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Specifications (2) , 3 OFFICE COPYSubmittal #08 4413-1 .2 Dear , g frir a Mr Beatty to,pa_,y 08 4413 - Glazed Aluminum Curtain Walls Balfour Beatty Construction,LLC dba Howard S.Wright Project:17241000- BMW of Tigard 1455 NW Irving Street,Suite 400 `, ;' ms`, 10031 SW Cascade Avenue Portland,Oregon 97209 Tigard,Oregon 97223-4326 Phone:(503)220-0895 CITY°F i g1, ) Phone:856-663-5200 1 Exterior Curtain Wall and Storefront Shop Drawings - With Calculations SPEC SECTION: 08 4413-Glazed Aluminum Curtain Walls SUBMITTAL MANAGER: Eric Hayward(Balfour Beatty) STATUS: Open DATE CREATED: 05/11/2023 ISSUE DATE: 05/11/2023 REVISION: 2 RESPONSIBLE Dallas Glass(Salem) RECEIVED FROM: Josh Matocha CONTRACTOR: RECEIVED DATE: SUBMIT BY: FINAL DUE DATE: 05/26/2023 LOCATION: SUB JOB: COST CODE: APPROVERS: Li Tsao(Balfour Beatty),Alex Chon,Cameron Chorney(RDH Building Sciences(Seattle)),Shinji Coram(RDH Building Sciences(Seattle)),Lyle Hutson,Karl Poland,Sitanan Tanyasakulkit,David Young(RDH Building Sciences(Seattle)) BALL IN COURT: Li Tsao(Balfour Beatty) ��••• DISTRIBUTION: DESCRIPTION: ATTACHMENTS: SUBMITTAL WORKFLOW RESPONSE REVIEWER NAME DUE DATE DATE RESPONSE ATTACHMENTS COMMENTS Li Tsao 5/11/2023 Pending Alex Chon 5/26/2023 Pending Cameron Chorney 5/26/2023 Pending Shinji Coram 5/26/2023 Pending Lyle Hutson 5/26/2023 Pending Karl Poland 5/26/2023 Pending Sitanan Tanyasakulkit 5/26/2023 Pending David Young 5/26/2023 Pending APPROVEr REVISION BY DATE COPIES TO Balfour Beatty Construction,LLC dba Page 1 of 2 Printed On:05/11/2023 01:34 PM Howard S.Wright Submittal - - s Howard m Wright company Project: BMW of Tigard View Date: 05/11/2023 Submittal No./Revision: 08 4413-1 2 Description: Subcontractor/Supplier: Dallas Glass(Salem) Exterior Curtain Wall and Storefront Shop Drawings-With Calculations Submittal Type: Required on site by: Spec.Section&Paragraph No.: 08 4413 Required lead time: Status: Open Notes: Dallas Glass(Salem) Balfour Beatty Construction,LLC dba Howard S. Wright Stamp Submittal No./Revision: 08 4413-1 2 Description: Exterior Curtain Wall and Storefront Shop Drawings-With Calculations Subcontractor certifies that review, approval,verification of This submittal has been reviewed for general compliance with products required, field dimensions, adjacent construction the plans and specification. This review and the response work,and coordination of information is in accordance with the indicated below does not relieve subcontractor/supplier of any requirements of the work and contract documents. contractual responsibilities including the furnishing of all items required by the contract documents and the confirmation of all quantities and dimensions. Submittal No.: 08 4413-1 2 Submitted By: Josh Matocha Description: Exterior Curtain Wall and Storefront Shop Drawings-With Calculations Date: Reviewed by: Eric Hayward Date: 05/11/2023 Stamp Consultant Stamp A/E Response: Engineer of Record has performed a general review of deferred submittal and finds Date: it to be: In general conformance with project design ❑In general conformance with project design,except as noted ®NO EXCEPTIONS ❑EXCEPTIONS NOTED ❑Not in general conformance with project design.Revise&Resubmit ❑REJECTED ❑REVISE AND RESUBMIT Review of deferred submittal is for general conformance with the design concept and THIS REVIEW IS ONLY FOR GENERAL information contained in Engineer of Record's Plans&Specifications only.Any noted CONFORMANCE WITH THE DESIGN CONCEPT nonconformities or errors are marked. OF THE PROJECT,AND FOR GENERAL Deviations from plans or specifications not clearly indicated by the Contractor have CONFORMANCE WITH THE INFORMATION GIVEN not been reviewed. IN THE CONTRACT DOCUMENTS. CORRECTIONS OR COMMENTS MADE ON THIS Engineer of Record's review does not include engineering calculations unless SUBMITTAL DURING THIS REVIEW DO NOT expressly noted herein.Design of members and framing systems contained in RELIEVE THE CONTRACTOR FROM COMPLIANCE deferred submittal is solely the responsibility of the manufacturer and the WITH THE REQUIREMENTS OF THE CONTRACT professional engineer whose professional stamp appears on this deferred submittal. DOCUMENTS.APPROVAL OF A SPECIFIC ITEM SHALL NOT CONSTITUTE APPROVAL OF ANY Grimm+Chen Structural Engineering,inc. ASSEMBLY WHICH CONTAINS THE ITEM-THE CONTRACTOR IS RESPONSIBLE FOR By ST Date: 05/22/23 DIMENSIONS TO BE FIELD CONFIRMED AND COORDINATED,FOR INFORMATION THAT PERTAINS SOLELY TO FABRICATION PROCESSES OR TO THE MEANS,METHODS, TECHNIQUES,COORDINATION OF ALL TRADES. AND FOR PERFORMING ALL WORK IN A SAFE AND SATISFACTORY MANNER 5/25/23 O Kalri Poland jab no . y snbmetad "No Cost Modifications"-Contractor shah naaccept any rrwmfMzlios in which the cAe t sisal incur cost without receiving written authorization from the dMt.Alert the A,clioeet Ce any comments that rnt y Incur additional costs Errors a rnusstons by the preparers this submittal belong to. the prepares..The reviewers natality to Catch any given char or omission shag not male the reviewer liable for that era or omission.The costs assoclaed with such emis and omissions shall not be accepted as grounds Ice charge atlas. Verificationof held conditions is the responsibility of me Contractor. STRUCTURAL CALCULATIONS FOR BMW OF TIGARD 10031 SW CASCADE AVE TIGARD, OREGON CURTAINWALL & STOREFRONT ti�G'Nc'.1) D GON vp OeERT EXP 6/30/24 JAC• Project: BMW of Tigard STRUCTURAL Client: Dallas Glass Proj.No.. 22-285 ENGINEERS Date: Oct'22 By: RW Sheet No.: COVER 2700 SE HARRISON ST.STE,B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bken&ineers.com DESIGN CRITERIA CODES: 2019 Oregon Structural Specialty Code(OSSC) 2018 International Building Code (IBC) WIND CRITERIA: Risk Category= II Wind Velocity= 97 mph (Ultimate) Exposure= C Gcpi= +l- 0.18 Building Height= 40 ft (aye) SEISMIC CRITERIA: Risk Category= II ie= 1.00 S ds= 0.664 UIN C• Project: BMW of Tigard III STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 NP•& ENGINEERS Date: Oct'22 By: RW Sheet No.: 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com - Wind Loads: Components and Cladding - Walls Based on ASCE 7-16 30.3 (Part 1:Low-Rise Buildings) V 1Ir= 97 (mph) Ultimate Wind Speed 3-Second Gust j Figure 26.5-1A thru 2D] C Exposure Category j Section 26.7.3] II Risk Category [IBC Table 1604.5] K#= 1.00 Topographic Factor [Figure 26.8-1] z9= 0 Ground Elevation Above Sea Level(Default=0) Enclosed Building Classification h = 40 Mean Roof Height(ft) Roof Pitch= 0 #/12 1 Ultimate= 1.0W,ASD=0.6W KZ= 1.04 Velocity Pressure Exposure Coeff [Table 26.10-1] Kd= 0.85 Directionality Factor [Table 26.6-1] Ke= 1.00 Ground Elevation Factor [Table 26.9-1] GCPi= 0.18 Internal Pressure Coeff [Table 26.13-11 GCe= <Varies> External Pressure Coeff [Figure 30.3-1] qh=0.00256KZKnKdKeV2 (pst) [Equation 26.10-11 p=gh[(GC0 )-(GC pi)] (psf) [Equation 30.3-1] Wall Loads: (1.0W-Ultimate Level) q n Wind Area Wall Interior Zone 4 Wall-End Zone 5 (psf) (ft2) (pst) (pst) 10 23.1 -25.0 23.1 -30.8 20 22.1 -24.0 22.1 -28.7 21.37 50 20.7 -22.6 20.7 -26.0 75 20.1 -22.0 20.1 -24.8 100 19.7 -21.6 19.7 -24.0 500 17.3 I -19.2 I 17.3 -19.2 Notes: 1. Loads shown may be governed by Minimum Wind Loads per Section 30.2.2. 2. Plus and minus signs signify pressures acting toward(+)and away(-) from the surface. 3. Values of GCp reduced 10% for roof slopes<= 10°per Figure 30.3-1. 4. h: Mean Roof Height, except use Eave Height for roof slopes<= 10°per Figure 30.3-1. ® I C C . Project: BMW of Tigard unn NI STRUCTURAL client: Dallas Glass Proj. No.: 22-285 111111911110111ENGINEERS Date: Oct'22 By: RW Sheet No.: 2 I 2700 SE HARRISON ST.STE.B,MILRAUKIS OR.37222.503-6077-0481.FAX 503-607-0486. bob@bkengineers.cum Wind Loads: Components and Cladding - Walls _ _ Based on ASCE 7-16 30.3(Part 1:Low-Rise Buildings) V u!t= 97 (mph) Ultimate Wind Speed 3-Second Gust [Figure 26.5-1A thru 2D] C Exposure Category [Section 26.7.3] II Risk Category [IBC Table 1604.5] K n= 1.00 Topographic Factor [Figure 26.8-1] z9= 0 Ground Elevation Above Sea Level(Default=0) Enclosed Building Classification h = 40 Mean Roof Height(ft) Roof Pitch= 0 #/12 0.6 Ultimate= 1.0W,ASD=0.6W KZ= 1.04 Velocity Pressure Exposure Coeff [Table 26.10-1] Kd= 0.85 Directionality Factor [Table 26.6-1] Ke= 1.00 Ground Elevation Factor [Table 26.9-1] GCP,= 0.18 Internal Pressure Coeff [Table 26.13-1] GCe= <Varies> External Pressure Coeff [Figure 30.3-1] qh=0.00256K,KnKdKeV2 (pst) [Equation 26.10-1] p=q hi(GCn ) -(GC el)] (pst) [Equation 30.3-1] Wall Loads: (0.6 W-ASD Level) q h I Wind Area I Wall-Interior Zone 4 Wall-End Zone 5 (psf) (ft2) (psf) (psi) 10 13.9 -15.0 13.9 -18.5 20 13.2 -14.4 13.2 -17.2 12.82 50 12.4 -13.6 12.4 -15.6 75 12.1 -13.2 12.1 -14.9 I 100 11.8 -13.0 11.8 -14.4 500 10.4 I -11.5 10.4 -11.5 I Notes: 1. Loads shown may be governed by Minimum Wind Loads per Section 30.2.2. 2. Plus and minus signs signify pressures acting toward(+) and away(-) from the surface. 3. Values of GCp reduced 10% for roof slopes<= 10°per Figure 30.3-1. 4. h: Mean Roof Height, except use Eave Height for roof slopes<= 10°per Figure 30.3-1.WY II INC , Project: BMW of Tigard STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 WELENGINEERS Date: Oct'22 By: RW Sheet No.: 2• _.... 2700 SE HARRISON ST.STE.H,MILWAUKIE OR,97222,503-607-0481.FAX 503-607-0486. bob641 kenginecrs.com SEISMIC DESIGN FORCE (ASCE 7 Section 13.3) INPUT: Importance Factor: I p= 1.00 Fp= 0.4apSdSWp(1+2•zJh) (13.3-1) Spectral acceleration: S ds= 0,664 (Rp/Ip) = 1.6SdS l p.Wp (max) (13.3-2) Weight: Wp 8.00 (psf) Elev in structure/Roof elev: zlh= 1,00 = 0.3Sds Ip•Wp (min) (13.3-3) Wall Elements and Element Fasteners: Amplification factor: a p= 1.00 (Table 13.5-I) Response modification factor: Rp= 2.50 (Table 13.5-1) Seismic design force: F pull= 2.55 (psf) (Ultimate) F p,asd= 1.78 (psf) (ASD) IF p.asd=0.7F p.u/ti Fasteners to Structure: Amplification factor: ap= 1.25 (Table 13.5-1) Response modification factor: Rp= 1.00 (Table 13.5-1) Seismic design force: Fpu,l= 7.97 (psf) (Ultimate) F p.ssd= 5.58 (psf) (ASD) IF pasd=0.7F pult] IN C . Project: BMW of Tigard , I III STRUCTURAL Client: Dallas Glass Pro]. No.: 22-285 _ INIFIN ENGINEERS Date: Oct'22 By: RW Sheet No.: 3 2700 SE HARRISON ST.STE.B,MILRAUKIE OR.97222.502-607-0481,FAX 503-607-0486 bob54bkengineers.corn GLASS 4 e 4-Sided Glass .c Support 4 .... ,, 14 w Description Width Height Applied Capacity Check (in) (in) Pressure (pst) (pst) 1" IGU (1/4"T, 1/4"T) 128 91 18.5 120 < OK > 1" IGU (1/4"T, 1/4"T) 63 93 18.5 211 < OK > 1" IGU (1/4"T, 1/4"T) 54 97 18.5 210 < OK > M11111/11111110IN C . Project: BMW of Tigard STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 R &, RENGINEERS Date: Oct'22 By: RW Sheet No.: 4 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0496. bob@bkengineers.com =Input December 05, 2022 Glazing Information Supported Edges: Four sides simply supported Shape: Rectangular Lite Width: 128 in. Lite Height: 91.0 in. Glazing Angle: 90.0 ° Glazing Construction (Double Glazed Insulating Unit) Exterior Lite Properties (1/4 in. Monolithic) Construction: 1/4 in. (FT) Airspace Properties Thickness: 0.500 in. Interior Lite Properties (1/4 in. Monolithic) Construction: 1/4 in. (FT) Applied Loads Description Load Duration Short Duration 18.5 psf 3.00 sec WGD - Version 6.6.9.0 Page 1 of 4 :ASTM E1300 Extended Basic December 05, 2022 Load Resistance Report Glazing Construction (Double Glazed Insulating Unit) Exterior Lite Properties (1/4 in. Monolithic) Construction: 1/4 in. (FT) Airspace Properties Thickness: 0.500 in. Interior Lite Properties (1/4 in. Monolithic) Construction: 1/4 in. (FT) Load Resistance Short Duration (3 Sec) Description NFL GTF LSF LR Exterior Lite 16.7 psf 3.60 1/0.500 120 psf Interior Lite 16.7 psf 3.60 1/0.500 120 psf Long Duration (30 Days) Description NSL GTF LSF LR Exterior Lite 16.7 psf 2.85 1/0.500 95.0 psf Interior Lite 16.7 psf 2.85 1/0.500 95.0 psf Comparisons Short Duration 18.5 psf 3.00 sec <= 120 psf OK Approximate center of glass deflection Exterior Lite 1.03 in. Interior Lite 1.03 in, Notes Load resistance values are computed in accordance with ASTM E1300-16 Section 6.2 and are based on non-factored load values calculated in a manner consistent with those presented in ASTM E1300-16. WGD - Version 6.6.9.0 Page 2 of 4 -ASTM E1300 Extended Basic December 05, 2022 Load Resistance Details Long Dimension(in.) O 50 100 150 200 250 . 1 . I , . - Glass 1/4 in.(6.0 mm) 6. RCSS=0.00 psi. Four Sides Simply Supported , - ". 4000 150- Pb=8.00e-03 - 00/IPPP- Load Duration=3.00 sec 10, Is o - 15.7 - d 3000 C O O 100- 20.9 . 31.3 ' ,.....----- 2000 ^" t'.., - 41-8IM-ANIIIIIL�i_MIIIIII-M O ..o - 52.2�,�1i'�_=M 14604�l•=�MS_ '�� 1000 , 418 r`,W.1h�` __ -_ .____ - -_ 04�40�jr"�l��`�--,�_ ' t=5.56 mm(0.219 in.) /�/,.��.�� ms-7(ks=2.856e-53 m^12/N^7) " p , • , , , . , , , 0 0 1000 2000 3000 4000 5000 6000 Long Dimension(mm) Load x Area2 (kip•ft2) O 25 50 75 100 125 150 , , Short Duration 1.0 �� vs_4) / ' V 25 0.9 1 .-. 0.8 III . r. o `-' 0,7 p , .A 0. 0 0.6 ... P4 Aill III 15 O 0.5 I, �. '.. /..�r 0 A 0.4 •/ /-.�. .�. 10 A 0.3 WArAII/EI PPIP"PPPP.- I Will 0.2 ,/irili tird.n' Qg'sC' Glass 1/4 in.(6.0 mm) 5 rMerP �- Four Sides Simply Supported ' 0•1 '� Deflection vs.(Load xArea') o.o "'� I I I -I I 1 I 1 I I 10 O 10 20 30 40 50 60 70 Load x Area2 (kN•m2) 51 WGD - Version 6.6.9.0 Page 3 of 4 - :ASTM E1300 Extended Basic December 05, 2022 Load Resistance Details Long Dimension(in.) 0 50 100 150 200 250 . . Glass 1/4 in.(6.0 mm) RCSS=0.00 psi - Four Sides Simply Supported 4000 150- Pb=8.00e-03 10 - Load Duration=3.00 sec .4 E 0 15.7 ' 3000 Q CI 100 20.9 4 g 26.1 E A - 31.3 y, 2000 r O 41.8AL ��.` _ A 52.2 \M. / 83.5 A ai ia111 '�- -- . 1000 '134146 � �t�� - 41847►��`` r' - . - • ___1_,--.-�. 4040 �'� -- --� 1=5.56 mm(0.219 in.) /.�/.,r+�go. ins=7(ks=2.856e-53 ni"12/N^7) 0 1000 2000 3000 4000 5000 6000 Long Dimension (mm) Load x Area2 (kip-ft2) _ 0 25 50 75 100 125 150 1 1 .■.. il/ �,. Short Duration 1.0 111111111•111111111M11 /QQ-' A��V ___ : 25 0.9 I 0.8 ..,� , .. 20 ^� 0.7 �MiAii �i O 0.6 ..1.A '_. A 15 •0 O0 0.5 .r .,,■ ��. � Q 0.4 11 VAM -f� �� 10 Q 0.3 .AM,A�■- /_.-_'. 0.2 /,��•• vs.-�°�_ Glass 1/4 in.(6.0mm) 5 �'��''._ Four Sides Simply Supported o.t r�/ 1_�1 -�di Deflection vs.(Load x Areas) 0.0 I' iil- 111111111111111111•11111 0 0 10 20 30 40 50 60 70 Load x Area2 (kN• i2) WGD - Version 6.6.9.0 Page 4 of 4 :Input December 05, 2022 Glazing Information Supported Edges: Four sides simply supported Shape: Rectangular Lite Width: 63.0 in. Lite Height: 93.0 in. Glazing Angle: 90.0 ° Glazing Construction (Double Glazed Insulating Unit) Exterior Lite Properties (1/4 in. Monolithic) Construction: 1/4 in. (FT) Airspace Properties Thickness: 0.500 in. Interior Lite Properties (1/4 in. Monolithic) Construction: 1/4 in. (FT) Applied Loads Description Load Duration Short Duration 18.5 psf 3.00 sec WGD - Version 6.6.9.0 Page 1 of 4 -ASTM E1300 Extended Basic December 05, 2022 Load Resistance Report Glazing Construction (Double Glazed Insulating Unit) Exterior Lite Properties (1/4 in. Monolithic) Construction: 1/4 in. (FT) Airspace Properties Thickness: 0.500 in. Interior Lite Properties (1/4 in. Monolithic) Construction: 1/4 in. (FT) Load Resistance Short Duration (3 Sec) Description NFL GTF LSF LR Exterior Lite 29.2 psf 3.60 1/0.500 211 psf Interior Lite 29.2 psf 3.60 1/0.500 211 psf Long Duration (30 Days) Description NFL GTF LSF LR Exterior Lite 29.2 psf 2.85 1/0.500 167 psf Interior Lite 29.2 psf 2.85 1/0.500 167 psf Comparisons Short Duration 18.5 psf 3.00 sec <= 211 psf OK Approximate center of glass deflection Exterior Lite 0.50 in. Interior Lite 0.50 in. Notes Load resistance values are computed in accordance with ASTM E1300-16 Section 6.2 and are based on non-factored load values calculated in a manner consistent with those presented in ASTM E1300-16. 6', WGD - Version 6.6.9.0 Page 2 of 4 - =ASTM E1300 Extended Basic December 05, 2022 Load Resistance Details Long Dimension(in.) 0 50 100 150 200 250 i ' Glass 1/4 in.(6.0 mm) RCSS=0.00 psi 4000 - Four Sides Simply Supported 150- Pb=8.00e-03 to.4 �. ' Load Duration=3.00 sec 1 , ., E /. - ---4-- _ 4 - 3000 g G 15.7 O Q 100- 20v OOP" � >v + 26.7 E , 2000 Q . 41.8��►_� .4 52-2 /� �-- 62. CJI - t 83.5 4.� `1000 209 �► 418 ��ry..��_.� 1040 4� �- t=5.56 mm(0.219 in.) -le"...r---- ms=7(ks=2.856e-53 m^121N^7) 0 p . 0 1000 2000 3000 4000 5000 6000 Long Dimension (mm) Load x Area2 (kip•ft2) 0 25 50 75 100 125 150 1.1 .'■.-a� Mir Short Duration Lo iva g.Isismimmi-• 25 0.9 iiI! IIiN - 70 .g Elliallial E ::JIiiU4daa0 rffAl.111111 Pill 15 1192W1111 ' = 0.5 A 0.4- P ilI -- • a a 10 A 0.3 I/1%IAM i� iii��_ 0.2 r//1'��•�' ,...._ Glass 1/4 in.(6.0 mm) 5 �, wria�- Four Sides Simply Supported o.i ( ,�-1.�.E Deflection vs_(Load xAreaz) 0.0 �IS1.riii 0 0 10 20 30 40 50 60 70 Load x Area2 (kN•m2) Go, WGD - Version 6.6.9.0 Page 3 of 4 - :ASTM E1300 Extended Basic December 05, 2022 Load Resistance Details Long Dimension (in.) 0 50 100 150 200 250 Glass 1/4 in.(6.0 mm) RCSS=0.00 psi Four Sides Simply Supported ..„7- 4000 150- Pb=8.00e-03AM . Load Duration=3.00 sec E 10.4 i G /15.7 3000 0 I IN- 20..4 , , N 26.1 1l0:lI.iIk" H- 2000(04 1. 4CA • 52.2 \\�i� _ �- R3.5 1 �i _ , , 1000 14104 • price. „ '"sue 209��i��i_" �r■..�.r 418.ni►eor:-. = 1 40I ,� om +m. t=5.56 mm(0.219 in.) /,� /1111 - ins=7(ks=2.856e-53 m^12/N^7) - 0 1000 2000 3000 4000 5000 6000 Long Dimension (mm) Load x Area2 (kip•ft2) 0 25 50 75 100 125 150 . I I 4' ' • I (. 1 . I . • i .> 30 ~ �4 Short Duration 1-0- y ' 25 U.9 _ , '✓ 0.7- 0.6-- Q-4) 15 •O C.) U 43 0,5 " A o.4- I 10 A. 22-alialligilli . 0.3 0.2 ' Qgti° Glass 1/4 in.(6.0 mm) _5 � Four Sides Simply Supported o.t ..---- Deflection vs.(Load xArea2) — o.o I 1 I 1 1 10 0 10 20 30 40 50 60 70 Load x Area2 (kN'n12) WGD - Version 6.6.9.0 Page 4 of 4 =Input December 05, 2022 Glazing Information Supported Edges: Four sides simply supported Shape: Rectangular Lite Width: 54.0 in. Lite Height: 97.0 in. Glazing Angle: 90.0 ° Glazing Construction (Double Glazed Insulating Unit) Exterior Lite Properties (1/4 in. Monolithic) Construction: 1/4 in. (Fr) Airspace Properties Thickness: 0.500 in. Interior Lite Properties (1/4 in. Monolithic) Construction: 1/4 in. (FT) Applied Loads Description Load Duration Short Duration 18.5 psf 3.00 sec WGD - Version 6.6.9.0 Page 1 of 4 ASTM E1300 Extended Basic December 05, 2022 Load Resistance Report Glazing Construction (Double Glazed Insulating Unit) Exterior Lite Properties (1/4 in. Monolithic) Construction: 1/4 in. (FT) Airspace Properties Thickness: 0.500 in. Interior Lite Properties (1/4 in. Monolithic) Construction: 1/4 in. (FT) Load Resistance Short Duration (3 Sec) Description NFL CIF LSF LR Exterior Lite 29,2 psf 3.60 1/0.500 210 psf Interior Lite 29.2 psf 3.60 1/0.500 210 psf Long Duration (30 Days) Description NFL GTF LFF LR Exterior Lite 29.2 psf 2.85 1/0.500 166 psf Interior Lite 29.2 psf 2.85 1/0.500 166 psf Comparisons Short Duration 18.5 psf 3.00 sec <= 210 psf OK Approximate center of glass deflection Exterior Lite 0.41 in. Interior Lite 0.41 in. Notes Load resistance values are computed in accordance with ASTM E1300-16 Section 6.2 and are based on non-factored load values calculated in a manner consistent with those presented in ASTM E1300-16. WGD - Version 6.6.9.0 Page 2 of 4 :ASTM E1300 Extended Basic December 05, 2022 Load Resistance Details Long Dimension (in.) 0 5o 100 150 200 250 Glass 1/4 in.(6.0 mm) I RCSS=0.00psi - Four Sides Simply Supported II 4000 1 so- Pb=8.00e-03 - Load Duration=3.00 sec to.4 I 1 7 44ii ►�� 3000,0001 1 .;, kh0 100_ 20.9,4■■��_ r1lr► >✓ 3132.46.1411111.00, -. ''� 2000 A 41.8 i► id O 52.2I►� i /!�%/1��_/fiid r aM ■ o V , -M] 50- 62.7. EMi ei11�I!■ ��" s �e. V] _ 83.5 4 II%_1r110 ■` 1111 �.11111'111! _111.1m 1000 104 2„,, ��1Aii�E ��'ir=�— ��1�1�� 418.��Q_ � --, —• •�— 104=1%jp►s,.��rs�;_.No��.-- t=5.56 mm(0.219 in.) - -j„►;�i�- ms=7(ks=2.856e-53 m^121N^7) 0 0 0 1000 2000 3000 4000 5000 6000 Long Dimension (mm) Load x Area2 (kip•ft2) 0 25 50 75 100 125 150 Li Short Duration — — y 2:- : j 20 i-. •o 0.65 - j 15 .* V 4 0.5- -. ( 4.) A 0.4- - 10 Q 0.3 - -t 0.2- ��' Qgti Glass l/4 in.(6.0 mm) _5 Four Sides Simply Supported 0.1 Deflection vs.(Load x Area2) — 0.0 I , 4 I 1 { o o t0 20 30 40 50 60 70 Load x Area2 (kN•m2) WGD - Version 6.6.9.0 Page 3 of 4 =ASTM E1300 Extended Basic December 05, 2022 Load Resistance Details Long Dimension (in.) 0 50 100 150 200 250 i . . Glass 1/4 in.(6.0 mm) I } RCSS=0.00 psi Four Sides Simply Supported - 4000 150- Pb=8.00e-03 i .-^ ' Load Duration=3.00 sec 10.4 1 g 1— 0 3000 O _ 15.7 O . � 100- 20,9 T�i E' 26.1 5 31.3IF 2000 Ai 1 •1 •0 41.8 0ik ►, O C/2 50- bZ.7 �� .� C!3 R3.5'�PP'i�� "` -1000 ,04 14(i �� itsiii� ,�+"} 418 0i�0.44t1'.:��- — =��im1• �I%�r„'r t=5.56 mm(0.219 in.)% r - te . ms=7(ks=2.856c-53 m^12/N^7) 0 . , , , , , . , . , . . . , , . . 0 0 1000 2000 3000 4000 5000 6000 Long Dimension (mm) Load x Area2 (kip•ft2) 0 25 50 75 100 125 150 It Iti 1 1- P� / Short Duration 6 L0- r- • 25 �. 0.8 20 E 0 y 0.7 Q A 0 P - O 0.G P�h 15 •• 0.5 I A 0.4 10 A 0.3 0.2 Pc�t° Glass 1/4 in.(6.0 mm) _5 Four Sides Simply Supported 0.t Deflection vs.(Load x Area2) — 0.0 _ t I I l i l I I o 0 10 20 30 40 50 60 70 Load x Area2 (kN•m2) 7, WGD - Version 6.6.9.0 Page 4 of 4 Input March 02, 2023 Glazing Information Supported Edges: Four sides simply supported Shape: Rectangular Lite Width: 54.5 in. Lite Height: 96.5 in. Glazing Angle: 90.0 ° Glazing Construction (Single Glazed Lite) Single Lite Properties (1/4 in. Monolithic) Construction: 1/4 in. (FT) Applied Loads Description Load Duration Short Duration 18.0 psf 3.00 sec WGD - Version 6.6.10.0 Page 1 of 3 --ASTM E1300 Extended Basic March 02, 2023 Load Resistance Report Glazing Construction (Single Glazed Lite) Single Lite Properties (1/4 in. Monolithic) Construction: 1/4 in. (FT) Load Resistance Short Duration (3 Sec) Description NFL GFF LR Single Lite 29.3 psf 4.00 117 psf Long Duration (30 Days) Description NFL GTF LR Single Lite 29.3 psf 3.00 87.9 psf Comparisons Short Duration 18.0 psf 3.00 sec <= 117 psf OK Approximate center of glass deflection Single Lite 0.64 in. Notes Load resistance values are computed in accordance with ASTM E1300-16 Section 6.2 and are based on non-factored load values calculated in a manner consistent with those presented in ASTM E1300-16. c$, WGD - Version 6.6.10.0 Page 2 of 3 - =ASTM E1300 Extended Basic March 02, 2023 Load Resistance Details Long Dimension (in.) O 50 100 150 200 250 1 Glass 1/4 in.(6.0 mm) RCSS=0.00 psi - Four Sides Simply Supported 4000 150- Pb=8.00e-03 ^ • Load Duration=3.00 sec 10'4 . C _ 15.7 401 Aid 3000 A I100- 20.9 cu E - 26.1 Q 31.3 �� • 2000 •�, 41.8 A - 52.2 O C/Z 50- 62.7004 A 83.5 104 ' ',6� rr- -1000 -� '�� • 209 '...'�"`r� 418 ont%nn ----W r • - t w Lam._- - )0404%,f� .� —2 t=5.56 mm(0.219 in.) /.%%1....-r.^- ins=7(Is=2.856e-53 m^12/N^7) O 1000 2000 3000 4000 5000 6000 Long Dimension(mm) Load x Area2 (kip•ft2) O 25 50 75 100 125 150 1.1_ ) � + Short Duration — l.o, "v• 25 0.9- a • / V0 0.7 Pia _ •o 0.6-, 4`' 15 0 P 0.5 / 0 A 0.4- AO 10 0.3 0.2 / '° Glass 1/4 in.(6.0 mm) _5 Four Sides Simply Supported 0.1 ,/r,��•'� Deflection vs.(Load xAreaz) — 0 10 20 30 40 50 60 70 Load x Area2 (kN.m2) $. WGD - Version 6.6.10.0 Page 3 of 3 GLASS - STORY DRIFT DISPLACEMENT CAPACITY Based on ASCE 7-16(13.5.9) Deakin Input: I I Risk Category l e = 1 Importance Factor A = 3.00 (in)-Story Drift c1 i c1 h x = 18.00 (ft)-Story Height A/hx= 0.0139 Drift Index N C) Description: 1600 UT Curtain Wall (5401.4 R c 1 = 0.438 (in)-Average Vertical Frame Clearance c2= 0.438 (in)-Average Horizontal Frame Clearance Dp =hp1/hx [Equation 13.3-7 J Dp,=Dple [Equation 13.3-51 D clear— 1.25Dp, [Equation 13.5-2] Dclear=2c1(1+ �l) [Section 13.5.9.1 Location b p (in) h p (in) 1.25D pi ©dear Check FO1C 50,50 95.50 1.658 2.530 <OK> • • 11VR i NC . Project: BMW of Tigard 111E111 111 STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 • ,NENGINEERS Date: Oct'22 By: RW Sheet No.: `r, 2700 SE HARRISON ST'.F7 F.13,MILWAUKIE OR,97222.303-907-0481,FAX 50:5-607-0486. bob@bkengineers.cam GLASS - STORY DRIFT DISPLACEMENT CAPACITY Based on ASCE 7-16(13.5.9) N U Design Input: II Risk Category I e = 1 Importance Factor A = 3.00 (in)-Story Drift ci ci h x = 16.00 (ft)-Story Height D/hx= 0.0156 Drift Index U I Description: 1600 UT Curtain Wall .` 7--.4.A ci = 0.438 (in)-Average Vertical Frame Clearance c2= 0.438 (in)-Average Horizontal Frame Clearance Dp =hpt jhr [Equation 13.3-7) Dpv=Dple [Equation 13.3-5] Ddear 1.25Dpi [Equation 13.5-2) Dclear=2c1(1+ b•-i) [Section 13.5.9] Location b p (in) h n (in) 1.25D p, D gear Check F07 60.00 88.50 1.729 2.166 <OK> F1 OB 49.50 93.00 1.816 2.519 <OK> ■11 WIMMIN C • Project: BMW of Tigard CRI 11 STRUCTURAL Client: Dallas Glass Proj. No,: 22-285 1#111111101111111ENGINEERS Date: Oct'22 By: RW Sheet No.: 2700 SR HARRISON ST.STE.B.MELWAUKIE OR.97222.503-607-0481,FAX 503-607-0486. bob@bkengmeers.com GLASS - STORY DRIFT DISPLACEMENT CAPACITY Based on ASCE 7-16(13.5.9) n Design Input: f I Risk Category 1 e = 1 Importance Factor A = 1..24 (in)-Story Drift c1 c1 h = 18.00 (ft)-Story Height A/h,l= 0.0057 Drift Index Description: 1600 UT Curtain Wall c1 = 0.438 (in)-Average Vertical Frame Clearance c2= 0.438 (in)-Average Horizontal Frame Clearance Dp =hptl/hx [Equation 13.3-7 J Dar=Dple [Equation 13.3-5] Dcrear�125DD1 (Equation 13.5-2 J ©clew =2c1(1+ e el) [Section 13.5.9] Location b y (in) h p (in) 1.25D p, I D clear Check F29 63.00 93.00 0.667 2.167 <OK> •11111 VU111111IN C C . Project: BMW of Tigard 1111CUI •I STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 �� ENGINEERS Date: Oct'22 By: RW Sheet No.: fi'3 2700 SE HARRISON Si:.STE.S,MILWAIIKIE OR.97222,503-607-0481,FAX 503-607-0486. bobebkengineers.com GLASS - STORY DRIFT DISPLACEMENT CAPACITY Based on ASCE 7-16(13.5.9) N U Design Input: II Risk Category I e = 1 Importance Factor © = 1.24 (in) -Story Drift ci c, h x = 11.00 (ft)-Story Height A/hx= 0.0094 Drift Index N U Description: 1600 UT Curtain Wall "„ a- t ;')' c1 = 0e438 (in)-Average Vertical Frame Clearance c2= 0.438 (in)-Average Horizontal Frame Clearance Dp=hpa/h, [Equation 13.3-7] DRl=Dple [Equation 13.3-51 Ddcar?1.25Dp, [Equation 13.5-2] Dclear=2c1.(1 4- b 3) [Section 13.5.9] vci Location b, (in) h p (in) 1.25D 0 D ,ear Check F09 48.00 94.50 1.110 2.598 <OK> PSCW5 127,50 91.00 1.069 1.500 <OK> • • •11 VRR1N C C . Project: BMW of Tigard Ucal Ill STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 RPRIRRENGINEERS Date: Oct'22 By: RW Sheet No.: g•� 2700 SE IIARRISON ST.STE.B.MILWAUKIE OR,97222,503-907-0481,FAX 503-607-0489. bob@bkengineers.com GLASS - STORY DRIFT DISPLACEMENT CAPACITY Based on ASCE 7-16(13.5.9) N U Desian Input: II Risk Category l e = 1 Importance Factor A= 2.88 (in)-Story Drift ci ci h X = 12.00 (ft)-Story Height Aih,= 0.0200 Drift Index N Description: 1600 UT Curtain Wall(Car Wash) ci = 0,438 (in)-Average Vertical Frame Clearance c2= 0.438 (in)-Average Horizontal Frame Clearance Dp = hpa/hx [Equation 13.3-7] Dpi=Dale [Equation 13.3-5J Ddear>1.25Dp1 [Equation 13.5-2] Ddear=2c1(1 + by�Z) [Section 13.5.9] P 1 Location b p (in) h p (in) 1.25D p� D area, Check CW2 54.00 97.00 2.425 2.447 <OK> T C • Project: BMW of Tigard C•I 11111 STRUCTURAL Client: Dallas Glass - Proj. No.: 22-285 LUI lorU NGINEERS Date: Oct'22 By: RW Sheet No.: ii 2700 SE HARRISON ST.STE.B.114ILWAUKIE OR,97222.503-607-0981.FAX 503-607-0486. bob@bkensineers.eom L Isna,..)7.1A L S 1Cocot7' (.712.' )71 - 21'7 ox +?►- 3 3, " �"7 � L (2'-SPt�,...1 ) f. .1Fa7 J 1=42 L <- .... hzgQi, 621 2 de 1,71 - 3 or it h- as" • • / S e far • INC. Project: BMW of Tigard STRUCTURAL 1 LClient: Dallas Glass Proj. No.: 22-285 ENGINEERS Date: oct'22 By: RW Sheet No.: ItO 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com 38 16000T System®1 Curtain Wall JANUARY, 2022 DEADLOAD CHARTS(OPENBACK) EC 97911-261 A-1"GLASS (1/4 POINT LOADING) B-1"GLASS(1/8 POINT LOADING) 171296 171297 171292 171293 (DOTTED) (DOTTED) c METERS METERS a a .ti 1 2 1 2 , 1 13 I 13 1 t 4 a E',.. 1,� a 12 12 41.g. 11 --« 11 g 4 t! 10 .1 4-3 10 _3 o, H I W 9 m W 9 I W > " 0 g 2 Li- 9) $ Z 8 m 0 7 _2 W 0 7 12 I- CE W W 6 - - Lu "iiTi.... 9 m li7; C7 4 V` 4 - 1 —1 - 3 3 111k11 81 m 2 B 2 ll'.. A 1 1 0 0 0 1 2 3 4 5 6 7 8 0 1 2 3 1 6 7 8 SPAN IN FEET SPAN I FEET 171296 171297 171292 171293 0 1!;:— (DOTTED) III'�`>t—.� (DOTTED) r I` 171077 ( 171078 REINF. REINF. t METERS METERS c 1 2 1 2 13 I I t3 I I - 12 I 12 lg T 111 11 $ 10 \ .___3 10 —3 2,; W 9 W 9 .!E Li- 2 8 7 8 , 1 t i fA z 2 7 W = 7 2 W G O —2 F W 6 -1 W 8 s = 6 2 I B 2 b rA 5 () 5 , a t. a B A , G C7 4 A _' 3 1 I° 3 2 2 - a1IIIIIII 0 1 2 3 4 5 6 7 8 0 0 1 2 9 4 5 6 7 8 SPAN IN FEET SPAN IN FEET Ir< KAWNEER ADMD080EN kawneer.com if, 1 SERIES: 16000T HORIZONTAL MULLION - MULLION (Dead Load) Location: F24 Mullion(designation): 171-297 or 171-293 Mullion Properties: Iy = 0.87; In E= 10100 ksi Sy = 0.51 in' Fb= 15.0 ksi DESIGN INPUT: Mullion Span L= 74.00 in(S= 37 in) Glass Height h= 42.00 in Glass Weight w= 8.00 psf C S/4 Pt re S/8 Pt a= 4.625'' in r Other PP PP ANALYSIS: a a a)i W= 172.7 lb P= 43.2 lb (=W/4) R= 86.3 lb S S M= 1597.2 lb in A= 0.097 in R L R (M) / ALLOWABLE DEFLECTION CRITERIA: RESULTS: CHECK BENDING STRESS: Minimum(L/360,0.125") (fb<=Fb) fb= 3.13 ksi <OK> CHECK DEFLECTION: Da= 0.125 in (A<=Da) A= 0.097 in <OK> MULLION <OK> UWSUI C . Project: BMW of Tigard 11111111L11110 ai STRUCTURAL client: Dallas Glass Proi. No.: 22-285 UWU 1UUENGINEERS Date: OCt'22 By: RW Sheet No.: 10.- 2700 SE HARRISON ST.STE.D,MILWAUKIE OR,07222,503-607-0481,FAX 503-607-0486. bebC?bkengineers.com SERIES: 1600UT HORIZONTAL MULLION - MULLION (Dead Load) Location: F24 Mullion(designation): 171-297 or 171-293 Mullion Properties: l, = 0.87 in" E= 10100 ksi s Fb= 15.0 ksi v DESIGN INPUT: Mullion Span L= 74=00 in(S= 37 in) Glass Height h= 42..00 in Glass Weight w= 8.00 psf C S/4 Pt t S/8 Pt a= 4.625' in t'-' Other P PP P ANALYSIS: a �HaI � H �/ W= 172.7 lb P= 43.2 lb (=W/4) R= 86.3 lb S S M= 1597.2 bin 0= 0.097 in R L R ------- -----..-.'\ (M) 7 ALLOWABLE DEFLECTION CRITERIA: RESULTS: CHECK BENDING STRESS: Minimum(U360,0.125") (fb<=Fb) fb= 3.13 ksi <OK> CHECK DEFLECTION: A,= 0.125 in (A<=An) A= 0.097 in <OK> MULLION <OK> bill 111 MIN C • Project: BMW of Tigard I UI STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 1111PFIIIILIIIIIIENGINEERS Date: Oct'22 By: RW Sheet No.: 1113 2700 SE HARRISON Si.STE.B,M71L\NAUKIF_OR,97222,.503-607-()481,FAX S03-607-04N(3. bobebkeng,nccrs.com C,fz►�aT114-S • _ . lcoc� (7 7 ur "I^�•'' ! . a. ..3, ib:g .51I .5 1 6.T.-- i �`I ... ,. ..� 11 1 11 /i � 140v sr- 4 vi II ?, Pt, :1/4.....sime... 'it ,., a .-. <oe; P, �" Lea4O.U`� i. a ,I, . ., t ,i, . is..., _ ,� , b111 4 (T�i i 1 scs / . d f a z t , � g 1.i.m Pe .Sid (. ,PA CL_=Cc; ) E -'6' �g \ ;16 vJ, GL-t f ;� _..© n3' <' !'1lee, elf. 9' .4—'—72"0.0.5. kA .F—9i* ' (134A) ... .. ..' • 3 5)z.'� tab _- (55'?)e r G j,32 C 9 ti P2 = c,z) rJ = tZab • 1 •11\( s Project: BMW of Tigard LSTRUCTURAL Client: Dallas Glass Proj. No.: 22-285 �' ENGINEERS Date: Oct'22 By: RW Sheet No.: l'2. 1 2700 SE HARRISON ST.STE.B,MILWALIKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com H-ag l-oN TPcc-S aL4,a©rJT • • p. .'15 PsF (moo u a^�� 1,3� . 243i ' 40. . q s L .: I I t7 0 („11!!'2Cr� 0K— MI; iqt0s39 • • INC. Project: BMW of Tigard C STRUCTURAL.-_ Client: Dallas Glass Proj. No.: 22-285 WillENGINEERS Date: Oct'22 By: RW Sheet No.: 120 G+ 2700 SE HARRISON ST.STE.13,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com BK ENROBEGINERTERSWE,INCLL. _ _ S U:\Docu ments\Kawneer\841-076.sbf Tuesday, December 6,2022 1:19 PM (_. Geometric Properties Area 2.7 f^2 fix - 120.491in^4 , 'i 03n^4 jIy 6 396sin^4 ISx+ 3.957;in^3 Sx 17 4.746tin^3 !Sy+ I _._.3.19811n^3 LSy- j. 3198Iin^3 [Xc I O OOOjin Y c 0 _lji n in Irx 2 12 Iry 1.5201in Principal Properties 41 12.439kin^4 \� g I2 -,; 6 3961,in^4 ISS+ 3 957i1n^3 Si-j i 4.7461in^3 S2+ ' 3.198jin^3 h — —_.--,--- —— IS2 3.1981in^3 'rl 2.1201in r2 1.520n r ,._.._._..__- !a 0.0001deg _Torsion Pro ert1es Overall Properties --------_. Cw i 0.380iin^6 [depth I 5 7651in ' Plastic Properties H__ 0.9601 (Perimeter i 24048!in ti. n i iJ I 11.040n^4 !Weight 3.321'ib/ft lYpna j 0.7781in Xsc 0.0001in ' ffWidth i 4.000:in ;zx ( 5.293jin^3 0.2731in ^ Ysc _ i.. 'ZY... __. 3^834�in 3 ro 2.663 in ; Polar Properties 18.835 _.- i.� _...,..__ ._.._.. .._.. _.-_ in_,.^4 Bl 0.201 in ii ._.. _ jrp 2.6091n ' i ShapeBuilder 13.00.0001 www.iesweb.com Page 1 of 1 /3 Project: By: Date: Checked: Date: Page: Description: 841-076 Units: English Properties - X = feet, E = ksi, I = inA4 X = 0; E = 10100; I = 6.396; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; X = 1; Disp = 0; X = 7; Disp = 0; X = 8; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft X = .5; PLoad = -.064; X = 3.5; PLoad = -.064; X = 4; PLoad = -.128; X = 4.5; PLoad = -.064; X = 7.5; PLoad = -.064; Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft '4r! WinBeam 3.30 - Registered to Shareware - Please Register Project: _ -------- ._..........__....._ I � By: Date: Checked: Date: Page: Reactions - kips, kip ft III y T T Shear - kips 0.203600. %-0.A3600 Moment - kip ft _c0.180400 -0.171600 Rotation - radians I0.000315 t3-000375 Deflection - inches /0.00 260 - . 09553 {¢,z WinBeam 3.30 - Registered to Shareware - Please Register Mr"' 2634:917 Project: By: Date: Checked: Date: Page: Analysis Data: Beam Length = 8. feet Number of Nodes = 205 Number of Elements = 204 Number of Degrees of Freedom = 410 Reactions: X Vert Rot feet kips kip ft 0 -0.139600 1.000000 0.331600 7.000 0.331600 8.000 -0.139600 Equilibrium: Force Reaction Diff Vert -0.384000 0.384000 0.000000 kips Rot 1.536 -1.536 -0.000 kip ft Min & Max values: Min Shear = -0.203600 kips at 0.500 feet Max Shear = 0.203600 kips at 7.385 feet Min Moment = -0.171600 kip ft at 1.000 feet Max Moment = 0.180400 kip ft at 4.000 feet Min Rotation = -0.000375 radians at 5.651 feet Max Rotation = 0.000375 radians at 2.349 feet Min Deflection = -0.009553 in at 4.000 feet Max Deflection = 0.00026 in at 0.577 feet 11 r3 WinBeam 3,30 - Registered to Shareware - Please Register Project: By: Date: Checked: Date: Page: Description: 841-076 Units: English tc)/ii C- Properties - X = feet, E = ksi, I = inA4 X = 0; E = 10100; I = 12.439; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; X = 8; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft X = 4; PLoad = -.240; Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 8; UStart = -.06; UEnd = -.06; f ! WinBeam 3.30 - Registered to Shareware - Please Register Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft T T Shear - kips 0.360000 -0.36000177 Moment - kip ft 0.960000 Rotation - radians 2567 -O. o Deflection - inches °Gamin - . 24 WinBeam 3.30 - Registered to Shareware - Please Register Project: By Date: Checked: Date: Page: Analysis Data: Beam Length = 8. feet Number of Nodes = 201 Number of Elements = 200 Number of Degrees of Freedom = 402 Reactions: X Vert Rot feet kips kip ft 0 0.360000 8.000 0.360000 Equilibrium: Force Reaction Diff Vert -0.720000 0.720000 0.000 kips Rot 2.880 -2.880 -0.000 kip ft Min & Max values: Min Shear = -0.360000 kips at 8.000 feet Max Shear = 0.360000 kips at 0 feet Min Moment = 1.77e-014 kip ft at 8.000 feet Max Moment = 0.960000 kip ft at 4.000 feet Min Rotation = -0.002567 radians at 8.000 feet Max Rotation = 0.002567 radians at 0 feet Min Deflection = -0.079224 in at 4.000 feet Max Deflection = 0 in at 0 feet /S 3 WinBeam 3.30 - Registered to Shareware - Please Register e-i N,10..(-5 ,., /40o0tJT C�'��` I -z2, g �, 11 r•Ol 4(X 4,6157 S. $,tet it � • `�l . ' 4 1 �.. :a. ,? Pi P P p L ic, c.PI.�__:...._.rj-.7 ._ 3.91.... ... t PI_ P•z tli c llI am =I 107; "alp AI i (A.A.CNAIN 2 u1— 6'3 ( .,.1 11*rpm /D1! LuM) 0 I . - PANEL 4 PANEL 3 - �.-� - r ,2, a`1.‘13 C 4 2 G@- � I w f 67 i2.439 d,4I• 64711 Nanawall SL7OCL Folding System I ,..Sfol **Separate Submittal** • x3�c/� " k /--..,---\ (i ooA) /12i 144.D.O.S.DOS L n:L (i Y .:.841 -014• L.3 2 Q ; 4t1e; \ .4-CS41c3x1/4 '�3� p .� fgpsci (4`)CAI 1,Qh-) _ 644 , 40'14 PQ .. '�' �� t'L23* • 44)— C/9..5 C91)CiIZ�r 74 01- It\C• Project: BMW of Tigard STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 ENGINEERS Date: Oct'22 By: RW Sheet No.: I Co, I 2700 SE HARRISON ST.STE.B.MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486, bob®bkengineers.com I 1+(-2 i ©ate. Ls, l& ) ur 071Itit f' r� o ; &4 f-c5140 1,28 4 Z8 ( .5I4P\ 4•G113�- 10'xj�cti, Gi' �`1y...,... Coy}' - l Kgt t....----\ 3 q:s7 5,-;',i 3 li i 3 i. 3 ---, 2 i4-5S At 4''' t,L÷WL 641-ate % 1 G 1710.) o1L 1,'11 r 3,'1 1.� rat = (I?547 C-'3(..1) = , 'S ... ; 511R 2b • Z2.> i 5S 4x'Sx 1/4: i 4 Qzs4}C..631) . /Rce4 4%6— Zelevi floci• —dlto "j/ .1-P$54X .S.1/473 Q, Gam: iNvY"._ p ...... _ ' `i( 2Rp: --i4f'lF �, v R 1 �, 4- f r a ., co.2.•z Project: BMW of Tigard STRUCTURAL Client: Dallas Glass Proj. No.: 22 285 I11INC. IENGINEERS Date: Oct'22 By: RW Sheet No.: 16.,7, 2700 SE HARRISON ST.STE.B,MLLWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com f Project By: Date: Checked: Date: Page: Description: 841-076 / HSS 4x3x1/4 Units: English Properties - X = feet, E = ksi, I = in''4 X = 0; E = 10100; I = 17.62; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; X = 12; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft X = .5; PLoad = -.064; X = 3.5; PLoad = -.064; X = 4; PLoad = -.128; X = 4.5; PLoad = -.064; X = 7.5; PLoad = -.064; X = 8; PLoad = -.128; X = 8.5; PLoad = -.064; X = 11.5; PLoad = -.064; Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 12; UStart = -.011; UEnd = -.011; all WinBeam 3.30 - Registered to Shareware - Please Register Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft Shear - kips /0.386000 -0.386000/ Moment - kip ft r1.254000 Rotation - radians 04091 -0. Deflection - inches 000000 - 56 17,Z WinBeam 3.30 - Registered to Shareware - Please Register Project: By: Date: Checked: Date: Page: Analysis Data: Beam Length = 12. feet Number of Nodes = 205 Number of Elements = 204 Number of Degrees of Freedom = 410 Reactions: X Vert Rot feet kips kip ft 0 0.386000 12.000 0.386000 Equilibrium: Force Reaction Diff Vert -0.772000 0.772000 0.000 kips Rot 4.632 -4.632 -0.000 kip ft Min & Max values: Min Shear = -0.386000 kips at 12.000 feet Max Shear = 0.386000 kips at 0 feet Min Moment =-3.592e-014 kip ft at 0 feet Max Moment = 1.254 kip ft at 6.000 feet Min Rotation = -0.004091 radians at 12.000 feet Max Rotation = 0.004091 radians at 0 feet Min Deflection = -0.186256 in at 6.000 feet Max Deflection = 0 in at 0 feet /7,3 WinBeam 3.30 - Registered to Shareware - Please Register 1 / Project: By: Date: Checked: Date: Page: Description: 841-076 w/ HSS 4x3x1/4 LAfrrAlt) Uv/ut� Units: English Properties - X = feet, E = ksi„ I = inA4 X = 0; E = 10100; I = 301; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; X = 12; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft X = 4; PLoad = -.296; X = 8; PLoad = -.296; Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 12; UStart = -.074; UEnd = -.074; WinBeam 3,30 - Registered to Shareware - Please Register _ Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft 1 T Shear - kips 0.740000 Moment - kip ft y2 _5_15_957 -U711771717 ,' Rotation - radians .O.004767 0.-0-64'1'6T Deflection inches - . 752 /B,Z WinBeam 3.30 - Registered to Shareware - Please Register PY:0077- Hearn Project: By: Date: Checked: Date: Page: Analysis Data: Beam Length = 12. feet Number of Nodes = 202 Number of Elements = 201 Number of Degrees of Freedom = 404 Reactions: X Vert Rot feet kips kip ft 0 0.740000 12.000 0.740000 Equilibrium: Force Reaction Diff Vert -1.480 1.480 -0.000 kips Rot 8.880 -8.880 -0.000 kip ft Min. & Max values: Min Shear = -0.740000 kips at 12.000 feet Max Shear = 0.740000 kips at 0 feet Min Moment =-1.031e-013 kip ft at 12.000 feet Max Moment = 2.516 kip ft at 6.030 feet Min Rotation = -0.004767 radians at 12.000 feet Max Rotation = 0.004767 radians at 0 feet Min Deflection = -0.216752 in at 6.030 feet Max Deflection = 0 in at 0 feet WinBeam 3.30 - Registered to Shareware - Please Register w 4-1-0 rat [OtJ 1 Acl rj t v ct1 0'I2"" 64/- ark. iv/0554X: 104s (1)tglikAS pa. •,.cut.-lS+ atr 0,Psr : ' t 5, 24 ' , ( ")C4,) C'/z 1 p " . if i 'pgj .:.,( ', ) C;;. 1 (4.3r)00) -.:, # t . , . .a �4os S P � .'2`� + 2 P. +2'�3 2`p- - 8.^s�zIf .J * 3) *--3) 3 C2 2 1 p P� P3 ,408„ jNIF � ,.• ...-... D (4e-1) 34. \ 41 �� ' 1r�,i pz P A .),, - -1 al) ,414 ,{ dk.._,2) � _ _ siminammin lt31thi rffl,i!: 41c3X31S. r _) in ,�, �; ! X 1? 2 , r \408 [ . tJ L408) .;,- , ,,,,,..7,4..... 4,2›.-) 1 p la D (ck-� �1�. arp 4 1 . .. - MIII • a < a i'l �� I Nanawall SL7OCL Ir 1 : • hRVRRI ,C• Project: BMW of Tigard STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 ENGINEERS Date: Oct'22 By: RW Sheet No.: PI•I 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com V 1 cx2r) t it (-I 1/LI,-. 3//4 K3 t , Z 6r20 G2— AK-- 4( ' T C u, ) 12 439 t- ?74/ 1\_ 3/.43 C6' J)=" lo.3%-t- 7.66g(vst I a 03.99 q s4 /0- . (E,,Lurr+ ct7 v ' wi,,it> 0( ; 941-6)6x,is 4.34/ ,. oe 'u >. ( . i ?�?,l03 607-M 'i C:02 rya...<r) ; .941-0,0., 4,3ci 4 0I,-2-?1 . '� 5 t- it25 . .r. G f29. jes 0 061"(,ph3n) / nIC- 601c+3: ,,,A.:. Z. i� 8 3 rat . \ -� •� ; y � 40 t2< I!2*�t'L� 2'zF'U= 3•�t 57 c;c Ce4.'� tin t Ft.' , ' j t`,1 } /`c—a ,� ,� • A=(gos )(, �R>= l gl: 130, C+ ,tr, 03.41)Ci2) . 3.,.02 ' «�- �� 1 312.54.1 . (( c _—�.'-- .-a< �- c",t11t2`' C&W1' .. "�L t /w Jb �! :t3;4. —o .; '2.,S" + .to9 _ d• o!L 3�-c. L. 31- o.44v tc :ok • F. �a�z��.(, ��'�. jai _. ,2, Z �L .. : 3 !:a Os543X 8 +( )It'!40, 3 .. — RR I C• Project: BMW of Tigard • 'a 1 STRUCTURAL, Client: Dallas Glass Proj. No.: 22-285 11111/11111 ENGINEERS Date: Oct'22 By: RW Sheet No.: I tit el-- 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com 19610 Project: By: Date: Checked: Date: Page: Description: 841-076 w/ HSS 4x3x3/8 & (2) PL 3/16x3 Units: English Properties - X = feet, E = ksi, I = inA4 X = 0; E = 10100; I = 28..99; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; X = 10; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft X = .625; PLoad = -.125; X = 4.375; PLoad = -.125; X = 5; PLoad = -.890; X = 5.625; PLoad = -.125; X = 9.375; PLoad = -.125; Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 10; UStart = -.022; UEnd = -.022; WinBeam 3.30 - Registered to Shareware - Please Register 4 Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft i � 11 1 T T Shear - kips 0.805000 l --d -0.8d5UVU' Moment - kip ft 3.125000 -077170710'i7'' Rotation - radians rQ 4123 -0. Deflection inches _nnnnnn ------------------ - . 113 WinBeam 3.30 - Registered to Shareware - Please Register Project: By: Date: Checked: Date: Page: ' I Analysis Data: Beam Length = 10. feet Number of Nodes = 203 Number of Elements = 202 Number of Degrees of Freedom = 406 Reactions: X Vert Rot feet kips kip ft 0 0.805000 10.000 0.805000 Equilibrium: Force Reaction Diff Vert -1.610 1.610 -0.000 kips Rot 8.050 -8.050 0.000 kip ft Min & Max values: Min Shear = -0.805000 kips at 10.000 feet Max Shear = 0.805000 kips at 0 feet Min Moment =-6.601e-014 kip ft at 10.000 feet Max Moment = 3.125 kip ft at 5.000 feet Min Rotation = -0.004123 radians at 10.000 feet Max Rotation = 0.004123 radians at 0 feet Min Deflection = -0.162113 in at 5.000 feet Max Deflection = 0 in at 0 feet WinBeam 3.30 - Registered to shareware - Please Register 7 3 Project: 1 By: Date: Checked: Date: Page: Description: 841-076 w/ HSS 4x3x3/8 & (2) PL 3/16x3 Units: English jam , (,,41- Properties - X = feet, E = ksi, I = in"4 X = 0; E = 10100; I = 37.63; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; X = 10; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft X = 5; PLoad = -.465; Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 10; UStart = -.074; UEnd = -.074; 21I1 WinBeam 3.30 - Registered to Shareware - Please Register ;? ` Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft )47 )47 T T Shear - kips 0.602500 -0.62RRY7 Moment - kip ft d2.08877500 Rotation - radians 2260 «0. Deflection - inches oonbbn V".0-$7$54 21.2 WinBeam 3.30 - Registered to Shareware - Please Register Project: By: Date: Checked: Date: Page: Analysis Data: Beam Length = 10. feet Number of Nodes = 201 Number of Elements = 200 Number of Degrees of Freedom = 402 Reactions: X Vert Rot feet kips kip ft 0 0.602500 10.000 0.602500 Equilibrium: Force Reaction Diff Vert -1.205 1.205 -0.000 kips Rot 6.025 -6.025 0.000 kip ft Min & Max values: Min Shear = -0.602500 kips at 10.000 feet Max Shear = 0.602500 kips at 0 feet Min Moment = -1.05e-014 kip ft at 0 feet Max Moment = 2.087 kip ft at 5.000 feet Mir. Rotation = -0.002269 radians at 10.000 feet Max Rotation = 0.002269 radians at 0 feet Min Deflection = -0.087854 in at 5.000 feet Max Deflection = 0 in at 0 feet winBeam 3.30 - Registered to Shareware - Please Register l-+-c)e! o a rra.L5 IC00,04/T- C+o") • I, C4/ h_ 'tr '' col--) k ,J: —sue; 1 ..1-T .1 -'4 C-c, c:bi. .1,11_-.z1 . ,,.0l.4 ( . JCp4 = L1 A. � c. (4')C p 4- c. 42;S Pscw`2' k.-. 91. s GCp ( 7)= O.qo 1 5 . . ._ nip- EjS: .. .. h4 r• ,� Wy.Svt'e6 5 Q ' @. 1/4:' 4L,s6,s .i, kst 2S�t .It- ..-2LS I.•tdd a.-rf c-Nsr `k . 42 4,:?s5 <f 5,14. ear- -- I, I5i j5it`�" Cti7fII� C• project: BMW of Tigard STRUCTURALIII I Client: Dallas Glass Praj. Na.: 22-285 ENGINEERS Date: Oct'22 By: RW Sheet No.: 22. 2700 SE HARRISON ST.STE.B,MILWAUKIE 0R,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com a 36 16000T System®1 Curtain Wall JANUARY, 2023 DEADLOAD CHARTS (TUBULAR) EC 97911-281 A-1"GLASS (1/4 POINT LOADING) B-1"GLASS(1/8 POINT LOADING) 1 61(152.4) t 6'(152.4) I.,'—'1111111 118#;—> 171214 ..g METERS METERS . S.§-11 1 2 1 2 tilt 13 I I 13 I : VII 12 12 c 11 11 ib0 10 310 I 3a .H Hm `W 9 W9 flc fi u_ZH 8 `) H8U) ''-ra7 €�Lij W 6 : B Z W W 6 , 2 W '-cS 2 ,,5 co5 itsm0 4 (9 4 s3g \\ \—_ 1 A 1 3 3 S 6' 2 2 ;ill C. —r 1 o p 0 1 2 3 4 5 6 7 8 0 1 2 3 4 5 6 7 8 SPAN IN FEET SPAN IN FEET 7-1/2"(180.5) L 1 7-1/2"(190.5) L 1 1 1 TI � m S t METERS METERS t 1 2 1 2 � 13 I I 13 I C 9 12 12 is I � 11 ' 11 '.. 10 I. _3 10 - - 3 m F- I H ?c W 9 W 9 6£ 4 IL . fi Z 8 Z 8 I ¢ c H B U) 1n g fl. 0 7 i 2 W = 7 2 W .8-5 T 6 H H m e S'- W I 6CD I w 9 CO 5 CO 5 .Q CO a A . 4 -1 4 I . 3 —1 3 - 1 S c 2 2 1 1 0 0 0 1 2 3 4 5 6 7 8 0 1 2 3 4 5 6 7 8 SPAN IN FEET SPAN IN FEET FF' - KAW N E E R ADMD080EN kewnee-.com SERIES: 1600UT HORIZONTAL MULLION MULLION (Dead Load) Location: PSCW3 Mullion(designation): 171-213 Mullion Properties: ly = 1.37 in" E= , 10100' ksi S = 1.10 in' Fb= ' 15.0 ksi DESIGN INPUT: Mullion Span L= 122,63' in Glass Height h= 91.00 in Glass Weight w= 5.50 psf C. 1/4 Pt C 1/8 Pt a= 3.000 in Other P P ANALYSIS: j a if 4 a W= 426.2 lb P= 213.1 lb (=W/2) R= 213.1 lb Rt L R M= 639.3 'bin A= 0.087 in (M) ALLOWABLE DEFLECTION CRITERIA: RESULTS: CHECK BENDING STRESS: Minimum(L1360,0.125") (fb<=Fb) fb= 0.58 ksi <OK> CHECK DEFLECTION: = 0.125 in (A<=A ) A= 0.087 in <OK> MULLION <OK> • UUIN C C . Project: BMW of Tigard STRUCTIJRAL client: Dallas Glass Pro;. No.: 22-285 • al RUENGINEERS Date: Oct'22 By: RW Sheet No.: 2. Z- Y G$1 2700 SE HARRISON ST.STE.B,h9LWAUICIG OR,97222,503-607-0491,FAX 503-607-0496. hob©bkengineers.com Wind Loads: Components and Cladding - Walls Based on ASCE 7-16 30.3(Part 1:Low-Rise Buildings) V ott= 97 (mph) Ultimate Wind Speed 3-Second Gust [Figure 26.5-1A thru 2D] C Exposure Category [Section 26.7.3] II Risk Category [IBC Table 1604.51 K d= 0.85 Directionality Factor [Table 26.6-1] K„= 1.00 Topographic Factor [Figure 26.8-1] zg= 0 Ground Elevation Above Sea Level(Default=0) Ke= 1.00 Ground Elevation Factor [Table 26.9-1] Enclosed Building Classification Roof Pitch= 0 #/12 Effective Area= 40 ft2 [Span Length x Eff.Width(not less than Span Length/3)] 0.6 Ultimate= 1.0W,ASD=0.6W GCp; // ;ç-'-\. 0.18 Zone 4 I -0.90 0.81 [Figure 30.3-1] Zone 5 -1.07 0.81 qh=0.00256KZK.eKdK9V2 (psi) [Equation 26.10-1] p=q h[(GCp )-(GCp,)] (pst) [Equation 30.3-1] Wall Loads: (Q.6W-ASD Level) Height(h) K Z q h Wall-Interior Zone 4 Wall-End Zone 5 (ft) (psi (psfl (psi) 15 0.85 10.4 10.3 -11.2 10.3 -13.0 20 0.90 11.1 10.9 -11.9 10.9 -13.8 25 0.95 11.6 11.4 -12.5 11.4 -14.5 30 0.98 12.1 11.9 -13.0 11.9 -15.1 35 1.01 12. 12.3 -13.4 12.3 -15.6 '--j I 40 1.04 12.8 12.6 -13.8 12.6 -16.0 I 45 1.07 12.9 -14.1 12.9 -16.4 I 50 1.09 13.4 13.2 -14.4 13.2 -16.8 55 1.12 13.7 13.5 -14.7 13.5 -17.1 60 1.14 14.0 13.8 -15.0 13.8 -17.4 Notes: 1. Loads shown may be governed by Minimum Wind Loads per Section 30.2.2. 2. Plus and minus signs signify pressures acting toward(+)and away(-)from the surface. 3. Values of GCp reduced 10%for roof slopes<= 10°per Figure 30.3-1. 4. h: Mean Roof Height, except use Eave Height for roof slopes<= 10°per Figure 30.3-1, •11Nrf piN C C . Project: BMW of Tigard _ ____ IIIIIIIIL11. STRUCTURAL Client: Dallas Glass _Proj. No.: 22-285 IOW ENGINEERS Date: Oct'22 By: RW Sheet No.: 3,3 2700 SE IIARRISON ST.STF.13,MII.WAI'KIF.OR,97222,503-007-0481,FAX 503-607-0486 bob0 bkenineers.com ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description PSCW3 Horizontal) , V Mullion Input: • --i'' Manufacturer: Kawneer Series: 16000T 1 a (t) E Shape: 171213 a ♦ L —► Geometry Input: V Mullion height: h= 10,22 ft Analysis Mullion spacing: sp= 4.00 ft 0 = 0.306 in [Deflection] Wind Pressure: p= 11.5 psf V= 0.24 k Effective Area: A eff= 41 ft 2 M= 7.22 k-in (A off:from Effective Width=sp but not<h/3) Unbraced length: L b= 10,20 ft Bending Coefficient: C b= 1.00; Check Mullion Deflection: Reinforcing length: L r= 0.00 ft Allowable:L/175 @ h<_13'6" U240+ 1/4"@ h>13'-6" ©a= 0.701 in [Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 .0= 1.65 [Safety Factor] E= 10100 ksi Mnp/0= 33.12 k-in (ADM F.2 ] Fcy= 25 ksi Mnt/0= 25.13 k-in 1 ADM F.3,B.5.4 ] C c= 78.38 Mnlb/Q= 37.77 k-in [ADM F.3,8.5.5 ] Mnmb10= 28.12 k-in (ADM F.4,F4.2.5 ] Aluminum Mullion Properties: .„- •- --"v--'" ----'" '""�-' - IX= 3.66 in4 M,,,/c= 25.13 k-in (Allowable] ly= 1.37 in4 M= 7.22 k-in (M5M5/n] <OK> S,= 1.66 in in 4 N..-....- C w= 0.158 in6 B X= -0.034 in << Mullion OK >> 11111111111Fif'' MI I C . Project: BMW of Tigard NCNI I STRUCTURAL client: Dallas Glass Proj. No.: 22-285 11111,11111111111ENGINEERS Date: Oct'22 By:RW Sheet No.: 21011 2700 SE HARRISON S"i.S FE.B.MILWAUJ<IE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.corn 14-ra F2°I'can.1 Tla.4.- Ec4,00 yr C, (c,'') e ;Pscw iz 1- ill z pS1= 40 11111 • Project: BMW of Tigard STRUCTURAL Client: Dallas Glass Proj. Na.: 22-285 ■ ENGINEERS Date: Oct'22 By: RW Sheet No.: 2 2700 SE HARRISON ST.STE.B,MLLWAUHIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com - ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description PSCW3(Horizontal) ',i V Mullion Input: —0 Manufacturer: Kawneer Series: 16000T_1 a Shape: 171296 a- ♦ `cE 2 Geometry Mput: 14,A,a 4 V Mullion height h= 10.22 ft Analysis Mullion spacing: sp= 4,00' ft A = 0.338 in [Deflection] Wind Pressure: p= 11.5' psf V= 0,24 k Effective Area: A of= 41 ft2 M= 7.22 k-in (A off:from Effective Width=sp but not<h/3) Unbraced length: L b= 10.20 ft Bending Coefficient: C b= 1.00 Check Mullion Deflection: Reinforcing length: L r= 0,00 ft Allowable:U175 @ h<13'-6" U240+1/4"@h>13-6" Aa= 0.701 in [Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 f)= 1.65 [Safety Factor) E= 10100 ksi M„p/0= 27.76 k-in [ADM F.2 ] Fcy= 25 ksi Mnib/n= 12.07 k-in [ADMF.3,8.5.4 ] C,= 78.38 Mnb/O= 33.14 k-in [ADM F.3,B.5.5 ] Mnmb/n= 8.56 k-in [ADM F.4,F4.2.5 ] Aluminum Mullion Properties: IX= 3.31 in Mn/n= 8.56 k-in [Allowable] ly= 0.75 in4 M= 7.22 k-in (M5Ma/0J <OK> SX= 1.46 in3 J= 0.008 in 4 C w= 1.776 in 6 B X= 0.280 in << Mullion OK >> 11111111111 UUIN C Project: BMW of Tigard .. STRUCTURAL Client Dallas Glass _ Proj. No.• 22-285_______ • & UENGINEERS Date: Oct'22 By:RW Sheet No.: 2700 SA:HARRISON ST.Sri,: H.MII.WAURIF.OR,37222,503-607-0481,PAX 503-607-0486. bobCbkcnginccrs.com icrio ur C-7'4..") i?I frz.x 4, Mill , -. 4, $i S :......CiNr ° h- II, p- . �f? i , (us.e..14..P�,F).. P - igi5 C au "f 1. 03 • etc Ch i )Ch) 5s1'- P:. IS, I 5F; a. Q, fe,s p5F lwa.'' .T-10n1) .. • • INC. Project: BMW of Tigard. STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 ENGINEERS Date: Oct'22 By: RW Sheet No.: 'ZCo 2700 SE HARRISON ST.STE.B,11ILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkenginee,rs.com " ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description F12(Intermediate) V Mullion Input: -♦ Manufacturer: Kawneer -0' Series: 16000T 1 a. ♦' Shape: 171215 c. ♦ L --► Geometry input: V Mullion height: h= 1 1.s0', ft Analysis: Mullion spacing: sp= 4 40 ft A = 0.401 in [Deflection] Wind Pressure: p= 18,5 psf V= 0.47 k Effective Area: A eff= 51 ft2 M= 16.15 k-in (A off:from Effective Width=sp but not<h/3) Unbraced length: L b= 7.83 ft Bending Coefficient: C b= 1.00 Check Mullion Deflection: Reinforcing length: L r= 0.00 ft Allowable:L/175 @ h s 13=6" LJ240+ 1/4"@h> 13'6" 6'a= 0.789 in (Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 .0= 1.65 [Safety Factor] E= 10100 ksi MnpI0= 52.85 k-in [ADM F.2 ] Fey= 25 ksi MNb/C= 39.84 k-in [ADMF.3,B.5.4 ] Cc= 78.38 Mnib/C= 54.35 k-in [ADMF.3,B.5.5] Mnmb/n= 45.48 k-in [ADMF.4,F4.2.5] Aluminum Mullion Properties: IX= 7.92 in4 Mn/n= 39.84 k-in (Allowable] 1 y= 1.80 in4 M= 16.15 k-in (MsMn/0] <OK> S,,= 2.64 in 3 J= 4.223 in 4 CN,= 0.956 in6 B x= -0.093 in « Mullion OK » 1111111111,11 IN C . Project: BMW of Tigard MIME II STRUCTURAL client: Dallas GlassIII Proj. No.: 22-285 RLRRENGINEERS Date: Oct'22 By:RW Sheet No.: 2/i1 2700 SC I IARRISON ST.S'1'E.B,MILWAOKIE OR,97222,503-607-0481,CAX 503-607-0486. bob@bkongineers.com 4 ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description F03(Intermediate) ,* V Mullion Input: —► Manufacturer: Kawneer Series: 16000T 1 0. Shape: 171215 a --► --► Geometry Input — It Mullion height: h= 16.00 ft Analysis: Mullion spacing: sp= 4.00 ft A= 0.966 in [Deflection] Wind Pressure: p= 131 psf V= 0.42 k Effective Area: Aey= 85 ft2 M= 20.12 k-in (A,g:from Effective Width=sp but not<h/3) Unbraced length: L b= 7.83 ft Bending Coefficient: C b= 1.00 Check Mullion Deflection: Reinforcing length: L r= 0.00 ft Allowable:L/175 @ h<_13'-6" 1./240+1/4"@h>13'-6" Aa= 1.050 in [Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 .0= 1.65 [Safety Factor] E= 10100 ksi MccAl= 52.85 k-in [ADM F.2 ] Fcy= 25 ksi Mnrb/(= 39.84 k-in [ADM F.3,8.5.4 ] Cc= 78.38 Mna/D= 54.35 k-in [ADM F.3,8.5.5] Mnmb/f2= 45.48 k-in [ADM F.4,F4.2.5 ] Aluminum Mullion Properties: I x= 7.92 in4 M n/0= 39.84 k-in [Allowable] l y= 1.80 in4 M= 20.12 k-in (M s M n/a] <OK> S X= 2.64 in 3 J= 4.223 in 4 C,,= 0.956 in6 BX= -0.093 in << Mullion OK >> �V NNI C . Project: BMW of Tigard 1 STRUCTURAL client: Dallas Glass Pro]. No.: 22-285 LRSENGINEERS Date: OCt'22 By:RW Sheet No.: 2112 2700 SS HARRISON ST.STE.B.MILWAUKIE OR,97222,503-607-0481.FAX 503-607-0486. bob@bkengineers.com ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description F01 C(Jamb) V Mullion Input: —► Manufacturer: Kawneer Series: 16000T 1 a Shape: 171215 0. _c E _. _. _. Geometry input: __, /'„ V Mullion height: h= 16.00; ft Analysis: Mullion spacing: sp= 2.53 ft 0 = 0.863 in [Deflection] Wind Pressure: p= 18.5 psf V= 0.37 k Effective Area. A eff= 85 ft 2 M= 17.97 k-in (A off:from Effective Width=sp but not<h/3) Unbraced length: L b= 7.83 ft Bending Coefficient: C b= 1.00 Check Mullion Deflection: Reinforcing length: L,= 0.00 ft Allowable:L/175 @ h s 13'-6" U240+ 1/4"@h>13'-6" Da= 1.050 in [Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 f)= 1.65 [Safety Factor] E= 10100 ksi Mn0/O= 52.85 k-in [ADM F.2 J Fey= 25 ksi Mnlb/D= 39.84 k-in [ADM F.3,8.5.4 ] Cc= 78.38 Mn/b/0= 54.35 k-in [ADM F.3,8.5.5] Mnmb/D= 45.48 k-in [ADMF.4,F4.2.5 ] Aluminum Mullion Properties: 1,= 7.92 in4 Mn/o= 39.84 k-in [Allowable] ly= 1.80 in4 M= 17.97 k-in (An sMn/a] <OK> S„= 2.64 in3 J= 4.223 in 4 C,N= 0.956 in 6 B X= -0.093 in << Mullion OK >> 11101111V IIIIN C C . Project: BMW of Tigard • � I_ STRUCTURAL � �1111 Client: Dallas Glass Proj. No.. 22 285 ENGINEERS Date: Oct'22 By:RW Sheet No.: 213 2700 SE HARRISON S'1'.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bobatkengineers.com ' ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description F24(Door jamb) z: V Mullion Input: Manufacturer: Kawneer Series: 16000T 1 a Shape: 171215 a. `♦ --► Geometry Input: V Mullion height: h= 12.00 ft Analysis Mullion spacing: sp= 4.801 ft A= 0.280 in [Deflection] Wind Pressure: p= 10.0 psf V= 0.29 k Effective Area: Aetf= 58 ft2 M= 10.37 k-in (A eff:from Effective Width=sp but not<h/3) Unbraced length: L b= 7.83 ft Bending Coefficient: C b= 1,00 Check Mullion Deflection: Reinforcing length: L r= 0.00 ft Allowable:L/175 @ h<_13'-6" L/240+1/4"@h> 13'-6" Aa= 0.823 in [Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 .0= 1.65 [Safety Factor] E= 10100 ksi A np/C1= 52.85 k-in [ADMF.2 ] Fey= 25 ksi Mnib/0= 39.84 k-in [ADM F.3,B.5.4 ] Cc= 78.38 Mnlb/O= 54.35 k-in [ADMF.3,B.5.5 ] Mnmb/O= 45.48 k-in [ADM F.4,F4.2.5 ] Aluminum Mullion Properties: I,,= 7.92 in4 Mn/0= 39.84 k-in [Allowable] ly= 1.80 in4 M= 10.37 k-in [MsMn/n] <OK> SX= 2.64 in3 J= 4.223 in 4 C w= 0.956 in6 B X= -0.093 in « Mullion OK >> UUINC • Project: BMW of Tigard UI STRUCTURAL client: Dallas Glass Proj. No.: 22-285 ,11111L11111111UENGINEERS Date: OCt'22 By:RW Sheet No.: 22.4 2700 SE HARRISON ST.STE. 3,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.coal Mt)t...i©toS ic.c,e, d -' (Z112') • T 2is • 7 i • Mi .G 39,S4- •r� - sfre "Tri e.,6164=. 1r¢-7 CS/1/4->Mg1 (moo 1..43anN SP =Z ti 6. r 1..-' 11 ill' ,.qc, _: .0 4,max. 4 E s, ; ti • L3:Of.• ... tic. V IN 11 A r , , N (..)- '1. 24Te r 34 t. si / 4 .. -...t_-__; \ ... v... lc . co_ il 4.:: 0-5.7" 2. A-rrnel 3D yNA Sl,S l h t1 . `I (Jp/14 -1144 2- e- &.z a.4ou ( 'CSii) .e/24O+t2 • _'" (1,1 „") o �3.o,,iZ (2Q/400) < (2Q1r) mr INC.ki Project: BMW of Tigard STRUCTURAL CIient: Dallas Glass Proj. No.: 22-285 ENGINEERS Date: Oct'22 By: RW Sheet No.: 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com 144711.961tain Project: By: Date: Checked: Date: Page: Description: 171-215 F07 <j-01> Units: English Properties - X = feet, E = ksi, I = in"4 X = 0; E = 10100; I = 7.916; Moment Releases - X = feet X = 20.33; Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; X = 17.75; Disp = 0; X = 34.5; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 36.5; UStart = -.03; UEnd = -.03; WinBeam 3.30 - Registered to Shareware - Please Register woe. Aseam Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft 4rr7 O Y T � T Shear - kips 0.285721 -0.302159 Moment - kip ft .884281 -0.637388 Rotation - radians .009194 —�=L`.007110 Deflection - inches 5040 - .569482 i ti WinBeam 3.30 - Registered to Shareware - Please Register Project: By: Date: Checked: Date: Page: Analysis Data: Beam Length = 36.5 feet Number of Nodes = 202 Number of Elements = 201 Number of Degrees of Freedom = 404 Reactions: X Vert Rot feet kips kip ft 0 0.230341 17.750 0.587880 34.500 0.276779 Equilibrium: Force Reaction Diff Vert -1.095 1.095 0.000 kips Rot 19.984 -19.984 -0.000 kip ft Min & Max values: Min Shear = -0.302159 kips at 17.750 feet Max Shear = 0.285721 kips at 17.750 feet Min Moment = -0.637388 kip ft at 17.750 feet Max Moment = 0.884281 kip ft at 7.686 feet Min Rotation = -0.00711 radians at 15.371 feet Max Rotation = 0.009194 radians at 0 feet Min Deflection = -0.569482 in at 8.418 feet Max Deflection = 0.150140 in at 20.330 feet WinBeam 330 - Registered to Shareware - Please Register ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description F07(Jamb) V Mullion Input: 1 Manufacturer: Kawneer - Series: 16000T 1 Q. Shape: 171215 a ♦ sE 2 Geometry Input: V Mullion height: h= 17,75 ft Analysis: Mullion spacing: sp= 2.00 ft 0= 0.000 in [Deflection] Wind Pressure: p= 0.0, psf V= 0.00 k Effective Area: A eff= 105 ft2 M= 0.00 k-in (A",:from Effective Width=sp but not<h/3) Unbraced length: L b= 17.75 ft Bending Coefficient: C b= 1.00 Check Mullion Deflection: Reinforcing length: L r= 0.00 ft Allowable:U175 @ h<_13'-6" L/240+1/4"@ h> 13-6" Aa= 1.138 in [Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 f2= 1.65 [Safety Factor] E= 10100 ksi Mnp/0= 52.85 k-in [ADM F.2 ] Foy= 25 ksi Mnib/0= 39.84 k-in [ADM F.3,8.5.4 ] Cc= 78.38 Mntb/n= 54.35 k-in [ADMF.3,8.5.5 ] Mnmb/n= 41.75 k-in [ADM F.4,F4.2.5 J Aluminum Mullion Properties: IX= 7.92 in4 Mn/0= 3ç9.8inh!owab/e .4 Iy= 1.80 in4 M= 0.00 k-in [M sMn/0] <OK> SX= 2.64 in3 J= 4.223 in4 C„,= 0.956 in6 B,;= -0.093 in « Mullion OK >> 11\ C • Project: BMW of Tigard 1111101111 STRUCTURAL _ 5 Client: Dallas Glass Proj. No.: 22 284' 1,■ IIIENGINEERS Date: Oct'22 By:RW Sheet No.: 21,4 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com 4 . MVLt..)oNS 1 to ar (ills!) III • +2 i� d of rol" (,(/344) < //24D+rzs''(,14"> de. ' 1. . P', 7H. . 1G�fr ° ..i .id, W h/3 .•Sf col (.IN,c. II 4) Mn - VI.84: sc 4.4-r7461455> s04.9s 10 .w. . . . _.. .�.;. _. • 4, Cr)i--, \- i rA-O.efi `1 d AA �X a iI44 . Ak sad rkz..:... K'5i _ m / z?SS1,,,, _ C►tt�,� - r,,7c?. : GI0',09 oit L. ,. trt _ 2 ,(4 M VA 1 WI t! en �F r O L+,4 L.V \ 3t� a2et /07 / C bit.:-..5.eWE" N '; , ; a>a I� r4xs (�s 1, ts"'►) 3 \, 1.......,.. [ a ( of .. - 5•G . ,-f C. wort-Ys f II(.aINC. Project: BMW of Tigard STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 ENGINEERS Date: o�t'22 By: RW Sheet No.: 3v 2700 SE HARRISON ST.STE.A,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com Project: By: Date: Checked: Date: Page: Description: 171-215 F09 <j-01> Units: English Properties - X = feet, E = ksi, I = inA4 X = 0; E = 10100; I = 7.916; Moment Releases - X = feet X = 25.85; Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; X = 17.75; Disp = 0; X = 28.75; Disp = 0; X = 39.75; Disp = 0; X = 50.5; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 51; UStart = -.039; UEnd = -.039; 31. ? WinBeam 3.30 - Registered to Shareware - Please Register Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft Shear - kips 0.299163 `-0.410578 Moment - kip ft '1.016879 -1.144034 Rotation - radians 010272 .007370 Deflection - inches _LO.065368 - .610366 31.2- WinBeam 3.30 - Registered to Shareware - Please Register r _ M Project: By: Date: Checked: Date: Page: Analysis Data: Beam Length = 51. feet Number of Nodes = 202 Number of Elements = 201 Number of Degrees of Freedom = 404 Reactions: X Vert Rot feet kips kip ft 0 0.281672 17.750 0.709741 28.750 0.316243 39.750 0.500302 50.500 0.181042 Equilibrium: Force Reaction Diff Vert -1.989 1.989 -0.000 kips Rot 50.720 -50.719 0.000 kip ft Min & Max values: Min Shear = -0.410578 kips at 17.750 feet Max Shear = 0.299163 kips at 17.750 feet Min Moment = -1.144 kip ft at 17.750 feet Max Moment = 1.017 kip ft at 7.100 feet Min Rotation = -0.00737 radians at 14.454 feet Max Rotation = 0.010272 radians at 0 feet Min Deflection = -0.610366 in at 8.114 feet Max Deflection = 0.065368 in at 20.788 feet 3l.'3 WinBeam 3,30 - Registered to Shareware - Please Register ` ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description F09(Jamb) /,,./ V Mullion Input: Manufacturer- Kawneer Series: 16000T 1 a -► Shape: 171215 a Geometry Input: v Mullion height h= 17.75 ft Analysis: Mullion spacing: sp= 2.40 ft A = 0.000 in [Deflection J Wind Pressure: p= 0.0'' psf V= 0.00 k Effective Area: Aeff= 105 ft2 M= 0.00 k-in (A or:from Effective Width=sp but not<h/3) Unbraced length: L b= 17.75 ft Bending Coefficient: C b= 1.00 Check Mullion Deflection: Reinforcing length: L r= 0e00 ft Allowable:L/175 @ h<_13'-6" L/240+1/4"@ h> 13'-6" Aa= 1.138 in [Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 .0= 1.65 (Safety Factor J E= 10100 ksi Mnp/f2= 52.85 k-in [ADM F.2 ] Fcy= 25 ksi Mmb/O= 39.84 k-in [ADMF.3,8.5.4 ] C o= 78.38 M„0/0= 54.35 k-in [ADM F.3,B.5.5 ] Mnmb/0= 41.75 k-in [ADMF.4,F4.2.5] Aluminum Mullion Properties: 1 x= 7.92 in Mn/fl= 39.84 k-in (Allowable 1 y= 1.80 in4 M= 0.00 -inc f n/OJ <OK> Sx= 2.64 in3 J= 4.223 in 4 C vr= 0.956 in 6 B x= -0.093 in << Mullion OK >> 111111i111 RI C C . Project: BMW of Tigard ��1 U111STRUCTURAL Client: Dallas Glass Proj. No.: 22-2 1 NUUEN G IN EER S '`- Date: OCt'22 By:RW Sheet No.: ?j(•�Y 2700 SE HARRISON ST.STE.B.MILWAUKII3 OR 97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com COMBINED STRESSES for ALUMINUM MULLION x IP • 1,_) y J M Mullion Properties: Alloy: r 6063 T6 f E: I) �,/10100 ksi V trzlFey: or; 25 i:; ksi 1 0: 1.65 :Factor of Safety I P Mullion: Shape: i71 2'16 Name: E09 „b Area: 1 in2 L: 430 17 75 ft lx: 7 9961 in4 Lb: ft :Brace spacing for y-axis ly: 180 in4 kx: '1.00 J: in3 k • g 1.t 0 rx: `2, 048 in Cb: 1 :: ry: 0 977( in4 pa Sx6i in P: ; E%1 00 k y S ,0,- in M: 1. ,!I 1=3 ,... k-ft Axial: Be: 27.64 :Fcy(1+(Fey/2250)12) Sa: 104.00 :Max(K,L/r„,KYLb/ry) De: 0.14 :(B,/10)/(Bc/E)1'2 S2a: 78.38 :C, Ce: 78.38 :0.41(B0/Do) Fa/O: 4.75 ksi fa: 0.53 ksi <Adequate> Axial: Bending: Sb: 183.40 :2LbS/(c,(IY.i)72 Sa<See: Fa/S2=0.85(Bc DcSa)/S2 S2b: 2399.86 :(Ce11.6)2 Sa>=S2a: Fa/0=(0.851r2E)/(S320) Fb/0: i4.85 ksi Maximum: Fa111=FcIC2 fb: 5.24 ksi <Adequate> Bending: Combined: sb<s2b: Fb/R=Be-1.6Dcsb12 fa/(Fa/0) +fb/(Fb/0) 0.464 <Adequate> Sb>=S2b: Fb/f2=rr2E/(2.56S5) MULLION <Adequate> • VRS I C . Project: BMW of Tigard •ti 1111 STRUCTURAL Client: Dallas Glass Proj. No.: 22-28i ■ ®■ENGINEERS Date: Oct'22 By: RW Sheet No.: 4- 2700 SE HARRISON ST.STE.B,MILWACKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com NL vl.3--1 o N 5 I GOO urr C7'l7.1') 1`1t I CP . 1► '2 AI 1 1-\ ico B uJ :.-_-hi lat.'5'13 , = (h13)(h) .ems' . • .40 Pz. 141.,? s.F r .8..p-` r .. —SG* c.,„„,,....,,. 3 • • • • . . . . . . . . . . . . , . . , , . , ,. . .. . . . . • . . • . . . . 11� Project: BMW of Tigard STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 1 III ENGINEERS111 Illi Date: Oct'22 By: RW Sheet No.: SIZ 2700 SE HARRISON ST.STE.A,MILWAUKIE 0R,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description FO2A(Intermediate) V Mullion Input: Manufacturer: Kawneer —10 I E Series: 16000T_1 a Shape: 171216 e- t --► —► Geometry Input: v Mullion height: h= 16.00 ft Analysis Mullion spacing: sp= 4.00 ft A = 0.895 in [Deflection] Wind Pressure: p= 14.7 psf V= 0.47 k Effective Area: A Off= 85 ft 2 M= 22.58 k-in (A off:from Effective Width=sp but not<h/3) Unbraced length: L b= 7.83 ft Bending Coefficient: C b= too Check Mullion Deflection: Reinforcing length: L r= 0.00 ft Allowable:L/175 @ h s 13'-6" U240+1/4"@ h> 13'6" Aa= 1.050 in (Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy 6063-T6 n= 1.65 [Safety Factor] E= 10100 ksi M„p/O= 62.85 k-in [ADM F.2 ] Fcy= 25 ksi M„Ib/0= 47.92 k-in (ADMF.3,B.5.4 ] Cc= 78.38 Mnlb/0= 65.96 k-in j ADM F.3,B.5.5] MRmb/n= 53.68 k-in (ADMF.4,F4.2.5 ] Aluminum Mullion Properties: lx= 9.59 in 4 M /f2= 47.92 k-in (Allowable] ly= 1.90 in4 M= 22.58 k-in (M <_M„/0] <OK> Sx= 3.16 in3 J= 4.581 in 4 CK,= 1.801 in6 B X= -0.864 in << Mullion OK > SIN III IN C .III Project: BMW of Tigard STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 11,11111111kR ENGINEERS Date: Oct'22 By:RW Sheet No.: 2700 SE I IARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481.FAX 503-607-0486. bobCbkengineers.com a nt,ill(..ta"JS 1Cae0ur C-7117...``) K. 1 /1�'2tio ,, , ,1yl,. ,4j,2- ..t '! . • .. Fc 7 t f,�.; Tn + ) - vn 7S 15 ( to*?'wb\ 'Y1Z. l7,`?S'1- ti,75 , t 4-'Zt S= 3tto FOIZ r T1 te›.t�1.r. 1i3- Ko+71 a C,5- 1 itkYl-=l3 - .!S -� F{3 = A,e11..F =Ck1�lU+)' CtSSS)(lG;7g) ✓Z .J2_,S 1 ._. • .I C. F?Sr'.. Cl ta`�' • ,.;= .15;ILo sI t:1ku.ov1, `► i;. ' I. ric„e . N' _ _:._____ ^= O Z , movt,014. a IZ1 ! 4.. (17'&' q *Lr2-.) , - („.^.7-4. 4., ts-.15.. t 4t �:oath XN r-- ly I(414?) • _ _ .11iCQ_ _itD c• k„.. , 571 I7is21e. atG ... , . : 01111. 1,I 7 1 r — Set— L AN ALIASI5 ,Zi fl ,. .,lid 612.5!4_ 1,. t4—t, . ok _ h : .0:) t_410.4-.tom" i 141-" OIL.. 11\ • Project: BMW of Tigard I STRUCTURAL, Client: Dallas Glass Proj.No.: 22-285 ENGINEERS Date: Oct'22 By: RW Sheet No.: 34 2700 SE HARRISON ST.STE.B,MTLWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com Hearn Project: By: Date: Checked: Date: Page: Description: 171-216 F07 <m-01> Units: English Properties - X = feet, E = ksi, I = in^4 X = 0; E = 10100; I = 9.593; Moment Releases - X = feet X = 20.33; Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; X = 17.75; Disp = 0; X = 34.5; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 36.5; UStart = -.06; UEnd = -.06; 3511 WinBeam 3.30 - Registered to Shareware - Please Register .V e Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft T T T Shear - kips 0.571442 -0.604318 Moment - kip ft 768561 -1.274776 Rotation - radians .015174 `N=0P011735 Deflection inches 0.939855 .5a2 WinBeam 3>30 - Registered to Shareware - Please Register Project: By: Date: Checked: Date: Page: Analysis Data: Beam Length = 36.5 feet Number of Nodes = 202 Number of Elements = 201 Number of Degrees of Freedom = 404 Reactions: X Vert Rot feet kips kip ft 0 0.460682 17.750 1.176 34.500 0.553558 Equilibrium: Force Reaction Diff Vert -2.190 2.190 -0.000 kips Rot 39.967 -39.968 -0.000 kip ft Min & Max values: Min Shear = -0.604318 kips at 17.750 feet Max Shear = 0.571442 kips at 17.750 feet Min Moment = -1.275 kip ft at 17.750 feet Max Moment = 1.769 kip ft at 7.686 feet Min Rotation = -0.011735 radians at 15.371 feet Max Rotation = 0.015174 radians at 0 feet Min Deflection = -0.939855 in at 8.418 feet Max Deflection = 0.247786 in at 20.330 feet 3S, � WinBeam 3.30 - Registered to Shareware - Please Register - ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description F07(Intermediate) _ V Mullion Input: E 2 Manufacturer: Kawneer Series: 1600 UT_1 Shape: 171216 -► L a --► Geometry Input: • V Mullion height: h= 17.75 ft Analysis: Mullion spacing: sp= 4.00 ft A = 0.000 in [Deflection] Wind Pressure: p= 0.0'; psf V= 0.00 k Effective Area: Aef= 105 ft2 M= 0.00 k-in (A off:from Effective Width=sp but not<h/3) Unbraced length: L b= 17.75 ft Bending Coefficient: C b= 1.00', Check Mullion Deflection: Reinforcing length: L r= (100 ft Allowable:U175 @ h 5.13'-6" U240+1/4"@ h>13'-6" 6a= 1.138 in [Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 0= 1.65 [Safety Factor] E= 10100 ksi Mrp/f1= 62.85 k-in [ADM F.2 ] Fey= 25 ksi Mnib/U= 47.92 k-in [ADM F.3,8.5.4 ] Cc= 78.38 M,,,b/O= 65.96 k-in [ADMF.3,8.5.5 ] Mnmb/Q= 49.01 k-in [ADM F.4,F4.2.5 ] Aluminum Mullion Properties: ,--to—Y` I - 9.59 in4 Mn/t�= 7 k-inI tAllowable j l x g a [Allow,Allowable ly= 1.90 in4 M= 0.00 k-in [M <_Mr,/01 <OK> S,= 3.16 in3 J= 4.581 in 4 Cw= 1.801 in6 8„= -0.864 in << Mullion OK » all I C . Project: BMW of Tigard I mum g 1STRUCTURAL Client: Dallas Glass Proj. No.: 22-284- lik*RENGINEERS Date: Oct'22 By:RW Sheet No,:__ '1 2700 SE HARRISON ST.STE.0,MILWAtiHIE OR,97222,603-607-0481,FAX 503-607-0486. bobObkengineers.com 1(,70021r ( '12") �1R-2.iw , �,t:. 4'i (J/�1 <.?fz4a44's,. 1*1+.. ek a, C,w7 �u6;olae.II a 01" 01'460 ; , .Aii7� D (fit- 11..7.51- `i". i4-10/751+6:1s _. . .. Tele, .u.) -. ,.:4.t �^ 47. 'IS s .V,.1T s ra:•lot.E ')6L) .4-� e. -u j SP, N ", &c. -4,vs FP....l5,SPSF._.L.45'. ' S= s.14.,.LA.. 6-50 cerkti F O Tttis .rc- SDI_ $3 214) .... a,��" A / ap )1 ' 0 SS4i i s42-41/ .. ...fib _...,-,, \ ; , : M It8,lf� a. d=o.nq 4 52'7 / , IA ,i 31,4 1 kel __. Di,.,5 r'5J= CALvmfie.4A05 \ i..)- l' �.`..: use. Pbt, a- 140"`' • „41— 1.9iK - ; , In V)( ti CI71- Z1(0 t..:) '.------1, ' ' IN Z 4.x D,f9� - :sue cp.c c. tTAot -. A-7-t c. P., /t30•3Rt-YStS 1111 i INC. Project: BMW of Tigard STRUCTURAL Client: Dallas Glass Proj, No.. 22-285 ENGINEERS Date: Oct By: RW Sheet No.: S6 2700 SE HARRISON ST.STE.B,MILWAUHIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com Project: By:: Date: Checked: Date: Page: Description: 171-216 F09 <m-01> Units: English Properties - X = feet, E = ksi, I = inA4 X = 0; E = 10100; I = 9.593; Moment Releases - X = feet X = 25.85; Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; X = 17.75; Disp = 0; X = 28.75; Disp = 0; X = 39.75; Disp = 0; X = 50.5; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 51; UStart = -.065; UEnd = -.065; 37.1 WinBeam 3.30 - Registered to Shareware - Please Register Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft 7r T T T T T Shear kips 0,..498605 '\-0.684296 Moment - kip ft .694798 -1.906724 Rotation - radians .014127 .010136 Deflection - inches „...mmilmip.089901 NN .839442 3�,2 WinBeam 3.30 - Registered to Shareware - Please Register Project: 1 By: Date: Checked: Date: Page: Analysis Data: Beam Length = 51. feet Number of Nodes = 202 Number of Elements = 201 Number of Degrees of Freedom = 404 Reactions: X Vert Rot feet kips kip ft 0 0.469454 17.750 1.183 28.750 0.527072 39.750 0.833837 50.500 0.301736 Equilibrium: Force Reaction Diff Vert -3.315 3.315 0.000 kips Rot 84.532 -84.533 -0.000 kip ft Min & Max values: Min Shear = -0.684296 kips at 17.750 feet Max Shear = 0.498605 kips at 17.750 feet Min Moment = -1.907 kip ft at 17.750 feet Max Moment = 1.695 kip ft at 7.100 feet Min Rotation = -0.010136 radians at 14.454 feet Max Rotation = 0.014127 radians at 0 feet Min Deflection = -0.839442 in at 8.114 feet Max Deflection = 0.089901 in at 20.788 feet 37,3 WinBeam 3.30 - Registered to Shareware - Please Register ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description F09(Intermediate) V Mullion Input: E. 0 Manufacturer: Kawneer --► Series: 16000T 1 n. --► Shape: 171216 Q- s Geometry Input: V Mullion height: h= 17,75 ft Analysis Mullion spacing: sp= 4.10 ft A= 0.000 in [Deflection] Wind Pressure: p= 0.0' psf V= 0.00 k Effective Area: Aeg= 105 ft2 M= 0.00 k-in (A off:from Effective Width=sp but not<h/3) Unbraced length: L b= 17.75 ft Bending Coefficient: C b= 1.00 Check Mullion Deflection: Reinforcing length: L r= 0,00 ft Allowable:L/175 @ h s 13'6" L/240+1/4"@ h>13=6" Da= 1.138 in [Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 t'I= 1.65 [Safety Factor] E= 10100 ksi Mnp/0= 62.85 k-in [ADM F.2] Fcy= 25 ksi Mno/0= 47.92 k-in [ADM F.3,8.5.4 ] Cc= 78.38 Mnb/0= 65.96 k-in [ADMF.3,8.5.5 ] Mnmb/0= 49.01 kin [ADM F.4,F4.2.5] Aluminum Mullion Properties: -----y-- ---"-1/"--v-- -'"1�"Y IX= 9.59 in4 Mn/f2= 47.92 k-in [Allowable] ly= 1.90 in4 = 0.00 k-in <_ of <OK> SX= 3.16 in3 J= 4.581 in 4 CK,= 1.801 in6 Br= -0.864 in << Mullion OK >> VUSIN111111111C C . Project: BMW of Tigard II STRUCTURAL - s 11C111 ��, �ENGINEERS Client: Dallas Glass Proj. No.: 22 284" . Date: Oct'22 By:RW Sheet No.: 314 2700 SE HARRISON ST.STE.B,MILWAUKIC OR,97222,503-607-0481,FAX 503-607-0486. bob@bkeraineers.com COMBINED STRESSES for ALUMINUM MULLION x IP .,—I Y C. I L — I M i( Mullion Properties: Alloy: 6063 T6 E: "0100 ksi Fcy ~�` . ksi t a: 1.65 :Factor of Safety P Mullion: Shape: 171- 16; Name: -" F09(intermediate) Area: ,-2,123 in2 L: ,I, 5 ft lx: 9 59 E in4 Lb: $00 ft .Brace spacing for y-axis • 4 ly: 885: in kx: 410 100 J: "' 4.681 in3 ky: to0 rx: 2.126 in3 Cb: 1.00 ry fy � in4 Sx rtzz � in P: 1^.60 k Sy: 1/508 " in M: 1 1 k-ft Axial: Be: 27.64 :Fcy(1+(Fby/2250)10) Sa: 101.91 ,Max(KxUrx,KyLb/ry) Dc: 0.14 :(Bc/10)/(Bc/E)11' S2a: 78.38 :C, Cc: 78.38 :0.41(Bc/D;) Fa/D: 4.94 ksi fa: 0.75 ksi <Adequate> Axial: Bending: Sb: 204.90 :2Lbsx/(cbpy.l)v2 Sac Sea: Fa/O=0.85(Bc DcSa)/S2 S2b: 2399.86 :(ccti 6)2 Sa>=S2a: Fa/0=(0.85Tr2E)/(Sa20) F2/O: 14.74 ksi Maximum: Fa/S2=Fsy/S2 lb: 7.31 ksi <Adequate> Bending: Combined: Sb<S2b: Fblf2=BG 1.6DoSb12 fa/(Fa/Q)+fb/(Fb/O) 0.648 <Adequate> Sb>=S,b: Fb/S2=rr2E1(2.56Sb) MULLION <Adequate> 11111111111 II � �1\ C . Project: BMW of Tigard -5 IIIca ■I STRUCTURAL Client: Dallas Glass Proj. No.: 22-284'___ •WUUENGINEERS Date: OCt'22 By: RW Sheet No.: 17c 2700 SE HARRISON S r.S'TE.E,MILWAUHIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com M u t_t--ic),•-i-5 icvoo ar (7 tl ) . . F07 Cra, e►A D/R-r&') 1A, ell.6i2 -S&ir A,TAl-1a42C'�, VI, �175�' il.,"15r-F2 4'MPLts Sx?a0..) Tetg w= h l3- tc.4/s/"r s 55 r:....:. , : C�l31Ch`�� 9 d‘ nil .� ,r - ..FltiAtA . . f ieci 14 wit- 4 - 6s 3 i._ / .. 3,t� Q .zs,16.41 t7. 1, .._ L.. .. -_ „^,.-L�►t't 5 �;'.Jam?�..�..1. 4 .. 1 kil „.. ....:, . ,. m SP s, 1661 �J leps ak- 262 p:tea •r 1�gt- StS r . . —SEA ArTIN'C�t3b �ti.Jr�+.Y51S; ... '. d '` ©,4f (40/41o'� 4_(2/2 •rr25 ) j-7i-_216 1..� IG:2-boo �r d-L =o, " (zv/z6 -- 44/11S I, * VU$I C a Project: BMW of Tigard IIIIIK STRUCTURAL Client: Dallas Glass Proj• No.: 22-285 MENGINEERS Date: Oct'22 By: RW Sheet No.: 342) 2700 SE HARRISON ST.STE.B,MILWAUKTE OR,97222,503-607-0481,FAX 503-607-0486. bab@bkengineers.cora Project: By: Date: Checked: Date: Page: i Description: 171-216 w/ 162-300 F07 <m-02n Units: English Properties - X = feet, E = ksi,, I = inA4 X = 0; E = 10100; I = 9.593; X = 14.415; E = 10100; I = 20.518; X_ = 24.415; E = 10100; I = 9.593; Moment Releases - X = feet X = 12.33; Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; X = 9.75; Disp = 0; X = 26.5; ]Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart =_ 0; XEnd = 28.5; UStart = -.075; UEnd = -.075; 3fi/ WinBeam 3.30 - Registered to Shareware - Please Register rin Hearn Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft 477T T T T Shear - kips 0.714297 -0.54195 Moment -- kip ft t1.808084 -1.593388 Rotation - radians 0.006280 -0.00 3OrJ Deflection - inches O.171 27 1J.412667 q,2 WinBeam 3.30 - Registered to Shareware - Please Register le1/1,07- Beam Project: By: Date: Checked: Date: Page: Analysis Data: Beam Length = 28.5 feet Number of Nodes = 203 Number of Elements = 202 Number of Degrees of Freedom = 406 Reactions: X Vert Rot. feet kips kip ft 0 0.202201 9.750 1.243 26.500 0.691953 Equilibrium: Force Reaction Diff Vert -2.137 2.138 0.000 kips Rot 30.459 -30.459 -0.000 kip ft Min & Max values: Min Shear = -0.541953 kips at 26.500 feet Max Shear = 0.714297 kips at 9.750 feet Min Moment = -1.593 kip ft at 9.750 feet Max Moment = 1.808 kip ft at 19.272 feet Min Rotation = -0.007301 radians at 26.222 feet Max Rotation = 0.006280 radians at 12.194 feet Min Deflection = -0.412667 in at 18.558 feet Max Deflection = 0.171787 in at 28.500 feet 39,E WinBeam 3.30 - Registered to Shareware - Please Register ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description F07(Intermediate) V Mullion Input: s —10 Manufacturer: Kawneer Series: 16000T 1 o. Shape: 171216 D. " --► Geometry Input: Mullion height: h= 9.75 ft Analysis: Mullion spacing: sp= 5.10 ft A= 0.000 in (Deflection] Wind Pressure: p= 0.0 psf V= 0.00 k Effective Area: Aeff= 50 ft2 M= 0.00 k-in (A,R:from Effective Width=sp but not<h/3) Unbraced length: L b= 9.75 ft Bending Coefficient: C b= 1.00 Check Mullion Deflection: Reinforcing length: L r= 0.00 ft Allowable:L/175 @ h<_13'6" L/240+1/4"@ h>13'-6" Aa= 0.669 in (Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 .0= 1.65 (Safety Factor] E= 10100 ksi Mwi = 62.85 k-in [ADM F.2 ] Fey= 25 ksi Mnb/n= 47.92 k-in [ADM F.3,8.5.4 ] C e= 78.38 Mnb/0= 65.96 k-in [ADM F.3,8.5.5 ] Mnmb/n= 52.61 k-in [ADM F.4,F4.2.5 ] Aluminum Mullion Properties: I x= 9.59 in4 (......V1.iD= 47 92. kin (Allowable I y= 1.90 jn4 M= 0.00 k-in ( <Mn/n] <OK> Sx= 3.16 in3 J= 4.581 in 4 CW= 1.801 in6 B x= -0.864 in << Mullion OK >> RPUVURI C C . Project: BMW of Tigard ,UI' NI STRUCTURAL Client: Dallas Glass Proj. No.: 22-284 111111P11111k111111ENGINEERS Date: Oct'22 By:RW Sheet No.: 31.4 2700 SE HARRISON ST.STE.13,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bcb®bkengineers.com ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description F07(Intermediate) — V Mullion Input: A 1 I Manufacturer.- Kawneer Series: 16000T_I a. Shape: 171216 n- 1 v Reinforcing: 162-300 — Geometry Input: Ly Mullion height: h= 14.17 ft Analysis: Mullion spacing: sp= 5.10 ft A = 0.339 in (Deflection] Wind Pressure: p= 14.6 psf V= 0.53 k Effective Area: Aere= 72 ft2 M= 22.43 k-in (A off:from Effective Width=sp but not<h/3) M1.= 11.26 k-in Unbraced length: L b= 14.17' ft Bending Coefficient: C b= 1.00 Check Mullion Deflection: Reinforcing length: L r= 10.00 ft Allowable:L/175 @ h s 13'6" L/240+1/4"@ h>13'-6" Aa= 0.959 in [Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 fl= 1.65 (Safety Factor] E= 10100 ksi Mnp/n= 62.85 k-in (ADM F.2 I Fay= 25 ksi M0 /n= 47.92 k-in [ADMF.3,8.5.4 ] Cc= 78.38 M»Ib/O= 65.96 k-in [ADMF.3,8.5.5 I Mnmb/n= 50.49 k-in [ADMF.4,F4.2.5 ] Aluminum Mullion Properties: /x= 9.59 in4 Mn/0= 47.92 k-in [Allowable] ly= 1.90 in4 M= 11.26 k-in fM 5Ma/0I <OK> Sx= 3.16 in3 ( MEala/(Eals+Esis)] J= 4.581 in 4 CN,= 1.801 in6 B x= -0.864 in Check Steel Reinforcing: .= 1.67 [Safety Factor] Steel Properties: M n= 60.08 k-in f=Fy"SxI Steel: A36 Mn/O= 35.98 k-in [Allowable] E= 29000 ksi M= 11.94 k-in (M<_Mn/0] <OK> Fy= 36 ksi ( M-Ests/(Eataf-Es's)] Reinf Shape Properties: << Mullion OK >> ix= 3.81 in4 S x= 1.67 in3 11UI 11I C C . Project: BMW of Tigard Egli all STRUCTURAL client: Dallas Glass Proj. No.: 22-28415 al, 11111111111ENGINEERS Date: Oct'22 By:RW Sheet No.: 3 %5 2700 SE HARRISON ST.STE.B,MILR'AUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineere.corn t(..DD ti r (7 iii` ' ( at'. 2l(4. 64.i 4:Z.-''a?o Sr: ...,... 55t, Fott3o ,� : 4, l 4:is ,.i T % "i4 . i. .. a_, . 3 �L N .os I -5 Wg rrAc AN Pr ' 15 oL u o Lit 077 ® ,I, \4101' �-, a6l'5 f:t _,,(Ai Q1-.,, I s; ill � )(k) ` '. Cosa"8?`'' 1 .._o_ °A 1 pt. 13, tom": 0 8��' 0.�.t 72"D.D.S.�/®-M)) 93" 1 1 34A - f ..MI:1._ .8.s4 ' :-. 43,..1;2.5d��:'/.- 2,4,1- o�C L+: lie- : (&) .(I ' I_F$F')(, i.-2rry( )= 3'`Pi-P' (3s1 E d= o; " co. ,,'" ,„ W t- 3%1 Psf-1( 3A)}4,00 i21 t '�`3 p� (s 1 I°r2 +-62tG)<S> Spa 'e:. ::,:..... 5t►.")c D Y4 MuLA,tani f t, ,/ UN tt21v1 L-e- - oI •• F11fr "- w/ /4 z-a.90 s INC• Project: BMW of Tigard -_-4 STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 ENGINEERS Date: Oct'22 By: RW Sheet No.: AO 2700 SE HARRISON ST.STE.B,MII.WAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com Wrifif 7- Hearn Project: By: Date: Checked: Date: Page: Description: 171-216 w/ 162-300 FO1B <dj-01> Units: English Properties - X = feet, E = ksi, I = in"4 X = 0; E = 10100; I = 9.593; X = 2; E = 10100; I = 20.52; X = 14; E = 10100; I = 9.593; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; X = 16; Disp = 0; Springs - X = feet, VSpring = kip/inch, Rspring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft X = 8; PLoad = -.3; Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 8; UStart = -.035; UEnd = -.035; XStart = 8; XEnd = 16; UStart = -.055; UEnd = -.055; 4111 WinBeam 3';30 - Registered to Shareware - Please Register 7,86)49/77 Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft 7i7 T T Shear - kips 0.470000 -0.550001P Moment - kip ft .640000 UU Rotation - radians 009239 Deflection - inches 000000 - . 53 40- WinBeam 3.30 - Registered to Shareware - Please Register : _. Project: By: Date: Checked: Date: Page: Analysis Data: Beam Length = 16. feet Number of Nodes = 201 Number of Elements = 200 Number of Degrees of Freedom = 402 Reactions: X Vert Rot feet kips kip ft 0 0.470000 16.000 0.550000 Equilibrium: Force Reaction Diff Vert -1.020 1.020 -0.000 kips Rot 8.800 -8.800 0.000 kip ft Min & Max values: Min Shear = -0.550000 kips at 16.000 feet Max Shear = 0.470000 kips at 0 feet Min Moment =-9.233e-015 kip ft at 0 feet Max Moment = 2.640 kip ft at 8.000 feet Min Rotation = -0.009623 radians at 16.000 feet Max Rotation = 0.009239 radians at 0 feet Min Deflection = -0.545753 in at 8.080 feet Max Deflection = 0 in at 0 feet 410 WinBeam 3.30 - Registered to Shareware - Please Register ` ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description F01 B(Door jamb) V Mullion Input: ♦ A � Manufacturer: Kawneer Series: 16000T_1 a0 - = mil—to Shape: 171216 .- -► J —► Reinforcing: 162-300 V --► Geometry input: V Mullion height: h= 18,00 ft Analysis: Mullion spacing: sp= 6.05 ft A = 0.578 in [Deflection) Wind Pressure: p= 13.1 psf V= 0.63 k Effective Area: A eff= 97 ft 2 M= 30.43 k-in (Aeff:from Effective Width=sp but not<h/3) Mt= 13.31 k-in Unbraced length: L b= 7,83` ft Bending Coefficient: C b= 1,00 Check Mullion Deflection: Reinforcing length: L r= 12.00 ft Allowable:L/175 @ h s 13-6" LJ240+1/4"@ h>13'-6" Aa= 1.050 in [Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 l2= 1.65 [Safety Factor) E= 10100 ksi M,1 /O= 62.85 k-in (ADM F.2 I Foy= 25 ksi Mnib/n= 47.92 k-in [ADMF.3,8.5.4 ] C c= 78.38 Mnlb/n= 65.96 k-in [ADM F.3,8.5.5 ] Mnmb/n= 53.68 k-in [ADM F.4,F4.2.5 ] Aluminum Mullion Properties: lx= 9.59 in4 Mn/n= 47.92 k-in [Allowable] iy= 1.90 in4 M= 14.23 k-in (M <-Mn/[I] <OK> SX= 3.16 in3 [M'EQia/(Eala+Es4)] J= 4.581 in 4 Cw= 1.801 in6 B X= -0.864 in Check Steel Reinforcing: 0= 1.67 [Safety Factor] Steel Properties: M„= 60.08 k-in (=F y*S,1 Steel: A36 Mn/O= 35.98 k-in [Allowable] E= 29000 ksi M= 16.20 k-in [M<_Mn/L?] <OK> Fy= 36 ksi [M'E5l5/(Eaia+Es1s)] Reinf Shape Properties: << Mullion OK >> ix= 3.81 in4 Sx= 1.67 in3 •111111vs1111 J.\ C . Project: BMW of Tigard UR11 STRUCTURAL Client: Dallas Glass Proj. No.:_22-285 111111,11111111111 ENGINEERS Date: OCt'22 By:RW Sheet No.: 414 2700 SE HARRISON ST.STE.E,MILWAUKIE OR,97222,.503-607-0481,FAX 603-607-0486 bob@bkeng2 eers.com NtULUcV 'S iCc U7 (Zi/ ) z:, D...Lai! l fit? 2404..75`-)" <I,i4) , - ill--2t(p &J./t4,2-.3af,..a(DI-3 9c3 1 F4371 (Dcog_ � $ : t-7,T+-I��s 4, 43 4- 2,1 ticc sPr = g� I �.10:75 `'IZ.5' 'm J�-.t7 I i.�__ _a�n.Al.:. .......... +S � .. L4,c� PS INS " '�' �` c ""i o-o� Q ok a -;.2 ►:(711:��_t 14!h.e ,�.�l../.4o1S Cr�tn��1 ft I a ti ,._ 5 r 1Z). -6t,‘ ,,,k A.e..432- ct4-64-i4 - ram, rj �. 4.iy ' i; ' ?moue" 5 rt'W c.tt ti~� �� -PSIS ,61 �I .Cv.P,,c1/2‘) 2gi2 (30 Pt.F1 TT, .2.,02?/2 .c>I1-..Lc4 ` -Yrt;-a2 it_4..IINC. C• Project: BMW of Tigard LSTRUCTURAL Client: Dallas Glass Proj. No.: 22-285 ENGINEERS Date: Oct'22 By: Rev Sheet No.: 42. 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com Project: By: Date: Checked: Date: Page: Description: 171-216 w/ 162-301 & 162-300 F07 <dj-01> Units: English Properties - X = feet, E = ksi, I = in''4 X = 0; E = 10100; I = 9.593; X = 2.83; E = 10100; I = 25.91; X = 18.83; E = 10100; I = 9.593; X = 22.33; E = 10100; I = 20.518; X = 32.33; E = 10100; I = 9.593; Moment Releases - X = feet X = 20.33; Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; X = 17.75; Disp = 0; X = 34.5; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft X = 8; PLoad = -0.45; Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 8; UStart = -.03; UEnd = -.03; XStart = 8; XEnd = 36.5; UStart = -.067; UEnd = -.067; d3�I Winneam 3..30 - Registered to Shareware - Please Register Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft 07C-77\7' 77iIi T T T Shear - kips 0.638109 -- -0.810934 Moment - kip ft 3.298527 -1.423488 Rotation - radians .010637 0.007818 Deflection - inches 0.193230 - .60- 18144 d ,Z. WinBeam 3.30 - Registered to Shareware - Please Register Project: By: Date: Checked: Date: Page: Analysis Data: Beam Length = 36.5 feet Number of Nodes = 204 Number of Elements = 203 Number of Degrees of Freedom = 408 Reactions: X Vert Rot feet kips kip ft 0 0.532316 17.750 1.449 34.500 0.618141 Equilibrium: Force Reaction Diff Vert -2.599 2.599 -0.000 kips Rot 47.046 -47.046 0.000 kip ft Min & Max values: Min Shear = -0.810934 kips at 17.750 feet Max Shear = 0.638109 kips at 17.750 feet Min Moment = -1.423 kip ft at 17.750 feet Max Moment = 3.299 kip ft at 8.000 feet Min Rotation = -0.007818 radians at 15.764 feet Max Rotation = 0.010637 radians at 0 feet Min Deflection = -0.618144 in at 8.361 feet Max Deflection = 0.193230 in at 20.330 feet 43.3 winBeam 3.30 - Registered to Shareware - Please Register ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) • Description F07(Door Jamb) 44." _. z' . . ;- V Mullion Input: A E, Manufacturer: Kawneer Series: 16000T 1 0. CC N �� —1 t C Shape: 171216 Q Reinforcing: 162-300 V Geometry Input: V Mullion height: h= 14.17 ft Analysis: Mullion spacing: sp= 455 ft L1= 0.303 in [Deflection] Wind Pressure: p= 14.6 psf V= 0.47 k Effective Area: A e„= 67 ft2 M= 20.01 k-in (A off:from Effective Width=sp but not<h/3) M1= 10.04 k-in Unbraced length: L b= 1417' ft Bending Coefficient C b= 1.00 Check Mullion Deflection: Reinforcing length: L r= 10.00 ft Allowable:L/175 @ h<_13'-6" L/240+1/4"@ h>13'6" Aa= 0.959 in [Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 ,l= 1.65 [Safety Factor] E= 10100 ksi MnP/Q= 62.85 k-in [ADMF.2 ] Fey= 25 ksi Mnib/0= 47.92 k-in [ADM F.3,B.5.4 ] C c= 78.38 Mnb/u= 65.96 k-in (ADM F.3,8.5.5 ] Mnmb/0= 50.49 k-in [ADM F.4,F4.2.5 ] Aluminum Mullion Properties: Ix= 9.59 in4 Mn/f2= 47.92 k-in [Allowable] l j,= 1.90 in 4 M= 10.04 k-in [M..M,/(1] <OK> S,= 3.16 Ina ]M'Ea1a/(Ea1a+Ests)1 J= 4.581 in 4 Cµ,= 1.801 in6 B x= -0.864 in Check Steel Reinforcing: n= 1.67 [Safety Factor] Steel Properties: Mn= 60.08 k-in f=Fy"Sx] Steel: A36 Mn/n= 35.98 k-in [Allowable] E= 29000 ksi M= 10.65 k-in [M<Mn/f2J <OK> Fy= 36 ksi [M'Esls/(EaIa+Ests)] Reinf Shape Properties: << Mullion OK >> Ix= 3.81 in4 S x= 1.67 in 3 • .0 � il\ C C . Project: BMW of Tigard RUI. STRUCTURAL I Client: Dallas Glass Proj. No.: 22-285 ENGINEERS Date: Oct'22 By:RW Sheet No.: 43, 2700 SE HARRISON ST.S-1'H.H.MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bobCbkensineers.com i1/4.4.1.1 l-Lt vN`j l&)oo a C-i th,") l7►- 'z Ito v t)z.y' (tJ 0 ?...is-7>,.a 0.) E4D..L49- rpL.., 12 OK Wvat. ;_, .15,4.4" . f' c)... 1.. P 4.,. - (6 P7PY/0. - .�k3.•s' ') Fl2-oAn..9,tnn:P.1 +..SPAd Cri14 z- — �1 D r � ; St='C USE-7 . . c.i, r=k_..1r5.S4 C?Le. A.1.r; `I?i �. 'Z4�� IA _l2.7 t w i f.o21. c.,r 5, C,l( .se 7- 5 4- �.NPLy.515). P t. . per • 6.. {(fita 4. ..!N.5.P,b•. . .. . tf.?L1-;wL ..;I, • r , dK 3 ,F i RV IN C• Project: BMW of Tigard IIISTRUCTURAL Client: Dallas Glass Proj. Na.: 22-285 ENGINEERS Date: Oct'22 By: RW Sheet No.: 43,5 2700 SE HARRISON ST.STE.A,MII,WAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com M ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description F07(Donor Jamb) La wee lUSo,3 V Mullion input: A E : Manufacturer: Kawneer Series: 16000T 1 a. . --► s Shape: 171216 a- --► 0 Reinforcing: 162-301 ♦ V —Geometry Input: V Mullion height: h= 17.75 ft Analysis: Mullion spacing: sp= 6.00 ft A = 0.765 in [Deflection] Wind Pressure: p= 14.6 psf V= 0.78 k Effective Area: A off. • 107 ft2 M= 41.40 k-in (A ey:from Effective Width=sp but not<h/3) M1= 15.64 k-in Unbraced length: L b= 8.00 ft Bending Coefficient: C b= 1.00 Check Mullion Deflection: Reinforcing length: L r= 14,00 ft Allowable:U175 @ h_<13'-6" L/240+1/4"@h>13'-6" Ile 1.138 in [Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 0= 1.65 [Safety Factor] E= 10100 ksi Mnp/o= 62.85 k-in (ADMF.2] Fcy= 25 ksi Mntb/0= 47.92 k-in [ADM F.3,B.5.4 ] Cc= 78.38 Mnib/0= 65.96 k-in IADMF.3,8.5.5 J Mnmb/0= 53.58 k-in (ADM F.4,F4.2.5 I Aluminum Mullion Properties: 1 x= 9.59 in4 Mn/f1= 47.92 k-in (Allowable) I y= 1.90 in4 M= 15.64 k-in [M s ki n/01 <OK> Sx= 3.16 in3 f M•Eaia/(Eafa+Eris)] J= 4.581 in 4 CW= 1.801 in6 Bx= -0.864 in Check Steel Reinforcing: .0= 1.67 [Safety Factor] Steel Properties Mn= 89.75 k-in I=Fy*SxI Steel: A36 Mn/0= 53.74 k-in [Allowable J E= 29000 ksi M= 26.07 k-in [M<_Mn/D] <OK> Fy= 36 ksi I M'Esis/(Eaia+Es's)] Reinf Shape Properties: << Mullion OK >> ix= 5.68 in4 Sx= 2.49 in3 r111UVRUI N C C . Project: BMW of Tigard UCRI r STRUCTURAL Client: Dallas Glass Proj. No.: 22-2&4 R1.1111110SU'EN GIN EERS Date: OCt'22 By:RW Sheet No.: 43'C" 2700 SE HARRISON ST.STE.B,MILIRAUKIE OR,97222,503-607-0481.FAX 503-607-0486, bob4 kengineers.corn ~ COMBINED STRESSES for ALUMINUM MULLION x IP y d _ (rM Mullion Properties: Alloy: 00 , E: 4)10t ksi V Fey: .. ?,S4 ksi I P 0: 1.65 :Factor of Safety Mullion: Shape: 71` 18 :,, Name: F ( /gym.). t.c Area 2 9 8 in-` L: 1?75 ft 641 lx; 3 in4 Lb: f�� 8 0 ! ft :Brace spacing for y-axis 1 . efe,eliiin4 kx: i J: 1 in ky• rx ' m3 Cb: 9 �F r c in4 Y Sx 3� in P: 2.00 k Sy: in M: . 1 k-ft Axial: Be: 27.64 :Fq(1+(F,y/2250)112) Se: 101.91 :Max(KxL/rx,KyLb/ry) De: 0.14 :(B,/10)/(Bc/E)112 Sea: 78.38 a Cc C0: 78.38 :0.41(Bc/Dc) Fa/II: 4.94 ksi fa: 0.94 ksi <Adequate> Axial: Bending: Sb: 204.90 :2LbSx/(Cb(Iy.I)1M S,<S2 : Fa(f2=0.85(B�Des,)/t2 S2b: 2399.86 :(CJ1.6)2 Se>=S2e: Fe/i2=(0.85rr2E)/(Se2)) Fb/O: 14.74 ksi Maximum: Fe/0=Fcy/0 fb: 5.74 ksi <Adequate> Bending: Combined: $b<S2b: Fb(0=B�1.6DGSb112 fa/(Fa/II)+fb/(Fb/O) 0.580 <Adequate> Sb>=S2b: Fb/O=rr2E/(2.56Sb) MULLION <Adequate> • RvasIN C • Project: BMW of Tigard 1E111 STRUCTURAL Client: Dallas Glass Proj. No.: 22-2 11111111111111 ENGINEERS Date: Oct'22 By: RW Sheet No.: 45T1 2700 SE HARRISON ST.STE.B,MII.WAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com M1..1t-54 On.1s t(fl00u7 ill-2E t r�J(PZ-34°I J L Tte, , ,. I-g. .... .. . . ., 4 'Ito a A_ CA XI -ti_ k -- \ lr .� (• y 5 "E ;p, 4 pznJPA�"{515; inc� an- II aA-Sr:CC M6L Oa► tA1: uu1+ rvt 1„j Ap = CD . l ..3 .. z, _ PANEL 3 PANEL 2Al I �'. O' t • I • ,. -- Sp �,_ -- - k L Nanawall SL7OCL Folding System 4— , sta 1 -,separate submittal** Q .z (3D , C US is_ a 144"D.O.S. / • M . �,i as�r�.. 5�'.! C Ct11> 'FP1B B. 1.b7N w, h13 ' 3 ' d :41?©:" z e ttrl Id = (l f p (`4,c'1)('I . 3o -pv • ' .... {`t' d 6,7Q .}.o„co l 7F, 6 a (i2.. c112.)+ 24 6004 - usi,i4 vattiw ,uu �•J w. Fort661 - CAI- i44, w 1& 72-©1 INC• Project: BMW of Tigard STRUCTURALClient: Dallas Glass Proj. No.: 22-285 IIIIIENGINEERS4 Date: OctOct'22 By: RW Sheet No.: 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineera.com Project: By: Date: Checked: Date: Page: Description: 171-216 w/ 162-301 FB05A <dj-01> Units: English Properties - X = feet, E = ksi, I = in'4 X = 0; E = 10100; I = 9.593; X = 2; E = 10100; I = 25.91; X = 14; E = 10100; I = 9.593; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; X = 16; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft X = 8; PLoad = -.60; Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 8; UStart = -.03; UEnd = -.03; XStart = 8; XEnd = 16; UStart = -.06; UEnd = -.06; 45'1 WinBeam 3.30 - Registered to Shareware - Please Register Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft 76, T T Shear -: kips c9.600000 -0.7200 mCP Moment - kip ft _.�3.840000 Rotation - radians cQ.010433 -0.1 2/ Deflection-- inches - 07 WinSeam 3.30 - Registered to Shareware - Please Register Project: By: Date: Checked: Date: Page: Analysis Data: Beam Length = 16. feet Number of Nodes = 201 Number of Elements = 200 Number of Degrees of Freedom = 402 Reactions: X Vert Rot feet kips kip ft 0 0.600000 16.000 0.720000 Equilibrium: Force Reaction Diff Vert -1.320 1.320 0.000 kips Rot 11.520 -11.520 -0.000 kip ft Min & Max values: Min Shear = -0.720000 kips at 16.000 feet Max Shear = 0.600000 kips at 0 feet Min Moment = 3.54e-014 kip ft at 0 feet Max Moment = 3.840 kip ft at 8.000 feet Min Rotation = -0.010942 radians at 16.000 feet Max Rotation = 0.010433 radians at 0 feet Min Deflection = -0.610507 in at 8.080 feet Max Deflection = 0 in at 0 feet 4> 3 WinBeam 3.30 - Registered to Shareware - Please Register ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) t Description FO5A(Door Jamb) V Mullion Input: - ♦ A I Manufacturer: Kawneer Series: 16000T 1 0_ in _I. _r .c 2 Shape: 171216 0_ • —111' 0 Reinforcing: 162-301 ♦ V E Geometry input: V Mullion height: h= 16.00 ft Analysis: Mullion spacing: sp= 8,14 ft A = 0.700 in [Deflection] Wind Pressure: p= 14.7 psf V= 0.96 k Effective Area: A eff= 130 ft2 M= 45.95 k-in (Aery:from Effective Width=sp but not<h/3) M1= 20.10 k-in Unbraced length: L b= 7.83 ft Bending Coefficient: C b= 1.00 Check Mullion Deflection: Reinforcing length: L r= 12.00 ft Allowable:U175 @ h s 13'-6" U240+ 1/4"@ h> 13'-6" Aa= 1.050 in [Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 0= 1.65 (Safety Factor] E= 10100 ksi M„p/0= 62.85 k-in [ADM F.2 ] FCy= 25 ksi Mnrb10= 47.92 k-in [ADMF.3,8.5.4 ] Cc= 78,38 M nib/0= 65.96 k-in [ADM F3,B.5.5 ] Mnmb/0= 53.68 k-in [ADMF.4,F4,2.5 ] Aluminum Mullion Properties: Ix= 9.59 in4 Mn/0= 47.92 k-in [Allowable] Iy= 1.90 in4 M= 20.10 k-in (MsM„/0] <OK> SX= 3.16 in3 [M'Eala/(Eala+Es4)] J= 4.581 in 4 C . 1.801 ins 8 x= -0.864 in Check Steel Reinforcing: 0= 1.67 [Safety Factor] Steel Properties: Mn= 89.75 k-in (=Fy"fix] Steel: A36 Mn/O= 53.74 k-in [Allowable] E= 29000 ksi M= 28.94 k-in [M5Mn/fl] <OK> F y= 36 ksi [M•E515/(41a+Eslg)] Reinf Shape Properties: « Mullion OK » Ix= 5.68 in4 Sx= 2.49 in3 •11U IN C . Project: BMW of Tigard EC STRUCTURAL Client: Pro'. No.: 22-284 Dallas Glass � 11111#11111011111111ENGINEERS Date: OCt'22 By:RW Sheet No.: 451+ 2700 SE HARRISON ST.STE.B,MILWAL"K]E_OR,97222,503-607-0461,FAX 503-607-0486. bob wbkengineers.com nhJLt./ar-35 i(pOOa r c(d'''') I'll -'Zip... I. Lscw3 1 ........ p= [1.4 P ( 4Cpc SP= Ti lai — . 15�0 .F'SF6►-)d 12432)0 Crl0n1) e . ' v)� ti 1n--8.s sp= 4,� ' p /4g,' psF L1 iU0a7-7Oh1, 171- 213 e, 11 • Project: BMW of Tigard STRUCTURAL. Client: Dallas Glass Proj. No.: 22-285 1111111111111111 ENGINEERS Date: Oct'22 By: RW Sheet No.: 4Co 2700 SE HARRISON ST.STE.E,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description PSCW3(Intermediate) V Mullion Input: --► Manufacturer: Kawneer Series: 16000T 1 Shape: 171213 r► s —10 E 2 Geometry input: V Mullion height: h= 8.00 ft Analysis Mullion spacing: sp= 10.40 ft A= 0.298 in [Deflection] Wind Pressure: p= 11.5 psf V= 0.48 k Effective Area: A off= 83 ft2 M= 11.50 k-in (A.:from Effective Width=sp but not<h/3) Unbraced length: L b= 7.50' ft Bending Coefficient: C b= 1.00 Check Mullion Deflection: Reinforcing length: L r= 0.00, ft Allowable:L/175 @ h<_13=6" 1/240+ 1/4"@ h>13'-6" Da= 0.549 in [Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 .0= 1.65 [Safety Factor] E= 10100 ksi Mnp/i1= 33.12 k-in [ADM F.2 ] F cy= 25 ksi Mnib/D= 25.13 k-in [ADM F.3,8.5.4 ] C❑= 78.38 Mnrb/S1= 37.77 k-in [ADMF.3,8.5.5] Mnmb/D= 28.83 k-in [ADM F.4,F4.2.5 ] Aluminum Mullion Properties: ix= 3.66 in4 Mn/S1= 25.13 k-in [Allowable] ly= 1.37 in M- 11.50 k-in [MsM„/f2] <OK> Sx= 1.66 in3 J= 2.666 in 4 CW= 0.158 ins B r= -0.034 in << Mullion OK >> llr C . Project: BMW of Tigard UCRI STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 1111,11111k1111111ENGINEERS Date: Oct'22 By:RW Sheet No.: 47'1 2700 SE HARRISON ST.STE.B.MILWAUKIE OR,97222,503-G07-0421,FAX 503-607-0496. bah@bkengineers.com ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description F30(Door Jamb) _ ,...0. V Mullion Input: --► Manufacturer: Kawneer Series: 16000T 1 o. _c E 2 Shape: 171213 Q Geometry Input Ewv Mullion height: h= 8.20 ft Analysis: Mullion spacing: sp= 5.66 ft A= 0.233 in [Deflection] Wind Pressure: p= 15.0 psf V= 0.35 k Effective Area: A Bff= 46 ft 2 M= 8.56 k-in (A"p:from Effective Width=sp but not<h/3) Unbraced length: L b= 7,67 ft Bending Coefficient: C b= 1.00 Check Mullion Deflection: Reinforcing length: L r= 0.00 ft Allowable:L1175 @ h 5 13'-6" L/240+1/4"@ h>13'-6" Aa= 0.562 in [Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 0= 1.65 [Safety Factor] E= 10100 ksi M„p/f2= 33.12 k-in [ADM F.2 ] Fcy= 25 ksi Mnlb/0= 25.13 k-in [ADMF.3,B.5.4 ] C c= 78.38 M nab/i]= 37.77 k-in [ADM F.3,B.5.5 ] Mnmb/O= 28.78 k-in [ADM F.4,F4.2.5 ] Aluminum Mullion Properties: /x= 3.66 in4 Mn/D= 25.13 k-in [Allowable] ly= 1.37 in4 M= 8.56 k-in IM 5Mn/of <OK> Sx= 1.66 in3 J= 2.666 in 4 CK,= 0.158 in6 B x= -0.034 in << Mullion OK >> • RUIN C . Project: BMW of Tigard mood NI STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 U YUMUUENGINEERS Date: OCt'22 By:RW Sheet No.: 44`71Z 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-048R. bobubkengineers.cum - ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description CW2(Intermediate) V Mullion Input: Manufacturer: Kawneer Series: 1600UT 1 a E 2 Shape: 171213 e- ♦ t Geometry Input: r iry Mullion height: h= 8.50 ft Analysis: Mullion spacing: sp= 4,69 ft A = 0.275 in [Deflection] Wind Pressure: p= 18.5 psf V= 0.37 k Effective Area: Aeff= 40 f2 M= 9.40 k-in (A en,:from Effective Width=sp but not<h/3) Unbraced length: L b= 7.92 ft Bending Coefficient: C b= 1.00; Check Mullion Deflection: Reinforcing length: L r= 0.001 ft Allowable:L/175 @ h<_13'-6" L1240+1/4"@ h> 13-6" 6a= 0.583 in [Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 .0= 1.65 [Safety Factor] E= 10100 ksi Mnp/o= 33.12 k-in [ADMF.2 ] Fcy= 25 ksi Mneb/D= 25.13 k-in f ADM F.3,8.5.4 ] Cc= 78.38 Mnlb/O= 37.77 k-in [ADMF.3,B.5.5 ] Mnmb/Q= 28.71 k-in (ADM F.4,F4.2.5] Aluminum Mullion Properties: Ix= 3.66 in4 Mn/O= 25.13 k-in (Allowable] ly= 1.37 in4 M= 9.40 k-in [M 5Mn/0] <OK> Sx= 1.66 in3 J= 2.666 in 4 Cµ,= 0.158 in6 B x= -0.034 in << Mullion OK >> lila"' V*I l.� • Project: BMW of Tigard STRUCTURAL ient: I I S Proj. No.: 22-285 C1 Da las G as allittitailliji, ENGINEERS Date: Oct'22 By:RW 47i3 Sheet No.: 2700 SE HARRISON ST.S'i'F.B.MILWALKIE OR,97222,503-607-0481,FAX 503-607-0466. bob t@bkengineers.com I M VLLIo 45 ast T • 5 tr uci-00 I �.. 1 i u/4 ¶ is,a.FSF-.Crto,�,e1:?0cTtdrl) . 4 S17---;/ -o 0 1 ea te. 11\ • Project: BMW of Tigard STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 ENGINEERS Date: Oct'22 By: RW Sheet No.: 48. 2700 SE HARRISON ST.STE.B,M[LWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.cam ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description U]O(Door Jamb) itt.7 V Mullion Input: Manufacturer: Kawneer Series: 451T Q. --► Shape: 451TVG001 h ♦ L —► Geometry Input: v Mullion height: h= 7.50 ft Analysis: Mullion spacing: sp= 1 75 ft A = 0.074 in [Deflection] Wind Pressure: p= 15.0 psf V= 0.10 k Effective Area: A9f= 19 ft 2 M= 2.21 k-in (A,,:from Effective Width=sp but not<h/3) Unbraced length: L b= 7.50, ft Bending Coefficient: C p= i 00' Check Mullion Deflection: Reinforcing length: L r= 0.00 ft Allowable:L/175 @ h<_13'-6" L/240+1/4"@ h>13-6" Aa= 0.514 in [Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 11= 1.65 [Safety Factor] E= 10100 ksi M„p/f2= 20.04 k-in [ADM F.2 ] Fcy= 25 ksi M„,b/0= 15.57 k-in [ADMF.3,B.5.4 ] Ce= 78.38 M„lb/O= 21.19 k-in [ADMF.3,8.5.5 ] Mnmb/Cl= 10.25 k-in [ADM F.4,F4.2.5] Aluminum Mullion Properties: lx= 2.50 in4 M„/n= 10.25 k-in [Allowable] ly= 0.46 in4 M= 2.21 k-in [MsM /0] <OK> Sx= 1.06 in3 J= 0.003 in 4 CW= 2.178 ins Bx= -1.528 in << Mullion OK >> MIN C . project: BMW of Tigard 1111 �1 1 STRUCTURAL ro _ client: Dallas Glass P �, No.: 22 285 ■ Ilk ENGINEERS Date: OCt'22 By_RW SheetNo.: 49 2700 SF:H;RRISON ST.STE.B.MIILWAUKIE DR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers_com bit LS is.,Si »S / - CY T.? ,5 / 54 Pt i 1— t.- t > .....13+-s- ,s 1 - 7 2. I'n. '= 3 31 M VA..- 13 � " VA �vaj'3 ..203i AL ,t u 1 •• ' 3'/icy" ..• •S��Q 60 (�o. .R 704(.D n c.,. , , i, fly rs / _-P..4:t.= moo *. V� ^ eD^t;�,/u.. b=131s I, .art- -'3.0 6;-d.io' .. ..._ .•.. . •.. .•. . ••• .71. . .. . _. .. le- 2 30- (I)1f,t. - v i 11 rcp..tadC.T.(1.G=`.) ,/0',10" h•�vIA c:cc,cfa 3 --cc...). CoRtt ) f: 6,ko'' . . 3 -st , J1. = (.01 .- - -. V" - ....S...�,.t- '--V. ,..... 1. UIN C• Project: BMW of Tigard STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 ENGINEERS Date: Oct'22 By: RW Sheet No.: SO 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com D E 774-1 L.S tv 5 1.0 5' V4-tty DFs -'T UL co/J-+ /G h'\tA its' t�aW t..T : C�"4J" (-j t1 c u .2," Z epee, -P5i .�n = 2 Psi .gip ; u 0,4,, . . ... . - . 14 4.r-IlAdi .. .vs^ '3s (a.c.4r77co.�1 VA rR . Tom-_� Ian Cc c it c,�1.� • r.O?.-tz. .4,, Tii -S 3/8I90 14, iLi i (144- ) , CA-'t"1i 7E45/00. I;o (5p) !,o 6-4,1 1t tBEP - 1/4 5 t ' I CS�ii 1 t ,o (s/P) TA 96:It,* ce crT1t� F rV-s 6 � 1 '-�'_� VAS..... A .. '1fcp.1, (cts2�(94X'�o 7 6 ZCo 5/3 ( 34 )-74#(L. )' - -:- I'° . . , k r , RUINC• Project: BMW of Tigard STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 Sli ENGINEERS Date: Oct'22 By: RW Sheet No.: CI 2700 SE HARRISON ST.STE.B,ME.WALKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com i PO c-S Lt c,oyr C11FZ` I . vf. , ire ;.1 .6 AAvu-car^.', I V�. 10 jai : : ---r- .,�1e �(t% ):. ;.r ` z,� FLASHING ,.f'I�r,4, i -< . (� ..may. BY OTHERS I lf1 L- - N .. (�� 1/42`41' 1�irS `4 e'6-) 4-...›--4-Jam' 1 ,,,,,,.....;_i_ ...._ � :' l b �116000T 7 1/2' Curran Wall Header Detail. arm BOO.. E/ 4Q Ittlit-S o 4 .77 , ( Doc,IE. jiirrie>MuLG.fo1. *` 1°5 Daub-iLi't 3oS: " e i _ 'ni'P,-., v�,L d ki V= .5 7`- c '=1`25')-'34 2:1 . (4) V4 cP r s f" &.6-) &4-ML . .. G6r7+4_6 . : t.38 + ` .. � fp, Sl � . -.. . ;y. . .-.. - .C4�. .11.4-"cQS o- .G.TIP, nt yc-4-0,..) 111111 INC. Project: BMW of Tigard STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 ENGINEERS Date: Oct'22 By: RW Sheet No.: 52,1 2700 SE HARRISON ST.STE.B,MI WAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com - Dye-t(rS 1E t1 T- olk" 1 ..} rr►S ;. I . N 1.,11----ir , --„1,,2._ (4--)C i):2-4 (4,)c,i,).:,-,.•2_,0,e-7 40) 4 94, 4.. t - tqt 51 4 1 :01 1 5e,c, ?$2- 414 IIII. I INC• Project: BMW of Tigard 111 STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 ENGINEERS Date: Oct'22 By: RW Sheet No.: 52.L. 2700 SE HARRISON ST.STE.B.MILWAUKIE OR,972.22,503-607-0481,FAX 503-607-0486. hob@bkengineers.com Doi L5 i 63 00 Q7 " r-p 6;;..k!0 ..4.. tie-C.-�. 0.,2'1 Z L', 51 i t• Z • t ?e3Z 4'!A4o/ C4-:l1/4"c.Q 5 . 04 I ,•♦•`,1 ---cNg( l' FLASHING -- .. 8Y CfHERS� , 'C.) � ala I;_ ..� tiL__ ----:\. Q 160CUT=7_I/2" Curtion Wall Herder Detai, '' 1,,{.7....,OCAS 11.''55 f( ,-N)± A O> ' 4N .W3 ,r.. Z . e4-) 1.42-4 7-4g.o. o c-6-) lial ___c.1, .. ... . , . =4_ ,2, ��.. h P e 5¢ A(t L: zctz 640'1}Ct1(li:-to i to ,___.c—s" j..A6L i014 : 11 ± (Zto.5)(2,t) . 4: z ,ca it T"� (440,0.S" ,L �• a. * . '&= lqi/r 'let i z � oe • : (4 14,P ins-.0 .a-o) 4s4. t�) U i 440 11 ,C cam, o k- eAfrrig: 145 } 11t , 0321 < 110 Ot : t 8 7el. ii a Z. 210 i vv- (4) 1/4" .s c,R. • • IN C• Project: BMW of Tigard N Z® STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 ��ENGINEERS Date Oct'22 By: RW Sheet No.: 53 2700 SE HARRISON ST.STE.B,MU..WAUKIE OR,97222,503-607-0481,FAX 503-607-0486, bob@bkengineers.cam _ 1:3E1 ILA L cp©o a7 el t 12") 2 y_ (1©s ' pis y 0 �—' —_ J. .. FLASHING L��' I - - -• •- - BY OTHERS (rLyr�l__p -�- -� --- IP —u `r is �l 4 N I i c. ,2_A,-5;w r ':... . 6 ., j, .. .415 < clop ol�. L . 2 16000T 7 1/2" Curtion Wall hecder Detail - °y we 9 AR. REF- a"-�-� 6' ■$ ` 1 21. d 1 Mr S 7.. 0,L.. . r re. cue 'J'Alvif 1.491-k4 0 35C)11' JPrr✓'+� rrP1C"0cL.-. .tilt 01,.4v Is).-. . . . . . (4-- 1141 4P 77614,s. (zz ) -K9ii S - .. = '7`a y - [ b©cam ok ' • 2 (4) '1*p arc � ■ 11\�� Project: BMW of Tigard STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 L .ENGINEERS Date: Oct'22 By: RW Sheet No.: 54► 2700 SE HARRISON ST.STE.B,MILWAUHIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com _ 5"r),s l L k‘.°o /7' (-.I1z") , p.rvt ii.,_5II r4- V,e C351 C"31' , joy el/ gal-, It' r .... (c.c.-) ti4f,0 TI*14-5 (2 e fr.) < 31119'. 5 rti44-1 +-4-.+ ‘.-Z-- 6 i 7;1.f-C:)(z 1�� z Y i� rr by 5-0 ,. (IP 5© ( � t�� +_. (10 U\C11S"�_ = Ito12} I-1'2 < 1p©o :of Z . (6l 1/4-"c. 5 _ Ql�- itiraINC. Project: BMW of Tigard STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 ENGINEERS Date: Oct'22 By: RW Sheet No.: 5402 2700 SF.HARRISON ST.STE.B.MILWALKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com 1:> ► i(-5 1,c0©a u r Ci+iz,") C i cT—oe-) . c,rni6 , tgosk, • 1 +, , ace., .S'. FLASHING < d BY OTHERS--\\i_ ( ''— I a „J.() c--) ______ t .: ,,,_,,....,:_....--7 I Ot----1 ---- ,U-lV YN:Wa, ER, 4$00'JT 7 1/2" Curton Wall Header Cg'etaPtlO iu . .. .. _ ... .. V: 221:3 c'J v t")s)63 22a- .� z • V•;-- 2-2-o* • 1s...t..( s)Cz.").. . 41 T - (2. )(t,its") _ i ' 4- la . z II IA .It 229 . .._(41)...u4"4.T ... Ceet..) 3. ti-/- V=. 4[1-H1.- . :.4-1- .< 7o 3 0+c,.. , u., �' :?..r. `..,=1 < '2-0' ...ok e= a4,It a Ll in oIr 4 B . 42- ;O,z4.q <0,45t:..l_. 4 4,�b. .31 -� Ij z 1' < �ko . 2 C4-) 4' P tWS o K 11\ • Project: BMW of Tigard STRUCTURAL Client: Dallas Glass Proj, No.: 22-285 I ENGINEERS Date: Oct'22 By: RW Sheet No.: 65" 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com - t 7 -IL 1Corf,4, t/T (*,71/2„") .3 I isat6 7i5Z 403 403A • u Pam: 1"TYP. of I ,--C .w.-311.7 a, SEALANT BY 0 I iv .. I � FLASHINGOTNERS BY (; ,. I; - ' I SEALANT BY 0• ... N ; - ' 1 • lI{/F. a 3... J Tom!l •r .. .. _..........ter.^..l......r -.. . FLASHING 1 1 •1 /I , ,/��" .... BY OTHERS l.. 41. 1 f - p 16000_7 1/2' Cu lion Wall at Wall Detail y.;Y,�. c2 s c'�`� a (� A03 vs cal =' s.:.c � � _ . v= 44c3 a. rnix.uoki s4- Mi O AAULlra w ; « 257.,_ ..t�.�5 1 31G .<(v� t - 44(') g . .o . • 62.) 11a'u.�../15145. L 4til�l%. 54&AIL.... .1.l...{,-. es- a 4.r.. < 6,4 I... . PO A� 8wh Ai - � � `I4`(P ids 41 .--3 Zd-� -- ?� < 2.4x1 w..,.S.#vie 3 - I or iNc• Project: BMW of Tigard 1 Ilikl I STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 II®ENGINEERS Date: Oct'22 By: RW Sheet No.: 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com bEna-i t_5 V= act0 X I/ ,per /�c'- �. .:. 7 /2 I V 1-w co. ., `c,s`� .,... - ` _ SEALANT BY CT r. r'� - I � t vi -- C 5'�1G.S..) &? ................................. 1 P._..I 111f1 1111111 , °' .. OTHERS 2 °u , p° _ �/ C. t.3 , OTHERS a " ° ° Y L pi60 1 00T 7 1/2" Curticn Wall ® Slab Detail "' "" '' "'" " _ e•-�-o j .�. V. 7tk.t00 , _ 9c) .3 prwt fa Ct) 1,5,_I4,p iL►-,t ri. > ) ,, .. Mrrc.uv�:. /IA,,= 0.00 es lad r at • 4 . • - -.S ix'g'. LC N III it�C•I litii Project: BMW of Tigard STRUCTURAL, Client: Dallas Glass Proj. No.: 22-285 ENGINEERS Date: Oct 122 By: RW Sheet No.: 57 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com ■ Hilti PROFIS Engineering 3.0.83 www.hilti.com Company: BK Engineers,Inc Page: 1 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob@bkengineers.com Design: Concrete-Jan 18,2022 Date; 3/7/2023 Fastening point: Specifier's comments: 1 Input data , Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/2) Item number: 418057 KH-EZ 3/8"x3" Effective embedment depth: her=1.860 in.,h,om=2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 4/1/2022 112/1/2023 Proof: Design Method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor platen: IX x lY x t=4.750 in.x 7.000 in.x 0.250 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,4000,fe'=4,000 psi;h=12.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no R-The anchor calculation is based on a rigid anchor plate assumption. Geometry]in.]&Loading[lb,In.lb] i I � � x Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hiltl is a registered Trademark of HIM AG,Schaan t 1 1 Hilti PROFIS Engineering 3.0.83 www.hilti.com Company: BK Engineers,Inc Page: 2 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob@bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/7/2023 Fastening point: 1.1 Design results Case Description Forces[lb]I Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=0;Vx=1,100;Vy=0; no 57 Mx=0;My=550;Mx=0; 2 Load case/Resulting anchor forces 1v Anchor reactions[Ib] V 2 Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 129 550 550 0 2 129 550 550 0 Tension Coltipre`sion max.concrete compressive strain: 0.02[%0] i j/ max.concrete compressive stress: 101 [psi] resulting tension force in(x/y)=(0.000/0.000): 258[Ib] O 1 resulting compression force In(x/y)=(2.131/0.000):258[Ib] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load N.[lb] Capacity$ Na[Ib] Utilization PN=Nua/4' Na Status Steel Strength* 129 6,718 2 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Failure** 258 3,044 9 OK *highest loaded anchor **anchor group(anchors in tension) 3.1 Steel Strength Naa[Ib] 0 4)Naa[Ib] Nua[lb] 10,335 0.650 6,718 129 3.2 Concrete Breakout Failure "N0[in.2] ANco[in.2] ca,min[in.] cec[in.] w c,N 53.46 31.14 3.000 2.920 1.000 ecl.N[in.] w ec1,N ec2,N[in.] 'V ec2,N 'Ved,N 'Vcp,N ka 0.000 1.000 0.000 1.000 1.000 1.000 17 _.......-Nb[Ib] .......__�_. 4) 4)Na„[lb] Nua[lb] 2,727 0.650 3,044 258 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilt!AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 58, 2 Hilti PROFIS Engineering 3.0.83 www.hilti.com Company: BK Engineers,Inc Page: 3 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob©bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/7/2023 Fastening point: 4 Shear load Load Vea[Ib] Capacity+ Vn(lb] Utilization By=V.14 V„ Status Steel Strength* 550 3,111 18 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** 1,100 3,278 34 OK Concrete edge failure in direction x+** 1,100 1,962 57 OK *highest loaded anchor **anchor group(relevant anchors) 4.1 Steel Strength Vsa[lb] av,sais 0 0 Vsa[lb] Vua[lb] 5,185 0.600 0.600 3,111 550 4.2 Pryout Strength AN,[in.2] ANcO[in.2] Conin[in.] kcp Cac[in.] V c,N 53.46 31.14 3.000 1 2.920 1.000 ec1,v[in.] W ecl,V ec2,v[in.] W ec2,V Wed.N Wcp,N kcr 0.000 1.000 0.000 1.000 1.000 1.000 17 Nb[lb] 0 0 Vo,g[lb] Vua[lb] 2,727 0.700 3,278 1,100 4.3 Concrete edge failure in direction x+ le[in.] do[in.] c1[in,] Avo[in.2] Avco[in.2] 1.860 0.375 3.000 58.50 40.50 W ed,v Wperauei,V eb,v[in.] W ec,v Wo,V Wh,v 1.000 1.000 0.000 1.000 1.000 1.000 Vb[lb] 0 4 Vthg[lb] Vua[lb] 1,941 0.700 1,962 1,100 5 Combined tension and shear loads ON [iv ; Utilization[iN v[%] Status 0.085 0.561 5/3 40 OK RNv=RN+Pit<=1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan `p .J , 3 Hilti PROFIS Engineering 3.0.83 www.hiltl.com Company: BK Engineers,Inc Page: 4 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob@bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/7/2023 Fastening point: 6 Warnings ▪ The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5216:2021,ETAG 001/Annex C, EOTA TR029 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member.Condition B applies where such supplementary reinforcement is not provided,or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions,please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ Fastening meets the design criteria! Input data and results must be checked fur conformity with the existing conditions and for plausibility! ...�. PROFIS Engineering(c)2003-2023 HIM AG,FL-9494 Schaan Hilti is a registered Trademark of HIM AG,Schaan Si3 f 4 .- mow - Hilti PROFIS Engineering 3.0.83 www.hilti.com Company: BK Engineers,Inc Page: 1 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob@bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/7/2023 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/2) ‘',' Item number: 418057 KH-EZ 3/8"x3" Effective embedment depth: het=1.860 in.,hnom=2.500 In. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 4/1/2022 112/1/2023 Proof: Design Method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plateR: Ix x ly x t=4.750 in.x 7.000 in.x 0.250 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,4000,f5=4,000 psi;h=12.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no R-The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,In.lb) 4 4 k is a '' iro -10k. W �. A Z j�'U ... ,...,, s\_ x Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan ,' t 1 Hilti PROFIS Engineering 3.0.83 www.hilti.com Company: BK Engineers,Inc Page: 2 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob@bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/7/2023 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max_Util.Anchor[%] t Combination 1 ........................................__N=0;Vs=650;V7,=0; no 60 Mx=0;My=325;Mz=0; 2 Load case/Resulting anchor forces Ay ;...' Anchor reactions[Ib] O 2 Tension force:(+Tension,-Compression) !' x Anchor Tension force Shear force Shear force x Shear force y 1 76 162 -162 0 2 76 812 812 0 �j �x ........... .... Tension CoNripression max.concrete compressive strain: 0.01 [%oj max.concrete compressive stress: 59[psi] resulting tension force in(x/y)=(0.000/0.000): 153[Ib] resulting compression force in(x/y)=(2.131/0.000):153[Ib] 0 1 Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nu,[lb] Capacity+ Nn[Ib] Utilization PH=NuJS Nn Status Steel Strength* 76 6,718 2 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Failure** 153 3,044 6 OK highest loaded anchor **anchor group(anchors in tension) 3.1 Steel Strength Nsa[lb] 4) II Nea[lb] Nua[Ib] 10,335 0.650 6,718 76 3.2 Concrete Breakout Failure AN,[in.2] ANsa[in.2] Cumin[in.] cac[in.] W c,N 53.46 31.14 3.000 2.920 1.000 ec1,N[in.] Y ect.N ec2,N[in.] t!ec2,N Wed,N 141cp,N k= 0.000 1.000 0.000 1.000 1.000 1.000 17 Nb[lb] 4 4 Nceq[Ib] Nua[lb] 2,727 0.650 3,044 153 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilo AG,Schaan 2 Hilti PROFIS Engineering 3.0.83 www.hilti.com Company: BK Engineers,Inc Page: 3 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob©bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/7/2023 Fastening point: 4 Shear load Load Vua[Ib] Capacity @ V.[Ib] Utilization(i„=V„gym Vn Status Steel Strength* 812 3,111 27 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength* 812 1,639 50 OK Concrete edge failure in direction x+** 812 1,358 60 OK *highest loaded anchor **anchor group(relevant anchors) 4.1 Steel Strength Vsa[Ib] «Vseis 4, $ V.[lb] V.[Ib] 5,185 0.600 0.600 3,111 812 4.2 Pryout Strength ANc[in.2] ANro[in.2] Ca,min[in.] k, Cec[in.] l'cN 26.73 31.14 3.000 1 2.920 1.000 er.1V[in.] 41 ecl,V e,v[in.] w ec2,V 4red,N 4Jcp,N kcr 0.000 1.000 0.000 1.000 1.000 1.000 17 Nb[lb] 4) 4)V,[Ib] Vua[lb] 2,727 0.700 1,639 812 4.3 Concrete edge failure in direction x+ le[[in.] ..... do[in.] c1[in.] A, [in.2] AVeo[in.2] 1.860 0.375 3.000 58.50 40.50 __. V ed,V 1V parallel,V e4 [in.] 4'ec,V ac,v wh,V 1.000 1.000 2.000 0.692 1.000 1.000 Vb[lb] ( 4)Vo.[lb] Vua[lb] 1,941 0.700 1,358 812 5 Combined tension and shear loads ON [tv C Utilization ItN v[%] Status ry �y 0.050 0.598 5/3 44 OK I NV=NN+YppV<=1 input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hitti AG,FL-9494 Schaan Hilli is a registered Trademark of Hitti AG,Schaan 3 Hilt! PROFIS Engineering 3.0.83 www.hilti.com Company: BK Engineers,Inc Page: 4 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 E-Mail: bob@bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/7/2023 Fastening point: 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5216:2021,ETAG 001/Annex C, EOTA TR029 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading,PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member.Condition B applies where such supplementary reinforcement is not provided,or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions,please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti Is a registered Trademark of Hilti AG,Schaan 53 4 T7g11A-i LS 167c.."0 u f" (-71)--Z) • • 2 1 3 : . 4%1 413 :421 r:„.. , , ... ,,,, , _ . .. .. . , . . ,, . ... . .. ,, v . Illi, ir ~`.** . : , v a milli 4011 01,_r f fcEri µ.b at :Jr a > 'f4T`✓01-3 J m L 04 Cvrtoin tiFaff Detail, pce a6x. '., IZIP a.Ioc): tit 01 S C,-- �- 4 2, '" .-2 0 le.. T5 lc 3 — INC. Project: BMW of Tigard STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 ENGINEERS Date: Oct'22 By: RW Sheet No.: Cov 2700 SE HARRISON ST.STE,B,MILWAUKIE OR,97222,503-607-0481.FAX 503-607-0486. bob@bkengineers.com 1111111111111111111118111 Hilti PROFIS Engineering 3.0.83 www.hilti.com Company: BK Engineers,Inc Page: 1 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob@bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/7/2023 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/2) ., Item number: 418057 KH-EZ 3/8"x3" Effective embedment depth: he=1.860 in.,hnom=2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 4/1/2022 112/1/2023 Proof: Design Method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor platen: Ix x iy x t=4.750 in.x 2.250 in.x 0.250 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,4000,fb'=4,000 psi;h=12.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no a-The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[lb,in.lb] 4 ��:0,.-, , '; -1 to ,, . ;-,'*):,. 62 .)'' \ r yC F _yti""""01111"`'�01111 " ca vt Y Y 6O X N) Input data and results must be checked for conformity with the existing conditions and for plausibility) PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 6l• 1 Hilti PROFIS Engineering 3.0.83 www.hilti.com Company: BK Engineers,Inc Page: 2 Address: 2700 SE Harrison St. Specter: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob©bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/7/2023 Fastening point: 1.1 Design results Case Description Forces[Ib]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=0;V.=1,258;Vy=0; no 74 Mx=0;My=629;M==0; 2 Load case/Resulting anchor forces Anchor reactions[Ib] Tension force:(+Tension,-Compression) a Anchor Tension force Shear force Shear force x Shear force y v 1, 194 629 629 0 2 0 629 629 0 Q 1 Tension Compress on max.concrete compressive strain: 0.04[%o] €E max.concrete compressive stress: 153[psi] resulting tension force in(x/y)=(-1.250/0.000): 194[lb] resulting compression force in(x/y)=(1.999/0.000): 194[Ib] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua[Ib] Capacity$ Nn[Ib] Utilization PN=Nun/$ N Status Steel Strength* 194 6,718 3 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Failure** 194 1,773 11 OK *highest loaded anchor **anchor group(anchors in tension) 3.1 Steel Strength — -Nsa[lb] di 4i Nsa[Ib] Nu.[Ib] 10,335 0.650 6,718 194 3.2 Concrete Breakout Failure ANC[in 2] ANcO[41.2] ;,min[in.] can[in.] NI c N 31.14 31.14 6.000 2.920 1.000 ect,N[in.] tV ec1,N eC2.N t[in.] w ec2,N Wed,N 1Vcp.N kcr 0.000 1.000 0.000 1.000 1.000 1.000 17 Nb[Ib] +l)Ncba[Ib] Nun[Ib] 2,727 0.650 1,773 194 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilt!AG,FL-9494 Schaan Hilt is a registered Trademark of Hill AG,Schaan 6.br 2 H]Iti PROFIS Engineering 3.0.83 www.hilti.com Company: BK Engineers,Inc Page: 3 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 i E-Mail: bob©bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/7/2023 Fastening point: 4 Shear load Load V.[lb] Capacity+ Vn[lb] Utilization 13v=V,,,/$ Vn Status Steel Strength* 629 3,111 21 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** 1,258 2,765 46 OK Concrete edge failure in direction x+** 1,258 1,712 74 OK *highest loaded anchor **anchor group(relevant anchors) 4.1 Steel Strength Vsa[Ib] ay.seis 4, 4, Vim,[Ib] Vua[lb] 5,185 0.600 0.600 3,111 629 4.2 Pryout Strength ANo[in.2] ANao[in.2] Capin[Ind k,, cac[in.] W c,N 45.09 31.14 3.500 1 2.920 1.000 eciv[in.] '4 ec9,v ec2v[in] V ec2V Vr sd,N Wcp,N kcr 0.000 1.000 0.000 1.000 1.000 1.000 17 Nb[lb] 0 4)Vwa[Ib] Voa[lb] 2,727 0.700 2,765 1,258 4.3 Concrete edge failure In direction x+ le[in.] do[in.] c,[in.] A.[in.2] Avco[in.2] 1.860 0.375 3.500 55.12 55.12 W ed,v Wpara€lel,V ec,v,[in.] W 00,v Wc,v Vh,v 1.000 1.000 0.000 1.000 1.000 1.000 Vb[lb] 4) 4)Vcba[Ib] Vua[lb] 2,445 0.700 1,712 1,258 5 Combined tension and shear loads ON AV 4 Utilization PN v roj Status 0.109 0.735 5/3 63 OK 13Nv`134N+14<=1 Input data and results must be checked for conformity wilt,the existing conditions and for plausibility) PROFIS Engineering(c)2003.2023 Hilt AG,FL-9494 Schaan Hilt Is a registered Trademark of Hilt AG,Schaan 6li 3 Hilti PROFIS Engineering 3.0.83 www.hlftl.com Company: BK Engineers,Inc Page: 4 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 i E-Mail: bob@bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/7/2023 Fastening point: 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5216:2021,ETAG 001/Annex C, EOTA TR029 etc.),This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member.Condition B applies where such supplementary reinforcement is not provided,or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions,please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ Fastening meets the design criteria! ................... Input data and results roust Lie checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG.FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan bl 4 t»-nek L5 1Goo ar ell h'> I - oz. t t s 0> slicp Bout l,S//--, t -vl 'ice..=L 5-+ • © Lf toots< l.sd� . I� LEVEL 2 PER ELEVATION( ' 4 [ ,e;,v (1 t VI I- Q : 1 c) , 1 I .t........ I 't 'I a7c�XX l4 3NT . N �i76000T 7 1/2" C::rtion 14a11 e{ Wind Load CI.iv 1 � ��1�"e�1� • L• W�'� �t a� .,,,..)4_,l.4 r- . � ir,, � a ,+g1 lrtUt:L/fl 909 �,4 Vim ifsBS c Mu1,uQ0 :_C e).. c-.P IC,.., ( ')_ SIB F Y �� . ��t s�� i�.. - 3. 2B�1 WT. at V! O� t- ` S p Ate:,Q� 8 ( M y u rod . C+o Q v '1 t qt5\t3 A ` J t li,'1 • ...c) welLb, o k .. (.r.'j. t/a" .t (:,.mil.-A :...,.,._- 5 :: - = - V "o.4e2,,ti 3fit:Fru,s'r : L=34 Ciu0W7) (t-filbw) fr V (12b rw t.3)6 ")2 d,3�K- C)= 2.000 G 3,05 o ..... ..bhp 34, INC.I i 1 Project: BMW of Tigard STRUCTURAL Client: Dallas Glass Proj. No,: 22-285 ENGINEERS Date: Oct 22 By: RW Sheet No.: a02 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 509-607-0486. bob@bkengineers.com � i=t.'IL 43x- r - ` z l 6-4 . rill 11-Tri - z4 cD rfs-es a ism• :uLC./O LIIII'rMi a �Payl �.�j „ N , jiliarLISPIPM :' ' ' , ' ' 16000T 6" Carton Wall Header Dete" its. A. V'e __ (i,5)CS'')= q.d�j cr V.= 33 d nn�,LA-1 n" 2 t r s C �,-�1 - 1 SS # Q. ,,t"rwl.F .... M 1 L> e r'as M ULI-lDN s , • (330)f:1.2.s11. 3.'3c z1-".--7 155-. r..I.3 , mot d/4 . it' s" / 7) 330 .z_ 16. <. coo 0 4:3 3o I E1? � .'21a`. it\�• Project: BMW of Tigard ®. STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 alms ENGINEERS Date: Oct'22 By: RW Sheet No.: &3 2700 SE HARRISON ST.STE.B,MILWAUKLE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com bei'by1L`> I (Matti Cur) ak aloe) -7$4, , riumwt.- ... 1 ‘a.a Alto§ A, 1 . • L`_ no ; ImitRIA - —MI . . . 1. __ rliliffid1 Mail r� .... J BY OTHERS ,' i , Itimi I a-- .:: • -el*di le q -1I, p 1600LT 6" Carbon Wall Header Detail r •' Y, ®r t3 A°' ('4) V4``r••P r s (y,16 i- t- I, V; -7, . r U .eNLoiNA. <54MI L) ft f �?C¢)G)L4- (42.) v►-a' V f ir N1t1L_1001.. ..'....... ..((ol S1C/") z.. .?)I. G ( -l1 1'cp 7.7if .4 (54 iuiL ) -6 ' "Z. 4 .-z-cea 411o4 E .. ._. 11 -...a-70 9 < 60 ° el 1. .4...zsicoz t ,3 43..<.0.431 a f!$SINC•Buil Project: BMW of Tigard STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 ENGINEERS Date: 0ct'22 By: RW Sheet No.: t' 2700 SE HARRISON ST.STE.B,MIl.WAUKIE OR,97222,503-607-0481.FAX 503-607-0486. bob@bkengineers.com T.:1,Er at1LS 1! ®a 6'T Ctti'-) J .' i 2 I: A32 1432 A . 1/ s''` 1'TYP.y y .. _ ail -I 9 . St a �= • VN;.� 70S adz IIIII ca D tot)_ i:isii:x w SEALANT BY OTH.. • .,., ._ .- '1.1� FLASHING BY C 1 .I •D7HERS ! : (3 •54 i`I.�t •I I n • -CcY( FG I SEALANT BY 01H 1IA..'� {I - M�, �N I��P 11111111111, e IIII Ea16DDUT 6'• Curtian Wall ® Slab Detail V =-5 ,. ARCH REF . CM SWIM . a. ,, LivN : 5 ,.,. L_ GmtC - VIA 3e-id v. to I r") .. 01!O0 g ut = C& ri)(f s I-)= 304 . (Z) 3/is l-4-t LT-f ckl- -ts'7s) • s 4 • iUINC• Project: BMW of Tigard 11111 STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 U,. ENGINEERS Date: Oct'22 By: RW Sheet No.: Gs 2700 SE HARRISON ST.STE.H,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineere.com 1 Hilti PROFIS Engineering 3.0.84 www.hiltl.com Company: BK Engineers,Inc Page: 1 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob@bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/10/2023 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8[2 1/2) Item number: 418057 KH-EZ 3/8"x3" Effective embedment depth: haf=1.860 in.,hnom=2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 4/1/2022 112/1/2023 Proof: Design Method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plateR: Ix x ly x t=3.250 in.x 7.000 in.x 0.250 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,4000,fc'=4,000 psi;h=12.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no R-The anchor calculation is based on a rigid anchor plate assumption. Geometry[In.]&Loading[lb,in.lb] 4 3°00,_.0•Ar a Y '%k> X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 66s 1 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: BK Engineers,Inc Page: 2 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob©bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/10/2023 Fastening point: 1.1 Design results Case Description Forces[Ibj/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=0;Vx=617;Vy=0; no 39 Mx=0;My=309;MZ=0; 2 Load case/Resulting anchor forces y Anchor reactions[Ib] 40 I Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 108 308 308 0 Corfipr=;-sion 2 108 308 308 0 Tension A max.concrete compressive strain: 0.02[%0] max.concrete compressive stress: 106[psi] resulting tension force in(x/y)=(0.000/0,000): 216[lb] resulting compression force in(x/y)=(1.430/0.000):216[Ib] O 2 Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load N.[Ib] Capacity. Nn[Ib] Utilization RN=Nua/$ Nn Status Steel Strength* 108 6,718 2 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Failure** 216 2,795 8 OK *highest loaded anchor **anchor group(anchors in tension) 3.1 Steel Strength N.[Ib] ( ¢N.[lb] Nua[Ib] 10,335 0.650 6,718 108 3.2 Concrete Breakout Failure ANc[in.2] ANrA[in.2] Ca,min[in.] can[in.] w c,N 50.68 31.14 2.500 2.920 1.000 r t '�-c>�ryLi ri.J w ecl,N ec2,N[in.] W ac2,N wed,N wcp,N kcr 0.000 1.000 0.000 1.000 0.969 1.000 17 NI,[Ib] 4) di Nth,[Ib] N.[Ib] 2,727 0.650 2,795 216 Input data and results must be checked for conformity with the existing conditions and for plausibility) PROM Engineering(c)2003-2023 Hilli AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan GA 2 Hilti PROFIS Engineering 3.0.84 www.hiiti.com Company: BK Engineers,Inc Page: 3 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob@bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/10/2023 Fastening point: 4 Shear load Load V.[lb] Capacity 0 Vn[Ib] Utilization Pv 7-V.I. Vn Status Steel Strength* 308 3,111 10 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** 617 3,011 21 OK Concrete edge failure in direction x+** 617 1,584 39 OK *highest loaded anchor **anchor group(relevant anchors) 4.1 Steel Strength V.[lb] (111seis 0 o Via[Ib] Vaa[lb]...._. ... ... 5,185 0.600 0.600 3,111 308 4.2 Pryout Strength ` ANC[in.2] ANce[In. Gamin[in.] kcp Cac[in.] tlir a,N 50.68 31.14 2.500 1 2.920 1.000 ect,v[in.] W eci,V ec2,V[in.] W ec2,V Wed,N Wcp,N ku 0.000 1.000 0.000 1.000 0.969 1.000 17 Nb[lb] 4 4)Vooa[lb] V a[lb] 2,727 0.700 3,011 617 4.3 Concrete edge failure In direction x+ I.[in.] do[in.] cy[in.] Avo[in.2] Avco fn?]._....... 1.860 0.375 2.500 43.12 28.12 W ed,V Wparallal,V ec,V[in.] W ec,V Wc,V Wh,V 1.000 1.000 0.000 1.000 1.000 1.000 Vb[lb] 4) 0 Vcbp[Ib] V.[Ib] 1,476 0.700 1,584 617 5 Combined tension and shear loads PIN pv Utilization PN,v[%] Status 0.077 0.389 5/3 23 OK INN=RN+Rv<= 1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schwan Hilti is a registered Trademark of Hilti AG,Schaan . 3 I Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: BK Engineers,Inc Page: 4 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob@bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/10/2023 Fastening point: 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5216:2021,ETAG 001/Annex C, EOTA TR029 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member,Condition B applies where such supplementary reinforcement is not provided,or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions,please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilt is a registered Trademark of Hilti AG,Schaan 1 Hilts PROFIS Engineering 3.0.84 www.hilti.com Company: BK Engineers,Inc Page: 1 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob@bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/10/2023 Fastening point: Specifier's comments: 1 Input data 5 Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/2) Item number: 418057 KH-EZ 3/8"x3" Effective embedment depth: her= 1.860 in.,h,,om=2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 4/1/2022 112/1/2023 Proof: Design Method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor platen: Ix x It,x t=3.250 in.x 7.000 in.x 0.250 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,4000,fb'=4,000 psi;h=12.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no R-The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,[nib] 4 . Cti "� e .,--tip,Jr - ti • �� , Z fl � Y X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilts AG,Schaan __ miiiiimira Hilti PROFIS Engineering 3.4.84 www.hlltl.com Company: BK Engineers,Inc Page: 2 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob©bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/10/2023 Fastening point: 1.1 Design results Case Description Forces[fb]/Moments[in,ib] Seismic Max.Utii.Anchor[°A]' 1 Combination 1 N=0;Vx=342;Vy=0; no 42 Mx=0;My=171;Mz=0; 2 Load caselResulting anchor forces Y 7 Anchor reactions[Ib] fM 1 Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 60 428 428 0 COMP''';t:',ion 2 60 86 -86 0 AM ..._ Tension max.concrete compressive strain: 0.01 [%o] max.concrete compressive stress: 58[psi] resulting tension force in(x/y)=(0.000/0.000): 120[Ib] resulting compression force in(x/y)=(1.430/0.000):120[Ib] 2 Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load NUe[Ib] Capacity 4 Nn[Ib] Utilization PN=N.J. Nn Status Steel Strength* 60 6,718 1 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Failure** 120 2,795 5 OK *highest loaded anchor **anchor group(anchors in tension) 3.1 Steel Strength Nsa[Ib] (I) $N.[Ib] N.[Ib] 10,335 0.650 6,718 60 3.2 Concrete Breakout Failure AN,[in.2] ANoo[in.2] ca,min[in.] cac[in.] W c.N 50.68 31.14 2.500 2.920 1.000 eci,N[in.] W ec1.N ea,N[in.] Ni ec2,N Wed.N Wcp,N kcr 0.000 1.000 0.000 1.000 0.969 1.000 17 Nb[Ib] + iF Ncba[Ib] N.[lb] ............ 2,727 0.650 2,795 120 Input data and results must be checked for conformity with the existing conditions and Tor plausibility! PROFIS Engineering(c)2003.2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilb AG,Schaan ar 2 Hilti PROFIS Engineering 3.0.84 www.hiltl.com Company: BK Engineers,Inc Page: 3 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob©bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/10/2023 Fastening point: 4 Shear load Load Via[lb] Capacity$ Vn[lb) Utilization Pv=V.I. Vn Status Steel Strength* 428 3,111 14 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength* 428 1,505 29 OK Concrete edge failure in direction x+"` 428 1,033 42 OK *highest loaded anchor **anchor group(relevant anchors) 4.1 Steel Strength V.[Ib] av,seis 4) 4) Vso[Ib] Vua[Ib] 5,185 0.600 0.600 3,111 428 4.2 Pryout Strength AN,[in.2] Aiwa[in.2] ;Jilin[In,) kcp Gac[In] '+'cN 25.34 31.14 2.500 1 2,920 1.000 ec1,v[in.] W ec1.V eez,v[in.] W ec2,V Ved,N Ilrcp,N kd. 0.000 1.000 0.000 1.000 0.969 1.000 17 Nb[Ib] 4, 4 Vcp[lb] Vua[Ib] 2,727 0.700 1,505 428 4.3 Concrete edge failure In direction x+ in[in.] do[in.] ci[In.] Av5[in.'7 ---------_Avo[in.2] 1.860 0.375 2.500 43.12 28.12 y'ea,v Wparatei,v ee,v[in.] W ec,V Wry Wb,v 1.000 1.000 2.000 0.652 1.000 1.000 Vb[Ib] ..........._................. Vices,[Ib] Vua[Ib] 1,476 0.700 1,033 428 5 Combined tension and shear loads [iN pv Utilization pNv[%] Status r� 0.043pp 0.414 5/3 24 OK Puy Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 4'7,3 1 Hilti PROFIS Engineering 3.0.84 www.hiNl.com Company: BK Engineers,Inc Page: 4 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob@bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/10/2023 Fastening point: 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5216:2021,ETAG 001/Annex C, EOTA TR029 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member.Condition B applies where such supplementary reinforcement is not provided,or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions,please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hdti is a registered Trademark of Hilt AG,Schaan �a/4 • 1r0 UT C(4,`'> i; ¢3') -4*- n . . • • . . . Id_ .,, ,,, ... ' ,, , .. „ .... '° I1+14-t . . . ,�h �___ _� 1/8" 1/8" 3 1/2.. O.L.O. ... / D.L.O. 2 1/2" t" __ D.0.5. __. I. . A 35DT Series Door Sidellte Detail ` ' , V= -5 • VV.- 3 - `S© D►bb - '(ssn)Gs" ,2:1 ` : 114114 H 1T1 C — • • �1\ • Project: BMW of Tigard �— STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 ENGINEERS Date: Oct'22 By: RW Sheet No.: bS 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkenaineers.com Hilt! PROFIS Engineering 3.0.84 www.hilti.com Company: BK Engineers,Inc Page: 1 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob@bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/10/2023 Fastening point: Specifier's comments: 'I Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)1/4(2 1/2) Item number: 418046 KH-EZ 1/4"x3" Effective embedment depth: =1.920 in.,hnom=2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 4/1/2022(12/1/2023 Proof: Design Method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plates: l x ly x t=3.250 in.x 2.250 in.x 0.250 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,4000,fc'=4,000 psi;h=12.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no R-The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,in.lb] 4 27 _��► c n Y 0 input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilk AG,FL-9494 Schwan Hlltl is a registered Trademark of Hilt AG,Schwan Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: BK Engineers,Inc Page: 2 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob@bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/10/2023 Fastening point: 1.1 Design results Case Description Forces[Ib]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=0;V.=550;Vy=0; no 60 Mx=0;My=275;M.=0; 2 Load case/Resulting anchor forces Anchor reactions[Ib] j y , Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 275 275 ' 0 �� \, 2 115 275 275 0 2 Te ion j 'on max.concrete compressive strain: 0.03[%o] max.concrete compressive stress: 143[psi] resulting tension force in(x/y)=(-1,000/0.000): 115[Ib] ,- resulting compression force in(x/y)=(1.387/0-000): 115[Ib] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua[Ib] Capacity$ N [Ib] Utilization PN=N.J. N. Status Steel Strength* 115 3,679 4 OK Pullout Strength* 115 959 13 OK Concrete Breakout Failure** 115 1,859 7 OK *highest loaded anchor **anchor group(anchors in tension) 3.1 Steel Strength Nea[lb] 0 (I)N..[lb] NU,[lb] 5,660 0.650 3,679 115 3.2 Pullout Strength (f.72500)°5 N.[lb] 0 0 Np={c[Ib] - 1.265 1,166 0.650 959 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hiltl is a registered Trademark of Hilti AG,Schaan (oqI 2 1011411111111811111.11 Hilti PROFIS Engineering 3.0.84 www.hiitl.com Company: BK Engineers,Inc Page: 3 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob@bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/10/2023 Fastening point: 3.3 Concrete Breakout Failure ANc[In.2] ANc0[In.) ca.min[in.] car[in.] W c.N 33.18 33.18 4.500 2.780 1.000 ee1,N[in.] W ec1,N ec2,N[in.] W ec2,N Wed,N Wcp.N kcr 0.000 1.000 0.000 1.000 1.000 1.000 17 Nb[Ib] 0 Ncbg[Ib] Ni„.[Ib] 2,860 0.650 1,859 115 input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hlld AG,FL-9494 Schaan HIM Is a registered Trademark of Hlld AG,Schaan 6-gt3 111 Hilti PROFIS Engineering 3.0.84 www.hiltl.com Company: BK Engineers,Inc Page: 4 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob©bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/10/2023 Fastening point: 4 Shear load Load V.[Ib] Capacity$ V„[Ib] Utilization!;v=Vol+ V, Status Steel Strength* 275 930 30 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** 550 2,464 23 OK Concrete edge failure in direction x+** 550 921 60 OK *highest loaded anchor **anchor group(relevant anchors) 4.1 Steel Strength V.[lb] aV,seis 0 4 V.[Ib] V.[Ib] 1,550 0.900 0.600 930 275 4.2 Pryout Strength ANc[in.2] ANco[in.2] Cams Dn.] kop Cac[in.] W c,N 42.51 33.18 2.500 1 2.780 1.000 ec1,v[INW ect,V ec2,v[in] W ec2,V Wed,N Wcp,N kcr ........... 0.000 1.000 0.000 1.000 0.960 1.000 17 Nb[Ib] 0 0V,, [1b]_.................. — V„e[Ib] 2,860 0.700 2,464 550 4.3 Concrete edge failure in direction x+ I,[in.] do[in.] c1[in.] Avc[in.2] Aveo[in.2] 1.920 0.250 2.500 28.12 28.12 W ed,V Wparailel,V ec v[in.] W ec,V Wc,V Wh V 1.000 1.000 0.000 1.000 1.000 1.000 Vb[Ib] 0 0 Vc,q[Ib] V„a[lb] 1,315 0.700 921 550 5 Combined tension and shear loads ON P=, ; Utilization F N,V[%] Status 0.120 0.597 5/3 46 OK 13Nv_QN+RV<-1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 HIlfl AG,FL-9494 Schaan Hild is a registered Trademark of HIM AG,Schaan �;y 66, 4 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: BK Engineers,Inc Page: 5 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob@bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/10/2023 Fastening point: 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5216:2021,ETAG 001/Annex C, EOTA TR029 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member.Condition B applies where such supplementary reinforcement is not provided,or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions,please go to https://submittals.us,hilti.com/PROFISAnchorDesignGuide/ Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Kb AG,FL-9494 Schwan Hilti is a registered Trademark of Hilti AG,Schaan Co9, 5 ... , -na i65 tcoou.� C(o") - ? i e oI ' ( 1g cp 4-iLn c +-1-- . lik:0 I � VI vi �A I� \ Al __ if 1 ....... ) N Cif�� 4 Jgvir 4s►,iciu -v WAD LOAD ANCHOF. • AT HEAD OF FRAME; I. = I. IS L ... `_ i- 15000T_6" Curtian Wall (PSCW1 AND PSCW2) Heoder De 6'-1 tail s v ..k. 4 < :I I is , -Q I t...., • . . • ;,,1 .=..egCM Eh o ;�u c.c.ron) I 4.i) I - " (s 'rz-z . .:... it Mvlt~i41.--)t �,r .VA, 7/2Scr : = _ �c}�O _ 40 0 Vim_ - oFts0 ...., . 40c. .<--1,3►� (21 V 'dQ 1i...C --ems ( ) 3I8"t.f) war 1534--6 l INC• Project: BMW of Tigard STRUCTURAL Client: Dallas Glass Proj. No.: 22-285 ENGINEERS Date: Oct'22 By: RW Sheet No.: 'Ic 2700 SE HARRISON ST.S1h.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com i Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: BK Engineers,Inc Page: 1 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob@bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/12/2023 Fastening point: Specifiers comments: 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/2) Item number: 418057 KH-EZ 3/8"x3" Effective embedment depth: het=1.860 in.,h„om=2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 4/1/2022 112/1/2023 Proof: Design Method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor platen: lx x ly x t=4.000 in.x 3.000 in.x 0.250 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,4000,fo'=4,000 psi;h=12.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no R-The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[lb,'nib] I (-i .) k 0 100 z 'ID 11111Ms" X 0 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilb AG,FL-9494 Schaan Hiltl is a registered Trademark of Hilti AG,Schaan 71t1 11.41111.11 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: BK Engineers,Inc Page: 2 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 1 E-Mail: bob@bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/12/2023 Fastening point: 1.1 Design results Case Description Forces[lb]I Moments[in.lb] Seismic Max.Util,Anchor[%] 1 Combination 1 N=800;V.=0;Vy=0; no 36 Mx=0;My=0;MZ=0; 2 Load case/Resulting anchor forces ay Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 400 0 0 0 2 400 0 0 0 0 1 2 Tension max.concrete compressive strain: -[960] max.concrete compressive stress: -[psi) resulting tension force in(x/y)=(0.000/0.000): 800[Ib] resulting compression force in(x/y)=(0.000/0.000):0[lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load N.a[Ib] Capacity N.pi Utilization Pt1 ir N„J+ Nn Status Steel Strength* 400 6,718 6 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Failure*. 800 2,273 36 OK *highest loaded anchor **anchor group(anchors in tension) 3.1 Steel Strength Nsa[Ib] 4) 4)N8.[Ib] Nth.[Ib] 10,335 0.650 6,718 400 3.2 Concrete Breakout Failure p ' Nq[in.21 ANco[in.2] Ca.min[in.] Cac[in.] tY c.N 41.21 31.14 2.500 2.920 1.000 eG1,N[in.] W ec1,N ec2,N[in.] W ec2,N Ved,N Vcp.N kG ........................................... 0.000 1.000 0.000 1.000 0.969 1.000 17 Nb[Ib] 4) 4)Nthq[Ib] Nua[Ib] 2,727 0.650 2,273 800 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schwan Hilti is a registered Trademark of Hilti AG,Schwan 11, 2 1"1111111Mirrill Hilti PROFIS Engineering 3.0.84 www.hilti.com _ Company: BK Engineers,Inc Page: 3 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob@bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/12/2023 Fastening point: 4 Shear load Load VUe Lib] Capacity$ V„[lb] Utilization Pv=Vun4 V„ Status Steel Strength* N/A N/A N/A N/A Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength* N/A N/A N/A N/A Concrete edge failure in direction** N/A N/A N/A N/A *highest loaded anchor **anchor group(relevant anchors) 5 Warnings * The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5216:2021,ETAG 001/Annex C, EOTA TR029 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member.Condition B applies where such supplementary reinforcement is not provided,or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions,please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hitti AG,FL-9494 Schean Him is a registered Trademark of Hilt AG,Schaan /, 3 11111411161111,111111 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: BK Engineers,Inc Page: 1 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob@bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/12/2023 Fastening point: Specifiers comments: 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/2) Item number: 418057 KH-EZ 3/8"x3" Effective embedment depth: hef=1.860 in.,hnom=2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 4/1/2022 i 12/1/2023 Proof: Design Method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor platen: 1,x ly x t=4.000 in.x 3.000 in.x 0.250 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,4000,fb'=4,000 psi;h=12.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no R-The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[lb,in.lb] .. 001010/j0;, , S • 60 x Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan -72 . 1 2. Hilti PROFIS Engineering 3.0.84 www.hiltl.com Company: BK Engineers,Inc Page: 2 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob©bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/12/2023 Fastening point: 1.1 Design results ....................... Case Description Forces[Ib]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=400;VX=0;Vy=0; no 38 Mx=0;My=0;Mz=0; 2 Load case/Resulting anchor forces y Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 427 0 0 0' 2 427 0 0 0 Qi' — 2 Tension max.concrete compressive strain: 0.10[%] max.concrete compressive stress: 420[psi] resulting tension force in(x/y)=(0.000/0.000): 855[Ib] resulting compression force in(x/y)=(0.000/-1.320):455[Ib] 7. Anchor forces are calculated based on the assumption of a rigid anchor plate. orrtpres on 3 Tension load Load N„.[Ib] Capacity 4; Nn[MI Utilization k N./$ Na Status Steel Strength* 427 6,718 7 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Failure** 855 2,273 38 OK "highest loaded anchor **anchor group(anchors in tension) 3.1 Steel Strength Nsa[lb] (1) (I)N.[Ib] N.[Ib] 10,335 0.650 6,718 427 3.2 Concrete Breakout Failure ANc[in?] ANoo[in?] Gamin[in.] cac[in.] W c,N 41.21 31.14 2.500 2.920 1.000 ec),N[in.] Ni ecl.N ecz,N[in.] W ec2,N Wed,N IVcp,N ka 0.000 1.000 0.000 1.000 0.969 1.000 17 Ny[Ib] 4) 4)N„e[lb] Nsa[lb] 2,727 0.650 2,273 855 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hiiti AG,Schwan 7 r2 Hilti PROFIS Engineering 3.0.84 www.hilti.com --------- --- Company: BK Engineers,Inc Page: 3 Address: 2700 SE Harrison St. Specifier: Robert Wells Phone I Fax: 5036070481 I E-Mail: bob@bkengineers.com Design: Concrete-Jan 18,2022 Date: 3/12/2023 Fastening point: 4 Shear load Load V.[Ib] Capacity+ Vn[lb] Utilization @v V1814 Vn Status Steel Strength* N/A N/A N/A N/A Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength* N/A N/A N/A N/A Concrete edge failure in direction** N/A N/A N/A N/A *highest loaded anchor **anchor group(relevant anchors) 5 Warnings • The anchor design melhods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5216:2021,ETAG 001/Annex C, EOTA TR029 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member.Condition B applies where such supplementary reinforcement is not provided,or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions,please go to httpsJ/submittals.us.hilti.com/PROFISAnchorDesignGuide/ Fastening meets the design criteria! 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