Loading...
HomeMy WebLinkAbout000-000-004BUEHLER & BUEHLER ASSOCIATES. STRUCTURAL ENGINEERS, INC 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 ' M Sunwest Milling 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 1�oN1�L0 Fyc\ MIGL I 'r1m � N0. 2818 EXP. 9/30/03 \* STRUCTURAL qWOF�o��\P B&B BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 Table of Contents Volume 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 BUEHLER & BUEHLER ASSOCIATES JOB Sunwest Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 03/27/00 ' 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT Comstock Johnson er PLS SHEET NO / _ Project Description: Sunwest Foods Rice Mill is a new structure. The building shell is composed of a pre- engineered metal building with (non-structural) tilt -up concrete wall panel cladding. The structure has an 1" 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 qs= 14.5 psf Iw= 1.0 Seismic Criteria: Zone 3 Z= 0.3 1= 1.0 1� 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 Profile = Sd Near Source Factors Na = 1.0 Nv = 1.0 r . Allowable Bearing (shallow fnd): DL= 2300 psf TL = 3500 psf TL + EQK = 4600 psf Sliding friction factor. # = .30 Passive Pressure: = 300 pcf Active Pressure = 40 pcf �1 BUEHLER & BUEHLER ASSOCIATES Joe Sunwest Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 03/27/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 aiENT 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 metal bldg framing inclding roofing 12.0 12.0 12.0 other mezzanine framing blw 17.0 17.0 17.0 _ .___„ O 5 mezzanine conveyors blw 10.0 10.0'"" 10.0 40 ` �j°tA Surge Bins 0.0 ` 0 40. �5;f mech misc 3.0 3.0 3.0 �jl slope 0 in 12 0.0 0.0 0.0 pro DL LL Roof (reducible) 42.0 psf 20.0 82.0 psf 20.0 82.0 psf 20.0 -P (L F - ! L / 240 psf psf psf N D LL mezz. B/w (r Jble) f)A1R�„/ o�ty, 20.0 psf 20.0 psf 20.0 psf LL/TL 0.24 0.16 0.16 controlling deflection: L / 240 L / 240 L / 240 Design joist for specific bin weight Warehouse Roof Loads joists girders seismic bldg framing including roofing 12.0 12.0 12.0 other 0.0 0.0 0.0 mech misc 3.0 3.0 3.0 slope 0 in 12 0.0 0.0 0.0 DL 15.0 psf 15.0 psf 15.0 psf LL (reducible) 20.0 psf 20.0 psf 20.0 psf TL 35.0 psf 35.0 psf 35.0 psf LL/TL 0.57 0.57 0.57 controlling deflection: L / 240 L / 240. L / 240 1 a BUEHLER & BUEHLER ASSOCIATES .jos Sunwest Foods Rice Mill STRUCTURAL ENGINEERS, INC. Jos No.. 99138.00 DATE 03/27/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENTComstock Johnson sY PLS SHEET No Tank Farm & Packaging Roof Loads joists girders seismic bldg framing including roofing 16.0 16.0 16.0 conveyor loads 10.0 10.0 10.0 other 0.0 0.0 0.0 mech 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 0.40 0.40 0.40 controlling deflection: L / 240 L / 240 L / 240 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 1.240 BUEHLER & BUEHLER ASSOCIATES JOB Sunwest Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 03/27/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT Comstock Johnson By PLS SHEET NO 1 -4 - Tank 4 - Tank Farm Mezzanine joists girders seimic 5" NW conc o/ 2" mtl deck 78.0 78.0 78.0 joists 5.0 5.0 5.0 girders 0.0 2.0 2.0 other 0.0 0.0 0.0 other 0.0 0.0' 0.0 mech misc 5.0 3.0 3.0 DL 88.0 psf 88.0 psf 88.0 psf Partitions 0.0 psf 0.0 psf 0.0 psf LL (reducible) 40.0 psf 40.0 psf 40.0 psf TL 128.0 psf 128.0 psf 128.0 psf LL/TL 0.31 0.31 0.31 controlling deflection: L / 240 L / 240 L / 240 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 egpmnt 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 JOB 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 ,5' 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 = Ce 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 i r 19 BUEHLER & BUEHLER ASSOCIATES jos Sunwest Foods Rice Mill STRUCTURAL ENGINEERS, INC. joa nio.. 99138.00 -DA TE 03/27/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 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 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 12.0 40.0 40.0 mech misc 3.0 3.0 3.0 slope 0 in 12 0.0 0.0 0.0 DL 42.0 psf 82.0 psf 82.0 psf LL Roof (reducible) 20.0 psf 20.0 psf 20.0 psf LL mezz. B/w (reducible) 20.0 psf 20.0 psf 20.0 psf TL 82.0 psf 122.0 psf 122.0 psf LL/TL controlling deflection: Design joist for specific bin weight 0.24 0.16 0.16 L / 240 L 1240 L / 240 LL/TL controlling deflection: J t 1; 0.57 0.57 0.57 L / 240 L / 240 L / 240 Warehouse Roof Loads joists girders seismic bldg framing including roofing 12.0 12.0 12.0 other 0.0 0.0 0.0 mech misc 3.0 3.0 3.0 slope 0 in 12 0.0 0.0 0.0 DL 15.0 psf 15.0 psf 15.0 psf j LL (reducible) 20.0 psf 20.0 psf 20.0 psf TL 35.0 psf 35.0 psf 35.0 psf LL/TL controlling deflection: J t 1; 0.57 0.57 0.57 L / 240 L / 240 L / 240 1.6 PRELIMINARY STRUCTURAL DESIGN REQUIREMENTS FOR METAL BUILDING STRUCTURE A. General Requirements: 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. 1 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. �j 6. The mill mezzanine shall be supported entirely from the roof frames, both for vertical and both the lateral and for lateral loads. The roof frames shall be designed.to support vertical mill mezzanine loads shown below. B. Loads: 1. Dead Loads: a. Building Dead Loads 4 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. 0 r I b. Mill mezzanine Live Loads shall not be less than any of the following: 1) Uniform Live Load of 20 pounds per square foot. The uniform Live Load.shall not be reduced. \ 2) 5000 pound concentrated load applied anywhere on the mezzanine framing. This live load is non -concurrent with the live load listed above. �I 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. b. Basic Wind Speed 1) The Basic Wind Speed is defined as the fastest -mile wind speed associated with an annual probability of 0.02 (50 -year mean recurrence interval) measured at a point 33 feet above the ground for an area having an Exposure Category C. 2) The Basic Wind Speed shall be 75 MPH. Use of lower wind speeds is not acceptable. c. Exposure Category: 1) The Exposure Category shall be C. d. Wind Importance Factor: 1) The Wind Importance Factor, 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 i 3) IP = 1.00 4) C,=0.54 5) Ca = 0.36 7) N„ = 1 be less than 2.8. S) Seismic Force Amplification Factor shall not b. The building structure shall be designed to provide lateral resistance to seismic forces generated from, but not limited to the sum of the following: 1) Dead Loads, including Collateral Loads, as specified above. l 2) Mass of 6'/<" 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 i SACRAMENTO, CALIFORNIA 95826 JOB �5alyyy T /� MALL JOB NO. v ' O DATE CLIENT BY� SHEET NO. W71 Fel:77rPV 147- vF tau Otx:z /, 7 x / 2 '�19 LI/ - �l Or-. i�a7u/f7: 101-6-f 7-Nfto RAVM 11:2�� /4,4X, 01r- //`77 ept4600 O'�-j 796:�7VE f �� . VA -p-1 > /� ,8�s�d owl R ,ov /0! os f' GLf - (,A4'170,4L. 06 H 1 rr Lb �GEC—D/ NGJ LC. /. *?--s r- - /, -7X / 2 51"`s r- S/C�S� Ste" 5�0 OAS/ DL 4 LL 4 Grp /N Gj " , NEBS CUSTG printing service TOLL FREE 1.800.88&6327 NESS, Inc.. Peterborough. NH 03458. _ Ref. No: G 10900055L BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. DATE 7300 Folsom Blvd. Suite 103► ® SACRAMENTO, CALIFORNIA 95826 cuT BY SHEET NO. A eercro• CaN. NESS CUSTOM -printing service TOLL FREE I.36•^ -68P,6127 NEP$ hic- Pete:Srrcp'JUh. NH 63458. lief. Nrr. G j H q � n O i _ q ` J Cj eercro• CaN. NESS CUSTOM -printing service TOLL FREE I.36•^ -68P,6127 NEP$ hic- Pete:Srrcp'JUh. NH 63458. lief. Nrr. G , - . ",tiaw! Im JIM = == ft R �m mill "Illine HOUR BUEHLER & BUEHLER ASSOCIATES JOB :56Cit/ lav g�5% �' STRUCTURAL ENGINEERS, INC. JOB NO. 04-) DATE 10-2 7300 Folsom Blvd. Suite 103 �T SACRAMENTO, CALIFORNIA 95826 CLIENT BY LS SHEET NO. o,2, J 2 '-46 .!0/ Mf i!COrtrTiNr�- /r'v t 2 e4 4afa, xmr-. eewr 'f XA10 OV V0 l / : D,.ee'(p x o; od 4�e �,� �� , �,�T, �t� ���llat�� � •rte, M�. (�O' . I )?- for call NESS CUST61MI"printing service TOLL FREE r-SDU-88"327 NESS, Inc.. Paierhorough. NH 03458. Ref. No: G 109000551 c 14 BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. r I` ��© DATE 7300 Folsom Blvd. Suite 103 r SACRAMENTO, CALIFORNIA 95826 CLIENT BY---� SHEET NO. r / d "c�ie a 0.2x2 i zO-4l �1' G✓ EG�t. �s7 Fri E N bo : 4, rv,, 2r% " - �21 CI i � _ 0 • P�S� o� ,� �1 / x �, ?� � � X17 K � �� i'� �- 1 Tit¢ N h O,-7 ' loses - 4 d0 0 I4,�D : m2 '� - � >2�IdZ o � To Reoroar Call NESS CUSTQ)M"printing service TOLL FREE 1.800-888-8327 NESS, Inc., Petertmmugh, NH 03458. Ref. No: G 109DD0551 BUEHLER & BUEHLER ASSOCIATES JOB %Nii�1/"/l!' Vl, L(� STRUCTURAL ENGINEERS, INC. JOB NO. DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY-- SHEET NO. 'W ' 4x /00 4- 7X /2� 0 D. ,!?7* Sf!fA 1�/ *4i = O. �f� i"i2 7`Ja 2 z 91 � �,� �pT G �j l2 n n 'W ' 4x /00 4- 7X /2� 0 D. ,!?7* YIi r J it 2 z 91 � �,� �pT G �j l2 n n Az-H gse- O. OD33 / r AI 2 /AI ? 2 rL o.oal4! �)Xly,5; l 7 z hl-i�l Vi 0A*'q'r1Ai67 mow,/ /a oil Nln ¢ I / 23 moo 0/o -r z /2 ���� Q; v�✓x/L l �daO.t /2k�o�%S t 8, �J'���� �� �y �v �� n �util�f�/NGS Sj� D1� . C✓ f N GG 00M ;✓ S 9 l " GG 7aP - ��i`'1 STL = O, ov /8 IT A/A X r- O. / /,t/ L 5 /B for Cau NESS CUSTIiM'"Printing Service TOLL FREE 1.800.888-8321 NESS. Inc.. Peterboroug0. NH 03458. Ref. No: 109000551 BUEHLER &BUEHLER ASSOCIATES JOB ' STRUCTURAL ENGINEERS, INC. JOB NO. / ©O DATE" 7300 Folsom Blvd. Suite 103 � CLIENT BY SHEET NO. SACRAMENTO, CALIFORNIA 95826 2 401 Id? (2 'V/.S x /728 D /Z Al �d`' = 2 X o, `2 o. ?3 ,e��'oD To Reorder Gall NEBS CUSTOM"printing service TOLL FREE 7.800-88"327 NESS, Inc.. Peterborough. NH 03458. BUEHLER & BUEHLER ASSOCIATES J°B�'� ' STRUCTURAL ENGINEERS, INC. - JOB NO. On DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. Yt�dgsT G�f� SNL ONG.. v ,00• QP To Reorder Call NESS CUSTOM'"printing Service TOLL FREE 1-800-888-8327 NESS. tno.. Peterborough, NH 03958. �D �D 4/xloG� 0.4�3 �iwPtb s d,.. :�ef. No: G 2 K v ,00• QP To Reorder Call NESS CUSTOM'"printing Service TOLL FREE 1-800-888-8327 NESS. tno.. Peterborough, NH 03958. �D �D 4/xloG� 0.4�3 �iwPtb s d,.. :�ef. No: G BUEHLER & BUEHLER ASSOCIATES JOB— STRUCTURAL OB STRUCTURAL ENGINEERS, INC. JOB NO. 3 OO DATE v� 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT By SHEET NO. �''•lP �Nr� �o r Ae- a v I . ale�•l✓I 2O:; / ell, - W-0004, Sflge� arwAl 'ftp 1,v 144 _ -7 1� M Aa�'X ,8/2 :a8 NESS CUSTQiM"printing service TOLL FREE 1.800-888-8327 NESS, 1k. Peterborough, NH 03458. /1 « 15"7 0a.� 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 Sunwest Foods Rice Mill Buhler mill beam 131 Loads: LC 1 . total dl + II 4 RJ ?% Box Zoom NFWj' Zoom` n Zoom 6`Gt;k. 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 •� ( v Sunwest Foods Rice Mill Buhler mill beam B1 Loads: LC 2. dl + skip 11183 4 S Bos Zoom W FED EX oom In ; Zoomout� BUEHLER & BUEHLER ASSOCIATES joe Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. Jog No.: 99138.00 DATE 04/24/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT C.IA BY PLS SHEET NO_e Sunwest Foods Rice Mill Buhler mill beam 131 Loads: LC 3. dl + skip 11 2&3 Rj ihkZQ) z ax t 1 f 1 1 1 1 i 1 1 1 1 1 BUEHLER & BUEHLER ASSOCIATES jos SunWest Foods Rice Mill STRUCTURAL ENGINEERS, INC. Joe 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 4. dl + skip 11182 4 1 IN t^ Iff I—A � Box,2oom 1 FE- ,Zoom InS mFrF4' �. Zoom;Out' � .,,,�UnselectAllMai." w _ 47' -Brox Select,, . „7 Box Unselect C&i ;�;, I nveFu S elected Lock Unselected"' Z Tax BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 Sunwest Foods Rice Mill Buhler mill beam 131 Loads: LC 5. dl + skip II 2 JOB Sun West Foods Rice Mill JOB NO.. 99138.00 DATE 04124100 CLIENT CJA 8Y PLS SHEET NO r a hx 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 RISA -2D (R) Version 4.01 Material As As I I T Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 1 Sacramento, CA 95826 Date: 4/24/00 Members Memb Joints Rotate Section Releases File: MILLBI No. I J 900 Sunwest Foods Rice Mill I -End J -End Label y Length ----------------------------------------- Buhler mill beam B1 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 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 23.00 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 RISA -2D (R) Version 4.01 Basic Load Case Load Type Totals No. Buehler & Buehler Job : 99138.00 ----------------------------------------------------------------------------- 1 7300 Folsom Blvd., #103 Page: 2 2 Sacramento, CA 95826 Date: 4/24/00 3 Wu 125 File: MILLBI 'Sunwest Foods Rice Mill psf 11 @ bm 3 1 2.1000 Buhler mill beam B1 ____________________< Member Distributed Basic Load Case Data BLC Basic Load Case Load Type Totals No. ' Description Nodal Point Dist. ----------------------------------------------------------------------------- 1 Total dl incld 81'slab & pt ld 2 3 2 Wu 125 psf 11 @ bm 1 1 3 Wu 125 psf 11 @ bm 2 1 4 Wu 125 psf 11 @ bm 3 1 Member Point Loads, BLC 1 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft-----------ft or % --------------- 2 2 3 Y -6.000 10.330 3 3 4 Y -6.000 13.000 Member Distributed Loads, BLC 1 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ---- --------------- K/ft,F---------- K/ft,F----------- ft or % ------- ft or %--- UNIFORM Y -1.000 -1.000 0.000 0.000 `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 Joints Member Distributed Load Pattern Loads, BLC 3 Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 2 2 3 UNIFORM 2.1000 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern - Member I J Label Multiplier ---------------------------------------------------------------------------- 3 3 4 UNIFORM 2.1000 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ---- --------------- K/ft,F---------- K/ft,F----------- ft or % ------- ft or %--- UNIFORM Y -1.000 -1.000 0.000 0.000 `1 Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Moment lc , 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 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 ---------------------------------------------------------------------------- 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 0.00. 1 13.56 2 -56.55 5 3 U 0.00 1 0.39 4 16.83 2 L 0.00 1 -8.37 3 -123.10 5 4 U 0.00 1 -15.54 2 70.52 2 L 0.00 1 -31.47 3 55 5 U 0.00 1 -27.09 2 �"252�T" L 0.00 1 -54.56 3 ''IS RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 3 F/6 Sacramento, CA 95826 Date: 4/24/00 Sunwest Foods Rice Mill File: MILLBI Buhler mill beam B1 Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 total dl + 11 1 1 2 1 3 1 4 1 2 dl + skip 11 1&3 1 1 2 1 4 1 y 3 dl + skip 11 2&3 1 1 3 1 4 1 y 4 dl + skip 11 1&2 1 1 2 1 3 1 y 5 -dl + skip 11 2 1 1 3 1 y Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Moment lc , 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 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 ---------------------------------------------------------------------------- 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 0.00. 1 13.56 2 -56.55 5 3 U 0.00 1 0.39 4 16.83 2 L 0.00 1 -8.37 3 -123.10 5 4 U 0.00 1 -15.54 2 70.52 2 L 0.00 1 -31.47 3 55 5 U 0.00 1 -27.09 2 �"252�T" L 0.00 1 -54.56 3 ''IS 5.89 4 i RISA -2D (R) Version 4.01_ & Buehler Job : 99138.00 'Buehler 7300 Folsom Blvd., #103 Page: 4 Sacramento, CA 95826 Date: 4/24/00 r-t� File: MILLBI Sunwest Foods Rice Mill Buhler mill beam B1 ______________________< Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc ------------------------------------K--------------------------------------- 3 1 U 0.00 1 �60�� 248.19 3 L 0.00 1 33.48 4 164.10 4 2 U 0.00 1 37.59 3 27.71 5 L 0.00 1 21.93 4 -82.73 2 U 0.00 1 14.49 3 -66._..36 5 .3 L 0.00 1 10.38 4 06.12M 4 U 0.00 1 -6.22 5 -71.90 5 L 0.00 1 -18.21 2 -177.47 2 5 U 0.00 1 -17.77 5 -5.92 5 ---------L---------------1------------41_31--------------13_77-2 0.00 ________< 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 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 -0.01 5 NC 5 ------------------0_00-1 3 1 U 0.00 .1 --------------------------------------------------- 0.01 5 NC 5 L 0.00 1 -0.04 2' _ NC 2 2 U 0.00 1 -0.04 5 5914.34 5 L 0.00 1 -0.44 2 652.13 2 3 U L 0.00 0.00 1 1 -0.16 5 -0.70 2 1663.14 5 401.30 2 'Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill Buhler mill beam B1 ,- . RISA -2D (R) Version 4.01 Envelope Section Deflections Job : 99138.00 Page: 5 Date: 4/24/00 File: MILLBI 1 L Section Memb y x lc y lc L/n lc 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 L BUEHLER &BUEHLER ASSOCIATES JCB �Kti6 wirf�T Gtr / �� _ STRUCTURAL ENGINEERS, INC. JOB NO. / / �v ' DATE 7300 Folsom Blvd. Suite 103/ SACRAMENTO, CALIFORNIA 95826 CLIENT BV �� SHEET NO. M lLL God D6SIG� �lT,eiB� G//.�� 2,'z 2 kZ pL /o'la, 70 --CPeekI i 1°✓k a � i = /��'' /, � � l3op�j� � 1, 9 �`/ter L/✓!u wwu 6�r-1C !! G X 1, '� Psi � 2' r 1114- e � wAl �icC L w _ /o. /25 �� X /, 7- o e.-c7'/°u7" 1 /V 0r Gciv ST -c— 8� eodo,cau NESS CUSTOM"printing service TOLL FREE 1.800.888-6327 NESS. Inc.. Peterborough. NH 03458. Ref. No: G 109000551 r 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 By PLS SHEET NOf--:�zgq Sunwest Foods Rice Mill Buhler mill bm B2 r - r r Loads= LC 1 . total dl + II G1 r 4. Box Zoom Ie E R } E ,,Zoom In itr ;. rid 5 W 4.1 Klft -4.1 K/ft -35K 4K/ft :+Depth Depthtt :�:,, . <Selic- All TKWO Nr - l 4 1W7Unselec,tA.' 'a r"3 BoxSelectt ;., i, LLIB—ox Ums—elect'-73 Invert Selected', Lock Unselected ��_; Options �GraphcEditin`9�. ; Hide.¢ Z X Piin—i!t Units............................. Steel Code ........................ Allowable Stress Increase Factor.. Include Shear Deformation......... No. of Sections for Member Calcs.. Do Redesign ....................... P -Delta Analysis Tolerance........ US Standard AISC 9th Edition ASD 1.333 Yes 5 Yes 0.50% Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ------------------ft------------ft-------------OF---------------------------- 1 0.000 0.000 0.00 2 23.000 0.000 0.00 3 46.330 0.000 0.00 4 69.330 0.000 0.00 Boundary Conditions Joint +----- Translation -----+ No X Y Rotation ------------ K/in-------- K/in------ K-ft/rad---------------------------------- 1 Reaction Reaction 2 Reaction 3 Reaction 4 Reaction Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress -------------- Ksi---------- Ksi---------------- 10^5°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 - IL 1 4-------- BEAM CONC 540.00 1.2 1.2 1.00 11500.00 SQCOL CONC 512.00 1.2 1.2 1.00 30583.00 IL 1 Member Point Loads, BLC 1 Joints RISA_ -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Job 99138.00 Page: 6 Direction Magnitude Sacramento, CA 95826 Date. 4/24/00 ------------------------------------- K,K-ft File: MILLB2 ' Sunwest Foods Rice Mill 1 2 Y Buhler mill bm B2 8.000 Sections 1 2 Y Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C Y -35.000 ------------------------------ in -2 ---------------- in^4---------- in -4 -------- ' COL CONC 201.00 1.2 1.2 1.00 2250.00 Loads, BLC 1 Members Memb Joints Rotate Section Releases Offsets Inactive? 1 No. I J 900 Set I:AVM J:AVM I -End J -End Label I Length Member --------------------------------------------in-------in---------------ft---- Label Multiplier 1 1 2 BEAM 4.00 8.00 23.00 1 2 2 3 BEAM 8.00 8.00 23.33 7 ---------------------------- 1.9000 3 3 4 BEAM 8.00 4.00 23.00 ' __________________________< Basic Load Case Data 1.9000 BLC Basic Load Case Load Type Totals 3 No. Description Nodal Point Dist. 1 Total------dl---incldp-------lds -------------------------- -1 --------tt 3 ------- 3 ----------- 2 Wu 125 psf 11 @ bm 1 1 1 3 Wu 125 psf 11 @ bm 2 4 Wu 125 11 @ bm 3 1 1 Joints psf Pattern Member Point Loads, BLC 1 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft -----------ft or % --------------- 1 1 1 2 Y -2.400 8.000 1 1 2 Y -2.400 18.000 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 7 ---------------------------- 1.9000 2 2 3 UNIFORM 1.9000 1 3 3 4 UNIFORM 3.2000 Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member Label ----I------J-----_--- 1 1 2 ---------Multiplier UNIFORM - 2.2000 1 ' ______< Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member I J Label Multiplier 2 2 3 UNIFORM 2.2000 1 11 ri 1 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern RISA -2D (R) Version 4.01 I J Label Multiplier & Buehler Job :.99138.00 UNIFORM 2.2000 'Buehler 7300 Folsom Blvd., #103 Page: 7 Sacramento, CA 95826 Date: 4/24/00 Label File: MILLB2 23 'Sunwest Foods Rice Mill ----- / ------- o K/ft,F---------- K/ft,F----------- ft or /--- ft or o UNIFORM Buhler mill bm B2 -1.000 -1.000 0.000 0.000 ' ______< Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member I J Label Multiplier 2 2 3 UNIFORM 2.2000 1 11 ri 1 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 -------------- ----- / ------- o K/ft,F---------- K/ft,F----------- ft or /--- ft or o UNIFORM y -1.000 -1.000 0.000 0.000 Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ---------------------------------------------------------------------------- 1 total dl + 11 1 1 2 1 3 1 4 1 y 2 dl + skip 11 1&3 1 1 2 1 4 1 y 3 dl + skip 11 2&3 1 1 3 1 4 1 y 4 dl + skip 11 1&2 1 1 2 1 3 1 y 5 dl + skip 11 2 1 1 3 1 y Envelope Reactions Joint +------------ Forces -------------+ X lc y lc Moment lc ------------ K ----------------- K ---------------- K-ft------------------------- lU 0.00 1 39.35 2 0.00 1 L 0.00 1 14.69 5 0.00 1 2U 0.00 1 113.17 4 0.00 1 L 0.00 1 75.48 3 0.00 1 3U 0.00 1 154.92 3 0.00 1 L 0.00 1 117.24 4 0.00 1 4U 0.00 1 48.28 2 0.00 1 L 0.00 1 23.61 5 0.00 1 Tot:9U 0.00 1 338.99 1 L 0.00 1 242.19 5 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 1 1 U 0.00 1 39.35 2 -4.90 5 L 0.00 1 14.69 5 -13.12 2 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 8 Sacramento, CA 95826 Date: 4/24/00 File: MILLB2 r 2 Sunwest Foods Rice Mill �" `-f Buhler mill bm B2 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 2 U 0.00 1 16.80 2 -56.93.5 L 0.00 1 4.24 5 -167.53 2 3 U 0.00 1 -7.62 3 -43.49 5 L 0.00 1 -11.92 4 -189.91 2 4 U 0.00 1 -18.07 3 32.63 5 L 0.00 1 -34.47 4 -83.07 2 5 U 0.00 1 -30.92 3 242.49 4 L 0.00 1 -59.42 4 154.40'3, ----------------------------------------------------------------------------- 2 1 U 0.00 1 53.74 4 246.28 4 L 0.00 1 24.96 2 145.30 3 2 U 0.00 1 31.20 4 70.15 2 L 0.00 1 14.51 2 -43.17 5 3 U 0.00 1. 8.65 4 19.10 2 L 0.00 1 -0.53 3 -127.49 5 4 U 0.00 1 -6.39 2 25.51 2 L 0.00 1 -23.08 3 -87.81 5 5 U 0.00 1 -51_U..2 308.67 3 0.00 0.6 - 4 ---------L---------------1---------- 3 1 U 0.00 1 74.30 -----------207_70 3 x'312._89,.:3' L 0.00 1 45.79 4 -=4-. 80 4 2 U 0.00 1 44.60 3 38.10 5 L 0.00 1 28.19 4 -77.60 2 3 U 0.00 1 14.90 3 -7.4. 0-1-5 L 0.00 1 10.59 4 0.45_. 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 2 -16.09 2 ______________________< Envelope Section Deflections Section Memb y x lc y lc L/n lc ----------------in----------------in---------------------------------------- 1 1 U 0.00 1 0.00 5 NC 5 L 0.00 1 -0.02 2 NC 2 2 U 0.00 1 -0.06 5. 4320.25 5 L 0.00.1 -0.31 2 928.62 2 3 U 0.00 1 -0.05 5 4631.52 5 L 0.00 1 -0.39 2 712.10 2 4 U 0.00 1 0.00 5 NC 5 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 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill Buhler mill bm B2 RISA -2D (R) Version 4.01 Envelope Section Deflections Job : 99138.00 Page: 9 Date: 4/24/00 File: MILLB2 �Zs Section Memb y x lc y lc L/n lc ----------------in----------------in---------------------------------------- ---------------------------------------------------------------------------- 2 1 U 0.00 1 0.02 2 NC 2 L 0.00 1' -0.01 5 NC 5 2 U 0.00 1 0.12 2 2625.55 2 L 0.00 1 -0.13 5 2119.76 5 3 U 0.00 1 0.13 2 2478.93 2 L 0.00 1 -0.22 5 1271.53 5 4 U 0.00 1 0.10 2 3208.42 2 L 0.00 1 .-0.15 5 1848.62 5 5 U 0.00 1 0.02 2 NC 2 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. i BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. / / DATE 4Za4-4p 7300 Folsom Blvd. Suite 103 To Reorder Call NESS CUSTGM"printing service TOLL FREE 1-800-888-8327 NEB& hw.. Peterborough. NR 034513. - rter. rvu: auouo.u— BUEHLER & BUEHLER ASSOCIATES JOB Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. COs 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 Raj Buhler mill bm B3 a," ��.r;"y+�s Loads: LC 1 . total dl + II Ca Ct � r, rE 3, �,.. . iso xz r WOE S -5.2K/ft +"Depth, =Depth t, 3.9K/ft -2.4K -2.4 _ K3.9K/ ft .rSelectAll' 4 Unselect Alf " ;,,t4236ox Unselect �. Invett Selected..., �t 4Lock Unselected ", ' ptions fly w2i;i i Detail g[IRRE-15ate Z X Solution= Envelope Q R � � � t,rBox"Zoom 2ootn ln4'y_ 'Zoom Out' 11 i A 91 fl f 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 f AISC 9th Edition ASD r 20 1.333 Yes 5 Yes 0.50% __________________________< 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 Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ------------------ft------------ft------------OF---------------------------- Area 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 COL CONC 201.00 1.2 1.2 1.00 2250.00 Members Memb Joints Rotate Section Releases Offsets Inactive? _________< Member Point Loads, BLC 1 RISA -2D (R) Version 4.01 I J 900 Set I:AVM J:AVM I -End J -End Label y Length Buehler & Buehler Job : 99138.00 Member I J 7300 Folsom Blvd., #103 Page: 15 4.00 8.00 23.00 Sacramento, CA 95826 Date: 4/24/00 BEAM 8.00 8.00 23.33 File: MILLB3 3 4 Sunwest Foods Rice Mill 8.00 4.00 23.00 1 1 2 Buhler mill bm B3 -2.400 18.000 Members Memb Joints Rotate Section Releases Offsets Inactive? Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 3 3 4 UNIFORM 2.1000 _________< Member Point Loads, BLC 1 No. I J 900 Set I:AVM J:AVM I -End J -End Label y Length --------------------------------------------in-------in---------------ft---- Member I J 1 1 2 BEAM 4.00 8.00 23.00 2 2 3 BEAM 8.00 8.00 23.33 1 2 3 3 4 BEAM 8.00 4.00 23.00 1 1 2 Y -2.400 18.000 ____________________< Member Distributed Basic Load Case Data BLC Joints Basic Load Case Load Type Totals No. -------------- ----Description----------------Nodal---Point--Dist_ I J Label Multiplier 1 Total dl incld t lds p ----------- 2 3 UNIFORM 2 Wu 125 psf 11 @ bm 1 1 2 3 3 Wu 125 psf 11 @ bm 2 1 3 4 Wu 125 psf 11 @ bm 3 1 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 3 3 4 UNIFORM 2.1000 _________< Member Point Loads, BLC 1 Joints Member I J Direction Magnitude Location -----------------=-------------------K,K-ft ----------- ft or % --------------- 1 1 2 Y -2.400 8.000 1 1 2 Y -2.400 18.000 ____________________< Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM 1.8000 2 2 3 UNIFORM 1.8000 3 3 4 UNIFORM 3.1000 Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM 2.1000 ______< Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 2 .2 3 UNIFORM 2.1000 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 3 3 4 UNIFORM 2.1000 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End -------------------K/ft,F---------- K/ft,F----------- ft or % ------- ft or %--- UNIFORM Y -1.000 -1.000 0.000 0.000 Load Combinations Joint +------------ Forces -------------+ RISA -2D (R) Version 4.01V Buehler & Buehler Job : 99138.00 Description 7300 Folsom Blvd., #103 Page: 16 Fac Sacramento, CA 95826 Date: 4/24/00 lc Sunwest Foods Rice Mill File: MILLB3 r30 1 Buhler mill bm B3 1 3 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 Envelope Reactions Joint +------------ Forces -------------+ RWPE r No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv lc ---------------------------------------------------------------------------- 1 total dl + 11 1 1 2 1 3 1 4 1 y K-ft------------------------- 2 dl + skip 11 1&3 1 1 2 1 4 1 y 2 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 0.00 5 dl + skip 11 2 1 1 3 1 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 1 48.98 2 0.00 1 L 0.00 1 25.44 5 0.00 1 Tot:9U 0.00 1 290.79 1 L 0:00 1 198.39 5 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc. --------------K------------------K-----------------K-ft------------------- t�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 0.00. 1 -28.22 3 203.20 4 L 0-00 1 5543 4 119.12 3 2 1 U ------------_ 0.00 1 45.10 4 210.09 4 2 L U 0.00 0.00 1 1 1.7.62 23.65 2 4 113.71 75.88 3 2 L 0.00 1 7.72 2 -32.29 5 �J RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 17 Sacramento, CA 95826 Date: 4/24/00 � Sunwest Foods Rice Mill File: MILLB3r" 3� 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 0.00 1 -12.08 2 99.86 2 L 0.00 1 -28.01 3 - ' 5 U 0.00 1 -21.98 2 58.04 L 0.00 1 -49.46 3 4 ,� ---------------------------------------------------------------------------- 3 1 U 0.00 1 1!9.023 245.00 3 L 0.00 1 4 160.91 .4 2 U L 0.00 0.00 1 1 40.42 24.76 3 4 -6.19 5 -116.63 2 3 U 0.00 1 11.82 3 -1QQ Z5 L 0.00 1 7.71 4 q-240.50,4 U 0.00 1 -8.39 5 5 L 0.00 1 -20.38 2 -207.06 2 5 U 0.00 1 -25.44 5 -8.48 5 ---------------------------------------------------------------------------- L 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 3 L U 0.00 0.00 1 1 -0.32 2 -0.09 5 898.21 2 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 L 0.00 0.00 1 1 0.18 2 -0.07 5 1757.26 2 4084.95 5 3 U 0.00 1 0.23 2 1326.98 2 L 0.00 .1 -0.10 5 2616.57 5 4 U 0.00 1 0.20 2 1596.44 2 L 0.00 1 -0.05 5 5334.00 5 5 U 0.00 1 0.03 2 NC 2 ----------------------- L 0.00 ----------------------------------------------------- 1 0.00 5 NC 5 RISA -2D (R) Version 4.01 Buehler & Buehler Job 99138.00 7300 Folsom Blvd., #103 Page: 18 Sacramento, CA 95826 Date: 4/24/00 Sunwest Foods Rice Mill File: MILLB3 F3 2 Buhler mill bm B3 ____________________< Envelope Section Deflections Section Memb y x lc y lc L/n lc ----------------in ----------------- in----------------------------------------- 3 1 U 0.00 1 0.00 5 NC 5. L 0.00 1 -0.03 2 NC 2 2 U 0.00 1 -0.09 5 3045.31 5 L 0.00 1 -0.33 2 871.85 2 3 U 0.00 1 -0.18 5 1504.88 5 L 01.00 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 0.00 NC 2 ---------L--------------1------------0-03 ---------------- i BUEHLER & BUEHLER ASSOCIATES JOB �lvb6T /G� N! 4,L - STRUCTURAL ENGINEERS, INC. JOB NO. 11 l v�• O� DATE 4z / % -eo 7300 Folsom Blvd. Suite 103 �LS SACRAMENTO, CALIFORNIA 95826 CLIENT BYE SHEET NO. /y%/LG a�l DF154 /s,/ -1- ? 2 'fV' 2K r *--)?,9< lec�o-% K 1 ' 0' 1) 41 15' U 0/Gr (l 9/2 /o'X /26��) x A7 Bim -7119 Fx I.Pr #'��,2 P L Devw1oA/C-/L op K ,, I x /, 7 z "-), 4- D� P44 43� To r%ordar Cau NESS CUSTGWprinting service TOLL FREE 1-800-888.6327 NEBS, Inc.. Peterborough, NH 03458. Ref. No: G 10900055= /�M = 20 27 k ✓�' 857 4 A = 92 89� MIN f = 3 °7 �te. '� F� 6t/� • O. oD¢ 7 . A 3. Co 2 leu ` r- �0% 4� o z p o - 4PO A ~ 3, To r%ordar Cau NESS CUSTGWprinting service TOLL FREE 1-800-888.6327 NEBS, Inc.. Peterborough, NH 03458. Ref. No: G 10900055= BUEHLER & BUEHLER ASSOCIATES roB 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 BY PLS SHEET NO lr-3� Sunwest Foods Rice Mill Buhler mill bm B9 Loads= LC 1 , total dl + II 4 i.t UnseleetAll x , Box Select, ,•,� 3 'Box Unselect j; ,:Invert Selected., . Lock U; selected - Set Plot Options Units ............................. US Standard Steel Code:..... AISC 9th Edition ASD3 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 a t 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 COL CONC 201.00 1.2 1.2 1.00 2250.00 Members Memb RISA -2D (R) Version 4.01 No. I J 900 Set I:AVM Buehler & Buehler Job 99138.00 -------------------------------------------- 7300 Folsom Blvd., #103 Page: 10 - Sacramento, CA 95826 Date: 4/24/00 F-340 r� Sunwest Foods Rice Mill File: MILLB4 8.00 23.33 Buhler mill bm B4 3 3 4 BEAM 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 COL CONC 201.00 1.2 1.2 1.00 2250.00 1 Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I -End J -End Label y Length -------------------------------------------- in------- in---------------ft---- 1 1 2 BEAM 4.00 8.00 23.00 r� 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. r --------- 1 ---------------------------------------------- Total'dl incld &Pt lds -------------------- 6 3 2 Wu 125 psf 11 @ bm 1 1 1 3 Wu 125 psf 11 @ bm 2 1 4 Wu 125 psf 11 @ bm 3 1 1 Member Point Loads, BLC 1 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft----------- ft or % --------------- 1 1 2 Y -12.200 4.000 1 1 2 Y -40.200 10.000 1 1 2 Y -2.400 19.000 2 2 2 3 Y 2 3 Y -17.900 -6.700 10.000 19.000 3 3 4 Y -6.800 15.000 1 ______< 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 I J Label Multiplier - ---------------------------------------------------------------------------- - --------------------< ,--------------- Joints Member Distributed Loads, BLC 3 Load Pattern Pattern RISA -2D (R) Version 4.01 Label Multiplier Buehler & Buehler 7300 Folsom Blvd., #103 Job : Page: 99138.00 11 Sacramento, CA 95826 Date: 4/24/00}-�-7 3 File: MILLB4 F Direction Magnitude Sunwest Foods Rice Mill -------------------------------------- K,K-ft----------- Joints Buhler mill bm B4 3 3 3 4 Member ______< 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 I J Label Multiplier - ---------------------------------------------------------------------------- - ■ ____________________< 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 Member Distributed Loads, BLC 3 Load Pattern Pattern Mem---ber I J Label Multiplier 1 1 2 UNIFORM 1.9000 2 2 3 UNIFORM 1.9000 3 3 4 UNIFORM 1.9000 Direction Magnitude Member Point Loads, BLC 2 -------------------------------------- K,K-ft----------- Joints 3 3 3 4 Member I J Direction Magnitude Location 1 1 2 Y -10.100 4.000 ■ ____________________< 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 Member Distributed Loads, BLC 3 Load Pattern Pattern Mem---ber I J Label Multiplier ---------------------------------------------------------------------------- 2 2 3 UNIFORM 2.1000 Member Point Loads, BLC 4 Joints Member I J Direction Magnitude Location -------------------------------------- K,K-ft----------- ft or % --------------- 3 3 3 4 Y -8.000 15.000 ■ ____________________< Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J --------Label---------Multiplier - 3 3 4 UNIFORM 2.1000 _____________________________< Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End -------------------K/ft,F---------- K/ft,F----------- ft or % ------- ft or %--- UNIFORM Y -1.000 -1.000 0.000 0.000 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 3Q File: MILLB4 c� Sunwest Foods Rice Mill Buhler mill bm B4 Load Combinations Envelope Section Forces >========________________= Section RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ------------7--------------------------------------------------------------- 3 dl + skip 11 2&3 1 1 3 1 4 1 1 1 U y 4 dl + skip 11 1&2 1 1 2 1 3 1 L y 5 dl + skip 11 2 1 1 3. 1 -24.05 2 2 U y 1 Envelope Reactions -185.51 5 Joint +------------ Forces -------------+ 17.91 5 -319.47 2 X lc y lc Moment -31.59 lc -201.69 5 ------------ K ------------------ K ----------------- K-ft-------------------.------ 0.00 1 -38.15 lU 0.00 1 72.15 2 0.00 1 -42.04 L 0.00 1 40.56 5 0.00 1 -60.15 2U 0.00 1 150.40 4 0.00 1 - L 0.00 1 110.47 3 0.00 1 4 3U 0.00 1 118.12 3 0.00 1 ------------��6.S9 L 0.00 1 77.01 4 0.00 1 4 4U 0.00 1 45.43 2 0.00 1 2 L 0.00 1 17.24 5 0.00 1 4 Tot:9U 0.00 1 368.29 1 1 27.03 2 L 0.00 1 257.79 5 1 3.96 4 Envelope Section Forces >========________________= Section Memb i 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 5 5 L 0.00 1 -60.15 4 -109.09 2 5 U 0.00 1 - 354.13 4 L 0.00 1 -84.55 4 255.85 3 ------------------------------------ -- ------------��6.S9 ----------- 2 1 U 0.00 1 65.85 4 L 0.00 1 37.48 2 2 U 0.00 1 43.86 4 120.80 2 L 0.00. 1 27.03 2 4.02 5 3 U 0.00 1 3.96 4 30.67 2 L 0.00 1 -6.32 3 -119.35 5' 4 U 0.00 1 -11.76 2 66.63 2 L 0.00 1 -28.3.1 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 7300 Folsom Blvd.,.#103 Sacramento, CA 95826 Sunwest Foods Rice Mill Buhler mill bm B4 Job : 99138.00 Page: 13 Date: 4/24/00 File: MILLB4 I ---=====================<'Envelope Section Forces Section Memb y 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 0.00 1 -45.43 2 -15.14 2 ______________________< Envelope Section Deflections Section Memb y x lc" y lc L/n lc ----------------in----------------in---------------------------------------- 1 1 U 0.00 1 -0.02 5 NC 5 L 0.00 1 -0.04 2 NC 2 2 U 0.00 1 -0.29 5 950.40 5 F L 0.00 1 -0.57 2 500.28 2 3. U 0.00 1 -0.34 5 794.65 5 L 0.00 1 -0.71 2 392.22 2 4 U 0.00 1 -0.17 5 1667.79 5 L 0.00 1 -0.44 2 662.08 2 5 U 0.00 1 -0.01 5 NC 5 ---------------------------------------------------------------------------- L 0.00 1 -0.04 2 NC 2 2 1 U 0.00 1 0.04 2 NC 2 L 0.00 1 0.01 5 NC 5 2 U 0.00 1 0.20 2 1568.21'2 L 0.00 1 -0.06 5 4080.59.5 3 U 0.00 1 0.21 2 1486.76 2 L 0.00 1 -0.15 5 .1786.53 5 4 U 0.00 l 0.16 2 1955.45 2 L 0.00 1 -0.10 5 2642.15 5 5 U 0.00 1 0.03 2 NC 2 ------------------------ L 0.00 1 -0.01 5' NC 5 3 1 U 0.00 --------------------------------------------------- 1 0.01 5 NC 5 L 0.00 .1 -0.03 2 NC 2 2 U 0.00 1 -0.02 5 NC 5 L 0.00 1 -0.30 2 978.62 2 3 U 0.00 1 -0.09 5 3036.94 5 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 4.014 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill Buhler mill bm B4 Job : 99138.00 Page: 14 Date: 4/24/00 File: MILLB4 �¢ D Envelope Section Deflections Section Memb y x lc y lc L/n lc ----------------- in ---------------- in ---------------------------------------- 5 U 0.00 1 -0.01 5 NC 5 L 0.00 1 -0.02 2 NC 2 ---------------------------------------------------------------------------- 1 1 1 1 i BUEHLER & BUEHLER ASSOCIATES JOB esT - , A-7 �-�- ' STRUCTURAL ENGINEERS, INC. JOB NO. / 8 d DATE B� 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. 1�7 LL 4-0-144C. /yM a0� /ta AJ /l,5' �20!7 I - _ �Vj= Kik ,6/1007 y ox To rT-eorder Call NEB$ CUSTGM;'printing Service TOLL FREE 1-800-888-6327 NESS, tnc., Peterborough. NN 03458. - Ref. No: G 104000551 Www /vv / Nom,? 2b% /K Owl /, 4-,>, 13.3 Kx/. 2s -agcy- t -P -1S,4- >c- 27 / �= 2.#." e Mwt 23 �zm Mot l�G = 2 lib ' it/oT 40-V -V&C— ;5/2 I - _ �Vj= Kik ,6/1007 y ox To rT-eorder Call NEB$ CUSTGM;'printing Service TOLL FREE 1-800-888-6327 NESS, tnc., Peterborough. NN 03458. - Ref. No: G 104000551 BUEHLER & BUEHLER ASSOCIATES joB Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOBNO.. 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 bm 135 Loads: LC 1 . total dl + II fPV.'TW.S&ec_tA11 i" , .-? Unselect'Ali ¢ r , Box'Select Invert Selected 9V. "'' Lock Unset; ted,j , D 1 Units............................. Steel Code ........................ Allowable Stress Increase Factor.. Include Shear Deformation......... No. of Sections for Member Calcs.. Do Redesign ....................... P -Delta Analysis Tolerance........ US Standard AISC 9th Edition ASD 1.333 Yes 5 Yes 0.50% X43 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 IMaterials (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 i i 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: 19 Date: 4/24/00 File: MILLBS L¢G� ___< 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 Member Point Loads, BLC 1 Members Joints Memb Joints Rotate Section Releases Offsets Inactive? Member No. I J 900 Set I:AVM -J:AVM I -End J -End Label y Length Location -------------------------------------------- in-------in---------------ft---- 1 1 2 BEAM 4.00 8.00 23.00 1 2 2 3 BEAM 8.00 8.00 23.33, 11.500 3 3 4 BEAM 8.00 4.00 23.00 Loads, BLC 1 __________________________< Basic Load Case Data BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 -1 -------- Total------dl---incldP-----t-_-lds -------------------------- 1 -------- 3 ----------- 1 2 Wu 125 psf 11 @ bm 1 1 3 4 Wu 125 psf 11 @ bm 2 Wu 125 psf 11 @ bm 3 1 1 UNIFORM 1.8000 Member Point Loads, BLC 1 1 Joints Member I J Direction Magnitude' Location ------------------------------------- K,K-ft -----------ft or o --------------- 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 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 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 45.51 2 0.00 1 L 0.00 1 21.97 5 0.00 1 2U 0.00 1 117.31 4 0.00 1 L 0.00 1 81.34 3 0.00 1 3U 0.00 1 96.33 3 0.00 1 L 0.00 1 60.36 4 0.00 1 4U 0.00 1 37.20 2 0.00 1 L 0.00 1 13.66 5 0.00 1 Tot:9U 0.00 1 280.39 1 L 0.00 1 187.99 5 __.______________________< Envelope Section Forces Section I. RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Job Page: 99138.00 20 lc Sacramento, CA 95826 Date. 4/24/00 lc Sunwest Foods Rice Mill File: MILLBS � Buhler mill bm B5 1 ______< Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier ---•------------------------------------------------------------------------- 3 3 4 UNIFORM 2.1000 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F----------- ft or % ------- ft or % --- UNIFORM y -1.000 -1.000 0.000 0.000 Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ---------------------------------------------------------------------------- 1 total dl + 11 1 1 2 1 3 1 4 1 y 2 dl + skip 11 1&3 1 1 2 1 4 1 y 3 dl + skip 11 2&3 1 1 3 1 4 1 y 4 dl + skip 11 1&2 1 1 2 1 3 1 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 0.00 1 4U 0.00 1 37.20 2 0.00 1 L 0.00 1 13.66 5 0.00 1 Tot:9U 0.00 1 280.39 1 L 0.00 1 187.99 5 __.______________________< Envelope Section Forces Section I. i Memb Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 1 1 1 U 0.00.1 45.51 2 -7.32 5 L 0.00 1 21.97 5 -15.17 2 2 U 0.00. 1 24.06 2 -100.92 5 L 0.00 1 12.07 5 -206.49 2 3 U 0.00 1 3.12 3 -140.07 5 L 0.00 1 -0.99 4 -279.84 2 4 U 0.00 1 -29.78 3 -2.11 5 ' L 0.00 1 -45.44 4 -112.55 2 i RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill Buhler mill bm B5 Envelope Section Forces Section Job : 99138.00 Page: 21 Date: 4/24/00 File: MILLB5 Section Envelope Section Deflections Memb y x Memb y y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 5 U 0.00 1 -39.68 3 257.02 4 0.00 1 L 0.00 1 -66.89 4 172.94 3 0.00 ---------------------------------------------------------------------------- 2 1 U 0.00 1 50.42 4 268.00 4 0.00 1 L' 0.00 1 22.94 2 171.62 3 0.00 0.00 2 U 0.00 1 28.97 4 104.50 2 0.00 1 L 0.00 1 13.04 2 -3.67 5 0.00 3 U 0.00 1 7.53 4 59.99 2 0.00 1 L 0.00 1 -1.24 3 -79.94 5 0.00 4 U 0.00 1 -6.75.2 69.91 2 0.00 .1 L 0.00 1 -22.6 8 3 -38.27 5 0.00 ----- 5 U 0:00 1 -16.65 2 198.81 3 0.00 1 L 0.00 1 -44.13 3 102.42 4 0.00 0.00 ---------------------------------------------------------------------------- 3 1 U 0.00 1 52.20 3 _193.43 3 L 0.00 1 24.99 4 109.34 4 ' 2 U L 0.00 0.00 1 1 30.75 15.09 3 4 15.10 -95'.34 5 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 Section Envelope Section Deflections Memb y x lc y lc L/n lc ----------------in----------------in---------------------------------------- 1 1 U 0.00 1 -0.02 5 NC 5 L 0.00 1 -0.04 2 NC 2 2 U 0.00 1 -0.29 5 966.25 5 3 L U 0.00 0.00 1 1 -0.67 -0.36 2 5 420.19 768:31 2 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 2 U 0.00 ----- 1 ----------�--- -----------------�--- 0.05 2 NCC 2--------------- 2 .L 0.00 1 0.00 5 NC 5 2 U L 0.00 0.00 1 1 0.33 -0.08 2 5 945.87 3342..0'0 2 5 1 t u 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 t::541 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 5.69.11 2 5 U 0.00 1 -0.01 5 NC 5 ---------------------------------------------------------------------------- L 0.00 1 -0.03 2 NC 2 1 1 1 1 1 J., BUEHLER & BUEHLER ASSOCIATES JOB �uNry � Fee- LL STRUCTURAL ENGINEERS, INC. JOB NO. DATE La—A4 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. 6X �w Ace x 21,714 z 2? o 14x" = O, o 03 �� � z a, C/ . f ,der Call NEBS CUSTOM" printing service TOLL FREE 1.800-88&6327 NESS, Inc., Peterborough, NH 03458. Ref. No: G. 109000`_6 BUEHLER & BUEHLER ASSOCIATES JOB'`�'� STRUCTURAL ENGINEERS, INC. JOB NO. DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. ' �' Jf✓J!!� g� N 9 �� �• 7X /09 ?e 4p -Y 7, % M! )�. = � .2 � 2�, �� � � x 1933 � �• � . , . , V'R a,-/ 1p �- Jor �7 3. 1 --100'T�� ¢ 9 2 .�Le hlwrA/ = ��. X 12�U t l7. Alu- /72 8 = D. coli •d �� a 0- OK lordercau NESS 9 boCUSTGM`" rintin service TOLL FREE 1-800-988-6327 NESS. Inc., Peterborough. NH 03458. - Ref. No: G 109000551 P BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. DATE 2 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. eDpef' tw'-t�� : M IL, V14 - 1, 5k 3, y �� 2 3. 2 t, ,►� V,�dfr �/& o, 2 fFoo-a I1 1# ad- �0 1 C� �2 I2 � = I/ K- , �'�; *0 All 2 14 �5 i, /� �,� 4i C-- SPr7�cl TD AU-aW Ir-z9A - o^mer 4x J�, COX lO 3x `�ij To e0fdar Call NESS CUSTGM" printing Service TOLL FREE I-800-888.8327 NESS, Inc.. Peterborough. NH 03458. ;.v r Ref. No: G 109600551. BUEHLER & BUEHLER ASSOCIATES JOB 'voer /Gtr �'" STRUCTURAL ENGINEERS, INC. JOB NO. 9 / �v • DATE y O� 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY M/L4- 0$-5,t'I �D 0.&/la r./ I ru, Z " t O Y" I II,I�'I l/ter t�✓vc. mac_ z 2 , / ��G7 47 1 P 50�2� /,4 - 525e� ?R-i-!�Pot cVU-r�k 7- V14 Vk t -76 K Mw f = ? 4 >11r X07 C-?oV lordarcau NEBS 9 CUSTGM`"P rintin Service TOLL FREE 1-800-888.8327 NESS. Inc.. Peterborough. NH 03458. ' - -- I Ref. No: G 10900055. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i BUEHLER & BUEHLER ASSOCIATES ,IoB Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. joB No.. 99138.00 DATE 04/24/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT WA BY PLS SHEET NO Sunwest Foods Rice Mill Buhler mill bm B10 Loads: LC 1 ,total dl + II 4 7;7*17rSeIectA411 s X ,$ UnselectA1-1t , .; Z 7Box Select —7 'si, Box Unselect�.- `4- Inert Selected -g Lot.KUnselected, ---------------------------------------------------------------------------- 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 1 i 1 RISA -21) (R) Version 4.01 Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress ------------- Ksi---------- Ksi---------------- 10-5°F ---- K/ft3------- Ksi------ CONC 3600.00 1550.00 0.1670 0.65000 0.150 3.40 Sections Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C ------------------------------ in"2---------------- in^4---------- in -4-------- BEAM CONC 540.00 1.2 1.2 1.00 11500.00 SQCOL CONC 512.00 1.2 1.2 1.00 30583.00 COL CONC 201.00 1.2 1.2 1.00 2250.00 ________________________________< Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I -End J -End Label y Length - -------------------------------------------in-------in---------------ft---- 1 1 2 BEAM 4.00 8.00 23.00 2 2 3 BEAM 8.00 8.00 23.33 3 3 4 BEAM 8.00 4.00 23.00 Basic Load Case Data BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. --------------------------------------------- 1 Total dl incld pt lds 3 3 ' 2 Wu 125 psf 11 @ bm 1 1 3 Wu 125 psf 11 @ bm 2 1- 4 Wu 125 psf 11 @ bm 3 1 _______________________< Member Point Loads, BLC 1 Joints Member I J Direction Magnitude Location - -------------=---------------------- K,K-ft-----------ft or o--------------- 1 1 2 Y -2.400 8.000 1 1 2 Y -2.400 18.000 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 t Buehler & Buehler 7300 Folsom Blvd., #103 Job : Page: 99138.00 23 Sacramento, CA 95826 Date: 4/24/00 jrSl- File: MILLB10 Sunwest Foods Rice Mill Buhler mill bm B10 Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress ------------- Ksi---------- Ksi---------------- 10-5°F ---- K/ft3------- Ksi------ CONC 3600.00 1550.00 0.1670 0.65000 0.150 3.40 Sections Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C ------------------------------ in"2---------------- in^4---------- in -4-------- BEAM CONC 540.00 1.2 1.2 1.00 11500.00 SQCOL CONC 512.00 1.2 1.2 1.00 30583.00 COL CONC 201.00 1.2 1.2 1.00 2250.00 ________________________________< Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I -End J -End Label y Length - -------------------------------------------in-------in---------------ft---- 1 1 2 BEAM 4.00 8.00 23.00 2 2 3 BEAM 8.00 8.00 23.33 3 3 4 BEAM 8.00 4.00 23.00 Basic Load Case Data BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. --------------------------------------------- 1 Total dl incld pt lds 3 3 ' 2 Wu 125 psf 11 @ bm 1 1 3 Wu 125 psf 11 @ bm 2 1- 4 Wu 125 psf 11 @ bm 3 1 _______________________< Member Point Loads, BLC 1 Joints Member I J Direction Magnitude Location - -------------=---------------------- K,K-ft-----------ft or o--------------- 1 1 2 Y -2.400 8.000 1 1 2 Y -2.400 18.000 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 t RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 24 Sacramento, CA 95826 Date: 4/24/00S� File: MILLB10 Sunwest Foods Rice Mill Buhler mill bm B10 ______< Member Distributed Loads, BLC 2 a 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 -------- DirStart End Start ----------- K/ft,F----------- 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 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 �y 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 r 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 -L----------O-00-1------------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 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 �i 2 U 0.00 1 33.88 3 67.80 5 L 0.00 1 18.22 4 -42.64 2 3 U L 0.00 0.00 1 1 12.43 8.32 3 4 -10.42 -150.19 5 2 4 U 0.00 1 -0.63 5 34.19 5 L 0.00 1 -12.62 2 -139.76 2 5 U 0.00 1 -10.53 5 -3.51 5 L 0.00 1 -34.07 2 -11.36 2 ---------------------------------------------------------------------------- ________________< Envelope Section Deflections Section Memb y x lc y, lc L/n lc ----------------in----------------in---------------------------------------- 1 1 U 0.00 1 0.00 5 NC 5 L 0.00 .1 -0.02 2 NC 2 2 U 0.00 1 -0.05 5 5592.43 5 L 0.00 1 -0.28 2 1014.42 2 3 U 0.00 1 -0.03 5 7180.64 5 4 L '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 r t RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 ItSunwest Foods Rice Mill Buhler mill bm B10 Job : 99138.00 Page: 26 Date: 4/24/00 File: MILLB10 ________< Envelope Section Deflections---------------------------------------------------------------------------- Section Memb y x lc y lc L/n lc �5 U 0.00 1 0.01 5 NC 5 L 0.00 1 -0.02 2 NC 2 ---------------------------------------------------------------------------- 2 1 U 0.00 1 0.02 2 NC 2 ' L 0.00 1 -0.01 5 NC 5 2 U 0.00 1 0.09 2 3769.02 2 L 0.00 1 -0.16 5 1822.99 5 , 3 U 0.00 1 0.07 2 4897.44 2 L 0.00 1. -0.26 5 1073.44 5 4 U 0.00 1 0.05 2 8012.86 2 L 0.00 1 -0.20 5 1451.23 5 5 U 0.00 1 0.01 2 NC 2 L 0.00 1 -0.02 5 NC 5 - --------------------------------------------------------------------------- 3 1 U 0.00 1 0.02 5 NC 5 ` L 0.00 1 -0.01 2 NC 2 2 U 0.00 1 0.07 5 4763.37 5 L 0.00 1 -0.17 2 1642.89 2 3' U 0.00 1 0.03 5 NC 5 L 0.00 1 -0.29 2 943.00 2 4 U 0.00'1 -0.01 f 1 r 1 5 NC 5 L 0.001 -0.24 2 1189.17 2 5 U 0.00 1 0.00 5 NC 5 L 0.00 1 -0.02 2 NC 2 f 1 r 1 BUEHLER & BUEHLER ASSOCIATES JOB /V' STRUCTURAL ENGINEERS, INC. JOB NO. ©� DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. /v. I Ac lZ w -a -74 filar Mot Gall NEBS CUSTGM"printing service TOLL FREE 1.800-88"327 NESS, Inc.. Peterborough. NH 03458. /M 127 Ret. No: G 10900055 BUEHLER & BUEHLER ASSOCIATES JOB Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 04/24/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT C.IA By PLS SHEET NO- Sunwest Foods Rice Mill Buhler mill bm 1311 Loads: LC 1 . total dl + II 4 Solution: Envelope BoxZoomy MP0--M-0---t7- EMO 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% �( o 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 Modult7 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 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 32 Sacramento, CA 95826 Date: 4/24/00 File: MILLBII Sunwest Foods Rice Mill Buhler mill bm B11 --------------------------------< 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 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---------LabelMultiplier ---------------- ------------------------- 1 1 2 UNIFORM 1.8000 2 2 3 UNIFORM 1.8000 �. 3 3 4 UNIFORM 1.8000 Member Distributed Loads, BLC 2 t 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 t Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier 3 3 4 UNIFORM 2.1000 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F----------- ft or % ------- ft or %--- UNIFORM y -1.000 -1.000 0.000 0.000 Load Combinations RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 No. Description 7300 Folsom Blvd., #103 Page: 33 BLC Sacramento, CA 95826 Date: 4/24/00] 2 ----------------------------------------------------------- 1 total dl + 11 File: MILLBII c•� 2 1 Sunwest Foods Rice Mill 4 1 Buhler mill bm Bil 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 FacBLC 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'll 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 -------------+ 1 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 L 0.00.1 0.00 1 101.73 65.76 3 4 0.00 0.00 1 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 i Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 1 1 U. 0.00. 1 53.21 2 -9.89 5 L 0.00 1 29.67 5 -17.74 2 2 U 0.00. 1 31.76 2 -145.86 5 L 0.00 1 19.77 5 -251.43 2 3 U 0.00 1 -27.18 3 -176.71 5 - L 0.00 1 -31.29 4 37"x.48 4 U L 0.00 0.00 1 1 -37.08 3 -52.74 4 2 -105.22 5 2 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 34 Sacramento, CA 95826 Date: 4/24/00 r� File: MILLBII Sunwest Foods Rice Mill Buhler mill bm B11 ______________________< Envelope Section Deflections Section Envelope Section Forces Section Memb y x lc y Memb y L/n Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ U 0.00 1 -0.02 5 U 0.00 1 -46.98 3 304.48 4 -0.03 L 0.00 1 .1 U 220.40 3 ---------------------------------------------------------------------------- 2 1 U 0.00 1 57.93 4 15.32' 0.00 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 1965.14 L 0.00 1 -2.73 3 -100.24 5 4 U 0.00 1 -8.24 2 57.79 2 0.00 L 0.00 1 -24.17 3 -50.38 5 5 U 0.00 1 -21.54 2 207.34 3 0.00 L 0.00 1 -49.02 3 110.95 4 ---------------------------------------------------------------------------- 3 1 U 0.00 1 52.71 3 204.87 3 2 L 0.00 1 25.50 4 120.79 4 2 U 0.00 1 31.26 3 23.72 5 4708.30 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 ---------------------------------------------------------------------------- .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 n RISA -2D (R) Version 4.01 Buehler & Buehler Job 99138.00 7300 Folsom Blvd., 4103 Page: 35 Sacramento, CA 95826 Date: 4/24/00 File: MILLB11 Sunwest Foods Rice Mill Buhler mill bm B11 Envelope Section Deflections Section Memb y x lc y lc L/n lc ----------------in----------------in---------------------------------------- 3 U 0.00 1 0.20 2 1534.49 2 L 0.00 1 -0.13 5 2065.74 5 4 U 0.00 1 0.15 2 2096.15 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 L 0.00 0.00 1 1 -0.01 -0.25 5 2 NC 1168.24 5 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--------------1 0.00 ------------0_02_2 NC - 2 n 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 joB Sun West Foods Rice Mill roB No.. 99138.00 DATE 04/26/00 CLIENT CJA BY PLS SHEET NO Sunwest Foods Rice Mill F{m f WZ% Buhler mill bm 811.2 Loads: LC 1 . total dl + II Po tYJ z' N ;r 1114 �� I Z aG �' RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 1 Sacramento, CA 95826 Date: 4/26/00 File: MILLBII r, Sunwest Foods Rice Mill �~ 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 -----+ 1 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 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 Members Memb Joints Rotate'Section Releases Offsets .Inactive? No. I J 900 Set I:AVM J:AVM I -End J -End Label I Length ------ ----------------------------------=--- in ------- in --------------- ft----. 1 1 2 BEAM 8.00 8.00 23.00 2 2 3 BEAM. 8.00 8.00 23.33• RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 2 Sacramento, CA 95826 Date: 4/26/00 File: MILLBII Sunwest Foods Rice Mill Buhler mill bm B11.2 Basic Load Case Data BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. ---------------------------------------------------------------------------- 1 Total dl incld & pt lds 3 2 2 Wu 125 psf 11 @ bm 1 1 3 Wu 125 psf 11 @ bm 2 1 Member Point Loads, BLC 1 Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM 1.8000 2 2 3 UNIFORM 1.8000 Member Distributed Loads, BLC 2 Joints Load Pattern Pattern 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 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F----------- ft or % ------- ft or %--- UNIFORM y -1.000 -1.000 0.000 0.000 Joints Combinations 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 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 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 r. RISA -2D (R) Version 4.01 Buehler & Buehler Job 99138.00 7300 -Folsom Blvd., #103 Page: 3 Sacramento, CA 95826 Date: 4/26/00 File: MILLB11 �2 Sunwest Foods Rice Mill Buhler mill bm B11.2 Envelope Reactions Joint +------------ Forces --------.-----+ X lc y lc Moment lc K----------------- K ---------------- K-ft------------------------- lU 0.00 1 50.10 2 0.00 1 L 0.00 1 27.20 3 0.00 1 2U 0.00 1 141.21 1 0.00 1 L 0.00 1 111.41 2 0.00 1 3U 0.00 1 35:94 3 0.00 1 L 0.00 1 12.98 2 0.00 1 Tot:9U 0.00 1 220.69 1 L 0.00 1 174.49 2 Section Envelope Section Forces Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 1 1 U 0.00 1 50.10 2 -18.14 3 ' L 0.00 1 27.20 3 -33.40 2 2 U 0.00 1 28.97 2 -139.08 3 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----------0-00-1------------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 3 U 0.00 0.00 1 1 -0.45 2 -0.23 3 649.54 2 1196.31 3 L 0.00 1 -0.55 2 509.80 2 r I RISA -2D (R) Version 4.01 Buehler & Buehler Job 99138.00 7300 Folsom Blvd., #103 Page: 4, Sacramento, CA 95826 Date: 4/26/00 File: MILLB11 Sunwest Foods Rice Mill Buhler mill bm B11.2 Envelope Section Deflections Section Memb y x lc y lc L/n lc ----------------in---------------- in---------------------------------------- 4 U 0.00 1 -0.09 3 3198.19 3 .L 0.00 1 -0.33 2 890.91 2 5 U 0.00 1 0.00 3 NC 3 ' L 0.00 1 003 NC 2 - --------------------------------------------------- 2 1 U 0.00 1 0.03 2 ------------------ NC 2 L 0.00 1 0.00 3 NC 3 2 U 0.00 1 0.10 2 3303.05 2 L 0.00 1 -0.15 3 1940.36 3 3 U 0.00 1 0.04 2 9673.67 2 L 0.00 1 -0.29 3 961.06 3 4 U 0.00 1 -0.01 2 NC 2 L 0.00 1 -0.26 3 1151.44 3 5 U 0.00 1 0.00 2 NC 2 ' L ---------------------------------------------------------------------------- 0.00 1 -0.03 3 NC 3 I BUEHLER &BUEHLER ASSOCIATES JOBN STRUCTURAL ENGINEERS, INC. JOB NO. �9 / • .00 DATE o� 7300 Folsom Blvd. Suite 103 ,-, SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. M /e'4- 0/0.2 A ir IV t'='4 a 1,,- = G.7'" W,4,0,- - /' 0 "V'rT wrc l2, 2 '� a'7-// a �T l w►t-,� P LL = /d� l �Sfa v ►� /VV % G % K n 7 D.35 � gp�o .N � M64 rda, can NE85 CUSTGM"printing service TOLL FREE 1-800-888.6327 NESS, Inc.. Peterborough, NH 03458. '', Ref. No: G 109000511 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 SHEETNO �r Sunwest Foods Rice Mill Buhler mill bm 1312 Loads: LC 1 . total dl + II 3.9K/&0 q1C -3.9K/ft-3.9K/ft 1 1 M1.B C 6 4 Y Solution= Envelope F ,r.,., k x� Y Z ro ►��'i' �Y , Z� 3 k V Iso PXZ YZ° f 'Dox.Zoom ,_Zoom Out Of ►I .+D'epth ^;Depth= :' 'it S elect All _ : 9 ' ,. '- UnselectAll: 13ox.SZ-1—eW '.;.,rBox Unselect;ist , invert Selected.,E 1 Lock Unselected,,. ptions Member�•��Detal ZXI Q lel'-7 € HnPrt 1 i 11 ' 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. .0.500 Joint Joint X Y Coordinates Joint No Coordinate Coordinate Temperature ------------------ ft ------------ ft ------------ OF --------------------------- - .� 1 0.000 0.000 0.00 2 23.000 0.000 0.00 3 46.330 0.000 0.00 4 69.330 0.000 0.00 1 i 11 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---------360000------155000 0.1670 -065000------0150-------340 < 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 378.00 1.2 1.2 1.00 8040.00 ' Buehler & Buehler Job : 99138.00 Memb Joints Rotate Section Releases Offsets Inactive? 7300 Folsom Blvd., #103 Page: 27 J -End Label y Length Sacramento, CA 95826 -Date: 4/24/00 1 1 2 BEAM - 4.00 File: MILLBI2 2 2 3 BEAM Sunwest Foods Rice Mill 8.00 23.33 ' 3 3 4 BEAM Buhler mill bm B12 4.00 23.00 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---------360000------155000 0.1670 -065000------0150-------340 < 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 378.00 1.2 1.2 1.00 8040.00 ' ___< 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.DescriptionNodal Point Dist. ---------------- 1 Total dl incld & pt lds ---------------7-7-------- 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' RISA -21) (R) Version 4.01 ehler & Buehler 00 Folsom Blvd., #103 cramento, CA 95826 nwest Foods Rice Mill hler mill bm B12 Job : 99138.00 Page: 28 Date: 4/24/00 File: MILLBI2 ____________< Member Distributed Loads, BLC 1< Member Distributed Loads, BLC 2Joints Load Pattern Pattern Member I J Label Multiplier 1 2 UNIFORM 2.1000Joints Load PatternPattern fEb� er I J Label Multiplier 1 1 2 UNIFORM 1.8000 2 2 3 UNIFORM 1.8000 3 3 4 UNIFORM 1.8000 Member Point Loads, 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 t-mber I J Direction Magnitude Location - ------------------------------------ K,K-ft-----------ft or %--------------- 3 3 4 Y -8:000 15.000 t__________________< Member Distributed Loads, BLC 4 >_____________________ Joints Load Pattern Pattern mber-----I------J---------Label Multiplier ------------ ------------------------- 3 3 4 UNIFORM 2.1000 < Load Patterns tt=t=e==rn===================Ma=g==ni=tudes 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 RWPEto====== . Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv --------------------------------------------------------------------------- total dl + 11 1 1 2 1 3 1 4 1 y dl + skip 11 1&3 1 1 2 1 4 1 y 1 ------------- 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 t-mber I J Direction Magnitude Location - ------------------------------------ K,K-ft-----------ft or %--------------- 3 3 4 Y -8:000 15.000 t__________________< Member Distributed Loads, BLC 4 >_____________________ Joints Load Pattern Pattern mber-----I------J---------Label Multiplier ------------ ------------------------- 3 3 4 UNIFORM 2.1000 < Load Patterns tt=t=e==rn===================Ma=g==ni=tudes 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 RWPEto====== . Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv --------------------------------------------------------------------------- total dl + 11 1 1 2 1 3 1 4 1 y dl + skip 11 1&3 1 1 2 1 4 1 y 1 RISA -2D (R) Version 4.01 Load Combinations RWPE & Buehler Job : 99138.00 'Buehler 7300 Folsom Blvd., #103 Page: 29 Sacramento, CA 95826 Date: 4/24/00 BLC Fac File: / MILLBI2 F�--% J 3 dl + skip 11 2&3 Sunwest Foods Rice Mill 3 1 4 1 Shear Buhler mill bm B12 y lc Load Combinations RWPE Envelope Section Forces ' Section No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 3 dl + skip 11 2&3 1 1 3 1 4 1 Shear lc y lc 4 dl + skip 11 1&2 1 1 2 1 3 1 y 1 1 5 dl + skip 11 2 1 1 3 1 54.13 2 -7.51 y L 0.00 1 22.54 5 -18.04 2 2 Envelope Reactions 1 10.38 2 Joint +------------ Forces -------------+ L 0.00 1 X lc y lc Moment lc 3 U ------------ K ----------------- 1 K ---------------- K-ft------------------------- 3 -53.10 5 lU 0.00 1 54.13 2 0.00 1 -209.95 2 L 0.00 1 22.54 5 0.00 1 3 42.64 2U 0.00 1 123.80 4 0.00 1 -39.32 4 L 0.00 1 83.87 3 0.00 1 1 -34.12 3U 0.00 1 121.44 3 0.00 1 0.00 1 L 0.00 1 80.33 4 0.00 1 U ' 4U 0.00 1 43.53 2 0.00 1 L L 0.00 1 15.35 5 0.00 1 2 Tot:9U 0.00 1 325.09 1 4 62.82 2 ' L 0.00 1 214.59 5 21.76 2 -53.96 Envelope Section Forces ' Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 1 1 U 0.00 1 54.13 2 -7.51 5 L 0.00 1 22.54 5 -18.04 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 -17.87 4 -209.95 2 4 U 0.00 1 -21.22 3 42.64 5 L 0.00 1 -39.32 4 -73.56 2 5 U 0.00 1 -34.12 3 275.59 4 L 0.00 1 -63.77 4 177.32 3 2 1 U 0.00 1 60.03 4 278.09 4 L 0.00 1 31.66 2 166.89 3 2 U 0.00 1 38.58 4 62.82 2 L 0.00 .1 21.76 2 -53.96 5 3 U 0.00 1 -0.77 4 0.19 2 L 0.00 1 -11.04 3 -149.84 5 4 U 0.00 1 -15.94 2 60.62 2 L 0.00 1 -32.49 3 -59.15 5 5 U 0.00 1 -32.54 2 267.26 3 ---------------------------------------------------------------------------- L 0.00 1 -60.64 3 152.43 4 1 1 11 1 1 1 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 30 Sacramento, CA 95826 Date: 4/24/00 File: MILLBI2 � Sunwest Foods Rice Mill Buhler mill bm B12 Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 3 1 U 0.00 1 60.80 3 267.14 3 L 0.00 1 29.97 4 166.03 4 2 U 0.00 1 39.35 3 46.69 5 L 0.00 1 20.07 4 -71.20 2 3 U 0.00 1 17.90 3 -42.41 5 L 0.00 1 10.17 4 -208.10 2 4 U 0.00 1 -5.45 5 -62.32 5 L 0.00 1 -22.08 2 -194.96 2 5 U 0.00 1 -15.35 5 -5.12 5 ---------------------------------------------------------------------------- L 0.00 1 -43.53 2 -14.51 2 ______________________< Envelope Section Deflections Section Memb y x lc y lc L/n lc ----------------in----------------in---------------------------------------- 1 1 U 0.00 1 -0.01 5 NC 5 L 0.00 1 -0.03 2 NC 2 2 U 0.00 1 -0.13 5 2173.88 5 L 0.00 1 -0.51 2 551.23 2 3 U 0.00 1 -0.11 5 2417.06 5 L 0.00 1 -0.63 2 442.37 2 4 U 0.00 1 0.00 5 NC 5 L 0.00 1 -0.39 2 742.87 2 5 U 0.00 1 0.01 5 NC 5 L 0.00 1 -0.03 2 NC 2 ----------------------------------------------------------------------------- 2 1 U 0.00 1 0.03 2 NC 2 L 0.00 1 -0.01 5 NC 5 2 U 0.00 1 0.16 2 2009.89 2 L. 0.00 1 -0.22 5 1307.07 5 3 U 0.00 1 0.17 2 1882.27 2 L 0.00 1 -0.34 5 812.08 5 4 U 0.00 1 0.16 2 2021.56 2 L 0.00 1 -0.22 5 1285.09 5 5 U 0.00 1 0.03 2 NC 2 L 0.00 1 -0.02 5 NC 5 ---------------------------------------------------------------------------- 3 1 U 0.00 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 L 0.00 1 -0.61 2 457.99 2 . 4 U 0.00 1 -0.09 5 3030.80 5 L 0.00 1 -0.48 2 583.23 2 1 1 r. it n 1 RISA -2D (R) Version 4.01 ' Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 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 --------------------------------------------------------------------------- 1 Job : 99138.00 Page: 31 P-7 Date: 4/24/00 File: MILLB12 1 11 1 11 1 n 1 r� BUEHLER & BUEHLER ASSOCIATES JOB - 'gAZ�5T ' STRUCTURAL ENGINEERS, INC. JOB NO. DATE / ov 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENTBy r/S SHEET NO.� st- t • :i j- ti � 1 y WS ® N 4N iV' Z 44 j' �` I s� `� i ' 4 V IL IL V) I `rA3 n \j r rb 'CIA To Reorder Cab NESS CUSTW"printing service TOLL FREE t -boo -688-6327 NEB$,'=.. Peteftrough. NH 03458. flet. No: G 10900055L 1 1 1 1 1 1 11 II 11 BUEHLER &BUEHLER ASSOCIATES JOB 45 6 #�� !�-" STRUCTURAL ENGINEERS, INC. JOB NO. �T', 4a DATE oO 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. J'P" �or�L x ��r c /sT LL K S- k 7 JL)r- 4-0 OL 1L �7 Z- O[. - 1, � L /,/ X !� k /10,3 X /��� � 2X�,¢f �xG•�x = 7 . 23,3 J'P" �or�L x /L -2,X /ew,- �X /3® f 450712 LL K us O[. - 1, � L /,/ X !� k /10,3 X /��� � 2X�,¢f �xG•�x = 7 . 23,3 C� /, ��/./X /0.7x/G.3 X /.3arsf 3�2� 2 30.¢J= Oil,/ �or�L ISL 3 2, -/7L 7t z " 3 rI " Z �"A Y'A.5 03 .Tgortlor Can NESS CUSTW"printing service TOLL FREE 1-800-868.6327 NEBS, Inc.. Peterborough. NH 03458. Ref. No: G 10900055' 1 1 fl 1 1 f 'd J 1 1 1 RISA -2D (R) Version 4.01 rop- -TI (4 1 Z2, 2�,1 Buehler & Buehler Job :, 99138.00 7300 Folsom Blvd., 4103 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 ----------+ lsfoment 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 4 0.00 9.17 0.00 0.00 Totals: 0.00 69.33 Center of Gravity Coords (X,Y,Z) (ft) 34.665, '0.000, 0.000 rop- -TI (4 1 Z2, 2�,1 6 11 2&3 Reactions, LC @ only Joint +--------- Forces ----------+ Moment No X Y Mz ------------- 1 K -------------- K ------------- 0.00 -0.81 K -ft------------------------------ 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 ` I r ;1 BUEHLER &BUEHLER ASSOCIATES JOB ) %11 / LCs STRUCTURAL ENGINEERS, INC. JOB NO. . Oct DATE 2 0� 7300 Folsom Blvd. Suite 103 CLIENT BY�LS SHEET NO.— SACRAMENTO, CALIFORNIA 95826 As 5, ' _ (�e- � IAI Z 67 / K T/�6 e /2 cG Co= r `o'eao _7_.-_--ey1 - 0,0046 0146 = 7.3�''v2 /✓or 6 ov lest -34)Or MAx N C'I Q �, py opie-7 IAJk - 3 � °err //w Giov M s '0- ¢- &- 9 6y e2) 404 1,,/ A = 3.7 �o % x�T r°�.'0 z o. S2oo /36, �ir�•n� = O.Od 3-3 w 2�' /. 9 der Cao NESS CUSTGM"printing service TOLL FREE 1-800-888-6327 NESS, inc.. Peterborough. NH 03458. Ret. No: G 10900055 t f fl 11 1 1 BUEHLER & BUEHLER ASSOCIATES JOB Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 04/25/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT CJA BY PLS SHEET NO $ y� Sunwest Foods Rice Mill mill girder frame G1 Loads: LC 1 . total dl + II Solution: Envelope fiI It Units............................. Steel Code ........................ Allowable Stress Increase Factor.. Include Shear Deformation......... No. of Sections for Member Calcs.. Do Redesign ....................... P -Delta Analysis Tolerance........ US Standard AISC 9th Edition ASD 1.333 Yes 5 Yes 0.50% r—c54' Joint Coordinates ______________ Joint +----- Translation -----+ No X Y Rotation ------------K/in-------- K/in------ K-ft/rad---------------------------------- 1 Reaction Reaction 2 Reaction Reaction 3 Reaction Reaction 4 Reaction Reaction 5 Reaction Reaction 6 Reaction Reaction Joint X Y Joint No Coordinate Coordinate Temperature 1 -0.670 0.000 0.00 2 25.000 0.000 0.00 3 45.000 0.000 0.00 4 65.000 0.000 0.00 5 85.000 0.000 0.00 6 105.000 0.000 0.00 7 125.000 0.000 0.00 8 145.000 0.000 0.00 9 165.670 0.000 0.00 Boundary Conditions r f II 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 BLC Sections >________________________________ Load Type Totals RISA -2D (R) Version 4.01 Section I J Direction Database Buehler & Buehler Job 99138.00 total Wu 11 7300 Folsom Blvd., #103 Page: 15 Label Area 0,2 Sacramento, CA 95826 Date: 4/25/00 ------------------------------in-2 Sunwest Foods Rice Mill��� File: MILLGI in^4---------- mill girder frame G1 5 GIRDER @ bay 6 Boundary Conditions CONC 648.00 1.2 1.2 1.00 13800.00 Joint +----- Translation -- --+ --------- ---------------__< Members No X Y Rotation Memb Joints Rotate ------------K/in-------- K/in------ K-ft/rad---------------------------------- Offsets Inactive? 7 Reaction Reaction J 900 Set I:AVM J:AVM 8 Reaction Reaction Label y Length -------------------------------------------- 9 Reaction Reaction in-------in--------------- ft---- 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 Basic Load Case Data BLC Sections >________________________________ Load Type Totals Section I J Direction Database Material As As I I T total Wu 11 Label 9 8 4 3 Shape Label Area 0,2 1,3 t 1,3 0,2 C 3 3 ------------------------------in-2 4 Wu 11 ---------------- in^4---------- in -4 -------- 5 GIRDER @ bay 6 1 1 CONC 648.00 1.2 1.2 1.00 13800.00 --------- ---------------__< Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I -End J -End Label y Length -------------------------------------------- in-------in--------------- ft---- ,� 1 1 2 GIRDER 16.00 8.00 25.67 2 2 3 GIRDER 8.00 8.00 20.00 3 3 4 GIRDER 8.00 8.00 20.00 4 4 5 GIRDER 8.00 8.00 20.00 5 5 6 .GIRDER 8.00 8.00 20.00 6 6 7 GIRDER 8.00 8.00 20.00 7 8 7 8 8 9 GIRDER GIRDER 8.00 8.00 8.00 16.00 20.00 20.67 Basic Load Case Data Member Point Loads, BLC 1 BLC Joints Basic Load Case Load Type Totals No. I J Direction Description Nodal Point Dist. ---------------------------------------------------------------------------- 1 2 total Wu 11 dl @ bay 1, 5& 7 9 8 4 3 1 3 Wu 11 @ bay 2, 4& 8 3 3 2 4 Wu 11 @ bay 3 1 1 5 Wu 11 @ bay 6 1 1 Member Point Loads, BLC 1 Joints Member I J Direction Magnitude Location ------------------------- ------------ K,K-ft-----------ft or % --------------- 1 1 1 2 Y 1 2 Y -29.000 -29.000 %33.000 %67.000 2 2 3 Y -46.000 %50.000 t 1 t it Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill mill girder frame G1 RISA -2D (R) Version 4.01 Member Point Loads, BLC 1 Job : 99138.00 Page: 16 Date: 4/25/00 File: MILLGI�/ Member Distributed Loads, BLC 1 Joints Joints Pattern Load Pattern Member I J Direction Magnitude Location ------------------------------------- 1 1 K,K-ft----------- ft or % --------------- 3 3 4 Y -68.000 %50.000 4 4 5 Y -33.000 %50.000 5 5 6 Y -47.000 %50.000 6 6 7 Y -47.000 %50.000 7 7 8' Y -47.000 %50.000 8 8 9 Y -33.000 %50.000 Member Distributed Loads, BLC 1 Member Point Loads, BLC 2 Joints Joints Pattern Load Pattern Pattern ' Member-----I ------J ----_--- Label ------------------------------------------- Multiplier 1 1 1 2 UNIFORM 1.8000 1 2 2 2 3 UNIFORM 1.9000 Y 3 3 4 UNIFORM 1.8000 -42.000 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 ---------------------------------------------------------------------------- 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 i I 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 i I _______________________< Member Point Loads, BLC 3 Joints Member I J Direction Magnitude Location -------------------------------------K,K-ft -----------ft or % --------------- 2 2 2 3 Y -42.000 %50.000 4' 4 5 Y -42.000 %50.000 8 8 9 Y -44.000 %50.000 i I Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member RISA -2D (R) Version 4.01 Label Multiplier ---------------------------------------------------------------------------- 2 & Buehler Job : 99138.00 �Buehler j 7300 Folsom Blvd., #103 Page: 17 8 Sacramento, CA 95826 Date: 4/25/00 Pattern Sunwest Foods Rice Mill File: MILLGI fGp7 Label Dir Start mill girder frame G1 End Member Distributed 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 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 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 ---------------------------------------------------------------------------- 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 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 1 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill mill girder frame Gi RISA -2D (R) Version 4.01` Job : 99138.00 Page: 18 Date: 4/25/00 File: MILLGIO G w ________________________< Envelope Section Forces Envelope Reactions Joint +------------ Forces -------------+ Memb X lc Y lc Moment lc lc ----------------- K ---------------- K-ft------------------------- -----------------K------------------K-----------------K-ft------------------ �------------K j lU 0.00 1 80.30 2 0.00 1 -44.83 L 0.00 1 33.62 4 0.00 1 4 2 2U 0.00 1 231.87 3 0.00 1 22.972 L 0.00 1 149.51 4 0.00 1 1 3U 0.00 1 134.08 1 0.00 1 0.000 L 0.00 1 94.56 3 0.00 1 U 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 6U 0.00 0.00 1 1 113.29 152.30 2 1 0.00 0.00 1 1 L 0.00 1 108.75 3 0.00 1 3 7U 0.00 1 140.86 1 0.00 1 .0 L 0.00 1 101.05 3 0.00 1 3 8U 0.00 1 178.53 3 0.00.1 1 50:342 L 0.00 1 127.27 2 0.00 1 1 9U 0.00 1 51.11 4 0.00 1 0.000 L 0.00 1 17.18 2 0.00 1 U Tot:9U 0.00 1 1267.15 1 2 - L 0.00 1 955.62 4 -62.3 4 w ________________________< Envelope Section Forces Section Memb Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 1 1 U 0.00 1 80.30 2 -44.83 4 2 L U 0.000 0.00 1 1 33.623 61.36 4 2 -107.1 -212.28 2 4 L 0.000 1 22.972 4 -526.2 2 3 U 0.00 1 -16.68 4 - 4 L 0.000 1 -27.975 3 -523.3 2 4 U 0.00 1 -56.33 4 4 L 0.000 1 -112.911 3 -203.2 2 5 U L 0.00 0.000 1 1 - -131.847 3 604.97 369.3 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 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 19 Sacramento, CA 95826 Dater 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 4 --------------------------------------------------------ft------------------ 3 1 U .0.00 1 78.51 2 236.11 1 L 0.000 1 44.985 3 158.0 2 Q 2 U 0.00 1 63.58 2 25.06 4 L 0.000 1 36.585 3 -173.6 2 3 U 0.00 1 -37.17 4 4 L 0.000 1 -61.540 1 2�� =-435.4 4 U 0.00 1 -45.57 4 4 L 0.000 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 1 63.84_ 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 L 0.000 1 -62.500 3 -97.1 4 5 U 0.00 1 -40 25 2 338.71 3 L 0.000 1 83.033 3 206.1 4 5 1 U 0.00 1 81.64 3 339.64 3 L 0.000 1 39.172 4 /2 2 U 0.00 1 66.71 3 66.91 4 3 L U 0.000 0.00 1 1 30.772 -24.634 4 -102.4.2 -57.09 4 L 0.000 1 -46.048 1 -338.8 2 4 U 0.00 1 -33.03 4 77.444 L 0.000 1 -60.981 1 -90.1 2 5 U 0.00 1 -41.43 4 312.13 1 L 0.000 1 -75.914 1 203.9 3 ,,---------------------------------------------------------------------------- , 6 1 U 0.00 1 76.38' 1 311.82 1 L 0.000 1 41.608 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 1 730.54 3 J 2 L 0.000 1 -57.923 4 -105.1 4 5 U' 0.00 1 -38.94 3 274.15 1 L ----------0_000-1-----------72_856-4------------195_5 3 i 7 1 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 20 Sacramento, CA 95826 Date: 4/25/00 File: MILLGIGO Sunwest Foods Rice Mill / mill girder frame G1 Envelope Section Forces Section Memb Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 7 1 U 0.00 1 70.89 2 276.71 1 L 0.000 1 35.886 4 180.1 3 2 U 0.00 1 55.96 2 76.79 4 L 0.000 1 27.4864 -90.6 2 3 U 0.00 1 -27.91 4 -31.88 4 L 0.000 1 -56.754 3 -316.9 2 4 U L 0.00 0.000 1 1 -36.31 -71.688 4 3-.:-5-8L-2-2 117.99 4 5 U 0.00 1 -44.71 4 408.80 --L---------0_000-1-----------�=62==- -----------270- - ------------ 8 1 U 0.00 1 91.9 405.28 3 L 0.000 1 49.429 2 279.8 4 2 U 0.00 1 76.97 3 78.07 2 �7 L 0.000 1 41.028 2 -85.1 4 3 U 0.00 1 62.03 3 9.3-- 2� L 0.000 1 32.626 2 X380.2 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 i 7 1 BUEHLER & BUEHLER ASSOCIATES JOB ��'`'� GAJ 1��� '� G� M LL STRUCTURAL ENGINEERS, INC. JOB NO. DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. M1— Q1 IF. ReortlorCill NESS CUSTA M"printing service TOLL FREE 1-800-888.8327 NEBS. Inc.. Peterborough. NH 03458. Re;. No: G 10900 551 BUEHLER & BUEHLER ASSOCIATES JOBC/J/t/�il/%� STRUCTURAL ENGINEERS, INC. JOB NO./ o� DATE ✓ �� 7300 Folsom Blvd. Suite '103 SACRAMENTO, CALIFORNIA 95826 CLIENT By SHEET NO. //J r V N S. i N�� Mix 0?7 -7/ K = � 76) 1/N O g * 4 e- '/' 'f' - 2 11 . I To Reorder Call NEB$ CUSTQ;M"pfintlny Service TOLL FREE 1800-88&6327 NESS. Inc., Peterborough, NM 03458. Ref: No: G 109000551 1 l 1 1 1 1 1 1 1 1 1 1 1 7 1 BUEHLER & BUEHLER ASSOCIATES .los SunWest Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 04/25/00 7300 Folsom Blvd. Suite 103 /� SACRAMENTO, CALIFORNIA 95826 CLIENT �lS WA av PLS SHEET NO Sunwest Foods Rice Mill 0 mill girder frame G2 Loads: LC 1 . total dl + II r -99K K -8 K -107K -3.2Klft-3.2K/ft-7810.2K/ft-78Ki_2K/ft-7810.2K/ft-3.2K/ft-90-3.2KJft9-3.2K/ft 9 Q ZX Solution: Envelope W 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 ......... 0.500 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 __________________________< 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 RISA -2D (R) Version 4.01 I I T DescriptionNodal. Buehler & Buehler Job 99138.00 Label Area 0,2 7300 Folsom Blvd., #103 Page: 30 2 Sacramento, CA 95826 Date: 4/25/00 in -2 ---------------- Sunwest Foods Rice Mill File: MILLG2 GIRDER frame 4 �� S 1.2 mill girder G2 13800.00 5 Members Boundary Conditions 1 1 Joint +----- Translation -- --+ Section Releases Offsets No X Y Rotation No. I ------------K/in-------- K/in------ K-ft/rad---------------------------------- Set I:AVM J:AVM I -End J -End 1 Reaction Reaction --------------------------------------------in-------in---------------ft---- 2 Reaction 1 2 3 Reaction 2 3 GIRDER GIRDER 16.00 8.00 4 Reaction 25.67 20.00 3 5 Reaction 4 GIRDER 8.00 6 Reaction 20.00 4 7 Reaction 5 GIRDER 8.00 8 Reaction 20.00 5 9 Reaction 6 GIRDER __________________________< 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 Basic Load Case Data Section Database Material As As I I T DescriptionNodal. Label Shape Label Area 0,2 1,3 1,3 0,2 2 2 ------------------------------ @ bay 1, 5& 7 4 3 in -2 ---------------- in -4 ---------- in -4-------- @ bay 2, 4& 8 GIRDER 4 CONC 648.00 1.2 1.2 1.00 13800.00 5 Members @ bay 6 1 1 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 2 1, 2 2 3 GIRDER GIRDER 16.00 8.00 8.00 8.00 25.67 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 20.0 7 7 8 GIRDER 8.00 8.00 20.0 M 8 8 9 GIRDER 8.00 16.00 20.67 Basic Load Case Data BLC Basic Load Case Load Type Totals No. DescriptionNodal. 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 Distributed Loads, BLC 1 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM RISA -2D (R) Version 4.01 2 3 UNIFORM Buehler & Buehler 3 3 4 UNIFORM Job : 99138.00 4 7300 Folsom Blvd., #103 5 5 Page: 31 1.8000 Sacramento, CA 95826 7 UNIFORM 1.8000 7 Date: 4/25/00 8 UNIFORM Sunwest Foods Rice Mill 8 9 UNIFORM 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 Member Point Loads, BLC 2 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 Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Direction Magnitude Location ------------------------------------- 1 2 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 S-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 1.4000 _________< 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 - RISA -2D (R) Version 4.01 Member I J Direction Magnitude Buehler & Buehler Job : 99138.00 1 7300 Folsom Blvd., #103 Page: 32 6 7 Y -42.000 Sacramento, CA 95826 Date: 4/25/00 Member Distributed Loads, BLC 5 File: MILLG2 Joints Load Pattern Pattern Sunwest Foods Rice Mill Member-----I------J---------Label ----- mill girder frame G2 r -/ 6 _________< Member Point Loads, BLC 3 Joints Load Patterns Member I J Direction Magnitude Location Label ----------- -------------------------------------K,K-ft -----------ft or % --------------- UNIFORM 8 8 9 Y -44.000 %50.000 Member Joints Distributed Loads, BLC 3 Load Pattern Pattern Member I J ---------------------------------------------------------------------------- Label Multiplier No. Description BLC Fac BLC Fac BLC Fac BLC 2 2 3 UNIFORM 1.4000 -- ------------------------------------------------------------------------ 1 total dl + 11 1 1 2 1 3 1 4 - 1 5 1 y 4 4 5 UNIFORM 1.4000 11 @ 1,3,5,7 1 1 2 1 4 1 y 8 8 9 UNIFORM 1.4000 Member Point Loads, BLC 4 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft-----------ft or % --------------- 3 3 4 Y -42.000 %50.000 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 3 3 4 UNIFORM 1.4000 Member Point Loads, BLC 5, Joints - Member I J Direction Magnitude Location ------------------------------------- K,K-ft----------- ft or %-----------=--- 6 6 7 Y -42.000 %50.000 Member Distributed Loads, BLC 5 Joints Load Pattern Pattern Member-----I------J---------Label ----- Multiplier ---------- 6 ----------------------- 6 7 UNIFORM 1.4000 Load Patterns Pattern Magnitudes Locations Label ----------- Dir Start End Start -----K/ft,F----------K/ft,F-----------ft End o or %------- o --- ft or UNIFORM Y -1.000 -1.000 0.000 0.000 Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 -- ------------------------------------------------------------------------ 1 total dl + 11 1 1 2 1 3 1 4 - 1 5 1 y 2 dl + 11 @ 1,3,5,7 1 1 2 1 4 1 y RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 33 Sacramento, CA 95826 Date: 4/25/00 Sunwest Foods Rice Mill File: MILLG2 mill girder frame G2 Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv j --------------------------------- 3 dl+11@1,2,4,5,7,8 1 1 ----------------- 2 1 3 1 -------------------------- y 4 dl + 11 @ 2,4,6,8 1 1 3 1 5 1 y ___________________________<-Envelope-Reactions Joint +------------ Forces - --+ X lc Y lc Moment lc ------------K ----------------- K ---------------- K -ft------------------------- ' lU 0.00 1 80.47 2 0.00 1 L 0.00 1 33.79 4 0.00 1 2U 0.00 L 0.00 1 1 228.92 3 146.56 4 0.00 1 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 0.0,0 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 -213.50 4 L 0.00 1 23.14 4 -527.43 3 U 0.00 1 -16.51 4 -4 L 0.00. 1 -27.81 3 -525.51 2 4 U 0.00 1 -56.16 4 1.26 4 L 0.00 1 -112.74 3 -206.45 2 5 U 0.00 1 -66_;,8.2 600.78 3 L 0.00 1 365.12 4 ------------------------------------------------------------ 2 1 U 0.00 1 97.24 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 G2Cja� 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 0.00 1 62.95 2 179.14 1 L 0.00 1 29.42 3 101.02 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 0.00 1 -26.32 2 94.09 2 L 0.00 1 -62.57 3 5 U 0.00 1 -34.72 23� 49.74'3 L 0.00 1 -77.50 3 217.11 4 ---------------------------------------------------------------------------- 5 1 U 0.00 185 63 344.32 3 L 0.00 1 43.7 4 208.28 2 2 U 0.00 1 70.70 3 52.95 4 L 0.00 1 34.77 4 -116.39 2 3 U 0.00 1 -30.63 4 -89.70 4 L 0.00 1 -52.05 1 -371. i7 2----) 371.374 4 U 0.00 1 -39.03 4 72785-4 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 1 337.1811 L 0.00 1 44.72 2 246.21 3 2 U 0.00 1 64.57 1 87.27 2 L 0.00 1 36.32 2 -80.23 4 . I lJ RISA=2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 35 Sacramento, CA 95826 Date: 4/25/00 File: MILLG2 Sunwest Foods Rice Mill mill girder frame 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 3 250.67 1 L 0.00 1 -70.74 4 172.03 3 ------------------------------------------------------=--------------------- 7 1 U 0.00 1 66.07 2 255.03 1 L 0.00 1 31.07 4 158.38 3 2 U 0.00 1 51.14 2 77.59 4 L 0.00 1 22.67 4 -89.83 2 3 U 0.00 1 -32.73 4 -8.60 4 L 0.00 1 -61.57 3 -293.64 2. 4 U 0.00 1 -41.13 4 163.75 4 L 0.00 1 -76.50 3 -12.4.3 5 U 0.00 1 -49.53 4 4-7-7.04,,a' ' L 0.00 2 47 8 1 U --------------1------------91_44-3 0.00 1 -----------3-3-8 X1-10 .3 4 6^4 .4 2 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 2 -,-4-93 .33 4 U 0.00 1 -20.32 2 -152.74 2 L 0.00 1 -47.72 4 -341.12 4 5 U 0.00 0.00 1 -28.72 2 -38.29 2 ---------L---------------1------------62_65-4------------83_54-4 . I lJ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i i BUEHLER & BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS; INC. JOB NO. DATE / 7300 Folsom Blvd. Suite 1031 SACRAMENTO, CALIFORNIA 95826.CLIENTBr ! SHEET NO. l O o Reoroor Call NEBS CUSTOW "printing service TOLL FREE 1-800-888-6327 NESS. Inc., Peterborough. NN 03458. Ref. No: G 105000-551 BUEHLER &BUEHLER ASSOCIATES JOB/t�i w 6��r� STRUCTURAL ENGINEERS INC. , � JOB NO. DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY NO. r OF P44 67/t4It 02 d • �r� �/vt��LRs . ;� /`�lu�>Qyt/� �����J O�ivTi��r�2 foiz �L 7ydO 5�f 8N1 W1 !-L & / S AN Doq L y SSE LJ/5C. IS". 12 2- 71 0' PM 21 P4 2 - 3o G 91� d oG�n moo x /2 x S. S 47 • GEG / ail �a :. C r �� z O.42 3J l �, 8 �� >43 : 0,!?0, ?ff MoLf 65.3 ' ow d G $ C- 9 :It 76 ° O• ItG 6002 y 2QpL. 4,�L �x /45 a. a072- /25 X 2/ ¢) �� O.� L 31x5 To Reorder Call NESS CUSTGM" printing service TOLL FREE 1-800-888-6327 NESS. Inc.. Peterborough. NH 03458. Re!. r 1 r. r 1 1 1 BUEHLER & BUEHLER ASSOCIATES JOB— STRUCTURAL OB STRUCTURAL ENGINEERS, INC. JOB NO.�T' ^ �� DATE �T�7 7300 Folsom Blvd. Suite. 10303 SACRAMENTO, CALIFORNIA 95826 CLIENT-61J,4Br �S SHEET NO. 12- F /�* Awl ivy �n� ��" %�� j �iJj �=,<.7-h.. Gr5 � d•� ism �� itar�M6- 3os II c� CONc' . SL�FS � w N r e— �� 2? 4 �/g • (.�� � �� � O. ¢ Cr /2 = /03 . VH = /03 '/4Q CZA 5?AAI r FROM 3 - /,�� �p u roBoo i2 -1712 DL AiS6 r3M 3lv LL ,4/SG �M 3f ciPcc To Reorder call NESS CUSTGM"printing Service TOLL FREE 1-800-BB8-8327 NESS, Inc.. Peterborough, NH 03458. Re!. No:G 10900055t =�2'(O.00rofx4, oo99x3./ YZ3.33 �X 1 14 co,.. 47 - To Reorder call NESS CUSTGM"printing Service TOLL FREE 1-800-BB8-8327 NESS, Inc.. Peterborough, NH 03458. Re!. No:G 10900055t ✓�fdje- . 'RAM Steel V6.1 Floor Map DataBase: packmezz Building Code: UBC2 ' Floor Type: mezzanine a, C/ s,¢ 03/27/00 17:48:52 51 T, � 1 v t 11 s 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 f" Z 2 DL CDL LL Reduction Mass DL psf psf psf Type psf 54.0 0.0 40.0 Reducible 0.0 DL CDL LL Reduction Mass DL kips kips kips Type kips 8.0 0.0 0.0 Reducible 0.0 1 1 1 1 n [I Fi RAM Steel V6.1 Floor Map DataBase: packmezz Building Code: UBC2 Floor Type: mezzanine 1 1 9k V 9k W 8k N14��' 9I. W12> i 1 1 1 r 1 �1 1 1 1 03/27/00 17:48:52 T�Zv3 91, W12 WjQxI2 5k � -��. M 1-1 9I. W12� (5 7_.. V.._x4C i5k j' 1 1 1 1 A 1 1 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. 1 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 LOADS: (k/ft) Load Dist 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 CenterMax + 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 --- --- REACT IONS --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) at 8.83 ft - -0.779 L/D - 272 1 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 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% Roof LL 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 4 Q 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 lint at 7.56 ft = -0.263 L/D = 741 Live load (in) at 7.56 ft =-O.OS'4 L/D = 3642 Net Total load (in) at 7.56 ft = -0.317 L/D = 616 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 2 SPAN INFORMATION (ft): I -End (0.00,0.00). J -End (16.25,0.00) Beam Size (Optimum) - W14X22 Fy - 50.0 ksi Total Beam Length (ft) - 16.25 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL 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 IDL+LL) - 8.41 kips fv 2.80 kSi Fv - 18.90 ksi MOMENTS: Span Cond Moment 0 Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 47.6 5.8 5.8 1.00 19.69 30.00 19.69 28.37 Controlling 47.6 5.8 5.8 1.00 --- --- 19.69 28.37 REACTIONS (kips): Left Right DL reaction 7.03 4.17 Max + LL reaction 1.38 0.99 Max + total reaction 8.41 5.16 DEFLECTIONS: Dead load (in) at 7.56 ft = -0.263 L/D - 741 Live load (in) at 7.56 ft - -0.054 L/D - 3642 Net Total load (in) at 7.56 ft - -0.317 L/D - 616 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 - 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 Pv = 18.75 ksi MOMENTS: Span Cond Moment 3 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 33.00 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 I I i I p I i I i i i I 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 - 5 SPAN INFORMATION (ft): I -End (5.75,3.08), J -End (16.25,3.08) Beam Size (Optimum) - WBX10 Fy - 50.0 ksi Total Beam Length (ft) - 10.50 POINT LOADS (kips): Disc DL RedLL Redt NonRLL StozLL Reda Roof LL 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 (AADS: (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 m Lb Cb Tension Flange Compr Flange kip -ft It It 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 It - -0.021 L/D - 5937 Net Total load (in) at 5.25 It - -0.261 L/D = 484 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 7 SPAN INFORMATION (ft): I -End (11.00,0.00). J -End (11.00,3.08) �(Beam Size (Optimum) - W8X10 Fy - 50.0 ksi 1 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 c7 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 It - -0.001 L/D - 32941 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 y Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 6 SPAN INFORMATION (ft): I -End (5.75,14.58), J -End (16.25,14.58) Beam Size (Optimum) - W8%10 Fy - 50.0 ksi Total Beam Length (ft) - 10.50 POINTLOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 5.25 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 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 m Lb Cb Tension Flange Compr Flange kip -ft It It 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 It - -0.021 L/D - 5937 Net Total load (in) at 5.25 It - -0.261 L/D - 484 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 ` Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 8 SPAN INFORMATION (ft): I -End (11.00,14.58), J -End (11.00,17.67) Beam Size (Optimum) - W8X10 Fy 50.0 ksi Total Beam Length (ft) - 3.08 LINE LOADS: (k/ft) Load Dist OL LL Red% Type 1 0.00 0.283 0.210 0.01, 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 It It fb Fb fb I Fb Center Max + 0.6 1.5 0.0 1.00 0.90 32.70 0.90 32.70- Controlling 2.70Controlling 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 It - -0.001 L/O = 32941 RAM Steel V6.1 Gravity Beam Design Buehler s Buehler RAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 11 SPAN INFORMATION (ft): I -End (16.25,17.67), J -End (30.25,17.67) �yBeam Size (Optimum) - W12X14 Fy - 50.0 ksi Total Beam Length (ft) - 14.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 3.50 9.79 1.32 0.0 0.00 0.00 0.0 0.00 0.0 8.75 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Wad Dist DL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 14.00 0.027 0.020 SHEAR: Max V (DL+LL) - 8.95 kips fv - 3.90 ksi Fv - 18.75 ksi MOMENTS: Span Cond Moment Lb Cb Tension Flange Compr 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 (in) at 6.30 ft - -0.053 L/D - 3156 Net Total load (in) at 6.30 ft - -0.340 L/D - 494 RAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 10 v� SPAN INFORMATION (ft): I -End (16.25.0.00), J -End (30.25,0.00) Beam Size (Optimum) - W12X14 Fy - 50.0 ksi Total Beam Length (ft) - 14.00 POINT IgADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 3.50 9.79 1.32 0.0 0.00 0.00 0.0 0.00 0.0 8.75 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Wad Dist DL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 14.00 0.027 0.020 SHEAR: Max V (DL+LL) - 8.95 kips fv - 3.90 ksi Fv - 18.75 ksi MOMENTS: Span Cond Moment a Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 31.0 3.5 5.3 1.00 24.99 30.00 24.99 26.16 Controlling 31.0 3.5 5.3 1.00 --- --- 24.99 26.16 REACTIONS (kips): Left Right OL reaction 7.69 2.91 Max+ LL reaction 1.25 0.67 Max + total reaction 8.95 3.58 DEFLECTIONS: Dead load (in) at 6.30 ft - -0.287 L/D - 586 Live load (in) at 6.30 ft - -0.053 L/D - 3156 Net Total load (in) at 6.30 ft - -0.340 L/D - 494 RAM Steel V6.1 Gravity Beam Design Buehler s Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 12 SPAN INFORMATION (ft): I -End (19.75,0.00), J -End (19.75,17.67) Beam Size (Optimum) - W12X14 Fy - 50.0 ksi Total Beam Length (ft) = 17.67 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 3.08 8.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 14.58 8.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00, 0.095 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 MOMENTS: Span Cond Moment d, Lb kip -ft ft ft Center Max + 35.8 8.8 0.0 Controlling 35.8 8.8 0.0 REACTIONS (kips): Left DL reaction 9.79 Max + LL reaction 1.32 Max + total reaction 11.11 DEFLECTIONS: (Camber - 5/8) Dead load (in) at 8.83 ft = - Live load (in) at 8.83 ft = Net Total load (in) at 8.83 ft = fv = 4.85 ksi Fv - 18.75 ksi Cb Tension Flange Compr Flange fb Fb fb Fb 1.00 28.83 33.00 28.83 33.00 1.00 28.83 33.00 --- --- Right 9.79 1.32 11.11 0.767 L/D = 277 0.108 L/D 1965 0.249 L/D = 850 DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number = 9 ' INFORMATION (ft): I -End (16.25,0.00), J -End (16-25,17 67) ;�.SPAN Beam Size (Optimum) W12X14 Fy 50.0 ksi Total Beam Length (ft) - 17.67 POINT LOADS (kips): Dist DL RedLL Reda 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) Wad 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 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® Lb Cb Tension Flange Conpr 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 lin) 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: 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) �yBeam Size (Optimum) - W12X14 Fy - 50.0 ksi Total Beam Length (ft) - 14.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 3.50 9.79 1.32 0.0 0.00 0.00 0.0 0.00 0.0 8.75 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Wad Dist DL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 14.00 0.027 0.020 SHEAR: Max V (DL+LL) - 8.95 kips fv - 3.90 ksi Fv - 18.75 ksi MOMENTS: Span Cond Moment Lb Cb Tension Flange Compr 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 (in) at 6.30 ft - -0.053 L/D - 3156 Net Total load (in) at 6.30 ft - -0.340 L/D - 494 RAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 10 v� SPAN INFORMATION (ft): I -End (16.25.0.00), J -End (30.25,0.00) Beam Size (Optimum) - W12X14 Fy - 50.0 ksi Total Beam Length (ft) - 14.00 POINT IgADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 3.50 9.79 1.32 0.0 0.00 0.00 0.0 0.00 0.0 8.75 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Wad Dist DL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 14.00 0.027 0.020 SHEAR: Max V (DL+LL) - 8.95 kips fv - 3.90 ksi Fv - 18.75 ksi MOMENTS: Span Cond Moment a Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 31.0 3.5 5.3 1.00 24.99 30.00 24.99 26.16 Controlling 31.0 3.5 5.3 1.00 --- --- 24.99 26.16 REACTIONS (kips): Left Right OL reaction 7.69 2.91 Max+ LL reaction 1.25 0.67 Max + total reaction 8.95 3.58 DEFLECTIONS: Dead load (in) at 6.30 ft - -0.287 L/D - 586 Live load (in) at 6.30 ft - -0.053 L/D - 3156 Net Total load (in) at 6.30 ft - -0.340 L/D - 494 RAM Steel V6.1 Gravity Beam Design Buehler s Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 12 SPAN INFORMATION (ft): I -End (19.75,0.00), J -End (19.75,17.67) Beam Size (Optimum) - W12X14 Fy - 50.0 ksi Total Beam Length (ft) = 17.67 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 3.08 8.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 14.58 8.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00, 0.095 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 MOMENTS: Span Cond Moment d, Lb kip -ft ft ft Center Max + 35.8 8.8 0.0 Controlling 35.8 8.8 0.0 REACTIONS (kips): Left DL reaction 9.79 Max + LL reaction 1.32 Max + total reaction 11.11 DEFLECTIONS: (Camber - 5/8) Dead load (in) at 8.83 ft = - Live load (in) at 8.83 ft = Net Total load (in) at 8.83 ft = fv = 4.85 ksi Fv - 18.75 ksi Cb Tension Flange Compr Flange fb Fb fb Fb 1.00 28.83 33.00 28.83 33.00 1.00 28.83 33.00 --- --- Right 9.79 1.32 11.11 0.767 L/D = 277 0.108 L/D 1965 0.249 L/D = 850 1�rRAM 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 - 13 SPAN INFORMATION Ift): I -End (19.75,3.08), J -End (30.25,3.08) Beam Size (Optimum) = WSX10 Fy - 50.0 ksi Total Beam Length (ft) - 10.50 POINT WADS (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 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 Ev - 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 P 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 lin) at 5.25 ft = -0.261 L/D = 484 I� Design :�lD A Buehler & Buehler r:7 r RAM Steel V6.1 Gravity Beam Design DacaBase: packmezz 03/27/00 17:48:52 Buehler & Buehler Building Code: UBC2 Steel Code: ASD 9th Ed. DataBase: packmezz 03/27/00 17:48:52 SPAN INFORMATION (ft): I -End (19.75.14.58), J -End (30.25.14.58) Building Code: UBC2 Steel Code: ASD 9th Ed. Beam Size (Optimum) - W8X10 Fy - 50.0 ksi " Floor Type: mezzanine Beam Number - 15 10.50 SPAN INFORMATION (ft): I -End (25.00,0.00), J -End (25.00,3.08) 5 Beam Size (Optimum) - WSX10 Fy - 50.0 ksi 5.25 0.44 0.32 0.0 Total Beam Length (ft) = 3.08 1.00 8.00 LINE LOADS: (k/ft) 9.50 8.00 Load Dist DL LL Red% Type LINE LOADS: (k/ft) 1 0.00 0.283 0.210 0.0% Red Load Dist DL LL Red% Type 3.08 0.283 0.210 0.020 0.0% Red SHEAR: Max V (DL+LL) 0.76 kips fv = 0.57 ksi Fv = 20.00 ksi SHEAR: Max V (DL+LL) - 8.63 MOMENTS: ksi MOMENTS: Span Cond Moment a Lb Cb Tension Flange Compr Flange Span, Cond Moment kip -ft Center Max + 0.6 ft ft It, Fb fb 1.5 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 Fb Center Max + 10.6 5.3 REACTIONS (kips): Left Right 26.73 Controlling 10.6 5.3 DL reaction 0.44 0.44 26.73 REACTIONS (kips): Max + LL reaction 0.32 0.32 DL reaction 8.36 8.36 Max + total reaction 0.76 0.76 Max + LL reaction 0.27 0.27 DEFLECTIONS: Max + total reaction 8.63 8.63 Dead load (in) at 1.54 It - -0.001 Live load (in) at 1.54 It - -0.000 526 Net Total load (in) at 1.54 It - -0.001 L/D = 32941 5937 Net Total load (in) at 5.25 ft - -0.261 L/D - 484 O . i r RAM Steel V6.1 Gravity Beam Design :�lD A Buehler & Buehler r:7 r -0 / DacaBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 14 SPAN INFORMATION (ft): I -End (19.75.14.58), J -End (30.25.14.58) Beam Size (Optimum) - W8X10 Fy - 50.0 ksi Total Beam Length (ft) - 10.50 POINT LOADS (kips): 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 1.00 8.00 9.50 8.00 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 10.50 0.027 0.020 SHEAR: Max V (DL+LL) - 8.63 kips fv - 6.43 ksi Fv - 20.00 ksi MOMENTS: Span, Cond Moment m 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: USC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 16 SPAN INFORMATION Ift): I -End (25.00,14.58). J -End (25.00,17.67) Beam Size (Optimum) - W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 3.08 LINE LOADS: (k/ft) 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 ft It fb Fb fb Fb- Center Max + 0.6 1.5 0.0 1.00 0.90 32.70 0.90 32.7D 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 It - -0.000 Net Total load (in) at 1.54 It = -0.001 L/D - 32941 D PAM SteelV6.1 Gravity Beam Buehler 6 Buehler Design PAM Steel V6.1 Gravity Beam Buehler 6 Buehler Design {r �� O 1{ - O DataBase: packmezz 03/27/00 17:48:52 Buehler 6 Buehler DataBase: packmezz 03/27/00 17:48:52 Buehler 6 Buehler Building Code: UBC2 Steel Code: ASD 9th Ed. Building Code: UBC2 Steel Code: ASD 9th Ed. 03/27/00 17:48:52 Floor�Type: mezzanine Beam Number - 17 03/27/00 17:48:52 Floor Type: mezzanine Beam Number - 18 SPAN INFORMATION (ft): I -End (30.25,0.00), J -End (30.25,17.67) Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I -End (30.25,0.00), J -End (44.25,0.001 Building Code: UBC2 Beam Size (Optimum) - W12X14 Fy - 50.0 ksi Ed. Beam Size (Optimum) - W12X14 Fy - 50.0 ksi --' Total Beam Length (ft) = 17.67 Total Beam Length (ft) - 14.00 POINT WADS (kips): Dist DL Red LL Red% NonRLL StorLL Red% RoofLL Red% SPAN INFORMATION (ft): I -End (30.25,17.67), J -End (44.25,17.67) POINT LOADS (kips): Dist DL Red LL Red% NonRLL StorLL Red* Roof LL Red% -End (33.75,17.67) 3.08 8.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 Beam Size (Optimum) - W12X14 3.50 9.79 1.32 0.0 0.00 0.00 0.0 0.00 0.0 Beam Size (Optimum) - W12X14 14.58 8.36 0.27 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 14.00 LINE LOADS: (k/ft) Total Beam Length (ft) - 17.67 LINE WADS: (k/ftl 1 Load Dist DL LL Red% Type Load Dist DL LL Red% Type 1 0.00 0.142 0.105 0.0% Red Dist DL RedLL Red% 10.00 0.027 0.020 0.0% Red Dist DL Red LL Red% 3.08 0.142 0.105 14.00 0.027 0.020 i 2 3.08 0.027 0.020 0.0% Red 0.00 0.0 8.75 0.44 0.32 0.0 14.58 0.027 0.020 14.58 8.36 0.27 0.0 SHEAR: Max V (DL+LL) - 8.95 kips fv - 3.90 ksi Fv, 18.75 ksi 3 14.58 0.142 0.105 0.0% Red LINE WADS: (k/ft) 17.67 0.142 0.105 MOMENTS: LL Red% Type 9 0.00 0.095 0.070 0.0% Red Span Cond Moment m Lb Cb Tension Flange Compr Flange 1 0.00 0.027 17.67 0.095 0.070 1 0.00 0.095 kip -ft ft It fb Fb fb Fb 14.00 0.027 0.020 Center Max + 31.0 3.5 5.3 1.00 24.99 30.00 24.99 26.1E 0.070 SHEAR: Max V (DL+LL) = 11.11 kips fv = 4.85 ksi Fv 18.75 ksi Controlling 31.0 3.5 5.3 1.00 24.99 26.1E ksi MOMENTS: 0.105 0.0% Red 0.105 REACTIONS (kips): Left Right Span Cond Moment O Lb Cb Tension Flange Compr Flange DL reaction 7.69 2.91 kip -ft ft It fb Fb fb Fb Max + LL reaction 1.25 0.67 j CenterMax + 35.8 8.8 0.0 1.00 28.83 33.00 28.83 33.00 Max + total reaction 8.95 3.58 Compr Flange Controlling 35.8 8.8 0.0 1.00 28.83 33.00 kip -ft It It fb Fb fb Fb 17.67 0.142 0.105 DEFLECTIONS: REACTIONS (kips): Left Right 24.99 26.16 Dead load (in) at 6.30 It - -0.287 L/D - 586 DL reaction 9.79 9.79 Controlling 31.0 3.5 Live load (in) at 6.30 It - -0.053 L/D 3156 SHEAR: Max V (DL+LL) - 11.11 kips fv - 4.85 Max + LL reaction 1.32 1.32 1� Net Total load (in) at 6.30 It = -0.340 L/D 494 Max + total reaction 11.11 11.11 DL reaction DEFLECTIONS: (Camber = 5/8) Span Cond Moment a Lb Cb Tension Flange Compr Flange: Dead load (in) at 8.83 ft - -0.767 L/D - 277 1.25 0.67 kip -ft It ft Live load (in) at 8.83 It - -0.108 L/D - 1965 Max + total reaction 8.95 3.58 Net Total load lin) at 8.83 It = -0.249 L/D = 850 28.83 33.00 28.83 33.0 - D RAM Steel V6.1 Gravity Beam Design RAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler Buehler 6 Buehler DataBase: packmezz 03/27/00 17:48:52 DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Building Code: UBC2 Steel Code: ASD 9th Ed. --' Floor Type: mezzanine Beam Number = 19 Floor Type: mezzanine Beam Number - 20 SPAN INFORMATION (ft): I -End (30.25,17.67), J -End (44.25,17.67) SPAN INFORMATION (ft): I -End (33.75,0.00), J -End (33.75,17.67) Beam Size (Optimum) - W12X14 Fy = 50.0 ksi Beam Size (Optimum) - W12X14 Fy - 50.0 ksi Total Beam Length (ft) - 14.00 Total Beam Length (ft) - 17.67 1 POINT WADS (kips): POINT WADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 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 3.08 8.36 0.27 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 14.58 8.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 I LINE WADS: (k/ft) LINE WADS: (k/ft) Load Dist DL LL Red% Type Load Dist DL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 1 0.00 0.095 0.070 0.0% Red 14.00 0.027 0.020 17.67 0.095 0.070 SHEAR: Max V (DL+LL) - 8.95 kips fv = 3.90 ksi Fv - 18.75 ksi 2 0.00 0.142 3.08 0.142 0.105 0.0% Red 0.105 3 3.08 0.027 0.020 0.0% Red MOMENTS: 14.58 0.027 0.020 Span Cond Moment Q Lb Cb Tension Flange Compr Flange 4 14.58 0.142 0.105 0.0% Red kip -ft It It fb Fb fb Fb 17.67 0.142 0.105 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 SHEAR: Max V (DL+LL) - 11.11 kips fv - 4.85 ksi Fv 18.75 ksi 1� REACTIONS (kips): Left Right MOMENTS: DL reaction 7.69 2.91 Span Cond Moment a Lb Cb Tension Flange Compr Flange: Max + LL reaction 1.25 0.67 kip -ft It ft fb Fb fb Fb Max + total reaction 8.95 3.58 Center Max + 35.8 8.8 0.0 1.00 28.83 33.00 28.83 33.0 - Controlling 35.8 8.8 0.0 1.00 28.83 33.00 DEFLECTIONS: ' Dead load (in) at 6.30 ft - -0.287 L/D 586 REACTIONS (kips): Left Right Live load (in) at 6.30 It - -0.053 L/D 3156 DL reaction 9.79 9.79 Net Total load (in) at 6.30 It - -0.340 L/D 494 Max + LL reaction 1.32 1.32 Max + total reaction 11.11 11.11 DEFLECTIONS: (Camber - 5/8) � ( Dead load lin) at 8.83 ft -0.767 L/D = 277 Live load (in l at 8.83 It -0.108 L/D - 1965 Net Total load (in) at 8.83 ft -0.249 L/D 850 D 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. FloorType: mezzanine Beam Number - 21 SPAN INFORMATION (ft):I-End (33.75,3.08), J -End (44.25,3.08) Beam Size (Optimum) = w8X10 Fy - 50.0 ksi Total Beam Length Ift) = 10.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 5.25 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 1.00 8.00 9.50 8.00 LINE [AADS: (k/ft) LoadDist DL LL Red% Type 1 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 m 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 A . I RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 ;/ Z O 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) - WBX10 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 1.00 8.00 9.50, 8.00 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 10.50 0.027 0.020 SHEAR: Max V (DL.LL) - 8.63 kips fv - 6.43 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment ® 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 lin) 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 139.00,14.58), J -End (39.00 17.67) Beam Size (Optimum) = w8X10 Fy = 50.0 ksi Total Beam Length (ft) - 3.08 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.283 0.210 0.0% Red 3.08 0.283 0.210 SHEAR: Max V (DL.LL) - 0.76 kips fv = 0.57 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 0.6 1.5 0.0 1.00 0.90 32.70 0.90 32.70! Controlling 0.6 1.5 0.0 1.00 0.90 32.70 --- --- REACTIONS (kips): Left Right DL reaction 0.44 0.44 Max + LL reaction 0.32 0.32 Max + total reaction 0.76 0.76 DEFLECTIONS: Deadload (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 - 23 SPAN INFORMATION (ft): I -End (39.00,0.00), J -End (39.00,3.08) Beam Size (Optimum) - WSX10 Fy - 50.0 ksi Total Beam Length (ft) 3.08 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.283 0.210 0.0% Red 3.08 0.283 0.210 SHEAR: Max V (DL.LL) - 0.76 kips fv - 0.57 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment It 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 Ikips): Left Right DL reaction 0.44 0.44 Max + LL reaction 0.32 0.32 Max + total reaction 0.76 0.76 DEFLECTIONS: Dead load (in) at 1.54 It = -0.001 ., Live load (inl at 1.54 ft = -0.000 Net Total load (in) at 1.54 ft = -0.001 L/D - 32941 A . I RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 ;/ Z O 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) - WBX10 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 1.00 8.00 9.50, 8.00 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 10.50 0.027 0.020 SHEAR: Max V (DL.LL) - 8.63 kips fv - 6.43 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment ® 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 lin) 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 139.00,14.58), J -End (39.00 17.67) Beam Size (Optimum) = w8X10 Fy = 50.0 ksi Total Beam Length (ft) - 3.08 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.283 0.210 0.0% Red 3.08 0.283 0.210 SHEAR: Max V (DL.LL) - 0.76 kips fv = 0.57 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 0.6 1.5 0.0 1.00 0.90 32.70 0.90 32.70! Controlling 0.6 1.5 0.0 1.00 0.90 32.70 --- --- REACTIONS (kips): Left Right DL reaction 0.44 0.44 Max + LL reaction 0.32 0.32 Max + total reaction 0.76 0.76 DEFLECTIONS: Deadload (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 i 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 158.25,17.67) Beam Size (Optimum) - W12X14 Fy = 50.0 ksi Total Beam Length (ft) - 14.00 �. POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 3.50 9.79 1.32 0.0 0.00 0.00 0.0 0.00 0.0 8.75 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ECJ Load DistDL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 14.00 0.027 0.020 SHEAR: Max V (DL+LL) - 8.95 kips fv = 3.90 ksi Fv = 18.75 ksi MOMENTS: Span Cond Moment a' Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 31.0 3.5 _ 5.3 1.00 24.99 30.00 24.99 26.16 Controlling 31.0 3.5 5.3 1.00 --- --- 24.99 26.16 REACTIONS (kips): Left Right DL reaction 7.69 2.91 Max + LL reaction 1.25 0.67 Max + total reaction 8.95 3.58 DEFLECTIONS: Dead load lin) at 6.30,ft = -0.287 LID = 586 Live load (in) at 6.30 ft = -0.053 LID = 3156 Net Total load (in) at 6.30 ft = -0.340 LID - 494 t RAM Steel V6.1 Gravity Beam RAM Steel V6.1 Gravity Beam Design Buehler & Buehler Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 DataBase: packmezz 03/27/00 17:48:52 Floor Type: mezzanine Building Code: UBC2 Steel Code: ASD 9th Ed. SPANINFORMATION (ft): I -End (44.25,0.00), J -End (58.25.0.00) Floor Type: mezzanine Beam Number - 25 Total Beam Length (ft) - 14.00 SPAN INFORMATION (ft): I -End (44.25.0.00), J -End (44.25,17.67) POINT LOADS (kips): Beam Size (Optimum) - W12X14 Fy - 50.0 ksi Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% Total Beam Length (ft) - 17.67 0.00 0.00 0.0 0.00 0.0 • POINT LOADS (kips): 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% Load Dist DL LL Red% Type 3.08 8.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 0.020 0.0% Red 14.58 8.36 0.27 0.0 0.00 0.00 0.0 0.00 0.0 SHEAR: Max V (DL+LL) - 8.95 LINE LOADS: (k/ft) MOMENTS: Load Dist DL LL Red% Type ® Lb Cb Tension Flange Compr Flange 1 0.00 0.142 0.105 0.0% Red Center Max + 31.0 3.5 5.3 1.00 24.99 30.00 24.99 3.08 0.142 0.105 5.3 1.00 --- --- 24.99 26.1: 2 3.08 0.027 0.020 0.0% Red DL reaction 14.58 0.027 0.020 Max + LL reaction 1.25 0.67 3 14.58 0.142 0.105 0.0% Red 8.95 3.58 17.67 0.142 0.105 Dead load (inl at 6.30 ft - -0.287 LID - 586 4 0.00 0.095 0.070 0.0% Red 6.30 ft - -0.053 LID - 3156 Net Total load (in) at 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 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 lin) aC 8.83 ft = -0.767 LID = 277 Live load lin) at 8.83 ft - -0.108 LID - 1965 Net Total load (in) at 8.83 ft = -0.299 LID = 850 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 i 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 158.25,17.67) Beam Size (Optimum) - W12X14 Fy = 50.0 ksi Total Beam Length (ft) - 14.00 �. POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 3.50 9.79 1.32 0.0 0.00 0.00 0.0 0.00 0.0 8.75 0.44 0.32 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ECJ Load DistDL LL Red% Type 1 0.00 0.027 0.020 0.0% Red 14.00 0.027 0.020 SHEAR: Max V (DL+LL) - 8.95 kips fv = 3.90 ksi Fv = 18.75 ksi MOMENTS: Span Cond Moment a' Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 31.0 3.5 _ 5.3 1.00 24.99 30.00 24.99 26.16 Controlling 31.0 3.5 5.3 1.00 --- --- 24.99 26.16 REACTIONS (kips): Left Right DL reaction 7.69 2.91 Max + LL reaction 1.25 0.67 Max + total reaction 8.95 3.58 DEFLECTIONS: Dead load lin) at 6.30,ft = -0.287 LID = 586 Live load (in) at 6.30 ft = -0.053 LID = 3156 Net Total load (in) at 6.30 ft = -0.340 LID - 494 t RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 26 SPANINFORMATION (ft): I -End (44.25,0.00), J -End (58.25.0.00) Beam Size (Optimum) - W12X14 Fy - 50.0 ksi Total Beam Length (ft) - 14.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% 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 Pv - 18.75 ksi MOMENTS: 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 26.1: Controlling 31.0 3.5 5.3 1.00 --- --- 24.99 26.1: 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 (inl at 6.30 ft - -0.287 LID - 586 Live load lin) at 6.30 ft - -0.053 LID - 3156 Net Total load (in) at 6.30 ft - -0.340 LID - 494 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 28 SPAN INFORMATION (ft); I -End (47.75,0.001, J -End (47.75,17.67) 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 0.095 0.070 0.0% Red 17.67 0.095 0.070 2 0.00 0.142 0.105 0.0% Red 3.08 0.142- 0.105 3 3.08 0.027 0.020 0.0% Red 14.58 0.027 0.020 4 14.58 0.142 0.105 0.0% Red 17.67 0.142 0.105 ' SHEAR: Max V (DL.LL) - 11.11 kips fv = 3.70 ksi Fv 18.90 ksi MOMENTS: Span Cond Moment - 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 33.03 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 LID = 443 Live load (in) at 8.83 ft = -0.048 LID - 4414 Net Total load (in) at 8.83 ft = -0.526 LID = 403 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52. Building Code: UBC2 Steel Code: ASO 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) .= W10X12 Fy = 50.0 ksi Total Beam Length (ft) = 10.50 POINTLOADS (kips): Disc DL Red LL Red% NonRLL SCorLL Reda Roof LL Reda 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 -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 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 lin) at 5.25 ft - -0.230 IWO 548 Live load lin)at 5.25 ft - -0.012 L/D 10370 Net Total load (in) at 5.25 ft = -0.242 L/D = 520 e I 1 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler RAM Steel V6.1 Gravity Beam Design DataBase: packmezz 03/27/00 17:48:52 & Buehler Building Code: UBC2 Steel Code: ASD 9th Ed. �Buehler ) DataBase: packmezz 03/27/00 17:.48:52 Beam Number - 30 Building Code: UBC2 Steel Code: ASD 9th Ed. Beam Size (Optimum) - W10X12 Py - 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) = W8X10 Fy = 50.0 ksi Dist DL Red LL Red% NonRLL StorLL Red% ROOfLL 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 3.08 0.283 0.210 10.50 0.027 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 Lb Cb Tension Flange Compr Flange - kip -ft ft ft fb Fb fb Fb ft ft fb Fb Center Max + 0.6 1.5 0.0 1.00 0.90 32.70 0.90 32.70 5.3 1.00 26.03 30.00 Controlling 0.6 1.5 0.0 1.00 0.90 32.70 --- --- 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 It = -0.001 Live load (in) at Live load (in) at 1.54 ft = -0.000 Net Total load (in) at 5.25 ft - -0.242 L/D - Net Total load (in) at 1.54 ft = -0.001 L/D = 32941 e I 1 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 30 SPAN INFORMATION (f0: I -End (47.75,14.58), J -End (58.25,14.58) Beam Size (Optimum) - W10X12 Py - 50.0 ksi Total Beam Length (ft) = 10.50 POINT LOADS (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 . 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 -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 5.3 5.3 1.00 --- . --- 26.03 26.31 REACTIONS (kips): Left Right DL reaction 4.36 4.36 Max + LL reaction 0.27 0.27 Max + total reaction 4.63 4.63 DEFLECTIONS: Dead load (in) at 5.25 ft - -0.230 L/D - 548 Live load (in) at 5.25 ft - -0.012 L/D - 10370 Net Total load (in) at 5.25 ft - -0.242 L/D - 520 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 32 SPAN INFORMATION (ft): I -End (53.00,14.58), J -End (53.00,17.67) Beam Size (Optimum) - WBX10 Fy - 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 Pv - 20.00 ksi MOMENTS: Span Cond Moment Lb Cb Tension Flange Compr Flange kip -ft It ft fb Fb fb . Fb Center Max « 0.6 1.5 0.0 1.00 0.90 32.70 0.90 32.70 Controlling 0.6 1.5 0.0 1.00 0.90 32.70 --- --- REACTIONS (kips): Left Right DL reaction 0.44 0.44 Max + LL reaction 0.32 0.32 Max + total reaction 0.76 0.76 DEFLECTIONS: Dead load (in) at 1.54 It = -0.001 Live load (in) at 1.54 ft - -0.000 Net Total load (in) at 1.54 ft - -0.001 L/D - 32941 RAM Steel V6.1 Gravity Beam Design Buehler & 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 Red LL Red% NonRLL SCOrLL.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 DistDL 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 lin) 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 & Buehler �l 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 SCOrLL 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 LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.027 0.020 6.1% Red 28.50 0.027 0.020 SHEAR: Max V (DL+LL) - 21.85 kips fv - 3.88 ksi Fv - 20.00 ksi MOMENTS: Span , Cond Moment0 Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb t 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 lin) 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 Building Code: UBC2 Buehler & Buehler Floor Type: mezzanine DataBase: packmezz 03/27/00 17:48:52 r Building Code: UBC2 Steel Code: ASD 9th Ed. Total Beam Length (ft) - Floor Type: mezzanine Beam Number - 34 POINT LOADS (kips): SPAN •INFORMATION (ft): I -End (58.25,0.00), J -End (86.75,0.00) NonRLL StorLL Red% RoofLL Red% Beam Size (Optimum) - W18X40 Fy - 50.0 ksi 14.58 9.03 0.77 0.0 Total Beam Length (ft) = 28.50 LINE LOADS: (k/ft) - POINT LOADS (kips): Load Dist DL LL Red% Type Dist DL Red LL Red% NonRLL StorLL Red% RoofLL Red% 17.67 0.236 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 kip -ft ft 17.50 2.15 1.59 6.1 0.00 0.00 0.0 0.00 0.0 0.0 1.00 32.46 33.00 32.46 23.00 2.62 1.94 6.1 0.00 0.00 0.0 0.00 0.0 --- LINE LOADS: (k/ft) , Left Right DL reaction Load Dist DL LL Red% Type Max + LL reaction 2.31 2.31 1 0.00 0.027 0.020 6.1% Red. 13.43 13.43 28.50 0.027 0.020 Dead load (in) at SHEAR: Max V (DL.LL) - 21.85 kips fv - 3.88 ksi Fv - 20.00 ksi 8.83 ft - -0.180 L/D - 1181 MOMENTS: Net Total load (in) at 8.83 ft = -0.331 L/D - 641 Span Cond Moment 0 Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 158.0 14.0 5.3 1.00 27.71 33.00 27.71 33.00 Controlling 158.0 14.0 5.3 1.00 27.71 33.00 --- --- REACTIONS (kips): Left Right DL reaction 17.43 10.78 Max + LL reaction 4.41 4.08 Max + total reaction 21.85 14.87 DEFLECTIONS: (Camber - 3/4) Dead load (inl 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 (ft): I -End 161.75,0.00), 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 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 • 1 0.00 0.236 0.175 0.0% Red 17.67 0.236 0.175 - SHEAR: Max V (DL+LL) - 13.43 kips fv - 5.09 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment a, Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 46.3 8.8 0.0 1.00 32.46 33.00 32.46 33.00 Controlling 46.3 8.8 0.0 1.00 32.46 33.00 --- --- REACTIONS (kips): Left Right DL reaction 11.12 11.12 Max + LL reaction 2.31 2.31 Max + total reaction 13.43 13.43 DEFLECTIONS: (Camber 5/8) Dead load (in) at 8.63 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& Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number = 37 SPAN INFORMATION (ft): I -End (61.75,3.08), J -End (72.25,3.08) Beam Size (Optimum) - W10X12 Fy = 50.0 ksi Total Beam Length (ft) - 10.50 POINT LOADS (kips): Dist DL RedLL Red& NonRLL StorLL Red% RoofLL Reda 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 m Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 17.4 5.3 5.3 1.00 19.21 30.00 19.21 26.31 Controlling 17.4 5.3 5.3 1.00 --- --- 19.21 26.31 REACTIONS (kips): Left Right DL reaction 9.03 9.03 Max + LL reaction 0.77 0.77 Max + total reaction 9.80 9.80 DEFLECTIONS: ' Dead load lin) at 5.25 ft = -0.176 L/D = 717 Live load lin) at 5.25 ft = -0.041 L/D = 3081 Net Total load (in) at 5.25 ft -0.217 L/D 581 RAM Steel V6.1 Gravity Beam Design Buehler.& Buehler RAM SteelV6.1 Gravity Beam Design DataBase: packmezz 03/27/00 17:48:52 Buehler 6 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 - 38 Floor Type: mezzanine Beam Number - 39 SPAN INFORMATION (ft): I -End (61.75,14.58). J -End (72.25,14.58) SPAN INFORMATION (ft): I -End (67.00,0.00), J -End (67.00,3.08) Beam Size (Optimum) Beam Size (Optimum) - W8X10Fy 50.0 ksi Total Beam Length (ft) = 10.50 Total Beam Length (ft) - 3.08 POINT LOADS (kips): LINE LOADS: (k/ft) 0.210 0.0% Red ' Red% NonRLL StorLL Red% RoofLL Red% Load Dist DL LL Red% Type 5.25 2.07 1.53 0.0 0.00 0.00 0.0 0.00 0.0 1 0.00 0.283 0.210 0.0% Red 1.00 8.00 3.08 0.283 0.210 9.50 8.00 �f SHEAR: Max V (DL.LL) - 0.76 kips fv = 0.57 ksi Fv = 20.00 ksi SHEAR: Max V (DL.LL) - 9.80 kips fv - 5.23 ksi Fv - 20.00 MOMENTS: ft ft fb Fb MOMENTS: Fb Span Cond Moment 0 Lb Cb Tension Flange Compr Flange a Lb Cb Tension Flange kip -ft ft ft fb Fb fb Fb ft ft fb Fb Center Max + 0.6 1.5 0.0 1.00 0.90 32.70 0.90 32.70 5.3 5.3 1.00 19.21 30.00 Controlling 0.6 1.5 0.0 1.00 0.90 32.70 --- --- 5.3 5.3 1.00 --- --- REACTIONS (kips): Left Right REACTIONS Ikips): Left Right DL reaction 0.44 0.44 DL reaction 9.03 9.03 Max + LL reaction '0.32 0.32 Max + LL reaction 0.77 0.77 + total reaction 0.76 0.76 Max + total reaction 9.80 9.80 1Max DEFLECTIONS: DEFLECTIONS: 1491 Dead load (in) at 1.54 ft - -0.001 at 5.25 ft - -0.176 L/D - 717 Live load (in) at 1.54 ft - -0.000 at 5.25 ft - -0.041 L/D = 3081 Net Total load (in) at 1.54 ft - -0.001 L/D = 32941 581 RAM Steel V6.1 Gravity Beam Design Buehler.& Buehler Steel Code: ASD 9th Ed. F7 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 Load Dist DL LL Red% Type POINT LOADS (kips): 1 0.00 0.283 0.210 0.0% Red Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 11.50 0.283 0.210 5.25 2.07 1.53 0.0 0.00 0.00 0.0 0.00 0.0 SHEAR: Max V (DL.LL) - 2.84 kips fv = 2.12 ksi Fv - 20.00 1.00 8.00 MOMENTS: 9.50 8.00 Span Cond Moment C Lb Cb Tension Flange SHEAR: Max V (DL.LL) - 9.80 kips fv - 5.23 ksi Fv - 20.00 ksi ft ft fb Fb MOMENTS: Fb Center Max + 8.2 5.8 0.0 1.00 12.54 32.70 Span Cond Moment a Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 17.4 5.3 5.3 1.00 19.21 30.00 19.21 26.31 Controlling 17.4 5.3 5.3 1.00 --- --- 19.21 26.31 REACTIONS Ikips): Left Right Max + total reaction 2.84 2.84 DL reaction 9.03 9.03 DEFLECTIONS: Max + LL reaction 0.77 0.77 Dead load (in) at 5.75 ft -0.125 L/D - Max + total reaction 9.80 9.80 Live load (in) at DEFLECTIONS: 1491 Net Total load (in) at Dead load (in) at 5.25 ft - -0.176 L/D - 717 Live load (in) at 5.25 ft - -0.041 L/D = 3081 Net Total load (in) at 5.25 ft - -0.217 L/D - 581 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: packmezz 03/27/00 17:48:52 Building Coder 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 LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.283 0.210 0.0% Red 11.50 0.283 0.210 SHEAR: Max V (DL.LL) - 2.84 kips fv = 2.12 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment C Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 8.2 5.8 0.0 1.00 12.54 32.70 12.54 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 ft -0.125 L/D - 1105 Live load (in) at 5.75 ft -0.093 L/D - 1491 Net Total load (in) at 5.75 ft = -0.218 L/D = 635 I RAMSteel V6.1 Gravity Beam Design Buehler & Buehler i 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) - N8X10 Fy - 50.0 ksi Total Beam Length (ft) = 3.08 LINE LOADS: (k/ft) Load Dist DL LL Red%Type 1 0.00 0.283 0.210 0.0% Red 3.08 0.283 0.210 SHEAR: Max V (DL+LL) - 0.76 kips fv - 0.57 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment ® 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 DLre DL reaction 0.44 0.44 Max + LL reaction 0.32 0.32 Max + total reaction 0.76 0.76 DEFLECTIONS: Dead load(inl 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 L RAM Steel V6.1 Gravity Beam Design Buehler & Buehler �DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 43 S PAN INFORMATION (ft): I -End (75.75,0.00), J -End (75.75,17.671 Beam Size (User Selected) - N12X14 Fy - 50.0 ksi �1 Total Beam Length (ft) - 17.67 INE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.243 0.180 0.0% Red 17.67 0.243 0.180 SHEAR: Max V (DL+LL) - 3.74 kips fv - 1.63 ksi Fv 18.75 ksi MOMENTS: Span Cond Moment G Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 16.5 8.8 0.0 1.00 13.29 33.00 13.29 33.00 Controlling 16.5 6.8 0.0 1.00 13.29 33.00 --- --- REACTIONS (kips): Left Right DL reaction 2.15 2.15 Max + LL reaction 1.59 1.59 Max + total reaction 3.74 3.74 DEFLECTIONS: Dead load (in) at 8.83 ft - -0.207 L/D = 1023 Live load (in) at 8.83 ft - -0.154 L/D = 1381 Net Total load (in) at 8.83 ft - -0.361 L/D = 587 1 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler c/Y DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 42 SPAN INFORMATION (ft): I -End (72.25,0.00), J -End (72.25,17.67) Beam Size (Optimum) - N12X16 Fy - 50.0 ksi Total Beam Length (ft) - 17.67 POINT LOADS (kips): DistDL RedLL Red% NonRLL StorLL Red% ROOfLL Red% 3.08 9.03 0.77 0.0 0.00 0.00 0.0 0.00 0.0 14.58 9.03 0.77 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.236 0.175 0.0% Red 17.67 0.236 0.175 SHEAR: Max V (DL+LL) - 13.43 kips fv - 5.09 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment O 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 (Ln) at 8.83 ft = -0.776 L/D 273 Live load (inl 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 & 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) - N12X14 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 Fb Center Max + 20.2 8.8 0.0 1.00 16.25 33.00 16.25 33.00 Controlling 20.2 8.8 0.0 1.00 16.25 33.00 --- REACTIONS (kips): Left Right DL reaction 2.62 2.62 Max + LL reaction. 1.94 1.94 Max + total reaction 4.57 4.57 DEFLECTIONS: Dead load (in) at 8.83 ft = -0.253 L/D - 837 Live load (in) at 8.83 It = -0.188 L/D - 1130 Net Total load (in) at 8.83 ft = -0.441 L/D - 481 O 1 fl 1 LE 1 1 11 RAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler DataBase: packmezz 03/27/00 17:48:52 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 45 SPAN INFORMATION (ft): I -End (86.75,0.00), J -End (86.75,17.67) Beam Size (Optimum) - W8X10 Fy - 50.0 ksi Total Beam Length (ft) - 17.67 LINE LOADS: Load Dist DL LL Red9 Type 1 0.00 0.175 0.130 0.0% Red 17.67 0.175 0.130 SHEAR: Max V IDL.LL) - 2.70 kips fv - 2.01 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 . 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 . total reaction 2.70 2.70 DEFLECTIONS: Dead load (in) at 8.83 ft = -0.431 LD 492 Live load lint at 8.83 ft -0.319 LI - D 665 Net Total load (in) at 8.83 ft - -0.750 LID - 283 Il 1 1 1 F2�� L t 1 RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler Data Base: packmezz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz, Column Line Q.6 - 12.9 Fy (ksi) = 46.00 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) ............................ 22.00 22.00 K.................................. 1 1 Braced Against Joint Translation ... Yes Yes Column Eccentricity (in) Top •••. 5.50 5.50 Bottom ... 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Axial(kips) ....................... 8.96 2.57 Moments Top Mx (kip -ft: .......... 0.74 0.55 My (kip -ft) .......... 3.22 0.63 Bot Mx (kip-Etl .......... 0.00 0.00 My (kip -ft) .......... 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 2.70 Fa (ksi) = 11.94 fbx (ksi) = 1.94 Fox IkSij = 27.60 Eby (ksi) = 5.83 Foy Iksi l = 27.60 KL/Rx = 111.82 KL/Ry = 111.82 F'ex = 11.94 F'ey = 11.94 LZ = 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 DataBase: packmezz 03/27/00 18:12:44 Building Code: UBC2 ,. Steel Code: ASD 9th Ed. Story level mezz, Column Line S.4 - 12.9 Py (ksi) = 46.00 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) ............................ 22.00 22.00 K.................................. 1 1 Braced Against Joint Translation ... Yes Yes Column Eccentricity (in) Top 5.50 5.50 Bottom ... 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Axial(kips) ....................... 21.97 3.57 Moments Top Mx (kip -ft) .......... 4.49 0.61 My (kip -Et) .......... 1.62 0.12 Bot Mx (kip-ftl .......... 0.00 0.00 My (kip -ft) 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATEDPARAMETERS: (DL + LL + RF) fa (ksi) = 5.98 Fa (ksi) = 11.94 fbx (ksi) = 7.71 Fbx (ksil = 27.60 fby (ksi) = 2.63 Fby Iksil = 27.60 KL/Rx = 111.82 KL/Ry = 111.82 F'ex = 11.94 F'ey = 11.94 Cmx = 0.60 Cmy = 0.60 INTERACTION EQUATION: 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 RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler Data Base: packmezz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz, Column Line 0.6 - 12.1 Fy (ksi) = 46.00 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu Ift) ............................ 22.00 22.00 K.................................. 1 1 Braced Against Joint Translation ... Yes Yes Column Eccentricity (in) Top .... 5.50 5.50 Bottom ... 0.00 0.00 CONTROLLING COLUMN [AADS - Load Case 1: Dead Live Axial (kips) ....................... 8.96 2.57 Moments Top Mx (kip -ft) .......... -0.74 -0.55 My (kip-ft1 .......... 3.22 0.63 Bot Mx (kip-Etl .......... 0.00 0.00 My (kip -Et) .......... 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi: = 2.70 Fa (ksi) = 11.94 fbx (ksi) = 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 Cy = 0.60 INTERACTION EQUATION:' fa/Fa - 0.23 Eq H1-1 0.226 +0.055 + 0.164 = 0.445 Eq H1-2: 0.098 + 0.070 + 0.211 = 0.380 RAM Steel V6.1 '- Gravity Column Design Buehler 6 Buehler Data Base: packmezz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz, Column Line S.4 - 12.1 Py (ksi) = 46.00 Column Size - TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) ............................ 22.00 22.00 K.................................. 1 1 Braced Against Joint Translation ... Yes Yes Column Eccentricity (in) Top .... 5.50 5.50 Bottom ... 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Axial (kips) ....................... 21.97 3.57 Moments Top Mx (kip -ft) .......... -4.49 -0.61 My (kip -ft) .......... 1.62 0.12 Bot Mx (kip -ft) .......... 0.00 0.00 My (kip -ft) .......... 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: IDL + LL + RF) fa (ksi) = 5.98 Fa (ksi) = 11.94 fbx Iksil = 7.71 Fbx (ksi) = 27.60 by (ksi) = 2.63 Fby (ksi) = 27.60 KL/Rx = 111.82 KL/Ry v 111.82 F'ex = 11.94 F'ey = 11.94 Cmx = 0.60 Cmy = 0.60 INTERACTION EQUATION: Ea/Fa - 0.50 Eq HS -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 li d 1 w 1 t 1 s 1 RAM SteelV6.1 - 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.9 - 12.9 Py (ksil = 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) Top5.50 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: (DL + LL + RF) I. (ksi) = 5.61 Fa (ksi) = 11.94 fbxIksi) = 7.71 Fbx Iksi) = 27.60 fby (ksi) = 3.72 Fby (ksi) = 27.60 KL/Rx = 111.82 KL/Ry = 111.82 F'ex = 11.94 F'ey = 11.94 Cmx = 0.60 Cmy = 0.60 INTERACTION EQUATION: fa/Fa = 0.47 Eq H1-1: 0.470 + 0.316 + 0.153 = 0.938 Eq H1-2: 0.203 + 0.279 + 0.135 = 0.617 RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler DataBase: packmezz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz, Column Line T.5 - 12.9 Fy (ksi) = . 46.00 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu Ift) ............................ 22.00 22.00 K.................................. 1 1 Braced Against Joint Translation ... Yes Yes Column Eccentricity (in) Top .... 5.50 5.50 Bottom ... 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Axial(kips) ....................... 20.71 3.25 Moments Top Mx (kip -ft) .......... 4.49 0.61 My (kip-ftl ........•. 2.19 0.27 Bot Mx (kip-ftl .......... 0.00 0.00 My lkip-ft ) .......... 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: IDL + LL + RF) fa (ksi) = 5.61 Fa (ksi) = 11.94 fbx Iksi) = 7.71 Fbx Iksil = 27.60 fby Iksil = 3.72 Fby Iksi) = 27.60 KL/Rx = 111.82 KL/Ry = 111.82 F'ex = 11.94 F'ey = 11.94 C_C= 0.60 Cy = 0.60 INTERACTION EQUATION: fa/Fa = 0.47 Eq Hl -I: 0.470 + 0.316 + 0.153 = 0.939 Eq H1-2: 0.203 + 0.279 + 0.135 = 0.617 Roof 0.00 0.00 0.00 0.00 0.00 Roof 0.00 0.00 0.00 0.00 0.00 RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler DataBase: packmezz 03/27/00 18:12:44 Z / Building Code: UBC2 Steel Code: ASD 9th Ed. Story levelmezz, Column Line S.9 - 121 Fy si) = 46.00 Column Size - TS6X6X.1875 (k = TS6X6X.1875 Orientation (degrees) = 90.0 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis X -Axis Lu (ft) ............................ 22.00 22.00 22.00 K.................................. 1 1 1 BracedAgainst Joint Translation ... Yes Yes Yes Column Eccentricity (in) Top .... 5.50 5.50 5.50 Bottom ... 0.00 0.00 0.00 CONTROLLING COLUMN [AADS - Load Case 1: CONTROLLING COLUMN LOADS - 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-ftl .......... 2.19 0.27 0.00 Bot Mx (kip-ftl .......... 0.00 0.00 0.00 My ( kip- f t) .......... 0.00 0.00 0.00 Single curvature about X -Axis 0.00 Single curvature about X -Axis Single curvature about Y -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: IDL + LL + RF) CALCULATED PARAMETERS: IDL + LL + RF) Ia (ksi) = 5.61 Fa (ksi) = 11.94 Is (ksi) = 5.61 Fa (ksi) = 11.94 fbx Iksi) = 7.71 Fbx (ksil = 27.60 fbx Iksil = 7.71 Fbx (ksi) = 27.60 fby (ksi) = 3.72 Fby (ksi) = 27.60 fby Iksi) = 3.72 Fby (ksi) = 27.60 KL/Rx = 111.82 KL/Ry = 111.82 KL/Rx = 111.82 KL/Ry = 111.82 F'ex = 11.94 F'ey = 11.94 F'ex = 11.94 F'ey = 11.94 Cmx = 0.60 Cmy 0.60 C_ = 0.60 Cmy = 0.60 INTERACTION EQUATION: INTERACTION EQUATION: fa/Fa = 0.47 fa/Fa - 0.47' Eq H1-1: 0.470 + 0.316 + 0.153 = 0.938 Eq H1-1 0.470 + 0.316 + 0.153 = 0.938 Eq H1-2: 0.203 + 0.279 + 0.135 = 0.617 Eq H1-2: 0.203 + 0.279 + 0.135 = 0.617 RAM Steel V6.1 - Gravity C01u Design Buehler 6 Buehler DataBase: packmezz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz, Column Line T.5 - 12.1 Fy (ksi) = 46.00 Colusm Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu Ift) ............................ 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 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 (kip -ft) .......... 0.00 0.00 0.00 My ( kip- f t) .......... 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: IDL + LL + RF) Is (ksi) = 5.61 Fa (ksi) = 11.94 fbx Iksil = 7.71 Fbx (ksi) = 27.60 fby Iksi) = 3.72 Fby (ksi) = 27.60 KL/Rx = 111.82 KL/Ry = 111.82 F'ex = 11.94 F'ey = 11.94 C_ = 0.60 Cmy = 0.60 INTERACTION EQUATION: fa/Fa - 0.47' Eq H1-1 0.470 + 0.316 + 0.153 = 0.938 Eq H1-2: 0.203 + 0.279 + 0.135 = 0.617 1 1 1 t 1 1 11 RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler Data Base: packmezz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz, Column Line U.1 - 12.9 FY (ksi) = 46.00 Column Size = TS8X8X.2500 Orientation Idegreesl = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) ............................ 22.00 22.00 K.................................. 1 1 Braced AgainstJoint Translation ... Yes Yes Column Eccentricity lin) Top .... 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 -Et) .......... 0.00 0.00 My ( kip- f t) .......... 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 4.92 Fa (ksi) = 17.90 fbx (ksi) = 3.84 Fbx (ksi) = 27.60 Eby (ksi l = 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 H1-1: 0.283 + 0.109 + 0.181 = 0.572 Eq H1-2: 0.178 + 0.139 + 0.232 = 0.549 RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler Data me Base: packzz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz, Column Line W.1 - 12.9 Py (ksi)= 46.00 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) .................. .. .. ...... 22.00 22.00 K........................ .. .. .... .. 1 1 Braced Against Joint Translation ... Yes Yes Column Eccentricity lin) Top.... 5.50 5.50 Bottom ... 0.00 0.00 CONTROLLING COLUMN [AADS - Load Case 1: Dead Live Axial (kips) ....................... 12.65 5.50 Moments Top Mx (kip -ft) .. .. ...... 0.71 0.53 My (kip -ft) .. .. .... .. -4.94 -1.99 Bot Mx (kip -f tl .......... 0.00 0.00 My ( kip -f t) .......... 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATEDPARAMETERS: IDL + LL + RFI fa (ksi) = 4.25 Fa (ksi) = 11.94 fbx Iksi) = 1.87 Fbx Iksi) = 27.60 fby (ksi l = 10.49 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: fa/Fa = 0.36 Eq H1-1: 0.356 + 0.063 + 0.354 = 0.773 Eq H1-2: 0.154 + 0.068 + 0.380 = 0.602 Roof 0.00 0.00 0.00 0.00 0.00 RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler DataBase: packmezz 03/27/00 18:12:44 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz, Column Line U.1 - 12.1 Fly Iksi)= 46.00 Column Size = TSSXSX.2500 orientation (degrees) - 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis L, (ft) ............................ 22.00 22.00 K.................................. 1 1 Braced AgainstJoint Translation ... Yes Yes Column Eccentricity (in) 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 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: (DL + LL + RF) fa (ksi) = 4.91 Fa (ksi) = 17.40 Ebx (ksi) = 3.83 Fbx(ksi) = 27.60 fby Iksi) = 6.40 Fby Iksi) = 27.60 KL/Rx = 83.93 KL/Ry = 83.93 F'ex 21.20 F'ey = 21.20 Cmx = 0.60 Cmy = 0.60 INTERACTION EQUATION: fa/Fa = 0.28 Eq H1-1: 0.283 + 0.109 + 0.181 = 0.572 Eq H1-2: 0.178 + 0.139 + 0.232 0.549 Roof 0.00 0.00 0.00 0.00 0.00 Roof 0.00 0.00 0.00 0.00 0.00 Flo 10 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, m Colun Line W.1 - 12.1 Fy (ksi) = 46.00Column Size - T56X6x.1875 orientation Idegreesl = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) ............................. 22.00 22.00 K.................................. 1 1 Braced Against Joint Translation ... Yes Yes Column Eccentricity (in) Top---- 5.50 5.50 Bottom ... 0.00 0.00 CONTROLLING COLUMN [AADS - Load Case 1: Roof Dead Live 0.00 Axial (kips) ....................... 12.65 5.50 0.00 Moments Top Mx (kip -ft) ... .. ..... -0.71 -0.53 0.00 My (kip -f [) .......... -4.94 -1.99 0.00 Bot Mx Ikip-ftl .......... 0.00 0.00 0.00 My kip ft) .......... 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 4.25 Fa (ksi) 11.94 fbx (ksi) = 1.87 Fbx (ksi; = 27.60 fby (ksi) = 10.49 Fby (ksi l = 27.60 KL/Rx = 111.B2 KL/Ry = 111.82 F'ex = 11.94 F'ey = 11.94 Cmx = 0.60 Crru = 0.60 INTERACTION EQUATION: fa/Fa = 0.36 Eq H1-1: 0.356 + 0.063 + 0.354 = 0.773 I Eq H1'-2: 0.154 + 0.068 + 0.380 = 0,102 Roof 0.00 0.00 0.00 0.00 0.00 Roof 0.00 0.00 0.00 0.00 0.00 Flo 10 1 RAM Steel V6.1 Floor Map DataBase: tfinezz Building Code: UBC2 Floor Type: mezzanine tl, 12.9 12-q 03/28/00 10:49:13 P7z1 1 Page 2 03/28/00 10:49:13 F,2Zo DL RAM Steel V6.1 Floor Map Reduction Mass DL DataBase: tfinezz psf Building Code: UBC2 88.0 Floor Type: mezzanine Reducible Surface Loads DL CDL LL Label Mass DL ® mezz kips Type kips 5.5 Point Loads 0.0 Reducible 0.0 Label 0.0 0.0 Reducible 0.0 P1 1/4 screener ld 0.0 P2 1/2 scale P3 1/2 stair . 1 Page 2 03/28/00 10:49:13 F,2Zo 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 rr rr rr r■��r rr r■� �r rr r�r r rf rr r� rr rr r� rr � N J N Ilk W14x22 11k 14k W14x22 11k � rn � x w_ 5k W10x12 5k ` 6k W12x14 6k co 13k W14x22 10k ❑ 12k W14x22 9k 4k W8x10 4k 6k W12x14 6k 6k W12x14 6k 3k W8x10 e 3k 3k wdk o 3k 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 (0.00,0.00), 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 Red% NonRLL StorLL Red% RoofLL Red% 5.67 0.55 0.25 0.0 0.00 0.00 0.0 0.00 0.0 10.08 0.49 0.22 0.0 0.00 0.00 0.0 0.00 0.0 16.50 0.16 0.07 0.0 0.00 0.00 0.0 0.00 0.0 ' LINE (AADS: Ik/fU Load Dist DL LL Red% Type 1 0.00 0.044 0.020 0.0% Red 14.50 0.044 0.020 2 14.50 0.044 0.020 0.0% Red 16.50 0.044 0.020 'SHEAR: Max V IDL+LL) - 1.31 kips fv - 0.98 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment 0 Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb FD 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 6 Buehler DataBase: tfinezz 03/28/00 10:49:13 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 5.67 5.50 SHEAR: Max V (DL+LL) - 12.45 kips fv - 3.32 ksi Fv = 17.90 ksi MOMENTS: ' Span Cond Moment G Lb Cb Tension Flange Compr Flange kip -f[ ft ft fb Fb fb Fb Center Max + 70.5 5.7 5.7 1.00 22.04 30.00 22.04 29.26 Controlling 70.5 5.7 5.7 1.00 -- 22.04 29.26 REACTIONS (kips): Left Right DL reaction 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 ft = -0.222 L/D - 783 Live load lin) at 7.03 ft = -0.042 L/D = 4135 Net Total load (in) at 7.03 ft = -0.264 L/D - 658 7 RAM Steel V6.1 Gravity Beam Design Buehler 6 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 SPANINFORMATION (ft): I -End (0.00,0.00), J -End (0.00,20.33) Beam Size (Optimum) - WlOX12 Fy - 50.0 ksi Total Beam Length (ft) 20.33 Cantilever on left (ftl - 2.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 0.00 0.78 0.37 0.0 0.00 0.00 0.0• 0.00 0.0 -0.01 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Load Dist• DL LL Red% Type 1 0.00 0.293 0.133 0.0% 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 0 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 32.83 Center Max + 15.6 11.8 0.0 1.00 17.14 32.83 17.14 32.83 Max - -4.2 2.5 17.8 1.75 4.61 30.00 4.61 8.27 Controlling -4.2 2.5 17.8 1.75 --- --- 4.61 8.27 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 (inl - -0.025 L/D - 2426 Neg Live load (inl - 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 6 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 10.00,20.33), J -End (0.00,40.83) Beam Size (Optimum) - WlOX12 Fy - 50.0 ksi Total Beam Length (ftl - 20.50 LINE LOADS: (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 - 2.33 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 + 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 1in1 at 10.25 ft = -0.747 L/D 329 Live load (inl 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 6 Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. FloorType: mezzanine Beam Number = 5 SPAN INFORMATION (ft): I -End (0.00,20.33), J -End 114.50,20.33) Beam Size (User Selected) = N16X36 Fy = 50.0 ksi Total Beam Length (ft) = 14.50 POINT LOADS (kipsl: ' Dist DL Red LL Red% NonRLL StorLL Red% Roof LL Red% 5.67 11.52 2.07 2.5 0.00 0.00 0.0 0.00 0.0 5.67 9.46 1.80 2.5 0.00 0.00 0.0 0.00 0.0 10.08 7.45 3.39 2.5 0.00 0.00 0.0 0.00 0.0 5.67 5.50 SHEAR: Max V (DL+LL)= 21.70 kips fv = 4.64 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 + 123.0 5.7 5.7 1.00 26.12 33.00 26.12 33.00 Controlling 123.0 5.7 5.7 1.00 26.12 33.00 --- --- REACTIONS (kips): Left Right DL reaction 18.40 15.53 Max + LL reaction 3.30 3.77 Max + total reaction 21.70 19.30 ' DEFLECTIONS: Dead load lint at 7.03 ft -0.260 L/D 670 Live load (in) at 7.03 ft = -0.052 L/D = 3348 Net Total load (inl at 7.03 ft = -0.312 L/D = 558 1 (1 RAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler {i 7 ;7- 3 DataBase: tfinezz 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) = N14X22 Py = 50.0 ksi Total Beam Length (ft) = 14.50 POINT (AADS (kips): Dist DL Red LL Red% NonRLL StorLL Red% Roof LL 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 ft fbFb 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 (in) 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 6 Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number = 8 SPAN INFORMATION (ft): I -End (5.67,2.50), J -End .(5.67,20.33) Beam Size (Optimum) = N14X22 Fy = 50.0 ksi Total Beam Length (ft) = 17.83 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 10.83 5.50 7.00 5.50 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.444 0.202 0.0% Red 17.83 0.444 0.202 SHEAR: Max V (DL+LL) = 11.25 kips fv = 3.74 ksi Fv = 18:90 ksi MOMENTS: Span Cond Moment © Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb 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 reactidn 1.80 1.80 Max + total reaction 11.25 11.25 DEFLECTIONS: Dead load (in) at 8.92 ft - -0.539 L/D = 397 Live load (in) gat 8.92 ft -0.079 L/D - 2693 Net Total load (in) at 8.92 ft = -0.618 L/D - 346 RAM Steel V6.1 Gravity Beam Design Buehler s Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number = 7 SPAN INFORMATION (ft): I -End (5.67,0.00), J -End (5.67,2.50) Beam Size (Optimum) = N8X10 Fy = 50.0 ksi ' Total Beam Length Ift) = 2.50 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.444 0.202 0.0% Red 2.50 0.444 0.202 SHEAR: Max V (DL.LL) = 0.81 kips fv = 0.60 ksi Fv 20.00 ksi MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Compr Flange kip ft ft fb Fb fb Fb Center Max + 0.5 1.3 0.5 0.0 1.00 0.77 32.70 0.77 32.70 Controlling 0.5 1.3 0.0 1.00 0.77 32.70 REACTIONS (kips): Left Right DL reaction 0.55 0.55 Max +'LL reaction 0.25 0.25 Max ♦ total reaction 0.81 0.81 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 (1 RAM Steel V6.1 Gravity Beam Design Buehler 6 Buehler {i 7 ;7- 3 DataBase: tfinezz 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) = N14X22 Py = 50.0 ksi Total Beam Length (ft) = 14.50 POINT (AADS (kips): Dist DL Red LL Red% NonRLL StorLL Red% Roof LL 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 ft fbFb 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 (in) 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 6 Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number = 8 SPAN INFORMATION (ft): I -End (5.67,2.50), J -End .(5.67,20.33) Beam Size (Optimum) = N14X22 Fy = 50.0 ksi Total Beam Length (ft) = 17.83 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 10.83 5.50 7.00 5.50 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.444 0.202 0.0% Red 17.83 0.444 0.202 SHEAR: Max V (DL+LL) = 11.25 kips fv = 3.74 ksi Fv = 18:90 ksi MOMENTS: Span Cond Moment © Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb 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 reactidn 1.80 1.80 Max + total reaction 11.25 11.25 DEFLECTIONS: Dead load (in) at 8.92 ft - -0.539 L/D = 397 Live load (in) gat 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 & Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: USC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 11 SPAN INFORMATION Ift): I -End (10.08,2.50), J -End (10.08,20.33) ' Beam Size (Optimum) - W10X12 Fy - 50.0 ksi Total Beam Length Ift) = 17.83 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.389 0.177 0.0% Red 17.83 0.389 0.177 SHEAR: Max V (DL.LL) - 5.04 kips fv - 2.69 ksi Fv, - 20.00 ksi MOMENTS: Span Cond Moment Ci 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 (in) 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 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 - 10 SPAN INFORMATION (ft): I -End (10.08,0.00). J -End (10.08,2.50) Beam Size (Optimum) - W8X10 Py - 50.0 ksi Total Beam Length (ft) - 2.50 LINE [.GADS: (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. fb Fb fb Fb Center Max + 0.4 1.3 0.0 1.00 0.68 32.70 0.68 32.70 Controlling 0.4 1.3 0.0 1.00 0.68 32.70 --- --- REACTIONS (kips): Left Right DL reaction 0.49 0.49 Max + LL reaction 0.22 0.22 Max + total reaction 0.71 0.71 DEFLECTIONS: Dead load (in) at 1.25 ft - -0.000 Live load (in) at 1.25 ft - -0.000 Net Total load (in) at 1.25 ft - -0.001 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: tfinezz 03/28/00 10:49:13 Building 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/ft) 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 (in) at 10.25 ft = -0.374 L/D 657 Steel V6.1 Gravity Beam Design 'RAM Buehler & Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. FloorType: mezzanine Beam Number - 9 SPAN INFORMATION (ft): I -End (5.67,20.33). J -End (5.67,40.83) Beam Size (Optimum) - W14X22 Py - 50.0 ksi Total Beam Length (ft) - 20.50 POINT LOADS (kips): Dist DL Fed 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 0.944 0.202 SHEAR: Max V (DL+LL) - 13.59 kips fv - 4.52 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 + 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 (in) at 10.15 ft - -0.139 L/D 1772 NEC Total load (in) at 10.15 ft = -0.277 L/D 888 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: USC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 11 SPAN INFORMATION Ift): I -End (10.08,2.50), J -End (10.08,20.33) ' Beam Size (Optimum) - W10X12 Fy - 50.0 ksi Total Beam Length Ift) = 17.83 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.389 0.177 0.0% Red 17.83 0.389 0.177 SHEAR: Max V (DL.LL) - 5.04 kips fv - 2.69 ksi Fv, - 20.00 ksi MOMENTS: Span Cond Moment Ci 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 (in) 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 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 - 10 SPAN INFORMATION (ft): I -End (10.08,0.00). J -End (10.08,2.50) Beam Size (Optimum) - W8X10 Py - 50.0 ksi Total Beam Length (ft) - 2.50 LINE [.GADS: (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. fb Fb fb Fb Center Max + 0.4 1.3 0.0 1.00 0.68 32.70 0.68 32.70 Controlling 0.4 1.3 0.0 1.00 0.68 32.70 --- --- REACTIONS (kips): Left Right DL reaction 0.49 0.49 Max + LL reaction 0.22 0.22 Max + total reaction 0.71 0.71 DEFLECTIONS: Dead load (in) at 1.25 ft - -0.000 Live load (in) at 1.25 ft - -0.000 Net Total load (in) at 1.25 ft - -0.001 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: tfinezz 03/28/00 10:49:13 Building 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/ft) 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 (in) at 10.25 ft = -0.374 L/D 657 'RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 13 1 SPAN INFORMATION (ft): I -End (14.50,0.00), J -End (14.50,20.33) Beam Size (Optimum) = W14X22 Fy - 50.0 ksi Total Beam Length (ft) = 20.33 Cantilever on left (ft) = 2.50 POINT (AADS (kips): 1 Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 0.00 1.16 0.53 0.0 0.00 0.00 0.0 0.00 0.0 13.33 5.50 9.50 5.50 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.282 0.128 0.01, 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 0 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 r 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) L/D = 308 POS Live load (in) -0.009 L/D 6953 ' a0.195 Neg Live load (in) 0.026 L/D 2288 Neg Total load (in) 0.221 L/D = 272 Center span: Dead load (in) at 11.50 ft - -0.470 L/D 455 Live load (in) at 11.50 ft - -0.058 L/D = 3661 1 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): Dist DL RedLL Red% NonRLL StorLL Red% ROOfLL 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 1 MOMENTS: Span Cond Moment m Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 63.0 11.0 0.0 1.00 26.08 33.00 26.08 33.00 Controlling 63.0 11.0 0.0 1.00 26.08 33.00 --- --- REACTIONS (kips): Left Right DL reaction 10.32 7.37 Max + LL reaction 1.52 1.52 Max + total reaction 11.84 8.89 DEFLECTIONS: (Camber = 1/2) Dead load (in) at 10.05 ft - -0.682 L/D = 360 Live load (in) at 10.05 ft - -0.102 L/D 2410 Net Total load (in) at 10.05 ft - -0.285 L/D - 865 1 RAM Steel V6.1 Gravity Beam Design / Buehler & Buehler DataBase: tfinezz 03/28/00 10:49:13 r JJJ Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 14 SPAN INFORMATION (ft): I -End (14.50,2.50), J -End (30.50,2.50) Beam Size (Optimum) - W12X19 Fy = 50.0 ksi Total Beam Length (ft) - 16.00 POINT LOADS (kips): Dist DL 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 LOADS: (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 ® Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 38.0 6.7 6.3 1.00 21.43 30.00 21.43 23.91 Controlling 38.0 6.7 6.3 1.00 --- --- 21.43 23.91 REACTIONS (kips): Left Right DL reaction 5.57 5.69 Max + LL reaction 2.51 2.48 Max + total reaction 8.07 8.18 DEFLECTIONS: Dead load (in) at 7.84 ft - -0.304 L/D = 632 Live load (in) at 7.84 ft - -0.135 L/D - 1417 Net Total load (in) at 7.84 ft - -0.439 L/D - 437 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 16 SPAN INFORMATION (ft):' I -End (14.50,20.33), J -End (30.50,20.33) Beam Size (Optimum) - W16X26 Fy - 50.0 ksi Total Beam Length (ft) - 16.00 POINT (AADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL 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 Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 86.9 6.7 6.3 1.00 27.17 30.00 27.17 28.25 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 load lin) at 7.92 ft -0.324 L/D = 592 Live load (inl at 7.92 ft -0.108 L/D = 1771 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 LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% Roof LL Red% 3.00 3.01 1.37 0.0 0.00 0.00 0.0 0.00 0.0 6.67 4.88 2.05 0.0 0.00 0.00 0.0 0.00 0.0 13.00 5.06 1.91 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS: (k/ft) Load Dist 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 G Lb Cb Tension Flange .Comer 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 lin) at 7.92 ft = -0.100 L/D - 1913 Net Total load (in) at 7.92 ft - -0.342 L/D - 562 RAM Steel V6.1 Gravity Beam Design Buehler "Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Cade: 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) - W8X10 Fy = 50.0 ksi Total Beam Length (ft) = 17.83 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.293 0.133 0.0% Red 17.83 0.293 0.133 SHEAR: Max V (DL+LL) - 3.80 kips fv - 2.84 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 + 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 loadlin) at 8.92 ft - -0.747 L/D 287 Live load lin) at 8.92 ft = -0.339 L/D 630 Net Total load (in) at 8.92 ft = -0.461 L/D = 464 . I 1 RAM Steel v6.1 Gravity Beam Design Buehler & Buehler FZ if s DataBase: tfinezz 03/28/00 30:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 18 SPAN INFORMATION (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 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.132 0.060 0.0% Red 2.50 0.132 0.060 SHEAR: Max V (DL+LL) - 0.24 kips fv - 0.18 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment 0 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 DL reaction 0.16 0.16 Max + LL reaction 0.07 0.07 Max + total reaction 0.24 0.24 DEFLECTIONS: Dead load(in) at 1.25 ft -0.000 Live load (inl at 1.25 ft = -0.000 Net Total load (in) at 1.25 ft = -0.000 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: 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 LOADS: (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 Flange kip -ft It ft fb Fb fb Fb Center Max + 22.4 10.3 0.0 1.00 18.05 33.00 18.05 33.00 Controlling 22.4 10.3 - 0.0 1.00 18.05 33.00 --- --- REACTIONS (kips): Left Right DL reaction 3.01 3.01 Max + LL reaction 1.37 1.37 Max + total reaction 4.37 4.37 DEFLECTIONS: Dead load (in) at 10.25 ft - -0.454 L/D - 542 Live load (in) at 10.25 ft = -0.206 L/D - 1193 Net Total load (in) at 10.25 ft - -0.660 L/D - 373 RAM Steel V6.1 Gravity Beam Design Buehler & Buehler DataBase: tfinezz 03/28/00 10:49:13 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 21 SPAN INFORMATION (ft): I -End (21.17,2.50), J -End (21.17,20.33) Beam Size (User Selected) - W12X14 Fy - 50.0 ksi Total Beam Length (ft) - 17.83 ' LINE LOADS: (k/ft) - Load Disc DL LL Reda Type 1 0.00 0.440 0.200 0.0% 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 (kips): Left. Right DL reaction 3.92 3.92 Max + LL reaction 1.78 1.78 Max + total reaction 5.71 5.71 DEFLECTIONS: Dead load (in) at 8.92 ft = -0.389 L/D = 549 ' Live load (in) at 8.92 ft - -0.177 L/D - 1209 Net Total load (in) at 8.92 ft - -0.566 L/D - 378 1 11 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 - 23 SPAN INFORMATION (ft): I -End (27.50,2.50), J -End (27.50,20.33) Beam Size (User Selected) - W12X14 Fy - 50.0 ksi Total Beam Length (ft) - 17.83 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% 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 0` 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 loadlint at 9.09 ft = -0.423 L/D 505 Live load lin) at 9.00 ft = -0.165 L/D - 1295 Net Total load (in) at 9.00 ft -0.589 L/D - 364 i RAM Steel V6.1 Gravity Beam Design / �1 Buehler & Buehler ,? Z ` DataBase: tfinezz 03/28/00 10:49:13 / / Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezzanine Beam Number - 22 SPAN INFORMATION (ft): I -End (21.17,20.33), J -End (21.17,40.83) Beam Size (User Selected) - W14X22 Fy - 50.0 ksi Total Beam Length (ft) - 20.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 3.00 2.50 LINE LOADS: (k/ft) Load Dist DL LL Red% Type 1 0.00 0.440 0.200 0.0% Red 20.50 0.440 0.200 SHEAR: Max V (DL+LL) - 8.69 kips fv - 2.89 ksi Fv - 18.90 ksi MOMENTS: Span Cond Moment Lb Cb Tension Flange Compr Flange kip -ft ft ftfb 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 It - -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 (27.50,15.33), J -End (30.50,15.33) Beam Size (Optimum) - W8X10 - Fy - 50.0 ksi Total Beam Length (ft) - 3.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 1.50 2.00 SHEAR: Max V (DL+LL) = 1.00 kips fv - 0.75 ksi Fv - 20.00 ksi MOMENTS: Span Cond Moment 0 Lb Cb Tension Flange Compr Flange kip -ft It 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 (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 - 25 SPAN INFORMATION (ftl: I -End (27.50,20.33), J -End (27.50,40.83) Beam Size (User Selected) - N14X22 Fy - 50.0 ksi Total Beam Length (ft) - 20.50 POINT LOADS (kips): Disc DL RedLL Red% NonRLL StorLL Red% ROOfLL Red* 10.00 J. 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 ® 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 - -0.394 L/D - 624 Live load (in) at 10.05 ft - -0.128 L/D = 1915 ' Net Total load (in) at 10.05 ft = -0.522 L/D - 471 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 - 27 SPAN INFORMATION (ft): I -End (30.50,2.50), J -End (30.50,20.33) Beam Size (Optimum) - NBX10 Fy = 50.0 ksi Total Beam Length (ftl = 17.83 POINT LOADS (kips): Dist DL RedLL Red* NonRLL StorLL Red* Roof LL Red* 12.83 1.00 LINE (AADS: (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 Q Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max . 12.8 10.0 0.0 1.00 19.71 32.70 19.71 32.70 Controlling 12.8 10.0 0.0 1.00 19.71 32.70 --- --- REACTIONS (kips): Left Right DL reaction 1.85 2.29 Max + LL reaction 0.71 0.71 Max + total reaction 2.56 3.00 ' DEFLECTIONS: (Camber - 1/21 Dead load lin: at 9.18 ft = -0.621 L/D = 345 Live load (in at 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 Buehler 6 Buehler 1 �� 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) = NBX10 Py - 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® Lb Cb Tension Flange Compr Flange kip -Et ft ft fb Fb fb Fb CenterMax + 1.5 1.5 3.0 1.00 2.30 32.70 2.30 32.7C 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 6 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) - NBX10 Fy = 50.0 ksi Total Beam Length (ft) - 20.50 POINT (AADS (kips): Dist DL RedLL Red* NonRLL StorLL Red* Roof LL Red* 10.00 1.00 LINE (AADS: (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 ksi MOMENTS: Span Cond Moment a Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 18.6 10.0 0.0 '1.00 28.52 32.70 28.52 32.70 Controlling 18.6 10.0 0.0 1.00 28.52 32.70 --- --- REACTIONS (kips): Left Right DL reaction 2.32 2.29 Max + LL reaction 0.82 0.82 Max + total reaction 3.14 3.11 DEFLECTIONS: (Camber = 1) Dead load lin) at 10.25 ft = -1.130 L/D 218 Live load lint at 10.25 ft - -0.356 L/D - 691 Net Total load (in)'at 10.25 ft - -0.486 L/D - 506 RAM Steel V6.1 - Gravity Column Design RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler Buehler 6 Buehler DataBase: tfinezz 03/28/00 09:46:19 Data Base: 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 / Story level mezz, Column Line P.1 - 11.1 Fy (ksi: = 46.00 Col Column Size = TS6X6X.1875 Fy (ksi) = 46.00 ColSize = TS6X6X.1875 umn 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) ............................ 12.00 12.00 K............................... Braced Against Joint Translation ... Column Eccentricity lint Top 1 Yes 0.00 1 Yes 0.00 K............................... 1 Braced Against Joint Translation ... Yes Column Eccentricity (in) Top 5.50 1 Yes 5.50 Bottom ... 0.00 0.00 ... Bottom 0.00 0.00 CONTROLLING COLUMN (AADS - Load Case 1: CONTROLLING COLUMN (AADS - Load Case 8: Dead Live Roof Dead Live Roof ` Axial (kips) ....................... 15.11 3.76 0.00 Axial (kips: ....................... 24.03 4.75 0.00 Moments Top roc Ikip-ft) .......... 0.00 0.00 0.00 Moments Top Mx (kip -ft) .......... 0.25 0.63 0.00 My (kip -ft; .......... 0.00 0.00 0.00 My (kiD-ft) .......... 8.43 1.55 0.00 -ft Bot Mx (kip -ft: .......... 0.00 0.00 0.00 Bot Mx Ikip-ft1 .......... 0.00 0.00 0.00 My (kip .......... 0.00 0.00 0.00 14Y (kip -f t) .......... 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 CA•.CULATED PARAMETERS: (DL + LL + RF) CALCULATED PARAMETERS: (DL + LL + RF) fa Iksfl = 4.42 Fa (ksi) = 21.13 fa (ksi) = 6.74 Fa (ksi) = 21.13 fbx (ksi) 0.00 Fbx Iksi; 27.60 fbX (ksi; = 1.33 Fbx (ksi: = 27.60 fby (ksi) = 0.00 Fby Iksi) = 27.60 fby Iksi) = 15.11 Fby (ksi 1, "= 27.60 KL/Rx 60.99 KL/Ry = 60.99 KL/Rx = 60.99 KL/Ry = 60.99 F'ex = 40.14 F'ey 40.14 F'ex = 40.14 F'ey = 40.14 C. = 0.00 Cmy = 0.00 = _ Cmx 0.60 Cy- 0.60 INTERACTION EQUATION: INTERACTION EQUATION: fa/Fa - 0.21 fa/Fa = 0.32 Eq H1-1 0.209 + 0.000 + 0.000 = 0.209 Eq H1-1: 0.319 + 0.035 + 0.395 = 0.749 Eq H1-2: 0.160 + 0.000 + 0.000 = 0.160 Eq H1-2: 0.244 + 0.048 + 0.547 = 0.840 RAM SteelV6.1 - Gravity Columna Design RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler Buehler 6 Buehler Data Base: tfinezz 03/28/00 09:46:19 Dataease:.tfinezz 03/28/00 09:46:19 Building Code: UBC2 Steel Code: ASD 9th Fd. Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz, Column Line P.1 - 10.1 Story level mezz, Column Line P.8 - 12.8 Fy (ksi) = 46.00 Column Size = TS6X6X.1875 Fy Iksi) = 46.00 Column Size = TS6X6X.1875 ,Orientation (degrees) = 90.0 Orientation (degrees) =90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) ............................ 12.00 12.00 Lu (ft) ............................ 12.00 12.00 K.................................. 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 0.00 0.00 Bottom ... 0.00 0.00 Bottom ... 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: CONTROLLING COLUMN [AADS - Load Case 1: Dead Live Roof Dead Live Roof Axial (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) .......... 0.00 0.00 0.00 My (kip -ft) .......... 3.10 0.90 0.00 My (kip -f tl ... ....... 0.00 0.00 0.00 Bot Mx (kiD-ft) .......... 0.00 0.00 0.00 Bot Mx Ikip-ft) .......... 0.00 0.00 0.00 My IkiD-E[) .......... 0.00 0.00 0.00 My Ikip-ftl .......... 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 (ksi) = 21.13 fa (ksi) = 8.72 Fa (ksi) = 21.13 fbx (ksi: = 3.03 Fbx (ksi: = 27.60 fbx (ksi) = 0.00 Fox (ksi) = 27.60 fby (ksi) = 6.04 Fby (ksi) = 27.60 fby (ksi) = 0.00 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 INTERACTION EQUATION: Cmx = 0.00 Cmy = 0.00 fa/Fa = 0.15 Eq H1-3: 0.147 + 0.110 + 0.219 = 0.476 INTERACTION. EQUATION: fa/Fa - 0.41 Eq H1-1 0.413 + 0.000 +0.000 = 0.413 i ' Eq H1-2: 0.316 + 0.000 + 0.000 = 0.316 r . RAM Steel V6.1 - Gravity Column Design RAM Steel V6.1 - Gravity Coluam Design Buehler 6 Buehler Buehler 6 Buehler DataBase: tfinezz 03/28/00 09:46:19 DataBase: tfinezz 03/28/00 09:46:19 Building Code: Uel Code: UBC2 Ste ASD 9th Ed. Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezz, Column Line P.8 - 11.1 Py (ksi) = 46.00 Column Size = TS6x6X.1875 Story level mezz, Col- Line P.8 - 10.1 Fy (ks it = 96.00Colunm 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) ............................ 12.00 12.00 Lu (ft) ... ......................... ................................... 12.00 12.00 K .... ...ins .. .. ........ .:... 1 1 K .........t 1 1 Braced Against Joint Translation lati Yes Yes Translation ... Braced Against Join[ Translation Yes Yes Column Eccentricity lin) Top 5.50 5.50 Column Eccentricity lin, To 5.50 5.50 Bottom 0.00 0.00 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 17: CONTROLLING COLUMN LOADS - Load Case 6: Dead Live Roof Dead Live Roo£ -: Axial (kips) ..'..................... 52.56 4.77 0.00 Axial (kips) ....................... 20.57 4.30 0.00 Moments Top Mx (kip -ft) .......... 0.97 0.62 0.00 Moments Top Mx 'kip -ft) .......... -3.38 -0.69 0.00 My 'kip -ft) .......... -1.23 -1.57 0.00 My 'kip -ft) .......... 0.07 1.28 0.00 Bot Mx 'kip -ft) .......... 0.00 0.00 0.00 Bot Mx 'kip -f t) ... .. ..... 0.00 0.00 0.00 My (kip -f t) .......... 0.00 0.00 0.00 My (kip -ft) 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: (DL + LL + RF)- CALCULATED PARAMETERS: (DL + LL + RF) �1 fa(ksi) 13.43 Fa 'ksi) 21.13 fa (ksi) 5.82 Fa (ksi) 21.13 fbx (ksi) 2.41 Fbx Iksil 27.60 fbx (ksi, 6.15 Fbx (ksi) 27.60 Eby (ksi, = 4.24 Fby 'ksi) = 27.60 fby Iksil = 2.04 Fby (ksi) = 27.60 KL/Rx 611,99 KL/Ry = 60.99 KL/Rx = 60.99 KL/Ry = 60.99 F'ex 40.14 F'ey = 40.14 F'ex 90.14 F'ey 40.14 C-0.60 Cmy 0.60 Cmx 0.60 Cmy 0.60 INTERACTION EQUATION: INTERACTION EQUATION: - fa/Fa = 0.64 fa/Fa = 0.28 Eq Hl -l: 0.635 + 0.079 + 0.139 = 0.853 Eq H1-1: 0.276 + 0.156 + 0.052 - 0.484 Eq H1-2: 0.486 + 0.087 + 0.154 = 0.727 Eq H1-2: 0.211 + 0.223 + 0.074 = 0.508 r; 1 �I RAM Steel V6.1 - Gravity Colunm Design RAM Steel V6.1 - Gravity Column Design Buehler 6 Buehler Buehler 6 Buehler , DataBase: tfinezz 03/28/00 09:46:19 DataBase: tfinezz 03/28/00 09:46:19 I Building Code: UBC2 Steel Code: ASD 9th Ed. Building Code: UBC2 Steel Cale: ASD 9th Ed. Story level mezz, Column Line 0.8 - 12.8 Story level mezz, Column Line 0.8 - 11.1 Py'ksi) = 46.00 Column Size = TS6x6X.1875 Fy (ksi) = 46.00 Colunm 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 (fC) .. .. ........................ 12.00 12.00 Lu (ft) .... .. ......... 12.00 12.00 K.................................. 1 1 ............... K ..... ........................... 1 1 Braced Against Joint Translation ... Yes Yes Braced Against Joint Translation ... Yes Yes •w Column Eccentricity (in) Top.... 5.50 5.50 Colunm Eccentricity (in) Top .... 5.50 5.50 Bottom ... 0.00 0.00 Bottom ... 0.00 0.00 1C^^. CONTROLLING COLUMN LOADS - Load Case 1: CONTROLLING COLUMN LOADS - Load Case 8: Dead Live Roof Dead Live Roof j Axial (kips) ....................... 7.72 3.20 0.00 Axial (kips) ....................... 19.36 5.74 0.00. i Moments Top Fix (kip -ft) .......... 0.85 0.33 0.00 Moments Top Mx (kip -ft) ..... .. ... 0.01 0.37 0.00 My (kip-ftl .......... -2.61 -1.14 0.00 My 'kip-ftl .......... -6.69 -2.26 0.00 Bot Mx 'kip -f tl .......... 0.00 0.00 0.00 Bot Mx 'kip-ftl .......... 0.00 0.00 0.00 My (kip -f t) .......... 0.00 0.00 0.00 My 'kip -f t) .......... 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 + RFI CALCULATED PARAMETERS: (DL + LL + RF) Is (ksi) - 2.56 Fa (ksi) = 21.13 fa 'ksi) = 5.88 Fa (ksi) = 21.13 fbx (ksi, = 1.78 Fbx 'ksi) = 27.60 fbx (ksi) = 0.58 Fbx 'ksi) = 27.60 fby (ksi, = 5.67 Pby 'ksi) = 27.60 fby 'ksi) = 13.54 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 EQUATION: C = 0.60 Cmy = 0.60 C,INTERACTION ' fa/Fa = 0.12 Eq Hl -3: 0.121 + 0.064 + 0.206 = 0.391 INTERACTION EQUATION: fa/Fa = 0.28 Eq H1-1: 0.278 + 0.015 + 0.345 = 0.638 Y K Eq Hl 2: 0.213 + 0.021 + 0.490 = 0.725 1 f i i 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 M..' Column Line 0.8 - 10.1 Fy (ksi) = 46.00 Colu 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 1: Dead Live Roof Axial (kips) ....................... 9.53 3.64 0.00 Moments Top Mx (kip -ft) .......... -1.05 -0.38 0.00 My (kip-ftl .. ........ -3.24 -1.29 0.00 Bot Mx (kip-ftl .......... 0.00 0.00 _ 0.00 My (kip -ft) .......... 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: IDL - LL + RF) faIksi) = 3.08 Fa (ksi) 21.13 ' fbx Iksi) = 2.16 Fbx (ksi) 27.60 fby (ksi) = 6.86 Fby (ksi) = 27.60 KL/Rx = 60.99 KL/Ry = 60.99 INTERACTION EQUATION: fa/Fa = 0.15 EqRl-3: 0.146 . 0.078 r 0.248 = 0.473 F, 1 i i 1 �I 1 11 r1 I i r BUEHLER & BUEHLER ASSOCIATES JOB �V l,I I/U lvILL STRUCTURAL ENGINEERS, INC. JOB NO.I I- o� DATE a 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY__-_ SHEET NO. �/ l Ll� pI /I l ?'CJD GL �/�, 'OJ•�J',2 x' , 0�j :k l ��� !- 1 L� rwf7 j� f rG A�y6,C,;�y ✓� ��� 8� 614, i'7 �%L DrULY. i 23,32 "I /,D� 1= lk16 -react O � !�'► � LL 5�M �� � .kyr ,�oM �� 5� ��� �M 2 W 1 43 Sp/12'4nL = 0. 0/3 ? 20I lUz CL o Reoroor Cail NESS CUSTQiM"printing Service TOLL FREE 1-800-888.6327 NESS. Inc., Peterborough, NH 03458. Ref. No: G 109000551 il r BUEHLER & BUEHLER ASSOCIATES JOB ;y STRUCTURAL ENGINEERS, INC. JOB NO. �" l :L' �O DATE le" -'2 ✓ �j 7300 Folsom Blvd. Suite 103 /' 2 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. co�-IT F.5 - (:: �"' P), r I �2 eoidor Call NEBS CUSTOW "printing service TOLL FREE 1.800-88&8327 NUBS, Inc.. Peterborough. NH 03458. Ref. No: G ! 09000£5: t i t r BUEHLER & BUEHLER ASSOCIATES JOB �� I�/o��"�" bow �" STRUCTURAL ENGINEERS, INC. JOB NO. / / t�5 • e�p© DATE / q 7300 Folsom Blvd. Suite 103/ � SACRAMENTO, CALIFORNIA 95826 CLIENT BY ! SHEET NO. G n 1— IFF 1?7 NIh9 Reorder Call NEBS CUSTGM" printing service TOLL FREE 1-800-88"327 NESS. Im. Peterborough, NH 03458. Het. No: G 1OW00551 r ;Oro 62 llox �2 ! l2 Dr '7 2 N� 1— IFF 1?7 NIh9 Reorder Call NEBS CUSTGM" printing service TOLL FREE 1-800-88"327 NESS. Im. Peterborough, NH 03458. Het. No: G 1OW00551 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 JOB JOB NO. DATE CLIENT BY SHEET NO. t v is Reordor Cab NEBS CUSTCiM" printing service TOLL FREE 7800-888-8327 NESS. Inc.. Peterborough. NH 03458. x.375) �.33x2 p, q o 0,> ,t/oi &V05,. 2d/ i733 Re'. tao: G 10900054 4/25/00 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION - 4:40:33 Licensed to: Buehler & Buehler, Sacramento, Ca t Computer program for the Strength Design of Reinforced Concrete Sections 1 Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the -material supplied as input for processing by the PCACOL(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the PCACOL(tm) program. Although PCA has endeavored to produce PCACOL(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the PCACOL(tm) program. 1 1 y Page 1 COL_C-1 Cr 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections 1 Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the -material supplied as input for processing by the PCACOL(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the PCACOL(tm) program. Although PCA has endeavored to produce PCACOL(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the PCACOL(tm) program. 1 1 y Page 1 COL_C-1 Cr 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 Section: Circular: Diameter = 16 in Gross section area, Ag = 201.062 inA2 r Ix = 3216.99 in'4 Xo = 0 in Material Properties: # 7 f'c = 4 ksi # 10 Ec = 3605 ksi # 18 fc = 3.4 ksi Ultimate strain = 0.003 in/in 0.44 Betal = 0.85 Section: Circular: Diameter = 16 in Gross section area, Ag = 201.062 inA2 r 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 (inA2) # 4 Reinforcements 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 = 4.74 inA2 at # 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 (inA2) # 4 0.50 0.20 # 7 0.88 0.60 # 10 1.27 1.27 # 18 2.26 4.00 Page 2 COL_C-1 C(01:::P 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 t Layout: Circular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 4.74 inA2 at 2.36% 6 #8 Cover = 1.5 in Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Mux Muy fMnx fMny No.-- ft ft -------- -----kip----------- 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! t PCACOL V3.00 (PCA 1999) - Licensed to: Buehler & Buehler, Sacramento, Ca File: H:\9913800\COL—C-l.COL Project: SunWest Foods Rice Mill Column: C-1 Engineer: PLS fc = 4 ksi fy = 60 ksi Ag = 201.062 in^2 Ec = 3605 ksi Es = 29000 ksi As = 4.74 in^2 fc = 3.4 ksi e_rup = Infinity Xo = 0.00 in e_u = 0.003 in/in Yo = 0.00 in Beta1 = 0.85 Clear spacing = 4.63 in Confinement: Spiral phi(a) = 0.85, phi(b) = 0.9, phi(c) = 0.75. 6 #8 bars ------------ Rho = 2.36% Ix = 3216.99 in^4 ly = 3216.99 in^4 Clear cover = 1.88 in P (kip) -----------------;---------,----------,-----�-� 700 == ----- ;---------,---------,----------------- ;---------- O O Y X ------------------;- ------ ;--------------------- ;---------- OO 500 --------;--------- ;------------------- ,--------- ---------- O 300 ---------.-------- , 16 in diam. ---------;---------; -------- ;----------;---------- Code: ACI 318-95 Units: English 100 ------ Run axis: Biaxial Run option: Design 40 80- 0Slenderness: Slenderness:Not considered M (25°) (k -ft) 100 ---------- ---------- Column type: Structural ; Bars: ASTM A615 ----------- --- ----,-------- ;---------- Date: 04/25/00 ; -300 --------'---------'---------'----------'-------------------- Time: 14:41:02 PCACOL V3.00 (PCA 1999) - Licensed to: Buehler & Buehler, Sacramento, Ca File: H:\9913800\COL—C-l.COL Project: SunWest Foods Rice Mill Column: C-1 Engineer: PLS fc = 4 ksi fy = 60 ksi Ag = 201.062 in^2 Ec = 3605 ksi Es = 29000 ksi As = 4.74 in^2 fc = 3.4 ksi e_rup = Infinity Xo = 0.00 in e_u = 0.003 in/in Yo = 0.00 in Beta1 = 0.85 Clear spacing = 4.63 in Confinement: Spiral phi(a) = 0.85, phi(b) = 0.9, phi(c) = 0.75. 6 #8 bars ------------ Rho = 2.36% Ix = 3216.99 in^4 ly = 3216.99 in^4 Clear cover = 1.88 in 1 1 1 1 1 BUEHLER &BUEHLER ASSOCIATES JOB STRUCTURAL ENGINEERS, INC. JOB NO. �� I - DATE / G 7300 Folsom Blvd. Suite 103 /yam SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. �y /per r d x �,��lX l�p� x DL 0620- jels4 C,14 57 2 . o Reorder Call NEBS CUSTOM -printing service TOLL FREE 1-800.808-6327 NESS, Inc.. Peterborough. NM 03458. Gji'D'^'S Z- Ref. No: G 10900055,- BUEHLER & BUEHLER ASSOCIATES 1DB wuN �� (lVll LL STRUCTURAL ENGINEERS, INC. JOB NO. •-�� DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. ^yam � COL ��•5X 2�/2 x /25���- z Ae- Z � 0, 14 1,--7x 5-1 z o'24-3 e— -e vQ � K FrZemt- �� 5 8 1; w -fo Reorder Call NESS CUSTQi M"pfinting service TOLL FREE 7800-888327 NESS. Inc., Pefzrborouah. NH 03458. Ref. No: G 10400(351 4/25/00 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION - 5:14:56 Licensed to: Buehler & Buehler, Sacramento, Ca 0000000 00000 00000 00000 . 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the PCACOL(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the PCACOL(tm) program. Although PCA has endeavored to produce PCACOL(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the PCACOL(tm) program. 1 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 Engineer: PLS Code: ACI 318-95 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural Section: Rectangular: Width = 16 in fy = 60 ksi Es = 29000 ksi Rupture strain = Infinity Depth = 32 in Page 2 COL_C-2 cli Material Properties: f'c = 4 ksi Ix = 43690.7 inA4 Ec = 3605 ksi fc = 3.4 ksi Yo = Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 16 in fy = 60 ksi Es = 29000 ksi Rupture strain = Infinity Depth = 32 in Page 2 COL_C-2 cli Factored -Loads -and -Moments -with -Corresponding -Capacities: (see user's manual for notation) Pu Mux fMnx No. kip k -ft k -ft fMn/Mu ------------------------------------------------ 1 255.0 460.0 566.0 1.230 2 80.0 460.0 531.1 1.155 *** Program completed as requested! *** Gross section area, Ag = 512 in^2 Ix = 43690.7 inA4 Iy = 10922.7 inA4 Xo = 0 in Yo = 0 in Reinforcements Rebar Database: ASTM A615 Size Diam(in) Area(inA2) 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 11 6 0.75 0.44 # 7 0.88 0.60 4 8 1:00 0.79 �l # 9 .1.13 1.00 # 10 1.27 1.27 it 11 1.41 1.56 # 14 1.69 2.25 # 18 2.26 4.00 Confinement:.Tied; #3 ties with 410 bars, 44 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 inA2 at 1.5496 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: (see user's manual for notation) Pu Mux fMnx No. kip k -ft k -ft fMn/Mu ------------------------------------------------ 1 255.0 460.0 566.0 1.230 2 80.0 460.0 531.1 1.155 *** Program completed as requested! *** 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) 1400---- ;--------,--------; ---------------,-------- ; 1000-------;---------------,=--------------- ---------- ------- -600 --------- ------------------;----- -- 600---- - --------,---------- -------------,--- fs=0 ----- -------;---fis=0.5fy------- - ,-------- ------- 200 ---- ,--- ---:--------,--------;---------------- ------- 200 4 600 -------------- --,-------- -------,---------------- Mx (k -200 - . --------------------------------- ---- -600--------------------------------------------------------- PCACOL V3.00 (PCA 1999) - Licensed to: Buehler & Buehler, Sacramento, Ca File: H:\9913800\COL—C-2.COL Project: SunWest Foods Rice Mill Column: c-2 Engineer: PLS fc = 4 ksi fy = 60 ksi Ag = 512 in^2 Ec = 3605 ksi Es = 29000 ksi As = 7.90 in^2 fc = 3.4 ksi e_rup = Infinity Xo = 0.00 in e u = 0.003 in/in Yo = 0.00 in Beta1 = 0.85 Clear spacing = 4.62 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.7 10 #8 bars Rho = 1.54% Ix = 43690.7 in^4 ly- 10922.7 in^4 Clear cover = 1.87 in 1 1 1 1 1 i 1 i 1 1 1 1 1 7 BUEHLER &BUEHLER ASSOCIATES JOB�/V STRUCTURAL ENGINEERS, INC. JOB NO. � OD DATE 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT BY SHEET NO. oe-' c'5' -15 G,eM 8 fuQ /32 --;A 0-74 7- Ae-In 2 /57 AL 13A7 ,�; - -Yff-"7 ' az--- -5 :,5� o Reorder Gall NESS CUST01VII`"printing service TOLL FREE f -800-886E327 NESS. Inc., Peterborough, NH 03456. �e'R- et-,Pe-- o 'OL Ref. No: G 109000551 4/25/00 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION - Page 1 �-4:49:10 Licensed to: Buehler & Buehler, Sacramento, Ca COL—C-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. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ------------------------------------------------------------------------ ------------------------------------------------------------------------ Computer program for the Strength Design of Reinforced Concrete Sections ------------------------------------------------------------------------ ------------------------------------------------------------------------ Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the PCACOL(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the PCACOL(tm) program. Although PCA has endeavored to produce PCACOL(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the PCACOL(tm) program. 4/25/00 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION - 4:49:10 Licensed to: Buehler & Buehler, Sacramento, Ca ' General Information: File Name: H:\9913800\COL C-4.COL Project: SunWest Foods Rice Mill Column: C-4 Engineer: PLS Code: ACI 318-95 Units: English Run Option: Design Slenderness: Not considered Run Axis: Biaxial Column Type: Structural Material -Properties: f' c = 4 ksi Ec = 3605 ksi fc = 3.4 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section Circular: Diameter = 16 in Gross section area, Ag = 201.062 in�2 Ix = 3216.99 inA4 Xo = 0 in Reinforcement_ Rebar Database: ASTM A615 Size Diam (in) Area (in^2) ------------------------ # 3 0.38 0.11 # 6 0.75 0.44 # 9 .1.13 1.00 # 14 1.69 2.25 fy = 60 ksi Es = 29000 ksi Rupture strain = Infinity Iy = 3216.99 in^4 Yo = 0 in Size Diam (in) Area (in'2) # 4 0.50 0.20 # 7 0.88 0.60 # 10 1.27 1.27 # 18 2.26 4.00 Page 2 COL_C-4 G5 - 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! *** 7 P (kip) G� 600 == _ -------------------,---------- O O Y X---------. -------- ----, --------- O O O400 -------- ------- --------'------- ;---------- ,---------- 4'2 ------------------r-------------------, ---------, ------- 16 in diam. ; Code: ACI 318-95 200 -------- ---------;----------;--------- ;---------- Units: English , Run axis: Biaxial ------- r --------- ;--------------------- ---------- Run option: Design Slenderness: Not considered 40 Column type: Structural M (27°) (k -ft) T_ _ _ _ _ _ _ _ - r _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _,_ _ _ - - _ _ _ _ _, _ _ _ _ _ _ _ _ _ _ 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^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 4/25/00 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION - 4:49:10 Licensed to: Buehler & Buehler, Sacramento, Ca ------------------------------------------------------------------------ ------------------------------------------------------------------------ Computer program for the Strength Design of Reinforced Concrete Sections ------------------------------------------------------------------------ ------------------------------------------------------------------------ Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the PCACOL(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the PCACOL(tm) program. Although PCA has endeavored to produce PCACOL(tm) error free, the program is not and 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. 1 Page 1 COL_C-4 G/? 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. 1 Page 1 COL_C-4 G/? 4/25/00 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION - 4:49:10 Licensed to: Buehler & Buehler, Sacramento, Ca General Information: File Name: H:\9913800\COL C-4.COL Project: SunWest Foods Rice_Mill Column: C-4 Engineer: PLS Code: ACI 318-95 Units: English Run Option: Design Slenderness: Not considered Run Axis: Biaxial Column Type: Structural Material Properties: f' c = .4 ksi Ec = 3605 ksi fc = 3.4 ksi Ultimate strain ='0.003 in/in Betal = 0.85 Section: Circular: Diameter = 16 in Gross section area, Ag = 201.062 in^2 Ix = 3216.99 in^4 Xo = 0 in fy = 60 ksi Es = 29000 ksi Rupture strain = Infinity Iy = 3216.99 in'4 Yo = 0 in Size Diam (in) Area (in'2) # 4 Reinforcement_ 0.20 # 7 Rebar Database: ASTM A615 # 10 Size Diam-(in) Area (in^2) # 18 # 3 0.38 0.11 No. --------kip # 6 0.75 0.44 ----------- # 9 .1.13 1.00 1 # 14 1.69 2.25 fy = 60 ksi Es = 29000 ksi Rupture strain = Infinity Iy = 3216.99 in'4 Yo = 0 in Size Diam (in) Area (in'2) # 4 0.50 0.20 # 7 0.88 0.60 # 10 1.27 1.27 # 18 2.26 4.00 Page 2 COL_C-4 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 itFactored Loads and Moments with Corresponding Capacities: (see user's manual for notation) I*** Program completed as requested! *** 1 r Pu Mux Muy fMnx fMny No. --------kip ----------- ----------- ----------- ----------- ------ 1 50.0 63.0 32.0 82.9 41.9 1.314 2 320 0 63 0 32 0 an A ati 'D 1 aa:) I*** Program completed as requested! *** 1 r P (kip) C ( I --------------------------------------------- 600---------:-------'---------;--------- ------ O O = Y ; X - --- ------ ' --- '----------------- _ _ _ _ r _ _ _ O O ; O400-----------------'---------'----------:------------------ 16 in diam. Code: ACI 318-95 200 ------------------------------,----------;-------- Units: English , Run axis: Biaxial - - - - - - - - - - - - - - - -r - - - - - - - - - - - - - - - - ---- - - - - --- ;---- - - - - -- Run option: Design ; Slenderness: Not considered 40 0 Column type: Structural M (41°) (k -ft) - _ _ _ _ T _ _ _ _ _ _ _ _ _ r _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _,- - - _ _ - - - _ -- - - _ _ - _ - _ _ Bars: ASTM A615 ; Date: 04/25/00 ; 200 ------------------------- ------------------ 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 Ec = 3605 ksi Es = 29000 ksi As = 3.60 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 = 4.81 in Confinement: Spiral phi(a) = 0.85, phi(b) = 0.9, phi(c) = 0.75 6 #,7 bars Rho = 1.79% Ix = 3216.99 in^4 ly = 3216.99 in^4 Clear cover = 1.88 in i f 1 7 r BUEHLER & BUEHLER ASSOCIATES JOB Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 DATE 04/25/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT C.IA By PLS SHEET NO 20 Sunwest Foods Rice Mill mill girderframe G1 (for col design only) Loads: LC 1 . total dl + II -110K -88K -89K -89K -89K -fiflE66K 4.4K/ff75K -77K -3.2K/ft .-3.3K/ft Ift Ift 3.2K/ft 3.2K/ft 3.2K/ft 9 10 11 1 13 14 15 18 17 0 111 112 X3 114 115 Illi 117 118 Z X Solution: LC 1 total dl + II 1 RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill mill girder frame G1 (for col design only) Job : 99138.00 Page: 1 Date: 4/25/00 File: MILLGFMI e 'Zl Boundary Conditions Joint +----- Translation -----+ No X Units ............................. US Standard K/in-------- K/in------ K-ft/rad----------------------------------- Steel Code. ....................... Allowable Stress AISC Increase Factor. 1.333 9th Edition ASD Reaction Reaction Include Shear Deformation......... 12 Yes Reaction No. of Sections for Member Calcs.. 5 14 Do Redesign ....................... Reaction Yes 15 Reaction P -Delta Analysis Tolerance. 0.50% Reaction Reaction 17 Joint Coordinates Reaction Joint X Y Joint No Coordinate Coordinate Temperature ' ------------------ 1 ft------------ -0.670 ft------------ 0.000 OF---------------------------- 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 10 11 -0.670 25.000 -14.000 -14.000 0.00 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 18 145.000 165.670 -14.000 -14.000 0.00 0.00 Boundary Conditions 1 1 Joint +----- Translation -----+ No X Y Rotation ------------ K/in-------- K/in------ K-ft/rad----------------------------------- 10 11 Reaction Reaction Reaction Reaction 12 Reaction Reaction 13 Reaction Reaction 14 Reaction Reaction 15 Reaction Reaction 16 Reaction Reaction 17 Reaction Reaction 18 Reaction Reaction 1 1 Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Sections Label Modulus Modulus Ratio Coef. Density Stress RISA -2D (R) Version 4.01 CONC 3600.00 1550.00 0.1670 0.65000 0.150 3.40 As Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 2 1,3 Sacramento, CA 95826 Date: 4/25/00 ------------------------------ File: MILLGFMI in^4---------- Sunwest Foods Rice Mill GIRDER mill girder frame G1 (for col design only) CONC 648.00 1.2 C ZZ Materials (General) Material Young's Shear Poisson's Thermal Weight Yield 1 Sections 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 1 Sections Section Database Material As As 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 25.6:' 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 20.6, 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 14.00 15 16 7 COL 15.00 14.00 16 17 8 COL 15.00 14.00 17 18 9 SQCOL 15.00 14.00 Basic Load Case Data BLC 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 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: 3 Sacramento, CA 95826 Date: 4/25/00 File: MILLGFMI Sunwest Foods Rice Mill mill girder frame G1 (for col design only) 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 -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 Joints 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 Joints Member I J Direction Magnitude Location ------------------------------------- 1 1 2 K,K-ft-----------ft or %--------------- Y -37.000 %33.000 1 1 2 Y -37.000 %67.000 5 5 6 Y -42.000 %50.000 7 7 8 Y -42.000 %50.000 Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier ------------------------------------------------=--------------------------- 1 1 2 UNIFORM 1.4000 5 5 6 UNIFORM 1.4000 7 7 8 UNIFORM 1.4000 Member Point Loads, BLC 3 Joints Member I J Direction Magnitude Location - ------------------------------------K,K-ft-----------ft or %--------------- 2 2 3 Y -42.000 %50.000 4 4 5 Y -42.000 %50.000 RISA -2D (R) Version 4.01 Buehler & Buehler Job 9913.8.00 7300 Folsom Blvd., #103 Page: 4 Sacramento, CA 95826 Date: 4/25/00 File: MILLGFMI Sunwest Foods Rice Mill mill girder frame G1 (for col design only) C Z- _______________________< Member Point Loads, BLC 3 Joints Member I J Direction Magnitude Location - ------------------------------------K,K-ft-----------ft or % --------------- 8 8 9 Y -44.000 %50.000 Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 2 2 3 UNIFORM 1.4000 4 4 5 UNIFORM 1.4000 8 8 9 UNIFORM 1.4000 Member Point Loads, BLC 4 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft-----------ft or % --------------- 3 3 4 Y -42.000 %50.000 Member Distributed Loads, BLC 4 Joints Load Pattern Pattern Member I J Label Multiplier ----------------------------------------------------------------------------- 3 3 4 UNIFORM 1.4000 Member Point Loads, BLC 5 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft-----------ft or % --------------- 6 6 7 Y -42.000 %50.000 Member Distributed Loads,' BLC 5 Joints Load Pattern Pattern Member I J Label Multiplier ------------ --------------------------------------------------------------- 6 . 6 7 UNIFORM 1.4000 Load Patterns >______________________________ Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F----------- ft or % ------- ft or %--- UNIFORM Y -1.000 -1.000 0.000 0.000 Load Combinations RWPE No. Description BLC. Fac BLC Fac BLC Fac BLC Fac -BLC Fac SSdv ---------=------------------------------------------------------------------ ' 1 total dl + 11 1 1 2 1 3 1 4 1 5 1 y 2 dl + 11 @ 1,3,5,7 1 1 2 1 4" 1 y 1 1 Reactions, LC 1 : total dl + 11 Joint +--------- Forces ----------+ Moment No X Y RISA -2D (R) Version 4.01 ,--K -------------- K ------------- K -ft------ 10 \ 34.66 Buehler & Buehler 0.00 Job : 99138.00 187.85 ' 7300 Folsom Blvd., #103 -0.13 Page: 5 13 '-1.87 Sacramento, CA 95826 00 Date: 4/25/00 149.88 0.00 Sunwest Foods Rice Mill -1':24 File: MILLGFMI 16 -1.1.3 mill girder frame G1 (for col design only) 17 �2 5 143.53 0.00 18 Load Combinations 67.76 / 0.00 Totals: 0.00 1267.15 Center RWPE (ft) No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 30.85 3 dl+11@1,2,4,5,7,8 1 1 2 1 3 1 4 30.85 4 dl + 11 @ 2,4,6,8 1 1 3 1 5 1 y 1 1 Reactions, LC 1 : total dl + 11 Joint +--------- Forces ----------+ Moment No X Y Mz ------------ ,--K -------------- K ------------- K -ft------ 10 \ 34.66 101.19 0.00 11 -3.81 187.85 0.0, 12 -0.13 149.80 0./00 13 '-1.87 168.57 00 14 =1.09 149.88 0.00 1.5 -1':24 149.15 0.00 16 -1.1.3 149.43 j' 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 '134.66 101.19 350.33 2 34.66 82.26 -192.45 3 34�:�66 -2.68 -313.16 ��° 4 ff 5 / 34.6,6 34.66\ -87.62 -106.55 -116.74 457.75 ------2--- ---------- -------------- -------------------------------------- 2- 3 30.85-!V 81.29 421.31 ,1" /'2 30.85 65.89 77.87 ,f 3. 30.85 -37.51 -193.70 4 30.85 -52.91 17.26 --------------------------- 68_31------_--300_08------- -------------- 3 �- 4 1 30.73 81.50 289.49 2 30.73 66.56 \58.37 -55.98 ' 3 30.73 -331.77 4 30.73 -73.30 -24.53 5 3 0 . 7 3 -88.24 352.40 ---- ----------------------------------------------------------------------- 4 4- 5 1 28.86 80.33 331.52 2 28.86 59.80 4.56 -, 3 28.86 -35.74 -226.57 4 28.86 -56.27 -11.89 5 28.86 -76.80 298.62 1 . I 1 1 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 ' 7300 Folsom Blvd., #103 Page: 1 Sacramento, CA 95826 Date: 4/25/00 File: MILLGFMI Sunwest Foods Rice Mill mill girder frame G1 (for col design only) �7iy Envelope Reactions Joint +------------ Forces -------------+ X lc Y 'lc Moment lc ------------K-----------------K----------------K-ft------------------------- 10U 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 13U -1.65 1.92 3 4 110.45 3 0.00 0.00 1 1 L -4.93 2 126.76 3 0.00 1 14U -0.09 2 164.56 3 0.00 1 L -1.50 4 115.83 2 0.00 1 15U 2.44 4 149.15 1 0.00 1 L -4.32 2 107.39 3 0.00 1 16U 0.37 3 149.43 1 0.00 1 L -1.50 4 109.91 3 0.00 1 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 1 . I 1 1 11 i 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 -------1--------------------------------------------------------------------- 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 4 L U 18.06 30.85 4 1 -41.46 -26.50 4 2 -286.97 91.82 4 2 L 18.06 4 -56.86 4 -57.56 4 5 U 30.85 1 -35.37 2 300.08 1 06-4-----------72_26-4-----------215_90 3 ---------L---------18_ 3 1 U 30.73 1 - 81.50 1 289.49 1 L 17.23 4 47.82 3 202.65 3 2 U 30.73 1 66.56 1 33.77 4 L 17.23 4 39.42 3 -124.74 2 3 U 30.73 1 -34.91 4 -140.24 4 L 17.23 4 -58.99 2 -397.64 2 4 U 30.73 1 43.31 4 42.27 4 L 17.23 4 -73.92 2 -87.51 2 5 U 30.73 1 -51.71 4 352.40 1 L 17.23 4 -88.86 2 258.30 3 ---------------------------------------------------------------------------- 4 1 U L 28.86 19.14 1 4 81.16 45.52 4 2 331.52 239.46 1 3 2 U 28.86 1 60.63 4 72.43 2 L 19.14 4 31.52 2 -59.64 4 3 U 28.86 1 -15.48 2 -41.98 2 L 19.14 4 -43.09 3 -294.65 4 11 i 7 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) < Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 4 U 28.86 1 -29.48 2 62.94 2 L 19.14 4 -63.62 3 -83.83 4 5 U 28.86 1 -43.48 2 343.72 3 84.15 3 ' ---------L---------19_14-4 80 4 -------------- ---------------222_- 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 -40.33 4 309.91 1 L 17.65 4 -76.38 2 218.04 3 ---------------------------------------------------------------------------- ' 6 1 U 26.52 1 74.52 4 293.96 1 L 18.96 2 38.73 2 199.91 3 2 U 26.52 1 59.59 4 53.90 2 L 18.96 2 30.33 2 -75.33 4 3 U 26.52 1 -24.74 3 -68.04 2 L 18.96 2 -45.37 1 -318.56 4 4 U 26.52 1 -33.14 3 68.55 2 L 18.96 2 -60.31 1 -76.78 4 5 U 26.52 1 -41.54 3 310.27 1 L 18.96 2 -75.24 1 223.03 3 ---------------------------------------------------------------------------- 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 I 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) C 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 4 441.9 C 2 L 46.25 4 -34.66 1 214.59 4 ---10-1--U-. ------- ------------- ------------- 194.68-3 6.76-2 0.00-i------------ 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 4 131.70 4 123 86 23 2 / ---------L 11 1 -----------------------4 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 -31.432 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 L 126.76 3 -1.92 4 < .86 1 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 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 3 < Envelope Section Forces ' Section Memb Axial lc Shear lc Moment lc ' 13 1 U 164.56 3 1.50 4 0.00 1 L 115.83 2 0.09 2 0.001 2 U 164.56 3 1.50 4 -0.28 2 L 115.83 2 0.09 2 -4.77 4 3 U 164.56 3 1.50 4 -0.57 2 L 115.83 2 0.09 2 -9.54 4 4 U 164.56 3 1.50 4 -0.85 2 L 115.83 2 0.09 2 -14.31 4 ' 5 U 164.56 3 1.50 4 -1.13 2 4 ---------L--------115_83---------------0-09--------------19_08 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 1 3 L U 109.91 149.43 3 1 -0.37 1.50 3 4 -4.78 2.36 4 3 L 109.91 3 -0.37 3 -9.56 4 4 U 149.43 1 1.50 4 3.54 3 L 109.91 3 -0.37 3 -14.35 4 5 U 149.43 1 1.50 4 4.72 3 L 109.91 3 -0.37 3 -19.13 4 ' ---------------------------------------------------------------------------- 16 1 U 150.91 3 4.40 2 0.00 1 L 107.04 4 -2.23 4 0.00 1 2 U 150.91 3 4.40 2 7.10 4 ' L 107.04 4 -2.23 4 -14.01 2 3 U 150.91 3 4.40 2 14.20 4 L 107.04 4 -2.23 4 -28.03 2 4 U 150.91 3 4.40 2 21.30 4 L 107.04 4 -2.23 4 -42.04 2 5 U 150.91 3 4.40 2 28.40 4 ------------------------------------------------------ L --------10704-4 -------------_ 223 4 5605 --__ 2 1 1 C 1 1 11 .1 1 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 14 Sacramento, CA .95826 Date: 4/25/00 File: MILLGFMI Sunwest Foods Rice Mill mill girder frame G1 (for col design only) 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 t 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 CJA By PLS SHEET NO"'J,. Sunwest Foods Rice Mill mill girder frame G2 (for col design only) Loads: LC 1 . total dl + II -99K K K -107K -3.2K/ft-3.2K/ft-7810.2K/ft-7810.2K/ft-7810.2K/ft -3.21/ft-9O-3.2K/ft-89-3.2K/ft AW W AA A ANN WAIN AVA 9 10 11 13 14 15 is 17 01 I12 113 114 5 f; 7 I18 O x 2 X CIS 0 Units ............................. US Standard �3 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 -0.670 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 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 LJ RISA -2D (R) Version 4.01 Buehler & Buehler Job 9.9138.00 7300 Folsom Blvd., #103 Page: 21 Sacramento, CA 95826 Date: 4/25/00 i Sunwest File: MILLGFMI Foods Rice Mill G mill girder frame G2 (for col design only) ___________________________< Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ------------------ft ------------ft------------OF---------------------------- 10 -0.670 -14.000 0.00 11 25.000 -14.000 0.00 12 45.000 -14.000 0.00 13 65.000 -14.000 0.00 14 85.000 -14.000 0.00 15 1'05.000 -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 _ 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 LJ RISA -2D (R) Version 4.01 Buehler & Buehler Job 99138.00 7300 Folsom Blvd., 4103 Page: 22 Sacramento, CA 95826 Date: 4/25/00 File: MILLGFMI Sunwest Foods Rice Mill G� mill girder frame G2 (for col design only) Members Joints Memb Joints Rotate Section Releases Offsets Nodal Point Dist. Inactive? No. I J 900 Set I:AVM J:AVM I -End J -End @ bay 1, 5& 7 Label y Length --------------------------------------------in-------in---------------ft---- Wu 11 @ bay 2, 4& 8 3 3 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 -57.000 15.00 14.00 10 11 2 COL %50.000 15.00 14.00 11 12 3 COL 8 15.00 14.00 12 13 4 COL 15.00 14.00 13 14 5 COL 15.00 14.00 14 15 6 COL 15.00 14.00 15 16 7 COL 15.00 14.03 16 17 8 COL 15.00 14.0 17 18 9 SQCOL 15.00 14.00 Basic Load Case Data BLC Joints Basic Load Case Load Type Totals No. Member Description Nodal Point Dist. ------7--------------------------------------------------------------------- 1 total dl 9 8 2 Wu 11 @ bay 1, 5& 7 4 3 3 Wu 11 @ bay 2, 4& 8 3 3 4 Wu 11 @ bay 3 1 1 5 Wu 11 @ bay 6 1 1 Member Point Loads, BLC 1 Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member Member I J Direction Magnitude 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 -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 Member Distributed Loads, BLC 1 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 Joints Joints RISA -2D (R) Version 4.01 Member I Buehler & Buehler Job : 99138.00 Direction Magnitude 7300 Folsom Blvd., #103 Page: 23 K,K-ft----------- Sacramento, CA 95826 Date: 4/25/00 1 1 Sunwest Foods Rice Mill File: MILLGFMI %50.000 %50.000 mill girder frame G2 (for. col design only) 5 6 Member Distributed Loads, BLC 1 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 Joints Member I J Direction Magnitude Location Direction Magnitude ------------------------------------- ------------------------------------- K,K-ft----------- ft or % --------------- K,K-ft-----------ft or % --------------- 1 1 1 1 2 2 Y -37.000 Y -37.000 %33.000 %67.000 %50.000 %50.000 5 5 6 Y -42.000 %50.000 %50.000 7 7 8 Y -42.000 %50.000 Joints Load Pattern Pattern Member I Member Distributed Loads, BLC 2 Label Multiplier Joints 2 Load Pattern Pattern UNIFORM 1.4000 Member I J Label Multiplier ----- ---------- UNIFORM 1.4000 1 1 2 UNIFORM 1.4000 UNIFORM 1.4000 5 5 6 UNIFORM 1.4000 7 7 8 UNIFORM 1.4000 Member Point Loads, BLC 3 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft-----------ft or % --------------- 2 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 IJDirectionMagnitude Location ----- ------ ---- ---- K,K-ft----------- ft or o ----------- --- 3 3 4 Y -42.000 %50.000 ■ _____________________________< Load Patterns Forces -------------+ Pattern Magnitudes Locations RISA -2D (R) . Version 4.01 X Label DirStart Buehler & Buehler Start Job : 99138.00 1 7300 Folsom Blvd., #103 Page: 24 or % ------- Sacramento, CA 95826 Date: 4/25/00 UNIFORM Y -1.000 Sunwest Foods Rice Mill File: MILLGFMI 0.000 frame G2 design 3� L mill girder (for .col only) �`I--' 4 0.00 1 Member.Distributed Loads, BLC 4 11U No. Description BLC Fac BLC Joints Load Pattern Pattern Fac SSdv 1 Member I J Label Multiplier 4 4--- 1 1----- 5 5--- 1 1--------y- 3 3 4 UNIFORM 1.4000 1 4 1 Member Point Loads, BLC 5 { 3 dl+11@1,2,4,5,7,8 1 1 2 4 dl + 11 @ 2,4,6,8 1 1 3 JointsJ 0.00 y y L Member I Direction Magnitude Location 0.00 ------------------------------------- K,K-ft----------- ft or % --------------- 2.65 6 6 7 Y -42.000 %50.000 1 Member Distributed Loads, BLC 5 -4.20 2 Joints Member-----I------J---4444--Label---4444--Multiplier Load Pattern Pattern 1 6 6 7 ------------------------- UNIFORM 1.4000 2 ■ _____________________________< Load Patterns Forces -------------+ Pattern Magnitudes Locations X Label DirStart End Start End 1 ----------- -----K/ft,F----------K/ft,F-----------ft K ----------------- or % ------- ft or %--- UNIFORM Y -1.000 -1.000 0.000 0.000 0.00 Load Combinations L 18.23 4 �`I--' 4 0.00 1 RWPE 11U No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 -1--total------dl---+--11 ------- 1 ---- 1 ------ 2 ---- 1 ------ 3 ---- 1 ------ 4 4--- 1 1----- 5 5--- 1 1--------y- 7.28 4 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 4 dl + 11 @ 2,4,6,8 1 1 3 1 3 1 1 5 1 0.00 y y Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Moment lc ------------ K ----------------- K -------------- --- K-ft-------------------------- l0U 36.06 14'0 82 G� 0.00 1 L 18.23 4 �`I--' 4 0.00 1 11U 1.55 4 0.00 1 L -6.44 2 7.28 4 0.00 1 12U 0.79 2 125.76 1 0.00 1 L -1.72 3 86.41 3 0.00 1 13U 2.65 4 138.69 1 0.00 1 L -4.20 2 96.88 3 0.00 1 14U 0.67 2 162.82 3 0.00 1 L -0.74 4 114 G 0.00 1 15U L. 2.61 -4.15 4 2 157.27 3 0.00 0.00 1 1 .51 1 I 1 1 RISA -2D (R) Version 4.01 Section Forces Section Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Memb y Page: 25 lc Sacramento, CA 95826 lc Moment Date: 4/25/00 -----------------K------------------K-----------------K-ft------------------ Sunwest Foods Rice Mill File: MILLGFMI mill girder frame G2 (for col design only) C -13 104.82 2 Envelope Reactions L Joint +------------ Forces -------------- 47.52 4 191.80 X lc Y lc Moment lc 1 ------------K ----------------- K ----------------- K -ft ------------------------- 16U 0.61 3 145.08 1 0.00 1 4 L -1.26 4 105.56 3 0.00 1 36.06 17U 3.34 4 168.30 3 0.00 1 \ L -3.28 2 124.44 4 0.00 1 -2.78 18U -19.07 2 - 83.98 4 0.00 1 U L -28.69 1 46.80 2 0.00 1 -5.66 4 Tot:9U 0.00 3 1244.89 1 4 -87.49 3 L 0.00 2 933.35 4 U 1 I 1 1 Envelope Section Forces Section 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 32.57 1 68.90 3 148.90 2 L 19.77 4 34.56 2 -26.86 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 32.37 1 -35.03 4 284.39 1 L 18.87 4 -72.17 2 190.30 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 -----------------K------------------K-----------------K-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 31.23 1 -37.28 2 348.87 3 L 21.52 4 -77.95 3 227.95 4 ---------------------------------------------------------------------------- 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 -102.2.8 2 3 U 30.90 1 -29.07 4 -104.83 4 L 20.78 4 -52.06 2 -356.19 2 4 U 30.90 1 -37.47 4 50.42 4 L 20.78 4 -66.99 2 -78.41 2 5 U 30.90 1 -45.87 4 328.61 1 L 20.78 4 -81.92 2 236.75 3 ---------------------------------------------------------------------------- 6 1 U 29.82 1 77.10 4 316.93 1 L 22.25 2 41.31 2 222.88 3 2 U 29.82 1 62.17 4 64.84 2 L 22.25 2 32.91 2 -64.39 4 3 U 29.82 1 -23.16 3 -69.14 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 38.924 198.66 3 2 U 28.93 1 56.49 1 61.67 4 L 22.13 4 30.52 4 -84.70 2 3 U 28.93 1 -24.88 4 -61.16 4 L 22.13 4 -53.26 3 -309.45 2 4 U 28.93 1 -33.28 4 74.54 4 L 22.13 4 -68.20 3 -49.18 2 5 U 28.93 1 -41.68 4 362.27 3 -----------------------------------------------------'----------------------- L 22.13 4 -83.13 3 249.44 4 RISA -2D (R) Version 4.01 Buehler & Buehler Job.: 99138.00 ' 7300 Folsom Blvd., 4103 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 L 28.69 19.07 1 2 70.23 41.41 3 2 40.84 2 -82.61 4 _. 3 U 28.69 1 55.30 3 -132.83 2 L 19.07 2 33.01 2 -364.32 4 4 U 28.69 1 -38.39 2 5.77 2 L 19.07 2 -69.05 4 -112.56 4 5 U 28.69 1 -46.80 2 290.87 1 L 19.07-2------------8398-4-----------204_58-2 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 5 U 104.82 2 -18.23 4 59.71 GZ L --------47_52-4------------36_06-1---------------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 190.26 3 6.44 2 9.87 4 -�, L 127.28 4 -1.55 4 -41.07 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) G� 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 r 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 C - ----------------------- -- ----------------- -- ---------- ------ ------------- 15 1 U 145.08 1 1.26 4 0.00 1 L 105.56 3 -0.61 3 0.00 1 2 U 145.08 1 1.26 4 1.95 3 L 105.56 3 -0.61 3 -4.01 4 3 U 145.08 1 1.26 4 3.90 3 L 105.56 3 -0.61 3 -8.03 4 4 U 145.08 1 1.26 4 5.85 3 L 105.56 3 -0.61 3 -12.04 4 5 U 145.08 1 1.26 4 7.80 3 -0.61 3 '16.05 4 ---------L--------105_56-3 16 1 U 168.30 -------------------------------------------------- 3 3.28 2 0.00 1 L 124.44 4 -3.34 4 0.00 1 2 U 168.30 3 3.28 2 10.65 4 L 124.44 4 -3.34 4 -10.47 2 I� RISA -2D (R) Version 4.01 Buehler & Buehler 7300 Folsom Blvd., #103 Sacramento, CA 95826 Sunwest Foods Rice Mill Job : 99138.00 Page: 29 Date: 4/25/00 File: MILLGFMI mill girder frame G2 (for col design only) 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 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 7 i BUEHLER & BUEHLER ASSOCIATES joB SunWest Foods Rice Mill STRUCTURAL ENGINEERS, INC. JOB NO.. 99138.00 -DA TE 04/25/00 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 CLIENT CJA . Br PLS SHEET NO,� -3. Sunwest Foods Rice Mill Buhler mill bm B1 frame (for col design only) (@ grid C) Loads= LC 1 . total dl + II 4 j ,+Depth :Depth z,; SelectAllr :—t77 M Unselect All ., � t' .Box Select. ,Box Unselect Z InvertSelected{ Lock Unselected " PBox Zoom, rQ " aZoom In. f "_Zoom Out j ,+Depth :Depth z,; SelectAllr :—t77 M Unselect All ., � t' .Box Select. ,Box Unselect Z InvertSelected{ Lock Unselected " RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 42 Sacramento, CA 95826 Date: 4/25/00 File: MILLBFMI Sunwest Foods Rice Mill Buhler mill bm B1 frame (for col design only) (@grid C) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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 Units ............................. US Standard Steel Code ........................ Allowable Stress Increase AISC Factor. 1.333 9th Edition ASD Modulus Modulus Ratio Coef. Density Stress Include Shear Deformation......... ------------- Yes CONC No. of Sections Do Redesign ....................... for Member Calcs.. 5 Yes Sections P -Delta Analysis Tolerance. 0.50% Label -----Shape - ------ --- Label Area 0,2 1,3 1,3 0,2 -C in^2---------------- in^4---------- in -4------ BEAM Joint Coordinates SQCOL Joint X Y Joint No Coordinate Coordinate Temperature ' ------ ------------ 1 ft------------ft----- 0.000 -------�F----- 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 8 46.330 69.330 -14.000 -14.000 0.00 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 lJ 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 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 lJ --------------------------------< Members 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 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 16.00 8.00 23.00 2 2 3 BEAM 8.00 8.00 23.33 3 3 4 BEAM 8.00 16.00 23.0'0 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- Member Distributed Loads, BLC 1 RISA -2D (R) Version 4.01 Joints Load Pattern Buehler & Buehler Job : 99138.00 --------- 7300 Folsom Blvd., #103 Page: 43 1 Sacramento, CA 95826 Date: 4/25/00 Sunwest Foods Rice Mill File: MILLBFMI 2.1000 Buhler mill bm B1 frame (for col design only) (@grid C) '­­ - I- --------------------------------< Members 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 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 16.00 8.00 23.00 2 2 3 BEAM 8.00 8.00 23.33 3 3 4 BEAM 8.00 16.00 23.0'0 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- 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 Load Pattern Pattern MJoints 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 DescriptionNodalPoint Dist. --------------- 1 Total ---------------- dl incld 8"slab & pt ld --- 2 3 2 Wu 125 psf 11 @ bm 1 1 3 Wu 125 psf 11 @ bm 2 1 4 Wu 125 psf 11 @ bm 3 1 Member 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 Load Pattern Pattern MJoints 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 RISA-2D (R) Version 4.01 Start End Buehler & Buehler Job : 99138.00 K/ft,F---------- 7300 Folsom Blvd., #103 Page: 44 Sacramento, CA 95826 Date: 4/25/00 -1.000 Sunwest Foods Rice Mill File: MILLBFMI 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 u 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 No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC RWPE 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------------------------- 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-A C1. 0.00 1 L -0.77 2 4 0.00 1 ' 7U L 1.85 2 -2.03 4 104.35 G i, ! .73 2 0.00 1 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 y Axial lc Shear lc Moment lc -----------------K------------------K----------=------K-ft------------------ 1 1 U 13.97 2 42.06 2 139.53 2 L 3.8 5 14.2 5 34.7 5 2 U 13.97 2 .21.59 2 3.42 3 L 3.8 5 4.8 5 -50 4 3 U 13.97 2 1.11 2 -11.03 3 L 3.8 5 -5 4 -87:2 2 4 U 13.97 2 -11.42 3 33.71 5 L 3.8 5 -25.5 4 -39.3 2 u 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) G7 __________< 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 ' 2 42 5 ---------L-----------4-9-5-------------47_9 4 1 U 42.06 2 -3.83 --------------------------------- 5 0.00 1 2 L U 14.2 42.06 5 2 -14 -3.83 2 0 5 44.54 2 L 14.2 5 -14 2 12.2 5 3 U 42.06 2 -3.83 5 89.08 2 L 14.2 5 -14 2 24.4 5 4 U 42.06 2 -3.83 5 133.61 2 L 14.2 5. -14 2 36.6 5 5 U 42.06 2 -3.83 5 178.15 2 L 14.2 5 -14 2 48.8 5 ---------------------------------------------------------------------------- 5 1 U L 97.26 65.6 4 2 0.77 -3.1 2 3 0 0.00 1 2 U 97.26 4 0.77 2 _9.90 3 L 65.6 2 =3.1 3 -2.5 2 ' 3 U 97.26 4 0.77 2 .19.79 3 L 65.6 2 -3.1 3 -4.9 2 4 U 97.26 4 0.77 2 29.69 3 ,. 5 L U 65.6 97.26 2 4 -3.1 0.77 3 2 - 39.59 3ZSC 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 1 11 .1 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_2� L 7 -1.9 2 -25.8 4 -------------------72_-2 7 1, U 47.86 -------------------------------------------------- 2 15.05 2 0.00 1 L 20 5 4.9 5 0 2 U 47.8.6 2 15.05 2 -15.65 5 L 20 5 4.9 5 -48 2 3 U 47.86 2 15.05 2 -31.29 5 L 20 5 4.9 5 -95.9 2 4 U 47.86 2 15.05 2 -46.94 5 L 20 5 4.9 5 -143.9 2 5 U 47.86 2 15.05 2 -62.59 5 ---------------------------------------------------------------------------- L 20 5 4.9 5 -191.9 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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 CJA BY PLS SHEET NO ,� -4 Sunwest Foods Rice Mill Buhler mill bm B2 frame (for column design only) (@ Grid E) Loads: LC 1 , total dl + II zx Boxzoom qr* »zoomJn=1;27o-o-0--0-u- t;.; zx 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 Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label RISA -2D (R) Version 4.01 Coef. Density Stress ------------- Ksi---------- Ksi---------------- Buehler & Buehler Job : 99138.00 3600.00 1550.00 0.1670 0.65000 0.150 3.40 7300.Folsom Blvd., #103 Page: 47 Sacramento, CA 95826 Date: 4/25/00 Sunwest Foods Rice Mill File: MILLBFM2 Buhler mill bm B2 frame (for column design only) (@Grid E) --_--in"4----------in-4-------- Boundary Conditions Joint +----- Translation -----+ CONC 540.00 1.2 1.2 1.00 11500.00 No X Y Rotation SQCOL CONC 512.00 1.2 1.2 1.00 30583.00 ------------K/in--------K/in------K-ft/rad---------------------------------- COL CONC 201.00 1.2 1.2 1.00 2250.00 5 Reaction Reaction Members Memb Joints Rotate Section Releases Offsets Inactive? 6 Reaction Reaction J 900 Set I:AVM J:AVM I -End J -End Label y Length 7 Reaction Reaction ----------------------- in-------in---------------ft---- 8 Reaction Reaction 1 2 BEAM 16.00 8.00 23.00 Materials (General) Member Point Loads, BLC 1 .Joints Member I J Direction Magnitude Location - ------------------------------------ K,K-ft-----------ft or % --------------- 1 1 1 2 Y -2.400 8.000 1 1 2 Y -2.400 18.000 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 1,3 ------Shape------Label---inr2a ------ --_--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 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 SQCOL 6 2 COL 15.00 14.0+) 15.00 14.01) 6 7 3 COL 15.00 14.01) 7 8 4 SQCOL 15.00 14.04 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 1.25 psf 11 @ bm 3 1 Member Point Loads, BLC 1 .Joints Member I J Direction Magnitude Location - ------------------------------------ K,K-ft-----------ft or % --------------- 1 1 1 2 Y -2.400 8.000 1 1 2 Y -2.400 18.000 < Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier 1 1 2 UNIFORM 2.2000 ______< Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Load Patterns Pattern Magnitudes Member I J RISA -2D (R) Version 4.01 Multiplier Start End Buehler & Buehler 2 3 Job : 99138.00 ' 7300 Folsom Blvd., #103 Member Distributed Page: 48 Sacramento, CA 95826 Load Pattern Date: 4/25/00 i Sunwest Foods Rice Mill Label File: MILLBFM2 _ Buhler mill bm B2 frame (for column design only) (@Grid E) G�Z 2.2000 y Member Point Loads, BLC 1 1 3 1 4 1 Joints 1 4 1 y Member I J Direction Magnitude Location 4 dl + skip 11 1&2 1 1 2 1 3 -------------------------------------K,K-ft --------- --ft or %--------------- 1 y 2 2 3 Y -35.000 18.330 Member Distributed Loads, BLC 1 ' Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM 1.9000 ' 2 2 3 UNIFORM 1.9000 3 3 4 UNIFORM 3.2000 < Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label Multiplier 1 1 2 UNIFORM 2.2000 ______< Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Load Patterns Pattern Magnitudes Member I J Label Multiplier Start End ---------------------------------------------------------------------------- 2 2 3 UNIFORM 2.2000 UNIFORM Y -1.000 Member Distributed Loads, BLC 4 Load Joints Load Pattern Pattern i 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 o o UNIFORM Y -1.000 -1.000 0.000 0.000 Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv --------------------------------------------------------------------------- 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 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) CS� Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Moment lc ------------K ----------------- K ---------------- K -ft------------------------- ' 5U 15.01 2 46.15 2 0.00 1 L 4.77 5 17.00 5 0.00 1 6U 2.51 3 103.89 4 0.00 1 ' L -0.67 2 2 0.00 1 7U 1.16 2 <44283 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 -60.574 3 U 15.01 20.70 2 -15.24 3 ' L 4.77 5 -5.99 4 -100.70 2 4 U 15.01 2 - 12.39 3 33.90 5 L 4.77 5 -27.51 4 -47.85 2 5 U 15.01 2 -24.77 3 210.28 4 ' L 4.77 5 -51.44 4 125.29 3 ' ---------------------------------------------------------------------------- 2 1 U 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 -51.4.0 2 261.52 3 L 6.64 5 -78.46 3 184.80 2 ---------------------------- 3 1 U 15.50. 2 ------------------------------------------------ 65.82 3 277.76 3 L 5.26 5 39.15 4 192.77 4 2 U 15.50 2 37.47 3 41.58 5 L 5.26 5 22.35 4 -40.16 2 3 U 15.50. 2 9.12 3 -41.91 4 L 5.26 5 2.44 2 -127.38 2 4 U 15.50 2 -8.31 5 -26.95 4 L 5.26 5 -25.91 2 -89.18 3 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 50 Sacramento, CA 95826 Date: 4/25/00 File: MILLBFM2 ' Sunwest Foods Rice Mill S� Buhler mill bm B2 frame (for column design only) (@Grid E) G Envelope Section Forces Section Memb y 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 L 46.15 17.00 2 5 -4.77 -15.01 5 2 143.54 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 ti 3 U 103.89 4 0.67 2 15.99 3 L 70.14 2 -2.51 3 -4.25 2 ' 4 U 103.89 70.14 4 2 0.67 2 32 23.99 3 L -2.51 5 U 103.89 4 0.67 2 31.98 3 ' C� ---------L---------7014---------------2_51-3 6 1 U 144.28 3 2.01 4 0.00 1 2 L U 110.54 144.28 2 3 -1.16 2.01 2 4 0.00 1 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 _0.00 1 L 25.115 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 i5 U 54.26 2 15.50 2 -67.13 5 L 25.11 5 5.26 5 -197.69 2 RISA -2D (R) Version 4.01 1 1 C� 1 t 1 1 1� Buehler & Buehler Job : 99138.00 ' 7300'Folsom Blvd., #103 Page: 51 Sacramento, CA 95826 Date: 4/25/00 ' Sunwest Foods Rice Mill File: MILLBFM2 Buhler bm B2 frame (for design (@Grid E) �SS mill column only) ________________________< Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc --------------------------------------------------------ft------------------ 1 1 C� 1 t 1 1 1� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 7 1 BUEHLER & BUEHLER ASSOCIATES STRUCTURAL ENGINEERS, INC. 7300 Folsom Blvd. Suite 103 SACRAMENTO, CALIFORNIA 95826 JOB SunWest Foods Rice Mill JOB NO.. 99138.00 DATE 04/25/00 CLIENT -WA BY PLS SHEET NO Sunwest Foods Rice Mill Buhler mill bm 139 frame (for column design only) (@ grid G) Loads: LC 1 , total dl + II RIS . Set Plot Options Box Zoomly MW .!Zoom ln;_I Wt „Zoom Out; A Set Plot Options 11 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 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 ---------------------------------------------------------- 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 ....................... P -Delta Analysis Tolerance. Yes .0.50% Joint X Joint Coordinates 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 5 0.000 0.000 -14.000 0.00 0.00 6 23.000 -14.000 0.00 7 46.330 8 69.330 -14.00.0 -14:000 0.00 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 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 Sections Section Database Material As As I I I Label Shape Label. Area 0,2 1,3 1,3 0,2 ------------------------------ in"2----------------- in^4---------- in^4-------- COL CONC 201.00 1.2 1.2 1.00 2250.00 RISA -2D (R) Version 4.01 Memb Buehler & Buehler 7300 Folsom Blvd., #103 Job : Page: 99138.00 52 Inactive? Sacramento, CA 95826 Date: 4/25/00 ------------------------------------- 900 Set I:AVM J:AVM File: MILLBFM4 1 Sunwest Foods Rice Mill in-------in---------------ft---- s 1 2 Buhler mill bm B4 frame (for column design only) (@ grid G) �' Sections Section Database Material As As I I I Label Shape Label. Area 0,2 1,3 1,3 0,2 ------------------------------ in"2----------------- in^4---------- in^4-------- COL CONC 201.00 1.2 1.2 1.00 2250.00 Basic Load Case Data BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. ---------------------------------------------------------------------------- 1 Total dl incld 8"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 Members Memb Joints Rotate Section Releases Offsets Inactive? Direction Magnitude No. I J ------------------------------------- 900 Set I:AVM J:AVM I -End J -End Label y Length 1 -------------------------------------------- in-------in---------------ft---- Y 1 2 1 2` 2 3 BEAM BEAM 16.00 8.00 8.00 8.00 23.00 23.33 -40.200 3 3 4 BEAM 8.00 16.00 23.03 19.000 4 5 1 SQCOL 15.00 14.OJ 2 5 6 2 COL 15.00 14.OJ 3 6 7 3 COL 15.00 14.0 Member Distributed 7 8 4 SQCOL 15.00 14.0D Basic Load Case Data BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. ---------------------------------------------------------------------------- 1 Total dl incld 8"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 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft ----------- ft or.% --------------- 1 1 2 Y -12.200 4.000 1 1 2 Y -40.200 10.000 1 1 2 Y -2.400 19.000 2 2 3 Y -17.900 10.000 2 2 3 Y -6.700 19.000 3 3 4 Y -6.800 15.000 Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member I J Label Multiplier --------------------------------------------------------------=------------- 1 1 2 UNIFORM 1.9000 2 2 3 UNIFORM 1.9000 3 3 4 UNIFORM 1.9000 t 1 1 a f - I RISA -2D (R) Version 4.01 Buehler & Buehler Job :'99138.00 7300 Folsom Blvd., #103 Page: 53 Sacramento, CA 95826 Date: 4/25/00 File: MILLBFM4 Sunwest Foods Rice Mill Buhler mill bm B4 frame (for column design only) (@ grid G) 11--S-4-11 Member Point Loads, BLC 2 Joints Member I J Direction Magnitude 'Location ------------------------------------- K,K-ft-----------ft or % --------------- 1 1 2 Y -1.0.100 4.000 Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member L J Label Multiplier ---------------------------------------------------------------------------- 1 1 2 UNIFORM 2.1000 Member Distributed Loads, BLC 3 Joints Load Pattern Pattern Member ----I------J---------LabelMultiplier ---------- 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 SSav ---------------------------------------------------------------------------- 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 v 3 dl + skip 11 2&3 1 1 3 1 4 1 4 dl + skip 11 1&2 1 1 2 1 3 1 y 5 dl + skip 11 2 1 1 3 1 V r RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 54 Sacramento, CA 95826 Date: 4/25/00 Sunwest Foods Rice Mill File: MILLBFM4 Buhler mill bm 134 frame (for column design only) (@ grid G) G� p Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc" lc ------------K-----------------K------ -Moment ----------K-ft---- --------------------- 5U 23.29 2 84.82 2 0.00 1 L 11.51 5 47.54 5 0.00 1 6U L 0.22 3 -3.13 2 132.84 4 99.04 3 0.00 1 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 P 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 -120.583 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 20.16 2 61.65 4 277.96 4 L 10.91 5 35.33 2 201.61 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 r 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 bm B4 frame (for design only) (@ G) mill column grid 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 10.00 1 2 U 84.82 2 -11.51 5 74.23 2 L 47.54 5 -23.29 2 36.70 5 3 U 84.82 2 -11.51 5 148.47 2 L 47.54 5 -23.29 2 73.39 5 4 U L 84.82 47.54 2 5 -11.51 -23.29 5 2 222.70 2 110.09 5 \ 5 U 84.82 2 -11.51 529-6 9-4-- --2 L 47.54 5 -23.29 2 1 .79 5 --------------------------------------------------------------------------- 5- 1 U 132.84 4 3.13 2 0.00 1 L 99.04 3 -0.22 3 0.00 1 2 U 132.84 4 3.13 2 0.69 3 L 99.04 3 -0.22 3 -9.98 2 3 U 132.84 4 3.13 2 1.38 3 L 99.04 3 -0,.22 3 -19.96 2 4 U 132.84 4 3.13 2 2.07 3 L 99.04.3 -0.22 3 -29.94 2 5 U 132.84 4 3.13 2 /� y C./, 3------------39.92 2 ---------L---------99_04-3-------------0----.22 6 1 U 107.09 3 3.64 4 0.00 1 2 L U 72.20 107.09 4 3 0.20 3.64 2 4 0.00 1 -0.63 2 L 72.20 4 0.20 2 -11.59 4 3 U L 107.09 72.20 3 4 3.64 0.20 4 2 -1.26 2 -23.19 4 � U 4 U 107.09 3 3.64 4 -1.88 2 coo C' L 72.20 4 0.20 2 -34.78 4 5 U 107.09 3 3.64 4 -2 L 72.20 4 0.20 2 6.38 4 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 5 L U 21.98 55.92 5 2 8.11 19.96 5 2 -190.88 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�Q� Envelope Section Forces Section Memb y Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ ---------------------------------------------------------------------------- 1 1 1 1 BUEHLER & BUEHLER ASSOCIATES Joe STRUCTURAL ENGINEERS, INC. JOB NO. �Gi / �`/ - DATE Z / 7300 Folsom Blvd. Suite 103. l �r SACRAMENTO, CALIFORNIA 95826 CLIENT BY �i7 SHEET NO. �D%Q1 Gpt� I �l7'��-tom ��a'�• � l l� ��Oa l(/'V IU�SQ I 23.3' 23.3 /1� "X Z7 ��� �'' = .3 9 ova 3 23.3 / 1 1 / fj_ ,4 Se7; d d,0oy J64:5 -le LD e4 -5e5 !Qw tgM 'pe--e*4W � = ,r x Ir¢ _ 6B�Fr W 2. 3 � „ a o�7" AL L .a JA -f l) f u = 176, t '} s 180 kh rK� ��►,. - 219�,�ro. X 04 � 2� �`� �✓s Mole, M -t � ���i r�ry �^,,� Z �� o s Coz. w Z To Reorder Cali NESS CUSTGM"printing service TOLL FREE 7800-888-6327 NESS, Inc.. Peterborough. NR 03458. Re'.. No: G 1030-055 LI BUEHLER & BUEHLER ASSOCIATES JOB Sun West Foods Rice Mill STRUCTURAL ENGINEERS, INC. 7300 Folsom Blvd. Suite 103 Ioe No.. 99138.00 DATE 12/17/99 SACRAMENTO, CALIFORNIA 95826 CLIENT C,JA BY PLS SHEET NO,_�3, / Sunwest Foods Rice Mill Q Concrete frame @ Mill East-West direction (for col moments) Loads: LC 1 . Total Id -141.371 z a Solution: LC 1 Total Id Member Bending Moments, K -ft ll�ll�l�f�,,���:�llll�llll���ll�:l'1�11►1111. i 1 r 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 SHEET NO Sunwest Foods Rice Mill Concrete frame @ Mill East-West direction (for col moments) Loads: LC 2, dl + II @ bm 587 aqqpp -160.336 Q iz:]!x Solution: LC 2 dl .+ II @ bm 587 Member Bending Moments. K -ft �:�Cl�ll�ll�lli� Materials (General) Units ............................. US Standard Young',s Shear Poisson's Thermal Weight Steel Codger ........................ AISC 9th Edition Allowable Stress Increase Factor.. 1.333 RISA -2D (R) Version 4.01 Label Include Shear Deformation......... Yes Density Buehler & Buehler Job : 99138.00 Ksi---------- Ksi---------------- 10^5°F ---- 7300 Folsom Blvd., #103 Page: 1 P -Delta Analysis Tolerance........ 0.50% Sacramento, CA 95826 Date: 12/17/99 Sunwest Foods Rice Mill File: OFFFRM direction Section ' ------------------ft------------ft------------OF 1 0.000 0.000 Concrete frame @ Mill East-West (for col moments) 2 23.000 0.000 Materials (General) Units ............................. US Standard Young',s Shear Poisson's Thermal Weight Steel Codger ........................ AISC 9th Edition Allowable Stress Increase Factor.. 1.333 ASD Label Include Shear Deformation......... Yes Density Stress No. of Sections for Member Calcs.. 5 ------------- Ksi---------- Ksi---------------- 10^5°F ---- Do Redesign ....................... Yes Ksi------ P -Delta Analysis Tolerance........ 0.50% 3600.00 1550.00 0.1670 0.65000 0.150 Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature Section ' ------------------ft------------ft------------OF 1 0.000 0.000 ----------------------------- 0.00 2 23.000 0.000 0.00 1,3 3 46.330 0.000 0.00 ------------------------------ 4 69.330 0.000 0.00 �I 5 0.000 14.000 0.00 CONC 648.00 1.2 1.2 6 23.000 14.000 0.00 7 46.330 14.000 8 69.330 14.000 0.00 0.00 1.00 Boundary Conditions Joint +----- Translation -----+ SQCOL No X Y Rotation 1.00 3820.00 ------------ K/in-------- K/in------ K-ft/rad----------------------------------- 1 Reaction Reaction 2 Reaction Reaction 3 Reaction Reaction 4 Reaction Reaction Materials (General) f 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 f AISC,NDS Parameters Section Member Set Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway le -out le -in le -bend out in CHo RISA -2D (R) Version 4.01 ft------ ft------ft------ Buehler & Buehler Job : 99138.00 14.00 7300 Folsom Blvd., #103 Page: 2 " Sacramento, CA 95826 Date: 12/17/99 Sunwest Foods Rice Mill File: OFFFRM r104;;V1 14.00 Concrete frame @ Mill East-West direction (for col moments) 4 SQCOL --------------------------------< Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J 900 Set I:AVM J:AVM I -End J -End Label y Length 6 BEAM --------------------------------------------in-------in---------------ft---- 1 1 5 SQCOL 7 BEAM 14.00 2 2 6 COL 14.00 3 3 7 COL Case Data 14.00 BLC 4 4 8 SQCOL Load Case 14.00 5 5 6 BEAM Description 23.00 Nodal Point Dist. 6 6 7 BEAM ----------------------------------------------------------------------------- 1 Wu 23.33 3 7 7 8 BEAM 2 Wu 23.00 AISC,NDS Parameters Section Member Set Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway le -out le -in le -bend out in CHo --------------- 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 4 Wu 125 psf 11 125 psf 11 @ bm 6 @ bm 7 1 1 Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 5 5 6 UNIFORM 5.8000 6 6 7 UNIFORM 5.8000 7 7 8 UNIFORM 5.8000 Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member I J Label . Multiplier ------------ 5 ---------- 5 6 ---------------- UNIFORM -------------------------------------- 5.3000 ____________________< 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 RISA -2D (R)• Version 4.01 No_DescriptionBLC--Fac--BLC--Fac--BLC--Fac--BLC--Fac ---- BLC Fac SSdv -------------------- Buehler & Buehler Job : 99138.00 2 1 7300 Folsom Blvd., #103 Page: 3 2 1 Sacramento, CA 95826 Date: 12/17/99 Sunwest Foods Rice Mill File: OFFFRM C 3 Concrete frame @ Mill East-West direction (for col moments) Load Combination Number.... Acceleration of Gravity.... ____________________< 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 3 2 1 4 1 ---------------------------------------------------------------------------- Dynamics Input: Number of Modes............ 3 Load Combination Number.... Acceleration of Gravity.... 1 32.20 ft/sec^2 Convergence Tolerance...... 0.001 Converge Work Vectors...... No Joint Displacements, LC 1 : Total ld Joint +------- Translation -------+ Rotation No X -------------in-------------in Y 6z ------------ rad ----------------------------=-- 1 0.000 0.000 0.00341 2 0.000 3 0.000 0.000 0.000 -0.00087 .' 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 ____< Story Drift, LC 1 : Total ld Story +--- X Direction ---+ No. Joint Drift of Ht -------in----------------------------------------------------------- No Stories Defined... Reactions, LC 1 : Total ld RISA -2D (R) Version 4.01 Moment Buehler & Buehler Job : 99138.00 Y 7300 Folsom Blvd., #103 Page: 4 -------------K-------------- Sacramento, CA 95826 Date: 12/17/99 1 Sunwest Foods Rice Mill File: OFFFRM �� 2 Cs 276.04 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... 1 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 Totals: -10.10 0.00 108.74 769.56 0.00 Center of Gravity Coords (X,Y,Z) (ft) 34.665, 14.000, 0.000 ________________< Member Section Forces, LC 1 : Total ld Member Joints Section I - J y Axial Shear Moment ----------------------------K -------------- K ------------- K -ft --------------- 1 1- 5 1 108.74 -10.10 0.00 2 108.74 -10.10 35.34 3 108.74 -10.10 70.69 4 108.74 -10.10 106.03 5 108.74 10.10 141.37 ---------------------------------------------------------------------------- 2 2- 6 1 276.04 1.50 0.00 2 276.04 1.50 -5.27 3 276.04 1.50 -10.53 4 5---------27604-----------1-50 276.04 1.50 -15.80 -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 4-1.50 15.80 ---------------------------------------------------------------------------- 5 276.04 -1.50 21.07. ` 4 4- 8 1 108.74 10.10 0.00 2 3 108.74 108.74 10.10 10.10 -35.34 -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 4 10.10 10.10 -18.91 -82.74 -375.15 -82.92 5 10.10 -146.56 576.30 1 1 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., 4103 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 -----------------CaCC-- 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 10.1018.91 10.10 -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-_-Jy 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 ----------------37----------00------- 6 1 1.37 -------Calc-------------- 0..01 - No Calc - 2 1.37 0.01 3 4 1.37 1.37 0.01 0.01 5 1.37 0.01 ---------------------------------------------------------------------------- 3 3 7 1 1.37 -0.01 - No Calc - 2 1.37 -0.01 3 1.37 -0.01 4 1.37 -0.01 5 1.37 -0.01 ---------------------------------------------------------------------------- 4 4 8 1 0.42 0.05 - No Calc - 2. 0.42 0.05 3 0.42 0.05 4 0.42 0.05 5 0 42 005 -----------------------------------------_ 5 5 6 1 0.02 -----------------------CaCC-- 0.20 - No Calc - 2 3 0.02 0.02 0.08 -0.04 4 0.02 -0.15 1 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 1 7300 Folsom Blvd., #103 Page: 6 Sacramento, CA 95826 Date: 12/17/99 File: OFFFRM Sunwest Foods Rice Mill 'C70 Concrete frame @ Mill East-West direction (for col moments) _____< Member Stresses, LC 1 : Total ld Member Joints Section Bending Bending I - J y 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 0.01 024 - -------5 ------------------------- 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 1 ____________________________________________________________________________ Member Deflections, LC 1 : Total ld Member Joints Section I J y x y L/n --------------------------- in---------- in----------------------------------- 1 1 5 1 0.000 0.000 NC 2 -0.005 0.136 1235.3 3 - 0.010 0.217 772.0 4 -0.015 0.189 882.3 -------------------5--------0_020-------0_002----------NC-------- 2 2 6 1 0.000 0.000 NC 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 8 1 0.000 ----------------------------- 0.000 NC 2 70.005 -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 Member NDS Unity Checks, LC 1 : Total ld Unity Shear Memb Chk Loc Chk Loc Fc' Ft' Fb' Fv' RB CL CP Eqr.. -------------------------- Ksi---- Ksi---- Ksi---- Ksi-------------------------- ___________________< Redesign Shapes, LC 1 : Total ld Section Suggested Alternate Shapes RISA -2D (R) Version 4.01 Set Member 1st Choice Buehler & Buehler ---------------------------------------------------------------------------- Redesign Job : 99138.00 7300 Folsom Blvd., #103 Material Page: 7 : Total ld Sacramento, CA 95826 Database Total Date: 12/17/99 Set Shape Length weight File: OFFFRM ----------------------------------- Sunwest Foods Rice Mill K------=--------------- ' C / Concrete frame @ Mill East-West direction (for col moments) 28.00 7.47 ____< Member Deflections, LC 1 Total ld Member Joints Section I - J y x y L/n ---------------------------in ----------- in----------------------------------- 4 0.001 -0.374 860.2 5 0.001 -0.064 NC ---------------------------------------------------------------------------- 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 2 -0.001 -0.001 -0.064 -0.374 NC 860.2 3 -0.001 -0.623 474.6 4 -0.001 -0.477 619.0 ---------------------------0_002 5 ------------------------------------------- -0.020 NC < Member AISC Unity Checks, LC 1 : Total ld Member Joints Unity Shear ASL .I - J Chk Loc Chk Loc Fa Fb Cb Cm Eqr_. . --------------------------------------- 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 Eqr.. -------------------------- 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 COL 69.33 28.00 46.80 5.86 SQCOL 28.00 7.47 RISA -2D (R) Version 4.01 [I 1 7 1 Buehler & Buehler Job : 99138.00 7.300 Folsom Blvd., #103 Page: 8 Sacramento, CA 95826 Date: 12/17/99 Sunwest Foods Rice Mill File: OFFFRM Concrete frame @ Mill East-West direction (for col.moments) Material Takeoff, LC 1 : Total ld Section Database Total Total Set Shape Length Weight -------=---------------------------ft --------=------- K---------------------- Total Wts: 60.13 [I 1 7 1 RISA -2D (R) Version 4.01 Buehler & Buehler Job 99138.00, 7300 Folsom Blvd., #103 Page: 9 Sacramento, CA 95826 Date: 12/17/99 Sunwest Foods Rice Mill File: OFFFRM Concrete frame @Mill East-West direction (for col moments) G7 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 3.82 0.00 2 207.83 3.82 -13.38 3 207.83 3.82 -26.77 4 207.83 3.82 -4 207_83-----------3_82 -5-------- 3 3- 7 1 207.83 3.53 -3.82 0.00 ' 2 207.83 3 207.83 -3.82 -3.82 13.38 26.77 4 207.83 -3.82 40.15 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 10 Sacramento, CA 95826 Date: 12/17/99 File :' OFFFRM Sunwest Foods Rice Mill frame Mill Concrete @ East-West direction (for col moments) < Member Section Forces, LC 2 : dl + 11 @bm 5&7 Member Joints Section I - J y Axial Shear Moment ------------------=---------K-------------- K------------- K-ft--------------- 5 207.83 -3.82 53.53 ---------------------------------------------------------------------------- 4 4- 8 1 115.13 11.45 0.00 ' 2 115.13 11.45 -40.08 3 115.13 11..45 -80.17 4 115.13 11.45 -120.25 5 --_-------------_----------_--------_ 11513 1145 160.34 5 5- 6 1 11.45 115.13 160.34 2 11.45 51.30 -318.16 3 11.45 -12.52 -429.66 4 11.45 -76.35 -174.17 5 11.45 -140.17 448.31 6 6----7-1 7.63 67.66 394.78 2 7.63 33.83 98.82 3 7.63 0.00 0.17 ' 4 7.63 -33.83 98.82 5 7.63 -67.66 394.78 ' ---------------------------------------------------------------------------- 7 7- 8 1 11.45 140.17 448.31 2 11.45 76.35 -174.17 3 11.45 12.52 -429.66 4 11.45 -51.30 -318.16 =--------------------------------------------------------------------------- 5 11.45 -115.13 160.34 Member Stresses, LC 2 : dl + 11 @bm 5&7 Member Joints Section Bending Bending I - J y Axial Shear Top Bottom ------------ --------------- Ksi----------- Ksi----------- Ksi----------Ksi----- 1 1 5 1 0.45 -0.05 - No Calc - 2 0.45 -0.05 3 0.45 -0.05 .4 0.45 -0.05 5 0.45 -0.05 ---------------------------------------------------------------------------- 2 2 6 1 1.03 0.02 - No Calc - 2 1.03 0.02 3 1.03 0.02 4 1.03 0.02 5 1.03 0.02 ' ------------------------------------------------------------=--------------- 3 3 7 1 2 1-.03 1.03 -0.02 -0.02 - No Calc- 3 1.03 -0.02 RISA -2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 7300 Folsom Blvd., #103 Page: 11 Sacramento, CA 95826 Date: 12/17/99 File: OFFFRM Sunwest Foods Rice Mill G 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----- r 4 1.03 -0.02 5 1.03 -0.02 ---------------------------------------------------------------------------- 4 4 8 1 0.45 0.05 - No Calc - 2 0.45 0.05 -3 0.45 0.05 4 0.45 0.05 5 0.45 0.05 ---------------------------------------------------------------------------- 5 5 6 1 0.02 0.21 - No Calc- ' 2 0.02 0.10 3 0.02 -0.02 4 0.02 -0.14 5 0.02 0 26 ------------------------------------------------------- 6 6 7 1 0.01 0.13 ----------------- - No Calc- 2 0.01 0.06 ' 3 0.01 0.00 4 0.01 -0.06 5 0.01 -0.13 ---------------------------------------------------------------------------- 7 7 8 1 0.02 0.26 - No Calc - 2 0.02 0.14 3 0.02 0.02 4 0.02 -0.10 5 0.02 -0.21 --------------- ------------------- ------------------------------------- ______________<- Member Deflections, LC 2 dl + 11 @bm 5&7 >_______________ Member Joints Section J y x y L/n ----------I --- 1 1 5 1 0.000 0.000 NC 2 -0.005 0.154 1089.1 3 -0.010 0.246 680.7 4 -0.016 0.215 778.0 5 -0.021 -0.002 NC 1 ---------------------------------------------------------------------------- 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 RISA-2D (R) Version 4.01 Buehler & Buehler Job : 99138.00 t 7300 Folsom Blvd., #103 Page: 12 Sacramento, CA 95826 Date: 12/17/99 File: OFFFRM Sunwest Foods,Rice Mill"`�,�%� direction �O v Concrete frame @ Mill East-West (for col moments) Member Deflections, LC 2 : dl + 11 @bm 5&7 Member Joints Section x y L/n ------------=--------------in ----------in----------------------------------- 3 -0.024 0.140 1200.9 4 -0.036 0.123 1372.4 5 -0.048 0.000 NC ---------------------------------------------------------------------------- 4 4 8 1 0.000 0.000 NC 2 -0.005 -0.154 1089.1 3 -0.010 -0.246 680.7 4 -0.016 -0.215 778.0 5 -0.021 0.002 NC ' ---------------------------------------------------------------------------- 5 5 6 1 0.002 -0.021 NC 2 0.001 -0.547 532.0 3 0.001 -0.741 390.5 4 0.001 -0.477 633.0 5 0.000 -0.048 NC ---------------------------------------------------------------------------- 6 6 7 1 0.000 -0.048 NC 2 0.000 0.098 1914.8 3 0.000 0.108 1794.2 4 0.000 0.098 1914.8 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 Egrn . --------------------------------------- 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 . I 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 File: OFFFRM Sunwest Foods Rice Mill --7' Concrete frame @ Mill East-West direction (for col moments) Member NDS Unity Checks, LC 2 : dl + 11 @bm 5&7 Unity Shear Memb Chk Loc Chk Loc Fc' Ft' .Fb' Fv' RB CL CP Eqn -------------------------- Ksi---- Ksi---- Ksi---- Ksi-------------------------- ________________< Redesign Shapes, LC 2 : dl + 11 @bm 5&7 Section Suggested Alternate Shapes 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 Weight -------------------------------=---ft---------------- K----------------------- BEAM 69.33 46.80 COL 28.00 5.86 SQCOL 28.00 7.47 Total Wts: 60.13 O 2/17/99 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION - Page— 1 1:28:00 Licensed to: Buehler & Buehler, Sacramento, Ca COL—C-3 7 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. w 1 . I 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00. 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association ' (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the PCACOL(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output ' prepared by the PCACOL(tm) program. Although PCA has endeavored to produce PCACOL(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the PCACOL(tm) program. w 1 . I 2/17/99 PCACOL V3.00 - PORTLAND CEMENT ASSOCIATION - 1:28:00 Licensed to: Buehler & Buehler, Sacramento, Ca GeneralInformation: File Name: H:\9913800\COL_C-3.COL Project: SunWest Foods Rice Mill ' Column: C-3 Engineer: PLS Code: ACI 318-95 Units: English Run Option: Design Slenderness: Not considered Run Axis: X-axis Column Type: Structural Material Properties: f'c = 4 ksi Ec = 3605 ksi fc = 3.4 ksi ' Ultimate strain = 0.003 in/in Betal = 0.85 ' Section Circular: Diameter = 16 in ' Gross section area, Ag = 201.062 in^2 Ix = 3216.99 in'4 Xo = 0 in . fy = 60 ksi Es = 29000 ksi Rupture strain = Infinity Iy = 3216.99 in"4 Yo = 0 in Page 2. COL_C-3 r- P-11 1 (see user's manual for notation) Reinforcements -Loads -and -Moments -with Pu Rebar Database: ASTM A615 fMnx -Capacities: ' No. kip k-ft--- ' Size Diam (in) Area(in^2) Size Diam (in) Area (in'2) Size Diam (in) Area (in'2) 3.822 - # 3 0.38 0.11 # 4 - 0.20 # 5 -0.50 0.63 0.31 # 6 0.75 0.44 ## 7 0.88 0.60 # 8 1.00 0.79 completed as # 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 phi(a) = 0.85, phi(b) = 0.9, with phi(c) #10 bars, #4 = 0.75 with larger bars. Layout: Circular Pattern: All Sides Equal (Cover to transverse reinforcement) ' Total steel area, As = 2.64 in'2 at 1.31% 6 #6 Cover = 1.5 in 1 (see user's manual for notation) Factored -Loads -and -Moments -with Pu -Corresponding Mux fMnx -Capacities: ' No. kip k-ft--- ---k-ft fMn/Mu 1 279.0 25.0 95.5 3.822 2 211.0 54.0 98.2 1.818 *** Program completed as requested! *** 1 (see user's manual for notation) 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 ; -- :---- - - - - -- ; 200 - ;fs=0.5fy ; 20 40 0 80. 100 Mx (k -ft), ---. ---- , ---- : ---- -- ; 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 in14 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