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HomeMy WebLinkAboutDESIGN DOCUMENTS - 08-00047 - Madison Women's Clinic - Basement Remodel-) 08 00047 Madison Women's Clinic Design Intelligent , Basement Remodel Engineering Calculations Summary Date: January 28, 2008 Subject: Madison Women's Clinic, Rexburg, Madison County, Idaho Customer: Madison Women's Clinic Abstract This analysis uses the Design Criteria required by the local jurisdiction and the IBC 2006 as the basis for the calculations. Materials: Dimensional Lumber — NDS 1997 design values Concrete: 2500 psi n@ 28 days Reinforcing Steel - #4 and smaller Grade 40, #5 and larger Grade 60 Assumptions: IBC 2006 — Foundations designed for Max Brg Pressure of 2000 psf 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 — 1.0 Wind = 90 mph, Exposure B Wind Importance Factor — 1.0 Wind Exposure = B Seismic Design Category — D 1 Seismic Use Group - 1 References: e IBC 2006 Customer Drawings TrusJoist MacMillian Design Guides Summary: All beam sizes and footing sizes are noted on the drawings. 01 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 By: Scott A Spaulding, P.E. Checked By: Date: I Date: Design Intelligence, LLC 1037 Erikson Dr. Rexburq, Idaho 83440 MADISON WOMEN'S CLINIC REXBURG, MADISON COUNTY. IDAHO 1/28/2008 Design Parameters Snow Snow Loads per ASCE 7 Fully Partial Sheltered 1 Ce = Exposure Factor 0.9 1 1.2 = Above Freezing Freezing Heated Ct = Thermal Factor 1.2 1.1 1 = 1 I = Importance Factor (Non -Essential) = 1 pg = Ground Snow Load (20 psf min) = 128 psf pf = Flat Roof Snow Load (slope less than 1/12) = 89.6 psf Roof Pitch (units Vertical per 12 units Horizontal} = 8 I Slippery Non -Slippery Pitch Warm Curved Barrel Pitch Warm Curved Barrel 3/12 0.87 0.87 1 3/12 1 1 1 4/12 0.81 0.81 1 4/12 1 1 1 5/12 0.73 0.73 1 5/12 1 1 1 6/12 0.68 0.68 1 6/12 1 1 1 7/12 0.63 0.63 1 7/12 1 1 1 8/12 0.58 0.58 1 8/12 0.95 0.95 1 9/12 0.52 0.52 1 9/12 0.85 0.85 1 10/12 0.49 0.49 1 10/12 0.78 0.78 1 11/12 0.42 0.42 1 11/12 0.71 0.71 1 12/12 0.39 0.39 1 12/12 0.63 0.63 1 = 0.78 Cs = Roof Slope Factor ps = Sloped Roof Snow Load = 69.89 psf W = Distance from Ridge to Eave = 15 ft lu = Length of Roof upwind of the Drift = 15 ft hd = Height of the Drift Gamma = Density of Snow = 301 pcf Drift Surcharge Load = 22.64 psf Length of Surcharge = 16.10 ft Unbalanced Uniform Snow Load - Windward Side = 0.00 psf Unbalanced Uniform Snow Load - Leeward Side = 128.00 psf 1 Page 1 Design Intelligence, LLC MADISON WOMEN'S CLINIC 1/28/2008 1037 Erikson Dr. REXBURG, MADISON Rexburq, Idaho 83440 COUNTY. IDAHO Wind Design Wind Speed Importance Factor Exposure Simplified Method l 90 mph 1 B ISection 1609.6 I - Applicable loads are shown in bold letters. Horizontal Loads End Zone Interior Zone Transverse Wall < 5:12 12.8 Roof 6.7 Wall Roof 8.5 4 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 Transverse Windward Leeward Windward Leeward End Zone Interior Zone Roof Roof Roof Roof < 5:12 -15.4 4.8 40.7 -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 Longitudinal -15.4 -8.8 -10.7 -6.8 -21.6 -16.9 I Maximum Horizontal Wall Loads Transverse Zone 1E 4E 1 4 < 5:12 9.8 -7.5 7.2 -5.8; 5:12 12.1 10.1 8.8 -7.5' > 5:12 10.7 -8.11 9.1 -6.8 Longitudinal 9.8 -7.51 7.2 -5.8 Component and Cladding Design Wind Pressures - Table 1609.6.2.1(2) Roof Zone Area < 6:12 1 5:12 > 5:12 11 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 42.5 12.5 -12.8' ii 100 10 -13.3 10 -12.1 12.1 -1211 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 -15.81 10 -19.5 12.1. -14.6 3 10 10 36.8 101 -28.2 13.3 _ 17 3 20 10 -30.5 10' 25.6 131 16.3 Page 2 Design Intelligence, LLC MADISON WOMEN'S CLINIC 1/28/2008 1037 Erikson Dr. REXBURG, MADISON Rexburg, Idaho 83440 COUNTY, IDAHO 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 2013.9 -18.2 5 50 13 -16.5 5 100 12.4 -15.1 Roof Overhang Component and Cladding Design 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 -24.7 3 20 -27.1 -40.5 -24 31 50 -17.3 -33.6 -23 31 100 -10 -28.4 -22.2 1609.6.2.1(4) Height and Exposure Adjustment Coefficient = 1 Page 3 Design Intelligence, LLC MADISON WOMEN'S CLINIC 1/28/2008 1037 Erikson Dr. REXBURG, MADISON Rexbur , Idaho 83440 COUNTY, IDAHO Seismic Reference Code - IBC 2006 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 g 1615.1 SI 0.646 g Fa Fv Site Class A - Hard Rock 0.8 0.8 Site Class B - Dense Soil or Soft Rock 1 1 Site Class C - Stiff Soil 1.2 1.7 Site Class D - Soft Soil 1.01 1.59 Site Class L A B C D 1615.1.2 SMS = FaSs 0.988 1.235 1.482 1.24735 _ 1615.1.2 SM1 = FvS1 0.5168 0.646 1.0982 1.02714 Design Spectral Resp Accel 1615.1.3 SDS = 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 1616.3(2) 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 Other Building Systems 0.02 Building Height 27 ftTable 1617.4.2 Cu = 1.2 Approximate Fundamental Ta = Ct*hnA3/4 = Period 0.28 sec _ Rigid Bldg B C D 0.1379 0.1655 0.1393 0.0205 0.0349 0.0326 0.0364 0.0437 0.0368 Site Class A Cs = SDS/(R/I) = 0.1103 Max Cs =SDI/(R/I)T = 0.0164 Min Cs = 0.044SDS*I = 0.0291 Page 4 Design Intelligence, LLC 1037 Erikson Dr. Rexburg, Idaho 83440 MADISON WOMEN'S CLINIC REXBURG, MADISON COUNTY, IDAHO 1/28/2008 Design Seismic Response Coefficient i Site Class A B C Df' Cs = 0.0291 0.0364 0.0437'-=' ' 0.0368 1617.4.1 Equiv Lateral Force Method V = CsW = 0.0368 W 1617.5.1 Simplified Approach V = 1.2*(SDS/R)*W = 0.16714 W Determine Method of Seismic Analysis Light Framing Construction Criteria 2308.2.1 Building stories 2 stories YES 2308.2.2 Bearing wall floor to floor height 9 ft YES 2308.2.3.1 Average DL 15 psf YES 2308.2.3.2 Floor Live Loads 40 psf YES 2308.2.3.3 Ground Snow Load 170 pf NO 2308.2.4 Wind speed 90 mph YES 2308.2.5 Truss Span 0 ft YES 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 Sim lified Analysis Method Page 5 Design Intelligence, LLC MADISON WOMEN'S CLINIC 1/28/2008 1037 Erikson Dr. REXBURG, MADISON Rexburg, Idaho 83440 COUNTY. IDAHO Type Fb psi Fv psi JE psi Ply Width STEEL 24000 144001 29000000 LVL 2600 285 1900000, 1.75 LSL 1700 4001300000 1.75 PARALAM 2900 290 2000000 1.75 GLB 2400 190; 1800000 DF 1350 85 1600000 1.5 WB1 Header Type Fb psi Fv psi E psi GLB 2400 190 1800000 Span = 3 ft Tributary Width = 16 ft Ply Width Load 1 Load 2 Pt. Load Distance Left Reaction 0 lbs Load 3 Load 4 Right Reaction 0 lbs Loads Snow 0 psf Live Load 70 psf Dead Load 15 psf Uniform Load= O;Ibs/ft 1120 lbs/ft 240 lbs/ft Moment Live Load Moment = 1260 Ib -ft = 15120 Ib -in Dead Load Moment= 270 Ib -ft = 3240 Ib -in Point Load Moment = 0 Ib -ft = 0 Ib -in Section Modulus Required = 7.65 in3 Section Width = 5.125 in. Section Depth = 4.5 in. Section Modulus Provided = 17.3 in3 OK Moment of Ineritia Provided = 38.9 in4 Deflection Live Load = 0.03 in. L/360 0.10 in. OK Dead Load = 0.01 in. Total = 0.04 in. L/240 0.15 in. OK Horizontal Shear fv Left = 133 psi OK fv Right = 133 psi OK Reaction Left_ Reaction Right FV = 190 psi ,Allowable Use 5.125X4.5 GLB (24F -V4) 2040 Ibs 2040 lbs Page 6 Design Intelligence, LLC MADISON WOMEN'S CLINIC 1/28/2008 1037 Erikson Dr. REXBURG, MADISON Rexburq, Idaho 83440 COUNTY. IDAHO Type Fb psi Fv psi E psi Ply Width 4400 STEEL 24000 1 29000000 LVL 2600 285 1900000 1.75 LSL 1700 400 1300000 1.75 PARALAM 2900 290 2000000' 1.75 GLB 2400 190 1800000 _ DF 1350 85 1600000 1.5 WB1 Header Type Fb psi Fv psi E psi GLB 2400 190 1800000 Span = 3 ft Tributary Width = 16 ft Ply Width Load 1 Load 2 Pt. Load Distance Left Reaction 0 lbs Load 3 Load 4 Right Reaction 0 lbs Loads Snow 0 psf Live Load 70 psf Dead Load 15 psf Uniform Load = 0 lbs/ft 1120 lbs/ft 240 lbs/ft Moment Live Load Moment = 1260 Ib -ft = 15120 Ib -in Dead Load Moment= 270 Ib -ft = 3240 Ib -in Point Load Moment = 0 Ib -ft = 0 Ib -in Section Modulus Required = 7.65 in3 Section Width = 3.125 in. Section Depth = 6 in. Section Modulus Provided = 18.8 in3 OK Moment of Ineritia Provided = 56.3 in4 Deflection I Live Load = 0.02 in. L/360 0.10 in. OK Dead Load = 0.00 in. Total = 0.02 in. U240 0.15 in. OK Horizontal Shear fv Left = 163 psi OK fv -Right= 1 6_3 psi OK _ (Reaction Left Reaction Right Fv=_ 190 psi Allowable Use 3.125X6 GLB (24F -V4) 2040 lbs 2040 lbs Page 7 Design Intelligence, LLC MADISON WOMEN'S CLINIC 1/28/2008 1037 Erikson Dr. REXBURG, MADISON Rexburg, Idaho 83440 COUNTY, IDAHO Type Fb psi Fv psi IE psi Ply Width STEEL 240001 14400 29000000 LVL 2600'285 1900000 1.75 LSL 1700 400 1300000 1.75 PARALAM 29001 290 2000000 1.75 GLB 2400 190 1800000 DF 1350 85 1600000 1.5 WB1 Header Type Fb psi Fv psi E psi LVL 2600 285 1900000 Span = 3 ft Tributary Width = 16 ft Ply Width 1.75 Load 1 Load 2 Load 3 Load 4 Pt. Load Distance Left Reaction Right Reaction 0 lbs 0 lbs Loads Snow 0 psf Live Load 70 psf Dead Load 15 psf Uniform Load = 0 lbs/ft 1120 lbs/ft 240 lbs/ft Moment Live Load Moment = 1260 Ib -ft = 15120 Ib -in Dead Load Moment = 270 Ib -ft = 3240 Ib -in Point Load Moment = 0 Ib -ft = 0 Ib -in Section Modulus Required = 7.06 in3 Section Width = 3.5 in. Section Depth = 3.5in. i Section Modulus Provided = 7.1 in3 OK Moment of Ineritia Provided = 12.5 in4 Deflection Live Load = 0.09 in. L/360 0.10 in. OK Dead Load = 0.02 in. Total= 0.10 in. L/240 0.15 in. 'OK Horizontal Shear fv Left= 250 psi IOK - fv Right= 250 psi OK Reaction Left Reaction Right FV = 285 psi Allowable Use (2) 1.75X3.5 LVL _ 2040 lbs I 2040 lbs Page 8 Design Intelligence, LLC 1037 Erikson Dr. Rexburg, Idaho 83440 MADISON WOMEN'S CLINIC REXBURG, MADISON COUNTY, IDAHO 1/28/2008 Type Fb psi Fv psi JE psi Ply Width STEEL 24000 14400 29000000 LVL 2600 285 1900000 1.75 LSL 1700 400 1300000 1.75 PARALAM 2900 290 2000000 1.75 GLB 2400 190' 1800000 DF 1350 85 1600000 1.5 W132 Header Type Fb psi Fv psi E psi GLB 2400 190 1800000 Span = 4 ft Tributary Width = 16 ft Ply Width Load 1 Load 2 Pt. Load Distance Left Reaction 0 lbs Load 3 Load 4 Right Reaction 0 lbs Loads Snow 0 psf Live Load 70 psf Dead Load 15 psf Uniform Load = 0 lbs/ft 1120 Ibs/ft 240 lbs/ft Moment Live Load Moment = 2240 Ib -ft = 26880 Ib -in Dead Load Moment = 480 Ib -ft = 5760 Ib -in Point Load Moment = 0 Ib -ft = 0 Ib -in Section Modulus Required = 13.60 in3 Section Width = 5.125 in. Section Depth = 4.5 in. Section Modulus Provided = 17.3 in3 OK Moment of Ineritia Provided = 38.9 in4 Deflection Live Load = 0.09 in. L/360 0.13 in. OK Dead Load = 0.02 in. Total = 0.11 in. L/240 0.2 in. OK i Horizontal Shear fv Left = 177 psi OK fv Right= 177 psi OK FV = 190 psi Allowable Reaction Left Reaction Right Use 15.125X4.5 GLB (24F -V4) _ 272011bs 2720 Ibs Page 9 Design Intelligence, LLC MADISON WOMEN'S CLINIC 1/28/2008 1037 Erikson Dr. REXBURG, MADISON Rexburg, Idaho 83440 COUNTY. IDAHO Type Fb psi Fv psi E psi Ply Width STEEL 24000 14400 29000000 LVL 2600 285 1900000 1.75 LSL 1700 400 1300000 1.75 PARALAM 2900 290 2 000000 1.75 GLB 2400 190 1800000 DF 1350 85 1600000' 1.5 WB2 Header Type Fb psi Fv GLB 2400 Span = Tributary Width = psi E psi 190 1800000 4 ft 16 ft Ply Width Load 1 Load 2 Pt. Load Distance Left Reaction 0 lbs Load 3 Load 4 Right Reaction 0 lbs Loads Snow 0 psf Live Load 70 psf Dead Load 15 psf Uniform Load = 0 lbs/ft 1120 lbs/ft 240 lbs/ft Moment Live Load Moment = 2240 Ib -ft = 26880 Ib -in Dead Load Moment = 480 Ib -ft = 5760 Ib -in Point Load Moment = 0 Ib -ft = 0 Ib -in Section Modulus Required = 13.60 in3 Section Width = Section Depth = 3.125 in. 7.5 in. Section Modulus Provided = 29.3 in3 OK Moment of Ineritia Provided = 109.9 in4 Deflection Live Load = 0.03 in. U360 0.13 in. OK Dead Load = 0.01 in. Total = 0.04 in. L/240 0.2 in. OK Horizontal Shear tv Left = 174 psi OK fv Right= 174 psi OK FV = 190 psi Allowable lReaction Left Reaction Right Use 3.125X7.5 GLB (24F -V4) 27201Ibs 2720ilbs Page 10 Design Intelligence, LLC MADISON WOMEN'S CLINIC 1/28/2008 1037 Erikson Dr. REXBURG. MADISON Rexburg, Idaho 83440 COUNTY, IDAHO Type Fb psi Fv psi E psi Ply Width STEEL 24000 14400 29000000 LVL 2600 285 1900000 1.75 LSL 1700 400 1300000 1.75 PARALAM 2900 290 2000000 1.75 GLB 24001 190 1800000 DF 1350 85 1600000 1.5 WB2 Header Type Fb psi Fv psi E psi LVL 2600 285 1900000 � Span = 4 ft Tributary Width = 16 ft Ply Width 1.75 Load 1 Load 2 Pt. Load Distance Left Reaction 0 lbs Load 3 Load 4 Right Reaction 0 lbs Loads Snow 0 psf Live Load 70 psf Dead Load 15 psf Uniform Load = 0 lbs/ft 1120 lbs/ft 240 lbs/ft Moment Ilb-ft Live Load Moment = 2240 = 26880 Ib -in Dead Load Moment = 480 ft = 5760 Ib -in Point Load Moment = 0 Ib -ft = 0 Ib -in Section Modulus Required = 12.55 in3 Section Width = 3.51 in. Section Depth = 5 in. Section Modulus Provided = 14.6 in3 OK Moment of Ineritia Provided = 36.5 in4 Deflection Live Load = 0.09 'in. U360 0.13 in. OK Dead Load = 0.02 in. Total = 0.11 in. L/240 0.2 in. OK Horizontal Shear fv Left = 233 psi OK _ FV = 285 psi Allowable — -- — .. — Use (2) 1.75X5 LVL fv Right = 1 — — 233 psi OK Reaction Left 2720IIbs Reaction Right 2720 lbs Page 11 Des gn Intelligence, LLC Structural Engineering 1037 Erikson Drive Rexburg, Idaho 83440 Date: April 14, 2008 To: City of Rexburg Building Department Subject: Madison Women's Clinic Dear Sir or Madam: Call: (208) 359-1461 FAX: (208) 359-0740 Madison Women's Clinic Revisions 4/15/2008 The following responses to your comments are provided: Comment Response 1. Accessibility Review Sink and Door moved. Relabeled Procedure rooms to allow non -accessible door configuration. Site Plan by others (Fors en 2. Interior Environment — Ceiling height Revised note to read 7'-0" ceiling height. Mechanical contractor shall reroute/reconfigure existing ductwork to meet requirement. 3. Exiting Review See item 2 above. 4. Building Code Fire Compliance Review One hour fire rated door added. Please call if you have any further questions. Respect . / ly, f 44z�-. Scott A Spaulding, P.E. Design Intelligence, LLC 1 v Vr APR 15 2008 CITY OF RAX G