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Permit 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 Iii f Transmittal Letter T I G A IZ 11 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: TOM 40GH TA [ 1 C2 D, I •lo1.. NED DEPT: BUILDING DIVISION JUN 7 2023 FROM: V-.A21f Po (r AO in CITY OFTIGARD /� COMPANY: (-S r'V1 BUILDING DIVISIONM 1 PHONE: r 7/ L" 6,o Co OS 3 By. EMAIL: -fDL-..AAJg L SPvi OES ltJrL©r 1 RE: tc 7-c S (.0 G Asc i9 D a AY& ,�(.,40apQa -- �I (Site Address) (Per?it it Number) � 'Om LA) of TII, 0 (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: CII Additional set(s) of plans. Revisions: Cross section(s) and details. , ` Wall bracing and/or lateral analysis. NISI Floor/roof framing. Basement and retaining walls. Beam calculations.Other(explain): Engineer's calculations. 2 REMARKS: i f 5l- f I U iJ ) L� e 0 ATE e Y 144. FOR OFFICE USE ONLY Route q.Permit Technician: Date: 6 - g - a� Initials: Fees Due: ❑ Yes ❑No Fee Description: Amount Due: o • ---- )--Ir 1 i c-i-, re- .,c_J/ y s- Special Instructions: Reprint Permit(per PE): ElYes No ❑ Done Applicant Notified: Date: 6.17v72--3 Initials: A' T:\Building\Forms\TransmittalLetter-Revisions_073120.doc 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 IN _ " Transmittal Letter T I G A R D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: Tom Hochstatter DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED FROM: Karl Poland JAN 2 6 2023 COMPANY: YSM Design CITY OF TIGAiRD PHONE: 7lasosso53 BUILDING DIVI IrN ' EMAIL: kpoland@YSMDesign,com Z RE: 9875 Southwest Cascades Avenue BUP2022-00181 • (Site Address) (Permit Number) Tigard BMW (Project name or subdivision name and lot number) �a ATTACHED ARE THE FOLLOWING ITEMS: I It.. Copies: Description: Copies: Description: Additional set(s) of plans. 2 Revisions: Architectural Sets w/Narrative Cross section(s)and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. Other(explain): REMARKS: FOR OFFICE USE ONLY Routed to Permit Technician: Date: a- 7- 41;3 Initials. Fees Due: Yes n No Fee Description: Amount D e: 11-Ir pi cyl re.v; ct,, $ 90 $ $ Special Instructions: Reprint Permit(per PE): Li Yes 'NNNINNo ❑ Done Applicant Notified: y,__ Date: /rg/�) Initials: 9.7Th DESIGN RETARAUTOMOTIVEARCHCr fU?= 305 Coast Hwy.,Ste L Laguna Beach, CA 92651 t. 949.715.4275 Project Name: BMW of Tigard Project Location: 9875 Southwest Cascade Avenue,Tigard, OR Permit Application: BUP2022-00181 January 10,2023 RECEIVED Sheet Description JAN 2 6 2023 A001 Sheets A131c/A305 added CITY OF TIGARD BUILDING DIVISION A100 Bollard detail revised Location of electrical transformer A121 b Room 146 —Walls revised Wall under ramp added Walls on Parts changed — Not visible on slab plan Display tower—new floor outlets A122b Slab slopes and Wash revised Display tower— new floor outlets A123b Slab slopes and Wash revised Display tower— new floor outlets A124a Mechanical Well slab revised A124b Slab slopes and Wash revised Display tower— new floor outlets A131 Wall under ramp revised Car wash shown A131a Vestibule added Frame elevations revised A131b Room 146 revised Partition walls on Break/Training —Special tools revised Frame elevations added and revised Dimensions on Service Drive access revised Bollards on doors 148B and 142A added Up lights on display room added A131c Sheet added A132a Frame elevations revised Wall on the right to the administration revised. Y E S I G N RE i41,AUTOMOTIVEA,3::inn EG"5 A132b Up lights on display room added Door 228 revised ADA Parking and stripes revised Al 33a Door 305 revised Partition type revised Al 33b Up lights on display room added Door 304 revised ADA Parking and stripes revised A134a Mechanical well walls revised A134b Up lights on display room added ADA Parking and stripes revised A151a Service drive finish revised Vestibule—showroom division revised Customer lounge finish revised Area rugs revised 3D Stair details added A151 b Service drive finish revised Stripes on Service Department A152a Customer lounge finish revised M product display floor decal shown A153 Display room access A153b Display room access A155 Floor finishes added Ceiling finishes added Paint added A156 Details 1-2-3-6-7-11 revised A162a New Handover Fixture M product display Fixture added A181 a Vestibule ceiling revised Mezzanine RCP plan revised Sales Consultation 113 revised Restroom 109/110 revised Boutique Storage RCP revised Lighting in front of Stair#2 revised A181b Part Manager RCP revised Room 146/147 RCP revised Detail canopy RCP revised Service department RCP revised Mezzanine RCP revised Display tower RCP revised Al 82a New vehicle handover RCP revised Restroom RCP revised DESIGN AU TO MO IV V A182b Second floor parking building RCP revised A183a Room 307 RCP revised A183b RCP 4th floor Canopies added Third floor RCP revised A191 Detail canopy Revised Sales building roof revised ADA parking revised Ramp Access revised Canopy details revised Mechanical well walls revised A201 Canopies height revised A302 Mechanical screen wall revised Building section added A303 Sheet added A305 Sheet added A311 Wall section 3 revised A312 Canopy and signage details added A321 Ladder added A401 Restrooms revised A402 Service drive Restrooms dimensions revised A403 Restrooms revised A404 Restroom dimensions revised. A521 Detail 7 revised A601 Carwash doors added Mechanical screen door added A612 Frame elevation revised A613 Frame elevations revised and added A801 Car wash floor plan revised Car wash roof plan and RCP plan shown A802 Sheet added A803 Sheet added 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 N _ " Transmittal Letter T I G A R n 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: 11DM t/COliVk'tftl DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED FROM: 0 JAN 17 2023 COMPANY: N<Y *- t - CITY OF TIGARD PHONE: —11A Dolo—U,,o r BUILDING DIVISION By: S'L5 EMAIL: Uvtd e 4Wt LS 1,T... Law" RE: ct O ! tie --A; 1,o21 —Dcl gj (Site Address) (Permit Number) (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: Additional set(s) of plans. l' Revisions: c-V l..A.171444-c--�'G'p�, Cross section(s) and details. Wall bracing and/or lateral analysi, ' i.. k Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. Other(explain): REMARKS: FOR OFFICE USE ONLY Rout Permit Technician: Date: a- -.2_3 Initials: s-1)-: Fees Due: Yes ❑ No Fee Description: Amount Due: C . S J-k p1t_.� re,-.r $ 46— $ S $ Special Instructions: Reprint Permit(per PE): ❑ Yes No 0 Done Applicant Notified: !, Date: 'R/i7/1: Initials:¢S:j cn-.., 1 Site Address: 10031 SW Cascade Ave. Tigard, OR 97223 • P'! Building Division I T 1 G,A 1Z n Deferred Submittal Transmittal Letter TO: TOM HOCHSTATTER DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED FROM: ERIC HAYWARD JUL 17 2023 COMPANY: HOWARD S. WRIGHT CITY OF TIGARL UILD6M nNIS( PHONE: 503.320.9317 By: RE: 10031 SW CASCADE AVE. BUP2022-00181 (Site Address) (Pen-nit/Case Number) TIGARD BMW LOT 1200 Item# 06 (Project name or subdivision name and lot number) Valuation of Deferred Submittal: $ $295,045 ATTACHED IS THE FOLLOWING DEFERRED SUBMITTAL ITEM: a. air .Yn r ar �€'�I'"°' k'-.. yxt ova te' . r.#w 7w^.ir,',J'Y 7x ��,a S;1Po' : Co e>sC >ti . , t,� I1} a �,.. ,..n,.4!R'��`'•`."t�.,�.��:.is x ��,= a G:tr' �'-'� �.rR �i..�°°..�.,..��&.��.��_: 3 Exterior Cold Formed Framing-Drawing and Detail Set 3 Exterior Cold Formed Framing- Calculation Set Remarks: Drawings for Deferred Submittal Review. Please Contact Eric Hayward (503) 320 9317 ehayward@hswc.com with questions and comments. 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 t Permit Technician: Date: 7- �,(a-a? Initials: Fees Due: Yes No Fee Description: Amount Due: 4 ;' - Deferred Submittal Fee: $ I Q 9 S• J r ,,' Additional fee based on valuation: $ >� �f., x , l`qg, i Other: ; h f° Arcs crcsS: •s $ J z ' �, ;L:� x. Total Fees Due: $ l AZ 9. / S� J x t Yk "} S .RtLS Y tYr :�Ri.s�eA+A•xt.�`l��s# �".:. Special ____ - Instructions: Reprint Permit (per PE): ❑ Yes ❑ No ❑ Done Applicant Notified: Date: 7/E7ta 0-5 Initials: A.7 ' The fee for processing and reviewing 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. 1:Building\Forms\TransmittalLetter-DefrdSubmtl.doc 04/04/07 • 44. OFFICE COPY • HowardS.Wright Submittal #05 4000-2.1 Moe Iketacompany RECEIVED 05 4000 - Cold Formed Metal JUL 17 2023 Framing Balfour Beatty Construction, LLC dba Howard S.Wright Project: 17241000- BMW of Tigard 1455 NW Irving Street, Suite 400 CITY OF TIGARO 10031 SW Cascade Avenue Portland, Oregon 97209 •iUILDING DIVISION Tigard, Oregon 97223-4326 Phone: (503)220-0895 Phone: 856-663-5200 Exterior Framing Shop Drawings and Calculations SPEC SECTION: 05 4000-Cold Formed Metal Framing SUBMITTAL MANAGER: Eric Hayward (Balfour Beatty) STATUS: Open DATE CREATED: 07/11/2023 ISSUE DATE: 07/11/2023 REVISION: 1 RESPONSIBLE Western Partitions(Wilsonville) RECEIVED FROM: Carrie Dixon CONTRACTOR: RECEIVED DATE: SUBMIT BY: FINAL DUE DATE: 07/18/2023 LOCATION: SUB JOB: COST CODE: APPROVERS: Eric Hayward(Balfour Beatty),Alex Chon, Lyle Hutson, Karl Poland Sitanan Tanyasakulkit BALL IN COURT: Eric Beatty) Hayward Y (Balfour DISTRIBUTION: DESCRIPTION: ATTACHMENTS: SUBMITTAL WORKFLOW REVIEWER NAME DUE DATE RESPONSE RESPONSE ATTACHMENTS COMMENTS DATE Eric Hayward 7/11/2023 Pending Alex Chon 7/18/2023 Pending Lyle Hutson 7/18/2023 Pending Karl Poland 7/18/2023 Pending Sitanan Tanyasakulkit 7/18/2023 Pending BY DATE COPIES TO Balfour Beatty Construction, LLC dba Page 1 of 2 Printed On: 07/11/2023 02:06 PM Howard S.Wright Submittal Howard S.Wright s Bow Near company Project: BMW of Tigard View Date: 07/11/2023 Submittal No./Revision: 05 4000-2 1 Description: Subcontractor/Supplier: Western Partitions (Wilsonville) Exterior Framing Shop Drawings and Calculations Submittal Type: Required on site by: Spec. Section& Paragraph No.: 05 4000 Required lead time: Status: Open Notes: Western Partitions(Wilsonville) Balfour Beatty Construction, LLC dba Howard S. Wright Stamp Submittal No. /Revision: 05 4000-2 1 Description: Exterior Framing Shop Drawings and Calculations Subcontractor certifies that review, approval, verification of This submittal has been reviewed for general compliance with products required, field dimensions, adjacent construction the plans and specification. This review and the response work, and coordination of information is in accordance with the indicated below does not relieve subcontractor/supplier of any requirements of the work and contract documents. contractual responsibilities including the furnishing of all items required by the contract documents and the confirmation of all quantities and dimensions. Submittal No.: 05 4000-2 1 Submitted By: Carrie Dixon Description: Exterior Framing Shop Drawings and Calculations Date: Reviewed by: Eric Hayward Date: 07/11/2023 Stamp Consultant Stamp A/E Response: Date: Consultant Stamp wpI EST. 1972 Cold Formed Steel Exterior Walls BMW OF TIGARD TIGARD, OR Project No.: 22-2736 Date: 4/21/2023 Governing Code: 2019 OREGON STRUCTURAL SPECIALTY CODE (OSSC) Description: Exterior light gauge non-bearing walls. Table of Contents A Design Criteria B Calculation Map C Framing Design D Connectors and Fasteners Revision Date 'CRUCTU/?9 `���ED PROPe �S NEF s�0 4. 893 PE 9 \l Imo_ (! ORE ,J \.`�1-�i��NcH 13._'a.e �C' �G_�,jERG�� EXPIRES 12-31-24 A- 1 Project#: 22-2736 Page# : W P Proj. Name: BMW OF TIGARD Engineer: Date : 4/21/2023 FFT ''97? Design Criteria Summary Code: 2019 OREGON STRUCTURAL SPECIALTY CODE (OSSC) References: ASCE 7-16 AISI S100-16 AISI S240-15 Ref Drawings: Construction Set dated 6/10/2021 Building Height: 58' Design Wind Speed: 96 MPH Exposure: C Seismic, Sds: 0.664 Risk Category: II C&C Wind Pressures: Ultimate ASD Zone 4 22 13.2 Zone 5 29 17.4 Parapets 48.8 29.3 Corner dim, a: 10' *Design wind pressures per structural FOR Sheet S10.10 A-3 Project#: 22-2736 W pPage# Proj. Name : BMW OF TIGARD Engineer : Date : 4/21/2023 EST. 197? ASCE 7-16 Chapter 13: Seismic Design Requirements for Nonstructural Components Seismic Design Force Fp= (0.4*ap*Sos*Wp)/(Rp/Ip)*(1+2*z/h) (13.3-1) Fp Min= 0.3*S05*Ip*Wp (13.3-2) Fp Max= 1.6*Sos*Ip*Wp (13.3-3) Sds 0.664 h 58 ft Ip 1 Wall Elements Fasteners Parapets (unbraced) a 1 a 1.25 aP 2.5 Rp 2.5 RP 1 Rp 2.5 Oo NA 00 1 no 2 Wp 18;psf (Brick) Fp Min 3.5856 psf Fp Max 19.1232 psf Story Walls Fasteners Parapets z (ft) Fp Fp (ASD) Fp Fp (ASD) Fp Fp (ASD) Ground 13 3.6 2.5 8.7 6.1 13.8 9.7 Base 40 4.6 3.2 14.2 10.0 22.8 15.9 Tower 58 5.7 4.0 17.9 12.5 28.7 20.1 * Wind Loads control stud and fastener design @ Base levels. A-4 Project Name: BMW Tigard Exterior Calcs Page 1 of 1 Model: 000 ASCE 7-16 Date: 04/21/2023 Code: ASCE 7-16 Simpson Strong-Tie®CFS Designerrm 4.2.0.14 WIND LOAD-ASCE 7-16 96 mph, Exposure C, Mean Roof Height= 35.0 ft Kr at Base = 1 Kd = 0.85 , Roof Slope 0.0 degrees Enclosed Building, GCp; = 0.18 (Wind Loads Shown are for Alternate Basic Load Combinations Using Allowable Stress Design and are Multiplied by a Factor of 0.6 to convert to ASD) WALL COMPONENTS AND CLADDING per ASCE7-16 Figure 30.3-1 Tributary GCp by Zone Area (ft2) Zone 4 (+/-) Zone 5 (+/-) 10 ft2 0.90/-0.99 0.90/-1.26 50 ft2 0.79/-0.88 0.79/-1.04 500 ft2 0.63/-0.72 0.63/-0.72 Height Wind Pressures (psf) by Zone () Tributary z (ft) K= Kzt K. qz (psf) Area (ft2) Windward (4,5) Leeward (4) Leeward (5) 0 -35 1.01 1.00 1.00 20.35 10 13.2 -14.3 -17.6 50 11.8 -12.9 -14.9 500 9.9 -11.0 -11.0 PARAPETS GCp by Case and Zone Tributary Case A Case A Case B Case B Area (Zone 4/-2) (Zone 4 or 5/-3) (Zone-4/4 or 5) (Zone -5/4 or 5) (ft2) Front/-Back Front/-Back -Front/Back -Front/Back 10 ft2 0.90/-2.30 0.90/-3.20 -0.99/0.90 -1.26/0.90 50 ft2 0.79/-1.93 0.79/-2.46 -0.88/0.79 -1.04/0.79 500 ft2 0.63/-1.40 0.63/-1.40 -0.72/0.63 -0.72/0.63 Wind Pressures (psf) by Case and Zone () Top of Parapet Tributary Case A Case A Case B Case B (ft) KZ Kzt-p K. qh-p Area (ft2) (4/-2) (4 or 5/-3) (-4/4 or 5) (-5/4 or 5) 57.333 1.13 1.00 1.00 22.58 10 43.3 55.5 -25.6 -29.3 50 36.8 44.0 -22.6 -24.8 500 27.5 27.5 -18.3 -18.3 The GCp Values Do Not Always Vary Linearly between these Areas in Figures 30.3-1 through 30.5-1. Therefore, Interpolation of These Calculated Values is Not Recommended. SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 8 ' Project#: Page#: Proj. Name Engineer: Date WPI EST. 1972 2 2.1 2.2 i 3 3.1 Z6.02 ,-S01 ON BACKSIDE OF WING WALL WHERE NOT SHOWN I Showroom Fourth I i Floor L, {IIII Z6Q'I ®. F IGi Showroom Third Floor_` = S01 30•p„ 1 r--,,I I zs_oz, — SO2. ' T�of Elevator (S1 zEll s L_ ' Z6 02 4 , _. r�._..-- 76 a, Showroom SecondL L. I Floor I I or ►\\ j1_ Service Fourth Floor s Mil 40'-0" FIRST FLOOR SHOWROOM rri FIRST FLOOR WEST GL 2/J - FORTH FLOOR NORTH GL 2/F ----,a 1/3.,=1,-0.. ar. .6 1/S =1.-0„ ".' R Qi R Qi 1 SLAB PLAN- , 5 S05 �� ma omNER?ONE /aA \ FOURTHFi-4_ R L1 'fficy �I 6O3 , �zo osl ae os c ' 0'0" r _ l 1Q I _ _ Showroom Third Showroom Third Floor) Floor % _—I- - - T 30'-d' �3 h. p IOP COPoiERZ(X:E SO4 Sit �� ‘z I�zem '504 11 \za03 ve na Service Second le r - Showroom Second _Flood 107 Z4 104 Z4 Floor `, e'-m' r I� FIRST FLOOR FIRST FLOOR _ _. -._ - — __.__. -.�_.__ ..-.. __. SHOWROOM _.. _. - I—. — _____SHOWROOM _.. __.. ..._._. . ... - 0" ,FIRSTFLOOR S FLOOR NORTH GL 3.3/R FIRST OUTH GL 6.2/M 6, 1/8"=1'-0„ "" — _' 1/6"=1'-0,. a"" B 2 1 Project#: Page#: ' Proj. Name Engineer: Date FsT i q7? 4.2 4.1 4 3.4 A 3.3 10 0 °RNEPzcNE L6 G3 Top of Elevator 112.3 Z5 111.1Z4 A 111Z5 SOB S06 (ce e3 SLABPLAN- FOURTH FLOOR �-... A 40'_0" _ zac1 1 — 4,,FORTH FLOOR EAST GL 3.3/M 1 2. / \Ze oz' " Top of Elevator I f 56'-0" iiik Service Fourth Floor Z 1 e CONCRETE WALL 00 I / PER STRUCT `Z6.02 / Top of Elevator zs_jiace Third Floor + / 56'-0" SO2 A- B ' Service Second 1G ozlii , Floor — rrF - , 0 (p3 I , Service Fourth Floor �\, A_ oz r 40'-0" 1� FIRST FLOOR I �Z6 01 SHOWROOM _ ,_—. _... 1 .. ` iII FIRST FLOOR WEST GL 1/A FORTH FLOOR EAST GL 2/A 1/8„=1'-0•. ff" !4 r-118..=1'-0., "= B-3 Project#: Page# W ! ' Project Name Engineer: Date EST. 1972 7 _Service Third Floor J ' L M 29'-0" ID'-0'COMER ZONE 9 1 10'4"GDRNER ZONE _ . — Top of Elevator / a J `..zao4 Service Second Floor EIM SLAB PLAN- _ _ __Parts Meu FOURTH FLOOR 1, sHowRooM 2-0 40'-0" FIRST FLOOR Z6.01 5,_FORTH FLOOR SOUTH GL 4.2/M _.. FIRST FLOOR WEST GL 7/G aE� J I H G ; 6 Z604 Service Fourth Floor 40'-0" .11 S01 Service Third Floor ,--hi. _ TYF,AT s , -9 STEEL 9 TyP AT Service Second -;zaoa , s.or ',z604:STEEL Floor F -i - - 18._0„ 5017 S13 zs ofDos', oa6, Z6 D9 009 R 009 D09 - '- FIRST FLOOR , _ SHOWROOM Air n 1 S14 S13 FIRST FLOOR NORTH GL 3/I B 4 Project#: Page#: Proj. nure Engineer: Date EST. 1E7? Calculation TOC CALCULATION PAGE 101-TPY INFILL-Z4 C-1 102-FINWALL BYPASS-Z4 C-2 102-FINWALL BYPASS @ ROOF-Z4 C-3 103-ROOF BYPASS-Z4 C-4 104-SF BYPASS-Z4 C-5 105-SF BYPASS-Z5 C-6 106-INFILL @ HSS-Z5 C-7 107-ROOF CANOPY-Z4 C-S 108-ROOF CANOPY-Z5 C-9 109-PARAPET STUD @ HSS-Z5 C-10 111-BYPASS @ MECH WELL-Z5 C-11 111.1-BYPASS @ MECH WELL-Z4 C-12 112-INFILL@ MECH WELL-Z4 C-13 112-INFILL @ MECH WELL-Z5 C-14 112.1-INFILL@ MECH WELL-Z5 C-15 112.2-INFILL @ MECH WELL-Z4 C-16 112.3-INFILL @ MECH WELL-Z5 C-17 113-BYPASS @ ELEVATOR-Z4 C-18 114-ROOF BYPASS @ ELEVATOR-Z4 C-20 114-ROOF BYPASS @ ELEVATOR-Z4 C-22 115-ROOF BYPASS @ SEISMIC GAP C-24 116-8" INFILL STUD C-28 301-SPANDREL @ SF C-29 401-D01-Z-4 C-35 402-D02-Z-4 C-36 403-D03-Z-4 C-37 404-D04-Z-4 C-38 405-D05-Z-4 C-39 406-D06-Z-4 C-40 407-D07-Z-4 C-41 408-DOS-Z-4 C-42 409- D09-Z-4 C-43 C 1 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 1 Model: 101 -TYP. INFILL (+Z4)- MP Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Section : 600S200-33(33 ksi) @ 16"o.c. Single C Stud(punched) Maxo= 1023.1 ft-lb Va= 638.1 lb I= 2.06 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridging Connectors-Design Method =AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Span 72.0", 72.0" 72.0",204.0" LSUBH3.25 (Min) 0.58 Web Crippling Bearing pa M Support Load(Ib) (in) (Ib) (ft-lbs) Max Int. Stiffener? R2 128.1 -Slip Track Design, Ref Connectors-- NO 17.00 15.07 lb/ft R1 128.1 --Stud/Track Design, Ref Connectors-- NO Gravity Load Type Load (Ib) Uniform 24.00plf(Span) , Code Check Required Allowed Interaction Notes Span Max.Axial, lbs 408.0(c) 2259.5(c) 18% Kg)=0.00 lb-in/in Max KL/r=97 Max. Shear, lbs 128.1 638.1 20% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 544.3 871.5 62% Ma-dist(control),KcD=0.00 lb-in/in Moment Stability,ft-lbs 544.3 948.3 57% Shear/Moment 0.53 1.00 53% Shear 0.0, Moment 544.3 0 Axial/Moment 0.73 1.00 73% Axial 220.7(c), Moment 540.6 Deflection Span, in 0.466 --meets L/437-- Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 128.1 0.0 600SLT250-43(33)& (1).157"SST PDPA/PDPAT-62KP to 66.16% 60.15% steel (3/16"to 1/2"thickness) R1 128.1 408.0 600T125-33(33)&(2) .157", 3/4"embed SST PDPA/PDPAT 52.71 % 47.43% to 4000 nw concrete * Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG•TIE COMPANY INC. vnvw.strongtie.com C-1 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 1 Model: 101 -TYP. INFILL (-Z4) - MP Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Section : 6005200-33(33 ksi) © 16"o.c.Single C Stud (punched) Maxo= 1023.1 ft-lb Va= 638.1 lb I= 2.06 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations - Bridging Connectors-Design Method=AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Span 72.0", 72.0" 72.0", 204.0" LSUBH3.25 (Min) 0.63 Web Crippling Bearing pa M Support Load(Ib) (in) (lb) (ft-lbs) Max Int. Stiffener? R2 -140.5 --Slip Track Design, Ref Connectors-- NO 17.00 -16.53 lb/ft R1 -140.5 --Stud/Track Design, Ref Connectors-- NO Gravity Load Type Load (Ib) Uniform 24.00p1f(Span) A, Code Check Required Allowed Interaction Notes Span Max.Axial, lbs 408.0(c) 2259.5(c) 18% K0)=0.00 lb-in/in Max KL/r=97 Max. Shear, lbs 140.5 638.1 22% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 597.3 871.5 69% Ma-dist(control),K1)=0.00 lb-in/in Moment Stability,ft-lbs 597.3 948.3 63% Shear/Moment 0.58 1.00 58% Shear 0.0, Moment 597.3 Axial/Moment 0.80 1.00 80% Axial 219.5(c), Moment 593.8 Deflection Span, in 0.512 --meets L/399-- Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie Connector Interaction Interaction R2 -140.5 0.0 600SLT250-43(33)&(1) .157"SST PDPA/PDPAT-62KP to 72.60% 66.01 steel (3/16"to 1/2"thickness) R1 -140.5 408.0 600T125-33(33)&(2) .157", 3/4"embed SST PDPA/PDPAT 57.84% 52.05% to 4000 nw concrete Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C- 2 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 2 Model: 102- FINWALL BYPASS (-Z4)- STUCCO Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS Designer."' 4.2.0.14 Section: 600S200-33(33 ksi) @ 16"o.c.Single C Stud(punched) Maxo= 1023.1 ft-lb Va= 638.1 lb I= 2.06 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations L'°• Bridging Connectors-Design Method =AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Top 72.0", 72.0" 72.0", 156.0" LSUBH3.25(Min) 0.64 13.00 -17.07lb/ft Bottom 72.0", 72.0" 72.0", 192.0" LSUBH3.25(Min) 0.63 Bottom Cant. NA None,6.0" N/A N Web Crippling Bearing Pa M Support Load (lb) (in) (lb) (ft-Ibs) Max Int. Stiffener? P1x -141.0 1.50 101.4 0.0 0.72 YES R3 -77.4 --Shear Connection w/clip-- NO 16.00 -16.67 lb/ft R2 -300.5 --Shear Connection w/clip-- NO R1 -261.2 --Shear Connection w/clip-- NO "*"after support means punched near support Gravity Load Type Load(lb) 10.50 9 07 Ib/ft _ F Uniform 24.o0plf(Top Span),24.00p1f(Bottom Span), 24.oOplf(Bottom C. Point Loads P1x Load(lb) -141.00 X-Dist.(ft) 0.00 Code Check Required Allowed Interaction Notes Top Span Max.Axial, lbs 312.0(c) 2409.1(c) 13% Km=0.00 lb-in/in Max KL/r=97 Max. Shear, lbs 144.5 638.1 23% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 435.8 871.5 50% Ma-dist(control),Kc=0.00 lb-in/in Moment Stability,ft-lbs 175.6 955.4 18% Shear/Moment 0.48 1.00 48% Shear 144.5, Moment 435.8 Axial/Moment 0.64 1.00 64% Axial 312.0(c), Moment 435.8 Deflection Span, in 0.055 --meets L/2851-- Bottom Span Max.Axial, lbs 342.0(c) 2304.2(c) 15% KO=0.00 lb-in/in Max KL/r=97 Max. Shear, lbs 156.0 638.1 24% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 435.8 871.5 50% Ma-dist(control),K4)=0.00 lb-in/in Moment Stability,ft-lbs 294.4 951.3 31% Shear/Moment 0.49 1.00 49% Shear 156.0, Moment 435.8 Axial/Moment 0.44 1.00 44% Axial 42.0(t), Moment 435.8 Deflection Span, in 0.176 --meets L/1090-- Bottom Cant. Max.Axial, lbs 12.0(t) 6461.5(t) 0% KcD=0.00 lb-in/in Max KL/r= N/A Max. Shear, lbs 150.5 638.1 24% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 72.9 1023.1 7% MaFy(control),Kc=0.00 lb-in/in SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-2 Project Name: BMW Tigard Exterior Calcs Page 2 of 2 Model: 102 - FINWALL BYPASS (-Z4)- STUCCO Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS Designer."' 4.2.0.14 Moment Stability, ft-lbs 57.9 1023.1 6% Shear/Moment 0.25 1.00 25% Shear 150.5, Moment 72.9 Axial/Moment 0.07 1.00 7% Axial 12.0(t), Moment 72.9 Deflection Cant., in 0.018 --meets L/658-- 2 x Cantilever Connector Anchor Support Rx(lb) Ry(Ib) Simpson Strong-Tie Connector Interaction Interaction R3 -77.4 0.0 SCB45.5(2)&(2)SST 0.157 PDPAT-62KP to A36 Steel 15.80 % 17.59 % R2 -300.5 354.0 FCB43.5 Min(4#12-14)&(4)SST 0.157 PDPAT-62KP to A36 86.68 % 73.12 % Steel R1 -261.2 354.0 FCB43.5 Min(4#12-14)&(4)SST 0.157 PDPAT-62KP to A36 81.48 % 69.07 % Steel Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com • C-3 Project Name: BMW Tigard Exterior Calcs Page 1 of 1 Model: 102.1 - FINWALL BYPASS AT ROOF (+Z4)- STUCCO Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS Designer TM 4.2.0.14 Section : 600S162-43(33 ksi) @ 16"o.c.Single C Stud(punched) Maxo= 1271.1 ft-lb Va= 1415.7 lb I= 2.32104 Loads have not been modified for strength checks Loads have not been modified for deflection calculations A• Bridging Connectors-Design Method=AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Top None, None None, 88.0" N/A - 7.33 16.93 lb/ft Bottom None, None None, 70.0" N/A - Web Crippling Bearing pa M Support Load (Ib) (in) (Ib) (ft-lbs) Max Int. Stiffener? Nfa R3 49.0 1.00 259.1 0.0 0.10 NO R2 142.6 --Shear Connection w/clip-- NO R1 34.4 --Stud/Track Design, Ref Connectors-- NO "*"after support means punched near support 5.83 17.47 m/ft Gravity Load Type Load(lb) Uniform 24.00p1f(Top Span), 24.00plf(Bottom Span) Code Check Required Allowed Interaction Notes Top Span Max.Axial, lbs 176.0(c) 1816.2(c) 10% K(O=0.00 lb-in/in Max KL/r= 153 Max. Shear, lbs 75.2 1240.3 6% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 96.3 1087.9 9% Ma-dist(control),Kct=0.00 lb-in/in Moment Stability,ft-lbs 70.8 937.6 8% Shear/Moment 0.10 1.00 10% Shear 75.2, Moment 96.3 Axial/Moment 0.20 1.00 20% Axial 176.0(c), Moment 96.3 Deflection Span, in 0.008 --meets L/10858-- Bottom Span Max.Axial, lbs 315.9(c) 2560.9(c) 12% Km=0.00 lb-in/in Max KL/r= 121 Max. Shear, lbs 67.4 1240.3 5% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 96.3 1087.9 9% Ma-dist(control),Kc=0.00 lb-in/in Moment Stability, ft-lbs 33.9 1092.6 3% Shear/Moment 0.09 1.00 9% Shear 67.4, Moment 96.3 Axial/Moment 0.16 1.00 16% Axial 176.0(c), Moment 96.3 Deflection Span, in 0.002 --meets U40977-- Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R3 49.0 0.0 By Others&Anchorage Designed by Engineer NA NA R2 142.6 0.0 SCB45.5(2)&(2)SST 0.157 PDPAT-62KP to A36 Steel 23.38% 32.42% R1 34.4 315.9 600T125-33(33)&(2) .157", 3/4"embed SST PDPA/PDPAT 8.39% 12.74% to 4000 nw concrete *Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-3 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 1 Model: 102.1 - FINWALL BYPASS AT ROOF (-Z4)- STUCCO Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS Designer 4.2.0.14 'Section : 600S162-33(33 ksi) @ 16"o.c.Single C Stud(punched) Maxo= 950.6 ft-lb Va= 638.1 lb I= 1.79 in"4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridging Connectors-Design Method=AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Top None, None None, 88.0" N/A 7.33 -18.40Ih!R Bottom None, None None, 70.0" N/A Web Crippling Bearing Pa M Support Load(Ib) (in) (Ib) (ft-lbs) Max Int. Stiffener? A R3 -53.2 --Slip Track Design, Ref Connectors-- NO R2 -154.8 --Shear Connection w/clip-- NO R1 -37.3 --Stud/Track Design, Ref Connectors-- NO Gravity Load 5.83 -18.93 1I /(i Type Load (Ib) Uniform 24.00plf(Top Span), 24.00p1f(Bottom Span) 710. Code Check Required Allowed Interaction Notes _ Top Span Max.Axial, lbs 176.0(c) 1313.5(c) 13% KD=0.00 lb-in/in Max KL/r= 151 Max. Shear, lbs 81.7 638.1 13% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 104.5 760.9 14% Ma-dist(control),Km=0.00 lb-in/in Moment Stability, ft-lbs 76.9 724.7 11% Shear/Moment 0.17 1.00 17% Shear 81.7, Moment 104.5 Axial/Moment 0.28 1.00 28% Axial 176.0(c), Moment 104.5 Deflection Span, in 0.011 --meets L/7730-- Bottom Span Max.Axial, lbs 315.9(c) 1856.0(c) 17% Ki0=0.00 lb-in/in Max KL/r= 120 Max. Shear, lbs 73.1 638.1 11% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 104.5 760.9 14% Ma-dist(control),K0=0.00 lb-in/in Moment Stability,ft-lbs 36.7 837.2 4% Shear/Moment 0.16 1.00 16% Shear 73.1, Moment 104.5 Axial/Moment 0.23 1.00 23% Axial 176.0(c), Moment 104.5 Deflection Span, in 0.002 --meets U29387-- Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R3 -53.2 0.0 600SLT250-43(33)&(1)#10 screw to CFS(20ga 33ksi) 27.49 % 61.73% R2 -154.8 0.0 SCB45.5(2)&(2)SST 0.157 PDPAT-62KP to A36 Steel 31.60% 35.19% R1 -37.3 315.9 600T125-33(33)&(1) .157", 3/4"embed SST PDPA/PDPAT 15.34% 27.60% to 4000 nw concrete *Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-4 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 1 Model: 103 - ROOF BYPASS (+Z4) -STUCCO Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS Designer TM 4.2.0.14 Section : 600S162-43(33 ksi) @ 16"o.c. Single C Stud(punched) Maxo= 1271.1 ft-lb Va= 1415.7 lb I= 2.32 in^4 1 Loads have not been modified for strength checks Loads have not been modified for deflection calculations - Bridging Connectors-Design Method=AISI 5100 Axial Flexual, Stress 2.20 5773 lb/ft Span KyLy, KtLt Distortional Connector Ratio Top Cant. None, None None,26.4" N/A N• Span 72.0", 72.0" 72.0", 122.0" LSUBH3.25(Min) 0.41 Web Crippling Bearing Pa M Support Load (Ib) (in) (Ib) (ft-lbs) Max Int. Stiffener? R2 222.8 --Shear Connection w/clip-- NO R1 68.3 --Stud/Track Design, Ref Connectors-- NO 10.17 16.13 lb/ft Gravity Load Type Load(Ib) Uniform 24.0oplf(Top Cantilever), 24.o0plf(Span) Code Check Required Allowed Interaction Notes Top Cant. Max.Axial, lbs 52.8(c) 4131.5(c) 1% Kt=0.00lb-in/in Max KL/r=49 Max. Shear, lbs 127.0 1240.3 10% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 139.7 1087.9 13% Ma-dist(control),KI)=0.00 lb-in/in Moment Stability,ft-lbs 89.2 1271.1 7% Shear/Moment 0.15 1.00 15% Shear 127.0, Moment 139.7 Axial/Moment 0.14 1.00 14% Axial 52.8(c), Moment 139.7 Deflection Cant., in 0.009 -meets U6058-- 2 x Cantilever Span Max.Axial, lbs 296.9(c) 2471.9(c) 12% K(1)=0.00 lb-in/in Max KL/r= 125 Max. Shear, lbs 95.8 1240.3 8% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 144.6 1087.9 13% Ma-dist(control),Kc=0.00 lb-in/in Moment Stability, ft-lbs 144.6 1008.8 14% Shear/Moment 0.13 1.00 13% Shear 95.8, Moment 139.7 Axial/Moment 0.23 1.00 23% Axial 210.0(c), Moment 141.5 Deflection Span, in 0.034 --meets L/3557-- Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 222.8 0.0 SCB45.5(2)&(2)SST 0.157 PDPAT-62KP to A36 Steel 36.52 % 50.63 % R1 68.3 296.9 600T125-33(33)&(2) .157", 3/4"embed SST PDPA/PDPAT 16.66 % 25.30 % to 4000 nw concrete *Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com • C-4 _ Project Name: BMW Tigard Exterior Cales Page 1 of 1 Model: 103 - ROOF BYPASS (-Z4)-STUCCO Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS Designer 4.2.0.14 Section : 600S162-43(33 ksi) @ 16"o.c.Single C Stud(punched) Maxo= 1271.1 ft-lb Va= 1415.7 lb I= 2.32 in*4 Loads have not been modified for strength checks + Loads have not been modified for deflection calculations Bridging Connectors-Design Method=AISI S100 Axial Flexual, Stress 2.20 -34.13 lb/ft Span KyLy, KtLt Distortional Connector Ratio Top Cant. None, None None,26.4" N/A 1:54 Span 72.0", 72.0" 72.0", 122.0" LSUBH3.25 (Min) 0.44 Web Crippling Bearing pa M Support Load(Ib) (in) (Ib) (ft-Ibs) Max Int. Stiffener? R2 -172.7 --Shear Connection w/clip-- NO R1 -81.4 --Stud/Track Design, Ref Connectors-- NO 10.17 -17.60 lb/ft Gravity Load, Type Load (Ib) Uniform 24.00p1f(Top Cantilever), 24.00p1f(Span) Code Check Required Allowed Interaction Notes Top Cant. Max. Axial, lbs 52.8(c) 4131.5(c) 1% KI)=0.00 lb-in/in Max KL/r=49 Max. Shear, lbs 75.1 1240.3 6% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 82.6 1087.9 8% Ma-dist(control),K0=0.00 lb-in/in Moment Stability,ft-lbs 52.7 1271.1 4% Shear/Moment 0.09 1.00 9% Shear 75.1, Moment 82.6 Axial/Moment 0.09 1.00 9% Axial 52.8(c), Moment 82.6 Deflection Cant., in 0.025 --meets L/2128-- 2 x Cantilever Span Max.Axial, lbs 296.9(c) 2471.9(c) 12% Kc=0.00 lb-in/in Max KL/r= 125 Max. Shear, lbs 97.6 1240.3 8% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 188.1 1087.9 17% Ma-dist(control),K0=0.00 lb-in/in Moment Stability,ft-lbs 188.1 1004.3 19% Shear/Moment 0.15 1.00 15% Shear 0.1, Moment 188.1 Axial/Moment 0.27 1.00 27% Axial 199.2(c), Moment 185.4 Deflection Span, in 0.049 -meets L/2512-- Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 -172.7 0.0 SCB45.5(2)&(2)SST 0.157 PDPAT-62KP to A36 Steel 28.31 % 39.25% R1 -81.4 296.9 600T125-33(33)&(1) .157", 3/4"embed SST PDPA/PDPAT 19.85 % 60.28 % to 4000 nw concrete *Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-5 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 2 Model: 104- SF BYPASS (+Z4)- MP Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Section : 600S162-43(33 ksi) @ 16"o.c.Single C Stud(punched) Maxo= 1271.1 ft-lb Va= 1415.7 lb I= 2.32 in^4 Loads have not been modified for strength checks 1 Loads have been multiplied by 0.70 for deflection calculations Bridaina Connectors-Design Method=AISI S100 1 Axial Flexual, Stress P,. Span KyLy, KtLt Distortional Connector Ratio Top Cant. None, None None, 32.5" N/A Span None, None None,22.0" N/A 2.71 17.60 lb/ft Bottom Cant. None, None None, 8.0" N/A - Web Crippling Bearing pa M Support Load(Ib) (in) (Ib) (ft-lbs) Max Int. Stiffener? N► P2x 141.0 1.50 200.2 0.0 0.37 NO P1x 101.5 1.50 200.2 0.0 0.26 NO 1.83 17.60 Ib/ft R2 297.1 --Shear Connection w/clip-- NO R1 37.1 1.00 185.1 98.4 0.15 NO ""'after support means punched near support y 70 Gravity Load t 0.67 17.60 Ib/ft P 2,, Type Load(lb) Uniform 20.00plf(Top Cantilever), 20.00p1f(Span), 20.00plf(Bottom Cant Ply 154.001b @ 5.21ft Point Loads P1x P2x Load(lb) 101.50 141.00 X-Dist.(ft) 5.21 0.00 Code Check Required Allowed Interaction Notes Top Cant. Max.Axial, lbs 208.2(c) 4111.1(c) 5% Kil)=0.00 lb-in/in Max KL/r=56 Max. Shear, lbs 149.2 1240.3 12% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 339.7 1087.9 31% Ma-dist(control),KD=0.00 lb-in/in Moment Stability, ft-lbs 261.0 1271.1 21% Shear/Moment 0.29 1.00 29% Shear 149.2, Moment 339.7 Axial/Moment 0.36 1.00 36% Axial 208.2(c), Moment 339.7 Deflection Cant., in 0.025 --meets L/2582-- 2 x Cantilever Span Max.Axial, lbs 50.0(t) 7493.8(t) 1% K 1 =0.00 lb-in/in Max KL/r= N/A Max. Shear, lbs 147.9 1240.3 12% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 339.7 1087.9 31% Ma-dist(control),K4=0.00 lb-in/in Moment Stability,ft-lbs 286.5 1271.1 23% Shear/Moment 0.29 1.00 29% Shear 147.9, Moment 339.7 Axial/Moment 0.27 1.00 27% Axial 50.0(t), Moment 339.7 Deflection Span, in 0.002 --meets L/13794-- Bottom Cant. Max.Axial, lbs 13.4(t) 7493.8(t) 0% K1:1=0.00 lb-in/in Max KL/r= N/A Max. Shear, lbs 152.8 1240.3 12% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 98.4 1264.2 8% Ma-dist(control),K0=0.00 lb-in/in Moment Stability,ft-lbs 78.0 1271.1 6% SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-5 _ Project Name: BMW Tigard Exterior Calcs Page 2 of 2 Model: 104 - SF BYPASS (+Z4)- MP Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Shear/Moment 0.15 1.00 15% Shear 152.8, Moment 98.4 Axial/Moment 0.08 1.00 8% Axial 13.4(t), Moment 98.4 Deflection Cant., in 0.002 --meets L/7493-- 2 x Cantilever Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 297.1 258.2 FCB45.5 Min(4#12-14)&(4)SST 0.157 PDPAT-62KP to A36 57.80% 77.58 % Steel R1 37.1 0.0 By Others&Anchorage Designed by Enginee NA NA * Reference catalog for connector and anchor requirement notes as well as screw placeme t requirements USE 600S162-54 STRUT. LAP& FASTEN W/(3)#10. • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-6 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 2 Model: 105- SF BYPASS (-Z5)- MP Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Section: 600S162-43(33 ksi) @ 16"o.c.Single C Stud(punched) Maxo= 1271.1 ft-lb Va= 1415.7 lb I= 2.32 in^4 Loads have not been modified for strength checks 1 Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Axial Flexual, Stress ---..F. Span KyLy, KtLt Distortional Connector Ratio Top Cant. None, None None, 32.5" N/A - Span None, None None, 22.0" N/A 2.71 -23.47 lb/ft Bottom Cant. None, None None, 8.0" N/A - Web Crippling Bearing pa M Support Load(Ib) (in) (Ib) (ft-lbs) Max Int. Stiffener? N► P2x -188.0 1.50 200.2 0.0 0.49 NO P1x -135.0 1.50 200.2 0.0 0.35 NO 1.83 -23.47 lb/ft R2 -395.4 --Shear Connection w/clip-- NO R1 -49.9 1.00 185.1 131.2 0.20 NO "*"after support means punched near support Y A� Gravity Load I0.67 -23.47 lb/ft P z. Type Load(Ib) Uniform 20.00p1f(Top Cantilever), 20.00plf(Span),20.oOplf(Bottom Cant Ply 154.00lb @ 5.21ft Point Loads P1x P2x Load(lb) -135.00 -188.00 X-Dist.(ft) 5.21 0.00 Code Check Required Allowed Interaction Notes Top Cant. Max.Axial, lbs 208.2(c) 4111.1(c) 5% Km=0.00 lb-in/in Max KL/r=56 Max. Shear, lbs 198.6 1240.3 16% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 452.0 1087.9 42% Ma-dist(control),M=0.00 lb-in/in Moment Stability, ft-lbs 347.3 1271.1 27% Shear/Moment 0.39 1.00 39% Shear 198.6, Moment 452.0 Axial/Moment 0.47 1.00 47% Axial 208.2(c), Moment 452.0 Deflection Cant., in 0.034 --meets L/1940-- 2 x Cantilever Span Max. Axial, lbs 50.0(t) 7493.8(t) 1% Ki:D=0.00lb-in/in Max KL/r= N/A Max. Shear, lbs 196.8 1240.3 16% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 452.0 1087.9 42% Ma-dist(control),Kc=0.00 lb-in/in Moment Stability,ft-lbs 381.2 1271.1 30% Shear/Moment 0.39 1.00 39% Shear 196.8, Moment 452.0 Axial/Moment 0.36 1.00 36% Axial 50.0(t), Moment 452.0 Deflection Span, in 0.002 --meets L/10362-- Bottom Cant. Max.Axial, lbs 13.4(t) 7493.8(t) 0% Km=0.00 lb-in/in Max KL/r=N/A Max. Shear, lbs 203.7 1240.3 16% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 131.2 1264.2 10% Ma-dist(control),K0=0.00 lb-in/in Moment Stability,ft-lbs 104.0 1271.1 8% SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-6 _ Project Name: BMW Tigard Exterior Caics Page 2 of 2 Model: 105- SF BYPASS (-Z5)- MP Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie@ CFS DesignerTm 4.2.0.14 Shear/Moment 0.19 1.00 19% Shear 203.7, Moment 131.2 Axial/Moment 0.11 1.00 11% Axial 13.4(t), Moment 131.2 Deflection Cant., in 0.003 --meets L/5626-- 2 x Cantilever Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 -395.4 258.2 FCB45.5 Min(4#12-14)&(4)SST 0.157 PDPAT-62KP to A36 67.87% 87.70% Steel R1 -49.9 0.0 By Others&Anchorage Designed by Engineer NA NA *Reference catalog for connector and anchor requirement notes as well as screw placeme t requirements USE 600S162-54 STRUT.LAP& FASTEN W/(3)#10. SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-7 Project Name: BMW Tigard Exterior Calcs Page 1 of 1 Model: 106 - SF INFILL AT HSS (-Z5)-MP Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Section : 600S162-33(33 ksi) @ 16"o.c. Single C Stud(punched) Maxo= 950.6 ft-lb Va= 638.1 lb I= 1.79 in^4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors- Design Method=AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Span None, None None, 36.0" N/A Web Crippling Bearing pa M Support Load(Ib) (in) (Ib) (ft-lbs) Max Int. Stiffener? R2 -35.2 1.00 152.8 0.0 0.12 NO 3 00 -23.47 Ib/ft R1 -35.2 --Stud/Track Design, Ref Connectors-- NO "*"after support means punched near support Gravity Load Type Load(Ib) Uniform 20.00p1f(Span) A, Code Check Required Allowed Interaction Notes Span Max.Axial, lbs 30.0(c) 2869.1(c) 1% Ki3)=0.00 lb-in/in Max KL/r=62 Max. Shear, lbs 35.2 638.1 6% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 26.4 760.9 3% Ma-dist(control),K0=0.00 lb-in/in Moment Stability,ft-lbs 26.4 950.6 3% Shear/Moment 0.06 1.00 6% Shear 35.2, Moment 0.0 Axial/Moment 0.04 1.00 4% Axial 4.5(c), Moment 25.8 Deflection Span, in 0.001 --meets L/63598-- Connector Anchor Support Rx(1b) Ry(Ib) Simpson Strong-Tie Connector Interaction Interaction R2 -35.2 30.0 By Others&Anchorage Designed by Engin r NA NA R1 -35.2 30.0 600T125-33(33)&(1) .157", 3/4"embed SST PDP DPAT 14.49% 29.33% to 2500 nw concrete * Reference catalog for connector and anchor requirement notes as well as screw placement re irements 600D250-43 PER ELEVATION SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-8 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 1 Model: 107- ROFF CANOPY (+Z4)-MP Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerT" 4.2.0.14 Section: 600S162-33(33 ksi) @ 16"o.c. Single C Stud(punched) Maxo= 950.6 ft-lb Va= 638.1 lb I= 1.79 in"4 Loads have not been modified for strength checks ! Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method =AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Top Cant. None, None None, 30.0" N/A Span None, None None, 21.0" N/A Web Crippling 2.50 57.73 lb/ft Bearing Pa M Support Load (Ib) (in) (Ib) (ft-lbs) Max Int. Stiffener? R2 262.8 --Shear Connection w/clip-- NO R1 -87.7 --Stud/Track Design, Ref Connectors-- NO - N Gravity Load Type Load(Ib) Uniform 20.00p1f(Top Cantilever), 20.00p1f(Span) 1.75 17.60 lb/ft Code Check Required Allowed Interaction Notes Top Cant. Max.Axial, lbs 50.0(c) 2987.1(c) 2% Kr1)=0.00 lb-in/in Max KL/r=52 Max. Shear, lbs 144.3 638.1 23% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 180.4 760.9 24% Ma-dist(control),Kc=0.00 lb-in/in Moment Stability,ft-lbs 115.2 950.6 12% Shear/Moment 0.30 1.00 30% Shear 144.3, Moment 180.4 Axial/Moment 0.25 1.00 25% Axial 50.0(c), Moment 180.4 Deflection Cant., in 0.012 -meets L/4902-- 2 x Cantilever Span Max.Axial, lbs 42.5(c) 3115.9(c) 1% Km=0.00 lb-in/in Max KL/r=36 Max. Shear, lbs 118.5 638.1 19% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 180.4 760.9 24% Ma-dist(control),Kl=0.00 lb-in/in Moment Stability,ft-lbs 139.8 950.6 15% Shear/Moment 0.27 1.00 27% Shear 118.5, Moment 180.4 Axial/Moment 0.24 1.00 24% Axial 7.5(c), Moment 180.4 Deflection Span, in 0.001 --meets L/27523-- Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 262.8 42.5 FCB45.5 Min(4#12-14)&(2)SST 0.157 PDPAT-62KP to A36 40.44% 83.43 Steel R1 -87.7 42.5 600T125-33(33)& (1).157"SST PDPA/PDPAT-62KP to 36.09% 39.83% steel (3/16"to 1/2"thickness) * Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-8 Project Name: BMW Tigard Exterior Gales Page 1 of 1 Model: 107 - ROFF CANOPY(-Z4)- MP Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Section : 600S162-33(33 ksi) © 16"o.c. Single C Stud (punched) Maxo= 950.6 ft-lb Va= 638.1 lb I= 1.79 in"4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=A1SI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Top Cant. None, None None, 30.0" N/A Span None, None None,21.0" N/A Web Crippling 2.50 -34.13lb/ft Bearing pa M Support Load(Ib) (in) (Ib) (ft-lbs) Max Int. Stiffener? R2 -163.0 --Shear Connection w/clip-- NO R1 44.3 --Stud/Track Design, Ref Connectors-- NO Gravity Load Type Load(Ib) Uniform 24.00p1f(Top Cantilever), 24.00plf(Span) 1.75 -19.07 lb/ft A► Code Check Required Allowed Interaction Notes Top Cant. Max.Axial, lbs 60.0(c) 2987.1(c) 2% K4)=0.00 lb-in/in Max KL/r=52 Max. Shear, lbs 85.3 638.1 13% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 106.7 760.9 14% Ma-dist(control),Kc=0.00 lb-in/in Moment Stability,ft-lbs 68.1 950.6 7% Shear/Moment 0.17 1.00 17% Shear 85.3, Moment 106.7 Axial/Moment 0.16 1.00 16% Axial 60.0(c), Moment 106.7 Deflection Cant., in 0.007 --meets L/8420-- 2 x Cantilever Span Max.Axial, lbs 102.0(c) 3115.9(c) 3% K4)=0.00 lb-in/in Max KL/r=36 Max. Shear, lbs 77.6 638.1 12% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 106.7 760.9 14% Ma-dist(control),K0=0.00 lb-in/in Moment Stability,ft-lbs 80.5 950.6 8% Shear/Moment 0.17 1.00 17% Shear 77.6, Moment 106.7 Axial/Moment 0.16 1.00 16% Axial 60.0(c), Moment 106.7 Deflection Span, in 0.000 --meets L/49094-- Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 -163.0 0.0 SCB45.5(2)&(2)SST 0.157 PDPAT-62KP to A36 Steel 33.26% 37.04% R1 44.3 102.0 600T125-33(33)&(1).157"SST PDPA/PDPAT-62KP to 18.22% 20.10% steel (3/16"to 1/2"thickness) *Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-9 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 1 Model: 108 - ROFF CANOPY (-Z5)- MP Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Section: 600S162-33(33 ksi) @ 16"o.c.Single C Stud(punched) Maxo= 950.6 ft-lb Va= 638.1 lb I= 1.79 in^4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations + Bridging Connectors-Design Method=A1SI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Top Cant. None, None None, 30.0" N/A Span None, None None,21.0" N/A Web Crippling 2.50 -39.07 lb/ft Bearing pa M Support Load (Ib) (in) (Ib) (ft-Ibs) Max Int. Stiffener? R2 -188.0 --Shear Connection w/clip-- NO R1 49.2 --Stud/Track Design, Ref Connectors-- NO Gravity Load Type Load(Ib) Uniform 20.00p1f(Top Cantilever),20.00p1f(Span) 1.75 -23.47lb/ft Code Check Required Allowed Interaction Notes Top Cant. Max. Axial, lbs 50.0(c) 2987.1(c) 2% Kid:0=0.00 lb-in/in Max KL/r=52 Max. Shear, lbs 97.7 638.1 15% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 122.1 760.9 16% Ma-dist(control),K0=0.00 lb-in/in Moment Stability, ft-lbs 77.9 950.6 8% Shear/Moment 0.20 1.00 20% Shear 97.7, Moment 122.1 Axial/Moment 0.18 1.00 18% Axial 50.0(c), Moment 122.1 Deflection Cant., in 0.008 --meets L/7375-- 2 x Cantilever Span Max. Axial, lbs 85.0(c) 3115.9(c) 3% KI)=0.00 lb-in/in Max KUr=36 Max. Shear, lbs 90.3 638.1 14% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 122.1 760.9 16% Ma-dist(control),K(1)=0.00 lb-in/in Moment Stability,ft-lbs 91.8 950.6 10% Shear/Moment 0.19 1.00 19% Shear 90.3, Moment 122.1 Axial/Moment 0.18 1.00 18% Axial 50.0(c), Moment 122.1 Deflection Span, in 0.000 --meets L/43286-- Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie Connector Interaction Interaction R2 -188.0 0.0 SCB45.5(2)& (2)SST 0.157 PDPAT-62KP to A36 Steel 38.36% 42.72% R1 49.2 85.0 600T125-33(33)&(1).157"SST PDPA/PDPAT-62KP to 20.26% 22.36% steel (3/16"to 1/2"thickness) Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-10 _ Project Name: BMW Tigard Exterior Calos Page 1 of 1 Model: 109- PARAPET STUD AT HSS (+Z4)- STUCCO Date: 04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Section : 600S162-43(33 ksi) @ 16"o.c.Single C Stud(punched) Maxo= 1271.1 ft-lb Va= 1415.7 lb I= 2.32 inA4 1 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations N 0. Bridging Connectors -Design Method=AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Z5 PARAPET Span None, None None, 30.0" N/A LOAD Web Crippling Bearing Pa M Support Load(Ib) (in) (Ib) (ft-Ibs) Max Int. Stiffener? 4/ R2 72.2 1.00 259.1 0.0 0.14 NO 2.50 57.73 Ib/ft R1 72.2 --Stud/Track Design, Ref Connectors-- NO "*"after support means punched near support Gravity Load Type Load (lb) Uniform 24.00p1f(Span) - �Ill' Code Check Required Allowed Interaction Notes Span Max. Axial, lbs 30.0(c) 4193.9(c) 1% KO=0.00 lb-in/in Max KL/r=52 Max. Shear, lbs 72.2 1240.3 6% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 45.1 1087.9 4% Ma-dist(control),KV=0.00 lb-in/in Moment Stability,ft-lbs 45.1 1271.1 4% Shear/Moment 0.06 1.00 6% Shear 72.2, Moment 0.0 Axial/Moment 0.04 1.00 4% Axial 2.6(c), Moment 44.8 Deflection Span, in 0.001 --meets L/57700-- Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 72.2 30.0 By Others&Anchorage Designed by Engineer NA NA R1 72.2 30.0 600T125-33(33)&(1).157"SST PDPA/PDPAT-62KP to 17.60% 32.77% steel (3/16"to 1/2"thickness) *Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-10 Project Name: BMW Tigard Exterior Cabs Page 1 of 1 Model: 109- PARAPET TRACK BEAM Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM' 4.2.0.14 Section: 600T125-43(33 ksi) Single Track(unpunched) Maxo= 759.4 ft-lb Va= 1377.1 lb I= 1.77 inA4 Loads have not been modified for strength checks 54.14 rift 54.14 lb/ft Loads have been multiplied by 0.70 for deflection calculations If a span has a bracing setting larger than the span,the bracing is set iiimer Bridging Connectors-Design Method=AISI S100 _ Ri Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio 4.00 Left Span NA 48.0", N/A N/A - Right Span NA None, N/A N/A - Web Crippling Bearing pa M Support Load(Ib) (in) (Ib) (ft-lbs) Max Int. Stiffener? R1 81.2 1.00 186.2 0.0 0.22 NO R2 270.7 1.00 377.5 108.3 0.45 NO R3 81.2 1.00 186.2 0.0 0.22 NO "*"after support means punched near support Code Check Required Allowed Interaction Notes Left Span Max.Axial, lbs 0.0(t) - 0% KO=0.00 lb-in/in Max KL/r= N/A Max. Shear, lbs 135.4 1377.1 10% Max. Moment(MaFy, Ma-dist),ft-lbs 108.3 759.4 14% Moment Stability,ft-lbs 60.9 665.7 9% Shear/Moment 0.17 1.00 17% Shear 135.4, Moment 108.3 Axial/Moment 0.14 1.00 14% Axial 0.0(c), Moment 108.3 Deflection Span, in 0.002 --meets L/27571-- Right Span Max.Axial, lbs 0.0(t) - 0% Km=0.00 lb-in/in Max KL/r= N/A Max. Shear, lbs 135.3 1377.1 10% Max. Moment(MaFy, Ma-dist), ft-lbs 108.3 759.4 14% Moment Stability, ft-lbs 60.9 665.7 9% Shear/Moment 0.17 1.00 17% Shear 135.3, Moment 108.3 Axial/Moment 0.14 1.00 14% Axial 0.0(c), Moment 108.3 Deflection Span, in 0.002 --meets L/27571-- Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie Connector Interaction Interaction R1 0.0 81.2 By Others&Anchorage Designed by Engineer NA NA R2 0.0 270.7 By Others&Anchorage Designed by Engineer NA NA R3 0.0 81.2 By Others &Anchorage Designed by Engineer NA NA *Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-10 _ Project Name: BMW Tigard Exterior Cabs Page 1 of 1 Model: 110 - PARAPET STUD AT HSS (-Z5)-STUCCO Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS Designer 4.2.0.14 Section : 600S162-43(33 ksi) @ 16"o.c. Single C Stud(punched) Maxo= 1271.1 ft-lb Va= 1415.7 lb I= 2.32 in^4 1 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations - N Bridging Connectors-Design Method=AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Z5 PARAPET Span None, None None, 30.0" N/A - LOAD Web Crippling Bearing Pa M Support Load(Ib) (in) (Ib) (ft-lbs) Max Int. Stiffener? R2 -48.8 1.00 259.1 0.0 0.10 NO 2.50 -39.07 lb/ft R1 -48.8 --Stud/Track Design, Ref Connectors-- NO "*"after support means punched near support Gravity Load Type Load(lb) Uniform 24.00plf(Span) - 22il,' Code Check Required Allowed Interaction Notes Span Max.Axial, lbs 30.0(c) 4193.9(c) 1% K4)=0.00 lb-in/in Max KL/r=52 Max. Shear, lbs 48.8 1240.3 4% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 30.5 1087.9 3% Ma-dist(control),K0=0.00 lb-in/in Moment Stability, ft-lbs 30.5 1271.1 2% Shear/Moment 0.04 1.00 4% Shear 48.8, Moment 0.0 Axial/Moment 0.03 1.00 3% Axial 3.8(c), Moment 30.0 Deflection Span, in 0.000 --meets L/85270-- Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie Connector Interaction Interaction R2 -48.8 30.0 By Others&Anchorage Designed by Engineer NA NA R1 -48.8 30.0 600T125-33(33)&(1).157"SST PDPA/PDPAT-62KP to 11.91 % 22.18 % steel (3/16"to 1/2"thickness) *Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-11 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 1 Model: 111 - ROOF BYPASS @ MECH WELL (-Z5)- STUCCO Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Section : 6005162-33(33 ksi) @ 16"o.c. Single C Stud(punched) 1 Maxo= 950.6 ft-lb Va= 638.1 lb I= 1.79 in^4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Top 72.0", 72.0" 72.0", 192.0" LSUBH3.25 (Min) 0.54 Bottom None, None None,66.0" N/A 16.00 -18.67 lb/ft Web Crippling Bearing pa M Support Load(Ib) (in) (Ib) (ft-lbs) Max Int. Stiffener? R3 -120.1 --Slip Track Design, Ref Connectors-- NO R2 -328.0 --Shear Connection wl clip-- NO R1 20.4 --Stud/Track Design, Ref Connectors-- NO A• Gravity Load Type Load (Ib) 5.50 -23.47 lb/ft Uniform 24.00p1f(Top Span), 24.00plf(Bottom Span) Code Check Required Allowed Interaction Notes Top Span Max. Axial, lbs 384.0(c) 1788.2(c) 21% KcD=0.00 lb-in/in Max KL/r= 124 Max. Shear, lbs 178.5 638.1 28% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 467.2 760.9 61% Ma-dist(control),KI=0.00 lb-in/in Moment Stability, ft-lbs 386.6 769.3 50% Shear/Moment 0.57 1.00 57% Shear 178.5, Moment 467.2 Axial/Moment 0.86 1.00 86% Axial 384.0(c), Moment 467.2 Deflection Span, in 0.196 --meets L/978-- Bottom Span Max.Axial, lbs 516.0(c) 1983.0(c) 26% KO=0.00 lb-in/in Max KL/r= 114 Max. Shear, lbs 149.5 638.1 23% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 467.2 760.9 61% Ma-dist(control),Kc1=0.00 lb-in/in Moment Stability, ft-lbs 316.3 903.1 35% Shear/Moment 0.54 1.00 54% Shear 149.5, Moment 467.2 Axial/Moment 0.81 1.00 81% Axial 384.0(c), Moment 467.2 Deflection Span, in 0.015 --meets L/4518-- Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R3 -120.1 0.0 600SLT250-33(33)&(1).157"SST PDPA/PDPAT-62KP to 80.09 % 73.41 % steel(3/16"to 1/2"thickness) R2 -328.0 0.0 SCB45.5(2)&(3)SST 0.157 PDPAT-62KP to A36 Steel 66.94 % 56.07 % R1 20.4 516.0 600T125-33(33)&(1)#10 screw to CFS(20ga 33ksi) 8.40 % 11.53 % Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-12 Project Name: BMW Tigard Exterior Gales Page 1 of 1 Model: 111.1 - ROOF BYPASS @ MECH WELL (-Z4)-STUCCO Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS Designer 4.2.0.14 Section : 600S162-33(33 ksi) @ 16"o.c. Single C Stud(punched) Maxo= 950.6 ft-lb Va= 638.1 lb I= 1.79 in^4 Wind Selection:000 ASCE 7-16, Leeward (4) Tributary Area:Span: Length^2/3 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors- Design Method=A1SI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Top 72.0", 72.0" 72.0", 192.0" LSUBH3.25(Min) 0.48 Bottom None, None None,66.0" N/A 16.00 16.67 lb/ft Web Crippling Bearing pa M Support Load(lb) (in) (lb) (ft-lbs) Max Int. Stiffener? R3 -107.4 --Slip Track Design, Ref Connectors-- NO R2 -287.2 --Shear Connection wl clip-- NO R1 23.1 --Stud/Track Design, Ref Connectors-- NO A• Gravity Load Type Load(lb) 5.50 -19.07 lb/ft Uniform 24.00plf(Top Span),24.00plf(Bottom Span) 01. Code Check Required Allowed Interaction Notes Top Span Max.Axial, lbs 384.0(c) 1788.2(c) 21% Kc=0.00 lb-in/in Max KL/r= 124 0 Max. Shear, lbs 159.3 638.1 25% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 415.3 760.9 55% Ma-dist(control),K0=0.00 lb-in/in Moment Stability, ft-lbs 345.9 769.3 45% Shear/Moment 0.50 1.00 50% Shear 159.3, Moment 415.3 Axial/Moment 0.79 1.00 79% Axial 384.0(c), Moment 415.3 Deflection Span, in 0.176 --meets L/1091-- Bottom Span Max.Axial, lbs 516.0(c) 1983.0(c) 26% K0)=0.00 lb-in/in Max KL/r= 114 Max. Shear, lbs 128.0 638.1 20% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 415.3 760.9 55% Ma-dist(control),Kc=0.00 lb-in/in Moment Stability,ft-lbs 285.5 900.8 32% Shear/Moment 0.48 1.00 48% Shear 128.0, Moment 415.3 Axial/Moment 0.74 1.00 74% Axial 384.0(c), Moment 415.3 Deflection Span, in 0.013 --meets L/4908-- Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R3 -107.4 0.0 600T250-43(33)&(1).157"SST PDPA/PDPAT-62KP to 86.99% 50.43% steel (3/16"to 1/2"thickness) R2 -287.2 0.0 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 58.62% 25.76% R1 23.1 516.0 600T125-33(33)&(1) .157" SST PDPA/PDPAT-62KP to 9.50% 10.48% steel (3/16"to 1/2"thickness) *Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-13 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 1 Model: 112 - ROOF INFILL @ MECH WELL (+Z4) - STUCCO Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Section : 600S162-33(33 ksi) @ 16"o.c. Single C Stud(punched) Maxo= 950.6 ft-lb Va= 638.1 lb I= 1.79 in^4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors -Design Method =AIS1 S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Span 72.0", 72.0" 72.0", 192.0" LSUBH3.25(Min) 0.44 Web Crippling Bearing pa M Support Load (Ib) (in) (Ib) (ft-lbs) Max Int. Stiffener? R2 121.6 --Slip Track Design, Ref Connectors-- NO 16.00 15.20 lb/ft R1 121.6 --Stud/Track Design, Ref Connectors-- NO Gravity Load Type Load(Ib) Uniform 24.00p1f(Span) Code Check Required Allowed Interaction Notes Span Max.Axial, lbs 384.0(c) 1788.2(c) 21% Km=0.00 lb-in/in Max KL/r= 124 Max. Shear, lbs 121.6 638.1 19% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 486.4 760.9 64% Ma-dist(control),K0=0.00 lb-in/in Moment Stability,ft-lbs 486.4 766.5 63% Shear/Moment 0.51 1.00 51% Shear 0.0, Moment 486.4 Axial/Moment 0.77 1.00 77% Axial 210.0(c), Moment 482.1 Deflection Span, in 0.297 --meets L/647-- Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 121.6 0.0 600SLT250-68(50)& (2).157"SST PDPA/PDPAT-62KP to 62.82% 26.52% steel (3/16"to 1/2"thickness) R1 121.6 384.0 600T125-43(33)&(2).157"SST PDPA/PDPAT-62KP to 50.05% 21.22% steel (3/16"to 1/2"thickness) *Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-14 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 1 Model: 112 - ROOF INFILL @ MECH WELL (-Z5)-STUCCO Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTTM 4.2.0.14 Section : 600S162-33(33 ksi) @ 16"o.c. Single C Stud(punched) Maxo= 950.6 ft-lb Va= 638.1 lb I= 1.79 in"4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations 7,0 Bridging Connectors -Design Method =AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Span 72.0", 72.0" 72.0", 192.0" LSUBH3.25 (Min) 0.54 Web Crippling Bearing pa M Support Load(Ib) (in) (Ib) (ft-lbs) Max Int. Stiffener? R2 -149.3 --Slip Track Design, Ref Connectors-- NO 16.00 -18.67 lb/ft R1 -149.3 --Stud/Track Design, Ref Connectors-- NO Gravity Load Type Load(Ib) Uniform 24.00pff(Span) Code Check Required Allowed Interaction Notes Span Max.Axial, lbs 384.0(c) 1788.2(c) 21% KI)=0.00 lb-in/in Max KL/r= 124 Max. Shear, lbs 149.3 638.1 23% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 597.3 760.9 78% Ma-dist(control),Kc=0.00 lb-in/in Moment Stability, ft-lbs 597.3 766.5 78% Shear/Moment 0.63 1.00 63% Shear 0.0, Moment 597.3 Axial/Moment 0.91 1.00 91% Axial 207.0(c), Moment 593.7 Deflection Span, in 0.364 --meets L/527-- Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie Connector Interaction Interaction R2 -149.3 0.0 600SLT250-43(33)&(1) .157"SST PDPA/PDPAT-62KP to 77.14% 70.14 % steel (3/16"to 1/2"thickness) R1 -149.3 384.0 600T125-43(33)&(2) .157", 3/4"embed SST PDPA/PDPAT 61.46 % 55.31 % to 4000 nw concrete *Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-15 Project Name: BMW Tigard Exterior Calcs Page 1 of 1 Model: 112.1 - ROOF INFILL @ MECH WELL (+Z5) - STUCCO Date:05/01/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS Designer"' 5.0.0.2 Section: 600S300-97(50 ksi) @ 16"o.c.Single C Stud (punched) 1 Maxo= 5606.7 ft-lb Va= 10471.6 lb I= 7.28 inA4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors - Design Method =AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Span 72.0", 72.0" 72.0", 252.0" MSUBH3.25(Min) 0.86 Web Crippling Bearing pa M Support Load (Ib) (in) (Ib) (ft-lbs) Max Int. Stiffener? R2 506.8 --Slip Track Design, Ref Connectors-- NO 21.00 48.27 lb/ft R1 506.8 --Studffrack Design, Ref Connectors-- NO Gravity Load Type Load(Ib) Uniform 24.00p1f(Span) Code Check Required Allowed Interaction Notes Span Max.Axial, lbs 504.0(c) 10461.9(c) 5% Kil:/=0.00 lb-in/in Max KL/r= 105 Max. Shear, lbs 506.8 3805.4 13% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 2660.7 5192.8 51% Ma-dist(control),M=0.00 lb-in/in Moment Stability, ft-lbs 2660.7 5392.0 49% Shear/Moment 0.47 1.00 47% Shear 0.0, Moment 2660.7 Axial/Moment 0.54 1.00 54% Axial 259.6(c), Moment 2658.3 Deflection Span, in 0.688 --meets L/366-- Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 506.8 0.0 600T250-97(50)&(3).157"SST PDPA/PDPAT-62KP to 97.57% 73.69% steel (3/16"to 1/2"thickness) R1 506.8 504.0 600T125-33(33)&(3)#10 screw to CFS(18ga 33ksi) 73.66% 95.44% *Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-16 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 1 Model: 112.2 - ROOF INFILL @ MECH WELL (-Z4)- STUCCO Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS Designer TM 4.2.0.14 Section : 600S200-43(33 ksi) @ 16"o.c.Single C Stud(punched) Maxo= 1436.9 ft-lb Va= 1415.7 lb I= 2.68 in^4 Wind Selection:000 ASCE 7-16, Leeward(4) Tributary Area: Span: Length"2/3 7:i Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Span 72.0", 72.0" 72.0", 252.0" LSUBH3.25(Min) 0.55 Web Crippling Bearing pa M 21.00 t6.00lb/ft Support Load (Ib) (in) (Ib) (ft-lbs) Max Int. Stiffener? R2 -168.0 --Shear Connection w/clip-- NO R1 -168.0 --Stud/Track Design, Ref Connectors-- NO Gravity Load Type Load(lb) Uniform 24.00plf Code Check Required Allowed Interaction Notes Span Max.Axial, lbs 504.0(c) 2791.6(c) 18% Km=0.00 lb-in/in Max KL/r= 108 Max. Shear, lbs 168.0 1240.3 14% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 882.0 1243.9 71% Ma-dist(control),Kc=0.00 lb-in/in Moment Stability,ft-lbs 882.0 1309.8 67% Shear/Moment 0.61 1.00 61% Shear 0.0, Moment 882.0 Axial/Moment 0.83 1.00 83% Axial 271.7(c), Moment 876.6 Deflection Span, in 0.619 --meets L/407-- Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 -168.0 0.0 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 27.54% 15.07% R1 -168.0 504.0 600T125-33(33)&(2).157"SST PDPA/PDPAT-62KP to 40.97% 38.15% steel(3/16"to 1/2"thickness) Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-17 Project Name: BMW Tigard Exterior Calcs Page 1 of 1 Model: 112.3 - ROOF INFILL @ MECH WELL (-Z5)-STUCCO - Date:04/21/2023 Code: AISI S100-16w1S2-20 Simpson Strong-Tie®CFS Designer1M 4.2.0.14 Section : 600S200-43(33 ksi) @ 16"o.c. Single C Stud(punched) Maxo= 1436.9 ft-lb Va= 1415.7 lb I= 2.68 inA4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations r Bridging Connectors-Design Method =AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Span 72.0", 72.0" 72.0",252.0" LSUBH3.25(Min) 0.59 Web Crippling Bearing pa M Support Load(Ib) (in) (Ib) (ft-Ibs) Max Int. Stiffener? R2 -183.4 --Slip Track Design, Ref Connectors-- NO 21.00 -17.47 lb/ft R1 -183.4 --Stud/Track Design, Ref Connectors-- NO Gravity Load Type Load(Ib) Uniform 24.00plf(Span) - �o. Code Check Required Allowed Interaction Notes Span Max.Axial, lbs 504.0(c) 2791.6(c) 18% K4=0.00 lb-in/in Max KL/r= 108 Max. Shear, lbs 183.4 1240.3 15% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 962.8 1243.9 77% Ma-dist(control),Ki=0.00 lb-in/in Moment Stability,ft-lbs 962.8 1309.8 74% Shear/Moment 0.67 1.00 67% Shear 0.0, Moment 962.8 Axial/Moment 0.89 1.00 89% Axial 270.6(c), Moment 957.6 Deflection Span, in 0.676 --meets L/373-- Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 -183.4 0.0 600T250-54(50)&(1).157"SST PDPA/PDPAT-62KP to 76.49% 80.00% steel(3/16"to 1/2"thickness) R1 -183.4 504.0 600T125-33(33)&(2)#10 screw to CFS(18ga 33ksi) 44.73% 51.81 % * Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-18 _ Project Name: BMW Tigard Exterior Calcs Page 2 of 9 Model: STACKED UPPER- 113- BYPASS @ ELEVATOR (+Z4)-STUCCO Date:05/01/2023 Code: AISI S100-16w1S2-20 Simpson Strong-Tie®CFS Designer 5.0.0.2 Section: 600S162-33(33 ksi) @ 16"o.c. Single C Stud (punched) Maxo= 950.6 ft-lb Va= 638.1 lb I= 1.79 inA4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 2.25 57.73lb/ft Axial Flexual, Stress ,• Span KyLy, KtLt Distortional Connector Ratio Top Cant. NA None, 27.0" N/A Top 72.0", 72.0" 72.0", 172.0" LSUBH3.25 (Min) 0.43 Bottom 72.0", 72.0" 72.0", 117.0" LSUBH3.25 (Min) 0.45 14.33 14.93 lb/ft Web Crippling Bearing pa M Support Load(Ib) (in) (Ib) (ft-lbs) Max Int. Stiffener? R3 229.2 --Shear Connection wl clip-- NO - A• R2 213.8 --Shear Connection w/clip-- NO R1 46.5 --Stud/Track Design, Ref Connectors-- NO Gravity Load 9.75 14.93 lb/ft Type Load(Ib) Uniform 24.00plf(Top Span), 24.00p1f(Bottom Span) ' Code Check Required Allowed Interaction Notes Top Cant. Max.Axial, lbs 0.0(t) - 0% K(I)=0.00 lb-in/in Max KL/r= N/A Max. Shear, lbs 129.9 638.1 20% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 146.1 760.9 19% Ma-dist(control),Kc=0.00 lb-in/in Moment Stability,ft-lbs 93.3 950.6 10% Shear/Moment 0.26 1.00 26% Shear 129.9, Moment 146.1 Axial/Moment 0.15 1.00 15% Axial 0.0(c), Moment 146.1 Deflection Cant., in 0.023 -meets U2395-- 2 x Cantilever Top Span Max.Axial, lbs 343.9(c) 1791.3(c) 19% KD=0.00 lb-in/in Max KL/r= 124 Max. Shear, lbs 114.7 638.1 18% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 256.5 760.9 34% Ma-dist(control),M=0.00 lb-in/in Moment Stability,ft-lbs 184.0 774.6 24% Shear/Moment 0.32 1.00 32% Shear 114.7, Moment 256.5 Axial/Moment 0.54 1.00 54% Axial 343.9(c), Moment 256.5 Deflection Span, in 0.070 --meets L/2470-- Bottom Span Max.Axial, lbs 577.9(c) 1791.3(c) 32% K(1)=0.00 lb-in/in Max KL/r= 124 Max. Shear, lbs 99.1 638.1 16% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 256.5 760.9 34% Ma-dist(control),K'=0.00 lb-in/in Moment Stability, ft-lbs 90.9 761.4 12% Shear/Moment 0.31 1.00 31% Shear 99.1, Moment 256.5 Axial/Moment 0.53 1.00 53% Axial 343.9(c), Moment 256.5 Deflection Span, in 0.007 --meets L/15829-- SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-18 _ Project Name: BMW Tigard Exterior Calcs Page 3 of 9 Model: STACKED UPPER- 113 - BYPASS @ ELEVATOR (+Z4) - STUCCO Date: 05/01/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM 5.0.0.2 Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R3 229.2 0.0 SCB45.5(2)&(2)SST 0.157 PDPAT-62KP to A36 Steel 46.77% 52.09% R2 213.8 0.0 SCB45.5(2)&(2)SST 0.157 PDPAT-62KP to A36 Steel 43.63% 48.59% R1 46.5 577.9 600T125-33(33)&(2)#10 screw to CFS (20ga 33ksi) 19.14% 13.13% *Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-19 Project Name: BMW Tigard Exterior Calcs Page 6 of 9 Model: STACKED LOWER - 113- BYPASS @ ELEVATOR (+Z4)-STUCCO Date:05/01/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS Designer 5.0.0.2 Section : 600S162-43(33 ksi) @ 16"o.c.Single C Stud(punched) Maxo= 1271.1 ft-lb Va= 1415.7 lb I= 2.32 inA4 Wind Selection:000 ASCE 7-16,Windward(4) 1 Tributary Area:Span: Length^2/3 Loads have not been modified for strength checks 1.33 17.60 lb/ft P ix Loads have been multiplied by 0.70 for deflection calculations 7.0 Bridging Connectors-Design Method=AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio 11.17 16.00 lb/ft Top Cant. None, None None, 16.0" N/A Top 72.0", 72.0" 72.0", 134.0" LSUBH3.25(Min) 0.44 Bottom 72.0", 72.0" 72.0", 210.0" LSUBH3.25(Min) 0.44 A• Web Crippling Bearing pa M Support Load(Ib) (in) (Ib) (ft-lbs) Max Int. Stiffener? P1x 47.0 1.50 295.3 0.0 0.08 NO 17.50 14.93 lb/ft R3 128.2 --Shear Connection w/clip-- NO R2 276.2 --Shear Connection w/clip-- NO R1 106.0 --Stud/Track Design, Ref Connectors-- NO I Gravity Load p► Type Load(Ib) Uniform 24.00p1f(Top Cantilever), 24.00p1f(Top Span), 24.00plf(Bottom Ply 577.001b @ 30.00ft Point Loads P1x Load(lb) 47.00 X-Dist.(ft) 30.00 Code Check Required Allowed Interaction Notes Top Cant. Max.Axial, lbs 608.9(c) 4387.6(c) 14% K t=0.00 lb-in/in Max KL/r=38 Max. Shear, lbs 70.4 1240.3 6% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 78.1 1087.9 7% Ma-dist(control),K0=0.00 lb-in/in Moment Stability,ft-lbs 59.9 1271.1 5% Shear/Moment 0.08 1.00 8% Shear 70.4, Moment 78.1 Axial/Moment 0.21 1.00 21% Axial 608.9(c), Moment 78.1 Deflection Cant., in 0.005 --meets L/6888-- 2 x Cantilever Top Span Max.Axial, lbs 877.0(c) 2471.9(c) 35% Ki:1)=0.00 lb-in/in Max KL/r= 125 Max. Shear, lbs 121.0 1240.3 10% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 431.0 1087.9 40% Ma-dist(control),Km=0.00 lb-in/in Moment Stability,ft-lbs 199.7 982.8 20% Shear/Moment 0.35 1.00 35% Shear 121.0, Moment 431.0 Axial/Moment 0.81 1.00 81% Axial 877.0(c), Moment 431.0 Deflection Span, in 0.018 -meets L/7470-- Bottom Span Max.Axial, lbs 1297.0(c) 2442.7(c) 53% KI:>=0.00 lb-in/in Max KL/r= 125 Max. Shear, lbs 155.3 1240.3 13% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 431.0 1087.9 40% Ma-dist(control),Kct=0.00 lb-in/in Moment Stability,ft-lbs 376.5 992.0 38% SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-19 Project Name: BMW Tigard Exterior Calcs Page 7 of 9 Model: STACKED LOWER- 113 - BYPASS @ ELEVATOR (+Z4) - STUCCO Date: 05/01/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie@ CFS Designerrm 5.0.0.2 Shear/Moment 0.36 1.00 36% Shear 155.3, Moment 431.0 Axial/Moment 0.90 1.00 90% Axial 1142.0(c), Moment 373.4 Deflection Span, in 0.179 --meets L/1171-- Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R3 128.2 0.0 SCB45.5(2)&(2)SST 0.157 PDPAT-62KP to A36 Steel 21.01 % 29.13% R2 276.2 0.0 SCB45.5(2)&(2)SST 0.157 PDPAT-62KP to A36 Steel 45.29% 62.78% R1 106.0 1297.0 600T125-33(33)&(1) .157", 3/4"embed SST PDPA/PDPAT 25.86% 78.55% to 4000 nw concrete * Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-20 Project Name: BMW Tigard Exterior Calcs Page 4 of 9 Model: STACKED UPPER- 113 - BYPASS @ ELEVATOR (-Z4)-STUCCO Date:05/01/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTm 5.0.0.2 Section: 600S162-33(33 ksi) @ 16"o.c. Single C Stud(punched) Maxo= 950.6 ft-lb Va= 638.1 lb I= 1.79 inA4 Wind Selection:000 ASCE 7-16, Leeward(4),T.O. Parapet=57.333 ft Tributary Area: Span: Length^2/3,Cantilever: Length^2/3 Loads have not been modified for strength checks 2.25 -34_13 lb/ft Loads have been multiplied by 0.70 for deflection calculations w• Bridging Connectors-Design Method=AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Top Cant. None, None None,27.0" N/A 14.33 -16.93 lb/ft Top 72.0", 72.0" 72.0", 172.0" LSUBH3.25(Min) 0.49 Bottom 72.0", 72.0" 72.0", 117.0" LSUBH3.25(Min) 0.53 Web Crippling Bearing pa M Support Load(Ib) (in) (Ib) (ft-lbs) Max Int. Stiffener? R3 -181.9 --Shear Connection w/clip-- NO R2 -256.6 --Shear Connection wl clip-- NO 9.75 -17.73 lb/ft R1 -53.8 --Stud/Track Design, Ref Connectors-- NO Gravity Load Type Load(Ib) p. Uniform 24.00p1f(Top Cantilever), 24.00plf(Top Span), 24.00p1f(Bottom Code Check Required Allowed Interaction Notes Top Cant. Max.Axial, lbs 54.0(c) 2871.1(c) 2% K4)=0.00 lb-in/in Max KL/r=57 Max. Shear, lbs 76.8 638.1 12% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 86.4 760.9 11% Ma-dist(control),KI)=0.00 lb-in/in Moment Stability, ft-lbs 55.2 950.6 6% Shear/Moment 0.15 1.00 15% Shear 76.8, Moment 86.4 Axial/Moment 0.13 1.00 13% Axial 54.0(c), Moment 86.4 Deflection Cant., in 0.044 --meets U1228-- 2 x Cantilever Top Span Max. Axial, lbs 397.9(c) 1791.3(c) 22% KI)=0.00 lb-in/in Max KL/r= 124 Max. Shear, lbs 137.5 638.1 22% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 318.3 760.9 42% Ma-dist(control),Kc =0.00 lb-in/in Moment Stability,ft-lbs 240.0 772.9 31% Shear/Moment 0.40 1.00 40% Shear 137.5, Moment 318.3 Axial/Moment 0.66 1.00 66% Axial 397.9(c), Moment 318.3 Deflection Span, in 0.095 --meets L/1814-- Bottom Span Max.Axial, lbs 631.9(c) 1791.3(c) 35% K4)=0.00 lb-in/in Max KL/r= 124 Max. Shear, lbs 119.1 638.1 19% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 318.3 760.9 42% Ma-dist(control),K4)=0.00 lb-in/in Moment Stability,ft-lbs 118.9 761.4 16% Shear/Moment 0.38 1.00 38% Shear 119.1, Moment 318.3 Axial/Moment 0.65 1.00 65% Axial 397.9(c), Moment 318.3 Deflection Span, in 0.007 --meets U15945-- SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-20 Project Name: BMW Tigard Exterior Calcs Page 5 of 9 Model: STACKED UPPER- 113- BYPASS @ ELEVATOR (-Z4) - STUCCO Date: 05/01/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS Designer' 5.0.0.2 Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R3 -182.0 0.0 SCB45.5(2)&(2)SST 0.157 PDPAT-62KP to A36 Steel 37.13% 41.35% R2 -256.6 0.0 SCB45.5(2)&(2)SST 0.157 PDPAT-62KP to A36 Steel 52.37% 58.32 % R1 -53.8 631.9 600T125-33(33)&(2)#10 screw to CFS(20ga 33ksi) 22.14% 15.20% *Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-21 _ Project Name: BMW Tigard Exterior Calcs Page 8 of 9 Model: STACKED LOWER- 113- BYPASS @ ELEVATOR (-Z4) - STUCCO Date:05/01/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM 5.0.0.2 Section : 600S162-43(33 ksi) @ 16"o.c. Single C Stud(punched) Maxo= 1271.1 ft-lb Va= 1415.7 lb I= 2.32 in^4 Wind Selection:000 ASCE 7-16, Leeward(4) Tributary Area: Span: Length^2/3 Loads have not been modified for strength checks 1.33 19.07 lb/it -•P'" Loads have been multiplied by 0.70 for deflection calculations p• Bridging Connectors -Design Method=AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio 11.17 -17.47 lb/ft Top Cant. None, None None, 16.0" N/A Top 72.0", 72.0" 72.0", 134.0" LSUBH3.25(Min) 0.48 Bottom 72.0", 72.0" 72.0", 210.0" LSUBH3.25 (Min) 0.48 Web Crippling Bearing Pa M Support Load(Ib) (in) (Ib) (ft-Ibs) Max Int. Stiffener? P1x -54.0 1.50 295.3 0.0 0.10 NO 17.50 -16.40 Ib/ft R3 -142.6 --Shear Connection w/clip- NO R2 -302.3 --Shear Connection w/clip-- NO R1 -116.5 --Stud/Track Design, Ref Connectors-- NO I Gravity Load p► Type Load(lb) Uniform 24.00plf(Top Cantilever), 24.00plf(Top Span),24.00plf(Bottom P1y 577.001b @ 30.00ft Point Loads P1x Load(lb) -54.00 X-Dist.(ft) 30.00 Code Check Required Allowed Interaction Notes Top Cant. Max.Axial, lbs 608.9(c) 4387.6(c) 14% KcD=0.00 lb-in/in Max KL/r=38 Max. Shear, lbs 79.4 1240.3 6% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 88.7 1087.9 8% Ma-dist(control),M=0.00 lb-in/in Moment Stability,ft-lbs 68.1 1271.1 5% Shear/Moment 0.09 1.00 9% Shear 79.4, Moment 88.7 Axial/Moment 0.22 1.00 22% Axial 608.9(c), Moment 88.7 Deflection Cant., in 0.005 --meets L/5837-- 2 x Cantilever Top Span Max.Axial, lbs 877.0(c) 2471.9(c) 35% KO=0.00 lb-in/in Max KL/r= 125 Max. Shear, lbs 131.9 1240.3 11% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 472.1 1087.9 43% Ma-dist(control),K4=0.00 lb-in/in Moment Stability, ft-lbs 220.0 982.8 22% Shear/Moment 0.39 1.00 39% Shear 131.9, Moment 472.1 Axial/Moment 0.85 1.00 85% Axial 877.0(c), Moment 472.1 Deflection Span, in 0.020 --meets L/6665-- Bottom Span Max.Axial, lbs 1297.0(c) 2442.7(c) 53% Kc=0.00 lb-in/in Max KL/r= 125 Max. Shear, lbs 170.5 1240.3 14% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 472.1 1087.9 43% Ma-dist(control),KcD=0.00 lb-in/in Moment Stability,ft-lbs 414.0 992.0 42% SIMPSON STRONG•TIE COMPANY INC. www.strongtie.com C-21 _ Project Name: BMW Tigard Exterior Calcs Page 9 of 9 Model: STACKED LOWER- 113 - BYPASS @ ELEVATOR (-Z4) - STUCCO Date:05/01/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM 5.0.0.2 Shear/Moment 0.40 1.00 40% Shear 170.5, Moment 472.1 Axial/Moment 0.94 1.00 94% Axial 1140.8(c), Moment 411.1 Deflection Span, in 0.197 --meets L/1065-- Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R3 -142.6 0.0 SCB45.5(2)&(2)SST 0.157 PDPAT-62KP to A36 Steel 23.37% 32.41 % R2 -302.4 0.0 SCB45.5(2)&(2)SST 0.157 PDPAT-62KP to A36 Steel 49.57% 68.72% R1 -116.5 1297.0 600T125-33(33)& (1) .157", 3/4"embed SST PDPA/PDPAT 28.42% 86.31 % to 4000 nw concrete *Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-22 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 1 Model: 114 - ROOF BYPASS @ ELEVATOR (+Z4)-STUCCO Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Section: 600S162-43(33 ksi) @ 16"o.c. Single C Stud(punched) Maxo= 1271.1 ft-lb Va= 1415.7 lb I= 2.32 inA4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors -Design Method=AISI S100 Axial Flexual, Stress 2.25 57.73 lb/ft Span KyLy, KtLt Distortional Connector Ratio - N* Top Cant. None, None None,27.0" N/A Span 72.0", 72.0" 72.0", 168.0" LSUBH3.25(Min) 0.43 Web Crippling Bearing pa M Support Load(Ib) (in) (Ib) (ft-lbs) Max Int. Stiffener? R2 257.0 --Shear Connection w/clip-- NO R1 106.2 --Stud/Track Design, Ref Connectors-- NO 14.00 16.67 lb/ft Gravity Load Type Load(Ib) Uniform 24.00p1f(Top Cantilever), 24.00plf(Span) , Code Check Required Allowed Interaction Notes Top Cant. Max. Axial, lbs 54.0(c) 4011.8(c) 1% KO=0.00 lb-in/in Max KL/r=57 Max. Shear, lbs 129.9 1240.3 10% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 146.1 1087.9 13% Ma-dist(control),Kc=0.00 lb-in/in Moment Stability,ft-lbs 93.3 1271.1 7% Shear/Moment 0.16 1.00 16% Shear 129.9, Moment 146.1 Axial/Moment 0.15 1.00 15% Axial 54.0(c), Moment 146.1 Deflection Cant., in 0.045 --meets L/1188-- 2 x Cantilever Span Max.Axial, lbs 390.0(c) 2471.9(c) 16% KO=0.00 lb-in/in Max KL/r= 125 Max. Shear, lbs 127.1 1240.3 10% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 338.5 1087.9 31% Ma-dist(control),M=0.00 lb-in/in Moment Stability,ft-lbs 338.5 994.1 34% Shear/Moment 0.27 1.00 27% Shear 0.1, Moment 338.5 Axial/Moment 0.45 1.00 45% Axial 251.6(c), Moment 335.5 Deflection Span, in 0.116 -meets L/1447-- Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 257.0 0.0 SCB45.5(2)&(2)SST 0.157 PDPAT-62KP to A36 Steel 42.13% 58.41 % R1 106.2 390.0 6007125-33 (33)&(1)#10 screw to CFS(20ga 33ksi) 25.91 % 60.02 % Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-23 Project Name: BMW Tigard Exterior Calcs Page 1 of 1 Model: 114- ROOF BYPASS @ ELEVATOR (-Z4)-STUCCO Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Section : 600S162-43(33 ksi) @ 16"o.c.Single C Stud(punched) Maxo= 1271.1 ft-lb Va= 1415.7 lb I= 2.32 in^4 Loads have not been modified for strength checks i Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors -Design Method=AISI S100 Axial Flexual, Stress 2.25 -34.13 lb/ft Span KyLy, KtLt Distortional Connector Ratio N. Top Cant. None, None None, 27.0" N/A - Span 72.0", 72.0" 72.0", 168.0" LSUBH3.25(Min) 0.46 Web Crippling Bearing pa M Support Load(Ib) (in) (Ib) (ft-Ibs) Max Int. Stiffener? R2 -209.9 --Shear Connection w/clip-- NO R1 -120.8 -Stud/Track Design, Ref Connectors-- NO 14.00 -18.13 lb/ft Gravity Load Type Load(Ib) Uniform 24.Ooplf(Top Cantilever), 24.00plf(Span) A 0. Code Check Required Allowed Interaction Notes Top Cant. Max. Axial, lbs 54.0(c) 4011.8(c) 1% K P=0.00 lb-in/in Max KL/r= 57 Max. Shear, lbs 76.8 1240.3 6% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 86.4 1087.9 8% Ma-dist(control),K0=0.00 lb-in/in Moment Stability,ft-lbs 55.2 1271.1 4% Shear/Moment 0.09 1.00 9% Shear 76.8, Moment 86.4 Axial/Moment 0.09 1.00 9% Axial 54.0(c), Moment 86.4 Deflection Cant., in 0.065 --meets L/836-- 2 x Cantilever Span Max.Axial, lbs 390.0(c) 2471.9(c) 16% Km=0.00 lb-in/in Max KL/r= 125 Max. Shear, lbs 133.1 1240.3 11% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 402.1 1087.9 37% Ma-dist(control),Kl=0.00 lb-in/in Moment Stability,ft-lbs 402.1 993.2 40% Shear/Moment 0.32 1.00 32% Shear 0.1, Moment 402.1 Axial/Moment 0.51 1.00 51% Axial 243.5(c), Moment 399.3 Deflection Span, in 0.142 --meets L/1184-- Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 -209.9 0.0 SCB45.5(2)&(2)SST 0.157 PDPAT-62KP to A36 Steel 34.41 % 47.71 % R1 -120.8 390.0 600T125-33 (33)&(1)#10 screw to CFS(20ga 33ksi) 29.45% 68.23% *Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG•TIE COMPANY INC. www.strongtie.com C-24 Project Name: BMW Tigard Exterior Gales Page 1 of 2 Model: 115 - ROOF BYPASS @ SEISMIC GAP (+Z4)- MP Date: 04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS Designerm 4.2.0.14 Section: 600S162-43(33 ksi) @ 16"o.c. Single C Stud(punched) Maxo= 1271.1 ft-lb Va= 1415.7 lb I= 2.32 in^4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Bridaina Connectors-Design Method=AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Top Cant. None, None None, 54.0" N/A Span None, None None,26.0" N/A - aso 760lb/ft Bottom Cant. None, None None, 12.0" N/A - Web Crippling Bearing pa M Support Load (Ib) (in) (lb) (ft-lbs) Max Int. Stiffener? P1x 106.0 1.50 200.2 0.0 0.28 NO R2 127.5 --Shear Connection w/clip-- NO R1 113.5 --Shear Connection w/clip-- NO 2.17 17.60 lb/ft "*"after support means punched near support Gravity Load Y p• I too �.eo ib/tt Type Load(Ib) Uniform 20.00plf(Top Cantilever), 20.00plf(Span), 20.00plf(Bottom Cant P 1. LOADING FROM INTERIOR STUD BELOW: Point Loads P1x 5PSF31.6FT`1.333FT/2 Load(lb) 106.00 X-Dist.(ft) 0.00 Code Check Required Allowed Interaction Notes Top Cant. Max.Axial, lbs 244.0(c) 3265.5(c) 7% K P=0.00 lb-in/in Max KL/r=94 Max. Shear, lbs 79.2 1240.3 6% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 178.2 1087.9 16% Ma-dist(control),Kc=0.00 lb-in/in Moment Stability, ft-lbs 113.8 1271.1 9% Shear/Moment 0.15 1.00 15% Shear 79.2, Moment 178.2 Axial/Moment 0.24 1.00 24% Axial 244.0(c), Moment 178.2 Deflection Cant., in 0.029 --meets L/3730-- 2 x Cantilever Span Max. Axial, lbs 63.4(t) 7493.8(t) 1% KaP=0.00 lb-in/in Max KUr= N/A Max. Shear, lbs 48.3 1240.3 4% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 178.2 1087.9 16% Ma-dist(control),M=0.00 lb-in/in Moment Stability,ft-lbs 158.8 1271.1 12% Shear/Moment 0.15 1.00 15% Shear 48.3, Moment 178.2 Axial/Moment 0.15 1.00 15% Axial 63.4(t), Moment 178.2 Deflection Span, in 0.001 -meets U18096-- Bottom Cant. Max.Axial, lbs 20.0(t) 7493.8(t) 0% K4)=0.00 lb-in/in Max KL/r= N/A Max. Shear, lbs 123.6 1240.3 10% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 114.8 1146.9 10% Ma-dist(control),K0=0.00 lb-in/in Moment Stability,ft-lbs 90.3 1271.1 7% SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-25 Project Name: BMW Tigard Exterior Calcs Page 2 of 2 Model: 115- ROOF BYPASS @ SEISMIC GAP (+Z4)-MP Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS Designer"' 4.2.0.14 Shear/Moment 0.13 1.00 13% Shear 123.6, Moment 114.8 Axial/Moment 0.09 1.00 9% Axial 20.0(t), Moment 114.8 Deflection Cant., in 0.003 --meets L/7635-- 2 x Cantilever Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie Connector Interaction Interaction R2 127.5 307.4 FCB45.5 Min(4#12-14)&(4)SST 0.157 PDPAT-62KP to A36 45.61 % 69.04% Steel R1 113.5 0.0 HYS12/68(2-S1)&(2)SST 0.157 PDPAT-62KP to A36 Steel 18.30% 13.84% Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-26 Project Name: BMW Tigard Exterior Calcs Page 1 of 2 Model: 115- ROOF BYPASS @ SEISMIC GAP (-Z4) - MP Date: 04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Section : 600S162-43(33 ksi) @ 16"o.c.Single C Stud(punched) Maxo= 1271.1 ft-lb Va= 1415.7 lb I= 2.32 in^4 Loads have not been modified for strength checks 1 Loads have been multiplied by 0.70 for deflection calculations Bridslina Connectors-Design Method =AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Top Cant. None, None None, 54.0" N/A Span None, None None, 26.0" N/A - 4.50 9 w lb/ft Bottom Cant. None, None None, 12.0" N/A - Web Crippling Bearing pa M Support Load(Ib) (in) (Ib) (ft-lbs) Max Int. Stiffener? P1x 106.0 1.50 200.2 0.0 0.28 NO ti 0. R2 -239.9 --Shear Connection w/clip-- NO R1 199.7 --Shear Connection w/clip-- NO z 17 19,07 lb/ft "*"after support means punched near support Gravity Load y L. 1.00 90 lb/ft Type Load(Ib) a . Uniform 20.00p1f(Top Cantilever), 20.00plf(Span), 20.00p1f(Bottom Cant LOADING FROM INTERIOR STUD BELOW: Point Loads P1x 5PSF31.6FT'1.333FT/2 Load(lb) 106.00 X-Dist.(ft) 0.00 Code Check Required Allowed Interaction Notes Top Cant. Max.Axial, lbs 244.0(c) 3265.5(c) 7% K'V=0.00 lb-in/in Max KL/r=94 Max. Shear, lbs 85.8 1240.3 7% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 193.0 1087.9 18% Ma-dist(control),Kc=0.00 lb-in/in Moment Stability, ft-lbs 123.2 1271.1 10% Shear/Moment 0.17 1.00 17% Shear 85.8, Moment 193.0 Axial/Moment 0.25 1.00 25% Axial 244.0(c), Moment 193.0 Deflection Cant., in 0.025 --meets L/4319-- 2 x Cantilever Span Max. Axial, lbs 63.4(t) 7493.8(t) 1% KO=0.00 lb-in/in Max KL/r= N/A Max. Shear, lbs 154.1 1240.3 12% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 193.0 1087.9 18% Ma-dist(control),KP=0.00 lb-in/in Moment Stability,ft-lbs 127.6 1271.1 10% Shear/Moment 0.20 1.00 20% Shear 154.1, Moment 193.0 Axial/Moment 0.16 1.00 16% Axial 63.4(t), Moment 193.0 Deflection Span, in 0.001 --meets L/50743-- Bottom Cant. Max.Axial, lbs 20.0(t) 7493.8(t) 0% KcD=0.00 lb-in/in Max KL/r= N/A Max. Shear, lbs 106.0 1240.3 9% Shear(Punched) Max. Moment (MaFy, Ma-dist),ft-lbs 96.5 1146.9 8% Ma-dist(control),K0=0.00 lb-in/in Moment Stability,ft-lbs 78.6 1271.1 6% SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-27 Project Name: BMW Tigard Exterior Calcs Page 2 of 2 Model: 115- ROOF BYPASS @ SEISMIC GAP (-Z4) - MP Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS Designer 4.2.0.14 Shear/Moment 0.10 1.00 10% Shear 86.9, Moment 96.5 Axial/Moment 0.08 1.00 8% Axial 20.0(t), Moment 96.5 Deflection Cant., in 0.001 --meets L/33040-- 2 x Cantilever Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 -239.9 307.4 FCB45.5 Min(4#12-14)&(4)SST 0.157 PDPAT-62KP to A36 57.13 % 80.62% Steel R1 199.7 0.0 HYS24/68(2-S1)&(2)SST 0.157 PDPAT-62KP to A36 Steel 23.63 % 24.35% *Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG•TIE COMPANY INC. www.strongtie.com C-28 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 1 Model: 116-TYP. INFILL (-Z4)-STUCCO Date:04/21/2023 Code: AISI S100-16w/52-20 Simpson Strong-Tie®CFS Designer 4.2.0.14 Section : 800S162-33(33 ksi) © 16"o.c. Single C Stud(punched) Maxo= 1168.9 ft-lb Va= 474.0 lb I= 3.38 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Bridging Connectors-Design Method =AISI S100 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio Span 72.0", 72.0" 72.0", 204.0" N/A - Web Crippling Bearing pa M Support Load(Ib) (in) (Ib) (ft-lbs) Max Int. Stiffener? R2 -140.5 --Slip Track Design, Ref Connectors-- NO 17.00 -16.53 lb/ft R1 -140.5 --Stud/Track Design, Ref Connectors-- NO Gravity Load Type Load (Ib) Uniform 24.00plf(Span) A, Code Check Required Allowed Interaction Notes Span Max.Axial, lbs 408.0(c) 1683.1(c) 24% KrI)=0.00 lb-in/in Max KL/r= 131 Max. Shear, lbs 140.5 474 30% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 597.3 1017.7 59% Ma-dist(control),K0=0.00 lb-in/in Moment Stability,ft-lbs 597.3 957.7 62% Shear/Moment 0.51 1.00 51% Shear 0.0, Moment 597.3 Axial/Moment 0.76 1.00 76% Axial 224.8(c), Moment 591.1 Deflection Span, in 0.311 --meets L/656-- Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R2 -140.5 0.0 800SLT250-43(33)&(2) .157", 3/4"embed SST 76.89% 83.99% PDPA/PDPAT to 4000 nw concrete R1 -140.5 408.0 800T125-33(33)&(2) .157", 3/4"embed SST PDPA/PDPAT 93.70% 52.05% to 4000 nw concrete * Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-29 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 2 Model: 301 - @ STOREFRONT (-Z4) Date:04/21/2023 Code: AISI S100-16w/52-20 Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 T 'Oft a,, x u ti TV 0. O. Oft 7 7ft -17.20 plf -17.20 plf -484 s _45 / ❑J Include Brace Slope is 0.5 ft v -17.20 plf Iz - ......0.- ......0.r 10 ft {�� P2x =-86.00 lbs P2K =-387.00 lb iTypical Stud Kicked Stud Design Loads Wind Pressure(ASD): Dead Load: Deflection Parameters: Span -12.90 psf Spandrel 18.00 psf Load Modifier 0.7 Top Cantilever -14.30 psf Fill/Wdw Above 12.00 psf Cantilever Method 2 x Cantilever Component and Bracing Inputs Flexural and Axial Bracing Distortional Component Members(s) Top Cant Span Bott Cant Km(lb-in/in) Lm (in) Typical Stud 6008162-43(33),Single @16 in o/c None None NA 0 None Kicked Stud 600S162-54(50), Single @48 in o/c None None None 0 None Kicker 6005162-54(50), Single NA 118.8 in NA 0 None Bottom Track 600T125-97(50),Single NA 16 in NA NA NA Summary Analysis Results Max Max Max Max Interconnection Spacing Tension Compression Moment Shear Spacing Component Members(s) (in)o.c. (Ib) (Ib) (Ft-lb) (Ib) (in) Typical Stud 600S162-43(33),Single 16 in 180.0 0.0 120.9 64.5 NA Kicked Stud 600S162-54(50),Single 48 in 663.8 0.0 195.7 395.6 NA Kicker 600S162-54(50),Single 48 in 0.0 684.1 23.6(y-y) 0.0 NA Bottom Track 600T125-97(50),Single NA 0.0 0.0 225.8 282.2 NA Note: Kicker conservatively designed for compression Summary Interactions and Deflection Spacing Bending+Axial Bending+Shear Deflection Component Members(s) (in)o.c. Interaction Interaction Bott Cant Span Top Cant Typical Stud 600S162-43(33),Single 16 in 0.11 0.10 NA U7173 NA Kicked Stud 600S162-54(50),Single 48 in 0.29 0.22 U6884 U41214 NA SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-29 Project Name: BMW Tigard Exterior Calcs Page 2 of 2 Model: 301 - @ STOREFRONT (-Z4) Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTTM 4.2.0.14 Kicker 600S162-54(50),Single 48 in 0.36 NA NA NA NA Bottom Track 600T125-97(50), Single NA NA 0.07 NA 1J13319 NA Web Crippling Load Bearing Pa M Max Stiffener Component Rxn or Pt Load Loc'n (Ib) (in) (Ib) (Ft-Ib) Int. Req'd? Typical Stud P2x Bott Cant -86.0 1.25 193.0 0.0 0.23 NO P1x Top Cant 0.0 1.25 278.1 0.0 0.00 NO R2 Upper Rxn -64.5 Note 1 NO R1 Lower Rxn -150.5 1.25 193.0 0.0 0.23 NO Kicked Stud P2K Bott Cant -387.0 1.25 641.0 0.0 0.40 NO P1K Top Cant 0.0 1.25 641.0 0.0 0.00 NO R2K Upper Rxn -32.3 Note 1 NO R1K Lower Rxn -483.8 Note 1 NO Note 1:Shear connection Web Crippling not applicable Solid Clip Reactions Vert.Ry Veil Ry from Total Vert Ry Rx(Ib) Component Dead(Ib) Kicker(Ib) (lb)* Wind Typical Stud 180.0 NA 180.0 -64.50 Kicked Stud 180.0 483.8 663.8 -32.3 `Vertical reaction at kicked stud is conservatively taken as Dead+abs(Vert Ry from Kicker) Simpson Strong-Tie®Connectors Ca)Typical Stud Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 -64.50 180.0 FCB45.5 Min(4#12-14)&Anchorage Designed by Engineer 25.66% NA Simpson Strong-Tie®Connectors (a?Kicked Stud Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie®Connector Interaction Interaction R2K -32.25 663.75 FCB45.5 Min(4#12-14)&Anchorage Designed by Engineer 26.23% NA R1 K 483.75 483.75 Lap&Fasten Kicker and Kicked Stud w/(3)#8 screws - 75.26% Simpson Strong-Tie®Connectors A Kicker Connector Anchor Support Rx(lb) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction RK -483.75 483.75 By Others&Anchorage Designed by Engineer NA NA Simpson Strong-Tie®Connectors (& Bottom Track Connector Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction R1 -150.50 0.00 600T125-97(50) 75.19% P2K -387.00 0.00 600T125-97(50) 60.37% Simpson Strong-Tie Connector Note: Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 14110T1 C 29 Hilti PROFIS Engineering 3.0.85 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Apr 21,2023 Date: 4/21/2023 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/8) ® . 4 Item number: 418058 KH-EZ 3/8"x3 1/2" Effective embedment depth: heron,= 1.540 in.,h„p„=2.125 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 4/1/2022 112/1/2023 Proof: Design Method ACI 318-19/Mech Stand-off installation: Profile: Base material: cracked concrete,4000,f =4,000 psi;h=5.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension: not present,shear:not present;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Geometry[in.]&Loading[Ib, in.lb] 484#1.4=678 .ip. , '1 -S ♦ 484#'1.4=678 X Input data and results must be checked for conformity with the existing conditions and for plausibility) PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Scheer Hilti is a registered Trademark of Hilt AG,Schaan 1 C-29 Hilti PROFIS Engineering 3.0.85 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Apr 21,2023 Date: 4/21/2023 Fastening point: 1.1 Design results Case Description Forces[Ib]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=678;Vx=678;Vy=0; no 61 Mx=0;My=0;Mi=0; 2 Load case/Resulting anchor forces Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 678 678 678 0 max.concrete compressive strain: -[%o] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 0[Ib] resulting compression force in(x/y)=(0.000/0.000):0[Ib] 3 Tension load Load Naa[Ib] Capacity$ Ne[Ib] Utilization I3N=NnaI Ne Status Steel Strength* 678 5,980 12 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Failure** 678 1,336 51 OK *highest loaded anchor **anchor group(anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hitti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 1�116..T 1 C-29 Hilti PROFIS Engineering 3.0.85 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Apr 21,2023 Date: 4/21/2023 Fastening point: 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-3027 $ Nsa > N ACI 318-19 Table 17.5.2 Variables Ase N[in.2] fma[psi] 0.09 106,225 Calculations Nsa[lb] 9,200 Results Nsa[Ib] 4)steel 4) N9,[Ib] Nua[Ib] 9,200 0.650 5,980 678 3.2 Concrettee Breakout Failure Nm (p .) w• ed,N V N Wnp,N Nb ACI 318-19 Eq.(17.6.2.1a) Nd,>Nua ACI 318-19 Table 17.5.2 ANc see ACI 318-19,Section 17.6.2.1,Fig.R 17.6.2.1(b) ANc0 =9 hef ACI 318-19 Eq.(17.6.2.1.4) ed.N =0.7+0.3 (ca15h ruin < 1.0 ACI 318-19 Eq.(17.6.2.4.1 b) ef cp N =Mrca.min 1.5haf1 <1.0 ACI 318-19 Eq.(17.6.2.6.1 b) �Crrac Cac f Nb =kc 7 a YFC has ACI 318-19 Eq.(17.6.2.2.1) Variables he[in.] Ca,min[in.] W c,N Cac[in.] kc X a fc[psi] 1.540 A 1.000 2.750 17 1.000 4,000 Calculations Ark[in?] ANco[in.2] W ed.N Wcp,N Nb[Ib] 21.34 21.34 1.000 1.000 2,055 Results Ncb[Ib] 4)concrete 4) Nth[Ib] New[Ib] 2,055 0.650 1,336 678 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schwan 3 111141 C-29 Hilti PROFIS Engineering 3.0.85 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Apr 21,2023 Date: 4/21/2023 Fastening point: 4 Shear load Load Vua[Ib] Capacity$ V„[Ib] Utilization Sv=Vua/$ Vn Status Steel Strength* 678 2,202 31 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** 678 1,438 48 OK Concrete edge failure in direction** N/A N/A N/A N/A highest loaded anchor **anchor group(relevant anchors) 4.1 Steel Strength Vsa =ESR value refer to ICC-ES ESR-3027 $ Vatee1 >Vua ACI 318-19 Table 17.5.2 Variables `su,v[in?1 futa[Psi] 0.09 106,225 Calculations Vea[lb] 3,670 Results Vsa[lb] $steel $ Vsa[lb] Vua[lb] 3,670 0.600 2,202 678 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 4 FIII�TI C-29 Hilti PROFIS Engineering 3.0.85 www.hilti.com Company: Page: 5 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Apr 21,2023 Date: 4/21/2023 Fastening point: 4.2 Pryout Strength Vcp =kg, [(ANC) W ed,N Wc,N Wsn,N Nb] ACI 318-19 Eq.(17.7.3.1a) $ Vap >Vaa ACI 318-19 Table 17.5.2 ANe see ACI 318-19,Section 17.6.2.1,Fig.R 17.6.2.1(b) ANC =9 hef ACI 318-19 Eq.(17.6.2.1.4) Wed.N =0.7+0.3 (c ) <10 1.5h.5hof ACI 318-19 Eq.(17.6.2.4.1b) Wcp,N =MAX(ca,min 1.5hof) 1.0 ACI 318-19 Eq.(17.6.2.6.1b) Nb =kc a a Yfc hey ACI 318-19 Eq.(17.6.2.2.1) Variables kcp he[in.] ca,min[in.1 W c.N 1 1.540 W 1.000 Cac[in.] kc 7`a fc[psi] 2.750 17 1.000 4,000 Calculations AN,[in.21 ANm[in.2] `I`ed,N Wcp.N Nb[Ib] 21.34 21.34 1.000 1.000 2,055 Results cF V [Ib] (I)concrete $ Vcp[lb] Vee[Ib] 2,055 0.700 1,438 678 5 Combined tension and shear loads, per ACI 318-19 section 17.8 RN 13V Utilization 0"[%1 Status r� 0.508ry 0.471 5/3 61 OK RNV=PN+[tv<=1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schoen Hilti is a registered Trademark of Hitti AG,Schwan 5 C-29 PI I Ler II Hilti PROFIS Engineering 3.0.85 www.hilti.com Company: Page: 6 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Apr 21,2023 Date: 4/21/2023 Fastening point: 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member.Condition B applies where such supplementary reinforcement is not provided,or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions(MPH).Reference ACI 318-19,Section 26.7. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG.Schaan 6 1■■111MT1 29 Hilti PROFIS Engineering 3.0.85 www.hilti.com Company: Page: 7 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Apr 21,2023 Date: 4/21/2023 Fastening point: 7 Installation data Anchor type and diameter:KWIK HUS-EZ(KH-EZ)3/8(2 1/8) Profile:- Item number:418058 KH-EZ 3/8"x3 1/2" Hole diameter in the fixture:- Maximum installation torque:480 in.lb Plate thickness(input):- Hole diameter in the base material:0.375 in. Hole depth in the base material:2.375 in. Drilling method:Hammer drilled Minimum thickness of the base material:3.670 in. Cleaning:Manual cleaning of the drilled hole according to instructions for use is required. Hilti KH-EZ screw anchor with 2.125 in embedment,3/8(2 1/8),Carbon steel,installation per ESR-3027 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Torque wrench • Properly sized drill bit Coordinates Anchor in. Anchor x y c_x c,x cy c,y 1 0.000 0.000 - - - - Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 7 1■■III�TI C-29 Hilti PROFIS Engineering 3.0.85 www.hilti.com Company: Page: 8 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Apr 21,2023 Date: 4/21/2023 Fastening point: 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user.All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product.The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility.The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software.In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website.Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2023 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Huh AG,Schsan 8 C-30 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 1 Model: CANOPY(-Z4) Date: 04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS Designer'," 4.2.0.14 Section: 250S162-33(33 ksi) @ 16"o.c. Single C Stud (punched) Maxo= 296.1 ft-lb Va= 975.3 lb I= 0.24 inA4 Loads have not been modified for strength checks 37.60 roin Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 R1 Fz Axial Flexual, Stress f Span KyLy, KtLt Distortional Connector Ratio 4.00 Span NA None,48.0" N/A - Web Crippling Bearing pa M Support Load (Ib) (in) (Ib) (ft-lbs) Max Int. Stiffener? R1 75.2 1.00 172.6 0.0 0.23 NO R2 75.2 1.00 172.6 0.0 0.23 NO "*"after support means punched near support Code Check Required Allowed Interaction Notes Span Max.Axial, lbs 0.0(t) - 0% K<D=0.00 lb-in/in Max KL/r= N/A Max. Shear, lbs 75.2 398.8 19% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 75.2 284.7 26% Ma-dist(control),K0=0.00 lb-in/in Moment Stability,ft-lbs 75.2 295.1 25% Shear/Moment 0.25 1.00 25% Shear 0.0, Moment 75.2 Axial/Moment 0.25 1.00 25% Axial 0.0(c), Moment 75.2 Deflection Span, in 0.022 --meets L/2197-- Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie Connector Interaction Interaction R1 0.0 75.2 SSC4.25(4#10)&(3)#10 to A36 steel (Joist Bearing on 0.00% 0.00% Support) R2 0.0 75.2 By Others&Anchorage Designed by Engineer NA NA *Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com • C-31 Project Name: BMW Tigard Exterior Calcs Page 1 of 1 Model: TYPICAL CANOPY- DL+S Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Section: 250S162-33(33 ksi) © 16"o.c. Single C Stud(punched) Maxo= 296.1 ft-lb Va= 975.3 lb I= 0.24 inA4 Loads have not been modified for strength checks 5333 lb/ft Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method =AISI S100 • Rz Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio 4.00 Span NA None,48.0" N/A - Web Crippling Bearing pa M Support Load (Ib) (in) (Ib) (ft-Ibs) Max Int. Stiffener? R1 106.7 1.00 172.6 0.0 0.32 NO R2 106.7 1.00 172.6 0.0 0.32 NO "*"after support means punched near support Code Check Required Allowed Interaction Notes Span Max.Axial, lbs 0.0(t) - 0% Km=0.00 lb-in/in Max KUr= N/A Max. Shear, lbs 106.7 398.8 27% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 106.7 284.7 37% Ma-dist(control),K0=0.00 lb-in/in Moment Stability,ft-lbs 106.7 295.1 36% Shear/Moment 0.36 1.00 36% Shear 0.0, Moment 106.7 Axial/Moment 0.36 1.00 36% Axial 0.0(c), Moment 106.7 Deflection Span, in 0.031 --meets L/1549-- Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie Connector Interaction Interaction R1 0.0 106.7 By Others&Anchorage Designed by Engineer NA NA R2 0.0 106.7 By Others&Anchorage Designed by Engineer NA NA *Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-32 Project Name: BMW Tigard Exterior Calcs Page 1 of 1 Model: CANOPY @ SHOWROOM ENTRANCE (TOP)- UPLIFT Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS Designer TM 4.2.0.14 Section: 362S162-33(33 ksi) @ 16"o.c. Single C Stud (punched) Maxo= 440.9 ft-lb Va= 1023.6 lb I= 0.55 inA4 Loads have not been modified for strength checks -19.07 ib/ft -19.07 m/ft Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method-AISI S100 R1 R2 R3 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio 6.67 6-67 Left Span NA None, 80.0" N/A - Right Span NA None, 80.0" N/A - Web Crippling Bearing Pa M Support Load(Ib) (in) (Ib) (ft-Ibs) Max Int. Stiffener? R1 -47.7 1.00 165.2 0.0 0.15 NO R2 -159.0 1.00 323.4 106.0 0.42 NO R3 -47.7 1.00 165.2 0.0 0.15 NO Code Check Required Allowed Interaction Notes Left Span Max.Axial, lbs 0.0(t) - 0% KO=0.00 lb-in/in Max KL/r=N/A Max. Shear, lbs 79.5 521.2 15% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 106.0 434.5 24% Ma-dist(control),K0=0.00 lb-in/in Moment Stability,ft-lbs 59.6 389.9 15% Shear/Moment 0.28 1.00 28% Shear 79.5, Moment 106.0 Axial/Moment 0.24 1.00 24% Axial 0.0(c), Moment 106.0 Deflection Span, in 0.015 -meets L/5264-- Right Span Max.Axial, lbs 0.0(t) - 0% KP=0.00 lb-in/in Max KL/r= N/A Max. Shear, lbs 79.5 521.2 15% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 106.0 434.5 24% Ma-dist(control),Kdo=0.00 lb-in/in Moment Stability, ft-lbs 59.6 389.9 15% Shear/Moment 0.28 1.00 28% Shear 79.5, Moment 106.0 Axial/Moment 0.24 1.00 24% Axial 0.0(c), Moment 106.0 Deflection Span, in 0.015 --meets L/5264-- Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie Connector Interaction Interaction R1 0.0 -47.7 SSC4.25(4#10)&(3)#10 to A36 steel (Joist Not Bearing on 6.76% 5.10% Support) R2 0.0 -159.0 SSC4.25(4#10)&(3)#10 to A36 steel (Joist Not Bearing on 22.55% 17.00% Support) R3 0.0 -47.7 SSC4.25 (4#10)&Anchorage Designed by Engineer(Joist 6.76% NA Not Bearing on Support) * Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-33 Project Name: BMW Tigard Exterior Calos Page 1 of 1 Model: CANOPY @ SHOWROOM ENTRANCE (TOP)- DL + S Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS Designer TM 4.2.0.14 Section: 362S162-33(33 ksi) @ 16"o.c. Single C Stud (punched) Maxo= 440.9 ft-lb Va= 1023.6 lb I= 0.55 inA4 Loads have not been modified for strength checks 5333 lb/ft 53.33lb/ft Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors - Design Method=AISI S100 RI R2 R. Axial Flexual, Stress I I Span KyLy, KtLt Distortional Connector Ratio 6.67 6.67 Left Span NA None, 80.0" N/A - Right Span NA None, 80.0" N/A - Web Crippling Bearing pa M Support Load(Ib) (in) (Ib) (ft-lbs) Max Int. Stiffener? R1 133.4 1.00 165.2 0.0 0.42 NO R2 444.7 1.00 323.4 296.6 1.16 YES R3 133.4 1.00 165.2 0.0 0.42 NO Code Check Required Allowed Interaction Notes Left Span Max. Axial, lbs 0.0(t) - 0% KO=0.00 lb-in/in Max KL/r=N/A Max. Shear, lbs 222.3 521.2 43% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 296.6 434.5 68% Ma-dist(control),KD=0.00 lb-in/in Moment Stability,ft-lbs 166.8 389.9 43% Shear/Moment 0.80 1.00 80% Shear 222.3, Moment 296.6 Axial/Moment 0.67 1.00 67% Axial 0.0(c), Moment 296.6 Deflection Span, in 0.043 --meets L/1882-- Right Span Max.Axial, lbs 0.0(t) - 0% Km=0.00 lb-in/in Max KL/r=N/A Max. Shear, lbs 222.3 521.2 43% Shear(Punched) Max. Moment(MaFy, Ma-dist), ft-lbs 296.6 434.5 68% Ma-dist(control),K0=0.00 lb-in/in Moment Stability, ft-lbs 166.8 389.9 43% Shear/Moment 0.80 1.00 80% Shear 222.3, Moment 296.6 Axial/Moment 0.67 1.00 67% Axial 0.0(c), Moment 296.6 Deflection Span, in 0.043 --meets L/1882-- Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie Connector Interaction Interaction R1 0.0 133.4 SSC4.25(4#10)&Anchorage Designed by Engineer(Joist 18.92 % NA Not Bearing on Support) R2 0.0 444.7 SSC4.25(4#10)&Anchorage Designed by Engineer(Joist 63.07 % NA Not Bearing on Support) R3 0.0 133.4 SSC4.25(4#10)&Anchorage Designed by Engineer(Joist 18.92% NA Not Bearing on Support) * Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-34 _ Project Name: BMW Tigard Exterior Calos Page 1 of 1 Model: CANOPY @ SHOWROOM ENTRANCE (BOTTOM)- (-Z4) Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS Designer TM 4.2.0.14 Section: 362S162-33(33 ksi) @ 16"o.c. Single C Stud (punched) Maxo= 440.9 ft-lb Va= 1023.6 lb I= 0.55 inA4 Loads have not been modified for strength checks -3760 lb/ft Loads have been multiplied by 0.70 for deflection calculations 111111111.1 Bridging Connectors-Design Method=AISI S100 Rt R2 Axial Flexual, Stress Span KyLy, KtLt Distortional Connector Ratio 6.67 Span NA None, 80.0" N/A - Web Crippling Bearing pa M Support Load(Ib) (in) (Ib) (ft-lbs) Max Int. Stiffener? R1 -125.4 1.00 165.2 0.0 0.39 NO R2 -125.4 1.00 165.2 0.0 0.39 NO """after support means punched near support Code Check Required Allowed Interaction Notes Span Max.Axial, lbs 0.0(t) - 0% Km=0.00 lb-in/in Max KL/r= N/A Max. Shear, lbs 125.4 521.2 24% Shear(Punched) Max. Moment(MaFy, Ma-dist),ft-lbs 209.1 434.5 48% Ma-dist(control),K0=0.00 lb-in/in Moment Stability,ft-lbs 209.1 363.9 57% Shear/Moment 0.47 1.00 47% Shear 0.0, Moment 209.1 Axial/Moment 0.47 1.00 47% Axial 0.0(c), Moment 209.1 Deflection Span, in 0.072 --meets L/1110-- Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R1 0.0 -125.4 By Others&Anchorage Designed by Engineer NA NA R2 0.0 -125.4 By Others&Anchorage Designed by Engineer NA NA *Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG•TIE COMPANY INC. www.stronglie.com C-35 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 2 Model: DO1 - 8'-0"X-8'-0" DOOR - (-Z4)-STUCCO Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Design Loads Wind Selection: 000 ASCE 7-16, Leeward(4) 2.2 ft i T.O.Parapet: 57.333 ft R2 I 1 ^ Trib.Area: Span: Length"2/3 2.17ft i Parapet: Length"2/3 �- Wall Lateral Pressure: -13.2 psf n Lateral Parapet Lateral Pressure: -25.6 psf RO Lateral Pressure: 4-Ways 8 ft Lateral element force multiplier Strength: 1.0 • v Deflection : 0.7 Header: Single Member 0 ft Gravity Load at Header: 18 psf R1 Cant. Deflection: 2 x Cantilever u k NI X ' I 8.333 ft 16 in Lateral Pressure to: 4-Ways v Brace Settings Flexural Distortional Distortional Interconnection Component(s) Members(s) Bracing Axial KyLy Axial KtLt K-Phi(Ib-in/in) Lm Spacing Jamb Studs 600S162-54(50),Single 60 in Head/Sill Head/Sill 0 None N/A Vertical Header 600S350-54(50),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 600S350-54(50),Single Full N/A N/A 0 None N/A Analysis Results Axial Max Max. Moment Max. Bottom Top or End Component(s) Members(s) Load(Ib) KL/r (ft-lb) Shear(Ib) Reaction(Ib) Reaction(Ib) Jamb Studs 600S162-54(50),Single 327.7 169 524.6 180.6 -295.0 -212.8 Vertical Header 600S350-54(50),Y-Y Axis N/A N/A 682.8 327.7 N/A 327.7 Lateral Header 600S350-54(50),Single N/A N/A 194.0 55.1 N/A 55.1 Design Results Deflection A+M V+ M Component(s) Members(s) Span Parapet Interaction Interaction Web Stiffners Design OK Jamb Studs 600S162-54(50),Single U1553 L/1042 0.450 0.23 NA Yes Vertical Header 600S350-54(50),Y-Y Axis L/363 NA 0.50 0.05 No Yes Lateral Header 600S350-54(50),Single L/8774 NA 0.07 0.02 No Yes Combined Header 0.56 0 Simpson Strong-Tie®Connectors Co?Jambs Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 -212.78 0.00 SCB45.5(2)&(2)SST 0.157 PDPAT-62KP to A36 Steel 28.00% 48.36% R1 -294.97 572.18 600T125-33(33)&(2) .157", 1"embed SST PDPA/PDPAT to 85.75% 66.98% 4000 nw concrete SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-36 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 2 Model: D02 - 3'-0"X-8'-0" DOOR 140A @ ELEVATOR- (+Z4)-STUCCO Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Design Loads Wind Selection: 000 ASCE 7-16, Windward(4) Oft R2 Trib.Area: Span: Length^2/3 Wall Lateral Pressure: 11.3 psf 9.5 ft Parapet Lateral Pressure: n RO Lateral Pressure: 4-Ways Lateral Lateral element force multiplier __.._ Strength: 1.0 7 ft ........ Deflection : 0.7 Header: Single Member � Gravity Load at Header: 18 psf Additional Pt. Load ea.Stud: 912 lbs Oft R1 lC X > 3.333 ft 16 in Lateral Pressure to: 4-Ways v 10 Brace Settings Flexural Distortional Distortional Interconnection Component(s) Members(s) Bracing Axial KyLy Axial KtLt K-Phi(Ib-in/in) Lm Spacing Jamb Studs 600S200-54(50), Single 60 in Head/Sill Head/Sill 0 None N/A Vertical Header 600S350-54(50),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 600S350-54(50),Single Full N/A N/A 0 None N/A Analysis Results Axial Max Max.Moment Max. Bottom Top or End Component(s) Members(s) Load(Ib) KUr (ft-Ib) Shear(Ib) Reaction(Ib) Reaction(Ib) Jamb Studs 600S200-54(50), Single 1424.9 115 876.6 201.8 217.5 128.1 Vertical Header 600S350-54(50),Y-Y Axis N/A N/A 1187.3 1424.9 N/A 1424.9 Lateral Header 600S350-54(50),Single N/A N/A 92.0 105.1 N/A 105.1 Design Results Deflection A+M V+M Component(s) Members(s) Span Parapet Interaction Interaction Web Stiffners Design OK Jamb Studs 600S200-54(50),Single U721 L/0 0.805 0.35 NA Yes Vertical Header 600S350-54(50),Y-Y Axis L/522 NA 0.86 0.21 R1, R2 Yes Lateral Header 600S350-54(50),Single U43604 NA 0.03 0.04 No Yes ' Combined Header 0.90 0 Simpson Strong-Tie®Connectors A Jambs Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 128.06 0.00 SCB45.5(2)&(2)SST 0.157 PDPAT-62KP to A36 Steel 16.85% 29.10% R1 217.51 1706.86 600T125-33(33)&(2) .157", 3/4"embed SST PDPA/PDPAT to 63.23% 80.56% 4000 nw concrete SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-36 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 2 Model: D02 -3'-0"X-8'-0" DOOR 140A @ ELEVATOR- (-Z4) - STUCCO Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Design Loads n Wind Selection: 000 ASCE 7-16, Leeward(4) R2 Oft Trib.Area:Span: Length"2/3 I I Wall Lateral Pressure: -12.3 psf 10.5 ft Parapet Lateral Pressure: `,/ RO Lateral Pressure: 4-Ways Lateral Lateral element force multiplier n Strength : 1.0 7ft ' Deflection: 0.7 Header: Single Member K 0 V Gravity Load at Header: 18 psf n Additional Pt. Load ea.Stud: 912 lbs Oft R1 v, ( X 3.333 ft ' 16 in Lateral Pressure to: 4-Ways Brace Settings Flexural Distortional Distortional Interconnection Component(s) Members(s) Bracing Axial KyLy Axial KtLt K-Phi(Ib-in/in) Lm Spacing Jamb Studs 600S200-54(50),Single 60 in Head/Sill Head/Sill 0 None N/A Vertical Header 600S350-54(50),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 600S350-54(50),Single Full N/A N/A 0 None N/A Analysis Results Axial Max Max.Moment Max. Bottom Top or End Component(s) Members(s) Load(Ib) KL/r (ft-lb) Shear(lb) Reaction(Ib) Reaction(Ib) Jamb Studs 600S200-54(50), Single 1454.9 115 1054.7 234.0 -251.1 -143.5 Vertical Header 600S350-54(50),Y-Y Axis N/A N/A 1212.3 1454.9 N/A 1454.9 Lateral Header 600S350-54(50), Single N/A N/A 108.6 124.7 N/A 124.7 Design Results Deflection A+M V+M Component(s) Members(s) Span Parapet Interaction Interaction Web Stiffners Design OK Jamb Studs 600S200-54(50),Single L/568 L/0 0.920 0.42 NA Yes Vertical Header 600S350-54(50),Y-Y Axis L/511 NA 0.88 0.22 R1, R2 Yes Lateral Header 600S350-54(50), Single L/36888 NA 0.04 0.04 No Yes Combined Header 0.92 0 Simpson Strong-Tie®Connectors t7a,Jambs Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 -143.49 0.00 SCB45.5(2)&(2)SST 0.157 PDPAT-62KP to A36 Steel 18.88% 32.61 % R1 -251.11 1748.85 600T125-33(33)&(2) .157",3/4"embed SST PDPA/PDPAT to 73.00% 93.00% 4000 nw concrete SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-37 Project Name: BMW Tigard Exterior Calcs Page 1 of 2 Model: D03-3'-0"X-8'-0" ROOF DOOR 403 @ ELEVATOR- (+Z4)-STUCCO Date: 04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Design Loads Wind Selection: 000 ASCE 7-16, Windward(4) R2 1.67 ft - T.O. Parapet: 57.333 ft _ _ i n Trib.Area:Span: Length^2/3 7.08 ft Parapet: Length^2/3 v Wall Lateral Pressure: 11.6 psf Lateral Parapet Lateral Pressure: 43.3 psf ` RO Lateral Pressure: 4-Ways '7 ft Lateral element force multiplier 11 Strength: 1.0 • Deflection: 0.7 Header: Single Member 0 ft Gravity Load at Header: 18 psf R1 I Cant. Deflection: 2 x Cantilever { * 71 3.333 ft " 16 in Lateral Pressure to: j 4-Ways v 0 Brace Settings Flexural Distortional Distortional Interconnection Component(s) Members(s) Bracing Axial KyLy Axial KtLt K-Phi(Ib-in/in) Lm Spacing Jamb Studs 600S162-43(33),Single 60 in Head/Sill Head/Sill 0 None N/A Vertical Header 600S200-43(33),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 600S200-43(33),Single Full N/A N/A 0 None N/A Analysis Results Axial Max Max.Moment Max. Bottom Top or End Component(s) Members(s) Load(Ib) KUr (ft-Ib) Shear(Ib) Reaction(lb) Reaction(Ib) Jamb Studs 600S162-43(33),Single 262.5 146 600.6 164.4 180.5 166.1 Vertical Header 600S200-43(33),Y-Y Axis N/A N/A 218.7 262.5 N/A 262.5 Lateral Header 600S200-43(33),Single N/A N/A 63.1 70.3 N/A 70.3 Design Results Deflection A+M V+M Component(s) Members(s) Span Parapet Interaction Interaction Web Stiffners Design OK Jamb Studs 600S162-43(33),Single U834 U583 0.696 0.48 NA Yes Vertical Header 600S200-43(33),Y-Y Axis U529 NA 0.81 0.13 No Yes Lateral Header 600S200-43(33),Single U36263 NA 0.05 0.05 No Yes Combined Header 0.87 0 Simpson Strong-Tie®Connectors(a?Jambs Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 166.10 0.00 5CB45.5(2)&(2)SST 0.157 PDPAT-62KP to A36 Steel 27.23% 37.75% R1 180.53 535.47 600T125-33(33)&(2) .157",3/4"embed SST PDPA/PDPAT to 88.06% 66.86% 4000 nw concrete SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-37 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 2 Model: D03 -3'-0"X-8'-0" ROOF DOOR 403 @ ELEVATOR- (-Z4)-STUCCO Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM' 4.2.0.14 Design Loads Wind Selection : 000 ASCE 7-16, Leeward(4) 1.67 ft T.O. Parapet: 57.333 ft R2 I ^ Trib.Area:Span: Length"2/3 Parapet: Length^2/3 7.08ft u Wall Lateral Pressure: -12.7 psf n Lateral Parapet Lateral Pressure: -25.6 psf - RO Lateral Pressure: 4-Ways 7 ft Lateral element force multiplier (---/ > . Strength: 1.0 v Deflection : 0.7 Header: Single Member 0 ft Gravity Load at Header: 18 psf R1 s.r Cant. Deflection: 2 x Cantilever v lC X 13.333 ft '' 16 i n Lateral Pressure to: 4-Ways "i Brace Settings Flexural Distortional Distortional Interconnection Component(s) Members(s) Bracing Axial KyLy Axial KtLt K-Phi(Ib-in/in) Lm Spacing Jamb Studs 600S162-43(33),Single 60 in Head/Sill Head/Sill 0 None N/A Vertical Header 600S200-43(33),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 600S200-43(33),Single Full N/A N/A 0 None N/A Analysis Results Axial Max Max.Moment Max. Bottom Top or End Component(s) Members(s) Load(Ib) KL/r (ft-lb) Shear(Ib) Reaction(lb) Reaction(Ib) Jamb Studs 6005162-43(33),Single 262.5 146 692.9 185.1 -202.7 -159.7 Vertical Header 600S200-43(33),Y-Y Axis N/A N/A 218.7 262.5 N/A 262.5 Lateral Header 600S200-43(33),Single N/A N/A 75.0 84.2 N/A 84.2 Design Results Deflection A+M V+M Component(s) Members(s) Span Parapet Interaction Interaction Web Stiffners Design OK Jamb Studs 600S162-43(33), Single L/724 U495 0.782 0.55 NA Yes Vertical Header 6005200-43(33),Y-Y Axis U529 NA 0.81 0.13 No Yes Lateral Header 600S200-43(33),Single U30461 NA 0.06 0.06 No Yes Combined Header 0.88 0 Simpson Strong-Tie®Connectors (off Jambs Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 -159 70 0.00 SCB45.5(2)&(2)SST 0.157 PDPAT-62KP to A36 Steel 26.18% 36.29% R1 -202.69 535.47 600T125-33(33)&(2) .157", 1"embed SST PDPA/PDPAT to 98.86% 46.02% 4000 nw concrete SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com . C-38 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 2 Model: D04-3'-0"X-8'-0" DOOR @ MECH WELL- (+Z4) - STUCCO Date:04/21/2023 Code: AISI S100-16w1S2-20 Simpson Strong-Tie®CFS Designer TM 4.2.0.14 Design Loads ■■■■ ' -77 Wall Lateral Pressure: 36.2 psf 0 ft Parapet Lateral Pressure R2 RO Lateral Pressure: 4-Ways =.__. - - v ■■■■ ^ ..-- Lateral element force multiplier 14.4 ft ft Strength: 1.0 v Deflection: 0.7 Lateral Header: Single Member 7 ft Gravity Load at Header. 18 psf • Y n Oft R1 v k X >1 3.333ft 16in Lateral Pressure to: 4-Ways '0 Brace Settings Flexural Distortional Distortional Interconnection Component(s) Members(s) Bracing Axial KyLy Axial KtLt K-Phi(Ib-in/in) Lm Spacing Jamb Studs 600S350-118(50), Single 60 in Head/Sill Head/Sill 0 None N/A Vertical Header 600S200-54(50),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 600S200-54(50),Single Full N/A N/A 0 None N/A Analysis Results Axial Max Max.Moment Max. Bottom Top or End Component(s) Members(s) Load(Ib) KUr (ft-lb) Shear(Ib) Reaction(Ib) Reaction(Ib) Jamb Studs 600S350-118(50),Single 420.0 104 4138.6 836.6 886.8 464.5 Vertical Header 600S200-54(50),Y-Y Axis N/A N/A 349.9 420.0 N/A 420.0 Lateral Header 600S200-54(50),Single N/A N/A 407.7 472.6 N/A 472.6 Design Results Deflection A+M V+M Component(s) Members(s) Span Parapet Interaction Interaction Web Stiffners Design OK Jamb Studs 600S350-118(50),Single U375 UO 0.545 0.51 NA Yes Vertical Header 600S200-54(50),Y-Y Axis U410 NA 0.70 0.12 No Yes Lateral Header 600S200-54(50), Single U6900 NA 0.19 0.17 No Yes Combined Header 0.89 0 Simpson Strong-Tie®Connectors (@ Jambs Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 464.55 0.00 SCW5.5(2)&(2)SST 0.157 PDPAT to A36 Steel 46.69% 62.36% R1 886.84 755.96 FCB45.5 Min(4#12-14)&Anchorage Designed by Engineer 66.93% NA (Base Clip) SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 887#/534#=(2)#10 TO 54MIL FLAT STRAP. C-39 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 2 Model: D05-6'-0"X-7'-0" DOOR 191 @ CARWASH- (+Z4)-STUCCO Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Design Loads Wind Selection : 000 ASCE 7-16, Windward(4) R2 1.67 ft T.O. Parapet: 57.333 ft 1 1 n Trib.Area:Span : Length"2/3 `5 ft Parapet: Length"2/3 Wall Lateral Pressure: 11.9 psf n Lateral Parapet Lateral Pressure: 43.3 psf RO Lateral Pressure: 4-Ways 7 ft Lateral element force multiplier Strength: 1.0 • Deflection: 0.7 n Header: Single Member 0 ft Gravity Load at Header: 18 psf R1 Cant. Deflection: 2 x Cantilever C X > 6.333ft " I r16in Lateral Pressure to 14 Ways . !, Brace Settings Flexural Distortional Distortional Interconnection Component(s) Members(s) Bracing Axial KyLy Axial KtLt K-Phi(Ib-in/in) Lm Spacing Jamb Studs 600S162-54(50),Single 60 in Head/Sill Head/Sill 0 None N/A Vertical Header 600S300-54(50),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 6005300-54(50),Single Full N/A N/A 0 None N/A Analysis Results Axial Max Max.Moment Max. Bottom Top or End Component(s) Members(s) Load(Ib) KL/r (ft-lb) Shear(Ib) Reaction(Ib) Reaction(Ib) Jamb Studs 600S162-54(50),Single 380.2 147 664.6 194.7 254.4 208.7 Vertical Header 600S300-54(50),Y-Y Axis N/A N/A 601.9 380.2 N/A 380.2 Lateral Header 600S300-54(50),Single N/A N/A 214.5 115.6 N/A 115.6 Desian Results Deflection A+ M V+M Component(s) Members(s) Span Parapet Interaction Interaction Web Stiffners Design OK Jamb Studs 600S162-54(50),Single L/1051 U715 0.518 0.29 NA Yes Vertical Header 6005300-54(50),Y-Y Axis L/330 NA 0.66 0.07 No Yes Lateral Header 600S300-54(50),Single U8500 NA 0.09 0.04 No Yes Combined Header 0.75 0 Simpson Strong-Tie®Connectors (o?Jambs Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie®Connector Interaction Interaction R2 208.74 0.00 SCB45.5(2)&(2)SST 0.157 PDPAT-62KP to A36 Steel 27.47% 47.44 To R1 254.40 628.21 600T125-33(33)&(2) .157",3/4"embed SST PDPA/PDPAT to 73.95% 94.22% 4000 nw concrete SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-39 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 2 Model: D05-6'-0"X-7'-0" DOOR 191 @ CARWASH- (-Z5)- STUCCO Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS Designer 4.2.0.14 Design Loads Wind Selection: 000 ASCE 7-16, Leeward(5) 1.67 ft T.O. Parapet: 57.333 ft R2 I ^ Trib.Area:Span: Length"2/3 5 ft Parapet: Length^2/3 v Wall Lateral Pressure: -14.9 psf n Lateral Parapet Lateral Pressure: -29.3 psf n RO Lateral Pressure: 4-Ways 7 ft Lateral element force multiplier Strength: 1.0 C 0 ) v Deflection : 0.7 n Header: Single Member 0 t Gravity Load at Header: 18 psf R1 Cant. Deflection: 2 x Cantilever k X >1 6.333 ft ' 16 in Lateral Pressure to: 4-Ways V 1© Brace Settings Flexural Distortional Distortional Interconnection Component(s) Members(s) Bracing Axial KyLy Axial KtLt K-Phi(lb-in/in) Lm Spacing Jamb Studs 600S162-54(50),Single 60 in Head/Sill Head/Sill 0 None N/A Vertical Header 6005300-54(50),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 600S300-54(50),Single Full N/A N/A 0 None N/A Analysis Results Axial Max Max.Moment Max. Bottom Top or End Component(s) Members(s) Load(Ib) KUr (ft-Ib) Shear(Ib) Reaction(Ib) Reaction(Ib) Jamb Studs 600S162-54(50),Single 380.2 147 908.1 254.9 -329.6 -244.5 Vertical Header 6005300-54(50),Y-Y Axis N/A N/A 601.9 380.2 N/A 380.2 Lateral Header 600S300-54(50),Single N/A N/A 303.5 166.8 N/A 166.8 Design Results Deflection A+M V+M Component(s) Members(s) Span Parapet Interaction Interaction Web Stiffners Design OK Jamb Studs 600S162-54(50),Single L/777 L1517 0.648 0.40 NA Yes Vertical Header 6005300-54(50),Y-Y Axis L/330 NA 0.66 0.07 No Yes Lateral Header 600S300-54(50),Single L/5993 NA 0.13 0.06 No Yes Combined Header 0.79 0 Simpson Strong-Tie®Connectors Cad Jambs Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie®Connector Interaction Interaction R2 -244.53 0.00 SCB45.5(2)&(2)SST 0.157 PDPAT-62KP to A36 Steel 32.17% 55.57% R1 -329.63 626.21 600T125-33(33)&(2) .157", 1"embed SST PDPA/PDPAT to 95.82% 74.85% 4000 nw concrete SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-40 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 2 Model: D06-8'-0"X-8'-0" DOOR 157A-(-Z4) - MP Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie@ CFS Designer TM 4.2.0.14 Design Loads Wind Selection: 000 ASCE 7-16, Leeward(4) R2 0 ft ..__-J Trib.Area:Span : Length"2/3 1 - _____Iv Wall Lateral Pressure: -13 psf 5 ft Parapet Lateral Pressure: `� RO Lateral Pressure: 4-Ways Lateral Lateral element force multiplier Strength: 1.0 8ft Deflection: 0.7 Header: Single Member K • Gravity Load at Header: 18 psf 0ft R1 }( 8.333 ft 16 in Lateral Pressure to: 4-Ways ' 10 Brace Settings Flexural Distortional Distortional Interconnection Component(s) Members(s) Bracing Axial KyLy Axial KtLt K-Phi(Ib-in/in) Lm Spacing Jamb Studs 600S200-43(33),Single 60 in Head/Sill Head/Sill 0 None N/A Vertical Header 600S350-54(50),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 600S350-54(50), Single Full N/A N/A 0 None N/A Analysis Results Axial Max Max. Moment Max. Bottom Top or End Component(s) Members(s) Load(Ib) KL/r (ft-lb) Shear(Ib) Reaction(lb) Reaction(Ib) Jamb Studs 600S200-43(33),Single 262.5 130 905.7 266.5 -361.3 -266.5 Vertical Header 600S350-54(50),Y-Y Axis N/A N/A 546.8 262.5 N/A 262.5 Lateral Header 600S350-54(50),Single N/A N/A 510.2 207.5 N/A 207.5 Design Results Deflection A+M V+M Component(s) Members(s) Span Parapet Interaction Interaction Web Stiffners Design OK Jamb Studs 600S200-43(33),Single L/725 UO 0.837 0.64 NA Yes Vertical Header 600S350-54(50),Y-Y Axis U453 NA 0.40 0.04 No Yes Lateral Header 600S350-54(50),Single L/3198 NA 0.17 0.07 No Yes Combined Header 0.57 0 Simpson Strong-Tie®Connectors(a.Jambs Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie®Connector Interaction Interaction R2 -266.49 0.00 600T250-68(50)&(2) .157", 1"embed SST PDPA/PDPAT to 90.06% 64.47% 4000 nw concrete R1 -361.28 496.49 FCB45.5 Min(4#12-14)&(3)1/4"x 1-3/4"Titen 2 to 2500 38.23% 76.87% concrete(Base Clip) SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-41 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 2 Model: D07 -3'-0"X-8'-0" DOOR 180- (-Z4) - STUCCO Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS DesignerTM 4.2.0.14 Design Loads I r Wind Selection: 000 ASCE 7-16, Leeward(4) 0 ft th^2/3 R2 --- Trib.Area:Span: Len 9 V Wall Lateral Pressure: -12.6 psf 7 ft Parapet Lateral Pressure: `� RO Lateral Pressure: 4-Ways 1111111111eMI - . Lateral element force multiplier Strength: 1.0 8ft ._____ Deflection : 0.7 Header: Single Member `-' Gravity Load at Header: 18 psf 7\ O __ ft R1 I. k X > 3.333 ft ' 16 in Lateral Pressure to: 4-Ways " '0 Brace Settings Flexural Distortional Distortional Interconnection Component(s) Members(s) Bracing Axial KyLy Axial KtLt K-Phi(lb-in/in) Lm Spacing Jamb Studs 6005162-54(50),Single 60 in Head/Sill Head/Sill 0 None N/A Vertical Header 600S200-43(33),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 600S200-43(33),Single Full N/A N/A 0 None N/A Analysis Results Axial Max Max. Moment Max. Bottom Top or End Component(s) Members(s) Load(Ib) KUr (ft-lb) Shear(Ib) Reaction(Ib) Reaction(Ib) Jamb Studs 600S162-54(50),Single 210.0 169 823.1 203.0 -220.5 -147.0 Vertical Header 600S200-43(33),Y-Y Axis N/A N/A 175.0 210.0 N/A 210.0 Lateral Header 6005200-43(33),Single N/A N/A 80.7 91.0 N/A 91.0 Design Results Deflection A+M V+M Component(s) Members(s) Span Parapet Interaction Interaction Web Stiffners Design OK Jamb Studs 600S162-54(50),Single U690 L/0 0.560 0.36 NA Yes Vertical Header 600S200-43(33),Y-Y Axis U661 NA 0.65 0.11 No Yes Lateral Header 600S200-43(33),Single L/28302 NA 0.06 0.06 No Yes Combined Header 0.72 0 Simpson Strong-Tie®Connectors A Jambs Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 -146.99 0.00 600SLT250-43(33)&(1).157"SST PDPA/PDPAT-62KP to 66.81 % 69.04% steel(3/16"to 1/2"thickness) R1 -220.48 485.98 600T125-33(33)&(2) .157", 1"embed SST PDPA/PDPAT to 64.09% 50.06% 4000 nw concrete SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-42 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 2 Model: D08 -3'-0"X-8'-0" DOOR - (-Z4)-STUCCO Date: 04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie®CFS Designerm 4.2.0.14 Design Loads Wind Selection : 000 ASCE 7-16, Leeward(4) 0 ft Len th"2/3 R2 Trib.Area:Span: 9 I i n_ _ Wall Lateral Pressure: -12.6 psf 7 ft Parapet Lateral Pressure: `/ RO Lateral Pressure: 4-Ways n Lateral Lateral element force multiplier ^� -- Strength: 1.0 18 ft I Deflection : 0.7 Header: Single Member • > Gravity Load at Header: 18 psf n - Oft —. R1 v k X >1 3.333 ft 16 in Lateral Pressure to: 4-Ways Brace Settings Flexural Distortional Distortional Interconnection Component(s) Members(s) Bracing Axial KyLy Axial KtLt K-Phi(Ib-in/in) Lm Spacing Jamb Studs 800S162-54(50),Single 60 in Head/Sill Head/Sill 0 None N/A Vertical Header 800T200-68(50),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header B00T200-68(50),Single Full N/A N/A 0 None N/A Analysis Results Axial Max Max.Moment Max. Bottom Top or End Component(s) Members(s) Load(Ib) KL/r (ft-lb) Shear(Ib) Reaction(Ib) Reaction(Ib) Jamb Studs 800S162-54(50),Single 210.0 178 823.1 203.0 -220.5 -147.0 Vertical Header 800T200-68(50),Y-Y Axis N/A N/A 175.0 210.0 N/A 210.0 Lateral Header 800T200-68(50),Single N/A N/A 80.7 91.0 N/A 91.0 Design Results Deflection A+M V+M Component(s) Members(s) Span Parapet Interaction Interaction Web Stiffners Design OK Jamb Studs 800S162-54(50),Single L/1351 UO 0.447 0.27 NA Yes Vertical Header 800T200-68(50),Y-Y Axis L/481 NA 0.92 0.04 No Yes Lateral Header 800T200-68(50),Single L/74394 NA 0.02 0.02 No Yes Combined Header 0.95 0 Simpson Strong-Tie®Connectors (a,Jambs Connector Anchor Support Rx(lb) Ry(Ib) Simpson Strong-Tie®Connector Interaction Interaction R2 -146.99 0.00 800SLT250-33(33)&(2) .157", 1"embed SST PDPA/PDPAT 97.99%" 44.91 % to 4000 nw concrete R1 -220.48 485.98 8007125-33(33)&(2) .157", 1"embed SST PDPA/PDPAT to 74.07% 50.05% 4000 nw concrete SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com • C-43 _ Project Name: BMW Tigard Exterior Calcs Page 1 of 2 Model: D09- 10'-4"X12'-0" DOOR-(-Z4)- STUCCO Date:04/21/2023 Code: AISI S100-16w/S2-20 Simpson Strong-Tie°CFS Designer TM 4.2.0.14 Design Loads Tv Wind Selection: 000 ASCE 7-16, Leeward(4) ft Length^2/3 R2 l__._______ Trib.Area:Span __.__, Wall Lateral Pressure: -12.3 psf i5.5 ft Parapet Lateral Pressure: RO Lateral Pressure: 4-Ways Lateral Lateral element force multiplier Strength: 1.0 11_ Deflection: 0.7 Header: ongback, Lateral Track Gravity Load at Header:Str 18 psf 0 ft R _ 1 fi X 1 — 10.333 ft 16 in Lateral Pressure to: ' 4-Ways Y 0 Brace Settings Flexural Distortional Distortional Interconnection Component(s) Members(s) Bracing Axial KyLy Axial KtLt K-Phi(Ib-in/in) Lm Spacing Jamb Studs 800S200-68(50),Single 60 in Head/Sill Head/Sill 0 None N/A Vertical Header 800S350-97(50),Y-Y Axis Full N/A N/A 0 None N/A Lateral Header 800T150-54(50),Single Full N/A N/A 0 None N/A Analysis Results Axial Max Max.Moment Max. Bottom Top or End Component(s) Members(s) Load(Ib) KUr (ft-lb) Shear(Ib) Reaction(Ib) Reaction(Ib) Jamb Studs 800S200-68(50), Single 511.5 208 2483.8 463.6 -627.8 -453.0 Vertical Header 800S350-97(50),Y-Y Axis N/A N/A 1321.3 511.5 N/A 511.5 Lateral Header 800T150-54(50),Single N/A N/A 1016.9 338.9 N/A 338.9 Design Results Deflection A+M V+M Component(s) Members(s) Span Parapet Interaction Interaction Web Stiffners Design OK Jamb Studs 800S200-68(50),Single U527 L/0 0.833 0.50 NA Yes Vertical Header 800S350-97(50),Y-Y Axis L/325 NA 0.50 0.04 No Yes Lateral Header 800T150-54(50),Single L/1283 NA 0.48 0.17 No Yes Simpson Strong-Tie®Connectors 0 Jambs Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie®Connector Interaction Interaction R2 -453.04 0.00 SCB45.5(2)&(2)#12-24 SST X or XL to A36 Steel 59.61 % 40.63% R1 -627.79 865.48 (2)FCB43.5 Min(4#12-14)&(2)#12-24 SST X or XL to A36 61.24% 97.39% Steel *Reference catalog for connector and anchor requirement notes as well as screw placements requirement SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com V1 UConnectors for Cold-Formed Steel Construction SIMPSON HYS Hybrid Strut Strong-Tle`' J C The HYS hybrid strut is the only CFS strut on the market 0 ,, designed a d tested for use as either a side or a r.cid el.p.Cu nmu I used at the buttom or a stee bear to Co a..-omr odate laroe sta Guff conditions the Hy i_trut a/r; attaches to the structure Nith screws.powder actuated 'Ili' s/a' fasteners or weld L s ror installation as a slide co.,,.ection,attach the I i.S ' ' •o o• _ �' usi,.y shouldered screws through the slotted holes. 3Yz' q? •-o" Prec:•:on-manuractured shouldered screws provided 2Yz° 7. with the HYS are designed to_rrevent over-driving and n " o e_t 21/° to ensure that the d:p tunctlo,,s pruned;in the slide o -a ap.d:u.ation..cr:I stallation a: a rigid ccxnnect:u,,to %•�^ su-port gravity a,d lateral luad:ng attach the clip 21/2 1 Ya usi,.g the small peddled holes with#-0 screws. 1 Ye° 1' The HYS has undergone comprehensive component HYS12J68 assembly and anchor testi,g Tabulated loads were (l/Y515/68 similar) developed trot;I these tests a.d include capacities ased on strength and de,,ection to assist io mitigating % design ris. You ca,.count on the HYS dual-application 1 �° strut for its versatility and test-verified performance. • - L __ �`z ' e "04 Features: 3'h` h' . 2 • Available in lengths of 12', i o',24"and JO' o1. "" (for 18'lengths,use SSB and FSB struts) a -o-Z e o e I h' 2ti • Slots are positioned to minimise eccentric load •21i and maramise capacity 11/4' • Slide application allows up to 1-of vertical moment HYS24/68 1+/1 1. in each direction when shouldered screws are used (F1YS30/97 similar) through the center of the slot • Simpson Strang-Tiee No-E aual•stamps mark the center of the slots to help ensure correct placement 714' of shouldered screws • Supports gravity and lateral loads when using gill Oil 111 11 0.24' #10 screws through small predrilled holes 307 Matwial: HYS12/68,HYS15/68,HYS24/68— XLSH7861414 6 mil(14 ga.).5u ksi ci HYS /97 — .7 mil(12 ga.),4 ksi #14 Shouldered Screw for z Attachment to Stud Framing 2 F nish: 3alvanized(390) SI,de App icat,on Codes:See p. 13 for code Reference Key Chan (included) o w , z F- 0. z Ordering Information and Dimensions z a Model Le..gth Shenk r 7 urdmngSnU OR Can.. t,.r SMaWS o co HYS12/68 HYS12/68-KT25 12 25 83 C. 0 9 HYS15f68 HY515/68 KT25 15 25 83 u HYS2-J68 H ISA 68 KT 5 21 15 55 -453"97 -tS30 9i-NTlu 3u Hl 55 I.Replacement of additional shoulder..c ew.,f -n lb connect -a in.Jive application are.K_,,..r oct1414 Rl'b i. ie.Mayn•..n•offsets are,o.t o a to ee lastene s to i.Erna y aeu.t.,e ror,ou,lastene.s,ledu.e by V. 44 m Connectors for Cold-Formed Steel Construction SIMPSON v HYS Hybrid Strut StrengTie E O U HYS Slide-Clip Allowable Loads (lb.) o No.of ,Allowable Load(b.) Model Stud 1114 Shoulder Code Thickness In-Plane tension No. mil(ga.) (Srattem) F Load Load ,oad crews A° ' I O 2 F 2(SIl 00 520 520 t. NYS12/66 3;S2) 00 815 8-5 1 y-yl01 2(S1) 00 520 520 Ir F2 HYS15/68 3(S2) 00 815 8.5 F3 33(20) 2(S1) 00 520 460 HYS24/68 3(S2) 00 815 6'0 2(5I1 00 520 530 I1YS30/'7 3 S2) 00 815 7'5 2(S1) .50 845 620 HY512l68 3 S2) 50 1,285 1 260 .ypica.HYS Slide-Clip Application 2(S1) 50 845 620 HYS15/68 3,52, 50 1,285 1 260 43 18, 2(51) .50 845 50 HYS24/68 3,S2) 50 1,285 1.420 2(Si) 50 845 1 00 HYS30/97 l v e 3,52; 50 1,285 1 640 _ e,, 2(S1) 240 1,040 •'5 HYS12/68 is o 3,52, 240 1,585 1 550 0 2(S1) 240 1,040 •'5 HYS15/68 3 S2` 240 1,585 1 550 y�e, (pjH 54.16. 2(S1) 240 1,040 1,1 0 HYS24/68 3,S2' 240 1,585 1,755 2(SI) 240 1,040 t 355 Slide Screw Pattern St HYS30/97 (no screws required in small r.ui,c 3,52, 240 1,585 2,020 holes ir,slide applic.uc..) 1 0 2(Si) 300 1,165 '"'5 ( HYS12/68 til 17 3,S2 300 775 1.550 (5 P3(S1 300 300 1,165 5 1 5 ( HYS15/68 -71 co 50 O 68.14. a 2(51) 300 1,165 1,1 0 �o 2 HYS24/68 o 3,52) 300 1775 1,755 �.L 0 ® N T(i) 2(S11 300 ,520 1 520 i o HYS30/97 0 g 3 52, 300 2 265 2,265 0 q I.For additional important information see General Infor ation and Notes on p.26. 2.l-.YS Allows:..ormector Loads are also limited by the I-.YS.Vhchorage Load table u on p.47.Use the minimum tabulated.alues from the connector and anchora-e 78 Min. load tables as applicable. 3.See illustrations on the side for fastener placement to stud tem..,. 4.7a:,ulated F loads are based on assem,.ty tests with the load through the centerline of the stud tests are governed by fastener cornectionv- Slide Sc ew Pattern S2 (no screws required i.,small round holes in slide application) 45 m s 0 U Connectors for Cold-Formed Steel Construction SIMPSON Qr HYS Hybrid Strut 0 U o HYS Fixed-Clip Allowable Loads (lb.) y No.d Allowable Load(Ib.) Q Model Stud 410 In Plane Tension Comp. Shear ode :. No. Screws ma(ga) (Pattern) Load Load Load Load le F3 F4 .,' 4 011) 100 705 705 365 HYS12/68 6(I2) 110 I,O60 1.060 365 4(111) 100 705 705 340 F4 Hvs15/68 I F2 60 2) 110 1,060 1.060 340F3 33(20) If" HYS24/68 4(111) 100 705 705 140 1 6(1-2) 110 1,060 1,060 175 4(111) 100 705 705 135 C i HYS30/97 6(1'2) 110 1,060 1.060 135 4(411 125 1,040 1,050 525 HYS12/68 E4_, 155 1,520 1,580 525 Typical HYS Rxed-Cli3Aaplica.ion 4(R1) 125 1,040 1,050 44E HYS15/68 6 9'2) 155 1,520 1,580 445 I 43(18) 4(R11 115 1,040 1,050 180 HYS24/68 6_ 6(R2) 125 1,520 1,580 230 m 4(61) 115 1,045 1 050 175 I -`o®e HY330/97 69'2) 125 1,580 1,580 175 * 1 HYS12/68 4(R1) 145 2,110 1.800 560 6(P2) 285 3.085 '800 710 0 4(R1) 145 2.110 2I3o 560 HYS15/68 6(1-(2) 285 3,085 2.630 560 318 min, 54(16) 4(R1) 150 2.110 2,135 225 HYS24/68 6 012) 165 3.085 2.315 290 Fixed Screw Pattern R1 HY530/97 4(R1) 150 2,125 2,135 22C' (no screws required in slit in 6(1:2) 165 3.190 3,205 220 fixed application) 4(R1) 195 2,110 1.800 550 0 HYS12/68 0 iv 6912) 385 3,085 1,600 710 4(R1) 195 2,110 2,160 560 HYS15168 /&,, 6(P2) 385 3.085 2,630 560z 68(14) 4(11) 190 2,110 2,160 225 ® ������r ,,' a HYS24/68 6(12) 210 3,085 2,315 290 a ta 4(R1) 190 2,125 2,160 220 ` R HYS30197 6(11) 210 3,190 3,240 220 -____ 0 -0 1.Fix additional important information,see General information and Notes on p.26. y 2.HYS Alla-able Connector Loads are also limited by the HYS Anchorage Load table on p.47. 3‘e U Lse the minimum tabulated values horn the connector and anchorage load tables as applicable. 1 '` 13 Min. 3.See Australian on the side for screw fastener placement to stud framing. 4.Tabulated Fr loads are based on assembly tests with the load through the centerline of the stud.Tests are governed by fastener connections. 5.;.LSH78B1414#14 shouldered screw may be used to replace MI )screws in a Fixed Screw Pattern R2 fi ed application` (no screws required in slot in 6.Minimum stud width for fixed application is 6°. fixed application) 46 N L Connectors for Cold-Formed Steel Construction SIMPSON U - HYS Hybrid Strut Strong,' :` c O U HYS Maximum c HYS Allowable Anchorage Loads (lb.) Standoff Distances (in.) a N°.of Allowable Load pb.) r No.of k chors N Anchorage Type Anchors No. Pattern 0 C7 and F3 F4 2 or 3 4 2 1.595 565 Si 7 61/4 412-24 2,395 845 HY512/68 S2 53i 5 II self-drilling screws 4 3,190 1,125 R1 orR2 51/2 4% 2 820 — S1 10 9% Samson String-Tie® 0.157 '%"powder-ictuated lase ers 3 1,230 520 HYS15/68 S2 8% 8 P.PAT-62Kr 4 1,640 780 RI ar R2 8% 7% Hard side:2 Si 19 18 1/4 Free side, 1 2,455 1,125 Weld HYS24/68 S2 174'. 17 ElOXX electrodes H_rd side 4 3.190 1.125 R1 or R2 17 l 167. Free side.1 Si 25 24% 1.For additional n'poi tant information,see General information and Notes on p.26. HYS30/97 S2 23% 23 2.Allowable loads are for the clip anchorage only.The capacity of the connection system w6 be the minimum of the tabulated value and the allowable load from R1 or R2 23% 22% the HYS Allowable Connector Loads on p.45 for slide applications and p 46 for fixed applications. Self-drilling screws shown. ► w min. Self-drilling screws shown. ► W min. Other fasteners similar. I (W.) Other fasteners similar- ' (typ.) �J ��� Aft • v e - • ' 3. - Li (10 4"min. ° 4"min. ° ° (tyP•) (tyP.) U c Two Anchors Three Anchors 0 tri 2z z 5 Sett-drilling screws shown. P w min. Other fasteners similar. I ( .) A 2'or 4° V 1" o , ti a1 o 1420 - --Z-- - ;,-,__ .i , ? i o Free e 'min. 0 Hard (typ.) side JI side Four Anchors Weld 47 Secure Clips l///////1 F O. ; �SCA - MA - Multi-Use Secure Clip Product Application The MA multi-use secure clip is used in a variety of different __--- ----- applications, �� including head-of-wall,joist connections,rafter andh________ , Width \ 1 /z' truss connections,reinforcing header connections,and bridging. The MA secure clip is designed to resist vertical and lateral loads. Pre-punched guide holes are provided in each leg to allow for -, efficiencient installation.Clips come packaged in durable buckets — '— 0 1 '/z' for easy handling on the jobsite. \ijo Features and Benefits MA550 C ® I___J.-- • Variety of lengths available SCAFCO CORP. to • Loads based on#10 screws C N. • Pre-punched guide holes Guide holes arranged for bridging attachment • No labor used cutting scrap or angle Material Composition Quantity/Order Information • Mill certified steel - - - -- --- --- • ASTM A6531A653M Part No. Length Qty/Bucket Lbs/Bucket • 54 mil MA350-54 3IA" 200 34 • 57 ksi yield strength MA350-68 3%" 200 42 • 65 ksi tensile strength MA550-54 51'4" 100 26 " G60 galvanized coating MA560-68 5%" 100 32 • 68 mil MA750-54 7''A" 100 35 o 57 ksi yield strength MA750-68 7%" 100 44 65 ksi tensile strength MA950-54 9'h" 100 44 G90 galvanized coating MA950-68 9'h" 100 55 F1 I F3 26 ©2022 SCAFCO • Effective 8/1/22 and supersedes all previous information. • www.SCAFCO.com Secure Clips 111111111/ ffSCAF£O - MA - Multi-Use Secure Clip Allowable Loads Part No. Stud Properties F1 Allowable Loads(Ibs) F2 Allowable Loads(Ibs) F3 Allowable Loads(Ibs) ,.. , G: • F ksi) 2#10 Screws _ 3149,Scrsws , ., 2#10 Screws 3#10 Screws 2#10 Screws 3#10 Screws 33EQS 20 57 402 603 206 310 206 310 33 20 33 _; 530 _ .. 43EQS 18 57 635 952 280 420 280 420 MA350 43 18 33 526 789 219 328 ,A. 219 328 54 16 50 1068 1602 396 594 396 594 68 14 50 1510 2266 499 749 499 749 97 12 50 2261 2420 712 965 712 965 Maximum Allowable Clip Capacity Max F1=2420 lbs Max F2=965 lbs Max F3=965 lbs Part No. Stud Properties F1 Allowable Loads(Ibs) F2 Allowable Loads(Ibs) F3 Allowable Loads(Ibs) Mil Gauge Fy(ksi) 2#10 Screws 4#10 Screws 5#10 Screws 2#10 Screws 4#10 Screws 5#10 Screws 2#10 Screws 4#10 Screws 5#10 Screws 33EQS 20 57 402 804 1005 206 413 516 206 413 516 33 20 33 353 707 884 168 335 419 168 335 419 43E0S 18 57 635 1269 1587 280 560 700 280 560 700 MA550 IV 43 18 33 526 1052 1315 219 437 547 219 437 547 ' 54 16 50 1068 2136 2671 396 792 855 396 792 855 68 14 50 1510 2980 2960 499 855 855 499 855 855 '.-„ 97 12 50 2261 2980 2980 712 855 855 712 855 855 Maximum Allowable Clip Capacity Max F1=2980 lbs Max F2=855 lbs Max F3=855 lbs I Part No. Stud Properties F1 Allowable Loads(Ibs) F2 Allowable Loads(Ibs) F3 Allowable Loads(Ibs) . , . .,,.;„• ...0_.. _. ., . , . .. _., .. s..'', r•...., .:_^;ews 2#10 Screws 4#10_,'ws 7 de ,..7A, s 2#1,0Acrews 4#10 - , s 7#10 Screws 33EQS 20 57 402 804 1407 206 413 722 206 413 722 33 20 33 353 707 1237 'Igr'- 168 335 � 597 ' 168 "' 335 ,�7.°' 43EQS '8 57 635 1269 2221 280 560 980 280 560 980 MA750 43 18 33 526 1052 1841 219 437 765 219 437 785 54 16 50 1068 2136 3739 396 792 '387 396 792 1387 68 14 50 1510 3021 5286 499 998 1740 499 998 1740 97 12 50 2261 4521 6100 712 1424 1740 712 1424 1740 Maximum Allowable Clip Capacity Max F1=6100 lbs Max F2=1740 lbs Max F3=1740lbs Part No. Stud Properties F1 Allowable Loads(Ibs) F2 Allowable Loads(lbs) F3 Allowable Loads(Ibs) Mil Gauge Fy(ksi) 2#10 Screws 5#10 Screws 9#10 Screws 2#10 Screws 5#10 Screws 9#10 Screws 2#10 Screws 5#10 Screws 9#10 Screws 33EQS 20 57 402 1005 1809 206 516 929 206 516 929 33 20 33 353 884 1590 169 419 754 168 419 754 43E05 18 57 635 1587 2856 280 700 1260 280 700 1260 MA950 43 18 33 526 1315 2367 219 547 984 219 547 984 54 16 50 1068 2671 4807 396 991 1740 396 991 1740 68 14 50 1510 3776 6100 499 1248 1740 499 124 1740 97 12 50 2261 5652 6100 712 1740 1740 712 1740 1740 Maximum Allowable Clip Capacity Max F1=6100 lbs Max F2=1740 Ibs Max F3=1740lbs Table Notes 1. Allowable loads have not been increased for wind,seismic activity,or other factors. 5. Penetration of screws through joined materials should not be less than three 2. The allowable loads are based on the steel properties of the members being exposed threads.Install and tighten screws in accordance with the screw connected,per AISI S100. manufacturer's recommendations. 3. The nominal strength of the screw must be at least 3.75 times the allowable load. 6. Allowable loads indicated on the table(s)are for force in single direction only.The designer shall use the combined forces check as required by AISI S100 if more than 4. Screw shear capacities are based on allowable strength design(ASD)and include one force is applied to the connection. a safety factor of 3.0. 0)2022 SCAFCO • Effective B/1/22 and supersedes all previous information. • www.SCAFOO.com 27 N s • Connectors for Cold-Formed Steel Construction � SIMPSON • SC Bypass Framing Slide Clip Connector Strong-Tie o C Ideal for high-seismic areas,Simpson Strong-Tie®SC connectors are the +, optimal solution for slide-clip bypass framing.SC clips are often welded to =-� d the structure in high-seismic zones,but they also feature anchorage holes so that concrete screws or powder-actuated fasteners can be used to attach the 0 clip to the structure.In addition to anchorage versatility,the SC clips include 0 "No-Equal"stamps at the center of the slots to ensure proper shouldered yy a l screw placement. connectors nnvyy T T f 0 N I 2-gauge steel to provideSC exceptionalare ma resistanceufactured to in-plane usighea seismic -dut load. 10-and [1yy-P Features: ° • The clips come in lengths of 31/2",6"and 8"for use with 3%', 6"and 8"studs,respectively SC82-5/118 • The maximum stand-off distance is 1"for 3%"studs and 1 Y"for 6"and 8"studs • Provides a full'"of both upward and downward deflection 0 • Embossments in the bend line provide increased strength and stiffness in the Fi and F2 load directions,but are positioned towards the center of the clip so that 1 Y"long welds can be applied at the top and bottom N ti of the clip $ `iL, e • Prepunched large-diameter anchor holes accommodate Ye-diameter concrete screws like the Simpson Strong-Tie Titen HD® e • Prepunched small-diameter anchor holes accommodate powder-actuated ,/� fasteners like the 0.157"-diameter Simpson Strong-Tie PDPAT or the#12 SC32-5/97 self-drilling Simpson Strong-Tie Strong-Drive®XL Large-Head Metal screw • Precision-manufactured shouldered screws,provided with SC connectors, are designed to prevent overdriving and to ensure the clip functions properly L--R2' Material:50 ksi �— ..._, 1,,,, Finish:Galvanized(G90) Installation: 1sfi o ill • Use the specified type and number of anchors. Or , 1 2y,; • Use the specified number of XLSH78B1414#14 shouldered screws I $ 01 11 0 (included). Install the screws in the slots adjacent to the"No-Equal"stamps. 5' i • Use one shouldered screw per slot(maximum). I I p 3j3 • Codes:See p. 11 for Code Reference Key Chart i--I ) U 1 19a 0 a 1 i o V w SC62-5/97 IT Ordering Information and Dimensions sc62-5/118 Model Thickness L A B o No. Ordering SKU mil(ga.) (in.) (in.) (in.) a. w- N' — a SC32-5/97 SC32-5197-KT25 97(12) 31/2 '/e 1 Y o SC62-5/97 SC62-5/97-KT25 97(12) 6 1143 1 Yz � glow' 0.24' o N SC62-5/118 SC62-5/118-KT25• 118(10) 6 1% 1 Yz v SC82-5/118 SC82-5/118-KT25 118(10) 8 1% 1 Yz X Shouldered ° #14 Shouldered Screw for 1.Each box contains(25)connectors and enough shouldered screws for installation. Attachment to Stud Framing 2.Replacement#14 shouldered screws for SC connectors are XLSH78B1414-RP83. (included) 34 Cl, 0 Connectors for Cold-Formed Steel Construction SIMPSON V SC Bypass Framing Slide-Clip Connector Strong-Tie e 0 U SC Allowable Connector Loads o M Fasteners to Stud Allowable Load(lb.) d Stud Allowable Ft w Model No.of Code at Thickness Pullout per No• mil(ga.) Single#14 Shouldered 1" 1S4" F2 F3 Ref Shouldered I Screws Stand-Off Stand-Ott Screw 5C32-5/97 2 170 - 585 715 _ liii pp. 2 100 115 585 I 715 SC62-5/97 • F1 3 115 130 880 1,070 `1 .% 33(20) 100 2 100 115 585 710 .' SC62-5/118 F2 3 115 130 880 1,070 4414111 Fa 2 115 130 585 710 �+ SC82-5/118 4 115 130 1,170 1,425 8C32-5/97 2 220 - 765 930 2 135 155 765 930 SC62-5/97 3 150 175 1,145 1,395 43(18) 145 2 135 155 765 930 SC62-5/118 3 150 175 1,145 1,395 Typical SC Installation 2 150 175 765 930 SC82-5/118 4 150 1 175 1,525 2,125 SC32-5/97 2 300 - 1,145 1,645 Stand-off=11/2'max. 2 255 295 1,145 1,645 1- for SC62 and 6082: SC62-5/97 I 1'max.for SC32. 3 265 305 2,120 2,345 54(16) 270 2 255 295 1,405 1,685 - - SC62-5/118 3 265 305 2,110 2,530 2 260 300 1,405 1,685 um 1 IF, °pp Fill all holes SC82-5/118 4 260 300 2,810 3,370 �� ° &o oil unless specified O m otherwise by the SC32-5/97 2 375 - 1,695 1,645 ° Designer.The tabulated loads 2 320 370 1,695 1,645 fore-screw • SC62-5/97 installations ci z 3 335 385 2,540 2,345 do not require screws in the z 68(14) 410 2 330 380 2,165 2,040 middle slot. 1 SC62-5/118 0 3 345 395 3,250 3,060o SC62 with Two Screws Lo 2 325 375 2,165 2,085 (SC82 similar) SC82-5/118 z 4 325 375 4,330 4,165 I SC32-5/97 2 540 - 1,695 1,645 7 o 2 555 555 1,695 1,645 co I SC62-5/97 > 3 555 555 2,540 2,345 a 97(12) 725 2 555 555 2,165 2,040 ® SC62-5/118 0 3 635 635 3,250 3,060 0 2 465 465 2,165 2,085 d_ SC82-5/118 90 4 465 465 4,330 4,165 1.For additional important information,see General Information and Notes on p.22. 2.SC Allowable Connector Loads are also limited by the SC Anchorage Load tables on pp.36 and 37.Use the minimum tabulated values from the connector and anchorage load tables as applicable. 3.See illustration for fastener placement when using only two shouldered screws to the stud. 4.Tabulated Ft loads are based on assembly tests with the load through the centerline of the stud.Tested failure modes were due to screw pullout;therefore compare F1 against Fp calculated per ASCE 7-10 Chapter 13 with ap=1.25 and Rp=1.0. 5.Fi loads are based on maximum stand-off distances of 1"or 1' ' as shown.Other loads are applicable to a 1"stand-off for SC32 and 1"or 1 h"stand-off for SC62 and SC82. 6.At the bend line,the gross allowable plastic moment in the Fi load direction for 97 mil(12 ga.) and 118 mil(10 ga.)SC connectors are 395 in.-lb.and 675 in.-lb.,respectively. 7.At a vertical slot,the net allowable plastic moment in the Ft load direction for 97 mil(12 ga.) and 118 mil(10 ga.)SC connectors are 260 in.-lb.and 440 in.-lb.,respectively. 35 N .4- vConnectors for Cold-Formed Steel Construction SIMPSON f SC Bypass Framing Slide-Clip Connector Strong-Tie U s o SC Allowable Anchorage Loads to Steel 0 d1 Minimum No.of Allowable Load(lb.) 0 Anchorage Type Base Material Anchors Ft F2 and F3 #12-24 self-drilling screws A36 steel 4 --- 2,545 Strong-Drive®X and XL Metal screws 4ie"thick #14 self-drilling screws A36 steel Simpson Strong-Tie E Metal screw �e thick 4 — 2,620 E1B1414 Simpson Strong-Tie A36 steel 0.157"x W powder-actuated fasteners �,e"thick 4 — 1,040 PDPAT-62KP Simpson Strong-Tie A572 grade 50 0.157"x%'powder-actuated fasteners or A992 steel 4 — 1,710 PDPAT-62KP 3,e"thick Weld A36 steel (2)Hard side:1.5" E70XXelectrodes Yee"thick 2,110 3,710 (2)Free side:1.5" 1.For additional important information,see General Information and Notes on p.22. 2.Allowable anchorage loads are also limited by the SC Connector Load Table on p.35.Use the minimum tabulated values from the connector and anchorage load tables as applicable. 3.Allowable loads for#12-24 self-drilling screws and PDPAT powder-actuated fasteners are based on installation in minimum 3/ee'thick structural steel with Fy=36 ksi.PDPAT values are also provided for A572 steel.Values listed above may be used where other thicknesses of steel are encountered or other manufacturers are used,provided that the fastener has equal or better tested values(see p.22).It is the responsibility of the designer to select the proper length fasteners based on the steel thickness installation. 4.For screw fastener installation into steel backed by concrete,predrilling of both the steel and the concrete is suggested.For predrilling use a maximum s;e"-diameter drill bit. zz 1.5" 7 0o IIIF � w o j ` th p Z 0 2 "11141P..� Free side of clip Hard side of clip Z e Weld Anchorage 4 PAF Anchor Placement LL (4 screws similar) o a SC Anchor Layout 36 to Connectors for Cold-Formed Steel Construction SIMPSON 0 SC Bypass Framing Slide-Clip Connector StrongTie U Allowable Titen HD® Anchorage Loads into Concrete with SC Clip o Nominal Wind and Seismic Seismic L.) Anchorage Type Embedment Anchor Quantity re Load in SDC A&B in SDC C through F and Size (psq Direction (m) Uncracked Concrete Cracked Concrete Cracked Concrete° F1 660 240 280 on Strong-Tie 3,000 Simpson a F2 and F3 660 630 550 Titen HD screw anchor 1% (2)Y:'x 1 1/4" THD25178H F1 390 280 325 4,000 F2 and F3 760 725 635 Ft 370 265 310 3,000 Simpson Strong-Tie F2 and F3 475 695 610 Titen HD screw anchor 2Yx (2)'1/4"x 23' TDH25234H Ft 430 305 360 4,000 F2 and F3 550 805 705 1.Allowable anchor capacities have been determined using ACI 318-14 Chapter 17 calculations with a minimum concrete compressive strength(fc)of 3,000 and 4,000 psi in normal-weight concrete.Tabulated values shall be multiplied by a factor(a.a)of 0.6 for sand light-weight concrete. 2.Edge distance is assumed to be 1 1",and end distance is 2%". 3.Load values are for group anchors based on ACI 318,condition B,load factors from ACI 318-14 Section 5.3, no supplement edge reinforcement,Wc,v=1.0 for cracked concrete and periodic special inspection. 4.Allowable Stress Design(ASD)values were determined by multiplying calculated LRFD capacities by a conversion factor, Alpha(a),of 0.70 for seismic load and 0.6 for wind loads.ASD values for other combinations may be determined using alternate conversion factors. 5.Tabulated allowable ASD loads for Wind and Seismic in SDC A&B are based on using wind conversion factors and may be increased by 1.17 for SDC A&B only. 6.Design loads shall include the over-strength factor per ASCE7 Section 12.4,3,For fasteners in exterior wall connection systems,no=1.5 per Table 13.5-1. 7.Allowable loads for F1 are based on the governing loading direction which is toward the end of slab. 8.For anchor subjected to both tension and shear loads,it shall be designed to satisfy following: •For Na/Nall s 0.2,the full allowable load in shear is permitted. •For Va/Vail s 0.2,the full allowable load in tension is permitted. •For all other cases:Na/Nail+Va/Vail<1.2 where: Na=Applied ASD tension load Nail=Allowable F2 and F3 load from the SC Allowable Anchorage Loads for Concrete table Va=Applied ASD shear load Vail=Allowable F1 load from the SC Allowable Anchorage Loads for Concrete table 9.Tabulated allowable loads are based on anchorage only.The capacity of the connection system shall be the minimum of the allowable anchorage load and the SC Allowable Connector Loads. d z O 11/2"min.edge distance(typ.) 0 z r► 00 • • a v G� cn #q UA4 o N 401 2%"min.end distance Titen HD®Anchorage 37 In _ L Connectors for Cold-Formed Steel Construction SIMPSON V - SCB/MSCB Bypass Framing Slide-Clip Connector Strong-Tie o 4tERto This product is preferable to similar connectors because of a)easier >_ ?� installation,b)higher loads,c)lower installed cost,or a combination C W . of these features. u,j�1 a -N V CD -• The SCB/MSCB slide-clip connectors are high-performance o I, IHEI o ;;�� Ill Ill y connectors for bypass framing applications designed to reduce o I J o ` ti i J 0 design time and overall installed cost.Various anchorage methods have been �� 9 9 i ��/ tested,and the resulting allowable loads eliminate the need to design connector 0 SCB43.5 0 SC645`/ anchorage.The SCB/MSCB can accommodate applications that typically (MSCB45.5 similar) require two parts with a single connector,reducing material and labor cost. These connectors are manufactured in five different lengths to accommodate r ; a variety of stand-off conditions and steel-stud sizes. V Features: o i-) Flij*III • Provides a full 1"of both upward and downward movement • The precision-manufactured shouldered screws provided with O the SCB/MSCB connector are designed to prevent overdriving and SCB47.5 / to ensure the clip functions properly MSC847.5 similar) • Strategically placed stiffeners,embossments and anchor holes maximize connector performance �� _ • Simpson Strong-Tie®No Equal stamps mark the center of the o( � ~ -\ slots to help ensure correct shouldered-screw placement ®I U *111 Material:SCB —54 mil(16 ga.); MSCB — 68 mil(14 ga.) � Finish:Galvanized(G90) 0SCB49.5 / Installation: • Use the specified type and number of anchors. =J • Use the specified number of XLSH3481414#14 shouldered screws(included). oY �` Install shouldered screws in the slots adjacent to the No-Equal stamp. ----�` o !I • Use a maximum of one screw per slot. \ 'ti• i Codes:See p. 11 for Code Reference Key Chart 0 SCB411.5 Ordering Information: / SCB43.5-KT contains: US Patent 8,555,592 • 25 connectors • (55)XLSH34B1414#14 shouldered screws ^ �4 1 za. SCB45.5-KT,MSCB45.5-KT SCB47.5-KT, MSCB47.5-KT, kip IIIh W\ g SCB49.5-KT,and SCB411.5-KT contain: o • 25 connectors • (83)XLSH34B1414#14 shouldered screws XLSH34B1414 o Note:Replacement#14 shouldered screws for SCB/MSCB connectors #14 Shouldered Screw for are XLSH34B1414-RP83 Attachment to Stud Framing cri Z (included) c 2 m R N 0 a o N c U Fi � U � I 2 , 'T`i F3 ,J p�` J ��� iii pi F2 i e �� F3 I61A o [-.-,_F2 3 I W I 1 Typical SCB/MSCB Installation SCB/MSCB Installation at Fascia Beam Typical SCB/MSCB Installation with Stud Strut 25 in C Connectors for Cold-Formed Steel Construction� SIMPSON o SCB/MSCB Bypass Framing Slide-Clip Connector Strong-Tie o o SCB/MSCB Allowable Connector Loads (lb.) Y c) Connector Stud Thickness Model Material 6 No.of N14 Code NNo. Thickness on.) Shouldered 33 mil(20 ga.) 43 mil(18 ga.) 54 mil(16 ga.) 68 mil(14 ga.) Ref. mil(ga.) ( Screws' F13A F22 F32 F13.< F22 F3z F13A F22 F3z F13A F22 F3z SCB43.5 54(16) 31/2 SCB45.5 54(16) 51/2 2 100 520 520 160 610 690 215 760 975 215 760 975 2 120 490 1 520 150 610 690 200 i, 760 975 215 760 975 LB LA 3 120 675 675 150 895 1,000 200 990 1,260 215 990 1,260 2 120 490 520 185 780 690 250 1,055 1,200 270 1,195 1,475 MSCB45.5 68(14) 51/2 IBC,LA 3 120 675 675 185 1,070 1,000 250 1,220 1,930 270 1,365 1,930 2 90 I 490 520 120 610 690 160 760 945 175 760 945 IBC, SCB47.5 54(16) 7/ FL,LA 3 90 675 675 120 895 1,000 160 990 1,260 175 990 1,260 I 2 105 ' 490 520 140 780 690 190 1,055 1,200 205 1,195 1,475 MSCB47.5 68(14) 71/2 IBC,LA 3 105 675 675 140 1,070 1,000 190 1,220 1,930 205 1,365 1,930 2 90 490 520 110 690 690 105 760 945 110 760 945 SCB49.5 54(16) 91/2 3 90 675 675 110 895 1,000 105 990 1,260 110 990 1,260 IBC, 2 90 490 520 90 690 690 85 990 920 90 990 920 FL,LA SCB411.5 54(16) 111 3 90 675 675 90 860 1,000 85 990 1,260 90 990 1,260 1.When the SCB or MSCB connector is used with two shouldered screws,the screws may be installed in any two slots. 2.Allowable loads are based on clips installed with(4)#12-14 screws in the anchor leg.For other anchorage installations, the capacity of the connection system will be the minimum of the tabulated value and the allowable load from the SCB/MSCB Allowable Anchorage Loads table on p.27. 3.Anchorage to the supporting structure using welds or a minimum of(2)fasteners is required. 4.Tabulated Ft loads are based on assembly tests with the load through the centerline of stud.Tested failure mode due to screw pullout; therefore compare F1 against Fp calculated per ASCE 7-10 Chapter 13 with ap=1.25 and Rp=1.0. �I L_ 4�J � i z `' � 21i^ q„ o sc`���i + (MSCB similar) z 714, 1" . z 1) m z 0 m Install shouldered a_ screws adjacent to the <75 No-Equal°stamp(typ.) o 0 7: 1/Z,min. o o I II --1 [Il m Cii F2ft- LJJ " , 1/p min. F3 ;=' ,\� , J _ SCB/MSCB Installation with SCB/MSCB Installation with Two Shouldered Screws Three Shouldered Screws 26 to Connectors for Cold-Formed Steel Construction SIMPSON U CU SCB/MSCB Bypass Framing Slide-Clip Connector Strong-TieE U SCB/MSCB Allowable Anchorage Loads `o_ F2 and F3 0 Anchorage Type Minimum No.of N Base Material Anchors SCB MSCB y p 2 1,115 1,150 #12-24 self-drilling screws A36 steel Simpson Strong-Tie®X and XL Metal screws ts"thick 3 1,645 1,725 4 2,230 2,300 2 440 520 Simpson Strong-Tie A36 steel 0.157"x%"powder-actuated fasteners ys'•thick 3 585 780 PDPAT-62KP 4 895 1,040 2 585 610 Simpson Strong-Tie A572 or A992 steel 0.157"x%"powder-actuated fasteners thick 3 800 915 PDPAT-62KP 4 1,170 1,220 Simpson Strong-Tie 2 380 380 W e 13/4"Tlten®2 Concrete 3 525 525 TTN25134H t'c=2,500 psi 4 675 675 Weld A36 steel Hard side:2" E70XX electrodes 4iis"thick 1,735 2,040 Free side:1" 1.For additional important information,see General Information and Notes on p.22. 2.Allowable loads are for clip anchorage only.The capacity of the connection system will be the minimum of the tabulated allowable anchorage loads the allowable load from the SCB/MSCB Allowable Connector Load table on p.26. 3.Allowable loads for#12-24 self-drilling screws and PDPAT powder-actuated fasteners are based on installation in minimum 3/e6"thick structural steel with Fy=36 ksi.PDPAT values are also provided for A572 steel.Values listed above may be used where other thicknesses of steel are encountered or other manufacturers are used,provided that the fastener has equal or better tested values(see p.22).It is the responsibility of the designer to select the proper length fasteners based on the steel thickness installation. 4.For screw fastener installation into steel backed by concrete,predrilling of both the steel and the concrete is suggested. For predrilling use a maximum 3/,6"-diameter drill bit. Self-drilling screws shown. Other fasteners similar. z 3Y4"min. >-z for steel, a 5"min.at o 14"min. /�� concrete ��1 w for steel, ' J'f*�J TJY ��'c�J F 1"min.at a Cal z concrete i o (Ii_ .t (ty ( e i I Note for 3"steel o I Ljlb-—" Foz -. height,use top2 a I �� J\ two holes and take �_ I ��\ .1.--....„F 2 15%load reduction. 3 m o Two Anchors Three Anchors 0 N 0 0 O N L o ' 2''0 i1 _e i I *1'0_\ l �`�i Pr Free side of clip Hard side of clip Four Anchors Weld SCB/MSCB Anchor Layout 27 Connectors for Cold-Formed Steel Construction SIMI'SON - SSC Steel-Stud Connector Strong-Tie .ER4 This product is preferable to similar connectors because of a)easier 1,q° 4' installation,b)higher loads,c)lower installed cost,or a combination 4" A of these features. o 1 ° 0- 4..... SSC connectors are versatile utility clips ideal for a variety of " y a ° -/ i stud-to-stud and stud-to-structure applications in cold-formed steel • o ° LV� G construction.The clips have been designed to enable easy installation on the ie° o *' open side of studs or joists with flanges up to 3"long and return lips up to We. 0 o ° ° sv SSC6.25 N A wide pattern of strategic fastener locations allows the SSC to accommodate a ® (LSSC6.25, C a variety of traditional and custom designs. c c, ° MSSC6.25 ® similar) UFeatures: m -p • Prepunched holes reduce installation cost by eliminating predrilling ° ire • Intuitive fastener hole positions ensure accurate clip installation in accordance y'� with design,support a wide range of design and application requirements 4 ,f---_____� and provide installation flexibility • Angle lengths accommodate either hard-side or soft-side attachment A for studs and joists with return lips up to Fe* a g E • 4"leg length enables soft-side connections for studs and joists with k- '4a 1 11 SSC4.25 flanges up to 3"* t ," 4'a" (LSSC4.25, '' MSSC4.25 • Also suitable for u-channel bridging , o similar) Product Information: Material:LSSC —54 mil(50 ksi);SSC —68 mil(50 ksi); MSSC — 97 mil(50 ksi) �2W 1 3. Finish:Galvanized(G90) a,� �� Installation:Use all specified fasteners/anchors 0NC. 71 or Codes:See p. 11 for Code Reference Key Chart ° q it it° Z,,. SSC2.25 i'��; o (MSSC2.25 For detailed product dimensions,refer to p.81. �- similar) US Patent Pending Ordering Information Model No. Ordering SKU Package Quantity �f �LL SSC2.25 SSC2.25-R125 Bucket of 125 \` I MSSC2.25 MSSC2.25-R90 Bucket of 90 :; .; LSSC4.25 LSSC4.25-R50 Curtain Wall r z Headers SSC4.25 SSC4.25-R50 Bucket of 50 Load-Bearing �r a Headers 1 0 MSSC4.25 MSSC4.25 R50 1 LSSC6.25 LSSC6.25-R30 SSC6.25 SSC6.25-R30 Bucket of 30 h` o MSSC6.25 MSSC6.25-R30 i I 0 I Z i Base of o Jamb a • i > o a, o ,�\, i CD ,..ioiollIll PP-- _ . U J,,1 li �a�l, 1 Bypass Framing i Bypass Framing with Stud Strut 1 ' I "SSC2.25 clips will accommodate 2"wide flange and%''stiffener lips. Stud Blocking with 76 CS Coiled Strap Connectors for Cold-Formed Steel Construction SI PSON SSC Steel-Stud Connector Strong-Tie SSC Connectors — Steel-to-Steel Allowable Loads Connector ClipFraming Fasteners Allowable F4 Load(lb.) Model Material Len Member Minimum Member Thickness Maximum Code No. Thickness Depth , Carried Carrying Rot mil(ga.) (in.) M) Pattern Member Member 33 mil 43 mil 54 mil Connector rn t (20 ga.) (18 ga.) (16 ga.) Load SSC2.25 68(14) 214 3a/e Min. (3)#10 (2)#10 165 225 345 690 0 MSSC2.25 97(12) 21/4 3% Min. (3)#10 (2)#10 165 225 345 690 0 Min. (2)#10 (2)#10 215 440 675 O LSSC4.25 54(16) 41/4 6 - Max. (5)#10 (4)#10 215 440 725 1,615 U Outer (4)#10 (4;#10 200 310 520 72 Min. (2)#10 (2)#10 355 525 890 CD SSC4.25 68(14) 41 6 Max. (5)#10 (4)#10 365 600 1,005 1,615 EE Outer (4)#10 (4)#10 235 330 625 Min. (2)#10 (2)#10 355 525 890 MSSC4.25 97(12) 41.4 6 Max. (5)#10 (4)#10 365 600 1,005 1,615 Outer (4)#10 (4)#10 235 330 625 BC Min. (4)#10 (4)#10 265 660 1,190 LSSC6.25 54(16) 6% 8 Max. (7)#10 (6)#10 265 660 1,190 2,590 Outer (6)#10 (4)#10 270 375 695 Min. (4)#10 (4)#10 385 720 1,190 SSC6.25 68(14) 6Ya 8 Max. (7)#10 (6)#10 385 720 1,190 2,590 Outer (6)#10 (4)#10 270 460 725 Min. (4)#10 (4)#10 385 720 1,190 MSSC6.25 97(12) 6'1A 8 Max. (7)#10 (6)#10 385 720 1,365 2,590 Outer (6)#10 (4)#10 270 460 725 1.Min.fastener quantity and load values—fill all round holes;Max.fastener quantity and load values—fill all round and triangular holes; Outer fastener quantity and load values—see illustrations for fastener placement. 2.Allowable loads are based on bracing of the members located within 12"of the connection. 3.Maximum allowable load for connector that may not be exceeded when designing custom installations. designer is responsible for member and fastener design. 4.See Fastening Systems catalog(C-F-2019)on strongtie.com for more information on Simpson Strong-Tie fasteners. Fill 6 holes 5.Reference pp.82-84 for supplemental information and alternate screw patterns. as shown Fill all holes Fill at round 1, I - outer row screw holes inFill ally anchor leg z screw holes a in anchor leg b L� 9 OS ii ep z @ � Q o \ z L o 0;) R h © SSC4.25 — Outer Fastener Pattern SSC6.25 — Outer Fastener Pattern 0 S (LSSC4.25 and MSSC4.25 similar) (LSSC6.25 and MSSC6.25 similar) 6 jF4 gClip-install IN / within'h"above / QClip-install jF4 ZClip-install or below of mid- �� within IS°above within'k"above .r ,u depth of framing or below of mid- — - or below of mid- member,ryp depth of framing depth of framing a member,ryp. ° member,typ. ffi min a �._ min °" min m na, . Typical SSC4.25 Installation SSC Installation with Carried SSC6.25 Installation with Min.Quantity Member Fasteners in Outer Row with Min.Quantity 77 Connectors for Cold-Formed Steel Construction SIMPSON SSC Steel-Stud Connector Strong-Tie SSC Connectors — Bypass Framing Allowable Loads (lb.) Connector Stud Thickness Model Material Clip Fasteners" Code No. Thickness Length 33 mil(20 ga.) 43 mil(18 ga.) 54 mil(16 ga.) Ref. (in.) O mil(ga.) Anchorage' Stud Ft' F2 F3 F4 F1' F2 F3 F4 Fi3 F2 F3 F4 SSC4.25 66(14) 43/4 (3)#10 (4)#10 40 705 705 700 40 870 1,050 850 40 935 1,210 850 IBC c (3)POPAT-62K (4)#10 40 705 705 700 40 780 1,050 850 40 780 1,210 850 C O (3)#10 (4)410 105 705 705 705 105 1,050 1,050 880 105 1,385 1,210 880 IBC V MSSC4.25 97(12) 4Ya 0 (3)PDPAT-62K (4)4110 105 705 705 705 105 780 1,050 880 105 780 1,210 880 — •co 1.See illustration for fastener placement. E 2.Allowable loads are based on anchors installed in F minimum 1%c'-thick structural steel with Fy=36 ksi. 4 3.Allowable loads based on in-plane loads applied at the centroid of the fasteners to the stud,with 1/2"min.edge ^i no rotational restraint of stud. distance at . anchorage 4.See Fastening Systems catalog(C-F-2019) ,,. ...rm.' on strongtie.com for more information on (tvVl�' F1 Simpson Strong-Tie fasteners. 9 a . ,. • .. ' F2 40"min edge distance (tYP.) Fill 4 holes as shown Typical SSC Installation SSC Connectors — Headers Allowable Loads Connector Jamb Fasteners' Jamb and Allowable F3 Load(lb.) Model Material Clip Stud Header Allowable F4 Code No. Thickness Length Depth Thickness Nested Stud Back to Back Load Ref. mil(ga.) (In.) (in.) Pattern Jamb Header mil(ga) and Track Header' (lb.) Header 33(20) 140 455 215 LSSC4.25 54(16) 41/4 6 Max. (5)#10 (4)#10 43(18) 220 660 440 z 54(16) 375 1,055 1,005 > SSC4.25 68(14) 4% 6 Max. (5)#10 (4)#10 z 68(14) 570 1,055 1,005 BC 01 LSSC6.25 54(16) 6% 8 Max. (7)#10 (6)#10 33(20) - 160 455 265 oc 43(18) 250 730 660 p 54(16) 410 1,110 1,190 z SSC6.25 68(14) 61A 8 Max. (7)#10 (6)#1D 68(14) 640 1,110 1,190 co di 1.Max.fastener quantity and load values—fill all round and triangular holes. o 2.Designer is responsible for checking web crippling of the header and reducing allowable loads accordingly. d 3.Also applies to box header per illustration below. M 4.See Fastening Systems catalog(C-F-2019)on strongtie.com for more information on Simpson Strong-Tie fasteners. N 0 N O N N F3 F3 _ �, o Fq ` flU _� JF4 -,,1 -- Nested Stud and Track Box Header Back-to-Back Header 78 Connectors for Cold-Formed Steel Construction SIMPSON SSC Steel-Stud Connector Strong-Tie SSC Connectors — Base of Jamb Allowable Loads Connector clipFasteners Stud Member Stud Allowable Model Cod Material Thickness Length Depth Anchor Stud ThicknessF4 Load Refe mil(ga.) On.) (m.) Diameter Fasteners' mil(ga.) (lb.) L 33(20) 390 p a+ SSC2.25 68(14) 2% 3% % (3)#10 43(18) 605 N 54(16) 940 C C 33(20) 420 0 U SSC4.25 68(14) 4114 6 % (5)#10 43(18) 685 IBC 73 54(16) 975 a) 33(20) 470 SSC6.25 68(14) 6% 8 % (7)#10 43(18) 715 54(16) 1,020 1.Allowable loads are based on minimum 33 mil(20 ga.)track for 33 mil(20 ga.)and 43 mil(18 ga.)studs, and minimum 43 mil(18 ga.)track for 54 mil(16 ga.)studs,with one#10 screw into each stud flange. 2.Allowable loads assume adequate torsional bracing is provided.Bracing design is the responsibility of the designer. 3.See illustrations for fastener placement. 4.Designer is responsible for anchorage design. 5.See Fastening Systems catalog(C-F-2019)on strongtie.com for more information on Simpson Strong-Tie fasteners. r/u 01 I Ic \ -- r 7 round and --ciii \0---_____ `� Fill n Fill ° 0 0 triangular ,- round antl holes 0 triangular square ^� holes 00 to p ^ holes \fir^ ems„ �' FJ� :it it D m m SSC25 SIMPaON sscsz 9t'STAg lie° tronnN 3'�anchor� _ m 5SC42a >'aC625 els o B B a 'ie'�anchor l'e'dranchor--- �� SSC2.25 Fastener Pattern SSC4.25 Fastener Pattern SSC6.25 Fastener Pattern U z z a 2 0 w '% F o 1 3'a anchors per tables N with'hnam embedment depths as listed. o / Alternate anchors may be utilized if designed Nby others. - r, c �7 co' ,jill% „ 1 FA AT-XP II - - -- N o e. i _•1 , 175e: Minimum ~ concrete thickness -- 'hmin'pertable. UI' Edge distance #10 self-drilling determined by screw each flange. 40 SSC clip per Titen HD° Strong-Bolt®2 AT-XP® footnote 3 in Base Min.end distance Screw Anchor Wedge Anchor Adhesive per footnote 4 in of Jamb Anchorage Base of Jamb Anchorage Solutions table. Solutions table. For more information,see Anchoring, Typical SSC Installation Fastening and Restoration Systems for (Note:This figure references the Concrete and Masonry catalog(C-A-2018). table on the following page.) 79 Connectors for Cold-Formed Steel Construction SIMPSON SSC Steel-Stud Connector Strong-Tie Base of Jamb Anchorage Solutions Uncracked Concrete,Wind and Seismic in SDC A&B° Minimum Concrete °A"Diameter Nominal Embedment Allowable Anchor Load,F4(lb.) Model No. Thickness(hmin) Simpson Strong-Ties Depth(hnom) i (in.) Anchor Type (in.) 3,000 psi SLWC 3,000 psi NWC 4,000 psi NWC O 4 Titer HDs 21/2 275 455 530 y SSC2.25 Titer HD 31 290 485 560 C 6 SET-XP5 4 _ 345 510 590 C AT-XP5 4 345 510 590 U 4 Titen HD 21 550 920 975 SSC4.25 Titen HD 31/4 620 975 975 'Q1 6 SET-XP 4 735 880 880 E AT-XP 4 735 880 880 1 Titen HD 21 735 1,020 1,020 SSC6.25 Titen HD 3'/a 960 1,020 1,020 n SET-XP 4 880 880 880 AT-XP 4 880 880 880 i Cracked Concrete,Wind and Seismic in SDC A&B° Minimum Concrete °/A"Diameter Nominal Embedment Allowable Anchor Load,F4(lb.) Model No. Thickness(hmin) Simpson Strong-Ties Depth(hnom) (in.) Anchor Type (in.) 3,000 psi SLWC 3,000 psi NWC 4,000 psi NWC 4 Titen HD 21/2 195 325 375 • SSC2.25 Titen HD 31/4 210 345 400 6 SET-XP 4 245 360 420 ___ AT-XP 4 245 360 420 4 Titer HD 21/2 395 655 760 SSC4.25 Titen HD 31 445 740 855 6 SET-XP 4 525 775 880 AT-XP 4 525 775 880 4 Tilen HD 21/2 525 875 1,010 SSC6.25 Titen HD 3'/4 685 1,020 1,020 6 _ SET-XP 4 810 880 880 AT-XP 4 810 880 880 Cracked Concrete,Seismic in SDC C through F9 Minimum Concrete %"Diameter Nominal Embedment Allowable Anchor Load,F4(lb.) Model No. Thickness(hmin) Simpson Strong-Ties Depth(hnom) (In.) Anchor Type (in.) 3,000 psi SLWC 3,000 psi NWC 4,000 psi NWC 4 Titer HD 21 90 150 175 Titer HD 31/4 95 160 185 z SSC2.25 6 SET-XP 4 115 170 195 c AT-XP 4 115 170 195 a_ o 4 Titer HD 2/ 185 305 355 0 SSC4.25 Titer HD 31 205 345 400 t 6 SET-XP 4 245 355 355 z o AT-XP 4 245 350 350 cc 4 Titer HD 2' 245 410 470 m z SSC6.25 Titer HD 31/4 320 480 480 o 6 SET-XP 4 355 355 355 AT-XP i 4 350 350 350 0 0 1. Allowable anchor capacities have been determined using ACI 318-14 Chapter 17 calculations with the minimum concrete compressive strength,f'c ia and slab thickness listed.Sand-lightweight concrete is abbreviated as"SLWC"while normal-weight concrete is abbreviated as"NWC". o 2. Nominal Embedment Depth/Effective Embedment Depth relationships: o -%"Titen HD,'in 4"Slab:2.50'(hnom)/1.77"(hef) v -lit'Titen HD in 6"Slab or thicker:3.25"(hnom)/2.40"(hot) d -SET-X1=5 or AT-XP®Adhesive with M3"F1554 Gr.36 All-Thread Rod in 6"Slab or thicker:4.0"(Nan)=4"(het) 3. Edge distances are assumed to be 1.81",3.0"and 4.0"(1/2 of stud width)as determined for 3%-,6"and 8"studs,respectively. 4. End distances are assumed as 1.5 x Min.Edge Distance in one direction and'N/A'in the other direction.See figure on p.79. 5. Load values are for a single anchor based on ACI 318-14,condition B,load factors from ACI 318-14 Section 5.3,no supplemental edge reinforcement, tVav=1.0 for cracked concrete and periodic special inspection.Reference ICC-ES or IAPMO-UES evaluation reports for further information. 6. Load values are based on a short-term temperature range of 150°F and 180°F for SET-XP and AT-XP.Long-term temperature range is assumed to be 110°F for both SET-XP and AT-XP.Dry hole conditions are assumed.Other conditions may be evaluated using Anchor Designer'Software for ACI 318,ETAG and CSA.See strongtie.com/software. 7. Allowable Stress Design(ASD)values were determined by multiplying calculated LRFD capacities by a conversion factor,Alpha(a),of 0.7 for seismic loads and 0.6 for wind loads.ASD values for other load combinations may be determined using alternate conversion factors. 8. Tabulated allowable ASD loads for Wind and Seismic in SDC A&B are based on using wind conversion factors and may be increased by 1.17 for SDC A&B only. 9. Allowable loads have been divided by an Omega(0)seismic factor of 2.5 for brittle failure as required by ACI 318-14 Chapter 17. 10.Allowable F4 load based on loading direction towards the edge of slab. 11.Tabulated capacities are based on maximum allowable anchorage loads only.The capacity of the connection system shall be the minimum of the tabulated value and the allowable load value from the SSC Connectors:Base of Jamb Allowable Load Tables. Connectors for Cold-Formed Steel Construction SIMPSON SSC Steel-Stud Connector Strong-Tie a SSC Connectors — Rafters Allowable Loads Connector Clip Fasteners'•` Allowable Load(lb.) I F3 Model Material Code No. Thickness Length Anchorage Supported 43 mil(18 ga.) Ref. mil(ga.) (In') to Steel, Member F2 F3 F4 rn Fill five holes % (2)#12-24 (5)#10 710 1,075 595 as shown \ O SSC4.25 68(14) 414 Wmin. (4)0.157"PDPAT (5)#10 1,020 1,075 630 V IBC Fill Iwo outer holes for screw C MSSC4.25 97(12) 4y, (2)#12-24 (5)#10 710 1,335 595 holes for PDPAT attanchorage(shown)achor all ment 0 (4)0.157"PDPAT (5)#10 1,025 1,335 815 - 0 1.See illustrations for fastener placement. .a' a 2.Allowable loads are based on anchors installed in minimum 3/1e"—thick ty) structural steel with Fy=36 ksi. it 3.Allowable loads are based on a 6"-deep member.For deeper members, designer must consider web crippling of the member and reduce li loads accordingly. .l 4.See Fastening Systems catalog(C-F-2019)on strongtie.com for more 1 Alai information on Simpson Strong-Tie fasteners. Typical SSC Installation SSC Utility Clip Dimensions --PA a'_ y4 tyP 1 _ 2, D —1------_, m �—�1�'P. Pk" �% 3/: 13/e cd Z 21 Qx 6 3/ a SSC2.25 o (MSSC2.25 similar) \ 1/2'tyP _ 0 1 c c %e tY -k U 1/, -m © 'h'tyP. o i uic r— qx_ 1„TyP. J U—r.___ co `23/e— L _m 0 - �_,% V ` - t. - m m 9 o y"tYP 0 �' —� iyt © I '/e ryD. te'0 - 4 U U o tyP, / m _ I �',4. 0 D r z @ I _ h1P. m 19 El sa-- m i= \ Er I SSC6.25 44, (LSSC6.25 and 0 U q MSSC6.25 similar) SSC4.25 (LSSC4.25 and MSSC4.25 similar) \ 81 Connectors for Cold-Formed Steel Construction SIMPSON - SSC Supplemental Information Strong-Tie The following SSC supplemental information is given to help designers with value engineered solutions for our SSC connectors.Loads are given for fastener patterns other than our standard"min."(fill all round holes)and "max."(fill all round and triangle holes).The tables give service,ASD, LRFD and nominal loads. H Table 1 : SSC Screw Patterns 2 .O+ Pattern"Min." Pattern A Pattern B V O C tb ®IS o .Ee• SSC2.25, E MSSC2.25 Pattern C Pattern D Pattern E I ,,,,, ° ° ° ® m ileii°, ® ° I ig 0=e I ® ° if®he ehe Pattern"Min." Pattern"Max." Pattern"Outer" °° °I gykp ° °° ® LSSC4.25, ° ° SSC4.25, MSSC4.25 Pattern F Pattern G Pattern H Pattern I Pattern"Min." Pattern"Max." Pattern"Outer" 0 Z Z a. p 3 •u ° .i =eii C7 O 1 : :___,,,,4.i) 0 Pattern J Pattern K Pattern L 0_ 2/1 I LSSC6.25 :v e .) ; SSC6.25 °' MSSC6.25 ® . k1,l'e .i 0, l*: '' a° 11ala o A i ..1:, 0 : °° o Y ®® - ! Pattern M Pattern N Pattern 0 :� 82 Connectors for Cold-Formed Steel Construction S r!PSON SSC Supplemental Information Strong-Tie Notes for Tables 2 and 3 1. Calculated values are per AISI RP15-2,AISI S-100,or generally accepted industry standards. Shaded values for F4 are derived from test data.Whenever possible,unshaded F4 values are based on the maximum calculated value and applicable tested value. N 2. The tabulated values do not account for anchorage to the support.Anchor strength must be 0 calculated separately and may reduce the capacity of the connection when compared to the C) tabulated values. 3. Tabulated values do not include shear,web crippling,buckling, or other local effects in the member. 0 The designer must check member limit states separately. U 4. For load combinations that include F4 and/or F2 and/or F3,use an appropriate interaction equation. '- 5. #10-16 screws shall have Pss>_1,620 lb.Calculated values are per AISI S-100.Screws must be installed with three(min.)exposed threads. 6. The number of screws is for one clip leg that is attached to the supported stud. 7. For the minimum screw pattern,fill all round holes.For the maximum screw pattern,fill all round and triangle holes. Reference p.82. 8. In addition to calculations of net and gross section tension,and screw shear of the clip leg attached to the stud,F2 values are also calculated for weak-axis bending of the anchored clip leg with the line of bending at the smaller anchor holes.The designer is responsible for calculating pullover, pullout,and tension strength of the anchors,and this may reduce F2 strength compared to the tabulated values. 9. F3 values are computed using the plate buckling provisions of AISI RP15-2. 10. For the F4 calculated values,it's assumed that the connection eccentricity is taken by screws in the supported stud. 11. Service load limits for F2 and F3 are not given since there are no generally accepted industry methods available to compute these values.F4 service load limits are based on AISI Research Report RP15-2 for 1"deflection or applicable test data. 12. For 50 ksi studs,68 mil(14 ga.)and thicker,use tabulated values for 54 mil(16 ga.) — 50 ksi studs. Z F4 O $ F4 a F2 F3 112401 tj (GC • • 'L--I � dl ti 3/8'min. 2"max. Installation Example#1 — Installation Example#2 — SSC4.25 Typical SSC6.25 Typical Bypass Framing Installation Joist-to-Girder Installation 83 Connectors for Cold-Formed Steel Construction SIMPSON - SSC Supplemental Information Strong-Tie Table 2: SSC Steel Stud Connectors (SSC2.25, MSSC2.25, LSSC4.25 and SSC4.25) - Allowable Loads (lb.) No.of Stud Thickness and Yield Strength to MNoe1 Screws##1 Pattern Screw 33 m11(20 ga.)-33 ksi 43 mil(18 ga.)-33 ksi 54 mi1(16 ga.)-50 ksi O F2 F3 F4 F2 F3 F4 F2 F3 F4 a., 3 Min. 455 165 455 225 455 345 .5 2 A 330 65 355 100 355 195 2 B 330 100 465 155 465 310 C SSC2.25 3 C 235 495 165 235 600 225 235 600 345 O 4 D 465 180 465 275 465 555 0 6 E 600 230 600 360 600 690 3 Min. 475 495 165 _ 765 225 785 345 OM 2 A 330 65 510 100 610 195 2 B 330 330 100 510 155 810 310 MSSC2.25 3 C 495 165 475 765 225 475 1,040 345 4 D 475 250 180 810 275 810 555 6 E 990 230 1,040 360 1,040 690 2 Min. 330 250 215 250 440 250 675 _ 5 Max. 610 215 610 440 610 725 4 Outer 420 200 _ 420 310 420 520 LSSC4.25 4 F 435 250 300 435 250 460 435 250 670 8 G 500 495 500 670 500 670 11 H 610 545 610 670 610 670 14 I 610 670 610 670 610 670 2 Min. 330 330 355 510 350 525 350 890 5 Max. 825 365 845 600 845 1,005 4 Outer 580 235 580 330 580 625 SSC4.25 4 F 660 350 300 660 350 460 660 350 920 8 G 695 495 695 765 695 980 11 H 845 545 845 845 845 980 ' 14 I 845 675 845 980 845 960 See footnotes on p.83. Table 3: SSC Steel Stud Connectors (MSSC4.25, LSSC6.25, SSC6.25 and MSSC6.25) - Allowable Loads (lb.) No.of Stud Thickness and Yield Strength Now Screw 610 m 33 mg(20 ga.)-33 ksi 43 mil(18 ga.)-33 ksi 54 mil(16 ga.)-50 ksi Screws F2 F3 F4 F2 F3 F4 F2 F3 F4 2 Min. 330 330 355 510 510 525 1,020 605 890 5 Max. 825 825 365 1,275 1,275 600 1,465 1,005 4 Outer 660 235 1,010 330 1,010 625 z MSSC4.25 4 F 660 605 300 1020 605 460 605 920 1,340 z 8 G 1,320 1,210 495 1,210 765 1,210 1,525 a 11 H 1,340 1,465 545 1.340 1,465 845 1,465 1,615 p 14 1,465 675 1,465 1,045 1,465 1,615 u, 4 Min. 500 265 500 660 500 1,190 IE 7 Max. 880 265 880 660 880 1,190 o 6 Outer 630 270 630 375 630 695 rr 4 J 250 405 250 625 250 z LSSC6.25 8 K 640 500 730 640 500 640 500 o a 12 L 750 975 750 750 1,015 2 16 M 1,015 a 19 _ N 895 1,015 895 895 0 22 0 4 Min. 660 660 385 695 720 695 1,190 S 7 Max. 975 1,155 385 1,220 720 1,220 1,190 LL 6 Outer 975 870 270 870 460 870 725 `? a 4 J 660 350 405 350 625 350 1,255 SSC6.25 8 K 695 730 975 695 1,130 975 695 1,485 12 L 1,045 975 1,045 1,485 1,045 1,485 16 M 975 1,245 1,140 1,245 1,485 1,245 1,485 19 N 1,245 1,210 1,245 1,485 1,245 1,485 22 0 1,245 1,350 1,245 1,485 1,245 1,485 4 Min. 660 660 385 1,020 1,020 720 1,210 1,190 7 Max. 1,155 1,155 385 1,785 1,785 720 2,115 1,365 6 Outer 990 990 270 1,530 1,515 460 1,515 725 4 J 660 605 405 1,020 605 625 605 1,255 MSSC6.25 8 K 1,320 1,210 730 1,210 1,130 1,970 1,210 2,265 12 L 1,810 975 1,810 1,510 1,810 16 M 1,140 1,970 1,765 19 N 1,970 2,160 1,210 2,160 1,870 2,160 2,590 22 0 1,350 2,085 84 See footnotes on p.83. Connectors for Cold-Formed Steel Construction S!!]PSON - SFC Steel Framing Connectors /SSC Steel-Stud Connectors Strong-Tie SFC/SSC Connectors - U-Channel Bridging Allowable Loads i 0 Fasteners1•5 Laterally Loaded C-Stud Axially Loaded C-Stud t Connector Clip Stud Stud O MdM Material Length Depth Thickness Allowable Allowable Brace Brace Code No. Thickness (in.) (in.) mil(ga.) Stud Bridging Torsional Moment Strengthz• Stiffness C mllThickness nee z a . Ref. (in.-lb.) (lb.) (lb./in.) 0 33(20) (2)#10 (2)#10 275 125 860 C SFC4.25 54(16) 41/4 6 43(18) (2)#10 (2)#10 510 190 1,220 •V CD 54(16) (2)010 (2)#10 645 280 2,045 m LSSC4.25 54(16) 414 6 54(16) (2)#10 (2)#10 1,085 180 165 -p IBC C 54(16) (2)#10 (2)#10 655 280 2,045 CO SSC4.25 68(14) 41/4 6 68(14) (2)#10 (2)#10 805 335 2,305 C C_ 97(12) (2)#10 (2)#10 920 660 4,230ca 712 LSSC6.25 54(16) 6Y+ 8,10,12 54(16) (2)#10 (2)#10 1,085 180 685 m 1.See illustrations for fastener placement. 2.Allowable loads are for use when utilizing Allowable Stress Design methodology.For LRFD loads,multiply the tabulated ASD values by 1.6. 111 3.Allowable brace strengths are based on ultimate test load divided by a safety factor.Serviceability limit is not considered,as brace stiffness requirements are given in Section D3.3 of AISI S100.Contact Simpson Strong-Tie if nominal brace strength is required. 4.Tabulated stiffness values apply to both ASD and LRFD designs. 5.See Fastening Systems catalog(C-F-2019)on strongtie.com for more information on Simpson Strong-Tie fasteners. `' Center clip on - Center clip on -stud knockout -, e stud knockout and u-channel and u-channel Fill all round—�,; •°' Fill all round , holes to stud holes in I-- / anchor leg © v a 2 ' '1 Fill two diagonally � `¢ Fill two diagonally F opposite holes opposite holes as shown to z u-channel u-ch nelas shown o to iz r m z 2 a N O N ® Typical SFC4.25 Installation Typical SSC4.25 Installation 0 N O N LL U U 137 EXTERIOR PAF Direct Fastening Technical Guide` diition 18 3.2.6 X-P PREMIUM CONCRETE FASTENERS X-U 3.2.6.1 Product description UNIVERSAL KNURLED SHANK FASTENERS 3.2.6.2 Material specifications 3.2.6.1 PRODUCT DESCRIPTION 3.2.6.3 Technical data 3.2.6.4 Perimeter wall application fasteners The Hilti X-P Premium concrete fastener is a hardened fastener with 0.157"shank, optimized for performance in concrete applications, including high strength 3.2.6.5 Orderinginformation concrete. The Hilti X-U universal knurled shank fastener is also a 0.157"shank fastener, designed to cover a wide range of application conditions in steel and concrete. + ` With a fully knurled shank,the X-U fastener is particularly well-suited for steel applications. . -± To help ensure reliable fastenings,the X-P and X-U fasteners have matched I tolerance to all Hilti powder-actuated tools using 8 mm fastener guides and drive $, pistons through an 8 mm nail head diameter and an 8 mm plastic guidance washer set near the nail tip.The X-U program also includes fasteners with pre-mounted steel washers of 15 mm or 36 mm. Product features:X-P Fasteners • • Conical point,optimized for penetration in standard and tough concretes • 0.157" shank for optimal tension and shear loads and stick rate • Comes in 4 lengths,optimized for fastening of sheet metal(up to 16 ga.) to concrete • Available in single or collated configurations for optimal productivity Product features:X-U Fasteners • Unique knurling design offering higher pullout strength and anchorage in steel X-U X-P • A 0.157"shank diameter for high performance in both tension and shear applications • Full range of fasteners in single or collated configurations to maximize productivity • Recognized for horizontal wood deck diaphragms subjected to wind or seismic Listings/Approvals forces(Reference ICC-ES ESR-2269) ICC-ES(International Code Council) ESR-2269 3.2.6.2 MATERIAL SPECIFICATIONS COLA(City of Los Angeles) RR 25675 Fastener Fastener �r Fastener material Fastener hardness s A.6,1 DRS designation plating Td -�„ X-U Carbon Steel 5 pm Zinc' 57.5 HRC X-P Carbon Steel 5 urn Zinc' 59 HRC 1 ASTM B633,SC 1,Type III. 37 F11`TI D-48 3.2.6.3 TECHNICAL DATA Ultimate loads in normal weight concrete" Concrete compressive strength Shank Minimum 2000 psi 4000 psi 6000 psi 8000 psi Fastener diameter embedment mm in.(( ) ) in. mm Tension Shear Tension Shear Tension I Shear Tension Shear lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) 3/4 (19) 570 (2.5) 840 (3.7) 705 (3.1) 765 (3.4) 790 (3.5) 1020 (4.5) - - X-U 1 (25) 855 (3.8) 1060 (4.7) 995 (4.4) 1380 (6.1) 1135 (5.1) 1630 (7.3) - - Universal 0.157(4.0) 1-1/4 (32) 1225 (5.5) 1865 (8.3) 1500 (6.7) 2020 (9.0) 1300 (5.8) 2325 (10.3) - - Fastener 1-1/2 (38) 1765 (7.9) 2480 (11.0) 1965 (8.7) 2250 (10.0) - - - - 3/4 (19) 535 (2.4) 980 (4.4) 800 (3.6) 1430 (6.4) 735 (3.3) 1575 (7.0) 875 (3.9) 1475 (6.6) X-P 1 (25) 880 (3.9) 1395 (6.2) 1345 (6.0) 1710 (7.6) 1320 (5.9) 2040 (9.1) 1400 (6.2) 1820 (8.1) Premium 0.157(4.0) Concrete 1-1/4 (32) 1535 (6.8) 2060 (9.2) 1865 (8.3) 2210 (9.8) 1650 (7.3) 2350 (10.5) - - Fastener 1-1/2 (38) 2005 (8.9) 2280 (10.1) - - - - - - Allowable loads in normal weight concrete" Concrete compressive strength Shank Minimum 2000 psi 4000 psi 6000 psi 8000 psi Fastener diameter embedment in.(mm) in.(mm) Tension Shear Tension Shear Tension Shear Tension Shear lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) 3/4 (19) 100 (0.4) 125 (0.6) 100 (0.4) 125 (0.6) 105 (0.5) 205 (0.9) - X-U 1 (25) 165 (0.7) 190 (0.8) 170 (0.8) 225 (1.0) 1103 (0.5) 2803 (1.2) - Universal 0.157 (4.0) 1-1/4 (32) 240 (1.1) 310 (1.4) 280 (1.2) 310 (1.4) 180 (0.8) 425 (1.9) - Fastener 1-1/2 (38) 275 (1.2) 420 (1.9) 325 (1.4) 420 (1.9) - - - - 3/4 (19) 100 (0.4) 155 (0.7) 100 (0.4) 175 (0.8) 105 (0.5) 205 (0.9) 135 (0.6) 205 (0.9) X-P 1 (25) 165 (0.7) 220 (1.0) 180 (0.8) 225 (1.0) 150 (0.7) 300 (1.3) 150 (0.7) 215 (1.0) Premium 0.157 (4.0) Concrete 1-1/4 (32) 240 (1.1) 310 (1.4) 280 (1.2) 310 (1.4) 180 (0.8) 425 (1.9) - - Fastener 1-1/2 (38) 310 (1.4) 420 (1.9) - - - - - - 1 The tabulated load values are for the low-velocity fasteners only based on testing in accordance with ICC-ES AC 70 and ASTM E1190.Allowable loads are calculated based on a safety factor of at least 5.0.Some conditions like high wind loads,shock or fatigue may require a different safety factor.Wood or steel members connected to the substrate must be investigated in accordance with accepted design criteria. 2 Multiple fasteners are recommended for any attachment. 3 This allowable load value for the X-U fastener also applies to normal weight hollow core concrete slabs with f'c of 6600 psi and minimum face shell thickness of 1-3/8 in. Ultimate and allowable loads in normal weight concrete using DX Kwik1.2.3 Concrete compressive strength Shank Minimum Load 4000 psi 6000 psi Fastener diameter embedment in.(mm) in.(mm) type Tension Shear Tension Shear lb(kN) lb(kN) lb(kN) lb(kN) X-U 47 P8 Ultimate 1973 (8.8) 2235 (9.9) 2101 (9.3) 2859 (12.7) with DX 0.157 (4.0) 1-1/2 (38) Kwik Allowable 395 (1.8) 405 (1.8) 360 (1.6) 570 (2.5) 1 The tabulated ultimate load values are for the low-velocity fasteners only based on testing in accordance with ICC-ES AC 70 and ASTM E1190.Allowable loads are calculated based on a safety factor of at least 5.0.Some conditions like high wind loads,shock or fatigue may require a different safety factor. Wood or steel members connected to the substrate must be investigated in accordance with accepted design criteria. 2 Multiple fasteners are recommended for any attachment 3 X-U Fastener is installed using the DX Kwik drilled pilot hole installation procedure shown in section 3.2.1.10 of the North American Product Technical Guide,Volume 1,Edition 2018. 38 Direct Fastening Technical Guidedition 18 Ultimate loads in structural 3000 psi lightweight concrete', Fastener location Installed through metal deck into concrete Shank Minimum Installed into concrete 3 inch deep 1-1/2 inch deep Fastener diameter embedment in.(mm) in.(mm) composite floor deck2 composite floor deck3 Tension Shear Tension lb(kN) Shear Tension lb(kN) Shear lb(kN) lb(kN) Upper flute Lower flute lb(kN) Upper flute Lower flute lb(kN) 3/4 (19) 627 (2.8) 747 (3.3) 649 (2.9) 483 (2.1) 1235 (5.5) 562 (2.5) 777 (3.5) 1862(8.3) X-U 1 (25) 1037 (4.6) 1387 (6.2) 1083 (4.8) 774 (3.4) 1645 (7.3) 774 (3.4) 878 (3.9) 2079 (9.3) Universal 0.157 (4.0) 1-1/4 (32) 1581 (7.0) 2173 (9.7) 1464 (6.5) 848 (3.8) 1885 (8.4) - - - Fastener 1-1/2 (38) 2116 (9.4) 2524 (11.2) 2010 (8.9) 1292 (5.7) 2155 (9.6) - - - 3/4 (19) 785 (3.5) 1005 (4.5) 738 (3.3) 525 (2.3) 1530 (6.8) 705 (3.1) 840 (3.7) 16805 (74.8) X-P 1 (25) 1245 (5.5) 1625 (7.2) 1120 (5.0) 840 (3.7) 1710 (7.6) 1310 (4.8) 1190 (5.3) 19355 (86.1) Premium 0.157 (4.0) Concrete 1-1/4 (32) 1720 (7.7) 2240 (10.0) 1985 (8.8) 1295 (5.8) 2025 (9.0) - 1430 (6.4) 26755 (11.9) Fastener 1-1/2 (38) 2260 (10.1) 2465 (11.0) 2335 (10.4) 2015 (9.0) 1835 (8.2) - - - Allowable loads in structural 3000 psi lightweight concrete1'4 Fastener location Installed through metal deck into concrete Shank Minimum Installed into concrete 3 inch deep 1-1/2 inch deep Fastener diameter embedment in.(mm) in.(mm) composite floor deck' composite floor deck3 Tension Shear Tension lb(kN) Shear Tension lb(kN) Shear lb(kN) lb(kN) Upper flute Lower flute lb(kN) Upper flute Lower flute lb(kN) 3/4 (19) 125 (0.6) 115 (0.5) 130 (0.6) 95 (0.4) 245 (1.1) 95 (0.4) 95 (0.4) 370 (1.6) X-U 1 (25) 205 (0.9) 260 (1.2) 215 (1.0) 155 (0.7) 330 (1.5) 125 (0.6) 125 (0.6) 415 (1.8) Universal 0.157 (4.0) 1-1/4 (32) 315 (1.4) 435 (1.9) 295 (1.3) 200 (0.9) 375 (1.7) - - - Fastener 1-1/2 (38) 425 (1.9) 475 (2.1) 400 (1.8) 260 (1.2) 430 (1.9) - - - 3/4 (19) 155 (0.7) 165 (0.7) 130 (0.6) 105 (0.5) 285 (1.3) 140 (0.6) 130 (0.6) 3355 (14.9) X-P 1 (25) 225 (1.0) 300 (1.3) 215 (1.0) 165 (0.7) 340 (1.5) 215 (1.0) 215 (1.0) 3855 (17.2) Premium 0.157 (4.0) Concrete 1-1/4 (32) 325 (1.4) 445 (2.0) 295 (1.3) 230 (1.0) 375 (1.7) - 270 (1.2) 4655 (2.1) Fastener 1-1/2 (38) 425 (1.9) 480 (2.1) 400 (1.8) 330 (1.5) 365 (1.6) - - - 1 The tabulated load values are for the low-velocity fasteners only based on testing in accordance with ICC-ES AC 70 and ASTM E1190.Allowable loads are calculated based on a safety factor of at least 5.0.Some conditions like high wind loads,shock or fatigue may require a different safety factor.Wood or steel members connected to the substrate must be investigated in accordance with accepted design criteria. 2 The steel deck profile for the 3"deep composite floor deck has a minimum thickness of 20 gauge(0.0358")and a minimum Fy=33 ksi.Lower and upper flute width must be a minimum of 3-7/8".Figure 1 in Section 3.2.1.6 shows the nominal flute dimensions,fastener locations and load orientations for the deck profile.Structural lightweight concrete fill above top of steel deck must be minimum 3-1/4". 3 The steel deck profile for the 1-1/2"deep composite floor deck has a minimum thickness of 20 gauge(0.0358")and a minimum Fy=33 ksi.Lower flute and upper flute widths must be a minimum of 1-3/4"and 3-1/2",respectively.This deck may also be inverted as shown in Figure 3 in Section 3.2.1.6. Figures 2 and 3 in Section 3.2.1.6 show the nominal flute dimensions,fastener locations and load orientations for the deck profile.Structural lightweight concrete fill above top of steel deck must be minimum 2-1/2". 4 Multiple fasteners are recommended for any attachment. 5 For installation in the lower flute only. 39 MI'aim' D-50 Ultimate and allowable loads in concrete masonry units 1.2.3'4'5'10 Hollow CMU Shank Minimum Face shell' Mortar joint' Fastener diameter embedment Load type in.(mm) in.(mm) Tension Shear Tension Shear lb(kN) lb(kN) lb(kN) lb(kN) Ultimate 449 (2.0) 524 (2.3) 244 (1.1) 483 (2.1) X-U 0.157 (4.0) 1 (25) Allowable 70 (0.3) 85 (0.4) 25 (0.1) 70 (0.3) Grout-filled CMU Shank Minimum Face shell' Mortar joint' Top of grouted cell' Fastener diameter embedment Load type in.(mm) in.(mm) Tension Shear' Tension Shear' Tension Shear' lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) Ultimate 1124 (5.0) 1093 (4.9) 920 (4.1) 993 (4.4) 935 (4.2) 1194 (5.3) X-U 0.157 (4.0) 1 (25) Allowable 225 (1.0) 220 (1.0) 150 (0.7) 190 (0.8) 165 (0.7) 240 (1.1) 1 The tabulated allowable&ultimate load values are for the low-velocity fasteners only based on testing in accordance with ICC-ES AC 70 and ASTM E1190.Allowable loads are calculated based on a safety factor of at least 5.0.Some conditions like high wind loads,shock or fatigue may require a different safety factor. 2 The tabulated allowable&ultimate load values are for low-velocity fasteners installed in normal weight or lightweight concrete masonry units conforming to ASTM C90. 3 The tabulated allowable&ultimate load values are for low-velocity fasteners installed in concrete masonry units with mortar conforming to ASTM C270, Type S. 4 The tabulated allowable&ultimate load values are for low-velocity fasteners installed in concrete masonry units with grout conforming to ASTM C476. 5 The tabulated allowable&ultimate load values are for one low-velocity fastener installed in an individual masonry unit cell and at least 4"from the edge of the wall. 6 Fastener can be located anywhere on the face shell or mortar joints as shown in the figure below. 7 Shear load direction can be horizontal or vertical(Bed Joint or T-Joint)along the CMU wall plane. 8 Fastener located in center of grouted cell installed vertically. 9 Shear load can be in any direction in top of grouted cell application. 10 Multiple fastenersare recommended for any attachment. �I �I Bed Joint rl T-Joint �I �I Concrete 1 " Masonry Unit (CMU) Acceptable Locations(NON-SHADED AREAS)for X-U Universal Knurled Shank Fasteners in CMU Walls 40 Direct Fastening Technical Guide,Ldition 18 Ultimate and allowable loads in minimum ASTM A36(Fy z 36 ksi; F >_ 58 ksi)steel1'2,4,5 Steel thickness in. Shank 3/16 1/4 Fastener diameter Load type in.(mm) Tension Shear Tension Shear lb(kN) lb(kN) lb(kN) lb(kN) Ultimate 2872 (12.8) 3939 (17.5) 4170 (18.6) 3886 (17.3) X-U 0.157 (4.0) Allowable 5006 (2.4) 720 (3.2) 7756 (3.4) 720 (3.2) Steel thickness in. Shank 3/8 1/2 a.3/43 Fastener diameter Load type in.(mm) Tension Shear Tension Shear Tension Shear lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) Ultimate 5688 (25.3) 4426 (19.7) 4690 (20.9) 3761 (16.7) 1899 (8.5) 2046 (9.1) X-U 0.157 (4.0) Allowable 935 (4.2) 720 (3.2) 900 (4.0) 720 (3.2) 350 (1.6) 375 (1.7) 1 The tabulated ultimate load values are for the low-velocity fasteners only based on testing in accordance with ICC-ES AC 70 and ASTM E1190.Allowable loads are calculated based on a safety factor of at least 5.0.Some conditions like high wind loads,shock or fatigue may require a different safety factor. 2 Low-velocity fasteners shall be driven to where the point of the fastener penetrates through the steel base material,except as noted. 3 Tabulated ultimate load values provided for a 3/4"steel are based upon minimum point penetration of 1/2"into the steel.If 1/2"point penetration into the steel is not achieved,but a point penetration of at least 3/8"is obtained,the tabulated tension value should be reduced by 20%and the tabulated shear value should be reduced by 8%. 4 Multiple fasteners are recommended for any attachment 5 When used for resisting seismic forces,allowable loads are valid as per ICC-ES AC70,Annex A 6 For fastening of cold-formed sheet steel,up to 16 gauge,for static loads only,when designed in accordance with AISI S100-12(Section E 5.2):The tabulated allowable load may be increased by a factor of 1.25,and the design strength may be taken as the tabulated allowable load multiplied by a factor of 2.0. Allowable tensile pullover and shear bearing load capacities for steel framing with X-P and X-U Powder-Actuated Fasteners1.2'3'4 Sheet steel thickness Fastener Head 14 ga. 16 ga. 18 ga. 20 ga. description Fastener diameter in.(mm) Tension Shear Tension Shear Tension Shear Tension Shear lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) 0.157"shank with or without plastic X-U 0.322 (8.2) 825 (3.67)1,085(4.83) 685 (3.05) 720 (3.20) 490 (2.18) 525 (2.34) 360 (1.60) 445 (1.98) washers or X-P MX collation Sheet steel thickness Fastener Head 22 ga. 24 ga. 25/26 ga. description Fastener diameter in.(mm) Tension Shear Tension Shear Tension Shear lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) 0.157"shank with or without plastic X-U 0.322 (8.2) 300 (1.33) 330 (1.47) 205 (0.91) 255 (1.13) 120 (0.53) 145 (0.64) washers or X-P MX collation 1 Allowable load values are based on a safety factor of 3.0. 2 Allowable pullover capacities of sheet steel should be compared to allowable fastener tensile load capacities in concrete,steel,or masonry to determine controlling resistance load. 3 Allowable shear load bearing capacities of sheet steel should be compared to allowable fastener shear capacities in concrete,steel or masonry to determine controlling resistance load. 4 Data is based on the following minimum sheet steel properties,F,=33 ksi,F"=45 ksi(ASTM A653 material). 41 FylLonml D-52 3.2.6.4.1 Application description 3.2.6.4 PERIMETER WALL APPLICATION FASTENERS 3.2.6.4.2 Technical data 3.2.6.4.1 Application description Perimeter wall applications as part of curtain walls and bypass balloon framing are common in steel and metal framed structures.Cold-formed steel framing and track encompass the outside perimeter of the building.Steel track is fastened directly or 41. with other cold-formed steel components to steel framing members or to concrete slab edges. Insulation and/or cladding materials are then fastened to the steel track. Product features:X-P Fasteners Conical point, optimized for penetration in standard and tough concretes. 3 0.157"shank for optimal tension and shear performance Comes in 4 lengths,optimized for fastening of sheet steel(up to 16 ga)to concrete Available in single or collated configurations for optimal productivity Product features:X-U Fasteners • Unique knurling design offering higher pullout strength and anchorage in steel • A 0.157"shank diameter for high performance in both tension and shear applications X-P X-U • For both X-U and X-P fasteners,full range of fasteners in single or collated configurations to maximize productivity 1 4: Perimeter wall track applications #0,;0• y 8 I. , V Figure 1: Figure 2: 3-5/8"Track 6"Track 1 Fastener 1 Fastener X-U 15 DS EDS 9 Figure 3: Listings/Approvals 6"Track 2 Fasteners ICC-ES(International Code Council) ESR-2269(X-P,X-U and X-U 15) i ESR-1663(DS, EDS) COLA(City of Los Angeles) .� ° �� v RR 25675(X-U and X-U 15) RR 25646(DS, EDS) lam. _ Z„ Niiii , Figure 4: Figure 5: S ;LAP' 3-5/8" 111‘11111 or 6"Track 3-5/8"or 6"Track +—� tf 1 Fastener 2 Fasteners 42 Direct Fastening Technical Guide,?dition 18 3.2.6.4.2 Technical data Ultimate and allowable shear loads for attachment of perimeter track to 4000 psi normal weight concrete''2,3'4'5'6 Fastener Shank Fastener Track Number of Ultimate shear load Allowable shear load diameter length width description in.(mm) in. (mm) in.' fasteners lb(kN) lb(kN) X-U8 3-5/8 1 1380 (6.1) 225 (1.0) Universal Knurled 1 (27) 1 1380 (6.1) 225 (1.0) Shank 6 Fasteners 2 3045 (13.6) 450 (2.0) and 0.157 (4.0) 301 3-5/8 1 2020 (9.0) 275 (1.2) Premium 1-1/4 (32) 1 2020 (9.0) 275 (1.2) Concrete 6 Fastener 2 2760 (12.3) 550 (2.4) 3-5/8 1 1200 (5.3) 240 (1.1) 1 (27) 1 1200 (5.3) 240 (1.1) 6 DS9 2 2750 (12.2) 480 (2.1) Heavy Duty 0.177 (4.5) Fasteners 3-5/8 1 2125 (9.5) 350 (1.6) 1-1/4 (32) 1 2125 (9.5) 350 (1.6) 6 2 - - - 1 The tabulated ultimate loads were developed from testing the low-velocity fasteners with 16 gauge(Fy a 33 ksi)steel track.A safety factor greater than or equal to 5.0 was used to determine allowable loads.Steel track members not meeting the specification noted must be investigated in accordance with accepted design criteria 2 Allowable values are for fasteners installed in concrete having the designated compressive strength at the time of installation. 3 Spacing and edge distance constraints are as noted in Figure 1-3 on previous page. 4 Allowable shear load values are for loads applied perpendicular to the edge of the concrete. 5 Multiple fasteners are recommended for any attachment. 6 Minimum edge distance of 3"cannot be decreased.Closer edge distances can result in edge breakout failure of the base material during installation.As a result,fasteners are offset from the center line of the track. 7 SSMA track designation for 3-5/8"track is 362T 150-54 and for 6"track is 600T 150-54. 8 For additional technical data and materials specifications for X-U and X-P fasteners,see Section 3.2.6.2 and 3.2.6.3 of this Technical Guide 9 For additional technical data and materials specifications for OS fasteners,see section 3.2.5. 43 MILTI D-54 Ultimate and allowable shear loads for attachment of perimeter track to 3000 psi light weight concrete 1,3,3'4'5'6 Fastener Shank Fastener Track Number of Ultimate shear load Allowable shear load description diameter length width in.' fasteners lb(kN) lb(kN) in.(mm) in.(mm) 3-5/8 1 1290 (5.7) 260 (1.2) 1 (27) 1 1290 (5.7) 260 (1.2) X-U° 6 Universal 2 2585 (11.5) 520 (2.3) Knurled Shank 3-5/8 1 2173 (9.7) 350 (1.6) Fasteners 0.157 (4.0) 1-1/4 (32) 1 2173 (9.7) 350 and 6 (1.6) X-P8 2 2885 (12.8) 575 (2.6) Premium Concrete 3-5/8 1 2524 (11.2) 295 (1.3) Fastener 1-1/2 (37) 1 2524 (11.2) 295 (1.3) 6 2 3020 (13.4) 605 (2.7) 3-5/8 1 1020 (4.5) 205 (0.9) 1 (27) 1 1020 (4.5) 205 (0.9) 6 2 2995 (13.3) 600 (2.7) DS° 3-5/8 1 1120 (5.0) 225 (1.0) Heavy Duty 0.177 (4.5) 1-1/4 (32) 1 1120 (5.0) 225 (1.0) Fasteners 6 2 2965 (13.2) 595 (2.6) 3-5/8 1 1075 (4.8) 215 (1.0) 1-1/2 (37) 1 1075 (4.8) 215 (1.0) 6 2 2955 (13.1) 590 (2.6) 1 The tabulated ultimate loads were developed from testing the low-velocity fasteners with 16 gauge(Fy>_33 ksi)steel track.A safety factor greater than or equal to 5.0 was used to determine allowable loads.Steel track members not meeting the specification noted must be investigated in accordance with accepted design criteria 2 Allowable values are for fasteners installed in concrete having the designated compressive strength at the time of installation. 3 Spacing and edge distance constraints are as noted in Figures 1-3 on page 41. 4 Allowable shear load values are for loads applied perpendicular to the edge of the concrete. 5 Multiple fasteners are recommended for any attachment. 6 Minimum edge distance of 3"cannot be decreased.Closer edge distances can result in edge breakout failure of the base material during installation.As a result,fasteners are offset from the center line of the track. 7 SSMA track designation for 3-5/8"track is 362T 150-54 and for 6"track is 600T 150-54. 8 For additional technical data and material specifications for X-U and X-P fasteners,see Section 3.2.6.2 and 3.2.6.3 of this Technical Guide. 9 For additional technical data and material specifications for DS fasteners,see 201 section 3.2.5 of this Technical Guide. 44 -55 Direct Fastening Technical Guidedition 18 Allowable shear loads for attachment of perimeter track to minimum ASTM A36 (F5 2 36 ksi; F5 2 58 ksi)steel, lb (kN)1.2•3.4 Shank Steel thickness(in.) Fastener Number of Fastener diameter description in.(mm) fasteners 3/16 1/4 3/8 1/2 23/4 lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) 1 720 (3.2) 720 (3.2) 720 (3.2) 720 (3.2) 375' (1.7) Universal X-U 0.157 (4.0) knurled 2 1440 (6.4) 1440 (6.4) 1440 (6.4) 1440 (6.4) 7506 (3.3) shank 1 395 (1.8) 395 (1.8) 450 (2.0) 500° (2.2) 4006 (1.8) fasteners X-U 15 0.145 (3.7) 2 800 (3.6) 790 (3.5) 900 (4.0) 10006 (4.5) 800° (3.6) Heavy duty EDS 0.177 (4.5) 1 615 (2.7) 870 (3.9) 870 (3.9) 960 (4.3) 6557 (2.9) fasteners 2 1230 (5.5) 1740 (7.7) 1740 (7.7) 1920 (8.5) 13107 (5.8) 1 The tabulated allowable load values are for the low-velocity fasteners only,using a safety factor that is greater than or equal to 5.0,calculated in accordance with ICC-ES AC70.Steel members connected to the substrate must be investigated in accordance with accepted design criteria. 2 Low-velocity fasteners shall be driven to where the point of the fastener penetrates through the steel base material,except as noted. 3 Multiple fasteners are recommended for increased reliability. 4 The minimum edge distance for fastening into steel is 1/2".Minimum spacing for fastening into steel without reduction in performance is 1". 5 Noted tabulated allowable load values are based upon minimum point penetration of 1/2"into the steel.If 1/2"point penetration into the steel is not achieved,but a point penetration of at least 3/8"is obtained,the tabulated shear load should be reduced by 8 percent. 6 Noted tabulated allowable load values are based upon minimum point penetration into the steel of 15/32". 7 Noted tabulated allowable load values are based upon a minimum point penetration into the steel of 1/2". Deflection slip clip applications Allowable loads for attachment of cold-formed steel deflection slip clips with X-U Universal Powder-Actuated Fasteners3,4,5,°,7,8,9 Normal weight Lightweight Number concrete concrete Location of Clip Type Fastener of , with pour stop fasteners allowable (kN)oad allowable load2 fasteners lb(kN) N Verticlip 2 160 (0.7) 160 (0.7) SL8600 X-U 27 3 245 (1.1) 245 (1.1) (14 GA.) 4 330 (1.5) 380 (1.7) Figure 6: 2 125 (0.6) 155 (0.7) Normal weight concrete WSC 950 (16 GA.) X-U 27 3 145 (0.6) 275 (1.2) 4 220 (1.0) 275 (1.2) / WSC 1500 X U 27 2 90 (0.4) 130 (0.6) (12 GA.) 3 185 (0.8) 235 (1.1) =� 1 FCSC X-U 27 2 140 (0.6) 170 (0.8) (14 GA.) 3 290 (1.3) 320 (1.4) N 1 Allowable load based on a safety factor of 5.0 in direction shown in Figure 7 for attachment of deflection slip clip to 4000 psi Normal Weight Concrete Slab. 2 Allowable load based on a safety factor of 5.0 in direction shown in Figure 8 for attachment of deflection slip clip to 3000 psi Lightweight Concrete Slab with 12 GA.sheet steel pour stop with Figure 7: minimum yield strength Fy=33 ksi. Lightweight concrete with pour stop 3 Testing based on deflection slip clips obtained in February 2007.Subsequent changes by the manufacturer to the deflection slip clip design may affect load values. 4 Allowable load values are for fasteners installed in concrete having the designated compressive strength at the time of installation. 5 Allowable load values are based off of the fixtures tested.Other members connected to the deflection slip clips must be investigated in accordance with accepted design criteria. 6 Spacing of fasteners depends on the design of each deflection slip clip.Fasteners should be installed through the pre-assigned locations in the deflection slip clip. 7 For base material thickness requirements,reference Section 3.2.1.4. 8 Allowable values are for loads applied perpendicular to the edge of the concrete. 9 Multiple fasteners are recommended for any attachment. 45 - ImII`TI D-56 Allowable loads for attachment of cold-formed steel deflection slip clips with X-U Universal Powder-Actuated Fasteners to minimum ASTM A36 (Fri'36 ksi; F.i 58 ksi)steel1'2'3'4'56'7'8 Number Clip type Fastener of Allowable load Location of fasteners lb(kN) fasteners X-U 16 AAi tliH / Verticlip X-U 19 2 740 (3.3) , SLB600(14 EDS 19 3 1490 (6.6) I „ GA.) EDS 22 4 2115 (9.4) Figure 8: X-U 16 2 510 (2.3) Steel WSC 950(16 X-U 19 3 610 GA.) EDS 19 (2.7) EDS 22 4 870 (3.9) , X-U 16 2 970 (4.3) V t� WSC 1500(12 X-U 19 3 1105 (4.9) GA.) EDS 19 EDS 22 4 1300 (5.8) X-U 16 2 715 (3.2) FCSC(14 GA.) X-U 19 3 940 (4.2) EDS 19 EDS 22 4 1055 (4.7) 1 Allowable load based on a variable safety factor in accordance with Section F of AISI S100-12. 2 Testing based on deflection slip clips developed in February 2007.Subsequent changes by the deflection slip clip manufacturer to the clip design may affect load values. 3 Allowable load values are based off of the connections tested.Steel members connected to the deflection slip clips must be investigated in accordance with accepted design criteria. 4 Spacing of fasteners depends on the design of each deflection slip clip.Fasteners should be installed through the pre-assigned locations in the deflection slip clip. 5 For edge distance requirement reference Section 3.2.2.2. 6 Allowable load values are for loads applied perpendicular to the edge of the base steel member. 7 Multiple fasteners are recommended for any attachment. 8 Allowable load values are based on testing into 1/4"ASTM A36 structural steel.Allowable load in other base steel thicknesses can be calculated as single fastener allowable load(Tension)x number of fasteners.Reference Table "Ultimate and Allowable Loads in Minimum ASTM A36(Fya36 ksi;Fua58 ksi)Steel"on page 40 for single fastener allowable loads in specific steel thickness. Calculated allowable load should be compared with the relevant allowable load in this table to determine controlling resistance load. 3.2.6.5 ORDERING INFORMATION Fastener Shank length Shank 0 Packaging description in.(mm) in.(mm) washer 0 Qty X-P 22 7/8(22) 0.157(4.0) Plastic 8mm or collated 100 pcs/box , X-P 27 1 (27) 0.157(4.0) Plastic 8mm or collated 100 pcs/box X-P 34 1 5/16(34) 0.157(4.0) Plastic 8mm or collated 100 pcs/box X-P 40 1 9/16(40) 0.157(4.0) Plastic 8mm or collated 100 pcs/box !tl X-U 16 5/8(16) 0.157(4.0) Plastic 8mm or collated 100 pcs/box X-U 19 3/4(19) 0.157(4.0) Plastic 8mm or collated 100 pcs/box X-U 22 7/8(22) 0.157(4.0) Plastic 8mm or collated 100 pcs/box --•- X-U 27 1 (27) 0.157(4.0) Plastic 8mm or collated 100 pcs/box X-U 32 1-1/4(32) 0.157(4.0) Plastic 8mm or collated 100 pcs/box c• ^" ' 'K'• -f • '•' ••0.-" X-U 37 1-1/2(37) 0.157(4.0) Plastic 8mm or collated 100 pcs/box t M 4- • 4.�, , X-U 42 1-5/8(42) 0.157(4.0) Plastic 8mm or collated 100 pcs/box X-U 47 1-7/8(47) 0.157(4.0) Plastic 8mm or collated 100 pcs/box �`■,i �F■l X-U 52 2(52) 0.157(4.0) Plastic 8mm or collated 100 pcs/box X-U 57 2-1/4(57) 0.157(4.0) Plastic 8mm or collated 100 pcs/box X-U 62 2-1/2(62) 0.157(4.0) Plastic 8mm or collated 100 pcs/box X-U 72 2-7/8(72) 0.157(4.0) Plastic 8mm or collated 100 pcs/box 1 14.11M X-U 22 P8 S15 7/8(22) 0.157(4.0) Plastic 8mm&Steel 15 mm 100 pcs/box X-U 27 P8 S15 1 (27) 0.157(4.0) Plastic 8mm&Steel 15 mm 100 pcs/box X-U 32 P8 S15 1-1/4(32) 0.157(4.0) Plastic 8mm&Steel 15 mm 100 pcs/box X-U 32 P8 S36 1-1/4(32) 0.157(4.0) Plastic 8mm&Steel 36 mm 100 pcs/box X-U 72 P8 S36 2-7/8(72) 0.157(4.0) Plastic 8mm&Steel 36 mm 100 pcs/box voimaiishieibildiedha X-U 16 P8 TH 5/8(16) 0.157(4.0) 8mm plastic&metal"tophat" 100 pcs/box •. lsi- 4%01,-,,4) Vt ' ..e ,a i X-U 19 P8 TH 3/4(19) 0.157(4.0) 8mm plastic&metal"tophat" 100 pcs/box giummiideldribedieeis X-U 27 P8 TH 1 (27) 0.157(4.0) 8mm plastic&metal"tophat" 100 pcs/box For ordering information on DS and EDS fasteners,please refer to the Hilti product catalog or visit www. hilti.com or www.hilti.ca 46 Ramset s o 57 •BR/VirnJOBSITESPEED 1500 SERIES PERFORMANCE/SUBMITTAL Ramset fasteners may be specified by their type or catalog number to satisfy fastening requirements. PIN SPECIFICATIONS APPROVALS/LISTINGS • Made from AISI 1060-1065 steel.Austempered to a core hardness of 52-56 Rc - ICC Evaluation Service,Inc. • Typical tensile strength:270,000 psi #ESR-2690 Sill Plate • Typical shear strength:162,000 psi #ESR-1799 Powder Pins&Clips I CC • STANDARD FINISHES • City of Los Angeles �-1� Proprietary black #RR-22668 Powder pins \��. Mechanical zinc plate to a minimum thickness of.0002 meets requirements of ASTM B695—Class 5 Type 1 Ramguard FASTENERS IN NORMAL WEIGHT CONCRETE x. INSTALLED IN SOLID CONCRETE Li CONCRETE COMPRESSIVE STRENGTH a 1 ALLOWABLE LOAD-Ultimate load to PART SHANK MINIMUM NUMBER DIA PENETRATION 2,000PSI 4,000PSI 6,000PSI I C SERIES (INCH) (INCH) TENSION(LBS) SHEAR(LBS) TENSION(LBS) SHEAR(LB TENSION(LBS) SHEAR(LBS) 3/4 50 655 66 739 100 511 104 552 — — _ aF 1 152 943 166 1229 157 937 182 1342 1500 SERIES 0.145 - 1-1/4 159 7078 265 1665 _ 179 1043 267 1538 — — — — 1-1/2 154 1450 340 2027 209 1357 342 1711 — — —I.', FASTENERS IN LIGHT WEIGHT CONCRETE ALLOWABLE WORKING VALUES INSTALLED IN 3,000 PSI LIGHTWEIGHT CONCRETE cALLOWABLE LOAD-Ultimate Load SHANK PART DIA MINIMUM PENETRATION 3,000 PSI LIGHTWEIGHT W/DECKING 3,000 PSI LIGHTWEIGHT (INCH) LOWER FLUTE TENSION LOWER FLUTE SHEAR TENSION t R 3/4 76 395 260 1409 167 837 179 894 to ---____ ____ 1500SERIES 0.145 I 134 668 265 1505 200 998 228 1141 rn e— 1-1/4 157 784 269 1344 333 1664 400 2090 1-1/2 233 1163 346 1728 391 1957 410 2050 Note 1:ALLOWABLE loads are shown in the URGE BOLD font,Ultimate loads are shown in smaller italic font.Note 2:Testing conducted in accordance with ICC AC70&ASTM E1190.Note 3:Safely factors are based on coefficient of variation.In accordance with I((A(7O,the safety factor will be no less than 5.Note4:Values shown in concrete are for the fastener only.Connected members must be investigated separately Note 5:Cyclic,fatigue,shock loads,and other design criteria may require a different safely factor Note6:lob Me testing may be required to determine actual job site values.Note 7:Minimum edge distance is 3 inches unless otherwise approved.Note 8:For SI:1 Ibf=4 448 N,1 inch=25.4 coin,1 lei=689MPa FASTENERS IN STEEL INSTALLED IN A36 STRUCTURAL STEEL-STEEL THICKNESS(INCHES) ALLOWABLE LOAD-Ultimate Load PART SHANK 3/16 1/4 3/8 1/2 z 3/4 NUMBER DIA TYPE OF TENSION SHEAR TENSION SHEAR TENSION SHEAR TENSION SHEAR TENSION SHEAR SERIES (INR `�. . (LBS) (LBS) (LBS) , SMOOTH 81 790 373 2039 181 1269 273 1642 1 397 2169 489 1771 243 13288 277 15148 — — — — 1500 0.145 -a I KNURLED 296 1633 636 3516 584 3384 659 3822 680 3755 730 4030 253 14598 293 16320 7 i ED IN A572 GRADE SO STRUCTURAL STEEL-STEEL THICK .,,.. ...,A .v. ) ALLOWABLE LOAD Ultimate Load PART SHANK 1/4 3/8 1/2 NUMBER DIA TYPE OF TENSION SHEAR TENSION SHEAR TENSION SHEAR TENSION SHEAR TENSION SHEAR (LBS) (LBS) (LBS) (LBS) (LBS) (LBS) 1500 0.145 - - - - - - - — — KNURLED 260 1609 499 3182 579 3411 725 4272 383 2216' 595 3431' — Note 1:ALLOWABLE loads are shown in the LARGE BOLD font,Ultimate bads are shown in smalleritolir font Moto 2:Testing conducted in accordance with ICC A(70&ASTM E1190.Note 3:Safety factors are based on coefficient of variation In accordance with KC AC70,the safety factor will be no Less than 5.Note 4:Cyclic,fatigue,shock loads,and other design aitena may require a different safety factor Note 5:lob site testing may be required to determine actual job site values.Note G:Values shown are for fastenings that have the entire pointed end of the fastener driven through the steel plate,except as noted below.Note 7:Fastener penetration is 3/8"minimum.Note 8:Fastener penetration is 7/16'minimum.Note 9:Fastener penetration is 1/2"minimum Note 10:Fa Sit Ibf=4.448 N,1 inch=25.4 min,1 ksi=6.89MPa. 44 WADE 1N WWW.RAMSETCOM AMERICA -c . RP • Ramset D-58 OR/V/NOJOBS/TESPEED SPSERIES PERFORMANCE/SUBMITTAL Ramset fasteners may be specified by their type or catalog number "POWER-POINT" to satisfy fastening requirements. PIN SPECIFICATIONS APPROVALS/LISTINGS • Made from AISI 1060-1065 steel.Austempered to a core hardness of 52-56 Rc • ICC Evaluation Service,Inc. • Typical tensile strength:270,000 psi #ESR-2690 Sill Plate 'rr • Typical shear strength:162,000 psi #ESR-1799 Powder Pins&Clips CC■■■ "� • STANDARD FINISHES • City of Los Angeles Proprietary black #RR-22668 Powder pins Mechanical zinc plate to a minimum thickness of.0002 meets requirements of ASTM B695—Class 5 Type 1 FASTENERS IN NORMAL WEIGHT CONCRETE INSTALLED IN SOLID CONCRETE CONCRETE COMPRESSIVE STRENGTH ALLOWABLE LOAD-Ultimate Load PART SHANK 1 MINIMUM NUMBER DIA PENETRATION 2,000 PSI 4,000 PSI 6,000 PSI i _ SERIES NCH) (INCH) TENSION(LBS) SHEAR(LBS) TENSION(LBS) SHEAR(LBS) TENSION(LBS) SHAME SPSERIES 0.150 3/4 — — — — 150 803 105 786 81 493 82 454 --------� _ 1 154 1043 200 1173 243 1307 175 1037 189 1125 210 1777 SPSERIES .150/.180 1-1/4 207 7553 230 1636 298 7749 218 7477 213 7568 305 1780 1-1/2 — — — 384 2126 391 1957 239 1886 594 2968 FASTENERS IN LIGHT WEIGHT CONCRETE . .ALLOWABLE WORKING VALUES INSTALLED IN 3,000 PSI LIGHTWEIGHT CONCRETE ` ALLOWABLE LOAD-Ultimate Load PART SHANK MINIMUM 3,000 PSI LIGHTWEIGHT W/DECKING 3,000 PSI LIGHTWEIGHT ER DIA PENETRATION (INCH) (INCH) LOWER LOWER FLUTE SHEAR TENSION 1 119 593 336 1679 226 1129 250 1249 SPSERIES .150/.180 1-1/4 175 957 372 1860 329 1644 377 1885 1-1/2 179 1055 426 2128 406 2030 380 1900 Note 1:ALLOWABLE loads are shown in the LARGE BOLD font,Ultimate loads are shown in smalleritalk font.Note 2:Testing conducted in accordance with ICC AC70&ASTM E1190.Note 3:Safety factors are based on coefficient of variation.In accordance with ICC AC70,the safety factor will be no less than 5.Note 4:Values shown in concrete are for the fastener only.Connected members must be investigated separately.Note 5:Cyclic,fatigue,shock loads,and other design criteria may require a different safety factor.Note 6:Job site testing may be required to determine actual job site values.Note 7:For SI:1 Ibf=4.448 N,1 inch=25.4 mm,1 ksi=6.89MPa FASTENERS IN STEEL I INSTALLED IN A36STRUCTURALSTEEL-STEEL THICKNESS(INCHE 1 ALLOWABLE LOAD-Ultimate Load PART SHANK 3/16 1/4 3/8 1/2 >_3/4 NUMBER DIA TYPE OF TENSION SHEAR TENSION SHEAR TENSION SHEAR TENSION SHEAR TENSION SHEAR SERIES (INCH) SHANK (LBS) (LBS) (LBS) (LBS) (LBS) (LBS) (LBS) (LBS) (LBS) (LBS) SPSERIES 0.150 SMOOTH 385 2707 662 3618 445 2549 477 2736 393 2745 574 3737 948 5780 ! 597 3500 234 1244 a 356 18958 INSTALLED IN A572 GRADE 50 STRUCTURAL STEEL-STEEL THICKNESS(INCHES) ALLOWABLE LOAD-Ultimate Load PART SHANK 3/16 1/4 3/8 1/2 >_3/4 I^.*:,t _:.,_SHEAR ` r- •',rN SHEAR i .• -m.. SION .„TENSION SHEAR BS); • (LB s �,,, S) .(LBS) (LBS) SPSERIES 0.150 SMOOTH 356 2123 569 3394 554 3232 637 3710 604 3447 602 3437 814 44739 820 4503' 243 13628 381 21418 Note 1:ALLOWABLE loads are shown in the LARGE BOLD font,Ultimate loads are shown in smaller italic font.Note 2:Testing conducted in accordance with ICC AC70&ASTM E1190.Note 3:Safety factors are based on coefficient of variation. In accordance with ICC AC70,the safety factor will be no less than 5.Note 4:Cyclic,fatigue,shock loads,and other design criteria may require a different safety factor.Note 5:lob site testing may be required to determine actual job site values. Note 6:Values shown are for fastenings that have the entire pointed end of the fastener driven through the steel plate;except as noted below.Note 7:Fastener penetration is 3/8"minimum.Note 8:Fastener penetration is 7/16"minimum. Note 9:Fastener penetration is 1/2"minimum Note 10:For SI.1 Ibf=4.448 N,1 inch=25.4 mm,1 ksi=6.89MPa. WWW.BAMSELCOM MADE IN 45 AMERICA se 0 Ramset® D-59 DRMNCJoasir£SPEE� TE PERFORMANCE/SUBMITTAL 4 Ramset fasteners may be specified by their type or catalog number to satisfy fastening requirements. PIN SPECIFICATIONS APPROVALS/LISTINGS • Made from AISI 1060-1065 steel.Austempered to a core hardness of 52-56 Rc • ICC Evaluation Service,Inc. • Typical tensile strength:270,000 psi #ESR-2690 Sill Plate • Typical shear strength:162,000 psi #ESR-1799 Powder Pins&(lips ICC • STANDARD FINISHES • City of Los Angeles Q_:-Mechanical zinc plate to a minimum thickness of.0002 meets requirements #RR-22668 Powder pins ��� 7 of ASTM B695—Class 5 Type 1 FASTENERS IN NORMAL WEIGHT CONCRETE H INSTALLED IN SOLID CONCRETE ,r CONCRETE COMPRESSIVE STRENGTH 2 ALLOWABLE LOAD- Ultimate Load H . PART SHANK MINIMUM :ER DIA PENETRAT _ is .• 2000 P „, , . _ ,.., 4000 PSI 6000 PSI c (INCH) (IN i SHEAR(LBS) TENSION(LBS) SH 3 3/4 71 627 116 713 71 559 116 685 109 753 117 712 a i 1 197 986 216 1463 258 1390 216 1421 214 1313 383 7998 G1 TE 0.157 1-1/4 264 1399 283 1626 _.._ 377 1886 317 1846 415 2074 349 1858 1-1/2 212 1453 297 1719 242 7111 479 1393 41 G1 FASTENERS IN LIGHT WEIGHT CONCRETE Z PART SHANK 3000PSILIGHTWEIGHTCONCRETE 2 NUMBER DIA EMBED T SERIES (INCH) (INCHES) TENSION(LBS) SHEAR L65 \ 3/4 152 7010 159 998 In e~in 1 325 1625 347 1737 41.1 TE SERIES 0.157 -- 1-1/4 358 1790 437 2239 1-1/2 466 2332 478 2392 Note 1:ALLOWABLE loads are shown in the LARGE BOLD font,Ultimate loads are shown in smaller italic font.Note 2:Testing conducted in accordance with ICC AC70&ASNM E1190.Note 3:Safety factors are based on coefficient of variation.In accordance with ICC AC70,the safety factor will be no less than 5.Note 4:Values shown in concrete are for the fastener only.Connected members must be investigated separately.Note 5:Cyclic,fatigue,shock loads,and other design criteria may require a different safety factor.Note6:Joh site testing may he required to determine actual job site values.Note 7:Minimum edge distance is 3 inches unless otherwise approved.Note 8:For SI:1 Ibf=4.448 N,1 inch=25.4 mm,1 ksi=6.89MPa INSTALLED IN A36 STRUCTURAL STEEL(INCHES) FART SHANK 3/16 1/4 3/8 n,_ .3/4 NUMBER DIA SHANK 1 SERIES (INCH) ,, TYPE 1 TENSION SHEAR TENSION SHEAR TENSION I. SHEAR TENSION SHEAR TENSION SHEAR _ I TE SERIES 0.157 1 KNURLED 323 1739 606. 3257 562 3022 673 3621 1 934 5095 I.820 4473 603 3286 766 4178 343' 496` I INSTALLED IN A572-GR50 STRUCTURAL STEEL(INCHES) PART SHANK 3/16 1/4 3/8 1/2 i3/4 NUMBER DIA SHANK SERIES (INCH) TYPE TENSION SHEAR TENSION SHEAR TENSI EAR TENSION SHEAR TENSION TE SERIES 0.157 KNURLED 442 2400 676 3674 630 3747 662 3942 760 4411 725 4218 582s 3118 532s 185/ 311' 469s Notes: 1)Fasteners tested to ASTM E1190&ICC-ES A00 2)Allowable loads are shown in bold font,ultimate loads are shown in smaller,italic font 3)Allowable loads and safety factors are based on coefficient of variation in accordance with ICC AC70,the safety factor will be no less than 5 4)Values shown for steel base materials have the pointed end of the fastener driven through the steel plate 5)Fastener penetration into steel must be minimum 7/16 inch 6)Fastener penetration into steel must be minimum 3/8 inch 7)For 51:1 Ibf=4.448Id,1 inch=25.4 mm,1 ksi=6.89MPa 4b NIA OE IN WWW.RAMSE7COM AMERICA - et RI - 0ainser D-60 9/�/NG10BS/TESPEED TE PERFORMANCE/SUBMITTAL Ramset fasteners may be specified by their type or catalog number to satisfy fastening requirements. PIN SPECIFICATIONS APPROVALS/LISTINGS • Made from AISI 1060-1065 steel.Austempered to a core hardness of 52-56 Rc • ICC Evaluation Service,Inc. • Typical tensile strength:270,000 psi #ESR-2690 Sill Plate • Typical shear strength:162,000 psi #ESR-1799 Powder Pins&Clips I(',• STANDARD FINISHES • City of Los Angeles LF:Th Mechanical zinc plate to a minimum thickness of.0002 meets requirements #RR-22668 Powder pins of ASTM B695—Class 5 Type 1 FASTENERS INSTALLED THROUGH METAL DECK INTO MINIMUM 3,000 PSI LIGHTWEIGHT CONCRETE 3-INCH DEEP 1 1/2 INCH DEEP B TYPE STEEL DECK PART SHANK MINIMUM 1 �„ W TYPE STEEL DECK UPPER FLUTE LOWER FLUTE NUMBER DIA SHANK PENETRATION RIES (INCH) ESCRIPTION (INCH) TEN S) SHEA TENSION SHEAR(LBS (LBS) • 5) A 3(4 106 529 265 1326 131 656 261 1305 154 769 307 7537 N 1 152 761 327 1634 156 782 273 1365 138 692 265 1326 2 TE 0.157 Smooth-tapered -- 1-1/4 164 821 330 1650 — — — — — — — $ 1-1/2 238 1191 448 2240 — — — — — — — — a Note 1:ALLOWABLE loads are shown in the LARGE BOLD font,Ultimate loads are shown in miler imlJafont.Note 2:Testing conducted in accordance with ICC AC70&ASTM E1190.Note3:Safety factors are based on coefficient of variation. In accordance with ICC AC70,the safety factor will be no less than 5.Note4:Values shown in concrete are for the fastener only.Connected members must he investigated separately.Note 5:Cyclic,fatigue,shack loads,and other design criteria = may require a different safety factor.Nate6:lob site testing may be required to determine actual job site values.Note7:Minimum edge distance is 3 indres unless otherwise approved.Note8:For51:1 Ibf=4448 N,1 inch=25.4 mm,1 ksl= y 6.89MPa en c1 FASTENERS DRIVEN INTO CONCRETE MASONRY UNITS(CMU BLOCK) 0 HOLLOW UNGROUTED CMU GROUT-FILLED CMU n PART SHANK ' NUMBER DIA FACE SHELL MORTAR JOINT FACE SHELL MORTAR JOINT TOP OF GROUTED CELL y SERIES UNCH) EMBED T _TENSION ,SN :, �TEILSH]N .sSY�R TENSION SEAR i.e, TE 0.157 1 33 329 100 693 42 443 68 746 139 875 145 936 91 950 127 1328 165 851 171 922 T For SI:1 Inch=25.4 mm,1 Ibf=4.448 N. Fasteners must be installed a minimum of 5.1 inches from the end of the wall. Fasteners must be installed at the center of the(MU cell.No more than one fastener may be installed in an individual CMU cell Applicable to fasteners installed in the horizontal mortar joint(bed joint).Minimum fastener spacing must be 5.1 inches Allowable shear load value applies to load applied perpendicular to the mortar joint Fastener must be installed vertically at the top,center of grouted cell Shear load can be in any direction perpendicular to the axis of the fastener TE Embedment depth is easily identifiable by head stamps. "7r< -,..": '..:-.: 161). WWWRAMSET..COM MADE IN., 47 AMERICA amset Connectors for Cold-Formed Steel Construction SVIPSON FCB Bypass Framing Fixed-Clip Connector StxongTie ERED • ahis product is pion, lehi toh sr loadrsc)lower connectors bstalled of aJ easier installation,b)higher loads,c)lower installed cost, o vJ° o or a combination of these features. �/ o mod U FCB43.5 0l • U The FCB clip is an economical,high-performance ° I e fixed-dip connector that can be used for a variety of framing s- applications. It is rated for tension, compression,shear and in-plane 2O loads and offers the designer the flexibility of specifying different o y screw and anchorage patterns that conform to desired load levels. � °I ® C FC845.5 ® � C Features: o � 0 ® U • Rated for tension,compression,shear and in-plane loads 7 co • Provides design flexibility with varying screw and anchorage patterns that achieve different load levels o„=,' CC— o ° a' o • Strategically placed stiffeners,embossments and anchor tFCB47.5 o holes maximize connector performance o i n ON 04*3:. US Patent Material:54 mil(16 ga.) ° ® 8,555,592MSS Finish:Galvanized(G90) Installation: ° n o o • Use the specified type and number of anchors. C/FCB49.5 °I o • Use the specified number of#12 self-drilling screws to CFS framing.Note that#10 self-drilling screws can be used per ° ® o the load tables given on strongtie.com. Codes:See p. 11 for Code Reference Key Chart o e l o Ordering Information: 6FCB411.5 ° o b FCB43.5-R25, FCB45.5-R25, FCB47.5-R25, o u� � � � FCB49.5-R25,and FCB411.5-R25 contain: o ii, • Box of 25 connectors(screws not included) o mot • F 4000* F o £ t F2 F3 F4 0 i� p F F3 i z f d o i s/ F4 m Typical FCB Installation / ' t o at Bypass Framing %� F3 F2 ail0 pp,- / g F2 F3 - / F3 ill U 0 r / U „ R�.F4 . � IP .F4 I Typical FCB Installation at Sprandrel Studs and Kickers Typical FCB Installation Typical FCB Installation at for Roof Rafters the Base of a 6"Jamb Stud 63 Connectors for Cold-Formed Steel Construction SIMPSON FCB Bypass Framing Fixed-Clip Connector Strong-Tie FCB Allowable Connector Loads (lb.) Connector No.of Stud Thickness Model Material L Min./ #12-14 33 mil(20 ga.) 43 mil(18 ga.) 54 mil(16 ga.) Code cn No. Thickness (in.) Max. Self-Drilling Ref. mll(pa.) Screws Fl2A F22 Fe Fox Fim Fez F32 F4z F13.° F2' F32 1 Fe U Min. 4 135 755 755 755 205 1,105 975 1,120 345 1,250 975 1,490 C FCB43.5 54(16) 31/2 C Max. 6 205 1,100 1,130 1,130 265 1,105 1,260 1,455 345 1,250 1,735 1,910 O Min. 4 120 755 755 755 180 1,105 975 945 345 1,105 975 1,325 0 FCB45.5 54(16) 51z 'a Max. 9 155 1,100 1,260 1,180 210 1,105 1,260 1,485 345 1,105 1,735 1,925 Min. 4 90 755 755 220 135 1,105 945 330 260 1,105 945 365 IBC, 1 i . FCB47.5 54(16) 7Yz FL, • Max. 12 205 1,100 1,260 705 265 1,105 1,260 1,050 345 1,105 1,735 1,445 LAA Min. 4 90 755 755 170 110 1,105 945 255 110 1,105 945 365 FCB49.5 54(16) 914 Max. 12 205 1,100 1,260 750 265 1,105 1,260 1,115 345 1,105 1,735 1,200 Min. 4 90 755 755 140 90 1,105 920 205 90 1,105 920 365 ' FCB411.5 54(16) 111z ! Max. 12 205 1,100 1,260 795 265 1,105 1,260 860 345 1,105 1,735 860 1.Min.fastener quantity and load values-fill all round holes;max.fastener quantity and load values-fill all round and triangular holes. 2.Allowable loads are based on clip capacity only and do not consider anchorage.The capacity of the connection system will be the minimum of the tabulated value and the allowable load from the FCB Allowable Anchorage Loads table on p.65. 3.Anchorage to the supporting structure using welds or a minimum of(2)#12-24 self-drilling screws is required. 4.Tabulated Ft loads are based on assembly tests with the load through the centerline of stud.Tested failure modes were due to screw pullout; therefore compare Fi against Fp calculated per ASCE 7-10 Chapter 13 with ap=1.25 and Rp=1.0. "I eI � � � 4" z ® e 1a FCB o V W F- F4 0 p' / z a • ® 6 0 -�V V e O �t O N m ® Y O O �� ® J� �s ®C m %-- sF2 � "min N ,/.min. F3 - 2 V� U I F 1 FCB Installation FCB Installation with Min.Fasteners with Max.Fasteners 64 Connectors for Cold-Formed Steel Construction SMRPSON FCB Bypass Framing Fixed-Clip Connector Strong-Tie FCB Allowable Anchorage Loads I Allowable Load(lb.) Minimum F4 Anchorage Type Base No.of Material Anchors F2 and F3 FCB43.5 FCB45.5 FCB47.5 FCB49.5 FCB411.5 C Min./Max. Min./Max. Min. Max. Min. Max. Min. Max. U+' ID 2 1,115 625 410 255 445 185 265 120 190 C #12-24 self-drilling screws A36 steel Simpson Strong-Tie®X and XL Metal screws tie"thick 3 1,645 690 450 280 490 200 295 135 210 0 4 2,230 1,255 820 365 890 355 535 275 380 0 Simpson Strong-Tie 2 390 410 265 165 290 120 175 75 125 0.157"x s/e"power-actuated fasteners 36 ck 3 715 465 305 190 330 135 195 85 140 PDPAT-62KP 4 970 840 550 340 595 245 355 145 255 Simpson Strong-Tie A572 or 2 585 I 410 265 165 ' 290 120 175 75 125 0.157"x 5/e"power-actuated fasteners A992 steel 3 800 465 305 190 330 135 195 85 140II PDPAT-62KP V1e"thick I 4 1,170 840 550 340 595 245 355 145 255 Simpson Strong-Tie 2 380 415 315 195 315 140 205 140 150 Y"x 13a"Titena 2 Concrete 3 525 470 470 290 470 210 305 210 225 TTN25134H fc=2,500psi 4 675 645 630 390 630 280 410 280 300 Weld A36 steel Hard side:2" E70XXelectrodes die"thick 1,735 1,910 1,925 365 1,445 365 1,200 365 860 Free side:1" 1.Min.fastener quantity and load values—fir all round holes;max.fastener quantity and load values—fill all round and triangular holes. 2.For additional important information,see General Information and Notes on p.22. 3.Allowable loads are for clip anchorage only.The capacity of the connection system will be the minimum of the tabulated allowable anchorage loads the allowable load from the FCB Allowable Connector Load table on p.64. 4,Allowable loads for#12-24 self-drilling screws and PDPAT powder-actuated fasteners are based on installation in minimum 3/is-thick structural steel with Fy=36 ksi.PDPAT values are also provided for A572 steel.Values listed above maybe used where other thicknesses of steel are encountered or other manufacturers are used,provided that the fastener has equal or better tested values(see p.22). It is the responsibility of the designer to select the proper length fasteners based on the steel thickness installation. 5.For screw fastener installation into steel backed by concrete,predrilling of both the steel and the concrete is suggested. For predrilling use a maximum 1 '-diameter drill bit. Self-drilling screws shown.Other fasteners similar. F z 4"min. y for steel, a 5"min.at � ��� concrete t.l) o 1/2"min. 1 lfe>�l (tYP.) o for steel, 1'min.at a F2 aconcrete � e I I' F3 :I I \---,---,........... z —, \i` Fa fl- Two Anchors Three Anchors 0 N c N O N O N V1 _I 2 U • ) 1 . r \-_J Free side of clip Hard side of clip Four Anchors Weld FCB Anchor Layout 65 Connectors for Cold-Formed Steel Construction SIMPSON FCB Supplemental Information Strong-Tie The following FCB supplemental information is given to help designers with value-engineered solutions for our FCB connectors. Loads are given on our website for fastener patterns other than our standard"min."(fill all round holes)and"max."(fill all round and triangle holes).In addition,the tables on the website give LRFD loads and loads for#10 screws as well as#12 screws. Please visit strongtie.com/cfs and reference FCB clip. v) Table 1 : FCB Screw Patterns 0 U*' Pattern"Min." Pattern"Max." N C �� 0 ® Q�m For load capacities for patterns 1 through 10, U FCB43.5 (o z o refer to FCB clip on strongtie.com. "0 ® ®€® tom® Pattern q"�jM_in." Pattern 1 Pattern 2 Pattern"Max." I a g o t g o ® gg o FCB45.5 s°#° ( ° ®rsel4 °s°IYfI r) ° o ° o 0 'lo Flo gr0 '. Pattern"Min." Pattern 3 Pattern 4 Pattern 5 Pattern 6 ^ Pattern"Max."x." °/ ° R ° !/ ° a ° °° FCB47.5 40 ° Io °$ r ®1� aW °!°� lJG°' ®fa ® J' ° °+°,° °Up° ° E°f° 0��a0I00pa ® 9 ?,a ° Pattern"Min." Pattern 7 Pattern 8 y Z FCB49.5 a Pattern 9 Pattern 10 Pattern"Max." > c 0 w OH a e z o I o l Z 2 rn 0 Pattern"Min." Pattern 11 Pattern 12 o N a��o o ° a °,I ° a 0 ° ° 111 ° 4/{0o ® Ef v ®0°l9Wo °0°apaW',u FCB411.5 Pattern 13 Pattern 14 Pattern"Max." Or � ril a® i/iY° a elf. 66 MITI D-65 INSTALLATION PARAMETERS Table 1 - KWIK HUS-EZ and KWIK HUS-EZ P specifications Setting Nominal anchor diameter information Symbol Units 1/4 3/8 1/2 5/8 3/4 Head style Hex head Pan head Hex head Hex head Hex head Hex head Hex head Nominal bit diameter dbn in. 1/4 3/8 1/2 5/8 3/4 1 Minimum nominal hnom in. 1-5/8 2-1/2 1-5/8 2-1/8 2-1/2 3-1/4 2-1/4 3 4-1/4 3-1/4 5 4 6-1/4 embedment Minimum effective h,,, in. 1.18 1.92 1.11 1.54 1.86 2.50 1.50 2.16 3.22 2.39 3.88 2.92 4.84 embedment Minimum hole depth ho in. 2 2-7/8 1-7/8 2-3/8 2-3/4 3-1/2 2-5/8 3-3/8 4-5/8 3-5/8 5-3/8 4-3/8 6-5/8 Minimum Fixture hole dh in. 3/8 1/2 5/8 3/4 7/8 diameter Anchor Length=boom+t I See ordering information Installation torque ft-lb 18 19 40 45 85 95 concrete T'"" (Nm) (24) (26) (54) (61) (115) (129) Maximum impact ft-lb 114 137 114 450 137 450 450 450 wrench torque rating T.Rpem,m� concrete2 (Nm) (155) (186) (155) (610) (186) (610) (610) (610) Installation torque ft-lb 21 22 34 38 70 masonry (Nm) (28) (30) (46) (52) (95) Maximum impact ft-lb 114 114 332 332 332 332 wrench torque rating masonry?' (Nm) (155) (155) (450) (450) (450) (450) Wrench size in. 7/16 N/A 7/16 9/16 3/4 15/16 1-1/8 1 T,is the maximum installation torque that may be applied with a torque wrench. 2 Because of variability in measurement procedures,the published torque of an impact tool may not correlate properly with the above setting torques. Over torquing can damage the anchor and/or reduce its holding capacity. 3 For more information on KWIK HUS-EZ installed in masonry,see ESR-3058 and Design Information for Masonry in this section. Figure 1 - Hilti KWIK HUS-EZ specifications II.III dry �'�� � I6 iiiii Mom hef boom ho M dbit 11. DESIGN INFORMATION IN CONCRETE PER ACI 318 ACI 318-14 Chapter 17 design The load values contained in this section are Hilti Simplified Design Tables.The load tables in this section were developed using the Strength Design parameters and variables of ESR-3027 and the equations within ACI 318-14 Chapter 17. For a detailed explanation of the Hilti Simplified Design Tables, refer to section 3.1.8. Data tables from ESR-3027 are not contained in this section, but can be found at www.icc-es.org or at www.hilti.com. 316 Anchor Fastening Technical Guide Edition 19 13.0 ANCHORING SYSTEMS 13.3.6 KWIK HUS-EZ SCREW ANCHOR Hilti,Inc.(U.S.)1-800-879-8000 I en esparto!1-800-879-5000 I www.hilti.com I Hilti(Canada)Corporation I www.hilti.com 11.800-363-4458 Anchor Fastening Technical Guide, Edition 19 Table 2 - Hilti KWIK HUS-EZ and KWIK HUS-EZ P design Strength with concrete/pullout failure in uncracked concrete1.2,3,4 Nominal Tension-cl)N,,, Shear-(IN, anchor Nominal f'c=2,500 psi f 0=3,000 psi f'c=4,000 psi f',=6,000 psi f'c=2,500 psi f =3,000 psi f =4,000 psi f,=6,000 psi diameter embed. (17.2 MPa) (20.7 MPa) (27.6 MPa) (41.4 MPa) (17.2 MPa) (20.7 MPa) (27.6 MPa) (41.4 MPa) in.(mm) in.(mm) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) 1-5/8 585 620 675 765 1,075 1,180 1,360 1,670 1/4 (41) (2.6) (2.8) (3.0) (3.4) (4.8) (5.2) (6.0) (7.4) (6.4) 2-1/2 1,525 1,670 1,930 2,365 2,235 2,450 2,825 3,460 (64) (6.8) (7.4) (8.6) (10.5) (9.9) (10.9) (12.6) (15.4) 1-5/8 910 1,000 1,155 1,415 980 1,075 1,245 1,520 (41) (4.0) (4.4) (5.1) (6.3) (4.4) (4.8) (5.5) (6.8) 2-1/8 1,490 1,635 1,885 2,310 1,605 1,760 2,030 2,485 3/8 (54) (6.6) (7.3) (8.4) (10.3) (7.1) (7.8) (9.0) (11.1) (9.5) 2-1/2 1,980 2,165 2,505 3,065 2,130 2,335 2,695 3,300 (64) (8.8) (9.6) (11.1) (13.6) (9.5) (10.4) (12.0) 114.7) 3-1/4 3,085 3,375 3,900 4,775 6,640 7,275 8,400 10,290 (83) (13.7) (15.0) (17.3) (21.2) (29.5) (32.4) (37.4) (45.8) 2-1/4 1,645 1,800 2,080 2,550 1,770 1,940 2,240 2,745 (57) (7.3) (8.0) (9.3) (11.3) (7.9) (8.6) (10.0) (12.2) 1/2 3 2,785 3,050 3,525 4,315 3,000 3,285 3,795 4,645 (12.7) (76) (12.4) (13.6) (15.7) (19.2) (13.3) (14.6) (16.9) (20.7) 4-1/4 5,070 5,555 6,415 7,855 10,920 11,965 13,815 16,920 (108) (22.6) (24.7) (28.5) (34.9) (48.6) (53.2) (61.5) (75.3) 3.3.6 3-1/4 3,240 3,550 4,100 5,025 3,490 3,825 4,415 5,410 5/8 (83) (14.4) (15.8) (18.2) (22.4) (15.5) (17.0) (19.6) (24.1) (15.9) 5 6,705 7,345 8,485 10,390 14,445 15,825 18,270 22,380 (127) (29.8) (32.7) (37.7) (46.2) (64.3) (70.4) (81.3) (99.6) 4 4,380 4,795 5,540 6,785 9,430 10,330 11,930 14,610 3/4 (102) (19.5) (21.3) (24.6) (30.2) (41.9) (45.9) (53.1) (65.0) (19.1) 6-1/4 9,345 10,235 11,820 14,475 20,125 22,045 25,455 31,175 (159) (41.6) (45.5) (52.6) (64.4) (89.5) (98.1) (113.2) (138.7) Table 3- Hilti KWIK HUS-EZ and KWIK HUS-EZ P design Strength with concrete/pullout failure in cracked concrete1.2,3,45 Nominal Tension-0N� Shear-¢V, 5000 anchor Nominal f'c=2,500 psi f'c=3,000 psi f',=4,000 psi f'c=6,000 psi f'c=2,500 psi f c=3,000 psi f'c=4,000 psi )' =6,000 psi diameter embed. (17.2 MPa) (20.7 MPa) (27.6 MPa) (41.4 MPa) (17.2 MPa) (20.7 MPa) (27.6 MPa) (41.4 MPa) in.(mm) in.(mm) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) 1-5/8 300 315 345 390 765 835 965 1072.5 1,180 1/4 (41) (1.3) (1.4) (1.5) (1.7) (3.4) (3.7) (4.3) (5.2) (6.4) 2-1/2 760 830 960 1,175 1,585 1,735 2,000 2,450 (64) (3.4) (3.7) (4.3) (5.2) (7.1) (7.7) (8.9) (10.9) 1-5/8 475 520 600 730 695 760 880 1,080 (41) (2.1) (2.3) (2.7) (3.2) (3.1) (3.4) (3.9) (4.8) 2-1/8 1,055 1,155 1,335 1,635 1,135 1,245 1,440 1,760 3/8 (54) (4.7) (5.1) (5.9) (7.3) (5.0) (5.5) (6.4) (7.8) (9.5) 2-1/2 1,400 1,535 1,775 2,170 1,510 1,655 1,910 2,340 (64) (6.2) (6.8) (7.9) (9.7) (6.7) (7.4) (8.5) (10.4) 3-1/4 2,185 2,390 2,765 3,385 4,705 5,155 5,950 7,285 (83) (9.7) (10.6) (12.3) (15.1) (20.9) (22.9) (26.5) (32.4) 2-1/4 1,035 1,135 1,310 1,605 1,115 1,220 1,410 1567.5 1,725 (57) (4.6) (5.0) (5.8) (7.1) (5.0) (5.4) (6.3) 1 (7.7) 1/2 3 1,755 1,920 2,220 2,715 1,890 2,070 2,390 2657.5 2,925 (12.7) (76) (7.8) (8.5) (9.9) (12.1) (8.4) (9.2) (10.6) I (13.0) 4-1/4 3,190 3,495 4,040 4,945 6,875 7,530 8,695 10,650 (108) (14.2) (15.5) (18.0) (22.0) (30.6) (33.5) (38.7) (47.4) 3-1/4 2,040 2,235 2,580 3,165 2,200 2,410 2,780 3,405 5/8 (83) (9.1) (9.9) (11.5) (14.1) (9.8) (10.7) (12.4) (15.1) (15.9) 5 4,225 4,625 5,340 6,540 9,095 9,965 11,505 14,090 (127) (18.8) (20.6) (23.8) (29.1) (40.5) (44.3) (51.2) (62.7) 4 2,755 3,020 3,485 4,270 5,940 6,505 7,510 9,200 3/4 (102) (12.3) (13.4) (15.5) (19.0) (26.4) (28.9) (33.4) (40.9) (19.1) 6-1/4 5,885 6,445 7,440 9,115 12,670 13,880 16,030 19,630 (159) (26.2) (28.7) (33.1) (40.5) (56.4) (61.7) (71.3) (87.3) 1 1 See Section 3.1.9 to convert design strength value to ASD value. <Multiply by 0.6 for wind loads 2 Linear interpolation between embedment depths and concrete compressive strengths is not permitted. 3 Apply spacing,edge distance,and concrete thickness factors in Tables 6 through 15 as necessary.Compare to the steel values in Table 4. The lesser of the values is to be used for the design. 4 Tabular values are for normal weight concrete only.For lightweight concrete multiply design strength by Aa as follows: For sand-lightweight,Aa=0.68.For all-lightweight,Aa=0.60. 5 Tabular values are for static loads only. For seismic tension loads,multiply cracked concrete tabular values in tension by the following reduction factors: 1/4-in diameter by 1-5/8-in nominal embedment depth-aN, =0.60 All other sizes-a,,�;,=0.75 No reduction needed for seismic shear. See Section 3.1.9 for additional information on seismic applications. Anchor Fastening Technical Guide Edition 19 13.0 ANCHORING SYSTEMS 13.3.6 KWIK HUS-EZ SCREW ANCHOR 317 Hilti,Inc.(U.S.)1-800-879-8000 I en espanol 1-800-879-5000 I www.hilti.com I Hilti(Canada)Corporation I www.hilti.com I 1-800-363-4458 Simpson Strong-Tie®Anchoring,Fastening,Restoration and Strengthening Systems for Concrete and Masonry SIMl'N Titen HD® Heavy-Duty Screw Anchor 'Strong-Tie Titen HD Anchor Product Data — Mechanically Galvanized Thread Drill Bit Wrench Quantity Size Model Length Diameter Size (in.) No. (in.) (in.) (in.) Box Carton 0 %x 3 I THD37300HMG 21/2 50 200 U %x 4 THD37400HMG 31/2 50 200 C % 9/16 Q Ya x 5 THD37500HMG 41/2 50 100 %x 6 THD37600HMG 51/2 50 100 0 1/2 x 4 THD50400HMG 31/2 20 80 C Yz x 5 THD50500HMG 41/2 20 80 CID 1 x 6 THD50600HMG 5Yz 20 80 o 1/2 1/2x61/2 THD50612HMG 51/2 y4 20 40 a) 1/2x 8 THD50800HMG 51/2 20 40 c 1/2 x 12 THD501200HMG 51/2 5 20 5/a x 5 6 THDB62500HMG 4'/z 15/16 10 40 5/6 x 6 THD662600HMG 51/z 10 40 40 5/a x 6'h THDB62612HMG 5Yz 10 %x8 THD862800HMG 5Yz 10 20 3/4 x 5 THD75500HMG 41/2 5 20 3/4x6 THDT75600HMG 41/2 5 20 3/a 11/6 3/4 x 81/2 THD75812HMG 51/2 5 10 3x10 THD75100HMG 51/2 5 10 Mechanical galvanizing meets ASTM B695,Class 65,Type 1.Intended for some pressure-treated wood sill plate applications. Not for use in other corrosive or outdoor environments.See p.261 or visit strongtie.com/info for more corrosion information. i i * Titen HD Installation Information and Additional Data' IBC :';'.1:', , Nominal Anchor Diameter,da(in.) Characteristic Symbol Units 1/4 3/8 1/2 1 % 3/4 Installation Information c. Drill Bit Diameter dbit in. Y % Yz % 3/4 z Baseplate Clearance Hole Diameter do in. % Yz % 6 1 a Maximum Installation Torque Thst„ ft.-Ibf 24' 50' 652 100` 150' o Maximum Impact Wrench Torque Rating Tmpa,imw ft,-Ibf 1253 150' 340' 340' 385' F Minimum Hole Depth hhd, in. 13/4 2% 23/4 31/2 33/+ 41/2 41/2 6 41/2 6 63/4 0 Nominal Embedment Depth hnum in. 1% 21/2 21/2 31/4 31/4 4 4 51/2 4 51/2 61/4 m Critical Edge Distance Oa in. 3 6 213/46 3% 39ii6 41/2 41/2 6% 6 6% 75/1a o Minimum Edge Distance cmin in. 11/2 13/4 u_ Minimum Spacing sm;a in. 11/ 3 23/4 3 N Minimum Concrete Thickness h in. 31/4 31/2 4 5 5 6Y4 6 8Yz 6 83/4 10 min Zr' Additional Data 0 N Anchor Category Category — 1 d b Yield Strength fya psi 100,000 97,000 Tensile Strength fnta psi 125,000 110,000 Minimum Tensile and Shear Stress Area Ase in' 0.042 0.099 0.183 0.276 0.414 Axial Stiffness in Service Load Range—Uncracked Concrete Surer Iblin. 202,000 672,000 Axial Stiffness in Service Load Range—Cracked Concrete flcr b./in. 173,000 345,000 1.The information presented in this table is to be used in conjunction with the design criteria of ACI 318-14 Chapter 17 and ACI 318-11 Appendix D. 2.T;,, ,,,,a,,is the maximum permitted installation torque for the embedment depth range covered by this table using a torque wrench. 3.T;,,,Pa,t,,,,ax is the maximum permitted torque rating for impact wrenches for the embedment depth range covered by this table. 'See p,12 for an explanation of the load table icons. 82 Simpson Strong-Tie®Anchoring,Fastening,Restoration and Strengthening Systems for Concrete and Masonry S![; PSON Titen HD® Design Information — Concrete Strong-Tie ItI Titen HD Tension Strength Design Data' IBC �,&J Nominal Anchor Diameter,da(in.) Characteristic Symbol Units 1/4 3/8 rn Nominal Embedment Depth h„„, in. 15/e 21/2 21/2 31/2 31/2 4 4 51/2 4 51/2 61/2 Steel Strength in Tension—ACI 318-14 Section 17.4.1 or ACI 318-11 Section D.5.1 0 C Tension Resistance of Steel N,w lb. 5,195 10,890 20,130 30,360 45,540• Strength Reduction Factor—Steel Failure Osa - 0.652 Concrete Breakout Strength in Tension'-AC1318-14 Section 17.4.2 or ACI 318-11 Section D.5.2 Effective Embedment Depth her in. 1.19 1.94 1.77 2.40 2.35 2.99 2.97 4.24 2.94 4.22 4.86 C Critical Edge Distances car in. 3 6 211/16 35/s 39/1e 41/2 41/2 6% 6 6% 75/16 CC) Effectiveness Factor—Uncracked Concrete )Cann' - 30 24 27 24 C.) Effectiveness Factor—Cracked Concrete kc, 17 Modification Factor wCN — 1.0 Strength Reduction Factor Concrete Breakout Failure 'kb 0.65' Pullout Strength in Tension-ACI 318-14 Section 17.4.3 or ACI 318-11 Section 0.5.3 Pullout Resistance,Uncracked Concrete(fc=2,500 psi) Np,ancr lb. —3 —3 2 700° —3 —3 —3 9 810° —3 —3 ° Pullout Resistance,Cracked Concrete(fe=2,500 psi) Np,w lb. —3 1,905° 1,2354 2,700° —3 —3 3,0404 5,5704 —3 6,070° 7,195' Strength Reduction Factor—Concrete Pullout Failure Op - 0.655 Tension Strength for Seismic Applications-ACI 318-14 Section 17.4.2.3.3 or ACI 318-11 Section D.3.3.3 Nominal Pullout Strength for Seismic Loads re=2,500 psi N,,55 lb. —3 1,905° 1,2354 2,7004 —3 —3 3,0404 5,570° 3,840° 6,0704 7,195° Strength Reduction Factor—Breakout or Pullout Failure �eq — 0.655 1.The information presented in this table is to be used in conjunction with the design criteria of ACI 318-14 Chapter 17 and ACI 318-11 Appendix D,except as modified below. 2.The tabulated value of Ow applies when the load combinations of Section 1605.2.1 of the IBC,ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used. If the load combinations of ACI 318-11 Appendix C are used,the appropriate value of Osa must be determined in accordance with ACI 318-11 D.4.4. Anchors are considered brittle steel dements. 3.Pullout strength is not reported since concrete breakout controls. 4.Adjust the characteristic pullout resistance for other concrete compressive strengths by multiplying the tabular value by(fc.speoned/2,500)" 5.The tabulated value of Op or 0w applies when the load combinations of Section 1605.2.1 of the IBC,ACI 318-14 Section 5.3 or ACI 318-11 C Section 9.2 are used and the requirements of ACI 318-14 17.3.3.(c)or ACI 318-11 D.4.3(c)for Condition B are met.If the load combinations of ACI 318-11 Appendix C are used,appropriate value of 0 must be determined in accordance with ACI 318-11 Section D.4.4(c). 6.The modification factor wcp =1.0 for cracked concrete.Otherwise,the modification factor for uncracked concrete without supplementary reinforcement to control splitting is either: (1)4cp.N=1.0 if ow,w>ow or (2)fsp.N=c 2 C er It Ce.min<Cav ac ac The modification factor, cp N is applied to the nominal concrete breakout strength,Ncb or n'cbg. 7.The tabulated value of 00b applies when both the load combinations of Section 1605.2.1 of the IBC,ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used and the requirements of ACI 318-14 17.3.3(c)or ACI 318-11 D.4.3(c)for Condition B are met.Condition B applies where supplementary reinforcement is not provided.For installations where complying supplementary reinforcement can be verified,the 00:,factors described in ACI 318-14 17.3.3(c)or ACI 318-11 D.4.3(c)for Condition A are allowed.If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of¢cb must be determined in accordance with ACI 318-11 D.4.4(c). 0 N 0 U Seep. 12 for an explanation of the load table icons. 83 A. Simpson Strong-Tiee Anchoring,Fastening,Restoration and Strengthening Systems for Concrete and Masonry SIMP SON - Titen HD® Design Information - Concrete Strong-Tie Titen HD Shear Strength Design Data' IBC p r_' ft . Nominal Anchor Diameter,da(in.) Characteristic Symbol Unit CO 1 'A % Y2 % 3/n o Nominal Embedment Depth hnom ® 1% 21/2 21/2 31/4 31 4 4 51/2 4 51 61/4 _C Steel Strength in Shear U Shear Resistance of Steel Vsa lb. 2,020 4,460 7,455 10,000 14,950 16,840 Q Strength Reduction Factor-Steel Failure Osa - 0,602 f0 Concrete Breakout Strength In Shear V Outside Diameter da in. 0.25 0.375 0.500 0.625 0.750 c Load Bearing Length of Anchor in Shear Pe in. 1.19 1.94 1.77 2.40 2.35 2,99 2.97 4.24 2.94 4.22 4.86 R3Strength Reduction Factor-Concrete Breakout Failure l' - 0.70' U Concrete Pryout Strength in Shear (I) Coefficient for Pryout Strength km lb. 1.0 J 2.0 2 Strength Reduction Factor-Concrete Pryout Failure ibcp - 0.70° Steel Strength in Shear for Seismic Applications Shear Resistance for Seismic Loads VeQ lb. 1,695 2,855 4,790 8,000 9,350 Strength Reduction Factor-Steel Failure 0eq 0.602 1.The information presented in this table is to be used in conjunction with the design criteria of ACI 318-14 Chapter 17 and ACI 318-11 Appendix D,except as modified below. 2.The tabulated value of 05a and 4Seq applies when the load combinations of Section 1605.2.1 of the IBC,ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used.If the load combinations of ACI 318-11 Appendix C are used,the appropriate value of 45a and¢ep must be determined in accordance with ACI 318 D.4.4. 3.The tabulated value of 4cb applies when both the load combinations of Section 1605.2.1 of the IBC,ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used and the requirements of ACI 318-14 17.3.3(c)or ACI 318-11 D.4.3(c)for Condition B are met.Condition B applies where supplementary reinforcement is not provided.For installations where complying supplementary reinforcement can be verified,the dkb factors described in ACI 318-14 17.3.3(c)or ACI 318-11 D.4.3(c)for Condition A are allowed.If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of Ocb must be determined in accordance with ACI 318-11 D.4.4(c). 4.The tabulated value of ql p applies when both the load combinations of IBC Section 1605.2,ACI 318-14 5.3 or ACI 318-11 Section 9.2 are used and the requirements of ACI 318-14 17.3.3(c)or ACI 318-11 D.4.3(c)for Condition B are met.If the load combinations of ACI 318-11 Appendix C are used,appropriate value of rpcp must be determined in accordance with ACI 318-11 Section D.4.4(c). Titen HD Tension and Shear Strength Design Data for IBC the Soffit of Normal-Weight or Sand-Lightweight Concrete over Steel Deck'e"' Nominal Anchor Diameter,da(in.) z Lower Flute Upper Flute a Characteristic Symbol Units Figure 2 Figure 1 Figure 2 Figure 1 a 1/4 I 3/a 'h 'A % '/2 Lz Nominal Embedment Depth ' haom ® 1% 21/2 1% 2 1/2 2 3/2 1% 2/2 Ph 2 a Effective Embedment Depth het ® 1.19 1.94 1.23 1.77 ' 1.29 2.56 1.19 1.94 1.23 1.29 z 0 Pullout Resistance,concrete on steel deck(cracked)G34 ' Np,deck,cr lb. 420 535 375 870 905 2,040 655 1,195 500 1,700 cn Pullout Resistance,concrete on steel deck(uncmcked)234 Np,deckurcr 995 1 275 825 1,905 1,295 2,910 1,555 2,850 1,095 2,430 ry Steel Strength in Shear,concrete on steel decks Vas,deck 1,335 1,745 2,240 2,395 2,435 4,430 2,010 1 2,420 4,180 7,145 Steel Strength in Shear,Seismic Vsadackeq Ib. 870 1,135 1,434 1,533 1,565 2,846 1,305 1,575 2,676 4,591 0 a 1.The information presented in this table is to be used in conjunction with the design criteria of ACI 318-14 Chapter 17 and a ACI 318-11 Appendix D,except as modified below. 2.Concrete compressive strength shall be 3,000 psi minimum.The characteristic pullout resistance for greater compressive strengths shall be increased by multiplying the tabular value by(f'csp se/3,000)°e. 3.For anchors installed in the soffit of sand-lightweight or normal-weight concrete over steel deck floor and roof assemblies, as shown in Figure 1 and Figure 2,calculation of the concrete breakout strength may be omitted. 4.In accordance with ACI 31 B-14 Section 17.4.3.2 or ACI 318-11 Section D.6.3.2,the nominal pullout strength in cracked concrete for anchors installed in the soffit of sand-lightweight or normal-weight concrete over steel deck floor and roof assemblies Np• .km shall be substituted for Np cr Where analysis indicates no cracking at service loads,the normal pullout strength in uncracked concrete Npdeck,,,,m shall be substituted for Np,,,,c, 5.In accordance with ACI 318-14 Section 17.5.1.2(C)or ACI 318-11 Section D.6.1.2(c),the shear strength for anchors installed in the soffit of sand-lightweight or normal-weight concrete over steel deck floor and roof assemblies Vsa,deck and Vw decked shall be substituted for Vsa. 6.Minimum edge distance to edge of panel is 2her. 7.The minimum anchor spacing along the flute must be the greater of 3het,or 1.5 times the flute width. "Seep.12 for an explanation of the load table icons, 84 + Simpson Strong-T7e0 Anchoring,Fastening,Restoration and Strengthening Systems for Concrete and Masonry SIFirl PSON Titen HD® Design Information — Concrete Strong-Tie Titen HD Anchor Tension and Shear Strength Design Data in the Topside of Normal-Weight Concrete or IBC t I y 1 Sand-Lightweight Concrete over Steel Deck 4 t • Nominal Anchor Diameter,da(in.) i Design Information Symbol Units Figure 3 Figure 3 V.4 3/8 0 E Nominal Embedment Depth hnom in. 1% 21/2 Q Effective Embedment Depth her in. 1.19 1.77 Minimum Concrete Thickness hmindeck in. 21/2 33/4 0 • Critical Edge Distance czc,decktop in. 33/4 j 73/4 C Minimum Edge Distance cmm,decktop in. 3' 3 2 Minimum Spacing smin,decktop in. 31/2 3 0 1.For anchors installed in the topside of concrete-filled deck assemblies,as shown in Figures 2 and 3, the nominal concrete breakout strength of a single anchor or group of anchors in shear,Vcb or Vim, G respectively,must be calculated in accordance with ACI 318-14 Section 17.5.2 or ACI 318-11 Section D,6.2, using the actual member thickness,h,,,;n,ck,in the determination of A„e. 2.Design capacity shall be based on calculations according to values in the tables featured on p.84. 3.Minimum flute depth(distance from top of flute to bottom of flute)is 1P/e"(see Figures 2 and 3). 4.Steel deck thickness shall be minimum 2D gauge. 5.Minimum concrete thickness(hm,,,deck)refers to concrete thickness above upper flute(see Figures 2 and 3). Min.1M'for anchors installed in lower flute. Send-lip welgm concrete or normal-wemgm concrete over steel deck Mon.31/.°for anchors installed upper flute. Min.3,000psi normal or lmirumum 3Aop psi) Min. �Mln a'h' ° Y�Np Min.,,4'typ. sand-lightweight concrete •-\ . e ai ° • p c..e,,o e.0 f °°a" ,°° V we ° O e Upper flute •,, e' ? � ,o ° .$° ° w P — ° pa 4Ye' 20-gauge " 90• Max.3' Min- •° Mm Min.4R' steel deck r •o°' 0 Upperng% 0° 2 gauge ) ° steel deck Min.12'top. Min. Mtn.l'.:' Ma.'F'('I-)oeset el,a el , .— Lower flute from center of Max.1"offset,typ. Urn 214' lower flute Min.S'NP - `Lower dune z Figure 1.Installation of 3/e"-and' -Diameter Anchors Figure 2.Installation of/d'-Diameter Anchors in the Soffit of Concrete over Steel Deck in the Soffit of Concrete over Steel Deck z o_ 0 O 0 o17 Sand-lightweight concrete or normal-weight concrete Zover steel deck 0 h (minimum 2,500 psi) ul CTA oo e Apo C.- .4. O Og Oo .' °° .Oa 0 °a° o � O • . �} °.o.° p'0 p Min. ® / ` Upper flute O steel deck eck S Min.sec I Min.i%' —Mm.31/2' to < f Min.21/2' Min.et typ. Lower flute 0 Figure 3.Installation of 14"-and%"-Diameter Anchors in the Topside of Concrete over Steel Deck Seep.12 for an explanation of the load table icons. 85 Simpson Strong-Tie"'Anchoring,Fastening,Restoration and Strengthening Systems for Concrete and Masonry SIM1'SON Titen HD® Design Information - Masonry StrongTie a Titen HD Allowable Tension and Shear Loads in IBC *.,� r 8 Lightweight, Medium-Weight and Normal-Weight Grout-Filled CMU A Ira U) Critical Minimum Values for 8"Lightweight,Medium-Weight i Minimum Critical or Normal-Weight Grout-Filled CMU 0 Size Drill Bit Embedment D stda Distance D stta Distance Spacing • in. Diameter Depth I Distance Tension Load Shear Load U (mm) in. in. Cult Cmin in. C (mm) (mm) (mrn) (mm) • Ultimate Allowable Ultimate Alowable Q ) ! 6!( ) lb.(kN) 6.(kN) 6.(kN) (U Anchor Installed in the Face of the CMU Wall(See Figure 4) V I 1/4, 4 2Y2 4 11/4 4 2,050 410 2,500 500 (6.4) (64) (102) (32) (102) (9.1) (1.8) (11.1) (2.2) CO S % N 23/4 12 4 6 2,390 480 4,340 870 o (9.5) (70) (305) (102) (152) (10.6) (2.1) (19.3) (3.9) CD /x 3'/2 12 4 8 3,440 690 6,920 1,385 (12.7) z (89) (305) (102) (203) ((15.3) (3.1) (30.8) (6.2) 5/3 4Yz 12 4 10 5,300 1,060 10,420 2,085 (15.9) (114) (305) (102) (254) (23.6) (4.7) (46.4) (9.3) 3,000 3/. Yi 5Yz 12 4 12 7,990 1,600 15,000 (19,1) (140) (305) (102) (305) (35.5) (7.1) (66.7) (13.3) 1.The tabulated allowable loads are based on a safety factor of 5.0 for installations under the IBC and IRC. 2.Values for 8"-wide,lightweight,medium-weight and normal-weight concrete masonry units. 3.The masonry units must be fully grouted. 4.The minimum specified compressive strength of masonry,f',,,,at 28 days is 1,500 psi. 5.Embedment depth is measured from the outside face of the concrete masonry unit, 6.Grout-filled CMU wall design must satisfy applicable design standards and be capable of withstanding applied loads. 7.Refer to allowable load-adjustment factors for spacing and edge distance on pp.90-91. Minimum Critical edge distance,Ccrit edge distance,Celli, (see load table) (see load table) Installation this in this area for reduced allowable 0 '\\ \\\ 1 \\ ,• load capacity , ��i Minimum o �� rpirNo_ _".- edgedistance,Cmina��� ( ldtabl ) 0/ • \ rz Critical o edge distance,Cot a �� - (see load table) / I'. N /�� No installation _ within 1Yz"of ��� _�' head joint o d 0 Installations in this area for full allowable load capacity Figure 4.Shaded Area=Placement for Full and Reduced Allowable Load Capacity in Grout-Filled CMU *Seep. 12 for an explanation of the load table icons. 86 a Simpson Strong-Tie®Anchoring,Fastening,Restoration and Strengthening Systems for Concrete and Masonry S!F✓aPSON Titen HD® Design Information — Masonry Strong-Tie Titen HD Allowable Tension and Shear Loads in t " 8" Lightweight, Medium-Weight and Normal-Weight Hollow CMU IBC 8"Hollow CMU Loads Based Embedment Minimum on MU Strength O Size Drill Bit Depth° Edge in. Diameter in Distance Tension Load Shear Load (mm) in. (mm) in. C.)(mm) Ultimate Allowable Ultimate Allowable E lb.(kN) lb.(kN) lb.(kN) lb.(kN) Q 1 Anchor Installed in Face Shell(See Figure 5) CO % 14 4 720 145 1,240 250 V 3/4 (9.5) (45) (102) (3.2) (0.6) (5.5) (1.1) �C CO 'h /x 13/4 4 760 150 1,240 250 ..0 (12.7) (45) (102) (3.4) (0.7) (5.5) (1.1) V G) % �3 13/a 4 800 160 1,240 250 (15.9) (45) (102) (3.6) (0,7) (5.5) (1.1) 3/4 1% 4 880 175 1,240 250 (19.1) 3/4 (45) (102) (3.9) (0.8) (5.5) (1.1) 1.The tabulated allowable loads are based on a safety factor of 5.0 for installations under the IBC and IRC. Note:No installation within 4%"of bed joint of hollow masonry block wall. 2.Values for 8"-wide,lightweight,medium-weight and normal-weight concrete masonry units. 3.The minimum specified compressive strength of masonry,f',,,,at 28 days is 1,500 psi. 4.Embedment depth is measured from the outside face of the concrete masonry unit and is based on the anchor being embedded an additional'h"-through 1 1/4"-thick face shell. 5.Allowable loads may not be increased for short-term loading due to wind or seismic forces. CMU wall design must satisfy applicable design standards and be capable of withstanding applied loads. 6.Do not use impact wrenches to install in hollow CMU. 7.Set drill to rotation-only mode when drilling into hollow CMU. 8.The tabulated allowable loads are based on one anchor installed in a single cell. 9.Distance from centerline of anchor to head joint shall be a minimum of 4%". ua illy. :: ... . . 5/8" ��o gir ,:::: oz Za0 o EL 1IT1 :soo 0 N o Figure 5 CJ See p. 12 for an explanation of the load table icons. 87 Simpson Strong-Tiee Anchoring,Fastening,Restoration and Strengthening Systems for Concrete and Masonry SIMPSON Titen HD° Design Information - Masonry Strong-Tie __ .. -. Titen HD®Allowable Tension and Shear Loads in IBCri] * 8" Lightweight, Medium-Weight and Normal-Weight Grout-Filled CMU Stemwall -- Minimum 1 Minimum Critical 8"Grout-Filled CMU Allowable Loads Based on CMU Strength,fin=1,500 psi --- Bit Size Diameter Deipth Distance Distance Dige End stance Tension Shear Perpendicular to Edge Shear Parallel to Edge • _C (mm) in. (mm) in. 1 in. in. Ultimate Allowable Ultimate Allowable Ultimate Allowable (.3 (mm) li (mm) (mm) lb.(kN) lb.(kN) lb.(kN) lb.(kN) lb.(kN) lb.(kN) Anchor Installed in Cell Opening or Web(Top of Wall)(See Figure 6) Q 1 ' 41 13/e 8 8 2,860 570 800 160 2,920 585 CO (12.7) (114) (45) (203) (203) (12.7) (2,5) (3.6) (0.7) (13.0) (2.6) V s/e % 41/2 13/4 10 10 2,860 570 800 160 3,380 675 C (15.9) (114) (45) (254) (254) (12.7) (2.5) (3.6) (0.7) (15.0) I (3.0) � 1.The tabulated allowable loads are based on a safety factor of 5.0 for installations under the BC and IRC. -1,,,,,, 2.Values are for 8"-wide,lightweight,medium-weight and normal-weight concrete masonry units. 3.The masonry units must be fully grouted. Q) 4.The minimum specified compressive strength of masonry,fm,at 28 days is 1,500 psi. 2 5.Grout-filled CMU wall design must satisfy applicable design standards and be capable of withstanding applied design loads. 6.Loads are based on anchor installed in either the web or grout-filled cell opening in the top of wall. 6,--) ��-13/4"edge distance 0 o 0 o. F. End distance--► A Figure 6. o • 0.' •° °p ° •o • a' Anchor Installed \°u / �/ in Top of Wall at 13/4"Edge Distance Titen HD®Allowable Tension and Shear Loads in 8" Medium-Weight and Normal-Weight Grout-Filled CMU Stemwall IBC I-tt-I Embed. Minimum Minimum Critical 8"Grout-Filled CMU Allowable Loads Based on CMU Strength,fin=2,000 psi Size Drill Bit Depth Edge End Spacing in. DiameterDistance Distance Distance Tension Shear Perpendicular to Edge Shear Parallel to Edge _ _ (mm) in. (mm) in. in. in• Ultimate Allowable Ultimate Allowable Ultimate Alowable (mm) (mm) (mm) lb.(kN) lb.(kN) lb.(kN) lb.(RN) lb.(kN) lb.(kN) i- Anchor Installed in Cell Opening(Top of Wall)(See Figure 7) m 8 .1/2 u, (12.7) 41/2 3 12 12 5,800 1,160 2,750 550 7,500 1,500 0 % (114) (76) (305) (305) (25.8) (5.2) (12.2) (2.5) (33.4) (6.7) z (15.9) a z 1.The tabulated allowable loads are based on a safety factor of 5.0 for installations under the BC and IRC. a 2.Values are for 8"-wide,medium-weight and normal-weight concrete masonry units. s a 3.The masonry units must be fully grouted. n 4.The minimum specified compressive strength of masonry,f'm,at 28 days is 2,000 psi. R. 5.Allowable loads are not permitted to be increased for short-term loading due to wind or seismic forces, 6.Grout-filled CAN wall design must satisfy applicable design standards and be capable of withstanding applied design loads. § 7.Loads are based on anchor installed in grout-filled cell opening in the top of wall. < 0 3"edge distance lf.�' • ° O o ° . °- 0° . 0-o 0 • to Off.o • End distance a. Figure 7. lea o ' �; / 0 _ .0 °°o ' Anchor Installed �--� in Top of Wall at 3"Edge Distance "See p.12 for an explanation of the load table icons. 88 1 Simpson Strong-Tie®Anchoring,Fastening, Restoration and Strengthening Systems for Concrete and Masonry IMPSON Titen HD® Design Information — Masonry StrongTie Titen HD Allowable Tension Loads for 8" Lightweight, Medium-Weight (� and Normal-Weight CMU Chair Blocks Filled with Normal-Weight Concrete t Minimum Minimum 8"Concrete-Filled CMU Chair Block • Size Drill Bit Embedment Edge Critical Allowable Tension Loads Based on CMU Strength L • in. Diameter Depth Distance Spacing • O (mm) (in.) in. in. (mm) Ultimate lb. • • Allowable lb. _C (mm) (mm) (kN) (kN) U 2% 13/4 91/2 3,175 635 5 (60) (44) (241) (14.1) (2.8) Q % 3% 1/ 131/2 5,175 1,035 f� (9.5) (86) (44) (343) (23.0) (4.6) 0 5 21/4 20 10,584 2,115 _ (127) (57) (508) (47.1) (9.4) (d 8 21/4 32 13,722 2,754 -C .1/2 1h 4.1 (203) (57) (813) (61.0) (12.2) V (12.7) 10 21/4 40 16,630 3,325 (254) (57) (1016) (74.0) (14.8) 5 sk 5-1/2 1N 22 9,025 1,805 (15.9) (140) (44) (559) (40.1) (8.1) • 1.The tabulated allowable loads are based on a safety factor of 5.0. 2.Values are for 8"-wide concrete masonry units(CMU)filled with concrete,with minimum compressive strength of 2,500 psi and poured monolithically with the floor slab. 3.Center#5 rebar in CMU cell and concrete slab as shown in the illustration below. Edge distance ' Ili o / . . .. Z m 0 0 o #5 rebar ��) ` : o' ,. •o a.. • • E ) 1 .a''. i /".•:,. : '1• :•, • f',>_2,500 psi Z N o i i• .. .:7i:o.. a o o : concrete, CC ``-- �_.� .•.' l;;.:.2 :•t4•{ slab on grade o ;`<• • II (monolithic pour) " " im I i • • 4thc k o i.• •a /, slab'N /IV •c t11 � i o ri o . . t a" t�t\`'a '•i Y yV Minimum o '•A I 3 courses high �ly- *Seep.72 for an explanation of the load table icons. 89 a Simpson Strong-Tic Anchoring, Fastening, Restoration and Strengthening Systems for Concrete and Masonry SIMPSON Titen HD® Design Information - Masonry Strong-Tie • Load-Adjustment Factors for Titen HD Anchors in Face-of-Wall Installation in 8" Grout-Filled CMU: Edge Distance and Spacing, Tension and Shear Loads up - How to use these charts: Edge Distance Tension (fe) IBC .:. ;< = 1.The following tables are for reduced Dia. 1/4 3/6 1/ % 3/4 C..) edge distance and spacing. E 21 23/. 3' 41 51/2 C 2. Locate the anchor size to be used tact ccr 4 12 12 12 12 Q for either a tension and/or shear (in.) cmin 1.25 4 4 4 4 load application. 3.Locate the embedment(E)at which fcmin 0.77 1.00 1.00 0.83 0.66 ✓ the anchor is to be installed. 1.25 0.77 E 4. Locate the edge distance(cast)or 2 0.83 CZ spacing(sacs)at which the anchor is 3 0.92 to be installed. 4 1.00 1.00 1.00 0.83 0.66 ✓ 6 1.00 1.00 1.00 0.87 0.75 O 5.The load adjustment factor(fc or fs)is the intersection of the row and column. 8 1.00 1.00 1.00 0.92 0.83 6.Multiply the allowable load by the 10 1.00 1.00 1.00 0.96 0.92 applicable load adjustment factor. 12 1.00 1.00 1.00 1.00 1,00 7. Reduction factors for multiple edges See footnotes below. or spacings are multiplied together. E ge stance Shear SdhearD Load Parallel tofEdge or End IBC �;A .�� l Dia. 94 3/5 1/2 5 3/4 E 21/2 2314 31A 41/2 5% tact(in.) car 4 12 12 12 12 cmin 1.25 4 4 4 4 fcmin 0.58 0.77 0.48 0.46 0.44 1.25 0.58 2 0.69 3 0,85 4 1.00 0.77 0.48 0.46 0.44 6 1.00 0.83 0.61 0.60 0.58 8 1.00 0.89 0.74 0.73 0.72 10 1.00 0.94 0.87 0.87 0.86 12 1.00 1.00 1.00 1.00 1.00 See footnotes below. z >- Edge Distance Shear(fc) o Shear Load Perpendicular to Edge or End IBC (fix u (Directed Towards Edge or End) L 91 6 Dia. 94 _ % 1h 5 3/e 0 E 21/2 2 3/a 3 Yz 41/2 51 Cad ccr 4 12 12 12 12 0 (in..) cmin 1.25 _ 4 4 4 4 a 2 fc,,,,,, 0.71 0.58 0.38 0.30 0.21 5) N 1.25 0.71 2 0.79 3 0.89 S 4 1.00 0.58 0.38 0.30 0.21 o 6 1.00 0.69 0,54 0.48 0.41 8 1,00 0.79 0.69 0.65 0.61 10 1.00 0.90 0.85 0.83 0.80 12 1.00 1.00 1.00 1.00 1.00 1.E=embedment depth(inches). 2.cot=actual end or edge distance at which anchor is installed(inches). 3.c,=critical end or edge distance for 100%load(inches). 4.c,,,,n=minimum end or edge distance for reduced load(inches). 5.fc=adjustment factor for allowable load at actual end or edge distance. 6.fact=adjustment factor for allowable load at critical end or edge distance.fac,is always=1.00. 7.fcmin=adjustment factor for allowable load at minimum end or edge distance. 8.fc=fcmin+[(1-fcmin)(Cact-Cmir)/(cc,-Cminli See p.12 for an explanation of the load table icons. 90 Simpson Strong-Tie®Anchoring,Fastening, Restoration and Strengthening Systems for Concrete and Masonry !FI PSON - Titen HD® Design Information - Masonry strongTie a Load-Adjustment Factors for Titen HD Anchors in Face-of-Wall Installation in 8" Grout-Filled CMU: Edge Distance and Spacing, Tension and Shear Loads (cont.) How to use these charts: Edge Distance Shear(fc) (12 1.The following tables are for reduced Shear Load Perpendicular to Edge or End 4 = /-E-* edge distance and spacing. (Directed Away From Edge or End) IBC == C U 2. Locate the anchor size to be used Dia. V. 3h /z e/a 3/4 C for either a tension and/or shear Q E 21/2 23/4 31/2 41/2 51/2 load application. cart 3. Locate the embedment(E)at which (in.) cc. 4 12 12 12 12 t0 the anchor is to be installed. cmm 1.25 4 4 4 4 0 4. Locate the edge distance(ca,t)or imnin 0.71 0.89 0.79 0.58 0.38 C CD spacing(sacr)at which the anchor is 1.25 0.71 to be installed. 2 0.79 .0 5.The load adjustment factor(f,or fs)is 3 0.89 the intersection of the row and column. 4 1.00 0.89 0.79 0.58 0.38 6. Multiply the allowable load by the 6 1.00 0.92 0.84 0.69 0.54 applicable load adjustment factor. 8 1.00 0.95 0.90 0.79 0.69 7. Reduction factors for multiple edges 10 1.00 0.97 0.95 0.90 0,85 or spacings are multiplied together. 12 1.00 1.00 1.00 1.00 1.00 Spacing Tension (fs) IBC ®* Dia. '/4 % '/z % 3/4 E 21 23/4 31/2 41 51/2 sacr Scr 4 6 8 10 12 (in.) Smin 2 3 4 5 6 fsmin 0.66 0.87 0.69 0.59 0.50 2 0.66 3 0.83 0.87 4 1.00 0.91 0.69 5 0.96 0.77 0.59 6 1.00 0.85 0.67 0.50 8 1.00 0.84 0.67 10 1.00 0.83 d 12 1.00 a 8a Spacing Shear(fs) IBC _ , r: th Dia. 1/43/e 1/2 '/e 3/4 o E 21/2 2% 3' 4'/2 51/2 I Fa o Sact Sr 4 6 8 10 12 (ina Smin 2 3 4 5 6 1smin 0.87 0.62 0.62 0.62 0.62 0 2 0.87 © 3 0.93 0.62 0 4 1.00 0.75 0.62 5 0.87 0.72 0.62 O 6 1.00 0.81 0.70 0.62 8 1.00 0.85 i 0.75 10 1.00 0.87 12 1.00 1.E=embedment depth(inches). 2.sacr=actual spacing distance at which anchors are installed(inches). 3.sc,=critical spacing distance for 100%load(inches). 4.s,,,;,,=minimum spacing distance for reduced load(inches). 5.f$=adjustment factor for allowable load at actual spacing distance. 6.fsc,=adjustment factor for allowable load at critical spacing distance.fsc,is always=1.00. 7.fs„,;,,=adjustment factor for allowable load at minimum spacing distance. 8.fs=fsm;n+Ill-fsrr Isac,-smir,)/(so.-sm,,,)). "See p. 12 for an explanation of the load table icons. 91 Screw Capacities ,y• SS MA s Screw Capacities Table Notes 1. Capacities based on AISI S100 Section E4. 6. Pull-out capacity is based on the lesser of pull-out capacity in 2. When connecting materials of different steel thicknesses or sheet closest to screw tip or tension strength of screw. tensile strengths, use the lowest values.Tabulated values 7. Pull-over capacity is based on the lesser of pull-over capacity for assume two sheets of equal thickness are connected. sheet closest to screw header or tension strength of screw. 3. Capacities are based on Allowable Strength Design (ASD) and 8. Values are for pure shear or tension loads. See AISI Section E4.5 include safety factor of 3.0. for combined shear and pull-over. 4. Where multiple fasteners are used, screws are assumed to 9. Screw Shear(Pss),tension (Pts), diameter, and head diameter have a center-to-center spacing of at least 3 times the nominal are from CFSEI Tech Note (F701-12). diameter(d). 10.Screw shear strength is the average value, and tension strength 5. Screws are assumed to have a center-of-screw to edge-of-steel is the lowest value listed in CFSEI Tech Note(F701-12). dimension of at least 1.5 times the nominal diameter(d) of the 11.Higher values for screw strength (Pss, Pts), may be obtained by screw. specifying screws from a specific manufacturer. Allowable Screw Connection Capacity(Ibs) #6 Screw #8 Screw #10 Screw #12 Screw '/."Screw Thickness Design yield TenPu sile (Pss=643 Ibs,Pts 419 Ibs) (Pss=1278 Ibs,Pts=5861bs) (Pss=1644 Ibs,Pts=1158 Ibs) (Pss=2330 Ibs,Pts=2325 Ibs) (Pss=3048 lbs,Pts=3201 Ibs) (Mils) Thickness (ksi) (ksi) 0.138"dia,0.272"Head 0.164"dia,0.272"Head 0.190"dia,0.340"Head 0.216"dia,0.340"Head 0.250"dia,0.409"Head Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over 18 0.0188 33 33 44 24 84 48 29 84 52 33 105 55 38 105 60 44 127 27 0.0283 33 33 82 37 127 89 43 127 96 50 159 102 57 159 110 66 191 30 0.0312 33 33 95 40 140 103 48 140 111 55 175 118 63 175 127 73 211 33 0.0346 33 45 151 61 140 164 72 195 177 84 265 188 95 265 203 110 318 43 0.0451 33 45 214 79 140 244 94 195 263 109 345 280 124 345 302 144 415 �-"68 0 0713 33 45 214 125 140 426 149 195 523 173 386 557 ,. 196 545 600 227 656 as t + 3 45 214 140 140 426 195 195 448 246 386 777 280 775 r ' 214 140 140 426 195 195 301 386 777 342 , 775 n . 7 ""^^v ^"' 54 0.0566 50 65 214 140 . 140 426 171 195 534 198 385 ' 569 225 625 613 261 752 68 0.0713 50 65 214 140 140 426 195 195 548 249 386 777 284 775 866 328 948 97 0.1017 50 65 214 140 140 426 195 195 548 356 386 777 405 775 1,016 468 1,067 118 0.1242 50 65 214 140 140 426 195 195 548 386 386 777 494 775 1,016 572 1,067 SUPREME Allowable Screw Connection Capacity(Pounds Per Screw -' #6 Screw #8 Screw #10 Screw #12 Screw YP Screw Thickness Design Fy Fu (Pss=643 Ibs,Pts=419 Ibs) (Pss=1278lbs,Pts=5861bs) (Pss=16441bs,Pts 1158 Ibs) (Pss=2330 Ibs,Pts=2325 Ibs) (Pss=3048 lbs.Pts=32011be) (mil) Thickness Yield Tensile(in) (ksi) (ksi) 0.138"Dia;0.272"Head 0.164"Dia;0.272"Head 0.190"Dia;0.340"Head 0.216"Dia;0.340"Head 0.250"Dia;0.409"Head Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over D25 0.0155 50 65 111' 39 137 111' 47 137 111' 54 171 - - - . . - D20 0.0188 57 65 142' 48 140 150' 57 166 164' 66 208 109 75 208 - - - 30EQD 0,0235 57 65 174' 60 140 184' 71 195 236' 82 260 152 93 260 - - - 33EQD 0.0235 57 65 174' 60 140 184' 71 195 236' 82 260 152 93 260 - - - 33EQS 0.0295 57 65 171 75 140 187 89 195 201 103 326 214 117 326 231 136 392 43EQS 0.0400 57 65 270 102 140 295 121 195 317 140 386 338 159 442 364 184 532 Values are based on testing using AIS75100 procedures. Complies With 2009,2012 and 2015 IBC www.SCAFC0.com 83 -:".0 Weld Capacities SSMA Weld Capacities Table Notes 1. Capacities based on the AISI S100 Specification Sections E2.4 for 6. Transverse capacity is loading in perpendicular direction of the fillet welds and E2.5 for flare groove welds. length of the weld. 2. When connecting materials of different steel thicknesses or 7. For flare groove welds,the effective throat of weld is tensile strengths, use the lowest values. conservatively assumed to be less than 2t. 3. Capacities are based on Allowable Strength Design (ASD). 8. For longitudinal fillet welds, a minimum value of EQ E2.4-1, 4. Weld capacities are based on E60 electrodes. For material E2.4-2, and E2.4-4 was used. thinner than 68 mil, 0.030"to 0.035" diameter wire electrodes 9. For transverse fillet welds, a minimum value of EQ E2.4-3 and may provide best results. E2.4-4 was used. 5. Longitudinal capacity is considered to be loading in the direction 10.For longitudinal flare groove welds, a minimum value of of the length of the weld. EQ E2.5-2 and E2.5-3 was used. Allowable Weld Capacity(lbs I in) Fy Fu - ;; Thickness Design Yield (Mils) Thickness(in) Tensile o T (ksi) (ksi) i_� ��3WOWkW 43E0S 0 0400 57 65 639 1106 696 849 43 0.0451 33 45 499 864 544 663 54 0.0566 33 45 626 1084 682 832 68 0.0713 33 45 789 1365 859 1048 97 0,1017 33 45 1125 1269 - 54 0.0566 50 65 905 1566 985 1202 68 0,0713 50 65 1140 1972 1241 1514 97 0.1017 50 65 1269 1269 -' -' 'Weld capacity for material thickness greater than 0.I0"requires engineering judgment to determine leg of welds, WI and W2. 34 www.SCAFCO.com Copyright©2015 by the SSMA SHEET METAL SCREW (SMS) ALLOWABLE STRENGTHS D-79 y $ TABLE 1 SHEET METAL SCREW ALLOWABLE STRENGTHS FOR STEEL TO STEEL CONNECTIONS. FASTENER SIZE W NO. 14 NO. 12 NO. 10 NO. 8 NO. 6 (KSI) (STEEL GA) 0.250 IN 0.216 IN 0.190 IN 0.164 IN 0.138 IN SHEAR TENSION SHEAR TENSION SHEAR TENSION SHEAR TENSION SHEAR TENSION (LB) (LB) (LB) (LB) (LB) (LB) (LB) (LB) (LB) (LB) 50 97 (12) 704 275 525 205 68 (14) 704 275 525 205 405 159 54 (16) 613 261 525 205 405 159 303 118 33 43 (18) 302 144 280 124 263 109 244 94 165 79 33 (20) 177 84 164 72 151 61 NOTES- 1. SEE GENERAL NOTES ON ST1.06 FOR MORE INFORMATION. 2. WHERE ONE OR TWO LAYERS OF GYP BOARD OCCURS BETWEEN STEEL SURFACES, THE ALLOWABLE VALUES OF TABLE 2 & 3 SHALL BE USED. 3. ALLOWABLE STRENGTH VALUES DO NOT ACCOUNT FOR EFFECTS FROM PRYING. THE RDP IN RESPONSIBLE CHARGE OF THE PROJECT SHALL PROVIDE ADEQUATE BLOCKING/RESTRANI;T0 PREVENT PRYING ACTION. WHERE PRYING OCCURS. THE VALUES AND CONSTRAINTS OF TABLE 4 SHALL BE USED. TABLE 2 - NON-PRYING CONDITION � SHEET METAL SCREW ALLOWABLE STRENGTHS 'TO SP STEEL CONNECTIONS WITH ONE LAYER OF 5/8" GYP BOARD BETWEEN STEEL SURFACES. FASTENER SIZE F7 MIL NO. 14 NO. 12 NO. 10 NO. 8 NO. 6 (KSI) (STEEL GA) 0.250 IN 0.216 IN 0.190 IN 0.164 IN 0.138 IN SHEAR TENSION SHEAR TENSION SHEAR TENSION SHEAR TENSION SHEAR TENSION (LB) (LB) (LB) (LB) (LB) (LB) (LB) (LB) (LB) (LB) 50 97 (12) 226 275 180 205 68 (14) 224, :, 275 180 205 140 .059 54 (16) 226 261 180 205 140 159 120 118 33 43 (18) 226 144 180 124 140 109 120 94 60 79 33 (20) 100 84 80 72 60 61 NOTES- 1. SEE GENERAL NOTES ON ST1.06 FOR MORE INFORMATION. 2. ALLOWABLE STRENGTH VALUES DO NOT ACCOUNT FOR EFFECTS FROM PRYING. RDP IN RESPONSIBLE CHARGE TO PROVIDE ADEQUATE BLOCKING/RESTRAINT TO PREVENT PRYING ACTION. WHERE PRYING OCCURS. THE VALUES AND CONSTRAINTS OF TABLE 4 SHALL BE USED. SECTION TITLE: STANDARD PARTITION WALL DETAILS SHEET TITLE: On NO.: STRENGTHSSHEET METAL SCREW ALLOWABLE ST1 .07 05/11/2017 OPD-0001-13; Reviewed for Code Compliance by Karim Page 24 of 86 A SHEET METAL SCREW (SMS) ALLOWABLE STRENGTHS (CONTINUED) D-80 406' TABLE 3 - NON-PRYING CONDITION $ SHEET METAL SCREW ALLOWABLE STRENGTHS FOR STEEL TO STEEL CONNECTIONS WITH TWO LAYERS OF 5/8" GYP BOARD BETWEEN STEEL SURFACES. FASTENER SIZE NO. 14 NO. 12 NO. 10 NO. 8 NO. 6 Fr MIL 0.250 IN 0.216 IN 0.190 IN 0.164 IN 0.138 IN (KSI) (STEEL GA) SHEAR TENSION SHEAR TENSION SHEAR TENSION SHEAR TENSION SHEAR TENSION (LB) (LB) (LB) (LB) (LB) (LB) (LB) (LB) (LB) (LB) 50 97 (12) 166 275 130 205 68 (14) 166 275 130 205 100 159 54 (16) 166 261 130 205 100 159 80 118 33 43 (18) 166 144 130 124 100 109 80 94 50 79 33 (20) 70 84 50 72 40 61 NOTES: 1. SEE GENERAL NOTES ON ST1.06 FOR MORE INFORMATION. 2. ALLOWABLE STRENGTH VALUES DO NOT ACCOUNT FOR EFFECTS FROM PRYING. RDP IN RESPONSIBLE CHARGE TO PROVIDE ADEQUATE BLOCKING/RESTRAINT TO PREVENT PRYING ACTION. WHERE PRYING OCCURS, THE VALUES AND CONSTRAINTS OF TABLE 4 SHALL BE USED. TABLE 4 - PRYING CONDITION (SEE DETAILS BELOW - STRUT CAN BE HORIZONTAL OR VERTICAL) SHEET METAL SCREW ALLOWABLE STRENGTHS FOR STEEL TO STEEL CONNECTIONS WITH ONE OR TWO LAYERS OF 5/8" GYP BOARD BETWEEN STEEL SURFACES AND MAXIMUM PRYING MOMENT ARM OF 1 5/8". _ FASTENER SIZE Fr MIL NO. 14 NO. 12 NO. 16 NO. 8 NO. 6 (KSI) (STEEL GA) 0.250 IN 0.216 IN 0.190 IN 0.164 IN 0.138 IN ,SHEAR TENSION SHEAR TENSION SHEAR TENSION SHEAR TENSION SHEAR TENSION (LB) (LB) (LB) (LB) (LB) (LB) (LB) (LB) (LB) (LB) 50 97 (12) 17:- 40 275 30 205 68 (14) 40 275 30 205 25 159 54 (16) 40 261 30 205 25 159 20 118 33 43 (18) 40 144 30 124 25 109 20 94 10 79 33 (20) 15 84 15 72 10 61 NOTES. 1. SEE GENERAL NOTES ON ST1.06 FOR MORE INFORMATION. 2. THE ALLOWABLE STRENGTH VALUES LISTED IN TABLE 4 ARE BASED UPON A LIMITED TEST ASSEMBLY WHERE THE ORIGIN AND DIRECTION OF THE LOAD RESULTS IN PRYING UPON THE FASTENER. THE MAGNITUDE OF THIS PRYING EFFECT SHALL BE LIMITED TO A MOMENT ARM OF 1 5/8" FROM THE FASTENER. METAL STUD LOAD APPLIED LOAD APPLIED PERPENDICULAR TO I PERPENDICULAR TO AXIS AXIS OF STRUT AT A OF STRUT THROUGH ` MAXIMUM DISTANCE I STRUT UP TO A MAXIMUM I OF 1 5/8" FROM GYP- OF 1 5/8" FROM _ PARTITION WALL I PARTITION WALL I ( ) LAYERSD OF 5/8"MAX �1� METAL STUD I WAL1 ELEV WITH LOAD APPLEC 1}ii0U0H STFNJT SECTION TITLE: STANDARD PARTITION WALL DETAILS SHEET TITLE: OPD NO.: SHEET METAL SCREW ALLOWABLE STRENGTHS (CONTINUED) ST1 .08 05/11/2017 OPD-0001-13; Reviewed for Code Compliance by Karim Page 25 of 86 OFFICE COPY • 41,4 Howard S. Submittal #23 0000-4.0 a ' 'y RECEIVED 23 0000 - HVAC and SEP 07 2023 Mechanical Equipmet Balfour Beatty Construction,LLC dba Howard S.Wright Project: 17241000- BMW of Tigard 1455 NW Irving Street,Suite 400 CITY OF TIGARD 10031 SW Cascade Avenue Portland,Oregon 97209 BUILDING DIVISION Tigard,Oregon 97223-4326 Phone:(503)220-0895 Phone:856-663-5200 Rooftop Equipment Anchorage SPEC SECTION: 23 0000-HVAC and Mechanical Equipmet SUBMITTAL MANAGER: Eric Hayward (Balfour Beatty) STATUS: Open DATE CREATED: 08/22/2023 ISSUE DATE: 08/22/2023 REVISION: 0 RESPONSIBLE HVAC Incorporated(Milwaukie) RECEIVED FROM: Mark Gerstlauer CONTRACTOR: RECEIVED DATE: SUBMIT BY: FINAL DUE DATE: 09/6/2023 LOCATION: SUB JOB: COST CODE: APPROVERS: Eric Hayward(Balfour Beatty),Alex Chon,Lyle Hutson,Karl Poland,Sitanan Tanyasakulkit BALL IN COURT: Eric Hayward(Balfour Beatty) DISTRIBUTION: DESCRIPTION: ATTACHMENTS: SUBMITTAL WORKFLOW REVIEWER NAME DUE DATE RESPONSE RESPONSE ATTACHMENTS COMMENTS DATE Eric Hayward 8/22/2023 Pending Alex Chon 9/6/2023 Pending Lyle Hutson 9/6/2023 Pending Karl Poland 9/6/2023 Pending Sitanan Tanyasakulkit 9/6/2023 Pending BY DATE COPIES TO Balfour Beatty Construction,LLC dba Page 1 of 2 Printed On:08/22/2023 09:26 AM Howard S.Wright Submittal Howard S.Wright Sr W company Project: BMW of Tigard View Date: 08/22/2023 Submittal No./Revision: 23 0000-4 0 Description: Subcontractor/Supplier: HVAC Incorporated(Milwaukie) Rooftop Equipment Anchorage Submittal Type: Shop Drawing Required on site by: Spec.Section&Paragraph No.:23 0000 Required lead time: Status: Open Notes: HVAC Incorporated(Milwaukie) Balfour Beatty Construction LLC dba Howard S.• Wright Stampl, Submittal No./Revision:23 0000-4 0 Description: Rooftop Equipment Anchorage Subcontractor certifies that review, approval,verification of This submittal has been reviewed for general compliance with products required, field dimensions, adjacent construction the plans and specification. This review and the response work, and coordination of information is in accordance with the indicated below does not relieve subcontractor/supplier of any requirements of the work and contract documents. contractual responsibilities including the furnishing of all items required by the contract documents and the confirmation of all quantities and dimensions. Submittal No.: 23 0000-4 0 Submitted By: Mark Gerstlauer Description: Rooftop Equipment Anchorage Date: Reviewed by: Eric Hayward Date: 08/22/2023 Stamp Consultant Stamp A/E Response: Engineer of Record has performed a general review of deferred submittal and finds Date: it tobe: ICIn general conformance with project design ❑In general conformance with project design,except as noted ❑Not in general conformance with prefect design.Revise&Resubmit Renew of deferred submittal is for general conformance with the design concept and information contained in Engineer of Record's Plans&Specifications only.Any noted nonconformifies or errors are marked. Deviations from plans or specifications not clearly indicated by the Contractor have not been reviewed. Engineer of Record's review does not include engineering calculations unless expressly noted herein.Design of members and framing systems contained in deferred submittal is solely the responsibility of the manufacturer and the professional engineer whose professional stamp appears on this deferred submittal. Grimm*Chen Structural Engineering,inc. By: ST Date: 08/22/23 Consultant Stamp II 10031 Southwest Cascade Ave Tigard, OR it 1 0 VLMK Project Number:20230422 HVAC,Inc 5188 SE International Way Milwaukie, OR 97222 '(RucTu,. xl ii c,‘kgi filad eS 14 �� IN F` I ,•359P 8/17/23 •.. ••., m..,,,,, c. v4/• 15, 200 1SCN C. S P��\ EXPIRES: 6/30/2024 Prepared By: Emma Olds,PE August 18,2023 ENGINEERING + DESIGN 3933 S Kelly Avenue Portland,OR 97239 tel:503.222.4453 VLMK.COM Structural Calculations:BMW of Tigard HVAC DC-1 Project: BMW of Tigard HVAC Project Number: 20230422 Project Address: 10031 Southwest Cascade Ave Document: Structural Calculations for Tigard, OR Building Permit TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-2 Aerial and Structural Details S-1 thru S-5 Structural Calculations C-1 thru C-16 References R-1 thru R-15 DESCRIPTION OF PROJECT This 'BMW of Tigard HVAC' project consists of the HVAC wind and seismic anchorage calculations and details for (1) RTU and (8) VRFs on the existing building located at 10031 Southwest Cascade Ave, Tigard, OR. Note: Gravity design not included in scope as original building was designed for the additional add loads as outlined in the reference documents. ***LIMITATIONS*** VLMK Engineering + Design was retained in a limited capacity for this project. The design is based upon information provided by the client, who is solely responsible for the accuracy of the information. No responsibility and/or liability is assumed by, nor is any to be assigned to, VLMK Engineering + Design for items beyond that shown in this Structural Calculation Package. G\1cad2023\20230422\Calculations\20230422 DC.docx Structural Calculations:BMW of Tigard fIVAC DC-2 CODES 2022 Oregon Structural Specialty Code (Based on the 2021 International Building Code) DESIGN LOADS Dead Loads Additional Loads 3 Ton RTU 747 lbs VRF Unit (HP1-S1) 1,314 lbs VRF Unit (HP1-1) 3,318 lbs VRF Unit (HP1-2) 918 lbs VRF Unit (HP1-S2) 807 lbs VRF Unit (HP1- S3A) 788 lbs VRF Unit (HP1-S3B) 788 lbs VRF Unit (HP1-S3C) 1,336 lbs VRF Unit (HP2-1) 1,430 lbs Wind Basic Design Wind Speed, V (3-sec gust) 96 mph Nominal Design Wind Speed, Vasd 76 mph Risk Category II Wind Exposure C Internal Pressure Coefficient GCpi = +/- 0.18 Seismic Location Latitude 45.448741 Longitude -122.785269 Seismic Importance Factor, le 1 .0 Risk Category III Mapped Spectral Response Accelerations Ss = 0.863 Si = 0.397 Site Class D Spectral Response Coefficients Sds = 0.664 Sd1 = 0.504 Seismic Design Category D Component Anchorage Factors ap Rp 1p S2a Air-side HVAC Equip 2.5 6.0 1 .25 2.0 Condensing Unit 2.5 3.0 1 .25 1 .15 G44cad2023\20230422\Calculations\20230422 DC.docx NOTE: PLAN IS FOR REFERENCE ONLY, SEE ORIGINAL SHELL BUILDING DRAWINGS FROM GRIM + CHEN STRUCTURAL ENGINEERING, INC. • • • i 2 159 CFM I (TYP e,1 6°m SA f o~m SA a^m SA 8"o SA m 'ir 8"0 SA-\ 2 m SA _....... __... ... _.. .... ...__. ... ___._ aito I' f BmSA , ,t ;",III _ '- ' rat SA---„ 14'm SA i �i.2 I•'® t ® ■ .5, ® _ ■_ j, 0 Jb VRF UNIT, EXISTING STRUCTURE DESIGNED FOR MECH LOADS.VERIFY PROPOSED EQUIPMENT LOCATIONS WITH ORIGINAL DRAWINGS.ANCHOR PER DETAIL 0 a Li; v1 O M /111r711N M 3RD FLOOR MECH PLAN N 0 , , 1 = 1' 0" N 33 I r BMW OF TIGARD HVAC 20230422 08/23 PROJ NO DATE 10031 Southwest Cascade Ave ERO JCS V M K Tigard,OR oRnwNcHEcxeo ENGINEERING + DESIGNAREA OF WORK PLAN S-1 3 SW Kelly Avenue Portland,Oregon 97231 tel:503.222.44531 fax:503.248.92631 www.vlmk.cmm NOTE: PLAN IS FOR REFERENCE ONLY, SEE ORIGINAL SHELL BUILDING DRAWINGS FROM GRIM+ CHEN STRUCTURAL ENGINEERING, INC. I s ,-28"x10"EA ON gjs r•■ .,l I HP tee, 3 TON RTU, EXISTING STRUCTURE _ (7)VRF UNITS, EXISTING DESIGNED FOR MECH LOADS. ► � IA j� STRUCTURE DESIGNED FOR VERIFY PROPOSED EQUIPMENT i MECH LOADS.VERIFY PROPOSED LOCATION WITH ORIGINAL ® f. �, .� ��'�MO � '{ EQUIPMENT LOCATIONS WITH DRAWINGS.ANCHOR PER DETAIL.O ORIGINAL DRAWINGS.ANCHOR fa ,. +*.®1 PER DETAIL I - S-4 , l }: 2 o_ rn N1? 4TH FLOOR FRAMING PLAN COi N o 2 1 = 1' 0 N I r BMW OF TIGARD HVAC 2023042218/15/23 PRO1 NO 1 DATE 10031 Southwest Cascade Ave Author Checker V M K Tigard,OR DRAWN ` ��E�KEo ENGINEERING + DESIGN AREA OF WORK PLAN S-2 3 SW Kelly Avenue Portland,Oregon 97231 tel:503.222.44531 fax:503.248.92631 www.vlmk.corr • ( UCTURq ' ,A t I N F,l , .359P '8/17/23 C. •` •` —.. ("I,9' 15 D' UNIT CASING ' ,ON C. SPA' UNIT BASE AND BASE RAIL EXPIRES: 6/30/2024 III SECURE HOLDOWN TO UNIT WITH pi SECURE ANCHOR TO CURB (4)#12 x 1 1/2"TEK SCREWS j WITH (4)#12 x 1 1/2"TEK SCREWS, TYPICAL 16 GAUGE STEEL'CANFAB' WOOD NAILER OR EQUAL ANCHOR, (4) TOTAL, (1) EACH CORNER ON LONG SIDES OF UNIT 1 UNIT MOUNTING CURB BY UNIT MANUFACTURER GALVANIZED SHEET METAL 1 (20"HEIGHT) COUNTER FLASHING '` %' 1/4"DIA x 3"SCREW ANCHORS AT EACH CORNER OF UNIT ROOFING BY OTHERS T AND AT 12"O.C. EACH SIDE .„ , , , ji SUPPORT FRAMING PER . zm..........:._.--.; SHELL BUILDING PLAN i 2 a rn M N RTU ANCHORAGE DETAIL M N N.NI03 r BMW OF TIGARD HVAC 20230422 08/23 10031 Southwest Cascade Ave ERO JCS V L M K Tigard,OR DRAWN �Eo ENGINEERING + DESIGN RTU ANCHORAGE S-3 3933 SW Kelly Avenue Portland,Oregon 97231 tel 503.222.44531 fax 503.248.92631 www.vlmk.coo • 2"MIN FROM END 1.11 UV RCT R,y 3" 1 1/2"TYP cc50 FS SLEEPER ELEVATION ` N® ATION 4 359P LVRF BY OTHERS 8/17/23 1/2"DIA x 4"LONG LAG SCREW, •F TYPICAL AT EACH CORNER, (4)TOTAL 94/ �O v • 15, CAP FLASHING AND WATERPROOFING I 9SON C. SOs" OF PENETRATIONS BY OTHERS EXPIRES: 6/30/2024 EXISTING ROOF INSULATION S BUILD UP WITH(2)2x6 FLAT SECURED AND MEMEBRANE, REMOVE \ WITH (4)#12 x 3" LONG WOOD UNDER UNIT AS REQUIRED SCREWS WITHIN 6"OF LAG SCREW, BALANCE AT 12"O.C. STAGGERED (2)#12 x 3"LONG WOOD SCREWS `: INSTALL SOLID 6x12 SLEEPER BELOW AT EACH CLIP, TYPICAL UNIT SUPPORT FRAME, SECURE :-. . WITH (3) L3x3x1/4 x 0'-6"EACH SIDE, (6)TOTAL EACH SLEEPER EXISTING CONCRETE 1 (2)3/8"DIA x 2 1/2"EMBED SCREW OVER METAL DECK ANCHORS AT EACH CLIP, TYPICAL TO REMAIN EXISTING WF ► NOTE: BEAM PER PLAN ALL WATERPROOFING OF ROOF DUE TO PROPOSED PENETRATIONS BY OTHERS. rn cM 1 VRF ANCHORAGE DETAIL S-4 1 1/2"= 1'-0" N BMW OF TIGARD HVAC 20230422 08/23 PROJ NO DATE 10031 Southwest Cascade Ave ERO JCS V L M K Tigard,OR DRAWN CHECKED ENGINEERING + DESIGN S-4 3933 SW Kelly Avenue Portland,Oregon 97231 1e1:503.222.44531 two 503.248.9263 I vrvnv.dmk.con VRF ANCHORAGE 2"MIN FROM END '(9UCTURq I, 1,1 1/2"TYP I' c IN F ' r 359P ® SLEEPER ELEVATION $/17/23 LVRF BY OTHERS v 1/2"DIA x 4"LONG LAG SCREW, TYPICAL AT EACH CORNER, (4)TOTAL c, 15Is, , 20�\ • ON C. SPA CAP FLASHING AND WATERPROOFING OF PENETRATIONS BY OTHERS CD1— EXPIRES: 6/30/2024 S EXISTING ROOF INSULATION � �� o BUILD UP WITH (2)2x6 FLAT SECURED AND MEMEBRANE, REMOVE WITH (4)#12 x 3"LONG WOOD UNDER UNIT AS REQUIRED ,:A SCREWS WITHIN 6"OF LAG SCREW, �`` BALANCE AT 12"O.C. STAGGERED (2)#12 x 3"LONG WOOD SCREWS , INSTALL SOLID 6x12 SLEEPER BELOW AT EACH CLIP,TYPICAL UNIT SUPPORT FRAME, SECURE - - . - WITH (3) L3x3x1/4 x 0'-8"EACH SIDE, (6)TOTAL EACH SLEEPER .. EXISTING METAL (4)#12 SCREWS AT EACH CLIP, TYPICAL DECK TO REMAIN EXISTING WF ►y NOTE: BEAM PER PLAN ALL WATERPROOFING OF ROOF DUE TO PROPOSED PENETRATIONS BY OTHERS. M a rn M N CI VRF ANCHORAGE DETAIL MCV1 1/2"= 1'-0" N I r BMW OF TIGARD HVAC 20230422 08/23 ARCM NO DATE 10031 Southwest Cascade Ave ERO JCS V M K Tigard,OR DRAWNENGINEERING + DESIGN VRF ANCHORAGES-5 3 SW KellyAvenue Portland,Oregon 97231 tel:503.222.44531 tax:503.248.9263 I www.vlmk.corc I VVLMK Project BMW of Tigard Job#: 20230422 By: ERO Date: 08/23 Sheet B: C-1 ENGINEERING 4.DESIGN RTU ANCHORAGE ANCHORAGE LOADS VCORNER:=177/bf Shear at corner <ASD>, see following for development TCORNER''233 /bf Uplift at corner <ASD>, see following for development UNIT-TO-CURB CONNECTION VTEK:=(308/bf) (4)=1232/bf Allowable shear TTEK:=(132 Mt) (4)=528 lbf Allowable withdrawal VTEK>VCORNER AND TTEK>TCORNER ==> USE(4) #12 x 1 1/2" TEK SCREWS CURB-TO-FRAMING CONNECTION USE 1/4"DIA x 2"EMBED SCREW ANCHORS AT 12"O.C. (see following Simpson report) 3933 S Kelly Avenue POrila OR 97239 t5 503,2224453 fa:503.748,9263 ',AivoLvImk • v' 'V L M K Project: BMW of Tigard Job#: 20230422 By: ERO Date: 08/23 Sheet C-2 ENGINEERING•DESIGN v3.01-Software Copyright 2020 VLMK Consulting Engineers. All Rights Reserved. Wind Loads on Rooftop Structures and Equipment Based on the 2018 International Building Code and ASCE 7-16, 29.4.1 �a 4 TYPICAL SCREEN WALL /i' p 9 EV ' aT�i m lip ,%-.„ TYPICAL MECHANICAL UNIT = Fh H cON Cis- H NO h DESIGN INPUT B = 71.67 ft Horizontal Dimension of Building Measured Normal to the Wind Direction h = 40 ft Mean Roof Height of Building (Eave Height if Roof Angle < 10) Height = 3.42 ft Height of Rooftop Structure or Equipment Width = 5.83 :ft Width of Rooftop Structure or Equipment, Perpendicular to Wind Depth = 3.67 ft Depth of Rooftop Structure or Equipment, Parallel to Wind H = 43.4 ft Height to Top of Structure or Equipment V„lt = 96 mph Ultimate Wind Speed 3-Second Gust [Figures 26.5-1A, B, &C] Exposure Category [Section 26.7.3] zg = 900 ft Nominal Height of Atmospheric Boundary Layer [Table 26.11-1] a = 9.5 3-Second Gust-Speed Power Law Exponent [Table 26.11-1] K, = 1.044 Velocity Pressure Exposure Coefficient [Table 26.10-1] KZt = 1.00: . Topographic Factor [Figure 26.8-1] Kd = 0.85' Wind Directionality Factor [Table 26.6-1] Ke = 1.00 Ground Elevation Factor [Table 26.9-1] ANALYSIS qZ = 0.00256KZKAKdKeV uit2 [Equation 29.3-1] qZ = 20.9 psf Velocity Pressure at Ultimate Level GCr = 1.9 Horizontal: Force Increase &Gust Factor [Section 29.4.1] GCr = 1.5 Vertical-Uplift: Force Increase &Gust Factor [Section 29.4.1] Af = 19.93056 sf Area of Structure Normal to the Wind Direction (Horizontal face) Ar = 21.38889 sf Area of Structure Perpendicular to the Wind Direction (Vertical face) B*h = 2866.8 sf Building Area Normal to the Wind Direction Fh = gh(GCr)Ar [Equation 29.4-2] 4 Fh = 793 lbs Horizontal Design Wind Force (Ult., 1.0W) Ph = 39.8 psf Horizontal Design Wind Pressure (Ult., 1.0W) F„ = gh(GC,)A, [Equation 29.4-3] Fv = 671 lbs Vertical (Uplift) Design Wind Force (Ult., 1.0W) P„ = 31.4 psf Vertical (Uplift) Design Wind Pressure (Ult., 1.0W) I -V V L M K Project BMW of Tigard lob# 20230422 By: ERO Date: 08/23 Shee►#. C-3 ENGINEERING+-DESIGN v4.02-Software Copyright 2023 VLMK Consulting Engineers. All Rights Reserved. Mechanical Unit Anchorage Design - HVAC Based on the 2021 International Building Code and ASCE 7-16 DESIGN INPUT Seismic Parameters: x Sos = 0.664:, g Design Spectral Response Acceleration I I S2 = 1.0 Overstrength Factor [ASCE Table 13.5-1 or 13.6-1] • 3 4 • - a 0 = 2.5 [ASCE Table 13.5-1 or 13.6-1] rhcG Rp = 6.0 •;' [ASCE Table 13.5-1 or 13.6-1] SCR Y Ycg ID = 1,00 [ASCE 13.1.3] z = 40 ft Attachment height from base of structure • 1 2 • - h = 40 ft Average roof height of structure from base u X Wind Parameters: PLAN VIEW PHORIZ. = ' ' 9.8I psf Design Wind Pressure (psf), 1.0W PUPttFr = 31,4 psf Design Wind Pressure (psf), 1.0W Mechanical Unit Parameters: G Wp = 750 lbs Total Weight X = 70.0 in Base Dimension (max) zcg Y = 44,3 in Base Dimension (min) Z = 41.0 in Height of Unit SIDE VIEW Zcurb = 20.0 in Height of Curb, where occurs Load Combinations: Xcg = 35.0 '..in Center of Gravity Seismic: Wind: Ycq = 22.1 in Center of Gravity (0.9-0.2Sos)D + QE 0.9D + 1.0W Zcq = 20.5 in Center of Gravity (excluding curb) (0.6-0.14Sps)D + 0.7E 0.6D + 0.6W ANALYSIS Base Shear: (Load applied to all (4) anchors/corners together) Seismic: 0.4a Fp = p SDSW p (1+2 z = 249 lbs <_1.65 I pWp = 797 lbs OK RP/I p hi >_0.3SDSI pWp = 149 lbs OK Base Shear, S2V„E = 249 lbs Seismic, QE Wind: Vuw = 1180 lbs Wind, 1.0W V,,,BASE = 1180 lbs Wind, 1.0W = 708 lbs (ASD, 0.6W) Anchor Shear: (Load applied to each anchor/corner) Seismic: Design Eccentricity = 5% Anchor: dx dx^2 dy dy^2 ex = 3.5 in e,, = 2.2125 in 1 35 1225 22.125 489.52 MX-X = 872 in-lbs Mv_v = 551 in-lbs 2 35 1225 22.125 489.52 Y-Direction X-Direction 3 35 1225 22.125 489.52 V1,3 = 68 lbs V1,2 = 68 lbs 4 35 1225 22.125 489.52 V2,4 = 68 lbs V3,4 = 68 lbs 4900 1958.06 Wind: V1,2,3,4 = 295 lbs Max V,,,ANCHOR = 295 lbs Wind, 1.0W = 177 lbs (ASD, 0.6W) Overturning/Uplift: (Load applied to each anchor/corner) Seismic: Mot = 10085 lb-in Seismic, QE Net Tension: TX* = 257 lbs Wind, 1.0W Mres,x = 20139 lb-in Seismic, QE Tv* = 407 lbs Wind, 1.0W Mres,y = 12731 lb-in Seismic, S2E Wind: Ma = 35996 lb-in Wind, 1.0W Max TU,ANCHOR* = 407 lbs Wind, 1.0W Mres,x = 23625 lb-in Wind, 1.0W = 233 lbs (ASD, 0.6W) Mres,v = 14934 lb-in Wind, 1.0W *Negative(-)values indicate there is no net uplift Company: VLMK Engineering+Design Date: 8/14/2023 SIMPSON Anchor DesignerTM Engineer: ERO Page: 1/5 C-4 S 'Te Software Project: BMW of Tigard Version 3.1.2301.3 Address: Phone: E-mail: 1.Project information Customer company: Project description:Typical VRF Sleeper Anchorage Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-19 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):4.00 State:Cracked Anchor Information: Compressive strength,f (psi):4000 Anchor type:Concrete screw Wc,v: 1.0 Material:Carbon Steel Reinforcement condition:Supplementary reinforcement not present Diameter(inch):0.250 Supplemental edge reinforcement:Not applicable Nominal Embedment depth(inch):2.000 Reinforcement provided at corners:No Effective Embedment depth,hef(inch): 1.510 Ignore concrete breakout in tension:No Code report:ICC-ES ESR-2713 Ignore concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement: Not applicable Anchor ductility:No Build-up grout pad:No hmin(inch):3.36 ca.(inch):4.29 Cmin(inch): 1.50 Smin(inch): 1.50 Recommended Anchor Anchor Name:Titen HD®-1/4'0 Titen HD,hnom:2"(51mm) Code Report:ICC-ES ESR-2713 2 . ------ -1‘' 11 \ ). :81k 1 1 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor DesignerT"^ Company: VLMK Engineering+Design Date: 8/14/2023 Engineer: ERO Page: 2/5 C-5 Strong-Tie Software Project: BMW of Tigard Version 3.1.2301.3 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension:17.10.5.3(d)is satisfied Ductility section for shear:17.10.6.3(c)is satisfied Qo factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: N.[Ib]:233 V.[lb]:0 Vuay[lb]: 177 <Figure 1> Z 2 (b t B tl i tl s Y '\• � Y { 3 177li:; X Q lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc, 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 wwwstrongtie.com SIMPSON Anchor DesignerTM Company: VLMK Engineering+Design Date: 8/14/2023 Engineer: ERO Page: 3/5 C-6 Strong-Tie Software Project: BMW of Tigard Version 3.1.2301.3 Address: Phone: E-mail: <Figure 2> 00 00 c, Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor DesignerTM Company: VLMK Engineering+Design Date: 8/14/2023 Engineer: ERO Page: 4/5 C-7 Strong-Tie Software Project: BMW of Tigard Version 3.1.2301.3 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) Vuax(lb) Vuay(Ib) J(Vuax)2+(Vuay)2(lb) 1 233.0 0.0 177.0 177.0 Sum 233.0 0.0 177.0 177.0 Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):233 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 4.Steel Strength of Anchor in Tension(Sec.17.6.1) Nsa(Ib) 0 ON.(Ib) 5195 0.65 3377 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.6.2) Nb=kcitalif ohef'.5(Eq. 17.6.2.2.1) kc 2a t'e(psi) he(in) Nb(Ib) 17.0 1.00 4000 1.510 1995 0.75"b=0.750(ANc/ANco)Wed,NWc,NWcp,NNb(Sec. 17.5.1.2&Eq. 17.6.2.1a) ANc(in2) ANco(in2 Ca,mi"(in) Wed,N Wc,N Wcp,N Nb(Ib) 0.750Ncb(Ib) 20.52 20.52 - 1.000 1.00 1.000 1995 0.65 973 6.Pullout Strength of Anchor in Tension(Sec.17.6.3) 0.75ONp"=0.750 Wc,P2aNp(fc/2,500)"(Sec. 17.5.1.2,Eq. 17.6.3.1 &Code Report) Yc,P 2a Np(Ib) fc(psi) n 0 0.750Np"(Ib) 1.0 1.00 1449 4000 0.50 0.65 894 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: VLMK Engineering+Design Date: 8/14/2023 Engineer: ERO Page: 5/5 C-8 Software St�rongTie Project: BMW of Tigard Versi on 3.1.2301.3 Address: Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec.17.7.1) Vsa(Ib) ogrout Qi OgroutOVsa(Ib) 1695 1.0 0.60 1017 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.7.3) gtVcp=OkcpNcb=Okcp(ANo/ANco)Ved,N Wc,N Vop,NNb(Sec. 17.5.1.2&Eq. 17.7.3.1a) kcp ANc(in2) AN..(in2) Wed,N Wc,N Wp,N Nb(Ib) 0 OVcp(Ib) 1.0 20.52 20.52 1.000 1.000 1.000 1995 0.70 1397 11.Results Interaction of Tensile and Shear Forces(Sec.17.8) Tension Factored Load,N.(Ib) Design Strength,eN„(Ib) Ratio Status Steel 233 3377 0.07 Pass Concrete breakout 233 973 0.24 Pass Pullout 233 894 0.26 Pass(Governs) Shear Factored Load,V a(Ib) Design Strength,aiVn(Ib) Ratio Status Steel 177 1017 0.17 Pass(Governs) Pryout 177 1397 0.13 Pass Interaction check Nu./ON Vua/014 Combined Ratio Permissible Status Sec. 17.8.1 0.26 0.00 26.1% 1.0 Pass 1l4"0 Titen HD,hnom:2"(51mm)meets the selected design criteria. 12.Warnings -Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com ' V 1 V L M K Project: BMW of Tigard Job u: 20230422 By: ERO Date: 08/23 Sheet u: C-9 ENGINEERING♦DESIGN VRF ANCHORAGE ANCHORAGE LOADS VcORNER:=250/bf Shear at corner <ASD>, see following for development TcORNER:=699 /bf Uplift at corner <ASD>, see following for development UNIT-TO-SLEEPER CONNECTION( Co:=1.6 Load duration factor[NDS Table 2.3.2]' Z':=(320 /b/ (Co)=512 /bf Allowable shear W':=(378 /bf! (Co) (2.19 in)-1325 /bf Allowable withdrawal in VCORNER TCORNER Z + W, =1.0, < 1.0 ==> USE(4)_1/2"DIA x 4"LAG SCREWS AT EACH UNIT TYPICAL SLEEPER-TO-CONCRETE CONNECTION n ANCHOR:=2 Number of anchors on each side of VRF n UNITS:=5 Max number of units on a sleeper VCORNER•nANCHOR•%NITS VCLIP:= N =417 /bf Shear at clip on sleeper TCORNER•nANCHOR.nUNITS TCLIP:= 6 =1165 /bf Tension at clip on sleeper USE(3) L3x3x1/4 x 0'-6"CLIPS AT EACH SLEEPER, ON EACH SIDE, (6) TOTAL USE(2)3/8"'DIA x 2"EMBED SCREW ANCHORS AT EACH CLIP (see following Simpson report) TYPICAL SLEEPER-TO-METAL DECK CONNECTION nANCHOR:=2 Number of anchors on each side of VRF nUNITS:=2 Max number of units on a sleeper VCORNER•nANCHOR•nUNITS VCLIP:= 6 =167 lbf Shear at clip on sleeper TCORNER•nANCHOR•nUNITS TCLIP= 6 =466Ibf Tension at clip on sleeper VALLOW:=280/bf•4=1120 /bf Shear capacity of screws TALLOW:=124/bf•4=496/bf Tensile capacity of screws USE(3) L3x3x1/4 x 0'-6"CLIPS AT EACH SLEEPER, ON EACH SIDE, (6) TOTAL USE(4)#I2 SCREWS AT EACH CLIP I i 3933°Kely AVelh7e Pa i aif,OR 97239 tol 503.772A453 fax.503.7 8,9263 ,vv6N hill(((on VVLMK Project: BMW of Tigard lob#. 20230422 By: ERO Dote: 08/23 Sheet it C-1 0 ENGINEERING w DESIGN v4.02-Software Copyright 2023 VLMK Consulting Engineers. All Rights Reserved. Mechanical Unit Anchorage Design - VRF Unit Type A Based on the 2021 International Building Code and ASCE 7-16 DESIGN INPUT Seismic Parameters: x Sips = 0•664 'g Design Spectral Response Acceleration I I 5.2 = 1_0 Overstrength Factor [ASCE Table 13.5-1 or 13.6-1] • 3 4 • ap = 2.5 [ASCE Table 13.5-1 or 13.6-1] rhCG Rp = 3.0 [ASCE Table 13.5-1 or 13.6-1] �crz Y Ycg Ip = 1.00 [ASCE 13.1.3] z = 40 ft Attachment height from base of structure • ' 2 • h = 40 ft Average roof height of structure from base x�____I� x Wind Parameters: PLAN VIEW PHORIZ. = 39.8 '.psf Design Wind Pressure (psf), 1.0W PUPLIFT = 31.4 'psf Design Wind Pressure (psf), 1.0W Mechanical Unit Parameters: Wp = 788 lbs Total Weight X = 68.9 °'in Base Dimension (max) zcg Y = 29,2 in Base Dimension (min) Z = 71.6 in Height of Unit SIDE VIEW Zcurb = 16.0 in Height of Curb, where occurs Load Combinations: Xca = 34.5 in Center of Gravity Seismic: Wind: Yca = 14.6 in Center of Gravity (0.9-0.25ips)D + 5.2E 0.9D + 1.0W Zca = 35.8 . in Center of Gravity (excluding curb) (0.6-0.14Sips)D + 0.7E 0.6D + 0.6W ANALYSIS Base Shear: (Load applied to all (4) anchors/corners together) Seismic: 0.4a SDSW Fp = p p 1+2h = 523 lbs <_1.6SD,SIpWp = 837 lbs OK R p� n >_0.3S psi,Wp = 157 lbs OK Base Shear, 5.2V„E = 523 lbs Seismic, 5.2E Wind: Vow = 1670 lbs Wind, 1.0W V,,,BASE = 1670 lbs Wind, 1.0W = 1002 lbs (ASD, 0.6W) Anchor Shear: (Load applied to each anchor/corner) Seismic: Design Eccentricity = 5 Anchor: dx dx^2 dy dy^2 ex = 3.4469 in ey = 1.4594 in 1 34.469 1188.1 14.594 212.98 Mx-x = 1804 in-lbs My-y = 764 in-lbs 2 34.469 1188.1 14.594 212.98 Y-Direction X-Direction 3 34.469 1188.1 14.594 212.98 V1,3 = 144 lbs V1,2 = 144 lbs 4 34.469 1188.1 14.594 212.98 V2,4 = 144 lbs V3,4 = 144 lbs 4752.38 851.91 Wind: V1,2,3,4 = 417 lbs Max V,,,ANCHOR = 417 lbs Wind, 1.0W = 250 lbs (ASD, 0.6W) Overturning/Uplift: (Load applied to each anchor/corner) Seismic: Mot = 27110 lb-in Seismic, 5.2E Net Tension: Tx* = 463 lbs Wind, 1.0W Mres,y = 20838 lb-in Seismic, 5.2E Ty* = 1185 lbs Wind, 1.0W Mres,y = 8822.7 lb-in Seismic, 5.2E Wind: Ma = 73148 lb-in Wind, 1.0W Max TU,ANCHOR* = 1185 lbs Wind, 1.0W Mres,y = 24445 lb-in Wind, 1.0W = 699 lbs (ASD, 0.6W) Mres,y = 10350 lb-in Wind, 1.0W *Negative(-)values indicate there is no net uplift ! VVLMK Project: BMW of Tigard Job 20230422 By: ERO Date: 08/23 Sheet#. C-11 ENGtNEERING. DESIGN v4.02-Software Copyright 2023 VLMK Consulting Engineers. All Rights Reserved. Mechanical Unit Anchorage Design - VRF Unit Type B Based on the 2021 International Building Code and ASCE 7-16 DESIGN INPUT Seismic Parameters: x SDs = 0•664 ',g Design Spectral Response Acceleration I I 4 = 1.0 Overstrength Factor [ASCE Table 13.5-1 or 13.6-1] • 3 4 • ap = 2.5 [ASCE Table 13.5-1 or 13.6-1] rhCG Rp = 3.0 [ASCE Table 13.5-1 or 13.6-1] CR Y Yc Ip 1,00 [ASCE 13.1.3] g z = 40 ft Attachment height from base of structure • 1 2 • h = 40 ft Average roof height of structure from base xC I Wind Parameters: PLAN VIEW PHORIZ. = ` ;39.8 '.psf Design Wind Pressure (psf), 1.0W PUPLIFT = 31.4 ';psf Design Wind Pressure (psf), 1.0W 4.9.9G Mechanical Unit Parameters: -t'Itf W = 657 lbs Total Weight Zcg X = 48.9 ` in Base Dimension (max) ' ' Y = 29.2 in Base Dimension (min) Z = 71.6 in Height of Unit SIDE VIEW Zcurb = 16.0 in Height of Curb, where occurs Load Combinations: Xcq = 24.4 in Center of Gravity Seismic: Wind: Ycq = 14.6 in Center of Gravity (0.9-0.2SDs)D + QE 0.9D + 1.0W Zcq = 35.8 in Center of Gravity (excluding curb) (0.6-0.14SDs)D + 0.7E 0.6D + 0.6W ANALYSIS Base Shear: (Load applied to all (4) anchors/corners together) Seismic: 0.4a S W Fr = p/DS r 1+2 zIp h ?0.3S= 436 lbs <_1.65D = IpWp = 698 lbs OK 1131 lbs OK Rp Base Shear, QV DsI n W n �E = 436 Ibs Seismic, S2E Wind: V„v,, = 1184 lbs Wind, 1.0W V,,,BASE = 1184 lbs Wind, 1.0W = 710 lbs (ASD, 0.6W) Anchor Shear: (Load applied to each anchor/corner) Seismic: Design Eccentricity = 5% Anchor: dx dx^2 dy dy^2 ex = 2.4438 in ev = 1.4594 in 1 24.438 597.19 14.594 212.98 Mx_x = 1066 in-lbs Mv_v = 637 in-lbs 2 24.438 597.19 14.594 212.98 Y-Direction X-Direction 3 24.438 597.19 14.594 212.98 V1,3 = 120 lbs V1,2 = 120 lbs 4 24.438 597.19 14.594 212.98 V2,4 = 120 lbs V3,4 = 120 lbs 2388.77 851.91 Wind: V1,2,3,4 = 296 lbs Max V,,,ANCHOR = 296 lbs Wind, 1.0W = 178 lbs (ASD, 0.6W) Overturning/Uplift: (Load applied to each anchor/corner) Seismic: Mot = 22603 lb-in Seismic, QE Net Tension: Tx* = 460 lbs Wind, 1.0W Mres,x = 12318 lb-in Seismic, QE Tv* = 818 lbs Wind, 1.0W Mres,v = 7356 lb-in Seismic, QE Wind: Mot = 51860 lb-in Wind, 1.0W Max TU,ANCHOR* = 818 lbs Wind, 1.0W Mres,x = 14450 lb-in Wind, 1.0W = 481 lbs (ASD, 0.6W) Mres,v = 8629.3 lb-in Wind, 1.0W *Negative(-)values indicate there is no net uplift SIMPSON Anchor DesignerTM Company: VLMK Engineering+Design Date: 8/14/2023 Engineer: ERO Page: 1/5 C-12 Stron Tie Software Project: BMW of Tigard Version 3.1.2301.3 Address: a Phone: E-mail: 1.Project information Customer company: Project description:Typical VRF Sleeper Anchorage Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-19 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):4.00 State:Cracked Anchor Information: Compressive strength,f0(psi):4000 Anchor type:Concrete screw 4 ,v: 1.0 Material:Carbon Steel Reinforcement condition:Supplementary reinforcement not present Diameter(inch):0.375 Supplemental edge reinforcement:Not applicable Nominal Embedment depth(inch):2.500 Reinforcement provided at corners:No Effective Embedment depth,het(inch): 1.770 Ignore concrete breakout in tension:No Code report:ICC-ES ESR-2713 Ignore concrete breakout in shear:No Anchor category: 1 Ignore Edo requirement:Not applicable Anchor ductility: No Build-up grout pad:No hmin(inch):4.00 cec(inch):2.69 Base Plate Cmin(inch): 1.75 Length x Width x Thickness(inch):3.00 x 6.00 x 0.25 Si.(inch):3.00 Recommended Anchor Anchor Name:Titen HD®-3/8"0 Titen HD,hnom:2.5"(64mm) Code Report:ICC-ES ESR-2713 _____.._._.........._._............. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor DesignerTM Company: VLMK Engineering+Design _Date: 8/14/2023 Software Engineer: ERO Page: 2/5 C-13 Project: BMW of Tigard S rongTie Version 3.1.2301.3 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension: 17.10.5.3(d)is satisfied Ductility section for shear: 17.10.6.3(c)is satisfied Oa factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: N.[lb]: 1165 V...[lb]:0 V...[lb]:417 M.[ft-lb]:0 Muy[ft-lb]:0 M..[ft-lb]:0 <Figure 1> 1165 Ib' 4f .Ib ft-lb • 4 1) X 0 lb. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor DesirinerTM Company: VLMK Engineering+Design Date: 8/14/2023 Engineer: ERO Page: 3/5 C-14 + e Software Project: BMW of Tiger trOng 3 Address: Version 3.1.2301. Phone: E-mail: <Figure 2> roe ',...;Z:`,..Z.'4,,,,7,;*tt ,. \,\.i . *'''',.,ZS1'r'''''.'''', ' ti%Zi41,,,A. a ^\\fir__:\ " ‘, ,u4.,4,,,:M f° \ ''• ,...k,''' '# 441 \ ,,1,!A " , 1!,'-i,,,iN•,-.,k.-,,r „,,,,,.,„,'.2..-\.i,,A-,-,,*,,•.:',=‘A,.:,,,,,,,,_,„i:;‘,'«,,,,,,A,,.,,',,:-';,-',,‘:,,.',i:",,,:,;F:;#;•44V 'N'S',':''„''t.'•'ik4'A',".„,-lN'.,t,\\-4„,4""": 4„i:„.,„.=I•:„.A g,„r,i,,,,,,,-V:0,,,,,',,,4 ,..A..1..„,,<, %gin < ^` 1 - ,,\‘„, ... 0 00 ri Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked i Cirnpsan Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 for Fax:925.847.3871 wwwstrongt plausie.combility. SIMPSON Anchor Designer TM Company: VLMK Engineering+Design _Date: 8/14/2023 Engineer: ERO Page: 4/5 C-15 Strong-Tie Software Project: BMW of Tigard Version 3.1.2301.3 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nun(lb) V.(Ib) Vuny(Ib) NI(Vuax)2+(Vuay)2(lb) 1 582.5 -0.2 208.5 208.5 2 582.5 0.2 208.5 208.5 Sum 1165.0 0.0 417.0 417.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):1165 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 0 iriloeY 2 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 4.Steel Strength of Anchor in Tension(Sec.17.6.1) Nsa(Ib) 0 Oka(Ib) 10890 0.65 7079 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.6.2) Nb=kcAaJf cher1 5(Eq. 17.6.2.2.1) kc iia f c(psi) her(in) Nb(Ib) 17.0 1.00 4000 1.770 2532 0.750/cbg=0.750(ANc/ANco)Y%o,NY%d,N9 ,NLE.-.p,NNb(Sec. 17.5.1.2&Eq. 17.6.2.1a) ANc(in2) ANco(in2) ca,min(in) Y'ec,N Wed,N Wc,N sp,N Nb(Ib) 0 0.750Ncbg(lb) 44.13 28.20 - 1.000 1.000 1.00 1.000 2532 0.65 1932 6.Pullout Strength of Anchor in Tension(Sec.17.6.3) 0.750Nps=0.750Ye,PaaNp(fc/2,500)"(Sec. 17.5.1.2,Eq. 17.6.3.1 &Code Report) Vic,P Aa Np(Ib) fc(psi) n 0 0.750Npn(Ib) 1.0 1.00 1235 4000 0.50 0.65 762 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor DesignerTM Company: VLMK Engineering+Design Date: 8/14/2023 Engineer: ERO Page: 5/5 C-16 SStron Tie Software Project: BMW of Tigard Version 3.1.2301.3 Address: Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec.17.7.1) Vsa(Ib) Ogrout 0 Ogro,tOVsa(Ib) 2855 1.0 0.60 1713 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.7.3) OVcp=OkcpNcb=0kcp(ANc/ANco)F d,N w,, V ip,NNb(Sec. 17.5.1.2&Eq. 17.7.3.1 a) kcp ANc(in2) ANco(in2) Wed,N Wc,N Wcp,N Nb(Ib) 0 OVcp(Ib) 1.0 22.06 28.20 1.000 1.000 1.000 2532 0.70 1387 11.Results Interaction of Tensile and Shear Forces(Sec.17.8) Tension Factored Load,N.(Ib) Design Strength,ONn(Ib) Ratio Status Steel 583 7079 0.08 Pass Concrete breakout 1165 1932 0.60 Pass Pullout 583 762 0.76 Pass(Governs) Shear Factored Load,V.(Ib) Design Strength,eVn(Ib) Ratio Status Steel 209 1713 0.12 Pass Pryout 209 1387 0.15 Pass(Governs) Interaction check Nua/ONn Vua/016 Combined Ratio Permissible Status Sec. 17.8.1 0.76 0.00 76.5% 1.0 Pass 3/8"0 Titen HD,hnom:2.5"(64mm)meets the selected design criteria. 12.Warnings -Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com R-1 SPECIFICATIONS FOR REFERENCE ONLY FROM SHELL BUILDING DRAWINGS DATED 01-06-23 STRUCTURAL DESIGN CRITERIA 1 . LIVE LOADS: ROOF = 20 PSF (REDUCIBLE) OFFICE = 100 PSF (REDUCIBLE) STORAGE = 125 PSF (UNREDUCIBLE) PARKING = 40 PSF (REDUCIBLE) STAIRS = 100 PSF (UNREDUCIBLE) 2. SNOW LOADS: GROUND SNOW LOAD, Pg = 20 PSF FLAT—ROOF SNOW LOAD, Pf = 25 PSF SNOW EXPOSURE FACTOR, Ce = 0.9 SNOW LOAD IMPORTANCE FACTOR, Is = 1 .0 THERMAL FACTOR, Cr = 1 .0 SLOPE FACTOR, Cs = 1 .0 3. ROOF RAIN LOADS: RAIN INTENSITY (60—MIN. DURATION) = 1 .0 IN/HR 4. WIND LOADS: BASIC DESIGN WIND SPEED = 96 MPH RISK CATEGORY = II EXPOSURE CATEGORY = C INTERNAL PRESSURE COEFFICIENT, GCpi = ±0. 18 COMPONENT AND CLADDING WIND PRESSURES (ULTIMATE, A = 10 SF) ROOF ZONE 1 ' = 22 PSF ROOF ZONE 1 = 38 PSF ROOF ZONE 2 = 50 PSF ROOF ZONE 3 = 68 PSF WALL ZONE 4 = 22 PSF WALL ZONE 5 = 29 PSF 5. SEISMIC LOADS: RISK CATEGORY = II SEISMIC IMPORTANCE FACTOR, Is = 1 .00 SPECTRAL RESPONSE ACCELELATIONS Ss = 0.863 Si = 0.397 Sos = 0.664 Sol = 0.504 SITE CLASS = D SEISMIC DESIGN CATEGORY = D R-2 SPECIFICATIONS FOR REFERENCE ONLY FROM SHELL BUILDING DRAWINGS DATED 01-06-23 CAST-IN-PLACE CONCRETE 1 . APPLICABLE STANDARD: PERFORM CONCRETE WORK COMPLYING WITH ACI 301 AND ACI 304. 2. AGGREGATE: AGGREGATE FOR HARDROCK CONCRETE SHALL BE NATURAL SAND AND ROCK COMPLYING WITH ASTM C33. AGGREGATE FOR LIGHTWEIGHT CONCRETE SHALL BE LIGHTWEIGHT AGGREGATE COMPLYING WITH ASTM C330. 3. PORTLAND CEMENT: PROVIDE PORTLAND CEMENT COMPLYING WITH ASTM C150, TYPE II OR TYPE V. PROVIDE TYPE V CEMENT AT CONCRETE IN CONTACT WITH EARTH. 4. FLY ASH: CLASS F FLY ASH COMPLYING WITH ASTM C618 IS PERMITTED TO BE USED IN FOUNDATION CONCRETE. WHEN FLY ASH IS USED, QUANTITY SHALL NOT BE LESS THAN 15 PERCENT NOR MORE THAN 25 PERCENT BY WEIGHT OF TOTAL CEMENTITIOUS METRIAL. WATER—CEMENT RATIO SHALL BE BASED ON TOTAL CEMENTITIOUS MATERIAL, INCLUDING FLY ASH AND OTHER POZZOLANS. 5. MINIMUM COMPRESSIVE STRENGTH: PROVIDE CONCRETE WITH THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH (f 'c) AT 28 DAYS UNLESS NOTED OTHERWISE: LOCATION f'c MAX. W/C RATIO MAX. AGGREGATE SIZE SLABS ON GRADE 5000 PSI 0.45 1" (HARDROCK) FOOTINGS 5000 PSI 0.45 1" (HARDROCK) CONCRETE ON METAL DECKS.. 4000 PSI 0.50 3/4" (HARDROCK) GRADE BEAMS 5000 PSI 0.45 1" (HARDROCK) PRECAST TOPPING SLAB 6000 PSI 0.50 1" (HARDROCK) OTHER CONCRETE 4500 PSI 0.45 1" (HARDROCK) DETAIL FOR REFERENCE ONLY FROM SHELL BUILDING DRAWINGS DATED 01-06-23 R-3 /p"CLR. MAX. TYP. 3/16 MECHANCCAI.UNIT TYPICAL TYPICAL /y"0 A307 M.B. STEEL FACTORY FROM CURB TO ANGLE LEVELING CURB AT EACH CORNER AND BY MANUFACTURER 1/ AT 24"o.c. BETWEEN 4 TIT. 3 .. ... _ .... TYPICAL /16 /4 3 SIDES L6x4x%x0'-6"(LLV) — — — L6x4x3/6x0'-6"(LLV) TYPICAL L4x TYPICAL L6x AT MECH. AROUND OPENING UNIT CURB 6n6 /16 TYP. BENT R3/6x0'-6" SECTION B-B MECHANICAL UNIT TYPICAL STEEL FACTORY SOLID FIRE LEVELING CURB RETARDANT WOOD BY MANUFACTURER BLOCKING TYPICAL L6x AT MECH. DUCT UNIT CURB Illv —MUM' L4x TYPICAL AROUND OPENING TYP BEAM BEYOND /16, SECTION A-A MECHANICAL UNIT M BY OTHERS A SEE MECHANICAL FOR SIZE & LOCATION L6x4x3/(LLV) , L 4x3/6(LLV)..... L4x4x5/1 0 4x4x5/1 a ' - a B 3 w a a o_ B s L4x4x% L6x4x3 LL L6x4x3/(LLV) +IA MECHANICAL UNIT SUPPORT PLAN TYPICAL MECHANICAL UNIT FRAMING DETAIL N.T.S. 8 R-4 DETAIL FOR REFERENCE ONLY FROM SHELL BUILDING DRAWINGS DATED 01-06-23 r —MECHANICAL UNIT �I-'----------- & LOCATION PER #4012"o.c. 1 MECH'L DRAWINGS EACH WAY I TYPICAL 1 6" CLEAR #4012"o.c. AT 1 ALL AROUND PERIMETER DRILL & EPDXY 1 USING SIMPSON SET—XP I \N • U N ZX i•. o 4. � , . 4 ' • ' 4 A i'it A 14��� .. .. 4 .� L.Ltr I - - - - -uout.r CONCRETE & METAL DECK ..4k.. NOTE: 1 . BLOCK OUT PLENUM OPENINGS & CUT OUT DECK AFTER CONCRETE CURED. STEEL BEAM TYPICAL (N)CONCRETE PAD AT CONCRETE METAL DECK ROOF DETAIL N.T.S. • 747 LBS Job N;:rro-BMW of Tigard -d Prepa.ed For TOP PANEL R-5 EVAPORATOR - CONDENSER FAN SECTION ACCESS PANEL it CONDENSATE DRAIN OL(ALT) 3/4"-14 NP7 DVi.HOLE � CONDENSER COIL 11114ht ...„,_ 4 114" 23 9i 16" \, ��� a��� NIT CONTROL WIRE 7/8"DIA.HOLE 42 114" `i,�� SERVICE GAUGE PORT ACCESS 1 3t8"DW.HOLE NIT POWER WIRE ONTROL AND COMPRESSOR ACCESS PANEL THROUGH THE BASE 1/2"NPT GAS CONNECTION CONDENSATE - 231/2" Ilill 4 16" NOTES. 3i 1.THRU-THE-BASE GAS AND ELECTRICAL IS NOT STANDARD ON ALL UNITS. I 2 VERIFY WEIGHT,CONNECTION,AND ALL DIMENSION WITH INSTALLER DOCUMENTS BEFORE INSTALLATION � � 1 RETURN 24" �49SUPPLY_j 4° � t8 —�111 4" - 15 112" • 91/4" • 14" - b-3 5./8" PLAN VIEW UNIT DIMENSION DRAWING III 7 RETURN 407/8" 1 0 O V 23 114" HORIZONTAL 0 SUPPLY 14 3/4" AIR FLOW 20 1/4" 9 5/8" •• ���E �l-44314" 4 5 5dd/8" I I'-- 1 r` -17 1/4" 4 87/8" -131/4" - 3 3/16' I 4114"—=.- �- 69 7,/8' 5 9/16' - CONDENSATE 7 5/8" 441/4" PACKAGED GAS/ELECTRICAL DIMENSION DRAWING 2023/04/21 20:08:07 Page 3 of 12 a cn 0 ��z =doo o os13 - ym out D y = _1. s D3Qw1 O§. 2 v m°nH 740(29-3/16) 1240(48-7/8) J J 30(1-3/16) 1240(48-7/8) 30(1-3/16) 1240(48-7/8) C 4 Discharge air 4 m S 8 8 I Outdoor unit 1 Outdoor unit 2 Outdoor unit 3 m §:_° rn C �y \ a .G� <, p \ g9 a f J.:8 • . 8 2os E> • a a wD8 .� 8 o c Intake Intake • 2?m antake air air r l 1 l •A • airake pr ; o a ao$ - ao ' r r , , a N ZC -ap9 m •pf ][ ) 0 � , • , f 0 , _ $' 3' a .• Z o o C D z s 3 m m, iCD j 1-��y tro • • • • • • • I�i` o ��� ..• �i ... R. g o ,Left view a D c . a To indoor unit p Liquid Twinning pipe 1<optional parts> j Liquid Twinning pipe 2<optional parts> so ,,, f h D d D b 3.-To indoor unit fn " Front view Gas Twinning pipe 1<optional parts> Gas Twinning pipe 2<optional parts> Z Twinning pipe connection sizeCIO Package unit name TUHYE33048N40A(NSH) TUHYE3804BN40A(WB) TUHYE3844BN40A(WB) TUHYE4084BN40A(WB) TUHYE43248N40A(WB) II ~(fit N Outdoor unit 1 TUHYEi204AN40A(WB) TUHYE1204AN40A(N63) MHYE1444AN40A(463) TUHYE1444AN40A(NIB) TUHYE1444AN40A(WB) N Component unit name Outdoor unit 2 TUHYE1204MI40A(WB) TUHYE1204N440A(WB) TUHYE1204AN40A(WB) TUHYE1444AN40A(WB) TUHYE1444AN40A(W CI + Outdoor unit 3 TUHYE0964AN40A(WB) TUHYEi204AN40A(NI8) 1UHYE1204AN40A(WB) TUHYE1204AN40A(NIB) TUHYE1444AN40A(NIB) Outdoor Twinning Kit(optional parts) CMY-Y300CBK2 Liquid Gas 'C gr Indoor unit-Twinning pipe 2 Liquid a 019.05(3/4) Unit model a or g or i f or h or m c Gas b 041.28(1-5/8) E096 09.52(3/8)022.2(7/8) Z s Liquid c 019.05(3/4) Twinningpipe-Outdoorunit E120 012.71/2 028.581-1/8 Twinning pipe 1-Twinning pipe 2 ( ) ( ) m Gas d 034.93(1-3/8) E144 012.7(1/2)028.58(1-1/8) 10010. m a Note 1.Connect the pipes as shown in the figure above.Refer to the table above for the pipe size. �' 2.Twinning pipes should not be tilted more than 15 degrees from the horizontal plane. Be sure to see the Installation Manual for details of Twinning pipe installation. 3.The pipe section before the Twinning pipe(section"a"and"b"in the figure)must have at least 500mm(19-11/16)of straight section co _ ('including the straight pipe that is supplied with the Twinning pipe). C << 4.Only use the Twinning pipe by Mitsubishi(optional parts). C) FF c 3 0) 3 I- n =. co N N a, 2 cn co I aI T ggp, 5. ad " � y N ao .. g,s= CO ET mp. gm a .m c'd 740 29-3/16 30(1-3/16) r°, 3>z ( ) y 1240(48 7/8) 1240(48-7/8) _ 3- W m g 4 Discharge air 4 -< 03 ti 9 r Outdoor unit 1 Outdoor unit 2 a m.3 • I .� ( • , • m gCD aim N ) --, - �0 -2B wN`w �� -d \ O Cm 0) • C$2 —`• •F . � , , • `.1'O. o cma O [ J Z 8 Intake Intake Intake 0 ( ] ' [_ • ( Intake 01.00.0 co 0air • air l • • l )• air D .Z.' _c Z ..... _ . iii 9 0 y F 9• 5' . ,- .. .[ j . . i .. . . • • [ i •' c 3 • , ' ) "( s 41. Al N E V 5 m CD _...al • • • • • • • • z • r -) c) • • A Left view C e D a To Indoor unit CO 15) Liquid Twinning pipe<optional parts> ro f Nd D b > To indoor unit Gas Twinning pipe<optional parts> >.�• 3 Front view C Twinning pipe connection size c Package unit name TUHYE1924BN40A(NB) TUHYE2164BN40A(NB) TUHYE2404BN40A(NB) Component unit name Outdoor unit 1 TUHYE0984AN40A(NB) TUHYE1204AN40A(NB) TUHYE1204AN40A(NB) Liquid Gas m Outdoor unit 2 TUHYE0964AN40A(NB) TUHYE0964AN40A(NB) TUHYE1204AN40A(NB) Unit model c ore d or fCAO ri Outdoor Twinning Kit(optional parts) CMY-Y100CBK3 E096 e9.52 3/8 e22.2 /8 0 Twinning pipe-Outdoor unit ( ) ) Indoor unit Liquid a 015.88(5/8) E120 e12.7(1/2)028.58(1-1/8) Z o -Twinning pipe Gas b 028.58(1-1/8) Z El Note 1.Connect the pipes as shown in the figure above.Refer to the table above for the pipe size. m 2.Twinning pipes should not be tilted more than 15 degrees from the horizontal plane. I Be sure to see the Installation Manual for details of Twinning pipe installation. C n 3.The pipe section before the Twinning pipe(section"a"and"b"in the figure)must have at least 500mm(19-11/16)of straight section F C ('including the straight pipe that is supplied with the Twinning pipe). 3 4. Only use the Twinning pipe by Mitsubishi(optional parts). 3 rj n • D .. (0 a CD m 2 co P. OUTDOOR.UNIT; TURYE 4O4A 14OA(NIB)— DIMENSIONS HP-1-2 TURYE192,216,2404AN40A(N/B) 918 lbs Unit:mm(in.) e -- 2-8 ili m 3f i >= s e 8 gr. t4m~xry g xvIiiii m ^C 1 X.�va fr -11 m2� t — aAFi£ a ..mTr —� �a m 5111 � w g g m ]mE@_e4 asm mg cow ££_ 1.-12 e. iR 11 11111111 a>o 2 m rr :a m,SfI gg I. m 'I ill] $Farm A M 8mm E. 5 IL m — m� U m m 'a .� z“ C w N W • LL LL 2° fUUJO 1 c 8 211 lesL-ul (gig-Wain 1O -me ` (9L/LL-69)si9L o m m—re(9LR-L)(9L/9L9- X RL9d (9MI) (9L/LL-)1NL ,/, d i 9.6Z (699-9L9)1,99 s'6Z (9/1-M6ZL N A 9Sw-n a _ (9L/SL)9ei ,- (9L/C-6Z)06L v m ^'— v �o (git-y)OLL 2 1 /r dill III ( 1 I ) (9LM1) . e I:1 'l 1( 11 I( 1 . (9LB9) 91 ip' =— ( ( ll 11 ill Ille RRR LL - m ■ ■ 1( f 11 w Y\ iV lj pr m II It 1( W v , V i—L (9L/91S)oci o'er('Tr' Q a4 2 (9i1e-dt9 (91/6-c)06 6491/919148/S-Ea a 'S a (eic-s)ecL y,5 6LLf.) ( v)lvaI sh 1 6•091.009 )e LBL-doL ( v ism-6x06L a D $ aI � IIMIMd g 8 M��� F,g , siE 11.11=1111=== El '- ,yy PI m Qg�4 (gm-zits m ----- I; t I•MI•I•IIIMIMMENIMMIIII ------ ______ ®I•MI•MM; '1 NOTES: SEACOAST PROTECTION Anti-corrosion Protection:A coating treatment is applied to condenser coil for protection from air contaminants. Standard:Salt Spray Test Method-no unusual rust development to 480 hours. Sea Coast(BS):Salt Spray Test Method(JRA 9002)-no unusual rust development to 960 hours. ,"+." '. CERTIFIED' c( I,J us FORM#TURYE2404AN40A(N/B)-202204 t rt Intertek Specifications are subject to change without notice. 32 ID2022 Mitsubishi Electric Trane HVAC US LLC.All rights reserved. OUTDOOR UNIT» TURYEI64AN40A{NIB}- DIMENSIONS H P_I-S2 TURYE1684AN40A(N/B) 807 lbs, unit mm(In) W c111 8. m> ' 8 aj an1 40Ki U ii h 2 •EB a $o r,a.tiNr_- oo l �5 FFvli t e 1 a l. m w ill-al/11 ii 111111 JIllilil 5 ut. c T. a C Y N U 3 W • LL LL Q Z N z0€0oo©®O l'' 6 (9ltil-LL) (ws-LL)9L9t v m m 991 Munch)`toe.� (sNll-69)9L9L (9UCl) (91rsl9499ZN9LRL9Z)(9L/CL) n . a(9NLL-9)446 .s' d 5 9'6Z 999-9t9 199 96Z (9/l-9)6Zl . o a; 'N N (9N5`L)geL (silt-6Z)06L v ! JJ""""��' N N N^ m (9IE-6)oll mr�/c'id V r fh 1•' • tlili i._. F. [ [Nigel, \hZ'! (9Ng-4) ' . . Sol LL " " � in m � � 11 991 ; (9/E A co cob ^ m 'S ` -- ta ' sEFr sl E # ;�- 11i111 I- RR 1e .:5-,8 n WH1 411 (9l/sl-9)09L ate' Q... Es (9l/9-£)4s -(91/6-9)06 (911-f) (4B£)-I®_4'\ 4el9iititl-(909 2 43a (s/£-s)9£L �' of 6L -46 1¢ ,dt _ f IS o S a I • f ` (9l/£-6Zx04L) ••b' m m� t a M=�=1 '\ €L Qe4 (9lZ)4/£- 9 reN _®m—.® • :____ •®mmumI • s TT_�. immmmi =Nom ____ •____ m___ ummume®ee • NOTES: SEACOAST PROTECTION Anti-corrosion Protection:A coating treatment is applied to condenser coil for protection from air contaminants. Standard:Salt Spray Test Method-no unusual rust development to 480 hours. Sea Coast(BS):Salt Spray Test Method(JRA 9002)-no unusual rust development to 960 hours. AIMCERTIFIED'> c\�(rJ us FORM#TURYE1684AN40A(N/B)-202204 ;m"`'' �+� Intertek Specifications are subject to change without notice. 44 ©2022 Mitsubishi Electric Trane HVAC US LLC.All rights reserved. OUTDOOR UNIT: TUHYE1684AN4OA(N/B)— DIMENSIONS H P_I_3A', TUHYE(168/192)4AN40A(N/B) 788 lbs Unit:mm(in.) i i m t 5 08 mk iiii >8 "s 71 $ $ 3!a mss iii " E m m .-”i i! D3% gd 'a ti e 14.gitilt L 11111111 1 P 11111111 .5$LL Q �� -N• U ,IW — .E .L°Y" LL LL m C V S Q m� LL Z ' (91191-R) (9/9-LL)alal 'o m m (Wad 6upunory) EOE (9l/LIBS)SLSI a m m (91/C1)(91/919Z•VE•09lRl-96 (9lRl) 5 le(9l/Ll9)441v ; s'6Z A „ o m (rea ecehes s sz Sm (a/L9)6Z1 Y g o i .6 1p Iw (91/9-L)s911 (9 t/E-6Z)04L 'Di .� $ " ^'n - Ill 0 we-v)oll �' ■■ � ,...._IC. _ �� _ �� lN�a ;Will '1` g a o-^1,,H 1 i co ' l9.541 Ifa._ ill g m a t. fs1re91 B 9��nl�� �e - 0 all Ilia g 2,1 ,..=:,__, _ = � ,...CCITUPWAL91.11.140 � ' " fill 11� - a (9N91S)osi. ai QI a -d L.i E£>p (9N9-E)49� • (9 W6-006 (9Rt)II 141E•E)E1 £; 4•1911s19k191scd F fE S (a/E-S se( 3 t 6L 46 Eg8p •:F- . 4X091 009 (91/EL-Z)0L W�rc S'v rc v E, I r F- 2 9CBZ04L L a I I `i" -. ! a --- I=0,_5 3 te Zpy1 NN % I - O N J y,aT _ f• - 4 i.m0' l E 1 OM WM' V- Irialm ----I CT��- id ---mI cc- -- ---- ---- --- • -- NOTES: SEACOAST PROTECTION Anti-corrosion Protection:A coating treatment is applied to condenser coil for protection from air contaminants. Standard:Salt Spray Test Method-no unusual rust development to 480 hours. Sea Coast(BS):Salt Spray Test Method(JRA 9002)-no unusual rust development to 960 hours. AVM CERTIFIED' cArl�lus FORM#TUHYE1684AN40A(N/B)-202204 z a- ,''',' 1�J1 Intertek Specifications are subject to change without notice. 46 ©2022 Mitsubishi Electric Trane HVAC US LLC.All rights reserved. OUTDOOR UNIT TUHYE'924AN4OA(NIB)—DIMENSIONS HP-1-3B TUHYE(168/192)4AN40A(N/B) 7$8lbs'' Unit:mm(in.) E.3 g1111 .? gg Na � g ^agi $`11 a5 i I. I !fill!!! le aB F o nd _ C N t g ] W W a ., Ilia L V u. �p a Z (9LRL-0.) (we-tL)9L9L EDE (9l/LL-69)S LSI ' iv w (9o9t-upunord I (9LRL-ai44L ;; 2 o 5 S r I (499-9L9489 9'8Z rl (914-6604L t2 (BIL-S)8ct N N,.....6 N Ell (9L/S-L)SBl �' i___ , -..,_ _0.,.. . . --,-„,._%6 I III Will ^. m l' (91/6-9) € ��a1.■— a 1I a 1 I ' a ' 9l-e)� p .5 1 1 , _Iao�=. : .- Q E INIIIM === =_- . .�E 1 1.3 ea 'iI I�� ...u1 +• u, Ncnn .. �� _ l ��,5gry 11 4D . . �D, N ..— Q i'm4 11,4 g (9L14-E)48 (9L16-E)°6 g (9l/9lS)O9l� �� $, 8 I811t) '(410E)�E �� 449L/9L9)d8/516 Fa 2 (9/E-S SEL 1X,^� BL re ±L L- 4X091=009 - (9L/EL-Z)0L 0,..--�PSv s ? �1 `F a+ a I (9l/EBZ)(04L) n 1aMIMI S , g o NN % rIg I Qi 4 (9L/E-Z498 b iiir) 11M___ 11Srililla _M_---_I • T •---- ---- ---- ---- ® S� NOTES: SEACOAST PROTECTION Anti-corrosion Protection:A coating treatment is applied to condenser coil for protection from air contaminants. Standard:Salt Spray Test Method-no unusual rust development to 480 hours. Sea Coast(BS):Salt Spray Test Method(JRA 9002)-no unusual rust development to 960 hours. ALM C.,I „ c\rIr/us FORM#TUHYE1924AN40A(N/B)-202204 � ' �J/ Intertek Specifications are subject to change without notice. 48 0 2022 Mitsubishi Electric Trane HVAC US LLC.All rights reserved. co CD = O. = cow wco o o oo. Om j > d m' %3oyy W a CodB. n 0 m�-.o g, a y 30(1-3/16) C ° W ie D z 740(29-3/16) 1240(48-7/8) / 1240(48-7/8) _ m $W 4 Discharge air 4 5 co Outdoor unit 1 Outdoor unit 2 j CD . m f g2 g CD m N o3 G�1�m N 0 o`m_= �� 0) C op to m _ _ . . . • ` 8 ^,a--s ./.1 Iiii, . co 0 `=n o - o 731 26 W 0111 a _ a ofla =�' Intake Intake Intake •C ', •E • -. Intake o $ air 0 air air 1 air D _ 'n J Z a F � a g 6i •[i Ill. 0 . • _i = Co o 8 t t n to 2 O C. P. Z . r o m.• — v ✓.� . . O . ✓. O . . O 0 e yy... Left view c D a > To indoor unit CO © Liquid Twinning pipe<optional parts> o d f D b , To indoor unit IQ iv Gas Twinning pipe<optional parts> d 3 Front view Twinning pipe connection size M c Package unit name TUHYE1924BN40A(NIB) TUHYE2164BN40A(N/B) TUHYE2404BN40A(N/B) Zr a component unit name Outdoor unit 1 TUHYE0964AN40A(NIB) TUHYE1204AN40A(NB) TUHYE1204AN40A(N/B) Liquid Gas 11) Outdoor unit 2 TUHYE0964AN40A(NB) TUHYE0964AN40A(NB) TUHYE1204AN40A(NB) Unit model core d or f m Twinning pipe-Outdoor unit Outdoor Twinning Kit(optional parts) CMY-Y100CBK3 E096 09.52(3/8)022.2(7/8) 0 Indoor unit Liquid a 015.88(5/8) E120 012.7(1/2)028.58(1-1/31 C -Twinning pipe Gas b 028.58(1-1/8) CO Note 1.Connect the pipes as shown in the figure above.Refer to the table above for the pipe size. m 2.Twinning pipes should not be tilted more than 15 degrees from the horizontal plane. I Be sure to see the Installation Manual for details of Twinning pipe installation. C > 3.The pipe section before the Twinning pipe(section"a"and"b"in the figure)must have at least 500mm(19-11/16)of straight section C (*including the straight pipe that is supplied with the Twinning pipe). 3 3 CD 4.Only use the Twinning pipe by Mitsubishi(optional parts). -- r- p =. co a- Cu CD Z n) a cn co 0 mco>cnZ m5_ orn hJ�.Wo1 00. I v, a2 n" N N � f' W y�? C ..�a VO a 0),e•9 C iS w o - 30(1-3/16) ro '<;n z 740(29-3/16) 1240(48-7/8) C 1240(48-7/8) X m m198 ., .• • .w-o.r 4 Discharge air Q m m 3. , Outdoor unit 1 Outdoor unit 2 . . CD m m f , i �� It I I • ( • I I • )I i s n§ co wa N C N Cp as m \ r� i� s� �—� C7 $2co — m �0.`'3I _ _ I j CI omg ll • ll \ 0 c tom a Eo Ee .( a C xl a o�8 Intake . . Intake Intake •� .... •� , , Intake CO m a— air • air air 6 air c o W Pa a a Z l l � � • X) p 3 .� Zm 8 CO � 3 co co z r .• 0 41, • L__J - L__J _ Co e Left view c D a > To BC controller Twinning pipe(Hlgh pressure) f <optional parts> """"" ›-To BC controller I a d DTwinn Twinning pipe(Low pressure) CY N Twinning pipe connection size Front view <optional parts> 3 Package unit name NRYE19246 c Outdoor unit 1 NRYE0989AN4ONNIB) NRYE11204AN40 ) NRYE2404BNDA(NB) NRYE1444080A(WB) NRYE1444BN40A(WB) m c Componentulirtname A(NB) NRYE1204AN40A(4B) TURYE1444AN40A(NB) NRYE1444AN100ll8) Unit model High pressure Low pressure Outdoor unit 2 NRYE09t4AN40A(NIB) NRYE0961AN40A(WB) NRYE1204ANWA(tdB) NRYE1204ANWA(NB) NRYE1444AN40A(WB) core d or f Z ? Outdoor Twinning Kit(optional parts) CMY-R200NCBK CMY-R300NCBK E096 019.05(3/4) 022.2(7/8) CO In BC controller High pressure a 022.2(7/8) I e22.2(7/8)(e28.58(1-1/8))• 0128.58(1-1/8) Twinning pipe-Outdoor unit E120 019.05(3/4) 028.58(1-118) a. -Twinning pipe Low pressure b 028.58(1-1/8) I 034.93(1-3/8) E144 022.2(7/8) e28.58(1-118) 0 ZP 7 *When the piping length is 65m(213ft)or longer, 0) use the 028.58(1-1/8)pipe for the part that exceeds 65m(213ft). at Note 1.Connect the pipes as shown in the figure above.Refer to the table above for the pipe size. I 2.Twinning pipes should not be tilted more than 15 degrees from the horizontal plane. C y Be sure to see the Installation Manual for details of Twinning pipe installation. O 3.The pipe section before the Twinning pipe(section"a"and"b"in the figure)must have at least 500mm(19-11/16)of straight section 3 C (*including the straight pipe that is supplied with the Twinning pipe). 3 Cit 4.Only use the Twinning pipe by Mitsubishi(optional parts). r n D =. 0 0- w as fH Z N a 1 cn 0 m;• aToI 9 o u., ,y �a, a. tm uo� Fa •��v7s kn9a0 m ..,<3 m a m, El o —I a- 5»''•O 30(1-3/16) C • `<m>z 740(29-3/16) 1240 48-7/8 d m CI 8 ( ) / 1240(48-7/8) a. 7 = 4 Discharge air m m m.a Outdoor unit 1 Outdoor unit 2 .•. i CO o �cm / N -`a N O om m � v o W o. .,i ` ••� ,r .•� o m O • E ` 3� , - N /�w) c W n . W V Z e _ . E •[ 1 , . <1 1.'3 co a a o 8 Intake Intake Intake •� Intake 00 `a c= air air air air ..,, c o 9� 3. D a W .. • a o• • . . •• co . o � z 73 3 al g W 426 1 to 3 j 0- , , • • _ Z .• L •J n`�� • L _J r _" • n-.• ✓.•.cam . ., l b.� e Za " Left view c > To BC controller ``. DTwinning pipe(High pressure) C <optional parts> © f , ro d D b > To BC controller N Twinning pipe(Low pressure) o Twinning pipe connection size Front view <optional parts> ri 3 Package unit name TURYE19248N40A(NM13) TURYE2164BN40 NB TURYE2404B N40A(NB) N40A(NB) A( ) NIOA(WB) TURYE2644B 7URYE2884B Outdoor unit 1 TURYE0964AN40A(NB) TURYE1204AN40 1URYE1204AN40 c Component unR name ) A(NB) TURYE1444AN40A(WB) TURYE1414AN40A(WB) High pressure Low pressure rn Outdoor unit 2 TURYE0964AN40A(WB) TURYE0964AN40A(WB) TURYE1204AN40A(NB) TURYE1204AN40A(14B) TURYEI Unit model ? Outdoor TwinningI01 o tional parts) ��) c 0r 3 d or f Z (P CMY-R200NCBK CMY-R300NCBK E096 019.05(3/4) 022.2(718) Cn m BC controller High pressure a 022.2(7/8) I 022.2(7/8)(028.58(1-1/8))• 028.58(1-1/8) Twinning pipe-Outdoor unit E120 019.05(3/4) 028.58(1-1/8) -Twinning pipe Low pressure b 028.58(1-1/8) I 034.93(1-3/8) E144 022.2(718) 028.58(1-1/8) 0 g� Z C •When the piping length is 65m(213ft)or longer, CI)use the 028.58(1-1/8)pipe for the part that exceeds 65m(213ft). m Note 1.Connect the pipes as shown in the figure above.Refer to the table above for the pipe size. I 2.Twinning pipes should not be tilted more than 15 degrees from the horizontal plane. j > Be sure to see the Installation Manual for details of Twinning pipe installation. _ 3.The pipe section before the Twinning pipe(section"a"and"b"in the figure)must have at least 500mm(19-11/16)of straight section C ('including the straight pipe that is supplied with the Twinning pipe).cn 3 4.Only use the Twinning pipe by Mitsubishi(optional parts). n .. co s N to 2 N O- ,.4 Screw and Weld Capacities SSA ... .... Screw Capacities R-15 Table Notes 1. Capacities based on AISI S100 Section E4. 6. Pull-out capacity is based on the lesser of pull-out capacity in 2. When connecting materials of different steel thicknesses or sheet closest to screw tip or tension strength of screw. tensile strengths,use the lowest values.Tabulated values 7. Pull-over capacity is based on the lesser of pull-over capacity for assume two sheets of equal thickness are connected. sheet closest to screw header or tension strength of screw. 3. Capacities are based on Allowable Strength Design(ASD)and 8. Values are for pure shear or tension loads. See AISI Section E4.5 include safety factor of 3.0. for combined shear and pull-over. 4. Where multiple fasteners are used, screws are assumed to 9. Screw Shear(Pss),tension (Pts),diameter,and head diameter have a center-to-center spacing of at least 3 times the nominal are from CFSEI Tech Note(F701-12). diameter(d). 10.Screw shear strength is the average value,and tension strength 5. Screws are assumed to have a center-of-screw to edge-of-steel is the lowest value listed in CFSEI Tech Note(F701-12). dimension of at least 1.5 times the nominal diameter(d)of the 11.Higher values for screw strength(Pss, Pts), may be obtained by specifying screws from a specific manufacturer. Allowable Screw Connection Capacity(lbs) .iiiMaiiiiiiiiiiIiiiIiniiiiiii 1� ', i..,,€ ..it ,,,,,,icragr: !,,,; ' £ Er,,:;: 4$Cn24r�(€ (Rss■8431bs Pts=419Itis) (Psa-1278 8ss,Pts=588Ibs} (Pass16441bs,Pts=1158Iba)(Psi 23301b8,Pta=2325lbs)(pato 30481bs',Pta=3201 ibs} Th-0m I Shear Pull0 2yPull-Ovor Shear Pull-Ouest Pull-Over Shear Put,, a,-- Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out pu Over 18 0.0188 33 33 44 24 84 48 29 84 52 33 105 55 38 105 60 44 127 27 0.0283 33 33 82 37 127 89 43 927 96 ' 50 159 102 57: ' 159 110 66 191 30 0.0312 33 33 95 40 140 103 48 140 111 55 175 118 63 175 127 73 211 33 0.0346 33 45 151 61 140 164 72 195 177 84 265 188 95 s 265 203 , 110 318 43 0.0451 33 45 214 79 140 244 94 195 263 109 345 280 124 345 302 144 415 54 0.0566 33 45 214 100 140 344 118 195 370 137' 386 394 156 433 424 180 521. 68 0.0713 33 45 214 125 140 426 149 195 523 173 386 557 196 545 600 227 656 97 0.1017 33 45 214 140 140 426 195 195 548 246 386 777 280 775 1,016 324 936 118 0.1242 33 45 214 140 140 426 195 195 548 301 386 777 342 775 1,016 396 1,067 54 0.0566 50 65 214 140 140 426 171 195 534 198 386 569 225 625 613 261 752 68 0.0713 50 65 214 140 140 426 195 195 548 249 386 777 284 775 866 328 948 97 0.1017 50 65 214 140 140 426 195 195 548 356 386 777 405 775 1,016 468 1,067 118 0.1242 50 65 214 140 140 426 195 195 548 386 386 777 494 775 1,016 572 1,067 Weld Capacities Table Notes 1. Capacities based on the AISI S100 Specification Sections E2.4 for 6. Transverse capacity is loading in perpendicular direction of the fillet welds and E2.5 for flare groove welds. length of the weld. 2. When connecting materials of different steel thicknesses or 7. For flare groove welds,the effective throat of weld is tensile strengths, use the lowest values. conservatively assumed to be less than 2t. 3. Capacities are based on Allowable Strength Design (ASD). 8. For longitudinal fillet welds,a minimum value of EQ E2.4-1, 4. Weld capacities are based on E60 electrodes. For material E2.4 2,and E2.4-4 was used. thinner than 68 mil,0.030"to 0.035"diameter wire electrodes 9. For transverse fillet welds,a minimum value of EQ E2.4-3 and may provide best results. E2.4-4 was used. 5. Longitudinal capacity is considered to be loading in the direction 10.For longitudinal flare groove welds,a minimum value of of the length of the weld. EQ E2.5-2 and E2.5-3 was used. Allowable Weld Capacity(lbs I in) TlllclRn4#l[ ii �n Ft! . **Ida <<" - V E€E` ThkFina Yles Tam ' €....: ' ......l Lon$udlnal Trarasverse Longitudinal •' -Transverse 43 0.0451 33 45 499 864 544 663 54 0.0566 33 45 626 1084 682 832 68 0.0713 33 45 789 1365 859 1048 97 0.1017 33 45 1125 1289 -' -' 54 0.0566 50 65 905 1566 985 1202 68 0.0713 50 65 1140 1972 1241 1514 97 0.1017 50 65 1269 1269 -1 -+ 'Weld capacity for material thickness greater than 0.10'requires engineering judgment to determine leg of welds,W1 and W2. ... Y Y', - EEt tw SSMA E \ ,G Elea SS FOR OFFICE USE ONLY—SITE ADDRESS: q 0 �5 S (ay c '4e This form is recognized bymost 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 IN Transmittal Letter l;l, 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: Tom Hochstatter DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED FROM: Karl Poland SEP 0 7 2023 COMPANY: YSM Design CCFFY OF TIGARD 3UILDING DIVISION By,J PHONE: 714 606 6053 EMAIL: kpoland@ysmdesign.com RE: 9875 SW Cascade Avenue,Tigard BUP2022-00181 (Site Address) (Permit Number) Tigard BMW (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS Additional set(s)of plans. 2 Revisions: Struct Delta C Plans Cross section(s)and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. 1 Other(explain):Narrative REMARKS: Ro) k.,c, (ioc . FOR OFFICE[JS ;ONTi°' -"C' ; .,. Rout to Permit Technician: Date: 9 • )y • '- Initials: Fees Due.. I Yes No Fee Description: Amount Due: $ $ $ Special Instructions: Reprint Permit(per PE): I I Yes No I I Done Applicant Notified: Date: `f f / ,' Initials: ` • RECEIVED GRIMM ! SEP 0 7 2023 C H E N CITY OF TIGARD BUILDING DIVISION NARRATIVE OF CHANGES Project: BMW of Tigard Project No: 21-328 10031 SW Cascade Ave., Tigard, OR Base Revision: Delta 4—Client Revisions (Dated 01/06/23) Current Revision: Delta D—Revisions (Dated 06/28/23) Narrative of Changes No. Ref. Narrative 1 S2.1A • Added roll-up door support at grid G/3.5—G/4. Note that roll-up door sizes and framings is the same as roll-up door framing on the south entrance (Grid 7/G—7/I), with similar wind load applying to the member.Thus, the design is okay by inspection. 2 S6.1.9 • Added detail 8 for roll-up door support. Should you have any questions or require further clarification please do not hesitate to call. 949-250-3150 I tucrup , QED PROFf4 e' ‘ GtNE ‘ /0 9 '1 : ''E. , ,„ -,,, di: .UfL D.,,,2 \ EXPIRES 6/30/23 SIGNED:08/02/23 GRIMM + CHEN RECEIVED GRIMM / SEP072023 C H E N CITY OF TIGARD BUILDING DIVISION NARRATIVE OF CHANGES Project: BMW of Tigard Project No: 21-328 10031 SW Cascade Ave., Tigard, OR Base Revision: Delta 4—Client Revisions (Dated 01/06/23) Current Revision: Delta D—Revisions (Dated 06/28/23) Narrative of Changes No. Ref. Narrative 1 S2.1A • Added roll-up door support at grid G/3.5—G/4. Note that roll-up door sizes and framings is the same as roll-up door framing on the south entrance (Grid 7/G—7/I), with similar wind load applying to the member.Thus,the design is okay by inspection. 2 S6.1.9 • Added detail 8 for roll-up door support. Should you have any questions or require further clarification please do not hesitate to call. 949-250-3150 �RucruRq ��RcO PROP , �GINEF %,y 9 ,1 • E d'9 9Y ,I,20'\•4,� °Ft_ D. GS EXPIRES 6/30/23 SIGNED:08/02/23 GRIMM + CHEN FOR OFFICE USE ONLY—SITE ADDRESS: 75 vV ( c a�I 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 111 Transmittal Letter 11111 T A it 1) 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED FROM: Z°W t Po (,,,44,4 AN N 0 2024 COMPANY: 5/4 Dee, h CITY OF TIGARD BUILDING DI�/ISIO PHONE: `�� — '1 (1— L{c)-7 5 I By: EMAIL: o( e 'i4e y /14 7es1711 .Covo RE: 5(Al Ca9c4d F,t(7> O2.Z- Oo (3 ( (Site Address) (Permit Number) (Project name or subdivision name a4d lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: Additional set(s) of plans. D- Revisions: 0e{]-7 F, 6 Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. Other(explain): REMARKS: FOR OFFICE USE ONLY Rout o Permit Technician: Date: a.- a o a.(-1 Initials: " Fees Due: Yes ❑ No Fee Description: Amount Due.` J-) r r4AR e j $ $ Special Instructions: Reprint Permit(per PE): ❑ Yes Ni No ❑ Done Applicant Notified: lij. Date: 2'/70/�y Initials: ,Q. I:\Building\Forms\TransmittalLetter-Reviissions_073120.doc / RECEIVED J A N 3 0 2024 CITY OF TIGARD DESIGN BUILDING DIVISION RETAILAUTOMOTIVEARCHITECTURE 305 N Coast Highway, Suite L Laguna Beach, CA 92651 t. 949-715-4275 Project Name: BMW of Tigard Project Location: 9875 Southwest Cascade Avenue, Tigard, OR Permit Application: B2022-000181 December 27, 2023 Architectural Narrative for Delta E, F&G Revisions Sheet Description A001 Deltas E, F & G added to revision index. A002a Additional exit signs added per inspector request. Additional fire extinguishers added per Fire Marshal request. A002b Additional exit signs added per inspector request. Additional fire extinguishers added per Fire Marshal request. A002c Additional fire extinguishers added per Fire Marshal request. A002d Additional fire extinguishers added per Fire Marshal request. A100 Retaining wall length increased to the east, on the south side of property. Two light poles shifted east to clear retaining wall and balance lighting. A131a Storefront walls at offices 102 & 103 changed. A131b Faux column detail call out added on the north of the building. Showers in room 164 & 166 revised to be ADA complaint. A132a Door in office 215 changed to a glass door. Door 223 revised M Display wall revised in room 200. A132b Parking striping revised. A133b Parking striping revised. A134b Parking striping revised. A145 Partition type added. A161a Area near stair 1 revised adding additional consultation area with power and data. A181a Exit signage shown. Added soffit on removed and lights revised. A181b Exit signage shown. Exterior ceiling on south removed, down lights changed to suspended. Mezzanine lights shown. Trash enclosure roof and lights eliminated. A182a Exit signage shown. A182b Exit signage shown. A183b Exit signage shown. A402 1/A402 - Shower revised to be ADA compliant. 12/A402 - Shower revised to be ADA compliant. A601 Door 215 changed to glass. Door 219 changed to 2 HR rated. A612 Store front frame elevations F16, F17 F33 revised. A613 Store front frame elevation F37b revised. Store front frame elevation F40 added. A620 Detail 8/A620 added. A801 Heaters added in car wash. EVC2 EV chargers revised. EVC3 EV chargers revised. LV001 Gate controls relocated to near car wash. LV002 Additional door access control added at door 1428, 143E & 143J. Additional power and data added near 103, 118, 141 & 152. LV003 Additional power and data added to rooms 215, 220, 227 & 223. LV004 Additional power and data added to rooms 303 & 305. LV005 Additional power and data added to room 402. Site Address: 10031 SW Cascade Ave. Tigard, OR 97223 s Building Division TIGARD Deferred Submittal Transmittal Letter TO: TOM HOCHSTATTER DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED FROM: ERIC HAYWARD APR 1 0 2023 COMPANY: HOWARD S. WRIGHT CITY OF TIGARD PHONE: 503.320.9317 BUILDING D VRION Rfl?S- RE: 4003.1 SW CASCADE AVE. BUP2022-00181 (Site Address) (Permit/Case Number) TIGARD BMW LOT 1200 Item# 02 (Project name or subdivision name and lot number) Valuation of Deferred Submittal: $ 169,900 ATTACHED IS THE FOLLOWING DEFERRED SUBMITTAL ITEM: L„ 00-' _ , . , .. _ a 3, 1 , , .� . , , . 2 Owner Equipment- Broadway Car Wash- Drawing and Detail Set 2 Owner Equipment- Broadway Car Wash- Calculation Set Remarks: Drawings for Deferred Submittal Review. Please Contact Eric Hayward (503) 320 9317 ehayward@hswc.com with questions and comments. 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 Permit Technician: Date: y 113 Initials: J Fees Due Ye No Fee Description: Amount Due: ` Deferred Submittal Fee: $ 73 0 �.i o1 #A�1 ' 1 Additional fee based on valuation: $ � '� ��,4 Other: .n�'o pro o c t.s S ;v►S $ 3 8 . S 0 �-- �, � ' " Total Fees Due: $ 7 6 8 , 9 Special Instructions: Reprint Permit(per PE): ❑ Yes No /--- ❑ Done Applicant Notified: LrCc._ Date: S'/f) �j Initials: i The fee for processing and reviewing deferred plan submittal shall be an amount equal to 65%of the Silding 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 Site Address: 10031 SW Cascade Ave. Tigard, OR 97223 Building Division TIGARD Deferred Submittal Transmittal Letter TO: TOM HOCHSTATTER DATE RECEIVED: DEPT: BUILDING DIVISION ii®�d6 .� FROM: ERIC HAYWARD ''_.`a 1 5 2023 COMPANY: HOWARD S. WRIGHT CITY OF TIGARD BULL .0 L ':;S ON /44 PHONE: 503.320.9317 By: RE: SW CASCADE AVE. BUP2022-00181 ' (Site Address) (Permit/Case Number) TIGARD BMW LOT 1200 Item# 05 (Project name or subdivision name and lot number) Valuation of Deferred Submittal: $ $101,100 ATTACHED IS THE FOLLOWING DEFERRED SUBMITTAL ITEM: Copies: Description: 3 Stair 1 and 2 - Drawing and Detail Set 3 Stair 1 and 2 - Calculation Set Remarks: Drawings for Deferred Submittal Review. Please Contact Eric Hayward (503) 320 9317 ehayward@hswc.com with questions and comments. 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 FOR OFFICE USE ONLY ,1 Routed to Permit Technician: Date: 7�.� 3 Initials: 1 Jj/� Fees Due' j Yes ❑ No Fee Description: Amount Due: Deferred Submittal Fee: $ S3 I . 9 6 Additional fee based on valuation: $ Other: i n.Fa Pro e.Qss i o s $ 3 9 Total Fees Due: $ r 7 o .9 6 Special instructions: Reprint Permit(per PE): ❑ Yes No ❑ Done Applicant Notified: Date: Tait jy Initials: 8,71 The fee for processing an eviewing deferred plan sub t 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 J. A Site Address: 10031 SW Cascade Ave. Tigard, OR 97223 s ill IIIBuilding Division TIGARD Deferred Submittal Transmittal Letter TO: TOM HOCHSTATTER DATE RECEIVED: DEPT: BUILDING DIVISION FROM: ERIC HAYWARD COMPANY: HOWARD S. WRIGHT PHONE: 503.320.9317 By: RE: 10031 SW CASCADE AVE. BUP2022-00181 (Site Address) (Permit/Case Number) TIGARD BMW LOT 1200 Item # 07 (Project name or subdivision name and lot number) Valuation of Deferred Submittal: $ $78,634 ATTACHED IS THE FOLLOWING DEFERRED SUBMITTAL ITEM: 3 Stair 3 - Drawin' and Detail Set 3 Stair 3 -Calculation Set Remarks: Drawings for Deferred Submittal Review. Please Contact Eric Hayward (503) 320 9317 ehayward@hswc.com with questions and comments. 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 :. a' " 3 '°a V,M a' r I t '2 C 1" Routed to Permit Technician: Date: Initials: Fees Due: ❑ Yes ■ No Fee Descri.tion: Amount Due: Deferred Submittal Fee: $ Additional fee based on valuation: IMEIMIAM Other , .. - _ AMEIMILIMEIMMIMI Total Fees Due: ENT Special Instructions: �v R- .rint Permit .erPE : . ❑ Yes kpi No illDone A. .licant Notified: E. - Date: fAITRAIIIIIIIIIMINIIIEEMEMI The fee for processing an.leviewing deferred plan subm :1 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 Toms lTransmittalLetter-DefrdSubmtl.doc 04/04/07 CITY OF TIGARD BUILDING PERMIT I COMMUNITY DEVELOPMENT Permit#: BUP2022-00181 T I GARD 13125 SW Hall Blvd.,Tigard OR 97223 503.718.2439 Date Issued: 11/15/2022 Parcel: 1 S127DD01200 Jurisdiction: Tigard Site address: 9875 SW CASCADE AVE Project: BMW of Tigard Subdivision: None Lot: None Project Description: New 262,000 sq.ft.,four-story automotive dealership building with service center and parking structure. Contractor: HOWARD S WRIGHT Owner: HOLMAN TIGARD REAL ESTATE LLC 1455 NW IRVING STREET#400 17800 SE MILL PLAIN BLVD#190 PORLAND,OR 97209 VANCOUVER,WA 98683 PHONE: 503-601-9939 PHONE: FAX: Specifics: FEES Description Date Amount Type of Use: COM Class of Work: NEW Type of Const: IIB Permit Fee-COM-New Construction 11/09/2022 $170,980.42 Occupancy Grp: B Occupancy Load: 817 12%State Surcharge-Building 11/09/2022 $20,517.65 Plan Review 08/18/2022 $111,137.27 Dwelling Units: 0 DC Provision Review,COM New-Bldg 11/09/2022 $218.50 Stories: 0 Height: 0 ft DC Provision Review,COM New-Ping 11/09/2022 $218.50 Bedrooms: 0 Bathrooms: 0 Plan Review-Fire Life Safety 11/09/2022 $68,392.17 Value: $38,000,000 Info Process/Archiving-Lg$2.00(over 11/09/2022 $462.00 11x17) Floor Areas: Info Process/Archiving-Sm$0.50(up to 11/09/2022 $213.50 11x17) Total Area: 262000 Metro CET 11/09/2022 $12,000.00 Accessory Struct: 0 Beaverton School CET-Non-Residential 11/09/2022 $35,200.00 Basement: 0 Tigard CET-Non-Residential-Admin 11/09/2022 $15,200.00 Carport: 0 Tigard CET-Non-Residential-AH 11/09/2022 $364,800.00 Covered Porch: 0 Deck: 0 Garage: 0 Mezzanine: 10404 Total $799,340.01 Required: Required Items and Reports(Conditions) Fire Sprinkler: Yes Parapet: No 1 Special Inspection(see plans) Fire Alarm: Yes Protected Corridors: No Smoke Detectors: Yes Manual Pull Stations: Yes Accessible Parking: 0 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 es or direct questions to OUNC by calling 503.232.1987 or 1.800.332.2344. Issued By: ittee Signature: 503.639.4175 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 co ' n of the project. Approved plans are required on the job site at the time of each inspection. Building Permit Application Commercial FOR OFFICE USE OSI.I ErCity of Tigard Received g DateiBy: /`f/�d Permit No.: /410 • „1�,1 ill Phone: SW Hall Blvd.,9 Tigard,OR 97$23E^ A Plan Review �f/ V, Q Phone: 503-718-2439 Fax: 503-598 E ® DateBy. d•-car. Related Permit: T I GARD Inspection Line: 503-639-41175 Date Ready/By: hais: 0 See Page 2 for N Internet: www.tigard-oi.gov MI 3 0 2022 NotiS Ai/�/ i�r� �� Supplemental Information TYPE OF WOR o TIGr , REQUIRED/DATA:1-AND 2-FAMILY DWELLING liosoyN New construction ❑-Dem DIVISION Permit fees*arc based on the value of the work performed. Indicate the value(rounded to the nearest dollar)of all Addition/alteration/replacement ❑Other: equipment,materials,labor,overhead,and the profit for the CATEGORY OF CONSTRUCTION work indicated on this application. -family dwelling Valuation: $ 38,000,000 g ®Commercial/industrial building ❑Multi-family Number of bedrooms: 0 Master builder ❑Other: Number of bathrooms: JOB SITE INFORMATION AND LOCATION Total number of floors: Job site address: ni5 SW Cascade Avenue New dwelling area: square feet City/State/ZIP: Tigard, OR 97723 Garage/carport area: square feet Suite/bldg./apt.#: Project name:j..igtel BMW c*� 'T,L( t, ,t Covered porch area: square feet Cross street/directions to job site: SW Schools Ferry Rd/SW Cascatle Avenue Deck area: square feet Other structure area: square feet REQUIRED DATA:COMMERCIAL-USE CHECKLIST Subdivision: I Lot#: Permit fees*are based on the value of the work performed. Tax map/parcel if: 1S127DD,TL 1200 Indicate the value(rounded to the nearest dollar)of all equipment,materials,labor,overhead,and the profit for the ,,;% DESCRIPTION OF WORK work indicated on this application. y New automotive dealership with accessory automotive service center, and Valuation: $ R', ' al- parking structure consisting of approximately 262,000 square feet. Existing building area: 0 square feet New building area: 262,000 square feet In ® PROPERTY OWNER 0 TENANT Number of stories: 4 Name: Holman Tigard Real Estate, LLC Type of construction: VB ® Address: 4001 Leadenhall Road Occupancy groups: \City/State/ZIP: Mt. Laurel, NJ 08054 Existin : N/A iiir Phone:( ) 954-995-5442 Fax:( ) New: sk S1,S2 M ® APPLICANT 0 CONTACT PERSON BUILDING PERMIT FEES* Business name: YSM Design (Please refer ro fee sebednfe) Structural plan review fee(or deposit): Contact name: Karl Poland Address: 305 N.Coast Hwy.,Ste L FLS plan review fee(if applicable): Total fees due upon application: City/State/ZIP: Laguna Beach,CA 92651 Phone: 949-7 4275Amount received: ( ) Fax: :( ) E-mail: kpoland@YSMDesign.com PHOTOVOLTAIC SOLAR PANEL SYSTEM FEES* Commercial and residential prescriptive installation of CONTRACTOR roof-top mounted PhotoVoltaic Solar Panel System. Business name: Howard S.Wright Submit two(2)sets of roof plan with connection details and fire department access,along with the 2010 Oregon Address: 1455 NW Irving Street,Ste 400 Solar Installation Specialty Code checklist. City/State/ZIP: Portland,OR 97209 Permit fee(includes plan review $180.00 and administrative fees): Phone:( ) 503-220-0895 Fax:( ) State surcharge(12%of permit fee): i $21.60 CCB Lie.: Total fee due upon application: $201.60 Authorized signature: This permit application expires if a permit is not obtained within 180 days after it has been accepted as complete. Print name: Karl Poland Date: ( /30 �� * Fee methodology set by Tri-County Building Industry Service Board. I:tBuilding\Permits\BUP_COM_PermitApp.doc Rev.04/21/2014 440-4613T(11/02/COM/WEB) City of Tigard IIIC w COMMUNITY DEVELOPMENT DEPARTMENT T I c n RD Building Permit Review — Commercial - With Land Use Building Permit #: *i /0; ._Uo t�/ Site Address: (1015 SW CC Scad e Ave- Suite/Bldg#: _ Project Name: BMW (Name of commercial business occupying the space. If vacant,enter Spec Space.) Planning Review Proposal:. WM bltltdln_. j2f Verify site address/suite# exists and active in permit system. V River Terrace Neighborhood: ❑ Yes /J No 0 Land Use Case #: 51) 2A' " Plans Match Approved Land Use: Z Site Plan NI& Landscape Plan POther: fJ Urban Forestry Plan Elevation Plan Building Height: Maximum Height 2c Actual Height 5 Conditions Met: / Prior to Submittal ( LJ Prior to Permit Issuance Oc Business License: �� Exists: 0 Yes ❑ No, applicant was provided a business license application Public Facilities Improvement (PFI) Permit: Required: / Yes, applicant was notified ❑ No Applied For: Jam' Yes ❑ No,stop intake Notes: • Approved by Planning: ' � Date: 1 (p l20 2-2. Revisions (after Building Submittal only Reviewer Date Revision 1: ❑ Approved ❑ Not Approved Revision 2: ❑ Approved ❑ Not Approved Revision 3: ❑ Approved ❑ Not Approved Building Permit Submittal Original Submittal Date: (p/3%}d- Site Plans: # Building Plans: # 3 Building Permit#: ,Q,�—�d�er�building�permitit�above. ,,,� Workflow Routing: L1.--P1 nntng 'LW-Engineering L7 Permit Coordinator [ Building Workflow Sign-off gn-off for Planning(include notes from planning review) Route Application Documents: [— ding: original permit application, site plans,building plans,engineer and beam calculations and trust details,if applicable, etc. Notes: By Permit Technician: Date: '?/,)� I:\Building\Fon1 s\BldgPennitRvw_COM_WithLanduse_111819.docx Engineering Review K,S1ope at building pad: /3%s PFI Permit#: 2ozz—ov zs 4 gQ Conditions "Met"prior to issuance of building permit Easements (encroachments)per engineering conditions of approval and plat (not typical on SDR/CUP) Water Quality/Quantity Facility: Assess Water Quality Fee in-lieu: ❑ Yes C�/No • Assess Water Quantity Fee in-lieu: 0 Yes LK No LIDA Facility on lot: L7 Yes 0 No Add Fee: 0 Yes P'"No 0 NOT Approved by Engineering: Date Notes: Do nIf rdlwc ufrv411 Pot Cv>ici•%G3'ls Art-p td- 4 il"'7 rsi✓# Approved by Engineering: 7-rob,74 ,:r7.2.4 Date: r/Y! 2D ZZ, Revisions (after Building Submittal only) Reviewer Date Revision 1: 0 Approved 0 Not Approved Revision 2: 0 Approved ❑ Not Approved Revision 3: 0 Approved 0 Not Approved Permit Coordinator Review 0 Conditions "Met"prior to issuance of building permit Approved,NOT Released: Jlolj}ors C.06s, A Pf( t s ua.X1C-p, Date: a ti. IZoi2 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: yrSDC Fees Entered: Wash Co Trans Dev Tax: ,'Yes 0 N/A Tigard Trans SDC: Yes ❑ N/A Parks SDC: 'Yes ❑ N/A LIDA Fee: ❑ Yes / N/A XOK to Issue Permit Approved by Permit Coordinator: Date: 1°125 f Z<j2,2 I:\Building\Forms\BldgPennitRvw_COM_WithLandUse_111819.docx t . Parks Estimate BMW 9/21/2022 BUP022-001 0 9875 SW Cascade Ave AM L ALL PARKS RATES EFFECTIVE 7/1/20 0 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 1 862 40.406 $542 $21,900 40,406 Home Parks-Reim 1 862 40.406 $99 $4,000 Improvement Store Neigh-Imp 1 862 40.406 $0 $0 0 Neigh-RT 1 $0 0 2 $0 Total Parks Former Uses $25,900 Proposed Use Use # ITE Code # Units Rate Parks Amount Description Parks-Imp 1 841 112.9 $542 $61,192 73,372 Parks-Reim 1 841 112.9 $99 $11,177 New Car Sales Neigh-Imp 1 841 112.9 $0 $0 Neigh-RT 1 $0 Parks-Imp 2 $0 Parks-Reim 2 $0 Neigh-Imp 2 $0 0 Neigh-RT 2 $0 0 Total Parks Outside RT Proposed Uses $0 Less: Total Parks Outside RT Former Uses $0 Total All Parks Outside RT Net Increase $0 Total Parks RT Proposed Uses $0 Less: Total Parks RT Former Uses $0 Total All Parks RT Net Increase $0 Total Parks-Imp $39,291.75 Total Parks-Reim $7,176.91 Total Neigh-Imp $0 No Neigh-Imp Total Neigh-RT $0 No Neigh-RT For Non-Residential Calculations: Prior Use: Hardware Store=1,000sf/EE; 40,500sf/1,000;40.5EEs. Proposed Use:Car Sales=650sf/EE; 73372/650=112.88EEs. Total: Parks-Imp=Parks Improvement,Citywide including River Terrace Parks-Reim=Parks Reimbursement,Citywide including River Terrace Neigh-Imp=Neighborhood Parks Improvement Outside River Terrace 0 TDT/TSDC Estimate BMW 9/21/2022 BUP2022-00181 9875 SW Cascade Ave Submitted TDT& RESIDENTIAL TSDC RATES EFFECTIVE 7/1/20 on 6/30/2022 NON-RES:TSDC CITYWIDE EFFECTIVE 10/1/20 0 Yes Project is in River Terrace ? QQ 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 1 862 $7,706 40.41 $311,369 40,406 Home TSDC-Imp 1 862 1.39 $8,905 $12,378 40.41 $235,502 Improvement Store TSDC-Reim 1 862 1.39 $514 $714 40.41 $13,593 TSDC-RT 1 0 $0 0.00 $0 TDT 2 0 $0 0.00 $0 TSDC-Imp 2 0.00 $0 $0 0.00 $0 TSDC-Reim 2 0.00 $0 $0 0.00 $0 TSDC-RT 2 $0 0.00 $0 Did total TSDC need to be reduced to 80%of TDT? Use 1 Yes Use 2 No Total TDT and TSDCs Former Uses $560,464 Proposed Use ITE Rate per Rate per TDT/TSDC Use# Code PHVT PHVT Unit* # Units Amount Description TDT 1 841 $14,882 73.37 $1,091,922 73,372 TSDC-Imp 1 841 2.80 $8,905 $24,934 73.37 $825,868 New Car Sales TSDC-Reim 1 841 2.80 $514 $1,439 73.37 $47,669 TSDC-RT 1 0.00 $0 $0 $0 TDT 2 TSDC-Imp 2 TSDC-Reim 2 TSDC-RT 2 TDT 3 TSDC-Imp 3 TSDC-Reim 3 TSDC-RT 3 TDT 4 TSDC-Imp 4 TSDC-Reim 4 TSDC-RT 4 Did total TSDC need to be reduced to 80% of TDT? Use 1 Yes Use 2 No Use 3 No Total All TDTs&TSDCs Proposed Uses $1,965,460 Less: Total All TDTs &TSDCs Former Uses $560,464 Total All TDTs&TSDCs Net Increase $1,404,996 Total Net County TDT $780,553.47 Total Net TSDC-Imp $590,366.59 Total Net TSDC-Reim $34,076.18 Total Net TSDC RT Overlay $0 TDT TSDC Imp+ Reim Target Recovery Rate 28.0% 30% Estimated Total Impact $2,787,691 $2,081,476 Estimated Unmitigated Impact $2,007,137 $1,457,033 All TDT&TDSC TSDC RT Overlay .,- Target Recovery Rate 29% 30% A Estimated Total Impact $4,869,167 $0 Estimated Unmitigated Impact $3,464,171 $0 TDT=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 Extended Combination SDC Calculator-09101S-I:\Community Development\Permit Coordinator\SDC Calculators City of Tigard 1111 C " Deferral Until Occupancy Request T i G A R D Washington County Transportation Development Tax (TDT),Transportation and Parks,System " Development Charges (SDCs) This form is to be signed and submitted prior building permit issuance or,if no building permit is required,then upon land use approval(TMC 3.24, as amended by Ordinance No.21-09). Date: 11/3/2022 Site Address: 9875 SW Cascade Ave Project BMW of Tigard Land Use Case or BUP2022-00181 Name: Building Permit#: Tax Lot Total Parka 1S127DD01200 $46,468.65 #: Amount*: TDT Total Amount: $811,020.39 (Based on Amount*:TSDC $624,442.77 7/1/2022 rates *The total TSDC amount shown above is the sum of$590,366.59 for TSDC-Improvement,$34,076.18 for TSDC- Reimbursement,and$N/A for TSDC-River Terrace,if applicable.. *The total Parks SDC amount shown above is the sum of$39,291.75 for Parks-Improvement,$7.176.91 for Parks- Reimbursement, and either$N/A for Parks-Neighborhood or$N/A for Parks-Neighborhood River Terrace. This constitutes my request to defer payment of the TDT,TSDC, and Parks SDCs, as provided above, to prior to final inspection. Payment of the TDT,TSDC, and Parks SDCs may be deferred until issuance of the occupancy permit. In requesting this option, I understand that any deferred TDT,TSDC, and Parks SDCs must be paid prior to final inspection. TDT may only be deferred if the TDT is greater than the amount for a single-family residence. I further understand that the amount of TDT due on deferred obligations shall be the amount in effect at the time of issuance of the building permit. For a deferral request to be accepted both the Property Owner and the Developer must sign this request. Property Owner: / ., Date: 11i 0 N/A (Owner and Developer are the same C company) Developer: Date: Permit Coordinator: ATM oe,,,01, Date: 11/3/2022 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 _ " Transmittal Letter TiGARt) 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: DATE ''ECED DEPT: BUILDING DIVISION NOV 16 2022 FROM: ;' / //1,71 CITY OF AGf1RG 1.1ILDI s DIVISION' COMPANY: V.5 --0e9T QQ ` By: ®J'1 PHONE: ��7// lO �/ 59 • EMAIL: woan c/e- lG hOG, ,-,a RE: g37T S4.---CltrCaf ip>✓ ef`y, ` 2TJI��—C.ti�/n/ (Site Address) (Permit Number) (Proj(name or subdivision name and lot number) / ATTACHED ARE THE FOLLOWING ITEMS: ,..1 Copies: Description: v(11sies: Description: ,N4 Additional set(s) of plans. ') Revisions: Cross section(s) and details. r U� 7O Wall bracing and/or lateral analysis. Floor/roof framing. ��` Basement and retaining walls. Beam calculations. �\ Engineer's calculations. Other(explain): REMARKS: (i-c -4�- P•,2 r FOR OFFICE USE ONLY I 1 Routed to Permit T chnician: Date: h I— 1 ( — Z� Initials: J J Fees Due: [ Yes No Fee Description: Amount Due: Special Instructions: ❑ Reprint Permit(per PE): ❑Yes No Done Applicant Notified: Date: /1/4:/)) Initials: 4 _Ti I:\ uildingorms\TransmittalL B \F ettee-R isionS Q73120.doc