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Home My WebLink About2645 OBELISCO PL; STRUCT; CB981846; PermitJOHN IMANDOUST, RE. EAD INC. Fn ~inticring Analysis & Design 514 VIA DE LA VALLE SUITE 306 STRUCTURAL SOLANA BEACH, CA 92075 OESIGN CONSULTANTS TEL: (619) 792 -6055 FAX: (619) 755-5669 STRuc.TuRAL CALCULATIONS-...,.., f FSS1 A I FOR `4 No. C36633 NILSON -RES I DEN 1 V OF C -NDEX ~Roof from ine 1-45 Floor- froming ,..'. 44-141 Lotero 1, Fordes. 150-151 Retolning, Noll$ 160-184- --Colurrin5 Founclotion t & De'sign I PROJECT NAME ----------------- PROJECT NUMBER - - - - - - - - - - - - - - 7 - - - - - - .PREPARER ------------------ DATE ------- SHEET ------- OF -Af-7---- I I I I I I E.A.D., Inc. Title Job# 514 Via de la Valle, St.#306 Dsqnr: Date: 8APR 98 Solana Beach, Ca 9075 Description Scope R- 30MI Single Span Beam Analysis Description RB1 Vk 15,1,k General Information Center Span 7.00 fl: Moment of Inertia 735.000 in4 Left Cantilever - ft Elastic Modulus .2,000 ksi Right Cantilever ft Beam End Fixity 'Pin-Pin Point Loads Magnitude 4.000 k k k., k k Location 2.500 ft ft ft ft fl: Trapezoidal Loads Magnitude @ Left 1.030 k/ft 0.380 k/ft k/ft k/ft Magnitude @ Right 1.030 k/ft_ 0.280 k/ft k/ft k/ft Dist. To Left Side ft 2.500 ft ft ft Dist. To Right Side 2.500 ft 7.000 ft ft ft Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0. 00 k-ft Shear 5.19 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summary Moments... - Shears... Reactions... Max + @ Center 9.74 k-ft at 2.50 ft @ Left. 5. i 9.k @ Left 5.19 k Max - @ Center b.00 k-ft' at, 0.00 ft @ Right 2.87 k @ Right 2.87 k @ Left Cant 0.00 k-ft Maximum 5.19 k @ Right Cant 0.00 k-ft Deflections... - @ Center -0.050 in at 3.27 ft Maximum 9.74 k-ft Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft J ~4 O.d -0.004 -O.OD9 -0.019N -0.014 -0.024 -0.029 -0.034 -0.039 -0.044 Local "y* O.OD 0.70 1.~5 2.'10 2.80 ","T50 4.20 4.90 5.60 6.30 7.10D Deflection (in) Location Along Member (ft) 116921.741 105229.567 93537.393 81945.219 70153.045 58460.870 46768.696 35076.522 23394.348 11692.174 1 0'0., 1.40 Z. 10 2.~ 3.50 72U 4.9U 5.60 .30 7.)0 Bending Moment (k-ft) Location Along Member (ft) 5189.034 4323.362 3458.689 2594.017 1729.344 864.672 0.0 -717.990 -1435.981 -2153.972 0.00 0.70 1.40 2.10 2.8D 3.50 4.2D 4.90 5.60 6.30 Shear Load (k) Location Along Member (ft) E.A.D., Inc. Title Job # 514 Via de la Valle, St.#306 Dsgnr: Date: 1:21PM, 8APR98 Solana Beach, Ca 9075 Description Scope: Single Span Beam Analysis Description IRB2 11 VA 5YI, Y- H- /~Z_ hi?'- 1/4- 1-'2~ =,5/. 'K General Information Center Span 1700 ft Moment of Inertia 1,200.000 in4 Left Cantilever Right Cantilever fl: Elastic Modulus 2,000 ksi ft Beam End Fixity Pin-Pin Uniform Loads On Center Span... On Left Cantilever... On Right Cantil'ever... # 1 0.380 k/ft k/ft # 1 k1ft Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 3.04 k 0.00 k 0.00 k Deflection Summary 0.00000 in 0.00000 in 0.00000 in Moments... -Shears... Reactions... Max + @ Center 12.16 k-ft at 8.02 ft @ Left k .3.04 @ Left 3.04 k Max - @ Center 0.00 k-ft at 0.00 ft @ Right - 3.04 k @ Right 3.04 k @ Left Cant. Maximum .3.04 k 0.00 k-ft @ Right Cant 0.00 k-ft Deflections... @ Center in at 7.98 ft. Maximum 12.16 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant. 0.000 in at 0.00 ft OV -0.023 '100or -0.046 -0.070 -0.093 -0.116 -0.140 - -0.163 -0.186 -0.210 Local *y" 0.00 —.LOOP- 1.60 3.20 4.80 6 XF 9.60 11.20 12.80 14.40 16.00 Deflection (in) Location Along Member (ft) 145919.355 131327.420 116735.484 OOPI- 102143.548 87551.613 72959.677 58367.742 43775.BD6 29183.871 14591 . 935 O'd T~J.A) 4.5U 6.40 8.)0 .2u 12.SU Bending Moment (k-ft) Location Along Member (ft) bo Shear Load (k) Location Along Member (ft) -1: A AWA E.A.D', Inc. Title: Job # 514 Via de la Valle, St.#306 Dsgnr: .,.Date: 1:23PM, 8 APR 98 Description Solana Beach, Ca 9075 scope R— 50MI. Single Span Beam Analysis Description RB3 Ve = -1~~ty\ exl/2-, 7 ///t General information Center Span 6.00 ft Moment of Inertia 697.000 in4 Left Cantilever ft Elastic Modulus 1,600 ksi Right Cantilever ft Beam End,Fixity Pin-Pin Uniform Loads On Center Span... Left Cantilever... On Right Cantilever... -On # 1 1.100 k1ft # i k/ft - # 1 k/ft Query Values Center Location 0.000 ft Left Cant 0.000 k Right Cant 0.000 ft Moment 0. 00 k-ft 0.00 k-ft 0. 00 k-ft Shear 3.30 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summary' Moments... Shears... Reactions... Max + @ Center 4.95 k-ft at 3.01 ft Left 3.30 k @ Left 3.30 k Max - @ Center 0.00 k-ft at 6.00 ft @ Right 3:30 k @ Right 3.30 k Maximum 3.30 k, @ Left Cant 0.00 k-ft @ Right Cant 0.00 k-ft Deflections... Center -0.029 in at 2.99 ft Maximum 4.9s k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right'Cant 0.000 in at 0.00 ft I 16 -0.002 -0.005 -0.008 -0.011 -0.014 - 000or -0.017 -0.020 -0.023 -O.W 0.00 0.60 115 1.80 2.40 3.OU 3.60 4.20 4.80 5.40 6.00 Local 'y' Deflection (in) Location Along Member (ft) 59399.737 53459.763 Owl- 47519.790 41579.816 A4 op~ 35639.942 29699.868 23759.895 OF, 17819.921 11879.947 5939.M 0'0., 5u 2.40 3.00 3AA) 4.AJ 4.tKJ Bending Moment (k-ft) LAxation Along Member (ft) )0 3299.998 2639.998 WA 1979.999 1319.999 659.999 0.0" -659.999 -1319.999 -1979.M -M39.M 0.00 0.60, 1.20 1.80 2.40 3.00 3.60 4.20 4.80 5.40 6.00 Shear Load (k) Location Along Member (ft)' I I I I I I I I I 11 I F~ Lj I I E.A.D., Inc. Title': Job# 514 Via de la Valle, St.#306 Dsgnr: Date: 1:28PM, 8APR98 Solana Beach, Ca 9075 Description Scope R- SOM Single-Span Beam Analysis DescCiption RB4 VA= L t < H fo~-: General Inforrnation Center Span 14.00 ft Moment of Inertia 1,128.000 in4 Left Cantilever ft Elastic Modulus 1,600 ksi Right Cantilever ft Beam End Fixity Pin-Pin [Point Loads Magnitude 0.380 k 0.380, k k k k Location 3.000 ft 11.000 ft ft ft ft Trapezoidal Loads Magnitude @ Left 0. 190 k/ft 0.280 k/ft 0. 190 k/ft k/ft Magnitude @ Right 0.190 k/ft 0.280 k/ft 0. 190 k/ft k/ft Dist. To Left Side ft 3.000 ft 11.000 ft ft Dist.- To Right Side 3.000 ft 11.000 ft 14.000 ft ft, Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0. 00 k-ft Shear 2.07 k 0.00 k 0.00 k Deflection 0.00000 in. 0.00000 in 0.00000 in Summary .1 Moments... Shears... Reactions... Max + @ Center 7.59 k-ft at 7.01 ft @ Left 2.07 k @ Left 2.07 k Max - @ Center 0.00 k-ft at 0.00 ft @ Right 2.07 k @ Right 2.07 k @ Left Cant 0.00 k-ft Maximum 2.07 k @ Right Cant 0.00 k-ft Deflections... @ Center -0.150 in at' 7.01 ft Maximum 7.59 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.0.00 in at,, 0.00 ft EMIL' Location Along Member (ft) Location Along Member (ft) 00 1 ,.A.D., Inc. Title Job # 14 Via de la Valle, St.#306 Dsgnr Date: 1:37PM, 8 APR 98 Description olana Beach, Ca 9075 Scope It— Single Span Beam Analysis Description R135 4P MA a)tk General information Center Span 16.00 ft Moment of Inertia 1,128.000 in4 Left Cantilever ft Elastic Modulus 1,600 ksi Right Cantilever ft Beam End Fixity Pin-Pin Trapezoidal Loads Magnitude @ Left 0.280 k1ft 0.280 k/ft 0.420 k/ft k/ft Magnitude @ Right k/ft 0.420 k/ft 0.420 kift k/ft Dist. To Left Side ft - .11.000 ft 5.000 ft ft Dist. To Right Side 5.000 16.000 ft 11.000 ft ft Query Values Center Location 0.000 ft Left Can t 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 2.97 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Moments... max + @ Center Max - @ Center @ Left Cant @ Right Cant, Maximum Shears... Reactions.. 12.57 k-ft -at 7.92 ft @ Left 2.97 k @ Left -0.00 k-ft' at 16.0 . oft , @ Riaht 3.05 k @ Right Maximum 2.91 k 0.'00 k-ft 0.00 k-ft Deflections... @ Center in at :0.318 7.98 ft 112.57-k-ft @ Left Cant. 0.000 in at 0.00 ft 7 @ Right Cant 0.000 in' at 0.00 ft 2.97 k 3.05 k 0.28 k/ft 0.42 Id ft .0.28 k/ft iI F 11 lI 0.42 k/ft 0.42 k/ft 0.42 k /ft 16.00 ft Mmak 12.56 k-ft at 7.9.1 ft f,.. l.ft Dmax =-0.3180 in at 7.98 ft from left 2.973 k Rr 3.046 k Vmax @ left 2.973 k Vmax rt 3.046 k .0.1 -0. -0. -0. -0. -0. -0. -0. -0. Local "y' Deflection (in) Location Along Member (ft) Bending Moment (k-ft) Location Along Member (ft) 2. 2. -0. -2. I Title': Job # E.A.D., Inc. 514 Via de la Valle, St.#306 Dsgnr: Date: 1: 50PM, 8 APR 98 Description Solana Beacli, Ca 9075 Scope: R.In 304mi Single Span Beam Analysis Description R136 js/k- General Inforrnation Center Span 12.50 ft Moment of Inertia in4 Left Cantilever ft Elastic Modulus 2,000 ksi Right Cantilever ft Beam En8 Fixity Pin-Pin Point Loads Magnitude 4.300 k k k k- k Loc'ation 5.000 ft ft ft ft ft Trapezoidal Loads Magnitude @ Left 1. 100 k/ft 0.190 k/ft k/ft k/ft Magnitude @ Right ~1.100 k/ft k/ft k/ft k/ft Dist. To Left Side ft 5.000 ft ft ft Dist. To* Right Side 6.000 ft 7 12.500 ft ft ft Query Values center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Noment 0.00 k-ft 0.00 k-ft 0. 00 k-ft Shear 7.26 k 0.00 k 0.00 k Deflection -0.00000 in 0.00000 in 0.00000 in O.d -0.022 -0.044 100, -0.067 OF' -0.099 -0.112 1.00 pr -0.134 - -O.i5i -0 , 1 79 -0 . W21 0.00 Local 'y' 1.25 2.50 3.75 5.00 6.25 7.50 8.75 10.00 11.25 12.50 Deflection (in) Location Along Member (ft) 270595.852 243536.266 216476.681 189417.096 OF' 162357.511 135297.926 108238.340 81178.755 54119.170 27059 . 585 O'd 25 j. 75 ).W 6.25 /..)U 8.75 10.00 Bending Moment (k-ft) Location Along Member (ft) 7264.998 6227.141 5199.284 3113.57OF 4151.427 2075.713 1037.956 0.0 -1082 499 -2164.999 O.OD 1.25 2.50 3.75 5.00 6.25 7.50 8.75 10.00 11.25 12.50 Shear Load (k) Location Along Member (11) E.A.D., Inc. Title: Job # 514 Via de la Valle, St.#306 Dsgnr: Date: 1:53PM, 8 APR 98, Description, Solana Beach, Ca 9075, Scope: Single Span Beam Analysis Description RB6A' G x/,f of MA:--oA, General Inforniation Center Span 9.50 ft Moment of Inertia 1,128.000 in4 Left Cantilever ft Elastic Modulus 1,600 ksi Right Cantilever ft Beam End Fixity Pin-Pin Uniforrn Loads On Center Span... On Left Cantilever... On Right Cantilever... # 1 1.100 k/ft #1 k/ft # I k/ft Query Values Center Location 0.000. ft. Left Cant o.o6o ft, Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 5.22 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summa Moments... Shears...- Rea6tions... Max + @ Center 12.41 k-~ft at 4.716 ft - @ Left 5.22 k @ Left 5.22 k Max - @ Center 0.00 k-~ft at'., 9.50 ft @ Right 5.22 k @ Right 5.22 k @ Left Cant - 0.00 k-ft 'Maximum 5.22 k @ Right Cant 0.00 k-ft Deflections... @ Center -0., 1 12 in at 4.76 ft Maximum 12.41 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in - at 0.00 ft (c) 1983-97 ENERCALC c:\enercalc\Wlson.ecw:ROOF BEAMS KW-0601451, Ver 5.0.4, 1 0-Dec-1 997, Win32 01~z OV -0.011 -0.022 -0.033 -0.044 -0.055 00011" -0.067 -0.078 -0.089 -0.100 Lzcal *y" 0.00 0.95 1.90 2.95 3.80 4.73 5.70 6.65 7t 8.55 9.30 Deflection (in) Location Along Member (ft) 149911.942 134020.658 000- 119129.473 104238.289 89347.105 74455.921 59564.736 44673.552 29782.368 0,0.'Z"~I.qu 14891.194 Bending Z." 4./.) 3. fu D.CO /.6u ""T55 9.50 Moment (k-ft) Iocation Along Member (ft) 5224.997 4179.998 3134.998 2099.999 10".999 0.; -1044.999 -2089.999 -3134.998 -4179.998 0.00 0.95 1.90 2.85 4.75 5.70 6.65 7.60 8.55 9.30 Shear Load (k) I.Axation Along Member (ft) c23 E.A.D., Inc. Title: Job # 514 Via de la Valle, St.#306 Dsgnr: Date: 2:34PM, 8 APR 98 Solana Beach, Ca 9075 Description Scope It- SOU01 Single Span Beam Analysis Description RB6B VA__ General Inforrnation Center Span 8.00 ft Moment of Inertia 735.000 in4 Left Cantilever ft Right Cantilever ft Elastic Modulus 2,000 ksi Beam End Fixity Pin-Pin Uniforin Loads On Center Span... On Left Cantilever... On Right Cantilever... # 1 1.100 k/ft #1 k/ft #1 k/ft Point Loads Magnitude 4.300 k k k k k Location 1.500 ft ft ft ft ft Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear Deflection 0.00000 7.89 k 0.00 k in 0.00000 in 0.00 k 0.00000 in Summa Moments... Shears... Reactions... Max + @ Center 12.32 k-ft at 3.27 ft' @ Left 7.89 k @ Left 7.89 k Max - @ Center 0.00 k-ft' at 0.00 ft @ Right 5.21 k @ Right 5.21 k @ Left Cant 0.00 k-ft Maximum 7.,89 k @ Right Cant 0.00 k-ft Deflections... @ Center -0.098 in at 3.85 ft Maximum 12.32 k7ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.6oft c2V Lomtion Mong Membe (ft) LA=tion Along Member (ft) .00 I C2 E.A.D., Inc. Title: Job # 514 Via de la Valle, St.#306 Dsgnr: Date: 2:04PM, 8 APR 98 Solana Beach,-Ca 9075 Description: Scope: R- 50MI tingle Span Beam Analysis Des . cription.. R137 VA= 11NE GX/2 InA — 17AC' General Inforrnation Center Span 8.00 ft Moment of Inertia 697.000 in4 Left Cantilever ft Elastic Modulus 1,600 ksi Right Cantilever ft Beam End Fixity Pin-Pin Point Loads Magnitude 3.600 k k k k k Location 0.500 ft ft ft ft ft Trapezoidal Loads Magnitude @ Left k/ft k/ft k/ft k/ft Magnitude @ Right 0. 190 k1ft k/ft k/ft k/ft Dist. To Left Side ft ft ft ft Dist. To Right Side 8.000 ft ft ft ft Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 3.63 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summary Moments... Shears..., Reactions... Max + @ Center 1.83 k-ft at 1.54 ft @ Left 3.63 k @ Left 3.63 k Max - @ Center -0.00 k-ft at 8.00 ft @ Right 0.73 k @ Right 0.73 k @ Left Cant 0.00 k-ft Maximum 3.63 k @ Right Cant 0.00 k-ft Deflections... @ Center -0.019 in at 3.72 ft Maximum 1.83 k-ft @ Left Cant. '0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft O.d -0001 'door -0.003 -0.005 -0.007 -O.OD9 -0.011 -0.0:3 -0.0 5 Nk -0.017 Local 'y' O.OD 0.80 1.60 2.40 3.20 4.00 4.80 5.60 6.40 7.20 8.0D Deflection (in) Location Along Member (ft) 21950.104 19755.093 17560.083 15365.072 13170.062 10915.052 9780.041 6595.031 4390.020 2195.010 0 0.80 Lou ;1.4U 3.2u 4.W CM 3.fju OAU 8.)0 Bending Moment (k-ft) Location Along Member (ft) 3628.333 3174.791 2267.708ff 2721.249 1814.166 1360.624 907.083 453.541 0.0 -365.933 0.00 0.80 1.60 2.40 3.20 4.OD 4.80 5.60 6.Z 7.20 Shear Load (k) Location Along Member (ft) :.A.D., Inc. Title Job # 14 Via de la Valle, St.#306 Dsgnr: Date: 2:14PM, .8 APR 98 ;olana Beach, Ca 9075 Description Scope: R- SOWI Single,Span Beam Analysis Pescription RB8 General information Center Span 13.00 ft Moment of Inertia 1,128.000 in4 Left Cantilever ft Elastic Modulus 1,600 ksi -Right Cantilever ft Beam End Fixity Pin-Pin Point Loads Magnitude - 3.630 k 0.720 k k k k Location 7.000 ft 10.000 ft ft ft ft Query Values Center Location ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0. 00 k-ft Shear 1.84 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summa Moments... Shears... Reactions... Max + @ Center 12.88.k-ft at 7.01 ft @ Left 1.84 k @ Left 1.84 k Max - @ Center 0.00 k-ft at 13.00 ft @ Right 2.51 k @ Right 2.51 k @ Left Cant 0.00 k-ft Maximum 1.84 k @ Right Cant 0.00 k-ft Deflections... @ Center -0.178 in at 6.72 ft Maximum '12.88.k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft r. 31 OV -0.017 -0.035 -0.053 -. -0.071 -0.089 -0.106 -0.124 -0.142 -0.160 Local 'y" 0.00 1.30 2.60 3.90 5.20 6.50 7.80 9.10 10.40 11.70 13'.OD Deflection (in) Location Along Member (ft) 154517.194 Oe '1% 139D65.474 123613.755 108162.036 92710.316 Op, 77258.597 618D6.8n 46355.158 30903.438 15451.719 v4p.w 1.30 60 3.90 3.20 6.50 7.80 10.40 Bending Moment (k-ft) Location Along Member (ft) 1941.538 1391.153 920.769 460.384 0.0 -418.076 -836.153 -1254.230 -1672.307 J00 -2D90.384 0.00 1.30 2.60 3.90 5.20 6.50 7.80 9.10 11.70 Shear Load (k) Location Along Member (ft) 13- E.A.D., Inc. Title Job # 514 Via de la Valle, St.#306 Dsgnr: Date: 2:06PM, 8 APR 98 Solana Beach, Ca 90715 Description Scope R- 504WI Single Span Beam Analysis Description R139. General Infonnation Center Span 8.00 ft Moment of Inertia 697.000 in4 Left Cantilever , ft Right Cantilever ft Elastic Modulus 1,600 Isi Beam End Fixity Pin-Pin [Trapezoidal Loads Magnitude @ Left 0. 190 k/ft k1ft k/ft k/ft Magnitude @ Right k/ft k/ft k/ft k/ft Dist. To Left Sid6 ft ft ft ft Dist. To Right Side 8.000 ft ft ft ft FQu—ery Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft" 0.00 k-ft 0. 00 k-ft Shear 0.51 k- 0.00 k 0.00 k 'Deflection 0.00000 in 0.00000 in 0.00000 in -0000 loor -O.ODI -0.002 -0.003 -0.003 Opr -0.004 4000r, -0.005 d 00001" -O.OD6 -0.007 0.00 0.80 1.60 2.40 3.20 COU 4.8D 5.6D 6.40 7.20 8.00 Local y' Deflection (in) Location Along Member (ft) 9360.797 9424.708 7488.630 op~ 6552.551 10007 5616.472 4680.393 3744.315 2808.236 18n.157 930.078 00., Bending w IT' 2.40 5.ou OAU 7 9.)0 Moment (k-ft) Location Along Member (ft) 506666 434.285 361.904 217.142r 289.523 144.761 72.380 0.0 -94.444 0.00 O.go 1.60 2.40, 3.20 4.00 4. OD 5.6o 6.40 7.20 Shear Load (k) Location Along Member (11) E.A.D., Inc. Title Job # 514 Via de la Valle, St.#306 Dsgnr: Date: 2:16PM, 8APR98 Solana Beach, Ca 9075 Description Scope 50MI Single'Span Beam Analysis Description RB10 Llo'_= General I rmation Center Span 12.00 ft ~oment of Inertia 697.000. in4 Left Cantilever ft Elastic Modulus 1,600 ksi. Right Cantilever fl: Beam End Fixity Pin-Pin Uniform Loads On Center Span... On Left-Cantilever... On Right Cantilever... # 1 0.380 k1ft # 1 k/ft #1 k/ft Query Values Center Location. 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft. 0.00-k-ft 0.00 k-ft Shear 2.28 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in O.d -0.015 -0.031 -0.047 -0.063 -0.079 -0.095 -0.111 -0.127 -0.143 0.00 1.20 2.40 3.60 4.8D 6.00 7.2D 8.40 9.60 10.80 12.00 Local *y' Deflection (in) Location Along Member (ft) 82D79.637 73871.673 65663.710 57455.746 Ao 49247.782 41039.818 32831.855 24623.891 16415 927 8M7.%53 0 .20 2.40 3. 4.8U 6.00 I.ZU 8.40 9.60 .00 Bending Moment (k-ft) Location Along Member (ft) 2279.9W 18M.999 1367.999 455.99gr 911.999 0.6 -455.999 --- -911.999 -1367.9W -18M.M 0.00 1.2D 2.40. 3.60 4.80 6.00 7.20 8.40 9.60 lO.9D 12.00 Shear Lead (k) Location Along Member (ft) Title Job # E.A.D., Inc. 514 Via de la Valle, St.#366 Dsgnr: Date: 2:17PM, 8 APR 98 Solana Beach, Ca 9075 Description Scope R- 50MI Single Span Beam Analysis Description RB11 General information Center,Spin 12.00 ft Moment of Inertia 6197.000 in4' Left Cantilever ft Elastic Modulus 1,600 ksi Right Cantilever ft Beam End Fixity Pin-Pin Trapezoidal Loads Magnitude @ Left 0.380 k1ft k/ft k/ft k/ft Magnitude @ Right "0. 190 k/ft k/ft k/ft k/ft Dist. To Left Side ft ft ft ft Dist. To Right Side 12.000ft' ft ft ft Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 1.90 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in I Shear Uwd (k) i F1 Local 'y' Deflection (in) Location Along Member (11) 5. 4: 4. 3. 3. 2. 2. 0. Bending Moment (k-ft) Location Along Member (ft) -0. -0. -0. -0. -0. -0. -0. -0. -0. 00 ~ E.A.D., Inc. Title: Job # 514 Via de la Valle, St.#306 Dsgnr: Date: 2:58PM, 8 APR 98 Solana Beach, Ca 9075 Description Scope: R- "QOI Single Span Beam Analysis Description RB12 VA InA", 1'1A General Information Center Span 8.00 ft Moment of Inertia 697.000 in4 Left Cantilever ft Elastic Modulus 1,600 ksi -Right Cantilever ft Beam End Fixity Pin-Pin Point Loads Magnitude 1.300 k k k k k Location 7.000 ft ft ft ft ft Trapezoidal Loads Magnitude @ Left 0.380 k/ft k/ft k/ft k1ft Magnitude @ Right 0.190 k/ft k/ft k/ft k/ft Dist. To Left Side ft ft ft ft Dist. To Right Side 8.000 ft, ft ft ft Query values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Sh ear 1.43 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summary I Moments... Reactions... Max + @ Center 2.95 k-ft at Shears ... 4.36 ft @ Left 1.43 k @ Left 1.43 k Max - @ Center 0.00 k-ft at 0.00 ft @ Right. 2.15 k @ Right 2.15. k @ Left Cant 0.00 k-ft Maximum 1.43 k @ Right Cant 0.00 k-ft Deflections... @ Center -0.031 in at 4.10 ft Maximum 2.95 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft (c) 1983-97 ENERCALC 0enercaIcWviIson.ecw:ROOF BEAMS KW-0601451, Ver 5.0.4, 1 O-Dec-1 997, Win32 t O.d lie -0.003 -O.OD6 -0.009 -0.012 -0.015 -0.018 -0.022 '.100 -O.M5 -0.028 O.OD 0.80 1.60 2.40 3.2a 4.00 ww~80 5.6D 6.40 7.2D 8.00 I.Acal 'y* Deflection (in) I.Acation Along Member (ft) 35368.998 31932.098 28295.199 24758.299 21221.399 17684.499 14147.599 10610.699 7073.799 35M.899 0.0., 1. w :1.40 3.20 4.00 4.6U is. Bending Moment (k-ft) Location Along Member (ft) 1429.166 1071.974 714.583 357.291 0.0 -358.472 -716.9" -1075.416 J8. 7.L -1433.888 -1792.360 O.OD 0.80 1.60 2.40 3.2MO 4. 4.8D 5.60 20 Shear Lead (k) Location Along Member (ft) r1A16=J9oc- 97Z--=7 z-- Td1 Y-f-~~Oso A(TZ Mx/ 71- A=A20C. X, 7z-- VA E.A.D., Inc. Title: Job 9 514 Via de la Valle, St#306 Ds&r. Date: 5:28PM, 9 APR 98 Solana Beach, Ca 9075 Description Scope: Rew W4001 Single Span Beam Analysis Description FB1 If General information Center Span 11.00 ft Moment of Inertia 735.000 in4 Left Cantilever ft Right Cantilever ft Elastic Modulus 2,000 ksi Beam End Fixity Pin-Pin LPoint Loads Magnitude 2.30.0 k - 2.300 k k k k Location 2.500 ft 8.500 ft ft ft ft Trapezoidal Loads Magnitude @ Left 0.900 kfft 0.900 Wit 0. 140 k/ft kfft Magnitude @ Right 0.900 ktft 0.900 Wt 0. 140 ktft ktft Dist. To Left Side ft 8.500 ft 2.500 ft ft Dist. To Right Side 2.500 ft 11.000 ft 8.500 ft ft Query Values Center Location. 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0. 00 k-ft 0.00 k-ft Shear 4.97 k 0.00 k 0.00 k Peflection 0.00000 in 0.00000 in 0.00000 in =Summa ry Moments... Max + @ Center 10.24 k-ft Shears... Reactions ... at 5.51 ft @ Left 4.97 k @ Left 4.97 k Max - @ Center 0. 00 k-ft at 1 1.00'ft @ Right 4.97 k @ Right 4.97 k @ Left Cant 0.00 k-ft Maximum 4.97 k @ Right Cant 0.00 k-ft Deflections... @ Center -0.1V in at 5.51 ft Maximum 110.24 k-ft @ Left Cant.' 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft 4 4 11.00 ft I L=W 'y" Deflection (m) Location Along Member (ft) )0 1 Bending Moment (k-ft) Location Along Member (ft) I E.A.D., Inc. Title Job# 514 Via de la Valle, -St.#306 Dsgnr: Date:-12:14PM,. IOAPR 98 ,Solana Beach, Ca 9075 Description Scope R '- -40MI Steel Beam Design Description FB2 General information Steel Section W16X67 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 22.00 ft Bm Wt. Added to Loads Left Cant. 0.00 ft LL & ST Act Together' Right Cant 0.00 ft Lu : Unbraced Length ft . Distributed Loads # 1 # 2 #3~, #4 #51 #6 #7 DL 0.500 k/ft LL 1.100 k/ft ST k/ft Start Location ft End Location 22.000 ft Summary I Beam OK Using: W1 6X67 section,. Span 22.00ft, Fy 36.Oksi - End Fbdty = Pinned-Pinned, Lu 0.00ft, LDF = 1.000 Actual Allowable* Moment 100.848 k-ft 231.343 k-ft Max. Deflection -0.318 in fb Bending Stress 10.358 ksi 23.760 ksi Length/DL Defl 2,444.4 :1 f1b Fb Oo436 :1 Length/(DL+LL Defl) 831.3 1 Shear 18.336 k 92.885 k fv : Shear Stress 2.843 ksi 14.400 kii tv i Fv 0.197 :1 Force & Stress Summary <<- These columns are Dead + Live Load placed as noted ">> DL I LL LL+ST LL LL+ST Maximum Only '(5 Center (ZD Center (ZD Cants ((b Cants Max. M + 00. 85 k-fl: 34.30- 100.85 k-ft Max. M - k-ft Max. M @ Left k-ft_ Max. M @ Right k-ft Shear @ Left 18.34 k 6.24 k Shear @ Right 18.34 k 6.24 18.34 k Center Defl. -0.318in -0.108 1-0.318 -0.318 0.000 0.000 in Left Cant DO 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Def 0.000 in 0.000 0.000 0.000 0.000 0.000 in ... Query DO @ 0.000ft o.000 abdo 0.000 0.000 0.000 in A Reaction @ Left 18.34 6.24' 18.34 18.34 k Reaction @ Rt 18.34 6.24 18.34 18.34 k Fa calc'd per 1.5-1, K*L/r < Cc FSection Properties WlSX67 Depth 16.330 in Weight 66.91 *1ft r_XX 6.959 in Width 10.235 in 17XX 954.00 in4 r_yy 2.458 in Web Thick 0.395 in 1-yy 119.00 in4 Rt 5.118 in Flange Thickness 0.665 in S~xx 116.840 in3 Area 19.70 in2 S-yy 23.254.in3 (c) 1983-97 ENERCALC Oenercalckwilson.ecwFLOOR BEAMS KVV-0601451, Ver 5.0.4, 1 O-Dec-1 997, Win32 Bending Moment (k-ft) Location Along Member (ft) 6. 4.9 3 2.4 0 -2. -3.7 -4.94 "1 24 Fq E.A.D., Inc Title Job # 514 Via de'la Valle, St.#306 Dsgnr: Date: 12:17PM, 10 APR 98 Solana Beach, Ca 9075 Description Scope: R- 50MI Single Span Bearh Analysis Description IFB3 q general information Center Span 8.001ft Moment of Inertia 735.000 in4 Left Cantilever ft Elastic Modulus 2,000 ksi Right Cantilever ft Beam End Fixity Pin-Flin LUnifonn Loads On Center Span... On Left Cantilever... On Right Cantilever... # 1 0.560 k/ft # 11 k/ft # I k1ft [Query Values Center Location Moment 0.000 ft Left Cant 0.000 It 0.00 k-ft 0.00 k-ft Right Cant 0.000 ft 0.00 k- I ft Shear 2.24 k 0.00 k 0.00 k Deflection 0.00000 W 0.00000 in 0.00000 in Summary Moments... -Shears... Reactions.. Max + @ Center Max - @ Center 4.48 k-ft 0.00 k-ft at 4.01 It @ Left 2.24 k at 8.00 It @ Right 2.24 k @ Left @ Right, 2.24 k 2.24 k @ Left Cant 0.00 k-ft Maximum 2.24 k @ Right Cant 0.00 k-ft Deflections... @ Center -'-0.035 in at 3.99 fl: maximum 4.48 k-ft, @ Left Cant. 9.000 in at 0.001ft @ Right Cant 0.000 in at 0.00 ft Local 'y* Deflection (in) Location Along Member (ft) I Bending Moment (k-ft) Locatio a Along Me mber (ft) i IjAj Shear Load (k) Location Along Member (ft) E.A.D., Inc. Title Job # 514 Via de la Valle, St.#306 Dsgnr: Date: 12:20PM, 10 APR 98 Solana Beach, Ca 9075 Description Scope: R- 50"1 Single Span Beam Analysis Description FB4 7 General Information Center Span ft .8.00 Moment of Inertia 735.000 in4 Left Cantilever ft Elastic Modulus 2,000 ksi Right Cantilever ft Beam End Fixity Pin-Pin F~_oint Loads Magnitude 2.24; k k k k Location 2.500 ft ft ft ft ft Query Values Center Location ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft k-ft Shear 1.54 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summary Moments... Max + @ Center 3.85 k-ft Shears... at 2.50 ft' @ Left 1. 54, k Reactions... @ Left 1.54 k Max - @ Center 0.00 k-ft at 0.00 ft @ Right 0.70 k @ Right 0.70 k @ Left Cant 0.00 k-ft Maximum 1.54 k @ Right Cant 0.00 k-ft Deflections... @ Center -0.023 in at 3.6 1, ft Maximum 3.85 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft (c) 1983-97 ENERCALC c:\enercalc\wilson.ecw:FLOOR'BEAMS KW-0601451, Ver 5.0.4, 1 O-Dec-1 997, Win32 0.6 -0.002 -O.OD4 -0.006 -0.009 - "OOF, -0.011 -0.013 -0.016 -0.018 -O.OM F- 0.00 0.80 1.60 2.40 3.20 4.00 4. 8D 5.60 6.40 7.20 8.00 Local "y" Deflection (in) Location Along Member (ft) 46191.583 41572.424 36953.266 32334.108 27714.949 23095.791 19476.633 13957.474 9M8.316 4619.158 0'0., I.Cu 2.40 3.2D 4.00 4.5U IT 15.00 Bending Moment (k-ft) Location Alonj Member (ft) 1540.000 1320.ODO IIOD.000 660.0001 880.000 4140.000 0.00 O.SD I.&T-2.4kO20 4.M 4t 5.60 6t It 220.000 0.0 -233.333 -466.666 Aear Load (k) Location Along Member (h) E.A.D., Inc. Title:, Job # 514 Via de la Valle, St.#306 Dsgnr: Date: 12:28PM, IOAPR98 Solana Beach, Ca 9075 Description Scope R- 50MI Single Span Beam Analysis Description FB5 General Inforreiation 7 Center Span 6.00 It Moment of Inertia 735.000 in4 Left Cantilever ft Elastic Modulus 2,1000 ksi Right Cantilever ft, B earn End Fixity Pin-Pin [Uniform Loads On -Center Span... On Left Cantilever... On Right Cantilever... # 1 1.200 k/ft #1 k/ft k/ft Query Values Center Location 0.000 ft:. 'Ceft Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 3.60 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summary I Moments...' Shears... Reactions...' Max + @ Center 5.40 k-ft at 3.01 ft @ Left 3.60 k @ Left 3.60 k Max - @ Center 0.00 k-ft at 6.00 ft @ Right 3.60 k @ Right 3.60 k @ Left Cant 0.00 k-ft Maximum 3.60 k @ Right Cant 0.00 k-ft Deflections... @ Center -0.024 in at, 3.01 ft Maximum 5.40 k-ft @ Left Cant. 0.000 in at 0.00ft. @ Right Cant 0.000 in at 0.00 ft C6 \1 O.d -0.002 -0.004 -0.007 100 -0.009 00!!!!~ -0.011 0000" -0.014 -0.016 -0.019 -0.021 L I O.bo 0.60 1.2D 1.80 2 . 40 3.00 3.60 4.2D 1.80 5.40 6.OD Local "y' Deflection (in) Location Along Member (11) 64799.713 59319.742 — 51939.771 001- 45359.799 38879.828 32399.&% 25919.885 19439.914 12959942 6479.971 0'0., I.tpj ZAU J.W 3.(A) 4.20 4.W D Bending Moment (k-ft) Location Along Member (ft) 3599.998 2879.998 2159.999 9 1439.999 9 719.999 9 0.0 -719.999 -1439.999 -2159.999 -2879.999 O.OD 0.60 1.20 1.80 2.40 IOD 3.60 4.20 4.80 5.40 6-.DO Shear Load (k) L.,ocation Along Member (ft) E.A.D., Inc. Title Job # 514 Via de la Valle, St.#306 Dsgnr: Date: 112:3313M, IOAPR-98 Solana Beach, Ca 9075 Description: Scope: R- 5NMI Single Span Beam Analysis Description FB6 General information Center Span 10.00 ft Moment of Inertia 735.000 in4 Left Cantilever ft Elastic Modulus 2,000 ksi Right Cantilever ft Beam End Fixity Pin-Pin Point Loads Magnitude 8.400 k k k k k Location 5.000 ft ft ft ft ft Trapezoidal Loads Magnitude @ Left 0.840 k/ft k/ft k1ft k/ft Magnitude @ Right 0.840 k/ft ~k/ft k/ft k/ft Dist. To Left Side 5.000 ft ft ft ft Dist. To Right Side, 10.000 ft ft ft fl: Query Values Center Location 0.000 ft Left Cant 0.000 fl: Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0. 00 k-ft Shear 5.25 k. 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Moments... Shears... Reactions... Max + @ Center 26.22 k-ft at 5.01 ft Left 5.25 k @'Left 5.25 k Max - @ Center -0.00 k-ft at 10.00 ft @ Right 7.35 k. @ Right 7.35 k @ Left Cant 0.00 k-ft Maximum 5.25 k @ Right Cant 0.00 k-ft Deflections... @ center -0.270 in at 5.09 ft Maximum 26.22 k-ft @ Left Cant. 0.000 in at 6.00 ft @ Right Cant 0.000 in at 0.00 ft . I O.d -0.027 -0.054 -0.081 -0.108 -0.135 00or -0.162 -0.189 -0.216 -0.243 0.00 1.00 2.80 3.00 4.00 5.00 6.00 7.65 8.00 9.00 10.00 Local 'y' Deflection (in) Location Along Member (ft) 314620.2D5 283158.184 251696.164 220234.143 -1000" 188772.123 157310.102 125948.082 94386.061 62924.041 31462.020 00., .)u 2. COU 5.O'U 7t H.Ou Ju 10.010 Bending Moment (k-ft) Location Along Member (R) 5249.999 3937.499 2624.999 1312.499 0 -1224.999 -2449.999 -3674.999 0.00 1.00 2.00 3. 4.00 5.00 6.OD 7.00 9.00 9-0)JOI ..(00 -4M.999 -6124.998 Shear Load OL). Iocatiou Along Member'(ft) E.A.D., lnc'. Title: Job # 514 Via de la Valle, St.#306 Dsgnr: Date: 12:36PM, 10 APR 98 Solana Beach, Ca 9075 Description Scope: R- 50mi Single Span Beam Analysis Description FB7 General information Center Span 14.50 ft Moment of Inertia 735.000 in4 Left Cantilever ft Right Cantilever ft Elastic Modulus 2,000'ksi Beam End. Fixity Pin-Pin - % Point Loads Magnitude .840 k k k k k Location 7.000 ft ft ft ft ft Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 0.95 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in KN S Summafy Moments... Shears... Reactions... Max + @ Center 6.66 k7ft M x at 7.00 ft @'Left 0.95 k @ Left 0.95 k ax - @ Center 0.00 k.-ft @ Right at 14.50ft 0.89 k @ Right 0.89 k .@ Left Cant 0.00 k-ft t Maximum 0.95 k Right Cant 6.00 k-ft Deflections... @ Center -0.137 in at 7.18 ft Maximum 6.66 k-ft @ Left Cant. 0.000 in at 0.00 ft -@ Right Cant 0.000 in at 0.00 ft I 66,/ O.d -0.013 -0.027 -0.041 -0.054- -0.068 001, -0.092 -0.096 -0. 109 — -.00,10 -0.123 O.OD 1.45 2.90 4.35 5. OD 7.25 8.70 IOA5 11.60 13.05 14.50 Local 'y' Denection (in) Location Along Member (ft) 79912.795 71921.507 63930.229 55938.949 47947.671 000r, 39956.392 31965.114 23973.935 15982.557 7991.278 O'g., Bending ~Y.w Ju 1.45 4.J.1 I I.IA) ""'"05 14.50 Moment (k-ft) Location Along Member (ft) 951.724 761.379 571.034 190.3441 380.689 0.0 -177.655 -355.310 150 -532.965 -710.620 q.00 1.45 2.9D 4.35 5. ;0 10! 15 11!60 13!05 Shear Load (k) Location Along Member (ft) W.-A E.A.D.0 Inc. Title Job # 514 Via de la Valle, St.#306 Dsgnr: Date: 12:44PM, 10 APR 98 Solana Beach, Ca 9075 Description Scope R-, 304WI Single Span Beam Analysis Description, FB8 Z/Z 5Y-~,X 16 AL MA= 2- 'V~ General Information Center Span 14.00 ft Moment of Inertia 1,790.000 in4 Left Cantilever ft Elastic Modulus 2,000 ksi Right Cantilever ft Beam End Fixity Pin-Pin —Uniform FLoads On C6nter Span.... On Left Cantilever... On Right. Cantilever..*.' # 1 0.850 k/ft #1 k/ft #1 k/ft LPoint Loads Magnitude 6.200 k k k k k Location 6.000 ft it ft ft ft Query values Center Location 0.000 ft, Left Cant 0.000 it Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 9.49 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Moments... Shears... Reactions... Max + @ Center 41.65 k-ft at 6.00 ft @ Left 9.49 k @ Left 9.49 k Max - @ Center 0.00 k-ft at 0.00 it @ Right 8.61 k @ Right 8.61 k @ Left Cant 0.00 k-ft Maximum 9.49 k @ Right Cant 0.00 k-ft Deflections... @ Center -0. 372 in at 6. 85ft Maximum 41.65 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft (c) 1983-97 ENERCALC c:\enercalc\Wls6n.ecw:FLOOR BEAMS KW-0601451,Ver5.0.4,10-Dec-1997,Win32 Local *y" Deflection (in) Location Along Member (ft) Bending Moment (k-ft) Location Along Member (ft) -0. -0. -0. -0. -0. -0. -0. -0.. 00 1 9492. 7594. 5695. 3797. 1898. -1721. ,-3442. -5164. -6885. 76 E.A.D., Inc. Title: Job # 514 Via de la Valle, St.#306 Dsgnr: Date: 12:48PM, 10APR98 Solaria Beach, Ca 9075 Description Scope:. R- 3OW1 Single Span Beam Analysis Description FB9 General Inforrnation Center Span 17.00 ft Moment of Inertia 2,390.000 in4 Left Cantilever ft Elastic Modulus - 2,000 ksi Right Cantilever ft Beam End 'Fixity. Pin-Pin Point Loads Magnitude 1.500 k 5.000 k k k - k Locatiori 8.000 ft 14.500 ft ft ft ft Trapezoidal Loads Magnitude @ Left 0.622 k/ft 0.246 k/ft k/ft k/ft Magnitude @ Right 0.622 k/ft 0.246 k/ft k/ft k/ft Dist. To Left Side ft 8.000 ft ft ft Dist. To Right Side 8.000 ft 17.000 ft~ ft. Query values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0. 00 k-ft Shear 5.92 k 0.00 k O~00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summary I Moments... Shears... ~eactions... Max + @ Center'. 27.46 Ot at 8.01-ft,. @ Left 5.92 k @ Left 5.92 k Max - @ Center 0.00 k-ft . at 0.00 ft @ Right 7.77 k @ Right, 7.77 k ,@ Left Cant 0.00 k-ft Maximum '5.92 k - @ Right Cant 0.00 k-ft Deflections... @ Center -0.298 in at 8.59 ft maximum 27.46 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft -71 -2 ;2- 0.0 -0 029 -0.059 -0.089 -0.119 -0.149 -0.179 -0.208 — -0.238 — -0.268 0.00 1.70 3.40 5.10 6.80 9.50- 10.20 11.90 13.60, 15.30 17.00 Local 'y' Deflection (in) - Location Along Member (ft) 329494.306 2965".875 263595.445 230646.014 197696.583 164747.153 131797.722 98948.291 65898.861 32949.430 0'0., 10 3.40 5.10 6. U""T.50 1040 38 17.00 Beading Moment (k-ft) Location Along Member (ft) 5920.645 4440.483 2W.322 ,E! 0. 0 149D.161 -1294.891 %now -MOMMM -2589.783 -3884.675 -5179.567 -&74.4591 0.00 1.70 3.40 5.10 6.80 8.50 10.2D 11.9D 13.60 15.30 .00 Shear Load (k) Location Along Member (ft) 2-3 E.A.D., Inc. Title: Job#- 514 Via de la Valle, St.#306 Osgnr: Date: 12:55PM, 10 APR 98 Solana Beach, Ca 9075 Description Scope: R- "W1 Single Span Beam Analysis Description FB1 0 A General information Center Span 12.00 ft Moment of Inertia 735.000 in4 Left Cantilever ft Elastic Modulus 2,000 ksi Right Cantilever ft Beam End Fixity Pin-Pin Uniforn Loads On Center Span... On Left Cantilever... On Right Cantilever... # 1 0.622 k1ft k/ft 1 k/ft Query Values Center Location '0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0. 00 k-ft Shear 3.73 k 0.00 k - 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summary I Moments... Shears... Reactions... Max + @ Center 11.20 k-ft at 6.01 ft - @ Left 3.73 k @ Left 3.73 k Max - @ Center 0.00 k-ft at 0.00 ft @ Right, 3.73 k @ Right 3.73 k @ Left Cant 0.00 k-ft Maximum 3 . .73 k @ Right Cant 0.00 k-ft Deflections... @ Center -0.167 in at 6.0'1 ft Maximum 11.20 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft O.d -0.019 -0.039 -0.059 -0.079 -0.098 -0.118 -0.138 -0.157 -oxn Local "y' OAO 1.20 2.40 3.60 4 NY 7.2D 8.40 9.60 10'.80 12.00 .90 Deflection (in) Location Along M ember (ft) 134351.406 12D916.266 sopl- 107481.125 94045.984 8D610.8" 67175.703 53740.562 40305.422 269M.281 N.00 13435.140 O'd 30 6.00 7.20 8.40 9.60 10 Bending Moment (k-ft) Location Along Member (ft) 3731.998 2985.598 2239.199 1492.799 746.399 0.0 -746.399 -1492.799 -2239.199 -29&5.598 0.00 1.20 2.40 3.60 4.80 6.00 7.20 8.40 9.60 1080 12.OD Shear Load (k) Location Along Member (ft) E.A.D., Inc. Title: Job # Dsgnr: Date: 1:01 PM, 10 APR 98 514 Via de la Valle, St.#306 Description Solana Beach, Ca 9075 Scope: Sing le Sp an Beam Analysis Description FBI I ZAE 7 6' YPSL INA t Center Span 14.00 ft Moment of Inertia 2,390.000 in4 Left Cantilever ft Elastic Modulus 2,000 ksi Right Cantilever ft Beam End Fixity Pin-Pin Point Loads Magnitude 5.200 k 2.900 k', k k k Location 3.500 ft 10.500 ft. ft ft ft Trapezoidal Loads Magnitude @ Left 1. 100 k/ft 0.900 k/ft 2.000 k/ft k1ft Magnitude @ Right 1.100 k/ft 0.900 k/ft 2.000 k/ft k/ft Dist. To Left Side ft 3.500 ft .10.500 ft ft Dist. To Right Side 3.500 ft 10'.500 ft 14.000 ft ft Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft k-ft Shear 12.02 k 0.00 k 0.00 k 0.00000 in Deflection 0.60000 in 0.00000 in Summaty Moments... Shears... Reactions... Max + @ Center 40.22 k-ft at 6.79 ft- @ Left 12.02.k @ Left 12.02 k Max - @ Center -0.00 k-ft at 14.00 ft @ Right 13.23 k @ Right 13.23 k maximum . 12.02 k @ Left Cant 0.00 k-ft @ Right Cant 0.00 k-ft Deflections... @ Center -0.312 in at 6.99 ft Maximum 40.22 k-ft @ Left Cant. 0.000 in at 0.00 ft "@ Right Cant 0.000 in at 0.00 ft )0 48Or7. 2403. .2646. .5292. -7938. -10584. Bending Moment (k-ft) Location Along Member (ft) 12018. 9614. 7211. ~~j I -0.1 -0.1 -0.1 -0. -0. -0. -0.! -0.! Local 'y" Deflection (in) 482693. 434424.! 386154. 337895. 289616. 241346. 193077., 144808.1 96538. 48M.: Location Along Member (ft) 77 ..A.D.jnc. Title Job # 14 Via de la Valle, St.#306 Dsgnr: Date: 1:58PM, 10 APR 98 Description ;olana Beach, Ca 9075. Scope: R_ _%W1 Single Span Beam Analysis Description FB12 7/t General information Center Span 18.00 ft Moment of Inertia 4,667.000 in4 Left Cantilever - ft Elastic Modulus 2,000 ksi Right Cantilever ft Beam End Fixity Pin-Pin Uniform Loads On Center Span... On Left Cantilever..; On Right Cantilever... # 1 0.733 k/ft # I k/ft # 1 k/ft FO-o-int -Loads Magnitude 13.230 k k k k k Location 6.000 ft ft ft ft ft Query values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment ~0.00 k-ft 0.00 k-ft 0. 00 k-ft Shear 15.42 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Surnmaly Moments... Shears... Reactions... Max + @ Center, - 79.25 k-ft at 6.012 ft @ Left 1 15.42 k @ Left 15.42 k Max - @ Center 0.00 k-ft at 0.00 ft @ Right 11.01 k @ Right 11.01 k @ Left Cant 0.00 k-ft Maximum 15.42 k @ Right Cant 0.00 k-ft Deflections... (g Center -0.440 in at 8.51 ft Maximum 79.25 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft (5y 0.6 "Oe -0 044 -0.088 Oor -0.132 -0.176 -1 -0.220 -0.264 -0.308 000~ -0.352 -0.396 O.b—O 1.80 3.60 5.40 7.20 .9.00 10.30 12.60 l4a4O —16.2D 18.00 Local 'y' Deflection (in) Location Along Member (ft) 951055.295 Op 955949.757 7608U.228 665738.699 570633.171 475527.642 38D422.114 295316.585 190211.057 95105.528 00., z.40 10.80 14.4u 10.2u 1 .00 Bending Moment (k-ft) Location Along Member (ft) 15416.997 12847.497 10277.998 7708.498 5138.999 2569.499 0.0 -2751.749 -5503.498 0.00 9.00 10.81D 12.60 14.40 16.21DI (W 12 -8255.248 1.30 3.60 5.40 7.2D Shear Load (k) Location Along Member (ft) Job E.A.D., Inc. Title: 514 Via de la Valle, St.#306 Dsgnr: Date:-2:0713M, IOAPR98 Description Solana Beach, Ca 9075 Scope R- 50MI Single Span Beam Analysis Description FB13 2~1 I#— — Left Cantilever ft Right Cantilever ft Elastic Modulus Beam End Fixity 1,600 ksi Pin-Pin Uniform Loads On Center Span... On Left Cantilever... On Right Cantilever... # 1 0.190 k/ft # 1 k/ft # I k/ft Query Values Center Location 000 ft . Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0. 00 k-ft Shear 0.85 k 0.00 k 0.00 ~k Deflection '0.00000 in 0.00000 in 0.00000 in -0.1 -0.1 -0.1 .0.1 .0.1 .0.1 .0.1 -0.1 -0.1 Local "y' Deflection (m) 23094.898 20776.408 19467.918 16159.428 13M.938 11542.449 - 9233.959 6925.469 4616.979 2308.489 O'd Bending Moment (k-ft) Location Along Member (ft) Location Along Member (ft) E.A.D., Inc. Title Job # 514 Via de la Valle, St.#306 Osgnr: Date: 2:10PM, 10 APR 98 Solana Beach, Ca 9075 Description Scope: R_ 50MI Single Span Beam Analysis Description FB14 7A 410! X~O 6t General information Center Span 18.00 ft Moment of Inertia 4,667.000 in4 Left Cantilever ft Elastic Modulus - 2,000 ksi Right Cantilever ft Beam End Fixity Pin-Pin Point Loads Magnitude 14.730 k k k , k k Location 4.000 ft ft ft ft ft Trapezoidal Loads Magnitude @ Left 1.000 k/ft k/ft k/ft k/ft Magnitude @ Right 1.000 k/ft kM k/ft - k/ft Dist. To Left Side 4.000 ft ft ft ft Dist. To Right Side 18.000 ft- ft ft ft Query values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 16.90 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summary I Moments... Shears... Reactions... Max + @ Center 69.96 k-ft at 6.17 ft @ Left 16.90 k @ Left 16.90 k Max - @ Center '-0.00 k-ft at 18.00 ft @ Right' 11.83 k A Right 11.83 I~ @ Left Cant 0.00 k-ft Maximum 16.90 k. @ Right Cant 0.00 k-ft Deflections— @ Center -0.432 in a t 8.55 ft Maximum 69.96 k-ft @ Left Cant. 0.000 in * at 0.00 ft @ Right Cant 0.000 in at 0.00 ft (c) 1983-97 ENERCALC ~Oenercalc\Wlson.ecw:FLOOR BEAMS KW-0601 451, Ver 5.0.4, 1 O-Dec-1 99-7, —Win32 -0.1 -0.1 -0. -0. -0.: -0;: -0.: -0.: -0.: Local 'y' Deflection (in) Location Along Member, (ft) 93Y334.7U6 755581.236 671627.765 587674.294 503720.87A 419767.353 335813.882 251860.412 1679D6.941 83953.470 0'0.' 7.2u 18.155 Bending Moment (k-ft) Location Along Member (11) 16901. 14084. 11267. 8450. 5633. 2816. -2957. -5914. -8871. KOO summaty Moments... Shears... R~hctions... Max + @ Center 66.75 k-ft at 7.90 ft @ Left 14.41 k @ Left 14.41 k Max - @ Center -0.00 k-ft- at 18.00 ft @ Right 13.04 k @ Right 13.04 k @ Left Cant 0.0 0 k-ft Maximum 14.41 k @ Right Cant 0.00 k-ft Deflections... @ Center -0.423 in at 8.77 ft Maximum 66.75 k-ft Left Cant. 0.000 in at 0.00 ft @ Right Cant -0.000 in at 0.00 ft E.A.D., Inc. ritle: Job # 514 Via de la Valle, St.#306 Osgnr: Date: 2:20PM, 10 APR 98 Description Solana Beach, Ca 9016. Scope: R_ 5NMI Single Span Beam Analysis Description F131 5 Aff - I X"70 8L General information Center Span 18.00 ft Moment of Inertia 4,667.000 in4 Left Cantilever ft Elastic Modulus 2,000 ksi Right Cantilever ft Beam End Fixity Pin-Pin Point Loads Magnitude 9.730 k 0.920 k k k k Location 4.000 ft 12.000 ft ft ft ft Trapezoidal Loads Magnitude @ Left 1.200 k/ft Wit k/ft k/ft Magnitude @ Right 1.200 k/ft k/ft k/ft k1ft' 4.000 ft ft ft Dist * To Left Side. Dist. To Right Side 18.000 ft ft ft ft Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 14.41 k - 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in 18.00 ft ~Arnax 66.74 k-ft at 7.89 ft from left, Dmax -0.4230 in at 8.76 ft from left Rl 14.407 k Rr 13.042 k Vmax left 14.407 k Vmax rt 13.042 k N O.d -0.042 -0.084 loor -0.126 -0.169 -0.211 -0.253 - -0.296 -0.338 -0.380 0.( 1.80 3t 5.40 7.20 —v.w 10.80 l2w6O 5.40 16.2D 18.00 Local *y* Deflection (in) Location Along Member (ft) 8OD980.2D9 72DS82.188 640794.167 56M6.146 48D599.125 400490.104 320392.083 240294.062 160196.( 80098.( Bend: Moment (k-ft) J.Ou :1.4t) 1.2u 9.0,0 IU.NU IY-(Ai 14.49J 10. 10 Location Along Member (ft) 14407.775 11526.220 8644.665 5763.110 2881.555 0.01, -2608."3 -5216.897 -79Z.330 -10433.774 0.00 l.3D 3.60 5.40 7.2D~ 9.00 10.8D 12.60 14.40 19.20 18.00 Shear Lead (k) Location Along Member (ft) Title E.A.D., Inc. Job.# - 514 Via de la Valle, St.#306 Dsgnr: Date: 7.59PM, 15 1 APR 98 Description Solana Beach, Ca 9075 Scope: R- 5OW1 Steel Beam Des.ign Description FB16 General information Steel Section W1 8XI 06 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 24.00 ft Bm Wt. Added to Loads Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads # 1 #2 # 3 , # 4 # 5 # 6 # 7- DL 0.340 k/ft LL 0.340 k/ft ST k/ft Start Location ft End Location 24.000 ft Point Loads # 1 # 2 # 3 # 4 # 5 # 6 # 7 Dead Load 10.500 6.500 6.000 4.500 k Live Load 10.500 6.500 6.000, 4.500 k Short Term k Location 7.000 14.500 18.500 21.500' ft Summary Beam OK Using: W1 8XI 06 section, Span = 24.DOlt, Fy = 36.Oksi End Fbdty Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 240.379 k-ft k-ft 1403.823 Max. Deflection -0.456 in fb : Bending Stress 14.143 ksi' 23.760 ksi. Length/DL DO 1,225.3 :1 fb/Fb 0.595 :1 -Length/(DL+LL Defl) 631.8 1 Shear 40.719 k 159.13o k fV : Shear Stress 3.685 ksi 14.40o ksi tv / Fv :1 Force & Stress Summary <<- These columns are Dead + Live Load placed as noted ->> Maximum DL- LL LL+ST Only 0- Center A Center LL- LL+ST (cD Cants 0. Cants Max. M + 240.38 k-ft 123.83 240.38 k-ft Max. M - k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 33.14 k 17.20 .,33.14 k Shear @ Right 40.72 k 20.99 40.72' k Center Defl. -0.456 in _0.~35, -0.456 -0.456 0.000 . 0.000 in Left Cant Defil 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Right. Cant Def 0. 000 in 0.000 0.000 0.000 0.000 0.000 in ... Query Defl @ 0. 000 ft -.0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 33.14 17.20 33.14 33.14 k Reaction @ Rt 40.72 20.99 40.72 40.72 k Fa calc'd per 1.5-1, K*Ur < Cc (c) 1983-97 ENERCALC c:\enercalcWAlson.ecw:FLOOR BEAMS KW-0601451, Ver 5.0.4, 1 O-Dec-1 997, Win32 E.A.D., Inc. Title: Dsgnr: Job # Date: 7:59PM, 15 APR 98 514 Via de la Valle, St.#306 Descnption Solana Beach, Ca 9075 Scope R- 5OW1 Steel Beam Design Description FB16 Section Properties WISX106 Depth 18.730 in Weight 105.64 #/ft r 7.837 in Width 11.200 in .I-xx , 1,910.00 in4 r-yy 2 * 660 in Web Thick 0.590 in 1-yy 220.00 in4 Rt 5.600 in Flange Thickness 0.940 in S-xx 203.951 in3 Area 31.10 in2 S-yy 39.286 in3 4 (c) 1983-97 ENERCALC c:\enerca1c\wi1son.ecw:FLOOR BEAMS KW-0601451, Ver 5.0.4, 1 O-Dec-1 997, Win32 t , 7 ~, O.d -0.023 -0.047 -0.070 1.00 -0.094 -0.117 -0.141 -0.164 -0.189 -0.211 0.~6 2t 4. i 80 7.20 9.60 12!00 Local "y* Deflection (m) Location 14.40 16,80 19,20 21.'60 24.00 Along Member (ft) 123.827 111.444 99.062 86.679 74.296 .61.913 49.531 A 37 148 24.765 12.382 0'0., 40 4.6U 1.2u 9.60 12.OU 14.40 11.80 19.20 ZI.V 24.00 Bending Moment (k-ft) Location Along Member (ft) 17.201 13.761 10.321 j 71 6.880 3.44 0 ............ 0 -4.190 -8.380 -12.5M -16.760 0.00 2.40 4.8D 7.20 9.60 12.00 14.40 16.80 19.2D 21.60 —2TOD Shear Load (k) Location Along Member (ft) E.A.D., Inc. Title: Job#. 514 Via de la Valle, St.#306 Dsgnr: Date: 2:37PM, IOAPR98 Description,: Solana Beach, Ca 9075 Scope R- SOWI Single Span Beam Analysis Description F131 7 . 1 4 1w General Inforrnation Center Span 10.00 ft Moment of Inertia 735.000 in4 Left Cantilever ft Elastic Modulus 2,000 ksi Right Cantilever ft Beam End Fixity Pin-Pin Uniforrn Loads On Center Span... On Left Cantilever... On Right Cantilever... # 1 0. 510 k/ft # I - k/ft # I k/ft Query Values' Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 2.55 k 0.00 k 0.00 k Deflection 0.00000 i n 0.00000 in 0.00000 in Summary Moments... I Shears... Reactions... Max + @ Center 6.37 k-ft at 5.01 ft @ Left 2.55 k @ Left 2.55 k Max - @ Center 0.00 k-ft at 10.00 ft @ Right 2.55 k @ Right 2.55 k ,@ Left Cant 0.00 k-ft Maximum 2.55 k @ Right Cant, 0.00 k-ft Deflections... @ Center -0.078 in at 4.99 ft Maximum 6.37 k-ft .@Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at .0.00 ft t Bending Moment (k-ft) Location Along Member (ft) -0. -0. -0. -0. -0. -0. -0. Local 'y' Deflection (in) Location Along Member (ft) Inc. Title: Job # ,.A.D., 14 Via de la Valle, St.#306 Dsgnr: Date: 2:41PM, 10 APR 98 Description olana Beach, Ca 9075 Scope R OW1 Single Span Beam Analysis Description FB1 8 General information Center Span 15.00 ft Moment of Inertia 1,790.000 in4 Left Cantilever ft 'Elastic Modulus 2,000 ksi Right Cantilever ft Beam End Fixity Pin-Pin Point Loads' Magnitude' 12-000 k k k k k Location 7.500 ft ft, ft ft ft Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 ~-ft 0. 00 k-ft ~hear 6.00 k 0.00 k 0.00 k Deflection 0.00000 in. 0.00000 in 0.00000 in summaty Moments... Shears..: Reactions... Max + @ Center 44.91 k-ft at T48 ft @ Left 6.00 k @ Left 6.00 k Max - @ Center 6.00 k-ft at 0.00,ft @ Right 6.00 k @ Right 6.00 k @ Left Cant . 0.00 k-ft Maximum 6.00 k @ Right Cant 0.00 k-ft Deflections.-- @ Center -0-407 in at 7.52 ft Maximum k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft b-kqhq.. M 0 p P—pap A- Location Along Member (ft) I Heriding Moment (k-ft) LAcafion Along Member (ft) I E.A.D., Inc. Title Job # 514 Via de la Valle, St.#306 Dsgnr: Date: 2:53PM, 10 APR 98 Solana Beach, Ca 9075 Descripti?n Scope R— 5owl Single Span Beam Analysis Description FB1 9 Center Span 7.00 ft Moment of Inertia 735.000 in4 Left Cantilever ft' Elastic Modulus 2,000 ksi .Right Cantilever ft Beam End Fixity Pin-Pih Point Loads Magnitude 0.560 k 0.560 k k k k Location 1.000 ft, 4.500 ft ft ft Trapezoidal Loads Magnitude @ Left 0.511 k/ft 0.140 k1ft 0.511 k/ft k/ft Magnitude @ Right 0.511 k/ft 0.140 k/ft 0.511 k1ft k/ft Dist. To Left Side ft 1.000 ft 4.500 It ft Dist. To Right Side 1.000 It 4.500 ft 7.000 ft ft Query values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 1.68 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summary Moments... Shears... Reactions... Max + @ Center 2.70 k-ft at 4.49 ft @ Left 1.68 k @ Left 1.68 k Max - @ Center "1 0.00 k-ft at 0.00 ft @ Right 1.72 k @ Right 1.72 k @ Left Cant 0.00 k-ft Maximum 1.68 k @ Right Cant 0.00 k-ft Deflections:.. @ Center -0.016 in at 3.61 ft Makimum 2.7o k-ft Left Cant. 0.000 in at 0.00 ft @ Right Cant O.ObO in at 0.00 ft 16-3 O.d -0.001 -0.003 -0.004 -0.006 -0.007 -0.009 -0.011 -0.012 - -0.014 0.00 0.70 1.40 2.10 2.80 3.50 4.3D 4.90 5.60 6.30 7.6 Local 'y' Deflection (in) 1.4cation Along Member (ft) 32372.973 29135.676 25898.378 22661.081 19423.794 16186.496 12949.199 9 711 6474.892 594 0,0. 4 -m". 10 3237. 29r7 . 70 Z. lu 3.50 4.A) 4. XJ 5.(jO Bending Moment (k-ft) Lamtion Along Member (ft) 1680.1 13".099 74 672.049 336.024 0.0 -30.674 -M.349 J7. -1031.OU -1374.699 0.00 0.70 1.40 2.10 2.8D 3.50 4.20 4.90 5.60 6. VO Sheaf LAnd (k) Location Along Member (ft) E.A.D., Inc. Title Job # 514 Via de la Vall~, St.#306 Osgnr: Date: 2:5813M, 10APR98. Solana Beach, Ca 9075 Description Scope Single Span,Beatn Analysis Description FB20 51 General I ation Center Span 15.00 ft Moment of Inertia 735.000 in4 Left Cantilever ft Elastic Modulus 2,000 ksi Right Cantilever ft Beam End Fixity Pih-Pin Luniforrn Loads On Center Span... On Left Cantilever... On Right Cantilever... # 1 0.135 k/ft, # 1 k/ft # 1 k1ft Query Values Center Location 0.'000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment - 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 1.01 k 0.00 k 0.00 k Deflection' 0.0000.0 'in 0.00000 in 0.00000 in Summairy I Moments... Shears... Reactions... Max + @ Center 3.80 k-ft at 7.52 ft' @ L e-ft 1.01 k @ Left 1.01 k Max - @ Center 0.00 k-ft' at 15.00 ft' @ Right 1.01 k @ Right 1.01 k @ Left Cant 0.00 k-ft Maximum 1.01 k @ Right Cant 0.00 k-ft Deflections:.. @ Center -0.105 in at 7.52 ft maximum 3.ao k-ft'. @ Left Cant. 0.000 in at 0.00 ft @-Right Cant 0.000 in at 0.00 ft (c) 1983-97 ENERCALC c:\enercalckY0Ison.ecw: FLOOR BEAMS KW-0601451, Ver 5.0.4, 1 D-Dec-1 Win32 . I I I ) I O.d -0.010 -0.02D -0.031 '100, -0.041 7 -0.052 -0.062 -0.073 -0.093 -0.094 O.OD 1.50 3t6 4.50 6.OU 7.50 9.00 10.50 12.00 13.50 15.00 Local "y* Deflection (in) Location Along Member (ft) 45562.298 41006.068 36"9.839 31893.6D9 27337.379 22781.149 18224.919 13668.689 9112 ' 459 4556.229 0'0.' DU J.W 4.W O.W 1.3u VXX) .1u.3u 12.W 13. .00 Bending Moment (k-ft) Location Along Member, (ft) 1012.499 809.999 607.499 404.999 202.499 0.0 -2D2.499 -404.999 -607.499 JIOD -809.9991 1 0.00 1.50 3.00 4.50 6.00 7.50 9.00 10.50 12.00 13.50 Shear Load (k) Location Along Member (ft) E.A.D., Inc. Title Job # 514 Via de la Valle, St.#306 Dsgnr: Date: 3:04PM, 10 APR 98 Description Solana Beach, Ca 9675 Scope: R- 50001 Steel Beam' Design Description FB21 [-General Information Steel Section : W1 6X77 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 24.00 ft Bm Wt. Added to Loads Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu :'Unbraced Length 0.00 ft Distributed- Loads # 1 #2 # 3, # 4. # 5 # 6 # 7 DL 0,650 LL 0.650 k/ft k/ft ST k/ft Start Location ft End Location -24.000 Summa ft Beam OK Using: W1 6XT7 section, Span 24.00ft, Fy 36.Oksi End Fixity = Pinned-Pinned, Lu = 0.001t, LDF = 1.000 Actual Allowable Moment 99.127 k-ft 266.077 k-ft Max. Deflection -0.319 in Bending Stress 8.852 ksi. 23.760 ksi Length/DL DO 1,708.8 1 fb / Fb 0.373 : 11' Length/(DL+LL Defl) 902.1 1 Shear 16.521 k 108.239 k tv : Shear Stress 2.198 ksi 14.4oO ksi tv / Fv 0.153 :1 Force & Stress summary c<" These columns are Dead + Live Load placed as noted ->> DL LL LL+ST LL LL+ST Maximum' Only (cb Center 0 Center (cD Cants (cl) Cants Max. M + 99.13 k-ft 52.33 99.13 k-ft Max. M - k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 16.52 k 8.72 16.52 k Shear @.Right 16.52 k 8.72 1_6.52 k Center Defl. -0.319 in -0.169 -0.319 -0.319 0.000 0.000 in Left Cant DO 0.000 in 0.000 0.000 0.000 Right Cant Def 0.000in 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 in ... Query DO @ 0.000ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 8.72 16.52 16.52 .16.52 k Reaction @ Rt 16.52 16..52 16.52 .8.72 k Fa calc'd per 1.5-1, K*L/r < Cc Fiection Properties W16X77 Depth 16.520 in Weight 76.77 #/ft r_xx 7.008 in Width 10.295 in I-xx 1, 110.00 in4 r-yY 2.471 in Web Thick 0.455 in 11-yy 138,.00 in4, Flange Thickness -0.760 in S-xx 134.H3 in3 Rt 5.148 in Area 22.60 in2 S- yy., 26.809 in3 (c) 1983-97 ENERCALC c:\enercalc\vvils~oin.ecw:FLOOR'BEAMS KW-0601451, Ver 5.0.4, 1 O-Dec-1 §~7, -Win32 0 O.d -0*016 -0.033 -0.067 -0.094 -0.101 -0.117 -0.134 -0.151 0. 2.40 4.80 7.2D 9.6U 12.00 14.40 16.80 19.2D 21.60 24.00 Local "y' Deflection (in) 1.4cwtion Along Member (ft) 52.327 47.094 41.861 36.628 31.396 26.163 2D.930 15.698 10 * w 5.232 0.0., 1-2U 14.40 10.5u 19.20 ho Bending M—ent (k-ft) I acation Along Member (ft) 8.721 6.976 6 2 5.232 a O.'E t 3.488 1.744 4 0 -1.730 -3.460 -5.190 -6.9211 L- L O.OD 2.40 4.80 7.2D 9.60 12.00 14.40 16.90 19.20 21.60 24.00 Shear Load (k) I ocation Along Member (ft) .116 ..A.D., Inc. Title Job # ;14 Via de la Valle, St.#306 Dsgnr:. Date: 3:06PM, 10 APR 98 - 'olana Beach, Ca 9075 Description 7 Scope: R_ 30MI Single Span Beam Analysis Description FB22 General I nfonnation Center Span 10.00 ft Moment of Inertia 735.000 in4 Left Cantileve~r ft Elastic Modulus 2,000 ksi Right Cantilever ft Beam, End Fixity Pin-Pin Trapezoidal Loads Magnitude @ Left 0.440 k/ft k/ft k/ft k/ft Magnitude @ Right 0.440 k/ft k/ft k/ft Dist. To Left Side 6.000 ft ft fl: ft Dist. To Right Side 10.0bo ft ft ft ft Query values Center Location 0.000 ft 'Left Cant ft Right Cant ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 0.35 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summafy I Moments... Shea;s... Reactions... Max + @ Center 2.25 k-ft at 6.79 It @ Left 0.35 k @ Left 0.35 k Max -m @ Center -0.00 k-ft at 10.00 ft @ Right 1.41 k @ Right 1.41 k @ Left Cant 0.60 k-ft Maximum 0.35 k @ Right Cant 0.00 k-ft Deflections... @ center .. I -0-023 in f at 5.53 It Maxim'Urn 2.25 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft P-P-Pdp-~ -175. -351. -527. -703. -9". -1055. -1231. I E.A.D., Inc. Title Job 514 Via de la Valle, St.#306 Dsgnr: bate: 3:11 PM. 10 APR 98 Nscription Solana Beach, Ca 9075 Scope R- $OW1 Single Span Beam Analysis Description FB23 General Infoffnation Center Span 14.50 ft Moment of Inertia 735.000 in4 Left Cantilever ft Elastic Modulus 2,000 ksi Right Cantilever ft Beam End Fixity Pin-Pin Trapezoidal Loads Magnitude @ Left 0.500 k/ft 0. 260 k1ft 0.250 k/ft k/ft Magnitude @ Right- 0.250 k/ft 0.260 k/ft 0.500 k/ft k/ft' Dist. To Left Side ft 5.000 ft 9.500 ft ft Dist. To Right Side 5.000 ft 9.500 ft 14.500 ft ft Query Values Center Location O~000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 2.46 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in 14.50 ft Mmax = 7.74 k-ft at 7.26 ft from, ~left Dmax "—' -0. 2030 in at 7.23 ft from lcft OV -0.020 -0.040 -0.060 -0.081 -0.101 -0.121 -0.142 -0.162 Local 'y' -0.182 - 0.0'0 1.45 2.90 4.35 577%-- --7.7F-- 8.70 10.15 11.60 13.05 14.50 Deflection (in) Location Along Member (ft) 92M.341 83W.W7 74397. M 65098.138 P~ 55798.404 46498.670 37198.936 278W.202 19599.468 9299.734 Ov., 45 5. A) 10. 15 .-50 Bending Moment (k-ft) Location Mong Member (ft) 2459.999 1967.999 1475.999 983.999 491.999 0.01, -491.9W -M.9w -1475.M -1967.W9 0.00 1.45 2.90 4.35 5.80' 7.25 8.70 10.25 11.60 13.05 14.50 Shear Load (k) Location Along Member (ft) .A.D., Inc. Title: Job # 14 Via de la Valle, St.#306 Dsgnr: Date: 3:12PM, 10 APR 98 Description olana Beach, Ca 9075 Scope R- 5NMI Single Span Beam Analysis Description FB24 a General information Center Span 10.00 ft 'Moment of Inertia 735.000 in4 Left Cantilever ft Elastic Modulus - 2,000 ksi Right Cantilever It Beam End Fixity Pin-Pin Uniform Loads On Center Span... On Left Cantilever... On Right Cantilever... # 1 0.510 k/ft # 1 k/ft # 1 k1ft Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft O.OG k-ft Shear 2.55 k. ~0.00 k 0.00 k Deflection 0.'00000 in 0.00000 in 0.00000 in Summary Moments... I Shears... Reactions... Max + @ Center 6.37 k-ft at 5.011ft @ Left 2.~5 k @ Left 2.55 k Max - @ Center 0.00 k-ft at 10.00 ft @ Right 2.55 k @ Right 2.55 k @ Left Cant 0.00 k-ft Maximum 2.55 k @ Right Cant 0.00 k-ft Deflections... @ Center -0.078 in at .4.99 It Maximum 6.37 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft 0.0 -0.007 -0.01~ -0.023 -0.031 - -0.039 '000 -0.046 -0.054 - -0.062 .-0.070 Local"y" 0.86 LOD 2.00 3.00 COD -5-. r--@M!!!!6!00 7. 8.O'D 9.00 10.00 Deflection (m) Location Along Member (ft) 76499.662 68949.695 0*011- 61199.729 10000- 53549.763 .90 45899.797 392A9.831 30599.864 22949.898 15299.932 04., A) ZTO 3 w 4.W -,.W O.UU 7.w 11.00 . . . . . . TN.00 7649.966 Bending Moment (k-ft) Location Along Member (ft) 2549.998 2039.999 1019.999r 1529.999 5D9.999 0.0 -509.999 -1019.999 zoomw -1529999 -2039.999 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9. Shear load (k) Location Along Member (ft) )0 E.A.D., Inc Title 514 Via de la-Valle, St.#306 Dsgnr: Date: 3:14PM, 10 APR 98 Solana Beach, Ca 9075 Description Scope Single Span Beam Analysis Description FB25 # j A General Infornriation Center Span 7.00 ft Moment of Inertia 735.000 in4 Left Cantilever ft .Right Cantilever ft Elastic Modulus 2,000 ksi Beam End Fixity Pin-Pin Unifoffn Loads On Center SpAn:.. On Left Cantilever... On Right'Cantilever... # 1 0.600 k/ft #1 k/ft # 1 k/ft Point Loads 'Magnitude 3.300 k k - k k k Location 3.000 ft ft ft ft ft Query Values, Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear Deflection 3.99 k 0.00 k 0.00000 in 0.00000 in 0.00 k 0.00000 in /C -0. -0. -0. -0. -0. -0. 1 -0. D EWPAI At 11~_NA L...] y Deflection (m) LA=tion Along Member (ft) 111058. 99952., 11947, 77741.' 66635.: 55529, 44423., 33317., 2221l.' 11105. I Lomtion Along Member (ft) Shear Load (k) Iocation Along Member (ft) Bending Moment (k-ft) 3 3 -2 -21 E.A.D., Inc. Title: Job # 514 Via de la Valle, St.#306 Dsgnr: Date: 3:24PM, 10 APR 98 Description Solana Beach, Ca 9075 Scope: r R- -,WWI Single Span Beam Analysis 'Description FB26 IZO ~ I+ 'L YL -.41 W General Infoffnation Center Span 14.00 ft Moment of Inertia 1,200.000 in4 Left Cantilever ft Elastic Modulus 2,000 ksi Right Cantil6ver ft Beam End Fixity Pin-Pin Point Loads Mag nitude 3.200'k 1.500 k k k k Location 5.000 ft 9.000 It It It ft Trapezoidal Loads Magnitude @ Left 1. 310 k1ft 0.140 k/ft 0. 511 k1ft k/ft Magnitude @ Right 1. 310 k/ft 0. 140 k/ft 0. 511 k/ft k/ft Dist. To Left Side ft 5.000 ft 9.000 ft It Dist. To Right Side 5.000 ft 9.000 ft 14.000 ft It Query Values Center Location 0.000 It Left Cant 0.000 ft Aight Cant' 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 8.71 k' 0.00 k- 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summary Moments... Shears... Reactions... Max + @ Center 27.16 k-ft at 4.99 It @ Left 8.71 k @ Left 8.71 k Max - @ Center 0.00 k* ft at 0.00 ft Right 5.66 k Right 5.66 k @ Left Cant 0.00 k-ft Maximum 8.71 k @ Right Cant 0.00 k-ft Deflections...., @ Center -0.379 in at 6.73 ft Maximum 27.16 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft 14.00 ft Mmax = 27. 15 k-ft at 4.99 ft from left Dmax -0.3785 in at 6.73 ft from left RI 8.709 k Rr 5.655 k Vmax @ left = 8.709 k Vmax @ rt = 5.655 k OV -0 037 -0.075 -0.113 -0.151 F, -0.189 00 -0.227 '00.01, — -0.264 -0.302- -0.340 Local 'y' 0.00 1.40 2.80 4.M 5.6o 8.40 9.8D 11.2D 12.60 14.00 Deflection (m) I acation Along Member (ft) 325911.711 293320.540 260729.369 228138.198 1;;00 195547.027 162955.855 '001, 130364.684 97M.513 65182.342 32591.171 26~ 4.2U 5.60 It rsu 11.2U 14.00 Bending Moment (k-ft) Location Along Member (ft) 8709.461 7257.884 5906.307 4354.730 2903.153 1451.576 . 0.0 -1413.883 12.601, -2927.767 -4241.650 0.00 1.40 2.80 4.20 5.60 7.00 8.40 9.8D 11.20 OD Shea~r Load (k) Location Along Member (ft) ..A.D., Inc. Title: Job # 14 Via de la Valle, St.#306 Dsgnr: Date:. 3:31 PK 10APR98 olana Beach, Ca 9075 Description:, Scope: R_ 5NMI Single Span,.Beam Analysis Description FB27 General InforTnation Center Span 11.00 ft Moment of Inertia 735.000 in4 Left Cantilever ft Elastic.Moduluis 2,000 ksi Right Cantilever ft Beam End. Fixity Pin-Pin Unifonn Loads On Center Span... On Left Cantilever... On Right Cantilever... # 1 0.340 k1ft k1ft #1 k/ft Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0. 00 k-ft Shear 1.87 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summaty I Moments... Shears... Reactions... Max + @ Center 5.14 k-ft at 5.51 ft @ Left 1.87 k @ Left 1.87 k Max - @ Center 0.00 k-ft at ft @ Right 1.81 k @ Right 1.87 k @ Left Cant 0.00 k-ft Maximu . m 1.87 k @ Right Cant 0.00 kwft Deflections... @ Center -0.016 in at 5.51 ft Maximum 5.14 k-ft @ Left Cant. 0.000 in at '0.00 ft @ Right Cant 0.000 in at 0.00 ft A2-7 r -0.007 -0.015 -0.022 -0.030 - -0.039 -0.045 -0.053 --- -0.060 -0.0" O.b6 1.10 2.20 3.30 4.7!!!%-~.~~160 7.% 8.80 qt6 I l!00 Lacal"y' Deflection (in) Location Along Member (ft) 61709.727 55538.754 49367.781 43196. W9 ..do 37025.836 30854.863 24683.89D 1&512.918 12341.945 0'0.,4. 2.20 3.30 4.40 0.6u 7. lu OD 6170.972 Bending Moment (k-ft) I.Acation Along Member (ft) 1W.999 1495.999 1121.999 Elf 747.999 373.999 0.0 -373.999 -747.999 0.00 1.10 255 3.30 4.40 5.50 6.6D 7.70 8.80 9.90 1 I.OD Shear Load (k) Location Along Member (ft) E.A.D., Inc. Title Job # 2 Osgnr: Date: 3:33PM, 10 APR 8 514 Via de la Valle, St.#306 Description Solana Beach, Ca 9075 Scope: Single Span Beam Analysis Description FB28 General Information Center Span 10.00 ft Moment, of Inertia 735.000 in4 Left Cantilever ft 'Elastic Modulus .2,000 ksi .Right Cantilever ft Beam End Fixity Pin-Pin Point Loads Magnitude 5.200 k 2.900 k ~k k k Location 4.000 ft 9.000 ft ft ft ft Trapezoidal Loads Magnitude @ Left 1. 310 k1ft 0.135 k/ft Wit k/ft Magnitude @ Right 1.310 k/ft 0.135 k/ft k/ft k/ft Dist. To Left Side ft 4.000 ft ft ft Dist. To Right Side 4.000 ft 10.000 ft ft ft Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 7.84 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summary I Moments... Shears... Reactions... Max + @ Center 20.88 k-ft at 4.01 ft @ Left 7.84 k @ Left 7.84 k Max - @ Center 0.00 k-ft at 0.00 ft 0— Right 6.30 k @ Right 6.30 k @ Left Cant 0.00 k-ft Maximum 7.84 k @ Right Cant 0.00 k-ft Deflections... @ Center *-0.224 in at 4.75 ft Maximum 20.88 k-ft '@ Left Cant. 0.000 in at 0.00'ft @ Right Cant 0.000 in at 0.00 ft OV -0.022 -0.044 -0.067 -0.089 - -0.112 --- 'OV -0.134 -0.156 -0.179 -0.201 0.00 1.00 2t5 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 L,ocal 'y" Deflection (in) I.Acation Along Member (ft) M550.973 225495.876 OOP- 200440.778 115385.681 150330.594 125275.486 IOD220.389 75165.292 50110.194 2M55.097 0'0., 3.W 4.UU Bending Moment (k-ft) Location Along Member (ft) 79".998 6537.498 5229.998 3922.499 2614.999 1301.499 0.0 -1576.249 -3152.499 0.00 1.00 2.00 3.00 4.00 .5.00 6.00 7.00 8.00 9.nO000 -1728.749 Shear Load (k) LAcation Along Member (ft) 131 E.A.D., Inc. Title Job # 514 Via de la Valle, St.#306 Dsgnr: Date: 1:45PM, 15 APR 98 Solana Beach, Ca 9075 Description Scope: R- Mwi Single Span Beam Analysis Description FB29 40 General information Center Span 12.00 ft Moment of Inertia 1,200.000 in4 Left Cantilever It Plastic Modulus 2,000 ksi Right Cantilever ft Beam End Fixity Pin-Pin LPoint Loads Magnitude 14. ' 600 k k k k k Location 7.000 ft ft ft ft Query Values Center Location 0.000 ft -Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 6.08 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summary Moments... Shears..* Reactions... Max + @ Center 42.57 k-ft at 7.00 ft @ Left 6.08 k @ Left 6.08 k Max - @ Center 0.00 k-ft at 0.00 ft @ Right 8.52 k, @ Right 8.52 k @ Left Cant 0.00 k-ft Maximum 6.08 @ Right Cant 0.00 k-ft E)eflections... . @ Center -0.365 in at 6.30 ft Maximum 42.5 7 k-ft @ Left Cant. 10.000 in at 10.00 ft ,@ Right Cant 0.000 in at 0.00 ft OV -0.036 -0.072 -0.109- -0.145 -0.192 -0.218 10001, -0.255 -0.291 -0.328 0.00 1.2D 2.40 3.60 4.80 6.OF— 7.20 8.40 qt6 10'.80 12.00 Local 'y' Deflection (in) Location Along Member (ft) 510853.707 45gr768.336 409682.965 35759r7.595 306512.224 253426.953 204341.483 1532%.112 102170.741 51095.370 mm" room o.w NAU 9.w ZAU J.W Bending Moment (k-ft) Location Along Member (ft) 6083.333 4562.5W 3041.666 1 1520.833 0 -1419.444 -2938.888 -4258.333 1.20 JOD -7M.=2 0.00 1.2D 2.40 3.60 4.30 6.)0 3.40 9.60 Shear Load (k) Location Along Member (ft) Title' 13 , EAD ., Inc. Job# 514 Via de la Valle, St.#306 Dsgnr: Date: 1:57PM, 15APR98 Solana Beach, Ca 9075 Description Scope: R- 50"1 Single Span Beam Analysis Description FB30 General R-o-imation Center Span 11.00 ft Moment of Inertia 1,200.000 in4 Left Cantilever ft Elastic Modulus 2,000 ksi Right Cantilever It Beam End Fixity Pin-Pin LUnifortn Loads On Center Span... -On Left Cantilever ... On Right Cantilever... # 1 .0.850 k/ft k/ft 41 k1ft LPoint Loads Magnitude 6.100 k k k k k Location 6.000 ft ft ft. ft ft Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 7.45 k 0.00 k 0.00 k Deflection .000000 in 0.00000 in 0.00000 in Moments... Max + @ Centu 29.38 k-ft Shears... at 6.06 ft @ Left 7.45 k Reactions... @ Left 7.45 k Max - @ Center 0.00 k-ft at 11.00 ft @ Right 8.00 k @ Right 8.00 k @ Left Cant 0.00 k-~ft Maximum 7.45 k @ Right Cant 0.00 k-ft 'Deflections... @ Center -0.237 in at 5.58 ft - Maximum 29.38 k-ft @ Left Cant. 0.000 in at 0.00 fl: @ Right Cant 0.000 in. at 0.00 ft I r . OV -0.023 -0.047 -0.071 -0.094 -0.118 000~ -0.142 -0.165 - -0.189 -0.2131 0.00 1.10 2.20 3.30 4.40 6.60 7.70 8.80 9.90 11.00 Local 'y' Deflection (m) Location Along Member (ft) 352523.303 317270.973 28MIS.643 246766.312 211513.982 176261.651 141009.321 105756.991 70-504 * 6 W5O N.ii.bo 35252.33WO 00. 1. lu J.ju 4.4t) 3.3u 0. Ou lu 5. bu Ben(ling Moment (k-ft) Location Along Member (ft) 7"7.725 5958.180 4468.635 2979.090 1489.545 Od -16W.454 -3200.908 -MI.362 Z9O1.00 -WI.916 0.00 1.10 2.20 3.30 4.40 5.50 6.60 7.70 8.80 9 Shear Load (k) Location Along Member (ft) I Title: Job # E.A.D., Inc. Dsgnr: Date: 2:1013M, 15APR98 514 Via de la Valle, St.#306 Description Solana Beach, Ca 9075 Scope: R., 544wi Single Span Beam Analysis Description FB31 /z 0 1/—f General Information Center Span 11.00 ft Moment of Inertia 735.000 in4 Left Cantilever ft Elastic Modulus 2,000 ksi Right Cantilever ft Beam End Fixity Pin-Pin Uniform Loads On Center Span... On Left Cantilever... On Right Cantilever... # 0.770 k/A # 1" k/ft k/ft Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft, 0.00 kl-ft 0.00. k-ft Shear 4.23 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summary Moments... Shears...- Reactions... Max + @ Center 11.65 k-ft at 5.51 ft @ Left 4.23 k @ Left 4.23 k Max - @ Center 0.00 k-ft at 0.00 ft. @ Right 4.23 k @ Right 4.23 k Maximum 4.23 k @ Left Cant 0.00 k-ft @ Right Cant 0.00 k-ft Deflections... @ Center -0.173 in at 5.61 ft Maximum 11.65 k-ft @ Left Cant. 0.000 in at 0.00-ft @RightCant 0.000 in at 0.00 ft O.d -0, 017 -0.034 -0.051 1000, -0.069 -0.086 -0.103 -0. 12D -0.138 -0.155- 0.~5 1.10- 2.20 3.30 4.40 -5.50-- 6.60 7.70 8.80 9.90 11.00 Local 'y' Deflection (in) Location Along Member (ft). 139754.382 125778.9" 111803.506 97828.067 00V 83952.629 69877.191 55901.753 41926.314 27950. g76 13975.438 0,0.4 2.25 It 4t 6t 7.70 Bending Moment (k-ft) Location Along Member (ft) 4234.998 3397.998 2540.998 1693.999 946.999 0.0 -946.999 -1693.999 r -2-W.998 t -3397.998 0.00 1.10 2.2D 3.30 4.40 5.50 6.6D 7.70 8.80 Shear Load (k) Location Along Member (ft) E.A.D., Inc. Title: Job# 514 Via de, la Valle, St.#306 Dsgnr: -.Date: 2:19PM, 15APR98 Description Solana Beach, Ca 9075 Scope: Sindle Span Beam Analysis Description FB32 Ilk 7" (2o" 1671'~ General information Center Span 18.00 ft Moment of Inertia 4,667.000 in4 Left Cantilever ft Elastic Modulus 2,000 ksi .Right Cantilever ft Beam End Fixity Pin-Pin Point Loads Magnitude 5.000 k 5.100,k k k k Location 5,000 ft 12.000 ft ft ft ft Trapezoidal Loads Magnitude @ Left 0.680 k/ft k/ft k/ft k/ft Magnitude @ Right 0.680 k/ft k/ft k/ft k/ft Dist. To Left Side 5.000 ft ft ft ft Dist. To Right Side ft ft ft ft Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 8.50 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000, in 0.00000 in Summary Moments... Shears... Reactions... Max + @ Center 151.54 k-ft at 10.14 ft~ @ Left 8.50 k Left 8.50 k Max - @ Center -0. 00 k-ft at 18.00 ft @ Right 10.44 k @ Right 10.44 k Maximum 8.50 k @ Left CaAt 0.00 k-ft @ Right Cant 0.00 k-ft Deflections... @ Center -0.324 in at 9.09 ft Maximum 51.54 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft 0.0 -0.032 -0.064 -0.097 -0.129 -0.161 -0.194 -0.226 -0.258 -0.291 00-- 0.00 1.80 3.60 5.40 7.20 10.&D 12.60 14.40 16.2D 18.00 Local "y' Deflection (in) Location Along Member (ft) 619491.837 00000~1 556642.653 Ow- 494793.470 432944.286 371095.102 309W.918 247396.735 185547.551 123698.367 Z!K) 61849.183 '60 0 3.1 It 9.0'0 10,80 1 14.4U Bending Moment (k-ft) Location Along Member (ft) .00 M.332 6377.499 4251.666 2125.933 0.0 -1739.444 -3478.888- -5218.332 -6957.776 LJI -8697.220 0.00 1.8D 3.60 5.40 7.20 9.OD 10.80 12.60 14.40 16.20 .10D Shear Load (k) Location Along Member (ft) E.A.D., Inc. Title:' Job # Date: 2:34PM, 514 Via de la Valle, St.#306 Dsgnr: 15 APR 98 - Description Solana Beach, Ca 9075 Scope: Single Span Beam AnalySis Description FB33 0 2 General Informa tion Center Span 10.00 ft Moment of Inertia 490.000 in4 Left Cantilever ft Elastic Modulus 2,000 ksi Right Cantilever ft Beam End Fixity Pin-Pin Uniform Loads - On Center Span... On Left Cantilever... On Right Cantilever... # 1 0.255 k/ft _#1 k/ft #1 k/ft Query values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0. 00 k-ft Shear 1.27 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in O.d -0 005 -0.011 -0.017 1000, -0.023 -0.029 OOOF -0.035 -0.040 -0.046 Local 'y' -0.052F- 0.00 1.00 2t 3.00 4.00 5.00 6.00 7. st 9.00 10!00 Deflection (in) Location Along Member (11) 38249.931 34424.947 30599.864 26774.881 22949.898 19124.915 15299.932 11474.949 7649.966 3824.993 JU 3.W 4.OU O.w /.UU 15.00 io.bo Bending Moment (k-ft) Location Along Member (ft) 1274.999 1019.999 764.999 509.999 254.999 0.0" -254.999 -5D9.999 -764.999 -1019."9 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.OD 10.00 Shear Load (k) Location Along Member (ft) E.A.D., Inc. 514 Via de [a Valle, St.#306 Solana Beach, Ca 9075 R_ 5WMI Description FB34 Title Job # Dsgnr: Date: 2:36PM, 15 APR 98 Description Scope: 74 Single Span Beam Analysis if I YA General Information Center Span 10.00 ft Moment of Inertia. 490.000 in4 Left Cantilever ft Elastic Modulus 2,000 ksi .Right Cantilever ft 'Beam End Fixity Pin-Pin Point Loads Magnitude 1.300 k k k k k Location 6.000 ft ft ft ft ft Query values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 0.52 k - 0.00 k 0.00. k Deflection 10.00000 in 0.00000 in 0.00000 in Summary Moments... Shears... leactions... Max + @ Center 3.12 k-ft at 5.99 ft @ Left 0.52 k @ Left. 0.52 k Max - @ Center 0.00 k-ft at -10.00ft.. @ Right 0.78 k @ Right 0.78 k Maximum 0.52 k @ Left Cant 0.00 k-ft @ Right Cant 0.00 k-ft Deflections... @ Center -0.045 in 5.29 ft at Maximum 3.12 k-ft Left Cant. 0.000 in .0.00 ft at Right Cant 0.000 in 0.00 ft at O.d -O.OD4 -O.OD9 -0.013 -0.019 -0.022 -0.027 -0.031 -O.OM -0.00 0.00 1.00 2.00 3.00 COD 5.OD— 6.00 7.00 8.00 9.00 10.OD LAcal "y" Deflection (in) Location Along Member (ft) 37389.979 33650.981 29911.993 126172.985 —000 22433.987 18694.989 14955.991 11216.993 7477.995 or- 3738.997 O'd 2.UU :,.Uu""'T 6.10 7.w 5.W Bending Moment (k-ft) Location Along Member (ft) bo 52D.000 390.000 260.000 130.000 0.0 -130.000 -260.ODD -390.ODO -520.ODD -M.ODD JOD 0.00 1.00 2t 3t COD 5.00 6.00 00 Y.UU Shear Load (k) Location Along Member (ft) Title: Job # E.A.D., Inc. 514 Via de la Valle, St.#306 Dsgnr: '2:39PM, Date: 15APR98 Description Solana Beach, Ca 9075 Scope:, R- 5NMI Single SRan Beam Analysis Description FB35 7"' 1 L V ~Olk General Information Center Span 12.00 ft Moment of Inertia 975.000 in4 Left Cantilever ft Elastic Modulus 2,000 ksi Right Cantilever ft Beam End Fixity Pin-Pin Point Loads Magnitude 12.000 k k,, k k k Location 6.000 ft -ft ft ft Query Values Center Location 0.000 ft 'Left Cant 0.000 ft Right Cant' 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear ~6.00 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summaty Moments... Shears... Reactions... - Max + @ Center 35.93 k-ft at 5.99 ft @ Left 6.00 k @ Left 6.00 k Max - @ Center 0.00 k-ft at 0.00 ft @ Right 6.00 k @ Right 6.00 k Maximum 6.00 k @ Left Cant 0.00 k-ft @ Right Cant 0.00 k-ft Deflections... Center -O.j83 in at 6.01 ft Maximum 35.93 k-ft @ Left Cant. 0.000 in at 0.00 ft @,Right Cant 0.000 in at 0.00 ft 1,6t OV -0' 039 -0.076 -0.114 -0.153 -0.191 OF -0.229 -0.267 -0.3W -0.3" Local "y" 0.00 1.20 2.40 3.60 4. 8.40 qt 10.80 12.00 Deflection (in) Location Along Member (ft) 431134.268 389=.941 3"907.414 301793.988 258690.561 215567.134 172453.707 129340.28D 86226.953 43113.4216 0,0 .. 20 2.1 ...... 4.80 6.00 7.20 8.40 9.60 Bending Moment (k-ft) Location Along Member (ft) 6000.000 49DO.ODO 360D.000 1200.0001 2400.0DO 0.0 -12DO.00D -2400.000 -36W.000 -4800.000 0.00 1.2D 2.40 3.60 4.80 6.t It It It 10!80 1 Shear Load (k) Location Along Member (ft) I cz~) i&7 C4 7S, PROJECTNAME --------------- PROJECT NUMBER --------------- I ------ PREPARER ----------------- DATE ----- - SHEET, ---------- OF --------- t!n) oo (pq YV ~114 Y. ' ~K 0~-' I 1~ (L t a lit ct f"I h ry pdox "I. olt 10 law Id LI & Design F L I I I I I I I I I im I PROJECTNAME ~--[IeF20d ---------------- PROJECT NUMBER ----------------------- PREPARER ---------------- DATE.. SHEET ------- 15-3 ---- OF 6o V) 'C~o or -c ~41 r,~l .:2~ 7V~ 1~ f I Ys~ w I~k A- 60 C-2 AX louo I & Design PROJECT NAME ------------ ------ PROJECT NUMBER --------------------- PREPARER - ---------------- DATE ------- SHEET ------------------- OF ---------- I cy WT h I (' m. .1 W) 1j. ell C-2 v:2)C' ) 0D 61 N u too T.7 ezM4 iali~ole I. Q b D~~w ON I/ P/ lode! I ff r ~ID 0, (T9 loto, )CO 4(o +It, 00) 4 It C:~! Hi ;?~71 ~x V/h 40 + 40 (—,I 94r,~ 11~5 100 ~4~ fo r, I PROJECT NAME ------------------------- Analysis & Design PROJECT NUMBER --------------------- PREPARER ------------ -- DATE SHEET ------------ i~c---- OF ---------- cvt~~ w~ 060f, p ?2cloo, M j ibxv? IGOO 7L, 0 re "to —(I 101000 ~ —IrL %(o rDlIc I'Vo 009 p VIF, H gj/ fD i4fcd ff rb f~ ~1~ 00 ea9 & Design PROJECT NAME ------------------------ PROJECT NUMBER --------- I - - - - - - - - - - PREPARER ---------------- DATE SHEET ------------ /,5'-7--OF A lb to 4s, — 4.5 11. cl — A 171 m 0.. nk na . lysis & Design PROJECT NAME -------- 7 PROJECT NUMBER ---------------------- PREPARER DATE ------- ----- . 7 I .#-* V11W5 . . I PMV,.~~IW IPLoo HV (K-f~ 01 10 to /m, t qD, E.A.D., Inc. Job # - Title Date: . 5:32PM, 17 APR 98 514 Via de la Valle, St.#306 Dsgnr: Solana Beach, Ca 9075 Description Scope: I R-. 50"1 - Cantilevered Retaining Wall Description WILSON RW1 Fde--n-eral rWil Data Retained Height 3.50 ft Allow Soil Bearing 1,500.0 psf Wall height above retained soil 0.00 ft, Equivalent Fluid Pressure Method Slope Behind Wall 0.00: 1: Active Soil. Pressure - Heel Side 36.0 psf Height of Soil over Toe 0.00 in Active Soil Pressure - Toe Side 0.0 pcf Passive Pressure, 400.0 pcf Soil Density 110.00 pcf Water table height over heel 0.0 ft Footing Data' fSliding Data ToeWidth 1.33 ft Friction Factor @ Footing & Soil 0.270 .Heel Width 1.17 ft ...neglect ht. for passive 0.00 in Total Footing Width 2.50 ft Footing Thickness 18.0.0 in Lateral Sliding Force 450.0 less.Passiye Pressure Force = - 450.0 lbs LFooting Key Datai less Friction Force = - .283.6 lbs Distance from Toe 0.00 ft Added Restraint Force Required = 0.0 lbs Width 0.00 in Depth 0.00 in ~Footing Design Results fc Fy 2,000 psi 60,000 psi Minimum Footing Rebar Options ...... Minimum As % 0.0014 Toe Sidei ..... Heel Side .... . Rebar Cover @ Top 3.00 in Not req'd Not req'd Rebar Cover @ Bottom 3.00 in'. Mu < S Fr Mu < S Fr Toe Heel ACI Factored Soil Pressure 1,173 3 psf Mu': From Upward Loads 0 0 ft-# Mu': From Downward Loads 0 .192 ft-# Mu: Used For Design 437 192 ft-# Actual One-Way Shear 4.18 2.47 psi Key Reinforcement: Not Req'd Mu<S*Fr Allowable One-Way Shear 76.03 76.03 psi Lpesiqn surnmarv. Total Bearing Load 1,050 lbs Summary of Stem Section Designs.... ... resultant ecc. 4.97 in Top: 8 in Mas, #4@16.00 in@Edge, From 3.5 ft to 0.0 ft Soil Pressure @ Toe 838. <= 1,500 psf Soil Pres'sure @ Heel 2 <= 1,500 psf ACI Factored Press @ Toe 1,173 psf ACI Factored Press @ Heel 3 psf Footing Shear @ Toe 4.2 <= 76.0 psi Footing Shear @ Heel 2.5 <= 76.0 psi WALL STABILITY RATIOS Overturning Stability Ratio 2.17 'Sliding Ratio Ratio 1.63 1' (c) 1983-97,ENERCALC c:\enercalc\vAlson.ecw:RETAINING WALLS KW-0601451, Ver 5.,0.4, 1 O-Dec-1 997, Win32 E.A.D., Inc. Title: Job # 514 Via de la Valle, St.#306 Dsgnr: Date: 5:32PM, 17 APR 98 Sola . na Beach, Ca 9075 Description Scope: R— somi Cantilevered Retaining Wall Description WILSON RW1 Stem Design & Construction Top Stem Design location for stem is at Stem OK this height above footing 0.00 ft Wall Material Above "l-It" Masonry Thickness 8.00 in Rebar Size .4 Rebar Spacing 16.00 in Rebar Placed at Edge Design Data fb/FB + fa/Fa 0.284 Total Force.@ Section lbs .220.5 Moment .... Actual 257.3 ft-# Moment ..... Allowable 905.4 ft-# Shear ..... Actual 3.86 psi Shear ..... Allowable 19.36 psi Bar Embed ABOVE Ht. 12.00 K Bar Embed BELOW Ht. 6.00 in Wall Weight 84.0 psf Rebar Depth 'd' 5.25 in Masonry Data fm 1,500 psi Fs 24,000 psi Solid Grouting Yes Special Inspection No Modular Ratio 'n' Short Term Factor 1.000 Equiv. Solid Thick. 7.60 in Concrete Data fc Fy A (c) 1983-97 ENERCALC c:~enerca[cWvilson.e.cw:RETAINING WALLS KW-0601451, Ver 5.0.4, 1 0-Dec-1 997, Win32 E.A.D., Inc. Title: job # - 514 Via de la Valle, St.#306 Dsgnr: Date: 5:32PM, 17 APR 98 Solana Beach, Ca 9075 Description Scope. Cantilevered Retaining Wall Description WILSON RW1 Summary of Overturning & Resisting Forces & Mo ments ..... OVERTURNING ..... ..... RESISTING ..... Force Distance Moment Force Distance Moment. Item lbs ft ft-# Heel Active Pressure 450.0 1.67 750.0 lbs ft ft-# Soil Over Heel 193.8 2.25 435.7 Sloped Soil Over Heel Surcharge Over Heel' Adjacent Footing Load Axial Dead Load on Stem 0.00 Toe Active Pressure 0.50 Soil Over Toe Surcharge Over Toe Stem Weight(s) 294.0 1.66 489.0 Earth @ Stem Transitions Footing Weight 562.5 1.25 703.1 Key Weight Vert, Component Added Lateral Load Load @ Stem Above Soil TOTALS 450.10 lbs O.T.M. 756.0 1,050.3 R.M. = 1,627.8 Resisting/Overturning Ratio = 2.17 Total used for Soil Pressure -1-1050.3 t Axial Live Load, Vertical Soil Component) Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Heel Surcharge Not Used To Resist Overturning 4- (c) 1983-97 ENERCALC c:~ehercalc\vAlson.ecw:RETAINING WALLS KW-0601451, Ver 5.0.4, 1 0-Dec-1 997, Win32 1 L Io B.' Mas w/ #4 @ 16.00in o/.c 3." .. ... ....... . . . . . . . . . . . ....... . ...... . ..... . . . . . . . . . . . . . . . . ..... ........ . .. . . . . . . . . ... ....... ...... .... . . . . . . . . . . . .. . . . . . ............ ...... . . . . . . . . . . . . . . . . . ............. ................. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ...... . . . . . . . . . . i ....................... .................. 9.. 1 '477 NIP— Tm6. v 7 J, 15 f % 7', ve 17" 4 Ir 4 . ....... ................ ........... ........... .. ......... .................... .. . .. . ..................... ............... ...... ....... .............. .... ..... .................. . ............... . .. ....... ......... ................ . .......... . . . . . . . . . . . . . . . 450.0lbs .,Pp 450.0 bs 2 4p , 8f 937.7psf *A" 41 E.A.D., Inc. 514 Via de la Valle, St.#306 Solana Beach, Ca 9075 - Title Osgnr: Description Job# J Date: 5:38PM, 17 APR 98 Scope I I- SUM . Cantilevered Retaining'Wall Description WILSON RW2 I Data General Retained Height 5.50 ft Allow S71 Bearing psf Wall height above retained soil 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00: 1- Active Soil Pressure - Heel Side 36.0 psf Height of Soil over Toe 0.00 in - Active.Soil Pressure - Toe Side 0.0 pcf Passive Pressure 400.0 pcf Soil Density 110.00 pcf Water table height over heel 0.0 ft Footing Data Wing Data Toe Width 2.33 ft Friction Factor @ Footing &,Soil 0.250 Heel Width 1.17 ft ... neglect ht. for passive 0.00 in Total Footing Width 3.50 ft .1 Footing Thickness 18. 00 in Lateral Sliding Force 882.0 less Passive Pressure Force 938.9 lbs LFooting Key Data less riction Force 405.2 lbs Distance from Toe 0.00 ft Added Restraint Force Required 0.0 lbs Width 8.00 in, Depth 8.00 in ~Footing Design Results fc Fy 2,00.0 psi 60,000 -Minimurn Footing Rebar,'Options ...... Minimum As % psi 0.0014 Toe Side ...... Heel Side.... Rebar Cover @ Top 3.00n Not req'd Not req'd Rebar Cover @ Bottom 3.00 in, Mu < S Fr Mu < S Fr Toe Heel ACI Factored Soil,Pressure 1 1,569 0 P.Sf Mu': From Upward Loads 0- 0 1t_# Mu': From Downward Loads 0 261 ft-# Mu: Used For Design 1,697 "261 ft-# Actual One-Way Shear 8.33 3.36 psi Key Reinforcement: Not Req'd Mu<S*Fr Allowable One-Way Shear 76.03 76.03 psi [Design Summary Total Bearing Load 1,621 lb ' s Summary of Stem Section Designs.... ... resultant ecc. 9.43 in -Top: 8 in Mas, #5@16.00 in@Edge, From 5.5 ft to 0.0 ft Soil Pressure @ Toe 1,121 <= 1,500 psf Soil Pressure @ Heel 0 <= 1,500 psf ACI Factored Press @ Toe 1,569 psf ACI Factored Press @ Heel .0 psf Footing Shear @ Toe 8.3 <= 76.0 psi Footing Shear @ Heel 3.4 <= 76.0 psi WALL STABILITY RATIOS Overturning Stability Ratio 1.76 Sliding Ratio Ratio 1.52 (c) 1983-97 ENERCALC c:~enerc.~IcXvA[son.eew.RETAINING WALLS KW-0601451, Ver 5.0.4, 1 O-De4,,1997, Win32 E.A.D., Inc. - Title Job # 514 Via de la Valle, St.#306 Dsgnr: Date: 5:3813M. 17. APR 98 Solana Beach, Ca 9075 Description Scope: R- SOMI Cantilevered Retaininig Wall Description WILSON RW2 Stem Design & Construction Top Stem Design location for stem is at Stem'OK this height above footing 0. 60 ft Wall Material Above "HV Masonry Thickness 8.00 in kebar Size # 5. Rebar Spacing 16.00 in Rebar Placed at Edge Design Data fb/FB + fa/Fa 0.944 Total Force @ Section 544.5 lbs V Moment .... Actual 998.3 ft-# Moment ..... Allowa ' ble 1,058.0 ft-# Shear ..... Actual 9.73 psi Shear ..... Allowable 19.36 psi Bar Embed ABOVE Ht. 13.89 in Bar Embed BELOW Ht.- 6.00 in Wall Weight 84.0 psf Rebar Depth 'd' 5.25 in Masonry Data fm 1,500 psi Fs 24,000 psi Solid Grouting Yes Special Inspection No Modular Ratio 'n' 25.78 Short Term Factor 1.000 Equiv. Solid Thick., 7.60 in' Concrete Data fc Fy (c) 1983-97 ENERCALC c:\enerealckwilson.ecw:RETAINING WALLS KW-0601451, Ver 5.0;4, 1 O-Dec-1 997, Win32 E.A.D., Inc. Title J ob # 514 Via de la Valle, St.#306 Dsgnr: Date: 5:38PM, ~17 APR 98 Description Solana Beach, Ca 9075 Scope Cantilevered Retaining Wall Description WILSON RW2 Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... ..... RESISTING .... Force Distance Moment Force Distance Moment Item Ils It ft-0 Heel Active Pressure 882.0 2.33 2,058.0 lbs ft 1 . I I . ft-# Soil Over Heel 304.5 3.25 989.2 -Sloped Soil Over Heel Surcharge Over* Heel Adjacent Footing Load. Axial Dead Load on Stem 0.00 Toe Active Pressure 0.50 Soil Over Toe Surcharge Over Toe Stem Weight(s) 462.0 2.66 1,230.5 Earth @ Stem Transitions Footing Weight 787.5 1.75 1,378.1 Key Weight 66.7 0.33 22.2 Vert. Component Added Lateral Load Load @ Stem Above Soil 'TOTALS 882.0-lbs O.T.M. 2,058.0 1,620.7 R. M. = 3,620.0 Resisting/Overturning Ratio = 1.76 Total used for Soil Pressure 11620-7. + Axial Live Load, Vertical Soil Component) Vertical component of active pressure used for soil press6re Toe Surcharge Not Used To Resist Overturning Heel Surcharge Not Used To Resist Overturning (c) 1983-97 ENERCALC c:~enercalc\wilson.ecw:RETAINING WALLS KW-0601451, Ver 5.0.4, 1 O-Dec-1 997, Win32 V-2. pop X-6. in .3. Y, ............ ............. .......... .................... ........... .... ........... . . . . . . ............ ............ . . . . . .. ............ ..... ................ . ............. ... . . . . . . . X, ... . . . . . . . . . . ...... .............. .............. . .. ....... . ..... . . . . . . . . . ......... . . . . . . .......... . . . .. .... ........... PW 882.61b' Pp 03.8.81b. 16. 21. I 008f 1 04' 14~ 1, E.A.D., Inc. title': Job # 514 Via de la Valle, St.#306 Dsgnr: Date: 5:47PM, 17 APR 98 Solana Beach, Ca 9075 Description Scope: R- SOW1 Cantilevered Retaining Wall Description WILSON RW3 [General Soil Data Retained Height 7.50 ft Allow Soil Bearing 1,500.0 psf Wall height above retained soil 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall -0.00: 1 Active Soil Pressure - Heel Side 36.0 psf Height of Soil over Toe 0.00 in.. Active Soil Pressure - Toe Side 0.0 pcf Passive Pressure 400.0 pcf Soil Density 110.00 pcf Water table height over heel 0.0 ft Footing Data Data Toe Width 3.00 ft Friction Factor @ Footing & Soil 0.270 Heel Width 2.00,ft, ... neglect ht. for passive 0.00 in Total Footing Width 5.001t , Footing Thickness 18:00 in,. Lateral Sliding Force 1,458.0 lbs less Passive Pressure Force 1,422.2 lbs Footing Key Data less Friction Force 828.1 lbs Distance from Toe 0.00 ft Added Restraint Force Required 0.0 lbs Width 12.00 in Depth 14.00 in Footing Design Results fc Fy 2,000 psi' 60,000 psi- Minimum Footing Rebar Options ...... Minimum As % 0.0014 Toe Side ....... Heel Side.... Rebar Cover @ Top 3.00 in. Not req'd Not req'd Rebar Cover @ Bottom 3.00 in Mu < S Fr Mu<S*Fr Toe Heel ACI Factored Soil Pressure 1,493 132 pf Mu': From Upward Loads 0 0 ft-# Mu': From Downward Loads 0, 1, 148 ft-# Mu: Used For Design 4,303 1, 148 ft-# Actual One-Way Shear 13'.27 8.45 psi Key Reinforcement: Not Req'd Mu<S*Fr Allowable One-Way Shear 76.03 76.03 psi [Desiqn SummarV Total Bearing Load 3,067 lbs Summary of Stem Section Designs.... ... resultant ecc. 8.37 in Top: 8 in Mas, #5@16.00 in@Edge, From 7.5 ft to 3.0 ft Soil Pressure @ Toe 1,127 <= 1,500 psf 2nd: 12 in Mas, #5@16.00 in@Edge, From 3.0ft to O.Oft So.il Pressure @ Heel 100 <= 1,500 psf ACI Factored Press @ Toe 1,493 psf ACI Factored Press @ Heel 132 psf Footing Shear @ Toe 13.3 <= 76.0 psi Footing Shear@ Heel 8.4 <= 76.0 psi WALL STABILITY RATIOS Overturning Stability Ratio 2.26 Sliding Ratio Ratio 1.54 (c) 1983-97 ENERCALC c:\enercalckv.Wis-on.ecw.RETAINING WALLS KW-0601451, Ver 5.0.4, 1 0-Dec-1 99T, _Wjn32 I I — I I ' I 77 I E.A.D., Inc. Title Job # 514 Via de la Valle, St.#306 Osgnr: Date: 5:47PM, 17 APR 98 Solana Beach, Ca 9075 Description Scope: R- 510"1 Cantilevered Retaining Wall Description WILSON RW3 Stem Design & construction Top Stem 2nd Stem Design location for stem is at Stem OK Stem OK this height above footing 3.00 ft 0.00 ft Wall Material Above "Ht' Masonry Masonry Thickness 8.00 in 12.00 in Rebar Size 5 # 15 Rebar Spacing 16.00 in 16.00 in Rebar Placed at Edge Edge Design Data fb/FB + fa/Fa 0.517 0.988 Total Force @ Section 364.5 lbs '1,012.5 lbs Moment .... Actual 546.8 ft-# 2,531.3 ft-# Moment ..... Allowable 1, 058. 0 ft-# 2,563.0 ft-# Shear ..... Actual 6.51 psi 10.30 psi Shear ..... Allowable 19.36 psi 19.36 psi Bar Embed ABOVE Ht. 12.00 in 20.03 in Bar Embed BELOW,Ht. 12.00 in, 7.84 in Wall Weight 84.0, Osf 133.0 psf Rebar Depth 'd' 5.25 in 9.00 in Masonry Data fm 1,500 psi 1,500 psi Fs 24,006 psi 24,000 psi.. Solid Grouting Yes Yes Special Inspection No No .Modular Ratio'n' 25.78 25.78 Short Term Factor ' .1.000 1.000 Equiv. Solid Thick. 7.60 in 11.60 in Concrete Data fc Fy (c) 1983-97 ENERCALC c:Wherealckwilson.ecw.RETAINING WALLS KW-0601451, Ver 5.0.4, 1 0-Dec-1 Win32 Job # Date: 5:4712M, 17APR98 Title: Dsgnr: Description Scope: Cantilevered Retaining Wall E.A.D., Inc. 514'Via de la Va-Ile, St.#306 Solana Beach, Ca 9075 Description WILSON RW3 Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... ..... RES;STING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure 1,458.0: 3.00 .4,374.0 - Soil Over Heel 825.0 4.50 3,712.5 Slo ped So il Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem 0.00 Toe Active Pressure 0.50, Soil Over Toe Surcharge Over Toe Stem Weight(s) 777.0 3.42 2,656.5 Earth @ Stem Transitions 165.0 3.83 632.5 Footing Weight 1,125.0 2.50 2,812.5 Key Weight 175.0 0.50 87.5 Vert. Component Added Lateral Load Load @ Stem Above Soil TOTALS 1,458.01 s O.T.M. b 4,374.0 3,067.0 R. M. 9,901.5 Resist! ng/Overtu rn i ng Ratio 2.26 Total used for Soil Pressur ' e 3,067.0 + Axial Live'Load, - Vertical Soil Component) Vertical component of active pressure u sed for soil pressure, Toe Surcharge Not Used To Resist Overturning Heel Surcharge Not Used 'to Resist Overturning (c) 1983-97 ENERCALC c:\enercalc\wilson.ecw:RETAINING WALLS KW-0601451, Ver 5.0.4, 1 0-DecA 997, Win32 I I I I .1 I I 11 I 1, I I I I I A. 1, d, X, '8. Mas w/ #5 @ 16.00in o/c f V-6. 6 7'- -0. Mas w/ #5 @ 16.00in o/c li rout, So -~ G 3." Y-0. ........... 3.' V-6.- ........ ....... . ", 3." 4L 4' - I 3 -0; 2'7Q. 77 V 'j 46 ......... .......... .. .. .. ................ ............ . ........... . . . ......... ............ ................ . ............. ..... . ........... . . . . . . . . . . . . . . ........ ........... ......... .......... ........ . 1458.Olbs . . . . . . . . . . . . . PP= 1422.2lbs -,99.7psf. jw ,1126.9psf I E.A.D., Inc. Title Dsgnr: 'Date: Job # 5:54PM, 17 APR 98 514 Via de la Valle, St.#306 Solana Beach, Ca 9075 Description Scope: Cantilevered Retaining Wall Description WILSON RW4 General Soil Data Retained Height 10.00 ft Allow Soil Bearing 1,500.0 psf Wall height above retained soil 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 : 1 Active Soil Pressure - Heel Side 36.0 psf Height of Soil over Toe 0.00 in Active Soil Pressure - Toe Side 0.0 pcf Passive Pressure 400.0 p.c! Soil Density 110.00pcf Water table height over heel O.Oft FFo-otinq Data F§ Fiding Data Toe Width 5.00 ft Friction Factor @ Footing & Soil 0.270 Heel Width 2.00 ft ..neglect ht. for passive 0.00 in Total Footing Width 7.00 ft. Footing Thickness 24.00 in. Lateral Sliding Force 2,592.0 lbs less Passive Pressure Force 2,688.9 lbs Footing Key Data - less Friction Force 1,271.0 lbs Distance from Toe 0.00 ft Added, Restraint Force Required 0.0 lbs Width 12.00 in Depth 20.00 in Footing Design Results fc Fy 2,000 psi 60,000 psi Minimum Footing Rebar Options ...... Heel Side.... Minimum As % 0.0014 Toe Side ...... Rebar Cover @ Top' 3.00 in Not req'd Not req'd Rebar Cover @ Bottom 3.00 in Mu<S*Fr Mu<S*Fr Toe Heel ACI Factored Soil Pressure 1,685 30 psf Mu': From Upward Loads Mu': From Downward Loads 0. 0 0 ft-# 980 ft-# Mu: Used For Design 10,200 980 ft-# Key Reinforcement: Not Req'd Mu<S*Fr Actual One-Way Shear 13.69 5.31 psi Allowable One-Way Shear 76.03 76.03 psi Design Summary Total Bearing Load resultant ecc. 4,707 lbs 13.52 in Summary of Stem Section Designs.... Top: 8 in Mas, #5@16.00 in@Edge, From 10.0 ft to 5.5 ft So ii Pressure @ Toe 1,322 <= 1,500 psf 2nd: 12 in Mas, #5@16.00 in@Edg'e, From 5.5 ft to 3.0 ft Soil Pressure @ Heel 23 ACI Factored Press @ Toe <= 1,500 psf 1,685 psf 3rd: 16 in Mas, #7@16.00 in@Edge, From 3.0 ft to 0.0 ft ACI Factored Press @ Heel 30 psf Footing Shear @ Toe .13.7 <= 76.0 psi Footing Shear @ Heel 5.3 <= 76.0 psi WALL STABILITY RATIOS Overturning Stability Ratio Sliding Ratio'Ratio 2.08 -1.53 (c) 1983-97 ENERCALC c:\enercalc\vAlson.ecw:RETAINING WALLS KW-0601451, Ver 5.0.4, 1 0-Dec-1 997, Win32 E.A.D., Inc. 514 Via de la Valle, St.#306 Solana Beach, Ca 9075 I I R- Title: Job # - Dsgnr: Date: 5:54PM, 17 APR 98 Description Scope Cantilevered Retaining Wall Description WILSON RW4 Stem DesignA Construction Top Stem 2nd Stem 3rd Stem Design location for stem is at Stem OK Stem OK Stem OK this height above footing 5.50 ft 3.00 ft 0.00 ft Wall Material Above "Ht' Masonry Masonry Masonry Thickness 8.00 in 12.00 in 16.00 in Rebar Size # 5 # 5 # 7 Rebar Spacing 16.00 in 16.00 in 16.00 in Rebar Placed at Edge Edge Edge Design Data fb/FB + fa/Fa 0.517 0.803. 1.008 Total Force @ Section 364.5 lbs 882.0 lbs 1,800.0 lbs Moment .... Actual 546.8 ft-# 2,058.0 ft-# 6,000.0 ft-# Moment ..... Allowable 1,058.0 ft-# 2,563.0 ft-# 5,951.9 ft-# Shear ..... Actual 6.51 psi 8.97 psi 12.87 psi Shear ..... Allowable 11 9.36 psi 19.36 psi 19.36 psi Bar Embed ABOVE Ht. 12.00 in 16.28 in 24.10 in Bar Embed BELOW Ht. 12.00 in 16.28 in 9.43 in Wall Weight 84.0 psf 133.0 psf 164.0 psf Rebar Depth 'd' 5.25 in 9.00 in 13.00 in Masonry Data fm 1,500 psi 1,500 psi 1,500 psi Fs 24,000 psi 24,000 psi 24,000 psi Solid Grouting Yes Yes Yes Special Inspection No No No Modular Ratio 'n' 25.78 25.78 25.78 Short Term Factor 1.000 1.000 1.000 Equiv. Solid Thick. 7.60 in 11.60 in 15.60 in Concrete Data fc Fy (c) 1983-97 ENERCALC c:Wnerca1c\wi1son.ecw:RETAlNlNG WALLS -RW--0661 5i, Ve -r 5.0.4, 1 0-Dec-1 997, Win32 Titte Job' # E.A.D., Inc. Dsgnr: 514 Via de la Valle, St.#306 Date: 5:54PM, 17 APR 98 -Description: Solana Beach, Ca 9075 Scope Rw "MI . Cantilevered Retaining Wall Description WILSON RW4 Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... ..... RESISTING ..... Force, Distance Moment Force Distance Moment Item lbs ft ft_# lbs ft ft_# Heel Active Pressure 2,592.0 4.00 10,368.0 Soil Over Heel 6.67 4,888.9 Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Toe Active Pressure 0.67 Soil Over Toe Surcharge Over Toe Stem Weight(s) 1,202.5 5.52 6,632.8 Earth @ Stem Transitions 421.7 6.04 2,545.3 Footing Weight 2,10.0.0 3.50 7,350.0 Key Weight 250.0 125.0 Vert. Component Added Lateral Load' Load @ Stem Above Soil TOTAL&, ~,592.0 lbs O.T.M. 10,368.0 4.707.5 R.M. 21,541.9 Resisting/Overturning Ratio 2.08 Total used for Soil Pressure 4,707.5 Axial Live Load, Vertical Soil Component) Vertical component of active pressure used for Soil pressure Toe Surcharge Not Used To Resist Overturning Heel Surcharge Not Used To Resist Overturning (c) 1983-97 ENERCALC_ c:\enercalc\vAlson.ecw:RETAINING WALLS KW-MI451,Ver5.0.4,10-Dec-1997,Win32 0;. 3. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ................ "I . . . . . . . . ..... .. ................... ...... .................. .......... .............................. ........ . .... ... ... . . ..... X ........... l.'l.*l.*l.'l.'l.*l . ............... . . ... ........ ....... .. . . ...................... ............... . .. ...... ............ .............. ............ ....................................... . . . . . . . . . . . . . . . . . . . . . . . . ..... ::: ..: .. ........... .......... .................... ...................... : ....... I , I , X ............. ..... ..... . . .. ............ . . . . . . . . . . . . . . . . . . . . . . . . . ...... . . . . . . . . . . . . . . . . . . . ....... ............ ..................... .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2592.0lbs ............... P~ 2688.8lbs 23.2psf 4 , - A321.7p~f: p V % I~A E.A.D., Inc. Title: Job # 514 Via de la Valle, St.#306 Dsgnr: Date: 5:58PM, IT APR 98 Solana Beach, Ca 9075 Description Scope: R- MMI J Cantilevered Retaining Wall Description WILSON RW5 General Soil Data Retained Height 12.00 ft Allow Soil Bearing 1,500.0 psf Wall height above retained soil 0.00 It Equivalent Fluid Pressure Method Slope Behind Wall 0.00: 1 Active Soil Pressure - Heel Side 36.0 psf Height of Soil'over Toe' 0.00 in Active Soil Pressure- Toe Side 0.0 pcf Passive Pressure 400.0 pcf Soil Density 110.00 pcf Water table height over heel 0.0 ft Footinq Data Lslidinq-'Data Toe Width 5.50 ft Friction Factor @ Footing & Soil 0.300 Heel Width 3.00 ft, ... neglect ht. for passive 0.00 in Footing Width -Total 8.50 ft Footing Thickness 24.00 in, Lateral Sliding Force 3,528.0 lbs less Passive Pressure Force 3,200.0 lbs Footing Key Data less Friction Force 2,121.4 lbs Distance from Toe 0.00 ft Added Restraint Force Required 0.0 lbs Width Depth 12.00 in 24.00 in I Footinq Desiqn Results fc 2,000 psi Minimum Footing Rebar Options ...... Fy. Minimum As % 60,000 psi 0.0014 Toe Side ...... Heel Side.... Rebar Cover @ Top 3.00 in #4@ 7.00 in Not req'd Rebar Cover @ Bottom 3.00 in. # 5 @ 11.00 in. Mu < S Fr # 6 @ 15.50 in Toe Heel # 7 @ 21.00 in ACI Factored Soil Pressure 1,780 .416 psf # 8 @.27.75 in Mu': From Upward Loads 22,478 0 ft-# # 9 @ 35.00 in Mu': From Downward Loads 6,353 3,150 ft-# # 10 @ 44.50 in Mu: Used For Desi gn 16,125 3,150 ft-# Key Reinforcement: Not Req'd Mu<S*Fr Actual One-Way Shear 16.28 15.37 psi Allowable One-Way Shear 76.03 76.03 psi Desiqn' SurnmarV Total Bearing Load 7,071 lbs Summary of Stem Section Designs.... ... resultant ecc. 10.56 in' Top: 8 in Mas, #5@16.00 i'n@Edge, From 12.0 ft to 7.5 ft Soil Pressure @ Toe 1,349 <= 1,500 psf 2nd: 12 in Mas, #5@16.00 in@Edge, Fro'm 7.5 ft to 5.5 ft Soil Pressure @ Heel 315 '<= 1,500 Psf 3rd: . 16r in Mas, #9@16.00 in@Edge, From 5.5ft to 2.0ft ACI Factored Press @ Toe 1,780 psf 4th: 16 in Conc, #9@16.00 in@Edge,From 2.0ft to 0.0ft ACI Factored Press @ Heel 416 psf Footing Shear @ Toe 16.3 76.0 psi Footing Shear @ Heel 15.4 <=, 76.0 psi WALL STABILITY RATIOS Overturning Stability Ratio 2.45 Sliding Ratio Ratio 1.51 j (c) 1983-97 ENERCALC c:lenerealckvAlton~ecw:RETAINING WALLS KW-0601451, Ver 5.0.4, 1 0-Dec-1 997, Win32 E.A.D., Inc. Title: Job # 98 Date: 5:58PM, 17 APR 514 Via de la Valle, St.#306 Dsgnr: Description Solana Beach, Ca 9075 Scope: R- 30MI Cantilevered Retaining.Wall Description WILSON RW6 Stem Design & Construction - . T op Stem 2nd St ern 3rd Stem 4th Stem Design location for stem is at Stem OK Stem OK Stem OK Stem OK this height above footing 7.50 ft 5.50 ft 2.00 ft 0.00 It Wall Material Above "Ht' Mason~y Masonry Masonry Concrete Thickness 8.00 in 12.00 in 16.00 in 16.00 in Rebar Size # ~5 5 # 9 Rebar Spacing 16.00 in , 16.00 in 16.00 in 16.00 in Rebar Placed at Edge Edge Edge Edge Design Data fb/FB + fa/Fa 0.517 -0.643 -0.847 0.666 Total Force @ Section 364.5 lbs 760.5 lbs 1,800.0 lbs 4,406.4 lbs Moment .... Actual 546.8 ft-# ft-# 6, 000. 0 ft-# 17,625.6 ft-# Moment ..... Allowable 1, 058. 0 ft-# 2,563.0 ft-# 7,082.4 ft-# 26,465.6 ft-# Shear ..... Actual 6.51 psi 7.74 psi 13.21 psi 29.38 psi Shear ..... Allowable 19.36 psi 19.36 psi 19.36 psi 76.03 psi Bar Embed ABOVE Ht. 12.00 in 13.04 in 19.09 in 19.67 in Bar Embed BELOW Ht. 12.00 in 13.04 in 16.01 in 9.18 in Wall Weight 84.0 psf A33.0 psf 164.0 psf 200.0 psf Rebar Depth 'd' 5.25 in 9.00 in 13.00 in 12.50 in Masonry Data fm 1,500 psi 1,500 psi - 1,500 psi Fs .24,000 psi 24,000 psi 24,000 psi Solid Grouting Yes Yes Yes Special Inspection No No No Modular Ratio 'n' Short Term Factor 25.78 1.000 25.78 1.000 25.78 1.000 Equiv. Solid Thick. 7.60 in' 11.60 in 15.60 in Concrete Data fc 2,000 psi Fy 40,000 psi (c) 1983-97 ENERCALC c:\enercalcW1son.ecw:RETA1NlNG WALLS KW-0601451, Ver 5.0.4, 1 0-.Dec-1 997, Win32 I E.A.D., Inc. Title Dsgnr: Job # Date: 5:58PM, 17 APR - 98 514 Via de la Valle, St.#306 Description Solana Beach, Ca 9075 Scope R- 50MI -Cantilevered Retaining Wall Description WILSON RW5 Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... ..... RESISTING ..... Force Distance. Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure 3,528.0 4.67 16,464.0 Soil Over Heel. 2,200.0 7.67 16,866.7 Sloped.,Soil Over Heel Surcharge Over Heel Adjacent Footing Load, Axial Dead Load on Stem 0.00 Toe Active Pressure 0.67, Soil Over Toe Surcharge Over Toe Stem Weight(s) 1,618.0 6.06 9,807.3 Earth @ Stem Transitions 403.3 6.53 -2,633.9 Footing Weight 2,550.0 4.25 .10,837.4 Key Weight 300.0 0.50 150.0 Vert. Component Added Lateral Load Load @ Stem Above Soil TOTALS 3,528.0 lbs O.T.M., 16,464.0 7,071.3 R. M. 40.295.3 Resisting/Overturning Ratio 2.45 Total used for Soil Pressure 7,071.3 + Axial Live Loid, Vertical Soil Component) Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Heel Surcharge Not Used To Resist Overturning' (c) 1983-97 ENERCALC c:~enercalcWvilson.eow.RETAINING WALLS KW4)601451, Ver 5.0.4, 1 0-DecA 997, Win32 Ion I . I I , I 1 1 5'-1 I." 3. 3." ......... ... .1 .2 Yl. .. ......... .. ............. ............. ---------------- ............................... ...... %~:~:.:::i:~:::::::::::::i:i:i:::~:i:::::::::::::::::::i:i::~~i~:]~i~i~i~:~~~:~~~~~i~i~i~~~~~ii~,~iiii~.~'.~'..ii~~:::~~*: ... ............... .......... I .................... ........... .......... * .. ....... ............................ .. ...... .......... .. . ....... .......... ........................... ..... ............. ........... . ............................. ........... .............. . . ...... ........... -352i.Olbs ----------------------- Pp= 3200.Olbs 315.2psf 134 S . 0"S' f 7 A4 o