Test Type: ASTM E 330. Test Date: September 28, ½ Mechanical Lock 24 ga.

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1 Test Type: ASTM E 33 Testing Authority: Test Name: American Society Testing Materials Flexural Capacity Test Date: September 28, 2 Test Completed By: Testing Laboratory Panel Type: Panel Width: Clip Spacing: Decking Construction: Tom Shingler Design Dynamics 1 ½ Mechanical Lock 24 ga inch wide 36 in 2. ft & 5. ft Purpose: This series of metal roof panel testing is designed to establish the positive/negative flexural moment capacity and flexural stiffness Index (Moment of Inertia) of the Metalforming, Inc. 1 ½ Standing Seam product using the industry accepted ASTM E-33 chamber procedure. Method: The positive/negative flexural moment capacity and the flexural stiffness index of the panel was determined using a single span (6 ft.) test panel arrangement. There were three (3) full width test panels with male/female joint starter and terminal edges. The male/female joint starter and terminal edges were utilized to render continuity to the lay-up of the panel assembly and prevent the influence of the socalled edge effects. For the positive flexural moment capacity and positive flexural stiffness index, the panels were installed with the rib configuration in an up position. For the negative flexural moment capacity and negative flexural stiffness index, the panels were installed with the rib configuration in a down position. The positive/negative flexural stiffness indices were computed using load vs. deflection points at a minimum of seven (7) levels of loading.

2 Set-Up: In-plan, the test chamber for the single span flexural moment capacity and flexural stiffness index evaluation was 6 ft. 5 ½ wide x 6 ft. 9 long. Relative to the positive/negative flexural moment capacity and the positive/negative flexural stiffness index, the ASTM E-33 testing procedure is designed to apply a uniform negative pressure to the roof panel specimen. For the flexural moment capacity testing. A rib up orientation forces the top portion of the rib element into compression and the panel broad flat into tension.. emulating single curvature positive bending. The net result of testing this panel orientation to buckling failure is the establishment of the positive flexural moment capacity. A Factor-of- Safety of 2. applied to the positive flexural moment capacity determines the allowable positive flexural moment for the panel. A rib down orientation forces the top portion of the rib element into tension and the panel broad flat into compression. emulating single curvature negative bending. The net result of testing this panel orientation to bucking failure is the establishment of the negative flexural moment capacity. A Factor-of- Safety of 2. applied to the negative flexural moment capacity determines the allowable negative flexural moment for the panel. The positive/negative flexural stiffness indices (positive/negative Moments of Inertia) were determined from single span rib up/rib down load vs. deflection values inserted into the established single span rib up/rib down load vs. deflection values inserted into the established single span maximum deflection equation and then solving for the applicable (+/-) Moment of Inertia value. For extreme accuracy, a series of seven (7) load vs. deflection increments falling within the elastic range of the profile were incorporated into the test procedure for determining flexural stiffness. The applicable deflection equation is as follows Deflection= 22.5 x w x L ^4 E x I

3 Deflection= recorded test deflection for a corresponding test pressure value, in. W = test pressure value, psf L = test span, ft. L = 6. ft. I = Moment of Inertia, in. ^ 4 E= Modulus of Elasticity of material, #/in. ^2 E= 29.5 x 1^6 #/in. ^2 (steel) Re-arranging terms and solving for the Moment of Inertia value, the equation becomes I = 22.5 x w x L^4 E x deflection Test Results: Positive Stiffness Index, (+) I Determination.. Test Test Test Test Test-Determined Pressure, No. 1 No. 2 No. 3 (+) I, in. ^ 4 Psf (+) I (+) I (+) I (avg) (+) I (average) =.59 in. ^ 4 Positive Flexural Moment Capacity: The applicable flexural moment equation is as follows.. M (ultimate) = 1.5 x w (ultimate) x L^2 M (allowable) = M (ultimate) F.S. = 2. Test w (ultimate), M (ultimate), M (allowable), No. #/ft ^ 2 in-# in-# (+) M (allowable, average) = 635 in-#

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5 Determine the (+) Section Modulus for the profile based on an allowable flexural stress level Fb of 3, #/in^2. (+) S = (+) M (allow) = 635 in-# =.21 in^3 Fb 3, # in^2 (+) S =.21 in^3 Negative Stiffness Index, (-) I Determination.. Test Test Test Test Test-Determined Pressure, No. 1 No. 2 No. 3 (-) I, in^4 Psf (-) I (-) I (-) I (avg) (-) I (average) =.22 in^4 Negative Flexural Moment Capacity: Test w (ultimate), M (ultimate), M (allowable), No. #/ft^2 in-# in-# (-) M (allowable, average) = 77 in-# Determine the (-) Section Modulus for the profile based on an allowable flexural stress level of 3, #/n^2.. (-) S = (-) M (allow) = 77 in-# =.26 in^3 Fb 3, #/in^2 (-) S =.26 in^3 State Effective Section Properties for Profile. Profile: 1 ½ Standing wide x 24 gage steel (+) I (eff) = [.71 x.59] + [.29 x.22] =.48 in^4 (+) S (eff) = 635 in-# =.21 in^3 3, #/in^2 (-) I (eff) = [.71 x.22] + [.29 x.59] =.32 in^4

6 (-) S (eff)= 77 in-# =.26 in^3 3, in-# Note: Use (+) I (eff) for deflection considerations when the panel is experiencing downward (positive) loading normal to the plane of the roof. Use (-) I (eff) for deflection considerations when the panel is experiencing upward (negative) loading normal to the plane of the roof. DESIGN DATA OUTPUT FOR 1 ½ x 24 ga. Gravity PRODUCT PROPERTIES: E= 295. KSI I=.48 IN4/FT S=.26 IN3/FT DESIGN PARAMETERS: DEFLECTION= L/ 18. ALLOW. BENDING STRESS (PSI) =3. ALLOW. REACTION NOT CONSIDERED

7 LOAD SPAN TABLE FOR 1 ½ 18.25X 24 ga. Gravity DEFLECTION= L/ 18 SPAN TWO EQUAL SPAN THREE EQUAL SPAN (FT) W(PSF) RE RI W(PSF) RE RI W = ALLOWABLE UNIFORM LOAD RE= END SUPPORT REACTION AT ALLOW. LOAD (#/FT) RI= INTERMEDIATE SUPPORT REACTION AT ALLOW. LOAD (#/FT) Metalforming, Inc 1 ½ Standing Seam (1 ½ x 18 ½ ) 24 ga. Steel Test Span= 6 ft. Ribs: UP E-1592 Deflection Values (in) Load (psf) Test 1 Test 2 Test w (ult) Design Dynamics, Inc, Drawn By: CCN Metalforming, Inc. Load vs. Deflection 1 ½ Standing Seam (1 ½ x 18 ½ ) Ribs: UP

8 Test 1 Buckling Load: psf.4 Load (psf) Series Deflection (in) Test 2 Buckling Load: psf.4 Load (psf) Series Deflection (in) Test 3 Buckling Load: psf.4 Load (psf) Series Deflection (in)

9 Metalforming, Inc 1 ½ Standing Seam ( 1 ½ x 18 ½ ) 24 ga. Steel Test Span= 6 ft. Ribs: DOWN E-1592 Deflection Values (in) Load Test 1 Test 2 Test 3 (psf) w(ult) Design Dynamics, Inc, Drawn By: CCN Metalforming, Inc. Load vs. Deflection 1 ½ Standing Seam (1 ½ x 18 ½ ) Ribs: DOWN Test 1 Buckling Load 28.3 psf 2 Load (psf) Series Deflection (in.)

10 Test 2 Buckling Load psf 2 Load (psf) Series Deflection (in.) Test 3 Buckling Load psf 2 Load (psf) Series Deflection (in.) REPORT OF: Tensile Tests September 26, 22 REPORT TO: Design Dynamics, Inc. 777 South Central Expressway, Suite 1-M Richardson, Texas 758 DATE RECEIVED: September 26, 2 IDENTIFICATION: 3 ea. Metal Sheets, Metalforming, Inc., 1 ½ Standing Seam, 24-gage steel, galvanized and painted on both sides; Lab-Identified as Samples A, B, and C.

11 PROCEDURES: Longitudinal tensile testing was performed per ASTM A parallel to the sample rolling directions (marked by client) following mechanical and chemical removal of the paint and zinc coatings, respectively. A Baldwin Universal Test Machine, Model TEG (S/N: 44-14, calibration due: July 26, 21) was used for the mechanical testing. RESULTS: SQR Dimensions Inches I D Width Thicknes s Area A B C Ultimate Strength Load, PSI lbs , , ,5 Yield Strength Load, PSI lbs , , ,5 Elon g% These results are based on the tests performed and are subject to change upon the receipt of new or additional information. Respectfully submitted, Douglas A. Stolk President Metallurgical Engineering Services

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