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BUP2022-00152 (4)
OFppcE COPY RECEIVED 6/6. VO-oU/S-,2 MY 2 6 201/ /6260 M , rl-Y OF TIGARD 3UILDING DIVISION TIGARD TOWNE SQUARE - TRADER JOE'S 16200 SW Pacific Hwy Tigard, OR 97224 STRUCTURAL CALCULATIONS VLMK Project Number:20210448 Schmidt Architects, P.C. 16101 SW 72'd Avenue, Suite 135 Portland, OR 97224 05/13/22 6,0UCTUR,4( ,\00 PROres S/o9 . ORE c.•N N 23. o it EXPIRES: 6-30-2023 Prepared By: Nick Pagano, PE May 13, 2022 v_ VLMK ENGINEERING + DESIGN 3933 S Kelly Avenue Portland,OR 97239 tel:503.222.4453 VLMK.COM Structural Calculations:Tigard Towne Square-Trader Joe's DC-1 Project: Tigard Towne Square -Trader Joe's Project Number: 20210448 Project Address: 16200 SW Pacific Hwy Document: Structural Calculations for Tigard, OR 97224 Building Permit TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-5 Structural Calculations C-1 thru C-84 DESCRIPTION OF STRUCTURAL SYSTEM This 'Tigard Towne Square -Trader Joe's' consists of the tenant improvement of a new Trader Joe's and the exterior revisions of the adjacent tenant space at the site located at 16200 SW Pacific Hwy, Tigard, OR 97224. Lateral System: The new lateral system is to consist of special reinforced concrete shear walls. ***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. CODES 2019 Oregon Structural Specialty Code (Based on the 2018 International Building Code) DESIGN LOADS Live Loads Roof Snow Load Flat Roof Snow Load, Pi 25 psf Snow Exposure Factor, C. 1 .0 Snow Load Importance Factor, Is 1 .0 Thermal Factor, C, 1 .0 Snow Drift As Required G.1cad2021\0210448\Calculations\01 Design Criteridy0210448 DC_NP.docx Structural Calculations:Tigard Towne Square-Trader Joe's DC-2 Dead Loads Roof(Panelized) Roofing (new and future) 4.0 psf Insulation 2.5 psf Sheathing (5/8" plywood) 1 .8 psf Joists 3.0 psf Miscellaneous 1 .5 psf Total Roof Load 15.0 psf Roof(New Tower Roof) Roofing (new and future) 4.0 psf Sloped Rigid Insulation (average depth) 5.5 psf Sheathing (5/8" plywood) 1 .8 psf 2x8 at 12" o.c. 2.6 psf Beams 0.2 psf Mechanical and Electrical 1 .0 psf Wood Ceiling 1.6 psf Miscellaneous 1.3 psf Total Roof Load 18.0 psf Additional Loads Roof Mounted Mechanical Units As Noted Wall Weights Existing Partially Grouted Brick Wall 48 psf 8" CMU Wall, Solid Grouted 78 psf Normal Weight Concrete 150 pet Wood-Stud Exterior Walls 15 psf Stud Partition Walls 10 psf Wind Basic Design Wind Speed, V (3-sec gust) 96 mph Nominal Design Wind Speed, Void 75 mph Risk Category U Wind Exposure B Internal Pressure Coefficient GC0 = +/- 0.18 G.cad2021\0210448\Calculatians\01 Design Criteriat0210448 DC_NP.docx Structural Calculations:Tigard Towne Square-Trader lae's DC 3 Seismic Location Latitude 45.4039038 Longitude -122.7942833 Seismic Importance Factor, le 1 .0 Risk Category II Mapped Spectral Response Accelerations Ss = 0.843 Si = 0.392 Site Class D Spectral Response Coefficients Sds = 0.675 Sdr = 0.513 Seismic Design Category D Basic Seismic force resisting system(s) Special Reinforced Concrete Shear Walls Design Base Shear V = 108.8 kips Seismic Response Coefficient(s) Cs = 0.135 Response Modification Factor R = 5.0 Overstrength Factor 52o = 2.0 Analysis Procedure Used Equivalent Static Component Anchorage Factors ap RP 1p no HVAC Equip 2.5 6.0 1 .0 2.0 HVAC with spring isolation 2.5 2.5 1 .0 2.0 Sprinkler Piping (Plumbing) 1 .0 2.5 1 .5 2.0 Typical Architectural Elements 1 .0 2.5 1.0 2.0 Para pets 2.5 2.5 1 .0 2.0 Signs 2.5 3.0 1.0 2.0 G::\cad2021\20210448\CalculationN1 Design Criteria\20210448 DC_NP.doa 3/25/22,8:58 AM ATC Hazards by Location CTC Hazards by Location DC-4 Search Information Vancouver Address: 16200 SW Pacific Hwy,Tigard,OR 97224, USA izzej 186 ft ribaldi , ,a,and Coordinates: 45.40390379999999, -122.7942833 ook Hillsboroo O Bea on Gresham Elevation: 186 ft Mt HOOC 26 Ti mesta m p: 2022-03-25T15:57:51.663Z f © Gove Hazard Type: Wind Go gle Map data©2022 Google ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 66 mph MRI 10-Year 72 ,,,:,„ ASCE 7-05 Wind Speed 85 mph MRI 25-Year 72 mph MRI 25-Year 79 mph MRI 50-Year 77 mph MRI 50-Year 85 mph MRI 100-Year 82 mph MRI 100-Year 91 mph Risk Category I 90 mph Risk Category I 100 mph Risk Category II 96 mph Risk Category II 110 mph Risk Category Ill 103 mph Risk Category III-IV 115 mph Risk Category IV 107 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area—in some cases,this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries,the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain,gorges,ocean promontories,and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this wehsitA dnAS not imnlv Annrnvil by the noverninn hiiildinn r:ndp bndios re.Snnnsihle for hijildinn cinch?Annrnvol And intemrethtion for the. https://hazards.atcouncil.org/#iwind?Iat=45.403903799999998Ing=-122.7942833&address=16200 SW Pacific Hwy%2C Tgard%2C OR 97224%2C USA 1/2 3/25/22,8:58 AM ATC Hazards by Location DC-5 CtTC Hazards by Location Search Information Vancouver Address: 16200 SW Pacific Hwy,Tigard,OR 97224, USA ribaldi 2e 186 ft sand v Coordinates: 45.40390379999999, -122.7942833 ook Hillsboroo 0 0 Bea on Gresham Elevation: 186 ft Mt HOOC • 26 Timestamp: 2022-03-25T15:58:38.098Z 3V Gove © C& Hazard Type: Seismic Reference ASCE7-16 Go gle Map data©2022 Google Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 0.843 MCER ground motion(period=0.2s) F, = 1.964 S1 0.392 MCER ground motion(period=1.0s) Smi = F *S, = 0.770 SMS 1.012 Site-modified spectral acceleration value So, = 2/3*SM, = 0.513 SM1 *null Site-modified spectral acceleration value SDS 0.675 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC *null Seismic design category Fa 1.2 Site amplification factor at 0.2s F, *null Site amplification factor at 1.0s CRs 0.884 Coefficient of risk(0.2s) CR1 0.866 Coefficient of risk(1.0s) PGA 0.385 MCEG peak ground acceleration FPGA 1.215 Site amplification factor at PGA PGAM 0.467 Site modified peak ground acceleration https://hazards.atcouncil.org/#/seismic?lat=45.40390379999999&Ing=-122.7942833&address=16200 SW Pacific Hwy%2C Tigard%2C OR 97224%2C... 1/2 V _V_ L M K -n w TG 4 ciiuf SIR U104 Y Nf C-, - Projectlob,t e. Date: Sheer* ENGINEERING ♦DESIGN ----- ------- I±2� tn dW s= o. ogrC so) , Qi'bcCA,wT) cs Vkr" Ct)c 1 YU* lhLt, wrhwltti �p s� ' E l I�S7�,J + I1 FJt V WW * 1 t►tl 1 (f4fif tire' ' I�.1/,� ti (,G) cam * rs,wiceil , 1•101 Co ME, Wtik. 1 VF ) / 7 LirirF ( ) EW] rnf , ft4-r-lw, (iom-D Tu c G' 'rya_ N wy,u, Ig'fa ftvei !1 co rIM-10 volt vl" n0-19L I ) I`F , 60 IN-Nri- ‘A!eb 114 ILA t'I►D fJ' i d'fit . V= OIoq - (i, 144, )00o #) I6� , "Io (NO A eNI cAr�tl Wes. Vr; 'a a 4 — 19(,(' ;14.&4\A) 1r kir ) , nql , aat O,VGtu'r. �' 3933 S Kelly Avenue Portland,OR 97239 tel:503.222.4453 fox:503.248.9263 www.vImk.com I, C-2 _ VV L M K Project Project Name lob*: 201xxxxx By. Initials Date: Date Sheet*: C-XX ENGINEERING•DESIGN v1.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Res:=-ved. Tilt Wall In-Plane Pier Analysis - Two Openings Based on 2012 International Building Code DESIGN INPUT Panel Information Thickness 'b' = 6 [in] � "°' � 1 { � 1 � 11l1I � Net Thickness = 6 [in] VPANEF FLOOR) Panel Length = 56.25 [ft] VPANEL(PLF) ROOF 0 Panel Height = 23 [ft] c TRIB WIDTH VyIER VyIER V, PIER h2 = 0.0 [ft] (5 } L Opening Width = 0.0 [ft] R Opening Width = 0.0 [It] z fC = 4000 [psi] a Ec = 3605 [ksi] VTOTAL,PANEL _ E 108.8 [kip] FLOOR VpANEL = 32.000 [klf] , 'La' , 'Lb' , 'Lc' _ Cs = 0.095 (Ultimate) PANEL WIDTH Panel Gravity Loading (Add Floors Above) Current Level Load From Above Total Load WDL = 0 + 0 = 0 [plf] wsL = 0 + 0 = 0 [plf] wLL = 0 + 0 = 0 [plf] Load Combo = (1.2+0.2SDS)D+1.0E+1.0L+0.25 WTOTAL = 0.0 [plf] (Factored) ANAYLSIS Vert. Wall Segment: B C D h = 23.5 22.3 22.0 [ft] L = 11.8 31.0 13.0 [ft] Sx.GROSS = 19881 138384 24336 [in3] h/L = 2.0 0.7 1.7 See Table R21.9.1 L/b = 23.5 62.0 26.0 See Table R21.9.1 Trib Width = 11.8 31.0 13.0 [ft] Fixity: (Cantilevered) (Cantilevered) (Cantilevered) Relative Rigidity: 0.57 5.92 0.88 VpIER= 8.4 87.3 13.1 [kip] (Includes Self Wt. Seismic Load) Mu = 197.5 1950.4 287.2 [kip-ft] Total Axial, Pu,PIER = 0.0 0.0 0.0 [kip] 6 = 119.2 169.1 141.6 [psi] 0.2*f, = 800 800 800 [psi] Boundary Elements NOT REQ'D NOT REQ'D NOT REQ'D See ACI 318-11 21.9.6.3 Design Code Section 21.9.6.5 21.9.6.5 21.9.6.5 - 1 VIMK C-3 Purled I c c c�� ( O i ,w ,s E c, �� lob#. �L^ I rj BY L� ,�1 Dale: / Sheef is ENGINE£PING .DESIGN (� Y‘cc vOG. G 1 1-!G-.1 fr-,a rc_,G, eis G. f (. `O_ �i V n I6(6 )","ok�/� : " 1". 0 iP -10 fD ( I4G ') ' 6rr (I'? c l - -.1,1 .�.,„. , Lr, . c 4 d U I 1 (I/) e's ( f' ( !? .C. I = VZ�Z, '( III' i , J n L' J C, L'.r ' 1 1 < y V J v '\ ,, '•., . 74 vcecl� L i'rnc, Lc.,i,Eeetie.�S ! E,y,; ) - .. )arc/` CP(kc,c / ` fPGIL\ 1�- � ( J 2I* c l r'- t / f 4 l rJ y L J :,/ e., A (-lr,.,✓O La„�,� '< �r.:94 r Y r r ) V" c roe ��l 1 j ( -j,Ee A I`, T Portland,OR 1 www.vImk.com I Voncouver,WA VLMK C-4 Prokd T la'e A 21 b �( BY C til Ogle: (.��2 2 Sheet M: ENGINEERING OESI�N CJ r ti �t.- a1c-.lt 1 r ? .c1 OIL r S I X � S � S " 1 ?7 ' /1 2 �j ( 1c2 q,O Llkrv\ 1 r 4 t 1 'rr- i .:11 ) r- c , z b < � . (e !. z v� � 0 �_� r, � 1 ,, ` 1- , b i1 --z I 1 (;4.4:1) - I Portland,OR I www.vlmk.com I Vancouver,WA /M q C-5 V L M 1���// Pr em 77?- rc,k -I 1—d.r+-1 ,51.-ail.,,Lr'C Job ^oZ J 04.31_4 4 By rr<ti1 Date: CA-) .2 5heef1. ENGINEERING•DESIGN 1 ;jr,< firc :per (J (( : 0:..cc r. { ' `. , ! )a, II t t / L 1 -* l�S,z_ Fry_ . �,,,I, .. c t.1 P,i.,-c L) (/ /.4 h C S,,, ,-'rz -1 C., Pc t 0 c t�' 1 J 4!`o r ttetic. 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Portland,OR I www.vlmk.com I Vancouver,WA -7 V L M K Nod: c c� �;ti ,�, C 1,,. c lo6k ZdZ�ex{U BY ( �>M Date:py�2 2 SheetB: ENGINEERING•DES GN 1 1 _ c e �«<Ia L�_C . --� T 1/ = ( i _Li ) t-C' Ptr� lio C.:f<< (( S/i( ! �K tid 4 1\FTT 191;F, Portland,OR I www.vlmkcom I Vancouver,WA I■■IILTI C_8 _ Hilti PROFIS Engineering 3.0.77 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: 1 E-Mail: Design: Tigard Marketplace Angle to Concrete Wall Date: 4/19/2022 Fastening point: Specifier's comments: 1 Input data TT Anchor type and diameter: AWS D1.1 GR.B 5/8 Item number: not available Effective embedment depth: he=5.250 in. Material: Evaluation Service Report: Hilti Technical Data Issued I Valid: - - Proof: Design Method ACI 318-19/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.187 in. Anchor plateR: I,x ly x t=12.000 in.x 12.000 in.x 0.187 in.;(Recommended plate thickness:not calculated) Profile: Rectangular HSS(AISC),HSS5X2X.250;(L x W x T)=5.000 in.x 2.000 in.x 0.250 in. Base material: cracked concrete,4000,f =4,000 psi;h=6.000 in. Reinforcement: tension:present,shear:present; edge reinforcement:>No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.10.5.3(d)) Shear load:yes(17.10.6.3(c)) R-The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,in.Ib] (.0 t* Mak S✓/ Y ` l/r0 vet 1111 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schwan Hill,is a registered Trademark of Hilti AG,Schaan 1 F■III�TI C-9 Hilti PROFIS Engineering 3.0.77 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design: Tigard Marketplace Angle to Concrete Wall Date: 4/19/2022 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=2,100;Vx=2,100;Vy=0; yes 14 Mx=0;My=0;Mx=0; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 14111 I.TI c-10 _ Hilti PROFIS Engineering 3.0.77 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: Tigard Marketplace Angle to Concrete Wall Date: 4/19/2022 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity PN I Pv[%] Status Tension Concrete Breakout Failure 2,100 15,877 14/- OK Shear Pryout Strength 2,100 39,516 -/6 OK Loading PN Pv ; Utilization PN,,,,[%] Status Combined tension and shear loads 0.132 0.053 5/3 5 OK 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)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Scheer 3 I■■II`TI Hilti PROFIS Engineering 3.0.77 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: E-Mail: Design: Tigard Marketplace Angle to Concrete Wall Date: 4/19/2022 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.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)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 4 ., 1 T nQ VV L M K Roierr cc S I Gws vl c t,t-e- C bb#. 'Lc21 D ly By: /4 Gale: f/22 Sheet l:c 12 - ENGINEERING,DESIGN V' I ,J f-LC.I.--e "Ty t,,.v;,0Ci I`4\i,-C-,t? S i,eLlc C'j1211K CnhP iapLre I t EC- ,:iE(‘ CLA t L...., I A--.-.. "TIN 4, 1 I,V.-C., L.L'I`,, / I V c J?2Z';=-L n ;,,i� v� g 1 4 //-� 2 i t fir, Lr M1/ill IN,,.E C/7b 4 Dloa_p11.4Cw'1 , /q I �, 1-,le-e, e/k. I I ,.J r( i n V "1 / .--- Vls., / ) 2ezu,., �I'I z > 2e,( a 114" vL (1/;&_1;11/<_1 L IYL>Vi Q � /L1 CIR / �Cf/^ ( , G ,4,„a,.. f �Q n i L . /x,Z *i ( 1�6U} �IGI CJ1\(Gw•\ j ` OZ� CC, •eta '/ 'e, .1...e / I \�c-- ,/ is K�l.�1...1 [CfG„t-t, /v(z. 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C ��t( t r, � w«'. z t i.f-i( f i Nl ,n - Lip ,�c��� �zb� ( } vr1 Portlond,OR I www.vlmk.com I Voncouver,NIA • 111141,11101.111, C-18 Hilti PROFIS Engineering 3.0.77 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: In-Plane Shear Anchorage Date: 4/19/2022 Fastening point: Specifiers comments: 1 Input data Anchor type and diameter: HIT-HY 200+Rebar A 615 Gr.60#5 Item number: not available (element)/2022791 HIT-HY 200-A (adhesive) Effective embedment depth: heft=6.000 in.(h�amn=-in.) Material: ASTM A 615 GR.60 Evaluation Service Report: ESR-3187 Issued I Valid: 5/1/2021 13/1/2022 Proof: Design Method ACI 318-19/Chem Stand-off installation: Profile: Base material: cracked concrete,2500, =2,500 psi;h=12.000 in.,Temp.short/long:32/32°F 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 Seismic loads(cat.C, D,E,or F) Tension load:yes(17.10.5.3(d)) Shear load:yes(17.10.6.3(a)) Note:the HIT-HY 200+Rebar A 615 Gr.60 anchor is in the process of phase-out.As a result,there is limited/no inventory available. Application also possible with HIT-HY 200 V3+Rebar A 615 Gr.60 under the selected boundary conditions. Geometry[in.]&Loading[Ib, in.lb] 4 a Design loads } Sustained loads `C1 0 } 1.kp I \x Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hitti is a registered Trademark of Hilti AG,Scheer 1 1.11`.TI C_19 Hilti PROFIS Engineering 3.0.77 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: I E-Mail: Design: In-Plane Shear Anchorage Date: 4/19/2022 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=0;V,r=4,550;Vy=0; yes 73 M,=0;My=0;M,=0; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 1■■11`TI C-20 _ Hilti PROFIS Engineering 3.0.77 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: i E-Mail: Design: In-Plane Shear Anchorage Date: 4/19/2022 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity PN I Pv[%] Status Tension - - - -I- N/A Shear Steel Strength 4,550 6,249 -/73 OK Loading PN Pv Utilization PN, [%] 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 i 2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 F■11`'TI C-21 Hilti PROFIS Engineering 3.0.77 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: E-Mail: Design: In-Plane Shear Anchorage Date: 4/19/2022 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.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 lake 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)2003-2022 Hilti AG,FL-9494 Schoen Hilti is a registered Trademark of Hilti AG,Schaan 4 1■■1111•11111r1 C-22 _ Hilti PROFIS Engineering 3.0.77 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: OOP Shear Anchorage Date: 4/19/2022 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: HIT-HY 200+Rebar A 615 Gr.60#5 Item number: not available (element)/2022791 HIT-HY 200-A (adhesive) Effective embedment depth: haf.aot=6.000 in.(hetlimlt=-in.) Material: ASTM A 615 GR.60 Evaluation Service Report: ESR-3187 Issued I Valid: 5/1/2021 13/1/2022 Proof: Design Method ACI 318-19/Chem Stand-off installation: Profile: Base material: cracked concrete,2500,f0=2,500 psi;h=12.000 in.,Temp.short/long:32/32°F 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 Seismic loads(cat.C,D,E,or F) Tension load:yes(17.10.5.3(d)) Shear load:yes(17.10.6.3(a)) Note:the HIT-HY 200+Rebar A 615 Gr.60 anchor is in the process of phase-out.As a result,there is limited/no inventory available. Application also possible with HIT-HY 200 V3+Rebar A 615 Gr.60 under the selected boundary conditions. Geometry[in.]&Loading[lb,in.lb] 0 Design loads 4 Sustained loads �r 0' 3-i a 1D%ti y a Z ` Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 I4I`T1 C-23 Hilti PROFIS Engineering 3.0.77 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: I E-Mail: Design: OOP Shear Anchorage Date: 4/19/2022 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=0;Vx=0;Vy= 1,075; yes 33 Mx=0;My=0;Mi=0; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schoen Hilti is a registered Trademark of Hilt!AG,Schaan 2 1114,��, C-24 _ Hilti PROFIS Engineering 3.0.77 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: E-Mail: Design: OOP Shear Anchorage Date: 4/19/2022 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity PN I Pv[%] Status Tension - - - -/- N/A Shear Concrete edge failure in direction y+ 1,075 3,282 -/33 OK PN Pv , UtilizationPNv[%J Status Loading -- 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 12003-2022 Hilti AG,FL-9494 Schwan Hilti is a registered Trademark of Hild AG,Schwan 3 F■11`TI C-25 Hilti PROFIS Engineering 3.0.77 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: E-Mail: Design: OOP Shear Anchorage Date: 4/19/2022 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.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)2003-2022 Hilt'AG,FL-9494 Schaan Hilti is a registered Trademark of Hllt!AG,Schaan 4 141�T1 C-26 _ Hilti PROFIS Engineering 3.0.77 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete to Masonry Wall Anchorage Date: 4/29/2022 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 1/2 •• Item number: not available Additional plate or washer(17.6.2.1.3): dp181e=0.100 in.,tplate=0.250 in. Effective embedment depth: her=4.000 in.,het t7 6 2 t 3=4.033 in. Material: ASTM F 1554 Evaluation Service Report: Hilti Technical Data Issued I Valid: - - Proof: Design Method ACI 318-19/CIP Stand-off installation: Profile: Base material: cracked concrete,2500,f =2,500 psi;h=6.000 in. Reinforcement: tension:not present,shear:not present; edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.10.5.3(d)) Shear load:yes(17.10.6.3(c)) Geometry[in.]&Loading[Ib, in.lb] (7), p• 1L+ Z � Y / y Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 F■11`TI C_27 Hilti PROFIS Engineering 3.0.77 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete to Masonry Wall Anchorage Date: 4/29/2022 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=1,200;Vx=0;Vy=0; yes 40 Mx=0;My=0;Mi=0; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 I■■III=1'TI C-28 _ Hilti PROFIS Engineering 3.0.77 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete to Masonry Wall Anchorage Date: 4/29/2022 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity 9N/I3v[%] Status Tension Pullout Strength 1,200 3,055 40/- OK Shear - - - -/- N/A Loading 13N Pv 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)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 1■■11`T1 C-29 Hilti PROFIS Engineering 3.0.77 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete to Masonry Wall Anchorage Date: 4/29/2022 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.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)2003-2022 Hlltl AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 4 C-30 _ VV L M K Projetl: - ,,5 Tr- r c lab t. i z l ogL(q By:e_S .{ Dote: VZ 2. Sheet#: ENG'.NEk RING+DESIGN (e_..IC , Ll e.l ' V - n LA s --I. - /1cL..1 1 I, C. d, C - L(7 c�C(1 \ L 1 2j1 .Ir z , ( ) ni.'i, .(-(Ic Y n�. ... f.. ' ("l'/ . 5L( ' 1G K IC- ' ) * C..- X tG1 -) IC_LIe` 1.1` `/ = - 11 ,s61c ( t.t+ ) re..r,_ : -1 1 0p411 (`1.`�tSf" )( 64S ' ) .-1 4 � -- ie 5 w VS 1 _ j 1 r _ , T ° - 1 ' . 14k .? , Portland,OR I www.vlmk.cam I Vancouver,WA I C-31 Pro's / c —To-, 7 V L M K F �i Ni , L�.-t Ai- 2021 �cIL{q BY 6�N1 Dale LI /-2 Sheen ENGINEERING•DESIGN '�. ['JAM r a,,,(-U" C t' L 04 / I.. : iC ti� _._..._- 1/ : 1--? . I k Lit o ) - 1/ - 1 `E .?Li lc ( G,,l 1- ) /4 re.. ,1 xr1 ! • / \ 131 1? 'i,r'c , . . 11.c C. ,,_cl. 1-1, Ic1 ,k< ,,n i.♦ ( (. .< I 51 ,e. 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Gl - +a 1-1 _ /? :'2-s ' C,)c) - I1Lpsi ( II - 3 )�: +-j" p ( J,)1 - ILI.f)kf 2-L,e", ' if1 = C> de,' H 7 lam- ALL b qC k) 1 AJ6,1 U@. ,, ol. ,,,;c GG r- U � 4{ �;FFERfyq ,a 4 Ff % l • Portland,OR I www.vlmk.com I Vancouver,WA V L M K C-34 lob k Ay Dale: Sheer�4- '14SS _xy77y. • _ v r' \ • • • • Portland,OR I www.vlmk.com I Vancouver,WA Project Title: Tigard Marketplace Engineer: CSM Project ID: 20210448 C-35 - Project Descr: Steel Column Project File:Strongbacks.ec6 LIC#:KW-06015627,Build:20.21.12.16 .. VLMK CONSULTING ENGINEERS (c)ENERCALC INC 1983-2021 DESCRIPTION: Trader Joe's B.O.H. -Column at New Man-Door Opening Code References Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Steel Section Name : ►ISS6x4x3/16 Overall Column Height 23.250 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade ,A500,Grade C, Fy=50 ksi, Carbon Steel Brace condition for deflection(buckling)along columns: Fy:Steel Yield 50.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=23.25 ft, K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis =23.25 ft, K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :278.303 lbs*Dead Load Factor BENDING LOADS . . . Wind Load: Lat. Uniform Load creating My-y,W=0.1850 k/ft Siesmic Load 1: Lat. Uniform Load from 0.0-->7.0 ft creating My-y, E=0.1430 k/ft Seismic Load 2: Lat. Uniform Load from 7.0-->23.250 ft creating My-y, E =0.1760 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6531 : 1 Maximum Load Reactions.. Load Combination +D+0.70E Top along X-X 2.151 k Location of max.above base 11.859 ft Bottom along X-X 2.151 k At maximum location values are.. . Top along Y-Y 0.0 k Pa:Axial 0.2783 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 16.828 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 16.467 k-ft Along Y-Y 0.0 in at 0.Oft above base for load combination: Ma-y:Applied 8.044 k-ft Mn-y/Omega:Allowable 12.475 k-ft Along X-X 4.840 in at 11.703ft above base for load combination :W Only PASS Maximum Shear Stress Rath 0.06475 : 1 Load Combination +D+0.70E Location of max.above base 23.250 ft At maximum location values are... Va:Applied 1.408 k Vn/Omega:Allowable 21.743 k Load Combination Results Maximum Axial+Bendina Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Ry KyLy/Rx Stress Ratio Status Location D Only 0.017 PASS 0.00 ft 1.00 1.14 171.17 125.11 0.000 PASS 0.00 ft +D+0.60W 0.609 PASS 11.55 ft 1.00 1.14 171.17 125.11 0.059 PASS 0.00 ft +D+0.450W 0.459 PASS 11.55 ft 1.00 1.14 171.17 125.11 0.045 PASS 0.00 ft +0.60D+0.6OW 0.606 PASS 11.55 ft 1.00 1.14 171.17 125.11 0.059 PASS 0.00 ft +D+0.70E 0.653 PASS 11.86 ft 1.00 1.14 171.17 125.11 0.065 PASS 23.25 ft +D+0.5250E 0.492 PASS 11.86 ft 1.00 1.14 171.17 125.11 0.049 PASS 23.25 ft +0.60D+0.70E 0.650 PASS 11.86ft 1.00 1.14 171.17 125.11 0.065 PASS 23.25 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 0.278 +0+0.60W 0.278 -1.290 1.290 +0+0.450W 0.278 -0.968 0.968 +0.60D+0.60W 0.167 -1.290 1.290 +D+0.70E 0.278 -1.295 1.408 +D+0.5250E 0.278 -0.971 1.056 C-36 V L M K Pmlect < Jobs ' cz iocrc( BY:C <.,1 Dote:`t Sheel;f: � �G GL•,f�'� v�i 4�-GK ( a G. L _ __— ENGINEEgING•DESIGN L 2S-S e . , � o L- (,-se a Trl / C�ovc g163'‘", e • Po . o.6_P. 14,..„1,_, e rr/ wot GJ n A u .c' tirNs E Se �< f Gu.,11 - 1 P61 < ti I i Portland,OR I www.vlmk.com I Vancouver,WA I ` ( C-37 V L M K Praiect � _, �itisvt_ L 1,_,. rC Jobe �6)2 I E 4% BK C`.,,-1 Date: S /�Z Sheeti: ENGINEERING•DESIGN AG ' , 1 l O.I V+ r io eL, . rec.W 1ei, vtf.5 p L 7 I�• �y�.P� �t = l C Pal' , �� roL ,....4/7/...„ L.,047,,,,,,,,,,, LI r- Ie- i 4 (r ,FVY ,1 D. 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J/Ll. // ,>�J- IL o f 1 ( 6 ) o h-3 -1;1 1 1 Portland,OR 1 www.vlmk.com I Vancouver,WA Project Title: Tigard Marketplace Engineer: CSM Project ID: 20210448 C-43 Project Descr: Steel Column Project File:Strongbacks.ec6 LIC#:KW-06015627,Build:20.21.12.16 VLMK CONSULTING ENGINEERS (c)ENERCALC INC 1983-2021 DESCRIPTION: Adjacent Tenant Entrance- Header 1 Code References Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Steel Section Name : HSS18x6x3/8 Overall Column Height 24.50 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade ,A500,Grade C, Fy=50 ksi, Carbon Steel Brace condition for deflection(buckling)along columns: Fy:Steel Yield 50.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=24.50 ft,K= 1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=24.50 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. BENDING LOADS . . . OOP Wind: Lat. Uniform Load creating My-y,W=0.1010 k/ft OOP Seismic: Lat. Uniform Load creating My-y, E =0.0480 k/ft OOP Seismic from Opening: Lat. Uniform Load creating My-y, E=0.0150 k/ft OOP Dead Load from Canopy: Lat. Uniform Load creating My-y, D=0.0540 k/ft OOP Snow Load from Canopy:Lat. Uniform Load creating My-y,S=0.2550 k/ft In Plane Wall Loading: Lat. Uniform Load creating Mx-x, D=0.8410 k/ft In Plane Roof DL: Lat. Uniform Load creating Mx-x, D=0.3350 k/ft In Plane Snow Load(non-drift): Lat. Uniform Load creating Mx-x, S =0.3190 k/ft In Plane Snow Load (drift): Lat. Uniform Load creating Mx-x,S=0.3630 k/ft Self Weight of Header: Lat. Uniform Load creating Mx-x, D=0.05810 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9021 : 1 Maximum Load Reactions.. Load Combination +D+S Top along X-X 3.785 k Location of max.above base 12.332 ft Bottom along X-X 3.785 k At maximum location values are... Top along Y-Y 23.472 k Pa:Axial 0.0 k Bottom along Y-Y 23.472 k Pn/Omega:Allowabk 185.202 k Ma-x:Applied 143.761 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 215.569 k-ft Along Y-Y 0.8994 in at 12.332ft above base for load combination:+D+S Ma-y:Applied 23.184 k-ft Mn-y/Omega:Allowable 98.553 k-ft Along X-X 0.8237 in at 12.332ft above base for load combination :+D+S PASS Maximum Shear Stress Ratio 0.1104 : 1 Load Combination +D+S Location of max.above base 0.0 ft At maximum location values are.. . Va:Applied 23.472 k Vn/Omega:Allowable 212.572 k Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only -0.662 0.661 15.118 15.118 +D+S -3.785 3.785 23.472 23.472 +D+0.750S -3.004 3.004 21.384 21.384 +D+0.60W -1.404 1.404 15.118 15.118 +0+0.450W -1.218 1.218 15.118 15.118 +D+0.750S+0.450W -3.561 3.561 21.384 21.384 +0.60D+0.60W -1.139 1.139 9.071 9.071 +D+0.70E -1.202 1.202 15.118 15.118 +D+0.750S+0.5250E -3.409 3.409 21.384 21.384 +0.60D+0.70E -0.937 0.937 9.071 9.071 S Only -3.124 3.124 8.355 8.354 Project Title: Tigard Marketplace Engineer: CSM Project ID: 20210448 C-44 Project Descr: Steel Column Project File:Strongbacks.ec6 LIC#:KW-06015627,Build:20.21.12.16 VLMK CONSULTING ENGINEERS (c)ENERCALC INC 1983-2021 DESCRIPTION: Adjacent Tenant Entrance- Header 2 Code References Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Steel Section Name : HSS10x6x3/8 Overall Column Height 14.750 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade ,A500,Grade C, Fy=50 ksi, Carbon Steel Brace condition for deflection(buckling)along columns: Fy:Steel Yield 50.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=14.750 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=14.750 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. BENDING LOADS . . . OOP Wind: Lat. Uniform Load creating My-y,W=0.1010 k/ft OOP Seismic: Lat. Uniform Load creating My-y, E=0.0480 k/ft OOP Seismic from Opening: Lat. Uniform Load creating My-y, E=0.0150 k/ft OOP Dead Load from Canopy: Lat. Uniform Load creating My-y, D=0.0540 k/ft OOP Snow Load from Canopy: Lat. Uniform Load creating My-y, S=0.2550 k/ft In Plane Wall Loading: Lat. Uniform Load creating Mx-x, D=0.8410 k/ft In Plane Roof DL:Lat. Uniform Load creating Mx-x, D=0.3350 k/ft In Plane Snow Load (non-drift): Lat. Uniform Load creating Mx-x, S=0.3190 k/ft In Plane Snow Load (drift): Lat. Uniform Load creating Mx-x,S =0.3630 k/ft Self Weight of Header: Lat. Uniform Load creating Mx-x, D =0.05810 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.760 : 1 Maximum Load Reactions.. Load Combination +D+S Top along X-X 2.279 k Location of max.above base 7.425 ft Bottom along X-X 2.279 k At maximum location values are.. . Top along Y-Y 14.131 k Pa:Axial 0.0 k Bottom along Y-Y 14.131 k Pn/Omega:Allowabk 211.928 k Ma-x:Applied 52.107 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 84.331 k-ft Along Y-Y 0.5192 in at 7.425ft above base for load combination:+D+S Ma-y:Applied 8.403 k-ft Mn-y/Omega:Allowable 59.132 k-ft Along X-X 0.1856 in at 7.425ft above base for load combination:+D+S PASS Maximum Shear Stress Rani 0.1259 : 1 Load Combination +D+S Location of max.above base 0.0 ft At maximum location values are... Va:Applied 14.131 k Vn/Omega:Allowable 112.261 k Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only -0.398 0.398 9.101 9.101 +D+S -2.279 2.279 14.131 14.131 +D+0.750S -1.809 1.809 12.874 12.874 +D+0.60W -0.845 0.845 9.101 9.101 +D+0.450W -0.733 0.733 9.101 9.101 +D+0.750S+0.450W -2.144 2.144 12.874 12.874 +0.60D+0.60W -0.686 0.686 5.461 5.461 +D+0.70E -0.723 0.723 9.101 9.101 +D+0.750S+0.5250E -2.053 2.053 12.874 12.874 +0.60D+0.70E -0.564 0.564 5.461 5.461 S Only -1.881 1.881 5.030 5.030 Project Title: Tigard Marketplace Engineer: CSM Project ID: 20210448 C-45 Project Descr: Steel Column Project File:Strongbacks.ec6 LIC# KW-06015627,Build:20.21.12.16 VLMK CONSULTING ENGINEERS (c)ENERCALC INC 1983-2021 DESCRIPTION: Adjacent Tenant-Strongback Column Code References Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Steel Section Name : HSS8x6x3/8 Overall Column Height 20.50 ft Analysis Method : Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade ,A500,Grade C, Fy=50 ksi, Carbon Steel Brace condition for deflection(buckling)along columns: Fy:Steel Yield 50.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=20.50 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=20.50 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :667.89 lbs*Dead Load Factor AXIAL LOADS . . . Dead Load from Headers:Axial Load at 12.0 ft,Xecc= 1.50 in,Yecc= 1.50 in, D=24.230 k Snow Load from Headers:Axial Load at 12.0 ft, Xecc= 1.50 in, Yecc= 1.50 in, S= 13.385 k BENDING LOADS . . . Dead Load from Headers: Lat. Point Load at 12.0 ft creating My-y, D= 1.065 k Wind Load from Headers: Lat. Point Load at 12.0 ft creating My-y,W= 1.990 k Seismic Load from Headers: Lat. Point Load at 12.0 ft creating My-y, E= 1.240 k Snow Load from Headers: Lat. Point Load at 12.0 ft creating My-y, S =5.010 k Seismic Lateral Load: Lat. Uniform Load from 0.0-->8.0 ft creating My-y, E=0.10 k/ft Wind Lateral Load: Lat. Uniform Load from 0.0-->8.0 ft creating My-y,W=0.3360 k/ft Seismic Lateral Load: Lat. Uniform Load from 8.0-->20.50 ft creating My-y, E=0.320 k/ft Wind Lateral Load: Lat. Uniform Load from 8.0-->20.50 ft creating My-y, W=0.3360 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9256 : 1 Maximum Load Reactions.. Load Combination +D+0.7505+0.450W Top along X-X 5.106 k Location of max.above base 11.970 ft Bottom along X-X 4.269 k At maximum location values are... Top along Y-Y 0.2294 k Pa:Axial 34.937 k Bottom along Y-Y 0.2294 k Pn/Omega:Allowabk 122.969 k Ma-x:Applied -2.501 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 60.130 k-ft Along Y-Y -0.03258 in at 8.255ft above base for load combination:+D+S Ma-y:Applied 33.597 k-ft Mn-y/Omega:Allowable 49.401 k-ft Along X-X 1.547 in at 10.869ft above base for load combination:+D+0.7505+0.450W PASS Maximum Shear Stress Rath 0.08221 : 1 Load Combination +D+0.7505+0.450W Location of max.above base 20.50 ft At maximum location values are.. . Va:Applied 5.106 k Vn/Omega:Allowable 62.105 k Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 24.898 -0.294 0.771 -0.148 0.148 +D+S 38.283 -2.290 3.785 -0.229 0.229 +D+0.750S 34.937 -1.791 3.032 -0.209 0.209 +0+0.60W 24.898 -2.855 3.536 -0.148 0.148 +D+0.450W 24.898 -2.215 2.845 -0.148 0.148 +D+0.7505+0.450W 34.937 -3.712 5.106 -0.209 0.209 +0.60D+0.60W 14.939 -2.738 3.228 -0.089 0.089 +D+0.70E 24.898 -1.958 3.335 -0.148 0.148 liwri V L M K Pro ( � C-46 ENGINEERING•DESIGN rr fi�.,cA T�.-,�, l ,ab g c Z i o�, By: < ,L� Bde: e/2.2 Sheet s --- �`K y ST etrns }^QG.I(--,5, (ii- I Yt,.c'..0 f SC 5 kJd—.) Co r,A L ++ t-e )J _, '-le i-c T E t J ---1 µesa+z-t E e ,i (,-.) 1_ 511 ge.l Nc.2 -e(r Si- ) t 4"'= _ . 'a . • ♦ t 1 Pay:,. _ 1 (4-z. IA I Li0 15p�, v„, ,.^ ,. r 11 , 22� P(!.l ly! \ , '"` ' I 06\,� ,,��, 7v1.--JG-. ( cl,w,(s ; L.J C / 1,6 T. C I - N ^1 p Ci y . 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'I(S°<-^ n u1 Is-lc, ,/' k;r + Portland,OR I www.vlmk.com I Vancouver,WA C-48 _ V L M K Necf i I- v� I lab N "Z02 1 O t 'F BY C C Uuh: C12 2 Sheet N: ENGINEERING DESIGN P /l rJc�C."( N . I ‘1,_,fle.,-1 ' CC ;ri ). / l N en ION 7 Portland,OR I www.vlmk.com I Vancouver,WA Project Title: Tigard Marketplace Engineer: CSM Project ID: 20210448 C-49 Project Descr: ..... ._... Steel Column Project File:Strongbacks.ec6 LIC#:KW-06015627,Build:20.21.12.16 VLMK CONSULTING ENGINEERS (c)ENERCALC INC 1983-2021 DESCRIPTION: Trader Joe's New Entry-Strongback Header Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Steel Section Name : HSS12x6x3/8 Overall Column Height 14.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade ,A500,Grade C, Fy=50 ksi, Carbon Steel Brace condition for deflection(buckling)along columns: Fy:Steel Yield 50.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=14.0 ft, K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=14.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. BENDING LOADS . Loads from Main Roof: Lat. Uniform Load creating Mx-x, D=0.3350,S=0.6820 k/ft Tower Loads: Lat. Uniform Load creating Mx-x, D=0.2550, S=0.2150 k/ft Vertical Wall Load: Lat. Uniform Load creating Mx-x, D=0.8410 k/ft O.O.P. Loads: Lat. Uniform Load creating My-y,W=0.0950, E=0.1260 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5102 : 1 Maximum Load Reactions.. Load Combination +D+S Top along X-X 0.8820 k Location of max.above base 7.047 ft Bottom along X-X 0.8820 k At maximum location values are. .. Top along Y-Y 16.296 k Pa:Axial 0.0 k Bottom along Y-Y 16.296 k Pn/Omega:Allowabk 253.270 k Ma-x:Applied 57.033 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 111.776 k-ft Along Y-Y 0.3262 in at 7.047ft above base for load combination:+D+S Ma-y:Applied 0.0 k-ft Mn-y/Omega:Allowable 69.112 k-ft Along X-X 0.05207 in at 7.047ft above base for load combination:E Only PASS Maximum Shear Stress Ratii 0.1187 : 1 Load Combination +D+S Location of max.above base 0.0 ft At maximum location values are.. . Va:Applied 16.296 k Vn/Omega:Allowable 137.339 k Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 10.017 10.017 +D+S 16.296 16.296 +D+0.7505 14.726 14.726 +0+0.60W -0.399 0.399 10.017 10.017 +0+0.450W -0.299 0.299 10.017 10.017 +D+0.750S+0.450W -0.299 0.299 14.726 14.726 +0.60D+0.60W -0.399 0.399 6.010 6.010 +D+0.70E -0.617 0.617 10.017 10.017 +D+0.750S+0.5250E -0.463 0.463 14.726 14.726 +0.600+0.70E -0.617 0.617 6.010 6.010 S Only 6.279 6.279 W Only -0.665 0.665 E Only -0.882 0.882 14,��, C-50 Hilti PROFIS Engineering 3.0.77 www.hilti.com _ _ _ Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: Trader Joe's New Header(1.2D+1.6S) Date: 5/12/2022 Fastening point: Specifiers comments: 1 Input data Anchor type and diameter: AWS D1.1 GR.B 5/8 Item number: not available Effective embedment depth: het=8.000 in. Material: Evaluation Service Report: Hilti Technical Data Issued I Valid: - - Proof: Design Method ACI 318-19/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=1.000 in. Anchor platen: 1,x ly x t=32.000 in.x 6.000 in.x 1.000 in.;(Recommended plate thickness:not calculated) Profile: Rectangular HSS(AISC),HSS12X6X.375;(L x W x T)=12.000 in.x 6.000 in.x 0.375 in. Base material: cracked concrete,4000,f =4,000 psi;h=420.000 in. Reinforcement: tension:present,shear:present; edge reinforcement:>No.4 bar R-The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[lb,in.lb] 9 ce •� s , v\ ` w F Y x Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 1■■111rri1 C-51 Hilti PROFIS Engineering 3.0.77 www.hilti.com — Company; Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design: Trader Joe's New Header(1.2D+1.6S) Date: 5/12/2022 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=0;Vx=18,070;Vy=0; no 97 Mx=0;M2=0;M =0; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schean Hilt'is a registered Trademark of Hilti AG,Selman 2 `11,141M, C-52 _ Hilti PROFIS Engineering 3.0.77 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: i E-Mail: Design: Trader Joe's New Header(1.2D+1.6S) Date: 5/12/2022 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity HN/Pv[%] Status Tension - - - -/- N/A Shear Pryout Strength 18,070 18,633 -/97 OK Loading Utilization I;N,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(2003-2022 Hilti AG,FL-9494 Schwan Hilti is a registered Trademark of Hilti AG,Schwan 3 MULTI C-53 Hilti PROFIS Engineering 3.0.77 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: E-Mail: Design: Trader Joe's New Header(1.2D+1.6S) Date: 5/12/2022 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.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 plausibilityi PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Scheer, Hilti is a registered Trademark of Hilti AG,Schaan 4 11.11,16,11111' C-54 _ Hilti PROFIS Engineering 3.0.77 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: i E-Mail: Design: Trader Joe's New Header(1.2D+E+0.2S) Date: 5/12/2022 Fastening point: Specifiers comments: 1 Input data Anchor type and diameter: AWS D1.1 GR.B 5/8 Item number: not available Effective embedment depth: het=8.000 in. Material: Evaluation Service Report: Hilti Technical Data Issued I Valid: -I- Proof: Design Method ACI 318-19/CIP Stand-off installation: eb=0.000 in. (no stand-off);t= 1.000 in. Anchor platen: Ix x le x t=28.000 in.x 6.000 in.x 1.000 in.;(Recommended plate thickness:not calculated) Profile: Rectangular HSS(AISC),HSS12X6X.375;(L x W x T)=12.000 in.x 6.000 in.x 0.375 in. Base material: cracked concrete,4000,f =4,000 psi;h=420.000 in. Reinforcement: tension:present,shear:present; edge reinforcement:>No.4 bar Seismic loads(cat.C,D, E,or F) Tension load:yes(17.10.5.3(d)) Shear load:yes(17.10.6.3(c)) R-The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,in.lb] 1 • t - \ \ • x Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 F1,16.9r, C-55 Hilti PROFIS Engineering 3.0.77 www.hilti.com Company: Page: 2 Address: Specifier Phone I Fax: E-Mail: Design: Trader Joe's New Header(1.2D+E+0.2S) Date: 5/12/2022 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=0;Vx=9,280;Vy=2,215; yes 98 Mx=0;My=0;Mz=0; • • Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schoen 2 1■■11`T1 C-56 Hilti PROFIS Engineering 3.0.77 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: Trader Joe's New Header(1.2D+E+0.2S) Date: 5/12/2022 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity PN/Pv[%] Status Tension - - - -/- N/A Shear Concrete edge failure in direction y+ 9,541 9,760 -/98 OK Loading PN Pv Utilization PN,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)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 1y1`TI 57 Hilti PROFIS Engineering 3.0.77 www.hllti.com Company; Page: 4 Address: Specifier: Phone I Fax: E-Mail: Design: Trader Joe's New Header(1.2D+E+0.2S) Date: 5/12/2022 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.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)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 4 __ C-58 _ VL M K Prow. T (; j Job 3. `-G2 t 00_(_f B BY:/s V Date: (..(J ZZ Sheet t ENGINEER NG. JESJCN t< 1 Ll .�Pi2C-,•' 40i ; /� VA l� 1 L;9 YO Ut (Ai(. C IJV ( tal-in $'JCS e � - r Flr��l j, , 1 �rav„'r' VL /fit r A-cc 1 -a , r-(,\ '2 7-IA X :, I j j r LIL( - fr..) f ---- J il— k, L '= (ILl , I-1 �r,i ---"> 1 (. (5 e, --S i i " x 12'/T. " &I L 1 ,j-)r tom SL,. per, L.t� r /�C� � /� ���H ,Yce 1. :: rn 25 r . l )1 fJ/74 ALA - 17ge-,i l /y. _ ft 5e. -3 .1/_4 _X I 1// ' t- m } 4- • • • Portland,OR I www.vlmk.com I Vancouver,WA • VVLMK Rojed l 'r Job t By: �,t, Date: c{ /2 Z sheet C-59 �I(,G�..r c. L. ;, \N .J6 ltic iY � �-b21 C` IL{Y _. ENGINEEXrNG•OE413N �._ 1 L/ (NC tIL I-2_1I1 .4,^ cl iV C.(4G / Lw. r!`_ I ? I( ' / ` >4„ r3 / I: ? G 16C 1-C7. 3 ? L 1 J.i o ` 1 '7 , - y I, ��L d I I 1 AA i o Veti9 ,t,(� = L' . ( c L--1 P� i I i r i . . i Portland,OR I www.vlmk.com I Vancouver,WA Project Title: Tigard Marketplace . Engineer: CSM Project ID: 20210448 C-60 Project Descr: - Wood Beam Project File:RTU Support.ec6 LIC#:KW-06015627,Build:20,21.12.16 VLMK CONSULTING ENGINEERS (c)ENERCALC INC 1983-2021 DESCRIPTION: RTUs 1 and 2 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0psi Density 31.210pcf Beam Bracing : Completely Unbraced D(0.975) 1 Y� 3.125x13.5 4 fT'1T1 Span=44.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load : D=0.9750 k @ 6.660 ft, (RTU Load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.844 1 Maximum Shear Stress Ratio = 0.123 : 1 Section used for this span 3.125x13.5 Section used for this span 3.125x13.5 fb:Actual = 695.07psi fv:Actual = 29.42 psi Fb:Allowable = 823.46psi Fv:Allowable = 238.50 psi Load Combination D Only Load Combination D Only Location of maximum on span = 6.745ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0 in Ratio= 0<360 n/a Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 1.176 in Ratio= 448>=240 Span: 1 :D Only Max Upward Total Deflection 0 in Ratio= 0<240 n/a Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.827 0.148 Overall MINimum 0.496 0.089 D Only 0.827 0.148 +0.60D 0.496 0.089 Project Title: Tigard Marketplace Engineer: CSM Project ID: 20210448 C-61 Project Descr: Wood Beam Project File:RTU Support.ec6 LIC#:KW-06015627,Build:20.21.12.16 VLMK CONSULTING ENGINEERS (c)ENERCALC INC 1983-2021 DESCRIPTION: Condensing Unit CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-PrIl 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0i94) r 3.125x13.5 14(0 ,1 Span=32 250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load : D=0.940 k @ 7.50 ft, (ACC Load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.31a 1 Maximum Shear Stress Ratio = 0.108 : 1 Section used for this span 3.125x13.5 Section used for this span 3.125x13.5 fb:Actual = 683.08 psi fv:Actual = 25.65 psi Fb:Allowable = 2,148.78psi Fv:Allowable = 238.50 psi Load Combination D Only Load Combination D Only Location of maximum on span = 7.533ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0 in Ratio= 0<360 n/a Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.653 in Ratio= 592>=240 Span: 1 : D Only Max Upward Total Deflection 0 in Ratio= 0<240 n/a Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.721 0.219 Overall MINimum 0.433 0.131 D Only 0.721 0.219 +0.60D 0.433 0.131 Project Title: Tigard Marketplace _ Engineer: CSM - Project ID: 20210448 C-62 Project Descr: - General Beam Analysis Project File:RTU Support.ec6 LIC#:KW-06015627,Build:20.21.12.16 VLMK CONSULTING ENGINEERS (c)ENERCALC INC 1983-2021 DESCRIPTION: Existing Girder at ACC-(E) Load General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 34.750 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 D(0-5475)S(0.9125) o X .. .... _. _ - _. BCfliabh .,, AI Span=34.750 ft yI Applied Loads Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : D=0.0150, S =0.0250 k/ft, Tributary Width=36.50 ft DESIGN SUMMARY Maximum Bending= 220.380 k-ft Maximum Shear= 25.368 k Load Combination +D+S Load Combination +D+S Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 17.375 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 10.406 in 40 Max Upward Transient Deflection 0.165 in 2524 Max Downward Total Deflection 16.650 in 25 Max Upward Total Deflection 0.059 in 7012 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Overall MAXimum Envelope Dsgn.L= 34.75 ft 1 220.38 220.38 25.37 D Only Dsgn.L= 34.75 ft 1 82.64 82.64 9.51 +D+S I Dsgn.L= 34.75 ft 1 220.38 220.38 25.37 +D+0.750S Dsgn.L= 34.75 ft 1 185.95 185.95 21.40 +0.60D Dsgn.L= 34.75 ft 1 49.59 49.59 5.71 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 16.6501 17.549 0.0000 0.000 Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 25.368 25.368 Overall MINimum D Only 9.513 9.513 +D+S 25.368 25.368 +D+0.750S 21.404 21.404 +0.60D 5.708 5.708 S Only 15.855 15.855 Project Title: Tigard Marketplace Engineer: CSM Project ID: 20210448 C-63 Project Descr: General Beam Analysis Project File:RTU Support.ec6 LIC#:KW-06015627,Build:20.21.12.16 VLMK CONSULTING ENGINEERS (c)ENERCALC INC 1983-2021 DESCRIPTION: Existing Girder at ACC- (N)Load General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 34.750 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 D(1.$75) D(0.945) 11 11 D(0.5475)s(09125) Span=34.750 ft Applied Loads r Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : D=0.0150, S =0.0250 kilt, Tributary Width= 36.50 ft Load(s)for Span Number 1 Point Load : D= 1.875 k @ 3.750 ft, (ACC Mid Load) Point Load : D=0.9450 k @ 10.750 ft, (ACC End Load) DESIGN SUMMARY Maximum Bending= 229.059 k-ft Maximum Shear= 27.693 k Load Combination +D+S Load Combination +D+S Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 17.028 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 10.406 in 40 Max Upward Transient Deflection 0.165 in 2524 Max Downward Total Deflection 17.368 in 24 Max Upward Total Deflection 0.067 in 6221 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Overall MAXimum Envelope Dsgn.L= 34.75 ft 1 229.06 229.06 27.69 D Only Dsgn.L= 34.75 ft 1 91.46 91.46 11.84 +D+S Dsgn.L= 34.75 ft 1 229.06 229.06 27.69 +D+0.750S Dsgn. = 34.75 ft 1 194.64 194.64 23.73 +0.60D Dsgn.L= 34.75 ft 1 54.88 54.88 7.10 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 17.3681 17.375 0.0000 0.000 Vertical Reactions Support notation:Far left is# Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 27.693 25.862 Overall MINimum D Only 11.838 10.007 +D+S 27.693 25.862 +D+0.7505 23.729 21.899 +0.60D 7.103 6.004 S Only 15.855 15.855 C-64 V V L M K Pmled- 0,<e„,k _T__,., 5eti,,,----- ,obi: --azioucit By:c�,,.,t Dote: u/. - ENGINEERING♦DESIGN .0 Ai:r , C_< 4-c-. ram 0 ki/A c 1,6--1/4 _ ( A-Sc- ) ''i e c_ Ge. , C,+s VbFu ° °r2 i it_ 1 /�� - ,�, /f till' s 2�� k- 1 6 '' ,4 1 r I 3' -W I Jo t k pk. :II 1 • „L , : 11.01 6.1.,..<(1 UVAC. ✓41., ,or 6_c, G (,1 ,,;�- - -v -:C�t < �� (.,c.t.l-cc,�fc . i I �u� �� !o TC1c ��rz_r=� !�•� -� 1 � ;,q 1-4r.1 7 1 �`.r 1., T(m - �g c�<, FFFL---„...,f C1'o-✓,. (4. 1S", L )a< Ch. Uctc..., < 1 C CArvEls 4 ;Jo G(PS , i u � {) L J / f I lam'' z a ' 1 ,7_,/.i1 (6_p , 1.h _ . I' 1 100 P C•G_, _ `V J.L/4crw..J 02. ,. Lis -..S l �t L�j..�. �. \/ I-111171( A)ktI,[r✓4c,c 11cf.✓.�{ .Le l i i j a„„,€91p6, v G vl i ei I Portland,OR I www.vImk.com I Vancouver,WA 1 G65 VL M K P oiec1 1 f �o i e c ENGINEERING DESIGN Job t 02 n E By:(c Date: c1l 2 2 Sheet + a ) ;I r/ ( ) Vrr • ' 6G YJ C fF LS - C ) Z J . � F 1_ J. - I pl I Pf 7j 2/J L[tiG �.•6 . E� J.' 1".G CG ..�?..--\. • ovi Portland,OR I www.vlmk.com I Vancouver,WA 1 C66 VLMK = Project: Tigard Marketplace lob#: 20210448 By: CSM Dare: 03/22 Sheet 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 �\o�^ TYPICAL SCREEN WALL Fh oro 5 TYPICAL MECHANICAL UNIT Fh H \po\��GtN ,10° DESIGN INPUT B = 300 ft Horizontal Dimension of Building Measured Normal to the Wind Direction h - 20 ft Mean Roof Height of Building (Eave Height if Roof Angle < 10°) Height = 4.00 ft Height of Rooftop Structure or Equipment Width = 8.00 ft Width of Rooftop Structure or Equipment, Perpendicular to Wind Depth = 5.00 ft Depth of Rooftop Structure or Equipment, Parallel to Wind H = 24.0 ft Height to Top of Structure or Equipment Vult = 96 mph Ultimate Wind Speed 3-Second Gust [Figures 26.5-1A, B, &C] B Exposure Category [Section 26.7.3] z9 = 1200 ft Nominal Height of Atmospheric Boundary Layer [Table 26.11-1] a = 7.0 3-Second Gust-Speed Power Law Exponent [Table 26.11-1] KZ = 0.701 Velocity Pressure Exposure Coefficient [Table 26.10-1] Ka = , 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 = 0.00256KzKztKdKeVu/t2 [Equation 29.3-1] qz = 14.0 psf Velocity Pressure at Ultimate Level GC, = 1.9 Horizontal: Force Increase &Gust Factor [Section 29.4.1] GC, = 1.5 Vertical-Uplift: Force Increase &Gust Factor [Section 29.4.1] Af = 32 sf Area of Structure Normal to the Wind Direction (Horizontal face) Ar = 40 sf Area of Structure Perpendicular to the Wind Direction (Vertical face) B*h = 6000 sf Building Area Normal to the Wind Direction Fh = 9h(GC r)A, [Equation 29.4-2] Fh = 854 lbs Horizontal Design Wind Force (Ult., 1.0W) Ph = 26.7 psf Horizontal Design Wind Pressure (Ult., 1.0W) F„ = gh(GC r)Ar [Equation 29.4-3] 1 F� = 843 lbs Vertical (Uplift) Design Wind Force (Ult., 1.0W) p„ = 21.1 psf Vertical (Uplift) Design Wind Pressure (Ult., 1.0W) - V C-67 VLMK Project: Tigard Marketplace loh#. 20210448 By CSM Date: 03/22 Sheet ENGINEERING • DESIGN v4.01-Software Copyright 2020 VLMK Consulting Engineers. All Rights Reserved. Mechanical Unit Anchorage Design - HVAC Based on the 2018 International Building Code and ASCE 7-16 DESIGN INPUT Seismic Parameters: I x Sos = 0.675 g Design Spectral Response Acceleration f2 = 1.0 Overstrength Factor [ASCE Table 13.5-1 or 13.6-1] • 3 �cG 4 ap = 2.5 [ASCE Table 13.5-1 or 13.6-1] C Y CR R„ = 6.0 [ASCE Table 13.5-1 or 13.6-1] Ycg Io = 1.00 [ASCE 13.1.3] z = 20 ft Attachment height from base of structure • 1 � 2 • h = 20 ft Average roof height of structure from base Xoy I Wind Parameters: PLAN VIEW PHORIZ. = 26.7 psf Design Wind Pressure (psf), 1.0W PUPLIFT = 21.1 psf Design Wind Pressure (psf), LOW Mechanical Unit Parameters: ciDCG Wo = 3,900 lbs Total Weight Zog X = 80.0 in Base Dimension (max) ' I Y = 80.0 in Base Dimension (min) SIDE VIEW Z = 60.0 in Height of Unit Zcurb = 14.0 in Height of Curb, where occurs Load Combinations: Xc9 = 40.0 in Center of Gravity Seismic: Wind: Ycg = 40.0 in Center of Gravity (0.9-0.2Sos)D + QE 0.9D + 1.0W Zc9 = 30.0 in Center of Gravity (excluding curb) (0.6-0.14Sos)D + 0.7E 0.6D + 0.6W ANALYSIS Base Shear: (Load applied to all (4) anchors/corners together) Seismic: 0.4aPSD,,.WP F (1+2 z l= 1316 lbs <_ 1.6SDSIPWP = 4212 lbs OK P Rv;IP l h >_0.3SDSIPWp = 790 lbs OK Base Shear, QV„E = 1316 lbs Seismic, QE Wind: V„w = 1098 lbs Wind, 1.0W Vu,BASE = 1316 lbs Seismic, OE = 921 lbs (ASD, 0.7E) Anchor Shear: (Load applied to each anchor/corner) Seismic: Design Eccentricity = +5% Anchor: dx dx"2 dy dy^2 e, = 4 in ey = 4 in 1 40 1600 40 1600 Mx_„ = 5265 in-lbs M,,_y = 5265 in-lbs 2 40 1600 40 1600 Y-Direction X-Direction 3 40 1600 40 1600 V1,3 = 362 lbs V1,2 = 362 lbs 4 40 1600 40 1600 V2,4 = 362 lbs V3,4 = 362 lbs 6400 6400 Wind: V1,2,3,4 = 274 lbs Max VG,ANCHOR = 362 lbs Seismic, OE = 253 lbs (ASD, 0.7E) Overturning/Uplift: (Load applied to each anchor/corner) Seismic: Mot = 57915 lb-in Seismic, OE Net Tension: Tx* = -384 lbs Seismic, QE Mres,x = 119340 lb-in Seismic, QE T,,* _ -384 lbs Seismic, QE M,es,y = 119340 lb-in Seismic, CIE Wind: Mot = 40614 lb-in Wind, LOW Max T.,ANCHOR* = -384 lbs Seismic, DE Mres,x = 140400 lb-in Wind, 1.0W = -239 lbs (ASD, 0.7E) Mres,y = 140400 lb-in Wind, 1.0W *Negative(-)values indicate there is no net uplift 1VLMKC-68 = Project: Tigard Marketplace lob# 20210448 By: CSM Date: 03/22 Sheet;tt ENGINEERING • DES,GN v4.01-Software Copyright 2020 VLMK Consulting Engineers. All Rights Reserved. Mechanical Unit Anchorage Design - ACC Based on the 2018 International Building Code and ASCE 7-16 DESIGN INPUT Seismic Parameters: X Sps = 0.675 g Design Spectral Response Acceleration I I Q = 1.0 Overstrength Factor [ASCE Table 13.5-1 or 13.6-1] • 3 4 • (MG ap = 2.5 [ASCE Table 13.5-1 or 13.6-1] Rp = 6.0 [ASCE Table 13.5-1 or 13.6-1] �cR Y Ip = 1.00 [ASCE 13.1.3] Ycg z = 20 ft Attachment height from base of structure • 1 2 • h = 20 ft Average roof height of structure from base E Xcg Wind Parameters: PLAN VIEW PHORIZ. = 26.7 psf Design Wind Pressure (psf), 1.0W PUPLIF1 = 21.1 psf Design Wind Pressure (psf), 1.0W Mechanical Unit Parameters: cpCG Wp = 3,750 lbs Total Weight Zcg X = 220.0 in Base Dimension (max) ' ' Y = 92.0 in Base Dimension (min) Z = 62.0 in Height of Unit SIDE VIEW Zcurb = 0.0 in Height of Curb, where occurs Load Combinations: Xe, = 110.0 in Center of Gravity Seismic: Wind: YG9 = 46.0 in Center of Gravity (0.9-0.2Sps)D + DE 0.9D + 1.0W Zr9 = 46.0 in Center of Gravity (excluding curb) (0.6-0.14Sos)D + 0.7E 0.6D + 0.6W ANALYSIS Base Shear: (Load applied to all (4) anchors/corners together) Seismic: 0.4a S W / FF = ° °S r 11+2�J= 1266 lbs S 1.6SDSl pWp = 4050 lbs OK Rn/Ir ` h >_ 0.3SDs1pW = 759 lbs OK Base Shear, DVuE = 1266 lbs Seismic, DE Wind: Vow = 2529 lbs Wind, 1.0W 11,4BASE = 2529 lbs Wind, 1.0W = 1517 lbs (ASD, 0.6W) Anchor Shear: (Load applied to each anchor/corner) Seismic: Design Eccentricity = 5% Anchor: dx dx^2 dy dy^2 ex = 11 in ey = 4.6 in 1 110 12100 46 2116 Mx_x = 13922 in-lbs My_,, = 5822 in-lbs 2 110 12100 46 2116 Y-Direction X-Direction 3 110 12100 46 2116 V1,3 = 348 lbs V1,2 = 348 lbs 4 110 12100 46 2116 V2,4 = 348 lbs V3,4 = 348 lbs 48400 8464 Wind: V1,2,3,4 = 632 lbs Max V.,ANCHOR = 632 lbs Wind, 1.0W = 379 lbs (ASD, 0.6W) Overturning/Uplift: (Load applied to each anchor/corner) Seismic: Mot = 58219 lb-in Seismic, DE Net Tension: Tx* = 76 lbs Wind, 1.0W Mres,x = 315563 lb-in Seismic, QE Ty* = 324 lbs Wind, 1.0W Mres,y = 131963 lb-in Seismic, 4E Wind: Mot = 78402 lb-in Wind, 1.0W Max Tu,ANCHOR* = 324 lbs Wind, 1.0W Mres,x = 371250 lb-in Wind, 1.0W = 138 lbs (ASD, 0.6W) Mres,y = 155250 lb-in Wind, 1.0W *Negative(-)values indicate there is no net uplift r. I _ ��' C-69 _ V L M K Project f l y I u\ Gs.Jvl ` � Jobs: ZG2..104c.{i Br.L�a,�-1 Ocle: t(iZZ. Sheen: — - ENGINEERING• DESIGN v ,. k_4c 1 46jCX r w t Pt;( h ! Cr I _Ir - ` - ...,;,r, l f,-,„ P j,,,- 15 41 I Ltbt Lx 1-a d 3 1 5 U ll�.,_, ? t, 1. UflrS 4 = q II t•� 3_-�� I , I 1 C I y 1111 a /�I l_G--SC ,L� VL ,r` I4i+ 6 n(L . UC (i- L ) .,-..�1,1 r \ I t I \ C i[.mil ...pe-.1 .4 ;Qv u a � ,1' L-- Fk. �� c1 1 I, t{ fZQ,.-e.1•,z.,,t S ''' / i,,t `,cL✓`,.. f= X I tsE. ---7 , (,t` 12, - t , Sx � .2c c0 ✓ Z.: 1 36'6kc ( D r5 : ?--? ...-1,!-- Dv ([.e l.',:�T Yi{ c j ✓3 471-4 ` Z7 I , l J � '-' '( II L)P+ c$44ER1NC 444,.., L- I Portland,OR I www.vimk.com I Vancouver,WA 1 = V L M K Proiem C-'° � G✓ 1 ��� ss__ Jet. CbZ� O+tK4 By: Date: c�/Zz9�edt ENGINEERING•DESIGN UU "'---""""-'--- rive- --A 6-1AIVi ccf S 2S,FAbc IAeir c•oX LVL i - r1 ,1 l opts L -- -- Ll I C ' ti Lf se 'r12 - 1.`aS 7. .2 S Portland,OR I www.vlmk.com I Vancouver,WA Project Title: Tigard Town Square Engineer: CSM Project ID: 20210448 C-71 - Project Descr: Wood Beam Project File:Facade TowerAddition.ec6 LIC#:KW-06015627,Build:20.21.12.16 VLMK CONSULTING ENGINEERS (c)ENERCALC INC 1983-2021 DESCRIPTION: Tower Roof Joists -Typical CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0180)Lr(0.020)S(0.0250) -, e c v j42x8 2x8 2x8 Span=4.0 ft Span=16-0 ft Span=4 0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : D=0.0180, Lr=0.020, S =0.0250 kilt DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.758 1 Maximum Shear Stress Ratio = 0.214 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 942.33 psi fv:Actual = 44.26 psi Fb:Allowable = 1,242.00psi Fv:Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 7.933ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#3 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward Transient Deflection 0.343 in Ratio= 560>=360 Span:2:S Only Max Upward Transient Deflection -0.224 in Ratio= 428>=360 Span:3:S Only Max Downward Total Deflection 0.589 in Ratio= 325>=180 Span:2:+D+S Max Upward Total Deflection -0.385 in Ratio= 248>=180 Span:3: +D+S Vertical Reactions Support notation :Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.516 0.516 Overall MINimum 0.300 0.300 D Only 0.216 0.216 +D+Lr 0.456 0.456 +D+S 0.516 0.516 +D+0.750Lr 0.396 0.396 +D+0.750S 0.441 0.441 +0.60D 0.130 0.130 Lr Only 0.240 0.240 S Only 0.300 0.300 Project Title: Tigard Town Square Engineer: CSM Project ID: 20210448 C-72 Project Descr: - Wood Beam Project File:Facade Tower Addition.ec6 LIC#:KW-06015627,Build:20.21.12.16 VLMK CONSULTING ENGINEERS (c)ENERCALC INC 1983-2021 DESCRIPTION: Fascia CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2,600.0 psi Ebend-xx 2,000.0ksi Fc-PrIl 2,510.0 psi Eminbend-xx 1,016.54ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 2.0 E Fv 285.0 psi Ft 1,555.Opsi Density 42.010pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0675)5(0.09375) D(0.0675)S(0.09375) d b C d 0 ry t b 2-1.75x7.25 2-1.75x7.25 j 2-1.75x7.25 Span=4.0 ft Span= 16.0 ft Span=40ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D=0.0180, S =0.0250 ksf, Tributary Width=3.750 ft, (Roof Load) Load for Span Number 3 Uniform Load : D=0.0180, S=0.0250 ksf, Tributary Width =3.750 ft, (Roof Load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.177. 1 Maximum Shear Stress Ratio = 0.104: 1 Section used for this span 2-1.75x7.25 Section used for this span 2-1.75x7.25 fb:Actual = 528.05 psi fv:Actual = 34.18 psi Fb:Allowable = 2,990.00psi Fv:Allowable = 327.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 0.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#3 Span#where maximum occurs = Span#3 Maximum Deflection Max Downward Transient Deflection 0.210 in Ratio= 456>=360 Span:3: S Only Max Upward Transient Deflection -0.190 in Ratio= 1012>=360 Span:2:S Only Max Downward Total Deflection 0.339 in Ratio= 282>=180 Span:3: +D+S Max Upward Total Deflection -0.292 in Ratio= 658>=180 Span:2:+D+S Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.734 0.734 - Overall MINimum 0.375 0.375 D Only 0.359 0.359 +D+S 0.734 0.734 +D+0.750S 0.640 0.640 +0.60D 0.215 0.215 S Only 0.375 0.375 Project Title: Tigard Town Square Engineer: CSM Project ID: 20210448 C-73 Project Descr: Wood Beam Project File:Facade Tower Addition.ec6 LIC#:KW-06015627,Build:20.21.12.16 VLMK CONSULTING ENGINEERS (s)ENERCALC INC 1983-2021 DESCRIPTION: Roof Overhang CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling ,s______ :/( 3360)Lr_0.040)_____0) __ O 2x8 2x8 141* 144 Span=3.0 k Span=4.0 ft j Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : D=0.0180, Lr=0.020, S =0.0250 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.50a 1 Maximum Shear Stress Ratio = 0.204 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 628.28 psi fv:Actual = 42.27 psi Fb:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 0.000ft Location of maximum on span = 0.603 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward Transient Deflection 0.067 in Ratio= 1426>=360 Span:2:S Only Max Upward Transient Deflection -0.004 in Ratio= 8753>=360 Span: 1 :S Only Max Downward Total Deflection 0.116 in Ratio= 828>=180 Span:2:+D+S Max Upward Total Deflection -0.007 in Ratio= 5089>=180 Span: 1 : +D+S Vertical Reactions Support notation :Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.100 0.702 Overall MINimum -0.042 0.408 D Only -0.042 0.294 +D+Lr -0.089 0.621 +D+S -0.100 0.702 +D+0.750Lr -0.077 0.539 +D+0.750S -0.086 0.600 +0.60D -0.025 0.176 Lr Only -0.047 0.327 S Only -0.058 0.408 Project Title: Tigard Town Square Engineer: CSM Project ID: 20210448 C 74 Project Descr: Wood Beam Project File:Facade TowerAddition.ec6 l LIC#:KW-06015627,Build:20.21.12.16 VLMK CONSULTING ENGINEERS (c)ENERCALC INC 1983-2021 DESCRIPTION: Roof Overhang- Fascia Support CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2,600.0 psi Ebend-xx 2,000.0ksi Fc-Prll 2,510.0 psi Eminbend-xx 1,016.54ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 2.0 E Fv 285.0 psi Ft 1,555.0psi Density 42.010pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.36)S(0.375) D(0.0360)Lr(0.040)S(0.050) 8 2-1.75x7.25 ( ) 2-1.75x7.25 Span=3.Oft Span=4.Oft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D=0.0180, Lr=0.020, S= 0.0250 ksf, Tributary Width =2.0 ft Load for Span Number 2 Point Load : D=0.360, S=0.3750 k @ 4.0 ft, (Reaction from Fascia) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.483 1 Maximum Shear Stress Ratio = 0.237 : 1 Section used for this span 2-1.75x7.25 Section used for this span 2-1.75x7.25 fb:Actual = 1,443.07psi fv:Actual = 77.61 psi Fb:Allowable = 2,990.00psi Fv:Allowable = 327.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 0.000ft Location of maximum on span = 0.603ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward Transient Deflection 0.132 in Ratio= 728>=360 Span:2:S Only Max Upward Transient Deflection -0.008 in Ratio= 4396>=360 Span: 1 :S Only Max Downward Total Deflection 0.256 in Ratio= 374>=180 Span:2:+D+S Max Upward Total Deflection -0.016 in Ratio= 2261>=180 Span: 1 :+D+S Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -1.089 2.478 Overall MINimum -0.531 1.283 D Only -0.531 1.194 +D+Lr -0.577 1.521 +D+S -1.089 2.478 +D+0.75QLr -0.566 1.439 +D+0.750S -0.949 2.157 +0.60D -0.318 0.717 Lr Only -0.047 0.327 S Only -0.558 1.283 • Project Title: Tigard Town Square Engineer: CSM Project ID: 20210448 C-75 Project Descr: Wood Beam Project File:Facade Tower Addition.ec6 LIC#:KW-06015627,Build:20.21.12.16 VLMK CONSULTING ENGINEERS (c)ENERCALC INC 1983-2021 DESCRIPTION: Tower Roof Joists- LVL End Joists CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 2,600.0 psi Ebend-xx 2,000.0ksi Fc-PrIl 2,510.0 psi Eminbend-xx 1,016.54ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 2.0 E Fv 285.0 psi Ft 1,555.0psi Density 42.010pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling < D u6/5 . 3/5 D(0.0090)S(0.01250)___ t )5(0 09 c ) y c D(0.0615)S(0.093/5) e t a a a a • 2-1 75x7.25 rr"rT 2-1.75x7.25 j 2-1.75x7.25 Span=4.0fl Span=16.0U Span=4.0ft 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : D=0.0180, S=0.0250 ksf, Tributary Width=0.50 ft Load for Span Number 1 Uniform Load : D =0.0180, S=0.0250 ksf, Extent=0.0--»4.0 ft, Tributary Width =3.750 ft, (Roof Load) Load for Span Number 3 Uniform Load : D=0.0180, S=0.0250 ksf, Extent=0.0--»4.0 ft, Tributary Width =3.750 ft, (Roof Load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.191: 1 Maximum Shear Stress Ratio = 0.113 : 1 Section used for this span 2-1.75x7.25 Section used for this span 2-1.75x7.25 fb:Actual = 572.18psi fv:Actual = 37.04 psi Fb:Allowable = 2,990.00psi Fv:Allowable = 327.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 0.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#3 Span#where maximum occurs = Span#3 Maximum Deflection Max Downward Transient Deflection 0.172 in Ratio= 558>=360 Span:3:S Only Max Upward Transient Deflection -0.131 in Ratio= 1466>=360 Span:2:S Only Max Downward Total Deflection 0.295 in Ratio= 324>=180 Span:3:+D+S Max Upward Total Deflection -0.225 in Ratio= 852>=180 Span:2:+D+S Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.903 0.903 Overall MINimum 0.525 0.525 D Only 0.378 0.378 +D+S 0.903 0.903 +D+0.750S 0.772 0.772 +0.60D 0.227 0.227 S Only 0.525 0.525 Project Title: Tigard Town Square Engineer: CSM _ Project ID: 20210448 C-76 Project Descr: Masonry Beam Project File:Facade Tower Addition.ec6 LIC#:KW-06015627,Build:20.21.12.16 VLMK CONSULTING ENGINEERS (c)ENERCALC INC 1983-2021 DESCRIPTION: New Loads on Existing Lintel Code References Calculations per TMS 402-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information fm 1,350.0 psi Clear Span 22.50 ft Rebar Size 6.0 Fs 24,000.0 psi Beam Depth 4.330 ft #Bars E/F 2 Em=fm' 700.0 Thickness 8 in Top Clear 6.0 in Wall Wt Mult. 1.0 End Fixity Pin-Pin Btm Clear 4.0 in Block Type Light Wt Equiv. Solid Thick 7.60 in #Bar Sets 1 Lateral Wind Load psf Wall Weight 78.0 psf Bar Spacing 4.0 in Beam is Fully Braced? Yes E 945.0 ksi Lateral Wall Weight Seismic Factor 0.6750 n 30.688 Calculate vertical beam weight? Yes Note!Shear calculated at"d/2"from edge of bear • • Ld#3*D(0.0920) __ Ld#2:D(0.,A18I^0)$(0.30) F #1.4UA�.KhYt.• x rtLow!:D(aass � � om rELaed D(0.4;501 • 4 • • • 2-#6 bars t • • Point Loads Distance Dead Load L:Floor Live Lr:Roof Live S:Snow W:Wind E:Earthquake #1 2.250 ft 0.4550 k #2 11.250 ft 0.6850 k #3 20.250 ft 0.4550 k #4 ft k Uniform Loads Start X End X Dead Load L:Floor Live Lr: Roof Live S:Snow W:Wind E:Earthquake #1 ft 22.50 ft 0.350 k/ft #2 ft 22.50 ft 0.180 0.30 k/ft #3 ft 22.50 ft 0.0920 k/ft #4 ft ft k/ft DESIGN SUMMARY Design OK Maximum Stress Ratios... Maximum Moment Actual Allowabl c-ft Vertical Lateral SRSS Combination Vertical Loads 84.583 k-ft 145.437 k-ft fb/Fb 0.5816 0.2573 0.6359 : 1.00 for Load Combinatiorla+S fvlFv 0.7603 0.1618 0.7774 : 1.00 Lateral Loads 10.094 k-ft 39.234 for Load CombinatiorO+0.70E Maximum Shear Actual Allowable Vertical Loads 31.429 psi 41.335 psi for Load CombinatiorO+S Minimum Mn = 1.3` Fcr* S = 59.472 k-ft Lateral Loads 5.944 psi 36.742 psi for Load CombinatiorO+0.70E Project Title: Tigard Town Square Engineer: CSM Project ID: 20210448 Project Descr: C'77 rMasonry Beam Project File:Facade Tower Addition.ec6 LIC#:KW-06015627,Build:20.21.12.16 VLMK CONSULTING ENGINEERS (c)ENERCALC INC 1983-2021 DESCRIPTION: New Loads on Existing Lintel Vertical Strength Lateral Strength (Checking lateral bending for span) As 1.760 in^2 As 0.880 in^2 rho 0.004813 rho 0.002914 np 0.1477 np 0.08942 k: ((np)^2+2np)^.5-np 0.4155 k: (np^2+2np)^.5-np 0.3428 j= 1 -k/3 0.8615 j= 1 -k/3 0.8857 M:mas=Fb kj b d^2/2 158.917 k-ft M:mas=Fb kj b d^2/2 13.493 k-ft M:StI =Fs As j d 145.437 k-ft M:Stl=Fs As j d 9.061 k-ft Detailed Load Combination Results Load Combinatic Vertical Lateral Mmax Mallow fv:Vert Fv:Vert Mactual Mallow fv Fv k-ft k-ft psi psi k-ft k-ft psi psi D Only 65.60 145.44 24.42 41.34 0.00 39.23 0.00 36.74 +D+S 84.58 145.44 31.43 41.34 0.00 39.23 0.00 36.74 +D+0.750S 79.84 145.44 29.68 41.34 0.00 39.23 0.00 36.74 +0.60D 39.36 145.44 14.65 41.34 0.00 39.23 0.00 36.74 +D+0.70E 65.60 145.44 24.42 41.34 10.09 39.23 5.94 36.74 +D+0.750S+0.5250E 79.84 145.44 29.68 41.34 7.57 39.23 4.46 36.74 +0.60D+0.70E 39.36 145.44 14.65 41.34 10.09 39.23 5.94 36.74 CHECKING EXISTING LINTEL FOR NEW LOADS FROM FACADE ADDITION. SNOW DRIFT RESULTS IN LOWER DEMAND ON LINTEL, CONSERVITIVELY NEGLECT. LINTEL IS ADEQUATE C-78 z l x <Licensed Company> SK-1 nickp May 13, 2022 Wood Canopy.r3d Y C-79 z x -0.15 k/ft 11111 00°- A000- A0011roOfr 0.- 0040 t u Loads:LC 2, D+S <Licensed Company> SK-2 nickp May 13,2022 Wood Canopy.r3d y1 C-80 Z' I x Results For LC 2,D+ S <Licensed Company> SK-3 nickp May 13,2022 Wood Canopy.r3d Company : <Licensed Company> 5/13/2022 IIIRISA Designer : nickp 11:43:25AM C"81 Job Number Checked By: o,,,,,,„ Model Name : Node Coordinates Label X[ft] Y[ft] Z[ft] Detach From Diaphragm 1 N1 0 0 0 2 N2 1.125 0 0 3 N3 7.5 0 0 4 N4 1.125 1.219 0 5 N5 4.35 3.365 0 6 N6 7.5 5.48 0 Node Boundary Conditions Node Label X[k/in] Y[k/in] Z[k/in] N6 Reaction Reaction Reaction 2 N3 Reaction Reaction Reaction Concrete Properties Label E[ksi] G [ksi] Nu Therm.Coeff.[1es°F-1 Density[k/ft3] fc[ksi] Lambda Flex Steel[ksi Shear Steel [ksi] 1 Conc3000NW 3156 1372 0.15 0.6 0.145 3 1 60 60 2 Conc3500NW 3409 1482 0.15 0.6 0.145 3.5 1 60 60 3 Conc4000NW 3644 1584 0.15 0.6 0.145 4 1 60 60 4 Conc3000LW 2085 907 0.15 0.6 0.11 3 0.75 60 60 5 Conc3500LW 2252 979 0.15 0.6 0.11 3.5 0.75 60 60 6 Conc4000LW 2408 1047 0.15 0.6 0.11 4 0.75 60 60 Wood Section Sets Label Shape Type Design List Material Design Rule Area[ins] lyy[in°] Izz[ire] J DWI 1 TOP CHORD 2X8 Beam Rectangular Doublet DF Typical 10.875 2.039 47.635 7.093 2 WEBS 2X4 VBrace Rectangular Double DF Typical 5.25 0.984 5.359 2.877 3 KICKER 2X6 VBrace Rectangular Double DF Typical 8.25 1.547 20.797 5.125 4 BOT CHORD 2X6 Beam Rectangular Double DF Typical 8.25 1.547 20.797 5.125 Member Primary Data Label I Node J Node Section/Shape Type Design List Material Design Rule 1 M1 N4 N5 TOP CHORD Beam Rectangular Double DF Typical 2 M2 N5 N6 TOP CHORD Beam Rectangular Double DF Typical 3 M3 N1 N2 BOT CHORD Beam Rectangular Double DF Typical 4 M4 N2 N3 BOT CHORD Beam Rectangular Double DF Typical 5 M5 N4 N2 WEBS VBrace Rectangular Double DF Typical 6 M6 N6 N3 WEBS VBrace Rectangular Double DF Typical 7 M7 N5 N3 KICKER VBrace Rectangular Double DF Typical Wood Design Parameters Label Shape Length[ft] le-bend top[ft] le-bend bot[ft] Cr y sway z sway 1 M1 TOP CHORD 3.874 Lbyy 2 M2 TOP CHORD 3.794 Lbyy 3 M3 BOT CHORD 1.125 Lbyy 4 M4 BOT CHORD 6.375 Lbyy 5 M5 WEBS 1.219 Lbyy 6 M6 WEBS 5.48 Lbyy 7 M7 KICKER 4.609 4.5 4.5 Member Distributed Loads(BLC 1 :DL) Member LabelDirectionStart Magnitude[k/ft, F, ksf,k-ft/ftlEnd Magnitude[k/ft, F, ksf, k-f/ft]Start Location [(ft, %) End Location[(ft, %)] 1 M1 Y -0.025 -0.025 11 0 %100 2 M2 Y -0.025 -0.025 0 %100 RISA-3D Version 19 [Wood Canopy.r3d] Page 1 : Licensed Company> 5/13/2022 I ICompany ' IS� Checkedec AMBy C-82 Designer : nickp Job Number : By Model Name : Member Distributed Loads(BLC 2:S) Member LabelDirectionStart Magnitude[k/ft, F, ksf, k-ft/ftlEnd Magnitude [k/ft, F, ksf, k-ft/ft]Start Location[(ft,%)]End Location [(ft, %)] 1 M1 Y -0.05 -0.05 0 %100 2 M2 Y -0.05 -0.05 0 %100 3 M2 Y -0.072 -0.1 0 %100 4 M1 Y -0.044 -0.072 0 %100 Member Distributed Loads(BLC 3: W) Member LabelDirectionStart Magnitude[k/ft, F, ksf, k-ftlftlEnd Magnitude[k/ft, F,ksf, k-ft/ft Start Location[(ft, %) End Location[(ft, %) 1 M1 Y 0.01 0.01 0 l %100 2 M2 Y 0.01 0.01 0 %100 Basic Load Cases BLC Description Category Y Gravity Distributed 1 DL DL -1 2 2 S SL 4 3 W WL 2 Load Combinations Description Solve PDelta BLC Factor BLC Factor BLC Factor 1 DL(ONLY) Yes Y 1 1 2 D+S Yes Y 1 1 2 1 3 D+W Yes Y 1 1 3 1 4 D+ .75S+ .75W Yes Y 1 1 2 0.75 3 0.75 Load Combination Design Description Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless Connection 1 DL(ONLY) Yes Yes Yes Yes Yes Yes Yes Yes 2 D+S Yes Yes Yes Yes Yes Yes Yes Yes 3 D+W Yes Yes Yes Yes Yes Yes Yes Yes 4 D+ .75S+.75W Yes Yes Yes Yes Yes Yes Yes Yes Node Reactions LC Node Label X[k] Y[k] Z[k] MX[k-ft] MY[k-ft] MZ[k-ft] 1 2 N6 0.639 0.482 0 0 0 0 2 2 N3 -0.639 0.697 0 0 0 0 3 2 Totals: 0 1.179 0 4 2 COG (ft): X: 4.528 Y:3.413 Z: 0 Node Displacements LC Node Label X[in] Y[in] Z[in] X Rotation [rad] Y Rotation [rad] Z Rotation [rad] 1 2 N1 0 -0.14 0 0 0 1.493e-3 2 2 N2 0 -0.12 0 0 0 1.491e-3 3 2 N3 0 0 0 0 0 0 4 2 N4 0.078 -0.12 0 0 0 3.444e-3 5 2 N5 0 -0.004 0 0 0 1.489e-3 6 2 N6 0 0 0 0 0 -2.778e-4 Frequencies and Participation No Data to Print... Member Section Forces LC Member Label Sec Axial[k] y Shear[k] z Shear[k] Torque[k-ft] y-y Moment[k-ft] z-z Moment[k-ft] 1 2 M1 1 -0.006 -0.008 0 0 0 0 2 2 -0.073 -0.109 0 0 0 0.056 3 3 -0.144 -0.216 0 0 0 0.213 RISA-3D Version 19 [Wood Canopy.r3d] Page 2 Company : <Licensed Company> 5/13/2022 1 R ISA Designer : nickp 11:43: AM C-83 Job Number Checked By: Model Name : Member Section Forces(Continued) LC Member Label Sec Axial[k] y Shear[k] z Shear[k] Torque[k-ft] y-y Moment[k-ft] z-z Moment[k-ft] 3 3 -0.144 -0.216 0 0 0 0.213 4 4 -0.218 -0.328 0 0 0 0.476 5 5 -0.297 -0.446 0 0 0 0.85 6 2 M2 1 -0.451 0.474 0 0 0 0.85 7 2 -0.532 0.354 0 0 0 0.457 8 3 -0.617 0.228 0 0 0 0.18 9 4 -0.705 0.096 0 0 0 0.026 10 5 -0.797 -0.041 0 0 0 0 11 2 M3 1 0 0 0 0 0 0 12 2 0 0 0 0 0 0 13 3 0 -0.001 0 0 0 0 14 4 0 -0.002 0 0 0 0 15 5 0 -0.002 0 0 0 0.001 16 2 M4 1 0 0.007 0 0 0 0.001 17 2 0 0.003 0 0 0 -0.007 18 3 0 0 0 0 0 -0.01 19 4 0 -0.003 0 0 0 -0.007 20 5 0 -0.006 0 0 0 0 21 2 M5 1 -0.01 0 0 0 0 0 22 2 -0.01 0 0 0 0 0 23 3 -0.01 0 0 0 0 0 24 4 -0.009 0 0 0 0 0 25 5 -0.009 0 0 0 0 0 26 2 M6 1 -0.003 0 _ 0 0 0 0 27 2 -0.002 0 0 0 0 0 28 3 0 0 0 0 0 0 29 4 0.002 0 0 0 0 0 30 5 0.003 0 0 0 0 0 31 2 M7 1 0.932 0.003 0 0 0 0 32 2 0.933 0.002 0 0 0 -0.003 33 3 0.935 0 0 0 0 -0.004 34 4 0.937 -0.002 0 0 0 -0.003 35 5 0.938 -0.003 0 0 0 0 Maximum Member Section Forces LC Member Label Axial[k,Loc[ft]y Shear[k]Loc[ft]z Shear[k]Loc[ft]Torque[k-ft Loc[ft] -y Moment[k-ft]Loc[ft]z-z Moment[k-ft]Loc[ft] 1 2 M 1 max-0.006 0 -0.008 0 0 3.874 0 3.8741 0 3.874 0.85 3.874 2 min -0.297 3.874 -0.446 3.874 0 0 0 0 0 0 0 0 3 2 M2 max-0.451 0 0.474 0 0 3.794 0 3.794 0 3.794 0.85 0 4 min -0.797 3.794 -0.041 3.794 0 0 0 0 0 0 -0.006 3.518 5 2 M3 max 0 1.125 0 0 0 1.125 0 1.125 0 1.125 0.001 1.125 6 min 0 0 -0.002 1.125 0 0 0 0 0 0 0 0 7 2 M4 max 0 6.375 0.007 0 0 6.375 0 6.375 0 6.375 0.001 0 8 min 0 0 -0.006 6.375 0 0 0 0 0 0 -0.01 3.254 9 2 M5 max-0.009 1.219 0 1.219 0 1.219 0 1.219 0 1.219 0 1.219 10 min -0.01 0 0 0 0 0 0 0 0 0 0 0 11 2 M6 max 0.003 5.48 0 5.48 0 5.48 0 5.48 0 5.48 0 5.48 12 min -0.003 0 0 0 0 0 0 0 0 0 0 0 13 2 M7 max 0.938 4.609 0.003 0 0 4.609 0 4.609 0 4.609 0 4.609 14 min 0.932 0 -0.003 4.609 0 0 0 0 0 0 -0.004 2.305 Member End Reactions LC Member Label Member End Axial[k] y Shear[k] z Shear[k] Torque[k-ft] y-y Moment[k-ft] z-z Moment[k-ft] 1 2 M 1 I -0.006 -0.008 0 0 0 0 2 J -0.297 -0.446 0 0 0 0.85 3 2 M2 I -0.451 _ 0.474 0 0 0 0.85 4 J -0.797 -0.041 0 0 0 0 RISA-3D Version 19 [Wood Canopy.r3d] Page 3 I l i R isA Company : <Licensed Company>Job Nu 5/13/2022 Designermber : nickp 11:43:25 AM C-84 .- Checked By: Model Name : Member End Reactions(Continued) LC Member Lab& Member End Axial[k] y Shear[kl_ z Shear[k] Torque[k-ft] y-y Moment[k-ft] z-z Moment]k-ft] 5 2 M3 I 0 0 0 0 0 0 6 J 0 -0.002 0 0 0 0.001 7 2 M4 I 0 0.007 0 0 0 0.001 8 J 0 -0.006 0 0 0 0 9 2 M5 I -0.01 0 0 0 0 0 10 J -0.009 0 0 0 0 0 11 2 M6 I -0.003 0 0 0 0 0 12 J 0.003 0 0 0 0 0 13 2 M7 I 0.932 0.003 0 0 0 0 14 J 0.938 -0.003 0 0 0 0 Beam Deflections LC Member Label Span Location[ft] y' [in] (n)L'/y'Ratio 1 2 M 1 1 2.421 0.011 4337 2 2 M2 1 1.344 0.009 4864 3 2 M3 1 1.125 0 NC 4 2 M4 1 6.375 0 NC Beam Deflection Checks No Data to Print... AWC NDS-18:ASD Member Wood Code Checks LC Member Shape UC Max Loc[ft Shear UC Loc[ft] Dir Fc' [ksil Ft'[ksil Fb1'[ksi_ Fb2'[ksil Fv'[ksi RB CL CP Eqn 1 1 2 M1 2X8 0.68 3.874 0.341 3.874 y 0.488 0.81 1.182 1.2 0.18 12.239 0.985 0.31 3.9-1 2 2 M2 2X8 0.698 0 0.364 0 y 0.506 0.81 1.182 1.2 0.18 12.112 0.985 0.321 3.9-1 3 2 M3 2X6 0.002 1.125 0.002 1.125 y 1.549 0.878 1.296 1.3 0.18 5.745 0.997 0.939 3.9-3 4 2 M4 2X6 0.012 3.254 0.007 0 y 0.191 0.878 1.27 1.3 0.18 13.675 0.977 0.116 3.9-3 5 2 M5 2X4 0.002 0 0 1.219 z 1.591 1.013 1.496 1.5 0.18 4.77 0.998 0.922 3.9-1 6 2 M6 2X4 0.003 5.48 0 5.48 z 0.257 1.013 1.481 1.5 0.18 10.114 0.987 0.149 3.6.3 7 2 M7 2X6 0.32 4.609 0.003 4.609 y 0.356 0.878 1.281 1.3 0.18 11.489 0.986 0.216 3.6.3 RISA-3D Version 19 [Wood Canopy.r3d] Page 4