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Home My WebLink AboutEngineer's Report 04.16.2019CIVCO Engineering, fnc. CÍvil Engineerirg 6onsultonts P.O. Box 1758 1256West 40O South V¿rml, Utoh 84O78 Aprill6,2019 Kate Schwerin 345 Colorado Avenue, Unit 207 Carbondale, CO 86123 DearKate: fubrecG Carport-T'BD, CR lOO, GaÉondaþ, Golorado Please find enclosed with this letter, sizing calculations showing that the W6x8.4 wide-flange roof purlins may be spaced 49 /2" on center rather than the 48" specified in my letter of 1U1012018. Sincerely, Vance V. King, PE Structural Engineer CIVCO Engineering, lnc. Wlú,vk Enclosure Cc: Project File RF o (,t 35315 Phom (a35[89-W r Fot (435P89-4ß5 Emoil : voncekiqg@civcocngirrerirg. com PO Box 1758 Vemal, Uï 84078 (435)789-s448 Project Title: Rimledge Lot 3Engineer: Vance V King, PE Project lD: Project Descr: Flesidence and ADU Prinled: l6 APÊ 5:35PM 12.13Steel Beam Fils = Licensee INEELic. # : KW-06OO6815 Description : AOU CARPOFT BEAM ' RooF PURLINS CODE REFERENCES Calculations perAISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Melhod Beam Bracing : Bending Axis : Allowable Strength Design Beam is Fully Braced againsl lateral-torsional buckling Major Axis Bending : Steel Yield : Modulus: Fy E: 050. 29,000.0 ksi ksi WOx8.5 Span e 4.O ft W6x8.5 Span = 15"O ft Â WGx8.5 Span = 4,O Ê Applied Loads Service loads entered. Load Faclors will be applied for calculalions. Beam sell weight NOT intemallv calculated and added Loads on all spans... Uniform Load on ALL spans : D = 0.01 0, S = 0.0450 ksf , Tributary Widlh = 4,125 ll DESIGN SUTûMANY Maiìmum eenOing Stress Ratio = Section used for this span Ma: Applied Mn/Omega:Allowable Load Combination Location of maximum on span Span # wñere maximum occurs Maximum Deflection Max Downward Transient Deflect¡on Max Upward Transient Deflect¡on Max Downward Total Deflection Max Upward Total Deflection 0.327: 1 W6x8.5 4.566 k-ft 13.953 k-ft +D+S+H 7.500ft Span # 2 Maximum Shear Stress Ratio = Section used for this span Va: Appl¡ed Vn/Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs 553 >=360 444 >=360 453 >=180 364 >=180 0.086 WGx8.5 1.702 k 19.822 k +D+S+H 4.000 fr Span # 1 0.325 in Rat¡o = -0.216 in Ratio = 0.398 in Rat¡o = -0.264 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combinalion l¡ax Sireg¡'itâtiòs Summary ol Momenl Valuês Summary of ShearValues SsgmêntLeng$ SPan #M V Mmax+ Mmax- MaMax Mnx Mnx/Omega Cb Hm VaMax Vnx Vnx/Omeg Dsgn.L= 4.00ft Dsgn.L= 15.00ft Dsgn,L= 4.00ft +D+L+H Dsgn. L= 4.00ft Dsgn.L= 15.00ft Dsgn. L= 4.00ft +D+Lr+H Dsgn.L= 4.00ft Dsgn.L= 15.00ft Dsgn. L = 4.00ít +D+S+H Dsgn.L= 4.00f| Dsgn. L= 15,00ft Dsgn.L= 4.00f| +D+0.7501¡+0.7501+H Dsgn.L= 4.00ft Dsgn.L= 15.00ft Dsgn.L= 4.00f| +D+0.7501+0.750S+H Dsgn.L= 4.00ft Dsgn.L- 15.00n -1.82 .1^82 -1.81 1.82 4.57 1.81 1 2 3 ,l 2 3 1 2 3 I 2 3 I 2 3 I 2 0.024 0.059 0.024 0.0f 6 0.016 0.008 0.024 0.059 0.024 0.024 0.059 0.024 0.016 0.016 0.008 0,016 0.0t6 0.008 0.086 0.086 0.046 0.016 0.016 0.008 0.068 0.068 .0.33 {.33 .0.33 -0.33 {.33 4.33 4.33 -0.33 -0.33 -0.33 -0.33 -0.9t 23.30 23.30 23.30 23.30 23.30 23.30 23.30 23.30 23.30 23.30 23.30 23,30 23.30 23,30 23.30 '13.95 13.95 't3.9s 13.95 13.95 13.95 13.95 13.95 't3.95 't3.9s 13.95 13.95 0.31 0.31 0.f7 0.31 0.31 0.17 0.31 0.31 4.17 1.70 1.70 0.91 25.73 29.73 29.73 29.73 25.73 25.73 29.73 æ.79 m.73 æ.73 æ.73 n.73 æ.73 29.73 29.73 29.73 ?973 19.82 19.82 19.82 r9.82 f 9.82 '19.82 0.33 0.83 0.3ít 0.33 0.83 0.33 0.33 0.83 0.frt 0.33 0.83 0.33 0.83 0.83 0.83 4.57 0.83 3.63 1,00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00,.00 1.00 1.00 1.00 't.00 1.00 1.00 19.82 1S.82 19.82 19.82 19.82 19.82 0.130 0.327 0.130 0.024 0.059 0.024 0.103 0,260 1.44 363 13.95 1.00 I 13.9s 1.00 1 13,9s 1.00 1 0.31 0.31 0.17 19.82 19.82 19.82 .00 .00 .00 .00 00 -1.44 -1.44 23.30 23 30 13.95 1.00 1305 f n0 1.35 135 19.82 19.s2 PO Box 1758 Vernal, UT 84078 (435)788.5448 Project Title: Fìimledge Lot 3Engineer: Vance V King, PE Projecl lD: ProjeÇt Desçr: Besidence and ADU Printèd: 16APF 20t9. 5:3bPM Steel Lic. # : KW-06006815 E ING Description ; ADU CARPOHT SEAM - ROOF PURLINS Load Combinalion Max Slress Ralíos Summary of Moment Values Summary ol Shear Values Dsgn. L = 4.0011 Dsgn.L= 15.00ft DEn.L= 4.00fl +D+0.70E+H Dsgn.L= 4,00ft Dsgn.L= 15.00fi Dsgn. L= 4.00f| +D+0.7501r+0.7501+0.450W+H Dsgn. L = 4.00ít Dsgn.L= 15.00ft Dsgn.L= 4.00|t +0+0.7501+0.750S+0.450W+H Dsgn.L= 4.00ft Dsgn.L= 15.00ft Dsgn.L= 4.00tt +D+0.7501+0.750S+0.5250E+H Dsgn.L= 4.00ft Ðsgn.L= 15.00ft Dsgn.L= 4.00ft +0.600+0.60W+0,60H Dsgn.L= 4.00fi Dsgn.L= 15.00f| Dsgn.L= 4.00ft +0.600+0.70E+0.60H Dsgn. L = 4.0011 Dsgn.L= 15.00ft Dsgn.L= 4.00fi 0.83 0.83 0.83 3.63 s.63 0.50 0.50 '| 2 3 1 2 3 I 2 3 1 2 a 0.024 0.059 0.024 0.024 0.059 0.024 0.024 0,059 0.024 0.103 0.260 0.103 0,016 0.016 0.008 0.016 0.0t6 0.008 0.016 0.016 0.008 -0.33 -0.33 -0.33 -0.33 .0.33 -u..t\t 4.3Íl {.33 {.33 -1.44 -1.44 -1.44 -1.44 -1.44 -1.44 23.30 23.30 23.30 23.30 23.30 23.30 23.30 23.30 23.30 23.30 23.30 23.30 23.30 23.30 23.30 23.30 23.30 23.30 23.30 23,30 23.30 1.00 1.00 1.00 0.31 0.3f 0.17 1.35 1.35 0.72 1.35 1.35 0.72 29.73 29.73 29.73 29.73 29.73 29.73 29.73 29.73 29.73 29.73 29.73 29.73 29.73 29.73 29.73 19.82 19.82 19.82 19.82 19.82 19.82 t9.82 r9.82 19.82 0,33 0.83 0.33 0.33 0.83 0.33 0.33 0.83 0.33 13.95 13.95 13.95 1.00 1.00 1.00 1.00 t.00 1.00 13.9s 13.95 I3.95 0.31 0.3r 0.17 19.82 t9.82 19.82 .00 .00 .00 .00 .00 .00 1 2 3 1 2 3 I 2 3 13.95 13.95 13.95 1.00 1.00 1.00 0.31 0.31 0.17 19.82 19.82 19.82 0.068 0.06s 0.036 1.44 3.83 1.44 1.M 3.63 1.44 13.95 13.95 13.95 13.95 13.95 '13.95 .00 1.00 .00 1.00 .00 1.00 29.73 25.73 29.73 19.82 19.82 19.82 0.103 0.260 0.103 0.068 0.068 0.036 0.009 0.009 0.005 0,009 0.009 0.005 r.00 1.00 1.00 1.00 r.00 1.00 0.014 0.03t 0.014 0.014 0.036 0.014 .0.20 -0.20 -0.20 'r3.95 13.95 13.95 -0,20 -0,20 -0.20 13,95 13.95 '13.95 r.00 1.00 1.00 1.00 1.00 1,00 0.19 0.19 0.10 1.00 t,00 r.00 1.00 r.00 1^00 0.20 0.50 0.20 0.24 0.50 0.20 0.19 0.19 0.10 29.73 29.73 25.73 19,82 19.82 f 9.82 Overall Maximum Deflections Load Comblnation Span Max. "-" Dell Location in Span Load Combination Max.'+'Defl Location ¡n Span +D+S+H Vertical Reactions 1 2 3 0.0000 0.3976 0.0000 0.000 +D+S+H 7.6007.ô00 +D+S+H Support nolation : Far þfi is #1 -0.?634 0.0000 -0.2637 Values in KIPS 0.000 0.000 4.000 Load Combination Support 1 Supporl 2 Support 3 Support 4 OvêrallMAX¡mum OverallMlNimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.7501¡+0.7501+H +D+0.7501+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.7501r+0.7501+0.450W+l I +D+0.7501+0.7505+0.450W+H +D+0.7501+0.7505+0.5250E+H +0.600+0.60W+0.60H +0.600+0.70E+0.60H D Only Lr Only L 0nly S Only W Only E Only H Only 2.609 0.285 0.474 0.474 0.474 2.609 0.474 2.075 4.474 0.474 0.474 2.075 2.075 0.285 0.28s 0.474 2.609 0.285 0.474 0.474 0.474 2.609 4.474 2.075 0.474 4.474 0.474 2.475 2.475 0.285 0.285 0.474 2.135 2.t35 Dave Argo From: Sent: To: Subject: David: Thanks for addressing this issue I will place a copy of this letter from the Engineer in our file. Dave Argo Plans Examiner Garfield County Community Development Department L08 gth Street, Suite 407 Glenwood Springs, CO 8160L Tel: 970-945-8272 Ext. L61.0 Emo il : do rg o@ g o rfield-county.com We b : go rfield-cou nty.com From: David Rasmussen [mailto:david @david rasmussendesign.com] Sent: Wednesday, April L7,2019 8:34 AM To: Dave Argo Subject: Rimledge ADU carport purlin spacing Hi Dave, Thank you for your attention to detail in reviewing our plans. You had red lined the purlin spacing and noted that it was I ll2" dífferent from the engineers letter. Here is a letter from the engineer approving fhe 49 ll2" spacing. I will keep the letter on site. Let me know if any further action is needed. Thank you Dave David Rasmussen VR Cabinetmakers I PRINCIPAL 826 C l-'lvr'y '133 Carbondale CO 81623 david@vrcabinet.com I cell 802.236.2677 Dave Argo Wednesday, April 17, 2019 9:18 AM 'David Rasmussen' RE: Rimledge ADU carport purlin spacing 1 è '4tlÉ F$ Follow us on Instragram!