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Home My WebLink AboutFile Documents.211 W Hopkins Ave.0078-2021-BRES (2) Ira Cary Kopczynski&Company Bellevue Place 10500 N.E.8th Street;Suite 800 Bellevue,WA 98004 Phone (425)455.2144 www.ckcps.com December 23, 2021 Matt Joblon BMC Investments 205 Detroit Street, Suite 400 Denver, CO 80206 RE: Pan Adobe Cabin—Structural Report; Aspen, CO Dear Matt: CKC has reviewed and performed structural calculations on the move sequencing outlined below and supported by the information provided by the moving contractor, Bill Bailey, with Bailey House Movers and by the information, plans and site photos provided by rowland+broughton (r+b) Architects. Material Reviewed The following documents/Meeting Notes were used in our report: • Construction Permit Drawings prepared by r+b architects dated November 11, 2021. • Cabin Relocation Stability Plan dated August 21, 2021. • Moving Sequence letter prepared by Bailey House Movers dated December 13,2021. • Existing cabin photos emailed by r+b on December 14, 2021. • Meeting notes from conference call with r+b and Bill Bailey. Summary of our Review Our review is limited to the structural support of the cabin jacking. The following outlines the estimated loading and support capacity of the system described by Bailey House Movers: Jacking and Move Sequencing 1. Existing Conditions and Loading:The existing cabin size is 32'x28'about 900 sf.The cabin is a wood cabin. Given the material densities, the deadload of the cabin (including floor, walls and roof) is taken as 50 psf. The total weight of the cabin will be less than 23 tons. Reference Exhibit below. evalo RECEIVED 12/28/2021 12/28/2021 LEADERS IN BU MAW&dil7 ASPEN Seattle I C h i c dgnism BUILDING DEPARTMENT Pan Adobe - Structural Report December 23,2021 Page 2 • • 411111 .. �� R , :; I _ -ate-- �- x `_,..4 2. Jacking support system:The existing cabin will be jacked by Bailey Movers using a wide flange support system. The wide flanges consist of four W8x31 cross beams sitting below the floor in between the existing 8" floor joist. Two main beams will support the floor joist and the cross beams. The main beams will consist of two W10x30 welded together side by side. The main beams will be clamped to the cross beams securely. Two 15 tons jacks will be placed to support the main beams. The jacks shall not be spaced more than 28ft and shall not allow a cantilever larger than 8ft. All steel used shall be grade 50. Reference Appendix A for main beam calculations. Reference Exhibit below for the conceptual jacking framing layout. ,M ;,., 1, y'Jyy'. '''Oeiiiiiiiiiiiiii .w ` CHIMNEY - _ I .t..-..---=---=-----='-' -=-:.,..._ Li in. 1 No. sue -, p'� ' tl E EXISTING CABI u IT Iiii Ilk 4x4 cribbing; �_ ,CL cring w be 6'fromof endbbi wallsill 15 :.. —Ton Jack. - W8x31 GROSS BEAMaTY - - W8x31 IT (2)W10x30 Welded - 15 Ton. i I_ e de-by de ManBee TYP ,�«; it F F •111. 1 _ Ied . HISTORICAL CABIN 3. Support System placement: The cross beams shall be placed away from doors and openings. Wide flange beams support shall be bear on sound existing wood. Any damaged wood where wide flanges bear against existing structure shall be replaced. Existing floor joist shall bear on the main beam prior to jacking. Any gaps between the floor existing floor joist and the main beam shall be shimmed.Main beams will carry the end walls. Cribbing between the top of the main beams and the floor plate that supports the end walls shall be provided and secured prior to jacking. ECEIVED LEADERS 1 0 iLD b t IV'v0 12 28 2021 Sea i12h/C0/2021 ASPEN FORCOMGUwwUNNCE BUILDING DEPARTMENT denism Pan Adobe - Structural Report December 23,2021 Page 3 4. Jacking:Jacks shall be supported on a sound base and top of jacks shall press at the center of the two W10 main beams against a steel plate (1/2" min thickness) welded to the two W10 main beams. Brace doors, windows, opening and any appended structure such as the porch prior to jacking. Incremental jacking shall be done while observing structure. 5. Move: Cabin will be moved on rails and rollers to the south side of property temporarily until construction is complete. Cabin will be secured and barricaded until railed back to the North. eli .,, �Y�`, ` �b 101 w,--- ; �iov liit �)+� h�/quoit: tif / ,,'":"-...,„, 4 ' t5:::::,...,„„ i ; _--e AiIEV.g O 4,r WR 1 .rr- ar""" CKC's review and analysis is limited to the structure. Bailey House Movers are responsible at all the means and methods and site safety requirements performed during the jacking and moving operation. The Engineer of Record remains responsible for the preparation of all structural documents and for their conformance to applicable codes and standards. Feel free to contact us with questions or discussion items. Sincerely, e'••••'",••.-- s4°_wp0LICE • ,its V ••••�•p,NTO/,y�'•,F• o` • Joe Ferzli,PE, SE • '•• G'� Senior Principal ; PE.0047499 . • • S = ONAI. . ..,.,,. A. .-� VAIEWE RECEIVED 12/28/2021 12/28/2021 ASPENLEADERS IN BUIMICONCOMPLIANCE BUILDING DEPARTMENT Seattle I Chicadenism Pan Adobe - Structural Report December 23,2021 Page 4 Appendix A Title Block Line 6 Printed:23 DEC 2021.11:52AM Steel Beam File:Basementbeam.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 Lic.#:KW-06006414 CARY KOPCZYNSKI 8 COMPANY DESCRIPTION: Pan Adobe Cabin-Aspen-W10x30 Main Beam CODE REFERENCES Calculations per AISC 360-10,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.375) D(0.375) b b b b b b W10x30 W10x30 Span=28.0 ft Span=7.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: D=0.3750 klft, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.3750 klft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.956:1 Maximum Shear Stress Ratio= 0.089:1 Section used for this span W10x30 Section used for this span W10x30 Ma:Applied 32.300 k-ft Va:Applied 5.578 k Mn/Omega:Allowable 33.799 k-ft Vn/Omega:Allowable 63.0 k Load Combination D Only Load Combination D Only Location of maximum on span 13.104ft Location of maximum on span 28.000 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 0.901 in Ratio= 373>=180 Max Upward Total Deflection -0.592 in Ratio= 284>=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 MnxlOmega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 28.00 ft 1 0.956 0.089 32.30 -9.19 32.30 56.45 33.80 1.17 1.00 5.58 94.50 63.00 Dsgn.L= 7.00 ft 2 0.108 0.042 -9.19 9.19 141.41 84.68 1.00 1.00 2.63 94.50 63.00 +0.60D Dsgn.L= 28.00 ft 1 0.573 0.053 19.38 -5.51 19.38 56.45 33.80 1.17 1.00 3.35 94.50 63.00 Dsgn.L= 7.00 ft 2 0.065 0.025 -5.51 5.51 141.41 84.68 1.00 1.00 1.58 94.50 63.00 Overall Maximum Deflections Load Combination Span Max. Deft Location in Span Load Combination Max.'+'Deft Location in Span D Only 1 0.9007 13.776 0.0000 0.000 2 0.0000 13.776 D Only -0.5918 7.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4.922 8.203 Overall MINimum 2.953 4.922 D Only 4.922 8.203 +0.60D 2.953 4.922 Ewe RECEIVED LEADERS IN BUILDA DLSI�jW11FFp/2O21 12/28/2021 Seattle I Chic g 1 / L O FOR Cat cu r'ANOE ASPEN denism BUILDING DEPARTMENT