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NO PERMIT Structural CalcsLANGSTON & ASSOCIATES 1810 E. 16th Street { Santa Ana, CA 92701 I I (714) 836-8655 PROJECT: Maintenance Building Geuwr-y Club 4tho4)eseft 14 t DE AW A,( La Quinta, CA it CLIENT: BBG Architects / Mc Daniel Builders 3187—F Airway Avenue Costa Mesa,'CA BUILDING CODE: U.B.C. 1997 II` Job # 13300 o- ` ,S5 N&I 5v CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED LFOR CONSTRUCTION E 3 !0 61 BY MATERIALS, Except as ;otherwise specified herein: Cf tcC Concrete2,500 PSI at 28 days Concrete Block Grade N. +. Unit, C-62 Brick Masonry Grade MW, 2,500 PSI Units, C-62 Reinf. Steel 20,000 PSI (ASTM )k615, Grade 40) Structural Steel 24,000 PSI (Compact) (ASTM A-36) Structural Pipe i� 22,000 PSI (ASTM A-53, Grd. `S") Plywood Sheathing' D.F.P.A., Structural H. INTR. P.S. 1-83 Glue Lam. Beams 2,400 PSI (D.F. - Larch, Comb. "A" or Comb. 24F Lumber ilGrade Marked D.F. - Larch, W.C.L.B. Grdg. Rule16 Soil Pressure li See Foundation Plan for.Complete Data i' DESIGN REFERENCES, including Charts and Tables from: Lumber & Timber ; Wood Structural Design Data (Volume 1 National Forest Products Association) Steel Manual of Steel Construction, AISC Concrete I} Reinforced Concrete Design Handbook, ACI: I� Strength Design Handbook, ACI Concrete Block Masonry Design Manual, by Masonry Industry Advertising Committee Ultimate C.E. 29373 /09 s 0, e4 Registration No. Date rA Mp -�- fitJa:N.C1J1-lJ�l N LANGSTON & ASSOCIATES FOR i STRUCTURAL CON.S.ULTANTS LOCATION�T�, u 1810 EAST 18TH.ST.,SANTA ANA,CALIFORNIA, 92701. (714)838.8855 ITEM: ��Icrtrl l�S � P f I ROOFLOADS Roofing = Ji 3.0 PSF Plywood sheathing = , 1.5 PSF Framing = 0�8 PSF Insulation = 0.5 PSF ...Miscellaneous =� 1.2 PSF _ 7.0 PSF Purlin = 3.0 PSF Sprinkler = 2.0 PSF Mech./Elect. _ 2.0 PSF --------------------------------------------- 14.0 PSF Girder 2.0 PSF 108 NO. DATE f� ENGINEER + 20.0 PSF = 27 PSF for sub-purlin + 16.0.PSF = 30 PSF for purlin = a4 16.0 PSF + 12.0 PSF = 28 PSF for girder LATERAL LOAD Wind. Load: p = Ce (;q qs Iw_ (UBC -97 Chapter 16 - Division III ) Exposure "C" Basic wind speed 70 mph p (0-15) _ (1.06)(1.3)(12.6)(1) = 17.4 PSF p (20) _ (1.13)(1.3)(12.6)(1) = 18.5 PSF p (25)1 = (1.19)(1.3)(12.6)(1) = 19.5 PSF p (30;1 _ (1.23)(1.3)(12.6)(1) = 20.2 PSF Seismic Load (UBC - 97 Chapter 16 - Division IV) ............. ....._.. - I !r • F r SHEET NO. n ' u LANGSTON & ASSOCIATES - (I STRUCTURAL CONSULTANTS JOB NO. In DATE w /5 1810 EAST 18TH ST.,SANTA ANA,CALIFORNIA, 92701 1 �{ 14 38$855 ENGINEER R G. D PROJECT LANGSTON & ASSOCIATES y FOR STRUCTURAL •CONSULTANTS LOCATION 1610 EAST 16TH 9T.,SANTA ANA,CALIFORNIA, 92701 ITEM: (714)936.6655 SHEET NO. JOB NO 'SATE�� p ENGINEER PROJECTt LANGSTON & ASSOCIATES SHEET 4 FORSTRUCTURAL CONSULTANTS JO STRUCTURAL LOCATION DATE , 1610 EAST 16TH ST.,SANTA ANA,CALIFORNIA, 92701 `` p ITEM: (714036.6655 ENGINEER F,Gbr 21 �� 2 jo ��25 �jfl 6,03 �] C.3�1 �5 .(,33.33 a'T ' '/FT W/ c LANGSTON & ASSOCIATES STRUCTURAL CONSULTANTS a 1810 E. 16TH ST. SANTA ANA, CA 92701 714-836-8655 Rev: 310301 Usm KW -060378, Vv 5.1.3,22.1m.1999. Win32 (c) 1983.99 ENERCALC Descriotion B-1 Title: MAINTENANCE BUILDING T Job # 13300 Dsgnr: KP Date: 2:4213M, 6 NOV 00 Description : Scope : General Timber Beam Page 1 cAec\khanh.ecw:Timber Calcs Full Lengh Uniform Loads Center DL 528.00 #/ft LL 396.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL "I #/ft LL #/ft ✓Gay LV \�-0.869 in 1 -1 A.- _c vona..c I c.... -1.521 in Deflection 0.000 in General Information ...Location Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x37.5 Center Span 41.50 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 37.500 in', Right Cantilever ft .....Lu 0.00 ft Member. Type GluLam Douglas Fir, 24F - V8 Allowable 0.0 Fb Base Allow 2,000.0 psi Load Dur. Factor 1.250 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Max @ Left Support 0.00 k -ft E 1,800.0 ksi Full Lengh Uniform Loads Center DL 528.00 #/ft LL 396.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL "I #/ft LL #/ft Beam Design OK 28.8 k 45.6 k 19.17 k 19..17 k 0.000. in 1.304 in 0.000 in 19.17 k 19.17k 5 -011LUI J'JQ..... Deflection ✓Gay LV \�-0.869 in 1 -1 A.- _c vona..c I c.... -1.521 in Deflection 0.000 in OY 0.000 in ...Location Span= 41.50ft, Beam Width = 5.125in x Depth = 37.5in, Ends are Pin -Pin 0.0 0.0 Max Stress Ratio 0•55 7 1 327.40 Right Cantilever... Maximum Moment 198.9 k -ft Maximum Shear * 1.5 Allowable ; 208.6 k -ft Allowable 0.0 Max. Positive Moment 198.92 k -ft at 20.750 ft Shear: @ Left Max. Negative Moment 0.00 k -ft at 41.500 It @ Right Max @ Left Support 0.00 k -ft 0.000 ft Camber: @ Left Max @ Right Support 0.00 k -ft 0.000 Cl 0.000 @ Center Max. M allow 208.59@ Reactions... Sxx Req'd Right fb 1,987.26 psi fv 149.64 psi Left DL 10.96 k Max Fb 2,083.88 psi Fv' 237.50 psi Right DL 10.96 k Max Beam Design OK 28.8 k 45.6 k 19.17 k 19..17 k 0.000. in 1.304 in 0.000 in 19.17 k 19.17k 5 -011LUI J'JQ..... Deflection ✓Gay LV \�-0.869 in 1 -1 A.- _c vona..c I c.... -1.521 in Deflection 0.000 in OY 0.000 in ...Location 20:750 ft 20.750 ft ...Length/Deft 0.0 0.0 ...Length/Deft 572.9 327.40 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 21.761 Le 0.000 ft Sxx 1,201.172 in3 Area 192.188 in2 Cv 0.834 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 198.92 k -ft 1,145.48 in3 2,083.88 psi @ Left Support 0.00 k -ft 0.00 in3 2,083.88 psi @ Right Support 0.00 k -ft 0.00 in3 2,083.88 psi Shear Analysis @ Left Support @ Right Support Design Shear 28.76 k 28.76 k Area Required 121.093 in2 121.093 in2 F4: Allowable 237.50 psi 237.50 psi Bearing @ Supports Max. Left Reaction 19.17 k Bearing Length Req'd 6.680 in Max. Right Reaction 19.17 k Bearing Length Req'd 6.680 in @ Center Span Location = 12.50 ft 167.09 k -ft @ Right Cant. Location = 33.00 ft 0.00 k -ft @ Left Cant. Location = -8.00 ft 0.00 k -ft 7.67 k 0.00 k 0.00 k -1.2368 in 0.0000 in 0.0000 in LANGSTON 81 ASSOCIATES - `STRUCTURAL CONSULTANTS 1810 E. 16TH ST. SANTA ANA, CA 92701 714-836-8655 Rev: 510301 User. KW.M378, Va 5.1.3, 22-J".1999, Win32 (c) 1983.99 ENERCALC T Title: MAINTENANCE BUILDING Job # 13300 Dsgnr: KP Date: 2:4613M, 6 NOV 00 Description Scope General Timber Beam Page 1 cAec\khanh.ecw:Timber Calcs Description 13-2 0.738 : 1 -. vo... I- ... Area 76.875 in2 Cv 1.000 Rb Deflection -0.300 in -0.525 in General Information 0.000 in Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x15 1.5 Center Span 16.00 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 15.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 8.000 ft Shear: @ Left Fb Base Allow 2,000.0 psi Load Dur. Factor 1.250 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Max @ Left Support 0.00 k -ft E 1,800.0 ksi Full Lengh Uniform Loads Center DL 528.00 #/ft LL 396.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ummary c. Beam Design OK Span= 16.00ft, Beam Width = 5.125in x Depth = 15.in, Ends are Pin -Pin Max Stress Ratio 0.738 : 1 -. vo... I- ... Area 76.875 in2 Cv 1.000 Rb Deflection -0.300 in -0.525 in Maximum Moment 0.000 in 29.6 k -ft Maximum Shear 1.5 11.1 k 0.0 Allowable ...Length/Deft 40.0 k -ft Right Cantilever... Allowable 2,500.00 psi 18.3 k 0.00 k -ft Max. Positive Moment 29.57 k -ft _ at 8.000 ft Shear: @ Left 7.39 k Max. Negative Moment 0.00 k -ft at 16.000 ft 46.686 in2 @ Right 7.39 k Max @ Left Support 0.00 k -ft Bearing @ Supports Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft Max. Right Reaction 7.39 k Bearing Length Req'd @ Center 0.450 in Max. M allow 40.04 Reactions... @ Right 0.000 in fb 1,846.20 psi fv 144.23 psi Left DL 4.22 k Max 7.39 k Fb 2,500.00 psi Fv 237.50 psi Right DL 4.22 k Max 7.39 k efinnc L,C11LC1 JF 0111... vVau wau I Vlal Luau -. vo... I- ... Area 76.875 in2 Cv 1.000 Rb Deflection -0.300 in -0.525 in Deflection 0.000 in 0.000 in. ...Location 8.000 ft 8.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 639.8 365.63 Right Cantilever... 0.00 in3 2,500.00 psi @ Right Support 0.00 k -ft Deflection 0.000 in 0.000 in @ Left Support @ Right Support ...Length/Deft 0.0 0.0 Ck 21.761 Le 0.000 ft Sxx 192.188 in3 Area 76.875 in2 Cv 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 29.57 k -ft 141.93 in3 2,500.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,500.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,500.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 11.09 k 11.09 k Area Required 46.686 in2 46.686 in2 Fv: Allowable 237.50 psi 237.50 psi Bearing @ Supports Max. Left Reaction 7.39 k Bearing Length Req'd 2.576 in Max. Right Reaction 7.39 k Bearing Length Req'd 2.576 in @ Center Span Location = 12.50 ft 20.30 k -ft -4.14 k -0.3378 in @ Right Cant. Location = 33.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = -8.00 ft 0.00 k -ft 0.00 k 0.0000 in LANGSTON S ASSOCIATES Title--: MKINTENANCE BUILDING Job # 13300 ' STRUCTURAL CONSULTANTS Dsgnr: KP Date: 2:49PM, 6 NOV 00 1810 E. 16TH ST. Description SANTA ANA, CA 92701 i Scope 714-836-8655 } aw: 510301II General Timber Beam Page 1 User: K W-0611378, Ver 3.1.3, 22 -tun -1)99, W in32 (c) 1993.99 Exeacat.c c:lec\khanh.ecw:Timber Calks uescription ti -s Maximum Moment i 141:5 k -ft Maximum Shear * 1.5 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125X31.5 1f Center Span 35.00 ft .....Lu 0.00 ft Beam Width 5.125 in p Left Cantilever ft .....Lu 0.00 ft Beam Depth 31.500 in "` Right Cantilever ft .....Lu 0.00 ft Member Type GluLam I Douglas Fir, 24F - V8 at 17.500 ft Shear: @ Left Fb Base Allow 2,000.0 psi Load Dur. Factor 1.250 �� Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi i E 1,800.0 ksi 0.00 k -ft Design Shear Camber: Full Lengh Uniform Loads I. 0.000 in Area Required Center DL h 528.00 #/ft LL 396.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL l #/ft LL #/ft ummary i Span= 35.00ft, Beam Width = 5.125in x Depth = 31.5in, Ends are Pin -Pin Max Stress Ratio j -0.9267-71, Beam Design OK oenuing hndlysis Maximum Moment i 141:5 k -ft Maximum Shear * 1.5 24.3 k Sxx 847.547 in3 Area 161.438 in2 Allowable jj 152.3 k -ft Allowable 38.3 k Sxx Req'd Allowable fb Max. Positive Moment 141.49 k -ft at 17.500 ft Shear: @ Left 16.17. k 0.00 k -ft 0.00 in3 Max. Negative Moment 0.00 k -ft at 35.000 ft @ Right 16.17 k Shear Analysis @ Left Support Max @ Left Support 0.00 k -ft Design Shear Camber: @ Left 0.000 in Area Required .102.126 in2 Max @ Right Support 0.00 k -ft Fv: Allowable 237.50 psi @ Center 1.113 in Bearing @ Supports Max. M allow 152.34 Max. Left Reaction Reactions... @ Right 0.000 in Max. Right Reaction 16.17 k fb 2,003.25 psi fv ;� 150.24 psi Left DL 9.24 k Max 16.17 k Fb 2,156.96 psi Fv 237.50 psi Right DL 9.24 k Max 16.17 k Deflections mmmener pan... DeaO Loadnommomomrotal Loada ani ever... Deaa Loadotal Load Deflection "-0 742 in 1:298 in T17.500 Deflection 0.000 in 0.000 in ...Location J -7.500 -it-- ft ...Length/Deft 0.0 0.0 ...Length/Deft 566.1 323.48 Right Cantilever... Deflection 0.000 in 0.000 in j ...Length/Deft 0.0 0.0 oenuing hndlysis Ck 21.761 Le 0.000 ft. Sxx 847.547 in3 Area 161.438 in2 Cv 0.863 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 141.49 k -ft 787.15 in3 2,156.96 psi @ Left Support 0.00 k -ft 0.00 in3 2,156.96 psi @ Right Support 0.00 k -ft 0.00 in3 2,156.96 psi Shear Analysis @ Left Support @ Right Support Design Shear 24.25 k 24.25 k Area Required .102.126 in2 102.126 in2 Fv: Allowable 237.50 psi 237.50 psi Bearing @ Supports Max. Left Reaction 1617 k Bearing Length Req'd 5.634 in Max. Right Reaction 16.17 k Bearing Length Req'd 5.634 in m, v, & D (a3 specmea Locations ii moment @ Center Span Location = 12.50 ft 129.75 k -ft @ Right Cant. Location = 33.00 ft 0.00 k -ft @ Left Cant. Location = -8.00 ft 0.00 k -ft I 4.66 k 0.00 k 0.00 k -1.1709 in 0.0000 in 0.0000 in 7 PROJECT SHEET NO. Al,91K/*rt,Ncr-'LANGSTON & ASSOCIATES FOR STRUCTURAL CONSULTANTS JOB No. LOCATION DATE 1810 EAST 16TH ST.,SAMTA ANA,CAUFORNIA, 927012-Mv OCT- ITIM:ENGINEER (714)63846U RooF` A 4 VZO + 2, PZ c LANGSTON & ASSOCIATES Title: MAINTENANCE BUILDING Job # 13300 STRUCTURAL CONSULTANTS Dsgnr: KP Date: 2:56PM, 6 NOV 00 1810 E. 16TH ST. i Description SANTA ANA, CA 927011i Scope 714-836-8655 it Rev: 510301 User. KW -060378, Va 5.1.3,221=4999, Win37 ij General Timber Beam Page 1 (c) 1983.99 ENERCALC cAec\khanh.ccW:Timbcr Calc uescription 15-4 �i Span= 40.50ft, Left Cant= 8.00ft, Right Cant= 3.00ft, Beam Width = 5.125in x Depth = 36.in, Ends are Pin -Pin i Uiai wau General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x36.0 I Center Span 40.50 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever 8.00ft .....Lu 0.00 ft Beam Depth 36.000 in l Right Cantilever 3.00ft .....Lu 0.00 ft Member Type Glul-am Douglas Fir, 24F - V8 39.3 k 1,568.7 500.35 Fb Base Allow 2,000.0 psi Load Dur. Factor 1.250 !k Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi f E 1,800.0ksi @ Left 26.20 k Full Lengh Uniform Loads l Max. Negative Moment Center DL 1 528.00 #/ft LL 396.00 #/ft Left Cantilever DL 528.00 #/ft LL 396.00 #/ft Right Cantilever 1 528.00 #/ft LL 396.00 #/ft Live Load 8,000.0 lbs 3,180.0 lbs lbs lbs lbs lbs lbs ...distance -8.000 ft 43.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft EEEE=EMi summary .1Beam Design OK %.cnicr span.., Span= 40.50ft, Left Cant= 8.00ft, Right Cant= 3.00ft, Beam Width = 5.125in x Depth = 36.in, Ends are Pin -Pin i Uiai wau Max Stress Ratio X0.938:'1 -0.971 in Deflection -0.127 in -0.618 in ...Location 23.231 ft Maximum Moment -181.6 k -ft Maximum Shear* 1.5 39.3 k 1,568.7 500.35 Right Cantilever... Allowable 193.5 k -ft Allowable 43.8 k Deflection 0.073 in 0.221 in Max. Positive Moment 132.15 k -ft at 22.614 It Shear: @ Left 26.20 k Max. Negative Moment -104.30 k -ft at 0.000 ft @ Right 16.77 k Max @ Left Support -181.57 k -ft Camber: @ Left 0.190 in Max @ Right Support -26.36 k -ft @ Center 0.465 in Max. M allow 193.50Reactions... @ Right 0.109 in fb 1,968.22 psi fv" 212.99 psi Left DL 28.13 k Max 49.21 k Fb 2,097.51 psi Fv 237.50 psi Right DL 14.28 k Max 26.94k Deflections p %.cnicr span.., vcau wat i Uiai wau Deflection -0.310 in -0.971 in Deflection -0.127 in -0.618 in ...Location 23.231 ft 21.381 ft ...Length/Deft 1,513.8 310.8 ...Length/Deft 1,568.7 500.35 Right Cantilever... Deflection 0.073 in 0.221 in ...Length/Deft 986.3 326.4 Ck 21.761 Le Cv 0.839 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.(100 ft 0.000 Max Moment 132.15 k -ft 181.57 k -ft 26.36 k -ft @ Left Support 39.30 k 165.458 in2 237.50 psi ,II 49.21 k 213.94 k Sxx 1,107.000 in3 Cl 0.000 Sxx Req'd 756.02 in3 1,038.76 in3 150.80 in3 @ Right Support 25.16 k 105.927 in2 237.50 psi Bearing Length Req'd Bearing Length Req'd Area 184.500 in2 Allowable lb 2,097.51 psi 2,097.51 psi 2,097.51 psi 17.148 in 9.388 in 11 LANGSTON & ASSOCIATES _ Title : MAINTENANCE BUILDING Job # 13300 'STRUCTURAL CONSULTANTS Dsgnr: KP Date: 2:56PM, 6 NOV 00 Description 1810 E. 16TH ST. SANTA ANA, CA 92701 Scope 714-836-8655 Rev: 510301 User.KW4160378.Vv5.1.3,22•)m-1999,Win32 General Timber Beam Page 2 (c) 1983-99 ENERCALC cAecUCbaRb.ccw:Timber Calcs Description B-4 Query.Values M, V, & D-@ Specified Locations Moment Shear Deflection @ Center Span Location = 12.50 It 28.48 k -ft 10.96 k -0.3335 in @ Right Cant. Location = 33.00 It 58.45 k -ft -8.04 k -0.2063 in @ Left Cant. Location = -8.00 It 0.00 k -ft -19.00 k -0.3399 in 1O .PROJE A Tl hic- --. _:r gab�z.. _ .. _ . :. -FANGSTON=& ASSOC3AT� S-- i( FOR STRUCTURAL CONSULTANTS OO- LOCA*HM PENGINEER 1810 EAST 1STN ST.,SANTA ANA,CALIFORNIA, 84701 �° (714)836 66N Roo LANGSTON & ASSOCIATES STRUCTURAL CONSULTANTS 1810 E. 16TH ST. +� SANTA ANA, CA 92701 714-836-8655 Ra: 510301 C User. KW -060378, Va 5.1.3, 2244.1999, Win32 it (c) 1983-99 ENERCALC Description B-5 ' Title: MAINTENANCE BUILDING Job # 13300 Dsgnr: KP Date: 2:59PM, 6 NOV 00 Description Scope: General Timber Beam Page 1 111 cAec\khanh.ecw:Timber Calcs %,rv11U31 ✓1-JLV.VV loll LL J.7V.VV Tr/Il Left Cantilever DL ! 528.00 #/ft LL 396.00 #/ft Right Cantilever DL f 528.00 #/ft LL 396.00 #/ft Live Load 3,180.0 lbs 7,000.0 lbs lbs lbs lbs lbs lbs ...distance -3.000 ft 52.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft MWENN9 11 >ry _ ; -0.86:. in 22.010 ft- 639.5 General Information j Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x37.5 Center Span 46.00 ft .....Lu 0.00 ft Beam Width 5.125 in Ends are Pin -Pin Left Cantilever 3.00ft .....Lu 0.00 ft Beam Depth 37.500 in'� Right Cantilever 6.00ft .....Lu 0.00 ft Member Type GluLam Maximum Shear Douglas Fir, 24F - V8 35.1 k Allowable I 206.5 k -ft Fb Base Allow 2,000.0 psi Load Dur. Factor 1.250 Max. Positive Moment Fv Allow 190.0 psi Beam End Fixity Pin -Pin 20.41 k Fc Allow 560.0 psi 46.000 ft @ Right E 1,800.0 ksi -26.35 k -ft Camber: @ Left 0.247 in Full Lengh Uniform Loads II -114.07 k -ft 114.07 k -ft %,rv11U31 ✓1-JLV.VV loll LL J.7V.VV Tr/Il Left Cantilever DL ! 528.00 #/ft LL 396.00 #/ft Right Cantilever DL f 528.00 #/ft LL 396.00 #/ft Live Load 3,180.0 lbs 7,000.0 lbs lbs lbs lbs lbs lbs ...distance -3.000 ft 52.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft MWENN9 11 >ry _ ; -0.86:. in 22.010 ft- 639.5 r.v. a ..a ............ ... -1.846 in Deflection 22.450 ft ...Length/Deft 299.00 Right Cantilever... Deflection ...Length/Deft 0.165 in 437.6 0.223 in 645.9 Beam Design Span= 46.00ft, Left Cant= 3.00ft, Right Cant= 6.00ft,.Beam Width = 5.125in x Depth = 37.5in, Ends are Pin -Pin Max Stress Ratio iF 0.993 ; 1. Maximum Moment205.0 k=ftp Maximum Shear 1.5 35.1 k Allowable I 206.5 k -ft Allowable Cl 0.000 45.6 k Max. Positive Moment 205.04 k -ft at 21.789 ft Shear: @ Left 20.41 k Max. Negative Moment -64.94 k -ft at 46.000 ft @ Right 23.40 k Max @ Left Support -26.35 k -ft Camber: @ Left 0.247 in Max @ Right Support -114.07 k -ft 114.07 k -ft @ Center 1.295 in Max. M allow 206.45Reactions... @ Left Support @ Right 0.334 in fb 2,048.44 psi fv 182.67 psi Left DL 16.86 k Max 30.59 k Fb 2,062.53 psi Fv 237.50 psi Right DL 25.64 k Max 45.19 k '-wi l I Opals... Deflection ...Location ...Length/Deft _ ; -0.86:. in 22.010 ft- 639.5 r.v. a ..a ............ ... -1.846 in Deflection 22.450 ft ...Length/Deft 299.00 Right Cantilever... Deflection ...Length/Deft 0.165 in 437.6 0.223 in 645.9 0.353 in 204.2 0.622 in 231.4 Stress Calcs f Bending Analysis Ck 21.761 Le 0.1300 ft Sxx 1,201.172 in3 Area 192.188 int Cv 0.825 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 205.04 k -ft 1,192.97 in3 2,062.53 psi @ Left Support 25.36 k -ft 153.35 in3 2,062.53 psi @ Right Support 114.07 k -ft 663.68 in3 2,062.53 psi Shear Analysis @ Left Support @ Right Support Design Shear 30.62 k 35.11 k Area Required 128.925 in2 147.821 in2 Fv: Allowable 237.50 psi 237.50 psi Bearing @ Supports I Max. Left Reaction :'0.59 k Bearing Length Req'd 10.657 in Max. Right Reaction 45.19 k ,l II Bearing Length Req'd 15.745 in • -LANGSTON-8 ASSOCIATES-- - -= -Title : MAINTENANCE -BUILDING= — - -=Job# 13300 STRUCTURAL CONSULTANTS Dsgnr: KP Date: 2:59PM, 6 NOV 00 1810 E. 16TH ST. ;� Description SANTA ANA, CA 92701 Scope 714-836-8655 Us- ""701 General Timber Beam Page 2 R": KW -0611378. Vv 5.1.3, 27-Jw-1999, WW2 I (c) 1983.99 ENERCALC i! cAec\khanh.ecw:Timber Calcs uery values I, v, a u L specitieO Locations moment snear uetlection @ Center Span Location = 12.50 ft 143.62 k -ft 7.75 k -1.1778 in @ Right Cant. Location= i� 33.00 ft 108.75 k -ft -11.16 k ##.#### in @ Left Cant. Location = -8.00 ft -5.30 k -ft -0.00 k -1.0905 in a PROJECT SHEET NO. 4I� LANGSTON &-ASSOCIATES - /4 - 'FOR STRUCTURAL CONSULTANTS JOB NO. 12,;%Qo LOCATION DATE 1810 EAST 16TH ST.,SANTA ANA,CALIFORNIA, 92701 ITEM: { (714)836-8655 ENGINEER s �cm r ToT"L .. l;►�: 32. a. �s� '�/ ._ �2 Qom} � - M - `i•:on � _ t CAI CI.rlC4 'jo►.;sr 2 L 71 _ t x_50- �1� 12 C i �� o . 4z. 14, G L [OL: L ►'� . f 6.0 1's: ToT"L .. l;►�: 32. a. �s� '�/ ._ �2 Qom} � - M - `i•:on � _ t CAI CI.rlC4 'jo►.;sr 2 L 71 _ t x_50- �1� 12 C i �� o . 4z. .. PROJECT,SHEET M 7 VEW-7 tea LANGSTON & ASSOCIATES — NO. ' FOR STRUCTURAL CONSULTANTS JOB NO�� LOCATION 1810 EAST 16TH ST.,SANTA ANA,CALIFORNIA, 92701 DATE ITEM: t�ST w1 Ric lAt+Max (714)836-8655 ENGINEER IPAL RalP. 'mss 1.0 Pis. (w Ftp. +a. f�f)C(,? Fr)(W)u ?e lu pia 247 */FoSr. _ . TRy 4]PIP. 1417 =3.9Ps 00 2 15L1p 2gcM Psl �. ror Usk` 4° fir-,� 6� 4? 46 ..0 TV lD ai.��` '•ZZ�`� W DOC .3g4 ��.Apbsr WEI PROJECT SHEET NO. L�A LANGSTON & ASSOCIATES FOR STRUCTURAL CONSULTANTS JOB NO. LOCATION DATE�� 1810 EAST 16TH ST.,SANTA ANA,CALIFORNIA, 92701 ITEM: : (71436-9655 ENGINEER ro 73 E -s I vJ :- :'( ". " is ;• -� ; � � I I( i } d .S 7. {t . y._I... ;.. . _;., lobI lr i ►� 'o : (9 14��-4 sYSc'rz-�s: Ga4sk FST) i� ► -. -1° � = I'� 5r (-A-KL'r'Tc7) - rr-rl� . ala V2T fib, Pips PM A LANGSTON & ASSOCIAT_ES STRUCTURAL CONSULTANTS 1810 EAST 16TH ST.,SANTA ANA,CALIFORNIA, 92701 (714)836-8655 SHEET NO. 1.7 FOR JOB NO. �- ; LOCATION DATE REM:gsu( ►p c= ENGINEER lobI lr i ►� 'o : (9 14��-4 sYSc'rz-�s: Ga4sk FST) i� ► -. -1° � = I'� 5r (-A-KL'r'Tc7) - rr-rl� . ala V2T fib, Pips PROJECT A qM� I ,� .,� LANGSTON & ASSOCIATES JOB . � FOR STRUCTURAL CONSULTANTS' JOB NO. 13300. LOCATION DATERA�,.� 1810 EAST 16TH ST.,SANTA ANA,CALIFORNIA, 92701 ITEM: n A t L- (714)836-6655 ENGINEER COO, (py � t �. MW ' Pk ATS = ""11..3 "X p- _ -::Gic� Alo k 1 Zz `-'10�.'1=eta USS A )Z" -If iZ ' or BASEit 4� LANGSTON &ASSOCIATES SHEET NO. STRUCTURAL CONSULTANTS JOB NO. DATE ��`, 1810 EAST 16TIj ST.,SANTA ANA,CALIFORNIA, 82701 I ` 0 Y ! (714 36-8855 ENGINEER l.�'��=��1_ � o�l.t' a� ..:,.� l;�r��=� ` �I�-c�S. �}Z , ��l.L ►��s l:c-r i� PROJECT ' �Id kl lYA LANGSTON & ASSOCIATES FOR STRUCTURAL CONSULTANTS SHEET NO. _21A JOB NO. ie 2 O� LOCATION .. .... . . . DATE l I ` / _ ` 1810 -EAST 18TH•ST.,SANTA ANA,CALIFORNIA, 92701 I�dO. Y ':7 `•_ :ITEM: (71438$855 ENGINEER - P, � rl/ X97 PROJECT UILWI LANGSTON &ASSOCIATES SHEET NO. �n FOR STRUCTURAL CONSULTANTS JOB NO. LOCATION DATE 1810 EAST 16TH ST.,SANTA ANA,CALIFORNIA, 92701 1y ITEM: (714)836-8655 ENGINEER 2 I o' t;::: tI I r- 7) r.,= 2 S sem. corgi p ��-ter- F4� i �f'r'p=, � ��►►� els ,�.��. c�a.�.�. i�. � � 2�� 23 ` LANGSTON & ASSOCIATES STRUCTURAL CONSULTANTS 1810 E. 16TH ST. SANTA ANA, CA 92701 714-836-8655 Rcv: 510302 Uu .. KW -060378, V. 5.1.3, 22-3m-1999, Win32 (c) 1983-99 ENERCALC Description TYP. PAN Title: MAINTENANCE BUILDING Job # 13300 Dsgnr: KP Date: 11:38AM, 7 NOV 00 Description : Scope :. Tilt -Up Wall Panel Design are Page 1 cAec\khanh.ecw:Concrete Calcs to ACI 318-95 and 1997 Parapet Height 2.000 ft Fy 60,000.0 psi Min Vert Steel % 0.0015 Thickness 6.250 in Phi 0.900 Min Horiz Steel % 0.0025 Bar Size 5 Width 12.000 in Base Fixity 25 % Bar Spacing 12.00) in #/ft Wall Seismic Factor 0.4490 Bar Depth 2.75) in 15,310.3 in-# 19,365.2. Parapet Seismic Factor 1.4600 Min Defl. Ratio 150.) 1.000 LL & ST Not Combined .Seismic Concrete Weight 145.0) pcf Using: UBC Sec. 1914.0 method... Deflections are Iterated 2,537 :1 Actual Reinforcing Percentage 0.0094 Parapet Weight Counteracts Middle UBC Allow. As % = 0.6 * RhoBal 0.0128 Wind Load 20.000 psf Uniform DL 56.00 #/ft Point Load Itis Uniform LL 80.00 #/ft ...height ft ...eccentricity 6.625 in ...load type Wind Concentric DL Itis Lateral Load #/ft Concentric LL lbs ...distance to top ft 15,310.3 in-# 19,365.2. 12,036.5 in-# ...distance to bot ft Seismic "I" Magnifier 1.000 ...load type .Seismic Wind "I" Magnifier 1.000 Wall Analysis '""1111""r Seismic Wind Seismic .. • Wind Basic Defl w/o P -Delta 0.959 0.119 in 0.149 0.094 in Basic M w/o P -Delta 26,908.9 15,188.8 in-# 19,220.6 11,945.5 in-# Moment Excess of Mcr 8,469.3 0.0 in- # 0.0 0.0 in-# Max. P -Delta Deflection 2.207 0.120 in 0.150 0.095 in Max P -Delta Moment 29,864.7 15,310.3 in-# 19,365.2. 12,036.5 in-# Maximum Allow Vertical Bar Spacing 18.000 in Parapet Bar Spacing Req'd : SEISMIC 18.000 in Maximum Allow Horizontal Bar Spacing 18.000 in Parapet Bar Spacing Req'd : WIND 18.000 in '""1111""r Wall Design OK 20.00ft clear height, 2.00ft paraoet, 6.25in thick with #5 bars at 12.00in on center, d= 2.75in, Pc = 3,000.Opsi, Using: UBC Sec. 1914.0 method... Deflections are Iterated Factored Load Bending : Seismic Load Governs Service Load Deflection : Seismic Load Governs Maximum Iterated Moment: Mu 29,864.73 in-# Maximum Iterated Deflection 0.150 in Moment Capacity 43,517.89 in-# Deflection Limit 1.600 in Seismic Wind Mn * Phi: Moment Capacity 43,517.89 in-# 42,539.26 in-# Applied: Mu @ Mid -Span 29,864.73 in-# 15,310.27 in-# Applied: Mu @ Top of Wall 4,966.15 in-# 1,001.55 in-# Max Iterated Service Load Deflectioi 0.15 in 0.09 in Actual Deflection Ratio 1,595 : 1 2,537 :1 Actual Reinforcing Percentage 0.0094 0.0094 UBC Allow. As % = 0.6 * RhoBal 0.0128 0.0128 Actual Axial Stress: (Pw + Po ) / Ac 12.83 psi 12.83 psi Allowable Axial Stress = 0.04 * Pc 120.00 psi 120.00 psi .i LANGSTON & ASSOCIATES Title: MAINTENANCE BUILDING Job # 13300 STRUCTURAL CONSULTANTS Dsgnr: KP Date: 11:38AM, 7 NOV 00 1810 E. 16TH ST. Description SANTA ANA, CA 92701 Scope 714-836-8655 Rcv: 310302 Tilt -Up Wall Panel Design Page 2 RV: 510302KW.M378. Va 5.1.1, 224w- 1999, Win32 tc) 1983.99 ENERCALC cAec\khanh.ecw:Concrete Calcs Description TYP. PANELS A[_ NG GRID 1 & 7 n = Es / Ec S 9.29 Mcr = S ' Fr 21,395.4 in-# Fr Multiplier for sqrt(fc) 5.000 Fr = 273.86 psi Ht / Thk Ratio 38.40 Rho: Bar Reinf Pct 0.0214 Values for Mn Calculation... Seismic Wind As:eff= [Pu:tot + AsFy]/Fy 0.332 in 0.327 in a: (AsFy + Pu)/(.85 f b) 0.652 in 0.641 in c = a /.85 0.767 in 0.754 in Igross 244.141 in4 244.14 in4 Icracked 13.95 in4 13.81 in4 I-eff (ACI methods only) 0.00 in4' 0.00 in4 Phi: Capacity Reduction 0.900 0.900 Mn= As:eff Fy(d-a/2) - Pu (Walrrhk/2-Bar Depth) 48,353.21 in-# 47,265.85 in-# Additional Values Loads used for analysis 1.700. ACI 9-3 Dead Load Factor Factored Loads Seismic Wind Wall Weight Wall Wt' Wall Seismic Factor 75.521 psf 33.909 psf Applied Axial Load 78.40 58.80 #/ft Wall Wt' Parapet Seismic Factor 'y 110.260 psf Lateral Wall Weight 1,268.75 951.56 #/ft Service Applied Axial Load 56.00 #/ft Total Lateral Loads 1,347.15 1,010.36 #/ft Service Wt @ Max Mom 906.25 #/ft Total Service Axial Loads 962.25 #/ft ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 LL 1.700. ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor ....seismic = ST' : 1.100 a I, 0.900 UBC 1921.2.7 "0.9" Factor 0.900 1.300 105 LANGSTON & ASSOCIATES Title: MAINTENANCE BUILDING Job # 13300 STRUCTURAL CONSULTANTS Dsgnr: KP Date: 11:40AM, 7 NOV 00 1810 E. 16TH ST. Description SANTA ANA, CA 92701 Scope .714-836-8655 Rcv: 510302 Up Wall Panel Design User: K103111 8. Vu 5.1.3, 22 -tun -1999, Win32 Tilt - Page 1 (c) 1983.99 ENERCALC cAec\khanh.ecw:Concrete Calcs Description TYP..PANELS ALONG GRID A & D General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Parapet Height 2.000 ft Fy 60,000.0 psi Min Vert Steel % 0.0015 Thickness 6.250 in Phi 0.900 Min Horiz Steel % 0.0025 Bar Size . 5 Width 12.000 in Base Fixity 25 % Bar Spacing 12.000 in 1.600 in Wall Seismic Factor 0.4490 Bar Depth 2.750 in 43,979.65 in-# Parapet Seismic Factor 1.4600 Min Defl. Ratio 150.0 1.000 LL & ST Not Combined 2,218.89 in-# Concrete Weight 145.00 pcf Using: UBC Sec. 1914.0 method... Deflections are Iterated Actual Deflection Ratio 1,537 : 1 11 Parapet Weight Counteracts Middle For Factored LoadStresses 0.0094 Wind Load 20.000 psf I Uniform DL 231.00 #/ft Point Load lbs at 12.00in on center, d= Uniform LL 330.00 #/ft heightft ...eccentricity 6.625 in load type Wind ... lo Maximum Iterated Deflection Concentric DL lbs Lateral Load #/ft 1.600 in Concentric LL lbs ...distance to top ft Mn ' Phi: Moment Capacity 43,979.65 in-# 42,825.55 in-# ...distance to bot ft 31,907.24 in-# Seismic "I" Magnifier 1.000 ...load type Seismic 2,218.89 in-# Wind "I" Magnifier 1.000 Wall Analysis Actual Deflection Ratio 1,537 : 1 2,394 :1 Actual Reinforcing Percentage l For Factored LoadStresses 0.0094 or bervice Load Deflections 0.0128 Seismic Wind Seismic Wind Basic Defl w/o P -Delta 1.074 0.125 in 0.155 0.099 in Basic M w/o P -Delta 27,702.3 15,797.4 in-# 19,787.4 12,527.0 in-# Moment Excess of Mcr 10,511.8 0.0 in-# 0.0 0.0 in-# Max. P -Delta Deflection 2.661 0.126 in 0.156 0.100 in Max P -Delta Moment 31,907.2 15,948.2 in-# 19,965.0 12,640.8 in-# Maximum Allow Vertical Bar Spacing 18.000 in Parapet Bar Spacing Req'd : SEISMIC 18.000 in Maximum Allow Horizontal Bar Spacing 18.000 in Parapet Bar Spacing Req'd : WIND 18.000 in summary I Wall Design OK 20.00ft clear height, 2.00ft parapet, 6.25in thick with #5 bars at 12.00in on center, d= 2.75in, f = 3,000.Opsi, Using: UBC Sec. 1914.0 method... Deflections are Iterated Factored Load Bending : Seismic Load Governs Service Load Deflection : Seismic Load Governs Maximum Iterated Moment: Mu 31,907.24 in-# Maximum Iterated Deflection 0.156 in Moment Capacity I 43,979.65 in-# Deflection Limit 1.600 in Seismic Wind Mn ' Phi: Moment Capacity 43,979.65 in-# 42,825.55 in-# Applied: Mu @ Mid -Span 31,907.24 in-# 15,948.19 ink Applied: Mu @ Top of Wall 8,908.02 in-# 2,218.89 in-# Max Iterated Service Load Deflection' 0.16 in 0.10 in Actual Deflection Ratio 1,537 : 1 2,394 :1 Actual Reinforcing Percentage l 0.0094 0.0094 UBC Allow. As % = 0.6' RhoBal 0.0128 0.0128 Actual Axial Stress: (Pw + Po ) / Ag 15.16 psi 15.16 psi Allowable Axial Stress= 0.04 ' fc 120.00 psi 120.00 psi LANGSTON & ASSOCIATES STRUCTURAL CONSULTANTS 1810 E. 16TH ST. SANTA ANA, CA 92701 714-836-8655 Rev: 510302 - U— KW -M378, Ver 5.1.3, 224 -1999• WW2 (c) 1983-99 ENERCALC Descriotion TYP. PAN Title: MAINTENANCE BUILDING Job # 13300 Dsgnr: KP Date: 11:40AM, 7 NOV 00 Description Scope Tilt -Up Wall Panel Design Page 2 cAec\khanh.ecw:Concrete Calcs E :,122,018.6 psi Sgross 78.125 in3 n = Es / Ec 9.29 Mcr = S ' Fr 21,395.4 in-# Fr Multiplier for sgrt(Pc) 5.000 Fr = 273.86 psi Ht / Thk Ratio - 38.40 Rho: Bar Reinf Pct 0.0214 Values for Mn Calculation... 231.00 #/ft Total Lateral Loads Seismic Wind As:eff= [Pu:tot + AsFy]/Fy 906.25 #/ft 0.337 in 0.330 in a : (AsFy + Pu)/(.85 Pc b) 1,137.25 #/ft 0.660 in 0.647 in c = a /.85 0.776 in 0.761 in Igross 244.141 in4 244.14 in4 Icracked UBC 1921.2.7 "0.9" Factor 0.900 14.05 in4 13.89 in4 I-eff (ACI methods only) 0.00 in4 0.00 in4 Phi: Capacity Reduction 0.900 0.900 Mn= As:eff Fy(d-a/2) - Pu (WallThk/2-Bar Depth) 48,866.27 in-# 47,583.94 in-# Loads used for analysis Factored Loads Seismic Wind Wall Weight 75.521 psf Applied Axial Load 323.40 242.55 #/ft Wall Wt' Wall Seismic Factor 33.909 psf Lateral Wall Weight 1,268.75 951.56 #/ft Wall Wt' Parapet Seismic Factor 110.260 psf Service Applied Axial Load 231.00 #/ft Total Lateral Loads 1,592.15 1,194.11 #/ft Service Wt @ Max Mom 906.25 #/ft Total Service Axial Loads 1,137.25 #/ft ACI Factors (per ACI, applied internally to entered loads) -2 DL 1.400 AU 9-2 Uroup Factor ac or 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 .:J f G- FOR LOCATION.. ITEM: LANGSTON & ASSOCIATES STRUCTURAL CONSULTANTS 1810 EAST 16TH ST.,SANTA ANA,CALIFORNIA, 92701 .(71436-8655 JOB NO. i ENGINEER LANGSTON & ASSOCIATES 'STRUCTURAL CONSULTANTS 1810 E. 16TH ST. SANTA ANA, CA 92701 714-836-8655 Rn: 510301 Us-. KW -W378. Vv 5.1.3,224-4999. Win32 (c) 1983.99 ENERCALC Title: MAINTENANCE BUILDING Job # 13300 Dsgnr: KP Date: 1:10PM, 7 NOV 00 Description Scope Rectangular Concrete Column Page I eteCal General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Width in fC 3,000.0 psi Total Height Depth 15.000 in Fy 60,000.0 psi Unbraced Length 17.000 ft Rebar Seismic Zon 4 Eff. Length Facto 1.000 3- # 5 d= 3.500 in LL & ST Loads Act Separately Column is BRACED 3- # 5 d= 11.500 in Axial Loads 11.000 k 9.000 k k 12.00 x 15.00in Column, Rebar 345 @ 3.50in, 345 @ 11.50in ACI Eq. 9-2 10.8400 in 0.7000 34.0000 1.0000 1.0000 2,107.36 499.78 0.0411 1.0428 3.0438 3.1742 in Column is OR ACI 9-3 9.90 k 166.28 k 3.91 k -ft 4.735 in 1.03 4.863 in 4.01 k -ft 452.69 k 158.16 k 7.502 in ACI Eq. 9-3 8.4950 in 0.7000 34.0000 1.0000 1.0000 2,107.36 499.78 0.0264 1.0271 4.7348 in 4.8633 in 0.900 UBC 1921.2.7 "0.9" Factor 0.900 1.300 Slenderness per AC/318-95 Section r0.12 & 10.13 ACI 9-1 ACI 9-2 Applied : Pu : Max Factored 30.70 k 15.40 k Phi Allowable: Pn ` Phi @ Design Ecc. 304.40 k 230.61 k Beta = M:sustained/M:max M -critical 3.91 k -ft 3.91 k -ft EI/1000 Combined Eccentricity 1.527 in 3.044 in alpha: MaxPu / (.75 Pc) Magnification Factor 1.07 1.04 Ecc: Ecc Loads + Moments Design Eccentricity 1.627 in 3.174 in ACI Factors (per ACI, applied internally to entered loads) Magnified Design Moment 4.16 k -ft 4.07 k -ft ACI 9-3 Dead Load Factor Po ' .80 452.69 k 452.69 k P: Balanced 158.16 k 158.16 k Ecc: Balanced 7.502 in 7.502 in ACI Eq. 9-2 10.8400 in 0.7000 34.0000 1.0000 1.0000 2,107.36 499.78 0.0411 1.0428 3.0438 3.1742 in Column is OR ACI 9-3 9.90 k 166.28 k 3.91 k -ft 4.735 in 1.03 4.863 in 4.01 k -ft 452.69 k 158.16 k 7.502 in ACI Eq. 9-3 8.4950 in 0.7000 34.0000 1.0000 1.0000 2,107.36 499.78 0.0264 1.0271 4.7348 in 4.8633 in 0.900 UBC 1921.2.7 "0.9" Factor 0.900 1.300 Slenderness per AC/318-95 Section r0.12 & 10.13 Actual k Lu / r 45.333 Elastic Modulus ACI Eq. 9-1 Neutral Axis Distance 14.1700 in Phi 0.7000 Max Limit kl/r 34.0000 Beta = M:sustained/M:max 0.5016 Cm 1.0000 EI/1000 2,806.77 PC: piA2 E I / (k Lu)A2 665.65 alpha: MaxPu / (.75 Pc) 0.0615 Delta 1.0655 Ecc: Ecc Loads + Moments 1.5269 Design Ecc = Ecc' Delta 1.6269 ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor ....seismic = ST' : 1.100 ACI Eq. 9-2 10.8400 in 0.7000 34.0000 1.0000 1.0000 2,107.36 499.78 0.0411 1.0428 3.0438 3.1742 in Column is OR ACI 9-3 9.90 k 166.28 k 3.91 k -ft 4.735 in 1.03 4.863 in 4.01 k -ft 452.69 k 158.16 k 7.502 in ACI Eq. 9-3 8.4950 in 0.7000 34.0000 1.0000 1.0000 2,107.36 499.78 0.0264 1.0271 4.7348 in 4.8633 in 0.900 UBC 1921.2.7 "0.9" Factor 0.900 1.300 FOR LANGSTON & ASSOCIATES STRUCTURAL CONSULTANTS 1810 EAST 16TH ST.,SANTA ANA,CALIFORNIA, 92701 ITEM: p� Gc (714)836-8655 SHEET NO. JOB NO. 1 �,scz DATE w OU ENGINEER 'z 47 E a LANGSTON & ASSOCIATES Title: MAINTENANCE BUILDING Job # 13300 STRUCTURAL CONSULTANTS Dsgnr: KP Date: 12:02PM, 7 NOV 00 1810 E. 16TH ST. Description SANTA ANA, CA 92701 Scope 714-836-8655 U 51030' Concrete Rectangular & Tee Beam Design Page 1 Usv: KW -060378, Va 5 .1. 3, 22 -tun -1999, WinJ2 (c) 1983-99 ENERCALC cAe6k} anh.eewconcrEtc C3ics Description PANEL #21 : 16 FT. LINTEL W/ VERTICAL LAD General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Span lb.UU n rc 3,000 psi Depth 21.000 in Fy 60,000 psi Width 6.250 ;in Concrete Wt. 145.0 pcf Allowable Shear: Vn'phi 33.42 k Seismic Zone 4 End Fixity Pinned -Pinned Beam Weight Not Added Region 0.000 Live Load not acting with Short Term Reinforcing Max. Spacing 9.438 9.438 Rebar @ Center of Beam... 11.295 Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Too Count Size 'd' from Top Count Size 'd' from Top #1 2 7 18.88in #1 . in #1 in Dead Load Live Load #1 1.100 k 0.330 k DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Term Start k 0.000 ft Maximum Deflection Span = 16.00ft, Width= 6.25in Depth = 21.00in Max Reaction @ Left Maximum Moment: Mu 67.23 k -ft 11.44 k Allowable Moment: Mn`phi 89.70 k -ft 8.800 k Maximum Shear: Vu: 13.58 k 11.440 k Allowable Shear: Vn'phi 33.42 k Shear Stirrups... Stirrup Area @ Section 0.220 int Region 0.000 2.667 Max. Spacing 9.438 9.438 Max Vu 13.581 11.295 Bending & Shear Force Summary Bending... Mn'Phi @ Center 89.70 k -f: @ Left End 0.00 k -fl @ Right End 0.00 k -fl Shear... Vn"Ph @ Left End 33.42 k @ Right End 33.42 k DL + [Bm Wt] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] DL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Term Start k 0.000 ft Maximum Deflection -0.2836 in Max Reaction @ Left 11.44 k Max Reaction @ Right 11.44 k 5.333 9.438 5.647 8.000 9.438 5.513 10.667 9.438 5.513 13.333 9.438 11.161 0.0000 in at 0.0000 ft -0.2074 in at 8.0000ft Ca) Left Ca) Right 67.23 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 9- 13.58 k 13.45 k �- 49.28 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 9- 9.95 k 9.86 k 16.000 ft 16.000 ft 9.438 in 13.446 k u, Eq. 9-3 31.68 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. 9- 6.40 k 6.34 k 0.0000 in at 0.0000 ft -0.2074 in at 8.0000ft 0.0000 in at 0.0000 ft -0.2836 in at 8.0000ft 0.0000 in at 0.0000 ft -0.2074 in at 8.0000ft Ca) Left Ca) Right 8.800 k 8.800 k 11.440 k 11.440 k 8.800 k 8.800 k LANGSTON & ASSOCIATES Title: MAINTENANCE BUILDING Job # 13300 STRUCTURAL CONSULTANTS Dsgnr: KP Date: 12:02PM, 7 NOV 00 1810 E. 16TH ST. Description SANTA ANA, CA 92701 Scope: 714-836-8655 Rcv: 510301 Concrete Rectangular & Tee Beam Design 9 Rm 110301 78,Vtt5.1.J,22•1w-1999,Win32 Pae 2 (c) 1983.99 ENERCALC cAcc\khanh.ccw:CODCICtc CaICs Description - PANEL #21 : 16 FT. LINTEL W/ VERTICAL LOAD Neutral Axis 6.615 in Mcr 15.73 k -ft Section Analysis 4,823.44 in4 Ms:Max DL + LL 45.76 k -ft Evaluate Moment Capacity... Center Left End Right End X : Neutral Axis 5.310 in 0.000 in 0.000 in a = beta " Xneutral 4.513 in 0.000 in 0.000 in Compression in Concrete 71.934 k 0.000 k 0.000 k Sum [Steel comp. forces] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -72.000 k 0.000 k 0.000 k Find Max As for Ductile Failure... X -Balanced 11.171 in 0.000 in 0.0000 in Xmax = Xbal " 0.75 8.378 in 0.000 in 0.000 in a -max = beta " Xbal 9.495 in 0.000 in 0.000 in Compression in Concrete Sum [Steel Comp Forces] 113.498 k 0.000 k 0.000 k 0.000 k 0.000 k 0.000 k Total Compressive Force 113.498 k 0.000 k 0.000 k AS'Max = Tot Force / Fy 1.892 int 0.000 int 0.000 int Actual Tension As 1.200 OK 0.000 OK 0.000 OK Neutral Axis 6.615 in Mcr 15.73 k -ft Igross 4,823.44 in4 Ms:Max DL + LL 45.76 k -ft Icracked 2,278.47 in4 R1 = (Ms:DL+LL)/Mcr 0.344 Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST 35.20 k -ft Fr = 7.5 " fe.5 410.792 psi R2 = (Ms:DL+LL+ST)/Mcr 0.447 Z:Cracking 113.639 ksi Leff... Ms(DL+LL) 2,381.755 in4 I:eff... Ms(DL+LL+ST) 2,505.390 in4 Eff. Flange Width 6.25 in ACI Factors • . (per ACI, applied inte rnally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST " : 1.100 LANGSTON & ASSOCIATES 'STRUCTURAL CONSULTANTS 1810 E. 16TH ST. ' SANTA ANA, CA 92701 714-836-8655 RZ: 510301 User: KW -W378, Ver 5.1.3, 22 -Jun -1999, Win32 (c) 1983-99 ENERCALC ' Title: MAINTENANCE BUILDING Job # 13300 �2 Dsgnr: KP Date: 1:0713M, 7 NOV 00 Description j. Scope Concrete Rectangular & Tee Beam Design Page 1 cAec\khanh.ecw:Concrete Calcs General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements j Depth 6.250 in Fy 60,000 psi Width 21.000 in Concrete Wt. 145.0 pcf 0.000 ft 16.000 ft ummary Seismic Zone 4 - End Fixity Pinned -Pinned Beam Weight Not Added Live Load not acting with Short Term Reinforcing 7.84 k -ft Maximum Deflection -0.2934 in Rebar @ Center of Beam... 14.55 k -ft Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top #1 3 5 4.00in #1 in #1 in Dead Load Live Load Short Term Start End #1 k k 0.175 k 0.000 ft 16.000 ft ummary - Span = 16.00ft, Width= 21.00in Depth = 6.25in Maximum Moment: Mu 7.84 k -ft Maximum Deflection -0.2934 in Allowable Moment: Mn*phi 14.55 k -ft Maximum Shear: Vu 1.88 k Max Reaction @ Left 1.40 k Allowable Shear: Vn*phi 7.83 k Max Reaction @ Right 1.40 k Shear Stirrups... Stirrup Area @ Section 0.220 in2 Region 0.000 2.667 5.333 8.000 10.667 13.333 16.000 ft Max. Spacing Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd in Max Vu 1.882 1.317 0.659 0.643 0.643 1.301 1.866 k Bending & Shear Force Summary Bending... Mn*Phi Mu, Eq. 9-1 Mu, Eq. 9-2 Mu, Eq. 9-3 @ Center 14.55 k -It = 0.00 k -ft 7.84 k -ft 7.84 k -ft @ Left End 0.00 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft @ Right End 0.00 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear... Vn*Ph Vu, Eq. 9- Vu, Eq. 9- Vu, Eq. 9- @ Left End 7.83 k 0.00 k 1.88 k 1.88 k @ Right End 7.83 k 0.00 k 1.87 k 1.87 k Deflection Deflections... pwar ownwar DL + [Bm Wt] 0.0000 in at 16.0000 ft 0.0000 in at 16.0000ft DL + LL + [Bm Wt] 0.0000 in at 16.0000 ft 0.0000 in at 16.00001t DL + LL + ST + [Bm Wt] 0.0000 in at 0.0000 ft -0.2934 in at 8.0000ft Reactions... (aD Left (a) Right DL + [Bm Wt]] 0.000 k 0.000 k DL + LL + [Bm Wt] 0.000 k 0.000 k DL + LL + ST + [Bm Wt] 1.400 k 1.400 k LANGSTON & ASSOCIATES STRUCTURAL CONSULTANTS 1810 E. 16TH ST. SANTA ANA, CA 92701 714-836-8655 Title: MAINTENANCE BUILDING Dsgnr: KP Date: Description Scope: Job # 13300 1:07PM, 7 NOV 00 R" 51070' Uu.KW-0378, Va 3.1.3, 221u•99, Win32 Concrete Rectangular & Tee Beam Design Page 2 tc) 1983-99 ENERCALC cAecUchanl3.ecw:Concrete Calcs Description PANEL #21 : 16 FT. LINTEL W/ LATERAL LOAD Section Analysis 1.450 in Mcr 4.68 k -ft Evaluate Moment Capacity... Center Left End Right End X : Neutral Axis 1.225 in 0.000 in 0.000 in a = beta ' Xneutral 1.041 in 0.000 in 0.000 in Compression in Concrete 55.759 k 0.000 k 0.000 k Sum (Steel comp. forces] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -55.800 k 0.000 k 0.000 k Find Max As for Ductile Failure... 1.450 in Mcr 4.68 k -ft X -Balanced 2.367 in 0.000 in 0.0000 in Xmax = Xbal ' 0.75 1.776 in 0.000 in 0.000 in a -max = beta " Xbal 2.012 in 0.000 in 0.000 in Compression in Concrete 80.817 k 0.000 k 0.000 k Sum (Steel Comp Forces] 0.000 k 0.000 k 0.000 k Total Compressive Force 80.817 k 0.000 k 0.000 k AS Max = Tot Force / Fy 1.347 int 0.000 in2 0.000 int Actual Tension As 0.930 OK 0.000 OK 0.000 OK Neutral Axis 1.450 in Mcr 4.68 k -ft Igross 427.25 in4 Ms:Max DL + LL 5.60 k -ft Icracked 77.51 in4 R1 = (Ms:DL+LL)/Mcr 0.836 Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST 5.60 k -ft Fr = 7.5 " fcA.5 410.792 psi R2 = (Ms:DL+LL+ST)/Mcr 0.836 Z:Cracking 117.267 ksi Leff... Ms(DL+LL) 281.677 in4 Leff... Ms(DL+LL+ST) 281.677 in4 Eff. Flange Width 21.00 in ACI Factors (per ACI, applied internally to entered loads) I ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 LANGSTON & ASSOCIATES STRUCTURAL CONSULTANTS 1810 E. 16TH ST. SANTA ANA, CA 92701 714-836-8655 Rev: 510302 User: KW -W378, Vu 3.1.3, 22-1un-1999. Win32 (c) 1983-99 ENERCALC Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight Wind Load Point Load ...height ...load type Lateral Load ...distance to top ...distance to bot ...load type Analysis Title: MAINTENANCE BUILDING Job # 13300 Dsgnr: KP Date: 11:48AM, 7 NOV 00 Description : Scope : Tilt -Up Wall Panel Design Page 1 c:\ec\khanh.ecw:Concrete Calcs 2.000 ft 12.000 in 5 12.000 in 9.500 in 150.0 145.00 pd .v 20.000 psf 11 lbs ft 1 Wind 140.00 #/ft 213.000 ft 11.000 ft Seismic Calculations are designed to ACI 318-95 and 1997 UBC Requirements Fy 60,000.0 psi Min Vert Steel % 0.0015 Phi 0.900 Min Horiz Steel % 0.0025 Width 12.000 in Base Fixity 25 % Itis Wall Seismic Factor 0.4490 Parapet Seismic Factor 1.4600 16,237.7 ink LL 8r ST Not Combined 35,526.1 Using: UBC Sec. 1914.0 method... Deflections are Iterated 0.0 in-# Parapet Weight Counteracts Middle 0.396 0.023 in 0.094 Uniform DL 924.00 #/ft Uniform LL 1,320.00 #/ft ...eccentricity 9.000 in Concentric DL 3,450.00 Itis Concentric LL Itis Seismic "I" Magnifier 1.000 Wind "I" Magnifier 1.000 Factored Load Bending : Seismic Load Governs Maximum Iterated Moment: Mu 114,398.15 in-# Moment Capacity 1 221,366.86 in-# Mn " Phi: Moment Capacity Applied: MuMid-Span Applied: Mu @ Top of wall Max Iterated Service Load Deflection Actual Deflection Ratio } Actual Reinforcing Percentage j UBC Allow. As % = 0.6 " RhoBal j Actual Axial Stress: (Pw + Po ) / Ag 11 Allowable Axial Stress = 0.04' f +. Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.094 in Deflection Limit 1.600 in Seismic 221,366.86 in-# 114,398.15 in-# 35,387.51 in-# 0.09 in 2,542 : 1 0.0027 0.0128 42.46 psi 120.00 psi Wind 184,490.70 in-# 19,769.86 in-# 9,343.80 in-# 0.02 in 12,814 :1 0.0027 0.0128 42.46 psi 120.00 psi IM rUr rdUtU(t:U LUdU Jlre55e5 rur Jer V1(:e LUdU Ut:11eG11Ur15 Seismic Wind Seismic Wind Basic Defl w/o P -Delta - 0.315 0.022 in 0.085 0.019 in Basic M w/o P -Delta 111,148.8 19,626.8 in-# 79,392.0 16,237.7 ink Moment Excess of Mer 35,526.1 0.0 in-# 1,071.4 0.0 in-# Max. P -Delta Deflection 0.396 0.023 in 0.094 0.019 in Max P -Delta Moment {� 114,398.2 19,769.9 in-# 79,943.5 16,349.2 in-# Maximum Allow Vertical Bar Spacing 17.222 in Parapet Bar Spacing Req'd : SEISMIC 17.222 in Maximum Allow Horizontal Bar Spacing 10.333 in Parapet Bar Spacing Req'd : WIND 17.222 in summary i{ Wall Design OK 20.00ft clear height, 2.00ft parapet, 12.00in thick with #5 bars at 12.00in on center, d= 9.50in, f = 3,000.Opsi Using: UBC Sec. 1914.0 method... Deflections are Iterated Factored Load Bending : Seismic Load Governs Maximum Iterated Moment: Mu 114,398.15 in-# Moment Capacity 1 221,366.86 in-# Mn " Phi: Moment Capacity Applied: MuMid-Span Applied: Mu @ Top of wall Max Iterated Service Load Deflection Actual Deflection Ratio } Actual Reinforcing Percentage j UBC Allow. As % = 0.6 " RhoBal j Actual Axial Stress: (Pw + Po ) / Ag 11 Allowable Axial Stress = 0.04' f +. Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.094 in Deflection Limit 1.600 in Seismic 221,366.86 in-# 114,398.15 in-# 35,387.51 in-# 0.09 in 2,542 : 1 0.0027 0.0128 42.46 psi 120.00 psi Wind 184,490.70 in-# 19,769.86 in-# 9,343.80 in-# 0.02 in 12,814 :1 0.0027 0.0128 42.46 psi 120.00 psi IM LANGSTON & ASSOCIATES Title: MAINTENANCE BUILDING Job # 13300 STRUCTURAL CONSULTANTS Dsgnr: KP Date: 11:48AM, 7 NOV 00 1810 E. 16TH ST. Description SANTA ANA, CA 92701 Scope 714-836-8655 R": 510302 User: KW W378, Va M.3,224W-1999, Win32 Tilt -Up Wall Panel Design Page 2 (c) 1983.99 ENERCALC cAec\khanh.ecw:Concrete Calcs Description PANEL #21 :2 F'T. PANEL LEG If n = Es/ Ec . 9.29 Mcr = S ' Fr 78,872.0 in -# Fr Multiplier for sgrt(fc) 5.000 Fr = 273.86 psi Ht / Thk Ratio 20.00 Rho: Bar Reinf Pct 0.0214 Values for Mn Calculation... Seismic Wind As:eff= [Pu:tot + AsFy]/Fy 0.453 in 0.417 in a : (AsFy + Pu)/(.85 f b) 1 0.888 in 0.818 in c = a /.85 1.044 in 0.962 in Igross 1,728.000 in4 1,728.00 in4 Icracked 305.19 in4 285.93 in4 I-eff (ACI methods only) 0.00 in4 0.00 in4 Phi: Capacity Reduction 0.900 0.900 Mn= As:eff Fy(d-a/2) - Pu (WaIIThk/2-Bar Depth) 245,963.17 in-# 204,989.67 in-# Additional Values Loads used for analysis Factored Loads Seismic Wind Wall Weight ;� Wall Wt' Wall Seismic Factor 145.000 psf 65.105 psf Applied Axial Load 6,123.60 4,592.70 #/ft Wall Wt' Parapet Seismic Factor 1� 211.700 psf Lateral Wall Weight 2,436.00 1,827.00 #/ft Service Applied Axial Load 4,374.00 #/ft Total Lateral Loads 8,559.60 6,419.70 #/ft Service Wt @ Max Mom 1,740.00 #/ft Total Service Axial Loads E 6,114.00 #/ft ACI FBCtOfS (per ACI, applied internally to entered loads) - roup a or ac or ACI 9-1 & 9-2 LL 1.700 it ACI 9-3 Dead Load.Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ;j ACI 9-3 Short Term Factor 1.300 ....seismic = ST ` `. 1.100 PR 4 T a' ✓1.�cr LANGSTON & ASSOCIATES SHEET NO. FOR G, STRUCTURAL CONSULTANTS JOB NO. LOCATION DATE 1810 EAST 16TH ST.,SANTA ANA,CALIFORNIA, 92701 ITEM: �� t\ �, C (71436-8655 ENGINEER ' LANGSTON & ASSOCIATES Title: MAINTENANCE BUILDING Job # 13300 STRUCTURAL CONSULTANTS Dsgnr: KP Date: 11:52AM, 7 NOV 00 1810 E. 16TH ST. Description SANTA ANA, CA 92701 Scope: 714-836-8655 R" "°'°' Concrete Rectangular & Tee Beam Design User. 510301 378, Vu 5.1.3, 22 -Jun -1999, Win32 Page 1 (c) 1983.99 EN CALC cAecUchanh.ecw:Concrete Calcs General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements j Depth 12.000 im Fy 60,000 psi Width 6.250 im Concrete Wt. 145.0 pcf Summary Reactions... Seismic Zone 4 Span = 5.00ft, Width= 6.25in Depth=12.00in 3.375 k End Fixity Pinned -Pinned Beam Weight Not Added 4.200 k Live Load not acting with Short Term Reinforcing Allowable Moment: Mn•phi 24.64 k -ft Rebar @ Center of Beam... Maximum Shear: Vu 4.12 k Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top #1 2 5 10.00in #1 in #1 in Uniform Loads Stirrup Area @ Section 0.220 in2 Dead Load Liv-_ Load Short Term 0.0000 ft -0.0068 in at 2.5000ft Start End #1 1.350 k 0.330 k 0.0000 It -0.0088 in at 2.5000ft k 0.000 ft 5.000 ft Summary Reactions... Ca) Left (a) Right Span = 5.00ft, Width= 6.25in Depth=12.00in 3.375 k 3.375 k DL + LL + [Bm Wt] Maximum Moment: Mu 7.66 k -ft 4.200 k Maximum Deflection -0.0088 in Allowable Moment: Mn•phi 24.64 k -ft Maximum Shear: Vu 4.12 k Max Reaction @ Left 4.20 k Allowable Shear: Vn'phi 28.26 k Max Reaction @ Right 4.20 k Shear Stirrups... Stirrup Area @ Section 0.220 in2 Region 0.000 0.833 1.667 2.500 3.333 4.167 5.000 ft Max. Spacing 5.000 5.000 Not Req'd Not Req'd Not Req'd 5.000 5.000 in Max Vu 4.118 4.118 2.059 2.010 2.010 4.069 4.069 k nding & Shear Force Summary Bending... Mn"Phi Mu, Eq. 9-1 Mu, Eq. 9-2 Mu, Eq. 9-3 @ Center 24.64 k -ft 7.66 k -ft 5.91 k -ft 3.80 k -ft @ Left End 0.00 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft @ Right End 0.00 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear... Vn•Ph Vu, Eq. 9- Vu, Eq. 9- Vu, Eq. 9- @ Left End 28.26 k 4.12 k 3.18 k 2.04 k @ Right End 28.26 k 4.07 k 3.14 k 2.02 k DL + [Bm Wt] 0.0000 in at 0.0000 ft -0.0068 in at 2.5000ft DL + LL + [Bm Wt] 0.0000 in at ' 0.0000 It -0.0088 in at 2.5000ft DL + LL + ST + [Bm Wt] 0.0000 in at 0.0000 ft -0.0068 in at 2.5000ft Reactions... Ca) Left (a) Right DL + [Bm Wt]] 3.375 k 3.375 k DL + LL + [Bm Wt] 4.200 k 4.200 k DL + LL + ST + [Bm Wt] 3.375 k 3.375 k LANGSTON & ASSOCIATES 'STRUCTURAL CONSULTANTS 1810 E. 16TH ST. SANTA ANA, CA 92701 714-836-8655 RV: 510301 User: KW.060378, Va 5.1.3, 22 -Jon -1999. Win32 tc) 1983.99 ENERCALC Title: MAINTENANCE BUILDING Job # 13300 170 Dsgnr: KP Date: 11:52AM, 7 NOV 00 Description Scope: Concrete Rectangular & Tee Beam Design Page 2 cAec\khanh.ecw:Concrete Calcs Section Analysis 3.470 in Mcr Evaluate Moment Capacity... - Center Left End Right End X : Neutral Axis 2.745 in 0.000 in 0.000 in a = beta ' Xneutral 2.333 in 0.000 in 0.000 in Compression in Concrete 37.186 k 0.000 k 0.000 k Sum [Steel comp. forces] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -37.200 k 0.000 k 0.000 k Find Max As for Ductile Failure... 863.495 in4 X -Balanced 5.918 in 0.000 in 0.0000 in Xmax = Xbal0.75 4.439 in 0.000 in 0.000 in a -max = beta ' Xbal 5.031 in 0.000 in 0.000 in Compression in Concrete 60.132 k 0.000 k 0.000 k Sum [Steel Comp Forces] 0.000 k 0.000 k 0.000 k Total Compressive Force 60.132 k 0.000 k 0.000 k AS Max = Tot Force / Fy 1.002 in2 0.000 in2 0.000 in2 Actual Tension As 0.620 OK 0.000 OK 0.000 OK Additional Deflection Calcs Neutral Axis 3.470 in Mcr 5.13 k -ft [gross 900.00 in4 Ms:Max DL + LL 5.25 k -ft Icracked 332.62 in4 R1 = (Ms:DL+LL)/Mcr 0.978 Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST 4.22 k -ft Fr = 7.5 ' PcA.5 410.792 psi R2 = (Ms:DL+LL+ST)/Mcr 1.217 Z:Cracking 45.500 ksi I:eff... Ms(DL+LL) 863.495 in4 keff... Ms(DL+LL+ST) 900.000 in4 Eff. Flange Width 6.25 in ACI Factors (per ACI, applied intervally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 PROJECT o4ca OUILV I�cr LANGSTON & ASSOCIATES FOR S.T,R.UC•TU:RAL CONSULTANTS LOCATION 1 ,� 1810 EAST 18TH ST.,SANTA ANA,CALIFORNIA, 92701 f ITEM:. l�Taf; i ....l.. (714)838-8855 Sf.ISr'llG.` SocJ.V2G�,. s l✓I s.rL I c.. cod--� , Via; SHEET NO. JOB NO. DATE ENGINEER PROJECT SHEET NO. O 1p UoI LANGSTON & ASSOCIATES 4 FOR JOB NO. f • STRUCTURAL CONSULTANTS LOCATION DATE 1810. EAST 16TH ST.,SANTA ANA,CALIFORNIA; 92701 ITEM: f,,, (714)836-8655 ENGINEER fl c%) Vk Q LQ c nIapaq- #2. g ' 7' O PR JECT SHEET NO. � I JECT l I LANGSTON & ASSOCIATES FORJOB NO. )"00 STRUCTURAL CONSULTANTS LOCATION DATE � 1810 EAST 18TH ST.,SANTA ANA,CALIFORNIA, 92701 � ( 0 C) ITEM: (714)836-8655 ENGINEER l �o� 6.2� 2 2 = i OO (o ILI 5)l 1 c q,7 IG +-7;)p( r FOR LOCATION t ITEM: �� LANGSTON & ASSOCIATES STRUCTURAL CONSULTANTS 1610 EAST 16TH ST.,SANTA ANA,CALIFORNIA, 92701 (714)836-8655 SHEET NO. /{ n JOB N0.��1}�l�/ DATE — �` I ENGINEER T r � T 9 PROJEC N LAN6STO - N & ASSOCIATES rAp-1 FOR STRUC I T. I URAL CONSULTANTS.. LOCATION 1810, EAST, 16TRST.,SANTA ANA,CALIFORNIA, 92701 ITEM. (714)836-8655 W/ SHEET NO. JOB NO. DATE II ENGINEER I v PROJECT. i . — .. - m'Ar4T-ig-N;4jcF- �uvrl- LA NG-STON & ASSOCIATES FOR S:T.R-UCTU.RAL CONSULTANTS LOCATION 1810 EAST 18TH ST.,SANTA ANA,CALIFORNIA, 92701 ITEM: .,'..(714)836-8655 r4 5A' 2- -!.-I J, - I; lzel SHEET NO. - eff4 JOB NO. DATE ENGINEER <- 7TO oq� -IT PROJECT f s SHEET NO. flo&(rl ° JL4LANGSTON & ASSOCIATES - - FOR STRUCTURAL CONSULTANTS JOB NO. L'33oo LOCATION DATE' O` 1810 EAST 16TH ST.,SANTA ANA,CALIFORNIA, 92701 •I ITEM: (71436-8655 ENGINEER Wzow� ,3 iZ incr Y6r 7� 0 / ( ��> • d 6,6. 74 '-i..: T 3 :: � :•:ice L� � S � � 0� s I rl; «1:�:. �1'f`�1rj� . . 'cr. -?7' P� Ler L .s , ; , , . efii �c.��.: �o ts(' �� cl �i �(.' . I`'� G:e� c' , 1�I•�'l.: l._ I'l NI I t� : � PSI ��•� PROJECTSHEET NO. _ GE�r dI UOLANGSTON & ASSOCIATES FOR JOB NO.. STRUCTURAL CONSULTANTS LOCATIONDATE 1610 EAST 16TH ST.,SANTA ANA,CALIFORNIA, 92701 ITEM: (714)836-8655 ENGINEER .......... UP U4 si- 4 -:I�/ -12p 4if&- PR ECT SHEET NO. 11 r� LANGSTON & ASSOCIATES FOR STRUCTURAL CONSULTANTS JOB NO. LOCATION eDATE � ��o easr 18TH ST -.SANTA ANA.CALIFORNIA. 92701 1/1 PROJECT SHEET NO. ►��4= LANGSTON & ASSOCIATES .FOR STRUCTURAL CONSULTANTS JOB NO. LOCATION 1810 EAST 18TH ST.,SANTA ANA,CALIFORNIA, 92701. 'DATE i. .ITEM: C -r .)n (714)836-8655 ENGINEERc� 1a�R R- low 7w; 46119 t �,5�t 153`3X84khZ8%(3��X►'.�;��;�,r$,��.�� .�a�� S= Wpro'.o) l 12.13 rl?,6 .0 keL.sxt,,a�� +x� PROJECT FOR r LOCATION LANGSTON & ASSOCIATES .STRUCTURAL CONSULTANTS 1810 EAST 18TH ST.,SANTA ANA,CALIFORNIA, 92701 (714)836-8655 N JOB NO. p e. DAT ENGINEER O b Pp4)',;' Lk- IIXz Z .i - [o,j(" Wit. W41J 3. LANGSTON & ASSOCIATES STRUCTURAL CONSULTANTS 1810 EAST 18TH ST.,SANTA ANA,CALIFORNIA, 92701 NO. IJOB NO. /33c4 PROJECT FOR LOCATION ITEM: GL LANGSTON & ASSOCIATES STRUCTURAL CONSULTANTS 1810 EAST 16TH ST.,SANTA ANA,CALIFORNIA, 92701 (714)836-8655 IJOB NO.'�� ENGINEER PROJECT SHEET NO. rC LANGSTON & ASSOCIATES ✓''J FOR JOB NO. STRUCTURAL CONSULTANTS LOCATION .1810 EAST 18TH DATE 19, ST -.,SANTA ANA,CALIFORNIA, 92701 j, ITEM: (714)836.8655 ENGINEER (..E LANGSTON & ASSOCIATES STRUCTURAL CONSULTANTS 1810 EAST 18TH ST.,SANTA ANA,CALIFORNIA, 92701 (714)836-8655 LD SHEET NO. JOB NO. _ ----t tl'2114� �� G--1 Fy PROJECT LANGSTON & ASSOCIATES STRUCTURAL CONSULTANTS 1810 E. 16TH STREET '•.SANTA ANA, CA 92701 PH (714)836-8655 FAX (714)836-8087 LANCSTONOINREACHBCOM SHEET NO. 57 FOR JOB N0. �C3 J LOCATION DATE 12 4�JV ITEM s'�}}��h L�1ItI t-. ENGINEER .;. / SHEAR: PANEL ..SCHEDULE mSIDES //FT . SHE- PANEL MATERIAL PANEL ATTACHMENT SILL ATTACHMENT NOTES NAILS EDGE FIELD EXTERIOR UPPER FLOOR A-1 ONE 50 1/2 OR 5/6 GYPSUM WALLBOARD NOTE (A) 30/6D COOLER `7 7 5/8' AS O 72' 16D 0 16' A-2 TWO f00 NOTE (A) 5/8' GYPSUM.WALLBOARO C /O6LD� .: 7 7 5/B' ABO 48' 16D O 8' 8-1 ONE 62.5 NOTE (A) •>/8' GYPSUM WALLBOARD ..//6D� •"4 •. ',•• 4 S/B' ABO 72' 160 O 12' B-2 TWO 125 1/2' OR 3/8- GYPSUM WALLBOARD NOTE (A) 50/15b COOLER' 4 4 5/8' AS O 32' 160 0 6- C -t ONE 75 1/2- GYPSUM WALLBOARD (BLOCKED) COOKER .4 .. '. 4 5/8- AS 80- 160 O 8' C-2 TWO 150 1/2' GYPSUM WALLBOARD (BLOCKED) COOLER 4 4 5/8' ABO 32' 160 O 4' 0-1 ONE 87.5 5/8-,CYPSUM WALLBOARD (BLOCKED) 4 4 S/8' ABO 48- 160 O B -COOLER , 0-2 TWO 175 5/B' GYPSUM WALLBOARD (BLOCKED) COOLER60 4 4 5/B' ABO 24' 160 O 4' E-1 ONE 180 7/8- PC PLASTER, PAPERBACKCO LATH STAPCA 6•' " .6 5/8- AB O 48- 160 O 8- 1,5,6 E-2 TWO 360 7/8' PC PIASTER, PAPERBACKED LATH 16 CA STIES 6 5 3/0' AS O 24- 160 0 4- 1,5,6 C-1 ONE 254 3/8- CD -•X PLYWOOD (24/0 -BLOCKED) 80 •-•6 12 5/8' AS O 32' 160 0 6-. 4,5,6 C-2 TWO 328 3/8' CD-•% PLYWOOD (24/0 -BLOCKED) ' •` ED': ••�. 6 •• 12 5/8- AB O 16- 160 O 3- 3,4,3,6,7 H-1 ONE 384 3/8' CD -•X PLYWOOD (24/0-3LOCKED) 80 4 12 5/8- A8 O 24' 160 0 4- 4,5,6,7 H-2 TWO 768 3/8- CO -•X PLYWOOD (24/0 -BLOCKED),. 80• ..� 4 :, .12 3/4' AB O 16' 160 0.2- 3,4,5,6,7 J-1 ONE 492 J/8- CO -•X PLYWOOD (24/0-BLOCKED)'"'S/8' ABO 16' 16D O'J- ' 2,4,5,6,7 J-2 TWO 984 3/8' CD --X PLYWOOD (24/0-9LOCKED) BO 3 12 3/4' AB 0 16- - - 2,3,4,5,6,7 K-1 ONE 836 3/8' CO --X PLYWOOD (24/0 -BLOCKED) :80 2, 12 3/4- AS 0 18' 160 O 2 1/2- 2,4.5.6,7 K-2 TWO 1272 3/8- CD --X PLYWOOD (24/O -BLOCKED) BD•2. 12 3/4' ABO 12- - - 2,3,4,5,6,7 L-1 ONE 310 1/2' CD --X PLYWOOD (32/16-8LOCKEO) too 6 12 5/8- AS O 32- 160 O 4- 4,5,6 L -T TWO 620 1/2' CD --x PLTY/OOD (32/16=BLOCKED) 100 " 6• 12 5/8- AS O 16- 160 0 2' 3,4,5,6,7 M-1 ONE 460 1/2- CO -X PLYWOOD (32/16 -BLOCKED) t00 4 12 5/8' AB O 16' 16D O 4- 4,5,6,7 M-2 TWO 920 1/2- CD -X PLYWOOD (32/16 -BLOCKED) too 4 12 3/4- AB O 16' 16D O 2' 3,4,3,6,7 N-1 ONE 600 1/2- CD -X PLYWOOD (32/16-BLOCKCD) TOO. J 12 5/8- AB O 16- 160 O 2 1/2- 2,4,5,6,7 N-2 TWO 1200 1/2' CO -X PLYWOOD (32/16 -BLOCKED) too 3 12 3/4- AB 0 16- - - 2,3,4,5,8,7 P-1 ONE 770 1/2- CD -X PLYWOOD (32/16-BLOCKEO) tOD "2 " 12 3/4- AB 0 16' 16D O 2- 2,4 5,6,7 P-2 TWO 1540 1/2' CO -X PLYWOOD (J2/18-BLOCKCO)' 100 2 12 3/4- AB O 12- - - 2,3,4,5,6,7 (A) 1/2' AND 5/8- GYPSUM WALLBOARD IS STRUCTURALLY INTERCHANCCABLE;•,REFER TO FINISH SCHEDULE. (B) STUDS SHALL BE .16' o,/c MAX. SPACING UNLESS NOTED OTHERWISE, NOTFl; 1, PAPER-BACKEO WIRE LATH SHALL BE ICSO APPROVED, 2. FRAMING MEMBERS SHALL BE MINIMUM W. NOMINAL WIDTH WHERE.2'-NAIL SPACING IS SPECIFIED. 3. PANEL JOINTS SHALL. BE *OFFSET WHERE PLYWOOD IS APPLIED TO BOTH ,&DES OF WALL 4. PANEL EDGES SHALL BE HACKED WITH 2- NOMINAL FRAMING UNLESS NOTED OTHERWISE ABOVE. 5. PLATE WASHERS A MINIMUM OF 2.4.4/16- THICK SHALL BE USED ON EACH BOLT. 6. ANCHOR BOLTS SHALL BE EMBEDDED AT LEAST 7' AND SMALL BE SPACED NOT MORE THAN 6'-O',APART, MINIMUM TWO BOLTS PER PIECE WITH ONE BOL' LOCATED NOT MORE THAN 12' OR LESS THAN SEVEN BOLT OIAMETERS FROM EACH END OF THE PIECE. 7. IN SEISMIC ZONES 3 AND 4, WHERE ALLOWABLE SHEAR VALUES EXCEED 350 POUNDS PER FOOT, FOUNDATION SILL PLATES AND ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3 -INCH NOMINAL MEMBER AND FOUNDATION SILL' PLATES SHALL NOT BE LESS THAN A SINGLE •3-INCH'NOMINAL MEMBER. IN SHEAR WALLS WHERE TOTAL WALL DESIGN SHEAR DOES NOT EXCEED 600 POUNDS PER FOOT, A SINGLE 2 -INCH NOMINAL SILL PLATE MAY BE USED, PROVIDED ANCHOR BOLTS ARE DESIGNED FOR A LOAD CAPACITY OF 30 PERCENT OR 'LESS OF ,THE ALLOWABLE CAPACITY, PLYWOOD JOINT AND SILL PLATE NAILING SHALL BE STACCCRED IN ALL CASES: . 8. REFER TO THE CURRENT EDITION OF UNIFORM BUILOING CODE FOR ADD'l•REOMTS, SHEAR • PANE ' 'SCHEDULE . NO SCALE X \1 LANGSTON & ASSOCIA'CES 1810 E. 16th Street Santa Ana, CA 92701 (714) 836-8655 PROJECT: Maintenance Building Country Club of the Desert La Quints, -CA CLIENT: BBG Architects / Mc Daniel Builders 3187—F Airway Avenue Costa Mesa, CA BUILDING CODE: U.B.C. 1997 Job #13300 'MATERIALS, Except as otherwise specified herein: Concrete 2,500 PSI at 28 days Concrete Block Grade N. +. Unit, C-62 Brick Masonry Grade MW, 2;500 PSI Units, C-62 Reinf. Steel 20,000 PSI (ASTM A615, Grade 40) Structural Steel 24,000 PSI (Compact) (ASTM A-36) Structural Pipe 22,000 PSI (ASTM A-53, Grd. "B") Plywood Sheathing D.F.P.A., Structural II, INTR. P.S. 1-83 Glue Lam. Beams 2,400 PSI (DY. - Larch, Comb. "A" or .Comb. 24F Lumber Grade Marked D.F. - Larch, W.C.L.B. Grdg. Rule16 Soil Pressure See Foundation Plan for Complete Data DESIGN REFERENCES, including Charts and Tables from: Lumber & Timber. Wood Structural Design Data (Volume 1. National Forest Products Association) Steel Manual of Steel Construction, AISC Concrete Reinforced Concrete Design Handbook, ACI: Ultimate Stength Design Handbook, ACI Concret&Block Qt Masonry Design Manual, by Masonry Industry rick Q5g • ', dvertisin Committee ��7G� -' C29373 2 nr F.V. 3/31/03 BY: dXl, XV C.E. 29373 i•44.•Q� �D`ate°3=,CD3 Registration No. Date olTs t`� olk LANGSTON & ASSOCIATES JOB NO. FOR, STRUCTURAL CONSULTANTS I2a2jR7� LOCATION, DATE 'J��-. 1810 EAST 16TH ST.,SANTA ANA,CALIFORNIA, 92701 ITEM: I (71(714)836-8655-BSSS ENGINEER c�4tcic- Nd-�F C -TJ e:) t�s t M3 X �,�I 7 ij o' cy� -CA I ro).. j 0 cl x_r� _' ,:SII �' stv;I �'- W, �= 17. P = 7cl pr -- -A -OR t.} .00ATION TEM: 4- i.. 1 1 , , i LANGSTON & ASSOCIATES STRUCTURAL CONSULTANTS 1810 EAST 16TH ST.,SANTA ANA,CALIFORNIA, 92701 (714)936-8655 s�z::,r) SHEET NO. JOB NO. V V DATE ft. k( .� ► g _ f 2 rj l•l: l� fSl�' e� i I I \. - �ol - I� j 21 ` S LTi<� = e2 ,:� ':.-I�. - t .>c. 312 CTS 4o,75 I (I ►� IN cT '..�� •S I Cwt"° �:t`��1?�. . S' P�31� � � `�'� I , �r-h, s! -F6� - 3'.�� - g'' 4C5' - �' �� i`��'i'�`.Yi.� Y I.s_�.� • : C�:Lc.�I lam' 10� . 0;922©�— . � �_.�_ �. wig X .3�1 c-r✓�� mor fp-�M 1 c., P LA� PR JE CT hCG LANGSTON & ASSOCIATES SHEET NO. — FO t STRUCTURAL CONSULTANTS JOB NO. I A LOCATIONDATEI��,,� i. 1810 EAST 16TH ST.,SANTA ANA,CALIFORNIA, 92701 .Y '`'•�. Q ITEM; E (71436-8655 ENGINEER 5. Ste: r�lli cmc lL r : l J� >,,�= �:.. ( st 1044 � cep ll t c 5 1<i" 1 fie_®l( 5 i spm.L. 21 -14. 1� G lot I . .7 LANGSTON & ASSOCIATES 16th Street SANTA ANA, CA 92701 (714)836-8655 s Rev. 510701 Wer. KW080578. Ver S.1.7. 224un•1999• Wn52 (c) 198199 ENERCALC Title : Maintenance Building Dsgnr: KP Description Scope : General Timber Beam 12 Job # 13300 Date: 4:29PM, 17 JAN 01 c:\ec\13300.ecw:Calculadons General Information 7,000.0 lbs Calculations are designed to 1997 NDS and 1997 UBC Requirements lbs Section Name 5.125x39.0 Center Span 46.00 it .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever 3.00ft .....Lu 0.00 it Beam Depth 39.000 in Right Cantilever' 6.00 ft .....Lu 0.00 it Member Type GluLam Douglas Fir, 24F - V8 .J ...Length/Deft 719.4 Fb Base Allow 2,000.0 psi Load Dur. Factor 1.250 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi E 1,800.0 ksi Full Lengh Uniform Loads Center DL 528.00 #/ft LL 396.00 #/ft Left Cantilever DL 528.00 #/it LL 396.00 #/ft Right Cantilever DL 528.00 #/it LL 396.00 #/it Live LoadV .3,180.0 lbs 7,000.0 lbs lbs lbs lbs lbs lbs ...distance .-3.000 it 52.000 ft 0.000 it 0.000 ft 0.000 it 0.000 ft 0.000 ft Summary 0.146 in 0.313 in :. ...Location Beam Design OK 22.450 it :.:Length/Deft 492.3 229.8 .J ...Length/Deft 719.4 Span= 46.00ft, Left Cant= 3.0011, Right Cant= 6.00ft, Beam Width = 5.125in x Depth = 39.in, Ends are Pin -Pin Max. Left Reaction Max Stress Ratio 0.922 : 1 0.198 in 0.553 in Maximum Moment 205.0 k -ft Maximum Shear • 1.5 35.1 k Allowable 222.4 k -ft Allowable 47.5 k Max. Positive Moment 205.04 k -ft at 21.789 it Shear. @ Left 20.41 k Max. Negative Moment -64.94 k -ft at 46.000 it @ Right 23.40 k Max @ Left Support -26.36 k -ft Camber: @ Left 0.219 in Max @ Right Support -114.07' k -ft @ Center 1.151 in Max. M allow 222.43 Reactions... @ Right 0.297 in fb 1,893.90 psi fv 175.65 psi Left DL 16.86 k Max 30.59 k Fb 2,054.46 psi Fv 237.50 psi Right DL 25.64 k Max 45.19k Deflections �l 0.000 it Vtl11LC( J�Jgll... LJCOu a.Vau ylaLuau ��•• ��••••••••�•••• ��•^� �--� --" ---- 205.04 k -ft Deflection -0.767 in -1,641 in. Deflection 0.146 in 0.313 in :. ...Location 22.010 it 22.450 it :.:Length/Deft 492.3 229.8 .J ...Length/Deft 719.4 336.33 Right Cantilever... 45.19 k Bearing @ Supports Max. Left Reaction Deflection 0.198 in 0.553 in ...Length/Deft 726.5 260.3 0.000 it tsenaing Anaiysis 0.000 Ck 21.761 Le Max Moment 'CV 0.822 Rb 205.04 k -ft 1,197.65 in3. 26..36 k -ft @ Center 114.07 k -ft @ Left Support @ Left Support @ Right Support 30.62 k .Shear Analysis 128.925 in2 Design Shear .J Area Required 30.59 k Fv: Allowable 45.19 k Bearing @ Supports Max. Left Reaction Max.. Right Reaction 0.000 it Sxx . 1,299.188 in3 0.000 CI 0.000 Max Moment Sxx Req'd 205.04 k -ft 1,197.65 in3. 26..36 k -ft 153.96 in3 114.07 k -ft 666.29 in3 @ Left Support @ Right Support 30.62 k 35.11 k 128.925 in2 147.821 in2 237.50 psi 237.50 psi 30.59 k Bearing Length Req'd 45.19 k Bearing Length Req'd Area 199.875 in2 Allowable fb 2,054.46 psi 2,054.46 psi 2,054.46 psi 10.657 in 15.745 in LANGSTON & ASSOCIATES ,.1.81 16th Street SANTA ANA, CA 92701 (714)936-8655 d Rev. 510301 U KW�000378, Ver 5.1.3, 22 -Jun -1 999. WIn32 (c) 108109 ENERCALC @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = I Title : Maintenance Building Job # 13300 ..Dsgnr: KP Date: 4:29PM, 17 JAN 01 , Description Scope General Timber Beam c:\ec\13300.ecw:Ca1cu1aUons 0.00 ft 0.00 ft 0.00 ft -26.36 k -ft -26.36 k -ft '26.36. k' ft sear uetlection 19.35 k 0.0000 in 19.35 k 0.0000 in 19.35 k 0.0000 in