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HomeMy WebLinkAbout000-000-006f i BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 ' Sunwest Millin' Co. Biggs Rice Mill Comstock Johnson Architects Sacramento, CA Structural Calculations April 10, 2000 BBA #99138.00 BBA Principal in Charge: Ron Migliori BBA Project Engineer: Paul Stukas Volume I RONALD FyC\ MIGLICz T wi NO. 18 Cr EXP. 9/30/03 * STRUCTURAL Q IPA \�rE of C A��F\ , 1 � 1 I BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 Table of Contents Volume I � s i 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...................................................................L 100 Mezzanine Lateral Design.........................................................................L200 WallDesign...........................................................................................W1 FoundationDesign..................................................................................FD1 Miscellaneous........................................................................................ M1 �r n f BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 jos Sunwest Foods Rice Mill JOBNO.. 99138.00 DATE 03/27/00 CLIENT Comstock Johnson BY PLS SHEET NO t 11 J I Project Description: 1 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 �! 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 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 q.,= 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 Foundation Criteria: Soils Report #4222.02 by Wallace Kuhl & Associates Dated 7/30/1999 Soil Profle = 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. a = .30 Passive Pressure: = 300 pcf Active Pressure =- 40 pcf 11 J I 11 11 1 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 ,ioe Sunwest Foods Rice Mill JOBNO.. 99138.00 DATE 03/27/00 CLIENT Comstock Johnson 8Y PLS SHEET NO r2 -- 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 5 mezzanine framing blw 17.0 17.0 17.0 --r mezzanine conveyors blw 10.0 40:.0' 4_0� Surge Bins 12.0 other 0.0 mech misc 3.0 3.0 3.0 97 slope 0 in 12 0.0 0.0 0.0 0.0 15.0 psf DL 42.0 psf 82.0 psf 82.0 psf 20.0 psf LL Roof (reducible) 20.0 psf 20.0 psf 20.0 20.0 psf 20.0 �D LL mezz. Blw (r i le) I,IN,O a-Jp<�,,j20.0 psf psf psf 0.57 TL 82.0 psf 122.0 psf 122.0 psf L / 240 LL/TL controlling deflection: * Design joist for specific bin weight 0.24 0.16 0.16 L / 240 L / 240 L / 240 11, r 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 DL 0.0 15.0 psf 0.0 15.0 psf 0.0 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 11, r iJ 11 i 1 r BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 Tank Farm & Packaging Roof Loads JOB Sunwest Foods Rice Mill JOBNO.. 99138.00 DATE 03/27/00 CLIENT Comstock ,Johnson BY PLS SHEET NO -r?, 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 misc 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 controlling deflection: 0.40 0.40 0.40 L / 240 L / 240 L / 240 I� Packaging Mezzanine joists girders seimic 2.5" NW conc 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 misc 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 1240 BUEHLER & BUEHLER ASSOCIATES JOB Sunwest Foods Rice Mill STRUCTURAL ENGINEERS, INC. Joe No.. 99138.00 DATE 03/27/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 cuENT Comstock Johnson BY PLS SHEET No 4 - Tank Farm Mezzanine joists girders seimic e Mill Floor Loads: slab joists girders . 6.5" concrete slab * 5" NW conc o/ 2" mtl deck joists 78.0 5.0 78.0 5.0 78.0 5.0 6.0 girders 0.0 2.0 2.0 i other other 0.0 0.0 0.0 0.0 0.0 0.0 ` mech misc 5.0 3.0 3.0 other DL 88.0 psf 88.0 psf 88.0 psf 10.0 Partitions 0.0 psf 0.0 psf 0.0 psf' 130.0 psf LL (reducible) 40.0 psf 40.0 psf 40.0 psf 0.0 psf TL 128.0 psf 128.0 psf 128.0 psf TL LL/TL 0.31 0:31 0.31 0.56 controlling deflection: L / 240 L / 240 L / 240 e Mill Floor Loads: slab joists girders . 6.5" concrete slab * 81.0 81..0 81.0. 0.5" leveling concrete 6.0 6.0 6.0 12"x27"(21 "net) conc bms @ 10' cc 0.0 30.0 30.0 18"x27"(21 " net) conc girders @ 23'cc 0.0 0.0 20.0 sprinklers 3.0 3.0 1.0 other 0.0 0.0 0.0 mech misc 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 BUEHLER & BUEHLER ASSOCIATES Jos 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 SHEETNO 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 misc 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 = CQ 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 ft 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 ft 1.43 27.0 psf 27.0 psf 47.7 psf 24.9 psf 31.1 psf �1 metal bldg framing inclding roofing 12.0 BUEHLER & BUEHLER ASSOCIATES �i STRUCTURAL ENGINEERS, INC. mezzanine framing blw . 7300 Folsom Blvd. Suite 103 17.0 SACRAMENTO, CALIFORNIA 95826 mezzanine conveyors blw jos Sunwest Foods Rice Mill jos No.. 99138.00 DATE 03/27/00 CLIENT Comstock Johnson BY PLS SHEET NO 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 Design joist for specific bin weight f 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 15.0 psf DL 42.0 psf 82.0 psf 82.0 psf 20.0 psf LL Roof (reducible) 20.0 psf 20.0 psf 20.0 psf 35.0 psf LL mezz. B/w (reducible) 20.0 psf 20.0 psf 20.0 psf 0.57 TL 82.0 psf 122.0 psf 122.0 psf L / 240 LL/TL 0.24 0.16 0.16 r controlling deflection: L / 240 L / 240 L / 240 Design joist for specific bin weight f 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 DL 0.0 0.0 0.0 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 r LL/TL 0.57 0.57 0.57 controlling deflection: L / 240 L 1240 L 1240 1.6 t t t t PRELIMINARY STRUCTURAL DESIGN REQUIREMENTS FOR METAL BUILDING.STRUCTURE A. General Requirements: TI 1. The building structure shall be designed to conform with the 1997 UBC and with all 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. 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 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 live load is non -concurrent with the live load listed above. This load need not be applied to the metal deck. 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. 2) 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. Alternate methods of wind load analysis are not acceptable. �r 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 Category C. point 33 feet above the ground for an area having an Exposure 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, IW, 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 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 the following: forces9 enerated from, but not limited to the sum of 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 STRUCTURAL ENGINEERS, INC. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 JOB JOB NO. CLIENT BY SHEET NO. F410679 pe6161.1 L' -o ro rZ 0, 4, &17= MAX, 014 ,rte ���rvrz VA -r-1;5 . J , 0g6r-0 DLJ /0!�� LgPmos ©VA4. 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DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. 7`Ia444� b7 B� w _ Vh n Z 4�4r' /j L f s D, 00� � ,q,�, H �S� O. 0033 � �� = � �l ��✓ lee l ^j 2 > 2 r IAI e.USv' ,tom ��C✓ c�,'' �� s�T �s c� /`�" �� �� �� �- ,�/�t/t-fJl�' �✓ �- . ��. Ay / #S To Reordor can NESS CUSTO printing Service TOLL FREE I-800-88&6327 NESS, Inc.. Peterborough. NH 03458. Ref. No: 109000551 BUEHLER &BUEHLER ASSOCIATES JOB �k� TA Cg? ���5 �G /�%4` STRUCTURAL ENGINEERS, INC. JOB NO. cJ / 0O DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT By SHEET NO. 2 � = D• x ///e 2 A� L o.2�5'� -r 9, x 72 : D, /Z. A/ ,�'�� �, �i�► /Use 2/$2,3 To Reorder Call NEBS CUM M`"printing service TOLL FREE 1.800-88&8327 NESS, Inc.. Peterborough. NH 03458. l r C2 A6 er C Ref. No: G 109000551 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 JOB �j ✓�/� /�/ ' JOB NO. �iTC.I�(O DATE CLIENT BY----�% SHEET NO. 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( �- �l / LL G��G , ,81✓J ,b �/ G�l`l leo CDn/� GoZ. • N Ae- a („� I XV NTL,% , (U/,�� ��G/� 7 ��i '¢ �✓ � �o � c �,. B �/f�'r d' S+lgeC .SrWA/ Yrs �BI�f ell = o, 3�� 7 " M 'g'''x f A&wo cop, >elome- ia/11 To Reorder Cau NEBS CUSTO;Wprinting service TOLL FREE 1-800-888.8327 NESS. Inc.. Peterborough. NH 03458. Ref. No: G 109000551 } BUEHLER & BUEHLER ASSOCIATES JOB SunWest Foods Rice Mill �. STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 04/24/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT CJA ev PLS SHEET NO Sunwest Foods Rice Mill R,1 AZ% Buhler mill beam B1� Loads: LC 1 . total dl + 11 ,; Iso XZ YZ -4.2K/ft-4.2K/ft 3.9K/ft +DepthY--Deptha K 6 C t•' _, '� 4 x-,tUnse1, ct All ' ( � BoxSelect�c. '�e^ Box'Unselect�+�. $t Invert selected_ ,;:fil_ock Unselected , ptions lax�Hide+•� P`rin`t'^I Q t P•' � � Box Zoom . JZoom`In s Zoom Outr,� BUEHLER & BUEHLER ASSOCIATES Jos 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 B1 Loads: LC 2. dl + skip 11183 4 Select All 4 77"-4j .,, A.U. U nselect A11 : ,,;� z,.:�Bby Select '.—, -7�8oa:Unselect:r.a Invert Selected,;,,. S.0i c le Unselected' 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 CJA By PLS SHEET NO Sunwest Foods Rice Mill Buhler mill beam B1 Loads: LC 3. dl + skip 11 2&3 K, 4 ox Zoom mFLffz-o�--Out 1 1 i 1 1 1 1 1 1 1 1 i 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 CJA BY PLS SHEET NO �'l Z Sunwest Foods Rice Mill R.1kZQj Buhler mill beam 131 Loads: LC 1, dl + skip 11182 3 { -4. 4 1 1 1 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 CJA ev PLS SHEET NO 3 Sunwest Foods Rice Mill Buhler mill beam B1 Loads: LC 5, dl + skip 112 4 W, f5i. 3 Frm—s z-71 �*�2oom.lnp' T ax 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 Units ............................. US Standard Steel Code .......................: RISA -21) (R) Version 4.01 As I Allowable Stress Increase Factor. 1.333 Buehler & Buehler Job : 99138.00 0,2 C 7300 Folsom Blvd., #103 Page: 1 F/4 P -Delta Analysis Tolerance........ Sacramento, CA 95826 Date: 4/24/00 Coordinates 1.2 1.00 File: MILLBI Members Sunwest Foods Rice Mill Temperature ------------------ft------------ft------------OF---------------------------- Buhler mill beam B1 i 1 0.000 0.000 0.00 No. I J 900 2 23.000 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 Units ............................. US Standard Steel Code .......................: AISC 9th Edition ASD As I Allowable Stress Increase Factor. 1.333 Label Shape Include Shear Deformation......... Yes 0,2 C No. of Sections for Member Calcs.. Do Redesign. 5 Yes in -2 ---------------- P -Delta Analysis Tolerance........ 0.50% Joint Coordinates 1.2 1.00 Joint X Y Joint Members No Coordinate Coordinate Temperature ------------------ft------------ft------------OF---------------------------- Section Releases i 1 0.000 0.000 0.00 No. I J 900 2 23.000 0.000 0.00 Label y Length 3 46.330 4 69.330 0.000 0.00 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 --------------------------------------------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 t ________________________________< 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 t 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 ______< Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier ------------- 1 1 2 UNIFORM 2.1000 --------------------------------------------------------------- Joints Load Pattern Pattern Member RISA -2D (R) Version 4.01 Multiplier ---------------------------------------------------------------------------- 1 Buehler & Buehler Job : 99138.00 2 7300 Folsom Blvd., #103 Page: 2 3 Sacramento, CA CA 95826 Date: 4/24/00 File: MILLBI Sunwest Foods Rice Mill Buhler mill beam B1 < 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 Y 2 Wu 125 psf 11 @ bm 1 0.000 0.000 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 ______< 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 o ------- 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 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 o ------- ft or %--- UNIFORM Y -1.000 -1.000 0.000 0.000 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 3�� Sacramento, CA 95826 Date: 4/24/00 File: MILLBl Sunwest Foods Rice Mill Buhler mill beam 131 --------------=============<.Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 --------------------------------------------------------------------------- y 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 l l 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 1 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 Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 1 1 U 0.00 1 35.93 2 -4.13 5 ' L 0.00 1 12.38 5 -11.98 2 2 U 0.00 1 14.48 2 -45.02 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 L 0.00 1 -53.48 4 137.80 3 -------------------------------------7-------------------------------------- 2 1 U 0.00 1 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 3 U 0.00. 0.00 1 1 13.56 0.39 2 4 -56.55 5 16.83 2 L 0.00 1 -8.37 3 -123.10 5 4 U 0.00 1 -15.54 2 70.52 2 L 0.00 1 -31.47 3 -37.65 5 U 0.00 1 -27.09 2 ,-"2'52 27 L 0.00 1 -54.56 3 '-T5.89 4 ______________________< Envelope Section Deflections Section RISA -2D (R) Version 4.01 Buehler & Buehler y x Job : 99138.00 y 7300 Folsom Blvd., #103 lc ----------------in----------------in---------------------------------------- Page: 4 Sacramento, CA 95826 U 0.00 1 Date: 4/24/00 5 NC 5 L File: MILLBI 1 Sunwest Foods Rice Mill 2 NC 2 2 Buhler mill beam B1 1 -0.07 5 3739.18 ' < Envelope Section Forces.>========================= 1 -0.46 Section 620.20 2 3 U 0.00 Memb y Axial lc Shear lc Moment lc L K 1 ------------------------------------=----------------K-ft 3 1 U 0.00 1 069 ------------------ 248.19 3 4 L 0.00 1 33.48 4 164.10 4 5 2 U 0.00 1 37.59 3 27.71 5 2 L 0.00 1 21.93 4 -82.73 2 1 3 U L 0.00 0.00 1 1 14.49 10.38 3 4 -6.x.._.36 5 X06.12- L 4 U 0.00 1 -6.22 5 -71.90 5 ---------------------------------------------------------------------------- 2 L 0.00 1 -18.21 2 -177.47 2 NC 5 U 0.00 1 -17.77 5 -5.92 5 -0.02 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 L 0.00 1 -0.03 2 NC 2 ---------------------------------------------------------------------------- 2 1 U 0.00 1 0.03 2 NC 2 L 0.00 1 -0.02 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 L 0.00 1 -0.32 5 855.84 5 4 U 0.00 1 0.21 2 1505.20 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 0.00 1 -0.16 5 1663.14 5 L 0.00 1 -0.70 2 401.30 2 RISA -2D (R) Version 4.01 'Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 5 Sacramento, CA 95826 Date: 4/24/00 File: MILLBI Sunwest Foods Rice Mill Buhler mill beam B1 Envelope Section Deflections Section Memb i x lc y lc L/n lc ' ----------------in---------------- in---------------------------------------- 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 1 1 1 . ■ BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 JOB t5?o �v w 6-!E,—r G M JOB NO. / / '-'79'/eno DATE / CLIENT BY LS SHEET NO. r°/ ,wog- cols . k1, 44 t 2, 00 ,44 oor Wu n� 2 !o. r x 1, Psi Rep. uX ■ Mwf _ X20 ■ To Reorder Call NESS CUST61MI"printing Service TOLL FREE 1-800-lla"327 NESS. Im.. Peterborough. NH 03458. Ref. No: G 109000551 n 1 1 1 1 1 1 1 1 J 1 1 1 1 1 1 1 1 1 BUEHLER & BUEHLER ASSOCIATES .loe SunWest Foods Rice Mill STRUCTURAL ENGINEERS, INC: Jog No.. 99138.00 DATE 04/24/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT C,JA BY PLS SHEET NO 4.1 Sunwest Foods Rice Mill Buhler mill bm B2 Loads: LC 1 . total dl + II .2=w iaIN IR 6T 1� Xerox ern. rte! qu:caa....>c.r� :}r`'srBox Sel Invert Sel n Lock U nse ,G: ��An ma phic:E Z Tax n i 1 Fj 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 SQCOL CONC 512.00 1.2 1.2 1.00 30583.00 1 [a 1 1 r RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill Buhler mill bm B2 Job : 99138.00 Page: 6 Date: 4/24/00 File: MILLB2 --------------------------------< 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 ___< 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. ----------------- p --------------------------- 1 Total dl incld 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 Distributed Loads, BLC 1 Joints Load Pattern 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 Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM 2.2000 F 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 F < 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 RISA -2D (R) Version 4.01 Joints. Load Pattern Pattern Buehler & Buehler Job 99138.00 I J 7300 Folsom Blvd., #103 Page: 7 i� Sacramento, CA 95826 Date: 4/24/00 File: MILLB2 �Z3 Sunwest Foods Rice Mill Buhler mill bm B2 Magnitudes < 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 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 Joints. Load Pattern Pattern Member I J Label Multiplier i� ---------------------------------------------------------------------------- 3 3 4 UNIFORM 2.2000 Load Patterns Pattern Magnitudes Locations �I 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 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 I� RISA -2D (R) Version 4.01 I.Buehler & Buehler Job : 99138.00 7300 Folsom Blvd.., #103 Page: 8 Sacramento, CA 95826 Date: 4/24/00 File: MILLB2 L� Sunwest Foods Rice Mill2 I Buhler mill bm B2 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 5 L U 0.00 0.00 1 1 -34.47 -30.92 4 3 -83.07 2 242.49 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 -51.8.4-2 308.67 3 L 0.00 1 -'60 3 207.70 4 3-1-.-U 0.00-1-7 74.30-3 312.:.89 .�� , L 0.00 1 45.79 4 224.80 4 2 U L 0.00 0.00 1 1 44.60 28.19 3 4 38.10 5 -77.60 2 3 U 0.00 1 14.90 3 -.7.4...0.3.._.5 L 0.00 1 10.59 4�-220.45,_.,x, 4 U 0.00 1 -6.01 5 -89.35 5 L 0.00 1 -18.58 2 -199.95 2 5 U 0.00 1 -23.61 5 -7.87 5 ---------L----------0-00-1------------48-28--------------16_09------ 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 -0.06 5 4320.25 5 3 L U 0.00 .1 0.00 1 -0.31 2 -0.05 5 928.62 2 4631.52 5 L 0.00 1 -0.39 2 712.10 2 4 U 0.00 1 0.00 5 NC 5 �1 L 0.00 1 -0.25 2 1144.80 2 5 U 0.00 1 0.01 5 NC 5 L 0.00 1 -0.02. 2 NC 2 II RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 9 Sacramento, CA 95826 Date: 4/24/00 FI, i 1 r 11 File: MILLB2 Sunwest Foods Rice Mill �Zs Buhler mill bm B2 Envelope Section Deflections Section Memb I 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 L 0.00 0.00 1 1 0.13 -0.22 2 5 2478.93 1271.53 2 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 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 -0.02 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 FI, i 1 r 11 BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. . ov DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. i- � 7° 2.¢ : 2 r 0;j / /' E3 P�1 AeL /41' 6" lea IL M N 2-7 Vol To Reorder Call NEBS CUSTGM" printing service TOLL FREE 1-800.888-8327 NESS, Inc., Peterborough. NH 03458. - Ref. No: 0 109000551 G a 1 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. Ioe No.. 99138.00 DATE' 04/24/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT C.JA BY PLS SHEET NO2 Sunwest Foods Rice Mill RAJ Buhler mill bm B3., Loads: LC 1 . total dl + II �x E10 X Y 2 O iy� ,lkY Iso X2 YZ KA —FA � ' Box2oom Zoom Ina Out.., :,Depth , -5.2K/ft+Depth; -2.4K -2.4r... 3.9K/ftKitt aa fi � ;�+ Unselect All ;; rf a::�Box Unselect, •. E Mi, 11. r �gAnimatet,,wl,!i�! '� k. Member Deiad •H'el"'f' . H 2 X Pnn� i ntM dude: Solution: Envelope Q InverCSelected,,, .�L`ock Unselected � u t 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-s 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 I 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 Basic Load Case Data BLC Basic Load Case Load Type Totals Pattern No----------------Description----------------Nodal Joints Point Dist. RISA -2D (R) Version 4.01 Total dl incld pt lds --- -------------------- 2 3 Label Buehler & Buehler Wu 125 psf 11 @ bm 1 1 Job .: 99138.00 Wu 125 psf 11 @ bm 2• 7300 Folsom Blvd., #103 4 Page: 15 Sacramento, CA 95826 3 4 UNIFORM Date: File: 4/24/00 MILLB3 r7i�% Member -----I_-----J---------Label Sunwest Foods Rice Mill Multiplier I 2 3 Buhler mill bm B3 2.1000 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 t 3 3 4 BEAM 8.00 4.00 23.00 Basic Load Case Data 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 BLC Basic Load Case Load Type Totals Pattern No----------------Description----------------Nodal Joints Point Dist. Pattern 1 Total dl incld pt lds --- -------------------- 2 3 Label 2 Wu 125 psf 11 @ bm 1 1 1 2 3 Wu 125 psf 11 @ bm 2• 1 2 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 2 ____________< Member Distributed Loads, BLC 1 Pattern Joints Load Pattern Pattern Multiplier Member ---------------------------------------------------------------------------- I J Label Multiplier --------------------------------- 2.1000 1 1 2 UNIFORM 1.8000 2 2 3 UNIFORM 1.8000 3 3 4 UNIFORM 3.1000 Member Distributed Loads, BLC 2 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier t---------------------------------------------------------------------------- 3 3 4 UNIFORM 2.1000 9 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 t---------------------------------------------------------------------------- 3 3 4 UNIFORM 2.1000 9 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 16 Sacramento, CA 95826 Date: 4/24/00 File: MILLB3 Sunwest Foods Rice Millj0 Buhler mill bm B3 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 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 38.77 2 0.00 1 L 0.00 1 15.23 5 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 L 0.00 1 1 48.98 2 25.44 5 0.00 1 0.00 1 Tot:9U 0.00 1 290.79 1 L 0.00 1 198.39 5 Envelope Section Forces Section Memb y 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 0.00 1 17.32 2 -61.60 5 L 0.00 1 5.33 5 -167.17 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 L 0.00 0.00 1 1 -28.22 3 -55.43 4 203.20 4 119.12 3 ---------------------------------------------------------------------------- 2 1 U 0.00 1 45.10 4 210.09 4 L 0.00 1 17.62 2 113.71 3 2 U 0.00 1 23.65 4 75.88 2 L 0.00 1 7.72 2 -32.29 5 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 17 Sacramento, CA 95826 Date: 4/24/00 File: MILLB3 y 3� Sunwest Foods Rice Mill r Buhler mill bm B3 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 L 0.00 0.00 1 1 -12.08 -28.01 2 3 99.86 2 - 5 U 0.00 1 -21.98 2 58.04 L ---------------------------------------------------------------------------- 0.00 1 -49.46 3 4 3 1 U 0.00 19. 02 3 245.00 3 L 0.00 1 4 160.91 4 2 U 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 -j3._5 L 4 U 0.00 0.00 1 1 7.71 -8.39 4 5 -240.50 - 5 L 0.00 1 -20.38 2 -207.06 2 5 U 0.00 1 -25.44 5 -8.48 5 L ---------------------------------------------------------------------------- 0.00 1 -48.98 2 -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 0.0011 0.23 2 1326.98 2 L 4 U 0.00 0.00 .1 1 -0.10 5 0.20 2 2616.57 5 1596.44 2 L 0.00 1 -0.05 5 5.334.00 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 Sacramento, CA 95826 Sunwest Foods Rice Mill Buhler mill bm B3 Job : 99138.00 Page: 18 Date: 4/24/00 File: MILLB3. 1 1 t Envelope Section Deflections Section Memb y x lc y lc L/n lc ----------------in----------------in---------------------------------------- '3 l 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 1 003 NC 2 --------------- 1 1 t BUEHLER & BUEHLER ASSOCIATES JOB i ofG� l-i�-�? Alcir—' M / 4,L- STRUCTURAL LSTRUCTURAL ENGINEERS, INC. JOB NO. / / `�. 0� DATE /--z /1y/OO 7300 Folsom Blvd. Suite 103 �L S/ SACRAMENTO, CALIFORNIA 95826 CLIENT BVD SHEET NO. ZK p - 12.2 � %7Ae- I `�'I �I Cl 4I �o► 91 �� 15 wu 0 Z- = /, y wow 16-4- 0 STAT Z AO'" 1. /o 14 #/ 12' �3 �, ¢ x 1, � Z �•� D� ali��� �2 v�2x /0X w mac. - 11 0 ,#' 2"4 P L /fir) �rl• ¢_ �,� � lM _ 2ok a-7 �IK�' � 12 • O. cod 1 wta L o. ooP 3 To Reorder Call NEBS CUSTOW'printing service TOLL FREE 1.800-888-6327 NESS. Inc., Peterborough. NH 03458 i /o,/�-- N o-'3(2 R% Ref. fao: G 10900055 r I 1 i 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 -DA TE 04/24/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENTWA Br PLS SHEET NO /34- Sunwest Foods Rice Mill Buhler mill bm B9 Loads: LC 1 . total dl + 11 4 Select A 11 .w UnselectAll�„,.�' F 75. B5WUnselectF 7, „filnvertSelected -Y, Lock Unselected. a Animate ??z 3 raphrc� Ed�hn9 gv:---y,, Nelms' �,t�Hide Z X C°gPn Units ............................. US Standard �. Steel Code ........................ AISC 9th Edition ASD 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% 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 Ll � I I] 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 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 Label Database Material As As Shape Label Area 0,2 1,3 I I T 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 23.3- 3 3 4 BEAM 8.00 4.00 23.00 Basic Load Case Data BLC Basic Load Case Load Type Totals i No. ---------------------------------------------------------------------------- Description Nodal Point Dist. 1 Total dl incld & pt lds 6 3 2 Wu 125 p s f 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 K,K-ft----------- 1 2 Y -12.200 ft or %--------------- 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 1 1 1 1 t n 1 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 11 Sacramento, CA 95826 Date: 4/24/00-7 File: MILLB4 Sunwest Foods Rice Mill Buhler mill bm B4 Member Distributed Loads, BLC 1 Member Point Loads, BLC 2 Joints MemberIJDirection 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 % --------------- 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 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 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 1.9000 Member Point Loads, BLC 2 Joints MemberIJDirection 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 % --------------- 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 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 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 12 Sacramento, CA 95826 Date: 4/24/00 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 'X Joint +------------ Forces -------------+ 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 4358.53 4 U 0.00 1 -42.04 3 '17 5 L 0.00 1 -60.15 4 -109.09 2 5 U 0.00 1 - 354.13 4 L 0.00 1 4 255.85 3 - ------ --- ----------- -------- ------C_,:!4.55 - -------------66'. -------------- 2 1 U 0.00 1 65.85 4 366.59�4� L 0.00 1 37.48 2 � 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 4 U 0.00. 0.00 1 1 -6.32 -11.76 3 2 -119.35 5 66.63 2 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 -------------- RISA -2D (R) Version 4.01 Buehler & Buehler Job 99138.00 7300 Folsom Blvd., #103 Page: 13 Sacramento, CA 95826 Date: 4/24/00j� File: MILLB4 Sunwest Foods Rice Mill Buhler mill bm B4 _____<,Envelope Section Forces Section Memb i Axial lc Shear lc Moment lc ' -----------------K------------------ K----------------- K-ft------------------- 3 1 U 0.00 1 61.11 3 249.08.3 L 0.00 1 30.27 4 147.97 4 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 L 0.00 1 9.37'4 -223.50 2 4 U 0.00 1 -6.79 5 -71.85 5 L 0.00 1 -23.43 2 -204.49 2 5 U 0.00 1 -17.24 5 -5.75 5 ---------L---------------1------------45_43--------------15_14 0.00 2 Envelope Section Deflections ' Section 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 -0.04 2 1 NC 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 L 0.00 0.00 1 1 0.20 2 -0.06 5 1568.21 2 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 5 3 1 --L---------0-00-1------------0-01-5---------------- U 0.00 1 0.01 5 NC 5 ' 2 L U 0.00 .1 0.00 1 -0.03 2 =0.02 5 NC 2 NC 5 L 0.00 1 -0.30 2 978.62 2 3 U 0.00 1 -0.09 5 3036.94 5 L 0.00 1 -0.46 2 600.91 2 ' 4 U 0.00 1 -0.09 5 3108.73 5 L .0.00 1 -0.37 2 775.36. 2 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 14 Sacramento, CA 95826 Date: 4/24/00 G Sunwest Foods Rice Mill File: MILLB4 ( ¢ D Buhler mill bm B4 ________< Envelope Section Deflections Section Memb y x lc y lc L/n lc r----------------in----------------in---------------------------------------- 5 U 0.00 1 -0.01 5 NC 5 L 0.00 1 -0.02 2 NC 2 ------------------------------------------------=--------------------------- i 1 1 r t BUEHLER & BUEHLER ASSOCIATES JOB "�Gv C`'T 101e. A-7 1-�- STRUCTURAL ENGINEERS, INC. JOB NO. l I 0 d DATE 7300 Folsom Blvd. Suite 103 CLIENT BY �✓ SHEET NO. SACRAMENTO, CALIFORNIA 95826 /l,5' 020!7 L✓w e L = 1, 8 �/'�' 126�7 , "I /2 x 27 , N 2a en Mordor Call NESS CUSTISM-printing service TOLL FREE 1-800-808-8327 NESS, Inc.. Peterborough, NH 03458. Ref. No: G 109000SE1 1 1 1 1 1 1 f 1 1 1 1 1 1 1 1 1 1 -BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 Sunwest Foods Rice Mill Buhler mill bm 135 Loads: LC 1 , total dl + 11 .IoB SunWest Foods Rice Mill JOB NO.. 99138.00 DATE 04/24/00' CLIENT Ci.JA BY PLS SHEET NO l"!. T., 17'w'"Os elect AIFT27,77 ` �,a U iN-e I e&A 113,77, Boxy Select j' , +;Box Unselect '::. ;invert Selected ;_ -3Lock Uoselectedp,-j 2 Tax 1 1 1 LSI 1 1 1 1 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 1.333 Yes 5 Yes 0.500 Joint Coordinates X43 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 F1 RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 'Sunwest Foods Rice Mill Buhler mill bm B5 Job : 99138.0.0 Page: 19 Date: 4/24/00 File: MILLB5 ___< 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 1 1 2 BEAM 4.00 8.00 23.002 2 3 BEAM 8.00 8.00 23.3_• 3 3 4 BEAM 8.00 4.00 23.00Basic Load Case Data ____=__ 11 1 C' BLC Joints Basic Load Case Load Type Totals No. Description Nodal Point Dist. ---------------------------------------------------------------------------- 1 Total dl incld pt lds 1 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 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM 2.1000 Member Distributed 11 1 C' BLC Joints Basic Load Case Load Type Totals No. Description Nodal Point Dist. ---------------------------------------------------------------------------- 1 Total dl incld pt lds 1 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 -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 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 20 Sacramento,. CA 95826 Date: 4/24/00 File: MILLB5 Sunwest Foods Rice Mill 7 Buhler mill bm B5 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 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 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 0.001 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 1-40.07 5 L 0.00 1 -0.99 4 -",i9.84 2 4 U 0.00 1 -29.78 3 =2.11 5 L 0.00 1 -45.44 4 -112.55 2. 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 Forces Section Memb i. Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 5 U 0.00 1 -39.68 3 257.02 4 L 0.00 1 -66.89 4 172.94 3 ---------------------------------------------------------------------------- 2 1 U 0.00 1 50.42 4 268.00 4 L 0.00 1 22.94 2 171.62 3 2 U 0.00 1 28.97 4 104.50 2 L 0.00 1 13.04 2 -3.67 5 3 U 0.00 1 7.53 4 59.99 2 L 0.00 1 -1.24 3 -79.94 5 4 U 0.00 1 -6.75 2 69.91 2 L 0.00 1 -22.68 3 -38.27 5 5 U 0.00 1 -16.65 2 198.81 3 L 0.00 1 -44.13 3 102.42 4 ---------------------------------------------------------------------------- 3 1 U 0.00 1 52.20 3 193.43 3 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 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. -0.04 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 ---------------------------------------------------------------------------- 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 r r f 1 1 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill Buhler mill bm B5 RISA -2D (R) Version 4.01 Envelope Section Deflections Job : 99138.00 Page: 22 Date: 4/24/00 File: MILLB5 r �-7 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 BUEHLER & BUEHLER ASSOCIATES JOB �UN�yT FP,- STRUCTURAL ENGINEERS, INC. JOB NO. ®� DATE c9O 7300 Folsom Blvd. Suite 103 _� r SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO.�,_ U 0 40, ►�j� �a / �k / 30 -� /� 7� /z') Z- '5� Poll ,1 -7�� _ � s A h lrderCaHNEBS t- 7 1 . Peterbo h NH CUSTGM" printing service TOLL FREE 800-888832 NESS, Inc.. roug . 03458 Ref. No: G..10900055 BUEHLER & BUEHLER ASSOCIATES JOB � 'M/LL STRUCTURAL ENGINEERS, INC. JOB NO. DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. �`�--�-- u V'A -7.#2 e 5x 2- F M Vg - /, k Q /u 4, 377 K N t 4P-7 /4� ocr �78 9 /'/ 5, 2 "`� ti 5.O use - 3.8 O hmAl �/RirGi STB.��S �L� S 4e �� /w -x/7-20 // " r 10-rdor Call NEBS CUSTGM`" rintin service TOLL FREE t-800-888-6327 NESS, Inc., Peterooro rt. NH 03456. Ref. No: G 109000531 P 9 "� BUEHLER &BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT- BY SHEET NO. lop G To Reortler call NEBS CUSTGM"printing service TOLL FREE t-800.888-6327 NESS. Inc.. Peterborough. NH 03458. Ref. No: G 10900051 S i H k 2 - N Vjt ��� '✓� x 3 5 �i Z �� l L /A/ t2 N 000 9 Vh /V G To Reortler call NEBS CUSTGM"printing service TOLL FREE t-800.888-6327 NESS. Inc.. Peterborough. NH 03458. Ref. No: G 10900051 S i k 2 - z 4e-6 1c', p�/ �,� 4� ��� sP•��l /A/ t2 ?'a A Zx xV CoA 0)5r er G To Reortler call NEBS CUSTGM"printing service TOLL FREE t-800.888-6327 NESS. Inc.. Peterborough. NH 03458. Ref. No: G 10900051 S i BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. �9 / �' • w DATE y Ov 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY G� SHEET NO. M / L 4— GU G . Ohl ,D dr? KY :� i k 3� Wr �� • 2, l 1. 0D[► Z /•0 ��? F� I = /I � x 1, 7 - k CIO To�Fieorder Call NESS CUSTGM"'printing Service TOLL FREE 1.800-888-6327 NESS. Inc.. Peterborough. NH 83458. Ref. No: G 109ON551 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 joB Sun West Foods Rice Mill JOB NO.. 99138.00 -DA TE 04/24/00 r� cwENT CJA BY PLS SHEET NO S L� Sunwest Foods Rice Mill F�Qj Buhler mill bm B10 Loads: LC 1 . total dl + 11 3 ,x �Y z v, 4 6416ra0hk-Editing ,1 R'Hel'� qa m Z x r_ i 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---------------------------- I 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 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 3.40 Sections I Section Database Material Basic As As RISA -2D (R) Version 4.01 I I Label Shape Label Buehler & Buehler Job : 99138.00 1,3 7300 Folsom Blvd., #103 Page: 23 BEAM Sacramento, CA 95826 Date: 4/24/00 jr5 1.2 Sunwest Foods Rice Mill File: MILLB10 CONC Buhler mill bm B10 1.2 1.2 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 I Section Database Material Basic As As I I I Label Shape Label Area 0,2 1,3 1,3 0,2 C ------------------------------ in -2 ---------------- in -4 ------- ---in"4-------- 2 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 3.3:3 3 4 BEAM 8.00 4.00 23.00 Basic Load Case Data 1 BLC Basic Load Case Load Type Totals No. Dist. -------------- 1 ----Description----------------Nodal---Point- 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 %--------------- 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 1.8000 2 2 3 UNIFORM 1.8000 3 3 4 UNIFORM 1.8000 . 1 ____________________< Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier 2 UNIFORM 2.1000 Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- r 2 2 3 UNIFORM 2.1000 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern RISA -2D (R) Version 4.01 Member Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 24 ---------Multiplier UNIFORM Sacramento, CA 95826 Date: 4/24/00. Sunwest Foods Rice Mill File: MILLB10 Buhler mill bm B10 Pattern ____________________< Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier 2 UNIFORM 2.1000 Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- r 2 2 3 UNIFORM 2.1000 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member - - ------- 3 ---I------J---------Label 3 4 ---------Multiplier UNIFORM ------------------------ 2.1000 Load Patterns Pattern Magnitudes Locations LabelDirStart ------ ---------K/ft,F---------- End K/ft,F----------- Start ft or End % ------- 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 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 LI RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 25 Sacramento, CA 95826 Date: 4/24/00 File: MILLB10 Sunwest Foods Rice Mill Buhler mill bm B10 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 1 1 U 0.00 1 36.90 2 -4.45 5 L 0.00 1 13.36 5 -12.30 2 2 U 0.00 1 15.45 2 -50.69 5 L 0.00 1 3.46 5 -156.26 2 3 U 0.00 1 -7.89 3 -34.47 5 L 0.00 1 -12.00 4 -174.24 2 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 1 -L----------O----1------------57_30-4-----------160_91-3------------ 2 1 U 0.00 1 54.05 4 247.17 4 L 0.00 1 26.57 2 150.78 3 1 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 L 0.00 1 -75.50 3 153.51 4 ------------------------------------------------- 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 rEnvelope 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 0.00 0.00 1 1 -0.35 2 0.02 5 785.16 2 NC 5 L 0.00 1 -0.22 2 1288.94 2 LI RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill Buhler mill bm B10 Job : 99138.00 Page: 26 ��� Date: 4/24/00 File: MILLB10 ________< Envelope Section'Deflections Section Memb � 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 -0.265 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 t 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 -0.24 2 1189.17.2 5 U 0.00 1 0.00 5' NC 5 ---------L---------0_00 1 -0.02-� -------------- NC 2 t BUEHLER &BUEHLER ASSOCIATES JOB v /V' Gl/ ��j�- STRUCTURAL ENGINEERS, INC. JOB NO. �_� ©v DATE ' 7300 Folsom Blvd. Suite 103 SACRAMENTO CALIFORNIA 95826 CLIENT BY SHEET NO. /O. t: g k� wrAi 7,5riVcy;c Z Ar dry 5 9� 31 To Reordor Gall NESS CUSTGWprinting service TOLL FREE 1-800-BBM327 NESS, inc.. Peterborough. NH 0345E. Ret. No: G 109000551 1 1 1 1 1 1 1 1 1 r i 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 B11 Loads: LC 1 , total dl + II Solution: Envelope 4 V4 17; 'Select All 7 UnseIectAIIa Bos Select - 4;,; on Unselect , j1;U rt Selected.;; x L3R.Unse1ecte4WS Units ............................. US Standard 0 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 Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress -CONC----------- -Ksi----------Ksi----------------10"'S°F----K/ft3-------Ksi------ 3600.00 1550.00 0.1670 0.65000 0.150 3.40 Joint X Y Joint No Coordinate Coordinate Temperature 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 Sections Section Database Material As As I I _ 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 1 Sections Section Database Material As As I I _ 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 1 RISA -2D (R) Version 4.01 Member Distributed Loads, BLC 2 & Buehler Job : 99138.00 Pattern 'Buehler 7300 Folsom Blvd., #103 Page: 32 Label I Sacramento, CA 95826 Date: 4/24/00 r4pl ---------------------------------------------------------------------------- 1 Sunwest Foods Rice Mill File: MILLB11 2.1000 Buhler mill bm B11 Member Distributed Members Memb Joints Rotate Section Releases Offsets Inactive? Pattern No. I J 900 Set I:AVM J:AVM I -End J -End Label y Length I J - -------------------------------------------in ------- in --------------- ft----. ' 1 1 2 BEAM 4.00 8.00 23.00 UNIFORM 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. Nodal Point Dist. -Description ---------------- 1 Total dl incld & pt lds 3 3 2 Wu 125 psf 11 @ bm 1 3 Wu 125 psf 11 @ 'bm 2 1 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 -38.000 10.000 2 2 3 Y -9.000 10.000 2 2 3 Y -3.400 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 3 3 4 UNIFORM 1.8000 1.8000 Member Distributed Loads, BLC 2 1 Joints Load Pattern Pattern Member I J Label I 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 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 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 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 lc 7300 Folsom Blvd., #103 Page: 33 lc Sacramento, CA 95826 Date: 4/24/001 2 'Sunwest Foods Rice Mill File: MILLBII t� Buhler mill bm B11 1 1 U ______< 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 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 -31.29 448 4 U L 0.00 0.00 1 1 -37.08 -52.74 3 4 2 -105.22 5 2 RISA -2D (R) Version 4.01 1 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 34 Sacramento, CA 95826 Date: 4/24/00 .� ' Sunwest Foods Rice Mill File: MILLB11 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 .1 220.40 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 L 0.00 0.00 1 1 -8.24 -24.17 2 3 57.79 2 -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 - Envelope Section Deflections Section 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 1 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 0.19 2 1662.57 2 �. L 0.00 1 -0.05 5 4708.30 5 1 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill Buhler mill bm B11 RISA -2D (R) Version 4.01 Envelope Section Deflections Job : 99138.00 Page: 35 Date: 4/24/00 File: MILLB11 7 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 2096.15 2 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 1 1 1 1 1 1 1 i i 1 1 1 1 1 1 1 1 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 Sunwest Foods Rice Mill Buhler mill bm 811.2 Loads: LC 1 . total dl + II B_9N ,IoB SunWest Foods Rice Mill .IoB No.. 99138.00 DATE 04/26/00 CLIENT -WA BY PLS SHEET NO 611111SI���!! S�SA�lS� z zX I'IX - err oI-11fl 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............................. 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 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---------------- 10^5°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 l Label ShapeLabel 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 23.010 2 2 3 BEAM. 8.00 8.00 23.33 r� Member Distributed Loads, BLC 1 Joints Load Pattern Pattern RISA -2D (R) Version 4.01 Member I J Buehler & Buehler Multiplier Job : 99138.00 7300 Folsom Blvd., #103 1 2 Page: 2 1.8000 Sacramento, CA 95826 Date: 4/26/00 'Sunwest Foods Rice Mill UNIFORM File: MILLB11 i Buhler mill bm B11.2 Joints Member Distributed Load Pattern Basic Load Case Data Member BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. UNIFORM 1 Total dl incld & pt lds 3 2 2 Wu 125 psf 11 @ bm 1 Member Distributed 1 3 Wu 125 psf 11 @ bm 2 Member 1 Load Pattern Pattern - ------- 2 Member Point Loads, BLC 1 ------------------------ 2.1000 Joints MemberI J Direction Magnitude Location ' -------------- ----------------------K,K-ft-----------ft Load Patterns or % --------------- 1 1 2 Y -38.000 10.000 Locations 2 2 3 Y 2 2 3 Y -9.000 -3.400 10.000 19.000 DirStart End Start End 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 ' Joints Member Distributed Load Pattern Loads, BLC 2 Pattern Member I J Label Multiplier ' ---------------------------------------------------------------------------- 1 1 2 UNIFORM 2.1000 Member Distributed Loads, BLC 3 Member Joints Load Pattern Pattern - ------- 2 ---I------J--------_Label 2 3 ---------Multiplier UNIFORM ------------------------ 2.1000 Load Patterns Pattern Magnitudes Locations Label DirStart 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 + 4 dl + skip 11 2&3 skip 11 1&2 1 1 3 1 1. 1 2 1 4 1 3 1 y y 5 dl + skip 11 2 1 1 3 1 y Il Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill Buhler mill bm B11.2 RISA -2D (R) Version 4.01 Job : 99138.00 Page: 3 Date: 4/26/00 File: MILLB11 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 L 0.00 1 17.45 3 -247.53 2 3 U 0.00 1 -30.15 2 -150.21 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 L 0.00 0.00 1 1 43.99 29.11 1 2 100.24 -8.01 2 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 0.00 -35.94-3------------23_96-3-- Section Envelope Section Deflections Memb y 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 'RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill Buhler mill bm B11.2 Job : 99138.00 Page: 4 Date: 4/26/00 File: MILLB11 Envelope Section Deflections----------------------------------------------------------------------------- Section " Memb y x lc y lc L/n lc 4 U 0.00 1 -0.09 3 3198.19 3 L 0.00 1 -0.33 2 890.91 2 S 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 1 L 0.00 1 -0.03 3 NC 3 BUEHLER &BUEHLER ASSOCIATES JOBN ' STRUCTURAL ENGINEERS, INC. JOB NO. / 9 / • O`r DATE Z no 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. T- i� t To Rer M/�L 052 D 3 wv N� K n w a /-- 04 h n=6G Ma 7 s 2 / (/ 1,47- 7/,x oT7/,x /2x 27 4V-1 S6 -e mer can NEBS CUSTGM"printing Service TOLL FREE 1.800.888-8327 NESS, Inc., Peterborough. NH 03458. BD�o '" � � Mw 23 N � 2 t 3, a 'd u..56� 3-� AB 4? o 1< Ref. No: G 1090GC51 /p= /2Q u�=�" ate= /a 41 wof L L s w /2, 2 �p K n w a /-- 04 h n=6G Ma 7 s 2 / (/ 1,47- 7/,x oT7/,x /2x 27 4V-1 S6 -e mer can NEBS CUSTGM"printing Service TOLL FREE 1.800.888-8327 NESS, Inc., Peterborough. NH 03458. BD�o '" � � Mw 23 N � 2 t 3, a 'd u..56� 3-� AB 4? o 1< Ref. No: G 1090GC51 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 ' 04/24/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENTWA BY PLS SHEET NO f Sunwest Foods Rice Mill RiZj . Buhler mill bm 1312gv Loads: LC 1 , total dl + II •� Iso � ..•� t .Y. XZ YZ } Zoom'In� Zoom Out. r '+Depth .;=Depths 3.SKt-3.SK/ft-3.SK/ ft 6 4 :,1� S elect All _ ' • : '� ktUnselect All w 3 gta+e�Box Unselect?�` ;, J! "Invert Selected', z 1Loc1FUnseleaacted Set Plot Options �y Anunatee Y°:'ir �, Member Detail_.as„y . HeIE KHid'e Z .pjtnt X FE"xd Solution: Envelope Q fi�Box2oom� Zoom Out. Units ...... ........===US Steel Code. Allowable Stress Increase Factor.. Standard______________________________ AISC'9th Edition ASD 2 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 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 Sections Section Database Material As As I I Ti Label Shape Label Area 012 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 Members Buehler & Buehler Job : 99138.00 Rotate Section Releases 7300 Folsom Blvd., #103 Page: 27 I J Sacramento, CA 95826 Date: 4/24/00 ✓ -.I3 --------------------------------------------in-------in---------------ft---- Sunwest Foods Rice Mill File: MILLBI2 2 BEAM Buhler mill bm B12 23.00 2 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 Ti Label Shape Label Area 012 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 Members BLC No. 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---- 6 3 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 No. Basic Load Case Description Load Nodal 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 2 2 3 Y -17.900 10.000 2 2 3 Y -6.700 19.000 3 3 4 Y -6.800 15.000 t ehler & Buehler 00 Folsom Blvd:, #1<03 cramento, CA 95826 nwest Foods Rice Mill hler mill bm B12 RISA -2D (R) Version 4.01 Job : 99138.00 Page: 28 Date: 4/24/00 File: MILLBI2 r1 l < Member Distributed Loads, BLC 1 < Member Distributed Loads, BLC 2 Load Pattern Pattern Joints Member I 1 2 UNIFORM 2.1000 J Label Multiplier ------------------------------------------------------------------------- 1 1 Joints Load Pattern � Pattern Member I J Label Multiplier - -----=------------------------------------------------------------------- 1 1 2 UNIFORM 1.800Q 2 2 3 UNIFORM 1.8000 3 3 4 UNIFORM 1.8000 Member Point Loads, BLC 2 Joints tuberIJDirection Magnitude Location ------------------------------------ ____________________< Member Distributed Loads, BLC 3 Joints Load Pattern Pattern tuber I J Label Multiplier ---------------------------------------------------------------------------- 2 .2 3 UNIFORM. 2.1000 Member Point Loads, BLC 4 Joints mber 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---------LabelMultiplier -------------- ------------------------- 3 3 4 UNIFORM 2.1000 < Load Patterns tttern Magnitudes Locations Label Dir Start End Start End ----------- K/ft,F---------- K/ft,F----------- ft or %-------ft.or %--- IFORM Y -1.000 -1.000 . 0.000 0.000 Load Combinations RWPE o. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ---------------------------------------------------------------------------- ■L total dl + 11 1 1 2 1 3 1 4 1 y iz dl + skip 11 1&3 1 1 2 1 4 1 y --------------- 1 1 2 Y -10.100 4.000 ____________________< Member Distributed Loads, BLC 3 Joints Load Pattern Pattern tuber I J Label Multiplier ---------------------------------------------------------------------------- 2 .2 3 UNIFORM. 2.1000 Member Point Loads, BLC 4 Joints mber 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---------LabelMultiplier -------------- ------------------------- 3 3 4 UNIFORM 2.1000 < Load Patterns tttern Magnitudes Locations Label Dir Start End Start End ----------- K/ft,F---------- K/ft,F----------- ft or %-------ft.or %--- IFORM Y -1.000 -1.000 . 0.000 0.000 Load Combinations RWPE o. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ---------------------------------------------------------------------------- ■L total dl + 11 1 1 2 1 3 1 4 1 y iz 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: 29 Sacramento, CA 95826 Date: 4/24/00 File: MILLBI2 Sunwest Foods Rice Mill Buhler mill bm B12 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 54.13 2 0.00 1 L 0.00 1 22.54 5 0.00 1 2U 0.00 1 123.80 4 0.00 1 L 0.00 1 83.87 3 0.00 1 3U 0.00 1 121.44 3 0.00 1 L 0.00 1 80.33 4 0.00 1 4U 0:00 1 43.53 2 0.00 1 L 0.00 1 15.35 5 0.00 1 Tot:9U 0.00 1 325.09 1 L 0.00 1 214.59 5 Envelope Section Forces Section Memb i 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 -18.04 2 2 U 0.00'1 10.38 2 -81.90 5 L 0.00 1 0.44 5 -215.87 2 3 U 0.00 1 -11.32 3 -53.10 5 L 0.00 1 -1.7.87 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 -7 -------------------------------------------------------------------------- 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 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------------oo-1------------43_53-------------14_51 2 - Envelope Section Deflections Section RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 x 7300 Folsom Blvd., #103 Page: 30 L/n Sacramento, CA 95826 Date: 4/24/00 Sunwest Foods Rice Mill File: MILLBI2 � 1 Buhler mill bm B12 U L 0.00 0.00 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------------oo-1------------43_53-------------14_51 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 -0.01 -0.03 5 2 NC NC 5 2 2 U 0.00 1 -0.13 5 2173.88 5 L 0.00 1 -0.51 2 551.23 2 1 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. ---------------------------------------------------------------------------- 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 L 0.00 0.00 1 1 0.16 -0.22 2 5 2021.56 1285.09 2 5 5 U 0.00 1 0.03 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 -0.03 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 4 L U 0.00 0.00 1 1 -0.61 -0.09 2 5 457.99 3030.80 2 5 L 0.00 1 -0.48 2 583.23 2 RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Job : Page: 99138.00 31 Sacramento, CA 95826 Date: 4/24/00 File: MILLB12 'Sunwest Foods Rice Mill Buhler mill bm B12 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 -0.03 2 NC 2 ---------------------------------------------------------------------------- BUEHLER & BUEHLER ASSOCIATES JOB %7r1N61/Td�' kms" STRUCTURAL ENGINEERS, INC. JOB NO. DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. A epi _ IAl Ij � � 3 C y to r c rb t 4 rnw.de, can NEB$ CUSTliM"'printing Service TOLL FREE 1-800-889-6327 NESS, Inc.. Peterborough, NH 03450. Ref. No: G 1090OGGSI ` V CIA k7 s o all- N V !\ Q " 3 _ IAl Ij � � 3 C y to r c rb t 4 rnw.de, can NEB$ CUSTliM"'printing Service TOLL FREE 1-800-889-6327 NESS, Inc.. Peterborough, NH 03450. Ref. No: G 1090OGGSI ` V k7 o all- N Q " 3 �X J _ IAl Ij � � 3 C y to r c rb t 4 rnw.de, can NEB$ CUSTliM"'printing Service TOLL FREE 1-800-889-6327 NESS, Inc.. Peterborough, NH 03450. Ref. No: G 1090OGGSI ` BUEHLER & BUEHLER ASSOCIATES JOB v /V c y STRUCTURAL ENGINEERS, INC. JOB NO. DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. &i✓r, C /sT 1A17WWAd0- 5ru flloOle-T a 1 Aj 7 LL � k Z3.3 23.3 -7 1 , '0GG )jI— LL aq 3 .2 .4 .3 ►^ 2 leorder Call NEBS CUSTGM-rintln service TOLL FREE t-800.888-8327 NESS, im.. Peterborough.g NH 03458. -No: G 109000551 p gRef: RISA-2D (R) Version 4.01 Buehler & Buehler Job 99138.00 7300 Folsom Blvd., #103 Page: 1 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 ----------- Isfomen-- 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 t�jUrr 1 1 1 1 1 Reactions, LC 6 : 11 @ 2&3 only Joint +--------- Forces----------+ Moment No X Y Mz ------------- K-------------- K------------- K-ft------------------------------ 1 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 ry i 1 1 1 1 1 1 1 1 1 1 BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. V • DATE 2 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT evs SHEET NO. ��2► / .L GD1t�G- 6 / por'; lla 1`( E. x 1/ G✓ �o. s�.p�o�7 = l3� �,�1 F 523 �%- _ �21i '��' I° Oita 0 D o l V0, ar s�P�D�7 M14- 201 /NTVi�l PX - �Al2 V"",A,j ;p-/ Cv� s = 3/ 1107' H JG� M04 3�0,�rr Zk f o. S&of/or1' v 4-T = -� ,le-el if x msc-¢- *-9 2 K , : X09 x11-�? 0 X02 92 �2 l6 NEBS CUSTOM`"printing service TOLL FREE 6800-88&6327 NESS, Inc.. Peterborough. NM 03458. 46 ee Ret. No: G 109000e51 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 mill girder frame G1 Loads= LC 1 , total dl + II 1 1 Solution_ Envelope 1 I. 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 re4' 1 _____________< Boundary Conditions ' Joint +----- Translation -----+ ,No Coordinate Coordinate ITemperature ------------K/in ------------------ ft------------ft------------OF---------------------------- 1 1 -0.670 0.000 0.00 2 25.000 0.000 0.00 Reaction Reaction 3 45.000 0.000 0.00 6 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 1 _____________< Boundary Conditions ' Joint +----- Translation -----+ No X Y Rotation ------------K/in -------- K/in------ K-ft/rad---------------------------------- r 1 Reaction Reaction 2 Reaction Reaction 3 Reaction Reaction ' 4 Reaction Reaction 5 Reaction Reaction 6 Reaction Reaction 1 ___< 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 RISA -2D (R) Version 4.01 Section Releases Offsets Buehler & Buehler Job : 99138.00 No. 7300 Folsom Blvd., #103• Page: 15 Set I:AVM J:AVM Sacramento, CA 95826 Date: 4/25/00 Label y Length --------------------------------------------in-------in---------------ft---- File: MILLGI Sunwest Foods Rice Mill 1 1 mill girder frame G1 F5a00*_ 16.00 -------- ____________<Boundary -Conditions 25.6, 2 Joint +----- Translation -- --+ 3 GIRDER No X Y Rotation 8.00 20.00 ------------K/in-------- K/in------ K-ft/rad---------------------------------- 3 4 7 Reaction Reaction 8.00 8.00 8 Reaction Reaction 4 4 9 Reaction Reaction GIRDER 8.00 8.00 20.00 5 Materials (General) 6 GIRDER Material Young's Shear Poisson's Thermal Weight Yield 20.00 Label Modulus Modulus Ratio Coef. Density Stress 7 ------------- Ksi---------- Ksi---------------- 10 5°F ---- K/ft3------- Ksi------ 8.00 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 Load Inactive? No. I J 900 Set I:AVM J:AVM I -End J -End Description Label y Length --------------------------------------------in-------in---------------ft---- Point Dist. ---------------'------------------------------------------------------------- 1 1 1 2 GIRDER 16.00 8.00 25.6, 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. 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 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft----------- ft or % --------------- 1 1 1 1 1 2 2 Y Y -29.000 -29.000 %33.000 %67.000 2 2 3 Y -46.000 %50.000 Ir- l_ RISA -21) (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill mill girder frame G1 _________< Member Point Loads, BLC 1 Joints Job : 99138.00 Page: 16 Date: 4/25/00 File: MILLGl Member Distributed Loads, BLC 2 Member Distributed Loads, BLC 1 Load Pattern Pattern Member I J Direction Magnitude Location Label Multiplier -------------------------------------K,K-ft Member I -----------ft or %--- ------------ Label 3 3 4 Y -68.000 °x50.000 5 4 4 5 Y -33.000 %50.000 7 5 5 6 Y -47.000 %50.000 1.8000 6 6 7 Y -47.000 %50.000 3 7 7 8 Y -47.000 %50.000 3 8 8 9 Y -33.000 %50.000 Member Distributed Loads, BLC 2 Member Distributed Loads, BLC 1 Load Pattern Pattern Joints Member Load Pattern Pattern Label Multiplier Member I J Label Multiplier 5 5 6 ----- ---------- 7 1 1 2 UNIFORM 1.8000 _______________________< Member Point Loads, BLC 2 2 3 UNIFORM 1.9000 3 3 4 UNIFORM 1.8000 -------------------------------------K,K-ft 4 4 5 UNIFORM 3.0000 2 2 5 5 6 UNIFORM 1.8000 4 5 6 6 7 UNIFORM 1.8000 9 Y -44.000 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 7 5 7 6 8 Y Y -42.000 -42.000 °x50.000 %50.000 Member Distributed Loads, BLC 2 1 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 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 r 8 8 9 Y -44.000 %50.000 1 ______< 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 I` 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 -2D (R) Version 4.01 RWPE Buehler & Buehler Job : 99138.00 Fac 7300 Folsom Blvd., #103 Page: 17 Fac Sacramento, CA 95826 Date: 4/25/00 1 Sunwest Foods Rice Millu File: MILLGI 3 mill girder frame G1 4 1 5 1 y , ______< 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 I` 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 r 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 r RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA - 95826 I` Sunwest Foods Rice Mill mill girder frame G1 Job : 99138.00. Page: 18 Date: 4/25/00 File: MILLGI �Q G ___________________________< Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Moment lc ------------ K ----------------- K ----------------- K-ft------------------------- lU 0.00 1 80.30 2 0.00 1 L 0.00 1 33.62 4 0.00 1 2U 0.00 1 231.87 3 0.00 1 L 0.00 1 149.51 4 0.00 1 3U 0.00 1 134.08 1 0.00 1 L 0.00 1 94.56 3 0.00 1 4U 0.00 1 174.34 1 0.00 1 L 0.00 1 130.71 3 0.00 1 5U 0.00 1 164.67 3 0.00 1 L 0.00 1 113.29 2 0.00 1 6U 0.00 1. 152.30 1 0.00 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 i Axial lc Shear lc Moment lc ----------------- K ------------------ K ------------------ K -ft ------------------ 1 1 U 0.00 1 80.30 2 -44.83 4 L 0.000 1 33.623 4 -107.1 2 2 U 0.00 1 61.36 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 0.00 1 604.97 3 L 0.000 1 -131.847 3 369.3 4 2 1 U 0.00 1 100.02 3 626.19 3 L 0.000.1 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 r 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 G1 Envelope Section Forces Section=====______ Memb y Axial lc Shear lc Moment lc --------------------------------------------------------ft------------------ 3 1 U 0.00 1 78.51 2 236.11 1 2 L U 0.000 0.00 1 1 44.985 63.58 3 2 158.0 2 Q 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 0.00.0 1 -76.473 1 -114.3 2 5 U L 0.00 0.000 1 1 -5 4 -91.407 1 358.19 1 267.0 3 ------------------------------------- -------- ----------- 4 1 U 0.00 1 82.93 16g 3.84,1 L 0.000 1 48.755 2 �-55.-3 3 2 U 0.00 1 62.40 1 110.03 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 5 L U 0.000 0.00 1 1 -62.500 3 -40 25 2 -97.1 4 338.71 3 L 0.000 1 83.033 3 206.1 4 5 1 U 0.00 1 81.64 3 339.641D 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 77.44'4 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 2 220.8 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 -30.54 3 2 l 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 r i Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA •95826 Sunwest Foods Rice Mill mill girder frame G1 RISA -2D (R) Version 4.01 Job : 99138.00 Page: 20 Date: 4/25/00 File: MILLGI �ja t 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 L 0.00 0.000 1 1 55.96 27.486 2 4 76.79 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 0.00 1 -36.31 4 117.99 4 �1 L 0.000 1 -71.688 3 _:.--S8-2_2 5 U 0.00 1 -44.71 4 408.80 L 270 ----------- --------0_000-1-----------86_621 --------------2------------ 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 3,93_.82. 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 t BUEHLER & BUEHLER ASSOCIATES JOB ��ivr�J GiJ ��� i / LL STRUCTURAL ENGINEERS, INC. JOB NO. DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT ev SHEET NO. Reortlor Call NEBS CUSTG printing service TOLL FREE 1-800-888-8327 NESS. Inc.. Peterborough. NH 03458. Ref. No: G 103060551 BUEHLER & BUEHLER ASSOCIATES J°Bi�n�Gr/v�r���G�j STRUCTURAL ENGINEERS, INC. JOB NO. I dr/7.J. DATE v `� 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT By SHEET NO. V has. = JAZ Isr oe -7 Mµ VN /" iQ D x r d • as 9 5—;�e- �— 0/4- 1. 1 !` 11 To Reortlor Catt NEBS CUST4y printing service TOLL FREE 1-800-888-8327 NESS, Inc.. Peterborough. NH 03458. 9 IAIZ 5- *11 Ref. No: G 104000%;l 1 1 1 1 BUEHLER & BUEHLER ASSOCIATES Jos 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 Sunwest Foods Rice Mill mill girder frame G2 Loads: LC 1 , total dl + II -99K KK KK -107K -3.2K/ft-3.2K/ft-7810.2K/ft-781Q.2K/ft-7810.2K/ft -3.21/ft0-3-9.21/ft-89-3.2K/ft 9 Tzax Solution: Envelope 1 I / 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 1 i 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 8 125.000 145.000 0.000 0.000 0.00 0.00 9 165.670 0.000 0.00 1 i 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 3.40 ____ --------------------------< Sections a, 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 RISA -2D (R) Version 4.01 Offsets Inactive? Buehler & Buehler Job : 99138.00 I -End 7300 Folsom Blvd., #103 Page: 30 --------------------------------------------' Sacramento, CA 95826 Date: 4/25/00 1 2 Sunwest Foods Rice Mill File: MILLG2 8.00 8.00 frame G2 �� S 3 4 mill girder 8.00 8.00 20.D0 Boundary Conditions 4 4 5 GIRDER Joint +----- Translation -----+ 8.00 20.D0 No X Y Rotation 5 6 GIRDER 8.00 ------------K/in-------- K/in------ K-ft/rad---------------------------------- 20.30 6 1 Reaction Reaction GIRDER 8.00 8.00 2 Reaction 7 7 8 3 Reaction 8.00 8.00 20.00 4 Reaction 8 8 9 GIRDER 5 Reaction 16.00 20.67 6 Reaction Basic Load Case Data 7 Reaction Basic Load Case Load 8 Reaction No - 9 Reaction Description Nodal __________________________< 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 a, 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 --------------------------------------------' 1 2 1 2 2 3 GIRDER GIRDER 16.00 8.00 8.00 8.00 25.57 20.00 3 3 4 GIRDER 8.00 8.00 20.D0 4 4 5 GIRDER 8.00 8.00 20.D0 5 5 6 GIRDER 8.00 8.00 20.30 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 - 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 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 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� __________________< 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 2 UNIFORM 1.8000 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 �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 5 1 5 2 6 UNIFORM UNIFORM 1.4000 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 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 7 y -42.000 %50.000 Member Distributed Loads, BLC 5 Joints Load Pattern Pattern RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., 4103 Page: 32 Pattern Magnitudes Locations Sacramento, CA 95826 Date: 4/25/00 End Sunwest Foods Rice Mill ------------------- K/ft,F---------- K/ft,F----------- ft or % ------- File: MILLG2 - mill girder frame G2 0.0co Load Combinations Member Point Loads, BLC 3 ' Joints No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv Member I J Direction Magnitude Location -------------------------------------K,K-ft -----------ft or % --------------- 8 8 9 y -44.000 1%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 7 y -42.000 %50.000 Member Distributed Loads, BLC 5 Joints Load Pattern Pattern Member I J Label Multiplier -----------------------------------------------P---------------------------- 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 0.0co 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 1 Envelope Reactions Joint +------------ Forces -------------+ RISA -2D (R) Version 4.01 Buehler & Buehler X Job : 99138.00 Y lc Moment 7300 Folsom Blvd., #103 lc Page: 33 K ----------------- Sacramento, CA 95826 K ---------------- Date: 4/25/00 Sunwest Foods Rice Mill lU File: MILLG2 1 mill girder frame G2 2 0.00 1 L 0.00 1 33.79 4 Load Combinations 0.00 1 2U 0.00 1 RWPE 3 No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv --=------------------------------------------------------------------------ 3 dl+11@1,2,4,5,7,8 1 1 2 1 3 1 146.56 y 4 dl + 11 @ 2,4,6,8 1 1 3 1 5 1 3U y 1 Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Moment lc ------------ K ----------------- K ---------------- K-ft------------------------- 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 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 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 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 - 94 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 -112.743 -206.45 2 .5 U 0.00 1 -66._ 82-A__' 600.78 3 L 0.00 1 -131.68-3 - 365.12 4 2 1 U 0.00 1 97.24 3 3 L 0.00 1 56.43 2 356.50 4 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 34 Sacramento, CA 95826 Date: 4/25/00 File: MILLG2 Sunwest Foods Rice Mill mill girder frame G2Gjo� Envelope Section Forces Section Memb y 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 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 5 U 0.00 1 -34.72 2 349.74 33 L 0.00 1 -77.50 3 217.11 4 5 1 U 0.00 185.63 344.32-3 L 0.00 1 43.17 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 2 4 U 0.00 1 -39.03 4 "--72795 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------------81_92-1-----------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 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 frame O mill girder G2 Envelope Section Forces �. 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 3 250.6'7 1 L 0.00 1 -70.74 4 172.03 3 --------------------------------------------------------2550--------------- 7 1 U 0.00 1 66.07 2 255..03 1 L 0.00 1 31.07 4 158.38 3 2 U L 0.00 0.00 1 1 51.14 22.67 2 4 77.59 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 L 0.00 1 -76.50 3 -12.4,3 5 U 0.00 1 -49.53 4' 477r.04 L 0.00 -4 7 2 2222-2222-- 8 1 --------------1------------91_44-3-----------3------ U 0.00 1 1.0:3 --------2222-- 46^4 .42 3 L 0.00 1 67.89 2 338.92 4 2 U 0.00 1 95.43 3 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 29393.3 4 U 0.00 1 -20.32 2 -15y.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 ---------------------------------------------------------------------------- BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. F1% �l 011 Ve �= 7 ,1 15 o Reordor Call NEBS CUSTCIM'printing service TOIL FREE 1-800-88"327 NEW. Inc.. Peterborough. NH 03458. u -3e 3-01 Ref. No: G 10400055 t { BUEHLER & BUEHLER ASSOCIATES JOB �(/ti�i IA6r— STRUCTURAL ENGINEERS, INC. JOB NO. I / I DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. ®r �y= Vilt c2�v'l✓�r2 W A6,1. /2 2 � STL y . 0. 40 ¢ / �-� z O. �2 �h`� G✓ 8 " GG�'��` O, �b ' ��" e PH9 MeP4 115-13, 'wd � s 9 . i ; it .A.$ =4p, ¢G' !oG2 // 3.Gxl� 3,v To Reorder Citl NEBS CUST61MI"printing Service TOLL FREE 1.800-888-6327 NESS, Inc.. Peterborough. NH 03458. Ref. Nq. BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. �- DATE —4�Z I �7 /! 7300 Folsom Blvd. Suite 103 CLIENT `��+ BY �S SHEET NO. �3 SACRAMENTO, CALIFORNIA 95826 CJS �uM� eo� /NN01O N�L� k1l A�l ,d /46) fe-A M-!�, Z - 3 o S lt:;oAL % NI I�6.r/ =�t d �v z av ,t, 242 ;;Ulr— rD CONT/Ni O� CONc' . SLAB N Nr2? ►/gX ®� ¢x fox Z¢ + �o/ �� 123x0 > 1/ K4ox Y� s lJl `s b✓/ ¢ �✓ /2 = /03 VH = /03 /�¢4-/03)/,l G1 S?AA1 FROM , SOL geow B ter; i2 ./7 300 'A✓¢ 2 x DL fJ iSG 13M 3lv LL '4 /S G 3M f SXIP ee A7= 2a/iL7f ALL = �2)(O,0061x4r/ X23.E¢ .� 0.009 9k3./ YZ3 334)X l� o f LT = ®, 39 /� 8713` D� ,To Reorder Call NEBS CUSTGM"'printing Service TOLL FREE 1-800-808.6327 NESS, Inc., Peterborough. NH 03458. Re'. tao: G L)90GG1-5! /e'..y 7 Z ,r r 1 f04 �✓ 0 32'-6' Em ' -- _ _ ® STAIRWAY TO PACKAGING .,� ® MEZZANINE fz�o 14' 14;914" EM F FRE u, f206 _ fes) o-l1�i-- --r--- -- -�-- -- - -= —+----TT ®Wivm 9,-011 II i 1 FACE OF WALL ® o � ',�800,_0" T*^y FINISHED PRODUCT STORAGE TANKS P1 AN AT ELEVATION 30.-�, Oown.:N.A.AANSdM 0 cam mmm milm®., SunWest Milling Co., Inc. fo�nN� cR&= fun I�Pf7YD.i P.0.8oY 70 �r Iifor , REVISIONS vQa. wo.: Biggs. CA 95917 M — 2 « CON RAM Steel V6.1 Floor Map DataBase: packmezz Building Code: UBC2 ' Floor Type: mezzanine , 1 03/27/00 17:48:52 F- -,7,9 r w.l RAM Steel V6.1 Floor Map DataBase:-packmezz Building Code: UBC2 Floor Type: mezzanine Surface Loads Label ® mezz Point Loads Label P1 1/4 surge bin 03/27/00 17:48:52 Page 2 /,' ZO 2 DL CDL LL Reduction psf psf psf Type 54.0 0.0 40.0 Reducible DL CDL LL Reduction kips kips kips Type 8.0 0.0 0.0 Reducible Mass DL psf 0.0 Mass DL kips 0.0 RAM Steel V6.1 Floor Map DataBase: packmezz Building Code: UBC2 Floor Type: mezzanine 9k V 2- 3k—Y 8k N14��J�c � 91. W12' 03/27/00 17:48:52 r�Zv3 9k V Sk]A 192—aL� 10 91, W12Sk F m I—I 91. W12� 1-1 2 .. V.._x4C 15k r 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 - 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 (AADS: Distist Load 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 ® 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 (kips): 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 (in) at 8.83 ft = -0.447 L/D 474 Live load (in) at 8.83 ft = -0.331 L/D 640 Net Total load (in l at 8.83 ft = -0.779 L/D 272 � RAM SteelV6" . 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 = 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 0.44 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 G 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 RAM,Steel V6.1 Gravity Beam Design Buehler 6 Buehler (N T 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 POINTLOADS (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 0.44 0.32 0.0 0.00 0.00 0.0 0:00 0.0 LINE LOADS: (k/Et) Load DistDL 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 lin) at 7.56 ft = -0.054 L/D = 3642 Net Total load (in) at 7.56 ft = -0.317 L/D 616 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 - 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% 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 0.155 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, Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 39.9 8.8 0.0 1.00 32.15 33.00 32.15 3=.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 (in) 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 1 RAM Steel V6.1 Gravity Beam Design PAM Steel V6.1 Gravity Beam Design Buehler & Buehler Buehler & Buehler Design DataBase: packmezz 03/27/00 17:48:52 DataBase: packmezz 7J► 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Building Code: UBC2 Steel Code: ASD 9th Ed. 'V 1 Floor Type: mezzanine Beam Number - 5 Floor Type: mezzanine Beam Number - 6 ' SPAN INFORMATION (ft): I -End (5.75,3.08), J -End (16.25,3.08) SPAN INFORMATION Ift): i -End (5.75.14.58), J -End (16.25,14.58) Beam Size (Optimum) - W8X10 Fy - 50.0 ksi Steel Code: ASD 9th Beam Size (Optimum) - W8X10 Fy - 50.0 ksi Total -Beam Length (ft) = 10.50 Total Beam Length (ft) - 10.50 POINT LOADS (kips): Dist OL RedLL Red% NonRLL StorLL Red% RoofLL Red% SPAN INFORMATION (ft): I -End (11.00,0.001, J -End (11.00,3.08) POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red* -End (11.00,14.58), 5.25 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 5.25 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 1.00 8.00 W8X10 Py - 50.0 ksi 1.00 8.00 ' 9.50 8.00 3.08 9.50 8.00 = 3.08 LINE LOADS: (k/ft) LINE [AADS: Ik/ft) Load Dist DL LL Red% Type Load Dist DL LL Red% Type Load Dist DL 1 0.00 0.027 0.020 0.0% Red Load Dist DL 1 0.00 0.027 0.020 0.0% Red 10.50 0.027 0.020 0.210 0.0% Red 10.50 0.027 0.020 0.210 0.0% Red SHEAR: Max V (DL+LL) - 8.63 kips fv - 6.43 ksi Fv - 20.00 ksi SHEAR: Max V (DL+LL) - 8.63 kips fv - 6.43 ksi Fv = 20.00 ksi MOMENTS: 0.210 kips fv - 0.57 ksi Fv - 20.00 MOMENTS: MOMENTS: Span Cond Moment © Lb Cb Tension Flange Compr Flange Span Cond Moment 0 Lb Cb Tension Flange Compr Flange ' kip -ft ft ft fb Fb fb Fb kip -ft ft ft fb Fb fb Fb L Lb - Cb Center Max + 10.6 5.3 5.3 1.00 16.35 30.00 16.35 26.73 Center Max + 10.6 5.3 5.3 1.00 16.35 30.00 16.35 26.73 Fb Controlling 10.6 5.3 5.3 1.00 --- --- 16.35 26.73 Controlling 10.6 5.3 5.3 1.00 --- --- 16.35 26.73 CenterMax + 0.6 1.5 REACTIONS (kips): Left Right Center Max + 0.6 REACTIONS (kips): Left Right 0.90 32 70 DL reaction 8.36 8.36 0.0 1.00 0.90 32.70 DL reaction 8.36 8.36 1.5 0.0 1.00 Max + LL reaction 0.27 0.27 Max + LL reaction 0.27 0.27 Max + total reaction 8.63 8.63 Right Max + total reaction 8.63 8.63 DL reaction DEFLECTIONS: DL reaction DEFLECTIONS: 0.44 Dead load (in) at 5.25 ft - -0.239 L/D - 526 Dead load (in) at 5.25 ft - -0.239 L/D = 526 0.32 Live load (inl at 5.25 ft = -0.021 L/D = 5937 Live load (in) at 5.25 ft = -0.021 L/D 5937 0.76 0.76 Net Total load (in) at 5.25 ft - -0.261 L/D = 484 Net Total load lin) at 5.25 ft -0.261 L/D 484 1 RAM Steel V6.1 Gravity Beam Design RAM Steel V6.1 Gravity Beam Design Buehler & Buehler Buehler & Buehler 1 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 - 7 Floor Type: mezzanine Beam Number - 8 SPAN INFORMATION (ft): I -End (11.00,0.001, J -End (11.00,3.08) SPAN INFORMATION (ft): I -End (11.00,14.58), J -End (11.00,17.67) Beam Size (Optimum) - w8X10 Fy - 50.0 ksi Beam Size (Optimum) - W8X10 Py - 50.0 ksi ' Total Beam Length (ft) = 3.08 Total Beam Length (ft) = 3.08 LINE [AADS: (k/ft) LINE LOADS: (k/ft) Load Dist DL LL Red% Type Load Dist DL LL Red% Type 1 0.00 0.283 0.210 0.0% Red 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 3.08 0.283 SHEAR: Max V (DL+LL) - 0.76 0.210 kips fv - 0.57 ksi Fv - 20.00 ksi MOMENTS: MOMENTS: Span Cond Moment Q Lb Cb Tension Flange Compr Flange Span Cond Moment L Lb - Cb Tension Flange Compr Flarge kip -ft ft ft fb Fb fb Fb kip -ft ft ft fb Fb fb Etl CenterMax + 0.6 1.5 0.0 1.00 0.90 32.70 0.90 32.70 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 Controlling 0.6 1.5 0.0 1.00 0.90 32.70 REACTIONS (kips): Left Right REACTIONS (kips): Left Right DL reaction 0.44 0.44 DL reaction 0.44 0.44 Max + LL reaction 0.32 0.32 Max + LL reaction 0.32 0.32 Max + total reaction 0.76 0.76 Max + total reaction 0.76 0.76 DEFLECTIONS: DEFLECTIONS: Dead load (in) at 1.54 ft - -0.001 Dead load (in) at 1.54 ft - -0.001 Live load (in) at 1.54 It - -0.000 Live load (in) at 1.54 ft - -0.000 Net Total load (in) at 1.54 ft - -0.001 L/D - 32941 Net Total load (in) at 1.54 ft - -0.001 L/D - 32941 1 'RAM Steel V6.1 Gravity Beam Design Steel Code: ASD 9th Ed. Buehler & Buehler Beam Number - 10 v SPANINFORMATION Ift): I -End (16.25,0.00), J -End (30.25,0.00) DataBase: packmezz 03/27/00 17:48:52 Total Beam Length (ft) - Building Code: UBC2 Steel Code: ASD 9th Ed. POINT LOADS (kips): FloorType: mezzanine Beam Number - 9 NonRLL StorLL Red% RoofLL Red% SPAN INFORMATION (ft): I -End (16.25,0.00), J -End (16.25,17.67) 0.00 0.00 0.0 0.00 0.0 Beam Size (Optimum) - N12X14 Ey - 50.0 ksi 0.00 0.00 0.0 0.00 0.0 Total Beam Length (ft) - 17.67 Load Dist DL POINT LOADS (kips): Dist DL P.edLL Reda NonRLL StorLL Red% RoofLL Red% 1 0.00 0.027 0.020 0.0% Red 3.08 8.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 0.020 - 14.58 8.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 MOMENTS: LINE LOADS: (k/ft) Span Cond MomentQ Lb Cb Tension Flange Compr Load Dist DL LL Red% Type ft ft fb Fb fb Fb 1 0.00 0.142 0.105 0.01 Red 26.16 Controlling 31.0 3.5 3.08 0.142 0.105 REACTIONS (kips): Left Right 2 3.08 0.027 0.020 0.0% Red 7.69 2.91 14.58 0.027 0.020 Max + total reaction 3 14.58 0.142 0.105 0.0% Red DEFLECTIONS: 17.67 0.142 0.105 6.30 ft - -0.287 L/D - 586 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 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 lin, at 8.83 ft = -0.299 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 - 11 SPAN INFORMATION (ft): I -End (16.25,17.67), J -End (30.25,17.67) ' Beam Size (Optimum) - N12X14 Fy - 50.0 ksi Total Beam Length (ft). - 14.00 POINT LOADS (kips): Dist OL Red LL 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 G 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 load lint at 6.70 ft -0.287 L/6 586 Live load (inl at 6.30 ft = -0.053 L/D = 3156 Net Total load (in) at 6.30 ft -0.340 L/D 494 U 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 - 10 v SPANINFORMATION Ift): I -End (16.25,0.00), J -End (30.25,0.00) Beam Size (Optimum) - N12X14 Py - 50.0 ksi Total Beam Length (ft) - 14.00 POINT LOADS (kips): Dist DL Red LL 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 0.49 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 MomentQ 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 load (in) at 6.30 ft - -0.287 L/D - 586 Live load (inl 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 - 12 SPAN INFORMATION (ft): I -End (19.75,0.00), J -End (19.75,17.67) Beam Size (Optimum) = W12X14 Fly - 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: lk/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 0Lb Cb Tension Flange Compr Flange kip -ft f[ 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 8.8 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 loadlint at 8.83 ft = -0.767 L/D = 277 Live load lint at 8.83 ft = -0.108 L/D = 1965 Net. Total. load (in) at 8.83 ft -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: USC2 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 Red LL Red% NonRLL SCorLL 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/f[) ' 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 Q 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 Ne[ Total load (in) at 5.25 ft -0.261 L/D 484 ll 11 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler (l� RAM Steel V6.1 Gravity Beam Design DataBase: packmezz 03/27/00 17:48:52 Buehler & Buehler 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) Total Beam Length (ft) - • Beam Size (Optimum) - W8X10 Fy - 50.0 ksi POINT [AADS (kips): Total Beam Length (ft) - 3.08 Dist DL Red LL Red% NonRLL StorLL Red% RoofLL Red% LINE. LOADS: (k/ft) 5.25 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 Load Dist DL LL Red% Type 1 0.00 0.283 0.210 0.0% Red 3.08 0.283 0.210 ]Aad DistDL SHEAR: Max V IDL+LL) - 0.76 kips fv - 0.57 ksi Fv - 20.00 ksi 1 0.00 0.027 0.020 0.0% Red MOMENTS: 10'500.027 0.020 Span Cond Moment Lb Cb Tension Flange Compr Flange kips fv - 6.43 ksi Fv - 20.00 kip ft ft fb Fb fb Fb Center Max + 0.6 0.6 1.5 0.0 1.00 0.90 32.70 0.90 32.70 ® Lb . Cb Tension Flange Controlling 0.6 1.5 0.0 1.00 0.90 32.70 kip -ft ft ft fb Fb REACTIONS (kips): Left Right Center Max + 10.6 5.3 5.3 1.00 16.35 30.00 DL reaction 0.44 0.44 Controlling 10.6 5.3 5.3 1.00 --- --- Max + LL reaction 0.32 0.32 REACTIONS (kips): Left Right MdX + total reaction 0.76 0.76 8.36 8.36 DEFLECTIONS: 0.27 0.27 Max + total reaction Dead load lint at 1.54 f[ _ -0.001 DEFLECTIONS: Live load lin) a 1.54 ft = -0.000 Dead load (in) at Net Total load (in) at 1.54 ft - -0.001 L/D = 32941 Live load (in) at 5.25 ft - -0.021 L/D - 5937 ' Net Total load (in) at RAM Steel V6.1 Gravity Beam Design Buehler & Buehler (l� 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) - WBX10 Fy - 50.0 ksi Total Beam Length (ft) - 10.50 POINT [AADS (kips): Dist DL Red LL Red% 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) ]Aad DistDL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 10'500.027 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 It = -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 - 16 SPAN INFORMATION (ft): I -End (25.00,14.58), J -End (25.00,17.67) Beam Size (Optimum) - WBX10 Fy - 50.0 ksi Total Beam Length (ft) - 3.08 LINE [AADS: (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 a Lb Cb Tension Flange Compr Plar.3e 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 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 - 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% 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 co 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 load (in) at 6.30 ft 7 -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 1 RAM Steel V6.1 Gravity Beam Design O Buehler & Buehler 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 WADS (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 Momentm 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 load(in) at 6.30 ft = -0.287 L/D = 586 Live load (inl at 6.30 ft = -0.053 L/D = 3156 Net Total load (in) at 6.30 ft -0.340 L/D = 494 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 - 20. SPAN INFORMATION (ft): 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): , DistDL 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 - 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 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 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. Type: mezzanine Beam Number - 17 'Floor SPAN INFORMATION (ft): I -End (30.25,0.00), J -End (30.25,17.67) 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% 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 (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 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 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 - 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% 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 co 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 load (in) at 6.30 ft 7 -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 1 RAM Steel V6.1 Gravity Beam Design O Buehler & Buehler 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 WADS (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 Momentm 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 load(in) at 6.30 ft = -0.287 L/D = 586 Live load (inl at 6.30 ft = -0.053 L/D = 3156 Net Total load (in) at 6.30 ft -0.340 L/D = 494 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 - 20. SPAN INFORMATION (ft): 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): , DistDL 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 - 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 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 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 SPANINFORMATION (ft): I -End (33.75,3.08). J -End (44.25,3.08) Beam Size (Optimum) = WSX10 Fy - 50.0 ksi Total Beam Length (ft) - 10.50 POINT LOADS (kips(: Disc DL RedLL Red% NOnRLL S[OrLL Red9 RoofLL Reda 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/f0 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 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 (inl at 5.25 ft = -0.021 L/D = 5937 Net Total load (in) at 5.25 ft = -0.261 L/D = 484 l l Il RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 /' ZV Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine • Beam Number - 22 SPAN INFORMATION (ft): I -End (33.75,14.58), J -End (44.25,14.58) Beam Size (Optimum) = WSX10 Fy - 50.0 ksi Total Beam Length (ft) - 10.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL Stor LL 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) Load 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 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 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) - w8xio 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 ^a Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Pb fb Sb 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 lin) 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 - 23 SPAN INFORMATION (ft): I -End (39.00,0.00), J -End (39.00,3.08) Beam Size (Optimum) - WBX10 Ey - 50.0 ksi Total Beam Length (ft) - 3.08 LINE LOADS: (k/ft) Load Dist OL 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 CenterMax + 0.6 1.5 ft ft fb Fb fb 0.0 1.00 0.90 32.70 0.90 Fb 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 lin( at 1.54 ft -0.000 Net Total load lin) at 1.54 ft -0.001 L/D = 32941 Il RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 /' ZV Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine • Beam Number - 22 SPAN INFORMATION (ft): I -End (33.75,14.58), J -End (44.25,14.58) Beam Size (Optimum) = WSX10 Fy - 50.0 ksi Total Beam Length (ft) - 10.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL Stor LL 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) Load 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 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 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) - w8xio 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 ^a Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Pb fb Sb 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 lin) 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 - 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 Red LL 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 0 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 load (in) 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 . I RAM Steel V6.1 Gravity Beam RAM Steel V6.1 Gravity Beam Design Buehler & Buehler Steel Code: ASD 9th Ed. Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: USC2 DataBase: packmezz 03/27/00 17:48:52 , Beam Number - 26 - 17.67 ' Building Code: UBC2 Steel Code: ASD 9th Ed. Total Beam Length (ft) - Floor Type: mezzanine Beam Number - 25 POINT LOADS (kips): SPAN INFORMATION (ft): I -End (44.25,0.00), J -End (44.25,17.67) 8.83 8.00 - 3.50 9.79 1.32 0.0 Beam Size (Optimum) - W12X14 Fy - 50.0 ksi 0.00 0.00 0.0 0.00 0.0 Load Dist DL Total Beam Length Ift) - 17.67 1 0.00 0.095 Load Dist DL LL Red% Type POINT LOADS (kipsl: 1 0.00 0.027 0.020 0.0 Red 2 0.00 0.142 14.00 0.027 Disc DL P.edLL Reda NonRLL StorLL Redo P.00f LL Reda kips fv - 3.90 ksi Fv - 18.75 ksi 3 3.08 0.027 3.08 8.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 Span Cond - Moment ® Lb Cb Tension Flange Compr 14.58 8.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 Fb Center Max + 31.0 3.5 LINE LOADS: (k/ft) 26.16 Controlling 31.0 3.5 5.3 1.00 --- --- 24.99 26.16 Load Dist DL LL Red% Type DL reaction 7.69 2.91 kip-ft 1 0.00 0.142 0.105 0.08 Red Max + total reaction 8.95 3.58 Controlling 58.8 3.08 0.142 0.105 REACTIONS (kips): Dead load (in) at 6.30 Et - -0.287 L/D - 586 DL reaction 2 3.08 0.027 0.020 0.0% Red Net Total load (in) at 6.30 ft - -0.340 L/D - 494 Max + total reaction 14.58 0.027 0.020 DEFLECTIONS: 3 14.58 0.142 0.105 0.0% Red Live load (in) at 8.83 ft - -0.048 L/D = 4414 17.67 0.142 0.105 8.83 ft - -0.526 L/D 403 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 - 4.85 ksi Fv = 18.75 ksi MOMENTS: Span Cond Moment Q Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb CenterMax + 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 lin) at 8.83 ft - -0.108 L/D - 1965 Net Total load (in) at 8.83 ft = -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 - 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 Red LL 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 0 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 load (in) 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 . I RAM Steel V6.1 Gravity Beam Design Buehler & Buehler Steel Code: ASD 9th Ed. DataBase: packmezz 03/27/00 17:48:52 Building Code: USC2 Steel Code: ASD 9th Ed. Beam Size (Optimum) - W14X22 Fy - 50.0 ksi Floor Type: mezzanine Beam Number - 26 - 17.67 ' SPANINFORMATION (ft): I -End (44.25,0.00), J -End (58.25,0.00) POINT (AADS (kips): Beam Size (Optimum) - W12X14 Fy - 50.0 ksi Total Beam Length (ft) - 14.00 3.08 4.36 0.27 0.0 POINT LOADS (kips): 14.58 4.36 0.27 0.0 Dist DL Red LL Red% NonRLL StorLL Red% RoofLL Red% 8.83 8.00 - 3.50 9.79 1.32 0.0 0.00 0.00 0.0 0.00 0.0 LINE (AADS: (k/ft) 8.75 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 Load Dist DL LINE LOADS: (k/ft) 1 0.00 0.095 Load Dist DL LL Red% Type 17.67 0.095 1 0.00 0.027 0.020 0.0 Red 2 0.00 0.142 14.00 0.027 .0.020 3.08 0.142 SHEAR: Max V (DL+LL) = 8.95 kips fv - 3.90 ksi Fv - 18.75 ksi 3 3.08 0.027 MOMENTS: 14.58 0.027 Span Cond - Moment ® 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 Span Cond Moment DL reaction 7.69 2.91 kip-ft Max + LL reaction 1.25 0.67 Center Max + 58.8 Max + total reaction 8.95 3.58 Controlling 58.8 DEFLECTIONS: --- REACTIONS (kips): Dead load (in) at 6.30 Et - -0.287 L/D - 586 DL reaction Live load (in) at 6.30 ft - -0.053 L/D = 3156 Max + LL reaction Net Total load (in) at 6.30 ft - -0.340 L/D - 494 Max + total reaction 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 Red LL 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 (AADS: (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 0.01, 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 3 Lb Cb Tension Flange Compr Fla,age- kip-ft ft ft. fb Fb fb Fb Center Max + 58.8 8.8 0.0 1.00 24.33 33.00 24.33 31.00 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 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 - 29 SPAN INFORMATION (ft): I -End (47.75,3.08), J -End (58.25.3.08) Beam Size (Optimum) - WlOX12 Fy - 50.0 ksi Total Beam Length (ft) - 10.50 ' POINT LOADS Ikips): 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 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 MomentQ Lb Cb Tension Flange Compr Flange kip-ftft ft fb Fb fb Fb 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 It - -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 . I PAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler RAM Steel V6.1 Gravity Beam Design / DataBase: packmezz 03/27/00 17:48:52 Buehler k Buehler Building Code: UBC2 Steel Code: ASD 9th Ed. DataBase: packmezz _ 03/27/00 17:48:52 Beam Number = 30 - Building Code: UBC2 Steel Code: ASD 9th Ed. Beam Size (Optimum) - W10X12 Fy - 50.0 ksi Floor Type: mezzanine Beam Number - 31 Total Beam Length (ft) 10.50 SPAN INFORMATION (ft): I -End (53.00,0.00), J -End (53.00,3.08) POINT LOADS (kips): Beam Size (Optimum) - WSX10 Fy = 50.0 ksi Dist DL RedLL Red% ' Total Beam Length (ft) - 3.08 5.25 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) 5.25 8.00 Load Dist DL LL Red% Type 1 0.00 0.283 0.210 0.0% Red LL Red% Type . 0.283 0.210 '3.08 SHEAR: Max V (DL+LL) - 0.76 kips fv = 0.57 ksi Fv = 20.00 ksi SHEAR: Max V (DL+LL) - 4.63 kips fv - 2.47 ksi Fv - 20.00 MOMENTS: MOMENTS: Span Cond Moment a Lb Cb Tension Flange Compr Flange Lb Cb Tension Flange kip -ft ft fb Fb fb Fb ft ft fb Fb Center Max + 0.6 1.5 0..00 1..00 0.90 72.70 0.90 32.70 5.3 1.00 26.03 30.00 Controlling 0.6 1.5 0.0 1.00 0.90 32.70 Controlling 23.6 S.3 5.3 1.00 --- --- REACTIONS (kips): Left Right REACTIONS (kips): Left Right DL reaction 0.44 0.44 DL reaction 4.36 4.36 Max + LL reaction 0.32 0.32 Max + LL reaction 0.27 0.27 Max- total reaction 0.76 0.76 4.63 4.63 DEFLECTIONS: Dead load (in) at Dead load (in) at 1.54 ft = -0.001 Live load (in) at Live load (in) at 1.54 ft = -0.000 Net Total load (in) at 5.25 It - -0.242 L/D - Net Total load (in) at 1.54 ft = -0.001 L/D - 32941 . I PAM 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 = 30 - SPAN INFORMATION (ft): I -End (47.75,14.581, J -End (58.25,14.58) Beam Size (Optimum) - W10X12 Fy - 50.0 ksi Total Beam Length (ft) 10.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 5.25 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 5.25 8.00 LINE IgADS: Ik/ft) Load Dist DL LL Red% Type . 10*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 MomentG Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 23.6 5.3 5.3 1.00 26.03 30.00 26.03 26.31 Controlling 23.6 S.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/O - 10370 Net Total load (in) at 5.25 It - -0.242 L/D - 520 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 - 72 SPAN INFORMATION (ft): I -End (53.00,14.58), J -End (53.00,17.67) Beam Size (Optimum) - W8X10 Fy - 50.0 ksi Total Beam Length Ift) - 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 G Lb Cb Tension Flange Compr Flange kip -ft It It fb Fb fb . F3 Center Max + 0.6 1.5 0.0 1.00 0.90 32.70 0.90 32.'0 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 It = -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 = 33 SPAN INFORMATION (ft): I -End (58.25,0.00), J -End (58.25,17.67) Beam Size (Optimum) - W14X22 Fy - 50.0 ksi Total Beam Length (ft) - 17.67 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL 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 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 (DL+LL) = 11.11 kips fv - 3.70 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 + 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 f[ _ -0.048 L/D - 4414 Net Total load (in) at 8.83 ft - -0.526 L/D - 403 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 = 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% ROofLL 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 [AADS: (k/ft) ' Load Disc 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 Pv - 20.00 ksi MOMENTS: Span Cond Moment3 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 9.08 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 [./D = 1231 ' Net Total load (in) at 14.11 ft - -0.439 L/D 779 1 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler Z DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 34 SPAN•INFORMATION Ift): I -End (58.25,0.00), J -End (86.75.0.00) Beam Size (Optimum) - WIBX40 Fy - 50.0 ksi Total Beam Length (ft) - 28.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL 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 (AADS: (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 ® Lb Tension Flange Compr Flange kip -ft _Cb 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 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 - 36 SPAN INFORMATION Ift): I -End (61.75,0.00), J -End (61.75,17.67) Beam Size (Optimum) = W12X16 Fy - 50.0 ksi Total Beam Length (ft) - 17.67 POINT LOADS (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 10.00 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 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 (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 (in) at 8.83 ft - -0.331 L/D - 641 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 Reda NOnRLL BtOrLL Reds 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 (T Lb Cb Tension Flange Compr Flange kip -ft It It 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 load (in) at 5.25 It -0.176 L/D 717 Live load (in) at 5.25 It - -0.041 L/D - 3081 Net Total load (in) at 5.25 It - -0.217 L/D - 581 t 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 - 39 SPAN INFORMATION (ft): I -End (67.00,0.00), J -End (67.00,3.08) Beam Size (Optimum) - W8X10 Py - 50.0 ksi Total Beam Length (ft) - 3.08 LINE (AADS: (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 Pv - 20.00 ksi MOMENTS: Span Cond Moment Q Lb Cb Tension Flange Compr Flange kip -ft It 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 It = -0.001 Live load (in) at 1.54 It - -0.000 Net Total load (in) at 1.54 ft - -0.001 L/D = 32941 1 RAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler Steel Code: ASD 9th Ed. F DataBase: packmezz 03/27/00 17:48:52 Beam Number = 40 Building Code: UBC2 Steel Code: ASD 9th Ed. -End (67.00,3.08). J -End (67.00,14.58) Floor Type: mezzanine Beam Number - 38 W8X10 Fy - 50.0 ksi - SPAN INFORMATION (ft): I -End (61.75,14.58), J -End (72.25,14.58) = 11.50 Beam Size (Optimum) - W10X12 Fy - 50.0 ksi Total Beam Length (ft) = 10.50 LL Red% Type POINT (AADS (kips): 1 0.00 0.283 0.210 0.0% Red Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 0.210 5.25 2.07 1.53 0.0 0.00 0.00 0.0 0.00 0.0 kips fv - 2.12 ksi Fv - 20.00 ksi 1.00 8.00 MOMENTS: 9.50 8.00 Span Cond Moment C+ Lb Cb Tension Flange Compr SHEAR: Max V (DL+LL) - 9.80 kips fv - 5.23 ksi Pv - 20.00 ksi fb MOMENTS: Center Max + 8.2 5.8 0.0 1.00 12.54 32.70 12.54 Span Cond Moment 3 Lb Cb Tension Flange Compr Flange: kip -ft It It 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 2.84 2.84 DL reaction 9.03 9.03 Max + LL reaction 0.77 0.77 5.75 It = -0.125 L/D - 1105 Max + total reaction 9.80 9.80 5.75 It = -0.093 L/D - 1491 DEFLECTIONS: Net Total load (in) at 5.75 It = -0.218 L/D - 635 Dead load (in) at' 5.25 It - -0.176 L/D - 717 Live load (in) at 5.25 It - -0.041 L/D - 3081 Net Total load (in) at 5.25 It - -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 (ft): 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 (AADS: (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 C+ Lb Cb Tension Flange Compr Flange kip -ft It It fb Fb fb Rb Center Max + 8.2 5.8 0.0 1.00 12.54 32.70 12.54 32.70 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 (in) at 5.75 It = -0.125 L/D - 1105 Live load (in) at 5.75 It = -0.093 L/D - 1491 Net Total load (in) at 5.75 It = -0.218 L/D - 635 PAM 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 - 41 SPAN INFORMATION (ft): I -End (67.00,14.58), J -End (67.00 17.67) Beam Size (Optimum) W8X10 Fy = 50.0 ksi Total Beam Length (ft) - 3.08 LINE CORDS:f0, Load Dist DL LL Reda 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 Mooren[ m 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 w 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 - 43 SPAN INFORMATION (ft): I -End 1.75.75,0.00), 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 © 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 8.6 0.0 1.00 13.29 33.00 --- --- REACTIONS (kips): Left Right OL reaction 2.15 2.15 Max . LL reaction 1.59 1.59 Max . total reaction 3.74 3.74 DEFLECTIONS: Dead load (inl at 8.83 ft - -0.207 L/D = 1023 Live load lin) 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 6 Buehler r� / DataBase: packmezz 03/27/00 17:48:52 'y 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 POINT LOADS Ikips): Dist DL Red LL 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 10.00 0.236 I 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 m 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 (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 (in) at 8.83 ft - -0.331 L/D = 641 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 - 44 SPAN INFORMATION (ft): 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: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.297 0.220 0.0% 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 Flange kip -ft ft ft fb Fb fb Eb 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 OL 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 Q RAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Cale: 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) = W8X10 Fy - 50.0 ksi Total Beam Length (ft) - 17.67 LINE LOADS: tl Load Dist DL LL Reda Type 1 0.00 0.175 0.130 0.0% 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 0 Lb Cb Tension Flange Compr 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 reaction 1.55 1.55 Max .LL reaction 1:15 1.15 Max a total reaction 2.70 2.70 DEFLECTIONS: Dead load (in) at 8.83 ft = -0.431 L/D 492 Live load (in) at 8.83 ft -0.319 L/D 665 Net Total load (in l at 8.83 ft = -0.750 L/D = 283 11 1 11 n t r 1 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 Fd. Story level mezz, Column Line 0.6 - 12.9 Fy Iksi) =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-ftl .......... 0.00 0.00 My Ikip-ft) .......... 0.00 0.00 Single curvature about x -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) faIksi) = 2.70 Fa Iksi) 11.94 fbx Iksi) = 1.94 Fbx Iksi) = 27.60 fby (ksi) = 5.83 Fby Iksi) = 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= 0.23 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 s Buehler Da CaBaae: packmezz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz, Column Line S.4 - 12.9 Fy Iksi) 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 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 -£t) .......... 4.49 0.61 My (kip -ft) .......... 1.62 0.12 Bot Mx Ikip-ft) .......... 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 + RF) I fa ksi) = 5.98 Fa Iksi) = 11.94 fbx ksi) = 7.71 Fbx ksi) = 27.60 fby (ksi) = 2.63 Fby Iksi) = 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 = 0.50 Eq HI -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 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 me"' Column Line Q.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 ... Yee 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-ftl .......... -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 Iksi) 11.94 fbx Iksi) = 1.94 Fbx (ksil 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 Cmx = 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 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 Ikip-ft) .......... 1.62 0.12 Bot Mx Ikip-Etl .......... 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 + RFI - fa (ksi) = 5.98 Fa (ksi) = 11.94 fbx Iksi) = 7.71 Fbx Iksi) = 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 C-= 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 0.00 0.00 Roof 0.00 0.00 0.00 0.00 0.00 FZ l (i 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, Colum Line S.9 - 12.9 Fy (ksi) = 46.00 Colum 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 Colum Eccentricity lin) 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 -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 Iksil = 5.61 Fa (ksi) = 11.94 fbx (ksi) = 7.71 Fox (ksi) = 27.60 fby (ksi) = 3.72 Foy (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 Colum Design Buehler 6 Buehler Data Base: packmezz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz, Colum Line T.5 - 12.9 Fy (ksi) = 46.00 Colum 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 m ColuEccentricity (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 My :kip -ft) .......... 2.19 0.27 Bot MX (kip -ft) .......... 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 :ksi) = 7.71 Fbx :ksi) = 27.60 fby Iksi l = 3.72 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: I./Fa - 0.47 Eq Hl -l: 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 Colum Design Buehler 6 Buehler DataBase: packmezz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz. Colum Line S.9 - 12.1 Fy (ksi) = 46.00 Colum 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 Colum 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 Ikip-ft ) ... ....... 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 Iksil = 5.61 Fa (ksi) = 11.94 fbx Iksil = 7.71 Fox (ksil = 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 Cna 0.60 Cmy = 0.60 INTERACTION EQUATION: £a/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 Roof 0.00 0.00 0.00 000 0..00 RAM Steel V6.1 - Gravity Colum Design Buehler 6 Buehler DataBase: packmezz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz, Colum Line T.5 - 12.1 Fy (ksi) = 46.00 Colum Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (f[) ............................ 22.00 22.00 K.................................. 1 1 Braced Against Joint Translation ... Yes Yes Colum Eccentricity (in) Top .... 5.50 5.50 Bottom ... 0.00 0.00 CONTROLLING COLUMN [AADS - Load Case 1: Dead Live Roof Axial (kips) ....................... 20.71 3.25 0.00 Moments Top Mx (kip -ft) .......... -4.49 -0.61 0.00 My (kip -ft) .......... 2.19 0.27 0.00 Bot MX lkip-ft) .......... 0.00 0.00 0.00 My (kip-ftl .......... 0.00 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 (ksi) = 7.71 Fb (ksi) = 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 Cy = 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 l r -Z/-7 RAM Steel V6.1 - Gravity Colunm 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 = 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-Etl .......... 7.87 2.15 Bot Mx (kip -f t-) .... .. .... 0.00 0.00 My (kip -ft) .. .. ...... 0.00 0.00 Singlecurvature about X -Axis Single curvature about Y -Axis + CALCULATED PARAMETERS: IDL + LL . RF) fa(ksi) = 9.92 Fa (ksi) = 17.40 fbx Iksi) = 3.84 Fbx Iksi) = 27.60 fby (ksi) = 6.40 Fby Iksi) = 27.60 KL/Rx = 83.93 KL/Ry = 83.93 F'ex = 21.20 F'ey = 21.20 C. = 0.60 Cmy = 0.60 INTERACTION EQUATION:. fa/Fa = 0.28 Eq Hl -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 fi Buehler Data Base: packmezz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level M..' Column Line W.1 - 12.9 Fy Iksi) = 46.00 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PAAAMETERS:X-Axis Y -Axis Lu (ft) ............................22.00 22.00 K.................................. 1 1 BracedAgains t Joint Translation ... Yes Yes Column Eccentricity (in) Top550 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 (kip-ftl .......... -4.94 -1.99 Bot Mx (kip -ft) .......... 0.00 0.00 My ( kip -ftl....... 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL +, RF) fa Iksi) = 4.25 Fa (ksi) = 11.94 fbx Iksi) = 1.87 Fbx (ksi) = 27.60 ,by (ksi) = 10.49 Fby (ksi) = 27.60 KL/Rx = 111.82 KL/Ry = 111.82 F'ex = 11.94 F'ey = 1194 CC-= 0.60 Cmy = 0..60 INTERACTION EQUATION: Ea/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 0.00 000 0.. 00 RAM Steel V6.1 - Gravity Colum 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 Fy (ksi) = 46.00 Column Size = TSSXBX.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 lin) Top .... 6.50 6.50 Bottom ... 0.00 0.00 CONTROLLING COLUMN [AADS - Load Case 1: Dead Live Axial(kips) ....................... 30.70 6.60 Moments Top Mx (kip -ft) ... ....... -5.30 -0.71 My (kip -ft) .......... 7.87 2.15 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: IDL . LL + RF) fa (ksi) = 4.91 Fa (ksi) = 17.40 fbx (ksi) = 3.83 Fbx (ksi) = 27.60 fby (ksi) = 6.40 Fby (ksi) = 27.60 KL/Rx = 83.93 KL/Ry = 83.93. F'ex = 21.20 F'ey = 21.20 CmC= 0.60 Cmy = 0.60 INTERACTION EQUATION: fa/Fa = 0.28 Eq Hl -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: pac)anezz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz. lLine W.1 - 12.1 Fy ( ksi) = Co -46.00 Colunm 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 [BADS - Load Case 1: Dead Live Axial (kips) .............. ......... 12.65 5.50 Moments Top Mx (kip -ft) .......... -0.71 -053 My (kip -ft) .......... -4.94 -1.99 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 + RF) fa (ksi) = 4.25 Fa (ksi) = 11.94 fbx (ksi) = 1.87 Fbx (ksi) = 27.60 fby (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 111-1: 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 FZ 1 ?i RAM Steel V6.1 Floor Map Dat Base: tfinezz Building Code: UBC2 Floor Type: mezzanine �o, r /Z.9 12•q 03/28/00 10:49:13 r?, 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 Page 2 03/28/00 10:49:13 FZZo DL CDL LL Reduction Mass DL psf psf psf Type psf 88.0 0.0 40.0 Reducible 0.0 DL CDL LL Reduction Mass DL kips kips kips Type kips 5.5 0.0 0.0 Reducible 0.0 2.5 0.0 0.0 Reducible 0.0 2.0 0.0 0.0 Reducible 0.0 �ml so M, +ri r Ift ON (w 8-0 ,ow .r � J N N 11k W14x22 11k 14k W14x22 11k J X W 5k W10xl2 5k ` 6k W12x14 6k co ' 7c 13k W14x22 10k 12k W14x22 9k 4k W8x10 4k 6k W12x14 6k I:�- 9k W14x22 7k 6k . W12x14 6k (� 9kW1a22 7k I� 3k W8x10 3k n 3k W 0 3k O N• ct O F— 0) n a td cn H �3 (D ' C LQ (D (D (D C) O rt C El (D F (D .. (D N N N N N 0 �j n Imo• N O �j O (D �l 3 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: tfinezz 03/28/00 10:49:13 1 Building Code: UBC2 Steel Code: ASD 9th Ed. -- Floor Type: mezzanine Beam Number 3 SPAN INFORMATION (ft): I -End (0.00,2.50), J -End (14.50 2.50) Beam Size (Optimum) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) - 14.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 5.67 9.46 1.80 0.0 0.00 0.00 0.0 • 0.00 0.0 5.67 0.55 0.25 0.0 0.00 0.00 0.0 0.00 0.0 10.08 3.95 1.80 0.0 0.00 0.00 0.0 0.00 0.0 i� 5.67 5.50 SHEAR: Max V (DL+LL) - 12.45 kips fv - 3.32 ksi Fv = 17.90 ksi MOMENTS: Span Cond MomentG Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb CenterMax + 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 10.65 8.81 Max + LL reaction 1.80 2.05 Max + total reaction 12.45 10.86 DEFLECTIONS: Dead load (in) at 6.96 It = -0.222 L/D = 783 . Live load (in) at 7.03 ft = -0.042 L/D 4135 Net Total load (inl at 7.03 It -0.264 L/D = 658 1 PAM Steel V6.1 Gravity Beam Design Buehler & Buehler �� I DataBase: tfinezz 03/28/00 10:49:13 G 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 SCorLL Red% RoofLL 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 DLLL Red% Type 1 0.00 0.293 0.133 0.09 Red 2.50 0.293 0.133 2 2.50 0.293 0.133 0.0% Red ' 20.33 0.293 0.133 SHEAR: Max V (DL+LL) - 4.04 kips fv - 2.15 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Compr Flange kip -.ft ft ft fb Fb fb Fb Left Max - -4.2 2.5 2.5 1.00 4.61 32.83 4.61 32.8: Center Max + 15.6 11.8 0.0 1.00 17.14 32.83 17.14 32.8_ Max - -4.2 2.5 17.8 1.75 4.61 30.00 4.61 8.2 - Controlling -4.2 2.5 17.8 1.75 --- --- 4.61 8.2 - REACTIONS (kips): Left Right DL reaction 4.28 2.45 Max + LL reaction 1.96 1.19 Max - LL reaction -0.01 -0.07 Max + total reaction 6.25 3.65 DEFLECTIONS: Left cantilever: Dead load (in) 0.139 L/D = 432 Pos Live load lin) _ -0.025 L/D 2426 Neg Live load lin) 0.088 L/D = 683 Neg Total load (in) = 0.227 L/D 265 Center span: Dead load (in) at 11.59 ft - -0.365 L/D = 586 Live load (in) at 11.59 ft - -0.195 L/D 1097 Net Total load (in) at 11.59 ft - -0.560 L/D = 382 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 - 4 SPAN INFORMATION (ft): I -End (0.00,20.33), J -End (0.00,40.83) Beam Size (Optimum) - W10X12 Fy - 50.0 ksi Total Beam Length (ft) - 20.50 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.293 0.133 0.01 Red 20.50 0.293 0.133 SHEAR: Max V (DL+LL) = 4.37 kips fv - 2.33 ksi Pv - 20.00 ksi MOMENTS: Span Cond Moment Q Lb Cb Tension Flange Corrpr Flange kip -ft ft ft fb Fb fb - Fb Center Max + 22.4 10.3 0.0 1.00 24.68 32.83 ' 24.68 32.83 Controlling 22.4 10.3 . 0.0 1.00 24.68 32.83 --- --- 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: (Camber = 5/8) Dead load (in) at 10.25 ft - -0.747 L/D - 329 Live load (in) at 10.25 ft - -0.340 L/D - 724 Net Total load (in) at 10.25 ft - -0.462 L/D - 533 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 - 2 SPAN INFORMATION (ft): I -End 10.00,0.001, J -End (16.50,0.00) Beam Size (Optimum) - W8X10 Fy - 50.0 ksi Total Beam Length (ft) - 16.50 Cantilever on right (ft) - 2.00 ' POINT LOADS (kips): Dist DL RedLL Reda NonRLL S[orLL Reda RoofLL Reda 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) LoadDist 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 MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Compr Flange kip -ft ft ft Eb Fb fb Fb Center Max 5.4 5.7 4.4 1.07 8.36 30.00 8.36 28.96 Max - -0.6 14.5 4.4 1.97 0.93 30.00 0.93 30.00 Right Max - -0.6 14.5 2.0 1.00 0.93 32.70 0.93 32.70 Controlling 5.4 5.7 4.4 1.07 --- --- 8.36 28.96 REACTIONS (kips): Left Right DL reaction 0.78 1.16 Max + LL reaction 0.37 0.53 Max - LL reaction -0.01 0.00 Max + total reaction 1.14 1.68 DEFLECTIONS: Center span: Dead load (in) at 7.18 ft = -0.150 L/D = 1162 Live load (in) at 7.25 ft = -0.073 L/D 2387 Net Total load (in) at 7.25 ft -0.223 L/D = 781 Right cantilever: Dead load (in) = 0.061 L/D 783 Pos Live load (in) _ -0.004 L/D - 11952 Neg Live load (in) = 0.032 L/D - 1505 Neg Total load (in) = 0.093 L/D - 515 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: tfinezz 03/28/00 10:49:13 1 Building Code: UBC2 Steel Code: ASD 9th Ed. -- Floor Type: mezzanine Beam Number 3 SPAN INFORMATION (ft): I -End (0.00,2.50), J -End (14.50 2.50) Beam Size (Optimum) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) - 14.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 5.67 9.46 1.80 0.0 0.00 0.00 0.0 • 0.00 0.0 5.67 0.55 0.25 0.0 0.00 0.00 0.0 0.00 0.0 10.08 3.95 1.80 0.0 0.00 0.00 0.0 0.00 0.0 i� 5.67 5.50 SHEAR: Max V (DL+LL) - 12.45 kips fv - 3.32 ksi Fv = 17.90 ksi MOMENTS: Span Cond MomentG Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb CenterMax + 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 10.65 8.81 Max + LL reaction 1.80 2.05 Max + total reaction 12.45 10.86 DEFLECTIONS: Dead load (in) at 6.96 It = -0.222 L/D = 783 . Live load (in) at 7.03 ft = -0.042 L/D 4135 Net Total load (inl at 7.03 It -0.264 L/D = 658 1 PAM Steel V6.1 Gravity Beam Design Buehler & Buehler �� I DataBase: tfinezz 03/28/00 10:49:13 G 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 SCorLL Red% RoofLL 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 DLLL Red% Type 1 0.00 0.293 0.133 0.09 Red 2.50 0.293 0.133 2 2.50 0.293 0.133 0.0% Red ' 20.33 0.293 0.133 SHEAR: Max V (DL+LL) - 4.04 kips fv - 2.15 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Compr Flange kip -.ft ft ft fb Fb fb Fb Left Max - -4.2 2.5 2.5 1.00 4.61 32.83 4.61 32.8: Center Max + 15.6 11.8 0.0 1.00 17.14 32.83 17.14 32.8_ Max - -4.2 2.5 17.8 1.75 4.61 30.00 4.61 8.2 - Controlling -4.2 2.5 17.8 1.75 --- --- 4.61 8.2 - REACTIONS (kips): Left Right DL reaction 4.28 2.45 Max + LL reaction 1.96 1.19 Max - LL reaction -0.01 -0.07 Max + total reaction 6.25 3.65 DEFLECTIONS: Left cantilever: Dead load (in) 0.139 L/D = 432 Pos Live load lin) _ -0.025 L/D 2426 Neg Live load lin) 0.088 L/D = 683 Neg Total load (in) = 0.227 L/D 265 Center span: Dead load (in) at 11.59 ft - -0.365 L/D = 586 Live load (in) at 11.59 ft - -0.195 L/D 1097 Net Total load (in) at 11.59 ft - -0.560 L/D = 382 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 - 4 SPAN INFORMATION (ft): I -End (0.00,20.33), J -End (0.00,40.83) Beam Size (Optimum) - W10X12 Fy - 50.0 ksi Total Beam Length (ft) - 20.50 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.293 0.133 0.01 Red 20.50 0.293 0.133 SHEAR: Max V (DL+LL) = 4.37 kips fv - 2.33 ksi Pv - 20.00 ksi MOMENTS: Span Cond Moment Q Lb Cb Tension Flange Corrpr Flange kip -ft ft ft fb Fb fb - Fb Center Max + 22.4 10.3 0.0 1.00 24.68 32.83 ' 24.68 32.83 Controlling 22.4 10.3 . 0.0 1.00 24.68 32.83 --- --- 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: (Camber = 5/8) Dead load (in) at 10.25 ft - -0.747 L/D - 329 Live load (in) at 10.25 ft - -0.340 L/D - 724 Net Total load (in) at 10.25 ft - -0.462 L/D - 533 i PAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler Buehler 6 Buehler w G DataBase: tEuiezz 03/28/00 10:49:13 DataBase: tfinezz 03/28/00 10:49:13 03/28/00 10:49:13 .� Building Code: UBC2 Steel Code: ASD 9th Ed. Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - FloorType: mezzanine Beam Size (Optimum) - W14X22 Fy - 50.0 ksi Beam Number - 5 SPAN INFORMATION (ft): I -End (5.67,0.00), J -End (5.67,2.50) SPAN INFORMATION if0 : I -End (0.00,20.33), J -End (14.50,20.33) .Beam Size (Optimum) - W8X10 Fy - 50.0 ksi Beam Size (User Selected) - W16X36 Fy - 50.0 ksi 2.50 • Total Beam Length (ft) - 14.50 LINE LOADS: (k/ftI POINT LOADS (kips): 10.08 3.98 1.81 0.0 0.00 0.00 0.0 0.00 0.0 Load Dist DL LL Red% Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 1 0.00 0.444 0.202 0.0% 5.67 11.52 2.07 2.5 0.00 0.00 0.0 0.00 0.0 2.50 0.444 SHEAR: Max V (DL+LL) - 0.81 0.202 kips fv - 0.60 5.67 9.46 1.80 2.5 0.00 0.00 0.0 0.00 0.0 MOMENTS: 10.08 7.45 3.39 2.5 0.00 0.00 0.0 0.00 0.0 Span Cond Moment @ Lb 5.67 5.50 Compr Flange kip -ft ft ft fb Fb SHEAR: Max V (DL+LL) - 21.70 kips fv - 4.64 ksi Fv - 20.00 ksi 0.0 1.00 0.77 32.70 0.77 32.70 MOMENTS: 5.7 1.00 20.00 30.00 Controlling 0.5 1.3 0.0 1.00 0.77 32.70 5.7 1.00 --- --- Span Cond Moment 28.51 @ Lb Cb Tension Flange Compr Flange Right kip -ft ft ft fb Fb fb Fb 0.55 Center Max + 123.0 5.7 5.7 1.00 26.12 33.00 26.12 33.00 0.25 0.25 Controlling 123.0 5.7 5.7 1.00 26.12 33.00 --- --- 0.81 0.81 REACTIONS (kips): Dead load (inl at Left Right DEFLECTIONS: Live load (in) at DL reaction 2570 18.40 15.53 Dead loadlin) at 1.25 ft -0.000 604 Max + LL reaction 3.30 3.77 Live load (in) at 1.25 ft -0.000 Max + total reaction 21.70 19.30 Net Total load (in) at DEFLECTIONS: Dead load (in) at 7.03 ft = -0.260 L/D = 670 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 i RAM Steel V6.1 Gravity Beam RAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler Buehler s Buehler w G DataBase: tEuiezz 03/28/00 10:49:13 DataBase: tfinezz 03/28/00 10:49:13 Steel Code: ASD 9th Ed. .� Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 7 Beam Size (Optimum) - W14X22 Fy - 50.0 ksi SPAN INFORMATION (ft): I -End (5.67,0.00), J -End (5.67,2.50) .Beam Size (Optimum) - W8X10 Fy - 50.0 ksi Total Beam Length (ft) - 2.50 5.67 8.57 2.07 0.0 LINE LOADS: (k/ftI 10.08 3.98 1.81 0.0 0.00 0.00 0.0 0.00 0.0 Load Dist DL LL Red% Type 1 0.00 0.444 0.202 0.0% Red 2.50 0.444 SHEAR: Max V (DL+LL) - 0.81 0.202 kips fv - 0.60 ksi Fv - 20.00 ksi 14.50 0.044 MOMENTS: SHEAR: Max V (DL+LL) - 8.71 kips fv - 2.90 ksi Fv - 18.90 Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Flange Center Max + 0.5 1.3 0.0 1.00 0.77 32.70 0.77 32.70 Center Max + 48.3 5.7 5.7 1.00 20.00 30.00 Controlling 0.5 1.3 0.0 1.00 0.77 32.70 5.7 1.00 --- --- 20.00 28.51 REACTIONS (kips): Left Right DL reaction DL reaction 0.55 0.55 Max + LL reaction 1.96 2.21 Max . LL reaction 0.25 0.25 8.71 8.65 Max + total reaction 0.81 0.81 Dead load (inl at 7.11 ft - -0.221 L/D - DEFLECTIONS: Live load (in) at 7.18 ft - -0.068 L/D - 2570 Dead loadlin) at 1.25 ft -0.000 604 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 6 Buehler i w G DataBase: tEuiezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 6 SPAN INFORMATION (ft): I -End (0.00,40.83), J -End (14.50,40.83) Beam Size (Optimum) - W14X22 Fy - 50.0 ksi Total Beam Length (ft) - 14.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 5.67 8.57 2.07 0.0 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 LINE LOADS: (k/ft) Load DistDL LL Red% Type 1 0.00 0.044 0.020 0.0% Red 14.50 0.044 0.020 SHEAR: Max V (DL+LL) - 8.71 kips fv - 2.90 ksi Fv - 18.90 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ftfb Fb fb Fb Center Max + 48.3 5.7 5.7 1.00 20.00 30.00 20.00 28.51 Controlling 48.3 5.7 5.7 1.00 --- --- 20.00 28.51 REACTIONS (kips): Left Right DL reaction 6.75 6.44 Max + LL reaction 1.96 2.21 Max + total reaction 8.71 8.65 DEFLECTIONS: Dead load (inl at 7.11 ft - -0.221 L/D - 789 Live load (in) at 7.18 ft - -0.068 L/D - 2570 Net Total load (in) at 7.18 ft - -0.288 L/D - 604 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 ift): I -End (5.67,2.50), J -End (5.67,20.33) Beam Size (Optimum) = W14X22 Fy - 50.0 ksi Total Beam Length (ftl - 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 Compr Fla,ige kip -ft ft ft fb Fb fb ?b Center Max + 64.1 8.9 0.0 1.00 26.54 33.00 26.54 33.00 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 (in) at 8.92 ft = -0.539 L/O 397 Live load lin) 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 6 Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th 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): DistDL Red LL Red% NonRLL StorLL Red% Roof LL Red% 4.00 5.50 11.00 5.50 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.444 0.202 0.0% Red 20.50 0.449 0.202 SHEAR: Max V (DL+LL) = 13.59 kips fV = 4.52 ksi Fv = 18.90 ksi MOMENTS: Span Cond Moment 0 Lb Cb Tension Flange Compr Flange kip -ft ft ft fbFb fb Fb 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 Max + 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 (inl at 10.15 ft - -0.139 L/D - 1772 Net Total load (inl at 10.15 ft - -0.277 L/D - 888 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 - 11 SPAN INFORMATION (ft): I -End (10.08,2.50), J -End (10.08,20.33) Beam Size (Optimum) - WlOX12 Fy - 50.0 ksi Total Beam Length (ft) - 17.83 LINE LOADS: (k/ft) LoadDist DL LL Red% Type 1 0.00 0.389 0.177 0.0% Red 17.83 0.389 0.177 SHEAR: Max V (DL -LL) - 5.04 kips fv - 2.69 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 + 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 (inl at 8.92 ft = -0.566 L/D - 378 Live load (in) 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 �J J 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 Py = 50.0 ksi Total Beam Length (ft) - 2.50 LINE LOADS: (k/ft) Load Dist 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 Q Lb Cb Tension Flange Compr Flange kip -ft ft ft fbFb 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 --- --- 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 6 Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: 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/ftl Load Dist DL 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 Q Lb Cb Tension Flange Compr Flange kip -ft ft ft* fb Fb fb Fb Center Max + 29.7 10.3 0.0 1.00 23.92 33.00 23.92 33-00 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 lin) at 10.25 ft - -0.374 L/D = 657 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 - 13 .SPAN INFORMATION (ft): I -End (14.50,0.00), J -End (14.50,20 33) Beam Size (Optimum) = W19X22 Py - 50.0 ksi Total Beam Length (ft) = 20.33 Cantilever on left (ft) = 2.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL SCorLL 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 Red% 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 a Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb 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 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 lin) -0.009 L/D 6953 Neg Live load :in; 0.026 L/D 2288 Neg Total load (in) 0.221 L/D 272 Center span: Dead load lin) 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: tfinezz 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 Red% 4.00 5.50 11.00 5.50 LINE (AADS: (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 OL reaction 10.32 7.37 Max + LL reaction 1.52 1.52 Max + total reaction 11.84 8.89 DEFLECTIONS: (Camber - 1/2) 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 ^v� I\ 1 RAM Steel V6.1 Gravity Beam Design ✓✓✓ Buehler & Buehler DataBase: tfinezz 03/28/00 10:49:13 G i Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 14 SPANINFORMATION (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 (AADS (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: Max V (DL+LL) • 8.18 kips fv - 2.86 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 + 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 Py - 50.0 ksi Total Beam Length (ft) - 16.00 POINTLOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 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 a Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fbfb Fb Center Max + 86.9 6.7 6.3 1.00 27.17 30.00 27.17 2 ..25 Controlling 86.9 6.7 6.3 1.00 --- --- 27.17 28-25 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 loadlin) at 7.92 ft = -0.324 L/D = 592 Live load (inl at 7.92 ft = -0.108 L/D 1771 1 Net Total load (in) at 7.92 ft = -0.433 L/D = 444 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 - 17 SPAN INFORMATION (ft): 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 ]AADS (kips): DistDL Red LL Red% NonRLL StorLL Red% RoofLL Red% 3.00 3.01 1.37 0.0 0.00 0.00 0.0 0.00 0.0 I 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 ]AADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.044 0.020 0.0% Red _ 16.00 0.044 0.020 SHEAR: Max V (DL.LL) - 9.89 kips fv - 3.29 ksi Fv - 18.90 ksi MOMENTS: Span Cond Moment O 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 (in) at 7.92 ft -0.242 L/D = 795 Live load (inl 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 6 Buehler 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 (17.50,2.50), J -End (17.50,20.33) Beam Size (Optimum) - WBX10 Fy - 50.0 ksi Total Beam Length (ft) - 17.83 LINE (AADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.293 0.133 0.0% Red 17.83 0.293 0.133 SHEAR: Max V (DL+LL) - 3.80 kips fv = 2.84 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 + 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 (inl 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 J -End (17.50,40.83) Buehler 6 Buehler Beam Size (User Selected) - W12X14 DataBase: tfinezz 03/28/00 10:49:13 - Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 18 SPANINFORMATION (ft): 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 Load Dist DL LL LINE (AADS: (k/ft) Type Load Dist DL LL Red% Type 0.0% 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 Pv - 20.00 ksi MOMENTS: SHEAR: Max V (DL+LL) - 4.37 kips fv - 1.91 Span Cond Moment 3 Lb Cb Tension Flange Compr Flange: kip -ft ft ft fb Fb fb Fb Center Max + 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 Flaage DL reaction 0.16 0.16 Max + LL reaction 0.07 0.07 'b Max . total reaction 0.24 0.24 DEFLECTIONS: 18.05 33 00 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 6 Buehler DataBase: tfinezz 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 ]AADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.293 0.133 0.0% Red 20.50 0.293 0.133 SHEAR: Max V (DL+LL) - 4.37 kips fv - 1.91 ksi Fv = 18.75 ksi MOMENTS: Span Cond Moment G Lb Cb Tension Flange Compr Flaage kip -ft ft ft fb Fb fb 'b 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 lin) at 10.25 ft = -0.454 L/D = 542 Live load (inl 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 & 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 Dist DL LL Red% Type 1 0.00 0.440 0.200 0.0% 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 ® 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 Ikipsl.: 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 (in) at 8.92 ft = -0.177 L/D 1209 Net Total load (inl at 8.92 ft = -0.566 L/D = 378 r RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Cade: ASD 9th Ed. Floor Type: mezzanine Beam Number - 23 SPAN INFORMATION (Et): 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% ROOfLL 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 ® 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 t RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: tfinezz 03/28/00 10:49:13 / v 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 3 Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 37.5 9'.7 0.0 1.00 15.51 33.00 15.51 33.00 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 (in) at. 10.05 ft - -0.360 L/D - 682 Live load (in) 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 & 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 127.50,15.33), J -End (30.50,15.33) Beam Size (Optimum) = WBX10 Fy - 50.0 ksi Total Beam Length (ft) - 3.00 POINT LOADS (kips): Dist DL 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 IG 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 DL reaction 1.00 1.00 Max + total reaction 1.00 1.00 DEFLECTIONS: Dead load (inl at 1.50 f[ _ -0.002 L/D = 16541 Live load linl 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 SPAN INFORMATION (f[): 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 Ikipsl: Dist DL RedLL Reds NonRLL StorLL Red& RoofLL Red% 10.00 1.00 3.00 2.50 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.411 0.187 0.0% Red 20.50 0.411 0.187 SHEAR: Max V (DL.LL) = 8.77 kips fv = 2.92 ksi Fv - 18.90 ksi MOMENTS: Span Cond Moment o Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 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 = -0.3R4 L/D - 624 Live load (in) at 10.05 ft - -0.128 L/D - 1915 Net Total load lin) at 10.05 ft - -0.522 L/D - 471 1 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 - 27 SPAN INFORMATION (ft): 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 LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 12.83 1.00 LINE LOADS: (k/ft) . Load 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 0` Lb Cb Tension Flange Compr Flange kip -ft ft f[ 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 lin) at 9.18 ft = -0.621 L/D 345 Live load lint a 9.09 ft = -0.204 L/D = 1051 Net Total load (in) at 9.09 ft = -0.324 L/D 660 1 RAM Steel V6.1 Gravity Beam Design / r Buehler 6 Buehler 42Z DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 26 SPAN INFORMATION (ft): I -End (27.50,30.33), J -End (30.50,30.33) 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 (OL. -LL) - 1.00 kips fv - 0.75 ksi Pv - 20.00 ksi MOMENTS: Span Cond Momentm Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb CenterMax + 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 s 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) WSX10 Fy - 50.0 ksi Total Beam Length (ft) - 20.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 10.00 1.00 LINE LOADS: (k/ft) Load 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 kai MOMENTS: Span Cond Moment m Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb ?b 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 (inl at 10.25 ft -1.130 L/D = 218 Live load lin) 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 Buehler 6 Buehler RAM Steel V6.1 - Gravity Column Design 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 mezz, Column Line P.1 - 12.8 Fy (ksi) = 46.00 Column Size = TS6X6X.1875 Story level mezz, Column Line P.1 - 11.1 �. Fy Iksil = 46.00 Column Size = TS6X6X.1875 Orientation (degrees) - 90.0 Orientation (degrees) = 90.0 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 .....Against ..... 1 1 K gaga ...................... 1 1 Braced Against Join[ Translation ... Joint Translation Yes Yes ion .... Braced Against Joint Translation ... Yes Yes ' Column Eccentricity (in) Top •••• 0.00 0.00 Column Eccentricity lin) Top gaga 5.50 5.50 Bottom ... 0.00 0.00 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: CONTROLLING COLUMN [AADS - Load Case 8: Dead Live Roof Dead Live Roof Axial (kips) gaga . .......... .. gaga.. 15.11 3.76 0.00 Axial (kips) ....................... 24.03 4.75 0.00 Moments Top Mx (kip -ft) ....gaga.. 0.00 0.00 0.00 Moments Top Mx (kip -ft) .......... 0.25 0.63 0.00 My lkip-f t) .. ........ 0.00 0.00 0.00 My (kip-ftl .......... 8.43 1.55 0.00 Bot Mx (kip -ft) ....gaga.. 0.00 0.00 0.00 _ Bot Mx (kip -f t) .......... 0.00 0.00 0.00 My (kip -ft) .......... 0.00 0.00 0.00 My ( kip -f tl .......... 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: IDL + LL + RF)- CALCULATED PARAMETERS: (DL + LL + RFI fa (ksi) 4.42 Fa Iksil 21.13 fa (ksi) 6.74 Pa (ksi) 21.13 fbx (ksil 0.00 Fbx (ksi) 27.60 - fbx (ksi) 1.33 Fbx (ksi) 27.60 fby (ksi)- = 0.00 Fby (ksi) 27.60 fby (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_C0.00 Cmy 0.00 Cmx 0.60 Cny 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 e4f RAM Steel V6.1 - Gravity Column Design RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler Buehler 6 Buehler 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. Story level mezz, Colu[mL Line P.1 - 10.1 Story level mezz, Column Line P.8 - 12.8 Py (ksi) = 46.00 Column Size = TS6X6X.1875 Py Iks i) = 46.00 Column Size = TS6X6%.1875 Orientation (degrees) = 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) ...........gaga.. .. gaga.. ... 12.00 12.00 K.................................. 1 1 K.................................. 1 1 Braced Against Joint Translation ... Yes Yes Braced Against Joint Translation ... Yes Yes Column Eccentricity (in) Top ... 5.50 5:50 Column Eccentricity (in) Top gaga 0.00 0.00 Bottom ... 0.00 0.00 Bottom ... 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Roof Dead Live Roof Axial (kips) ....................... 9.94 3.32 0.00 Axial (kips) ........................ 30.53 6.72 0.00 Moments Top Mx (kip -ft) .......... -1.38 -0.63 0.00 Moments Top Mx (kip -ft) .....gaga. 0.00 0.00 0.00 _. M' (kip -ft) .......... 3.10 0.90 0.00 My (kip-ftl ....gaga. 0.00 0.00 0.00 Bot Pix (kip-ftl .......... 0.00 0.00 0.00 Bot Mx (kip -f tl ....:..... 0.00 0.00 0.00 My (kip-ft1 ...... .... 0.00 0.00 0.00 My kip ft ... .. 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: IDL + LL + RF) fa (ksi) = 3.10 Fa Iksil = 21.13 fa Iksil' = 8.72 Fa (ksi) = 21.13 fbx (ksi) = 3.03 Fbx (ksi) = 27.60 fbx Iksil = 0.00 Fbx (ksi) = 27.60 fby (ksi) = 6.04 Fby (ksi) = 27.60 fby Iksi l = 0.00 Fby Iksil = 27.60 KL/R.= 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 Hl -3: 0.147 + 0.110 + 0.219 = 0.476 INTERACTION EQUATION: fa/Fa = 0.41 Eq H1 -l: 0.413 + 0.000 + 0.000 = 0.413 ' Eq H1-2: 0.316 + 0.000 + 0.000 = 0.316 i i i RAM Steel V6.1 - Gravity Colunm Design Buehler 6 Buehler Data Base: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 Ikip-ft) .......... -1.23 .-1.57 Bot Mx Ikip-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 + RF) fa Iksi) = 13.43 Fa Iksil = 21.13 fbx lksil = 2.41 Fbx Iksi) = 27.60 fby Iksi) = 4.24 Foy (ksi) = 27.60 KL/Rx = 60.99 KL/Ry 60.99 F'ex = 40.14 F'ey = 40.14 Cmx = 0.60 Cmy = 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 Data Base: tfinezz 03/28/00 09:46:19 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz, Column Line Q.8 - 12.8 Fy (%il = 46.00 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) ............................ 12.00 121.00 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 Ikip-ft) .......... 0.85 0.33 My Ikip-ft) .......... -2.61 -1.14 Bot Mx Ikip-ft) .......... 0.00 0.00 My Ikip-ft) .......... 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: IDL + LL + RF) fa (ksi) = 2.56 Fa Iksi) = 21.13 fbx (ksi) = 1.78 Fbx ksi) 27.60 fby (ksi ) = 5.67 Foy (ksi) = 27.60 KL/Rx = 60.99 KL/Ry = 60.99 INTERACTION EQUATION: fa/Fa = 0.12 Eq 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: ASD 9th Ed. Story level mezz, Column Line P.8 - 10.1 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 LOADS - Load Case 6: Dead Live 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 -ft) .......... 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 Iksi) = 5.82 Fa Iksi) = 21.13 fbx Iksi) = 6.15 Fbx Iksi) = 27.60 fby (ksi) = 2.04 Fby Mai) = 27.60 KL/Rx = 60.99 KL/Ry = 60.99 , F'ex = 40.14 F'ey = 40.14 C- = 0.60 Cy O.60 INTERACTION EQUATION: fa/Fa = 0.28 Eq H1-1: 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 -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 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 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 Iksi) = 5.88 Fa Iksi) = 21.13 fbx (ksi) = 0.58 Fbx Mai) = 27.60 fby (ksi) 13.54 Fby Mai) = 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: 0.278 + 0.015 + 0.345 = 0.638 Eq H1-2: 0.213 + 0.021 + 0.490 = 0.725 `Z3a 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 Data Base: tfinezz 03/28/00 09:46:19 I/ISG i Building Cade: UBC2 Steel Code: ASD 9th Ed. Story level mezz. Column Line 0.8 - 10.1 Fy Mai) = 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 Colunn Eccentricity (in) Top .: 5.50 550 Bottom ... 0.00 0..00 CONTROLLING COLUMN [AADS - Load Case 1: Dead Live ROO£ Axial (kips) ....................... 9.53 7.64 0.00 Moments Top Mx (kip -ft) .......... -1.05 -0.38 0.00 My :kip -ft) .. ...... .. -3.24 -1.29 0.00 Bot Mx Ikip-ftl .......... 0.00 0.00 _ 0.00 My Ikip-ft) .......... 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL -LL + RF) fa Iksi) = 3.08 Fa Iksi) = 21.13 fbx Iksi) = 2.16 ft.Iksi) = 27.60 Eby Iksi) = 6.86 Fby (ksi) = 27.60 KL/Rx = 60.99 KL/Ry = 60.99 INTERACTION EQUATION: fa/Fa= 0.15 Eq Hl -3: 0.146 + 0.078 + 0.248 = 0.473 1 1 1 1 1 1 1 1 ll BUEHLER & BUEHLER ASSOCIATES JOB - STRUCTURAL ENGINEERS, INC. JOB NO. — / / I V DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. / %'�J/5� :2, • ; � j ;/� ; �, r, X ��J' 0� _ . ;�% �fj � MG-�r/. �C,u' %' Avg �< ✓�•: ,��y �Wi�1 s�2,T✓- x 23, %/2 47 l� � lti ✓% 4 -x r�r ,Z 6e&l� l C.L OrM Cao �6NTn��vlY1 � �7V* r -M 2 w � 'r�' a, EC;2, 7) + �;�.IG �1.�(�-�r>�'r2-lam/ �� - GbL • �1G�1� �I��N6T c�/��' �Reoider Cati NEB$ CUSTW"printing Service TOLL FREE 1.800.886-6321 NESS. Inc.. Peterborough. NH 03458. Ref. No: G 109080551 1 11 1 1 1 1 1 1 BUEHLER &BUEHLER ASSOCIATES JOB �!/1iV IN���� fl LC.r. STRUCTURAL ENGINEERS, INC. JOB NO. . d0 DATE 7300 Folsom Blvd. Suite 103 C,t SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. G 1 GD�11T (00 114-X 194 J 2, °X/2,7�K/ 2� 2 �S �• 6 r 5/7 o(o,1�� 2j �Re order Call NEB$ CUSTOM"printlny service TOLL FREE 1-8011-68&6327 NESS. Inc.. Peterborough. NH 03458. 2 Rel. Na G 109000551 1 1 1 1 1 BUEHLER & BUEHLER ASSOCIATES JOB S��-j INET60 �G � ZL STRUCTURAL ENGINEERS, INC. JOB NO. / O� DATE / 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY l� SHEET NO. C 7z;�, 7 Z 3D/ 6VO ¢ 7,z- 2 z-:�O 6./ Ze' �G�3 GOZ� T� �✓ � 14:57 t� F14,�� �}o Kir F f��^ 2 ra —'- 0, 1 )e / /l/W l (.IV/ �(��� it! � �D���►y �D �/2 �G/d COL o Reorde, Can NESS CUST4; printing service TOLL FREE 1-800.888.8327 NESS. Inc.. Peterborough. NH 03458. Ref. No: G 209000591 BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY_ DATE SHEET NO. t z l° 114 � r i 3 L p, a o v IV -07- 4oV25, Reorder CO NESS CUSTC Wprinting Service TOLL FREE 1-800-888.6327 NESS, Inc.. Peterborough. NH 03458. Ref. No: G 109000551 4/25/00 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION - 4:40:33 Licensed to: Buehler & Buehler, Sacramento, Ca e 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 cant 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-1 C 4/25/00 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION - 4:40:33 Licensed to: Buehler & Buehler, Sacramento, Ca General_ Information: File Name: H:\9913800\COL C-1.COL Project: SunWest Foods Rice Mill Column: C-1 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 in'4 Xo = 0 in fy = 60 ksi Es = 29000 ksi Rupture strain = Infinity Iy = 3216.99 inA4 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 # 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-1 C.("�-,) 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 = 4.74 in'2 at 2.36% 6 #8 Cover = 1.5 in ' Factored -Loads -and -Moments -with -Corresponding -Capacities: (see users manual for notation) Pu Mux Muy fMnx fMny No. kip-------k-ft k-ft-------k-ft k -ft fMn/Mu 1 60.0 86.0 40.0 97.7 45.6 1.137 2 300.0 86.0 40.0 103.1 47.9 1.199 ' *** Program completed as requested! *** e 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: 14:41:02 P (kip) -------------------------;---------.-------------e;l 700 ---------,-------- 500 -------- --------- ---------------- ------------------------------- 300---------;------------------r---------,------- +2 ------ --- ---------------------------------------------------- 100 ;---------,----------,----------, 40 80 100 - - - - - - - - - , M (25°) (k_ft) 300 --------'---------'---------'- 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 Rh % Ix = 3216.99 in^4 ly = 3216.99 in^4 Clear cover = 1.88 in .1 1 11 I I [I 1 BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. I ��- "— DATE / G 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY C� SHEET NO. ,QST/ M��Ly n 4.915 K SOL e Al 44 Hx - C10 Z - o Reortlor Call NEBS CUSTP)M" printing service TOLL FREE 1-800-888-8327 NESS, Inc.. Peterborough. NR 03458. pI-el 1p'#s Ret. No: G 105000651 BUEHLER & BUEHLER ASSOCIATES JOByuN w-E555rr PZ-& ml LL STRUCTURAL ENGINEERS, INC. JOB NO. DATE e� j�4/25/00 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION - 5:14:56 Licensed to: Buehler & Buehler, Sacramento, -Ca 1 1 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 cant 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 General Information: File Name H:\9913800\COL C-2.COL Project: SunWest Foods Rice Mill Column: c-2 Code: ACI 318-95 Run Option: Investigation Run Axis: X-axis Section Rectangular: Width = 16 in Gross section area, Ag = 512 inA2 Ix = 43690.7 in'4 Xo = 0 in Engineer: PLS Units: English Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Rupture strain = Infinity Depth = 32 in Iy = 10922.7 inA4 Yo = 0 in Page 2 COL_C-2 C' / \ Material Properties: f'c = 4 ksi Ec = 3605 ksi fc = 3.4 ksi Ultimate strain = 0.003 in/in Size Diam(in) Betal = 0.85 Section Rectangular: Width = 16 in Gross section area, Ag = 512 inA2 Ix = 43690.7 in'4 Xo = 0 in Engineer: PLS Units: English Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Rupture strain = Infinity Depth = 32 in Iy = 10922.7 inA4 Yo = 0 in Page 2 COL_C-2 C' / \ Reinforcement_ Rebar Database: ASTM A615 Size Diam(in) Area(in'�2) Size Diam(in) Area(inA2) Size Diam(in) Area(in A2) -- # 3 0.38 0.11 # 4 - 0.50 - - 0.20 # 5 - 0.63 0.31 0 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 .1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.7 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: t *** *** Pu Mux fMnx � No.kip ------------ ----- -k_ft--------k=ft fMn/Mu ---------; 1 255.0 460.0. 566.0 1.230 2 60.0 460.0 531.1 1.155 Program completed as requested! 1 (see users manual for notation) 1 (see users 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) C f z ------------- -------------------------- -------.--------,-------- -- , 1400 =---------- ;----------------- ;------ 1000 y------,-----------------,--- ----; --------------; ----------------------;--------;--------;---- ---- 600 --------,--------= -------,---------- ------------- --- --- fs=0 ----- --- ---- fs=0.5fy-------------;------- ---- 200 ---- ------ -------------,--------;-----1---- ---- -----, 42 200 4 600 200 -- - - - - - - - - - - - - - - - -, - - - - - -- MX(k_ft), T 7 - - - - - -- - - - --- - - - - -- -600-----------------------'--------;------------------------- PCACOL V3.00 (PCA 1999) - Licensed to: Buehler & Buehler, Sacramento, Ca File: H:\9913800\COL—C-2.COL Column: c-2 fc = 4 ksi Ec = 3605 ksi fc=3.4ksi e_u = 0.003 in/in Beta1 = 0.85 Confinement: Tied Engineer: PLS fy = 60 ksi Ag = 512 in^2 10 #8 bars Es = 29000 ksi As = 7.90 in^2 Rho = 1.54% e_rup = Infinity Xo =.0.00 in Ix = 43690.7 in^4 Yo = 0.00 in ly = 10922.7 in^4 Clear spacing = 4.62 in Clear cover = 1.87 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.7 BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. �v O� DATE O� 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. ,�tw?l*;WT /32 0-.44 7- 1,67 /57 299 lyff—7 e�� S r—� PGlf G'4L To Reordercafl NEBS CUSTGM"'printing Service TOLL FREE 1.800-88&8327 NESS. inc., Peterborough, NH 03458. Ref. No: G 109000551 ,,4/25/00 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION - 4:49:10 Licensed to: Buehler & Buehler, Sacramento, Ca 11 (�4 ------------------------------------------------------------------------ ------------------------------------------------------------------------ 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-4 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 0000000 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 1 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-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 in^4 Xo = 0 in fy = 60 ksi Es = 29000 ksi Rupture strain = Infinity Iy = 3216.99 inA4 Yo = 0 in Page 2 COL_C-4 Gi5- r Reinforcement_ Rebar Database: ASTM A615 Size Diam-(in) Area -(in A2) Size Diam.(in) Area -(in A2) Size Diam-(in) Area # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 -(inA2) 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 .1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 ! # 14 1.69 2.25 # 18 2.26 4.00 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 = 3.60 inA2 at 1.79% 6 #7 Cover = 1.5 in Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Mux Muy fMnx fMny No. k-ft -P k -ft k -ft k -ft fMn Mu' / --k-i- 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! *** r P (kip) 600 -------- = -------------------- --------- O O Y + ; X f_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _-_ - _ _ _ _ _ _ _ _� _ _ _ _ - _ - _ - O O O400 ----------,---------,---------- 4 --------------------------------------.----------, ------- 16 in diam. Code: ACI 318-95 200----------------------------------------------;-------- - - Units: English Run axis: Biaxial -------- T --------- r --------- ; ---------' Run option: Design �1 Slenderness: Not considered 40 Column type: Structural M (27°) (k -ft) _ _ _ _ _ _ _ _ _ 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 t 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 i 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 i 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 Gl� 4/25/00 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION - 4:49:10 Licensed to: Buehler & Buehler, Sacramento, Ca GeneralInformation: 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 V 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 in'4 Xo = 0 in 1 t fy = 60 ksi Es = 29000 ksi Rupture strain = Infinity Iy = 3216.99 inA4 Yo = 0 in Size Diam (in) Area (in'2) # 4 Reinforcements 0.20 # 7 Rebar Database: ASTM A615 1 Size Diam (in) Area (in^2) # 18 ------------------------ # 3 0.38 0.11 ----------- 32.0 # 6 0.75 0.44 2 320.0 # 9, 1.13 1.00 90.8 # 14 1.69 2.25 1 t 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 Cly 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 = 3.60 in'2 at 1.79% 6 #7 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 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! *** P (kip) C l --------- f--------- --- r ,----------,---------- O ; 600 == --------- ;---------- ,-------------------- O O Y ; + X ; O O ; O400 ------------------'------------------- ------------------;---------: ,----------,- -------- 16 in diam. Code: ACI 318-95 200 ------------------- ,---------- - Units: English , Run axis: Biaxial :--------- r- - - - - - - -----------'-- - - - - -- ;---- - - - - -- Run option: Design �1 ; Slenderness: Not considered 40 0 Column type: Structural M (41 °) (k ft) _ _ _ _ _ _ f _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _---------- Bars: _________Bars: ASTM A615 Date: 04/25/00; -200 L"" ----------------------- - Time: 14:51:53 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 in^2 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 BUEHLER & BUEHLER ASSOCIATES Jog SunWest 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 BYPLS SHEET NO ZO Sunwest Foods Rice Mill k mill girder frame G1 (for col design only) Loads: LC 1 , total dl + II -110K -88K -89K -89K -89K -66K-66K 4.4K/ ff7 I -77K -3.2K/ft I - .3K/ft /ft /It 3.2K/1t 3.2K11t 3.2K/ft it 9 10 11 1 13 14 15 16 17 O 171 112 X3 114 115 116 117 178 Z X Solution: LC 1 total dl + II 1 11 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: MILLGFM1 Sunwest Foods Rice Mill GZ� 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 An«lysis 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 -0.670 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 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 r __________________________< Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress A ------------- Ksi---------- Ksi---------------- 10^5°F ---- K/ft3------- Ksi------ CONC 3600.00 1550.00 0.1670 0.65000 0.150 3.40 RISA -2D .(R) Version 4.01 Section Buehler & Buehler Job : 99138.00 I 7300 Folsom Blvd., #103 Page: 2 Sacramento, CA 95826 Date: 4/25/00 0,2 r Sunwest Foods Rice Mill File: MILLGFMI in -2 ---------------- mill girder frame G1 (for col design only) in -4-------- C'ZZ- __________________________< Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress A ------------- Ksi---------- Ksi---------------- 10^5°F ---- K/ft3------- Ksi------ CONC 3600.00 1550.00 0.1670 0.65000 0.150 3.40 i Lq_ Sections Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 r ------------------------------- 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' 14 15 5 6 COL COL 15.00 15.00 14.00 14.D0 15 16 7 COL 15.00 14.D0 16 17 8 COL 15.00 14.0 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 i Lq_ i Joints Load Pattern Load Pattern Pattern RISA -2D (R) Version 4.01 Member I J Buehler & Buehler Job : 99138.00 ------------------------------------- 7300 Folsom Blvd., #103 Page: 3 K,K-ft----------- Sacramento, CA 95826 Date: 4/25/00 2 Y File: MILLGFMI 1 Sunwest Foods Rice Mill 2 Y -29.000 mill girder frame G1 ( for col design only) 2 2 t Member Point Loads, BLC 1 Member Distributed Loads, BLC 1 Joints Load Pattern Load Pattern Pattern Member Member I J Direction Magnitude Location ------------------------------------- UNIFORM 1.8000 2 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 -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 %50.000 8 8 9 Y -33.000 %50.000 Member Distributed Loads, BLC 1 Member Point Loads, BLC 2 Joints Load Pattern Load Pattern Pattern Member I . J Label Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM 1.8000 2 2 3 UNIFORM 1.9000 3 3 4 UNIFORM 1.8000 4 4 5 UNIFORM 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 ____________________<'Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Member I J Direction Magnitude Location ----------------------- 5 6 UNIFORM - ------------- 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 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 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 1.4600 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 Member Point Loads, BLC 3 Joints Member RISA -21) (R) Version 4.01 I J Direction Magnitude Buehler & Buehler Job 99138.00 K,K-ft----------- 7300 Folsom Blvd., #103 Page: 4 9 Sacramento, CA 95826 Date: 4/25/00 - File: MILLGFMI __________________< Sunwest Foods Rice Mill Member Distributed Loads, BLC 3 6 7 UNIFORM 1.4000 mill girder frame G1 (for col design only) G' Z 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 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplies ---------------------------------------------------------------------------- 3 3 4 UNIFORM 1.4000 Member Point Loads, BLC 5 Joints Member Member I J Direction Magnitude Location ------------------------------------- 6 K,K-ft----------- ft or % --------------- 8 8 9 Y -44.000 %50.000 Joints Load Pattern Pattern Member I J __________________< Member Distributed Loads, BLC 3 6 7 UNIFORM 1.4000 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 Multiplies ---------------------------------------------------------------------------- 3 3 4 UNIFORM 1.4000 Member Point Loads, BLC 5 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 -----------------------=--------------------------------------------------y- 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 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 RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv -----------------------=--------------------------------------------------y- 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: 5 Sacramento, CA 95826 Date: 4/25/00 Sunwest Foods Rice Mill File: MILLGFMI mill girder frame G1 (for col design only) �� S Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 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 Reactions, LC 1 : total dl + 11 --- Forces ----------+ Moment No X Y Mz ----------��--K-------------- K ------------- K -ft------ 10 34.66 101.19 0.00 11 -3.81 187.85 0.0 f 12 -0.13 13 '-1.87 149.80 168.57 0/00 .00 14 =1.09 149.88 0.00 15 -1.24 149.15 0.00 16 -1.13 149.43 0.00 17 -1.35. 143.53 0.00 18 -24.05 67.76 /� 0.00 .� Totals: 0..00 1267.15 Center of Gravity Coords, (X,Y,Z) (ft) 80.036, 0.000, 0.000 Member Section Forces, Member. Joints Section LC 1 total dl + 11 I J y Axial Shear Moment ---------------------------- K -------------- K ------------- K -ft--------------- 1 1- 2 1 `34.66 101.19 350.33 2 34.66 82.26 -192.45 3 s �` 34,66 -2.68 -313.16 4 34.66 -87.62 -116.74 5 r--------------------------- 34.66\ -106.55 457.75 2 2- 3 l` 30.85 `. 81.29 421.31 ' 11/ 2 30.85 65.89 \ 77.87 3 30.85 -37.51 -193.70 f 4 30.85 52.91 17.26 5 30.85 68.31 300.08 3 /3- 4 1 30.73 81.50 \58.37 289.49 2 30.73 66.56 -55.98 3 30.73 -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 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: 1 Date: 4/25/00 File: MI•LLGFMI 2� Envelope Reactions ------------ 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 5'L. -l> G � 0.00 11 1 L -4.93 2 126.76 3 0.00 1 14U -0.09 2 164.56 3 0.00 1 L 4 115.83 2 0.00 1 15U =1.50 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 17U 2.23 4 150.91 3 0.00 1 L -4.40 2 107.04 4 0.00 1 18U -14.42 2 68.61 4 0.00 1 L -24.05 1 31.42 2 0.00 1 •Tot:9U 0.00 1 1267.15 1 L 0.00 2 955.62 4 11 C-4-2,7 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 17.234 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 -43.093 -294.65 4 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) (!f2 d __________< Envelope Section Forces Section Memb i 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 2 U 27.77 1 65.47 3 57.32 4 L 17.65 4 31.87 4 -90.08 2 3 U 27.77 1 -23.53 4 -71.82 4 L 17.65 4 -46.52 2 -323.18 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 -40.3.3 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 ------------------------------------------=----------------------7---------- 7 1 U 25.39 1 74.19 1 295.14 1 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 L 14.42 2 18.38 2 -275.40 4 4 U 24.05 1 -23.02 2 32.94 2 L 14.42 2 -53.68 4 -85.39 4 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 ' 7300 Folsom Blvd., #103 Page: 12 Sacramento, CA 95826 Date: 4/25/00 Sunwest Foods Rice Mill File: MILLGFMI mill girder frame G1 (for col design only) G!2 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 4 441.92 C 2 L 46.25 4 -34.66 1 214.59 4 ----------------------------------------------------------------------------- 10 l U 194.68 3 6.76 2 0.00 1 L 131.70 4 -1.23 4 0.00 1 2 U 194.68 3 6.76 2 3.92 4 L 131.70 4 -1.23 4 -21.56 2 3 U 194.68 3 6.76 2 7.83 4 L 131.70 4 -1.23 4 -43.12 2 4 U 194.68 3 6.76 2 11.75 4 L 131.70 4 -1.23 4 -64.67 2 5 U 194.68 3 6.76 2 1 4 L 131.70 4 -1.23 4(---86.23-2---P / --------------------------------------------------- 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 24. L 126.76 3 -1.92 4 < .86 G RISA -2D (R) Version 4.01 Buehler & Buehler Job :-x99138.00 7300 Folsom Blvd., #103 Page: 13 Sacramento, CA 95826 Date: 4/25/00 File: MILLGFMI Sunwest Foods Rice Mill mill girder frame G1 (for col design only) C - eq Envelope Section Forces Section Memb Axial lc Shear lc Moment lc ----------------- K ------------------ K ----------------- K-ft------------------ ----------------------------------------------------------- 13 1 U 164.56 3 1.50 4 7---------------- 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 ---------------------------------------------------------------------------- L 115.83 2 0.09 2 -19.08 4 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 L 107.39 3 -2.44 4 -41.27 2 5 U 149.15 1 4.32 2 31.17 4 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 L 109.91 3 -0.37 3 -4.78 4 3 U 149.43 1 1.50 4* 2.36 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 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., 4103 Page: 14 Sacramento, CA 95826 Date: 4/25/00 .� Sunwest Foods Rice Mill File: MILLGFMI mild girder frame G1 (for col design only) G __________< 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 BUEHLER & BUEHLER ASSOCIATES ,los 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 SHEETNO_2._ Sunwest Foods Rice Mill mill girder frame G2 (for col design only) Loads: LC 1 , total dl + II -99K KK K -107K -3.2K/ft-3.2K/ft-7813.2K/ft-78K3.2K/ft-7813.2Kift -3.21/ft-90-S_2K/ft-89-3.2K/ft v MW ARM AWA ANN WX W AA 9 10 11 13 14 15 is 17 I10 I11 I12 113 114 I15 I16 I17 8 x 2 X 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 �3 AISC 9th Edition ASD 1.333 Yes 5 Yes 0.50% Joint Coordinates >============================ 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 8 125.000 145.000 0.000 0.000 0.00 0.00 9 165.670 0.000 0.00 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 3.40 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' 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 RISA72D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 21 Sacramento, CA 95826 Date: 4/25/00 Sunwest Foods Rice Mill File: MILLGFMI frame design G mill girder G2 (for col 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 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-------- 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 _______________________< Member Point Loads, BLC 1 Joints Member ----- IJDirection ------ Magnitude ---- - ----K,K-ft-----------ft RISA -2D (R) Version 4.01 1 1 2 Buehler & Buehler %33.000 Job : 99138.00 1 2 7300 Folsom Blvd., #103 Page: 22 3 Y -36.000 Sacramento, CA 95826 Date: 4/25/00 4 Y -36.000 Sunwest Foods Rice Mill %50.000 File: MILLGFMI G� 4 5 mill girder frame G2 (for col design only) 5 5 6 Y -57.000 %50.000 Members 6 6 7 Y -48.000 Memb Joints Rotate Section Releases Offsets Inactive? Y -47.000 No. I J 900 Set I:AVM J:AVM I -End J -End Label y Length %50.000 ------------- -------------------------------in------- in--------------- ft---- 5 5 6 GIRDER 8.00 8.00 20.00 Joints 6 6 7 GIRDER 8.00 8.00 20.00 Multiplier 7 7 8 GIRDER 8.00 8.00 2 20.00 1.8000 8 8 9 GIRDER 8.00 16.00 UNIFORM UNIFORM .20.67 9 10 1 SQCOL 5 15.00 1.8000 14.00 10 11 2 COL 15.00 14.0 11 12 3 COL 15.00 14.0D 12 13 4 COL 15.00 14.03 13 14 5 COL 15.00 14.00 14 15 15 16 6 COL 7 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 Joints Member ----- IJDirection ------ Magnitude ---- - ----K,K-ft-----------ft Location 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 J---------Label Multiplier ----I---- 1 1 2 --------- UNIFORM 1.8000 2 3 2 3 3 4 UNIFORM UNIFORM 1.8000 1.8000 4 4 5 UNIFORM 1.8000 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 23 Sacramento, CA 95826 Date: 4/25/00 File: MILLGFMI Sunwest Foods Rice Mill mill girder frame G2 (for col design only) Member Distributed Loads, BLC 1 Member Point Loads, BLC 2 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 Member I J Direction Magnitude Direction Magnitude Location ------------------------------------- K,K-ft----------- ft or % --------------- K,K-ft-----------ft or %---------------- 2 4 1 1 1 1 2 2 Y Y -37.000 -37.000 %33.000 %67.000 9 5 5 6 Y 42.000 %50.000 7 7 8 Y -42.000 %50.000 Member I J Label Multiplier 2 2 3 Member Distributed Loads, BLC 2 4 4 Joints UNIFORM 1.4000 Load Pattern Pattern 8 8 Member --_--I------J---------Label UNIFORM 1.4000 ----- Multiplier -------------------------------------- 1 1 2 UNIFORM 1.4000 5 5 6 UNIFORM 1.4000 Member 7 7 8 UNIFORM 1.4000 Member Point Loads, BLC 3 1 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft----------- ft or % --------------- 2 2 4 2 4 3 5 Y .-42.000 Y -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 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 24 Sacramento, CA 95826 Date: 4/25/00 File: MILLGFMI Sunwest Foods Rice Mill mill girder frame G2 (for col design only) � 7 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 7 Y -42.000 050.000 Member Distributed Loads, BLC 5 Joints Load Pattern Pattern Member-----I------J---------LabelMultiplier --------------------- 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 Y 2 dl + 11 @ 1,3,5,7 1 1 2 1 4 1 1' 3 dl+11@1,2,4,5,7,8 1 1 2 1 3 1 j' 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-------------------------- 10U 36.06 1 --YO4.82�� 0.00 1 L 18.23 4Z 4 0.00 1 11U 1.55 4 �i ( 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 4 114 G 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 -------------- X lc Y lc Moment lc ------------K-----------------K----------------K-ft------------------------- ' 16U 0.61 3 145.08 1 0.00 1 L -1.26 4 105.56 3 0.00 1 17U 3.34 4 168.30 3 0.00 1 ' L -3.28 2 124.44 4 0.00 1 18U -19.07 2 83.98 4 0.00 1 L -28.69 1 46.80 2 0.00 1 Tot:9U 0.00 3 1244.89 1 L 0.00 2 933.35 4 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 4 157.24 3 3 1 U 32.37 1 66.18 1 234.24 1 L 18.87 4 32.50 3 147.40 3 ' 2 U 32.37.1 51.25 1 50.00 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 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 26 Sacramento, CA 95826 Date: 4/25/00 File: MILLGFMI Sunwest Foods Rice Mill 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 -37.28 2 348.87 3 4 ------------------21_52-4------------77_95-3-----------227_95 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 -356.1'9 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 --2----- 4 ----- RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 27 Sacramento, CA 95826 Date: 4/25/00 File: MILLGFMI ' Sunwest Foods Rice Mill 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--------------83_98-4-----------204_58-------------- 9 1 U 104.82 2 -18.23 4 0.00 1 L 47.52 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 ( 'Z 5 U L 104.82 47.52 2 4 -18.23 -36.06 4 1 (::;59.71 .38 4 ----------------------------------------------------------------------------- 10 1 U 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 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) < 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 L 162.82 114.09 3 2 0.74 -0.67 4 2 0.00 0.00 1 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 L 157.27 115.51 1 3 4.15 -2.61 2 4 24.94 -39.70 4 2 5 U L 157.27 115.51 1 3 4.15 -2.61 2 4 3 4 -52.94 ------------------------ -- ----------------- ------------ ------ ------------- 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 8 145.0 8.1 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 105.56 061 3 1605 4 16 1 U 168.30 ------------=_-_ 3 3.28 2 --__- 0.00 1 2 L U 124.44 168.30 4 3 -3.34 3.28 4 2 0.00 10.65 1 4 L 124.44 4 -3.34 4 -10.47 2 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 29 Sacramento, CA 95826 Date: 4/25/00 File: MILLGFMI Sunwest Foods Rice Mill mill girder frame G2 (for col design only) G ¢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 L BUEHLER & BUEHLER ASSOCIATES roB SunWest Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 04/25/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT -CA 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 -' 41 t-: 913elect AlP-- .4, . ,fig <.UW---1ect A11 Box Select;. , 1. Bos 0nse1ect sa, Invert Selected I FU V&lf Unselected RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., 4103 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) GG�- 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------------°F---------------------------- 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---------------------------------- 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 3.40 Section Database Material As As I I T Label ShapeLabel 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 23.0^D 4 5 1 SQCOL 15.00 14.00 5 6 2 COL 15.00 14.0D 6 7 3 COL 15.00 14.0D 7 8 4 SQCOL 15.00 14.03 Basic Load Case Data BLC Basic Load Case No- Load Type Totals Dist. ---------------Description----------------Nodal 1 Total dl incld 81'slab & pt ld ---Point -------------------- 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------J---------Label Multiplier --------- 2 2 3 UNIFORM 2.1000 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 44 Sacramento, CA 95826 Date: 4/25/00 File: MILLBFMI Sunwest Foods Rice Mill Buhler mill bm B1 frame (for col design only) (@grid C) 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 1-1.000 0.000 0.000 Load Combinations No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ----------------- 1 total dl + ------------ 11 1 1 ------------------------- 2 1 3 1 --RWPE ---------- ----- --- 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 3.83 5 14.23 5 0.00 1 ' 6U 3.10 3 97.26 C/. 0.00 1 L -0.77 2 4 G �� 0.00 1 7U 1.85 2 104.35 0.00 1 L -2.03 4 .73 2 0.00 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 i 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 13.97 2 -11.42 3 33.71 5 L 3.8 5 -25.5 4 -39.3 2 1 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) `7 ______________________< 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-----------------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 97.26 4 0.77 2 0.00 1 L 65.6.2 -3.1 3 0 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 3C L 65.6 2 -3.1 3 -9.9 2 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 1.9_.• 4 5 U 104.35 3 2.03 4 '23.6-L .2� C �, � � 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 BUEHLER 8 BUEHLER ASSOCIATES ,los SunWest Foods Rice Mill STRUCTURAL ENGINEERS, INC. .los No.. 99138.00 DATE 04/25/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT C.JA BYPLS SHEET No Sunwest Foods Rice Mill Buhler mill bm B2 frame (for column design only) (@ Grid E) Loads: LC 1 , total dl + II 0 Tax Zoom, q.Box r* } Zoom Out 0 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 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---------------------------------- 5 ----------------------------- ---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 3.40 Sections Section Database Material As As I I T ' LabelShapeLabel 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 RISA -2D (R) Version 4.01 Section Releases Offsets Inactive? Buehler & Buehler Job : 99138.00 ' 7300 Folsom Blvd., #103 Page: 47 -------------------------------------------- Sacramento, CA 95826 Date: 4/25/00 Sunwest Foods Rice Mill File: MILLBFM2 16.00 8.00 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 ----------------------------- ---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 3.40 Sections Section Database Material As As I I T ' LabelShapeLabel 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 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 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 2 Y -2-.400 8.000 1 1 2 Y -2.400 18.000 IJ Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------7------------------ 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 %--- UNIFORM Y -1.000 -1.000 0.000 0.00D Load Combinations RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 No. Page: 48 BLC Sacramento, CA 95826 BLC Fac Date: 4/25/00 Fac BLC Fac BLC Fac SSdv ---------------------------------------------------------------------------- 1 total ,dl + 11 File: MILLBFM2 ' Sunwest Foods Rice Mill 3 1 4 1 y Buhler mill bm B2 frame (for column design only) (@Grid E) G�Z 1 2 _________< 4 Member Point Loads, BLC 1 y 3 Joints 1 1 3 1 Member I J Direction Magnitude Location dl + skip 11 1&2 1 -------------------------------------K,K-ft 2 ----------- ft or % --------------- 1 y 2 2 2 3 Y -35.000 18.330 3 1 Member Distributed Loads, BLC 1 y 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 ---------------------------------------------------------7------------------ 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 %--- UNIFORM Y -1.000 -1.000 0.000 0.00D 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 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 ' 7300 Folsom Blvd., #103 Page: 49 Sacramento, CA 95826 Date: 4/25/00 Sunwest Foods Rice Mill File: MILLBFM2 Buhler mill bm B2 frame (for column design only) (@Grid E) Cj� Envelope Reactions Joint +------------ Forces -----+ X lc Y lc Moment lc ------------K-----------------K----------------K-ft------------------------- r 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 7U -0.67 2 1.16 2 2 44.28 3 0.00 1 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 L 0.00 2 237.09 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 -5.1.44 4 125.29 3 ---------------------------------------------------------------------------- 2 1 U L 14.34 6.64 2 5 52.45 25.39 4 2 208.71 131.98 4 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 7 ------------------------------------------------------------------------ 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 L 15.50 5.26 2 5 -8.31 -25.91 5 2 -26.95 -89.18 4 3 ' Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 1 r .1 - I RISA -2D (R) Version 4.01 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 G S�' Envelope Section Forces Section Memb Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 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 Z 3 U 103.89 4 0.67 2 15.99 3 4 L U 70.14 103.89 2 4 -2.51 0.67 3 2 -4.25 23.99 2 3 G L 70.14 2 -2.51 3 - 2 5 U 103.89 4 0.67 2 31.98 3 L 70.14 2 -2.51 3 ---------------------------------------------------------------------------- 6 1 U 144.28 3 2.01 4 0.00 1 L 110.54 2 -1.16 2 0.00 1 2 U 144.28 3 2.01 4 3.70 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 144.28 3 2.01 4 14.79 2 L 110.54 2. -1.16 2 .69 7 1 U 54.26 2 15.50 2 _Cn 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 L 25.11 5 5.26 5 -148.26 2 5 U 54.26 2 15.50 2 -67.13 5 L 25.11 5 5.26 5 -197.69 2 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 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) C's�% Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ ------------------------------------------------------------------------ --- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 7 1 I BUEHLER & BUEHLER ASSOCIATES JOB Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. 7300 Folsom Blvd. Suite 103 jos No.. 99138.00 DATE 04/25/00 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 G571:0 zX 7 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---------------------------------- 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---------------- 10^50F ---- 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 SQCOL CONC 512.00 1.2 1.2 1.00 30583.00 1 1 i Joints Memb Joints Rotate RISA -2D (R) Version 4.01 Offsets Inactive? No. Buehler & Buehler 7300 Folsom Blvd., #103 Job : Page: 99138.00 52 I -End J -End Sacramento, CA 95826 Date: 4/25/00 K,K-ft----------- 1 File: MILLBFM4 BEAM Sunwest Foods Rice Mill 23.03 2 2 Buhler mill bm B4 frame (for column design only) (@,grid G) e s� Sections Section Database Material As As I I _ 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 1 2250.00 Members Joints 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---- 1.9000 K,K-ft----------- 1 1 2 BEAM 16.00 8.00 23.03 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 No. Description Nodal Point Dist. ---=--------------------------------7--------------------------------------- 1 Total dl incld 81'slab & pt 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 Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member I J Member I J Direction Magnitude Location ------------------------------------- 2 3 UNIFORM 1.9000 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 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 Member Distributed Loads, BLC 3 � Member Joints I J Load Pattern Pattern Multiplier Label Multi RISA -2D (R) Version 4.01 P Buehler & Buehler 2 3 Job : 99138.00 Description 7300 Folsom Blvd., #103 Fac Page: 53 Fac Sacramento, CA 95826 Fac ,BLC Fac Date: 4/25/00 Joints Sunwest Foods Rice Mill total dl + 11 File: MILLBFM4 1� Buhler mill bm B4 frame (for column design only) (@ grid G) GS� 1 4 1 _______________________< Member Point Loads, BLC 2 3 3 4 Joints 2 1 Member I J Direction Magnitude Location -------------------------------------K,K-ft-----------ft dl + skip 11 2&3 or %--------------- 1 1 1 2 y -10.100 4.000 1 ____________________< Member Distributed Loads, BLC 2 Joints Load Pattern Pattern 4 Member I J Label Multiplier 1 ,2 ---------------------------------------------------------------------------- 1 1 2 UNIFORM 2.1000 1 Member Distributed Loads, BLC 3 � Member Joints I J Load Pattern Pattern Multiplier Label Multi P ---------------------------------------------------------------------------- 2 2 3 UNIFORM 2.1000 Description BLC Fac BLC Fac Member Point Loads, BLC 4 Fac ,BLC Fac BLC Fac SSd-i Joints ---------------------------------------------------------------------------- 1 total dl + 11 Member-----I------J----Direction 1� Magnitude Location 1 3 1 4 1 ----- K,K-ft-----------ft or % --------------- 3 3 4 y -8.000 15.000 Member Distributed Loads, BLC 4 �f 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 t RWPE No. Description BLC Fac BLC Fac BLC Fac ,BLC Fac BLC Fac SSd-i ---------------------------------------------------------------------------- 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 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 File: MILLBFM4 Sunwest Foods Rice Mill Buhler mill bm B4 frame (for column design only) (@ grid G) (f'-'00 ___________________________< Envelope Reactions Joint ++7777 ------- Forces -------------+ X lc Y lc Moment lc ------------K-----------------K----------------K-ft------------- ------------ SU 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 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 y 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 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 5 -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 -105.01 2 4 U 19.96 2 -12.00 5 20.18 4 L 8.11 5 -34.92 2 -61.46 3 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 84.822 -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 -11.51 592 L 47.54 5 -23.29 2 _6..942 146.79 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 L 99.04 3 -0.22 3 39.92 2 6 1 U 107.09 3 3.64 4 0.00 1 L 72.20 4 0.20 2 0.00 1 2 U 107.09 3 3.64 4 -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 4 U 107.09 3 3.64 4 -1.88 2 0� G L 72.20 4 0.20 2 -34.784 5 U 107.09 3 3.64 4 -2 L 72.20 4 0.20 2 6.38 4 1 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 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) C�2. Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ ---------------------------------------------------------------------------- r r 11 BUEHLER & BUEHLER ASSOCIATES JOB ��r"/ I�✓��r`� STRUCTURAL ENGINEERS, INC. JOB NO. ��/ / DATE /` / cJ 7300 Folsom Blvd. 'Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY C/� SHEET NO. cO3 /�, "Aq �� �•� x 2� d �M , O all- z� 5-d6,l 3 �fva s. 5. =.z /j, /0, / /..l f�J.e eAC�E✓ � ��7� ,oP', '7 .T �� 5v �W/c Z_o e4 -sem �� Bt-? v ��✓ SFr 2 a(/K u, t A �,7 3 ft ri � „ n Cp/✓l430!5 7" Acs ,8.A-7 27(i t . y. 2�O k lY�ti��K� �f�►a = 2�91'�vt0,�3X/(%/,2 wz To Scolds, Call NESS CUSTOM"printing service TOLL FREE 1.800-888-6327 NESS, Inc., Peterborough. NH 03458. lief. tao: G '. 7G�;0.•51 1 t BUEHLER & BUEHLER ASSOCIATES Joe Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 12/17/99 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT C.IA BY PLS SHEETNO / Sunwest Foods Rice Mill Concrete frame @ Mill East-West direction (for col moments) Loads: LC 1 . Total Id -11.1 K/ft -11.1 K/ft -11.1 K/ft S 7 1 141.371 -2.e+2 -375.151 -375.151 kzx Solution: LC 1 Total Id Member Bending Moments, K -ft Ob BUEHLER & BUEHLER ASSOCIATES JOB Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 12/17/99 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT CJA BY PLS SHEETNO Sunwest Foods Rice Mill Concrete frame @ Mill East-West direction (for col moments) Loads: LC 2. dl + 119bm 587 Ile,1,l,1,l1, 111w, -160.336 Q hl!x Solution: LC 2 dl + II @bm 587 Member Bending Moments. K -ft •`L ���,11,11�1I:,11 P�'1�!�������'�������:1L RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 1 Sacramento, CA 95826 Date: 12/17/99 File: OFFFRM Sunwest Foods Rice Mill Concrete frame @ Mill East-West direction (for col moments) Units ............................. US Standard Steel Coder ........................ 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---------------- 10-5°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 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 1Joints 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 Sunwest Foods Rice Mill File: OFFFRM UNIFORM Concrete frame @ Mill East-West direction (for col moments) 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 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 Member Set le -out le -in le -bend out K Cm Cb,B Swa_r in CH o i ---------------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 1Joints Load Pattern Pattern Member I J Label Multiplier -----------------------------7---------------------------------------------- 5 5 6 UNIFORM 5.8000 6 6 7 UNIFORM 5.8000 7 7 8 UNIFORM 5.8000 11______< Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier ------- ------ 5 5 6 UNIFORM 5.3000 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 ClQ% 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 % ------- ft or %--- UNIFORM Y -1.000 -1.000 0.000 0.000 Load Combinations RWPE No_DescriptionBLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv --- ---- ------------------------------------------------------ 1 Total ld 1 1 2 1 3 1 4 1 2 dl + 11 @bm 5&7 1 1 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 6z ------------- 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 I . 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 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 27604 1.50 -21.07 --------------------------- _ - 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 -------------------5---------276_04-----------1-50----------2107------- 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: 4 Sacramento, CA 95826 Date: 12/17/99 Sunwest Foods Rice Mill File: OFFFRM G �� 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 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 27604 1.50 -21.07 --------------------------- _ - 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 -------------------5---------276_04-----------1-50----------2107------- 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 ------------------------- 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 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 -------6 ------------------------------------------------------------------- 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 0.02 0.08 3 0.02 -0.04 4 0.02 -0.15 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 Concrete.frame @ Mill East-West direction (for col moments) 1 _________< 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 3 0.02 0.02 0.15 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 -0.002 NC -------------------5--------0_020---- 2 2 6 1 0.000 ----- 0_000 NC I 2 3 -0.016 -0.032 -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 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 0.002 -0.020 NC 2 0.001 -0.477 619.0 3 0.001 -0.623 474.6 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 -� Concrete frame @ Mill East-West direction (for col moments) C Member Deflections, LC 1 : Total ld Member Joints Section ASL, Total I - J x y L/n ---------------------------in----------in----------------------------------- --------------------------------------- 4 0.001 -0.374 860.2 5 0.001 -0.064 NC ---------------------------------------------------------------------------- 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 ASL, Total I - J Chk Loc Chk Loc Weight Fa Fb Cb Cm Eqn. --------------------------------------- ft---------------- K------=--------------- BEAM 69.33 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 Eq_ -i --------------------------- 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 COL 28.00 5.86 SQCOL 28.00 7.47 RISA -2D (R) Version 4.01 t 1 n 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 C�� Concrete frame @ Mill East-West direction (for col moments) _____<,Material Takeoff, LC 1 : Total ld ' Section Database Total Total Set Shape Length Weight -----------------------------------ft----------------K---------------------- Total Wts: 60.13 t 1 n 1 1 L RISA -2D (R) Version 4.01. Buehler & Buehler Job : 99138.00 ' 7300 Folsom Blvd., 4103 Page: 9 Sacramento, CA 95826 Date: 12/17/99 Sunwest Foods Rice Mill File: OFFFRM Concrete frame @ Mill East-West direction (for col moments) G�_ Joint Displacements, LC 2 : dl + 11 @bm 5&7 Joint +------- Translation -------+ Rotation No X Y 6z -------------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 Drift, LC Story +--- X Direction ---+ 2 dl + 11 @bm 5&7 No. Joint Drift % 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, 0.000 Member Section Forces, LC 2 : dl + 11 @bm 5&7 Member Joints Section I - J y 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 2 207.83 3.82 3.82 0.00 -13.38 3 207.83 3.82 -26.77 4 207.83 3.82 -4 207_83-----------3-82---- 3.53 --5-------- 3 3- 7 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 40.15 L RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 ' 7300 Folsom Blvd., #103 Page: 10 Sacramento, CA 95826 Date: 12/17/99 Sunwest Foods Rice Mill File: OFFFRM Concrete frame @ Mill East-West direction (for moments) co.l Member Section Forces, LC 2 : dl + 11 @bm 5&7 Member Joints Section I - J y Axial Shear Moment ------------------- ---------K-------------- K-------------K-ft--------------- r 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 -120.25 160.34 -------------------5---------115_13----------11_45 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 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 I 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 i 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 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 2 0.02 0.02 0.21 0.10 - No Calc - 3 0.02 -0.02 4 0.02 -0.14 i 5 -0.26 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----------0-1- 7 7 8-51 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 I 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 --------_-------_- 0021 0002 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 -0.036 -0.123 1312.4 5 -0.048 0.000 NC 3 3 3 7 1 ----- 0.000 ----- 0.000 NC 2 -0.012 0.088 1921.4 1 i RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138..00 ' 7300 Folsom Blvd., #103 Page: 12 Sacramento, CA 95826 Date: 12/17/99 File: OFFFRM ' Sunwest Foods Rice Mill s� Concrete frame @ Mill East-West direction (for col moments)�v Member Deflections, LC 2 : dl + 11 @bm 5&7 Member Joints Section I - J y 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 5 0.000 -0.048 NC ---------------------------------------------------------------------------- 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 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 - .1 1 1 RISA -2D (R) Version 4.01 Buehler & Buehler Job 99138.00 7300 Folsom Blvd., #103 Page: 13 Sacramento, CA 95826 Date: 12/17/99 Sunwest Foods Rice Mill File: OFFFRM -77Concrete 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 t--------------------------Ksi ---- Ksi----Ksi----Ksi -------------------------- Redesign Shapes, LC 2 : dl + 11 @bm 5&7 Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 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 1 1 2/17/99 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION - Page 1 1:28:00 Licensed to: Buehler & Buehler, Sacramento, Ca COL—C-3 f 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. FI L n ul 1 1 F ,_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) f 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. FI L n ul 1 1 F ,_1 2/17/99 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION - 1:28:00 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 Page 2 COL_C-3 eeil ' Material Properties: ' f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi Rupture strain = Infinity ' 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 Iy = 3216.99 in'4 Xo = 0 in Yo = 0 in ' Reinforcement_ Rebar Database: ASTM A615 Size Diam (in) Area (in^2) SizeDiam(in) Area(in'2) Size Diam (in) Area (inA2) # 3 0.38 0.11 # 4 - 0.50 - 0.20 # 5 0.63 0.31 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 19 .1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 ## 14 1.69 2.25 # 18 2.26 4.00 Confinement: Spiral; #3 ties with phi(a) = 0.85, phi(b) = 0.9, phi(c) #10 bars, = 0.75 #4 with larger bars. Layout: Circular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 2.64 inA2 at 1.31% 6 #6 Cover = 1.5 in Factored -Loads _and _Moments _with -Corresponding -Capacities: (see user's manual for notation) Pu Mux fMnx ' No. kip --- -- -- 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 16 in diam: Code: ACI 318-95 Units: English Run axis: About X-axis Run option: Design Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 12/17/99 Time: 11:30:28 P (kip) ----,---- ---- ------- 600 ----------------------,---- -----; - -----; 400 ---------=-----'------,----- ; -----------,------,- - ; fs=0 ; -+2 200 ;fs=0.5fy ; --- ;-----.- ---- ---- -----. ; 20 400 80. 100 Mx (k -ft), ----------T- -------------.-------------.------ ------1------ 200 =---------------- ------ -----' ---- 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 in^2 6 #6 bars Ec = 3605 ksi Es = 29000 ksi As = 2.64 in12 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 in14 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