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0111-289 (GRES) Structural CalcsB.G. STRUCTURAL. ENGINEERING BRIAN GOTTLIEB - CIVIL ENGINEER - Lic. No. C33047 45-535 Via Corona Indian Wells, CA 92210 (760) 568-3553 (760) 568-5681 Fax Addition For Mr. & Mrs. Dave Carlson Robert A. Pitchford 41-625 Eclectic, Suite A-2 Palm Desert, Ca. 92260 Job Number: 860.83 November 27, 2001 m ROFESS/0,V Go rT�� ti y CO sr� ►��P �FOF CAUFO VALID ONLY IF SIGNED IN RED 66-42.6 Z4LOL6 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVE® FOR CONSTRU TION DATE BY Carlson Addition Loads Dead Load - Tile Roof Tile Roofing Plywood Trusses Insulation Ceiling Miscellaneous Total Live Load Roof Seismic Wind 10.0 3.0 2.0 3.0 2.0 4.0 2.0 26.0 P.S.F. 20.0 P.S.F. (2.5) (.44) (1.2) (1.0) / (4.5) (1.4) W = (.21) W (1.06) (1.3) (12.6) (1.0) =17.36 P.S.F. PROJECT L SNEETNO GiAQL.so.J /i9� G.G. STRUCTURAL JOBNos�.a3 ITEM DATE ENGINEERING ENGINEER �� r Wrl &�Mlllil' II II 1I IL ----------- L----------- i PROJECT�L�� D ! SHEET N0. 2 B.G. STRUCTURAL JOBNO. ITEM ENGINEERING ENGINEER / O' PROJECT ITEM B.G. STRUCTURAL ENGINEERING SHEET NO JOB NO. DATE B.G. Structural Engineering, Inc. 45-535 Via Corona Indian Wells, CA. 92210 (760) 568-3553 - Voice (760) 568-5681 - FAX Rev: 510300 User. KW -0803989, Ver 5.1.3, 22Jun-1999, WIn32 (c) 1983-99 ENERCALC Description Beam B1 Title: Carlson Addition Dsgnr: BG Description Scope : General Timber Beam Job # 860.83 Date: 4:29PM, 26 NOV 01 Page 1 General Information Span= 13.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x12 -0.143 in Center Span 13.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.250 In Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 1.7 k Bm Wt. Added to Loads Allowable 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 Wood Density 34.000 pcf E 1,600.0 ksi Full Lengh Uniform Loads Center DL 139.00 #/ft LL 60.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Deflections Center Span... Dead Load Total Load Left Cantilever... Span= 13.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Total Load Deflection -0.143 in -0.201 in Deflection Max Stress Ratio 0.594 : 1 ...Location 6.500 ft 6.500 it ...Length/Deft 0.0 0.0 Maximum Moment 1,087.7 4.4 k -ft Maximum Shear * 1.5 1.7 k Allowable 0.000 in 7.4 k -ft Allowable ...Length/Deft 4.7 k 0.0 Max. Positive Moment 4.40 k -ft at 6.500 ft Shear: @ Left 1.35 k Max. Negative Moment 0.00 k -ft at 13.000 ft Sxx 73.828 in3 Area @ Right 1.35 k Cf 1.100 Rb Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Allowable fb Max @ Right Support 0.00 k -ft 4.40 k -ft 43.89 in3 1,203.13 psi @ Center 0.215 in 0.00 k -ft Max. M allow 7.40 Reactions... 0.00 k -ft @ Right 0.000 in fb 715.22 psi fv 44.15 psi Left DL 0.96 k Max 1.35 k 1.74 k Fb 1,203.13 psi Fv 118.75 psi Right DL 0.96 k Max 1.35k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.143 in -0.201 in Deflection 0.000 in 0.000 in ...Location 6.500 ft 6.500 it ...Length/Deft 0.0 0.0 ...Length/Deft 1,087.7 774.39 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 31.019 Le 0.000 ft Sxx 73.828 in3 Area 39.375 in2 Cf 1.100 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 4.40 k -ft 43.89 in3 1,203.13 psi @ Left Support 0.00 k -ft 0.00 in3 1,203.13 psi @ Right Support 0.00 k -ft 0.00 in3 1,203.13 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.74 k 1.74 k Area Required 14.640 in2 14.640 in2 Fv: Allowable 118.75 psi 118.75 psi Bearing @ Supports Max. Left Reaction 1.35 k Bearing Length Req'd 0.619 in Max. Right Reaction 1.35 k Bearing Length Req'd 0.619 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.35 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 B.G. Structural Engineering, Inc. 45-535 Via Corona Indian Wells, CA. 92210 (760) 568-3553 - Voice (760) 568-5681 - FAX Rev: 510300 User. KW -0603989, Ver 5.1.3, 22-Jun•1999, Win32 (c) 1983.99 ENERCALC Description Beam B2 Title : Carlson Addition Dsgnr: BG Description Scope: Multi -Span Timber Beam Job # 860.83 Date: 4:29PM, 26 NOV 01 Page 1 1860-83.e General Information Douglas Fir - Larch, No.2 Fb : Basic Allow 875.0 psi 1 Elastic Modulus 1,600.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 95.0 psi Load Duration Factor 1.250 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information Description Left Span Center Span Right Span Span ft 6.50 3.00 3.00 Timber Section 4x12 4x12 4x12 Beam Width in 3.500 3.500 3.500 Beam Depth in 11.250 11.250 11.250 " End Fixity Pin - Pin Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 0.00 Member Type Sawn Sawn Sawn Loads Live Load Used This 7pan ? Yes Yes Yes Dead Load #/ft 182.00 182.00 Live Load #/ft 140.00 140.00 Dead Load @ Left #/ft 78.00 Dead Load @ Right #/ft 182.00 Live Load @ Left #/ft 60.00 Live Load @ Right #/ft 140.00 Start ft End ft 6.500 3.000 3.000 Poi1nt#1 Dead Load lbs 1,579.00 963.00 Live Load lbs 1,215.00 390.00 @ X Al 0.500 1.000 Results Morax @ Cntr in -k 8.0 3.0 8.4 @ X = ft 2.64 0.50 1.00 Max @ Left End in -k 0.0 -14.2 -9.4 Max @ Right End in -k -14.2 -9.4 0.0 fb : Actual psi 192.0 192.0 ' 127.2 Fb : Allowable psi 1,203.1 1,203.1 1,203.1 Bending OK Bending OK Bending OK Shear @ Left k 0.47 2.94 1.65 Shear @ Right k 1:03 0.82 0.67 fv : Actual psi 28.0 19.5 51.4 Fv : Allowable psi 118.8 118.8 118.8 Shear OK Shear OK Shear OK Reactions & Deflection DL @ Left k 0.26 2.22 1.56 LL @ Left k 0.20 1.75 0.90 Total @ Left k 0.47 3.97 2.46 DL @ Right k 2.22 1.56 0.43 LL @ Right k 1.75 0.90 0.25 Total @ Right k 3.97 2.46 0.67 Max. Deflection in -0.006 0.000 -0.001 @ X = ft 2.86 2.40 1.50 Query Values Location ft 0.00 0.00 0.00 Moment in -k 0.0 -14.2 -9.4 Shear lbs 0.5 2.9. 1.6 Deflection in 0.0000 0.0000 0.0000 PROJECT SHEET N0..� . B.G. STRUCTURAL JOBNO.4jS4,;;o. �3 . ITEM DATE ENGINEERING ENQINEE'"' PROJECT SNEET N0. 25 Aao,.�� JOB U.U. STRUCTURAL N0. ITEM DATE ENGINEERING ENGINEER .1w Ct sw PROJECT SHEET NO. B.G. STRUCTURAL JOB NO. : 3 ITEM EN G.I E E R H G ENGENEER VMS �a Z -SYC /r, z.�� _. alp s Z Y PROJECT SHEET NO. ID B.G. STRUCTURAL JOB ND.� s . ITEM DATE ENGINEERING iNGINEER i B.G. Structural Engineering, Inc. 45-535 Via Corona Indian Wells, CA. 92210 (760) 568-3553 - Voice (760) 568-5681 - FAX Rev: 510300 User. KW0603989, Ver 5.1.3; 224- 499, W102 (c) 1983-99 ENERCALC Description Shear Wall 1 General Information Title : Carlson Addition Dsgnr: BG Description Scope : Plywood Shear Wall & Footing Job # 860.83 Date: 4:41 PM, 26 NOV 01 I. Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 1.330 ft End Post Dimension 3.50 Plywood Grade Structural I Wall Height 8.000 ft Seismic Factor 0.210 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 2.00 Thickness 1/2" Ht / Length 6.015 Stud Spacing. 16.00 in rtical Loads... Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniform Load # 2 0.00 lbs at 0.00 lbs at 0.00 lbs at 78.00 #/ft 0.00 #/ft. . 0.00 ft 0.00 ft ft 0.00 ft to 1.33. ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 300.00 #/ft ' . 1.330 ft = 399.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 1.330 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 1.333 ft Concrete Weight 145.00 pcf Wall Length 1.330 ft Rebar Cover 3.00 in Past Right Edge of Wall 3.000 ft fc 2,500.00 psi Footing Length 5.663 ft Fy 60,000.00 psi Footing Width 1.50 ft Min. Steel As % 0.00140 Footing Thickness 18.00 in Design OK Wall Summary... Using 1/2" Thick Structural l on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear= 328.6#/ft, Capacity = 430.000#/ft -> OK Wall Overturning= 3,343.9114, Resisting Moment= 189.3ft-#, End Uplift= 2,371.93lbs Max. Soil Pressures: @ Left = 1,122.1 psf, @ Right = 888.1 psf Sill Bolting: 1/2" Bolts @ 30.85in, 5/8" Bolts @ 48.00in, 3/4" Bolts.@ 48.00in Footing Summary... Max. Footing Shear = 4.30psi, Allowable = 100.00psi -> OK Bending .Reinforcement Req'd @ Left = 0.38in2, @ Right = 0.38in2 Minimum Overturning Stability Ratio = 1.691: 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity= 40101bs B.G. Structural Engineering, Inc. 45-535 Via Corona Indian Wells, CA. 92210 (760) 568-3553 - Voice (760) 568-5681 - FAX Rev: 510300 User. KW -0603989, Ver 5.1.3, 22Jun-1999, WIn32 (c) 1983-99 ENERCALC Description Shear Wall 1 Title : Carlson Addition Dsgnr: BG Description Scope: Plywood Shear Wall & Footing Job # 860.83 Date: 4:41 PM, 26 NOV 01 .L Page 2 Footing Analysis Lateral Forces Actino in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 1.987 ft 1.764 ft Soil Pressure @ LEFT Side of Footing 1,122.13 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 888.11 psf Moments... Actual Mu @ Left Wall Edge 548.18 ft-# 2,809.15 ft-# Actual Mu @ Right Wall Edge 684.95 ft-# .304.35 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge vu/.85 @'d' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio 0.000 psi 1.866 psi 100.000 psi 3,999.42 ft-# 6,762.11 ft-# 1.691 :1 0.000 psi 4.297 psi 100.000 psi 3,999.42 ft-# 7,236.57 ft-# 1.809 :1 PROJECT SHEET NO. B.G. STRUCTURAL JOB NO.5tr ITEM DATE ENGINEERING ENGINEER' rs vz.�� 1 (:(�:�•s (d��) z int ,' c G 7./ 5--.13.E9,�o ��l Shear Wall Schedule Per 1997 UBC Shear walls to span from sill plate to double top plate. Shear walls to be continuous above and below all openings. Exterior walls to be: 7/8" thk. stucco w/ Portland cement plaster w/ 1.4# per sq. yd., l7ga. galv. wire lath and 16 ga. Staples (w/ 7/8" legs) at 6" o/c. E.N. & 12" o/c. F.N. * Plywood as furring 1 Walls: 2, 3, 4 3/8"thick wall sheathing, exp. 1 w/ 8d nails at 6" o/c edges & 12" o/c field 5/8" dia. A.B. at 32" o/c. w/ 2"x 2"x 3/16" washers Shear transfer: Sill nailing — 16d at 5" o/c Solid blocking — "Simpson" A35 at 24" o/c each block TH block— 446d each block 0