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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 03-00050 - Teton River Village Building #1 - 8 UnitsSTRUCTURAL CALCULATIONS FOR Mechanical Units on, Existing Building #1 Teton River Village ot September 30, 2003 Location: North Second East Rexburg, Idaho Madison County, Idaho [ _q MMUZA" jj FORSGREN ASSOCITATES, INC. 111th STRUCTURAL CALCULATIONS FOR Mechanical Units on Existing Building #1 Teton River Village September 30, 2003 Location: Secand East Rexburg, Idaho Madison County, Idaho PREPARED BY: S --j- ft*---R-?GEW-s�T Sargent Engineers, Inc. 221 N. Spring Creek Pkv,/y. Ste H • Providence, UT 84332 • Tel 435 753-7214 • Fax 435 753-7295 Sargent Engineers, Inc. 55 South Main • P.O. Box 441 • Driggs, ID 83422 • Tel 208 354-4400 • Fax 208 354-4420 it SARGENT Sargent Engineers, Inc. 55 South Main PO Box 441 Driggs, Idaho 83422 Tel (208) 354-4400 www.sargenten_qineers.com September 30, 2003 Chris Valentine Ellis Paulsen Construction Services 195 South 600 East American Fork, UT 84003 RE: Teton River Village —Mechanical and Parapet Loading of Existing Roof Joists Design Calculations Sargent No. D02129.04 Dear Chris: As per your request Sargent Engineers in conjunction with Forsgren Associates have completed the structural analysis of the existing roof joists for additional mechanical equipment and parapet loads. The building is located in Rexburg, Madison County, Idaho. Building plans were provided by Forsgren for analysis purposes. Structural requirements for supporting, the new mechanical units are as follows: • Add span beams between the existing joists at panel points at each end of mechanical unit. These beams shall be a minimum of 21/2" x 21/2" x 1/4" tube steel. Other configurations of beams may be acceptable with prior approval of the engineer. • Center of mechanical unit shall not be installed more than 12 feet or less than 8 feet from the center bearing line. • Loads used in this analysis were provided by the project structural engineer and the mechanical contractor. No attempt has been made to verify these loads. • Field review of the mechanical unit layout with mechanical contractor and Sargent is required prior to installing units. • Existing joist are adequate for additional drift loads due to parapets, Sargent Engineers appreciates the opportunity to work with you on this project. If you have any further questions regarding these or any other items please call. Sincerely, K�t N-11�-�f— Kari Moulton, P.E. Principal Attachments: Calculations m S No AM � ARGENT Project: Subject: Sargent Engineers, Inc. 221 N. 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E AMU - LI Ki Title : Dsgnr: Description Scope: Rev, 560100 User: KW -0604540, Ver 5.6-1, 25 -Oct -2002 Single Span Beam Analysis (c)1983-2002 ENERCALC Engineering Software Description Existing 24LH08 Joists Job # Date: 8:43AM, 30 SEP 03 Page 1 29.00 forsqren s Trapezoidal Loads Magnitude @ Left 0.222 k/ft k/ft k/ft k/ft Magnitude @ Right k/ft K/tt @ Left 6.68 k k/ft k/ft Dist. To Left Side ft ft ft ft Dist. To Right Side 10.000 ft ft 0.00 k -ft ft ft Query Values @ Right Cant 0.00 k -ft Deflections... Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k -ft 0.000 in 0.00 k -ft 0.00 k -ft Shear 5.68 k at 0.00 ft 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Moments... Shears... Reactions._. Max+ @ Center 53.45 k -ft at 21.77 ft @ Left 5.68 k @ Left 6.68 k Max - @ Center 0.00 k -ft at 0.00 ft @ Right 4.74 k @ Right 4.74 k Maximum 5.68 k @ Left Cant 0.00 k -ft @ Right Cant 0.00 k -ft Deflections... @_ Center -0.656 in at 22.03 ft Maximum = 53.45 k -ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft 11 Title : Dsgnr: Description Scope: Job # Date: 8:37AM, 30 SEP 03 RevbbUl UU User: ser KW -0604540, Ver 5.6.1, 25 -Oct -2002 Single Span Beam Analysis Page 1 (c)1983-2002 ENERCALC Engineering Software c\sargent\projects\2002\d02129.00 forsgren s Description Existing 24LHO8 Joists Shears... Reactions... k 90.29 k -ft at 21.94 ft @ Left 9.01 k General Information Max - @ Center 0.00 k -ft at 0.00 ft @ Right 8.06 k Center Span 44.33 ft Moment of Inertia 1,000.000 in4 Maximum 9.01 k Left Cantilever ft Elastic Modulus 29,000 ksi Right Cantilever ft Beam End Fixity Pin -Pin Deflections... Uniform Loads @ Center -1.105 in On Center Span... On Left Cantilever... 90.29 k -ft On Right Cantilever... 0.000 in # 1 0.150 k/ft #1 k/ft #1 k/ft #2 0.210 k/ft #2 k/ft #2 k/ft Trapezoidal Loads — Magnitude @ Left 0.222 k/ft k/ft k/ft k/ft Magnitude @ Right k/ft KJtt k/ft k/ft Dist. To Left Side ft ft ft ft Dist. To Right Side 10.000 ft ft ft ft Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear 9.01 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Moments... Shears... Reactions... Max + @ Center 90.29 k -ft at 21.94 ft @ Left 9.01 k @ Left 9.01 k Max - @ Center 0.00 k -ft at 0.00 ft @ Right 8.06 k @ Right 8.06 k Maximum 9.01 k @ Left Cant 0.00 k -ft @ Right Cant 0.00 k -ft Deflections... @ Center -1.105 in at 22.12 ft Maximum = 90.29 k -ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft Magnitude 0.400 k 0.200 k Title : Job # k k Dsgnr: Date: 9:28AM, 30 SEP 03 ft Description ft Trapezoidal Loads 9.17 k Scope Max - @ Center 0.00 k -ft at 0'00 ,,v,,. K�W-,604540. Ver 5.6.1, 25 -Ort -2002 '0 C L Lev, 560100 LENERCALC Single Span Beam Analysis Page 1 k/ft (Q)1983112 Engineering Software k/ft k/ft c.\sargent\projects\2002\d02129 00 forsgren s Description Existing 24LH08 Joists J General Information k/ft Dist. To Left Side ft Center Span 44.33 ft Moment of Inertia 530.000 in4 ft Left Cantilever ft Elastic Modulus 29,000 ksi at 2221 ft Right Cantilever ft Beam End Fixity Pin -Pin 0.000 in lqni!:O��n Loads @ Right Cant On Center SpZ7, On Left Cantilever... Left Cant On Right Cantilever... #1 0.150 k/ft #1 k/ft #1 k/ft #2 0.210 k/ft #2 k/ft #2 k/ft Point Loads 9.17 k W Magnitude 0.400 k 0.200 k k k k Location 29.830 ft 36.330 ft ft ft ft Trapezoidal Loads 9.17 k @ Left 9.17 k Max - @ Center 0.00 k -ft at 0.00 ft @ Right Magnitude @ Left 0.222 k/ft k/ft v k/ft k/ft Magnitude @ Right k/ft Kitt k/ft k/ft Dist. To Left Side ft ft ft ft Dist. To Right Side 10.000 ft ft at 2221 ft ft ft Query values 0.000 in at 0.00 ft @ Right Cant Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear 9.17 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summary Moments.. Shears... Reactions... Max + @ Center 93.99 k -ft at 22.39 ft @ Left 9.17 k @ Left 9.17 k Max - @ Center 0.00 k -ft at 0.00 ft @ Right 8.50 k @ Right 8.50 k Maximum 9.17 k @ Left Cant 0.00 k -ft @ Right Cant 0.00 k -ft Deflections... g Center -2.175 in at 2221 ft Maximum = 93.99 k -ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0-000 in at 0.00 ft I 0.4k 0.27k 0.22 k/ft V 1r T ® T T T " 0.36 k/ft 1T T 7 T T T T T T T T T T T T TTTTTTTTTTTTT T T T T T7TTTTTo.36k/ft 44.33 ft Mmax = 93.99 k -ft at 22.38 ft from left Dmax = -2.1750 in at 2220 ft from left RI = 9.172 k Vmax @ left = 9.172 k Rr = 8.495 k Vmax @ rt = 8.495 k f),,) nn Ft.Pll,,Iil,41 Location (ft) 9.17 7.04 6.12 4.50 3.00 1.53 0.0 -2.12 rig -4.25 -0.37 -9.50 I 11lball Locattion rft) rEAfl-PL4'fi4lh Location Cft) '����Project: Subject: Sargent Engineers, Inc. 221 N. Spring Creek Pkwy., Ste H As Providence, Utah 84332 Tel: 435-753-7214 By: Date: Fax: 435-753-7295.1":r> Sheet Title : Dsgnr: Description Scope : Job # Date: 9:43AM, 30 SEP 03 Rev: 560100 KW -06 Page 1 User KW 0604540 Ver 5-6.1, 25 -Oct -2002 Steel Beam Design (c)1983-2002 ENERCALC Engineering Software c:\sargent\projectst2002\d02129.00 forsgren s g . ..., Description Span Beam uniform General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : TS2.5X2.5X1/4 Fy 36.00ksi Pinned -Pinned Load Duration Factor 1.00 Center Span 6.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 6.00 ft Distributed Loads #1 #2 DL 0.200 LL ST Start Location 1.000 End Location 5.000 #3 #4 #5 #6 #7 Beam OK Using: TS2.5X2.5X1/4 section, Span = 6.00ft, Fy = 36.Oksi k/ft Static Load Case Governs Stress k/ft LL LL+ST k/ft Actual Allowable ft aa) Center Moment 0.832 k -ft fb : Bending Stress 7.384 ksi ft .,_ Beam OK Using: TS2.5X2.5X1/4 section, Span = 6.00ft, Fy = 36.Oksi Static Load Case Governs Stress End Fixity = Pinned -Pinned, Lu = 6.00ft, LDF = 1.000 LL LL+ST Actual Allowable (a) Center aa) Center Moment 0.832 k -ft fb : Bending Stress 7.384 ksi 2.434 k -ft 21.600 ksi Max. Deflection -0.108 in fb / Fb 0.342 : 1 Length/DL Defl 668.9: 1 Shear 0.421 k 9.000 k Length/(DL+LL Defl) 668.9: 1 fv : Shear Stres< 0.337 ksi 14.400 ksi k ft fv / Fv 0.023 : 1 i Force & Stress Summary jr) <<-- These columns are Dead + Live Load placed as noted -->>_ __. DL LL LL+ST LL LL+ST Maximum Only (a) Center aa) Center Cants Cants Max. M + 0.83 k -ft 0.83 Max. M - k ft Max. M @ Left k -ft Max. M @ Right k -ft k -ft Shear @ Left 0.42 k 0.42 Shear @ Right 0.42 k 0.42 k k Center Defl. -0.108 in -0.108 0.000 -0.108 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 0.42 0.42 0.42 k Reaction @ Rt 0.42 0.42 0.42 k Fa CaIC'd per Eq. E2-2, K*L/r> Cc Section Properties rte, TS2.5X2.5X1/4 Depth 2.500 in Weight 7.10 #/ft r-xx 0.899 in Width 2.500in I -XX 1.69 in4 r-yy 0.899 in Thickness 0.250 in I-yy 1.69 in4 S-xx 1.352 in3 Area 2.09 in2 S -YY 1.352 in3 jr) Title : Dsgnr: Description Scope : User: KW -0604540, Ver 5.6.1. 25 -Oct -2002 (c)1983-2002 ENERCALC Engineering Software Single Span Beam Analysis Description Existing 20 K 10 Joist Job # Date: 10:48AM, 30 SEP 03 Page 1 129.00 fors.qren s General information Shears... Reactions... Center Span 31.66 ft Moment of Inertia 1,000.000 in4 4.32 k @ Left 4.32 k Left Cantilever ft Elastic Modulus 29,000 ksi 3.44 k @ Right 3.44 k Right Cantilever ft Beam End Fixity Pin -Pin 4.32 k # 2 0.210 k/ft # 2 k/ft # 2 k/ft Trapezoidal Loads @ Center -0.177 in at 15.67 ft Magnitude g Left 0.222 k/ft k/ft k/ft k/ft Magnitude @ Right k/ft Kitt k/ft k/ft Dist. To Left Side ft ft ft ft Dist. To Right Side 10.000 ft ft ft ft Query Values LL Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear 4.32 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Moments... Shears... Reactions... Max + @ Center 28.19 k -ft at 15-29 ft @ Left 4.32 k @ Left 4.32 k Max - @ Center 0.00 k -ft at 0.00 ft @ Right 3.44 k @ Right 3.44 k • Left Cant 0.00 k -ft Maximum 4.32 k • Right Cant 0.00 k -ft Deflections... @ Center -0.177 in at 15.67 ft Maximum 28.19 k -ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft Center Span 31.66 ft Left Cantilever It Right Cantilever ft Uniform Loads On Center Span.. # 1 0.150 k/ft #2 0.210 k/ft Trapezoidal Loads Moment of Inertia 1,000.000 in4 Elastic Modulus 29,000 ksi Beam End Fixity Pin -Pin 0.00 k -ft k/ftk/ft Dist. To Left Side Deflections... ro. OnLeft Cantilever... k/ft k/ft # 1 k/ft # 2 k/ft On Right Cantilever... # 1 k/ft # 2 Wft Magnitude Co_) Left 0.222 k/ft k/ft — Magnitude @ Right k/ft 0.00 k -ft k/ftk/ft Dist. To Left Side Deflections... kwtt k/ft k/ft Dist. To Right Side 10.000 ft ft ft ft ft @ Right Cant ft ft Query Values — Center Location Moment 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Shear 0.00 k -ft 0.00 k -ft 0.00 k -ft Deflection 6.69 k 0.00000 in0.00 0.00 k k 0.00000 in 0.00000 in Moments... Max + @ Center Max - @ Center @ Left Cant @ Right Cant Maximum = Reactions.. 6.69 k Shears... 46.97 k -ft at 15.48 ft @ Left 0.00 k -ft at 0.00 ft @ Right 0.00 k -ft Maximum 0.00 k -ft Deflections... 0.000 in at @ Center 46.97 k -ft @ Left Cant. @ Right Cant Reactions.. 6.69 k @ Left 6.69 k 5.82 k @ Right 5.82 k 6.69 k -0.294 in at 15.73 ft 0.000 in at 0.00 ft 0.000 in at 0.00 ft i