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Home My WebLink AboutCALCS - 19-00062 - Maverik - Doghouse & Rear Freezer Structural Calculations for Maverik Inc. Store #195 Rexburg 75 North 200 East Rexburg, Idaho submitted to: JZW Architects 135 East Center Street North Salt Lake, Utah Solutions you can build on for over 70 years contact: Jeff Turville, P.E. jturville@reeve-assoc.com 5160 South 1500 West Riverdale, Utah 84405 801.621.3100 November 2018 Ref: 5799-193 Notice Reeve & Associate’s, Inc., has authorized this copy only if the seal is in black ink and the signature is in red or blue ink. We assume responsibility only for the items addressed herein and do not assume responsibility for the remainder of the structure. No site observations are scheduled to verify the understanding of the contractor or the proper installation of the items addressed herein. February 2019 02/13/2019 PROJECT INFORMATION Project Name: Maverik Rexburg #195 Project Location: 75 North 200 East Rexburg Idaho Design Criteria Governing Building Code: 2015 IBC Type of Construction: Masonry Building Wind Zone and Exposure: 115mph. (3 sec. gust), Exp C Seismic Design Category: D Soil Site Class: D (Assumed) Spectral Accelerations SS = 0.447g SDS = 0.430g S1 = 0.157g SD1 = 0.228g Ground Snow Load 50 psf Roof Snow Load 35 psf + Drift Roof Dead Load 15 psf Construction Materials Concrete 28-Day Compressive Strength Foundations: f'c = 4500 psi (2500 psi Design) Exterior Slabs on Grade: f'c = 4500 psi Reinforcing Grade: ASTM A615 Grade 60 Structural Steel Tube Steel Members ASTM A500 (fy = 46000 psi) Plate, Angle, Channels, etc. ASTM A36 (fy = 36000 psi) Wood Sawn Lumber: DF#2 or better Fb=875 psi Fv=180 psi E=1.6·106 psi Laminated Veneer Lumber: Microllam® Fb=2600 psi Fv=285 psi E=1.9·106 psi Parallel Strand Lumber: Parallam® Fb=2900 psi Fv=290 psi E=2.0·106 psi Glu-Laminated Beams: 24F-V4 DF/DF Fb=2400 psi Fv=195 psi E=1.8·106 psi Wall Sheathing 7/16” OSB Soil Criteria Geotechnical Consultant: NA Bearing Pressure: 1500 psf (Assumed) Min. Bearing Depth: 30” Solutions you can build on Member Labels Nov 27, 2018 at 8:32 AM Maverik #195 doghouse - 11.26.20... N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 N13 N14 N15 N16 N17 N18 N19 N20 N21 N22 N23 N24 N29 N30 N27 N28 M2 2 M1 M2 2 M2 1 M 2 4 M1 M2 2 M9A M2 M2 1 M 1 6 M9 M1 M9A M 2 3 M 1 8 M 1 1 M 1 6 M2 M2 1 M9A M1 M1 0 M3 M 1 5 M8 M9A M2 M 1 2 M3 M 1 5 M 5 M 1 7 M3 M2 M 1 9 M4 M3 M 6 Y XZ Maverik # 195 Doghouse Rendered Nov 27, 2018 at 8:34 AM Maverik #195 doghouse - 11.26.20... N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 N13 N14 N15 N16 N17 N18 N19 N20 N21 N22 N23 N24 N29 N30 N27 N28 Y XZ Maverik # 195 Doghouse Member Labels Nov 27, 2018 at 8:20 AM Maverik #195 doghouse - 11.26.20... N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 N13 N14 N15 N16 N17 N18 N19 N20 N21 N22 N23 N24 N29 N30 N27 N28 M2 2 M1 M2 2 M2 1 M 2 4 M1 M2 2 M9A M2 M2 1 M 1 6 M9 M1 M9A M 2 3 M 1 8 M 1 1 M 1 6 M2 M2 1 M9A M1 M1 0 M3 M 1 5 M8 M9A M2 M 1 2 M3 M 1 5 M 5 M 1 7 M3 M2 M 1 9 M4 M3 M 6 Y XZ Steel Beam Licensee : REEVE & ASSOCIATESLic. # : KW-06010158 Description :Doghouse Beam 1 Reeve & Associates 5160 South 1500 West Riverdale, UT 84405 Phone: 801-621-3100 Project Title: Engineer: Project ID: Printed: 27 NOV 2018, 10:08AM Project Descr: File = Z:\Structural Calculations\5700\5799 - Maverik\5799-193 Rexberg #195\Calcs\QuickCalc.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.10 . CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0350 ksf, Tributary Width = 5.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.407 : 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 13.250 ft 3.313 k Mn / Omega : Allowable 53.892 k-ft Vn/Omega : Allowable W10x19Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S 51.0 k Section used for this span W10x19 Ma : Applied Maximum Shear Stress Ratio =0.065 : 1 0.000 ft 21.945 k-ft Va : Applied 0 <360 319 Ratio =0 <240 Maximum Deflection Max Downward Transient Deflection 0.698 in 455Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.998 in Ratio =>=240 Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 26.50 ft 1 0.122 0.019 6.58 6.58 90.00 53.89 1.00 1.00 0.99 76.50 51.00 +D+S Dsgn. L = 26.50 ft 1 0.407 0.065 21.95 21.95 90.00 53.89 1.00 1.00 3.31 76.50 51.00 +D+0.750S Dsgn. L = 26.50 ft 1 0.336 0.054 18.10 18.10 90.00 53.89 1.00 1.00 2.73 76.50 51.00 +0.60D Dsgn. L = 26.50 ft 1 0.073 0.012 3.95 3.95 90.00 53.89 1.00 1.00 0.60 76.50 51.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S 1 0.9978 13.326 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.313 3.313 Overall MINimum 0.596 0.596 D Only 0.994 0.994 +D+S 3.313 3.313 +D+0.750S 2.733 2.733 +0.60D 0.596 0.596 S Only 2.319 2.319 FOOTINGS: ALLOWABLE BEARING PRESSURE =1.5 KSF Assumed Coefficient of Friction Soil to Foundation =0.3 Frame Line DL LL SL TribDL TribLL TribSL Wall TribWall DL LL rear 1 15.0 psf 40.0 psf 70.0 psf 6.0ft 0.0ft 6.0ft 38.0 psf 26.0ft front 2 15.0 psf 40.0 psf 70.0 psf 6.0ft 0.0ft 6.0ft 38.0 psf 10.0ft side 3 15.0 psf 40.0 psf 35.0 psf 6.0ft 0.0ft 6.0ft 20.0 psf 10.0ft 4 15.0 psf 40.0 psf 35.0 psf 6.0ft 0.0ft 6.0ft 20.0 psf 10.0ft SPOT FTGS 1 B 15.0 psf 0.0 psf 35.0 psf 58.0sf 0.0sf 58.0sf 0.0 psf 0.0sf 1 C 15.0 psf 0.0 psf 35.0 psf 42.0sf 0.0sf 42.0sf 0.0 psf 0.0sf 1 D 15.0 psf 0.0 psf 35.0 psf 42.0sf 0.0sf 42.0sf 0.0 psf 0.0sf Soil Bearing Pressure =1500 psf f'c =2500 psi Note: Not all footings were used on this project fy steel =60 ksi pmax =0.016 Callout Typ Eccent Allowable Load Ftg Reqd Nom Ftg Asmin/ft As Reqd/ft Num Bar Bar # As Prov `/ As FC-1.5 0.1%2.2 klf 1.48'1.5'0.18 in^2 0.36 in^2 (2)4 0.4 OK FC-2.0 0.1%3.0 klf 1.98'2.0'0.24 in^2 0.48 in^2 (3)4 0.6 OK FC-2.5 0.1%3.7 klf 2.48'2.5'0.30 in^2 0.60 in^2 (3)5 0.93 OK FC-3.0 0.1%4.5 klf 2.98'3.0'0.36 in^2 0.72 in^2 (3)5 0.93 OK FC-3.5 0.1%5.2 klf 3.48'3.5'0.42 in^2 0.84 in^2 (3)5 0.93 OK FC-4.0 0.1%6.0 klf 3.98'4.0'0.48 in^2 0.96 in^2 (4)5 1.24 OK FC-4.5 0.1%6.7 klf 4.48'4.5'0.54 in^2 1.08 in^2 (4)5 1.24 OK FC-5.0 0.1%7.5 klf 4.98'5.0'0.60 in^2 1.20 in^2 (5)5 1.55 OK FTS-1.5 0.1%2.2 klf 1.48'1.5'0.18 in^2 0.36 in^2 (2)4 0.4 OK FTS-2.0 0.1%3.0 klf 1.98'2.0'0.24 in^2 0.48 in^2 (3)4 0.6 OK FTS-2.5 0.1%3.7 klf 2.48'2.5'0.30 in^2 0.60 in^2 (3)5 0.93 OK FTS-3.0 0.1%4.5 klf 2.98'3.0'0.36 in^2 0.72 in^2 (3)5 0.93 OK FTS-3.5 0.1%5.2 klf 3.48'3.5'0.42 in^2 0.84 in^2 (3)5 0.93 OK Callout Typ Eccent Allowable Load Ftg Reqd Nom Ftg Mu p `/ p Asmin As Reqd Num Bar Bar # As Prov `/ As FS-2.0 0.1%5.9 k 1.99'2.0'1.02 k-ft 0.000 OK 0.43 in^2 0.05 in^2 (3)5 0.93 OK FS-2.5 0.1%9.2 k 2.49'2.5'2.16 k-ft 0.000 OK 0.54 in^2 0.10 in^2 (3)5 0.93 OK FS-3.0 0.1%13.3 k 2.99'3.0'3.95 k-ft 0.001 OK 0.65 in^2 0.18 in^2 (3)5 0.93 OK FS-3.5 0.1%18.2 k 3.49'3.5'6.52 k-ft 0.000 OK 0.90 in^2 0.22 in^2 (3)5 0.93 OK FS-4.0 0.1%23.8 k 3.99'4.0'10.02 k-ft 0.001 OK 1.03 in^2 0.33 in^2 (4)5 1.24 OK FS-4.5 0.1%30.1 k 4.49'4.5'14.58 k-ft 0.001 OK 1.16 in^2 0.48 in^2 (4) 5 1.24 OK FS-5.0 0.1%37.2 k 4.99'5.0'19.63 k-ft 0.001 OK 1.29 in^2 0.65 in^2 (5)5 1.55 OK FS-5.5 0.1%45.0 k 5.50'5.5'26.59 k-ft 0.001 OK 1.42 in^2 0.89 in^2 (5)5 1.55 OK FS-6.0 0.1%53.5 k 5.99'6.0'33.81 k-ft 0.001 OK 1.60 in^2 1.07 in^2 (6)5 1.86 OK PUNCHING SHEAR CHECK Note: Not all footings were used on this project Callout Factore d Load Min Col. Dim factored qu Assumed depth d bo Vu Vc `/ Capacity FS-2.0 8.5 k 4''2.12 ksf 10''7.0''44''6.7 k 52.4 k OK FS-2.5 13.3 k 4''2.13 ksf 10''7.0''44''11.5 k 52.4 k OK FS-3.0 19.2 k 4''2.13 ksf 10''7.0''44''17.4 k 52.4 k OK FS-3.5 26.2 k 4''2.14 ksf 12''9.0''52''23.7 k 79.6 k OK FS-4.0 34.2 k 4''2.14 ksf 12''9.0''52''31.7 k 79.6 k OK FS-4.5 43.4 k 4''2.14 ksf 12''9.0''52''40.8 k 79.6 k OK FS-5.0 53.6 k 5''2.14 ksf 12''9.0''56''50.7 k 85.7 k OK FS-5.5 64.9 k 5''2.14 ksf 12''9.0''56''61.9 k 85.7 k OK FS-6.0 77.0 k 6''2.14 ksf 12''9.4''62''73.5 k 98.4 k OK TYPICAL FOOTINGS AND REINFORCING Footing Parameters Continuous Footings Trial Reinf Spot Footings Trial Reinf 0.6 k 1.5k 14.2 in FS- 36 0.6 k 1.5k 14.2 in FS- 36 0.3 k 0.2k 4.0 in FC- 24 0.9 k 2.0k 16.7 in FS- 36 0.5 k 0.4k 7.1 in FC- 24 0.3 k 0.2k 4.0 in FC- 24 1.1 k 0.4k 12.0 in FC- 24 GRAVITY Required Specified FTG FTG Solutions you can build on contact: Jeff Turville, P.E. 5160 South 1500 West Riverdale, Utah 84405 801.621.3100