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Home My WebLink AboutMEC2023-00150 (4) msc2023- ookso t(o20O SW PnCIFIG NW`{ OFFICE COPY r° 1"..:4% s�. I\'ED BRITT, PETERS [i�A Z�2� A. N ID CITY is t taL ASS O C I A TES BU'' DIN ,;g1nN 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 �- PROF�� 7. ,,,,,N Q-'4.)7„\ 84063P" 1T-3 (.. EXPIRES: 06/30/2023 BRITT, PETERS sa N ID ASSOC IATES 1 N C . consulting engineers Design Criteria ASCE ASCE 7 Hazards Report AMERICAN SOCIETY OF CIVIL ENGINEERS 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) ,. l[I I��l:v^I i. b I King City MII IsI•nrr. r / rolaald f/ e Fi, ,.r Ii ,v {ir A.kt...VI LaAeO.n 44 1111, V. y1 1 — h r T ill IwWlr1 E stdrite, Mr, n1, I} „nI r t v-:.I�w t wtr a w.0 1, r Fari - _ t 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. 26.5-1 B 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. https://asce7hazardtool.online/ Page 1 of 3 Fri Jun 17 2022 E. AMERICAN SOCIETY OF CML ENGINEERS Seismic Site Soil Class: D-Default(see Section 11.4.3) Results: Ss : 0.843 Sp1 : N/A Si : 0.392 TL : 16 Fa : 1.2 PGA : 0.384 F, : N/A PGA M : 0.467 SMs : 1.012 FPGA : 1.216 SM1 N/A le : 1 Sos : 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 AscE. AMERICAN SOCIETY OF CML ENGINEERS 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. https://asce7hazardtool.online/ Page 3 of 3 Fri Jun 17 2022 • OREGON SNOW LOAD REQUIREMENTS: Usage Notes Beni:OP:1,the Olpiete,litti iiOriei tying the 100111ied pi OM OiOIl 01 lit I vafiles is,based fie aviiiage elevation e1100,,,,4 kiti 12-112 Witt cIt lentill featoieS valieys that a,e on the ioolei of 4 hiiet5,0x,1.,,,, sittovt,try } exarep,e ci he! tiip enceatine of 100o it may tie bre ilcoiled III l ape I:eel:abet,of OR/ft The mooned hi:mild snow Woo toi the exanitee cell is 24 11,-.1 t,t Pie 0113 it It the oite 1,1 tPitt1 Oil the 0 el mqi4Burn itesihn owned snow lorld should be coin:Wit:el how the Irthlt.brtt,ott in, III'III clev,11,ttii il oti,,,Itttt the mil Li) exanial,,she 11:0-ill VVeiptrilipliiii11011414 the leite iit 011110 ilept Ill 11cV110-4 tt,,/ Fel 100 It. 11,14010,e II!, nil rIton, Pievi ell 1000 11 e5e0pt,011 the top 01 tlii.ht!t 11.100!1.1411$1 =401-1$1 Note that checking he the 11,111op$1111.te loe1111,1i4telierit horn the heat elevatehi r0ititt-,11,,Ptit Ito,ttiottleiPtl,,itavdtion 110t it fame fei II t•equation they the site e-evalne.and rate of snoi,toot{'ilt,i,tatt,e Areas Requiring a Site-Specific Case Study Ott,silt' tt,rtttput/to t,,,,ott1,1,1,1e,t1t,(till'lttt.1 5110411 hied weatel than Pi, ci tophil Ii tis1 sttitty, ;tarsi was net ava,1atile the 01 11't11,mad to 111,111,gtente, ihan the TstedIlihIxIlt011il sents 1101101 values on on„Ott rtlisldtl ,,t)orrnle•IdeCI See 3O011 Lodi/elfieiiteSis 710 fetiegi111 1ei t I I. ('I,Sle-speolc,ciirse Thinints Of ego.COvaist Mountains 1114)tifit Oaks:to:he Mountains 350 psi. Siskyou&Kainnopsis Mountains 200 psi, Eastern Oregon Mountains 200 psi, Minimum Roof Design Snow Load &nee:tunic thshge on:Cowin;vial el 2o pst beel(:she:Wished 1,,ail shithlinis,it,Ihe sk,iii()Ifejee le,,eetie,Ite,fieu;Thee be to the 1,11,3t,,,1“totati toept 51101 POI 101<011101 rifly 1.1.tiVetpiee SaelOr and e,(ei!y PtC,ditiedwiliere applicable by a ialwor,-sw.,w,sire...kerne mole the,beiteilifieet iiitieP1 I oil tie!pp.,Ofriel tile mitliiitifir loeule,e II:we:Tress of!lie vane,deter rilinfict be other rtiettiOris eI win l,pit it I t20 1110 11.2 ill e,Impor!,,,f1 fricloi) A 5 11,1 I sh,,,lit cl,1 liii 10 the lb,if snow lid liltroaditini,of tint seinfitions ex,sts I Ai!1001,With el,hipe i 4 711,A t 1-11:121 IWO" 2 Hoofs of one slope that litterttrliL rend( this lit entwidl tont OIl,it cliainage system iiiipedeit lty IirlIc1pels ill 00101111 11111,1 0,111101kippfee co to a root with ein 44/ ainage system locateii or,the so,face o1 the r°Tit Stinctufes with Ill wain:ions witter al the 10 11011!Httiti-01(,)111pa1 dee,systern sleet reit he consittered CO-I,d\r;t)f;constrained runc, keel:ten-The ri est a:eon-T.-ie.:Tv suicle-otife,need 1,et apple t,-)roet.. of ally Snipe Whele Alt of liii I ttlt,W,I,e eOrdittete,exist 1 The 1001 dr detan,is NO If 2 nit,iffittniffftt groilinlptileet ilirilllllt Itpst 1110-10111f1tiltii 110,WeSt of the efeeit f teirigt- eapi of nic(..asswile )(01 At the tt,,txti.lorirtheni point(lithe i.eels(Hantici:lest the sne shelf extend directly hiestwaid awl tiontoitie North alortg the county line between(:talieni,anti einwebia c ountins Otegoo Coast Mountains 100 psi ()ascetic Motnitairis 350 fist Sisk yol,11 ktthllllllpcm M01.1111e1111S 200 psi Eastern Oregon Mountains 200 psi, 01°7 1141111. BRITT, PETERS N D ASSOC IATES 1 N C . consulting engineers RTU Analysis 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: Existing Truss 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(0.04)Lr(0:04)S(0.056) �.- . 0 0 ORa b e b b�b(`U.OB-B O. 4 x X 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 DESIGN SUMMARY Maximum Bending= 12.390 k-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+0.7505 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-06014569,Build:20.22.10.25 BRITT PETERS&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 Lr Only 0.600 0.600 S Only 1.287 1.270 Project Title: Engineer: Project ID: Project Descr: General Beam AnalysisProject 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 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(0. 271) D(0. 271) D(0.04)Lr(0.04)S(0.056) c n cm) ,10.088.0 - . o X X 44, Span=30.0 ft i L 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 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+0.7505 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."+"Defl 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+0.7505 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 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-1/MAU General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 29.750 ft Area= 10.0 in^2 Moment of Inertia = 100.0 inA4 D(0.0913)D(O.C913)- -- D(0 1271) D(0 '271) D(0.04)Lr(0.04)S(0.056) bd S(0.06 ,0) -_._ c' --_---- ----- - -._... o.--� .0ea8�..-__---- -a - ---4-, X X ( )P Span=29.750 ft I. 1 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 Mnx/Omega 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 1.27 +D+0.7505 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 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-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+0.7505 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: 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-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 inA4 -- D(0. 913)D(0. 9'r7 i 783) D(0.1783) D(Oa 271) DO,, 'i::t 71) D(0.04)Lr(0.04)S((D.056) a ..RR)b(V.O O ° i - - b-�-7 b b b X X 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 @ 24.625 ft 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 = 16.600 k 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: 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-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 Mnx/Omega Cb Rm Va Max VnxVnx/Omega +D+0.750Lr Dsgn.L= 30.00 ft 1 12.09 12.09 1.57 +D+0.7505 Dsgn.L= 30.00 ft 1 14.63 14.63 2.08 +0.60D 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+0.7505 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 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 @ 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.C913)D(0.9913) b b b u.utsa n D(0.04)Lr(0.04)S(0.056) s( ,n clan)e e X X ,4100, Span=30.0ft In 1 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 LMax 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+0.7505 Dsgn.L= 30.00 ft 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+5 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 INC 1983-2022 DESCRIPTION: Truss @ w/MAU Vertical Reactions Support notation:Far left is#t 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: 41. 1 ci(• °ill...11N 999 WatCersolilluirgiteEngen.e;r2s02(TI7o)rf9o1,-‘5,41°23510 Project tllo Sbeet: www brittpeters com By. ; Date: 21 Co k OgA CA(3).13: m P, 3ct k +51, 51\egr- 0. i ) yvvDr \i,ok - 3. > ‘5s k r, eds \( a , 513' IL k .9W v-‘ ) -1/ k.0 3 .7 `.) .01 x AZZAS re:kik.Cb(c)(‘t ) C) (( > St X 117.) I I I U- 1_1 moiw,441:- 6e cts X rt SV\ear- -- 2 03 . RY Ackyc 't A.0\