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HomeMy WebLinkAboutPRODUCT EVALUATION REPORT1/ :_ \l M. American Buildings 1150 State Docks Rc Eufaula, AL 360271 SUBJECT: FL 705: Cold SPUTO AND LAMMERT ENGINEERING, LLC STRUCTURAL ENGINEERS 10 SW 1ST AVENUE, GAINESVILLE, FL 32601 PHONE:352-378-0448 FAX:352-373-1331 E-MAIL: salestructures@gmail.com RECEIVED JUL 2 5 2019 PRODUCT EVALUATION REPORT. ST. Lucie County, Permitting steel wall panels This item has been �ttltu a uri f,��' electronically signed and sealed `��� �pJ1/'S 8,00 by Thomas Sputo, P.E. (FL PE .......... E S .TO 39142) on 18 September 2017. . Printed copies of this document are considered signed and * : No. 39142 * y not sealed. This digital signature must be verified on any � STATE OF electronic copies. Sputo and • P. % OT : �� O R 10 •' �� ��� FS"•"'�• Lammert Engineering, LLC, 10 �� ��� SW 1st Ave, Gainesville FL 32601(PL CA 6855) Thomas Digitally signed by Th S t Panel Walls: Siding Sputo PRODUCT DESCRIPTION: Through fastened, s ctural metal wall panel, applied over open framing. 1. Architectural "V" Rib (24 and 26 gage only) 2. Architectural III (22, 24, and 26 gage only) 3. Long Span I (22, 24, and 26 gage only) 4. Shadow Pan1 (24 gage only) ' CODE CRITERIA: Florida Building Coot Chapter 22: .S 2210.1 AISI S100-1 Structural load c AISI-S 100. 2017 (6th Edition): 2012 omas pu o _..Date: 2017.09.18 15:14:26-04'00' REV9EWEC FOR CODE COMPLIANCE ST. WcgE COON B7`lr OCC FILE Copy capacity is based on rational analysis through the application of the OF USE FOR NON-HVHZ: 1. This complia Ice is not for HVHZ. 2. Maximum w component pressures are per load tables. 3. The panel is t , be installed over steel framing in accordance with the load tables and installation Vajls. 4. Long Span Architectural III, and Shadow panels may be used as a shear diaphragm. The use of otter panels as a shear diaphragm is outside the scope of this product approval. 5. Impact resist ce is not evaluated. TECHNICAL DOCL MENTATION SUPPORTING COMPLIANCE STATEMENT: 1. Allowable Lo ding Tables. 2. Installation drawings and details. CODE COMPLIANCE CERTIFICATION As product evaluator the undersigned certifies that the listed products are in compliance with the requirements of the 2p17 Florida Building Code (6th Edition):. Sincerely, SPUTO AND LAMMERT ENGINEERING, LLC Thomas Sputo, Ph.D., P.E. Florida PE 3" 2 DATE OF REPORT 18 Sent 2017 American Buildings Company 8.1.2 Architectural 1"V" Rib Panel Properties and Load Table 12.0000 1, 2 :4 q7^ 0.4582 PARTIAL CROSS SECTION Designated Gage of Steel Steel Yield KSI Engineering Base Metal Thick In.(In.' Total Thck (11.) Properties of American Panel Base Metal Weight Qbs. / ft2) Buildings Company Architectural Top In Compression N" Rib Panel (ASD) Bottom In Compression Fb KSI Ix / ft Sx Ina / ft. Ma K-IN. / ft. Ix In.° / ft Sx In.' / ft Ma K-IN. / ft. 29 Ga. 80 0.0137 O.0 153 0.74 0.021 0.031 1.13 0.020 0.023 0.82 36 26 Ga. 80 0.0177 0. 193 0.94 0.030 0.042 1.50 0.028 0.035 1.26 36 24 Ga. 80 0.0222 O.0 238 1.15 0.040 0.054 1.93 0.037 0.047 1.70 36 22 Ga. 50 0.0300 0. 316 1.53 1 0.053 0.075 2.26 0.050 0.069 2.06 30 Gage Of Panel No. of Sans Load Type Maldmum Total Uniform Load in PSF San Lenoths, Ft 3.00 3.50 4.00 4.50 1 5.00 6.00 7.00 7.50 FOS 1111 B 82 B 63 B 49 B 40 B 28 B 20 a 18 a 1 NEG -94 B -69 B -53 B -42 B -34 B -23 a -17 B -15 B POS 711 c 61 c 51 B+s 41 B+s 33 a+S 23 B+s 17 B+s 15 a+s 2 NEG -64 P -55 P -48 P -42 P -38 P -27 B+S -20 B+S -18 B+S 26 Ga. POS 81 c 70 c 61 C 51 B+s 41 B+s 29 B+S 21 B+s 19 B+S 3 NEG -72 P -62 P -54 P -48 P -43 P -34 B+s -25 B+S -22 B+s POS 78 c 67 C 59 c 47 a+S 39 B+S 27 B+S 20 B+S 17 B+S 4 NEG -70 P -60 P -52 P -46 P -42 P 1 -32 B+s -24 B+s -211 B+s POS 143 B 105 B 81 B 64 B 52 B 36 B 26 B 23 B 1 NEG -126 B -93 B -71 B -56 B -45 B -32 B -23 B -20 B POS 109 c 91 B+s 70 B+s 55 B+s 45 B+S 31 B+s 23 B+s 20 B+S 2 NEG -80 P -69 P -60 P -53 P -48 P -36 B+S -26 a+S -23 B+S 24 Ga POS 124 C 106 c 87 a+s 69 B+S 56 B+S 39 B+s 29 B+S 25 B+S 3 NEG -91 P -78 P -68 P -61 P -55 P -44 B+S -33 B+s -28 B+s POS 119 c 102 c F 81 B+S 65 B+S 52 B+S 37 B+s 27 B+S 23 B+s 4 NEG -87 P 1 -751 P 1 -661 P I -58 P 52 P 1 -41 B+s 1 -30 s+s -27 B+s iI I L I I I I I I I I I I I i I 1. The panels are checked for bending (B), shear (S), combined bending and shear (B+S), deflection (D), web cripplinq (C), and panel pullover (P). I The controlling check is noted in the table. Deflection is limited to s an/60, and includes the pernfitted wind load reduction factor of 0.7 times the "components and claddin " loads as noted in footnote f of IBC Table 1604.3. 12. Section Properties are calculated in accordance with the 2012 North American Specification for the Design of Cold -Formed Steel Structural Members. 3. Minimum yield siren of 29 26 and 24 a e steel is 80 000 i. M nimum field siren of 22 a e steel is 50 000 psi. 4. Steel panels are either aluminum- inc alloy or G-90 coated. The base metal thickness is used in determining section properties. 5. Positive load POS is lied in d toward the anel supports, and is applied to the outer surface of the full panel cross-section. Ne ative load NEG is in the o site direction. American Buildings Company 8.1.1 ArchitecturaIIIII Panel Properties and Load Table 12" 4" 4" 4" 6.5° 1 1/4" 7/32" 50°± --I3/8" 3/8" 117/32' 3/4" PROFILE PARTIAL CROSS SECTION Designated Gage of Steel Steel Yield KSI Base Metal Thick. (In.) Engineering fotalanel ick.Metal n•) Properties of PBase Weight (lbs. / ft 2) American Buildings Company Top In Compression Bottom In Compression Fb KSI N (in. / ft.) Sx (In. / ft.) Ma KAN. / ft. Ix (in / ft.) Sx (In.3 / ft.) Ma AN. ! ft. 29 Ga. 80 0.0137 Q.0153 0.66 0.026 0.035 1.27 0.030 0.025 0.91 36 26 Ga. 80 0.0177 Q.0193 0.86 0.035 0.046 1.66 0.043 0.037 1.34 36 24 Ga. 80 0.0225 1 9.0241 1.09 0.047 0.059 2.14 0.060 0.054 1.95 36 22 Ga. 1 50 1 0.0300 1 9.0316 1.45 0.070 0.081 2.44 0.083 0.085 2.56 1 30 Gage of Panel No. of Spans Lod Ma)amum Total Uniform Load in PSF Ty a Span Lengths, Ft. 3.00 1 3.50 1 4.00 4.50 5.00 6.00 7.00 7.50 POS 76 C 65 C 53 B 42 B 34 B 23 B 17 B 15 B 1 NEG -67 B -49 B -38 B -30 B -24 B -17 B -12 B -11 B 2 P S 46 C 40 C 35 C 29 B+S 23 B+S 16 B+S 12 B+S 11 B+S Ga. NEG -49 P -42 P -37 P -33 P -30 P -22 B+S -17 B+S -15 B+S 29 P S 53 C 45 C 39 C 35 B+S 29 B+S 20 B+S 15 BS 13 B+S 3 NQG -56 P -48 P -42 P -37 P -34 P -26 B -19 B -17 B 4 P QS 51 C 43 C 38 C 33 B+S 27 B+S 19 B+S 14 B+S 12 B+S N G -54 P -46 P -40 P -36 P -32 P -26 BS -19 B+s -17 B+S 1 P Q S 122 C 91 B 69 B 55 B 44 B 31 B 23 B 20 B N G -99 B -73 B -56 B -44 B -36 B -25 B -18 B -16 B Ga. 2 POS 75 C 64 C 54 B+s 43 BS 35 B+S 24 B+S 18 B+S 16 B+S NEG -64 P -55 P -48 P -42 P -38 P -30 3+8 -22 B+S -19 B+s 26 POS 85 G 73 C 64 C 53 BS 44 B+S 30 B+S 22 B+S 20 B+S 3 NFG -72 P -62 P -54 P -48 P -43 P -36 P -28 B+S -24 BS 4 PQS 82 C 70 C 61 C 50 B+S 41 B+S 28 B+S 21 B+S 18 8+S NFG -70 P -60 P -52 P -46 P -42 P -35 P -26 B+S -23 B+S POS 158 a 116 B 89 B 70 B 57 B 40 B 29 B 25 B 1 NEG -145 B -106 B -81 B -64 B -52 B -36 B -27 B -23 B P;OS 117 C 100 C 80 B+S 63 B+S 52 S+S 36 B+S 26 B+S 23 B+S 2 NEG -81 P -69 P -61 P -54 P -49 P -39 B+S -29 B+S -25 B+S 24 Ga. 3 ROS 133 c 114 C 99 B+S 79 B+S 64 B+S 45 B+S 33 B+S 29 B+S NEG 92 P 79 P 69 P 61 P 55 P 46 P 36 B+S 31 B+S OS 128 C 110 C 93 B+s 74 B+S 60 B+S 42 B+S 31 B+S 27 B+S 4 EG -89 P -76 P -66 P -59 P -53 P -44 P -34 B+S -29 B+S 1 POS 1801 B 133 B W2 B 80 B 65 B 45 B 33 B 29 B NEG -189 B -139 B -107 B -84 B -68 B -47 B -35 B -301 B Ga. 2 166 C 136 B B+S 105 B+S 83 B 67 B+S 1 47 B+S 1 35 B+S 30 B+S EG -114 P -98 P -86 P -76 P -64 B+S -45 B+S -33 B+S -29 BS 22 Fos 188 C 161 C 130 B+S 103 BS 84 B+S 59 B+S 43 B+S 38 B+S 3 EG -130 P -111 P -98 P -87 P -78 P -56 B+S -41 B+S -36 B+S POS 181 C 155 C 122 BS 97 BS 79 B+S 55 B+S 40 BS 35 B+S 4 NEG -125 P -107 P 94 P -83 P -75 B+S -52 B+S -38 B+S 34 B+S 1. The panels are checked for bending (B), shear (S), combined bending and shear (B+S), deflection (D), web crippling (C), and panel pullover (P). The controlling check is not d in the table. Deflection is limited to span/60, and includes the permitted wind load reduction factor of 0.7 times the "components and cladding'I loads as noted in footnote f of IBC Table 1604.3. 2. Section Properties are talc fated in accordance with the 2012 North American Specification for the Design of Cold -Formed Steel Structural Members. 3. Minimum yield strength of2p, 26 and 24 gage steel is 80,000 psi. Minimum yield strength of 22 gage steel is 50,000 psi. 4. Steel panels are either alu inum-zinc alloy or G-90 coated. The base metal thickness is used in determining section properties. 5. Positive load (POS) is appli d inward toward the panel supports, and is applied to the outer surface of the full panel cross-section. Negative load (NEG) is in tNe opposite direction. American Buildings Company 8.1.5 Long Span III Panel Properties and Load Table PROFILE PARTIAL CROSS SECTION Designated Gage of Steel Steel Yield KSI Base Metal Thick. (In.) Engineering Total Thlck. (Ip•) I Properties of Panel Base Metal Weight (Ibs.1ft.Z) American Buildings Company Long Top In Compression Span III Panel (ASD) Bottom In Compression Fb KSI Ix (In." / ft.) Sx (In 3 / ft.) Ma K-IN. / ft. Ix (In.° / ft.) Sx (In.3 / ft.) Ma K-IN. / ft. 29 Ga. 80 0.0137 0. '153 0.66 0.030 0.025 0.91 0.026 0.035 1.27 36 26 Ga. 80 0.0177 0. 193 0.86 0.043 0.037 1.34 0.035 0.046 1.66 36 24 Ga. 1 80 0.0225 0.0 41 1.09 0.060 0.054 1.95 0.047 0.059 2.14 36 22 Ga. 50 0.0300' 0.0316 1.45 0.083 0.085 2.56 0.070 0.081 2.44 30 Gage of Panel No. of Spans Load Type Ma)amum Total Uniform Load in PSF Span Lengths, Ft. 3.00 3.50 4.00 4.50 5.00 6.00 7.00 7.50 POS 67 B 49 B 38 B 30 B 24 B 17 BE-17 B 11 B 1 NEG -94 B -69 B -53 B -42 B -34 B -23 a B -15 B 2 POS 46 C 40 C 35 C 31 C 28 C 22 B+S BM 15 BM29 Ga. NEG -49 P -42 P -36 B+S -29 B+S -23 B+S -16 B+S B+S -11 B+s 3POS 53 C 45 C 39 C 35 C 32 C 26 B B 17 B NEG -56 P -48 P -42 P -35 B+S -29 B+S -20 B+S B+S -13 B+S 4 POS 51 c 43 C 38 C 34 C 30 C 25 C 19 B+S 17 BS NEG -541 P 1 -46 P 1 -40 P -33 B+S -27 B+S -19 BM -14 B+S -12 B+S POS 99 B 73 B 561 B 441 B 1 36 B 25 B 18 B 16 B 1 NEG -123 B -91 B .69 B -55 B -44 B -311 a 1 -23 B -20 B 2 POS 75 C 64 C 56 C 50 c 43 B+S 30 B+s 22 B+S 19 B+S NEG -64 P -55 P -48 P -42 P -35 B+S -24 B+S -18 B+S -16 BM 26 Ga. POS 85 c 73 C 64 C 57 C 51 c 37 B+S 28 B+S 24 B+S 3 NEG -72 P -62 P -54 P -48 P -43 P -30 B+s -22 B+S -20 B+S POS 82 C 70 c 61 C 55 C 49 c 35 B+S 26 B+S 23 BM 4 NEG -70 P -60 P -52 P -46 P -41 a+S -28 B+S -21 B+S -18 B+s 1 POS 145 B 106 B 811 a 64 B 52 a 1 36 B 271 a 23 B NEG -158 B -116 B -89 B -70 B -57 B -40 8 -29 B -25 B 2 POS 117 c 100 C 87 B+S 69 B+S 56 BS 39 BM 29 BM 25 BM Ga. NEG -81 P -69 P -61 P -54 P -49 P -36 BM -26 BM -23 B+S 24 3 POS 133 c 114 C 100 C 86 BM 70 BM 49 B+S 36 B+S 31 B+S NEG -92 P -79 P -69 P -61 P -55 P -45 BM -33 BM -29 BM 4 POS 1281 C 110 c 96 C 80 B+S 65 B+s 46 B+S 34 BM 29 B+S NEG -891 P 1 -76 P -66 P -59 P -53 P -42 B+S -31 B+s -27 BM 1 POS 189 B 139 B 107 B 84 B 68 B 47 B 351 B 30 B NEG -180 B -133 B -102 B -80 B -65 9 1 -45 B -33 B -29 B 2 POS 166 C 130 B+s 100 B+s 79 B+S 64 B+S 45 B+S 33 B+S 29 B+S 22 Ga. NEG -114 P -98 P -86 P -76 P -67 B+S -47 BM B+S -30 B+s-35 B H 3 POS 188 C 161 C 124 BM 99 B+S 80 B+S 56 BM 41 BM B B+S NEG -130 P -111 P -98 P -87 P -78 P -59 BM -43 B+S -38 B+S 4 POS 181 c 151 BS 116 B+S 92 BM 75 B+S 52 B+S 38 BS 34 BM NEG -1251 P 1 -107 P -94 P -83 P -75 P -55 B+S -40 BM -35 BM 1. The panels are checked for bendintq (B), shear (S), combined bending and shear (B+S), deflection (D), web crippling (C), and panel pullover (P). The controlling check is noted in the table. Deflection is limited to span/60, and includes the permitted wind load reduction factor of 0.7 times the "components and cladding" loads as noted in footnote f of IBC Table 1604.3. 2. Section Properties are calculated i accordance with the 2012 North American Specification for the Design of Cold -Formed Steel Structural Members. 3. Minimum yield strength of 29, 26 nd 24 gage steel is 80,000 psi. Minimum yield strength of 22 gage steel is 50,000 psi. 4. Steel panels are either aluminum- inc alloy or G-90 coated. The base metal thickness is used in determining section properties. 5. Positive load (POS) is applied inward toward the panel supports, and is applied to the outer surface of the full panel cross-section. Negative load (NEG) is in the opposite direction. American Buildings Company 8.1.8 Shadow Properties and Load Table: 16• NET COVERAGE 7/8' 4 1/4• 7/6' 6° 1 1/2' 60° S. 2 15/16' 2 7le' 1 3/4' 1/2' 11 31132'+1116'-0' 716'a0'-1 f32' CROSS SECTION Designated Steel Base Total Panel Base Top In bottom in Gage Yield Metal ick. Metal Weight Compression Compression Fb of KSI Thick. (In.) (lbs. / tt 2) Ix Sx Ma Ix Sx Ma KSI Steel (In.) (in.4 / ft.) (Ins / ft. K-IN. / ft. (in .4 / ft.) (In .3 / ft.) K-IN. / ft. 24 Ga. 50 0.0225 0,0241 1.46 0.282 0.162 4.86 0.314 0.162 4.86 30 I Gage Of Panel No. of Spans Loa Typ MaAnnum Total Uniform Load in PSF Span Lengths, Ft. 1 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 POS 137 C 103 C 82 C 69 C 591 C 1 51 B 40 B 32 B 1 NECK -278 P -202 B -130 B -90 B -66 B -51 B -40 B -32 B 2 POS 88 C 66 C 53 C 44 C 38 C 33 C 29 C 26 C Ga. NEG -111 P -83 P -67 P -56 P -48 P -42 P -37 P -31 B+S 24 POS 100 C 75 C 60 C 50 C 43 C 37 C 33 C 30 C 3 NE -126 P -95 P -76 P -63 P -54 P -47 P -42 P -38 P 4 PO 96 C 72 C 58 C 48 C 41 C 36 C 32 C 29 C NE 122 P -91 P -73 P -61 P -52 P 1 6 P -41 P -36 B+S 1. The panels are checked for bendi 1ng (8), shear (S), combined bending and shear (B+S), deflection (D), web crippling (C), and screw pullout (P). The controlling check is noted in the table. Deflection is limited to span/60, and includes the permitted wind load reduction factor of 0.7 times the "component and cladding" loads as noted in footnote f of IBC Table 1604.3. 2. Section Properties are calculated in accordance with the 2012 North American Specification for the Design of Cold -Formed Steel Structural Members. 3. Minimum yield strength of 29, 26 3nd 24 gage steel is 80,000 psi. Minimum yield strength of 22 gage steel is 50,000 psi. 4. Steel panels are either aluminum inc alloy or G-90 coated. The base metal thickness is used in determining section properties. 5. Positive load (POS) is applied inward toward the panel supports, and is applied to the outer surface of the full panel cross-section. Negative load (NEG) is in the opposite direction. American Buildings Company FIELD CONNECTIONS 14.1 Light Gauge The following tables are design aids for use by the engineer when hand -designing or checking the structural integrity of a wall/roof panel connection, or a light gauge structural connection. The engineer is to determine the applied loads for a specific application, and compare them to the allowable values given in these tables. The tabulated values were determined using the Allowable Strength Design Method (ASD) of Section E4 of the North American Cold -Formed Steel Specification, 2012 Edition, using a Safety Factor of 3.0. See Appendix B for sample calculations showing how the values were derived. PULLOVER PULLOUT SINGLE LAP SHEAR T_ No 12 or No. 14 (1/a") Fastener ith 0.44" Dia. Washer (ASD) Allowable Pull -Over Strength (Ibs.)1, 2 Flashing Fm = 60 ksi Roof(Wall Panel Fm = 61.5 ksi Fm = 65 ksi 26 ga. 0.0177" 24 ga. 0.0225" 29 ga. 0.0137" 26 ga. 0.0177" 24 ga. 0.0225" 22 ga. 0.0300" 233 297 185 239 304 429 (ASD) Allowable Pull -Out Strength (lbs.) 2 Roof/Wall Panel F tener Flashing Cold -Formed Secondary F,a= 61.5 ksi F,u= 65 F.a= 60 ksi F�a = 70 ksi ksi 26 ga. 24 ga. 29 ga. 26 ga. 24 ga. 22 ga. 18 ga. 16 ga. 15 ga. 14 ga. 13 ga. 12 ga. 11 ga. 0.0177' 0.0225" 0.0137" 0.0177" 0.0225" 0.030" 0.052" 0.060" 0.067" 0.075" 0.089" 0.099" 0.120" F0.12 221 257 287 321 381 424 514 No 144 (1/a") 75 96 60 77 98 138 256 298 332 372 441 491 595 (ASD) Allowable Single Lap Connection Shear (lbs.) 3 Fastener Roof/Wall Panel 4 Cold -Formed Secondary F„1= F„Z = 70 ksi F„1= F„a = 61.5 ksi F„1=Fu1= 65 ksi 29 ga. 0.0137" 26 ga. 0.0177" 24 ga. 0.0225" 22 ga. 0.0300" 18 ga. 0.052" 16 -11 ga. 0.060"4.120" No. 12 164 212 269 379 534 667 No. 14 (1/a") 1 69 101 145 236 574 * screw shear governs Fastener Strength Characteristics (lbs.) Threads Fast7r Per Inch Nominal Diameter d (in.) Nominal Strengths (ASD) Allowable Strength Shear Tension Shear Tension No. 12 1 14 0.216 2000 2800 667 933 No. 14 1/a") 1 14 0.250 2600 3850 867 1283 Notes: 1. Member under the s( 2. Values shown are _<; 3. Values shown are <_ of the member is not 4. Values for No. 12 fa head, except equiva] having the same thic 5. Nominal strengths w head shown. Member not under the screw head is same gauge or thicker. wable tension strength of the screw. wable shear strength of the screw and assume the distance from the center of the fastener to the edge s than 1.5 times the fastener diameter. lers were calculated based on min. 18 ga.(0.052") material for the member not in contact with screw thicknesses for 16-11 ga. No. 14 fastener values were calculated based on both connected parts ss and Fu. provided by the fastener manufacturer. r -----------=-----�-- METHOD: SDI Magnatrax Eufaula, AL INTERIOR PANEL FASTENERS END PANEL FASTENERS INSULATION: NO LaOGsR�0 at � W J L.L. Date: 5/16/2005 Time: 12:19:17 PM DOUBLE EDGE FASTENERS: NO PANEL WIDTH = 36.00 IN RIB PITCH = 12.00 IN BASE METAL THICKN E SS = 0.0177 IN RIB HEIGHT = 1.25 IN PANEL LENGTH = 11.8 FT RIB WIDTH = 1.00 IN MOMENT OF INERTIA X = 0.036 IN^4/FT PAN WIDTH = 8.90 IN MODULUS OF ELASTICITY = 29500 KSI WEB WIDTH = 1.63 IN STEEL YIELD STRENGTH = 60.0 KSI WEB ANGLE = 50 DEG STEEL ULTIMATE STRENGTH = N/A -------- ---------r-- DIAPHRAGM NUMBER OF PURLINS� = 1 STRUCTURAL FASTENERS NUMBER OF STITCH ASTENERS = 7 STITCH FASTENERS STITCH FASTENER SPACING = 24 IN NUMBER OF EDGE FASTENERS = 0 END FASTENERS (DISTANCES FROM CENTER LINE OF PANEL) (IN) 3.75, 3.75, 8.25, 8.25, 15.75, 15.75 INTERIOR FASTENER (DISTANCES FROM CENTER LINE OF PANEL) (IN) 3.75, 8.25, 15.75 ------------ Screws #14 Screws STRUCTURAL FASTEN R STRENGTH = 0.929 KIPS STITCH FASTENER S RENGTH = 0.504 KIPS STRUCTURAL FASTEN R FLEXIBILITY = 0.0098 IN/KIP STITCH FASTENER LEXIBILITY = 0.0225 IN/KIP -------------------- DIAPHRAGM STRENGTH AND STIFFNESS -------------------- WARPING FACTOR = 417 EDGE FASTENER SHEAR = 0.303 KIPS/FT SLIP COEFFICIENT = 4.06 INTERIOR FASTENER SHEAR = 0.462 KIPS/FT FACTOR OF SAFETY = 2.00 CORNER FASTENER SHEAR = 0.474 KIPS/FT BUCKLING SHEAR = 0.364 KIPS/FT DIAPHRAGM STIFFNESS = 53.02 KIPS/IN DIAPHRAGM SHEAR � = 0.151 KIPS/FT DIAPHRAGM STRENG H = 1.791 KIPS a Magnatrax A1�G1�«Grtu2o� �LI T7"��. Eufaula, AL Date: 5/16/2005 Time: 12:25:06 PM INTERIOR PANEL FASTENERS -------------------- END PANEL FASTENERS -------------------- METHOD: SDI INSULATION: NO DOUBLE EDGE FASTENERS: NO ---------------- -- PANEL PANEL WIDTH = 36.00 IN RIB PITCH = 12.00 IN BASE METAL THICKN SS = 0.0177 IN RIB HEIGHT = 1.25 IN PANEL LENGTH IX = 11.8 FT RIB WIDTH = 8.90 IN MOMENT OF INERTIA = 0.036 IN^4/FT PAN WIDTH = 1.00 IN MODULUS OF ELASTI ITY = 29500 KSI WEB WIDTH = 1.63 IN STEEL YIELD STREN TH = 60.0 KSI WEB ANGLE = 50 DEG STEEL ULTIMATE STRENGTH = N/A ----------------- -- DIAPHRAGM -------------------- NUMBER OF PURLINSI = 1 STRUCTURAL FASTENERS Screws NUMBER OF STITCH = 7 STITCH FASTENERS #14 Screws �ASTENERS STITCH FASTENER S ACING = 24 IN NUMBER OF EDGE FASTENERS = 0 END FASTENERS (DISTANCES FROM CENTER LINE OF PANEL) (IN) 6, 6, 18, 18 INTERIOR FASTENERS (DISTANCES FROM CENTER LINE OF PANEL) (IN) 6.0, 6.0, 18., 18�0. STRUCTURAL FASTENER STRENGTH = 0.929 KIPS STITCH FASTENER S�RENGTH = 0.504 KIPS STRUCTURAL FASTENER FLEXIBILITY = 0.0098 IN/KIP STITCH FASTENER FLEXIBILITY = 0.0225 IN/KIP -------------------- DIAPHRAGM STRENGTH AND STIFFNESS -------------------- WARPING FACTOR 7827 EDGE FASTENER SHEAR = 0.314 KIPS/FT SLIP COEFFICIENT I 4.00 INTERIOR FASTENER SHEAR = 0.524 KIPS/FT FACTOR OF SAFETY = 2.00 CORNER FASTENER SHEAR = 0.480 KIPS/FT BUCKLING SHEAR = 0.364 KIPS/FT DIAPHRAGM STIFFNE S = 8.43 KIPS/IN DIAPHRAGM SHEAR = 0.157 KIPS/FT DIAPHRAGM STRENGT = 1.859 KIPS -------------------+-- Magnatrax Eufaula, AL INTERIOR PANEL FASTENERS END PANEL FASTENERS SAAP0n'W pPwn' Date: 5/16/2005 Time: 12:30:36 PM METHOD: SDI INSULATION: NO DOUBLE EDGE FASTENERS: NO ---------------- PANEL PANEL WIDTH 1= 16.00 IN RIB PITCH = 16.00 IN BASE METAL THICKNE S = 0.0241 IN RIB HEIGHT = 3.00 IN PANEL LENGTH = 11.8 FT RIB WIDTH = 16..00 IN MOMENT OF INERTIA = 0.282 IN^4/FT PAN WIDTH = 0.00 IN MODULUS OF ELASTIC TY = 29500 KSI WEB WIDTH = 3.00 IN STEEL YIELD STRENG H = 60.0 KSI WEB ANGLE = 90 DEG STEEL ULTIMATE STRENGTH = N/A -------------------- DIAPHRAGM -------------------- NUMBER OF PURLINS = 1 STRUCTURAL FASTENERS Screws NUMBER OF STITCH F STENERS = 7 STITCH FASTENERS #14 Screws STITCH FASTENER SP CING = 24 IN NUMBER OF EDGE FASTENERS = 0 END FASTENERS (DI TANCES FROM CENTER LINE OF PANEL) (IN) 8, 8 INTERIOR FASTENERS (DISTANCES FROM CENTER LINE OF PANEL) (IN) 8, 8 STRUCTURAL FASTENEE STRENGTH = 1.265 KIPS STITCH FASTENER STRENGTH = 0.687 KIPS STRUCTURAL FASTENS FLEXIBILITY = 0.0084 IN/KIP STITCH FASTENER FL E IBILITY = 0.0193 IN/KIP -------------------- DIAPHRAGM STRENGTH AND STIFFNESS -------------------- WARPING FACTOR = 71147 EDGE FASTENER SHEAR = 0.321 KIPS/FT SLIP COEFFICIENT = 11.66 INTERIOR FASTENER SHEAR = 0.625 KIPS/FT FACTOR OF SAFETY = 2.00 CORNER FASTENER SHEAR = 0.577 KIPS/FT BUCKLING SHEAR = 2.029 KIPS/FT DIAPHRAGM STIFFNESS = 1.38 KIPS/IN DIAPHRAGM SHEAR = 0.160 KIPS/FT DIAPHRAGM STRENGTH = 1.898 KIPS SAFETY NOTES: THE WETAL BUILDING SUPPLIER STRONGLY RECOMMENDS THAT SAFE WORKING CONDITIONS AND ACCIDENT PREVENTION PRACTICES BE THE TOP PRIORITY ON ANY JOB SiTE. LOCAL, STATE AND FEDERM_ SAFETY AND HEALTH STANDARDS SHOULD ALWAYS BE FOLLOWED TO HELP ENSURE WORKER SAFETY. MAKE CERTAIN ALL EMPLOYES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING A BUILDNG. EMERGENCY TELEPHONE NUMBERS, LOCATIONS OF FIRST AID STATIONS AND EMERGENCY PROCEDURES SHOULD BE KNOWN TD ALL EMPLOYEES. DAILY MEETINGS HIGHLIGHTING SAFETY PROCEDURES, THE USE OF HARD HAYS RUBBER SOLE SHOES FOR ROOF WORK, PROPER EQUIPMENT FOR HANDLING MATERIAL AND SAFETY WETS WHERE POSSIBLE ARE RECOMMENDED ERECTION PRACTICES. THE METAL BUILDING SUPPLIER INTENDS THAT THESE DRAWINGS BE INTERPRETED AND ADMINISTERED WITH SOUND JUDGMENT CONSISTENT WiTH GOOD SAFETY PRACTICES. ALL SAFETY PRECAUTIONS, OSHA SAFETY REQUIREMENTS, OR ANY OTHER APPROPRIATE SAFETY REQUIREMENTS, CUSTOMARY OR STATUTORY, MUST BE ADHERED TO, TO ENSURE MAXIMUM WORKER SAFETY. IF OIL OR OTHER SLIPPERY SUBSTANCES ARE SPILLED ON THE ROOF/DECK PANELS, WIPE THEM OFF IMMEDIATELY TO PREVENT SUPPING OR FALLING. YOU SHOULD MAINTAIN A FIRM, SAFE POSITION WHEN USING ANY TOOL YOU SHOULD MAINTAIN A CONSTANT AWARENESS OF YOUR LOCATION IN RELATION TO THE ROOF EDGE WHEN USING TOOLS AND MACHINES OR PERFORMING ANY OTHER FUNCTION ON THE ROOF AREA DO 'NOT UNDER ANY CIRCUMSTANCES STEP OR WALK ON THE SURFACE OF ANY FIBERGLASS SKYLIGHT. IF FOOT TRAFFIC IS NECESSARY OVER SKYUGHT, USE WALK BOARDS THAT ARE PROPERLY SUPPORTED BY THE BUILDING PURLINS. SAFETY COMMITMENT GE70 AA WALL WALL MAIN INSIDE CLOSURE REQUIRED IF ORDERED BASEANGLE BASE FASTENER (BY OTHERS) WALL PANEL I BASE FASTENER (BY OTHERS) 1WO CONCRETE ANCHOR(Mh) WALL PANEL I ICONCRETE ANCHOR(Kn) T-v O.C. (Max.) I BASE CHANNEL FASTENER (BY OTHERS) - - I 5-0 D.C.00(Max) 114'0 CONCRETE ANCHOR (Mtn.) WALL MAIN FASTENER(S) i 3'-0" O.C. (Max) WALL MAW FAST NE 1S4 I G12X1114-0' 1' O.C. I 11 x O.C. I I BASE CHANNEL INSIDE CLOSURE BASE CHANNEL REQUIRED IF ORDERED INSIDE CLOSURE 1112'OVERHANG REQUIRED IF ORDERED 1 112't OVERHANG V� :�TF VFF! 0' OVERHANG .• i .+. •; GRADE 'r - — •' •' a .. d,; GRADE .. w SECTION AT BASE ANGLE I BA02 I SECTION AT BASE CHANNEL BA04 I SECTION AT BASE CHANNEL ALL PANEL FLUSH TO FLOOR BA04A ARCHITECTURAL III, ARCHITECTURAL'T RIB OR LONG SPAN III WALLS AB ARCHITECTURAL III, ARCHITECTURAL V' RIB OR LONG SPAN III WALLS qg I ARCHITECTURAL III, ARCHITECTURAL 'V'RIB OR LONG SPAN III WALLS I qg GOOD ALIGNMENT OF THE FASTENERS WILL GIVE A PROFESSIONAL APPEARANCE OF SHEET INSTALLATION. THIS CAN BE ACCOMPLISHED BY PRE -DRILLING HOLES IN THE SHEETS AT IDENTICAL LOCATIONS. UP TO 15 SHEETS CAN BE STACKED TOGETHER AND DRILLED ARCHITECTURAL PANEL IDE PIC.s.TION MARK NUMBER USING A TEMPLATE SHEET. USE 1/8" OR 5/32- DIAMETER DRILL BiT FOR SHEET TO STRUCTURAL FASTENERS. AND A 1/4" DIAMETER BR FOR THE SIDELAP CLEARANCE HOLES. PANELS AREPLI SLIPPERY wETO EXAMPLE P 24- ERECTION NOTES: CLEAN METAL FILINGS OFF PANEL SURFACES AFTER DRILLING TO AVOID RUST STAINS. OIL OR WAX APPLIED DURING � 30'-O" IN LENGTH MANUFACTURING FOR PROTECTION THE TEMPLATE SHEET SHOULD BE LAX[) OUT IN ACCORDANCE WITH THE BUILDING ERECTION AGAINST WEATHER DAMAGE. 24 GAGE (22, 24, 26, dt 29 GAGE AVAILABLE) 1. ALL AREAS WHERE MASTIC IS TO BE APPLIED SHOULD BE WIPED CLEAN WiTH A MILD DRAWINGS. SINCE PRE -DRILLING WILL 'HAND" THE SHEETS iT IS NECESSARY TO SELECT THE ARCHITECTURAL DETERGENT OR AN ALL PURPOSE CLEANER BEFORE MASTIC APPLICATION. THIS WILL END OF THE BUILDING FROM WHICH THE SHEETING IS TO BEGIN. PRIOR TO DRILLING THE INSURE A GOOD SEALING SURFACE AND IMPROVE WEATHER TIGHTNESS. TEMPLATE SHEET IT SHOULD BE CHECKED FOR PROPER HOLE LOCATIONS AGAINST THE 2 THE BLANKET INSULATION MANUFACTURER RECOMMENDS THAT DOUBLE SIDED TAPE BUILDING FRAMEWORK. BE SURE THERE IS NO SAG IN THE PURLINS OR GIRTS.IR BE USED TO SECURE THE INSULATION TO THE EAVE THE METAL BUILDING SUPPLIER IS NOT RESPONSIBLE FOR THE INSTALLATION OR ATTACHMENT OF THE INSULATION. ADDITIONAL ATTACHMENTS (BY OTHERS) MAY BE REQUIRED. PRE -DRILLED TEMPLATE SHEET DETAIL A" DETAIL "B" ERECTION OF THE ARCHITECTURAL PANEL REQUIRES THAT THE PROPER DIRECTION OF iTS APPLICATION 3. ALL EXPOSED FASTENERS SHOULD PENETRATE THE SEALANT FOR THE MOST WEATHER BE MADE THE DESIGN OF THE PANEL INCORPORATES A BEARING LEG INTO ITS LEADING EDGE TIGHT CONNECTION IN WALL SHOULD AREAWHERE APPLICABLE ARCHITECTURAL WALL PANEL WHICH PROVIDES SUPPORT FOR PROPER NESTING OF THE OVERLAPPING RIB OF THE NEXT PANEL SAFETY THE INSTALLATION OF THE PANELS (SHOWN AT LEFT) PROCEEDS FROM LEFT TO RIGHT. HOWEVER, ALWAYS � � �� UNLESS FIELD CIRCUMSTANCES DICTATE OTHERWISE, INSTALLATION OF PANELS CAN PROCEED FROM 4. THE ARCHITECTURAL III PANEL IS DESIGNED FOR WALL APPLICATIONS ONLY AND SHOULD PROTECTION WHEN OPERATING rveti¢ OVERLAPPING RIBNEVER BE UTILIZED IN THE ROOF FOR PURPOSES OF PROVIDING A ROOF SYSTEM FOR OR ELECTRIC SCREW GUNS. IS RIB OVERLAPS OUTSIDE EITHER LEFT TO RIGHT OR RIGHT TO LEFT AS LONG AS THE OVERLAPPING RIB IS LAPPED OVER BUILDINGS. THE INVERTED RIBS INCORPORATED INTO ITS DESIGN PRODUCE SMOOTH (THIS THE BEARING RIB. SHADOW LINES AND SEMI -CONCEALED FASTENERS. ALTHOUGH SHEETING CAN USUALLY PRECETDING PANEL) BEGIN FROM EITHER END OF THE BUILDING, APPLICATION OF THIS PANEL IS DIRECTIONAL NOTE PROPERLY INSTALLED. THE LAP EDGES OF THE ARCHTECTURAL III PANEL HAVE MINIMUM SEE FASTENER LAYOUT %- WC05/AC / NOTE VISIBILITY. STACKED SHEETS TO / / ALUMINUM -COATED PANELS ARE SUBJECT TO STAINING DUE TO RESIDUE FROM BARE HANDS. BE DRILLED _J __J ALUMINUM -COATED LINER PANELS THAT INCLUDE AN ACRYLIC FINISH DO HAVE ADDITIONAL PROTEC- S. WHEN FIELD CUTTING PANELS OR TRIM DO NOT USE ABRASIVE SAWS OR OTHER CUTTING TION BUT iT IS LIMITED AND DETERIORATES IN A RELATIVELY SHORT TIME MAKING THAT PANEL ALSO METHODS WHICH PRODUCE HOT METAL PARTICLES OR BURN THE CUT EDGES. THESE SUBJECT TO STAINING FROM BARE HANDS. iT IS RECOMMENDED THAT GLOVES BE USED FOR METHODS WILL DAMAGE THE PAINTED AND GALVALUME FINISH AND VOIDANY-WARRANT)ES_ BEARING RIB ALL HANDLING OF BOTH PRODUCTS AND THAT APPLICATION OF THESE PRODUCTS BE LIMITED USE DOUBLE CUT-SHEARS-NIBBLERS-OR-OTHER-CLrMNG-DEVICES-WICH DO NOT (BEARING LEG GIVES TO AREAS NOT EXPOSED TO TOUCH. ROTJCE HOT METAL PARTICLES OR BURNED EDGES. _ BEARING RIB SUPPORT TO SID KEEP ENDS OF PANELS ALIGNED DETAIL "A" SIDELAP DETAIL DETAIL "B" —PRE=DRICLfi1G�FOR FASTENER LOCATIONS WC08 PANEL MARKING AND SIDELAP DETAILS WC63 ERECTION NOTES I WC91 ARCHITECTURAL III WALL PANELS AC ARCHITECTURAL WALLS AC ARCHITECTURAL III WALLS AC USE WOOD BLOCKING TO ELEVATE AND SLOPE THE PANELS IN A MANNER ROOF AND WALL PANELS THAT WILL ALLOW MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN , WALL FASTENERS MISCELLANEOUS FASTENERS SPECIAL CONDITION FASTENER PANEL BUNDLES WILL PROVIDE ADDITIONAL AIR CIRCULATION. COVER THE ROOF AND WALL PANELS INCLUDING COLOR COATED, ALUMINUM COATED AND GALVANIZED, PROVIDE 16 STACKED BUNDLES WiTH A TARP OR PLASTIC COVER LEAVING ENOUGH EXCELLENT SERVICE UNDER WIDELY VARIED CONDITIONS. ALL UNLOADING AND ERECTION PERSONNEL 1 �� DESCRIPTION J1F5 OPENING AT THE BOTTOM FOR AIR TO CIRCULATE SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE QUALITY MERCHANDISE WHICH MERIT CAUTIOUS , /12 x t t/4 1/9 t1Lp0 RIVET +12 x 1 1/4 TEX4 CARE IN HANDLING. 0 SELF DRILHEAD FASTENER CARBON STEFI '���� sE1F DRIWNG ENER slm. UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY. PACKAGES OF SHEETS SHOULD HEX HERO FILSIERER WITHOUT WASHER 3•i YARK NO. /12X7 1/4 SOHH W CHNp fib/ �� BE LIFTED OFF THE TRUCK WiTH EXTREME CARE TAKEN TO INSURE THAT NO DAMAGE OCCURS TO SAFETY PREGIURON: ENDS OF THE SHEETS OR TO SIDE RIBS. THE PACKAGES SHOULD BE STORED OFF THE GROUND PPLI 9LLOR MATCHING) O .m r.+.t••H WORKERS SHOULD ALWAYS WEAR SUFFICIENTLY HIGH ENOUGH TO ALLOW AIR CIRCULATION UNDERNEATH THE PACKAGES. THIS AVOIDS UNEXPOSED FASTENER CO101=O?M STIM THICKNESS GREATER TWIN 12 Q GLOVES N1ffN wwOLDlc PANES. GROUND MOISTURE AND DETERS PEOPLE FROM WALKING ON THE PACKAGES. ONE END OF THE PACKAGE CLIPS AT OVERHEAD DOORS, ®® ��� MID UP TO AND INCLUDING 1/4. SHOULD ALWAYS BE ELEVATED ABOVE THE LOWER END TO ENCOURAGE DRAINAGE IN CASE OF RAIN. WALK DOORS, ETC 1111 A C� FIELD STRUCTURAL ATTACHMMIS ' ALL METAL PANELS ARE SUBJECT TO SOME DEGREE S LOCALIZED DISCOLORATION E STAIN WHEN '�° B V + � WATER IS TRAPPED BETWEEN THEIR CLOSELY F1TTID SURFACES. PANEL MANUFACTURER EXERCISES , 13MCRIPTION © w,J7�, (j ItrQArof� + EXTREME CAUTION DURING FABRICATING AND SHIPPING OPERATIONS TO INSURE THAT ALL PANEL r' " 012 x 1 1/ 4 3/16 D rSL:ELF x 1 1/2 7EK5 + STOCK IS KEPT DRY. HOWEVER, DUE TO CLIMATIC CONDITIONS, WATER FORMED BY CONDENSATION �R HRFCTLRAL INS OE n cu £ SELF DRILUNc (COLOR MATCHING), MARK t s�1 BRWMG CARBON STEElL. OF HUMID AIR CAN BECOME TRAPPED BETWEEN STACKED SHEETS. WATER CAN ALSO BE TRAPPED HEX HEAD FASTEN WITHOUT WASHER Ld.l�(r1�HEAD FASMKM W1DnUT WAVRR BETWEEN THE STACKED SHEETS WHEN EXPOSED TO RAIN. THIS DISCOLORATION CAUSED BY TRAPPED 1°u MARX NO. /12X1 1/4 SDHH dP4tl[1.,M C NO. /12x1 1/2 SDHHM MOISTURE IS OFTEN CALLED WET STORAGE STAIN. ��� 6 APP11 ICIN SIDELIGHT SIDEIAP CONNECTIONS THE STAIN IS USUALLY SUPERFICIAL AND HAS LITTLE EFFECT ON THE APPEARANCE OR SERVICE LIFE �1 iSHEET TO STRUCTURAL CONNECTIONS THICKNESS GREATER THAN 1/4"OF THE PANELS AS LONG AS iT IS NOT PERMITTED TO REMAIN ON THE PANELS. HOWEVER, MOISTURE (LEASE & GABLE ANGLE• CITIES. FAVEARCHITECTURAL PANELS • uP TD ANTI AITAC M NTSIN CONTACT WiTH THE SURFACE OF THE PANELS OVER AN EXTENDED PERIOD CAN SEVERELY ATTACK 0 �S'�') STRUCTURAL ATTACHMIINIs THEIR FINISH AND REDUCE THEIR EFFECTIVE SERVICE LIFE THEREFORE, iT IS IMPERATIVE THAT ALL 3 PANELS BE INSPECTED FOR MOISTURE UPON RECEIPT OF THE ORDER. IF MOISTURE IS PRESENT, DRY COPY THE PANELS AT ONCE AND STORE IN A DRY, WARM PLACE, IF POSSIBLE J�DB ' y WHEN HANDLING OR UNCRATING THE PANELS, LIFT, RATHER THAN SLIDE, THEM APART. BURRING i� p3p/wNG (COLOR MATCHNG). SELF % t LNG TARP OR PLASTIC COVER HEX HEAD FASTENER WITHOUT WASHER HIEXTAPPING CARBON STEEL EDGES MAY SCRATCH THE COATED SURFACES WHEN SHEETS ARE SLID OVER ONE ANOTHER. NEVER ��� I¢JI HEAD FASTENER WITH WASHER USE SPACERS BETWEEN BUNDLES ALLOW PANELS TO BE WALKED ON WHILE ON THE GROUND. MARK NO, #14X3/4 SOHN MAE51 NO. 01OX1 1/2 SINEW y y ROUGH AND IMPROPER HANDLING OF PANELS IS INEXCUSABLE AND A PRIME EXAMPLE OF POOR JOB SUPERVISION. PMlEI. SIDELAP CONNECTIONS, APPLICATION TO WOOD STRUCTURE AT FLASHING TO PANEL CONNCTONS AND UNEXPOSED FASTENER CONNECTIONS BLOCK ABOVE GROUND CAUTION: PANELS ARE SLIPPERY. OIL OR WAX THAT HAS 13EEN USED ON THE ROOF AND WALL ARNrx, PF OTHER SHEET TO SHEET CONNECTIONS (1/4" HEX( HEAD SOCKET NATURED) vPa PANELS FOR PROTECTION AGAINST WEATHER DAMAGE WILL MAKE THEM A VERY SLIPPERY WALKING ��„ ACU SURFACE WIPE DRY ANY OIL THAT HAS PUDDLED FROM BUNDLES STORED ON A SLOPE DEW, FROST TIE DOWN OR OTHER FORMS OF MOISTURE GREATLY INCREASE THE SLIPPERINESS OF THE PANELS. NOTE: ALL HEX HEAD SIZES SHALL REQUIRE A 5/16" HEX SOCKET UNLESS NOTED. PANEL STORAGE I WC51 PANEL STORAGE NOTES I RC95BASIC IIAND PIECES W ARCHITECTURAL III - - AC AA ARCHITECTURAL III WALL PANELSAC AC Note: Some dimensions and/or text represented here is intended for Design and Detailing purposes only and may not be reflected on Architectural III Wall ASW-1 .O job specific erection drawings. EAVE CLOSURE FLASHING EAVE STRUT TAP MASTIC 3/4 TM URETHANE CAULK OUTSIDE CLOSURE AOU REQUIRED IF ORDERED BLIND RIVET 1/8 R(VEr (3) PER LAP ARCHITECTURAL III PANEL * SIMILAR AT CLEATED EAVE UPPER PANEL) WALL MAIN FASTENERS #12X1 1/ 1 -0' O.C. LOWER PANEL SAFETY PROOMA IE ALWAYS %FAR OSHA APPROVED EYE PROfEOiION WHEN OPERATING DRILLS OR ELE=C SCREW GUNS. NOTES: 1. OUTSIDE CLOSURE. AOWAVKOIAVNOILOAI REQUIRED IF ORDERED FOR BUILDING SLOPES 1 112:12 OR LESS 2 BEVELCLOSURE REQUIRED IF ORDERED FOR BUILDING SLOPES GREATER THAN 11/2:12 . I I I I rJ OUTSIDE CLOSURE (SEE NOTES) BACKLAPPING THE PANELS 1' OR 2' IS ROUTINELY DONE TO MATCH PANEL COVERAGE WITH THE BUILDING WIDTH AND LENGTH. ON THE SIDEWALL THIS IS DONE WITH THE LAST PANEL INSTALLED. ON THE ENDWALL THIS IS DONE AT THE RIDGE AND WILL BE MARKED ON THE ERECTION DRAWINGS. �pGE RIDGE a o 00lei NOTE ENDWALL PANELS SHOWN. SIDEWALLS PANELS SIMILAR LONG SPAN III SHOWN, ARHITECTURAL III & ARCHITECTURAL V RIB SIMILAR. OUTSIDE CLOSURE INSTALLATION AT EAVE EA37 I . WALL PANEL ENDLAP I WCO6 I PANEL CLOSURE DETAIL AT RAKE I RA01 I PANEL BACKLAPPING WC75 ARCHITECTURAL III WALLS I AC I ARCHITECTURAL III, ARCHITECTURAL V RIB OR LONG SPAN III WALLS LAB ARCHITECTURAL III, ARCHITECTURAL N' RIB OR LONG SPAN III WALLS AB ARCHITECTURAL III, ARCHITECTURAL 'V' RIB OR LONG SPAN III WALLS I AB THINGS TO REMEMBER 1. THINK SAFETY. 2. CARE FOR PANELS IN ACCORDANCE WITH ERECTION GUIDE 3. ALIGN GIRT. 4. PLUMB FIRST AND EVERY PANEL 5. CHECK COVERAGE ON EVERY PANEL. 6. FOLLOW SCREW ATTACHMENT SEQUENCE: TRAIUNG TO LEADING. TOP TO BOTTOM. 7. DO NOT EXCEED INSULATION THICKNESS (6" MAX.). B. DO NOT 'RATCHET OR OVERTIGHTEN WALL PANEL SCREWS. THIS WILL CAUSE "DIMPLING'. g. USE THE RIB OF THE ARCHITECTURAL PANEL TO APPLY PRESSURE WHEN INSTALLING. (SEE EXAMPLE) DO NOT DISTORT PANEL FIATS 10. DO NOT USE ABRASIVE SAWS OR OTHER CUTTING TOOLS WHICH PRODUCE HOT METAL PARTICLES OR BURNED EDGES. THESE METHODS WILL DAMAGE THE PAINTED AND GALVALUME FINISH AND WILL VOI ANY WARRANTIES. USE DOUBLE CUT SHEARS, NIBBLERS OR OTHER CUTTING DEVICES WHICH DO NOT PRODUCE HOT METAL PARTICLES OR BURNED EDGES. ARCHITECTURAL III WALL PANELS WALL PANEL FPECl-102 BUIND RIVET 118 RIVET 1'-0' O.C. WALL MAIN FASTENER(S) 612X1 114 1'-0' O.C. GIRT CLAMP AND WOOD BLOCKING BY OTHERS (SUGGESTED) FASTENER SE UO ENCE 1 2 3' I I� I WOOD BLOCKING S�O'IOON LLATION OF NER SEQUENCE 01R AL IN REDUCING MINIMIZING ANNING. I y 0 PRECAUTCN: DG NOr STEP. SR OR COMB ON WALL ARTS OR ME 6 STRUM FAILURE TO ADHERE TO THIS PRECALITION WAY 5 ' RESULT IN A SERIOUS WURY. q. I l� I I' BLANKET INSULATION WALL PANEL FPEC1-10.2 BLIND RIVET 118' RIVET 1'-0' O.C. VFF7 BUILDING STRUCTURAL LINE (GIRT LINE) 1 17/32' WALL MAIN FASTENER(S) �V-0- O.C. #12X 1/4 -LONG SPAN III PANEL MAJOR RIB (OVERLAPPING RIB) LONG SPA) m PANEL BEARING OVERLAPPING RIB RIB EQ. EQ. 1/8.0 HOLE LONG SPAN III PANEL LAP AND BUILDING STRUCTURAL LINE (GIRT LINE) 1/4' 1/2' WALL MAIN FASTENER(S) ARCHITECTURAL III 12X1 1/4 PANEL -0' O.C. • MAINTAIN EQUAL SPACING UP THE ENTIRE PANEL LAP. BEARING RIB ARCH. III PANEL OVERLAPPING (TYP. U..) RIB N EQ. EQ. 1/8.0 HOLE LONG SPAN III PANEL SHOWN, ARCHITECTURAL III PANEL SHOWN, MULTI RIB SIMILAR IRM E-DRILNG OVERLAPPING RIB FOR STITCH SCREWS LONG SPAN III & ARCHITECTURAL V RIB SHOWN WII IN R I I s -REWS R I I •NED. PANELS SIMILAR TE! TO AVOID DIMPLING DO NOT OVER TOROUE STENER(S) 2T FBC.1 BUILDING STRUCTURAL LINE (GIRT' LINE) RIB PANEL FASTENER(S) ARCH. 'V RIB PANEL (TYP. U.N.) BEARING RIB OVERLAPPING RIB EQ. rt EQ. 1/8.0 HOLE ARCHITECTURAL V RIB PANEL LAP AND PRE —DRILLED HOLE DETAIL PARTIALLY OPEN WALL BASE TRIM AT GIRT, PANEL EXTENDS 1 1/2" WC41 I PARTIALLY OPEN WALL BASE TRIM AT GIRT WITH FLUSH PANEL WC40 I BASE ANGLE DETAIL BA01 ARCHITECTURAL III, ARCHITECTURAL N' RIB OR LONG SPAN III WALLS AB ARCHITECTURAL III, ARCHITECTURAL N' RIB OR LONG SPAN III WALLS AB I AB PRIOR TO WALL SHEETING ALIGN WALL GIRTS AS SHOWN IN GE03/AA. INSULATION (BY OTHERS) IF REQUIRED, SHOULD BE INSTALLED PRIOR TO THE PANEL INSTALLATION AND CONTINUED IN THE SAME MANNER AS SHEETING PROGRESSES ALONG THE WALL INSTALL THE FIRST' WALL PANEL AT THE BUILDING CORNER AND ALIGN THE PANEL RIB WITH THE STRUCTURAL OR GIRT' LINE AS SHOWN. TT' IS EXTREMELY IMPORTANT THAT TH FIRST W I I P M B INS' I EDP MB USE A SPIRIT' LEVEL OR TRANSIT ON EACH PANEL fT IS RECOMMENDED THAT A SMALL WEDGE/SPACER BE PLACED UNDER THE PANEL AT THE BASE ANGLE APPLY THE WALL PANEL OVER THE INSULATION AND INSTALL WALL FASTENERS AT ALL STRUCTURAL WALL MEMBERS BEGINNING WITH THE TOP MOST ATTACHMENT AND PROCEEDING DOWNWARD (SEE SUGGESTED NUMERICAL FASTENER SEQUENCE). REMOVE THE WEDGE/SPACER BEFORE ATTACHING PANEL AT BASE ANGLE. DD INSTALL THE NEXT PANEL BY SIDELAPPING THE RIB WITH THE FIRST PANEL (A'. SHOWN). CHECK FOR PLUMBNESS AND FASTEN THIS PANEL IN THE SAME MANNER AS THE FIRST PANEL CONTINUE TO SHEET THE WALL USING THIS PROCEDURE CUT PANELS AT DOORS, WINDOWS, LOUVERS AND OTHER WALL OPENINGS AS REQUIRED. SHEETING CAN USUALLY BE STARTED FROM EITHER END OF THE BUILDING AND CONTINUED EITHER IN THE DIRECTION OF LEFT TO RIGHT OR RIGHT TO LEFT _ AS SHOWN. HOWEVER MLAEELYING_THE-SHEETS-TOWARD-THE-DIRECTION OF THE PREV/GONG VIEW, THE OVERLAP LINE AT THE SIDELAP OF EVERY PANEL WILL BE LESS VISIBLE THE SAME PRINCIPLE CAN BE APPLIED WHERE HEAVY PREVAILING WINDS OCCUR BY PLACING THE LAPPED EDGE ON THE LEEWARD SIDE (DOWNWARD SIDE) OF THE PANEL RIB. WALL PANEL INSTALLATION I WC64 LONG SPAN III, ARCHITECTURAL. III OR ARCHITECTURAL V RIB WALL PANELS AB DO NOT PUSH SHEET OVER AT LAP. KEEP A SMALL GAP UP THE SHEET AS SHOWN. ARCHITECTURAL III PANEL (TYP.) ji GIRT, EAVE STRUT, BASE ANGLE OR GABLE ANGLE WALL MAIN FASTENERS WALL STITCH FASTENER(S) (TYP. SEE NOTE 1 pp14X3/4 #12X1 1/ 1 -0' O.C. 2'-0" O.C. VERTICALLY DETAIL "A" (TYP. SEE NOTE 2) 7�t_ 2-1 1 1'-O"'"TAIL ' NOTE: - I. WALL FASTENERS) REQUIRED AT SIDEWALL AND ENDWAU. GIRTS, BASE ANGLE, EAVE STRUT AND GABLE ANGLE FASTENER LAYOUT SHOWN ALSO APPLIES FOR LINER AND PARTITION PANELS. 2. PANEL STICK FASTENER(S) AS SHOWN REQ'D. ONLY AT PANEL SIDELAPS OR AT FLASHING LAPS AND FLASHING TO PANEL CONNECTIONS. FASTENER LAYOUT WCO5 ARCHITECTURAL III WALLS I AC Note: Some dimensions and/or text represented here is intended for Design and Detailing purposes only and may not be reflected on Architectural III Wall ASW-2.0 job specific erection drawings. WOOD BLOCKING LAVE STRUT (BY OTHERS) SAFETY PRECAUTION: DD NOT STEP, SR OR CLIMB ON WALL GE1rs OR FA`IE STRUTS. FALM 70 ADHERE WALL TRIM FASTENER P•) 70 THIS PAEd1000N MAY RESULT IN A #103/4 SERIOUS IRRTR7. a 1'-0' O.C. ALONG EAVE FLASHING EAVE CLOSURE FLASHING RAKE FLASHING I OUTSIDE CLOSURE REQUIRED IF ORDERED WALL TRIM FASTENERS #14X3/4 HAVE SUPPORT FLASHING 1'-0' O.C. ALONG RAKE SUPPORT RA01 AS GIRT (SEE NOTE 5) GABLE MEMBER WALL MAIN FASTENER #12XI 1/4 V-0' O.C. WALL TRIM FASTENER (TYP.) #14X3/4 2'-0- O.C. AT PANEL SIDELAP suErcrWESok Euonok ALWAYSWEAR OSAPPPROVEOEE I ALWAYWOSNAPEYE ROTEM WHEN INGORRIS PROTECTIONWHEN OPERATING ORLS OR ELECTRIC SCREW GUNS.OREECUCSOREWGUNS. BASE ANGLE I NOTE: WALL MAIN FASTENER BA-20 OPEN WALL FIELD TRIM PANELS AS REQUIRED AT CORNERS.�—OPENWALL #1� 0" D.C. GENERAL NOTES: 1. CROWD OR STRETCH PANELS SLIGHTLY AS •J'FLASHING NECESSARY TO MAINTAIN 3'-0' COVERAGE PER I FIELD TRIM HIDDEN RETURN LEG I FJ15B- WALL PANEL PANEL AS NECESSARY TO MAINTAIN A 2. PANELS MUST BE INSTALLED SQUARE WITH CONSISTENT PANEL PROFILE ARCHITECTURAL III PANEL BUILDING FRAME GIRT LINE 3. PANEL SIDELAPS STITCHED 2'-0" ON CENTER WITH ------ l --- -- ____ #14 WALL FASTENERS. ------- — -- C USE TOUCH UP PAINT WITH AN ARTIST TYPE GIRT LINE OR BRUSH. DO NOT USE AEROSOL TYPE PAINT STRUCTURAL LINE FOR TOUCH UP. WALL MAIN FASTENER(S) NOTE FIELD TRIM HIDDEN RETURN LEG 'J' FLASHING 912X1 114 5. GIRTS ARE TO BE BLOCKED TO MAINTAIN VERTICAL FJ15B- WALL PANEL REQUIRED FIELDTEM PANELBER C NECESSARY PANE HPROFIIINA 1'-0'O.C. - REQUIRED AT CORNERS. CONSISTENT PANEL PROFILE > BASE ANGLE CORNER GIRT FLANGES. FAILURE TO MAINTAIN VERTICAL GIRT CORNER FLASHING FBC-1 FLANGES WILL CAUSE DIMPLING OF PANELS AT FCRA2 SDCAIlONS TYPICAL CORNER DETAIL AT PANELS IWC20 CORNER TRIM DETAIL (OUTSIDE) AT OPEN WALL TRANSITION WC21 B CORNER TRIM DETAIL (INSIDE) AT OPEN WALL TRANSITION WC26B ARCHITECTURAL III WALLS I AC ARCHITECTURAL III WALLS AC ARCHITECTURAL III WALLS AC saFETr PREuunok FASTENER AND WASHER I SAFETY Pfi£f14lTION WORIQRSSNOIRDBE PA NEOIN OR OTHER MEANS (BY OTHERS) ALWAYS WFAA OSHA APPROVED EYE SAFETY PRECAUTION: TREPROPERER¢nox PRotmuREs WALL FASTENER PROTECTION WHEN OPERATING DRILLS WORKERS SHOULD BE TRAINED IN FORALLJOBS. MAYBE USED TO ATTACH NOTE: I T OR ELECTRIC scREIN GUNS. THE PROPER ERECTION PROCEDURES INSULATION (BEFORE EAVE CLOSURE FOLD INSULATION BACK ONTO ITSELF FOR COMPRESSION I FOR ALL JOBS. INSULATION ROOF PANEL FLASHING IS ATTACHED) , I I WALL FASTENER __ --_ --- — BETWEENEAVEIT STRUMUST NOT BE ARCHITECTURAL III PANEL I ROOF PANEL IT MUST THER r -- EXPOSED TO THE WEATHER. I I ARCHITECTURAL III PANEL GIRT LINE OR STRUCTURAL LINE I ITV �I I INSULATION WALL 4143�4 FASTENERS) II II TRIM INSULATION AND L. 2'-0' O.C. VERTICALLY II II TURN VINYL UST NOT BEAEXP EXPOSED TO ON HAVE CLOSURE FLASHING II II WEATHER I I _— I WALL TRIM FASTENER(S) I WALL PANEL r fFt4X"4 I CORNER FLASHING II II II 11 70 0.c.vERncaLLY MAJOR RIB OF FIELD FC� CUT WALL PANEL I II II II `----= I I EAVE STRUT I (IF REQUIRED) BLIND RNET II II II EAVE SUPPORT FLASHING ING I 1/8 RNET II II II o I I I (6) PER FLASHING LAP ------- I II II E NOTREQUIREDAT LONG SPAN III ROOFS ) ) DOUBLE SIDED TAPE (BY OTHERS) -------------- IIII Q I BASEANGLE —� —� G ' e I I TO BE USED TO SECURE INSULATION. _--- WALL PANEL I I L — — — — — — -------- — — — B a: FLASHING TRIM INSULATION AND TURN VINYL BACK INSULATION CORNER FLASHING BLIND RIVET NOTE: MUST NOT BE EXPOSED TO WEATHER FCRA2 118 RIVET FIELD TRIM PANELS AS NOTE BASE MEMBER MAY BE DIFFERENT (6) PER FLASHING TAP REQUIRED AT CORNER GIRT LINE OR FROM WHAT IS SHOWN. INTERSECTION. STRUCTURAL LINE CORNER TRIM DETAIL (OUTSIDE) WC21 CORNER TRIM DETAIL (INSIDE) WC26 SUGGESTED INSULATION DETAIL AT WALL PANEL BASE IN02 SUGGESTED INSULATION ATTACHMENTS AT EAVE EV ARCHITECTURAL III WALLS AC ARCHITECTURAL III WALLS AC I AA --E Note: Some dimensions and/or text represented here is intended for /� Design and Detailing purposes only and may not be reflected on Architectural III Wall ASW 3.0 job specific erection drawings.