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RER (0208-345) (Structural Calculations)PROJECT t DIMARE' RESIDENCE ADDITION CD 49963 Montero Drive La.Quinta, California 92253 cn ARCHITECT JIM JENNINGS ARCHITECTURE 49 Rodgers Alley San Fraricisco, CA 94103 415/55.1/0827 " STRUCTURAL ENGINEER WILLIAM KOH & ASSOCIATES 3435 Wilshire Blvd., Suite 2310 e Los Angeles, CA 90010 213 386 1715 STRUCTURAL ENGINEERING CALCULATIONS cn .O CONTENTS SHEET NUMBER A. STRUCTURAL' DATA A-1 to A-3 B. ROOF / FLOOR FRAMING B-1 to. B41 C. LATERAL ANALYSIS C-1 to C-22 D. SAP2000 COMBINED VERTICAL AND LATERAL OUTPUT / DESIGN CHECK D-1 to D -29- E. FOUNDATION CHECK E-1 to E-3 tp 01 UIN-TA CITY OF LA Q c7 •� w BUILDING &SAFETY ,DEPT. >k APPROVE FOR CC NSTRUCTI N..' DATE Z BY *OT MILLIAM K. KOH & ASSOCIATES STRUCTURAL ENGINEERS 3435 WILSHIRE BLVD. SUITE 2310, LOS ANGELES CALIFORNIA 90010 TEL 213 386 1715, FLAX 213 386 1719, E—MAIL: )3KOHLA®AOL.COM Date- • Pa e Pro'let 1. STRUCTURAL DESIGN DATA JOB NAME DiMare Residence Addition LOCATION La Quinta, Ca BLDG CODE 1997 UBC 1)LOADS ; A. LIVE LOADS: a) ROOF 20 psf (REDUCIBLE) b) FLOOR LOAD 40 psf (REDUCIBLE) B. DEAD LOADS: a) SEE A-3 2) MATERIALS A. REINFORCED CONCRETE a) DESIGN METHOD: ULTIMATE STRENGTH b) STRENGTH AND USE fc= 3000 psi REG.WT - USE FTG. SLAB ON GRADE & RETAINING WALLS c) ALLOWABLE CONC. UNIT STRESSES: VALUES IN P.S.I. ITEM fc 3000 N 11 K : 150 v 49 d) REINFORCING STEEL ITEM ASTM GRADE ALLOW REMARKS SPEC. FY UNIT, K.S.I. STRESS K.S.I. FOUND. A615 40.0 20.0 WALLS A615 40.0 20.0 SLABS A185 60.0 24.0 * STRAIGHT BARS ONLY: YES x NO * STRAIGHT &BENT BARS: YES NO x OTHER INFORMATION USE ACI HDBK PUB. SP -17(73) AS DESIGN AID v WILLIAM. K. KOH & ASSOCIATES. STRUCTURAL ENGINEERS 3435. WILSHIRE BLVD. SUITE 2310, LOS ANGELES CALIFORNIA 90010 PAX TEL 213 386 1715, 213 386 1719, E—MAIL: )3KOHLA®AOL.COM _� Date: Pa e Pro'ect: B) MASONRY REINFORCED CONTINUOUS INSPECTION MASONRY TYPE GRADE FM REMARKS CONC. BLOCK N 1500 ALL CELLS SOLIDLY GROUTED ALLOWABLE UNIT STRESSES -.NET SECTION STRESS VALUES - P.S.I. F'M=1500 COMPRESS. AXIAL — WALLS 128.34 COMPRESS. AXIAL COLS. 128.34 COMPRESS. FLEXURE . 270.0 SHEAR - SHEAR REINF. FLEXURE SHEAR WALL: M/Vd >^, 1. SHEAR WALL: M/Vd = 0 E G N BEARING - FULL AREA' .BEARING - 1/3 AREA OR LESS BOND - PLAIN BARS BOND - DEFORMED BARS REMARKS USE " REINFORCED MASONRY ENGINEERING HANDBOOK" 3RD EDITION BY J.E-AMPHEIN:,'AS DESIGN AID C) WOOD - LUMBER Design Values per 1997 UBC i.e. 1997 ANSI/AF&PA NDS -1997 National Design Specifications for Wood Construction D)= PLYWOOD SPECIES DOUG.FIR. GRADE STRUG.I. 3) FOUNDATIONS -PER SOILS REPORT ti�ILLIAM K. KOH & ASSOCIATES STRUCTURAL ENGINEERS 3435 WILSHIRR BLVD. SUITE 2310, LOS ANGELES CALIFORNIA 90010 TEL 213 386" 1715, IVAX 213 386 1719, E-MAIL: bKOHLA®AOL.COM Date Pa ae Pro'ect• Design Loa Roof Live Load 20.0 psf Combined Roof/Ceiling Dead Load PVC Roof Membrane 2.5 psf 2x Ripping @ 16" 1.0 psf 1/2" Plywood. Sheathing 1.5 psf 2x10 DF Roof Farming @ 1.6" o.c:' 2.6 psf 8" Batt Insulation 0.5 psf. 5/8" Gyp. Board 3.3 psf Misc. 3.6 psf Total Roof/Ceiling Dead Load = 15.0 psf Floor. Live Load 40.0 psf Floor Dead Load (Carpet) Bathroom Dead Load (Tile) Carpet/Underlayment. 1.5 psf Glazed Tile Finish 9.0 psf 3/4" Plywood Sheathing 3.4 psf 3/4" Plywood Sheathing 2.5 psf 2x12 DF Framing @ 16" o.c. 3.2 psf 2x12 DF Framing @ 16" o.c. 3.2 psf 8" Batt Insulation 0.5 psf 8" Batt Insulation 0.5 psf 3/4" Plywood Sheathing 2.5 psf 3/4" Plywood Sheathing 2.5 psf Exterior Underside Finish 5.0 psf, Exterior Underside Finish 5.0 psf Misc. 2.4 psf I I Misc. 2.3 psf Total'Floor Dead Load = 18.5 psf Total Balcony Dead Load = 25.0 psf Walls Dead Load (Interior Gyp. Board) . Wall Dead Load (Exterior Fiber. Board) 1/2" Gyp. Board (both sides) 5.0 psf 5/8" Gyp. Board (one side) 2.5 psf 1/2" Plywood Sheathing (both sides) , 3.0 psf 1/2" Plywood Sheathing (one side) 1.5 psf Insulation 0.5 psf Exterior Fiber Board (one side) 5.0 psf 2x DF Studs @ 16"o.c. 1.0 psf Insulation 0.5 psf Misc. 1.5 psf 2x DF Studs @ 16"o.c. 1.6 psf Total Wall Dead Load = 11.0 psf Misc. 1.4 psf Total Wall Dead Load = 12.5 psf Waft Dead Load (Interior Tile Finish) Glazed Tile Finish 9.0 psf 1/2" Gyp, Board (one -side) 2.5 psf Tile Backer Board (one side) 3.0 psf Insulation 0.5 psf 2x -DF Studs @ 16"o:c. 1.0 psf Misc. 1.5 psf Total Wall Dead Load = 17.5 psf d 17J j -�� al mi---------------- - 1. i i � . i i �� . � 1 i i 1 •� 1 1 1� 1 V I I 1 1 I I 1' 1 1 1 I I I I• ; � - + • { 1 1 Ii i iI ii ii � II � � ' ----'---- I II II 1 - '1 1 1• 1 1 1 1 1 L_L_JI--•- T•---1 - 1•---•-------• 1 1 1 - - • i ------------------- r __________l. 1 + •, , 1 1 1 , 1 I 'I I1 � I • I II I, 1 1 - -------•-- ,1 J 1 ------------- 1 1 1 I I 1 1 --T-- I 1 II I I ; 1 ; 1 • 1 11 II' 11 II I I I I I II � 1_ II I, i i 1 I i 1 I 11 I 11 1 I. I M - uf W I II -- Ir' -x,11 I 1 1 1 L 'I 1 II 1111 fit 1 1 l_ir---- J I 'I • 111 I I � I - t l 1 111 I I I r iii I I 202 016C. In I. fit I 'I _ III 1 IL 1 r 1 — ' L.L.-----• .. LIA 11 I1 I I 11 1 � •I � � IIr , i1r------14.1' I '' I 1 � •• '- ' 1 1 , ' I L 111 1 •,� I I•. 111 I • 1 I I III 1 , � 1 ' � • ' . r ------------------------ --7 --- Ir ------- 1 I r I � r �T-r1 TTT____� 1 Y• 1 1 1 1 1 1 1 I 111 I �._ I � I l i I I I 1 I' 11 I N I I I 1 -1-T-r-I r•I I �l� I I III I I , . I I t I I I I II • ' 202 016' O.C. i x • ------- -- 6x12 I ' . r t ' WILLIAM K KOH & ASSOCIATES STRUCTURAL ENGINEERS 3435 WILSHIRE BLVD. SUITE '2310, LOS ANGELES CALIFORNIA 90010 TEL 213,386 1715, FLAX 213 386 1719, E-MAIL: 'BKOHLA A L.COM Date• Pro'eCL N t0,0 l•�o ( rom t , . Po: 2%f $yoxl09/43 � � l tj ti � �" 1'7 ��" l�'n= f.',,� r3 �k rte. 3Y40 x;7. r pro N illiam K. Koh 8. Associates Structural Engineers 3435 Wilshire Blvd, Suite 2310 Los Angeles, Ca, 90010 . Rev: -SIM "�'�•°6°�.'6'.�e<5''''•u-'uo�,w°, (c) i e+ERcuc Description Roof Beam # Title : Addition to DIMare Res. ' Job #2273 Dsgnr: Jesse Dillon +Date: • - Description : 49963 Montero La Quinta, Ca. Scope : Structural Design' , General Timber Beam Lareec�.Revi General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements Section Name 4x10Center Beam Width 3.500 in Span 10.00 ft Lu ` 0.00 ft . Beam Depth 9.250 in Left Cantilever ft .....Lu . , %. Right Cantilever ft 0.00 It 0.00 ft Member Type Sawn .....Lu Douglas Douglas Fir -Larch, No.1 4 Bm Wt. Added to Loads '�, Fb Allow 1,000.0 psi` Load Dur. Factor 1.250 Fv Allow 95.0 psi ' • Beam End Fixity Pin -Pin Fc Allow 625.0 psi t , Wood Density 34,00013cf ` 'E 1,700.0ksi +' Full Lengh Uniform Loads , Center p. Left Cantilever DL 151.30 #/ft.- LL 175.00 #/ft DL #/ft Right Cantilever DL LL #/ft ' #/ft LL #/ft M Summary ` Beam Design OK Span=10.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin ' Max Stress Ratio ,0.666 Maximum Moment A.2 k -ft " t „ Maximum Shear'* 1.5 112.1 k Allowable 6.2 k=ft Allowable 3.8 k Max. Positive Moment Max. Negative Moment 4.17 k-ftat 0.00 k -ft 5;000 ft Shear: @ Left - at 10.000 ft 1.67, k1.67 Max @ Left Support 0.00 k -ft @ Right ' Camber. @ Left k " 0.000 in Max @ Right Support 0.00 k -ft @Center 0.137 in Max. M allow 6.24 @ Right Reactions... 0.000 in fb 1,003.61 psi Fb fv `65.60 psi Left DL • 0.79. k Max 1.67 k 1,500.00 psi Fv 118.75 psi , , . Right DL 0.79 k Max 1.67 k Deflections f Center Span... Deflection Dead Load -0.091 in Total Load Left Cantilever... Dead Load -0.191 In Total Load ...Location 5.000 ft Deflection 0.000 In ' 5.000 ft LengUVDefl 0.0 0.000 in ` Length/Defl 1,316.8. .626.75 Right Cantilever... / 0.0 ' Deflection • 0.000 in' 0.000 in ; • Length/Defl 0.0 0.0 Stress Calcs , Bending Analysis Ck 29,908 Le Cf 1.200 Rb 0-0006 , 0.000 • Sxx 49.911 In3 Area 32.375 int r' Cl Max Moment 0.000 Sxx Rea'd Allowable fb , @Center @ Left Support 4.17 k -ft 0.00 k 33.39 in3 1;500.00 psi @Right Support -ft 0.00 k -ft 0.00 in3 1,500.00 psi ' ' 0.00 in3 Shear Analysis 1,500.00 psi @ Left Support. @ Right Support Design Shear 2.12 k2:12 k ' Area Required 17.885 in2 �'17.8851n2 Fv: Allowable 118.75 psi 118.75 psi `' z Bearing @ Supports Max. Left Reaction " 1.67 k , ' Bearing Length Req'd 0.763 in Max. Right Reaction 1.67 k • :Bearing Length Req'd 0.763 in W>11iam K. Koh 8 Associates Title.: DIMARE RESIDENCE Job #2273 Stru1.ctural Engineers Dsgnr. WK Date: 5:28PM, 24 MAY 00 3435 Wilshire Blvd. Suite 2310 a Description: 49963 MONTERO Los Angeles, Ca. 90010 LA QUINTA, CA Scope Rev: 510300 �+ Timber General Timber Beam Page 1 • (c)1983-99 ENRMC - Description R3 „ c: d ' ec imare.ecw:Calculations i General InfOITttatlOn, Calculations are designed to 1997 NDS and 1997 UBC Requirements i Section Name 6x10 Beam Width 5.500 in Center Span 13.00 ft .....Lu 0.00 ft ' Beam Depth 9.500 in Left Cantilever ft • • • • .Lu Right Cantilever - ft 0.00 ft Member Type Sawn _ ` .....Lu Douglas Fir - Larch, No.1 0.00, ft Load Dur. Factor 1.250 Fb Base Allow x,1,350.0 psi Fv Allow - 85.0 psi Beam End Fixity Pin -Pin, Fc Allow . 625.0 psi E . .1,600.0ksi Full Lengh Uniform Loads a Center DL 170.00 #/ft LL 170.00 #/ft Left Cantilever DL . #/ft LL #/ft Right Cantilever DL' #/ft LL #/ft f Beam Design OK Width = 5.500in x• Depth = 9.5in, Ends are Pin -Pin•.- 7M7aximum osi7 .: 1 ' nt � .7.2 k-ftMBximllm Shear' 1.5 3:3 k Allowable : 11.6 k-ft Allowable f ss k ' Max. Positive Moment ' Max. Negative Moment 7.18 k-ft- 0.00 k-ft at, 6.500 ft - . Shear. _ @ Left ` °tat 13.000 ft 2.21 k ' _ @ Right 2.21 k Max @ Left Support Max @ Right Support 0.00 k-ft 0:00 k-ft A • Camber. @ Left 0.000 in @ Center 0.261 .in . Max. Mallow 11.63Reactions... @ Right • 0.000 in fb 1,041.83 psifv 63:44 psi Left DL 1.10 k Max t 2.21 k Fb ,1,687.50 psi Fv 106.25 psi • .' Right DL' 1.10 k Max 2.21 k Deflections enter pan., Dead Deflection Load Loadrota • -0.174 in oad Len Cantilever... Deaa Loadotal -0.347 in Deflection Location 6.500 ft 0.000 in 6.500 ft ..:Length/Defl 0.0 0.000 in 0.0 -� ...Length/Defl'. 897.8 448.92 ' ` Right Cantilever... s " Deflection 0.000 in 0.000 in • ...Length/Defl 0.0 0.0 Stress Calcs - Bending Analysis Ck 24.972 Le . Cf 1.000 Rb : �• 0.000 ft r Sxx 82.729 in3 Area 52.250 in2 0.000 Cl 0.000 Max Moment Sxx Reo'd Allowable fb @ Center 7.18 k-ft 51.08 in3 1,687.50 psi @ Left Support 0.00 k-ft . 0.00 in3 " 1,687.50 psi . @ Right Support 0.00 kft 0.00 in3 1,687.50 psi . Shear Analysis @ Left Support @ Right,Support Design Shear 3.31 k 3.31 k r Area Required 31.200 in2 31.200 in2 Fv: Allowable 106.25 psi .. 10625 psi Bearing @ Supports " Max. Left Reaction Max. Right Reaction 2.21 k ' Bearing Length Req'd 0.643 in •2.21 k Bearing Length Req'd0.643 in ' Query Values M, V, & D @ Speclfletl Locatlons Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 2.21 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft r 0.00 k 0.0000 in r p w , � • ` ter.. ' William K. Koh & Associates Title: DIMARE RESIDENCE Job # 2273 Structural Engineers �,, Dsgnr: WK Date: 5:39PM, 24 MAY 00 3435 Wilshire Blvd. Suite 2310Description a : 49963 MONTERO _ Los Angeles, Ca. 90010 a LA QUINTA, CA Scope: , ► •. Page 1 Rev: 610300 �.KW 1•ver5.1.3.u-3u,I99:wm3Z General Timber Beam (c)1983-99 a (ERCALC Description - F1 c: ec dimare.ecw:Calculatlons ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements • Section Name 2x12 Beam Width Center Span 11.00 ft Lu 0.00 It Beam Depth 1.500 in. 11.250 in Left Cantilever 3.00ft .....Lu Right Cantilever 3.00ft 0.00 ft ' Member Type Sawn ` ...Lu Douglas Fir - Larch, No.2 0.00 ft - Load Dur. Factor 1.250 , Fb Base Allow 900.0 psi Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi' - Repetitive Member • E 1,600.0 ksi . Full Lengh Uniform Loads • , Center DL 27.00 #/ft LL • 53.00 #/ft Left Cantilever DL • 27.00 #/ft LL 53.00 #/ft Right Cantilever DL 27.00 #/ft LL 53.00 #/ft ' Point Loads Dead Loa0ju.0S-IDS 0IDS Live Load 230.0 lbs 230.0 lbs S lbs lbs lbs S S ...distance -3.000 ft 14.000 ft lbs lbs 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft ummar Beam Design OK Span= 11.ODft, Left Cant=.3.00ft, Right Cant= 3.00ft, Beam Width = 1.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.774 ; 1 Maximum Moment -2.6 k-ft Maximum Shear * 1.5 1.5 k Allowable 3.4 k-ft Allowable 2.0 k Max. Positive Moment Max. Negative Moment 0.00 k-ft -1.71 k-ft • at 0.000 ft Shear: @ Left at 11.000 ft, • 0.99 k Max @ Left Support -2.64 k-ft _ • @ Right ' Camber. @ Left , 0.99 k 0.256 in J Max @ Right Support -2.64 k-ft @ Center 0.189 in Max. M allow 3.41 • @ Right Reactions... 0.258 in fb 1,001.24 psi fv 88.40 psi Left DL 0.76 k Max • 1.52 k Fb 1,293.75 psi Fv 118.75 psi Right DL 0.76 k Max 1.52 k Deflections . enter Span... Deflection I Otal Loa ea oa 0.126 in ota oa Len Cantilever... Dead LOW 0.065 in Deflection ...Location 5.534 ft ' -0.171 in `5.534 ft ...Length/Defl 421.9 -0.277 in 260.2 ...Length/Defl 1,048.9 2,045.21 Right Cantilever.. Deflection -0.172 in -0.280 in r• ...Length/Deft 417.9 257.5 • , 'Stress Calcs Bending Analysis ' Ck 30.585 Le Cf 1.000 Rb 0.000 ft . 0.000 Sxx 31.641 in3 Area 16.875 in2 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 1.71 k-ft 15.87 in3 1,293.75 psi @ Left Support 2.64 k-ft 24.49 in3 1,293.75 psi ' @ Right Support 2.64 k-ft 24.49 in3 1,293.75 psi Shear Analysis @ Left Support@ Right Support Design Shear 1.49 k 1.49 k ' Area Required 12.563 int .- 12.563 in2 Fv: Allowable 118.75 psi' 118.75 psi Bearing @ Supports ` Max. Left Reaction 1.52 k Bearing Length Req'd 1.626 in Max. Right Reaction 1.52 k Bearing Length;Req'd 1.626 in , �lilliam K Koh 8X AssociatesTitle : DIMARE RESIDENCE Job # 2273 " Structural Engineers . Dsgnr: WK Date: 5:39PM' 24 MAY 00 3435 Wilshire Blvd. Suite 2310 Description': 49963 MONTERO Los Angeles, Ca. 90010 LA QUINTA, CA , Scope: � f�� •',, `Ic;,EMMCAC General Timber Beam-, Page 2 User: KW -0603461, VXy 5.13, 22-hm-1999, Win32 c: ec dimare.ecw:Calculat Description F1 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0,00 ft -2.64 k -ft . 0.44 k 0.0000 in @ Right Cant. Location = OAO ft -2.64 k -ft ' •. 0.44 k 0:0000 in @ Left Cant. Location = 0.00 ft -2.64 k -ft 0.44 k 0.0000 in • r •. , - • a I w , r 4r I.William K. Koh & Associates - Title ; DIMARE RESIDENCE Structural Engineers Job # 2273 Dsgnr. WK pate: 5:42PM, 24 MAY 00 3435 Wilshire Blvd. Suite 2310 Description: 49963 MONTERO Los Angeles, Ca. 90010 LA QUINTA, CA Scope: _ . aev: siO3tp USor:KW-0603461, Vv 5.13, 22-3un-1999, w (x)1983.99 EN9tCALC General Timber Beam 1 Description F2 .Page . c: ec dimare.em:Calcula It General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x12 Beam Width 5.500 in Center Span 11.00 ft Lu , -0.00 ft Beam Depth 11.500 in Left Cantilever 3.00ft .....Lu Right Cantilever 3.00ft 0.00 ft ,ft Member Type Sawn ...Lu Douglas Fir - Larch, No.1 0.00 Load Dur. Factor 1.000 Fb Base Allow 1,350.0 psi Fv Allow _ Beam End Fixity Pin -Pin - 85.0 psi Fc Allow 625.0 psi ' E 1,600.0 ksi Full Lengh Uniform Loads Center Left Cantilever DL 200.00 #/ft LL 53.00 #/ft DL 200.00 #/ft LL Right Cantilever 53.00 #/ft DL 200.00 #/ft LL 53.00 #/ft Point Loads. -g ueaa Load Live Load 230.0 lbs 230.0 lbs s S S lbs lbs lbs s s distance -3.000 ft 14.000 ft lbs lbs 0.000 ft 0.000 ft `0.000 ft 0.000 ft • 0.000 ft ummary Beam Design OK Span= 11.ODft, Left Cant= 3.00ft, Right Cant= 3.00ft, Beam Width = 5.500in x Depth = 11.51n, Ends are Pin -Pin Max Stress Ratio 0.419 ; 1 ► Maximum Moment -3.4 k -ft Maximum Shear * 1.5 2.3 k Allowable 13.6 k -ft Allowable 5.4 k Max. Positive Moment Max. Negative Moment 1.34 k -ft -2.49 k at 5.466 ft Shear. @ Left 1.50 k -ft at 11.000 ft @Right 1.50 k Max @ Left Support Max @ Right Support -3.42 k -ft -3.42 k -ft Camber. @Left 0.034 fiin @Center 0.004 in Max. M allow 13.64 Reactions... @ Right 0.033 in fb 338.38 psi fv 35.61 psi Left DL 2.23 k Max 2.99 k Fb 1,350.00 psi Fv 85.00 psi Right DL 2.23 k Max .92.99k Deflections enter pan... Deflection ea Loaa 0.003 in Total Loadani ever... Dead Loado -0.016 in Deflection, a oa ...Location 9.497 ft 50,670.3 -0.022 in' 5.466 ft ...Length/Defl 3,21415 ' -0.050 in 1,453.8 ...Length/Defl 8,063.03 Right Cantilever... Deflection -0.022 in '-0.050 in ...Length/Defl 3,226.9 1,449.7 Stress Calcs « Bending Analysis Ck 27.920 Le Cf 1.000 Rb 0.000 ft Sxx 121.229 in3 Area 63.250 int" 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @Center 2.49 k -ft 22.13 in3 1,350.00 psi @ Left Support 3.42 k -ft 30.39 in3 1,350.00 psi @ Right Support 3.42 k -ft 30.39 in3 1,350.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.25 k ' 2.25 k Area Required 26.501 in2 26.501'in2 Fv: Allowable 85.00 psi , 85.00 psi , Bearing @ Support . , Max. Left Reaction 2.99 k Bearing Length Req'd 0.871 in Max. Right Reaction 2.99 k Bearing Length_Req'd 0.871 in „; . { William K.. Koh & Associates Title: DIMARE RESIDENCE Job # 2273 Structural Engineers Dsgnr: WK Date: 5:42PM, 24 MAY 00 3435 Wilshire Blvd. Suite 2310 Description: 49963 MONTERO Los Angeles, Ca. 90010 LA QUINTA, CA Scope: per. slow ��JJ user.KNM03%l,ver5.1.3,72-�-1999,WhU General Timber Beam Page 2 (c)1983-99 ENERCALC c: ec dimare.ecw:Calculations a Description F2 Query Values M, V, & D.@ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft -3.42 k -ft 1.39 k 0.0000 in @ Right Cant. Location = 0.00 ft -3.42 k -ft 1.39 k 0.0000 in @ Left Cant. Location = 0.00 ft -3.42 k -ft 1.39 k 0.0000 in • y William K. Koh & Associates : " , i Title: DIMARE RESIDENCE `•Job # 2273 " ' Structural Engineers Dsgnr: WK Date: 6:03PM 24 MAY 00 3435 Wilshire Blvd. Suite 2310 .. Description: 49963 MONTERO 9 Los Angeles, Ca. 90010 LA QUINTA, CA Scope Rev: S103M U5e1:KW-0603%1,5.1-3,22-Affl-1 M,Wm32 (t) 1983-99 ENRCALC - Steel Beam DesignPage • i - - 1 Description EXISTING STEEL c: eC dimare.ecw:Calculat(ons r . General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W8X35 Yt 36.00ksi Fixed-Fixed Center Span 23.00 ft Bm Wt. Added to Loads Load Duration Factor 1.25 Elastic Modulus 29,000.Oksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft " Lu : Unbraced Length 0.00 ft. ' ' Distributed Loads • A #1 #2 #3 DL 0.540' #4 #5 , #6 #7 LL 0.510 Wft ST ' - , k/ft ' Start Location k /ft ft End Location ft � . mmary Beam OK ng: W8X35 section, Span = 23.00ft, Fy = 36.Oksi 7EndFixfty= ' 1 Static Load.Case Governs Stress Fbced-Fixed, Lu = O.00ft, LDF = 1.250 + Actual Allowable Moment • fb : Bending Stress 47.830 k-ft 18.349 ksi 61.936 k-ft" 23.760 ksi • Mme• Deflection .-0.371 in . fb / Fb 0.772 :1 Length/DL Defl 1,403.9': 1 , Shear 12.477 k 36.248 k Length/(DL+LL Defl) 744.0 :1 tv : Shear Stres 4.957 ksi 14.400 ksi tv / Fv 0.344 :1 Force & Stress Summary , - r «- These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST ' Maximum 'Only Center Center 0 Cants 0 Cants Max. M + 47.83 k-ft 12.67 23.91 - k-ft Max. M - -25.35 -47.83 Max. M @ Left'. .,-25.35 -47.83- fk-ft Max. M @ Right -25.35 -47.83. k-ft " Shear @ Left 12.48 k 6.61 12.48 ' k Shear @ Right 12.48 k 6.61 12.48 - k Center Defl. -0.371 in -0.197 ' -0.371 ' -0.371 0.000 0.000 in Left Cant Defl 0.000 in 0.000,% 0.000' 0.000 0.000 0.000 in Right Cant Defl • 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 12.48 6.61 - .12.48 12.48 • k Reaction @ Rt 12.48 6.61 12.48 12.48 k Fa calc'd per 1.5-1, K•Ur < Cc �r Section Properties WSX35 P (n Width 8.020in ei9 t I-XX x.127.00 in4 r-xx 3.511 in . r-yy 2.034 in Web Thick 0.310 in I-yy 42.60 in4 Rt 2.200, in' Flange Thickness 0.495 in S-xx 31.281 in3 Area 10.30 int S-yy ' 10.623 in3. , �� , 3435 WILSHIRE BLVD. SUITE 2310, LOS ANGELES CALIFORNIA 90010, FLAX TEL 213 386 1715. 213 386 .1719, E-MAIL: )3KOHLA®AOL.COM Date: Pae #— Pro'ect: 49963 Montero La Quinta, Ca 92253 Rama r ♦c'Willis Palms dio Hills o .o n on: r i in, ` ore Dr °Hidden Palm AgiDC rent the I: etion I. a ` 11i ncho.:M.*g ' ha1m=[1eisert dio 74 c ell • uint - .,: 74 L ehuill Ar ..rt B d t tt Reglon I Park ermal Cpion Crest 86 111 r •• Sa a Pin n Pines m Ri oli onwood vaileerr,,ie 86t fAve 195 Onehundred Palms o ` 01999 NWI)CIUest.00rk Inc.; ©1999 Navigation Technobgias .. 49963 Montero w La Quinta, Ca 92253 'b t:km • � - -� �p � , t _ , — 11'1 d r - La ulnta ; • ' Res �9 rt t 50tH ve _Q pd Avo ©1999 NOPCluest.00m; lnc.; ©1999 Navigatbn Technobgias f • • '� K ` Active Fault Near -Source Zones 0-34 This map is intended to be used in conjunction with the 1997 Uniform Building Code, Tables 16-S and 16-T e California Department of C Division of Mines and Geo 3435 WILSHIRE BLVD. > SUITE 2310, LOS ANGELES CALIFORNIA. 90010 TEL 213 386 1715, 213 386 1719, E-MAIL: bKOHLA®AOL.COM Date: Proiect: -1 1998 California Building Code Seismic Loads* Static Procedure figure 16-2 Seismic Zone= 4 per 1997 UBC table 16-1 Seismic Zone Factor Z= 0.4 figure 16-K Occupancy Category Standard and Special Occupancy Structures Ip = 1.0 Second Story Addition w/ Ordinary Moment Resisting Frame Site Characteristics Seismic Source Type = A Closest Distance to Known Seismic Source= >10 -km Soil Profile Type = SD per 1997 UBC table 16-J also section 1629.3 "Exception" 'No further soils information provided.' Near Source Factor Na = 1.0 per 1997 UBC table 16-S Ca = 0.44 per. 1997 UBC table 16-Q Near Source Factor Nv = 1.2 per 1997 UBC table 16-T Cv = 0.77 per 1997 UBC table 16-R Seismic Factors • per 1997 UBC table 16-N Basic Structural System 3 Moment -Resisting Frame System Lateral Force Resisting System = 4 a ordinary Moment Resisting Frame R =. 4.5 Steel Q = 2.8 Building Period: Ct = 0.035 Steel Moment Resisting Frame hn = 20.00 ft. T = 0.331 sec. Seismic roeffici nt• eqn. 30-4 V (Cv * Ip) * W = 0.516 * W (R T) eqn. 30-5 V (2.5 * Ca * Ip) * W = 0,244 * W max.. Governs R eqn. 30-6 V = (0.11 * Ca * Ip) * W = 0.048 * W' mini." eqn. 30-7 V--- (0.8 * Z * Nv * Ip) * W = 0.085 * W min., zone 4 R Allowable Stress Design• 1997 UBC section 1612.3.1 Design Coeffecient = E / 1.4 /des. = 0.175 * W 3435 WILSHIRE BLVD. SUITE 2310, LOS ANGELES CALIFORNIA 90010 TEL 213 386 1715, tV 213 386. 1719, E—MAIL: 'BKOHLA®AOL.COM Date• Proiect: are Kesldence Addition _i 1998 California Building Code Second Story addition w Seismic Loads: Static Procedure Plywood Shear Panels figure 16-2 Seismic Zone = 4 per 1997 UBC table 16-I Seismic Zone Factor Z= 0.4 figure 16-K Occupancy Category Standard and Special Occupancy Structures Ip = 1.0 Site Characteristics: Seismic Source Type = A Closest Distance to Known Seismic Source = >10 km Soil Profile Type = SD, per 1997 UBC table 16.1 also Section 1629.3 "Exception" "No further soils information provided." Near Source Factor Na = 1.0 per 1997 UBC table 16-S - Ca = 0.44 per 1997 UBC table 16-Q Near Source Factor Nv, = 1.2 per 1997 UBC table 16-T Cv = 0.77 per 1997 UBC table 16-R Seismic Factors: per 1997 UBC table 16 N Basic Structural System = 1 Bearing wall system Lateral Force Resisting System = 1 a Light -Framed walls w/ Shear Panels R = 5.5 Three Stories or Less Q = 2.8 Building Period: Ct 0.020 All other buildings hn = 20.00 ft. T= 0.189 sec. Seismic Coefficient: eqn. 304 V= (Cv *.Ip) * W = 0.738 * W (R * T) eqn. 30-5 V = (2.5 * Ca * 1p) * W = 0.200 * W max. Governs R eqn. 30-6 V = (0.11 * Ca * Ip) * W = 0.048 * W min: eqn. 30-7 V = (0.8 * Z * Nv * Ip) *,W = 0.070 * W min., zone 4 R Allowable Stress Design: 1997 UBC section 1612.3.1 Design Coeffecient = E / 1.4 Vdes. = 0.143 * W 1 WILLIAM K. KOH & ASSOCIATES ' STRUCTURAL ENGINEERS 3435 WILSHIRE BLVDSUITE 2310, LOS ANGELES CALIFORNIA 90010 i - TEL 213 386 1715, eAX 213 386 1719, E—MAIL: 'BKOHLA®AOL.COM c Date: Pae Pro •ect: Seismic Analysis: Shearwall Design Forces: DiMare' Res. Addition Weight Determination• DiMare Res. Addition ware Foota= Roof 1439.00 ft^2 Stair Roof = 140.00 ft^2 Second, Floor = 1465.75 ft^2 Shower Floor= 35.00 ft^2 Wallnghts at) :: * Stair.Roof Pop -Up = Second Floor Exterior Walls: - Interior Walls: N -S• E -W N -S E -W 14.0 119.0 40.0 45.0 0.0 18.0 0.0 79.8 c Story Height 1.25 ft.. - 10.00 ft. , Loads- Roof DL = 15.0 psf • Floor DL = 18.5 psf Tile Shower DL = 25.0 psf `u Exterior Wall DL = 12.5 psf Interior Wall DL = 8.0 psf Roof Wroof. : , Walls Above Roof - (N -S Wall + E -W Wall)*(Trib. Height)*(Trib: DL) = 0.844 kips Roof Area = (Roof Area)*(Roof DL) + (Stair Roof Trib.)*(Roof DL) = 23.685 kips Exterior Walls - (N -S Wall + E -W Wall)*(Trib. Height)*(Exterior DL) = 10.250 kips Interior Walls - (N -S Wall + E -W Wall)*(Trib. Height)*(Interior DL) F 3.910 kips Wroof = 38.689 kips " Roof Height (hroof) = 20.50 ft. (Wroof)'"(hroof) = 793.1 kip*ft. .Second Wsecond Floor Area - (Floor Area)*(Floor DL) + (Additional Trib.)*(Additional DL) = 27.991 kips Exterior Walls - (N -S Wall+ E -W Wall)*(Trib. Height)*(Exterior DL) _ ` 10.250 kips a Interior Walls - (N -S Wall + E -W Wall)*(Trib. Height)*(Interior DL) _ 3.910 kips Steel Framing - Steel Columns and Beam Comprising OMRFs = 10.950 kips ` second = 53.101 kips Floor Height (hsecond) = 10.75 ft. ' (Wsecond)*(hsecond) = 570.8 kip*ft. S 6 (Wi*hi1 : Sum'(Wi*hi) _. (Wroof)*(hroof) + (Wsecond)*(hsecond) Sum (Wi*hi) = 1364.0.• kip•ft. Building Period ' Ct = 0.020 T = Cit * (hn)^(3/4) hn _ 20.50 ft.T = 0.193 ' sec. 4, Ft may be assumed to be zero; T<=0.7 sec. WILLIAM K. KOH & ASSOCIATES .STRUCTURAL. ENGINEERS ' 3435 WILSHIRE BLVD. SUITE 2310, LOS ANGELES .CALIFORNIA•,90010 1 TEL 213 386 1715, IVAX 213 386 1719, E—MAIL: 'CALIFORNIA-,90010 Date: y Page # G' r Pro •ect: Base Shear: see 1998BC N-S "* Vbase =. .0.175_ *` (Wtot.) ' seismic loads Vbase = 0.175 - 91.290 kips static proceedure E-W ' Vbase = - 0.175 (Wtot.) printout included ' Vbase = 0.175 * 91.790 kips ' N-S base _ 16.027 kips E-W Vbase = •..1$.027 kips Distributed Fore *; ft =.0 ., Fx = (V-Ft) * (Wx*hx) Sum (Wi*hi) ,. N-S-W _ Froof =, . 9.32..kips' Froof = `9.32 kips ' Fsecond = ". 76.71 kips . —. - ' .6.71 Fsecond kips - DiMare Res. Addition - Forces Act'na 7n a North-Sot th Dir" tion r 4 ' Froof = 517.74 plf. .s average width = a18.0` Fsecond '_ 372.64 plf average width = 18.0 ft. - In a East-West Direction Froof =. , 109.64 plf r • average,depth = 85.0 ft. ' Fsecond = 78.91 plf average depth = 85.0 ft. a i .. Forces Used for-Distribution to Line Forces, " Shearwall Design and Overturning Calculations Q •ate . - - ..f ` , ! WILLIAM K. KOH & ASSOCIATES STRUCTURAL ENGINEERS 3435 WILSHIRE BLVD. SUITE 2310, LOS ANGELES CALIFORNIA 90010 TEL 213 386 1715, FLAX 213 386 1719, E—MAIL: )BKOHLA®AOL.COM Date: page #_ Protect: , Al F4 Hoor OMKF ,�-II Lavi �c�a�l S WILLIAM K. KOH & ASSOCIATES ' STRUCTURAL ENGINEERS 3435 WILSHIRE BLVD. SUITE 2310, LOS ANGELESCALIFORNIA 90010 TEL 213 386 1715, FLAX 213 386 1719, E—MAIL: 'BKOHLA®AOL.COM Date: Page Proiect / 1 k, �Y ------------------ Shearwall Design Forces Acting-: In a East-West Directit on • (roof = 109.64 pif Fsecond = 78.91 pif Line Forces Second Floor Walls based on Shearwall Design Forces: DiMare Res. A. forces acting in the East-West Direction Line # Trib. Width (ft.) Line Force (lb.) from Froof Individual Shear Total Length Wall Panel of Shearwall Wall Shea Len the (ft.) on Line (ft.) (plf) RedundancyDesign Factor E -W Dir. (p) Wall Shea (plf) I Shear Designation Shear Designation 1 97 UBC 1.0 31.25 3426.2 17.75 17.75 193.03 1.000 193.03 Single Sided 1 - 340 pif O.K. 6.5 - 34.50 3782.6 20.00 20.00 189.13 1.000 189.13 Single Sided 1 - 340 pif O.K. 7.0 11.50 1260.9 19.50 19.50 64.66 1.000 64.66 Single Sided 1 - 34o pif O.K. 8.0 8.00 877.1 13.00 13.00 1 67.47 1.000 • 67.47 Single Sided 1 - 34o pit O.K. Shearwall Design Forces Actina.: In a East-West Direction: ` Froof = 109.64 pif • " . - 'Fsecond = 78.91 pif Line Forces First Floor Walls R based on Shearwall Design Forces: DiMare Res. Addil ` forces acting In the East-West Direction Line # Line Force (lb.) -"from Above Trib. Width (ft.) Line Force (lb.) ' from Fsecond Individual Shear Total Length Wall Panel of Shearwall Wall Shear Lenqths (ft.) on Line (ft.) (plf) Redundancy Factor E -W Dir. (p) Design Wall Shea (pif) Shear Designation 1 - 97 UBC 0.8 3443.5 12.00 946.9 12.50 12.50 351.23 1.000 351.23 Single Sided 2 - 5fo pif O.K. 3.0 439.6. 22.50 1775.5 8.50 8.50 260.60 1.000 260.60 Single Sided 1 - 34o ptf O.K. 5.0 1092.7 22.00 1736.1 9.90 9.90 285.74 1.000 285.74 Single Sided 1 - 34o pif O.K. 7.0 4199.2 •21.50 1696.6 1124.001 21.50 21.50 274.22 1.000 274.22 Single Sided 1 - 34o pif O.K. 9.0 712.7 10.50 828.6 24.00 64.22 1.000 64.22 Steel Orriinnry Rrar•.Pri Prnmo W �r25 - • 71 �nccLc- cL %(1 /4, liek 6eL3eec) -,44cG+ co(vrn n5n P� PA Win ,P cx� .- M.P H rcwn C ox r rn� �. ( x wc� wcv cow M �o in C) Fin .-. a `1z v fCl) 0 .r- j D) ' cn i ud o> x� �0 �o a� oz ra C-)CD0 �o 0 Shearwall Design • Forces Acting In a North-South Direction: Froof = 517.74 plf Fsecond = 372.64 plf Line Forces.; Second Floor Walls - based on Shearwall Design Forces: DlMare Res. Adc forces acting In the North=South Direction s t= 1711 Line Force Individual Shear Total Length Redundancy Design Trib. Width (Ib.) from WaII.Panel of Shearwall Wall Shear Factor. N -S Dir. Wall Shea 32q: XEn Line # (ft.) Froof Lenpths (ft.) on Line (ft.) .: (plo (p) (plo Shear-Designation • 97 UBC A 7.50 3883.1 13.00 59.00 72.00 53.93 1.000 53.93 Single Sided 1 34o pK • O.K. . D 7.50 3883.1' 5.50 1 10.00 34.00 114.21 1.000 F 114.21 Single Sided 1 - 340 pit O.K. ' s t= 1711 Line Force --•3 w to tP w � cr O _� v<, , N 32q: XEn Cn x C :::� C �. (p) r,C.Z En ' B' 3883.1 ry wtiy C,— r 6677.85 1.000; 6677.85 Ordinarv. Moment Resisitn� Frain C 3883.1 '7.50.-, 1 2794:8• - oo r c� 6677.85 cow Shearwall Design : based on Shearwall Design Forces: DlMare Res. At " ~ - � s ter" C� " forces acting in the North-South irectlOn, U) :Forces Acting,-,- In cting,. In a North- o th Direction -•" a� Froof = ..517:74 plf Fsecond = 372.64 plf Urib'Forceal, First Floor Walls �. y Line Force Line Force Redundancy. (Ib.) -. from Trib.. (Ib.) -: O _� v<, , Factor E -W Dir. 32q: XEn Cn x ` Force. (lbs) (p) Force (lbs) ' B' 3883.1 ry wtiy ;, , • cow Shearwall Design : based on Shearwall Design Forces: DlMare Res. At " ~ - � s ter" C� " forces acting in the North-South irectlOn, U) :Forces Acting,-,- In cting,. In a North- o th Direction -•" a� Froof = ..517:74 plf Fsecond = 372.64 plf Urib'Forceal, First Floor Walls �. y Line Force Line Force Redundancy. (Ib.) -. from Trib.. (Ib.) -: _� v<, , Factor E -W Dir. Design Line #' above' Width (ft.) from Fsecond Force. (lbs) (p) Force (lbs) 'Shear Designation 9Z UBC B' 3883.1 • 7.50 2794.8 ;, , • 6677.85 1.000; 6677.85 Ordinarv. Moment Resisitn� Frain C 3883.1 '7.50.-, 1 2794:8• - , •> :. 6677.85 1.00.0 6677.85. Ordinary Moment Resisitng Frain < ,. _ Q - Seismic Analysis: Shearwall Design Forces: DiMare Res. Addition Reliablitiy/Redundancy Story (I) Line Factor Calculations: DiMare Res. Addition ri = (V wi/V i) (10/L wi) 'Second Forces Floor Acting Area of Building: AB= 1501 ft -2 see Weight Determination, Square Footage Second In a North-South Direction: Shear Wall Panel 17.75 0.207 Story (1) Line Story Shear Wall Panel Wall Panel Length of Wall „ ri _ (Vwi/Vf) (101L WO 7.0 9.319 kips 64.66 plf Vi Shear Vw Shear Vw] Lf (ft.) 8.0 9.319 kips 67.47 pit Second A 9.319 kips 53.93 plf 0.701 kips 13.00 0.058 Story (i) Line D 9.319 kips 114.21 plf 0.628 kips 5.50 0.067 Shear Vw Shear Vwi Li (n.) First , 0.8- 16.027 kips r Ordinary Moment Resisting Frame 12.50 0.219 Story (i) Line Story Shear Individual Column Individual Shear Column Shear Individual Column Individual Column IIndividual Max. Sum of Adjacent Column ri = (Max Shear Sum V f) 2.829 kips 9.90 0.177 Vi 7.0 16.027 kips Shear Shear Column Shear Shears' First •B ' 16.027 kips 0.92 kips 1.24 kips 1.17 kips 1.25 kips 0.95 kips 1.825 kips 0.114 C 16.027 kips 1 0.91 kips 1.24 kips 1.12 kips 1.07 kips 1.07 kips 1.819 kips . 0.113 rmax N -S = 0.114 p = 2 - [20/(rmax'(AB)^1/2)) _ ," -2.534 - therefore PNS = 1.000 Forces Acting -i _ In a East-West Direction: r max a -w = 0.219 p = 2 - [20/(rmax'(AB)^1/2)) -0.356 therefore PE -W 1.000 -3w Cr rw x Cn C _N C7 C: C,W = M= a rn� r ad t� rn rn N� • wM WN WW o. ria Iz a� d r� w •� u tri 7Cc� �• oa �o ro-�- 0o 0 Ko 0 Shear Wall Panel Story (I) Line Story Shear Wall,Panel Wall Pariel Length of Wall • ri = (V wi/V i) (10/L wi) Vi Shear Vw Shear Vwi, Ll (a.) Second 1.0 9.319 kips 193.03 plf 3.426 kips 17.75 0.207 6.5 9.319 kips 189.13 pif 3.783 kips 20.00 0.203 7.0 9.319 kips 64.66 plf 1.261 kips 19.50 0.069 8.0 9.319 kips 67.47 pit 0.877 kips 13.00 0.072 Shear Wall Panel Story (i) Line Story Shear Wall Panel Wall Panel Length of Wall , ri = (V wi/Vi), (10/L wi) Vi Shear Vw Shear Vwi Li (n.) First , 0.8- 16.027 kips 351.23 plf 4.390 kips 12.50 0.219 3.0 16.027 kips 260.60 plf 2.215 kips 8.50 0.138. - 5.0 16.027 kips 285.74 plf 2.829 kips 9.90 0.177 7.0 16.027 kips 274.22 plf 5.896 kips 21.50 0.171 r max a -w = 0.219 p = 2 - [20/(rmax'(AB)^1/2)) -0.356 therefore PE -W 1.000 -3w Cr rw x Cn C _N C7 C: C,W = M= a rn� r ad t� rn rn N� • wM WN WW o. ria Iz a� d r� w •� u tri 7Cc� �• oa �o ro-�- 0o 0 Ko 0 WILLIAM K. KOH &_ ASSOCIATES WILLIAM K. KOH & ASSOCIATES STRUCTURAL ENGINEERS 3435 WILSHIRE BLVD. SUITE 2310,' LOS ANGELES ,CALIFORNIA 90010 TEL 213 386 1715, ]VAX 213 386.1719, E—MAIL: �KOHLA®AOL.COM Date: A ia--e" G, Pro'ect• ; Seismic Analysis: Shearwall Design Forces: biMare Res. Existing Weight Determination: DiMare Res. Existing • ' pare Footage: Roof = 4578.38 ft^2 . Wall Lerights fft i; First = Exterior Walls: Interior Walls: .Windows: N -S E -W N -S I E -W WS J. E -W 95.5 1 101.0 153.0 155. 87.0 16.0 Lis- Roof DL = 19.0 psf' Exterior Wall DL = 17.0 psf Interior Wall DL = 11.0 psf , Window DL = 10.0 psf Story Height 9.50 ft. Roof Wroof : Existing Roof Area - (Roof Area)*(Roof DL) + (Stair Roof Trib.)*(Roof,DI-) = 86.989 kips Exterior Walls - (N -S Wall + E -W Wall)*(Tdb. Height)*(Exterior DL) = 15.867 kips Interior Walls - (N -S Wall + E -W Wall)*(Trih. Height)*(Interior DL) = 16.093 kips , Windows - (N -S Windows + E -W Windows)*(Trib ei ht)*(Window DL) = 4.893 kips Wroof = 118.950'kips Roof Height (hroof) = 9.50 ft. (Wroof)*.(hroof)= 1130.0 kip*ft. Sum (Wi*hil Sum (Wi*hi) _ (Wroof)*(hroof) Sum (Wi*hi) = 1130.0 kip*ft. Building Period : Ct = 0.020, T = Ct * (hn)^(3/4) hn = 9.50 R T = 0.108 sec. Ft may be assumed to be zero; T<=0.7 sec. - Base Shear : see 1998 CaBC. N -S Vbase = 0.175 * ,(Wtot.) seismic loads Vbase = 0.175 * 118.950 kips static proceedure E -W Vbase = 0.175 * (Wtot.) printout included Vbase = 0.175 * 118.950 kips N -S Vbase = 20.769 kips , E -W base = 20.769 kips Distributed Force :. Ft= 0 Fx = (V -Ft) * (Wx*hx) Sum (Wi*hi) • . N -S ' E -W Froof = 20.77 • kips Froof = 20.77 'kips DiMare Res. Existing Forces Acting In a Notth-South Direction: Froof = 192.31. s Of average width 108.0 ft. In a East-West Direction.- Froof irection:Froof = 483.00 pif average depth = 43.0 ft. Forces Used for Distribution to Line Forces, Shearwall Design and Overturning Calculations r� 3435 WILSHIRE BLVD. SUITE 2310, LOS ANGELES CALIFORNIA 90010 TEL 213 386 1715, FLAX 213 386 1719, E-MAIL: �KOHLA®AOL.COM '9� Shear Wall Schedule, common nails only. Sheor Woll Schedule, (Douglas Fir—torch froming): SILL PLATE ANCHOR BOLTING WALL' ATTACHMENT 'AT AT FOUNDATION MARK SHEATHING UPPER .FLOORS 'B' NAILING & OR SLAB 'A' NAILING, CONNECTOR l\ 1/2" thick, 4 ply. min., Structural 1 16d @ 6" O.C. 16d @ 6" a. c. 5/8" dio: A.B. rated plywood sht'g w/ 10d stag. @ 32" o.c. nails ®6" o.c. edges 12" o.c. field. Block oil edges. 340 plf 1/2" thick, 4 ply min., Str*ucturol 1 16d @ 3" o.c. 16d 0 6" O.C. 3/4" did. A.B. both rated plywood sht'g w/ 10d stag. w/A35 @ 16" o.c. O 24" o.c. sides nails @6" o.c. edges 12" o.c. field. Both ` sides. Block, ail edges. 680 plf Q2 1/2" thick, 4 ply min., Structural 1 16d @ 4" o.c. 16d 0 6" o.c. 5/8" dia., A.B. rated plywood sht'g w/ 10d stag. w/A35 Q 16" a. c. 32" o.c. nails @4 o.c. edges 12, o.c. field. Block all edges. 510 pif I L2 1/2" thick, 4 ply min., Structural 1 2-16d @4" o.c. 16d @ 4". a. c. 3/4" ,dio, A.B. both sides rated plywood sht'g w/ 10d w/A35 � 12"o.c. 0 16 o.c. nails ®4" o.c. edges 12" ox. field. Both sides. Block oil edges. 1/2" thick, 4 1020 .plf Structural 1 ply min., 16d ©3" o.c. 16d @ 6" o.c. 5/8" dio. A.B. rated plywood sht'g w/ 10d stag. w/A35 16" o.c. � 24" o.c. nails @3 o.c. edges 12 ox. field. Block all edges. . 665 pif 1/2" thick, 4 ply min., Structural 1 2-16d 3" a. c'. 16d 0 3" a. c. 3/4" dio: ''A.'B. both sides rated plywood sht'g w/ 1 O w/A35 @ 8" o.c. @ 16" o.c. nails @3" o.c. edges 12" o.c. field. Both sides. Block all edges. 1330 pif SHEAR WALL SCHEDULE (UBC8H'R97) WILLIAM K. KOH & ASSOCIATES STRUCTURAL ENGINEERS 3435 WILSHIRE BLVD. SUITE 2310, LOS ANGELES CALIFORNIA 90010 TEL 213 386 1715, FLAX 213 386 1719, E—MAIL: )3KOHLA®AOL.COM Date: Rage # Proiect: ,rw./,• p -II \\ c 1�212.Su p t Q V= p �1+)- 1°9421 = - r ��„� = � - t�(��:. �tZ.7�►� � 94Z_7 ��'�` 6 �12�} �;., , 5.312�i ``:� Oac� k-% = 491.8 WILLIAM K. KOH & ASSOCIATES STRUCTURAL ENGINEERS 3435 WILSHIRE BLVD. SUITE 2310, LOS ANGELES CALIFORNIA 90010 F)A TEL 213 386 1715, X 213 386 1719, E-MAIL: )3KOHLA@AOL.COM Date: Pae #1� Project: Shearwall Design: - Overturning Calculations Second Floor Walls: t Line D Wall Shear = 114.21 , Of wall weight (w) = 12.5 psf wall height (h) = 9.5 ft. Wall Leright (L) = 5.5, . ft. Shear Force (V) = Uniform Dead Load on Wall wt Distance from Left x ` - (wt) = 135.0 pt. 0.0 R (Sian) (xi) . 5.5 ft. (end) (x2) Dead Load Point Loads on Wall Distance from Left M Point Load (R1) = 0.0 um Point Load (R2) = 0.0 0s. .0.0 ft. (4) 0.0 it. (x4) Shear Force (V) = 628 Ib.' Overturning Moment (Mot.') = V * h = 5967 lb-itLeft Resisting Moment (Mres.L)'= 0.85' ((wt*(x2-x1)*(x1+((x2-x1)/2))1 + [w'h'L'(L/2)] + jRn xn]) = 3262 Ib•ft Right Resisting Moment (Mres.R) = 0.85 *((wt*(x2-xl)'(L-x2+((x2-x1)/2))] +[w'hY'(L/2)] +(Rn'(L-xn)]) _ '3262 lb-ft'Resulting Moment Right (Mright) = ` 2705, Ib*ft Resulting Moment Left (M)eH) = , 2705 Ib*ft Uplifl/Holddown Force (P )aft) = 537 Ib Uplift/Holddown Force (P right) = .537 ib. Left Use MST48-2100te. Right Use MST48 -21001b. Wall Lenght (L) = 1.0.0 ft. ' Uniform Dead Load on Wall wt Distance from Left x (wt) = 135.0 'Pit. 0.0 tt. (start) (xi). 10.0 ft. (end) (4) Dead Load Point Loads on Wall Distance from Left x Point Load (R1) = '540.0 lbs. 0.0 n (xs) Point Load (R2) = 790.0 IDs. 5.5 tl (x4) ' Shear Force (V) = 1142 Ib. . Overturning Moment (Mot.) = V * h = 10850 Ib*k Left Resisting Moment (Mres.L) = 0.85 * Qwt*(x2-x1)*(x1+((x2-x1)/2))] + [w*h'L*(L/2)] + (Rn'xn]J = 14478 Ib*ft Right Resisting Moment (Mres.R) = 0.85 * ((wt*(x2-xl)'(L-x2+((x2-x1)/2))] + fw'h'L*(L/2)] + (Rn*(L-xn)D = 18396 Ib*ft Resulting Moment Right (Mrfget) = 0 lb -ft Resulting Moment Left (M)eft) = 0 ib*ft Uplift/Holddown Force (P tart) = 0 -' Ib UpliftiHolddown Force (P right) = Q' Ib, Left O.K. No HD Req. Right O.K. No HD Req... i Shearwall Design: Overturning Calculations Second Floor Walls: Line A Wall Shear = 53.93 ptf wall weight (w) = 12.5 psf wall height (h) = 9.5 ft. . Wall Lenght (L) = 13.0. ft. ' Uniform Dead Load on Wall wt Distance from Left x (wt) = 135.0 Pit. 0.0 ft. (start) (x1) 13.0 ft. (end) (x2) Dead Load Point Loads on Wall Distance from Left x Point Load (R1) = 0.0 Ns. 0.0 a (4) Point Load (R2) = 0.0 ms. 0.0 ft. (x4) Shear Force (V) = 701 Ib. Overturning Moment (Mot) = V * h = : 6661 Ib'ft Left Resisting Moment (Mres.L) = 0.85*((wt'(x2-x1)*(x1+((x2•x1)/2))]+(w*h'L82 '(L/2)] +(Rn*xnD = 126 Ib*ft Right Resisting Moment (Mres.R) = 0.85 * ((wt*(x2-x1)*(L-x2+((x2-x1)/2))] + (w*h'L*(U2)] +[Rn*(L-xn)]) = 18226 Ib*ft Resulting Moment Right (Mlight) = 0 Ib*ft' Resulting Moment Left (M)e9) = 0 Ib*ft'' Uplift(Holddown Force (P )eft) = 0 • Ib t Uplift/Holddown Force (P right) = 0; Ib Left O.K. No HD Req. ` Right O.K. No HD Req. Mule/ len � . fj, WILLIAM K. KOH & ASSOCIATES Distance from Left x STRUCTURAL ENGINEERS 0.0 20.0 3435 WILSHIRE BLVD. SUITE 2310, LOS ANGELES, CALIFORNIA 90010' Dead Load Point Loads on Wall " TEL 213 386 1715, FLAX 213 386 1719, E—MAIL: BKOHLA@AOL.COM '17 Point Load (R1) = 0.0 bs. Point toad (R2)= 0.0 bs. Date: Page & (4) tL (x4) Project:17:5 re—s. ; ,Q!2� Shearwall Desian: Overturning Calculations Second Floor Walls Line 1.0 " Wall Shear = .193.03 plf wall weight (w) = 12.5 psf wall height (h) = 9.5 ft. Wall Lenght (L) = 17.8 ft. Uniform Dead Load on Wall wt Distance from Left x (wt) = 0.0 pt. 0.0 ft. (Stan) (x1) 0.0 a (end) (4) Dead Load Point Loads on Wall Distance from Left x Point Load (R1) = 0.0 lbs. 0.0 rt. I (x3) Point Load (112) = 0.0 M. 0.0 it. (x4) Shear Force (V) = 3426 ib. Overturning Moment (Mot.) = V ' h = 32549 Ib'ft Left Resisting Moment (Mres.L) = 0.85 ' (fw1'(x2-x1)'(x1+((x2-x1)12))] + [w'h'L'(L12)] + [Rn'xn]) = 15901 Ib'ft Right Resisting Moment (Mres.R) = 0.85 ' Qwt'(x2-xl)'(L-x2+((x2-x1)12))] + [w'h`L'(L/2)] + [Rn'(L-xn)]) = 15901 lb'ft Resulting Moment Right (Moo) = 16648 Ib -ft Resulting Moment Left (Mien) = 16648 Ib'ft Uplift/Holddown Force (P ten) = 963. " Ib Uplift/Holddown Force (P „ght) = 963 )b Left Use MST48 .21001b. Right Use MST48-2iooib. Shearwall Design: Overturning Calculations Second Floor Walls: Line 6.5 Wall Shear = 189.13 pit wall weight (w) = 12.5 psf wall height (h) = 9.5 ft.. Wall Lenght (L)'= .20.0 ft. Uniform Dead Load on Wall wt Distance from Left x (wt) = 52.5 qt. 0.0 20.0 a (Stan) (XI) 2 (ww) (x2) Dead Load Point Loads on Wall " Distance from Left x Point Load (R1) = 0.0 bs. Point toad (R2)= 0.0 bs. 0.0 0.0 & (4) tL (x4) Shear Force (V) = 3783 Ib. Overturning Moment (Mot..) = V ' h 35934 Ib'ft Left Resisting Moment (Mres.L) = 0.85' Qwt'(x2-x1)'(x1+((x2-x1)12))1 + (w'h'L'(U2)) +(Rn•xnp = 29113 Ib`tt Right Resisting Moment (Mres.R) = 0.85 ' ((wt'(x2-x1)•(L-x2+((x2-x1)12))) + (w'h`L`(L12)) + [Rn`(L-xn)]) = 29113 Ib•ft Resulting Moment Right (M fight) = ' 6822 Ib'ft Resulting Moment Left (Mien) = 6822 lb -ft Uplift/Holddown Force (P ien) = 349 Ib Uplift/Holddown Force (P mPub) = .349, :.lb Left Use MST48 2lootn. Right Use MST48 .21001b. WILLIAM K. KOH & ASSOCIATES STRUCTURAL ENGINEERS 3435 WILSHIRE BLVD. SUITE 2310, LOS ANGELES, CALIFORNIA 90010 TEL 213 386 1715, SAX 213 386 1719, E—MAIL: BKOHLA®AOL.COM Date: Page Project: �G , Shearwall Desian: Overturning Calculations Second Floor Walls: Line 7.0 Wall Shear 64.66, pif wall weight (w) = 12.5 psf wall height (h) = 9.5 ft. Wail Lenght (L) = 19:5 A. Uniform Dead Load on Wall wt Distance from Left x (wt) _ ;52.5 qt. .0.0 n. (sun) (x1) 19.5 & (end) (x2) Dead Load Point Loads on Wall Distance from Left x Point Load (R1) = 0.0 . ms. Point Load (R2) = ' 0.0 ms. 0.0 n: . (x3) 0.0 % (xa) Shear Force (V) = 1261 Ib. Overturning Moment (Mot.) = V ' h = . 11978 lb -ft Left Resisting Moment (Mres.L)=0.85'((wt'(x2-x1)'(x1+((x2-x1)/2))]+[w'h'L`(L/2)]+[Rn'xn])= 27675 lb -ft Right Resisting Moment (Mres.R) = 0.85((wt'(x2-x1)'(L-x2+((x2-x1)/2))] + [w'h'L'(62)] + [Rn•(L-xn)]) = 27675 Ib•ft Resulting Moment Right (Mright) = 0 Ib'ft Resulting Moment Left (Mien) = 0 Ib'ft Uplif /Holddown Force (P ren) = 0 Ib Uplift/Hold-down Force (P right) _ . 0 Ib Left O.K. No HD Req. Right. O.K. No HD Req. Shearwall Design: Overt.urning Calculations Second Floor Walls: - Line 8.0 Wall Shear = 67.47 pif wall weight (w) = 12.5 psf wall height (h) = 9.5 ft. Wall Lenght(L) Uniform Dead Load on Wall wt Distance from Left x (wt) = 0.0 Pu. 0.0 n. (sun) (XI) 0.0 R (end) (4) Dead Load Point Loads on Wall Distance from Left x Point Load (R1) = 0.0 ms.' 0.0 & (4) Point Load (122) = 0.0 ibs. 0.0 a. (0) Shear Force (V) = . 877 Ib: Overturning Moment (Mot.) = V * h = 8333 Ib -ft Left Resisting Moment (Mres. L) = 0.85' ((wt•(x2-x1)'(xI+((x2-x1)/2))] +[w'h`L•(L/2)] + [Rn 'xn]j = 8529 lb -ft " Right Resisting Moment (Mres.R) = 0.85 ' ((wt'(x2-x1) •(L-x2+((x2-x1)/2))] + [w'h'L'(L!2)] + [Rn'(L-xn)]) = 8529 Ib•ft Resulting Moment Right (MrigM) = 0 Ib•ft Resulting Moment Left (Mteft) = 0 Ib'ft UplifUHolddown Force (P art) = 0 Ib Uplift/Holddown Force (P dent) = 0 Ib Left O.K. No HD Req. Right O.K. No HD Req. A WILLIAM --K. KOH & ASSOCIATES STRUCTURAL"ENGINEERS 3435 WILSHIRE.BLVD. SUITE 2310, LOS ANGELES CALIFORNIA 90010 TEL -213 386 =1715', FLAX 213 386 1719, E—MAIL: )3KOHLA®AOL.COM ' Date: Page Project: 'co �= 75 l L eel %e PX> , V"A (S:)t�17 Lad- (]3ML j on 4cr Column 1�7 Lb 0� •R 4L ec,4j 41aL.1-l..)!-tLcFoc..-. �ln oj L-aj Jf t in Gala' a: LePwc- (::!fv,2rt>Tolce-'Ve1lcJ C�J '% 4�� 40L ove-k(d, TAi I T -Lt: F'o (ce- .. > r�: cmc c It, c, A 41. X15.0: 4114 L. L tides 3 A I.V 4 WILLIAM K. KOH & ASSOCIATES STRUCTURAL ENGINEERS 3435 WILSHIRE BLVD. SUITE 2310, LOS ANGELES CALIFORNIA 90010 TEL 213 386 1715, FVAX 213 386 1719, E—MAIL: `BKOHLA®AOL.COM Date: Page . Project:Icy .. vz VZ7/�.: L`�'Oc-W` �4-4- Z5of 70.x' ' �: 3fl.31 � � 3fi.3i C3� + X83 12.�� +Ili (3�•� � elf ZI�S 70.7 7Z� . 8�2g.Z - &�z 6771 -} f2B.� 1 110mind P/4M I°I 6 WILLIAM K. KOH & ASSOCIATES STRUCTURAL ENGINEERS 3435 WILSHIRE BLVD. SUITE 2310, LOS ANGELES CALIFORNIA 90010 TEL 213 386 1715, FrAX 213 386 1719, E-MAIL: bKOHLA®AOL.COM Dater Pae �— Proiect: ter.• Seismic, Analysis. Diaphragm Design Forces: DiMare Res. Addition forces acting in the North-South T7rec ton Weight Determination- DiMare Res. Addition Building Period : Ct = 0.020T = Ct • (hn)^(3/4) Roof Wroof 'T = 0.193 sec. h Walls Above Roof - (E -W Wall)*(Trib. Height)*(Trib. DL) _ 0.625 kips Roof Area - (Roof Area)*(Roof DL) + (Additional Trib.)*(Additional DL) = 23.685 kips Exterior Walls = (E -W Wall)*(Trib. Height)*(Exterior DL) = 2.813 kips Interior Walls - (E -W Wall)•(Trib. Hei ht)*(Interior DL) = 3.190 kips Wroof = 30.313 _kips Roof Height (hroof) = 20.50 ft. (Wroof)*(hroof) = 621.4 kip -ft. Second Wsecond average width = 18.0 ft. Fsecond = 319.31 plf Floor Area - (Floor Area)*(Floor DL) + (Additional Trib.)*(Additional DL) = 27.991 kips Exterior Walls - (E -W Wall)*(Trib. Height)*(Exterior DL) = 2.813 kips interior Walls - (E -W Wall)*(Trib. Height)*(Interior DL) = 3.190 kips Steel Framing - Steel Columns and Beam Comprising OMRFs = 10-950 kips Wsecond = 44.944 kips Floor Height (hsecond) = 10.75 ft. (Wsecond)*(hsecond) = 483.1 kip•ft. Sum (Wili) Sum (Wi*hi) = (Wroof)*(hroof) + (Wsecond)*(hsecond) Sum (Wi*hi) = 1104.6 kip*(t. ' Building Period : Ct = 0.020T = Ct • (hn)^(3/4) - hn = 20.50 ft 'T = 0.193 sec. h Ft may be assumed to be zero; T<=0.7 sec. Base Shear: see 199$G4BC Vbase = 0.175. * (Wtot.) seismic loads Vbase = 0.175 * 75.256 kips static proceedure printout included Vbase = 13.140 kips Distributed Force - Ft= 0 Fx = (V -Ft) • (Wx*hxj Sum (Wi*hi) Froof = 7.39 kips Fthird = 5.75 kips DiMare Res. /Diaphragm Design Forces Forces Acting-: In a North-South Direction• Froof = 410.69 plf average width = 18.0 ft. Fsecond = 319.31 plf average width = 18.0 ft. Forces Used for Diaphragm Design In the North-South. Direction JTHUUTUHAL ENGINEERS I . 3435 WILSHIRE BLVD. SUITE 2310, LOS ANGELES CALIFORNIA 90010 M TEL 213 386 1715, 213 386 1719, E—MAIL: )BKOHLA®AOL.COM Date• Proiect• o% _ Seismic Analysis: Diaphragm Design Forces: DiMare Res. Addition forces acting in the as - es Irec Ion Weight Determination: DiMare Res. Addition Roof Wroof Walls Above Roof - (N -S Wall)*(Trib. Height)*(Trib. DL) = 0.219 kips Roof Area - (Roof Area)*(Roof DL) + (Additional Trib.)*(Additional DL) = 23.685 kips Exterior Walls - (N -S Wall)*(Trib. Height)*(Exterior DL) = 7.438 kips Interior Walls - (N -S Wall)*(Trib. Hei ht)*(Interior DL) = 0-720kips_ Wroof = 32.061 kips Roof Height (hroof) = 20.50 ft. (Wroof)*(hroof) = 657.3 kip*ft. Second Wsecond Floor Area - (Floor Area)*(Floor DL) + (Additional Trib.)*(Additional DL) = 27.991 kips Exterior Walls - (N -S Wall)*(Trib: Height)*(Exterior DL) = 7.438 kips Interior Walls - (N -S Wall)*(Trib. Height)*(Interior DL) 0.720 kips Steel Framing - Steel Columns and Beam Comprising OMRFs = 10 950 kips Wsecond = 47.099 kips Roof Height(hsecond)'= 10.75 ft: (Wsecond)*(hsecond). = 506.3 kip*ft. Sum ffid hil :: Sum (Wi*hi) _ (Wroof)*(hroof) + (Wsecond)*(hsecond) Sum'(Wi*hi) _ . 1163.6 kip -ft. Building Period : Ct = 0.020T = Cc * (hn)^(3/4) hn = 20.50 ft. T = 0.193 sec. Ft may be assumed to be zero; T<=0.7 sec. see 199SCAB6 seismic loads static proceedure printout included Distributed Force : Ft = o ` Froof = 7.81 kips Fsecond = 6.01 kips DiMare Res. I Diaphragm Design Forces. Forces Acting - ctingIna In aEast -We -qt Direction Froof = - ' 91.85 plf Fsecond,= 70.76 plf Vbase = 0.175 (Wtot.) Vbase = 0.175 *. 79.160 kips Vbase = 13.822 kips Fx (V -Ft) * (Wx*hx) Sum (Wi*hi) average depth =„ 85.0 ft: average depth = 85.0 ft. Forces Used for Diaphragm Design In the East-West Direction SAP2 0 0 0, 04 i a,16, e5 ;on (r rx RoIr A�A;�;bo we. ;co -C; Lille- LJ- -cn i,�, CD.-,65sc 17 L. � Ca b I SAP2000 v7_10 - -,A-r) vipw klin-in I Inito I SAP2000 I I / 14/UU 25:41:47 SAP2000 SAP2000. 12 SAP:2000 t t . —1- —ww v l . 1— - ucwv vi uy - o -u v few - nlp-In units ` • r, SAP2000 v7.10 File: N-S ONLY Kip=in Units PAGE 1 -:11/14/90 8:49:19 William K. Koh & Associates S T A T I C L 0 A D C A S E S STATIC CASE SELF WT CASE TYPE FACTOR DEAD DEAD 1.0000 LIVE LIVE- 0.0000 _ SIESNS QUAKE 0.0000 WINDNS WIND 0.0000 J O I N T D A T A JOINT GLOBAL-X GLOBAL-Y GLOBAL-Z RESTRAINTS ANGLE-A ANGLE-B ANGLE-C 1 -543.00000 01.00000 0.00000 1 1 1 0 0 0 0.000 .0.000 0.000 2 -261.00000 0.00000 0.00000 1 1 1 0 0 0 0.000 0:000 0.000.' 3 0.00000 0.00000 0.00000 1 1 1 0 0 0 0.000 0.000 0.000 4 270.00000 0.00000 0.00000, 1 1 1 0 0 0- 0.000 0.000 0.000 5 522.00000 0.00000 0.00000 1 1 1' 0 0 0 0.000 0:000 0.000 6 -543.00000 138.00000 0.00000 1 1 1 0 0 0 0.000 0.000 0.000 7 -261.00000 138.00000 0.00000 1 1 1 0 0 0 0.000 0.000 0.000. 8 0.00000 138.00000 0.00000 1 1 1 0 0.00.000 0.000 0.000 9 270.00000 138.00000 0.00000 1 1 1 0 0 0 0.000' 0.000 0:000 10 522.00000 138.00000 0.00000 1 1 1 0 0 0 0.000 0'.000 0.600- 11 201.00000 255.00000 0.00000 1 1 1 0 0 0 0.000 0.000 0.000 12 -543.00000 -0.00000 126.00000' 0 0 0 0 0 0 0..000 0.000 0.000 13 -261.00000 0.00000 126'.00000 0 0 0 0 0 0 0.006 0.000 0.000 14 ' 0.00000 0.00000 126.00000 0 0 0 0 0.0 0.000 0.000 0.000 15 201.00000 0.00000 126.00000 0 0 0 0 0 0 0.000 0.000- 0.000 16 270.00000 0.00000 126.00000 0 0 0 0 0 0 0.000 0.000 0.000 17 522.00000 0.00000 126.00000 0 0 0 0 0.0 0.000 0'.000 0:000• 18 , -543.00000 138.00000 126.00000 0 0'0 0 0 0 0.000 0.000 0.000 19 -261.00000 138.00000' 126.00000 0 0 0 0 0 0 0.000 0.000 0.000 20 0.00000 138.00000 126.00000 0 0 0 0 0 0 0.000 0.000 0.000 21 201.00000 138.00000 126.00000 0 0 0 0 0 0 0.000 0:000 0.000 22 270.00000 138.00000 126.00000 0 0 0 0 0 0 0.000 0:000 0.000 23 522.00000 138.00000 126.00000 0 0 0 0 0 0 0.000 0.000 0.000 24 201.00000 255:00000 126.00000, 0 0 0 0 0 0 0.000 0.000 0.000 F R A M E E L E M E N T D A T A FRAME -JNT-1 JNT-2 SECTION ANGLE RELEASES SEGMENTS R1 R2 FACTOR LENGTH 1 1 12 W6X2514 0.000 000000 2 0.000 0.000 1.000 126.000 2 2 13 W6X25' 0.000 000000 2 0.000 0.000 1.000 126.000 3 3 14 W6X25 0.000 000000 2 0.000 0.000 1.000 126.000 4 4 16 W6X25. 0.000 000000 2 0.000 _ 0.000 1.000 126•.000 5 5 17 W6X25 0.000 000000 2 0.000 0:000` 1.000 126.000 6 6 18 W6X25 0.000 ' 000000 2 0.000 0.000 1,.000 126.000 7 7 19 W6X25 0.000 000000 2 0.000 0.000 1.000 126.000 8 8 20 W6X25 0.'000 000000 2 0.000 0.000 1.000 126.00D 9 9 22 W6X25 0.000 000000 2 ', 0.000 0.000 1.000 126.000 10 10 23 W6X25 0.000 000000. 2 0.000 0.000 1.000 126.000 11 11 24 TS3.5X3. 0.000 000022 2 0.000 0.000 1.000 126.000 12 12 13 W8X35 0.000 000000 4 '0.000 0.000 1.000 '. 282.000' 13 13 14 W8X35 0.000 000000 4 0.000 0.000 1.000 261.000 14 14 15.- WSX35 0.000 000000 4'.. 0.000 0.000 1.000 201.000 15 15 16 W8X35 0.000 000000 4 0:000 0.000 69.000 "16 16 17,- W8X35 0.000 000000 4 0.000 .1.000 0.000 1.000 252.000 17 18 • 12 W8X28 0.,000 000000 4 0:000' 0.000 1.000 138.000 .18 19 13 WBX28 0.000 000000 4 0.000 0.000 1.000 138:000 19 20 - 14 W8X28 0:000 000000 4 0.000 0.000 1.000 138.000 20 22 '16 W8X28 0:000 000000" 4 0.'000 0.000 1.000 -138.000 -21 23 17 W8X28- 0.000 000000- 4 0.000 0.000 1.000 138.000 - 22 10 17 TS3.5%3. 0.000 000233 2- 0.000 0.000 1.000 186.869 23 18 19 W8X35 0-.000 0000001• 4 0.'000 0.000 1,.000' 282.600 24. 19, 20 W8X35 0.000 000000 4 0.000 0.000 1.000 261.000 25 20 21 W8X35 0.000, 000022 4 0.000-, 0.000 1.000'. 201.000 26 22 23 WBX35 0.000 000000 4 0.006 0.000 1.000 252.000 27 24 21 W8X35 0.000 - 000000 4 •0.000 0.000 1..000.' 117.000 28 21 15 W8X35 0.000 000022 _ 4 0:000-. 0.000 1.0"00 138.000 29 9 16 TS3.SX3. 0.000 000233 2 '.0..000 0.000 1.000 186.669 J O I N T F 0 R C E S Load Case SIESNS JOINT GLOBAL -X GLOBAL -Y GLOBAL -Z- GLOBAL -XX GLOBAL -YY GLOBAL -ZZ - 12 1.093 0.000 0.000 0.000" 0.000 0.000 -18 1.093 0.000 0.000 0.000 " 0.000 0•.000 13 1.093 0.000 0.000 0.000 0.000 0.000 19 1.093 0.000 0.000 0.000 0.000 0.000 14 1.093 0.000 0.000 0.000 0.000 0.000" 16 1.093 0.000 0.000 0.000 0-.000 0,000 22 1.093 0.000 0.000 0.000 0.000 0.000 17 1.093 0.000 0.000 0.000 0.000 0.000 23 '1.093 0.000 0.000 0.000 0.000 0.000, 20 1.093- 0.000 0.000 0.000 0.000 0.000 F R A M E S P A N D I S T R I B U T E D L 0 A D S Load Case DEAD FRAME TYPE DIRECTION DISTANCE -A VALUE -A .DISTANCE -B VALUE -B 23 FORCE' GLOBAL -Z 0:0000 -0.0355 1.0000 -0,.0355 24 FORCE GLOBAL -Z 0.0000 -0.0355 1.0000 . -0.0355 25 FORCE GLOBAL -Z 0.0000 '-0.0355 1.0000 -0.0355 12 FORCE GLOBAL -Z 0.0000 -0.0355 1.0000 -0.0355 13 . FORCE GLOBAL -Z '0.0000 -0.0355 1.0000 -0.0355 14 FORCE GLOBAL -Z 0:0000 -0.0355 1.0000 -0.0355 15 FORCE GLOBAL -Z 0.0000 70.0355 1.0000" -0.0355 16 FORCE GLOBAL -Z 0.0000 -0.0355 1.0000 -0.0355 26 FORCE. GLOBAL -Z 0.0000 -0.0355 ' 1.0000 -0.0355 F R A M E S P A N D I S T R I B U T E D L .0 A D S Load Case LIVE FRAME TYPE- DIRECTION DISTANCE -A VALUE -A 'DISTANCE -B VALUE -B 23 FORCE GLOBAL -Z 0.0000 -0.0450 1.0000 -0.0450 24 FORCE GLOBAL -Z 0.0000 -0.0450 1.0000 -0.0450 25 FORCE GLOBAL -Z 0:0000 -0.0450 1.0000 -0.0450 12 FORCE'- GLOBAL -Z 0.0000 -0.0450 1.0000 _ -0.0450 13 FORCE GLOBAL -Z 0.0000 -0.0450 1.0000 -0.0450 14 FORCE GLOBAL -Z 0.0000 -0.0450 1.0000 -0.0450 15 FORCE" GLOBAL -Z 0.0000, -0.0450 1.0000 -0.0450 16 FORCE GLOBAL -Z' 0.0000 -0.0450 1.0000 -0.0450 26• FORCE GLOBAL -Z 0.0000 -0.0450 1.0000 -0.0450 F R A M E S P A N D I S T R I B U T E D L 0 A D S Load. Case WINDNS FRAME TYPE DIRECTION ,DISTANCE -A VALUE -A DISTANCE -B VALUE -B 17 FORCE GLOBAL -X 0.00010 0.0171 1.0000 0.0171 SAP2000 v7A.0 File: N -S ONLY Kip -in Units PAGE 1 11/14/00 8:49:32 William K. Koh & Associates L 0 A D- C O M B I.N A T-1 O N M U L T'I P L I E R S. COMBO TYPE CASE FACTOR TYPE TITLE COMB1 ADD. 1997 UBC eqn. 12-7 DEAD 1.0000 STATIC(DEAD) COMB2 ADD 1997 UBC eqn. 12-8 DEAD 1.0000 STATIC(DEAD) LIVE 1.0000 STATIC(LIVE) COMB3 ADD 1997 UBC eqn. 12-9 DEAD 1.0000 STATIC(DEAD) SIESNS 1.0000 STATIC(QUAKE)' COMB4 ADD 1997 UBC eqn. 12-9 DEAD 1.0000 STATIC(DEAD) ' SIESNS -1.0000 STATIC(QUAKE) COMB5 ADD 1997 UBC eqn. 12-9 DEAD- 1.0000 STATIC(DEAD) COMB6 ADD 1997 UBC eqn. 12-9 DEAD 1.0000 STATIC(DEAD) COMB7 ADD 1997 UBC eqn. 12-9 DEAD 1.0000 STATIC(DEAD) WINDNS 1.0000 STATIC(WIND) COMBS ADD 1997 UBC eqn. 12-9' DEAD 1•.0000 STATIC(DEAD) i WINDNS -1.0000. STATIC(WIND) COMB9 ADD 1997 UBC eqn. 12c9 DEAD 1.0000 STATIC(DEAD) COMB10 ADD 1997 UBC eqn. 12-9 • DEAD 1.0000 STATIC(DEAD) COMB11 ADD 1997 .UBC eqn.' 12-10,:. DEAD 0.9000 STATIC(DEAD) SIESNS 1.0000- STATIC(QUAKE)_, COMB12 ADD 1997 UBC eqn. 12-10 DEAD 0.9000 STATIC(DEAD) SIESNS -1.0000 STATIC(QUAKE) COMB13 ADD 1997 UBC eqn-' DEAD 0.9000 STATIC(DEAD) COMB14 ADD 1997 UBC"eqn; 12-10 DEAD 0.9000 STATIC(DEAD) COMB15 ADD 1997 UBC eqn. 12-11 DEAD 1.0000 STATIC(DEAD) LIVE 0.7500 STATIC(LIVE) SIESNS" 0.7500 STATIC(QUAKE) COMB16 ADD 1997 UBC eqn. 12-10 . DEAD 1.0000 STATIC(DEAD) LIVE 0.7500 STATIC(LIVE) SIESNS -0.7500 STATIC(QUAKE) COMB17 ADD 1997 UBC eqn., 12-11 DEAD 1.0000 STATIC(DEAD) LIVE 0.7500 STATIC(LIVE) . COM818 ADD 1997 UBC eqn. 12-11 DEAD 1.0000 STATIC(DEAD) LIVE 0.7500 STATIC(LIVE) COMB19 ADD 1997 UBC eqn. 12-11 DEAD 1.0000 STATIC(DEAD) LIVE 0.7500 STATIC4LIVE)• WINDNS 0.7500 STATIC(WIND) COMB20 ADD 1997 UBC eqn. 12-11 . DEAD 1.0000 STATIC(DEAD) LIVE 0.7500 STATIC(LIVE) WINDNS -0:7500- STATIC(WIND) COMB21 ADD 1997 UBC eqn. 12-11 DEAD 1.0000 STATIC(DEAD) LIVE 0.7500 'STATIC(LIVE) COMB22 ADD 1997 UBC.egn. 12-11 ' DEAD 1.0000 STATIC(DEAD) " LIVE 0.7500 STATIC(LIVE) J 0 I N T D I S P L A C E M E N T S JOINT LOAD Ul U2 U3 R1 R2 R3 1 Minima 0:0000` 0.0000 0.0000 -1.100E-03 -7.690E-03 -1.679E-03 `"COMB22 COM322 COMB22 COMB19 COMB4 COMB? 1 Maxima 0.0000 0.0000 0.0000 6.191E-06" 6.573E-03 1.008E-03 COMB22 COMB22 COMB22 SIESNS SIESNS COMBS " 2 Minima :. 0.0000 0.0000 0.0000 '-4.953E-05 -6327E-03 -4.811E-04 COMB22 COMB22 COMB22'- COMB1.9 COMB12 COMB2 2 Maxima 0-.0000 0.0000 0.0000 1.424E-05 7.972E-03 5.208E-06 COMB22 COME22 COMB22-COMB8 COMB3 SIESNS 3 Minima 0.0000 0.0000' 0.0000 -2.681E-05 "-6.818E-03 -5..788E-04 COMB22 COMB22 COMB22 SIESNS, COMB12 COMB19 3 Maxima 0.0000 0.0000 0.0000 5.818E-04 7.178E-03 1.130E-05 COMB22 COMB22 COMB22 COMB19 COMB3 SIESNS 9 Minima. 0.0000 0.0000 0.0000 -4.444E-06". -6.627E-03 -1.078E-04 . COMB22 COMB22 COMB22 SIESNS" COMB12 COMB8 4 Maxima 0.0000 0.0000 0.0000 1.759E-04. 7.701E-03 4.252E-04 COMB22 COMB22 COMB22 COMB2- COMB3 COMB19 5 Minima 0.0000 0.0000 0.0000 7.226E-06 -5.379E-03 -1.766E-04 COMB22 COMB22 COMB22 SIESNS. COMB12 COMB8 5 Maxima 0.0000 0.0000 0.0000 9.177E-05 8.023E-03 3.189E-04. COMB22 COMB22 COME22 COMB2 COMB3 COMB19 .6 Minima 0.0000 '0.0000 0.0000 -1.169E-03-`-6.974E-03 .-1.246E-03 " COMB22: COMB22 COMB22 COMB19 COMB41 COMB20 6 Maxima 0.0000, 0.0000 0.0000 6.191E-06 6.558E-03 5.018E-04 " COMB22 COMB22 COMB22 SIESNS SIESNS COMB? ' 7 Minima 0.0000 0.0000 0.0000 71.195E-04 -5.624E-03 -7.173E-04 COMB22 COMB22 COME22 COMB19 COMB12 COMB19 7 Maxima 0.'0000 0.0000 0.0000. 4.046E-06 8.761E-03 1.671E-04 COMB22 COM1322 COMB22 SIESNS COMB3 - COMB8, 8' Minima 0:0000 0.0000 0.0000 -2.679E-05- -6.134E-03 -4:785E=04 COMB22 - COMB22 COMB22 -SIESNS COMB12 COMB19 8 Maxima 0..0000 0.0000 0.0000 5.117E-04 7.757E-03 5.304E-06 COMB22 COMB22 COMB22 COMB19 COMB3 SIESNS . 9 Minima 0.0000 0.0000 0.0000 -4.560E=06 -8.310E-03 -1.781E=04 COMB22 COMB22 COMB22 SIESNS COMB4 COMB8 9" Maxima 0.0000 0.0000 0.0000 1.065E-04,. 6.988E-03 3.201E-04 COMB22 COMB22 COMB22 "'COMB2' SIESNS COMB? 10 Minima 0.0000 0.0000 0.0000 -1.482E-05 '75..501E-03 -1.529E-04 •COMB22 COMB22 COMB22 COMB4 COMB12 COMBB 10 Maxima 0.0000 0.0000 0.0000 2.203E-05 8.640E-03 3.551E-04 COMB22 COMB22 COMB22 COMB2 COMB3 COMB19 - 11 Minima 0.0000 0.0000 0.0000 -2.367E-05 -3.843E-03 -1.218E-03 COMB22 COMB22 COMB22 SIESNS COMB12 COMB19 11 Maxima 0.0000 0.0000 0.0000 3.529E=04 6.348E-03 7.605E-06 . COMB22- COMB22 COMB22 COMB19 COMB3 SIESNS 0-1c> 12 Minima -0.6003 -5.365E-04. -6.231E-03 -1.426E-04 1.087E-03 -1.679E-03 ' 12 Maxima COMB12 "'SIESNS COMB2 COMB19 COMB12 ICOMB7 0.6754 0.0985 4.236E-04 0.0000 7.576E-03 1.008E-03 COMB3 COMB19 SIESNS SIESNS COMB15 COMBS 13 ,Minima -0.6009 5.174E-04 -0.0146 -7.510E-05 -2.165E-03 -4.811E-04 '13 Maxima COMB12 SIESNS COMB2 COMB19 '. COMB16 COMB2 0.6744 7.311E-03 -9.254E-05 0..0000" 7.597E-.04 5.208E-06 COMB3 COMB19 SIESNS SIESNS SIESNS SIESNS 14 .Minima .-0.6014 -0.0475 -0.0134 -6.796E-05 -5.213E-.04 -5.758E-04 14 Maxima COMB12 COMB19 COMB2 COMBS COMB12 COMB19 0.6737 2.368E-03 -4.284E-05 -2.684E-06 1.712E-03 1.130fi-05 COMB3 SIESNS SIESNS SIESNS COMB15 SIESNS 15 Minima -0.6020 -0.0444 -0.2923 --4.462E-05 -4.384E'-03. -3.592E-05' COMB12 COMB19 COMB2 COMBS COMB2 COMBS 15 Maxima 0.6732 2.982E-03 0.0114 1.535E-06 -1.976E-04 4.227E-04 COMB3 SIESNS SIESNS SIESNS SIESNS COMB19 16 Minima -0.6022 -0.0149 -0.0158 -3.846E-05-9.621E-04 -1.078E-04 16 Maxima COMB12 COMB2 COMB2 'COMB4 COMBO COMBS 0.6730 2.491E-04 1.446E-04 2.984E-06 6.988E-04 4.252E-04 COMB3 SIESNS SIESNS SIESNS SIESNS COMB19 17 Minima -0.6028 -4.674E-03 -5.455E-03 -7.286E-05 -5.088E-03 -1.766E-04 17 Maxima COMB12 COMB2 COMB2 COMB2 COMB16 COMBS 0.6726 -5.943E-04 -5.100E-04 0.0000 1.751E-03 3.189E-04 COMB3 SIESNS SIESNS SIESNS SIESNS COMB19 18 Minima -0.5378 -5.366E-04 -6.270E-03 -2.652E-06 1.272E-03 -1.246E-03 18 Maxima COMB12 SIESNS COMB2 COMB19 COMB12 COMB20 0.7427 0.0985 4.202E-04 6.239E-05 - 7.971E-03 5.018E-04 COMB3 COMB19 SIESNS COMBS COMB15 COMB7 19 Minima -0.5382 5.176E-04 -0.0145 0..0000 -2.058E-03 -7.173E-04 19 Maxima COMB12 . SIESNS COMB2 SIESNS - COMB16 COMB19 - 0.7419 7.349E-03 ,.-6.651E-05 6.885E-05 7.277E-04 1.671E-04 COMB3 COMB19 SIESNS COMBS SIESNS COMBS 20 Minima -0.5382 -0.0475 ' -0.0131 -2.692E-06 -4.001E-04 -4.785E-04 20 Maxima COMB12 COMB19 COMB2 SIESNS COMB12 COMB19 0.7418 .2.367E-03 -1.870E-04 1.073E-04 2.369E-03 5.304E-06 COMB3 SIESNS SIESNS COMB19- _, COMB15 SIESNS 21 Minima -0.5382 -0.0445 -0.7314 -1.115E-05- -4.384E-03 -1.218E-03 21 Maxima COMB12 COMB19 COMB2 SIESNS COMB2 COMB19 0-.7418 2.983E-03 =0.0219 1.893E-03, -1.976E-04 7.605E-06 COMB3 SIESNS SIESNS COMB2 SIESNS SIESNS 22 Minima -0.6442 -0.0149 -6.361E-03 2.969E-06 1.261E-03 -1.781E-04 22 Maxima COMB12 COMB2 COMB2 SIESNS' COMB12 COMBS 0.6745 2.595E-04 6.259E-04 1.427E-04 7.063E-03 '. 3.201E-04 COMB3 SIESNS SIESNS COMB2 COMB15 COMB? 23 Minima -0.6448 -4.657E-03 -6.425E-03 0.0000 -_6.926E-03 -1.529E-04 23 Maxima COMB12 COMB2 COMB2 SIESNS- COMB16 COMBS 0.6737 -6.046E-04. -6".259E-04 6.823E-05 1.564E-03 3.551E-04 COMB3 SIESNS SIESNS COMBS SIESNS COMB19 24 Minima -0.4842 -0.0445 -5.020E-03 2.748E-04 -4.384E-03 -1.218E-03 24 Maxima COMB12 COMB19 COMB2 SIESNS' 'COMB2 COMB19 0'.7999 2.983E-03 -2.164E-04 8.214E-03- -1.976E-04 `.7.605E-06 COMB3 SIESNS SIESNS COMB2"., SIESNS SIESNS J 0'I N T R E A C T I`0 N S JOINT LOAD Fl F2 F3 MI" M2 M3 1 Minima -0.9170 -0_.0598 -0.7156 0.0000 0.0000 0.0000 1 Maxima SIESNS COMB15 SIESNS COMB22 COMB22 COMB22 2.3007 3.635E-04 10..6577 0.0000 0.0000 0.0000 COMB16 SIESNS COMB2' COMB22 COMB22 2- Minima -1.5737 :-3.645E7,04 0:1563, 0.0000 0.0000 0.0000 2 Maxima COMB3 SIESNS .SIESNS COMB22 COMB22 COMB22 0.9362 5.334E-03-. 24.7304 0.0000 0.0000 0.0000 COMB12 COMBS COMB2 C6MB22 COMB22 COMB22 3 Minima -1.1675 -1.507E-03 0.0724 0.0000 0.0000 0.0000 - SIESNS SIESNS SIESNS COMB22 COMB22 'COMB22 3 •Maxima 1.2352 0.0385 22.7083 0.0000 0.0000 0.0000 COMB4 COMB19 COMB2 COMB22 COMB22 COMB22 ' 4 Minima -1.4174" -4.641E-04 -0.2442 0.0000 0.000,0 0.0000- COMB3 SIESNS SIESNS COMB22 COMB22 COMB22 4 Maxima 1.1104• 0.0108 26.7526 0.0000 0.0000 0.0000 COMB12 COMB2 COMB2 COMB22 COMB22 COMB22 5 Minima -1..9625'• 4.720E-04 0.8616 0.0000 0.0000 0:0000 COMB15 SIESNS SIESNS COMB22 COMB22 COMB22 5 Maxima 0.3575 0.0103 9.3468 0.0000 0.0000 0.0000 COMB12 COMB2 COMB2 COMB22 COMB22 COMB22 6 Minima -0.9129 -0.0728 =0.7099 0.0000 0.0000 0.0000 - SIESNS COMB19" SIESNS COMB22 COMB22 COMB22 6 Maxima 2.1210 3.635E-04 10.7227 0.0000 0.0000; 0.0000 COMB16 SIESNS; COMB2 COMB22 COf4B22 COMB22 7 Minima- -1.8276 -0.0115 0.1124 0.0000 0.0000 0.0000 'COMB15. COMB19. SIESNS COMB22 COMB22 COMB22 7 Maxima 0.8126 .-3,.646E-04 24.6693 0.0000 0.0000 0.0000 COMB12 - SIESNS COMB2 COMB22 COMB22" COMB22 8 Minima -1.1231 -5:661E703 0.3159 0.0000 0.0000 0.0000 COMB3 COMBS SIESNS COMB22 COMB22 COM922 8 Maxima 1.1186 0.0253 22.2261. 0.0000 0.0000 0.0000 COMB12 COMB19 COMB2 COMB22 COMB22 COMB22 9 Minima -1.0584 -0.0727 71.0294 0.0000 0.0000 0.0000 SIESNS COMBS SIESNS COMB22, C6MB22 'COMB22 9" Maxima '2:4271 - 0:2157 10.8328 0.0000 0.0000 0.0000 " COMB16 COMB19 - COMB2 COMB22 -COMB22 `COMB22 10 Minima -2.5215 -0.1569 1.0266 0.0000 0.0000 0.0000 . COMB15 COMB19' SIESNS COMB22 COMB22 COMB22 10 Maxima 0.2301 0-.0701 -11.1403 0::0000 0.0000 0.0000 COMB12 COMBS COMB2 COMB22 COMB22 COMB22 11 Minima 0.0000 0.0000 0.1539 0.0000 - 0.0000 6.6000 COMB12 COMB19- SIESNS COMB22 COMB22 COMB22 11 Maxima 0.0006 0.0000 `3.6256 0.0000 0.0000 0.0000 COMB3 SIESNS COMB2 COM922 COMB22 COMB22 F R A M E E L E M E N T F O R C E S FRAME LOAD LOC P V2' V3 T M2 M3 1 Minima -10.66 -2.30 .-3.635E-04 0.00 -7.53 -115.54' ' COMB2 •COMB16 SIESNS COMB7 COMB19 SIESNS 1 Maxima 7.156E-01 9.170E-01 5.978E-02 0.00 4.580E-02 289.89 SIESNS SIESNS COMB19 COMBS SIESNS COMB16 2 .Minima -24.73 -9.362E-01 -5.334E-03 0.00 -4.593E-02. -198.29 COMB2 COMB12 COMBS COMB? SIESNS COMB3 2 Maxima -1.563E7'01 1.57 3.645E-04 .0.00 6.721E-01 -117.96 SIESNS COMB3 SIESNS COMB2 COMBS COMB12 3 Minima -22.71' -1.24- -3.846E-02 0.00 -1.899E-01 -147.11 COMB2 COMB4 COMB19 COMBS -SIESNS SIESNS 3 Maxima -7.237E-02 1.17 -1.507E-03 0.00 4.85 155."63 SIESNS SIESNS SIESNS COMB7 COMB19 COMB4 4 Minima -26.75 -1.11 -1.081E-02 0.00 -5.847E-02 -178.59 COMB2 COMB12. COMB2 COMB191 SIESNS COMB3 - 4 Maxima 2.442E=01, 1.42 4.641E-04 0.00 1.36 139.91 SIESNS - COMB3 SIESNS SIESNS COMB2 COMB12 5 Minima -9.35 -3.575E-01, -1.028E702'' 0.00 0.00, -247.27 COMB2 COMB12 COMB2"' COMB3 COMB2 COMB15 5 Maxima -8.616E-01 1.96 -4.720E-04 0..00 1.30 45.05 , SIESNS COMB15 SIESNS COMB16 COMB2 COMB12 6 Minima -10.72 -2.12 -3.635E-04 0.00 -9.18 -115.03 Al :. . -. : • �-ice, - 6 Maxima COMB2 7.099E-01 COMB16 9.129E-01 SIESNS" 7.284E-02 COMB20 'COMB19 SIESNS 0..00 4.581E-02 267.24 SIESNS SIESNS COMB19 COMB? SIESNS COMB16 7 Minima -24.67 -8.126E-01 3..646E-04 0.00.. -1.45 -230.27 7 Maxima. COMB2 COMB12 SIESNS COMB2 COMB19 COMB15 -1.124E-01 1.83 1.151E-02 0.00 0.00 102.38 " SIESNS COMB15 COMB19 SIESNS COMB2 COMB12 8 Minima -22.23 -1.12 -2.526E-02 0.00 -7.133E-01 -141.51" 8 Maxima COMB2 -3.159E-01 COMB12 COMB19 COMBS COMBS COMB3 1.12 5.661E-03 0.00 3.18 140.94 SIESNS' COMB3 COMBS COMB? COMB19 COMB12 9 Minima -10.88 -2.43 4.703E-04 0.00 -6.275E-01 -133.36 9 Maxima' COMB2 COMB16 SIESNS COMB7 COMB3 SIESNS 1.06 1.06 4.980E-03 0.00 0.00 305.82 SIESNS SIESNS COMB3 COMBS SIESNS COMB16 10 Minima -10.99 -2.301E-01 -4.780E-04 0.00 -6.605E-01 -317.70 10 Maxima COMB2 COMB12 SIESNS COMBS COMB4 COMB15 -1.06 2.52 5.242E-03 0.00 6.022E-02 28,99 SIESNS COMB15 COMB4 COMB7 SIESNS COMB12 11 Minimae -3.63 0.00 - 0.00 0.00 0.00 0.00 11 Maxima COMB2 -1.539E-01 COMB3 0.00 "SIESNS COMB? COMB19 COMB12 COMB12 - 0.00 0.00 0.00 0.00 SIESNS -COMB12 COMB19' COMB20 COMB16 COMBS 12. Minima -2.`50 -10.34 -1.289E-01 -1,.770E-05 -24.74 -636.86 - 12 Maxima COMB19 COMB2 COMB7 SIESNS COMB7 COMB2 1.048E-01 13.19 7.406E-02 2.056E-03 16.05 .393.74 COMB8 COMB2 COMBS COMB19 COMBS COMB2 13 Minima -1.93 -11:12 -6.424E-02 -8.142E-05 -8.43- -545.60 13 Maxima COMB19 COMB2' COMB2 SIESNS• COMB2 COMB2 1.477E-01 10.66 2.517E-04 1.358E-03 8.54 195.37 COMBS COMB2 SIESNS, I COMB19. COMB19 COMB2 14 Minima -2.13 -11.58 -3.357E-02 1-.803E-04 -9,51 -501.11 14 Maxima COMB19 4.579E-02 COMB2 COMB19 SIESNS _ COMB19 COMB2 5.20 -3.220E-03 1.430E-03 7.956E-01 295.90 SIESNS COMB2. SIESNS COMB20 _ COMBS COMB2 15 Minima -2.13 6.147E-01 -7.882E-02` 1.803E-04 -2.76 -626.69 15 Maxima COMB19 4.579E-02 SIESNS COMB19 SIESNS COMB19 COMB2 13.99,•-3.015E-03 1.430E-03 3.41 142.58 SIESNSS COMB2 SIESNS COMB20 'COMB15 COMB16 16 Minima` -1.53 -12.12 -3.667E-02 -2.577E-03 -9.27 -586.79 16 Maxima COMB19 1.727E-01 COMB2 COMB8 :COMB2 COMB19 COMB2' 8.91" 7.772E -02 -1.129E-04 .10.31_ 278.14 SIESNS COMB2 COMB19 SIESNS COMB19 COMB2 17 Minima -8.730E-02 -2.822E-01 -1.16 2.533E-04 -24.74 -9.18 17 Maxima COMB? 7.435E-02 -COMB19 1.486E-01 COMBS SIESNS COMB7 COMB19 1.29 2.210E.-02 23.48 7.53 COMBS COMBS COMB7 COMB19 COMB? COMB19 18 Minima -1.059E-01 -1.702E-01 -5.965E=04 -1.397E-03 -19.15 -1.45 18 Maxima COMBS 9.189E-02 COMB19 1.589E-01 SIESNS 2.554E-01 SIESNS. COMB19 COMB19 5.327E-03 16.10 4,74 COMB? COMBS COMB19 COMB19 COMB19 COMBS 19 Minima -2.040E-02 -1.592E-01 3.614E -045.290E-03 -18.05 -4.85` 19 Maxima COMB7. 1.337E-02 COMBS 2.197E-01 SIESNS 2.680E-01 COMB12' -2.867E-0218.94 COMB19 COMB19 COMBS COMB19 COMB19 COMB15 COMB19 ? 5.39 COMB19 20 Minima -7.521E-02 .-1.583E-01 -1.251E-01 3.771E.02 -8.87 -1.36 20 Maxima COMB7 3.721E-02. COMB3 1.689E-01 COMB7 8.321E-02 SIESNS 3.166E-01 COMB7 COMB2 COMBS COMB2 COM58 'COMH2 8.40 COMB 4. 74 COM74 21 Minima -4.654E-02 -1.587E-01 -1.321E-01 -9.961E-02 -9.03 -1.30 . 21 Maxima COMBS 6.610E-02 COMBO 1`.680E-01 COMB? 7.342E-02 COMB2 COMB7 COMB2 -8.177E-03 9.27 4.73 Al COMB19 COMB2 COMB8 SIESNS COMB19 COMB8 22 Minima -2.629E-01 -6.034E-02 0.00 0.00 0.00 0.00 COMB19 COMB22 COMB22'" COMB22 COMB22 COMB22 22 Maxima 1.562E-01 6.034E-02 0.00 0.00 0.00 2.82 COMB8 COMB22 COMB22 COMB22' COMB22 COMB22 23 Minima -1.96 -10:19 -9.609E-02 -1.771E-05 -18.46 -653.24 COMB19. COMB2 COMB20 .SIESNS COMB20 COMB2:-• 23, Maxima 1.582E-01 13.34 3.264E-02.' 2.052E-03 9.53 396.37 ' COMB8- COMB2 COMB7'-' 'COMB19 COMB7" COMB2 24 Minima -5.387E-01 -10.90 -8.409E-02 -8.168E-05 -12:10 -523.28 COMB19 COMB2 COMB19 SIESNS COMB19 COMB2 . 24 Maxima ,' 2.982E-01 10.89 1..042E-02 1.401E-03 9.84 187.98 COMB8 COMB2 -COMB8 COMB19 COMB19 COMB2'. 25• Minima.,-. 0.00 -10.97 •-4.524E-02 -3.615E-04 -9.,09 -518.34 - COMB7 COMB2 COMB19 SIESNS COMB19 COMB2 25 Maxima 0.00• 5.81 2.055E-04 .7.650E-02 4.131E-02 186.52. " COMB20 COMB2 SIESNS COMB2 SIESNS COMB2 26 Minima - -1.93 -10.46 -4..205E-02 '-2.58.0E-03 -9.03 -317.80 COMB2 COMB2 COMB8 COMB2 COMB7 COMB15 26 Maxima 2.128E-03 10.57 7.103E-02 -1.118E-04- • 8.87, 417.53 SIESNS COMB2 COMB7 COMB? SIESNS COMB? COMB2 27 Minima 0:00 -3.52 0.00 0.00 0.00 0.00 C6MB7 COMB2 COMBS COMB2 COMBS: COMB2 27 Maxima 0.00 -1.539E-01 0.00 0.00 0.00 391.35 COMB20 SIESNS COMB12 60MB12 COMBS COMB2 28 Minima -4.524E-02 .1.305E-01 0.00': '-'0.00 ;_0.00 0.00 COMB19 SIESNS COMB12 SIESNS COMB12 COMB2 28 Maxima 2.055E-04 3.04 0.00 •, 0.00 0.00 391.28 - SIESNS ,. COMB2 COMB15 COMB2 COMB15 COMB2 29- Minima -1.470E-01 -6.-034E-02 0.00 0.00 0.00 0.00 C014B8 COMB22 COMB22 COMB22 COMB22 COMB22 29. Maxima 3.506E-01 -6`.034E-02 0.00 0.00 0`.00 2.82 COMB19 COMB22 COMB22 COMB22 COMB22 COMB22, SAP2000 v7.10 File: N -S ONLY. Kip -in Units PAGE 1 ' 11/14/00 9:02:51 William K. Koh & Associates J O I'N T R E A C T'1,0 N'S JOINT LOAD F1. F2 F3 M1 M2 Iy3 1 DEAD 0.8594 -0.0210 5.1392 0.0000 0.0000 0.0000 1 LIVE .1 .0048, -0.0311 5.5185 0.0000 0:0000 0.0000 1. SIESNS -0.9170 3.635E-04 -0.7156 0.0000 0.0000 0.0000 1 WINDNS -0.1973 -0:0207._ -0.,1916 0.0000 0.0000 0.0000 2 'DEAD -0.3356 4.289E-03. 11.6151 0.0000 0.00001 0.0000 2 LIVE -0.3887 -2.543E-03 - 13.1153 0.0000 0.0000 0.0000 2 SIESNS -1.2382 -3.645E-04 0.1563 0.0000 0.0000 0.0000 2 WINDNS. -0.2650 -1.045E-03 0.0324 0.,0000 0.0000' 0.0000 3 DEAD 0.0676 0.0191 10.7399 0.0000 •0.0000 0.0000 3 LIVE' 0.0609 0.0142 1-1.9685 0.0000 =0.0000 0.0000', 3 SIESNS -1:1675 .-1.507E-03' 0.0724 - 0.0000 0.'0000 0.0000_ 3 WINDNS -0.2478. 0.0116' 0.0403 0.0000 0.0000 0.0000 4 DEAD -0.1616 8.570E-03 12.7651 0.0000, 0.0000 0.0000 4 LIVE _.-0.1526 2.244E-03 13.9875 0.0000 0:0000 0..0000 4 SIESNS -1..2558 -4.641E-04 -0.2442 0.0000' 0.0000 0.0000 4 WINDNS •---0.2669 '3.032E-04- 0.0850 0:0000 0.0000 0.0000. 5 DEAD -0.6607 8.324E-03 4.5654. 0.0000 0.0000 0.0000 5 LIVE -0.7836 1.961E-03 4.7814 0.0000 0.0000 0.0000 5 SIESNS -0.9522 4.720E-04 0.8616 0.0000 0.0000' 0.0000 5 WINDNS -0.2011 -2.519E-04 0.0722 0.0000 0.0000 0.0000 6 DEAD 0.7640 :- -0.0340 5.1702 0.0000 0,0000. : 0000 6 LIVE 0.8963 -0.0311 5.5524 0.0000 0.0000 0.0000 6 SIESNS -0.91293.635E-04 -0.7099 0.0000 0.0000 0.0000 6 WINDNS -0.2709 -0.0206 -0.1726 0.0000 0.0000 0.0000 7 DEAD -0.4805 -8.794E-03 11-.5822 .. 0.0000 0.0000 0.0000 7 LIVE -0.5510 -2.543E-03 13.0871 0.0000 0.0000 0.0000 7 SIESNS -1.2451 -3.646E-04 0.1124 0.0000 0.0000 0:0000 7 WINDNS -0:3683, -1.078E-03 0:0356 0.0000 0.0000 0.0000 8 DEAD -2.386E-03 5.947E-03. 10.5020 0.0000 0.0000. 0'.0000 8 LIVE, -0.0273 0.0141. 11.7241 0.0000' 0.0000 8 SIESNS -1.1207 -1.506E-03 0.3159 0.0000 0.0000 .0.0000 0.0000 8 WINDNS -0.3304 0.0116 0.0720 0.0000 0.0000 0.0000 9 DEAD 0.8699 0.0595 5.2632 0.0000 - 0.0000 0:0000 9 LIVE 1.0179 0.0759 5.5697 0.0000 0.0000 0.0000 9 SIESNS -1.0584 -0.0311 -1.0294 0.0000 0.0000 0.0000 9 WINDNS -0.1035 0.1323 -0.2245- 0.0000 0:0000 0.0000 - 10 DEAD '-0.9202 -0.0420 5.4055 0.0000 0.0000 0.0000 10 LIVE -1.0768 -0.0411 5.7348 0.0000 0.0000 0.0000 10 SIESNS - -1.0582 0.0341 1.0266 0.0000 0.0000 0-.0000 10 WINDNS -0.1034, -0.1121 0.2061 0.0000 0.0000 0.0000 1.1 DEAD` 0.0000 0.0000 1.9199 0.0000 0.0000 0.0000- 11 LIVE 0.0000 0.0000 1.7057 _ 0.0000 0.0000 0.0000 11 SIESNS 0.0000 0.0000 0.1539 0.0000 0.0000 0.0000 11 WINDNS 0.0000 0'.0000 0.0451 0.0000 0.0000 0'.0000 sAp9nnn t orrr/-uuu vi.iu - rne:N-,-j.omy -Steel P -M Interaction Ratios (AISC-ASD89) - Kip -in Units SAP2000 v7.10 File: N-S ONLY Kip-in Units .PAGE 1 11/14/00 8:49:45 William K. Koh & Associates M A T E R I A L P R O P E R T Y D A T'A MAT MODULUS OF POISSON'S THERMAL WEIGHT PER MASS PER LABEL ELASTICITY RATIO COEFF UNIT VOL ' UNIT VOL STEEL 29000.000 0.300 6.500E-06 2.830E-04 7.324E-07 TUBE, 29000.000 0.300 6.500E-06 2.830fi-04 7.324E707 PIPE 29000.000 0.300' 6.500E-06 2.830E704'' 7.324E-07 M A-T E R I A L D E S I G N D A T A MAT DESIGN STEEL CONCRETE„ REBAR CONCRETE REBAR LABEL CODE FY FC FY FCS FYS STEEL S 36.000 TUBE S 46.000 PIPE S 35.000 F R A M E' Si C T I O N P R 0 P E R-T Y D A T A SECTION LABEL ,MAT SECTION LABEL TYPE DEPTH FLANGE -FLANGE WEB FLANGE FLANGEWIDTH - THICK THICK WIDTH ",THICK FSEC1 STEEL' TOP TOP 1.000 1.000 BOTTOM BOTTOM ' W6X25 STEEL W6X25 0.000 6.380 6.080 0.000 0.000 0:000 W STEEL W8X 0.455 8.060 0.320 6.080 0.455 WSXX35 STEEL W8X3355 6.535 0.465 8.120 0.285 6.535 0..465 TS3.SX3. TUBE TS3.SX3.SX1/4 8:020 0.495 3.500 0.310 8.020 0.495 '. 3.500 0.250 0.250 0;.000 0.000 F R A M E S E C T I O N, P R O P E R T Y D A T A SECTION AREA TORSIONAL MOMENTS OF'INERTIA SHEAR AREAS LABEL INERTIA 233 122 A2 A3 FSEC1 1.000 0.141 8.330E-02 8.323E-02 0.833 0.833 W6X25 7.340 0.460_ 53..400 2.042.. 4.611 W8X28 8.250 0.540 _.17.100 98.000 21.700 2.297 5.065 W8X35 TS3.5X3_ 10.300 0.770 127.000 42.600 2.517 6.616 3:090 8.820 '5.290 5.290 1.750 1.750 F R A M E S E C T I O N P R O P E 'R T.. Y. D A T A SECTION SECTION MODULII PLASTIC MODULII RADII OF GYRATION LABEL S33 S22 Z33 Z22 R33 R22 FSEC1 0.167 0.167 0.250 0.250 0.289 0.289 W6X25 16.740 5.,625 18.900 8.560 2.697 1.526 W8X28. 24.318 6.641 27.200 10.100. 3.447 1.622 " W8X35 TS3.5X3. 31.281 10.623 34.700 16.100 3.511 2.034 3.023. 3.023 3.700 3.700 1.308 1.308 L 0 A D C 0 M B.I N A T I-0 N M U L T I P L I E R S COMBO TYPE CASE FACTOR TYPE TITLE COMB1 ADD 1997 UBC eqn. 12-7 DEAD 1.0000 STATIC(DEAD) COMB2 ADD 1997 UBC eqn. 12-8 DEAD 1.0000 STATIC(DEAD) LIVE 1.0000 STATIC(LIVE) COMB3 ADD 12-9 1997 UBC eqn. DEAD 1.0000 STATIC(DEAD) • SIESNS 1.0000 STATIC(QUAKE)' COMB4 ADD 1997 USC e 12-9. DEAD .. 1.0000 STATIC(DEAD) SIESNS -1.0000 STATIC(QUAKE) COMBS- ADD 1997 UBC..egn. 12-9 : DEAD 1.0000 STATIC(DEAD) -COM B6 ADD 1997-UBC.egn. 12-9 DEAD 1.0000 STATIC(DEAD) COMB7 ADD 1997 UBC,egn. 12-9 DEAD 1:'0000 STATIC(DEAD) WINDNS -1.0000" STATIC(WIND) COMB8 ADD 1997 'UBC.egn. 12=9 DEAD 1:0000 STATIC(DEAD) WINDNS -1.0000. STATIC(WIND) COMB9 ADD 1997 UBC eqn.', 12-9 DEAD 1.0000 STATIC(DEAD) COMB10- ADD 1997 UBC-eqn. '12-9 DEAD 1.0000 STATIC(DEAD) COMB11 ADD 1997 UBC eqm. 12-10 DEAD. 0.9000 STATIC(DEAD) SIESNS 1.0000 STATIC(QUAKE) ' COMB12 ADD 1997 UBC eqn. 12-10 : DEAD 0.9000 STATIC(DEAD) SIESNS -1.0000 STATIC(QUAKE) COMB13- ADD 1997 UBC eqn 12-10 DEAD 0:9000 STATIC(DEAD)" COMB14 ADD 1997•UBC eqn. 12-10 . . DEAD 0.9000 STATIC(DEAD) . COMB15 ADD 1997 UBC eqn. 12-11 DEAD' 1.0000 STATIC(DEAD) LIVE 0.7500 STATIC(LIVE)-, SIESNS 0.750Q STATIC(QUAKE) a COMB16 ADD 1997 UBC eqn. 12 -10 - DEAD •1.0000 STATIC(DEAD) LIVE 0.7500 STATIC(LIVE) SIESNS -0.7500 STATIC(QUAKE) COMB17 ADD 1997 UBC eqn.. 12-11 DEAD 1.0000 STATIC(DEAD) LIVE 0.7500 STATIC(LIVE) COMB18 ADD 1997 UBC eqn.. 12`-.11 DEAD 1.0000 STATIC•(DEAD)' LIVE 0.7500 STATIC(LIVE) COMB19, ADD 1997 UBC eqn: 12-11 DEAD 1.0000 STATIC(DEAD), LIVE 0.7500 STATIC(LIVE) WINDNS 0.7500 STATIC(WIND) COMB20 ADD - 1997 UBC eqn. 12-11 DEAD. 1.0000 STATIC(DEAD) LIVE 0.7500 STATIC(LIVE) WINDNS -0.7500 STATIC(WIND) COMB21 ADD 1997 UBC eqn. 12-11 DEAD 1.0000 STATIC(DEAD) LIVE 0.7500 STATIC(LIVE) COMB22 ADD 1997 :UBC eqn. 12-11 DEAD 1.0000 STATIC(DEAD) LIVE 0.7500 STATIC(LIVE) . S T E E FRAME L S SECTION., T R'E S S C.H S C K .. E L E.`'M E.N T. I.N F 0 R M A T 1 0 N (AISC-ASD89)" FRAMING LLRF L_ratio L_ratio - 'K, K ID ID TYPE, FACTOR MAJOR MINOR MAJOR MINOR u 1 W6X25 MOMENT 1.000 1.000 1.000 1.000, 1.000 2 W6X25 MOMENT 1.000 1.000 1.000 1.000 1.000 ' 3 W6X25 MOMENT 1.000 ., 1.000 1.000 1.000 .1.000-' 4 W6X25 MOMENT 1.000 1.000 1.000 1.000 1.000 S W6X25 MOMENT 1.000 1.000 1.000 1.000 1.000 6 W6X25. MOMENT 1.000 1.000 1.000 ".1.000 1.000 7 W6X25 MOMENT 1.000 1.000 1.000 1.000 1.000 8. W6X25 MOMENT 1.000 1.000 1.000 1.000 1.000 - 9 W6X25 MOMENT 1.000 1.000 L:000 1.000 1.000 .10 W6X25 MOMENT 1.000 1.000 1.000 1.000 1.000 11 TS3.5X3.5X1/ MOMENT 1.000 1.000 1.000 1.000 1.000 12 W8X35 MOMENT 1.000 1.000 1.000' 1.000 -.1.000' 13 W8X35 MOMENT 1.000 1.000 1.000 1.000 1.000 14 W8X35 MOMENT 1.000 1.343 1'.000 1.000 1.000 15 W8X35 MOMENT 1.000 3.913 1.000 1.000. 1.000 16 'W8X35 MOMENT 1.000 1.000 1.000 1.000 1.000 17 W8X28_• MOMENT 1.000 1.000 1.000 1.000, 1.000 18 W8X28 MOMENT 1.000 1.000 1.000 1.000 1.000 19 W8X28 MOMENT 1.000 1..000 1..000 1.000 1.000 " 20 W8X28 MOMENT 1.000 1.000 -1.000 1.000 1.000 21 W8X28*- MOMENT 1.000 1.000 1.000 1.000 22 TS3.5X3.5X1/ MOMENT- -1.000 .1.000 1.000 1.000 1.000 .1._000 23 WBX35 MOMENT 1.000 .1:000 1.000 1.000, -.1:000 24 'WBX35 MOMENT 1.000 1.000 1.000 1.000 1.000 25 WBX35 MOMENT 1.000 1.000 1.000 1.000 1.000". 26 _W6X35 MOMENT 1.000 1.000 1.000 1.000 1.000 27 W8X35 MOMENT 1.000 - 1.000 .1.000 1.000 1-.000 28 W8X35 MOMENT 1.000 1.000 1.000 1.0001.000 29 TS3.5X3.5X1/' MOMENT 1.000 1.000 1.000 1.000 1.000 S T E E L S T R E S S C' H E C K O U T P U T (AISC-ASD89) FRAME SECTION I ----------MOMENT INTERACTION CHECK --------- //---- SHEAR22--- II---- SHEAR33---/ ID ID COMBO RATIO = AXL + 1333 + B22 COMBO RATIO COMBO . RATIO 1 W6X25 COMB2 (C) -0.787 COMB2 = 0.094 + 0.650 + 0.043 '0.063 COMB2 0.001 2 W6X25 COMB15 (C) 0.509 COMB3 = 0.101-+ 0.407 + 0.001 0.040 COMB10 0.000 3 W6X25 COMB4 (C) 0.406 COMB4 = 0.071 + 0.323 + 0.013 0.032 COMB2 0.001_ 4 W6X25 COM'B3 (C) 0.459' COMB3 = 0.083 +..0.371 + 0.005' 0.036 COMB2 0.000 5 W6X25 - COMB15 0.050' COMB2 0.000 COMB2 (C) 0.594 = 0.082 + 0.503 + 0.009 6 W6X25 COMB2 (C) 0.727•• COMB2 = 0.095 + 0.579 + 0.054 0.056 COMB2 0.001 7 W6X25 COMB15 (C), 0.585 COMB15 = 0.100 + ;0.478 + 0.007 0.047 COMB2 0.000 8 W6X25 COMB3 (C) 0.368 COMB3 = 0.072 +'-0.294 + 0:•003 ' .0.029 COMB2- 0.000 9 W6X25 COMB2 (C) 0.756 COMB2 = 0.096 +0.658 + 0.002 0.064 COMB10 .0.000 10 W6X25 COMB2 (C) 0.795 COMB2 = 0.097 + 0.696 + 0.002 0.068 COMB10 0.000 11 TS3.5X3.5X1'/4 COMB2' (C) 0.078 'COMB22 0.078•+ 0.000 + 0.000 0.000 COMB22 0.000 12 W8X35 COMB2 (C) 0.993 COMB2 = 0.025 + 0.943 + 0.025 0.364 COMB? 0.001 COMB8 (T) 0.318 =`0.000 + 0.305 + 0.013 13" W8X35 - COMB2 (C) 0.853 COMB2 = 0.016 + 0.807 + 0.029 0.307 COMB2 0.001 COMB8 '(T) 0.308 = 0.000 + 0.295 + 0.012 14 W8X35 COMB2 (C) 0.783 COMB2 '= 0:.014 + 0.742 + 0.028 0.319 COMB2 0.000 15- W8X35 .. - COMB2 (C) 0.866 COMB2 = 0:012 + 0.843 + 0.011 0.386 COMB2 0.001 16 W8X35 COMB2 (C) 0.904 COMB2 = 0.015. + 0.868 + 0.020 0.334 COMB19 0.001' 17 WSX28 COMB7' (C) 0.112 COMB2 _ 0.001 + 0.007 + 0.104 0.008 COMB? 0.013. COMBS (T) 0.105 _ 0.000 + 0.007 + 0.098.'" 18 W8X28 -COMB2 (C) 0.090: COMB2, = 0.000 + 0.003 + 0.087 0.005 COMB2 0.003 COMB19 (T) 0.081 = 0.000 + 0.000 + 0.080 19 W8X28 COMB2 (C) 0.099 COMB2 = 0:000 + 0.008 + 0.091 0.006 COMB2 0.003 COMB -16 (T) 0.065 = 0.000 + 0.006 + 0.059 20 WBX28 COMB2 0.005" COMB7 0.:001 COMB? (C) 0.038 = 0.000 + 0.001 + 0i037. "COMB8 - (T) 0.027 = 0.000 + 0.001 + '0.,025 21 W8X28 COMB2 0.005 .COMB7 0.001 .COMB8 (C) 0.023 = 0.000''+ 0.001 + 0.022 COMB19_ (T) 0.041 = 0.000 + 0.002 + 0.039 . 22 TS3.5X3.5X1/4 COMB22 0.002 COMB22 0.000 COMB2 _ (C) 0.039 = 0.005 + 0.034 + 0.000 COMB8 (T) 0.026 '= 0.001 +'0.025 + 0.,000 23 W8X35 _ COMB2 0.368 COMB20 0.001 COMB2 (C) 1.011 0.019 + 0.967 + 0.-025 COMB8 (T) 0.324 0.001 + 0.306 + 0.017 24 W8X35 COMB2 0.301- COMB19 0.001. COMB2 (C), 0.806 = 0.003 +.0.774 + 0.029 . COMB20, (T) 0.526 = 0.000 + 0.520 + 0:006 25 W8X35 COMB2 0.303 COMB2 COMB19. (C) 0:509- = 0.000 + 0.485-+ 0.024 .0.000 COMB2',' (T) "0.797 = 0.000 + 0.767 + 0.030 ' 26 W8X35. COMB2 0.292 COMB7 0.001- ( C) 0.638 = 0.019 + 0.618'+-0.001 27 W8X35.; COMB2 0.097 COMB22 .0.000 COMB7 (C) 0.219 = 0.000 + 0.219 + 0.000 COMB2 .(T) 0:579 0.000 +'0.579,+ 0'.000 28, W8X35 COMB2 0.084 COMB22 0.000 COMB2 (C) 0.579 = 0.000 +,0.579 + 0.000 29 TS3.5X3.5X1/4 COMB22 0.002 COMB22 0.000 COMB8 (C)'' 6.028..= 0.0'03 + 0.025 + 0.000 COMB2 (T),' 0.036 .= 0.002-+ 0.034 + 0.000 r SAP2000 4 11/9eMn O.7R•rR D_� SAP2000 v7.10 File: 11714-00 Kip -in Units- PAGE 1 . 11/14'/00 9:12:15 William K. Koh & Associates. 'S T. A T I C L O A D C A S E S STATIC CASE SELF WT CASE TYPE FACTOR DEAD DEAD 1.0000 LIVE LIVE 0.0000 SIESNS QUAKE 0.0000 SIESEW QUAKE 0.0000 WINDNS WIND 6.0000 P WINDEW WIND. 0.0000 MA T E R I A L P R O P E R T Y D A T MAT MODULUS OF 'POISSON'S THERMAL WEIGHT PER MASS PER " LABEL ELASTICITY RATIO COEFF UNIT VOL UNIT VOL STEEL 29000.000 0.300 6.500E-06 2.830E-04 7.324E-07 . " CONC 3600.000 '0.200 5.500E -06 8.680E-05 2.246E-07 TUBE 29000.000 _0.300 6.500E-06 2.830E-04 7.324E-07 •' PIPE 29000.000 0.300 6.500E706 2.830E-04 7324E-07 M A T E R I A L D E S I G N D A T A MAT DESIGN STEEL CONCRETE REBAR CONCRETE REBAR LABEL CODE FY FC FY FCS BYS STEEL S 36.000 CONC_ C 4.000 60.000 4.000 40.000 TUBE S 46.000 PIPE S 35.000 F R A M E -S E C T'I O N P R 0 P'E R -T Y ' D A T A, SECTION MAT SECTION DEPTH FLANGE FLANGE WEB 'FLANGE FLANGE LABEL LABEL TYPE WIDTH.,. THICK THICK WIDTH. THICK FSEC1 STEEL 1.000 1.000 TOP" TOP 0.000 BOTTOM BOTTOM 0.000 W6X25 STEEL W6X25 6.380 6.080 0.455 0.000 0•.000 0.320 6.080 0.455 W8X28 STEEL' W8X28 .8:060 "6'.535 W8X35. STEEL W8X35 0.465 0.285" 6.535 0.465 8.120. 8.020 TS3.5X3. TUBE TS3.5X3.SX1/4 3.500. 3.500 0.495 0..310 8.020 0.495: 0.250 0.250 0.000 0.000 F R A M E S E C T I O N P R O P -E R.T Y D A T A SECTION AREA TORSIONAL MOMENTS OF INERTIA SHEAR AREAS LABEL INERTIA 133, 122 A2 A3 FSEC1 1.000 0.141 8.330E-02 8.323E-02 0.833 0.833` W6X25 '7.340 0.460. 53.400 17.100 2.042 4.611 " W8X28 8.250 0.540 - 98.000 21.700 2.297 5.065 W8X35 10.300 0.770 127..000 42.600 2.517 6.616 TS3:5X3. 3.090 8.820 5.290 5.290 1.750 1.750 F R A M E S E.CT I0'N P R0PE.R'�TY DATA SECTION SECTION MODULII PLASTIC MODULII RADII OF GYRATION LABEL S33 S22 Z33 Z22 R33 R22. FSEC1 0.167- -0.167 0.250 0.250 0.289 0.289 - W6X25_ 16.740 -5.625 16.:900. 8.560 2.697 1.526 W8X28 24.318 6.641 27:200 10.100 3.447 1.622 W8X35 31.281 10:623 34.700 16.100. 3.511 2.034 . TS3.5X3.. 3.023 3.023 3.700 3.,700 1.308 1.308 F R A M E S.E C'T I O N P•R 0 P E R T Y D A TA SECTION TOTAL TOTAL LABEL. WEIGHT MASS, '0.'000 D2S . FSEC1 0.000 W6X25 2.617 6..774E-03 W8X28 1:611 4.169E-03 = W8X35 6.751 -1.747E-02 TS3.5X3. 0.437 1.131E-03 J 0 I .N T F 0 R C 'E `S ''. Load Case SIESEW - JOINT GLOBAL -X GLOBAL -Y. GLOBAL -Z GLOBAL-XX` GLOBAL -YY GLOBAL -ZZ 12 0.000-- 1.789 0.000 0.000 0.000 0.000 18 0..,000.. 1.789 0.000 0.000 0.000 0:000 13 0.000 0.742 0.000 0.000 0.000 0.000 19, 0.000 0:742 0.000 0.000 0.000 0.000 14- 0.000 1.105 0.000 0.000 0'.000 0.000 20 0.000 :1.105, 0.000 0.000 0.00.0 0.000 ' 16 0.000 ••1.436 0.000 0.000 0:000 0.000 22 0.000 1.436` 0.000 0.000 0.000`- 0.000 ' 17, 0.000 0.555' 0.000 0.000 •0:'000" 0.000 23 _ 0.000 0.555 0.000 0.,000 0.060 - 0.000 F R A M E S P A N' D I S T R I. B U' T E D L O A DIS Load Case DEAD FRAME TYPE DIRECTION:- DISTANCE -A VALUE -A DISTANCE -B VALUE -B 23 FORCE GLOBAL -Z• 0.0000 -0.03551:0000 -0.0355 24 FORCE GLOBAL -Z 0.0000 -0.03551.0000 -0.0355 25 FORCE GLOBAL -Z 0.0000 -0.0355 1.0000 -6.0355 12 FORCE GLOBAL -,Z 0.0000 -0.0355 1.0000 -0.0355 13 FORCE GLOBAL -Z 0.0000 -0.0355 1.0000. -0.0355'• . 14 -15 FORCE. 'GLOBAL -Z 0.0600 -0.0355 1.0000 -0.0355 FORCE. •_:•GLOBAL -Z 0.0000 '-0.0355 1.0000 -0.0355:. 16 -FORCE GLOBAL -Z 0.0000 -0.0355 1.0000 -0.0355 26 FORCE GLOBAL -Z. 0.0000 -0.0355 1.0000 -0.0355'> . F RAM E S P A N DI S T R I B 'U T E D L O -A`D S Load Case = FRAME' TYPE DIRECTION DISTANCE -A VALUE -A DISTANCE -B.' VALUE -B- :LIVE 23 FORCE - GLOBAL -Z 0.0000 -0.0450 1.0000 -0.0450 24 FORCE GLOBAL -Z 0.0000•. -0.,0450- 1.0000- -0.0450 25 FORCE GLOBAL -Z 0.0000' -0.0450 1.0000 -0.0450 12 FORCE GLOBAL -Z 0.0000 70.0450 1.0000 .. -0.0450 11' FORCE. GLOBAL -Z 0.0000 -0.0450- 1.0000. -0.0450 , 14 FORCE "GLOBAL -Z 6.0000 -0.0450' 1.0000 =0:0450 15 ' FORCE GLOBAL -Z 0.0000 -0.0450 1.0000 -0.0450 16 FORCE GLOBAL -Z 0..0000 -,0'.0450 1.0000 -0.'0450 26 FORCE GLOBAL -Z 0.0000 =0.0450 1.0000 -0.0450 • F R A M E S P A N D I S T R I B' U T E D L O k D S Load Case WINDEW FRAME TYPE DIRECTION DISTANCE -A '. VALUE -A .DISTANCE -B VALUE -B 12 FORCE GLOBAL -Y 0.0000 0.0171 1.0000 0.0171 13 FORCE GLOBAL -Y 0.0000" 0.0171 1.0000' - 0.0171 14 FORCE GLOBAL -Y- 0.0000 0.0171 1.0000 0.0171 15 FORCE GLOBAL -Y 0.0000 0.0171 1.0000 0.0171, 16 FORCE GLOBAL -Y -0.0000 0.0171 1.0000 0.0171 SAP2000 v7.10 File: 11-14-00 Kip -in Units PAGE 1 11/14/00 9:12:47 - William K. Koh &'Associates L 0 A D C O M B IN A T I O N M U L,T I P L.I E R S COMBO TYPE CASE 'FACTOR TYPE TITLE COMB1 ADD 1997 UBC eqn. 12-7 DEAD 1.0000 STATIC(DEAD) „ COMB2 ADD 1997 UBC eqn. 12=6 DEAD 1.0000 STATIC(DEAD)'`' LIVE 1.0000 STATIC(LIVE) COMB3 ADD 1997 UBC eqn. 12-9 ` DEAD 1.0000 STATIC(DEAD) SIESNS 1.0000 STATIC(QUAKE) COMB4 ADD 1997 UBC eqn. 12-9. DEAD 1.0000• STATIC(DEAD) SIESNS -1.0000 STATIC(QUAKE) COMB5 ADD 1997 UBC eqn. DEAD 1.0000 STATIC(DEAD) .12-9 SIESEW 1.0000 STATIC(QUAKE) COMB6 ADD 199.7 UBC eqn. 12-9 s DEAD 1.0000 STATIC(DEAD) SIESEW -1.0000 STATIC(QUAKE) „ COMB? ADD 1997 UBC eqn. 12-9 , DEAD 1.0000 STATIC(DEAD) WINDNS 1.0000 STATIC(WIND) COMB8. ADD 1997 UBC eqn. 12-9 DEAD 1.0000 STATIC(DEAD) WINDNS -1.0000 STATIC(WIND) COMBS ADD 1997 UBC eqn. 12-9 DEAD 1.0000 STATIC(DEAD) WINDEW 1.0000 STATIC(WIND) COMB10 ADD 1997 UBC eqn. 12=9 DEAD 1.0000 STATIC(DEAD) WINDEW -1.0000 STATIC(WIND) :. COMB11 ADD 1997 UBC egn.•12-10. ' DEAD 0.9000 STATIC(DEAD) SIESNS 1.0000 STATIC(QUAKE) COMB12 ADD 1997 UBC eqn. 12-10 DEAD 0.9000 STATIC(DEAD) SIESNS -1.0000 STATIC(QUAKE) COMB13 ADD 1997 UBC egn.'•12-10 DEAD 0.9000 STATIC(DEAD) SIESEW; 1.0000 STATIC(QUAKE) COMB14 ADD 1997 UBC eqn. 12-10 DEAD 0.9000 STATIC.(DEAD) SIESEW -1.0000 STATIC(QUAKE).. '- COMB15 ADD' 1997 UBC eqn. 12-11 DEAD 1.0000 STATIC(DEAD) LIVE 0.7500 STATIC(LIVE) • SIESNS 0'.7500 STATIC(QUAKE) ' COMB16 ADD 1997 UBC eqn., 12-10 DEAD 1.0000 STATIC(DEAD)- LIVE 0.7500 STATIC(LIVE), SIESNS -0.7500' STATIC(QUAKE) COMB17 ADD y 1997 UBC.e.gn. 12.11+ DEAD 1.0000 STATIC(DEAD) - LIVE 0.7500 STATIC(LIVE) .. D-25 SIESEW 0.7,500 STATIC(QUAKE) COMB18 ADD '1997 UBC eqn. 12-11 DEAD ,. 1.0000 STATIC(DEAD) LIVE 0.7500 STATIC(LIVE) SIESEW -0.7500 STATIC(QUAKE) COMB19 ADD 1997 UBC eqn. 12-11 e DEAD 1.0000 STATIC(DEAD) LIVE _' 0.7500' STATIC(LIVE) WINDNS 0.7500 STATIC(WIND) COMB20 ADD .. 1'997 UBC eqn.; 12-11 DEAD-" 1.0000 STATIC(DEAD) LIVE 0.7500 STATIC(LIVE)- WINDNS -0.7500 .STATIC(WIND) COMB21 ADD 1997 UBC eqn: 12-11 DEAD 1.0000" STATIC(DEAD) LIVE 0.7500 STATIC(LIVE) WINDEW 0:7500 STATIC(WIND) COMB22 ADD 1997 UBC eqn. 12-11 DEAD 1.0000 STATIC(DEAD) LIVE 0.7500 STATIC(LIVE) WINDEW -0.7500 STATIC(WIND) F R A M E E L E M E N T F O,R C E S FRAME LOAD' LOC P'l- V2 - V3 T M2 M3 4 Minima -27.72 -1.11 -2.536E-.02'": 0.00 -1.04 -178'.59 - COMB22 COMB12 COMB10 COMB10 COMB9 COMB3 4 Maxima. -6.55, 1.42 8.223E=03 0:00 - 3:20 139.91 COMB9 COMB3 COMB9 COMB9- COMB10' COMB12 5 Minima -9.35- _3.575E-01 -1.241E-02, 0.00 0-00 -247.27 COMB2 COMB12, COMB22 COMB10 COMB18. COMB15 5 Maxima, - -2.95 1.96 -4.838E-03 0.00 1.56 45.A5' COMB13 COMB15 'COMBS COMBS COMB22 COMB12 9 Minima -16.88 '-2.43 _1.238E-02 0.00 -2.70' -34.72 COMB2 COMB16 COMB10 COMB7 COMB9 COMB11 9 Maxima -3.42 ' 2.755E-01 2.140E-02• 0.00 1.56 305.82 _COMB11. COMB11 COMBS COMB8 COMB10 COMB16 ' 10 Minima -10.99 -2.301E-01 6.868E704 0.00 -1.04 -317.70- COMB2 COMB12 COMB22 'COMB10 COMB9 COMB15 10 .Maxima -3.47 2.52 8.247E-03 0.00 0.00 28.99 COMB12 COMBIS COMB9 COMB9 'COMB13 COMB12 16• Minima -1.53 -12.12 -2.88 -3.095E-03 -195.32 -586.79 COMB19 COMB2 COMB9 COMB22 COMB9 COMB2 16 Maxima -3.341E-01 8.91 2.92 -6.951E=05 _200.75 278.14 - COMB13'' COMB2 COMB10.1. COMBS COMB10 COMB2 20 Minima -1.48 -1.886E-01 -3.941E-01 9.5.87E-02 -47.11 -3.25 60MB6 COMBS COMB9 COMB12 COMB10 COMB10 20 Maxima 1.44 1.959E-01 3.522E-01 3.166E-01 49.44 4.76 COMB13' COMB10 COMB10 COMB2 COMB9 COMB9 21 Mini ma• -5.128E-01 -1.642E-01 =1.871E-01' -9.962E-02 -12.40 -1.57 COMB14.. COMB9 COMB6 COMB22": COMB13 COMB22 21 Maxima 5.313E-01 1.718E=01 1.314E-01, -2.898E-02 16.42 4.74 COMB5 .COMB22, COMB13' COMB9 COMB6 COMB6 22 Minima -1:98 -6.034E-02+' '0.000700 0:00 0.00 COMB9 COMB22' COMB22 ,COMB22 COMM COMB22 22 Maxima 1.88 6.034E-02 0.00 0.00 0.00 2.82 C6MB10 COM1322 COMB22 COMB22 COMB22 COMB22 26 Minima -1.93 -10.46 -4.205E-02 -3`.070E-03 -9.40 -317,80 COMB2_ COMB2. COMBS "- COMB22 COMB6 COMB15 26 Maxima -6.536E-01. 10.57 7.103E-02 -1.072E-04', 8.87 41753 COMB14 COMB2 COMB7 COMB9 COMB? COMB2 29 Minima -8.80 _-6.034E-02 0.00 0.00 0.00• 0.00 COMB9 COMB22 COMB22 COMB22 COMB22 COMB22 29 Maxima 8.97 6.034E-.02 0.00 0.00 0.00 2.82 COMB10 COMB22 COMB22 COMB22 COMB22 COMB22 0_2-7 SAP2000 v7.10 File: 11-14-00 .Kip-in Units PAGE 1' 11/14/00 9:13:10 William K. Koh & Associates M A T E R I A L P R O P E R T Y D A T A MAT MODULUS OF POISSON'S THERMAL WEIGHT PER MASS PER LABEL ELASTICITY RATIO COEFF UNIT VOL UNIT'VOL .. STEEL 29000.000 0.300 6.500E-06 2.830E-04 7.324E-07 TUBE 29000.000 0.300 6.500E-06 2.830E-04 7..324E-07 PIPE ,29000.000" 0.300 6.500E-06 2.830E-04 7.324E-07' M A T E R'I A L D E S I G N D A T.A MAT DESIGN STEEL CONCRETE REBAR,' CONCRETE REBAR ; LABEL CODE' FY FC. Fy FCS FYS " STEEL S 36.000 TUBE S 46.000 PIPE S 35,D00 F 'R A M• E S E C T I O N. t P R 0 P E R T Y D 'A T A -SECTION LABEL MAT SECTION LABEL TYPE DEPTH FLANGE- FLANGE WEB FLANGE FLANGE - WIDTH THICK THICK WIDTH THICK FSEC1 STEEL TOP TOP "-: BOTTOM BOTTOM W6X25 STEEL W6X25 1.000 1.000 0.000 6.380 0.000 0.000 0.000 WBX28 STEEL 'W8X28 6.080 0.455 8.060 6.535 0.320•, 6.080 0.455 '6.535 WSX35 STEEL W8X35 0.465 8.120 8.020 0.495 0.285 0.465 TS3.SX3. TUBE TS3.SX3.5X1/4 3.500 3.500 0.250 0.310' 8.020 0.495 0.250 0.000 0.000 F R A M E S E C T I O N' P R O P E R T Y D.A T A, SECTION AREA TORSIONAL MOMENTS OF INERTIA SHEAR AREAS LABEL INERTIA 733 122 A2. A3 FSEC1 1.000 0.141 8.330E-02 8.323E-02 0.833 - 0.833 W6X25 7.340 0.460 53:400 17.100 2.042 4.611 W8X35 8.250 0.540 98.000 21.700 2..297" 5.065 W8X35 10.300 -0."770 127.000 42.600 2.517 '6.616 TS3.5X3.,. 3.090 8.820 -5.290 5.290 1.750 1.750 F` R A M E S E C T I O N. P R OP E R T Y D A T. A SECTION SECTION MODULII PLASTIC MODULII RADII OF GYRATION LABEL S33 S22 Z33 222 R33 R22 FSEC1 0.167 0.167 0:250 0.250 0.289 0.289 KX25 16.740 5.625 18.900 8.560 2.697 1.526 W8X28 24.318 6.641 27.200 10.100 3.447 1.622 W8X35 31.281 10.623 34.700 16:100 3.511 2.034 TS3.5X3. 3.023 3.023 3.700 3.700 1.308 1.308- L O'A D C 0 M B I N A T I 0 N. M U L T I P L I E R S; COMBO TYPE CASE. FACTOR TYPE TITLE COMB1 ADD. 1997 UBC eqn. 12-7 DEAD1.0000 STATIC(DEAD) COMB2 ADD 1997 UBC eqn. 12-8 DEAD 1.0000 STATIC(DEAD) LIVE 1.0000 STATIC(LIVE) COMB3 ADD 1997 ,UBC, eqn. 12-9 DEAD .1.0000 STATIC(DEAD). SIESNS 1.0000.,.STATIC(QUAKE)'' COMB4 ADD 1997 UBC eqn. 12-9 " DEAD 1.0000 STATIC.(DEAD) .: SIESNS -1.0000 STATIC(QUAKE). COMB5 ADD 1997 UBC eqn. 12-9 DEAD 1.0000 STATIC(DEAD) SIESEW 1.0000 STATIC(QUAKE) COMB6. ADD 1997 UBC eqn. 12-9 DEAD 1.0000 STATIC(DEAD) SIESEW -1.0000 STATIC(QUAKE) COMB? ADD 1997 UBC eqn. 12-9 - DEAD- 1.0000 STATIC(DEAD). WINDNS 1.0000 STATIC(WIND) COMBB ADD 1997 UBC egn.'12-9 'DEAD 1.0000 STATIC(DEAD) WINDNS -1.0000 STATIC(WIND) COMB9 ADD„ 1997 UBC..egn. 12-9 DEAD 1.0000 STATIC(DEAD) WINDEW 1.0000 STATIC(WIND)_ COMB10 ADD 1997. UBC egn.'12-9 DEAD 1.0000 STATIC(DEAD) WINDEW ,-1.0000' STATIC(WIND) COMB11 ADD•. 1997: UBC eqn; 12-10 DEAD 0.9000 .STATIC(DEAD) SIESNS ..1.0000 STATIC(QUAKE) COMB12 ADD 1997,UBC eqn. 12-10 DEAD- 0.9000 STATIC(DEAD) SIESNS -1.0000 STATIC(QUAKE) COMB13 ADD 1997 UBC eqn. 12-10 DEAD 0•.9000 -STATIC(DEAD) ' SIESEW 1.0000; STATIC(QUAKE) COM1614 ADD 1997 UBC eqn. 12-10 DEAD 0.9000' STATIC(DEAD) SIESEW"-,-1.b000' STATIC(QUAKE) COMB15 ADD 1997 UBC eqn. 12-11 - • DEAD 1.0000 -STATIC(DEAD) LIVE 0.7500 STATIC(LIVE) SIESNS 0.7500 STATIC(QUAKE) ,. COMB16 ADD,1997 UBC eqn. 12-10 DEAD T. 0000 STATIC(DEAD) • LIVE - 0.7500 STATIC(LIVE) `SIESNS -0.7500 STATIC(QUAKE) COMB17 ADD- 1997 UBC. eqn. 12 - DEAD 1.0000 STATIC(DEAD) LIVE 0.7500 STATIC(LIVE) SIESEW 0.7500.. STATIC(QUAKE) COMB18 ADD 1997 UBC eqn. 12-11 ' -'DEAD 1.0000 STATIC(DEAD) LIVE 0.7500 STATIC(LIVE) SIESEW =0.7500 STATIC(QUAKE) COMB19 ADD 1997 UBC eqn. 12-11 DEAD 1.0000 STATIC(DEAD) LIVE 0.7500 STATIC(LIVE) WINDNS 0.7500 STATIC(WIND) COMB20 ADD 1997 UBC 12-11 DEAD 1.0000 STATIC(DEAD) .eqn. LIVE 0.7500. STATIC(LIVE) WINDNS' -0.7500 STATIC(WIND)` COMB21 ADD 1997 UBC eqn. 12-11 DEAD' 1:0000 STATIC.(DEAD) " X -M 0,7500 STATIC(LIVE) WINDEW 0.7500 STATIC(WIND) COMB22 ADD 1997 UBC eqn: 12-11 DEAD 1'.0000 '-STATIC(DEAD) ' LIVE: 0.7500 'STATIC(LIVE) WINDEW -0.7500 STATIC(WIND) S T E E 'L S T R E S S., ' C 'H E C. K E L E M E N T I N F O R M A T I O N (AISC=ASD89) FRAME ,SECTION FRAMING LLRF L_ratio L_ratio K K ID ID TYPE' FACTOR MAJOR MINOR MAJOR MINOR" 4 W6X25 -MOMENT'-1.:000 1.000 1.000 - 1.000 1.000 5 W6X25 MOMENT 1.000 0 1.000 1.000. 1.00 1:000 9 W6X25' MOMENT 1.000 1.000 1.000 1.000 ` 1.000 10 W6X25 MOMENT 1.000 1.000 1.000, 1.000 •1.060 16 W8X35 MOMENT' , 1.000 1.000 1.000 -1.000 1.000• - 20 W8X28 MOMENT 1.000 1'.000 1.,000 1.000 1.000 .21 W8X28 MOMENT 1.000 1.000 1.000 1.600 '1.000 22 TS3.5X3.5X1/ MOMENT 1.000,- 1.000 1.000 1.000 1:000 -26 W8X35 MOMENT 1.000-, 1.000 1.000 1.000 `1.000 29• TS3.5X3.5X1/ MOMENT 1.000 1.000 1.000" ,1.000 1.000 - S T E E L •S T R E S S C H E C K. O U T P U T (AISC-ASD89) FRAME SECTION /---------`-MOMENT INTERACTION CHECK--- ------ //---- SHEAR22---// ---- SHEAR33---/ ID ZD COMBO RATIO = AXL + B33-+ B22 COMBO RATIO .COMBO RATIO 4 W6X25 COMB3 0.036 -COMB10 0.000 COMB3 (C) 0.459"-.= 0.083 + 0.371 + 0.005 5 W6X25 COMBIS 0.050 COMB2 0.000 COMB2 (C). 0.594 0.082 + 0.503 + 0.009 9 W6X25 COMB2 0'.064. COMB9 0.000 'COMB2 (C) 0.756., = 0.096 + 0.658 + 0.002 10 W6X25 COMB2 0.068 COMB9 .,0.000 ` COMB2 (C) 0 795 := 0.097 + 0.696.+ 0.002 16 W8X35 COMB2 0.334. COMB10. 0.023- COMB22 (C) 0.970 0.010.+ 0.559 + 0.402 20 W8X28 COMB2 0.005 COMB9 0.004 COMB9 (C) 0:209, = 0:000 + 0.002 + 0.207'- ' COMB5 (T). 0:093 = 0.006 + 0.000 + 0.087 21 W8X26 COMB2 0.005 COMB6 0.002 COMB6• (C) 0.074 = 0.003 + 0'.002 + 0.069 " COMB13 (T) = 0.002 + 0.001 + 0.052 22 TS3.5X3:5X1/4 _0':055 COMB2 0.002 COMB22 0.000 COMB9 (C) 0.089. 0.064 + 0.025 +,0.000 60MB10 (T) 0.041 0.016 + 0.025 + 0.060 26 W8X35 COMB2 0.292 COMB? 0_.001 COMB2 (C) 0.638' 0019 +0.618 + 0.001 29 _TS3.5X3.5X1/4 COMB2 0.002 COMB22 0.000 COMB9 (C) 0.326 = 0.290`+ 0.036,+ 0.000 COM1310 (Ti. 0.104."=.0.078 + 0.025 + 0.:000 WILLIAM K. KOH & ASSOCIATES STRUCTURAL ENGINEERS TEL52WILSHIRE BSVDYAX U213 38601 LOS ENMAIL S BKOHLA®AOL.COM 10 Daae: Pae # E _Z Pro.iect• G(c SAP2000 v7.10 File: N-SonlyKip-in Units 8/11/00 3:59:46 William K. Koh & Assoicates JOINT REACTIONS t\FZ JOINT LOAD FX . FY MX MY ' MZ Footing Design ShearlSliding Shear/Sliding Axial Rxn. Bending Mom. Bending Mom. Torsion 1 Minima' -0.915 -0.061 -0.714 0.000 0.000 0.000 SIESNS, COMB11 SIESNS COMB12 COMB12 COMB12 1 Maxima 2.296 0.000 10.653' 0.000 0.000 0.000 COMB10 SIESNS COMB2 COMB12 COMB12 'COMB12 2 Minima -1.574 70:001 0.037 0.000 0.000 0.000 COMB3 LIVE - WINDNS COMB12 COMB12 COMB12 2 Maxima 0.932 0.007 24.735 0.000 0.000 0.000 COMBS COMB5 COMB2 COMB12 COMB12 COMB12 3 Minima -1.166 -0.004 0.062 0.000 0.000.. 0:000 SIESNS SIESNS WINDNS COMB12 COMB12 'COMB12 3 Maxima - 1.231 ,.0.058 22.732 0.000 0.000•- 0.000 COMB4 COMB11 COMB2 COMB12 COMB12 COMB12 4 Minima -1.418 ' -0.006 -0.226 0.000. 0.000 0.000 COMB3 SIESNS SIESNS COMB12 COMB12 COMB12 4 Maxim_ a 1.106 0.059 26.604 0.000 0.000 0.000 COMB8 COMB11- COMB2 COMB12 COMB12 COMB12 5 Minima 4.965 - -0.031 0.122 0.000 0.000 0.000 COMB9 WINDNS. WINDNS COMB12 COMB12 COMB12 5 Maxima 0.354 0.032 9.309 0.000 0.000 0.000 COMB8 COMB6 COMB2 COMB12 COMB12 COMB12 6 Minima -0.911 -0.074 -0.709 0.000 0.000 0.000 SIESNS COMB11 - SIESNS COMB12 COMB12 COMB12 6 Maxima 2.113 0.000 10.718 0.000 0.000 0.000 COMB10 SIESNS COMB2 COMB12 COMB12 COMB12 7 Minima -1.835 -0.010 0.032 0.000 0.000 0.000 COMB9 COMB12 WINDNS COMB12 COMB12 COMB12 7 Maxima 0.806 0.001 -24.666 0.000 0.000 0.000 COMBB WINDNS COMB2 COMB12 COMB12 COMB12 8 Minima. -1.125 -0.012 0.053 0.000 0.000 0.000 COMB3 COMB6 WINDNS COMB12 COMB12 COMB12 8 Maxima 1.112 .0.045 22.206 0.000 0.000 - 0.000 COMB8 COM811 COMB2 COMB12 COMB12 COMB12 9 Minima -1.067 -0.017 -1.055 0.000 0.000: 0.000 SIESNS . COMB6 SIESNS 'COMB12. COMB12 COMB12 9 Maxima 2.456 0.046 10.843 0.000 0.000 0.000 COMB10 COMB11 COMB2 COMB12 COMB12 COMB12 10 Minima -2.505 4045 0.131 ,. 0.000 0.000. 0.000 COMB9. . COMB5 WINDNS COMB12 COMB12 COMB12 10 Maxima 0.249 0.018 10.992 0.000 0.000 0.000 COMB8 COMB6 COMB2 COMB12 'COMB12 COMB12 11 Minima 0.00.0 0.000 0.046 0.000 0.000 0.000 COMBS COMB 11 WINDNS " COMB12 COMB12. COMB12 11 "Maxima 0.000 0.000 3.627 0.000 0.000 0.000 COMB9 COMB6 COMB2 COMB12 COMB12 COMB12 YILLIAM K. KOH & ASSOCIATES STRUCTURAL ENGINEERS 3435 WILSHIRE BLVD. SUITE 2310, LOS ANGELES CALIFORNIA 90010 TEL 213 386 '1715, <1°AX 213 386 1719, E-MAIL: )BKOHLA®AOL.COM Date: Page-� Pro'iect• f ZU � liar) L 0 A --ul/ Lx- L.J co 40 A, 4(A i� 21.34 k SAP2000 v7.10 File: N-Sonly ;4 Units 8/11/00 3:59:46 William K. Koh & Assoicates JOINT REACTIONS JOINT LOAD FX FY FZ MX MY MZ Footing Design Shear/Sliding Shear/Sliding Axial Rxn. Bending Mom. Bending Mom. Torsion 4 DEAD -164.213 23.730 12652.437 0.000 0.000 0.000 4 LIVE -155.592 19.631 . 13951.789 0.000 0.000 0.000 4 SIESNS -1253.584 -6.074 -226.169 0.000 0.000 0.000 4 WINDNS -274.405 27.883 13.923 0.000 0.000 0.000 4 COMM -164.213 23.730 .12652.437 .000 0.000 -0.000 4 COMB2 -319.805 43.361' 26604.226 000 0.000 0.000 4 COMB3 -1417.797 17.657 12426.268 0 00 0.000 0:000 4 COM134 1089.372 29.804 12878.607 0.)00 0.000 '0.000 4 COMB5 -438.617 51.614. 12666.361 0.)00 0.000 0.000 4 COMM 110.192 -4.153 12638.514 0 00 0.000 0.000 4 COMB7 -1401.375 15.284 11161.024 0 000 0.000 0.000 4 COM68 1105.793 27.431 , 11613.363' .000 0.000 0.000 4 COMB9 -1221.095 33.898 22946.652 .000 0.0.00 . _. 0.000 4 COMB10 659.281 43.008 23285.906 0.000 0.000 0.000 4 COMB11 -486.710 59.366 23126.721 ''0.000 0.000 0.000 .4 COM612 -75.103 17.541 23105.836 0.000 0.000 0.000 f ZU � liar) L 0 A --ul/ Lx- L.J co 40 A, 4(A i� 21.34 k