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HomeMy WebLinkAbout000-000-001BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 Sunwest Millin Biggs Rice Mill Comstock Johnson Architects Sacramento, CA Structural Calculations April 10, 2000 T BBA #99138.00 BBA Principal in Charge: Ron Migliori BBA Project Engineer. Paul Stukas Volume I A t��• —i+�I r;� ntli� 5 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 Table of Contents Volume I M1 Project Description & Design Criteria..........................................................T1 VerticalLoads........................................................................................T2 Concrete Floor Framing Design (Mill and Office)...........................................F1 Mezzanine Framing Design......................................................................F200 ColumnDesign.....................................................................................C1 . Volume 11 Mill 2"d Floor Lateral Design..........................................:........................... L 1 Office 2"d Floor Lateral Design...............................'....................................L100 Mezzanine Lateral Design.........................................................................L200 WallDesign........................................................................................... W1 FoundationDesign.................................................................................FD1 Miscellaneous......................................................................................... Mi Lr� BUEHLER & BUEHLER ASSOCIATES Joe Sunwest Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 03/27/00 }� 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT Comstock Johnson By PLS SHEET NO / Project Description: Sunwest Foods Rice Mill is a new structure. The building shell is composed of a pre- engineered metal building with (non-structural) tilt -up concrete wall panel cladding. The structure has an "L" shaped plan w/ a seismic joint separating the building into two l5 independent structures. Inside the building shell there are a number of floor/mezzanine levels. The Floor/ mezzanine levels areas follows: • The Mill and the Future Office 2"d floors are independent structures at opposite ends of the building. They are composed of cast in place (c.i.p.) concrete slabs supported on �1 concrete beams, columns and bearing/shear walls (some of the interior walls are CMU). Each c.i.p floor utilizes shearwall to create a rigid base structure that supports the portion of the pre-engineered metal building above. • The Mill mezzanine level is hung from the pre-engineered metal building and is designed by others. • The Tank Farm/Packaging mezzanine level is an isolated steel structure inside building shell. • The Baghouse Mezzanine level is an exterior steel structure partially supported of the c.i.p. Mill 2"d floor. The foundation system consists of shallow pad and continuous footings. Design Criteria: Design Code: 1997 Wind Criteria: 75 mph exposure C qs= 14.5 psf Iw= 1.0 Seismic Criteria: Zone 3 Z= 0.3 1= 1.0 R= 4.5 @ concrete shear wall R= 5.6 @ steel braced frame structures I Foundation Criteria: Soils Report #4222.02 by Wallace Kuhl & Associates Dated 7/30/1999 Soil Profile = Sd Near Source Factors Na = 1.0 Nv = 1.0 Allowable Bearing (shallow fnd): DL= 2300 psf TL = 3500 psf TL + EQK = 4600 psf Sliding friction factor. .30 Passive Pressure: = 300 pcf Active Pressure = 40 pcf L11 Q i BUEHLER & BUEHLER ASSOCIATES JOB Sunwest Foods Rice Mill STRUCTURAL ENGINEERS, -INC. JOB NO.. 99138.00 DATE 03/27/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 cL1ENr Comstock Johnson BYPLS- SHEET NO Mill Roof Loads Note the Mill roof girders support the mezzanine level.in addition to the roof. Loads below include mezzanine loads. * Design joist for specific bin weight Warehouse Roof Loads joists girders seismic metal bldg framing inclding roofing 12.0 12.0 12.0 g mezzanine framing blw 17.0 17.0 17.0 O mezzanine conveyors blw 10.0 10.10.0 3.0 Surge Bins 0.0 0.0 0.0 DL mech misc 3.0 3.0 3.0 20.0 psf slope 0 in 12 0.0 0.0 0.0 35.0 psf DL LL Roof (reducible) 42.0 psf 20.0 psf 82.0 psf 20.0 psf 82.0 psf 20.0 psf p D tiLa` controlling deflection: L / 240 L / 240 L / 240 r LL mezz. B/w (r 1ble).fdN,a/rye , 20.0 psf 20.0 psf 20.0 psf TL 82.0 psf 122.0 psf 122.0 psf LL/TL 0.24 0.16 0.16 controlling deflection: L / 240 L / 240 L / 240 * Design joist for specific bin weight Warehouse Roof Loads joists girders seismic bldg framing including roofing 12.0 12.0 12.0 other 0.0 0.0 0.0 mech misc 3.0 3.0 3.0 slope 0 in 12 0.0 0.0 0.0 DL 15.0 psf 15.0 psf 15.0 psf LL (reducible) 20.0 psf 20.0 psf 20.0 psf TL 35.0 psf 35.0 psf 35.0 psf LL/TL 0.57 0.57 0.57 controlling deflection: L / 240 L / 240 L / 240 1 1 1 BUEHLER & BUEHLER ASSOCIATES roe Sunwest Foods Rice Mill STRUCTURAL ENGINEERS, INC. Joe No.. 99138.00 DATE 03/27/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT Comstock Johnson 9Y PLS SHEET No -rs Tank Farm & Packaging Roof Loads joists girders seismic bldg framing including roofing 16.0 16.0 16.0 conveyor loads 10.0 10.0 10.0 other 0.0 0.0 0.0 mech mist 4.0 4.0 4.0 slope 0 in 12 0.0 0.0 0.0 DL 30.0 psf 30.0 psf 30.0 psf LL (reducible) 20.0 psf 20.0 psf 20.0 psf TL 50.0 psf 50.0 psf 50.0 psf LL/TL 0.40 0.40 0.40 controlling deflection: L / 240 L / 240 L / 240 n Packaging Mezzanine joists girders seimic 2.5" NW cone o/ 2" mtl deck 45.0 45.0 45.0 joists 5.0 5.0 5.0 girders 0.0 2.0 2.0 other 0.0 0.0 0.0 other 0.0 0.0 0.0 mech mist 4.0 2.0 2.0 DL 54.0 psf 54.0 psf 54.0 psf Partitions 0.0 psf 0.0 psf 0.0 psf LL (reducible) 40.0 psf 40.0 psf 40.0 psf TL 94.0 psf 94.0 psf 94.0 psf LL/TL controlling deflection: 0.43 0.43 0.43 L / 240 L / 240 L / 240 ,1 J fi f r] BUEHLER & BUEHLER ASSOCIATES jos Sunwest Foods Rice Mill STRUCTURAL ENGINEERS, INC. joeNo.. 99138.00 DATE 03/27/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT Comstock Johnson By PLS SHEET No 14 - Tank Farm Mezzanine joists girders seimic 5" NW conc o/ 2" mtl deck 78.0 78.0 78.0 joists 5.0 5.0 5.0 girders 0.0 2.0 2.0 other 0.0 0.0 0.0 other 0.0 0.0 0.0. mech misc 5.0 3.0 3.0 DL 88.0 psf 88.0 psf 88.0 psf Partitions 0.0 psf 0.0 psf 0.0 psf LL (reducible) 40.0 psf 40.0 psf 40.0 psf TL 128.0 psf 128.0 psf 128.0 psf LL/TL controlling deflection: Mill Floor Loads: 6.5" concrete slab * 0.5" leveling concrete 12"x27"(21 " net) conc bms @ 10' cc 18"x27"(21 " net) conc girders @ 23'cc sprinklers other mech misc 0.31 0.31 0.31 L 1240 L / 240 L / 240 slab joists girders 145.0 psf Partitions J 81.0 81.0 81.0 6.0 6.0 6.0 0.0 30.0 30.0 0.0 0.0 20.0 3.0 3.0 1.0 0.0 0.0 0.0 10.0 10.0 7.0 DL 100.0 psf 130.0 psf 145.0 psf Partitions 0.0 psf 0.0 psf 0.0 psf LL min. (see plan for eqpmnt Ids) 125.0 psf 125.0 psf 125.0 psf TL 225.0 psf 255.0 psf 270.0 psf LL/TL 0.56 0.49 0.46 controlling deflection: L / 240 L / 240 L / 240 * See plan for 8" thick slab area DL =120 psf DL =150 psf DL =165 psf t ,y BUEHLER & BUEHLER ASSOCIATES joa Sunwest Foods Rice Mill STRUCTURAL ENGINEERS, INC. Jos No.. 99138.00 -DA TE 03/27/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT Comstock Johnson B PLS SHEET No Storage Floor loads over office: joists beams seimic flooring 1.0 1.0 1.0 10" conc. Flat slab 125.0 125.0 125.0 0.5" leveling concrete 6.0 6.0 6.0 sprinklers 3.0 1.0 1.0 suspended ceiling 4.0 4.0 4.0 other 0.0 0.0 0.0 mech mist 6.0 8.0 8.0 DL 145.0 psf 145.0 psf 145.0 psf Partitions 0.0 psf 0.0 psf 0.0 psf LL 125.0 psf 125.0 psf 125.0 psf TL 270.0 psf 270.0 psf 270.0 psf LL/TL controlling deflection: Wind Loads: Occupancy standard facility Wind speed. 75 mph Exposure: C P = CB Cq qs IW qs = 14.5 psf Iw = 1.0 0.46 0.46 0.46 L / 240 L / 240 L / 240 primary uplift @ walls at system uplift typical discontinuity walls typical corners Ce Cq = 1.3 Cq = 1.3 Cq = 2.3 Cq = 1.2 Cq = 1.5 0 - 15 ft 1.06 20.0 psf 20.0 psf 35.4 psf 18.4 psf 23.1 psf 15 - 20 ft 1.13 21.3 psf 21.3 psf 37.7 psf 19.7 psf 24.6 psf 20 - 25 ft 1.19 22.4 psf 22.4 .psf 39.7 psf 20.7 psf 25.9 psf 25 - 30 At 1.23 23.2 psf 23.2 psf 41.0 psf 21.4 psf 26.8 psf 30 - 40 ft 1.31 24.7 psf 24.7 psf 43.7 psf 22.8 psf 28.5 psf 40 - 60 At 1.43 27.0 psf 27.0 psf 47.7 psf 24.9 psf 31.1 psf 4 BUEHLER & BUEHLER ASSOCIATES JOB Sunwest Foods Rice Mill STRUCTURAL ENGINEERS, INC. Jos No.. 99138.00 DATE 03/27/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 WENT Comstock Johnson er PLS SHEET NO 12;e Mill Roof Loads Note the Mill roof girders support the mezzanine level in addition to the roof. Loads below include mezzanine loads. joists girders seismic metal bldg framing inclding roofing 12.0 12.0 12.0 mezzanine framing blw 17.0 17.0 17.0 mezzanine conveyors blw 10.0 10.0 10.0 Surge Bins 0.0 40.0 40.0 mech misc 3.0 3.0 3.0 slope 0 in 12 0.0 0.0 0.0 DL 42.0 psf 82.0 psf 82.0 psf LL Roof (reducible) 20.0 psf 20.0 psf 20.0 psf LL mezz. B/w (reducible) 20.0 psf 20.0 psf 20.0 psf TL 82.0 psf 122.0 psf 122.0 psf LL/TL controlling deflection: . * Design joist for specific bin weight Warehouse Roof Loads 0.24 0.16 0.16 L / 240 L / 240 L / 240 joists girders seismic bldg framing including roofing 12.0 12.0 12.0 other 0.0 0.0 0.0 mech misc 3.0 3.0 3.0 slope 0 in 12 0.0 0.0 0.0 DL 15.0 psf 15.0 psf 15.0 psf LL (reducible) 20.0 psf 20.0 psf 20.0 psf TL 35.0 psf 35.0 psf 35.0 psf LL/TL controlling deflection: 0.57 0.57 0.57 L / 240 L 1240 L / 240 1.6 PRELIMINARY STRUCTURAL DESIGN REQUIREMENTS FOR METAL BUILDING STRUCTURE A. General Requirements: T1 1. The building structure shall be designed to conform with the 1997 UBC and with all I additional requirements as set forth in this specification: 2. Loads for stress, drift and deflection calculations shall be as specified below. 3. Field measurement: Make field measurement as required prior to fabrication and installation. 4. Coordination: Coordinate with other Work to ensure proper sequencing and fitting of construction. 5. Shop assembly: Pre -assemble items in shop to greatest extent possible to minimize field splicing and assembly. Disassemble units only as necessary for shipping and handling limitations. Clearly mark units for re -assembly and coordination installation. 6. The mill mezzanine shall be supported entirely from the roof frames, both for vertical and for lateral loads. The roof frames shall be designed to support both the lateral and vertical mill mezzanine loads shown below. B. Loads: 1. Dead Loads: 'a a. Building Dead Loads 1) Dead Loads shall include the weight of the building system. Including, but not limited to, columns, frames, purlins, roofing and covering members. b. Collateral Dead Loads 1) At mill mezzanine: 20 psf — mezzanine framing 10 psf — conveyors 30 psf — Total At tank farm/package roof: 10 psf — conveyors 3 psf — miscellaneous 13 psf — Total I At warehouse: 3 psf — Total 2) 150 -pound concentrated load applied anywhere on the roof or canopy framing. This load need not be applied to the metal deck. 2. Live Loads: a. Roof Live Loads shall not be less than any of the following: 1) Uniform Live Load of 20 pounds per square foot on roofs and canopies. The uniform Live Load may be reduced for members supporting more than 150 square feet, in accordance with the 1997 UBC, Section 1607.5. 2) 250 pound concentrated load applied anywhere on the roof or canopy framing. This load need This live load is non -concurrent with the live load listed above. not be applied to the metal deck. i b. Mill mezzanine Live Loads shall not be less than any of the following: 1) Uniform Live Load of 20 pounds per square foot. The uniform Live Load shall not be reduced. w2) 5000 pound concentrated load applied anywhere on the mezzanine framing. This live load is non -concurrent with the live load listed above. 3.. Wind Loads: !� a. Wind forces shall be computed using Method 1 (Normal Force Method) per the UBC. ■f Alternate methods of wind load analysis are not acceptable. b. Basic Wind Speed 1) The Basic Wind Speed is defined as the fastest -mile wind speed associated with an annual probability of 0.02 (50 -year mean recurrence interval) measured at a point 33 feet above the ground for an area having an Exposure Category C. 2) The Basic Wind Speed shall be 75 MPH. Use of lower wind speeds is not acceptable. c. Exposure Category: 1) The Exposure Category shall be C. �( d. Wind Importance Factor: 1) The Wind Importance Factor, I, shall be 1.00. 4. Seismic Loads: - a. Seismic forces shall be computed according to the UBC with additional criteria as listed below. 1) Z=0.3 2) 1 = 1.00 3) Ip = 1.00 4) C„=0.54 ` 5) Ca = 0.36 1 7) N„ = 1 8) Seismic Force Amplification Factor shall not be less than 2.8. b. The building structure shall be designed to provide lateral resistance to seismic forces generated from, but not limited to the sum of the_ following: 1) Dead Loads, including Collateral Loads, as specified above. 2 Mass of 6'/4' thick concrete panels spanning from the ground to a girt 20' above the ground. 3) Design the girt and associated connections for panel anchorage force, Fp, equal to 620 pounds per foot �� C. Deflections and Drift: BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. ®� DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY_ --y SHEET NO. CSG 45��o,� pe61 4!�, �-1 a7 T� -r V A47 oo amu, r _ �16f �bt� u � �u ► IST f�� �L � � . E. �o /2��F. 14 X, o1r- /- tau 11t Vim/ 15�7 . 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'gyp' M4 -X is/or 69vY ��s ,8/2 019 !T To R Wer Call NEBS CUSTGM"printing service TOLL FREE 1-800.888-6327 NEBS, Inc.. Peterborough. NH 03458. BUEHLER & BUEHLER ASSOCIATES JOB SunWest Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 OATE 04/24/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT CJA BY PLS SHEET NO Sunwest Foods Rice Mill R11 Buhler mill beam B1 Loads: LC 1 . total dl + 11 IAV V �� `T „ Zo- wlm,' y� u Zoom Out 3.SK/ft -4.2K/ft-4.2K/ft +Depth, ;:Depth 3 k *selectA57. 7-77, 4 - F; UnselecEAll , fi � Box Unselect ' : ,Ir►vert Selected Xk Lock Unselectedi: Set Plot Options j1 ` 'x?tAnimate � r~ GraphiciEdi[ing , Hid'e'�'f Z X f$�ne4 1 1 1 1 1 1 i 1 1 1 1 i r BUEHLER & BUEHLER ASSOCIATES COs Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 04/24/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT C.IA By PLS SHEET NO Sunwest Foods Rice Mill Buhler mill beam 131 Loads= LC 2, dl + skip 11183 4 �nSeIectA-1=A ,, ;UnselectAllZ, ,. �s,tBox select. W v _�, Box URN Iect,;d; 15AP vestSelecteds. i. Lock Unselected V .� Box Zoom;; Zoom In»; ` Zoom.Out- �nSeIectA-1=A ,, ;UnselectAllZ, ,. �s,tBox select. W v _�, Box URN Iect,;d; 15AP vestSelecteds. i. Lock Unselected V BUEHLER & BUEHLER ASSOCIATES JOB Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. Jog No.. 99138.00 DATE 04/24/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT C.IA er PLS SHEETNO F11 Sunwest Foods Rice Mill Buhler mill beam B1 Loads: LC 3. dl + skip 11 2&3 4 gi +Depth_ a -Depth""' :-�"3Select All ��. UnselectAll ; ., _, t :; ,Boit Select jTT_TB_oxUnselect�-4kjr,1 Invert Selected wsLock Unselectedn' Set Plot Options 2 Tax BUEHLER & BUEHLER ASSOCIATES JOB Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 04/24/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT C.JA BY PLS SHEET NO i 2 Sunwest Foods Rice Mill Buhler mill beam B1 Loads: LC 1. dl + skip 11182 011111L r,,]UWS_eVe_ct All _,f,,• U nsetect All,,,; •,,,;.. :; �BoreSelect a , , Bore Unselect4_ lh ett Selectedp � jFWLockUnselected f ` Z Tax `Bore'Zoom• Pri-t mr. om—, Zoom in`- �1Zoom Out:., 011111L r,,]UWS_eVe_ct All _,f,,• U nsetect All,,,; •,,,;.. :; �BoreSelect a , , Bore Unselect4_ lh ett Selectedp � jFWLockUnselected f ` Z Tax BUEHLER & BUEHLER ASSOCIATES JOB Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. Joe No.. 99138.00 DATE 04/24/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT CJA BYPLS SHEET No 3 Sunwest Foods Rice Mill Buhler mill beam B1 Loads: LC 5. dl + skip II 2 4 r FwFfw 1t' tW- [E) k7 W�Z'om r W 1 Units............................. Steel Code ........................ Allowable Stress Increase Factor.. Include Shear Deformation......... No. of Sections for Member Calcs.. Do Redesign ....................... P -Delta Analysis Tolerance........ US Standard AISC 9th Edition ASD 1.333 Yes 5 Yes 0.50% Joint Coordinates Joint X Y Joint .-No RISA -2D (R) Version 4.01 Coordinate Temperature ------------------ft------------ft------------OF---------------------------- Buehler & Buehler Job : 99138.00 0.00 7300 Folsom Blvd., #103 Page: 1 0.00 Sacramento, CA 95826 Date: 4/24/00 0.00 Sunwest Foods Rice Mill. File: MILLBI 0.00 Buhler mill beam B1 2 3 BEAM 1 Units............................. Steel Code ........................ Allowable Stress Increase Factor.. Include Shear Deformation......... No. of Sections for Member Calcs.. Do Redesign ....................... P -Delta Analysis Tolerance........ US Standard AISC 9th Edition ASD 1.333 Yes 5 Yes 0.50% Joint Coordinates Joint X Y Joint .-No Coordinate • Coordinate Temperature ------------------ft------------ft------------OF---------------------------- 1 0.000 0.000 0.00 2 23.000 0.000 0.00 3 46.330 0.000 0.00 4 69.330 0.000 0.00 Boundary Conditions Joint +----- Translation -----+ No X Y Rotation ------------ K/in-------- K/in------ K-ft/rad---------------------------------- 1 Reaction Reaction 2 Reaction 3 Reaction 4 Reaction Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress ------------- Ksi---------- Ksi---------------- 10-50F ---- K/ft3------- Ksi------ CONC ' 3600.00 1550.00 0.1670 0.65000 0.150 3.40 Sections Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C =-----------------------------in-2---------------- in^4---------- in^4-------- BEAM CONC 324.00 1.2 1.2 1.00 6900.00' Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I -End 'J -End Label y Length -------------------------------------------- in-------in---------------ft---- 1 1 2 BEAM .4.00. 8.00 23.00 2 2 3 BEAM 8.00 8.00 23.33 3 3 4 BEAM 8.00 4.00 23.00 i t t 1 RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill Buhler mill beam B1 Job : 99138.00 Page: 2 Date: 4/24/00 File: MILLBI Basic Load Case Data BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist.. ---------------------------------------------------------------------------- 1 Total dl incld 811slab & pt ld 2 3 2 Wu 125 psf 11 @ bm 1 1 3 Wu 125 psf 11 @ bm 2 1 4 Wu 125 psf 11 @ bm 3 1 Member Point Loads, BLC 1 Joints Member I J Direction Magnitude Location ----=-------------------------------- K,K-ft-----------ft or %------------- 2 2 3 Y -6.000 10.330 3 3 4 Y -6.000 13.000 Member Distributed Loads, BLC 1 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F-------- =-K/ft,F--------- --ft or % ------- ft or %--- UNIFORM Y -1.000 -1.000 0.000 0.000 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM 1.8000 2 2 3 UNIFORM 2.1000 3 3 4 UNIFORM 2.1000 Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM 2.1000 Member Distributed Loads, BLC 3 Joints Load Pattern Pattern, Member I J Label Multiplier ---------------------------------------------------------------------------- 2 2 3 UNIFORM 2.1000 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 3 3 4 UNIFORM 2.1000 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F-------- =-K/ft,F--------- --ft or % ------- ft or %--- UNIFORM Y -1.000 -1.000 0.000 0.000 Envelope Reactions Joint +------------ Forces-------------- '0lc Y lc Moment lc ------------ K ----------------- K ---------------- K-ft------------------------- lU 0.00 1 35.93 2 0.00 1 L 0.00 1 12.38 5 0.00 1 2U 0.00 1 106.06 4 0.00 1 L 0.00 1 70.09 3 0.00 1 3U 0.00 1 115.25 3 0.00 1 L 0.00 1 79.28 4 0.00 1 4U 0.00 1 41.31 2 0.00 1 L 0.00 1 17.77 5 0.00 1 Tot:9U 0.00 1 282.59 1 L 0.00 1 190.19 5 Envelope Section Forces Section Memb y Axial lc RISA -2D (R) Version 4.01 -----------------K------------------K-----------------K-ft------------------ Buehler & Buehler 1 1 U Job : 99138.00 35.93 2 7300 Folsom Blvd., #103 2 L U 0.00 0.00 Page: 3 5 2 -11.98 -45.02 Sacramento, CA 95826 - L 0.00 1 Date: 4/24/00 -150.59 2 Sunwest Foods Rice Mill U 0.00 1 -6.47 File: MILLBI 5 Buhler mill beam B1 L 0.00 1 -10.58 4 -171.23 2 4 U 0.00 Load Combinations 3 36.55 5 L 0.00 1 -32.03 4 -73.89 2 5 RWPE 0.00 No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 1 total dl + 11 1 1 2 1 3 1 4 1 0.00 y ---53_48-4-----------137_80 52.58 2 dl + skip 11 1&3 1 1 2 1 4 1 0.00. 1 y 2 3 dl + skip 11 2&3 1 1 3 1 4 1 1 29.49 y 51.62 4 dl + skip 11 1&2 1 1 2 1 3 1 13.56 2 y 5 5 -dl + skip 11 2 1 1 3 1 0.39 4 16.83 y Envelope Reactions Joint +------------ Forces-------------- '0lc Y lc Moment lc ------------ K ----------------- K ---------------- K-ft------------------------- lU 0.00 1 35.93 2 0.00 1 L 0.00 1 12.38 5 0.00 1 2U 0.00 1 106.06 4 0.00 1 L 0.00 1 70.09 3 0.00 1 3U 0.00 1 115.25 3 0.00 1 L 0.00 1 79.28 4 0.00 1 4U 0.00 1 41.31 2 0.00 1 L 0.00 1 17.77 5 0.00 1 Tot:9U 0.00 1 282.59 1 L 0.00 1 190.19 5 Envelope Section Forces i Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 1 1 U 0.00 1 35.93 2 -4.13 5 2 L U 0.00 0.00 1 1 12.38 14.48 5 2 -11.98 -45.02 2 5 - L 0.00 1 2.48 5 -150.59 2 3 U 0.00 1 -6.47 3 -31.46 5 L 0.00 1 -10.58 4 -171.23 2 4 U 0.00 1 -16.37 3 36.55 5 L 0.00 1 -32.03 4 -73.89 2 5 U 0.00 1 -26.27 3 221.89 4 - 1 3 ---------L----------0_00 2 1 U 0.00 ----------- 1 ---53_48-4-----------137_80 52.58 4 222.48 -------------- 4 L 0.00. 1 25.11 2 126.10 3 2 U 0.00 1 29.49 4 51.62 2 L 0.00. 1 13.56 2 -56.55 5 3 U 0.00 1 0.39 4 16.83 2 L 0.00 1 -8.37 3 -123.10 5 4 U 0.00 1 -15.54 2 70.52 2 5 L U 0.00 0.00 1 1 -31:47 -27.09 3 2 -37.6.5 r252� L 0.00 1 -54.56 3 55.89 4 i Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc K-------------- ------------------------------------------------------------- .3 1 U 0.00 1 0.69 3 248.19 3 L 0.00 1 33.48 4 164.10 4 2 U 0.00 1 37.59'3 27.71 5 L 0.00 1 21.93 4 -82.73 2 3 U 0.00 1 14.49 3 -66._36 5 L 0.00 1 10.38 4 r06._11 4 U 0.00 1 -6.22 5 -71.90 5 L 0.00 1 -18.21 2 -177.47 2 5 U 0.00 1 -17.77 5 -5.92 5 L 0.00 1 -41.31 2 -13.77 2 ---------------------------------------------------------------------------- Envelope Section Deflections Section RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 x 7300 Folsom Blvd., #103 Page: 4 L/n Sacramento, CA 95826 Date: 4/24/00 File: MILLBI 1 Sunwest Foods Rice Mill 0.00 1 -0.01 Buhler mill beam B1 NC 5 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc K-------------- ------------------------------------------------------------- .3 1 U 0.00 1 0.69 3 248.19 3 L 0.00 1 33.48 4 164.10 4 2 U 0.00 1 37.59'3 27.71 5 L 0.00 1 21.93 4 -82.73 2 3 U 0.00 1 14.49 3 -66._36 5 L 0.00 1 10.38 4 r06._11 4 U 0.00 1 -6.22 5 -71.90 5 L 0.00 1 -18.21 2 -177.47 2 5 U 0.00 1 -17.77 5 -5.92 5 L 0.00 1 -41.31 2 -13.77 2 ---------------------------------------------------------------------------- Envelope Section Deflections Section Memb y x lc y lc L/n lc ----------------in----------------in---------------------------------------- 1 1 U 0.00 1 -0.01 5 NC 5 L 0.00 1 -0.03 2 NC 2 2 U 0.00 1 -0.07 5 3739.18 5 L 0.00 1 -0.46 2 620.20 2 3 U 0.00 1 -0.05 5 4712.65 5 L 0.00 1 -0.59 2 475.56 2 4 U 0.00 1 0.03 5 NC 5 L 0.00 1 -0.38 2 765.28 2 5 U 0.00 1 0.02 5 NC 5 0.00 1 -0.03-2--------------NC-2--------- --L---- 2 1 U 0.00 1 0.03 2 NC 2 L 0.00 1 -0.02 5 NC 5 2 U 0.00 1 0.19 2 1696.76 2 L 0.00 1 -0.22 5 '1303.63 5 3 U 0.00 1 0.23 2 1380.24 2 4 L U 0.00 0.00 1 1 -0.32 0.21 5 2 855.84 /1505.20 5 2 L 0.00 1 -0.19 5 1444.91 5 5 U 0.00 1 0.04 2 NC 2 L 0.00 1 -0.01 5 NC 5 ---------------------------------------------------------------------------- 3 1 U 0.00 .1 0.01 5 NC 5 L 0.00 1 -0.04 2 NC 2 2 U 0.00 1 -0.04 5 5914.34 5 L 0.00 1 -0.44.2 652.13 2 3 U L 0.00 0.00-1 1 -0.16 -0.70 5 2 166.3.14 401.30 5 2 Buehler & Buehler 7300 Folsom Blvd.., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill Buhler mill beam B1 RISA -2D (R) Version 4.01 Envelope Section Deflections Job 99138.00 Page: 5 Date: 4/24/00 File: MILLBI P Section . Memb y x lc y lc L/n lc �i 4 U 0.00 1 -0.15 5 1767.43 5 L 0.00 1 -0.54 2 523.36 2 5 U 0.00 1 -0.01 5 NC 5 L 0.00 1 -0.04 2 NC 2 P BUEHLER & BUEHLER ASSOCIATES JOB �Kv w66=r STRUCTURAL ENGINEERS, INC. JOB NO. / /v • DATE I 7300 Folsom Blvd. Suite 103/yam SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. 1 M /LL �.z 9.4 k2 LL r. /o'/ /o. ni 44 /-7 At -*,c / 7 z 14 s K /dor To eoroorca8 NEBS CUSTQ;M"printing Service TOLL FREE 1-800-88&8327 NESS. Inc.. Petefiorough. NH 03458. Ref. No: G 10M551 t 1 1 1 1 i 1 1 1 1 1 4 BUEHLER & BUEHLER ASSOCIATES JOB Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 04/24/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT C•IA By PLS SHEET NO rzo Sunwest Foods Rice Mill Rrj I T&ZQ) Buhler mill bm B2 r i r r d Loads_ LC 1 . total dl + II to rt FA— i Box Zoom Zoom In t` 1111 'F Zoom:Ouc;r 4K/ft +Depths Depth 4.1KIft-4.1KIft -35� S FF _ ect""W*ZAA All�•�;;`s`'�,91 electAll,, 117 4 � Unsa s ;? Box Select�r�t -: v ' Box Unselectib, jInyert Selected" r` Lock Unselected,' Set Plot Options Animate .�Gtaohic.Editin9: wgr�! i ZX MS 1 1 It 1 1 1 Units............................. Steel Code ........................ Allowable Stress Increase Factor.. Include Shear Deformation......... No. of Sections for Member Calcs.. Do Redesign ....................... P -Delta Analysis Tolerance........ US Standard ?� AISC 9th Edition ASD, -I 1.333 Yes 5 Yes 0.50% Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ------------------ft------------ft------------OF---------------------------- 1 0.000 0.000 0.00 2 23.000 0.000 0.00 3 46.330 0.000 0.00 4 69.330 0.000 0.00 ______ Boundary Conditions Joint +----- Translation -----+ No X Y Rotation ------------ K/in-------- K/in------ K-ft/rad---------------------------------- 1 Reaction Reaction 2 Reaction 3 Reaction 4 Reaction --------------------------< Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress -------------- Ksi---------- Ksi---------------- 10-50F ---- K/ft3------- Ksi------ CONC 3600.00 1550.00 0.1670 0.65000 0.150 3.40 _ __________< Sections Section Database Material As As I I `T Label Shape Label Area 0,2 1,3 1,3 0,2 C ------------------------------ in"2---------------- in -4 ---------- in - 1 11 1 4-------- BEAM CONC 540.00 1.2 1.2 1.00 11500.00 SQCOL CONC 512.00 1.2 1.2 1.00 30583.00 1 11 1 I __________________________< Basic Load Case Data BLC Basic Load Case RISA -2D (R) Version 4.01 No. Description Buehler & Buehler Job : 99138.00 Total------dl---incldP-----t---lds ---------_-----_------------_ 7300 Folsom Blvd., 4103 Page: 6 Wu 125 psf 11 @ bm 1 Sacramento, CA 95826 Date: 4/24/00 Wu 125 psf 11 @ bm 2 1 File: MILLB2 Wu 125 psf 11 @ bm 3 Sunwest Foods Rice Mill Member Point Loads, BLC 1 Buhler mill bm B2 Joints --------------------------------< Sections ------------------------------ Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 ------------------------------in-2---------------- in"4---------- in -4-------- COL CONC 201.00 1.2 1.2 1.00 2250.00 Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I -End J -End Label y Length --------------------------------------------in-------in---------------ft---- 1 1 2 BEAM 4.00 8.00 23.00 2 2 3 BEAM 8.00 8.00 23.33 3 3 4 BEAM 8.00 4.00 23.00 1 __________________________< Basic Load Case Data BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 -1-------- Total------dl---incldP-----t---lds ---------_-----_------------_ 3 -------- 3 ------------ 2 Wu 125 psf 11 @ bm 1 1 3 Wu 125 psf 11 @ bm 2 1 4 Wu 125 psf 11 @ bm 3 1 Member Point Loads, BLC 1 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft -----------ft or %--------------- 1 1 2 Y -2.400 8.000 1 1 2 Y -2.400 18.000 2 2 3 Y -35.000 18.330 ____________________< Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member I J Label Multiplier ------------ 1 ----------------=------------------ 1 2 UNIFORM ------------------------------ 1.9000 2 2 3 UNIFORM 1.9000 3 3 4 UNIFORM 3.2000 Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier --------------------------------------------------=------------------------- 1 1 2 UNIFORM 2.2000 1 Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member I J Label Multiplier .7 ---------------------------------------------------------- 2 2 3 UNIFORM 2.2000 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 3 3 4 UNIFORM 2.2000 __< Load Patterns Pattern Magnitudes, Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F----------- ft or o ------- ft or %--- UNIFORM Y -1.000 -1.000 0.000 0.000 Load Combinations RWPE ' No. _---Description ----BLC --Fac --BLC --Fac --BLC --Fac --BLC --Fac --BLC --Fac SSdv- --- 1 total dl + 11 1 1 2 1 3 1 4 1 y 2 dl + skip 11 1&3 1 1 2 1 4 1 y 3 dl + skip 11 2&,3 1 1 3 1 4 1 y 4 dl + skip 11 1&2 1 1 2 1 3 1 y 5 dl +, skip 11 2 1 1 3 1 y Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Moment lc ------------ K ----------------- K ---------------- K-ft------------------------- lU 0.00 1 39.35 2 0.00 1 L 0.00 1 14.69 5 0.00 1 2U 0.00 1 113.17 4 0.00 1 L 0.00 1 75.48 3 0.00 1 3U 0.00 1 154.92 3 0.00 1 L 0.00 1 117.24 4 0.00 1 4U 0.00 1 48.28 2 0.00 1 L 0.00 1 23.61 5 0.00 1 Tot:9U 0.00 1 338.99 1 L 0.00 1 242.19 5 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 1 1 U 0.00 1 39.35 2 -4.90 5 L 0.00 1 14.69 5 -13.12 2 RISA -2D (R) Version 4.01 .� Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 7 Sacramento, CA 95826 Date: 4/24/00 File: MILLB2 r2-3 Sunwest Foods Rice Mill Buhler mill bm B2 Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member I J Label Multiplier .7 ---------------------------------------------------------- 2 2 3 UNIFORM 2.2000 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 3 3 4 UNIFORM 2.2000 __< Load Patterns Pattern Magnitudes, Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F----------- ft or o ------- ft or %--- UNIFORM Y -1.000 -1.000 0.000 0.000 Load Combinations RWPE ' No. _---Description ----BLC --Fac --BLC --Fac --BLC --Fac --BLC --Fac --BLC --Fac SSdv- --- 1 total dl + 11 1 1 2 1 3 1 4 1 y 2 dl + skip 11 1&3 1 1 2 1 4 1 y 3 dl + skip 11 2&,3 1 1 3 1 4 1 y 4 dl + skip 11 1&2 1 1 2 1 3 1 y 5 dl +, skip 11 2 1 1 3 1 y Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Moment lc ------------ K ----------------- K ---------------- K-ft------------------------- lU 0.00 1 39.35 2 0.00 1 L 0.00 1 14.69 5 0.00 1 2U 0.00 1 113.17 4 0.00 1 L 0.00 1 75.48 3 0.00 1 3U 0.00 1 154.92 3 0.00 1 L 0.00 1 117.24 4 0.00 1 4U 0.00 1 48.28 2 0.00 1 L 0.00 1 23.61 5 0.00 1 Tot:9U 0.00 1 338.99 1 L 0.00 1 242.19 5 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 1 1 U 0.00 1 39.35 2 -4.90 5 L 0.00 1 14.69 5 -13.12 2 Envelope Section Forces Section RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 lc 730'0 Folsom Blvd., #103 Page: 8 lc Sacramento, CA 95826 Date: 4/24/00 Sunwest Foods Rice Mill File: MILLB2 �2 2 Buhler mill bm B2 0.00 1 Envelope Section Forces Section Memb i Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ ' 2 U 0.00 1 16.80 2 -56.93 5 L 0.00 1 4.24 5 -167.53 2 3 U 0.00 1 -7.62 3 -43.49 5 L 0.00 1 -11.92 4 -189.91 2 4 U 0.00 1 -18.07 3 32.63 5 L 0.00 1 -34.47 4 -83.07 2 5 U 0.00 1 -30.92 3 242.49 4 L 0.00 1 -59.42 4 154.40 3 - -------------------------------------------------------------------------- 2 1 U 0.00 1 53.74 4 246.28 4 L 0.00 1 24.96 2 145.30 3 2 U 0.00 1 31.20 4 70.15 2 L 0.00 1 14.51 2 -43.17 5 3 U 0.00 1. 8.65 4 19.10 2 L 0.00 1 -0.53 3 -127.49 5 4 U 0.00 1 -6.39 2 25.51 2 L 0.00 1 -23.08 3 -87.81 5 ' 5 U 0.00 1 -51.84 308.67 3 L 0.00 1 3 207.70 4 ----------------------------------- - (--9-0'6 - ---------------._--_-------------- 3 1 U 0.00 1 74.30 3 c,312. 89..3' L 0.00 1 45.79 4 'x`24.80 4 2 U 0.00 1 44.60 3 38.10 5 L 0.00 1 28.19 4 -77.60 2 3 U 0.00 1 14.90 3 -74-..03.._5 L 0.00 1 10.59 4 -' 220.45_; iN 4 U L 0.00 0.00 1 1 -6.01 -18.58 5 2 -89.35 -199.95 5 2 5 U 0.00 1 -23.61 5 -7.87 5 L 0.00 1 -48.28 2 -16.09 2 1 ---------------------------------------------------------------------------- ______________________< Envelope Section Deflections Section Memb i x lc y lc L/n lc ----------------in----------------in---------------------------------------- 1 1 U 0.00 1 0.00 5 NC 5 L 0.00 1 -0.02 2 NC 2 2 U 0.00 1 -0.06 5 4320.25 5 L 0.00.1 -0.31 2 928.62 2 3 U 0.00 .1 -0.05 5 4631.5215 L 0.00 1 -0.39 2 712.10 2 4 U 0.00 1 0.00 5 NC 5 5 L U 0.00 0.00 1 1 -0.25 2 0.01 5 1144.80 2 NC 5 L 0.00 1 -0.02 2 NC 2 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 9 Sacramento, CA 95826 Date: 4/24/00 File: MILLB2 Sunwest Foods Rice Mill Zs Buhler mill bm B2 Envelope Section Deflections ' Section Memb y x lc y lc L/n lc 2 1 U 0.00 1 0.02 2 NC 2 L 0.00 1 -0.01 5 NC 5 2 U 0.00 1 0.12 2 2625.55 2 L 0.00 1 -0.13 5 2119.76 5 3 U 0•.00 1 0.13 2 2478.93 2 L 0.00 1 -0.22 5 1271.53 5 4 U 0.00 1 0.10 2 3208.42 2 L 0.00 1 -0.15 5 1848.62 5 5 U 0.00 1 0.02 2 NC 2 5 ---------L---------0-00-1------------0-01-5---------------- 3 1 U 0.00 1 0.01 5 ------------------ NC 5 L 0.00 1 -0.02 2 NC 2 2 U 0.00 1 -0.02 5 NC 5 L 0.00 1 -0.27'2 1056.04 2 3 U 0.00 .1 -0.10 5 2503.52 5 L 0.00 1 -0.44 2 629.79 2 4 -U 0.00 1 -0.11 5 2537.50 5 L 0.00 1 -0.35 2 806.78 2 5 U 0.00 1 -0.01 5 NC 5 L ---------------------------------------------------------------------------- 0.00 1 -0.02 2 NC 2 BUEHLER & BUEHLER ASSOCIATES JOB �L STRUCTURAL ENGINEERS, INC. JOB NO. / "� ov DATE o� 7300 Folsom Blvd. Suite 103 "foileorGor Call NESS C1JST6Wptint1ny service TOLL FREE 1.800.86"327 NESS. Inc., Peterborough, NN 03458. Ref. No: G 109060551 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BUEHLER & BUEHLER ASSOCIATES JOB Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 04/24/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT C.JA By PLS SHEET NO Sunwest Foods Rice Mill I� Buhler mill bm B3 Loads: LC 1 . total dl + II � r t �'X, , W_ I Z t °a F❑A 'Nt k xx a .�jZoom In g ' �{ Zoom Out _ -5.2K/ft ? �+Depth . i -Depth, ' 3.SKIft "2.4K -2. 3. q, , ;Select All'-,.jL. ,•., Unselect All g T_ �8 oif Unselect� _A PUTi Invert Selected A iZ liu- L&AV nsiie-cted 6e4 - Set Plot Options * t' Animal f = PFInt AlZ X nn iExclud`e Solution: Envelope Q i 1 1 11 Units............................. Steel Code ........................ Allowable Stress Increase Factor.. Include Shear Deformation......... No. of Sections for Member Calcs.. Do Redesign ........................ P -Delta Analysis Tolerance........ US Standard AISC 9th Edition ASD 1.333 Yes 5 Yes 0.500 Joint Coordinates Joint X Y Joint No. Coordinate Coordinate Temperature ------------------ft------------ft------------OF---------------------------- 1 0.000 0.000 0.00 2 23.000 0.000 0.00 3 46.330 0.000 0.00 4 69.330 0.000 0.00 Boundary Conditions Joint +----- Translation -----+ No X Y Rotation ------------ K/in-------- K/in------ K-ft/rad----------------- 1 Reaction Reaction 2 Reaction 3 Reaction 4 Reaction --------------------------< Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress ------- ------ Ksi---------- Ksi---------------- 1.0-5°F ---- K/ft3------- Ksi------ CONC 3600.00 1550.00 0.1670 0.65000 0.150 3.40 ___< Sections Section Database -Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0, 2. C ------------------------------- in"2---------------- in"4---------- in"4-------- r - BEAM CONC 540.00 1.2 1.2 1.00 11500.00 SQCOL CONC 512.00 1.2 1.2 1.00 30583.00 COL CONC 201.00 1.2 1.2 1.00 2250.00 r Member Point Loads, BLC 1 Joints Member I J Direction Magnitude - Location ------------------------------------=K,K-ft-----------ft or %---------------- 1 1 2 Y -2.400 8.000 1 1 2 Y -2.400 18.000 Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member I J Label Multiplier RISA -2D (R) Version 4.01 1.8000 2 'Buehler & Buehler 7300 Folsom Blvd., #103 3 Job Page: 99138.00 15 Member Distributed Sacramento, CA 95826 Date: 4/24/00 Member I J Label Multiplier File: MILLB3 ' Sunwest Foods Rice Mill Loads, BLC 3 >========_____________ I Pattern Buhler mill bm B3 I J Label Multiplier ------------------------7--------------------------------------------------- 2 2 3 UNIFORM Members Member Distributed Loads, BLC 4 Memb Joints Rotate Section Releases Offsets Inactive? Member No. I J 900 Set I:AVM J:AVM I -End J -End Label y Length ' -------------------------------------------- 1 1 2. BEAM in-------in--------------- 4.00 8.00 ft---- 23.00 2 2 3 BEAM 8.00 8.00 23.33 3 3 4 BEAM 8.00 4.00 23.00 Basic Load Case Data BLC Basic Load Case Load Type Totals No------------ - --- Description -------_--------Nodal Point --- -------------------- Dist. 1 Total dl incld pt lds 2 3 2 Wu 125 psf 11 @ bm 1 1 ' 3 Wu 125 psf 11 @ bm 2 1 4 Wu 125 psf 11 @ bm 3 1 Member Point Loads, BLC 1 Joints Member I J Direction Magnitude - Location ------------------------------------=K,K-ft-----------ft or %---------------- 1 1 2 Y -2.400 8.000 1 1 2 Y -2.400 18.000 Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM 1.8000 2 2 3 UNIFORM 1.8000 3 3 4 UNIFORM 3.1000 Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM 2.1000 Member Distributed Loads, BLC 3 >========_____________ Joints Load Pattern Pattern Member I J Label Multiplier ------------------------7--------------------------------------------------- 2 2 3 UNIFORM 2.1000 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 3 3 4 UNIFORM 2.1000 RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 'Sunwest Foods Rice Mill Buhler mill bm B3 Job : 99138.00 Page: 16 Date: 4/24/00 File: MILLB3 Load Patterns Pattern Magnitudes Locations r30 Envelope Reactions Joint +------------ .Label Dir Start -------------+ End Start End -------------------K/ft,F----------K/ft,F-----------ft X lc or o------- ° ft or o --- ' UNIFORM y -1.000 -1.000 0.000 0.000 Load Combinations 1 1 38.77 15.23 2 5 0.00 1 0.00 1 RWPE 0.00 No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ---------------------------------------------------------------------------- 1 total dl + 11 1 1 2 1 3 1 4 1 y 3 2 dl + skip 11 1&3 1 1 2 1 4 1 3U y 1 3 dl + skip 11 2&3 1 1 3 1 4 1 0.00 1 y 4 dl + skip 11 1&2 1 1 2 1 3 1 82.51 y 5 dl + skip ll 2 1 1 3 1 4U 0.00 y Envelope Reactions Joint +------------ Forces -------------+ X lc y lc Moment lc ------------K-----------------K----------------K-ft------------------------- lU L 0.00 0.00 1 1 38.77 15.23 2 5 0.00 1 0.00 1 2U 0.00 1 100.53 4 0.00 1 L 0.00 1 64.55 3 0.00 1 ' 3U 0.00 1 118.48 3 0.00 1 L 0.00 1 82.51 4 0.00 1 4U 0.00 1 48.98 2 0.00 1 L 0.00 1 25.44 5 0.00 1 Tot:9U 0.00 1 290.79 1 L 0.00 1 198.39 5 =======--===============< Envelope Section Forces Section Memb i Axial lc Shear lc Moment lc -----------------K------------------ K ----------------- K-ft-----------------•- ' 1 1 U 0.00 1 38.77 2 -5.08 5 L 0.00 1 15.23 5 -12.92 2 2 U L 0.00 0.00 1 1 17.32 5.33 2 5 -61.60 -167.17 5 2 3 U 0.00 1 -6.02 3 -55.68 5 L 0.00 1 -10.13 4 -195.44 2 ' 4 U 0.00.1 -15.92 3 9.90 5 L 0.00 1 -31.58 4 -100.54 2 5 U 0.00. 1 -28.22 3 203.20 4 L 0.00 1 -55.43 4 119.12 3 2 1 U 0.00 1 45.10 4 210.09 4 ' L 2 U 0.00 0.00 1 1 17.62 23.65 2 4 113.71 75.88 3 2 L 0.00 1 7.72 2 -32.29 5. Envelope Section Forces Section Memb i Axial lc Shear lc Moment lc ' -----------------K------------------K-----------------K-ft------------------ 3 U 0.00 1' 2.20 4 60.65 2 L 0.00 1 -6.56 3 -79.27 5 4 U 0.00 1 -12.08 2 99.86 2 ' L 0.00 1 -28.01 3 - 5 U 0.00 1 -21.98 2 58.04 L 0.00 1 -49.46 3 4 3 1 U 0.00 1 9.0723> 245.003L 0.00 1 160.91 4 2 V 0.00 1 40.42 3 -6.19 5 ' L 0.00 1 24.76 4 -116.63 2 3 U 0.00 1 11.82 3-1Q,Q�5 L 0.00 1 7.71 4 q-240.504 U 0.00 1 -8.39 5 5 L 0.00 1 -20.38 2 -207.06 2 5 U 0.00 1 -25.44 5 -8.48 5 '---------L----------O-oo-1------------48-98-------------16_33 2 Envelope Section Deflections ' Section RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Job Page: 99138.00 17 lc Sacramento, CA 95826 Date: 4/24/00 lc, File: MILLB3 r / 3l ' Sunwest Foods Rice Mill ' Buhler mill bm B3 1 -0.01 Envelope Section Forces Section Memb i Axial lc Shear lc Moment lc ' -----------------K------------------K-----------------K-ft------------------ 3 U 0.00 1' 2.20 4 60.65 2 L 0.00 1 -6.56 3 -79.27 5 4 U 0.00 1 -12.08 2 99.86 2 ' L 0.00 1 -28.01 3 - 5 U 0.00 1 -21.98 2 58.04 L 0.00 1 -49.46 3 4 3 1 U 0.00 1 9.0723> 245.003L 0.00 1 160.91 4 2 V 0.00 1 40.42 3 -6.19 5 ' L 0.00 1 24.76 4 -116.63 2 3 U 0.00 1 11.82 3-1Q,Q�5 L 0.00 1 7.71 4 q-240.504 U 0.00 1 -8.39 5 5 L 0.00 1 -20.38 2 -207.06 2 5 U 0.00 1 -25.44 5 -8.48 5 '---------L----------O-oo-1------------48-98-------------16_33 2 Envelope Section Deflections ' Section Memb y x lc y lc L/n lc, ----------------in----------------in---------------------------------------- 1 1 U 0.00 1 -0.01 5 NC 5 L 0.00 1 -0.02 2 NC 2 2 U 0.00 1 -0.08 5 3264.23 5 L 0.00 1 -0.32 2 898.21 2 ' 3 U 0.00 1 -0.09 5 2922.87 5 L 0.00 1 -0.41 2 677.28 2 4 U 0.00 1 -0.03 5 7464.18 5 L 0.00 1 -0.28 2 1049.77 2 ' 5 U 0.00 1 0.00 5 NC 5 L 0.00 1 -0.03 2 NC 2 ---------------------------------------------------------------------------- 2 1 U 0.00 .1 0.03 2 NC 2 L 0.00 1 0.00 5 NC 5 2 U 0.00 1 0.18 2 1757.26 2 ' L 0.00 1 -0.07 5 4084.95 5 3 U 0.00 1 0.23 2 1326.98 2 L 0.00 .1 -0.10 5 2616.57 5 4 U 0.00 1 0.20 2 1596.44 2 L 0.00 1 -0.05 5 5334.00 5 5 U 0.00 1 0.03 2 NC 2 L 0.00 1 0.00- 5 NC 5 RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Job : Page: 99138.00 18 Sacramento, CA 95826 Date: 4/24/00 File: MILLB3 Sunwest Foods Rice Mill f✓32 Buhler mill bm B3 _< Envelope Section Deflections Section Memb y x lc y lc L/n lc ----------------in----------------in---------------------------------------- 3 1 U 0.00 1 0.00 5 NC 5 L 0.00 1 -0.03 2 NC 2 2 U 0.00 1 -0.09 5 3045.31 5 L 0.00 1 -0.33 2 871.85 2 3 U 0.00 1 -0.18 5 1504.88 5 L 0.00 1 -0.50 2 555.90 2 4 U 0.00 1 -0.16 5 1797.71 5 L 0.00 1 -0.39 2 733.55.2 5 U 0.00 1 -0.01 5 NC 5 L 0.00 1 -0.03 2 NC 2 t P BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. / / ;AP145- �0 DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 "`"' .' J" /-I/ 4z �l 8 ?��� � � ,Wu0,�_ ,ISS/,► 16_4� sTA� ,ate, /'' x op K /"'29 PL z /o, / �-- 7 2 - �✓ rfi T fin/ �. a G �L �2 C l X12 x /O x loo) Ne ✓H � �,� � � y„ =92 Ste_ ..88 6� „� 2 -. 3sF°p �-� .Qao t o. 0083 _ 3.8 - ar Cali NEBS CUST&M` cirintinel service TOLL FREE 1-600-80&6327 NEBB. Inc.. Peterborough. NH 03458. - Ref. No: G 109000551 BUEHLER & BUEHLER ASSOCIATES JOB Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 04/24/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT CJA By PLS SHEET NO- Sunwest Foods Rice Mill Buhler mill bm B4 Loads= LC 1 , total dl + II 4 Rrjk&ZQ) yUnselece awn, -7, x Box $elects1.:, [ , B biW;;select � .InuertSelec[ed_E r' Lock Unselected. lax r � Units ...... ===__.....====U=====___________________________________ S Standard Steel Code. ....................... AISC 9th Edition ASD F13 5� Allowable Stress Increase Factor.. 1.333 Include Shear Deformation......... Yes No. of Sections for Member Calcs.. 5 Do Redesign ....................... Yes P -Delta Analysis Tolerance. 0.50% f� 1 f 1 i Joint X Joint Coordinates Y Joint No Coordinate Coordinate Temperature ------------------ft------------ ft------------OF---------------------------- �r 1 0.000 0.000 0.00 2 23.000 0.000 0.00 3 46.330 0.000 0.00 4 69.330 0.000 0.00 f� 1 f 1 i t RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 10 Sacramento, CA 95826 Date: 4/24/00 File: MILLB4 Sunwest Foods Rice Mill Buhler mill bm B4 Boundary Conditions Joint +----- Translation -----+ No X Y Rotation ------------ K/in-------- K/in------ K-ft/rad---------------------------------- 1 ----------------------------- ---1 Reaction Reaction 2 Reaction 3 Reaction 4 Reaction Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress ------------- Ksi---------- Ksi---------------- 10"5°F ---- K/ft3------- Ksi------ CONC 3600.00 1550.00 0.1670 0.65000 0.150 3.40 Sections Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 ------------------------------in-2----------------in-4----------in-4-------- BEAM CONC 540.00 1.2 1.2 1.00 11500.00 SQCOL CONC 512.00 1.2 1.2 1.00 30583.00 COL CONC 201.00 1.2 1.2 1.00 2250.00 Members Memb Joints Rotate Section Releases Offsets* Inactive? No. I J 900 Set I:AVM J:AVM I -End J -End Label y Length --------------------------------------------in-------in---------------ft---- 1 1 2 BEAM 4.00 8.00 23.00 2 2 3 BEAM 8.00 8.00 23.3;3 3 3 4 BEAM 8.00 4.00 23.00 ti __________________________< Basic Load Case Data BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. "1 --------------------------------------------------------------------------- 1 Total dl incld &Pt lds 6 3 2 Wu 125 psf 11 @ bm 1 1 1 3. Wu 125 psf 11 @ bm 2 1 4 Wu 125 psf 11 @ bm 3 1 1 Member Point Loads, BLC 1 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft-----------ft or % --------------- 1 1 2 Y -12.200 4.000 1 1 2 Y -40.200 10.000 1 1 2 Y -2.400 19.000 2 2 3 Y -17.900 10.000 2 2 3 Y -6.700 19.000 3 3 4 Y -6.800 15.000 q %IL I Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill Buhler mill bm B4 RISA -2D (R) Version 4.01 Job : 99138.00 Page: 11 Date: 4/24/00 P73-7 ?7 File: MILL24 r J ______< Member Distributed Loads, BLC 1 ` Joints Load Pattern Pattern Member I J Label Multiplier l------------------------------------------------------------------------- 1 1 2 UNIFORM 1.9000 2 2 3 UNIFORM - 1.9000 3 13 4 UNIFORM 1.9000 Member Point Loads, BLC 2 Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- �� 2 2 3 UNIFORM 2.1000 Member Point Loads, BLC 4 Joints Member. I J Direction Magnitude Location ------------------------------------- K,K-ft-----------ft or % --------------- 3 3 3 4 , Y -8.000 15.000 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 3 3 4 UNIFORM 2.1000 < Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End -------------------K/ft,F---------- K/ft,F----------- ft or % ------- ft or %--- UNIFORM Y -1.000 -1.000 0.000 0.0co Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SScv ----------------------------------------------------------------------------- 1 total dl + 11 1 1 2 1 3 1 4 1 y 2 dl + skip 11 1&3 1 1 2 1 4 1 y Joints Member IJDirection Magnitude Location -------------------------------------- K,K-ft-----------ft or %--------------- 1 1 2 Y -10.100 4.000 Member Distributed Loads, BLC Joints Load Pattern Pattern Member I J Label Multiplier 1 1 2 UNIFORM 2.1000 Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- �� 2 2 3 UNIFORM 2.1000 Member Point Loads, BLC 4 Joints Member. I J Direction Magnitude Location ------------------------------------- K,K-ft-----------ft or % --------------- 3 3 3 4 , Y -8.000 15.000 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 3 3 4 UNIFORM 2.1000 < Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End -------------------K/ft,F---------- K/ft,F----------- ft or % ------- ft or %--- UNIFORM Y -1.000 -1.000 0.000 0.0co Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SScv ----------------------------------------------------------------------------- 1 total dl + 11 1 1 2 1 3 1 4 1 y 2 dl + skip 11 1&3 1 1 2 1 4 1 y RISA -2D (R) Version 4.01 Buehler & Buehler Job 99138.00 7300 Folsom Blvd., #103 Page: 12 Sacramento, CA 95826 Date: 4/24/00 r--5 3 File: MILLB4 Sunwest Foods Rice Mill Buhler mill bm B4 Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ---------------------------------------------------------------------------- 3 dl + skip 11 2&3 1 1 3 1 4 1 y 4 dl + skip 11 1&2 1 1 2 1 3 1 y 5 dl + skip 11 2 1 1 3 1 y Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Moment lc ------------ K ----------------- K ---------------- K-ft------------------------- lU 0.00 1 72.15 2 0.00 1 L 0.00 1 40.56 5 0.00 1 2U 0.00 1 150.40 4 0.00 1 L 0.00 1 110.47 3 0.00 1 3U 0.00 1 118.12 3 0.00 1 L 0.00 1 77.01 4 0.00 ,1 4U 0.00 1 45.43 2 0.00 1 L 0.00 1 17.24 5 0-.00 1 Tot:9U .0.00 1 368.29 1 L 0.00 1 257.79 5 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 1 1 U 0.00 1 72..15 2 -13.52 5 L 0.00 1 40.56 5 -24.05 2 2 U 0.00 1 27.85 2 -185.51 5 L 0.00 1 17.91 5 -319.47 2 3 U 0.00 1 -31.59 3 -201.69 5 L 0.00 1 -38.15 4,/=358.53 2 4 U 0.00 1 -42.04 3 '-:1:1 5 L 0.00 1 -60.15 4 -109.09 2 5 U 0.00 1 - 354.13 4 L 0.00 1 -84.55 4 255.85 3 ------------------------------------ 2 1 U 0.00 1 --------------.�-�--- 65.85 4 -------------- 366.59 L 0.00 1 37.48 2 . 0 3 2 U' 0.00 1 43.86 4 120.80 2 L 0.00. 1 27.03 2 4.02 5 3 U 0.00 1 3.96 4 30.67 2 L 0.00 1 -6'.32 3 -119.35 5 4 U 0.00 1 -11.76 2 66.632 L 0.00 1 -28.31 3 -53.14 5 5, U 0.00 1 -28.91 2 251.81 3 L ---------------------------------------------------------------------------- 0.00 1 -57.01 3 136.99 4 �I Section Memb RISA -2D (R) Version 4.01 lc y Buehler & Buehler L/n lc ----------------in----------------in---------------------------------------- Job : 99138.00 7300 Folsom Blvd., #103 1 1 U L Page: 13 1 1 Sacramento, CA 95826 5 2 NC NC 5 2 Date: 4/24/00 Sunwest Foods Rice Mill 0.00 1 -0.29 File: MILLB4 950.40 Buhler mill bm B4 L 0.00 1 -0.57 2 Envelope Section Forces 3 Section 0.00 1 -0.34 5 794.65 5 Memb y Axial lc Shear lc Moment- lc 1 -----------------K------------------K-----------------K-ft------------------ 2 392.22 2 3 1 U 0.00 1 61.11 3 249.08 3 5 L 0.001 30.27 4 147.97 4 0.00 2 U 0.00 1 39.11 3 28.45 5 L 0.00 1 19.82 4 -89.44 2 ' 3 U 0.00 1 17.11 3 -57.80 5 1 L •0.00 1 9.37 4 -223.50 2 1 4 U 0.00 1 -6.79 5 -71.85 5 2 L 0.00 1 -23.43 2 -204.49 2 0.01 5 U 0.00 1 -17.24 5 -5.75 5 U L -----------0_00-1 1 -----------_ 45.43 2 -15.14 2 ______________________< Envelope Section Deflections Section Memb y x lc y lc L/n lc ----------------in----------------in---------------------------------------- 1 1 U L 0.00 0.00 1 1 -0.02 -0.04 5 2 NC NC 5 2 2 U 0.00 1 -0.29 5 950.40 5 L 0.00 1 -0.57 2 500.28 2 3 U 0.00 1 -0.34 5 794.65 5 L 0.00 1 -0.71 2 392.22 2 4 U 0.00 1 -0.17 5 1667.79 5 L 0.00 1 -0.44 2 662.08 2. �! 5 U 0.00 1 -0.01 5 NC 5 L 0.00 1 -0.04 2 NC 2 ---------------------------------------------------------------------------- 2 1 U 0.00 1 0.04 2 NC 2 L 0.00 1 0.01 5 NC 5 2 U 0.00 1 0.20 2 1568.21 2 L 0.00 1 -0.06 5 4080.59 5 3 U 0.00 1 0.21 2 1486.76 2 L 0.00 1 -0.15 5 1786.53 5 4 U 0.00 1 0.16 2 1955.45 2 L 0.00 1 -0.10 5 2642.15 5 5 U 0.00 1 0.03 2 NC 2 L 0.00 1 -0.01 5 NC 5 ------------------------ --------------------------------------------------- 3 1 U 0.00 1 0.01 5 NC 5 L 0.00 .1 -0.03 2 NC 2 2 U 0.00 1 -0.02 5 NC 5 L 0.00 1 -0.30 2 978.62 2 3 U 0.00 1 -0.09 5 3036.94 5 4 L U 0.00 0.00 1 1 -0.46 -0.09 2 5 600.91 3108.73 2 5 L 0.00 1 -0.37 2 775.36 2 RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill Buhler mill bm B4 Job : 99138.00 Page: 14 Date: 4/24/00 G File: MILLB4 ( ¢ D Envelope Section Deflections.>====================== Section Memb y x lc y lc L/n lc ----------------in----------------in---------------------------------------- 5 U 0.00 1 -0.01 5 NC 5 L 0.00 1 -0.02 2 NC 2 ---------------------------------------------------------------------------- a a BUEHLER & BUEHLER ASSOCIATES JOB 7 �-L- STRUCTURAL ENGINEERS, INC. JOB NO. l I d DATE 7300 Folsom Blvd. Suite 103 y, ,G SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. 1�1 i LL Cc7�1G , �1�1 -Ir l C l�✓H a �. = /, 8 '�/� - �v,'► ao 2¢ Mwt 2a C l✓114 = 1 CO.8 /107 oto-/ V&C— ;5/2 NEBS CUSTGM"printing service TOLL FREE 1-800-888-8327 NESS, Inc., Peterborough. NN 03458. Oil 1 1 1 I 1 1 ;1 1 1 1 f i i 1 1 1 1 BUEHLER & BUEHLER ASSOCIATES JOB Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. roe No.. 99138.00 DATE 04/24/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT CJA BY PLS SHEET NO Sunwest Foods Rice Mill Buhler mill bm B5 Loads: LC 1 , total dl + II =N rK- Z I i -Box Zoom,4 +1115-4 r4r-- ROD H i Zoom Int I[ + — 1 'Zoom oYtz Tax Units ............................. US Standard Steel Code............ ............. AISC 9th Edition ASD Allowable Stress Increase Factor.. 1.333 Include Shear Deformation......... Yes No. of Sections for Member Calcs.. 5 �i Do Redesign ....................... Yes P -Delta Analysis Tolerance. 0.500 Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ------------------ft------------ft------------OF---------------------------- 1 0.000 0.000 0.00 2 23.000 0.000 0.00 3 46.330 0.000 0.00 4 69.330 0.000 0.00 Boundary Conditions Joint +----- Translation -----+ No X Y - Rotation --- -----K/in--------K/in------K-ft/rad---------------------------------- 1 Reaction Reaction 2 Reaction 3 Reaction 4 Reaction --------------------------< Materials (General) ------------------------ Material Young's Shear Poisson's Thermal Weight. Yield Label Modulus Modulus Ratio Coef. Density Stress -------------Ksi---------- Ksi---------------- 10-5°F ---- K/ft3------- Ksi------ CONC 3600.00 1550.00 0.1670 0.65000 0.150 3.40 11 RISA -21) (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill ` Buhler mill bm B5 Job : 99138.00 Page: 19 'Date: 4/24/00 File: MILLB5 L Sections Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 ------------------------------ in -2 ---------------- in^4---------- in -4-------- BEAM CONC 324.00 1.2 1.2 1.00 6900.00 Member Point Loads, BLC 1 Members Joints Memb Joints Rotate Section Releases Offsets Inactive? I J Direction Magnitude No. I J 900 Set I:AVM J:AVM I -End J -End Label y Length -----------ft or % ---------------- -------------------------------------------- 1 1 in ------- in --------------- ft ---.- Y 1 1 2 BEAM 4.00 8.00 23.00 Member Distributed 2 2 3 BEAM 8.00 8.00 23.33 Joints 3 3 4 BEAM 8.00 4.00 23.00 Member --------------------------< ------------------------ Basic Load Case Data BLC Basic Load Case Load Type Totals ---------- 1.8000 No. Description Nodal Point Dist. 1�. 1 Total dl incld pt lds 1 3 3 4 2 Wu 125 psf 11 @ bm 1 1 3 4 Wu 125 psf 11 @ bm 2 Wu 125 psf 11 @ bm 3 1 1 It, Joints Load Pattern Pattern Member Point Loads, BLC 1 Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 2 2 3 UNIFORM 2.1000 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft -----------ft or % ---------------- 1 1 1 2 Y -23.000 11.500 ______< Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member I J Label Multiplier 1 1 2 ----- UNIFORM ---------- 1.8000 2 2 3 UNIFORM 1.8000 . 3 3 4 UNIFORM 1.8000 Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier ------------------------------------------------------------=--------------- 1 1 2 UNIFORM 2.1000 Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 2 2 3 UNIFORM 2.1000 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier 3 3 4 UNIFORM 2.1000 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F----------- ft or % ------- ft or %--- UNIFORM Y -1.000 -1.000' 0.000 0.000 Load Combinations RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 No. Description 7300 Folsom Blvd., #103 Page: 20 BLC Sacramento, CA 95826 Date: 4/24/00 11 Sunwest Foods Rice Mill File: MILLBS � LJ 3 1 Buhler mill bm B5 1 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier 3 3 4 UNIFORM 2.1000 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F----------- ft or % ------- ft or %--- UNIFORM Y -1.000 -1.000' 0.000 0.000 Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ---------------------------------------------------------------------------- 1 total dl + 11 1 1 2 1 3 1 4 1 y 2 dl + skip 11 1&3 1 1 2 1 4 1 y 3 dl + skip 11 2&3 1 1 3 1 4 1 y 4 dl + skip 11 1&2 1 1 2 1 3 1 p 5 dl + skip 11 2 1 1 3 1 Y Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Moment lc ------------ K ----------------- K ---------------- K-ft------------------------- lU 0.00 1 45.51 2 0.00 1 L 0.00 1 21.97 5 0.00 1 2U 0.00 1 117.31 4 0.00 1 L 0.00 1 81.34 3 0.00 1 3U 0.00 1 96.33 3 0.00 1 L 0.00 1 60.36 4 0.00 1 4U 0.00 1 37.20 2 0.00 1 L 0.00 1 13.66 5 0.00 1 Tot:9U 0.00 1 280.39 1 L 0.00 1 187.99 5 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc ----------------- K ------------------ K ----------------- K -ft ------------------ 1.1 U 0.00.1 45.51 2 -7.32 5 L 0.00 1 21.97 5 -15.17 2 2 U 0.00 1 24.06 2 -100.92 5 L 0.00 1 12.07 5 -206.49 2 3 U 0.00 1 3.12 3 -140.07 5 L 0.00 1 -0.99 4 -279.84 2 4 U 0.00 1 -29.78 3 -2.11 5 L 0.00 1 -45.44 4 -112.55 2 1 1 II 1 RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill Buhler mill bm B5 Job : 99138.00 Page: 21 Date: 4/24/00 File: MILLB5 ______________________< Envelope Section Deflections Section Envelope Section Forces Section Memb i x lc y Memb y L/n Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 0.00 1 -0.02 5 U 0.00 1 -39.68 3 257.02 4 2 L 0.00 1 -66.89 4 172.94 3 ---------------------------------------------------------------------------- 2 1 U 0.00 1 50.42 4 268.00 4 2 L 0.00 1 22.94 2 171.62 3 2 U 0.00 1 28.97 4 104.50 2 2 L 0.00 1 13.04 2 -3.67 5 3 U 0.00 1 7.53 4 59.99 2 2 L 0.00 1 -1.24 3 -79.94 5 4 U 0.00 1 -6.75 2 69.91 2 2 L 0.00 1 -22.68 3 -38.27 5 5 U 0.00 1 -16.65 2 198.81 3 5 L 0.00 1 -44.13 3 102.42 4 ---------------------------------------------------------------------------- 3 1 U 0.00 1 52.20 3 193.43 3 5 L 0.00 1 24.99 4 109.34 4 2 U 0.00 1 30.75 3 15.10 5 L 0.00 1 15.09 4 -95.34 2 3 U 0.00 1 9.30 3 -45.90 5 L 0.00 1 5.19 4 -185.67.2 4. U 0.00 1 -3.76 5 -52.45 5 L 0.00 1 -15.75 2 -158.02 2 5 U 0.00 1 -13.66 5 -4.55 5 ---------------------------------------------------------------------------- L 0.00 1 -37.20 2 -12.40 2 ______________________< Envelope Section Deflections Section Memb i x lc y lc L/n lc ----------------in----------------in---------------------------------------- 1 1 U 0.00 1 -0.02 5 NC 5 L 0.00 1 -0.04 2 NC 2 2 U 0.00 1 -0.29 5 966.25 5 L 0.00 1 -0.67 2 420.19 2 3 U 0.00 1 -0.36 5 768.31 5 L 0.00.1 -0.89 2 313.27 2 4 U 0.00 1 -0.18 5 1559.85 5 L 0.00 1 -0.58 2 498.64 2 5 U 0.00 1 0.00 5 NC 5 L 0.00 .1 -0.05 : 2 NC 2 ------------------------------------- 1 U 0.00 1 0.05 2 NC 2 L 0.00 1 0.00 5 NC 5 2 U 0.00 1 0.33 2 945.87 2 L 0.00 1 -0.08 5 3342.00 5 RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill Buhler mill bm B5 Job : 99138.00 Page: 22 Date: 4/24/00 File: MILLB5 Envelope Section Deflections Section Memb y x lc y lc L/n lc ----------------in----------------in---------------------------------------- 3 U 0.00 1 0.38 2 802.94 2 L 0 00 1 -0 17 5 1544 32 5 4 U 0.00 1 0.29 2 1087.72 2 L 0.00 1 -0.12 5 2287.84 5 5 U 0.00 1 0.04 2 NC 2 L 0.00 1 -0.01 5 NC 5 ---------------------------------------------------------------------------- 3 1 U 0.00 1 0.01 5 NC 5 L 0.00 1 -0.04 2 NC 2 2 U 0.00 1 -0.04 5 6994.77 5 L 0.00 1 -0.44 2 663.43 2 3 U 0.00 1 -0.12 5 2260.21 5 L 0.00 1 -0.65 2 428.62 2 4 U 0.00 1 -0.11 5 2426.09 5 L 0.00 1 -0.50 2 569.11 2 5 U 0.00 1 -0.01 5 NC 5 ---------------------------------------------------------------------------- L 0.00 1 -0.03 2 NC 2 1 BUEHLER & BUEHLER ASSOCIATES JOB e�-'Nr'y gns-T STRUCTURAL ENGINEERS, INC. JOB NO. ®e DATE DO 7300 Folsom Blvd. Suite 103 Gi' G BUEHLER &BUEHLER ASSOCIATES JOB'`�� STRUCTURAL ENGINEERS, INC. JOB NO. DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. 09 = /7o,, �� �. �2��/ -� �x 19,33 �� � ... ' • 14 V, --7.-'2 wee= �XDDY /Z Coe; � K /' PP M tv si°oqr-o - _ 377 o z 4s eao .�Le 10 4y 1216, tl7. :5 = 27 STS sP - -��� 1w 3�5 _ A.x gAC. -!2-5 01p 1728 „ o� G-1. WW oma= oC' 3lip a ��7 a �X 0,5� t - O. lam:.... � L.l � �• �2 .o - - Toorder Call NESS CUSTGM-printing service TOLL FREE 1-800.888-6327 NESS. Inc.. Peterborough. NH 03458. Ref. No: G 105300551 BUEHLER &BUEHLER ASSOCIATES JOe STRUCTURAL ENGINEERS, INC. JOB NO. DATE 2 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT By SHEET NO. 040-00' '11/ War 23,X7, I ? KFr 4- ::P -x a. G4'r T0 eorder Call NESS CUSTGM"printing Service TOLL FREE 1-800.888-6327 NESS. Inc.. Peterborough, NH 03458. Ref. No: G 100000551 V = yl V ��� r'✓� �x3�5� z ��'� 0 off' �Vh 't 040-00' '11/ War 23,X7, I ? KFr 4- ::P -x a. G4'r T0 eorder Call NESS CUSTGM"printing Service TOLL FREE 1-800.888-6327 NESS. Inc.. Peterborough, NH 03458. Ref. No: G 100000551 BUEHLER & BUEHLER ASSOCIATES JOB fG� 1 L[• STRUCTURAL ENGINEERS, INC. JOB NO. �9 / ��+• DATE �Ov 7300 Folsom Blvd. Suite 103 T.T.." r cab NESS CUSTOM'printing service TOLL FREE 1-800-88"327 NESS, Inc.. Peterborough. NH 03458. Ref. No: G 109000551 BUEHLER & BUEHLER ASSOCIATES Jos Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. 7300 Folsom Blvd. Suite 103 roe No.. 99138.00 DATE 04/24/00 r� SACRAMENTO, CALIFORNIA 95826 CLIENT C.IA BY PLS SHEET NO sZ Sunwest Foods Rice Mill Buhler mill bm 1310 Loads: LC 1 , total dl + II -O t .Select Allis ns Unselect A_ PL' Boa'Select. r,_" �; Boa Unselect�, y�in�ert Selected,,.: Lock Unselected L�» [l i 1 1 Units =.......................... ______= Steel Code ........................ Allowable Stress Increase Factor.. US Standard_____________________/ AISC 9th Edition ASD�� 1.333 Include Shear Deformation......... Yes No. of Sections for Member Calcs.. 5- .Do Do Redesign....................... P-Delta Analysis Tolerance. Yes 0.50`s Joint Joint X Y Coordinates Joint No Coordinate Coordinate Temperature ------------------ft------------ft ------------OF---------------------------- 1 0.000 0.000 0.00 2 23.000 0.000 0.00 3 46.330 0.000 0.00 4 69.330 Boundary 0.000 0.00 Conditions Joint +----- Translation -----+ No X Y Rotation ------------ K/in-------- K/in------ K-ft/rad---------------------.-------------- 1 Reaction Reaction 2 Reaction 3 Reaction 4 Reaction [l i 1 1 RISA -2D (R) Version 4.01 Buehler & Buehler Job 99138.00 7300 Folsom Blvd., #103 Page: 23 Sacramento, CA 95826 Date: 4/24/00 File: MILLB10 Sunwest Foods Rice Mill Buhler mill bm B10 Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress ------------- Ksi---------- Ksi---------------- 10^5°F ---- K/ft3------- Ksi------ CONC 3600.00 1550.00 0.1670 0.65000 0.150 3.40 Sections Section, Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C ---------------------- -------- in -2 ---------------- in^4---------- in -4-------- BEAM CONC 540.00 1.2 1.2 1.00 11500.00 SQCOL CONC 512.00 1.2 1.2 1.00 30583.00 COL CONC 201.00 1.2 1.2 1.00 2250.00 ________________________________< Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I -End J -End Label y Length --------------------------------------------in-------in---------------ft---- 1 1 2 BEAM 4.00 8.00 23.00 2 2 3 BEAM 8.00 8.00 23.33 3 3 4 BEAM 8.00 4.00 23.00 --------------------------< Basic Load Case Data >-------------------------- BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. ------------------------------------------------ 1 Total dl incld pt lds 3 3 2 Wu 125 psf 11 @ bm 1 1 3 Wu 125 psf 11 @ bm 2 1 4 Wu 125 psf 11 @ bm 3 1 _______________________< Member Point Loads, BLC 1 Joints Member I J Direction Magnitude Location - ------------------------------------K,K-ft----------- ft or o --------------- 1 1. 2 Y -2.400 8.000 1 1 2 Y -2.400 18.0100 2 2 3 Y -35.000. 18.330 Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member -_--I------J-----_---LabelMultiplier ---------- 1 1 2 UNIFORM 1.8000 2 2 3 UNIFORM 1.8000 3 3 4 UNIFORM 1.8000' r RISA -2D (R) Version 4.01 ______< Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Buehler & Buehler 7300 Folsom Blvd., #103 Job : Page: 99138.00 24 Sacramento, CA 9.5826 Date: 4/24/00 r5 � Label Multiplier File: MILLB10 1 2 Sunwest Foods Rice Mill 2.1000 or %------- End /--- ft or o Buhler mill bm B10 Loads, BLC 3 ______< Member Distributed Loads, BLC 2 Joints Load Pattern Pattern 11 Load Patterns Pattern Magnitudes Member I J Label Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM 2.1000 or %------- End /--- ft or o Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member I J Label Multiplier -1.000 ---------------------------------------------------------------------------- 2 2 3 UNIFORM 2.1000 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member RWPE ----I------J---------Label---------Multiplier- 3 3 4 UNIFORM 2.1000 11 Load Patterns Pattern Magnitudes Locations Label ------------------- Dir Start K/ft,F---------- End K/ft,F----------- Start ft or %------- End /--- ft or o UNIFORM y -1.000 -1.000 0.000 0.000 Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 total dl + 11 1' 1 2 1 3 1 4 1 2 dl + skip 11 1&3 1 1 2 1 4 1 y 3 dl + skip 11 2&3 1 1 3 1 4 1 y 4 dl + skip 11 1&2 1 1 2 1 3. 1 y 5 dl + skip 11 2 1 1 3 1 y Joint -------------- _EnvelopeReactions Forces -----+ X lc y lc Moment lc ' ------------ lU K ----------------- 0.00 1 K ---------------- K-ft------------------------- 36.90 2 0.00 1 L 0.00 1 13.36 5 0.00 1 2U 0.00 1 111.35 4' 0.00 1 L 0.00 1 75.38 3 0.00 1 3U 0.00 1 130.84 3 0.00 1 L 0.00 1 94.86 4 0.00 1 4U 0.00 1 34.07 2 0.00 1 L 0.00 1 10.53 5 0.00 1 Tot:9U 0.00 1 297.19 1 L 0.00 1 204.79 5 11 Envelope Section Forces Section < Envelope Section Deflections RISA -2D (R) Version 4.01 Section Buehler & Buehler Job : 99138.00 lc 7300 Folsom Blvd., #103 Page: 25 lc Sacramento, CA 95826 Date: 4/24/00�� K ----------------- Sunwest Foods Rice Mill File: MILL210 U Buhler mill bm B10 1 36.90 Envelope Section Forces Section < Envelope Section Deflections Section Memb i Axial lc Shear lc Moment lc lc -----------------K ------------------- K ----------------- K -ft ------------------ 1 1 U 0.00 1 36.90 2 -4.45 5 0.00 5 L 0.00 1 13.36 5 -12.30 2 2 2 U 0.00 1 15.45 2 -50.69 5 5592.43 5 L 0.00 1 3.46 5 -156.26 2 2 3 U 0.00 1 -7.89 3 -34.47 5 L 4 U L •0.00 1 -12.00 4 -174.24 2 L 4 U 0.00 1 -17.79 3 41.40 5 L 0.00 1 -33.45 4 -69.04 2 5 U 0.00 1 -30.09 3 244.99 4 L 160.91 3 ' -----------0_00-1-----------_57_30-4 ------- 2 1 U 0.00 1 54.05 4 247.17 4 L 0.00 1 26.57 2 150.78 3 2 U 0.00 1 32.60 4 63.73 2 L 0.00 1 16.67 2 -44.44 5 3 U 0.00 1 11.15 4 -0.72 2 L 0.00 1 2.39 3 -140.64 5 4 U 0.00 1 -3.13 2 -10.74 2 L 0.00 1 -19.06 3 -118.91 5 5 U 0.00 1 -48.03 2 249.90 3 __ L0_00-1- -75.50 3 153.51 4 ---L 3 1 ---------- U 0.00 ------------------------------------------------- 1 55.33 3 263.34 3 L 0.00 1 28.12 4 179.26 4 2 U 0.00 1 33.88 3 67.80 5 L 0.00 1 18.22 4 -42.64 2 3 U L 0.00 0.00 1 1 12.43 8.32 3 4 -10.42 -150.19 5 2 4 U 0.00 1 -0.63 5 34.19 5 L 0.00 1 -12.62 2 -139.76 2 5 U 0.00 1 -10.53 5 -3.51 5 ---------------------------------------------------------------------------- L 0.00 1 -34.07 2 -11.36 2 < Envelope Section Deflections Section Memb y x lc y lc L/n lc ----------------in----------------in---------------------------------------- 1 1 U 0.00 1 0.00 5 NC 5 L 0.00 .1 -0.02 2 NC 2 2 U 0.00 1 -0.05 5 5592.43 5 L 0.00 1 -0.28 2 1014.42 2 3 U 0.00 1 -0.03 5 7180.64 5 L 4 U 0.0.0 0.00 1 1 -0.35 0.02 2 5 785.16 NC 2 5 L 0.00 1 -0.22 2 1288,.94 2 1 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Sacramento, CA 95826 Page: Date: 26S 4/24/00 File: MILLB10 Sunwest Foods Rice Mill Buhler mill bm B10 ________< Envelope Section Deflections------------------------------------------------------------------------------ Section Memb y x lc y lc L/n lc 5 U 0.00 1 0.01 5 NC 5 L 0.00 1 -0.02 2 NC 2 ---------------------------------------------------------------------------- 2 1 U 0.00 1 0.02 2 NC 2 L 0.00 1 -0.01 5 NC 5 2 U 0.00 1 0.09 2 3769.02 2 L 0.00 1 -0:16 5 1822.99 5 3 U 0.00 1 0.07 2 4897.44 2 L 0.00 1 -0.26 5 1073.44 5 4 U 0.00 1 0.05 2 8012.86 2 ' L 0.00 1 -0.20 5 1451.23 5 5 U 0.00 1 0.01 2 NC 2 L 0.00 1 -0.02 5 NC 5 3-1--U 0.00-1 0.02-5 NC -5 L 0.00 1 -0.01 2 NC 2 2 U' 0.00 1 0.07 5 4763.37 5 L 0.00 1 -0.17 2 1642.89 2 3 U 0.00 1 0.03 5 NC 5 L 0.00 1 -0.29 2 943.00 2 4 U 0.00 1 -0.01 5 NC 5 L 0.00 .1 i -0.24 2 1189.17 2 5 U 0.00 1 0.00 5 NC 5 i BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. ���/ ©� DATE 7300 Folsom Blvd. Suite 103 SACRAMENIU, CALIFURNIA 968Zb 23I Ave- IL / �Tr�C �� tivrfi 7PNcy;� X5,4, '74 20,- 27 � � t �� � �` DoT ��✓ s mfr ,� Tooworoer Cau NESS CUST46 "printing service TOLL FREE 1-800.888-6327 NESS, Inc.. Peterborough. NR 03458. Ref. No: G 10900551 6 BUEHLER & BUEHLER ASSOCIATES JOB Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 04/24/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT CJA BY PLS SHEET NO Sunwest Foods Rice Mill Buhler mill bm 1311 Loads: LC 1 , total dl + II Solution: Envelope 2 .1111 �..t`!. F7 -1= -SW -Ft Unseleet'An . ;Box Selectr7 35 g -L-1 B&KUnseite-c &s Invert Selected C ., Lock Unselected.t.' 1 Units. .. ...._....US_______________________________________ Standard Steel Code ........................ AISC 9th Edition ASD Allowable Stress Increase Factor.. 1.333 Include Shear Deformation......... Yes No. of Sections for Member Calcs.. 5 ' Do Redesign ....................... Yes P -Delta Analysis Tolerance. 0.50% Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ------------------ft------------ft------------OF---------------------------- 1 0.000 0.000 0.00 2 23.000 0.000 0.00 3 46.330 0.000 0.00 4 69.330 0.000 0.00 Boundary Conditions Joint +----- Translation ' -----+ No X Y Rotation --- ------K/in--------K/in------K-ft/rad---------------------------------- 1 Reaction Reaction 2 Reaction 3 Reaction 4 Reaction Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress -------------Ksi---------- Ksi---------------- 10"5°F ---- K/ft3------- Ksi------ CONC 3600.00 1550.00 0.1670 0.65000 0.150 3.40. Sections Section Database Material As As I I T Label Shape Label Area 0,2 1,3 .1,3 0,2 C ------------------------------- in"2---------------- in -4 ---------- in^4-------- ' BEAM CONC 540.00 1.2 1.2 1.00 11500.00 1 ___< Members Memb Joints Rotate Section Releases Offsets Inactive? _______________________< Joints Member Point Loads, BLC 1 Pattern RISA -2D (R) Version 4.01 I J 900 Set I:AVM J:AVM I -End J -End. Label y Length Label & Buehler Job : 99138.00 'Buehler 7300 Folsom Blvd., #103 Page: 32 -------------------------------------K,K-ft----------- Sacramento, CA 95826 Date: 4/24/00(p / 1 2 3 File: MILLB11 ' Sunwest Foods Rice Mill Y -9.000 10.000 Multiplier Buhler mill bm B11 Load Case Data ___< Members Memb Joints Rotate Section Releases Offsets Inactive? Member Distributed Loads, BLC 2 _______________________< Joints Member Point Loads, BLC 1 Pattern No. I J 900 Set I:AVM J:AVM I -End J -End. Label y Length Label --------------------------------------------in-------in---------------ft---- Member I J 1 1 2 BEAM 4.00 8.00 23.00 -------------------------------------K,K-ft----------- 2 2 3 BEAM 8.00 8.00 23.33 1 2 3 3 4 BEAM 8.00 4.00 23.00 2 2 3 Y -9.000 10.000 Multiplier --------------------------<.Basic Load Case Data 19.000 BLC Basic Load Case Load Type Totals No. ------------ ------Description----------------Nodal---Point Dist. Member Distributed Loads, BLC 1 1 Total dl incld & pt lds ---------------------- 3 3 Joints 2 Wu 125 psf 11 @ bm 1 1 Member-----I------J---------Label 3 Wu 125 psf 11 @ bm 2 1 4 Wu 125 psf 11 @ bm 3 1 Member Distributed Loads, BLC 2 _______________________< Joints Member Point Loads, BLC 1 Pattern jk Member Joints Label Multiplier Member I J Direction Magnitude Location -------------------------------------K,K-ft----------- ft or % --------------- Loads, BLC 3 1 1 2 Y -38.000 10.000 Pattern 2 2 3 Y -9.000 10.000 Multiplier 2 2 3 Y -3.400 19.000 2.1000 Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member-----I------J---------Label Multiplier --------- 1 1 2 UNIFORM 1.8000 2 3 2 3 3 4 UNIFORM 1.8000 UNIFORM 1.8000 Member Distributed Loads, BLC 2 Joints Load Pattern Pattern ' Member I . J Label Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM 2.1000 Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member Multiplier -----I------J-----_---Label 2 2 3 --------- UNIFORM 2.1000 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 33 Sacramento, CA 95826 Date: 4/24/00] 2 File: MILLBII kd Sunwest Foods Rice Mill Buhler mill bm B11 ______< Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 3 3 4 UNIFORM 2.1000 Load Patterns ' Pattern Magnitudes Locations Label Dir Start End Start End- ------------------- K/ft,F ---------- K/ft,F ----------- ft nd-------------------K/ft,F----------K/ft,F-----------ft or % -------- ft or %--- ' UNIFORM Y -1.000 • -1.000 0.000 0.000 Load Combinations --RWPE No. Description BLC 'Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ------------------=--------------------------------------------- ----- --- 1 total dl + 11 1 1 2 1 3 1 4 1 y- ' 2 dl + skip 11 1&3 1 1 2 1 4 1 y 3 dl + skip 11 2&3 1 1 3 1 4 1 y 4 dl + skip 11 1&2 1 1 2 1 3 1 y 5 dl + skip 11 2 1 1 3 1 y Envelope Reactions Joint +------------ Forces -------------+ ' X lc Y lc Moment lc ------------K-----------------K----------------K-ft------------------------- lU 0.00 1 53.21 2 0.00 1 L 0.00 1 29.67 5 0.00 1 2U 0.00 1 132.12 4 0.00 1 L 0.00 1 96.15 3 0.00 1 3U 0.00 1 101.73 3 0.00 1 L 0.00 1 65.76 4 0.00 1 4U 0.00 1 36.69 2 0.00 1 L 0.00 1 13.15 5 0.00 1 Tot:9U 0.00 1 307.79 1 L 0.00 1 215.39 5 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ ' 1 1 U 0.00 1 53.21 2 -9.89 5 L 0.00 1 29.67 5 -17.74 2 2 U 0.00. 1 31.76 2 -145.86 5 ' L 0.00 1 19.77 5 -251.43 2 3 U 0.00 1 -27.18 3 176.71 5 L 0.00 1 -31.29 4 .48 4 U 0.00 1 -37.08 3 C!42 5 ' L 0.00 1 -52.74 4 -105.22 2 RISA-2D•(R) Version 4.01 Buehler & Buehler Job 99138.00 7300 Folsom Blvd., 4103 Page: 34 Sacramento, CA 95826 Date: 4/24/00 File: MILLB11 Sunwest Foods Rice Mill Buhler mill bm B11 __________< Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 5 U 0.00 1 .-46.98 3 304.48 4 L 0.00 1 .l 220.40 3 ' --------------------------------------------------------- 2 1 U 0.00 1 57.93 4 --..---------------- 15.32' L 0.00 1 30.45 2 2 3 2 U 0.00 1 36.49 4 110.52 2 L 0.00 1 20.56 2 2.35 5 ' 3 U 0.00 1 6.04 4 39.68 2 L 0.00 1 -2.73 3 -100.24 5 4 U 0.00 1 -8.24 2 57.79 2' ' L 0.00 1 -24.17 3 -50.38 5 5 U 0.00 1 -21.54 2 207.34 3 L 0.00 1 -49.02 3 110.95 4 ---------------------------------------------------------------------------- 3 1 U 0.00 1 52.71 3 204.87 3 L 0.00 1 25.50 4 120.79 4 2 U 0.00 1 31.26 3 23.72 5 L 0.00 1 15.60 4 -86.72 2 3 U 0.00 1 9.81 3 -40.09 5 L 0.00 1 5.70 4 -179.86 2 ' 4 U 0.00 1 -3.25 5 -49.46 5 L 0.00 1 -15.24 2 -155.03 2 5 U 0.00 1 -13.15 5 -4.38 5 ' ---------L----------0-00-1------------36_'69-2 ------------------------------- -12.23 2 Section Envelope Section Deflections Memb y x lc y lc L/n lc ----------------in---------------- in---------------------------------------- ' 1 1 U 0.00 1 -0.02 5 NC 5 L 0.00 1 -0.03 2 NC 2 2 U 0.00 1 -0.24 5 1150.80 5 L 0..00 1 -0.47 2 596.68 2 3 U 0.00 1 -0.29 5 939.48 5 L 0.00 1 -0.61 2 454.80 2 4 U 0.00 1 -0.14 5 1965.14 5 ' L 0.00 1 -0.38 2 753.30 2 5 U 0.00 1 0.00 5 NC 5 L 0.00 .1 -0.03 2 NC 2 --------------------------------------------7------------------------------- 2 1 U 0.00-1 0.03 2 NC 2 L 0.00 1 0.00 5 NC 5 2 U L 0.00 0.00 1 1 0.19 2 -0.05 5 1662.57 2 4708.30 5 1 1 RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill Buhler mill bm B11 Job : 99138.00 Page: 35 Date: 4/24/00 y File: MILLB11 0 Envelope Section Deflections Section Memb y x lc y lc L/n lc ----------------in----------------in---------------------------------------- 3 U 0.00 1 0.20 2 1534.49 2 L 0.00 1 -0.13 5 2065.74 5 4 U 0.00 1 0.15 2 2096.152 L 0.00.1 -0.09 5 2969.08 5 5 U 0.00 1 0.02 2 NC 2 L 0.00 1 -0.01 5 NC 5 ---------------------------------------------------------------------------- 3 1 U 0.00 1 0.01 5 NC 5 L 0.00 1 -0.02 2 NC 2 2 U 0.00 1 -0.01 5 NC 5 L 0.00 1 -0.25 2 1168.24 2 3 U 0.00 1 -0.05 5 4764.12 5 L 0.00 1 -0.38 2 743.90 2 4 U 0.00 1 -0.06 5 4708.49 5 L 0.00 1 -0.29 2 981.01 2 5 U 0.00 1 0.00 5 NC 5 ---------------------------------------------------------------------------- L 0.00 1 -0.02 2 NC 2 0 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 Sunwest Foods Rice Mill Buhler mill bm B11.2 Loads: LC 1 . total dl + II gni w/ 1/0 1; IV -v- Pot' , I M�'t — .11 0 JOB SunWest Foods Rice Mill JOB No.. 99138.00 DATE 04/26/00 CLIENT CMA BY PLS SHEET NO 3 M.I.T.1,1,104P., � SelectAlG _ FAWUjjselect Ali. Box Select ;BoWUnselect Inert Selected Lock Unselected M , Units............................. Steel Code ........................ Allowable Stress Increase Factor. Include Shear Deformation......... No. of Sections for Member Calcs.. ' Do Redesign ....................... P -Delta Analysis Tolerance. US Standard AISC 9th Edition ASD 1.333 Yes 5 Yes 0.50% r,& Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ----------1--------ft------------ft------------OF---------------------------- 1 0.000 0.000 0.00 2 23.000 0.000 0.00 3 46.330 0.000 0.00 Boundary Conditions Joint +----- Translation -----+ No X Y Rotation ------------ K/in-------- K/in------ K-ft/rad------------------------------- -- 1 Reaction Reaction 2 Reaction 3 Reaction Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress ------------- Ksi---------- Ksi---------------- 10-50F ---- K/ft3------- Ksi------ CONC 3600.00 1550.00 0.1670 0.65000 0.150 3.40 Sections Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C ------------------------------ in^2---------------- in"4---------- in"4--------- BEAM CONC 540.00 1.2 1.2 1.00 11500.00 Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I -End J -End Label y Length --------------------------------------------in-------in---------------ft---- 1 1 2 BEAM 8.00 8.00 23.,00 2 2 3 BEAM. 8.00 8.00 23_33 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 1 Sacramento, CA 95826 Date: 4/26/00 Sunwest Foods Rice Mill File: MILLBII ' Buhler mill bm B11.2 Units............................. Steel Code ........................ Allowable Stress Increase Factor. Include Shear Deformation......... No. of Sections for Member Calcs.. ' Do Redesign ....................... P -Delta Analysis Tolerance. US Standard AISC 9th Edition ASD 1.333 Yes 5 Yes 0.50% r,& Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ----------1--------ft------------ft------------OF---------------------------- 1 0.000 0.000 0.00 2 23.000 0.000 0.00 3 46.330 0.000 0.00 Boundary Conditions Joint +----- Translation -----+ No X Y Rotation ------------ K/in-------- K/in------ K-ft/rad------------------------------- -- 1 Reaction Reaction 2 Reaction 3 Reaction Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress ------------- Ksi---------- Ksi---------------- 10-50F ---- K/ft3------- Ksi------ CONC 3600.00 1550.00 0.1670 0.65000 0.150 3.40 Sections Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C ------------------------------ in^2---------------- in"4---------- in"4--------- BEAM CONC 540.00 1.2 1.2 1.00 11500.00 Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I -End J -End Label y Length --------------------------------------------in-------in---------------ft---- 1 1 2 BEAM 8.00 8.00 23.,00 2 2 3 BEAM. 8.00 8.00 23_33 i RISA -2D (R) Version 4.01 Member Distributed Loads, BLC 1 Joints Load Pattern Pattern ` Member I J Label Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM 1.8000 �\ 2 2 3 UNIFORM 1.8000 ____________________< Member Distributed Loads, BLC 2 Joints Load Pattern Pattern M=e=m=b=e=r=======I== J Label Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM 2.1000 to I Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member I J---------Label---------Multiplier 2 2 3 UNIFORM 2.1000 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------ ----- --- K/ft,F---------- K/ft,F----------- ft or % ------- ft or %=-- UNIFORM y -1.000 -1.000 0.000 0.Oc0 __< Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSev �1 --------------------------------------------------------------------------- 1 total dl + 11 1 1 2 1 3 1 4 1 y 2 dl,+ skip 11 1&3 1 1 2 1 4 1 y 1 3 dl + skip 11 2&3 1 1 3 1 4 1 y 4 di' + skip 11 1&2 1 1 2 1 3 1 y 5 dl ,+ skip 11 2 1 1 3 1 y Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 2 Sacramento, CA 95826 Date: 4/26/00 Sunwest Foods Rice Mill File: MILLBII Buhler mill bm B11.2 ' --------------------------< Basic Load Case Data BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 Total dl incld & pt lds 3 2 2 Wu 125 psf 11 @ bm 1 1 3 Wu 125 psf 11 @ bm 2 1 Member Point Loads, BLC 1 Joints Member IJ Direction Magnitude Location ----- ------ -------------------K,K-ft-----------ft or % --------------- 1 1 2 y -38.000 10.000 2 2 3 y 2 2 3 y -9.000 -3.400 10.000 19.000 Member Distributed Loads, BLC 1 Joints Load Pattern Pattern ` Member I J Label Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM 1.8000 �\ 2 2 3 UNIFORM 1.8000 ____________________< Member Distributed Loads, BLC 2 Joints Load Pattern Pattern M=e=m=b=e=r=======I== J Label Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM 2.1000 to I Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member I J---------Label---------Multiplier 2 2 3 UNIFORM 2.1000 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------ ----- --- K/ft,F---------- K/ft,F----------- ft or % ------- ft or %=-- UNIFORM y -1.000 -1.000 0.000 0.Oc0 __< Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSev �1 --------------------------------------------------------------------------- 1 total dl + 11 1 1 2 1 3 1 4 1 y 2 dl,+ skip 11 1&3 1 1 2 1 4 1 y 1 3 dl + skip 11 2&3 1 1 3 1 4 1 y 4 di' + skip 11 1&2 1 1 2 1 3 1 y 5 dl ,+ skip 11 2 1 1 3 1 y RISA -2D (R) Version 4.01 t Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 3 Sacramento, CA 95826 Date: 4/26/00 File: MILLB11 e;2 Sunwest Foods Rice Mill Buhler mill bm B11.2 Envelope Reactions Joint +----------- - Forces -----+ X lc y lc Moment lc -----------=K ----------------- K ---------------- K-ft------------------------- lU 0.00 1 50.10 2 0.00 1 L 0.00 1 27.20 3 0.00 1 2U 0.00 1 141.21 1 0.00 1 L 0.00 1 111.41 2 0'.00 1 3U 0.00 1 35.94 3 0.00 1 L 0.00 1 12.98 2 0.00 1 Tot:9U 0.00 1 220.69 1 L 0.00 1 174.49 2 Section Envelope Section Forces Memb y Axial lc Shear lc Moment lc ----------------- K ------------------ K ----------------- K -ft ----------------.-- 1 1 U 0.00 1 50.10 2 -18.14 3 L 0.00 1 27.20 3 -33.40 2 2 U 0.00 1 28.97 2 -139.08 3 �i L 3 U 0.00 0.00 1 1 17.45 -30.15 3 2 -247.53 -150.21 2 3 L 0.00 1 -33.53 1 -290.24 2 4 U 0.00 1 -40.05 3 40.30 3 , L 0.00 1 -54.65 1 -69.69 2 5 U 0.00 1 -49.80 3 340.65 1 L 0.00 1 -75.78 1 265.29 2 ---------------------------------------------------------------------------- 2 1 U 0.00 1 65.43 1 347.55 1 L 0.00 1 39.01 2 275.33 3 2 U 0.00 1 43.99 1 100.24 2 ' L 0.00 1 29.11 2 -8.01 3 3 U 0.00 1 13.54 1 -17.65 2 L 0.00 1 10.21 2 -158.42 3 4 U 0.00 1 0.31 2 -46.60 2 L 0.00 1. -11.09 3 -156.39 3 ` 5 U 0.00 1 -12.98 2 -8.66 2 ---------L---------------1------------3594-3------------23_96 0.00 3 Envelope Section Deflections Section Memb � x lc y lc L/n lc ---------------- in ----------------- in---------------------------------------- 1 1 U 0.00 1 -0.03 3 NC 3 �} L 0.00 1 -0.06 2 NC 2 2 U 0.00 1 -0.21 3 1363.48 3 L 0.00 1 -0.45 2 649.54 2 3 U 0.00 1 -0.23 3 1196.31 3 L 0.00 1 -0.55 2 509.80 2 t RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 4 Sacramento, CA 95826 Date: 4/26/00 File: MILLBII Sunwest Foods Rice Mill Buhler mill bm B11.2 ______________________< Envelope Section Deflections Section Memb y x lc y lc L/n lc ---------------- in ----------------- in ---------------------------------------- 4 U 0.00 1 -0.09 3 3198.19 3 L 0.00 1 -0.33 2 890.91 2 5 U 0.00 1 0.00 3 NC 3 L. 0.00 1 -0.03 2 NC 2 ---------------------------------------------------------------------------- 2 1 U 0.00 1 0.03 2 NC 2 L 0.00 1 0.00 3 NC 3 2 U 0.00 1 0.10 2 3303.05 2 L 0.00 1 -0.15 3 1940.36 3 3 U 0.00 1 0.04 2 9673.67 2 L 0.00 1. -0.29 3 961.06 3 4 U 0.00 1 -0.01 2 NC 2 L 0.00 1 -0.26 3 1151.44-3 5 U 0.00 1 0.00 2 NC 2 ---------------------------------------------------------------------------- L 0.00 1 -0.03 3 NC 3 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 M e4- e-o'4-jc. 0�-1 0/o.:?- pea wic JOB �N xe�- /-17 JOB NO. All I . O0 DATE # Z 94 �0 01 - CLIENT BY SHEET NO. D T ` 3 k,u� /DI 9/ 9" k /5. Z:1 %G y �, At /�N�T ���� e L L � p � ��- /vU I �G A % A'- / -f /-f x 27 0, 35 r� . 1h 4 %1�jN Sce--& 13 ��I = 7/ /2,-c 27 Oel Scl-e R q o Ercall NESS CUSTOM'printing service TOLL FREE 1-800.88&6327 NESS, inc., Peterborough. NH 03758. 'Ref. No: G 109000551 BUEHLER & BUEHLER ASSOCIATES JOB Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 04/24/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT C.IA er PLS SHEET NO j Sunwest Foods Rice Mill Buhler mill bm B12 Loads: LC 1 . total dl + II x z x Solution: Envelope Q Units ............................. US Standard X72 Steel Code ........................ AISC 9th Edition ASD Allowable Stress Increase Factor.. 1_.333 Include Shear Deformation......... Yes No. of Sections for Member Calcs.. 5 Do Redesign ....................... Yes ` P -Delta Analysis Tolerance........ 0.50% Joint Coordinates 1 Joint X Y Joint No Coordinate Coordinate Temperature 1 0.000 0.000- 0.00 �l 2 23.000 0.000 0.00 3 46.330 0.000 0.00 4 69.330 0.000 0.00 1 RISA -2D (R) Version 4.01 Boundary Conditions Joint +----- Translation -----+ No X Y Rotation ------------K/in-------- K/in------ K-ft/rad------------------------- 1 Reaction Reaction 2 Reaction 3 Reaction 4 Reaction Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress ------------- Ksi---------- Ksi---------------- 10-5°F ---- K/ft3------- Ksi------ CONC 3600.00 1550.00 0.1670 0.65000 0.150 3.40 j" Sections Section Database Material As As I I T Label Shape Label Area 012 1,3 1,3 0,2 C ----------------------in2----- ----------- in^4---------- in -4-------- BEAM CONC 378.00 1.2 1.2 1.00 8040.00 1 Buehler & Buehler Job : 99138.00 Memb 7300 Folsom Blvd., #103 Page: 27 I J 900 Set I:AVM Sacramento, CA 95826 Date: 4/24/00 t� --------------------------------------------in-------in---------------ft---- Sunwest Foods Rice Mill File: MILLBI2 1 2 BEAM Buhler mill bm B12 8.00 23.D0 Boundary Conditions Joint +----- Translation -----+ No X Y Rotation ------------K/in-------- K/in------ K-ft/rad------------------------- 1 Reaction Reaction 2 Reaction 3 Reaction 4 Reaction Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress ------------- Ksi---------- Ksi---------------- 10-5°F ---- K/ft3------- Ksi------ CONC 3600.00 1550.00 0.1670 0.65000 0.150 3.40 j" Sections Section Database Material As As I I T Label Shape Label Area 012 1,3 1,3 0,2 C ----------------------in2----- ----------- in^4---------- in -4-------- BEAM CONC 378.00 1.2 1.2 1.00 8040.00 1 Members Memb Joints Rotate Section Releases Offsets Inactive. No. I J 900 Set I:AVM J:AVM I -End J -End Label y Length --------------------------------------------in-------in---------------ft---- 1 1 2 BEAM 4.00 8.00 23.D0 2 2 3 BEAM 8.00 8.00 2.3.33 3 3 4 BEAM 8.00 4.00 23.30 Basic Load Case Data BLC No. Basic Load Case DescriptionNodal Load Type Totals Point Dist. 1 ---------------- Total dl incld & pt lds ----------------------------- 6 3 2 Wu 125 psf 11 @ bm 1 1 1 3 Wu 125 psf 11 @ bm 2 1 4 Wu 125 psf 11 @ bm 3 1 1 Member Point Loads, BLC 1 Joints Member ------------------------------------- I J Direction Magnitude Location K,K-ft-----------ft or % --------------- 1 1 2 Y -12.200 4.000 1 1 2 Y -3.000 10.000 1 1 2 Y -3.000 19.000 �l 2 2 3 Y -17.900 10.000 2" 2 3 Y -6.700 19.000 3 3 4 Y -6.800 15.000 i RISA -2D (R) Version 4.01 ehler & Buehler 00 Folsom Blvd., #103 cramento, CA 95826 nwest Foods Rice Mill hler mill bm B12 Job : 99138.00 Page: 28 Date: 4/24/00 File: MILLBI2 < Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member I J Label Multiplier 1 1 2 UNIFORM 1.8000 2 2 3 UNIFORM 1.8000 3 3 4 UNIFORM 1.8000 ----- < Member Point Loads, BLC2 Joints mber I J Direction Magnitude Location ----------------------------------- K,K-ft-----------ft or % --------------- 1 1 2 Y -10.100 4.000 V ------- < Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier # 1 1 2 UNIFORM 2.1000 ____________________< Member Distributed Loads, BLC 3 IJoints Load Pattern Pattern mber I J Label Multiplier -7-------------------------------------------------------------------------- 11f 2 .2 3 UNIFORM 2.1000 _______________________< Member Point Loads, BLC 4 Joints limber I J Direction Magnitude Location - =----------------------------------- K,K-ft-----------ft or % --------------- 3 3 4 Y -8.000 15.000 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern mber I J Label Multiplier -------------------------------------------------------------------------- 3 3 4 UNIFORM 2.1000 < Load Patterns 4-tte=r=n========== Magnitudes Locations Label Dir Start End Start End ------------K/ft,F----------K/ft,F-----------ft or % ------- ft or %--- 4IFORM Y -1.000 -1.000 0.000 0.000 Load Combindti(bns RWPE o. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv -------------------------------------------------------------------------- total 'dl + 11 1 1 2 1 3 1 4 1 y dl + skip 11 1&3 1 1 2 1 4 1 y 1� Envelope Section Forces RISA-2D (R) Version 4.01 Section Buehler & Buehler Job : 99138.00 BLC 7300 Folsom Blvd., #103 Page: 29 3 dl + skip 11 2&3 Sacramento, CA 95826 Date: 4/24/00 Shear lc File: MILLB12 S 4 dl + skip 11 1&2 Sunwest Foods Rice Mill 2 1 3 1 Buhler mill bm B12 -y 1 1 Load Combinations ,1 RWPE Envelope Section Forces Section No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 3 dl + skip 11 2&3 1 1 3 1 4 1 Shear lc y lc 4 dl + skip 11 1&2 1 1 2 1 3 1 -y 1 1 5 dl + skip 11 2 1 1 3 1 54.13 2 -7.51 y L 0.00 1 22.54 5 -18.042 Envelope Reactions 0.00 1 10.38 Joint +------------ Forces -------------+ 3 L U 0.00 0.00 X lc. y lc Moment lc ------------ K ----------------- K ---------------- K-ft------------------------- 1 -17.87 4 -209.95 lU 0.00 1 54.13 2 0.00 1 -21.22 3 L 0.00 2U 0.00 1 1 22.54 123.80 5 4 0.00 0.00 1 1 1 -39.32 L 0.00 1 83.87 3 0.00 1 0.00 1 3U 0.00 1 121.44 3 0.00 1 L 0.00 L 0.00 1 80.33 4 0.00 1 2 1 U 4U 0.00 1 43.53 2 0.00 1 - L 0.00 1 15.35 5 0.00 1 3 Tot:9U 0.00 1 325.09 1 38.58 4 62.82 2 L 0.00 1 214.59 5 1 21.76 2 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K=-----------------K-----------------K-ft------------------ 1 1 U 0.00 1 54.13 2 -7.51 5 L 0.00 1 22.54 5 -18.042 2 U 0.00 1 10.38 2 -81.90 5 3 L U 0.00 0.00 1 1 0.44,5 -11.32 3 -215.87 -53.10 2 5 L 0.00 1 -17.87 4 -209.95 2 4 U 0.00 1 -21.22 3 42.64 5 L 0.00 1 -39.32 4 -73.56 2 5 U 0.00 1 -34.12 3 275.59 4 L 0.00 1 -63.77 4 177.32 3 2 1 U 0.00 1 60.03 4 278.09 4 - L 0.00 1 31.66 2 166.89 3 2 U 0.00 1 38.58 4 62.82 2 L 0.00 1 21.76 2 -53.96 5 3 U 0.00 1 -0.77 4 0.19 2 L 0.00 1 -11.04 3 -149.84 5 4 U 0.00 1 -15.94 2 60.62 2 L 0.00 1 -32.49 3 -59.15 5 5 U 0.00 1 -32.54 2 267.26 3 ---------------------------------------------------------------------------- L 0.00 1 -60.64 3 152.43 4 1, __________< Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 3 1 U 0.00 1 60.80 3 267.14 3 L 0.00 1 29.97 4 166.03 4 2 U 0.00 1 39.35 3 46.69 5 L 0.00 1 20.07 4 -71.20 2 3 U 0.00 1 17.90 3 -42.41 5 L 0.00 1 10.17 4 -208.10 2 4 U 0.00 1 -5.45 5 -62.32 5 L 0.00 1 -22.08 2 -194.96 2 5 U 0.00 1 -15.35 5 -5.12 5 L 0.00 1 -43.53 2 -14.51 2 ---------------------------------------------=------------------------------ Envelope Section Deflections Section Memb y x lc y lc L/n lc ----------------in----------------in---------------------------------------- 1 1 U 0.00 1 -0.01 5 NC 5 L 0.00 1 -0.03 2 NC 2 2 U 0.00 1 -0.13 5 2173.88 5 L 0.00 1 -0.51 2 551.23 2 3 U 0.00 1 -0.11 5 2417.06 5 L 0.00 1 -0.63 2 442.37 2 4 U 0.00 1 0.00 5 NC 5 L 0.00 1 -0.39 2 742.87 2 5 U 0.00 1 0.01 5 NC 5 L 0.00 1 -0.03 2 NC 2 ---------------------------------------------------7------------------------ 2 1 U 0.00 1 0.03 2 NC 2 L 0.00 1 -0.01 5 NC 5 2 U 0.00 1 0.16 2 2009.89 2 L 0.00 1 -0.22 5 1307.07 5 3 U 0.00 1 0.17 2 1882.27 2 L 0.00 1 -0.34 5 812.08 5 4 U 0.00 1 0.16 2 2021.56 2 L 0.00 1 -0.22 5 1285.09 5 5 U 0.00 1 0.03 2 NC 2 L 0.00 1 -0.02 5 NC 5 3 ------1---U ---------- 0. 0 0-----1 ------------- 0. 0 2-----5 ---------------NC---5 ---------------- L 0.00 .1 -0.03 2 NC 2 2 U 0.00 1 0.02 5 NC 5 L 0.00 1 -0.38 2 768.27 2 3 U 0.00 1 -0.07 5 3648.19 5 L 0.00 1 -0.61 2 457.99 2 4 U. 0.00 1 -0.09 5 3030.80 5 L 0.00 1 -0.48 2 583.23 2 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 30 Sacramento, CA 95826 Date: 4/24/00 Sunwest Foods Rice Mill File: MILLBI2 r%Ct Buhler mill bm B12 __________< Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 3 1 U 0.00 1 60.80 3 267.14 3 L 0.00 1 29.97 4 166.03 4 2 U 0.00 1 39.35 3 46.69 5 L 0.00 1 20.07 4 -71.20 2 3 U 0.00 1 17.90 3 -42.41 5 L 0.00 1 10.17 4 -208.10 2 4 U 0.00 1 -5.45 5 -62.32 5 L 0.00 1 -22.08 2 -194.96 2 5 U 0.00 1 -15.35 5 -5.12 5 L 0.00 1 -43.53 2 -14.51 2 ---------------------------------------------=------------------------------ Envelope Section Deflections Section Memb y x lc y lc L/n lc ----------------in----------------in---------------------------------------- 1 1 U 0.00 1 -0.01 5 NC 5 L 0.00 1 -0.03 2 NC 2 2 U 0.00 1 -0.13 5 2173.88 5 L 0.00 1 -0.51 2 551.23 2 3 U 0.00 1 -0.11 5 2417.06 5 L 0.00 1 -0.63 2 442.37 2 4 U 0.00 1 0.00 5 NC 5 L 0.00 1 -0.39 2 742.87 2 5 U 0.00 1 0.01 5 NC 5 L 0.00 1 -0.03 2 NC 2 ---------------------------------------------------7------------------------ 2 1 U 0.00 1 0.03 2 NC 2 L 0.00 1 -0.01 5 NC 5 2 U 0.00 1 0.16 2 2009.89 2 L 0.00 1 -0.22 5 1307.07 5 3 U 0.00 1 0.17 2 1882.27 2 L 0.00 1 -0.34 5 812.08 5 4 U 0.00 1 0.16 2 2021.56 2 L 0.00 1 -0.22 5 1285.09 5 5 U 0.00 1 0.03 2 NC 2 L 0.00 1 -0.02 5 NC 5 3 ------1---U ---------- 0. 0 0-----1 ------------- 0. 0 2-----5 ---------------NC---5 ---------------- L 0.00 .1 -0.03 2 NC 2 2 U 0.00 1 0.02 5 NC 5 L 0.00 1 -0.38 2 768.27 2 3 U 0.00 1 -0.07 5 3648.19 5 L 0.00 1 -0.61 2 457.99 2 4 U. 0.00 1 -0.09 5 3030.80 5 L 0.00 1 -0.48 2 583.23 2 RISA -2D (R) Version 4.01 �Buehler & Buehler 1 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill Buhler mill bm B12 Job : 99138.00 Page: 31 F-7 F Date: 4/24/00 File: MILLB12 Envelope Section Deflections Section Memb i x lc y lc L/n lc ----------------in----------------in---------------------------------------- 5 U 0.00 1 -0.01 5 NC 5 L 0.00 1 —0.03 2 NC 2 ----------------------------------------------------------------------------- BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC. JOB NO. 0 DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENTBy SHEET NO. �a N ZA =1 r - � . 'o To Re S, Call NESS CUST4DWprinting service TOLL FREE 1.800-888-6327 NESS, Inc.. Peterborough, NH 03450. Ref. No: G 209000551 BUEHLER & BUEHLER ASSOCIATES JOBe'266T STRUCTURAL ENGINEERS, INC. JOB NO. 00 DATE 7300 Folsom Blvd. Suite 103 !�r , SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. --r T— 1 &dr. C /s' lAlnwda su ffaie-T 21 7f AJ ' 1e0l S-7 k -1 � / d � �► G, 3 � y l �O5 � ra, �` = C� � AP14 A-Fo7ov 7 To�COMO, Call NEBS CUSTGM"printing Service TOLL FREE 1.800-886.8327 NESS, Inc.. Peterborougft. NH 03458. Ref. No: G 10900551 F r LL •C L . Z �Ef,� �vs �r1 � CS) �xG.'f„lP k C� AA7-�/G.3 X /.3orsf f 3�2� /o 23.3 4 O. 4 L = �, % �/, Zit /O,% x /li. 3'X -7 1,o j 6r- To�COMO, Call NEBS CUSTGM"printing Service TOLL FREE 1.800-886.8327 NESS, Inc.. Peterborougft. NH 03458. Ref. No: G 10900551 F r CS) 3 To�COMO, Call NEBS CUSTGM"printing Service TOLL FREE 1.800-886.8327 NESS, Inc.. Peterborougft. NH 03458. Ref. No: G 10900551 F r RISA-2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: l Sacramento, CA 95826 Date: 1/18/00' File: milltstl Sunwest Foods Rice Mill Mill beam test for continuity Reactions,LC 7 total dl only Joint +--------- Forces ----------- Moment No X Y Mz -------------K-------------- K------------- K-ft------------------------------ 1 0.00 9.17 0.00 2 0.00 25.49 0.00 3 0.00 25.49 0.00 ` 4 0.00 9.17 0.00 Totals: 0.00 69.33 Center of Gravity Coords (X,Y,Z) (ft) 34.665,. 0.000, 0.000 rr l 1 Reactions, LC 6 : 11 @ 2&3 only �' Joint +--------- Forces ----------+ Moment No X Y Mz ------------- 1 K-.-------------K-------------K-ft--- 0.00 -0.81 0. 00 .--------------=------------ 2 0.00 10.60 0.00 3 0.00 27.74 0.00 4 0.00 8.79 0.00 Totals: 0.00 46.33 Center of Gravity Coords (X,Y,Z) (ft) 46.165, 0.000, 0.000 •, � O'N �'i /V tri / � `% / /U � ���� 7 LL � J , _ I I I I 11 I I i I 11 11 I .1 I BUEHLER &BUEHLER ASSOCIATES JOB ?.Q�/'v ew g� -V �z� M / " ' STRUCTURAL ENGINEERS, INC. JOB NO. — / • 00 DATE r 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 —.11 1/ /36 K F. /'O",o ®, o0 9 "= _ H �p21/ `' I'O Q�tD D, V", / a. St�P�'aQ.7 7/0S G (v cc' a �- Al 2 ,,,.i ,A,J ;p. / K r/c-6 ° l2 n�G `oyearo - O, D oe S = 7.315-- 1097' 6 O?/ W s � /VI �iX �h C LGf d � i✓ � � r�/�� �i.c./ gTi-t/`.../ 03 'p- bl:Pl G,ov /it s - 9 r, (lei � _f'P w 2 K ' = ¢O % ��? roQao s d. ooh o A 1< l/G s D. 2 io2 > 92 3 K Call NEBS CUSTGM-arintlna Service TOLL FREE 1800.88&8327 NESS, Inc., Peterborough,. NH 03458. f Ret. No: G 109D00L•51 - [J 1 1 1 1 BUEHLER & BUEHLER ASSOCIATES JOB Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 04/25/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT C.JA sr PLS SHEET NO S Sunwest Foods Rice Mill mill girder frame G1 Loads: LC 1 . total dl + II -110K -88K -89K -89K -89K -66*66K4AK/fF75K -77K -3.2K/ft - .3K/ft /ft /ft 3.2K/ft 3.2K/ft 3.2K/ft 9 Z X Solution: Envelope 11 1 i 1 1 L A, 1 A Units............................. Steel Code ........................ Allowable Stress Increase Factor.. Include Shear Deformation......... No. of Sections for Member Calcs.. Do Redesign ........................ P -Delta Analysis Tolerance........ US Standard AISC 9th Edition ASD 1.333 Yes 5 Yes 0.50% r—t5¢ Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ------------------ft------------ft------------OF---------------------------- 1 -0.670 0.000 0.00 2 25.000 0.000 0.00 3 4.5.000 0.000 0.00 4 65.000 0.000 0.00 5 85.000 0.000 0.00 6 105.000 0..000 0.00 7 125.000 0.000 0.00 8 145.000 0.000 0.00 9 165.670 0.000 0.00 Boundary Conditions Joint +----- Translation -- --+ No X Y Rotation ------------K/in-------- K/in------ K-ft/rad------------------------ =--------- 1 Reaction Reaction 2 Reaction Reaction 3 Reaction Reaction 4 Reaction Reaction 5 Reaction Reaction 6 Reaction Reaction s L 1 1 'I I . Materials (General) Material Young's Shear Poisson's Thermal Weight Yield RISA -2D (R) Version 4.01 Modulus Modulus Ratio Coef. Density Stress ! Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 15 Sacramento, CA 95826 Date: 4/25/00 Section File: MILLGI Sunwest Foods Rice Mill Shape. Label Area 0,2 1,3 1,3 0,2 C mill girder frame G1 ---------------- in -4 ---------- in^4-------- Boundary Conditions CONC 648.00 1.2 1.2 1.00 13800.00 Joint +----- Translation -- --+ ___< Members No X Y Rotation Memb Joints Rotate Section Releases, Offsets Inactive? K in --------K in------K-ft/rad---------------------------------- No. I J 900 Set I:AVM 7 Reaction Reaction -------------------------------------------- 8 Reaction Reaction 1 1 2 GIRDER 9 Reaction Reaction 2 Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress ! -- -----Ksi----------Ksi----------------10-S°F----K/ft3-------Ksi------ CONC 3600.00 1550.00 0.1670 0.65000 0.150 3.40 ________________________________< Sections >________________________________ Section Database Material As As I I T Label Shape. Label Area 0,2 1,3 1,3 0,2 C ------------------------------in"2 ---------------- in -4 ---------- in^4-------- GIRDER CONC 648.00 1.2 1.2 1.00 13800.00 ___< Members Memb Joints Rotate Section Releases, Offsets Inactive? No. I J 900 Set I:AVM J:AVM I -End J -End Label y Length -------------------------------------------- in-------in---------------ft---- 1 1 2 GIRDER 16.00 8.00 25.67 2 2 3 GIRDER 8.00 8.00 20.00 3 3 4 GIRDER 8.00 8.00 20.00 4 4 5 GIRDER 8.00 8.00 20.00 5 5 6 GIRDER 8.00 8.00 20.)0 6 6 7 GIRDER 8.00 8.00 20.)0 7 8 7 8 GIRDER 8 9 GIRDER 8.00 8.00 20.)0 8.00 16.00 20.57 Basic Load Case Data BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. ---------------------------------------------------------------------------- 1 2 total dl Wu 11 @ bay 1, 5& 7 9 8 4 3 3 Wu 11 @ bay 2, 4& 8 3 3 _ 4 Wu 11 @ bay 3 1 1 5 Wu 11 @ bay 6 1 1 Member Point Loads, BLC 1 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft-----------ft or %--------------- 1 1 1 2 Y 1 2 Y -29.000 %33.000 -29.000. %67.000 2 2 3 Y -46.000 %50.000 t RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill mill girder frame G1 Job : 99138.00 Page: 16 Date: 4/25/00 File: MILLGI Member Point Loads, BLC 1 Joints .Member I J Direction Magnitude Location - ------------------------------------ K,K-ft-----------ft or %--------------- 3 3 4 Y -68.000 %50.000 4 4 5 Y -33.000 %50.000 5 5 6 Y -47.000 %50.000 6 6 7 Y -47.000 %50.000 7 7 .8 Y -47.000 %50.000 8 8 9 Y -33.000 %50.000 < Member Distributed Loads, BLC 1 _________< Member Point Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 1 1 1 2 Y -37.000 %33.000 - 1 1 2 UNIFORM 1.8000 2 2 3 UNIFORM 1.9000 7 3 3 4 UNIFORM 1.8000 Member Distributed Loads, BLC 2 4 4 5 UNIFORM 3.0000 5 5 6 UNIFORM 1.8000 6 7 6 7 7 8 UNIFORM UNIFORM 1.8000 1.8000 7 8 8 9 UNIFORM 1.8000 _________< Member Point Loads, BLC 2 Joints Member I J Direction Magnitude Location -------------------------------------K,K-ft-----------f;t or % --------------- 1 1 1 2 Y -37.000 %33.000 - 1 1 2 Y -37.000 %67.000 5 5 6 Y -42.000 %50.000 7 7 8 Y -42.000 %50.000 Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 1 5 1 2 5 6 UNIFORM 1.4000 UNIFORM 1.4000 7 7 8 UNIFORM 1.4000 =======================< Member Point Loads, BLC 3 Joints Member I J Direction Magnitude Location - ------------------------------------ K,K-ft----------- ft or %--------------- 2 2 3 Y -42.000 %50.000' 4 4 5 Y -42.000 %50.000 8 8 9 Y -44.000 %50.000 Member Point Loads, BLC 4 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft-----------ft or % --------------- 3 3 4 y -42.000 %50.000 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------7------------------------------ 3 3 4 UNIFORM 1.4000 _________< Member Point Loads, BLC 5 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft-----------ft or %--------------- 6 6 7 y -42.000 %50.000 Member Distributed Loads, BLC 5 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 6 6 7 UNIFORM 1.4000 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F----------- ft or % ------- ft or %--- UNIFORM y -1.000 -1.000 0.000 0.000. __________________< Load Combinations RISA -21) (R) Version 4.01 Buehler & Buehler RWPE Job : 99138.00 BLC 7300 Folsom Blvd., #103 BLC Fac Page: 17 BLC Fac SSdv Sacramento, CA 95826 ---------------------------------------------------------------------------- Date: 4/25/00 File: MILLGI 1 Sunwest Foods Rice Mill 1 1 2 .1 3 mill girder frame G1 5 1 y 2 dl + 11 @ 1,3,5,7 1. ______< Member Distributed Loads, BLC 3 1 4 Joints Load Pattern Pattern 3 dl+11@1,2,,4,5,7,8 1 Member I J Label Multiplier 3 1 y 2 2 3 7 --------------------------------------------------- UNIFORM 1.4000 1 1 3. 4 4 5 UNIFORM 1.4000 y 8 8 9 UNIFORM 1.4000 Member Point Loads, BLC 4 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft-----------ft or % --------------- 3 3 4 y -42.000 %50.000 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------7------------------------------ 3 3 4 UNIFORM 1.4000 _________< Member Point Loads, BLC 5 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft-----------ft or %--------------- 6 6 7 y -42.000 %50.000 Member Distributed Loads, BLC 5 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 6 6 7 UNIFORM 1.4000 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F----------- ft or % ------- ft or %--- UNIFORM y -1.000 -1.000 0.000 0.000. I . __________________< Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ---------------------------------------------------------------------------- 1 total dl + 11 1 1 2 .1 3 1 4 1 5 1 y 2 dl + 11 @ 1,3,5,7 1. 1 2 1 4 1 y 3 dl+11@1,2,,4,5,7,8 1 1 2 1 3 1 y 4 dl + 11 @.2,4,6,8 1 1 3. 1 5 1 y I . ________________________< Envelope Section Forces Section Memb y Axial lc Shear RISA -2D (R) Version 4.01 Moment lc -----------------K------------------K-----------------K-ft------------------ & Buehler 1 1 U Job : 99138.00 iBuehler 7300 Folsom Blvd., 4103 2 L U Page: 18 33.623 61.36 Sacramento, CA 95826 L Date: 4/25/00 22.972 Sunwest Foods Rice Mill -526.2 2 3 File: MILLGI b �o 1 mill girder frame G1 - 4 L 0.000 1 -27.975 3 -523.3 2 Envelope Reactions 0.00 1 -56.33 4 Joint +------------ Forces -------------+ L 0.000 1 -112.911 X lc Y lc Moment lc 0.00 0.000 1 1 ------------K----------------- K----------------K-ft ---- --------------------- U 0.00 lU 0.00 1 80.30 2 0.00 1 0.0001 L 0.00 1 33.62 4 0.00 1 1 84.62 2U 0.00 1 231.87 3 0.00 1 50:342 2 L 0.00 1 149.51 4 .0.00 1 2 70.50 2 3U 0.00 1 134.08 1 0.00 1 -267.5 4 L 0.00 1 94.56 3 0.00 1 4U 0.00 1 174.34 1 0.00 1 5 U L 0.00 1 130.71 3 0.00 1 L 0.000 5U 0.00 1 164.67 3 0.00 1 L 6U 0.00 0.00 1 1 113.29 152.30 2 1 0.00 0.00 1 1 L 0.00 1 108.75 3 0.00 1 7U 0.00 1 140.86 1 0.00 1 L 0.00 1 101.05 3 0.00 1 8U 0.00 1 178.53 3 0.00 1 L 0.00 1 127.27 2 0.00 1 9U 0.00 1 51.11 4 0.00 1 L 0.00 1 17.18 2 0.00 1 Tot:9U 0.00 1 1267.15 1 _ L 0.00 1 955.62 4 ________________________< Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 1 1 U 0.00 1 80.30 2 -44.83 4 2 L U 0.000 0.00 1 1 33.623 61.36 4" 2 -107.1 2 -212.28 4 L 0.000 1 22.972 4 -526.2 2 3 U 0.00 1 -16.68 4 - 4 L 0.000 1 -27.975 3 -523.3 2 4 U 0.00 1 -56.33 4 4 L 0.000 1 -112.911 3 -203.2 2 5 U L 0.00 0.000 1 1 - -131.847 3 604.97 3 369.3 4 2 1 U 0.00 1 100.02 3 626.19 3 L 0.0001 59.209 2 .0 4 2 U 0.00 1 84.62 3 284.74 2 L 0.000 1 50:342 2 9.8 4 3 U 0.00 1 -4.52 2 70.50 2 L 0.000 1 -36.275 4 -267.5 4 4 U 0.00 1 -13.39 2 112.31 2 L 0.000 1 -51.675 4 -62.3 4 5 U 0.00 1 -22.26 2 251.16 1 L 0.000 1 -67.075 4 155.4 3 __________< Envelope Section Forces---------------------------------------------------------------------------- tj Section Memb y Axial lc Shear lc Moment lc 3 1 U 0.00 1• 78.51 2 236.11 1 L 0.000 1 44.985 3 158.0 2 Q 2 U 0.00 1 63.58 2 25..06 4 L 0.000 1 36.585 3 -173..6 2 3 U 0.00 1 -37.17 4 -13 4 L 0.000 1 -61.540 1 -435.4 2 4 U 0.00 1 -45.57 4 4 L 0.000 1 -76.473 1 -114.3 2 5 U 0.00 1 -5 4 358.19 1 ---------L---------0_000-1-----------91.407--------------26.7-0=--=�----------- 4 1 U 0.00 1 82.93 1 q455.3 84 L 0.000 1 48.7552 3 2 U' 0.00 1 62.40 l 110.03 2 L 0.000 1 34.755 2 -66.0 4 3 U 0.00 1 -12.25 2 -19.49 2 L 0.000 1 -41.967 3 -304.4.4 4 U 0.00 1 -26.25 2 70.32 2 L 0.000 1 -62.500 3 -97.1 4 5 U 0.00 1 -40 25 2 338.71 3 L 0.000 1 83.033 3 .206.1 4 5 1 U 0.00 1 81.64 3 339.64 L 0.000 1 39.172 4 2 2 U 0.00 1 66.71 3 66.91 4 L 0.000 1 30.772 4 -102.4 2 3 U 0.00 1 -24.63 4 -57.09 4 L 0.000 1 -46.048 1 -338.8 2 4 U 0.00 1 -33.03 4 77.444 L 0.000 1 -60.981 1 -90.1 2 5 U 0.00 1 -41.43 4 312.13 1 L 0.000 1 -75.914 1 203.9 3 6 1 U 0.00 1 76.38 1 311.82 1 L 0.000 1 41.608 2220.8 3 2 U 0.00 1 61.45 1 76.46 2 L 0.000.1 33.208 2 -91.0 4 3 U 0.00 1 -22.14 3 -5 2 L 0.000 1 -42:990 4 -340.6 4 U 0.00 1 -3.0.54 3 .J 2 L 0.000 1 -57.923 4 =105.1 4 5 U 0.00 1 -38.94 3 274.15 RISA -2D (R) Version 4.01 Buehler & Buehler Job 99138.00 7300 Folsom Blvd., #103 Page: 19 Sacramento, CA 95826 Date: 4/25/00 Sunwest Foods Rice Mill�� File: MILLGI mill girder frame.Gl __________< Envelope Section Forces---------------------------------------------------------------------------- tj Section Memb y Axial lc Shear lc Moment lc 3 1 U 0.00 1• 78.51 2 236.11 1 L 0.000 1 44.985 3 158.0 2 Q 2 U 0.00 1 63.58 2 25..06 4 L 0.000 1 36.585 3 -173..6 2 3 U 0.00 1 -37.17 4 -13 4 L 0.000 1 -61.540 1 -435.4 2 4 U 0.00 1 -45.57 4 4 L 0.000 1 -76.473 1 -114.3 2 5 U 0.00 1 -5 4 358.19 1 ---------L---------0_000-1-----------91.407--------------26.7-0=--=�----------- 4 1 U 0.00 1 82.93 1 q455.3 84 L 0.000 1 48.7552 3 2 U' 0.00 1 62.40 l 110.03 2 L 0.000 1 34.755 2 -66.0 4 3 U 0.00 1 -12.25 2 -19.49 2 L 0.000 1 -41.967 3 -304.4.4 4 U 0.00 1 -26.25 2 70.32 2 L 0.000 1 -62.500 3 -97.1 4 5 U 0.00 1 -40 25 2 338.71 3 L 0.000 1 83.033 3 .206.1 4 5 1 U 0.00 1 81.64 3 339.64 L 0.000 1 39.172 4 2 2 U 0.00 1 66.71 3 66.91 4 L 0.000 1 30.772 4 -102.4 2 3 U 0.00 1 -24.63 4 -57.09 4 L 0.000 1 -46.048 1 -338.8 2 4 U 0.00 1 -33.03 4 77.444 L 0.000 1 -60.981 1 -90.1 2 5 U 0.00 1 -41.43 4 312.13 1 L 0.000 1 -75.914 1 203.9 3 6 1 U 0.00 1 76.38 1 311.82 1 L 0.000 1 41.608 2220.8 3 2 U 0.00 1 61.45 1 76.46 2 L 0.000.1 33.208 2 -91.0 4 3 U 0.00 1 -22.14 3 -5 2 L 0.000 1 -42:990 4 -340.6 4 U 0.00 1 -3.0.54 3 .J 2 L 0.000 1 -57.923 4 =105.1 4 5 U 0.00 1 -38.94 3 274.15 .1 L 0.000 1 -72.856 4 195.5 3 IL r; i RISA -2D (R) Version 4.01 Buehler & Buehler Job 99138.00 7300 Folsom Blvd., #103 Page: 20 Sacramento, CA 95826 Date: 4/25/00 File: MILLG1 Sunwest Foods Rice Mill mill girder frame G1 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 7 1 U 0.00 1 70.89 2 276.71 1 L 0.000 1 35.886 4 180.1 3. 2 U 0.00 1 55.96 2 76.79 4 L 0.000 1 27.486 4 -90.6 2 3 U 0.00 1 -27.91 4 -31.88 4 L 0.000 1 -56.754 3 -316.9 2 4 U L 0.00 0.000 1 1 -36.31 -71.688 4 3 117.99 4 75.&-2-2 5 U 0.00 1 -44.71 4 408:80 L 86.621 3 --------0_000-1------------ ---�=_�-----------270- - ------------ 8 1 U 0.00 1 91.9 405.28 3 L 0.000 1 49.429 2 279.8 4 2. U 0.00 1 76.97 3 78.07 2 L 0.000 1 41.028 2 -85.1 4 3 U 0.00 1 62.03 3 L 0.000 1 32.626 2 -380.2 4 U 0.00 1 -8.78 2 -83.47 2 L 0.000 1 -36.175 4 -271.9 4 5 U 0.00 1 -17.18 2 -22.90 2 ---------L---------0_000-1-----------51_111-4-------------68_1-4 IL r; i 14 BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. IO Reorder Call NEBS CUMprinting service TOLL FREE I-800-888-8327 NESS. Inc., Peterborough, NH 03458. - Rei. No: G 109670551 1 1 1 1 1 1 1 1 1 7 BUEHLER & BUEHLER ASSOCIATES JOBir�/l�t/��r�� ��f(/L✓�"� �% STRUCTURAL ENGINEERS, INC. JOB NO. ®� DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. :5700- f �V- Gr'°'�c'G7'l ;6� & `/ AGS/ 62--1y1 -7-4-�1 �o Reorder Gall NEBS CUST4;Wprinting service TOLL FREE 1.00488&8327 NESS. Inc.. Peterborough. NH 03458. Ref. No: G 109-;00551 1� 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 7 1 BUEHLER & BUEHLER ASSOCIATES JOB Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 04/25/00 7300 Folsom Blvd. Suite 103 /� SACRAMENTO, CALIFORNIA 95826 CLIENT C.IA sr PLS SHEET NO� Sunwest Foods Rice Mill 0 mill girder frame G2 4 Loads: LC 1 . total dl + II -99K KK K -107K -3.2K/ft-3.2K/ft-7810.2K/ft-7810.2K/ft-7810.2K ft -3.2K/ftO-3-9.2K/ft-89-3.2K/ft 9 Q Lax Solution: Envelope f i i f 1 [I 1 f Units .............................. US Standard______________________________ Steel Code ........................ AISC 9th Edition ASD%¢ Allowable Stress Increase Factor.. 1.333 Include Shear Deformation......... Yes No. of Sections for Member Calcs.. 5 ' Do Redesign ....................... Yes P -Delta Analysis Tolerance. 0-.50% Joint Coordinates 11 r 1 1 Joint X Y Joint ' No Coordinate Coordinate Temperature 1 -0.670 0.000 0.00 2 25.000 0.000 0.00 3 45.000 _ 0.000 0.00 4 65.000 0.000 0.00 5 85.000 0.000 0.00 6 105.000 0.000 0.00 7 125.000 0.000 0.00 8 145.000 0.000 0.00 9 165.670 0.000 0.00 11 r 1 1 r� �l ri 1 1 n 1 1 1 1 1 11 RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill mill girder frame G2 Job : 99138.00 Page: 30 Date: 4/25/00 File: MILLG2 Boundary Conditions Joint +----- Translation -----+ No X Y Rotation ------------ K/in-------- K/in------ K-ft/rad---------------------------------- 1 Reaction Reaction 2 Reaction 3 Reaction 4 Reaction 5 Reaction 6 Reaction 7 Reaction 8 Reaction 9 Reaction --------------------------< Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress ------------- Ksi---------- Ksi---------------- 10^5°F ---- K/ft3------- Ksi------ CONC 3600.00 .1550.00 0.1670 0.65000 0.150 3.40 Sections Section Load Type Totals Database Material As As I I T Label --Description----------------Nodal dl Shape Label Area 0,2 1,3 1,3 0,2 C ----------------------------- Wu 11 @ bay 2, 4& 8 =in-2----------------in^4 4 ---------- in -4--------- GIRDER 5 Wu 11 CONC 648.00 1.2 1.2 1.00 13800.00 Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I -End J -End Label y Lengt_z --------------------------------------------in-------in---------------ft---- 1 1 2 GIRDER 16.00 8.00 25.67 2 2 3 GIRDER 8.00 8.00 20..00 3 3 4 GIRDER 8.00 8.00 20.00 4 4 5 GIRDER 8.00 8.00 20.00 5 5 6 GIRDER 8.00 8.00 20.00 6 6 7 GIRDER 8.00 8.00 20.00 7 7 8 GIRDER 8.00 8.00 20.00 8 8 9 GIRDER 8.00 16.00 20.67 Basic Load Case Data BLC Basic Load Case Load Type Totals No. Point Dist. ---------------- 1 total --Description----------------Nodal dl -------------------------- 9 8 2 Wu 11 @ bay 1, 5& 7 4 3 3 Wu 11 @ bay 2, 4& 8 3 3 4 Wu 11 @ bay 3 1 1 5 Wu 11 @ bay 6 1 1 1 1 1 1 � -1 1 1 ILI RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 31 Sacramento, CA 95826 Date: 4/25/00 ' Sunwest Foods Rice Mill File: MILLG2 mill girder frame G2 F 40 _______________________< Member Point Loads, BLC 1 ' Joints Member I J Direction Magnitude Location -------------------------------------K,K-ft ----------- ft or % --------------- 1 1 2 Y -29.000 %33.000 1 1 2 Y -29.000 %67.000 2 2 3 Y -36.000 %50.000 3 3 4 Y -36.000 %50.000 4 4 5 Y -36.000 %50.000 5 5 .6 Y -57.000 %50.000 6 6 7 Y -48.000 %50.000 7 7 8 Y -47.000 %50.000 8 8 9 Y -63.000 %50.000 Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member I J Label Multiplier -----1------------------------------------=---------------------------------- 1 1 2 UNIFORM 1.$000 2 2. 3 UNIFORM 1.8000 3 3 4 UNIFORM 1.8000 4 4 5 UNIFORM 1.8000 5 5 6 UNIFORM 1.8000 6 6 7 UNIFORM 1.8000 ' 7 7 8 UNIFORM 1.8000 8 8 9 UNIFORM 1.8000 _________< Member Point Loads, BLC 2 Joints Member I J Direction Magnitude Location ----------------- -------------------- K,K-ft----------- ft or %--------------- ' 1 1 2 Y -37.000 %33.000 1 1 2 Y -37.000 %67.000 5 5 6 Y -42.000 %50.000 7 7 8 Y -42.000 %50.000 Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier ------------------------------------------------------------------------------ 1 1 2 UNIFORM 1.4000 ' 5 5 6 UNIFORM 1.4000 7 7 8 UNIFORM 1.4000 Member Point Loads, BLC 3 Joints Member I J Direction Magnitude Location - ------------------------------------ K,K-ft----------- ft or %--------------- 2 2 3 Y -42.000 %50.000 4 4 5 Y -42.000 %50.000 1 Joints RISA -2D (R) Version 4.01 I J Direction Magnitude Location Buehler & Buehler -K,K-ft-----------ft or % --------------- Job 99138.00 6 6 7300 Folsom Blvd., #103 Page: 32 Member Distributed Loads, BLC 5 Sacramento, CA 95826 Date: 4/25/00 Sunwest Foods Rice Mill I J Label Multiplier File: MILLG2 ---------------------------------------------------------------------------- 6 mill girder frame G2 Load Patterns Member Point Loads, BLC 3 Magnitudes Locations Joints Dir Start End Start End ------------------- Member I J Direction Magnitude Location Y -1.000 -1.000 0.000 0.000 -------------------------------------K,K-ft ----------- ft or % --------------- ' 8 8 9 Y -44.000 %50.000 Member Distributed Loads, BLC 3 dl + 11 1 1 2 1 3 1 4 1 5 1 ' Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 2 2 3 UNIFORM 1.4000 ' 4 4 5 UNIFORM 1.4000 8 8 9 UNIFORM 1.4000 I=========< Member Point Loads, BLC 4 Joints Member I J Direction Magnitude Location t- ------------------------------------K,K-ft-----------ft or % --------------- 3 3 4 Y -42.000 %50.000 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- ' 3 3 4 UNIFORM 1.4000 Member Point Loads, BLC 5 Joints Member I J Direction Magnitude Location ------------------------------------ -K,K-ft-----------ft or % --------------- 6 6 6 7 Y -42.000 %50.000 Member Distributed Loads, BLC 5 Joints Load Pattern. Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 6 6 7 UNIFORM 1.4000 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F----------- ft or % ------- ft or %--- UNIFORM Y -1.000 -1.000 0.000 0.000 Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ---------------------------------------------------------------------------- 1 total dl + 11 1 1 2 1 3 1 4 1 5 1 2 dl + 11 @ 1,3,5,7 1 1 2 1 4 1 y RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 33 Sacramento, CA 95826 Date: 4/25/00 File: MILLG2 Sunwest Foods Rice Mill mill frame G2 r girder (- Load Combinations RWFE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSd.v 3 dl+11@1,2,4,5,7,8 1 1 2 1 3 1 4 dl + 11 @ 2,4,6,8 1 1 3 1 5 1 y Envelope Reactions Joint +------------ Forces -------------+ X lc y lc Moment lc ------------K-----------------K----------------K-ft------------------------- 1 lU 0.00 1 80.47 2 0.00 1 L 0.00 1 33.79 4 0.00 1 2U 0.00 1 228.92 3 0.00 1 1 L 0.00 1 146.56 4 0.00 1 3U 0.00 1 109.43 1 0.00 1 L 0.00 1 69.91 3 0.00 1 4U 0.00 1 144.03 1 0.00 1 1 L 0.00 1 100.41 3 0.00 1 5U 0.00 1 163.14 3 0.00 1 L 0.00 1 111.75 2 0.00 1 6U 0.00 1 161.42 1 0.00 1 L 0.00 1 117.87 3 0.00 1 7U 0.00 1 133.92 1 0.00 1 1 L 0.00 1 94.12 3 0.00 1 8U 0.00 1 201.80 3 0.00 1 L 0.00 1 150.55 2 0.00 1 9U 0.00 1 62.65 4 0.00 1 L 0.00 1 28.72 2 0.00 1 Tot:9U 0.00 1 1244.89 1 ' L 0.00 1 933.35 4 ------------------------< Envelope Section Forces >------------------------- Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 1 1 U 0.00 1 80.47 2 -45.05 4 L 0.00 1 33.79 4 -107.29 2 2 U 0.00 1 61.53 2 -21 50 4 L 0.00 1 23.14 4 -527.43 3 U 0.00 1 -16.51 4 - 69 1 L 0.00 1 -27.81 3 -525.51 2 4 U 0.00 1 -56.16 4 1.26 4 L 0.00 1 -112.74 3 -206.45 2 5 U 0.00 1 -66.._8 600.78 3 ! L 0.00 1 -131.6 �___ 365.12 4 1 U 0.00 1 97.24 3 3 L 0.00 1 56.43 2 356.50 4 1 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 34 Sacramento, CA 95826 Date: 4/25/00 ' Sunwest Foods Rice Mill File: MILLG2 mill girder frame G2 ________________________< Envelope Section Forces Section Memb i Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------- 2 U 0.00 1 82.31 3 294.19 2 L 0.00 1 48.03 2 19.21 4 3 U 0.00 1 3.63 2 89.66 2 L 0.00 1 -28.12 4 -248.39 4 4 U 0.00 1 - 4.77 2 92.33 2 L 0.00 1 -43.06 4 -82.31 4 5 U 0.00 1 -13.17 2 189.87 1 L 0.00 1 -57.99 4 94.09 3 ---------------------------------------------------------------------------- 3 1 U L 0.00 0.00 1 1 62.95 29.42 2 3 179.14 101.02 1 2 2 U 0.00 1 48.02 2 40.72 4 L 0.00 1 21.02 3 -157.90 2 1 3 U 0.00 1 -20.74 4 -50.11 4 L 0.00 1 -45.10 1 -347.14 2 4 U 0.00 1 -29.14 4 66.26 4 L 0.00 1 -60.04 1 -102.68 2 5 U 0.00 1 -37.54 4 293.07 1 L 0.00 1 -74.97 1 201.86 3 ---------------------------------------------------------------------------- 4 1 U 0.00 1 69.06 1 297.01 1 L 0.00 1 34.88 2 188.50 3 2 U 0.00 1 54.13 1 94.87 2 L 0.00 1 26.48 2 -81.13 4 3 U 0.00 1 -17.92 2 -9.12 2 L 0.00 1 -47.64 3 -294.08 4 ,^ 4 U L 0.00 0.00 1 1 -26.32 -62.57 2 3 94.09 - 2 4� 5 U 0.00 1 -34.72 2 349.74 3- L 0.00 1 -77.50 3 217.11 4 ---------------------------------------- 5 1 U 0.00 185.63 --------------------------------- 344.32 3 L 0.00 1 43. 7 4 208.28 2 2 U 0.00 1 70.70 3 52.95 4 L 0.00 1 34.77 4 -116.39 2 3 U 0.00 1 -30.63 4 -89.70 4 L 0.00 1 -52.05 1 -371.37 4 U 0.00 .1 -39.03 4 "-7'2-:"85 4 L 0.00 1 -66.99 1 -94.66 2 5 U 0.00 1 -47.43 4 335.57 1 L 0.00 1 1 227.32 3 ------------------------------------ 6 1 U 0.00 1 -- 79.50 1 337.18 1 2 L U 0.00 0.00 1 1 44.72 64.57 2 1 246.21 87.27 3 2 L 0.00 1 36.32 2 -80.23 4 t 'I RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 35 Sacramento, CA 95826 Date: 4/25/00 Sunwest Foods Rice Mill File: MILLG2 mill girder frame G2 _==========< Envelope Section Forces 1 Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 3 U 0.00 1 -20.03 3 -62.64 2 L 0.00 1 -40.87 4 -344.33 4 4 U 0.00 1 -28.43 3 50.65 2 L 0.00 1 -55.81 4 -118.74 4 5 U 0.00 1 -36.83 3 250.67 1 L 0.00 1 -70.74 4 172.03 3 --------------------------------------------------------2-503-------------- 7 1 U 0.00 1 66.07 2 255..03 1 L 0.00 1 31.07 4 158.38 3 2 U 0.00 1 51.14 2 77.59 4 L 0.00 1 22.67 4 -89.83 2 3 U 0.00 1 -32.73 4 -8.60 4 L 0.00 1 -61.57 3 -293.64 2 ' 4 U 0.00 1 -41.13 4 163.75 4 5 L U 0.00 0.00 1 1 -76.50 3 4 -12.4.3- - ' -49.53 47704 L 0.00 1 -91.44 3 3-3-8:.'47 2 ---------------------------------------------------------------------------- 8 1 U 0.00 110:3. 46^4.42 3 2 L U 0.00 0.00 1 1 67.89 95.43 2 3 338.92 4 51.07 2 L 0.00 1 59.48 2 -112.06 4 3 U 0.00 1 80.49 3 -206.97 2 L 0.00 1 51.08 2 --t9T..3�33 4 U 0.00 1 -20.32 2 -152.74 2 L 0.00 1 -47.72 4 -341.12 4 5 U L 0.00 0.00 1 1 -28.72 -62.65 2 4 -38.29 2 -83.54 4 ---------------------------------------------------------------------------- t 'I r BUEHLER &BUEHLER ASSOCIATES dOe Lo N STRUCTURAL ENGINEERS, INC. JOB NO. DATE 7300 Folsom Blvd. Suite 103 f /� SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. F` a yu, Z� *. 2) x 2D/z ' Ve- 07 23' /45 Reorder Call NEBS CUSTQiM" printing Service TOLL FREE 1.800-888-6327 NESS. Inc.. Peterborough. NH 03458. Ref. No; G 109C05b1 BUEHLER &BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. DATE G 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. 42 LZ A, aH9 ria o��.- ls, 3 ,� Gs �, % s' ,ls D. Ito 6002 �L7 s 24DL. f �r,t, s x 00 92 x /25 X 11 2/ ¢ ) /_72e,— o Reorder Call NESS CUSTNM"'printing service TOLL FREE 1-800-88&6327 Was, Inc.. Peterborough. NH 03458. Ref. 1¢0 i .1 i 1 11 1 I 1, i BUEHLER &BUEHLER ASSOCIATES JOB �I/t N V16&r !e;� 6� STRUCTURAL ENGINEERS, INC. JOB NO. ��/y - DATE � / 7300 Folsom Blvd. Suite 103 CLIENT BY SHEET NO. SACRAMENTO, CALIFORNIA 95826 3 OF CONI'. SLRB (All 1J l� o l Xe f 9/ `s w ¢ �' /2 = /03 . VN r/03 %44 -/03 �/./ = '¢ � �': T GLS SPq�/2 ,s: FROM f.6, CSG �6, /�a s "sox, 4, if 3 ) ��� ��� ��i� � / 7 3 ©o �,✓ T 2 x FjL P /5c '3/-73 lv LL A /S G 6 M a -161-7 = 2Qi��t acs _ 2)(0,004x4,1 x23. ¢ + o.00I Al9xYZ3 334), l�- ��x/o�l7so 17' - a'S? /, ':� o Reorder Call NEBS CUSTNM"printing Service TOLL FREE 7 -Boo -BBB -6327 NESS, Inc., Peterborough. NH 03458. R0. Stn: G 1090G551 `1/ RAM Steel V6.1 Floor Map DataBase: packmezz Building Code: UBC2 Floor Type: mezzanine n 1� 03/27/00 17:48:52 rZ° 1 RAM Steel V6.1 Floor Map Page 2 DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Floor Type: mezzanine Surface Loads Label DL CDL LL Reduction Mass DL psf psf psf Type psf ® mezz 54.0 0.0 40.0 Reducible 0.0 Point.Loads Label DL CDL LL Reduction Mass DL kips kips kips Type kips P1 1/4 surge bin 8.0 0.0 0.0 Reducible 0.0 RAM Steel V6.1 Floor Map DataBase: packmezz Building Code: UBC2 Floor Type: mezzanine 03/27/00 17:48:52 T�zv3 9k V'k10 9k 9k V 9k V� Sk V� _ ,okn - 8k N14k.n =�M 91. W12� 1-1 9t. W12� n 7:..v ._x4C 15k r 1 RAM SteelV6.1 Gravity Beam Design Buehler & Buehler DataBase: pack me zz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. FloorType: mezzanine Beam Number = 1 SPAN INFORMATION (ft): I -End (0.00,0.00), J -End (0.00,17.67) Beam Size (Optimum) = W8X10 Fy - 50.0 ksi " Total Beam Length (ft) - 17.67 LINE LOADS: (k/ft) LoadDist DL LL Red% Type 1 0.00 0.182 0.135 0.0% Red 17.67 0.182 0.135 SHEAR: Max V (DL+LL) - 2.80 kips fv - 2.09 ksi FV - 20.00 ksi MOMENTS: Span Cond Moment O Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 12.4 8.8 0.0 1.00 19.02 32.70 19.02 32.70 Controlling 12.4 8.8 0.0 1.00 19.02 32.70 --- --- REACTIONS Ikips): Left Right DL reaction 1.61 1.61 Max + LL reaction 1.19 1.19 Max + total reaction 2.80 2.80 DEFLECTIONS: Dead load (inl at 8.83 ft = -0.447 L/D 474 Live load (inl at 8.83 ft -0.331 L/D 640 Net Total load (in) at 8.83 ft -0.779 L/D = 272 11 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 3 SPAN INFORMATION (ft): I -End (0.00,17.67), J -End (16.25,17.67) Beam Size (Optimum) = W14X22 Fy - 50.0 ksi Total Beam Length (ft) = 16.25 . POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 5.75 10.32 1.72 0.0 0.00 0.00 0.0 0.00 0.0 11.00 0.99 0.32 0.0 0.00 0.00 0.0 0.00 0.0 DS: LINE LOA(k/ft) Load Dist DL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 16.25 0.027 0.020 -� SHEAR: Max V (DL+LL) - 8.41 kips fv - 2.80 ksi Fv - 18.90 ksi MOMENTS: Span Cond Moment 0, Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 47.6 5.8 5.8 1.00 19.69 30.00 19.69 28.37 Controlling 47.6 5.8 5.8 1.00 --- --- 19.69 28.37 REACTIONS (kips): Left Right DL reaction 7.03 4.17 Max + LL reaction 1.38 0.99 Max + total reaction 8.41 5.16 DEFLECTIONS: Dead load (in) at 7.56 ft - ,-0.263 L/D - 741 Live load (in) at 7.56 ft - -0.054 L/D - 3642 Net Total load (in) at 7.56 ft - -0.317 L/D - 616 1 t RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number = 2 SPAN INFORMATION (ft): I -End (0.00,0.00), J -End (16.25,0.00) Beam Size (Optimum) - W14X22 Fy - 50.0 ksi Total Beam Length (ft) - 16.25 POINT LOADS Ikipsl: DistDL RedLL Red% NonRLL StorLL Red% ROofLL Red% 5.75 10.32 1.72 0.0 0.00 0.00 0.0 0.00 0.0 11.00 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 16.25 0.027 0.020 SHEAR: Max V (DL+LL) - 8.41 kips fv - 2.80 ksi FV - 18.90 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max . 47.6 5.8 5.8 1.00 19.69 30.00 19.69 29.37 Controlling 47.6 5.8 5.8 1.00 --- --- 19.69 29.37 REACTIONS (kips): Left Right DL reaction 7.03 4.17 Max + LL reaction 1.38 0.99 Max + total reaction 8.41 5.16 DEFLECTIONS: Dead load lin) at 7.56 ft - -0.263 L/D = 741 Live load (in) at 7.56 ft - -0.054 L/D 3642 Net Total load (in) at 7.56 ft = -0.317 L/D = 616 PAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 4 SPAN INFORMATION (ft): I -End (5.75,0.00), J -End (5.75,17.67) Beam Size (Optimum) - W12X14 Fy - 50.0 ksi Total Beam Length (ft) - 17.67 POINT LOADS (kips): .Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 3.08 8.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 14.58 8.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.155 0.115 0.0% Red _ 17.67 0.155 0.115 2 0.00 0.142 0.105 0.0% Red 3.08 0.142 0.105 3 3.08 0.027 0.020 0.0% Red 14.58 0.027 0.020 4 14.58 0.142 0.105 0.0% Red 17.67 0.142 0.105 SHEAR: Max V (DL+LL) - 12.04 kips fv - 5.26 ksi Fv 18.75 ksi MOMENTS: Span Cond Moment 3 Lb Cb Tension Flange Compr F'-ange kip -ft ft ft fb Fb fb Fb Center Max + 39.9 8.8 0.0 1.00 32.15 33.00 32.15 93.00 Controlling 39.9 8.8 0.0 1.00 32.15 33.00 --- --- REACTIONS (kips): Left Right DL reaction 10.32 10.32 Max + LL reaction 1.72 1.72 Max . total reaction 12.04 12.04 DEFLECTIONS: (Camber - 5/8) Dead load lin) at . 8.83 ft = -0.818 L/D - 259 Live load (in) at 8.83 ft - -0.146 L/D - 1450 Net Total load (in) at 8.83 ft - -0.340 L/D - 624 PAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 5 SPAN INFORMATION (ft): I -End (5.75,3.08), J -End (16.25,3.08) Beam Size (Optimum) =-WBX10 Fy = 50.0 ksi Total Beam Length (ft) = 10.50 POINT LOADS (kips): Disc DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 5.25 O. 0.32 0.0 0.00 0.00 0.0 0.00 0.0 1.00 8.00 9.50 8.00 LINE (AADS: (k/ft) Load Di 00 DL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 10.50 0.027 0.020 SHEAR: Max V (DL+LL) - 8.63 kips fv - 6.43 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 10.6 5.3 5.3 1.00 16.35 30.00 16.35 26.73 Controlling 10.6 5.3 5.3 1.00 --- --- 16.35 26.73 REACTIONS (kips): Left Right DL reaction 8.36 8.36 Max + LL reaction 0.27 0.27 Max + total reaction 8.63 8.63 DEFLECTIONS: Dead load (in) at 5.25 ft - -0.239 L/D - 526 Live load (in) at 5.25 ft - -0.021 L/D - 5937 Net Total load (in) at 5.25 ft - -0.261 L/D - 484 i 1 ti 1 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 6 SPAN INFORMATION (ft): I -End (5.75,14.58), J -End (16.25,14 58) Beam Size (Optimum) - W8X10 Fy - 50.0 ksi Total Beam Length (ft) - 10.50 POINT LOADS (kips): DistDL RedLL Red% NonRLL StorLL Red% Roof LL Red% 5.25 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 1.00 8.00 9.50 8.00 LINE (AADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 10.50 0.027 0.020 SHEAR: Max V (DL+LL) - 8.63 kips fv = 6.43 ksi Pv - 20.00 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Cortpr Flange kip -ft ft ft fb Fb fb Fb Center Max + 10.6 5.3 5.3 1.00 16.35 30.00 16.35 2e.73 Controlling 10.6 5.3 5.3 1.00 --- --- 16.35 2e.73 REACTIONS (kips): Left Right DL reaction 8.36 8.36 Max + LL reaction 0.27 0.27 Max + total reaction 8.63 8.63 DEFLECTIONS: Dead load (in) at 5.25 ft - -0.239 L/D - 526 Live load (in) at 5.25 ft - -0.021 L/D - 5937 Net Total load (in) at 5.25 ft - -0.261 L/D - 484 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 8 SPAN INFORMATION (ft): I -End (11.00,14.58), J -End (11.00,17.67) Beam Size (Optimum) = W8x10 Fy - 50.0 ksi Total Beam Length (ft) - 3.08 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.283 0.210 0.0% Red 3.08 0.283 0.210 SHEAR: Max V (DL+LL) - 0.76 kips fv - 0.57 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment Q Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 0.6 1.5 0.0 1.00 0.90 32.70 0.90 32.70 Controlling 0.6 1.5 0.0 1.00 0.90 32.70 --- --- REACTIONS (kips): Left Right DL reaction 0.44 0.44 Max + LL reaction 0.32 0.32 Max + total reaction 0.76 0.76 DEFLECTIONS: Dead load (in) at 1.54 It - -0.001 Live load (in) at 1.54 ft - -0.000 Net Total load (in) at 1.54 ft - -0.001 L/D 32941 PAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number 7 SPAN INFORMATION (ft): I -End (11.00,0.00), J -End (11.00,3.08) Beam Size (Optimum) - W8X10 Fy - 50.0 ksi Total Beam Length (ft) = 3.08 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.283 0.210 0.0% Red 3.08 0.283 SHEAR: Max V (DL+LL) - 0.76 0.210 kips fv - 0.57 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment Q Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb CenterMax . 0.6 1.5 0.0 1.00 0.90 32.70 0.90 32.70 Controlling 0.6 1.5 0.0 1.00 0.90 32.70 --- --- REACTIONS (kips): Left Right DL reaction 0.44 0.44 Max + LL reaction 0.32 0.32 Max + total reaction 0.76 0.76 1 DEFLECTIONS: Dead load (in) at 1.54 ft - -0.001 - Live load (in) at 1.54 ft - -0.000 Net Total load (in) at 1.54 It - -0.001 L/D - 32941 1 ti 1 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 6 SPAN INFORMATION (ft): I -End (5.75,14.58), J -End (16.25,14 58) Beam Size (Optimum) - W8X10 Fy - 50.0 ksi Total Beam Length (ft) - 10.50 POINT LOADS (kips): DistDL RedLL Red% NonRLL StorLL Red% Roof LL Red% 5.25 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 1.00 8.00 9.50 8.00 LINE (AADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 10.50 0.027 0.020 SHEAR: Max V (DL+LL) - 8.63 kips fv = 6.43 ksi Pv - 20.00 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Cortpr Flange kip -ft ft ft fb Fb fb Fb Center Max + 10.6 5.3 5.3 1.00 16.35 30.00 16.35 2e.73 Controlling 10.6 5.3 5.3 1.00 --- --- 16.35 2e.73 REACTIONS (kips): Left Right DL reaction 8.36 8.36 Max + LL reaction 0.27 0.27 Max + total reaction 8.63 8.63 DEFLECTIONS: Dead load (in) at 5.25 ft - -0.239 L/D - 526 Live load (in) at 5.25 ft - -0.021 L/D - 5937 Net Total load (in) at 5.25 ft - -0.261 L/D - 484 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 8 SPAN INFORMATION (ft): I -End (11.00,14.58), J -End (11.00,17.67) Beam Size (Optimum) = W8x10 Fy - 50.0 ksi Total Beam Length (ft) - 3.08 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.283 0.210 0.0% Red 3.08 0.283 0.210 SHEAR: Max V (DL+LL) - 0.76 kips fv - 0.57 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment Q Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 0.6 1.5 0.0 1.00 0.90 32.70 0.90 32.70 Controlling 0.6 1.5 0.0 1.00 0.90 32.70 --- --- REACTIONS (kips): Left Right DL reaction 0.44 0.44 Max + LL reaction 0.32 0.32 Max + total reaction 0.76 0.76 DEFLECTIONS: Dead load (in) at 1.54 It - -0.001 Live load (in) at 1.54 ft - -0.000 Net Total load (in) at 1.54 ft - -0.001 L/D 32941 RAM Steel V6.1 Gravity Beam Design Buehler s Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. ' FloorType: mezzanine Beam Number - 9 SPAN INFORMATION (ft): I -End (16.25,0.00), J -End (16.25,17.67) Beam Size (Optimum) - W12X14 Fy = 50.0 ksi Total Beam Length (ft) - 17.67 POINT LOADS (kips): Dist�DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 1 3.08 8.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 14.58 8.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.142 0.105 0.0% Red 3.08 0.192 0.105 2 3.08 0.027 0.020 0.0% Red 14.58 0.027 0.020 3 14.58 0.142 0.105 0.0% Red 17.67 0.142 0.105 4 0.00 0.095 0.070 0.0% Red 17.67 0.095 0.070 SHEAR: Max V (DL.LL) - 11.11 kips fv - 4.85 ksi Fv = 18.75 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 35.8 8.8 0.0 • 1.00 28.83 33.00 28.83 33.00 Controlling 35.8 8.8 0.0 1.00 28.83 33.00 REACTIONS (kips): Left Right DL reaction 9.79 9.79 Max + LL reaction 1.32 1.32 Max + total reaction 11.11 11.11 DEFLECTIONS: (Camber - 5/8) Dead loadlin: at 8.83 ft - -0.767 L/D - 277 Live load lin) at 8.83 ft - -0.108 L/D - 1965 Net Total load (inl at 8.83 ft = -0.249 L/D = 850 1 I I RAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 11 SPAN INFORMATION (ft): I -End (16.25,17.67), J -End (30.25,17.67) Beam Size (Optimum) - W12X14 Fy - 50.0 ksi Total Beam Length (ft) - 14.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 3.50 9.79 1.32 0.0 0.00 0.00 0.0 0.00 0.0 8.75 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 14.00 0.027 0.020 SHEAR: Max V (DL.LL) - 8.95 kips fv - 3.90 ksi Fv - 18.75 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comer Flange kip -ft ft ft fb Fb Eb Fb Center Max + 31.0 . 3.5 5.3 1.00 24.99 30.00 24.99 26.16 Controlling 31.0. 3.5 5.3 1.00 --- --- 24.99 26.16 REACTIONS (kips): Left Right DL reaction 7.69 2.91 Max + LL reaction 1.25 0.67 Max + total reaction 8.95 3.58 DEFLECTIONS: y Dead load lint at 6.30 f[ _ -0.287 L/D = 586 Live load (in) at 6.30 ft - -0.053 L/D - 3156 Net Total load (in) at 6.30 ft = -0.340 L/D = 494 1 RAN Steel V6.1 Gravity Beam Design Buehler s Buehler DataBase: packmezz 03/27/00 17:48:52 Building Codeode::UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 10 SPAN INFORMATION (ft); I -End (16.25,0.00), J -End (30.25,0.00) Beam Size (Optimum) - W12X14 Fy - 50.0 ksi Total Beam Length (ft) - 14.00 POINT LOADS (kips): DistDL RedLL Red% NonRLL StorLL Red% RoofLL Red% 3.50 9.79 1.32 0.0 0.00 0.00 0.0 0.00 0.0 8.75 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) LoadDist DL LL Red% Type 10.00 0.027 0.020 0.0% Red 14.00 0.027 0.020 SHEAR: Max V (DL.LL) - 8.95 kips fv - 3.90 ksi Fv = 18.75 ksi MOMENTS: Span Cond Moment Q Lb Cb Tension Flange Compr Flange kip -ft ft. ft fb Fb fb =b Center Max + 31.0 3.5 5.3 1.00 24.99 30.00 24.99 26.16 Controlling 31.0 3.5 5.3 1.00 --- --- 24.99 26.16 REACTIONS Ikips): Left Right DL reaction 7.69 2.91 Max +LL reaction 1.25 0.67 Max + total reaction 8.95 3.58 DEFLECTIONS: Dead load (in) at 6.30 ft - -0.287 L/D - 586 Live load (in) at 6.30 ft - -0.053 L/D - 3156 Net Total load (in) at 6.30 ft - -0.340 L/D - 494 RAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 12 SPAN INFORMATION (ft): I -End (19.75.0.00), J -End (19.75.17.67) Beam Size (Optimum) - W12X14 Fy - 50.0 ksi - Total Beam Length (ft) - 17.67 ` POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 3.08 8.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 14.58 8.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.095 0.070 0.0% Red 17.67 0.095 0.070 2 0.00 0.142 0.105 0.0% Red 3.08 0.142 0.105 3 3.08 0.027 0.020 0.0% Red 14.58 0.027 0.020 4 14.58 0.142 0.105 0.0% Red 17.67 0.142 0.105 SHEAR: Max V (DL.LL) - 11.11 kips fv - 4.85 ksi Fv = 18.75 ksi MOMENTS: Span Cond Moment a^ Lb Cb Tension Flange Compr Fla3ge kip -ft ft ft fb Fb fb =b Center Max + 35.8 8.8 0.0 1.00 28.83 33.00 28.83 33.00 Controlling. 35.8 8.6 0.0 1.00 28.83 33.00 --- --- REACTIONS (kips): _ Left Right DL reaction 9.79 9.79 Max + LL reaction 1.32 1.32 Max + total reaction 11.11 11.11 DEFLECTIONS:' (Camber = 5/8) Dead load (inl at 8.83 ft - -0.767 L/D - 277 Live load (inl at 8.83 Et - -0.108 L/D = 1965 Net Total load (inl at 8.83 ft = -0.249 L/D - 850 RAM SteelV6.1 Gravity Beam Design Buehler fi Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number = 13 SPAN INFORMATION (ft): I -End (19.75,3.08), J -End (30.25,3.08) Beam Size (Optimum) - W8X10 Fy - 50.0 ksi Total Beam Length (ft) - 10.50 POINT LOADS -(kips): Disc DL RedLL Reda NonRLL SGorLL Red% Roof LL Reda 5.25 O. 0.32 0.0 0.00 0.00 0.0 0.00 0.0 1.00 8.00 9.50 8.00 LINE LOADS: (k/ft) . Load Dist DL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 10.50 0.027 0.020 SHEAR: Max V (DL+LL) - 8.63 kips fv - 6.43 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment G Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 10.6 5.3 5.3 1.00 16.35 30.00 16.35 26.73 Controlling 10.6 5.3 5.3 1.00 --- --- 16.35 26.73 REACTIONS (kips): Left Right DL reaccion 8.36 8.36 Max + LL reaction 0.27 0.27 Max + total reaction 8.63 8.63 DEFLECTIONS: Dead load (in) at 5.25 ft - -0.239 L/D - 526 Live load (in) at 5.25 ft - -0.021 L/D - 5937 Net Total load (in) at 5.25 ft = -0.261 L/D - 484 1 RAM Steel V6.1 Gravity Beam RAM Steel V6.1 Gravity Beam Design Buehler fi Buehler Buehler fi Buehler DataBase: packmezz 03/27/00 17:48:52 DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number = 14 Floor Type: mezzanine Beam Number - 15 , SPAN INFORMATION (ft): I -End (19.75.14.58)• J -End (30.25,14.58) SPAN INFORMATION (ft): I -End (25.00,0.00), J -End (25.00,3.08) Beam Size (Optimum) - W8X10 Fy - 50.0 ksi 10.50 Total Beam Length (ft) - 3.08 LINE LOADS: (k/ft) DistDL RedLL Red% NonRLL StorLL Red% Roof LL Red% Wad Dist DL LL Red% Type 0.00 0.00 0.0 0.00 0.0 1 0.00 0.283 0.210 0.0% Red 3.08 0.283 SHEAR: Max V (DL+LL) = 0.76 0.210 kips fv - 0.57 ksi Fv - 20.00 ksi MOMENTS: LINE LOADS: (k/ft) Span Cond Moment Q Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb CenterMax + 0.6 1.5 0.0 1.00 0.90 32.70 0.90 32.70 Controlling 0.6 1.5 0.0 1.00 0.90 32.70 kips fv - 6.43 ksi Fv - 20.00 ksi REACTIONS (kips): Left Right DL reaction 0.44 0.44 ® Lb Cb Tension Flange Compr Max + LL reaction 0.32 0.32 ft ft fb Fb fb Max + total reaction 0.76 0.76 5.3 1.00 16.35 30.00 16.35 DEFLECTIONS: Controlling 10.6 5.3 5.3 1.00 --- --- 16.35 Dead load (in) at 1.54 ft = -0.001 Left Right , Live load (in) at 1.54 ft = -0.000 8.36 8.36 Net Total load (in) at 1.54 ft = -0.001 L/D - 32941 0.27 0.27 RAM Steel V6.1 Gravity Beam Design Buehler fi Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number = 14 SPAN INFORMATION (ft): I -End (19.75.14.58)• J -End (30.25,14.58) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) - 10.50 POINT LOADS (kips): DistDL RedLL Red% NonRLL StorLL Red% Roof LL Red% 5.25 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 1.00 8.00 9.50 8.00 LINE LOADS: (k/ft) Wad DistDL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 10.50 0.027 0.020 SHEAR: Max V (DL+LL) - 8.63 kips fv - 6.43 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Compr Flange • kip -ft ft ft fb Fb fb Fb Center Max + 10.6 5.3 5.3 1.00 16.35 30.00 16.35 26`73 Controlling 10.6 5.3 5.3 1.00 --- --- 16.35 2fa73 REACTIONS (kips): Left Right , DL reaction 8.36 8.36 Max + LL reaction 0.27 0.27 Max + total reaction 8.63 8.63 DEFLECTIONS: Dead load lin) at 5.25 ft - -0.239 L/D - 526 Live load (in) at 5.25 ft - -0.021 L/D - 5937 Net Total load (in) at 5.25 ft - -0.261 L/D'= 484 RAM Steel V6.1 Gravity Beam Design Buehler fi Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. - Floor Type: mezzanine Beam Number = 16 SPAN INFORMATION (ft): I -End (25.00,14.58), J -End (25.00,17.67) Beam Size (Optimum) - W8X10 Fy - 50.0 ksi _ Total Beam Length (ft) - 3.08 LINE LOADS: (k/ft) Wad Dist DL LL Red% Type 1 0.00 0.283 0.210 0.0% Red 3.08 0.283 0.210 SHEAR: Max V (DL+LL) - 0.76 kips fv = 0.57 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment a Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb ?b Center Max + 0.6 1.5 0.0 1.00 0.90 32.70 0.90 32'-70 Controlling 0.6 1.5 -0.0 1.00 0.90 32.70 --- --- REACTIONS (kips): Left Right DL reaction 0.44 0.44 Max + LL reaction 0.32 0.32 Max + total reaction 0.76 0.76 , DEFLECTIONS: Dead load (in) at 1.54 ft - -0.001 Live load (in) at 1.54 ft - -0.000 Net Total load (in) at 1.54 ft = -0.001 L/D 32941 RAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 19 SPAN INFORMATION (ft): I -End (30.25,17.67), J -End (44.25,17.67) Beam Size (Optimum) - W12X14 Fy - 50.0 ksi Total Beam Length (ft) - 14.00 POINT (AADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 3.50 9.79 1.32 0.0 0.00 0.00 0.0 0.00 0.0 8.75 DS: .75 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOA(k/ ft) Wad DistDL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 14.00 0.027 0.020 SHEAR: Max V (DL+LL) - 8.95 kips fv - 3.90 ksi Fv - 18.75 ksi MOMENTS: Span Cond Moment 3 Lb Cb Tension Flange Compr Flange kip -ft It It fb Fb fb Fb Center Max + 31.0 3.5 5.3 1.00 24.99 30.00 24.99 26.16 Controlling 31.0 3.5 5.3 1.00 --- --- 24.99 26.16 REACTIONS (kips): Left Right DL reaction 7.69 2.91 Max + LL reaction 1.25 0.67 Max + total reaction 8.95 3.58 DEFLECTIONS: 1 Dead load lin) at 6.30 It = -0.287 L/D = 586 Live load (in) at 6.30 It -0.053 L/D - 3156 Net Total load (in) at 6.30 It = -0.340 L/D - 494 RAM Steel V6.1 Gravity Beam Design ` Buehler 6 Buehler jf/• U DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number = 18 SPAN INFORMATION (ft): I -End (30.25,0.00), J -End (44.25,0.00) Beam Size (Optimum) - W12X14 Fy - 50.0 ksi Total Beam Length (ft) - 14.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 3.50 9.79 1.32 0.0 0.00 0.00 0.0 0.00 0.0 8.75 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 LINE (AADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 14.00 0.027 0.020 SHEAR: Max V (DL+LL) - 8.95 kips fv - 3.90 ksi Fv - 18.75 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Compr Flaoge kip -ft It It fb Fb fb _b Center Max + 31.0 3.5 5.3 1.00 24.99 30.00 24.99 26 16 Controlling 31.0 3.5 5.3 1.00 --- --- 24.99 26 16 REACTIONS (kips): Left Right DL reaction 7.69 2.91 Max +LL reaction 1.25 0.67 Max + total reaction 8.95.. 3.58 DEFLECTIONS: Dead load (in) at 6.30 It - -0.287 L/D - 586 Live load (in) at 6.30 It - -0.053 L/D - 3156 Net Total load (in) at 6.30 It - -0.340 L/D - 494 RAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler DataBase: packmezz RAM SteelV6.1 Gravity Beam Design Building Code: USC2 Steel Code: ASD 9th Ed. Buehler 6 Buehler Beam Number = 20 SPAN INFORMATION Ift): I -End (33.75,0.00), J -End (33.75,17.67) DataBase: paCkmezz 03/27/00 17:48:52 17.67 Building Code: UBC2 Steel Code: ASD 9th Ed. Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% Floor Type: mezzanine. Beam Number - 17 14.58 8.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 SPAN INFORMATION (ft): I-End (30.25,0.00), J-End (30.25,17.67) Wad Dist DL Beam Size (Optimum) - W12X14 Py - 50.0 ksi 0.070 0.0% Red Total Beam Length (ft) - 17.67 ' 2 0.00 0.142 0.105 0.0% Red POINT LOADS (kips): 3.08 0.142 0.105 3 3.08 0.027 Dist DL RedLL Red% NonRLL StorLL Redt Roof LL Red% 0.020 3.08 8.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 17.67 0.142 0.105 14.58 8.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 MOMENTS: LINE (AADS: (k/ft) Span Cond Moment - W Cb Tension Flange Compr Flange kip -ft Load Dist DL LL Red% Type 0.0 1.00 28.83 33.00 28.83 33.00 1 0.00 0.142 0.105 0.08 Red REACTIONS (kips): Left Right 3.08 0.192 0.105 9.79 9.79 Max + LL reaction 2 3.08 0.027 0.020 0.0% Red 11.11 11.11 14.58 0.027 0.020 Dead load (in) at 8.83 It - -0.767 L/D - 277 3 14.58 0.142 0.105 0.0% Red Net Total load (in) at 17.61 0.142 0.105 4 0.00 0.095 0.070 0.0% Red 17.67 0.095 0.070 SHEAR: Max V (DL+LL) - 11.11 kips fv - 4.85 ksi Fv 18.75 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Compr Flange kip-ft It It fbFb fb Fb Center Max + 35.8 8.8 0.0 1.00 28.83 33.00 28.83 33.00 Controlling 35.8 8.8 0.0 1.00 28.83 33.00 REACTIONS (kips): Left Right DL reaction 9.79 9.79 Max + LL reaction 1.32 1.32 Max + total reaction 11.11 11.11 DEFLECTIONS: (Camber - 5/8) Deadload lin) at 8.83 It = -0.767 L/D = 277 Live load (in) at 8.83 It - -0.108 L/D 1965 Net Total load lin) at 8.83 It = -0.249 L/D = 850 RAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 19 SPAN INFORMATION (ft): I -End (30.25,17.67), J -End (44.25,17.67) Beam Size (Optimum) - W12X14 Fy - 50.0 ksi Total Beam Length (ft) - 14.00 POINT (AADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 3.50 9.79 1.32 0.0 0.00 0.00 0.0 0.00 0.0 8.75 DS: .75 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOA(k/ ft) Wad DistDL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 14.00 0.027 0.020 SHEAR: Max V (DL+LL) - 8.95 kips fv - 3.90 ksi Fv - 18.75 ksi MOMENTS: Span Cond Moment 3 Lb Cb Tension Flange Compr Flange kip -ft It It fb Fb fb Fb Center Max + 31.0 3.5 5.3 1.00 24.99 30.00 24.99 26.16 Controlling 31.0 3.5 5.3 1.00 --- --- 24.99 26.16 REACTIONS (kips): Left Right DL reaction 7.69 2.91 Max + LL reaction 1.25 0.67 Max + total reaction 8.95 3.58 DEFLECTIONS: 1 Dead load lin) at 6.30 It = -0.287 L/D = 586 Live load (in) at 6.30 It -0.053 L/D - 3156 Net Total load (in) at 6.30 It = -0.340 L/D - 494 RAM Steel V6.1 Gravity Beam Design ` Buehler 6 Buehler jf/• U DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number = 18 SPAN INFORMATION (ft): I -End (30.25,0.00), J -End (44.25,0.00) Beam Size (Optimum) - W12X14 Fy - 50.0 ksi Total Beam Length (ft) - 14.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 3.50 9.79 1.32 0.0 0.00 0.00 0.0 0.00 0.0 8.75 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 LINE (AADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 14.00 0.027 0.020 SHEAR: Max V (DL+LL) - 8.95 kips fv - 3.90 ksi Fv - 18.75 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Compr Flaoge kip -ft It It fb Fb fb _b Center Max + 31.0 3.5 5.3 1.00 24.99 30.00 24.99 26 16 Controlling 31.0 3.5 5.3 1.00 --- --- 24.99 26 16 REACTIONS (kips): Left Right DL reaction 7.69 2.91 Max +LL reaction 1.25 0.67 Max + total reaction 8.95.. 3.58 DEFLECTIONS: Dead load (in) at 6.30 It - -0.287 L/D - 586 Live load (in) at 6.30 It - -0.053 L/D - 3156 Net Total load (in) at 6.30 It - -0.340 L/D - 494 RAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: USC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number = 20 SPAN INFORMATION Ift): I -End (33.75,0.00), J -End (33.75,17.67) Beam Size (Optimum) - W12X14 Fy - 50.0 ksi Total Beam Length (ft) - 17.67 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 3.08 8.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 14.58 8.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: Ik/ft) - Wad Dist DL LL Red% Type 1 0.00 0.095 0.070 0.0% Red 17.67 0.095 0.070 ' 2 0.00 0.142 0.105 0.0% Red 3.08 0.142 0.105 3 3.08 0.027 0.020 0.0% Red 14.58 0.027 0.020 4 14.58 0.142 0.105 0.0% Red 17.67 0.142 0.105 SHEAR: Max V (DL.LL) - 11.11 kips fv - 4.85 ksi Fv = 18.75 ksi MOMENTS: Span Cond Moment - W Cb Tension Flange Compr Flange kip -ft It It fb Fb fb Fb Center Max + 35.8 8.8 0.0 1.00 28.83 33.00 28.83 33.00 Controlling 35.8 8.8 0.0 1.00 28.83 33.00 --- --- REACTIONS (kips): Left Right DL reaction 9.79 9.79 Max + LL reaction 1.32 1.32 Max + total reaction 11.11 11.11 DEFLECTIONS: (Camber = 5/8) Dead load (in) at 8.83 It - -0.767 L/D - 277 Live load (in) at 8.83 It - -0.108 L/D - 1965 Net Total load (in) at 8.83 It - -0.249 L/D - 850 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine. Beam Number - 21 SPAN INFORMATION (ft): I -End (33.75.3.08), J -End (44.25,3.08) Beam Size (Optimum) = w8X10 Fy = 50.0 ksi Total Beam Length (ft) 10.50 POINT [AADS (kips): Dist DL RedLL P.ed% NonRLL StorLL Red% RoofLL Red% 5.25 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 1.00 8.00 9.50 8.00 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 10.50 0.027 0.020 SHEAR: Max V (DL+LL) = 8.63 kips fv = 6.43 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment O Lb Cb Tension Flange Compr Flange kip -ft It ft fb Fb fb Fb Center Max + 10.6 5.3 5.3 1.00 16.35 30.00 16.35 26.73 Controlling 10.6 5.3 5.3 1.00 --- --- 16.35 26.73 REACTIONS (kips): Left Right DL reaction 8.36 8.36 Max + LL reaction 0.27 0.27 Max, total reaction 8.63 8.63 DEFLECTIONS: Dead load (in) at 5.25 ft = -0.239 L/D = 526 Live load (in) at 5.25 ft - -0.021 L/D = 5937 Net Total load (in) at 5.25 ft = -0.261 L/D = 484 Ll [J �r RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code:UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number = 23 SPAN INFORMATION (f[): I -End (39.00,0.00), J -End (39.00,3.08) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 3.08 LINE LOADS: (k/Et) Load Dist DL LL Red% Type 1 0.00 0.283 0.230 0.0% Red 3.08 0.283 0.210 SHEAR: Max V (DL+LL) = 0.76 kips fv = 0.57 ksi. Fv = 20.00 ksi MOMENTS: Span Cond Moment a Lb Cb Tension Flange Compr Flange kip -ft ft It fb Fb fb Fb Center Max + 0.6 1.5 0.0 1.00 0.90 32.70 0.90 32.70 Controlling 0.6 1.5 0.0 1.00 0.90 32.70 REACTIONS (kips): Left Right DL reaction 0.44 0.44 Max + LL reaction 0.32 0.32 Max + total reaction 0.76 0.76 �! DEFLECTIONS: Dead load (in) at 1.54 ft = -0.001 Live load (inl at 1.54 ft = -0.000 Net Total load (in) at 1.54 ft -0.001 L/D = 32941 7 11 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. V Floor Type: mezzanine Beam Number = 22 SPAN INFORMATION (ft): I -End (33.75,14.58), J -End (44.25,14.58) Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 10.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLLSCOrLL Red% RoofLL Red% 5.25 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 1.00 8.00 9.50 8.00 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 10.00 0.027 0.020 0.0% Red 10.50 0.027 0.020 SHEAR: Max V (DL+LL) = 8.63 kips fv = 6.43 ksi FV = 20.00 ksi MOMENTS: Span Cond Moment a Lb Cb Tension Flange Compr Flange kip -ft ft It fb Fb fb =b Center Max + 10.6 5.3 5.3 1.00 16.35 30.00 16.35 26L73 Controlling 30.6 5.3 5.3 1.00 --- --- 16.35 26-,73 REACTIONS (kips): Left Right DL reaction 8.36 8.36 Max + LL reaction 0.27 0.27 Max + total reaction 8.63 8.63 DEFLECTIONS: Dead load (in) at 5.25 ft = -0.239 L/D = 526 Live load (in) at 5.25 ft = -0.021 L/D = 5937 Net Total load (in) at 5.25 It = -0.261 L/D - 484 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number = 24 SPAN INFORMATION (ft): I -End (39.00,14.58), J -End (39.00,17.67) - Beam Size (Optimum) = W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 3.08 LINE LOADS: (k/ft3 Load Dist DL LL Red% Type 1 0.00 0.283 0.210 0.0% Red 3.08 0.283 0.210 SHEAR: Max V (DL+LL) = 0.76 kips fv = 0.57 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment a Lb Cb Tension Flange Compr Fla.nge kip -ft It f[ fb Fb fb Fb Center Max + 0.6 1.5 0.0 1.00 0.90 32.70 0.90 3:.70 Controlling 0.6 1.5 0.0 1.00 0.90 32.70 --- --- REACTIONS Ikips): Left Right DL reaction 0.44 0.44 Max + LL reaction 0.32 0.32 Max + total reaction 0.76 0.76 DEFLECTIONS: Dead load (in) at 1.54 fC - -0.001 Live load (in) at 1.54 It -0.000 Net Total load (in) at 1.54 ft = -0.001 L/D = 32941 ' RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 25 SPAN INFORMATION (ft): I -End (44.25,0.00), J -End (44.25,17.67) Beam Size (Optimum) = W12X14 Fy - 50.0 ksi Total Beam Length (ft) - 17.67 POINT LOADS (kips): Dist DL RedLL Red% -NonRLL StorLL Red% ROOF LL Red% 3.08 8.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 14.58 8.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.142 0.105 0.0% Red 3.08 0.142 0.105 2 3.08 0.027 0.020 '0.0% Red _ 14.58 0.027 0.020 3 14.58 0.142 0.105 0.0% Red 17.67 0.142 0.105 4 0.00 0.095 0.070 0.0% Red 17.67 0.095 0.070 SHEAR: Max V IDL+LL) - 11.11 kips fv - 4.85 ksi Fv - 18.75 ksi MOMENTS: Span Cond Moment o Lb Cb Tension Flange Compr Flange kip -ft ftf[ fb Fb fb Fb b- Cen[er Max + 35.8 8.8 0.0 1.00 28.83 33.00 28.83 33.00 Controlling 35.8 8.8 0.0 1.00 28.83 33.00 REACTIONS (kips): Left Right DL reaction 9.79 9.79 Max + LL reaction 1.32 1.32 Max + total reaction 11.11 11.11 DEFLECTIONS: (Camber = 5/8) Dead load (in) at 8.83 ft - -0.767 L/D - 277 Live load (in) at 8.83 ft - -0.108 L/D - 1965 Net Total load (in) at 8.83 ft - -0.249 L/D - 850 1 RAM Steel V6.1 Gravity Beam Design Buehler "Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 27 SPAN INFORMATION (ft): I -End (44.25,17.67), J -End (58.25,17.67) Beam Size (Optimum) = W12X14 Fy 50.0 ksi Total Beam Length (ft) - 14.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 3.50 9.79 1.32 0.0 0.00 0.00 0.0 0.00 0.0 8.75 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 14.00 0.027 0.020 SHEAR: Max V (DL+LL) - 8.95 kips fv - 3.90 ksi Fv - 18.75 ksi MOMENTS: Span Cond Moment a Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 31.0 3.5 5.3 1.00 24.99 30.00 24.99 26.16 Controlling 31.0 3.5 5.3 1.00 --- --- 24.99 26.16 REACTIONS (kips): Left Right DL reaction 7.69 2.91 Max + LL reaction 1.25 0.67 Max + total reaction 8.95 3.58 DEFLECTIONS: Dead loadlin) at 6.30 ft -0.287 L/D = 586 Live load :in at 6.30 ft = -0.053 L/D = 3156 Net Total load (in) at 6.30 ft - -0.340 L/D 494 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBaee: packmezz 03/27/00 17:48:52 Building Code: USC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 26 SPANINFORMATION (ft): I -End 144.25,0.001, J -End 158.25,0.001 Beam Size (Optimum) - W12X14 Fy - 50.0 ksi Total Beam Length (ft) - 14.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 3.50 9.79 1.32 0.0 0.00 0.00 0.0 0.00 0.0 8.75 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Load Dist OL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 14.00 0.027 0.020 SHEAR: Max V (DL+LL) - 8.95 kips fv - 3.90 ksi Fv - 18.75 ksi MOMENTS: Span Cond Moment .Q Lb Cb Tension Flange Compr Fl-nge kip -ft ft ft fb Fb fb Fb CenterMax + 31.0 3.5 5.3 1.00 24.99 30.00 24.99 2=.16 Controlling 31.0 3.5 5.3 1.00 --- --- 24.99 24.16 REACTIONS (kips): Left Right DL reaction 7.69 2.91 Max +LL reaction 1.25 0.67 Max + total reaction 8.95 3.58 DEFLECTIONS: Dead loadlin) at 6.30 ft -0.287 L/D.- 586 Live load lin) at 6.30 ft -0.053 L/D = 3156 Net Total load (in) at 6.30 ft = -0.340 L/D - 494 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 28 SPAN INFORMATION (ft): I -End (47.75,0.00), J -End (47.75.17.67) Beam Size (Optimum) - W14X22 Fy - 50.0 ksi Total Beam Length (ft) - 17.67 POINT (AADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 3.08 4.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 14.58 4.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 8.83 8.00 LINE LOADS: (k/ft) Load Dist OL LL. Red% Type - 1 0.00 0.095 0.070 0.0% Red 17.67 0.095 0.070 2 0.00 0.142 0.105 0.0% Red 3.08 0.142 0.105 3 3.08 0.027 0.020 0.0% Red 14.58 0.027 0.020 4 14.58 0.142 0.105 0.0% Red 17.67 0.142 0.105 SHEAR: Max V (DL+LL) - 11.11 kips fv = 3.70 ksi Fv =.18.90 ksi MOMENTS: Span Cond Moment a Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max . 58.8 8.8 0.0 1.00 24.33 33.00 24.33 73.00 Controlling 58.8 8.8 0.0 1.00 24.33 33.00 --- --- REACTIONS (kips): Left Right DL reaction 9.79 9.79 Max .LL reaction 1.32 1.32 Max + total reaction 11.11 11.11 DEFLECTIONS: Dead load (in) at 8.83 ft - -0.478 L/D = 443 Live load (in) at 8.83 ft = -0.048 L/D = 4414 Net Total load (in) at 8.83 ft = -0.526 L/D - 403 ri 1 1 1 1 i 1 1 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: USC2 Steel Code: ASD 9th Ed. FloorType: mezzanine Beam Number = 29 SPAN INFORMATION (ft): I -End (47.75,3.08), J -End (58.25,3.08) Beam Size (Optimum) - WlOX12 Fly - 50.0 ksi Total Beam Length (ft) - 10.50 POINT LOADS (kips): DistDL RedLL Redt NOnRLL SCorLL Red* Roof LL Red* 5.25 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 5.25 8.00 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.027 0.020 0.0%Red 10.50 0.027 0.020 SHEAR: Max V (DL.LL) - 4.63 kips fv - 2.47 ksi Fv 20.00 ksi MOMENTS: Span Cond Moment¢ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Pb Center Max + 23.6 5.3 5.3 1.00 26.03 30.00 26.03 26.31 Controlling 23.6 5.3 5.3 1.00 26.03 26.31 REACTIONS (kips): Left Right DL reaction 4.36 4.36 Max + LL reaction 0.27. 0.27 Max + total reaction 4.63 4.63 DEFLECTIONS: Dead load (in) at 5.25 ft - -0.230 L/D = 548 Live load (in) at 5.25 ft - -0.012 L/D = 10370 Net Total load (in) at 5.25 ft = -0.242 L/D = 520 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number = 31 SPAN INFORMATION (ft): I -End (53.00,0.00), J -End (53.00,3.08) Beam Size (Optimum) - WBX10 Py - 50.0 ksi Total Beam Length (ft) - 3.08 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.283 0.210 0.0% Red 3.08 0.283 0.210 SHEAR: Max V (DL.LL) - 0.76 kips fv - 0.57 ksi Fv - 20.00 ksi MOMENTS: Span Cond- Moment ¢ Lb Cb Tension Flange Compr Flange kip -ft It ft fb Fb fb Fb Center Max + 0.6 1.5 0.0 1.00 0.90 32.70 0.90 32_70 Controlling 0.6 1.5 0.0 1.00 0.90 32.70 REACTIONS (kips): Left Right DL reaction 0.44 0.44 Max + LL reaction 0.32 0.32 Max + total reaction 0.76 0.76 DEFLECTIONS: Dead load lin) at 1.54 ft = -0.001 Live load lin) at 1.54 ft -0.000 Net Total load (in) at 1.54 ft -0.001 L/D =- 32941 PAM Steel V6.1 Gravity Beam Design Buehler & Buehler / DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 30 SPAN INFORMATION (ft): I -End (47.75,14.58), J -End (58.25,14.58) Beam Size (Optimum) = WlOX12 Py - 50.0 ksi Total Beam Length (ft) - 10.50 POINT WADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red* 5.25 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 5.25 8.00 _ LINE LOADS: (k/ft) Load Dist DL LL Red% Type 10'000.027 0.020 0.0% Red 10.50 0.027 0.020 SHEAR: Max V (DL+LL) - 4.63 kips -fv - 2.47 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment m Lb Cb Tension Flange Compr Flacge kip -ft ft ft fb Fb fb Ib Center Max + 23.6 5.3 5.3 1.00 26.03 30.00 26.03 26 31 Controlling 23.6 5.3 5.3 1.00 --- --- 26.03 26 31 REACTIONS (kips): Left Right DL reaction 4.36 4.36 Max + LL reaction 0.27 0.27 Max + total reaction 4.63 4.63 DEFLECTIONS: Dead load (in) at 5.25 ft - -0.230 L/D - 548 Live load (in) at 5.25 f[ _ -0.012 L/D - 10370 Net Total load lin) at 5.25 ft - -0.242 L/D - 520 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 32 SPAN INFORMATION (ft): I -End (53.00,14.58). J -End (53.00,17.67) Beam Size (Optimum) = W8X10 Py = 50.0 ksi Total Beam Length (ft) - 3.08 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.283 0.210 0.0% Red 3.08 0.283 0.210 , SHEAR: Max V (DL.LL) = 0.76 kips fv - 0.57 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment ¢ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 0.6 1.5 0.0 1.00 0.90 32.70 0.90 32.70 Controlling 0.6 1.5 0.0 1.00 0.90 32.70 --- --- REACTIONS (kips): Left Right DL reaction 0.44 0.44 Max + LL reaction 0.32 0.32 Max + total reaction 0-.76 0.76 DEFLECTIONS: Dead loadlin) at 1.54 ft = -0.001 Live load :in at 1.54 ft = -0.000 Net Total load (in) at 1.54 ft -0.001 L/D - 32941 1 1 1 t 1 1 �J 1 11 RAM SteelV6.1 Gravity Beam Design Buehler 6 Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. FloorType: mezzanine Beam Number - 33 SPAN INFORMATION (ft): I -End (58.25,0.00), J -End (58.25,17.67) Beam Size (Optimum) - W14X22 Py- 50.0 ksi Total Beam Length (f t) - 17.67 POINT LOADS Ikipsl: Dist DL RedLL Reda NonRLL StorLL Reda Roof LL Red% 3.08 4.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 14.58 4.36 0.27 0.0 0.00 0.00' 0.0 0.00 0.0 8.83 8.00 LINE (AADS: (k/ft) Load Disc DL LL Red% Type 1 0.00 0.142 0.105 0.0% Red 3.08 0.142 0.105 2 3.08 0.027 0.020 0.0% Red 14.58 0.027 0.020 3 14.58 0.142 0.105 0.0% Red 17.67 0.142 0.105 9 0.00 0.095 0.070 0.0% Red 17.67 0.095 0.070 SHEAR: Max V (DL+LL) - 11.11 kips fv - 3.70 ksi Fv - 18.90 ksi MOMENTS: Span Cond Moment6• Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Pb fb Fb Center Max + 58.8 8.8 0.0 1.00 24.33 33.00 24.33 33.00 Controlling 58.8 8.8 0.0 1.00 24.33 33.00 REACTIONS (kips): Left Right DL reaction 9.79 9.79 Max + LL reaction 1.32 1.32 Max + total reaction 11.11 11.11 DEFLECTIONS: Dead load (in) at 8.83 ft - -0.478 L/D 443 Live load (in) at 8.83 ft = -0.048 L/D = 4414 Net Total load (in) at 8.83 ft = -0.526 L/D 403 u �1 RAM Steel V6.1 Gravity Beam Design Buehler s Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 35 SPAN INFORMATION (ft): I -End (58.25,17.67), J -End (86.75,17.67) Beam Size (Optimum) - W18X40 Fy - 50.0 ksi Total Beam Length (ft) - 28.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 3.50 11.12 2.31 6.1 0.00 0.00 0.0 0.00 0.0 ' 8.75 0.44 0.32 6.1 0.00 0.00 0.0 0.00 0.0 14.00 11.12 2.31 6.1 0.00 0.00 0.0 0.00 0.0 17.50 2.15 1.59 6.1 0.00 0.00 0.0 0.00 0.0 23.00 2.62 1.94 6.1 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.027 0.020 6.1t Red 28.50 0.027 0.020 SHEAR: Max V (DL+LL) - 21.85 kips fv - 3.88 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment 3 Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 158.0 14.0 5.3 1.00 27.71 33.00 27.71 33.00 Controlling 158.0 14.0 5.3 1.00 27.71 33.00 REACTIONS (kips): - Left Right DL reaction 17.43 10.78 Max + LL reaction 4.41 4.08 Max + total reaction 21.85 14.87 DEFLECTIONS: (Camber - 3/4) Dead load (in) at 13.97 ft - -0.911 L/D = 375 Live load (in) at 14.11 ft - -0.278 L/D = 1231 Net Total load (in) at 14.11 ft - -0.439 L/D - 779 1 PAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler DataBase: packmezz 03/27/00 17:48:52 r Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 34 SPAN INFORMATION (ft): I -End (58.25,0.00), J -End (86.75,0.00) Beam Size (Optimum) = W18X40 Py - 50.0 ksi Total Beam Length (ft) = 28.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red* 3.50 11.12 2.31 6.1 0.00 0.00 0.0 0.00 0.0 8.750.44 0.32 6.1 0.00 0.00 0.0 0.00 0.0 14.00 11.12 2.31 6.1 0.00 0.00 0.0 0.00 0.0 17.50 2.15 1.59 6.1 0.00 0.00 0.0 0.00 0.0 23.00 2.62 1.94 6.1 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.027 0.020 6.1% Red 28.50 0.027 0.020 SHEAR: Max V (DL+LL) - 21.85 kips fv - 3.88 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment a Lb Cb Tension Flange Compr Flznge kip -ft ft ft fb Fb fb Fb Center Max + 158.0 14.0 5.3 1.00 27.71 33.00 27.71 3=.00 Controlling 158.0 14.0 5.3 1.00 27.71 .33.00 --- --- REACTIONS (kips): Left Right DL reaction 17.43 10.78 Max + LL reaction 4.41 4.08 Max + total reaction 21.85 14.87 DEFLECTIONS: (Camber = 3/4) Dead load (in) at 13.97 ft - -0.911 L/D - 375 Live load (in) at. 14.11 ft - -0.278 L/D - 1231 Net Total load (in) at 14.11 ft - -0.439 L/D - 779 RAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 36 SPAN INFORMATION Ift): I -End (61.75,0.00), J -End (61.75,17.67) Beam Size (Optimum) - W12X16 Py - 50.0 ksi Total Beam Length (ft) - 17.67 POINT (AADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 3.08 9.03 0.77 0.0 0.00 0.00 0.0 0.00 0.0 14.58 9.03 0.77 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.236 0.175 0.0% Red 17.67 0.236 0.175 SHEAR: Max V (DL.LL) - 13.43 kips fv - 5.09 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment a. Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 46.3 8.8 0.0 1.00 32.46 33.00 32.46 33.00 Controlling 46.3 8.8 0.0 1.00 32.46 33.00 --- --- REACTIONS (kips): Left Right DL reaction 11.12 11.12 Max + LL reaction 2.31 2.31 Max + total reaction 13.43 13.43 DEFLECTIONS: (Camber = 5/8) Dead load lin) at 8.83 ft = -0.776 L/D 273 Live load lin) at 8.83 ft = -0.180 L/D - 1181 - Net Total load (in) at 8.83 ft -0.331 L/D - 641 1 [I t r i 1 F, t 1 RAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 37 SPAN INFORMATION (ft): I -End (61.75,3.08) J -End (72.25,3.08) Beam Size (Optimum) = W10X12 Fy = 50.0 ksi Total Beam Length (ft) - 10.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 5.25 2.07 1.53 0.0 0.00 0.00 0.0 0.00 0.0 1.00 8.00 9.50 8.00 SHEAR: Max V (DL+LL) = 9.80 kips fv = 5.23 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment O Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 17.4 5.3 5.3 1.00 19.21 30.00 19.21 26.31 Controlling 17.4 5.3 5.3 1.00 --- --- 19.21 26.31 REACTIONS (kips): Left Right DL reaction 9.03 9.03 Max + LL reaction 0.77 0.77 Max + total reaction 9.80 9.80 DEFLECTIONS: ~ Dead loadlin) at 5.25 ft = -0.176 L/D 717 Live load lint at 5.25 ft = -0.041 L/D = 3081 Net Total load (in) at 5.25 ft -0.217 L/D = 581 7 LJ 1 J L� P RAM Steel V6.1 Gravity Beam Design , Buehler S Buehler RAM Steel V6.1 Gravity Beam Design P7`7/� DataBase: packmezz Buehler 6 Buehler DataBase: packmezz 03/27/00 17:48:52 � Building Code: UBC2 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Floor Type: mezzanine Beam Number - 39 SPAN INFORMATION U0: : SPAN INFORMATION (ft): I -End (67.00,0.00), J -End (67.00,3.08) Beam Size (Optimum) Beam Size (Optimum) WSX10 Fy - 50.0 ksi Total Beam Length (ft) - 10.50 Total Beam Length (ft) - 3.08 POINT LOADS (kips): LINE LOADS: (k/ft) Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% Load Dist OL LL Red% Type 5.25 2.07 1.53 0.0 0.00 0.00 0.0 0.00 0.0 1 •0.00 0.283 0.210 0.0% Red 1.00 8.00 0.283 0.210 9.50 8.00 '3.08 SHEAR: Max V (DL+LL) - 0.76 kips fv - 0.57 ksi Fv - 20.00 ksi SHEAR: Max V (DL.LL) = 9.80 kips fv - 5.23 ksi Fv - 20.00 MOMENTS: MOMENTS: Span Cond Moment 0 Lb Cb Tension Flange Compr Flange G Lb Cb Tension Flange kip -ft ft ft fb Fb fb Fb ft ft fb Fb Center Max + 0.6 1.5 0.0 1.00 0.90 32.70 0.90 32.70 5.3 5.3 1.00 19.21 30.00 Controlling 0.6 1.5 0.0 1.00 0.90 32.70 Controlling 17.4 5.3 5.3 1.00 --- --- REACTIONS (kips): Left Fight REACTIONS (kips): Left Right DL reaction 0.44 0.44 DL reaction 9.03 9.03 Max + LL reaction 0.32 0.32 Max + LL reaction 0.77 0.77 Max + total reaction 0.76 0.76 Max + total reaction 9.80 9.80 DEFLECTIONS: DEFLECTIONS: Dead load (in) at 1.54 ft - -0.001 at 5.25 ft = -0.176 L/D 717 Live load (inl at 1.54 ft = -0.000 at 5.25 ft = -0.041 L/D 3081 Net Total load (in) at 1.54 ft - -0.001 L/D - 32941 at 5.25 ft -0.217 L/D = 581 L� P RAM Steel V6.1 Gravity Beam Design , Buehler S Buehler P7`7/� DataBase: packmezz 03/27/00 17:48:52 � Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 38 SPAN INFORMATION U0: : I -End (61.75,14.58). J -End (72.25,14.58) Beam Size (Optimum) - W10X12 Fy - 50.0 ksi Total Beam Length (ft) - 10.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 5.25 2.07 1.53 0.0 0.00 0.00 0.0 0.00 0.0 1.00 8.00 9.50 8.00 SHEAR: Max V (DL.LL) = 9.80 kips fv - 5.23 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment G Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 17.4 5.3 5.3 1.00 19.21 30.00 19.21 2E.31 Controlling 17.4 5.3 5.3 1.00 --- --- 19.21 2E.31 REACTIONS (kips): Left Right DL reaction 9.03 9.03 Max + LL reaction 0.77 0.77 Max + total reaction 9.80 9.80 DEFLECTIONS: Deadload lint at 5.25 ft = -0.176 L/D 717 Live load in at 5.25 ft = -0.041 L/D 3081 Net Total load (in) at 5.25 ft -0.217 L/D = 581 RAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 40 SPAN INFORMATION Ift): I -End (67.00,3.08), J -End (67.00,14.58) Beam Size (Optimum) = W8X10 Fy - 50.0 ksi Total Beam Length (ft) = 11.50 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.283 0.210 0.0% Red 11.50 0.283 0.210 SHEAR: Max V (DL+LL) - 2.84 kips fv - 2.12 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment - Q Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 8.2 5.8 0.0 1.00 12.54 32.70 12.54 .;2.70 Controlling 8.2 5.8 0.0 1.00 12.54 32.70 --- --- REACTIONS (kips): Left Right DL reaction 1.63 1.63 Max + LL reaction 1.21 1.21 Max + total reaction 2.84 2.84 DEFLECTIONS: Dead load lint at 5.75 ft = -0.125 L/D = 1105 Live load lint at 5.75 ft -0.093 L/D 1491 Net Total load (in) at 5.75 ft -0.218 L/D 635 - l�� I�J F 11 1 11 J I 7 u RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9Ch Ed. Floor Type: mezzanine Beam Number - 41 SPAN INFORMATION (ft): I -End (67.00,14.58). J -End (67.00,17.67) Beam Size (Optimum) - WSX10 Fy'. 50.0 ksi Total Beam Length (ft) - 3.08 LINE LOADS: Dist Load Dist DL LL Red% Type 1 0.00 0.283 0.210 0.0% Red 3.08 0.283 0.210 SHEAR: Max V (DL+LL) - 0.76 kips fv - 0.57 ksi Fv - 20.00 ksi MOMENTS: . Span Cond Moment ® Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 0.6 1.5 0.0 1.00 0.90 32.70 0.90 32.70 Controlling 0.6 1.5 0.0 1.00 0.90 32.70 --- --- REACTIONS (kips): --REACTIONS-(kips): Left Right DL reaction 0.44 0.44 Max + LL reaction 0.32 0.32 Max + total reaction 0.76 0.76 DEFLECTIONS: Dead load lin) at 1.54 ft -0.001 - Live load (in) at 1.54 ft -0.000 Net Total load (in) at 1.54 ft - -0.001 L/D - 32941 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 43 SPAN INFORMATION (ft): I -End (75.75,0.00), J -End (75.75,17.67) Beam Size (User Selected) - W12X14 Fy - 50.0 ksi Total Beam Length (ft) - 17.67. LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.243 0.180 0.0% Red 17.67 0.243 0.180 SHEAR: Max V (DL+LL) - 3.74 kips fv - 1.63 ksi Fv - 18.75 ksi MOMENTS: Span Cond Moment G Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 16.5 8.8 0.0 1.00 13.29 33.00 13.29 33.00 Controlling 16.5 8.8 0.0 1.00 13.29 33.00 --- --- REACTIONS (kips): Left Right DL reaction 2.15 2.15 Max + LL reaction 1.59 1.59 Max + total reaction 3.74 3.74 DEFLECTIONS: Dead load (in) at 8.83 ft -0.207 L/D = 1023 Live load (in) at 8.83 ft -0.154 L/D - 1381 Net Total load (in) at 8.83 ft -0.361 L/D - 587 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 42 SPAN INFORMATION (ft): I -End (72.25,0.00). J -End (72.25,17.67) Beam Size (Optimum) = W12X16 Fy - 50.0 ksi Total Beam Length (ft) - 17.67 POINTLOADS (kips): Dist DL Red LL Red% NonRLL StorLL Red% Roof LL Red% 3.08 9.03 0.77 0.0 0.00 0.00 0.0 0.00 0.0 14.58 9.03 0.77 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.236 0.175 0.0% Red 17.67 0.236 0.175 SHEAR: Max V (DL+LL) - 13.43 kips fv - 5.09 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Compr Flsge kip -ft ft ft fb Fb fb Fb Center Max + 46.3 8.8 0.0 1.00 32.46 33.00 32.46 31.00 Controlling 46.3 8.8 0.0 1.00 32.46 33.00 --- --- REACTIONS (kips): Left Right DL reaction 11.12 11.12 Max + LL reaction 2.31 2.31 Max + total reaction 13.43 13.43 DEFLECTIONS: (Camber - 5/8) Dead load (in) at 8.83 ft - -0.776 L/D - 273 Live load (in) at 8.83 ft - -0.180 L/D - 1181 Net Total load lin) at 8.83 ft - -0.331 L/D - 641 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 44 SPAN INFORMATION Ift): I -End (81.25,0.00), J -End (81.25,17.67) Beam Size (User Selected) - W12X14 Fy - 50.0 ksi Total Beam Length (ft) - 17.67 LINE LOADS: IWC) Load Dist DL LL Red% Type 1 0.00 0.297 0.220 0.01, Red 17.67 0.297 0.220 SHEAR: Max V (DL+LL) - 4.57 kips fv - 1.99 ksi Fv - 18.75 ksi MOMENTS: Span Cond Moment Lb Cb Tension Flange Compr F'-ange kip -ft ft ft fb Fb fb Fb Center Max + 20.2 8.8 0.0 1.00 16.25 33.00 16.25 33.00 Controlling 20.2 8.8 0.0 1.00 16.25 33.00 --- --- REACTIONS (kips): Left Right DL reaction 2.62 2.62 Max + LL reaction 1.94 1.94 Max + total reaction 4.57 4.57 DEFLECTIONS: Dead load (in) at 8.83 ft - -0.253 L/D - 837 Live load (in) at 8.83 ft = -0.188 L/D - 1130 Net Total load (in) at 8.83 ft - -0.441 L/D - 481 'RAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 45 SPAN INFORMATION (ft): I -End (86.75,0.00), J -End (86.75,17.67) Beam Size (Optimum) - TIO Fy - 50.0 ksi Total Beam Length (ft) - 17.67 LINE LOADS:t) Lo -.. ad Dist DL LL Reda Type 1 0.00 0.175 0.130 0.08 Red 17.67 0.175 0.130 SHEAR: Max.V (DL+LL) - 2.70 kips fv - 2.01 ksi Fv - 20.00 ksi MOMENTS: Span COnd Moment ® Lb Cb Tension Flange Cortq�r Flange kip -ft ft ft fb Fb fb Fb Center Max + 11.9 8.8 0.0 1.00 18.31 32.70 18.31 32.70 Controlling 11.9 8.8 0.0 1.00 18.31 32.70 --- --- REACTIONS (kips): Left Right DL reaCCion 1.55 1.55 Max + LL reaction 1.15 1.15 Max -total reaction 2.70 2.70 DEFLECTIONS: Dead load (in) at 8.83 ft = -0.431 L/D 492 Live load (in) 8.83 ft -0.319 L/D 665 Net Total loadat 8.83 It -0.750 L/D 283 11 1 1 1 FZ1 <- RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler Data Base: packmezz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz, Column Line 0.6 - 12.9 Fy (ksi) = 46.00 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) ............................ 22.00 22.00 K...................... .. .......... 1 1 Braced Against Joint Translation ... Yes Yes Column Eccentricity (in) Top .... 5.50 5.50 Bottom ... 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Axial (kips) ....................... 8.96 2.57 Moments Top Mx (kip -ft) .......... 0.74 0.55 My (kip -ft) .......... 3.22 0.63 Bot Mx (kip -f t) .......... 0.00 0.00 My (kip -ft) .......... 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS:(DL + LL + RF) fa (ksi) = 2.70 Fa (ksi) = 11.94 fax (ksi) 1.94 Fbx (ksi) = 27.60 fby (ksi) = 5.83 Fby (ksi) 27.60 KL/Rx = 111.82 KL/Ry = 111.82 F'ex = 11.94 F'ey = 11.94 C_ = 0.60 Cmy = 0.60 INTERACTION EQUATION: fa/Fa= 0.23 Eq H1-1: 0.226 + 0.055 + 0.164 = 0.445 Eq H1-2: 0.098 + 0.070 + 0.211 = 0.380 RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler Data Base: packmezz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Fd. Story level mezz, Column Line S.4 - 12.9 Fy (ksi) = 46.00 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) ............................ 22.00 22.00 K.................................. 1 1 Braced AgainstJoint Translation ... Yes Yes Column ECCentricity lin) Top .... 5.50 5.50 Bottom ... 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Axial (kips) ....................... 21.97 3.57 Moments Top Mx (kip -ft) .......... 4.49 0.61 My :kip -ft) .......... 1.62 0.12 Bot Mx (kip- f tl .......... 0.00 0.00 My (kip - f t) .......... 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: IDL +LL + RF) fa (ksi) = 5.98 Fa (ksi) = 11.94 fbx (ksi) = 7.71 Fbx (ksi) = 27.60 Eby (ksi) = 2.63 Fby (ksi) = 27.60 KL/Rx = 111.82 KL/Ry = 111.82 F'ex = 11.94 F'ey = 11.94 Cmx = 0.60 Cmy = 0.60 INTERACTION EQUATION: fa/Fa - 0.50 Eq H1-1 0.501 + 0.336 + 0.114 = 0.951 Eq H1-2: 0.217 + 0.279 + 0.095 = 0.591 Roof 0.00 0.00 0.00 0. OD. 0.00 Roof 0.00 0.00 0.00 0.00 0.00 RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler Data Base: pac)mezz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz, Column Line 0.6 - 12.1 Fy (ksi) = 46.00 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) ............................ 22.00 22.00 K.................................. 1 1 Braced Against Joint Translation ... Yes Yes Column Eccentricity (in) Top 5.50 5.50 Bottom ... 0.00 0.00 CONTROLLING COLUMN [AADS - Load Case 1: Dead Live Axial (kips) ....................... 8.96 2.57 Moments Top Mx (kip -ft) .......... -0.74 -0.55 My (kip -ft) .......... 3.22 0.63 Bot Mx (kip -f tl .......... 0.00 0.00 My (kip -ft) 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 2.70 Fa (ksi) = 11.94 fax (ksi) = 1.94 Fbx (ksi) 27.60 Eby (ksi) = 5.83 Fby (ksi) = 27.60 KL/Rx = 111.82 KL/Ry = 111.82 F'ex = 11.94 F'ey = 11.94 Cmx = 0.60 Cy = 0.60 INTERACTION EQUATION: fa/Fa = 0.23 Eq H1 -l: 0.226 + 0.055+ 0.164 = 0.445 Eq H1-2: 0.098 + 0.070 + 0.211 = 0.380 RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler DataBase: packmezz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz, Column Line S.4 - 12.1 Fy (ksi) = 46.00 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) ............................ 22.00 22.00 K.................................. 1 1 Braced Against Joint Translation ... Yes Yes Column Eccentricity (in) Top •••• 5.50 5.50 Bottom ... 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Axial (kips) ....................... 21.97 3.57 Moments Top Mx (kip -ft) .......... -4.49 -0.61 My (kip -ft) .......... 1.62 0.12 Bot Mx (kip -ft) .......... 0.00 0.00 My (kip -ft) .......... 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa :ksi) = 5.98 Fa (ksi) = 11.94 1 b (ksi) = 7.71 Fbx :ksi) = 27.60 ,by (ksi) = 2.63 Fby Iksil = 27.60 KL/Rx = 111.82 KL/Ry = 111.82 F'ex = 11.94 F'ey = 11.94 Cmx = 0.60 Cmy = 0.60 INTERACTION EQUATION: Ea/Fa - 0.50 Eq H1-1 0.501 + 0.336 + 0.114 = 0.951 Eq H1-2: 0.217 + 0.279 + 0.095 = 0.591 Roof 0.00 0.00 0.00 0.00 0.00 Roof 0.00 0.00 0.00 0.00 0.00 �2�1i RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler DataBase : ataBase: packmezz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz, Column Line S.9 - 12.9 Fy (ksi) = 46.00 Column Size = TS6X6X.1875 Orientation Idegreesl = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) ............................ 22.00 22.00 K.................................. 1 1 Braced Against Joint Translation ... Yes Yes Column Eccentricity (in) Top... 5.50 5.50 Bottom ... 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Axial (kips) ....................... 20.71 3.25 Moments Top Mx (kip -ft) .......... 4.49 0.61 MTy Ikip-ft) .......... 2.19 0.27 Bot Mx (kip -f tl .......... 0.00 0.00 My (kip -ft) .......... 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa Iksi) = 5.61 Pa (ksi) 11.94 fbx Iksi) = 7.71 Fbx Iksi) 27.60 fby (ksi ) = 3.72 Fby (ksi) = 27.60 KL/Rx = 111.82 KL/Ry = 111.82 F'ex = 11.94 F'ey = 11.94 Cmx 0.60 Cmy = 0.60 INTERACTION EQUATION: fa/Fa -0.47 Eq H1-1 0.470 + 0.316 + 0.153 = 0.938 Eq H1-2: 0.203 + 0.279 + 0.135 = 0.617 RAM Steel V6.1 - Gravity Column Design Buehler 4 Buehler DataBase: packmezz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level =-z' Column Line T.5 - 12.9 Py (ksi) = 46.00 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) ............................ 22.00 22.00 K.................................. 1 1 Braced Against Joint Translation ... Yes Yes Column Eccentricity (in) Top .... 5.50 5.50 Bottom ... 0.00 0.00 CONTROLLING COLUMN (AADS - Load Case 1: Dead Live Axial(kips) ....................... 20.71 3.25 Moments Top Mx (kip -ft) .......... 4.49 0.61 My Ikip-ft) .......... 2.19 0.27 Bot'Mx Ikip-f t) .......... 0.00 0.00 My (kip - f t) .......... 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: IDL + LL + RF) fa (ksi) = 5.61 Fa (ksi) = 11.94 fbx Iksi) = 7.71 Fbx Iksi) = 27.60 Eby Iksi) = 3.72 Fby Iksi) = 27.60 KL/Rx = 111.82 KL/Ry = 111.82 F'ex = 11.94 F'ey = 11.94 C-= 0.60 Cy = 0.60 INTERACTION EQUATION: fa/Fa = 0.47 Eq H1-1: 0.470 + 0.316 + 0.153 = 0.939 Eq H1-2: 0.203 + 0.279 + 0.135 = 0.617 Roof 0.00 0.00 0.00 0.00 0.00 Roof 0.00 0.00 0.00 0.00 0.00 RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler DataBase: packmezz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Ed. Story levelmezz, Co I- Line S.9 - 12.1 Fy (ksi) = 46.00 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X-AxisY-Axis Lu (ft) ............................ 22.00 22.00 K.................................. 1 1 Braced Against Joint Translation ... Yes Yes Column Eccentricity (inl Top.... 5.50 5.50 Bottom ... '0.00 0.00 CONTROLLING COLUMN [AADS - Load Case 1: Dead Live Axial (kips) 20.71 3.25 Moments Top Mx (kip -ft) .......... -4.49 -0.61 My Ikip-ft) .......... 2.19 0.27 Bot Mx (kip -f t) .......... 0.00 0.00 My ( kip- f t) .......... 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: IDL + LL + RFI fa (ksi) = 5.61 Fa (ksi) = 11.94 fbx (ksi) = 7.71 Fbx Iksi) 27.60 fby (ksi) = 3.72 Fby Iksi) = 27.60 KL/Rx = 111.82 KL/Ry = 111.82 F'ex = 11.94 F'ey = 11.94 Cm. = 0.60 Cmy = 0.60 INTERACTION EQUATION: fa/Fa - 0.47 Eq H1-1 0.470 + 0.316 + 0.153 = 0.938 Eq H1-2: 0.203 + 0.279 + 0.135 = 0.617 RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler DataBase: packmezz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz, Column Line T.5 - 12.1 Py (ksi) = 46.00 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) ............................ 22.00 22.00 K................................... 1 1 Braced Against Joint Translation ... Yes Yes Column Eccentricity (in) Top .... 5.50 5.50 Bottom ... 0.00 0.00 CONTROLLING COLUMN [AADS - Load Case 1: Dead Live Axial (kips) ....................... 20.71 3.25 Moments Top Mx (kip -ft) .......... -4.49 -0.61 My (kip -ft) .......... 2.19 0.27 Bot Mx (kip-ftI .......... 0.00 0.00 My Ikip-ftl .......... 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 5.61 Fa (ksi) = 11.94 fbx Iksi) = 7.71 Fbx Iksi) = 27.60 Eby Iksi) = 3.72 Fby (ksi) = 27.60 KL/Rx = 111.82 KL/Ry = 111.82 F'ex = 11.94 F'ey = 11.94 C- = 0.60 Cmy = 0.60 INTERACTION EQUATION: fa/Fa = 0.47 Eq HI -1: 0.470 + 0.316 +'0.153 = 0.938 Eq H1-2: 0.203 + 0.279 + 0.135 = 0.617 Roof 0.00 0.00 0.00 0.00 0.00 Roof 0.00 0.00 0.00 0.00 0.00 r- Z /-7 RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler DataBase: packmezz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz, Column Line U.1 - 12.9 Fy (ksi)= 46.00 Column Size = TS8%8X.2500 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (f t) ............................ 22.00 22.00 K.................... .. ............ 1 1 Braced Against Joint Translation ... Yes Yes Column Eccentricity lint Top .... 6.50 6.50 Bottom ... 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Axial (kips) ....................... 30.70 6.60 Moments Top Mx (kip-ftl """....... 5.30 0.71 My (kip-ftl .......... 7.87 2.15 Bot Mx Ikip-ftl .......... 0.00 0.00 My Ikip-f t) .......... 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: IDL + LL + RF) fa (ksi) = 4.92 Fa Iksi) = 17.40 fbx (ksi) = 3.84 Fbx Iksi) = 27.60 Eby (ksi) = 6.40 Fby Iksi) = 27.60 KL/Rx = 83.93 KL/Ry 83.93 F'ex = 21.20 F'ey = 21.20 Cmx = 0.60 any = 0.60 INTERACTION EQUATION: fa/Fa = 0.28 Eq H1-1: 0.283 +0.109 + 0.181 = 0.572 Eq H1-2: 0.178 + 0.139 + 0.232 = 0.549 RAM Steel V6.1 - Gravity Column Design Buehler S Buehler DataBase: packmezz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz, Column Line W.1 - 12.9 Fy (ksi) =46.00 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) ................ .. .......... 22.00 22.00 K...................... .. ...... .. .. 1 1 Braced Aga instJoint Translation ... Yes - Yes Column Eccentricity (in) Top .... 5.50 5.50 Bottom ... 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Axial (kips) ....................... 12.65 5.50 Moments Top Mx (kip -ft) ".""""..0.71 0.53 - My (kipft) .......... -4.94 -1.99 Bot Mx (kip -ft) .. .. .... .. 0.00 0.00 My (kip -ft) .. ........ 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL.+ RF) fa (ksi) = 4.25 Fa (ksi) = 11.94 Ebx Iksi) = 1.87 Fbx Iksi) = 27.60 Eby (ksi) = 10.49 Fby (ksi: = 27.60 KL/Rx = 111.82 KL/Ry = 111.82 F'ex = 11.94 F'ey = 11.94 C,_= 0.60 Cmy = 0.60 INTERACTION EQUATION: fa/Fa= 0.36 Eq H1-1: 0.356 + 0.063 + 0.354 = 0.773 Eq H1-2: 0.154 + 0.068 + 0.380 = 0.602 Roof 0.00 0.00 0.00 0.00 0.00 Roof 0.00 0.00 0.00 0.00 0.00 UA RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler DataBase: packmezz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz, Column Line U.1 - 12.1 Py (ksi) = 46.00 Column Size = TS8X8X.2500 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) ............................ 22.00 22.00 K.................................. 1 1 Braced Against Joint Translation ... Yes Yes Column Eccentricity (in) Top .... 6.50 6.50 Bottom ... 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Axial (kips) ....................... 30.70 6.60 Moments Top Mx (kip -ft) .......... -5.30 -0.71 My (kip-ftl """"."""". 7.87 2.15 Bot Mx (kip-ftl .......... 0.00 0.00 My (kip -ft) .......... 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: IDL + LL + RFI fa (ksi) = 4.91 Fa (ksi) = 17.40 fbx Iksi) = 3.83 Fbx (ksi: = 27.60 Eby Iksi) = 6.40 Fby Iksi) 27.60 KL/Rx = 83.93 KL/Ry = 83.93 F'ex = 21.20 F'ey = 21.20 Cmx = 0.60 Cmy = 0.60 INTERACTION EQUATION: fa/Fa = 0.28 Eq H1-1: 0.283 + 0.109 + 0.181 = 0.572 Eq H1-2: 0.178 + 0.139 + 0.232 = 0.549 RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler DataBase: packmezz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz'Co lumn Line W.1 - 12.1 Fy (ksi) = 46.00 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUr DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) ........... .. .......... .. ... 22.00 22.00 Braced Against Joint Translation ... Yes Yes Column Eccentricity lin) Top .... 5.50 5.50 Bottom ... 0.00 0.00 CONTROLLING COLUMN [AADS - Load Case 1: Dead Live Axial (kips) .............. .. ....... 12.65 5.50 Moments Top Mx (kip -ft) .......... -0.71 -0.53 My (kip -ft) .......... -4.94 -1.99 Bot Mx (kip -f tl .......... 0.00 0.00 My (kip -f [1 ..... .. ... 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 4.25 Fa (ksi) = 11.94 fbx (ksi) = 1.87 Fbx (ksi) = 27.60 Eby Iksi) = 10.49 Fby Iksi) = 27.60 KL/Rx = 111.82 KL/Ry = 111.82 F'ex = 11.94 F'ey = 11.94 Cmx = 0.60 Cray= 0.60 INTERACTION EQUATION: fa/Fa = 0.36 Eq H1-1: 0.356 + 0.063 + 0.354 = 0.773 Eq H1-2: 0.154 + 0.068 + 0.380 = 0.602 Roof 0.00 0.00 0.00 0.00 0.00 Roof 0.00 0.00 0.00 0.00 0.00 FZIi RAM Steel V6.1 Floor Map DataBase: tfinezz Building Code: UBC2 Floor Type: mezzanine po, r /Z . 9. 03/28/00 10:49:13 r72 I I RAM Steel V6.1 Floor Map DataBase: tfinezz Building Code: UBC2 Floor Type: mezzanine Surface Loads Label ® mezz ' Point Loads Label ' P1 1/4 screener ld P2 1/2 scale ' P3 1/2 stair 1 1 Page 2 03/28/00 10:49:13 Fn DL CDL LL Reduction Mass DL psf psf psf Type psf 88.0 0.0 40.0 Reducible O.0 DL CDL LL Reduction Mass DL kips kips kips Type kips 5.5 0.0 0.0 Reducible O.0 2.5 0.0 0.0 Reducible 0.0 2.0 0.0 0.0 Reducible O.0 � J N N 11k W14x22 11k 14k W14x22 11k J X W 5k W10x12 5k ` 6k W12x14 6k co 13k W14x22 10k 12k W1422 9k 4k W8x10 4k r' 4k W12x14 4k 6k W12x14 6k 1:, 9k W14x22 7k 6k W12x14 6k 3k W8x10 3k II 0 P O N• frt O F ' A� ti a w CA f..i. w rr H �j w (D 'C W (D (D (D n O c aM� �cD�• (D (D N N N N N n H N N O O (D fi RAM Steel V6.1 Gravity Beam Design Buehler & Buehler r DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. ' Floor Type: mezzanine Beam Number - 2 SPAN INFORMATION (ft): I -End (0.00,0.00). J -End (16.50,0.00) -eam Size (Optimum) - W8X10 Fy - 50.0 ksi '.dotal Beam Length (ft) - 16.50 S Cantilever on right (ft) - 2.00 POINTLOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 5.67 0.55 0.25 0.0 0.00 0.00 0.0 0.00 0.0 10.08 0.49 0.22 0.0 0.00 0.00 0.0 0.00 0.0 16.50 0.16 0.07 0.0 0.00 0.00 0.0 0.00 0..0 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.044 0.020 0.0% Red 14.50 0.044 0.020 2 14.50 0.044 0.020 0.0% Red 16.50 0.044 0.020 SHEAR: Max V (DL+LL) - 1.31 kips fv - 0.98 ksi Fv - 20.00 ksi PAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 1 SPAN INFORMATION (ft): I -End (0.00,0.00), J -End (0.00,20.33) Beam Size (Optimum) - W10X12 Fy - 50.0 ksi Total Beam Length (ft) 20.33 Cantilever on left (ft) 2.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 0.00 0.78 0.37 0.0 0.00 0.00 0.0 0.00 0.0 -0.01 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Load Dist DL. LL 1 0.00 0.293 0.133 2.50 0.293 0.133 2 2.50 0.293 0.133 20.33 0.293 0.133 SHEAR: Max V (DL+LL) - 4.04 kips Red% Type 0.0% Red 0.0% Red fv - 2.15 ksi Fv - 20.00 ksi r i MOMENTS: MOMENTS: Span Cond Moment m Lb Cb Tension Flange Compr Flange Span Cond Moment O Lb Cb Tension Flange Compr Flange kip -ft It It fb Fb fb =b kip -ft It It fb Fb fb Fb Left Max - -4.2 2.5 2.5 1.00 4.61 32.83 4.61 32.83 Center. Max + 5.4 5.7 4.4 1.07 8.36 30.00 8.36 28.96 Center Max + 15.6 11.8 0.0 1.00 17.14 32.83 17.14 32.83 Max - -0.6 14.5 4.4 1.97 0.93 30.00 0.93 30.00 Max - -4.2 2.5 17.8 1.75 4.61 30.00 4.61 8.27 Right Max - -0.6 14.5 2.0 1.00 0.93 32.70 0.93 32.70 Controlling -4.2 2.5 '17.8 1.75 --- --- 9.61 8.27 Controlling 5.4 5.7 4.4 1.07 --- --- 8.36 28.96 REACTIONS (kips): Left Right REACTIONS (kips): Left Right DL reaction 4.28 2.45 DL reaction 0.78 1.16 Max + LL reaction 1.96 1.19 Max + LL reaction 0.37 0.53 Max - LL reaction -0.01 -0.07 Max - LL reaction -0.01 0.00 Max + total reaction 6.25 3.65 Max + total reaction 1.14 1.68 DEFLECTIONS: DEFLECTIONS: Left cantilever: Center span: Dead load (in) = 0.139 L/D - 432 Dead load lin) at 7.18 It -0.150 L/D = 1162 Pos Live load (in) -0.025 L/D - 2426 Live load lin) at 7.25 It = -0.073 L/D 2387 Neg Live load (in) 0.088 L/D - 683 Net Total load (in) at 7.25 It = a -0.223 L/D = 781 Neg Total load (in) 0.227 L/D - 265 Right cantilever: Center span: Dead load (in) 0.061 L/D = 783 Dead load (in) at 11.59 It - -0.365 L/D - 586 Pos Live load (in) _ -0.004 L/D - 11952 Live load (in) at 11.59 It - -0.195 L/D - 1097 Neg Live load (inl = 0.032 L/D = 1505 Net Total load (in) at 11.59 It - -0.560 L/D - 382 Neg Total load (in) _ .0.093 L/D - 515 i r� RAM Steel V6.1 Gravity Beam Design RAM Steel V6.1 Gravity Beam Design Buehler & Buehler Buehler & Buehler DataBase: tfinezz 03/28/00 10:49:13 DataBase: tfinezz 03/28/00 10:49:13 t Building Code: UBC2 Steel Code: ASD 9th Ed. Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 3 Floor Type: mezzanine Beam Number - 4 SPAN INFORMATION (ft): I -End (0.00,2.50), J -End (14.50,2.50) SPAN INFORMATION (ft): I -End (0.00,20.33), J -End (0.00,40.83) Beam Size (Optimum) - W16X26 Fy - 50.0 ksi Beam Size (Optimum) - W10X12 Fy - 50.0 ksi 1� Total Beam Length (ft) - 14.50 Total Beam Length (ft) - 20.50 POINT [AADS (kips): LINE LOADS: (k/ft) Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% Load Dist DL LL Red% Type 5.67 9.46 1.80 0.0 0.00 0.00 0.0 0.00 0.0 1 0.00 0.293 0.133 0.0% Red 5.67 0.55 0.25 0.0 0.00 0.00. 0.0 0.00 0.0 20.50 0.293 0.133 10.08 3.95 1.80 0.0 0.00 0.00 0.0 0.00 0.0 5.67 5.50 SHEAR: Max V (DL+LL) - 4.37 kips fv - 2.33 ksi Fv - 20.00 ksi SHEAR: Max V (DL+LL) - 12.45 kips fv = 3.32 ksi Fv = 17.90 ksi MOMENTS: _ Span Cond Moment C Lb Cb Tension Flange Compr Flange MOMENTS: kip -ft It It fb Fb fb 7b Span Cond Moment a Lb Cb Tension Flange Compr Flange Center Max + 22.4 10.3 0.0 1.00 24.68 32.83 24.68 32.83 kip -ft ft It fb Fb fb Fb Controlling 22.4 10.3 0.0 1.00 24.68 32.83 --- --- Center Max + 70.5 5.7 5.7 1.00 22.04 30.00 22.04 29.26 Controlling 70.5 5.7 5.7 1.00 --- --- 22.04 29.26 REACTIONS (kips): Left Right DL reaction 3.01 3.01 REACTIONS (kips): Left Right Max + LL reaction 1.37 1.37 ee.. DL reaction 10.65 8.81 Max + total reaction 4.37 4.37 Max + LL reaction 1.80 2.05 Max + total reaction 12.45 10.86 DEFLECTIONS: (Camber = 5/8) Dead load (in) at 10.25 It = -0.747 L/D = 329 DEFLECTIONS: Live load (in) at 10.25 It - -0.340 L/D = 724 . Dead load (in) at 6.96 It = -0.222 L/D - 783 Net Total load (in) at 10.25 It - -0.462 L/D - 533 Live load lin) Net Total load (in) at 7.03 It = at 7.03 It = -0.042 -0.264 L/D = 4135 L/D - 658 r i r r� RAM Steel V6.1 Gravity Beam Design Buehler & Buehler t DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 7 SPAN INFORMATION (ft): I -End (5.67,0.00). J -End (5.67,2.50) Beam Size (Optimum) - W8X10 Py - 50.0 ksi Total Beam Length Ift) = 2.50 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.444 0.202 0.0% Red 2.50 0.444 0.202 SHEAR:. Max V (DL+LL) - 0.81 kips MOMENTS: Span Cond Moment m kip -ft ft CenterMax + 0.5 1.3 Controlling 0.5 1.3 �.� REACTIONS (kips): DL reaction Max + LL reaction Max + total reaction 1 DEFLECTIONS: Dead load (inl at Live load lin) at Net Total load (in) at u 1' t fv - 0.60 ksi Fv - 20.00 ksi Lb Cb Tension Flange Compr Flange ft fb Fb fb Fb 0.0 1.00 0.77 32.70 0.77 32.70 0.0 1.00 0.77 32.70 --- --- Left Right 0.55 0.55 0.25 0.25 0.81 0.81 ' 1.25 ft - -0.000 1.25 ft - -0.000 1.25 ft = -0.001 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 8 SPAN INFORMATION (ft): I -End (5.67,2.50), J -End (5.67,20.33) Beam Size (Optimum) = W14X22 Fy - 50.0 ksi Total Beam Length (ft) - 17.83 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 10.83 5.50 7.00 5.50 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.444 0.202 0.0% Red 17.83 0.444 0.202 SHEAR: Max V (DL+LL) - 11.25 kips fv - 3.74 ksi Fv - 18.90 ksi MOMENTS: Span Cond Moment ¢ Lb Cb Tension Flange Comer F1Enge kip -ft ft ft fb Fb fb Fb Center Max + 64.1 8.9 0.0 1.00 26.54 33.00 26.54 3=.00 Controlling 64.1 8.9 0.0 1.00 26.54 33.00 --- --- REACTIONS (kips): Left Right DL reaction 9.46 9.46 Max + LL reaction 1.80 1.80 Max + total reaction 11.25 11.25 DEFLECTIONS: Dead load lint at 8.92 ft -0.539 L/D - 397 Live load (in) 'at 8.92 ft .0.079 L/D - 2693 Net Total load (in) at 8.92 ft = -0.618 L/D - 346 ' Steel V6.1 Gravity Beam Design RAM Steel V6.1 Gravity Beam Design 1�RAM Buehler & Buehler Buehler & Buehler DataBase: tfinezz 03/28/00 10:49:13 DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed, Building Code: USC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 5 Floor Type: mezzanine Beam Number - 6 SPAN INFORMATION (ft): I -End (0.00,20.33), J -End (14.50,20.33) SPAN INFORMATION (ft): I -End (0.00,40.83). J -End (14.50,40.83) Beam Size (User Selected) = W16X36 Fy - 50.0 ksi Beam Size (Optimum) = W14X22 Fy - 50.0 ksi Total Beam Length (ft) - 14.50 Total Beam Length (ftl - 14.50 POINT LOADS (kips): POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% DistDL RedLL Red% NonRLL StorLL Red% RoofLL Red% 5.67 11.52 2.07 2.5 0.00 0.00 0.0 0.00 0.0 5.67 8.57 2.07 0.0 0.00 0.00 0.0 0.00 0.0 1 5.67 9.46 1.80 2.5 0.00 0.00 0.0 0.00 0.0 10.08 3.98 1.81 0.0 0.00 0.00 0.0 0.00 0.0 10.08 7.45 3.39 2.5 0.00 0.00 0.0 0.00 0.0 5.67 5.50 LINE (AADS: (k/ft) Load Dist DL LL Red% Type SHEAR: Max V (DL+LL) - 21.70 kips fv - 4.64 ksi Fv - 20.00 ksi 10.00 0.044 0.020 0.0% Red 14.50 0.044 0.020 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange SHEAR: Max V (DL+LL) = 8.71 kips fv - 2.90 ksi Pv 18.90 ksi kip -ft ft ft fb Fb fb Fb Center Max + 123.0 5.7 5.7 1.00 26.12 33.00 26.12 33.00 MOMENTS: Controlling 123.0 5.7 5.7 1.00 26.12 33.00 --- --- Span Cond Moment ® Lb Cb Tension Flange Compr Flaege kip -ft ft ft fb Fb fb ?b REACTIONS (kips): Left Right Center Max + 48.3 5.7 5.7 1.00 20.00 30.00 20.00 28.51 DL reaction 18.40 15.53 Controlling 48.3 5.7 5.7 1.00 20.00 28 51 Max + LL reaction 3.30 3.77 Max + total reaction 21.70 19.30 REACTIONS (kips): Left Right DL reaction 6.75 6.44. DEFLECTIONS: Max + LL reaction 1.96 2.21 Dead load (in) at 7.03 ft - -0.260 L/D = 670 Max + total reaction 8.71 8.65 Live load (in) at 7.03 ft - -0.052 L/D = 3348 Net Total load (in) at 7.03 ft = -0.312 L/D - 558 DEFLECTIONS: Dead load (inl at 7.11 ft -0.221 L/D = 789 Live load (inl at 7.18 ft.= -0.068 L/D = 2570 Net Total load (in) at 7.18 ft -0.288 L/D = 604 ' r r� RAM Steel V6.1 Gravity Beam Design Buehler & Buehler t DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 7 SPAN INFORMATION (ft): I -End (5.67,0.00). J -End (5.67,2.50) Beam Size (Optimum) - W8X10 Py - 50.0 ksi Total Beam Length Ift) = 2.50 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.444 0.202 0.0% Red 2.50 0.444 0.202 SHEAR:. Max V (DL+LL) - 0.81 kips MOMENTS: Span Cond Moment m kip -ft ft CenterMax + 0.5 1.3 Controlling 0.5 1.3 �.� REACTIONS (kips): DL reaction Max + LL reaction Max + total reaction 1 DEFLECTIONS: Dead load (inl at Live load lin) at Net Total load (in) at u 1' t fv - 0.60 ksi Fv - 20.00 ksi Lb Cb Tension Flange Compr Flange ft fb Fb fb Fb 0.0 1.00 0.77 32.70 0.77 32.70 0.0 1.00 0.77 32.70 --- --- Left Right 0.55 0.55 0.25 0.25 0.81 0.81 ' 1.25 ft - -0.000 1.25 ft - -0.000 1.25 ft = -0.001 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 8 SPAN INFORMATION (ft): I -End (5.67,2.50), J -End (5.67,20.33) Beam Size (Optimum) = W14X22 Fy - 50.0 ksi Total Beam Length (ft) - 17.83 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 10.83 5.50 7.00 5.50 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.444 0.202 0.0% Red 17.83 0.444 0.202 SHEAR: Max V (DL+LL) - 11.25 kips fv - 3.74 ksi Fv - 18.90 ksi MOMENTS: Span Cond Moment ¢ Lb Cb Tension Flange Comer F1Enge kip -ft ft ft fb Fb fb Fb Center Max + 64.1 8.9 0.0 1.00 26.54 33.00 26.54 3=.00 Controlling 64.1 8.9 0.0 1.00 26.54 33.00 --- --- REACTIONS (kips): Left Right DL reaction 9.46 9.46 Max + LL reaction 1.80 1.80 Max + total reaction 11.25 11.25 DEFLECTIONS: Dead load lint at 8.92 ft -0.539 L/D - 397 Live load (in) 'at 8.92 ft .0.079 L/D - 2693 Net Total load (in) at 8.92 ft = -0.618 L/D - 346 RAM Steel V6.1 Gravity Beam Design Buehler s Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 91h Ed, Floor Type: mezzanine Beam Number - 9 SPAN INFORMATION (ft): I -End (5.67,20.33), J -End (5.67,40.83) Beam Size (Optimum) - W14X22 Fy = 50.0 ksi Total Beam Length (ft) - 20.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 4.00 5.50 V 11.00 5.50 LINE LOADS: Ik/ft) Load Dist DL LL Red% Type 1 0.00 0,444 0.202 0.0% Red 20.50 0.444 0.202 SHEAR: Max V IDL+LL) - 13.59 kips fv - 4.52 ksi Fv - 18.90 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Compr Flange l kip -ft ft ft fb Fb fbFb I Center Max + 72.0 11.0 0.0 1.00 29.77 33.00 29.77 33.00 Controlling 72.0 11.0 0.0 1.00 29.77 33.00 REACTIONS (kips): Left Right DL reaction 11.52 8.57 fMax + LL reaction 2.07 2.07 Max + total reaction 13.59 10.64 DEFLECTIONS: (Camber = 5/8) Dead load (in) at 10.05 ft -0.763 L/D 322 Live load (in) at 10.15 ft - -0.139 L/D = 1772 Net Total load (in) at 10.15 ft - -0.277 L/D = 888 I�) RAM Steel V6.1 Gravity Beam Design f Buehler 6 Buehler DataBase: tfinezz 03/28/00 10:49:13 1 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 11 SPAN INFORMATION (ftl: I -End (10.08,2.50), J -End 110,08,20 33) Beam Size (Optimum) - W10X12 Fy - 50.0 ksi Total Beam Length (ft) - 17.83 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0:389 0.177 0.0% Red 17.83 0.389 0.177 �J SHEAR: Max V (DL+LL) - 5.04 kips fv - 2.69 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment to Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb �j CenterMax + 22.5 8.9 0.0 1.00 24.73 32.83 24.73 32.83 Controlling 22.5 8.9 0.0 1.00 24.73 32.83 REACTIONS (kips): Left Right DL reaction 3.46 3.46 Max + LL reaction 1.57 1.57 Max + total reaction 5.04 5.04 DEFLECTIONS: (Camber = 1/2) Dead load lin) at 8.92 f[ _ -0.566 L/D = 378 Live load (inl at 8.92 ft - -0.257 L/D = 831 Net Total load (in) at 8.92 ft - -0.324 L/D = 660 RAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 10 - SPAN INFORMATION (ft): I -End (10.08,0.00), J -End (10.08,2.50) Beam Size (Optimum) - WSX10 Fy - 50.0 ksi Total Beam Length (ft) = 2.50 LINE (AADS: (k/ft) LoadDist DL LL Red% Type .1 0.00 0.389 0.177 0.0% Red 2.50 0.389 0.177 SHEAR: Max V (DL+LL) 0.71 kips fv - 0.53 ksi' Fv - 20.00 ksi MOMENTS: Span Cond Moment 0 Lb Cb Tension Flange Compr Flatge kip -ft ft ft fb Fb fb Fb Center Max + 0.4 1.3 0.0 1.00 0.68 32.70 0.68 32 70 Controlling 0.4 1.3 0.0 1.00 0.68 32.70 --- REACT IONS --REACTIONS (kips): Left Right DL reaction 0.49 0.49 Max + LL reaction 0.22 0.22 Max + total reaction 0.71 0.71 DEFLECTIONS: Dead load (in) at 1.25 ft - -0.000 Live load (in) at 1.25 ft = -0.000 Net Total load (in) at 1.25 ft - -0.001 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Coder UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 12 SPAN INFORMATION (ft): I -End (10.08,20.33), J -End (10.08,40.83) Beam Size (User Selected) - W12X14 Fy - 50.0 ksi Total Beam Length (ft) - 20.50 LINE LOADS: (k/ft) Load Dist OL LL Red% Type 1 0.00 0.389 0.177 0.0% Red 20.50 0.389 0.177 SHEAR: Max V (DL+LL) - 5.79 kips fv - 2.53 ksi Fv = 18.75 ksi MOMENTS: Span Cond Moment (S Lb Cb Tension Flange Compr FL3nge kip -ft ft ft fb Fb 'fb Fb Center Max + 29.7 10.3 0.0 1.00 23.92 33.00 23.92 13.00 Controlling 29.7 10.3 0.0 1.00 23.92 33.00 --- --- REACTIONS (kips): Left Right DL reaction 3.98 3.98 Max + LL reaction 1.81 1.81 Max + total reaction 5.79 5.79 DEFLECTIONS: (Camber - 1/2) Dead load (in) at 10.25 ft = -0.601 L/D - 409 Live load (in) at 10.25 ft = -0.273 L/D - 900 Net Total load (in) at 10.25 ft = -0.374 L/D - 657 �RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 13 SPAN INFORMATION (ft): I -End (14.50,0.00), J -End (14.50,20.33) Beam Size (Optimum) - W14X22 Fy - 50.0 ksi Total Beam Length (ft) 20.33 Cantilever on left (ft) 2.50 POINT LOADS (kips): Dist DL RedLL Redb NonRLL StorLL Red% Roof LL Red% 0.00 1.16 0.53 0.0 0.00 0.00 0.0 0.00 0.0 13.33 5.50 9.50 5.50 LINE LOADS: (k/ft) Load Dist DL LL Redb Type 1 0.00 0.282 0.128 0.0% Red 2.50 0.282 0.128 2 2.50 0.326 0.148 0.0% Red 20.33 0.326 0.148 SHEAR: Max V (DL+LL) - 10.04 kips fv - 3.34 ksi Fv - 18.90 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -Et ft ft fb Fbfb Fb Left Max - -5.5 2.5 2.5 1.00 2.27 33.00 2.27 33.00 Center Max + 55.5 11.9 0.0 1.00 22.98 33.00 22.98 33.00 Max - -5.5 2.5 17.8 1.75 2.27 30.00 2.27 11.97 Controlling 55.5 11.9 0.0 1.00 22.98 33.00 REACTIONS (kips): Left Right DL reaction 10.48 8.20 Max + LL reaction 2.26 1.32 l Max - LL reaction 0.00 -0.10 Max + total reaction 12.75 9.52 DEFLECTIONS: Left cantilever: Dead load (in) = 0.195 L/D = 308 Pos Live load (in) -0.009 L/D = 6953 } Neg Live load (in) = 0.026 L/D = 2288 f Neg Total load (in) 0.221 L/D 272 Center span: Dead load (in) at 11.50 ft - -0.470 L/D = 455 •� Live load (in) at 11.50 ft - -0.058 L/D = 3661 Net Total load (in) at 11.50 ft = -0.529 L/D 405 RAM Steel V6.1 Gravity Beam Design ^� Buehler & Buehler DataBase: Cfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 15 SPAN INFORMATION (ft): I -End (14.50,20.33), J -End (14.50,40.83) Beam Size (Optimum) - W14X22 Fy - 50.0 ksi Total Beam Length (ft) - 20.50 POINT LOADS (kips): DistDL RedLL Red% NonRLL StorLL Red% Roof LL Redb 4.00 5.50 11.00 5.50 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.326 0.148 0.0% Red 20.50 0.326 0.148 SHEAR: Max V (DL+LL) - 11.84 kips fv - 3.94 ksi Fv - 18.90 ksi MOMENTS: Span Cond Moment © Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 63.0 11.0 0.0 1.00 26.08 33.00 26.08 33.00 Controlling 63.0 11.0 0.0 1.00 26.08 33.00 --- --- REACTIONS (kips): Left Right DL reaction 10.32 7.37 Max + LL reaction 1.52 1.52 Max + total reaction 11.84 8.89 DEFLECTIONS: (Camber - 1/2) 1 Dead load lin) at 10.05 ft = -0.682 L/D = 360 Live load (inl at - 10.05 ft = -0.102 L/D 2410 Net Total load (in) at 10.05 ft = -0.285 L/D = 865 g� t RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: tfinezz 03/28/00 10:49:13 r(� Building Code: UBC2 Steel Code: ASD 9th Ed. ' Floor Type: mezzanine Beam Number - 14 SPAN INFORMATION (ft): I -End (14.50,2.50). J -End (30.50,2.50) Beam Size (Optimum) - W12X19 Fy - 50.0 ksi Total Beam Length (ft) - 16.00 POINT LOADS (kips): DistDL RedLL Red% NonRLL StorLL Red% Roof LL Red% 2.00 0.16 0.07 0.0 0.00 0.00 0.0 0.00 0.0 3.00 2.61 1.19 0.0 0.00 0.00 0.0 0.00 0.0 6.67 3.92 1.78 0.0 0.00 0.00 0.0 0.00 0.0 13.00 3.94 1.66 0.0 0.00 0.00 0.0 0.00 0.0 LINE (AADS: (k/ft) Load Dist DL LL Red% Type 1 2.00 0.044 0.020 0.0% Red 16.00 0.044 0.020 SHEAR: Maio V (DL+LL) - 8.18 kips fv - 2.86 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment O Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 38.0 6.7 6.3 1.00 21.43 30.00 21.43 23-91 Controlling 38.0 6.7 6.3 1.00 --- --- 21.43 23..91 REACTIONS (kips): Left Right DL reaction 5.57 5.69 Max + LL reaction 2.51 2.48 Max + total reaction 8.07 8.18 DEFLECTIONS: Dead load (in) at 7.84 ft - -0.304 L/D - 632 Live load (in) at 7.84 ft - -0.135 L/D - 1417 Net Total load (in) at 7.84 ft - -0.439 L/D - 437 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number = 16 SPAN INFORMATION (ft): I -End (14.50,20.33). J -End .(30.50,20.33) Beam Size (Optimum) - W16X26 Fy - 50.0 ksi Total Beam Length (ft) - 16.00 POINT [AADS (kips): Dist DL RedLL Red% NOnRLL StorLL Red% RoofLL Redb 3.00 5.62 2.56 7.9 0.00 0.00 0.0 0.00 0.0 6.67 6.64 2.05 7.9 0.00 0.00 0.0 0.00 0.0 6.67 3.92 1.78 7.9 0.00 0.00 0.0 0.00 0.0 13.00 6.86 1.91 7.9 0.00 0.00 0.0 0.00 0.0 13.00 4.38 1.66 7.9 0.00 0.00 0.0 0.00 0.0 SHEAR: Max V (DL+LL) - 19.17 kips fv - 5.11 ksi Fv = 17.90 ksi MOMENTS: ' Span Cond Moment ® Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 86.9 6.7 6.3 1.00 27.17 30.00 27.17 23.25 Controlling 86.9 6.7 6.3 1.00 --- --- 27.17 23.25 REACTIONS (kips): Left Right DL reaction 12.84 14.59 Max + LL reaction 4.59 4.59 Max + total reaction 17.43 19.17 DEFLECTIONS: Dead load (in) at 7.92 ft = -0.324 L/D 592 Live load (in) at 7.92 ft = -0.108 L/D 1771 1 Net Total load (in) at 7.92 ft = -0.433 L/D = 444 Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 17 \�) SPAN INFORMATION Ift): I-End (14.50,40.83), J-End (30.50,40.83) Beam Size (User Selected) - W14X22 Fy = 50.0 ksi Total Beam Length (ft) - 16.00 POINT LOADS (kips); Dist DL Red LL Reda NonRLL SCOLLL Red% Roof LL Red& 3.00 3.01 1.37 0.0 0.00 0.00 0.0 0.00 0.0 6.67 4.88 2.05 0.0 0.00 0.00 0.0 0.00 0.0 13.00 5.06 1.91 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Load Dist LL Red% Type � 1 0.00 0.044044 0.020 0.0% Red 16.00 0.044 0.020 SHEAR: Max V MILL) - 9.89 kips fv - 3.29 ksi FV - 18.90 ksi MOMENTS: Span Cond Moment Q Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max + 45.3 6.7 6.3 1.00 18.74 30.00 18.74 27.31 Controlling 45.3 6.7 6.3 1.00 --- --- 18.74 27.31 REACTIONS (kips): Left Right DL reaction 6.59 7.06 Max + LL reaction 2.82 2.82 Max + total reaction 9.41 9.89 DEFLECTIONS: Dead load lint at 7.92 ft -0.242 L/D = 795 Live load in at 7.92 ft = -0.100 L/D = 1913 Net Total load (in) at 7.92 ft = -0.342 L/D = 562 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler l DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 19 SPAN INFORMATION (ft): I-End 117.50,2.501, J-End (17.50,20.33) Beam Size (Optimum) - W8X10 Fy - 50.0 ksi Total Beam Length (ft) - 17.83 1 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.293 0.133 0.0% Red 17.83 0.293 0.133 It SHEAR: Max V (DL+LL) - 3.80 kips fv - 2.84 ksi FIV 20.00 ksi MOMENTS: Span Cond MomentLb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max + 17.0 8.9 0.0 1.00 26.05 32.70 26.05 32.70 Controlling 17.0 8.9 0.0 1.00 26.05 32.70 --- --- REACTIONS )kips): Left Right DL reaction 2.61 2.61 Max + LL reaction 1.19 1.19 Max + total reaction 3.80 3.80 DEFLECTIONS: (Camber - 5/8) Dead load (in) at 8.92 ft - -0.747 L/D = 287 Live load (in) at 8.92 ft = -0.339 L/D = 630 Net Total load (in) at 8.92 ft - -0.461 L/D -464 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler C/ DataBase: tfinezz 03/28/00 10:49:13 r Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 18 SPAN INFORMATION Ift): I -End (16.50,0.00), J -End (16.50,2.50) Beam Size (Optimum) - W8X10 Fy - 50.0 ksi Total Beam Length (ft) - 2.50 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.132 0.060 0.0% Red 2.50 0.132 0.060 SHEAR: Max V (DL.LL) - 0.24 kips fv - 0.18 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment Q Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb F:) CenterMax + 0.1 1.3 0.0 1.00 0.23 32.70 0.23 32.70 Controlling 0.1 1.3 0.0 1.00 0.23 32.70 --- - - REACTIONS (kips): Left Right DL reaction 0.16 0.16 Max + LL reaction 0.07 0.07 Max + total reaction 0.24 0.24 DEFLECTIONS: Dead load (in) at 1.25 ft - -0.000 Live load (in) at 1.25 ft - -0.000 Net Total load (in) at 1.25 ft - -0.000 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: Cfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 20 SPAN INFORMATION '(ft): I -End (17.50,20.33), J -End (17.50,40.83) Beam Size (User Selected) - W12X14 Fy - 50.0 ksi Total Beam Length (ft) - 20.50 LINE LOADS: (k/ft) Load Diet DL LL Red% Type 1 .0.00 0.293 0.133 0.0% Red 20.50 0.293 0.133 _ SHEAR: Max V IDL+LL) - 4.37 kips fv - 1.91 ksi Fv - 18.75 ksi MOMENTS: Span Cond Moment © Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 22.4 10.3 0.0 1.00 18.05 33.00 18.05 33.00 Controlling 22.4 10.3 0.0 1.00 18.05 33.00 --- --- REACTIONS (kips): Left Right DL reaction 3.01 3.01 Max + LL reaction 1.37 1.37 Max + total reaction 4.37 4.37 DEFLECTIONS: Dead load (in) at 10.25 ft - -0.454 L/D 542 Live load (in) at 10.25 ft - -0.206 L/D = 1193 Net Total load (in) at 10.25 ft - -0.660 L/D 373 �' RAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number = 21 SPAN INFORMATION (ft): I -End (21.17,2.50), J -End (21.17,20.33) Beam Size (User Selected) = W12X14 Fy - 50.0 ksi Total Beam Length (ft) - 17.83 LINE LOADS: (k/ft) Load Disc DL LL Reda Type 1 0.00 0.440 0.200 0.01 Red 17.83 0.440 0.200 SHEAR: Max V (DL.LL) - 5.71 kips fv - 2.49 ksi Fv - 18.75 ksi MOMENTS: � Span Cond Moment m Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 25.4 8.9 0.0 1.00 20.48 33.00 20.48 33.00 Controlling 25.4 8.9 0.0 1.00 20.48 33.00 --- --- REACTIONS (kips): Left Right DL reaction 3.92 3.92 Max + LL reaction 1.78 1.78 Max + total reaction 5.71 5.71 DEFLECTIONS: Dead load (in) at 8.92 ft -0.389 L/D 549 Live load (inl at 8.92 ft = -0.177 L/D = 1209 Net Total load (in) at 8.92 ft -0.566 L/D = 378 t f� RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Bedm Number - 23 SPAN INFORMATION (ft): I -End (27.50,2.50), J -End (27.50,20.33) Beam Size (User Selected) = W12X14 Fy - 50.0 ksi Total Beam Length (ft) - 17.83 .) POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 12.83 1.00 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.411 0.187 0.0% Red ' 17.83 0.411 0.187 SHEAR: Max V (DL+LL) - 6.04 kips fv - 2.64 ksi Fv = 18.75 ksi MOMENTS: Span Cond Moment G Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 26.3 9.4 0.0 1.00 21.18 33.00 21.18 33.00 Controlling 26.3 9.4 0.0 1.00 21.18 33.00 --- --- REACTIONS (kips): Left Right DL reaction 3.94 4.38 Max + LL reaction 1.66 1.66 Max + total reaction 5.61 6.04 DEFLECTIONS: Dead load (in) at 9.09 ft = -0.423 L/D = 505 Live load (in) at 9.00 ft -0.165 L/D = 1295 Net Total load (in) at 9.00 ft = -0.589 L/D = 364 I �I RAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler �2 '' 7 G.' DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 22 SPAN INFORMATION (ft): I -End (21.17,20.33), J -End (21.17,40.83) Beam Size (User Selected) - W14X22 Fy - 50.0 ksi Total Beam Length (ft) - 20.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 3.00 2.50 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 '0.440 0.200 0.0% Red 20.50 0.440 0.200 SHEAR: Max V (DL+LL) - 8.69 kips fv - 2.89 ksi Fv - 18.90 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb 8'b Center Max + 37.5 9.7 0.0 1.00 15.51 33.00 15.51 32.00 Controlling 37.5 9.7 0.0 1.00 15.51 33.00 --- --- REACTIONS (kips): Left Right DL reaction 6.64 4.88 Max +LL reaction 2.05 2.05 Max + total reaction 8.69 6.93 DEFLECTIONS: Dead load(inl at 10.05 ft = -0.360 L/D = 682 Live load at 10.05 ft -0.138 L/D 1787 Net Total load (in) at 10.05 ft -0.498 L/D = 494 RAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 24 SPAN INFORMATION (ft): I -End (27.50,15.33), J -End (30:50,15.33) Beam Size (Optimum) - W8X10 Fy - 50.0 ksi Total Beam Length (ft) - 3.00 POINT LOADS (kips): Dist OL RedLL Red% NonRLL StorLL Red% Roof LL Red% 1.50 2.00 SHEAR: Max V (DL+LL) - 1.00 kips fv - 0.75 ksi Fv - 20.00 ksi MOMENTS: Span Cond • Moment 0 Lb Cb Tension Flange Compr. Flange kip -ft ft ft fb Fb fb Fb Center Max + 1.5 1.5 3.0 1.00 2.30 32.70 2.30 32.70 Controlling 1.5 1.5 3.0 1.00 2.30 32.70 --- --- REACTIONS (kips): Left Right OL reaction 1.00 1.00 Max + total reaction 1.00 1.00 DEFLECTIONS: Dead load (in) at 1.50 ft = -0.002 L/D - 16541 - Live load (in) at 1.50 ft - 0.000 Net Total load (in) at 1.50 ft = -0.002 L/D = 16541 RAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 25 \�f SPAN INFORMATION (ft): I -End (27.50,20.33), J -End (27.50,40.83) Beam Size (User Selected) - W14X22 Py - 50.0 ksi Total Beam Length (ft) - 20.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red* Roof LL Red% 10.00 J. 3.00 2.50 LINE LOADS: (k/ft) .�, Wad Dist DL LL Red% Type 1 0.00 0.411 0.187 0.0* Red 20.50 0.411 0.187 I • SHEAR: Max V (DL+LL) - 8.77 kips fv - 2.92 ksi Fv = 18.90 ksi MOMENTS: Span Cond Moment@ W Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb CenterMax + 40.3 10.0 0.0 1.00 16.69 33.00 16.69 33.00 Controlling 40.3 10.0 0.0 1.00 16.69 33.00 --- --- REACTIONS (kips): Left Right DL reaction 6.86 5.06 Max + LL reaction 1.91 1.91 Max + total reaction 8.77 6.98 -, DEFLECTIONS: Dead load(in) at 10.05 ft -0.394 L/D = 624 Live load at 10.05 ft -0.128 L/D = 1915 Net Total load (in) at 10.05 ft = -0.522 L/D = 471 l PAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number = 27 SPAN INFORMATION (f[): I -End (30.50,2.50), J -End (30.50,20.33) Beam Size (Optimum) - W8X10 Fy - 50.0 ksi Total Beam Length (ft) - 17.83 POINT IgADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 12.83 1.00 LINE LOADS: (k/ft) Wad Dist DL LL Red% Type 1 0.00 0.176 0.080 0.0% Red 17.83 0.176 0.080 SHEAR: Max V (DL.LL) - 3.00 kips fv - 2.24 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment Q W Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 12.8 10.0 0.0 1.00 19.71 32.70 19.71 32.70 Controlling 12.8 10.0 0.0 1.00 19.71 32.70 --- --- REACTIONS (kips): Left Right DL reaction 1.85 2.29 Max +LL reaction 0.71 0.71 Max . total reaction 2.56 3.00 DEFLECTIONS: (Camber = 1/21 Dead load (in) at 9.18 ft -0.621 L/D 345 Live load lin) at 9.09 ft = -0.204 L/D = 1051 Net Total load (in) at 9.09 ft = -0.324 L/D 660 i� RAM Steel V6.1 Gravity Beam Design �f �% "�'5///�,, Buehler 6 Buehler rroz-5 DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number.= 26 SPAN INFORMATION (ft): I -End 127.50,30.33), J -End 130.50,30.33) Beam Size (Optimum) = W8X10 Fy - 50.0 ksi Total Beam Length (ft) - 3.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 1.50 2.00 SHEAR: Max V (DL.LL) = 1.00 kips fv - 0.75 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment © Lb Cb Tension Flange Compr Flange kip -ft ft f[ fb Fb fb Fb Center Max + 1.5 1.5 3.0 1.00 2.30 32.70 2.30 32.70 Controlling 1.5 1.5 3.0 1.00 2.30 32.70 --- REACTIONS (kips): Left Right DL reaction 1.00 1.00 Max + total reaction 1.00 1.00 DEFLECTIONS: Dead load (in) at 1.50 ft - -0.002 L/D - 16541 Live load (in) at 1.50 ft - 0.000 Net Total load (in) at 1.50 ft - -0.002 L./D - 16541 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 28 SPAN INFORMATION (ft): I -End (30.50,20.33), J -End (30.50,40.83) Beam Size (Optimum) - W8X10 Fy - 50.0 ksi Total Beam Length (ft) = 20.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 10.00 1.00 LINE LOADS: (k/ftI Wad Dist DL LL Red% Type 1 0.00 0.176 0.080 0.0% Red 20.50 0.176 0.080 SHEAR: Max V (DL.LL) = 3.14 kips fv - 2.34 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment a W Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 18.6 10.0- 0.0 1.00 28.52 32.70 28.52 32.70 Controlling 18.6 10.0 0.0 1.00 28.52 32.70 --- --- REACTIONS (kips): Left Right _ DL reaction 2.32 2.29 Max + LL reaction 0.82 0.82 Max + total reaction 3.14 3.11 DEFLECTIONS: (Camber = 1) Dead load lin) at 10.25 ft = -1.130 L/D 218 Live load (inl at 10.25 ft = -0.356 L/D 691 Net Total load (in)•at 10.25 ft = -0.486 L/D = 506 RAM Steel V6.1 - Gravity Column Design RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler Buehler 6 Buehler �� Z Data Base: tfinezz. 03/28/00 09:46:19 DataBase: tfinezz 03/28/00 09:46:19 Building Code: UBC2 Steel Code: ASD 9th Ed. Building Code: UBC2 Steel Code: ASD 9th Ed. i Story level mezz, Column Line P.1 - 12.8 Fy Iksi) = 46.00 Column Size = TS6X6X.1875 Story level mez z, Column Line P.1 Fy Iksi) = 46.00 Column Size = TS6x6X.1875 Orientation Idegrees) = 90.0 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) ............................ 12.00 12.00 Lu (ft) .....................:...... 12.00 12.00 .. K... .. .gain.....int 1 1 K gaga .........................:::. 1 1 T lati ... Braced Against Joint Translation Yes Yes Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 0.00 0.00 Column Eccentricity lin) Top 5.50 5.50 Bottom 0.00 0.00 Bottom 0.00 0.00 4J CONTROLLING COLUMN LOADS - Load Case 1: CONTROLLING COLUMN [AADS - Load Case 8: ' Dead Live Roof Dead Live Roof ,- Axial (kips) ....................... 15.11 3.76 0.00 Axial Ikipsl ....................... 24.03 4.75 0.00 Moments Top Mx (kip -ft) .......... 0.00. 0.00 0.00 Moments Top Mx (kip -ft) ...gaga... 0.25 0.63 0.00 My 0.00 0.00 0.00 My (kip-ftl ... .. gaga. 8.43 1.55 0.00 / Bot Mx (kip-ftl .......... 0.00 0.00 0.00 Bot Mx (kip-ftl .......... 0.00 0.00 0.00 My (kip -ft) .......... 0.00 0.00 0.00 My (kip -ft. .......... 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about X -Axis Single curvature about Y -Axis Single curvature about Y -Axis { CALCULATED PARAMETERS: (DL + LL + RF) CALCULATED PARAMETERS: IDL + LL + RF) fa (ksi) = 4.42 Fa (ksi) = 21.13 fa (ksi) = 6.74 Fa Iksi) = 21.13 fax (ksi) = 0.00 Fbx (ksi) = 27.60 fbx (ksi) = 1.33 Fax (ksi) - 27 60 fay (ksi) = 0.00 Fby Iksi) = 27.60 fay (ksi) = 15.11 Fby (ksi) _. 27.60 KL/Rx = 60.99 KL/Ry = 60.99 KL/Rx = 60.99 KL/Ry = 60.99 F'ex = 40.14 F'ey 40.14 F'ex = 40.14 F'ey = 40.14 C== 0.00 Cmy = 0.00 Cm = 0.60 Cony = 0.60 INTERACTION EQUATION: INTERACTION EQUATION: fa/Fa = 0.21 fa/Fa = 0.32 , Eq H1-1: 0.209 + 0.000 + 0.000 0.209 Eq H1-1: 0.319 + 0.035 + 0.395 0.749 Eq H1-2: 0.160 + 0.000 + 0.000 = 0.160 Eq H1-2: 0.244 + 0.048 + 0.547 0.840 RAM Steel V6.1 - Gravity Column Design RAM Steel V6.1 - Gravity Colu Design Buehler 6 Buehler Buehler 6 Buehler DataBase: tfinezz 03/28/00 09:46:19 'DataBase: tfinezz 03/28/00 09:46:19 Building Code: UBC2 Steel Code: ASD 9th Ed. Building Code: UBC2 Steel Code: ASD 9th Ed. Story level -z, Column Line P.1 - 10.1 Story level mezz, Colu Line P.8 - 12.8 Fy (ksi)= 46.00 Column Size = TS6X6X.1875 - Fy Iksi) = 46.00 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 Orientation (degrees) = 90.0 i INPUT DESIGN PARAMETERS: X -Axis Y -Axis INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) ........................gaga 12.00 12.00 Lu (ft) ............................ 12.00 12.00 K.................. .. gaga .. ........ 1 1 K.................................. 1 1 { Braced Agairtst.Joi'nt Translation ... Yes Yes Braced Against Joint Translation ... Yes Yes --.,, Column Eccentricity lin) Top * .... 5.50 5.50 Column Eccentricity (in) Top .... 0.00 0.00 Bottom ... 0.00 0.00 Bottom ... 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: CONTROLLING COLUMN [AADS - Load Case 1: Dead Live Roof Dead Live Roof Axial Ikipsl ....................... 9.94 3.32 0.00 Axial (kips) ....................... 30.53 6.72 0.00 / Moments Top Mx (kip -ft) .. .. gaga .. -1.38 -0.63 0.00 Moments Top Mx (kip -ft) ..... ...•. 0.00 0.00 0.00 My :kip -ft) ........ 3.10 0.90 0.00 My (kip-ft1......... 0.00 0.00 0.00 Bot Mx (kip -ft) ......... 0.00 0.00 0.00 Bot Mx (kip -f tl .......... 0.00 0.00 0.00 My (kip-ftl ......... 0.00 0.00 0.00. My ( kip -f t) gaga. .. ... 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about x -Axis Single curvature about Y -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) CALCULATED PARAMETERS: (DL + LL + RF) - fa Iksi) 3.10 Fa Iksi1 - 21.13 fa Mai) - 8.72 Fa (ksi) - 21.13 fbx (ksi) = 3.03 Fbx Iksi) = 27.60 fbx (ksi) = 0.00 Fbx (ksi) = 27.60 fay (ksi) 6.04 Fby (ksi) = 27.60 fby (ksi) = 0.00 Fay (ksi) = 27.60 KL/Rx = 60.99 KL/Ry = 60.99 KL/Rx = 60.99 KL/Ry = 60.99 _ F'ex = 40.14 F'ey = 40.14 INTERACTION EQUATION: C_= 0.00 Cmy = 0.00 ' fa/Fa- 0.15 Eq H1-3 0.147 + 0.110 + 0.219 = 0.476 INTERACTION EQUATION: ' fa/Fa- 0.41 Eq H1-1 0.413 + 0.000 + 0.000 = 0:413 Eq H1-2: 0.316 + 0.000 + 0.000 = 0.316 i I RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler DataBase: tfinezz 03/28/00 09:46:19 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz, Column Line P.8 - 11.1 Fy (ksi) 46.00 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) ............................ 12.00 12.00 K.................................. 1 1 Braced Against Joint Translation ... Yes Yes Column Eccentricity (in) Top .... 5.50 5.50 Bottom ... 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 17: Dead Live Axial(kips) ....................... 52.56 4.77 Moments Top Mx (kip -ft) .......... 0.97 0.62 My (kip-ftl ........... -1.23 -1.57 Bot Mx (kip-ftl .......... 0.00 0.00 My ( kip- f t .......... 0.00 .0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 13.43 Fa Iksi) = 21.13 fbx Iksi) = 2.41 Fbx Iksi) = 27.60 fby (ksi ) = 4.24 Fby Iksil = 27.60 KL/Rx = 60.99 KL/Ry = 60.99 F'ex = 40.14 F'ey = 40.14 C, = 0.60 Cy = 0.60 INTERACTION EQUATION: fa/Fa = 0.64 Eq H1-1: 0.635 + 0.079 + 0.139 = 0.853 Eq H1-2: 0.486 + 0.087 + 0.154 = 0.727 RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler DataBase: tfinezz 03/28/00 09:46:19 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz, Column Line 0.8 - 12.8 Fy (ksi) = 46.00 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu Ift) ............................ 12.00 12.00 K.................................. 1 1 Braced Against Joint Translation ... Yes Yes Column Eccentricity (in) Top .... 5.50 5.50 Bottom ... 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Axial(kips) ....................... 7.72 3.20 Moments Top Mx (kip -ft) .......... 0.85 0.33 My (kip -ft; .......... -2.61 -1.14 Bot Mx (kip-ftl .......... 0.00 0.00 My (kip -ft) .......... 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa Mai) 2.56 Fa Iksi) = 21.13 fbx l = 1.78 Fbx Iksi) = 27.60 Eby ksi = 5.67 Fby Iksi) = 27.60 KL/Rx = 60.99 KL/Ry = 60.99 INTERACTION EQUATION: fa/Fa = 0.12 , H1-3 0.121 + 0.064 + 0.206 = 0.391 Roof 0.00 0.00 0.00 0.00 0.00 Roof 0.00 0.00 0.00 0.00 0.00 RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler DataBase: tfinezz 03/28/00 09:46:19 Building Code: UBC2 Steel Code: ASO 9th Ed. Story level mezz, Column Line P.8 - 10.1 Fy (ksi) = 46.00 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) ............................ 12.00 12.00 K.................................. 1 1 Braced Against Joint Translation ... Yes Yes Column Eccentricity (in) Top .... 5.50 5.50 Bottom ... 0.00 0.00 CONTROLLING COLUMN [AADS - Load Case 6: DeadLive Axial (kips) ....................... 20.57 4.30 Moments Top Mx (kip -ft) .......... -3.38 -0.69 My (kip -ft) .......... 0.07 1.28 Bot Mx (kip -f tl .......... 0.00 0.00 My ( kip- f t) .......... 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS:' (DL + LL + RF) fa (ksi) = 5.82 Fa (ksi) = 21.13 fbx (ksil = 6.15 Fbx (ksi) = 27.60 fby Iksi) = 2.04 Fby (ksi) 27.60 KL/Rx = 60.99 KL/Ry = 60.99 F'ex = 40.14 F'ey 40.14 Cm = 0.60 Cmy = 0.60 INTERACTION EQUATION: fa/Fa - 0.28 Eq Hl -1 0.276 + 0.156 + 0.052 = 0.484 Eq H1-2: 0.211 + 0.223 + 0.074 = 0.508 RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler DataBase: tfinezz 03/28/00 09:46:19 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz, Column Line Q.8 - 11.1 Py Iksi) = 46.00 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) ............................ 12.00 12.00 K.................................. 1 1 Braced Against Joint Translation ... Yes Yes Column Eccentricity (in) Top .... 5.50 5.50 Bottom ... 0.00 0.00 CONTROLLING COLUMN [AADS - Load Case 8: Dead Live Axial (kips) ....................... 19.36 5.74 Moments Top Mx (kip -ft) .......... 0.01 0.37 My Ikip-ft) .......... -6.69 -2.26 Bot Mx kip -f t) .......... 0.00 0.00 My (kip -f t) .......... 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 5.88 Fa (ksi) = 21.13 fbx (ksi) = 0.58 Fbx (ksi) 27.60 Eby (ksi) = 13.54 Fby (ksi) = 27.60 KL/Rx = 60.99 KL/Ry = 60.99 F'ex = 40.14 F'ey = 40.14 C- = 0.60 Cy = 0.60 INTERACTION EQUATION: fa/Fa = 0.28' Eq H1-1: 0.278 + 0.015 * 0.345 = 0.638 Eq H1-2: 0.213 + 0.021 + 0.490 = 0.725 Roof 0.00 0.00 0.00 0.00 0.00 Roof 0.00 0.00 0.00 0.00 0.00 a RAM Steel V6.1 - Gravity Column Design Buehler Buehler e tfm.z 03/28/00 09:46:19 Data Base: Building Code: UBC2 Steel Code: ASO 9th Ed. Story level me.., Column Line Q:8 - 10.1 Fy f%i) m 46.00 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu tft ) ............................ 12.00 12.00 K...... * ...........................I I Braced Against Joint Translation ... Yes Yes city ( in ) Top .... 5-105.50 ColumnColEccentricity Bottom ... 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Roof . 5 3 Axial (kips) ....................... 9.53 3.64 0.00 Moment S Top Mx (kip-ft)' .......... -1.05 -0.38 0.00 My (kip-ft) -3.24 -1.29 0.00 Bot MX kip-ft 0.00 0.00 0.00 kip-ft) .......... 0.00 My (kip-ft) 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (DL * LL I RF) = f. 0 8 .a 2l.0 �k.i f ks i) 2.l6 Fb. 27.60 b. jkS fl (kS fl Eby iksi 6.86 Fby ksi 27.60 KL/R. = 60.99 KL/Ry = 60.99 INTERACTION EQUATION: fa/Fa7 0.15 l-3: 0.146 . 0.078 . 0.248 = 0.473 Eq H1-3: I I 1 I ILI 1 It j" i BUEHLER & BUEHLER ASSOCIATES JOB e�yl lJ STRUCTURAL ENGINEERS, INC. JOBNO. / / /�� `� DATE 7300 Folsom Blvd. Suite 103 CLIENT BYSHEET NO. SACRAMENTO, CALIFORNIA 95826 /01 4-x lg4 �1 � � d (�inrn6�0) ��t � Q ��Pivi✓GiJ) �9. %��C/v1✓5 1Y1 e6, *Pr rho. ok'7 -01� o/a T 207 eordor Call NESS CUSTGM"printing Service TOLL FREE 1800-888-8327 NESS. Inc.. Peterborough, NH 03458. Ref. No: G 109=531 o c® �D �-17-l.0 4-cou -s 2. 1,7 /01 4-x lg4 �1 � � d (�inrn6�0) ��t � Q ��Pivi✓GiJ) �9. %��C/v1✓5 1Y1 e6, *Pr rho. ok'7 -01� o/a T 207 eordor Call NESS CUSTGM"printing Service TOLL FREE 1800-888-8327 NESS. Inc.. Peterborough, NH 03458. Ref. No: G 109=531 I i t r 1 t r BUEHLER &BUEHLER ASSOCIATES JOB!/17y lite% STRUCTURAL ENGINEERS, INC. JOB NO. / / • �O DATE l fes/ l �1 7300 Folsom Blvd. Suite 103 12- SACRAMENTO, SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. G 1 co �:lT %R rl OT/ (ked 0,0 IA) ' y k IAI Z (7arIZ,7 2' Z 3�-7 07 ¢ I" +/►t,nJ s C O. 6 � 0. 0.3x 4� l %2 Border Call NESS COSTOW printing Service TOLL FREE I -B00.88&8327 NESS, Inc.. Peterborough, NH 03458. Ref. No: G !M%5511 55: BUEHLER & BUEHLER ASSOCIATES JOB � -� STRUCTURAL ENGINEERS, INC. JOB NO. I DATE J 7300 Folsom Blvd. Suite 103,r SACRAMENTO, CALIFORNIA 95826 CLIENT BY—r>!5:1SHEET NO. �'- 1 n cn-� 147, 12-i 1�� 1 r- '7-U OM / Cvx 27 �4 - /,%J 2 CDS /fix �2 GDL /lam 6a- /Z/x /641 ,4- " t'5� D, /� z 3DB ADO i yJ (--,�� . C ��a�%L �e�1 ►rte-- � ,��� �� f U r l9¢ '` Ma 1119 --41 To Reorder Call NESS COST4iM"printing service TOLL FREE 1-800.888-8327 NESS, Inc.. Peterborough. NH 03458. Ret No: G 109000551 \� BUEHLER & BUEHLER ASSOCIATES JOB_ STRUCTURAL ENGINEERS, INC. JOB NO 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT �1 �t �f BY '/f�c-- 71 8�Ep S. 2� D.4.7/S 'To Reorder Call NEBS CUSTGM-printing service TOLL FREE 1.80488&6327 NESS, Inc., Peterborough. NH 03458. DATE SHEET NO. 0. r/3 - 0.375 p, O O S IVO7 4W06, Ref. No: G 109-00551 4/25/00 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION - 4:40:33 Licensed to: Buehler & Buehler, Sacramento, Ca 11 Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the PCACOL(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with- respect to the correctness of the output prepared by the PCACOL(tm) program. Although PCA has endeavored to produce PCACOL(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, I. design or engineering documents prepared in connection with the use of the PCACOL(tm) program. u t 1 r Page 1 COL_C-1 (f'500- 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00. 00 00 00 00 0000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM). r t Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the PCACOL(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with- respect to the correctness of the output prepared by the PCACOL(tm) program. Although PCA has endeavored to produce PCACOL(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, I. design or engineering documents prepared in connection with the use of the PCACOL(tm) program. u t 1 r Page 1 COL_C-1 (f'500- 4/25/00 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION - 4:40:33 Licensed to: Buehler & Buehler, Sacramento, Ca Section: Circular: Diameter = 16 in Gross section area, Ag = 201.062 in A2 Ix = 3216.99 inA4 Xo = 0 in Reinforcements Rebar Database: ASTM A615 J Size Diam (in) Area (in^2) # 3 0.38 0.11 # 6 • 0.75 0.44 # 9 1.13 1.00 # 14 1.69 2.25 Iy = 3216.99 inA4 Yd = 0 in Size Diam (in) Area (inA2) # 4 General_ Information_ 0.20 # 7 File Name: H:\9913800\COL C-1.COL 0.60 # 10 Project: SunWest Foods Rice Mill 1.27 # 18 2.26 Column: C-1 Engineer: PLS Code: ACI 318-95 Units: English Run Option: Design Run Axis: Biaxial Slenderness: Not considered Column Type: Structural Material Properties: Factored Loads and Moments with Corresponding Capacities: f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fMnx fc = 3.4 ksi Rupture strain = Infinity Ultimate strain = 0.003 in/in k -ft k -ft ft Betal = 0.85 Section: Circular: Diameter = 16 in Gross section area, Ag = 201.062 in A2 Ix = 3216.99 inA4 Xo = 0 in Reinforcements Rebar Database: ASTM A615 J Size Diam (in) Area (in^2) # 3 0.38 0.11 # 6 • 0.75 0.44 # 9 1.13 1.00 # 14 1.69 2.25 Iy = 3216.99 inA4 Yd = 0 in Size Diam (in) Area (inA2) # 4 0.50 0.20 # 7 0.88 0.60 # 10 1.27 1.27 # 18 2.26 4.00 Page 2 COL_C-1 L� Size Diam (in) Area (inA2) # 5 0.63 0.31 # 8 1.00 0.79 # 11 1.41 1.56 Confinement: Spiral; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.85, phi(b) = 0.9, phi(c) = 0.75 1 Layout: Circular Pattern: All Sides Equal (Cover to transverse reinforcement) �( Total steel area, As = 4.74 inA2 at 2.36% 6 #8 Cover = 1.5 in Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Mux Muy fMnx fMny No. kip k -ft k -ft ft 1 60.0 ---- 86.0 40.0 -k_-- 97.7 - -k-ft--fMn/Mu 45.6 1.137 2 300.0 86.0 40.0 103.1 47.9 1.199 *** Program *** completed as requested! 1 P (kip) -------- ---------;------- 700 ==--------- ;--------- ,---------- --------- ---------- O Y O ; X------------------ - ------- ---------- ,-------------------- OO 500 ---------1---------,----------,---- ---- .--------- ---------- O 300 ----------I---- ;---------,----------. ------ 2 ------ --- 16 in diam. ; Code`AC1318-95 ------------------------------------- Units: English 100----------- --------------------;---------,----------,--- ----- Run axis: Biaxial Run option: Design 40 80 Slenderness: Not considered M (25°) (k ft) -100 -------- ;----------------------- --- .---------,----- ---- Column type: Structural ; Bars: ASTM A615 ---------=--- ---- --------- ----------°----- Date: 04/25/00 ; -300 ------------ '--------- ---------- Time: 14:41:02 PCACOL V3.00 (PCA 1999) - Licensed to: Buehler & Buehler, Sacramento, Ca File: H:\9913800\COL—C-l.COL Project: SunWest Foods Rice Mill Column: C-1 Engineer: PLS fc = 4 ksi fy = 60 ksi Ag = 201.062 in^2 Ec = 3605 ksi Es = 29000 ksi As = 4.74 in^2 fc = 3.4 ksi e_rup = Infinity Xo = 0.00 in e_u = 0.003 in/in Yo = 0.00 in Beta1 = 0.85 Clear spacing = 4.63 in Confinement: Spiral phi(a) = 0.85, phi(b) = 0.9, phi(c) = 0.75 6 #8 bars Rho = 2.36% Ix = 3216.99 in^4 ly = 3216.99 in14 Clear cover = 1.88 in I t Ow t 1 BUEHLER &BUEHLER ASSOCIATES Jol3 STRUCTURAL ENGINEERS, INC. JOB NO. T - C� DATE O C 7300 Folsom Blvd. Suite 103 /yam SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. K -6T/ X14'%5 � r 7, (,1;,41 DL c"'/. --� To Reorder Call NEBS CUSTGM'printing Service TOLL FREE 1-800-888-8327 NESS, Inc.. Peterborough. NH 03458. ip -+'s -rlip-7 Ref. No: G 100000551 BUEHLER & BUEHLER ASSOCIATES JOB 7 LLI STRUCTURAL ENGINEERS, INC. JOB No. 9 • �' DATE z 60 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. /4 To Reordor Call NESS CUSTGWprinting service TOLL FREE 1800-88&6327 NESS, Inc.. Peterborough. NH 03058. Ref. No: G 1=0551 169- �L �` 3 le— /4 To Reordor Call NESS CUSTGWprinting service TOLL FREE 1800-88&6327 NESS, Inc.. Peterborough. NH 03058. Ref. No: G 1=0551 4/25/00 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION - 5:14:56 Licensed to: Buehler & Buehler, Sacramento, Ca 1 t ------------------------------------------------------------------------ ------------------------------------------------------------------------ Computer program for the Strength Design of Reinforced Concrete Sections ------------------------------------------------------------------------ ------------------------------------------------------------------------ Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by - the PCACOL(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the PCACOL(tm) program. Although PCA has endeavored to produce PCACOL(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the PCACOL(tm) program. Page 1 COL_C-2 610 0000000 00000 00000 00000 . 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ------------------------------------------------------------------------ ------------------------------------------------------------------------ Computer program for the Strength Design of Reinforced Concrete Sections ------------------------------------------------------------------------ ------------------------------------------------------------------------ Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by - the PCACOL(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the PCACOL(tm) program. Although PCA has endeavored to produce PCACOL(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the PCACOL(tm) program. Page 1 COL_C-2 610 4/25/00 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION 5:14:56 Licensed to: Buehler & Buehler, Sacramento, Ca GeneralInformation: File Name: H:\9913800\COL C-2.COL Project: SunWest Foods Rice Mill Column: c-2 Engineer: PLS Code: ACI 318-95 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural Section: Rectangular: Width = 16 in 1 Gross section area, Ag = 512 in'2 Ix = 43690.7 in'4 Xo = 0 in Material Properties: # 7 f'c = 4 ksi # 10 Ec = 3605 ksi # 18 fc = 3.4 ksi Ultimate strain = 0.003 in/in 0.44 Betal = 0.85 Section: Rectangular: Width = 16 in 1 Gross section area, Ag = 512 in'2 Ix = 43690.7 in'4 Xo = 0 in fy = 60 ksi Es = 29000 ksi Rupture strain = Infinity Depth = 32 in Iy = 10922.7 in"4 Yo = 0 in Size Diam (in) Area (in'2) # 4 Reinforcement_ 0.20 # 7 Rebar Database: ASTM A615 # 10 Size Diam(in) Area-(in^2) 1.27 # 18 - # 3 0.38 0.11 # 6 0.75 0.44 Left Right # 9 1.13 1.00 -------- 3 # 8 # 14 1.69 2.25 fy = 60 ksi Es = 29000 ksi Rupture strain = Infinity Depth = 32 in Iy = 10922.7 in"4 Yo = 0 in Size Diam (in) Area (in'2) # 4 0.50 0.20 # 7 0.88 0.60 # 10 1.27 1.27 # 18 2.26 4.00 Page 2 COL_C-2 Size Diam (in) Area (in'2) # 5 0.63 0.31 # 8 1.00 0.79 # 11 1.41 1.56 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.7 Factored Loads and Moments with Corresponding Capacities: Pu========== Mux =========fMnx=====_______ No. kip k -ft k -ft fMn/Mu --- ------------ ------------ ------------ -------- 1 255.0 460.0 566.0 1.230 2 80.0 460.0 531.1 1.155 Program completed as requested! *** 1 (see user's manual for notation) Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 7.90 in^2 at 1.54% Top Bottom Left Right -------- Bars 3 # 8 -------- 3 # 8 -------- -------- 2 # 8 2 # 8 Cover(in) 1.5 1.5 1.5 1.5 Factored Loads and Moments with Corresponding Capacities: Pu========== Mux =========fMnx=====_______ No. kip k -ft k -ft fMn/Mu --- ------------ ------------ ------------ -------- 1 255.0 460.0 566.0 1.230 2 80.0 460.0 531.1 1.155 Program completed as requested! *** 1 (see user's manual for notation) 16 x 32 in Code: ACI 318-95 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 04/25/00 Time: 15:15:19 P (kip) �l z 1400 =--------,-- 1000 ---------------- ;------- --- --- ----- ---------,-------- 600 --------,----- ------ -------- fs=O ----- --- ---- -fs=0.5fy------;--------------- ------ 200;--------,--------;---�--,-------- , 42 ; 200 4 600 ; -200 -------------- ----------------------- Mx (k -ft). -600 -------'-----------------'--------= PCACOL V3.00 (PCA 1999) - Licensed to: Buehler & Buehler, Sacramento, Ca File: H:\9913800\COL—C-2.COL Project: SunWest Foods Rice Mill . Column: c-2 Engineer: PLS fc = 4 ksi fy = 60 ksi Ag = 512 in^2 Ec = 3605 ksi Es = 29000 ksi As = 7.90 in^2 fc = 3.4 ksi e_rup = Infinity Xo = 0.00 in e_u = 0.003 in/in Yo = 0.00 in Beta1 = 0.85 Clear spacing = 4.62 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.7 10 #8 bars Rho = 1.54% Ix = 43690.7 in^4 ly = 10922.7 in^4 Clear cover = 1.87 in BUEHLER &BUEHLER ASSOCIATES JOB /v STRUCTURAL ENGINEERS, INC. JOB NO. I • �� DATE S �� 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT ev� SHEET NO. AUL �i s ,� �sOq X -14'0 /32 1,67 /t/f To ReordorCatl NESS CUSTOM"printing service TOLL FREE 1-800-888-6327 NESS. in¢. Peterborough. NH 03458. Ref. No: G !09C'i0551 4/25/00 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION - 4:49:10 Licensed to: Buehler & Buehler, Sacramento, Ca G 1 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00' 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ------------------------------------------------------------------------ ------------------------------------------------------------------------ Computer program for the Strength Design of Reinforced Concrete Sections ------------------------------------------------------------------------ ------------------------------------------------------------------------ 1 Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the. PCACOL(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the PCACOL(tm) program. Although PCA has endeavored to produce PCACOL(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the PCACOL(tm) program. i Page 1 COL_C-4 4/25/00 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION - 4:49:10 Licensed to: Buehler & Buehler, Sacramento, Ca General_ Information_ File Name: H:\9913800\COL C-4.COL Project: SunWest Foods Rice Mill Column: C-4 Engineer: PLS Code:. ACI 318-95 Units: English Run Option: Design Slenderness: Not considered Run Axis: Biaxial Column Type: Structural Material Properties: f'c = 4 ksi Ec = 3605 ksi fc = 3.4 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Circular: Diameter = 16 in Gross section area, Ag = 201.062 inA2 Ix = 3216.99 inA4 Xo = 0 in Reinforcement_ Rebar Database: ASTM A615 Size Diam(in) Area (in'2) -- # 3 0.38 0.11 # 6 0.75 0.44 # 9 .1.13 1.00 # 14 1.69 2.25 fy = 60 ksi Es = 29000 ksi Rupture strain = Infinity Iy = 3216.99 inA4 Yo = 0 in Size Diam (in) Area (in'2) # 4 0.50 0.20 # 7 0.88 0.60 # 10 1.27 1.27 # 18 2.26 4.00 Page 2 COL C-4 6 -15 - Size Diam(in) Area(in A2) -- # 5 0.63 0.31 # 8 1.00 0.79 # 11 1.41 1.56 Confinement: Spiral; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.85, phi(b) = 0.9, phi(c) = 0.75 1 Layout: Circular Pattern: All Sides Equal (Cover to transverse reinforcement) �. Total steel area, As = 3.60 in'2 at 1.79% 6 #7 Cover = 1.5 in Factored (see user's manual for notation) -Loads _and _Moments Pu _with -Corresponding Mux- Muy -Capacities: fMnx fMny No. kip ------------------------- k -ft ----------- k -ft ----------- k -ft ----------- k -ft -------- fMn/Mu 1 50.0 63.0 32.0 82.9 41.9 1.314 2 320.0 63.0 32.0 90.8 46.2 1.442 *** *** Program completed as requested! 1 P (kip) ---------------------------------------------------- 600 ------------------------,----------,--600-------- - Y ; X--------,---------- O400 ------------------- ----------, --------,---------- 4 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ r _ _ _ _ _ _ _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - _ _ _ _ _ 16 in diam. Code: ACI 318-95 200 -------- --------- , ---------,----------,--- ------ Units: English , Run axis: Biaxial - - - - - - - - r - - - - - - - - - ;----------;-- - - - - -- ;---- - - - - - - Run option: Design �1 ; Slenderness: Not considered 40 Column type: Structural M (27) (k -ft) T_ _ _ _ _ _ _ _ _ r _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _---------- Bars: _ _ _ _ _ _ _ _ _ Bars: ASTM A615 ; Date: 04/25/00 ; -200 --------'----------- ----- Time: 14:49:37 PCACOL V3.00 (PCA 1999) - Licensed to: Buehler & Buehler, Sacramento, Ca File: H:\9913800\COL—C-4.COL Project: SunWest Foods Rice Mill Column: C-4 Engineer: PLS fc = 4 ksi fy = 60 ksi Ag = 201.062 in A2 6 #7 bars Ec = 3605 ksi Es = 29000 ksi As = 3.60 in^2 Rho = 1.79% fc = 3.4 ksi e_rup = Infinity Xo = 0.00 in Ix = 3216.99 in^4 e_u = 0.003 in/in Yo = 0.00 in ly = 3216.99 in^4 Beta1 = 0.85 Clear spacing = 4.81 in Clear cover = 1.88 in Confinement: Spiral phi(a) = 0.85, phi(b) = 0.9, phi(c) = 0.75 4/25/00 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION - 4:49:10 Licensed to: Buehler & Buehler, Sacramento, Ca Computer program for the Strength Design of Reinforced Concrete Sections ------------------------------------------------------------------------ ------------------------------------------------------------------------ Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the PCACOL(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the PCACOL(tm) program. Although PCA has endeavored to produce PCACOL(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and 1 engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the PCACOL(tm) program. 7 Page 1 COL_C-4 Gl� 0000000 00000 00000 00000 _ 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections ------------------------------------------------------------------------ ------------------------------------------------------------------------ Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the PCACOL(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the PCACOL(tm) program. Although PCA has endeavored to produce PCACOL(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and 1 engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the PCACOL(tm) program. 7 Page 1 COL_C-4 Gl� 4/25/00 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION - 4:49:10 Licensed to: Buehler & Buehler, Sacramento, Ca General Information: File Name: H:\9913800\COL C-4.COL Project: SunWest Foods Rice Mill Column: C-4 Engineer: PLS Code: ACI 318-95 Units: English Run Option: Design Slenderness: Not considered Run Axis: Biaxial Column Type: Structural Material Properties: f'c = 4 ksi Ec = 3605 ksi fc = 3.4 ksi Ultimate strain = 0.003 in/in Betal = 0.85 ' Section Circular: Diameter = 16 in Gross section area, Ag = 201.062 in'2 Ix = 3216.99 inA4 Xo = 0 in Reinforcement_ Rebar Database: ASTM A615 Size Diam(in) Area (in'2) -- # 3 0.38 0.11 # 6 0.75 0.44 # 9 1.13 1.00 # 14 1.69 2.25 fy = 60 ksi Es = 29000 ksi Rupture strain = Infinity Iy = 3216.99 in'4 Yo = 0 in Size Diam (in) Area (in'2) # 4 0.50 0.20 # 7 0.88 0.60 # 10 1.27 1.27 # 18 2.26 4.00 Page 2 COL_C-4 Ci? Size Diam(in) Area (in'2) -- # 5 0.63 0.31 # 8 1.00 0.79 # 11 1.41 1.56 Confinement: Spiral; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.85, phi(b) = 0.9, phi(c) = 0.75 1 1 Layout: Circular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 3.60 in'2 at 1.79% 6 #7 Cover = 1.5 in Factored Capacities_ (see user's manual for notation) -Loads -and -Moments Pu -with -Corresponding Mux _ Muy fMnx fMny No. kip ------- k-ft k -ft k -ft k -ft fMn/Mu 1 50.0 63.0 32.0 82.9 41.9 1.314 2 320.0 63.0 32.0 90.8 46.2 1.442 *** Program completed as requested! *** 1 1 16 in diam. Code: ACI 318-95 Units: English Run axis: Biaxial Run option: Design Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 04/25/00 Time: 14:51:53 P (kip)-- < j ------------------------- --------- ,---------- ,------ 600 -----'------------------- ,---------- ---------- 400 ;----------,---------- ----------------- ; ;---------- ,- -------- 200---------------------- f -------------------- ,_____-___-,_-_ ------ - - _ f _ _ _ _ _ _ _ _ _�_ _ _ _ _ _ _ _ _ _�_ _ - _ _ _ _-- _ _ - _ _ - - - - 40 0 M (41') (k -ft) - _ - - - - - T - - - - _ - - _ _ f _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _- _ _ - _ - - - - _ 200---------- '--------- '---------- '----------'-------- '---------- PCACOL V3.00 (PCA 1999) - Licensed to: Buehler & Buehler, Sacramento, Ca File: H:\9913800\COL—C-5.COL Project: SunWest Foods Rice Mill Column: C-5 Engineer: PLS fc = 4 ksi fy = 60 ksi Ag = 201.062 in12 6 #7 bars Ec = 3605 ksi Es = 29000 ksi As = 3.60 in^2 Rho = 1.79% fc = 3.4 ksi e_rup = Infinity Xo =.0.00 in Ix = 3216.99 in^4 e_u = 0.003 in/in Yo = 0.00 in Iy = 3216.99 in^4 Beta1 = 0.85 Clear spacing = 4.81 in Clear cover = 1.88 in Confinement: Spiral phi(a) = 0.85, phi(b) = 0.9, phi(c) = 0.75 1 1 1 1 1 i 1 1 1 1 1 1 1 1 7 1 BUEHLER & BUEHLER ASSOCIATES JOB Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 04/25/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT WA 6Y PLS SHEET NO O Sunwest Foods Rice Mill mill girder frame G1 (for col design only) Loads: LC 1 , total dl + II -110K -88K -89K -89K -89K -fi6lE66K 4.4K/fr75K -77K -3.21C►ft I -3.3K/ft /ft 3. /it 3_2K/ft .2K It 3.2K►ft 9 10 11 1 13 14 15 is 17 0 1 2 13 4 �:5 �:8 7 8 Z X Solution: LC 1 total dl + II RISA -2D (R) Version.4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill mill girder frame G1 (for col design only) Units............................. Steel Code ........................ Allowable Stress Increase'Factor. Include Shear Deformation......... No. of Sections for Member Calcs.. Do Redesign ....................... P -Delta Analysis Tolerance........ Job : 99138.00 Page: 1 Date: 4/25/00 File: MILLGFMI US Standard AISC 9th Edition ASD 1.333 Yes 5 Yes 0.50% Joint Coordinates 4 'Z/ Joint X Y Joint No Coordinate Coordinate Temperature ------------------ft------------ft------------OF---------------------------- 1 -0.670 0.000 0.00 2 25.000 0.000 0.00 3 45.000 0.000 0.00 4 65.000 0.000 0.00 5 85.000 0.000 0.00 6 105.000 0.000 0.00 7 125.000 0.000 0.00 8 145.000 0.000 0.00 9 165.670 0.000 0.00. 10 -0.670 -14.000 0.00 11 25.000 -14.000 0.00 12 45.000 -14.000 0.00 13 65.000 -14.000 0.00 14 85.000 -14.000 0.00 15 105.000 -14.000 0.00 16 .125.000 -14.000 0.00 17 145.000 -14.000 0.00 18 165.670 -14.000 0.00 Boundary Conditions 1 Joint +----- Translation -----+ No X Y Rotation ------------ K/in-------- K/in------ K-ft/rad---------------------------------- 10 11 Reaction Reaction Reaction Reaction 12 Reaction Reaction 13 Reaction Reaction ' 14 Reaction Reaction 15 Reaction Reaction 16 Reaction Reaction 17 Reaction Reaction 18 Reaction Reaction 1 I Sections Section RISA -2D (R) Version 4.01 Database Material As As I Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 2 0,2 C Sacramento, CA 95826 Date: 4/25/00 in^2---------------- File: MILLGFMI Sunwest Foods Rice Mill GIRDER mill girder frame G1 (for col design only) 1.2 C'Zy Materials (General) Material Young's Shear Poisson -'s Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress -------------Ksi---------- Ksi---------------- 10"5°F ---- K/ft3------- Ksi------ CONC 3600.00 1550.00 0.1670 0.65000 0.150 3.4C Sections Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C ------------------------------ in^2---------------- in -4 ---------- in -4-------- GIRDER CONC 648.00 1.2 1.2 1.00 13800.00 ' SQCOL CONC 512.00 1.2 1.2 1.00 30600.00 COL CONC 201.00 1.2 1.2 1.00 2250.00 ________________________________< Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I -End J -End Label y Length --------------------------------------------in-------in---------------ft--.-- 1 1 2 GIRDER 16.00 8.00 25.67 2 2 3 GIRDER 8.00 8.00 20.00 3 3 4 GIRDER 8.00 8.00 20.00 4 4 5 GIRDER 8.00 8.00 20..00 5 5 6 GIRDER .8.00 8.00 20.00 6 6 7 GIRDER 8.00' 8.00 20,00 7 7 8 GIRDER 8.00 8.00 20.00 8 8 9 GIRDER 8.00 16.00 20.67 9 10 1 SQCOL 15.00 14 00 10 11 2 COL 15.00 14 00 ' 11 12 3 COL 15.00 14.00 12 13 4 COL 15.00 14.00 13 14 5 COL 15.00 14.00 14 15 6 COL 15.00 14.00 15 16 7 COL 15.00 14.00 16 17 8 COL 15.00 14.00 17 18 9 SQCOL 15.00 14.00 Basic Load Case Data BLC No. Basic Load Case Description Load Nodal Type Totals Point Dist. ----------------------------------------------------------------------------- 1 total dl 9 8 2 Wu 11 @ bay 1, 5& 7 4 3 3 Wu 11 @ bay 2, 4& 8 3 3 4 Wu 11 @ bay 3 1 1 5 Wu 11 @ bay 6 1 1 ' _________< Member Point Loads, BLC 1 Joints ______< Member Distributed Loads, BLC 1 RISA72D (R) Version 4.01 Member I J Buehler & Buehler Job : 99138.00 -------------------------------------K,K-ft 7300 Folsom Blvd., #103 Page: 3 -----------ft or % --------------- Sacramento, CA 95826 Date: 4/25/00 Y -29.000 File: MILLGFMI 1 Sunwest Foods Rice Mill Y -29.000 %67.000 mill girder frame Gi (for col design only) 2 3 ' _________< Member Point Loads, BLC 1 Joints Member Point Loads, BLC 3 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft-----------ft or % --------------- 2 2 2 3 Y -42.000 %50.000 4 4 5 Y -42.000 %50.000 ______< Member Distributed Loads, BLC 1 Member I J Direction Magnitude Location -------------------------------------K,K-ft Member I J -----------ft or % --------------- 1 1 1 2 Y -29.000 %33.000 1 1 2 Y -29.000 %67.000 2 2 3 Y -46.000 %50.000 3 3 4 Y -68.000 %50.000 4 4 5 Y -33.000 %50.000 5 5 6 Y -47.000 %50.000 6 6 7 Y -47.000 %50.000 7 7 8 Y -47.000 %5.0.000 8 8 9 Y -33.000 %50.000 Member Point Loads, BLC 3 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft-----------ft or % --------------- 2 2 2 3 Y -42.000 %50.000 4 4 5 Y -42.000 %50.000 ______< Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member I J Label Multiplier 1 1 2 ------- UNIFORM ------ 1.8000 2 2 3 UNIFORM 1.9000 3 4 3 4 4 5 UNIFORM UNIFORM 1.8000 3.0000 5 5 6 UNIFORM 1.8000 6 6 7 UNIFORM 1.8000 7 7 8 UNIFORM 1.8000 8 8 9 UNIFORM 1.8000 _________< Member Point Loads, BLC 2 ' Joints Member I J Direction Magnitude Location ------------------------------------- 1 1 2 K,K-ft Y ----------- -37.000 ft or %--------------- %33.000 1 1 2 Y -37.000 %67.000 5 5 6 Y -42.000 %50.000 7 7 8 Y -42.000 %50.000 Member Distributed Loads, BLC 2 Member Joints I J Load Pattern Label Pattern Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM 1.4000 ' 5 5 6 UNIFORM 1.4000 7 7 8 UNIFORM 1.4000 Member Point Loads, BLC 3 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft-----------ft or % --------------- 2 2 2 3 Y -42.000 %50.000 4 4 5 Y -42.000 %50.000 Member Point Loads, BLC 3 Joints Member I J Direction Magnitude Location - ------------------------------------K,K-ft-----------ft or % ---------------- 8 8 8 9 Y -44.000 %50.000 Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- ' 2 2 3 UNIFORM 1.4000 4 4 5 UNIFORM 1.4000 8 8 9 UNIFORM 1.4000 _________< Member Point Loads, BLC 4 Joints Member I J Direction Magnitude Location - ------------------------------------K,K-ft-----------ft or % ---------------- 3 3 4 Y -42.000 %50.000 ______< Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 3 3 4 UNIFORM 1.4000 Member Point Loads, BLC 5 ' Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft-----------ft or % --------------- 6 6 6 7 Y -42.000 %50.000 Member Distributed Loads, BLC 5 Joints Load Pattern Pattern Member -------------- --- --------- IJ Label Multiplier -------'. ------------------------------------------------------ 6 6 7 UNIFORM 1.4000 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ' -------------------- K/ft,F---------- K/ft,F----------- ft or % ------- ft or o ---- UNIFORM Y -1.000 -1.000 0.000 0.000 Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ---------------------------------------------------------------------------- 1 total dl + 11 1 1 2 1 3 1 4 1 5 1, y 2 dl + 11 @ 1,3,5,7 1 1 2 1 4 1 y RISA -2D (R) Version 4.01 Buehler & Buehler Job :.99138.00 7300 Folsom Blvd., #103 Page: 4 Sacramento, CA 95826 Date: 4/25/00 File: MILLGFMI ' Sunwest Foods Rice Mill mill girder frame G1 (for col design only) G' Z Member Point Loads, BLC 3 Joints Member I J Direction Magnitude Location - ------------------------------------K,K-ft-----------ft or % ---------------- 8 8 8 9 Y -44.000 %50.000 Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- ' 2 2 3 UNIFORM 1.4000 4 4 5 UNIFORM 1.4000 8 8 9 UNIFORM 1.4000 _________< Member Point Loads, BLC 4 Joints Member I J Direction Magnitude Location - ------------------------------------K,K-ft-----------ft or % ---------------- 3 3 4 Y -42.000 %50.000 ______< Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 3 3 4 UNIFORM 1.4000 Member Point Loads, BLC 5 ' Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft-----------ft or % --------------- 6 6 6 7 Y -42.000 %50.000 Member Distributed Loads, BLC 5 Joints Load Pattern Pattern Member -------------- --- --------- IJ Label Multiplier -------'. ------------------------------------------------------ 6 6 7 UNIFORM 1.4000 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ' -------------------- K/ft,F---------- K/ft,F----------- ft or % ------- ft or o ---- UNIFORM Y -1.000 -1.000 0.000 0.000 Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ---------------------------------------------------------------------------- 1 total dl + 11 1 1 2 1 3 1 4 1 5 1, y 2 dl + 11 @ 1,3,5,7 1 1 2 1 4 1 y RISA -2D (R) Version 4.01 ' Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 5 Sacramento, CA 95826 Date: 4/25/00 File: MILLGFMI Sunwest Foods Rice Mill mill girder frame G1 (for col design only) Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 --------------------------------------------------------------------------- 3 dl+11@1,2,4,5,7,8 1 1 2 1 3 1 y 4 dl + 11 @ 2,4,6,8 1 1 3 1 5 1 y �I ______< Reactions, LC 1 : total dl + 11 ---- Forces ----------+ Moment No \ X Y Mz 10 ----K--------------K------------- 34.66 101.19 K-ft------ 0.00 11 -3.81 187.85 0.0., 12 13 -0.13 ",-1.87 149.80 168.57 0 00 D�00 14 =1.09 149.88 0.00 /0.00 15 -1`:,24 149.15 16 -1.13 149.43 0.00 17 -1.35. 143.53 �� 0.00 18 -24.05 ', 67.76 / 0.00 1 Totals: Center 0.00 of Gravity Coords, 1267.15 (X,Y,Z) (ft) 80.036, 0.000, 0.00D Member Section Forces, LC 1 total dl + 11 Member. Joints Section ``\\ ' I J y Axial Shear Moment ----------------------------ICS-------------K------------=K-ft--------------- 1 1- 2 1 ,34.66 101.19 350.33 ' 2 -` 34.66. 82.26 -192.45 3 34:,66 -2.68 -313.16 4 34.66 -87.62 -116.74 // j 34.66\ -106.55 457.75 -------------------5 -' `--------------------------------------- 2 2- 3 1 30.85 81.29 421.31 //2 30.85 65.89 77.87 % 3 30.85 -37.51 -193.70 / 4 30.85 -52.91 17.26 -------------!------------------ .f 5 30.85 -68.31 300.08 3 ff3- 4 1 30.73 81.50 289.49 2 30.73 66.56 -55.98 1 3 30.7358.37 -331.77 4 30.73 -73.30 -24.53 --------------5----------30_73----------88_24---------352_40--------- 4 4- 5 1 28.86 80.33 331;.52 2 28.86 59.80 -4.56 ' 3 4 28.86 28.86 -35.74 -56.27 -226.57 -11.89 5 28.86 76.80 298.62 �I Envelope Reactions 1. Joint ------------- Forces -------------+ X lc Y lc Moment lc ' l0U 34.66 1 103.55 2 0.00 1 L 16.83 4 46. 4 0.00 1 11U 1.23 4 94.68 0.00 1 ' L -6.76 2 0 4 0.00 1 12U 0.86 2 149.80 1 0.00 1 L -1.65 3 110.45 3 0.00 1 13U 1.92 4 �l-5 •� 5 � G � 0.00 1 L -4.93 2 126.76 3 0.00.1 14U -0.09 2 164.56 3 0.00 .1 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 1 Sacramento, CA 95826 Date: 4/25/00 File: MILLGFMI Sunwest Foods Rice Mill mill girder frame G1 (for col design only) C 7'L Envelope Reactions 1. Joint ------------- Forces -------------+ X lc Y lc Moment lc ' l0U 34.66 1 103.55 2 0.00 1 L 16.83 4 46. 4 0.00 1 11U 1.23 4 94.68 0.00 1 ' L -6.76 2 0 4 0.00 1 12U 0.86 2 149.80 1 0.00 1 L -1.65 3 110.45 3 0.00 1 13U 1.92 4 �l-5 •� 5 � G � 0.00 1 L -4.93 2 126.76 3 0.00.1 14U -0.09 2 164.56 3 0.00 .1 1 1 Il L -1.50 4 115.83 2 0.00 1 1 15U 2.44 4 149.15 1 0.00 1 L -4.32 2 107.39 3 0.00 1 16U 0.37 3 149.43 1 0.00 1 L -1.50 4 109.91 3 0.00 1 1 17U 2.23 4 150.91 3 0.00 1 L -4.40 2 107.04 4 0.00 1 ' 18LJ L -14.42 -24.05 2 1 68.61 4 31.42 2 0.00 0.00 1 1 Tot:9U 0.00 1 1267.15 1 L 0.00 2 955.62 4 i 1 1 Il Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc ----------------- K ------------------- K ----------------- K -ft ------ ------------ 1 1 U 34.66 1 103.55 2 350.33 1 L 16.83 4 46.25 4 173.97 4 2 U 34.66 1 84.62 2 -68.20 4 L 16.83 4 35.60 4 -216.02 2 3 U 34.66 1 -0.32 2 -111.11 4 L 16.83 4 -4.05,4 -350.68 2 4 U 34.66 1 -43.71 4 -0.88 4 L 16.83 4 '-88.77 3 -168.22 2 5 U 34.66 1 -54.36 4 477.09 3 ---------------------------------------------------------------------------- L 16.83 4 -107.70 3 289..26 4 2 1 U 30.85 1 86.97 3 443.13 3 L •18.06 4 46.10 2 291.14 4 2 U 30.85 1 71.57 3 141.91 2 L 18.06 4 37.23 .2 -33.85 4 3 U 30.85 1 -17.63 2 -11.15 2 L 18.06 4 -41.46 4 -286.97 4 4 U 30.85 1 -26.50 2 91.82 2 L 18.06 4 -56.86 4 -57.56 4 5 U 30.85 1 .-35.37 2 300.08 1 ---------------------------------------------------------------------------- L 18.06 4 -72.26 4 215.90 3 3 1 U 30.73 1 81.50 1 289.49 1 L 17.23 4 47.82 3 202.65 3 2 U 30.73 1 66.56 1 33.77 4 L 17.23 4 39.42 3 -124.74 2 3 U 30.73 1 -34.91 4 -140.24 4 L 17.23 4 -58.99 2 -397.64 2 4 U 30.73 1 -43.31 4 42.27 4 L 17.23 4 -73.92 2 -87.51 2 5 U 30.73 1 -51.71 4 352.40 1 ---------------------------------------------------------------------------- L 17.23 4 -88.86 2 258.30 3 4 1 U 28.86 1 81.16 4 331.52 1 L 19.14 4 45.52 2 239.46 3 2 U 28.86 1 60.63 4 72.43 2 L 19.14 4 31.52 2 -59.64 4 3 U 28.86 1 -15.48 2 -41.98 2 L 19.14 4 -43.09 3 -294.65 4 1 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 11 Sacramento, CA 95826 Date: 4/25/00 File: MILLGFMI Sunwest Foods Rice Mill mill girder frame G1 (for col design only) �� d Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 4 U 28.86 1 -29.48 2 62.94 2 L 19.14 4 -63.62 3 -83.83 4 5 U 28.86 1 -43.48 2 343.72 3 L 19.14 4 -84.15 3 222.80 4 ---------------------------------------------------------------------------- 5 1 U 27.77 1 80.41 3 330.81 3 L 17.65 4 40.27 4 212.70 2 1, 2 U 27.77 1 65.47 3 57.32 4 L 17.65 4 31..87 4 -90.08 2 3 U L 27.77 17.65 1 4 -23.53 -46.52 4 2 -71.82 -323.18 4 2 4 U 27.77 1 -31.93 4 57.57 4 L 17.65 4 -61.45 2 -71.26 2 5 U 27.77 1 -40.33 4 309.91 1 ---------------------------------------------------------------------------- L 17.65 4 -76.38 2 218.04 3 6 1 U 26.52 1 74.52 4 293.96 1 L 18.96 2 38.73 2 199.91 3 2 U 26.52 1 59.59 4 53.90 2 L 18.96 2 30.33 2 -75.33 4 3 U 26.52 1 -24.74 3 -68.04 2 L 18.96 2 -45.37 1 -318.56 4 4 U 26.52 1 -33.14 3 68.55 2 L 18.96 2 -60.31 1 -76.78 4 5 U 26.52 1 -41.54 3 310.27 1 L 18.96 2 -75.24 1 223.03 3 r --------------------------------------------------------------------------- 1 U 25.39 1 74.19 1 295.14 1 li L 18.59 4 41.69 4 210.33 3 2 U 25.39 1 59.25 1 60.43 4 L 18.59 4 33.29 4 -85.94 2 3 U 25.39 1 -22.11 4 -75.31 4 L 18.59 4 -50.50 3 -323.60 2 4 U 25.39 1 -30.51 4 47.48 4 L 18.59 4 -65.43 3 -76.24 2 5 U 25.39 1 -38.91 4 322.30 3 L 18.59 4 -80.37 3 209.48 4 ---------------------------------------------------------------------------- 8 1 U 24.05 1 70.54 3 304.79 3 L 14.42. 2 35.18 2 206.09 2 2 U 24.05 1 55.60 3 61.48 2 L 14.42 2 26.78 2 -61.96 4 3 U 24.05 1 40.67 3 -43.91 2 4 L U 14.42 24.05 2 1 18.38 -23.02 2 2 -275.40 32.94 4 2 L 14.42 2 -53.68 4 -85.39 4 1 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 12 Sacramento, CA 95826 Date: 4/25/00 File: MILLGFMI Sunwest Foods Rice Mill mill girder frame G1 (for col design only) C Z __________< Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 5 U 24.05 1 -31.42 2 246.29 1 L 14.42 2 -68.61 4 160.00 2 ---------------------------------------------------------------------------- 9 1 U 103.55 2 -16.83 4 0.00 1 L 46.25 4 -34.66 1 0.00 1 2 U 103.55 2 -16.83 4 110.48 1 L 46.25 4 -34.66 1 53.65 4 3 U 103.55 2 -16.83 4 220.96 1 L 46.25 4 -34..66 1 107.30 4 4 U L 103.55 46.25 2 4 -16.83 -34.66 4 1 331.44 1 1 5 U 103.55 2 -16.83 4(::4-41.9 G L 46.25 4 -34.66 1 214.59 4 --------- 10 1 --------- U --------------------- 194.68 3 ------------------- 6.76 2 ------------------ 0.00 1- L 131.70 4 -1.23 4 0.00 1 2 U L 194.68 131.70 3 4 6.76 =1.23 2 4 3.92 4 -21.56 2 3 U 194.68 3 6.76 2 7.83 4 4 L U 131.70 194.68 4 3 -1.23 6.76 4 2 -43.12 2 11.75 4 L 131.70 4 -1.23 4 -64.67 2 5 U 194.68 3 6.76 2 15--6.7_ .4 ------- --L--------131_70-4 -1.23-4------------86_23 2 / 11 1 U 149.80 ----------------- 1 1.65 3 0.00 1 2 L U 110.45 149.80 3 1 -0.86 1.65 2 3 0.00 1 2.73 2 L 110.45 3 -0.86 2 -5.26 3 3 U 149.80 1 1.65 3 5.46 2 L 110.45 3 -0.86 2 -10.53 3 4 U 149.80 1 1.65 3 8.19 2 L 110.45 3 -0.86 2 -15.79 3 5 U 149.80 1 1.65 3 10.93 2 ---------------------------------------------------------------------------- L 110.45 3 -0.86 2 -21.05 3 12 1 U 168.57 1 4.93 2 0.00 1 L 126.76 3 -1.92 4 0.00 1 2 U 168.57 1 4.93 2 6.11 4 L 126.76 3 -1.92 4 -15.72 2 3 U 168.57 1 4.93 2 12.22 4 L 126.76 3 -1.92 4 -31.43 2 4 U 168.57 1 4.93 2 18.33 4 5 L U 126.76 168.57 3 1 -1.92 4.93 4 2 -47.15 2 h� L 126.76 3 -1.92 4 .86 RISA -2D (R) Version 4.01 Buehler & Buehler Job 99138.00 7300 Folsom Blvd., #103 Page: 13 Sacramento, CA 95826 Date: 4/25/00 Sunwest Foods Rice Mill File: MILLGFMI mill girder frame G1 (for col design only) C . __________< Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ ---------------------------------------------------------------------------- 13 1 U 164.56 3 1.50 4 0.00 1 L 115.83 2 0.09 2 0.00 1 2 U 164.56 3 1.50 4 -0.28 2 L 115.83 2 0.09. 2 -4.77 4 3 U 164.56 3 1.50 4 -0.57 2 L 115.83 2 0.09 2 -9.54 4 4 U 164.56 3 1.50 4 -0.85 2. L 115.83 2 0..09 2 -14.31 4 5 �U 164.56 3 1.50 4 -1.13 2 4 ---------L--------115_83-2-------------0-09-2------------1908 14 1 U 149.15 1 4.32 2 0.00 1 L 107.39 3 -2.44 4 0.00 1 2 U 149.15 1 4.32 2 7.79 4 L 107.39 3 -2.44 4 -13..76 2 3 U 149.15 1 4.32 2 15.59 4 ' L 107.39 3 -2.44 4 -27.51 2 4 U 149.15 1 4.32 2 23.38 4 5 L U 107.39 149.15 3 1 -2.44 4.32 4 2 -41.27 31.17.4 2 L 107.39 3 -2.44 4 55.02 2 ---------------------------------------------------------------------------- 15 1 U 149.43 1 1.50 4 0.00 1 L 109.91 3 -0.37 3 0.00 1 2 U 149.43 1 1.50 4 1.18 3 3 L U 109.91 149.43 3 1 -0.37 1.50 3 4 -4.78 2.36 4 3 L 109.91 3 -0.37 3 9..56 4 4 U 149.43 1 1.50 4 3.54 3 L 109.91 3 -0.37 3 -14.35 4 5 U 149.43 1 1.50 4 4.72 3 L 109.91 3 -0.37 3 -19.13 4 16 1 U 150.91 3 4.40 2 0.00 1 L 107.04 4 -2.23 4 0.00 1 2 U 150.91 3 4.40 2 7.10 4 L 107.04 4 -2.23 4 -14.01 2. 3 U 150.91 3 4.40 2 14.20 4 L 107.04. 4 -2.23 4 -28.03 2 4 U 150.91 3 4.40 2 21.30 4 L 107.04 4 -2.23 4 -42.04 2 5 U 150.91 3 4.40 2 28.40 4 L--------107_04-4-------------2-23-4------------56_05 2 1 RISA -2D (R) Version 4.01 Buehler & Buehler < 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill mill girder frame G1 (for col design only) Job : 99138.00 Page: 14 Date: 4/25/00 File: MILLGFMI G�( r y r 1 1 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 17 1 U 68.61 4 24.05 1 0.00 1 L 31.42 2 14.42 2 0.00 1 2 U 68.61 4 24.05 1 -45.97 2 L 31.42 2 14.42 2 -76.65 1 3 U 68.61 4 24.05 1 -91.94 2 L 31.42 2 14.42 2 -153.29 1 4 U 68.61 4 24.05 1 -137.90 2 L 31.42 2 14.42 2 -229.94 1 5 U 68.61 4 24..05 1 -183.87 2 ---------------------------------------------------------------------------- L 31.42 2 14.42 2 -306.59 1 r y r 1 1 �J BUEHLER & BUEHLER ASSOCIATES roe Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. josNo.. 99138.00 DATE 04/25/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT C.JA By PLS SHEET NO'L� i t i D r r 1 I Sunwest Foods Rice Mill a mill girder frame G2 (for col design only) Loads: LC 1 . total dl + II -99K KK KK -107K -3.2K11t-3.2K/ft-7813.2K/ft-7813.2K/ft-7813.2K/ft -3.21/ft-90-3.21/ft-89-8.21/ft IAN xy 9 10 111 13 14 15 16 17 O 111 '112I13 I14 5 I16 I17 I18 Z Tax i 1 t Units. ............................. Steel Code ........................ Allowable Stress Increase Factor.. Include Shear Deformation......... No. of Sections for Member Calcs.. Do Redesign ....................... P -Delta Analysis Tolerance........ US Standard G' 33 AISC 9th Edition ASD 1.333 Yes 5 Yes 0.50% ______________< Joint Coordinates 1 El . It Joint X Y Joint No Coordinate Coordinate Temperature 1 -0.670 0.000 0.00 2 25.000 0.000 0.00 3 45.000 0.000 0.00 4 65.000 0.000 0.00 5 85.000 0.000 0.00 6 105.000 0.000 0.00 �. 7 8 125.000 145.000 0.000 0.000 0.00 0.00 9 165.670 0.000 0.00 1 El . It 1( 1 Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label, Modulus Modulus Ratio Coef. Density Stress ------------- Ksi---------- Ksi---------------- 10-5°F ---- K/ft3------- Ksi------ CONC 3600.00 1550.00 0.1670 0.65000 0.150 3.4.0 Sections Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C ------------------------------ in^2---------------- in^4---------- in -4--------- GIRDER CONC 648.00 1.2 1.2 1.00 13800.00 SQCOL CONC 512.00 1.2 1.2 1.00 30600.00 COL CONC 201.00 1.2 1.2 1.00 2250.00 Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I -End J -End Label y Length --------------------------------------------in-------in---------------ft---- 1 1 2 GIRDER 16.00 8.00 2E.67 2 2 3 GIRDER 8.00 8.00 2C.00 3 3 4 GIRDER 8.00 8.00 2C.00 4 4 5 GIRDER 8.00 8.00 2C.00 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 21 Sacramento, CA 95826 Date: 4/25/00 File: MILLGFMI Sunwest Foods Rice Mill C mill girder frame G2 (for col design only) Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ------------------ft ------------ ft ------------ OF---------------------------- �,, 10 -0.670 -14.000 0.00 11 25.000 -14.000 0.00 12 45.000 -14.000 0.00 13 65.000 -14.000 0.00 14 85.000 14.000 0.00 15 105.000 -14.000 0.00 16 125.000 -14.000 0.00 17 145.000 -14.000 0.00 18 165.670 -14.000 0.00 Boundary Conditions Joint +----- Translation -----+ No X Y Rotation ----K/in--------K/in------K-ft/rad---------------------------------- 10 Reaction Reaction 11 Reaction Reaction 12 Reaction Reaction 13 Reaction Reaction 14 Reaction Reaction 15 Reaction Reaction �! 16 Reaction Reaction 17 Reaction Reaction 18 Reaction Reaction 1( 1 Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label, Modulus Modulus Ratio Coef. Density Stress ------------- Ksi---------- Ksi---------------- 10-5°F ---- K/ft3------- Ksi------ CONC 3600.00 1550.00 0.1670 0.65000 0.150 3.4.0 Sections Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C ------------------------------ in^2---------------- in^4---------- in -4--------- GIRDER CONC 648.00 1.2 1.2 1.00 13800.00 SQCOL CONC 512.00 1.2 1.2 1.00 30600.00 COL CONC 201.00 1.2 1.2 1.00 2250.00 Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I -End J -End Label y Length --------------------------------------------in-------in---------------ft---- 1 1 2 GIRDER 16.00 8.00 2E.67 2 2 3 GIRDER 8.00 8.00 2C.00 3 3 4 GIRDER 8.00 8.00 2C.00 4 4 5 GIRDER 8.00 8.00 2C.00 1 1 RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill mill girder frame G2 (for col design only) Job : 99138.00 Page: 22 Date: 4/25/00 File: MILLGFMI Gas' _______________________< Member Point Loads, BLC 1 Joints Members Pattern Member Member ------------------------------------- Memb Joints Rotate Section Releases Offsets Inactive? Location ft or %--------------- 1 No. I J 2 900 Set I:AVM J:AVM I -End J -End Label y Length 3 1 --------------------------------------------in-------in---------------ft---- 2 Y -29.000 %67.000 5 5 6 GIRDER 8.00 8.00 20..00 1.8000 6 6 7 GIRDER 8.00 8..00 20.00 4 7 7 8 GIRDER 8.00 8.00 20.00 5 8 8 9 GIRDER 8.00 16.00 20.67 _ 9 10 1 SQCOL 7 15.00 14.00 Y 10 11 2 COL 8 15.00 14.00 -63.000 11 12 3 COL 15.00 14.00 12 13 4 COL 15.00 14.00 13 14 5 COL 15.00 14.00 14 15 15 16 6 7 COL COL 15.00 15.00 14.00 14.00 16 17 8 COL 15.00 14.00 17 18 9 SQCOL .15.00 14.00 ------____< Basic Load Case Data BLC Basic Load Case Load Type Totals No. ------------ ------Description -------- ---------------Nodal---Point Dist. ------------------ 1 total dl 9 8 2 Wu 11 @ bay 1, 5& 7 4 3 3 Wu 11 @ bay 2, 4& 8 3 3 4 Wu 11 @ bay 3 1 1 5 Wu 11 @ bay 6 1 1 _______________________< Member Point Loads, BLC 1 ____________________< Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member Member ------------------------------------- I J Direction Magnitude K,K-ft----------- Location ft or %--------------- 1 1 1 2 Y -29.000 %33.000 3 1 1 2 Y -29.000 %67.000 UNIFORM 2 2 3 Y -36.000 %50.000 1.8000 3 3 4 Y -36.000 %50.000 4 4 5 Y -36.000 %50.000 5 5 6 Y -57.000 %50.000 6 6 7 Y -48.000 %50.000 7 7 8 Y -47.000 %50.000 8 8 9 Y -63.000 %50.000 ____________________< Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member Multiplier ----I------J---------Label 1 1 2 --------- UNIFORM 1.8000 2 2 3 UNIFORM 1.8000 3 3 4 UNIFORM 1.8000 4 4 5 UNIFORM 1.8000 I Joints Joints Load.Pattern Pattern RISA -2D (R) Version 4.01 I J Label Buehler & Buehler Job : 99138.00 6 7300 Folsom Blvd., #103 Page: 23 6 Sacramento, CA 95826 Date: 4/25/00 7 Sunwest Foods Rice Mill File: MILLGFMI 1.8000 mill girder frame G2 (for col design only) 8 e �� Member Distributed Loads, BLC 1 Member Point Loads, BLC 2 Joints Joints Load.Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 5 5 6 UNIFORM 1.8000 6 6 7 UNIFORM 1.8000 7 7 8 UNIFORM 1.8000 8 8 9 UNIFORM 1.8000 Member Point Loads, BLC 2 Member Point Loads, BLC 3 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft -----------ft or % --------------- -----------ft or %--------------- 1 1 1 1 2 2 Y Y -37.000 -37.000 %33.000 %67.000 %50.000 %50.000 5 5 6 Y -42.000 %50.000 %50.000 7 7 8 Y -42.000 %50.000 Member Distributed Loads, BLC 2 Load Pattern Pattern Joints Member Load Pattern Pattern Label Multiplier Member-----I------J---------Label 2 -- ----------------------------------------- Multiplier UNIFORM 1.4000 1 1 2 UNIFORM 1.4000 UNIFORM 1.4000 5 5 6 UNIFORM 1.4000 UNIFORM 1.4000 7 7 8 UNIFORM 1.4000 Member Point Loads, BLC 3 Member Point Loads, BLC 4 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft------------ ft or % --------------- 3 3 4 Y -42.000 %50.000 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft -----------ft or %--------------- 2 4 2 4 3 5 Y Y -42.000 -42.000 %50.000 %50.000 8 8 9 Y 44.000 %50.000 < Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member I J Label Multiplier 2 2 3 UNIFORM 1.4000 4 4 5 UNIFORM 1.4000 8 8 9 UNIFORM 1.4000 Member Point Loads, BLC 4 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft------------ ft or % --------------- 3 3 4 Y -42.000 %50.000 Member Point Loads, BLC 5 Joints Member I. J Direction Magnitude Location ------------------------------------- K,K-ft-----------ft or % --------------- 6 6 7 Y -42.000 %50.000 Member Distributed.Loads, BLC 5 Joints Load Pattern Pattern Member I J Label Multiplier -------------------------------------------------------------------------•--- 6 6 7 UNIFORM 1.4000 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F----------- ft or % ------- ft or %--- UNIFORM Y -1.000 -1.000 0.000 0.0D0 Load Combinations RISA -2D (R) Version 4.01 RW ?E No. Description BLC Buehler & Buehler Job : 99138.00 BLC ' 7300 Folsom Blvd., #103 Page: 24 1 Sacramento, CA 95826 Date: 4/25/00 5 1 y File: MILLGFMI 1 Sunwest Foods Rice Mill 4 1 mill girder frame G2 (for col design only) 3 dl+11@1,2,4,5,7,8 1 1 Member Distributed Loads, BLC 4 3 1 Joints Load Pattern Pattern 4 dl + 11 @ 2,4,6,8 1 1 Member I J Label Multiplier 5 1 y ---------------------------------------------------------------------------- 3 3 4 UNIFORM 1.4000 Envelope Reactions Member Point Loads, BLC 5 Joints Member I. J Direction Magnitude Location ------------------------------------- K,K-ft-----------ft or % --------------- 6 6 7 Y -42.000 %50.000 Member Distributed.Loads, BLC 5 Joints Load Pattern Pattern Member I J Label Multiplier -------------------------------------------------------------------------•--- 6 6 7 UNIFORM 1.4000 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F----------- ft or % ------- ft or %--- UNIFORM Y -1.000 -1.000 0.000 0.0D0 Load Combinations RW ?E No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ---------------------------------------------------------------------------- 1 total dl + 11 1 1 2 1 3 1 4 1 5 1 y 2 dl + 11 @ 1,3,5,7 1 1 2 1 4 1 y 3 dl+11@1,2,4,5,7,8 1 1 2 1 3 1 y 4 dl + 11 @ 2,4,6,8 1 1 3 1 5 1 y Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Moment lc ------------ K ----------------- K ---------------- K-ft------------------------- l0U 36.06 1-1'04. 8 2 0.00 1 L 18.23 4 4 0.00 1 11U 1.55 4 0.00 1 L -6.44 2 7.28 4 0.00 1 12U 0.79 2 125.76 1 0.00 1 L -1.72 3 86.41 3 0.00 1 13U 2.65 4 138.69 1 0.00 1 L -4.20 2 96.88 3 0.00 1 14U 0.67 2 162.82 3 0.00 1 L -0.74 4 140.00 J 0.00 1 15U 2.61 4 157.27 0.00 1 L -4.15 2 .51 3 0.00 1 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 25 Sacramento, CA 95826 Date: 4/25/00 File: MILLGFMI Sunwest Foods Rice Mill mill girder frame G2 (for col design only) C Envelope Reactions Joint +------------ Forces -------------- fl ________________________< Section Envelope Section Forces Memb y X lc Y lc Moment lc lc --- ---------K-- ----- ----------K ------- ---------K-ft------------------------- � 16U 0.61 3 145.08 1 0.00 1 368.16 L -1.26 4 105.56 3 0.00 1 4 17U 3.34 4 168.30 3 0.00 1 85.89 L -3.28 2 124.44 4 0.00 1 4 18U -19.07 2 83.98 4 0.00 1 36.06 L -28.69 1 46.80 2 0.00 1 L Tot:9U 0.00 3 1244.89 1 2 4 L 0.00 2 933.35 4 -5.66 4 fl ________________________< Section Envelope Section Forces Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 1 1 U 36.06 1 104.82 2 368.16 1 L 18.23 4 47.52 4 191.80 4 2 U 36.06, 1 85.89 2 -57.90 4 L 18.23 4 36.87 4 -205.72 2 3 U 36.06 1 0.95 2 -108.35 4 L 18.23 4 -2.78 4 -347.93 2 4 U 36.06 1 -42.43 4 -5.66 4 �+ L 18.23 4 -87.49 3 -173.00 2 5 U 36.06 1 -53.08 4 464.77 3 L 18.23 4 -106.43 3 276.94 4 ---------------------------------------------------------------------------- 2 1 U 32.57 1 83.83 3 436.53 3 L 19.77 4 42.96 2 284.55 4 2 U L 32.57 19.77 1 4 68.90 34.56 3 2 148.90 -26.86 2 4 3 U 32.57 1 -9.84 2 7.24 2 L 19.77 4 -33.67 4 -268.57 4 4 U 32.57 1 -18.24 2 72.78 2 L 19.77 4 -48.60 4 -76.60 4 5 U 32.57 1 -26.64 2 241.42 1 ----- ----L---------19_77-4------------63_54-4-----------15724 3 3 1 U 32.37 1 66.18 1 234.24 -----------=-- 1 2 L U 18.87 32.37 4 1 32.50 51.25 3 1 147.40 50.00 3 4 L 18.87 4 24.10 3 -108.52 2 3 U 32.37 1 =18.23 4 -52.54.4 L 18.87 4 -42.31 2 -309.93 2 4 U 32.37 1 -26.63 4 52.13 4 L 18.87 4 -57.24 2 -77.66 2 5 U L 32.37 18.87 1 4 -35.03 -72.17 4 2 284.39 190.30 1 3 fl I I I I I 11 I 11 I E F I i RISA -2D (R). Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 26 Sacramento, CA 95826 Date: 4/25/00 Sunwest Foods Rice Mill File: MILLGFMI mill girder frame G2 (for col design only) < Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc --------------------------------------------------------ft------------------ 4 1 U 31.23 1 67.96 4 271.43 1 L 21.52 4 32.32 2 179.36 3 2 U 31.23 1 53.03 4 60.85 2 L 21.52 4 23.92 2 -71.22 4 3 U 31.23 1 -20.48 2 -31.19 2 L 21.52 4 -48.08 3 -283.85 4 4 U 31.23 1 -28.88 2 83.98 2 L 21.52 4 -63..01 3 -62.79 4 5 U L 31.23 1 4 -37.28 7795 2 3 348.873 227.95 4 ------------------21_52 5 1 U -------------_------------ 30.90 1 84.87 3 339.43 3 L 20.78 4 44.73 4 221.32 2 2 U 30.90 1 69.93 3 45.12 4 L 20.78 4 36.33 4 -102.28 2 3 U 30.90 1 -29.07 4 -104.83 4 ' L 20.78 4 -52.06 2 -356.19 2 4 U 30.90 1 -37.47 4 50.42 4 L 20.78 4 -66.99 2 -78.41 2 5 U 30.90 1 -45.87 4 328.61 1 L 20.78 4 -81.92 2 236.75 3 ---------------------------------------------------------------------------- 6 1 U 29.82 1 77.10 4 316.93 1 L 22.25 2 41.31 2 222.88 3 2 U 29.82 1 62.17 4 64.84 2 3 L U 22.25 29.82 2 1 32.91 -23.16 2 3 -64.39 -69.14 4 2 L 22.25 2 -43.80 1 -319.67 4 4 U 29.82 1 -31.56 3 60.09 2 L 22.25 2 -58.73 1 -85.25 4 5 U 29.82 1 -39.96 3 294.44 1 L 22.25 2 -73.66 1 207.20.3 �' ---------------------------------------------------------------------------- 7 1 U 28.93 1 71.42 1 283.47 1 L 22.13 4 38.92 4 198.66 3 2 U 28.93 1 56.49 1 61.67 4 L 22.13 4 30.52 4 -84.70 2 3 U 28.93 1 -24.88 4 - 61.16 4 L 22.13 4 -53.26 3 -309.45 2 4 U 28.93 1 -33.28 4 74.54 4 L 22.13 4 -68.20 3 -49.18 2 5 U 28.93 1 -41.68 4 362.27 3 ---------------------------------------------------------------------------- L 22.13 4 -83.13 3 249.44 4 I I I I LVI I I I I I I i I RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 27 Sacramento, CA 95826 Date: 4/25/00 Sunwest Foods Rice Mill File: MILLGFMI mill girder frame G2 (for col design only)',�� Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 8 1 U 28.69 1 85.17 3 352.43 3 L 19.07 2 49.81 2 253.72 2 2 U 28.69 1 70.23 3 40.84 2 L 19.07 2 41.41 2 -82.61 4 3 U 28.69 1 55.30 3 -132.83 2 L 19.07 2 33.01 2 -364.32 4 4 U 28.69 1 -38.39 2 5.77 2 L 19.07 2 -69.05 4 -112.56 4 5 U 28.69 1 -46..80 2 290.87 1 L --------19_07-2------------83_98-4-----------204_58-2------ - 9 1 U 104.82 2 -18.23 4 0.00 1 L I47.52 4 -36.06 1 0.00 1 2 U 104.82 2 -18.23 4 114.93 1 L 47.52 4 -36.06 1 58.09 4 3 U 104.82 2 -18.23 4 229.86 1 L 47.52 4 -36.06 1 116.19 4 4 U 104.82 2 -18.23 4 344.78 1 L 47.52 4 -36.06 1 174.28 4 GZ 5 U 104.82 2 -18.23 459.71 L 10 1 U --------47_52-4------------36_06-1---------------38-4 190.26 3 6.44 2 0.00 1 L 127.28 4 -1.55 4 0.00 1 2 U 190.26 3 6.44 2 4.94 4 L 127.28 4 -1.55 4 -20.54 2 3 U L 190.26 127.28 3 4 .6.44 -1.55 2 4 9.87 -41.07 4 2 4 U 190.26 3 6.44 2 14.81 4 L 127.28 4 -1.55 4 -61.61 2 5 U 190.26 3 6.44 2 19.75 4 L 127.28 4 -1.55 4 -82.15 2 ---------------------------------------------------------------------------- 11 1 U 125.76'1 1.72 3 0.00 1 L 86.41 3 -0.79 2 0.00 1 - 2 U 125.76 1 1.72 3 2.51 2 L 86.41 3 -0.79 2 -5.49 3 3 U 125.76 1 1.72 3 5.01 2 L 86.41 3 -0.79 2 -10.98 3 4 U 125.76 1 1.72 3 7.52 2 L 86.41 3 -0.79 2 -16.47 3 5 U 125.76 1 1.72 3 10.02 2 L 86.41 3 -0.79 2 -21.96 3 ---------------------------------------------------------------------------- 12 1 U 138.69 1 4.20 2 0.00 1 L 96.88 3 -2.65 4 0.00 1 11 i 1 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 28 Sacramento, CA 95826 Date: 4/25/00 File: MILLGFMI Sunwest Foods Rice Mill mill girder frame G2 (for col. design only) C1 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 2 U 138.69 1 4.20 2 8.44 4 L 96.88 3 -2.65 4 -13.39 2 3 U 138.69 1 4.20 2 16.88 4 L 96.88 3 -2.65 4 -26.77 2 4 U 138.69 1 4.20 2 25.32 4 L 96.88 3 -2.65 4 -40.16 2 5 U 138.69 1 4.20 2 33.76 4 L 96.88 3 -2.65 4 -53.54 2 ----------------------------------------------------- 13 1 U 162.82 3 0.74 4 ----------------------- 0.00 1 L 114.09 2 -0.67 2 0.00 1 2 U 162.82 3 0.74 4 2.13 2 L 114.09 2 -0.67 2 -2.36 4 3 U 162.82 3 0.74 4 4.25 2 L 114.09 2 -0.67 2 -4.72 4 4 U 162.82 3 0.74 4 6.38 2 L 114.09 2 -0.67 2 -7.09 4 5 U 162.82 3 0.74 4 8.50 2 L 114.09 2 -0.67 2 -9.45 4 ---------------------------------------------------------------------------- 14 1 U 157.27 1 4.15 2 0.00 1 L 115.51 3 -2.61 4 0.00 1 2 U 157.27 1 4.15 2 8.31 4 L 115.51 3 -2.61 4 -13.23 2 3 U 157.27 1 4.15 2 16.63 4 L 115.51 3 -2.61 4 -26.47 2 4 U 157.27 1 4.15 2 24.94 4 L 115.51 3 -2.61 4 -39.70 2 5 U L 157.27 115.513 1 4.15 -2.61 2 4 3 4 -52.942 15 1 U ------ 145.08 - 1 1.26 4 0.00 1 L 105.56 3 -0.61 3 0.00 1 2 U 145.08 1 1.26 4 1.95 3 L 105.56 3 -0.61 3 -4.01 4 3 U 145.08 1 1.26 4 3.90 3 L 105.56 3 -0.61 3 -8.03 4 4 U 145.08 .1 1.26 4 5.85 3 L 105.56 3 -0.61 3 -12.04 4 5 U 145.08 1 1.26 4 7.80 3 L 105.56 3 -0.61 3 -16.05 4 ---------------------------------------------------------------------------- 16 1 U 168.30 3 3.28 2 0.00 1 L 124.44 4 -3.34 4 0.00 1 2 U 168.30 3 3.28 2 10.65 4 L 124.44 4 -3.34 4 -10.47 2 r 11 CJ 1 11 '�J 1 1 11 i RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill Job : 99138.00 Page: 29 Date: -4/25/00 File: MILLGFMI mill girder frame G2 (for col design only) �Z Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc' -----------------K------------------K-----------------K-ft------------------ 3 U 168.30 3 3.28 2 21.29 4 L 124.44 4 -3.34 4 -20.93 2 4 U 168.30 3 3.28 2 31.94 4 L 124.44 4 -3.34 4 -31.40 2 5 U 168.30 3 3.28 2 42.59 4 L 124.44 4 -3.34 4 -41.86 2 ---------------------------------------------------------------------------- 17 1 U 83.98 4 28.69 1 0.00 1 L 46.80 2 19..07 2 0.00 1 2 U 83.98 4 28.69 1 -60.78 2 L 46.80 2 19.07 2 -91.46 1 3 U 83.98 4 28.69 1 -121.57 2 L 46.80 2 19.07 2 -182.92 1 4 U. 83.98 4 28.69 1 -182.35 2 L 46.80 2 19.07 2 -274.38 1 5 U 83.98 4 28.69 1 -243.13 2 ---------------------------------------------------------------------------- L 46.80 2 19.07 2 -365.85 1 1 i 1 1 1 1 1 1 1 1 1 1 i BUEHLER & BUEHLER ASSOCIATES Jos Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 -DA TE 04/25/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT C.IA BY PLS SHEET NO -3. Sunwest Foods Rice Mill Buhler mill bm B1 frame (for col design only) (@ grid C) Loads: LC 1, total dl + 11 +Depth'1 rzDepth, ;;#� UnselectAll «.��z �jBox Select, `Bos .0 nselect ,�;;��b _iMveit Selected;, Lock'Unse1ected1V' Z Tax RISA -2D (R) Version 4.01 ' Buehler & Buehler Job : 99138.00. 7300 Folsom Blvd., #103 Page: 42 Sacramento, CA 95826 Date: 4/25/00 File: MILLBFMI Sunwest Foods Rice Mill Buhler mill bm B1 frame (for col design only) (@grid C) G Units. .......................... US Standard Steel Code ........................ AISC 9th Edition ASD Allowable Stress Increase Factor.. 1.333 Include Shear Deformation......... Yes No. of Sections for Member Calcs.. 5 Do Redesign ....................... Yes P -Delta Analysis Tolerance........ 0.50% Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ------------------ft------------ft------------OF----- ----------------------- 1 0.000 0.000 0.00 2 23.000 0.000 0.00 3 46.330 0.000 0.00 4 69.330 0.000 0..00 5 0.000 -14.000 0.00 6 23.000 -14.000 .0.00 7 46.330 -14.000 0.00 8 69.330 -14.000 0.00 Boundary Conditions Joint +----- Translation -----+ No X Y Rotation ------------ K/in-------- K/in------ K-ft/rad---------------------------------- ' S Reaction Reaction 6 Reaction Reaction 7 Reaction Reaction ' 8 Reaction Reaction Materials (General) Material Young's Shear Poisson's Thermal Weight Yield ' Label Modulus Modulus Ratio Coef. Density Stress ------------- Ksi---------- Ksi---------------- 10^5°F ---- K/ft3------- Ks.i------ CONC 3600.00 1550.00 0.1670 0.65000 0.150 3.40 '< Sections Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C ------------------------------ in^2---------------- in^4---------- in^4-------- BEAM CONC 378.00 1.2 1.2 1.00 8040.00 SQCOL CONC 512.00 1.2 1.2 1.00 30583.00 COL CONC 201.00 1.2 1.2 1.00 2250.00 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 43 Sacramento, CA 95826 Date: 4/25/00 Sunwest Foods Rice Mill File: MILLBFMI Buhler mill bm B1 frame (for col design only) (@grid C) Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I -End J -End Label y Length --------------------------------------------in -------in---------------ft---- 1 1 2 BEAM 16.00 8.00 23.00 2 2 3 BEAM 8.00 8.00 23.33 3 3 4 BEAM 8.00 16.00 23.00 4 5 1 SQCOL 15.00 14.00 5 6 .2 COL 15.00 14.00 6 7 3 COL 15.00 14.00 7 8 4 SQCOL 15.00 14.00 Basic Load Case Data BLC Basic Load Case No----------------Description----------------Nodal Load Type Totals Point Dist. - 1 Total dl incld 81'slab & pt ld -------------------------- 2 3 2 Wu 125 psf 11 @ bm 1 1 3 Wu 125 psf 11 @ bm 2 1 4 Wu 125 psf 11 @ bm 3 1 < Member Point Loads, BLC 1 Joints Member I J Direction Magnitude Location ' ------------------------------------- K,K-ft ------- ---- ft or % --------------- 3 3 4 Y -6.000 13.000 2 2 3 Y -6.000 10.330 Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member -----I------J--------- Label ---------Multiplier -- 1 1 2 UNIFORM 1.8000 2 2 3 UNIFORM 2.1000 3 3 4 UNIFORM 2.1000 Member Distributed Loads, BLC 2 Joints Load Pattern Pattern ' Member I J Label Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM 2.1000 Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member- I Multiplier --J---------Label -----------------_ 2 2 3 UNIFORM ------------------------- 2.1000 i No. Description BLC Fac RISA -2D (R) Version 4.01 BLC Fac BLC Fac Buehler & Buehler Job 99138.00 --------------------------------------------------------=------------------- 1 total dl 7300 Folsom Blvd., #103 Page: 44 1 Sacramento, CA 95826 Date: 4/25/00 Sunwest Foods Rice Mill File: MILLBFMI Buhler mill bm B1 frame (for col design only) (@grid C) 11 1&3 Member Distributed Loads, BLC 4 1 2 1 4 1 Joints Load Pattern Pattern Member I J Label Multiplier --------------------------------------------------------------- 3 3 4 UNIFORM 2.1000 ------------ 1 Load Patterns 3 1 4 1 ' Pattern Magnitudes Locations 4 dl + skip Label Dir Start End Start End 1 ------------------- K/ft,F---------- K/ft,F----------- ft or % ------- ft or %--- ■ UNIFORM Y -1.000 -1.000 0.000 0.000 Load Combinations No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac RWPE SSdv --------------------------------------------------------=------------------- 1 total dl + 11 1 1 2 1 3 1 4 1 y 2 dl + skip 11 1&3 1 1 2 1 4 1 y 3 dl + skip 11 2&3 1 1 3 1 4 1 y 4 dl + skip 11 1&2 1 1 2 1 3 1 y 5 dl + skip 11 2 1 1 3 1 y Envelope Reactions Joint +------------ Forces -------------+ X - lc Y lc Moment lc ------------K---------=-------K----------------K-ft------------------------- 5U 13.97 2 42.06 2 0.00 1 ' L 6U 3.83 3.10 5 3 14.23 5 CI. 0.00 0.00 1 1 L -0.77 2 4 0.00 1 7U L 1.85 -2.03 2 4 497.26 4.35 ' .73 2 0.00 0.00 1 1 8U -4.91 5 47.86 2 0.00 1 L -15.05 2 20.04 5 0.00 1 Tot:9U 0.00 4 274.49 1 L 0.00 1 186.29 5 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc ----------------- K------------------ K----------=------ K-ft ------------------ .1 1 U 13.97 2 42.06 2 139.53 2 L 3.8 .5 14.2 5 34.7 5 2 U 13.97 2 21.59 2 3.42 3 L 3.8 5 4.8 5 -50 4 3 U 13.97 2 1.11 2 -11.03 3 L 3.8 5 -5 4 -87:2 2 4 U L 13.97 3.8 2 5 -11.42 3 -25.5 4 33.71 -39..3 5 2 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00* ' 7300 Folsom Blvd., #103 Page: 45 Sacramento, CA 95826 Date: 4/25/00 Sunwest Foods Rice Mill File: MILLBFMI Buhler mill bm B1 frame (for col design only) (@grid C) Envelope_Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 5 U 13.97 2 -20.87 3 190.49 4 L 3.8 5 -46 4 108.9 3 ' ---------------------------------------------------------------------------- 2 1 U 13.20 2 51.28 4 187.70 4 L 6.2 5 25.8 2 114.7 2 2 U .13.20 2' 28.18 4 4.53 2 L 6.2 5 14.3 2 -57 3 3 U 13.20 2 -0.91 4 -34.08 2 L 6.2 5 -5.7 3 -126.9 5 4 U L 13.20 6.2 2 5 -14.84 -28.8 2 3 15.80 -45.7 2 4 5 U 13.20 2 -26.39 2 202.23 3 L 6.2 5 -51.9 3 129.2 2 ---------------------------------------------------------------------------- 3 1 U 15.05 2 52.48 3 216.18 3 L 4.9 5 27.4 4 134.6 4 2 U 15.05 2 30.43 3 29.41 5 L 4.9 5 16.3 4 -43.6 2 3 U 15.05 2 8.38 3 -37.05 4 L 4.9 5 2.2 2 -113.2 2 4 U 15.05 2 -9.01 5 -15.55 4 L 4.9 5 -25.8 2 -68.9 3 5 U 15.05 2 -20.04 5 146.88 2 L 4.9 5 -47.9 2 42 5 4 1 U 42.06 ---------------------------------------------------- 2 -3.83 5 0.00 1 2 L U 14.2 42.06 5 2 -14 -3.83 2 0 5 44.54 2 L 14.2 5 -14 2 12.2 5 3 U 42.06 2 -3.83 5 89.08 2 ' L 14.2 5 -14 2 24.4 5 4 U 42.06 2 -3.83 5 133.61 2 L 14.2 5 -14 2 36.6 5 5 U 42.06 2 -3.83 5 178.15 2 L 14.2 5 -14 2 48.8 5 ---------------------------------------------------------------------------- 5 1 U L 97.26 6S.6-2 4 0.77 -3.1 2 3 0 0.00 1 2 U 97.26 4 0.77 2 9.90 3 L 65.6 2 =3.1 3 -2.5 2 3 U 97.26 4 0.77 2 19.79 3 L 65.6 2 -3.1 3 -4.9 2 4 U 97.26 4 0.77 2 29.69 3 5 L U 65.6 97.26 2 4 -3.1 0.77 3 2 - 39.59 C f L 65.6 2 -3.1 3 -9.9 2 i RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill Job : 99138.00 Page: 46 Date: 4/25/00 File: MILLBFMI Buhler mill bm B1 frame (for col design only) (@grid C) Envelope Section Forces Section Memb y Axial lc Shear lc Moment. lc -----------------K------------------K-----------------K-ft------------------ ---------------------------------------------------------------------------- 6 1 U 104.35 3 2.03 4 0.00 1 L 72.7 2 -1.9 2 0 2 U 104.35 3 2.03 4 5.90 2 L 72.7 2 -1.9 2 -6.5 4 3 U 104.35 3 2.03 4 11.81 2 L 72.7 2 -1.9 2 -12.9 4 4 U 104.35 3 2.03 4 17-.71 2 L 72.7 2 -1.9 2 - 5 U 104.35 3 2.03 4 `J23.6.1-2) ---------------------------------------------------------------------------- L 72.7 2 -1.9 2 -25.8 4 7 1 U 47.86 2 15.05 2 0.00 1 L 20 5 4.9 5 0 2 U 47.86 2 15.05 2 -15.65 5 L 20 5 4.9 5 -48 2 3 U 47.86 2 15.05 2 -31.29 5 L 20 5 4.9 5 -95.9 2. 4 U 47.86 2 15.05 2 -46.94 5 L 20 5 4.9 5 -143.9 2 5 U 47.86 2 15.05 2 -62.59 5 ----------------------------------------------------------------------------- L 20 5 4.9 5 -191.9 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BUEHLER & BUEHLER ASSOCIATES JOB SunWest Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 04/25/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT CJA By PLS SHEET NO,� -4.Mr4--RD Sunwest Foods Rice Mill Buhler mill bm B2 frame (for column design only) ((9 Grid E) Loads_ LC 1 , total dl + II K r W 17 ,"Box;2oom� i ',,+`'Zoom In; ♦ a,2oom,0ut 1 ZA� Unselect All TSN 7C —M Box Unselecta".:y. Invert Selected ` ,Lock Unselected ' Units ............................. US Standard Steel Code ........................ AISC 9th Edition ASD Allowable Stress Increase Factor.. 1.333 Include Shear Deformation......... Yes No. of Sections for Member Calcs.. 5 Do Redesign....................... Yes P-Delta Analysis Tolerance........ 0.50% Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ------------------ft------------ft------------OF---------------------------- 1 0.000 0.000 0.00 2 23.000 0.000 0.00 3 46.330 0.000 0.00 4 69.330 0.000 0.00 5 0.000 14.000 0.00 6 23.000 -14.000 0.00 7 46.330 -14.000 0.00 8 69.330 -14.000 0.00 1 1 RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Job : 99138.00 Page: 47 Date: 4/25/00 File: MILLBFM2 Sunwest Foods Rice Mill Buhler mill bm B2 frame (for column design only) (@Grid E) 0-5-4 Boundary Conditions Joint +----- Translation -----+ No X Y Rotation ------------ K/in-------- K/in------ K-ft/rad---------------------------------- 5 Reaction Reaction 6 Reaction Reaction 7 Reaction Reaction 8 Reaction Reaction Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress ------------- Ksi---------- Ksi----------- ----- 10-5°F ---- K/ft3------- Ksi------ CONC 3600.00 1550.00 0.1670 0.65000 0.150 3.4D Sections Members Section Database Material Memb As As I Offsets Inactive? I T Label ShapeLabel Area 0,2 1,3 1,3 Length 0,2 C - --------------in-2----------------in-4----------in^4-------- in-------in--------------- ft---- BEAM CONC 540.00 1.2 1.2 1.00 11500.00 SQCOL CONC 512.00 1.2 1.2 1.00 30583.00 COL CONC 201.00 1.2 1.2 1.00 2250.00 _________< Member Point Loads, BLC 1 Joints Member I J Direction Magnitude Location - ------------------------------------ K,K-ft-----------ft or % --------------- 1 1 1 2 Y -2.400 8.000 1 1 2 Y -2.400 18.000 Members ' Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I -End J -End Label y Length -------------------------------------------- in-------in--------------- ft---- 1 1 2 BEAM 16.00 8.00 23.00 2 2 3 BEAM 8.00 8.00 23.33 3 3 4 BEAM 8.00 16.00 23.00 4 5 5 1 6 2 SQCOL COL 15.00 15.00 14.00 14.00 6 7 3 COL 15.00 14.00 7 8 4 SQCOL 15.00 14.00 Basic Load Case Data BLC Basic Load Case Load Type Totals No. -- --Description----------------Nodal ---Point Dist. 1 Total dl incld 811slab & pt ld 3 3 2 Wu 125 psf 11 @ bm 1 1 ' 3 Wu 125 psf 11 @ bm 2 1 4 Wu 125 psf 11 @ bm 3 1 _________< Member Point Loads, BLC 1 Joints Member I J Direction Magnitude Location - ------------------------------------ K,K-ft-----------ft or % --------------- 1 1 1 2 Y -2.400 8.000 1 1 2 Y -2.400 18.000 _________< Member Point Loads, BLC 1 Joints Member I J Direction Magnitude Location - ------------------------------------K,K-ft-----------ft or % ---------------- 2 2 2 3 Y -35.000 18.330 Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM 1.9000 2 2 3 UNIFORM 1.9000 3 3 4 UNIFORM 3.2000 Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier ----------------------------------------------------------------------------- 1 .1 2 UNIFORM 2.2000 Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 2 2 3 UNIFORM 2.2000 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier -----------------.----------------------------------------------------------- 3 3 4 UNIFORM 2.2000 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F----------- ft or % ------- ft or °s --- UNIFORM Y -1.000 -1.000 0.000 0.000 Load Combinations RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 Rink P E 7300 Folsom Blvd., #103 Page: 48 Fac Sacramento, CA 95826 Date: 4/25/00 ' Sunwest Foods Rice Mill File: MILLBFM2 1 Buhler mill bm 132 frame (for column design only) (@Grid E) (f�5-Z _________< Member Point Loads, BLC 1 Joints Member I J Direction Magnitude Location - ------------------------------------K,K-ft-----------ft or % ---------------- 2 2 2 3 Y -35.000 18.330 Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM 1.9000 2 2 3 UNIFORM 1.9000 3 3 4 UNIFORM 3.2000 Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier ----------------------------------------------------------------------------- 1 .1 2 UNIFORM 2.2000 Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 2 2 3 UNIFORM 2.2000 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier -----------------.----------------------------------------------------------- 3 3 4 UNIFORM 2.2000 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F----------- ft or % ------- ft or °s --- UNIFORM Y -1.000 -1.000 0.000 0.000 Load Combinations Rink P E No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac S-dv ---------------------------------------------------------------------------- 1 total dl + 11 1 1 2 1 3 1 4 1 y 2 dl + skip 11 1&3 1. 1 2 1 4 1 y 3 dl + skip 11 2&3 1 1 3 1 4 1 y 4 dl + skip 11 1&2 1 1 2 1 3 1 y 5 dl + skip 11 2 1 1 3 1 y Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Moment lc ' ------------ ------------K-----------K----------K-ft------------------------- 5U 15.01 2 46.15 2 0.00 1 L 4.77 5 17.00 5 0.00 1 6U 2.51 3 103.89 4 0.00 1 L -0.67 2 2 0.00 1 7U 1.16 2 <444.283 0.00 1 L -2.01 4 110. 2 0.00 1 ' 8U -5.26 5 54.26 2 0.00 1 L -15.50 2 25.11 5 0.00 1 Tot:9U 0.00 3 329.49 1 L0,00_2237.09 5 ------------- - < Envelope Section Forces >------------------------- Section 'Memb y Axial lc Shear lc Moment lc - -----------------K------------------K-----------------K-ft------------------ 1 1 U 15.01 2 46.15 2 148.63 2 L 4.77 5 17.00 5 44.14 5 2 U 15.01 2 24.62 2 1.66 3 L 4.77 5 7.02 5 -60.57 4 3' U 15.01 2 0.70 2 -15.24 3 ' L 4.77 5 -5.99 4 -100.70 2 4 U 15.01 2 -12.39 3 33.90 5 L 4.77 5 -27.51 4 -47.85 2 5 U 15.01 2 -24.77 3 210.28 4 L 4.77 5 -51.44 4 125.29 3 ----------------------------------------------------------------------------- ' 2 1 U 14.34 2 52.45 4 208.71 4 L 6.64 5 25.39 2 131.98 2 2 U 14.34 2 29.90 4 21.08 2 L 6.64 5 14.94 2 -49.19 3 ' 3 U 14.34 2 7.36 4 -32.36 2 L 6.64 5 1.63 3 -134.93 5 4 U 14.34 2 -5.95 2 -28.34 2 L 6.64 5 -20.91 3 -98.62 4 5 U 14.34 2 -51.40 2 261.52 3 L 6.64 5 -78.46 3 184.80 2 ---------------------------------------------------------------------------- 3.1 U 15.50 2 65.82 3 277.76 3 L 5.26 5 39.15 4 192.77 4 2 U 15.50 2 37.47 3 41.58 5 L 5.26 5 22.35 4 -40.16 2 3 U 15.50 2 9.12 3 -41.91 4 L 5.26 5 2.44 2 -127.38 2 4 U 15.50 2 -8.31 5 -26.95 4 L 5.26 5 -25.91 2 -89.18 3 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 49 Sacramento, CA 95826 Date: 4/25/00 File: MILLBFM2 ' Sunwest Foods Rice Mill Buhler mill bm B2 frame (for column design only) (@Grid E) Cj3 Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Moment lc ' ------------ ------------K-----------K----------K-ft------------------------- 5U 15.01 2 46.15 2 0.00 1 L 4.77 5 17.00 5 0.00 1 6U 2.51 3 103.89 4 0.00 1 L -0.67 2 2 0.00 1 7U 1.16 2 <444.283 0.00 1 L -2.01 4 110. 2 0.00 1 ' 8U -5.26 5 54.26 2 0.00 1 L -15.50 2 25.11 5 0.00 1 Tot:9U 0.00 3 329.49 1 L0,00_2237.09 5 ------------- - < Envelope Section Forces >------------------------- Section 'Memb y Axial lc Shear lc Moment lc - -----------------K------------------K-----------------K-ft------------------ 1 1 U 15.01 2 46.15 2 148.63 2 L 4.77 5 17.00 5 44.14 5 2 U 15.01 2 24.62 2 1.66 3 L 4.77 5 7.02 5 -60.57 4 3' U 15.01 2 0.70 2 -15.24 3 ' L 4.77 5 -5.99 4 -100.70 2 4 U 15.01 2 -12.39 3 33.90 5 L 4.77 5 -27.51 4 -47.85 2 5 U 15.01 2 -24.77 3 210.28 4 L 4.77 5 -51.44 4 125.29 3 ----------------------------------------------------------------------------- ' 2 1 U 14.34 2 52.45 4 208.71 4 L 6.64 5 25.39 2 131.98 2 2 U 14.34 2 29.90 4 21.08 2 L 6.64 5 14.94 2 -49.19 3 ' 3 U 14.34 2 7.36 4 -32.36 2 L 6.64 5 1.63 3 -134.93 5 4 U 14.34 2 -5.95 2 -28.34 2 L 6.64 5 -20.91 3 -98.62 4 5 U 14.34 2 -51.40 2 261.52 3 L 6.64 5 -78.46 3 184.80 2 ---------------------------------------------------------------------------- 3.1 U 15.50 2 65.82 3 277.76 3 L 5.26 5 39.15 4 192.77 4 2 U 15.50 2 37.47 3 41.58 5 L 5.26 5 22.35 4 -40.16 2 3 U 15.50 2 9.12 3 -41.91 4 L 5.26 5 2.44 2 -127.38 2 4 U 15.50 2 -8.31 5 -26.95 4 L 5.26 5 -25.91 2 -89.18 3 1 RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Job : Page: Date: File: Sunwest Foods Rice Mill Buhler mill bm B2 frame (for column design only) (@Grid E) 99138.00 50 4/25/00 MILLBFM2 ' Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc 5 U 15.50 2 -25.11 5 144.71 2 L 5.26 5 -54.26 2 40.22 5 ---------------------------------------------------------------------------- ' 4 1 U 46.15 2 -4.77 5 0.00 1 L 17.00 5 -15.01 2 0.00 1 2 U 46.15 2 -4.77 5 47.85 2 ' L 17.00 5 -15.01 2 15.21 5 3 U 46.15 2 -4.77 5 95.70 2 L 17.00 5 -15..01 2 30.42 5 4 U 46.15 2 -4.77 5 143.54 2 L 17.00 5 -15.01 2 45.63 5 5 U 46.15 2 -4.77 5 191.39 2 L 17.00 5 -15.01 2 60.83 5 5 1 U 103.89 4 0.67 2 0.00 1 L 70.14 2 -2.51 3 0.00 1 ' 2 U 103.89 4 0.67 2 8.00 3 L 70.14 2 -2.51 3 -2.13 2 3 U 103.89 4 0.67 2 15.99 3 � L 70.14 2 -2.51. 3 -4.25 2 s, J 4 U 103.89 4 0.67 2 23.99 3 L 70.14 2 -2.51 3 2 5 U 103.89 4 0.67 2 3 ---------L---------70_14-�-------------2_51 6 1 U 144.28 3 2.01 4 0.00 1 2 L U 110.54 144.28 2 3 -1.16 2.01 2 4 0.00 3.70 1 2 L 110.54 2 -1.16 2 -6.42 4 3 U 144.28 3 2.01 4 7.40 2 L 110.54 2 -1.16 2 -12.84 4 4 U 144.28 3 2.01 4 11.10 2 L 110.54 2 -1.16 2 -19.27 4 ' 5 U L 144.28 110.54 3 2.01 4 14.79 2 2 -1.16 2 7 1 U 54.26 2 15.50 2 0.00 1 ' L. 25.11 5 5.26 5 0.00 1 2 U 54.26 2 15.50 2 -16.78 5 L 25.11 5 5.26 5 -49.42 2 3 U 54.26 2 15.50 2 -33.56 5 L 25.11 5 5.26 5 -98.84 2 4 U 54.26 2 15.50 2 -50.35 5 , 5 L U 25.11 54.26 5 2 5.26 15.50 5 2 -148.26 -67.13 2 5 L 25.11 5 5.26 5 -197.69 2 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 51 Sacramento, CA 95826 Date: 4/25/00 File: MILLBFM2 Sunwest Foods Rice Mill Buhler mill bm B2 frame (for column design only) (@Grid E) CSS Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K----=-------------K-----------------K-ft------------------ ---------------------------------------------------------------------------- BUEHLER & BUEHLER ASSOCIATES JOB Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 04/25/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT C,JA BY PLS SHEET NO Sunwest Foods Rice Mill Buhler mill bm B4 frame (for column design only) (@ grid G) Loads= LC 1 . total dl + II GSA .x�.,.. Box Select>..'• Bos Unselectsq;e>x! IW.An4ewt Selected Y Lock Unselected i ir# r Units ............................. US Standard Steel Code ........................ AISC 9th Edition ASD �i Allowable Stress Increase Factor.. 1.333 Include Shear Deformation......... Yes �S No. of Sections for Member Calcs.. 5 Do Redesign ....................... Yes P -Delta Analysis Tolerance........ 0.50% Boundary Conditions Joint +----- Translation -----+ No X Y Rotation ------------ K/in--------K/in------K-ft/rad---------------------------------- 5 Reaction Reaction 6 Reaction Reaction 7 Reaction Reaction 8 Reaction Reaction .I __________________________< Materials (General) .>=========================== Material Joint Coordinates IJoint X Y Joint No Coordinate Coordinate Temperature CONC ------------------ft------------ft------------OF--------------------------- 0.150 3.40 1 0.000 0.000 0.00 1� 2 23.000 0.000 0.00 Shape Label Area 0,2 1,3 3 46.330 0.000 0.00 ---------- in"4-------- 4 5 69.330 0.000 0.000 -14.000 0.00 0.00 6 23.000 -14.000 0.00 7 46.330 -14.000 0..00 8 69.330 -14.000 0.00 Boundary Conditions Joint +----- Translation -----+ No X Y Rotation ------------ K/in--------K/in------K-ft/rad---------------------------------- 5 Reaction Reaction 6 Reaction Reaction 7 Reaction Reaction 8 Reaction Reaction .I __________________________< Materials (General) .>=========================== F1 t 11 Material Young's Shear Poisson's Thermal 'Weight Yield Label Modulus Modulus Ratio Coef. Density Stress ------------- Ksi---------- Ksi---------------- 10-5°F ---- K/ft3------- Ksi------ CONC 3600.00 1550.00 0.1670 0.65000 0.150 3.40 Sections Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C ------------------------------in-2 ---------------- in"4 ---------- in"4-------- BEAM CONC 540.00 1.2 1.2 1.00 11500.00 SQCOL CONC 512.00 1.2 1.2 1.00 30583.00 F1 t 11 Sections Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C ------------------------------ in"2----------------in-4---------- in -4-------- COL CONC 201.00 1.2 1.2 1.00 2250.00 MembersMemb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I -End J -End Label y Lengt=Z --------------------------------------------in-------in---------------ft---- �, 1 1 2 BEAM 16.00 8.00 23.00 2 2 3 BEAM 8.00 8.00 23.33 3 3 4 BEAM 8.00 16.00 23.00 4 5 1 SQCOL 15.00 14..00 5 6 2 COL 15.00 14.00 6 7 3 COL 15.00 14.00 7 8 4 SQCOL 15.00 14.00 -------------------< Basic Load Case Data BLC Basic Load Case Load Type Totals RISA -2D (R) Version 4.01 No. -------------- ----Description----------------Nodal---Point--Dist_ Buehler & Buehler Job : 99138.00 1 7300 Folsom Blvd., #103 Page: 52 6 3 Sacramento, CA 95826 Date: 4/25/00 @ bm 1 File: MILLBFM4 Sunwest Foods Rice Mill Wu 125 psf 11 @ bm 2 Buhler mill bm B4 frame (for column design only) (@ grid G) S U Sections Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C ------------------------------ in"2----------------in-4---------- in -4-------- COL CONC 201.00 1.2 1.2 1.00 2250.00 MembersMemb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I -End J -End Label y Lengt=Z --------------------------------------------in-------in---------------ft---- �, 1 1 2 BEAM 16.00 8.00 23.00 2 2 3 BEAM 8.00 8.00 23.33 3 3 4 BEAM 8.00 16.00 23.00 4 5 1 SQCOL 15.00 14..00 5 6 2 COL 15.00 14.00 6 7 3 COL 15.00 14.00 7 8 4 SQCOL 15.00 14.00 -------------------< Basic Load Case Data r r BLC Basic Load Case Load Type Totals �. No. -------------- ----Description----------------Nodal---Point--Dist_ ----------- 1 Total dl incld �� p 8 slab & t ld 6 3 2 Wu 125 psf 11 @ bm 1 1 1 3 Wu 125 psf 11 @ bm 2 1 4 Wu 125 psf 11 @ bm 3 1 1 Member Point Loads, BLC 1 Joints Member I J Direction Magnitude Location ------------------------------------- 1 1 1 2 K,K-ft Y ----------- -12.200 ft or % ---------------- 4.000 i� 1 1 2 Y -40.200 10.000 1 1 2 Y -2.400 19.000 2 2 3 Y -17.900 10.000 2 2 3 Y -6.700 19.000 3 3 4 Y -6.800 15.000 ____________________< Member Distributed Loads, BLC 1 >__________________ Joints Load Pattern Pattern Member I J Label Multiplier 7 --------------------------------------------------- 1 1 2 UNIFORM 1.9000 2 2 3 UNIFORM 1.9000 3 3 4 UNIFORM 1.9000 r r 11 1" I I I 0 i 11 I I 1 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 53 Sacramento, CA 95826 Date: 4/25/00 File: MILLBFM4 Sunwest Foods Rice Mill Buhler mill bm B4 frame (for column design only) (@ grid G) GS-� Member Point Loads, BLC 2 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft-----------ft or % --------------- 1 1 2 Y -10.100 4.000 Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------- ------------------------ 1 1 2 UNIFORM 2.1000 Member Distributed.Loads, BLC 3 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 2 2 3 UNIFORM 2.1000 Member Point Loads, BLC 4 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft-----------ft or *-0-7 ------------- 3 3 4 Y --8.000 15.000 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- '3 3 4 UNIFORM 2.1000 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F------------ ft -or % ------- ft or %--- UNIFORM Y -1.000 -1.000 0.000 0.000 Load Combinations RYA PE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ---------------------------------------------------------------------------- 1 total dl + 11 1 1 2 1 3 1 4 1 y 2 dl + skip 11 1&3 1 -1 2 1 4 1 y 3 dl + skip 11 2&3 1 1 3 1 4 1 y 4 dl + skip 11 1&2 1 1 2 1 3 1 y 5 dl + skip 11 2 1 1 3 1 y 11 I I I I t I I I 11 I I I 1 I t RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 _�- 7300 Folsom Blvd., #103 Page: 54 Sacramento, CA 95826 Date: 4/25/00 Sunwest Foods Rice Mill File: MILLBFM4 Buhler mill bm B4 frame (for column design only) (@ grid G) /' D v� Envelope Reactions Joint +------------ Forces -------------- X lc Y lc Moment lc ------------K-----------------K----------------K-ft------------------------- 5U 23.29 2 84.82 2 0.00 1 L 11.51 5 47.54 5 0.00 1 6U 0.22 3 132.84 4 0.00 1 L -3.13 2 99.04 3 0.00 1 i 7U -0.20 2 107.09 3 0.00 1 L -3.64 4 72.20 4 0.00 1 8U -8.11 5 55.92 2 0.00 1 L -19.96 2 21.98 5 0.00 1 Tot:9U 0.00 3 360.29 1 L 0.00 5 253.99 5 Envelope Section Forces Section Memb Axial lc Shear lc Moment lc - ----•-------------K------------------K-----------------K-ft------------------ 1 1 U 23.29 2 84.82 2 212.95 2 L' 11.51 5 47.54 5 97.80 5 2 U 23.29 2 41.52 2 -68.74 3 L 11.51 5 25.36 5 -147.71 4 3 U 23.29 2 -19.68 2 -120.58 3 L 11.51 5 -26.79 4 -208.82 2 4 U 23.29 2 -31.25 3 29.11 5 L 11.51 5 -47.79 4 -50.40 2 5 U 23.29 2 -43.62 3 310.31 4 �i L 11.51 5 -71.19 4 215.54 3 ---------------------------------------------------------------------------- 2 1 U L 20.16 10.91 2 5 61.65 35.33 4 2 277.96 201.61 4 2 2 U 20.16 2 39.65 4 36.06 2 L 10.91 5 24.88 2 -33.57 3 3 U 20.16 2 -0.25 4 -42.23 2' L 10.91 5 -6.47 3 -143.46 5 4 U 20.16 2 -13.92 2 5.57 2 L 10.91 5 -28.47 3 -66.50 4 5 U 20.16 2 -31.07 2 210.60 3 L 10.91 S. -57.17 3 135.38 2 ------------------------------------------------------------'---------------- 3 1 U 19.96 .2 49.92 3 207..77 3 L 8.11 5 21.26 4 109.70 4 2 U 19.96 2 28.92 3 35.47 5 L 8.11 5 11.28 4 -45.26 2 3 U 19.96 2 7.93 3 -8.78 4 L 8.11 5 0.88 2 7105.01 2 4 U L 19.96 8.11 2 5 -12.00 -34.92 5 2 20.18 -61.46 4 3 t I I I 11 I I I I I I I I i I RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 55 Sacramento, CA 95826 Date: 4/25/00 File: MILLBFM4 Sunwest Foods Rice Mill Buhler mill bm B4 frame (for column design only) (@ grid G) Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------- 5 U 19.96 2 -21.98 5 204.90 2 L 8.11 5' -55.92 2 84.20 5 ---------------------------------------------------------------------------- 4 1 U 84.82 2 -11.51 5 0.00 1 L 47.54 5 -23.29 2 0.00 1 2 U 84.82 2 -11.51 5 74.23 2 L 47.54 5 -23.29 2 36.70 5 3 U 84.82 2 -11.51 5 148.47 2 L 47.54 5 -23.29 2 73.39 5 4 U 84.82 2 -11.51 5 222.70 2 L 47.54 5 -23.29 2 110.09 5 5 U 84.82 2 -11.51 5 296.92 L 47.54 5 -23.29 2 14 .79 5 ---------------------------------------------------------------------------- 5 1 U 132.84 4 3.13 2 0.00 1 L 99.04 3 -0.22 3 0.00 1 2 U 132.84 4 3.13 2 0.69 3 L 99.04 3 -0.22 3 -9.98 2 3 U 132.84 4 3.13 2 1.38 3 L 99.04 3 -0.22 3 -19.96 2 4 U 132.84 4 3.13 2 2.07 3 L 99.04-3 -0.22 3 -29.94 2 5 U 132.84 4 3.13 2 ^ y L 99.04 3 -0.22 3 ---------------------------------------------------------- 6 1 U 107.09 3 3.64 4 0.00 1 L 72.20 4 0.20 2 0.00 2 U 107.09 3 3.64 4 ,1. -0.63 2 L 72.20 4 0.20 2 -11.59 4 3 U 107.09 3 3.64 4 -1.26 2 �� L 72.20 4 0.20 2 -23.19 4 5 4 U 107.09 3 3.64 4 -1.88 2 L 72.20 4 0.20 2 -34.78 4 C 5 U 107.09 3 3.64 4 -2 L 72.20 4 0.20 2 6.384 7 1 U 55.92 2 19.96 2 .00 1 L 21.98 5 8.11 5 0.00 1 2 U 55.92 2 19.96 2 -25.84 5 L 21.98 5 8.11 5 -63.63 2 3 U 55.92 2 19.96 2 -51.68 5 L 21.98 5 8.11 5 -127.25 2 4 U 55.92 2 19.96 2 -77.53 5 L 21.98 5 8.11 5 -190.88 2 5 U 55.92 2 19.96 2 -103.37 5 L 21.98 5 8.11 5 -254.51 2 I F I I I Ll I 1 I I 1, I "I 11 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 56 - Sacramento, CA - 95826 Date: 4/25/00 File: MILLBFM4 Sunwest Foods Rice Mill Buhler mill bm B4 frame (for column design only) (@ grid G) Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ ---------------------------------------------------------------------------- JOB BUEHLER &BUEHLER ASSOCIATES ��/�/ (/✓G��r / -'"� �- STRUCTURAL ENGINEERS, INC. JOB NO. ��/ ✓�.� DATE 7300 7300 Folsom Blvd. Suite 103 CLIENT BY LS SHEET NO. �v3 SACRAMENTO, CALIFORNIA 95826 �lSE k 1.54 7a l� �T�kM/meg G�-s �' (il•�/.BALs� R//�cy�t /'''rte .�.> �=�fTs r a3.3' 23,3, Sel&/ �W/C L D C' -5c off BM l��f�l��✓ 3 v� t � � �' AV4 y �� 0 4,4(C�CO S 7 .�, '7 7 Z-5 'Z_ ,4t.(- & A,7 )3M 7 2A9 2) Mole M&r4ew'7' "'il g�/�/��r(i'�147c/ g^,4 z b D 50,0 Z'kW �To Reorder Call NEBS CUSTGM"printing service TOLL FREE 1-800-68&6327 NESS. Inc.. Peterborough, NH 03458. itc'. No: G: 1 0?XMiit BUEHLER & BUEHLER ASSOCIATES JOB Sun West Foods Rice Mill STRUCTURAL ENGINEERS,.INC. JOB NO.. 99138.00 DATE 12/17/99 r. 7300 Folsom Blvd. Suite 103 . SACRAMENTO, CALIFORNIA 95826 CLIENT C.IA BY PLS SHEET NO 1 1 1 1 1 1 7 Sunwest Foods Rice Mill Concrete frame @ Mill East-West direction (for col moments) Loads: LC 1 , Total Id Solution: LC 1 Total Id Member Bending Moments. K -ft -141.371 Vii, BUEHLER & BUEHLER ASSOCIATES JOB Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 12117/99 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT C.JA By PLS SHEETNO 41-1� Sunwest Foods Rice Mill Li Concrete frame @ Mill East-West direction (for col moments) Loads: LC 2, dl + II @bm 5&7 -11 - -160.336 Solution: LC 2 dl + II @ bm 5&7 Z X Member Bending Moments, K -ft �L I��lklk 1J11�1I� �� :e� 41�ll�ll�lli t Units ............................. US Standard Steel Cod& ........................ AISC 9th Edition ASD Allowable Stress Increase Factor. 1.333 Include Shear Deformation......... Yes No. of Sections for Member Calcs.. 5 Do Redesign ....................... Yes P -Delta Analysis Tolerance. 0.50% Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ------------------ft------------ft------------OF---------------------------- 1 0.000 0.000 0.00 2 23.000 0.000 0.00 3 46.330 0.000 0.00 4 69.330 0.000 0.00 5 0.000 14.000 0.00 6 23.000 14.000 0.00 7 46.330 14.000 0.00 8 69.330 14.000 0.00 Boundary Conditions Joint +----- Translation -----+ No X Y Rotation ------------ K/in-------- K/in------ K-ft/rad---------------------------------- 1 Reaction Reaction 2 Reaction Reaction 3 Reaction Reaction ._ 4 Reaction Reaction Materials (General) RISA -2D (R) Version 4.01 Thermal Weight Yield Buehler & Buehler Job : 99138.00 Modulus Modulus Ratio 7300 Folsom Blvd., #103 Page: 1 Sacramento, CA 95826 Date: 12/17/99 Ksi------ Sunwest Foods Rice Mill File: OFFFRM 0.65000 0.150 - Concrete frame @ Mill East-West direction (for col moments) Units ............................. US Standard Steel Cod& ........................ AISC 9th Edition ASD Allowable Stress Increase Factor. 1.333 Include Shear Deformation......... Yes No. of Sections for Member Calcs.. 5 Do Redesign ....................... Yes P -Delta Analysis Tolerance. 0.50% Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ------------------ft------------ft------------OF---------------------------- 1 0.000 0.000 0.00 2 23.000 0.000 0.00 3 46.330 0.000 0.00 4 69.330 0.000 0.00 5 0.000 14.000 0.00 6 23.000 14.000 0.00 7 46.330 14.000 0.00 8 69.330 14.000 0.00 Boundary Conditions Joint +----- Translation -----+ No X Y Rotation ------------ K/in-------- K/in------ K-ft/rad---------------------------------- 1 Reaction Reaction 2 Reaction Reaction 3 Reaction Reaction ._ 4 Reaction Reaction Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label--- Modulus Modulus Ratio Coef. Density Stress -- ---Ksi---------- Ksi---------------- 10"'S°F----K/ft3------- Ksi------ CONC 3600.00 1550.00 0.1670 0.65000 0.150 3.4x0 Sections Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C ------------------------------ in^2---------------- in^4---------- in^4-------- BEAM CONC 648.00 1.2 1.2 1.00 13800.00 COL CONC 201.00 1.2 1.2 1.00 2250.00 SQCOL CONC 256.00 1.2 1.2 1.00 3820.00 Member Distributed Loads, BLC 1 Joints Load Pattern Pattern RISA -2D (R) Version 4.01 I. J Label Buehler & Buehler Job : 99138.00 5 6 7300 Folsom Blvd., #103 Page: 2 6 Sacramento, CA 95826 Date: 12/17/99 5.8000 7 File: OFFFRM UNIFORM Sunwest Foods Rice Mill r_ Concrete frame @ Mill East-West direction (for col moments) Members Memb Joints Rotate Section Releases Offsets Inactive? V No. I J 900 Set I:AVM J:AVM I -End J -End Label y Length --------------------------------------------in-------in---------------ft---- 1 1 5 SQCOL 14.00 2 2 6 COL 14.00 3 3 7 COL 14.00 4 4 8 SQCOL 14.00 5 5 6 BEAM 23.00 6 6 7 BEAM 23.33 7 7 8 BEAM 23.00 < AISC,NDS Parameters Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set le -out le -in le -bend out inCHai ---------------ft------ft------ft------ft----------------------------------- 1 SQCOL 14.00 2 COL 14.00 3 COL 14.00 4 SQCOL 14.00 5 BEAM 23.00 6 BEAM 23.33 7 BEAM 23.00 Basic Load Case Data BLC Basic Load Case Load Type Totals_ No. Description Nodal Point Dist. ---------------------------------------------------------------- .1 Wu dl all bms ------------ 3 2 Wu 125 psf 11 @ bm 5 1 3 Wu 125 psf 11 @ bm 6 4 Wu 125 psf 11 @ bm 7 1 1 Member Distributed Loads, BLC 1 ____________________< Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 5 5 6 UNIFORM 5.3000 t Joints Load Pattern Pattern Member I. J Label Multiplier ---------------------------------------------------------------------------- 5 5 6 UNIFORM 5.8000 6 6 7 UNIFORM 5.8000 7 7 8 UNIFORM 5.8000 ____________________< Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 5 5 6 UNIFORM 5.3000 t RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 3 Sacramento, CA 95826 Date: 12/17/99 File: OFFFRM Sunwest Foods Rice Mill Concrete frame @Mill East-West direction (for col moments) Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 6 6 7 UNIFORM 5.3000 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier ----------------------------------------------------------------------------- 7 7 8 UNIFORM 5.3000 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F----------- ft or o ------- ft or o --- UNIFORM Y -1.000 -1.000 0.000 0.040 Load Combinations RWPE No_DescriptionBLCFacBLCFacBLC Fac BLC Fac .BLC Fac SSdv --- ----- -- -- -- 1 Total ld 1 1 2 1 3 1 4 1 2 dl + 11 @bm 5&7 1 l 2 1 4 1 3 • ---------------------------------------------------------------------------- Dynamics Input: Number of Modes............ 3 Load Combination Number.... 1 Acceleration of Gravity.... 32.20 ft/sec^2 Convergence Tolerance...... 0.001 Converge Work'Vectors...... No Joint Displacements, LC 1 Total ld Joint +------- Translation -------+ Rotation No X Y 8z -------------in-------------in------------rad----------------------------=-- 1 0.000 0.000 0.00341 2 0.000 0.000 -0.00087 3 0.000 0.000 0.00087 4 0.000 0.000 0.00341 5 0.002 -0.020 -0.00695 6 0.001 -0.064 0.00175 7 -0.001 -0.064 -0.00175 8 -0.002 -0.020 0.00695 RISA -2D (R) Version 4.01 Buehler &--Buehler Job : 99138.00 7300 Folsom Blvd., 4103 Page: 4 Sacramento, CA 95826 Date: 12/17/99 File: OFFFRM Sunwest Foods Rice Mill .0 Concrete frame @ Mill East-West direction (for col moments) _______< Story Drift,_ LC 1 : Total ld Story +--- X Direction ---+ No. Joint Drift % of Ht -------in----------------------------------------------------------- No Stories Defined... Reactions, LC 1 : Total ld Joint +--------- Forces ----------+ Moment No X Y Mz -------------K-----•---------K-------------K-ft------------------------------ 1 10.10 108.74 0.00 2 -1.50 276.04 0.00 3 1.50 276.04 0.00 4 -10.10 108.74 0.00 Totals: 0.00 769.56 Center of Gravity Coords (X,Y,Z) (ft) 34.665, 14.000, 0.000 --------------==< Member Section Forces, LC 1 : Total ld Member Joints Section I - J y Axial Shear Moment ----------------------------K -------------- K ------------- K -ft --------------- 1 1- 5 1 108.74 -10.10 0.00 2 108.74 -10.10 35.34 3 108.74 -10.10 70.69 4 108.74 -10.10 106.03 5 108.74 -10.10 141.37 ---------------------------------------------------------------------------- 2 2- 6 1 276.04 1.50 0.00 2 276.04 1.50 -5.27 3 276.04 1.50 -10.53 4 276.04 1.50 -15.80 -------------------5 276.04 1 50 2107 -------------------------------_---- 3 3- 7 1 276.04 -1.50 0.00 2 276.04 -1.50 5.27 3 276.04 -1.50 10.53 4 2 -1.50 15 0 5 276.04- -1.50 21.07_,. ------------- 4 4- 8 1 108.74 10.10 0.00 2 108.74 10.10 -35.34 3 108.74 10.10 -70.69 4 108.74 10.10 -106.03 5 108.74 10.10 -141.37 5 5- 6 1 10.10 108.74 141.37 2 10.10 44.91 -300.39 3 10.10 -18.91 -375.15 4 10.10 -82.74 -82.92 5 10.10 -146.56 576.30 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 5 Sacramento, CA 95826 Date: 12/17/99 Sunwest Foods Rice Mill File: OFFFRM Concrete frame @ Mill East-West direction (for col moments) Member Section Forces, LC 1 : Total ld Member Joints Section I - J y Axial Shear Moment ----------------------------K--------------K-------------K-ft--------------- 6 6- 7 1 8.59 129.48 555.24 2 8.59 64.74 -11.16 3 8.59 0.00 -199.97 _ 4 8.59 -64.74 -11.16 5 8.59 -129.48 555.24 7 7----8-1 10.10 146.56 576.30--- 2 10.10 82.74 -82.92 3 4 10.10 10.10 18.91 -44.91 -375.15 -300.39 5 10.10 -108.74 141.37 ---------------------------------------------------------------------------- Member Stresses, LC 1 : Total ld Member Joints Section Bending Bending I - J y Axial Shear. Top Bottom ' --------------------------- Ksi----------- Ksi----------- Ksi---------- Ksi----- 1 1 5 1 0.42 -0.05 - No Calc - 2 0.42 -0.05 3 0.42 -0.05 4 0.42 -0.05 5 0.42 -0.05 ------------------------------- 2 2 6 1 -------------- 1.37 ------------------------------ 0.01 - No Calc - 2 1.37 0.01 ' 3 4 1.37 1.37 0.01 0.01 5 1.37 0.01 ---------------------------------------------------------------------------- 3 3 7 1 1.37 -0.01 - No Calc - 2 1.37 -0.01 3 1.37 -0.01 4 1.37 -0.01 5 ---------------------------------------------------------------------------- 1.37 -0.01 4 4 8 1 0.42 0.05 - No Calc - 2 0.42 0.05 3 0.42 0.05 4 0.42 0.05 -------------------5-----------0-42----------0-05 5 5 6 1 0.02 0.20 - No Calc - 2 3 0.02 0.02 0.08 -0.04 4 0.02 -0.15 1-1 RISA -2D (R) Version 4.01 Buehler & Buehler . Job 99138.00 7300 Folsom Blvd., #103 Page: 6 Sacramento, CA 95826 Date: 12/17/99 File: OFFFRM ' Sunwest Foods Rice Mill G�Q Concrete frame @ Mill East-West direction (for col moments) Member Stresses, LC 1 : Total ld Member Joints Section Bending Bending Axial Shear Top Bottom ---------------------------Ksi ----------- Ksi----------- Ksi----------Ksi----- 5 0.02 -0.27 ---------------------------------------------------------------------------- 6 6 7 1 0.01 0.24 .- No Calc- ' 2 0.01 0.12 _ 3 0.01 0.00 4 0.01 -0.12 5 0.01 -0.24 ---------------------------------------------------------------------------- 7 7 8 1 0.02 0.27 - No Calc - 2 0.02 0.15 3 0.02 0.04 4 0.02 - 0.08 5 0.02 -0.20 --------------------------------------------------------------- ------------- Member Deflections, LC 1 : Total ld Member Joints Section I J y x y L/n ---------------------------in----------in----------------------------------- 1 1 5 1 0.000 0.000 NC 2 -0.005 0.136 1235.3 3 -0.010 0.217 772.0 4 -0.015 0.189 882.3 5 -0.002 NC ---------------------------0_020 2 2 6 1 0.000 0.000 NC ' 2 3 -0.016 -0.03,2 -0.035 -0.055 4882.8 3051.7 4 -0.048 -0.049 3487.7 5 -0.064 -0.001 NC ------------ ---------------- ------------ --------------- ---------------------- 3 3 7 1 0.000 0.000 NC 2 -0.016 0.035 4882.8 3 -0.032 0.055 3051.7 ' 4, -0.048 0.049 3487.7 5 -0.064 0.001 NC ---------------------------------------------------------------------------- 4 4. 8 1 0.000 0.000 NC 2 -0.005 -0.136 1235.3 3 -0.010 -0.217 772.0 4 -0.015 -0.189 882.3 5 -0.020 0.002- NC ------------------------------------------------------------=---------------- 5 5 6 1 2 0.002 0.001 -0.020 -0.477 NC 619.0 3 0.001 -0.623 474.6 1-1 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 7 Sacramento, CA 95826 Date: 12/17/99 File: OFFFRM Sunwest Foods Rice Mill C �� Concrete frame @ Mill East-West direction (for col moments) Member Deflections, LC 1 : Total ld Member Joints Section I - J y x y L/n ---------------------------in----------in----------------------------------- 4 0.001 -0.374 860.2 5 0.001 -0.064 NC ---------------------------------------------------7------------------------ 6 6 7 1 0.001 -0.064 NC 2 0.000 -0.140 3700.0 3 0.000 -0.239 1596.6 4 0.000 -0.140 3700.0 5 -0.001 -0.064 NC ---------------------------------------------------------------=------------ 7 7 8 1 -0.001 -0.064 NC 2 -0.001 -0.374 860.2 3 -0.001 -0.623 474.6 4 -0.001 -0.477 619.0 5 -------------0_002-------0_020 NC < Member AISC Unity Checks, LC 1 : Total ld Member Joints Unity Shear ASD I - J Chk Loc Chk Loc Fa Fb Cb Cm Eqn. ---------------------------------------Ksi------Ksi------------------------- 1 1 5 - AISC unity check not calculated - 2 2 6 -,AISC unity check not calculated - 3 3 7 - AISC unity check not calculated - 4 4 8 - AISC unity check not calculated - 5 5 6 - AISC unity check not calculated - 6 6 7 - AISC unity check not calculated - 7 7 8 - AISC unity check not calculated - Member NDS Unity Checks, LC 1 : Total ld Unity Shear Memb Chk Loc Chk Loc Fc' Ft' Fb' Fv' RB CL CP Eqn --------------------------Ksi----Ksi----Ksi----Ksi-------------------------- _____<.Redesign Shapes, LC 1 : Total ld Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice ---------------------------------------------------------------------------- Redesign not performed... Material Takeoff, LC 1 Total ld Section Database Total Total Set Shape Length Weight -----------------------------------ft----------------K---------------------- BEAM 69.33 46.80 i COL 28.00 5.86 SQCOL 28.00 7.47 RISA -2D (R) Version 4.01 1 1 1 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 8 Sacramento, CA 95826 Date: 12/17/99 Sunwest Foods Rice Mill File: OFFFRM Concrete frame @ Mill East-West direction (for col moments) Material Takeoff, LC 1 : Total Id Section Database Total Total Set Shape Length Weight -----------------------------------ft ----------------K---------------------- Total Wts: 60.13 1 1 1 1 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 9 Sacramento, CA 95826 Date: 12/17/99 File: OFFFRM Sunwest Foods Rice Mill Concrete frame @ Mill East-West direction (for col moments) G73 Joint Displacements, LC 2 : dl + 11 @bm 5&7 Joint +------- Translation --------- Rotation No X Y Az -ti-----------in------------- in------------ rad ------------------------------- 1 0.000 0.000 0.00387 2 0.000 0.000 -0.00221 3 0.000 0.000 0.00221 4 0.000 0.000 -0.00387 5 0.002 -0.021 -0.00788 6 0.000 -0.048 0.00445 7 0.000 -0.048 -0.00445 8 -0.002 -0.021 0.00788 Story Story +--- X Direction ---+ Drift,'LC 2 dl + 11 @bm 5&7 No. Joint Drift o of Ht ---------------in----------------------------------------------------------- ' No Stories Defined... Reactions, LC 2 : dl + 11 @bm 5&7 Joint +--------- Forces ----------+ Moment No X Y Mz ------------- K -------------- K ------------- K -ft ------------------------------ 1 11.45 115.13 0.00 2 -3.82 207.83 0.00 3 3.82 207.83 0.00 4 -11.45 115.13 0.00 Totals: 0.00 645.91 Center of Gravity Coords (X,Y,-Z) (ft) 34.665, 14.000, 0.00D Member Section Forces, LC 2 : dl +,11 @bm 5&7 Member Joints Section I - J I Axial Shear Moment ---------------------------- K -------------- K ------------- K -ft----------_---- ' 1 1- 5 1 115.13 -11.45 0.00 2 115.13 -11.45 40.08 3 115.13 -11.45 80.17 4 115.13 -11.45 120.25 5 115.13 -11.45 160.34 ---------------------------------------------------------------------------- 2 2- 6 1 207.83 3.82 0.00 2 207.83 3.82 -13.38 3 207.83 3.82 -26.77 4 207.83 3.82 -4 207.83 ------5-------- 3 3- 7 1 --------3-82-----------3-53--------- 207.83 -3.82 0.00 ' 2 3 207.83 207.83 -3.82 -3.82 13.38 26.77 4 207.83 -3.82 40.15 1 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 10 Sacramento, CA 95826 Date: 12/17/99 File: OFFFRM Sunwest Foods Rice Mill Concrete frame @ Mill East-West direction (for col moments) e 7d -1 Member Section Forces, LC 2 : dl + 11 @bm 5&7 Member Joints Section Axial Shear Moment ---------------------------- K -------------- K ------------- K -ft --------------- 5 207.83 -3.82 53.53 ---------------------------------------------------------------------------- 4 4- 8 1 115.13 11.45 0.00 2 115.13 11.45 -40.08 3 115.13 11.45 -80.17 4 115.13 11.45 -120.25 5 115.13 11.45. -160.34 ---------------------------------------------------------------------------- 5 5- 6 1 11.45 115.13 160.34 2 11.45 51.30 -318.16 3. 11.45 -12.52 -429.66 4 11.45 -76.35 -174.17 5 11.45 -140.17 448.31 ---------------------------------------------------------------------------- 6 6- 7 1 7.63 67.66 394.78 2 7.63 33.83 98.82 3 7.63 0.00 0.17 4 7.63 -33.83 98.82 5 7.63 -67.66 394.78 ---------------------------------------------------------------------------- 7 7- 8 1 11.45 140.17 448.31 2 11.45 76.35 -174.17 3 11.45 12.52 -429.66 4 11.45 -51.30 -318.16 ---------------------------------------------------------------------------- 5 11.45 -115.13 160.34 ________________< Member Stresses, LC 2 : dl + 11 @bm 5&7 Member Joints Section Bending Bending I - J y Axial. Shear Top Bottom --------------------------- Ksi----------- Ksi----------- Ksi---------- Ksi----- 1 1 5 1 0.45 -0.05 - No Calc - 2 0.45 -0.05 3 0.45 -0.05 4 0.45 -0.05 5 0.45 -0.05 ---------------------------------------------------------------------------- 2 2 6 1 1.03 0.02 - No Calc - 2 1.03 0.02 3 1.03 0.02 4 1.03 0.02 5 1.03 0.02 ---------------------------------------------------------------------------- 3 3 7 1 1.03 -0.02 - No Calc - 2 1.03 -0.02 3 1.03 -0.02 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., 4103 Page: 11 Sacramento, CA 95826 Date: 12/17/99 File: OFFFRM Sunwest Foods Rice Mill Concrete frame @ Mill East-West direction (for col moments) Member Stresses, LC 2 : dl + 11 @bm 5&7 Member Joints Section Bending Bending I - J I Axial Shear Top Bottom --------------------------- Ksi----------- Ksi----------- Ksi---------- Ksi----- 4 1.03 -0.02 5 1.03 -0.02 ------------------ 4 4 --------------------------------------------------------- 8 1 0.45 0.05 - No.Calc- 2 0.45 0.05 3 0.45 0.05 4 0.45 0.05 5 0.45 0.05 ---------------------------------------------------------------------------- 5 5 6 1 0.02 0.21 - No Calc - 2 0.02 0.10 3 0.02 -0.02 4 0.02 -0.14 5 0.02 -0.26 ---------------------------------------------------------------------------- 6 6 7 1 0.01 0.13 - No Calc - 2 0.01 0.06 3 0.01 0.00 4 0.01 -0.06 5 0.01 -0.13 ---------------------------------------------------------------------------- 7 7 8 1 0.02 0.26 - No Calc - 2 0.02 0.14 3 0.02 0.02 4 0.02 -0.10 ---------------------------------------------------------------------------- 5 0.02 -0.21 ______________< Member Deflections, LC 2 : dl + 11 @bm 5&7 Member Joints Section I - J y x y L/n ---------------------------in----------in----------------------------------- 1 1 5 1 0.000 0.000 NC 2 -0.005 0.154 1089.1 3 -0.010 0.246 680.7 4 -0.016 0.215 778.0 5 -0.021 -0.002 NC ---------------------------------------------------------------------------- 2 2 6 1 0.000 0.000 NC 2 -0.012 -0.088 1921.4 3 -0.024 -0.140 1200.9 4 -0.03.6 -0.123 1372.4 5 -0.048 0.000 NC ---------------------------------------------------------------------------- 3 3 7 1 0.000 0.000 NC 2 -0.012 0.088 1921.4 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 12 Sacramento, CA 95826 Date: 12/17/99 Sunwest Foods Rice Mill File: OFFFRM Concrete frame @ Mill East-West direction (for col moments) Member Deflections, LC 2 : dl + 11 @bm 5&7 Member Joints Section x y L/n ---------------------------in ---------- in------------------------------_---- 3 -0.024 0.140 1200.9 4 -0.036 0.123 1372.4 5 -0.048 0.000 NC ---------------------------------------------------------------------------- 4 4 8 1 0.000 0.000 NC 2 -0.005 -0.154 1089.1 3 -0.010 -0.246 680.7 4 -0.016 -0.215 778.0 5 -0.021 0.002 NC ---------------------------------------------------------------------------- 5 5 6 1 0.002 -0.021 NC 2 0.001 -0.547 532.0 3 0.001 -0.741 390.5 ' 4 0.001 -0.477 633.0 5 0.000 -0.048 NC ---------------------------------------------------------------------------- 6 6 7 1 0.000 -0.048 NC 2 0.000 0.098 1914.8 3 0.000 0.108 1794.2 4 0.000 0.098 1914.8 ' 000------0_048----------NC------ -------------------5--------0_ 7 7 8 1 0.000 - -0.048 NC 2 -0.001 -0.477 633.0 3 -0.001 -0.741 390.5 4 -0.001 -0.547 532.0 -------------------- 5-------_0_002--_ ---------------------------------------- -0.021 NC ___________< Member AISC Unity Checks, LC' 2 : dl + 11 @bm 5&7 Member Joints Unity Shear A3D I J Chk Loc Chk Loc Fa Fb Cb Cm Eqn. --------------------------------------- Ksi------Ksi------------------------- 1 1 5 - AISC unity check not calculated - 2 2 6 - AISC unity check not calculated - 3 3 7 - AISC unity check not calculated - 4 4 8 - AISC unity check not calculated - 5 5 6 - AISC unity check not calculated - 6 6 7 - AISC unity check not alculated-7 calculated'- 7 7 8 - AISC unity check not calculated - t RISA -2D (R) Version 4.01 F_ L 77 u 1 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 13 Sacramento, CA 95826 Date: 12/17/99 File: OFFFRM Sunwest Foods Rice Mill�� Concrete frame @ Mill East-West direction (for col moments) / Member NDS Unity Checks, LC 2 : dl•+ 11 @bm 5&7 Unity Shear Memb- Chk Loc Chk Loc Fc' Ft' Fb' Fv' RB CL CP Eqn -------------------------- Ksi---- Ksi---- Ksi---- Ksi-------------------------- ________________< Redesign Shapes, LC 2 : dl + 11 @bm 5&7 Section Suggested Alternate Shapes SetMember1stChoice2ndChoice 3rd Choice 4th Choice -- - -- - - - -- - - - - -- - - - Redesign not performed... -- - Material Takeoff, LC 2 : dl + 11 @bm 5&7 Section Database Total Total ' Set Shape Length -----------------------------------ft---------------- Weight K---------------------- BEAM 69.33 46.80 COL 28.00 5.86 SQCOL 28.00 7.47 Total Wts: 60.13 F_ L 77 u 1 1 r. 1 11 ,2/17/99 PCACOL V3.00.- PORTLAND CEMENT ASSOCIATION - 1:28:00 Licensed to: Buehler & Buehler, Sacramento, Ca J Computer program for the Strength Design of Reinforced Concrete Sections __________________________________________________ Licensee stated above acknowledges that Portland Cement Association ' (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the PCACOL(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the PCACOL(tm) program. Although PCA has endeavored to produce PCACOL(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the PCACOL(tm) program. CJI i L� 1 1 Page 1 COL_C-3 C-7 c4�r 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 ' 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 ' 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections __________________________________________________ Licensee stated above acknowledges that Portland Cement Association ' (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the PCACOL(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the PCACOL(tm) program. Although PCA has endeavored to produce PCACOL(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the PCACOL(tm) program. CJI i L� 1 1 Page 1 COL_C-3 C-7 c4�r 1 1 i 1 /17/99 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION - :28:00 Licensed to: Buehler & Buehler, Sacramento, Ca 'General Information: File Name H:\9913800\COL C-3.COL Project: Sunwest Foods Rice Mill. ' Column: C-3 Engineer: PLS Code: ACI 318-95 Units: English ' Run Option: Design Slenderness: Not considered Run Axis: X-axis Column Type: Structural Material Properties: f'c = 4 ksi Ec = 3605 ksi fc = 3.4 ksi ' Ultimate strain = 0.003 in/in Betal = 0.85 Section Circular: Diameter = 16 in ' Gross section area, Ag = 201.062 in'2 Ix = 3216.99 in'4 Xo = 0 in fy = 60 ksi Es = 29000 ksi Rupture strain = Infinity Iy = 3216.99 in'4 Yo = 0 in Size Diam (in) Area (in'2) # 4 Reinforcement: 0.20 # 7 Rebar Database: ASTM A615 # 10 Size Diam (in) Area (in'2) # 18 # 3 0.38 - 0.11 kip # 6 0.75 0.44 ' # 9 1.13 1.00 - ---- 25.0 95.5 # 14 1.69 2.25 fy = 60 ksi Es = 29000 ksi Rupture strain = Infinity Iy = 3216.99 in'4 Yo = 0 in Size Diam (in) Area (in'2) # 4 0.50 0.20 # 7 0.88 0.60 # 10 1.27 1.27 # 18 2.26 4.00 Page 2 COL_C-3 elq Size Diam (in) Area (in'2) # 5 0.63 0.31 # 8 1.00 0.79 # 11 1.41 1.56 Confinement: Spiral; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.85, phi(b) = 0.9, phi(c) = 0.75 Layout: Circular ' Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 2.64 in'2 at 1.31% 6 #6 Cover = 1.5 in *** Program completed as requested! *** 1 (see user's manual for notation) Factored -Loads _and -Moments Pu _with -Corresponding -Capacities: Mux fMnx No.--- kip k -ft k -ft fMn/Mu 1 279:0 - ---- 25.0 95.5 3.822 2 211.0 54.0 98.2 1.818 *** Program completed as requested! *** 1 (see user's manual for notation) 1 1 1 r- 1 P (kip) O 600---- ; O O ; Y X;-----'---- -----------------; O O , O 400 r - - -- -----,--------------------- ------- 16 - -16 in diam. �1 ; fs=0 Code: ACI 318-95 200 ---- -----T -------+2 ;------ Units: -- ;Units: English ;fs=0.5fy Run axis: About X-axis ----- .-----T----- -----; ----------- ;------, Run option: Design ; Slenderness: Not considered 20 40 0 80. 100 Column type: Structural Mx (k ft), i_____I ------ ------ 1------ ,______,______ Bars: ASTM A615 ; Date: 12/17/99 ; -200----------- Time: 11:30:28 PCACOL V3.00 (PCA 1999) - Licensed to: Buehler & Buehler, Sacramento, Ca File: H:\9913800\COL—C-3.COL Project: SunWest Foods Rice Mill Column: C-3 Engineer: PLS fc = 4 ksi fy = 60 ksi Ag = 201.062 in12 6 #6 bars Ec = 3605 ksi Es = 29000 ksi As = 2.64 in"2 Rho = 1.31 % fc = 3.4 ksi e . rup = Infinity Xo = 0.00 in Ix = 3216.99 in^4 e u = 0.003 in/in Yo = 0.00 in ly =3216.99 in^4 Beta1 = 0.85 Clear spacing = 5.00 in Clear cover = 1.88 in' Confinement: Spiral phi(a) = 0.85, phi(b) = 0.9, phi(c) = 0.75 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1