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Plans (3) REVISION APPROVEDurrit.E �.vrx I )moo sw 7.2/A - OFFICE spy L1 - r(-.) __ 7 1. 1 k as Y' r 1 �Fj' i x 1 k � ill I � I .- r lio Ii L .. t L .---;,-.... il i - ', L T ° �� iall lb 4 I . . .„., i p _ _ )p 7 , I { f L I , I ,---- : fIN it . I : ma"' ',.. ' ' 1 , Ill ! IILt , i: rt OFFICE COPY COMMUNITY DEVELOPMENT PARTNERS 72ND & BAYLOR EXTERIOR SHOPS TIGARD TRIANGLE PROJECT NO. : 20-1963 TIGARD, OR 97223 ISSUE DATE: 2021-03-12 OWNER ARCHITECT STRUCTURAL ENGINEER GENERAL CONTRACTOR METAL STUD FRAMING EXTERIOR METAL STUD I COMMUNITY DEVELOPMENT PARTNERS SCOTT 1 EDWARDS ARCHITECTURE,LLP ABHT STRUCTURAL ENGINEERS BREMIK CONSTRUCTION CONTRACTOR FRAMING ENGINEER PORTLAND,OR 97221 PORTLAND,OR 97214 PORTLAND,OR 97209 PORTLAND,OR 97214 WESTERN PARTITIONS,INC WESTERN PARTITIONS,INC. WILSONVII.I F,OR 97070 WILSONVILLE,OR 97070 CONTACT:WENDY KLEIN CONTACT:DAVE MOJICA CONTACT:RANDALL TOMA CONTACT:BOB TRAPA EST.1972 TEL:347.218.0242 TEL:503.226.3617 TEL:503.243.6682 TEL:503.688.1000 CONTACT:KEVIN EPENETER CONTACT:GREG MECURIO 26055 sW canyon creek Ra WW000 ue,oR TEL 971.205.9574 TEL: 971.264.8766 (503)620-1600 5n5*.V,Pbuilds cam FUNNIER MINK SENNA NOI[$ AO.-CKXGEmGNALOWNINGE POOL NOMM. e e 5c.,..N x,fvrnrt 5 WIT 4,WREMESow,CAR TT05 - AAP-NEOUSC SrMO,TECnA4 -eTYPE SHEET NUMBER KEY till}. 11 �spdervsnlvanlEmuoaso M-Nw Wa to be usreo as soma' a*coordirBNw 5<mmPk El R s y m0,0000 fl. :0020000 ua, Bo.Mnwu 1 CEO¢raF.Corn SM1eet:rtnera Nl@s.Roptl oau s037 S>•2.DAEan/PS.awe -Gerea7Pegm. POC DANK SF01 2.P.'W... W 6ai'Y ra Ole0aw NNW = RMSr�eIaE ��• I EN , T.w.al. 00000009 eemDNNAN PEPTIDE DISCIPLINE ,"'°' """`" A Pas, a bYv APn PAN,stun Yen[NEN OAeS.Mnw^S ENIA,Muc 10.OF 26 h6 , -. __.... 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As xoT DCI GU PROD.NO. 20.1053 INS_DATE_ 421-0312 6SIIE EXTERIOR SHOPS TITLE GENERAL NOTES S SHEET INDEX ELL1 No. Z0.02 • IOIST SE0FWEE IOSI MAP / U5Hw.1E WOKE w•wmYM � Cann. � .�..._. 1.W IOU 9I( PACING SPAN 1M[N DA SEAMS j =1X. ::.11�',FG 101 3525162 33 eP As 35211sw3 I21em 10E 16 CIS IOW REF SpELE / 6sA5 eEF WEJAe nt6243 EC ]6 MET15om Ix ala 721 3. l03 YMt6xY Ed' 1E'L° WGL(SRH Id-.. I -. .. e 1 1 l \ 0EARINS REF mal 002.IDR IBI F NISI BEAM fa , COL OAR FERSINA:3RA --——_—— CPS111012 REF 4YFJAE ° 1/—E3FA'ENG IRAPp / RID a'.r561Y1,261E EA FG We 5aM3FEYIl6/Y.E LF51015I.REF'.3XatE-5\ /—¢S.P5I.REF'.SJEYAE • AMA FIEF EIRJML CN � _____ _ -- \ ERNI 511.C.REF 31R2[PM4 Mt tr - as Newmann EA GEE. ' PEE SCf1AEPGASGEA SOEN51n65NNL pp,.SINEI F STAB REel NEAT",R1 wG 36 p6I.RE'043021E N. 9Y211.16 PER W51 3 JOIST SOFFIT 2 JOIST TO BEAM CONNECTION- m ass_.. ❑.a.,ass.. oa,.•.00.a ow_t-Ts M'. ABET Structure'Engineers PST 0322422021 21]1 MR F.NNW 1 _ ._.._.... _ —_ _ - _ _ _ _. _. .. _ _. ___. __ - ___ - - 1 1rowM1ERATsa� —_. ... _._. _._. 0100050 FFR E11Nn-\\ rw1EP t 0 04 6 x4li 2 _ __. _.. _ __ ___ 2 EfiB N -E(11N,RA5IMA MY`SNEAOM90E 2,M1.., 3\ oa 3 _ _ _ _ _ _ _ 1°. EA LEG 11GIA G FIR ARCH WIPES 23'-A_ { _. 1 YMTA1 ZEE,NI NE Nµ COMMUNITY DEVELOPMENT PARTNERS L.HAW ZEESOPPIT d 1 SIR nNRJAN ©,102 1.p -— TIGARD TRIANGLE ---- -- TIGARD OR 97223 JROJFCTNAMF n PEPPIN WWI 90A53WABIM --J D A 72ND&BAYLOR q _._ _._ _ . . ____ - - __. -_ _. __ - _.-__ - __ :__.. _. _ _ 4 _ / '�3@t'SStl C'h EEAN3 _ _ __ __._ _ _ oSRiW PWCSoREOuE LE ne Imcwm MESlka)EL I:Si I 00MT1M4W&S9RUFi81U : 15 S AI EA ON : I I i \.SDI—Ip51FEEF4A 1 I \3-9EAIN'LWfl Ai0 OINTERIOR SUPPORT__ - __ 1 1/2'=1-D" a 6 __.-_ _- _. ___ _. _ _. . _-___ _ _ _J_ - �__ ._:__ .. _ ._ ___ _ _. _ _ _ KEY PLMI / 0111W4F R WV DINNER Ara'x _ _ - __ _ _ _ — -� V s GaC see PER 1R0:1 _ - _ _ 32,132431B110 UE EASE. MT SCALE As NOTED URN ev. rw \:'I 7 - _ -__ __ - - . TTT 1 'T T I ` 3ev am :Ix,'mnXIMM� _ _ . .� PALER �� �usamxsmnAaw 2 1 I 1 I I I � 1 .� RROJ NO.T 20.1Ees \�INs13ERP.Av I I I II I : 1 J 1 I I I I I I I j ._ rzo1, ss DATE 2021 0312 �I.RN F4I4 1ISSUE -. J INTERIOR '-EN D SUPPORT aa> rn=Ax 2'' TITLE FXTFRIOfl SHOPS uG1 CEILING PLAN.DETAILS 8 - N SCHEDULES A' B C D E F G H ® s11EE1 NO. ,,REFLECTED CEILING PLAN-LEVEL 01 -_.. _._ __- __. -_.. _... Z2.01 t SUBMITTAL PACKA ED Page 1 B RE J\4 T K FOR APPROVAL s'�al DATE: 2/18/2021 PACKAGE NUM: 66 CONSTRUCTION Bremik Construction Inc. PACKAGE REV: 0 19027--Tigard Triangle SPEC#: 054000 To: Dave Mojica From: Riley McCoy Scott Edwards Architecture LLP Bremik Construction Inc. 2525 E. Burnside Street 1026 SE Stark St. Portland, OR 97214 Portland, OR 97214 We are transmitting the following Submittal Package Number: " 66", Revision: "0" Description: "Light Gauge Metal Framing - Package 1" for your review, intended to be compliant with contract Specification Number: "054000". Please review and respond to: RileyMcCoy, b : 3 04 2021 in accordance with the contract • p Y / / documents. • Additional Notes: Submittal Description • Revision Status Notes • Item 054000-001 0 Cold-Formed Metal Submittal Required Framing- Product Data • 054000-002 0 Cold-Formed Metal Submittal Required Framing- Certificates 054000-003 0 Cold-Formed Metal Submittal Required Framing - Quality Assurance Bremik Construction, Inc. Date: Q3/15/2021 By: R. zy McCoy Western Parton Submittal Revisions per Returned Submittal Sincerely, ER Reviewed ❑ Reviewed as noted ❑ Revise&resubmit Review of these documents does not relieve subcontractors of their responsibility in reference to:field verifications of all dimensions;jobsite conditions and requirements;coordination with all trades;full compliance with all contract requirements; compliance with all state and city ordinance requirements SUBMITTAL REVIEW • I1APPROVED ❑ REVISE&RESUBMIT QNO EXCEPTIONS TAKEN ❑ NOT REVIEWED ❑EXCEPTIONS AS NOTED ❑ REVISE I RESUBMIT ❑ REVISE AS NOTED ❑ REJECTED Corrections or comments made to the shop drawings This shop drawing review is for general conformance and during this review do not relieve the Contractor from compatibility with the design concept and information given in the compliance with requirements of the drawings and Construction Documents only. Review of a specific item shall not specifications.This check is only for review of general conformance with the design concept and general include the review of an assembly of which the item is a compliance with the information given in the contract component. The Contractor is responsible for ensuring that the documents.The Contractor is responsible for assembly reviews,and not only specific assembly items,have been confirming and correlating all quantities and submitted for approval, dimensions;selecting fabrication processes and techniques of construction,coordinating the work with other trades,and performing the work in a safe and ABHT Structural Engineers satisfactory manner. RST 03/24/2021 SCOTT I EDWS E ARDS ARC ARC IT CTURE,LLP 252T Reviewed By Date PORTLAND,OR 97214 • BY Dave Mojica DATE 3/2 512 0 21 EST19?2 Tigard Triangle Exterior Soffit Framing 72nd and Baylor Tigard, Oregon Project No.: 20-1963 Date: 2/12/2021 Governing Code: 2012 International Building Code (IBC)w/2014 OSSC Requirements Description: Exterior cold form steel soffits with attachments to exterior walls. Table of Contents Page # Design Criteria Summary 2 - 3 Joist Framing 4- 8 Screws 9- 10 MI APPROVED ❑ REVISE 8 RESUBMIT ❑ REVISE AS NOTED 0 REJECTED This shop drawing review is for general conformance and RV C I vR,q/ compatibility with the design concept and information given in the J<"��p PROFS`s Construction Documents only. Review of a specific item shall not / include the review of an assembly of which the item is a � �C`S� component. The Contractor is responsible for ensuring that the C� 'Cr" 89384PE assembly reviews,and not only specific assembly items,have been submitted for approval. ABHT Structural Engineers EGON RST Reviewed By 03/24/2021 Date C �gRCN 13 2 � \� �� MERD)� EXPIRES: 12-31-22 a. ' Page 2 Project#: 20-1963 Page#: w p Proj. Name : 72nd and Baylor Engineer : GM Date : 2/12/2021 EST. 1972 Design Criteria Summary Code: 2014 Oregon Structural Specialty Code References: ASCE 7-10 AISI S100-16/52-10 Ref Drawings: Conformance Set dated June 6, 2020 Building Height: 69.0' Design Wind Speed: 120 Seismic, Sds: 0.982 C&C Wind Pressures: Ultimate ASD Zone 2 (roof) 69 41.4 Zone 3 (roof) 94 56.4 Zone 4 (wall) 30 18.0 Zone 5 (wall) 55 33.0 Corner dim, a: 11.3' *Design wind pressures per structural FOR Sheet 50.02 Diagrafn P- P, a P. • 1.0 x roof pressure p from tables for edge Zone.I,2 =I..15 x not pressure p from tables for corner Zone Notes I. p,,,,,=Roof pressure at overhang for interior.edge.or corner zone as applicable from figures in roof pressure table. 2. p,,,,,from figures includes load from top and bottom surface of overhang. 3. Pressure p,at soffit of overhang shall he taken as equal to the wall pressure pn. FIGURE 30.6-2 Components and Cladding,Part 4[h<160 ft(h<18.3 my]:Roof Overhang Wind Loads for Enclosed Simple Diaphragm Buildings—Application of Roof Overhang Wind Loads 374 STANDARD ASCE/SEI 7.16 Page 3 Project#: 20-1963 Page#: Proj. Name: 72nd and Baylor Engineer: GM Date : 2/12/2021 Design Criteria Summary Structural drawings sheet S0.02 7. DESIGN CRITERIA A. CODE:2012 INTERNATIONAL BUILDING CODE AS AMENDED BY THE STATE OF OREGON(2014 OSSC). B. LOADS AND DESIGN CRITERIA:THE FOLLOWING LIVE LOADS AND CRITERIA WERE USED IN ADDITION TO THE DEAD LOAD OF THE STRUCTURE. LIVE LOADS: ROOF 25 PSF(SNOW) FLOORS RESIDENTIAL AREAS 40 PSF CORRIDORS/STAIRS 100 PSF LATERAL CRITERIA; WIND 120 MPH ULTIMATE DESIGN WINO SPEED, EXPOSURES Iw a 1.00 COMPONENTS&CLADDING WIND PRESSURE•24 PSF(ALLOWABLE) SEISMIC 15=1.00 RISK CATEGORY Sa on 0.982g St.0.424g SITE Cl ASS D Sds=0.725g Sd 1=0.446g SEISMIC DESIGN CATEGORY O CONCRETE SHEAR WALLS.Rrt.O WOOD SHEATHED SHEAR WALLS.R-0.5 C. SOIL CRITERIA: ALL RECOMMENDATIONS BELOW ARE BASED UPON THE GEOTECHNICAL REPORT FROM GEO CONSULTANTS NORTHWEST DATED 05/01119.CONTRACTOR SHALL(AT A MINIMUM)ADHERE TO ALL RECOMMENDATIONS NOTED WITHIN THE GEOTECHNICAL REPORT INCLUDING RECOMMENDATIONS FOR CONSTRUCTION DURING WET-WEATHER CONDITIONS.CONTRACTOR TO VERIFY THAT NO DISPCREPANIES EXIST BETWEEN THE GEOTECHNICAL REPORT RECOMMENDATIONS AND INFORMATION PROVIDED WITHIN THE DESIGN DRAWINGS AND SPECIFICATIONS.IF DISCREPANCIES EXIST WITH THE GEOTECHNICAL REPORT RECOMMENDATIONS AND ANY INFORMATION PROVIDED WITHIN THE DESIGN DRAWINGS AND SPEIFICATIONS.CONTRACTOR SHALL CONTACT DESIGN TEAM FOR CLARIFICATION PRIOR TO ANY CONSTRUCTION. FOUNDATION SUPPORT FOR BUILDING SPREAD FOOTINGS: ALLOWABLE SOL BEARING VALUES: BEARING PRESSURE 2500 PSF BEARING ON EXISTING COMPACTED STRUCTURAL FILL,NEW STRUCTURAL.FILL,OR ON UNDISTURBED NATIVE SILTS(WITH 1Y3 INCREASE FOR WIND AND SEISMIC FORCES) Page 4 Project Name: Soffit Joist Sizing Page 1 of 1 Model: J01 Date: 02/12/2021 .Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie@ CFS Designer'3.4.5.0 Uniform LL 66.00 lb/ft Uniform DL 10.00 lb/ft oil moo R1 R2 4.00 Section : 362S162-33(33 ksi)Single C Stud Fy=33 ksi Maxo= 440.9 Ft-Lb Moment of Intertia, I=0.551 inA4 Va=1023.6 lb Joist Spacing = 24 in Deflection Limits: Total Load-240 Live Load -360 Load Cases: 1. DL+ LL All spans 2. DL+ LL Even spans 3. DL+ LL Odd spans 4. LL All spans 5. LL Even spans 6. LL Odd spans Joist Flexural and Deflection Summary Mmax K-phi Lm Ma-dist Mmax/Ma Load Total Ld Load LL Load Ft-Lb lb-in/in in Ft-Lb (Min) Case Defl Case Defl Case Span 152 0.0 48.0 452.4 0.345 1 L/1783 1 L/2053 4 Joist Bending and Web Crippling Summary Load Load Bearing Pa Pn Max Load Stiffeners Rxn (Ib) Case (in) (Ib) (Ib) Intr. Case Required R1 152.0 1 1.00 165.2 289.1 0.48 1 NO R2 152.0 1 1.00 165.2 289.1 0.48 1 NO Joist Bending and Shear Summary Vmax Load Va Intr. Load Intr. Load Rxn (Ib) Case Factor VNa M/Ma Unstiffened Case Stiffened Case R1 152.0 1 1.000 0.15 0.00 0.15 1 N/A N/A R2 152.0 1 1.000 0.15 0.00 0.15 1 N/A N/A SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Page 5 -Project Name: Soffit Joist Sizing Page 1 of 1 Model: J02 Date: 02/12/2021 -Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer'3.4.5.0 Uniform LL 66.00 lb/ft Uniform DL 10.00 lb/ft me mix R1 R2 7.17 Section : 362S162-43 (33 ksi)Single C Stud Fy=33 ksi Maxo= 612.0 Ft-Lb Moment of Intertia, I =0.710 inA4 Va=1739.1 lb Joist Spacing = 24 in Deflection Limits: Total Load-240 Live Load-360 Load Cases: 1. DL+ LL All spans 2. DL+ LL Even spans 3. DL+ LL Odd spans 4. LL All spans 5. LL Even spans 6. LL Odd spans Joist Flexural and Deflection Summary Mmax K-phi Lm Ma-dist Mmax/Ma Load Total Ld Load LL Load Ft-Lb lb-in/in in Ft-Lb (Min) Case Defl Case Defl Case Span 488 0.0 86.0 634.9 0.797 1 L/399 1 L/460 4 Joist Bending and Web Crippling Summary Load Load Bearing Pa Pn Max Load Stiffeners Rxn (Ib) Case (in) (Ib) (Ib) Intr. Case Required R1 272.3 1 1.00 276.7 484.3 0.51 1 NO R2 272.3 1 1.00 276.7 484.3 0.51 1 NO Joist Bending and Shear Summary Vmax Load Va Intr. Load Intr. Load Rxn (Ib) Case Factor VNa M/Ma Unstiffened Case Stiffened Case R1 272.3 1 1.000 0.16 0.00 0.16 1 N/A N/A R2 272.3 1 1.000 0.16 0.00 0.16 1 N/A N/A SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com • Page 6 -Project Name: Soffit Joist Sizing Page 1 of 1 Model: J03 Date:02/12/2021 . Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM'3.4.5.0 Uniform LL 66.00 lb/ft Uniform DL 10.00 lb/ft d ‘ . -. °„ .; . a filen DM R1 R2 12.00 Section : 600S162-54 (50 ksi)Single C Stud Fy=50 ksi Maxo= 2527.1 Ft-Lb Moment of Intertia, I=2.860 inA4 Va =2822.9 lb Joist Spacing = 24 in Deflection Limits: Total Load-240 Live Load -360 Load Cases: 1. DL+ LL All spans 2. DL + LL Even spans 3. DL + LL Odd spans 4. LL All spans 5. LL Even spans 6. LL Odd spans Joist Flexural and Deflection Summary Mmax K-phi Lm Ma-dist Mmax/Ma Load Total Ld Load LL Load Ft-Lb lb-in/in in Ft-Lb (Min) Case Defl Case Defl Case Span 1368 0.0 144.0 2158.3 0.634 1 L/343 1 L/395 4 Joist Bending and Web Crippling Summary Load Load Bearing Pa Pn Max Load Stiffeners Rxn (Ib) Case (in) (Ib) (Ib) Intr. Case Required R1 456.0 1 1.00 598.9 1048.1 0.40 1 NO R2 456.0 1 1.00 598.9 1048.1 0.40 1 NO Joist Bending and Shear Summary Vmax Load Va Intr. Load Intr. Load Rxn (Ib) Case Factor VNa M/Ma Unstiffened Case Stiffened Case R1 456.0 1 1.000 0.16 0.00 0.16 1 N/A N/A R2 456.0 1 1.000 0.16 0.00 0.16 1 N/A N/A SIMPSON STRONG•TIE COMPANY INC. www.strongtie.com Page 7 - Project Name: Soffit Joist Sizing Page 1 of 1 Model: B01 Date: 02/12/2021 . Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS DesignerT'3.4.5.0 Reactions Support Reactions (lb) R2 250.00 100.00 lb/ft R 1 250.00 Shear and Web Crippling Checks Bending and Shear 37.0% Stressed (Unstiffened): @R1 oar ow Bending and Shear NA R1 R2 (Stiffened): Web Stiffeners No 5.00 Required?: Section : 362S162-43 (33 ksi)Single C Stud Maxo= 612.0 Ft-Lb Va= 1739.1 lb I= 0.71 inA4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 312.5 0.511 312.5 60.0 565.3 0.553 0.067 L/893 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmaxl lb-in/in in Ft-Lb Ma-d Span 0.00 60.0 634.9 0.492 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Page 8 - Project Name: Soffit Joist Sizing Page 1 of 1 Model: B02 Date:02/12/2021 . Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie®CFS Designer'3.4.5.0 Reactions Support Reactions (lb) R2 375.00 100.00 lb/ft R1 375.00 Shear and Web Crippling Checks Bending and Shear 27.8% Stressed (Unstiffened): @R1 Bending and Shear NA R1 R2 (Stiffened): Web Stiffeners No 7.50 Required?: Section : (2) 362S162-43 (33 ksi)Back-To-Back C Stud Maxo= 1224.0 Ft-Lb Va= 3478.2 lb I = 1.42 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 703.1 0.574 703.1 60.0 1220.0 0.576 0.170 L/529 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 90.0 1269.8 0.554 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com s •Project Name: Soffit Joist Sizing Page 1 of 1 Model: J01 unbraced Date:03/12/2021 . Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designerm 4.0.0.14 Reactions Support Reactions(lb) R2 28.00 R1 28.00 Shear and Web Crippling Checks Bending and Shear 5.4% Stressed 14.00 lb/ft (Unstiffened): @R2 Bending and Shear NA (Stiffened): Web Stiffeners No tl� 1E1 Required?: R1 R2 4.00 Section: 362S162-33(33 ksi) @ 24"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 Loads have not been modified for deflection calculations Flexural and Deflection Mmax Mmax/ Mpos Ma-Brc Mpos/ Deflection (ft-lb) Maxo (ft-Ib) in) (ft-Ib) Ma-Brc (in) Ratio Span 28.0 0.064 28.0 436.9 0.064 0.005 L/9678 Distortional Buckling K-phi Lm brace Ma-dist Mmax/ (lb-in/in) (in) (ft-lb) Ma-dist Span 0.00 48.0 452.4 0.062 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com •Project Name: Soffit Joist Sizing Page 1 of 1 Model: J02 unbraced Date:03/12/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 4.0.0.14 Reactions Support Reactions (lb) R2 50.19 R1 50 19 Shear and Web Crippling Checks 14.00 Ib/ft Bending and Shear 7.4% Stressed (Unstiffened): @R2 Bending and Shear NA (Stiffened): Web Stiffeners No Required?: R1 R2 7.17 Section: 362S162-43(33 ksi) @ 24"o.c. Single C Stud (punched) Maxo= 612.0 ft-lb Va= 1739.1 lb I= 0.71 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Mmax Mmax! Mpos Ma-Brc Mpos/ Deflection (ft-Ib) Maxo (ft-Ib) m) (ft-lb) Ma-Brc (In) Ratio Span 90.0 0.147 90.0 455.1 0.198 0.040 L/2164 Distortional Buckling K-phi Lm brace Ma-dist Mmax/ (lb-in/in) (in) (ft-Ib) Ma-dist Span 0.00 86.0 634.9 0.142 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com •Project Name: Soffit Joist Sizing Page 1 of 1 Model: J02Z unbraced Date: 03/12/2021 . Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 4.0.0.14 14.00 lb/ft 14.00 lb/ft i m Imo Nem R1 R2 R3 I I 1 3.75 3.75 Section: 250Z150-43(33 ksi) @ 24"o.c. Single Unlipped Z(punched) Maxo= 231.6 ft-lb Va= 1265.5 lb I= 0.22 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Mmax Mmax/ Mpos ig Ma-Brc Mpos/ Deflection (ft-lb) Maxo (ft-Ib) (in) (ft-Ib) Ma-Brc (in) Ratio Left Span 24.6 0.106 13.8 y one 221.8 0.062 0.004 L/11189 Right Span 24.6 0.106 13.8 kone 221.8 0.062 0.004 L/11189 Bending and Web Crippling Support or Load Bearing Pa Pn Mmax Intr. Stiffeners Pt Load P(Ib) (in) (Ib) (Ib) (ft-lb) Value Required? R3 19.7 1.00 223.4 402.2 0.0 0.04 NO R2 65.6 1.00 396.1 713.0 24.6 0.15 NO R1 19.7 1.00 223.4 402.2 0.0 0.04 NO Bending and Shear Support or Vmax Mmax Va V+ M Pt Load (Ib) (ft-Ib) Factor VNa MIMa Intr. R1 19.7 0.0 1.00 0.02 0.00 0.02 R2 32.8 24.6 1.00 0.03 0.11 0.11 R3 19.7 0.0 1.00 0.02 0.00 0.02 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com - Project Name: Soffit Joist Sizing Page 1 of 1 Model: J03 unbraced Date:03/12/2021 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 4.0.0.14 Reactions Support Reactions (lb) R2 84.00 R1 84.00 Shear and Web Crippling Checks 14.00 Ib/ft Bending and Shear 4.3% Stressed (Unstiffened): @R2 Bending and Shear NA (Stiffened): Web Stiffeners No Required?: R1 R2 12.00 Section: 600S162-54 (50 ksi) @ 24"o.c. Single C Stud (punched) Maxo= 2527.1 ft-lb Va= 2822.9 lb I= 2.86 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Mmax Mmax/ Mpos tracing Ma-Brc Mpos/ Deflection (ft-lb) Maxo (ft-Ib) (in) (ft-Ib) Ma-Brc (in) Ratio Span 252.0 0.100 252.0 ® 455.7 0.553 0.077 U1860 Distortional Buckling K-phi Lm brace Ma-dist Mmax/ (lb-in/in) (in) (ft-lb) Ma-dist Span 0.00 144.0 2158.3 0.117 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Page 9 Project#: 20-1963 Page#: : I 11 p u Proj. Name : Tigard Triangle Exterior Soffit Engineer: SMD Date : 2/12/2021 P,T. 1972 Screw Calculations AISI S100-16:J4 Screw Connections Screw Capacities: Shear-See Table Tension - Min Pull-Out or Pull-Over- See Table Combined Shear+ Pull-Over: 14.5.1 b +R71 T 1.1) Pnv= 2.7t1dFi1 O = 2.35 Pnv Pnov CI Pnov= 1.5t1dwFu1 Combined Shear+ Pull-Out:J4.5.2 V + T [ 1.`.5 Pnv=4.2(t23d)112Fi2 0 = 2.55 Pm, Pnct St Pnot= 0.85tcdFu2 Combined Shear+Tension:J4.5.3 V T 1.a Pnvs = See Table 0= 3.0 Pnvs + Pnts c 12 Pnts =See Table Thickness Loads (Ibs) Item Description Side Main Shear Tension (#) Screw Interac. JO1 Joist Type 1 54 43 152 165 2 #10 0.77 J02 Joist Type 2 54 54 272 276 2 #10 0.70 J03 Joist Type 3 54 54 456 598 4 #10 0.76 Fu = 33 ksi for [18,27,30], 45 ksi for [33,43], 65 ksi for [54,68,97,118,D25,D20,30EQD,33EQD,33EQS,43EQS] i b s Page 10 ` p Project#: 20-1963 Page#Proj. Name: Tigard Triangle Exterior Soffit Engineer: SMD Date: 2/12/2021 FCT 1937 Screw Calculations SSMA Catalog 2015 Allowable Screw Connection Capacity(Ibs) i sesc... se Screw 410 Screw 612 Screw Si Screw Thickness Design FY Fe_ (Pas=64316a.Pta=419les) (Pea=1275 lbs.Pta=585 Ib4) (Pea=16441bs,Ns=1158Ib*MPse=2330 lbs.Pts=23251bej(Pas=30481bs.P1s•3201 Ibe) 11a11e) Thirinese YV T�,1 (Ila4l Ikstl 6138"eta,0.272-Need O.te.t'd:a,0.272"Wad 0.19rdia,0.340'Ibad 9.2lB'd1a.0.310"Heed O.25D"dFs.9.499"Head Shear Pull-Out Pea-Outer Shave Pull-Out Pull-Over Shear PW1-0e4 Pull-O'er Sheer f Pi-ON Pell-Over Shear I Pri-Out Pelt-Over 49 OM 0 33 33 44 24 84 48 29 ad 52 33 '05 55 t 38 105 60 44 171 27 0.0283 33 33 82 3? I 127 09 43 127 96 I 50 159 102 I 57 159 110 06 191 30 0.0312 33 33 95 40 i 140 163 48 140 111 1 55 175 18 ' 03 '75 127 73 211 33 0.0346 33 45 151 61 140 164 I 72 195 177 84 265 188 3 95 266 203 110 310 43 0.0451 33 45 214 79 : 140 244 94 195 263 193 345 280 1 124 345 302 1.14 415 54 0.0588 33 45 214 109 1 140 344 118 195 370 137 386 394 156 433 424 160 I 521 66 00713 33 45 214 125 r 149 426 149 195 523 173 306 557 KO 545 0 227 656 97 0.1017 33 46 214 I 140 1 146 426 195 195 548 246 386 777 I 200 775 1,016 324 I 936 116 01242 33 45 214 140 140 424 195 195 548 301 366 777 , 342 775 1.316 396 1,067 54 0.0506 50 85 214 1 140 I 140 426 in 195 534 196 386 569 1 225 025 613 261 1 752 68 0.0713 50 65 214 140 141 426 195 195 548 249 386 777 l 284 775 868 328 1 946 97 0.1017 50 85 214 1 140 1 140 426 195 195 548 356 386 777 I 406 775 1,016 466 I 1,067 118 0.1242 50 85 214 ' 140 145 426 195 195 548 396 396 777 t 494 775 1016 572 ; 1,067 SUPREME Allowable Screw Connection Capacity(Pounds Per Screw) its Screw al URN 0106mlerr EUSmer Y."Screw IThicknese De9f9n ry Pu 'Pss•643 ms,Pts•419 lb$ ;{Pose 1270@s.Pls•586011 �9644 0,Pm a 11089•9 IPkse 2330 IPba232510s1(Psss 3044 lbs,PH•3291 eel (rni0 Thickness Yield Tensileu0138"Dia 0272"Wad 0.164'01a;0.272"Head 0.190"Dia.0.340"Head 0.216"0a;0.34r Need 6.280'0ia:0409"Head Ikn {k (nail Shear PuibOtn Pu0.Ove• Smear PWI.001 Pva-over Shear 1 Pui-0w Pull-Over Shear Pull-Oul P411Awr UMW I Pull.Out i Pull-Over 525 C C155 S3 137 .1 •'17 tit 54 , 71 , 0 0.0188 57 65 142' 48 140 150' I 57 166 164' 66 206 109 I 75 ' 208 - - • 0230E00 0.3235 57 65 174' 63 140 184' T<. 195 234' 82 260 152 93 200 - - - 33E00 0.0235 57 65 174' 60 140 104' 1 71 195 236' 62 260 152 1 93 260 - • • 33E05 0.0295 57 65 171 75 140 187 89 195 271 103 328 2'4 117 326 231 136 392 43E03 0.0400 57 65 270 102 140 295 1 121 I 195 317 140 I 386 338 I 159 442 364 164 532 Wakes ale based an test/ma 05.9W Af5l 9206 procedures. MILT'. t1M 1 Hilti PROFIS Engineering 3.0.67 Esr.r912 www.hilti.com Company: Western Partitions, Inc Page: 1 Address: 26055 SW Canyon Creek Rd Specifier: Greg Mercurio Phone I Fax: 5036201600 I E-Mail: greg.mercurio@wpibuilds.com Design: HDPI-TZ Tension Date: 3/11/2021 Fastening point: Specifiees comments: 1 Input data I Anchor type and diameter: HDI-P TZ 3/8 Item number: not available Effective embedment depth: here,=0.750 in.,h„,,,,,,=0.750 in. Material: ASTM A 36 Evaluation Service Report: ESR-4236 Issued I Valid: 4/1/2020 17/1/2021 Proof: Design Method ACI 318-14/Mech Stand-off installation: Profile: Base material: cracked concrete,5000,f =5,000 psi;h=8.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B; no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Geometry[in.]& Loading[lb,in.lb] 4 o i. I. CP i 0, Y N Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineenng(c)2003-2021 Hilti AG,FL-9494 Schwan Hilti is a registered Trademark of Hilti AG,Schwan 1 , 4 W P 1 Hilti PROFIS Engineering 3.0.67 EST 197? www.hilti.com Company: Western Partitions, Inc Page: 2 Address: 26055 SW Canyon Creek Rd Specifier: Greg Mercurio Phone I Fax: 5036201600 I E-Mail: greg.mercurio@wpibuilds.com Design: HDPI-TZ Tension Date: 3/11/2021 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=239;V,=0;Vy=0; no 100 My=0;My=0;M,=0; • • • Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 Nn -ru kLIPI Hilti PROFIS Engineering 3.0.67 F5i 1972 www.hilti.com Company: Western Partitions, Inc Page: 3 Address: 26055 SW Canyon Creek Rd Specifier: Greg Mercurio Phone I Fax: 5036201600 I E-Mail: greg.mercurio@wpibuilds.com Design: HDPI-TZ Tension Date: 3/11/2021 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity RN 10v[%1 Status Tension Pullout Strength 239 240 100/- OK Shear - - - -/- N/A Loading ON w t Utilization 13N,v[%] Status Combined tension and shear loads - - - - N/A 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 I-IIIL.TI pi I Hilti PROFIS Engineering 3.0.67 EV.1912 • www.hilti.com Company: Western Partitions, Inc Page: 4 Address: 26055 SW Canyon Creek Rd Specifier: Greg Mercurio Phone I Fax: 5036201600 I E-Mail: greg.mercurio@wpibuilds.com Design: HDPI-TZ Tension Date: 3/11/2021 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. 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