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04-7337 (SFD) Structural CalcsA SATISH SHAH CONSULTING ENGINEER 3920 E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 ROOF LOADING: SLOPE < 4:12 ROOFING (Conc. Tiles) : SHEATHING FRAMING CEILING INSULATION MISCELLANEOUS V',TOTAA I FLAT ROOF Single Family Residence JOB No: For Mr. & Mrs. Chandand BY: 53-330 Del Gato Dr., Lot #94 DATE: La Quinta, CA SH: CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION l7 •o cj 2.50 2.50 0.50 1.00 ROOFING 5.00 psf SHEATHING 2.50 FRAMING 1.50 CEILING 2.50 INSULATION 1.00 MISCELLANEOUS 0.50 TOTAL"F�1500 PREFABRICATED WOOD TRUSSES @ 24" o. c. BY OTHERS. Manufacturer shall submit calculations and shop drawings to the building department and engineer for review and approval prior to fabrication and erection. e6E 0ESi6?fJ SHf o�Q F64Q'. VICA Ck SPAnJ �Los�ol �1l�� I DEI✓T ► F I CACT I OA) . SPECIFICATIONS: fN0.0569�2 04-23 S. Shah 7-29-04 1 OF: 1. Sketches of details in calculations are not to scale and may not represent true conditions on plans. Architect or designer is responsible for drawing details in plans which represent true framing conditions and scales. Details are intended to complement standard construction practice to be used by experienced and qualified contractors. 2. The structural calculations included here are for the primary system. The attachment of non -structure element is the responsibility of the architect of designer unless specifically shown otherwise. 3. The calculations, sketches, specifications and reproductions are to be used only for this specific project, covered in this package and agreement. Any other use is strictly prohibited. 4. All changes and or revisions for this project shall be submitted to Satish Shah, Consulting Engineers, in writing for review and comment. These calculations are for "builders" package, omissions are expected. 5. This material may not be reproduced in whole or in part without written permission of Satish Shah, Consulting Engineers. SATISH SHAH P.E. CONSULTING ENGINEER 3920 E. Coronado St. Ste 203 Anaheim, CA 92807 PH:(714) 632-1865 FX:(714) 632-1314 Title : Chantland Residence Job # 04-23 Dsgnr: S. Shah Date: 9:31 AM, 3 AUG 04 Description : 53-330 Del Gato Dr., Lot No.94 La Quinta, CA Scope : nev: ao�w User: KW -060912. Ver 5.6.1.25.Oct-2002 Timber Beam & Joist Page 1 (c)1983.2002 ENERCALC Engineering Software s:tiobs104.23 chantlandlcalculadons10423-cal Description Roof Framing -1 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements I j Results Ratio = RRI RRI.20'spn R82 R83 VR2 Timber Section in -k 2310 202 638 636 4s6 Beam Width in 1.500 1.500 5.500 5.500 3.500 Beam Depth in 9.250 11.250 7.500 5.500 5.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Tlmber Grade UDefl Ratio DouglasFir-Larch. DouglasFir-Larch. OougiasFh-Larch, DouglasFir - Larch. DouglasFir- Larch. Fb - Basic Allow psi 875.0 875.0 1,350.0 1,350.0 875.0 Fv - Basic Allow psi 95.0 95.0 85.0 85.0 95.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor Reactions 1.250 1.250 1.250 1.250 1.250 Member Type @ Left End DL Sawn Sawn Sawn Sawn Sawn - Repetitive Status LL Repetitive Repetitive No No No Center Span Data Max. DL+LL lbs 329.00 470.00 520.00 650.00 Span ft 14.00 20.00 8.00 10.00 8.00 Dead Load #/ft, 20.00 20.00 76.00 76.00 75.00 Live Load #/ftl 27.00 27.00 54.00 54.00 54.00 j Results Ratio = 0.4669 0.7086 0.1509 0.4167 0.4936 Mmax @ Center in -k 13.82 28.20 12.48 19.50 12.38 @ X = ft 7.00 10.00 4.00 5.00 4.00 fb : Actual psi 646.0 891.3 242.0 703.2 701.8 Fb : Allowable psi 1,383.6 1,257.8 1,687.5 1,687.5 1,421.9 4.000 UDefl Ratio 1 Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 31.9 38.1 16.0 29.4 35.7 Fv : Allowable psi 118.8 118.8 106.3 106.3 118.8 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbsl 140.00 200.00 304.00 380.00 300.00 LL Itis 189.00 270.00 216.00 270.00 216.00 Max. DL+LL lbs 329.00 470.00 520.00 650.00 516.00 @ Right End DL lbs 140.00 200.00 304.00 380.00 300.00 LL lbs 189.00 270.00 216.00 270.00 216.00 Max. DL+LL lbs 329.00 470.00 520.00 650.00 516.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.109 -0.253 -0.023 -0.140 -0.089 UDefl Ratio 1,538.3 949.2 4,240.4 856.2 1,078.4 Center LL Defl in; -0.147 -0.341 -0.016 -0.100 -0.064 UDefl Ratio 1,139.5 703.1 5,968.0 1,205.1 1,497.8 Center Total De fl in -0.257 -0.594 -0.039 -0.240 -0.153 Location fti 7.000 10.000 4.000 5.000 4.000 UDefl Ratio 654.6 403.9 2,479.0 500.6 627.0 Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2 -Apr -1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2 -Apr -1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= 7", Le = 2.06' Lu r When 7" < beam depth - 14.3" , Le = 1.62 ' Lu + 3d When beam depth > 14.3", Le = 1.84' Lu SATISH SHAH P.E. CONSULTING ENGINEER 3920 E. Coronado St. Ste 203 Anaheim, CA 92807 PH:(714) 6324865 FX:(714) 632-1314 Rev.560100 User. KW -06 IZ Ver 5.6A 25.Oct-2002 101983-2002 ENERCALC EngineerhV Software Description Roof Framing - 2 HB Title : Chantland Residence Dsgnr: S. Shah Description : 53-330 Del Gato Dr La Quinta, CA Scope : General Timber Beam Job # 04-23 Date: 9:31AM, 3 AUG 04 ., Lot No.94 Page 2 chandandtcalculations10423-cal Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.64 k 0.0000 in @ Right Cant. Location = 0.00 It 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2 -Apr -1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2 -Apr -1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Seled", "No. V, "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth — 7", Le = 2.06' Lu When 7" < beam depth <= 14.3" , Le = 1.62 • Lu + 3d When beam depth > 14.3", Le = 1.84 ' Lu SATISH SHAH P.E. CONSULTING ENGINEER 3920 E. Coronado St. Ste 203 Anaheim, CA 92807 PH:(714) 632-1865 FX:(714) 632-1314 (c)1983-2002 ENERCALC Engineering Wtware Description Roof Framing - 2 HB Title : Chantland Residence Job # 04-23 Dsgnr: S. Shah Date: 9:31 AM, 3 AUG 04 Description : 53-330 Del Gato Dr., Lot No.94 La Quinta, CA Scope: General Timber Beam Page 1 chandandtoalculations%0423-cal General information 0.680 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x8 Dead Load Center Span 10.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 3.0 k Max. Positive Moment 2.47 k -ft Fb Base Allow 875.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi @ Right 1.28 k E 1,600.0 ksi Trapezoidal Loads #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 225.00 #/ft LL @ Right 160.00 #/ft End Loc 10.000 ft Beam Design OK Span= 10.00ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio 0.680 : 1 Total Load Left Cantilever... Dead Load Total Load Maximum Moment -0.143 in 2.5 k -ft Maximum Shear * 1.5 1.6 k Allowable 5.200 ft 3.6 k -ft ...Length/Deft Allowable 0.0 3.0 k Max. Positive Moment 2.47 k -ft at 5.760 ft Shear: @ Left 0.64 k Max. Negative Moment -0.00 k -ft at 10.000 ft 0.214 in @ Right 1.28 k Max @ Left Support 0.00 k -ft @ Left 0.000 in Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft 0.000 in 0.587 in @ Center 0.214 in Max. M allow 3.63Reactions... @ Right 0.000in fb 966.58 psi fv 62.62 psi Left DL 0.37 k Max 0.64 k Fb 1,421.88 psi Fv 118.75 psi Right DL 0.75 k Max 1.28 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.143 in -0.244 in Deflection 0.000 in 0.000 in ...Location 5.200 ft 5.200 ft ...Length/Deft 0.0 0.0 ...Length/Defl 841.6 491.84 Right Cantilever... 1.59 k Camber ( using 1.5 * D.L. Defl ) ... 8.018 in2 Deflection 0.000 in 0.000 in @ Center 0.214 in ...Length/Deft 0.0 0.0 @ Left 0.000 in 0.64 k Bearing Length Req'd 0.293 in Max. Right Reaction @ Right 0.000 in 0.587 in Stress Calcs Bending Analysis Ck 31.019 Le 0.000 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 2.47 k -ft 20.84 in3 1,421.88 psi @ Left Support 0.00 k -ft 0.00 in3 1,421.88 psi @ Right Support 0.00 k -ft 0.00 in3 1,421.88 psi Shear Analysis @ Left Support @ Right Support Design Shear. 0.95 k 1.59 k Area Required 8.018 in2 13.380 in2 Fv: Allowable 118.75 psi 118.75 psi Bearing @ Supports Max. Left Reaction 0.64 k Bearing Length Req'd 0.293 in Max. Right Reaction 1.28 k Bearing Length Req'd 0.587 in SATISH SHAH P.E. Title : Chantland Residence Job # 04-23 ,CONSULTING ENGINEER Dsgnr: S. Shah Date: 9:31AM, 3 AUG 04 3920 E. Coronado St. Ste 203 Description : 53-330 Del Gato Dr., Lot No.94 ` La Quinta, CA Anaheim, CA 92807 Scope PH:(714) 632-1865 FX:(714) 632-1314 Am. 560M User: KW-06091ZVer5.6.1. 25 -Oct -2002 Timber Beam & Joist Page 1 (c)1963-2002 ENERCALC Engineering Software s:tjobst04.23 chantlandtcalculations10423-cal Description Roof Framing - 3 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements H1 H2 H3 H3 ALT. H41H5 H6 H7 Timber Section 6s6 Gas 8x14 Ptlln.5.2 618 6%12 618 Beam Width in 5.500 5.500 7.500 5.250 5.500 5.500 5.500 Beam Depth in 5.500 7.500 13.500 14.000 7.500 11.500 7.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tlmber Grade Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Truss Joist - MacMil Douglas Fir - Larch. Douglas Fir - Larch. Douglas Fit - Larch, Fb - Basic Allow psi 1,350.0 1,350.0 1,350.0 2,900.0 1,350.0 1,350.0 1,350.0 Fv - Basic Allow psi 85.0 85.0 85.0 290.0 85.0 85.0 85.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 2,000.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.250 1.250 1.250 1.250 1.250 1.250 1.250 Member Type Sawn Sawn Sawn Manuf/Pine Sawn Sawn Sawn _ Repetitive Status No No No No No No No Center Span Data Span ft 6.50 6.50 18.50 18.50 6.50 11.50 6.50 Dead Load #/ft 360.00 450.00 390.00 390.00 420.00 415.00 490.00 Live Load #/ft 220.00 280.00 240.00 240.00 300.00 260.00 360.00 Results Ratio = 0.7855 0.6561 0.8524 0.5202 0.6471 0.7277 0.7639 Mmax @ Center in -k 36.76 46.26 323.43 323.43 45.63 133.90 53.87 @ X = ft 3.25 3.25 9.25 9.25 3.25 5.75 3.25 fb : Actual psi l 1,325.6 897.2 1,419.7 1,885.9 884.9 1,104.5 1,044.7 Fb : Allowable psi 1,687.5 1,687.5 1,665.6 3,625.0 1,687.5 1,687.5 1,687.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 80.8 69.7 76.0 104.7 68.8 77.3 81.2 Fv : Allowable psi 106.3 106.3 106.3 362.5 106.3 106.3 106.3 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,170.00 1,462.50 3,607.50 3,607.50 1,365.00 2,386.25 1,592.50 LL Ibsi 715.00 910.00 2,220.00 2,220.00 975.00 1,495.00 1,170.00 Max. DL+LL lbs 1,885.00 2,372.50 5,827.50 5,827.50 2,340.00 3,881.25 2,762.50 @ Right End DL lbs 1,170.00 1,462.50 3,607.50 3,607.50 1,365.00 2,386.25 1,592.50 LL lbs 715.00 910.00 2,220.00 2,220.00 975.00 1,495.00 1,170.00 Max. DL+LL lbs 1,885.00 2,372.50 5,827.50 5,827.50 2,340.00 3,881.25 2,762.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Dell in ( -0.119 -0.058 -0.418 -0.428 -0.055 -0.146 -0.064 UDefl Ratio 658.2 1,335.2 531.4 518.6 1,430.6 942.5 1,226.2 Center LL Dell in -0.072 -0.036 -0.257 -0.263 -0.039 -0.092 -0.047 UDefl Ratio 1,077.1 2,145.8 863.5 842.7 2,002.8 1,504.3 1,669.0 Center Total DO in -0.191 -0.095 -0.675 -0.692 -0.093 -0.238 -0.110 Location ft 3.250 3.250 9.250 9.250 3.250 5.750 3.250 UDefl Ratio 408.5 823.1 329.0 321.0 834.5 579.4 706.9 Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2 -Apr -1999 Allowable stress databases have been updated to 1997 NDS 8 1997 UBS values on 2 -Apr -1999 - To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth - 7", Le = 2.06 • Lu When 7" < beam depth <= 14.3" , Le = 1.62 ' Lu + 3d When beam depth > 14.3", Le = 1.84' Lu SATISH SHAH P.E. .CONSULTING ENGINEER 3920 E. Coronado St. Ste 203 Anaheim, CA 92807 PH:(714) 632-1865 FX:(714) 632-1314 (c)1983.2002 ENERCALC Engineering Software Description Roof Framing - 4 Title : Chantland Residence Job # 04-23 Dsgnr: S. Shah Date: 9:31 AM, 3 AUG 04 Description : 53-330 Del Gato Dr., Lot No.94 La Quinta, CA Scope: Timber Beam & Joist Page 1 chantlandrealculationst0423-cal Timber Member Information ftll 10.50 Calculations are designed to 1997 NDS and 1997 UBC Requirements 9.50 10.00 10.50 H8 H9 H10 HI1 H12 RBI RB21RB3 Timber Section 580.00 200.00 6X8 6312 6210 6X8 6X12 8312 618 Beam Width in 200.00 5.500 5.500 5.500 5.500 5.500 5.500 5.500 Beam Depth in Mmax @ Center 7.500 11.500 9.500 7.500 11.500 11.500 7.500 Le: Unbraced Length ft 5.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade 1,122.5 Douglas Fir -Larch, Douglas Fir -Larch. Douglas Fir- Larch, Douglas Fir -Latch. Douglas Fir - Larch. Douglas Fir -Latch. Douglas Fir - Larch, Fb - Basic Allow psi, 1,687.5 1,350.0 1,350.0 1,350.0 1,350.0 1,350.0 1,350.0 1,350.0 Fv - Basic Allow psil Bending OK 85.0 85.0 85.0 85.0 85.0 85.0 85.0 Elastic Modulus ksi; 35.2 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 106.3 106.3 1.250 1.250 1.250 1.250 1.250 1.250 1.250 Member Type Shear OK Shear OK Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status 5.000 1 No No No No No No No Center Span Data LNotes Span ftll 10.50 10.00 9.50 10.00 10.50 16.00 10.00 Dead Load #/ftl 150.00 525.00 415.00 160.00 580.00 200.00 200.00 Live Load #/ft 200.00 320.00 260.00 60.00 360.00 200.00 200.00 Results Ratio = 0.6652 0.7695 0.7277 0.3793 0.9076 0.7508 0.6896 Mmax @ Center in -k( 57.88 126.75 91.38 33.00 155.45 153.60 60.00 @ X = ft 5.25 5.00 4.75 5.00 5.25 8.00 5.00 fb : Actual psi 1,122.5 1,045.5 1,104.5 640.0 1,282.3 1,267.0 1,163.6 Fb : Allowable psi! 1,687.5 1,687.5 1,687.5 1,687.5 1,687.5 1,687.5 1,687.5 950.2 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK tv : Actual psi; 59.3 81.8 77.3 35.2 96.4 67.4 64.0 Fv : Allowable psi l 106.3 106.3 106.3 106.3 106.3 106.3 106.3 ini -0.309 1 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions 5.250 5.000 4.750 5.000 5.250 8.000 5.000 1 @ Left End DL lbs 787.50 2,625.00 1,971.25 800.00 3,045.00 1,600.00 1,000.00 LL lbs 1,050.00 1,600.00 1,235.00 300.00 1,890.00 1,600.00 1,000.00 Max. DL+LL lbs 1,837.50 4,225.00 3,206.25 1,100.00 4,935.00 3,200.00 2,000.00 @ Right End DL lbs 787.50 2,625.00 1,971.25 800.00 3,045.00 1,600.00 1,000.00 LL lbs 1,050.00 1,600.00 1,235.00 300.00 1,890.00 1,600.00 1,000.00 Max. DL+LL lbs 1,837.50 4,225.00 3,206.25 1,100.00 4,935.00 3,200.00 2,000.00 LDeflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.133 -0.106 -0.121 -0.116 -0.142 -0.264 -0.145 UDefl Ratio 950.2 1,133.0 942.5 1,031.3 885.9 726.1 825.0 Center LL Defl in -0.177 -0.065 -0.076 -0.044 -0.088 -0.264 -0.145 UDefl Ratio ' 712.7 1,858.9 1,504.3 2,750.1 1,427.4 726.1 825.0 Center Total Defl ini -0.309 -0.170 -0.197 -0.160 -0.230 -0.529 -0.291 Location ft! 5.250 5.000 4.750 5.000 5.250 8.000 5.000 UDefl Ratio 407.2 704.0 579.4 750.0 546.6 363.1 412.5 LNotes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2 -Apr -1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2 -Apr -1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No. V, "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth - 7", Le = 2.06 ` Lu When 7" < beam depth <= 14.3", Le = 1.62 ' Lu + 3d When beam depth > 14.3", Le = 1.84' Lu SATISH SHAH P.E. ;CONSULTING ENGINEER 3920 E. Coronado St Ste 203 Anaheim, CA 92807 PH:(714) 632-1865 FX:(714) 632-1314 Rev: 560100 User: KW -060912. Ver 5.6.125 -Oct -2002 Description Roof Framing - 5 Title: Chantland Residence Job # 04-23 Dsgnr: S. Shah Date: 9:31AM, 3 AUG 04 Description : 53-330 Del Gato Dr., Lot No.94 La Quinta, CA Scope : Timber Beam & Joist Page 1 charulandlcalculationst0423-cal Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements j Center DL Defl in -0.099 R84 R85 RB6 RB7 RB8 RB10 Timber Section 834.3 6210 6214 802 6110 6116 604 Beam Width in 5.500 5.500 7.500 5.500 5.500 5.500 Beam Depth in 9.500 13.500 11.500 9.500 15.500 13.500 Le: Unbraced Length It 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade 8.000 Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch. Douglas F6 - Larch. Douglas Fu - Larch, Douglas F6 - Larch, Douglas F6 - Larch. Fb - Basic Allow psi 1,350.0 1,350.0 1,350.0 1,350.0 1,350.0 1,350.0 Fv - Basic Allow psi 85.0 85.0 85.0 85.0 85.0 85.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.250 1.250 1.250 1.250 1.250 1.250 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No Center Span Data Span ft 9.00 13.00 14.00 9.00 14.00 16.00 Dead Load #/ft 420.00 525.00 525.00 525.00 300.00 Live Load #/ft 300.00 320.00 320.00 320.00 180.00 Dead Load #/ft 525.00 Live Load #/ft 320.00 Start It End It 10.000 Point #1 DL lbs 2,365.00 LL lbs 1,440.00 @X ft 10.000 Results Ratio = 0.7284 0.8689 0.8905 0.8548 0.9499 0.6624 Mmax @ Center in -k 87.48 214.21 248.43 102.67 301.78 184.32 @ X = It 4.50 6.50 7.00 4.50 7.73 8.00 Po : Actual psi 1,057.4 1,282.2 1,502.8 1,241.0 1,370.3 1,103.3 Fb : Allowable psi 1,687.5 1,665.6 1,687.5 1,687.5 1,640.2 1,665.6 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK tv : Actual psi 77.4 92.3 88.9 90.8 100.9 67.0 Fv : Allowable psi 106.3 106.3 106.3 106.3 106.3 106.3 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,890.00 3,412.50 3,675.00 2,362.50 4,050.71 2,400.00 LL lbs 1,350.00 2,080.00 2,240.00 1,440.00 2,468.57 1,440.00 Max. DL+LL lbs 3,240.00 5,492.50 5,915.00 3,802.50 6,519.28 3,840.00 @ Right End DL lbs 1,890.00 3,412.50 3,675.00 2,362.50 3,564.28 2,400.00 LL lbs 1,350.00 2,080.00 2,240.00 1,440.00 2,171.43 1,440.00 Max, DL+LL lbs 3,240.00 5,492.50 5,915.00 3,802.50 5,735.71 3,840.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.099 -0.187 -0.298 -0.123 -0.201 -0.245 UDefl Ratio 1,095.2 834.3 563.1 876.2 836.7 783.1 Center LL Defl in -0.070 -0.114 -0.182 -0.075 -0.122 -0.147 UDefl Ratio 1,533.3 1,368.8 923.8 1,437.5 1,373.2 1,305.2 Center Total Defl in -0.169 -0.301 -0.480 -0.198 -0.323 -0.392 Location It 4.500 6.500 7.000 4.500 7.112 8.000 UDefl Ratio 638.9 518.4 349.8 544.4 519.9 489.5 SATISH SHAH P.B. .CONSULTING ENGINEER 3920 E. Coronado St. Ste 203 Anaheim, CA 92807 PH:(714) 632-1865 FX:(714) 632-1314 Title : Chantland Residence Job # 04-23 Dsgnr: S. Shah Date: 931AM, 3 AUG 04 Description : 53-330 Del Gato Dr., Lot No.94 La Quinta, CA Scope : user:K-V-- 9rLver5S.1,25-0ct-2002 Timber Beam & Joist Page 2 tc11983.2002 E ERCALC Engineering Software sijobsW4.23 chantlanNcalpdationsW423-cal Description Roof Framing - 5 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2 -Apr -1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2 -Apr -1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= 7", Le = 2.06' Lu When 7" < beam depth <= 14.3" , Le = 1.62 ' Lu + 3d When beam depth > 14.3" , Le = 1.84' Lu SATISH SHAH P.E. Title : Chantland Residence Job # 04-23 CONSULTING ENGINEER Dsgnr: S. Shah Date: 9:31 AM, 3 AUG 04 3920 E. Coronado St. Ste 203 Description : 53-330 Del Gato Dr., Lot No.94 Anaheim, CA 92807Scope La Quinta, CA PH:(714) 632-1865 FX:(714) 632-1314 Rev: 560100 User: KV -060912, Vet 5.6.t25.Oct-2002 Timber Beam & Joist Page 1 (01993-2002 ENERCALC Engineering Software s:t(obs104.23 chandandtcalculationst0423-cal Description Roof Framing - 6 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 'Center Span Data in -k R611 RB12 1`1614 RB15 RB16 Timber Section 130.00 165.00 220.00 440.00 190.00 6910 sato 6e6 6210 6a6 Beam Width in 5.500 5.500 5.500 5.500 5.500 Beam Depth in 9.500 9.500 7.500 9.500 7.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Bending OK Douglas Fu - Larch. Douglas Fir - Larch. Douglas Fir - Larch, Douglas Fir - Larch. Douglas Fir - Larch, Fb - Basic Allow psi 1,350.0 1,350.0 1,350.0 1,350.0 1,350.0 Fv - Basic Allow psi 85.0 85.0 85.0 85.0 85.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor -0.028 1.250 1.250 1.250 1.250 1.250 Member Type 2,834.8 Sawn Sawn Sawn Sawn Sawn Repetitive Status -0.073 No No No No No 'Center Span Data in -k 87.98 Span ft 6.50 16.00 8.50 8.50 11.00 Dead Load #/ft 130.00 165.00 220.00 440.00 190.00 Live Load #/ft 40.00 90.00 120.00 240.00 80.00 Point #1 DL lbs 2,400.00 LL lbs 1,600.00 @ X ft 3.500 Results Ratio = 0.6954 0.7014 0.4235 0.6372 0.5632 ` Mmax @ Center in -k 87.98 97.92 36.85 73.69 49.00 LL @ X = ft 3.51 8.00 4.25 4.25 5.50 fb : Actual psi 1,063.5 1,183.6 714.6 690.8 950.4 Fb : Allowable psi 1,687.5 1,687.5 1,687.5 1,687.5 1,687.5 720.00 510.00 1,020.00 Bending OK Bending OK Bending OK Bending OK Bending OK tv : Actual psi 73.9 52.9 45.0 67.7 48.0 Fv : Allowable psi 106.3 106.3 106.3 106.3 106.3 UDefl Ratio 1,705.3 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,530.19 1,320.00 935.00 1,870.00 1,045.00 LL lbs 868.46 720.00 510.00 1,020.00 440.00 Max. DL+LL lbs 2,398.65 2,040.00 1,445.00 2,890.00 1,485.00 @ Right End DL lbs 1,714.81 1,320.00 935.00 1,870.00 1,045.00 LL lbs 991.54 720.00 510.00 1,020.00 440.00 Max. DL+LL lbs 2,706.35 2,040.00 1,445.00 2,890.00 1,485.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.046 -0.387 -0.084 -0.082 -0.202 UDefl Ratio 1,705.3 496.2 1,221.3 1,241.0 652.5 Center LL Defl in -0.028 -0.211 -0.046 -0.045 -0.085 UDefl Ratio 2,834.8 909.7 2,239.0 2,275.2 1,549.6 Center Total Defl in -0.073 -0.598 -0.129 -0.127 -0.287 Location ft 3.328 8.000 4.250 4.250 5.500 UDefl Ratio 1,064.8 321.1 790.2 803.0 459.1 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2 -Apr -1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2 -Apr -1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth - 7", Le = 2.06' Lu When 7" < beam depth <= 14.3", Le = 1.62 ' Lu + 3d When beam depth > 14.3", Le = 1.84' Lu SATISH SHAH P.E. CONSULTING ENGINEER 3920 E. Coronado St. Ste 203 Anaheim, CA 92807 PH:(714) 632-1865 FX:(714) 632-1314 Title : Chantland Residence Job # 04-23 Dsgnr: S. Shah Date: 9:31 AM, 3 AUG 04 Description : 53-330 Del Gato Dr., Lot No.94 La Quinta, CA Scope : User:K -060912, Ver5.6.1,25-0ct-2002 General Timber Beam Page 1 (c)1983.2002 ENERCALC Engineering Software s44obs104.23 chandand%caWationst0423-cal I Description Typical VB @ Patio General Information Span= 11.00ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin -Pin Calculations are designed to 1997 NDS and 1997 UBC Requirements' Section Name 6x6 0.000 in Center Span 11.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Maximum Shear * 1.5 Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Trapezoidal Loads #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 112.00 #/ft LL @ Right 80.00 #/ft End Loc 11.000 ft Beam Design OK Deflection Span= 11.00ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin -Pin -0.260 in Deflection 0.000 in 0.000 in ...Location 5.720 ft Max Stress Ratio 0.382 : 1 0.0 ...Length/Deft 871.5 508.36 Right Cantilever... Maximum Moment Deflection 1.5 k -ft Maximum Shear * 1.5 0.9 k 0.0 0.0 Allowable 0.000 in 3.9 k -ft Allowable @ Right 3.2 k Max. Positive Moment 1.49 k -ft at 6.336 ft Shear: @ Left 0.35 k Max. Negative Moment -0.00 k -ft at 11.000 ft Sxx 27.729 in3 Area @ Right 0.70 k Cf 1.000 Rb 0.000 Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in @ Center 1.49 k -ft Max @ Right Support 0.00 k -ft @ Left Support 0.00 k -ft @ Center 0.227 in @ Right Support Max. M allow 3.90Reactions... 1,687.50 psi Shear Analysis @ Right 0.000in fb 644.94 psi fv 30.80 psi Left DL 0.21 k Max 0.35 k 8.770 in2 Fb 1,687.50 psi Fv 106.25 psi Right DL 0.41 k Max 0.70 k Deflections Max. Left Reaction 0.35 k Bearing Length Req'd 0.102 in Deflection -0.151 in -0.260 in Deflection 0.000 in 0.000 in ...Location 5.720 ft 5.720 ft ...Length/Deft 0.0 0.0 ...Length/Deft 871.5 508.36 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.227 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 27.729 in3 Area 30.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 1.49 k -ft 10.60 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.53 k 0.93 k Area Required 4.946 in2 8.770 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 0.35 k Bearing Length Req'd 0.102 in Max. Right Reaction 0.70 k Bearing Length Req'd 0.205 in SATISH SHAH P.E. ,CONSULTING ENGINEER 3920 E. Coronado St. Ste 203 e Anaheim, CA 92807 PH:(714) 632-1865 FX:(714) 632-1314 Rev: 560100 User: KW -060912. Ver 5.6.1.25.Oct-2002 Description Typical VB @ Patio Title : Chantland Residence Job # 0423 Dsgnr: S. Shah Date: 9:31 AM, 3 AUG 04 Description : 53-330 Del Gato Dr., Lot No.94 La Quinta, CA Scope : General Timber Beam Page 2 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.35 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2 -Apr -1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2 -Apr -1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= 7", Le = 2.06' Lu When ?"< beam depth —14.3", Le=1.62•Lu+3d When beam depth > 14.3", Le = 1.84 ` Lu SATISH SHAH & ASSOC. Inc. CONSULTING ENGINEERS 3920 E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 Foundation Design: Soils Report: CHANTLAND RESIDENCE Earth Systems Southwest File No.: 09757-01 04-08-805 Date: September 3, 2004 .JOB No: 04-23 BY: S. Shah DATE: SH: OF: Continuous Footings: Allowable S. B. = 1,500 psf. Min. 12"xl2" cont. footing. Allowable increase of 300 psf/ 600 psf for ea. Additional ft. width/ depth, to a max. 3,000 psf. CAPAC►TY C9f ' 2 IIx 121' FT 14J. 1J Ate = 150o Pq , i' = ►; J5oo#�I . CoAPACI17' OF 16"•.j x 1$11-o F`1 6- M �i5o0 t �2Sx 30D t D•SXGAv� x I.2� P 2,34D �� Nk MX• Attt. PT. LoAC-7 01= 16 x N� f?Iii pvu 2 340 x 1.2* x4 \ _ 1[,00 Isolated Pad Footings: Allowable S. B. = 2,000 psf. + Min. 2'x2'xmin. 18" d footing. Allowable increase. of 200 psf/ 800 psf for ea. Additional ft. width/ depth, to a max. 3,000 psf. [See design Sheet DS1 for foundation loading and design.] A , September 3, 2004 12 File No.: 09757-01 1 04-08-805 5.4 Foundations i i t Footing design of widths, depths, and reinforcing are the responsibility of the Structural Engineer, considering the structural loading and the geotechnical parameters given in this report. A minimum footing depth of 12 inches below lowest adjacent grade should be maintained. A representative of ESSW should observe foundation excavations before placement of reinforcing steel or concrete. Loose soil or construction debris should be removed from footing excavations before placement of concrete. Conventional Spread Foundations: Allowable soil bearing pressures aregiven below for foundations bearing on recompacted soils as described in Section 5.1. Allowable bearing pressures are net (weight of footing and soil surcharge may be neglected). ➢ Continuous wall foundations, 12 -inch minimum width and 12 inches below grade: 1500 psf for dead plus design live loads Allowable increases 300 psf per each foot of additional footing width and 300 psf for each additional 0.5 foot of footing deyth m�Lbe u sed g to_a maximum value of 3000 psf. ➢ Isolated pad foundations, 2 x 2 foot minimum in plan and 18 inches below grade: 2000 psf for dead plus design live loads Allowable increases of 200 psf per each foot of additional footing width and 400 psf for each additional 0.5 foot of footing depth maybe used up to a maximum value of 3000 .psf _..ddi .y.v.�,,._._..._._ .�.r.�._....� _ �._ A one-third (,`/3), increase in thepressuremay be used when calculating resistance to wind �.... _ M - ._ or seismic loads. The allowable bearing values indicated are based on the anticipated maximum loads stated in Section 1.1 of this report. If the anticipated loads exceed these values, the geotechnical engineer must reevaluate the allowable bearing values and the grading requirements. Minimum reinforcement for continuous wall footings should be two No. 4_steel reinforcing bars, one placed near the top and one placed near the bottom of the footing. This reinforcing is not intended to supersede any structural requirements provided by the structural engineer. Expected Settlement: Estimated total static settlement should be less than 1 inch, based on footings founded on firm soils as recommended. Differential settlement between exterior and interior bearing members should be less than '/z inch, expressed in a post -construction angular distortion ratio of 1:480 or less. Frictional and Lateral Coefficients: Lateral loads may be resisted by soil friction on the base of foundations and by passive resistance of the soils acting on foundation walls. An allowable coefficient of friction of 0.35 of dead load may be used. An allowable passive equivalent fluid pressure of 250 pcf may also be used. These values include a factor of safety of 1.5. Passive resistance and frictional resistance may be used in combination if the friction coefficient is reduced by one-third. A one-third ('/3) increase in the passive pressure may be used when calculating resistance to wind or seismic loads. Lateral passive resistance is based on the assumption that backfill next to foundations is properly compacted. EARTH SYSTEMS SOUTHWEST w September 3, 2004 13 File No.: 09757-01 ;A 04-08-805 5.5 Slabs -on -Grade Subgrade: Concrete slabs -on -grade and flatwork should be supported by compacted soil placed 4 in accordance with Section 5.1 of this report. Vapor Retarder: In areas of moisture sensitive floor coverings, an appropriate vapor retarder should be installed to reduce moisture transmission from the subgrade soil to the slab. For these areas, a vapor -retarding membrane (10 -mil thickness) should underlie the floor slabs. The membrane should be covered with 2 inches of sand to help protect it during construction and to y aid in concrete curing. The sand should be lightly moistened just prior to placing the concrete. Low -slump concrete should be used to help reduce the potential for concrete shrinkage. The effectiveness of the membrane is dependent upon its quality, the method of overlapping, its protection during construction, and the successful sealing of the membrane around utility lines. Thefollowing minimum slab recommendations are intended to address geotechnical concerns .r g such as potential variations of the subgrade and are not to be construed as superseding any structural design. _ Slab Thickness and Reinforcement: Slab thickness and reinforcement of slabs -on -grade are contingent on the recommendations of the structural engineer or architect and the expansion _a index of the supporting soil. Based upon our findings, a modulus of subgrade reaction of 1 . approximately 200 pounds per cubic inch can be used in concrete slab design for the expected very low expansion subgrade. Concrete slabs and flatwork should be a minimum of 4 inches thick.(actual, not nominal). We suggest that the concrete slabs be reinforced at slab mid -height to resist cracking. Concrete floor i slabs may either be monolithically placed with the foundations or doweled after footing placement. The thickness and reinforcing given are not intended to supersede any structural requirements provided by the structural engineer. The project architect or geotechnical engineer should continually observe all reinforcing steel in slabs during placement of concrete to check for proper location within the slab. Control Joints: Control joints should be provided in all concrete slabs -on -grade at a maximum spacing of 36 times the slab_thic_kness 1 Z feet maximum on -center, each way) as recommended by American Concrete Institute (ACI) guidelines. All joints should form approximately square patterns to reduce the potential for randomly oriented, contraction cracks. Contraction joints in the slabs should be tooled at the time of the pour or saw cut ('/ of slab depth) within 8 hours of concrete placement. Construction (cold) joints should consist of thickened butt joints with V2 -inch dowels at 18 -inches on center or a thickened keyed joint to resist vertical deflection at the joint. All construction joints in exterior flatwork should be sealed to reduce the potential of moisture or foreign material intrusion. These procedures will reduce the potential for randomly oriented cracks, but may not prevent them from occurring. Curing and Quality Control: The contractor should take precautions to reduce the potential of curling of slabs in this and desert region using proper batching, placement, and curing methods. Curing is highly affected by temperature, wind, and humidity. Quality control procedures may be used, including trial batch mix designs, batch plant inspection, and on-site special inspection and b EARTH SYSTEMS SOUTHWEST SHEAR SCHEDULE (UBC 1997/ CBC 200 1) SYM SIDES VALUES SHEAR WALL MATERIAL NAILS EDGE FIELD L 1 ONE 340 15/32" STR-I PLYWOOD (24/0) 215#/' 4 16d SILL PLATE NAILING 6" o.c. *^L 2 TWO 680 BLOCKED IOd 6 12 *M 1 ONE 510 15/32" STR-I PLYWOOD (24/0) SIMP. ST6236 TO 4x POST ABOVE & BELOW 920#/' 9 *^M 2 TWO 1020 BLOCKED 10d 4 12 *N I ONE 665 15/32" STR-I PLYWOOD (24/0) 13 5/8"X10" ANCHORBOLTS 64"o.c. 200.0#/' *^N 2 TWO 1330 BLOCKED 10d 3 12 *P I ONE 870 15/32" STR-I PLYWOOD (24/0) 350.0#/' 18 5/8"X12" ANCHOR BOLTS 32"o.c. 3x sill *^P 2 TWO 1740 BLOCKED 10d 2 12 OTES: * FRAMING SHALL BE 3" NOMINAL OR WIDER @ ABUTTING PANELS AND NAILS SHALL BE STAGGERED. *^ PANEL JOINT SHALL OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS AND FRAMING SHALL BE 3" NOMINAL OR THICKER AT ABUTTING PANEL JOINTS AND NAILS ON EACH SIDE SHALL BE STAGGERED AT EACH PANEL. ALL NAILS SHALL BE COMMON NAILS U.N.O. v>In co) ZmmZ-q mmm jm0C �_ >0� WT�Z2 o0c) .D.m2 Z co OD MM 0-1 :i: m y cm0 W mN.0 N N w W 7 A � z sy sy 7 CL X CD N C. 7 C'1 (D FRAMING NOTES: 1 16d SILL PLATE NAILING 12" o.c. 145#/' 2 16d SILL PLATE NAILING l0" o.c. 170#/' 3 16d SILL PLATE NAILING 8" o.c. 215#/' 4 16d SILL PLATE NAILING 6" o.c. 285#/' 5 16d SILL PLATE NAILING 4" o.c. 430#/' 6 16d SILL PLATE NAILING c 2" o.c. 860#/' 7 SIMP. ST6224 TO 4x POST ABOVE & BELOW 620#/' 8 SIMP. ST6236 TO 4x POST ABOVE & BELOW 920#/' 9 SIMP. MST37 TO 4x POST ABOVE & BELOW 1575#/' 10 11 SIMP. MST48 TO 4x POST ABOVE & BELOW 2495#/' 12 FOUNDATION NOTES: 13 5/8"X10" ANCHORBOLTS 64"o.c. 200.0#/' 14 5/8"X10" ANCHOR BOLTS 56"o.c. 235.0#/' 15 5/8"X10" ANCHOR BOLTS48"o.c. 270.0#/' 16 5/8"X10" ANCHOR BOLTS 40o.c. 325.0#/' 17 5/8"X10" ANCHOR BOLTS36"o.c. 350.0#/' 18 5/8"X12" ANCHOR BOLTS 32"o.c. 3x sill 435.0#/' 19 5/8"X12" ANCHOR BOLTS 24"o.c. 3x_ sill 585.0#/' 20 5/8"X12" ANCHOR BOLTS 16"o.c. 3x_ sill 875.0#/' 21 5/8"X12" ANCHOR BOLTS 8"o.c. 3x sill 1755.0#/' 22 (2)5/8"X12" ANCHOR BOLTS 3x sill 2340.0#/' 23 (3)5/8"X12" ANCHOR BOLTS 3x sill 3510.0#/' 24 (2)3/4"X12" ANCHOR BOLTS 3x_ sill 3190.0#P 25 26 27 28 MISCELLANEOUS NOTES: 31 (1) #4 T & B 3" PAST POST. 32 (2) #4 T & B 3" PAST POST. 33 (3) #4 T & B 3" PAST POST. 34 (4) #4 T & B 3" PAST POST. 35 (1) SIMP. HD2A TO 4x POST 2775# 36 (1) SIMP. HDSA TO 4x POST 4010# 38 (1) SIMP. HDBA TO 4x /6x POST 7460#/7910# 39 (1) SIMP. HPAHD22-2P TO 4x POST 3180# 40 (1) SIMP. MTT28B fully nailed TO 4x POST 4455# 41 (1) SIMP. HDIOA TO 4x_/6x_ POST 9540#/9900# 42 43 v>In co) ZmmZ-q mmm jm0C �_ >0� WT�Z2 o0c) .D.m2 Z co OD MM 0-1 :i: m y cm0 W mN.0 N N w W 7 A � z sy sy 7 CL X CD N C. 7 C'1 (D GN A-dTLArJc->12CS I oC�-Jc-E SATISH SHAH $ ASSOC. Inc. CONSULTING ENGINEERS ` 3920 E: CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 LATERAL AJAL�SI S 1) Wtoo ; 707npk — EXPOSURE G �I�o ��-SE Se✓Ir%A2 5 Ec '06-51r, rJ JOB No: 04—e3 rBY:�4t1- DATE: SH: OF: o- 3 FOg LoAc>iJi� , SATISH SHAH & ASSOC. Inc.. Title: Chantland Residence Job # 04-23 CONSULTING ENGINEER Dsgnr: S. Shah Date: 11:06AM, 20 SEP 04 3920 E. Coronado St. Ste 203 Description : 53-330 Del Gato Dr., Lot No.94 La. Quinta, CA Anaheim, CA 92807 4 Scope: L 3 PH:(714) 632-1865 FX:(714) 632-1314 Hew. bsmuo User;Kv-060912, Ver 5.6.1, 25-0ct-2002 Multi -Story Wind Forces Page 1 (c)1983.2002 ENERCALC Engineering Software s:tiobst04.23 chandandlcalcWations10423-cal Description 12' PLATE HT. General information Exposure C Qs: Wind Stagnation Pressure 12.600 psf Cq : Pressure Coefficient 1.30 Basic Wind Speed 70.0 mph Parapet Height 5.000 ft Importance Factor 1.00 Load Information for Each Level • Design Lateral Level Level Height Exposed Width Ce Cq Pressure Force Story Shear Story Moment I ft ft psf k k k -ft • 1 12.000 1.000 1.060 1.300 17.363 0.191 0.087 0.00 Total Base Wind Shear = 0.28 k Total Base Wind Moment = 3.33 k -ft 4 4 r SATISH SHAH 8t ASSOC. Inc.. Title: Chantland Residence Job # 04-23 CONSULTING ENGINEER Dsgnr: S. Shah Date: 11:06AM, 20 SEP 04 3920 E. Coronado St. Ste 203 Description : 53-330 Del Gato Dr., Lot No.94 CA 92807 La Quinta, CA Anaheim, Scope : PH:(714) 632-1865 FX:(714) 632-1314 Rev: 560100 User; KV-060912. Ver 5.6.125.0cP2002 1.(c)1983.2002 Multi-Story Wind Forces Page 1 ENERCALC Engineering Software s:tiobst04.23 chantlandlcalculationst0421cal Description 14' PLATE HT. - 4 General Information Exposure C Qs : Wind Stagnation Pressure 12.600 psf Cq : Pressure Coefficient 1.30 Basic Wind Speed 70.0 mph Parapet Height 5.000 ft Importance Factor 1.00 i Load Information for Each Level Design Lateral Level Level Height Exposed Width Ce Cq Pressure Force Story Shear Story Moment Ij ft ft psf k k k-ft ° 1 14.000 1.000 1.060 1.300 17.363 0.208 0.087 0.00 Total Base Wind Shear = 0.30 k Total Base Wind Moment = 4.13 k-ft SATISH SHAH 8t ASSOC. Inc.. Title : Chantland Residence Job # 04-23 CONSULTING ENGINEER Dsgnr: S. Shah Date: 11:06AM, 20 SEP 04 3920 E. Coronado St. Ste 203 Description : 53-330 Del Gato Dr., Lot No.94 La Quinta, CA Anaheim, CA 92807 Scope : L'S PH:(714) 632-1865 FX:(714) 632-1314 Rev 560100 User: KW -060912, Ver 5.6.125 -Oct -2002 Multi -Story Wind Forces Page 1 (c)1983.2002 ENERCALC Engineering Software s:tlobst04.23 chantlandtcalculationst0423•ca1 Description 16' PLATE HT. General Information Exposure C Qs: Wind Stagnation Pressure 12.600 psf Cq : Pressure Coefficient 1.30 Basic Wind Speed 70.0 mph Parapet Height 5.000 ft Importance Factor 1,00 Load Information for Each Level Design Lateral Level Level Height Exoosed Width Ce Co Pressure Force Story Shear Story Moment 1 16.000 1.000 1.074 1.300 17.592 0.229 0.088 0.00 Total Base Wind Shear = 0.32 k Total Base Wind Moment = 5.07 k -ft f< - k CNAOTLA,0 0 RESIEDCOCE SATISH SHAH & ASSOC. Inc_. CONSULTING ENGINEERS • 3920 E: CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 �E 15M iG S 6113 M) c PARA M ETC—re 5 EA2T�l S�SiEN( S �I lv30.2• 3. I J. `� • O x D• 44- 'z - eL 4-2.2 SOOTH GEST . JOB No: 04 - CS. AY: DATE: SH: OF: L-61. /_7 C"/u a=5.J5 SZa=2.S. R - •2 .ice =2.$� vac C��-Y c®i.1s © to C� ►.•� �sTR �NGiT�-1 LVL. }. = n•�� 0.241.4 (� o�3 (Asp) d• ?2 �l �UlL,1�la�G► A55:. 1.1L, gE/sMlc GiDV �Q� S f30T N Ci2Ettioes �'E� �6�►Gt� �NE�"r Ce3 FOR WA0104 SHE*k . LJ6CY0 ' September 3, 2004 E:? File No.: 09757-01 04-08-805 2001 CBC Seismic Coefficients for Chapter 16 Seismic Provisions EARTH SYSTEMS SOUTHWEST Reference Seismic Zone: 4 - Figure 16-2 Seismic Zone Factor, Z: 0.4 Table 16-I Soil Profile Type: SD Table 16-J Seismic Source Type: A �� k"'� Table 16-U Closest Distance to Known Seismic Source: 14.0 km = 8.7 miles (San Andreas fault) Near Source Factor, Na: I.00 Table 16-S Near Source Factor, Nv: 1.04 Table 16-T Seismic Coefficient, Ca: 0.44 = 0.44Na Table 16-Q Seismic Coefficient, Cv: 0.67 = 0.64Nv Table 16-R Seismic Hazard Zones: The site lies within a low liquefaction hazard zone for shallow groundwater as established by the 2002 Riverside County General Plan. Riverside County has not been mapped by the California Seismic Hazard Mapping Act (Ca. PRC 2690 to 2699). EARTH SYSTEMS SOUTHWEST SATISH SHAH & ASSOC. Inc. CONSULTING ENGINEERS 3920 E: CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1885 FAX: (714) 632-1314 Cv A0-LAtJ 2ESir->eW6 JOB No: rsy: DATE: SH: OF: M, T(z� si H P. 5LJ x 12 x (9 �ALj- = 2150 #> urJE-:(D P = 152& 0 -*- , 'fRi (4) r -s- CDL'O"05- P��L T;L PL a- M= (,32kx 12•%�js I!o•831� 202j1k �w R tis T= .O• > o•7. A6 ©�I/(2.2) X p, -7 If ZRib 1.315 x (i2x12•�� 3 x ,lvi �� �2�E x �.�s�� �3/4� = 40 4 X TRY (4) M Po = 2O'2 SATISH SHAH & ASSOC. Inc.. Title : Chantland Residence Job Of 04-23 CONSULTING ENGINEER Dsgnr: S. Shah Date: 2:56PM, 24 SEP 04 3920 E. Coronado St. Ste 203 Description : 53-330 Del Gato Dr., Lot No.94 La Quinta, CA Anaheim, CA 92807 Scope: PH:(714) 632-1865 FX:(714) 632-1314 L -� Rev: 560100 User:KWA60912,Ver5.6.L25-Oct-2002 Steel Column Page 1 X11983.2002 ENERCALC Emineerina Software s4obs104.23 charutandlcalculationst0423-cal Description @ Line - 2 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements t Steel Section TS8X4X1/4 - �• 50.00 ksi X -X Sidesway : Sway Allowed Unbraced Lengths: X -X = 12.75ft, Y -Y = Duration Factor 1.330 Y -Y Sidesway : Restrained Column Height 12.750 ft Elastic Modulus 29,000.00 ksi Live DL + LL DL + ST + (LL if Chosen) End Fixity Fix -Free X -X Unbraced 12.750 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 12.750 ft Kyy 2.100 Loads 1.00 0.0362 0.4745 Axial Load... AISC Formula H1 - 3 Cb:x DL+LL+ST 0.1057 Dead Load 3.74 k 5,266 psi Ecc. for X -X Axis Moments 0.000 in Live Load 2.34 k 1.00 Ecc. for Y -Y Axis Moments 0.000 in ShortTerre Load k Deflection 0.000 in at 0.000 ft Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) Allowable & Actual Stresses 1.315 k 12.750 ft Along X -X (y moments) DL + LL DL + Short k ft fb : yy Actual Section : TS8X4X1/4, Height = 12.75ft, Axial Loads: DL = 3.74, LL = 2.34, ST = Column Design OK 0.00k, Ecc. = 0.000in 0.00 ksi 0.00 ksi Unbraced Lengths: X -X = 12.75ft, Y -Y = 12.75ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) Cm:x DL+LL AISC Formula H1 - 1 0.1688 1.75 0.2745 0.5927 Cm:y DL+LL AISC Formula H1 - 2 0.0223 1.00 0.0362 0.4745 Cm:x DL+LL+ST AISC Formula H1 - 3 Cb:x DL+LL+ST 0.1057 F'ey : DL+LL+ST 5,266 psi XX Axis : Fa calc'd per Eq. E2-2, K*Ur > Cc 0.60 Cb:y DL+LL+ST 1.00 Max X -X Axis Deflection YY Axis : Fa calc'd per Eq. E2-2, K*Ur > Cc at 12.750 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 3.96 ksi 3.96 ksi 3.96 ksi 5.27 ksi fa : Actual 0.67 ksi 0.42 ksi 1.09 ksi 1.09 ksi Fb:xx : Allow [F3.1] 30.00 ksi 30.00 ksi 30.00 ksi 39.90 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 17.84 ksi Fb:yy : Allow [F3.1] 30.00 ksi 30.00 ksi 30.00 ksi 39.90 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 51,467 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 3,959 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 68,452 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 5,266 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X -X Axis Deflection -1.200 in at 12.750 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft SATISH SHAH 8L ASSOC. Inc... Title : Chantland Residence Job # 04-23 CONSULTING ENGINEER Dsgnr: S. Shah Date: 2:56PM, 24 SEP 04 3920 E. Coronado St. Ste 203 Description : 53-330 Del Gato Dr., Lot No.94 92807 La Quinta, CA _ Anaheim, CA Scope: v PH:(714) 632-1865 FX:(714) 632-1314 - 1I Rev. 560100 User: KW -060912. Yet5.6.1.25.Oct-2002 Steel Column Page 2 (cJ198;S-2002 ENERCALC Engineering Software s 4obsk04-23 chantlandLcaktdations10423-ral' Description @ Line - 2 Section Properties TS8X4X1/4 • Depth 8.00 in Weight 18.99 #/ft I-xx 45.10 in4 Width 4.000 in Area 5.59 in2 I-yy 15.30 in4 Thickness 0.250 in S-xx 11.275 in3 S-yy 7.650 in3 r-xx 2.840 in • r-yy 1.654 in Sketch 8 Diagram Asia) OL - 3.73% Arial LL = 2.34k AAA ST = Ok t2.isft { Y (3): X -X Ariz Past Load: DL=O. LL=O-.. STa1.35k Q. t2.T5ft x 2 xl•��X �s"(�/g� CSI A �1TLAr.1 r,> 9E7'6l0Crl c46 SATISH SHAH & ASSOC. Inc. CONSULTING ENGINEERS 3920 E: CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 JOB No: ' 23 AY: 5 5N�4H DATE: SH: OF: -f(zY _ 2 '735 -1� j . P 2 3 4 O SL - &,02 5' Pr. = N M3= 2.43�x 12.75 = 311 � � 371�► �. d = 1.9 8'7 'I �sE (�)Ts lox 4k1/a �b 23.14 ' e 6-- GrQ. 8H Y. 0.46 adz. 2 x I•�Gx t5x(qA) Joe 181a xl$�� �i2gM �7- le) -,*o5 cPAI-r TZ/3 yo #3 -11 E6 a'qI0•c. SATISH SHAH & ASSOC. Inc. CONSULTING ENGINEERS 3920 E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 CNAfJT L.Aq J1? RESIDtcnJCE JOB No: 04 - 2S BY: S -5 I f A H DATE: SH: OF: LI IJP y = I CO, <o�S ��I'`f = l , 0 0� -Z) = 458 IM -11 F. OPI �Zl -_ 468 X)? X 12 = & 59l t�,7 I R•M • ROOF' 16Y2' = 3Owrt 10k14 = 140 190'"/ A 0.01 X I2y2 = IIof& 061 0-r : _ 5 4 X100_ l U. L-. -- — 4S� i 3S OTMS, : 4$5g ux 12� �A-. p ; 2v©F 2$ x 14 = 3 l� A �l 10 X 2 1 2 p Flo 0.9 ; 14685 Nr✓1 OTr� _ - 2�i28o t� Lio LL—q. F _ �o�5/i=4-= 4340' WALL FkAM>%- (1) PArJe�LS r/Phn1EL= 2170# fir— �2?1e,1, 454 1� h 12 M f�-F • 2 8 x 4- 11 D �L : i-C2X 3`I L- 12 SATISH SHAH & ASSOC. Inc.. Title: Chantland Residence Job # 04-23 CONSULTING ENGINEER Dsgnr: S. Shah Date: 1:56PM, 26 SEP 04 3920 E. Coronado St Ste 203 Description: 53-330 Del Gato Dr., Lot No.94 Anaheim, CA 92807 Scope: La Quinta, CA )3 PH:(714) 632-1865 FX:(714) 632-1314 Rev: 560100 User. KW -060912, Ver 5.6.1. 25-Oct-2002Steel Column Page 1 (c)1983-2002 ENERCALC Engineering Software s:ljobs104-23 chantlandlcalculationstA423-cal q1 Description @ Line - 4 General information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirementsmmmo 1 Steel Section TS10X4X7/4 Fy 50.00 ksi X -X Sidesway : Sway Allowed 12.75ft Duration Factor 1.330 Y -Y Sidesway : Restrained Column Height 12.750 ft Elastic Modulus 29,000.00 ksi End Fixity Fix -Free X -X Unbraced 12.750 It Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 12.750 ft Kyy 2.100 (Loads AISC Formula 111 - 3 Axial Load... Dead Load 3.74 k Ecc. for X -X Axis Moments 0.000 in Live Load 2.34 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k L Stresses Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) DL + LL DL + Short 2.430 k 12.750 ft Along X -X ( y moments ) 4.13 ksi 5.49 ksi k ft Column Design OK Section : TS10X4X1/4, Height = 12.75ft, Axial Loads: DL = 3.74, LL = 2.34, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 12.75ft, Y -Y = 12.75ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.2234 0.6719 AISC Formula 111 - 2 0.0307 0.6106 AISC Formula 111 - 3 0.1373 0.0860 XX Axis : Fa calc'd per Eq. E2-2, K*L/r > Cc YY Axis : Fa calc'd per Eq. E2.2, K'L/r > Cc YY Axis : ADpdx B, Tube, In -Plane Slenderness Recalculated L Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 4.13 ksi 4.13 ksi 4.13 ksi 5.49 ksi fa : Actual 0.57 ksi 0.36 ksi 0.92 ksi 0.92 ksi Fb:xx : Allow [F3.1) 30.00 ksi 30.00 ksi 30.00 ksi 39.90 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 23.44 ksi Fb:yy : Allow [F3.1] 30.00 ksi 30.00 ksi 30.00 ksi 39.90 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 76,764 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 4,127 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 102,096 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 5,489 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X -X Axis Deflection -1.262 in at 12.750 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft SATISH SHAH & ASSOC. Inc.. CONSULTING ENGINEER 3920 E. Coronado St. Ste 203 Anaheim, CA 92807 PH:(714) 632-1865 FX:(714) 632-1314 Description @ Line - 4 Title: Chantland Residence Job # 04-23 Dsgnr: S. Shah Date: 1:56PM, 26 SEP 04 Description: 53-330 Del Gato Dr., Lot No.94 La Quinta, CA i, I Scope Steel Column Page 2 chanllandlcalwlations50423-cal Section Properties TS10X4X114 A Depth 10.00 in Weight 22.38 #/ft I -XX 79.30 in4 Width 4.000 in Area 6.59 int I-yy 18.80 in4 Thickness 0.250 in S -)(X 15.860 in3 S-yy 9.400 in3 r -roc 3.469 in r-yy 1.689 in Sketch & Diagram Axial DL = 3.735k AXIai LL = 2.34k Axial ST - Ok 12.75fl Y 131: X -X Axis Point Load: DLA, LL=Os, ST-L43k Q 12768 SATISH SHAH & ASSOC. Inc. CONSULTING ENGINEERS 3920 E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 CHAdT(,AtJ0 265)0E.4ce I v L = Ile . JOB No: BY: J� ✓�AN DATE: SH: OF: 0T N= 4l04o x l 2 s 5561510 R.M, tzoOF 2S x 2 I,JALL- l X12 2 3<o X O:moi x I2�2 = 1 2g014- 0 T 4 - 0T I -i = - y- 0 3q v 1 0 x' L F = 12q2O'''•4 = 0(2&5rt k- = ! fv1+ Ofm �, = 4el.'2 Cox 12 = 30330 I� 1g�) x 10 = 1 5 0 2 I 0 -q >e 3.400 t1G f 07"M 3 p OPUF1' -44g0 tnMl = 421. /Z >, Il�1 x 121= SQ, 8?0, 4 . 6 IZ. M. ; Q00F : 2gx e = 56 W Alt 16 x 12 = !8 0 2310' x 0.,1 x 1 Co12 = 27I9-7 • 4- Ft, i Fl, -g, --1I Eel SATISH SHAH & ASSOC. Inc. CONSULTING ENGINEERS 3920 E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 GHAOTL.kOcD 2E5t E,Jc� JOB No: ©d- -'23 BY: GJo 6HA DATE: SH: OF: L_ 4(.Z -i L = S +S+G' 7L, PIP 275. 11Z R.N. 200F 28 x 2 = 5&fir` IJALL I Sx►2 2 3� �X 0.9 OC -7 OTH - - I Co D 10 i# OPLiFT = - 2 10 # .EASE"/ 1.1 dc,: A P= �! d 2#�1 4= 7 0 Co O' !3,2 I- I FlGl OTHO = 23)I00� R.M. •. Q�oF �8..x 4 w Au- 195)1\ la I g o USE SW I!o x $ x Gi A2Ae;E PORTAL �W? r SATISH SHAH & ASSOC.-Inc. CONSULTING ENGINEERS 3920 E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 CHA1JTLA4r% t2�s�r�E,JcE Lt►�E : E PM = 14 5147"11.4 = I D, 3 b0l_ W SGC FRN . P= 5600 JOB No: 0+-23 BY: 5. SHAD DATE: SH: OF: ►°3 : 5�0 0 x 4.• ?S p 2 � of n) A i �S OriM� = 21o60)e 17290 RM : tzo©F 2 o X 14 = 280 4Go xO.�:xd•5��= 41`10t 06f OT i 13100AA # L�PL►F'f — 3x8'3 #... - �I = 30832 r — 257 0 1 cHEck. Ueuft FDk QAlt . Ik OT M - 5, 60 x 12 = 01 2 1 * R M = 4�ox Is SATISH SHAH &ASSOC. Inc. CN��1T��►�� 2E�'I[�E�c� CONSULTING ENGINEERS 3920 E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 JOB No: 04 -4,3 BY: 5 • S HA tf DATE: SH: OF: LIME: � . P = 38�0�/�•� = 27¢��� 43&8b11•4 Cr- __ 141 L I It (0 tz_23./� L I 14 109 60411.4 = 78 2.1= j Z4 CD 4.;: 1716- 715L = 434• G P NFq] �N = 782I•�5 xt�,�- � : 117, 32 (L. WALL - I o x - i S- I d o 04 �II�E% IZ P 43&8b11•4 Cr- __ 141 tz_23./� L I 14 Z4 CD 4.;: 1716- 715L L 0004/I.4 3°1 SATISH SHAH ASSOC. Inc. C_N A N � `AOS 9 �51 CCOCZ JOB No: 04 - 23 CONSULTING ENGINEERS BY: S • SHIM N 3920 E. CORONADO STREET, SUITE 203 DATE: ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 SH: OF: i.l{.iE ' V P = 3��0#%i • 4 = 2080# i SW4Sx12X& 2&Soy su 0,HMJTLAI0r->' ..9ESyc-"4c6 SATISH SHAH & ASSOC. Inc. CONSULTING ENGINEERS 3920 E: CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92607 PHONE: (714) 632-1865 FAX (114) 632-1314 JOB No: H AJA---- DATE: _ SH: OF: No IZTN 9e;LIAI?5lLl-rY/ R%0+J0.4►JGY' ; _ d •v8�g x f?8s� �.. _0,S7 I;ASf / 06IE f = 2 - so PN x = 14; s1` 4 @ . 0, 83 47 142 p• ►q 2