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HomeMy WebLinkAboutFile Documents.315 E Hyman Ave.0011-2023-BCOM (38) KOBE ENGINEERING, LLC PO Box 407 craig@kobe-eng.com Winter Park,CO 80482 (970)509-0783 STRUCTURAL CALCULATIONS FOR: GRAVITY HAUS ASPEN 315 HYMAN AVE ASPEN, CO 81611 o1owiltlloi • sC U ' Zs 0 it/ '�7SS"ll6ifiit1i1 ert,C\` Job Number 0004 03/20/2023 r - 04/10/2023 ASPEN BUILDING DEPARTMENT TABLE OF CONTENTS 1. DESIGN CRITERIA 2. DETENTION TANK 3. LOWER LEVEL 4. LOWER & UPPER LEVEL 5. UPPER LEVEL 6. ROOF LEVEL RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT DESIGN CRITERIA RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Design Criteria Climactic & Geographical Design Criteria Table R301.2 (1) as amended Item Criteria Ground snow load 100 psf Wind Speed / Exposure Category 89 / B Seismic design category C Weathering Severe Frost line depth 36 inches Termite None to slight Decay None to slight Winter design temp -15 degrees F Summer design temp 82 degrees F Ice shield underlayment required Yes Flood hazards Air Freezing index 2000 Mean annual temperature 40 degrees RECEIVED 04/10/20�3 Select Language v ASPEN BUILDING DEPARTMENT KOBE ENGINEERING, LLC JOB TITLE GHA PHASE II craig@kobe-eng.com (970)509-0783 JOB NO. 0004 SHEET NO. Phone CALCULATED BY DATE CHECKED BY DATE www.struware.com Code Search Code: International Building Code 2015 Occupancy: Occupancy Group= B Business Risk Category& Importance Factors: Risk Category= II Wind factor= 1.00 Snow factor= 1.00 Seismic factor= 1.00 Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr Building Geometry: Roof angle (0) 1.00/ 12 4.8 deg Building length 88.0 ft Least width 80.0 ft Mean Roof Ht (h) 13.0 ft Parapet ht above grd Minimum parapet ht Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24-0.02Area, but not less than 12 psf over 600 sf: 12 psf N/A Floor: Typical Floor 100 psf Partitions N/A Offices 50 psf Partitions N/A Stairs and exit ways 100 psf RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT KOBE ENGINEERING, LLC JOB TITLE GHA PHASE II craig@kobe-eng.com (970)509-0783 JOB NO. 0004 SHEET NO. Phone CALCULATED BY DATE CHECKED BY DATE Wind Loads : ASCE 7- 10 Ultimate Wind Speed 115 mph Nominal Wind Speed 89.1 mph Risk Category II Exposure Category B Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.701 Kh case 2 0.575 Type of roof Monoslope Topographic Factor (Kzt) z '1(z) Topography Flat Speed-'.p Hill Height (H) 0.0 ft H< 60ft;exp B V(Z) Half Hill Length (Lh) 0.0 ft Kzt=1.0 x(upwind) x(clownwindl Actual H/Lh = 0.00 Use H/Lh = 0.00 �h H Modified Lh = 0.0 ft H' From top of crest:x= 0.0 ft Bldg up/down wind? downwind ESCARPMENT H/Lh= 0.00 K1 = 0.000 x/Lh = 0.00 K2= 0.000 V(Z) z/Lh= 0.00 K3= 1.000 Z Speed-up At Mean Roof Ht: V(z) x(upwind) x(downwind) Kzt=(1+KiK2K3)"2= 1.00 � H 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency<1 Hz(T>1 second). h= 13.0 ft If building h/B>4 then may be flexible and should be investigated. B= 80.0 ft h/B= 0.16 Rigid structure(low rise bldg) /z(0.6h)= 30.0 ft G = 0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure e= 0.33 Natural Frequency (rli)= 0.0 Hz = 320 ft Damping ratio([3)= 0 zmin= 30 ft /b= 0.45 c= 0.30 /a= 0.25 9a, 9v= 3.4 Vz= 74.1 Lz= 310.0 ft Ni = 0.00 Q= 0.88 Kn = 0.000 lz= 0.30 Rh = 28.282 n = 0.000 h= 13.0 ft G= 0.85 use G=0.85 RB = 28.282 q = 0.000 RL= 28.282 n = 0.000 gR = 0.000 R = 0.000 Gf = 0.000 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT KOBE ENGINEERING, LLC JOB TITLE GHA PHASE II craig@kobe-eng.com (970)509-0783 JOB NO. 0004 SHEET NO. Phone CALCULATED BY DATE CHECKED BY DATE Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80%open. Ao>_ 0.8Ag Test for Partially Enclosed Building: Predominately open on one side only Input Test Ao 500.0 sf Ao > 1.1Aoi NO Ag 600.0 sf Ao>4'or 0.01Ag YES Aoi 1000.0 sf Aoi/Agi <_ 0.20 YES Building is NOT Agi 10000.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao>_ 1.1 Aoi Ao> smaller of 4'or 0.01 Ag Aoi/Agi<_ 0.20 Where: Ao=the total area of openings in a wall that receives positive external pressure. Ag =the gross area of that wall in which Ao is identified. Aoi =the sum of the areas of openings in the building envelope(walls and roof)not including Ao. Agi =the sum of the gross surface areas of the building envelope(walls and roof)not including Ag. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned ,the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall&roof openings (Aog): 0 sf Unpartitioned internal volume (Vi): 0 cf Ri = 1.00 Altitude adjustment to constant 0.00256 (caution -see code) : Grd level above sea level= 7920.0 ft Average Air Density= 0.0603 Ibm/ft3 Constant= 0.00256 Adj Constant= 0.00202 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT KOBE ENGINEERING, LLC JOB TITLE GHA PHASE II craig@kobe-eng.com (970)509-0783 JOB NO. 0004 SHEET NO. Phone CALCULATED BY DATE CHECKED BY DATE Wind Loads - Other Structures: ASCE 7- 10 Ultimate Wind Pressures Wind Factor= 1.00 Gust Effect Factor (G)= 0.85 Ultimate Wind Speed= 115 mph Kzt= 1.00 Exposure= B A. Solid Freestanding Walls & Solid Signs (& open signs with less than 30% open) s/h = 0.88 Case A&B Dist to sign top(h) 5.7 ft B/s= 16.00 Cf = 1.41 Height (s) 5.0 ft Lr/s= 4.60 F=qz G Cf As = 16.0 As Width (B) 80.0 ft Kz = 0.575 As= 400.0 sf Wall Return(Lr)= 23.0 ft qz= 13.0 psf F = 6400 lbs Directionality (Kd) 0.85 Percent of open area Open reduction CaseC to gross area 0.0% factor= 1.00 Horiz dist from windward edge Cf F=qzGCfAs(psf) Case C reduction factors 0 to s 2.22 24.6 As Factor if s/h>0.8= 0.92 s to 2s 2.38 26.4 As Wall return factor 2s to 3s 1.83 20.3 As for Cf at O to s= 0.60 3s to 4s 1.41 16.0 As 4s to 5s 1.28 16.0 As 5s to 10s 0.84 16.0 As >10s 0.50 16.0 As RECEIVED 04/10/2023 ASPEN 1 BUILDING DEPARTMENT KOBE ENGINEERING, LLC JOB TITLE GHA PHASE II craig@kobe-eng.com (970)509-0783 JOB NO. 0004 SHEET NO. Phone CALCULATED BY DATE CHECKED BY DATE Snow Loads : ASCE 7-10 Nominal Snow Forces Roof slope = 4.8 deg Horiz.eave to ridge dist(W)= 80.0 ft Roof length parallel to ridge(L)= 88.0 ft Type of Roof Monoslope Ground Snow Load Pg = 100.0 psf Risk Category = II Importance Factor I = 1.0 Thermal Factor Ct = 1.00 Exposure Factor Ce = 1.0 Pf=0.7*Ce*Ct*I*Pg = 70.0 psf Unobstructed Slippery Surface no Sloped-roof Factor Cs = 1.00 Balanced Snow Load = 70.0 psf Near ground level surface balanced snow load= 100.0 psf Rain on Snow Surcharge Angle 1.60 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 0.0 psf Ps plus rain surcharge = 70.0 psf Minimum Snow Load Pm = 20.0 psf NOTE:Alternate spans of continuous beams shall be loaded with half the design roof snow Uniform Roof Design Snow Load = 70.0 psf load so as to produce the greatest possible effect-see code for loading diagrams and exceptions for gable roofs.. Windward Snow Drifts 1 -Against walls, parapets, etc Up or downwind fetch lu = 80.0 ft Projection height h = 5.7 ft Projection width/length Ip = 23.0 ft Snow density g = 27.0 pcf Balanced snow height hb = 2.59 ft hd = 3.38 ft Surcharge Load hc = 3.08 ft /Due to Drilling hc/hb>0.2= 1.2 Therefore,design for drift Drift height(hc) 3.08 ft Drift width w = 14.81 ft h hd pd Balanced Snow Load Surcharge load: pd=y*hd= 83.1 psf ���� ������ Balanced Snow load: = 70.0 psf • 153.1 psf W Windward Snow Drifts 2-Against walls, parapets, etc Lu Up or downwind fetch lu = 5.0 ft Projection height h = 5.7 ft Projection width/length Ip = 82.0 ft Snow density g = 27.0 pcf Balanced snow height hb = 2.59 ft hd = 1.71 ft hc = 3.11 ft hc/hb>0.2= 1.2 Therefore,design for drift Drift height(hd) = 1.71 ft Drift width w = 6.84 ft Surcharge load: pd=y*hd= 46.2 psf Balanced Snow load: = 70.0 psf 116.2 psf RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT ASCE ASCE 7 Hazards Report AMERICAN SOCIETY OF CIVIL ENGINEERS Address: Standard: ASCE/SEI 7-22 Elevation: 7913.88 ft(NAVD 88) 315 E Hyman Ave Risk Category: II Latitude: 39.189077 Aspen, Colorado Soil Class: D - Stiff Soil Longitude: -106.820433 81611 A pen enter for "an . .. r i i I I lit, PAYSIcs C:IIIASpn.'-. V/ll'.l -';,A,p n Cer4.,b _ r Si En,-r lel gln ..- °�. d n • • Jenn 4p rr"11. 7 r 2 V!lylila W c!JlIGS 5•! .,l Z ` SI mti! u Ht""P�tr e,S! rG W. Ma! 2 Grande -dt n.Sf e. _, V,hrl'riA,n_Arc �`E 51.,pA`r yl PM' tn r i NI4'n.Sf IANryPdfil r1, ,c lrouFl.r _A$pen Herron 9n _ t..I,man,V v' Pays T C. g C. S r.: Q' ParA v Sll,emr 5' Littb F r G f P ayi� Wbl 4 e Coo ergLR ltiaNTAN P,-,,,-,.1:4L_ Hoorindfd,Nlwr Y.1rF., S ? G A 74` ST r ':l O 1 Ite! I A Par* Ore - RECEIVED 04/10/2023 https://asce7hazardtool.online/ Page 1 of 4 Wed Sep 21 2022 ASPEN BUILDING DEPARTMENT ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: Results: PGA M : 0.18 TL : 4 SMs : 0.34 Ss : 0.29 SM1 : 0.13 Si : 0.057 SDS : 0.23 SDc : SD1 : 0.087 Vs30 260 0.50 Multi-Period MCER Spectrum o.35 Multi-Period Design Spectrum 0.45 � 0.30 j 0.40 • ~ 0.35 • 025 •• 0.30 •• • 0.20 • 0.25 • • • 0.15 + • 0.20 = • 0.15 • 0.10 • • 0.10 • 0-05 • 0.05 • • 0 - • 0 ! • • 0 _ 8 10 0 2 .1 5 2 '0 Sa(g)vs T(s) Sa(g)vs T(s) 0.35 Two-Period MCE RSpectrum 025 Two-Period Design Spectrum 0.30 • • 0.20 0.25 • 0.20 0.15 0.15 0.10 • 0.10 0.05 11\441441101b 0.05 moolimmiummmimmmmin Go 0 0 0 5 0 2 5 Sa(g)vs T(s) Sa(g)vs T(s) MCER Vertical Response Spectrum Design Vertical Response Spectrum Vertical ground motion data has not yet been made Vertical ground motion data has not yet been made available by USGS. available by USGS. RECEIVED 04/10/2023 https://asce7hazardtool.online/ Page 2 of 4 Wed Sep 21 2022 ASPEN BUILDING DEPARTMENT ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Data Accessed: Wed Sep 21 2022 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS. RECEIVED 04/10/2023 https://asce7hazardtool.online/ Page 3 of 4 Wed Sep 21 2022 ASPEN BUILDING DEPARTMENT ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS 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. RECEIVED 04/10/2023 https://asce7hazardtool.online/ Page 4 of 4 Wed Sep 21 2022 \SPEN BUILDING DEPARTMENT DETENTION TANK RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT KOBE ENGINEERING, LLC Date: 03/15/2023 PO Box 407 craig@kobe-eng.com Job Number: 0004 Winter Park, CO 80482 (970) 509-0783 Project: GHA PHASE II 1111111 DETENTION TANK SLAB DESIGN: - LOADING LID DEAD - 6" CONC PLAZA SLAB = 75 psf 6" GRAVEL = 60 psf 6" LID = 75psf LIVE = 100 psf - Wu = 1.2 (210) + 1.6 (100) = 412 psf MIDDLE SLAB _ DEAD = 75 PSF (6" SLAB) LIVE = 6 * 62.4 = 375 PSF _ Wu = 1.2 (75) + 1.6 (375) = 690 psf<= GOVERNS - a = 7'-2" - b = 12'-8" - b/a = 1.767, say 1.75 SLAB THICKNESS (MIN) = 12(12)/33 =4.25" , use 6" - T&S REINF = 0.0018*6*12 = 0.13 inA2/ft _ MAX SPA= 2*6 = 12" — SHORT REINF: (M=COEFF*qa^2/1000) Mu = 91 * 0.690 * (7.167)^2/ 1000 = 3.23 k-ft - d = 3.5" As = 3.23/4/3.5 = 0.23 inA2/ft LONG REINF: (M=COEFF*qa^2/1000) Mu = 40 * 0.690 * (7.167)^2/ 1000 = 1.42 k-ft - d = 3" As = 1.42/3/4 = 0.12 inA2/ft — Use#5 @ 12" each way (As =0.31 inA2/ft) SHEAR CHECK: (V=Cs*q*a) Vu = 0.45 * 0.690 * 7.167 = 2.23k — cVc = 0.75*2*(4000)^0.5*12*3 = 3.41 k/ft Vu > Vic_> OK RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT KOBE ENGINEERING, LLC Date: 03/15/2023 PO Box 407 craig@kobe-eng.com Job Number: 0004 Winter Park, CO 80482 (970) 509-0783 Project: GHA PHASE II IIIIIIIIII DETENTION TANK WALL DESIGN: - EQUIVALENT FLUID PRESSURE = 62.4 PCF UPPER WALL (8"thick) a = 6'-0" b = 12'-8" b/a = 2.1 HORIZ REINF: (M=COEFF * qa^2/1000) Mu = 61*(1.6*0.0624*7.5)(36)/1000 = 1.65 k-ft - d =4" As = 1.65/4/4 = 0.10 inA2/ft - VERT REINF: (M=COEFF * qa^2/1000) Mu = 1.65/61*45 = 1.21 k-ft - d = 3.5" As = 1.21/3.5/4 = 0.087in^2/ft — Use#5 @ 12" each way (As =0.31 inA2/ft) - LOWER WALL (8"thick) _ FOOTING — a =4'-6" Allowable Soil Bearing = 2000 psf — _ b = 12'-8" — Lid: 75+75+60+100 = 310 psf b/a = 2.8 Mid Slab: 75+375 =450 psf — _ Total Load = 760 psf _ HORIZ REINF: - Trapezoid Load: Mu = 61*(1.6*0.28)(4.5^2)/1000 = 0.55 k-ft Trib Width =4 ft — Uniform Load: Mu = 37(1.6*0.5)(4.5^2)/1000 = 0.60 k-ft Slab W=4 * 760 = 3,040 plf — Mu = 1.15k-ft ; d = 4" - As = 1.15/4/4 = 0.07 inA2/ft Wall = 150 (8/12) * 10.5 = 1050 plf — VERT REINF: Footing = 0.83 *2 * 145 = 240 plf Trapezoid Load: Mu = 0.55 *45/61 = 0.41 k-ft — Uniform Load: Mu = 0.60/37 * 100 = 1.62 k-ft Total Load =4330 plf — Mu = 2.03k-ft; d = 3.5" - As = 2.03/3.5/4 = 0.145 inA2/ft Req'd width = 4330/2000 = 2.165 ft. Use 2.5 ft Use#5 @ 12" EW (As = 0.31 inA2/ft) RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT BASEMENT LEVEL RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Steel Column Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: BASEMENT (GRID F2)- 5"O XS PIPE COL Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name : Pipe5xS Overall Column Height 7.5 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=7.5 ft, K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=7.5 ft, K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 156.0 lbs* Dead Load Factor AXIAL LOADS . . . ROOF:Axial Load at 7.50 ft, D = 5.0, S=34.0 k UL-OFFICE:Axial Load at 7.50 ft, D = 8.0, L= 17.20 k LL- RESTAURANT:Axial Load at 7.50 ft, D =8.0, L=26.70 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7298 : 1 Maximum Load Reactions.. Load Combination +D+0.750L+0.7505 Top along X-X k Location of max.above base 0.0 ft Bottom along X-X k At maximum location values are. . . Top along Y-Y k Pa:Axial 79.581 k Bottom along Y-Y k Pn/Omega:Allowable 109.051 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections. . . Mn-x/Omega:Allowable 17.066 k-ft Along Y-Y n at ft above base for load combination : Ma-y:Applied 0.0 k-ft Mn-y/Omega :Allowable 17.066 k-ft Along X-X in at ft above base for load combination : PASS Maximum Shear Stress Rath 0.0 : 1 Load Combination 0.0 Location of max.above base 0.0 ft At maximum location values are. . . Va:Applied 0.0 k Vn/Omega :Allowable 0.0 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 Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top ©Base @ Top 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 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Steel Section Properties : Pipe5xS Steel Section Properties : Pipe5xS RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Steel Column Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: BASEMENT (GRID F2)- 5"O XS PIPE COL Depth = 5.563 in I xx = 19.50 inA4 J = 39.000 in^4 S xx = 7.02 in^3 Diameter = 5.563 in R xx = 1.850 in Wall Thick = 0.375 in Zx = 9.500 in^3 Area = 5.730 inA2 I yy = 19.500 in^4 Weight = 20.800 plf S yy = 7.020 in^3 R yy = 1.850 in Ycg = 0.000 in Sketches 9.29k MGM +Y Load +X _ I \\_ 5.56in RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT LOWER LEVEL RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Steel Column Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: LL (GRID F2)- 3.5"O XS PIPE COL Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name : Pipe3-1/2xS Overall Column Height 7.90 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=7.90 ft,K= 1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=7.90 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 98.750 lbs* Dead Load Factor AXIAL LOADS . . . ROOF:Axial Load at 7.90 ft, D = 5.0, S=34.0 k UL:Axial Load at 7.90 ft, D = 8.0, L= 17.20 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9176 : 1 Maximum Load Reactions.. Load Combination +D+0.750L+0.750S Top along X-X k Location of max.above base 0.0 ft Bottom along X-X k At maximum location values are. . . Top along Y-Y k Pa:Axial 51.499 k Bottom along Y-Y k Pn/Omega:Allowable 56.124 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections. . . Mn-x/Omega:Allowable 7.311 k-ft Along Y-Y in at ft above base for load combination : Ma-y:Applied 0.0 k-ft Mn-y/Omega :Allowable 7.311 k-ft Along X-X in at ft above base for load combination : PASS Maximum Shear Stress Rath 0.0 : 1 Load Combination 0.0 Location of max.above base 0.0 ft At maximum location values are. . . Va :Applied 0.0 k Vn/Omega:Allowable 0.0 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 Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination ©Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top 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 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Steel Section Properties : Pipe3-1/2xS _ Steel Section Properties : Pipe3-1/2xS RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Steel Column Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: LL (GRID F2)- 3.5"0 XS PIPE COL Depth = 4.000 in I xx = 5.94 inA4 J = 11.900 in^4 S xx = 2.97 i n'3 Diameter = 4.000 in R xx = 1.310 in Wall Thick = 0.318 in Zx = 4.070 in^3 Area = 3.430 inA2 I yy = 5.940 in'4 Weight = 12.500 plf S yy = 2.970 in^3 R yy = 1.310 in Ycg = 0.000 in Sketches 219211k MU. +y Load : +X _ 4.00in RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: LL HEADER AT GRID 3H CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 2,600.0 psi Ebend-xx 1,900.0ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.12)L(0.4) a o a o D(0.16) b b a b a D(0.36)L(12) a b a a o D(0.15)S(0 7) a a o a a 1 3.50 X 8 250 j 4, Span=5.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D=0.0150, S=0.070 ksf, Tributary Width = 10.0 ft, (ROOF) Uniform Load : D=0.030, L=0.10 ksf, Tributary Width = 12.0 ft, (UL) Uniform Load : D=0.160 , Tributary Width = 1.0 ft, (PARTITION) Uniform Load : D=0.030, L=0.10 ksf, Tributary Width =4.0 ft, (ML) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.882 1 Maximum Shear Stress Ratio = 0.837 : 1 Section used for this span 3.50 X 8.250 Section used for this span 3.50 X 8.250 fb:Actual = 2,375.44 psi fv:Actual = 238.41 psi F'b = 2,693.68psi F'v = 285.00 psi Load Combination +D+0.750L+0.7505 Load Combination +D+0.750L+0.7505 Location of maximum on span = 2.500ft 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 0.073 in Ratio= 824>=360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.114 in Ratio= 524>=180 Span: 1 :+D+0.750L+0.7505 Max Upward Total Deflection 0 in Ratio= 0<180 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 D Only 0.0 0.00 0.0 0.0 Length=5.0 ft 1 0.308 0.292 0.90 1.00 1.00 1.00 1.036 1.00 1.00 1.00 2.47 746.2 2,424.3 1.44 74.9 256.5 +D+L 1.00 1.00 1.00 1.036 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=5.0 ft 1 0.838 0.795 1.00 1.00 1.00 1.00 1.036 1.00 1.00 1.00 7.47 2,257.4 2,693.7 4.36 226.6 285.0 +D+0.750L 1.00 1.00 1.00 1.036 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=5.0 ft 1 0.558 0.530 1.25 1.00 1.00 1.00 1.036 1.00 1.00 1.00 6.22 1,879.6 3,367.1 I /� +D+0.750L+0.7505 1.00 1.00 1.00 1.036 1.00 1.00 1.00 0.0 0 �6�1/ MOW Length=5.0 ft 1 0.882 0.837 1.00 1.00 1.00 1.00 1.036 1.00 1.00 1.00 7.86 2,375.4 2,693.7 4.59 238.4 285.0 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: LL HEADER AT GRID 3H 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 Cr M fb F'b V Iv F'v +0.60D 1.00 1.00 1.00 1.036 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=5.0 ft 1 0.104 0.099 1.60 1.00 1.00 1.00 1.036 1.00 1.00 1.00 1.48 447.7 4,309.9 0.86 44.9 456.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.7505 1 0.1143 2.518 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 6.288 6.288 Max Upward from Load Combinations 6.288 6.288 Max Upward from Load Cases 4.000 4.000 D Only 1.975 1.975 +D+L 5.975 5.975 +D+S 3.725 3.725 +D+0.750L 4.975 4.975 +D+0.750L+0.7505 6.288 6.288 +0.60D 1.185 1.185 L Only 4.000 4.000 S Only 1.750 1.750 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Column Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: TRIMMER STUD UNDER HEADER Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 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 1.67 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width in Allow Stress Modification Factors Wood Species Hem-Fir 3.0 Wood Grade No.2 Exact Depth 3.50 in Cf or Cv for Bending 1.50 Fb+ 850.0 psi Fv 150.0 psi Area 10.50 in^2 Cf or Cv for Compressioi 1.150 lx 10.719 in^4 Cf or Cv for Tension 1.50 Fb- 850.0 psi Ft 525.0 psi Fc-Pr!! 1,300.0 psi Density 26.840 pcf ly 7.875 in 4 Cm :Wet Use Factor 1.0 Fc Perp 405.0Ct:Temperature Fact 1.0 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 15.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr: Repetitive? No Minimum 470.0 470.0 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 : 3.268 Ibs* Dead Load Factor AXIAL LOADS . . . Axial Load at 1.670 ft, D = 1.980, L=4.0, S= 1.750 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3812 : 1 Maximum SERVICE Lateral Load Reactions. Load Combination +D+L Top along Y-1' 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 5.983 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 1,495.0 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 1.670 ft Applied Design Shear 0.0 psi Allowable Shear 240.0 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 0.1404 PASS 0.0 ft 0.0 PASS 1.670 ft +D+L 1.000 1.000 0.3812 PASS 0.0 ft 0.0 PASS 1.670 ft +D+S 1.150 1.000 0.2068 PASS 0.0 ft 0.0 PASS 1.670 ft +D+0.750L 1.250 1.000 0.2540 PASS 0.0 ft 0.0 PASS 1.670 ft +D+0.750L+0.750S 1.150 1.000 0.3488 PASS 0.0 ft 0.0 PASS 1.670 ft +0.60D 1.600 1.000 0.04738 PASS 0.0 ft 0.0 PASS 1.670 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 1.983 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Column Project File:0004.ec6 LIc#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: TRIMMER STUD UNDER HEADER 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+L 5.983 +D+S 3.733 +D+0.750L 4.983 +D+0.750L+0.750S 6.296 +0.60D 1.190 L Only 4.000 S Only 1.750 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000ft 0.000 in 0.000ft +D+L 0.0000 in 0.000ft 0.000 in 0.000ft +D+S 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.750L 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.750L+0.750S 0.0000 in 0.000ft 0.000 in 0.000ft +0.60D 0.0000 in 0.000ft 0.000 in 0.000ft L Only 0.0000 in 0.000ft 0.000 in 0.000ft S Only 0.0000 in 0.000ft 0.000 in 0.000ft Sketches 7.730k ].]30k Ilii i +X H ' V‘i Ld 1 I ��,i1 , i ) o i , in II I � I 11 Il �I i ti � i + I.' p , 2-:x4 �u I �,i �,; '�, lil = I �,1, 'V t; I, ti yy+ I �Gyu; 1I u1, Vi 3.0 in 1 '� 11 ,I i i, iI h'L .0,+1 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT LOWER & UPPER LEVEL RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: LEVEL 2 & 3 - MECH OPENING - FLOOR JOIST CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 2,600.0 psi Ebend-xx 1,900.0ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.048)L(0.16) b b b 1.75x9.5 141 IAIS Span=10.50 ft 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, L=0.10 ksf, Tributary Width = 1.60 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.487: 1 Maximum Shear Stress Ratio = 0.295 : 1 Section used for this span 1.75x9.5 Section used for this span 1.75x9.5 fb:Actual = 1,306.77psi fv:Actual = 84.14 psi F'b = 2,683.93psi F'v = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.250ft 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 0.185 in Ratio= 680>=360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.241 in Ratio= 523>=180 Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<180 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 D Only 0.0 0.00 0.0 0.0 Length= 10.50 ft 1 0.125 0.076 0.90 1.00 1.00 1.00 1.032 1.00 1.00 1.00 0.66 301.6 2,415.5 0.22 19.4 256.5 +D+L 1.00 1.00 1.00 1.032 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length= 10.50 ft 1 0.487 0.295 1.00 1.00 1.00 1.00 1.032 1.00 1.00 1.00 2.87 1,306.8 2,683.9 0.93 84.1 285.0 +D+0.750L 1.00 1.00 1.00 1.032 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length= 10.50 ft 1 0.315 0.191 1.25 1.00 1.00 1.00 1.032 1.00 1.00 1.00 2.32 1,055.5 3,354.9 0.75 68.0 356.3 +0.60D 1.00 1.00 1.00 1.032 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length= 10.50 ft 1 0.042 0.026 1.60 1.00 1.00 1.00 1.032 1.00 1.00 1.00 0.40 180.9 4,294.3 0.13 11.7 456.0 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIc#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: LEVEL 2 & 3 - MECH OPENING - FLOOR JOIST Overall Maximum Deflections Load Combination Span Max. '-Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.2409 5.288 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 1.092 1.092 Max Upward from Load Combinations 1.092 1.092 Max Upward from Load Cases 0.840 0.840 D Only 0.252 0.252 +D+L 1.092 1.092 +D+0.750L 0.882 0.882 +0.60D 0.151 0.151 L Only 0.840 0.840 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: LEVEL 2 & 3 - MECH OPENING - HEADER CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 2,600.0 psi Ebend-xx 1,900.0ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.1575)L(0.525) t t 3 0 0 O n A 1.75x9.5 z Span=4.0 ft 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, L=0.10 ksf, Tributary Width =5.250 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.232 1 Maximum Shear Stress Ratio = 0.262 : 1 Section used for this span 1.75x9.5 Section used for this span 1.75x9.5 fb:Actual = 622.27psi fv:Actual = 74.61 psi F'b = 2,683.93psi F'v = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.000ft Location of maximum on span = 3.212ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio= 3748>=360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.017 in Ratio= 2883>=180 Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<180 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 D Only 0.0 0.00 0.0 0.0 Length=4.0 ft 1 0.059 0.067 0.90 1.00 1.00 1.00 1.032 1.00 1.00 1.00 0.32 143.6 2,415.5 0.19 17.2 256.5 +D+L 1.00 1.00 1.00 1.032 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=4.0 ft 1 0.232 0.262 1.00 1.00 1.00 1.00 1.032 1.00 1.00 1.00 1.37 622.3 2,683.9 0.83 74.6 285.0 +D+0.750L 1.00 1.00 1.00 1.032 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=4.0 ft 1 0.150 0.169 1.25 1.00 1.00 1.00 1.032 1.00 1.00 1.00 1.10 502.6 3,354.9 0.67 60.3 356.3 +0.60D 1.00 1.00 1.00 1.032 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=4.0 ft 1 0.020 0.023 1.60 1.00 1.00 1.00 1.032 1.00 1.00 1.00 0.19 86.2 4,294.3 0.11 10.3 456.0 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: LEVEL 2 & 3 - MECH OPENING - HEADER Overall Maximum Deflections Load Combination Span Max. '-Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.0166 2.015 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 1.365 1.365 Max Upward from Load Combinations 1.365 1.365 Max Upward from Load Cases 1.050 1.050 D Only 0.315 0.315 +D+L 1.365 1.365 +D+0.750L 1.103 1.103 +0.60D 0.189 0.189 L Only 1.050 1.050 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: LEVEL 2 & 3 - MECH OPENING - BEAM CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 2,600.0 psi Ebend-xx 1,900.0ksi Fc-PrIl 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.165 L(0.55p(0.3151 L(1.05) D(0.048)L(0.16) b b b b 2-1.75x14 Span=18.0 ft 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, L=0.10 ksf, Tributary Width = 1.60 ft Point Load : D=0.1650, L=0.550 k @ 5.50 ft Point Load : D=0.3150, L= 1.050 k @ 7.250 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.674 1 Maximum Shear Stress Ratio = 0.317 : 1 Section used for this span 2-1.75x14 Section used for this span 2-1.75x14 fb:Actual = 1,715.74psi fv:Actual = 90.35 psi F'b = 2,546.06psi F'v = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7.292ft 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 0.450 in Ratio= 480>=360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.585 in Ratio= 369>=180 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio= 0<180 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 Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length= 18.0 ft 1 0.173 0.081 0.90 1.00 1.00 1.00 0.979 1.00 1.00 1.00 3.77 395.9 2,291.5 0.68 20.9 256.5 +D+L 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length= 18.0 ft 1 0.674 0.317 1.00 1.00 1.00 1.00 0.979 1.00 1.00 1.00 16.35 1,715.7 2,546.1 2.95 90.4 285.0 +D+0.750L 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length= 18.0 ft 1 0.435 0.205 1.25 1.00 1.00 1.00 0.979 1.00 1.00 1.00 13.20 1,385.8 3,182.6 2.38 73.0 356.3 +0.60D 1.00 1.00 1.00 0.979 1.00 1.00 1.00 0.0 0 pI, k Length= 18.0 ft 1 0.058 0.027 1.60 1.00 1.00 1.00 0.979 1.00 1.00 1.00 2.26 237.6 4,073.7 0 41" 92 5 44.10L Pam'' 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIc#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: LEVEL 2 & 3 - MECH OPENING - BEAM Overall Maximum Deflections Load Combination Span Max. '-Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.5850 8.737 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 3.184 2.640 Max Upward from Load Combinations 3.184 2.640 Max Upward from Load Cases 2.449 2.031 D Only 0.735 0.609 +D+L 3.184 2.640 +D+0.750L 2.571 2.133 +0.60D 0.441 0.366 L Only 2.449 2.031 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT UPPER LEVEL RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Steel Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: UL- (E)W12 AT RAMP CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 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 D(0.220) b b b b b D(o20)L(0.20) D(020)L(020) b b b t O b b b b D(0.220) D(0.220) b v v b O v d O b X X X j X) �) ( Y W 12x22 Yfsi W 12x22 Y Span= 15.50 ft Span= 15.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D=0.220 k/ft Load for Span Number 1 Uniform Load : D =0.220 k/ft, Tributary Width = 1.0 ft, (24"CMU WALL) Uniform Load : D =0.10, L=0.10 ksf, Tributary Width =2.0 ft, (CONC RAMP) Load for Span Number 2 Uniform Load : D =0.220 k/ft, Tributary Width = 1.0 ft, (24"CMU WALL) Uniform Load : D =0.10, L=0.10 ksf, Tributary Width =2.0 ft, (CONC RAMP/STAIR) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.592: 1 Maximum Shear Stress Ratio= 0.181 : 1 Section used for this span WI2x22 Section used for this span WI2x22 Ma:Applied 25.887 k-ft Va:Applied 8.351 k Mn/Omega:Allowable 43.721 k-ft Vn/Omega:Allowable 46.051 k Load Combination +D+L Load Combination +D+L Location of maximum on span 15.500 ft Span#where maximum occurs Span#2 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.024 in Ratio= 7,728 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Span:2: L Only Max Downward Total Deflection 0.104 in Ratio= 1793 >=180 Span:2:+D+L 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= 15.50 ft 1 0.454 0.139 11.18 -19.88 19.88 73.15 43.80 2.08 1.00 6.41 69.08 46.05 Dsgn. L= 15.50 ft 2 0.455 0.139 11.18 -19.88 19.88 73.01 43.72 2.08 1.00 6gECEI ED +D+L Dsgn. L= 15.50 ft 1 0.591 0.181 14.56 -25.89 25.89 73.15 43.80 2.08 1.00 8.35 ,(69.00g8 46.05 Dsgn. L= 15.50 ft 2 0.592 0.181 14.56 -25.89 25.89 73.01 43.72 2.08 1.00 8.350�f f i O/2® 3 +D+0.750L Dsgn. L= 15.50 ft 1 0.557 0.171 13.72 -24.39 24.39 73.15 43.80 2.08 1.00 7.87 69.08 46.05 Dsgn. L= 15.50 ft 2 0.558 0.171 13.72 -24.39 24.39 73.01 43.72 2.08 1.00 7.87 69,EJPE .05 BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Steel Beam Project File:0004.ec6 LIc#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: UL- (E) W12 AT RAMP 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 +0.60D Dsgn. L= 15.50 ft 1 0.272 0.084 6.71 -11.93 11.93 73.15 43.80 2.08 1.00 3.85 69.08 46.05 Dsgn. L= 15.50 ft 2 0.273 0.084 6.71 -11.93 11.93 73.01 43.72 2.08 1.00 3.85 69.08 46.05 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.1037 6.572 0.0000 0.000 +D+L 2 0.1029 8.990 0.0000 0.000 Vertical Reactions Support notation :Far left is#' Values in KIPS Load Combination Support 1 Support 2 Support 3 Max Upward from all Load Conditions 5.010 16.701 5.010 Max Upward from Load Combinations 5.010 16.701 5.010 Max Upward from Load Cases 3.848 12.826 3.848 D Only 3.848 12.826 3.848 +D+L 5.010 16.701 5.010 +D+0.750L 4.720 15.732 4.720 +0.60D 2.309 7.696 2.309 L Only 1.163 3.875 1.163 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT 1.0C-36 Non-Composite Deck (ASD) M I.J C 0 R• with 5 in. 145 pcf NWC V U L C R A F T Exterior Ramp Maximum Unshored Span Gage 1 Span 2 Span 3 Span 26 3'-2" 3'-9" 3'-10" 24 4'-4" 5'-0" 5'-1" 22 4'-8" 6'-0" 5'-10" 20 5'-0" 6'-8" 6'-2" Maximum Unshored Span based on: Uniform Construction Load 20.00 psf Minimum End Bearing 2.00 in. Concentrated Construction Load 150.00 plf Minimum Interior Bearing 4.00 in. Concrete Ponding Allowance 3.00 psf Maximum Deflection L/ 180 <_0.75 in. Concrete Volume 1.390 yd3/100 ft2(Note:Does not include allowance for ponding) Composite Steel Deck Properties(steel deck only) Fy wdd Se+ Se- Id+ Id- Vn/Sl Gage ksi psf in.3/ft in.3/ft in.4/ft in.4/ft kip/ft 26 60 0.9 0.065 0.068 0.039 0.039 1.656 24 60 1.2 0.099 0.103 0.057 0.057 2.754 22 60 1.5 0.129 0.131 0.07 0.07 3.389 20 60 1.8 0.16 0.16 0.083 0.083 4.1 Tables generated using calculator V4.2 based on ANSI/SDI C-2017 in accordance with 2018 IBC Section 2210. Date: 3/12/202312 NOTICE:Design defects that could cause injury or death may result from relying on the information in this document without independent verification by a qualified professional.TRf i-cf.document is provided"AS IS".Nucor Corporation and its affiliates expressly disclaim:(i)any and all representations,warranties and conditions and(ii)all liability arising out of or r la e h s'oc c VE and the information in it. Page lofl 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Steel Column Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: UL (GRID G2)- (E) 3"0 STD PIPE Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name : Pipe3STD Overall Column Height 8.167 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=8.167 ft, K= 1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=8.167 ft,K= 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 61.906 lbs* Dead Load Factor AXIAL LOADS . . . Axial Load at 8.167 ft, Xecc=3.50 in, D = 16.0 k Axial Load at 8.167 ft, Xecc= 3.50 in, D =23.0 k DESIGN SUMMARY Bending&Shear Check Results FAIL Max.Axial+Bending Stress Ratio = 3.837 : 1 Maximum Load Reactions.. Load Combination D Only Top along X-X k Location of max.above base 8.167 ft Bottom along X-X k At maximum location values are. . . Top along Y-Y k Pa:Axial 39.062 k Bottom along Y-Y k Pn/Omega:Allowable 30.842 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections. . . Mn-x/Omega:Allowable 3.934 k-ft Along Y-Y in at ft above base for load combination : Ma-y:Applied -11.375 k-ft Mn-y/Omega :Allowable 3.934 k-ft Along X-X in at ft above base for load combination : PASS Maximum Shear Stress Rath 0.1040 : 1 Load Combination D Only Location of max.above base 0.0 ft At maximum location values are. . . Va :Applied 1.393 k Vn/Omega:Allowable 13.387 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 Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination ©Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top 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 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Steel Section Properties : Pipe3STD _ Steel Section Properties : Pipe3STD RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Steel Column Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: UL (GRID G2)- (E) 3"0 STD PIPE Depth = 3.500 in I xx = 2.85 inA4 J = 5.690 in^4 S xx = 1.63 inA3 Diameter = 3.500 in R xx = 1.170 in Wall Thick = 0.216 in Zx = 2.190 in^3 Area = 2.070 inA2 I yy = 2.850 in'4 Weight = 7.580 plf S yy = 1.630 in^3 R yy = 1.170 in Ycg = 0.000 in Sketches 3e0k Ie Ok +Y Load 2 3.50in RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: General Section Property Calculator Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: UL (GRID G2)- REINFORCED SECTION PROPERTIES Final Section Properties Total Area : 11.583 in^2 lxx : 32.792 inA4 Sxx: -Y : 11.924 inA3 lyy : 36.136 in^4 Sxx: +Y : 11.924 inA3 Calculated final C.G. distance from Datum : ^ Syy: X 14.454 inA3 X cg Dist. 0.0 in Zxx : 17.753 inA3 " Y cg Dist. 0.0 in Zyy 18.565 inA3 Syy: +X 14.454 in 3 Edge Distances from CG. : r xx : 1.683 in +X 2.50 in +Y 2.750 in r yy 1.766 in -X : -2.50 in -Y : -2.750 in Rotation of All Components @ d 0.00 deg CCW I I X CG IIIIII IIMI CG Y Rectangular& Circular Shapes Rectangular Shape : 1 Height= 0.500 in Width= 4.000 in Rotation= 0 deg CCW Area= 2.000 inA2 Xcg= 0.000 in Ycg= 2.000 in RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: General Section Property Calculator Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: UL (GRID G2)- REINFORCED SECTION PROPERTIES Rectangular Shape : 2 Height= 0.500 in Width= 4.000 in Rotation= 0 deg CCW Area= 2.000 inA2 Xcg= 0.000 in Ycg= -2.000 in Rectangular Shape : 3 Height= 5.500 in Width= 0.500 in Rotation= 0 deg CCW Area= 2.750 inA2 Xcg= 2.250 in Ycg= 0.000 in Rectangular Shape : 4 Height= 5.500 in Width= 0.500 in Rotation= 0 deg CCW Area= 2.750 inA2 Xcg= -2.250 in Ycg= 0.000 in Steel Shapes Pipe3STD : 1 Area= 2.083 inA2 Rotation= 0 deg CCW Xcg= 0.000 in Ycg= 0.000 in RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Steel Column Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: UL (GRID G2)- (E) 3"0 STD PIPE (REINFORCED) Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name : Pipe3STD Overall Column Height 8.167 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=8.167 ft, K= 1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=8.167 ft,K= 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 0.0 lbs* Dead Load Factor AXIAL LOADS . . . Axial Load at 8.167 ft, Xecc=4.250 in, D =23.0 k Axial Load at 8.167 ft, Xecc=-4.250 in, D= 16.0 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3202 : 1 Maximum Load Reactions.. Load Combination D Only Top along X-X k Location of max.above base 8.167 ft Bottom along X-X k At maximum location values are. . . Top along Y-Y k Pa:Axial 39.0 k Bottom along Y-Y k Pn/Omega:Allowable 209.126 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections. . . Mn-x/Omega:Allowable 10.922 k-ft Along Y-Y in at ft above base for load combination : Ma-y:Applied -2.479 k-ft Mn-y/Omega :Allowable 10.922 k-ft Along X-X in at ft above base for load combination : PASS Maximum Shear Stress Ratio 0.004053 : 1 Load Combination D Only Location of max.above base 0.0 ft At maximum location values are. . . Va :Applied 0.3036 k Vn/Omega:Allowable 74.889 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 Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination ©Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top 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 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Steel Section Properties : Pipe3STD _ Steel Section Properties : Pipe3STD RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Steel Column Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: UL (GRID G2)- (E) 3"0 STD PIPE (REINFORCED) Depth = 4.500 in I xx = 36.20 inA4 J = 5.690 in^4 S xx = 14.50 i n'3 Diameter = 5.500 in R xx = 1.770 in Wall Thick = 0.500 in Zx = 6.080 in^3 Area = 11.580 inA2 lyy = 32.800 in'4 Weight = 0.000 plf S yy = 11.900 in^3 R yy = 1.690 in Ycg = 0.000 in Sketches Y28 Ok 16.0k 22.0k \johLoad Load 1+X A 4.50in RECEWED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Steel Column Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: UL (GRID H2) - (E) EXTERIOR 3"O STD PIPE Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name : Pipe3STD Overall Column Height 8.167 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=8.167 ft, K= 1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=8.167 ft,K= 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 61.906 lbs* Dead Load Factor AXIAL LOADS . . . Axial Load at 8.167 ft, Xecc=3.50 in, D =23.0 k DESIGN SUMMARY Bending&Shear Check Results FAIL Max.Axial+Bending Stress Ratio = 2.263 : 1 Maximum Load Reactions.. Load Combination D Only Top along X-X k Location of max.above base 8.167 ft Bottom along X-X k At maximum location values are. . . Top along Y-Y k Pa:Axial 23.062 k Bottom along Y-Y k Pn/Omega:Allowably 30.842 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections. . . Mn-x/Omega:Allowable 3.934 k-ft Along Y-Y in at ft above base for load combination : Ma-y:Applied -6.708 k-ft Mn-y/Omega :Allowable 3.934 k-ft Along X-X in at ft above base for load combination : PASS Maximum Shear Stress Rath 0.06136 : 1 Load Combination D Only Location of max.above base 0.0 ft At maximum location values are. . . Va:Applied 0.8214 k Vn/Omega :Allowable 13.387 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 Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top ©Base @ Top 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 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Steel Section Properties : Pipe3STD Steel Section Properties : Pipe3STD RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Steel Column Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: UL (GRID H2) - (E) EXTERIOR 3"O STD PIPE Depth = 3.500 in I xx = 2.85 inA4 J = 5.690 in^4 S xx = 1.63 inA3 Diameter = 3.500 in R xx = 1.170 in Wall Thick = 0.216 in Zx = 2.190 in^3 Area = 2.070 inA2 I yy = 2.850 in^4 Weight = 7.580 plf S yy = 1.630 in^3 R yy = 1.170 in Ycg = 0.000 in Sketches 23.Ok 23 Ok +Y Load 1 3.50in RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Steel Column Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: UL (GRID H2)- (E) 3"0 STD PIPE (REPLACED) Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name : HSS6x3x5/16 Overall Column Height 8.167 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=8.167 ft, K= 1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=8.167 ft,K= 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 138.512 lbs* Dead Load Factor AXIAL LOADS . . . Axial Load at 8.167 ft, Xecc= 3.250 in, D =23.0 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9126 : 1 Maximum Load Reactions.. Load Combination D Only Top along X-X k Location of max.above base 8.167 ft Bottom along X-X k At maximum location values are. . . Top along Y-Y k Pa:Axial 23.139 k Bottom along Y-Y k Pn/Omega:Allowably 70.593 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections. . . Mn-x/Omega:Allowable 15.467 k-ft Along Y-Y in at ft above base for load combination : Ma-y:Applied -6.229 k-ft Mn-y/Omega :Allowable 9.467 k-ft Along X-X in at ft above base for load combination : PASS Maximum Shear Stress Rath 0.04764 : 1 Load Combination D Only Location of max.above base 0.0 ft At maximum location values are. . . Va:Applied 0.7627 k Vn/Omega :Allowable 16.011 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 Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top ©Base @ Top 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 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Steel Section Properties : HSS6x3x5/16 Steel Section Properties : HSS6x3x5/16 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Steel Column Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: UL (GRID H2)- (E) 3"0 STD PIPE (REPLACED) Depth = 6.000 in I xx = 20.10 inA4 J = 16.900 inA4 Design Thick = 0.291 in S xx = 6.69 in"3 Cw = 8.91 in"6 Width = 3.000 in R xx = 2.070 in Wall Thick = 0.313 in Zx = 8.610 in"3 Area = 4.680 inA2 I yy = 6.670 inA4 C = 8.910 in"3 Weight = 16.960 plf S yy = 4.450 in"3 R yy = 1.190 in Zy = 5.270 in"3 Ycg = 0.000 in Sketches 23.Ok 23.Ok +Y c +X o Load 1 cd 3.00in RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: LVL 3 JOIST AT SOUTH MECH OPENING CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 2,600.0 psi Ebend-xx 1,900.0ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.048)L(0.16) b b d b b 1.75x16 1411 Span=20.0 ft 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, L=0.10 ksf, Tributary Width = 1.60 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.66R 1 Maximum Shear Stress Ratio = 0.340 : 1 Section used for this span 1.75x16 Section used for this span 1.75x16 fb:Actual = 1,671.43psi fv:Actual = 96.79 psi F'b = 2,500.24psi F'v = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 10.000ft 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 0.510 in Ratio= 470>=360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.664 in Ratio= 361 >=180 Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<180 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 D Only 0.0 0.00 0.0 0.0 Length=20.0 ft 1 0.171 0.087 0.90 1.00 1.00 1.00 0.962 1.00 1.00 1.00 2.40 385.7 2,250.2 0.42 22.3 256.5 +D+L 1.00 1.00 1.00 0.962 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=20.0 ft 1 0.669 0.340 1.00 1.00 1.00 1.00 0.962 1.00 1.00 1.00 10.40 1,671.4 2,500.2 1.81 96.8 285.0 +D+0.750L 1.00 1.00 1.00 0.962 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=20.0 ft 1 0.432 0.219 1.25 1.00 1.00 1.00 0.962 1.00 1.00 1.00 8.40 1,350.0 3,125.3 1.46 78.2 356.3 +0.60D 1.00 1.00 1.00 0.962 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=20.0 ft 1 0.058 0.029 1.60 1.00 1.00 1.00 0.962 1.00 1.00 1.00 1.44 231.4 4,000.4 0.25 13.4 456.0 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: LVL 3 JOIST AT SOUTH MECH OPENING Overall Maximum Deflections Load Combination Span Max. '-Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.6636 10.073 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 2.080 2.080 Max Upward from Load Combinations 2.080 2.080 Max Upward from Load Cases 1.600 1.600 D Only 0.480 0.480 +D+L 2.080 2.080 +D+0.750L 1.680 1.680 +0.60D 0.288 0.288 L Only 1.600 1.600 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: LVL 3 BEAM AT SOUTH MECH OPENING CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 2,600.0 psi Ebend-xx 1,900.0ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.6)L(2) D(0.048)L(0.16) b b b b b 2-1.75x16 Span=22.0 ft 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, L=0.10 ksf, Tributary Width = 1.60 ft Point Load : D=0.60, L=2.0 k @ 2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.492 1 Maximum Shear Stress Ratio = 0.412 : 1 Section used for this span 2-1.75x16 Section used for this span 2-1.75x16 fb:Actual = 1,230.93psi fv:Actual = 117.44 psi F'b = 2,500.24psi F'v = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 9.876ft 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 0.466 in Ratio= 566>=360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.606 in Ratio= 435>=180 Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<180 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 Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length=22.0 ft 1 0.126 0.106 0.90 1.00 1.00 1.00 0.962 1.00 1.00 1.00 3.53 284.1 2,250.2 1.01 27.1 256.5 +D+L 1.00 1.00 1.00 0.962 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=22.0 ft 1 0.492 0.412 1.00 1.00 1.00 1.00 0.962 1.00 1.00 1.00 15.32 1,230.9 2,500.2 4.38 117.4 285.0 +D+0.750L 1.00 1.00 1.00 0.962 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=22.0 ft 1 0.318 0.266 1.25 1.00 1.00 1.00 0.962 1.00 1.00 1.00 12.37 994.2 3,125.3 3.54 94.9 356.3 +0.60D 1.00 1.00 1.00 0.962 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=22.0 ft 1 0.043 0.036 1.60 1.00 1.00 1.00 0.962 1.00 1.00 1.00 2.12 170.4 4,000.4 0.61 16. 1 456.0t. ' 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: LVL 3 BEAM AT SOUTH MECH OPENING Overall Maximum Deflections Load Combination Span Max. '-Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.6058 10.759 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 4.652 2.524 Max Upward from Load Combinations 4.652 2.524 Max Upward from Load Cases 3.578 1.942 D Only 1.073 0.583 +D+L 4.652 2.524 +D+0.750L 3.757 2.039 +0.60D 0.644 0.350 L Only 3.578 1.942 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT ROOF RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: (E) ROOF BEAM -ALONG GRID 2, BETWEEN A& D CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 2,400.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade : 24F-V8 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.06) L(0.215) b b b b b b b b b b D(0.32)L(2.93) D(0.32tL(1.86) D(0.32)L(1.86) 8 0 - b b b 0 b b b b b Iiii 5.125x12 5.125x12 5.125x12 1414 144 Span=12.0 ft Span=16.0 ft Span=8.250 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D=0.320, L=2.930 , Tributary Width = 1.0 ft Uniform Load : L=0.060 k/ft, Extent= 8.0-->> 12.0 ft, Tributary Width = 1.0 ft, (RTU 2) Load for Span Number 2 Uniform Load : D=0.320, L= 1.860 , Tributary Width = 1.0 ft Uniform Load : L=0.2150 k/ft, Extent= 7.0-->> 11.0 ft, Tributary Width = 1.0 ft Load for Span Number 3 Uniform Load : D=0.320, L= 1.860 , Tributary Width = 1.0 ft DESIGN SUMMARY Design N.G. Maximum Bending Stress Ratio = 2.300 1 Maximum Shear Stress Ratio = 1.977 : 1 Section used for this span 5.125x12 Section used for this span 5.125x12 fb:Actual = 5,520.91 psi fv:Actual = 523.89 psi F'b = 2,400.00psi F'v = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 12.000ft Location of maximum on span = 11.092 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0 in Ratio= 0<360 n/a Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.513 in Ratio= 280>=240 Span:2:+D+L Max Upward Total Deflection -0.052 in Ratio= 1887>=240 Span:3:+D+L Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx Cv Cfu C i C r M fb F'b V fv F'v +D+L 0.0 0.00 0.0 0.0 Length= 12.0 ft 1 2.300 1.977 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 56.59 5,520.9 2,400.0 21.48 523.9 265.0 Length= 16.0 ft 2 2.300 1.977 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 56.59 5,520.9 2,400.0 1 s: :11 D Length=8.250 ft 3 1.451 1.977 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 35.69 3,482.3 2,400.0 1 . - 6 .0 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: (E) ROOF BEAM -ALONG GRID 2, BETWEEN A & D Overall Maximum Deflections Load Combination Span Max. '-Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.5131 5.143 0.0000 0.000 +D+L 2 0.6090 8.605 +D+L -0.0022 0.269 3 0.0000 8.605 +D+L -0.0524 2.011 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Max Upward from all Load Conditions 14.904 43.725 30.098 4.721 Max Upward from Load Combinations 14.904 43.725 30.098 4.721 Max Upward from Load Cases 13.491 38.386 25.454 4.034 D Only 1.413 5.339 4.645 0.687 +D+L 14.904 43.725 30.098 4.721 +D+0.750L 11.531 34.128 23.735 3.712 +0.60D 0.848 3.203 2.787 0.412 L Only 13.491 38.386 25.454 4.034 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Steel Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: (N) ROOF BEAM -ALONG GRID 2, BETWEEN A& B CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 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 L(0.d060) b d d b D(0.320)d L(2.930) b d d b X W8x28 Span= 12.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.320, L=2.930 k/ft, Tributary Width = 1.0 ft Uniform Load : L= 0.060 k/ft, Extent=8.0-->> 12.0 ft, Tributary Width = 1.0 ft, (RTU 2) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.873: 1 Maximum Shear Stress Ratio= 0.432 : 1 Section used for this span W8x28 Section used for this span W8x28 Ma:Applied 59.244 k-ft Va:Applied 19.868 k Mn/Omega:Allowable 67.864 k-ft Vn/Omega:Allowable 45.942 k Load Combination +D+L Load Combination +D+L Location of maximum on span 12.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0 <360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.543 in Ratio= 265 >=240. Span: 1 :+D+L Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 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+L Dsgn. L= 12.00 ft 1 0.873 0.432 59.24 59.24 113.33 67.86 1.00 1.00 19.87 68.91 45.94 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.5430 6.034 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 19.708 19.868 Max Upward from Load Combinations 19.708 19.868 Max Upward from Load Cases 17.620 17.780 D Only 2.088 2.088 +D+L 19.708 19.868 RECEIVED +D+0.750L 15.303 15.423 +0.60D 1.253 1.253 L Only 17.620 17.780 0 4/10/2 0 2 3 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Steel Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: (N) ROOF BEAM -ALONG GRID 2, BETWEEN B & C CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 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 L(0.1250) b b b b b L(0.2150) b b b b b D(0.320)b L(1.860) b b b b X ( ) (X) W8x48 Span= 16.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.320, L= 1.860 k/ft, Tributary Width = 1.0 ft Uniform Load : L = 0.2150 k/ft, Extent=7.0-->> 11.0 ft, Tributary Width = 1.0 ft, (RTU 1) Uniform Load : L= 0.1250 k/ft, Extent= 10.0-->> 14.0 ft, Tributary Width = 1.0 ft, (RTU 3) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.615: 1 Maximum Shear Stress Ratio= 0.275 : 1 Section used for this span W8x48 Section used for this span W8x48 Ma:Applied 75.215 k-ft Va:Applied 18.683 k Mn/Omega:Allowable 122.255 k-ft Vn/Omega:Allowable 68.0 k Load Combination +D+L Load Combination +D+L Location of maximum on span 16.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0 <360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.651 in Ratio= 295 >=240. Span: 1 :+D+L Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 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+L Dsgn. L= 16.00 ft 1 0.615 0.275 75.21 75.21 204.17 122.26 1.00 1.00 18.68 102.00 68.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.6505 8.046 0.0000 0.000 Vertical Reactions Support notation : Far left is It Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 18.325 18.683 Max Upward from Load Combinations 18.325 18.683 �C Al V`� /� Max Upward from Load Cases 15.381 15.739 D Only 2.944 2.944 +D+L 18.325 18.683 +D+0.750L 14.480 14.748 0 4/10/2 0 2 3 +0.60D 1.766 1.766 L Only 15.381 15.739 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Steel Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: (N) ROOF BEAM -ALONG GRID 2, BETWEEN C & D CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 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 D(0.320)b L(1.860) O O O b W8x28 Span=8.250 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D =0.320, L= 1.860 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.277: 1 Maximum Shear Stress Ratio= 0.198 : 1 Section used for this span W8x28 Section used for this span W8x28 Ma:Applied 18.785 k-ft Va:Applied 9.108 k Mn/Omega:Allowable 67.864 k-ft Vn/Omega:Allowable 45.942 k Load Combination +D+L Load Combination +D+L 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 <360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.081 in Ratio= 1217 >=240. Span: 1 : +D+L Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 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+L Dsgn. L= 8.25 ft 1 0.277 0.198 18.79 18.79 113.33 67.86 1.00 1.00 9.11 68.91 45.94 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.0813 4.149 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 9.108 9.108 Max Upward from Load Combinations 9.108 9.108 Max Upward from Load Cases 7.673 7.673 D Only 1.436 1.436 +D+L 9.108 9.108 +D+0.750L 7.190 7.190 +0.60D 0.861 0.861 p� \ L Only 7.673 7.673 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: (E) ROOF BEAM -ALONG GRID 2, BETWEEN D & F CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 2,400.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade : 24F-V8 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.107) b b b b L(0.06) b b b b b L(0.06) b b b b L(0.185) L(0.215) ,, ,, b D(0.32)L(1.86) D(0.32)L(1.86) b b b b b 8 8 8 b 5.125x12 5.125x12 Span=13.330 ft Span=13.330 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D=0.320, L= 1.860 , Tributary Width = 1.0 ft Uniform Load : L=0.1850 k/ft, Extent=4.0-->>8.0 ft, Tributary Width = 1.0 ft, (RTU 4) Load for Span Number 2 Uniform Load : D=0.320, L= 1.860 , Tributary Width = 1.0 ft Uniform Load : L=0.2150 k/ft, Extent= 0.0-->>4.0 ft, Tributary Width = 1.0 ft, (RTU 6) Uniform Load : L=0.060 k/ft, Extent= 0.0-->>8.0 ft, Tributary Width = 1.0 ft, (RTU 5) Uniform Load : L=0.060 k/ft, Extent= 10.50-->> 13.330 ft, Tributary Width = 1.0 ft, (RTU 7) Uniform Load : L=0.1070 k/ft, Extent= 11.50-->> 13.330 ft, Tributary Width = 1.0 ft, (RTU 9) DESIGN SUMMARY Design N.G. Maximum Bending Stress Ratio = 2.064 1 Maximum Shear Stress Ratio = 1.577 : 1 Section used for this span 5.125x12 Section used for this span 5.125x12 fb:Actual = 4,953.28psi fv:Actual = 417.95 psi F'b = 2,400.00psi F'v = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 13.330ft Location of maximum on span = 13.330 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0 in Ratio= 0<360 n/a Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.510 in Ratio= 313>=240 Span:2: +D+L Max Upward Total Deflection 0 in Ratio= 0<240 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 Cv Cfu C i C r M fb F'b V fv F'v +D+L 0.0 0.00 0.0 0.0 Length=13.330 ft 1 2.064 1.577 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 50.77 4,953.3 2,400.0 1 �� 6 .0 � Length=13.330 ft 2 2.064 1.577 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 50.77 4,953.3 2,400.0 1 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: (E) ROOF BEAM -ALONG GRID 2, BETWEEN D & F Overall Maximum Deflections Load Combination Span Max. '-Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.5098 5.660 0.0000 0.000 +D+L 2 0.5083 7.745 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Max Upward from all Load Conditions 11.217 38.286 11.417 Max Upward from Load Combinations 11.217 38.286 11.417 Max Upward from Load Cases 9.550 32.732 9.751 D Only 1.666 5.554 1.666 +D+L 11.217 38.286 11.417 +D+0.750L 8.829 30.103 8.979 +0.60D 1.000 3.332 1.000 L Only 9.550 32.732 9.751 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Steel Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: (N) ROOF BEAM -ALONG GRID 2, BETWEEN D & E CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 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 L(0 1850) D(0.320)v L(1.860) b v X 4110't W8x28 Span= 13.330 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.320, L= 1.860 k/ft, Tributary Width = 1.0 ft Uniform Load : L= 0.1850 k/ft, Extent=4.0-->> 8.0 ft, Tributary Width = 1.0 ft, (RTU 4) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.753: 1 Maximum Shear Stress Ratio= 0.329 : 1 Section used for this span W8x28 Section used for this span W8x28 Ma:Applied 51.099 k-ft Va:Applied 15.123 k Mn/Omega:Allowable 67.864 k-ft Vn/Omega:Allowable 45.942 k Load Combination +D+L Load Combination +D+L 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 <360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.576 in Ratio= 278 >=180 Span: 1 :+D+L 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+L Dsgn. L= 13.33 ft 1 0.753 0.329 51.10 51.10 113.33 67.86 1.00 1.00 15.12 68.91 45.94 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.5755 6.665 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 15.123 15.049 Max Upward from Load Combinations 15.123 15.049 Max Upward from Load Cases 12.804 12.730 D Only 2.319 2.319 +D+L 15.123 15.049 RECEIVED +D+0.750L 11.922 11.867 1,�► +0.60D 1.392 1.392 L Only 12.804 12.730 0 4/10/2 0 2 3 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Steel Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: (N) ROOF BEAM -ALONG GRID 2, BETWEEN E & F CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 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 L(0.10703 b O O O L(0.060) a b o b L(0.060) b b b b L(0.2150) v D(0.320)O L(1.860) b d O b W8x28 Ir Span=13.330 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.320, L= 1.860 k/ft, Tributary Width = 1.0 ft Uniform Load : L = 0.2150 k/ft, Extent=0.0-->>4.0 ft, Tributary Width = 1.0 ft, (RTU 6) Uniform Load : L = 0.060 k/ft, Extent=0.0-->>8.0 ft, Tributary Width = 1.0 ft, (RTU 5) Uniform Load : L= 0.060 k/ft, Extent= 10.50-->> 13.330 ft, Tributary Width = 1.0 ft, (RTU 7) Uniform Load : L= 0.1070 k/ft, Extent= 11.50-->> 13.330 ft, Tributary Width = 1.0 ft, (RTU 9) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.752: 1 Maximum Shear Stress Ratio= 0.344 : 1 Section used for this span W8x28 Section used for this span W8x28 Ma:Applied 51.024 k-ft Va:Applied 15.815 k Mn/Omega:Allowable 67.864 k-ft Vn/Omega:Allowable 45.942 k Load Combination +D+L Load Combination +D+L 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 <360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.578 in Ratio= 277 >=180 Span: 1 : +D+L 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+L Dsgn. L= 13.33 ft 1 0.752 0.344 51.02 51.02 113.33 67.86 1.00 1.00 15.81 68.91 45.94 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.5781 6.665 0.000 EWED Vertical Reactions Support notation : Far left is#' Values in KIP %� Load Combination Support 1 Support 2 0 4 Z O 2 0 2 3 Max Upward from all Load Conditions 15.815 15.324 Max Upward from Load Combinations 15.815 15.324 Max Upward from Load Cases 13.495 13.004 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Steel Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: (N) ROOF BEAM -ALONG GRID 2, BETWEEN E & F Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 D Only 2.319 2.319 +D+L 15.815 15.324 +D+0.750L 12.441 12.073 +0.60D 1.392 1.392 L Only 13.495 13.004 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT KOBE ENGINEERING, LLC Date: 02/25/2023 PO Box 407 craig@kobe-eng.com Job Number: 0004 Winter Park, CO 80482 (970) 509-0783 Project: GHA PHASE II SEAT ANGLE CONNECTION ANGLE SIZE: L5x3 (LLV) P = 23k e = 1.75" M = 23*1.75 = 40.25 k-in Try 1/4" FILLET ALL AROUND SHEAR: 3.71 k/in * 10 in = 37.1 k > 23 k OK MOMENT: T/C = 40.25 k-in / 5 in = 8.05 k WELD = 8.05 k / 5.5 in = 1.46 k/in < 3.71 k/in OK ANGLE THICKNESS: L TRY t=1/2" k = 1" e = 1.75" - 1" = 0.75" M = 23k * 0.75" = 17.25 k-in t(req'd) = ((17.25*6)/(0.75*36*6.5))"2 = 0.77 in > 0.5in ADD 3/8" STIFF PLATE 111111111 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: (E) ROOF BEAM -ALONG GRID 2, BETWEEN F & H CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 2,400.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade : 24F-V8 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.06) b 0 b b b L(0.107) L(0.2) b b b b b b b b b b D(0.32)L(1.86) D(0.32)L(2.93) 8 b b b b b b b I 5.125x12 5.125x12 0 144 Span=13.330 ft Span=13.330 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D=0.320, L= 1.860 , Tributary Width = 1.0 ft Uniform Load : L=0.1070 k/ft, Extent= 0.0-->>4.0 ft, Tributary Width = 1.0 ft, (RTU 9) Uniform Load : L=0.060 k/ft, Extent= 0.0-->>4.0 ft, Tributary Width = 1.0 ft, (RTU 7) Load for Span Number 2 Uniform Load : D=0.320, L=2.930 , Tributary Width = 1.0 ft Uniform Load : L=0.20 k/ft, Extent=3.0-->>7.0 ft, Tributary Width = 1.0 ft, (RTU 8) DESIGN SUMMARY Design N.G. Maximum Bending Stress Ratio = 2.518 1 Maximum Shear Stress Ratio = 2.184 : 1 Section used for this span 5.125x12 Section used for this span 5.125x12 fb:Actual = 6,038.64psi fv:Actual = 578.88 psi F'b = 2,400.00psi F'v = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 13.330ft Location of maximum on span = 13.330 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0 in Ratio= 0<360 n/a Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.915 in Ratio= 174<240 Span:2:+D+L Max Upward Total Deflection -0.032 in Ratio= 4946>=240 Span: 1 :+D+L Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx Cv Cfu C i C r M fb F'b V fv F'v +D+L 0.0 0.00 0.0 0.0 Length=13.330 ft 1 2.516 2.184 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 61.90 6,038.6 2,400.0 23.73 578.9 265.0 Length=13.330 ft 2 2.516 2.184 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 61.90 6,038.6 2,400.0 2i71357.A 265.0 t .4 VEC 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: (E) ROOF BEAM -ALONG GRID 2, BETWEEN F & H Overall Maximum Deflections Load Combination Span Max. '-Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.3397 5.064 +D+L -0.0323 12.287 +D+L 2 0.9155 7.447 0.0000 12.287 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Max Upward from all Load Conditions 10.543 46.256 17.407 Max Upward from Load Combinations 10.543 46.256 17.407 Max Upward from Load Cases 8.877 40.701 15.741 D Only 1.666 5.554 1.666 +D+L 10.543 46.256 17.407 +D+0.750L 8.324 36.080 13.472 +0.60D 1.000 3.332 1.000 L Only 8.877 40.701 15.741 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Steel Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: (N) ROOF BEAM -ALONG GRID 2, BETWEEN F & G CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 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 L(0.060) b b b b b L(0.1070) v b b b b D(0.320)a L(1.860) b b . o X X` 106, W8x28 r Span= 13.330 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.320, L= 1.860 k/ft, Tributary Width = 1.0 ft Uniform Load : L= 0.1070 k/ft, Extent=0.0-->>4.0 ft, Tributary Width = 1.0 ft, (RTU 9) Uniform Load : L = 0.060 k/ft, Extent=0.0-->>4.0 ft, Tributary Width = 1.0 ft, (RTU 7) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.733: 1 Maximum Shear Stress Ratio= 0.333 : 1 Section used for this span W8x28 Section used for this span W8x28 Ma:Applied 49.712 k-ft Va:Applied 15.284 k Mn/Omega:Allowable 67.864 k-ft Vn/Omega:Allowable 45.942 k Load Combination +D+L Load Combination +D+L 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 <360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.563 in Ratio= 284 >=180 Span: 1 :+D+L 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+L Dsgn. L= 13.33 ft 1 0.733 0.333 49.71 49.71 113.33 67.86 1.00 1.00 15.28 68.91 45.94 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.5630 6.665 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 15.284 14.817 Max Upward from Load Combinations 15.284 14.817 �C Al V`� /� Max Upward from Load Cases 12.965 12.497 D Only 2.319 2.319 +D+L 15.284 14.817 +D+0.750L 12.043 11.692 0 4/10/2 0 2 3 +0.60D 1.392 1.392 L Only 12.965 12.497 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Steel Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: (N) ROOF BEAM -ALONG GRID 2, BETWEEN G & H CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 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 L(0.20) b b d D(0.320)d L(2.930) d b x Yll W8x48 y Span= 13.330 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.320, L=2.930 k/ft, Tributary Width = 1.0 ft Uniform Load : L= 0.20 k/ft, Extent=3.0-->>7.0 ft, Tributary Width = 1.0 ft, (RTU 8) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.616: 1 Maximum Shear Stress Ratio= 0.331 : 1 Section used for this span W8x48 Section used for this span W8x48 Ma:Applied 75.249 k-ft Va:Applied 22.481 k Mn/Omega:Allowable 122.255 k-ft Vn/Omega:Allowable 68.0 k Load Combination +D+L Load Combination +D+L 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 <360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.452 in Ratio= 354 >=180 Span: 1 :+D+L 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+L Dsgn. L= 13.33 ft 1 0.616 0.331 75.25 75.25 204.17 122.26 1.00 1.00 22.48 102.00 68.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.4524 6.665 0.0000 0.000 Vertical Reactions Support notation : Far left is it Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 22.481 22.281 Max Upward from Load Combinations 22.481 22.281 Max Upward from Load Cases 20.028 19.829 D Only 2.453 2.453 +D+L 22.481 22.281 RECEIVED +D+0.750L 17.474 17.324 �1 +0.60D 1.472 1.472 L Only 20.028 19.829 0 4/10/2 0 2 3 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: (E) ROOF BEAM -ALONG GRID 3, BETWEEN A& D CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 2,400.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade : 24F-V8 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.160)h L(0.860) ,, A 5.125x12 5.125x12 5.125x12 141 Span=12.0 ft Span=16.0 ft Span=8.250 ft�, •. Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D =0.160, L=0.860 k/ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.88a 1 Maximum Shear Stress Ratio = 0.696 : 1 Section used for this span 5.125x12 Section used for this span 5.125x12 fb:Actual = 2,130.42psi fv:Actual = 184.36 psi F'b = 2,400.00psi F'v = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 12.000ft Location of maximum on span = 12.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0 in Ratio= 0<360 n/a Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.328 in Ratio= 585>=240 Span:2:+D+L Max Upward Total Deflection -0.029 in Ratio= 3465>=240 Span:3:+D+L Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx Cv Cfu C i C r M fb F'b V fv F'v +D+L 0.0 0.00 0.0 0.0 Length= 12.0 ft 1 0.888 0.696 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 21.84 2,130.4 2,400.0 7.56 184.4 265.0 Length= 16.0 ft 2 0.888 0.696 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 21.84 2,130.4 2,400.0 7.56 184.4 265.0 Length=8.250 ft 3 0.716 0.696 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 17.60 1,717.5 2,400.0 5.39 184.4 265.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.1186 4.739 +D+L -0.0033 1 +D+L 2 0.0000 8.336 0.0 E C •S• VED 3 0.0000 8.336 +D+L -0.02828 ,�1... 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: (E) ROOF BEAM -ALONG GRID 3, BETWEEN A& D Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Max Upward from all Load Conditions 4.380 16.551 14.398 2.129 Max Upward from Load Combinations 4.380 16.551 14.398 2.129 Max Upward from Load Cases 3.646 13.775 11.983 1.772 D Only 0.735 2.776 2.415 0.357 +D+L 4.380 16.551 14.398 2.129 +D+0.750L 3.469 13.107 11.403 1.686 +0.60D 0.441 1.666 1.449 0.214 L Only 3.646 13.775 11.983 1.772 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: NEW RAFTER- BETWEEN 1 &2, ALONG D CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 2,600.0 psi Ebend-xx 1,900.0ksi Fc-PrIl 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.04 OA 14) L 0,0.05) - bt o v b b o b b b b 3.50 X 11.875 i'F- yin Span=21.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D=0.0150, L=0.070 ksf, Tributary Width = 1.0 ft Varying Uniform Load : L=0.0->0.050 k/ft, Extent=9.167-->> 16.50 ft, Trib Width = 1.0 ft Varying Uniform Load : L=0.0460->0.0140 k/ft, Extent= 16.50-->>21.750 ft, Trib Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.325 1 Maximum Shear Stress Ratio = 0.137 : 1 Section used for this span 3.50 X 11.875 Section used for this span 3.50 X 11.875 fb:Actual = 875.24 psi fv:Actual = 39.01 psi F'b = 2,683.93psi F'v = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 11.669ft Location of maximum on span = 20.797 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.471 in Ratio= 554>=240 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio= 0<240 n/a Max Downward Total Deflection 0.553 in Ratio= 472>=180 Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<180 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 D Only 0.0 0.00 0.0 0.0 Length=21.750 ft 1 0.054 0.021 0.90 1.00 1.00 1.00 1.032 1.00 1.00 1.00 0.89 129.4 2,415.5 0.15 5.4 256.5 +D+L 1.00 1.00 1.00 1.032 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.750 ft 1 0.326 0.137 1.00 1.00 1.00 1.00 1.032 1.00 1.00 1.00 6.00 875.2 2,683.9 1.08 39.0 285.0 +D+0.750L 1.00 1.00 1.00 1.032 1.00 1.00 1.00 0.0 '.4% CtivED Length=21.750 ft 1 0.205 0.086 1.25 1.00 1.00 1.00 1.032 1.00 1.00 1.00 4.72 688.6 3,354.9 . 4 +0.60D 1.00 1.00 1.00 1.032 1.00 1.00 1.00 0.0 0.00 0.0 0.0 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: NEW RAFTER- BETWEEN 1 & 2, ALONG D 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 Cr M fb F'b V fv F'v Length=21.750 ft 1 0.018 0.007 1.60 1.00 1.00 1.00 1.032 1.00 1.00 1.00 0.53 77.6 4,294.3 0.09 3.2 456.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.5528 11.034 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 1.012 1.178 Max Upward from Load Combinations 1.012 1.178 Max Upward from Load Cases 0.848 1.015 D Only 0.163 0.163 +D+L 1.012 1.178 +D+0.750L 0.799 0.924 +0.60D 0.098 0.098 L Only 0.848 1.015 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: (E) ROOF BEAM -ALONG GRID 3, BETWEEN F & H CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 2,400.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade : 24F-V8 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.160)L(0.860) A b p 5.125x12 A 5.125x12 Span=16.0 ft Span=12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D =0.160, L=0.860 k/ft DESIGN SUMMARY Design N.G. Maximum Bending Stress Ratio = 1.092 1 Maximum Shear Stress Ratio = 0.822 : 1 Section used for this span 5.125x12 Section used for this span 5.125x12 fb:Actual = 2,621.13psi fv:Actual = 217.80 psi F'b = 2,400.00psi F'v = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 16.000ft Location of maximum on span = 15.017 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0 in Ratio= 0<360 n/a Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.604 in Ratio= 317>=240 Span:2:+D+L Max Upward Total Deflection -0.033 in Ratio= 4408>=240 Span:2:+D+L Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx Cv Cfu C i C r M fb F'b V fv F'v +D+L 0.0 0.00 0.0 0.0 Length= 16.0 ft 1 1.092 0.822 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 26.87 2,621.1 2,400.0 8.93 217.8 265.0 Length= 12.0 ft 2 1.092 0.822 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 26.87 2,621.1 2,400.0 7.47 217.8 265.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.6044 7.151 0.0000 0.000 +D+L 2 0.0655 8.045 +D+L -0.0327 1.676 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: (E) ROOF BEAM -ALONG GRID 3, BETWEEN F & H Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Max Upward from all Load Conditions 6.587 18.385 3.961 Max Upward from Load Combinations 6.587 18.385 3.961 Max Upward from Load Cases 5.483 15.301 3.297 D Only 1.105 3.084 0.664 +D+L 6.587 18.385 3.961 +D+0.750L 5.217 14.559 3.137 +0.60D 0.663 1.850 0.399 L Only 5.483 15.301 3.297 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: NEW RAFTER- BETWEEN 1 &2, ALONG EAST SCREEN WALL CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 2,600.0 psi Ebend-xx 1,900.0ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.046,0.014) L(0.083) b b b b b b b b b b b D(0.015)L(0.07) b b b b 3.50 X 11.875 Span=21.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D=0.0150, L=0.070 ksf, Tributary Width = 1.0 ft Uniform Load : L=0.0830 k/ft, Extent= 0.0-->> 16.50 ft, Tributary Width = 1.0 ft Varying Uniform Load : L=0.0460->0.0140 k/ft, Extent= 16.50-->>21.750 ft, Trib Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.53a 1 Maximum Shear Stress Ratio = 0.207 : 1 Section used for this span 3.50 X 11.875 Section used for this span 3.50 X 11.875 fb:Actual = 1,401.70psi fv:Actual = 59.07 psi F'b = 2,603.71 psi F'v = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 10.716ft 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 0.800 in Ratio= 326>=240 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio= 0<240 n/a Max Downward Total Deflection 0.882 in Ratio= 295>=180 Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<180 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 D Only 0.0 0.00 0.0 0.0 Length=21.750 ft 1 0.055 0.021 0.90 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.89 129.4 2,343.3 0.15 5.4 256.5 +D+L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.750 ft 1 0.538 0.207 1.00 1.00 1.00 1.00 1.001 1.00 1.00 1.00 9.61 1,401.7 2,603.7 1.64 59.1 285.0 +D+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.750 ft 1 0.333 0.128 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 7.43 1,083.6 3,254.6 is.- -" 1 0 +0.60D 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 c 1 0 Length=21.750 ft 1 0.019 0.007 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.53 77.6 4,165.9 0.09 3.2 456.0 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: NEW RAFTER- BETWEEN 1 & 2, ALONG EAST SCREEN WALL Overall Maximum Deflections Load Combination Span Max. '-Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.8819 10.875 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 1.797 1.579 Max Upward from Load Combinations 1.797 1.579 Max Upward from Load Cases 1.634 1.416 D Only 0.163 0.163 +D+L 1.797 1.579 +D+0.750L 1.388 1.225 +0.60D 0.098 0.098 L Only 1.634 1.416 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: NEW RAFTER- BETWEEN 1 &2, RTU 3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 2,600.0 psi Ebend-xx 1,900.0ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.07) b b b b b L 0.046,0.014) L 0,0.05)) b b b b b b 2-1.75x11.87 Span=21.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D=0.0150, L=0.070 ksf, Tributary Width = 1.0 ft Varying Uniform Load : L=0.0->0.050 k/ft, Extent=9.167-->> 16.50 ft, Trib Width = 1.0 ft Varying Uniform Load : L=0.0460->0.0140 k/ft, Extent= 16.50-->>21.750 ft, Trib Width = 1.0 ft Uniform Load : L=0.070 k/ft, Extent=6.0-->> 12.250 ft, Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.443 1 Maximum Shear Stress Ratio = 0.160 : 1 Section used for this span 2-1.75x11.87 Section used for this span 2-1.75x11.87 fb:Actual = 1,152.39psi fv:Actual = 45.63 psi F'b = 2,603.71 psi F'v = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 10.796ft Location of maximum on span = 20.797 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.634 in Ratio= 411 >=240 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio= 0<240 n/a Max Downward Total Deflection 0.716 in Ratio= 364>=180 Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<180 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 Ft V fv F'v D Only 0.0 0.00 0.0 0.0 Length=21.750 ft 1 0.055 0.021 0.90 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.89 129.4 2,343.3 0.15 5.4 256.5 +D+L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.750 ft 1 0.443 0.160 1.00 1.00 1.00 1.00 1.001 1.00 1.00 1.00 7.90 1,152.4 2,603.7 1. V +D+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 (O. ED ,., Length=21.750 ft 1 0.275 0.100 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 6.15 896.6 3,254.6 0.99 35.6 356.3 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: NEW RAFTER- BETWEEN 1 & 2, RTU 3 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 Cr M fb F'b V Iv F'v +0.60D 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.750 ft 1 0.019 0.007 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.53 77.6 4,165.9 0.09 3.2 456.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.7158 10.954 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 1.266 1.362 Max Upward from Load Combinations 1.266 1.362 Max Upward from Load Cases 1.102 1.198 D Only 0.163 0.163 +D+L 1.266 1.362 +D+0.750L 0.990 1.062 +0.60D 0.098 0.098 L Only 1.102 1.198 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: NEW RAFTER- BETWEEN 1 &2, RTU 4 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 2,600.0 psi Ebend-xx 1,900.0ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.075) b b b b b 1,046,0 L 0,0.05)) b b b v b b b b 3.50 X 11.875 141 Span=21.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D=0.0150, L=0.070 ksf, Tributary Width = 1.0 ft Varying Uniform Load : L=0.0->0.050 k/ft, Extent=9.167-->> 16.50 ft, Trib Width = 1.0 ft Varying Uniform Load : L=0.0460->0.0140 k/ft, Extent= 16.50-->>21.750 ft, Trib Width = 1.0 ft Uniform Load : L=0.0750 k/ft, Extent= 0.0-->>6.0 ft, Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.372 1 Maximum Shear Stress Ratio = 0.158 : 1 Section used for this span 3.50 X 11.875 Section used for this span 3.50 X 11.875 fb:Actual = 969.46psi fv:Actual = 45.01 psi F'b = 2,603.71 psi F'v = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 11.034ft 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 0.542 in Ratio= 481 >=240 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio= 0<240 n/a Max Downward Total Deflection 0.624 in Ratio= 418>=180 Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<180 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 Ft V fv F'v D Only 0.0 0.00 0.0 0.0 Length=21.750 ft 1 0.055 0.021 0.90 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.89 129.4 2,343.3 0.15 5.4 256.5 +D+L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.750 ft 1 0.372 0.158 1.00 1.00 1.00 1.00 1.001 1.00 1.00 1.00 6.65 969.5 2,603.7 1. V +D+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 (. D ,._, Length=21.750 ft 1 0.233 0.099 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 5.21 759.4 3,254.6 0.97 35.1 356.3 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: NEW RAFTER- BETWEEN 1 & 2, RTU 4 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 Cr M fb F'b V Iv F'v +0.60D 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.750 ft 1 0.019 0.007 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.53 77.6 4,165.9 0.09 3.2 456.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.6238 10.875 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 1.400 1.240 Max Upward from Load Combinations 1.400 1.240 Max Upward from Load Cases 1.236 1.077 D Only 0.163 0.163 +D+L 1.400 1.240 +D+0.750L 1.090 0.971 +0.60D 0.098 0.098 L Only 1.236 1.077 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: NEW RAFTER- BETWEEN 1 &2, RTU 5 & 6 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 2,600.0 psi Ebend-xx 1,900.0ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0 04) b b b b b L 0.046,0. 4) L 0,0.05)) b 01 b o b b b b 3.50 X 11.875 Span=21.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D=0.0150, L=0.070 ksf, Tributary Width = 1.0 ft Varying Uniform Load : L=0.0->0.050 k/ft, Extent=9.167-->> 16.50 ft, Trib Width = 1.0 ft Varying Uniform Load : L=0.0460->0.0140 k/ft, Extent= 16.50-->>21.750 ft, Trib Width = 1.0 ft Uniform Load : L=0.040 k/ft, Extent= 9.167-->> 13.0 ft, Tributary Width = 1.0 ft, (RTU 5) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.37a 1 Maximum Shear Stress Ratio = 0.147 : 1 Section used for this span 3.50 X 11.875 Section used for this span 3.50 X 11.875 fb:Actual = 985.33psi fv:Actual = 41.83 psi F'b = 2,603.71 psi F'v = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 11.510ft Location of maximum on span = 20.797ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.532 in Ratio= 491 >=240 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio= 0<240 n/a Max Downward Total Deflection 0.613 in Ratio= 425>=180 Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<180 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 Cr M fb Ft V fv F'v D Only 0.0 0.00 0.0 0.0 Length=21.750 ft 1 0.055 0.021 0.90 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.89 129.4 2,343.3 0.15 5.4 256.5 +D+L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.750 ft 1 0.378 0.147 1.00 1.00 1.00 1.00 1.001 1.00 1.00 1.00 6.75 985.3 2,603.7 1 +D+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 • (.314-itiVE Length=21.750 ft 1 0.237 0.092 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 5.29 771.2 3,254.6 0.9 32.7 356.3 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: NEW RAFTER- BETWEEN 1 & 2, RTU 5 & 6 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 Cr M fb F'b V Iv F'v +0.60D 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.750 ft 1 0.019 0.007 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.53 77.6 4,165.9 0.09 3.2 456.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.6134 11.034 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 1.087 1.256 Max Upward from Load Combinations 1.087 1.256 Max Upward from Load Cases 0.924 1.093 D Only 0.163 0.163 +D+L 1.087 1.256 +D+0.750L 0.856 0.983 +0.60D 0.098 0.098 L Only 0.924 1.093 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: NEW RAFTER- BETWEEN 2 & 3, ALONG D CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 2,600.0 psi Ebend-xx 1,900.0ksi Fc-PrIl 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L 0.0 .01 5,0 L(0,0.046) b b ,ry b b ° UfU.015. L(0.07) b b ° b b 3.50 X 11.875 i'F- yin Span=21.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D=0.0150, L=0.070 ksf, Tributary Width = 1.0 ft Varying Uniform Load : L=0.0->0.0460 k/ft, Extent=8.670-->> 15.50 ft, Trib Width = 1.0 ft Varying Uniform Load : L=0.050->0.010 k/ft, Extent= 15.50-->>21.750 ft, Trib Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.331 1 Maximum Shear Stress Ratio = 0.137 : 1 Section used for this span 3.50 X 11.875 Section used for this span 3.50 X 11.875 fb:Actual = 885.80psi fv:Actual = 39.02 psi F'b = 2,683.93psi F'v = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 11.669ft Location of maximum on span = 20.797 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.477 in Ratio= 547>=240 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio= 0<240 n/a Max Downward Total Deflection 0.558 in Ratio= 467>=180 Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<180 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 D Only 0.0 0.00 0.0 0.0 Length=21.750 ft 1 0.054 0.021 0.90 1.00 1.00 1.00 1.032 1.00 1.00 1.00 0.89 129.4 2,415.5 0.15 5.4 256.5 +D+L 1.00 1.00 1.00 1.032 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.750 ft 1 0.330 0.137 1.00 1.00 1.00 1.00 1.032 1.00 1.00 1.00 6.07 885.8 2,683.9 1.08 39.0 285.0 +D+0.750L 1.00 1.00 1.00 1.032 1.00 1.00 1.00 0.0 '.4% CtivED Length=21.750 ft 1 0.208 0.086 1.25 1.00 1.00 1.00 1.032 1.00 1.00 1.00 4.77 696.5 3,354.9 . 4 +0.60D 1.00 1.00 1.00 1.032 1.00 1.00 1.00 0.0 0.00 0.0 0.0 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: NEW RAFTER- BETWEEN 2 & 3, ALONG D 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 Cr M fb F'b V fv F'v Length=21.750 ft 1 0.018 0.007 1.60 1.00 1.00 1.00 1.032 1.00 1.00 1.00 0.53 77.6 4,294.3 0.09 3.2 456.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.5584 11.034 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 1.019 1.174 Max Upward from Load Combinations 1.019 1.174 Max Upward from Load Cases 0.856 1.011 D Only 0.163 0.163 +D+L 1.019 1.174 +D+0.750L 0.805 0.922 +0.60D 0.098 0.098 L Only 0.856 1.011 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: NEW RAFTER- BETWEEN 2 & 3, ALONG EAST SCREEN WALL CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 2,600.0 psi Ebend-xx 1,900.0ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.083) b b b b b L(0,0.046 .07) 2-1.75x11.87 Span=21.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D=0.0150, L=0.070 ksf, Tributary Width = 1.0 ft Varying Uniform Load : L=0.0->0.0460 k/ft, Extent=8.670-->> 15.50 ft, Trib Width = 1.0 ft Uniform Load : L=0.0830 k/ft, Extent= 15.50-->>21.750 ft, Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.368 1 Maximum Shear Stress Ratio = 0.165 : 1 Section used for this span 2-1.75x11.87 Section used for this span 2-1.75x11.87 fb:Actual = 957.62psi fv:Actual = 47.06 psi F'b = 2,603.71 psi F'v = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 12.066ft Location of maximum on span = 20.797 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.524 in Ratio= 497>=240 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio= 0<240 n/a Max Downward Total Deflection 0.606 in Ratio= 430>=180 Span: 1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<180 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 Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length=21.750 ft 1 0.055 0.021 0.90 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.89 129.4 2,343.3 0.15 5.4 256.5 +D+L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.750 ft 1 0.368 0.165 1.00 1.00 1.00 1.00 1.001 1.00 1.00 1.00 6.56 957.6 2,603.7 1.30 47.1 285.0 +D+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.750 ft 1 0.231 0.103 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 5.14 750.2 3,254.6 1..o _-, {,e+1 T,s +0.60D 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 t `,; d 0 Length=21.750 ft 1 0.019 0.007 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.53 77.6 4,165.9 0.09 3.2 456.0 04/10/2023 ASPEN BUILDING DEPARTMENT Kobe Engineering, LLC Project Title: Gravity Haus Aspen craig@kobe-eng.com Engineer: CMK (970)509-0783 Project ID: 0004 PO Box 407 Project Descr: Wood Beam Project File:0004.ec6 LIC#:KW-06018924,Build:20.23.2.14 Kobe Engineering,LLC (c)ENERCALC INC 1983-2022 DESCRIPTION: NEW RAFTER- BETWEEN 2 & 3, ALONG EAST SCREEN WALL Overall Maximum Deflections Load Combination Span Max. '-Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.6063 11.193 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 1.060 1.464 Max Upward from Load Combinations 1.060 1.464 Max Upward from Load Cases 0.897 1.301 D Only 0.163 0.163 +D+L 1.060 1.464 +D+0.750L 0.836 1.139 +0.60D 0.098 0.098 L Only 0.897 1.301 RECEIVED 04/10/2023 ASPEN BUILDING DEPARTMENT