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Specifications ) ') C 5 Scc2 7`17 INTERSTATE ROOFING STOREFRONT ANCHORAGE 15065 SW 74th Portland, Oregon 97224 STRUCTURAL CALCULATIONS VLMK Project Number:20170305 River City Glass 12432 SE Capps Road Clackamas, OR 97015 PROFESS 5 GINeF,Q /0 'i 656 'E •' GO h '� r12, Zct <( 11/ - RUSS 05-08-17 EXPIRES: 12/31/2018 Prepared By: Ken Rust, P.E. V LMK May 2017 ENGINEERING + DESIGN 'Structural Calculations:Interstate Roofing Storefront Anchorage Project Interstate Roofing Storefront Anchorage Project Number: 20170305 Project Address: 15065 SW 74th Document Structural Calculations for Portland, Oregon 97224 Building Permit TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-2 Special Inspections DC-3 Structural Calculations C-1 thru C-1 1 G:\Acad2017\20170305\02 Calculations\20170305-DC.docx 3933 SW Kelly Avenue Portland,OR 97239 tel 503.222.4453 fax:503.248.9263 www.vImk.com Structural Calculations:Interstate Roofing Storefront Anchorage DC-2 DESCRIPTION OF STRUCTURAL SYSTEM This 'Interstate Roofing Storefront Anchorage' project consists of determining the anchorage of exterior storefront by others to steel stud framing due to wind loads and checking the deflection of curtainwall mullions. CODES 2014 Oregon Structural Specialty Code (Based on the 2012 International Building Code) DESIGN LOADS Wind Ultimate Design Wind Speed, Vuif 120 mph Nominal Design Wind Speed, Vasa 93 mph Risk Category II Wind Exposure B MATERIALS Drilled Anchors Concrete Screw Anchors Hilti Kwik HUS-EZ Screw Anchor ICC ESR-3056 G:\Qcad20l 7\20170305\02 Calculations\20 i 70305-DC.docx 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vimkcon Structural Calculations:Interstate Roofing Storefront Anchorage DC-3 SPECIAL INSPECTIONS DURATION INSPECTION COMMENTS AGENCY CONCRETE: Drilled-in Screw Anchors in Concrete per ICC report P Testing Lab Special Inspection Notes: Duration refers to time and frequency of inspection for the portions of work indicated above. C = Continuous inspection in which the special inspector is on site at all times observing the work requiring special inspection. P = Periodic inspection in which the special inspector in on site at time intervals necessary to confirm that the work requiring special inspection is in conformance with approved permit drawings and specifications. The inspection agencies are as follows: Engineer: VLMK Consulting Engineers Testing Lab: To Be Determined Owner shall hire Special Inspector at owner's expense. The contractor shall notify the special inspector when work is ready for inspection and maintain accessibility of work until it is reported to be in conformance and approved by the Building Official. G:\1cad2017\20I 70305\02 CalculationN0170305-DC dm 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com V 1 VL M1( Project: Interstate Roofing Job#: 20170305 By: KDR Date: 05/17 Sheet#: C-1 ENGINEERING+DESIGN v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Wind Loads - Components and Cladding Based on the 2012 International Building Code and ASCE 7-10, 30.5 (Part 2: Low-Rise Buildings - Simplified) Vuit = 120 mph Ultimate Wind Speed 3-Second Gust [Figure 26.5-1A, B, & C] B Exposure Category [Section 26.7.3] II � `:_�Risk Category (II), (I), or (III and IV) [IBC Table 1604.5] KZt = 1..-0-0 .':Topographic Factor [Figure 26.8-1] Roof Slope =.' 0 to 7 Degrees Effective Area 10 sf Span Length x Eff. Width (not less than Span Length/3) Load Factor =' 1 0 Ultimate = 1.0W, ASD = 0.6W Design Wind Pressure: Pnet = AKztPnet3o [Equation 30.5-1] Wall Loads: ( 1,OW ULTIMATE LEVEL) Height Adjustment Wall - Interior Zone 4 Wall - End Zone 5 (ft) A (psf) (psf) 15 1.00 25.9 -28.1 25.9 -34.7 20 1.00 25.9 -28.1 25.9 -34.7 25 1.00 25.9 -28.1 25.9 -34.7 30 1.00 25.9 -28.1 25.9 -34.7 35 1.05 27.2 -29.5 27.2 -36.4 40 1.09 28.2 -30.6 28.2 -37.8 45 1.12 29.0 -31.5 29.0 -38.9 _..,. _.._ 50 1...16.. m._.._ -32 30.0 ___... . _ 6�...- ._ . .. _... -._.. .. ._.._...__.,... 30.0 -40.3 55 1.19 30.8 -33.4 30.8 -41.3 60 1.22 31.6 -34.3 31.6 -42.3 Roof Loads: ( 1,OW ULTIMATE LEVEL ) Height 1 Adjustment Roof- Interior Zone 1 Roof- End Zone 2 I Roof- Corner Zone 3 (ft) A (psf) (psf) (psf) 15 1.00 16.0 -25.9 16.0 -43.5 16.0 -65.4 20 1.00 16.0 -25.9 16.0 -43.5 I 16.0 -65.4 25 1.00 16.0 -25.9 16.0 -43.5 16.0 -65.4 30 1.00 16.0 -25.9 16.0 -43.5 16.0 -65.4 35 1,05 16.0 -27.2 16.0 -45.7 16.0 -68.7 40 1.09 16.0 -28.2 16.0 -47.4 16.0 -71.3 45 1.12 16.0 -29.0 16.0 -48.7 16.0 -73.2 50 1.16 16.0 -30.0 16.0 -50.5 16.0 -75.9 55 1.19 16.0 -30.8 16.0 -51.8 16.0 -77.8 60 1.22 16.0 -31.6 16.0I -53.1 16.0 -79.8 Notes: 1.) Loads shown may be governed by Minimum Wind Design Loads per Section 30.2.2. 2.) Presures shown are applied normal to their respective surfaces. i ,;`,,, 3.) Plus and minus signs signify pressures acting toward (+) and away (-) from the surfaces. - • 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax 503.248.9263 www.vimk.cam l Ng. Y L PA K project: Interstate Roofing Job#: 20170305 By: KDR Date: 05/17 Sheet#: C-2 ENGINEERING+DESIGN v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Wind Loads - Components and Cladding Based on the 2012 International Building Code and ASCE 7-10, 30.5 (Part 2: Low-Rise Buildings - Simplified) ,:s4,-- 01-4. -4b.,,,,, ? i r i r� f \ III --- \ \. Flat Roof Hip Roof (7° < 0 < 27°) t\ .,,fff.:::(:';''' ...404,11 ,,: \\ 4,<`- :,-,,,,,'=4:‹j)-°:''''' .,p'-'''Ar:Y.; l f e r• 27 na! Gable Roof (9 � 7° °) Gable Roof 7 < 0 < 4 II °) Interior Zones i End Zones Ill Corner Zones RDofs-ZCIS61;Walla-Zone g(� s•Zi2,`ta`46-Zone 5 Ram-Zme3 End Zone Length Calculation [Figure 30.5-1, Note #5] i L 110 = ft Least Horizontal Dimension h = ',26 ft Mean Roof Height 11 ft Smaller of 10% of Least Horizontal Dimension i 10.4 ft Smaller of 40% of Mean Roof Height 4.4 ft Not Less Than 4% of Least Horizontal Dimension 3 ft Not Less Than 3 ft a = 10.4 ft End Zone Length 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax 503.248.9263 www.vlmk.eam WOY)IWIIVMMM £9Z6'8171'£OS:x01 £SbbllZZ'£oc :lad 6£ZL6 210'Puo1410d anuanV A 10 MS££6£ • • • . (''' )--)S Z - cP-ii \-In 1(-v 1 6 T_TV 11-,c -47 )1 -141J\ 3d4A-1: (die," )c, L�p4 c'",'01')(101,\I /��� /1 1 l I ,. N9ISEO+9NI833NI9N3 :#laat(S �j( SQ :awou 7iV'/� :fig S orj,O4J I O :#4o[ !AI1 I�+ -V ) :1pafad N IN 1 A A .i II16TI www.hilti.us Profis Anchor 2.7.3 Company: VLMK Page: 1 Specifier: KDR Project: Interstate Roofing Address: Sub-Project I Pos.No.: Storefront Anchorage Phone I Fax: I Date: 5/5/2017 E-Mail: Specifier's comments: Intermediate Mullions 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)1/4(2 1/2) 441111110i z9 Effective embedment depth: het,act=1.920 in.,tin ,,=2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 2/1/2016 112/1/2017 Proof: Design method ACI 318-14/Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.125 in. Anchor plate: Ix x ly x t=4.000 in.x 7.000 in.x 0.125 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,4000,fc'=4000 psi;h=5.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement: none or<No.4 bar Geometry[in.]&Loading[lb,in.lb] z 6 K> X Input data and results must be checked for agreement with the existing conditions and for plausibility, PROFIS Anchor(c)2003-2009 HIlti AG,FL-9494 Schaan Hilt!Is a registered Trademark of Hilt'AG,Schaan (-S 11114111611,1111 www.hilti.us Profis Anchor 2.7.3 Company: VLMK Page: 2 Specifier: KDR Project: Interstate Roofing Address: Sub-Project I Pos.No.: Storefront Anchorage Phone I Fax: I Date: 5/5/2017 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity pN/pv[%] Status Tension - Shear Concrete edge failure in direction x+ 859 1136 -/76 OK Loading 13N Dv r; Utilization N,v[%] Status Combined tension and shear loads - - _ _ - 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan HiIt'is a registered Trademark of Hilt AG,Schaan 1■ I11 iiiT1 www.hilti.us Profis Anchor 2.7.3 Company: VLMK Page: 1 Specifier: KDR Project: Interstate Roofing Address: Sub-Project I Pos.No.: Storefront Anchorage Phone I Fax: I Date: 5/5/2017 E-Mail: Specifier's comments:Door Mullions 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)1/4(2 1/2) ;teave' vitowiltigi ,o } Effective embedment depth: hef,act=1.920 in.,hnom=2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 2/1/2016 112/1/2017 Proof: Design method ACI 318-11 /Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.125 in. Anchor plate: Ix x ly x t=4.000 in.x 9.000 in.x 0.125 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,4000,fb'=4000 psi;h=5.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Geometry[in.]&Loading[Ib,in.Ib] Z C� 0 . - yam' , ' ' ' ,125 „�—•"'.�.� ;� s,�� � ,aka-.➢` .o-ye�`*'��� '�� �` • • x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan C-.3 P4111 II www.hilti.us Profis Anchor 2.7.3 Company: VLMK Page: 2 Specifier: KDR Project: Interstate Roofing Address: Sub-Project I Pos.No.: Storefront Anchorage Phone I Fax: i Date: 5/5/2017 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity t+N 1 Sv[%] Status Tension - - _ -/- - Shear Concrete edge failure in direction x+ 578 786 -/74 OK Loading 13e I v r; Utilization No/[%] Status Combined tension and shear loads - - - - - 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hitti AG,Schaan www.hilti.us Profis Anchor 2.7.3 Company: VLMK Page: 1 Specifier: KDR Project: Interstate Roofing Address: Sub-Project I Pos.No.: Storefront Anchorage Phone I Fax: i Date: 5/5/2017 E-Mail: Specifier's comments:Jamb Mullions 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)1/4(2 1/2) Effective embedment depth: het,act=1.920 in.,hnom=2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 2/1/2016 1 12/1/2017 Proof: Design method ACI 318-11 /Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.125 in. Anchor plate: Ix x ly x t=4.000 in.x 4.000 in.x 0.125 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,4000,fc'=4000 psi;h=5.000 in. Installation: hammer drilled hole,Installation condition: Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement: none or<No.4 bar Geometry[in.]&Loading[Ib,in.lb] • C:3 r 0»'125 * Wir \fe, A Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us Profis Anchor 2.7.3 Company: VLMK Page: 2 Specifier: KDR Project: Interstate Roofing Address: Sub-Project I Pos.No.: Storefront Anchorage Phone I Fax: i Date: 5/5/2017 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity PN I 13v[Vol Status Tension - Shear Concrete edge failure in direction x+ 500 786 -/64 OK Loading PN Dv Utilization JN,v[%] Status Combined tension and shear loads 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan VVLIVIK Project: Interstate Roofing Job#: 20170305 By: KDR Date: 05/17 Sheet It: C -10 ENGINEERING a DESIGN v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Wind Loads - Components and Cladding (M VLLI VS Based on the 2012 International Building Code and ASCE 7-10, 30.5(Part 2: Low-Rise Buildings - Simplified) Vuit = 120 mph Ultimate Wind Speed 3-Second Gust [Figure 26.5-1A, B, & C] - B `' Exposure Category [Section 26.7.3] II Risk Category (II), (I), or (III and IV) [IBC Table 1604.5] Kzt = 1.00 Topographic Factor [Figure 26.8-1] Roof Slope = 0�to 7 - Degrees 1 Effective Area = 20 sf Span Length x Eff. Width (not less than Span Length/3) Load Factor = "` 0.6 Ultimate = 1.0W, ASD = 0.6W • Design Wind Pressure: p net = a KztP net3o [Equation 30.5-1] Wall Loads: (O.6W ASD LEVEL ) Height Adjustment l Wall - Interior Zone 4 j Wall - End Zone 5 (ft) A (psf) I (psf) 15 1.00 14.8 -16,1. 14.8 -19.4 20 1.00 14.8 -16.1 14.8 -19.4 25 100 14.8 -16.1 14.8 19.4 30 1.00 14.8 -16.1 14.8 -19.4 35 1.05 15.6 -16.9 15.6 -20.4 40 1.09 16.2 -17.6 16.2 -21.2 45 1.12 16.6 -18.1 16.6 -21.8 50 116 17.2 -18.7 17.2 -22.6 55 1.19 17.6 ' -19.2 17.6 -23.1 60 1.22 18.1 l -19.7 18.1 -23.7 I Roof Loads: (O.6W ASD LEVEL ) Height Adjustment Roof- Interior Zone 1 l Roof - End Zone 2 Roof - Corner Zone 3 (ft) A (psf) (psf) I (psf) 15 1.00 9.6 -15.1 9.6 -23.3 9.6 -32.5 20 1.00 9.6 -15.1 9.6 -23.3 9.6 -32.5 25 1.00 9.6 -15.1 9.6 -23.3 9.6 -32.5 30 1.00 9.6 -15.1 9.6 -23.3 9.6 -32.5 35 105 9.6 -15.9 9.6 -24.4 9.6 -34.1 40 1.09 9.6 -16.5 9.6 -25.4 9.6 -35.4 45 1.12 9.6 -16.9 9.6 -26.1 9.6 -36.4 50 1.16 9.6 -17.5 9.6 -27.0 9.6 -37.7 55 1.19 9.6 -18.0 9.6 -27.7 9.6 -38.7 60 1.22 9.6 -18.4 9.6 -28.4 9.6 -39.7 • Notes: 1.) Loads shown may be governed by Minimum Wind Design Loads per Section 30.2.2. 2.) Presures shown are applied normal to their respective surfaces. ;;':, 3.) Plus and minus signs signify pressures acting toward (+) and away (-) from the surfaces s, fr 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com 41116 c.._ 11 , 1115ALUMINUM STOREFRONTS Wind load Charts Thermal Center Glazed • Series 1T451 - VERTICAL MULLIONS FOR 1 (25) GLAZING • Series 11451-S Deflection criteria to be in accordance with HAMA TIP-All -L/175 or L/240 4 1/4 (6A mm)for soars greater than 13'-6'(4.1 m)but less than 40'-0"(12.2 m). Codes and specifications may vary. No single lite of glass shall deflect more than 3/4" (19 mm).Glass is not considered as contributing to resistance of deflection.Aluminum alloy 6063-T6 allowable stress for windload is 15.200 psi. (89 MPa),and steel reinforcing allowable stress for vvindload is 21.600 psi.(183 MPa). These charts include unbraced length analysis and are based on at least one horizontal being placed at the midpoirt of the soar. For other applications,please contact U.S,Aluminum Technical Sales at(800)262-5151. or visit our web site at usalum.com. (1) (1.5) (2) (2.5) 15 - - ----I 14 7 Limitation of vertical mullions or CUR ES A- 15 PSF(,18 Pa) 1:: j 13 i \ ' (4) a) CURVES B-- 20 PSF(957 Pa) ,,„-,2), , CURVES C=25 PSF(1197 Pa) - 12 : CURVES D-30 PSF(1436 Pa) ,, \ -(3.5) CURVES E=40 PSF 0915 Pa) , ,.--7 11 \ ,,,,, IT455 I=2.639(112,09 x 10") 4 \ \ A T) 1° -(3) k SKCi-40 [ e \ 8 NN,,'' '--- , B----,„ -------...„ _-_(2.5) > Z..( 3 7 --..._ --...____ ------------ (2) 6 1, In 7 (,V 2 3 4 5 6 7 8 9 Mullion Spacing in Feet(meters) .,:,-, 30 eNF• ikt.L41/4",04)\-- _ 0) (1.5) (2) (2.5) (1) (1.5) (2) (2.5) , . 14 16 13, - (4) _ • 15 '_(4,51 ....c..i 14 (3.5) . . N,---\ ,,A T2/1X200 IT431/IX200 i ‘-, -14) 1 =2.733(113.76 x 10') I =4.575(190.43 x 10 13') Z \ • 1 (31 S=1,272 (20,85 x 101 S=2.156(35.34 x 101 12 i',\X A 1 (1) 0 i- '2-\- N ,':'- 1 LL \i \' N B \ -I 5) 1 ' . ai ' ' 1.ri Lel — i.3 L.-----,.. (2 51 i -.14 ----„, 10 •--„„,1,,, , __(3) N ' N ' E gbh_ 7 -----------. 9 - E -,- '' ''' - - - •t c_ 4 -------__:_ (2) r,\,...r ..4 esf Pc1-1,0 ' ''''%- 6 i - 5 ' 1 7 2 3 4 5 6 7 8 9 2 3 4 5 6 7 8 9 Mullion Spacing in Feet(meters) Mullion Spacing in Feet(meters) . Online usalum.com By Phone (800) 262-5151 Online crlaurence.com By Phone (800) 421-6144 CONSTRUCTION CONSULTING LABORATORY, INTERNATIONAL , ,,„, ti,,,.., _...,,,_ � ri ,e, , , „ ,,,,,,,,,,„4:. : ., •. ..., . ..r. so, ...._..., .- „. , . ....„ . . _. ,„ ..., , _ .. ,i, ,,, - ,. , .. .....„.„,„„ , ... : ,,,,.. i # ” P jJjjjyy nwvu: - -: �. a,.b TEST REPORT: AAMA 501-05 PERFORMANCE REPORT UNITED STATES ALUMINUM SERIES IT 451 STOREFRONT SYSTEM REPORT CCLI #09-221 December 13, 2009 Prepared for: UNITED STATES ALUMINUM 200 Singleton Drive Waxahachie, TX 75165 1601 Luna Road sisratiNt. Office: (972) 242-0556 Carrollton, Texas 75006 A Quality Control Company FAX: (972)245-6047 AAMA 501-05 PERFORMANCE REPORT UNITED STATES ALUMINUM SERIES IT 451 STOREFRONT SYSTEM REPORT CCLI #09-227 December 13,2009 TABLE OF CONTENTS 1. PROJECT DATA.............. ....................................................... 1 2. SUMMARY 1 3. TEST SPECIMEN ................. ................ . ..... ............... ... 1 4. PERFORMANCE RESULTS,......... 3 5. DISCLAIMER........................... . .. ...........•....______.._._........ ............ ............3 APPENDIX: APPENDIX A: UNITED STATES ALUMINUM SERIES IT 451 STOREFRONT DRAWINGS Refer to mock-up drawing in Appendix A. This report is not complete unless this drawing is stamped and initialed by CCLI as illustrated below. Detail Detail Date Stamped as Illustrated US.Aluminum Elevation 11/10/09 arconsmicrIon U.S.Aluminum BOM CONSOLVia �+ q h �y I.AaoHMaa1Y. U.S.Aluminum USA-3124 11/10/09 INTERN%TJ(aN.tt, 1601 Luna load U.S.Aluminum USA-3114 11/10/09 Carrollton,Texas 75006 7 U.S.Aluminum USA-3124 11/10/09 Phone Reports 129 6 .)3, 69 U.S.Aluminum USA-3124 11/10/09 Reviewed RM U.S.Aluminum USA-3124 11/10/09 S-UNITED,INC. A Quality Control Company AAMA 501-05 PERFORMANCE REPORT UNITED STATES ALUMINUM egir SERIES IT 451 STOREFRONT SYSTEM REPORT CCU #09-227 December 13,2009 Page 1 of 3 1. PROJECT DATA Project: AAMA 501-05 Performance Testing United States Aluminum Series IT 451 Storefront System Date of Testing: November 11, 2009 Test Performed At: US Aluminum testing facility in Waxahachie, TX. Tested For: United States Aluminum 200 Singleton Drive Waxahachie, TX 75165 Witnessed By: (All or Partial Viewing) Terry Hopgood United States Aluminum Jeffrey Crump Construction Consulting Laboratory, International 2. SUMMARY The United States Aluminum Series IT 451 Storefront System was tested in accordance with AAMA 501-05 and passed the short form requirements noted in laboratory test specifications section for Air Infiltration © 6.24 Psf, Water Penetration @ 10.00 Psf, Uniform Load Deflection @ 25 Psf with a positive measured deflection of .180" and a negative measured deflection of .135", with an allowable of .505". Uniform Load Structural Test was performed @ 37.5 Psf positive and negative with head anchors and screws and Uniform Load Structural Test was performed @ 37.5 Psf positive and negative with screws only with no glass breakage or unallowable permanent deformation. 3. TEST SPECIMEN Product Type: Aluminum Storefront, Product Drawings, Appendix A Series Model: IT 451 Storefront System Publication No.,: AAMA 501-05 Frame Size: 9f-41/3" x 71-33/4" Configuration: CONSTRUCTION CONSULTING LABORATORY,INTERNATIONAL AAMA 501-05 PERFORMANCE REPORT UNITED STATES ALUMINUM Ca.ar SERIES 11451 STOREFRONT SYSTEM REPORT CCLI #09-227 December 13,2009 Page 2 of 3 Weather-Stripping: None. Hardware: None. Glass: Sealed insulated Glass: 2 pcs 14" tempered, 1/2" air spacer, and 1" overall thickness. Glazing: Exterior glazed using glazing gasket (part#NP225) at interior and exterior of glass with horizontal glazing stops (part#IM 453) at frame horizontal members. Weep Arrangement: 1W x 1/8" weep slot located at frame sill flashing (FT-400), 6" from each end and 24" 0.C, total of(5) five. Sealant Frame is interior and exterior perimeter sealed with backer rod and Tremco silicone. Glazing gasket ends (part #NP225) buttered with silicone. Continuous seal at frame sill (part #IS453) and sill flashing (part #FF400). End cap (part #CP-145) applied and sealed at top of verticals mulls. Water deflectors completely sealed (at head only) and sealed at interior on horizontal mullion. End dams embedded in silicone. Reinforcement: None. Installation Features: Test specimen was installed in a #2 (2" x 8") yellow pine wood test buck with frame head horizontal anchored over two 4" long channel (part #HT- 250) per lite spaced 4" from each vertical. Each channel was attached with two (2) #12 x 3" flat head wood screws. Frame sub-sill attached with %111 dia. wood screws 6" from each end and 12" on center. After initial structural load fasteners at the 4" long channel inside frame head were removed and frame head was then attached with #12 x 3" flat head wood screws, two (2), screws spaced 3" apart were located approximately 7"from each vertical mull. Other Features: Frame member's thermally broken using polyurethane. Horizontal and vertical members attached using two (2) #10 x 1" HH-SMS per connection. CONSTRUCTION CONSULTING LABORATORY,INTERNATIONAL AAMA 501-05 PERFORMANCE REPORT UNITED STATES ALUMINUM SERIES IT 451 STOREFRONT SYSTEM REPORT CCU #09-227 December 13,2009 Page 3 of 3 4. PERFORMANCE RESULTS Title of Test Test Method Measured Allowed Air Infiltration @ 6.24 PSF ASTM E 283-04 0.036 CFM/Ft2 0.06 CFM/Ft2 Water Resistance ASTM E 331-00 © 10.00 PSF No Leakage No Leakage Uniform Load Deflection ASTM E 330-02 @ Vertical Mullion -Positive 30 PSF 0.180" 0.505' -Negative©30 PSF 0.135" 0.505" Uniform Load Structural ASTM E 330-02 With Anchor Clips -Positive @ 37.5 PSF No Damage No Damage -Negative @ 37.5 PSF No Damage No Damage -Permanent Set 0.0625" 0.176" Uniform Load Structural ASTM E 330-02 Without Clips—Screws Only -Positive @ 37.5 PSF No Damage No Damage -Negative @ 37.5 PSF No Damage No Damage -Permanent Set 0.0625" 0,176" Detailed extrusion and assembly drawings indicating measured wall thickness and corner construction are on file and were compared to the test sample submitted. These records will be retained at CCU for a period of four years. 5. DISCLAIMER The test specimen was tested in accordance with the short form requirements of AAMA 501-05. The results were obtained by using the designated test methods. Respectfully submitted, CONSTRUCTION CONSULTING LABORATORY,INTERNATIONAL WESLE . WILSON I I FREY CRU LABORATORY MANAGER TESTING MANAGER CONSTRUCTION CONSULTING LABORATORY,INTERNATIONAL CERTIFICATE OF SYSTEM PERFORMANCE Based on Manufacturer's Test Data and Product Simulations CERTIFICATE AUTHORIZATION OVERALL RATING Name U-Factor:(Btu/h•ft2•)F) SHGC STEVE HOFMANN 0.41 0.26 Signature Directions:Fill out form completely.Determiine the Overall Rating for this project by using - the C.O.G.U-Factor and C.O.G.SHGC from Table 1 and looking up the overall rating from Table 2.Indicate the Overall Rating in the space above.Linear interpolation is permitted. - Company Date - RIVER CITY GLASS 02/21/2017 CERTIFIES THAT THE MATERIALS LISTED ON THIS CERTIFICATE WERE INSTALLED ON THE PROJECT IDENTIFIED Project Information INTERSTATE ROOFING Street City State Zip 15065 SW 72ND AVE.' PORTLAND OR Glazing Contractor/Installer Contact Person RIVER CITY GLASS STEVE HOFMANN Street Address Phone Number 12432 SE CAPPS RD. (503) 657-5200 -City State Zip - CLACKAMAS OR 97015 Glazing Material Supplier Contact Person 0 U.S. ALUMINUM DAVE CHATBURN z Ri Street Phone Number a 2450 E. VERNON AVE. (800) 262-5151 *- City State Zip w m VERNON CA 90058 H Glass and Spacer Type Center-of-glass(C.O.G.)U-Factor (Btu/h•ft2•)F) Center-of-glass(C.O.G.)SHGC ALUM 0.29 0.29 Framing Material Supplier Contact Person UNITED STATES ALUMINUM Street Phone Number City State Zip 0 z_ Size Specific U-Factor Matrix* Size Specific SHGC Matrix* Product Line LL Center of Glass U-Factor Overall U-Factor Center of Glass SHGC Overall SHGC IT451 CENTER GLAZED c' 0.48 0.57 0.75 0.67 The overall rating for U-Factor and SHGC are based on a size of W 0.46 0.55 0.70 0.62 2000 mm x 2000 mm(78.75"x 78.75")as required in NFRC 100. m 0.44 0.54 0.65 0.58 < 0.42 0.52 0.60 0.54 Overall U-Factors and Solar Heat Gain Coefficients(SHGC)listed in the matrix were 0.40 0.50 0.55 0.49 determined in accordance with NFRC 100 and NFRC 200 respectively by a NFRC 0.38 0.49 0.50 0.45 accredited laboratory.Chart Prepared From AAMA 507. 0.36 0.47 0.45 0.40 0.34 0.46 0.40 0.36 Accredited Laboratory: 0.32 0.44 0.35 0.32 0.30 0.42 0.30 0.27 Architectural Testing 0.41 0.25 0.23 0.26 0.39 0.20 0.19 Reference Test Report#: 0.24 0.37 0.15 0.14 0.22 0.36 0.10 0.10 A2570.01-116-45 0.20 0.34 0.05 0.04 a crlaurence.com • Phone Toll Free (800) 421-6144 • Fax Toll Free (800) 587-7501