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Permit
Site Address: 15727 SW Taylor Lane, Tigard OR 97224 ■ 71Building Division T I G A R D Deferred Submittal Transmittal Letter TO: City of Tigard G DEPT: BUILDING DIVISION 1t11C1� V C�J MAR 2 9 2022 FROM: Zach Hunt CITY OF TIGARD COMPANY: P&C Construction 3UILDING DIVISION PHONE: 503.269.6841 By: 1 RE: T , BUP2020-00153 (Site Address) (Permit/Case Number) Art Rutkin Elementary School Item# (Project name or subdivision name and lot number) Valuation of Deferred Submittal: $ 178,800 ATTACHED IS THE FOLLOWING DEFERRED SUBMITTAL ITEM: Copies: Description: 2/3 _Storefront Engineered Shy Drawings Storefront Calculations Remarks: NOTE: Documents for deferred submittal items shall be submitted to the registered design professional in responsible charge who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and been found to be in general conformance to the design of the building.The deferred submittal items shall not be installed until the design and submittal documents have been approved by the building official. Oregon Structural Specialty Code Section 106.3.4.2 Routed to Permit Technician: Date: -3 o aa, Initials. Fees Due:--13-1 Yes ❑ No Fee Description: Amount Due: 1 Deferred Submittal Fee: $ q :, f, ,{ R ,.., Additional fee based on valuation: $ 7 6-6 . ($ '' h 1.7 f , „�r�'", Y,.} Other. In-Ft) Pr�GGs5 0h.s $ S J "_' Total Fees Due: $ g d7 . 6 g Special Instructions: Reprint Permit(per PE): ❑ Yes \111 No ❑ Done Applicant Notified: Gj Date: 373,3/9\ Initials: /4. The fee for processing an4Feviewing deferred plan submittal shall be an amount equal to 65%of the building based on the valuation of the particular portion or portions of the project with a minimum$200.00 fee. This fee is in addition to the project plan review fee based on the total project value. I:Building\Forms\TransmittalLetter-DefrdSubmtl.doc 04/04/07 OFFICE COPY • P&C Construction Project:19001 19001 -Art Rutkin Elementary School 2133 NW York St ��C J 00 6960 SW Sandburg Street • Portland,Oregon 97210-2108 Tigard,Oregon 97223 P:503.665.0165 1 C, 6✓ C J r to Construction Submittal #084113-084113-011 .1 - HOT - Storefront Shop Drawings & Stamped Calcs 084113 - Aluminum-Framed Entrances and Storefronts Revision 1 Submittal Manager Zach Hunt(P&C Construction) Status Open Date Created Mar 21,2022 Issue Date Mar 21,2022 Spec Section 084113-Aluminum-Framed Entrances and Storefronts Responsible South Town Glass Received From Amelia LaBadie(South Town Glass) Contractor Received Date Submit By Final Due Date Mar 23,2022 Lead Time Cost Code RECEIVED Location Type MAR 2 9 202Z eBuilder Submittal 268 CITY OF TIGARD Number BUILDING DIVISION Approvers Art-Rutkin-Bora(Bora Architects),Zach Hunt(P&C Construction) Ball in Court Art-Rutkin-Bora(Bora Architects),Zach Hunt(P&C Construction) Distribution Josh Oakes(South Town Glass),Kyle Sutherland(P&C Construction),Jared Steagall(P&C Construction),Randy Peterson(P&C Construction),Zach Hunt(P&C Construction),Jason Goodenough(South Town Glass),Thomas Augee(P&C Construction) Description Submittal Workflow Name Sent Date Due Date Returned Date Response Attachments General Information 084113 Storefront Shop Drawings REVISED Attachments Structural Calcu!ationspdf Art-Rutkin-Bora Mar 23,2022 Pending Zach Hunt Mar 23,2022 Pending BORA ARCHITECTS,INC. ❑X REVIEWED ❑MAKE CORRECTIONS NOTED ❑REJECTED ❑REVISE AND RESUBMIT Reviewed for Conformance With Design Concept THIS REVIEW IS ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN 9 P CONCEPT, CRITERIA, AND INFORMATION GIVEN IN THE CONSTRUCTION By: DOCUMENTS. CORRECTIONS OEL COMMENTS MADE O THISH SUBMITTAL S DURING THIS REVIEW DO NOT RELEASE THE CONTRACTOR OR THEIR AGENTS FROM COMPLIANCE WITH THE REQUIREMENTS OF THE DRAWINGS AND ADD SPECIFICATIONS.REVIEW OF A SPECIFIC ITEM SHALL NOT INCLUDE REVIEW OF AN ASSEMBLY OF WHICH THE ITEM IS A COMPONENT. THE CONTRACTOR AND 03/28/2022 THEIR AGENTS ARE RESPONSIBLE FOR: DIMENSIONS TO BE CONFIRMED AND CORRELATED AT THE JOBSITE; ADHERENCE TO APPLICABLE CODES AND No Exceptions Taken ❑ STANDARDS; INFORMATION THAT PERTAINS SOLELY TO THE FABRICATION Make Corrections Noted ® PROCESSES OR TO THE MEANS, METHODS, TECHNIQUES, SEQUENCES, AND Nonconforming-Resubmit ❑ PROCEDURES OF CONSTRUCTION;COORDINATING THE WORK WITH ALL OTHER TRADES;AND PERFORMING ALL WORK IN A SAFE AND SATISFACTORY MANNER. Phone:503-226-1575 03/22/2022 SSS DATE CATENA CONSULTING ENGINEERS BY P&C Construction Page 1 of 1 Printed On:Mar 21,2022 08:29 AM PDT 4 2324 12th St. SE. S u I h T Salem, OR 97302 o w n 503.581.1050 Fax: 503.581.2575 OR CCB#: 1043334 C- I _ /S S WA CC#: SOUTHTG972J4 Letter of Transmittal To: P&C Construction-Office Date: Friday, March 18, 2022 2133 NW York Street Project: Art Rutkin ES Portland, OR 97210 Attn: Zach Hunt,Jared Steagall, Randy Peterson, Kyle S. CI Shop Drawings ❑ Bid ❑ Change Order CI Prints ❑ Copy of letter ❑ Insurance Certs.via ❑ Plans ❑ Samples ❑ Specifications ❑ Data Submittals COPIES DATE NO. DESCRIPTION 1 03/18/22 084113 Storefront Shop Drawings- REVISED-Stamped 1 03/18/22 084113 Storefront Structural Calcs-Stamped THESE ARE TRANSMITTED as checked below: C For Approval ❑ Approved as submitted For review and comment O For your use ❑ Approved as noted ❑ For Bids Due ❑ As requested ❑ REMARKS: Copy to: Job File Signed: AMELIA L4SADIE-PRECONSTRRCT1ON PM STRUCTURAL CALCULATIONS FOR ART RUTKIN ELEMENTARY SCHOOL 15989 SW TAYLOR LN. TIGARD, OREGON STOREFRONT �p PRpcF �b0 •' GON 4)0a. Q 19g0 vy5 GBERT EXP 6/30/22 1111111V111111il\C• Project: Art Rutkin ES 1[11I •I STRUCTURAL Client: South Town Glass Proj. No.: 22-034 11111111111111ENGINEERS Date: Feb'22 By: RW Sheet No.: COVER 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bobObkenaineers.com DESIGN CRITERIA CODES: 2014 Oregon Structural Specialty Code (OSSC) 2012 International Building Code (IBC) WIND: Risk Category= Ill Wind Velocity= 130 mph (Ultimate) per FOR Exposure= C Gcpi= +l- 0.18 Buildiing Height= 34 ft - (average roof height) SEISMIC: Risk Category= Ill le= 1.25 Sd$= 0.65 ■�■I■■INC• Project: Art Rutkin ES ▪ ■ MI STRUCTURAL Client: South Town Glass Proj. No.: 22-034 111.11114111111ENGINEERS Date: Feb '22 By: RW Sheet No.: 2700 SE HARRISON ST.STE.B,MILW,AUKIE OR.97222,503-607-0481.FAX 503-607-0436, bob49bkenginecrs.com Wind Loads: Components and Cladding - Walls Based on ASCE 7-16 30.3(Part 1:Low-Rise Buildings) V r1f= 130 (mph) Ultimate Wind Speed 3-Second Gust [Figure 26.5-1A thru 2D] C Exposure Category [Section 26.7.3] Ill Risk Category [IBC Table 1604.5] KA= 1.00 Topographic Factor [Figure 26.8-1] z9= 0 Ground Elevation Above Sea Level(Default= 0) Enclosed Building Classification h = 34 Mean Roof Height(ft) Roof Pifch= 4.5 #/12 0.6 Ultimate= 1.0W, ASD=0.6W Kz= 1.01 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] GCp1= 0.18 Internal Pressure Coeff [Table 26.13-1] GCp= <Varies> External Pressure Coeff [Figure 30.3-1] qh=0.00256K1KnKeKeV2 (psf) [Equation 26.10-1] p=q el(GC p ) -(GC 0)j (psf) [Equation 30.3-1] Wall Loads: (0.6 W-ASD Level) q h Wind Area Wall-Inferior Zone 4 Wall-End Zone 5 (Psi) (ftz) (Psi) (psi) 10 26.3 -28.5 26.3 -35.2 20 25.1 -27.3 25.1 -32.8 22.25 50 23.5 -25.8 23.5 -29.7 75 22.8 -25.1 22.8 -28.3 140 21.8 -24.0 21.8 -26.1 500 19.6 -21.8 19.6 -21.8 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. 11111■I1111RIN C • Project: Art Rutkin ES INC111111 III STRUCTURAL Client: South Town Glass Pro? No.: 22-034 •1,$116,111111ENGINEERS Date: Feb '22 By: RW Sheet No.: ~/�- 2700 SE HARRISON ST.STE.C.M[LWAUKIE OR.07222,503-G07-0481.FAX 503-607-048G. bob8L+bkenginee)s.co I SEISMIC DESIGN FORCE (ASCE 7 Section 13.3) INPUT: Importance Factor: l p= 1.25 Fp= 0.4aPSd$WP(1+2•z/h) (13.3-1) Spectral acceleration: S ds= 0.650 (Rp/lp) = 1.6Sds•1p.Wp (max) (13.3-2) Weight: WP 8.00 (psf) Elev in structure/Roof elev: zlh= 1.00 = 0.3Sds•1p Wp (min) (13.3-3) Wall Elements and Element Fasteners: Amplification factor: a p= 1.00 (Table 13.5-1) Response modification factor: Rp= 2.50 (Table 13.5-1) Seismic design force: Fp,01 = 3.12 (psf) (Ultimate)Fp.asd= 2.18 (psf) (ASD) IFp.asd=0.7Fp.ui1.7 Fasteners to Structure: Amplification factor: a p= 1.25 (Table 13.5-1) Response modification factor: R p= 1.00 (Table 13.5-1) Seismic design force: Fp„1t= 9.75 (psf) (Ultimate) yy F p.esd= 6.83 (psf) (ASD) IF p.asd=0.7F Ault 111111111111UUIN C . Project: Art Rutkin ES 1111K1111 III STRUCTURAL Client: South Town Glass Proj. No.: 22-034 11111911LUUENGINEERS Date: Feb '22 By: RW Sheet No.: 3_____ 2700 SE HARRISON ST.STE.B.MILW'AL'KIE OR,97222.503-607-0431,FAX 503-G07-048E Sob@bkenglr errs von] GLASS 4-Sided Glass Support w j Description Width Height Applied Capacity Check (in) (in) Pressure (pst) (pst) IGU (1/4"T, 7/16" HS Lam) 45.5 87.5 35 141 < OK > 1" IGU (1/4"AN, 1/4"AN) 45.5 39.5 35 133 < OK > 7/16" HS Lam (Interior) 11.5 96 10 627 < OK > 1/4" T (iinterior) 52 124 10 82.4 < OK > ■■•V NI C • Project: Art Rutkin ES UCS. III STRUCTURAL Client: South Town Glass Proj. No.: 22-034 __ U U USENGINEERS Date: Feb '22 By: RW Y _._ Sheet No.:___4 _- 2700 SE HARRISON ST.STE.0.M:LWAIu1IE OR.97222,503-507-04S1.FAX 503-007-0480. hch@hkvnginecrscnm Input February 17, 2022 Glazing Information Supported Edges: Four sides simply supported Shape: Rectangular Lite Width: 45.5 in. / 4 Lite Height: 87.5 in. Glazing Angle: 90.0 ° Glazing Construction (Double Glazed Insulating Unit) Width ' Exterior Lite Properties (Monolithic) Thickness: 1/4 in. Heat Treatment: Fully Tempered Airspace Properties Thickness: 0.500 in. Interior Lite Properties (Laminated) Thickness: 3/8 in. Heat Treatment: Heat Strengthened Applied Loads Description Load Duration Short Duration 35.0 psf 3.00 sec 5 , 1 WGD - Version 6.6.7.0 Page 1 of 4 AST VI E1300 Extended Basic Load Resistance Report February 17 2022 Glazing Construction (Double Glazed Insulating Unit) Exterior Lite Properties (Monolithic) Thickness: 1/4 in. Heat Treatment: Fully Tempered Airspace Properties Thickness: 0.500 in. Interior Lite Properties (Laminated) Thickness: 3/8 in. Heat Treatment: Heat Strengthened Load Resistance Short Duration (3 Sec) Description NFL GFF LSF LR Exterior Lite 33.9 psf 3.80 1/0.190 680 psf Interior Lite 60,1 psf 1.90 1/0.810 141 psf Long Duration (30 Days) Description NFL GFF LSF LR Exterior Lite 33.9 psf 2.85 1/0.474 204 psf Interior Lite 60,1 psf 1.25 1/0.526 143 psf Comparisons Short Duration 35.0 psf 3.00 sec <= 141 psf OK Approximate center of glass deflection Exterior Lite 0.19 in. Interior Lite 0.36 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 6.6.7.0 Page 2 of 4 ASTM E1300 Extended Basic February 17, 2022 Load Resistance Details • Long Dimension (in.) o 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 r, 10.4 .-. ' Load Duration=3.00 sec E 3000 O 15.7 0 O Q 100- 23.9 1 v 26.1 Q - 31.34% 40 • • 'Z 41.8 0 O 52.2 .L 6200 .7 1�/ 1 CC.6 833 f .,�... - 1000 209 6 4I��� m_ ..�` f 118 - ri _ - t —=/rAb.. - .040o ►A��` . m' , - t=5.56mm(0.219in.) rS" .4 ms=7(ks=2.856e-53 ni^121N^7) /.. . I -0 0 1000 2000 3000 4000 5000 6000 Long Dimension (mm) Load x Area2 (kip-ft2) 0 25 50 75 100 125 150 . I ' , . I . I. . 1 .y '1 30 t I - �/' Short Duration — 1.0- 25 iii 0.9- • 0.8- i 20 C .• 0.7- • 01 .6- 19 O 03 U 05- U co U A aA-- 10 0.3 / I �� 0.2 ' Glass 1/4 in.16.0 mm) -5 Four Sides Simply Supported 0.1 ri - Deflection vs.(Load x Area2) — o.o I I I I- ,i 0 0 10 20 30 40 50 60 70 Load x Area2 (kN-m2) S3 WGD - Version 6.6.7.0 Page 3 of 4 ASTt1 E1300 Extended Basic February 17, 2022 Load Resistance Details Long Dimension (in.) 0 50 100 150 200 250 300 350 6000 PVB LG 3/8 in.(10.0 mm) RCSS =0.00 psi top- Four Sides Simply Supported 10.4 5000 Pb=8.00e-03 Load Duration=3.00 sec I 15.7 I /�/ 4000 E 0 150- p ' f fOg 26.1 ' / 3000 lo 31.3 E A 100- 365 '' Q 41.8 ', /� O 52.2� '''�'�, , 2000 C 82.3 , 50- 104�1�\�.'110ii�I_ . -- _ . . (!] ���.a�*fir ---- -- 2091►���r'i—___- woo `� _� w�_ 4.57 mm 1 0.76 mm 14.57mm G� ms=7(ks=2.856e-53 m"12 N'7) ' 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 Long Dimension (mm) Load x Area2 (kip•ft2) 0 200 400 600 800 I I 50 1 1.8 _ Short Duration — i 40 1.4 v 1.2 30 y 1.0- O U + a..) U N 0.8- 20 A to 0.6- A o a- IND LG 3/8.iu. �- to (10.0....�,> I Four Sides Simply Supported a.z —1111.111.1111111111111. — N Deflection vs. (Load x Area2) o.o 1 1 I 1 0 o 100 200 300 40D Load x Area2 (kN-m2) WGD - Version 6.6.7.0 Page 44 of 4 Input February 17, 2022 , Glazing Information Supported Edges: Four sides simply supported Shape: Rectangular Lite Width: 45.5 in. / 4 Lite Height: 39.5 in. Glazing Angle: 90.0 ° Glazing Construction (Double Glazed Insulating Unit) Width Exterior Lite Properties (Monolithic) Thickness: 1/4 in. Heat Treatment: Annealed Airspace Properties Thickness: 0.500 in. Interior Lite Properties (Monolithic) Thickness: 1/4 in. Heat Treatment: Annealed Applied Loads Description Load Duration Short Duration 35.0 psf 3.00 sec WGD - Version 6.6.7.0 Page 1 of 4 ASTM E1300 Extended Basic February 17, 2022 'Load Resistance Report Glazing Construction (Double Glazed Insulating Unit) Exterior Lite Properties (Monolithic) Thickness: 1/4 in. Heat Treatment: Annealed Airspace Properties Thickness: 0.500 in. Interior Lite Properties (Monolithic) Thickness: 1/4 in. Heat Treatment: Annealed Load Resistance Short Duration (3 Sec) Description NFL GTF LSF LR Exterior Lite 74.0 psf 0.900 1/0.500 133 psf Interior Lite 74.0 psf 0.900 1/0.500 133 psf Long Duration (30 Days) Description NFL GTF LSF LR Exterior Lite 74.0 psf 0.390 1/0.500 57.7 psf Interior Lite 74.0 psf 0.390 1/0.500 57.7 psf Comparisons Short Duration 35.0 psf 3.00 sec <= 133 psf OK Approximate center of glass deflection Exterior Lite 0.15 in. Interior Lite 0.15 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. 6,2 WGD - Version 6.6.7.0 Page 2 of 4 ASTM E1300 Extended Basic February 17, 2022 Load Resistance Details Long Dimension (in.) 0 50 100 150 200 250 . 1 Glass 1/4 in.(6.0 mm) RCSS=0.00 psi I • • Four Sides Simply Supported i 4000 150- Pb=8.O0e-03 ' Load Duration=3.00 sec 10.4 .-. j o 15.7 3000 O N 100- 20.9 _� N E 26.1 • 31.3 2000 Q 47.8,� A -0 50- b2y2.2,►�i= � O ;;`+;`fwir. __ �._ .-- - 1000 146 209 ` -- 418,, =►! ' — y_ J }�0'��m�is�� t=5.56 mm(0.219 in.) �-`�'�F. ms=7(ks=2.856e-53 m^12/te`7) 0 1000 2000 3000 4000 5000 6000 Long Dimension (rnm) Load x Area2 (kip•ft2) 0 25 50 75 100 125 150 1 i . I . . 1 . 1. . f 1 .1 30 1.1 Short Duration — 1.0 PI 1 I 5 0.9 , I r-, 0.8 , 20 C7 , `•=' 0.7 0.6 15 .� E // _ -+ — 02 / Glass 1/4 in.(6.0 mm) r 5 Four Sides Simply Supported 1 0.1 l-- Deflection vs.(Load x Area2) i— o.o 1 1 I L r 0 I 0 10 20 30 40 50 60 70 Load x Area2 (kN•m2) 6'°.3 WGD - Version 6.6.7.0 Page 3 of 4 ASTM E1300 Extended Basic Load Resistance Details February 17, 2022 Long Dimension (in.) 0 50 100 150 200 250 Glass 1/4 in.(6.0 mm) 1 RCSS=0.00 psi ' Four Sides Simply Supported 110111' 4000 150- Pb=8.00e-03 ' Load Duration=3.00 sec 10.4 . E = 15 7 l 3000 = O 1 o w • V41111116... 1� 20.9 c4 26.10 Q 31.3 � � �� �— 2000 i 4-��� Ca '2.2 �� O V] 50 ' �_ C/3 83.5010 — 1000 146 a i� ,,_. A�A� 418 44j err► —4-- d �0.��� m�_ t=5.56 mm(0.219 in.) Jf.— :LAIC" _ ms=7(ks=2.856e-53 m^12tN^7) 0 1000 2000 3000 4000 5000 6000 Long Dimension (mm) Load x Areal (kip•ft2) o 25 50 75 100 125 150 1 1 • • Short Duration - ,.0_ iX' . H 25 0.9- .-, 0.8 - 20 P O I •� 0.6 15 1) Air 0.3 �,r a.z Class 1/4 �"1 in.(6.0 mm) 5 Four Sides Simply Supported 0.1 - Deflection vs.(Load x Area') 0.0 I 1 I { I 0 0 10 20 30 40 50 60 70 Load x Areal (kN.m2) WGD - Version 6.6.7.0 Page 4 of 4 Input February 17, 2d22 Glazing Information Supported Edges: Four sides simply supported Shape: Rectangular 1 Lite Width: 11.5 in. , Lite Height: 96.0 in. P Glazing Angle: 90.0 ° Glazing Construction (Single Glazed Lite) d, Single Lite Properties (Laminated) Thickness: 3/8 in. Heat Treatment: Heat Strengthened Applied Loads Description Load Duration Short Duration 10,0 psf 3.00 sec 7, 1 WGD - Version 6.6.7.0 Page 1 of 3 ASTM E1300 Extended Basic February 17, 2022 Load Resistance Report Glazing Construction (Single Glazed Lite) Single Lite Properties (Laminated) Thickness: 3/8 in. Heat Treatment: Heat Strengthened Load Resistance Short Duration (3 Sec) Description NFL GTF 1,13 Single Lite > 313 psf 2.00 627 psf Long Duration (30 Days) Description NFL GTF LE Single Lite > 313 psf 1.30 407 psf Comparisons Short Duration 10.0 psf 3.00 sec <= 627 psf OK Approximate center of glass deflection Single Lite < 0.04 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. 7rz WGD - Version 6.6.7.0 Page 2 of 3 ASTM E1300 Extended Basic February 17, 2022 Load Resistance Details Long Dimension (in.) 0 50 100 150 200 250 300 350 6000 PVB LG 3/8 in. (10.0 mm) RCSS=0.00 psi 200- Four Sides Simply Supported 10.4 5000 • Pb=8.O0e-03 Load Duration=3.00 sec - • 15.7 • 4000 O 150- I g O za9 i 0 �26.=4 AI, . . 3000 1.34 ... 31.3 1� Adigil ,,, A 100- 36.5 '\1" A O 52.21.6,v.'�, I 2000 SA lZI 50- 41► ' ._- : ---_ } 146. E\►-������ .._ — _ 1000 • 313 ��7_9\r __ w--a—_. - - �- .w c - - _ �, - - ms=7(ks=2.856e-53 m^12/W7) - 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 Long Dimension (mm) Load x Area2 (kip•lf2) 0 200 400 600 800 • . 1 so 1.8 _ Short Duration - 1.6- 7.- 40 1.4- 1.2— k 30 E .� 1.0- 0 U U N N ::z 20 I Q4 PVB LG 3/8 in.(10.0 mm) ,-10 _ Four Sides Simply Supported ------ 0.2 ' _ __. -- Deflection vs.(Load x Area2) 1 o.o I I I 1 0 0 100 200 300 400 Load x Area2 (kN•m2) 7,, WGD - Version 6.6.7.0 Page 3 of 3 Input February 17, 2022 Glazing Information Supported Edges: Four sides simply supported Shape: Rectangular Lite Width: 52.0 in. / ; Lite Height: 124 in. Glazing Angle: 90.0 ° Glazing Construction (Single Glazed Lite) width Single Lite Properties (Monolithic) Thickness: 1/4 in. Heat Treatment: Fully Tempered Applied Loads Description Load Duration Short Duration 10.0 psf 3.00 sec WGD - Version 6.6.7.0 Page 1 of 3 ASTM E1300 Extended Basic February 17, 2022 Load Resistance Report Glazing Construction (Single Glazed Lite) Single Lite Properties (Monolithic) Thickness: 1/4 in. Heat Treatment: Fully Tempered Load Resistance Short Duration (3 Sec) Description IMF GTF LR Single Lite 20.6 psf 4,00 82.4 psf Long Duration (30 Days) Description NFL GTF LR Single Lite 20.6 psf 3.00 61.8 psf Comparisons Short Duration 10.0 psf 3.00 sec <= 82.4 psf OK Approximate center of glass deflection Single 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. $, WGD - Version 6.6.7.0 Page 2 of 3 ASTM E1300 Extended Basic February 17, 2022 ` Load Resistance Details Long Dimension (in.) 0 50 100 150 200 250 i i J I , • Glass 1/4 in.(6.0 mm) RCSS=0.00 psi Four Sides Simply Supported - - 4000 150— Pb=S.00e-03 ' Load Duration=3.00 sec 10.4 C. /' 3000 p 15.7 p • O 100 20.9 441111.44": m 26.1 N • 31.3 2000 A � 41.6 O 52.24 �. O V] 50-, 62.7 r r= A 83.5 kip 104 � �`---r- - 1000 1 Ig _ — [=5.56 mm(0.219 in.) 0 /'L! ms=7(ks=2.856e-53 m^12/N'7) ' I 1 I 0 0 1000 2000 3000 4000 5000 6000 Long Dimension (mm) Load x Area2 (kip-ft2) 0 25 50 75 100 125 150 1.1 AP,PAIIIIIVAll -Short Duration La / 25 20 E 0.7 •+ 0.6 If II �*�= 15 p 0.5 � N 0 0.4WII/�IIII —._ 10 A , 0.3 ,/'.� ---- - �— o.z Glass 1/4 in. (6.0 mm) 5 '� Four Sides Simply Supported j 0•1 r7 — — Deflection vs. (Load x Area2) 0 10 20 30 40 50 60 70 Load x Area2 (kN•m2) g•3 WGD - Version 6.6.7.0 Page 3 of 3 , GLASS - STORY DRIFT DISPLACEMENT CAPACITY Based on ASCE 7( 13.5.9) N (1 Design Input: III Risk Category 19 = 1.25 Importance Factor A = 1.75 (in) -Story Drift cI c, h, = 17.00 (ft)-Story Height Alh,= 0.0086 Drift Index N U Description: Kawneer 451 UT (Level 1) cl = 0.410 (in)-Average Vertical Frame Clearance c2 = 0.410 (in) -Average Horizontal Frame Clearance Da = hpL/hx (Equation 13.3-7 j Dpi=Dple [Equation 13.3-5J Dreg,._>1.25Dp, [Equation 13.5-2 j Location b p (in) h p (in) 1.25D pI D clear Check SD1 8.50 95 00 1.273 9.985 < OK> 48.50 8 00 0.107 0.955 < OK> SO4 14.00 90.00 1.206 6.091 < OK> S06 45.50 87.50 1.173 2.397 < OK > ISCR 1 37.00 32.50 0.436 1.540 < OK> 111111111IINRIN C C . Project: Art Rutk ES MUNI MI STRUCTURAL client South Town Glass Proj. No.: 22-034 RPULUUENGINEERS Date: Feb'22 By: RW Sheet No.: /0/ 2700 SF.HARRISON ST.STE.2.MtI.YAUK1E OR,97222.502-607-04A1.FAX 503-607-0486. bob(4tkengineer5.com GLASS - STORY DRIFT DISPLACEMENT CAPACITY Based on ASCE 7(13.5.9) U Design Input: III Risk Category Ia = 1.25 Importance Factor = 2.25 (in) -Story Drift c1 ci h>< = 17.00 (ft) -Story Height Ath,= 0.0110 Drift Index N a Description: Kawneer 450(Level 2) c1 = 0.313 (in) -Average Vertical Frame Clearance c2= 0.500 (in) -Average Horizontal Frame Clearance Dn = hpL/hx [Equation 13.3-7 j DP,=Dptt [Equation 13.3-5J Dddar21.25Dp, [Equation 13.5-2j Location b n (in) h p (in) 1.25D p, D clear Check R42 52.00 124.00 2.137 3.010 <OK> R42 52 00 101 00 1.741 2.567 < OK> • ■'■VU•I 1 C . Project: Art Rutkin ES •cMI III STRUCTURAL client: South Town Glass Proj. No.: 22-034 •1.1111101UENGINEERS Date: Feb '22 By: RW Sheet No.: 47.1- 2700 SE IiARRISON ST.STE.6.MILWAUKIE OR.97222.303-607-0181.FAX 503-607-0l85. buOLTbkengfnrers.rnni 140sa ZO.•r Tr t--5 4st L1T 4S -c -021 . .. + 46 h • 4Is k " 4 2T ci-621. w V 5i¢':G N1rf�T. . ���• Project: Art Rutkin ES STRUCTURAL Client: South Town Glass Proj. No.: 22-034 ■ ■, ENGINEERS Date: Feb'22 By: RW Sheet No.: 10 270E SE HARRISON ST.SM.B,MILWAUKIE OR.97222,508-607-0481,FAX 503-607-0486. bob@hkengineers,com /\ 1-.a N, S� m > � m o -01 o 0 HEIGHT IN FEET HEIGHT IN FEET 2 al D 0 N ry A rn O) J co co p O — N ca d rii O J m us p C *N O =-71 N O = O r"' - -I = O w ' -I _ -I '0 2 0 -I -"0 2 O z X =A 2 z 3 Z rn i -_ o o (nJ —I J _ r- y CO a p Cn O Dan I —I— Daft I I I- O O O 0 o 0 0 0 0 0 -I -I - el. CD m HEIGHT IN METERS HEIGHT IN METERS ro O or z 3 0 0 0 2 2 2 a A (..r lr. N N —I —I er n 0 0 O O na J [:1.21 .... m m 0° n c CO D CO -< el 0) O O) N N N 3 Ka'A•neer reserves the t fight.o change rondguranou without pi a notice when deemed Laws and!wilding and safety rades gn,reming the design and use of hawne?I nerassary for produci imprwrament products,such es glazed entrance.wrn.!ow.and curia,wall products wary widely Kawneer does not control the%electron of product ronfiguraimns,operanng d 2010,Kawrreer',omper,y,Inc hardwor-,or gla:incr material._and assumes no resuonsibrhy'th.nefor 40graoafaL5 , 4si Or . _614-.iI . �.. scR• L 534.:-.ilk....k, .. . )51 • :CI � INC. Project: Mt Rutkin ES STRUCTURAL Client: South Town Glass Proj. No.: 22-034 ..■ ENGINEERS Date: Feb'22 By: RW Sheet No.: /2 2700 SE HARRISON ST.STE.B,MILWAUI{GE OR,97222,503-607-0461,FAX 503-607-0436. bob@bkengineers.com 24 , 250T/350T/500T Insulpour® Thermal Entrances JULY, 2020 DEADLOAD CHARTS EC 97911-233 A-1"GLASS(1/8 POINT LOADING) B-1"GLASS(1/6 POINT LOADING) C-1"GLASS(1/4 POINT LOADING) z m �3 �r� iD �.Ir 534111 534102 i'l oI o n o n vas v_ o+ c . r MULLION CENTERS IN METERS MULLION CENTERS IN METERS 1.0 2.0 1.0 2.0 m E g'1 I ,51 10 f0 I I c � � . 9 9 ms8 _ si 8 K F 8 K 0 t A` 0~1 W Lu `=i� " Ill 7 W Ill 7 W ,711 a e Z —2.0 Z z —2.0 'rt.,o i 6 Z 6 Z 5 Q7 '~2 . N 5 A U 5 I m � I w 0 w 0 t g 2 4 W 1 4 Wco I ac 5 t 4 O 3 — to 0 N 3 --1. I 0 0 .2 e,T.e v° i co • O 2 O 2 VI5 5 "o C z A A 3 'eltc.f 1 B 1 B C C 0 0 1 2 4 5 6 7 6 9 1 2 3 4 5 6 7 8 9 MULL IN CENTERS IN FEET MULLION CENTERS IN FEET 8 I C C, T Mii 534101 534104 = i a Iofflol 2 MULLION CENTERS IN METERS MULLION CENTERS IN METERS E 1.0 2.0 1.0 2.0 I 10 j I 10 I ` I 1 § g 9 m o A B N 8 K W W W W E W 7 F W 7 5 Q Z —2.0 : Z —2.0 L u'E 6 _ 6 2 i c C0 5 x 0 8 I - 5 = W (7 W C0 v a x = 4 W 50 I co 3 —\ lo . U) co 3 - 7.0 c N i O 2 00 O 2 B 07 21" A C i B i 0 0 1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 MULLION CENTERS IN FEET MULLION CENTERS IN FEET OF( KAWNEER t3 ADMA090FN kawneeccom AN/JICONIC COMMI.Y Hoe,/240T2 L5 dsv Aso -0I1 v, I g4-11 i . 450-cry -a!I .: I 54PP.r s •DUI■ZINC• Project: Art Rutkin ES ■CUI ■I STRUCTURAL Client: South Town Glass Proj. No.: 22-034 NriELEN ENGINEERS Date: Feb'22 By: RW Sheet No.: 2700 SE HARRISON ST.STE.B,MB.WAUKIE OR,97222,503-507-0481,FAX 503-607-0486. bob@bkeagineere.com 66 Trifab°VersaGlaze '450 Framing System 1-3/4" Sightline NOVEMBER,2020 DEADLOAD CHARTS EC 97911-237 Horizontal or deadload limitations are based upon 1/8"(3.2)maximum allowable deflection at the center of an intermediate horizontal member. The accompanying charts are calculated for 1/4"(6.4)thick glass supported on two setting blocks at the loading points shown. A=(1/4 POINT LOADING) B=(1/6 POINT LOADING) C=(1/8 POINT LOADING) .a d gs g WIDTH IN METERS WIDTH IN METERS B ., e 1 1.5 2 1 1.5 2 g aa' 11 I i I 11 I I - c 3 1 I V G E 10 3 10 —3 bca 9 9 Sg�jg -2.5 I— 8 —2.5 cc gi1- W 8 W W W gaol; 0- 7 W f l lwi 7 W I•c Z �2 M ? i 2 M d��z. H 6 Z f f 6 Z g q P`� I 5 \I1.5 r 5 1.5 3c4a U' = C0 2 .5m--x a WI a w 450CG011 450CG003 = 4 w_ €s$ 3 1 = 3 1 2 C =1$'5 .5 -.5 2 -, ` 1 1 A Et Et 0 0 i111 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 WIDTH IN FEET WIDTH IN FEET WIDTH IN METERS WIDTH IN METERS F 9 1 1.5 2 1 1.5 2 $ 11 I W I 11 ,1 10 —3 10 —3 8 C 9 9 k 2.5 cn --2 5 19 ' 6 r 6 W P W W W in 7 W 7 —2 II —2 W t Z 6 Z .: Z 6 z g 0 5 C --1.5 1— 0 5 1.5 I € = 4 B -1 1 w 450VG011 450VG111 = 4 6 -1 0 8 3 A = 3 = 8 d �c 2 —.5 2 A —.5 9 a i' L R. 1 1 EE 8. €8 e. 0 1 2 3 4 5 6 7 8 0 1 2 3 4 5 6 7 8 '2 m WIDTH IN FEET WIDTH IN FEET 5,4 w `2 x iv n 1iN t) < KAWNEER ADMCO20EN ke n,ea«! AN ICONC COMPMM. M V LLIC,a 5 451 dr .1¢ 2T-cq-oo l I, rail • k-A 1 Sp= 3.82- P 24..to psF e 3ci 'r.. 4157i"- Cc- ok ■111.,■�INC. Project: Art Rutldn ES ■C■ ■ STRUCTURAL Client: South Town Glass Proj. No.: 22-034 ■.■&111111ENGINEERS Date: Feb'22 By: RW Sheet No.: {(o 2790 SE HARRISON ST.STE.B,MILWAi1ETE OR,97222,503-607-04BI,FAX 502-607-0486. bob@bkengineers.com ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description SO4 V Mullion Input: • HIP —10 Manufacturer. Kawneer Series: 451 UT a i Shape: 452TCG001 & —10L IE 2 Geometry Input: V Mullion height: h= 8.00 ft Analysis Mullion spacing: sp= 3.82 ft A = 0.400 in (Deflection] Wind Pressure: p= 26.6 psi V= 0.41 k Effective Area: Ae„= 31 ft2 M= 9.75 k-in (A"y:from Effective Width=sp but not<h/3) Unbraced length: L b= 7.42 ft Bending Coefficient: Cb= 1.00 Check Mullion Deflection: Reinforcing length: L r= 0.00 ft Allowable.LI175 @ h<_13'-6" L/240+1/4"@ h> 13'-6" Aa 0.549 in [Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 .0= 1.65 [Safety Factor] E= 10100 ksi M p/0= 19.92 k-in (ADM F.2 ] F,y= 25 ksi Mnib/0= 14.56 k-in [ADMF.3,B.5.4 J Cc= 78.38 Mmb/n= 20.64 k-in (ADM F.3,B.5.5I Mn, /0= 10.22 k-in (ADM F.4,F4.2.5 ] Aluminum Mullion Properties: lx= 2.32 in4 M /0= 10.22 k-in [Allowable] ly= 0.46 in4 M= 9.75 k-in (MsM„/n] <OK> Sx= 1.03 in J= 0.004 in 4 C,,,= 2.767 in 6 B x= 0.000 in << Mullion OK >> ■111RI11111I N C C . Project: Art Rutkin ES • M, 1111 STRUCTURAL Client: South Town Glass Proj. No.: 22-034 •1111R,UMENGINEERS Date: Feb'22 By:RW Sheet No.: {l.Z-_ 2700 SE HARRISON ST.STE.E.SIILWAU IH OR,97222,S03-607-0,1M.FAX 003-fi0"/-04H6. bubCibken8ineers.,u. ALUMINUM MULLION DESIGN [ Based on 2015 Aluminum Design Manual(ADM) Description SO1 V Mullion Input: Manufacturer: Kawneer 3► Series: 451UT a --► Shape: 452TCG001 a. _c E 2 —1. Geometry Input: V Mullion height: h= 8.00 ft Analysis: Mullion spacing: sp= 2,08 ft A = 0.288 in [Deflection] Wind Pressure: p= 35.2 psf V= 0.29 k Effective Area. Ace= 21 ft2 M= 7.03 k-in (A"ff:from Effective Width=ep 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.D0 ft Allowable:L/175 @ h<_ 13'-6" L/240+ 1/4"@ h> 13=6" 6a= 0.549 in [Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 D= 1.65 [Safety Factor] E= 10100 ksi M p/n= 19.92 k-in [ADM F.2 ] Fcy= 25 ksi Mnm/n= 14.56 k-in [ADMF.3, 8.5.4 ] C 0= 78.38 Mnlb/n= 20.64 k-in [ADM F.3, 8.5.5 ] Mnmb/0= 9.41 kin [ADMF.4, F4.2.5 ] Aluminum Mullion Properties: ix= 2.32 in4 Mr,/O= 9.41 k-in [Allowable] ly= 0.46 in4 M= 7.03 k-in [MsM„/n] <OK> S11= 1.03 in 3 J= 0.004 in4 Cw= 2.767 in6 8,= 0.000 in cc Mullion OK » ■'■VUUI C . Project: Art Rutkin ES MICIIII 11111 STRUCTURAL client: South Town Glass Proj. No.: 22-034 RWULUNENGINEERS Date: Feb'22 By:RW Sheet No.: Oil 2700 SE I ARRISON Sf.SIN.13.MILWAL71I12 OR,97222,503 607 0481,FAX 503-607-0486. babCbkcngineers.cnm MULLroaJ S 451 ur . . 64 r-c4.:ooI 9,0 . ij 3. 1 a, ,a = ®. 6, '' (1-io' : . .: .. = 1 sores Aa Oe e�.c-c AAA=:Ch/3)(0= 4$144. F04. PRoPe n fir.S... . • �. • • ,c!1._. 7tso :r 3 L ._ o,9'0'' ( d,6t�ay eak 11 =(.3441- \(FP/2-Yellt) 22. 41 pr 42ro2)j'q 5 ` .so " `9 ,o PT . g 1. 60 >.'z► z� [466r-e4 -4:4 ±y /L:= 01,4pSy)(4a.Sfn.)(1jL) '6 53P . .: 24,"1... .5n+Gg= 1S .N. ..... • \ _. r 4- Ab4441--Ys f g ■111U/UUINC• Project: Art RutkinES ICUl III STRUCTURAL Client: South Town Glass Proj. No.: 22-034 111111MLIIIIIIENGINEERS Date: Feb'22 By: RW Sheet No.: /8 2700 SE HARRISON ST.STE.13,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com 6 /4/1i7Bt9am Project: By: Date: Checked: Date: Page: Description: 452T-CG-001 SO1 dj-1 Units: English Properties - X = feet, E = ksi, I = in"4 X = 0; E = 10100; I = 2.32; 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 = 8; PLoad = .115; Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 8; UStart = .053; UEnd = .053; WinBeam 3.30 - Registered to Shareware - Please Register Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft ' ^ 447 Shear - kips �16O0 -0.277400 Moment - kip ft 40 000000 0:T£59-21-4 Rotation - radians 0.01 5� . 69 Deflection - inches f0.561801 norm 16101%, winBeam 3.30 - Registered to Shareware - Please Register 14' 9i9 am 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 -0.277400 10.000 -0.261600 Equilibrium: Force Reaction Diff Vert 0.539000 -0.539000 -0.000 kips Rot -2.616 2.616 0.000 kip ft Min & Max values: Min Shear = -0.277400 kips at 0 feet Maw Shear = 0.261600 kips at 8.200 feet Min Moment = -0.725944 kip ft at 5.250 feet Max Moment = 1.367e-014 kip ft at 0 feet Min Rotation = -0.014769 radians at 0 feet Max Rotation = 0.015205 radians at 10.000 feet Min Deflection = 0 in at 0 feet Max Deflection = 0.561801 in at 5.050 feet 19/3 WinBeam 3.30 - Registered to Shareware - Please Register ' ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) pescriPtion SO1 V Mullion Input: Manufacturer: Kawneer Series: 451 UT a Shape: 452TCG001 Q .c 2 --► Geometry Input: V Mullion height: h= 10.00 ft Analysis: Mullion spacing: sp= 0.00 ft A = 0.000 in (Deflection] Wind Pressure: p= 31.4 psf V= 0.00 k Effective Area: Aeh= 33 ft2 M= 0.00 k-in (A,R:from Effective Width=sp but not<h/3) Unbraced length: L b= 8.00 ft Bending Coefficient: C b= 1.00 Check Mullion Deflection: Reinforcing length: L r= 0.00 ft Allowable:U175 @ h s 13'-6" U24.0+ 1/4"_@ h>uj3:-6" _ .,'--..., _....,, Da= 0.686 in [Allowable] < OK > \ 1 Aluminum Alloy Properties: Check Aluminum Mullion: Alloy 6063-T6 17= 1.65 (Safety Factor] E= 10100 ksi M p/f1= 19.92 k-in (ADMF.2 ] Foy= 25 ksi M nibif2= 14.56 k-in [ADM F.3,B.5.4 ] Co= 78.38 Mnib/0= 20.64 k-in (ADM F.3,B.5.5 ] Mnmb/0= 9.08 k-in [ADM F.4,F4.2.5 ] Aluminum Mullion Properties: ( /x= 2.32 in L___M,,:.R 908 k—in (Allowable]) ' --- ly= 0.46 in4 M= 0.00 k-in (M <_M„ICI] < OK> Sx= 1.03 in3 J= 0.004 in 4 C,,= 2.767 ins B x= 0.000 in « Mullion OK >> ■■■/■■I N C . Project: Art Rutkin ES ■1E■11 ■I STRUCTURAL Pro - - -- Client: South Town Glass Proj.i• No.: 22-034 •111M.IIIIIIEN GIN EERS Date: Feb'22 By:RW Sheet No.: '2L2 2700 SE HARRISON ST,STE.D,htILWALOUE OR,97222,503-1107-0481.FAX 503-507-0485. bob.Arkengineer$.corn M�! lt_IpNs ` 4-S W r '2-T : Mp.4.1.ok1=. 9'4Ik'�f C45 �-eel 4. 4I 64F,acc3 0r/og5t:)4 :5? -. EA iNerrralC N tlD C /•4 >4 = fk/a f k s33`1 .rae- ? ' p2 3t,4' PsFa 3o#'`. ,au-ow. AA t 60. • P' Pp PQ re 131 • q,. (61•46E)fso/rz)(W)(a.) _ Z� 9' . (2.402)05 ") sad , 452 r- c, -«X s.i l'. `!Tf))7`91r1- z. 'o .. 4, +ems N. 4 I c ' . : : .. . ■'■,�INC. Project: Art RutkinES ■ I c STRUCTURAL Client: South Town Glass Proj. No.: 22-034 IIIIIIP LUllENGINEERS Date: Feb'22 By: RW Sheet No.: 2-1 2700 SE HARRISON ST.STE.B,MILWAUX IE OR,97222,503-607-0481,FAX 503-607-0486. bob@bken®neers.com !/I/%r713eam Project: By: Date: Checked: Date: Page: Description: 452T-CG-001 SO1 j-1 Units: English Properties - X = feet, E = ksi, I X = 0; E = 10100; I = 2.32; 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 = 8; PLoad = .277; Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 8; UStart = .013; UEnd = .013; `ZI WinBeam 3.30 - Registered to Shareware - Please Register 6 Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft //->7 A 747 Shear - kips -0.263200 '-0.117800 Moment - kip ft o aonno , -0.526400 Rotation - radians 0 .01106g. '-o.T013-5 5 Deflection - inches 7759 n-moo 0 0 2z '2 WinBeam 3.30 - Registered to Shareware - Please Register I/I/ir7Beam 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 -0.117800 10.000 -0.263200 Equilibrium: Force Reaction Diff Vert 0.381000 -0.381000 -0.000000 kips Rot -2.632 2.632 0.000 kip ft Min & Max values: Min Shear = -0.117800 kips at 0 feet Max Shear = 0.263200 kips at 8.200 feet Min Moment = -0.526400 kip ft at 8.000 feet Max Moment = 3 .79e-014 kip ft at 10.000 feet Min Rotation = -0.008515 radians at 0 feet Max Rotation = 0.011068 radians at 10.000 feet Min Deflection = 0 in at 0 feet Max Deflection = 0.357759 in at 5.400 feet WinBeam 3.30 - Registered to Shareware - Please Register • ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description S01 V Mullion Input: --a Manufacturer: Kawneer ► Series: 451UT a k!) ..÷ _c E 2 Shape: 452TCG001 a Geometry input: V Mullion height: h= 10.00 ft Analysis: Mullion spacing: sp= 0.00 ft A = 0.000 in [Deflection I Wind Pressure: p= 31.4 psf V= 0.00 k Effective Area: AeN= 33 ft ' M= 0.00 k-in (A,,if:from Effective Width=sp but not<h/3) Unbraced length: L b= 7.83 ft Bending Coefficient: Cb= 1.00 Check Mullion Deflection: Reinforcing length: L,= 0.00 ft Allowable.'L/175 @ h s 13'-6" L/240+ 1/4"@ h>13'-6" Aa= 0.686 in [Allowable] t<---- < OK > Aluminum Alloy Properties: Check Aluminum Mullion: �J Alloy: 6063-T6 f2= 1.65 [Safety Factor] E= 10100 ksi Mnp/Ot= 19.92 k-in [ADM F.2 J F,y= 25 ksi M,5/0= 14.56 k-in [ADM F.3, B.5.4 J Cc= 78,38 Mrnb/n= 20.64 k-in [ADMF.3, B.5.5 I M,,,nb/f1= 9.41 k-in [ADM F.4, F4.2.5 ] Aluminum Mullion Properties: 1x= 2.32 in4 Mn/n= 9.41 k-in [Allowable] t t"""'- Iy= 0.46 in4 M= .00 k-in sMn/4] < OK> S,= 1.03 in3 J= 0.004 in4 C„,= 2.767 in6 B x= 0.000 in << Mullion OK >> ■'■,■■I C . Project: Art Rutkin ES MICIMII MI STRUCTURAL Client: South Town Glass Proj• No.: 22-034 111111190111MMENGINEERS Date: Feb '22 By:RW Sheet No.: 24- 2700 SE HARRISON Sl'.STR.e.MII.WAUKII3 OR,97222,502-607-0451.PAR 503-607-0458 bob tabkengincers.com Aul.Uewts 45t0r . MA , I sq51 1 t h=(o ... _:.ram.- ; (3...i:f . 5a CJ'�) i .. Mn.. 1l'IZ tt til .... .. .. -Y 4.= 6,440 < D: 6pb at 5a )4:- 9 1,40 liq,59 Ri_7. .24 2 93 - 2I'2- . P &i.414")(21)(50l0)^4s : Go._ (31.4 pACsaliz)02..1 s_(o5 RF 45Z7 Cq— 0,3 .. :.. 0. 342 . N .. .._...._. ...... . . _... . N `i : ''')' 7-7r— . A z. .6.4.G 390 A,LcAty5is - 111111111I111111INC• Project: Art Rutkin ES WON II STRUCTURAL Client: South Town Glass Proj. No.: 22-034 WPMENGINEERS Date: Feb'22 By: RW Sheet No.: '25 2700 SE HARRISON ST.STE B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkeneineers.com Wit/7z9ea/n Project: By: Date: Checked: Date: Page: Description: 452T-CG-013 S01 m-1 Units: English Properties - X = feet, E = ksi, I = in"4 X = 0; E = 10100; I = 4.54; 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 = 8; PLoad = .392; Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 8; UStart = .065; UEnd = .065; 2Wt ( winBeam 3.30 - Registered to Shareware - Please Register 1/0%7Beam Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft Shear - kips 0 521600. - .390400 Moment - kip ft 240-0 Rotation - radians 0.013 12, - 78 Deflection - inches _ 0.464783 Q--i7i (1on Z��Z WinBeam 3.30 - Registered to Shareware - Please Register ,7aeam 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 -0.390400 10.000 -0.521600 Equilibrium: Force Reaction Diff Vert 0.912000 -0.912000 -0.000 kips Rot -5.216 5.216 0.000 kip ft Min & Max values: Min Shear = -0.390400 kips at 0 feet Max Shear = 0.521600 kips at 9.000 feet Min Moment = -1.172 kip ft at 6.000 feet Max Moment = 1.031e-015 kip ft at 0 feet Min Rotation = -0.011778 radians at 0 feet Max Rotation = 0.013312 radians at 10.000 feet Min Deflection = 0 in at 0 feet Max Deflection = 0.464783 in at 5.200 feet Winseam 3.30 - Registered to Shareware - Please Register ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description S01 V Mullion Input: Manufacturer. Kawneer -a. Series: 451UT a Shape: 452TCG013 a i . g Geometry Input: V Mullion height: h= 10.00 ft Analysis Mullion spacing: sp= 0.00 ft A = 0.000 in [Deflection] Wind Pressure: p= 31.4 psf V= 0.00 k Effective Area: Aeff= 33 ft2 M= 0.00 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:U175 @ h s 13'-6" L/240+ 1/4"@ h> 13'-6" Aa= 0.686 in [Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy.- 6063-T6 f3= 1.65 [Safely Factor] E= 10100 ksi M„p/fl= 35.62 k-in [ADM F.2 I Fey= 25 ksi Mntb/n= 30.45 k-in [ADM F.3,B.5.4 ] Ce= 78.38 M„tb/i1= 41.72 k-in [ADMF.3,B.5.5 ] Mnmb/n= 17.17 kin [ADM F.4,F4.2.5 ] Aluminum Mullion Properties: =-,......--,----I--.•—•v---$--Th— Ix= 4.54 in4 � r k-in [Allowab .---- I y= 0.62 in4 M= 0.00 k-in [M <_ „/(1] <OK> Sx= 2.02 in3 J= 0.021 in4 C,.= 3.071 in6 B,= 0.000 in << Mullion OK >> ■11■VURI C Project: Art Rutkin ES &RI �� STRUCTURAL Client: South Town Glass Pro;. ICo.: 22-03a_ •W LU*ENGINEERS Date: Feb'22 By:RW Sheet \. '. ( 2700 SE HARRISON SI:.STK.B.MILWAUKIE OR,97222.503-607--0181.FAX 503-607-0466. bobebkenaineers.com MUL.(. 0k)S 451 L1T t wl 4 O-joa • I. S . .7ga3 to . him AEF --- C1,13)G ) ., 2s,4 p F .ko 4 Z.T.- cry.-t)2 &/49a-II4 Src l _. ..... •1111UIU■INC• Project: Art Rutkin ES 111`11I III STRUCTURAL Client: South Town Glass Proj. No.: 22-034 1111FELIIIMENGINEERS Date: Feb'22 By: RW Sheet No.: 2a 2700 SE HARRISON ST.STE.B,MILWAUXIE OR,97222,509-607-0481,FAX 503-607-0486. bob@bkengineers.com • ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description S06 V Mullion Input: -0. Ag" Manufacturer: Kawneer -► Series: 451UT 0_ ► v, J s Shape: 452TCG112 O. Reinforcing: 450-110 Steel -toI V Geometry Input: V Mullion height: h= 13.42 ft Analysis: Mullion spacing: sp= 3.63 ft A= 0.844 in [Deflection] Wind Pressure: p= 25.4 psi V= 0.62 k Effective Area: Aeff= 60 ft2 M= 24.91 k-in (A eff:from Effective Width=sp but not<h/3) M1= 4.99 k-in Unbraced length: L b= 5.58 ft Bending Coefficient.' C b= 1.00 Check Mullion Deflection: Reinforcing length: L r= 12.00 ft Allowable:L/175 @ h 5 13'-6" L/240+ 1/4"@ h> 13'-6" Aa= 0.920 in [Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 O= 1.65 [Safety Factor] E= 10100 ksi Mnp/f)= 19.98 k-in [ADMF.2 ] Fcy= 25 ksi Mntb/D= 13.09 k-in [ADMF.3,8.5.4 ] C,= 78.38 MreIn= 21.34 k-in [ADMF.3,B.5.5 ] Mnmb/O= 12.98 k-in [ADM F.4,F4.2.5 ] Aluminum Mullion Properties: lx= 2.40 in4 Mn/n= 12.98 k-in [Allowable] ly= 0.56 in4 M= 7.54 k-in [MsMn/CZJ <OK> S5= 1.07 in3 I. MEa1al(41u+Es4)] J= 0-003 in 4 C„,= 3.184 in6 Bx= 0.000 in Check Steel Reinforcing: 0= 1.67 [Safety Factor] Steel Properties: M = 33.62 k-in (=Fy*S,I J Steel: A36 M,/f1= 20.13 k-in (Allowable] E= 29000 ksi M= 17.37 k-in [Ms Mn/O] <OK> Fy= 36 ksi [ M.Esls/(Eala+Ests)] Reinf Shape Properties: << Mullion OK » lx= 1.93 in4 Sx= 0.93 in3 ■'■,■■1 ill C . Project: Art Rutkin ES `11111 NI STRUCTURAL Client: South Town Glass Proi. No.: 22-034 •WU ENGINEERS Date: Feb'22 By:RW Sheet No.: 2700 SE HARRISON ST.STE.H.MILWALNIE OR,9'7222,503-1307-0481.FAX 502-607-0485. bobC''bkengineers.com ,atyu./oNS 45! r 6 34-- tag II •i h 4 E0.06 71211% = I3 ,dam 13' (h" c :. 534-- 614 5le :GAL ■�■, �INC. Project: Art Rutkin ES ■11■� STRUCTURAL Client: South Town Glass Proj. No.: 22-034 �.� ENGINEERS Date: Feb'22 By: RW Sheet No.: So 2700 SE HARRISON ST.STE.B,MILWAUK]E OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description SCR.1 v Mullion input: "i Manufacturer: Kawneer —I. Series: Insulpour a Shape: 534-109 a. -+ .c 2 HIP — Geometry input: v Mullion height h= 10.08 ft Analysis Mullion spacing: sp= 1.67 ft 0 = 0.459 in [Deflection] Wind Pressure: p= 31.4 psf V= 0.26 k Effective Area: ABfl= 34 ft2 M= 7.99 k-in (A off:from Effective Width=sp but not<h/3) Unbraced length: L 6= 7.00 ft Bending Coefficient: C b= 1.00 Check Mullion Deflection: Reinforcing length: L,= 0.00 ft Allowable:L/175 @ h 5 13'-6" L/240+ 1/4"@ h> 13'-6" da= 0.691 in [Allowable] < OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 0= 1.65 [Safety Factor] E= 10100 ksi M„p/n= 23.94 k-in [ADMF.2 ] F,y= 25 ksi M„t./0= 17.64 k-in [ADM F.3,B.5.4 ] Cc= 78.38 M„tb/0= 23.05 k-in [ADMF.3,8.5.5 ] Mnmb/0= 20.13 k-in [ADM F.4,F4.2.5 ] Aluminum Mullion Properties: I x= 2.63 in4 M„/O= 17.64 k-in [Allowable J ly= 0.81 in4 M= 7.99 k-in [M5M„/DJ < OK > Sx= 1.16 in3 J= 0.947 in': C„,= 1.606 in6 B x= 0.029 in << Mullion OK >> ■'■VUUI ) C C . Project: Art Rutkin ES •KINI •I STRUCTURAL client: South Town Glass Proj. No.: 22-034 11111.11111111111111ENGINEERS Date' Feb'22 BY•RW Sheet No.: 22,,JI1 2700 SE HARRISON ST.STE.IP,SIILN'AOKIE OR,57222,503-607-0121.FAX 503-607-0480. bobCbkengineers.com 450 456-CC-©ni I. Fri Ala - 4 40' (.0 0 .7e5 P5F :epC.eo# 2, g42 /,12' sp. 4;4' P = 6P5F L INS°g- 3.; R4— fo; 56 P S PSF /.,-►t +oR- • 5 5. : ...:.. ■'■V INC• Project: Art Rutkin ES ■c.1 ■I STRUCTURAL. Client: South Town Glass Proj. No.: 22-034 1111/1111111M1111ENGINEERS Date: Feb'22 By: RW Sheet No.: 32 2700 SE HARRISON ST.STE.E,M2WAUKIE OR,97222,503-607-04B1.FAX 503-607-0966. hob@bkengineers.com ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description R41 V Mullion Input: Manufacturer. Kawneer Series: 450 o_ —P us Shape: 450CG001 E- L Hie Geometry Input: V Mullion height: h= 10.00 ft Analysis: Mullion spacing: sp= 4.40 ft A = 0.304 in [Deflection] Wind Pressure: p= 7.5 psf V= 0.17 k Effective Area: AeK= 44 ft2 M= 4.95 k-in (A off:from Effective Widfh=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:L1175 @ h s 13-6" L/240+ 1/4"@ h> 13'-6" Aa= 0.686 in [Allowable] <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 fl= 1.65 [Safety Factor I E= 10100 ksi M p/n= 20.42 k-in [ADM F.2 ] Fcy= 25 ksi Mntb/0= 16.30 k-in [ADM F.3, B.5.4 ] Cc= 78,38 Mntb/n= 21.54 k-in [ADM F.3, B.5.5 ] Mnmb/n= 5.39 k-in [ADM F.4,F4,2.5 ] Aluminum Mullion Properties: Ix= 2.42 in4 Mn/0= 5.39 k-in (Allowable] iy= 0.26 in M= 4.95 k-in fM <M„/0] <OK> S x= 1.08 in 3 J= 0.002 in4 C. 1.714 in6 B x= 0.000 in << Mullion OK >> ■k•IRIIIN C . Project: Art Rutkin ES .C.1 IIII STRUCTURAL client: South Town Glass Proj. No.: 22-034 UWU UUENGINEERS Date: Feb'22 By:RW _ 7Sheet No.: 33•i 2700 SE:IARRISON S I'.S'I .B.MILIKAUKIE OR,97222,503-607-0481,FAX 503-507-0486'. bobabRongincees.<om ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description R42 V Mullion Input: i Manufacturer. Kawneer Series: 450 a Shape: 450CG001 a L 2 --► Geometry Input: V Mullion height: h= 9.92 ft Analysis: Mullion spacing: sp= 4.40 ft A = 0.196 in (Deflection I Wind Pressure. p= 5.0 psf V= 0.11 k Effective Area: A Bff= 44 ff2 M= 3.25 k-in (Aefl:from Effective Width=sp but not<h/3) Unbraced length: L b= 9.58 ft Bending Coefficient: C b= 1.00 Check Mullion Deflection: Reinforcing length: L r= 0.00 ft Allowable:U175 @ h 5 13'-6" L/240+ 1/4"@ h> 13'-6" Da= 0.680 in (Allowable I <OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 n= 1.65 [Safety Factor] E= 10100 ksi M, /0= 20.42 k-in [ADMF.2 ) F,y= 25 ksi Mnib/0= 16.30 k-in [ADMF.3, B.5.4 ] C(;= 78.38 Mnib/f1= 21.54 k-in (ADMF.3, B.5.5 ) Mnmb/n= 3.84 k-in (ADMF.4, F4.2.5 ] Aluminum Mullion Properties: Ix= 2.42 in4 Mn/0= 3.84 k-in [Allowable] ly= 0.26 in4 M= 3.25 k-in (M skin/0) <OK> S,1= 1.08 in 3 .1= 0.002 in 4 C,.,= 1.714 in B x= 0.000 in <c Mullion OK >> ■'■v•.i C . Project: Art Rutkin ES 1E1 Ui STRUCTURAL Client: South Town Glass Proj, No.: 22-034 lir ULRUEN GIN EERS Date: _Feb'22 Hy:RW Sheet No.: 3312. 2700 SE H.,RR]SON ST.STE.B.M:LKAL'Rle OR,Y7222,,303-(3O7-(1481,MAX 503-e)7-114ri6. boba'bkengineers. or, % ALUMINUM MULLION DESIGN Based on 2015 Aluminum Design Manual(ADM) Description R42 V Mullion Input: --► Manufacturer: Kawneer Series: 4 n v,50 ► � •r E � Shape: 450CG001 a — Geometry Input: V Mullion height: h= 10.58 ft Analysis: Mullion spacing: sp= 2.20 ft a = 0.127 in [Deflection] Wind Pressure: p= 5.0 psf V= 0.06 k Effective Area: ABp= 37 ft2 M= 1.85 k-in (Ad):from Effective Width=sp but not<h/3) Unbraced length: L b= 10.42 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= 0.725 in [Allowable] < OK> Aluminum Alloy Properties: Check Aluminum Mullion: Alloy: 6063-T6 1l= 1.65 [Safety Factor] E= 10100 ksi M p/0= 20.42 k-in (ADM F.2 J Fby= 25 ksi Mnib/fl= 16.30 k-in [ADM F.3,8.5.4 ] Cc= 78.38 Mnib/n= 21.54 k-in (ADM F.3,B.5.5 ] Mnmb/O= 3.36 k-in [ADMF.4,F4.2.5 ( Aluminum Mullion Properties: I,y= 2.42 in4 Mn/0= 3.36 k-in [Allowable] ly= 0.26 in' M= 1.85 k-in (MsM„/0] <OK> Sx= 1.08 in J. 0.002 in 4 C,N= 1.714 ins B.= 0.000 in << Mullion OK » ■■■/GRIN C . Project: Art Rutkin ES 1111`11111 •I STRUCTURAL Client: South Town Glass Prof. No.: 22-034 •1,111LU•ENGINEERS Date: Feb'22 sy:RW Sheet No.: 53.3 2700 SE HARRISON ST.STE,B.MILWAUKIE OR,97222,503-607-04E1.FAX 603-607-0486. bob.bkcngineers.corn • 1:1Q--rA t L.S 14- to.lPi g S e.p 'Z.5" _ ) VA= hO11)(J'b) = 272*/ TR = 6729t.")( )(2,7 ) u,(.2) cP31. u.1)›. 5cillisiOS 0,0,e) Cr, = I.Co Vi4 = ( (2/ZI(;)(I.4'1= 23:� t' ce1011/4)(1100.'I CI 6\17 3 &* IPTilr INC.C• Project: Art Rutkin ES STRUCTURAL��ENGINEERS Client: South Town Glass Proj. No.: 22-034 Date: Feb'22 By: RW Sheet No.: 5461 2700 SR HARRISON ST.STE.B,MII.WAUKIE OR.97222.503-607-0481,FAX 503-607-0486. bob@bkengineers.com SILL BACK ANGLE and FASTENERS (Allowable Stress Design) Structure Type: Building 0: 3.00 a CO Sill Mullion: 6063-T6 Flo: 30 ksi Fm: 25 ksi tm: 0.125 in Sill Angle: 6061-T6 Fm: 38 ksi C — - �N., Fty: 35 ksi ta: 0.125 in M2 ( ) 1—T N' a: 1.625 in co 1 I.p, b: 0.875 in V \ al: 0.813 in / to a2: 0.813 in Mi :\_ , - \ bt: 0.750 in b2: 0.125 in OBack Angle: (Allowable Load) O Fasteners: (Allowable Load) MI=V*a; ;=1.2 Screw Size: #12-14 V= Mi/a, D: 0.216 in Va Ma/a, :a,=max(a ,a2) n: 14 threads/in T= V(a2+b1)/b1 Root 810 lb Fb: 27.6 ksi :1.3*Fty/f2h Rnov 1048 lb S: 0.0313 in3/ft :2*(ta)2 Ta: 270 lb Ma: 862 lb-ft/ft :Fbis Allowable Screw Loads Va: 1061 lb/ft :Me/a, No. Ta: Va: #12 -14 (Ib) (Ib) Ra Minimun (Root, Roov) 1 270 130 Ta= Rn/D 2 540 259 va=Ta*bt/(a2+b>) 3 810 389 4 1080 518 Pullout: (Sill Mullion) 5 1350 648 :0.038"5 t, <0.080" :(K,= 1.01) 6 1620 778 :0.080"5tn,<2/n :(Kg= 1.2 ) - K 7 1890 907 :2/n<tr,<t4/nsD t mF ty 8 2160 1037 :Root 1.2*D*Fty*(4/n-tm)+3.26*D*Ft *(te,2/n) 9 2430 1166 :4/n <-tn,<_0.375" 10 2700 1296 :Rp0t=1.63*D*t, *I-ta 11 2970 1426 Pullover: (Back Angle): 12 I 3240I 1555 :0.060"<_to<0.19" :(te/D> 1.1 use to/D=1.1) :Rp„=(0.27+1.45*ta/D)*D*ta*Fty IIIIINVIIIIIIIINC . Project: Art Rutkin ES uc1111 1 Client: Pro 1 STRUCTURALi South Town Glass _ ,o . No.: 22-034 •PEI , IIIIIENGINEERS Date: Feb '22 By: RW Sheet No.: 3+ Z. 2700 SE HARRISON ST.STE.B,MILWACKIR OR,97222,503-607-0481,FAX 503-607-0486 bob@bkengmeers.com �5! L1T : 401 • t SEE SEPARATE SHOP ;pt T�="'� 'i�. -- ,� x � .(�� I'74 s z'7.e 5' C�-'rz; A A 1, 44:5 ._. /1 / 452TCG001 MULLN- - •...:... -... .. . .. . . -- ... . ' 451TVG670 RECEF IERS 451VG572 RECEPi I ` ) .IMF` WO. cot. _. -- 1ERS _____t— eh---------`-:---- 'fl ,. • Ixz I _ Y= 5 a J � . . /,2-5" 4 12 GLAZING AS SCHEDU I 51I2" ... .!/= ass.. L,.,6.� �=�sY 75 ;� Win: o±� ,� c 15 (a...ak"n : iii I :.l?D <45-$ 4.1G- M.U L:t_hD og.J -2 _:Y . 5 ti2a'.s i4-' (.277E. of EaSg -"" V; 4s" f) ).4,-' lob. c..4 - 414. 72 : AZS" • • ■11MV INC• Project: Art Rutkin ES :::1LSTRUCTURAL Client: South Town Glass Proj. No.: 22-034 ENGINEERS Date: Feb'22 By: RW Sheet No.: 35 270D SE HARRISON ST.STE.B,MILWAUHIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com 4-51 ur C . 11- ' ' SEE SEPARATE SHOP .� 452TCG001 451TVMULL); - l :_. -IERS •.•. 451V G720RECEPI -- : r= �� I(1 . 4_ _I;{ HING . . 1ERS . . jr14-N ... . • •�/ 0 (4) i_. • 14-wA. tp=e.&' '• er — . o 1 to Li �1WI `�ti'l O ... ... to _. 12- 1'v 233 4z-r .6k. , Z., 458 ' 4 1/2" • - . . GLAZING AS SCHEOU I 5 1/2" y. . R,- n..... .. (4°) e My(4-1f h) . . 111111■1/RIINC. Project: Art Rutkin ES •CUI •1 STRUCTURAL Client: South Town Glass Proj. No.: 22-034 11.1111LII ENGINEERS Date: Feb '22 By: RW Sheet No.: 2700 SE HARRISON ST.STE.B,MILWASMIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com F 45! uT 44g. . . .., i._ . . ... Z4 SS ERS f 11ll !P;)..*614 0. 1> !Scg- 4- ING II. -:k 04444 eRS I �c ill "s.,l l: _ T'`CjZb)(1") = Ili 41/2"51l2" `1 4l �, I 4- wd . scrz• (p: ,Z.s :7i ) V r.�t v(o`i5 c +_t.ioa v a: /Z4�` .C.. Z7Z arC '&: PI..Z' L 4448 1 -14 \i.12p1.. 0Zz' a SU 4 f-17 2 ik.. 1/ ,,--et) Ak 14 &6 , scl2 or,: _- : ( ,) 40•1d- (AS a. see cc4-z"s1: V=- 695.._ _ LLcv41: < 212 oft : -L- 111 Z. , el''� <�S1S n ■,■,■ ,I C• Project: Art Rutl�t ES MC STRUCTURAL STRUCTURAL Client: South Town Glass Proj. No.: 22-034 ENGINEERS Date: Feb'22 By: RW Sheet No.: 37 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-507-0486. bob@bkengineers.com 1.€7'7-.G LS 451 ur _- 2 V= ' 450 °3 9 s If J �� : ` f, 1 II p. I,:' JI ;, ('2' *1+ :too. 5c2 (G= 'Z..S ).. IIIIIMIIIIPIP'' -it III m f; 71= t4$ Gzi'z off. . ck !e�' t T ?..g .f 14 71-231e - 2-7/ (@ 57.9') i Y �41/2• 4E0�btt - Z1VS:.:1R I 51/2" x s . . le) tb.. )4 wp.scg et.. .. ■1111■V I \C• Project: Art Rutkin ES :1E: STRUCTURAL Client: South Town Glass Proj.No.: 22-634 ENGINEERS Date: Feb'22 By: RW Sheet No.: 3$ 2700 SE HARRISON ST.STE.5,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bken®neers.com ds( UT • • • r 4„2 I RING , . ...;Ms bado . 240: d/ S a I d n 0 r. - .. .. , .. .. . , 3 VTZ2v ;Y:.. ..i3s ft .e.4 ..._ .V -o.0(22a)- 35t- _ztl . .. . `bi=.44 r.tt.s CO).. 'I4".4p .wi-t 1-11 ..(K .- ). . .....Aar_. . rr° J Airs_ f Defoe a a-011 .., vAL.f.O !040040- • se. C mLC- cctc ra.'Z O ...Jct. .. ... ;..Si".•P4.�M.,q-0C,I.li : roOlo� 'T'� ✓2L (Ft i.T ►t.'e.MR ptG or,ZS' : gist M bil- ■I■VU• \I C. Project: Art Rutkin ES ■ ■, II STRUCTURAL Client: South Town Glass Proj. No.: 22-034 11111,111LIIIMENGINEERS Date: Feb'22 By: RW Sheet No.: 31 2700 SE HARRISON Sr.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineers.com i■■III.TI www.hitti,us Profis Anchor 2.9.1 Company: BK Engineers,Inc Page: 1 Specifier: Robert Wells Project: Address: 2700 SE Harrison St,Milwaukie,Oregon Sub-Project I Pos. No.: Phone I Fax: (503)607-0481 I Date: 2/22/2022 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)-C 1/4(2 1/2) Effective embedment depth: he=1.920 in.,hnem=2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 7/1/2020 112/1/2021 Proof: Design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.125 in. Anchor plate: I,x ly x t=4.000 in.x 4.000 in.x 0.125 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete, 3000,f =3,000 psi;h=8.000 in. Reinforcement: tension:condition A,shear:condition A;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] z of tr y.. o.V - x 4t9r Input date and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hil6 Is a registered Trademark of Hilti AG,Scheer! 1.11.IL.-1.11 www.hittius _ Profis Anchor 2.9.1 Company: BK Engineers,Inc Page: 2 Specifier. Robert Wells Project: Address: 2700 SE Harrison St, Milwaukie, Oregon Sub-Project I Pos.No.: Phone I Fax: (503)607-0481 I Date: 2/22/2022 E-Mail: 2 Load case/Resulting anchor forces y Load case:Design loads Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 143 352 0 -352 T x max.concrete compressive strain: 0.03[So] max.concrete compressive stress: 150[psi] resulting tension force in(x/y)=(0.000/0.000): 143[Ib] resulting compression force in(x/y)=(0.000/-1.841):143[Ib] Anchor forces are calculated based on the assumption of a rigid anchor plate. 447 _ie s r :--`4:': r M' :s, rf l I _', t ' ,t it 3'c 4, ,:',, 3 Tension load compression Load N„„[lb] Capacity+N„[Ib] Utilization pH=NA.Nn Status Steel Strength' 143 3,679 4 OK Pullout Strength* 143 830 18 OK Concrete Breakout Strength** 143 1,858 8 OK 'anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa[Ib] 0 4 Nee[lb] Nun[Ib] 5,660 0.650 3,679 143 3.2 Pullout Strength Np[Ih] (fty250o)a'fi 4 4 Npn.ro[lb] 1,166 1.095 0.650 830 3.3 Concrete Breakout Strength AN.OM) ANw[in 2] ca,r in[in.] Cc[in.] W u,N 33.18 33.18 3.000 2.780 1.000 ec1.N[in.] 4,ec1,N ec2,N[In.] W ec2,N W ed,N W cp,N kn. 0.000 1.000 0.000 1.000 1.000 1.000 17 Ni,[Ib] 4 4 Nth,,[Ib] Nua[Ib] 2,477 0.750 1,858 143 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(t)2003-2009 Hilt/AG,FL-9494 Schwan Hulk is a registered Trademark of Hilt AG,Schwan t /■■1II.TI www.hilti.us Profis Anchor 2.9.1 Company: BK Engineers,Inc Page: 3 Specifier: Robert Wells Project: Address: 2700 SE Harrison St, Milwaukie,Oregon Sub-Project I Pos. No.: Phone I Fax: (503)607-0481 I Date: 2/22/2022 E-Mail: 4 Shear load Load V„e[Ib] Capacity I)Va[lb] Utilization fiv=V„a/a Va Status Steel Strength` 352 930 38 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength" 352 1,734 21 OK Concrete edge failure in direction y-" 352 1,123 32 OK *anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength Vsa[Ib] av,sels 4, 4 V:e[lb] Vua[lb] 1,550 0.900 0.600 930 352 4.2 Pryout Strength AN.[in 2] AN„0[in.2] ca.mi, [in.] k ) cec[in.] W c.N 33.18 33.18 3.000 1 2.780 1.000 ect.v[in.] W oo v ec2,v[in.] W ec2,v V ed,N W cp,N ku 0.000 1.000 0.000 1.000 1.000 1.000 17 NE,[lb] e 4,Vcpg[lb] Vua[Ib] 2,477 0.700 1,734 352 4.3 Concrete edge failure In direction y- le[in.] do[in.] c1 [in.] Av0[in.2] Avco[in.2] 1.920 0.250 3.000 40.50 40.50 w ea,v V pe,alle:.v e v[in.] W ec,v W c,v W h,v 1.000 1.000 0.000 1.000 1.000 1.000 Vb[Ib] e $Von[Ib] Vow[lb] 1,498 0.750 1,123 352 5 Combined tension and shear loads bN [1v c Utilization(1N,v[e/a] Status 0.173 0.378 5/3 26 OK RNv=RN*f3 <=1 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(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 Anchor calculates the minimum required anchor plate thickness with FEM 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 Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The c1 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! 40, 3 Input data and results must be checked for agreement with the existing conditions and for plausibility! �. PROFIS Anchor(c)2003-2009 Hilt)AG,FL-9494 Schwan HMI is a registered Trademark of Hilt)AG,Schwan 451 u r 3 0 .... 4 1/2• HING ' re 1.4 "Ail tei ill ..3. o.ti e..�a .1 . . Mu ( 1 d G7s1 - 42. ' � ` . : U K., = /066r tit (4z) a i>04.0e. JAkrnt - & s`aL--a, GpcC..C.:.. V.:•3 1 < low Qt- .. • 111111111■� INC• Project: Art Rutkin ES IC. LIE STRUCTURAL Client: South Town Glass Proj. No.: 22-034 ENGINEERS Date: Feb'22 By: RW Sheet No.: 41 2700 SE HARRISON ST.STE.B,bm.WAUKIE OR.97222,503-607-0481,FAX 509-607-0486. bob@bken¢ineers.com 11■■11`T1 www.hini.us Profis Anchor 2.9.1 Company: BK Engineers,Inc Page: 1 Specifier. Robert Wells Project: Address: 2700 SE Harrison St,Milwaukie,Oregon Sub-Project I Pos.No.: Phone I Fax: (503)607-0481 I Date: 2/22/2022 E-Mail: Spscifier's comments: I Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)-C 1/4(2 1/2) 3 rA, r,.. .0 Effective embedment depth: he=1.920 in.,h,,,b=2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 7/1/2020 112/1/2021 Proof: Design method Ad!318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.125 in. Anchor plate: Ix x ly x t=6.000 in.x 4.000 in.x 0.125 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000, =3,000 psi;h=8.000 in. Reinforcement: tension:condition A,shear:condition A;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] z of • o sr 3 __i� _ o ' x • �� f Input date and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 HIIS AG.FL-9494 Schean Hilti is a registered Trademark of HIM AG,Schean 4. i■■r11T ' www.hitti.us Profis Anchor 2.9.1 Company: BK Engineers,Inc Page: 2 Specifier. Robert Wells Project: Address: 2700 SE Harrison St, Milwaukie, Oregon Sub-Project I Pos. No.: Phone I Fax: (503)607-0481 I Date: 2/22/2022 E-Mail: 2 Load case/Resulting anchor forces .y Load case:Design loads Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 115 280 0 -280 2 115 280 0 -280 0 1 T. se max.concrete compressive strain: 0.03[16u] max.concrete compressive stress: 142[psi] resulting tension force in(x/y)=(0.000/0.000): 231 [Ib] resulting compression force in(x/y)=(0.000/-1.820):231 [Ib] _. Anchor forces are calculated based on the assumption of a rigid anchor plate. Compression 3 Tension load Load Nee[Ib] Capacity+Nn[Ib] Utilization fit,=N0J+Nn Status Steel Strength' 115 3,679 4 OK Pullout Strength* 115 830 14 OK Concrete Breakout Strength** 231 2,826 9 OK "anchor having the highest loading '"anchor group(anchors in tension) 3.1 Steel Strength N.[Ib] 6 6 N�[lb] N.[Ib] 5.660 0.650 3,679 115 3.2 Pullout Strength Np[Ib] (f5/2500)os 4, 4)Npe,rc[Ibl 1,166 1.095 0.650 830 3.3 Concrete Breakout Strength r ANc[In. I _ 'NcO[in 21 CEA*,Lin.] eec[in.] 41 c.N 50.46 33.18 3.000 2.780 1.000 ep1,N[in.] W ec1,N ec2,N[In.] w ec2,N W ed,N V cp.N krr 0.000 1.000 0.000 1.000 1.000 1.000 17 Nb[Ib] + e Nag[Ib] N.[Ib] 2,477 0.750 2,826 231 42.1-- Input data end results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor(c)2009-2009 HIM AG,FL-9494 Schwan Hilti is a registered Trademark of Hilt AG,Schwan A , 10.1111161111111111.11 www.hilti.us Profls Anchor 2.9.1 Company: BK Engineers,Inc Page: 3 Specifier: Robert Wells Project: Address: 2700 SE Harrison St, Milwaukie,Oregon Sub-Project I Pos. No.: Phone I Fax: (503)607-0481 I Date: 2/22/2022 E-Mail: 4 Shear load Load V„a[Ib] Capacity 4 V„[Ib] Utilization pv=Vae/a V„ Status Steel Strength* 280 930 31 OK Steel failure(with lever arm)" N/A NIA N/A N/A Pryout Strength" 560 2,637 22 OK Concrete edge failure in direction y-** 560 1,498 38 OK *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength V,„[Ib] Otv,sem S cp V„„[lb] Vua[Ib] 1,550 0.900 0.600 930 280 4.2 Pryout Strength AN,[fn 21 AN.,[in.2] c„,min[In.] kw cac[In.] W c,N 50.46 33.18 3.000 1 2.780 1.000 er.t.v lift] W ecl.V ec2x[in] by ec2v W ed.N W cp,N kcr 0.000 1.000 0.000 1.000 1.000 1.000 17 Nb[Ib] + 0 Vcpo[Ib] Vua[lb]. 2,477 0.700 2,637 560 4.3 Concrete edge failure In direction y- I,[in.] do[in.] ch [in.] Av.[in?' Avw[In 21 1.920 0.250 3.000 54.00 40.50 w ed,V W parallel V ec,v[in] W gcv W cy W h,V 1.000 1.000 0.000 1.000 1.000 1.000 Vb[Ib] S $Vcog[Ib) Vua[Ib] 1,498 0.750 1,498 560 5 Combined tension and shear loads rN 13v Z. Utilization[1NV[%] Status qq 0.139[ 0.374 5/3 24 OK I+NV=RN+YV<=1 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(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 Anchor calculates the minimum required anchor plate thickness with FEM 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 Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.Them factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! 4Z•3 Input data end results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c i 2003-2009 Hilt AG,FL-9494 Scheer Hilt Is e registered Trademark of HIS AG,Schaan l l (ILS t 3 : V- -ea 403 403 III ,r r � ill �' Cba�G�'��..c. '1� Plf. + R III INTERIC /. 40 III' _ . - iig 1t.t,,iP,.SCg .12.7.f.' .4.....t: .(.R4-2 b) I l.? = 4ra►1eel iZ.0 C231 ow- 1 HINGE STALE la �— t_ 2dxz') = 415 .� I I I I I 9/32" 5" 1...±.31...._.._..: �'�, �� .1�..19��:II12" 1174" DOW 1 iII,11fz_, NFD e 1Zt7 4'8Zz all <V3I. pK. ';III�i _ RO. 1.1 I EXTE: .... <3.5 ,e K- f0SE /CONO,47) IIIMMIIMININC. Project: ArtRutkinES Ellaa STRUCTURAL Client: South Town Glass Proj. No.: 22-034 1111.11LUUENGINEERS Date: Feb'22 By: RW Sheet No.: 2700 SE HARRISON ST.STE.B,MQ WAUWE OR,97222,803-607-0481,FAX 503-607-0986. bob@bkenginee's.com ? LS 451 if lA ig 3 iv 4-oI 4ot l/rAr,_ 2Dk, aq pCYIE -Tfl... " 1 : v d �=14 -�YI ...7 w. .6 1e `r,.4.W I : AAV WOO lEl0+3-1E?EmLirfari (M440004 r-t.14. - alTrir 1/4-- _I is' I . G 'Z.l 61.642.1 r, -. DLO 2" 1 1/4" DOW -�4 dt fr,'f'{'T. s 4 V=1 435" < 6 84 0K Kt CI,6)643s. i _ ,ever (i) , "cp +�T, C- .. . ... ... ... ... . .. . . . . . . . . ... . . ... ... .. . . ........ .. ..'K -5 m- t_r� ■�..��1��. Project: Art Rutkin ES .�■, ■, STRUCTURAL Client: South Town Glass Proj. No.: 22-034 11PILUUENGINEERS Date: Feb'22 By: RW Sheet No.: `t-r 2700 SE HARRISON ST.STE,B,MILWAUKIE OR,97222,503-607-0481,FAX 603-607-0486. bob@bkengmeers.com MII�TI " www.hilti.us Profis Anchor 2.9.1 Company: BK Engineers,Inc Page: 1 Specifier: Robert Wells Project: Address: 2700 SE Harrison St,Milwaukie, Oregon Sub-Project I Pos.No.: Phone I Fax: (503)607-0481 I Date: 2/23/2022 E-Mail: Specifier's comments: 1 Input data ° Anchor type and diameter: KWIK HUS-EZ(KH-EZ)1/4(2112) Effective embedment depth: her=1.920 in.,h,. =2.500 in. LYS Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 7/1/2020 1 12/1/2021 Proof: Design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.125 in. Anchor plate: I,x 1,x t=2.000 in.x 4.000 in.x 0.125 in.;(Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete,3000,fe=3,000 psi;h=8.000 in. Reinforcement: tension:condition A,shear:condition A;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] Z of • zs • iQl25' — 43. 4S,I Input data and results must be checked for egreemenl with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 HIM AG,FL-9494 Schwan Hilt Is registered Trademark of Hilt)AG,Schwan t it[.T1 www.hilti.us Profis Anchor 2.9.1 Company: BK Engineers, Inc Page: 2 Specifier: Robert Wells Project: Address: 2700 SE Harrison St,Milwaukie, Oregon Sub-Project I Pos.No.: Phone I Fax: (503)607-0481 I Date: 2/23/2022 E-Mail: 2 Load case/Resulting anchor forces y Load case:Design loads Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 195 696 0 -696 Tek -� x max.concrete compressive strain: 0.07[%e] max.concrete compressive stress: 305[psi] resulting tension force in(x/y)=(0.000/0,000): 195[lb] resulting compression force in(xly)=(0.000/-1.787):195[Ib] Anchor forces are calculated based on the assumption of a rigid anchor plate. u� Q 3 Tension load Compression Load N„a[Ib] Capacity$Nn[Ib] Utilization AN=NJ$Nn Status Steel Strength* 195 3,679 6 OK Pullout Strength* 195 830 24 OK Concrete Breakout Strength** 195 1,667 12 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa[Ib] $ 4,Nea[lb] Nua[Ib] 5,660 0.650 3,679 195 3.2 Pullout Strength hip[Ib] (t,72500)c'5 $ 4)Npn,re[Ib] 1,166 1.095 0.650 830 3.3 Concrete Breakout Strength AN,[in.2] ANeo[in.2] ca.min[in.] coo[in.] W c,N 30.99 7 33.18 2.500 2.780 1.000 ec1,N[in.] w ec1,N -__ ec2,N[in.] W ec2,N W od,N W cp,N ku 0.000 1.000 0.000 1.000 0.960 1.000 17 Nb[lb] $ $Noog[lb] N_u [lb] 2,477 0.750 1,667 195 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 KW AG,FL-9494 Schaan Hilt is a registered Trademark of Hilti AG,Schaan 11141111jrill www.hiltl.us Profis Anchor 2.9.1 Company: BK Engineers, Inc Page: 3 Specifier: Robert Wells Project: Address: 2700 SE Harrison St,Milwaukie,Oregon Sub-Project I Pos.No.: Phone I Fax: (503)607-0481 I Date: 2/23/2022 E-Mail: 4 Shear load Load V„e[lb] Capacity 0 Vn(Ibj Utilization Pv=V„eJ+V„ Status Steel Strength* 696 930 75 OK Steel failure(with lever arm)* N/A N/A N/A N/A PryoutStrength** 696 1,556 45 OK Concrete edge failure in direction y-** 696 854 82 OK *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength Vs,,[lb] (IV seis 41 (I)Vsa[lb] Vus[Ib] 1,550 0.900 0.600 930 696 4.2 Pryout Strength ANe[in.2] ANca[In.2] ;ami„[in.] kep — czc[in.] W c.N 30.99 33.18 2.500 1 2.780 1.000 eei.v[in•] W act V ec2,V[in.] t1 ec2,V W ed,N W cp,N kcr 0.000 1.000 0.000 1.000 0.960 1.000 17 Nb[Ibj 41 4,V,,,,[Ib] VYe[lb] 2,477 0.700 1,556 696 4.3 Concrete edge failure in direction y- le[in.] de[in.] c.. [in.] Ave[in.2] Avm fin.2] 1.920 0.250 2.500 28.13 28.13 W ed,V W palauel,V ec,v[in.] W eo,V W c,V W h.V 1.000 1.000 0.000 1.000 1.000 1.000 Vb[lb] $ $V [Ib] V„a[lb] 1,139 0.750 854 696 5 Combined tension and shear loads AN 6v Utilization PN,V[%] Status 0.235 0.815 5/3 80 OK FNV-pN+pV<-1 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(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 Anchor calculates the minimum required anchor plate thickness with FEM 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 Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.Them factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! z},e3 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c 12003-2009 Hilti AG,FL-9494 Scheen Hilt'Is a registered Trademark of Hilti AG,Schwan L b r74-1 LS 45t u r" 1A to . • ALUM.ENTRANCE&GLAZING AS SCHEDULED- •- - ��' ` - ?�� ' • INTERIO... C'2 ik,/t b3C ^0 Sa (p ..z." AiN:I 11 = �1-� Z A { _ 5 . 14s* . 32.8 old. -� - NINGE SALE Z. 9/32' 5' DLO . 2 Dow f .. 4 324 1/2" NED R.O. ..- . . . FXTER DIG- V.' 295w • • . I IN C• Project: Art Rutkin ES I STRUCTURAL Client: South Town Glass Pros. No.: 22-034 ENGINEERS Date: Feb'22 By: RW Sheet No.: 4c0 2700 SE HARRISON ST.STE.B,MI WAUKIE OR.97222,503-607-0421,PAX 503-607-0486. bob@bkengineere.com 4so eSib ►+,: (4) *it wti, c (.P=eel) 40i. = itJO dog` < 2'at 014 S►L1.,. 4 c _ IlI �ci P. GM ,,11 I■1 IT'P.. .G 55 2- , C *SIL-L'. WU l\fl • N .. c o ii 0 O .. 1rr I_ 4 1/2" I - : C,) $12. aJ . ir. CPL S~) • ifr- . .*1.14 - V 1- 1'2Cb .e del.uc,uo�]. . .. • a- 440.4 c2a b gs, 4toa z ?" 4,�3i o <3 •— c)) e AA4r8 ^ae 1Vi.1.• • • ■'.VI INC. Project: Art Rutkin ES IC I STRUCTURAL Client: South Town Glass Proj. No.: 22-034 =ENGINEERS Date: Feb '22 By: RW Sheet No.: 41 2700 SE HARRISON ST.STE.B,MILWAUKIE OR,97222,503-607-0481,FAX 503-607-0486. bob@bkengineere.com u �E iLg 4s'a (73-) • 'I.o .f , 1 n cc Z WARM 4 e a a d a .... .... ...... ........ - a a d A a .. .. .. 4 0 y . . ... ... ... . la 1L;it= (i,F)f = :ty'2 4.011 (r) 1/4"ep. ►.i GT 044-s40) 2 • • ■'tic IN C. Project: Art Rutkin ES 15 STRUCTURAL Client. South Town Glass Proj. No.: 22-034 ENGINEERS Date: Feb'22 By: RW Sheet No.: 2700 SE HARRISON ST.STE.13,MO,WAUKIE OR,97222,603-607-0481,FAX 603-607-0486. bob@bkengineers.corn MIL. I•I` www.hiitl.us Profis Anchor 2.9.1 Company: BK Engineers, Inc Page: 1 Specifier: Robert Wells Project: Address: 2700 SE Harrison St, Milwaukie, Oregon Sub-Project I Pos.No.: Phone I Fax: (503)607-0481 I Date: 2/23/2022 E-Mail: Specifiers comments: 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)1!4(1 5/8) Effective embedment depth: he=1.180 in.,h,,, = 1.625 in. 4'( Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 7/1/2020 112/1/2021 Proof: Design method ACI 318/AC193 Stand-off installation: eb=0.000 In. (no stand-off);t=0.100 in. Anchor plate: Ix x ly x t=4.000 in.x 4.000 in.x 0.100 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,f =3,000 psi;h=5.000 in. Reinforcement: tension:condition A,shear:condition A;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.Ib] Z of 0 ,.r \y 1e H • 4g11 Input data and results musl be checked for agreement with the existing conditions and far plausibility! PROFIS Anchor(c)2003-2009 Hilll AG,FL-9494 Schean HIM Is a registered Trademark of Hllti AG.Schaan 4 1 NI`[T/ www.hilti.us Profis Anchor 2.9.1 Company: BK Engineers.Inc Page: 2 Specifier: Robert Wells Project: Address: 2700 SE Harrison St,Milwaukie, Oregon Sub-Project I Pos.No: Phone I Fax: (503)607-0481 I Date: 2/23/2022 E-Mail: 2 Load case/Resulting anchor forces y Load case:Design loads Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 41 152 0 -152 T x max.concrete compressive strain: 0.01 [%a] max.concrete compressive stress: 43[psi] resulting tension force in(x/y)=(0.000/0,000): 41 [Ib] resulting compression force in(x/y)=(0.000/-1.841):41 [Ib] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Compression Load Na,[Ib] Capacity 4 Na[Ib] Utilization PN=Nod.Nn Status Steel Strength' 41 3,679 2 OK Pullout Strength' 41 317 14 OK Concrete Breakout Strength** 41 656 7 OK 'anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength N, [lb] 4 4 Nae[Ib] N,[lb] 5,660 0.650 3,679 41 3.2 Pullout Strength NI,:jib] (fc/2500)0-3 9 N Npc.rc[Ib] 667 1.056 0.450 317 3.3 Concrete Breakout Strength --- AN,[in] "vac)[in.'] cs,min[in.] ca.[in•] W c,N 12.53 12.53 2.500 2.000 1.000 I • ec1N[in.] W ec1,N ec2.N Pill tir ec2,N W ed,N w cp.N ku 0.000 1.000 0.000 1.000 1.000 1.000 17 Nb[Ib] 4 4 Non[Ib] No[Ib] 1,194 0.550 656 41 4f.2 Input data and results must be checked for agreement with the existing conditions end for pleuslbilftyl PROFIS Anchor(c)2003.2009 Hlltl AG,FL•9494 Schaan Hilt is a registered Trademark of Hilt AG.Schwan =Gil a www.hiiti.us Profis Anchor 2.9.1 Company: BK Engineers,Inc Page: 3 Specifier. Robert Wells Project: Address: 2700 SE Harrison St,Milwaukie,Oregon Sub-Project I Pos.No.: Phone I Fax: (503)607-0481 I Date: 2/23/2022 E-Mail: 4 Shear load Load V,,,[Ib] Capacity 4 V,[Ib] Utilization pv=Vu,/4 V, Status Steel Strength" 152 930 17 OK Steel failure(with lever army' N/A N/A N/A N/A Pryout Strength" 152 835 19 OK Concrete edge failure in direction y-• 152 775 20 OK "anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength V.[Ib] av,seis 4 4)V.[lb] V.[Ib] 1,550 0.900 0.600 930 152 4.2 Pryout Strength AN.[in?) Aug][In'] ;mon[in.] kw co.[In.] W c.N 12.53 12.53 2.500 1 2.000 1.000 em,v[in.] W ec1.v e<2.v Iin.] W ec2,V W ed,N W cp,N I4r 0.000 1.000 0.000 1.000 1.000 1.000 17 Nb[lb] 4 4)Vcpg[Ib) Vaa[lb[ 1,194 0.700 835 152 4.3 Concrete edge failure In direction y- le[in.] do[in.] ci[in.] Ave[41•2] Avco PO] 1.180 0.250 2.500 28.13 28.13 W ed,v W parallet,v ec.v[in•] W ec,v W c,v W 4v 1.000 1.000 0.000 1.000 1.000 1.000 Vb[Ib] 4) 4)Vcbg[Ib] Voa ON 1,034 0.750 775 152 5 Combined tension and shear loads ON i v Utilization[;N,v[%] Status RN 0.130 0.196 5/3 10 OK ry 13NV=Y +fii,<=1 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(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 Anchor calculates the minimum required anchor plate thickness with FEM 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 Anchor.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The 4)factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! 41, 5 Input data and results most be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hiltl AG,FL-9494 Schwan Hilti Is a registered Trademark of HU AG,Schwan FOR OFFICE USE ONLY—SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT at II Transmittal Letter TIGARD 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tit;ard-or.gov TO: Brander'Taggart DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED FROM: Christian Cutul JAN 112021 COMPANY: Bora Architects&Interiors CITY OrTIGARD PHONE: 415-948-0316(mobile) BUILDING DfYl l!�� EMAIL: cutulkBora.co RE: 15600 SW River Terrace Boulevard BUP2020-00153 (Site Address) (Permit Number) Rutkin Elementary School (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: Additional set(s) of plans. 2 Revisions: Cross section(s)and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. 2 Engineer's calculations. 6512Writ Other(explain): REMARKS: Final"clean"building permit sets for CoT records/permit issuance,per CoT direction. Plan review approval has already been communicated by T.Hochstatter(CoT). FOR OFFICE USE ONLY Route o Permit Technician: Date: S— .a_[—..a-] Initials: `- Fees Due: Yes ❑No Fee Descri lotion: mount Due: $ $ $ Special Instructions: Reprint Permit (per PE): ❑ Yes No ❑Done Applicant Notified: r.ns Date: S/a.7/ 1 Initials: i>� I:1Building\Forms\TransmittalLetter-ReJvisions 073120.doc • it BO R 1 TRANSMITTAL RECEIVED JAN 11 ZOZ1 CITY OF TIGARD BUILDS%DIVISION Date To From January 11,2021 City of Tigard Christian Cutul Community Development Department Permit Services 13125 SW Hall Blvd Tigard, Oregon 97223 503-718-2439 Subject Project Name Project Number Clean Permit Set TTSD —Art Rutkin Elementary School 18001 Item Dated No.of Copies Full Size Drawings Vol. 1 &2 10/18/19 Permit Set/12/11/20 ASI 7 2 4/19/20 2 Supplemental Structural Calcs 2 Via WPB Remarks This is the final"CLEAN SET,"with final structural engineering changes for final permitting by the Building Department.. 720 SW Washington,Suite 800 Portland,Oregon 97205 503 226 1575 www.bora.co B 0 RA RECEIVED JA�111 2021 TRANSMITTAL CITY OF TtCIA D BUILDDNG MOON Date To From January 11,2021 City of Tigard Christian Cutul Community Development Department Permit Services 13125 SW Hall Blvd Tigard,Oregon 97223 503-718-2439 Subject Project Name Project Number Clean Permit Set TTSD -Art Rutkin Elementary School 18001 Item Dated No.of Copies Full Size Drawings Vol. 1 &2 10/18/19 Permit Set thru 2 12/12/20 ASI 7 Supplemental Structural Calcs 5/29/20 2 Supplemental Structural Calcs 12/11/20 2 Via WPB Remarks This is the final "CLEAN SET," with final structural engineering changes for final permitting by the Building Department.. 720 SW Washington,Suite 800 Portland,Oregon 97205 503 226 1575 www.bora.co 77 CITY OF TIGARD BUILDING PERMIT I. COMMUNITY DEVELOPMENT Permit#: BUP2020-00153 Date Issued: 5/20/2021 T[GAR D 13125 SW Hall Blvd.,Tigard OR 97223 503.718.2439 Parcel: 2S108CC00100 Jurisdiction: Tigard Site address: 15600 SW RIVER TERRACE BLVD Project: Art Rutkin Elementary Subdivision: None Lot: None Project Description: New two-story elementary school. Contractor: P&C CONSTRUCTION CO Owner: TIGARD-TUALATIN SCHOOL DISTRICT 2133 NW YORK ST 6960 SW SANDBURG ST PORTLAND, OR 97210 TIGARD, OR 97223 PHONE: 503-665-0165 PHONE: FAX: Specifics: FEES Description Date Amount Type of Use: COM Class of Work: NEW Type of Const: VB Permit Fee-COM-New Construction 03/23/2021 $52,938.32 Occupancy Grp: E Occupancy Load: 2043 12%State Surcharge-Building 03/23/2021 $6,352.60 Plan Review 06/25/2020 $34,409.91 Dwelling Units: 0 DC Provision Review,COM New-Bldg 03/23/2021 $205.00 Stories: 2 Height: 40 ft DC Provision Review,COM New-Ping 03/23/2021 $205.00 Bedrooms: 0 Bathrooms: 90 Plan Review-Fire Life Safety 03/23/2021 $21,175.33 Value: $11,709,679 Info Process/Archiving-Lg$2.00(over 03/23/2021 $500.00 11x17) Info Process/Archiving-Sm$0.50(up to 03/23/2021 5450,00 Floor Areas: 11x17) Metro CET 03/23/2021 $12,000.00 Total Area: 78747 Wash Co Trans Dev Tax 05/20/2021 $259,200.00 Accessory Struct: Parks SDC Improvement 05/20/2021 $23,850.00 Basement: Parks SDC Reimbursement 05/20/2021 $4,350.00 Carport: Tigard Trans SDC Improvement 05/20/2021 $175,532.21 Covered Porch: Tigard Trans SDC Reimbursement 05/20/2021 $10,084.05 Deck: Tigard Trans SDC River Terrace 05/20/2021 $21,743.74 Garage: Mezzanine: Total $622,996.16 Required: Required Items and Reports(Conditions) 1 Special Inspection(see plans) Fire Sprinkler: Yes Parapet: Yes Fire Alarm: Yes Protected Corridors: No Smoke Detectors: Yes Manual Pull Stations: Yes Accessible Parking: 4 This permit is issued subject to the regulations contained in the Tigard Municipal Code, State of OR. Specialty Codes and all other applicable law. All work will be done in accordance with approved plans. This permit will expire if work is not started within 180 days of issuance, or if work is suspended for more the 180 days. ATTENTION: Oregon law requires you to follow the rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR 952-001-0010 through OAR 952-001-0090. You may obtain a copy of the rules or direct questions to OUNC by calling 503.232.1987 or 1.800.332.2344. Issued By: ....‘0„. l Permittee Signature: ' 0.111u'f°03.639.4175 by 7:00 a.m.for the next available inspection date. This permit card shall be kept in a conspicuous place on the job site until completion of the project. Approved plans are required on the job site at the time of each inspection. Building Permit Application .-- �' _ .. Commercial 5e'^ FOR OFFICE L SF t)'YI_l ErCita' of Tigard ‘Ae‘-i.-- ;�. Iix'�iy�s r aAn t � 9722.3 • 2 7 2020 a�� _ .,! v �e5}� lax it:. Ur, ,Cn: f "4 "taw'i'. ip�J tl�l TIGARD =trtrt t ;t?.*-°-,<m-.tr { ('� -{ AAlr ... Rmat M,. I 0Sct Page 2ha se ntcmel'. wssu ti¢_ard-or.aov DIY O/r� In IIt�`r, [died_'.Icihr,.l_ �J ". �y Supnttmrioal o iw'matinn TYPE OF WORK REQUIRED DATA: I-AND 2-FAMII-Y DWELLING :I New construction ❑ Demolition Pcmnit lees*are based on the -aloe of the'cork perform ed Indicate the value Irounded to the nearest Jolla;i of all ❑ Addition alteration/replacement ❑Other: equipment.materials. litho'' overhead.and the profit fin the — CATEGORY OF CONSTRUCTION or indicated an this applicdton. l'aluae;on: S ❑ I-and 2-tamilydwelling, ❑ Comnaercialmthurtrial Accessory building Number of bedrooms: 0g ❑ Multi-family ❑ Master builder 1.7 Other:School Number or bathrooms: JOB SITE. INFORMATION AND LOCATION Total number of(loon..' Job site address: 15600 SW River Terrace Boulevard New dwelling area: agn:ue feet City/State/ZIP: Tigard, OR 97224 Ciarage carport area: square Ice! Suiterbldg./opt.If: Project name: Art Rutkin Elementary School Co‘ered porch area: square Ice' ('}ass street/direelions to job site Deck area: square fed Temporary access to the site is from Taylor Lane. Future access will be from the 011ie! ,at„r,,n�;,,t.;t ,q n;nc lee' I t a future River Terrace Boulevard. REQUIRED DATA:COMAIERCIAL-LSE CHECKLIST N4SuMiivisinn: Lot z. Permit lves'arc bated on the value of the svork periol med. `, Tax mapiparccl(f: WCTM 2S1 OBCC00, Tax Lot 100,western hall Indicate the value'rounded to the nearest dollar'of all equipment. materials.labor.overhead.and the profit fur the DESCRIPTION OF WORK stork indicated on this application. Construction of a 2-storyValuation: ,,..,1„,r ;��tom Gc public elementary school and associated grounds. S 11,709. 679 eaadnq zw.00n IIII ! n”s bu. 4.A,. arc..: 0 quire ledNi 1 f N H bending v:a. 78.747 squ-uc feet 1: PROPI TY OWNER r---- Q TENANT I Number of stones: 2 Name: Tigard Tualatin School District T:.qc Ofocnstrucbotc V-8 - 4ck;trtz: 6950 SW Santburg St r a-c• , :,sx:. Cin•/State1ZIP: Tigard, OR 97223 livi ling: N/A Phone:I ) (MN:I ) Nev..: E ❑ APPLICANT • ® CONTACT PERSON BUILDING PERMIT FEES* DayCPM Otak Alrrt�re%rro[rrs,kNu/e Business name. I J Structural plan re'less fee(or dep,-rsiq Contact name. Debbie Pearson — PLS plan review lccc lir applicable)_ Address: 6960 SW Sandburg St. City/Suuu'ZIP: Tigard, OR 97223 Total ive,due upon arplte.uinn Phone:t 503 1969-5454 Pas_ i I Amount.received -- E-mail Debbie.Pearson@otak.com PHOTOVOLTAIC SOLAR PANEL SYSTEM FEES* Commercial and residential preseriprfye installation of CON-TRACTOR roof-top mounted Photo\'oltaic.Solar Panel System Business name: P&C Construction Submit two(2)sets of rout plan with connection octane — and lire department access,along with the 2010 Orag„n Address: 2133 NW York Street SmiLe In crallaiion eeialn:Code chccklkr. City/State/ZtP: Portland,OR 97210 Permit fee(includes plan review S 1 ri0.00 and administrative fees): Phone:( 503)665-0165 Fax:( 1 State surcharge(1'"'n of permit fee): S21 60 CCR Lic.: 35619 7 iiidl fee ill .'upon applirmlo ' S'01.bit Authorized signature: ,;,i This permit application expires if a permit is not obtained within ISO days after It has been accepted us complete. Print name: Debbie Pearson Dale: /2112 v �I * ('cc methodology set by Sri-("noon'Building Indu<tn + J Service Board. I:ABuildint'..PcntlicsABU1'_COM PemtitApp.due I(ec ((4,21,2014 4411-4613Tl I I u2 C r1M'WI P1 City of Tigard COMMUNITY DEVELOPMENT DEPARTMENT T I G A R D Building Permit Review — Commercial - With Land Use Building Permit #: *j�1j0g_ 2 Site Address: 15600 SW River Terrace BLVD. Suite/Bldg#: Project Name• Art Rutkin Elementary School Building Permit (Name of commercial business occupying the space. If vacant,enter Spec Space.) Planning Review Proposal: Construct 2-story elementary school IN Verify site address/suite#exists and active in permit system. [XI River Terrace Neighborhood: DI Yes ❑ No El Land Use Case#: C U P2019-00001 M Plans Match Approved Land Use: ® Site Plan ❑x Landscape Plan ❑ Other. El Urban Forestry Plan ® Elevation Plan ® Building Height: Maximum Height N/A Actual Height ® Conditions Met 0 Prior to Submittal ® Prior to Permit Issuance rggBusiness License: Exists: D Yes ❑ No,applicant was provided a business license application M Public Facilities Improvement(PFI)Permit: PFI2020-00112 Required: 0 Yes,applicant was notified ❑ No Applied For: ® Yes ❑ No,stop intake Notes: Outstanding conditions, must be satisfaction prior to issuance. Approved by Planning: MEr `� �' - Date: 6/18/2020 Revisions (after Building Submittal only) Reviewer Date Revision 1: 0 Approved 0 Not Approved Revision 2: ❑ Approved 0 Not Approved Revision 3: 0 Approved ❑ Not Approved Building Permit Submittal Original Submittal Date: 74 7/h 5 Site Plans: # Building Plans: # Building Permit#: E{ rater building permit#above. Workflow Routing. 'anning eeting it Coordinator CLBuildirsg Workflow Sign-off: a ign-off for Planning(include notes from planning review) Route Application Documents: l ring: original permit application,site plans,building plans,engineer and beam calculations and trust details,if applicable,etc. Notes: 444,fc) 1 �a By Permit Technician: ate: i I:\Buildmg\Forms\BldgPermitRvw_COM_WithLandUse_111819.docx El3gineerthg Review li Slope at building pad: I/a PFI Permit#: 2422,0 -, rev/a ❑ Conditions "Met"prior to issuance of building permit iitiiEasements (encroachments)per engineering conditions of approval and plat (not typical on SDR/CUP) Water Quality/Quantity Facility: Assess Water Quality Fee in-lieu: ❑ Yes LVNo Assess Water Quantity Fee in-lieu: 0 Yes GYNo LIDA Facility on lot ❑ Yes EKNo ❑ NOT Approved by Engineering: Date / Notes: /€% CJCE-U i�°�/ pr i Df' �O /7/ Approved by Engineering: Date: 4/0—/e./ Revisions (after Building Submittal only) Reviewer Date Revision 1: ❑ Approved 0 Not Approved Revision 2: 0 Approved ❑ Not Approved Revision 3: ❑ Approved ❑ Not Approved Permit Coordinator Review Conditions"Met"prior to issuance of building permit ❑ Approved,NOT Released: Date: Notes: Revisions (after Building Submittal only) Revision Notice 1: Date Sent to Applicant: Revision Notice 2: Date Sent to Applicant: Revision Notice 3: Date Sent to Applicant: SDC Fees Entered: Wash Co Trans Dev Tax: Yes 0 N/A Tigard Trans SDC: 4 Yes ❑ N/A Parks SDC: Ai Yes 0 N/A OK to Issue Permit Approved by Permit Coordinator. Date: rJ+1, I:\Building\Forms\BldgPennitRvw COM WithlandUse_111819.docx ,TDT/TSDC Estimate Art Rudkin Elem School REV 5/3/2021 2s108cc00100 2-story School AML TDT& RESIDENTIAL TSDC RATES EFFECTIVE 7/1/18 NON-RES:TSDC CITYWIDE EFFECTIVE 10/1/18 0 Yes Project is in River Terrace ? 0 No * For TDT and residential formula has been replaced with published rate per unit. Former Use ITE Rate per Rate per TDT/TSDC Rate Type Use# Code PHVT PHVT Unit* # Units Amount Description TDT 1 $0 Vacant Land TSDC-Imp 1 $0 TSDC-Reim 1 $0 TSDC-RT 1 $0 TDT 2 $0 TSDC-Imp 2 $0 TSDC-Reim 2 $0 TSDC-RT 2 $0 Did total TSDC need to be reduced to 80% of TDT? Use 1 No Use 2 No Total TDT and TSDCs Former Uses $0 Proposed Use ITE Rate per Rate per TDT/TSDC Use # Code PHVT PHVT Unit* # Units Amount Description TDT 1 520 $432 600.00 $259,200.00 Elem.School, TSDC-Imp 1 520 1.83 $5,570 $10,193 78.75 $175,532.21 600 Students, TSDC-Reim 1 520 1.83 $320 $586 78.75 $10,084.05 78,747sq.ft. TSDC-RT 1 520 1.83 $690 $1,263 78.75 $21,743.74 TDT 2 $0 TSDC-Imp 2 $0 TSDC-Reim 2 $0 TSDC-RT 2 $0 Did total TSDC need to be reduced to 80% of TDT? Use 1 Yes Use 2 No Total All TDTs&TSDCs Proposed Uses $466,560 Less: Total All TDTs &TSDCs Former Uses $0 Total All TDTs &TSDCs Net Increase $466,560.00 Total Net County TDT $259,200.00 Total Net TSDC-Imp $175,532.21 Total Net TSDC-Reim $10,084.05 Total Net TSDC RT Overlay $21,743.74 $466,560 TDT TSDC Imp+ Reim Target Recovery Rate 28.0% 30% Estimated Total Impact $925,714 $618,721 Estimated Unmitigated Impact $666,514 $433,105 All TDT&TDSC TSDC RT Overlay Target Recovery Rate 29% 30% Estimated Total Impact $1,616,914 $72,479 Estimated Unmitigated Impact $1,150,354 $50,735 TOT=County Transportation Development Tax TSDC Citywide=City of Tigard Transportation System Development Tax(TSDC-Imp&TSDC-Reim) TSDC RT=River Terrace Transportation System Development Tax Overlay Parks Estimate Art Rudkin Elem School REV 5/3/2021 2s108cc00100 AML ALL PARKS RATES EFFECTIVE 7/1/18 yes Project is in River Terrace ? ® No Note:All Neigh-Imp# Units entries=0 if project is in River Terrace; All Neigh-RT# Units entries=0 if project is elsewhere in the city. Former Use Rate Type Use# ITE Code # Units Rate Parks Amount Description Parks-Imp 1 0 $0 Vacant Land Parks-Reim 1 0 $0 0 Neigh-Imp 1 0 $0 Neigh-RT 1 $0 0 2 $0 Total Parks Former Uses $0 Proposed Use Use # ITE Code #Units Rate Parks Amount Description Parks-Imp 1 520 50 $477 $23,850 78,747 SF Parks-Reim 1 520 50 $87 $4,350 Neigh-Imp 1 520 50 $0 $0 Neigh-RT 1 $0 Parks-Imp 2 $0 Parks-Reim 2 $0 0 Neigh-Imp 2 $0 0 Neigh-RT 2 $0 0 Total Parks Outside RT Proposed Uses $28,200 Less: Total Parks Outside RT Former Uses $0 Total All Parks Outside RT Net Increase $28,200 Total Parks RT Proposed Uses $0 Less: Total Parks RT Former Uses $0 Total All Parks RT Net Increase $0 Total Parks-Imp $23,850.00 Total Parks-Reim $4,350.00 Total Neigh-Imp $0 $28,200 Total Neigh-RT $0 For Non-Residential Calculations: Prior Use: =###sf/EE;#####/###=EEs. Proposed Use: Elementary School=50EE based on data from School District Parks-Imp=Parks Improvement,Citywide including River Terrace Parks-Reim=Parks Reimbursement,Citywide including River Terrace Neigh-Imp=Neighborhood Parks Improvement Outside River Terrace Neigh-RT=Neighborhood Parks Improvement Inside River Terrace 30RA RECEIVED TRANSMITTAL MAY 2 7 2020 CITY OF Il(3ARD BUILDING DIVISION Date To From May 27,2020 City of Tigard Christian Cutul Community Development Department 13125 SW Hall Blvd Tigard,Oregon 97223 503-718-2439 Subject Project Name Project Number Permit Set TTSD — Art Rutkin Elementary School 18001 Item Dated No. of Copies Full Size Draw ngs,Vol 1 &2 10/18/19 3 Geotechnical Report1 4/19/20 2 Structural Cans 10/18/19 2 Structural Supplemental Calcs 12/19/19 2 Structural Plan Check Response 4/24/20 2 Via WPB Remarks For your use. 720 SW Washing))1,Suite 900 Portland,Oregon 97205 503 226 1575 www bora co Branden Taggart From: Branden Taggart Sent: Tuesday, May 11, 2021 3:40 PM To: Debbie Pearson Cc: Jared Steagall; nalini.chandran@kpff.com; Sarah Mehrabzadeh; Dianna Ornelas;Agnes Lindor;Jeremy Tamargo Subject: RE:Art Rutkin Building and Site Work Permits: SIT2020-00019 Attachments: Building Permit Invoice.pdf; Early Grading Site Work Invoice.pdf; School Site Work Invoice.pdf Hi Debbie, The Building and Site Work permits for Art Rutkin Elementary School are ready to issue now. I have attached invoices above for you to reference, and the fees due are as follows: Art Rutkin Elementary Permit# Fees Due S1T2020-00015 $ 171.00 S1T2020-00019 $ 15,046.26 BUP2020-00153 $ 494,760.00 Total: $ 509,977.26 The above fees can be paid online at https://aca-prod.accela.com/TIGARD/Welcome.aspx by searching for the permit record number under the Building tab. There is a 3%service fee for credit cards, but e-checks do not have a service fee. If you prefer to pay with a check, I can meet you to receive payment. Please note that the additional fees for SIT2020-00015 are plan review fees associated with revisions. If any payments are made online, please email the Permit Technicians at TigardBuildingPermits@tgard-or.Rov so that we may issue these permits and make them available for pick up. Thank you, Branden Taggart 71 n City of Tigard 11 m Senior Permit Technician i Community Development 13125 SW Hall Blvd Tigard, OR 97223 (503)718-2449' brandent@tigard-or.gov From: Branden Taggart Sent:Tuesday, May 11, 2021 7:15 AM To: Debbie Pearson <Debbie.Pearson@otak.com> Subject: RE: Art Rutkin Building and Site Work Permits: SIT2020-00019 Hi Debbie, 1 I have attached the invoice above for you. Thanks, Branden Taggart ligy City of Tigard A!.: Senior Permit Technician Community Development TtAF 13125 SW Hall;Blvd Tigard, OR 91223 (503}718-2449 brandent@tigard-or.gov From: Debbie Pearson <Debbie.PearsonPotak.com> Sent: Monday, May 10, 2021 10:28 PM To: Branden Taggart<brandent@tigard-or.gov> Subject: Re: Art Rutkin Building and Site Work Permits Warning!This message was sent from outside your organization and we are unable to verify the sender. Allow sender I Block sender Hi Branden, Can you send me the breakdown of the fees for SIT2020-00019? Thank you. dp Debbie Pearson I Sr. Program Manager 808 SW Third Ave., Suite 800 I Portland, OR 97204 DAYCPM Cell: 503.969.5454 AN OTAX OIVI%IY311 debbie.pearsonaotak.com I Fwww.otak.comlwww.otak.com LEARNER I ACHIEVER I STRATEGIC I COMPETITION I ANALYTICAL From: Branden Taggart<brandent@tigard-or.gov> Sent: Wednesday, May 5, 2021 2:17 PM To: Debbie Pearson <Debbie.Pearson@otak.com> Cc: nalini.chandranCcrikpff.com <nalini.chandran@kpff.com>; isteagall@builtbytandc.com <isteagall(cr�builtbytandc.com> Subject:Art Rutkin Building and Site Work Permits Hi Debbie, I spoke with Jared Steagall yesterday,your general contractor for Art Rutkin Elementary School, and evidently he was informed that the Building permits were ready to pick up. The Site Work permits were released today, and the Building permit is also almost ready to issue. I will need to complete my final review before all three permits are officially ready to issue. I will make an effort to have them ready to issue by Thursday, but otherwise it may likely be next week 2 considering how busy we have been. The SDC fees will need to be paid for the Building permit, and I will send you the invoices for the Site Work permit fees as well. I have attached a PDF file of all of the Art Rutkin permits we have received. We have not received the Mechanical, Electrical, or interior Plumbing permit submittals to review yet. Please keep in mind that our plan review timeline is 4-8 weeks for these permits. Please let me know if you have questions. Thanks, Brendan Taggart a City of Tigard g Senior Permit Technician Community Development TIGARICE' 13125 SW Hall Blvd Tigard, OR 97223 (5 l3)718-2449 brandent@tigard-or.gov DISCLAIMER: E-mails sent or received by City of Tigard employees are subject to public record laws. If requested, e-mail may be disclosed to another party unless exempt from disclosure under Oregon Public Records Law. E-mails are retained by the City of Tigard in compliance with the Oregon Administrative Rules"City General Records Retention Schedule." 3