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Home My WebLink AboutENGINEERING CALCULATIONS - 08-00033 - Johnson Precast ShopDesign: Intelligence, LLC Engineering Calculations Summary Date: December 27, 2007 Subject: Johnson Shop, Rexburg, Madison County, Customer: Mark Johnson JAN 15 2008 IL 0800033 Johnson Precast Shop 551 E Moody Rd This analysis uses the Design Criteria calculations. Jp{1. 5vi&_ ?re_cez,5 {� Materials: (� S(o - Rq 17 Dimensional Lumber — NDS 1997 design val Concrete: 2500 psi @ 28 days Reinforcing Steel - #4 and smaller Grade 40, MA- F naJ ed, CoAce-rrle-d Assumptions: Gt{�aui �truc( t~ra I lAle31-11Y IBC 2003 —Foundations designed for Max E St h ce. EX 1-er i o (' C.n U C rt rl it n IY1SF&�leci — �j�,� Design Loads: Roof Live Load (min) — 20 psf during construction Ground Snow load = 50 psf, Roof Snow load= 35 psf , I Snow Load Importance Factor —1.0j Snow Exposure Factor — 0.9 Wind = 90 mph, Exposure B Wind Importance Factor— 1.0 Wind Exposure = B Seismic Design Category — DI Seismic Use Group - 1 References: IBC 2003 Customer Drawings TrusJoist MacMillian Design Guides Summary: G01 no4b \�� \( C')-1 SWY S` Al -ILMI- Dov �nSpe.C�+o�nS 'o.� All beam sizes and footing sizes are noted on the drawings. —C 2003 as the basis for the t�7161 tions and included details are for nd customer only and not to be manner without the written sign Intelligence. Designed By Scott A S auldin , P.E. I Checked By: Date: ___ design Intelligence, LLC JOHNSON SHOP ___ _— �,_ REXBURG, MADISON 12/27/2007 Page 1 Design Intelligence, LLC JOHNSON SHOP 12/27/2007 1037 Erikson Dr_ REXBURG, MADISON Raxhurn Idaho 53440 COUNTY. IDAHO Page 2 Component and Cladding Design Wind Pressures -Table 1609.6.2.1(2 Roof Zone Area < 5:12 5:12 > 5:12 1 10 10 -14.6 10 -13.3 13.3 -14.6 1 20 10 -14.2 10 -13 13 43.8 1 50 10 -13.7 10 -12.5 12.5 -12.8 1 100 10 -13.3 _ 10 -12.1 12.1 -12.1 2 10 10 -24.4 10 -28.2 13.3 -17 2 20 10 -21.8 10 -25.6 13 -16.3 _ 2 50 10 -18.4 10 -22.1 12.5 -15.3 2 100 10 -15.8 10 -19.5 12.1 -14.6 3 10 10 -36.8 10 -28.2 13.3 -17 3 20 10 -30.5 10 -25.6 13 -16.3 3 50 10 -22.1 10 -22.1 12.5 -15.3 3 100 10 -15.8 10 -19.5 12.1 -14.6 _ Wall 4 10 14.6 -15.8 4 20 13.9 -15.1 _ 4 50 13 -14.3 4 100 12.4 -13.6 5 10 14.6 -19.5 5 20 13.9 -18.2 512 13 -16.5 5 100 12.4 -15.1 Roof Overhan Com onent and Cladding Desi n Wind Pressures - Table 1609.6.2.1(3) Zone Area < 5:12 5:12 > 5:12 2 10 21 -27.2 -24.7 2 20 -20.6 -27.2 -24 2 50 -20.1 -27.2 -23 2 100 -19.8 -27.2 -22.2 3 10 -34.6 -45.7 3 20 -27.1 -40.5 -24 3 50 -17.3 33.6 -23 3 100 -10 -28.4 -22.2 1609.6.2.1(4) Height and Exposure Adjustment Coefficient = 1 Page 2 Design Intelligence, LLC JOHNSON SHOP 1037 Erikson Dr. REXBURG. MADISON r _..ti... IA -k- AQAAn CAUNTY. IDAHO RrihVu --- - Seismic Reference Code - IBC 2003 values for Ss, S1, Fa and Fv are taken from Code Control CD using Zip Code 1615.1.2.1 Fa 1615.1.2(2 Fv 1615.1 Ss 1.235 1615.1 SI 0.646 g Fa Fv Site Class A - Hard Rock 0.8 0.8 Site iWClass B - Dense Soil or Soft Rock 1 1 1 Site Class C - Stiff Soil 1.2 1.7 Site Class D - Soft Soil _. 1.01 1.59 A B C = FaSs 0.988 1.235 1 = FvS1 0.5168 0.646 Mit D 1.482 - 1.24736. 1.0982 1.02714: s Accel = 2/3'SMS 0.66196 0.82745 SDI = 2/3'SMI 0.346256 0.43282 0.99204 0.835725 0.735794 0.688. 1616.2 Seismic Use Group 1616.3 seismic Design Category Group I - Non -Essential Table 1616.3(1) Table 1616.3(2) D D Seismic Response Coefficient 1617.6 (Table 1617.6) Response Modification Factor R = 1616.2 (Table 1604.5) Occupancy Importance Factor I = 6 1 Basic Fundamental Period Cit Steel Moment Resistin Frame 0.035 Reinforced Concrete Moment Resisting Frame 0.03 All Other Building Systems 0.02 Building Height 27 it Table 1617.4.2 Cu Approximate Fundamental Period Ta = Ct'hn43/4 = 0.28 sec Ri id Bid _ Site Class A B C D Cs = SDS/(R/I) = 0.1103 0.1379 0.1655 ` 0.1393---- .1393__Max MaxCs = SDI/(R/I)T = 0.0164 0.0205 0.0349 0.0326 Min Cs = 0.044SDS'I = 0.0291 0.0364 0.0437 0.0368 Page 3 12/27/2007 Design Intelligence, LLC JOHNSON SHOP 1037 Erikson Dr. REXBURG, MADISON �_..ti...,. wti.. amen M111NITY. IDAHO Design Seismic Response Coefficient Site Class A B Cs = 0.0291 0.0364 1617.4.1 Equiv Lateral Force Method V = CsW = 1617.5.1 Simplified Approach V = 1.2•(SDS/R)'W = C D 0.0437: 0.0368 0.0368 W 0.16714 W Determine Method of Seismic Anal sis Light Framing Construction Criteria 2308.2.1 Building stories 2 2308.2.2 Bearing wall floor to floor height 9 2308.2.3.1 Average DL 1 15 2308.2.3.2 Floor Live Loads 40 2308.2.3.3 Ground Snow Load 50 2308.2.4 Wind speed 90 2308.2.5 Truss Span _ 30 stories it psf psf psf mph It IYES YES YES YES YES YES YES 1616.6.1 Simplified Anal a Requirements T. Does Building meet light frame construction criteria ? YES 2. Is buildingof an other construction with flexible dia hragms at eve level as defined in section 1602 ? YES Buildingmay use Sim Iified Analysis Method Page 4 12/27/2007 Design intelligence, LLC JOHNSON SHOP 12/27/2007 1037 Erikson Dr. REXBURG, MADISON Rexbur , Idaho 83440 COUNTY IDAHO Type Fb psi Fv psi E psi STEEL 24000 14400 29000000 LVL 2600 285 1900000 LSL 1700 400 1300000 _ PARALM 2900 290 2000000 GLB 2400 190 1800000 DF 1350 85 1600000 Beam 1 Door Header TypeI Fb psi jFv psi E psi LVL 2600 285 1900000 S an = 16 it Tributary Width = 17 It Load 1 Load 2 Load 3 Load 4 Pt. Load Distance Left Reaction Right Reaction 0 Itis 0 itis Loads Snow 35 pelf Live Load 0 psf Dead Load 15 psf Uniform Load = 595 Ibs/ft 0 lbs/ft 255 lbs/ft Moment Live Load Moment = 19040 Ib -ft = 228480 Ib -in Dead Load Moment = 8160 Ib -ft = 97920 Ib -in Point Load Moment = 0 Ib -ft = 0 Ib -in Section Modulus Required = 125.54 in3 Section Width = 5.25 in. Section D7M!!___, = 14 in. Section Modulus Provided = 171.5 in3 OK Moment of Ineritia Provided = 1200.5 in4 Deflection Live Load = 0.38 in. U360 0.53 in. OK Dead Load = 0.16 in. Total = 0.55 in. U240 0.8 in. OK Horizontal Shear fv Left = 139 psi OK fv Right = 139 psi OK FV = 285 psi !!!!Uble a Reaction Left Reaction Right Use 5.26 X LVL I 68001bs 6800lbs Page 5 Design Intelligence, LLC JOHNSON SHOP 12/27/2007 1037 Erikson Dr. REXBURG, MADISON Rexbur , Idaho 83440 COUNTY, IDAHO Type Fb psi Fv psi JE psi STEEL 24000 14400 29000000 LVL 2600 285 1900000 LSL 1700 400 1300000 PARALM 2900 290 2000000 GLB 2400 190 1800000 DF 13501 851 16000001 1 Beam 2 Door Header Type I Fb psi lFv psi E psi LVL 2600 285' 1900000 Span = 10 ft Tributary Width = 17 ;: It Load 1 Load 2 Load 3 Load 4 Pt. Load Distance Left Reaction IRightReaction 0 lbs 0 lbs Loads Snow 35 psf Live Load - 0 psf Dead Load 15 psf Uniform Load = 595 Ibs/ft 0 Ibslft 255 lbs/ft Moment Live Load Moment = 7438 Ib -ft = 89250 Ib -in Dead Load Moment = 3188 ib -ft = 38250 Ib in Point Load Moment = 0 1" = 0 Ib4n Section Modulus Required - 49.04 in3 Section Width = 5.25 in. Section Depth = 925 Section Modulus Provided I 74.9 in3 OK Moment of IneriHa Provided=Kin. tn4 Deflection Live Load = 0.20 U360 0.33 in. OK Dead Load = 0.09 Total = 0.29 in. 0240 0.5 in. OK Horizontal Shear fv Left= 131 psi OK fv Right = 131 Psi OK FV = 285 psi Allowable Reaction Left Reaction Right Use 5.25 X 9.25 LVL j 4250 lbs I 4250 lbs Page 6 Design Intelligence, LLC JOHNSON SHOP 12/27/2007 1037 Erikson Dr. REXBURG, MADISON Rexburg, Idaho 83440 COUNTY, IDAHO Type Fb psi Fv psi E psi STEEL 24000 14400 29000000 LVL 2600 285 1900000 LSL 1700 400 1300000 PARALM 2900 290 2000000 GLB 2400 190 1800000 DF 1350 85 1600000 Beam 3 Window Header Type Fb psi I Fv psi JE psi DF 1350 85 1600000 ft Tributary Width = 17 it Load 1 Load 2 Load 3 Load 4 Pt. Load Distance Left Reaction IFFUright Reaction 0 lbs 0 lbs Loads Snow 35 psi Live Load 0 psf _ Dead Load 15 psf Uniform Load = 595 lbs/ft 0 lbs/ft 255 lbs/ft Moment Live Load Moment = 1190 1" = 14280 Ib -in Dead Load Moment = 510 Ib -ft = 6120 Ib -in Point Load Moment = 0 ib -ft = 0 Ib -in Section Modulus Reciuired — 15.11 in3 Section Width = 4.5 in. Section Depth = 9,25 in. Section Modulus Provided = 64.2 in3 OK Moment of Ineritia Provided = 296.8 in4 Deflection Live Load = 0.01 in. U360 0.13 in. OK Dead Load = 0.00 in. Total = 0.01 in. L/240 0.2 in. OK Horizontal Shear tv Left = 61 psi OK fv Right = 61 psi OK FV = 85 si Allowable Reaction Left Reaction Rtght Use 4.5 X 1 9.25 JDF 1700lbs 1700lbs Page 7 Design Intelligence, LLC JOHNSON SHOP 12/27/2007 1037 Erikson Dr. REXBURG, MADISON Rex bur , Idaho 83440 COUNTY, IDAHO Foundation Desi n Allowable Bearing Capacity Snow Load Floor Live Load Wali Dead Load Roof Dead Load Brick Dead Load Floor Dead Load 1500 psf 35 psf 40 psf 15 psf 15 psf 0 psf 15 psf Max Roof $pan = Max Floor Span = Wali Height = Stem Wall Height = Stem Wall Width = 34 it 'Oft 12 ft 7 ft 8 in. Exterior Bearing Walls - F1 Roof Loads 850 lbs/ft Floor Loads 0 ibs/ft Wall Load 180 lbs/ft Proposed Footing Width Depth 16 in 10 in Stem Wail Load 700 lbs/ft Footing Load 167 lbs/ft Total 1897 Ibs/ft Bearing Pressure = 1423 psf OK Reinforcing Requirements Min Rein rcing Factors Footing 1 0.002 Stem Wall Vertical 0.0012 Horizontal 0.002 Reinforcing Bar #4 0.2 Win Footing Continuous Reinforcing Count 2 bars Stem waill I Continuous Reinforcing Count 7 1 bars Vertical - Reinforcing Spacing 18 in. Page 8 Design Intelligence, LLC JOHNSON SHOP 17J=2007 1037 Erikson Drive REXBURG. MADISON Rexburg, Idaho 83440 COUNTY, IDAHO Page 9