PER AISI SPECIFICATIONS (a) Maximum w/t Ratio's Exceeded [SEC. Bl.l(a)] (b) Maximum h/t Ratio's Exceeded [SEC. B1.2(a)] PROPERTIES FOR LOAD/SPAN TABLES Aweb= in2 Sxp = in3 Sxp (per ft. of width) = in3 Sxn = in3 Sxn (per ft. of width) = in3 Ixp = in4 Ixp (per ft. of width) = in4 Ixn = in4 Ixn (per ft. of width) = in4 Weight= 1.96 lb/lf

35 PAGE NO. 65 New Tech Panel Member - New Tech Panel Type Name Gage Hgt Width Lip t Weight Coil Width (in) (in) (in) (in) lb/ft Panel PNL Area Ix Sx Rx Gross Section Properties Ix (in4) Sx (in3) IY (in4) SY (in3) Mnx (in-k) MnY (in-k) Vnx (kip) End Bearing Pne Pne i (kip) (k/in) Torsional Properties Xo (in) Ro (in) Beta Cw (in6) Jv*1000 (in4) Fy (ksi) Fu (ksi) E (ksi) G (ksi) Shear, moment and bearing values shown are nominal values and must be modified by the appropriate factors of safety (ASD) or resistance factors (LRFD). Factors of Safety (ASD) Resistance Factors (LRFD) R (Compression) = (Compression) = 0.85 R (Tension) = 1.67 (Tension) = 0.95 R (Web Crippling) = (Web Crippling) = 0.75 R (Bending) = (Bending) = 1.11 R (Shear) = (Shear) = 0.90

36 PAGE NO. 66 Moment of 90 degree Rotation ELEMENT L Y LY LYY 10

37 PAGE NO. 67 LOAD ELEMENT VALUES FOR POSITIVE BENDING ELEMENT L Y LY LYY 10 Webs F ully Effective [SEC. B2.3(a)]l No

38 PAGE NO. 68 DEFLECTION ELEMENT VALUES FOR POSITIVE BENDING ELEMENT L Y LY LYY 10 Webs Fully E ffective [SEC. B2.3(a) ] 1 No

39 PAGE NO. 69 LOAD ELEMENT VALUES FOR NEGATIVE BENDING ELEMENT L Y LY LYY 10 Webs Fully Effective [SEC. B2.3(a) ] 1 No

40 PAGE NO. 70 New Tech Panel DEFLECTION ELEMENT VALUES FOR NEGATIVE BENDING ELEMENT L Y LY LYY 10 Webs Fully Effective [SEC. B2.3(a)]l Yes

41 PAGE NO. 71 MAXIMUM NOMINAL MOMENTS - [Section C3.1.l(a)] Mnx [positive bending] = k-in Mnx [negative bending] = k-in MAXIMUM ALLOWABLE REACTIONS - [Table C N/t= k = Cl = C2 = C3 = C4 = C9 = CO = Element 2, 22 Pend= t^2*k*c3*c4*c9*c0[ (h/t)][ (N/t)] h/t = Pe( 2)= 1 * kips = kips h/t = Pe(22)= 1 * kips = kips Pend= kips Pint= t^2*k*cl*c2*c9*c0[ (h/t)][ O.Oll(N/t)] h/t = Pi( 2)= 1 * kips = kips h/t = Pi(22)= 1 * kips = kips Pint= kips MAXIMUM NOMINAL SHEAR - [Section C3.21 E = 29,500 ksi Fy = ksi kv = for unreinforced webs 0.960*Sqr(Ekv/Fy) = *Sqr(Ekv/Fy) = h/t = V( 2) = 1 * kips = kips (Eq. C3.2-2) h/t = V(22) = 1 * kips = kips (Eq. C3.2-2) Vn = kips

42 PAGE NO. 72 Sheet Gauge = in, 24 gauge PANEL ELEMENTS EXCEEDING AISI ALLOWABLE RATIOS Element No. 14 : w/t>500 -Actual w/t = 745 NOTE: AISI Specifications, Section Bl.l(a) states... stiffened elements having w/t ratios larger than 500 can be used with adequate design strength to sustain the required loads; however; substantial deformations of such elements usually will invalidate the design equations of this Specification.

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45 PAGE NO. S13 - c Width Alloy Gauge in ASTM A653, 650 (Fy= 50 ksi) 24 (0.024 in) Seam Rotation : 90 deg. ALLOWABLE STRENGTH DESIGN (ASD) Wind Load Factor = 1.0 SPAN DEFLECTION ALLOWABLE UNIFORM LOAD (PSF) SPAN LENGTH (Feet) 1. Formula's used in Load Tables for FLEXURE and DEFLECTION are: One Span Mp=.125w12, Mn=.125w12, x=.0130w1^4/ei Two Span Mp=.125w12, Mn=.096w12, x=.0092w1^4/ei Three Span - Mp=.080wl2, Mn=.107w12, x=.0069w1^4/ei Modulas of Elasticity (E) = 29,500 ksi 2. Allowable uniform loads are determined per the following: a) Allowable Shear Stress (Fv) [AISI C3.21 b) Combined Bending and Shear [AISI C3.31 c) Combined Bending & Web Crippling [AISI C Factors of Safety used to determine uniform loads: R (Bending) = 1.67 Q (Shear) = 1.67 Q (Web Crippling) = Allowance has been made for member Dead Weight. 5. Minimum panel support bearing length = 2.00 in 6. Concentrated load = 150 lb at mid-span, load width = 4 in Simple Span : Max. Span = ft (L/180) Two Span : Max. Span = ft (L/180) Three Span +: Max. Span = ft (L/180)

46 PAGE NO. S14 Width Alloy Gauge in ASTM A653, 650 (Fy= 50 ksi) 24 (0.024 in) Seam Rotation : 90 deg. SPAN DEFLECTION ALLOWABLE STRENGTH DESIGN (ASD) Wind Load Factor = 1.0 ALLOWABLE UNIFORM LOAD (PSF) SPAN LENGTH (Feet) 1. Formula's used in Load Tables for FLEXURE and DEFLECTION are: One Span Mp= -125~12, Mn=.125w12, x=.0130wla4/ei Two Span ~ p =.125w12, Mn=.096w12, x=.0092w1^4/ei Three Span - Mp= -080~12, Mn=.107w12, x=.0069wla4/ei Modulas of Elasticity (E) = 29,500 ksi 2. Allowable uniform loads are determined per the following: a) Allowable Shear Stress (Fv) [AISI C3.21 b) Combined Bending and Shear [AISI C3.31 c) Combined Bending & Web Crippling [AISI C Factors of Safety used to determine uniform loads: $2 (Bending) = 1.67 R (Shear) = 1.67 R (Web Crippling) = Allowance has been made for member Dead Weight. 5. Minimum panel support bearing length = 2.00 in 6. concentrated load = 150 lb at mid-span, load width = 4 in Simple Span : Max. Span = ft (L/180) TWO Span : Max. Span = ft (L/180) Three Span +: Max. Span = 9,418 ft (L/180)

47 PAGE NO. S15 Width Alloy Gauge in ASTM A653, G50 (Fy= 50 ksi) 24 (0.024 in) Seam Rotation : 90 deg. ALLOWABLE STRENGTH DESIGN (ASD) Wind Load Factor = 1.0 ALLOWABLE UNIFORM LOAD (PSF) SPAN DEFLECTION SPAN LENGTH (Feet) L/ L/ L/ Formula's u,sed in Load Tables for FLEXURE and DEFLECTION are: One Span Mp= -125~12, Mn= -125~12, x=.0130w1^4/ei Two Span - Mp=.125w12, Mn= -096~12, x=.0092wla4/ei Three Span - Mp=.080w12, Mn=.107w12, x=.0069w1'4/ei Modulas of Elasticity (E) = 29,500 ksi. 2. Allowable uniform loads are determined per the following: a) Allowable Shear Stress (Fv) [AISI C3.21 b) Combined Bending and Shear [AISI C3.31 c) Combined Bending & Web Crippling [AISI C Factors of Safety used to determine uniform loads: R (Bending) = 1.67 R (Shear) = 1.67 R (Web Crippling) = Allowance has been made for member Dead Weight. 5. Minimum panel support bearing length = 2.00 in 6. Concentrated load = 150 lb at mid-span, load width = 4 in Simple Span : Max. Span = ft (L/180) TWO Span : Max. Span = ft (L/180) Three Span +: Max. Span = ft (L/180)

48 PAGE NO. S16 Width Alloy Gauge 12.OO in ASTM A653, 650 (Fy= 50 ksi) 24 (0.024 in) Seam Rotation : 90 deg. SPAN DEFLECTION ALLOWABLE STRENGTH DESIGN (ASD) Wind Load Factor = 1.0 ALLOWABLE UNIFORM LOAD (PSF) SPAN LENGTH (Feet) 1. Formula's used in Load Tables for FLEXURE and DEFLECTION are: One Span Mp= -125~12, Mn=.125w12, x=.0130w1'4/ei Two Span Mp= -125~12, Mn=.096w12, x=.0092w1^4/ei Three Span - Mp= -080~12, Mn=.107w12, x=.0069w1'4/ei Modulas of Elasticity (E) = 29,500 ksi 2. Allowable uniform loads are determined per the following: a) Allowable Shear Stress (Fv) [AISI C3.2) b) Combined Bending and Shear [AISI C3.3) c) Combined Bending & Web Crippling [AISI C Factors of Safety used to determine uniform loads: R (Bending) = 1.67 R (Shear) = 1.67 R (Web Crippling) = Allowance has been made for member Dead Weight. 5. Minimum panel support bearing length = 2.00 in 6. concentrated load = 150 lb at mid-span, load width = 4 in Simple Span : Max. Span = ft (L/180) TWO Span : Max. Span = ft (L/180) Three Span +: Max. Span = ft (L/180)

49 PAGE NO- 517 Width Alloy Gauge in ASTM A653, 650 (Fy= 50 ksi) 24 (0.024 in) Seam Rotation : 90 deg. SPAN DEFLECTION ALLOWABLE STRENGTH DESIGN (ASD) Wind Load Factor = 1.0 ALLOWABLE UNIFORM LOAD.(PSF) SPAN LENGTH (Feet) 1. Formula's used in Load Tables for FLEXURE and DEFLECTION are: One Span Mp= -125~12, Mn= -125~12, x=.0130w1^4/ei Two Span ~ p =.125w12, Mn= -096~12, x= -0092~1-4/,EI Three Span - Mp=.080wl2, Mn= -107~12, x=.0069w1^4/ei Modulas of Elasticity (E) = 29,500 ksi 2. Allowable uniform loads are determined per the following: a) Allowable Shear Stress (Fv) [AISI C3.21 b) Combined Benaing and Shear [AISI C3.31 c) Combined Bending & Web Crippling [AISI C Factors of Safety used to determine uniform loads: R (Bending) = 1.67 R (Shear) = 1.67 R (Web Crippling) = Allowance has been made for member Dead Weight. 5. Minimum panel support bearing length = 2.00 in 6. Concentrated load = 150 lb at mid-span, load width = 4 in Simple Span : Max. Span = ft (L/180) Two Span : Max. Span = ft (L/180) Three Span +: Max. Span = ft (L/180)

50 PAGE NO. S18 Width Alloy Gauge in ASTM A653, G50 (Fy= 50 ksi) 24 (0.024 in) Seam Rotation : 90 deg. ALLOWABLE STRENGTH DESIGN (ASD) Wind Load Factor = 1.0 ALLOWABLE UNIFORM LOAD (PSF) SPAN DEFLECTION SPAN LENGTH (Feet) J Formula's used in Load Tables for FLEXURE and DEFLECTION are: One Span Mp=.125w12, Mn=.125w12, x=.0130w1^4/ei Two Span Mp=.125w12, Mn=.096w12, x=.0092w1^4/ei Three Span - Mp=.080wl2, Mn=.107wlz, x=.0069w1'4/ei Modulas of Elasticity (E) = 29,500 ksi 2. Allowable uniform loads are determined per the following: a) Allowable Shear Stress (Fv) [AISI C3.21 b) Combined Bending and Shear [AISI C3.31 c) Combined Bending & Web Crippling [AISI C Factors of Safety used to determine uniform loads: R (Bending) = 1.67 R (Shear) = 1.67 R (Web Crippling) = Allowance has been made for member Dead Weight. 5. Minimum panel support bearing length = 2.00 in 6. Concentrated load = 150 lb at mid-span, load width = 4 in Simple Span : Max. Span = ft (L/180) Two Span : Max. Span = ft (L/180) Three Span +: Max. Span = ft (L/180)

51 PAGE NO. S19 New Tech Panel Width Alloy Gauge in ASTM A653, G50 (Fy= 50 ksi) 24 (0.024 in) Seam Rotation : 90 deg. SPAN DEFLECTION ALLOWABLE STRENGTH DESIGN (ASD) Wind Load Factor = 1.0 ALLOWABLE UNIFORM LOAD (PSF) SPAN LENGTH (Feet) 1. Formula's used in Load Tables for FLEXURE and DEFLECTION are: One Span Mp= -125~12, Mn=.125wl2, x=,0130~1-4/ei Two Span Mp= -125~12, Mn=.096w12, x=.0092w1^4/ei Three Span - Mp= -080~12, Mn=.107w12, x=.0069w1^4/ei Modulas of Elasticity (E) = 29,500 ksi 2. Allowable uniform loads are determined per the following: a) Allowable Shear Stress (Fv) [AISI C3.21 b) Combined Bending and Shear [AISI C3.31 c) Combined Bending & Web Crippling [AISI C Factors of Safety used to determine uniform loads: R (Bending) = 1.67 R (Shear) = 1.67 R (Web Crippling) = Allowance has been made for member Dead Weight. 5. Minimum panel support bearing length = 2.00 in 6. Concentrated load = 150 lb at mid-span, load width = 4 in Simple Span : Max. Span = ft (L/180) Two Span : Max, Span = ft (L/180) Three Span +: Max. Span = ft (L/180)

52 PAGE NO. S20 Width Alloy Gauge in ASTM A653, G5O (Fy= 50 ksi) 24 (0.024 in) Seam Rotation : 90 deg. SPAN DEFLECTION ALLOWABLE STRENGTH DESIGN (ASD) Wind Load Factor = 1.0 ALLOWABLE UNIFORM LOAD (PSF) SPAN LENGTH (Feet) 1. Formula's used in Load Tables for FLEXURE and DEFLECTION are: One Span Mp=.125w12, Mn= -125~12, x=.0130w1^4/ei Two Span Mp= -125~12, Mn=.096w12, x=.0092w1^4/ei Three Span - Mp= -080~12, Mn= -107~12, x=.0069w1^4/ei Modulas of Elasticity (E) = 29,500 ksi 2. Allowable uniform loads are determined per the following: a) Allowable Shear Stress (Fv) [AISI C3.21 b) Combined Bending and Shear [AISI C3.31 c) Combined Bending & Web Crippling [AISI C Factors of Safety used to determine uniform loads: R (Bending) = 1.67 R (Shear) = 1.67 R (Web Crippling) = Allowance has been made for member Dead Weight. 5. Minimum panel support bearing length = 2.00 in 6. Concentrated load = 150 lb at mid-span, load width = 4 in Simple Span : Max. Span = ft (L/180) TWO Span : Max. Span = ft (L/180) Three Span +: Max. Span = ft (L/180)

53 PAGE NO. S21 New Tech ss200 Panel Width Alloy Gauge in ASTM A653, 650 (Fy= 50 ksi) 24 (0.024 in) Seam Rotation : 90 deg. - SPAN DEFLECTION ALLOWABLE STRENGTH DESIGN (ASD) Wind Load Factor = 1.0 ALLOWABLE UNIFORM LOAD (PSF) SPAN LENGTH (Feet) 1. Formula's used in Load Tables for FLEXURE and DEFLECTION are: One Span Mp=.125w12, Mn= -125~12, x=.0130wla4/ei Two Span Mp=.125w12, Mn=.096w12, x=.0092wla4/ei Three Span - Mp= -080~12, Mn=.107wl2, x=.0069w1^4/ei Modulas of Elasticity (E) = 29,500 ksi 2. Allowable uniform loads are determined per the following: a) Allowable Shear Stress (Fv) [AISI C3.21 b) Combined Bending and Shear [AISI C3.31 c) Combined Bending & Web Crippling [AISI C Factors of Safety used to determine uniform loads:, R (Bending) = 1.67 R (Shear) = 1.67 R (Web Crippling) = Allowance has been made for member Dead Weight. 5. Minimum panel support bearing length = 2.00 in 6. Concentrated load = 150 lb at mid-span, load width = 4 in Simple Span : Max. Span = it (L/180) Two Span : Max. Span = ft (L/180) Three Span +: Max. Span = it (L/180)

54 PAGE NO. S22 Width Alloy Gauge in ASTM A653, 650 (Fy= 50 ksi) 24 (0.024 in) Seam Rotation : 90 deg. New Tech. SSZOO Panel SPAN DEFLECTION ALLOWABLE STRENGTH DESIGN (ASD) Wind Load Factor = 1-0 ALLOWABLE UNIFORM LOAD (PSF) SPAN LENGTH (Feet) 1. Formula's,used in Load Tables for FLEXURE and DEFLECTION are: One Span Mp= -125~12, Mn=.125w12, x=.013gw1^4/ei Two Span Mp= -125~12, Mn=.096w12, x=.0092w1^4/ei Three Span - Mp=.080w12, Mn=.107w12, x=.0069wla4/ei Modulas of Elasticity (E) = 29,500 ksi. 2. Allowable uniform loads are determined per the following: a) Allowable Shear Stress (Fv) [AISI C3.21 b) Combined Bending and Shear [AISI C3.31 c) Combined Bending & Web Crippling [AISI C Factors of Safety used to determine uniform loads: R (Bending) = 1.67 R (Shear) = 1.67 R (Web Crippling) = Allowance has been made for member Dead Weight. 5. Minimum panel support bearing length = 2.00 in 6. Concentrated load = 150 lb at mid-span, load width = 4 in Simple Span : Max. Span = ft (L/180) Two Span : Max. Span = ft (L/180) Three Span +: Max. Span = ft (L/180)

55 PAGE NO. S23 Width Alloy Gauge in ASTMA653, G50 (Fy= 50 ksi) 24 (0.024 in) Seam Rotation : 90 deg. SPAN DEFLECTION ALLOWABLE STRENGTH DESIGN (ASD) Wind Load Factor = 1.0 ALLOWABLE UNIFORM LOAD (PSF) SPAN LENGTH (Feet) 1. Formula's used in Load Tables for FLEXURE and DEFLECTION are: One Span Mp= -125~12, Mn= -125~12, x=.0130w1^4/ei Two Span Mp=.125w12, Mn=.096w12, x=.0092w1'4/ei Three Span - Mp=.080w12, Mn=.107w12, x=.0069w1'4/ei Modulas of Elasticity (.E) = 29,500 ksi 2. Allowable uniform loads are determined per the following: a) Allowable Shear Stress (Fv) [AISI C3.21 b) Combined Bending and Shear [AISI C3.31 c) Combined Bending & Web Crippling [AISI C Factors of Safety used to determine uniform loads: R (Bending) = 1.67 R (Shear) = 1.67 R (Web Crippling) = Allowance has been made for member Dead Weight. 5. Minimum panel support bearing length = 2.00 in 6. Concentrated load = 150 lb at mid-span, load width = 4 in Simple Span : Max. Span = ft (L/180) Two Span : Max. Span = ft (L/180) Three Span +: Max. Span = ft (L/180)

56 PAGE NO. S24 SPAN DEFLECTION Width Alloy Gauge in ASTM A653, G50 (Fy= 50 ksi) 24 (0.024 in) Seam Rotation : 90 deg ALLOWABLE STRENGTH DESIGN (ASD) Wind Load Factor = 1.0 ALLOWABLE UNIFORM LOAD (PSF) SPAN LENGTH (Feet) 1. Formula's used in Load Tables for FLEXURE and DEFLECTION are: One Span Mp=.125w12, Mn=.125w12, x=.0130w1^4/ei Two Span Mp=.125w12, Mn=.096w12, x=.0092w1^4/ei Three Span - Mp=.080w12, Mn=.107wlz, x=.0069w1^4/ei Modulas of Elasticity (E) = 29,500 ksi 2. Allowable uniform loads are determined per the following: a) Allowable Shear Stress (Fv) [AISI C3.21 b) Combined Bending and Shear [AISI C3.31 C) Combined Bending & Web Crippling [AISI C Factors of Safety used to determine uniform loads:. R (Bending) = 1.67 R (Shear) = 1.67 R (Web Crippling) = Allowance has been made for member Dead Weight. 5. Minimum panel support bearing length = 2.00 in 6. Concentrated load = 150 lb at mid-span, load width = 4 in Simple Span : Max. Span = ft (L/180) Two Span : Max. Span = ft (L/180) Three Span +: Max. Span = ft (L/180)

57 PAGE NO. S25 Width Alloy Gauge in ASTM A653, 650 (Fy= 50 ksi) 24 (0.024 in) Seam Rotation : 90 deg. SPAN DEFLECTION ALLOWABLE STRENGTH DESIGN (ASD) Wind Load Factor = 1.0 ALLOWABLE UNIFORM LOAD (PSF) SPAN LENGTH (Feet) 1. Formula's used in Load Tables for FLEXURE and DEFLECTION are: One Span Mp= -125~12, Mn= -125~12, x=.0130w1^4/ei Two Span Mp=.125w12, Mn=.096w12, x=.0092w1'4/ei Three Span - Mp=.080w12, Mn=.107w12, x=.0069w1^4/ei Modulas of Elasticity (E) = 29,500 ksi 2. Allowable uniform loads are determined per the following: a) Allowable Shear Stress (Fv) [AISI C3.21 b) Combined Bending and Shear [AISI C3.31 c) Combined Bending & Web Crippling [AISI C Factors of Safety used to determine uniform loads: R (Bending) = 1.67 R (Shear) = 1.67 R (Web Crippling) = Allowance has been made for member Dead Weight. 5. Minimum panel support bearing length = 2.00 in 6. Concentrated load = 150 lb at mid-span, load width = 4 in Simple Span : Max. Span = ft (L/180) Two Span : Max. Span = ft (L/180) Three Span +: Max. Span = ft (L/180)

58 PAGE NO. S26 New Tech Panel Width Alloy Gauge in ASTM A653, 650 (Fy= 50 ksi) 24 (0.024 in) Seam Rotation : 90 deg. SPAN DEFLECTION - =LOWABLE STRENGTH DESIGN (ASD) Wind Load Factor = 1.0 ALLOWABLE UNIFORM LOAD (PSF) SPAN LENGTH (Feet) 1. Formula's used in Load Tables for FLEXURE and DEFLECTION are: One Span Mp= -125~12, Mn=.125w12, x=.0130w1^4/ei Two Span Mp= -125~12, Mn=.096w12, x=.0092w1^4/ei Three Span - Mp=.080w12, Mn=.107w12, x=.0069wla4/ei Modulas of Elasticity /E) = 29,500 ksi 2. Allowable uniform loads are determined per the following: a) Allowable Shear Stress (Fv) [AISI C3.21 b) Combined Bending and Shear [AISI C3.31 c) Combined Bending & Web Crippling [AISI C Factors of Safety used to determine uniform loads: R (Bending) = 1.67 R (Shear) = 1.67 R (Web Crippling) = Allowance has been made for member Dead Weight. 5. Minimum panel support bearing length = 2.00 in 6. Concentrated load = 150 lb at mid-span, load width = 4 in Simple Span : Max. Span = it (L/180) Two span : Max. Span = ft (L/180) Three Span +: Max. Span = it (L/180)

59 PAGE NO. S27 Width Alloy Gauge in ASTM A653, 650 (Fy= 50 ksi) 24 (0.024 in) Seam Rotation : 90 deg. ALLOWABLE STRENGTH DESIGN (ASD) '7 Wind Load Factor = 1.0 ALLOWABLE UNIFORM LOAD (PSF) SPAN DEFLECTION SPAN LENGTH (Feet) 1. Formula's used in Load Tables for FLEXURE and DEFLECTION are: One Span Mp=.125w12, Mn=.125w12, x=.0130w1^4/ei Two Span Mp= -125~12, Mn=.096w12, x=.0092w1^4/ei Three Span - Mp=.080w12, Mn=.107w12, x=.0069w1^4/ei Modulas of Elasticity (E) = 29,500 ksi 2. Allowable uniform loads are determined per the following: a) Allowable Shear Stress (Fv) [AISI C3.21 b) Combined Bending and Shear [AISI C3.31 c) Combined Bending & Web Crippling [AISI C Factors of Safety used to determine uniform loads: R (Bending) = 1.67 R (Shear) = 1.67 R (Web Crippling) = Allowance has been made for member Dead Weight. 5. Minimum panel support bearing length = 2.00 in 6. Concentrated load = 150 lb at mid-span, load width = 4 in Simple Span : Max. Span = ft (L/180) Two Span : Max. Span = ft (L/180) Three Span +: Max. Span = ft (L/180)

60 PAGE NO. S28 Width Alloy Gauge in ASTM A653, G50 (Fy= 50 ksi) 24 (0.024 in) Seam Rotation : 90 deg. SPAN DEFLECTION ALLOWABLE STRENGTH DESIGN (ASD) Wind Load Factor = 1.0 ALLOWABLE UNIFORM LOAD (PSF) SPAN LENGTH (Feet) 1..Formula's used in Load Tables for FLEXURE and DEFLECTION are: One Span Mp=.125w12, Mn=,125~12, x=.0130w1^4/ei Two Span Mp=.125w12, Mn= -096~12, x=.0092w1^4/ei Three Span - Mp=.080w12, Mn=.107w12, x=.0069w1^4/ei Modulas of Elasticity (E) = 29,500 ksi 2. Allowable uniform loads are determined per the following: a) Allowable Shear Stress (Fv) [AISI C3.21 b) Combined Bending and Shear [AISI C3.31 c) Combined Bending & Web Crippling [AISI C Factors of Safety used to determine uniform loads: R (Bending) = 1.67 R (Shear) = 1i67 R (Web Crippling) = Allowance has been made for member Dead Weight. 5. Minimum panel support bearing length = 2.00 in 6. Concentrated load = 150 lb at mid-span, load width = 4 in Simple Span : Max. Span = ft (L/180) Two Span : Max. Span = ft (L/180) Three Span +: Max. Span = ft (L/180)

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