The URL can be used to link to this page

Home My WebLink AboutBUP2023-00029 (2) Bt./0'2o23-00o29 t62.00 SvJ PACAFLC NVJ P 0.1144144**S RECEIVED • BRITT, PETERS MAR 12023 N D ___ CITY OF TIGARD ASSOC I ATES BUILDING DIVISION consulting engineers STRUCTURAL CALCULATIONS for: PROJECT: Chipotle - Tigard, OR BPA Project Number: 220641 Submittal: Permit Date: January 6, 2023 by: Britt, Peters and Associates, Inc. 999 Waterside Drive, Suite 2202, Norfolk, VA 23510 (757) 965-5710 www.brittpeters.com ,eil 84063P' EXPIRES: 06/30/2023 0°.11°°".11141***t *441 BRITT, PETERS N O ASSOC IATES __............._..._... 1 N C consulting engineers 0 ASCE 7 Hazards Report AMELASC.C.EP't}CIA RINFIRS Address: Standard: ASCE/SEI 7-16 Elevation: 178.6 ft (NAVD 88) 16200 SW Pacific Hwy Risk Category: II Latitude: 45.40313 Ste J, Portland Soil Class: D- Default(see Longitude: -122.793848 Oregon Section 11.4.3) Kmg Glty F,irtl sa r, tii, F tt 31 „� r a 144 I I:t: r { I . Wind Results: Wind Speed 96 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 77 Vmph 100-year MRI 82 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1—CC.2-4. and Section 26.5.2 Date Accessed: Fri Jun 17 2022 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability= 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. httpsllasce7hazardtool.online/ Page 1 of 3 Fri Jun 17 2022 Alf MAN 5;:;:61YOFCI49L[NGINEE S Seismic Site Soil Class: D- Default(see Section 11.4.3) Results: Ss : 0.843 Sol N/A Si : 0.392 TL : 16 Fe : 1.2 PGA : 0.384 F„ : N/A PGA M : 0.467 SMs 1.012 FPGA 1.216 SMt : N/A le 1 Sips : 0.675 C„ : 1.222 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Fri Jun 17 2022 Date Source: USGS Seismic Design Maps https://asce7hazardtool.online/ Page 2 of 3 Fri Jun 17 2022 ="0.0F(AN SOS;-vO:=:MI EY9AE033 Snow Results: Elevation: Data Source: Date Accessed: Fri Jun 17 2022 In "Case Study"areas, site-specific case studies are required to establish ground snow loads. Extreme local variations in ground snow loads in these areas preclude mapping at this scale. Ground snow load determination for such sites shall be based on an extreme value statistical analysis of data available in the vicinity of the site using a value with a 2 percent annual probability of being exceeded (50-year mean recurrence interval). Site is outside ASCE/SEI 7-16, Table 7.2-7 boundaries. For ground snow loads in this area, see Structural Engineers Association of Oregon and PRISM Climate Group of Oregon State University. (2013). Snow Load Analysis for Oregon. 4th Ed. Statutory requirements of the Authority Having Jurisdiction are not included. The ASCE 7 Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is"and without warranties of any kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard.While ASCE has made every effort to use data obtained from reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness,reliability, currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship,or sponsorship of such third-party content by or from ASCE. ASCE does not intend,nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent professional,having knowledge and experience in the appropriate field(s)of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool,you expressly assume all risks associated with your use.Under no circumstances shall ASCE or its officers,directors, employees,members,affiliates,or agents be liable to you or any other person for any direct,indirect,special,incidental,or consequential damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. httos://asce7hazardtool.online/ Page 3 of 3 Fri Jun 17 2022 • OREGON SNOW LOAD REQUIREMENTS: Usage Notes fdanose de mudding underlying the clapped paaltla snow lead vetoes a hawed average elevation mune 4 km(2-1,2 toile)god cells atudo leek=ee such an hills or yelled Met aeon the cold el 4 331 cranes tend to not show op..rot example a hill WA a fop elevated of 1000 ft may be reddened within a ball with an met age)olowitteri of(i001 tt Tin!copped ground snow fried br the educed cell Is 24 pal.which coat Co the Rd ft.ft Odgled aaVaaPPO If Pal allots high on the hill,a toirtenum faaPpti et(And anew food ettotikthe catoolond born(tat taiAO baled OP PPP alter eitivaboo to call/ce 1PP snow dad d rant ondottatemated a anon° if the Marapia Pao wail Ut Waxhinglen Otaluty the tato ta OPPW Wad iPOCOORP A 4 pal,per too II Thoroftke do admen(hand)at dad den load be a eke at WOO It elevation at ad lop of the fell wined be t000frelpeffidati=40 pal Note(blot clunking for ate=idea ehow tot re deferent from an huref elevation adindiant I ho modeled elaketten is ad facto in the equation.Only the site elevation and rate of stow load donne, Acetic Requiring a Site-Specitie Case Study the eta:has a mapped at dawned design ground anew add greater than the values baton below,a suoneticilic case seaty beekored flaked=now data was not available doling the otedion of 'ha inn)tor toads dean Ilan the haled dratorode in-arts.Higher values OP the trap are bonen 013 extrapolation,and MO not tecominarefied'fa!dwarf.See Scowl cad Annan 1-at taaajaa Oar, tar . facade inormution on isle-specific Eked Edda, Orodoweattelbtonateed ion pet Cagennattildediated Mad, &Kairrianwe Mottoleird EXX) ra.5.40MPOOD1 MatatiaaW 200 fal Minimum Root Design Snow Load A EOPIPOilfa .iatagit(001 snow load oi 20 pst x I NA noon eetablielted fat all eteentinft ill the Ate tit Oregon.Tb/I PliflOatipt Paahrip stria be apphoatjq to the ktedneed tond"pap aply The ppuppapo[pad shall nce be teamed ICU elope ni any other conversion tactot end tti POI)?nindfoid whore applaabie by 6 tatroodencrer surchage.Fernand-ea.,ate banded toed own kink idle.)teak den Nee rotiondoi loading fOpafateOG aateatalaaa by odd iresois, • PI min a dt gel x 1120 exelt2 times Importance(ano) A 5 psi.feederbettow anehataa 14)=2 be naiad to the YOPPalorn kon(aPaai lead althea 01 O4,a/flowing deadpan extetet 1 All lank with a eloper it 4.71)A1(I en 12). 2.naafi:of any dope that counted ranee Ihts applies to any rota weft a Walt-Mae waled expected by pbrapEft Pa/Ea planicol dinatidiette tno3tAng Mine wall down,. ot to d loot wilco CIIvit tetanal drainage=nada located an attriebe of the tool.Stattaten with a V.IPPOPOLEO gullet at the low dad wive or coothatable SWARM nett not ht,GOPOdarea an India constiateed tent) Exception The 5 pet latientaltriew eitichutue hood not quay to looks of any elope mete ALL ot the Jo/lowing contrition.add I The tool PrattiPpa a,NOT OalAtrzuneri 2.The thentard gioutiti snow load plf<f 5 pet del 3 The atria:wok ton wan of the CrOiaa Harpa Vaaa at tote Cmsnado Bartle GaPa At the mot idiffeurt riodt of the elont flange or eel,Ile)addle ira slate anent tawny offetwarci=odd:Made dint Wong time numb,die behind(Eutaw and Oakland conned Oidgen CkaR,f NI-a le: ea&sintfogatoutvxin,, ITO Ui4tkyoki&K6iPPOpaa Mataor Entaldtan Olitatakidinaltade EX)tut 04° A BRITT, PETERS A N D ASSOC IATES .................___ 1 N C . - __- consulting engineers Project Title: Engineer: Project ID: Project Descr: General Beam Analysis Project File:220641 -Chipotle Tigard Calcs.ec6 LIC# KW-06014569,Build.2022.10.25 BRITT PETERS &ASSOCIATES INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: Existing Truss General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 30.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 D(0.04)Lr(0.04)$(0.056) nni , - J U.088 O v o V l+ o H & &$ T 1 1 � ir ti?.e -- - Span=30 O ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.020, Lr=0.020, S=0.0280 ksf, Tributary Width=2.0 ft Varying Uniform Load: S=0.0440->0.0 ksf, Extent=0.0-->>9.970 ft, Trib Width=2.0 ft Varying Uniform Load : S=0.0->0.0440 ksf, Extent=19.430-»29.40 ft, Trib Width=2.0 ft DESIGN SUMMARY Maximum Bending= 12.390k-ft Maximum Shear= 1.887 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 15.150 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.457 in 787 Max Upward Transient Deflection 0.004 in 89506 Max Downward Total Deflection 0.711 in 506 Max Upward Total Deflection 0.002 in 149176 _ 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= 30.00 ft 1 12.39 12.39 1.89 D Only Dsgn.L= 30.00 ft 1 4.50 4.50 0.60 +D+Lr Dsgn.L= 30.00 ft 1 9.00 9.00 1.20 +D+S Dsgn.L= 30.00 ft 1 12.39 12.39 1.89 +D+0.750Lr Dsgn.L= 30.00 ft 1 7.88 7.88 1.05 +D+0.750S Dsgn.L= 30.00 ft 1 10.42 10.42 1.57 +0.60D Dsgn.L= 30.00 ft 1 2.70 2.70 0.36 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.7105 15.150 0.0000 0.000 Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.887 1.870 Overall MINimum D Only 0.600 0.600 +D+Lr 1.200 1.200 +D+S 1.887 1.870 - +D+0.750Lr 1.050 1.050 Project Title: • Engineer: Project ID: Project Descr: General Beam Analysis Project File:220641 -Chipotle Tigard Calcs ec6 LIC#:KW-06014565,Budd:20.2210.25 BRITT PETERS 8 ASSOCIATES INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: Existing Truss Vertical Reactions Support notation:Far left is# Values in KIPS Load Combination Support 1 Support 2 +D+0.750S 1.566 1.552 -_ +0.60D 0.360 0.360 LrOnly 0.600 0.600 S Only 1.287 1.270 Project Title: • Engineer: Project ID: Project Descr: General Beam Analysis Project File:220641 -Chipotle Tigard Caics.ec6 LIC#:KW-06014569 Build 20.22.10.25 BRITT PETERS&ASSOCIATES INC. (c)ENERCALC INC 1933-2022 DESCRIPTION: Truss @ RTU-2 General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 30.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 inA4 D(O.(271) D(0. 271) D 0.04 Lr(0.04)S(0.056) (Sb b e b� • Span=30.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations Uniform Load: D=0.020, Lr=0.020, S=0.0280 ksf, Tributary Width=2.0 ft Varying Uniform Load: S=0.0440->0.0 ksf, Extent=0.0-->> 9.970 ft, Trib Width=2.0 ft Varying Uniform Load : S=0.0->0.0440 ksf, Extent= 19.430--»29.40 ft, Trib Width=2.0 ft Point Load : D=0.1271 k @ 19.750 ft Point Load : D=0.1271 k@24.625ft DESIGN SUMMARY Maximum Bending= 13.412 k-ft Maximum Shear= 2.058 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 15.750 ft Location of maximum on span 30.000 ft Maximum Deflection Max Downward Transient Deflection 0.457 in 787 Max Upward Transient Deflection 0.004 in 89506 Max Downward Total Deflection 0.770 in 467 Max Upward Total Deflection 0.003 in 124176 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= 30.00 ft 1 13.41 13.41 2.06 D Only Dsgn.L= 30.00 ft 1 5.55 5.55 0.79 +D+Lr Dsgn.L= 30.00 ft 1 10.02 10.02 1.39 +D+S Dsgn.L= 30.00 ft 1 13.41 13.41 2.06 +D+0.750Lr Dsgn. L= 30.00 ft 1 8.90 8.90 1.24 +D+0.750S Dsgn.L= 30.00 ft 1 11.44 11.44 1.74 +0.60D Dsgn.L= 30.00 ft 1 3.33 3.33 0.47 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deft Location in Span +D+S- 1 0.7698 15.150 0.0000 0.000 Vertical Reactions Support notation:Far left is# Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.954 2.058 Project Title: Engineer: Project ID: Project Descr: General Beam Analysis Project File:220641 -Chipotle Tigard Calcs.ec6 LIC#:KW-06014569,Build:20.22.10.25 BRITT PETERS&ASSOCIATES INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: Truss @ RTU-2 Vertical Reactions Support notation:Far left is# Values in KIPS Load Combination Support 1 Support 2 Overall MINimum D Only 0.666 0.788 +D+Lr 1.266 1.388 +D+S 1.954 2.058 +D+0.750Lr 1.116 1.238 +D+0.750S 1.632 1.740 +0.60D 0.400 0.473 Lr Only 0.600 0.600 S Only 1.287 1.270 Project Title: Engineer: Project ID: Project Descr: General Beam Analysis Project Fite:220541 Chlpotle Tigard CaleSec6 LIC#:KVV-06014569,Build:20.22.10.25 BRITT PETERS&ASSOCIATES INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: Truss @ RTU-1/MAU General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 29.750 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 D(O.Q913p(0.9913) D(O. 271) D(0. 271) '.. gel bl D(0.04)Lr(D 04)5(0.056) _ can n�AGO a b Span=29.750 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load : D=0.020, Lr=0.020, S =0.0280 ksf, Tributary Width=2.0 ft Varying Uniform Load : S=0.0440->0.0 ksf, Extent=0.0--»9.970 ft, Trib Width=2.0 ft Varying Uniform Load: S=0.0->0.0440 ksf, Extent= 19.430-->>29.40 ft, Trib Width=2.0 ft Point Load : D=0.1271 k @ 19.750 ft Point Load : D =0.1271 k @ 24.625 ft Point Load : D=0.09130 k @ 5.50 ft Point Load : D=0.09130 k @ 7.625 ft DESIGN SUMMARY Maximum Bending= 13.720 k-ft Maximum Shear= 2.091 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 15.173 ft Location of maximum on span 29.750 ft Maximum Deflection Max Downward Transient Deflection 0.440 in 810 Max Upward Transient Deflection 0.004 in 91781 Max Downward Total Deflection 0.779 in 458 Max Upward Total Deflection 0.003 in 110468 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 Mnx1Omega Cb Rm Va Max VnxVnx/Omega Overall MAXimum Envelope Dsgn.L= 29.75 ft 1 13.72 13.72 2.09 D Only Dsgn.L= 29.75 ft 1 5.99 5.99 0.82 +D+Lr Dsgn.L= 29.75 ft 1 10.41 10.41 1.42 +D+S Dsgn.L= 29.75 ft 1 13.72 13.72 2.09 +D+0.750Lr Dsgn.L= 29.75 ft 1 9.31 9.31 127 +D+0.750S Dsgn.L= 29.75 ft 1 11.79 11.79 1.77 +0.60D Dsgn.L= 29.75 ft 1 3.60 3.60 0.49 Project Title: Engineer: Project ID: Project Descr: General Beam Analysis Project FiFe 22f 41= tte LIC# KW-06014569,Build 20.22.10.25 BRITT PETERS&ASSOCIATES INC. (c)ENERCALC INC 1963 2022 DESCRIPTION: Truss @ RTU-1/MAU Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.7791 15.024 0.0000 0.000 Vertical Reactions Support notation:Far left is# Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.079 2.091 Overall MINimum D Only 0.802 0.825 +D+Lr 1.397 1.420 +D+S 2.079 2.091 +D+0.750Lr 1.248 1.271 +D+0.750S 1.760 1.775 +0.60D 0.481 0.495 Lr Only 0.595 0.595 S Only 1.277 1.267 Project Title: • Engineer: Project ID: Project Descr: i General Beam Analysis Project File:220641 Chipotle Tigard Calcs ec6 { I : J LIC#:KW-06014569.BuiId:20.22.10.25 BRITT PETERS&ASSOCIATES INC (c)ENERCALC INC 1983-2022 DESCRIPTION: Truss @ RTU-1/Hood!MAU-1/& EF-1 General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 30.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 iM4 0(0.0913)D(0. 31:300.17B3) D(0. 783) D(0. 271) D( SS13471) a 0.088,0 1 D(0.04)Lr(0 04)S( .056) n CIRRI 400 Span=30.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.020, Lr=0.020, S=0.0280 ksf, Tributary Width=2.0 ft Varying Uniform Load : S=0.0440->0.0 ksf, Extent=0.0-->>9.970 ft, Trib Width =2.0 ft Varying Uniform Load: S=0.0->0.0440 ksf, Extent= 19.430-->>29.40 ft, Trib Width =2.0 ft Point Load : D=0.1271 k @ 19.750 ft Point Load : D=0.1271 k@24.625ft Point Load : D=0.09130 k @ 5.50 ft Point Load : D=0.09130 k @ 7.625 ft Point Load : D=0.1783 k @ 9.250 ft Point Load : D=0.1783k@ 16.50 ft Point Load : D=0.1783 k @ 23.920 ft DESIGN SUMMARY Maximum Bending= 16.600k-ft Maximum Shear= 2.393 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 16.050 ft Location of maximum on span 30.000 ft Maximum Deflection Max Downward Transient Deflection 0.457 in 787 Max Upward Transient Deflection 0.004 in 89506 Max Downward Total Deflection 0.950 in 378 Max Upward Total Deflection 0.005 in 77372 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= 30.00 ft 1 16.60 16.60 2.39 D Only Dsgn.L= 30.00 ft 1 8.75 8.75 1.12 +D+Lr Dsgn.L= 30.00 ft 1 13.21 13.21 1.72 +D+S Dsgn.L= 30.00 ft 1 16.60 16.60 2.39 Project Title: Engineer: Project ID: Project Descr: .T �f General Beam Analysis Project File:220641 -Chipotle Tigard Calcs.ec6 i LIC# KW-06014559 Build 20.22.10.25 BRITT PETERS&ASSOCIATES INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: Truss @ RTU-1/Hood/MAU-1/& EF-1 Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx MnxlOmega Cb Rm Va Max VnxVnx/Omega +D+0.750Lr Dsgn.L= 30.00 ft 1 12.09 12.09 1.57 +D+0.750S Dsgn. L= 30.00 ft 1 14.63 14.63 2.08 +O.60D Dsgn.L= 30.00 ft 1 5.25 5.25 0.67 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.9501 15.150 0.0000 0.000 Vertical Reactions Support notation:Far left is# Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.336 2.393 Overall MINimum D Only 1.049 1.123 +D+Lr 1.649 1.723 +D+S 2.336 2.393 +D+0.750Lr 1.499 1.573 +D+0.750S 2.014 2.076 +0.60D 0.629 0.674 Lr Only 0.600 0.600 S Only 1.287 1.270 Project Title: Engineer: Project ID: Project Descr: General Beam Analysis " # ect 'i.ioe,i7 F ;�tti aiit � .ec6ii1 LIC#:KW-06014569 BuiId:20.22.10.25 BRITT PETERS&ASSOCIATES INC. (c)ENERCALC INCC 1-983-2022 DESCRIPTION: Truss @ w/MAU General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 30.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 D(0.Q913)0(0.0913) 5 U.08 ,0 v_ D O.04 Lr 0.04 S 0.056 c�n naa e - 2, a -o ler Span=30.0 ft yI Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.020, Lr=0.020, S=0.0280 ksf, Tributary Width=2.0 ft Varying Uniform Load: S=0.0440->0.0 ksf, Extent=0.0--»9.970 ft, Trib Width =2.0 ft Varying Uniform Load: S=0.0->0.0440 ksf, Extent= 19.430--»29.40 ft, Trib Width =2.0 ft Point Load : D =0.09130 k @ 5.50 ft Point Load : D=0.09130 k @ 7.625 ft DESIGN SUMMARY Maximum Bending= 12.994 k-ft Maximum Shear= 2.030 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 14.700 ft Location of maximum on span 0.000 ft Maximum Deflection - Max Downward Transient Deflection 0.457 in 787 Max Upward Transient Deflection 0.004 in 89506 Max Downward Total Deflection 0.748 in 481 Max Upward Total Deflection 0.003 in 128472 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= 30.00 ft 1 12.99 12.99 2.03 D Only Dsgn.L= 30.00 ft 1 5.12 5.12 0.74 +D+Lr Dsgn.L= 30.00 ft 1 9.61 9.61 1.34 +D+S Dsgn.L= 30.00 ft 1 12.99 12.99 2.03 +D+0.750Lr Dsgn.L= 30.00 ft 1 8.49 8.49 1.19 +D+0.750S Dsgn.L= 30.00 fl 1 11.02 11.02 1.71 +0.60D Dsgn.L= 30.00 ft 1 3.07 3.07 0.45 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.7483 15.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#. Values in KIPS Load Combination Support 1 Support 2 " Overall MAXimum 2.030 1.910 Project Title: Engineer: Project ID: Project Descr: General Beam Analysis Project File:220641 -Chipotle Tigard Calcs.ec6 LIC# KW-06014569,Build.20.22.10 25 BRITT PETERS&ASSOCIATES INC. (c)ENERCALC INC1983-2022 DESCRIPTION: Truss @ w!MAU Vertical Reactions Support notation:Far left is# Values in KIPS Load Combination Support 1 Support 2 Overall MINimum D Only 0.743 0.640 +D+Lr 1.343 1.240 +D+S 2.030 1.910 +D+0.750Lr 1.193 1.090 +D+0.750S 1.708 1.592 +0.60D 0.446 0.384 Lr Only 0.600 0.600 S Only 1.287 1.270 BRITT, PETERS&ASSOCIATES,INC. Subject c t t i { C, r }V&. Consulting Engineers (757)96 -5710 Project l . )� Mt eet: . 999 Waterside Drive,Sle.2202•Norft�lk,VA 2351p www.britlpeters.corn By: Date: { •-r (,/ 101—. Yvvorw - L 2 > 13.(t ` V\e. — 0 5 g t .9 8 X @ itxu -ifkcu „,,, 3 .7 `; \- t3 ,0t x } jy p �y1 ) trees skc°4 °o i J .7c. a .f <1 L 's _ > �! t l 6 X .1 {'vvDrv•e .G V .64 X y'1eg S Or.ii .a-tom 4.e..ct.r- . 3 3 k > \ , R. °. X Sear °°' 2 , O3 t . SIT co t 011. 14'444 BRITT, PETERS .. ._..._...__ A N D ASSOC IATES N C . consulting engineers Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File:220641 -Chipotle Tigard Calcs.ec6 LIC# KW-06014569 Build:20.22.8 17 BRITT PETERS&ASSOCIATES INC _ -- (c)ENERCALC INC 1983-2022 DESCRIPTION: New Door-5ft CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 850.0 psi Ebend-xx 1,600.0ksi Fc-Pr!! 1,400.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch(North) Fc-Perp 625.0 psi Wood Grade : No. 1/No.2 Fv 180.0 psi Ft 500.0 psi Density 30.590pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(os3) 6 6 6 6 6 D(0.03)360.098)W 3.03) 6 6 6 I1 1 11 '1 1 ri I) 1 I 1, ,,i ,I i 3.50Xa.50 Span=5.0 ft `I I Applied Loads Service loads entered.Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load: D=0.030, S=0.0980, W=0.030, Tributary Width= 1.0 ft, (roof loads) Uniform Load: D=0.530, Tributary Width= 1.0 ft, (Wall wt) DESIGN SUMMARY Design OK " _ Maximum Bending Stress Ratio = 0.651: 1 Maximum Shear Stress Ratio = 0.315 : 1 Section used for this span 3.50 X 8.50 Section used for this span 3.50 X 8.50 fb:Actual = 498.27psi fv:Actual = 51.01 psi Fb:Allowable = 765.00 psi Fv:Allowable = 162.00 psi Load Combination D Only Load Combination D Only Location of maximum on span = 2.500ft 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 0.005 in Ratio= 12405>=360 Span:1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.032 in Ratio= 1847>=180 Span: 1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<180 n/a I Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span* M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.651 0.315 0.90 0.900 1.00 1.00 1.00 1.00 1.00 1.75 498.27 765.00 1.01 51.01 162.00 +D+S 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.599 0.290 1.15 0.900 1.00 1.00 1.00 1.00 1.00 2.06 585.47 977.50 1.19 59.94 207.00 +D+0.750S 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.577 0.279 1.15 0.900 1.00 1.00 1.00 1.00 1.00 1.98 563.67 977.50 1.14 57.70 207.00 +D+0.60W 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.378 0.183 1.60 0.900 1.00 1.00 1.00 1.00 1.00 1.81 514.29 1360.00 1.04 52.65 288.00 +D+0.450W 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.375 0.181 1.60 0.900 1.00 1.00 1.00 1.00 1.00 1.79 510.28 1360.00 1.04 52.24 288.00 +0+0.750S+0.450W 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length=5.0 ft 1 0.423 0.205 1.60 0.900 1.00 1.00 1.00 1.00 1.00 2.02 575.68 1360.00 1.17 58.93 288.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam ptaject l2 a ' 01!fis a ;U s 71 LIC# KW-06014569 Build20.22.8 17 BRITT PETERS&ASSOCIATES INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: New Door-5ft Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v " +0.60D+0.60W 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.232 0.112 1.60 0.900 1.00 1.00 1.00 1.00 1.00 1.11 314.98 1360.00 0.64 32.24 288.00 +0.60D 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.220 0.106 1.60 0.900 1.00 1.00 1.00 1.00 1.00 1.05 298.96 1360.00 0.61 30.61 288.00 Overall Maximum Deflections Load Combination Span Max."-"Den Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.0325 2.518 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.645 1.645 Overall MINimum 0.075 0.075 D Only 1.400 1.400 +D+S 1.645 1.645 +D+0.750S 1.584 1.584 +D+0.60W 1.445 1.445 +D+0.450W 1.434 1.434 +0+0.7503+0.450W 1.618 1.618 +0.60D+0.60W 0.885 0.885 +0.60D 0.840 0.840 S Only 0.245 0.245 W Only 0.075 0.075 Project Title: Engineer: Project ID: Project Descr: y Wood Beam Project File:220641 -Chipotle Tigard Calcs ec6 LIC#:KW-06014569. Bac:2022.8.17 BRITT PETERS&ASSOCIATES INC. _ _-- (c)ENERCALC INC 1983-2022 DESCRIPTION: New Door OOP -5ft • CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 _ Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 850.0psi Ebend-xx 1,600.0ksi Fc-Pr!! 1,400.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir-Larch(North) Fc-Perp 625.0 psi Wood Grade : No. 1/No.2 Fv 180.0 psi Ft 500.0 psi Density 30.590pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling d .. o _... W(0.165) a a ' . , 11 I fill 350X 850 Span=50 ft 'I I. Applied Loads Service loads entered.Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : W=0.1650, Tributary Width = 1.0 ft, (Wall wind) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.157 1 Maximum Shear Stress Ratio = 0.031 : 1 Section used for this span 3.50 X 8.50 Section used for this span 3.50 X 8.50 fb:Actual = 213.93psi fv:Actual = 9.02 psi Fb:Allowable = 1,360.00psi Fv:Allowable = 288.00 psi Load Combination +0.60W Load Combination +0.60W ' Location of maximum on span = 2.500ft 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<600 n/a Max Upward Transient Deflection 0 in Ratio= 0<600 n/a Max Downward Total Deflection 0.029 in Ratio= 2082>=600 Span:1 :+0.60W Max Upward Total Deflection 0 in Ratio= 0<600 n/a Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb Pb V iv F'v 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.90 0.900 1.00 1.00 1.00 1.00 1.00 765.00 0.00 0.00 162.00 +0.60W 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.157 0.031 1.60 0.900 1.00 1.00 1.00 1.00 1.00 0.31 213.93 1360.00 0.18 9.02 288.00 +0.450W 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.118 0.023 1.60 0.900 1.00 1.00 1.00 1.00 1.00 0.23 160.44 1360.00 0.13 6.76 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +0.60W 1 0.0288 2.518 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File.220641 -Chipotle Tigard Calcs ec6 LC# KW-06014569,Build 20.22.8 17 BRITT PETERS&ASSOCIATES INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: New Door OOP - 5ft • Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.413 0.413 Overall MINimum 0.413 0.413 +0.60W 0.248 0.248 +0.450W 0.186 0.186 W Only 0.413 0.413 Project Title: Engineer: Project ID: Project Descr: Wood Column ' ` Project File: 220641 -Chipotle Tigard Calcs.ec6 LIC# KW-06014589 Build.20.22.8 17 BRITT PETERS&ASSOCIATES INC. - (c)ENERCALC INC 1983-2022 DESCRIPTION: New Door Jamb Studs Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used: IBC 2018 General Information Analysis Method Allowable Stress Design Wood Section Name 2-2x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10 ft Wood Member Type Sawn (Used for non-ste,?der calculations) Wood Species Douglas Fir-Larch(North) Exact Width 3,0 in Allow Stress Modification Factors Wood Grade No. 1/No.2 Exact Depth 3.50 in Cf or Cv for Bending 1.50 Area 10.50 in^2 Cf or Cv for Compressio 1.150 Fb+ 850.0 psi Fv 180.0 psi lx 10.719 inn4 Cf or Cv for Tension 1.50 Fb- 850.0 psi Ft 500.0 psi Fc-PHI 1,400.0 psi Density 30.590 pcf ly 7.875 in^4 Cm:Wet Use Factor 1.0 Fc-Perp 625.0 psi Ct:Temperature Fact 1.0 E:Modulus of Elasticity. .. x-x Bending y-y Bending Axial Cfu:Flat Use Factor 1.0 Kf:Built-up columns 1.0 NOS 1532 Basic 1,400.0 1,400.0 1,400.0ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=10 ft,I Applied Loads Service loads entered.Load Factors will be applied for calculations Column self weight included:22.305 lbs* Dead Load Factor AXIAL LOADS . . . Axial Load at 10.0 ft, D= 1.40, S=0.250,W=0.080 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4133:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-N 0.0 k Bottom along Y-Y 0.0 k - Governing NDS Forumla Comp Only,fc/Fc' Top along X-) 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 1.672 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 385.324 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0: 1 Bending Compression Tension Load Combination +0.60D Location of max.above base 10.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D Cp Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.261 0.3576 PASS 0.oft 0.0 PASS 10.0 ft +D+S 1.150 0.208 0.4133 PASS 0.0ft 0.0 PASS 10.0 ft +D+0.750S 1.150 0.208 0.3979 PASS 0.0ft 0.0 PASS 10.0 ft +D+0.60W 1.600 0.152 0.3576 PASS 0.0ft 0.0 PASS 10.oft +D+0.450W 1.600 0.152 0.3547 PASS 0.oft 0.0 PASS 10.0ft +D+0.750S+0.450W 1.600 0.152 0.4003 PASS 0.oft 0.0 PASS 10.oft +0.60D+0.60W 1.600 0.152 0.2193 PASS 0.0ft 0.0 PASS 10.0 ft +0.60D 1.600 0.152 0.2076 PASS 0.oft 0.0 PASS 10.0ft Project Title: Engineer: Project ID: Project Descr: Wood Column Project File:220641 -Chipotle Tigard Calcs ec6 ' LIC#:KW-06014569 Budd:20.22.8.17 - - --- BRITT PETERS&ASSOCIATES INC - (c)ENERCALC INC 1983-2022 DESCRIPTION: New Door Jamb Studs Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base ©Top @ Base @ Base @ Top @ Base @ Top " D Only 1.422 +D+S 1.672 +D+0.750S 1.610 +D+0.60W 1.470 +D+0.450W 1.458 +D+0.750S+0.450W 1.646 +0.60D+0.60W 0.901 +0.60D 0.853 S Only 0.250 W Only 0.080 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.000in 0.00011 +D+S 0.0000in 0.000ft 0.000 in 0.000ft +D+0.750S 0.0000in 0.000ft 0.000in 0.000ft +D+0.60W 0.0000in 0.000ft 0.000 in 0.000ft +D+0.450W 0.0000in 0.000ft 0.000 in 0.000ft +D+0.750S+0.450W 0.0000in 0.000ft 0.000 in 0.000ft +0.60D+0.60W 0.0000in 0.000ft 0.000 in 0.000ft +0.60D 0.0000in 0.000ft 0.000in 0.000ft S Only 0.0000in 0.000ft 0.000 in 0.000ft W Only 0.0000in 0.000ft 0.000in 0.000ft Sketches 730k 1.720 gg M u +X 1 1 O 0 : chr. l' I t1 l i' , :7: ,,,,_12,,,,,,,: 11 3.0 in I AEI Project Title: • Engineer: Project ID: Project Descr: Wood Column Project File:220641 -Chipotle Tigard Calcs.ec6 LIC# KW-06014569,Build:20 22.9 17 -- BRITT PETERS&ASSOCIATES INC (c)ENERCALC INC 1983-2022 DESCRIPTION: New Door King Studs Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 _ Load Combinations Used : IBC 2018 General Information Analysis Method Allowable Stress Design Wood Section Name 3-2x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 18 ft Wood Member Type Sawn (Used for non-stender calcuta ions) Wood Species Douglas Fir-Larch(North) Exact Width 4.50 in Allow Stress Modification Factors Wood Grade No. 1/No as 2 Exact Depth 3.50 in Cf or Cv for Bending 1.50 Fb+ 850.0 psi Fv 180.0 psi Area 15.750 in^2 Cf or Cv for Compressio 1.150 Ix 16.078 in^4 Cf or Cv for Tension 1.50 Fb- 850.0 psi Ft 500.0 psi Fc-Prll 1,400.0 psi Density 30.590 pcf ly 26.578 in^4 Cm:Wet Use Factor 1.0 Fc-Per Ct:Temperature Fad 1.0 P 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity.. . x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 nDs 1532 Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr: Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis: Fully braced against buckling ABOUT X-X Axis Applied Loads Service loads entered.Load Factors will be applied for calculations Column self weight included: 60.224 Ibs*Dead Load Factor BENDING LOADS . . . Lat. Point Load at 10.0 ft creating Mx-x,W=0.410 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6977: 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-Y 0.2278 k Bottom along Y-Y 0.1822 k - Governing NDS Forumla Comp+Mxx,NDS Eq.3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 10.027 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 3.799 in at 9.423 ft above base Applied Axial 0.06022 k for load combination:W Only Applied Mx 1.090 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 2,576.0 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.04519: 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 18.0 ft Applied Design Shear 13.016 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D Cp Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 1.000 0.002639 PASS 0.0ft 0.0 PASS 18.0 ft +D+0.60W 1.600 1.000 0.6977 PASS 10.027ft 0.04519 PASS 18.0ft +0+0.450W 1.600 1.000 0.5233 PASS 10.027ft 0.03390 PASS 18.0ft +0.60D+0.60W 1.600 1.000 0.6977 PASS 10.027ft 0.04519 PASS 18.0 ft +0.60D 1.600 1.000 0.000891 PASS 0.0 ft 0.0 PASS 18.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base ©Top ©Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.060 +0+0.60W 0.109 0.137 0.060 Project Title: Engineer: Project ID: Project Descr: Wood Column Project File:220641 -Chipotle Tigard Calcs.ec6 LIC#:KW-06014569 Bu2ld:20.22.8.17 BRITT PETERS&ASSOCIATES INC. -- (c)ENERCALC INC 1983-2022 DESCRIPTION: New Door King Studs Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination ©Base @ Top ©Base @ Top @ Base ©Base Q Top 61 Base @ Top +0+0.450W 0.082 0.103 0.060 +0.600+0.60W 0.109 0.137 0.036 +0.60D 0.036 W Only 0.182 0.228 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.000 in 0.000ft +D+0.60W 0.0000in 0.000ft 2.279 in 9.423ft +0+0.450W 0.0000in 0.000ft 1.709 in 9.423ft +0.600+0.60W 0.0000in 0.000ft 2.279in 9.423ft +0.60D 0.0000in 0.000ft 0.000in 0.000ft W Only 0.0000in 0.000ft 3.799in 9.423ft Sketches 7 it i (k" 0/ C o C') oau '' - I 1.1 4.50in Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File:220641-Chipotle Tigard Calcs.ec6 ,„ LIC# KW-06014569,Build.20.22.10.25 BRITT PETERS&ASSOCIATES INC (c)ENERCALC INC 1983-2022 DESCRIPTION: Drive Thru - 10ft CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 850.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,400.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir-Larch(North) Fc-Perp 625.0 psi Wood Grade No. 1/No.2 Fv 180.0 psi Ft 500.0 psi Density 30.590pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling __. a a. 0(0.4ej.. ° a 0(0.03)5(0.098)W(0.03) n a a a a , j (I il i i _ t i (; I ( I Ili - Ili ' Hi ( ;- (i ;i ill, ill ,i li H. ;, il, _19 I it I' i ( = I l to l II ( I _Li '- id H ,- , 1I i i y I I (I ' i 0161 3.500x18.000 , Spen=700A I. f Applied Loads Service loads entered.Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load: D=0.030, S=0.0980, W=0.030, Tributary Width= 1.0 ft, (roof loads) Uniform Load: D=0.460, Tributary Width= 1.0 ft, (Wall wt) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.539 1 Maximum Shear Stress Ratio = 0.252 : 1 Section used for this span 3.500x18.000 Section used for this span 3.500x18.000 fb:Actual = 388.89psi fv:Actual = 40.88 psi F'b = 721.95psi F'v = 162.00 psi Load Combination D Only Load Combination D Only Location of maximum on span = 5.000ft 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 0.008 in Ratio= 14725>=360 Span: 1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.049 in Ratio= 2454>=180 Span:1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces&Stresses for Load Combinations Load Combination Max S;'rf ess Ratios Moment Values Shear Values Segment Length Span# M V CD CM et CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length=10.0 fl 1 0.539 0.252 0.90 1.00 1.00 1.00 0.944 1.00 1.00 1.00 6.13 388.9 721.9 1.72 40.9 162.0 +D+S 1.00 1.00 1.00 0.944 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=10.0 ft 1 0.506 0.237 1.15 1.00 1.00 1.00 0.944 1.00 1.00 1.00 7.35 466.7 922.5 2.06 49.1 207.0 +D+0.750S 1.00 1.00 1.00 0.944 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=10.0 ft 1 0.485 0.227 1.15 1.00 1.00 1.00 0.944 1.00 1.00 1.00 7.04 447.2 922.5 1.97 47.0 207.0 +0+0.60W 1.00 1.00 1.00 0.944 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=10.0 ft 1 0.314 0.147 1.60 1.00 1.00 1.00 0.944 1.00 1.00 1.00 6.35 403.2 1,283.5 1.78 42.4 288.0 +D+0.450W 1.00 1.00 1.00 0.944 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam I, ' Project File 220641 -Chipotle Tigard Calcs ec6 LIC# KW-06014569.Build:20.22 10 25 BRITT PETERS&ASSOCIATES INC. _ _ _- - - (c)ENERCALC INC 1983-2022 DESCRIPTION: Drive Thru - 10ft Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Natios - Moment Values Shear Values Segment Length San# M V C . C 9 9 P CD CM Ct CLx CF Cfu I r M fb F'b V fv F'v Length=10.0 ft 1 0.311 0.146 1.60 1.00 1.00 1.00 0.944 1.00 1.00 1.00 6.29 399.6 1,283.5 1.76 42.0 288.0 +D+0.750S+0.450W 1.00 1.00 1.00 0.944 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=10.0 ft 1 0.357 0.167 1.60 1.00 1.00 1.00 0.944 1.00 1.00 1.00 7.21 457.9 1,283.5 2.02 48.1 288.0 +0.60D+0.60W 1.00 1.00 1.00 0.944 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=10.0 ft 1 0.193 0.090 1.60 1.00 1.00 1.00 0.944 1.00 1.00 1.00 3.90 247.6 1,283.5 1.09 26.0 288.0 +0.60D 1.00 1.00 1.00 0.944 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=10.0 ft 1 0.182 0.085 1.60 1.00 1.00 1.00 0.944 1.00 1.00 1.00 3.68 233.3 1,283.5 1.03 24.5 288.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Def Location in Span +D+S 1 0.0489 5.036 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 - Max Upward from all Load Conditions 2.940 2.940 - - Max Upward from Load Combinations 2.940 2.940 Max Upward from Load Cases 2.450 2.450 D Only 2.450 2.450 +D+S 2.940 2.940 +D+0.750S 2.818 2.818 +D+0.60W 2.540 2.540 +D+0.450W 2.518 2.518 +D+0.7505+0.450W 2.885 2.885 +0.600+0.60W 1.560 1.560 +0.60D 1.470 1.470 S Only 0.490 0.490 W Only 0.150 0.150 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File:220641 Chipotle Tigard Calcs ec6 LIC#-KW-06014569,Build:20 22 10 25 BRITT PETERS&ASSOCIATES INC. _ (c)ENERCALC INC 1983-2022 DESCRIPTION: Drive Thru OOP - 10ft CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 850.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,400.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir-Larch(North) Fc-Perp 625.0 psi Wood Grade : No. 1/No.2 Fv 180.0 psi Ft 500.0 psi Density 30.590pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling C > -.._ _.... W(0.137) a 1 Z II I ill ; _ I! H 1 I Il i 'i 91 r - 1 3.500x 18.000 MON Span=10.0 ft Applied Loads Service loads entered,Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load: W=0.1370, Tributary Width= 1.0 ft, (Wall wind) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.261: 1 Maximum Shear Stress Ratio = 0.024 : 1 Section used for this span 3.500x18.000 Section used for this span 3.500x18.000 fb:Actual = 335.51 psi fv:Actual = 6.86 psi F'b = 1,283.46psi F'v = 288.00 psi Load Combination +0.60W Load Combination +0.60W Location of maximum on span = 5.000f1 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<600 n/a Max Upward Transient Deflection 0 in Ratio= 0<600 n/a Max Downward Total Deflection 0.181 in Ratio= 663>=600 Span:1 :+0.60W Max Upward Total Deflection 0 in Ratio= 0<600 n/a Maximum Forces&Stresses for Load_ Combinations Load Combination Max Stress Ratios - Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v 0.0 0.00 0.0 0.0 Length=10.0 ft 1 0.90 1.00 1.00 1.00 0.944 1.00 1.00 1.00 721.9 0.00 0.0 162.0 +0.60W 1.00 1.00 1.00 0.944 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=10.0 ft 1 0.261 0.024 1.60 1.00 1.00 1.00 0.944 1.00 1.00 1.00 1.03 335.5 1,283.5 0.29 6.9 288.0 +0.450W 1.00 1.00 1.00 0.944 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=10.0 ft 1 0.196 0.018 1.60 1.00 1.00 1.00 0.944 1.00 1.00 1.00 0.77 251.6 1,283.5 0.22 5.1 288.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +0.60W 1 0.1808 5.036 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File:220641 -Chipotle Tigard Cales.ec6 LIC#:KW-06014569 Butld:20.22.10.25 BRITT PETERS&ASSOCIATES INC (c)ENERCALC INC 1983-2022 DESCRIPTION: Drive Thru OOP - 10ft Vertical ReactionsSupport notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.685 0.685 Max Upward from Load Combinations 0.411 0.411 Max Upward from Load Cases 0.685 0.685 +0.60W 0.411 0.411 +0.450W 0.308 0.308 W Only 0.685 0.685 Project Title: • Engineer: Project ID: Project Descr. Wood Column Project File 220641 Chipotle Tigard Calcs.ec6 LIC# KW-06014569,Build:20.22,8.17 BRITT PETERS&ASSOCIATES INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: Drive Thru Jamb Studs Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used: IBC 2018 General Information Analysis Method Allowable Stress Design Wood Section Name 2-2x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8 ft Wood Member Type Sawn t Used for non-slender cafcufatons 7 Wood Species Douglas Fir-Larch(North) Exact Width 3.0 in Allow Stress Modification Factors Wood Grade No. 1/No.2 Exact Depth 3.50 in Cf or Cv for Bending 1.50 Fb+ 850 psi Fv 180 psi Area 10.50 in"2 Cf or Cv for Compressio 1.150 lx 10.719 in04 Cf or Cv for Tension 1.50 Fb- 850 psi Ft 500 psi Fc-PrIl 1400 psi Density 30.59 pcf ly 7.875 in^4 Cm:Wet Use Factor 1.0 Fc-Perp 625 psi Ct:Temperature Fact 1.0 1 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NOS 163.2 Basic 1400 1400 1400 ksi Use Cr: Repetitive? No Minimum 580 580 Brace condition for deflection(buckli ng)ng)along columns X-X(width)axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=8 ft,K Applied Loads Service loads entered.Load Factors will be applied for calculations Column self weight included: 17.844 lbs* Dead Load Factor AXIAL LOADS . . . Axial Load at 8.0 ft, D=2.450, S=0.490,W=0.150 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4851 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-ti 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-) 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 2.958 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 580.65 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0: 1 Bending Compression Tension Load Combination +0.60D Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination CD CP Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.388 0.4179 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S 1.150 0.314 0.4851 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750S 1.150 0.314 0.4651 PASS 0.0ft 0.0 PASS 8.0 ft +D+0.60W 1.600 0.232 0.4076 PASS 0.0ft 0.0 PASS 8.0 ft +D+0.450W 1.600 0.232 0.4040 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750S+0.450W 1.600 0.232 0.4626 PASS 0.0ft 0.0 PASS 8.0 ft +0.60D+0.60W 1.600 0.232 0.2503 PASS 0.0ft 0.0 PASS 8.0 ft +0.60D 1.600 0.232 0.2360 PASS 0.0 ft 0.0 PASS 8.0 ft Project Title: Engineer: Project ID: Project Descr: Wood Column Project File:220641 -Chipotle Tigard Calcs.ec6 LIC#:KW-06014569,Bui'd:20.22.8.17 BRITT PETERS&ASSOCIATES INC (c)ENERCALC INC 1983-2022 DESCRIPTION: Drive Thru Jamb Studs Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination Base @ Top @ Base (a3 Top @ Base @ Base @ Top @ Base (42 Top ' D Only +D+S2.958 2.958 +D+0.750S 2.835 +D+0.60W 2.558 +D+0.450W 2.535 +D+0.750S+0.450W 2.903 +0.60D+0.60W 1.571 +0.60 D 1.481 S Only 0.490 W Only 0.150 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.000 in 0.000ft +D+S 0.0000in 0.000ft 0.000in 0.000ft +D+0.750S 0.0000in 0.000ft 0.000in 0.000ft +D+0.60W 0.0000in 0.000ft 0.000in 0.000ft +D+0.450W 0.0000in 0.000ft 0.000in 0.000ft +D+0.75OS+0.450W 0.0000in 0.000ft 0.000 in 0.000ft +0.60D+0.60W 0.0000in 0.000ft 0.000in 0.000ft +O.60D 0.0000in 0.000ft 0.000 in 0.000ft S Only 0.0000in 0.000ft 0.000 in 0.000ft W Only 0.0000in 0.000ft 0.000 in 0.000ft 11 Sketches 3090M 3.oy F +X f 0 @, MI ii ,:iiii,,, ,,,,,E. iiii,.. 1":411::,:,,, kiiiii ,'"'ili . 1,-. t :,'. ,i4":+4,14, iti:',4it:ktei 4' t 4 m'j di jj 9: ;k ,j 3.Oin Project Title: • Engineer: Project ID: Project Descr: Wood Column Project File:220641 -Chipotle Tigard Calcs ec6 Li ' II Lic#:KWN-05014569..Build:20.22.6.17 BRITT PETERS&ASSOCIATES INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: Drive Thru King Studs Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 _ Load Combinations Used: IBC 2018 General Information Analysis Method Allowable Stress Design Wood Section Name 3-2x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 15 ft Wood Member Type Sawn Used for non-slender calculaftons? Wood Species Douglas Fir-Larch(North) Exact Width 4.50 in Allow Stress Modification Factors Wood Grade No. 1/No.2 Exact Depth 3.50 in Cf or Cv for Bending 1.50 Fb+ 850.0 psi Fv 180.0 psi Area 15.750 in^2 Cf or Cv for Compressio 1.150 lx 16.078 in^4 Cf or Cv for Tension 1.50 Fb- 850.0 psi Ft 500.0 psi Fc-Pr!! 1,400.0 psi Density 30.590 pcf ly 26.578 in^4 Cm:Wet Use Factor 1.0 Ct:Temperature Fact 1.0 Fc-Perp 625.0 psi p Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 16 3.2 Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns X-X(width)axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y(depth)axis: Fully braced against buckling ABOUT X-X Axis Applied Loads Service loads entered.Load Factors will be applied for calculations Column self weight included: 50.187 Ibs*Dead Load Factor BENDING LOADS . . . Lat. Point Load at 8.0 ft creating Mx-x,W=0.690 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9836: 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W Top along Y-1 0.3680 k Bottom along Y-Y 0.3220 k Governing NDS Forumla Comp+Mxx,NDS Eq.3.9-3 Top along X-) 0.0 k Bottom along X-X 0.0 k Location of max.above base 7.953 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 3.739 in at 7.752 ft above base Applied Axial 0.05019 k for load combination:W Only Applied Mx 1.537 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 2,576.0 psi for load combination:nla Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.07302: 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 15.0 ft Applied Design Shear 21.029 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bendina Stress Ratios Maximum Shear Ratios Load Combination CD Cp Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 1.000 0.002199 PASS 0.0 ft 0.0 PASS 15.0 ft +D+0.60W 1.600 1.000 0.9838 PASS 7.953ft 0.07302 PASS 15.oft +D+0.450W 1.600 1.000 0.7378 PASS 7.953fl 0.05476 PASS 15.0 ft +0.60D+0.60W 1.600 1.000 0.9838 PASS 7.953ft 0.07302 PASS 15.0ft +0.60D 1.600 1.000 0.000742 PASS 0.0 ft 0.0 PASS 15.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base ©Top l Base @ Top ©Base (fp Base @ Top ©Base Top D Only 0.050 +D+0.60W 0.193 0.221 0.050 Project Title: Engineer: Project ID: Project Descr: Wood Column - , 06# ,,ii. € _ LIC#_KW-06014569 Bwld 20 22.8.17 BRITT PETERS&ASSOCIATES INC (c)ENERCALC INC 1983-2022 DESCRIPTION: Drive Thru King Studs Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top ©Base @ Top ©Base @ Base @ Top ©Base @Top - +D+0.450W 0.145 0.166 0.050 +0.60D+0.60W 0.193 0.221 0.030 +0.60D 0.030 W Only 0.322 0.368 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000in 0.000ft 0.000 in 0.000ft +D+0.60W 0.0000in 0.000ft 2.243 in 7.752ft +0+0.450W 0.0000in 0.000ft 1.683in 7.752ft +0.600+0.60W 0.0000in 0.000ft 2.243 in 7.752ft +0.60D 0.0000in 0.000ft 0.000 in 0.000ft W Only 0.0000in 0.000ft 3.739in 7.752ft Sketches k3 +X x c I } ri { te.-.. i, 1.7!.:x,41.r.::Iei!'!:.:r.s: It;r3 `A i 4.50in A Project Title: Engineer: Project ID: Project Descr: Steel Beath Project File:220641 -Chipotle Tigard Calcs.ec6 LIC# KW-06014569 Build 20 22.10.25 BRITT PETERS&ASSOCIATES INC. - (c)ENERCALC INC 1983-2022 DESCRIPTION: Brick Lintel @ drive through CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Vertical Leg Up _ e 0(0.140) a ,." L5x5x5/76 o Span=10.0 ft F 1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D=0.140 k/ft, Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.471 : 1 Maximum Shear Stress Ratio= 0.035 : 1 Section used for this span L5x5x5/16 Section used for this span L5x5x5/16 Ma:Applied 1.750 k-ft Va:Applied 0.70 k Mn/Omega :Allowable 3.713k-ft Vn/Omega:Allowable 20.210 k Load Combination D Only Load Combination D Only 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 0.000 in Ratio= 0 <600.0 Max Upward Transient Deflection 0.000 in Ratio= 0 <600.0 Max Downward Total Deflection 0.147 in Ratio= 818 >=600. Span:1 : D Only Max Upward Total Deflection 0.000 in Ratio= 0 <600.0 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn.L= 10.00 ft 1 0.471 0.035 1.75 1.75 6.20 3.71 1.14 1.00 0.70 33.75 20.21 +0.60D Dsgn.L= 10.00 ft 1 0.283 0.021 1.05 1.05 6.20 3.71 1.14 1.00 0.42 33.75 20.21 Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Dell Location in Span D Only 1 0.1467 5.029 0.0000 0.000 Vertical Reactions Support notation:Far left is# Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.700 0.700 - Max Upward from Load Combinations 0.420 0.420 Max Upward from Load Cases 0.700 0.700 D Only 0.700 0.700 +0.60D 0.420 0.420 SIMPSON Anchor Designer TM Company: Date: 10/3/2022 Software Engineer: Page: 1/5 Strong-Tie Project: Version 3.1.2209.3 Address: Phone: E-mail: 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):12.00 State:Cracked Anchor Information: Compressive strength,fe(psi):3000 Anchor type: Bonded anchor 9 .v: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch): 1.000 Supplemental edge reinforcement:Not applicable Effective Embedment depth,he(inch):8.000 Reinforcement provided at corners:No Code report: ICC-ES ESR-4057 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete hm.(inch): 10.25 Inspection:Continuous c.(inch): 16.53 Temperature range,Short/Long: 150/110°F Cmi.(inch): 1.75 Ignore 6do requirement:Not applicable Sm.(inch):3.00 Build-up grout pad: No Recommended Anchor Anchor Name:SET-3G-SET-3G w/1"0 F1554 Gr.36 Code Report:ICC-ES ESR-4057 d Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com "" Company: Date: 10/3/2022 SIMPSON Anchor DesignerT Engineer: Page: 2/5 StrongTieSoftware Project: Version 3.1.2209.3 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:No Ductility section for tension:17.2.3.4.2 not applicable Ductility section for shear 17.2.3.5.2 not applicable Oa factor:not set Apply entire shear load at front row No Anchors only resisting wind and/or seismic loads:No Strength level loads: Na,.[lb]:9424 Vua.[lb]:0 Way[lb]: 0 <Figure 1> 9424 lb Z izrrr-v.R.c;11':;;Ierer:Dcw.varir.:at ram- Y "WAN grightiA44- gram E, b 11 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax 925.847.3871 www.strongtie.com "" Company: Date: 10/3/2022 SIMPSON Anchor DesignerTM Engineer: Page: 3/5 StrOtirTie Software Project: g Version 3.1.2209.3 Address: Phone: E-mail: <Figure 2> (st. qtrri Agea Q Q Q W CO Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: Date: 10/3/2022 Engineer: Page: 4/5 Strong-TieSoftware Pro Version 3.1.2209.3 Address: e Phone: E-mail: _ 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(Ib) V.(lb) Veey(Ib) -4(V„a:)'+(Veay)2(Ib) 1 9424.0 0.0 0.0 0.0 Sum 9424.0 0.0 0.0 0.0 Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):9424 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Ns(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'ny(inch):0.00 4.Steel Strength of Anchor in Tension(Sec.17.4.11 Nsa(Ib) 0 ON.(Ib) 35150 0.75 26363 5.Concrete Breakout Strenath of Anchor in Tension(Sec.17.4.21 Nb=koA al/foiled s(Eq. 17.4.2.2a) ko A. f5(psi) her(in) Nb(lb) 17.0 1.00 3000 8.000 21069 0.750Nm=0.750(ANo/Anxp)y'egN y'.N PRNNb(Sec. 17.3.1 &Eq.17.4.2.1 a) Aso(in2) ANco(in2 ca.mm(in) Y'm.N y,N Top,N Nb(Ib) ¢ 0.750Na(Ib) 576.00 576.00 12.00 1.000 1.00 1.000 21069 0.65 10271 6.Adhesive Strength of Anchor In Tension(Sec.17.4.5) rka=rkafseo,6rem,Ksved2,500raNees n. '(psi) fahort-remr Kaa, aNseia f c(psi) n rp,a(psi) 1219 1.00 1.00 1.00 3000 0.24 1274 Nba=A a r.ordaher(Eq.17.4.5.2) A. Ter(psi) da(in) her(in) Nb.(lb) 1.00 1274 1.00 8.000 32007 0.750Na=0.750(ANa/ANao)WedNa+Y',N.Nba(Sec. 17.3.1 &Eq. 17.4.5.1 a) ANa(in2) ANao(in2) cNa(in) cae,.(in) no,. VAN. Neo(Ib) 0 0.750N.(Ib) 625.51 679.27 13.03 12.00 0.976 1.000 32007 0.65 14027 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-lie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925,560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: Date: 10/3/2022 Engineer: Page: 5/5 Software Project: Version 3.1.2209.3 Address: Phone: E-mail: 11.Results Interaction of Tensile and Shear Forces(Sec.17.61 Tension Factored Load,N.(Ib) Design Strength,eN.,(Ib) Ratio Status Steel 9424 26363 0.36 Pass Concrete breakout 9424 10271 0.92 Pass(Governs) Adhesive 9424 14027 0.67 Pass SET-3G w/1"0 F1554 Gr.36 with hef=8.000 inch meets the selected design criteria. 12.Waminas -Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension need not be satisfied—designer to verify. -Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear need not be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax 925.847.3871 www.strongtie.com 0°.111 *III*141S144S BRITT, PETERS A N D _.__._..... ASSOC IATES 1 N C consulting engineers • •ID ' i • ' • Project Title: Engineer: Project ID: Project Descr: , Steel Beam Project File:220641 -Chipotle Tigard Calm.ec6 `LIC#:KW-06014569,Build:20.22.1025 BRITT PETERS&ASSOCIATES INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: Steel Header @ Storefront CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending t c D(0.020)Lr(0.020)S(0.080J e e e t_ a D(0 a530) ',. e e , .. S't, -3:f. ;aI l .=d11, "tbx ,t wW-�tttaw , fr,'., '4'Ptt" « -:U,' ' le_n»iy+ HSS8x3x1/4 Span=7.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations Beam self weight calculated and added to loading Uniform Load: D=0.530 k/ft, Tributary Width= 1.0 ft, (Wall Loads) Uniform Load : D=0.020, Lr=0.020, S=0.080 k/ft, Tributary Width= 1.0 ft DESIGN SUMMARY Design OK` Maximum Bending Stress Ratio = 0.220: 1 Maximum Shear Stress Ratio= 0.051 : 1 Section used for this span HSS6x3x1/4 Section used for this span HSS6x3x1/4 Ma:Applied 3.944 k-ft Va:Applied 2.254 k Mn/Omega:Allowable 17.939 k-ft Vn/Omega:Allowable 44.376 k - Load Combination +D+S Load Combination +D+S 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 0.009 in Ratio= 9.538 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Span:1 :S Only Max Downward Total Deflection 0.071 in Ratio= 1185 >=180 Span: 1 :+D+S Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn.L= 7.00 ft 1 0.193 0.044 3.45 3.45 29.96 17.94 1.00 1.00 1.97 74.11 44.38 +D+Lr Dsgn.L= 7.00 ft 1 0.199 0.046 3.58 3.58 29.96 17.94 1.00 1.00 2.04 74.11 44.38 +D+S Dsgn.L= 7.00 ft 1 0.220 0.051 3.94 3.94 29.96 17.94 1.00 1.00 2.25 74.11 44.38 +D+0.750Lr Dsgn.L= 7.00 ft 1 0.198 0.046 3.55 3.55 29.96 17.94 1.00 1.00 2.03 74.11 44.38 +0+0.750S Dsgn.L= 7.00 ft 1 0.213 0.049 3.82 3.82 29.96 17.94 1.00 1.00 2.18 74.11 44.38 +0.60D Dsgn.L= 7.00 ft 1 0.116 0.027 2.07 2.07 29.96 17.94 1.00 1.00 1.18 74.11 44.38 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.0709 3.520 0.0000 0.000 Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.254 2.254 - Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File:220641 -Chipotie Tigard Calcs ec6 LIC#:KW-06014569,Build.20.22.10.25 BRITT PETERS&ASSOCIATES INC __- (c)ENERCALCINC 1983-2022 DESCRIPTION: Steel Header @ Storefront Vertical Reactions Support notation:Far left is# Values in KIPS Load Combination Support 1 Support 2 Max Upward from Load Combinations 2.254 2.254 Max Upward from Load Cases 1.974 1.974 D Only 1.974 1.974 +D+Lr 2.044 2.044 +D+S 2.254 2.254 +D+0.750Lr 2.026 2.026 +0+0.7505 2.184 2.184 +0.60 D 1.184 1.184 Lr Only 0.070 0.070 S Only 0.280 0.280 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File:220641 -Chipotle Tigard Calcs ec6 LIC#:KW-06014569,BuiId:20.2210.25 BRITT PETERS&ASSOCIATES INC. --- (c)ENERCALC INC 1983-2022 DESCRIPTION: Steel Header FOR Storefront glass CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0(0.090)Lr(0.090)S(0.090) 6 _ __ _. _ _... p HSS6x3x1l4 Span=19.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D=0.020, Lr=0.020, S=0.020 ksf, Tributary Width=4.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.488: 1 Maximum Shear Stress Ratio 0.042 : 1 Section used for this span HSS6x3x1/4 Section used for this span HSS6x3x1/4 Ma:Applied 8.749 k-ft Va:Applied 1.842 k Mn/Omega:Allowable 17.939 k-ft Vn/Omega:Allowable 44.376 k Load Combination +D+Lr Load Combination +D+Lr 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 0.538 in Ratio= 423 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Span:1 :Lr Only Max Downward Total Deflection 1.158 in Ratio= 197 >=180 Span:1 :+D+Lr Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx MnxOOmega Cb Rm Va Max VnxVnx/Omega DOnly Dsgn.L= 19.00 ft 1 0.261 0.022 4.69 4.69 29.96 17.94 1.00 1.00 0.99 74.11 44.38 +D+Lr Dsgn.L= 19.00 ft 1 0.488 0.042 8.75 8.75 29.96 17.94 1.00 1.00 1.84 74.11 44.38 +D+S Dsgn.L= 19.00 ft 1 0.488 0.042 8.75 8.75 29.96 17.94 1.00 1.00 1.84 74.11 44.38 +D+0.750Lr Dsgn.L= 19.00 ft 1 0.431 0.037 7.73 7.73 29.96 17.94 1.00 1.00 1.63 74.11 44.38 +D+0.750S Dsgn.L= 19.00 ft 1 0.431 0.037 7.73 7.73 29.96 17.94 1.00 1.00 1.63 74.11 44.38 +0.60D Dsgn.L= 19.00 ft 1 0.157 0.013 2.81 2.81 29.96 17.94 1.00 1.00 0.59 74.11 44.38 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 1.1584 9.554 0.0000 0.000 Vertical Reactions Support notation:Far left is#- Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.842 1.842 Max Upward from Load Combinations 1.842 1.842 Max Upward from Load Cases 0.987 0.987 Project Title: Engineer: Project ID: Project Descr: Steel Beam Prnject File:220641 Chipotle Tigard Cabs ec6 1 LIC# KW-06014569,Build:20.22.10.25 BRITT PETERS&ASSOCIATES INC (c)ENERCALC INC 1983-2022 DESCRIPTION: Steel Header FOR Storefront glass Vertical Reactions Support notation:Far left is# Values in KIPS Load Combination Support 1 Support 2 D Only 0.987 0.987 +D+Lr 1.842 1.842 +D+S 1.842 1.842 +D+0.750Lr 1.628 1.628 +D+0.750S 1.628 1.628 +0.60D 0.592 0.592 LT Only 0.855 0.855 S Only 0.855 0.855 Project Title: Engineer: Project ID: Project Descr: Steel Beam 1 Project File:220641 -Chipotle Tigard Calcs.ec6 LIC# KW-06014569 Build.20.22.10 25 BRITT PETERS&ASSOCIATES INC. _ (c)ENERCALC INC 1983-2022 DESCRIPTION: Steel Header OOP @ Storefront CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 _ Load Combination Set: IBC 2018 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending Vertical Leg Up w(o.2o) HSS6x3x1/4 Span=7.Oft {I Applied Loads Service loads entered.Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load: W=0.20 klft, Tributary Width= 1.0 ft, (Wall Loads) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.067: 1 Maximum Shear Stress Ratio= 0.022 : 1 Section used for this span HSS6x3x1/4 Section used for this span HSS6x3x1/4 Ma:Applied 0.735 k-ft Va:Applied 0.420 k Mn/Omega:Allowable 11.003 k-ft Vn/Omega:Allowable 19.262 k Load Combination +0.60W Load Combination +0.60W 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 0.066 in Ratio= 1,279 >=600. Max Upward Transient Deflection 0.000 in Ratio= 0 <600.0 Span:1 :W Only Max Downward Total Deflection 0.039 in Ratio= 2132 >=600. Span:1 :+0.60W Max Upward Total Deflection 0.000 in Ratio= 0 <600.0 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mny Mny/Omega Cb Rm Va Max VnyVny/Omega Dsgn.L= 7.00 ft 1 0.000 18.38 11.00 1.00 1.00 -0.00 32.17 19.26 +0.60W Dsgn.L= 7.00 ft 1 0.067 0.022 0.74 0.74 18.38 11.00 1.14 1.00 0.42 32.17 19.26 +0.450W Dsgn.L= 7.00 ft 1 0.050 0.016 0.55 0.55 18.38 11.00 1.14 1.00 0.32 32.17 19.26 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span W Only 1 0.0657 3.520 0.0000 0.000 Vertical Reactions Support notation:Far left is#t Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.700 0.700 - Max Upward from Load Combinations 0.420 0.420 Max Upward from Load Cases 0.700 0.700 +0.60W 0.420 0.420 +0.450W 0.315 0.315 W Only 0.700 0.700 Project Title: Engineer: Project ID: Project Descr: Steel Column di,'i iPro i ari tiipot» ' LIC# KW-06014569,Build 20.22 10 25 BRITT PETERS&ASSOCIATES INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: Steel Column for Header Code References Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 - Load Combinations Used: IBC 2018 General Information Steel Section Name: HSS3x3x3H6 Overall Column Height 10.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 36.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=10.0 ft,K= 1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=10.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations Column self weight included: 68.70 lbs*Dead Load Factor AXIAL LOADS . . . Axial Load at 10.0 ft, D = 1.860 k BENDING LOADS . . . Lat. Point Load at 10.0 ft creating Mx-x,W=0.70 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.08483 : 1 Maximum Load Reactions.. Load Combination D Only Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.70 k Pa:Axial 1.929 k Bottom along Y-Y 0.0 k Pn I Omega:Allowabli 22.736 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 3.539 k-ft Along Y-Y 0.0 in at O.Oft above base for load combination: Ma-y:Applied 0.0 k-ft Mn-y l Omega:Allowable 3.539 k-ft Along X-X 0.0 in at 0.Oft above base for load combination: PASS Maximum Shear Stress Rath 0.03766 : 1 Load Combination +D+0.60W - Location of max.above base 10.0 ft At maximum location values are.. . Va:Applied 0.420 k Vn/Omega:Allowable 11.154 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Ry KyLy/Rx Stress Ratio Status Location D Only 0.085 PASS 0.00 ft 1.00 1.00 105.26 105.26 0.000 PASS 0.00 ft +D+0.60W 0.085 PASS 0.00 ft 1.00 1.00 105.26 105.26 0.038 PASS 10.00 ft +D+0.450W 0.085 PASS 0.00 ft 1.00 1.00 105.26 105.26 0.028 PASS 10.00 ft +0.60D+0.60W 0.051 PASS 0.00 ft 1.00 1.00 105.26 105.26 0.038 PASS 10.00 ft +0.60D 0.051 PASS 0.00 ft 1.00 1.00 105.26 105.26 0.000 PASS 10.00 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 (fp Base @ Top @ Base ©Top (2j Base @ Top D Only 1.929 +D+0.60W 1.929 0.420 +D+0.450W 1.929 0.315 +0.60D+0.60W 1.157 0.420 +0.60D 1.157 W Only 0.700 Project Title: Engineer: Project ID: Project Descr: Steel Column ;. ` Pttt,2Ct Fit, 1,v Ohipotle Tigard Calcs.ec6 LIC#:KW-06014569,Build:20.22.10.25 BRITT PETERS&ASSOCIATES INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: Steel Column for Header Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base ©Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top - Axial @ Base Maximum 1.929 Minimum 0.700 Reaction, X-X Axis Base Maximum 1.929 Minimum 1.929 Reaction, Y-Y Axis Base Maximum 1.929 Minimum 1.929 Reaction, X-X Axis Top Maximum 1.929 Minimum 1.929 Reaction, Y-Y Axis Top Maximum 1.929 Minimum 1.929 Moment, X-X Axis Base Maximum 1.929 Minimum 1.929 Moment, Y-Y Axis Base Maximum 1.929 Minimum 1.929 Moment, X-X Axis Top Maximum 1.929 Minimum 1.929 Moment, Y-Y Axis Top Maximum 1.929 Minimum 1.929 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.450W 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS3x3x3/16 Depth = 3.000 in I xx = 2.46 in"4 J = 4.030 in"4 Design Thick = 0.174 in S xx = 1.64 in^3 - Width = 3.000 in R xx = 1.140 in Wall Thick = 0.187 in Zx = 1.970 in^3 Area = 1.890 in^2 I yy = 2.460 in^4 C = 2.760 in"3 Weight = 6.870 plf S yy = 1.640 in"3 R yy = 1.140 in Ycg = 0.000 in Project Title: Engineer: Project ID: Project Descr: I r Steel Column Project File 220641 -Chipotle Tigard Calcs.ec6 LIC# KW-06014569,Build.20.22 10 25 BRITT PETERS&ASSOCIATES INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: Steel Column for Header Sketches 1 1000 1eeon :oK • +X Load e o 3.00in 0 RAW owlactiw Current Date: 1/6/2023 12:59 PM Units system: English File name:W:100_Projects12022122-Chipotle1220641 -Chipotle-Tigard,OR101_Calculations1220641-columnBasePlate.rcnx Steel Connections Joints list Types: Joint Member 1 Member 2 Member 3 Braces/Branches BCF Beam Column -- -- BCW Beam Column — -- BG Beam Girder — -- BS Left beam Right beam — -- CS Top column Bottom column -- -- CC Column Continuous beam -- -- CBB Column Right beam Left beam 1 brace mandatory CVR Beam -- — 1 brace mandatory VXB -- -- All braces mandatory CB Column — -- -- HCBB Column Front beam Right beam 1 brace mandatory HBBB Girder Beam — 1 brace mandatory HXB -- -- — All braces mandatory CHB Chord -- — 1 branch mandatory Joints: Joint : 1 - CB Design status : OK Ratio : 0.33 Template(s) : Pinned BP Member Section Material Column HSS_SQR 3X3X1_4 A500 GrB rectangular Pagel oRAM`Ccomectior cowtascarmcam Current Date: 1/6/2023 12:59 PM Units system:English File name:W:100_Projects12022122-Chipotle1220641-Chipotle-Tigard,OR\01 Calculations1220641-columnBasePlate.rcnx Steel Connections Loads summary Types: Joint Member 1 Member 2 Member 3 Braces/Branches --------------------------------------------- -------- ---- ---------------------- BCF Beam Column — — BCW Beam Column -- — BG Beam Girder -- -- BS Left beam Right beam — -- CS Top column Bottom column — -- CC Column Continuous beam -- -- CBB Column Right beam Left beam 1 brace mandatory CVR Beam -- -- 1 brace mandatory VXB -- — All braces mandatory CB Column -- — -- HCBB Column Front beam Right beam 1 brace mandatory HBBB Girder Beam -- i brace mandatory HXB -- — All braces mandatory CHB Chord -- — 1 branch mandatory Loads: Joint : 1 - CB Design status : OK Ratio : 0.33 Template(s) : Pinned BP Member Condition V2 V3 M33 M22 Axial [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip] ------ ---------------------------------------- ---- Column DL 0.00 0.70 0.00 0.00 2.23 Pagel :F$ Current Date: 1/6/2023 1:00 PM Units system: English File name:W:100_Projects12022122-Chipotle\220641 -Chipotle-Tigard,OR\01_Calculations\220641-columnBasePlate.rcnx Steel Connections Detailed report Connection: 1 - Pinned BP Family: Column-Base(CB) Type: Base plate General information Connector irL!• ,7 ( .�'ti Members Column Column type Prismatic member Section HSS_SQR 3X3X1_4 Material A500 GrB rectangular Longitudinal offset 0 in Base plate Base plate Plate shape Rectangular Connection type Unstiffened Position on the support Center N: Longitudinal dimension 5 in B:Transversal dimension : 9 in Thickness 0.75in Material : A36 Column weld E70XX D:Column weld size(1/16 in) : 3 Override A2/A1 ratio No Include shear lug No Support With pedestal No Longitudinal dimension 8 ft Transversal dimension 8 ft Thickness 24 in Material C 4-60 Include grouting No Anchor Anchor position : Longitudinal position Rows number per side 1 Anchors per row 1 Pagel Longitudinal edge distance on the plate 1 in Transverse edge distance on the plate 1.5 in Anchor type Headed Head type Hexagonal Include lock nut No Anchor 3/8" Effective embedment depth 8 in Total length 9.245 in Material F1554 Gr36 Fy -• 36 kip/in2 Fu 58 kip/in2 Cracked concrete No Brittle steel No - Anchors welded to base plate Na Anchor reinforcement Type of reinforcement Primary Tension reinforcement No Shear reinforcement No Design code:AISC 360-16 LRFD,ACI 318-08 Demands Description Pu Mu22 Mu33 Vu2 Vu3 Load type [kip] [kip*ft] [kip*ft] [kip] [kip] ---------------------------------- ----------- DL 2.23 0.00 0.00 0.00 0.70 Design Design calculations Design for major axis Base plate (RISC 360-16 LRFD) Geometric Considerations Dimensions Unit Value Min. Max. Sta. References ---------•---------- Base plate - - -- Distance from anchor to edge [in] 1.31 0.25 - vo Weld size [1/16in] 3 2 -- table J2.4 Design Check Verification Unit Capacity Demand Ctrl EQ Ratio References ------- -------------- Concrete base - — - Axial bearing [Kip/in2] 4.42 0.00 DL 0.00 DG1 3.1.1 Base plate Flexural yielding(bearing interface) [Kip*ft/ft] 4.56 0.00 DL 0.00 DG1 Eq.3.3.13 Flexural yielding(tension interface) [Kip*ft/ft] 4.56 0.56 DL 0.12 DG1 Eq.3.3.13 Column Weld capacity [Kip/ft] 75.17 4.46 DL 0.06 HSS Manual p.7-10 Elastic method weld shear and axial capacity [Kip/ft] 75.17 2.91 DL 0.04 Sec.J2.4 - ------------------------- --------------------------------------------- Ratio 0.12 Anchors Geometric Considerations Page2 Dimensions Unit Value Min. Max. Sta. References ---------------------------------------------------------------- Anchors Anchor spacing [in] 6.00 1.50 - v Sec.D.8.1 Concrete cover [in] 44.81 3.00 - I Sec.7.7.1 Effective length [in] 8.24 - 23.76 J Design Check Verification Unit Capacity Demand Ctrl EQ Ratio References - -------------------- ----------- Anchor tension [Kip] 3.37 1.12 DL 0.33 Eq.D-3 Breakout of anchor in tension [Kip] 30.05 1.12 DL 0.04 Sec.D.4.1.1 Breakout of group of anchors in tension [Kip] 37.57 2.23 DL 0.06 Sec.D.4.1.1 Pullout of anchor in tension [Kip] 5.14 1.12 DL 0.22 Sec.D.4.1.1 Anchor shear [Kip] 1.75 0.00 DL 0.00 Eq.D-20 Breakout of anchor in shear [Kip] 49.73 0.00 DL 0.00 Sec.D.4.1.1 Pryout of anchor in shear [Kip] 60.11 0.00 DL 0.00 Sec.D.4.1.1 ---------------------------------------------------------------------------------------------------------------------------------------------------------------- Ratio 0.33 Global critical strength ratio 0.33 Major axis Maximum compression and tension(DL) Base pate see page ��*12) I MMus 1ervlan .1 PO .4. ii 1.12 1 1.12 � 1.t2 12 -1.12 ..Q ._. 0.. . ,_,_.............. n -1.12 /: /.' -1.12 -1.12 -1,12 -"2 _,. }.. ii .0 ( f -tf2 Maximum bearing pressure 0.00 [Ib/in2] Minimum bearing pressure 0.00 Ilb/in2] Maximum anchor tension 1.12 [kip] Minimum anchor tension 1.12 [kip] Neutral axis angle 0.00 [deg] Neutral axis location -1.2E31 [in] Bearing length 0.00 [in] Anchors tensions Anchor Transverse Longitudinal Shear Tension [in] [in] [kip] [kip] ------------------------ ------------------ ---- 1 -3.00 0.00 0.00 1.12 2 3.00 0.00 0.00 1.12 Page3 rw Major axis Results for tensile breakout(DL) ' Group Area Tension Anchors [in2] [kip] 1 720.00 2.23 1,2 V Page4