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ENGINEERING CALCS - 07-00405 - Gymnastics Center - Site Plan
G C� / = ADo $ S� l ��c Ts1 r� •�,�, �7 r . ,�Acll,lP& O * =,Z- / 0700405 Gymnastics Center Outlet Souara and Sharp Coat.. 0.80 Outlet Souare and Projecting into Barrel Coat. 0.70 Fig. 12 -12- Three general types of hydrant outlets and their coeh+cients of discharge_ -z— r �T w o S'izE � 5 AT /G PtToT 940 5�8• TAT . A n� �S E� �oTA 3 2008 T CI OF REXBURG TY /rt✓FO. O/s T• To : ~� QY W � v h , ,PE55i o. s�8 -Tor• r �T w o S'izE � 5 AT /G PtToT 940 5�8• TAT . A n� �S E� �oTA 3 2008 T CI OF REXBURG TY /rt✓FO. O/s T• To : OF vxBV,.0 September 26, 2007 MEMO TO FILE C I T Y O F REXBURG -- Ow - - America's Family Community Re: Parking Requirement for a Gymnastics Center • The ordinance does not specifically state the parking requirement for a private gymnastics center. In researching other City's standards and reading minutes from meetings of other Cities, it is my interpretation that a gymnastics center needs to provide parking at the following ratios: 1 space per 500 square feet of gross floor area (non- office area) 3 spaces per 1000 square feet for areas designated for office use. Gary Leikness Plannning & Zoning Administrator Gary Leikness Planning and Zoning Administrator 19 E. Main Rexburg, ID 83440 P. O. Box 280 Phone (208) 339.3020 ext. 314 Fax (208) 339.3022 gagM_- xbu%org aaran -- bu%org Design Intelligence, LLC Engineering Calculations Summary Date: November 8, 2007 07 00405 Subject: Packard Gymnastics Office Area, Rexburg Gymnastics Center Customer: Silver Tree Builders Revisions 11/9/2007 This analysis uses the Design Criteria required by the local jurisdiction and the IBC 2003 as the basis for the calculations. Materials: Dimensional Lumber — NDS 1997 design values Concrete: 2500 psi @ 28 days Reinforcing Steel - #4 and smaller Grade 40, #5 and larger Grade 60 Assumptions: IBC 2003 — Foundations designed for Max Brg Pressure of 1500 psf increased for depth Design Loads: Roof Live Load (min) — 20 psf during construction Ground Snow load = 50 psf, Roof Snow load= 35 psf Snow Load Importance Factor — 1.0 Snow Exposure Factor — 0.9 Wind = 90 mph, Exposure B Wind Importance Factor — 1.0 Wind Exposure = B Seismic Design Category — D 1 Seismic Use Group - 1 References: IBC 2003 Customer Drawings TrusJoist MacMillian Design Guides Summary: All beam sizes and footing sizes are noted on the drawings. ��'' Nov - 9 291;7 CITY OFREXBl1RG These calculations and included details are for this location and customer only and not to be reused in any manner without the written consent of Design Intelligence. Designed B4.-, Sc t A Spaulding, P.E. Checked By: Date: Date: c:::::) Design Intelligence, LLC PACKARD GYMNASTICS 11/8/2007 1037 Erikson Dr. OFFICE RaYhiirn Irinhn 8344n REXBURG. IDAHO Des ign Parameters S now L oad: 35 psf S Loads -Rise Run Reduction Roo Pitch 3 12: 0.0 psf Roof Pitch 4 12 0.0 psf - - R oof Pitch 6 12 2.5 psf - -- - -- Roof Pitch - 7 12; 3.8 psf Roof Pit 8 12 _ 5.1 psf Roof Pitch 10 12` 7.4 psf Roof Pitch 12 12 9.4 psf Us e 35.0 psf 35.0 32.5 -- -- 31.2 psf psf - - -- psf -- - -- 29.9 ps 27.6 psf 25.6 Wind Design Wind Speed 90 mph Importance Factor 1 Exposure B Simplified Method Section 1609.6 Applicable loads are shown in bold letters. Horizontal Loads End Zone Interior Z one Transver Wall Roof Wall Roof -- < 5:12 12.8 -6.7 8.5 5:12 _ 17.8 -4.7 11.9 -2.6 > 5:12 14.4 9.9 11.5 7.9 Longitudinal 12.8 -6.7 8.5 -4 Vertical Loads End Zone Interior Zone Winward Overhang Tran sverse Windward Leeward Windward Leeward End Zone Interior Zone Roof Roof Roof Roof < 5:12 -15.4 -8.8 _ -10.7 -6.8 -21.6 -16.9 5:12 -15.4 -10.7 -10.7 -8.1 -21.6 -16.9 > 5:12 5.6 -8 .8 4.8 -7.5 -5.1 -5.8 _ Lo ngitudinal -15.4 -8.8 -10.7 -6.8 - 21.6 -16.9 - Maximum Horizontal Transverse < 5:12 512 > 5.12 Longitudinal Wall L oads 1E 4E 9.8 -7. 12.1 - 10.1 10.7 -8.1 9.8 -7.5 Zone 1 7.2 8.8 9.1 7.2 4 -5 .8 -7.5 - -6.8 , -5.8, 1 Page 1 Design Intelligence, LUC PACKAJRDGYyWNAST|CS 11/8/2007 1O37 Erikson Dr. OFFICE na"m/nn mphn nxuun RFXRURG.|OAHO Component and Cladding Design Wind Pressures - Table 1609.6.2.1(2) Roof 1 20 10 -14.2 10 -1 �3 13 -13.8 Wall Roof Overhang Component and Cladding Design Wind Pressures - Table 1609.6.2.1(3) 1609.6.2.1(4) Height and Adjustment Coefficient Page 2 Design Intelligence, LLC PACKARD GYMNASTICS 11/8/2007 1037 Erikson Dr. OFFICE RCRUUI , iucanu OJ'}'FV Seismic Refere C ode - IBC 2003 1615.1.2.(1) Fa 1615.1.2(2) Fv _ 1615. S 1.235 161 SI 0.646 Site Class A - Hard Rock Site Class B - Dense Soil or Soft Rock Site Class C - Stiff Soil Site Class D -'Soft Soil Site Class 1615.1.2 SMS = FaSs KCJICSUKl7, IUHI"1V Values fo Ss S1, Fa and Fv are tak from Code Control CD usinq Zip Code Fa 0.8 1 1.2 A I C 0.988 1.235 1 -482 1615.1.2 SM1 = FvS1 0.5168 0.646 1.0982 Design S pectral Resp Accel Fv 0.8 1 1.7 1615.1.3 SIDS = 2 /3 *SMS 0.661961 0.82745 0.99294 0.835725 SDI = 2 /3 *SMI 0.346256 0.43282 0.735794 0.688184 1616.2 Seismic Use Group 1616.3 Seismic Design Category Group I - Non - Essential Table 1616.3(1) D Table 1616 D Seismic Response Coefficient 1617.6 (Table 1617.6) Response Modification Factor R = 6; 1616.2 (Table 1604.5) Occupancy Importance Factor I = 1' Basic Fundamental Period Ct Steel Moment Resisting Frame 0.035 Reinforced Concrete Moment Resisting Frame 0 .03 All O ther Buil ding Systems 0.02 Building Height 27 ft Table 1617.4.2 Cu = 12 Approxima Fundamental Period Ta = Ct *hn ^3/4 = 0.28 sec Rigid Bldg Site Class - AB C _ D Cs = S /(R /1 ) = 0.1103 0. 1379 0.1655 0.1393 Max Cs = SDI /(R /I)T = 0. 0164 0.02 0.0349 0.0326' Min C = 0.0 44SDS *I 0.029 0.0364 0.0437 0.0368 Page 3 Design Intelligence, LLC PACKARD GYMNASTICS 11/8/2007 1037 Erikson Dr. OFFICE Rexburg, Idaho 83440 RFXRHRG IhAHO Desig Sei smic Response Coefficient C D` 0.0437 0.0368 0.0368 W 0.16714 W Site Class A B Cs = 0.0291 0.0364 1617.4.1 Equiv Lateral Forc Method V = Cs = 1617 Si mplified Approach V = 1.2 *(SDS /R)"W = Determine Method of Seismic Analysis Light Framing Construction Criteria 2 stories 2308.2.1 Building stories YES YES 2308.2.2 Bearing wall floor to floor height _ 9 ft 15 psf 40 psf _ 50 psf __ 90 mph 50 ft 2308.2.3.1 Average DL YES 2308.2.3.2 Floor Live Loads YES 2308.2.3.3 Ground Snow Load YES 2308.2.4 Wind speed YES 2308.2.5 Truss Span NO 1616.6.1 Simplified Analysis Requirements 1. Does Building meet light frame construction criteria ? NO 2. Is building of any other construction with flexible diaphragms at every level as defined in section 1602 ? YES Building may use Simplified Analysis Method Page 4 Design Intelligence, LLC PACKARD GYMNASTICS 11/8/2007 1037 Erikson Dr. OFFICE Rexburq, Idaho 83440 RFXR[JRC. IDAHO Type - Fb psi - Fv p E psi STEEL 24000 14400 29000000 LVL - LSL -__ PARA 2600 _ _ 1700 2900 285 400 2 90 1900000 130000 2000000 GLB 2400 190 1800000 DF 1 350 85 1600000 Beam 1 Second Floor Bearing Wall Carri — Fbipsi Type LVL Span Fv psi E psi 2600 285 1900000; L 8 ft Width = 27 ft -� )Loadl Pt. L oad Distance_ Left Reaction Load 2 Load 3 Load 4 Right Reaction Tributary 0 Ibs Loads Snow 35 psf Live Load 0 psf Dead Load 15 psf Uniform Load = 945 Ibs /ft 0 Ibs /ft 405 Ibs /ft Moment - Live Load Moment = 7560 lb-ft = 90720 lb-in Dead Load Moment = 3240 lb-ft = 38880 lb-in Point Load Moment = 0 Ib -ft = 0 lb-in Section Modulus Required = 49.85 in3 Section Width = 3.5 Section Depth_ = 14 —=— in. in. Sectio Modulus Provided 114 .3 in3 OK Moment of Ineritia Provided = 800.3 in4 Deflection Live Load = Dead Load = T otal = Horizontal S hear fv Left = - j 1 FV = 285 Use 3.5 0.06 0.02 0.08 psi psi X in. in. in. OK Allowable 14 L/360 L/ fv R ight = LVL 0.27 0.4 165 in. in. psi OK OK OK - Reaction Left Reaction Right 5400lbs 5400 Ibs Page 5 Design Intelligence, LLC PACKARD GYMNASTICS 11/8/2007 1037 Efikson Dr. OFFICE Rexburq, Idaho 83440 REXBURG IDAHO Type Fb ps Fv psi E p + STEEL 24000 14400 29000000 LVL LSL_ PARALM GLB 2600 1700 2900 2400 285 400 290 190 1900000 1300000 2000000 1800000 T- - - - DF_ 1350 85 1600000 Beam 2 Second Floor Carrier Type LVL Fb psi Fv psi 2600 285 10 Width = 4 �Epsi 1900000 Load 1 Pt. Load Distance Left Reaction Load 2 Load 3 Load 4 Right Reaction Span = ft Tributary ft Olbs Olbs Loads _ Snow 0 psf Live L oad 70' psf Uniform Load = 0 Ibs /ft 280 60 Ibs /ft Ibs /ft _ _ Dead Load 15' psf Moment Live Load Moment = 3500 lb-ft = 42000 lb-in Dead Load Moment = 750 Ib -ft = 9000 Ib -in Point Load Moment = 0 lb-ft = 0 lb-in Section Modulus Required = 19.62 in3 Section Width = _ 1.75' Section Depth = 14 in. in. Section Modulus Provided = 57.2 in3 OK Moment of Ineritia Provided = 400.2 in4 Deflection Live Load = 0.08 in. L/360 0.33 in. OK Dead Load = 0.02 in. Total = Horizontal Shear fv Left = 10 4 F = i 285 0.10 psi psi in. � OK Allowable L/240 fv Rig = 0.5 104 in. - psi Re Le OK OK Reaction Right Use 1.75 X _ 14 LVL 1700 Ibs 1700 Ibs Page 6 Design Intelligence, LLC PACKARD GYMNASTICS 11/8/2007 1037 Erikson Dr. OFFICE Rexburg, Idaho 83440 REXBURG_ IDAHO T ype Fb psi Fv psi E psi STEEL 24000 14400 29000000 LVL LSL PARALM 2600 1700 2900 285 400 290 1900000 1300000 2000000 _ _ GLB 2400 _ 190 1800000 _ DF 1350 85 1600000 Beam 3 Window Header Type LVL Fb psi Fv psi E psi 2600 285 1900000 1 9 ft Width = 11 ft _ Load1 Pt. Load Distance Left Reaction Load 2 Load 3 Load 4 Right Reaction Span Tributary 0 Ibs 0 Ibs Loads Snow 35: psf Live Load 70! psf Uniform Load = 385 Ibs /ft 770 Ibs /ft Dead Load 15', psf 165 Ibs /ft Moment Live Load Moment = 11694 lb-ft = 140332.5 Ib -in Dead Load Moment = 1671 lb-ft = 20048 lb-in Point Load Moment = 0 lb-ft = 0 Ib -in Section Modulus Required = 61.68 in3 Section Width = 3.5' Section Depth = 11.875 in. in. Section Modulus Provided = 82.3 in3 Moment of Ineritia Provided = 488.4 in4 Deflection Live Load = 0.18 in. U360 0.30 in. OK Dead Lo Total = Horizontal V60 = FV = Use = - -- Shear 214 - - 285 3.5 0.03 - -- 0.21 psi _Psi X in. in. — OK - j 11.875 L/240 fv R = i - LVL - -- 0.45 2 1 4 - in. — psi Rea Left 594 - -- OK OK s - — Reaction Right 5940lbs Page 7 Design Intelligence, LUC PACKARDGYMNAST|CS 11/8/2007 1O37EhhsonDr. OFFICE Rexbura,ldaho 83440 REXBURG. IDAHO Type Fb psi Fv psi E psi STEEL 24000 14400 29000000 LVL 2600 285 1900000 2900 290 2000000 GLB 2400 DF B 1350 Entry Truss 85 Carrier 16706 - fy — pi ;� — vp F I F L 5 ft Width 7 - ff -- Pt. Load Distance Left Reaction Right Reaction Span f6b 35 psf 15 psf Snow Uniform Load 245 lbs/ft Dead Load 105 lbs/ft Live Load Moment 766 lb-ft 9187.51 lb-in Dead Load Moment = 328 lb-ft 3938 lb-in Point Load Moment = 0 1�- lb-in Section Modulus Required 9.72 in3 Section Width = 3 Section Depth = 7.25 in. in. Section Modulus Provided 26.3 3 OK Moment of Ineritia Provided 95.3 46 Deflection Dead Load 60 psi OK fv Right 60 psi FV 85 psi Aloomwe Reaction Left FReaction Right Page 8 Design Intelligence, LLC PACKARD GYMNASTICS 11/8/2007 1037 Erikson Dr. OFFICE Rexburq, Idaho 83440 REXBURG, IDAHO Type I Fb psi Fv psi E psi STEEL 24000 14400 29000000 LVL LSL PARALM GLB 2600 1700 2900 2400 285 400 290 190 1900000 1300000 2000000 1800000 DF 1350 85 1600000 Beam 5 Ceiling Joist Type DF Fb psi lFv psi E psi 1350 85 1600000 21 ft Width = 2 ft ILoad 1 Pt. Load Distan Left Reaction Load 2 _ Load 3 Load 4 Right Reaction Span = Tributary 0 Ibs 0 Ibs Loads Snow 0' psf Live Load 0, psf Dead Load 10'; psf Uni = 0 Ibs /ft _ 0 Ibs /ft 20 Ibs /ft _ Moment Live Load Moment = 0 lb-ft = 0 lb-in Dead Load Moment = 1103 Ib -ft = 13230 lb-in Point Load Moment = 0 lb-ft = 0 lb-in Section Modulus Required = 9.80 in3 Section Width = 1.5 Section Depth = 9.25 in. in. Section Modulus Provided = 21.4 in3 OK _ Moment of Ineritia Provided = 98.9 in4 - Deflection - - - - - -- ----- - - -_ -- Live Load = 0.00 in. L/360 0_70 _ in. - OK Dead Load = 0.55 in. Total = 0.55 in. L/24 1.05 in. OK Horizontal Shear fv Left = 23 psi OK fv Right = 2 3 psi �^ FV 85 psi Allowable R Left Reaction Right Use 1.5 X 9.25 DF j 2101bs 2101bs Page 9 Design Intelligence, LLC PACKARD GYMNASTICS 11/8/2007 1037 E- rikson Dr. OFFICE Rexburg, Idaho 83440 REXBURG, IDAHO Foundation Design Max Roof Span = 54 ft _ M ax Floor Span = 0 ft Wall Height = 19' ft Stem Wall He ight = 4'' ft Wall Width = 8 in. Allowable Bearing Capacity 1 psf 35 psf _ 70 psf 15' psf ___Stem 15 psf 0 psf 15 psf Snow Load Floor Live Load Wal Dead Load Roof Dead Load Brick Dead Load Floor Dead Load Exterior Bearing Walls - Proposed Footing Width 18 in Depth 10 in Roof Loads 1350 Ibs /ft Floor Loads 0 Ibs /ft Wall Load 285 Ibs /ft Stem Wall Load 400 Ibs /ft Footing Load 188 Ibs /ft Total 2223 Ibs/ft Bearing Pressure = 1482 psf OK Reinforcing Requiremen Min Reinforcing Factors Footing 0.002 _ Stem Wall Vertical 0.0012 _ #4 0.2 Horizontal 0.002 Reinforcing Bar in *in Footing Continuous Reinforcing Count 2 bars Stem Wall Conti nuous Reinforcing Cou 4 bars Vertical - Reinforcing Spacing 18 in. _ i ---- - - -. -- — Page 10 Design Intelligence, LLC PACKARD GYMNASTICS 11/8/2007 1037 Erikson Dr. OFFICE Rexburg. Idaho 83440 REXBURG, IDAHO Foundatio De sign Max Roof Span = 0 ft Max Floor Span = 25 ft Wall Height = 19 ft Stem Wall Height = 0 ft . Stem Wall Width = 0 i Allowable Bearin Capacity 1500 psf _J 35 psf 70 psf 15` psf 15 psf 0 psf 15 psf Snow Load _ Floor Live Load Wall Dead Load Roof Dead Load Brick Dead Load Floor Dead Load Interior Bearing Walls - F2 Proposed Footing 12 8' Roof Loads 0 _ Ibs /ft Width in _ Floor Loads 1062.5 Ibs /ft Depth i Wall Load 1 285 Ibs /ft Stem Wall Load 0 I bs /ft Footing Load 100 Ibs /ft Total 1448 Ibs /ft Bearing Pressure = 1448 psf OK Reinforcing Requirements Min Reinforcing Factors Footing 0.002 _ Stem Wall _ _ Vertical 0.0012 #4 0.2 Horizontal 0.0021 Reinforcing Bar in *in Footing Continuou Reinforcing Count 1 bars Stem Wall _ Continuous Reinforcing Count 0 b ars Vertical - Reinforcing Spacing #DIV /0! in. Page 11 Design Intelligence, LLC PACKARD GYMNASTICS 11/8/2007 1037 Erikson Drive OFFICE Rexburq, Idaho 83440 REXBURG IDAHO Sprea Foo D esign Values 1500` psf 0.002 2500 psi 60000; psi Al lowable S oil Bear ing Pressure = M in Rein Fac = Co ncrete Stre @ 28 da _ S teel Reinforcing ( fy) = Footing - F3 -� Description Vertical Moment I _ Loads 875 Ibs L = Length 1! ft B = Width Thickness 0.833'` ft Soil Depth 2 ft , 0 ft-Ibs -�- Soil Wt 110 -- -_ pcf Weight 344.95 Ibs V = 1219.95 Ibs e = M/V 0.0000 Qmax = V /BL(1 +6e /L) _ 1220 psf Qmin = V /BL(1 -6e /L) = 1220 psf Reinforcing for Long Direction Use 1 ft. Wide X 10 in. Deep Footing Calculated Minimum Reinforcing = 0.24 in *in Rebar Size = #4 Area = 0.2 in *in Use 2 #4 6.00 in O.C. Reinfor for Short Direction - Use - 1 ft. Wide X 10 in. Deep Footing - -- - Calculated Minimum Rebar Siz Us e - Reinforcin #4 2 - = Area = #4 - 0.24 0.2 6.00 - in *in in *in in. O.C. Page 12 Design Intelligence, LLC PACKARD GYMNASTICS 11/8/2007 1037 Erikson Drive OFFICE Rexburg. Idaho 83440 RFXRUR(. mAHO S prea d F Design Values 1500 psf 0.002 2500 psi - 60000 psi Moment 0 ft -Ibs Soil Wt 110; pcf Allowable Soil Bearing Pressure = Min Reinforcing Factor= Concrete Strength @ 28 days - - - Steel Reinforcing (fy) _ Footing - _- - F4 Description Vertical Loads 7100 Ibs L = Length 2.5' ft B = Width 25 ft Thickness 1' ft Soil Depth 2' ft Weight 2312.5 Ibs V = 9412.5 Ibs e = MN 0.0000 Qmax = V /BL(1 +6e /L) = 1506 psf Qmin = V /BL(1 -6e /L) = 1506 psf Reinforcing for Long Direction Use 2.5 _ ft. Wide X 10 in. Deep Footing - Calculated Minimum Reinforcing = 0.6 in *in Rebar Size = #4 Area = 0.2 in *in Use 3 #4 12.00 in O.C. Reinforcing for Short Direction Use 2.5 ft. Wide X _ 10 in. Deep Footing Calculated M inimum Reinforcing = 0.6 in *in I Rebar Si = Use #4 3 _ Are = #4 0.2 12.00 in *in in. O.C. Page 13 Design Intelligence, LLC PACKARDGYMNAST|C8 11/8/2087 1O37 Erikson Dr. OFFICE Rexbura. Idaho 83440 REXBURG. IDAHO Shear Wall Analysis - Left Log Wall Wind Load 22 psf Roof Height 5 ft Wa — IlRe — ight 21 ft Tributary Width 10 ft Area at Mid Height of Wall 155 ftA 2 Wind Force - 3_41 46 Shear Wall Length ft Shear/ft in Wall @ Mid Height 74 lbs/ft Provide 1/2" APA rated sheathing with 8d nails at 4" o.c. at panel edges and 12" o.c. in the field. Blocking is required. 0.167 Seismic Analysis Seismic Multiplier Width Roof Dead Load 12 Long Wall Length 50 ft Short Wall Length 10 ft Length 54 Load 24 (includes snow) Weight 15552 Ibs Height 21 Height of Wall Length Load 15 Weight Wall Dead Load 120 18900 lbs Seismic Force @ Mid 5753 lbs Shear Wall Length 46 ft Shear per ft in Wall @ Mid Height 125 lbs/ft OK Provide 1/2" APA rated sheathing with 8d nails at 4" o.c. at panel ,edges and 12" o.c. in the field. Blocking Page 14 �er a�Rusirum TJ -Beao* 6.25 Serial Number: 7003007413 User: 2 11/8/2007 30736 PM Roof Rafter 11 7/8" TJ I@ 110 @ 24" o/c Page Engine Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Skn3e: 012 Roof Stope&12 0 .Q A 13' 1 All dimensions are horizontal. Product Diagram is ConceptuaL LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 35.0 Live at 100 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 3.50" 455 /195 / 0 / 650 R1: Blocking 1 Ply 11 7/8" TJI@ 110 2 Stud wall 3.50" 3.50" 455 / 195 / 0 / 650 R1: Blocking 1 Ply 11 7/8" TJ 1@ 110 -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): R1: Blocking DESIGN CONTROLS: - Deflection Criteria: STAN DARD(LL: U360,TL: U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 3'4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Packard Gymnastics Rexburg, Idaho OPERATOR INFORMATION: Scott Spaulding Design Intelligence, LLC 1037 Erikson Drive Rexburg, ID 83440 Phone: 208 - 359 -1461 Fax :208- 359 -0740 designintel @msn.com Copyright ° 2006 by Trus Joist, a Weyerhaeuser Business TJI° and TJ -Beam° are registered trademarks of Trus Joist. e -I Joist'",Pro and TJ -Pro' are trademarks of Trus Joist. Maximum Design Control Control Location Shear (Ibs) 629 -621 1560 Passed (40 %) Rt. end Span 1 under Snow loading Vertical Reaction (Ibs) 629 629 1350 Passed (47 %) Bearing 2 under Snow loading Moment (Ft -Lbs) 1979 1979 3015 Passed (66 %) MID Span 1 under Snow loading Live Load Defl (in) 0.191 0.419 Passed (U791) MID Span 1 under Snow loading Total Load Dell (in) 0.273 0.629 Passed (U554) MID Span 1 under Snow loading - Deflection Criteria: STAN DARD(LL: U360,TL: U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 3'4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Packard Gymnastics Rexburg, Idaho OPERATOR INFORMATION: Scott Spaulding Design Intelligence, LLC 1037 Erikson Drive Rexburg, ID 83440 Phone: 208 - 359 -1461 Fax :208- 359 -0740 designintel @msn.com Copyright ° 2006 by Trus Joist, a Weyerhaeuser Business TJI° and TJ -Beam° are registered trademarks of Trus Joist. e -I Joist'",Pro and TJ -Pro' are trademarks of Trus Joist. 4rJ Roof Rafter TJ -sean, 3 6.25 Serial �r 7 074' 3'"� 117/8 " TJ I@ 110 n 24" O/C V User: 2 11/812007 3:07:36 PM Paget Engine Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 12' 7.00" Max. Vertical Reaction Total (lbs) 650 650 Max. Vertical Reaction Live (lbs) 455 455 Selected Bearing Length (in) 3.50(W) 3.50(W) Max. Unbraced Length (in) 40 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 186 -186 Max Shear at Support (lbs) 189 -189 Member Reaction (lbs) 189 189 Support Reaction (lbs) 195 195 Moment (Ft -Lbs) 594 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) 621 -621 Max Shear at Support (lbs) 629 -629 Member Reaction (lbs) 629 629 Support Reaction (lbs) 650 650 Moment (Ft -Lbs) 1979 Live Deflection (in) 0.191 Total Deflection (in) 0.273 PROJECT INFORMATION: OPERATOR INFORMATION: Packard Gymnastics Scott Spaulding Rexburg, Idaho Design Intelligence, LLC 1037 Erikson Drive Rexburg, ID 83440 Phone: 208 - 359 -1461 Fax :208- 359 -0740 designintel @msn.com Copyright © 2006 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e - I Joist'",Pro' and TJ -Pro' are trademarks of Trus Joist. n er �.AU't�trhaeiuer Business TJ -Beam@ 6.25 Serial Number: 7003007413 User: 2 11/8/2007 2:41:22 PM Floor Joist 14" TJI@ 230 @ 16" O/C Pagel Engine Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ®, z❑ Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 50.0 Live at 100 % duration, 15.0 Dead, 20.0 Partition SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 3.50" 600 / 420 / 0 /1020 Al: Blocking 1 Ply 14" TJI@ 230 2 Stud wall 3.50" 3.50" 600 / 420 / 0 /1020 Al: Blocking 1 Ply 14" TJI@ 230 -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): Al: Blocking DESIGN CONTROLS: Location Rt. end Span 1 under Concentrated loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 - Deflection Criteria: STANDARD(LL:U480,TL:U240). - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at T8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.53 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Packard Gymnastics Rexburg, Idaho OPERATOR INFORMATION: Scott Spaulding Design Intelligence, LLC 1037 Erikson Drive Rexburg, ID 83440 Phone: 208 - 359 -1461 Fax :208- 359 -0740 designintel @msn.com Copyright ° 2006 by Trus Joist, a Weyerhaeuser Business TJI° and TJ -Beam® are registered trademarks of Trus Joist. e - Jois t"', Pro' and TJ -Pro' are trademarks of Trus Joist. Maximum Design Control Control Shear (Ibs) 1000 1000 1945 Passed (51 %) Vertical Reaction (Ibs) 996 996 1460 Passed (68 %) Moment (Ft -Lbs) 4380 4380 4755 Passed (92 %) Live Load Defl (in) 0.299 0.440 Passed (U706) Total Load Defl (in) 0.508 0.879 Passed (U415) TJPro 44 30 Passed Location Rt. end Span 1 under Concentrated loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 - Deflection Criteria: STANDARD(LL:U480,TL:U240). - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at T8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.53 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Packard Gymnastics Rexburg, Idaho OPERATOR INFORMATION: Scott Spaulding Design Intelligence, LLC 1037 Erikson Drive Rexburg, ID 83440 Phone: 208 - 359 -1461 Fax :208- 359 -0740 designintel @msn.com Copyright ° 2006 by Trus Joist, a Weyerhaeuser Business TJI° and TJ -Beam® are registered trademarks of Trus Joist. e - Jois t"', Pro' and TJ -Pro' are trademarks of Trus Joist. 14(O� AW Floor Joist b ,B w i n� 14" TJI® 230 16" O/C TJ -BearrO 6.25 Serial Number: 7003007413 User: 2 11/8/2007 2:41:23 PM Paget Engine Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group PROJECT INFORMATION: Packard Gymnastics Rexburg, Idaho OPERATOR INFORMATION: Scott Spaulding Design Intelligence, LLC 1037 Erikson Drive Rexburg, ID 83440 Phone: 208 - 359 -1461 Fax :208- 359 -0740 designintel @msn.com Copyright ° 2006 by Trus Joist, a Weyerhaeuser Business TJIa and TJ -Beame are registered trademarks of Trus Joist. e -I Joist'", Pro'" and TJ -Pro' are trademarks of Trus Joist. A 17' 7.00" A Max. Vertical Reaction Total (lbs) 1020 1020 Max. Vertical Reaction Live (lbs) 600 600 Selected Bearing Length (in) 3.50(W) 3.50(W) Max. Unbraced Length (in) 44 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 406 -406 Max Shear at Support (lbs) 410 -410 Member Reaction (lbs) 410 410 Support Reaction (lbs) 420 420 Moment (Ft -Lbs) 1804 Loading on all spans, LDF = 1.00 1.0 Dead + 1.0 Floor Shear at Support (lbs) 987 -987 Max Shear at Support (lbs) 996 -996 Member Reaction (lbs) 996 996 Support Reaction (lbs) 1020 1020 Moment (Ft -Lbs) 4380 Live Deflection (in) 0.299 Total Deflection (in) 0.508 PROJECT INFORMATION: Packard Gymnastics Rexburg, Idaho OPERATOR INFORMATION: Scott Spaulding Design Intelligence, LLC 1037 Erikson Drive Rexburg, ID 83440 Phone: 208 - 359 -1461 Fax :208- 359 -0740 designintel @msn.com Copyright ° 2006 by Trus Joist, a Weyerhaeuser Business TJIa and TJ -Beame are registered trademarks of Trus Joist. e -I Joist'", Pro'" and TJ -Pro' are trademarks of Trus Joist. Biuineu TJ- Beamli) 413 User: 2 11/8/2007 2:36:30 PM Roof Rafter 11 7/8" TJI@ 230 @ 16" O/C Pagel Engine Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: IJ42 Roof SlopeM12 F_ All dimensions are horizon Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 35.0 Live at 100 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 3.50" 490 / 210 / 0 / 700 R1: Blocking 1 Ply 11 7/8" TJI@ 230 2 Stud wall 3.50" 3.50" 490 / 210 / 0 / 700 R1: Blocking 1 Ply 11 7/8" TJI@ 230 -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): R1: Blocking DESIGN CONTROLS: - Deflection Criteria: STAN DARD(LL:U240,TL:U180). - Bracing(Lu): All compression edges (top and bottom) must be braced at 3'9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. - (Minimum cut length) = (Overall horizontal length) x 1.000 + 1/4" PROJECT INFORMATION: Packard Gymnastics Rexburg, Idaho OPERATOR INFORMATION: Scott Spaulding Design Intelligence, LLC 1037 Erikson Drive Rexburg, ID 83440 Phone: 208 - 359 -1461 Fax :208- 359 -0740 designintel @msn.com Copyright 8 2006 by Trus Joist, a Weyerhaeuser Business TJI° and TJ -Beam° are registered trademarks of Trus Joist. e -I Joist',Pro' and TJ -Pro' are trademarks of Trus Joist. Maximum Design Control Control Location Shear (Ibs) 686 -681 1655 Passed (41 %) Rt. end Span 1 under Snow loading Vertical Reaction (Ibs) 686 686 1460 Passed (47 %) Bearing 2 under Snow loading Moment (Ft -Lbs) 3531 3531 4015 Passed (88 %) MID Span 1 under Snow loading Live Load Defl (in) 0.653 1.029 Passed (U379) MID Span 1 under Snow loading Total Load Defl (in) 0.932 1.372 Passed (0265) MID Span 1 under Snow loading - Deflection Criteria: STAN DARD(LL:U240,TL:U180). - Bracing(Lu): All compression edges (top and bottom) must be braced at 3'9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. - (Minimum cut length) = (Overall horizontal length) x 1.000 + 1/4" PROJECT INFORMATION: Packard Gymnastics Rexburg, Idaho OPERATOR INFORMATION: Scott Spaulding Design Intelligence, LLC 1037 Erikson Drive Rexburg, ID 83440 Phone: 208 - 359 -1461 Fax :208- 359 -0740 designintel @msn.com Copyright 8 2006 by Trus Joist, a Weyerhaeuser Business TJI° and TJ -Beam° are registered trademarks of Trus Joist. e -I Joist',Pro' and TJ -Pro' are trademarks of Trus Joist. eb" ' °F Roof Rafter �A Weyerhaeuser Business n n TJ -Beam 6.25 Serial Number: 7003007413 11 7/8 TJ I® 230 @ 16 o/c t 2 : 36 :30 PM Page 2 Engine Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 20' 7.00" Max. Vertical Reaction Total (lbs) 700 700 Max. Vertical Reaction Live (lbs) 490 490 Selected Bearing Length (in) 3.50(W) 3.50(W) Max. Unbraced Length (in) 45 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 204 -204 Max Shear at Support (lbs) 206 -206 Member Reaction (lbs) 206 206 Support Reaction (lbs) 210 210 Moment (Ft -Lbs) 1059 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) 681 -681 Max Shear at Support (lbs) 686 -686 Member Reaction (lbs) 686 686 Support Reaction (lbs) 700 700 Moment (Ft -Lbs) 3531 Live Deflection (in) 0.653 Total Deflection (in) 0.932 PROJECT INFORMATION: Packard Gymnastics Rexburg, Idaho OPERATOR INFORMATION: Scott Spaulding Design Intelligence, LLC 1037 Erikson Drive Rexburg, ID 83440 Phone: 208 - 359 -1461 Fax :208- 359 -0740 designintel @msn.com Copyright o 2006 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam° are registered trademarks of Trus Joist. e -I Joist"', Pro" and TJ -Pro' are trademarks of Trus Joist. Business TJ -Beap* 413 User: 2 11/8/2007 2:33:31 PM Floor Joist 14" TJI® 360 @ 16" o/c Page Engine Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Product Diagram is Cartceptuall. LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 50.0 Live at 100 % duration, 15.0 Dead, 20.0 Partition SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 3.50" 733 / 513 / 0 / 1247 Al: Blocking 1 Ply 14" TJI@ 360 2 Stud wall 3.50" 3.50" 733 / 513 / 0 / 1247 Al: Blocking 1 Ply 14" TJI® 360 -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): Al: Blocking DESIGN CONTROLS: - Deflection Criteria: STAN DARD(LL: U480,TL: U240). - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 3'6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.77 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Packard Gymnastics Rexburg, Idaho OPERATOR INFORMATION: Scott Spaulding Design Intelligence, LLC 1037 Erikson Drive Rexburg, ID 83440 Phone: 208 - 359 -1461 Fax :208- 359 -0740 designintel @msn.com Copyright ° 2006 by Trus Joist, a Weyerhaeuser Business TJI° and TJ -Beam° are registered trademarks of Trus Joist. e Joist",Pro'" and TJ -Pro° are trademarks of Trus Joist. Maximum Design Control Control Location Shear (Ibs) 1223 -1214 1955 Passed (62 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1223 1223 1505 Passed (81 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 6599 6599 7335 Passed (90 %) MID Span 1 under Floor loading Live Load Defl (in) 0.513 0.540 Passed (U505) MID Span 1 under Floor loading Total Load Defl (in) 0.872 1.079 Passed (0297) MID Span 1 under Floor loading TJPro 35 30 Passed Span - Deflection Criteria: STAN DARD(LL: U480,TL: U240). - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 3'6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.77 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Packard Gymnastics Rexburg, Idaho OPERATOR INFORMATION: Scott Spaulding Design Intelligence, LLC 1037 Erikson Drive Rexburg, ID 83440 Phone: 208 - 359 -1461 Fax :208- 359 -0740 designintel @msn.com Copyright ° 2006 by Trus Joist, a Weyerhaeuser Business TJI° and TJ -Beam° are registered trademarks of Trus Joist. e Joist",Pro'" and TJ -Pro° are trademarks of Trus Joist. �en 14 ge Floor Joist "` `haeustr Bus`n , 14" TJ I@ 360 @ 16" O/C TJ- BeanzV 6.25 Serial Number: 7003007413 User: 2 Page EngneVersion: 6.25.7 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 21' 7.00" Max. Vertical Reaction Total (lbs) 1247 1247 Max. Vertical Reaction Live (lbs) 733 733 Selected Bearing Length (in) 3.50(W) 3.50(W) Max. Unbraced Length (in) 42 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 500 -500 Max Shear at Support (lbs) 504 -504 Member Reaction (lbs) 504 504 Support Reaction (lbs) 513 513 Moment (Ft -Lbs) 2717 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 1214 -1214 Max Shear at Support (lbs) 1223 -1223 Member Reaction (lbs) 1223 1223 Support Reaction (lbs) 1247 1247 Moment (Ft -Lbs) 6599 Live Deflection (in) 0.513 Total Deflection (in) 0.872 PROJECT INFORMATION: Packard Gymnastics Rexburg, Idaho OPERATOR INFORMATION: Scott Spaulding Design Intelligence, LLC 1037 Erikson Drive Rexburg, ID 83440 Phone: 208 - 359 -1461 Fax :208- 359 -0740 designintel @msn.com Copyright © 2006 by Trus Joist, a Weyerhaeuser Business TJI° and TJ -Beam° are registered trademarks of Trus Joist. e -I Jois t"', Pro' and TJ -Pro'" are trademarks of Trus Joist. C er� -.4l�verhaeuser Business TJ- Beary® 6.25 Serial Number: 7003007413 User:2 11/8/20072:32:01 PM Floor Joist 14" TJ I@ 560 @ 16" O/C Paget Engine Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED !PI Product Diagram is Corteeptuai. LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 50.0 Live at 100 % duration, 15.0 Dead, 20.0 Partition SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 3.50" 833 / 583 / 0 / 1417 Al: Blocking 1 Ply 14" TJI® 560 2 Stud wall 3.50" 3.50" 833 / 583 / 0 / 1417 Al: Blocking 1 Ply 14" TJI® 560 -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): Al: Blocking DESIGN CONTROLS: - Deflection Criteria: STANDARD(LL:U480,TL:U240). - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 5'9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.28 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Packard Gymnastics Rexburg, Idaho OPERATOR INFORMATION: Scott Spaulding Design Intelligence, LLC 1037 Erikson Drive Rexburg, ID 83440 Phone: 208 - 359 -1461 Fax :208- 359 -0740 designintel @msn.com Copyright ° 2006 by Trus Joist, a Weyerhaeuser Business TJ I and TJ -Beam° are registered trademarks of Trus Joist. e -I Joist'",Pro' and TJ -Pro' are trademarks of Trus Joist. Maximum Design Control Control Location Shear (Ibs) 1393 -1384 2390 Passed (58 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1393 1393 1725 Passed (81 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 8561 8561 11275 Passed (76 %) MID Span 1 under Floor loading Live Load Defl (in) 0.592 0.615 Passed (U498) MID Span 1 under Floor loading Total Load Defl (in) 1.006 1.229 Passed (U293) MID Span 1 under Floor loading TJPro 31 30 Passed Span - Deflection Criteria: STANDARD(LL:U480,TL:U240). - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 5'9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.28 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Packard Gymnastics Rexburg, Idaho OPERATOR INFORMATION: Scott Spaulding Design Intelligence, LLC 1037 Erikson Drive Rexburg, ID 83440 Phone: 208 - 359 -1461 Fax :208- 359 -0740 designintel @msn.com Copyright ° 2006 by Trus Joist, a Weyerhaeuser Business TJ I and TJ -Beam° are registered trademarks of Trus Joist. e -I Joist'",Pro' and TJ -Pro' are trademarks of Trus Joist. %�lf� Floor Joist — AW ' ' 14" TJI® 560 16" O/C TJ -Bear WD 6.25 Serial Number: 7003007413 User: 2 11/8/2007 2:32:02 PM Paget Engine Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 24' 7.00" Max. Vertical Reaction Total (lbs) 1417 1417 Max. Vertical Reaction Live (lbs) 833 833 Selected Bearing Length (in) 3.50(W) 3.50(W) Max. Unbraced Length (in) 69 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 570 -570 Max Shear at Support (lbs) 574 -574 Member Reaction (lbs) 574 574 Support Reaction (lbs) 583 583 Moment (Ft -Lbs) 3525 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 1384 -1384 Max Shear at Support (lbs) 1393 -1393 Member Reaction (lbs) 1393 1393 Support Reaction (lbs) 1417 1417 Moment (Ft -Lbs) 8561 Live Deflection (in) 0.592 Total Deflection (in) 1.006 PROJECT INFORMATION: Packard Gymnastics Rexburg, Idaho OPERATOR INFORMATION: Scott Spaulding Design Intelligence, LLC 1037 Erikson Drive Rexburg, ID 83440 Phone: 208 - 359 -1461 Fax :208- 359 -0740 designintel @msn.com Copyright ® 2006 by Trus Joist, a Weyerhaeuser Business TJI and TJ -Beam® are registered trademarks of Trus Joist. e JOlst and TJ -Pro' are trademarks of Trus Joist. S89 °50'47 "W 196.11' I s DRAINAGE 6 —WTR 6 —WTR TE 6 — �I�, FLOW DIRECTION cn j ^' o TYPICAL 0 0 °o N � L I N oo �D W I 0 I I o0 — � S TppSA o � I I Pf 100.00' TRASH I STANDARD PARKING STALLS 24 ^' ENCLOSURE I C0 COMPACT PARKING STALLS 9 0 3 I j O Gv �Q�• ��� HANDICAP STALL 2 f A 6 'f 0 0T o I g Gv St 35 TOTAL 33 REQUIRED L.•r6sG4PF_ STA=r W J ! uS Lp 5 LOT AREA 35,775 SQFT B � ,Q,�SJ S$,pf:wAtK, _--► LANDSCAPE 9,638 SQFT 26.9% 02 S' r =p l.xST�b 18.00' 5' 16.10' I 11 " =20 ' A L P ! ��,osc.APE '.) , I y 1 0.00' , E`� .� ---- 1 .00' `° LOT 6 Q� ! o I 0� o W 0o �T pho` '� 6�' ( En N c I 0 SWR SW SW SWR WR SWIGWR� ESQ 4/ v ��� j Z WALL MOUNTED PARKING LIGHTING 4 .4 L 1 I TYP. I �+ ! 100.00' "d G I o� � I I � I es PWAY-Td6 &A 1 SPAC.k fE2 SW Sift LIGHT � ! OF 6&SS FLC &- AnXA ���,ub b STANDARD Exuv��G OfF2GE M 9 PARKING S ALLS C`� TYP. ecvlk AND OD OM 3 SP. C65 fOA- N v P p K'cuE AAkA S P/�SE S i 70.00 -- :? I I Z � _DRAINAGE j INFILTRATOR SJ8M2T ± �f�s �♦ TYP. o 5 PARKING STALLS {�1.oUSf o rov c t� I 26170, 22.00' 1 0 S89 °50 47 W 196.09 j � DRAWN D. MOON DRA EDAR.DWG PROJE DYER GYMNASIUM AIRPORT BUSINESS PARK 07076 No. REASON BY oA 7E CHECKED BY: W.R DYER NOR ,• _ zo' G R o P SITE PLAN SHEET NO. REVISIONS ATE: ,�7 VM SCALE: N •TS. LOT 6, BLOCK 2 1 !'NdNEFRWO . i1L�W42 . YUIAdLLENT